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Home My WebLink About17327 67th Ave Ne Bldg F_BLD2748_2026 40,0 00MMERCIAL APPLICATION PERMIT SUBMITTAL Department of Community& Economic Development City of Arlington • 18204 59th Ave NE -Arlington, WA 98223 • Phone (360)403-3551 The following minimum information is required for your Commercial/Multi-Family Building Permit Application. Mark each box to designate that the information has been provided. Please submit this checklist as part of your submittal documents. Incomplete applications will delay the review. One (1) City of Arlington Commercial/Multi-Family Permit Application (One (1) permit application per building or structure is required) ❑X One (1) City of Arlington Commercial/Multi-Family Submittal Requirements Form 0 Two (2)Architectural Drawings © Two (2) Structural Drawings 0 Two (2) Structural Calculations ❑ One (1) Project Specification Manuals (if applicable) N/A ❑ One (1) NREC Code Compliance Forms Note: Prescriptive Path req.'s identified on CS sheets. NREC: forms to be submitted with deferred submittal. 0 One (1)Special Inspection Requirements Forms 0 One (1)Occupant's Statement of Intended Use Form Drawings shall be BOUND SEPARATELY BY TYPE, architectural, structural and landscape, and then ROLLED TOGETHER IN COMPLETE SETS> An intake appointment is required for all new Commercial or Multi-Family Building Permit Applications. To schedule an appointment please contact the City of Arlington Permit Center at(360) 403 3551 or by email to ced(@,arlingtonwa.gov. I acknowledge that all items designated above are included as part of this application. REV 2019 Page 1 of 9 Y O� COMMERCIAL APPLICATION 0 PERMIT SUBMITTAL Department of Community& Economic Development City of Arlington • 18204 59th Ave NE • Arlington, WA 98223 • Phone (360)403-3551 A. FEES DUE AT TIME OF PERMIT ISSUANCE B. CODES The City of Arlington currently enforces the following: International Codes 1. 2015 International Building Code (IBC) 2. 2015 International Residential Code (IRC) 3. 2015 International Mechanical Code (IMC) 4. 2015 International Fuel Gas Code(IFGC) 5. 2015 International Fire Code (IFC) 6. 2015 Uniform Plumbing Code(UPC) 7. 2015 International Property Maintenance Code(IPMC) 8. 2015 International Existing Property Code(IEBC) 9. 2015 Washington State Energy Code (WESC) 10. 2017 Accessible& Usable Buildings and Facilities(ICC/A117.1) Washington State Amendments 1. WAC 51-50 Washington State Building Code 2. WAC 51-51 Washington State Residential Code 3. WAC 51-52 Washington State Mechanical Code 4. WAC 51-54 Washington State Fire Code 5. WAC 51-56 &51-57 Washington State Plumbing Code and Standards 6. WAC 51-11 Washington State Energy Code 7. WAC 296-46B Electrical Safety Standards,Administration, and Installation C. CITY OF ARLINGTON DESIGN REQUIREMENTS Design Wind Speed: 85 miles per hour(Exposure C) Ground Snow Load: 25 pounds per square foot Seismic Zone: D2 Rainfall: 2 inches per hour for roof drainage design. Frost Line Depth: 18 inches Soil Bearing Capacity: 1,500 psf unless a Geo-Technical Report is provided. (IBC Table 1804.2 & IRC R401.4.1) D. PLANS AND DRAWINGS Submit two (2)complete sets of drawings and plans. Drawings and plans must be submitted on minimum 18"X 24", or maximum 30"X 42" paper. All sheets are to be the same size and sequentially labeled. Plans are required to be clearly legible,with scaled dimensions, in indelible ink, blue line, or other professional media. Plans will not be accepted that are marked preliminary or not for construction,that have red lines, cut and paste details or those that have been altered after the design professional has signed the plans. Please Note:A separate submittal of plans is required for each building or structure. REV 2019 Page 2 of 9 04s, COMMERCIAL APPLICATION PERMIT SUBMITTAL Department of Community & Economic Development City of Arlington • 18204 59th Ave NE • Arlington, WA 98223 • Phone (360)403-3551 DETAILED SUBMITTAL REQUIREMENTS Mark each box to designate that the information has been provided. Please submit this checklist as part of your submittal documents A. X❑ SITE PLAN —REQUIRED WITH ALL SUBMITTALS (May be included as part of the Architectural Drawing cover Sheet) 1. Drawing shall be prepared at scale not to exceed 1"=20 feet. 2. Show building outline and all exterior improvements. 3. Provide property legal description and show property lines. 4. Provide dimensions from the property lines to a minimum of two building corners(or two identifiable locations for irregular plan shapes). 5. Show building setbacks, easements and street access locations. 6. Indicate North direction. 7. Indicate finish floor elevation for the first level. 8. Provide topographical map of the existing grades and the proposed finished grades with maximum five feet elevation contour lines. 9. Show the location of all existing underground utilities, including water, sewer, gas and electrical. 10. Flood hazard areas, floodways, and design flood elevations as applicable. B. X❑ ARCHITECTURAL DRAWINGS 1 (� Cover Sheet a) Building Information 1. Specify model code information. 2. Construction Type. 3. Number of stories and total height in feet. 4. Building square footage (per floor and total) 5. IBC Occupancy Type(show all types by floor and total). 6. Mixed-use ratio(if applicable) 7. Occupant load calculation (show by occupancy type and total) 8. List work to be performed under this permit b) Design Team Information 1. Design Professional in Responsible Charge 2. Architects 3. Structural Engineers 4. Owner 5. Developer 6. Any other Design Team Members 2. ® Floor Plan a) Plan view 1/8"minimum scale. Details a minimum%-inch scale. b) Plans must show the entire tenant space. c) Specify the use of each room/area. d) Provide an occupant load calculation on the floor plan. (on every floor, in all rooms and spaces) e) Show ALL exits on the plans; include new,existing or eliminated. f) Show Barrier-Free information on the drawings. g) Show the location of all permanent rooms,walls and shafts. h) Note the uses in the adjacent tenant spaces, if applicable. i) Provide a door and door hardware schedule. REV 2019 Page 3 of 9 Y O1, -� COMMERCIAL APPLICATION PERMIT SUBMITTAL Department of Community& Economic Development City of Arlington • 18204 59th Ave NE • Arlington, WA 98223 • Phone (360)403-3551 j) Show the location of all new walls, doors,windows, etc. k) Provide details and assembly numbers for any fire resistive assemblies. 1) Indicate on the plans all rated walls, doors,windows and penetrations. m) Provide a legend that distinguishes existing walls,walls to be removed and new walls. 3. ® Reflected Ceiling Plan a) Plan view 1/8"minimum scale. Details a minimum'/4-inch scale. b) Provide ceiling construction details. c) Provide suspended ceiling details complying with IBC 803.9.1.1. Show seismic bracing details. d) Show the location of all emergency lighting and exit signage. e) Detail the seismic bracing of the fixtures. f) Include a lighting fixture schedule. 4. Framing Plan a) Specify the size, spacing, span and wood species or metal gage for all stud walls. b) Indicate all wall, beam and floor connections. c) Detail the seismic bracing for all walls. d) Include a stair section showing rise, run, landings, headroom, handrail and guardrail dimensions. 5. ❑ Storage Racks (if applicable) a) Structural calculations are required for seismic bracing of storage racks eight feet or greater in height. b) Eight feet or less, show a positive connection to floor or walls. NOTE: High pile storage shall meet the requirements of current International Building and Fire Codes. C. [x] SPECIAL INSPECTION 1 Where special inspection is required by IBC 1704,the registered design professional in responsible charge shall prepare a special inspection program that will be submitted to the City of Arlington and approved prior to issuance of the building permit to comply with IBC 106.1. D. ❑ WASHINGTON STATE ENERGY CODE 1. One(1)completed Washington State Non-Residential Energy Code Envelope Summary forms. E. OCCUPANT'S STATEMENT OF INTENDED USE 1. The Occupant's Statement of Intended Use form shall be completely filled out and may require the submittal of a Hazardous Materials inventory Statement(HMIS). Contact the Arlington REV 2019 Page 4 of 9 Y COMMERCIAL APPLICATION ��+1lNG p PERMIT SUBMITTAL Department of Community& Economic Development City of Arlington • 18204 59th Ave NE • Arlington, WA 98223 • Phone (360)403-3551 The building permit does not include any mechanical, electrical, plumbing or fire sprinkler/alarm work. These permits are issued separately. Mechanical, electrical, plumbing, or fire sprinkler/alarm permits require a separate permit application and may also require separate plan review. Please note that any tenant improvement work in a space that involves food handling or preparation requires Snohomish County Health District approval before the permit can be issued. You must provide the Permit Center a copy of the approval letter or the approved plans. Contact the Snohomish County Health District at (425) 339-5250 with any questions or for more information. An intake appointment is required for all large Tenant Improvement Building Permit Applications. To determine if your project requires an intake appointment, to schedule an appointment or to ensure that you have the most current information, please contact the City of Arlington Permit Center at(360)403-3551 or by email to ced@arlingtonwa.gov. Incomplete applications will not be accepted. I acknowledge that all items designated as submittal requirements must accompany my Building Permit Application to be considered a complete submittal. REV 2019 Page 5 of 9 C`J y COMMERCIAL APPLICATION y�L�nG�o PERMIT SUBMITTAL Department of Community& Economic Development City of Arlington • 18204 59th Ave NE • Arlington, WA 98223 • Phone (360)403-3551 THIS APPLICATION TO BE USED FOR NEW COMMERCIAL STRUCTURES AND RESIDENTIAL DWELLINGS NOT REGULATED UNDER THE IRC. THIS APPLICATION MUST BE ACCOMPANIED BY A COMMERCIAL APPLICATION SUBMITTAL CHECKLIST AND AN OCCUPANT'S STATEMENT OF INTENDED USE. Name of Project: Centennial Park, Building H Valuation: $1,798,634.76 Project Address: Parcel ID#: 31052300300800 Legal Description SEC 23 TWP 31 RGE 05SW1/4 SW1/4 SW1/4 EXC ANY PTN THOF LY WHN 172ND ST NE&67TH AVE NE&EXC ANY PTN THOF LY S OF 172ND ST NE&ALSO EXC TH PTN THOF CONVYD TO CITY OF ARL PER DEED REC AF NO 9610250370 Owner: Centennial Park 5J, LLC /Ryan Kilby Phone Number: 425.75 .- 6 Address: 2517 Colby Ave City: Everett State: WA Zip Code: 98201 Engineer: CG Engineering /Joe Galusha, Structural Phone Number: 425.778.8500 Cell Phone: 425.778.8500 E-mail: jgalusha@cgengineering.com Address: 250 4th Avenue South, Suite 200 City. Edmonds State: WA Zip Code: 98020 General Contractor: Exxel Pacific/Tim Spink Phone Number: 360.734.2872 Cell Phone: 360.734.2872 E-mail: tims@exxelpacific.com Address: 323 Telegraph Road City: Bellingham State: WA Zip Code: 98226 Contractor's License Number: City of Arlington/ 1653 Expiration: 9/27/19 Contact Person: Dykeman Architects/ Michael Stevens Phone Number: 425.259.3161 Cell Phone: 425.259.3161 E-mail: jgalusha@cgengineering.com Address: 250 4th Avenue South, Suite 200 City: Edmonds State: WA Zip Code: 98020 Proposed Scope of Work: Multi-Family 15,951 SF AUG 2 2 2019 REV 2019 Page 6 of 9 G1�Y COMMERCIAL APPLICATION PERMIT SUBMITTAL Department of Community& Economic Development City of Arlington • 18204 59th Ave NE •Arlington, WA 98223 • Phone (360)403-3551 Project Name/Tenant Centennial Park Site Address Bldg/Unit/Suite Building H IBC Construction Type V-B IBC Occupancy Type R-2 Description of Use Multi-family apartments Building Square Footage 15,951 SF Number of Stories 3 Square Footage Per Floor Level 1 = 5,321 SF, Level 2 = 5,318 SF, Level 3 = 5,312 SF Will there be any installation, modification or removal of the following? (Check all that apply) ® Automatic fire extinguishing systems ❑ Compressed gas systems ® Fire alarm and detection systems ❑ Fire pumps ❑ Flammable and combustible liquids(tanks, piping etc...) ❑ Hazardous materials ❑ High piled/rack storage ❑ Industrial ovens/furnace ® Private fire hydrants ❑ Spraying or dipping operations ® Standpipe systems ❑ Temporary membrane structure,tents (>200sq ft)or canopies(>400 sq ft) Provide details on any of the above checked items: The Building will be equipped throughout with an Automatic Sprinkler System in accordance with NFPA 13R(per IBC 903.3.1.2) Installation, changes, modifications or removal of any of the above may require additional submittals, information, or permits during the plan review or construction process. Statement of Special Inspection REV 2019 Page 7 of 9 COMMERCIAL APPLICATION PERMIT SUBMITTAL t,I 04N,GN*0 Department of Community& Economic Development City of Arlington • 18204 59th Ave NE • Arlington, WA 98223 • Phone (360)403-3551 Name of Project: Centennial Park Project Address: Special Inspection Firm: GeoTest Address: 20527 67th Ave NE, Arlington, WA 98223 Contact Person: Kevin Richardson Phone: 360.435.1141 Email: kevinr@geotest-inc.com Special Inspection Firm Special Inspectors: The Special inspection Firm of GeoTest will perform special inspection for the following types of work(separate forms must be submitted if more than one firm is to be employed) (X) Reinforced Concrete (X) Bolting in Concrete ( ) Pre-stressed Concrete ( ) Shotcrete ( ) Structural Masonry (X) Structural Steel and Welding ( ) High-Strength Bolting ( ) Spray-Applied Fireproofing {'X) Smoke-Control Systems { ) Other Specify: All individual inspectors to be employed on this project will be WABO certified for the type of inspection they are to perform. If inspection is for work that is not covered by the WABO categories, a detailed resume of the inspector and firm must be submitted.The resume must show the inspector and firm are qualified to perform the work and testing required by the project design and specifications. The work shall be inspected for conformance with the plans and specifications approved by the City. Revisions and addenda sheets will not be used for inspection unless approved by the City.The special inspector shall report to the City revisions that are not approved. A daily record will be maintained on site itemizing the inspections performed,for the review of all parties.Any nonconforming items shall be brought to the immediate attention of the contractor for resolution.A weekly shall be submitted to the City; detailing the inspections and testing performed, listing any nonconforming items and resolution of nonconforming items. Unresolved nonconforming items will be detailed on a discrepancy report and presented to the building department. A final report shall be submitted to the Building Division prior to the Certificate of Occupancy being issued. This report will indicate that inspection and testing was completed in conformance with the approved plans, specifications and approved revisions and addenda. Any unresolved discrepancies must be detailed in the final report. The special inspector and special inspection firm serve in the role as"deputy"City of Arlington inspectors and as such are responsible to the City of Arlington Building Division in the performance of the required work. Contractor: The contractor shall provide the special inspector or agency adequate notification of work requiring inspection. The City approved plans and specifications must be made available, at the job site for the use of the special inspector and the City Inspector. The contractor shall maintain all daily inspections reports, on site,for review. REV 2019 Page 8 of 9 GtT Y D+s' COMMERCIAL APPLICATION PERMIT SUBMITTAL Department of Community& Economic Development City of Arlington • 18204 59th Ave NE • Arlington, WA 98223 • Phone (360)403-3551 The special inspection functions are considered to be in addition to the normal inspections performed by the City and the contractor is responsible for contacting the City to schedule regular inspections. No concrete shall be poured or other work covered until approved by the City Inspector. Building Division: The Building Division shall review any revisions and addenda.Approved copies will be given to the contractor to maintain as part of the approved plan set. The City Inspector will monitor the special inspection functions for compliance with the agreement and the approved plans. The City Inspector shall be responsible for approving various stages of construction to be covered and work to proceed. Design Professionals: The architect and engineer will clearly indicate on the plans and specifications for the specific types of special inspection required, and shall include a schedule for inspection and testing. The architect and engineer will coordinate their revisions and addenda process in such a way as to insure all required City approvals are obtained, prior to work shown on the revisions being performed. Owner: The project owner, or the architect or engineer acting as the owners agent, shall employ the special inspector or agency. ENFORCEMENT: A failure of the special inspector or firm to perform in keeping the requirements of the IBC,the approved plans and this document may void this agreement and the Building Officials approval of the special inspector. In such case a new special inspector and/or firm would need to be proposed for approval.A failure of the design and/or construction parties to perform in accordance with this agreement may result in a STOP WORK notice being posted on the project, until nonconforming items have been resolved. ACKNOWLEDGEMENTS I have read and agree to comply with the to conditions of this agreement. Owner _. —_ _ Date: August 19, 2019 hereby certify that the above/itth rmation is correct and)at the construction on,and the occupancy and the use of the above-described property will be in accordance the laws, rules and regulation of the State of Washington. AMIA&_ � Appl nts Signature Michael A. Stevens August 19, 2019 Print Applicants Name Date FOR STAFF USE ONLY Permit# Accepted By Amount Received Receipt# Date Received REV 2019 Page 9 of 9 Ad 0 CITY OF ARLINGTON 238 N. OLYMPIC AVE-ARLINGTON, WA. 98223 ` PHONE; (360) 403-3551 BUILDING PERMIT Address: 17231 67th Ave NE,K Permit#:2754 Parcel#:31052300300800 Valuation:1,439,757.26 OWNER APPLICANT CONTRACTOR EDGECOMB STATION 5.1 LLC EDGECOMB STATION 5.1 LLC EXXEL PACIFIC INC 19801 50TH AVE W 19801 50TH AVE W 323A TELEGRAPH RD LYNNWOOD,WA 98036 LYNNWOOD,WA 98036 BELLINGHAM,WA 98226 425-778-8500 425-778-8500 360-734-2872 LIC:EXXELP1073KN EXP:01/02/2021 MECHANICAL CONTRACTOR PLUMBING CONTRACTOR DEFERRED DEFERRED PERMIT TYPE: Commercial New CODE YEAR: 2015 STORIES: 3 CONST.TYPE- VB DWELLING UNITS: 12 OCC GROUP: R-2 BUILDINGS: I OCC LOAD: PERMIT APPROVAL I AGREE TO COMPLY WITH CITY AND STATE LAWS REGULATING CONSTRUCTION AND IN DOING THE WORK AUTHORIZED THEREBY, NO PERSON WILL BE EMPLOYED IN VIOLATION OF THE LABOR CODE OF THE STATE OF WASHINGTON RELATING TO WORKMEN'S COMPENSATION INSURANCE AND RCW 18.27. THIS APPLICATION IS NOT A PERMIT UNTIL SIGNED BY THE BUILDING OFFICIAL OR HIS/HER DEPUTY AND ALL FEES ARE PAID. IT IS UNLAWFUL TO USE OR OCCUPY A BUILDING OR STRUCTURE UNTIL A FINAL INSPECTION HAS BEEN MADE AND APPROVAL OR A CERTIFICA F OCCUPANCY HAS BEEN GRANTED. IBC110/IRC110. SALEST.4 Sales tax relating to construction and co struction materials in the pity of Arlington must be reported on your sales tax return form andcodedfiVyo A ngion#3101. " Signature rint Name Dye/ Rc_l batc CONDITIONS -sP 1. FDCs shall be a single inlet installed on the exterior wall of each fire sprinkler riser closet on each building. 2. FDC shall be calculated by the Sprinkler designer and submitted with the sprinkler permit application. 3. Fire lanes shall be marked in accordance with AMC 15.10.070 Section 503.3. If striping is used, it shall be red in color. 4. Deferred Submittals: Plumbing, Mechanical, Fire Sprinkler, Fire Alarm THIS PERMIT AUTHORIZES ONLY THE WORK NOTED.THIS PERMIT COVERS WORK TO BE DONE ON PRIVATE PROPERTY ONLY. ANY CONSTRUCTION ON THE PUBLIC DOMAIN(CURBS,SIDEV\ALKS,DRIVEWAYS,MARQUEES,ETC.)WILL REQUIRE SEPARATE PERMISSION. PERMIT FEES Date Description Fee Amount 12/17/2019 Traffic Mitigation $17,749.08 Park-Community MF $17,964.00 Processing/Technology Fee $25.00 Building Plan Review Fee $6,928.58 State Building Code Surcharge $6.50 State Surcharge-Dwelling $22.00 Building Permit Fee $9,697.64 Building Permit Fee $961 71 Total Due: $53,354.51 Total Payment: $9,697.64 $43,65 .8 7 CALL FOR INSPECTIONS Balance Due: BUILDING INSPECTIONS (360) 403-3417 CALL BY 3:30 PM FOR NEXT DAY INSPECTIONS When calling for an inspection please leave the following information: Permit Number,Type of Inspection being requested,and whether you prefer morning or afternoon CITY OF ARLINGTON 238 N. OLYMPIC AVE -ARLINGTON, WA. 98223 Q PHONE; (360) 403-3551 BUILDING PERMIT Address: 17231 67th Ave NE,J Permit#:2753 Parcel#:31052300300800 Valuation:1,456,231.87 OWNER APPLICANT CONTRACTOR EDGECOMB STATION 5J LLC EDGECOMB STATION 5J LLC EXXEL PACIFIC INC 19801 50TH AVE W 19801 50TH AVE W 323A TELEGRAPH RD LYNNWOOD,WA 98036 LYNNWOOD,WA 98036 BELLINGHAM,WA 98226 425-778-8500 425-778-8500 360-734-2872 LIC:EXXF-LP1073KN EXP:01/02/2021 MECHANICAL CONTRACTOR PLUMBING CONTRACTOR DEFERRED DEFERRED PERMIT TYPE: Commercial New CODE YEAR: 2015 STORIES: 3 CONST.TYPE: V13 DWELLING UNITS: 12 OCC GROUP: R-2 BUILDINGS: I OCC LOAD: PERMIT APPROVAL I AGREE TO COMPLY WITH CITY AND STATE LAWS REGULATING CONSTRUCTION AND IN DOING THE WORK AUTHORIZED THEREBY, NO PERSON WILL BE EMPLOYED IN VIOLATION OF THE LABOR CODE OF THE STATE OF WASHINGTON RELATING TO WORKMEN'S COMPENSATION INSURANCE AND RCW 18.27. THIS APPLICATION IS NOT A PERMIT UNTIL SIGNED BY THE BUILDING OFFICIAL OR HIS/HER DEPUTY AND ALL FEES ARE PAID, IT IS UNLAWFUL TO USE OR OCCUPY A BUILDING OR STRUCTURE UNTIL A FINAL INSPECTION HAS BEEN MADE AND APPROVAL OR A CERTIFICATE OF OCCUPANCY HAS BEEN GRANTED, IBC 110/IRC 110. SALES TAX NOTICE:Sales tax relating to construction and construction materials in the City of Arlington must be reported on your sales tax return form an of Arlington#310 . Signal re Pjfnt Name Date Relcas• / )ate CONDITIONS 1. FDCs shall be a single inlet installed on the exterior wall of each fire sprinkler riser closet on each building. 2. FDC shall be calculated by the Sprinkler designer and submitted with the sprinkler permit application. 3. Fire lanes shall be marked in accordance with AMC 15.10.070 Section 503.3. If striping is used, it shall be red in color. 4. Deferred Submittals: Plumbing, Mechanical, Fire Sprinkler, Fire Alarm THIS PERMIT AUTHORIZES ONLY THE WORK NOTED.THIS PERMIT COVERS WORK TO BE DONE ON PRIVATE PROPERTY ONLY. ANY CONSTRUCTION ON THE PUBLIC DOMAIN(CURBS,SIDEWALKS,DRIVEWAYS,MARQUEES,ETC.)WILL REQUIRE SEPARATE PERMISSION PERMIT FEES Date Description Fee Amount 12/17/2019 Traffic Mitigation $17,749.08 Park-Community MF $17,964.00 Processing/Technology Fee $25.00 Building Plan Review Fee $6,986.19 State Building Code Surcharge $6.50 State Surcharge-Dwelling $22.00 Building Permit Fee $9,428.64 Building Permit Fee $1,319.35 Total Due: $53,500.76 Total Payment: $9,428.64 Balance Due: f,072 2 CALL FOR INSPECTIONS BUILDING INSPECTIONS (360) 403-3417 CALL BY 3:30 PM FOR NEXT DAY INSPECTIONS When calling for an inspection please leave the following information: Permit Number,Type of Inspection being requested,and whether you prefer morning or afternoon CITY OF ARLINGTON 238 N. OLYMPIC AVE-ARLINGTON, WA. 98223 PHONE; (360) 403-3551 BUILDING PERMIT Address: 17231 67th Ave NE,F Permit#:2752 Parcel#:31052300300800 Valuation: 1,051,308.96 OWNER APPLICANT CONTRACTOR EDGECOMB STATION 5.1 LLC EDGECOMB STATION 5.1 LLC EXXEL PACIFIC INC 19801 50TH AVE W 19801 50TH AVE W 323A TELEGRAPH RD LYNNWOOD,WA 98036 LYNNWOOD,WA 98036 BELLINGHAM,WA 98226 425-778-8500 425-778-8500 360-734-2872 LIC:EXXFLP1073KN EXP:01/02/2021 MECHANICAL CONTRACTOR PLUMBING CONTRACTOR DEFERRED DEFERRED PERMIT TYPE: Commercial New CODE YEAR: 2015 STORIES: 3 CONST.TYPE: VB DWELLING UNITS: 12 OCC GROUP: R-2 BUILDINGS: 1 OCC LOAD: PERMIT APPROVAL I AGREE TO COMPLY WITH CITY AND STATE LAWS REGULATING CONSTRUCTION AND IN DOING THE WORK AUTHORIZED THEREBY, NO PERSON WILL BE EMPLOYED IN VIOLATION OF THE LABOR CODE OF THE STATE OF WASHINGTON RELATING TO WORKMEN'S COMPENSATION INSURANCE AND RCW 18.27. THIS APPLICATION IS NOT A PERMIT UNTIL SIGNED BY THE BUILDING OFFICIAL OR HIS/HER DEPUTY AND ALL FEES ARE PAID. IT IS UNLAWrUL TO USE OR OCCUPY A BUILDING OR STRUCTURE UNTIL A FINAL INSPECTION HAS BEEN MADE AND APPROVAL OR A CERT=11 "NOA-E: E OF OCCUPANCY HAS BEEN GRANTED, IBC110/IRC110. F.S Sales tax relating to construction Irld construction materials in the Cite of Arlington must be reported on your sales tax return form anden, 'i lington#3101. tgnature Print Name Date/ Release B D e CONDITIONS 1. FDCs shall be a single inlet installed on the exterior wall of each fire sprinkler riser closet on each building. 2. FDC shall be calculated by the Sprinkler designer and submitted with the sprinkler permit application. 3. Fire lanes shall be marked in accordance with AMC 15.10.070 Section 503.3. If striping is used, it shall be red in color. 4. Deferred Submittals: Plumbing, Mechanical, Fire Sprinkler, Fire Alarm THIS PERMIT AUTHORIZES ONLY THE WORK NOTED.THIS PERMIT COVERS WORK TO BE DONE ON PRIVATE PROPERTY ONLY. ANY CONSTRUCTION ON THE PUBLIC DOMAIN(CURBS,SIDEWALKS,DRIVEMYS,MARQUEES,ETC)WILL REQUIRE SEPARATE PERMISSION PERMIT FEES Date Description Fee Amount 12/17/2019 Traffic Mitigation $17,749.08 Park-Community MF $17,964.00 ProcessingfTechnology Fee $25.00 Building Plan Review Fee $5,570.18 State Building Code Surcharge $6.50 State Surcharge-Dwelling $22.00 Building Permit Fee $8,569.50 Total Due: $49,906.26 Total Payment: $8,569 50 Balance Due: $41,336.7 CALL FOR INSPECTIONS BUILDING INSPECTIONS (360) 403-3417 CALL BY 3:30 PM FOR NEXT DAY INSPECTIONS When calling for an inspection please leave the following information: Permit Number,Type of Inspection being requested,and whether you prefer morning or afternoon CITY OF ARLINGTON 238 N. OLYMPIC AVE-ARLINGTON, WA. 98223 PHONE; (360) 403-3551 BUILDING PERMIT Address:17231 67th Ave NE,E Permit#:2751 Parcel#:31052300300800 Valuation: 1,302,704.78 OWNER APPLICANT CONTRACTOR EDGECOMB STATION 5.1 LLC EDGECOMB STATION 5J LLC EXXEL PACIFIC INC 19801 50TH AVE W 19801 50TH AVE W 323A TELEGRAPH RD LYNNWOOD,WA 98036 LYNNWOOD,WA 98036 BELLINGHAM,WA 98226 425-778-8500 425-778-8500 360-734-2872 LIC:EXXF-LPI073KN EXP:01/02/2021 MECHANICAL CONTRACTOR PLUMBING CONTRACTOR DEFERRED DEFERRED PERMIT TYPE: Commercial New CODE YEAR: 2015 STORIES: 3 CONST.TYPE: ` B DWELLING UNITS: 12 OCC GROUP: R-2 BUILDINGS: I OCC LOAD: PERMIT APPROVAL I AGREE TO COMPLY WITH CITY AND STATE LAWS REGULATING CONSTRUCTION AND IN DOING THE WORK AUTHORIZED THEREBY, NO PERSON WILL BE EMPLOYED IN VIOLATION OF THE LABOR CODE OF THE STATE OF WASHINGTON RELATING TO WORKMEN'S COMPENSATION INSURANCE AND RCW 18.27. THIS APPLICATION IS NOT A PERMIT UNTIL SIGNED BY THE BUILDING OFFICIAL OR HIS/HER DEPUTY AND ALL FEES ARE PAID. IT IS UNLAWFI TO USE OR OCCUPY A BUILDING OR STRUCTURE UNTIL A FINAL INSPECTION HAS BEEN MADE AND APPROVAL OR A CERTIFICA � 1.OCCUPANCY HAS BEEN GRANTED. IBC 110/IRC 110. Sales tax relating to construction and onstruction materials in the City o Arlington must be reported on your sales tax return form and code 'it * rlington#310I. Signs Print Name ate Rcleas By Dat CONDITIONS 1. FDCs shall be a single inlet installed on the exterior wall of each fire sprinkler riser closet on each building. 2. FDC shall be calculated by the Sprinkler designer and submitted with the sprinkler permit application. 3. Fire lanes shall be marked in accordance with AMC 15.10.070 Section 503.3. If striping is used, it shall be red in color. 4. Deferred Submittals: Plumbing, Mechanical, Fire Sprinkler, Fire Alarm THIS PERMIT AUTHORIZES ONLY THE WORK NOTED.THIS PERMIT COVERS WORK TO BE DONE ON PRIVATE PROPERTY ONLY. ANY CONSTRUCTION ON THE PUBLIC DOMAIN(CURBS,SIDEWALKS,DRIVEWAYS,MARQUEES,ETC)WILL REQUIRE SEPARATE PERMISSION. PERMIT FEES Date Description Fee Amount 12/17/2019 Traffic Mitigation $17,749.08 Park-Community MF $17,964.00 Processing/Technology Fee $25.00 Building Plan Review Fee $6,449.31 State Building Code Surcharge $6.50 State Surcharge-Dwelling $22.00 State Surcharge-Commercial $25.00 Building Permit Fee $493.37 Building Permit Fee $9,428.64 Total Due: $52,162.90 Total Payment: $9,428.64 Balance Due: $4)34.2 CALL FOR INSPECTIONS BUILDING INSPECTIONS (360) 403-3417 CALL BY 3:30 PM FOR NEXT DAY INSPECTIONS When calling for an inspection please leave the following information: Permit Number,Type of Inspection being requested,and whether you prefer morning or afternoon CITY OF ARLINGTON ` 238 N. OLYMPIC AVE -ARLINGTON, WA. 98223 PHONE; (360)403-3551 BUILDING PERMIT Address: 17231 67th Ave NE,I Permit#:2750 Parcel#:31052300300800 Valuation: 1,456,231.87 OWNER APPLICANT CONTRACTOR EDGECOMB STATION 5.1 LLC EDGECOMB STATION 5J LLC EXXEL PACIFIC INC 19801 50TH AVE W 19801 50TH AVE W 323A TELEGRAPH RD LYNNWOOD,WA 98036 LYNNWOOD,WA 98036 BELLINGHAM,WA 98226 425-778-8500 425-778-8500 360-734-2872 LIC:EXXELPI073KN EXP:01/02/2021 MECHANICAL CONTRACTOR PLUMBING CONTRACTOR DEFERRED DEFERRED PERMIT TYPE: Commercial New CODE YEAR: 2015 STORIES: 3 CONST.TYPE: `13 DWELLING UNITS: 12 OCC GROUP: R-2 BUILDINGS: I OCC LOAD: PERMIT APPROVAL I AGREE TO COMPLY WITH CITY AND STATE LAWS REGULATING CONSTRUCTION AND IN DOING THE WORK AUTHORIZED THEREBY, NO PERSON WILL BE EMPLOYED IN VIOLATION OF THE LABOR CODE OF THE STATE OF WASHINGTON RELATING TO WORKMEN'S COMPENSATION INSURANCE AND RCW 18,27, THIS APPLICATION IS NOT A PERMIT UNTIL SIGNED BY THE BUILDING OFFICIAL OR HIS/HER DEPUTY AND ALL FEES ARE PAID. IT IS UNLAWFUL TO USE OR OCCUPY A BUILDING OR STRUCTURE UNTIL A FINAL INSPECTION HAS BEEN MADE AND APPROVAL OR A CERTIFICATE F OCCUPANCY HAS BEEN GRANTED. IBC H0/IRC 110. Al. STY '1 ' . Sales tax relating to construction and co slruction materials in the City of rlington must be reported on your sales tax return form and coded mgton 43101. Signature Print Name D e Relea Ic CONDITIONS 1. FDCs shall be a single inlet installed on the exterior wall of each fire sprinkler riser closet on each building. 2. FDC shall be calculated by the Sprinkler designer and submitted with the sprinkler permit application. 3. Fire lanes shall be marked in accordance with AMC 15.10.070 Section 503.3. If striping is used, it shall be red in color. 4. Deferred Submittals: Plumbing, Mechanical, Fire Sprinkler, Fire Alarm THIS PERMIT AUTHORIZES ONLY THE WORK NOTED.THIS PERMIT COVERS WORK TO BE DONE ON PRIVATE PROPERTY ONLY. ANY CONSTRUCTION ON THE PUBLIC DOMAIN(CURBS,SIDEWALKS,DRIVEWAYS,MARQUEES,ETC.)WILL REQUIRE SEPARATE PERMISSION. PERMIT FEES Date Description Fee Amount 12/17/2019 Traffic Mitigation $17,749.08 Park-Community MF $17,964.00 Building Permit Fee $1050.35 Processing/Technology Fee $25.00 Building Plan Review Fee $6,986 19 State Building Code Surcharge $6.50 State Surcharge-Dwelling $22.00 Building Permit Fee $9,697.64 Total Due: $53,500.76 Total Payment: $9,697.64 Balance Due: $43,803. CALL FOR INSPECTIONS BUILDING INSPECTIONS (360) 403-3417 CALL BY 3:30 PM FOR NEXT DAY INSPECTIONS When calling for an inspection please leave the following information: Permit Number,Type of Inspection being requested,and whether you prefer morning or afternoon CITY OF ARLINGTON 238 N. OLYMPIC AVE-ARLINGTON, WA. 98223 PHONE; (360)403-3551 BUILDING PERMIT Address: 17231 67th Ave NE,H Permit#:2749 Parcel#:31052300300800 Valuation:2,065,288.66 OWNER APPLICANT CONTRACTOR EDGECOMB STATION 5J LLC EDGECOMB STATION 5J LLC EXXEL PACIFIC INC 19801 50TH AVE W 19801 50TH AVE W 323A TELEGRAPH RD LYNNWOOD,WA 98036 LYNNWOOD,WA 98036 BELLINGHAM,WA 98226 425-778-8500 425-778-8500 360-734-2872 LIC:EXXF-LPI073KN EXP:01/02/2021 MECHANICAL CONTRACTOR PLUMBING CONTRACTOR DEFERRED DEFERRED PERMIT TYPE: Commercial New CODE YEAR: 2015 STORIES: 3 CONST.TYPE: VB DWELLING UNITS: 12 OCC GROUP: R-2 BUILDINGS: I OCC LOAD: PERMIT APPROVAL I AGREE TO COMPLY WITH CITY AND STATE LAWS REGULATING CONSTRUCTION AND IN DOING THE WORK AUTHORIZED THEREBY, NO PERSON WILL BE EMPLOYED IN VIOLATION OF THE LABOR CODE OF THE STATE OF WASHINGTON RELATING TO WORKMEN'S COMPENSATION INSURANCE AND RCW 18.27. THIS APPLICATION IS NOT A PERMIT UNTIL SIGNED BY THE BUILDING OFFICIAL OR HIS/HER DEPUTY AND ALL FEES ARE PAID. IT IS UNLAWFUL TO USE OR OCCUPY A BUILDING OR STRUCTURE UNTIL A FINAL INSPECTION HAS BEEN MADE AND APPROVAL OR A CERTIFIV E OF OCCUPANCY HAS BEEN GRANTED, IBC110/IRC110. L' NOTICE.•Sales tax relating to construction a d construction materials in t e Cil of Arlington must be reported on your sales tax return form and coow'iteof Arlington#3101. -; Signature Print Name ate Rclease Da CONDITIONS 1. FDCs shall be a single inlet installed on the exterior wall of each fire sprinkler riser closet on each building. 2. FDC shall be calculated by the Sprinkler designer and submitted with the sprinkler permit application. 3. Fire lanes shall be marked in accordance with AMC 15.10.070 Section 503.3. If striping is used, it shall be red in color. 4. Deferred Submittals: Plumbing, Mechanical, Fire Sprinkler, Fire Alarm THIS PERMIT AUTHORIZES ONLY THE WORK NOTED.THIS PERMIT COVERS WORK TO BE DONE ON PRIVATE PROPERTY ONLY. ANY CONSTRUCTION ON THE PUBLIC DOMAIN(CURBS,SIDEWALKS,DRIVEWAYS,MARQUEES,ETC.)WILL REQUIRE SEPARATE PERMISSION. PERMIT FEES Date Description Fee Amount 12/17/2019 Traffic Mitigation $17,749.08 Park-Community MF $17,964 00 Building Permit Fee $859.14 Processing/Technology Fee $25.00 Building Plan Review Fee $9,116 06 State Building Code Surcharge $6.50 State Surcharge-Dwelling $22.00 Building Permit Fee $3,467 93 Building Permit Fee $9,697 64 Total Due: $58,907.35 Total Payment: $10,556.78 Balance Due: $48,350.57 CALL FOR INSPECTIONS BUILDING INSPECTIONS (360) 403-3417 CALL BY 3:30 PM FOR NEXT DAY INSPECTIONS When calling for an inspection please leave the following information: Permit Number,Type of Inspection being requested,and whether you prefer morning or afternoon CITY OF ARLINGTON 238 N. OLYMPIC AVE -ARLINGTON, WA. 98223 ` PHONE; (360) 403-3551 BUILDING PERMIT Address: 17231 67th Ave NE,G Permit#:2748 Parcel#:31052300300800 Valuation: 1,051,308.96 OWNER APPLICANT CONTRACTOR EDGECOMB STATION 5.1 LLC EDGECOMB STATION 5J LLC EXXEL PACIFIC INC 19801 50TH AVE W 19801 50TH AVE W 323A TELEGRAPH RD LYNNWOOD,WA 98036 LYNNWOOD,WA 98036 BELLINGHAM,WA 98226 425-778-8500 425-778-8500 360-734-2872 LIC:EXXF-LPI073KN EXP:01/02/2021 MECHANICAL CONTRACTOR PLUMBING CONTRACTOR DEFERRED DEFERRED PERMIT TYPE: Commercial New CODE YEAR: 2015 STORIES: 3 CONST.TYPE: `13 DWELLING UNITS: 18 OCC GROUP: R-2 BUILDINGS: I OCC LOAD: PERMIT APPROVAL I AGREE TO COMPLY WITH CITY AND STATE LAWS REGULATING CONSTRUCTION AND IN DOING THE WORK AUTHORIZED THEREBY, NO PERSON WILL BE EMPLOYED IN VIOLATION OF THE LABOR CODE OF THE STATE OF WASHINGTON RELATING TO WORKMEN'S COMPENSATION INSURANCE AND RCW 18.27. THIS APPLICATION IS NOT A PERMIT UNTIL SIGNED BY THE BUILDING OFFICIAL OR HIS/HER DEPUTY AND ALL FEES ARE PAID IT IS UNLAWFUL TO USE OR OCCUPY A BUILDING OR STRUCTURE UNTIL A FINAL INSPECTION HAS BEEN MADE AND APPROVAL OR A CERTIFICATE OF OCCUPANCY HAS BEEN GRANTED. IBC IOARCI 10. SALES MAX NOTICE:Saks tax relating to construction d construction materials in e City of Arlington must be reported on your sales tax return form and co Ca, ,'. rlington#3101, Signature Print Name Da Rcleascd Datc CONDITI NS 1. FDCs shall be a single inlet installed on the exterior wall of each fire sprinkler riser closet on each building. 2. FDC shall be calculated by the Sprinkler designer and submitted with the sprinkler permit application. 3. Fire lanes shall be marked in accordance with AMC 15.10.070 Section 503.3. If striping is used, it shall be red in color. 4. Deferred Submittals: Plumbing, Mechanical, Fire Sprinkler, Fire Alarm THIS PERMIT AUTHORIZES ONLY THE WORK NOTED.THIS PERMIT COVERS WORK TO BE DONE ON PRIVATE PROPERTY ONLY. ANY CONSTRUCTION ON THE PUBLIC DOMAIN(CURBS,SIDEMLKS,DRIVEWAYS,MARQUEES,ETC.)1MLL REQUIRE SEPARATE PERMISSION. PERMIT FEES Date Description Fee Amount 12/17/2019 Traffic Mitigation $26,623.62 Park-Community MF $26,946 00 Building Permit Fee $8,569 50 Processing/Technology Fee $25.00 Building Plan Review Fee $5,570.18 State Building Code Surcharge $6.50 State Surcharge-Dwelling $34.00 Total Due: $67,774.80 Total Payment: $8,569.50 Balance Due: t$59,206.3)_ CALL FOR INSPECTIONS BUILDING INSPECTIONS (360) 403-3417 CALL BY 3:30 PM FOR NEXT DAY INSPECTIONS When calling for an inspection please leave the following information: Permit Number,Type of Inspection being requested,and whether you prefer morning or afternoon CITY OF ARLINGTON 238 N. OLYMPIC AVE-ARLINGTON, WA. 98223 PHONE; (360)403-3551 BUILDING PERMIT Address: 17231 67th Ave NE,A Permit#:2747 Parcel#:31052300300800 Valuation: 1,131,588.40 OWNER APPLICANT CONTRACTOR EDGECOMB STATION 5J LLC EDGECOMB STATION 5J LLC EXXEL PACIFIC INC 19801 50TH AVE W 19801 50TH AVE W 323A TELEGRAPH RD LYNNWOOD,WA 98036 LYNNWOOD,WA 98036 BELLINGHAM,WA 98226 425-778-8500 425-778-8500 360-734-2872 LIC:EXXF-LP1073KN EXP:01/02/2021 MECHANICAL CONTRACTOR PLUMBING CONTRACTOR DEFERRED DEFERRED PERMIT TYPE: Commercial New CODE YEAR: 2015 STORIES: 3 CONST.TYPE: V13 DWELLING UNITS: 10 OCC GROUP: R-2/M BUILDINGS: 1 OCC LOAD: PERMIT APPROVAL I AGREE TO COMPLY WITH CITY AND STATE LAWS REGULATING CONSTRUCTION AND IN DOING THE WORK AUTHORIZED THEREBY, NO PERSON WILL BE EMPLOYED IN VIOLATION OF THE LABOR CODE OF THE STATE OF WASHINGTON RELATING TO WORKMEN'S COMPENSATION INSURANCE AND RCW 18.27. THIS APPLICATION IS NOT A PERMIT UNTIL SIGNED BY THE BUILDING OFFICIAL OR HIS/HER DEPUTY AND ALL FEES ARE PAID. IT IS UNLAWFUL TO USE OR OCCUPY A BUILDING OR STRUCTURE UNTIL A FINAL INSPECTION HAS BEEN MADE AND APPROVAL OR A CERTIFICATE OF OCCUPANCY HAS BEEN GRANTED. IBC 110/IRC I l0. 1LE.' 1 E:Sales tax relating to construction nd construction materials in(it City of Arlington must be reported on your sales tax return form and cod Arlington#3101. Z�21-1 V2 jk_ Signature Print Name I atc Released By Dal CONDITIO S 1. FDCs shall be a single inlet installed on the exterior wall of each fire sprinkler riser closet on each building. 2. FDC shall be calculated by the Sprinkler designer and submitted with the sprinkler permit application. 3. Fire lanes shall be marked in accordance with AMC 15.10.070 Section 503.3. If striping is used, it shall be red in color. 4. Deferred Submittals: Plumbing, Mechanical, Fire Sprinkler, Fire Alarm THIS PERMIT AUTHORIZES ONLY THE WORK NOTED.THIS PERMIT COVERS WORK TO BE DONE ON PRIVATE PROPERTY ONLY. ANY CONSTRUCTION ON THE PUBLIC DOMAIN(CURBS,SIDEWALKS,DRIVEWAYS,MARQUEES,ETC.)WILL REQUIRE SEPARATE PERMISSION. PERMIT FEES Date Description Fee Amount 12/17/2019 Traffic Mitigation $14,790.90 Park-Community MF $14,790.90 Building Permit Fee $718.64 Processing/Technology Fee $25.00 Building Plan Review Fee $5,850.91 State Building Code Surcharge $6.50 State Surcharge-Dwelling $18.00 State Surcharge Commercial $25.00 Building Permit Fee $7,137.26 Building Permit Fee $1,145.51 Total Due: $44,687.72 Total Payment: $8,282.77 Balance Due: $36,404.95 CALL FOR INSPECTIONS BUILDING INSPECTIONS (360) 403-3417 CALL BY 3:30 PM FOR NEXT DAY INSPECTIONS When calling for an inspection please leave the following information: Permit Number,Type of Inspection being requested,and whether you prefer morning or afternoon CITY OF ARLINGTON 238 N. OLYMPIC AVE-ARLINGTON, WA. 98223 PHONE; (360)403-3551 BUILDING PERMIT Address:17231 67th Ave NE,B Permit#:2746 Parcel#:31052300300800 Valuation: 1,198,912.12 OWNER APPLICANT CONTRACTOR EDGECOMB STATION 5J LLC EDGECOMB STATION 5.1 LLC EXXEL PACIFIC 1NC 19801 50TH AVE W 19801 50TH AVE W 323A TELEGRAPH RD LYNNWOOD,WA 98036 LYNNWOOD,WA 98036 BELLINGHAM,WA 98226 425-778-8500 425-778-8500 360-734-2872 LIC:EXXELP1073KN EXP:01/02/2021 MECHANICAL CONTRACTOR PLUMBING CONTRACTOR DEFERRED DEFERRED PERMIT TYPE: Commercial New CODE YEAR: 2015 STORIES: 3 CONST.TYPE: VB DWELLING UNITS: 10 OCC GROUP: R-2 BUILDINGS: I OCC LOAD: PERMIT APPROVAL I AGREE TO COMPLY WITH CITY AND STATE LAWS REGULATING CONSTRUCTION AND IN DOING THE WORK AUTHORIZED THEREBY, NO PERSON WILL BE EMPLOYED IN VIOLATION OF THE LABOR CODE OF THE STATE OF WASHINGTON RELATING TO WORKMEN'S COMPENSATION INSURANCE AND RCW 18.27. THIS APPLICATION IS NOT A PERMIT UNTIL SIGNED BY THE BUILDING OFFICIAL OR HIS/HER DEPUTY AND ALL FEES ARE PAID. IT IS UNLAWFUL TO USE OR OCCUPY A BUILDING OR STRUCTURE UNTIL A FINAL INSPECTION HAS BEEN MADE AND APPROVAL OR A CERT l -OF OCCUPANCY HAS BEEN GRANTED. IBC I I OARC 110. r T TILE•Sales tax relating to construction and construction material An the City of Arlington must be reported on your sales tax return form a ode of Arlington#3101. Signature Print Name ate Rcl ed Dae CONDITIONS 1. FDCs shall be a single inlet installed on the exterior wall of each fire sprinkler riser closet on each building. 2. FDC shall be calculated by the Sprinkler designer and submitted with the sprinkler permit application. 3. Fire lanes shall be marked in accordance with AMC 15.10.070 Section 503.3. If striping is used, it shall be red in color. 4. Deferred Submittals: Plumbing, Mechanical, Fire Sprinkler, Fire Alarm THIS PERMIT AUTHORIZES ONLY THE WORK NOTED.THIS PERMIT COVERS WORK TO BE DONE ON PRIVATE PROPERTY ONLY. ANY CONSTRUCTION ON THE PUBLIC DOMAIN(CURBS,SIDEWALKS,DRIVEWAYS,MARQUEES,ETC.)WILL REQUIRE SEPARATE PERMISSION. PERMIT FEES Date Description Fee Amount 12/17/2019 Traffic Mitigation $14,790.90 Park-Community MF $14,790.90 Building Permit Fee $2226.35 Processing/Technology Fee $25.00 Building Plan Review Fee $6,086.34 State Building Code Surcharge $6.50 State Surcharge-Dwelling $18.00 Building Permit Fee $7,137 26 Total Due: $45,260.35 Total Payment: $7,137.26 Balance Due: $35,896.7 CALL FOR INSPECTIONS BUILDING INSPECTIONS (360) 403-3417 CALL BY 3:30 PM FOR NEXT DAY INSPECTIONS When calling for an inspection please leave the following information: Permit Number,Type of Inspection being requested,and whether you prefer morning or afternoon CITY OF ARLINGTON 238 N. OLYMPIC AVE-ARLINGTON, WA. 98223 PHONE; (360)403-3551 BUILDING PERMIT Address:17231 67th Ave NE,C Permit#:2745 Parcel#:31052300300800 Valuation:65,237 10 OWNER APPLICANT CONTRACTOR EDGECOMB STATION 5.1 LLC EDGECOMB STATION 5J LLC EXXEL PACIFIC INC 19801 50TH AVE W 19801 50TH AVE W 323A TELEGRAPH RD LYNNWOOD,WA 98036 LYNNWOOD,WA 98036 BELLINGHAM,WA 98226 425-778-8500 425-778-8500 360-734-2872 LIC:EXXF-LPI073KN EXP:01/02/2021 MECHANICAL CONTRACTOR PLUMBING CONTRACTOR DEFERRED DEFERRED PERMIT TYPE: Commercial New CODE YEAR: 2015 STORIES: I CONST.TYPE: `B DWELLING UNITS: 0 OCC GROUP: BAJ BUILDINGS: I OCC LOAD: PERMIT APPROVAL I AGREE TO COMPLY WITH CITY AND STATE LAWS REGULATING CONSTRUCTION AND IN DOING THE WORK AUTHORIZED THEREBY; NO PERSON WILL BE EMPLOYED IN VIOLATION OF THE LABOR CODE OF THE STATE OF WASHINGTON RELATING TO WORKMEN'S COMPENSATION INSURANCE AND RCW 18.27. THIS APPLICATION IS NOT A PERMIT UNTIL SIGNED BY THE BUILDING OFFICIAL OR HIS/HER DEPUTY AND ALL FEES ARE PAID IT IS UNLAWFUL TO USE OR OCCUPY A BUILDING OR STRUCTURE UNTIL A FINAL INSPECTION HAS BEEN MADE AND APPROVAL OR A CERTIFICATE OF OCCUPANCY HAS BEEN GRANTED. IBC 110/IRC 110. SALES TA N •Sales tax relating to construe ion and construction materials in the CI y of Arlington must be reported on your sales tax return form and code ity l ton#3101. ignature Print Name D&C Iteleaso ate CONDITIONS 1. FDCs shall be a single inlet installed on the exterior wall of each fire sprinkler riser closet on each building. 2. FDC shall be calculated by the Sprinkler designer and submitted with the sprinkler permit application. 3. Fire lanes shall be marked in accordance with AMC 15.10.070 Section 503.3. If striping is used, it shall be red in color. 4. Deferred Submittals: Plumbing, Mechanical, Fire Sprinkler, Fire Alarm THIS PERMIT AUTHORIZES ONLY THE WORK NOTED.THIS PERMIT COVERS WORK TO BE DONE ON PRIVATE PROPERTY ONLY. ANY CONSTRUCTION ON THE PUBLIC DOMAIN(CURBS,SIDEWALKS, DRIVEWAYS,MARQUEES,ETC.)WILL REQUIRE SEPARATE PERMISSION. PERMIT FEES Date Description Fee Amount 12/17/2019 Building Permit Fee $1,106 93 12/17/2019 Processing/Technology Fee $25.00 12/17/2019 Building Plan Review Fee $719.50 12/17/2019 State Building Code Surcharge $25.00 Total Due: $1,876.43 Total Payment: $1,106.93 Balance Due: $769.5 CALL FOR INSPECTIONS BUILDING INSPECTIONS (360) 403-3417 CALL BY 3:30 PM FOR NEXT DAY INSPECTIONS When calling for an inspection please leave the following information: Permit Number,Type of Inspection being requested,and whether you prefer morning or afternoon CITY OF ARLINGTON ` 238 N. OLYMPIC AVE-ARLINGTON, WA. 98223 / PHONE; (360)403-3551 BUILDING PERMIT Address:17231 67th Ave NE,D Permit#:2744 Parcel#:31052300300800 Valuation: 1,018,378 13 OWNER APPLICANT CONTRACTOR EDGECOMB STATION 5J LLC EDGECOMB STATION 5J LLC EXXEL PACIFIC INC 19801 50TH AVE W 19801 50TH AVE W 323A TELEGRAPH RD LYNNWOOD,WA 98036 LYNNWOOD,WA 98036 BELLINGHAM,WA 98226 425-778-8500 425-778-8500 360-734-2872 LIC:EXXELP1073KN EXP:01/02/2021 MECHANICAL CONTRACTOR PLUMBING CONTRACTOR DEFERRED DEFERRED PERMIT TYPE: Commercial New CODE YEAR: 2015 STORIES: 3 CONST.TYPE: VB DWELLING UNITS: 6 OCC GROUP: R-2 BUILDINGS: I OCC LOAD: PERMIT APPROVAL I AGREE TO COMPLY WITH CITY AND STATE LAWS REGULATING CONSTRUCTION AND IN DOING THE WORK AUTHORIZED THEREBY: NO PERSON WILL BE EMPLOYED IN VIOLATION OF THE LABOR CODE OF THE STATE OF WASHINGTON RELATING TO WORKMEN'S COMPENSATION INSURANCE AND RCW 18.27. THIS APPLICATION IS NOT A PERMIT UNTIL SIGNED BY THE BUILDING OFFICIAL OR HIS/HER DEPUTY AND ALL FEES ARE PAID. IT IS UNLAWFUL TO USE OR OCCUPY A BUILDING OR STRUCTURE UNTIL A FINAL INSPECTION HAS BEEN MADE AND APPROVAL OR A CERTIFICATE OF OCCUPANCY HAS BEEN GRANTED. IBC110/IRC110. a� 'O' Sales tax relating to construction u d construction materials in the City of Arlington must be reported on your sales tax return form 44g ngton#3101. Print Name Dat• Rcleas Datc CONDITIONS 1. FDCs shall be a single inlet installed on the exterior wall of each fire sprinkler riser closet on each building. 2. FDC shall be calculated by the Sprinkler designer and submitted with the sprinkler permit application. 3. Fire lanes shall be marked in accordance with AMC 15.10.070 Section 503.3. If striping is used, it shall be red in color. 4. Deferred Submittals: Plumbing, Mechanical, Fire Sprinkler, Fire Alarm THIS PERMIT AUTHORIZES ONLY THE WORK NOTED.THIS PERMIT COVERS WORK TO BE DONE ON PRIVATE PROPERTY ONLY. ANY CONSTRUCTION ON THE PUBLIC DOMAIN(CURBS,SIDEWALKS,DRIVEWAYS,MARQUEES,ETC)WILL REQUIRE SEPARATE PERMISSION. PERMIT FEES Date Description Fee Amount 12/17/2019 Building Permit Fee $8,392.33 12/17/2019 Processing/Technology Fee $25.00 12/17/2019 Building Plan Review Fee $5,455.02 12/17/2019 State Building Code Surcharge Fee $6.50 12/17/2019 State Surcharge per Dwelling 12/17/2019 Park-Community MF 982. .00 00 12/17/2019 Traffic Mitigation $8,87474$8, .54 Total Due: $31,745.39 Total Payment: $8,392.33 Balance Due: $23,353.1? CALL FOR INSPECTIONS BUILDING INSPECTIONS (360) 403-3417 CALL BY 3:30 PM FOR NEXT DAY INSPECTIONS When calling for an inspection please leave the following information: Permit Number,Type of Inspection being requested,and whether you prefer morning or afternoon CITY OF ARLINGTON 238 N. OLYMPIC AVE-ARLINGTON, WA. 98223 PHONE; (360)403-3551 BUILDING PERMIT Address:17327 67th Ave NE Permit#:2743 Parcel#:31052300300800 Valuation: 1,018,378.13 OWNER APPLICANT CONTRACTOR EDGECOMB STATION 5.1 LLC EDGECOMB STATION 5J LLC EXXEL PACIFIC INC 19801 50TH AVE W 19801 50TH AVE W 323A TELEGRAPH RD LYNNWOOD,WA 98036 LYNNWOOD,WA 98036 BELLINGHAM,WA 98226 425-778-8500 425-778-8500 360-734-2872 LIC:EXXELP1073KN EXP:01/02/2021 MECHANICAL CONTRACTOR PLUMBING CONTRACTOR DEFERRED DEFERRED PERMIT TYPE: Commercial New CODE YEAR: 2015 STORIES: 3 CONST.TYPE: VB DWELLING UNITS: 10 OCC GROUP: R-2 BUILDINGS: I OCC LOAD: PERMIT APPROVAL I AGREE TO COMPLY WITH CITY AND STATE LAWS REGULATING CONSTRUCTION AND IN DOING THE WORK AUTHORIZED THEREBY, NO PERSON WILL BE EMPLOYED IN VIOLATION OF THE LABOR CODE OF THE STATE OF WASHINGTON RELATING TO WORKMEN'S COMPENSATION INSURANCE AND RCW 18.27. THIS APPLICATION IS NOT A PERMIT UNTIL SIGNED BY THE BUILDING OFFICIAL OR HIS/HER DEPUTY AND ALL FEES ARE PAID. IT IS UNLAWFUL TO USE OR OCCUPY A BUILDING OR STRUCTURE UNTIL A FINAL INSPECTION HAS BEEN MADE AND APPROVAL OR A CERTIFICATE OF OCCUPANCY HAS BEEN GRANTED. IBC 110/IRC 110. SALES TAA V T Sales tax relating to construction a d construction materials in t c Ci of Arlington must be reported on your sales tax return form and c ity igloo 43101- Signature PrintNatme A)atx Date CONDITIONS 1. FDCs shall be a single inlet installed on the exterior wall of each fire sprinkler riser closet on each building. 2. FDC shall be calculated by the Sprinkler designer and submitted with the sprinkler permit application. 3. Fire lanes shall be marked in accordance with AMC 15.10.070 Section 503.3. If striping is used, it shall be red in color. 4. Deferred Submittals: Plumbing, Mechanical, Fire Sprinkler, Fire Alarm THIS PERMIT AUTHORIZES ONLY THE WORK NOTED.THIS PERMIT COVERS WORK TO BE DONE ON PRIVATE PROPERTY ONLY. ANY CONSTRUCTION ON THE PUBLIC DOMAIN(CURBS,SIDEWALKS,DRIVEWAYS,MARQUEES,ETC.)WILL REQUIRE SEPARATE PERMISSION. PERMIT FEES Date Description Fee Amount 12/17/2019 Building Pen-nit Fee $7,563.39 12/17/2019 Process ing/Technology Fee $25.00 12/17/2019 Building Plan Review Fee $5,455.02 12/17/2019 State Building Code Surcharge Fee $6.50 12/17/2019 State Surcharge per Dwelling $18.00 12/17/2019 Building Permit Fee $828 94 12/17/2019 Park-Community MF $14,970.00 12/17/2019 Traffic Mitigation $18,452.50 Total Due: $47,319.35 Total Payment: $7,563.39 Balance Due: $ ,927. CALL FOR INSPECTIONS BUILDING INSPECTIONS (360) 403-3417 CALL BY 3:30 PM FOR NEXT DAY INSPECTIONS When calling for an inspection please leave the following information: Permit Number,Type of Inspection being requested,and whether you prefer morning or afternoon r CITY OF ARLINGTON 238 N. OLYMPIC AVE -ARLINGTON, WA. 98223 PHONE; (360)403-3551 BUILDING PERMIT Address: 17313 67th Ave NE Permit#:2742 Parcel#:31052300300800 Valuation: 1,456,231.87 OWNER APPLICANT CONTRACTOR EDGECOMB STATION 5.1 LLC EDGECOMB STATION 5J LLC EXXEL PACIFIC INC 19801 50TH AVE W 19801 50TH AVE W 323A TELEGRAPH RD LYNNWOOD,WA 98036 LYNNWOOD,WA 98036 BELLINGHAM,WA 98226 425-778-8500 425-778-8500 360-734-2872 LIC:EXXF-LP1073KN EXP:01/02/2021 MECHANICAL CONTRACTOR PLUMBING CONTRACTOR DEFERRED DEFERRED PERMIT TYPE: Commercial New CODE YEAR: 2015 STORIES: 3 CONST.TYPE: VB DWELLING UNITS: 10 OCC GROUP: R-2 BUILDINGS: 1 OCC LOAD: PERMIT APPROVAL I AGREE TO COMPLY WITH CITY AND STATE LAWS REGULATING CONSTRUCTION AND IN DOING THE WORK AUTHORIZED THEREBY, NO PERSON WILL BE EMPLOYED IN VIOLATION OF THE LABOR CODE OF THE STATE OF WASHINGTON RELATING TO WORKMEN'S COMPENSATION INSURANCE AND RCW 18.27. THIS APPLICATION IS NOT A PERMIT UNTIL SIGNED BY THE BUILDING OFFICIAL OR HIS/HER DEPUTY AND ALL FEES ARE PAID. IT IS UNLAWFUL TO USE OR OCCUPY A BUILDING OR STRUCTURE UNTIL A FINAL INSPECTION HAS BEEN MADE AND APPROVAL OR ACERTIFICA'--.OF OCCUPANCY HAS BEEN GRANTED. IBC110/IRC110. SALES •Sales tax relating to conslru lion and construction materi Is in the City of Arlington must be reported on your sales tax return form and cod C rlington#3101 /9 Signature Print Name )ate Rcicas Ic CO DITIONS 1. FDCs shall be a single inlet installed on the exterior wall of each fire sprinkler riser closet on each building. 2. FDC shall be calculated by the Sprinkler designer and submitted with the sprinkler permit application. 3. Fire lanes shall be marked in accordance with AMC 15.10.070 Section 503.3. If striping is used, it shall be red in color. 4. Deferred Submittals: Plumbing, Mechanical, Fire Sprinkler, Fire Alarm THIS PERMIT AUTHORIZES ONLY THE WORK NOTED.THIS PERMIT COVERS WORK TO BE DONE ON PRIVATE PROPERTY ONLY. ANY CONSTRUCTION ON THE PUBLIC DOMAIN(CURBS,SIDEWALKS,DRIVEW4YS,MARQUEES,ETC.)WILL REQUIRE SEPARATE PERMISSION. PERMIT FEES Date Description Fee Amount 12/17/2019 Building Permit Fee $7,327.61 12/17/2019 Processing/Technology Fee $25.00 12/17/2019 Building Plan Review Fee $6,986.19 12/17/2019 State Building Code Surcharge Fee $6.50 12/17/2019 State Surcharge per Dwelling $18.00 12/17/2019 Building Permit Fee $3,420.38 12/17/2019 Park-Community MF $14,970.00 12/17/2019 Traffic Mitigation $18,452.50 Total Due: $51,206.18 Total Payment: $7,327.61 Balance Due: 3,878 7 CALL FOR INSPECTIONS BUILDING INSPECTIONS (360) 403-3417 CALL BY 3:30 PM FOR NEXT DAY INSPECTIONS When calling for an inspection please leave the following information: Permit Number,Type of Inspection being requested,and whether you prefer morning or afternoon CITY OF ARLINGTON 238 N. OLYMPIC AVE- ARLINGTON, WA. 98223 ` PHONE; (360) 403-3551 BUILDING PERMIT Address:17231 67th Ave NE Permit#:2741 Parcel#:31052300300800 Valuation: 1,439,757 26 OWNER APPLICANT CONTRACTOR EDGECOMB STATION 5J LLC EDGECOMB STATION 5J LLC EXXEL PACIFIC INC 19801 50TH AVE W 19801 50TH AVE W 323A TELEGRAPH RD LYNNWOOD,WA 98036 LYNNWOOD,WA 98036 BELLINGHAM,WA 98226 425-778-8500 425-778-8500 360-734-2872 LIC:EXX-LP1073KN EXP:01/02/2021 MECHANICAL CONTRACTOR PLUMBING CONTRACTOR DEFERRED DEFERRED PERMIT TYPE: Commercial New CODE YEAR: 2015 STORIES: 3 CONST.TYPE: V13 DWELLING UNITS: 12 OCC GROUP: R-2 BUILDINGS: I OCC LOAD: PERMIT APPROVAL I AGREE TO COMPLY WITH CITY AND STATE LAWS REGULATING CONSTRUCTION AND IN DOING THE WORK AUTHORIZED THEREBY, NO PERSON WILL BE EMPLOYED IN VIOLATION OF THE LABOR CODE OF THE STATE OF WASHINGTON RELATING TO WORKMEN'S COMPENSATION INSURANCE AND RCW 18.27. THIS APPLICATION IS NOT A PERMIT UNTIL SIGNED BY THE BUILDING OFFICIAL OR HIS/HER DEPUTY AND ALL FEES ARE PAID. IT IS UNLAWFUL TO USE OR OCCUPY A BUILDING OR STRUCTURE UNTIL A FINAL INSPECTION HAS BEEN MADE AND APPROVAL OR A CERTIFICATE OF OCCUPANCY HAS BEEN GRANTED. IBC 110/IRC 110 SALES TAX N . 1 `E• ales tax relating to construction and onstruction materials in the City of Arlington must be reported on your sales tax return form and coded Ci A t #3101. 7 ignaturc Print Name ate Released, 7tc CONDI O S 1. FDCs shall be a single inlet installed on the exterior wall of each fire sprinkler riser closet on each building. 2. FDC shall be calculated by the Sprinkler designer and submitted with the sprinkler permit application. 3. Fire lanes shall be marked in accordance with AMC 15.10.070 Section 503.3. If striping is used, it shall be red in color. 4. Deferred Submittals: Plumbing, Mechanical, Fire Sprinkler, Fire Alarm THIS PERMIT AUTHORIZES ONLY THE WORK NOTED THIS PERMIT COVERS WORK TO BE DONE ON PRIVATE PROPERTY ONLY. ANY CONSTRUCTION ON THE PUBLIC DOMAIN(CURBS,SIDEWALKS,DRIVEWAYS,MARQUEES,ETC,)WILL REQUIRE SEPARATE PERMISSION. PERMIT FEES Date Description Fee Amount 12/17/2019 Building Permit Fee $8,750.76 12/17/2019 Processing/Technology Fee $25.00 12/17/2019 Building Plan Review Fee $6,928.58 12/17/2019 State Building Code Surcharge Fee $6.50 12/17/2019 State Surcharge per Dwelling $22.00 12/17/2019 Building Permit Fee $1908.59 12/17/2019 Park-Community MF $17,964.00 12/17/2019 Traffic Mitigation $22,143.00 Total Due: $57,748.43 Total Payment: $8,750 76 Balance Due: a48,997.87 CALL FOR INSPECTIONS BUILDING INSPECTIONS (360) 403-3417 CALL BY 3:30 PM FOR NEXT DAY INSPECTIONS When calling for an inspection please leave the following information: Permit Number,Type of Inspection being requested,and whether you prefer morning or afternoon CITY OF ARLINGTON `. 238 N. OLYMPIC AVE-ARLINGTON, WA. 98223 PHONE; (360)403-3551 BUILDING PERMIT Address: 17215 67th Ave NE Permit#:2740 Parcel#:31052300300800 Valuation: 1,439,757,26 OWNER APPLICANT CONTRACTOR EDGECOMB STATION 5J LLC EDGECOMB STATION 5J LLC EXXEL PACIFIC INC 19801 50TH AVE W 19801 50TH AVE W 323A TELEGRAPH RD LYNNWOOD,WA 98036 LYNNWOOD,WA 98036 BELLINGHAM,WA 98226 425-778-8500 425-778-8500 360-734-2872 LIC:EXXF-LPI073KN EXP:01/02/2021 MECHANICAL CONTRACTOR PLUMBING CONTRACTOR DEFERRED DEFERRED PERMIT TYPE: Commercial New CODE YEAR: 2015 STORIES: 3 CONST.TYPE: `13 DWELLING UNITS: 9 OCC GROUP: R-2 BUILDINGS: I OCC LOAD: PERMIT APPROVAL I AGREE TO COMPLY WITH CITY AND STATE LAWS REGULATING CONSTRUCTION AND IN DOING THE WORK AUTHORIZED THEREBY, NO PERSON WILL BE EMPLOYED IN VIOLATION OF THE LABOR CODE OF THE STATE OF WASHINGTON RELATING TO WORKMEN'S COMPENSATION INSURANCE AND RCW 18.27. THIS APPLICATION IS NOT A PERMIT UNTIL SIGNED BY THE BUILDING OFFICIAL OR HIS/HER DEPUTY AND ALL FEES ARE PAID. IT IS UNLAWFUL TO USE OR OCCUPY A BUILDING OR STRUCTURE UNTIL A FINAL INSPECTION HAS BEEN MADE AND APPROVAL OR A CERTIFICATE OF OCCUPANCY HAS BEEN GRANTED. IBC110/IRC110. AI E.TAX :Stiles tax relating to construction an construction materials i of Arlington must be reported on your sales tax return form and coded Ci f i on 43101. Signature Print Name Ante Rcica. By Datc CONDITIONS 1. FDCs shall be a single inlet installed on the exterior wall of each fire sprinkler riser closet on each building. 2. FDC shall be calculated by the Sprinkler designer and submitted with the sprinkler permit application. 3. Fire lanes shall be marked in accordance with AMC 15.10.070 Section 503.3. If striping is used, it shall be red in color. 4. Deferred Submittals: Plumbing, Mechanical, Fire Sprinkler, Fire Alarm THIS PERMIT AUTHORIZES ONLY THE WORK NOTED.THIS PERMIT COVERS WORK TO BE DONE ON PRIVATE PROPERTY ONLY. ANY CONSTRUCTION ON THE PUBLIC DOMAIN(CURBS,SIDEWALKS,DRIVEWAYS,MARQUEES,ETC.)WILL REQUIRE SEPARATE PERMISSION PERMIT FEES Date Description Fee Amount 12/17/2019 Building Permit Fee $8,637.78 12/17/2019 Process ing/Technology Fee $25.00 12/17/2019 State Surcharge-Commercial $25.00 12/17/2019 Building Plan Review Fee $6,928.58 12/17/2019 State Building Code Surcharge Fee $6.50 12/17/2019 State Surcharge per Dwelling $16.00 12/17/2019 Building Permit Fee $2,021.57 12/17/2019 Park-Community MF $13,473.00 12/17/2019 Traffic Mitigation $16,607.25 12/17/2019 Traffic Mitigation $24,302.72 Total Due: $72,043.40 Total Payment: $8,637.78 Balance Due: L,405.62 CALL FOR INSPECTIONS BUILDING INSPECTIONS (360) 403-3417 CALL BY 3:30 PM FOR NEXT DAY INSPECTIONS When calling for an inspection please leave the following information: Permit Number,Type of Inspection being requested,and whether you prefer morning or afternoon o0 0 0 0 0 0 0 0 T7 M ONi N N 69 N y Lr 69 69 b EOS A trq � � w o � � � cd 0 .0 C � p b c� a a a ti a� O a: � � o ° o z o En ti 9 � o U o00 0 p '� � A H o 0 0 0 N W d O � M O M OV) M ,I: O o0 't b •b N N y M CL. 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N Inno nn mm mo r, n nw roMeoo �5 Q G O O G G O O N G C4 n o o N G Q C C G G G d e n ry n n n o Ir q m m o r n n e r e n o o o N M O O O G O O O lV G (�I dl O O N G N OO G G G G a m Z O n Q 0 m P r 0 O O O m b 0 0 0 C O P Q G < V d C Q Q N N n n G O G Q w• N❑ Q'.I:Q b b n N b b m 0 W °= N l� t4 Cl O N m R m m m m m m t� m N m b m ry W W n 0 b In b u u n w x u a O Q Qca h= 3 3 3 3 Z 3 3 3 5 3 3 3 3 5 'aE n � m W t U m m m m m m A N m m N tp m to N m m CO i a a o b b m m m m m m i i i i C o o o O O y� �U 3 N N N N N N N � t0•i N N N N N N m � N N N N N N � � I� � � LL •C f°J O °i N G W N N' N N N � IV N N N N � N N N N m � °r' Z Z Z Z 2 Z = _ = o o ❑ 8 = b rc J r U e � II LL 2 1 a o m m m m o 0 0 0 0 0 0 0 0 0 00 0 w o C N S s m _ G _ m a ry a N • • � ' N m � • . . • b � � y n n n n o n .°n u im u m u) u� Ro N _ LL N J _ N O Q N O LL n E W V SAFE R built Plan Review PLAN REVIEW COMMENTS BY SAFPi,u,l,.lt DATE: 7/23/2020 TO: Centennial Park Apts FROM: Lou Tyler PHONE: 425-778-8500 PHONE: 206-503-5948 EMAIL: jgalusha@cgengineering.com EMAIL: Ityler@safebuilt.com PERMIT#: ALL STRUCTURES OCCUPANCY GROUP: R-2 PROJECT: Centennial Park Apts TYPE OF CONSTRUCTION: V-B ADDRESS: 17215 and 17327 67th Ave NUMBER OF STORIES: 3 SAFEbuilt Inc. has reviewed the deferred railing project documents for conformance to the provisions of the 2015 International Building Code, Uniform Plumbing Code, International Fuel Gas Code, International Mechanical Code and International Energy Conservation Code as adopted and amended by the State of Washington and the City of Arlington. The permits are recommended for release of the reviewed construction documents for this project. All outstanding comments have been addressed in an adequate fashion and no comments remain. Please do not hesitate to contact me if any assistance is needed with this process. Sincerely, Lo-w Tyler Senior Plans Examiner 1621 1141h Ave SE, Ste 219 Bellevue, WA 98004 Ityler .safebuilt.com *I - 0 le- -A I J f j4 >f UN'V" °� City of Arlington ILC 'Tvim t3 OO G7 4 D e manEff1 • Public Works 'k<<Nv�o 238 N. Olympic •Arlington, WA 98223 DATE , . I J06 NO. ❑Administration ❑Maintenance & Operations ATTENTION ❑Engineering ❑Utilities TO RE: �- 1 W�/ WE ARE SENDING YOU ❑ Attached ❑ Under separate cover via the following items: ❑ Shop drawings ❑ Prints ❑ Plans ❑ Samples ❑ Specifications ❑ Copy of letter ❑ Change order COPIES DATE NO. DESCRIPTION THESE ARE TRANSMITTED as checked below: ❑ For approval ❑ Approved as submitted ❑ Resubmit copies for approval ❑ For your use ❑ Approved as noted ❑ Submit copies for distribution ❑ As requested ❑ Returned for corrections ❑ Return corrected prints ❑ For review and comment ❑ ❑ FORBIDS DUE 20 ❑ PRINTS RETURNED AFTER LOAN TO US REMARKS COPY TO SIGNED: if enclosures are not as noted,kindly notify us at once. I I f I I I I ■ Y �� City of Arlington dIEVVIEn OO 7 4 D e �]@f�=L%1L • Public Works '?�rNG�O� 238 N. Olympic•Arlington, WA 98223 DATE JOB No. ❑Administration ❑Maintenance & Operations AT EMON ❑Engineering ❑Utilities TO RE: WE ARE SENDING YOU ❑ Attached ❑ Under separate cover via the following items: ❑ Shop drawings ❑ Prints ❑ Plans ❑ Samples ❑ Specifications ❑ Copy of letter ❑ Change order ❑ ._ COPIES DATE NO. DESCRIPTION I KTIu. THESE ARE TRANSMITTED as checked below: ❑ For approval ❑ Approved as submitted ❑ Resubmit copies for approval ❑ For your use ❑ Approved as noted ❑ Submit copies for distribution ❑ As requested ❑ Returned for corrections ❑ Return corrected prints ❑ For review and comment ❑ ❑ FORBIDS DUE 20 ❑ PRINTS RETURNED AFTER LOAN TO US REMARKS COPY TO SIGNED: If enclosures are not as noted,kindly notify us at once. ��'j Y City of Arlington [LCE44CEn @7 4 n e PMMt 7MIL • Development Services ��fIVG�02 238 N. Olympic • Arlington, WA 98223 DATE i I ;- , JOB No. ❑Administration ❑Building ❑Engineering ATTENTION ❑Planning ❑Utilities TO RE: i WE ARE SENDING YOU ❑ Attached ❑ Under separate cover via the following items: ❑ Shop drawings ❑ Prints ❑ Plans ❑ Samples ❑ Specifications ❑ Copy of letter ❑ Change order ❑ COPIES DI TE NO. DESCRIPTION I jI -- THESE ARE TRANSMITTED as checked below: ❑ For approval ❑ Approved as submitted ❑ Resubmit copies for approval ❑ For your use ❑ Approved as noted ❑ Submit copies for distribution ❑ As requested ❑ Returned for corrections ❑ Return corrected prints ❑ For review and comment ❑ ❑ FORBIDS DUE 19 ❑ PRINTS RETURNED AFTER LOAN TO US REMARKS COPY TO SIGNED: N enclosures are not as noted.kindly notity us at once. i *�O, 'Foo"� City of Arlington dC44CG� OO [ 4 IY]�[ 044La� Development Services238 N. Olympic •Arlington, WA 98223 DATE JOB NO. ❑Administration ❑Building ❑Engineering ATTENTION ❑Planning ❑Utilities TO RE! WE ARE SENDING YOU ❑ Attached ❑ Under separate cover via the following items: ❑ Shop drawings ❑ Prints ❑ Plans ❑ Samples ❑ Specifications ❑ Copy of letter ❑ Change order ❑ COPIES DATE NO. DESCRIPTION THESE ARE TRANSMITTED as checked below: ❑ For approval ❑ Approved as submitted ❑ Resubmit copies for approval ❑ For your use ❑ Approved as noted ❑ Submit copies for distribution ❑ As requested ❑ Returned for corrections ❑ Return corrected prints ❑ For review and comment ❑ ❑ FORBIDS DUE 19 ❑ PRINTS RETURNED AFTER LOAN TO US REMARKS COPY TO SIGNED: if enclosures are not as noted.kindiv notify us at once. i Y 04 City of Arlington DATT[En OO [P 4 HQ3W04VLa1L • Development Services 0 238 N. Olympic •Arlington, WA 98223 DATE JOB NO ❑Administration ❑Building ❑Engineering ATTENTION ❑Planning ❑Utilities TO RE: j� WE ARE SENDING YOU ❑ Attached ❑ Under separate cover via the following items: ❑ Shop drawings ❑ Prints ❑ Plans ❑ Samples ❑ Specifications ❑ Copy of letter ❑ Change order ❑ COPIES [PATE NO. DESCRIPTION THESE ARE TRANSMITTED as checked below: ❑ For approval ❑ Approved as submitted ❑ Resubmit copies for approval ❑ For your use ❑ Approved as noted ❑ Submit copies for distribution ❑ As requested ❑ Returned for corrections ❑ Return corrected prints ❑ For review and comment ❑ ❑ FOR BIDS DUE 19 ❑ PRINTS RETURNED AFTER LOAN TO US REMARKS COPY TO SIGNED: It enclosures are not as noted.kindly notify us at once_ I y� k City of Arlington LC�UVIEn OO G' • Development Services '�� o 238 N. Olympic • Arlington, WA 98223 N V JOB NO. ❑Administration ❑Building ❑Engineering ATTENTION ❑Planning ❑Utilities TO RE: C-� 3 E4 I�l eve ►�i � �1U�,�1a - 1 LA,?515e 15 �l WE ARE SENDING YOU ❑ Attached ❑ Under separate cover via the following items: ❑ Shop drawings ❑ Prints ❑ Plans ❑ Samples ❑ Specifications ❑ Copy of letter ❑ Change order ❑ COPIES DATE NO. DESCRIPTION eA- «,ia Av - TIv THESE ARE TRANSMITTED as checked below: ❑ For approval ❑ Approved as submitted ❑ Resubmit copies for approval ❑ For your use ❑ Approved as noted ❑ Submit copies for distribution ❑ As requested ❑ Returned for corrections ❑ Return corrected prints ❑ For review and comment ❑ ❑ FORBIDS DUE 19 ❑ PRINTS RETURNED AFTER LOAN TO US REMARKS COPY TO _ + SIGNE,p) - If enclosures are not as noted,kindly notify us at once. f Y• °� City of Arlington Development Services �CE44CMn OO EP' 7�IrtNG"J 238 N. Olympic • Arlington, WA 98223 DATE JOB NO. ❑Administration ui1din ❑En ineerin g g g ATTENTION ❑Planning ❑Utilities TO RE. L H WE ARE SENDING YOU ❑ Attached ❑ Under separate cover via the following items: ❑ Shop drawings ❑ Prints ❑ Plans ❑ Samples ❑ Specifications ❑ Copy of letter ❑ Change order ❑ COPIES DATE NO. DESCRIPTION �- .4 20 Af S S 7i .2cJ {l7� I-1 o. 2 +7,0 2 A 20 �'•q-20 1 a� C'4-Zt7 11Z (off �I rr�C. THESE ARE TRANSMITTED as checked below: ❑ For approval ❑ Approved as submitted ❑ Resubmit copies for approval ❑ For your use ❑ Approved as noted ❑ Submit copies for distribution > ❑ As requested ❑ Returned for corrections ❑ Return corrected prints ❑ For review and comment ❑ ❑ FORBIDS DUE 19 ❑ PRINTS RETURNED AFTER LOAN TO US REMARKS h COPY TO ) SIGNED: If enclosures are not as noted,kindly notify us at c �'�Y °� City of Arlington C�C4 i�CG3 OO f 4 G�]�G�04�rL�1d Development Services '��tNG'SO� 238 N. Olympic • Arlington, WA 98223 DATE JOB NO. ❑Administration ❑Building ❑Engineering ATTENTION ❑Planning ❑Utilities TO RE: GWRAArr S WE ARE SENDING YOU ❑ Attached ❑ Under separate cover via the following items: ❑ Shop drawings ❑ Prints ❑ Plans ❑ Samples ❑ Specifications ❑ Copy of letter ❑ Change order ❑ COPIES DATE NO. DESCRIPTION Z l"1ZI S �Nt,SS Z 2 �-►32� tom►. r� I, A� THESE ARE TRANSMITTED as checked below: ❑ For approval ❑ Approved as submitted Cl Resubmit copies for approval ❑ For your use ❑ Approved as noted ❑ Submit copies for distribution ❑ As requested ❑ Returned for corrections ❑ Return corrected prints ❑ For review and comment ❑ ❑ FORBIDS DUE 19 ❑ PRINTS RETURNED AFTER LOAN TO US REMARKS 192 DAI 'l.ZI COPY TO SIGNED: If enclosures are not as noted,kindly notify us at once. I ON-VY 04% City of Arlington 11EVV12n OO [� 4MG Q5W0VUM • Development Services nro 238 N. Olympic • Arlington, WA 98223 DATE JO_k NO. ❑Administration ❑Buildin ❑En ineerin 22' Z�v g g. g ATTENTION ❑Planning ❑Utilities TO RE: WE ARE SENDING YOU ❑ Attached ❑ Under separate cover via the following items: ❑ Shop drawings ❑ Prints ❑ Plans ❑ Samples ❑ Specifications ❑ Copy of letter ❑ Change order ❑ COPIES DATE NO. DESCRIPTION 2 THESE ARE TRANSMITTED as checked below: ❑ For approval ❑ Approved as submitted ❑ Resubmit copies for approval ❑ For your use ❑ Approved as noted ❑ Submit copies for distribution > ❑ As requested ❑ Returned for corrections ❑ Return corrected prints ❑ For review and comment ❑ ❑ FORBIDS DUE 19 ❑ PRINTS RETURNED AFTER LOAN TO US REMARKS COPY TO SIGNED /f enclosures are not as noted,kindly notify us at once. L,gLy U1 nlii 16LVIX L�LE�_U U LP.LKi UU Um U Ln1 " LKJ,'�DLUU U ULk1L�, U_74t1VQ"i Development Services 238 N. Olympic • Arlington, WA 98223 DATEJOB No. ®Administration ®Building JEngineering ATTENTION - ®Planning ®Utilities TO RE: _ f� CjQw rr-- (Zmo fn l l WE ARE SENDING YOU ❑ Attached ❑ Under separate cover via the following items: ❑ Shop drawings ❑ Prints ❑ Plans ❑ Samples ❑ Specifications ❑ Copy of letter ❑ Change order ❑ COPIES DATE NO. DESCRIPTION t tlt�t THESE ARE TRANSMITTED as checked below: ❑ For approval ❑ Approved as submitted ❑ Resubmit copies for approval ❑ For your use ❑ Approved as noted ❑ Submit copies for distribution ❑ As requested ❑ Returned for corrections ❑ Return corrected prints > ❑ For review and comment ❑El FORBIDS FOR BIDS DUE 19 ❑ PRINTS RETURNED AFTER LOAN TO US REMARKS COPY TO SIGNE If enclosures are not as noted,Wndly nob 1s at n Ui Development Services 238 N. Olympic • Arlington, WA 98223 DATE �.�j 74 ®Administration ®Building ❑Engineering ATTENTION f� ®Planning ®Utilities ' TO RE: 0 fn l 1 T WE ARE SENDING YOU ❑ Attached ❑ Under separate cover via the following items: ❑ Shop drawings ❑ Prints ❑ Plans ❑ Samples ❑ Specifications ❑ Copy of letter ❑ Change order 0 COPIES DATE NO. DESCRIPTION l 1>1 THESE ARE TRANSMITTED as checked below: ❑ For approval ❑ Approved as submitted ❑ Resubmit copies for approval ❑ For your use ❑ Approved as noted ❑ Submit copies for distribution ❑ As requested ❑ Returned for corrections ❑ Return corrected prints ❑ For review and comment O ❑ FORBIDS DUE 19 ❑ PRINTS RETURNED AFTER LOAN TO US REMARKS COPY TO — SIGNE if enclosures.are not as noted,kend/V notify ors at once. • �� ,. I " °� City of Arlington dIETT1212 OO fF 4� o HII: ]DVVZa1 • Development Services NG"t0 238 N. Olympic • Arlington, WA 98223 DATE JOB NO. ❑Administration ❑Building ❑Engineering ATTENTION ❑Planning ❑Utilities TO RE: LiF-AildbS. WE ARE SENDING YOU ❑ Attached ❑ Under separate cover via the following items: ❑ Shop drawings ❑ Prints ❑ Plans ❑ Samples ❑ Specifications ❑ Copy of letter ❑ Change order ❑ COPIES DATE NO. DESCRIPTION Z 1"11-1 - Z 117,7;,t ,. 2 1-7 r Z , _ THESE ARE TRANSMITTED as checked below: ❑ For approval ❑ Approved as submitted ❑ Resubmit copies for approval ❑ For your use ❑ Approved as noted ❑ Submit copies for distribution ❑ As requested ❑ Returned for corrections ❑ Return corrected prints ❑ For review and comment ❑ ❑ FOR BIDS DUE 19 ❑ PRINTS RETURNED AFTER LOAN TO US REMARKS COPY TO SIGNED If enclosures are not as noted,kindly notify us at once_ I V b�SAFE it t PLAN REVIEW COMMENTS Plan Review DATE: 7/23/2020 By SAFEbuilt TO: Centennial Park Apts FROM: Lou Tyler PHONE: 425-778-8500 PHONE: 206-503-5948 EMAIL: jgalusha@cgengineering.com EMAIL: Ityler@safebuilt.com PERMIT#: SEE BELOW OCCUPANCY GROUP: SEE BELOW PROJECT: Centennial Park Apts TYPE OF CONSTRUCTION: V-B ADDRESS: 17215 and 17327 67t" Ave NUMBER OF STORIES: 3 SAFEbuilt Inc. has reviewed the below project documents for conformance to the provisions of the 2015 International Building Code, Uniform Plumbing Code, International Fuel Gas Code, International Mechanical Code and International Energy Conservation Code as adopted and amended by the State of Washington and the City of Arlington. The following items listed permits below are permits approved for work per deferred submittal for trusses and railings: (Please note that permits BLD 2742 and BLD 2754 did not submit truss sheets at this time) BLD 2740 17215 17215 67th Ave NE BLD 2741 17231 17231 67th Ave NE RI Q :1rrr 17� 17313 67th Ave N-9 BLD 2743 BLDG A 17327 67th Ave NE BLD 2744 BLDG C 17327 67th Ave NE 1 �I I SAFEbuilt . BLD 2746 BLDG D 17327 67th Ave NE BLD 2747 BLDG E 17327 67th Ave NE BLD 2748 BLDG F 17327 67th Ave NE BLD 2749 BLDG G 17327 67th Ave NE BLD 2750 BLDG H 17327 67th Ave NE BLD 2751 BLDG 1 17327 67th Ave NE BLD 2752 BLDG J 17327 67th Ave NE BLD 2753 BLDG K 17327 67th Ave NE Yi ti V AM. SAFEbuilt SRU IWW BLD 2754 BLDG L 17327 67th Ave NE The permits referenced above are recommended for release of the reviewed construction documents for this project. All outstanding comments have been addressed in an adequate fashion and no comments remain. Please do not hesitate to contact me if any assistance is needed with this process. Sincerely, Lo-w Ty Ler Senior Plans Examiner 1621 114th Ave SE, Ste 219 Bellevue, WA 98004 Ityler@safebuilt.com DtFe&W Suoyirom SUBMITTAL SHEET glte C40 Page 1 rV Exxel Pacific, Inc. 11AlM 01V,!rn-!r�_�� 41111u- 323 Telegraph Road F�I� Review Bellingham 98226 By SAF E b u i It 360-734.2872 Job: 201907. Spec Section Num: 057000 Centennial Park Submittal: 057000-02 172nd St. NE&67th Ave NE Revision: Arlington, WA Package No: 98223 Package Revision: Date: 6/18/2020 Submittal Title: Aluminum Railings Eng. Submittal Detail: Shop drawings and engineering Contractor: Contractor's Stamp Project: American Railworks LLC Reviewed By: Stuart Jaspers wli Date Submilled: 6/19/2020 Submittal p: 057000-02 ®Reviewed Revise&Resubmit Make Corrections Noted Rejected This suMNbdthop dnmir J bou baa.revbvmd M Eud PBcRx for 1 IbbCCI1bcc,x10r Inui.wiirhodosbn con[epl o^M urW does rk+l rNbvo U. J wpPb sponslb�Jnyy 1a CenlamonCo w4h the ConlnW Oocumnds,all of which have pnorttyy over[his aubmillal. Subbbnbbc&w15rppllcr is responsible W d[dn.anrwns and fabrication to be confirmed of the lobslls. Architect: Architect's Stamp G VEN ANCD DESIGN REVIEW IS FOR CONFORMANCE EXPRESSED VJ HIE CONTRACT ION Dykeman Architects DOCUMENTS,NOTATIONS ON THE SUBMITTAL DO NOT RELIEVE THE CONTRACTOR FROM COMPLIANCE WITH CONTRACT DOCUMENT REQUIREMENTS NOR AUTHORIZE CHANGES TO THE CONTRACT SUM AND TIME.THE CONTRACTOR IS RESPONSIBLE FOR DETERMINING QUANTITIES AND DIMENSIONS;SELECTING CONSTRUCTION METHODS AND PROCEDURES;COORDINATING WITH OTHER'S WORK;SUITABLE PERFORMANCE OF MATERIALS AND ASSEMBLIES AND PERFORMING WORK IN A SAFE MANNER- 10 NO EXCEPTIONS TAKEN ❑REVIEWED NOTE MARKINGS ❑RETURNED FOR CORRECTION ❑RESUBMIT BY:Slefano Zucca DATE:0 6/3 012 0 2 0 rE DYi<.EMAN .__..: ...—....... This submittal provides the SUBMITTAL REVIEW engineering overview for the C G 14.NOFXCFPTIDNTAXCN aluminum railings at - -- 17 MAAF CORRECTION NOTED Centennial park and is CIVGlME£RING nHOICTED accompanied by additional tl RLVINf AFJD RC-�UWIT drawings and measurements. `,SDBMITSPF`I`ItDITL.", Railings to be field measured. 11115 REVIEW 15 ONLY FOR GENERAL LONFORNIANCL _ Exxel LViTH THE DESIGN CONCEPT OF THE PROJECT AND GCNEIIAt COMPLIANCE WITII THE INEOHMATION GIVLN IN IHL CO.Ni W?CT CONFFLACTOH RWAtNS RESPL`NSIBLL FOR FULL COMPLIANCE WITH THE PLANS AND 5PECIFICATIONS,DIMENSIONS 1d41 QUANTIFIES %YLI E NOT RLVILAILD AND ARL 111E RESPON519101YOdi ITECONFRACIOH. -- L,,,Joe GaIUSha DATE 061`30rz020 Received JUL 17 2020 1 American t I�a�lworks ' Job Name: Centennial Park Location: 17231 671n Ave NE, Arlington,WA 98223 GC: Exxel Pacific Top Rail: 2.49 x 1.93"Bread Loaf Top 6061-T6 1 Bottom Rail: 1.5 x 0.75"x 0.125"wall thickness, 6061-T6 Post: 2 x 2"x 0.125"wall thickness, 6061-T6 Infill: 5/8 x 5/8"x.0625"Pickets Pipe Handrail: 1.6"O.0 Pipe Rail Height: 42"min off of top of surface of deck or concrete sidewalk, and from top of stair tread Pipe Height: 34"- 38"off of top of surface of deck or concrete sidewalk, and from top of stair tread Fascia-mount Base Plates for stairs: '/2"x 6" x 6", 6063-T6—ends and mid posts 1/2"x 7.63"x 6", 6063-T6—ends posts Top and fascia-mount Base Plates: 1/4'x 4"x 4", 6061-T6—ends and mid posts J TYPE 1: Mounting Screws Base Plates into wood: 3/8", Galvanized lag screws, with bonded sealing washer(4 per post),with a min embed into structural wood per SE. hitps'Hwww.fasteiial.com/prodiiets/detai]sLL1222D-L TYPE 2: Mounting Screws Base Plates into wood: 5/16", Galvanized lag screws,with bonded sealing washer(4 per 1 post), with a min embed into structural wood per SE. htlpc•//w fas enal-win/products/details/ 151 TYPE 3: Loose Clip Mechanical Connection to top and bottom channel: 1/4"x 1", EcoGuard SDA screws, (1 per loose clip). hops-Uwww_fastenal_com/products/de—tai 1 s/l 2 544519 TYPE 4: Mounting Screws Base Plate into concrete decks: 3/8, 304 SS expansion anchors, with SS washers and nuts (4 per post), with min embed into structural concrete per SE. EPDM Gasket 1/8"TEX-EPDM 0 Durometer hops:/lwww_texceln�hher_com/itemdetail/EPDM-4-48-SOFT SEALANTS: Typical sealants used are, MasterSeal NP 150, Moist Stop, Sonolastic, Quad, Chemlink or NP 1. Please specify if typical sealants are NOT compatible with the rain screen system? COLORS: Black, White, and Rideau Brown are included within the cost of the estimate. Other colors are available upon request and a fee may be charged depending upon the color,texture and the batching of said color choice. A popular color chart is included. 1 e All railing will meet or exceed code requirements for 2001b point load, 501b per foot load on the top channel and a 501b load applied to a 12"x 12" section of the infill panel. Minimum height of 42"and no gaps that allow a 4" sphere to pass through. 1 of 116 American SUBMITTAL 1qanWdi;ks 1 " 1 ► LOCATION MAP -1 _ r = 1 _ 1 _1 J J J J J J J J J Project Manager&Submittal Preparation: JJ Masiwemai J J 2of116 s ., ` L _ K D Highland View bi i ! z w Centennial Park J D WA 98223 M r VL__ � Atonement Free F � Thtuite & Ion And Spa Lutheran Church WASHINGTON CODMPOST z T , � , � Jam- ' . _''" • ,,.,� 3 D , l �1 �1 7 : 1 L.1 u L:J L2 u U. Z Y - �- co <j �i Y i�iil i.�=Y; Oi 1 �M al(I.►.� „ice E HIL..I� o � r Eel :LL :� 49 ■. -�i II - �� III - A� .L • ' - ~ `�` ►I _- O •• PEi 1 j 1 American d SUBMITTAL 19allwiffilm . i 1 s I _ 1 1 CLASSIC PICKET RAIL DESIGN . j _ 1 .�l _ J _-y _1 1 Project Manager&Submittal Preparation: JJ Masiwemai 1 � 5of 116 0 0 F FO ,Sp Z m � Lu Z ao`u a (Ltn o c�a zow vYi< tn w Td" a � FF-�o - W �U) U_ U Z 7 ZQQ O K C a W W Z �Elm$Q ( , � LJ O z ZO cn Z p C) Q D Z (/') oo Q � . 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I j 14 of 116 LLJ v) � Op �o w o F m Q l C's �a<"waN f4 6WZZZ CD 4V)R W: LiaW I/ � z �N� Fr z O ZUD�U ry W a wa� w W 0 0 � U 0 0 0 J 0 0 W L.� W U LLI 0 N ) r co H U U Lq o I\ _1 15 of 116 - - - f - Amerwan SUBMITTAL �a�♦w�r SHOP DRAWINGS (Juliette balconies/ "Window Guards") Project Manager&Submittal Preparation:A Masiwemai 16 of 116 American Centennial Park I�a�lworks Juliette balconies/ "Window Guards" O O F. O 1 I /I Ll 0 o i i 0 0 0 0 o 0 VARIES REINF❑RCED " PICKET BREADL❑AF TOP CHANNEL 38" MAX S,\ 42" Min off surface of door I REINF❑RCED BOTTOM CHANNEL' LOOSE CORNER END POSTS ON BOTH ENDS (SEE DETAIL BELOW) 17 of 116 American Centennial Park Rallwakits Juliette balconies/ "Window Guards" LOOSE CORNER END POST DETAIL OVER SLEEVE, TOP CHANNEL C❑NNECTI❑N BREADL❑AF TOP CHANNEL RETURN '�4"x4" PLATE 2"x2" POST 4"x4" PLATE OVER SLEEVE BOTTOM CHANNEL 2"x2" BOTTOM C❑NNECTI❑N CHANNEL RETURN 18 of 116 ter, American Centennial Park �a�lwvrl Juliette balconies/ "Window Guards" e e e 52" MIN WIDE 1/8" EPDM 3" Min EMBED INT❑ WOOD STRUCTURE GASKET WOOD STRUCTURE BEHIND WALL 1/4" M❑UNTIN - 1�" 1$" ❑/C TO PLATE 8 DGE OF WOOD STRUCTURE O O a JULIET SLIDER DOOR FRAME 3 " ! MAX - ! _ -SIDING � U tj _ . ! _ I J >' C a-1 v-a►n r z e-d--1 s 19 of 116 1 l " o American SUBMITTAL 9M1Wdj*6 r � SHOP DRAWINGS (Decks, Landings, and Elevated Walkways) 1 : J . I _J _J . J Project Manager&Submittal Preparation: JJ Masiwemai _J 20 of 116 i American Centennial Park 1,a�lw�rlcs Decks, Landings and Elevated Walkways FASCIA-M❑UNTED DECKS, LANDINGS AND ELEVATED WALKWAYS 1 l VARIES /BREADL❑AF TOP CHANNEL TOP CHANNEL CLIP, STANDARD ❑R OFFSET 36• MAX PICKETS P'x2" POSTS �' (SEE BELOW) � 1 36' MAX FROM POST TO WALL -- ❑R COLUMN 1 36' MAX ' BOTTOM CHANNEL 48' o/c MAX STANDARD PLATE 6'x6'xb' 21 of 116 American Centennial Park I�a�Iwor/c Decks, Landings and Elevated Walkways STANDARD OVERSLEEVE TOP CHANNEL CLIP RIGHT OFFSET OVERSLEEVE TOP CHANNEL CLIP m 0 m LEFT OFFSET OVERSLEEVE TOP CHANNEL CLIP 22 of 116 Amerman Centennial Park RallffiVd ks Decks, Landings and Elevated Walkways " 1 MOUNTING DETAIL- DECKS , LANDINGS , AND ELEVATED WALKWAYS - 42" MIN f inish height from deck surface 36" MAX ' from bottom j channel to f lashing I 112" M❑UNTING i PLATE 4" MIN EMBED INT❑ _ _ g" EPDM GASKET WOOD STRUCTURE FASCIA BOARD 1 3// 8 f TBD (Typically 5-6" _J ` 23 of 116 y', "-1 -� American SUBMITTAL Iiallworks P1 fl rl � 1 _ 1 - i SHOP DRAWINGS 1 (Stairs, Pipe Handrail and Cane Rail) 1 1 _ 1 _ I _ i _ 1 _ J _ 1 �J _J ._1 - J �J 1 Project Manager&Submittal Preparation: JJ Masiwemai �J J 24 of 116 ;ow Q U. �ziT u4 - � o190 CO 4J -x Z��Z < g aim 0- / o v CL f JLLJE— _ x O J a z J � fi N co T 10 O LO N J U O J � � x _J OA w LU _ 1 a-� _ Q o7 o= N LL z OC/) -7 g < w L1 � � ow - Qo CV J W W q Z W Q Z p W Q ry = Z � U V) d W p V Q U CLJ I-- LL �-- Q z p J q Q rr ^^ LJ nV JJ � n/ H Q Y a (� p Q ~ W LD _ a W iZi cn o c0 U i � O a a Q F- N X X J tt LL- Q (lJ W p W 66 P4 F- u0 0 E� C p J ~ W ~ Z p Z PA Q c i��r U American Centennial Park j Stairs I TOP OF STAIRS BREAKELAT r AND RETURN DETAIL 1 �L � 1 1 L❑ATING POST_ ` OVERSLEEVE TOP CHANNEL - � - LOOSE POST ° l j 27 of 116 f W m z 0c) z `D p W z � H ::D Li CU Pq L i 1 a J � ~ c� � = Q m •� a x LLI ♦� LD H C � ODA (") A Q Q $I W � L� H L� O ¢ N Z u4.o(x CL L3 OF 1l w Fm a _ C3ry ¢< I �a L cu a H _ 1' f— z <� M_.] �V,� M � o boa r <p3 s u� O!H gdzQ333 N gw� A ZUES6 i NO u 1 �- m " 1 x CL.CL L z 0�- I- 1 S o o n w �- �--c 1 �ca LL, OD LL= x T F� Q T O � a- N L _ J F--0 `O rr=n Z V Q -' �Z —�00 o,° CV) °o �0 1 tzw w"' x Q _1 D owe r w N�� LO =ZM ._ 9 CL°U SzJ rz= � g z uj 1 Lo � 1 �1 go� �p HIM n I� 1 z� Z�3 v a i � a <o = 1 - Q I � w ''' z U U ,= p z Z . w LU o < ¢ w � Q 000 O o c„ O = � �o < � Z Z cf) U (Y) w — i wUJm w LL- � �' i o O w z O w U J N f I I z 30 ._1 I ry U Ned i American Centennial Park I�a�Iworl Stairs, Pipe Handrail, and Cain Rail CANE RAIL ("BLIND MAN" RAIL) -i BREADL❑AF ` 1T❑P CHANNEL \ LOOSE 1C❑RNER 1 POST a , 2 „ 2 " _ 1 1 2"x2" POST S 48" MAX ❑/C _ ) I l _ 1 31 of 116 - � � � � � �Y. L. i r� American 1 SUBMITTAL � 1 _ 1 - 1 �l �j � 1 _ 1 1 I f SHOP DRAWINGS . 1 (Pool Surround and Gate) 1 . I _ 1 _ 1 . l _ 1 _1 �l .:1 `f Project Manager&Submittal Preparation: JJ Masiwemai ` 32 of 116 MWERm -000 NEE ME Q Z J Q :F: W J 1:1 Z L,J QHZ Z '-' Q Z � 0 = Q PI) U U CL W p —ICUW (Y) Z � Z Q Q o = J F- U Q ~ 0- w 30 - p F- F- � w Dw F- w X J Q LJ W IL �;,� >v� a F- J O w U co cn o r l a) o x o C) IL ins CO jNt � = J F- Z 1C 3z Q u V " _ w E a 0 Q ww J Z X L>iJ Q ww < �� U J CU X IJJ vj 00 X D�f v Od x;tt Ld O > pp -,D J W �LF- Ln d' 0 ID _ 3 A Z J Q M: W 0 Z 0 2 ry m U —ICU ('7 X � Q 0 r-i00 V) JLLI �� H A LLJ J U Q F- � W A /W W A � v ~ Z OI I I I I I I I I I I I I I I I I I I I I I 1 1 1 1 ` I1111111 I�IIIII�IIIIIIIIIIIIIIIII�IIIIIIIIII1111111 A a I I I I I'I'I'I'I'I'I'I'I I I'I'I'I'I'I I'I'I'I'I'I 1.� � = I I I I I I I I I I I I I 1 1 1 1 1 1 III I I I I W IZ-1 --__ IIIIIIII IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII E3 Z (� 0 J J 13 Z � E3 a = I I I I 11 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 D- U Z CLQ 1 1 1 1 11 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 W O I I I I I I I I I I I I I I I I I I I I I I I I I I IIII IIIIIIIIIIIIIIIIIIIII (/�� A (� LLIe I11'Il'I '(IIIIIIII'IIIIIIIIlII1IIIlllllllllllllllli LD Z J co IIIII111 IIII IIIIIIIIIIIIIII'IIIIIIIIIIIIIIIIIIIIIII w ; Q O M I I I I I I I I I I I I I 1 1 1 1 1 1 1 III I I I I j � Z M I I I I I I I I I I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 LD 0_ I--I I I I I 1 I I 1 I I I 1 I 1 1 I 1 I I I I I I r I u0 �- I I I I I I I I I I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 � E I I I I I I I I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 _ E I I I I I I I I I I I I I I I I I I I I I I I I I Q I I I I I I I I I I I I I I I I I I I I I 1 1 1 1 1 I I I I I I I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 i a r1fU x e �,D � N X W U 1— ,D Q J V) LIIW Z X 2 A Q a h- Q (/l (U O X W J 0 ° =Z 0 v- (U � 0 O x C 0 = Z F_ F_ 0 N H 0 3 A 0- W W J e A J �- f— U Q H Q L7 f- W Z O 0 �0 e (U Dimensions Accessories 3 1/4"EXTENDED • SN1 -Sex Nut Fasteners 1 3/4"-.I I'- .— 18 1/81, 2 1/2" DEPRESSED •GB2-Glass Bead Kit 24 1/8" 2 318 11MI -;\,2. 3/8" •NSK-Narrow Kit-for 2" 1 narrow stile glass door applications Iw 32 7/8' -� that must be added in the field 44 718" 181/8"02 7jEJ)device dimensions for 36"door Provide 1/4"plate to deter 24 1/8'&44 7/8'device dimensions for 48'door -GTPLKIT-Adjustable Gate Plate unwanted entry-Dykeman Add 2'for NS •Outside Trim(see Value Series Trim Options) •Optional Sex Nuts or Security Overhead View - — - Tom Screws available Technical Information a, r • Door Types-Wood, Hollow 'tnlormaaon Metal, Fiberglass or Aluminum ael �� a n1Mq •Door Thickness-Fits standard Tev 1-3/4"-2-1/4" I' + N nfon�� • Door Stile-Fits 2-1/2"stile doors mod"ardwNdmetal - I with 99 surface strike(Std.) \, /screw mounting allowable. ` I • Door Stile-Fits 2"narrow stile doors 314'Max- specify NS j •Machine and Self-Drilling Screws For Detex gate plate, plate forfiroun6rq (Std.) specify GTPLKIT rachnic" Warmallon above -Recommended Plate Size Gate- 1/8"thick plate,galvanized, or painted steel or 1/4"thick alum- num plate, minimum Height- 10" Strike- 1/8"thick plated, FateJ'fenceo match Listings and Approvals galvanized, painted steel p angle iron, or 1/4 thick aluminum C U` US UL Listed Panic Hardware -"+ UBC 97,Standard 7-2 and plate, minimum Height-5" USTEG it UL10B/UL10C for positive Stop- 1/8 thick plated, galvanized, .._. pressure or painted angle iron or 1/4"thick UL1034-34 Temperature Section aluminum angle plate, minimum C U` US 34[Temperature Range-31•F Height-2" USTEO (-35°C)to 150•F(+66°C)I State of Florida Approval Detex Limited Warranty UL1034-54 Dust Section 54 Texas Department of Insurance 10 Year Mechanical/3 Year Electrical Limited Manufacturer's Warranty Im Meets ADA requirements MIL-STD 81OF(G),Method lWlmeTiwal/sBupl - - 509.4(Salt Fog Test) ` MIL-STD 81OF(G),Method g��yTp ANSI/BHMA certified A156.3 506.4(Driving Raln), Procedure 1 �1�1'.A1' dS�at�ll'Ar Detex Corporation For detailed windstorm listings,visit detex.com/PROVEN 302 Detex Drive New Braunfels,Texas 78130-3045 USA PH. (830)629-2900 (800)729-3839 FAX (800)653-3839 http://www.detex.com USA Sales: marketing@detex.com International Sales: October 3,2017 export@detex.com 35 of 116 .3: O U LU --'NIW ,.9--- LU wW w a _` a CV � � x N � W o d � v •.t Z A � a �- .c o w Co C f wLLI ;r C� a CD T T J O cM 1 0 .. _ SIN E EmC ® M 1 O G °' I W � � o Z u E � �� y � � � � r r � �� li American SUBMITTAL �a♦�w�r "` SHOP DRAWINGS (Patios, Patio Stairs and Pipe Handrail) Project Manager& Submittal Preparation: JJ Masiwemai 37 of 116 �.�-� . .Y 1=;American Centennial Park aIIw6rits Patios, Patio Stairs and Pipe Handrail TOP MOUNTED PATIOS 1 -48" MAX ❑/C - - 48" MAX ❑/C BREADL❑AF TOP CHANNEL i 42" M N OFF SURFACE "x2" POSTS - 3 "MAX 4"x4"xj" PLATES' PICKETS 32 " BOTTOM CHANNEL LOOSE CORNER POST WITH ❑VERSLEEVE TOP CHANNEL 38 of 116 � � � � � r � � y � � � � � � � �� American Centennial Park Patios, Patio Stairs and Pipe Handrail TOP MOUNTED PATI❑/ ENTRY STAIRS 42' MIN -BREADL❑AF OFF TOP SURFACE CHANNEL 3j'MAX " PICKET 42' MIN OFF 2'x2' POST S 3j' M STAIR TREAD 4'x4'xi PLATES ' BOTTOM CHANNEL 1 12' BREAKFLAT 1,6" ❑,D PIPE- TOP AT TOP LANDING MOUNTED PATI❑S � 34"-38" 48 MAX_ ❑/C OFF GROUND 48 MAX,�❑/C 34'-38' 4'x4'xj' PLATE OFF GR❑PND 12' PAST BOTTOM "',, STAIR TREAD TOP MOUNT 39 of 116 P� " 1 American 1 SUBMITTAL I�a�lworl�s " 1 -1 1 WELDED CONNECTIONS I 1 _ 1 --f �J �1 _J .J `J Project Manager&Submittal Preparation: JJ Masiwemai �_� 40 of 116 LU J O w CL LL I LL. 1p w O e 1 O w ml LA u j LA ~' w ON 2 J w J Q o LL z Lu O W Q� ml z O F- U W z z ►- Z O vt � O iy J O w o- oLL a W LL W O W O ml33: o - - - - - - - - ., _ _ � r_ �. LL O LU W Ul) J ❑ 11J !.LIL z �l ❑ W W m l 3: F- Cl 20 O F- ❑ F_ J W W J U W a o z a o Ln C U T , ❑ F_ F_ Z O N J n F= O J O W a u. W F- LL a w O 1 O uw LLJ r ml � � ❑ r o N V E" Q f� zLL 00 ❑ (A F- LU W W ❑ U M 0. F- O O 00 z v) F- ij O H _ U W Z Z O U G W LLJJ ❑ LL z O -j O w LL � ❑ a N TIuj ° � C ■ ■ Nor— ME ME ■ ■ ME MEN ' ■ 0 MEN ME MEMEMENIMIS ME MEN ME ■ ■IN IN ■� IJ rI Ti IN . 1 ME � ' J1T' F .-I " ] American SUBMITTAL I I _ l I I TECHNICAL DATA TYPE 1 SCREWS I _. 1 1 _ 1 a _ 1 .J _ 1 _J . 1 I Project Manager&Submittal Preparation: A Masiwemai �J `� 43 of 116 Page 1 of 2 Fastenal Product Standard REV-01 Date:August 22,2018 LAG.HDG I Hex Lag Screw,Hot Dipped Galvanized ] This product standard contains the required dimensional,mechanical,performance,and chemical characteristics of the products shown in this purchase order(as applicable to the product). Unless specified below,current revisions of national or international standards shall be applicable as of the date of Fastenal's purchase order and must be adhered to in their entirety. If the order received does not meet these requirements,corrective action may be issued which could jeopardize your status as an approved supplier to Fastenal. H L � ] F - � _ Gimlet Point _ I - ] E E F H Diameter Body Diameter Width Across Height Flats Max. Min. Max. Min. Max. Min. #10 .199 .178 .281 .271 .140 .110 C1/4 .2600 .237 .438 .425 .188 .150 ADA .r-ZY0 .JVV -YO't .LJ.r�i 3/8 .388 .360 .562 .544 .268 .226 77T9- -#.fR-- -424- -29 --698 -316 -272 1/2 .515 .482 .750 .725 .364 .302 5/8 .642 .605 .938 .906 .444 .378 3/4 .768 .729 1.125 1.088 .524 .455 ] 7/8 .895 .852 1.312 1.269 .604 .531 1 1.022 .976 1.500 1.450 .700 .591 ] 1 1/8 1.149 1.098 1.688 1.631 .780 .658 1 1/4 1.277 1.223 1.875 1.812 .876 .749 ] Dimensions above are prior to coating Specification Requirements: • Dimensions: ASME B 18.2.1 0 Material: Per ASTM A307,Grade A • Thread Requirements: The minimum thread length must be equal to one half the nominal Screw length plus V2",or 6 inch,whichever is shorter. Screws too short to conform to this formula must be threaded as close to the head as possible. • Finish: Hot Dip Zinc per ASTM F2329 or in accordance with Class C of ASTM A153 and Class D for 3/8"diameter and less. RECORD OF REVISION CHANGES TO THIS DOCUMENT ARE LOCATED ON THE LAST PAGE 44 of 116 i �1 Page 2 of 2 Fastenal Product Standard REV-01 Date:August 22,2018 F LAG.HDG I Revision Level Changes to this Document Document Name Revision Revision Rationale for Revision Level Date LAG.HDG 01 8/22/2018 Revised image. The rationale above may not include all of the changes within each revision. A complete review of the Fastenal Product Standard is required. . 1 _ 1 1 _ 1 . 1 . 1 _ 1 _ 1 _ 1 _J �1 .J J ._1 � 1 �.1 �� 45 of 116 i� � � � � � ■ � :[ _ 1 " l - � MOUNTING DETAIL- DECKS , LANDINGS , � AND ELEVATED WALKWAYS 1 42" MIN finish height - � from deck surf ase 36" MAX � l from bottom channel to f lashing _ f _ 1 112" M❑UNTING PLATE _J 4" MIN EMBED INT❑ _ �" EPDM GASKET _.J WOOD STRUCTURE _J J FASCIA BOARD J _j 3// r� 8 �1 `1 TBD J (Typically 5-6" _j 46 of 116 American SUBMITTAL rJm1Wdi;ks TECHNICAL DATA TYPE 2 SCREWS Project Manager&Submittal Preparation: JJ Masiwemai 47 of 116 ar v • � � a w cc LA c OCDu O ,0— c Ln , > n p q�r Qr O • N CL ae T' 1 :3V y+ v� c "n Z 2 . • • � �Ti E (1* -Y. • 0 u V y► oh LJJ «+ 0 Yc 3 (U 0 L p00 ra c u O tJ O. ,� G. U F a°'c L 0.-0 O '6 'p c •Q Z 6. eiDC O W r0 in i a1 N J2 N • G' .r ip eu r - ¢ me H wtO c 0 Y N •i0 M c " J •; ~ 0 • ,A 4 I Q t _' • a 0 Ex •r' ;; c • � M +� � 1 qr ° .� Cie P4 O D .. � Eo ' u 0z'°` C 3 Ln C c •50 -0 'O p � Z (0 %A V a 48 of 116 1 1 1 N19'TEQ TAPPERS® TECHNICAL DATA 14-10 A CARBON STEEL SELF-TAPPING 14-14 AB CARBON STEEL SELF-TAPPING DIMENSIONAL 1 • DIMENSIONAL I ' �-A A A Head Across Flats.367"-.375" A Head Across Flats .367"-.375" t --a*-B B Major Diameter .248"-.254" �-B B Major Diameter .240"-.246" C Minor Diameter .178"-.185" 1W_ C C Minor Diameter .185"-.192" Stress Area .01781 in? Stress Area 02444 in? STANDARD MECHANICAL REOUIREMENTS STANDARD MECHANICAL REQUIREMENTS FOR LELAND AVERAGE VALUES SEEPAGE 23 FOR LELAND AVERAGE VALUES SEE PAGE 23 Minimum Tensile Strength 4300 lbs. Minimum Tensile Strength 4300 lbs. Minimum Torsional Strength 156 in.-Ibs. Minimum Torsional Strength 156 in.-Ibs. Minimum Shear Strength 2580 lbs. Minimum Shear Strength 2580 lbs. PULL-OUTPULL-OUT Expected pull-out strength from lab test per specified Expected pull-out strength from lab test per specified test plate thickness(70-85 Rb) test plate thickness(70-85 Rb) SUGGESTED PRE-DRILL SUGGESTED PRE-DRILL 1 9/64 1 3/16 1 #8 I LBS. 11/81 3/16 1 #8 1 #7 1 #1 LBS. — — 1200 2800 1100 2600 1000 2400 900 2200 800 2000 700 1800 600 1600 500 1 1 1 1 1400 ! 400 1 1 1 1200 1 300 1000 200 600 100 , 400 0 0 0 0 0 0 0 0 0 0 0 0 0 6 o c o 6 06 o c o 6 6 p o 0 0 N (7 eF !J tD {� 00 W O N M 1fJ t0 I� OO Qf O N M_ R 2 tD 1� OD O O O C O O O O O O O . O O O O O _ . PLATE THICKNESS PLATE THICKNESS r 26 24 20 18 16 14 13 12 2624 20 18 16 14 13 12 11 10 8 3116" GAUGE REFERENCE GAUGE REFERENCE PULL-OVERPULL-OVER 18 .050" 18 .050" NOM.5/8" PO �0" NOM.5/8" PO 040" MASTER 22 030. MASTER 22 .030" SEAL 24 SEAL 24 EPDM 26 020" EPDM 26 .020" WASHER WASHER GAUGE ,010^ GAUGE .010" 0 0 0 0 0 0 0 0 0 0 0 0 0 moo 0 0 0 0 0 0 0 0 0 0 E--��r�i0 0 p C, 0 0 0 0 0 0 0 O O O O N R t2 C2 O N C O O O O N V IO OD O N R t0 00 r r r N N N Q tp 00 r r r N N N POUNDS POUNDS SHEAR STRENGTH -SEE INSIDE BACK COVER g Master Seal is a registered trademark of Aztec Washer Company,Inc. 1 All test results and suggestions are based on laboratory tests.Specific job site conditions should be tken into consideration when specifying the proper fastener.Because applications vary,we assume no liability for use of this information. 12 49 of 116 _ ■ EN ■ ' ■ ■ I LE[AffD , . , i • i DIMENSIONAL PROPERTIES DIMENSIONAL PROPERTIES STANDARD MECHANICAL REQUIREMENTS STANDARD MECHANICAL REQUIREMENTS 1 1 1 • 1 1 1 1 � 1 • 1 :� 1 1 � 1 PULL-OUT STRENGTH PULL-OUT STRENGTH ,• '1 1 1 1 1 .1 • 1• 11 '1 1' •1 1 1 1 1 .1 11 /!/iai■iN■lNf■ai■Niif■■■iiififii 111 ■■■■■1■■■■■■■■■■■■■ :11 i11110 WON NO Mona Nil!llil=1111M iiNiii!!!N!f' 1 I �.-�---..'�.---■ 1 iiilNflf Nf■ll!■■ii■ii■ifiiifiNNfi iionNilfNNilliNfi■aaafiiaifiiNN' 11 --��----.,�.--..■ '11 NN!!ii■■N■iiailNN!!NlNi■ll iia■if■i■■■■iiii■■ a_ii■i■i/N!■/i�■i■r.J i■oNaiiINNNNifNNN■■N/S�.N■i '11 -------------■■■■■ I I 1 / no f!!N!■■liNfi■iili■■fii■!►_N!!■!■ii I11 ---.----.I,I.----.-■ :11 !!/!!!!!!N■Ni■aNlNl��rN!!!!!N_ii lim=ff■ffil �lNNN!■■ WON Nii 11 --.--.--��.--.----■ .11 !!!!ii/iiiN■Nfiil/i■fNfiiaii „ .----..,--..--..-■ '11 iliili!!N!N■a 9NNiiiNNNlNli J iiiiNii■iiilili�.//ii■■ii■iiiiiai■fi ■■■■■■,/■■■■■■■■■■■ 11 ififN■NiiiNll.■iiNNiiiai■■/iifii :11 iaiiiiliir'IiI.NilNliiiiifaiiN!!! ..---�/i---...-..-■ 111 iiiffifi■■�i�Illiliilffiiiiai■ii■iiiii I11 ■■■■�-■■■■■■--•--■ .11 /!lNNR■•Ii.1► faflilfllNlf■ioil ■iiii� WSOML,iffiiiiifiififliii/!i!!if O •'1 ��-•--••---••�■ '11 Nliliiif■fi��li!!i■■■■fi■■■iii I 1 PULL-OVER STRENGTH PULL-OVER STRENGTH ` iGiiiiiiiiiiiill ' iiiE■■�iiii■iii■■■■■■ 11 s■■■■oso■■o■■n■■■soon „ ■■■■■■■■■■■■■su■■■■■ 11 •1 1 '1 1 I I 1 � - t 1 NIOYEM TAPPERS° I LEM: TECHNICAL DATA - 9 l 14-10 304 HT3* STAINLESS SELF-TAPPING 14-14 AB 304 HT3* STAINLESS SELF-TAPPING I DIMENSIONAL ' 1 ' DIMENSIONAL ' 1 ' A -1► alp A A Head Across Flats.367"-.375" Head Across Flats.367"- .375" —► 0—R ° Major Diameter .248"-.254" B Major Diameter .240"-.246" Minor Diameter .178"-.185" U Minor Diameter .185"-.192" Stress Area .01781 in? Stress Area .02444 in? STANDARD MECHANICAL REQUIREMENTS STANDARD MECHANICAL REQUIREMENTS FOR LELANO AVERAGE VALUES SEEPAGE 23 304 Stainless FOR LELAND AVERAGE VALUES SEEPAGE 23 304 Stainless Minimum Tensile Strength 3000 lbs. Minimum Tensile Strength 3000 lbs. Minimum Torsional Strength 65 in.-Ibs. Minimum Torsional Strength 65 in.-lbs. Minimum Shear Strength 1800 lbs. Minimum Shear Strength 1800 lbs. PULL-OUTPULL-OUT Expected pull-out strength from lab test per specified Expected pull-out strength from lab test per specified test plate thickness(70-85 Rb) test plate thickness(70-85 Rb) SUGGESTED PRE-DRILL SUGGESTED PRE-DRILL 1 1 9/64 1 3/16 1 #8 I LBS. 11/81 3/16 #8 1 #7 1 #1 I LBS. 1200 2800 1100 2600 1000 2400 i 900 2200 1 i 800 2000 ! 1 700 1800 600 1600 500 1400 400 1200 300 1000 200 600 100 400 0 0 0 0 0 0 0 o 0 0 0 0 0 `o 0 0 0 0 0 0 0 0o 0 0 0 0 o c o 10 co 01 O N M (O 1- 00 OW O N M R t0 1ti 00 CA O O O O O O O O O O O O S O O O O _ , PLATE THICKNESS PLATE THICKNESS 26 24 20 18 16 14 13 12 2624 20 18 16 14 13 12 11 10 8 3/16" GAUGE REFERENCE GAUGE REFERENCE PULL-OVERPULL-OVER 18 .050" 18 .050" 15mm 15mm NOM.5/8" 20 .040" NOM.5/8' 20 " MASTER 22 030" MASTER 22 .030' SEAL _ SEAL EPDM 26 .020" EPDM 26 .020" WASHER WASHER ` GAUGE .0101, GAUGE 010" o 0 0 0 0 0 0 o BE-� o O o 0 o O o 0 41,o 0 o O o 0 0 0 0 0 0 ® ya:0 0 0 0 0 0 0 0 0 0 0 O O O O N V tD 00 O N V O O O O N IG m O N V 1p D r r N N N W W r N N N POUNDS POUNDS -SEE INSIDE BACK COVER "HT=HIGH TENSILE-FOR STRUCTURAL STEEL Master Seal is a registered tademark of Aztec Washer Company,Inc. All test results and suggestions are based on laboratory tests.Specific job site conditions should be taken into consideration when specifying the proper fastener.Because applications vary,we assume no liability for use of this information. 51 of 116 Q •. ON w LELAMA ' 'IV� , RES INC. , DIMENSIONAL PROPERTIES DIMENSIONAL PROPERTIES Y STANDARD MECHANICAL REQUIREMENTS STANDARD MECHANICAL REQUIREMENTS PULL-OUT STRENGTH PULL-OUT STRENGTH _ .1 1' 1' •1 1' '1 1 1 1 1 .1 1• 1• •1 !NflififNlffNNfNNfNi!!ilNNff I11 -�-.--...�.�-.■ :11 //!i!lfliNNffli!lIfNNNINIiIff/!, /lfNfflflfflffflNffNf!/l//!/l///ll •11 ---.-.-.-..��--.-■ .11 //f!N!N!lNfNlf!liNNNNflN!!f!, llfflfl!!NN!!!!!f!lflf��f!! :11 .--....-..I�--...■ 11 /■lHflfNNfffffffNNNfliN! /Nff!/nNfl/lN/NIINNIiN!!_ �!! 11 --�---.-.�.----■ 111 fflfli!!!!!flfflff f!flfiff!!!l��fflf■ lllNNlNlNlfflNNNNN�S•iN!/ll■ I11 .-....--.I,,.--..--■ :11 NlNflfNNlfNNfffNl�i�ilflNf!!! lffNNlNlfifllfll/■llNllllflflfflf ,11 --.----.�----..-.. .11 fNNNNNf!!N!!flNlNf!!!!lNfff■ llf fNNlflN!!ilfflff/fliflfif!!!!flff „ .....-.I�.-....-.■ 'I 1 ffi!!fflNlfffffff�ffll/l/l/lllflll fNNNfffififff/.�ffNlNffNf:111m l ff --....,/--.-----.-■ II !!!NffNlfNffflfNffNNINNN :11 liiiifi!!!!I'lfllfllflfifffiililffffff --..-�I-...�--�.� 111 Nilf!llfi�i/1!►.ifNffNINNNN!!!f!! 111 .�--�...----•••--� .11 lNlilf of/f�1►NNlfllNf fffffNNffff !!l!fl6lt./lC,lffN!!f!!lffflfiilffffff '11 -�^�..---.�.�.-■ 11 ffNlNH/NNfffNNNlfi!lNlNlllll !f 1 1 PULL-OVER STRENGTH PULL-OVER STRENGTH •1 I •1 1 1 I 1 - - - - --- - - - ' � fi t. American 1 SUBMITTAL �a�1wOr _ 1 .-I _ 1 FI " I _ 1 I TECHNICAL DATA TYPE 3 SCREWS I : I I � I �1 _J _J _1 _-1 - 1 1 Project Manager&Submittal Preparation: JJ Masiwemai _ � 53 of 116 • �� i i� 1� ra 1 r; Y- O Ynn U m m - w `� I—gyp � yY r•i cv N N O N ygyN L In O Im np oq IS O C IA Y In Q1 IA C f0 IA V O YLj �M n a oUl f 'p(CN�,1 y� x TpQr�� V1 O W W 000 ((=777 1i ^ WI� 00 C 00 1 41 01 Y V r7i r w Vt In e- rr7 fi U ql e 'j M m Ili a 3 C oPU w [1 C oo N MI _U ,+ n L nl u O C N lJ V iC 7 O .E 07 IL (A ` d y r O C � Z m 1 4 m 7 M v 7 X a «y4 C 5 41 rE Y c ego� � 8� T w U' LL c A 5� ° ° O Z w 'o n u . d r W VI b in �9 O y:. h N n 1"- m 1A 1 ,, d 0 - F �� . ; . '� .. , r� r� f� '�1 f f � � � �, ', � j i_� 1_� .-, � � . J � ; �� . I American � ) SUBMITTAL Rai1Wdkks " 1 . 1 � 1 _ 1 1 _ I " 1 _ I TECHNICAL DATA TYPE 4 SCREWS I I 1 l _ 1 _ 1 _ 1 �1 _ i _ 1 i I Project Manager&Submittal Preparation: JJ Masiwemai 55 of 116 25a -17 r WECHANICAL ANCHORING SYSTEMS SUIT STUD + AEV _ AVAILABLE MATERIALS !• Carbon steel,zinc plated i • Carbon steel,mechanically galvanized Class 65 Grade 5,yellow di-chromated �• 303/304 stainless steel �1• 316 stainless steel f FEATURES/ADVANTAGES • Required hole diameter equals anchor diameter OL }• Excellent for setting immediately (1 • Can be loaded immediately Can be set in a bottomless hole Simple installation �• Nut and washer supplied in package 1• ROHS compliant except for Grade 5 ]CONCERNS �• Do not use in brick or block • Not advised for use where vibratory loads are high • Oversize holes are detrimental and will reduce load performance ,APPROVALS/LISTINGS G.S.A.Spec FF-S-325C,Group II,Type 4,Class 1 ICC ESR-3782 C-STL,ZP 1/4"SS �• Contact customer service for approvals/listings for state D.O.T.'s Metro Dade NCA No:10-0928.01 I .Anchor Spacing/Edge Distance Anchor Diameter Nominal Embedment Min.Anchor Spacing' Min.Edge Distance' 1 1/4" 1-1/4„ 3/8" 2-7/16" 3-3/4" 1-7/8' 1/2" 2— 2-1/2" 5/8" 3-3/8" 6-1/4" 3-1/8" 3/4" 4-5/8" 7-1/2" 3-3/8" 1 7/8" 4" 8-3/4" 4-3/8" �J 1" 4-1/2" 10" 5" 1-1/4" 6-1/2" 12-1/2" 6-1/4" To obtain 100%load INSTALLATION j 1 Select the correct diameter drill bit,drill a hole �� '' �, •� ��.�. •�•�' ' to minimum required hole depth or deeper. �,•�� . �V! �'.�� .a�� 2 Remove drilling debris from the bottom of the " ♦ .� .• .♦ drill hole using a blowout bulb,compressed air „ 90? �w'� •�« �= .�� .•` i or vacuum. J •• r. •" i�• �' � . •�• '' 3 Assemble the nut&washer past the impact end of the SRS+.Use a hammer to tap the anchor through the part being fastened into the drilled hole until 1 the washer is in contact with the part. j 4 Using a torque wrench,apply the specified installation torque. �� 56 of 116 ■ 1 ' • 1 • ZL■ i ' 1 W%;RlF1qRT MLA ■ ■ `Fib L . at 1 •R i ESR-3782 I Akst/WfOyAcciVed anal Trusted Page 7 of 10 TABLE 4—MKT SITS+CHARACTERISTIC SHEAR STRENGTH OESbGN INFORMATION' CHARACTERISTIC SYMBOL UNITS NOMINAL ANCHOR DIAMETER 'fa inch h inch ly,Inch AnchorCaL"ry 1,2or3 1 I 1 Nnr roar Embeaffw"own A.„ In, 2%s 1521 tf,.$F5) 3%(85) ff"Stran(lIh In Stham 4 ACI 314 D,6.1) Spacgerd Y:+O SorersgM Iv$hear f PIr(N+� o0`) 84,OOD S4,0 a4,00o -I '' S79 579 (579) Spactwel Tcraile Slrc nglh for Shear 4A. psi 4H.h�rm+) '� S®'6 6) l 6201 646 i846' Effecitea Shear 51rcats Arai; A-w,fA.• In?1(m') 0.073 0,142 0.226 1501 92 146 Shear Desistance of Steal V. lot{rdI) 3.244 5,453 10.108 04 A 24.21 145 3 I) 51rwigth Rodueltnn Fatter-Steel Failure 40.. a.66 a 66 win I V Cencrat..Breakout Slrangth to Shear(ACI 3111 0-6.2� Nwittdl Mani alkw [ In: rla(9 5) %(1 X.7) 1,(15 9) 1 nad®aadng tangth cd Anchor-in Sneer In, 21511 71511 2'.,m)) 51"lh I;,4ocilon Fm�W-Corwela FireekoiA FsWre' *.,, 0,70 0,70 0,7f1 Concrete Pryoutl 19tre gth In Shear 4ACI 318 0.&11 Coelfrrient for Prl+ 4 Sirt* m A, 1 1 2 51wVIh Rdduollon Fedor-Corrtrels Pryresut Falue' 0,7 0.7 0.7 1-CC51: t Inch R 15 arrm. 1 101-4 45 N. t p-si-0 0088t1 MPa�0 001}69 Ns'n m+ In' -64S rmi' 1 The Inform~pr lad In tNa table ntiig be used In can wxtloo with The datiign crude[(ACI 318 Appar4x D The labdatod value of 40_applies vAen the load cort,brlalians of S,ecUon 1606.2 of the SC or ACI 310 Seclxm 9.2 are used. If the load 1 oar bioatione or ACI 318 App9ndi,C are vood, thA epprrap isle rain oo*, m M be dele(riirrtld>n accordance*Ah ACI 318-11 D 41 IACI 1 31840 and•rA O 4 4) Tha an:»,rn are dr.ctila fuel at«rnarta w.clamed In ACI 3i ll 0.1. 'The tabulated value cif*,,.appftes wlrn tx4h the load ccimt-wms of Sectan 1605.2 of Ste 6C or ACI 310 Section 92 are used and the rrtiremenis of ACI 318-11 DA 31ACI 31"S and-45 DA.4)for Cmi orl B are satisfied,if tlI*toed cat*i ialbne of 94*won 1606 21 of She IBC or ACI 318 Section 9.2 are used arra the roquir>mdrils of ACI 310-11 0.4.3(ACI 318-08 and-05 0.4.41 der GonaBon A an smstled,the appropnatje value of 00 must be delermeted in accordance with ACI 318.11 D.4.3(ACI 318.08 and-05 0.4.41.It the load oambinalians of ACI 31 R A twndix C ere w;i4a,the earl;p We vattse of iA.mu61 t*delemnhed in accorganea r,1th ACI 311$11 DA 4{ACI 318-06"-0513A.51, I 'fro nalatim in pammnasls is for:nc 2005 INC I ''Tl a tabiAaled vakre of*A.appie9 if the kmd wmltinaliwe of Section 1805.2 4f the 15C or ACf 310 Section 9-2 are used.If fha brad cavnhlnalhlna a ACI 313 Appandx C afe trcd,the appropriate value of 10q mtmt be 4alwminad In actardance with ACI 318-11 11.4 4 IACI 310 408 and 06 0.4-5X Condipan 8, TABLE S—EXAMPLE ALLOWABLE STRESS DESIGN VALUES FOR ILLUSTRATTK PURPOE£.3'�'sszai Nommiml Mchn. Embednunl nth, Etfe.hve Embedmentfle Awable Tanslon Load, Drarrwter, h..,.010 D"th,hr411c] o k/of(Ibl) I d.fin. 14 211" 2 1,330 le, 2'14r 2 1,000 Orr 3'fr 2% 3,004 II-cr31: 1 inch=25Anvn,fl4t(=1.356N-m, 1ld=445H. I 'Sr jo&%her w41 6481k:lNneiori bad only Coni:Wm dctarmincd to ranaut uncracAed for inn We of the antmorag■ 'Load com bnaton from ACI 318 Section 92 Ira seinvc badrngl r►ith 0..0.75,44, 0.65,and 0-0.66- `,V%deed Iood and 70%lhro l)art C4rilroilhg load wrkwetion i5 1 2D•I AL `Cakdlaecn of a basod on warlhlad y wagw a a OX1.2 4 0.T'1 6= t All r fr•2.500 psi Im"al wdr}fl concm4e] "h2fr. I 'Verl,es eft lot C god tion S.euppt m"Oltlry rei00teMerit in MX001ervice v.,Irt ACI 316-11 D 4 3(ACI 318-CO and-05 DA.4)is rbt ptrvrided I 1 I J `I - i 57 of 116 i r_1 American SUBMITTAL 1Jam1Wdj*ff '1 " 1 "-1 � 1 � I I TECHNICAL DATA EPDM GASKET ' i � t _ I t _ 1 _ t _1 _1 _1 .1 r_I � J _t `1 Project Manager& Submittal Preparation: JJ Masiwemai � J 58of116 J J ii L i' fi 1 -, - - - ,�- i 4444 Homestead Road ® Houston,Texas 77028 Q 800.231.7116(Toll-Free) 80N M�.4673(Fax) ' texcelrubber,com f Commercial EPDM Sheet •�• General Properties and Applications The best commercial-grade EPDM sheet for ozone and sunlight resistance. Recommended for higher temperature applications. Note: • Not recommended for applications in which oil resistance is necessary. TECHNICAL DATA Durometer 60 +/-5 Color Black Temperature -20OF to +212'F _ Tensile Strength 800 psi Elongation 300% Specifications ASTM D2000-M1-BA605 • IIIIIIII ► LB Width Gauge Part Number Ln. •o •oLbs./Roll the _ P M 2- 6 1 '.6 9 _ J 36" — — �s' ..-_�_ EPDM-4-36_ T - _ 50' �16.6 , _ 137 ` 5 !/a• EPDM-8-36 50' 16.6 273 48" EPDM-4-48 _ 50' _ _ 22.2 _ 182 1/a' EPDM-8-48 50' 22.2 364 - 59 of 116 051517 I-�l 1. 1 .1 ., i ,; S t i American SUBMITTAL rJat♦wor - 1 "-1 � 1 ` I � I ] TECHNICAL DATA SEALANT (typical sealant used) ] 1 _ 1 _ 1 . I _J 1 IA —1 Project Manager&Submittal Preparation: JJ Masiwemai A J 60 of 116 1 29 o' Product Description:Moistop Sealant is a polyurethane,one Shelf Lice:Moistop Sealant will exhibit a twelve(12)month shelf life component,moisture-curing,non-sag,gun-grade elastomeric sealant. when stored at temperatures not exceeding 80'F Sisa:Moistop Sealant is available in 10.1 fl.oz.(300 ml)cartridges. Availability:The Fortifiber Building Systents Groupk products are Sausage packs available upon request,20 fl.oz.(600 ml).CAweroge distributed nationwide.For product information and pricing,please call should he approximately 10.9 lnJL per t0.1 o7_in the recommended a Fortifiber distributor near you.If you need assistance Inciting a 3/8"bead application. participating distributor,please call our Customer Service Department at Apptlealile Standards:ASTM C-920 Type S,Grade NS, 1-800-773-4777. Class 25,Use-NT,Use-A,Use-M,Use-G,Use-O precautions:IF THIS PRODUCT IS USED IN DIRECT AAMA 808.3-92(Exterior Perimeter Sealing Compound) CONTACT WITH ANY OTHER SEALANT OR ELASTOMER,A COMPATIBILITY'TEST MUST BE CONDUCTED BY Limitations:Not recommended for unprimed masonry joints that will PURCHASER OR USER,PRIOR TO ACCEPTANCE.MOISTOP be subjected to continuous water immersion;joints that are SEALANT IS NOT COMPATIBLE WITH OXIME CONTAINING contaminated with grease,wix,corrosion or cement laitance; SILICONE SEALANTS.The suitability of this product,for each horizontal joints in flour or decks where phriical ahme is encountered; intended use,must be determined by the purchaser prior to acceptance. special architectural finishes without proper testing. Avoid skin contact.On contact,uncured sealant could cause irritation to Application Limitations:Moistop Sealant must not be applied to the skin and rye.In the sue of eye contact,flush immediately with frost-hon ing surfaces if temperatures will be below freeing for more warns water for at least I s minutes and troll a physician.For skin contact, than:24 hours."Hurling techniques using solvents or soapy solutions are remove with a Iwlwr towel.If swallowed,do not induce vomiting;call a not recommended.All surfaces must be evaluated for adhesion prior to p hy%ieian.This Product is manufactured for industrial use only.Refer to product acceptance. Material Safety Data Sheet(.MSDS)on the companyl;websitc at www.foniftl:er co:n for further information.For medical C111 rgcncy Call printing:it is expected that Moistop Sealant will adhere and perform Chem Trec I-800-424-9300. in uncontaminated joints with most common construction substrotcI Substrates include but are not limited to concrete,marble,granite, Fortifilrer Warranty:Fortifiber Corporation warrants that its produces anodized aluminum,mill finished almninum,galvanized surfaces,glass, Are in complimtce with their published specificatiom and are free from lil:crglass reinforced plastic(FRP),wood,painted aluminum,Kynar, defects in materials and workmanship for a period of two years from the and polysinyl chloride(PVC).Duc to die vast numbers and types of date of purrhase.'I'his u-in:mty does not apply to loss due to abuse. j surface coatings and treatments available,the Fortifibcr Building Material found to he defective will he replaced at no charge try Forifibirr, Svstems Group recuutmends pre-testing Moistop Sealant o r he liable for any ocher n the but in no event shall Iortifilx arsts or damages surface in question. including any labor costs. All surfaces should be pre-tested with Nloistop Sealant to determine if THIS EXPRESS WARRANTY IS GIVEN N LIEU OF AND cleaning still be necessary to remove surface contamination.In the case EXCLUDES ALL OTIIER EXPRESS OR IMPLIED nl'some exotic coatings,,priming or other surface treatment may be WARRANTIES,INCLUDING BU 'NOT LIMiTIiD TO THE 1 necessary. IMPLIED WARRAKII S OF MERCHANT ABiLM AND FITNESS FOR A PARTICULAR PURPOSE, Fortifiber's sole Pre-test for Adhesion:Pre-test for adhesion is intended to eliminate obligations under this warranty are as act fifth herein.In no event shall potential field problems by testing Moistup Sealant will,sanq:les of Fortifiber be liable for any lost revcrure or profits,direct,indirect, building materials on which it will be applied.This testing will aid in special,incidental or consequential damages of any kind. determining the proper surface preparation method and effective solvents for cleaning prior to application.Sealant compatibility testing This 11ty when may he eligible for Fowit hother's r Fortifiber 10 year is not required for Fortif:lae's full(me of flashing pnxlucts and warranty when used in conjunction with other arr2ntl.h products. weather-resistive barriers. Please sec our wcbsitc at wwsv.fnnifibcccom/warrang:hnn for details. 1 TRblc I-Pbyskal POwperties Peel Adhesion: 15 pli minimum ASTM C-794 Tensile Maximum: 300%psi(2.07 N/mm') ASTM,D-412 Elongation: 700-800%(81%recovery) ASTM D-412 ` Sag: None ASTM C-639 Hardness: 30-50 ASTM C-661 ` Service Temperature -40"to 150"F — Range: (-40'C to 65.6°C) 1 Water Resistance: Passes AAMA 800 Y Skin Time: 1-2 hours @ 75"F(23.89"C); — 50%R.H. Cure Time: 24-48 hours 1/4"(6.34 mm)diam.bead @ 75'F(23.89'C);50%R.H. AIIPICUrf Fortifiber Building Systems Group ACC11LC Fti 1�" Bildi G AUNUb1C IOrtaf Protecting Your World from the E!e»reutsa ne:octntfoe Cali 1-800-773-47770r 11-775-333-6400for sales and technical assistance.on the Internet visit www.fortifiber.com. r 0 2011 For tifiber Building Systems Group Fonlaber'•Jumbo Tex',Moistop'Solant ptaeabng Yaw Wbfld from the moments'and WeathesSmart-are trademarks of Fortifiber Corp.atinn.10111 �� 1 ' ��; 'C ,r 'I .. �- ,� :! NOISTOP'l The primary cause of water intrusion into a commercial or residential building is the lack of properly integrated flashing around windows, doors and other fenestrations.The cost of these repairs and potential , exposure to litigation can be staggering,particularly when water leakage leads to problems with mold and mildew. To prevent water leaks,windows must be installed with a sealant that is compatible with all the different components that must work together. This has been validated through Delivers excellent extensive third party ASTM testing, as well as field verification of 1 adhesion, compatibility, individual system components by the .a durability and moisture Fortifiber Building Systems Group®. The results of these tests leave no resistance to prevent water doubt that the proper selection and installation of J leaks and the expensive sealant sealant and flashing are essential to the callbacks they cause. l! elimination of water leaks through windows and 1 doors. Completely Compatible,Moisture Resistant Sealant Moistop Sealant is a quality polyurethane sealant that is designed to be compatible with virtually all building materials,as well as wood,vinyl and aluminum flanges, Jumbo Tex®building paper,WeatherSmart"and all Fortifiber flashings.It is the STRONG,FLEXIBLE AND most logical choice for window and door installations and a variety of other building DURABLE 1 applications.Moistop Sealant delivers excellent adhesion,compatibility,durability and moisture resistance to prevent water leaks and the expensive callbacks they cause. ADHERES TO MOST SURFACES Exceeding ASI'M C-920 and AAMA 808.3-92(Exterior Perimeter Sealing Low VOC FORMULATION Compounds)standards,Moistop Sealant makes it easy to get extraordinary results , PAINTABLE from an ordinary caulking gun.A continuous bead on the window nail flange gives I( long lasting protection against moisture infiltration.And even though Moistop 0 PART OF A COMPLETE Sealant is tough enough to repair torn vapor barriers,it is smooth enough to take MOISTURE CONTROL SYSTEM paint in visible application areas. Part of a Complete Moisture Control Solution Moistop Sealant,combined with the extensive line of Fortifiber flashing products— integrated with a Jumbo Tex or WeatherSmart weather-resistive barrier—forms a comprehensive weatherization system that protects homes and buildings against moisture intrusion problems.Designed through the use of building science and ` perfected in the field,this is the only complete moisture control system available in the industry from a single source. Moistop Sealant is a product distributed by the Fortifiber Building Systems Group. With more than a seventy-year history of proven performance,technical expertise and practical know-how,the company has become a trusted partner to builders, gg architects and code officials. - 1 62of 1.1-6_ - - - ��-u , _ �_ _��____ - � _ z- , _ . . , - , , � i " American ] SUBMITTAL 1qanWjffj*s � 1 _ 1 fl _ I _ 1 _ POPULAR COLOR CHOICES ] (Black, White and Rideau Brown are standard and included within estimate) 1 ] . J _J . 1 ._I f Project Manager&Submittal Preparation:A Masiwemai J 63 of 116 Z O Wa w U VC . w CL O 0 U H U W LL LL Q VJ - J_ Z 0 0 z 0 U • Jz Ox J V = T) i J • u a z Z . . Z J ° 3 w LL F N W m 0 w O .� J O I U � M W o �- C 2 � J 64 of 116 ' — Ir : dC ■ 1NMI 0 arm :;m"77-w-m-a- • No i 1 ' ■ ■ ' ■ 7 1 � 1 American SUBMITTAL rJai1Wdj*s WARRANTY LETTER (This is just a sample) Project Manager&Submittal Preparation: JJ Masiwemai 65 of 116 y � i - � American 19 C Warranty Form for Aluminum Railings PROJECT: Centennial Park LOCATION: 17231 67th Ave NE,Arlington,WA 98223 GC: Exxel Pacific Work completed: Supply and install powder-coated aluminum guard rails to decks. Combination of perforated panels and stainless cable infill panels. American Railworks LLC standard railing products are warrante eet and exceed 2012 IBC International Building Code. American Railworks LLC does hereby warrant that all terials furni nd all work l performed on powder-coated aluminum guardrails will e from defe a to d ive materials for a term of two(2)years from the dat omp f All work and labor performed will be free fr efects o ins on period of two(2) years from the date of completion. 1 Powder-coat finish carries a five(5)yea a aga hipping or peeling,from 1 manufacturer. FOR insists on stainless st a .Th a risk of bi-metallic corrosion occurring between two dis etals su s a um stainless steel.This warranty is ! limited with respect to this the ners ions. Warranty comme the finish ate o ation ( ).If any of the work is found to ' be defective Railw orreet i in 45 s of receipt of written notice from the building owner or ar ect site cation. The owner shall give notice promptly after discov ny warr ite Americ C remedy any defects appearing during the warranty period,which are due to It oor workmanship,or other nonconformity with or omission from _ 1 the contract documents. 1 Nothing in the abo be deemed to apply to work or to materials that have been abused or neglected by the Owner, or to damage due to vandalism,or any other causes outside the realm of normal wear. This warranty excludes any latent defects caused by the manufacturer. _ 1 j Maintenance&cleaning: Use water and mild detergents(no thinners, acetones, or like products). _ 1 . 1 _ 1 66 of 116 American SUBMITTAL lqailWdkks ENGINEERING Engineering: Longitude 120 67 of 116 LONGITUDE ONE TWENTY° ENGINEERING&DESIGN Structural Package for GuardRall Design Centennial Park 17231 67h A ve NE Arlington, WA 98223 Project no: S200508-4 May 112020 r ■ r STRUCTURAL ENGINEER L120 ENGINEERING & DESIGN 13150 91 ST PL NE [SUBMITTAL EE BACK OF THE KIRKLAND, WA 98034 ACKAGE FOR CONTACT: MANS THURFJELL, PE UPPLIMENTARY ARW PHONE: (206) 790-9502 - COMPONENTS EMAIL: MTHURFJELL a@i Ll20ENGINEERING.COM 68 of 116 L / PROJECT • • i S200508-4 Page 1 PROJECT Centennial Park LONGITUDE SUBJECT GuardRail Design ONE TWENTY° MRT 05 / 18 / 20 ENGINEERING&DESIGN BY DATE _ Centennial Park-Picket GuardRail Design 17231 67th Ave NE Arl i ngton,WA 98223 1. Design Codes: IBC 2015, ASCE7-10, ACI 318-14, ADM 2015 2. GuardRail Design Loading: p=50 Ib/ft or P=200 lb in any direction on top rail p=50 lb on an area not to exceed 12"x12" on fillers 3. GuardRail Components Material and Sectional Properties: a. Juliette Balconies /Window Guards Component Material Area Ix(in4) Sx(in3) ly(in4) Sy(in3) Top Rail 6061-T6 7 1.241 0.3598 0.7978 2.49"x1.93"x0.06" readLoaf Tube Post 6061-T6 0.938 0.552 0.552 0.552 0.552 2.0"x2.0"x0.125" Bottom Rail 6061-T6 0.719 0.17 0.227 0.031 0.082 1.5"x0.75"x0.125" Uhannel + I ube Infill Pickets 6061-T6 0.140 0.006 0.020 0.006 0.020 5/8"x5/8"x0.0625" L120 ENGINEERING&DESIGN 69 of 116 PROJECT • • LS2005083-4 Page 2 PROJECT Centennial Park LONGITUDE SUBJECT GuardRail Design 1 ONE TWENTYO MRT 05 / 18 / 20 ENGINEERING&DESIGN BY _ DATE `j b. Fascia-Mounted Decks, Landings and Elevated Walkways GuardRails: 1 Component Material Area Ix in4 Sx in3 I in4 S in3 Top Rail 6061-T6 0.553 0.2584 0.2458 0.4658 0.3749 2.49"x1.93"x0.06" read Loaf Post 6061-T6 0.938 0.552 0.552 0.552 0.552 - � 2.0"x2.0"x0.125" Bottom Rail 6061-T6 0.344 0.109 0.145 0.017 0.033 II 1.5"x0.75"x0.125" >annel Infill Pickets 6061-T6 0.140 0.006 0.020 0.006 0.020 5/8"x5/8"x0.0625" 1 f 4. Strength of Material: - Table A.3.3 (Continued) 1 NOMINAL STRENGTHS OF WROUGHT ALUMINUM PRODUCTS THICKNESS Ft, Fly Ff.. F,y„. k, ALLOY TEMPER ASTM PRODUCT PECIFICATION, in. from to ksi ksi ksi ksi 4 1 6061 T6,T6510,T6511 13221.extrusion All 38 35 24 11Q or 15® 1 . 1 -1 _ 1 . t � I w_I - L120 ENGINEERING&DESIGN ` � 70 of 116 hl 1 PROJECT NO. NO. S200508-4 Page 3 PROJECT Centennial Park LONGITUDE SUBJECT GuardRail Design ONE TWENTYO MRT 05 / 18 / 20 ENGINEERING&DESIGN BY DATE - Picket Top Rail (Reinforced) Sectional Properties: t" 7•>< yb M%FA'C) LOFT Tb� Rat I L QD1,1'1'1/1WUl GLt,� ]1 C�b�l l•�bJ 1 `9440 ' �• i i I Area (In-) Ybar(in) M.of lnertlax(In ) A* )bar AYbar(in) A*lA Ybar)` lix(In') Top Rail 0.5535 0 0.2548 0.0000 0.0000 0.0000 0.2548 Tube 0.688 0 0.105 0.0000 0.0000 0.0000 0.1050 1.2415 0.0000 0.3598 `j Ybar(in) = 0.0000 Area (In-) xbar(in) M.oT InertldY (In ) A* Mbar OXbar(In) A*�Xbar)` LlY(In ) Top Rail 0.5535 0 0.4658 0.0000 0.0000 0.0000 0.4658 Tube 0.688 0 0.332 0.0000 0.0000 0.0000 0.3320 1.2415 0.0000 0.7978 _ ! Xbar(in)= 0.0000 e L120 ENGINEERING&DESIGN J 71 of 116 i PROJECT • SHEET NO. S200508-4 Page 4 ? PROJECT Centennial Park LONGITUDE SUBJECT GuardRail Design ONE TWENTY° MRT 05 / 18 / 20 ENGINEERING&DESIGN BY DATE t Picket Bottom Channel (Reinforced) Lo - Sectional Properties: 0 0.233 O Lq j , o } o � o O I 04 LO fi CV � 4 LO N T CD Area In Ybar(in) • o ner la In A Mbar DYbar(in) A*(A Ybar) X In Bot Channel 0.344 0 0.109 0.0000 0.0000 0.0000 0.1090 Tube 0.375 0 0.061 0.0000 0.0000 0.0000 0.0610 0.719 0.0000 0.1700 Ybar(in) = 0.0000 Area In` Xbar In M. ot inertia In ► A* Xbar AXbar(in) A*(A Xbar y In Bot Channel 0.344 0.233 0.017 0.0802 -0.0415 0.0006 0.0176 Tube 0.375 0.3125 0.012 0.1172 0.0380 0.0005 0.0125 0.719 0.1973 0.0301 Xbar(in)= 0.2745 L120 ENGINEERING&DESIGN 72 of 116 PROJECT NO. NO. S200508-4 Page 5 i PROJECT Centennial Park LONGITUDE SUBJECT GuardRail Design ONE TWENTY° MRT 05 / 18 / 20 ENGINEERING&DESIGN BY DATE Juliette Balconies / Window Guards Anchor Bolt Design: 3' Mln EMBED INT❑ GASKET EPDM WOOD STRUCTURE GAS Pv = 260 Ibs 7 1/4' M❑UNTIN = Ph = 200 Ibs PLATE _ e = 6" _ JULIET SLIDER DOOR FRAME MAX - 4 Connections total, each connection force: SIDING Conn Forces T = 200#/ 4 = 50 # _ V = 260#/4 = 65 # M = 65# x6" = 390fl #" Each Bolt Force T = 50#/4 + 390#"/3"/2 = 78 # V = 65#/ 4 = 17 # x6f Gor6 ized s Wood Lag Screw: Hot Dipped Galvanized 3/8" dia with 3" min. (all threaded) embed into DF beam. Withdrawal Design Value Wa = 305 #/" x 1.6 x 3" = 1464 # > T, o.k. Shear Design Value Za = 280 # x 1.6 = 448 # > V, o.k. Jj L120 ENGINEERING&DESIGN r- 1 __� 73 of 116 _ - - ._-ram_ _ _.. � _ . - - PROJECT NO. SHEET NO. S200508-4 Page 6 PROJECT Centennial Park 3 LONGITUDE SUBJECT GuardRail Design ONE TWENTY° MRT 05 / 18 / 20 ENGINEERING&DESIGN BY DATE ] Fascia-Mounted Decks. Landings and Elevated Walkways GuardRails: - ) Anchor Bolt Design: Pv Pv = 20 Ibs Ph = 200 Ibs _ Ph = 200 lb � h 1 = 48" h2 = 4" e = 2"/2 + 1/2" + 5/8" =2 1/8" �► T N Anchor Moment M = Pv(e) + Ph (h1 + h2/2) = 20 x 2.125 + 200x (48+4/2) 7 C ] = 10043 #" ] Anchor Forces T = [Pv (e) + Ph (h1+h2)] / h2 ] = 2606 # V Anchor Forces C = T - Ph = 2406 # 1 Each Bolt Force T = T/ 2 = 1303 # 42" MIN V = Pv / 4 = 5 # finish height f from deck sur 'ace 36" MAX Wood Lag Screw: Hot Dipped Galvanized 3/8" dia with 4" min. (all from bottom channel to threaded) embed into DF beam. flashing Withdrawal Design Value Wa = 305 #/" x 1.6 x 4" = 1950 # > T, o.k. Shear Design Value Za = 280 # x 1.6 = 448 # > V, o.k. �1/ MOUNTING PLATE 4° MIN EMBED INTO _ i' EPDM GASKET WOOD STRUCTURE ASCIA BOARD L120 ENGINEERING&DESIGN �a 74 of 116 PROJECT • NO. S200508-4 Page 7 PROJECT Centennial Park LONGITUDE SUBJECT GuardRail Design ONE TWENTY° MRT 05 / 18 / 20 ENGINEERING&DESIGN BY DATE Top Rail Anchor Bolt Design: Ph = 200 Ibs Each Bolt Force: V = Ph / 2 = 100 # aC TOP CHANNEL CLIP STANDARD OR OFFSET (SEE BELOW) 31' MAX FROM POST TO WALL OR COLUMN BOTTOM CF Wood Lag Screw: Hot Dipped Galvanized 1/4" dia with 1" min. (all threaded) embed into DF beam. Shear Design Value Za = 210 #x 1.6 = 336 # > V, o.k. 00000 L120 ENGINEERING&DESIGN 75 of 116 PROJECT • • S200508-4 Page 8 PROJECT Centennial Park LONGITUDE SUBJECT Guard Rail Design ONE TWENTY° MRT 05 / 18 / 20 ENGINEERING&DESIGN BY DATE I F�1 Top Mounted Stair Guardrail Anchor Bolt Design Forces: Pv - Pv = 100 Ibs Ph = 200 Ibs Ph = 200 lb M = 200 Ibs x 3.5' = 700 #-ft 0 CV Anchor Forces Tension: T = 700#-ft x12 /4" /2 = 1050 # M Shear: V = 200#/4 = 50 # V C _ 1 _ .I A i Wood Lag Screw: Hot Dipped Galvanized 3/8" dia with 4" min. (all ` threaded) embed into DF beam. Withdrawal Design Value Wa = 305 #/" x 1.6 x 4" = 1950 # > T, o.k. Shear Design Value Za = 280 #x 1.6 = 448 # > V, o.k. 1/2" x 6" x 6" PLATE w/ (4) 3/8" LAG SCREWS X 6" .A di L120 ENGINEERING&DESIGN 76 of 116 PROJECT NO. SHEET NO. S200508-4 Page 9 PROJECT Centennial Park LONGITUDE SUBJECT _ GuardRail Design ONE TWENTY° MRT 05 / 18 / 20 ENGINEERING&DESIGN BY DATE Welding Design: 1. Top Rail to Post Welding: Apply Forces: V = 200 # Allowable Shear Capacity of 3/16" weld: Va = 17ksi x 2 x 2" x 0.707 x 3/16" / (1 .95x1.2) x 1000 Va = 3850 # > V O.K. 3 /16 "FILLET WELD AROUND TWO EXTERIOR SIDES OF POST 2. Post to Mounting Plate Welding: Apply Forces: Pv = 20 Ibs Ph = 200 # M = 10043 #" Allowable Shear Capacity of 3/16" weld: Va = 17ksi x 2 x 6" x 0.707 x 3/16" / (1.95x1.2) x 1000 CO Va = 11550 # > Pv + Ph O.K. Ma = 17ksi x 2 x 0.707 x 3/16" x 1/6 x 62/ (1.95x1.2) x 1000 Ma = 11,558 # " Combined Force (Pv+Ph)/Va + M/Ma = 0.89 < 1.0 O.K. 3 / 16 FILLET WELD AROUND TWO EXTERIOR SIDES OF POST L120 ENGINEERING&DESIGN 77 of 116 i� PROJECT NO. NO. S200508-4 Page 10 .� PROJECT Centennial Park LONGITUDE SUBJECT _ GuardRail Design ONE TWENTY° MRT 05 / 18 / 20 ENGINEERING&DESIGN BY DATE Welding Design: 3. Post to Top Mounting Plate Welding: Apply Forces: Ph = 200 Ibs M = 200 # x42" = 8400 #" Base Metal (6061-T6): Ra = 0.6 x 24 ksi / 1.95 = 7.38 ksi �- Weld Metal (5356): Ra = 0.6(0.85 x 35 ksi) / 1.95 = 9.15 ksi Allowable Shear Capacity of 1/4" weld: Va = 7.38ksi x 4 x 2.0" x 0.707 x 1/4" x 1000 Va = 10,435 # > Ph O.K. f Ma = 7.38ksi x (2.0" x 2.0"+2.02/3) x 0.707 x 1.5 x 1/4" x 1000 Ma = 10,435 # Combined Force -1 4 ' (Ph)/Va + M/Ma = 0.82 < 1.0 O.K. L120 ENGINEERING&DESIGN 78 of 116 i Y Page 11 ti Z X 1 . 7 J J J J J J J L120 Engineering SK- 1 J CentennialPark-Juliette Balcony May 18, 2020 at 9:14 PM Centennial Park-PicketGuardRail .. J 79 of 116 i r�1 � t Y Page 12 "1 z x r �25 1 u, 04 x °aa�°afx N T46° O U I LO N CO 15 - ) o � 012� 04 SxO,s x _l 5 �2 �J L120 Engineering SK-2 ` CentennialPark-Juliette Balcony May 18, 2020 at 9:15 PM 1 Centennial Park-PicketGuardRail .. `i 80 of 116 Y A� Page 13 Z X e�yo G0 _ 1 "-1 1 0 Rd�r I x -I U d OeG"o� G° G : l �Oflc CO ee\\01'� G r _-1 __I _.1 L120 Engineering SK-3 CentennialPark-Juliette Balcony May 18, 2020 at 9:15 PM ` J Centennial Park-PicketGuardRail .. J 81 of 116 i r-} Y 1 Page 14 0 Z X 6 1 "-1 1 00 96 IINI 00 : l 1 _ 1 �J ._J �I :J Member Length (in) Displayed �J L120 Engineering SK-4 '<J CentennialPark-Juliette Balcony May 18, 2020 at 9:16 PM Centennial Park-PicketGuardRail .. J 82 of 116 P � Y Page 15 >i�� Z X � I -2001b 1 ) 77777 1 _ 1 ) ! c� � l ! Loads: BLC 2, LL1 L120 Engineering SK-5 ! CentennialPark-Juliette Balcony May 18, 2020 at 9:16 PM Centennial Park-PicketGuardRail ... ` 83 of 116 Y T Page 16 x Z X t,1 � i i j2001b - 1 _ i 7 � c i < 1 � 1 ._I Loads: BLC 3, LL2 L120 Engineering SK-6 I CentennialPark-Juliette Balcony May 18, 2020 at 9:16 PM Centennial Park-PicketGuardRail -. J 84 of 116 Y Page 17 i Z wk�•X 2001b r, 7-171 - i i i i 1 _1 �l �l .-I -� Loads: BLC 4, LL3 L120 Engineering SK-7 CentennialPark-Juliette Balcony May 18, 2020 at 9:17 PM Centennial Park-PicketGuardRail ... 85 of 116 i Y Page 18 1 Z X F-� � f rl " 1 l 8 17 17 IA 81 �4 k( O 77777 9 1 . f J � 1 _ J _J Loads: BLC 5, LL4 f L120 Engineering SK-8 Centennial Park-Juliette Balcony May 18, 2020 at 9:17 PM Centennial Park-PicketGuardRail ... w_f `' 86 of 116 Y Page 19 >�- Z X . I _ 1 1 fi I I 501 I _ 1 _ I � I _ I � J � l Loads: BLC 6, LL5 L120 Engineering SK-9 CentennialPark-Juliette Balcony May 18, 2020 at 9:17 PM ` Centennial Park-PicketGuardRail .. 87 of 116 Y Page 20 - 1 r ) z x �1 611 - 1 I ' 1 _ l , - of l --1 _1 w1 Loads: BLC 7, LL6 ` L120 Engineering SK- 10 CentennialPark-Juliette Balcony May 18, 2020 at 9:17 PM Centennial Park-PicketGuardRail ... �� 88 of 116 a i Y Page 21 Z X 50lb/ft 77777 c c i � 1 Loads: BLC 8, LL7 L120 Engineering SK- 11 CentennialPark-Juliette Balcony May 18, 2020 at 9:18 PM Centennial Park-PicketGuardRail ... 89 of 116 Company L120 Engineering May 18,2020 IIRISA Designer 9:18 PM Job Number ChecAagq:22 Model Name CentennialPark-Juliette Balcony 1 Aluminum Properties iLabel E fksiTherm .. i .L.-Table B.4 kt Ftulk 1j [ksi] Fcy[k ' *W Qt 1 003-H14 10100 13787.5 1.3 .173 Table B.. 1 19 T 16 13 1 12 141 2 606 1-T6 10100 3787-5 3 1. .173 Table B.. 1 35 35 24 141 6063-T5 10100 3787.5 1.3 .173 Table B.. 1 22 16 16 13 141 4 6063-T6 10100 3787. 1. .173 Table B.. 1 30 25 25 19 141 5 5 52-H34 10200 3787_ 3 1. .173 Table B.. 1 34 26 24 20 141 1L 6 1 6061-T6A10100 78 5 1_ .173 ITable B..j 1 4 15 15 15 141 1 Aluminum Section Sets 1 Lab Shai3a Tvoe Desion 'n4 1 ToD Rail I Breadloaf+Tube Beam Rectan ularTub.. 6061-T6 T ical 1.241 j6 .798 .5-76 j2 P RT2 2X .125 Column IRectan ularTub.. 1-T i 52 .552 .824 Bottom Rail PotRaill.50.75IReinforcec Beam Rectangular Tub.. 6061-T6 T pic I .719 .03 .17 .092 4 Pi 0. x i VBrace IRectangularTub.. 1-T jyqj I .141 08 08 .01 1 5 -Connneebon' RT2X2X0.125 HBrace IRectangularTub.. 6061-16 �( i al .938 .552 .552 .824 Basic Load Cases BLQ crip 4 rv' Y Grv' Gv' _dAreaaMe., rf 0.0atoffall]_i e � 1 DL None -1 2 LL1 None 1 3 LL2 None 1 1 4 LL3 None 1 5 1-1-4 None 4 6 1-1-5 None 1 I 7 LL6 None 1 8 LL7 None 1 Load Combinations L C ..BLCFact... 1 DL+LL1 Yes Y 1 1 2 1 2 DL+LL2 Yes Y 1 1 3 1 3 DL+LL3 Yes Y 1 1 4 1 4 DL+LL4 Yes Y 1 1 5 1 5 DL+LL5 Yes Y 1 1 6 1 6 DL+LL6 Yes Y 1 1 1 7 1 7 _ DL+LL7 Iyesl Y 1 11 1 1 1 8 1 1 1 . 1 _ i _ 1 _ 1 i RISA-31D Version 17.0.4 [CA...\...\...\...\...\...\...\Centennial Park-PicketGuardRail_JulietteBalcony.r3d] Pagel 90 of 116 Y Y Code Check F!a (RV) (RV Calc i > 1.0 .90-1.0 Z X _ .75-.90 .50-.75 0� 0.-.50 1 -1 1 o N T 88 0 0 O o CD 1 0 0 0 0 j C? o o 00OD ) _ t p `? � Op f� . CO 1 0 0 o 0 j o 0 0 0 0 0 o o 0 r C N 9 0 7777-1 _ 1 ) t p6 . 1 _ 1 Member Code Checks Displayed (Enveloped) Envelope Only Solution L120 Engineering SK- 12 ` 1 CentennialPark-Juliette Balcony May 18, 2020 at 9:18 PM gg Centennial Park-PicketGuardRail ... 1 �l 91 of 116 Beam: M2 Page 24 Shape: Breadloaf+Tube 1.203 at 48 in Material: 6061-T6 -.003 at 0 in Length: 96 in Dy - - in I Joint: N41 J Joint: N3 Envelope -.632 at 48 in Dz in Code Check: 0.881 (LC 2) 0 at 96 in Report Based On 97 Sections 112.845 at 4 in 99.99 at 49 in A - lb V I lb Vz 71 Ib -112.845 at 92 in -167.844 at 0 in Oat8in Mz _ - — _ _ lb- My lb-ft Ib- -.002 at 8 in -419.455 at 48 in -381.757 at 48 in 12.287 at 48 in 7.855 at 48 in fa ksi f(y) ksi f(z) ksi WO -7.855 at 48 in -12.287 at 48 in AA ADMI-15:ASD -Building Code Check Max Bending Check 0.881 (LC 2)ax Shear Check 0.065(z) (LC 7pax Defl Ratio L/2665 Location 48 in Location 0 in Location 50 in Equation HA-1 Span 1 Slender. Slender. Gov y-y z-z Limit Ratio Eqn Lb 96 in 96 in XI X2 4 KL/r 178.29 119.732 Pnt/om 24183.59 lb D.2-3 L Comp Top 96 in Pnc/om 2004.817 lb 65.7 178.3 E.2-11 L Comp Bot 96 in Mny/om 455.986 lb-ft B.5.4.2 Torque Length 96 in Mnz/om 777.225lb-ft B.5.4.2 Taub 1 Vny/om 3402.981 lb 0 0 39.5 G.1-1 Cb 1.136 Vnz/om 2584.615lb 35.3 63.2 30.2 G.1-1 _ 1 . 1 _ 1 92 of 116 VBrace: M18 i age 25 Shape: 0.625x0.0625Picket 1.19 at 48 in Material: 6061-T6 Length: 48 in I Joint: N17 Dy in J Joint: N18 Envelope Code Check: 0.376 (LC 4) Dz in Report Based On 97 Sections 0 at 0 in 1.135 at 0 in 8.5 at 24 in A Ib Y V - --- Ib Vz I - - Ib I - -12.265 at 48 in -8.5 at 0 in My lb-ft at 0 in T Ib- Mz Ib- fi Isier -.206 at 0 in -17 at 24 in j 7.969 at 24 in j .008 at o in fa ksi f(y) ksi f(z) ksi 1 -.087 at 48 in j -7.969 at 24 in j - AA ADM1-15:ASD - Building Code Check -- Pu was ignored in the calculation of the unity check-- - Max Bending Check 0.376 (LC 4) Max Shear Check 0.014(z) (LC 2) Location 24 in Location 0 in 7 Equation H.1-1 Max Defi Ratio L/10000 Slender. Slender. Gov y-y z-z j Limit Ratio Eqn Lb 48 in 48 in XI X2 X KL/r 201.514 201.514 Pnt/om 2747.692 Ib D.2-3 L Comp Top 48 in Pnc/om 178.305 Ib 65.7 201.5 E.2-1 L Comp Bot 48 in Mny/om 45.253 Ib-ft B.5.4.2 Torque Length 48 in Mnz/om 43.723 Ib-ft B.5.4.2 Tau-b 1 Vny/om 676.1351b 0 0 7.9 G.1-1 Cb 1 Vnz/om 676.1351b 35.3 63.2 7.9 G.1-1 93 of 116 Beam: M3 Page 26 1 Shape: BotRai11.5x0.75Reinfo iced 0 at 0 in -.003 at 0 in Material: 6061-T6 Dy - in Dz 7 in Length: 96 in I Joint: N39 1 J Joint: N1 Envelope Code Check: 0.295 (LC 5) -.595 at 48 in -.632 at 48 in Report Based On 97 Sections 24.995 at 44 in 11.564 at 44 in A Ib Vy Ib Vz `� Ib _ -11.564 at 52 in -24.995 at 49 in Oat92in Mz Ib- 11V 15.605 at 48 in T - Ib- M 0at4in y Ib- ft -90.348 at 48 in 4.783 at 48 in 2.341 at 48 in fa — - ksi f(y) ksi f(z) ksi " -2.341 at 48 in -4.783 at 48 in AA ADM1-15:ASD -Building Code Check Max Bending Check 0.295 (LC 6)ax Shear Check 0.010 (z) (LC 6Vax Defl Ratio L/2656 Location 48 in Location 44 in Location 50 in Equation H.1-1 Span 1 Slender. Slender. Gov y-y z-z Limit Ratio Eqn Lb 96 in 96 in XI X2 X KL/r 469.975 197.429 Pnt/om 14011.282 Ib D.2-3 L Comp Top 96 in Pnc/om 167.161 Ib 65.7 470 E.2-1 L Comp Bot 96 in Mny/om 141.414-lb-ft B.5.4.2 Torque Length 96 in Mnz/om 316.375lb-ft B.5.4.2 Taub 1 Vny/om 3461.5381b 0 0 10 GA.1 Cb 1.326 Vnz/om 1153.8461b 35.3 63.2 4 GA-1 94 of 116 a. ., i 71 ►n N N � C2 CEI rn c� ti d y.a Y N 'a N a C fn Ud �1 CD 7111 = 1 1 `° a 1 U J J � o C >- o a) > w C o N W N J L..1 .J 95 of 116 i r N C) M cz d m a It L � d ram+ Y o U a N �c N a I' f0 N c Y C c CD c ♦ SZ�'OXZXZl�I �a - }a�i�!dSZ90'OXSZ - � cc 401 QQj c� i SZ� OXZXZlb a a m 1 IV 1 SZ I,OXZXZl2j _1 ^h �1 lalO!dSZ90*Ox9z o _� ♦ ; ) x Z 'OXZXZi2� E O m a) o C r ' > w C o -� N W J 96 of 116 i r� N � M d o CO co U m a 0 N Y M � _ c P 1 Y CO U) U 1 YQO _ 1 19NOld 1 Y ] 'ISOd a � ) 18101d }sod �1 J 3910ld o 0 CO X ISOd kO J C o > w C o N W 97 of 116 r l Q cn a M 0) a d -1 0 o = c � yr Y � U 'a N Y N d C C U CD fn � ♦ 05 r �Cb 1 zt7 D OS a a ZV U J 05 J v c� - � Z17 U J ♦ 05 c a, X mO E C > wra J N G W N J 98 of 116 f �1 ►-� M N 0) �2 cri p m o = - � �+ Y IL N N d LO c c YC Cp c fn � ci ca "-1 _ j 1 U 'a m a U _ 1 �J J o K 00 C)- a) � —°) W C N N J W J 99 of 116 i N M CD a o � coco d 0 a N -� N a CO r _ c m = fn U 1 _ o � 1 0 N Y M a A c o N 0 J cn cvi X UO J — w o C o N J W 04 100 of 116 a) M O M a_ d � C, O 0 ao � 1 N �e N a ti m c c c �p c T1 . 1 c� � V Y o - 1 0 N C W� �.1 O M O _J E X UO co CL W N J W N J 101 of 116 i ' 0 M C v c M o � m O � CO yr Y m U O a N Y N d ti 1° 00 � c c 1� DD Q' 1 m 1 N Y U Y (0 a c _ 1 U ITT- _ � O X DO C- W O C N N -i W J 102 of 116 i LO cm M Co 0 a o � 00 y„� Y c U 0 a N N a ti f0 cc ca Q.' ld 7 Y U_ . � a Y a �v c CU _ 1 _ 1 _ J _ 1 L' o J J-i >. c U O CO p- a) 1 cm -o (D O C N N _l W J ` � 103of116 (0 cM cu O � d 2 N m O � 00 l U S 1 � 2 a O N Y N a O f� f0 c (U C U) U ZE 1 � d' 72 cu 3 1 � Y U IL ca a co 'c c c a� U _:3 O JU) � _, X DO V l cl a) °' c W O C N N J W J 104 of 116 r.� .� a ij Company L120 Engineering May 17,2020 11RISA Ce Designer h PM Job Number hcfiSgq:37 i Model Name : Centennial Park-Picket Guard Rail Aluminum Properties G i ityj..;Table B. kt Ftuiksil FtvrksflF 1 003-H14 10100 3787.5 .33 1.3 .173 ITable B.... 1 19 1 16 13 12 141 2 6 61-T 10 00 3787.5 3 1.3 .17 Table B... 38 35 35 24 141 3 6063-T5 10100 3787.5 .33 1.3 .173 ITable B.... 1 22 16 16 13 141 4 6 -T6 10100 7 7_ 1-3 173Table B.... 1 30 25 25 19 141 5 5052-H34 10200 3787.5 .33 1. .173 ITable B.... 1 34 26 24 20 141 6 1 606 -T6 W 1 10100 F3787.5 .33 1 1.3 1 .173 ITable B...1 1 1 24 15 15 15 141 1 Aluminum Section Sets terle fn21 Iia4 1 To Rail 2.49x1.93BreadLoaf Beam lRectangularTub.. 6061-T6 -Typical .55 .46 .258 .35 2 Post RT2X2X0.125 Column Rectangular Tub... 6061-T6 Typical 2 2 2 3 Bottom Rail BotRail1.5x.75 Beam CS Channel 6061-T6 Typical . 44 .017 .109 .002 I 4 Picket 0.625xO.O 25Picket VBraCe Rectangular Tub.., 6061-T6 Typical 1 1 i Basic Load Cases B C DesCriDtion Ca X Gra I Y Gravitv Z Gravity oint Pgin D_i rib e Area(Me.., Surta !aL Ili 1 DL None -1 2 LL1 None 1 3 LL2 None 1 None 1 I 5 LL4 None 4 6 LL5 None _ 1 7 1-1-6 None 1 Load Combinations sc' io c C F BLC Fact.,BLC ac..BLC Fac... 1 DL+LL1 Yes Y I 1 1 2 1 2 DL+LL2 Yes Y 1 1 3 1 3 DL+LL3 Yes Y 1 1 4 1 4 DL+LL4 Yes Y 1 1 5 1 5 . DL+LL5 Yes Y 1 1 6 1 _6 DL+LL6 Yes Y 1 ' 1 7 1 RISA-3D Version 17.0.4 [CA...\...\...\...\...\...\...\Centennial Park- PicketGuardRail.r3d] Page 1 105 of 116 U V ti O LO L A O � O ' U Z rntiLno aD La M Oil- 0- cy) m � O � 00 d yr Y � U O a N �c N a c I Y co ca P . l 1 co - � c) U � a 1P9, a W Vr o � `1 v ) , x 6 0' ) p L � � CD U c > w w cq N cq `� 106 of 116 Beam: M3 I'age 39 Shape: 2.49x1.93BreadLoaf 859 at 72 in Material: 6061-T6 .043 at 28.5 in ' Length: 144 in I Joint: N1 Dy — in J Joint: N26 Envelope -.119 at 72 in Code Check: 0.408 (LC 3) Dz in Report Based On 97 Sections 109.2 at 48 in 99.994 at 73.5 in A - - lb Vy �--� lb Vz I lb -109.2 at 96 in -99.994 at 69 in 63.855 at 96 in 28.03 at 96 in MY lb T lb-ft Mz Ib- -133.052 at 72 in -232.004 at 72 in 5.963 at 72 in 7.462 at 72 in fa ksi f(y) 40 ksi f(z) ksi -5.963 at 72 in -7.462 at 72 in AA ADM1-15:ASD -Building Code Check Max Bending Check 0.408 (LC D)ax Shear Check 0.042(y) (LC IlVax Defl Ratio U614 Location 48 in Location 48 in Location 87 in Equation H.1-1 Span 1 j Slender. Slender. Gov y-y z-z Limit Ratio Eqn Lb 144 in 144 in X1 X2 X KL/r 157.12 210.658 Pnt/om 10776.41 lb D.2-3 L Comp Top 144 in Pnc/om 639.917 lb 65.7 210.7 E.2-1 L Comp Bot 144 in Mny/om 574.766 Ib-ft- - B.5.4.2 Torque Length 144 in Mnz/om 327.4781b-ft B.5.4.2 Taub 1 Vny/om 2584.6151b 0 0 30.2 G.1-1 Cb 1.931 Vnz/om 3402.981 lb 35.3 63.2 39.5 G.1-1 107 of 116 Column: M1 age 40 Shape: RT2X2X0.125 .757 at 50 in Material: 6061-T6 Length: 50 in I Joint: N76 Dy in J Joint: N2 Envelope Dz in Code Check: 0.347 (LC 3) Report Based On 97 Sections 143.46 at 8.333 in .403 at 8.333 in Vz Ib Vy I b A Ib -85.17at0in 12.408 at 50 in 1 338.782 at 0 in 53.122 at 0 in ' T F --ij Ib-fi Mz Ibft - -.902 at 8.333 in My lb-ft at 8.333 in 1 7.365 at 0 in .153 at 8.333 in fa ksi f(y) ksi f(z) 200w ksi .013at50in bw -7.365 at 0 in - T AA ADM1-15:ASD -Building Code Check -- Pu was ignored in the calculation of the unity check-- Max Bending Check 0.347 (LC 3) Max Shear Check 0.088(z) (LC 2) Location 0 in Location 0 in j Equation H.1-1 Max Defl Ratio L/10000 Slender. Slender. Gov y-y z-z Limit Ratio Eqn Lb 50 in 50 in X1 X2 KL/r 65.178 65.178 Pnt/om 18278.974 lb D.2-3 L Comp Top 50 in Pnc/om 11302.205 lb 65.7 65.2 E.2-1 L Comp Bot 50 in Mny/om 975.758 lb-ft B.5.4.2 Torque Length 50 in Mnz/om 975.758lb-ft 6.5.4.2 Taub 1 Vny/om 5000lb 0 0 14 G.1-1 Cb 1 Vnz/om 5000lb 35.3 63.2 14 GA-1 j 108 of 116 Beam: M4 age 41 Shape: BotRail1.5x.75 0 at 0 in Material: 6061-T6 Dy - in 043 at 28.5 in Length: 48 in I Joint: N38 Dz in J Joint: N39 Envelope Code Check: 0.302 (LC 5) -.126 at 24 in -.043 at 23.5 in Report Based On 97 Sections 24.977 at 20 in L 9.334 at 20 in YA - Ib V _- -� - lb Vz lb I_ -10.073 at 28 in -25.021 at 24 in 1.154 at 4 in Mz Ib- 14V 4.658 at 24 in T - Ib-fi My � lb-ft at 44 in -3.285 at 40 in 47.803 at 24 in 3.947 at 24 in 1.7at24in IAL fa ksi f(y) 41111001. ksi f(z) ksi -1.199 at 40 in -3.947 at 24 in AA ADM1-15:ASD - Building Code Check Max Bending Check 0.302 (LC 19)ax Shear Check 0.011 (y) (LC 5QAax Defl Ratio L/3364 Location 24 in Location 24 in Location 26 in Equation H.1-1 Span 1 Slender. Slender. Gov y-y z-z Limit Ratio Eqn Lb 48 in 48 in U X2 ?I KL/r 215.922 85.272 Pnt/om 6703.591b D.2-3 Pnc/om 378.898 Ib 65.7 215.9 E.2-1 L Comp Top 48 in L Comp Bot 48 in Mny/om 87.187 lb-ft B.5.5.2 Torque Length 48 in Mnz/om 159.704lb-ft B.5.5.2 Taub 1 Vny/om 2307.6921b 0 0 10 GA-1 Cb 1.317 Vnz/om 2307.692lb 14.7 26.3 6 G.3.1 109 of 116 VBrace: M10 Page 42 Shape: 0.625x0.0625Picket .41 at 42 in Material: 6061-T6 Length: 42 in I Joint: N45 Dy in J Joint: N8 Envelope Code Check: 0.329 (LC 4) Dz in Report Based On 97 Sections 8.5 at 21 in -.078 at 0 in A Ib Vy Ib Vz Ib -10.242 at 42 in l_ ! -8.5at0in My lb-ft at 0 in T A� lb-ft Mz — lb-ft at 0 in -14.875 at 21 in 6.973 at 21 in 0at0in fa ksi f(y) ksi f(z) ksi j -.073 at 42 in j -6.973 at 21 in j AA ADM1-15:ASD - Building Code Check -- Pu was ignored in the calculation of the unity check-- Max Bending Check 0.329 (LC 4) Max Shear Check 0.051 (z) (LC 3) Location 21 in Location 0 in 1 Equation H.1-1 Max Defl Ratio L/10000 9 Slender. Slender. Gov y-y z-z J Limit Ratio Eqn Lb 42 in 42 in %1 %2 KL/r 176.325 176.325 Pnt/om 2747.692 Ib D.2-3 L Comp Top 42 in Pnc/om 232.888 Ib 65.7 176.3 E.2-1 L Comp Bot 42 in ` Mny/om 45.253 Ib-ft 13.5.4.2 Torque Length 42 in Mnz/om 44.321 Ib-ft 13.5.4.2 Taub 1 Vny/om 676.1351b 0 0 7.9 G.1-1 Cb 1 Vnz/om 676.135Ib 35.3 63.2 7.9 GA-1 ` � 110 of 116 r ii PROJECT NO. NO S200508-4 Page 43 PROJECT Centennial Park LONGITUDE SUBJECT - GuardRail Design ONE TWENTY° MRT 05 / 18 / 20 ENGINEERING&DESIGN BY DATE Table 11.3.1 Applicability of Adjustment Factors for Connections Only ASD and LRFD OYD J . fi g G L ) c F s u lC a c it t� C 2 pp v BF C7 F W •, ia. r KF, Lateral Loads Dowel-type Fasteners (e g.hobs,lag crews,wood serews, Z=Z x Co C,t Ct CV Ca - C,•, Cm Q,, 3-32 0.65 h nabs,s ikes,drift tx4s.&drift ins) Split Ring and Shear Plate P=P x CD Cot C, C, CA Ca - C„ - - 3.32 0.65 4 Connectors Q=Q x Cu C„ C. C C., Cd - - 3.32 0.65 X I'=P x Cu C�, C, - - - - C„' 3,32 0.65 X Q Timber Rivets 5 =Q x Cu Cs, Cr - C, - - C„ - - 3.32 0.65 h Spike Grids Z=Z x Ca CR, Cl - CA - - - 3.32 0.65 X Withdrawal Loads Nails,spikes,lag screws, W,=Nr x Co C512 C, - CL.14 - Cl, 3.32 0.65 X wood screws,&drift pins 1,-I he load dum ,,lmn factor,C, shall not exceed f 6 for connections(sec 11 3 ) 2 I he wet service 1'agnr,C si,shall not apply In toe-mils loaded in withdrawal lsce 12 5 4 1) 3 Specific infomtatton concerning geometry factors C,.,penetration depth factors Ca,nut pmin factors,Cam.,meld side plate factors,C,,dhaphmem factors,C'b, and loc-nail ractrlts,C-k provided in Chapters 12,13,and 14. 4 f he metal side plate factor.C',,is only applied when nvel capacity(I.,Q,)controls ism Chapicr 141. S 1 he geometry tailor.Ch,is only applied%Ilwn wood capacity,Q„controls(see Charger 14) 1L3.2 Load Duration Factor,CD(ASD Only) coned or partially seasoned, or when connections are exposed to wet service conditions in use, reference de- Relcrence design values shall be multiplied by the sign values shall be multiplied by the wet service fac- load duration factors, C„5 1-6, specified in 2.3.2 and tors,C,,,specified in Table 11.3.3. Appendix B, except when the capacity of the connec- tion is controlled by metal strength or strength of con- 11.3.4 Temperature Factor,Ct cretefmasonry (see 11.2.3, 11.2.4, and Appendix B.3). The impact load duration factor shall not apply to con- Reference design values shall be multiplied by the nections, temperature factors,C„ in Table 1 1.3.4 for connections that will experience sustained exposure to elevated 1L3.3 Wet Service Factor,CM temperatures up to 150°F(see Appendix C). Reference design values are for connections in wood seasoned to a moisture content of 19%or less and used under continuously dry conditions,as in most cov- ered structures. For connections in wood that is unsea- L120 ENGINEERING&DESIGN 111 of 116 PROJECT • NO. i S200508-4 Page 44 PROJECT Centennial Park LONGITUDE SUBJECT Guard Rail Design - ONE TWENTY° MRT 05 / 18 / 20 ENGINEERING&DESIGN BY _ DATE J Table 2.3.2 Frequently Used Load Duration 2.3•5 Format Conversion Factor,Kr(LRFD p Factors,Col only) it Load Duration Co Typical Design Leads For LRFD, reference design values shall be mulli- a Permanent 0.9 Dead load plied by the format conversion factor, KI:, specified in Ten years 1.0 Occupancy Live Load Table 2.3.5. The format conversion factor,Kv, shall not Two months I.15 Snow Load apply for designs in accordance with ASD methods j Seven days 1,25 Construction Load specified herein p YY , Ten minutes 1.6 Wind/F-arthyuakc Load M impactr 2.0 Impact Load 2,3.6 Resistance Factor,I�(LRFD Only) 1 Load duration factors shall not apply to reference modulm of elastici- ty,L,rctercme mndulm of elasticity 1''m hcam and column stability, C L ,m,r to mference compression perpendicular to gram design%alums, For LRFD, reference design values shall be multi- � 1'o based on a dmfonmu re limit lied b the resistance factor,4A0, specified in Table 2.3.6_ C 2. Load duration facinn greater than 16 shall rat apply to structural p y `Y.•p M members pressru-e4mated with waler-home prcwn,au.cs(_sec rterer- The resistance factor, t¢, shall not apply for designs in lA mice 301.or fine retardant chemicali.The impact load duration factor T ,hall nil apply to corn—bivis accordance with ASD methods specified herein. o 2.3.3 Temperature Factor,Ct 2.3.7 Time Effect Factor, ?.(LRFD Only) to a� c Reference design values shall be multiplied by the For LRFD, reference design values shall he multi- temperature factors, C,, in Table 2.3.3 for structural plied by the time effect factor, J_specified in Appendix members that will experience sustained exposure to ele- N.3.3- The time effect factor, h,shall not apply for de- vated temperatures up to 150'F(see Appendix C)_ signs in accordance with ASD methods specified herein- 2.3.4 Fire Retardant Treatment W g The effects of fire retardant chemical treatment on to strength shall be accounted for in the design. Adjusted design values, including adjusted connection design values,for lumber and structural glued laminated timber pressure-treated with fire retardant chemicals shall be obtained from the company providing the treatment and redrying service. Load duration factors greater than 1.6 shall not apply to structural members pressure-treated ` ( with fire retardant chemicals(see Table 2.3.2). Table 2.3.3 Temperature Factor,Ct ` Reference Design In-Service Ct Values Moisture Conditions[ TSI000F 100°FC17S125017 125-17<i'S150-F F,.G.I: Wet or Dry 1.0 0.9 0.9 Fn.F,.,Fr,and Fes try 1.0 0A 0.7 Wet 1.0 0.7 0.5 t N'ei and dry aentce condnt.tn♦Inn sawn utniter,alrua•Itttul plua�l I.anun.,tn)ttml,er,prclahticalcsl N'ond 1•InWs,slna'tural conipowc htmbcr,wood sinrctuml panels and cross-laminated limber are specified to 4.I A,5.1-4.7.1.4,f1.1 4,9 33.and III 1 t M"m.sch r 1 1 t�1 L120 ENGINEERING&DESIGN I 112 of 116 f - - - - c PROJECT NO. SHEET NO. A, S200508-4 Page 45 PROJECT Centennial Park LONGITUDE SUBJECT GuardRail Design ONE TWENTY° MRT 05 / 18 / 20 ENGINEERING&DESIGN BY DATE Table 12.2.3A Assigned Specific Gravities specific' Specific' Species CDlmbinalion Gravity,G Species Comhinntions of MSR and MEL Lumber Grnvilp,G Alaska Cedar _a, 17auglas Fr-larch Alaska IInrdmk 046 E-1,9W,000 psi and Lo -gradesoC MSR 050 Alaska Spruce OAI E=2,0W,000 psi grades of MSR 051 1 Alaska Yellow Cedar 0.46 E=2,1110,000 psi grates of MSR 052 Aspen 039 E=2,200,000 psi grades of ALSR 053 R&L%i an Fir (36 d*2,30 AW pin paths of h4SR 054 Beech-Birch-l1 ickory 071 Ey2,40D,000 pad grades of MSR 055 Coau Sitka Spruce 039 Douglua Fir-larch(North) Ccutonwood 0.41 E=1,900.01N)psi and Iowa grades of A1SR wtd NIEL 0A9 Iblwas FQ-Larch 0.50 E=2,000.000 psi to 2,200.0D0"grades of MSR and Ml1 (153 Douglas Fir-Larch(North) 0A9 E=2,300,Wt)psi and higher grid"orMtiR and MEL 0 S7 fbuplu J-w Soufb 0.46 Douglas Fr-Lurch(South) Fastem Hemlock O 41 E=I,DOOAW psi.mul higher grades orMSR 046 Fastcm Ilcmluck-Ba1sam Fir 0,36 Fligelmann Spruee-Istdgepole Pine Eastern ilemloa:k-Tamarack 041 E=1,4W,(I00 psi and lower grades oCMSR 039 Eastern Iltvnlodt-Tamarack(North) 0,47 E=h,500,000 psi and higher grades ofSISK 041, 9 Eastern Saltwoods 0.36 Item-Fir ■ Eastern Spruce 0.41 F=1500,(00 psi and lower grades or ALSR OA3 Fastem White Pine 0.36 E=1,60D,0W psi grades of MSR 044 Engefmann Spruce-Lodgepole Pine 038 E=1,700,000 psi grades of ALSR 0.45 Hem-Fir 0.43 E=1.900.000 psi gnkksof MSR 046 " Flem-Fir(Nonh) OA6 E-1,901)0M psi Wades of MSR 0a17 Mixed Maple 055 E-2.0t)(1010 psi grades of MSR OAR K4kmA Oak D.69 E-2,100,000 psi gcadea oSMSR OA9 Mimi Sreithem Pine 0 51 E=2200,000 psi grades of MSR 050 Mountain I lemlock 047 E=2,300,000 psi grades of MSR D 51 Northern Pine 042 E=2,400.000 psi grades orMSR 052 Northam Red Oak 0.69 1lem-Fir(North) Nlarthaa Species 035 E=I.0W,0D0 psi and higher grades or MSR and MEL 0.46 Niartham White Cedar 0.31 Soinbern Pine Ponderosa Pine 0-43 E=1,700,000 psi and Iowa grades oCMSR and NIEL OSS -� Rol Mgrle 0.59 E=1,13W,000 psi and higher grades of.NISR and MEL 057 Red Dak 067 Spruce-Pine-Fir Red Pine 0-44 L=11,700,000 psi and lower grades of MSR snd NIEL 042 Red.cod.close Brain 0,44 F=1.K00.000 psi and 1,90O.W0 grades of MSR and MEL OA6 Redwood,open grain 0.37 E=2,000,6W psi and higher grades of AISR and MEL 0_50 1 Solo Spruce 0.43 Spruce-Pntc-Fir4South) Southern Pine 0.55 E=1,100,000 psi and lawn grades or MSR 036 Spruce-Pine-Fir 042 E=1,200,000 psi tol,900,0130 psi grades of MSR 0,42 Spruce-Pig-Fir(Spudt) 036 F-21,000,000 psi and higher guides orMSR U S0 .Weocrn Codas 036 Western Cedars Western Cedes(Noah) 0.35 E--1,000,000 psi and hcgler grades ofMSR 0.36 Western HcmWrk 0.47 W"tem Woods Weslem Hemlock(North) 0_46 E=1.000.000 psi and higher grades of MSR 036 -_� Western White Pine D.40 Weslmn Wands 0-36 White Oak 0,73 9 Yellow Paplas 0.43 �•9 I Specific gmvily,G,based on weight and volume when oven-dry_ Dilrerem specific gmvibes,G,are possible for di11'event grades of MSR and MEL lumber j (ace'fable 4C-Footnote 2)• L120 ENGINEERING&DESIGN nJ 113 of 116 PROJECT • • S200508-4 Page 46 PROJECT Centennial Park LONGITUDE SUBJECT GuardRail Design ONE TWENTY° MRT 05 / 18 / 20 ENGINEERING&DESIGN BY _ DATE j Table 12.2A Lag Screw Reference Withdrawal Design Values,W1 'l abulatcd withdrawal design values(W)are in pounds per inch of thread penetration into side£rain of ivoud member. l_em!th of thread aenetralinn io main nu•ntber+ball nut include the length of the In Bred tit(%ec 12.2.1.1). Specific Gravity, _ Lag Screw Diameter.D Gm 1/4" 5/16" 3/8"' 7/16" 1/2" 5/89" 3/4" 1 7/8" 1" 1-1181" 0,73 397 469 538 604 668 789 905 1016 1123 1226 1327 0.71 381 450 516 579 640 757 868 974 1077 1176 1273 0.68 357 422 484 543 600 709 813 913 1009 1103 1193 0.67 349 413 473 531 587 694 796 893 987 1078 1167 0.58 281 332 381 428 473 559 641 719 795 869 940 0.55 260 307 352 395 437 516 592 664 734 802 868 0.51 232 274 353 390 461 528 593 656 716 775 0.50 225 266 305 342 378 447 513 576 636 695 752 0.49 218 258 _ 332 367 434 498 559 617 674 730 0.47 205 242 278 312 345 408 467 525 580 634 686 0.46 199 235 269 302 334 395 453 508 562 613 664 0.44 186 220 252 283 312 369 423 475 525 574 621 0.43 179 212 243 273 302 357 409 459 508 554 600 0.42 173 205 235 264 291 344 395 443 490 535 579 0.41 167 198 226 254 281 332 381 428 473 516 559 p 0,40 161 190 218 245 271 320 367 412 455 497 538 0.39 155 183 210 236 261 308 353 397 438 479 518 m 0.39 149 176 202 227 251 296 340 381 422 461 498 -11t 0.37 143 169 194 218 241 285 326 367 405 443 479 y 0.36 t37 163 186 209 231 273 313 352 389 425 460 T 0.35 132 156 179 200 222 262 300 337 373 407 441 a 0.31 110 130 149 167 185 218 250 281 311 339 367 -4 I I nhutatcJ+urhdoa++el Jcugn,aloe.,\\',air Iug scrr+v eornnecliorns shall he multiplied by all.rpphc.+hlc mllu+uncm I:xfur.isce I etdc I I 111 2 Specific gravity,G,shall be determined in accordance with rable 12 3.3A g 12.23.4 For calculation of the fastener reference 12 2.3.2 For calculation of the fastener reference withdrawal design value in pounds, the unit reference withdrawal design value in pounds, the unit reference withdrawal design value in Ibs/in, of ring shank pene- withdrawal design value in ibs/in. of fastener penetra- tration from 12.2.3.3 shall be multiplied by the length tion from 12.2.3.1 shall be multiplied by the length of of ring shank penetration, p„ into the wood member. fastener penetration,p,, into the wood member. 12.2.3.5 Nails and spikes shall not be loaded in 12.2.3.3 The reference withdrawal design value, in withdrawal from end grain of wood (C.,=0.0). lbs/in, of penetration,for a single post-frame ring shank 12.2.3.6 Nails,and spikes shall not be loaded in nail driven in the side grain of the main member, with withdrawal from end-grain of laminations in cross- the nail axis perpendicular to the wood fibers, shall be laminated timber(Cry 0.0). determined from Table 12?13 or Equation 12.24, with- in the range of specific gravities and nail diameters giv- en in Table 12.2D.Reference withdrawal design values, 12.2.4 Drift Bolts and Drift Pins W. shall be multiplied by all applicable adjustment fac- tors (-see Table 11.3.1) to obtain adjusted Withdrawal Reference withdrawal design values, W, for con- design values, Wn. nections using drift boll and drift pin connections shall W= 1800 G2 D (12 24) be determined in accordance with 1 1.1.1.3. L120 ENGINEERING&DESIGN 114 of 116 PROJECT NO. SHEET NO. S200508-4 Page 47 PROJECT Centennial Park LONGITUDE SUBJECT GuardRail Design ONE TWENTY° MRT 05 / 18 / 20 ENGINEERING&DESIGN BY DATE t Table 1.2K LAO SCREWS:Reference Lateral Design Values,Z,for Single Shear (two rrternbor)Connection%1.2,3A Bi; for sawn lumber or SCL with ASTM A653,Grade 33 steel side plate(for t.<1/4-)or WASTM A 36 steel side plate(for t.=1/4") LU (tabulated lateral design values are calculated based on an assumed length of lag screw penetration,p,into the main member equal to 8D) 7�. 9t I � >ff P.9 �.R ' �� tag et:a � € t. 1) Z11 Zl Z. Z1 ze Zi. Ztl Z1 ra ZL 41 A Z" Z1 Al Z1 Z. Z.L Zk Z1 in '!1 G! Ibe. JLY IDi I1h I bs tos It,* I,$ Ita R. Ibe bo I I 1 rtn It, 0.075 114 1711 130 160 1211 150 110 ISO 110 15D 100 140 100 10.0 100 130 90 130 90 130 CO 114 gape SJ 10 220 160 230 1dD 190 133 190 130 19D 130 ISO 120 1e3 120 170 110 170 110 160 loa 3'S220 160 20Q 140 200 133 190 130 190 120 160 120 163 420 170 Ila 170 i0o 1 70 Ina 0.105 IM ISO 74D 170 130 160 12CI 160 120 160 110 ISO 110 150 110 140 TOD 140 too 140 9D 112 gage Via 230 17D 210 150 200 140 200 140 190 130 19D 130 190 120 ISO I1D 170 110 170 110 NFt 330 160 210 140 Wo 1do 200 130 200 130 19D 120 190 120 190 Ila ISO 110 170 110 D-In 1'4 1rA 150 ISO 13D 170 121 170 120 10D 120 160 110 160 110 150 TOD 150 too 140 100 111909. 5'116 230 170 210 159 2l0 140 200 140 200 140 190 130 190 130 ISO 120 1BO 120 180 Ila 308 240 17D ISO 210 140 210 740 1 200 130 200130 190 120 1 1150 110 ISO 110 ISO tie D 134 V4 230 150 1Ea 140 180 130 170 1313 17D 120 160 120 1®3 110 1SO 110 150 TOD 1511 100 1109age. 5.118 240 ISO 220 160 210 ISO 210 140 260 140 200 130 200 130 1r03 12D 160 120 180 120 11% 240 17D 220 150 220 140 210 140 210 Id0 2DO 130 200 130 1111 120 190 120 1 a a_ 110 D 179 114 220 770 210 150 200 ISO no 140 190 140 Igo 130 193 130 im 120 170 120 170 12C1 (7 gage) 5116 260 190 240 170 230 160 230 160 230 150 220 150 220 150 210 130 2DO 130 .100 130 36 270 190 250 170 240 160 240 160 23D 150 220 140 220 140 210 130 210 130 200 130 1 a239 IA 240 150 223 16D 21a 15O 210 150 200 140 190 140 190 130 150 120 ISO 120 18D 120 13 gage) 5015 3DO 22D 28C 19D 270 180 260 ISO 260 170 250 160 250 ISO 230 150 230 ISO 230 140 a'B 310 220 280 190 270 180 270 150 260 170 25D 160 250 160 240 140 230 140 230 140 7710 420 29D 311110 200 3W 240 370 240 360 230 350 220 380 220 3a6 2D0 33D 2W 320 190 I& 810 340 470 300 4W no 450 290 4W 271) 431) 2W 430 2W am 240 400 230 390 230 1516 "a 490 710 430 100 400 on am 61111) 360 640 3" MCI 360 6W 330 ISM 330 WO 320 1 3/4 1110 670 1023 590 950 550 970 550 950 530 92D 500 910 500 860 450 B50 450 610 440 710 1510 880 1393 780 13M 730 1320 710 1280 690 1250 650 1230 550 11TO 590 1160 590 1140 570 1 194D 1100 1780 960 1710 910 1T00 893 1550 860 1690 1320 1590 Bin 150D 740 1480 730 14W 710 1A 174 240 1aD 2213 16D 210 150 210 150 20D 140 200 140 190 130 1SO 120 ion 120 ISO 120 5116 310 220 280 60 270 ISO 260 1TO 250 170 250 760 230 )SO 230 ISO 230 1d0 �1 3'B 320 220 290 1 260 270 ISO 270 170 260 160 2M 160 240 15D 240 14D 230 140 MIS 460 320 440 420 280 410 250 390 240 390 z3a 370 Z20 30D 210 360 210 M S60 360 540 340 510 » SW 310 4W 260 480 290 MO Z70 450 2W "a 2W &11 6W S30 700 470 750 440 740 440 720 42D 700 400 660 400 660 370 15110 315D 640 35D 3'4 12CID 730 1100 610 1060 600 1050 590 1020 57CI 99D 540 903 530 939 490 920 490 900 47O 7'B 1600 930 14711 021) 1110 770 14. 7. 1.. 7. 1320 690 131D Sao 124D 630 1220 620 1200 coo 1 201D 1150 1H7Q 1000 1800 950 17H0 930 1730 9DO 1Eb0 B50 1661) 840 1 1570 77D 1550 760 1 t530 740 I labidaled lateral dctiien 1a1tIe5,Z,shall he multiplied liy all applicable adjustment factors lscc lahle 113 I I. 'ahulaled lateral design vilues.L_are t'nr"reducal body deamcler"lag=crews(sce Appendix fable I-'_)Inserted in side prain with scie%axis perpendicular to 1vJ fihcrs.scull pcnctratnm.p,rain the male Irwmhcr equal to SU;Jawci hcannp sircngths.}„or61,550 pm for AS I M A633,Grade 33 slat[and Ii7.V0Tt psi in A S I M A36 steel and screw fiend ing yield sli eneths.P..-ul'70,000 psi 51r 1)=1 4',60,04M psi l'or 13=5.'I6`,and 45,(K)0 psI I'or IJ=-!.h" 3. \There The lag_4.'rew penetration.P.is less than 81)but not Ics,than 41),tabulated lateral design values,Z,shall be mullip1ied by p 11)or lateral design v'ahtc� shall F>L calcul3lcd usinc the provisions of 12.3 for the reduced penetration. 4 1 he length of lag screw pencirutwn,p.n,)t including the Icnplh n1'the tapered tip.E isec A pPcndrx'l'able 12 1_ol'the lap screw inln Ore main member shall not he Ic1s than 41)- See 12 1 A!i for inimmum 1cnptlt olf penetration,p,,,, L120 ENGINEERING&DESIGN 115 of 116 } i, �� . i LONGITUDE ONE TWENTY°_ ENGINEERING&DESIGN ARW Supplementary Submittal Package (Typical conditions, components, colors, gaskets, shop-drawings and caulk etc.) 116 of 116 1 I I ■ ■ � a - . ■ . �., - 1 - � � �SCS Plan Review IJOBSITE PACKAGE IMPORTANT DOCUMENTS ENCLOSED PLEASE REVIEW © IAA P"0"r The handling, storing, installing, restraining and diagonal bracing of structural building com- ponents requires specialized training, clearly implemented procedures, and careful planning and communication among the contractor, crane operator and installation crew. Handling and installing components without appropriate training, planning and communication greatly increases the probability of an accident resulting in property damage,serious personal injury and/or death. Prior to component installation, the documents should be examined and disseminated to all appropriate personnel, in addition to proper training and a clear understanding of the installation plan, any applicable fall protection requirements, and the intended restraint and bracing requirements. Trusses with clear spans of 60 feet or greater in length are very dangerous to install and may require complex temporary and permanent bracing.Please consult a Registered Design Professional. Examine the building, the building's structural framing system, bearing locations and related installation conditions. Begin com- ponent installation only after any unsatisfactory conditions have been corrected. Do not cut, modify or repair components. Report any damage before installation. The enclosed documents are offered as minimum guidelines only. Nothing contained in this jobsite package should be construed in any manner as expanding the scope of responsibility of, or imposing any additional liabilities on, the component manufacturer. l A Y VEy r it 14V IA l El manejo, almacenamiento, instalacion, restriccion y arrostre diagonal de compo- nentes estructurales de construcci6n requieren entrenariento especializada, procedimientos claramente implementados y planificaron y comunicaci6n clera entre el contratista, operador de grua, y los obreros de instalacion. El manejar a instalar los componentes sin entrenamiento suficiente, planificaci6n y comunicaci6n adecuadas aumenta la probabilidad de un accidente que results en daflo a propiedad, herida seria o muerte. Antes de la instalacion de componentes, los documentos adjuntos deben ser examinados y difundidos a todo el personal apropiado, ademas del entrenamiento pertinente y un claro entendimiento del plan de instalacion, de todo requisito aplicable de la protecci6n contra la caida y de los requisitos previstos de arriostre y restricci6n. La instalaci6n de trusses con tramos despejados y mas de 60 pies de largo es muy peligrosa y puede requiere el arriostre temporal y permanente complejo. Por favor, consulte a un Profesional de Diseno Registrado. Examine la estructura, el sistema armaz6n estructural de edificio, ubicaciones de soporte a las condiciones de instalacion corre- spondientes y comenzar con la instalacion de los componentes solo despues de haber corregido Coda condici6n insatisfactoria. No corte, modifique ni repare los componentes y informe cualquier da»o descubierto antes de proceder a la instalacion. Los documentos adjuntos se ofrecen solamente como directrices minimas. Nada de to incluido en este paquete debe interp- retarse de manera que exceda el alcance de la responsabilidad del fabricante de componentes, ni en forma tal que imponga responsabilidades adicionales sobre este. der -ived FOR DESIGN RESPONSIBILITIES SEE REVERSE 0 2020 pq Job Number: Publication printed or distributed by Builders FirstSource with permission of the Structural Building Components Association Elm 22267gg (SBCA)and the Truss Plate Institute(TPI). .. VF l3 !� � �..'� y' R a The text appearing below has been paraphrased and reproduced from ANSI/TPI 1-2014, Chapter 2, with permission from the publisher, the Truss Plate Institute (TPI) (tpinst.org). For reference, the numbers in parentheses refer to specific ANSI/TPI 1 sections. Refer to ANSI/TPI 1 Chapter 2 for complete text and definitions. For information on design responsi- bilities contact your Component Manufacturer or SBCA at 608-274-4849 or sbcindustry.com. CONSTRUCTION The Contractor shall not proceed with the Truss installation until the Truss Submittal Package has been reviewed by the Building Designer(2.3.4.2). The Building Designer shall review the Truss Submittal Package for compatibility with the building design.All such submittals shall include a notation indicating that they have been reviewed and whether or not they have been found to be in general conformance with the design of the Building (2.3.2.3). The method of Permanent Individual Truss Member Restraint/Bracing and the method of anchoring or restraining to prevent lateral movement of all Truss members acting together as a system shall be accomplished by: (a)standard industry Lateral Restraint and Diagonal Bracing details in accordance with BCSI-B3 and/or BCSI-B7(2.3.3.1.1), (b)Permanent Individual Truss Member Restraint shall be permitted to be replaced with reinforcement designed to prevent buckling(e.g., buckling reinforcement by T-reinforcement or L-reinforcement,proprietary reinforcement,etc.) (2.3.3.1.2), or a project specific Truss member permanent Lateral Restraint/Diagonal Bracing design for the roof or floor Building Structural System shall be permitted to be specified by the Building Designer or any Registered Design Professional(RDP) (2.3.3.1.3). If a specific T member permanent bracing design for the roof or floor Framing Structural System is not provided by the Owner, Building Designer, or any RDP,the method of Permanent Individual Truss Member Restraint and Diagonal Bracing for the Truss Top Chord, Bottom Chord,and Web members shall be in accordance with BCSI-B3 or BCSI-B7(2.3.3.2). The Contractor is responsible for the construction means, methods,techniques, sequences, procedures, programs,and safety in connection with the receipt, storage, handling, installation, restraining, and bracing of the Trusses (2.3.4.4).The Contractor shall ensure that the Building support conditions are of sufficient strength and stability to accommodate the loads applied during the Truss installation process.Truss installation shall comply with installation tolerances shown in BCS-1-131.Temporary Installation Restraint/Bracing for the Truss system and the permanent Truss system Lateral Restraint and Diagonal Bracing for the completed building and any other construction work related directly or indirectly to the Trusses shall be installed by the Contactor in accordance with the Construction Documents and/or the Truss Submittal Package(2.3.4.5). The Contractor shall examine the trusses delivered to the job site and after the Trusses are erected and installed for dislodged or missing connectors, cracked,dislodged or broken members, or any other damage that may impair the structural integrity of the Truss (2.3.4.6/2.3.4.7). In the event that damage to a Truss is discovered that would likely impair the structural integrity of the Truss,the Contractor shall ensure that the Truss not be erected or that any area within the building supported by any such Truss already erected shall be appropriately shored or supported to prevent further damage from occurring and shall remain clear and free of any load imposed by people, plumbing,electrical, mechanical, bridging, bracing,etc. until field repairs have been properly completed(2.3.4.8). In the event of damage,the Contractor shall contact the Truss Manufacturer to determine an adequate field repair and construct the field repair in accordance with the written instructions and details provided by any RDP(2.3.4.9). RESPONSIBILITIESTRUSS MANUFACTURER Where required by the Construction Documents or Contract, Legal Requirements or the Building Official,the Truss Manufacturer shall provide the appropriate Truss Submittal Package, including the Truss Design Drawings,a Truss Placement Diagram,and the required Permanent Individual Truss Member Restraint and the method to be used(2.3.6.5)to one or more of the following:Building Official; Building Designer and/or Contractor for review and/or approval(2.3.6.7).The Truss Manufacturer shall also be allowed to provide detail drawings to the Contractor to document special application conditions(2.3.6.6). The Truss Placement Diagram identifies the assumed location for each individually designated Truss and references the corresponding Truss Design Drawing.The Truss Placement Diagram shall be permitted to include identifying marks for other products including Structural Elements,so that they can be more easily identified by the Contractor during field erection.When the Truss Placement Diagram serves only as a guide for Truss installation and requires no engineering input or is not prepared by a RDP, it does not require the seal of any RDP including cases where the Legal Requirements mandate a RDP for the Buildings(2.3.6.4). In preparing the Truss Submittal Package,the Truss Manufacturer shall be permitted to rely on the accuracy and completeness of information furnished in the Construction Documents or otherwise furnished in writing by the Building Designer and/or Contractor(2.3.6.8). The Truss Manufacturer shall determine the fabrication tolerance to be used in the truss design(2.3.6.9)and manufacture the trusses in accordance with the final Truss Design Drawings, using the quality criteria required by ANSI/TPI 1-2014 unless more stringent quality criteria is provided by the Owner in writing or through the Construction Documents(2.3.6.10). SBCA Structural Building Components Association 608-274-4849 •sbcindustry.com Copyright©2003-2016 JobsiteCS 160210 Job Number: Publication printed or distributed by Builders FirstSource with permission of the Structural Building Components Association sm 2226798 (SBCA)and the Truss Plate Institute(TPI). i� i I SBCA RESEARCH REPORT r� a _ 1 Checklist for Handling and Installing Trusses Lista de Verificacion Para Manejar a Instalar Los Trusses di ,joisakCKAGE N'.WASI MCJVV61S OWLOH] f _ err.�`��""t ..�••! • Review all the information provided in the Jobsite Package to ensure Revise toda la informacion provista en el Paquete de obra para compliance with industry recommendations. Property damage, asegurarse que cumplen con las recomendaciones de la industria. serious bodily injury and/or death are possible when handling and Dano a propiedad, herida seria y/o muerte son posibles cuando installing trusses without following the recommendations presented manejar e instalar trusses sin siguiendo las recomendaciones in the Jobsite Package.This is particularly true when working with presentados en del Paquete de obra. Especialmente cuando trabajar trusses with clear spans 60'and greater. con trusses de 60 pies de largo o mas. Use the following checklist when handling and erecting trusses. Use is siguiente iista de venficacion cuando se manejan o se tevantan ❑ Inspect the trusses at the time of delivery and after installation ios trusses. for: ❑ Examine los trusses cuando se los entreguen y despues de la (1) Conformance with the Truss Design Drawings instalacion para: (2) Dislodged/missing connector plates (1) Conformidad con los Dibujos de Diseno del Truss (3) Cracked,dislodged or broken members (2) Placas de conexion fuera de lugar o perdidas (4) Any other damage that may impair the structural (3) Miembros rotos, descolocados o partidos integrity of the trusses. (4) Cualquier otro dano que pueda perjudicar la integridad Notify the truss manufacturer if truss repairs are needed.After estructural de los trusses. installation, if damage to the trusses is discovered that could Avise el fabricante de trusses si reparaciones al truss son weaken them, temporarily brace or support the trusses to necesarios. Despues de la instalacion, si dano a los trusses prevent further damage and make sure the area remains clear esM descubierto que pueden debilitarlos, arriostre o soporte los of plumbing, electrical,mechanical runs, etc. until the required trusses temporalmente para prevenir mas dano y asegurese que repairs have been properly completed. el area queda libre de tuberias, las componentes electricas o DO NOT cut, drill, relocate, add or remove any truss member or mecanicas, etc. hasta que todos los reparaciones requeridas son metal connector plate until you have received instructions from completados correctamente. the truss manufacturer. NO corte,perfore, reubique, anada o quita ningun miembro del ❑ Protect trusses from weather,corrosion, lateral bending,damage truss o conector de metal hasta que haya recibido instrucciones and deterioration when stored at the jobsite.When trusses are del fabricante de trusses. stored at the site,use blocking,stringers, pallets, platforms or ❑ Proteja los trusses del clima, de la corrosion de torceduras other means of support to keep the trusses off the ground or in a laterales, dano y deterioros cuando los guarda en la obra. braced upright position to avoid damage. Cuando trusses son guardado en sitio, use bloqueados,paletas, ❑ Carefully review the truss design drawings(TDD)and the truss plataformas u otros tipos de soporte para almacenarlos fuera de placement diagram (TPD), if provided by contract,and all Jobsite la tierra o en posicion vertical para evitar que se danen. Package documents prior to handling and installing trusses. ❑ Revise cuidadosamente los dibujos de diseno del truss(TDD), el ❑ Examine the building,the building's structural framing system, diagrama de instalacion de trusses(TPD)si esti provisto,y todos bearing locations and related installation conditions. Begin los documentos del Paquete de obra antes de manejar e instalar installing trusses only after any unsatisfactory conditions have los trusses. been corrected. ❑ Examine el edificio, el sistema del armazon estructural, las SRRHIBCHECK 190920 Job Number: Publication printed or distributed by Builders FirstSource with permission of the Structural Building Components Association I ! 2226798 (SBCA)and the Truss Plate Institute(TPI). M I ❑ Properly connect all beams and components that support ubicaciones de los soportes y las condiciones relacionadas con la trusses prior to installing the trusses. instalaci6n. Comience a instalar Jos trusses solo despues de haber ElGirder trusses may consist of more than one truss. Review the resuelto cualquier condici6n desfavorable. TDD to determine the proper number of plies and the correct ❑ Conecte correctamente todas las vigas y componentes que attachment methods to be used at the jobsite. apoyan cerchas antes de instalar las trusses. ❑ Use a spreader bar 1/2 to 2/3 of the truss span for trusses over ❑ Los trusses de travesano pueden consistir en mas de un truss. 30'but less than 60'and 2/3 to 3/4 of the truss span for trusses Revise Jos TDDs para determiner el n6mero adecuado de capas y up to and over 60'. Jos metodos de conexi6n correctos para ser usados en la obra. ❑ Install lateral restraint and diagonal bracing in accordance with ❑ Use una barra de extensi6n a'/2hasta 213 del vano del truss para the guidelines in the Jobsite Package to prevent trusses from los trusses que tengan entre 30 pies y 60 pies. Use una barra de toppling during installation.Erect trusses using the design extensi6n 2/3hasta 314del vano del truss para Jos trusses hasty mas spacing indicated, keeping the trusses vertical and parallel to largo de 60 pies. one another.Anchor trusses securely at bearing points.Install ❑ Instale restricci6n lateral y arriostre diagonal de acuerdo con trusses no more than plus or minus 1/4"from the TPD location. las directrices en el Paquete de obra para evitar que Jos trusses ❑ Refer to the construction documents,the TDDs or the TPD se caigan durante la instalaci6n. Levante los trusses usando el (if required by the contract)for the hanger locations. Hangers espacio de diseno indicado,y mantenga Jos trusses verticales y shall be correctly attached. Refer to hanger manufacturer's paralelas con respecto aJ otro.Arriostre los trusses de forma segura specifications for installation information. en los soportes. Instale Jos trusses a una distancia no mas de 114 ❑ Install all permanent individual truss member restraint and pulgadas de la ubicaci6n en el TPD. bracing or member reinforcement depicted on the TDDs, ❑ Re6era a Jos documentos de construcci6n, el TDD o el TPD(si BCSI-B3 and the construction documents. requerido por el contrato)para las ubicaciones de Jos conectores. El Comply with the owner's,or the owner's retained registered Conectores deben ser sujetados correctamente. Refiera a las especificaciones del fabricante de los conectores para informaci6n design professional's, permanent building stability bracing, de instalaci6n. anchorage, connections and field assembly requirements.This information is typically provided in the construction documents. ❑ Instale todas restricciones permanentes de miembros individuales del truss o refuerzas de miembros secundarios mostrados en el ❑ Install structural sheathing as soon as possible.Trusses hold TDD, BCSI-B3 y Jos documentos de construcci6n. their profiles best when they have been properly plumbed, restrained and braced with structural sheathing.Sheath early... ❑ Cumpliese con los requisitos de arriostre permanente de sheath often! estabilidad del edificio, restricciones, conexi6nes,y del ensamblaje en cameo del propietario o del profesional de diseno registrado ❑ During construction,distribute material and equipment loads que es empleado por el propietario. Esta informaci6n es provista (e.g., plywood,drywall, roofing,tools,etc.)on the trusses to tipicamente en los documentos de construcci6n. stay within the design load limits for each truss. Make sure the trusses are adequately restrained and braced BEFORE placing ❑ Instale el entablado estructural cuanto antes. Los trusses se any construction loads on them.Only install HVAC units,fire sostienen mejor cuando han sido apropiadamente colocados sprinklers,etc.,on trusses if the trusses have been designed a plomadas, restringidas, arriostradas y sujetados al entablado to accommodate these specific loads. Review the TDD for the estructural correctamente. iAplique el entablado temprano... assumed loads and locations. apliquelo con frecuencial NOTE:Temporarily - _ ❑ Durante la construcci6n, distribuya Jos materiales y cargas braced structures are I de equipo(ej.contrachapado, herramientas, materiales, etc.)en NOT suitable for use Jos trusses para qu6dese entre las limitas de capacidad para cada or occupancy. Restrict truss.Asegurese que Jos trusses son restringidos y arriostrados •f adecuadamente ANTES de poner algunas cargas de construcci6n access to construction personnel only. DO NOT \ encima de Jos. Solamente instale unidades de HVAC, aspersores inhabit or store anything del fuego, etc., en los trusses si Jos trusses son disenados para of value in temporarily contenerlos. Revise Jos TDD para las cargas y ubicaciones braced structures. �l r 1I I supuestos. NOTA:Estructuras que son arriostrados temporalmente NO SON apropiados para el use o la ocupaci6n. Restrinja la entrada a solamente Jos obreros. NO habitar o guardar alguna cosa de valor Under industry guidelines, trusses that have been field altered on the jobsite or entre de estructuras que son arriostrados temporalmente. overloaded during the installation phase of construction may null or void the truss manufacturer's limited warranty.Check the truss manufacturer's limited warranty for Baja las guias industriales,los trusses que han sido alterados en la obra o sobrecar- specific information. gados durante la fase de instalaci6n de la construcci6n,pueden anular o invalidar Is garantia limitada que ofrece la compania fabricante de sus trusses.Para informaci6n especifica,revise la garantia que brinda la compania fabricante. SBCA Structural Building Components Association 6300 Enterprise Lane•Madison,WI 53719 608-274-4849•sbcindustry.com Copyright©2002-2019 SBCA—Structural Building Components Association.All Rights Reserved. Reproduction of this document,in any form,is prohibited without written permission from SBCA.This document should appear in more than one color. Job Number: Publication printed or distributed by Builders FirstSource with permission of the Structural Building Components AssociationLim M 71 2226798 (SBCA)and the Truss Plate Institute(TPI). I 1 I Handling, Installing & Bracing of 3x2 & W Parallel Chord Trusses B7Hoja resumen de la guia de Buena pracfica para el manep1 , instalacion y arriostre de los trusses de cuerdas paralelas de W y UZ General Notes Notas generalas The restraint and bracing recommendations Las recomendaciones de restricci6n y arriostre provistas en provided in this document address Parallel este documento tratan los Trusses de Cuerdas Paralelas Chord Trusses(PCT)built with the wide-face (PCT)fabricados con la cara-ancha de la madera orientada of the lumber oriented horizontally. Refer horizontalmente. Refiera al BCSI-B2*para las recomendaciones to BCSI-B2*for restraint and bracing de restricci6n y arriostre para PCT construido con la cara-ancha recommendations for PCT built with the wide- de la madera orientada verticalmente. face of the lumber oriented vertically. Refiera al BCSI—Guide to Good Practice for Handling, Installing, Refer to BCSI—Guide to Good Practice for Handling, Restraining& Bracing of Metal Plate Connected Wood Trusses* Installing, Restraining&Bracing of Metal Plate Connected para informaci6n mas detallada sobre el manejo, instalaci6n, Wood Trusses*for more detailed information on the handling, restricci6n y arriostre de todos tipos de trusses y todos installing, restraining and bracing of all truss types and configuraciones. configurations. Los Dibujos del Diseno de Truss pueden especificar las Truss Design Drawings specify locations of permanent lateral ubicaciones de restricci6n lateral permanente para miembros restraint for individual truss members. Refer to the BCSI-B3* individuos del truss. Refiera al BCSI-B3*para mas informaci6n. for more information.All other permanent bracing design is the Todo otro diseno de arriostre permanente es la responsabilidad responsibility of the building designer. del dise6ador del edificio. VfI,f RNING The iA D VER TENCIA!El resultado del manejo, levantamiento, consequences of improper instalaci6n, restricci6n y arriostre incorrecto de PCT puede ser la handling, erecting, installing caida de la estructura, o a6n peor, heridos o muertos. and bracing of PCT can ��R e� BLLaUV4��9 Lleve equipo protectivo personal para los Ojos, los result in a collapse of the structure, or worse, serious pies, las manos y la cabeza cuando trabaje con trusses. personal injury or death. Almacenamiento y manipulation A&ROVUM Wear personal protective equipment for the eyes,feet, hands and head when working with trusses. El contratista tiene la responsabilidad de recibir, descargar y almacenaradecuadamente los trusses en la obra. Storage & Handling Evite la flexi6n lateral. Trusses pueden ser descargados directamente en el piso en The contractor is responsible for properly receiving, el memento de la entrega o almacenados temporalmente en storing and handling the trusses at the jobsite. contacto con el piso despu6s de la entrega. Para trusses alma- cenados por mas de una semana, ponga un sistema de bloques Avoid lateral bending. de altura suficiente debajo de la pila de trusses a 8'hasta 10'en Trusses may be unloaded directly on the ground at the time of el centro(oc)y cubra los paquetes para prevenir el aumento de delivery or stored temporarily in contact with the ground after humedad pero permitir la ventilaci6n. delivery. If trusses are to be stored for more than one week, Guarde los trusses atados juntos hasta que la instalaci6n empiece. place blocking of sufficient height beneath the stack of trusses at 8'(2.4 m)to 10'(3 m)on-center(oc)and cover bundles to 6MOYROA9 Utilice cuidado especial en condiciones ventosas o prevent moisture gain but allow for ventilation. cerca de cables el6ctricos o de aeropuertos. Keep trusses banded together until installation begins. Use equipo apropiado para levantar e improvisar. A@Lr OUO@H Use special care in windy weather or near power lines and airports. 8'-10'max. Use proper rigging and hoisting equipment. �a x B7PCT190128 Job Number: Publication printed or distributed by Builders FirstSource with permission of the Structural Building Components Association " 2226798 (SBCA)and the Truss Plate Institute(TPQ. , I I Hoisting Recommendations for Truss Bundles Recomendaciones para levantar paquetes de m DON'T overload the crane or lift. Trusses NO sobrecargue la grua o ascensor. m NEVER use banding to lift a bundle. NUNCA use las ataduras para levantar un paquete. A single lift point may be used for securely banded bundles of Se puede usar un solo punto de lavantamiento para paquetes firma- trusses up to 30'(9.1 m). 1%4i mente atados juntos de trusses hasta 30 pies. Banding,typ. Place truss bundles in a stable Coloque loszx52,mc.wq-vbblvpaquetes de trusses en una posici6n position. estable. AWARNING Do not over load 53oa i.4C9VERTENCIA!No sobrecargue la estructura soportante con el supporting structure with truss paquete de trusses. bundle. Recomendaciones para levantar trusses Hoisting Recommendations for Single Trusses individuales a Using a single pick at the mid-span can El use de un solo lugar en el medio-tramo o para levantar puede hacer dano al truss. damage the truss. Sostenga cada truss en posici6n con equipo de grua Hold each truss in position hasta que la restricci6n lateral temporal de la cuerda with the erection equipment superior est6 instalado y el truss esta sujetado a los until top chord temporary soportes. lateral restraint is installed and the truss is fastened to ate' Toe n—. �Teean Recommendacciones the bearing supports. para levantar trusses L -1 —►I I individuales por la mano TugMa Appnrx.%tluu lafplh I Spreader bar'A to Wss krgrr THUSSE9 UV T07c M11nU Tagllne -TRUSSES UP TO so- ra)—► Los trusses de 20'o menos pueden ser levantados en lugar por levantando en o Recommendations for Lifting Single Trusses cerca del pico. by Hand Trusses con tramos menores o iguales a 30'deben slevantarse Trusses 20'(6.1 m)or less can be raised into position by lifting at en su lugar por levantando en o cerca del centro. or near the center. E@L.7L`u(1.�JL'Busque ayuda si levantando a mono ya que los Trusses with spans less than or equal to 30' (9.1 m)should be trusses pueden ser pesados y dificiles. raised into position by lifting at or near each end. A @/`L R]4k0O H Seek help if lifting by hand as trusses can be heavy and awkward. Instalaclo-n y restricci6n y arriostre temporal Installation & Temporary Restraint Asegurese que los PCT para el soporte de la cuerda inferior son & Bracing instalados con el lado correcto hacia arriba y en la orientaci6n correcta. Refiera al Dibujo del Diseno de Truss. Make sure bottom Standard End Bearing Details chord bearing PCT J7� Ai�i i, Common Installation Errors 'Ribbon WW are installed with the This Wss is installed'backwards"and'upside down' This Wss is installed correctly. shouldbeon lop correct side up and in the correct orientation. Refer to the Truss Design beaninloselio Ribbon notch' Drawing. - n should be on lop w r Many truss manufacturers use supplemental tags Muchos fabricantes de trusses usan placas such as the ones shown here to instruct and warn the M suplementarias, como se ilustra aqui,para contractor to correctly install the PCT. instruir y advertir el contratista que instate el PCT correctamente. m DO NOT walk on unbraced trusses. AWARNING Lateral restraint and diagonal NO camine en trusses sueltos. bracing of PCT are very important. Q iADVERTENCIA!La restricci6n lateral y el arriostre diagonal Use a minimum of 2x4 stress-graded lumber for de PCT son muy importantes. lateral restraint and diagonal bracing and attach to Utilice el minimo de 2x4 madera graduada por esfuerzo para la restric- each truss with a minimum of 2-10d (0.128x3") ci6n lateral y arriostre diagonal y sujetar a cada truss con un minimo nails, unless otherwise specified. de 2-10d(0.128x3)clavos,a menos que se especifique to contrario. Job Number: Publication printed or distributed by Builders FirstSource with permission of the Structural Building Components Association 2226798 (SBCA)and the Truss Plate Institute(TPI). R I Steps to Setting Trusses Las medidas de la instalacion de los trusses 1)Set first truss and attach securely to supporting structure. 1)Coloque el primer truss y sujefarlo seguramente a la estructura 2)Set next four trusses at end of bay, properly nailing the trusses soportante, at all bearing locations. Secure the ends of bottom chord 2)Coloque los pr6ximos cuatro trusses al extremo del espacio, bearing trusses with diagonal bracing, blocking or rim board as clavando apropiadamente los trusses an todos lugares de each truss is installed(see figures below). cojinetes.Asegure los extremos de los trusses soportantes 3) Brace the five-truss-assembly by attaching structural sheathing de la cuerda inferior con el arriostre diagonal, el sistema de to the top chords or by adding 2x4 lateral restraint and diagonal bloques o la tabla de borde a medida qua se instala cada truss bracing. (vea las figuras an la pr6xima columna). 4)Continue setting trusses, making sure to properly attach each 3)Arriostre este ensamblaje de cinco trusses por sujetar el truss at the bearing locations. entablado estructural a las cuerdas superiores o por a6adir2x4 restricci6n lateral y arriostre diagonal(vea las tablas y figures 5) Restrain and brace the trusses as they are being installed by an la proxima columna). attaching structural 4)Continue la colocaci6n de los trusses, sheathing, or rows of top Maximum Spacing for Top Chord Temporary Lateral Restraint(TCTLR) chord lateral restraint, Chord Size TCTLR Spacing y asegure de sujetar apropiadamente at the spacing provided 3x2 10'on-center** cada Truss an las ubicaciones de in the table and with cojinetes. 4 x 2 15'on-center** diagonal bracing to 5)Restringe y arriostre los trusses the top chord (and end 1o'or+= /`� Diagonal bracing Repeardiagonalbracing mientras ellos son instalados por sujetar ry 15 Truss spaces(30'max.) vertical web if bottom eve �C�� el entablado estructural, o filas de chord bearing truss)at restricci6n lateral de la cuerda superior al intervals of no more than espaciamiento provisto an la tabla an la 30' (9.1 m)along the run pt proxima columna con arriostre diagonal s� of trusses. 5'.tY a la cuerda superior(y el miembro ' ' '` secundario vertical del extremo, si as an End diagonal Applydiagonalbraceloverf- truss soportante de la cuerda inferior)an cal webs at end of cantilever and at mtencr and corsior intervalos de no mas braces,with TCTLR or bearinglocalions All laleralreslrainl de 30'allado de la linea de trusses. ribbon (band)board, lapped at least two blocking panels, or Rim Trusses. End diagonal brace.See ram.f''and figures Los diagonales extremos, con TCTLR board are examples of below.Repeal every 151nws spaces(30'max.) o tabla de list6n(banda), paneles de framing components that provide stability to bottom chord bearing bloquear, o tabla de borde(vea las figuras a la izquierda)son PCT during installation. Install one of these types of components ejemplos de componentes de arriostramiento qua proveen at both ends of the truss system and repeat every fifteen truss estabilidad a los PCTs soportantes de la cuerda inferior durante la spaces(30'maximum)as shown above. instalaci6n. Instale uno de estos tipos de componentes an ambos extremos del sistema de truss y repite cada 15 espacios de truss(30' maximo), Como se muestra mas arriba. TCTLR Hi. FSbbon board B+ock"V panelVbowd Restriction y arriostre permanence d�agonnl brava WSth 6�ngonnl brace Restringe y arriostre permanentemente las cuerdas superiores del Permanent Restraint & Bracing PCT con el entablado estructural sujetado del tamano apropiado. Restringe y arriostre permanentemente las cuerdas inferiores del Permanently restrain and brace the top chords of the PCT with PCT con techo de panel de yeso aplicado directamente o con filas properly sized and attached structural sheathing. de restricci6n lateral instaladas a 10'en-centro al lado del tramo Permanently restrain and brace the bottom chords of the PCT de truss y arriostre diagonal instalado a intervalos no mayores de with directly applied gypsum board ceiling or with rows of lateral 20'al lado de la Ifnea de trusses, a menos qua se especifique to restraint installed at 10'on-center along the truss span and contrario, diagonal bracing installed at no more than 20' intervals along the Instale el entablado estructural, tabla de Iist6n con entablado run of trusses, unless otherwise specified. estructural, paneles de bloqueo, o tabla de borde(vea las figuras Install structural sheathing, ribbon board with structural sheathing, mas arriba)an los lugares de cojinetes del truss soportante de blocking panels, or rim board (see figures above)at the bearing la cuerda inferior como especificado por el disenador del edificio locations of bottom chord bearing PCT as specified by the building Para transferir las fuerzas laterales del diafragma a las parades designer to transfer lateral diaphragm forces to the shearwalls. cortantes. Install solid blocking directly beneath load Instale an sistema de bloqueo s6lido directamente debajo de las bearing columns to maintain load path through columnas soportantes para mantener la trayectoria de carga a traves floor to support below. del suelo pars soportar abajo. Strongbacking Strongbacking Strongbacking aumenta el desempeno de los trusses por limitar Strongbacking enhances truss performance el desvio diferencial entre trusses contiguos y reducir la vibraci6n. by limiting differential deflection between Utilice las siguientes pautas para instalarstrongbacking: adjacent trusses and reducing vibration. Use Solid bl Ill the following guidelines when installing Strongbacking: i Job Number: ! Publication printed or distributed 6yBuilders FirstSource with permission of the Struduial Building Components Association 2226798 (SBCA)and the Truss Plate Institute(TPI). • I i I i Use a minimum of 2x6(nominal)lumber oriented Use madera de 2x6 minimo(nominal)orientada con la cara- with the wide-face vertical. ancha vertical. Strongbacking shall be installed at_< 10'on El poste de soporte debe colocarse a s 10'en el centro con center with one row located near the midspan of una hilera ubicada en el medio vano de la armadura cuando sea posible. the truss when possible. -Sujete el strongbacking a cada truss. Sujete a los miembros Attach strongbacking to each truss.Attach to verticales o costras con un minimo de tres(3) 10d(0.13W.0) vertical webs or field-installed vertical 2x4s with a clavos. minimum of three(3) 10d (0.131x3.0")nails. La colocaci6n de postes de soporte debe ser continua. En caso de que deban cortarse, retirarse o modificarse, sera necesario Strongbacking shall be continuous. If required mantener la continuidad con las secciones adyacentes del to be cut, removed, or modified, continuity with the adjoining piso segun las especificaciones del disenador de los postes de floor sections must be maintained as determined by the designer soporte. Fije los extremos de cada hilera de postes de soporte a specifying the strongbacking.Attach the ends of each row of una pared u otro apoyo firme. strongbacking to a wall or other secure end restraint. -Refiera al Capitulo B7 de BCSI*,y terming las especificaciones del piso para information adicional con respecto a Refer to Chapter 137 of BCSI*, and finish flooring specifications strongbacking instalado para controlar el desvio y la vibraci6n. for additional information concerning strongbacking installed to -Muchos fabricantes de trusses incluyen una placa suplementaria control deflection and vibration. para asistira6n mas el contratista en la instalaci6n correcta de Many truss manufacturers include a supplemental 4C- strongbacking. o''4,- y tag to further assist the contractor in correctly _( f installing strongbacking. _ Carga de construction NO procede con la construccion hasta que toda la restricci6n lateral y arriostre diagonal es seguramente y apropiadamente en Construction Loading lugar. NO exceda las alturas maximas de mont6n en la tabla. m DO NOT proceed with construction until all lateral restraint and diagonal bracing is NUNCA sobrecargue grupos pequenos o trusses individuales. securely and properly in place. NO permite que montones de materiales se apoyen en las m DO NOT exceed maximum stack heights paredes, in table at right. NO deje caercar unos as de nin Maximum Stack Height � g g m NEVER overload small groups or for Material on Trusses materiales en los trusses. single trusses. Material Height Coloque la carga sobre Pantos m DO NOT lean stacks of Gypsum Board 12•(305um) trusses como sea posible con la materials against walls. dimensi6n mas larga perpendicular Plywood or OSB 16'(406 mm) los trusses. Asphalt Shingles 2bundles Coloque el material al lado de la m DO NOT drop loads of any material on trusses. ceereleBl«k 6'(203mm) pared soportante de cargas exterior Position load over as many trusses as possible with longest Clay Tile 3-0fileshigh o directamente sobre la pared dimension of material perpendicular to trusses. soportante interior. Place material next to outside load bearing wall or I Refiera al BCSI-B4*para mas informacion sobre directly over interior bearing wall. I cargas de construccion. Refer to BCSI-B4*for more information about construction loading. !��' Alteraciones ,- � NO torte, altere o perfore ningun miembro estructural Alterations de un truss a menos que este especificamente permitido en el Dibujo del Dise6o de Truss. m DO NOT cut, alter, or drill any structural member of a Trusses que han sido sobrecargados durante la truss unless specifically permitted by the Truss Design construccion o han sido alterados sin la autorizacidn Drawing. previa del Fabricante de Truss, pueden anular la garantia limitada del Fabricante de Trusses. Trusses that have been overloaded during Tambien refiera al BCSI-B5*Dano a los Trusses, construction or altered without the Truss Manufacturer's Modificaciones en la Obra y Errores de Instalaci6n. prior approval will render the Truss Manufacturer's limited warranty null and void. Refer also to BCSI-B5*Truss Damage, Jobsite Modifications& Installation Errors, Asr Job Number: Publication printed or distributed by Builders FirstSource with permission of the Structural Building Components Association 2226798 (SBCA)and the Truss Plate Inslitute(TPI). RIM i Special Conditions Condiciones especiales Attachment of residential decks to trusses requires the La sujeci6n de terrazas residenciales a los trusses requiere el use of a standard detail provided by the truss manufacturer or by a use de un detalle estandar provisto por el fabricante de truss registered design professional.An alternative is to use a free standing o un profesional registrado de diseno. El use de una terraza deck. independiente es un alternativo. Refer to SBCA Research Report, SRR No. 1408- Refiera al SBCA Informe de Investigaci6n—Attachment of 01,Attachment of Residential Deck Ledger to Metal _ Residential Deck Ledger to Metal Plate Connected Wood Plate Connected Wood Truss Floor Systems for :i Floor Systems para detalles especiales de bloquear y special blocking details and attachment requirements requisitos de sujetar.(sbcindustry.com). (sbcindustry.com). NO sujete la saliente de la terraza a borde de m DO NOT attach the deck ledger to 2x_ribbon list6n de 2x a menos que un detalle especial haya board unless a special detail has been provided by sido proporcionado por el disenadordel truss o el the truss designer or building designer. disenadordel edificio. 'Contact the component manufacturer to obtain the referenced document or consult a Registered Design Professional for more information on this subject. SBCA This document summarizes the information provided in Section B7 of the 20 Edition of Building Component Safety Information BCSI-Guide to Goad Practice for Handling,Installing,Restrainingng&Bracing of Metal Plate Connected Wood Trusses.Copyright©2004-2019 Structural Building Components Association and Truss Plate Institute.All Rights Reserved.This guide or any part thereof may not be reproduced in any form without the written permission of the 6300 Enterprise Lane•Madison,Wl 53719 publishers.Printed in the United States of America. 608-274-4849•sbcindustry.com Job Number: Publication printed or distributed byBuilders FirstSource with permission of the Structural Building Components Association " y 2226798 (SBCA)and the Truss Plate Institute(TPI). i BIlFall Protection & Trusses Protection de Caida y Trusses Regulations on fall protection and erection/installation of Las regulaciones sobre protecci6n contra caidas y levanta- trusses in residential construction are contained in OSHA's miento/instalaci6n de entramados en construcci6n residen- Fall Protection Standard, 29 CFR 1926 Subpart M (the Stan- cial se encuentran en la Regulaci6n de Protecci6n contra dard). Section 1926.501(b)(13)of the Standard states in part: Caidas de OSHA, 29 CFR 1926 Subparte M(el Est6ndar). "Each employee engaged in residential construction activi- La secci6n 1926.501(b)(13) de la regulaci6n establece en ties 6 feet or more above lower levels shall be protected by parte: "Cada empleado que participe en actividades de con- guardrail systems, safety net system or a personal fall arrest strucci6n residential a 6 pies o mas por encima de niveles system..." inferiores deber6n estarprotegidos porsistemas de rampas de protecci6n, sistema de red de seguridad o on sistema de protecci6n personal para detenci6n de caidas..." Group of Trusses _ Sistemas de Entramama DANGER Any part of an inad- IPELIGRO! Cualquier pieza de on equately braced or sheathed sistema de entramado de techo o el piso group of roof or floor trusses apuntalado o forrado de forma inadecua- used as an anchorage point for da que se utilice Como punto de anclaje any type of personal fall arrest para cualquier tipo de sistema de protec- system is dangerous and will ci6n personal para detenci6n de caidas increase the risk of serious es peligroso y aumentar6 el riesgo de injury or death. lesiones personales de gravedad o la muerte. a WARNING Roof and floor trusses that are not properly iADVERTENCIA!Los entramados de braced per BCSI or sheathed techo y piso que no est6n correctamente are not able to resist lateral apuntalados seg6n BCSI o forrados no impact loads associated with pueden resistir cargas de impacto lateral falls.A falling worker attached asociadas con caidas. Un trabajador que to an inadequately braced sufra una caida y que est6 acoplado a group of trusses could cause on conjunto de entramados que no est6n all the previously set trusses apuntalados adecuadamente podria pro- to collapse in a domino effect. vocar que los entramados fijados previa- mente se colapsen con on efecto domin6. Refer to BCSI-B1*and BCSI-B2* r� for recommendations on proper bracing of trusses. - �— Refer to BCSI-1131* �' for recom- mendations on proper 14 hoisting of Q r trusses. Re&v—a e/reszimen BCS/-B>yBCS1-B2*para/as recommendations sobre to arriostre de trusses. 0 DANGER Do not walk on unbraced trusses. ° Consulte BCSI-B1*sobre recomendaciones para el levantamiento correcto de/os entramados. DANGER Do not stand on truss over- IPELIGRO!No Gamine sobre entramados no hangs until structural sheathing has been apuntalados. applied to the truss and overhangs. IPELIGRO!No se pare en voladizosdel braguero hasta que el revestimiento estructural se ha apli- cado a la armadura y voladizos. 611 Fall 200410 Job Number: Publication printed or distributed by Builders FirstSource with permission of the Structural Building Components Association 2226798 ISBCAI and the Truss Plate Institute ITPII. • I I I I IL DANGER Do not walk on trusses or gable end frames ly- IPELIGRO!No camine sobre entramados ni estruc- ing flat,they do not have the structural strength to support tunas de muro piton dispuestos horizontalmente ya a worker safely while oriented flat. que no poseen la resistencia estructural para poder soportar a un trabajador con seguridad con orientaci6n horizontal. F� Site-Specific Job Hazard Assessment Evaluacion de Peligros de Wabajos Fall protection and safety measures are jobsite and en Sitios Especificos building specific. The appropriate fall protection method La protecci6n contra caidas y/as medidas de seguridad must be determined through a site-specific job hazard son especificas para cada sitio de trabajo o edificio. El assessment (JHA) conducted by a qualified person (1) m6todo apropiado para la protecci6n contra caidas de- who can design, install, and use fall protection systems berg determinarse siguiendo una evaluaci6n de peligros and is authorized to correct any problems. The JHA is in- en el trabajo (JHA)especificos, realizados por una per- tended to assist in identifying risks and identify the least sona que est6 calificada (1)que pueda disenar, instalar hazardous way to install trusses for a particular job. y utilizar sistemas de protecci6n para caidas, y que este autorizada para corregir cualquier problems. La JHA Fall hazards identified in the JHA shall be addressed tiene el prop6sito de ayudar en la detecci6n de riesgos e with conventional methods whenever possible, including: identificar la forma menos peligrosa para instalar entra- guardrails, scaffolding, safety nets, personal fall arrest mados para un trabajo en particular. systems or catch platforms. Los peligros riesgos de caidas identificados en la JHA Employers must consider whether it is safer to design seran tratados con metodos convencionales siempre and install a safe work platform/system around a hazard. que sea posible;por ejemplo: rampas de protecci6n, andamiaje, cedes de seguridad, sistema de protecci6n ®WARNING All fall protection solutions come with their personal para detenci6n de caidas o plataformas de own inherent hazards during use. agarre. Los empleados deberan considerar si es seguro disenar AC�/;�il'UOG]Addressing fall protection hazards may be obvious, but other hazards must also be considered a instalar instal una plataforma/sistema de trabajo seguro nst lac de un peligro. when choosing the appropriate site-specific fall protec- tion systems.This includes: jA®VERTENCIA® Todas las soluciones de protecci6n 1. electrical hazards, including power lines; contra caidas vienen con sus propios peligros durante el uso. 2. projectile hazards while using pneumatic nail guns; jjC� La soluci6n de peligros para la protecci6n 3. tripping hazards from cords and bracing materials; contra caidas puede ser obvia, pero deberan consider- and, arse otros peligros al elegir los sistemas de protecci6n 4. lower level hazards, such as wall bracing, which some contra caidas apropiados para un sitio especifico. Esto fall protection systems do not protect against. incluye: 1. peligros de caracter electrico, como lineas de conduc- ci6n electrica; 2. peligros de objetos lanzados violentamente por el uso de engrapadoras neumaticas de tipo pistola; 3. peligros de tropiezos por cables y materiales de apunta lamiento;y, 4. peligros de niveles bajos, como un apuntalamiento de pared, contra to que no protegen los sistemas de protecci6n contra caidas. Job Number: Publication printed or distributed by Builders FirstSource with permission of the Structural Building Components Association 2226798 (SBCA)and the Truss Plate Institute(TPI). Fall Protection Equipment Installation Instalacion de Equipo de Proteccion 0 DANGER Individual trusses alone are NOT designed Contra caidas to SUPPORT fall protection equipment. IPELIGRO!Los entramados individuales por si solos NO estan disenados para SOPORTAR equipo de protec- The Contractor is responsible for the construction ci6n contra caidas. means, methods, techniques, sequences, procedures, programs, and safety in connection with the receipt, El contratista sera responsable de los medios de con- storage, handling, installation, restraining, and bracing strucci6n, los metodos, las tecnicas, las secuencias, los of trusses. procedimientos, los programas y la seguridad en to que se refiere a recepci6n, almacenamiento, manejo, insta- Refer to ANSI/ASSP Z359.2-2017, Minimum Require- laci6n, restricci6n y apuntalamiento de entramados. ments for a Comprehensive Managed Fall Protection Consulte ANSI/ASSP Z359.2-2017, Minimum Require- Program, for guidance in meeting minimum fall protec- ments fora Comprehensive Managed Fall Protection tion equipment installation and use requirements. This Program (Requisitos minimos para un programa com- standard refers to equipment only, and does not apply pleto de protecci6n contra caidas)si desea informaci6n to the underlying structure to which the equipment is para el cumplimiento de los requisitos minimos para la attached.(2) instalaci6n y use de equipo de protecci6n contra caidas. Esta norma se refiere a equipo solamente, y no es apli- A @MUVU@Kl While the equipment itself may resist the cable a la estructura subyacente a la que este acoplado forces generated by a falling worker, it is up to a quali- el equipo.(2) fied person to determine whether the building's struc- hQ29tOAN Aunque el equipo por si mismo puede tural system to which the fall protection equipment is resistir las fuerzas generadas por la caida de un tra- attached meets or exceeds this standard as well. bajador, es responsabilidad de una persona calificada determinar si el sistema estructural del edificio al que se Scaffolding acopla el equipo de protecci6n contra caidas cumple o Use of interior or exterior scaffolding as a fall arrest system supera est6 regulaci6n tambi6n. is permitted, but installation and use must adhere to the Andamiaje Standard requirements in 29 CFR 1926.500. Esta permittdo el use de andamiaje interior o exterior como sistema para detenci6n de caidas, pero la insta- laci6n y el use debera adherirse a los requisitos regula- torios descritos en 29 CFR 1926.500. _ Rampas de Proteccion '4 Se permite el use de rampas de protecci6n a to largo del perimetro del area de trabajo como sistema para detencion de caidas, pero la instalaci6n y el use de- beMn adherirse a los requisitos de la regulacion que se encuentran en 29 CFR 1926.500. Guard Rails Anclajes de Tejado Use of guard rails along the perimeter of the work area as a IADVERTEMtCIA!Apuntale completamente, seg6n fall arrest system is permitted, but installation and use must BCSI-Bl*y BCS/-B2*o forre los entramados, antes de adhere to the Standard requirements in 29 CFR 1926.500. instalar un anclaje de tejado para su use como sistema personal de restricci6n de caidas. La instalaci6n y el use Roof Peak Anchors debera adherirse a los requisitos regulatorios que se A WARNING Completely brace, per BCSI-B1*and BCSI- indican en 29 CFR 1926.500. B2* or sheath trusses, before IADVERTE1 CIA! installing a roof anchor for use Siempre es mas seguro as personal fall restraint system. forrar una secci6n (por Installation and use must adhere ejemplo, 3 o mas entra- to the Standard requirements in mados) del sistema de 29 CFR 1926.500. — tejado antes de instalar un anclaje de tejado para use WARNING It is always safest to sheath a como sistema personal de section (e.g. 3 or more trusses) of the roof restricci6n de caidas. La before installing a roof anchor for use as ' instalaci6n y el use deberA a personal fall restraint system. Installa- �` adherirse a los requisitos tion and use must adhere to the Standard regulatorios que se indi- requirements in 29 CFR 1926.500. can en 29 CFR 1926.500. Job Number: Publication printed or distributed by Builders FirstSource with permission of the Structural Building Components Association 2226798 (SBCA)and the Truss Plate Institute(TPI) In • • I i Alternative Fait Protection Plans Alternativos de Protection Contra Caidas After conducting a JHA, if the qualified person is able to demon- Despu6s de realizar una evaluaci6n JHA, si la persona cali- strate that conventional fall protection measures are infeasible(3) ficada es capaz de demostrar que las medidas convencionales or present a greater hazard(4)to a particular worker or the entire de protecci6n contra caidas son irrealizables(3)o presentan un crew, an employer may implement a written alternative fall protec- mayor peligro(4)para un trabajador en particular o la cuadrilla tion plan in compliance with residential construction fall protection entera, un empleador puede implementar un plan de protecci6n under 29 CFR 1926.501(b)(13). contra caidas alternativo por escrito en cumplimiento con 29 CFR 1926.501(b)(13)para protecci6n contra caidas en construcci6n The fall protection plan's alternative measures must apply to suf- residential. ficiently trained and experienced workers(5), and the plan must meet the requirements of 29 CFR 1926.502(k)and be site-specific. Las medidas alternativas del plan de protecci6n contra caidas The use of alternative measures shall be used in conjunction with deberan aplicarse a trabajadores suficientemente capacitados conventional fall protection systems(6), and the use of alternative y experimentados(5),y el plan deberi cumplir los requisitos de methods shall be as limited as possible. 29 CFR 1926.502(k)y ser especificas para cada sitio. El use de medidas alternativas se utilizara en conjunci6n con sistemas de Ground Assembly protecci6n contra caidas(6), y el use de m6todos alternativos Y sera to mas limitado posible. Pre-assemble a group of trusses on the ground.Fully laterally restrain and diagonally brace, per BCSI-B1*and BCSI-B2,*the bot- Montaje en el terreno tom chord and web member planes. Completely brace, per BCSI- Reafice ei montaje previo de un sistema de entramado en el B1*and BCSI-B2,*or sheath the top chord plane,for adequate terreno. Restrinja lateralmente por completo y apuntale diago- stability. Lift and set in place.This pre-assembled section may then nalmente la cuerda inferior y los pianos de la pieza de enrejado be used as an attachment point for personal fall restraint anchorage. segun BCSI-B1*y BCSI-B2.*Apuntale completamente, segun BCSI-Ell*y BCSI-B2,*o forre el plano de la cuerda superior, para conseguir la estabilidad adecuada.Alce y establezca en su lugar. Esta secci6n previamente montada puede utilizarse enton- ces como un punto de acoplamiento para anclaje de restricci6n /.,a • personal contra caidas. 1' • Definiciones aq1 Ba'o 29 CFR 1926.503 a 2 una persona ca az cualifrcada es uella que debe tener conoc(i'miento y aptitud para proporcionar capaci- taci6n a otros,en las areas siguientes:"la naturaleza de los peligros de calda en el area de trabajo;los procedimientos correctos para levantar, mantener,desmontar a inspeccionarlos sistemas de proteccidn contra Definitions caidas a utilizarse;el use y la operaci6n de sistemas de rampas de (1)Under 29 CFR 1926.503(a)(2),a competent,qualified person is one protecci6n,sistemas personates para detenci6n de caidas,sistemas de who should have knowledge,and be able to provide training to others,in redes de seguridad,sistemas de lineas de advertencias,sistemas de g p 9 monitoreo de seguridad,zonas de acceso controlado y otra protecci6n the following areas:"the nature of fall hazards in the work area;the cor- a utilizarse;la funci6n de cada empleado en el sistema de monitoreo de rect procedures for erecting,maintaining,disassembling,and inspecting seguridad cuando se utilice este sistema;las limitaciones sobre el use de the fall protection systems to be used;the use and operation of guardrail equipos mecanicos durante la realizaci6n de trabajo en tejados de baja systems,personal fall arrest systems,safety net systems,warning line pendiente;los procedimientos correctos para el manejo y almacenamien- systems,safety monitoring systems,controlled access zones,and other to de equipo y materiales,y la construccOn de protecci6n superior;y la protection to be used;the role of each employee in the safety monitoring fund6n de los empleados en planes de proteccldn contra caidas system when this system is used;the limitations on the use of mechanical (2)El comentario E5.4.2.2 de ANSI/ASSP Z359.2-2017 establece, "El equipment during the performance of roofing work on low-sloped roofs;the que no ea las clajess de carat sobre sta n columnas y sus soportes que no sean anclajes no se tratan en esta norms". correct procedures for the handling and storage of equipment and materi- (3)Segun 29 CFR 1926.500(b),irrealizable significa"que es imposible als and the erection of overhead protection;and,the role of employees in Ilevar a cabo el trabajo de construcci6n usando un sistema conventional fall protection plans." de protecci6n contra caidas(por ejemplo,sistemas de rampas de protec- (2)Commentary E5.4.2.2 of ANSI/ASSP Z359.2-2017 states,"The impact ci6n,sistema de red de seguridad o sistema de protecci6n personal para of fall forces on beams,columns and their supports other than anchorages detenci6n de caidas), o que es tecnol6gicamente imposible usar cualqui- are not addressed by this standard." era de estos sistemas para proporcionar protecci6n contra caidas". (3)Under 29 CFR 1926.500(b),infeasible means"that it is impossible to (4)29 CFR 1926.501(b)(2)(i)establece que, "hay una suposici6n de que es realizable y que no se crear6 un peligro mayor al implementar al perform the construction work using a conventional fall protection system menos uno de los sistemas de protecci6n contra caidas[indicados].Por (i.e.,guardrail system,safety net system,or personal fall arrest system) consiguiente,el empleador tiene la responsabilidad de establecer que or that it is technologically impossible to use any one of these systems to es apropiado implementar un plan de protecci6n contra caidas que se provide fall protection." adhiera a 1926.502(k)para una situaci6n particular en el lugar de trabajo, (4)29 CFR 1926.501(b)(2)(i)states,"there is a presumption that it is en lugar de implementar cualquiera de esos sistemas". feasible and will not create a greater hazard to implement at least one (5) 29 CFR 1926.503(a)(1)establece que, "El empleador se obliga a of the[listed]fall protection systems.Accordingly,the employer has the proporcionar un programs formativo para cada em leado que pueda burden of establishing that it is appropriate to implement a fall protection estarexpuesto a nesgos de caidas.El programa Tel empleador permitira a cada empleado ender reconocer los peligros de caidas y c atara plan which complies with 1926.502(k)for a particular workplace situation, a cada empleado en los procedimientos a seguir para mintmiiz azar estos in lieu of implementing any of those systems." peligros". (5)29 CFR 1926.503(a)(1)states,"The employer shall provide a training (6)Segun 29 CFR 1926.501(b),(13)los sistemas convencionales de program for each employee who might be exposed to fall hazards.The protecci6n contra caidas son:"sistema de rampas de protecci6n,sistema program shall enable each employee to recognize the hazards of falling de red de seguridad o sistema de protecci6n personal para detenci6n de and shall train each employee in the procedures to be followed in order to caidas". minimize these hazards." 'Contact the component manufacturer for more information or (6)Under 29 CFR 1926.501(b)(1 3),conventional fall protection systems consult a Professional Engineer for assistance. are:"guardrail system,safety net system,or personal fall arrest system." This document summarizes the information provided in Section B11 of the 2018 Edition(updated March 2020)of Building Component Safety Information BCSI-Guide to Good Practice for Handling,Installing,Restraining&Bracing of Metal Plate Connected Wood Trusses.Copyright©2004-2020 Structural Building Components Association.All Rights Reserved.This guide or any part thereof may not be reproduced in any form without the written permission of the publishers.Printed in the United States of America. SBCA 6300 Enterprise Lane•Madison,VUl 53719 608-274-4649•sbcindustry,com Job Number: Publication printed or distributed by Builders FirstSource with permission of the Structural Building Components Association 2226798 (SBCA)and the Truss Plate Institute(TPI). 1 B4Construction Loading Cargas de Construccion Construction loads are — Cargas de construccion son las those loads imposed on the cargas que esten impuestas a los edi- unfinished building as a result ficios incompletos como resultado del of the construction process. _ proceso de construccion. Cargas de Typical construction loads in- s ' construcci6n tfpicas incluyen el peso clude the weight of the work- de los trabajadores, el equipo y los ers,equipment, and building materiales de construccion, etcetera. materials, to name a few. For Porejemplo, un paquete de entablado example, a bundle of plywood contrachapado o tabla de yeso apila- sheathing or gypsum board dos temporalmente sobre los trusses stacked on trusses temporar- crean cargas de construccion. ily creates construction loads. Asegurese que el montaje del truss esta adecuadamente restrin- Make sure the truss assembly is properly restrained and braced gido y arriostrado segun las pautas en SCSI-Bl', BCSI-B2'y according to the guidelines in BCSI-B1', BCSI-1212`and BCSI-B7', BCSI-B7'antes de colocaralguna carga de construccion en la as applicable, before placing any construction loads on them. estructura. Solamente coloquen cargas de construccion arriba Construction loads shall only be placed on fully restrained and de estructuras cuales son restringidos y arriostrados completa- braced structures. mente. WARNING Stacking excessive amounts of construction iADVERTENCIA!Apilando cantidades excesivas de cargas materials on floor or roof trusses is an unsafe practice. Prop- de construccion sobre trusses de piso o techo es una practica erty damage, personal injury and/or death are possible if this peligrosa. Dario a la propiedad, herida personal y/o muerte son warning is not heeded. posibles si no se atiende esta advertencia. 0071"D Trusses that have been over-stressed due to construc- Los trusses que han sido sobrecargados debido a car- tion overloading will usually show excessive sagging(deflection) gas de construccion excesivas usualmente demuestran una des- and at least a portion of this deflection will remain after the load viaci6n excesiva,y por to menos una parte de esta desviaci6n se has been removed. In more severe cases, broken truss members quedara aun despu6s de que se haya quitado la carga. En casos and/or failed truss joints may result. mis severos, miembros quebrados del truss y/o junturas falladas pueden resultar. Construction Loading DO's and DON'Ts Que NACER y NO NACER Con Las Cargas DON'T stack materials on unbraced trusses. De Construccion NO apile materiales sobre trusses que no esten arriostrados. DON'T overload the trusses. NO sobrecargue los trusses. DON'T exceed stack heights listed in the table below. NO exceda la altura de mont6n indicada en la tabla que sigue. Properly restrain and brace trusses before stacking construction — materials on them.Refer Lateral Diagonal to BCSI-B1,BCSI-B2 and Maximum Stack Height for Material on Trusses'z Restraint Bracing BCSI-B7 for additional Maximua Altura de Mont6n para Material encima de los Trusses information. Material—Material Height—Altura Gypsum Board— Tabla de Yeso 12"— 12 pulgadas Plywood or OSB—Madera Contrachapada u OSB 16"— 16 pulgadas Asphalt Shingles— Teja de AsfaIto 2 bundles—2 paquetes Concrete Block—Bloque de Horming6n 8"—8 pulgadas Structural Clay Tile— Teja de Arcilla 3-4 tiles—3-4 azulejos Sheathing 1 This table is based on trusses designed with a live load of 40 psf or greater.For other loading conditions,contact a Registered Design Professional. :Limit stacking periods to approximately one week,unless alternative information is provided by the Building Designer,Truss Designer or Truss Manufacturer. 64ConstLoad 190501 Job Number: Publication printed or distributed by Builders FirslSource with permission of the Structural Building Components Association + 2226798 (SBCA)and the Truss Plate Institute(TPI). I �� I 00 distribute loads over as many SI distribuye cargas sobre el mayor numero de trusses que trusses as possible. Position stacks of -' l sea posible. Posicione perpendiculars los trusses los mon- materials flat with the longest dimension ' tones de materiales Ilanas con la dimension mas larga como perpendicular to the trusses, as shown. se indica el dibujo. NO permite que el monton se incline contra ninguna pared, ni apile materiales para que sobrecarguen uno u grupos pequenos de trusses. DON'T allow the stack to lean Si amontone materiales al lado de los soportes exteriores against walls, or stack materials so ® o directamente sobre los soportes interiores de estructuras they overload single or small groups que estan restringidas y arriostradas apropiadamente. of trusses. NO amonte los materiales en o cerca de la mitad del braguero. Nunca sobrepase alturas de monton indicadas �( en la tabla(vease la pagina 1)a menos que se proporcione uinformacion alternativa por el Disenador del Edificio, el Dis- DO stack materials along exterior enador del Braguero, o el Fabricante del Braguero. supports or directly over interior supports of properly restrained and NO deje caer cargas arriba de los trusses. El impacto puedo braced structures. danar los trusses aunque si sea pequena la carga. Note:Truss bracing not shown for clarity. SI deje materiales de construcccion encima del equipo de levantar hasta el momento de la instalacion, si es posible. DON'T stack materials at or near NO amontone materiales en un lugar que puede producir the midspan of the truss. Never inestabilidad como en voladiza, salientes o cerca de las exceed stack heights provided conecciones de trusses-a-travesano. in the table(see page 1) unless alternative information is provided NO apile teja de sobra y/o otros residuos de by the Building Designer,Truss construccion sobre los trusses. Designer or Truss Manufacturer. t9 DON'T drop materials on trusses.The impact can damage the trusses even if the weight of the material is light. CanUlever� A GlyderTruss (S) DON'T stack materials at locations DO leave construction materials on 00equipment until installation, if � DON'T pile cut-off tile and/or other that will produce instability, such as on liftingconstruction waste on trusses. cantilevers, overhangs or near truss- possible, to-girder connections. Contact the component manufacturer to obtain the referenced document or consult a Registered Design Professional for more information on this subject. This document summarizes the information provided in Section B4 of the 2018 Edition of Building Component Safety Information BCSI-Guide to Good Practice for Handling, Installing,Restraining&Bracing of Metal Plate Connected Wood Trusses.Copyright©2004-2019 Structural Building Components Association.All Rights Reserved.This guide or any part thereof may not be reproduced in any form without the written permission of the publisher.Printed in the United States of America. S BCA 6300 Enterprise Lane•Madison,WI 53719 608-274-4849•sbcindustry.com Job Number Publication printed or distributed by Builders FirstSource with permission of the Structural Building Components Association 2226798 (SBCA)and the Truss Plole Institute(TPI). Builders . FirstSource 20815 671"Avenue,Arlington,WA 98223 360-925-4155 Warnings: 1. READ ALL GENERAL NOTES AND WARNINGS BEFORE ERECTION OF TRUSSES. 2. BUILDER AND ERECTION CONTRACTOR MUST READ ALL GENERAL NOTES AND WARNINGS BEFORE ERECTION OR INSTALLATION OF TRUSSES COMMENCES. 3. COMPRESSION WEB BRACING MUST BE INSTALLED WHERE INDICATED BY ® ON THE TRUSS ENGINEERING. 4. ALL WIND AND SEISMIC FORCE RESISTING ELEMENTS, SUCH AS TEMPORARY AND PERMANENT BRACING, MUST BE DESIGNED BY THE DESIGNER OF THE COMPLETE STRUCTURE. ProBuild's Truss Division ASSUMES NO RESPONSIBILITY FOR SUCH BRACING. 5. NO LOAD SHOULD BE APPLIED TO ANY COMPONENT UNTIL AFTER ALL BRACING AND FASTENERS ARE COMPLETE AND AT NO TIME SHOULD ANY LOAD GREATER THAN DESIGN LOADS BE APPLIED TO ANY COMPONENT. 6. MITEK HAS NO CONTROL OVER AND ASSUMES NO RESPONSIBILITY FOR THE FABRICATION, HANDLING, SHIPMENT AND INSTALLATION OF COMPONENTS. 7.THESE DESIGNS ARE FURNISHED SUBJECT TO THE LIMITATIONS ON TRUSS DESIGNS SET FORTH BY THE TRUSS PLATE INSTITUTE IN "BCSI-B1 SUMMARY SHEET—GUIDE FOR HANDLING, INSTALLING AND BRACING OF METAL PLATE CONNECTED WOOD TRUSSES"A COPY OF WHICH IS ATTACHED. 8. DO NOT INSTALL DAMAGED OR BROKEN TRUSSES. 9. DO NOT CUT, ALTER OR DRILL ANY CHORD OR WEB MEMBER OF THE TRUSS. General Notes, Unless Noted Otherwise 1.TRUSSES DESIGNED TO SUPPORT LOADS AS SHOWN ON TRUSS ENGINEERING. 2.TRUSS DESIGN ASSUMES THE TOP AND BOTTOM CHORDS TO BE LATERALLY BRACED AT 2'-0"o.c.AND AT 10'-0"o.c. RESPECTIVELY UNLESS OTHERWISE NOTED. 3. 2X4 IMPACT BRIDGING OR LATERAL BRACING RECOMMENDED WHERE SHOWN BY ON THE TRUSS ENGINEERING. 4. INSTALLATION OF TRUSS IS THE RESPONSIBILITY OF THE RESPECTIVE CONTRACTOR. 5. TRUSS DESIGN ASSUMES TRUSSES ARE TO BE USED IN A NON-CORROSIVE ENVIRONMENT AND ARE FOR"DRY CONDITION"OF USE. 6.TRUSS DESIGN ASSUMES FULL BEARING AT ALL SUPPORTS SHOWN. SHIM OR WEDGE IF NECESSARY. 7. TRUSS DESIGN ASSUMES ADEQUATE DRAINAGE IS PROVIDED. 8. PLATES SHALL BE LOCATED ON BOTH FACES OF TRUSS AND PLATED SO THEIR CENTERLINES COINCIDE WITH JOINT CENTERLINES. 9. DIGITS INDICATE SIZE OF PLATE IN INCHES. 10. FOR BASIC DESIGN VALUES OF MITEK PLATE, INDICATED BY THE PREFIX"MII", SEE ICC ESR-1311. 11. THE MITEK NET SECTION PLATE HAS THE SUFFIX "HS",THE DESIGNATOR (18) INDICATES 18 GA. MATERIAL IS USED. ALL OTHERS ARE 20 GA. P:\jobs\orders\masters\OOITrussDesign\Docs\Commercial truss Submittal Forms\General Warnings.doc revised 8/6/2008 June 6, 2012 STANDARD BOLT TO SCREW -Fs SCREW L TRUSS CONNECTION DETAIL + Page 1 of 1 ,CONSULTING L L C Four ply girder trusses are to be connected together using the nailing schedule provided by Mitek 20/20 software. In addition to the nailing specified, 1/2" dia. bolts are to be used throughout the specified chords as indicated on the truss design drawing. In lieu of bolts, the Simpson SDW22638 screws may be used for assemblies between 6 3/16" and 6 3/8" thick. These screws are to be always installed in two rows spaced 24" o.c, from the loaded face of the truss in 2x 6 and larger chords (use one row in 2x 4 chords) as shown in the detail below, These connections are intended to provide clamping force to aid in allowing the four ply assembly to act as a unit and are not included in the calculation of ply to ply load transfer. ° o o 0 ° o 0 0 6"SCREW FROM LOADED FACE 24" `0 24" 24" 24' 12" SCREWS MAY ALSO 6E 24" STAGGERED AS SHOWN Please note that screws are not required from the back face. However, it is vitally important that the plies are tightly clamped together during the installation of the screws to prevent gaps between the plies. For trusses where screws are specified for the ply to ply connection instead of nails, the bolts called in the connection notes may be omitted. ED PR,Or�ss �tV r-n^ �PF ;t- .o'r wnsyi ra 4�a / 'n Mj r � REGON ,� `Q-� ,c k12,ZU/ 110 ,p�45►►'4 F P VA j� oNA RENEWAL DATE: /z1Vz'oj3 6/6/12 FEBRUARY 8, 2008 LATERAL BRACING RECOMMENDATIONS 1 ST-STRGBCK ® MiTek USA,Inc. Page 1 of 1 O0 . TO MINIMIZE VIBRATION COMMON TO ALL SHALLOW FRAMING SYSTEMS, 2x6 "STRONGBACK" IS RECOMMENDED, LOCATED EVERY 8 TO 10 FEET ALONG A FLOOR TRUSS. MiTek USA,Inc. NOTE 1:2X6 STRONGBACK ORIENTED VERTICALLY MAY BE POSITIONED DIRECTLY UNDER THE TOP CHORD OR DIRECTLY ABOVE THE BOTTOM CHORD. SECURELY FASTENED TO THE TRUSS USING ANY OF THE METHODS ILLUSTRATED BELOW. NOTE 2:STRONGBACK BRACING ALSO SATISFIES THE LATERAL BRACING REQUIREMENTS FOR THE BOTTOM CHORD OF THE TRUSS WHEN IT IS PLACED ON TOP OF THE BOTTOM CHORD,IS CONTINUOUS FROM END TO END, CONNECTED WITH A METHOD OTHER THAN METAL FRAMING ANCHOR,AND PROPERLY CONNECTED,BY OTHERS, AT THE ENDS. ATTACH TO VERTICAL INSERT WOOD SCREW THROUGH OUTSIDE ATTACH TO VERTICAL USE METAL FRAMING SCAB WITH(3)-10d NAILS FACE OF CHORD INTO EDGE OF STRONGBACK ANCHOR TO ATTACH WEB WITH(3)-10d NAILS (0.13t^x 3") 3" (DO NOT USE DRYWALL TYPE SCREWS) TO TOP CHORD (0.131"x "} ATTACH TO VERTICAL WEB WITH(3)-10d NAILS (0.131"x 3^) i BLOCKING BEHIND THE ATTACH 2x4 VERTICAL TO FACE VERTICAL WEB IS OF TRUSS. FASTEN TO TOP AND ATTACH TO CHORD RECOMMENDED WHILE BOTTOM CHORD WITH(2)-10d WOOD SCREWS .2 WITH TWO#12 x(. 16"DIAM.) NAILING THE STRONGBACK NAILS(0.131"x 3")IN EACH CHORD USE METAL FRAMING ATTACH TO VERTICAL ATTACH TO VERTICAL INSERT SCREW THROUGH OUTSIDE ANCHOR TO ATTACH WEB WITH(3)-10d NAILS SCAB WITH(3)-10d NAILS FACE OF CHORD INTO EDGE OF TO BOTTOM CHORD (0.131"x 3") (0,131"x 3") STRONGBACK(DO NOT USE DRYWALL TYPE SCREWS) D PROFESS ��5 �NGiNFFq �02 TRUSS 2x6 4-0-0 WALL BLOCKING J STRONGBACK (TYPICAL SPLICE) (BY OTHERS) I (BY OTHERS) 8920OP-E y� ,�OREGON p btu y 1211 t 15 j _1 LY EXPIRES:12/31/2015 THE STRONGBACKS SHALL BE SECURED AT THEIR ENDS TO ADEQUATE SUPPORT, DESIGNED BY OTHERS.IF SPLICING IS NECESSARY,USE A 4'-0"LONG SCAB CENTERED ON THE SPLICE AND JOINED WITH(12)-10d NAILS tj,3,�RR1LL 0 (0.131"x 3")EQUALLY SPACED. WAS11� `tjT ALTERNATE METHOD OF SPLICING: OVERLAP STRONGBACK MEMBERS A MINIMUM OF 4'-0"AND FASTEN WITH(12)-10d NAILS(0.131"x 3")STAGGERED AND EQUALLY SPACED. (TO BE USED ONLY WHEN STRONGBACK IS NOT ALIGNED WITH A VERTICAL) G�• E�C/8'PER�� .��' 1 2/1 112 0 1 5 �ss10NA I.C:t�V, Installation • - FIT Plated-Truss ' • Connectors General Notes This Guide Is For Simpson Strong-Tie'Structural Connectors Only! 1.See the current Wood Construction Connectors catalog for hanger catalog.Incorrect fastener quantity,size,type,material or finish may design information, cause connection failure. 2.The structural component manufacturer is the primary source of infor- 4. Install all fasteners before loading the connection. mation concerning the use of its products.Simpson Strong-Tie does 5.The hanger must be sized for the wood truss being used, not express and will not accept any responsibility for any manufac- tured wood component. 6. Multiple members must be fastened together to act as a single unit to 3.All specified fasteners must be installed according to the instructions resist the applied load. in this installation guide and current Wood Construction Connectors Fasteners Use only the specified size,type,and quantity of fasteners. 16d sinkers(0.148 x 31/4)may be substituted for 10d common nails(0.148 x 3). No other substitutions are permitted unless approved and specified by the Designer. SD Screw SD Screw SD Screw SD Screw '/;'xvarious 16tl #10x2'/i' #9x2'h" 8d N #10x1'/P #9x1'/z" lengths Common Sinker Common on 16dx2'/z' 10dx2'/z' Cammon 54A 10dx1'/i' 8dx1'/z' 0 TT n �I rn r i H rl I I 1'/z --I I� I� 6.161" 0.148" 0.131" 0.131" Fasteners are drawn to scale.Nail diameter assumes no coating.Screw diameter refers to shank diameter.See technical bulletin 21/Z ill I I �. T-NAILGUIDE for more information. 'III f -� � -� �- ► 0.161" 0.162" 0.148" 0.131" 0.131" 0.25" 3 3'/4 yl I� 0.148" 0.25" 3'/2 Double-shear nailing Shorter nails may 0.148" jam should use full length not be used as �0.162" common nails 4D double shear nails NEb e� ® �7r The Simpson Strong-Tie Strong-Drive®SD connector ®to ' screws and SIDS structural heavy-duty connector screws JILCt�� are the only screws approved for use with our connectors. This technical bulletin is effective until December 31,2017,and reflects information available as of June 1,2014. This information is updated periodically and should not be relied upon after December 31,2017;contact :fa ''' 11' Simpson Strong Tie for current information and limited warranty or see www.strangtie.com. ©2014 Simpson Strong-Tie Company Inc. • P.O.Box 10789,Pleasanton,CA 94588 WC-C-PTBI14 6/14 exp.12/17 i GuideInstallation i General Connector Installation Fastener Hole Shapes Q a O o o O Pilot Hole Round Holes Obround Holes Triangle Holes Diamond Holes All holes must be filled Used to provide easier nailing Provided on some products in addition Optional holes to temporarily Pilot Holes except for the THA access in tight locations. to round holes for additional load, secure connectors to the adjustable height hanger, Fasteners may be installed at Round and triangle holes must be filled member during installation. Tooling holes for an angle.Holes must be filled, to achieve the maximum load value. manufacturing purpose. No fasteners required. Double-Shear Proper Installation N ai I i n Truss shall bear completely on the connector seat,and the gap between the truss g end and the header(carrying member)shall not exceed Ye". Carried member O Carrying member / (2-ply shown) � I r , r oo r Double-Shear Nailing Top View 1 t (The nail is installed into the \%'max.gap between Gap between end carried truss and header) end of truss and of truss and carrying carrying member member too large Using a Standard Connector & Sloped Truss Girder truss _—Girder truss a,�ggrt Hun through end vertical Nail plates -"=-_- by others Dome Double-Shear =___=y Mono truss Double end XXXXXZ Nailing ?___== vertical o Standard non-sloped 0 o Simpson Strong-Tie° hanger-THGBH shown IlIkk Standard\ �� t:t Mono Simpson t�:2t truss Tab Double-Shear Nailing Strang-Tie®hanger �~ (Do not bend tabs except Celliop plane Ceiling plane where noted for straight nailing) Work point as required Nail plate by others Work point as required ` The Strong-Drive®SDW TRUSS-PLY and EWP-PLY Screws These 0.22"diameter,high-strength screws are designed specifically for fastening multi ply plated wood trusses,engineered lumber products and solid-sawn wood, MM from one side.See the latest Fastening Systems or the latest Wood Construction Connectors catalog for additional information. ©2014 Simpson Strong-Tie Company Inc. WC-C-PTBI14 6/14 exp.12/17 i I Installation Guide For Plated-Truss Connectors Adjustable Strap Hangers THA Series Minimum and maximum nailing options.See design information for correct installation option. For minimum nailing,straps must be bent over the top of the carrying member a minimum of 21/2"for the THA29 and 11/2"for the THA213. Fasteners(Quantity&Size) •O O Model Minimum Nailing Installation(rop Flange) Maximum Nailing Installation No. Carrying Member Carried Member Carrying Member Carried Member 0 THA29 Top:(4)-0.148"x3"Face:(4)-0.148"x3" (4) 0.148"x3"(slant) Face;(16) 0.148"x3" (4) 0.148"x3"(slant) ° THA213 Top:(4)-0.148"x3" (4)-0,148"x1%"(straight) Face:(14)-0.148"x3" (4)-0.148"x3"(slant) , ° Face:(2)-0.148'A" p • O p 0 c v e Typical THA29 Typical THA29 Minimum Nailing Maximum Nailing Installation Installation •, •• THA29 • o 0 • �ti • For minimum nailing only,tabs must be straightened so that ,lp nails can be driven straight. THA213 Adjustable Floor-Truss Hangers (THA and THAR/L) THAR/L has a standard skew of 45°.THAR/L straps must be bent over the carrying member a minimum of 21/2".THA straps must be bent a minimum of 2"for the minimum nailing installation. Fasteners(Quantity&Size) Model Minimum Nailing Installation(Top Flange) Maximum Nailing Installation No. Carrying Member Carried Member Carrying Member Carried Member THA418 Top:(4)-0.162"01/2" (6)-0.148"x3"(straight) Face:(22)-0.162"01/2" (6)-0.162"01/2"(slant) . Face:(2)-0.162"0/2" THA422/ Top:(4)-0.162"x3Y2" (6)-0.148"0"(straight) Face:(22)-0.162"x3Y2" (6)-0.162"61/2"(slant) THAC422 Face:(2)-0'.162"0/2" THA422-2/ Top:(4)-0.162"x3'12' (6)-0.162"01/2"(straight) Face:(30)-0.162"x31h" (6)-0.162"x3Y2"(slant) THAC422-2 Face:(4)-0.162"0/2" THAR/1_422 Top:(4)-0.148"0" (1)-0.148"x3"(straight) Top:(4)-0.148"x3" (1)-0.148"x3"(straight) Face:(2)-0.148"x3" (2)-0.148"01/2"(slant) Face:(8)-0.148"0" (2)-0.148"x11/2"(slant) ' Carrying Typical THA Typical THAC422 Member Installation with a Installation on 4x2 4x2 Floor Truss Wood Truss. THAL422 •�'' Carried Member ©2014 Simpson Strong Tie Company Inc. WC-C-PT8114 6/14 exp.12/17 i Installation Guide For Plated-Truss Connectors Truss-To-Wall and Valley Truss Connectors STC/STCT/DTC/HTC Slotted Truss Clips DTC STC Install slot nails in the middle of the slot. Allow Me"under slot nail heads for n movement of truss. o �- STCT Model Fasteners No. To Wall To Truss(Slot) STC (2)-0.131"x21/2" (1)-0.131"x21/2' HTC I I I Non-load hearing STCT (2)-0.131"x21/2" (1)-0.131"x21/2" I I Typical STC Installation with DS o DTC (4)-0.131"x21/2" (2)-0.131"x21/2" To allow vertical truss movement,nails HTC (6) 0.148"x3" (3) 0.148"x3" • should not be driven completely flush against the connector. TBE Truss Bearing TC Scissor Truss Connector Enhancer Install Nails At The Inside Of Slotted Holes And Do Not Set.` Must be installed in pairs. Fasteners: Install nails to allow horizontal movement Fasteners: TC24: of scissors truss Plate:(4)-0.148"x3" 1-ply truss: Truss:(4) 0.148"x3" ....... Plate:(10)-0.148"x1 Y2" �``` Truss:(10)-0.148"x11/2" 'TC26 and TC28: •; Plate:(6)-0.148"x3" 2 or more plies: Truss:(5)-0.148"x3" Plate:(10)-0.148"x3" Truss:(10)-0.148"x3" Two TBE 'Truss nails must be Typical TC24 installed with clinched on back side. Installation two-ply girder truss InstallationTBE Alternate VTCR Single-Sided, Valley-Truss Clip Field Adjustable To Slopes 0:12 Through 12:12. Pre-sheathed shearwall. Typical Bend tab along slot and nail Fasteners: VTCR one leg to top of the plate. Installation 1 Supporting Framing: ZZ (4)0.148"x3"or(4)49x21/2"SD connector screws Valley Truss: ` •.. f. o (3)0.148"x11/2"or(3)-#9x11/2"SD connector screws ..1 a c o p�\ \ a Valley t\ VTCFl Truss Roof Sheathing 0 og°00o VTCR o I I TBE6 Installed on Double 2x8 Top Plate Supporting Framing 3. ©2014 Simpson Strong-Tie Company Inc. WC-C-PTBI14 6/14 exp.12/17 Installation • Plated-Truss Connectors • Face- Mount Hangers LUS/MUS/HUS/HHUS/HGUS Series Carried Model Fasteners(Quantity&Size) Member No. Carrying Member Carried Member I o��•=aeao LUS24 (4)-0,148"x3" (2)-0.148"x3" • o=m o m o a= �i ° o ooaova= LUS26 (4)-0.148"x3" (4)-0.148"x3" a o 0 0 0 0 =oe LUS28 (6)-0,148"x3" (4)-0,148"x3" d LUS210 (8)-0.148"x3" (4)-0.148"x3" MUS26 (6)-0.1480" (6)-0.148"x3" Ii��I 1-PLY MUS28 (8)-0.148"x3" (8)-0.148"x3" ° I Typical LUS HUS26 (14)-0.162"x3l/2' (6)-0.162"01/2" Installation HUS28 (22)-0.162"01h" (8)-0.162"x3l/2' / y w LUS28 HUS210 (30)-0.162"x31/2" (10)-0.162"01/2" HGUS26 (20)-0,162"x31/z" (8)-0.162"x31/2' c o o OMUS28 HGUS28 (36)-0.162"0/2" (12)-0.162"x3'/2"HHUS26-2 (14)-0.162"x3'/2' (6)-0.1x3 62" '/2"HHUS28-2 (22)-0.162"x3'/2" (8)-0,162"x31/2'" c o 2-PLYHHUS210-2 (30)-0.162"x31/2" (10)-0.162"01/2"HGUS26-2 (20)-0.162"x31/2" (8)-0.162"x31/2" o HGUS28-2 (36)-0.162"x31h" (12)-0.162"x31h" HGUS28-2HGUS210-2 (46)-0.162"x3'h" (16)-0.162"x31/2"HGUS26-3 (20)-0,162"x31/2" (8)-0,162"x31/2"3-PLY HGUS28-3 (36)-0,162"x31/2" (12)-0.162"x31/2" HGUS210-3 (46)-0,162"x31/2" (16)-0.162"x3'/2" s HHUS210-4 (30)-0.162"Oh" (10)-0.162"01/2" r HGUS26-4 20 -0,162"x31/2' 1 r' • / s 4-PLY HGUS28-4 (36)-0.162"01/2" (12)-0.162"x31h'" Q HGUS210-4 (46)-0.162"01/2" (16)-0.162"01/2" HUS210 HGUS212-4 (56)-0.162"x31h" (20)-0.162"x3'/2" (HHUS similar) - HGUS214-4 (66)-0.162"x31h" (22)-0.162"x31/2" � (8) 0.162"x31/z' (8) 0.162"x31/2"HUS410 /A`'='' M Double Shear Nailing 4X HHUS410 (30)-0.162"x3Y2" (10)-0.162"01/2" HUS410 Top View HTU Series Min.Nailing-Fill Round Holes Max.Nailing-Fill Round and Triangle Holes Minimum and maximum nailing options.See design information for ° correct installation option. •• Carrying • Member Carried Fasteners(Quantity&Size • • . ` Member Carried Model ( � ) y Member No. Carrying Member Carried Member ••� HTU26 (20)-0.162"x3'/2" (Min:14)/(Max:20)-0.148"x11/2" ' .• ° t. 1-PLY HTU28 (26)-0.162"x3'/2' (Min:14)/(Max:26)-0.148"x11/2' �r'� c'o a$ HTU210 (32)-0.162"x31/2" (Min:14)/(Max:32)-0.148"x11/2' t+'" p°I 0 0• HTU26-2 (20)-0.162"x31h" (Min:14)/(Max:20)-0.148"x3" 2-PLY HTU28-2 (26)-0.162"01/2' (Min:14)/(Max:26)-0.148"x3" HTU26 HTU210-2 (32)-0.162"01/2' (Min:14)/(Max:32)-0.148"x3" Typical HTU26 Minimum Nailing Installation ©2014 Simpson Strong-Tie Company Inc. WC-C-PTBI14 6/14 exp.12/17 Installation Plated-Truss Heavy-Girder Truss Hangers I THGB/THGBH/THGW & THGQ/THGQH Series i-�g- �B;A•—� THGB uses Simpson Strong-Tie'D Strong-Drive"SDS Heavy-Duty Connector Screws(1/4"x3"or 41/2")or bolts into the carrying member.Refer to design informa- tion for correct fastener type. Pre-drill for bolts a maximum of Y16'larger than bolt a_,.— ��Asize.THGQ and THGQH use all SDS screws(supplied with hanger).Minimum and H '• H maximum fastening options—see design information for correct installation option. Carried Model Fasteners(Quantity&Size)Member No. Carrying Member Carried Member (19)-SDS 1/4"0"or THGB2 (10)-0.148"x3"(4) 3/a"MB � CW", ti� Wy its THGBH2 8)-3/4"MB (10)-0.148"xY THGQ2-SDS3 THGQH2-SDS3 THGQH3-SDS4.5 2-PLY THGQ2 SDS3 2x6 vert:(22)-SDS 1/4"x3" (Min:10)/(Max:14) (THGQ3-SDS4.5 Similar) (THGQH4-SDS6 Similar) 2x8 vert:(28)-SDS 1/4"6" SDS 1/4"x3" THGQH2-SDS3 2x6 Vert:(18)-SDS 1/4"x3" (Min:12)/(Max:26) 2x8 vert:(28)-SDS 1/4"0" SDS 'ANT' (19)-SDS 1/4"x41/2"or °'• F 0 THG83 (4) 3/4"MB (10) 0.148"x3" o o °o°00 00 000 THGBH3 (8)-3/4"MB (10)-0.148"x3" o THGW3 3-PLY THGW3 (8)-3/4"MB (10)-0.148"x3" o o°� o o — THGQ3-SDS4.5 2x6 vert:(22)-SDS 1/4"x41/2" (Min:10)/(Max:14) ° 0 °°o 2x8 vert:(28)-SDS'AN41/2" SDS 1/4"x41/s" _ THGB2 THGBH3 2x8 vert:(32)-SDS 1/i'x41/2" (Min: /(Max:26) (THGB3 O e (THGBH2& THGQH3 SDS4.5 2x10 vert:(38)-SDS 1/4"x41/2" SDS 1/4"x41h" Similar) THGBH4 Similar) THGBH4 (8) 3/a"MB (10) 0,148"x3" j 4-PLYLT THGW4 (8)-3/4"MB 10 -0.148"x3" GQH4 SDS6 2x8 vert:(34)-SDS 1/4"x6" (Min:12)/(Max:26) 2x10 vert:(40)-SDS 1/4"x6" SDS'/4"x6" 1.MB(machine bolts)refer to A307 Grade A through bolts(not lag screws). f Carrying Note:Hold end Min.2x6 THGB_. member 2.Machine bolts in THGB and THGBH hangers shall be installed with a nut �2xe min min 2xe THGBH and standard cut washer on the side opposite the hanger. verticals ba . .ck to account for back .'. 2 ;MB bobs plate and screw/\, may he required • •� bolt heads +1 2'/"MB bolts •• (check design as required p .0° information) (check design information) ti i 0 9 ° Carried ee member s 117N(Max.Bottom) chord depth) Typical THGQ2-SDS3 Typical THGQH3-SDS3 Typical THGW3-3 Typical THGB2 Installation Installation Installation Installation H G U Q Series Carried Model Fasteners(Quantity&Size) Member No. Carrying Member Carried Member Strong-Drives SDS screws supplied with hanger. No pre-drilling required. HGU026-2-SDS3 (12)-SDS'ANY (4)-SDS 1/4"x3" 3 ply 2-PLY HGUQ28-2-SDS3 (20)-SDS 1/4" Y (6)-SDS 1/4"x3" HGUQ210-2-SDS3 (28)-SDS''/4"x3" (8)-SDS 1/4"0" 4 Note:Fasteners must HGU026-3-SDS4.5 (12)-SDS I/4"x41/2" (4)-SDS 1/4"x41/2" not protrude through 3-PLY HGU028-3-SDS4.5 (20)-SDS'AN41/2" (6)-SDS'/4"x41h" back of the girder HGU0210-3-SDS4.5 (28)-SDS Y4"x4'/2" (8)-SDS 1/4"x41/2" iiii4• °s° 2 ply ;� �/ �� H00026-4-SDS6 (12)-SDS'/4'"x6" (4)-SUS'/4"x6" 3"SDS 4-PLY HGUQ28-4-SDS6 (20)-SDS'/a"x6" (6)-SDS 1/4"x6" Typical HGUQ Installation HGUQ210-4-SDS6 (28)-SDS 1/4"x6" (8)-SDS''/4"xG" ©2014 Simpson Strong-Tie Company Inc. WC-C-PTB114 6/14 exp.12/17 Installation GuideFor • • —Truss Connectors Skewed and Field-Skewable Hangers SUR/L & HSUR/L Standard 45'skew. Carried Model Fasteners(Quantity&Size) Member No. Carrying Member Carried Member o I SUR/1-24 (4)-0.162"0/2" (4)-0.148"x11/2" Y 1-PLY SUR/1_26 (6)-0.162"0'/2" (6)-0.148"x1 Yz" i,,i SUR/1-210 (10)-0.16701/2' (10)-0.148"x1 i/2" (% 45°°�� i. HSUR/L26-2 (12)-0.162"x31/2" (4) 0.162"x21/2" .I — Typical SUL Installation 2-PLY 1 HSUR/L210-2 (20)-0.162"x3/2" (6)-0.162"x2/2" with Square Cut Joist HSUR SUL (HSUL similar) THASR/L ' 22'/2'skewed,field skewable from 221/2'to 75'.For 45'floor truss o hanger,see THAR/L Adjustable Strap Hanger, Carried Model Fasteners(Quantity&Size)" Member No. , ;'t. 0if��i��ii� 0 Q Carrying Member Carded Member � Top:(4)-0.148"x3" 1 PLY THASR/L29 Face:(6)-0.148"x3" (6) 0.148"x1%" �� (2)2x6 Min. THASL29 2-PLY THASR/L29-2 Top:(4)-0,148"xY (6)-0.148"xl%" Typical THASL29 Face:(8)-0.148"x3" Designer may specify #9x1 1/z"or#9x21h" Carried—► Installation 4X THASR/1_422 Top:(4)-0.148"x3" (8)-0.148"x3" SD Connector screws in Member (L in model name=Left, Face:(4)-0.148"x3" place of 1 t/2"and 3"nails. R in model name=Right) INSTALLATION1 1' I Align back edge of canied member e I a with the sbtted Ihoks the acute side x Rotate acute R side to J desired angle t Step 1:Install Step 2:Utilizing a piece of Step 3:Bend the obtuse side of Step 4:Install joist/truss acute side top scrap fastened to the hanger the hanger back toward the header and install the carried and/or face header (on obtuse side only),bend the until the narrow nailing flange lies flat member fasteners on fasteners. hanger along the acute side against the header,and install obtuse the obtuse side and bend line to the desired angle. side header top and/or face fasteners. seat only. TJC37 Carrying Member Field skewable from 0'to 671/2°.Bend one time only.Minimum and maximum nailing options(check design information). Fasteners: Carried Member: • • Carried • e Min:(4)-0.131"x1 I/2" Member�� Max:(6)-0.131"x11/2" • a°'"►ea' ° ' Carrying Member: • • 0°-671/z° Min:(4)-0.131"x11/2" ''""! "- - "" - Max:(6)-0.131"xl 1/2" TJC37 a Top View Installation Typical TJC37 Installation ©2014 Simpson Strong-Tie Company Inc. WC-C-PTBI14 6/14 exp.12/17 1 Installation Guide For Plated-Truss Connectors • Multiple-Truss Hangers THJA26/LTHJA26 - THJA26 11�� i-ter-- °� • US Patent Fasteners(Quantity&Size) _ 5,253,465 Model Carried Member No. Carrying - - Member Hip Jack ti Carrying Member THJA26 (20)-0.162"01/2" (6)-0.148"x11/2"1(4)-0.148"x1'/2" —3 ____ .—i LTHJA26 LTHJA26 (20)-0.148°x3° (7)-0.148"x1'/2" (4)-0.148"xl US Patent .Ty 5,253,465 ' it 1.For the LTHJA26,one 0.148x11h nail must be installed into the Working bottoin of each hip through bottom of hanger seat. Point Top View Hip Left Hand Hip Installation Typical THJA26 Installation ink (LTHJA26 Similar) THJU26/THJU26W + � 1 h•Ty4 Working Min. Fasteners(Quantity&Size) Point y i Model Heel Carr In Carried Member L u•N0' Height Membegr THJU26-W Top View Hip Jack 2-Ply Hip/2-Ply Jack THJU26 3'/2' (16)-0.148"x3" (4)-0.148"0" (4)-0.148"0" THJU26 Installation r 5'/V (16)-0.148"x3" (7)-0.148"0" (7)-0.148"x3" 3'/2" (16)-0.148"x3" (4)-0.148"x3' (41)4148"0" V THJU26-W 5'/z (16)-0.148"x3" (7)-0.148"x3° (7)-0.148"x3" THJU26 Top Viewi°Typ, Right Hand HipWorking InstallationPoint Typical THJU26 Installation MTHMQ/MTHMQ-2 4y MV 63/'MiHM1W 2 Right-or Left-Hand Hip Installation ° o (Two-Member Connection) _. Fasteners ° ° o 7 Min. o c Model Carrying 3 Carrying Hi Jack 0 °° i Member Member p ° o _ MTHMQ-SDS3(Min) (2)-2x6 10-SDS'/a"x3" 4-SDS'/a"x3" 1-SIDS'/a"x3" =- • -'• =- MTHMO-SDS3(Max) (2)-2x8 14-SDS' "0" 4-SDS'/d"0" /4 1-SDS' "x3" ''� a�`/4 �` • " FMTHMO-2-SDS3(Min) (2)-2x6 12-SDS'/4'"x3" 5-SDS'/4"x3" 1-SDS 1/4"0" 3Ms MTHMo .£;g IW MTHMQ-2 MTHMO-2-SDS3(Max)I (2)-2x8 16-SDS'/4"x3" 5-SDS'/4"x3" 1-SDS/4"0" MTHMQ-SDS3 Terminal Type Installation (MTHMQ-2-SDS3 similar) (Three-Member Connection) Fasteners Min. sdrro rW ura s�,�nwnv v. MKIM Model No. Carrying Car in Hi S ";0111 v�»°n M (MTnMn, ,v.�,, ; wn4,ia Member23 Carrying p s Jack z-ryylli rea 1. �,1 z-ryNo n Sing My Member Ota (MrrHMn-2) lumMa-2) [/ uTnMn1 (TYP, t+W/Ply •(Tyl') sNM1. �rfn.l MTHMQ-SDS3(Min) (2)-2x6 10-SDS'/4"x3" 8-SDS'/4"x3" 1-SDS'/4"x3" MTHMQ Top View MTHMQ-2 Top View MTHMQ-SDS3(Max) (2)-2x8 14-SDS'/4"x3" 8-SDS'A'W" 1-SDS'/4"x3" MTHMQ Top View Terminal Installation Terminal Installation MTHMQ-2-SDS3(Min) (2)-2x6 112-SDS 1A.1x3" 10-SDS'/4"0" 1-SDS'/4'W" Left Hand Hip without Center with Center Installation Common Jack Common Jack MTHMQ 2 SDS3(Max) (2)2x8 116 SDS'/4"x3"110 SDS'/a"x3" 1 SDS'/4"x3" (MTHMO-2 similar) (MTHMQ-2 similar) (MTHMQ similar) 0 2014 Simpson Strong-Tie Company Inc. WC-C-PTBI14 6/14 exp.12/17 i Gufa de r Conectores Para cerchas • _ ' 1 } de placas dentadas Notas generales lEsta guia solamente se aplica a los conectores estructurales Simpson Strong-Tie'! 1. Vea el catalogo actual de conectores Para construccion con madera para Para construccibn con madera.La cantidad,el tamano,tipo,material o informacion score el diseno del soporte. acabado incorrecto del sujetador puede causar una falla en la conexion. 2. El fabricante del componente estructural es la fuente principal de informacion 4. Instale todos los sujetadores antes de cargar la conexion. con respecto al use de sus productos.Simpson Strong-Tie no expresa ni acepta ninguna responsabilidad por ningun componente de madera 5. El soporte debe ser del tamano correcto Para la cercha de madera que se esta manufacturado. utilizando. 3. Todos los sujetadores especificados deben instalarse de acuerdo con las 6. Los elementos multiples se deben unir Para que actuen coma una unidad y instrucciones de esta guia de instalacibn y en el actual cat6logo de conectores Para que puedan resistir las cargas aplicadas. Sujetadores Utilice solo of tamano,el tipo y la cantidad especificada de sujetadores.Los perforadores 16d(0,148 x 3V4)pueden sustituirse por clavos comunes 10d(0,148 x 3). No se permiten otras sustituciones,excepto que esten aprobadas y especificadas por el proyectista. Tornillo SD Tornillo SD Tornillo SD Tornillo SD 1/4"x diversas Comb ComOn #10x21/2' #9x21/2' Comfin N54A #10x11/z' #9x11/z' longitudes 16d Per orador 10d 16dx21/2' 8d 10dx11/2' 8dx11/z" 0 ' I I m - n I T rn 11/2 -► .--► Imo--► �---t.l I.- _ 0.161" 0.148" 0.131" 0.131" _ Los sujetadores se dibujan a escala.El d0metro del clavo no incluye el revestimiento.El d0metro del tornillo se refiere al didmelro del v2stago. 2�2 Consulte el boletin Mcnico T-NAILGUIDE ara mAs informacidn. 1 P 0.161" 0.162" 0.131" 0.131" 0.25" 3 -► I.t- -� f 3 4 0.148" En el clavado cruzado, 0.25" 31Y2 �I I� a se deben usar clavos Los clavos m6s cortos 0.148 comunes de largo no pueden usarse coma completo. clavos cruzados. 0.162" g��N E�4• Los tornillos conectores SD Strong-Drive'•Simpson Strong-Tie y los • fD m • tornillos Para conectores estructurales SIDS de alta resistencia son no Qa los unicos aprobados Para su use con nuestros conectores. ryAPE IO Este boletfn Mcnico Ilene vigencia haste ei 31 de diciembro de 2017 y c ontiene informacion disponible desde el 1 de junco de 2014. Este informacion se actualiza peri0dicamente y no deberia ser tomada en cuenta despu2s del 31 de diciembre de 2017.Comuniquese 800-999-5099 con Simpson Strong-Tie Para obtener informacion actuailzada y Para conocer la garantia limitada o visite vnwv.strongtie.com. www.strongtie.com 0 2014 Simpson Strong-Tie Company Inc. • P.O.Box 10789,Pleasanton,CA 94588 WC-C-PTBI14 6/14 exp.12/17 i i GUia de instalaci6nde conectorespara de • • r dentaidas Instalacio" n general de conectores Formas de los orificios de los sujetadores 9 0 L O a o S� ) y/ , Olificio de prudba Orlficios redondos Orificios rectangulares redondeados Orlilclos triangulares Orificios on combo Todos los orificios se deben Se utilizan para proporcionar un Ofrecido con algunos productos,adem6s Son oriflcios opcionales rellenar excepto cuando se acceso de clavado f6cil en un lugar de con orificios redondos,pare resistir que se utilizan durante la Odflcios piloto utllice el soporte de altura estrecho.Los sujetadores pueden cargas adicionales.Los orificios redondos instalaci6n pars sujetar Orifcios de maquinado pare ajustable THA. instalarse an 6ngulo.Se deben y triangulares deben rellenarse pare temporalmente los prop6sitos de fabricaci6n. rellenar los orificios. alcanzar at valor de carga m6ximo. conectores al elemento. No se requieren sujetadores. Clavado Instalacion correcta cruzado La cercha debe apoyarse par completo sabre el asiento del conector,y el espacio entre el extremo de la cercha y el travesano(elementos portantes)no puede superar'A". Elemento/lportado Elemento portante ` /(Se muestra uno de dos pliegues) r i i, r r r r Vista superior del ' clavado cruzado r (Se coloca el clavo en la cercha portada Separaci6n m5xirna do Va" La separaci6n entre el y an el travesarto) entre el extremo de la viga extreme de la viga armada armada y el elemento portante y el elemenlo portante as demasiado grande Uso de conector estandar y cercha con pendiente Viga de armadura .—Viga de armadura Atrauesar vertical del extreme Clavarplacas una al lado de la otra Clavado cruzado en demo ====== Monoviga ------ m Vertical de extreme doble -� �- Soporle coloante Simpson o o Slrono•TtoOesOndarysin Inclinacidn-Se muesio ♦♦ �� _ THGBH Conector Estdndar De Morlovlga Clavado cruzado en pestana Simpson Strong-Tie' Z2r (No doble as;pestarias excepto Piano del cielorraso cuando s Ii e Indique con clavado PWno del cielorraso du al Punta de irahajo Cl placas una ` segun sea necesario al lade de la otra Punta de Irabajo Begun sea necesarle Tornillos SDW TRUSS-PLY y EWP-PLY de Strong-Drive® Estos tornillos de alta resistencia de 0,22"de di6metro fueron disenados especificamente para sujetar cerchas de madera de places dentadas con varies capes,productos fabricados con maderas especialmente disenadas y maderas aserradas s6lidas,par un lado.Para m6s informaci6n,vea el ultimo cat6logo de Sistemas de sujeci6n o de Conectores pare construccion con madera. ©2014 Simpson Strong-Tie Company Inc. WC-C-PTBI14 6/14 exp.12/17 I Guia • ' instalaci6n de conectorespara cerchas de placas dentadas ij Soportes colgantes ki , _ ' , r con correas ajustables • Serie THA Opciones de clavado mfnimo y maximo.Consulte la informaci6n de diseno para determiner la opci6n de instalaci6n corrects. En el case del clavado mfnimo,las correas se deben doblar score la parte superior del elemento portante con un mfnimo de 21h"para THA29 y de 11/2"para THA213. Elementos de sujeci6n(cantidad y tamano) e p Modelo N e Instalaci6n de clavado mfnimo(brlda superior) Instalacion de clavado maximo Elemento portante Elemento portado Elemento portante Elemento portado THA29 Porte superior:(4)-0.148(4)-0."x3"148"x3" Cara: (4)-0.148"x3"(inclinado) Cara:(16)-0.148"0 (4)4,148"x3"(inclinado) i ° e THA213 Parte superior: 4)-0.148"x3" -0.l48"xl'h"recto Cara: 14-0.148"x3" -0.148"x3"inclinado (I Cara:(2)-0.148"x3" O ( ) ( ) O ( ) fir; Ilp , 0 e Instalacion tipica Instalacion tfpica / p o de clavado de clavado mfnimo THA29 maximo THA29 THA29 I• e i Onicamente en el case de clavado 0 mfnimo,se pueden enderezar las lengbetas de mode quo los clavos puedan clavarse an forma recta. THA213 Soportes colgantes para las vigas de piso ajustables (THA y THAR/L) THAR/L tiene un sesgo estandar de 45°.Las correas THAR/L se deben doblar per encima del elemento portante un mfnimo de 2 Y2".Las correas THA se deben doblar un inhimo de 2"para la instalaci6n con clavado maximo. Elementos de sujeci6n(cantidad y tamano) Modela Instalacion de clavado mfnimo(hrida superior) Instalacion de clavado maximo N.e Elemento portante Elemento portado Elemento portante Elemento portado THA418 Parte superior:(4)-0.162"x3'h" Cara:(2)-0.162"x3'/2' (6)-0.148"x3"(recto) Cara:(22)-0.162"x3Yz" (6)-0.162"x3'h"(inclinado) THA422/ Parte superior:(4)-0.162"0'/" (6)-0.148"x3"(recto) Cara:(22)-0.162"x3'/2" (6)-0.162"x3'/2"(inclinado) THAC422 Cara:(2)-0.162"x3Yz" THA422-2/ Parte superior:(4)-0,162"x3'h" 6-0.162"x3'/i' recto Cara: 30 0.162"x3'/" THAC422-2 Cara:(4)-0.162"x3'/2" O (recto) ( ) (6)-0.162"0/2"(inclinado) THAR/L422 Parte superior:(4)-0.148"x3" (1)-0.148"x3"(recto) Parte superior:(4)-0,148"0" (1)-0.148"x3"(recto) Cara:(2)-0.148"x3" (2)-0.148"x11h"(inclinado) Cara:(8)-0.148"x3" (2)-0.148"x1'h"(inclinado) Elemento Instalacion Instalacion /portante THA tipica THAL422 tfpica con una o solere viga armada o de madera de 4x2 r viga de piso o- de 4x2 THAL422 Elemento --- ` ��' portado - F _ ©2014 Simpson Strong-Tie Company Inc. WC-C-PTBI14 6/14 exp.12/17 Guia de instalaci6n de conectores para cerchas de placas dentadas Conectores de cercha de limahoya y a pared Abrazaderas ranuradas para cerchas DTC STC STC/STCT/DTC/HTC Instale los clavos de ranura en el medio de la ranura. c S Deje Y,a"debajo de las cabezas de los clavos en las � ranuras pare permitir el movimiento de la cercha. Medelo Su]etaderes srcT N.0 A la pared A la cercha(ranura) STC (2)-0,131"x2'/2" (1)-0,131"x2'/a" HTCJ M sin carga STCT (2)-0,131"x2'h" (1) 0,131"x2/2" I Instalaci6n tipica de STC con DS DTC (4)-0,131"QI/2" (2)-0,131"x21/2" o \ Para permitir el movimiento vertical de la cercha, o los clavos no se deben inserter completamente a HTC (6)-0,148"x3" (3)-0,148"x3" nivel contra el corrector. Refuerzo pare soporte Conectores para cerchas de tijeras TC decercha Coloque los clavos on el interior de los orificios ranurados y nos los fije.' TBE Sujetadores: Instalar los clavos para permitir TC24: el movimiento horizontal de la Se debe instalar en pares. viga estilo tijeras Sclera:(4)-0,148"x3" Sujetadores: Cercha:(4)-0,148"x3" "�� Cercha de 1 capa: . Solera:(6)-0,148"x3" Solera:(10)-0,148"x11h" Cercha:(5)-0,148"x3"' Cercha:(10)-0.148"xl112" .' 2 capas o m3s: ' Instalaci6n Solera:(10)-0,148"x3" Dos TBE 'Los clavos de las cerchas tipica para Cercha:(10)-0,148"x3" colocados con se deben remachar en la TC24 cercha para larguero parts posterior. de dos capas Instalaci6n - para = VTCR Abrazaderas para cerchas de limahoya de un Pared to torte previalargo re to ran a. Doble la pestar�e a to largo de la ranura y clave solo lateral Instalaci6n Una pats a to parts superior de Is Solera. tipica de VTCR Ajustable en obra con pendientes 0:12 hasta 12:12. Sujetadores: I o Entramado de soporte: (4)tornillos para conectores SD 0.148"x3"o(4)-#9x2'h" o s•1 � Cercha de limahoya: (3)tornillos pare.conectores SD 0,148"x1'h"o(3)-#9x11/2' c 0 O Cercha den etmiahoya Revseno de techo 00,0 \ VTCR � Y ViJCR TBE6 lnstalado en sclera superior doble 2xe Entramado de soporte --0 ©2014 Simpson Strong-Tie Company Inc, WC-C-PTBI14 6/14 exp.12/17 Soportes colgantes h"fl 1 r con montaje en cara Series LUS/MUS/HUS/ HHUS/HGUS MMMMMMEE Elemento Modelo Elementos de sujeci6n(cantidad y tamano) • O2 p=o= o portado N.' Elemento portante Elemento portado {�C ID0 0='q�_""o o CG p�Or-J�p LUS24 (4)-0.148"x3" (2)-0.148"x3" IoAovoo LUS26 (44148W (4)-0.148"xY c I m e e o a o a o }IC LUS28 (6)-0.148"x3" (4)4.148"0" b LUS210 (8)-0.148"x3" (4)-0,148"x3' MUS26 r'(6)-0.148x3" (6)4148"0" �� LUS28 %%� LUS I 1 PLIEGUE MUS28 (8)-0.148"x3" (8)-0.148"x3„ ca tipica HUS26 (14)-0.162"x3'/2" (6)-0.162"21/2' HUS28 (22)-0.162"x3/2' (8)-0.162"x31/2" s HUS210 (30)-0.162"x3YP (10)-0.162"x3'/2" •° 14 HGUS26 (20)4.162"2'/2.' (8)-0.162"x3Y" 6PHGUS21.2 HGUS28 (36)-0.162"x3Y" (12)-0.162"x3Y"HHUS26-2 (14)-0.162"x3'/i' (6)-0.162"x3'/2" •• HHUS28-2 (22)-0.162"x3Y2" (8)-0.162"x3Y" oil HHUS210-2 (30)-0.162"x3'/2" (10)-0.162"x3'/i'2 PLIEGUES P HGUS26-2 (20)-0.162"x3'/i' (8)-0.162"x3Yi' HGUS28-2 (36)-0.162"x3Y" (12)-0.162"x3Y" • HGUS210-2 (46)-0.162"x3'/2" (16)-0.162"x3Y2" e HGUS26-3 (20)-0.162"x3Yi' (8)-0.162"x3Y" 3 PLIEGUES HGUS28-3 (36)-0.162"x3/2" (12)-0.162"x3'/2" ` �a I MUS28 pa J HGUS210-3 (46)-0,162"x3'/z" (16)-0.162"x3Y" r ' HHUS210-4 (30)-0.162"x3Y2" (10)-0.162"x3Yi' o y I HGUS26-4 (20)-0.162"x3'/2" (8)-0.162"x3'/i' > Q. i 4PLIEGUES HGUS28-4 (36)-0.162"x3Y" (12)-0.162"x3'/" r HGUS210-4 (46)-0.162"x3'/" (16)-0.162"0/2" HUS210 (Similar a HHUS) HGUS212-4 (56)-0.162"x3'/i' (20)-0.162"x3Y" IL) HGUS214-4 (66)-0,162"x3'/2" (22)-0.162"x3Y2" /c°N� i ate-' Clavado de doble torte HUS410 (8)-0.162"x3Yi' (8)-0.162"x3Y" HUS410 Vista superior 4X HIIUS410 (30)-0.162"x3Y" (10)-0.162"x3Y" S e ri e HTU Clavado mfnimo-Rellenar o rifici s redondos Clavado mAximo-Rellenar oriflcios iedontlos y triangulates Opciones de Clavado mfnimo y maximo.Consulte la informaci6n • • de diseno para determinar la opci6n de instalacibn correcta. r • Elemento Elemento Modelo Elementos de sujeci6n(cantidad y tamano) portents Elemento ♦ • � portado portado N.• Elemento portante Elemento portado HTU26 (20)-0.162"x3'/2' (Min.:14)/(M6x.:20)-0.148"x1'/2" 1 PLIEGUE HTU28 (26) 0.162"x3'/i' (Min.:14)/(Max.:26)-0.148"x1'/i' •• °oT HTU210 • •� o°•° �8 (32)-0.162"x3Yi' (Min,:14)/(Max.:32)-0,148"x1'/" � 4le � 0 2 HTU26-2 (20)-0,162"x3Y2" (Min.:14)/(Max.:20)-0.148"x3" °o o• 2 PLIEGUES HTU28-2 (26)-0,162"x3'/i' (Min.:14)/(M6x.:26)-0.148"x3" HTU26 HTU210-2 (32)-0,162"x3'/i' (Min.:14)/(Max.:32)-0.148"x3" Instalacion tipica de Clavado minlmo HTU26 ©2014 Simpson Strong-Tie Company Inc,.WC-C-PTBI14 6/14 exp.12/17 Soportes para cerchas para largueros SERIES THGB/THGBH/THGW Y THGQ/THGQH THGB utiliza tornillos para conectores de alla resistencia(1"x3"o 41/2")Simpson Strong-TieO Strong-Drive` SDS o pernos en el elemento portante.Refi6rase a la informaci6n de diseno para el tipo correcto de sujetador.Perfore previamente un m6ximo de 1/5'mas que el tamano del perno.THGQ y THGQH utilizan todos los tornillos SDS(suministrados con los soportes). ( n`- Para las opciones mfnimas y mkimas de fijaci6n,vea la informaci6n de diseno para la opci6n H H correcta de instalaci6n. Elemento Modelo Sujetadores(cantidad y tamano) Y portado N. Elemento portante Elemento portado (19)-SDS 1/4"x3"o THGB2 (4)-MB 3/a• (16) 0,148"x3" �� , �w� �S" w� THGBH2 (8)-MB 3/4" (10)-0,148"x3" THGQ2-SDS3 THGQH2-SDS3 THGQH3-SDS4.5 2 CAPAS THGQ2-SDS3 2x6 vert.:(22)-SDS 1/4"x3" (Min.:10)/(Max.:14) (similar a THG03-SDS4.5) (similar a THGQH4-SDS6) 2x8 vert.:(28)-SDS 1/4"0" SOS'ANY THGQH2-SDS3 2x6 vent. (18)-SDS I/4"U" (Min.:12)/(Max.:26) 2x8 vert.:(28)-SDS V4"U" SDS ANY THG63 (19)-SDS'/43x41/2"0 (10}-0,148"x3" �••� eo o 0 (4)-MB/." p;•0 Op0 a o0 THGBH3 8 -MB a/" 0 0 0° () (10)-0,148"z3" 0 0 0 0 THGW3 I 3 CAPAS THGW3 (8)-MB 3/ (10)-0,148"x3" o r)0• ° ° THGQ3 SDS4.5 2x6 vert.:(22)-SDS IAN41/2" (Min.:10)/(Max.:14) 2x8 vert.:(28)-SDS 1/4'x4'h" SDS Ydk41/2' THGB2 THGBH3 ( ) n (Min.:12)/(Max.:26 (similar a (similar a 2x8 Vert.: 32 -SDS IAN41/2' ) THG03 `^�`� THGBH2 THGQH3-SDS4.5 2xl0 vert.:(38)-SOS IAN41/i' SDS'/!'x4'h" ) 1 y I THGBH4) 1'HGBH4 (8)-MB 3/4" (10)-0,148"x3" 4 CAPAS THGW4 (8)-MB 3/a" (10)-0,148"x3" THGQH4-SDS6 2x8 vert.:(34)-SDS 1/4"x6" (Min.:12)/(Max.:26) 2x10 vert.:(40)-SDS 1/4"x6" SDS 1/4"x5" 1.MB(pernos torneados)se refiere a pernos pasantes A307 Grado A(no tirafondos). 2.Los pernos torneados en los soportes THGB y THGBH deben Instalarse con Line tuerca Mil>.TIicB de y con una arandela de carte est3ndar en el lado opuesto del soporte. 2x6 ndn,THGHH de M Nota:Rawnga los •'a rs posihh!que se ne"it' exlremos del amarrepernos maqumados(MB) verlical para dejar espacb O. 1 de 2-1;,(mfisullai la para la placa poslerior y rS- ° • inf--i6n de diseno) para las cabezas de los q(�:a' P,r, s maqulnadas ° tornillos o pernos. �-!� (MB)de 21/V.gun S¢a neee5alln(C011enar O la inlonnad6n de disano) _ 13elneulo Pr4AuMgnrG plkN I11A W"pule interim) Instalaci6n tfpica de Instalaci6n tfpica de Instalaci6n tfpica de Instalaci6n tipica THGQ2-SDS3 THGQH3-SDS3 THGW3-3 de THGB2 Se ri e H G U Q Elemento Modelo Sujetadores(cantidad y tamano) Los tornillos Strong-DriveO SDS se proporcionan con el soporte. portado N° Elemento portante Elemento portado No requiere perforar previamente. HGU026-2-SDS3 (12)-SDS'/4"x3" (4)-SDS 1/4"x3" 3 capas 2 CAPAS HGUQ28-2-SDS3 (20)-SDS 1/4"x3" (6)-SDS 1ANY ir`t4 rri y Nota:Los Sujetadores HGU0210-2-SDS3 (28)-SDS ANY (8)-SDS 1/n"x3" no deben sobresalir HGU026-3-SDS4.5 (12)-SDS'/;'x4'/2" (4)-SDS 1/4"W/2" por la parte posterior 3 CAPAS HGU028-3-SDS4.5 (20)-SDS IAN41/2" (6)-SDS 1/4"x41h" ee del larguero. HGU0210-3-SDS4.5 (28)-SDS 1/4"01/2" (8)-SDS 1/4"W/2" h �� / e HGU026-4-SDS6 12 -SOS 2 capas r � e e 3"SDS ( ) (4)-SDS/+'x6" 4 CAPAS HGU028-4-SDS6 (20)-SOS'A"x6" (6)-SDS'/4"6' Instalaci6n tfpica de HGUQ H000210-4-SDS6 (28)-SDS'AN13" (8)-SDS 1/4"x6" ©2014 Simpson Strong-Tie Company Inc. WC-C-PTBI14 6/14 exp.12/17 i Soportes colgantes sesgados y A 1 que pueden sesgarse en la obra SUR/L Y HSUR/L Sesgo estandar de 45' Elemento Modelo Efementos de sujeci6n(cantidad y tamano) 0 portado N. Elemento portante Elemento portado SUR/1-24 (4)-0.162"x3'/2" (4)-0.148"x1'/z" 1 PLIEGUE SUR/1_26 (6)-0.162"x31/2" (6)-0.148"xl1/2" , SUR/1-210 (10)-0.J62"x31/2' (10)-0.148"x11/2' -°jI� ' �45'�� HSUWL26-2 (12)-0.162"x3%2" (4)-0.162"x2YT ,. I w 2 PLIEGUES Instalacion SUL tfpica con HSUR/L210-2 (20)-0.162"017 (6)-0.162"0/i' junta de corte cuadrada HSUR SUL (similar aHSUL) THASR/L 22'/2°sesgado,que puede sesgarse en la obra de 221/2'a 75°. o En el caso del soporte colgante para vigas armadas de piso de 45°, • . . ' , ° consulte la secci6n Soporte colgante con correas ajustables THAR/L. • ��f�� ° Elemento Modelo Elemental;dosujecidn(cantidadytamano)' portado N.° Elemento portante Elemento portado 1 PLIEGUE THASRA-29 Parte superior:(4)-0.148"x3" (6)-0.148"x1'/" �� 2 2x6 min. Cara:(6)-0.148"x3" THASL29 ( ) 2 PLIEGUES THASRA-29-2 Parte superior:(4)-0.148"x3" (6)-0.148"xl1h" Cara:(8)-0.148"x3" 'El diserlador puede especilicar Elemento el use de tornillas Instalacion THASL29 tfpica Porte superior:(4)-0.148"x3" portado L an nombre de modelo=Iz werda Left 4X THASR/L422 Cara:(4)-0.148"x3" (8)-0.148"x3" #9x1 A"o#9x2'h"en ( - q [Left], lugar de lornillos de 1'/2"y 3". R en nombre de modelo=Derecha[Rightj) FRECUENCIA DE INSTALACION1 1 Align back edge of carried member l with the slotted holes the acute side Gire of lateral agudo hasta el angulo 4 deseado Paso 1:Insider elementos Paso 2:UtAizar un fragmento de Paso 3:Doblar at lateral obtuso del soporte Paso 4:Instalar to junta o to viga de sujeci6n superiores o rebaba wolada d sopofto colgante tolgante nuevmrkBnte eft 6recddn a fa hga armada y los sujetadores para frontales pars vigas principales (Oniramento on of lateral obtuso)Y W�dpal hasta quo to brida de davado estrecha elementos portados sobre el de Iaterales agudos. dobWr el soppone cotgante a to Wrgo q a plan ZZ la viga Win'kral a Instalar lateral obtuso y Is base de la Idtea de doblez del lateral agudo demntos de srPedon supenorn o frontales 6nicamente. pasta obtener of dngulo deseado. para vigas principales de Iaterales obtusos. TJC37 Que puede sesgarse en la obra de 0°a 67 W.Doblar una Bola vez. portento ante me Opciones de clavado m(nimo y maximo(consultar informaci6n de diseno). Elementos de sujeci6n: Elemento portado: • Mfn,:(4)-0,131"X11/2" • Elemento Max.:(6)-0.131"x1 1/2" •• portado Elemento portante: • . "'�J Q°-671/2° Mfn.:(4)-0.131"x1'/2" - Max.:(6)-0.131"x11// ' TJC37 Instalacion,vista superior Instalacion TJC37 tfplca ©2014 Simpson Strong-Tie Company Inc. WC-C-PTBI14 6/14 exp.12/17 i Soportes para varias cerchas = e THJA26/LTHJA26 �- THJA26 { $ • Patentede Sujetadores(canlidad y tamallo) % • • 5.253.465 Modelo •• N• Elements Elemento portado _ • __ pem n Fald6m Cercha auxiliar Elemento to THJA26 (20)-0,162"x31/2" (6)-0,148"x11/2" (4)-0,148"x1'/2" S D< LTHJA26 LTHJA26 1 (20)-0,148"x3" (7)-0,148"x11/4 (4)-0,148"x1'h" - - Patente de yqq -"" `` •; EE.UU.: ' PerNotle 1.Para el LTHJA26,debe colocarse un clavo de 0,148x1'h en tra6alo 5.253.465 . la parle interior de calla fald6n a traves de la parte inferior del asiento del soporte. faNdn-• Instalaci6n de fald6n izquierdo Punlal vista superior Instalaci6n tipica de THJA26 (similar a LTHJA26) THJU26/THJU26W Punlo tle trobal Altura Sujetadores(canlidad y tamarlo) LF lipicoModelo ,111h.min. Elemento Elemento portado N'• el tald Vista superior:instalaci6n porlante Falddn Cercha auxiliardefald6n y cercha auxiliar 3'/z" (16)-0,148"x3" (4)-0,148"x3" (4)-0,148"x3" THJU26 de 2 capas de THJU26-W �!4 THJU26 51/,' (16)-0,148"0" (7)-0,148"x3" (7)-0,148"x3" 3%- (16)-0,148'x3' (4)-0,148"0" (4)-0,148"x3° 514" (16)-0,148"x3' (7)-0,148"0" (7)-0,148"x3" Vista superior. Pvnm do Instalaci6n de fald6n ti pico,'.S derechodeTHJU26 459Instalaci6n tfpica de THJU26 derechodeTHJU26 45� MTHMQ/MTHMQ-2 41 lilH�tio s�lJl,rtt�� Instalaci6n de fald6n derecho o izquierdo (conexion de dos elementos) !°. `_--=_ Sulaladores N.'de MIn. ° ZZ elem 0 ento Elemento Cercha ° o p mo a a parlanle• artante Faldun auxiliar � °° IIra 9 ° MTHMQ-SDS3(Min.) (2)-2x6 10-SDS 1/4"0" 4-SDS'ANY 1-SDS'/4"0" MTHMQ-SDS3(MSx.) (2)-2x8 I 14-SDS'/4"x3" 4-SDS'/4'x3" 1-SDS 1/4'x3" MTHMQ-2-SDS3(Min.) (2)-2x6 12-SIDS'ANY 5-SDS1/4"x3" 1-SDS 1/4"0" a 3•,s,MinMO MTHMD-2-SDS3(Mk) (2)-2x8 1 16-SDS'A"O" 5-SDS'A"x3" 1-SDS 1/4"0" C'/a M1NMa•2 MTHMQ-SDS3 Instalaci6n de tipo de extremo (similara MTHMQ-2-SDS3) (conexion de tres elementos) Min. Sujetadores J V de modelo elemento Elemento Faldones Cercha ' a=ia •,e y, vTM >_ w portantez' !•bra �` ` np ae h re e.w kwww e•,t.c m.van portante (fotap auxiliar MTHMQ-SDS3(Min.) (2)-2x6 10-SDS 1/4"x3" 8-SDS 1/4"0" 1-SDS 1/4"0" MTHMQ-SDS3 $x, 2-2x8 14-SDS'/i'x3" 8-SDS'/i'x3" 1-SDS'/i'x3" Instalacl6n de extremo Instalaci6n de extremo ) () Instalaci6n de MTHMQ de MTHMQ sin cercha de MTHMQ-2 sin MTHMQ-2-SDS3(Min.) (2)-2x6 12-SDS 1/a"x3" 10-SDS 1/4"x3" 1-SDS'ANX en fald6n izquierdo: auxiliar com6n central: cercha auxillar com6n vista superior vista superior central:vista superior MTHMQ-2-SDS3(Mix,) (2)-2x8 16-SDS'ANY 1 10-SDS'/4"O" 1-SDS/i W" (similara MTHMQ-2) (similara MTHMQ-2) (similara MTHMQ) ©2014 Simpson Strong-Tie Company Inc. WC-C-PTBI14 6/14 exp.12/17 46 C ' V Builders FirstSource www.bldr.COM - a Arlington 360-925-4165 20815 67Th Ave Ne Arlington, Wa •! Plan Review 1 E3y SAF EbvFirst Source for ilt Value5 Quality3 MIMI joibm- ARIEW tf Important information for: Exxel Pacific General Contractors New 1 ! Old A Received '17215 67th Ave Job#: 2165069 Arlington, WA JUL-. 11- 0 202.E 2020-06-30 07:59 AM ,V Z-14D • t I 1 �Jr 0 i M� 74 ;;uRm Thank you for choosing Builders FirstSource(BFS)as your truss and components supplier.These components have been designed for your specific project requirements and job location. Reading and understanding all information included in this package prior to installation is important to help insure a successful and safe project. Contact your BFS representative if you have further questions or if you need further information. Notes: 1.The sole responsibility of BFS is to design and supply individual trusses and components to the dimensions and design criteria provided to BFS by the customer.The design of the remaining portions of the building is the responsibility of the building designer,engineer of record,or the customer/contractor in the absence of a design professional. 2. The design and specification of the permanent and temporary bracing is the responsibility of the building designer per TPI-1 as referenced in the building code.The bracing documents we provide are the general minimum standards and should be verified or adapted by others as necessary for the specific project. 3. All wood component products supplied by BFS shall be used in dry service applications (Moisture Content<19%) unless noted otherwise. 4.The plies of multi-ply trusses are to be attached together by the installer per the fastener schedule on the specific truss drawing. 5.The building designer, engineer of record,or customer shall resolve any issues or connections between trusses and other structural members not provided or specified by BFS when needed. 6.Truss placement plans and truss drawings are the property of BFS and may not be used or reproduced without the written approval of BFS. Products remain property of BFS until paid in full. 7. Install trusses per the BFS placement plan, industry standards, and code requirements. Install recommended floor truss strongbacks at 10' o.c. Do not install trusses upside down. Avoid conflicts with plumbing&other trades. 8.Truss drawings indicate standard loads and added loads in the load cases section. Do not apply structural loads to any truss if that load is not shown on the truss drawing.Verify stick framed roof loads transfer where allowed & designed for. Erection and Bracing: The customer accepts full responsibility for the handling,storage, erection, installation, and bracing of these components and shall supervise any subcontractor or other party that is carrying out this work.We have included industry standard erection,temporary bracing, and fall protection information as a minimum guideline. However, D1 BFS.docx 2017-01-02 SIN it 1 BFS is not responsible for ensuring that these minimum guidelines are enforced and that they are applicable to the project. Please note that short members,such as 22-1/2" 2x4's,connecting 2 trusses do not count as bracing. Stability: Until the building is completely built and sheathed in accordance with the project plans by the building designer/ engineer of record and meets code and local requirements, it may be unstable and present a safety hazard unless properly braced.The builder/framer shall build and properly brace the structure by floor-do not build additional stories of construction on a poorly braced structure below. Instability may increase with building dimensions- particularly height. Winds: Buildings under construction may be vulnerable to high winds.The builder and framer shall consider all weather conditions including the potential for winds when deciding to set trusses. If high winds are expected,truss erection should be postponed or a consulting engineer should specify additional temporary bracing required to meet the possible conditions. Issues: If you encounter any jobsite installation issues that appear to involve the modification of the truss or component, please contact your BFS representative immediately.The representative will determine the nature of the issue and help facilitate its remedy. Do not make alterations or repairs prior to receiving repair details or instructions from BFS. If the issue is manufacturing related,BFS reserves the right to repair or replace the component in question. If the component in question is not structurally stable, install additional shoring to insure project safety. Charge Backs: Charge backs will not be accepted unless agreed upon by an authorized BFS representative prior to the repair or modification in question. It is the responsibility of the contractor to inform BFS of any error, problem,or defect prior to or during setting of the components. In the event of a charge back, an authorization number will be given by BFS for an agreed upon specific amount to resolve the issue.This authorization number must accompany any charge back to BFS to be valid. D1 BFS.docx 2017-01-02 i 1 � Failure to follow installation information instructions may endanger personal safety and or property. Changes or modifications to placements and or trusses must have prior authorization from Builders FirstSource (BFS). It is the responsibility of the installer to contact a BFS representative prior to modification. Charge backs due to unauthorized modifications will not be accepted. Refer to truss drawings and placement plan for proper installation. ADVERTANCIA Si no se siguen las instrucciones de instalacion de la informacion puede poner en peligro la seguridad y la o propiedad personal. Los cambios o modificaciones a las colocaciones y cerchas o deben tener una autorizacion previa de Builders FirstSource ( BFS) . Es la responsabilidad del instalador ponerse en contacto con un representante BFS antes de la modificacion. Carga retrocede debido a modificaciones no autorizadas no seran aceptadas. Consulte el braguero dibujos y plan de colocacion para su correcta instalacion. D1 BFS.docx 2017-01-02 MiTek RE: Bldg#1 MITek USA, Inc. (old A) 250 Klug Circle Corona,CA 92880 Site Information: 951-245-9525 Customer Project Name: Bldg#1 Lot/Block: Model: Address: Subdivision: City: State: General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: IBC2015/TP12014 Design Program: MiTek 20/20 8.2 Wind Code: ASCE 7-10 Wind Speed: 110 mph Roof Load: 45.0 psf Floor Load: N/A psf This package includes 32 individual, dated Truss Design Drawings and 0 Additional Drawings. No. Seal# Truss Name Date No. Seal# Truss Name Date 1 K7728107 2BP1 6/29/2020 21 K7728127 C01 6/29/2020 2 K7728108 2BP2 6/29/2020 22 K7728128 CO2 6/29/2020 3 K7728109 2BP3 6/29/2020 23 K7728129 D01 6/29/2020 4 K7728110 2BP4 6/29/2020 24 K7728130 D02 6/29/2020 5 K7728111 5BP5 6/29/2020 25 K7728131 D03 6/29/2020 6 K7728112 A01 6/29/2020 26 K7728132 D03A 6/29/2020 7 K7728113 A01 S 6/29/2020 27 K7728133 D04 6/29/2020 8 K7728114 A02 6/29/2020 28 K7728134 D05 6/29/2020 9 K7728115 A02A 6/29/2020 29 K7728135 Vol 6/29/2020 10 K7728116 A02B 6/29/2020 30 K7728136 V02 6/29/2020 11 K7728117 A03 6/29/2020 31 K7728137 V03 6/29/2020 12 K7728118 A04 6/29/2020 32 K7728138 VO4 6/29/2020 13 K7728119 A05 6/29/2020 14 K7728120 B01 6/29/2020 15 K7728121 B02 6/29/2020 16 K7728122 B02A 6/29/2020 17 K7728123 BP6 6/29/2020 18 K7728124 BP7 6/29/2020 19 K7728125 BPS 6/29/2020 20 K7728126 13139 6/29/2020 The truss drawing(s)referenced above have been prepared by MiTek USA,Inc under my direct supervision based on the parameters provided by Builders FirstSource(Arlington,WA). ptAING Z OV Truss Design Engineer's Name: Zhao,Xiaoming My license renewal date for the state of Washington is September 28,2021. IMPORTANT NOTE:The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s)identified and that the designs comply with ANSI/TPI 1. These designs are based upon parameters e shown(e.g.,loads,supports,dimensions,shapes and design codes),which were p 4 given to MiTek. Any project specific information included is for MiTek 00 is7 CR customers file reference purpose only,and was not taken into account in the preparation of �SSI4NALE�G these designs. MiTek has not independently verified the applicability of the design parameters or the designs for any particular building. Before use,the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSI/TPI 1,Chapter 2. June 29,2020 1 of 1 Zhao,Xiaoming 1 Job r Truss Truss Type My Ply (old A) K772B107 Bldg#1 2BP1 BLOCKING 17 1 Job Reference(optional Builders FirslSource(Arlington,WA), Arlington,WA-98223, 8.240 s Mar 9 2020 MITek Industries,Inc.Mon May 11 09:07:02 2020 Page 1 ID:eHD_gel jCX3yScxtIEFOMByaQtx-O?9jK119tN?dJCb?YBkIDUMueFUQklbaEBrYuTzHd?t 1-10$ 1-10-6 4x4 - Scale=1:10.5 2 3 2x4 B -1- u u 4x4 = 5 4 2x4 I� 1.10.6 j 1.10-6 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. In (loc) I/defl L/d PLATES GRIP TCLL 250 Plate Grip OOL 1 15 TC 001 Vert(LL) -0.00 5 >999 360 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.02 Vert(CT) -0.00 5 >999 240 BCDL 10.0 Rep Stress Incr YES WB 000 Horz(CT) 0.00 3 n/a n/a BCLL 0 0 BCDI. 10 0 Code IBC2015rrP12014 Matrix-P Wind(ILL) 0.00 5 "" 240 Weight:10 lb FT=20% LUMBER- BRACING- TOP CHORD 2x6 DF No.2 TOP CHORD Structural wood sheathing directly applied or 1-10-6 oc purlins, BOT CHORD 2x4 HF No.2 except end verticals. WEBS 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 1-10-6 (lb)- Max Horz 5=-30(LC 6) Max Uplift All uplift 100 lb or less at joint(s)5,3,4 Max Grav All reactions 250 lb or less at joint(s)5,3,4,4 FORCES. (lb)-Max.Comp/Max.Ten -All forces 250(lb)or less except when shown NOTES- 1)Wind:ASCE 7-10;Vult=11Omph(3-second gust)Vasd=87mph;TCDL=4 2psf;BCDL=4 8psf;h=25ft;Cat 11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1 60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Fully Exp.;Ct=1 10 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads. 5)"This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)5,3,4. 01AING 2.,y '10 4r 'WOl 0� 54074 SsrONAL�G May 11,2020 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111-7477 rev.10/03/2015 BEFORE USE. ��- Design valid for use only with MITek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing M!Tek' Is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSYM11 quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Corona,CA 92880 n Job Truss Truss Type Qty Ply {old A) K7728108 Bldg#1 2BP2 BLOCKING 1 1 Job Reference(optional) Builders FirstSource(Arlington,WA), Arlington,WA-98223, 8.240 s Mar 9 2020 MiTek Industries,Inc. Man May 11 09:07:03 2020 Page 1 ID:eHD_gel jCX3yScxtl E FOMByaQtx-lBj5XeJneh7UxMAB6uF_m hu3SfgmTlgkTrb6QvzHd?s 1-&14 1$14 4x4 = Scale=1:10 5 2 3 2x4 11 L F7 .1.8 I iu �[l 4x4 = 5 4 2.4 li 1-0.14 1$14 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.01 Vert(LL) -0.00 5 >999 360 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.01 Vert(CT) -0.00 5 >999 240 TCDL 10.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 3 n/a rile BCLL 00 Code IBC2015/TP12014 Matrix-P Wind(LL) 0.00 5 '" 240 Weight:8 lb FT=20% BCDL 100 LUMBER- BRACING- TOP CHORD 2x6 DF No,2 TOP CHORD Structural woad sheathing directly applied or 1-6-14 oc purlins, BOT CHORD 2x4 HF No.2 except end verticals. WEBS 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 1-6-14. (lb)- Max Hors 5=-30(LC 6) Max Uplift All uplift 100 lb or less at joint(s)5,3,4 Max Grav All reactions 250 lb or less at joint(s)5,3,4,4 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=4.8psf;h=25ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Fully Exp.;Ct=1.10 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads. 5)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chard and any other members 6)Provide mechanical connection(by others)of truss to bearing plate Capable of withstanding 100 lb uplift at joint(s)5,3,4. �01VLW G 2�9 WA O �O 54074 Ss,IONALG May 11,2020 AQk WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,111•7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors This design is based only upon parameters shown,and is for an individual building component,not a truss system Before use,the building designer must verily the applicability of design parameters and properly Incorporate this design Into the overall building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek, Is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANS11TP11 Duality Criteria,DS13-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Corona,CA 92880 I Job a Truss rues Type Qty Ply (old A) K77213109 Bldg#1 2BP3 BLOCKING 11 1 Job Reference o tional Builders FirstSource(Arlington,WA), Arlington,WA-96223, 8 240 s Mar 9 2020 MITek Industries,Inc. Mon May 11 09:07:03 2020 Page 1 I D:eHD_ge ljCX3yScxtlE FOMByaQtx-tBj5XeJneh7UxMAB6uF_mhu3OfgfTlrkTrb6QvzHd?s 1-10.8 1.10.6 4x4 = Scale=1:9 ti 1 2 3 x -1• le 4x4 5 4 244 II 1-10.6 1-106 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (loc) I/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.01 Vert(LL) -0 00 5 >999 360 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1,15 BC 0.02 Vert(CT) -0.00 5 >999 240 TCDL 10.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 3 n/a n/a BCLL 0.0 Code IBC2015/TPI2014 Matrix-P Wind(LL) 0.00 5 — 240 Weight:9 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 DF No 2 TOP CHORD Structural woad sheathing directly applied or 1-10-6 oc purlins, BOT CHORD 2x4 HF No.2 except end verticals WEBS 2x4 HF No 2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 1-10-6. (lb)- Max Horz 5=-25(LC 8) Max Uplift All uplift 100 lb or less at joint(s)5,3,4 Max Grav All reactions 250 lb or less at joint(s)5,3,4,4 FORCES. (lb)-Max.Comp./Max.Ten.-All farces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4 2psf;BCDL=4 8psf;h=25ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1 60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Fully Exp;Ct=1.10 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)"This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)5,3,4. 01AING 2A 40 °x t 54074 SSIONAL��G May 11,2020 AWARNING.Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,111-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MITek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall in' building design Bracing indicated Is to prevent buckling of individual truss web and/or chord members only.Addblonal temporary and permanent bracing MITek• is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANS11TPI1 qualify Criteria,DSB-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Corona,CA 92880 r. I I Job , Truss Truss Type Oly Ply (old A) K772B110 Bldg#1 2BP4 BLOCKING 1 1 Job Reference(optional) BuledersFWStwfce(Adbroon,WA), Arpnglon.WA-98223, 8.240 s Mar 9 2020 MiTek Industries,Inc. Mon May 11 09:07:04 2020 Page 1 I D:eH D_gel jCX3yScxtl EFOM ByaOtx-LNH UI_JP P?FLZVINgcm DlvREA3AxCC5thVKfyLzHd?r 1.1-14 141-14 1 4x4 = 2 Scale=1:9 6 3 2x4 11 -r 'a 1- 4x4 = 5 4 2x4 II 1-8-14 1-&14 LOADING (psf) SPACING- 2-0-0 CSI, DEFL. In (loc) I/dell L/d PLATES GRIP TCLL 250 Plate Grip DOL 1 15 TIC 0.01 Vert(LL) -0.00 5 >999 360 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.02 Vert(CT) -0.00 5 >999 240 TCDL 10.0 Rep Stress Incr YES WB 0.00 Horz(CT) 000 3 n/a n/a BCLL 00 Code IBC2015f rPI2014 Matnx-P Wind(LL) 000 5 — 240 Weight:8 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 DF No.2 TOP CHORD Structural wood sheathing directly applied or 1-8-14 oc purlins, BOT CHORD 2x4 HF No 2 except end verticals. WEBS 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 1-8-14 (lb)- Max Horz 5=-25(LC 8) Max Uplift All uplift 100 lb or less at joint(s)5,3,4 Max Grav All reactions 250 lb or less at joint(s)5,3,4,4 FORCES. (lb)-Max.Comp/Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=4.Bpsf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1 60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp;Ct=1 10 3)Provide adequate drainage to prevent water ponding 4)This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads. 5)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)5,3,4 `�Orj1WG 2A'9 WAS N O �T d h 54074 �V4� FCISTE�� NAL - May 11,2020 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTakS connectors This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal Injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSVTPI1 qualify Criteria,DSB-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Corona,CA 92660 L� I Job . Truss Truss Type Qly Ply (old A) K7728111 Bldg#1 5BP5 BLOCKING 11 1 Job Reference o tlonel) Builders FirstSource(Arlington,WA), Arlington,WA-98223, B240 s Mar 9 2020 MiTek Industries,Inc. Mon May 11 09:07:05 2020 Page 1 ID:eHD_geljCX3yScxtl EFOMByaQtx-parsyKK191NCAfKaEJHSr6_PuTW7xfLOw94DVnZHd?q 1-10.8 1.10-6 4x4 = Scale=1:10A 1 2 3 x4 I I 1- t 4x4 = 5 4 2x4 II 1-1" 1-108 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1,15 TC 0.01 Vert(LL) -0.00 5 >999 360 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1.15 BC 002 Vert(CT) -0.00 5 >999 240 TCDL 10.0 Rep Stress Incr YES WS 000 Horz(CT) 0.00 3 n/a n/a BCLL 0.0 Code IBC2015ITP12014 Matnx-P Wind(LL) 0.00 5 ""' 240 Weight:9 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 DF No.2 TOP CHORD Structural wood sheathing directly applied or 1-10-6 oc purlins, BOT CHORD 2x4 HF No.2 except end verticals WEBS 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 1-10-6. (lb)- Max Horz 5=-29(LC 8) Max Uplift All uplift 100 lb or less at joint(s)5,3,4 Max Grav All reactions 250 lb or less at joint(s)5,3,4,4 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-10;VuIt=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=4 8psf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1 60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25 0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1 10 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)5,3,4 0 G 2yq � WAS,�jN O O>, O� 54074 {vim O ACIS SS10 AL G May 11,2020 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2016 BEFORE USE. �- Design valid for use only with MITeM connectors This design is based only upon parameters shown,and is for an individual building component,not a troas system,Before use,the building designer must verily the applicability of design parameters and properly incorporate this design Into the overall building design Bracing Indicated is to prevent buckling of individual truss web andfor chord members only,Additional temporary and permanent bracing Mire k' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANS11TPI1 quality Criteria,DSBda and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Corona,CA 92880 _ i Job • us russType Qty Ply (old A) K7728112 Bldg#1 ['Ols GABLE 1 1 Job Reference(ootronal) Builders FustSource(Arlington,WA), Arlington,WA-98223, 8 240 s Mar 9 2020 MiTek Industries,Inc Mon May 11 09A7 07 2020 Page 1 ID:eHD_gel jCX3yScxtl EFOM ByaQtx-IyycNOMHhwdwQzUyLkKwwX3a6G4NPQ5JNTZJZgzHd7o 1-6-0 712 14.3.5 20-" 27-1-11 34.0.14 415" 1�A 7 4 2 6-11-2 5-" 6-5-3 6-11-2 7-4-2 Scale=1:71.0 Z00 12 5x8 = 6 3x8 = 5 7 3x8 3 4 21 22 8 9 23 1 2 20 10 �444- I 19 18 17 16 15 14 13 12 11 3x6 II 6x6 = 3x8 = 5x12 = 3x6 = 6x6 = 3x6 II 7.4-2 14 35 20-8.8 27-1-11 34 0 14 41 5-0 7 4 2 8-11.2 6.5.3 l 8.5.3 6-:11-2 7-4-2 Plate Offsets(X,Y)— (8:0-0-0,0-0:gLj13:0-3-8,0-2-0) f17:0-3-8,0.2-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.74 Vert(LL) -0.04 1 n/r 180 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.54 Vert(CT) -0 04 1 n/r 120 TCDL 10.0 Rep Stress Incr YES WB 0,63 Horz(CT) 004 15 n/a n/a BCLL 0.0 Code IBC2015f rPI2D14 Matrix-S Weight:170 lb FT=201% SC,JL 10-0 LUMBER- BRACING- TOP CHORD 2x4 HF No 2 TOP CHORD Structural wood sheathing directly applied or 3-5-9 oc purlins, BOT CHORD 2x4 HF No 2 except end verticals WEBS 2x4 HF No.2'Except' BOT CHORD Rigid ceiling directly applied or 3-9-6 oc bracing. 2-19.10-11:2x6 DF No 2 WEBS 1 Row at midpt 7-15,9-13,5-15,3-17,2-18,10-12 REACTIONS. All bearings 41-5-0. (lb)- Max Harz 19=19(LC 50) Max Uplift All uplift 100 lb or less at joint(s)15 except 19=-877(LC 33),13=-682(LC 36),12=-770(LC 36), 17=-688(LC 41),18=-758(LC 41).11=820(1_C 44) Max Grav All reactions 250 lb or less at joint(s)except 19=958(LC 54).15=611(LC 1),13=1103(LC 31), 12=1123(LC 31),17=1098(LC 30),18=1090(LC 30),11=915(LC 53) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-2384/2359,3-5=-2303/2301,5-6=-2025/2039,6-7=2023/2036,7-9=-2300/2295, 9-10=-2375/2347,2-19=-888/902,10-11=-845/844 BOT CHORD 18-19=-2181/2204,17-18=2059/2077,15-17=-1886/1925,13-15=-1888/1922, 12-13=-2054/2074,11-12=-2175/2219 WEBS 6-15=-415/74,7-15=-2187/2206,7-13=1526/1488,9-13=-2295/2303,9-12=-1260/1241. 5-15=-2187/2205,5-17=-1521/1491,3-17=-2292/2302,3-18=-1228/1224, 2-18=-2318/2305,10-12=-2330/2304 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4-2psf;BCDL=4.8psf;h=25ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)-1-6-0 to 1-6-0,Interior(1)1-6-0 to 38-2-4,Exterior(2)38-2-4 to 41-2-4 zone; cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1 60 pMING Z 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Fully Exp;Ct=1.10 W�1$ O 3)Unbalanced snow loads have been considered for this design. w r O 4)This truss has been designed for greater of min roof live load of 20 0 psf or 2.00 times flat roof load of 25 0 psf on overhangs t non-concurrent with other live loads 5)All plates are 48 MT20 unless otherwise indicated h r 6)Gable requires continuous bottom chord bearing. 7)This truss has been designed for a 10.0 psf bottom chard live load nonconcurrent with any other live loads. 8)'This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide 54�� 4 will fit between the bottom chord and any other members. �E'C R� 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)15 except Qt=lb) �s I$)6 G 19=877,13=682,12=770,17=sea,18=758,11=820. `sIGN/11L 10)This truss has been designed for a total drag load of 310 pIf Lumber DOL=(1 33)Plate grip DOL=(1 33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 41-5-0 for 310 0 pIf. May 11,2020 AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design Is based only upon parameters shown,and is for an individual building component,not a buss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stabillty and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabricallon,storage,delivery,erection and bracing of trusses and truss systems,see ANS11TPI1 quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Corona,CA 92880 Jab , Truss Truss Type Oty Ply (old A) K772B113 Bldg#1 A01 S GABLE 1 1 Job Reference o tional Builders FirstSource(Arlington,WA), Arlington,WA-11=3, 8.240 s Mar 9 2020 MiTek Industries,Inc. Mon May 11 09:07:14 2020 Page 1 ID:eHD_geljCX3yScxilEFOMByaOtx-2JtGrPRg23Wwm2 WIFiyZiOrm K5UOYauL_21BJmzHd?h 7rt 2 I 14-3.5 T 0 8 853 27-1-11 34-0.1a 41-" 180 7�-2 6-11-2 �6. 6-5-3 8112 7-4-2 Scale=1:71.0 2.00 12 5x5 = 5x5 = 5x5 = 6 5x5 = 5x5 3x5 = 5 7 3x5 4 67 I 66 6 9 4x7 = 3 ]Tr 69 47 2 66 10 1 I 31 30 29 28 27 26 254 23 22 21 20 19 16 1716 15 14 13 12 11 2x6 II 6x6 = 3x4 = 5x10 = 47 = 6x6 = 2x6 II 4x7 = 3x4 = 7-4.2 14-3.5 20-" 27-1-it 34-0-14 L 41.5.0 r 74.2 6 11.2 6.5.3 l 8 5 3 5-11.2 7.4.2 Plate Offsets(X,Y)- (8:0-0-0,0-0-01,[39:0-1-11.0-0-41,[41:0-1-11,0-0-41,[47:0-2-0 0-0-81,(57:0-1-11,0.0.4[ [59:0-1.11,0.0.4[,[65:0.2-0,0-0-8[ LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (loc) I/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.74 Vert(LL) -0.04 1 n/r 180 MT20 185/148 (Roof Snow=25 0) Lumber DOL 1 15 BC 0.39 Vert(CT) -0,04 1 n/r 120 TCDL 10.0 Rep Stress Incr YES WB 0.62 Horz(CT) -0.04 21 n/a rile BCLIL BCDL 10.0 Code IBC2015/TPI2014 Matrix-S Weight:220 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 3-5-9 oc purlins, BOT CHORD 2x4 HF No 2 except end verticals. WEBS 2x4 HF No 2*Except* BOT CHORD Rigid ceiling directly applied or 3-10-8 oc bracing. 2-31,10-11:2x6 DF No 2 WEBS 1 Row at midpt 7-21,9-16,5-21,3-26,2-29,10-13 OTHERS 2x4 HF No.2 REACTIONS. All bearings 41-5-0 (lb)- Max Horz 31=19(LC 50) Max Uplift All uplift 100 lb or less at joint(s)21,25,28,30,17.14,12 except 31=-933(LC 33),16=-706(LC 36),13=-823(LC 36),26=-711(LC 41),29=-811(LC 41),11=-876(LC 44) Max Grav All reactions 250 lb or less at joint(s)22,23,27,28,30,20,19,15. 14,12 except 31=943(LC 54).21=523(LC 1),16=1048(LC 31),13=1073(LC 31). 26=1044(LC 30),29=1040(LC 30).11=900(LC 53) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown TOP CHORD 2-3=-2386/2375,3-5=-2303/2305,5-6=-2023/2040,6-7=-2022/2037,7-9=-2300/2300, 9-10=-2378/2363,2-31=-887/896,10-11=-844/839 BOT CHORD 30-31=-716/688,29-30=-2153/2125,28-29=-326/331,27-28=-946/951,26-27=-2052/2056, 23-25=-648/680,22-23=-1268/1300,21-22=-1888/1920,20-21=-188711917, 19-20=-1267/1297,17-19=-647/677,15-16=-2047/2053,14-15=-941/948,13-14=-321/328, 12-13=2147/2141,11-12=-710/704 WEBS 6-21=-416/74,7-21=-2183/2203,7-16=-1525/1485,9-16=-2280/2297,9-13=126011235, 5-21=-2182/2202,5-26=-1520/1489,3-26=-2276/2296,3-29=-1227/1218, 2-29=-2260/2283,10-13=-2271/2283 NOTES- - OMwr' ZJyR 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4 2psf;BCDL=4.8psf;h=25ft;Cat.11;Exp B;Enclosed; �O�Wns Qo MWFRS(envelope)gable end zone and C-C Exterior(2)-1-6-0 to 1-6-0,Interior(1)1-6-0 to 38-2-4,Exterior(2)38-2-4 to 41-2-4 zone; �O cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1 60 2)Truss designed for wind loads in the plane of the truss only For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1 t 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp;Ct=1 10 4 54074 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25 0 psf on overhangs non-concurrent with other live loads. ssIONALE�G 6)All plates are 1x4 MT20 unless otherwise indicated. 7)Gable requires continuous bottom chord bearing 8)Gable studs spaced at 2-0-0 oc. May 1 1,2020 It desicired for a 10 0 osf bottom chord live load nonconcurrent wdh I other live loads. =p A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MITek®connectors This design is based only upon parameters shown,and is for an individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek. Is always required for stability and to prevent collapse with possible personal Injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSVTPII quality Criteria,DSB-09 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Corona,CA 92880 h �* I I I Job Truss Truss Type Qty Ply (old A) K7728113 Bldg#1 A01S GABLE 1 1 Job Reference(option Builders FlrstSource(Adinglor%WA), Arlington,WA-98223. 8.240 s Mar 9 2020 MRek Industries,Inc Mon May 11 09:07:14 2020 Page 2 ID:eH D_geljCX3yScxtIEFOMByaQtx-2JtGrPRg23Wwm2 WI FiyZiOrmK5UOYauL_21BJmzHd?h NOTES- 10)"This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members 11) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)21,25,28,30,17,14,12 except Qt=lb)31=933,16=706 ,13=823,26=711,29=811,11=876. 12)This truss has been designed for a total drag load of 310 plf Lumber DOL=(1.33)Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 41-5-0 for 310.0 plf AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors This design is based only upon parameters shown,and is for an individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing M iTek' is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITP11 quality Criteria,DSB-89 and SCSI Building Component 250 Klug Circle Salary Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Corona,CA 92880 1 I [Elldg ob , russ russType Qly Ply (old A) K7728114 #1 A02 Common 1 Job Refeterlce o tionai Builders FirstSource(Arlington,WA), Arlington,WA-98223, 8.240 s Mar 9 2020 MiTek Industries,Inc. Mon May 11 09:07:16 2020 Page 1 ID:eHD_geljCX3yScxtIEFOMByaQtx-_h?OG5Txahme?LghN7_1 nRx81 u640QBeSMEIOfzHd?f 27.1-11 34.0.14 L_ 53 6.11 Z 7 4 2 Scale=1:71.0 2 00 12 5x8 = 3x4 = 3x6 = 6 3x6 = 3x4 zz 3x8 = 5 7 3x8 3 4 21 22 8 9 5x12 = 23 5x12 = 1 2 20 10 � I 19 18 17 16 15 14 13 12 11 3x6 I 8x8 = 5xl2 MT20HS WB = 46 = 3x4 = 8xB = 3x6 II 3x4 = 5x12 MT20HS WB = 74*2 14-3.5 20.8.8 27.1-11 34-0-14 41-5.0 7 4 2 &17-2 8-5-3 85 3 6-11.2 I 74 2 Plate Offsets(X,Y)- [2:0-5-3,0-2-81,18:0.0-0,0-D-01,[12:0-3.8.Edge],[18:0.3.8,Edge) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 25,0 Plate Grip DOL 1.15 TC 0.60 Vert(LL) -0.54 15 >906 360 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.70 Vert(CT) -0 99 13-15 >497 240 MT20HS 165/146 TCDL 10.0 Rep Stress Incr YES WB 0.89 Horz(CT) 019 11 n/a n/a BCCL 10.0 Code IBC2015I7PI2014 Matrix-AS Wind(LL) 0.24 13-15 >999 240 Weight:189 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 OF 180OF 1.6E TOP CHORD Structural wood sheathing directly applied, except end verticals BOT CHORD 2x4 OF 180OF 1.6E BOT CHORD Rigid ceiling directly applied WEBS 2x4 HF No.2'Except' WEBS 1 Row at midpt 7-15,5-15 2-19,10-11:2x6 OF No 2 OTHERS 2x4 HF No.2 REACTIONS. (size) 19=0-5-8,11=0-5-8 Max Horz 19=19(LC 12) Max Uplift 19=-190(LC 8).11=140(LC 9) Max Grav 19=1967(LC 1),11=1841(LC 1) FORCES. (lb)-Max.Comp./Max Ten.-All forces 250(lb)or less except when shown TOP CHORD 2-3=-4609/323,3-5=-4919/324,5-6=4185/237,6-7=-4185/234,7-9=-4927/329, 9-10=-4647/336,2-19=-1875/220,10-11=-1748/170 BOT CHORD 18-19=-60/392,17-18=-316/4500,15-17=-285/4815,13-15=-285/4822,12-13=-325/4542, 11-12=-40/369 WEBS 6-15=0/940,7-15=-1165/149,9-13=-50/466,9-12=-619/123,5-15=-1133/148, 3-17=-52/497,3-18=-607/121,2-18=-277/4170,10-12=-289/4237 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=4 8psf;h=25ft;Cat 11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)-1-6-0 to 1-6-0,Interior(1)1-6-0 to 38-2-4,Exterior(2)38-2-4 to 41-2-4 zone; cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1 60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Fully Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design 1NG zt, 4)This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25 0 psf on overhangs WAS -fO non-concurrent with other live loads. 5)All plates are MT20 plates unless otherwise indicated 6)This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads y 7)'This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=1b) 19=190,11=140 "� 5 9)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and 1/2"gypsum ��74 �O RFp 4074 sheetrock be applied directly to the bottom chord q is SI0NAL May 11,2020 AWARNING-verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MITek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design Bracing indicated is to prevent buckling of Individual truss web and/or chord members only Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTPII Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Corona,CA 92880 I ,t, Job , Truss Truss Type 2 Ply (old A) K7728115 Bldg#1 A02A COMMON 2 1 Job Reference(optional) Builders FirstSource(Arlington,WA), ArBnplon,WA-98223 8 240 s Mar 9 2020 MiTek Industries,Inc Mon May 11 09:07:19 2020 Page 1 ID:eHD_geljCX3yScxtIEFOMByaOtx-PGh9u6VpscBDspPG2FXkP3Zb26CpDnO48KTy_zzHd?c rt 8-0 3-0-0 7,4-2 144" 20-8-8 27-1-11 34 l4 3&5-0 41-5-0 18-0 3-0A 4�-2 8 113 6 S3 l 8.5.3 I 6 11.3 4.4.2 Scale=1:73,8 2.00 12 5x12 II 4x6 - 4x4 — 7 4x4 = 4x6 = 5x6 WB= 6 6 SxB WB= 3x6 It 5x16 = 4 5 23 24 9 10 506 zz 2 3 11 25 312 22 I 1 � I 21 20 19 18 17 16 15 14 13 5x12 MT20HS = 4x12 = 5x12 MT20HS — 4x12 4x6 — 4x12 = 5x12 MT20HS = 4x6 = 5x12 MT20HS = 7:L2 14-3-5 20 8 8 27-1-11 34-0.14 41-M 7 4 2 8 11-3 8.5.3 6-5-3 6-11-3 74-2 Plate Onsets(X.Y)— 13:0-7-0,0-2-81,111:Da-0,0-2-81,114:0-3-8,0-2-01,(20:0-3-8,0-2-01 -- LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.87 Vert(LL) -0 39 17-19 >999 360 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.44 Vert(CT) -0.72 17-19 >684 240 MT20HS 139/111 TCDL 10.0 Rep Stress Incr YES WB 0.86 Horz(CT) 0.18 13 rile n/a BCLL 0.0 Code IBC2015/7PI2014 Matrix-AS Wind(ILL) 0-14 15-17 >999 240 Weight:240 lb FT=20% f3CDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 DF 240OF 2.0E"Except' TOP CHORD Structural wood sheathing directly applied, except end verticals. 1-4,10-12:2x4 DF 180OF 1 6E BOT CHORD Rigid ceiling directly applied. BOT CHORD 2x6 DF 240OF 2.0E WEBS 1 Row at midpt 8-17,6-17 WEBS 2x4 HF No.2*Except* 2-21,12-13:2x6 DF No.2 OTHERS 2x4 HF No 2 REACTIONS. (size) 21=0-5-8,13=0-5-8 Max Horz 21=-4932(LC 27) Max Uplift 21=-190(LC B),13=-140(LC 9) Max Grav 21=3223(LC 28),13=2257(LC 27) FORCES. (lb)-Max Comp/Max.Ten.-All forces 250(lb)or less except when shown TOP CHORD 2-3=-398/0,3-5=-8482/335,5-6=-9873/336,6-7=-9412/243,7-8=-5633/239, 8-9=-6462/342,9-11=-5948/346,11-12=-316/14,2-21=-393/97 BOT CHORD 20-21=-3 7 716 43 3,19-20=-326/7436,17-19=-300/6837,15-17=-30016346, 14-15=-331/5858,13-14=-231/3303 WEBS 7-17=0/1331,8-17=-1224/156,9-15=55/513,9-14=-750/110,11-14=-105/2696, 6-17=-1497/154,6-19=-280/359,5-19=-630/1422,5-20=-1185/113,3-20=-116/4016, 3-21=-4979/270,11-13=-3580/270 NOTES- 1)Wind:ASCE 7-10;VuIt=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=4.8psf;h=25ft;Cat 11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)-1-6-0 to 1-6-0,Interior(1)1-6-0 to 38-2-4,Exterior(2)38-2-4 to 41-2-4 zone; cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1 60 01AWG 2 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Fully Exp.;Ct=1.10 40 3)Unbalanced snow loads have been considered for this design. F W Q 4)This truss has been designed for greater of min roof live load of 20-0 psf or 2.00 times flat roof load of 25.0 psf on overhangs �- non-concurrent with other live loads. 0 5)All plates are MT20 plates unless otherwise indicated. 6)This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads. 7)'This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 54Q74 Q14 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Qt=1b) () 21=190,13=140. C �g� 9)Load case(s)27,28 has/have been modified.Building designer must review loads to verify that they are correct for the intended use s`rjONALE�G Of this truss. 10)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and 1/2"gypsum sheetrock be applied directly to the bottom chord. May 1 1,2020 AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II-7473 rev.1010312015 BEFORE USE. Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verily the applicability of design parameters and properly incorporate this design into the overall building design Bracing Indicated is to prawn buckling of individual truss web and/or chord members only Additional temporary and permanent bracing MiTek• Is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of busses and truss systems,see ANS11TPll Duality Criteria,DSB-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Corona,CA 92880 a I I I Job Truss Truss Type Cry Ply (old A) K772B115 Bldg#1 A02A COMMON 2 1 Job Reference Clonal Builders Flro(Source(Argrlgton,WA), Arlington,WA-90223, 8.240 s Mar 9 2020 MiTek Industries,Inc, Mon May 11 09:07:19 2020 Page 2 ID:eHD_geljCX3yScxtIEFOMByaQtx-PGh9u6Vpsc8DspPG2FXkP3Zb26CpDnO48KTy_zzHd?c NOTES- 11) Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s) at 20-8-8 on top chord. The design/selection of such connection device(s)is the responsibility of others. 12) In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard Except: 27) User defined:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-2=-80(F),2-7=-80(F),7-12=-80(F),13-21=-24(F) Concentrated Loads(lb) Vert:7=822(F) Harz:7=4932(F) 28) User defined:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-2=-80(F),2-7=80(1`),7-12=-80(F),13-21=24(F) Concentrated Loads(Ib) Vert:7=-822(F) Horz:7=-4932(F) ,&WARNING-VerNy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111-7473 rev.1010312015 BEFORE USE. Design valid for use only with MITek®connectors,This design is based onty upon parameters shown,and Is for an Individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and propedy incorporate[his design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal Injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bmcing of trusses and truss systems,see ANSUTPI1 Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Corona,CA 92880 ie � Job T uss Truss Type Qly TP'11 I(old A) K7728116 Bldg#1 A02B Common 1 Job Reference notional Builders FisstSouree(Arlington,WA), Arlington,WA-98223, 8.240 s Mar 9 2020 MiTek Industries,Inc Mon May 11 09.07:22 2020 Page 1 ID:eHD_geljCX3yScxtIEFOMByaQtx-prMHW8Xh9XWnjG7rjO5R1 iBBbJDJQ6YXglhcblzHd?Z 95-0 0-8-8 27-1-11 34-0-14 41-5-0 '15-0 7-4-2 14-35 2 7�-2 6-11-2 6-5-3 6-5-3 6-11-2 7-4-2 Scale=1:71 0 2,00 12 5x8 = 3x4 = 5x8 = 6 5x8 = 3x4 3xB = 5 7 3x8 3 4 21 22 8 9 4x8 = 23 4x8 1 2 20 10 � I 19 18 17 16 15 143x6 = 4x8 = 3x6 I� 3x6 II 48 = 5x12 = 13 12 11 3xB = 3x8 = 3x6 = 7-4-2 14-3-5 20-8-8 27-1-11 27 12 34-0-14 41-5-0 7 d 2 8-11-2 6-5-3 8.5 3 8a 2 7-4-2 Plate Offsets(X,Y)— [8:0-",0.0.01,[12:0.3.8,0-2.01,118:0.3-8,0.2.01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ltd PLATES GRIP TCLL 25.0 Plate Grip DOL 1 15 TC 0,53 Vert(LL) -0.16 17-18 >999 360 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.39 Vert(CT) -0.29 17-18 >999 240 TCDL 10.0 Rep Stress Incr YES WB 0.96 Horz(CT) 0,03 13 n/a n/a BCLL 0.0 BCDI. 10.0 Code IBC2015(TP12014 Matrix-AS Wind(LL) 0,07 17-18 >999 240 Weight:186 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 DF 180OF 1 6E TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 DF 1800F 1 6E BOT CHORD Rigid ceiling directly applied WEBS 2x4 HF No.2*Except* WEBS 1 Row at midpt 5-15 2-19,10-11:2x6 OF No 2 REACTIONS. All bearings 14-1-12 except Qt=length)19=0-5-8. (lb)- Max Horz 19=19(LC 12) Max Uplift All uplift 100 lb or less at joint(s)12,11 except 19=-154(LC 8),13=127(LC 8) Max Grav All reactions 250 lb or less at joints)11 except 19=1237(LC 19),13=2163(LC 1),13=2163(LC 1), 12=444(LC 20) FORCES. (lb)-Max.Comp/Max Ten -All farces 250(lb)or less except when shown. TOP CHORD 2-3=-2478/221,3-5=-2013/182,5-6=-673/70,6-7=-641/74,7-9=-96/1295,9-10=-29/385, 2-19=-1156/185 BOT CHORD 16-19=-56/294,17-18=-221/2401,15-17=-149/1946,13-15=-1258/137,12-13=-358/50 WEBS 7-15=-159/2137,7-13=-1726/158,9-13=-954/92,5-15=-1531/166,5-17=0/391, 3-17=-529/76,2-18=-177/2139,10-12=-481/38 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=4.8psf;h=25ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)-1-6-0 to 1-6-0,Interior(1)1-6-0 to 38-2-4,Exterior(2)38-2-4 to 41-2-4 zone; cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces B MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1 60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Fully Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design 4)This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs 1p`OVOG Zjt�_ non-concurrent with other live loads. ,}, WAS O 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads N 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joints)12,11 except (jt=1b)19=154,13=127. 8)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and 1/2"gypsum sheetrock be applied directly to the bottom chord. �4 54074 `rS'ONAL ECG May 11,2020 AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.1010312015 BEFORE USE. Design valid for use only with MrrekO connectors.This design Is based only upon parameters shown,and Is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing MiTek. Is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSMI1 Duality Criteria,DSB-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Corona,CA 92880 :.: I I I Job ' Truss Truss Type Qty Ply (old A) K7728117 Bldg#1 A03 Common 5 1 Job Reference(optional) Builders FirstSource(Arlington.WA), Arlington,WA-98223, 8.240 s Mar 9 2020 MiTek Industries,Inc. Mon May 11 09:07:24 2020 Page 1 I D:eH D_gel jCX3yScxtIEFOMByaQtx-IE U2xgZyh8nVyaH Drp7v67GTY7sxu7wplcAjgBzHd?X 13 0 7.4.2 14-3.5 20-8.8 27.1-11 27,41-12 13-0 7-4-2 6-11-2 6-5-3 6-53 -7- Scale:IIV'=l' 2.00 12 4x8 = B 3x6 = 15 18 5x8 3x4 = 5 7 3x6 3 4 Zx12 =14 1 05 13 12 11 10 9 8 3x4 II 5x8 = 3x6 = 4x12 = 3x4 = 3x4 = 7.4.2 143.5 24.941 27-1-11 27 -2 7-4.2 6-11-2 1D-6-3 243 .7- Plate Offsets(X,Y)— [2:0-5-4.0-2-01,[TEdge,0-1-121,[8:Edge,G-1-81,112:0.3-8,0-2-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.82 Vert(LL) -0.20 11-12 >999 360 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1 15 BC 0.63 Vert(CT) -0.39 11-12 >847 240 BCDL 10.0 Rep Stress Incr YES WB 0.52 Horz(CT) 0.07 8 n/a n/a BCLL 0.0 BCCL 10.0 Code IBC2015/TPI2014 Matrix-AS Wind(ILL) 0.11 11-12 >999 240 Weight:117 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 HF No 2*Except* WEBS 1 Row at midpt 5-9 2-13:2x6 DF No.2 REACTIONS. (size) 8=0-5-8,13=0-5-8 Max Horz 13=87(LC 11) Max Uplift 8=-69(LC 8),13=-169(LC 8) Max Grav 8=1227(LC 1),13=1356(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-2826/265,3-5=-2496/243,5-6=-1470/137,6-7=-1470/141,2-13=-1275/200, 7-8=-1158/104 BOT CHORD 12-13=-74/298,11-12=-269/2744,9-11=-212/2424 WEBS 7-9=-112/1514,5-9=-1209/159,5-11=0/341,3-11=-346/60,3-12=301/111, 2-12=-221/2484 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4 2psf;BCDL=4.8psf;h=25ft;Cat ll;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)-1-6-0 to 1-6-0,Interior(1)1-6-0 to 24-7-0,Exterior(2)24-7-0 to 27-7-0 zone; cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1 60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25 0 psf(flat roof snow);Category ll;Exp B;Fully Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 20.0 psf or 2 00 times flat roof load of 25 0 psf on overhangs non-concurrent with other live loads. G 2 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. W y'9p 6)"This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide Q� C will fit between the bottom chord and any other members. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)8 except(jt=lb) rn 13=169 8)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and 1/2"gypsum sheetrock be applied directly to the bottom chord A� ,p 54074 tr,`r SSI�NAL May 11,2020 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MITek®connectors.This design is based only upon parameters shown,and Is for an Individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and propedy incorporate this design Into the overall building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek- is always required for stability and to prevent collapse with possible personal injury and pmperly damage, For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI1TPI1 Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safely Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Corona,CA 92880 f�, r �i:( ob 'us s Truss Type Oty IPly (old A) K772B118 131dg#1 A04 GABLE 1 1 Job Reference(optional) Builders FirstSource(Arlington,WA), Arlington,WA-9B223, 8240 s Mar 9 2020 MiTek Industries,Inc Mon May 11 09.07.29 2020 Page 1 ID:eHD_geljCX3yScxtIEFOMByaOtx-6B Hw_Xd4 WgPo3L9BeMj4pAzHtBaYZLeZRuuu LOzHd?S ?,-4-2, 14J-5 20 8.8 f 27-1-11 27,.8-12 1 a-0 7 43 8.11-2 6.5.3 8.5 3 f� Scale:1/4"=1' 2.00 12 4x8 = 6 4x8 = 15 16 6x6 4x8 = 5 7 3x6 3 4 i 4x6 2 14 m 1 c6 13 12 11 10 9 8 3x6 6x6 = 3x6 = 5x12 = 3x6 II 6x6 = 74.2 j 14-3-5 24-9-8 27-1-11 27.8- 7.4-2 8-11-2 t0$3 2�l 3 7- LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (loc) I/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 091 Vert(LL) -0.04 1 n/r 180 MT20 1851148 (Roof Snow=25 0) Lumber DOL 1-15 BC 0.54 Vert(CT) -0.04 1 n/r 120 TCDL 10.0 Rep Stress Incr YES WB 068 Horz(CT) -0.04 9 n/a n/a BCLL 00 Code IBC2015rrP12014 Matnx-S Weight:117 lb FT=20% BCDL 100 LUMBER- BRACING- TOP CHORD 2x4 HF No.2 TOP CHORD Structural woad sheathing directly applied, except end verticals. BOT CHORD 2x4 HF No 2 BOT CHORD Rigid ceiling directly applied or 3-8-7 oc bracing. WEBS 2x4 HF No.2`Except* WEBS 1 Row at midpt 7-9.5-9.3-11,2-12 2-13:2x6 OF No.2 REACTIONS. All bearings 27-8-12. (lb)- Max Horz 13=87(LC 39) Max Uplift All uplift 100 lb or less at joint(s)except 8=-1412(LC 36),9=-119(LC 34),13=-880(LC 33),11=-725(LC 41),12=-770(LC 41) Max Grav All reactions 250 lb or less at joint(s)except 8=1497(LC 53),9=647(LC 1),13=962(LC 54). 11=1021(LC 30),12=1091(LC 28) FORCES. (lb)-Max.Comp./Max Ten -All forces 250(lb)or less except when shown. TOP CHORD 2-3=-2411/2359,3-5=-2359/2329,5-6=-2141/2133,6-7=-2086/2075,2-1 3=-8 9 219 0 5, 7-8=-1434/1437 BOT CHORD 12-13=-2209/2202,11-12=-2075/2058,9-11=-1686/1868,8-9=-2153/2153 WEBS 6-9=-455/126,7-9=-2297/2295,5-9=-2251/2274,5-11=1547/1536,3-11=-2316/2329, 3-12=-1244/1238,2-12=-2327/2316 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=4.8psf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)-1-6-0 to 1-6-0,Interior(1)1-6-0 to 24-7-0,Exterior(2)24-7-0 to 27-7-0 zone; Cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1 60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design MIT1G 4)This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25 0 psf on overhangs () 2 non-concurrent with other live loads. ,� w _ -10 5)Gable requires continuous bottom chord bearing. �O h� ' 6)This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads 7)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members z 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 1412 lb uplift at joint 8,119 lb uplift at joint 9,880 lb uplift at joint 13,725 lb uplift at joint 11 and 770 lb uplift at joint 12 �} 9)This truss has been designed for a total drag load of 310 plf Lumber DOL=(1.33)Plate grip DOL=(1 33) Connect truss to resist drag Aa loads along bottom chord from 0-0-0 to 27-8-12 for 310.0 plf. 54074 01 FCis �SSIONALyG May 11,2020 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MITekS connectors,This design is based only upon parameters shown,and is for an individual building component,not . a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal Injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTP11 quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Corona,CA 92880 „� I Jab • Truss Truss Type aty Ply (old A) K772B119 Bldg#1 A05 GABLE 2 1 Job Reference(optional) Builders FiratSourae(Arlington,WA), Arlington,WA-98223, 8 240 s Mar 9 2020 MiTek Industries,Inc Mon May 11 09:07:30 2020 Page 1 ID:eHD_geljCX3yScxtIEFOMByaOtx-aOrJCtejH_XfgVkN B3EJMO WgvY2Gly_igYd 1 trzHd?R 13.8.4 13-8-4 3x4 Scale:1/2"=l' 1 2 2 00 112 17 3 4 5 6 1e 7 3x4 II Ei 0 16 15 14 13 12 11 10 93x4 II 3x4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (IDc) I/dell Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 006 Vert(LL) n/a n/a 999 MT20 1851148 (Roof Snow=25 0) Lumber DOL 1 15 BC 006 Vert(CT) n/a n/a 999 TCDL 10.0 Rep Stress Incr YES WB 0.04 Horz(CT) 0.00 9 n/a n/a BCLL 0.0©GDL 10.0 Code IBC2015frP12014 Matrix-R Weight:51 lb FT=20°/ LUMBER- BRACING- TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc purlins, BOT CHORD 2x4 HF No.2 except end verticals. WEBS 2x4 HF No 2 BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing OTHERS 2x4 HF No 2 REACTIONS. All bearings 13-8-4. (lb)- Max Horz 16=-95(LC 8) Max Uplift All uplift 100 lb or less al joint(s)16,15,14.13,12,11,10 Max Grav All reactions 250 lb or less at joint(s)16,9,15,14,13,12,11,10 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vesd=87mph;TCDL=4 2psf;BCDL=4.8psf;h=25ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Comer(3)0-1-12 to 3-1-12,Exterior(2)3-1-12 to 10-6-8,Comer(3)10-6-8 to 13-6-8 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1 60 plate grip DOL=1.60 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 3)TCLL:ASCE 7-10;Pf=25 0 psf(flat roof snow);Category 11;Exp B;Fully Exp;Ct=1.10 4)Unbalanced snow loads have been considered for this design 5)All plates are 2x4 MT20 unless otherwise indicated. 6)Gable requires continuous bottom chord bearing. 7)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 8)Gable studs spaced at 2-0-0 cc 9)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. MWG 10)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide 2 will fit between the bottom chord and any other members. WAS k,40 11) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)16,15,14,13, �lyQ 12,11,10. O� 54074 Ole'. FCIS7 �ssI�NALG May 11,2020 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev.1010312015 BEFORE USE. Design valid for use only with MiTek®connectors.This design Is based only upon parameters shown,and is for an individual building component,not , a truss system Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design Bracing indicated is to prevent buckling of indlvidual truss web and/or chord members only.Additional temporary and permanent bracing Ml lek' is always required for stability and to prevent collapse with passible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSLITP11 quality Criteria,DSB-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Corona,CA 92080 Job - K7726120 T uss Truss Type Qty Ply (okl A) i7 Bldg#1 B01 GABLE 1 1 Job Reference(optional) Builders FlrstSouree(Arlington,WA), Arlington,WA-98Q23, 8.240 s Mar 9 2020 MiTek Industries,Inc Mon May 11 09:07:31 2020 Page 1 ID:eHD_geljCX3yScxtIEFOMByaQtx-2aPhPOeL2lfWIfJalnlYub3hlxM41 MKrvCNbPHzHd?Q -2-11-e 18-3-0 19-No ' 2-11-8 ' 18-3-0 1-6-0 5.00 12 3x4 13 Scale=1:54 7 12 11 25 10 3x6 9 24 7 6 6 5 � 4 4x8 i 3 2 23 22 21 20 19 18 17 16 15 14 3x4 I 3x4 = 3x4 I 18-3-0 18-3-0 Plate Offsets(X,Y)-- [2:0-3.0,0 2-0[ LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 069 Vert(LL) -0.01 13 n/r 180 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1 15 BC 0.15 Vert(CT) -0 02 13 n/r 120 BCDDL 10.0 0.0 Rep Stress Incr YES WB 0.22 Horz(CT) -0.00 14 n/a n/a BCDL 10.0 Code IBC2015/TPI2014 Matrix-S Weight:112 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 HF No.2"Except" TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, 1-7:2x4 DF 240OF 2 OE except end verticals BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing WEBS 2x4 HF No.2'Except" WEBS 1 Row at midpt 12-14 2-23:2x6 DF No.2 OTHERS 2x4 HF No 2 REACTIONS. All bearings 18-3-0 (lb)- Max Horz 23=291(LC 9) Max Uplift All uplift 100 lb or less at joint(s)23,14,15,16,17,18,19,20,21 except 22=257(LC 18) Max Gram All reactions 250 lb or less at joint(s)15,17,18.19,20,21,22 except 23=735(LC 18).14=361(LC 19),16=273(LC 19) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown TOP CHORD 2-23=-720/108,12-14=-349/193 BOT CHORD 22-23=-342/39 WEBS 2-22=0/398 NOTES- 1)Wind:ASCE 7-10;VuIt=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=4 8psf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Comer(3)-2-11-8 to 0-2-12,Exterior(2)0-2-12 to 16-9-0,Comer(3)16-9-0 to 19-9-0 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1 60 plate grip DOL=1 60 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 0 ING 2 3)TCLL:ASCE 7-10;Pf=25 0 psf(flat roof snow);Category ll;Exp B;Fully Exp;Ct=1.10 .},1A W 110 4)Unbalanced snow loads have been considered for this design. �hO 5)This truss has been designed for greater of min roof live load of 19 0 psf or 2 00 times flat roof load of 25 0 psf on overhangs >. non-concurrent with other live loads. O� 6)All plates are 2x4 MT20 unless otherwise indicated. 7)Gable requires continuous bottom chord bearing. 8)Truss to be fully sheathed from one face or securely braced against lateral movement(Le diagonal web). 9)Gable studs spaced at 2-0-0 oc. � 540 'A?l 74 10)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads O,t�+��CrS 74 11)'This truss has been designed for a live load of 20.Opsf on the bottom chard in all areas where a rectangle 3-6-0 tall by 2-0-0 wide L' will fit between the bottom chord and any other members. `rSjONA� G 12) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)23,14,15.16, 17,18.19,20,21 except Qt=lb)22=257. May 11,2020 O WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.1010312015 BEFORE USE. Design valid for use only with MiTek®connectors.This design Is based only upon parameters shown,and Is for an Individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design Bracing Indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing MiTek" Is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTPIf Quality Cdteda,DSB-09 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,2670 Crain Highway,Sufte 203 Waldorf,MD 20601 Corona,CA 92680 Job • Truss Truss Type Qty Ply (old A) K772B121 Bldg#1 B02 Monopitch 10 1 Job Reference(optionall Builders FirstSource(Arlington,'A Arlington,WA-98223, 6.240 s Mar 9 2020 MiTek Industries,Inc Mon May 11 09:07:33 2020 Page 1 I D:eH D_geljCX3yScxtIEFOMByaQtx-_zXRgvgbZvvDXzTytCnO_00161zzVEK8M WshUAzHd?O -2-11-8 4-01 10-9-6 18-3-0 19-9-0 2-11-6 4-0-0 6-9-5 7-5-10 1-6-0 5.00 12 3x8 7 Scale=1:53.7 8 13 3x8 -3x4 i::� 12 5 4 pp 3x4 d 3 6x8 = 2 �1 11 10 9 14 6 3x4 I 3x6 = 3x4 = 30 = i 400 10&12 18-3.0 A 0-0 6 512 7-94 r Plate Offsets(X,Y)— 12:0-2-8,0-2-01,(6:0-2-13,0.1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (loc) I/deft L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.70 Vert(ILL) -0.08 8-9 >999 360 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.45 Vert(CT) -0.16 8-9 >999 240 TCDL 10.0 Rep Stress Incr YES WB 0.38 Horz(CT) 0.02 8 n/a n/a BCLL 0.0 Code IBC2015/TP12014 Matrix-AS Wind(LL) -0.04 8-9 >999 240 Weight:96 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 HF No.2*Except* TOP CHORD Structural wood sheathing directly applied, except end verticals 1-4:2x4 DF 240OF 2 OE BOT CHORD Rigid ceiling directly applied. BOT CHORD 2x4 HF No.2 WEBS 1 Row at midpt 6-8,5-8 WEBS 2x4 HF No.2 REACTIONS. (size) 8=0-5-8,11=0-5-8 Max Horz 11=291(LC 9) Max Uplift 8=-146(LC 12),11=-100(LC 12) Max Grav 8=1161(LC 19),11=1067(LC 19) FORCES. (lb)-Max.Comp/Max.Ten.-All forces 250(lb)or less except when shown TOP CHORD 2-3=-990/52,3-5=-867/49,6-8=-543/127,2-11=-1038/165 BOT CHORD 10-11=-273/54,9-1 0=-1 50/857,8-9=-90/733 WEBS 5-9=0/374,5-8=899/145,2-10=-45/1009 NOTES- 1)Wind:ASCE 7-10;VuIt=11Omph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=4 8psf;h=25ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)-2-11-8 to 0-1-12,Interior(1)0-1-12 to 16-9-0,Exterior(2)16-9-0 to 19-9-0 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1 60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25 0 psf(flat roof snow);Category 11;Exp B;Fully Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design 4)This truss has been designed for greater of min roof live load of 19.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads. MwG 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide Q 2 will fit between the bottom chord and any other members,with BCDL=10.0psf, WAS �90 7)Provide mechanical connection(by others)of truss to bearing plate Capable of withstanding 100 lb uplift at joint(s)11 except(jt=lb) irQ 8=146, S 8)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and 1/2"gypsum co0 sheetrock be applied directly to the bottom chord. rO�+ ,� 54074w� 0 FCISTFR� ssIONALE�G� May 11,2020 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MITek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design Bracing Indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of busses and truss systems,see ANS11rPl1 quality Criteria,DSB-89 and BCSI Building Component 250 Klug Clrcle Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Corona,CA 92880 �: I Job , Truss Truss Type Qty Ply (old A) K772B122 Bldg#1 B02A MONOPITCH 1 1 Job Reference(optional) Builders FlfstSouree(Arlington,WA), Arlington,WA-96M, 8.240 s Mar 9 2020 MiTek Industries,Inc. Mon May 11 09:07:34 2020 Page 1 ID:eHD_gel jCX3yScxtIEFOMByaQtx-S95p2FhDKD14962BQvJF WEgBD9ltEZDIbAbFOczHd?N -2-11-8 4-0-0 10-9-6 18-3-0 19-9-0 2-11-8 4-0-0 6-9-5 7-5-10 1-6-0 7 Scale=1:53 8 SAO 12 3x4 6 13 4x6 -3x4 12 5 4 d 3x6 d 3 8x8 i 2 �1 11 10 9 14 8 4x8 = 4x8 = 3x6 = 3x6 = 4-0-0 10-5-12 18-3-0 4 0 0 6-5-12 7-9.4 Plate Offsets(X,Y)- [6:0-0.13 0-1-8_[10:0.1-12,0-1-12) LOADING (psi) SPACING- 2-0-0 CSI. DEFL. In (toc) I/dell Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1 15 TC 0.74 Vert(LL) -0.08 8-9 >999 360 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.47 Vert(CT) -0 16 8-9 >999 240 TCDL 10.0 Rep Stress Incr YES WB 085 Horz(CT) -0.05 8 file n/a BCLL 00 Code IBC2015/TPI2014 Matrix-AS Wind(ILL) -0 04 8-9 >999 240 Weight:100 lb FT=20% BCDL 100 LUMBER- BRACING- TOP CHORD 2x4 DF 180OF 1.6E*Except* TOP CHORD Structural wood sheathing directly applied, except end verticals 1-4:2x4 DF 240OF 2.0E BOT CHORD Rigid ceiling directly applied BOT CHORD 2x4 HF No.2 WEBS 1 Row at midpt 6-8,5-8 WEBS 2x4 HF No 2*Except* 2-11:2x6 DF SS REACTIONS. (size) 8=0-5-8,11=0-5-8 (req.0-5-11) Max Horz 11=4615(LC 26) Max Uplift 8=-146(LC 12).11=-102(LC 12) Max Grav 8=1151(LC 19),11=3459(LC 26) FORCES. (lb)-Max Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-4246/46,3-5=5441/48,5-6=-5139/121,6-8=-542/128,2-11=-3389/167 BOT CHORD 10-11=-4604/115,9-1 0=-765/81 5,8-9=91/722 WEBS 3-10=-1242/84,3-9=-147/1180,5-9=-263/367,5-8=-887/144,2-10=-76/4062 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=4.Bpsf;h=25ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)-2-11-8 to 0-3-10,Interior(1)0-3-10 to 16-9-0,Exterior(2)16-9-0 to 19-9-0 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and farces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25 0 psf(flat roof snow);Category 11;Exp B;Fully Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 19.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads. Q W G Zy 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide •�,� F WAS 40 will fit between the bottom chord and any other members,with BCDL=10 Opsf �O O 7)WARNING:Required bearing size atjoint(s)11 greater than input bearing size 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Ot=lb) 0� 8=146,11=102 9)Load case(s)26 has/have been modified Building designer must review loads to verify that they are correct for the intended use of this truss. 10)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chard and 1/2"gypsum A� ,p�5�� sheetrock be applied directly to the bottom chord 7� OiC+ `�cr$y74 11) Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s) at 18-0-0 on top chord. The �s G design/selection of such connection device(s)is the responsibility Of others. NALEC� 12) In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B) LOAD CASE(S) Standard Except: May 1 1,2020 A WARNING•Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors This design is based only upon parameters shown,and is for an individual building component,not a truss system Before use,the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of Trusses and truss systems,see ANSI7TP11 quality Criteria,DSB.89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,2670 Crain Highway,Suile 203 Waldorf,MD 20601 Carona,CA 92880 1 ob -russ Truss Type Qty Ply (old A) K7728122 Bldg#1 B02A MONOPITCH 1 1 Job Reference(optional) Builders FirstSource(Arlington,WA), Arlington,WA-98223. 8.240 s Mar 9 2020 MiTek Industries,Inc. Mon May 11 09:07:35 2020 Page 2 I D:eHD_geljCX3yScxtIEFOMByaQtx-xLfCFbhr5W9xnGdL_CgU3RDMzZe6zOTRpgLoZ2zHd?M LOAD CASE(S) 26) User defined:Lumber Increase=1.15,Plate Increase=1 15 Uniform Loads(plf) Vert:1-2=-80(F),2-6=80(1`),6-7=-80(F),B-11=-24(F) Concentrated Loads(lb) Vert:6=-1923(F) Harz:6=-4615(F) ,&WARNING-VerNy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MITek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITP11 Quality Criteria,DSBA9 and BCSI Building Component 250 Klug Circle Safety Intiormatlon available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Corona,CA 92880 Job ' Truss Truss Type Qty Ply (old A) K772B123 Bldg#1 BP6 BLOCKING 10 1 Job Reference(optional) Builders FirstSource(Arlington,WA), Arlington,WA-98223. 8,240 s Mar 9 2020 MiTek Industries,Inc. Mon May 11 09:07:35 2020 Page 1 ID:eHD_gel jCX3yScxtiE FOMByaQtx-xLfCFbhr5W9xnGdL_cgU3RDXOZI FzDoRpgLoZ2zHd?M 1-10$ 1-10$ 4x4 II 4x4 I Scale=1:10 4 3 2 •1- 2x4 I 5 4 2V II 1-10� r 1-10-6 ! LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (loc) I/defl Lid PLATES GRIP TCLL 250 Plate Grip DOL 1.15 TC 0.01 Vert(LL) -0.00 5 >999 360 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.01 Vert(CT) -0 00 5 >999 240 TCDL 10.0 Rep Stress Incr YES WB 0.00 Horz(CT) 000 3 n/a n/a BCLL 00[3CDL 100 Code ISC2015/TP12014 Matrlx-R Wind(LL) -0 00 5 >999 240 Weight:10 lb FT=20% LUMBER- BRACING- TOP CHORD 2x6 DF No 2 TOP CHORD Structural wood sheathing directly applied or 1-10-6 oc purlins, BOT CHORD 2x4 HF No.2 except end verticals WEBS 2x4 HF No 2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing REACTIONS. All bearings 1-10-6 (lb)- Max Horz 5=-29(LC 6) Max Uplift All uplift 100 lb or less at joint(s)5,3,4 Max Grav All reactions 250 lb or less at joint(s)5,3,4,4 FORCES. (lb)-Max.Comp/Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-10;VuIt=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=4 8psf;h=25ft;Cat 11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1 60 plate grip DOL=1 60 2)TCLL:ASCE 7-10;Pf=25 0 psf(flat roof snow);Category II;Exp B;Fully Exp;Ct=1 10 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads 5)"This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)5,3,4 OJ NG 2 �-� WAS O y�� QTO� r �O¢+ ,p 54074 0•� FGIS1'ER� �' SSIONALG May 11,2020 AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,1II.7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design Bracing indicated is to prevent buckling of Individual truss web and/or chord members only Additional temporary and permanent bracing MiTek Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTP11 Quality CrMeda,DSB-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Corona,CA 92880 'A' ' Job Truss Truss Type Qty Ply (old A) K7728124 Bldg#1 BP7 BLOCKING 1 1 Job Reference(optional) Builders FirstSource(Arlington,WA), Arlington,WA-98223, 8 240 s Mar 9 2020 MiTek Industries,Inc Mon May 11 09:07.37 2020 Page 1 I D:eHD_geljCX3yScxtlE FOMByaOtx-tkmygGj6d8PfOanj61 sy8sltuMRkR7lkH8gvdxzHd?K 0 6-0 1-9-6 1-3-0 4x4 I 4x4 Scale=1:10A 3 2 .1- El Elm 2x4 11 5 4 2x4 II 1.9-6 1-9-6 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/deft Lld PLATES GRIP TCLL 25.0 Plate Grip DOL 1 15 TC 0.01 Vert(LL) -0 00 5 >999 360 MT20 185/148 (Roof Snow=25 0) Lumber DOL 1.15 BC 001 Vert(CT) -0 00 5 >999 240 TCDL 100 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 3 n/a n/a BCLL 0.0 BCDL 100 Code IBC2015rTP12014 Matrix-R Wind(LL) -0.00 5 >999 240 Weight:10 lb FT=20% LUMBER- BRACING- TOP CHORD 2x6 OF No.2 TOP CHORD Structural wood sheathing directly applied or 1-9-6 oc purlins, BOT CHORD 2x4 HF No.2 except end verticals. WEBS 2x4 HF No 2 BOT CHORD Rigid ceiling directly applied Or 10-0-0 Oc bracing. REACTIONS. All bearings 1-9-6 (lb)- Max Horz 5=-29(LC 8) Max Uplift All uplift 100 lb or less at joint(s)5,3,4 Max Grav All reactions 250 lb or less at joints)5,3,4,4 FORCES. (lb)-Max Comp/Max-Ten.-All forces 250(lb)or less except when shown NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=4.Bpsf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Fully Exp;Ct=1.10 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads 5)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)5,3,4. 1p'014 G Z WASp,. O y O� �¢+ 54074 q>� ssIONALE�� May 11,2020 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.1010312015 BEFORE USE. Design valid for use only with MiTek®connectors This design is based only upon parameters shown,and is for an Individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing MiTek• Is always required for stability and to prevent collapse with possible personal Injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITP11 Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Corona,CA 921180 Job Truss Truss Type Qty Ply (r31dA) K7728125 (Bldg#1 BP8 BLOCKING 1 1 Job Reference Builders FirstSource(Arlington,WA), Arlington,WA-98223, 8 240 s Mar 9 2020 MiTek Industries,Inc. Mon May 11 09:07:41 2020 Page 1 ID:eHD_geljCX3yScxtIEFOMByaQtx-IVOTWemchMw5VB4VLtxu IiTYuzohNxHKC lo6m izHd?G 1Ifr14 0$6 1.0.8 4x4 I 4x4 I Scale=1:10.4 3 2 4 2x4 II 5 4 2.4 II 1.6-14 141-14 LOADING (psf) SPACING- 2-0-0 CS1, DEFL. In (loc) I/dell L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 001 Vert(ILL) -0.00 5 >999 360 MT20 185/148 (Roof Snow=25 0) Lumber DOL 1.15 BC 0.01 Vert(CT) -0 00 5 >999 240 TCDL 100 Rep Stress Incr YES WB 000 Horz(CT) 0.00 3 n/a n/a BCLL 0.0 FiCDL 100 Code IBC2015lTP12014 Matrix-R Wind(LL) -0 00 5 >999 240 Weight:9 lb FT=20% LUMBER- BRACING- TOP CHORD 2x6 DF No 2 TOP CHORD Structural wood sheathing directly applied or 1-6-14 oc purlins, BOT CHORD 2x4 HF No 2 except end verticals WEBS 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 1-6-14. (lb)- Max Horz 5=-29(LC 8) Max Uplift All uplift 100 lb or less at joint(s)5,3,4 Max Grav All reactions 250 lb or less at joint(s)5,3,4,4 FORCES. (lb)-Max.Comp-/Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=4.8psf;h=25ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25 0 psf(flat roof snow);Category 11;Exp B;Fully Exp;Ct=1 10 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads 5)"This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)5,3,4. ON"G 2� O�WASl�O �r 54074 O,c. �CISTER� �V �SSIONAl B�Gl May 11,2020 AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.1010312015 BEFORE USE. Design valid for use only with MiTek®connectors This design is based only upon parameters shown,and is for an individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and property incorporate this design Into the overall building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the tebncabon,storage,delivery,erection and bracing of trusses and truss systems,see ANS11FPI1 Quellly Criteria,DSO-89 and BCSI Building Component 250 Klug Circle SnPory Information available from Truss Plate Institute,2670 Crain FHghway.Suite 203 Waldorf,MO 20601 Corona,CA 92BBO Job Truss Truss Type JQty JPW�(old A) K7728126 Bldg#1 BP9 BLOCKING 8 _ Job Reference(optional) Builders FirstSource(Arlington WA), Arlington,WA-98223, 8.240 s Mar 9 2020 MiTek Industries,Inc Mon May 11 09:07:42 2020 Page 1 ID:eHD_ge ljCX3yScxtIEFOMByaQtx-Eharj_nESg2y7LfhubS7rwOigN8n6OHTRPXglBzHd?F 1-10-6 { 1-10-6 4x12 I Scale=1:222 3 44 i NOT' kmfi 2x4 13x4= 5 4 I 1-10-6 i 1.10.6 Plate Offsets(X,Y)— 11:0-74,0-2.01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In floc) I/dell Ltd PLATES GRIP TCLL 25.0 Plate Grip DOL 1 15 TC 007 Vert(LL) -0.00 5 >999 360 MT20 185/148 (Roof Snow=25 0) Lumber DOL 1 15 BC 0.02 Vert(CT) -0 00 5 >999 240 TCDL 10.0 Rep Stress Incr YES WB 002 Horz(CT) -0 00 3 n/a n/a BCDL 100 BC 0 0 Code IBC2015ITP12014 Matrix-P Wind(LL) 0.00 5 *"" 240 Weight:19 lb FT=20% LUMBER- BRACING- TOP CHORD 2x6 DF No.2 TOP CHORD Structural wood sheathing directly applied or 1-10-6 oc purlins, BOT CHORD 2x4 HF No 2 except end verticals. WEBS 2x4 HF No 2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 1-10-6 (lb)- Max Horz 5=88(LC 9) Max Uplift All uplift 100 lb or less at joints)5,3,4 Max Grav All reactions 250 lb or less at joint(s)5,3,4,4 FORCES. (lb)-Max.Comp/Max Ten -All forces 250(lb)or less except when shown NOTES- 1)Wind:ASCE 7-10;Vult=11Omph(3-second gust)Vasd=87mph;TCDL=4 2psf;BCDL=4.Bpsf;h=25ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1 60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 3)Provide adequate drainage to prevent water ponding 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)"This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chard and any other members 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)5,3,4. ONLWNG 2 � OT Q O ADO 54074� 4/`� CISTER �sSjONAL E�G� May 11,2020 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.1010312015 BEFORE USE. Design valid for use only with MITek®connectors This design Is based only upon parameters shown,and is for an individual building component,not a truss system Before use,the building designer must verify the appllcabllity of design parameters and properly incorporate this design into the overall building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing Ml l7� ek' is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery.erection and bracing of trusses and truss systems,see ANS11TPI1 Duality Criteria,DSB-89 and SCSI Building Component 250 Klug Circle Ssfory Informoflon available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Corona,CA 92880 Job Truss Truss Type IQ[y Ply (old A) K7728127 Bldg#1 C01 GABLE 1 1 Job Reference horns Builders FirstSource(Arlington,WA), Arlington,WA-98223, 8,240 s Mar 9 2020 MiTek Industries,Ina Mon May 11 09:07:43 2020 Page 1 ID:eHD_gel jCX3yScxtl E FOM ByaOtx-iu8DwKosD_ApkVEtS IzMO7YglnSGrp8cf3H DfaZHd7E 18.1-0 19.7-0 18-1-0 180 3x4 12 Scale=1:517 5.00 12 11 10 25 9 24 6 3x6 7 5 8 N 3 23 3x4 II 2 1 22 21 20 19 18 17 16 15 14 13 3x4 11 3x4 I 18-1-0 - 18 1 0 _ LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (loc) 1/defl Ltd PLATES GRIP TCLL 25.0 Plate Grip DOL 1 15 TC 0.31 Vert(LL) 000 11 n/r 180 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1 15 BC 0,13 Vert(CT) -0.02 12 n/r 120 TCDL 10.0 Rep Stress Incr YES WB 0.17 Horz(CT) -0 00 13 n/a n/a BCLL 0.0.3CDL 10.0 Code IBC2015rrP12014 Matrix-R Weight:94 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 HF No 2 except end verticals. WEBS 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 HF No.2 WEBS 1 Row at midpt 11-13 REACTIONS. All bearings 18-1-0 (lb)- Max Horz 22=255(LC 9) Max Uplift All uplift 100 lb or less at joint(s)13,14,15,16,17,18,19,20 except 21=-118(LC 12) Max Grav All reactions 250 lb or less at jcint(s)22,14,16,17,18,19,20,21 except 13=349(LC 19). 15=253(LC 19) FORCES. (lb)-Max.Comp/Max Ten.-All forces 250(lb)or less except when shown. TOP CHORD 11-13=-336/188 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4 2psf;BCDL=4.Bpsf;h=25ft;Cat 11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Comer(3)0-1-12 to 3-1-12,Exterior(2)3-1-12 to 16-7-0,Comer(3)16-7-0 to 19-7-0 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)Truss designed for wind loads in the plane of the truss only For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp;Ct=1 10 4)Unbalanced snow loads have been considered for this design 5)This truss has been designed for greater of min roof live load of 19 0 psf or 2 00 times flat roof load of 25 0 psf on overhangs non-concurrent with other live loads 6)All plates are 2x4 MT20 unless otherwise indicated. 7)Gable requires continuous bottom chord bearing. IG Z , 8)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web) .� WAS, o 9)Gable studs spaced at 2-0-0 oc 10)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. C �j 11)'This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide hP O� will fit between the bottom chord and any other members. r 12) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)13,14,15,16, ■ 17,18,19,20 except Qt=lb)21=118. dj r0� 54074 �sSIONAt May 11,2020 0 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MfrekO connectors.This design is based only upon parameters shown,and is for an individual bullding component,not a truss system Before use,the building designer must verify the applicability of design parameters and property Incorporate this design into the overall building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage.deavery,erection and bracing of trusses and truss systems,see ANSY Mi quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Inlbrmatlon available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Corona,CA 92680 JJob Truss F-SPT Oty Ply (old A) K772B128 Bldg#1 Tru 11 1 Job Rat ce 'tlOM Builders FirstSource(Arlington,WA), Arlington,WA-99223, 8.240 s Mar 9 2020 MiTek Industries,Inc. Man May 11 09:07:44 2020 Page 1 ID:eHD_geljCX3yScxtIEFOMByaQtx-A4hb8gok_HlgMfp30?UbwL5zOBhnaESmujOnN1zHd?D 6-7-15 11-11-8 18-1-0 ,19-7-0 , 6-7-15 5-3-10 6-1-8 3x4 I I 7 Scale=1:49.9 5.00 12 6 t8 3x4 i 15 5 3x6 2x4 \\ 4 3 d 4x4 % 14 2 1 9 17 18 s 3x10 3x4 = 3x6 = I� 9.1-10 9-1-10 8-11-7 Plate Offsets(X,Y)— 11:0.6-15,Edge) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. to (loc) I/defl Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 044 Vert(LL) -0.18 8-9 >999 360 MT20 185/148 (Roof Snow=25 0) Lumber DOL 1 15 BC 062 Vert(CT) -0.34 8-9 >638 240 TCDL 10.0 Rep Stress Incr YES WB 0.29 Horz(CT) 0.03 8 file n/a BCLL 0.0 Code IBC2015/TPI2014 Matrix-AS Wind(LL) -0.05 8-9 >999 240 Weight:81 lb FT=20% BCDL 10-0 LUMBER- BRACING- TOP CHORD 2x4 HF No 2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 HF No 2 WEBS 1 Row at midpt 6-8.5-8 SLIDER Left 2x6 DF No 2 2-6-0 REACTIONS. (size) 1=0-3-8,8=0-5-8 Max Harz 1=247(LC 9) Max Uplift 1=-53(LC 12),8=-146(LC 12) Max Grav 1=821(LC 19).8=1139(LC 19) FORCES. (lb)-Max Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-3=-1212/91,3-5=-1006/74,6-8=-474/125 BOT CHORD 1-9=-148/1068,8-9=-85/645 WEBS 3-9=-342/133,5-9=-24/521,5-8=-858/150 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=4.8psf;h=25ft;Cat II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)0-0-0 to 3-0-0,Interior(1)3-0-0 to 16-7-0,Exterior(2)16-7-0 to 19-7-0 zone; cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1 60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 19 0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads 6)'This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide ING 2 will fit between the bottom chord and any other members,with BCDL=10.Opsf. F WAS �90 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1 except at=lb) �Q 8=146 ) 8)This truss design requires that a minimum of 7116"structural wood sheathing be applied directly to the top chord and 1/2"gypsum tiP Ox sheetrock be applied directly to the bottom chord. 54074 O, FCI3TER� ' SS�ONALG May 11,2020 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/0312015 BEFORE USE. Design valid for use only with Mrrek®connectors This design is based only upon parameters shown,and is for an individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANS11TP/f Quality Cdteda,DS8.89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Corona,CA 92BBO Job Truss Truss Type Qty Ply (old A) K772B129 Bldg.01 D01 GABLE 1 1 Job Reference o honal Builders FiMSoLVW(Arlington,WA), Arlington,WA-98223. 8.240 s Mar 9 2020 MiTek Industries,Inc. Mon May 11 09:07:46 2020 Page 1 ID:eHD_geljCX3yScxtIEFOMByaOtx-6TpMZLglWvYNbzzS7QW3?mAMu VK2Bk3L1VtRvzHd?B -1-6-0 20-10-0 1-6-0 r 20-10-0 Scale=1:37.1 2.00 12 3x4 11 13 1415 12 11 v 3x6 = 10 27 fl 7 8 8 3x4 = 5 26 3 4 0 .18 2 4x6 11 25 24 23 22 21 20 19 18 17 16 5x8 = 3x4 11 20-10-0 20-10-0 Plate Offsets(X,Y)— [2:0.4-7,0-D-21,[21:0.4-0,03.01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 025 Vert(LL) -0.01 1 n/r 180 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.04 Vert(CT) -0.01 1 n/r 120 TCDL 10.0 Rep Stress Incr YES WB 0.05 Horz(CT) -0 00 15 n/a n/a BCLL 0.0 Code IBC2015/TP12014 Matrix-S Weight:82 lb FT=20% BCDL 100 LUMBER- BRACING- TOP CHORD 2x4 HF No.2 TOP CHORD Structural woad sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 HF No 2 except end verticals. WEBS 2x4 HF No 2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 HF No 2 SLIDER Left 2x6 DF No 2 2-6-0 REACTIONS. All bearings 20-10-0. (lb)- Max Horz 2=108(LC 9) Max Uplift All uplift 100 lb or less at joint(s)15,16,2,17,18,19,20,21,22,23,24.25 Max Grav All reactions 250 lb or less at joint(s)15,16,17.18,19,20,21.22,23,24,25 except 2=281(LC 18) FORCES. (lb)-Max.Comp/Max Ten -All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4 2psf;BCDL=4 8psf;h=25ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Comer(3)-1-6-0 to 1-6-0,Exterior(2)1-6-0 to 20-10-0 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)Truss designed for wind loads in the plane of the truss only For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI(TPI 1. 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Fully Exp,;Ct=1,10 4)Unbalanced snow loads have been considered for this design 5)This truss has been designed for greater of min roof live load of 20 0 psf or 2.00 times flat roof load of 25 0 psf on overhangs non-concurrent with other live loads. 6)All plates are 2x4 MT20 unless otherwise indicated. ��plrlw G Zt, 7)Gable requires continuous bottom chord bearing. O 8)Gable studs spaced at 2-0-0 oc. 9)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �j 10)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide 0� will fit between the bottom chord and any other members. 11) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)15,16,2,17,18, 19,20,21,22,23,24,25 r 54074� .t�, Clg'1'ER SSjONALG May 11,2020 AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MITek8 connectors This design is based only upon parameters shown,and is for an individual building component,not • a truss system.Before use,the building designer must verily the applicability of design parameters and properly incorporate this design into the overall building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSbTPI1 quality Criteria,DSB.89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Corona,CA 92880 Job russ russ Typ K7728130 e Qty Ply ohiA) Bldg#1 [DO2 MONOPITCH 1 Job RefOM=(o Ronal Builders FirstSource(Arlington,WA), Arlington,WA-98223, 8.240 s Mar 9 2020 MiTek Industries,Inc. Mon May 11 09:07:47 2020 Page 1 ID:eHD_gel jCX3yScxtl E FOMByaQtx-afNkmhrNGCgED6Yeh81 IYzjM?OfbnSFCahFR_MzHd?A 1 8 0 74114 13" 20-I 0 1 B 0 7-0-8 6-B-0 7-0-8 Scale=1:38,3 2-00 12 3x6 7 8 19 4x6 8 3x6 3x4 = 18 8 4 44 3 2 0- 8 13 12 11 10 Bx10 II 2x4 I 4x8 = 3x4 = 3x10 =8 7-0.8 13.9-8 20-10-0 7.04 B-9.0 7-0.8 Plate Offsets(X,Y)— f2:0-6-7,Edgei LOADING (psf) SPACING- 2-0-0 CSI, DEFL. in (loc) Ildefl Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.93 Vert(LL) -0.26 11-13 >948 360 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.81 Vert(CT) -0.45 11-13 >552 240 TCDL 10.0 Rep Stress Incr YES WB 0.80 Horz(CT) 0.08 10 n/a nla BCLL 0.0 Code IBC2015/TP12014 Matrix-AS Wind(LL) 0.11 11-13 >999 240 Weight:86 lb FT=20% BCOL 10.0 LUMBER- BRACING- TOP CHORD 2x4 HF No.2 TOP CHORD Structural woad sheathing directly applied, except end verticals BOT CHORD 2x4 HF No.2`Except` BOT CHORD Rigid ceiling directly applied. 2-12:2x4 DF 180OF 1.6E WEBS 1 Row at midpt 6-10 WEBS 2x4 HF No.2*Except* 7-10:2x6 DF No.2 SLIDER Left 2x6 DF No.2 2-6-0 REACTIONS. (size) 10=0-2-2,2=0-5-8 Max Horz 2=105(LC 8) Max Uplift 10=-111(LC 12),2=-132(LC 8) Max Grav 10=1156(LC 19),2=1097(LC 19) FORCES. (lb)-Max.Comp./Max Ten.-All forces 250(lb)or less except when shown TOP CHORD 2-4=-2779/239,4-6=-1942/148,7-10=320178 BOT CHORD 2-13=-308/2704,11-13=-308/2704,10-11=-190/1890 WEBS 4-11=-882/122,6-11=0/439,6-1 0=-1 952/197 NOTES- 1)Wind:ASCE 7-10;Vult=11Omph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=4,8psf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)-1-6-0 to 1-3-12,Interior(1)1-3-12 to 17-10-0,Exterior(2)17-10-0 to 20-10-0 zone;cantilever left and right exposed;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1 60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 20 0 psf or 2.00 times flat roof load of 25 0 psf on overhangs non-concurrent with other live loads. .,'01;A NG 5)This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads. 't�' A� O 6)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide �O�WASkl, will fit between the bottom chord and any other members �O 7)Provide mechanical connection(by others)of truss to bearing plate at joint(s)10 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Qt=lb) 10=111,2=132. 1 9)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and 1/2"gypsum sheetrock be applied directly to the bottom chord. r0 54074 i0 �l'Ct3TCsR� s`SjONAL 1G May 11,2020 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors This design is based only upon parameters shown,and is for an individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUrP11 qualify Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Corona,CA 92880 Job, Truss Truss Type ply Ply (old A) K7720131 Bldg#1 D03 Monopilch 10 1 Job Reference(options]) Builders FestSoulcd(Arlington,WA), Arlington,WA-98223, 8.240 s Mar 9 2020 MrTek Industries.Inc. Mon May 11 09:07:47 2020 Pegs 1 ID:eHD_geljCX3yScxtlE FOM ByaOtx-afNkmhrNGCgED6Yeh81 IYzj RKOhnnSsCahFR_MzHd?A -1$0 4.9-11 12.1-7 17.10-0 1-Ii-0 4-9-11 7-3-12 5.8-10 Scale=1:31.3 3x4 11 5 6 2.00 12 13 3x4 4 12 3x8 3 3x4 11 11 2 0. 8 9 8 10 3x8 = 3x4 = 3x8 =7 9.3.1 17-10-0 9.3.1� 8-6-16 LOADING (psf) SPACING- 2-0-0 CSI, DEFL. In (loc) I/dell Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.59 Vert(LL) -0 15 9-10 >999 360 MT20 165/146 (Roof Snow=25.0) Lumber DOL 1 15 BC 067 Vert(CT) -0.31 9-10 >670 240 TCDL 10.0 Rep Stress Incr YES WB 0.83 Horz(CT) 004 8 n/a n/a BCLL 0.0 t Code IBC2015ITP12014 Matrix-AS Wind(ILL) 003 9 >999 240 Weight:73 lb FT=20% 10.0 LUMBER- BRACING- TOP CHORD 2x4 HF No.2 TOP CHORD Structural woad sheathing directly applied, except end verticals BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 HF No.2"Except* 4-8:2x4 DF No.2 REACTIONS. (size) 8=0-2-2,10=0-5-8 Max Horz 10=113(LC 9) Max Uplift 8=-90(LC 12),10=128(LC 8) Max Grav 8=969(LC 19),10=965(LC 19) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown TOP CHORD 3-4=-1529/101,2-10=-276/99 BOT CHORD 9-10=-216/1641,8-9=-120/1227 WEBS 4-9=0/478,4-8=-1357/172,3-10=-1644/248 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=4.8psf;h=25ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)-1-6-0 to 1-6-0,Interior(l)1-6-0 to 14-10-0,Exterior(2)14-10-0 to 17-10-0 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Fully Exp;Ct=1 10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 20 0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads 5)This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads 6)'This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chard and any other membersQj�[IP1G Z�r- 7)Provide mechanical connection(by others)of truss to bearing plate at joint(s)8. WAS O 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)8 except(jt=lb) 10=128 Oj 9)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and 1/2"gypsum 0 sheetrock be applied directly to the bottom chord, v0+ 54074 Q,4 ss'rONALE�G May 11,2020 A WARNING-Verify design parameters and READ NOTES ON IRIS AND INCLUDED MITEK REFERENCE PAGE 1141II-7477 rev.1010312015 BEFORE USE. Design valid for use only with MiTek®connectors This design is based only upon parameters shown,and is for an Individual building component,not a buss system.Before use,the building designer must verify the applicablilly of design parameters and properly incorporate this design into the overall building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,dekvery,erection and bracing of trusses and truss systems,see ANSUMI Quality Critede,DSB-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,2670 Cram Hlghway,Suite 203 Waldorf.MD 20601 Corona,CA 92660 ob Truss Truss Type Oty Ply (old A) K7728132 Bldg#1 D03A Monopitch 1 1 Job Reference(optional) Builders FirslSource(Arlington,WA), Arlington,WA-98223, 8 240 s Mar 9 2020 MiTek Industries,Inc Mon May 11 09:07:49 2020 Page 1 ID:eHD_geljCX3yScxtIEFOMByaQtx-W2VUBNsdopwySQh1pZ4md0oiVCLGFLhV2?kY2EzHd?8 1 6 O 4-9-11 12-1-7 17-10-0 1F-0 I 4-9-11 7-3-12 I 5-8-10 Scale=1:31.3 2 00 12 3x4 11 6 7 3x4 = 15 4x8 = 5 14 4 4x4 = 3 5x12 = 13 11 10 9 � 12 5x12 = 3x6= 8 3x6 = 3x10 = 9.3-1 17-10.0 931 8-6-15 Plate 01/3ela(X.Y)— 12:0.53,0-2-81,(3:0-0-4.0-2-0L 111:0.60.0.1-121 _ LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (IDc) I/dell Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.93 Vert(LL) -0.14 10-11 >999 360 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.80 Vert(CT) -0 26 9-10 >790 240 TCDL 10.0 Rep Stress Incr NO WB 0.87 Horz(CT) -0 05 9 n/a n/a BCLL 0.0 Code ISC2015ITP12014 Matrix-AS Wind(LL) 0.03 10-11 >999 240 Weight:79 lb FT=20% BCDL 10,0 LUMBER- BRACING- TOP CHORD 2x4 OF 180OF 1.6E TOP CHORD Structural woad sheathing directly applied, except end verticals. BOT CHORD 2x4 HF No 2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 HF No.2*Except* 5-9:2x4 OF No 2,2-12:2x6 OF No 2 REACTIONS. (size) 9=0-2-2,12=0-5-8 Max Horz 12=4932(LC 27) Max Uplift 9=-90(LC 12),12=-130(LC 8) Max Grav 9=964(LC 19),12=2175(LC 27) FORCES. (lb)-Max.Comp/Max.Ten -All forces 250(lb)or less except when shown TOP CHORD 2-3=-4492/165,3-5=-5500/110,5-6=-5084/36,2-12=-2067/150 BOT CHORD 11-12=4553/91,10-11=-472/1649,9-1 0=-1 24/1212 WEBS 3-10=-258/996,5-10=-256/443,5-9=1338/180,3-11=-962/78,2-11=-173/4135 NOTES- 1)Wind:ASCE 7-10;Vult=11Omph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=4 8psf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)-1-6-0 to 1-6-0,Interior(1)1-6-0 to 14-10-0,Exterior(2)14-10-0 to 17-10-0 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1 10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25 0 psf on overhangs non-concurrent with other live loads 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads, j)LI1VG 6)'This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide z& will fit between the bottom chord and any other members WA 9� 7)Provide mechanical connection(by others)of truss to bearing plate at joint(s)9. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)9 except(jt=lb) OTC 12=130 9)Load case(s)27 has/have been modified.Building designer must review loads to verify that they are correct for the intended use of this truss. 10)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and 1/2"gypsum sheetrock be applied directly to the bottom chord r0 4 11 Hanger(s)or other connection devices shall be provided sufficient to support concentrated loads at 17-10-0 on to chord. The .� 54074 `Q� O P others O P On �Cts— design/selection of such connection device(s)is the responsibility of others •�" 12) In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). SSjONAL ECG LOAD CASE(S) Standard Except: May 11,2020 usd on nano 2 AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev.1010312015 BEFORE USE. Design valid for use only with MITek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual Truss web and/or chord members only.Addillonal temporary and permanent bracing MiTek' is always required far stability and to prevent collapse with passible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPIi Quality Criteria,DSO-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Corona,CA 92880 Job • Truss Truss Type IDty Ply Tjob A) K7728132 Bldg#1 D03A Monopitch 1 eference(optional) Builders FlrstSource(Arlington,WA), Arlington,WA-98223, &240 s Mar 9 2020 MiTek Industries,Inc Mon May 11 09.07-.49 2020 Pape 2 ID:eHD_geljCX3yScxtiEFOMByaOtx-W2VUBNsdopwySOh1pZ4md0oiVCLGFLhV2?kY2EzHd?8 LOAD CASE(S) 27) User defined:Lumber Increase=1 15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-2=-80(F),2-6=-80(F),6-7=-80(F),8-12=-24(F) Concentrated Loads(lb) Vert:6=-822(F) Horz:6=-4932(F) AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MITek®connectors This design Is based only upon parameters shown,and is for an Individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design- Bracing indicated is to prevent buckling of Individual truss web and/or chord members only Additional temporary and permanent bracing M ffbk' is always required for stability and to prevent collapse with possible personal Injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTPII qualify Criteria,DSB-89 and SCSI Building Component 250 Klug Circle Safety Infermm/on available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Corona,CA 92880 Job Truss Truss Type 7QtyPIy (old A) K7728133 6ldg#1 D04 Monopitch Supported Gable 1 Job Reference(optional) Builders FirstSource(Arlington,WA), Arlington,WA-98223, 8.240 s Mar 9 2020 MiTek Industries,Inc. Mon May 11 09:07:50 2020 Page 1 I D:eH D_geljCX3yScxtIEFOMByaOtx-?E3lOjtFZ72p4aGDMGb?AcLt xct8_?IeGfT5agzHd?7 -1 6-0 17-10-0 i 1 E-0 17-10-0 Scale:3/8"=l' 3x4 II 10 11 12 2.00 12 25 9 8 7 8 5 4 NI 3x4 11 24 3 2 0.�8 - i U 0 �J 23 22 21 20 19 18 17 16 15 1413 3x4 11 3x4 11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (loc) I/defl L/d PLATES GRIP TCLL 250 Plate Grip DOL 1.15 TC 0.31 Vert(LL) 000 11 n/r 180 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.05 Vert(CT) 0.00 11 n/r 120 TCDL 10.0 Rep Stress Incr YES WB 0.05 Horz(CT) -0 00 14 n/a n/a BCLL 0.0 Code IBC2015/TPI2014 Matrix-R Weight:70 lb FT=20 13CDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 HF No 2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 HF No 2 except end verticals WEBS 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: OTHERS 2x4 HF No.2 10-0-0 oc bracing:13-14. REACTIONS. All bearings 17-10-0. (lb)- Max Horz 23=113(LC 9) Max Uplift All uplift 100 lb or less at joint(s)23,14,15,16.17,18,19,20,21,22 Max Grav All reactions 250 lb or less at joint(s)14,15,16,17,18,19,20,21,22 except 23=340(LC 18) FORCES. (lb)-Max.Comp.IMax.Ten.-All forces 250(lb)or less except when shown TOP CHORD 2-23=-307/107 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=4.8psf;h=25ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Comer(3)-1-6-0 to 1-6-0,Exterior(2)1-6-0 to 14-10-0.Comer(3)14-10-0 to 17-10-0 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1 60 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 3)TCLL:ASCE 7-10;Pf=25 0 psf(flat roof snow);Category 11;Exp B;Fully Exp.;Ct=1.10 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live load of 20 0 psf or 2.00 times flat roof load of 25 0 psf on overhangs non-concurrent with other live loads 6)All plates are 2x4 MT20 unless otherwise indicated. 7)Gable requires continuous bottom chord bearing 8)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e diagonal web) QNUNG z& 9)Gable studs spaced at 2-0-0 oc. 40 10)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. O� 11)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. y 0� 12)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)23,14,15,16, 17,18,19,20,21,22. 54074 a s`r��NAL��G1 May 11,2020 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2018 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing Welk' Is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITP11 Quality Criteria,DSB-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Corona,CA 92880 Job ' Truss Truss Type Oty Ply (old A) K7728134 Bldg#1 D05 Monopitch Supported Gable 1 1 JJob Reference o honal Builders FlrstSource(Arlington,WA), Arlington,WA-98223. 8240 s Mar 9 2020 MiTek Industries,Inc. Mon May 11 09:07:51 2020 Page 1 I D:eHD_gel jCX3yScxtIEFOMByaOtx-TQcFc3uuKRAgikrQwz6EipuCh?CyjSmoVJ De77zHd?6 1 8-0 3-OA 1.6.0 3-0.0 2x4 I Scale=1:14 2.00 12 3 4 6 7 2 1 1 r 6 5 3xe I 2x4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lld PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 031 Vert(LL) -0.01 1 n/r 180 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1.15 BC 008 Vert(CT) -0 02 1 n/r 120 TCDL 10.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 4 n/a n/a BCLL 0.0 6CDI_ 10,0 Code IBC2015/TPI2014 Matrix-R Weight:10 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins, BOT CHORD 2x4 HF No 2 except end verticals. WEBS 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (size) 6=3-0-0,4=3-0-0,5=3-0-0 Max Horz 6=31(LC 9) Max Uplift 6=-69(LC 8),4=-64(LC 19),5=-30(LC 12) Max Grav 6=306(LC 18),4=21(LC 8),5=178(LC 19) FORCES. (lb)-Max Comp/Max Ten -All forces 250(lb)or less except when shown TOP CHORD 2-6=-256/203 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=4.8psf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Comer(3)-1-6-0 to 1-6-0,Exterior(2)1-6-0 to 3-0-0 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and farces&MWFRS for reactions shown;Lumber DOL=1 60 plate grip DOL=1.60 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 4)Unbalanced snow loads have been considered for this design 5)This truss has been designed for greater of min roof live load Of 20 0 psf or 2 00 times flat roof load of 25 0 psf on overhangs non-concurrent with other live loads 6)Gable requires continuous bottom chord bearing 7)Truss to be fully sheathed from one face or securely braced against lateral movement(i a diagonal web). 8)Gable studs spaced at 2-0-0 oc. MW� 9)This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads. 2,6, 10)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide Wes,_ Q0 will fit between the bottom chord and any other members. 11)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)6,4,5. �4' Qj0 54074� w`r NAL May 11,2020 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MlTekG connectors This design is based only upon parameters shown,and is for an individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design Bracing indicated is to prevent buckling of Individual truss web andlar chord members only Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Crfteda,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Carona,CA 92880 I Job Truss Truss Type Cly Ply (old A) K7728135 Bldg#1 Vol Valley 1 1 Job Reference o tional Builders FirstSOurce(Arlirtgtorti WA), Arlington,WA-98223, &240 a May 9 2020111 IndusUiea,Ind. Mon May 11 09:07:54 2020 Page 1 ID:eH D_geljCX3yScxtIEFOMByaQtx-t?I NE4wmdMYFZBa_b6fxKSV hXDBQwpcEBH RIkSzHd?3 18-8-0 3741-0 18-8-0 18-6-0 Scale=1:59.9 2,00 12 5x6 = 4 5 6 19 3 7 20 2 B 16 21 9 N 1 N d ' d 3x6 = 17 16 15 14 13 12 11 10 3x6 3x6 = 37.4.0 37.4.0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (Joe) Ildefl Ltd PLATES GRIP TCLL 250 Plate Grip DOL 1.15 TC 0.40 Vert(LL) n/a n/a 999 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1.15 BC 022 Vert(CT) n/a n/a 999 TCDL 10.0 Rep Stress Incr YES WB 0.06 Horz(CT) 0.00 9 n/a rile BCLL 0.0 Code IBC2015(rP12014 Matrix-S Weight:98 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 HF No 2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 HF No 2 REACTIONS. All bearings 37-4-0. (lb)- Max Horz 1=35(LC 12) Max Uplift All uplift 100 lb or less at joint(s)1,9,15,16,17,12,11.10 Max Grav All reactions 250 lb or less at joint(s)1,9 except 13=324(LC 1),15=497(LC 18).16=361(LC 18), 17=532(LC 1),12=497(LC 19).11=361(LC 19),10=532(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown WEBS 4-15=-412/90,3-16=-299/68,2-17=400/111,6-12=-412/90,7-11=-299/68, 8-10=-400/111 NOTES- 1)Wind:ASCE 7-10;Vult=11Omph(3-second gust)Vasd=87mph;TCDL=4 2psf;BCDL=4.Bpsf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)0-11-14 to 3-11-14,Interior(1)3-11-14 to 33-4-2,Exterior(2)33-4-2 to 36-4-2 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces$MWFRS for reactions shown;Lumber DOL=1 60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category ll;Exp B;Fully Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design, 4)All plates are 2x4 MT20 unless otherwise indicated 5)Gable requires continuous bottom chord bearing. 6)This truss has been designed for a 10.0 psf bottom chard live load nonconcurrent with any other live loads. 7)"This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1,9,15,16,17, Qd Z 12,11,10. O 0� O 54074 GIST 64 SSIONALOG May 11,2020 AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use any with MITek®connectors This design is based only upon parameters shown,and is for an individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only Additional temporary and permanent bracing M iTe k. Is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTP11 quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Corona,CA 92880 i Job • Truss Truss Type Qty Ply [fd A) K772B136 Bldg#1 V02 Valley 1 b Reference tic, al Builders FirsiSource(Arlington,WA), Arlington,WA-98223. 8,240 s Mar 9 2020 MiTek Industries,Inc. Mon May 11 09:07:55 2020 Page 1 ID:eHD_gel jCX3yScxtiEFOMByaQtx-LBsmSQx00fh6AL9B9pBAtf2uJcYpfG5OQxBsGuzHd?2 13-8.0 27A-0 13-8-0 13-8-0 Scale=1:43.0 2 00 12 4x4 = 4 3 5 2 15 16 6 14 17 1 7 N ry 3x6 = 13 12 11 10 9 8 3x6 3x6 = 27-4.0 27-4-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.27 Vert(LL) n/a n/a 999 MT20 185/148 (Roof Snow=25 0) Lumber DOL 1.15 BC 0-15 Vert(CT) n/a n/a 999 TCDL 10.0 Rep Stress Incr YES WB 0.04 Horz(CT) 0.00 7 n/a n/a BC 0.0 BCDL 10.0 Code IBC2015/TP12014 Matrix-S Weight:68 lb FT=20% DL LUMBER- BRACING- TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing OTHERS 2x4 HF No 2 REACTIONS. All bearings 27-4-0. (lb)- Max Horz 1=25(LC 12) Max Uplift All uplift 100 lb or less at joints)1,7,10,12,13,9,8 Max Grav All reactions 250 lb or less atjoint(s)1,7 except 10=345(LC 1),12=431(LC 18),13=468(LC 18), 9=431(LC 19),8=468(LC 19) FORCES. (lb)-Max Comp/Max.Ten.-All forces 250(lb)or less except when shown WEBS 4-10=-260/43,3-12=-361/82,2-13=-357/94,5-9=-361/82,6-8=-357/94 NOTES- 1)Wind:ASCE 7-10;VuIt=11Omph(3-second gust)Vasd=87mph;TCDL=4 2psf;BCDL=4.Bpsf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)0-11-14 to 3-11-14,Interior(1)3-11-14 to 23-4-2,Exterior(2)23-4-2 to 26-4-2 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25 0 psf(flat roof snow);Category 11;Exp B;Fully Exp;Ct=1 10 3)Unbalanced snow loads have been considered for this design 4)All plates are 2x4 MT20 unless otherwise indicated 5)Gable requires continuous bottom chord bearing. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads 7)'This truss has been designed for a live load of 20 Opsf on the bottom chard in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members - 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s)1,7,10,12,13,9, B jJiWG 2 O ,6, 4 o CO .0 54074 A� �•� BGIg'�'i4R� �' SSjONAL�� May 11,2020 mill A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1.7473 rev.1010312015 BEFORE USE. Design valid for use only with MITekO connectors.This design is based only upon parameters shown,and Is for an Individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design Bracing Indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI7rP11 quality Criteria,DSB-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Corona,CA 92880 JTruss Truss Type ty Ply [old A) K7728137 �ob ldg#1 V03 GABLE 1 1 ob Reference(optional) Bull ders FkatSolmce(Arlington,WA), Arlington,WA-98223, 6.240 s Mar 92020 MiTek Industries,Inc. Mon May 11 09:07:56 2020 Page 1 ID:eHD_gel jCX3yScxtl E FOMByaQtx-pOQ8fmyO9zpzoVkNjXiP Plb2COufOj IXfbwPoKzHd?1 841-0 174.0 ".0 Scale=1:27.8 2.00 12 4x4 = 2x4 11 3 2x4 I 2 4 g 10 1 5 N N d Ii d d 3x6 = 8 7 6 3x6 2x4 2x4 11 2x4 11 17.4-0 17.4-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (loc) Ndefl Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 032 Vert(LL) n/a n/a 999 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1.15 BC 0,17 Vert(CT) n/a n/a 999 TCDL 10.0 Rep Stress Incr YES WB 0.05 Horz(CT) 0,00 5 n/a n/a BCLL 0.0 Code IBC2015/TP12014 Matrix-S Weight:41 lb FT=20% BCOL 10.0 LUMBER- BRACING- TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 HF No 2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing OTHERS 2x4 HF No.2 REACTIONS. All bearings 17-4-0 (lb)- Max Horz 1=16(LC 12) Max Uplift All uplift 100 lb or less at joint(s)1,5,8,6 Max Grav All reactions 250 lb or less at joint(s)1,5,7 except 8=527(LC 18),6=527(LC 19) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. WEBS 2-8=-407/100,4-6=407/99 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=4.Bpsf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)0-11-14 to 3-11-14,Interior(1)3-11-14 to 13-4-2,Exterior(2)13-4-2 to 16-4-2 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25 0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)Gable requires continuous bottom chord bearing 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1,5,8,6. OWNG Zr y Ox yo�0'�'P654074 s� SIGNAL May 11,2020 AWARNING-verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTak®connectors This design is based only upon parameters shown,and is for an individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTe k' is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANS11TPI1 Quality Criteria,DSB.89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Corona,CA 92880 Job_ Truss Truss Type Qty Ply (old A) K772B138 Bldg#1 VO4 Valley 1 1 Jab Reference(optional Builders FlrsiSource(Arlington,WA), Arlington,WA-98223, 8.240 s Mar 9 2020 MiTek Industries,Inc.Mon May 11 09:07:57 2020 Page 1 I D:eH D_gel jCX3yScxtlE FOM ByaQtx-Ha_Wl6zfwHxpQfIZHE Dey47FzQBH7AFgtFgzKnzHd?O 3.8-0 74-0 3-8.0 3-8-0 Scale=1:13 8 2.00 12 3x8 4 2 5 1 3 NK 3x4 = 3x4 zz 7.4.0 74-0 Plate Offsets(X,Y)— 12:0-3-O,Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1 15 TC 0.13 Vert(LL) n/a n/a 999 MT20 1851148 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.34 Vert(CT) n/e n/a 999 TCDL 10.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.01 3 n/a n/a BCLL 0.0 Code IBC2015/71012014 Matrix-P Weight:15 lb FT=20% BCC-L 100 LUMBER- BRACING- TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 1=7-4-0,3=7-4-0 Max Horz 1=6(LC 16) Max Uplift 1=-18(LC 8),3=-18(LC 9) Max Grav 1=241(LC 1),3=241(LC 1) FORCES. (Ib)-Max Comp/Max.Ten.-All forces 250(lb)or less except when shown TOP CHORD 1-2=-560/239,2-3=-560/239 BOT CHORD 1-3=-225/539 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4 2psf;BCDL=4.8psf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1 60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25 0 psf(flat roof snow);Category 11;Exp B;Fully Exp.;Ct=1 10 3)Unbalanced snow loads have been considered for this design. 4)Gable requires continuous bottom chord bearing 5)This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads. 6)"This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100lb uplift atjoint(s)1,3. O G 2q 4� WAS�90 �� oT hP 0 54074 O '�FGIs�ER� SjONAL May 11,2020 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MITek®connectors This design is based only upon parameters shown,and is for an indlvidual building component,not a truss system Before use,the building designer must verily the applicability of design parameters and property incorporate this design into the overall building design. 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O' C a.a N O- (d� m 2 lCDL�J O,m$ ice'4. 0 CD m J 01 N C y M (O >: T m J.O1 N 3 G `< O (D C N .N m—a m f0 \J c .�n m m 3 J fD N J Q J N 3 �• r N C O (D C N x ° S.N om m c > a°�- a �vm 'o � 0-8 ma mw' FP Zw � m � m ma n301� Duo N O �0 m� y m m c o m� n J � N ym °c >m Z. m � N. �� ='.va w m � J 3 cm m c�. a N 2 d w § and 5 0 Jfl. a �fl. nQ Goa <<° m� Z� �gm Nc [J�.< _n m� c mumi jai mm mJ Q� (_n-' C (7 a m ID-O (� - ° y 3 J m r m o T 41 n,J �m J 1° Qm c, C cn CI m c -`m m `< p J w� m co- '°•m m y a m »a mm d � d= c? om nJ -gym nm ` C m� J � m y c o i Q E.r v N J n � m nm J ° -v `off o � Q 2� � Jc_ 3 w n� mx nm •Z' � x < ym ma °� �m S m5. ya �" � �� CD —h e. mf OQQ m °c ° HH d J m �• c £3 m „ a J mm m 3 ° Jm b o ° a o rs ° c ° Jn o < 3 m rf ° m a A m. I O fl• .�.. a J W m A m n m N CI O ° m J N _ 7 A af0 ° C O 3 N CD f� 3 m `G Y j lD ,16 P. 1 ' Builders . . FirstSource www.bldr.com , ,w Arlington 360-925-4155 20815 677h Ave Ne Arlington, Wa �- ---� PP"iew By .. Ebulit Al First � . Source forService Important information for: Exxel Pacific General Contractors New C / Old E Job#: 2165119 17327 67th Ave Received 2020-06-30 01:05 PM Arlington, WA Jul_ 10 2029 w i 1 i Thank you for choosing Builders FirstSource(BFS)as your truss and components supplier.These components have been designed for your specific project requirements and job location. Reading and understanding all information included in this package prior to installation is important to help insure a successful and safe project. Contact your BFS representative if you have further questions or if you need further information. Notes: 1.The sole responsibility of BFS is to design and supply individual trusses and components to the dimensions and design criteria provided to BFS by the customer.The design of the remaining portions of the building is the responsibility of the building designer, engineer of record, or the customer/contractor in the absence of a design professional. 2.The design and specification of the permanent and temporary bracing is the responsibility of the building designer per TPI-1 as referenced in the building code.The bracing documents we provide are the general minimum standards and should be verified or adapted by others as necessary for the specific project. 3.All wood component products supplied by BFS shall be used in dry service applications (Moisture Content<19%) unless noted otherwise. 4.The plies of multi-ply trusses are to be attached together by the installer per the fastener schedule on the specific truss drawing. 5.The building designer,engineer of record,or customer shall resolve any issues or connections between trusses and other structural members not provided or specified by BFS when needed. 6.Truss placement plans and truss drawings are the property of BFS and may not be used or reproduced without the written approval of BFS. Products remain property of BFS until paid in full. 7. Install trusses per the BFS placement plan, industry standards, and code requirements. Install recommended floor truss strongbacks at 10'o.c. Do not install trusses upside down.Avoid conflicts with plumbing&other trades. 8.Truss drawings indicate standard loads and added loads in the load cases section. Do not apply structural loads to any truss if that load is not shown on the truss drawing.Verify stick framed roof loads transfer where allowed & designed for. Erection and Bracing: The customer accepts full responsibility for the handling,storage, erection, installation, and bracing of these components and shall supervise any subcontractor or other party that is carrying out this work.We have included industry standard erection,temporary bracing, and fall protection information as a minimum guideline. However, D1 BFs.docx 2017-01-02 BFS is not responsible for ensuring that these minimum guidelines are enforced and that they are applicable to the project. Please note that short members, such as 22-1/2" 2x4's, connecting 2 trusses do not count as bracing. Stability: Until the building is completely built and sheathed in accordance with the project plans by the building designer/ engineer of record and meets code and local requirements, it may be unstable and present a safety hazard unless properly braced.The builder/framer shall build and properly brace the structure by floor-do not build additional stories of construction on a poorly braced structure below. Instability may increase with building dimensions- particularly height. Winds: Buildings under construction may be vulnerable to high winds.The builder and framer shall consider all weather conditions including the potential for winds when deciding to set trusses. If high winds are expected,truss erection should be postponed or a consulting engineer should specify additional temporary bracing required to meet the possible conditions. Issues: If you encounter any jobsite installation issues that appear to involve the modification of the truss or component, please contact your BFS representative immediately.The representative will determine the nature of the issue and help facilitate its remedy. Do not make alterations or repairs prior to receiving repair details or instructions from BFS. If the issue is manufacturing related,BFS reserves the right to repair or replace the component in question. If the component in question is not structurally stable, install additional shoring to insure project safety. Charge Backs: Charge backs will not be accepted unless agreed upon by an authorized BFS representative prior to the repair or modification in question. It is the responsibility of the contractor to inform BFS of any error, problem,or defect prior to or during setting of the components. In the event of a charge back, an authorization number will be given by BFS for an agreed upon specific amount to resolve the issue.This authorization number must accompany any charge back to BFS to be valid. D1 BFS.docx 2017-01-02 Failure to follow installation information instructions may endanger personal safety and or property. Changes or modifications to placements and or trusses must have prior authorization from Builders FirstSource(BFS). It is the responsibility of the installer to contact a BFS representative prior to modification.Charge backs due to unauthorized modifications will not be accepted. Refer to truss drawings and placement plan for proper installation. ADVERTANCIA Si no se siguen las instrucciones de instalacion de la informacion puede poner en peligro la seguridad y la o propiedad personal. Los cambios o modificaciones a las colocaciones y cerchas o deben tener una autorizacion previa de Builders FirstSource ( BFS) . Es la responsabilidad del instalador ponerse en contacto con un representante BFS antes de la modificacion. Carga retrocede debido a modificaciones no autorizadas no seran aceptadas. Consulte el braguero dibujos y plan de colocacion para su correcta instalacion. D1 BFS.docx 2017-01-02 i i - MiTek MiTek USA, Inc. 250 Klug Circle Corona,CA 92880 951-245-9525 Re: 2165119 Bldg C(Old E) The truss drawing(s)referenced below have been prepared by MiTek USA,Inc.under my direct supervision based on the parameters provided by Builders FirstSource(Arlington,WA). Pages or sheets covered by this seal: K7953228 thru K7953256 My license renewal date for the state of Washington is September 28,2021. OMING Z WA k40 0 z 54074 �A�s FOISTe1�� June 30,2020 Zhao,Xiaoming IMPORTANT NOTE:The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s)identified and that the designs comply with ANSITTPI 1. These designs are based upon parameters shown(e.g.,loads,supports,dimensions,shapes and design codes),which were given to MiTek or TRENCO. Any project specific information included is for MiTek's or TRENCO's customers file reference purpose only,and was not taken into account in the preparation of these designs. MiTek or TRENCO has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design perANSI/TPI 1,Chapter 2. :• I I I t Job Truss Truss Type [14 ly151y Bldg C(Old E) K7953228 2165119 3BP1 BLOCKING 1 Job Reference(optional) Builders FUslSource(Arlington,WA), Arlington,WA-98223. &240 s Mar 9 2020 MiTek Industries,Inc. Tue Jun 30 13:09:21 2020 Page 1 ID:eHD_geljCX3yScxtIEFOMByaQtx-7TWY_tOSpFMpM6RtOZ?8s7LmkFRC1 cBoxQGpCVzl4mi 1-10.6 i-10$ 1 4x4= 2 Scale=1:24 6 3 x u 6 4 2.4 II LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Ildefl Ltd PLATES GRIP TCLL 25.0 10) Plate Grip DOL 1.15 TC 0.10 Vert(LL) -0.00 5 >999 360 MT20 185/148 (Roof Snow=2 Lumber DOL 1.15 BC 0.02 Vert(CT) -0.00 5 >999 240 TCDL 10.0 Rep Stress Incr YES WB 0.04 Horz(CT) 0.01 3 n/a rile BCLL 0.0 Code IBC2015ffP12014 Matrix-P Wind(ILL) 0.00 5 "'"' 240 Weight:19 lb FT=20% BCOL 10.0 LUMBER- BRACING- TOP CHORD 2x6 DF No.2 TOP CHORD Structural wood sheathing directly applied or 1-10-6 oc purlins, BOT CHORD 2x4 HF No.2 except end verticals. WEBS 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 1-10-8. (lb)- Max Horz 5=-100(LC 6) Max Uplift All uplift 100 lb or less at jcint(s)3 except 5=136(LC 6),4=-118(LC 7) Max Grav All reactions 250 lb or less at joints)5,3,4,4 FORCES. (lb)-Max.CompdMax.Ten -All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-10;VuIt=110mph(3-second gust)Vasd=87mph;TCDL=4 2psf;BCDL=4.epsf;h=25ft;Cat 11;Exp B;Enclosed; MWFRS(envelope)gable and zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Fully Exp.;Ct=1.10 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)`This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)3 except(jt=lb) 5=138,4=118. 01,UNG 2 WAS M10 slid ,�54074 4� �ss'IGNALG June 30,2020 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 1141II-7473 rev.10/03/2015 BEFORE USE. ' Design valid for use only with MiTek®connectors,This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTP11 Qualify Criteria,OSB-69 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Corona,CA 92880 1 � , Job Truss Truss Type at n'ly Bldg C(Old E) K7953229 2165119 3BP2 BLOCKING � 1 Job Reference(optional Builders FirstSource(Arlbgton,WA). Arli%PM WA-98223, 8.240 a Mar 9 2020111 Industries,Mc. Tue Jun 3013:09:27 2020 Page 1 ID:aHD_ge1 jCX3yScxtl E FOM ByaQtx-ydup FxTD O57z41 v1 I p6Y6O boDg LI 4RJch KMj 7Q9zl 4m c r 11_8� 4x4 = Scale=1:24.6 1 2 3 x L 'Li LJ �� 5 4 2,,4 II 1 1F LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 250 Plate Grip DOL 1.15 TC 0.10 Vert(LL) -0.00 5 >999 360 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1 15 BC 0.01 Vert(CT) -0 00 5 >999 240 TCDL 10.0 Rep Stress Incr YES WB 0.05 Horz(CT) 0.01 3 n/a n/a BCLL 0.0 Code IBC2015/TPI2014 Matrix-P Wind(LL) 0.00 5 —" 240 Weight:18 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 DF No 2 TOP CHORD Structural wood sheathing directly applied or 1-8-6 oc purlins, BOT CHORD 2x4 HF No.2 except end verticals. WEBS 2x4 HF No 2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 1-6-6 (lb)- Max Horz 5=-100(LC 6) Max Uplift All uplift 100 lb or less at joint(s)3 except 5=-154(LC 6),4=-130(LC 7) Max Grav All reactions 250 lb or less at joint(s)5,3,4,4 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=4.Bpsf;h=25ft;Cat.ll;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25 0 psf(flat roof snow);Category ll;Exp B;Fully Exp.;Ct=1.10 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)"This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)3 except(jt=lb) 5=154,4=130. 01AtNG 2 WAS 90 z O �O•p 54074 tr,� SSIONAL�yG June 30,2020 ors A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II-7473 rev.10/03/2015 BEFORE USE. � Design valid for use only with MITekO connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of Individual truss web and/or chord members only Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITP11 Quality Criteda,DS13-89 and BCS/Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Corona,CA 92880 .� I Job L11P3 Truss Type Qty Ply d E) K7953230 2165119 JBLOCKING 3 717nce (optional) Builders FirstSource(Arlington,WA), Arlington,WA-98223, 8.240 s Mar 9 2020 M(Tek Industries,Ire.Tue Jun 3013:09:28 2020 Page 1 ID:eH D_geljCX3yScxt,EFOM ByaQtx-QgSBSHUr9OFgiBTDIXdnec7us4p9Af6qYOShybzl4mb 1-10.6 Scale=1:43.2 1 23 II 3x6 I 6x8 = 5 4 1-10.8 1 706 LOADING (psf) SPACING- 2-0-0 CST. DEFL. in floc) I/deft Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.42 Vert(LL) -0.00 5 >999 360 MT20 185/148 (Roof Snow=25 0) Lumber COL 1,15 BC 0.02 Vert(CT) -0 00 5 >999 240 BCDL 10.0 Rep Stress Incr YES WB 0.48 Horz(CT) 0.06 3 n/a n/a BCLL 0.0 BCDL 10.0 Code IBC2015/TP12014 Matrix-P Wind(LL) 0.00 5 "" 240 Weight:32 lb FT=20% LUMBER- BRACING- TOP CHORD 2x8 DF SS TOP CHORD Structural wood sheathing directly applied or 1-10-6 Oc purlins, BOT CHORD 2x4 HF No 2 except end verticals. WEBS 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 1-10-6. (lb)- Max Horz 5=-191(LC 8) Max Uplift All uplift 100 lb or less at joint(s)3 except 5=472(LC 6),4=-431(LC 7) Max Grav All reactions 250 lb or less at joint(s)3,4 except 5=478(LC 9),4=451(LC 8) FORCES. (lb)-Max.Comp/Max.Ten -All forces 250(lb)or less except when shown TOP CHORD 1-5=-463/479 WEBS 1-4=-477/477 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=4.Bpsf;h=25ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip D0L=1 60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1 10 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads 5)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)3 except(jt=lb) 5=472,4=431, �p.014UNG ZIV WASq� 90 ti O04 va 54074� GIST6R ' SSIGNALyG June 30,2020 AWARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473 rev.1010312015 BEFORE USE. Design valid for use only with MlTekdD connectors.This design is based only upon parameters shown,and Is For an individual building component,not a truss system.Before use,the building designer must verity the applicability of design parameters and properly incorporate[his design into the overall building design,Bracing indicated is to prevent buckling of individual truss web and/or chord member only,Adddional temporary and permanent bracing M iTek' Is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and Truss systems,see ANSI1TP11 Quality Criteria,DSB-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Corona,CA 92860 . t . Job Truss Truss Type Cty Ply Bltlg C(Old E) K7953231 2165119 3BP4 BLOCKING 1 1 _ Job Reference(optiqnal) Builders Fi slSource(Arlington,WA), Arfhlpton,WA-98223, 8.240 s Mar 9 2020 MiTek Industries,Inc- Tue Jun 30 13:09:31 2020 Page 1 ID:eHD_geljCX3yScxtl EFOM ByaQtx-rP7K4lWkSJdPZeCo_fAUGEITOHrgN7QGF_hLZwzl4mY 1-10.6 1 104 Scale:1/4"=1' 1 23 — 3XISII JI4x82 o N h 3x4 =2x4 II 7 B 1-10$ 0$ 1.4-6 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.11 Vert(LL) -0 00 5 >999 240 MT20 1851148 (Roof Snow=25.0) Lumber DOL 1 15 BC 0.03 Vert(CT) -0 00 5 >999 180 BCDL 10.0 Rep Stress Incr YES WB 0.06 Horz(CT) 0.01 3 n/a n/a BCDL 0.0 BCDL 10.0 Code IBC2015/TP12014 Matrix-P Weight:35 lb FT=20% LUMBER- BRACING- TOP CHORD 2x8 DF SS TOP CHORD Structural wood sheathing directly applied or 1-10-6 oc purlins, BOT CHORD 2x4 HF No.2 except end verticals WEBS 2x4 HF ND.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 2-6 REACTIONS. All bearings 1-10-6. (lb)- Max Horz 8=185(LC 9) Max Uplift All uplift 100 lb or less at joint(s)3,6 except 8=-136(LC 6).7=-104(LC 9) Max Grav All reactions 250 lb or less at joint(s)8,3,6,6,7 FORCES. (lb)-Max.Comp./Max Ten -All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-10;VuIt=110mph(3-second gust)Vasd=87mph;TCDL=4 2psf;BCDL=4.Bpsf;h=25ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp;Ct=1 10 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)3,6 except Qt=lb) 8=136,7=104. 01AING 2y wns 90 0 'io'O 54074 ' �SSjONAL EGGS June 30,2020 AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MITek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek" Is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabncauon,storage,darvery,er"wn and bracing of trusses and truss systems,see ANSUMI Quality CAteda,DSBA9 and SCSI Building Component 250 Klug Circle Satisfy Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf MD 2Ca01 Corona,CA 92B80 r t . Job Truss Truss Type Qly Ply Bldg C(Old E) K7953232 2165119 3BP5 BLOCKING 13 1 lJob Reference j0gtiona1) Builders FirslSource(Arlington,WA), Arlington,WA-98223, 8.240 s Mar 9 2020 MiTek Industries,Inc. Tue Jun 30 13:09:32 2020 Page 1 ID:eHD_geljCX3yScxtIEFOMByaQtx-JbhileXMDdIGAon_XMijpS IeohBK6asQTdQu5Mzl4mX 1-10.8 5x8 = Scale=1:26.4 1 2 3 I 0- 6 4 z�r 11 1-11�6 = 1� I LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1,15 TC 0.11 Vert(LL) -0 00 5 >999 360 MT20 1851148 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.01 Vert(CT) -0.00 5 >999 240 TCDL 10.0 Rep S BCOL 10.0 tress Incr YES WB 0.04 Horz(CT) 0-01 3 n/a n/a BCLL 0.0 Code IBC2015rTP12014 Matrix-P Wind(LL) 0.00 5 "'"" 240 Weight:22 lb FT=20% LUMBER- BRACING- TOP CHORD 2x8 DF SS TOP CHORD Structural wood sheathing directly applied or 1-10-6 oc purlins, BOT CHORD 2x6 OF No,2 except end verticals. WEBS 2x4 HF No,2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 1-10-6. (lb)- Max Horz 5=105(LC 7) Max Uplift All uplift 100 lb or less at joint(s)3 except 5=-152(LC 6),4=-124(LC 7) Max Grav All reactions 250 lb or less at joint(s)5,3,4,4 FORCES. (lb)-Max.Comp/Max Ten -All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vul1=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=4.Bpsf;h=25ft;Cat II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1 60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp;Ct=1.10 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)'This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chard and any other members. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)3 except Qt=lb) 5=152,4=124. WAS -10 ,S O TO 54074g1`� �SS�ONAL�Gti June 30,2020 AWARNING-VerHy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111.7473 rev.1D10312015 BEFORE USE. Design valid for use only with MiTek®connectors This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTP11 Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Corona,CA 92880 .; , . 3) 1 , Job ' Truss Truss Type Qty Ply Bldg C(Old E) K7953233 2165119 38P6 BLOCKING 1 1 Job Reference o lional Buiklem FirstSounm(Arlington,WA), Arlington,WA-98223, 8.240 s Mar 9 2020 MiTek Industries,Inc. Tue Jun 30 13:09:32 2020 Page 1 ID:eHD_gel jCX3yScxtl EFOM ByaQtx-Jbhi IeXMDdIGAon_XMijpS IephBF6YzQTdou5Mzl4mX 18$ 4-2-0 1&8 2510 Scale:1/4"=1' 12 3 11 - 4x4 NO 7 4x4 6 :� 2x4 11 6x6 = 5 4 1$8 6 1-2 6 Plate Offsets(X,Y)— 12:0-3.0.0.4-8) LOADING (psf) SPACING- 2-0-0 CS1. DEFL. In (loc) I/dell L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.10 Vert(LL) -0.00 5 >999 360 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1 15 BC 001 Vert(CT) -0.00 5 >999 240 TCDL 10.0 Rep Stress Incr YES WB 017 Horz(CT) 003 5 n/a n/a BCLL BCDL 10.0 Code IBC2015rTP12014 Matrix-P Wind(ILL) 0.00 5 "" 240 Weight:35 lb FT=20% LUMBER- BRACING. TOP CHORD 2x8 DF SS TOP CHORD Structural wood sheathing directly applied or 1-8-6 cc purlins, BOT CHORD 2x4 HF No.2 except end verticals. WEBS 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. WEBS 1 Row at micipt 3-4 JOINTS 1 Brace at Jt(s):6 REACTIONS. All bearings 1-10-6. (lb)- Max Horz 1=-213(LC 6) Max Uplift All uplift 100 lb or less at joint(s)5 except 1=-524(LC 7),4=-583(LC 6) Max Grav All reactions 250 lb or less atjoint(s)5,4 except 1=512(LC 8),4=588(LC 9) FORCES. (Ib)-Max Comp/Max.Ten -All forces 250(Ib)or less except when shown. TOP CHORD 4-7=-432/446 WEBS 2-7=-566/566 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=4.8psf;h=25ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1 60 plate grip DOL=1 60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5).This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)5 except Qt=lb) 1=524,4=583 O�G Z�WASr� qa y �x 54074w4 o,� 8crs�R� �sS�ONAL �1 June 30,2020 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MITek®connectors This design Is based only upon parameters shown,and is for an individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTPII Quality Criteria,DSO-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Corona,CA 92880 1 I �� I Job russ uss Type Qty Ply Bldg C(Old E) K7953234 2165119 3BP7 BLOCKING 3 1 Job Reference o tional Builders FirstSource(Arlington,WA), Arlington,WA-98223, 8.240 s Mar 9 2020 MITek Industries,he. Tue Jun 3013t09:332020 Page 1 ID:eHD_ge ljCX3yScxtIEFOM ByaQtx-nnF4V_Y_xt6oyM B54DyLfrpg5Xzr?mZiHASdpz14m W 1I— 10.6—I 1-10.6 Scale:1/4"=1' 12 3 I I 4 3x4 3x4 = 0 4 2x4 II Bx6 = 7 6 11-6 11 - Plate Offsets(X,Y)- 12:0-3.0,9-A-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1 15 TC 0,09 Vert(LL) 0.00 4 >999 240 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.05 Vert(CT) -0 00 4 >999 180 TCDL 100 Rep Stress Incr YES WB 013 Horz(CT) 002 7 n/a n/a BCLL 0.0 BCDL 10 0 Code IBC2015/TP12014 Matrix-R Weight:36 lb FT=20% . LUMBER- BRACING- TOP CHORD 2x8 DF SS TOP CHORD Structural wood sheathing directly applied or 1-10-6 oc purlins, BOT CHORD 2x4 HF No.2 except end verticals. WEBS 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 3-6 JOINTS 1 Brace at Jt(s):5 REACTIONS. All bearings 1-10-6. (lb)- Max Horz 1=-213(LC 6) Max Uplift All uplift 100 lb or less at joint(s)7 except 1=475(LC 7),6=-519(LC 6) Max Grav All reactions 250 lb or less atjoint(s)7,6 except 1=470(LC 8),6=548(LC 9) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown TOP CHORD 4-6=-401/394 WEBS 2-4=-439/440 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4 2psf;BCDL=4.8psf;h=25ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)7 except Qt=lb) 1=475,6=519. �Q.01AING 2A t' WA 3 RO T �A O r 54074 , S tONAL G June 30,2020 .. WARNING•Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MITsk®connectors This design is based only upon parameters shown,and Is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design Bracing Indicated is to prevent buckling of individual truss web andlor chord members only Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the labncal;on,slorego,dekvery,erection and bracing of trusses and truss systems,see ANSUMI Quality Criteria,DSBA9 and BCS1 Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldod,No 20601 Corona,CA 92880 I V . Job Truss Truss Type City Ply Bldg C(Old E) K7953235 2165119 3BP8 BLOCKING 8 1 Job Reference(oR _nal Builders FirstScuice(Arlington,WA), Arlington,WA-98223, 8,240 s Mar 9 2020 MiTek Industries,Inc. Tue Jun 30 13:09:34 2020 Page 1 ID:eHD_gel jCX3yScxtl EFOMByaQtx-FzpSj KYcIE?zQ6xNfnkButN_TVsdaUTixxv?AFz14mV 1.10-6 1.10$ 4x4= Scale=1:24,4 1 2 3 0. 3x4 5 4 2z4 �j 1-108 1-10.6 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (oc) I/deft Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.09 Vert(LL) -0 00 5 >999 360 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.02 Vert(CT) -0 00 5 >999 240 TCDL 10.0 Rep Stress Incr YES WB 0.04 Horz(CT) 0 01 3 n/a n/a BCD 10.0 Code IBC2015/TP12014 Matnx-P Wind(LL) 000 5 '"" 240 Weight:18 lb FT=20% LUMBER- BRACING- TOP CHORD 2x6 DF No 2 TOP CHORD Structural wood sheathing directly applied or 1-10-6 oc purlins, BOT CHORD 2x4 HF No.2 except end verticals WEBS 2x4 HF No 2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 1-10-8. (lb)- Max Horz 5=-99(LC 8) Max Uplift All uplift 100 lb or less at joints)3 except 5=133(1_C 6),4=-119(LC 7) Max Grav All reactions 250 lb or less at joint(s)5,3,4,4 FORCES. (lb)-Max.Comp./Max.Ten -All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4 2psf;BCDL=4.8psf;h=25ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Fully Exp;Ct=1.10 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)'This truss has been designed for a live toad of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)3 except Qt=lb) 5=133,4=119. IS2 WA o or y o,� 54074 oo Fc1S �4S%NALE�G June 30,2020 A WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MITek®connectors.This design Is based only upon parameters shown,and is for an individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design Bracing indicated is to prevent buckling of individual truss web andlor chord members only.Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 quality Criteria,DSB-89 and SCSI Building Component 260 Klug Circle Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Corona,CA 92880 i t . Job Truss Truss Type Qty Ply Bldg C(Old E) 2165119 3BP9 BLOCKING 1 1 K7953236 Job Wer_enc� ticnal _ _ _ _ Builders FirstSource(Arlington,WA), Arlington,WA-98223, 8.240 s Mar 9 2020 MiTek Industries,Inc Tue Jun 30 13:09:34 2020 Page 1 ID:eHD_gel jCX3yScxtIEFOMByaQtx-FzpSjKYcIE?zQ6xNfnkButN_UVshaU Rixxv?AFz14m V it $1 1-8-14 04 = Scale=1:24,4 1 2 3 x4 11 3x4 5 4 20 II 1-0 14 1.1-14 LOADING (psf) SPACING- 2-0-0 CSL DEFL. In (loc) I/dell L/d PLATES GRIP TCLL 25.0 10) Plate Grip DOL 1.15 TC 0.09 Vert(LL) -0 00 5 >999 360 MT20 1851148 (Roof Snow=2 0) Lumber DOL 1.15 BC 002 Vert(CT) -0 00 5 >999 240 TCDL 0 0 Rep Stress Incr YES WB 004 Horz(CT) 0 01 3 n/a n/a BCLL 0.0 Code IBC2015TTP12014 Matr,x-P Wind(ILL) 000 5 "" 240 Weight:18 lb FT=20% BCDI_ 100 LUMBER- BRACING- TOP CHORD 2x6 DF No.2 TOP CHORD Structural wood sheathing directly applied or 1-8-14 oc purlins, BOT CHORD 2x4 HF No.2 except end verticals. WEBS 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, REACTIONS. All bearings 1-8-14 (lb)- Max Horz 5=-99(LC 8) Max Uplift All uplift 100 lb or less at joint(s)3 except 5=-144(LC 6),4=-129(LC 7) Max Grav All reactions 250 lb or less at joint(s)5,3,4,4 FORCES. (lb)-Max.Comp/Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=4.Bpsf;h=25ft;Cat 11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1 60 plate grip DOL=1 60 2)TCLL:ASCE 7-10;Pf=25 0 psf(flat roof snow);Category 11;Exp B;Fully Exp.;Ct=1.10 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads 5)"This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)3 except Qt=lb) 5=144,4=129. 0t/l1NG 2$ gG O� 54074 Q74 ACISTER� ' SSrGNALG June 30,2020 AWARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev.10/03/2015 BEFORE USE. ' Design valid for use only with MITektD connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing WNW is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,sea ANS11TP11 quality Criteria,DSB-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Carona,CA 92080 Job Truss Truss Type Qly Ply Bldg C(Old E) K7953237 2165119 3BP10 BLOCKING 11 1 Job Reference(optional) Builders FIrslSource(Arlington,WA), Arlington,WA-98223, 6 240 s Mar 9 2020 MiTek Industries,Inc. Tue Jun 30 13:09:22 2020 Page 1 ID:eHD_gel jCX3yScxtIEFOMByaQtx-bg4wC DP4aYUg_GO3yGWNPLtwRfmzm2YxA4?Mkyzl4mh 1� 10-6 1-1Q$ 5x6 = Scale=1:31 1 1 2 3 I E14x4 8 2x4 = 5 4 10-6 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.16 Vert(LL) -0 00 5 >999 360 MT20 185/148 (Roof Snow=25 0) Lumber DOL 1.15 BC 0.01 Vert(CT) -0.00 5 >999 240 TCDL 10.0 Rep Stress Incr YES WB 0.10 Horz(CT) 001 3 nla n/a BCLL 0.0 9CDL 10.0 Code IBC2015rTP12014 Matrix-P Wind(LL) 0.00 5 — 240 Weight:25 lb FT=20% LUMBER- BRACING- TOP CHORD 2x8 DF SS TOP CHORD Structural wood sheathing directly applied or 1-10-6 oc purlins, BOT CHORD 2x6 DF No 2 except end verticals WEBS 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 1-10-6 (lb)- Max Horz 5=-128(LC 6) Max Uplift All uplift 100 lb or less at joint(s)3 except 5=-224(LC 6),4=-186(LC 7) Max Grav All reactions 250 lb or less at joint(s)5,3,4,4 FORCES. (lb)-Max.Comp/Max.Ten.-All forces 250(lb)or less except when shown NOTES- 1)Wind:ASCE 7-10;Vint=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=4 8psf;h=25ft;Cat II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1 60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category ll;Exp B;Fully Exp.;Ct=1.10 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads 5)'This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)3 except(jt=lb) 5=224,4=186 01ALNO 2k W �AS O Off, O 54074 ssIONALE�G June 30,2020 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors This design is based only upon parameters shown,and is for an individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design Bracing Indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTPIf Quality Cdterla,DSB-89 and SCSI Building Component 250 Klug Circle Safely Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Corona,CA 92880 N Job Truss Truss Type City Ply Bldg C(Old E) K7953238 2165119 3SP11 BLOCKING 2 1 Job Reference(optional) Builders FirstSource(Arlington,WA), Arlington,WA-98223, 8.240 s Mar 9 2020 MiTek Industries,Inc Tue Jun 30 13:09:24 2020 Page 1 ID:eHD_gel jCX3yScxtl EFOMByaQtx-Y2CgcvRL6AIODZAS3hYrU mzGwTSRExwEeOUTpgzl4mf 14 41-1-8. � 14 5x8 = Scale=1:31.1 1 2 3 I 0- J 2x4 II 4x4 = 5 4 1-8-14 1-8.14 LOADING (psf) SPACING- 2-0-0 CSL DEFL. In (loc) Udell Ud PLATES GRIP TCLL 25 0 Plate Grip DOL 1.15 TC 016 Vert(LL) -0.00 5 >999 360 MT20 185/148 (Roof Snow=25 0) Lumber DOL 1.15 BC 0.01 Vert(CT) -0 00 5 >999 240 TCDL 10.0 Rep Stress Incr YES WB Oil Horz(CT) 0.02 3 n/a n/a BCLL 0.0 BCDL 100 Code IBC2015ITP12014 Matrix-P Wind(LL) 0.00 5 — 240 Weight:24 Ito FT=20% LUMBER- BRACING- TOP CHORD 2x8 DF SS TOP CHORD Structural wood sheathing directly applied or 1-8-14 oc purlins, BOT CHORD 2x6 DF No 2 except end verticals. WEBS 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 1-8-14. (lb)- Max Horz 5=-128(LC 6) Max Uplift All uplift 100 lb or less at joints)3 except 5=-243(LC 6),4=-201(LC 7) Max Grav All reactions 250 Ito or less at joint(s)5,3,4,4 FORCES. (lb)-Max.Comp/Max.Ten -All forces 250(lb)or less except when shown NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4 2psf;BCDL=4 8psf;h=25ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1 10 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads. 5)'This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)3 except(jt=lb) 5=243,4=201. 01AING Zy -10 � CTD 54074 47� O.tA IS-C ssIONALG June 30,2020 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II-7473 rev.1010312015 BEFORE USE. Design valid for use only with MiTek®connectors This design is based only upon parameters shown,and is for an individual building component,not a truss system Before use,the building designer must vedly the applicability of design parameters and properly incorporate this design into the overall building design Bracing indicated Is to prevent buckling of individual truss web andlor chord members only Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the raencocon sror.3go delivery,erection and bracing of trusses and truss systems.see ANSVrP11 Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety on available from Truss Plate Institute,2670 Crain Highway.Suite 203 Waldorf.MU 20501 Corona,CA 92880 s Job T11 Truss Type Qty PlyTJob ld E) K7953239 2165119 BLOCKING 3 ence o tional Builders FirstSource(Arlington.WA), Arlington,WA-98223, 6-240 s Mar 9 2020 MfTek Industries,Inc. Tue Jun 3013:09:26 2020 Page 1 ID:eHD_geljCX3yScxtIEFOMByaQtx-URKR1 bSbdn?6SIKgB6bJZB2el GBnispX5izatjzl4md 1-10-6 1-10.8 5x6 = Scale=1:21 8 1 2 3 2x4 Ij 3x4 = 5 4 1 1-10-6 —1 1-10-6 Plate Offsets(X,Y)— I1:Edge.G-"1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (loc) I/deft L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.06 Vert(LL) 0.00 5 >999 360 MT20 1851148 (Roof Snow=2 10) Lumber DOL 1.15 BC 0.02 Vert(CT) -0.00 5 >999 240 BCDL 10.0 Rep Stress Incr YES WB 0.02 HOrz(CT) 000 3 n/a n/a BCLL 0 0 BCDL 100 Code IBC2015rrP12014 Matnx-P Wind(LL) 000 5 240 Weight:19 lb FT=20% LUMBER- BRACING- TOP CHORD 2x12 OF No.2 TOP CHORD Structural wood sheathing directly applied or 1-10-6 oc purlins, BOT CHORD 2x4 HF No.2 except end verticals WEBS 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 1-10-6 (lb)- Max Horz 5=-80(LC 8) Max Uplift All uplift 100 lb or less at joint(s)5,3,4 Max Grav All reactions 250 lb or less at joint(s)5,3,4,4 FORCES. (lb)-Max.Comp./Max.Ten -All forces 250(Ib)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4 2psf;BCDL=4.6psf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1 60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp;Ct=1 10 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads 5)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)5,3,4. WAS ZERO coo 54074w4 O Is g� SSJONAL��G` June 30,2020 AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11411.7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors This design is based only upon parameters shown,and is for an individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing M iTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTPII Quality Criteria,OSB-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Corona,CA 92880 i Job , Truss Truss Type ty Ply Bldg C(Old E) K7953240 2165119 A01 GABLE 1 1 Job Reference(optional) Builders FirstSource(Arlington,WA), Arlington,WA-98223. 8.240 s Mar 8 2020 MiTek Industries,Inc. Tue Jun 3013:09:35 2020 Page 1 O:eHD_geljCX3yScxtlEFOMByaQtx-jANgwgZEWY7gl FWZDVFQQ4w4nvCYJuts9bfZihzl4mU 19-7-0 21-1-0 19-7-0 1�-0 ' 3.00 12 12 13 Scale=1:51.0 4xB = 11 3x6 10 8 7 B 27 6 5 4 3 3x4 2 26 J 4x6 = w 1 ob 4x8 = 25 24 23 22 21 20 19 18 17 16 15 14 3x4 3x4 = 3x4 11 19.7.0 19.7-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ltd PLATES GRIP TCLL 25 0 Plate Grip DOL 1.15 TC 0.44 Vert(LL) -0.03 13 n/r 180 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.04 Vert(CT) -0 04 12-13 n/r 120 TCLL 10.0 Rep Stress Incr YES WB 0.22 Horz(CT) -0.00 14 n/a n/a BCLL 0.0 BC[,l. 10.0 Code IBC2015fTP12014 Matrix-S Weight:140 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 HF No.2 except end verticals. WEBS 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: OTHERS 2x4 HF No.2'Except' 10-0-0 oc bracing:23-24 12-25:2x6 DF No.2 WEBS 1 Row at midpt 12-14 REACTIONS. All bearings 19-7-0. (lb)- Max Harz 24=240(LC 9) Max Uplift All uplift 100 lb or less at joint(s)14,24,22,21,20,19.18,17,16,15 except 23=-322(LC 9) Max Grav All reactions 250 lb or less at joint(s)23,22,21,20,19.18.17,15 except 14=349(LC 18), 24=358(LC 9).16=251(LC 19) FORCES. (lb)-Max Comp/Max.Ten.-All forces 250(lb)or less except when shown TOP CHORD 12-14=-351/199,1-24=-343/31 WEBS 1-23=-47/362 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4 2psf;BCDL=4.8psf;h=25ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Comer(3)0-1-12 to 3-1-12,Exterior(2)3-1-12 to 18-0-0,Comer(3)18-0-0 to 21-1-0 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1 60 2)Truss designed for wind loads in the plane of the truss only For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Fully Exp.;Ct=1.10 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25 0 psf on overhangs non-concurrent with other live loads 01A1NG 2,,� 6)All plates are 2x4 MT20 unless otherwise indicated. WA3 .10 7)Gable requires continuous bottom chord bearing. �i1r 8)Truss to be fully sheathed from one face or securely braced against lateral movement(Le diagonal web) 9)Gable studs spaced at 2-0-0 Co. Z 10)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 11)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide ■ will fit between the bottom chord and any other members. 12)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)14,24,22,21, ,p�54074 20,19,18,17,16,15 except(jt=1b)23=322. �,t� `�CIs—rc SSIONAL�G June 30,2020 AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 114II-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MITek®connectors.This design is based only upon parameters shown,and Is for an Individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall WOW building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing Ml O Is always required for stability and to prevent collapse with possible personal Injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANS11TP11 quality Criteria,DSB-99 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Corona,CA 92880 i I I I Job Truss Truss Type Oty Ply Bldg C(Old E) K7953241 2165119 A02 Monopilch 3 1 Job Reference(optional) Builders FirstSource(Arlington,WA), Arlington,WA-98223, 8.240 s Mar 9 2020 MiTek Industries,Inc Tue Jun 30 13:09:36 2020 Page 1 ID:eHD_gel jCX3yScxtl E FOMByaOtx-BMwD8OasHsFhfP5lmCmWTEdIT721k?OF06EBzl4mT 8-7-8 12-11.8 19-7-0 21.1-0 8-7-8 6-4-0 &7.8 1.8-0 3.00 12 Scale=1:50.3 5 6 5x12 3x6 2x4 II 14 4 3 3x4 2 _ o 4x6 13 Xe _ N 1 12 I� 11 ax6 = a 10 9 8 15 7 3x4 II 3x6 = 48 = 3x4 II [ 6-7-8 I 12-1 i 8 i 19.7.0 .{ 5-7-© 6 4.0 _ 6.7-8 Plate Offsets(X.Y)-- [5:0.3.8,0 3-0) LOADING (psf) SPACING- 2-0-0 CSL DEFL. in (loc) Ildefl L/d PLATES GRIP TCLL 25,0 Plate Grip DOL 1.15 TC 0 50 Vert(LL) -0 05 7-8 >999 360 MT20 165/148 TCDLSnow=2100.0 Lumber DOL 1.15 BC 0.34 Vert(CT) -0.10 9-10 >999 240 BCLL 0 0 Rep Stress Incr YES WB 0.44 Horz(CT) 0.01 12 n/a n/a BCDL 100 Code IBC2015/TPI2014 Matrix-AS Wind(LL) 0.02 8-9 >999 240 Weight:118 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals BOT CHORD 2x4 HF No 2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 HF No 2 WEBS 1 Row at midpt 5-12 OTHERS 2x6 DF No.2 REACTIONS. (size) 10=0-5-8,12=0-3-8 Max Harz 10=156(LC 9) Max Uplift 10=-51(LC 6),12=-164(LC 12) Max Grav 10=897(LC 19),12=1197(LC 19) FORCES. (lb)-Max.Comp.IMax Ten -All forces 250(lb)or less except when shown. TOP CHORD 1-2=-916/44,2-4=-739/27,4-5=-755/71,1-10=-834/78 BOT CHORD 8-9=-150/840 WEBS 2-9=-2B8/83,2-8=-264/88,4-8=-5201128,5-8=-142/976,1-9=-33/895,5-12=-1200/174 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4 2psf;BCDL=4.Bpsf;h=25ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)0-1-12 to 3-1-12,Interior(1)3-1-12 to 21-1-0 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25 0 psf(flat roof snow);Category II;Exp B;Fully Exp;Ct=1.10 3)Unbalanced snow loads have been considered forthis design. 4)This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 'MwG 6)'This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide Z will fit between the bottom chord and any other members,with BCDL=10.Opsf. .Tt� wAs_ "'40 7)Bearing at joint(s)12 considers parallel to grain value using ANSI/TPI 1 angle to grain formula Building designer should verify Of O capacity of bearing surface 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)10 except(jl=lb) 0,� 12=164 GO 9)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and 1/2"gypsum sheetrock be applied directly to the bottom chord. 54074 C�Cis �Ry1q SSIONALG June 30,2020 A WARNING-Vanity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing M iTe k is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage delivery,erection and bracing of trusses and truss systems,see ANSVTP11 Duality Criteria,DS19-09 and SCSI Building Component 250 Klug Circle SO/oylnfbrmm/olr available from Truss Plate Institute,2670Crain Highway,Suite 203 Waldorf,M020601 Corona,CA 92860 ' � I r2165119 Truss Truss Type Oly Ply Bldg C(Old E) K7953242 A02D GABLE 1 1 Job Reference(optional) Builders FirstSource(Arlington,WA), Arlington,WA-96223, 8.240 s Mar 9 2020 MiTek Industries,Inc. Tue Jun 30 13:09:38 2020 Page 1 ID:eHD_geljCX3yScxtIEFOM ByaQtx-712zYhb7pTVPujEBudo82jYay6DC WAI ISZtDJOzl4m R 6-74 12-11-8 19-7-0 21-10 6-7-8 6�-0 6-7-8 1 E-0 3.00 12 5 a Scale=1:51.3 39 5x8 38 4 3 3x4 2 4x6 97 4x6 = w 1 ,) 4x6 = 19 3x4`11 41 14 3x8 = 3x4 (( 1840 17 1615 3x4 = 13 42 12 11 10 9 8 7 3.11A 6.7 8 9.2-8 12-11� 19.7.0 3.11.0 r 2.8.8 2-7-0 3.9.0 6.7.8 _ Plate Offsets(X,Y)- (3:0.4-0,0-3-0[,[5:0.4-12.0.2-12L[33:0-1.15,a1-ol,[36:0.1-15,0-1-0) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (loc) I/defl L/d PLATES GRIP TCLL 2 100) Plate Grip DOL 1A5 TC 0.51 Vert(LL) -0.01 14 >999 360 MT20 185/148 (Roof Snow=2 ) Lumber DOL 1.15 BC 0.11 Vert(CT) -0 01 14 >999 240 TCLL 0.0 Rep Stress Incr YES WB 0.56 Horz(CT) -0 01 7 n/a rile BOLL 0 0 BC'DL 10,0 Code ISC2015/TPI2014 Matrix-AS Wind(LL) 0.01 14 >999 240 Weight:173 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 HF No 2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 HF No 2 WEBS 1 Row at midpt 5-7,5-11 OTHERS 2x4 HF No.2"Except* 5-19:2x6 DF No 2 REACTIONS. All bearings 10-4-8 except Qt=length)18=4-2-8,16=4-2-8,17=4-2-8,15=0-3-8,13=0-3-8,13=0-3-8 (lb)- Max Horz 18=244(LC 36) Max Uplift All uplift 100 lb or less at joint(s)16,15 except 7=-205(LC 36).18=-193(LC 33),11=257(1_C 33) Max Grav All reactions 250 lb or less at joint(s)8,9,10,12,16,17,15,13,13 except 7=413(LC 19), 18=443(LC 64).11=973(LC 19) FORCES. (lb)-Max Comp/Max.Ten.-All forces 250(lb)or less except when shown TOP CHORD 1-2=-400/173,5-7=-397/198,1-18=-411/183 BOT CHORD 16-17=-287/85,15-16=-298/93,14-15=-315/108,13-14=196/267,12-13=-196/267, 11-12=-167/267 WEBS 2-11=-458/230,4-11=-532/126,5-11=-257/147,1-14=-181/377 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4 2psf;BCDL=4.8psf;h=25ft;Cat 11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)0-1-12 to 3-1-12,Interior(1)3-1-12 to 18-1-0,Exterior(2)18-1-0 to 21-1-0 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1 60 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Fully Exp.;Ct=1 10 �O A[NG Zy 4)Unbalanced snow loads have been considered for this design 5)This truss has been designed for greater of min roof live load of 20.0 psf or 2 00 times flat roof load of 25.0 psf on overhangs .�4 P/ 1,(� non-concurrent with other live loads. 7 6)All plates are 2x4 MT20 unless otherwise indicated OZ 7)Gable studs spaced at 2-0-0 oc. 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads 9)"This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=1 O.Opsf. 4 10) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)16,15 except � ,��,54074� (jt=lb)7=205,18=193,11=257. r'TST ER 11)This truss has been designed for a total drag load of 310 lb Lumber DOL=(1.33)Plate grip DOL=(1.33) Connect truss to resist s`sIONALO drag loads along bottom chord from 0-7-4 to 4-9-12,9-9-12 to 19-7-0 for 22.2 plf. 12)This truss design requires that a minimum of 7/16"structural woad sheathing be applied directly to the top chord and 112"gypsum sheetrock be applied directly to the bottom chord, June 30,2020 AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and proper incorporate this design into the overall building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal Injury and property damage For general guidance regarding the fabrication,stoingo,delivery,erection and bracing of trusses and truss systems,see AMSMI1 quality Criteria,DSB-08 and SCSI Building Component 250 Klug Circle safety information available from Truss Plate Institute,2670 Crain highway.Suite 203 Waldorf.MO 20601 Corona,CA 92880 Job Truss Truss Type 1QtT Bldg C(Old E) K7953243 2165119 B01 GABLE 11 Job Reference(optional) Builders FirslSource(Arlington,WA), Arlington,WA-98223, B 240 s Mar 9 2020 MiTek Industries,Inc Tue Jun 30 13:09:40 2020 Page 1 ID:eHD_geljCX3yScxtIEFOMByaQtx-47AjzNdNK4m7810X?2rc78dzSwu7 94bJtMJNvz14mP 1�-0 18-0.8 19&8 1—0 18-0-8 F 1 Fi-0 i Scale=1:52 5 11 12 10 25 3x4 I I 9 / 3.00 12 5xe 7 24 8 6 5 A 3x4 % 23 3 2 1 05 22 21 20 19 18 17 16 15 14 13 3x4 I 3x4 = 3x4 18-0-8 Plate Offsets_(X,Y)— (6:0-4-0,0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1,15 TC 032 Vert(LL) -0.02 11-12 n/r 180 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.14 Vert(CT) -0 03 11-12 n/r 120 TCDL 10.0 Rep Stress Incr YES WB 0.22 HOrz(CT) -0 00 13 n/a n/a BCLL 10,0 Code IBC2015(TPI2014 Matrix-S Weight:119Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 HF No 2 TOP CHORD Structural woad sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 HF No.2 except end verticals. WEBS 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 HF No 2 WEBS 1 Row at midpt 11-13 REACTIONS. All bearings 18-0-8. (lb)- Max Harz 22=247(LC 9) Max Uplift All uplift 100 lb or less at joint(s)13,14,15,16,17,18,19,20 except 21=-346(LC 9) Max Grav All reactions 250 lb or less at joint(s)14,16,17,18,19,20,21 except 22=422(LC 23),13=327(LC 19),15=252(LC 19) FORCES. (lb)-Max Comp/Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-22=-404/0,11-13=-315/189 WEBS 2-21=0/388 NOTES- 1)Wind:ASCE 7-10;Vult=11Omph(3-second gust)Vasd=87mph;TCDL=4 2psf;BCDL=4.Bpsf;h=25ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Comer(3)-1-6-0 to 1-6-0,Exterior(2)1-6-0 to 16-6-8,Comer(3)16-6-8 to 19-6-8 zone; cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1 60 plate grip DOL=1.60 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1 3)TCLL:ASCE 7-10;Pf=25 0 lost(flat roof snow);Category 11;Exp B;Fully Exp.;Ct=1.10 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live load of 20 0 psf or 2.00 times flat roof load of 25 0 psf on overhangs non-concurrent with other live loads QM"G 27 6)All plates are 2x4 MT20 unless otherwise indicated WAS O 7)Gable requires continuous bottom chord bearing. O 8)Truss to be fully sheathed from one face or securely braced against lateral movement(i a diagonal web). 9)Gable studs spaced at 2-0-0 oc. O 10)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads 11)"This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 12) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)13,14,15,16, $40 �� 17,18,19,20 except(jt=1b 74 )21=346. �� Gj$'74 SSl�NAL June 30,2020 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,111-7473 rev.1010312015 BEFORE USE. Design valid for use only with MITek®connectors This design is based only upon parameters shown,and is for an individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and property incorporate this design Into the overall building design Bracing indicated Is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabdcallon,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPIf Duality Criteria,DSB-8e and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Carona,CA 92880 Job Truss Truss Type Qty Ply Bldg C(Old E) K7953244 2165119 B02 MONOPITCH 12 1 Job Reference(optional) Builders FirstSource(Arlington,WA), Arlington,WA-98223. 8.240 s Mar 9 2020 MiTek Industries,Inc. Tue Jun 30 13:09:41 2020 Page 1 ID:eH D_geljCX3yScxtIEFOM ByaQtx-YKk6Bje?50u_IAzjZIMrgLA3kJ58jUGkYX6tvLzl4mO 4-9-8 10-0.0 17.10.8 19.4.8 4.9 a 5-2-8 7-10-8 1-0.0 3.00 12 Scale=1:50.7 5 6 5x12 3x8 _ 2x4 II 13 4 3 3x4 2 3x4 112 1 d 1 11 4x6 = 0 9 14 15 B 16 7 3.8 = 4x8 = 4x4 II 4&8 10-0.0 ' A9$ 5.24 r.108 Plate Offsets(x,Y)— (5:0-3.8,0-3.0).[7:Edge,0-3-8) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (loc) I/dell Lid PLATES GRIP TCLL 25,0 Plate Grip DOL 1.15 TC 060 Vert(LL) -0.24 B-9 >897 360 MT20 185/148 (Roof Snow=25 0) Lumber DOL 1.15 BC 067 Vert(CT) -0.48 8-9 >440 240 TCDL 100 Rep Stress Incr YES WB 067 Horz(CT) 0.27 11 n/a n/a BCLL 0.0 Code IBC2015/TPI2014 Matrix-AS Wind(LL) 0.02 8-9 >999 240 Weight:102 Ib FT=20% BCDL 100 LUMBER- BRACING- TOP CHORD 2x4 HF No 2 TOP CHORD Structural woad sheathing directly applied, except end verticals. BOT CHORD 2x4 HF No 2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 HF No.2 OTHERS 2x6 DF No.2 REACTIONS. (size) 9=0-3-8,11=0-3-8 Max Horz 9=193(LC 9) Max Uplift 9=-48(LC 8).11=-151(LC 12) Max Grav 9=816(LC 19),11=1097(LC 19) FORCES. (lb)-Max Comp/Max Ten -All forces 250(lb)or less except when shown. TOP CHORD 2-4=-700/28,4-5=745/75 BOT CHORD 8-9=-126/549 WEBS 4-8=-550/134,5-8=118/843,2-9=-749/81,5-11=-1107/168 NOTES- 1)Wind:ASCE 7-10;Vult=11Omph(3-second gust)Vasd=87mph;TCDL=4 2psf;BCDL=4.8psf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)0-1-12 to 3-1-12,Interior(1)3-1-12 to 19-4-8 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1 60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25 0 psf on overhangs non-concurrent with other live loads 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. MSG 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide 2 will fit between the bottom chord and any other members,with BCDL=10.Opsf. WASo•k9� 7)Bearing at joint(s)11 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify uiyO capacity of bearing surface 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joints)9 except Qt=lb) GO) 11=151. 9)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and 1/2"gypsum sheetrock be applied directly to the bottom chord 54074 w� 0.1 isTER� ZsSI�NAL June 30,2020 AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,111.7473 rev.10/03/2016 BEFORE USE. Design valid for use only with Mli connectors,This design is based only upon parameters shown,and is for an individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal Injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSVTPIf Quality Criteria,DSB-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Carona,CA 92880 !, , �� .� I I Jab Truss Truss Type Qty Ply T11I'dgC(Old E) K7953245 2165119 802A MONOPITCHeference o tional Builders FirstSource(Arlington,WA), Arlington.WA-98223, 8 240 s Mar 9 2020 MiTek Industries,Inc Tue Jun 30 13:09:42 2020 Page 1 ID:eHD_gel jCX3yScxtIEFOM ByaQtx-OWIU03fdsiOrNKYv7Tt4DZiF7jMdStUum BrQSnzl4m N It 10-0-0 17-10-8 19-4-8 4-91 5-2-8 7-10-8 1.-0 3,00 12 5x12 % Scale=1:51.7 5 14 6 3x6 ; 2x4 I 13 4 Bx10 9 2 3x4 I 12 1 � d i 11 b 4x6= 0 4 9 15 16 8 17 7 7x10 MT18HS = 6x10 = 4x4 11 4.9 8 10-0-0 17-10.8 4.M 1 5-2-8 7.10.8 Plate Offsets(X,Y)- (5:0-3.8,0.3.0),(7:Edge,0-3.8) LOADING (psf) SPACING- 2-0-0 CS1. DEFL. In (loc) I/deft L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1 15 TC 0.56 Vert(LL) -0.20 8-9 >999 360 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1.15 BC 0-97 Vert(CT) -0.41 8-9 >515 240 MT18HS 185/148 TCDL 100 Rep Stress Incr NO WB 0.93 Horz(CT) 0.25 11 n/a n/a BCLL 0.0 Code IBC2015/TPI2014 Matrix-AS Wind(LL) 002 8-9 >999 240 Weight:107 lb FT=20% BCLL 100 LUMBER- BRACING- TOP CHORD 2x4 DF 1800F 1.6E"Except" TOP CHORD Structural wood sheathing directly applied, except end verticals. 1-3:2x4 HF No.2 BOT CHORD Rigid ceiling directly applied BOT CHORD 2x4 HF No 2 WEBS 1 Row at midpt 2-9,5-8 WEBS 2x4 HF No.2*Except* 1-9:2x6 DF No.2 SUPPLEMENTARY BEARING PLATES,SPECIAL ANCHORAGE,OR OTHERS 2x6 DF No.2 OTHER MEANS TO ALLOW FOR THE MINIMUM REQUIRED SUPPORT WIDTH(SUCH AS COLUMN CAPS,BEARING BLOCKS,ETC.) size 9=0-3-8 re .0-5-1),11=0-3-8 ARE THE RESPONSIBILITY OF THE TRUSS MANUFACTURER REACTIONS. (size) ( q OR THE BUILDING DESIGNER. Max Horz 9=4851(LC 27) Max Uplift 9=-48(LC 8),11=-198(LC 27) Max Grav 9=3092(LC 27).11=1093(LC 19) FORCES. (lb)-Max.Comp./Max.Ten -All forces 250(lb)or less except when shown TOP CHORD 2-4=-4271128,4-5=-4291176,5-6=-5036/0 BOT CHORD 8-9=-2263/540 WEBS 2-8=0/2124,2-9=-3786/77,4-8=-556/136,5-8=1141/840,5-11=-1102/196 NOTES- 1)Wind:ASCE 7-10;VuIt=11Omph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=4.Bpsf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)0-2-12 to 3-2-12,Interior(1)3-2-12 to 19-4-8 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp;Ct=1.10 3)Unbalanced snow loads have been considered for this design 4)This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25 0 psf on overhangs non-concurrent with other live loads. ONILNG 2 5)All plates are MT20 plates unless otherwise indicated .>i,1p' wits �90 6)This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads. 7)"This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.0psf. yP 0 8)WARNING:Required bearing size at joint(s)9 greater than input bearing size. 9)Bearing at joint(s)11 considers parallel to grain value using ANSIrrPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 10) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)9 except Qt=lb) A.A 54074 �. 11=196. 0,rt. �CIS16R� ' 11) Load case(s)27 has/have been modified Building designer must review loads to verify that they are correct for the intended use of this truss �sStONALG 12)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and 1/2"gypsum sheetrock be applied directly to the bottom chord 13) Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s) at 18-0-0 on top chord. The June 30,2020 des n/sellectionof such connection devices Is the responsibility of others. COn1 jK,WA%IN( erZify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev.10/03/2015 BEFORE USE. _Design valid for use only with MITek®connectors This design is based only upon parameters shown,and is for an individual building component,not • a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTPH Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Solely Information available from Truss Plate Institute,2670 Cmm Highway,Suite 203 Waldorf.MD 20601 Corona,CA 92080 i Job TB'02A Truss Type Qty Ply Bldg C(Old E) 2165119 MONOPITCH 1 1 Job Reference o Tonal K7953245 BLdiders FirstSdurCe(Arlington,WA), Arlington.WA-98223, 8.240 s Mar 9 2020 MITek Industries,Inc. Tie Jun 3013:09:42 2020 Page 2 ID:eHD_geljCX3yScxtIEFOMByaQtx-OWIU 03fdsiOrNKYv7Tt4DZiF7jMdStUum BrQSnz14m N NOTES- 14) In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard Except: 27)User defined:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-5=70(F),5-6=70(1`),7-9=-20(F) Concentrated Loads(lb) Vert:14=-1213(F) Harz:14=4851(F) AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev,10/03/2015 BEFORE USE. Design valid for use only with MITekdD connectors This design is based only upon parameters shown,and is for an individual building component,not �t a truss system.Before use,the building designer must verify the applicability or design parameters and properly incorporate this design into the overall building design Bracing indicated is to prevent buckling of individual[was web and/or chord members only Additional temporary and permanent bracing M iTek is always required for stability and to prevent collapse with possible personal Injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPI1 quality Criteria,DSB-89 and BCSI Building Component 260 Klug Circle Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Corona,CA 92880 i Job Truss Truss Type Oly Ply Bldg C(Old E) K7953246 2165119 B02D MONOPITCH 1 1 Job Reference (optional) Builders FirslSource(Arlinglon,WA), Arlington,WA-98223, 8.240 s Mar 9 2020 MiTek Industries,Inc, Tue Jun 30 13:09:43 2020 Page 1 ID:eHD_gel jCX3yScxtIEFOMByaOtx-UisscPfFd?Bi?U76hAOJlm FPm 7 i_BJy 1?rb_Ezl 4m M 4tY9 10-0.0 1T-108 ,t9.4-e , 4-9-8 5-2-8 7-10.8 3.00 12 Scale=1:52 9 5 14 6 5x12 3x6 2x4 13 4 3 6x10 2 3x4 112 i � d 1 11 m d 4x6 = 4 v 6x10 = 5x12 = 46 II 9 15 16 8 17 7 A•9.8 10.0.0 17-10-8 7-10-8 { Plate Offsets(X,Y)- 15:0.3.8,03.01,(7:Edge,0-3.81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.63 Vert(LL) -0.22 8-9 >526 360 MT20 165/148 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.96 Vert(CT) -0.45 8-9 >263 240 TCDL 100 Rep Stress Incr NO WB 0.98 Horz(CT) -0.18 11 n/a n/a BCLL 0 0 E3CJL 100 Code IBC2015/TPI2014 Matnx-S Wind(ILL) -0.04 7-8 >999 240 Weight:109 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 DF 180OF 1.6E"Except" TOP CHORD Structural wood sheathing directly applied or 2-10-7 oc purlins, 1-3:2x4 HF No,2 except end verticals BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied WEBS 2x4 HF No 2"Except" WEBS 1 Row at midpt 2-8,2-9,5-8 1-9:2x6 DF No.2,5-8:2x4 DF 1800F 1.6E OTHERS 2x6 DF No.2 REACTIONS. All bearings 17-10-8 except(jt=length)11=0-3-8 (lb)- Max Horz 9=4851(LC 65) Max Uplift All uplift 100 lb or less at joint(s)except 7=907(LC 36),9=-2421(LC 33), 8=-372(LC 41).11=-760(LC 65) Max Grav All reactions 250 lb or less at joint(s)except 7=1034(LC 29),9=2605(LC 40),8=1515(LC 65),11=85B(LC 39) FORCES. (lb)-Max.Comp/Max Ten -All forces 250(lb)or less except when shown. TOP CHORD 1-2=-1488/1484,2-4=-3096/2346,4-5=3115/1680,5-6=-5036/0,7-10=-899/924, 5-10=-899/924 BOT CHORD 8-9=-2943/2207,7-8=-2258/2251 WEBS 2-8=-2223/2249,2-9=-3332/3246,4-8=534/146,5-8=-2810/2370,5-11=-863/763 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4 2psf;BCDL=4.8psf;h=25ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Comer(3)0-2-12 to 3-2-12,Exterior(2)3-2-12 to 19-4-8 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1 60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp;Ct=1.10 ptAiNG Zy 3)Unbalanced snow loads have been considered for this design ,ti� WAS 9� 4)This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25 0 psf on overhangs Q non-concurrent with other live loads. )O 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. h 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10 Opsf. 7)Bearing at joint(s)11 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface.8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 907 lb uplift at joint 7,2421 lb uplift at 0 �F�54074 4074 joint 9,372 lb uplift at joint 8 and 760 lb uplift at joint 11 9)Load case(s)65 has/have been modified.Building designer must review loads to verify that they are correct for the intended use of s`rIONALG this truss 10)This truss has been designed for a total drag load of 310 plf Lumber DOL=(1.33)Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 17-10-8 for 310.0 plf. June 30,2020 ad on naoa 2 AWARNING-Vedty design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MITek®connectors.This design is based only upon parameters shown,and is for an individual building component,not �'• a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design Bracing indicated is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing WOW is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSVTPH Quality Criteria,OSS-89 and SCSI Build/ng Component 250 Klug Circle Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Corona,CA 92BBO [21'165119 Truss Truss Type Oty 7job g C(Old E) B020 MONOPITCH 1 K7953246 _ Reference(optional) Builders FastSoufoe(Arlington,WA), Arlington,WA-98223, 9.240 s Mat 9 2020 MfTek Industries,Inc Tue Jun 3013:09:43 2020 Pop 2 NOTES- ID:eHD_geliCX3ySox0EFOMByaOtx-UlsscPfFd?8i?U78MOJtmFPm7i_BJy1?rb Ez14mM 11)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s) at 16-0-0 on top chord. The design/selection of such connection device(s)is the responsibility of others. 12) In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or beck(B). LOAD CASE(S) Standard Except: 65)User defined:Lumber Increase=l 15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-5=70(F),5-6=70(1`) Concentrated Loads(lb) Vert:14=-1213(F) Horz:14=4851(F) AWARNING.Verify design parametem and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.f0f0312015 BEFORE USE. asseas Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system-Before use,the building daslgner must vent'the applicability of design parameters and properly Incorporate this design Into the overall budding design Bracing indicated is to prevent buckling of ndMdual truss web and/or chord members only.Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage,For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTP11 DualHy Criteria,DSBA9 and SCSI Building Component 250 Klug Circle Sbfory Information available from Truss Plate Institute,2670 Crain Kgtmey.Suite 203 Waldorf,MD 20601 Corona,CA 92880 .� � I I I I aw y t. E' a. •T LI . f • ,Jy p�0 B • .L • -�Y - Inirs First Source for Value, Quality, Service -lam ••�� rl - r Thank YOU for choosing Builders FirstSource(BFS) as your truss and components supplier.These components have been designed for your specific project requirements and job location. Reading and understanding all information included in this package prior to installation is important to help insure a successful and safe project. Contact your BFS representative if you have further questions or if you need further information. Notes: 1.The sole responsibility of BFS is to design and supply individual trusses and components to the dimensions and design criteria provided to BFS by the customer.The design of the remaining portions of the building is the responsibility of the building designer,engineer of record,or the customer/contractor in the absence of a design professional. 2.The design and specification of the permanent and temporary bracing is the responsibility of the building designer per TPI-1 as referenced in the building code.The bracing documents we provide are the general minimum standards and should be verified or adapted by others as necessary for the specific project. 3.All wood component products supplied by BFS shall be used in dry service applications(Moisture Content<19%) unless noted otherwise. 4.The plies of multi-ply trusses are to be attached together by the installer per the fastener schedule on the specific truss drawing. 5.The building designer,engineer of record,or customer shall resolve any issues or connections between trusses and other structural members not provided or specified by BFS when needed. 6.Truss placement plans and truss drawings are the property of BFS and may not be used or reproduced without the written approval of BFS. Products remain property of BFS until paid in full. 7. Install trusses per the BFS placement plan, industry standards, and code requirements. Install recommended floor truss strongbacks at 10'o.c. Do not install trusses upside down.Avoid conflicts with plumbing&other trades. 8.Truss drawings indicate standard loads and added loads in the load cases section. Do not apply structural loads to any truss if that load is not shown on the truss drawing.Verify stick framed roof loads transfer where allowed & designed for. Erection and Bracing: The customer accepts full responsibility for the handling,storage, erection, installation, and bracing of these components and shall supervise any subcontractor or other party that is carrying out this work.We have included industry standard erection,temporary bracing, and fall protection information as a minimum guideline.However, D1 BFS.docx 2017-01-02 BFS is not responsible for ensuring that these minimum guidelines are enforced and that they are applicable to the project. Please note that short members,such as 22-1/2" 2x4's, connecting 2 trusses do not count as bracing. Stability: Until the building is completely built and sheathed in accordance with the project plans by the building designer/ engineer of record and meets code and local requirements, it may be unstable and present a safety hazard unless properly braced.The builder/framer shall build and properly brace the structure by floor-do not build additional stories of construction on a poorly braced structure below. Instability may increase with building dimensions- particularly height. Winds: Buildings under construction may be vulnerable to high winds.The builder and framer shall consider all weather conditions including the potential for winds when deciding to set trusses. If high winds are expected,truss erection should be postponed or a consulting engineer should specify additional temporary bracing required to meet the possible conditions. Issues: If you encounter any jobsite installation issues that appear to involve the modification of the truss or component, please contact your BFS representative immediately.The representative will determine the nature of the issue and help facilitate its remedy. Do not make alterations or repairs prior to receiving repair details or instructions from BFS. If the issue is manufacturing related,BFS reserves the right to repair or replace the component in question. If the component in question is not structurally stable, install additional shoring to insure project safety. Charge Backs: Charge backs will not be accepted unless agreed upon by an authorized BFS representative prior to the repair or modification in question. It is the responsibility of the contractor to inform BFS of any error, problem, or defect prior to or during setting of the components. In the event of a charge back, an authorization number will be given by BFS for an agreed upon specific amount to resolve the issue.This authorization number must accompany any charge back to BFS to be valid. D1 BFs.docx 2017-01-02 a Failure to follow installation information instructions may endanger personal safety and or property. Changes or modifications to placements and or trusses must have prior authorization from Builders FirstSource(BFS). It is the responsibility of the installer to contact a BFS representative prior to modification. Charge backs due to unauthorized modifications will not be accepted. Refer to truss drawings and placement plan for proper installation. ADVERTANCIA Si no se siguen las instrucciones de instalaci6n de la informati6n puede poner en peligro la seguridad y la o propiedad personal. Los cambios o modificaciones a las colocaciones y cerchas o deben tener una autorizaci6n previa de Builders FirstSource ( BFS) . Es la responsabilidad del instalador ponerse en contacto con un representante BFS antes de la modificaci6n. Carga retrocede debido a modificaciones no autorizadas no seran aceptadas. Consulte el braguero dibujos y plan de colocaci6n para su correcta instalaci6n. D1 BFS.docx 2017-01-02 I MiTek RE: Bldg#3 &A MiTek USA, Inc. (Old C&D) 250 Klug Circle Corona,CA 92880 Site Information: 951-245-9525 Customer: Project Name: Bldg#3&A Lot/Block: Model: Address: Subdivision City: State: General Truss Engineering Criteria& Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: IBC2015/TP12014 Design Program: MiTek 20/20 8.2 Wind Code: ASCE 7-10 Wind Speed: 110 mph Roof Load: 45.0 psf Floor Load: N/A psf This package includes 47 individual, dated Truss Design Drawings and 0 Additional Drawings. No. Seal# Truss Name Date No. Seal# Truss Name Date 1 K7746718 3BP1 6/30/2020 21 K7746738 A08 6/30/2020 2 K7746719 3BP2 6/30/2020 22 K7746739 A09 6/30/2020 3 K7746720 3BP3 6/30/2020 23 K7746740 A10 6/30/2020 4 K7746721 313134 6/30/2020 24 K7746741 All 6/30/2020 5 K7746722 3BP5 6/30/2020 25 K7746742 B01 6/30/2020 6 K7746723 3BP6 6/30/2020 26 K7746743 B02 6/30/2020 7 K7746724 5BP7 6/30/2020 27 K7746744 B03 6/30/2020 8 K7746725 5BP8 6/30/2020 28 K7746745 B03A 6/30/2020 9 K7746726 5BP9 6/30/2020 29 K7746746 B04 6/30/2020 10 K7746727 5BP10 6/30/2020 30 K7746747 B05 6/30/2020 11 K7746728 A01 6/30/2020 31 K7746748 B06 6/30/2020 12 K7746729 A02 6/30/2020 32 K7746749 B07 6/30/2020 13 K7746730 A03 6/30/2020 33 K7746750 BOB 6/30/2020 14 K7746731 A04 6/30/2020 34 K7746751 B08A 6/30/2020 15 K7746732 A05 6/30/2020 35 K7746752 B09 6/30/2020 16 K7746733 A05A 6/30/2020 36 K7746753 C01 6/30/2020 17 K7746734 A06 6/30/2020 37 K7746754 Vol 6/30/2020 18 K7746735 A06S 6/30/2020 38 K7746755 V02 6/30/2020 19 K7746736 A07 6/30/2020 39 K7746756 V03 6/30/2020 20 K7746737 A07A 6/30/2020 40 K7746757 VO4 6/30/2020 The truss drawing(s)referenced above have been prepared by MiTek USA,Inc under my direct supervision based on the parameters provided by Builders FirstSource(Arlington,WA). 01AING 2 Truss Design Engineers Name: Zhao,Xiaoming 0 My license renewal date for the state of Washington is September 28,2021. �0 IMPORTANT NOTE:The seal on these truss component designs is a certification _ that the engineer named is licensed in the jurisdiction(s)identified and that the designs comply with ANSIrrPl 1. These designs are based upon parameters .p shown(e.g.,loads,supports,dimensions,shapes and design codes),which were 540 given to MiTek. Any project specific information included is for MiTek S customers file reference purpose only,and was not taken into account in the preparation of �SSIpNALG these designs. MiTek has not independently verified the applicability of the design parameters or the designs for any particular building. Before use,the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSI TPI 1,Chapter 2. June 30,2020 1 of 2 Zhao,Xiaoming MiTek" MiTek USA, Inc. RE: Bldg#3 &A-(Old C & D) 250 Klug Circle Corona,CA 92880 951-245-9525 Site Information: Project Customer: Project Name: Bldg#3&A Lot/Block: Subdivision: Address: City, County: State: No Seal# Truss Name Date 41 K7746758 V05 6/30/2020 42 K7746759 V06 6/30/2020 43 K7746760 V07 6/30/2020 44 K7746761 V08 6/30/2020 45 K7746762 V09 6/30/2020 46 K7746763 V10 6/30/2020 47 K7746764 V11 6/30/2020 2 of 2 Job Truss Truss Type Qty Ply (Old C&D) K7746718 Bldg#3&A 3BP1 BLOCKING '15 1 Job Reference o total Bwldets FlrblSource(Arlington,WA), Arlington,WA-98223, 8'240 s Mar 9 2020 MTek Industries,Inc, Thu May 14 10:37:11 2020 Page 1 I D:eHD_ge 1 jCX3yScxtl E FOM ByaQtx-i7xfzg5B2xOz3Og6J2 DYgw9hslgbafGj_dh_j gzGcPM 1-10-6 t 1-10-6 1 4x4= 2 Scale=1:13 8 2x4 11 1- 3x4 = 5 4 2x4 II 1-10.6 1-10-6 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (loc) I/deft L/d PLATES GRIP TCLL 250 Plate Grip DOL 1.15 TC 0.02 Vert(LL) -0.00 5 >999 360 MT20 1851148 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.02 Vert(CT) -0.00 5 >999 240 TCDL 10.0 Rep Stress Incr YES WB 0.01 Horz(CT) 0.00 3 n/a rile BCLL 00 HCOL 10 0 Code IBC2015/TPI2014 Matrix-P Wind(ILL) 0.00 5 -- 240 Weight:12 lb FT=20 LUMBER- BRACING- TOP CHORD 2x6 DF No 2 TOP CHORD Structural wood sheathing directly applied or 1-10-6 oc purlins, BOT CHORD 2x4 HF No.2 except end verticals. WEBS 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 1-10-6. (lb)- Max Horz 5=46(1_C B) Max Uplift All uplift 100 lb or less at joint(s)5,3,4 Max Grav All reactions 250 lb or less at joint(s)5,3,4,4 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=4.Bpsf;h=25ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10:Pf=25.0 psf(flat roof snow);Category 11;Exp B;Fully Exp.;Ct=1.10 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)5,3,4. ONUNG 2 �QyASA,, O y O� .off 54074 O� C� R� �sjGNALG May 14,2020 AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1.7473 rev.10/03/2015 BEFORE USE. Design valid for use only with Mrrek®connectors.This design Is based only upon parameters shown,and Is for an Individual building component,not a truss system Before use,the building designer must vedfy the applicability of design parameters and property incorporate this design Into the overall building design.Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing oFtrusses and truss systems,see ANSM11 Duality Criteria,DSO-89 and SCSI Building Component 250 Klug Circle Safetylnformetlon available from Truss Plate Institute,2670 Crain Highway,Sufe 203 Waldorf,MD 20601 Corona,CA 92880 Job Truss Truss Type Oty Ply (Old C&D) K7746719 (Bldg#3&A 3BP2 BLOCKING 1 1 Job Reference ionel Builders FustSource(Arlington,WA), Arlington,WA-98223, 8.240 s Mar 9 2020 MiTek Industries,Inc. Thu May 1410:37:11 2020 Page 1 I D:eH D_qe 1 jCX3yScxtl E FOM ByaOtx-i7xfzg5B2xOz3Og6J2DYgw9hs I9kafFj_d hJgzGcP M 1-5.12 1-5-12 4x4= Scale=1:13.e i 2 3 Li 2x4 11 - Em 3x4= 5 4 2X4 II 1-5-12 1 5.12 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Ildefl Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.02 Vert(LL) -0.00 5 >999 360 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.01 Vert(CT) -0.00 5 >999 240 TCDL 10.0 Rep Stress Incr YES WB 0.01 Horz(CT) 0.00 3 nla nla BCLL 0.0 Code IBC2015/TP12014 Matrix-P Wind(LL) 0.00 5 `"" 240 Weight:10 lb FT=20 BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 DF No.2 TOP CHORD Structural wood sheathing directly applied or 1-5-12 oc purlins, BOT CHORD 2x4 HF No.2 except end verticals. WEBS 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 1-5-14. (lb)- Max Horz 5=-46(LC 6) Max Uplift All uplift 100 lb or less at joint(s)5,3,4 Max Grav All reactions 250 lb or less at joints)5,3,4,4 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=11Omph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=4.Bpsf;h=25ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Fully Exp.;Ct=1.10 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fd between the bottom chord and any other members. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)5,3,4. OVIING Z F wAs G y 0� 54074 SSIGNALG May 14,2020 A WARNING-verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design Is based only upon parameters shown,and Is for an Individual building component,not ��• a truss system Before use,the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building design.Bracing Indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing MiTe k Is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUM11 Quality Criteria,DSB-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Corona,CA 921380 ,r Job Truss F10 TpeQty Ply (Old C&O) K7746720 131dg#3&A 3BP3 KING 131 1 Job Reference optional Builders FirstSource(Arlington,WA), Arlington,WA-98223, 8.240 s Mar 9 2020 MiTek Industries,Inc. Thu May 14 10:37:12 2020 Page 1 ID:eHD_geljCX3yScxtIEFOMByaQtx-AJV1 AO6gpFBghXFltm InM7isf9VgJ6YsC HRYFGzGcPL 1-104 140.6 4x4= Scale=1:9.7 1 2 y OEM_ - 3x4 = 5 4 1-10-6 4-10� LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (IDc) Ildefl Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.01 Vert(LL) -0.00 5 >999 360 MT20 1851148 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.02 Vert(CT) -0.00 5 >999 240 TCDL 10.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 3 nla nla BCLL 0.0 Code IBC2015/7PI2014 Matrix-P Wind(LL) 0.00 5 — 240 Weight:9lb FT=20% BCUL 10.0 LUMBER- BRACING- TOP CHORD 2x6 DF No.2 TOP CHORD Structural wood sheathing directly applied or 1-10-6 oc purlins, BOT CHORD 2x4 HF No.2 except end verticals. WEBS 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 1-10-6. (lb)- Max Harz 5=-26(LC 6) Max Uplift All uplift 100 lb or less at joint(s)5,3,4 Max Grav All reactions 250 lb or less at Joint(s)5,3,4,4 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=4 8psf;h=25ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads- 5)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)5,3,4. '1��1,1iINGZ� 'N o�wAs o 0 54074 AL5 May 14,2020 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473 rev.10/03/2015 BEFORE USE Design valid for use only with Mrrek&connectors.This design is based only upon parameters shown,and Is for an individual building component,not e truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design Bracing indicated Is to prevent buckling of individual truss web andlor chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse wfth possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSMI1 Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safely Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Corona,CA 92880 r Job T uss (Truss Type Qty Ply (Old C&D) Bldg ila&A - _ L 3BP4 BLOCKING 12 1 Job Reference(optionaQ K7746721 Builders:irsfS:nrrm�(Arlington,WA), A°li•agcan,%VA-9KI'L,, 8.240s Mar 92020MiTek Industries,Inc. Thu May 1410:37:132020 Page 1 ID:eH D_geljCX3yScxtIEFOMByaQtx-eW3POM7SaZGhJhgUQTGOvLEOkYgE2Xd7RxA5nizGcPK 1-10-6 1-im 4x4 = Scale=1:15.5 1 2 3 4 cr 1 3x6 l axe = 5 4 1-10.6 1-10$ LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl L/d PLATES GRIP TCLL 250 10 Plate Grip DOL 1.15 TC 0,12 Vert(LL) -0.00 5 >999 360 MT20 185/148 (Roof Snow=2 ) Lumber DOL 1.15 BC 0.07 Vert(CT) -0.00 5 >999 240 TCDL 10.0 Rep Stress Incr YES WB 014 Horz(CT) 0.01 3 n/a file BCLL 0.0 Code IBC2015/TPI2014 Matrix-P Wind(LL) 0.00 5 — 240 Weight:13 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 DF No.2 TOP CHORD Structural wood sheathing directly applied or 1-10-6 oc purlins, BOT CHORD 2x4 HF No.2 except end verticals. WEBS 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. All bearings 1-10-8. (lb)- Max Horz 5=11 B(LC 27) Max Uplift All uplift 100 lb or less at joints)3 except 5=637(LC 24),4=576(LC 27) Max Grav All reactions 250 lb or less at joint(s)3,4 except 5=644(LC 31),4=586(LC 28) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-5=-629/644,1-2=-401/396 BOT CHORD 4-5=428/423 WEBS 14=-778/778 NOTES- 1)Wind:ASCE 7-10:Vuk=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=4.8psf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1 60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at Joint(s)3 except Qt=lb) 5=637,4=576. 7)This truss has been designed for a total drag load of 242 plf Lumber DOL=(1.33)Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-10-6 for 242.0 plf. OG og'WAS� o 54074 W SjONAl, May 14,2020 AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE Mil-7473 rev.1010312015 BEFORE USE. Design valid for use only with MITek®connectors.This design is based only upon parameters shown,and is for an Individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and propedy incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' Is always required for slabllly and to prevent collapse with possible personal Injury and property damage.For general guidance regarding the taorlaabon,storage,delivery,erection and bracing of trusses and truss systems,see ANSYMI Quality Criteria,DSB-99 and BCS1 Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,2570 Crain Highway,Suite 203 Waldorf.MD 20501 Corona,CA 92880 Job Truss Truss Type qty Ply (Old C&D) K7746722 Bldg#3&A 3BP5 BLOCKING 3 1 Job Reference o tional Builders FirstSource(Arlington,WA), Arlington,WA-98223, 8,240 s Mar 9 2020 MiTek Industries,Inc_ Thu May 1410:37:14 2020 Page 1 ID:eHD_ge1jCX3y8cxtiEFOMByaOtx-7jdnbi74LsOYwrPh BnFRYn7gyAEnz09gbwlK9zGcPJ 1-10-6 1�10-6 Scale=1:33.0 1 2 3 II 4x4 \\ 4x4 I I 6 7 "\ 0- a 3x6 ll 6x6 = 5 4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (loc) I/deft Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.36 Vert(LL) -0.00 5 >999 360 MT20 1851148 (Roof Snow=25.0) Lumber DOL 1.15 BC 0,09 Vert(CT) -0.00 5 >999 240 TCDL 10.0 Rep Stress Incr YES WB 0.20 Horz(CT) 0.07 3 n/a nla BCLL 0.0 Code IBC2015rTP12014 Matrix-P Wind(LL) 0.00 5 •"" 240 Weight:26 lb FT=20% BCDL 100 LUMBER- BRACING- TOP CHORD 2x6 DF No.2 TOP CHORD Structural wood sheathing directly applied or 1-10-6 oc purlins, BOT CHORD 2x4 HF No.2 except end verticals. WEBS 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 1-5 JOINTS 1 Brace at Jt(s):6 REACTIONS. All bearings 1-10-8. (lb)- Max Horz 5=-191(LC 24) Max Uplift All uplift 100 lb or less at joint(s)except 5=1716(1_C 24),3=-407(LC 27),4=-1310(LC 27) Max Grav All reactions 250 lb or less atjoint(s)4 except 5=1723(LC 31),3=396(LC 28),4=1326(LC 28) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 5-7=1707/1723,1-7=766/781,1-2=399/394,4-6=-3691376,2-6=-4661473 BOT CHORD 4-5=-517/513 WEBS 1-6=944/944,6-7=501/485,4-7=-1081/10BO NOTES- 1)Wind:ASCE 7-10;VuR=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=4.8psf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactlons shown;Lumber DOL=1 60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp,;Ct=1.10 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 1716 lb uplift at joint 5,407 lb uplift at joint 3 and 1310 lb uplift at joint 4. 7)This truss has been designed for a total drag load of 242 plf.Lumber DOL=(1.33)Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-10-6 for 242.0 plf. wAs o G> 0 .e� 54074 w� May 14,2020 AL WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev.1010312015 BEFORE USE. Design valid for use only with Mrrek®connectors.This design Is based only upon parameters shown,and is for an Individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design.Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek• Is always required for stability and to prevent collapse with possible personal Injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI TPII quality Criteria,OSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 213601 Carona,CA 92880 ,Job Truss Truss Type Qly Ply (Old C&D) K7746723 Bldg#3&A 3BP6 FLAT 1 1 Job Reference(ootional Builders FirstSource(Arlington,WA), Arlington,WA-98223, 8.240 s Mar 9 2020 MiTek Inoustries,Inc. Thu May 1410:37:15 2020 Page 1 ID:eHD_geljCX3yScxtIEFOMByaQtx-buBAp2Bi6AWPY7_tYUIU mK19MWiWQ61uFfCsbzGcPl �1512 tr—S -12 Scale=1:33.1 1 2 3 _ I 4x4 4x4 = 7 8 5 4 3x6 I 6x6 = LOADING (psf) SPACING- 2-D-0 CSI. DEFL. in (loc) Ildefl Ltd PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.38 Vert(LL) n/a n/a 999 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1 15 BC 0.07 Vert(CT) nla n/a 999 TCDL 10.0 Rep Stress Incr YES WB 0.21 Horz(CT) 0.09 3 nla n/a BCLL 0.0 Code IBC2015(TPI2014 Matrix-P Weight:24 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 OF No.2 TOP CHORD Structural wood sheathing directly applied or 1-5-12 oc purlins, BOT CHORD 2x4 HF No.2 except end verticals. WEBS 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing WEBS 1 Row at midpt 1-5 JOINTS 1 Brace at Jt(s):7 REACTIONS. (size) 3=1-5-12,5=1-5-12,4=1-5-12 Max Horz 5=-192(LC 28) Max Uplift 3=453(1_C 27).5=1842(LC 24).4=1389(LC 27) Max Grav 3=444(LC 28).5=1846(LC 31).4=1402(LC 28) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-314/309,5-6=1835/1847,1-6=786/798,4-7=-342/346,2-7=556/560 BOT CHORD 4-5=-434/430 WEBS 6-7=-408/392,4-6=1137/1137,1-7=962/962 NOTES- 1)Wind:ASCE 7-10;Vu@=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=4.8psf;h=25ft;Cat.It;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10:Pf=25.0 psf(flat roof snow);Category 11;Exp B;Fully Exp.;Ct=1.10 3)Provide adequate drainage to prevent water ponding. 4)Gable requires continuous bottom chord bearing. 5)This truss has been designed for a 10.0 psf bottom chard live load nonconcurrent with any other live loads. 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 453 lb uplift at joint 3,1842 lb uplift at joint 5 and 13B9 lb uplift at joint 4. QNuNG Z, _ 8)This truss has been designed for a total drag load of 242 plf.Lumber DOL=(1.33)Plate grip DOL=(1.33) Connect truss to resist drag �PIAS 0 loads along bottom chord from 0-0-0 to 1-5-12 for 242.0 plf. R� O ADO , 54074� A8 CISTEIt ESQ' ssIONAL�G May 14,2020 AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE MI67473 rev.10/03/2015 BEFORE USE. Design valid for use only with MITek®connectors This design Is based only upon parameters shown,and Is for an Individual building component,not ��• a truss system Before use,the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing WOW Is always required for stability and to prevent cDllapse with possible personal injury and property damage.For general guidance regarding the fabdcauon,storage,delivery,erection and bracing of trusses and truss systems,see ANSUfPl1 quality Criteria,DSB-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Corona,CA 92BBO Job Truss Truss Type oty -Ply (Old C&D) K7746724 Bldg#3&A 51BP7 BLOCKING 6 1 Job Reference(optional) Builders FirstSource(Arlington,WA), Arlington,WA-98223. 8.240 s Mar 9 2020 MTek Industries,Inc. Thu May 1410:37:16 2020 Page 1 ID:eHD_geljCX3yScxtIEFOMByaOtx-351Y009KtUeGA9Z36cpjXzsYlmtm FwRS7vPl01 zGcPH i 1.10-G 1-10Fi 1 4x4= 2 Scale=1:17.1 Emm 7- 2x4 3x4 = 5 4 F 1-11-1 00 8$ .I LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Lld PLATES GRIP TCLL 250 Plate Grip DOL 1 15 TC 0.04 Vert(LL) -0.00 5 >999 360 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.02 Vert(CT) -0.00 5 >999 240 TCDL 10.0 Rep Stress Incr YES WB 0.01 Horz(CT) 0.00 3 n/a nla BCLL 0.0 Code IBC2015/TPI2014 Matrix-P Wind(LL) 0.00 5 - 240 Weight:14 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 DF No.2 TOP CHORD Structural wood sheathing directly applied or 1-10-6 oc purlins, BOT CHORD 2x4 HF No.2 except end verticals. WEBS 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 1-10-6. (lb)- Max Horz 5=63(LC 8) Max Uplift All uplift 100 lb or less at joints)5,3,4 Max Grav All reactions 250 lb or less at joint(s)5,3,4,4 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-10;VuR=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=4.Bpsf;h=25ft;Cat.ll;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psi(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0.0 wide will fit between the bottom chord and any other members. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)5,3,4. OWNG 2 9 . 0 WASp,, O � �Y�T 0 r°0 54074 May 14,2020 AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.1WO312015 BEFORE USE. Design valid for use only with MITek®connectors.This design is based only upon parameters shown,and Is for an Individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and pmpedy Incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANS11TPl1 quality Criteria,DSS-89 and BCSI Building Component 250 Klug Circle Safety lnformaflon available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Corona,CA 92880 Job Truss Truss Type Qly Ply (Old C&D) K7746725 Bldg#3&A 58P8 BLOCKING 14 1 Job Reference Ilonel Builders FirstScurce(Arlington,WA), Arlington,WA-98223, 8.240 s Mar 9 2020 MiTek Industries,Inc. Thu May 14 10:37:17 2020 Page 1 ID:eHD_geljCX3yScxlIEFOMByaQtx-XH IwEkAyenm7oJ7GfJKy3BPjKAC?_N IbMZBJwTzGcPG 1.104 1-10-6 4x4 = Scale=1:13.9 1 2 3 1- 3x4= 5 4 2r II 1-10.6 1.104 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.02 Vert(LL) -0-00 5 >999 360 MT20 1851148 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.02 Vert(CT) -0-00 5 >999 240 TCDL 10.0 Rep Stress Incr YES WB 0.01 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Cade ISC2015ITP12014 Matrix-P Wind(LL) 0.00 5 — 240 Weight:12 lb FT=20% LUMBER- BRACING- TOP CHORD 2x6 DF No.2 TOP CHORD Structural woad sheathing directly applied or 1-10-6 oc purlins, BOT CHORD 2x4 HF No.2 except end verticals. WEBS 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 1-10-6. (lb)- Max Horz 5=-47(LC 8) Max Uplift All uplift 100 lb or less at joints)5,3,4 Max Grav All reactions 250 lb or less at joint(s)5,3,4,4 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4 2psf;BCDL=4 8psf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Extedor(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Fully Exp;Ct=1.10 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)5,3,4. QTJlING 2 ° CO •G� ° 54074�' �GIST�� ,SI4NAL�G� May 14,2020 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIE7473 rev.1010312015 BEFORE USE. Design valid for use only with Mfrek®connectors.This design Is based only upon parameters shown,and Is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing WOW Is always required for stability and to prevent collapse with possible personal Injury and property damage- For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANS11TP11 Qualify Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,2670 Craln Highway,Suite 203 Waldorf,MD 20601 Corona,CA 92880 Job Truss Truss Type Qty Ply (Old C&D) K7746726 Bldg#3&A 5BP9 BLOCKING 2 1 _ Job Reference(optional) Builders FirstSource(Arlington,WA), Arlington,WA-96223, 8.240 s Mar 9 2020 MiTek Industries,Inc. Thu May 1410:37:18 2020 Page 1 ID:eHD_geljCX3yScxtl EFOMByaQtx-?TsIR3BaP5u_PSiSD1 s8c0yt1ZYAjg4kbDusTwzGcP F 1-0-14 1.0.14 2x4 lI Scale=1:14.0 1 2 3 ZX4 11] n n u u 0 1• �J 5 4 2x4 I 2x4 11 r 1--14 1-00-id LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) /deft Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.02 Vert(LL) n/a nla 999 MT20 185/148 (Roof Snow=2 0.0 0) Lumber DOL 11.15 BC 0,02 Vert(CT) n/a n/a 999 SCDLL 10 0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 3 n/a n/a RCD1. 10.0 Code IBC2015/TPI2014 Matrix-R Weight:7 lb FT=20% LUMBER- BRACING- TOP CHORD 2x6 OF No.2 TOP CHORD Structural wood sheathing directly applied or 1-0-14 oc purlins, BOT CHORD 2x4 HF No.2 except end verticals. WEBS 2x4 HF No 2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 5=1-0-14,3=1-0-14,4=1-0-14 Max Horz 5=-47(LC 8) Max Uplift 5=-61(LC 6),3=-25(LC 7).4=38(LC 7) Max Grav 5=67(LC 18),3=29(LC 17),4=43(LC 8) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=4.8psf;h=25ft;Cat II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1 60 plate grip DOL=1 60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category Il;Exp B;Fully Exp.;Ct=1.10 3)Provide adequate drainage to prevent water ponding. 4)Gable requires continuous bottom chord bearing. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)5,3,4. Q Q h j+. .e�0154074 ASSj9NAL � May 14,2020 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.1010312015 BEFORE USE. Design valid for use only with MITek®connectors.This design Is based only upon parameters shown,and Is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building design.Bracing Indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing WOW Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSb TPI1 Quality Crfrena,DSB-99 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20501 Corona,CA 92000 Job Truss Truss Type City Ply (Old C&D) K7746727 Bldg#3&A 5BP10 BLOCKING 12 1 Job Reference al Builders FirstSource(Arlington,WA), Arlington,WA-98223, 8:240 s Mar 9 2020 MiTek Industries,Inc. Thu May 14 10:37:16 21=11 Pape 1 ID:eHD_gel jCX3yScxtIEFOMByaOtx-351Y009KtUeGA9Z36cpjxzsYamtm FWVS7VPI01 zGcPH 1-10-6 1-10-6 4x4 = Scale=1:1&9 1 2 3 L_J Li 01- 3x4= 5 4 2r II t-1" NG-6 _ LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.02 Vert(LL) -0.00 5 >999 360 MT20 165/148 (Roof Snow=25.0) Lumber DOL 1,15 BC 0,02 Velt(CT) -0.00 5 >999 240 TCDL 10.0 Rep Stress Incr YES WB 0.01 Horz(CT) 0.00 3 n/a n/a BCLL 0.0 Code IBC2015/TPI2014 Matrix-P Wind(LL) 0.00 5 — 240 Weight:12 lb FT=20% ©CDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 DF No.2 TOP CHORD Structural wood sheathing directly applied or 1-10-6 oc purlins, BOT CHORD 2x4 HF No.2 except end verticals. WEBS 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 1-10-6. (lb)- Max Horz 5=-47(LC 8) Max Uplift All uplift 100 lb or less at joint(s)5,3,4 Max Grav All reactions 250 lb or Jess at joint(s)5,3,4,4 FORCES. (lb)-Max.Comp./Max,Ten.-All forces 250(lb)or less except when shown. NOTES. 1)Wind:ASCE 7-10;Vult=11Omph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=4.Bpsf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Extedcr(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Fully Exp.;Ct=1.10 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will ft between the bottom chord and any other members. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)5,3,4. oVIING Z F wAsr o y 0 54074 O0CIs7R� ' Y1,0NAL G May 14,2020 A WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MIMIC REFERENCE PAGE MIF7473 rev.1010312015 BEFORE USE. Design valid for use only with Mfrek®connectors.This design Is based only upon parameters shown,and Is for an Individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall budding design Bracing indicated Is to prevent buckling of Individual truss web andlor chom members only.Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regam!ng the fabrication,storage,dew",erection and bracing of trusses and truss systems,see ANS11TPIf Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Im'danation wadable from Truss Plate Institute,2670 Crain Highway.Suite 203 Waldorf,MD 20601 Corona,CA 92880 Job PIS sTruss Type Qty Ply (Old C&D) K7746728 Bldg#3&A Monopitch 3 1 Job Reference(optional) Bulldets F•irstSouice(Arlington,WA), Arlington,WA-98223. 6.240 s Mar 9 2020 MiTek Industries,Inc. Thu May 1410:37:19 2020 Page 1 ID:eHD_geliCX3yScxtIEFOMByaQtx-TgQgePBD9POgl cHenkNQ8cUxmzkWS2AuptdQ?MzGcPE B-1-0 5•?a s-104 h 12-1-0 17-111.8 5-94 0-0101 6-0.8 5-10-0 } 1�•0 0.3.0 3x4 ZZ 3,00 112 Scale=1:35.9 1 2 12 3x4 3 3x6 zzz 4 4x6 5 13 3x4 Zz 6 7l 9 Y 9 10 11 3x8 = 3x4 = 8 3x8 = t 5-10-0 8-11.8 17.11.8 5-10-0 3.1.9 _ 940 Plate Offsets(X,Y)- [2:0.0.15.0-1-8],[6:0.0.6,0-1-8],[10:0.3-8,0-1-8] - LOADING (psf) SPACING. 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 25 0 Plate Grip DOL 1.15 TC 0.47 Vert(LL) -0.12 9-10 >999 360 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.66 Vert(CT) -0.25 9-10 >B32 240 TCDL 10.0 Rep Stress Incr YES WB 0.97 Horz(CT) 0.03 8 n/a n/a BCLL 0.0 Code IBC2015/TPI2014 Matrix-AS Wind(LL) 0.03 9-10 >999 240 Weight:76 lb FT=20% 13CDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 HF Nm2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 HF No.2 REACTIONS. (size) 10=Mechanical,8=0-5-8 Max Horz 10=-162(LC 10) Max Uplift 10=97(1-C 13),8=123(LC 9) Max Gram 10=985(LC 20),6=957(LC 20) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-10=-254/47,3-5=1249/94,6-8=-360/115 BOT CHORD 9-10=-35/905,8-9=126/1347 WEBS 3-10=-1083/152,3-9=0/491,5-9=-261/126,5-8=-1271/156 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=4.Bpsf;h=25ft;Cat.It:Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Extedor(2)0-0-0 to 3-0-0,Interior(1)3-0-0 to 16-5-8,Exterior(2)16-5-8 to 19-5-8 zone; cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 20 0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)'This truss has been designed for a live load of 20.Opsf an the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. O1j]Il�tG 2 7)Refer to girder(s)for truss to truss connections. WAS 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)10 except(jt=lb) k90 8=123. G'> 9)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and 1/2"gypsum O sheetrock be applied directly to the bottom chord. _ v0 54074 %s""ONAL G May 14,2020 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. Design valid for use only with Mrrek8 connectors This design Is based only upon parameters shown,and is for an Individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design.Bracing Indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSVrPil Quality Criteria,OSB-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Inslilule,2670 Crain Highway,Sutle 203 Waldorf,MD 20601 Corona,CA 92880 Job Truss Truss Type Qty Ply (Old C&D) K7746729 Bldg#3&A A02 COMMON 1 1 Job Reference optional Builders FlrstSource(Arlinglon,WA), Arlington,VJA-98223, 8.240 s Mar 9 2020 MfTek Industries,Inc Thu May 14 10:37:21 2020 Page 1 ID:eH D_ge1jCX3yScxtIEFOMByaQtx-P2YR35DThOGYGwR1 u9PuD1 aCknOgwzlBH B6W3FzGcPC 2.8-0 2•B 0 , 9-0.2 15-0_ 20(7-12 2' 1 31-1 8 37511 43 3 8 44 9 6, 26�0 2-8-0 6.42 I50-2 5-0-0 5-0-8 6-0.2 64-2 5-10-0 Scale=1:75.9 3-00 12 7x10 MT18HS= 2x4 11 7 2x4 II 5x8 WB B 23 24 9 3x8 ZZ 5x8 %5 Y5 9 3x4 4 10 4x12 � zz 4xe 5xe 1 223 11 2 2B 4x6 �1 12 13 I 21 6x6 = 18 17 16 15 14 6x6 —_ 20 19 27 28 Bx8 —_ 4x8 = 3x4 = 6x10 — 3xe = 6x10 = r 510 0 15A 4 _ 26-1-4 2 -0 34.3.E 433.8 5100 9-2.4 10-1-0 0--12 8-11.8 Plate Olfsets(X,Y)— 120.3-10,Edgel,1120.3.0,0.1-12),(17:0.2-8,Edge) — — LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lld PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 082 Vert(LL) -0.33 17-18 >367 360 MT20 1851148 (Roof Snow=25 0) Lumber DOL 1.15 BC 0.80 Vert(CT) -0.46 17-18 >266 240 MT18HS 1851148 TCLL 100 Rep Stress Incr YES WB 0.93 Horz(CT) 0.13 14 n/a n/a BOLL 0.0 9G��L 10.0 Code IBC2015/TPl2014 Matrix-AS Wind(LL) 0.12 15-17 >999 240 Weight:199 lb FT=20% _ LUMBER- BRACING- TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 OF 180OF 1.6E BOT CHORD Rigid ceiling directly applied. WEBS 2x4 HF No.2 WEBS 1 Row at midpt 4-20,4-18,7-18,10-17,11-14 OTHERS 2x4 HF No.2 2 Rows at 1/3 pis 7-17 REACTIONS. All bearings 25-4-0 except(jt=length)14=0-5-8. (lb)- Max Horz 21=156(LC 43) Max Uplift All uplift 100 lb or less at joints)except 20=1023(LC 41),18=-458(LC 41),17=-2514(LC 36), 21=-2012(LC 33),14=1235(LC 36) Max Grav All reactions 250 lb or less at joint(s)except 20=1230(LC 30),18=1250(LC 30),17=3391(LC 31), 17=1634(LC 1),21=2052(LC 54),14=1483(LC 31) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-7271736,3-4=267212678,4-6�4036/4101,6-7=207212183,7-8=-3474/3784, 8-10=-2040/2257,10-11=-155311147,11-12=1754/1670,2-21=-397/156,12-14=-352/157 BOT CHORD 20-21=-1464/1792,18-20=3128/3160,17-18=5614/5626,15-17=3308/3426, 14-15=-2629/2897 WEBS 3-20=1895/1914,4-20=-267212697,4-18=-2248/2238,6-18=603/130,7-18=194111978, 7-17=3386/3222,8-17=-592/140,10-17=-1163/569,10-15=-478/799,11-15=746/742, 3-21=2647/2641,11-14=2903/2746 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=4.Bpsf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)-2-6-0 to 1-9-15,Interior(1)1-9-15 to 15-8-13,Exterior(2)15-8-13 to 24-4-11 ,Interior(1)24-4-11 to 40-5-9,Exterior(2)40-5-9 to 44-9-8 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 )N"NG 2A, 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 O 3)Unbalanced snow loads have been considered for this design. wA S 4)This truss has been designed for greater of min roof live load of 20.0 psf or 2-00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 0 5)All plates are MT20 plates unless otherwise indicated. y 6)This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads. 7)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. + $4UZ4� tq 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 1023 lb uplift at joint 20,458 lb uplift at O� G R joint 18,2514 lb uplift at joint 17,2012 lb uplift at joint 21 and 1235 lb uplift at joint 14. ATE 9)This truss has been designed for a total drag load of 310 plf.Lumber DOL=(1.33)Plate grip DOL=(1.33) Connect truss to resist drag SjON1G loads along bottom chord from 0-0-0 to 25-4-0 for 529.8 plf. 10)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and 112"gypsum sheetrock be applied directly to the bottom chord. May 14,2020 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design Is based only upon parameters shown,and is for an individual building component,not • a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing WOW is always required for stability and to prevent collapse with possible personal injury and property damage, For general guidance regarding the fabrication,storage,delivery,erectlon and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Corona,CA 92880 lob Truss �Crusaonpa Qty Ply (Okf C&D) K7746730 Bldg#3&A A03 om 1 1 Job Reference o banal Builders FirstSource(Arlington,WA), Arlington,WA-98223, 8.240 s Mar 9 2020 MTek Industries,Inc. Thu May 14 10:37:23 2020 Page 1 ID:eHD_gel JCX3yScxtIEFOMByaQtx-MRgSUnE)Dd WG WEbPOa RMJSfYEa4YOylUkVbd87zGePA �6 0 2 8-0 9-0.2 15 0 4 _20.0-12 251 4 31-1 6 37-s 8 43 3.8 44-9 8 z�-0 i 2-"F 6-4-2 6A•2 I 5•o a ( s e a ( Z-2 I 6.4.2 s1D-o 1•s.o Scale=1:76.0 3-00 12 5x8 = 2x4 II 7 2x4 II 3x8 7::: 6 23 24 8 3x6 ZZ 3x4 5 259 3x4 4 10 3x6 44 5x8 I 223 11 r 2 26 3x0 I 1 12 13I9 `T 21 20 19 18 27 28 17 15 15 14 3x4 = 3x4= 3x8 =5x8 = 4x12 = 3x8 = 3x4 = 3x8 = 5.10-0 r 15." 2514 1 34.3.8 43-M 5~ 10.0 -r 9.2-4 -' 10.1-0 ' 9.24 9.0.0 � Plate Offsets(X,Y)— (2:0.3.10,E1gej LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 25 0 Plate Grip COL 1.15 TC 0.82 Vert(LL) -0.41 17-18 >732 360 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.71 Vert(CT) -0.58 17-18 >514 240 TCDL 10.0 Rep Stress Incr YES WB 0,61 Horz(CT) 0.03 17 n/a n/a BCLL 0.0 Code IBC2015/TP12014 Matrix-AS Wind(LL) 0.03 18-20 >999 240 Weight:190 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 HF No 2 TOP CHORD Structural wood sheathing directly applied, except end verticals BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 HF No.2 WEBS 1 Row at micipt 7-17,10-17 REACTIONS. (size) 17=0-5-8,21=0-5-8,14=0-5-8 Max Horz 21=48(LC 17) Max Uplift 17=-161(LC 9),21=177(LC 8),14=-111(LC 9) Max Grav 17=2452(LC 1).21=1236(LC 19),14=673(LC 20) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 3-4=-1373/121,4-6=1085/120,6-7=10921160,7-8=0/997,8-1 0=34/1 010. 10-11=467/73,2-21=404/157,12-14=349/124 BOT CHORD 20-21=-117/852,18-20=-15011410,15-17=270i78,14-15=108f708 WEBS 3-20=0/538,4-18=530/114,6-18=599/119,7-1 8=1 0 811 345,7-17=-1671/138, 8-17=594/122,10-17=-1054/163,10-15=0/554,11-15=420/132,3-21=1 307/154, 11-14=-597/131 NOTES- 1)Wind:ASCE 7-10;Vult=11Omph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=4.8psf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)-2-6-0 to 1-9-15,Interior(1)1-9-15 to 15-8-13,Exterior(2)15-8-13 to 24-4-11 ,Interior(1)24-4-11 to 40-5-9,Extedor(2)40-5-9 to 44-9-8 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25 0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. Cil,"G zt, 5)This truss has been designed for a 10-0 psf bottom chord live load nonconcurrent with any other live loads. �rpst,_`L40 6)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide O will fd between the bottom chord and any other members,with BCDL=10.Opsf. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 161 lb uplift at joint 17,177 lb uplift at joint 21 and 111 lb uplift at joint 14. 8)This truss design requires that a minimum of 7116"structural wood sheathing be applied directly to the top chord and 1/2"gypsum sheetrock be applied directly to the bottom chord. '0p 54074 4� �ssIONALG� May 14,2020 AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II-7473 rev.1010312015 BEFORE USE. Design valid for use only with MRek®connectors.This design Is based only upon parameters shown,and Is for an indMdual building component,not a truss system.Before use,the building designer must verity the applicability of design parameters and properly incorporate this design Into the overall building design.Bracing Indicated is to prevent buckling of lndividual truss web andfor chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse whh possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSITRI Duality Criteria,DSB-89 and SCSI Building Component 250 Klug Circle Salary Information milable from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Corona,CA 92800 Job Truss Truss Type Qty Fp'l (Old C&D) K7746731 Bldg#3&A A04 COMMON 1 1 Job Reference(optional) Builders FirstSource(Arlirglon,WA), Arlington,WA-98223, B-240 s Mar 9 2020 MiTek Industries,Inc. Thu May 14 10.37:26 2020 Page 1 ID:eHD_geljCX3yScxtIEFOMByaQtx-mOLK6pHcWYvrNhJ_hi73w4H2Bo2LbF2wQSgH ISzGcP7 -2" 2 8-0 6-10A 4 0-2 , 15-0-0 20-0-12 25.1-4 I 31-1-6 37-5.8 1 43-3-8 449 8 2�-0 28-0 4-2-9 2-1-9 6-02 5-0.8 6-0-8 6-0-2 84-2 5.10-0 1�-0 Scale=1:75.9 3.00 12 5x8 = 2x4 I 7 2x4 I 3x8 6 24 258 5xl2 MT20HS WB zz 3x8 =5 269 8x10 ZZ 4 10 4x12 4x12 = 5x8 I I 233 11 27 4x6 2 I I 1 12 13 I 22 21 20 19 28 29 18 8xB = 14 6x6 = 46 = 48 = 17 16 15 6x10 = 5x12 MT20HS WB = 5x12 MT20HS WB = 6x10 = 610-0 8 10 16-0 4 25 C-t t N-4 31-0-15 34-3A 38-0-11 1 433.8 5.1000 1.0.1 81-11 t O-0.7 0 -9 8-7-1 t 2 8 9 �45 3 4513—� Plate Offsets(X,Y)-- 12:0.3-110,Ed9e1,112:0.3-0,0-1-121,(19:0-2.0,0-1-81 — LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ltd PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.84 Vert(LL) -0-33 18-19 >908 360 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.96 Vert(CT) -0.47 18-19 >642 240 MT20HS 139/111 TCDL 10.0 Rep Stress Incr YES WB 0 83 Horz(CT) 0.17 16 rile n/a BCLI_ 10.0 Code IBC2015/TPI2014 Matrix-AS Wind(LL) 0.15 19-21 >999 240 Weight:202 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 DF 180OF 1.6E BOT CHORD Rigid ceiling directly applied. WEBS 2x4 HF No.2 WEBS 1 Row at midpt 4-19,7-19,7-18,10-18,10-16,11-14 OTHERS 2x4 HF No 2 REACTIONS. All bearings 13-11-8 except(jt=length)22=0-5-8,14=0-5-8,15=0-3-8. (lb)- Max Horz 22=421(LC 51) Max Uplift All uplift 100 lb or less at joints)except 22=1941(LC 33),18=1788(LC 33),16=-2440(LC 44). 14=-1477(LC 36) Max Grav All reactions 250 lb or less atjoint(s)15 except 22=2414(LC 30),18=3095(LC 28),18=1984(LC 1). 16=2544(LC 53),14=1522(LC 53) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-728/734,3-4=3026/2484,4-6=2558/2117,6-7=2080/1658,7-8=-2713/2945, 8-10=-4611/4870,1 0-1 1=2 0 22120 6 6,11-12=-1631/1644,2-22=-404/157,12-14=-322/179 BOTCHORD 21-22=1434/1752,19-21=3596/4003,18-19=-4741/4887,16-18=722317177, 15-16=-3131/2717,14-15=3131/3129 WEBS 3-2 1=-1 66711932,4-21=-1 268/1359,4-19=-1244/1176,6-19=-598/130,7-1 9=8 3 911 74 7, 7-18=-1589/181,B-18=592/146,10-18=3052/2952,10-16=3514/3625,11-16=-985/899, 3-22=2952/2547,11-14=-3178/3217 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=4.Bpsf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)-2-6-0 to 1-9-15,Interior(1)1-9-15 to 15-8-13,Exterior(2)15-8-13 to 24-4-11 ,Interior(1)24-4-11 to 40-5-9,Extedor(2)40-5-9 to 44-9-8 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 ()WNG 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 WAS 40 3)Unbalanced snow loads have been considered for this design. O 4)This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs > . non-concurrent with other live loads. 5)All plates are MT20 plates unless otherwise indicated. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.0psf. �+(� S4O74 k7� 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 1941 lb uplift at joint 22,1788 Ib uplift at p� `�Grs�R�O ' joint 18,2440 lb uplift at joint 16 and 1477 lb uplift at joint 14. L4�, G 9)This truss has been designed for a total drag load of 310 plf.Lumber DOL=(1.33)Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 24-10-8 to 38-10-0 for 961.5 plf. SjdNAL 10)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and 1/2"gypsum sheetrock be applied directly to the bottom chord. May 14,2020 AWARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. Design valid for use only with Mrrek®conneclors.This design Is based only upon parameters shown,and is for an individual building component,not - e truss system-Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabdcation,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTP11 Quality Criteria,DSB-89 and BCSI Building Component 250 Mug Circle Safety information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Corona,CA 92880 'V , 4 Job T uss Truss Type Qty Ply [Old C 8:D) K7746732 Bldg 1R3&A A05 Common 10 1 ob Reference(optional) Builders FiretSource(Arlington,WA), Arlington,WA-96223. 6.240 s Mar 9 2020 MiTek Industries,Inc. Thu May 1410:37:28 2020 Page 1 ID:eH D_geljCX3yScxtIEFOMByaQtx-iOT4XU 1s2A9ZC?TNp71 XOVMPzbkk39uDumJOpL2GcPs 22�6 O ' 9-0-2 5-0-4 20 -12 25-1-4 11.6 37�5-8 43-3-8 44-9-0 2 -0 5-0-6 326-4-2 2 5-M -0 5.10-0 TW Scale=1:76.0 3.00 12 5x8 = 2x4 11 7 2x4 11 3x8 6 24 S258 Us 3x4%5 269 3x8 4 10 4x6 5x8 ZZ 5x8 11 233 11 2 27 5x8ZZ 1 12 13�¢ 22 21 20 19 28 29 1s 17 15 15 14 3x8 = Us = 4x12 = 300 = 3x8 = 5xB = 4x8 = 3x6 11 4xB = 5-10-0 t5-0.4 20.0.12 25.1.4 34.3-8 3&7•4 43.3.8 s•10-0 9.2.4 5-08 tr-0-8 {— 9.2-4 4.3.12 Plate Offsets(X,Y)— 12:0-3-10,Edge],[11:0-4-0,0-1-81,[12:0-3-0,0.2-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Ildefl Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.82 Vert(LL) -0.46 18-19 >999 360 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.97 Vert(CT) -0.75 18-19 >610 240 TCDL 10 0 Rep Stress Incr YES WB 0.81 Horz(CT) 0.11 14 rile nla BCLL 0.0 Code IBC2015/TPI2014 Matrix-AS Wind(LL) 0.09 19 >999 240 Weight:191 lb FT=20% BCDL 10-0 LUMBER- BRACING- TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 HF No.2 WEBS 1 Row at midpt 7-18 REACTIONS. (size) 14=0-5-8,22=0-5-8,15=0-5-8 Max Horz 22=48(LC 13) Max Uplift 14=-589(LC 19),22=-209(LC B),15=210(1_13 9) Max Grav 14=32(LC 8),22=1857(LC 19),15=2908(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 34=2474/169,4-6=-2786/236,6-7=2792/272,7-8=2373/255,8-10=2363/220, 10-11=924/86,11-12=-115/1901.2-22=-410/158,12-14=8/620 BOT CHORD 21-22=-139/1445,19-21=-201/2754,16-19=-79/2074,16-18=-104/1739,15-16=-894/98 WEBS 3-21=-28/1129,4-21=654/115,3-22=2148/186,6-19=595/119,7-19=-99/1083, 7-18=-75/558,8-18=585/121,10-18=13/755,10-16=-1480/156,11-16=86/2121, 12-15=1649/136,11-15=2556/227 NOTES- 1)Wind:ASCE 7-10;Vult=11Omph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=4.8psf;h=25ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)-2-6-0 to 1-9-15,Interior(1)1-9-15 to 15-8-13,Extedor(2)15-8-13 to 24-4-11 ,Interior(1)24-4-11 to 40-5-9,Exterior(2)40-5-9 to 44-9-8 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Fully Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. C$ING 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ` wA.Sp, RQ 6)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide `�VQ will fit between the bottom chord and any other members,with BCDL=10.Opsf. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 589 lb uplift at joint 14,209 lb uplift at 0 joint 22 and 210 lb uplift at joint 15. 8)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and 1/2"gypsum sheetrock be applied directly to the bottom chord. 54074 � �,d+ �GIST6R� �SS�ONAL � May 14,2020 AWARNING.Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. Design valid for use only with Mrrek®connectors.This design Is based only upon parameters shown,and Is for an individual building component,not a truss system.Before use,the building designer must verity the applicability of design parameters and properly incorporate this design into the overall building design Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing MiTek, is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI?PI1 Quality Criteria,DSB439 and SCSI Building Component 250 Klug Circle Safetylnfa matlon available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Corona,CA 92880 �yl i .Job Truss Truss Type City Ply (Old C&D) Bldg#3&A I A05A Common 12 1 K7746733 Job Reference(optional) Builders FirstSource(Arlington,WA), Arlington,WA-98223, 8.240 s Mar 92020 MITek Industries,Inc. Thu May 1410:37:30 2020 Page 1 ID:eHD_geljCX3yScxtIEFOMByaOtx-fnbryAK6anPHrldlwY3?5wRlgPSXX02WL4oVuDzGcP3 rr-6-0 F 2.8.0 ( 9.0 2 15-04 20-0-12 25-1.4 31-1.8 I 37.5.8 43-3A ¢4.9.8, 2 8 0 2A-O 6-4-2 8-0-2 "_8 5-0 8 8-0.2 6-0-2 5 10-0 1.8-0 Scale=1:76.0 3.00 12 5x8 = 2x4 I I 7 2x4 I I 3x8 6 24 258 3x8 4x6 5 26 9 4x6 4 10 5x16 5x8 46 I 233 11 2 27 5x8 11 12 13 T v 11 22 21 20 19 28 29 16 17 16 15 11 14 8x16 MT20HS= 5x8 = 5x8 = 3x10 = 3x8 = 5x8 = 4x8= 3x6 5x12 MT20HS WB = 5 t0-0 16-0.4 20.0-12 25-1 34-3-B 38.7.4 43 3 8 �5.10.0 N 4 5-0 8 5-0 8 l 9-2-4 ( 4312 4 8 4 n Plate Offsets(X,1)— f2:0.3.0,0-1-121,(11:0.4.0.0-1-81,f12:0-3-0,0.2-81,(22:Edge,0-3-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl L/d PLATES GRIP TCLL 25.0 plate Grip DOL 1 15 TC 0.80 Vert(LL) -0 39 18-19 >999 360 MT20 1851148 (Roof Snow=25.0) Lumber DOL 1.15 BC 082 Vert(CT) -0.63 18-19 >731 240 MT20HS 139/111 TCDL 10.0 Rep Stress Incr NO WB 0.96 Horz(CT) 0.17 14 n/a n/a BCLL 0.0 Code IBC2015/rP12014 Matr,x-AS Wind(LL) 0.08 19 >999 240 Weight:204 lb FT=20% ilCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF 1800F 1.6E*Except* TOP CHORD Structural wood sheathing directly applied, except end verticals. 9-13:2x4 HF No.2 BOT CHORD Rigid ceiling directly applied. BOT CHORD 2x4 DF 180OF 1.6E`Except` WEBS 1 Row at midpt 7-18 14-17:2x4 HF No.2 WEBS 2x4 HF No.2 OTHERS 2x4 HF No.2 REACTIONS. (size) 14=0-5-8,22=0-5.8,15=0-5-8 Max Harz 22=4851(LC 27) Max Uplift 14=-504(LC 19),22=210(LC 8),15=205(LC 9) Max Grav 14=27(LC 8),22=3260(LC 28),15=2997(LC 27) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 3-4=-4976/284,4-6=6669/1352,6-7=6658/1343,7-8=3011/258,8-10=3017/223, 10-11=-1344/91,11-12=-106/1806,2-22=-423/163,12-14=-3/537 BOT CHORD 21-22=2044/4866,19-21=203/4374,18-19=-81/2755,16-18=-107/2240,15-16=901/86 WEBS 3-21=-291/2451,4-21=1654/421,4-19=-953r751,3-22�4061/183,6-19=593/119, 7-19=-99/1400,7-18=75/584,8-1 8=5 8 511 21,10-18=-10/769,10-16=1611/152, 11-16=-8212292,12-15=1757/123,11-15=-2717/224 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=4.Bpsf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)-2-6-0 to 1-9-15,Interior(1)1-9-15 to 15-8-13,Exterior(2)15-8-13 to 24-4-11 ,Interior(1)24-4-11 to 40-5-9,Extedor(2)40-5-9 to 44-9-8 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 ONLtNG Z� 3)Unbalanced snow loads have been considered for this design. • O 4)This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf an overhangs O non-concurrent with other live loads. 5)All plates are MT20 plates unless otherwise indicated. h �� 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)`This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 504 lb uplift at joint 14,210 lb uplift at 4� ,p_54074 rt/� joint 22 and 205 lb uplift at joint 15 OA `�CZS Rip 9)Load case(s)27,28 has/have been modified.Building designer must review loads to verify that they are correct for the intended use of this truss. �`SIGNALG 10)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and 1/2"gypsum sheetrock be applied directly to the bottom chord. 11) Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s) at 20-0-12 on top chord. The May 14,2020 atiriodips of such connection devices is the res onsibilit of others. A WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIJ•7473 rev.10/03/2015 BEFORE USE. Design valid for use only with Mrrek®connectors.This design is based only upon parameters shown,and Is for an Individual building component,not • a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design.Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,2670 Crain Highway,Suile 203 Waldorf,MD 20601 Corona,CA 92880 Job T uss Truss Type City Ply (Old C&D) K7746733 (Bldg#3&A AOSA Common 2 1 Job Reference(optional) Builders FirstSource(Arlington,WA), Arlington,WA-98223. 8.240 s Mar 9 2020 MITek Industries,Inc Thu May 1410:37:30 2020 Page 2 ID:eHD_geljCX3yScxtIEFOMByaQtx•fnbryAK6anPHrldlwY39SwRlgPSXX02 WL4oVuDzGcP3 NOTES- 12) In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard Except: 27) User defined:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-2=70(F),2-7=70(1`),7-12=-70(F),12-13=70(F),14-22=20(1`) Concentrated Loads(lb) Vert:7=1213(F) Horz:7=4851(F) 28) User defined:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-2=70(F),2-7=70(1`),7-12=-70(F),12-13=70(F),14-22=20(1`) Concentrated Loads(lb) Vert:7=-1213(F) Horz:7=4851(F) A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,711.7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTekill,connector.This design Is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verity the applicabAnly of design parameters and property incorporate In%design into the overall Wt budding design-Bracing Indicated is to prevent buckling of Individual truss web andfor chord members only Additional temporary and permanent bracing M iTe k' is always required for stabildy and to prevent collapse with possibio personal Injury and properly damage. For general guidance regarding the fabrication,storage.delivery,erection and bracing of trusses and truss systems,see ANSVTPIf Quality Criteria,DSB-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Prato fnsteuto,2670 Crain Highway,Stile 203 Waldorf,MO 20801 Corona,CA 92BBO Job rues Truss Type Qty Ply (Old C&D) K7746734 Bldg fp&A COMMON 1 1 Job Reference(optional) Builders FirslSource(Arlington,WA), Arlington,WA-98223. 8.240 s Mar 9 2020 MiTek Industries,Inc. Thu May 14 10:3T32 2020 Page 1 ID:eHD_geljCX3yScxtIEFOMByaQtx-bAibNsLN6Of_5cnB2z6TALX9 DDp??OopOHcy6zGcP1 2&0 9 02 15-04 20-0.12 2cs1.4 31-18 37-5A 43-1-14 2 8-0 8 4 2 8-0 2 S." 5-0.8 6A-2 6 4 2 5-88 Scale=1:73.4 3.00 12 5x8 = 2x4 II 6 2x4 II US 5 23 24 7 3x8 5x8 :::4 22 1 25 8 5xB ZZ 3 9 US 3x10 21 5x8 ZZ 2 10 1 25 4x6 ZZ 11 20 SX8 = 17 15 5x8 = 6x6 = 12 6x6 = 19 18 5x12 = 27 28 5x12 = 15 14 13 3x6 II 3x8 = 3x8= 5-1t}0 15-04 20-0-12 25-14 34-3-8 36-7-4 38- -0 43-1-14 510-0 ,_4 5-0 8 S-0 8 11-2-4 4 3 12 0•.2 4-3.14 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 250 Plate Grip DOL 1.15 TIC 0.57 Vert(LL) -0.33 16-17 >370 360 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.51 Vert(CT) -0.44 16-17 >272 240 BCDL 10.0 I Rep Stress Incr YES WB 0.67 Horz(CT) 0.01 12 n/a n/a BCLL 0.0 BCDL 10 Code IBC2015/TP12014 Matrix-AS Wind(LL) -0.01 12-13 >999 240 Weight:194 Ito FT=20% .0 LUMBER- BRACING- TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 DF 180OF 1,6E BOT CHORD Rigid ceiling directly applied. WEBS 2x4 HF No 2 WEBS 1 Row at micipt 3-19,3-17,6-17,6-16,9-16,9-14 REACTIONS. All bearings 38-10-0 except(jt=length)12=0-3-14. (lb)- Max Harz 20=-45(LC 43) Max Uplift All uplift 100 lb or less at joint(s)except 12=697(LC 43).19=-909(LC 40),17=-589(LC 32). 20=-1414(LC 32),16=-582(LC 35),14=638(LC 35),13=1255(LC 43) Max Grav All reactions 250 lb or less at joint(s)except 12=771(LC 52),19=1203(LC 29).17=1385(LC 29), 20=1485(LC 53),16=1358(LC 30),14=924(LC 30).13=1363(LC 52),13=377(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=747/743,2-3=1769/1759,3-5=2449/2462,&6=1083/1162,6-7=-1087/1161, 7-9=-2430/2444,9-10=1694/1687,10-11=1453/1425,11-12=714/710 BOT CHORD 19-20=-1221/1419,1 7-1 9=1 95 211 9 9 6,16-17=1551/1633,14-16=191911965, 13-14=-7571778,12-13=-1350/1411 WEBS 2-19=1424/1441,3-19=-2191/2173,3-17=-1791/1813,2-20=-1971/1967,5-17=-588/169, 6-17=-1862/1828,6-16=1861/1828,7-16=-566/174,9-16=1801/1824,9-14=2191/2172, 10-14=-1804/1820,11-13=141011401,10-13=1732/1724 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=4.Bpsf;h=25ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Comer(3)0-1-12 to 4-5-9,Exterior(2)4-5-9 to 15-8-15,Comer(3)15-8-15 to 24-4-9, Exterior(2)24-4-9 to 38-8-5,Comer(3)38-B-5 to 43-0-2 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25 0 psf(flat roof snow);Category 11;Exp B;Fully Exp.;Ct=1 10 1 G 3)Unbalanced snow loads have been considered for this design. O 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ` 'VAS O 5)'This truss has been designed for a live load Of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide �. will fit between the bottom chord and any other members,with BCDL=10 Opsf. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 697 lb uplift at joint 12,909 lb uplift at O joint 19,589 lb uplift at joint 17,1414 lb uplift at joint 20,582 lb uplift at joint 16,638 lb uplift at joint 14 and 1255 lb uplift at joint 13. 7)This truss has been designed for a total drag load of 310 pit.Lumber DOL=(1.33)Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 43-1-14 for 310.0 plf. 8)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and 1/2"gypsum �A 54074 tq� sheetrock be applied directly to the bottom chord. ��t. GjS 4 AL�yG May 14,2020 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE MIP7472 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and Is for an Individual building component,not ��• a truss system.Before use,the building designer must verity the applicability of design parameters and properly Incorporate this design into the overall building design Bracing Indicated is to prevent buckling of Individual truss web andlor chord members only.Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI1TPI1 Qualify Criteria,DS13-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Corona,CA 92880 M Job Truss Truss Type ri Ply (Old C 8 D) K7746735 Bldg#3 8 A AOBS GABLE 1 Job Reference optional) Budders FirstSoulce(Arlington,WA), Arlington,WA-98223, 8.240 s Mar 9 2020 MiTek Industries,Inc. Thu May 14 10:37:40 2020 Page 1 ID:eHD_geljCX3yScxtIEFOMByaQtx-MiBc2bSODsgs2rOgWeFLV1 sVhRxttbD_eeD1 DezGcOv 2 8-0 5-0.2 15-0-4 20.0-12 25-1-4 31-14 37.5-8 43.1-14 2�0 8rL2 6-0.2 5-0-8 5.0-8 6-0-2 6.f 2 5.8.6 Scale=1:73.1 3.00 12 5X8 = 8 3x8 5 77 787 3x8 4x6 :4 76 79 B 5x8 ZZ 3 9 4x8 75 5x8 = 34 II 2 10 1 80 4xB 11 I 35 34 33 4x6 = 31 30 29 27 28 25 24 23 22 21 19 18 17 US = 15 14 13 81 12 6x6 = 32 28 6x10 = 6x10 = 20 16 6x6 = 3x6 3xB = 3xB = 5-10-0 15-0.4 N: 12 25.1.4 34-M 38-7.4 38- -0 43.1-14 5-10-0 9.2-d 5-0.6 5.0.8 9-2.4 4.3.12 0--2 4.:1 Plate Offsets(X.Y)— [4:0.3-3,0.1-8],[6:0-2-0,0-0-4),[8:0.3.3,0.1-81,[35:0-2-12,0-3.0],[69:0-2.0,0.0-111 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (loc) Ildefl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.58 Vert(LL) -0.03 32 >999 360 MT20 1851148 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.56 Vert(CT) -0.03 32 >999 240 TCDL 10.0 Rep Stress Incr YES WB 0.79 Horz(CT) 002 25 n/a n/a BCLL a 0 Code IBC2015/TPI2014 Matrix-AS Wind(LL) 0.03 32 >999 240 Weight:276 Ito FT=20% RC'D1. 10.0 LUMBER- BRACING- TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 HF No.2 WEBS 1 Row at midpt 3-27,6-27,6-21,9-21,9-16 OTHERS 2x4 HF No.2 REACTIONS. All bearings 38-10-0 except(jt=length)12=0-3-14. (lb)- Max Horz 35=-85(LC 51) Max Uplift All uplift 100 lb or less at joint(s)30,34 except 12=555(1_C 43), 27=1111(LC 40),35=-1900(LC 32),21=-803(LC 35),16=855(LC 43),13=1163(LC 43),31=120(LC 40),33=-168(LC 40),14=-146(LC 5) Max Grav All reactions 250 lb or less at joint(s)24,25,26,29,30,31,33,34, 23,22,19,18,17,15 except 12=620(LC 52),27=1682(LC 29),35=1962(LC 53), 21=1231(LC 30),16=962(LC 30),13=1391(LC 52),13=447(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-729/736,2-3=2571/2509,3-5=2472/2493,5-6=-108B/l198,6-7=-1343/1428, 7-9=-2157/2179,9-10=-1259/1256,10-11=1149/1125,11-12=-572/569 BOT CHORD 34-35=1873/1892,33-34=1212/1232,32-33=523/623,31-32=-2195/2239, 3 0-31=-1 42 711 470,29-30=7381741,27-29=1085/1128,26-27=1201/1266, 25-26=-842/907,24-25=-545/610,23-24=1234/1299,22-23=1923/1988, 21-22=-2282/2347,19-21=565/605,18-19=-1254/1294,17-18=1943/1983, 16-17=2712/2751,15-16=6941711,14-15=1363/1400,13-14=-1515/1532 WEBS 2-32=1738/1782,3-32=-1528/1558,3-27=-1458/1439,2-35=-262212576,5-27=-590/170, 6-27=2076/2030,6-21=-2102/2077,7-21=566/174,9-21=-1912/1929.9-16=2307/2296, 10-16=-1690/1705,11-13=1133/1127,10-13=1624/1618 �rji[NG 2 NOTES- w k40 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=4.Bpsf;h=25ft;Cat.II;Exp B;Enclosed; O� MWFRS(envelope)gable end zone and C-C Comer(3)0-1-12 to 4-5-9,Exterior(2)4-5-9 to 15-8-15,Comer(3)15-8-15 to 24-4-9, Extedor(2)24-4-9 to 38-8-5,Comer(3)38-8-5 to 43-0-2 zone;cantilever left and right exposed;end vertical left and right y �Z exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 a 4)Unbalanced snow loads have been considered for this design. PD 54074 5)All plates are 2x4 MT20 unless otherwise indicated. 'A.�S�r'1 6)Gable studs spaced at 2-0-0 cc. SSjo1VAL 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other Ilve loads 8)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. May 14,2020 AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.1010312015 BEFORE USE. Design valid for use only with MrrekO connectors.This design Is based only upon parameters shown,and is for an individual building component,not • a truss system,Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal Injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUrP11 Quality Criteria,DSB-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,NID 20501 Corona,CA 92880 Job Truss Truss Type Oty Ply (Old C&D) K7746735 Bldg#3&A A06S GABLE 1 1 Job Reference(options) Builders FirstSource(Arlington,WA), Arlington,WA-98223. 8 240 s Mar 9 2020 MiTek Industries,Inc. Thu May 14 10:37:412020 Page 2 ID:eHD_gBljCX3yScxtIEFOMByaOb(-qul?GxSo_9ojg?zt3Mma1 FPgRrH5c2T7tlyam4zGeOu NOTE5- 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)30,34 except Qt=1b)12=555,27=1111,35=1900,21=803 ,16=855,13=1163,31=120,33=168,14=146. 10)This truss has been designed for a total drag load of 310 plf.Lumber DOL=(1.33)Plate grip DOL=(1.33) Conned truss to resist drag loads along bottom chord from 0-0-0 to 38-10-0 for 344.5 plf. 11)This truss design requires that a minimum of 7116"structural wood sheathing be applied directly to the top chord and 1/2"gypsum sheetrock be applied directly to the bottom chord. A,WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MITek®connectors.This design Is based only upon parameters shown,and Is for an individual building component,not a truss system Befofo use,the building designer must verily the applicability of design parameters and properly morporule this design into the ovemil building design Bracing rdloated Is to prevent buckling of IndMdual truss web and/or chord members only,AddlOnal temporary and petmanoM brat Ing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI?PIf Quality Criteria,DSB-09 and SCSI Building Component 250 Klug Circle Safety Infbrmaflon available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Corona,CA Kam Job Truss Truss Type City Ply (Old C&D) K7746736 iBldg#3&A A07 Common 7 1 Job Reference(optional) Builders FirstSource(Arlington,WA), Arlington,WA-98223, 8.240 s Mar 9 2020 MI Industries,Inc. Thu May 1410:37:42 2020 Page 1 ID:eHD_ge1jCX3yScxtIEFOMByaQtx-15JNTHTelTwaHBY3d3HpaSxs5F WNLXDH6yi71XzGcOt 0-'(r6_ _ 6-1-8 11-2-0 16-2-B 22-2-10 26-5-8 28-0-12 34-4-12 3�10-12, 0-i'ri 6-0-2 5-0� 5-0-0 6-0-2 4-2-14 2-1-4 5-10-0 1-6-0 Scale=1:59.0 3.00 12 4x6 I 3 2x4 II 18 19 2x4 II 2 4 3x5 5x8 16 17 5 3x4 1 8 5x8 ZZ 7 20 4x4 II 8 _ 9 15 14 21 22 13 12 11 10 3x4 II 4x8 — 5x8 — 44 3x4 — 5x12 MT20HS= 8.14 11.2.0 16-2-6 254-12 B, 344-12 6.1.8 5-0 8 5-0 8 9-24 01 7-114 Plate Offsets(X,Y)— (B:D-2-0,0-1-121,(14:0.2-12,0-1 81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1 15 TIC 53 Vert(LL) -0.42 13-14 >971 360 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1.15 BC 0,94 Vert(CT) -0,74 13-14 >554 240 MT20HS 1391111 TCDL 10.0 Rep Stress Incr YES WB 0.69 Horz(CT) 012 10 n/a n1a BCLL 0.0 9COL Code IBC2015/TPI2014 Matrix-AS Wind(LL) 0.12 11-13 >999 240 Weight:154 lb FT=20% 0.0 LUMBER- BRACING- TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied, except end verllcals. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 HF No.2 WEBS 1 Row at midpt 3-14.7-10 REACTIONS. (size) 15=Mechanical,10=0-5-8 Max Horz 15=94(LC 8) Max Uplift 15=-91(LC 8).10=168(LC 9) Max Grav 15=1532(LC 1),10=1653(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=15021163,2-3=1504/200,3-4=2507/271,4-6=-25141232,6-7=3165/276, 7-8=309/19,1-15=14881151,8-10=391/120 BOT CHORD 13-14=-4B/1666,11-13=-225/2954,10-11=267/2908 WEBS 2-14=638/135,3-14=-554/93,1-14=97/1673,3-13=130/1289,4-13=-450/121, 6-13=-686/140,6-11=0/252,7-11=0/266,7-10=2905/311 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=4.Bpsf;h=25ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)0-1-12 to 3-7-0,Interior(1)3-7-0 to 7-8-12,Extericr(2)7-8-12 to 14-7-4. Interior(1)14-7-4 to 32-5-8,Exterior(2)32-5-8 to 35-10-12 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)All plates are MT20 plates unless otherwise indicated. 0JA)N(3 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 8)Refer to girder(s)for truss to truss connectlons. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)15 except Qt=lb) 10=188, 10)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and 1/2"gypsum r sheetrock be applied directly to the bottom chord. �+ 54074 Off, �G75TElt� �sSl�NAl, May 14,2020 A WARNING-Verify design parameters and READ NOTES ON TMS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.1010312015 BEFORE USE. Design valid for use only with Mnak®connectors This design is based only upon parameters shown,and Is for an individual building component,not a truss system Before use,the building designer must verily the applicability of design parameters and pmperiy Incorporate this design Into the overall building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing M iTe k' Is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing or trusses and truss systems,see ANSVTPI1 Qualify Criteria,DSB-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Corona,CA 92B60 Job Truss Truss Type Qty JPly (Old C&D) K7746737 Bldg#3&A A07A Common 1 1 Job Reference o bnel Builders FirstSource(Arlington,WA), Arlington,WA-98223, 8.240 s Mar 9 2020 MiTek Indus tries,Inc, Thu May 1410:37:43 202D Page 1 ID:eHD_geljCX3yScxtIEFOMByaOtx-m HtlhdUG Wn2Rvl7FBno27gUxFetO4w7QLcRhgzzGcOs 0- 6-1-8 11-2-0 16.2-8 22-2-10 26.5-0 21- -12 34-4-12 5-10-12 0-1 6-0-2 5-043 5-0-8 6-0-2 4-2-14 2-1� 5-to' Scale=1:59.0 3.00 12 5x8 = 3 2x4 I 19 20 2x4 II 2 4 US8xB : 17 18 5 3x4 Zz 1 8 6x10 Zz 7 21 5x8 I e 9 I 16 15 14 22 23 13 12 11 10 3x4 11 Bx12 —5x8 WB= 5x8 — 3x4 — 5x12 MT20HS = 5x12 MT20HS WB = 8 1 8 11.2-0 16-2 a 25.4.12 26 S B 34-4-12 &1 8 5-0 8 5-0-8 _ 9-2.4 0./ 7-11.4 Plate Offsets(X,Y)— 18:0-3.10,0-0-01,[16:G-24,0-0-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TIC 095 Vert(LL) -0.36 11-13 >999 360 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1,15 BC 0.85 Verl(CT) -0.62 13-15 >655 240 MT20HS 1391111 BCDL 10.0 Rep Stress Incr NO WB 0.91 Horz(CT) 0.21 10 rile n/a EiCDL BCLL 0.0 Code IBC2015/TPI2014 Matrix-AS Wind(LL) 011 11-13 >999 240 Weight:167lb FT=20% 10.0 LUMBER- BRACING- TOP CHORD 2x4 HF No 2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 DF 180OF 1.6E BOT CHORD Rigid ceiling directly applied. WEBS 2x4 HF No.2'Except' WEBS 1 Row at micipt 3-15.7-10 1-16:2x6 DF No.2 OTHERS 2x4 HF No.2 REACTIONS. (size) 16=Mechanical,10=0-5-8 Max Horz 16=-4851(LC 27) Max Uplift 16=271(LC 27),10=-188(LC 9) Max Grav 16=3327(LC 2B),10=2235(LC 27) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-3435/572,2-3=-3431/556,3-4=-4442/271,4-6=-4451/231,6-7=4771/275, 7-8=373/21,1-16=3274/305,8-10=417/121 BOT CHORD 15-16=-4791/4875,13-15=323/3631,11-13=-224/4667,10-11=-267/4218 WEBS 2-15=617/129,3-15=2098/1209,1-15=-64213930,3-13=131/1361,4-13=-449/121, 6-13=-889/140,6-11=1 43/362,7-11=180/456,7-10=-4271/309 NOTES- 1)Wind:ASCE 7-10;Vuft=11Omph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=4.8psf;h=25ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)0-2-12 to 3-8-3,Interior(1)3-8-3 to 7-8-9,Exterior(2)7-8-9 to 14-7-7, Interior(1)14-7-7 to 32-5-5,Exterior(2)32-5-5 to 35-10-12 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Fully Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 20.0 psf or 2 00 times flat roof load of 25.0 psf on overhangs Q non-concurrent with other live loads. P1AS O 5)All plates are MT20 plates unless otherwise indicated. C 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. j 7)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide y Dy will fit between the bottom chord and any other members,with BCDL=IO.Opsf. 8)Refer to girder(s)for truss to truss connections. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) 16=271,10=188. $4U74 10) Load case(s)27,28 has/have been modified.Building designer must review loads to verify that they are correct for the intended O �'GI$074 use of this truss. 11)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and 1/2"gypsum �`SIONALG sheetrock be applied directly to the bottom chord. 12) Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s) at 11-3-10 on top chord. The design/selection of such connection device(s)is the responsibility of others. May 14,2020 13 In the LOAD CASES section loads applied to the face of the truss are noted as front F or back(B). A WARNING-Verity daslgn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIF7473 rev.10/03/2015 BEFORE USE Design valid for use only with Mrrek®connectors.This design is based only upon parameters shown,and Is for an Individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing M iTek' is always required for stability and to prevent collapse with possible personal Injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSYM11 Quality Criteria,DSO-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Corona,CA 92880 I� 7 Job Truss Truss Type Qly Ply (Old C&D) K7746737 Bldg#3&A A07A Common 1 1 Job Reference fontionall Builders FirstSou rce(Arlington.WA), Arlington,WA-98223, 8.240 s Mar 9 2020 MITek Industries,Inc. Thu May 14 10:37:43 2020 Page 2 I D:eH D_qe 1 j CX3yScxll E FOM ByaQtx-m HtlhdU G Wn2 Rv l7 FB no27g UxFetO4w7Q LcRhgzzGcOs LOAD CASE(S) Standard Except: 27)User defined:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-3=70(1`),3-8=70(F),8-9=70(1`),10-16=-20(F) Concentrated Loads(lb) Vert:3=1213(F) Horz:3=4851(F) 28)User defined:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-3=70(F),3-8=70(1`),8-9=-70(F),10-16=-20(F) Concentrated Loads(lb) Vert:3=-1213(F) Horz:3=-4851(F) A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with Mrrek®connectors This design is based only upon parameters shown,and is for an individual building component,notI a truss system.Before use,the building ciftgner must verify the applicability of design parameters and property Incorporate this design Into the ovorull building design.Bracing Indicated Is to prevent buckling of IndMdual truss web andlor chord members only Additional temporary and permanent bracing M iTe k, Is always required for stability and to prevent collapse with possible personal injury and property damage. For generat guloance regaining the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSt/TPi1 Qualify Criteria,DSBA9 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Corona,CA 92800 Job Truss Truss Type Oty Ply (Old C&D) K7746738 Bldg#3&A �AOS COMMON 1 1 Job Reference(optional) Builders FirstSource(Arlington,WA), Arlington,WA-98223, 8.240 s Mar 9 2020 MiTek Industries,Inc. Thu May 14 10:37:46 2020 Page 1 ID:eHD_geljCX3yScxtIEFOMByaQtx-BsZuJeW9phQ?mmrgsvMlkl6UQsvFHGas1 agLRIzGcOp -2.6-0 2.8.0 , 8-10.9 ,9-0.2 15-0-4 20-0.12 25.1�4 31-1*5 37-5.8 43.3.8 949� 2 1.0 2�-0 4-2-9 2-1-9 8-0-2 5-0-8 5.0.8 6.072 8.4-2 5 10-0 1.8.0 Scale=1:78.1 FASTEN TRUSS TO BEARING FOR THE UPLIFT REACTION SHOWN WHILE PERMITTING NO UPWARD 3 00 12 5x8= MOVEMENT OF THE BEARING. 2x4 11 7 2x4 11 3x8 6 23 24 8 48 ZZ 4x6 3x8 5 25 9 Zz 4 10 4x12 8x12 zz 5x8 1 223 11 2 26 4x6 I I 1 12 13 I� 21 20 19 18 27 2B to 17 16 15 29 14 6x10 = 4x8 = 5x12 = 5xl2 MT20HS WB = 4x4 = 8x16 MT20HS = 5x12 MT20HS WB = 4x12 = 5.10.0 Gr10-9 15,1" , 25.1.4 34-3A 4338 ( 5.10.0 1.C" B•1.11 10.1-0 - 9-9 4 _ Plate Offsets(X,Y)— (2:0-3-10,Edge),(11:0-5-12,Edge),(12:0-M,0.1-121,(14:Edge,O-3.8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (roc) Ildefl Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1 15 TC 0.82 Vert(LL) -0.29 17-18 >999 360 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.88 Vert(CT) -0.41 17-18 >739 240 MT20HS 139/111 TCDL 10.0 Rep Stress Incr YES WB 0.92 Horz(CT) 0.15 17 n/a n/a BCLL 0 0 Code IBC2015/TPI2014 Matnx-AS Wind(LL) 0.17 18-20 >999 240 Weight:202 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 OF 1800F 1.6E'Except* BOT CHORD Rigid ceiling directly applied. 16-19:2x4 DF 240OF 2.0E WEBS 1 Row at midpt 4-18,7-18,7-17,10-17,11-14 WEBS 2x4 HF No.2`Except* 11-14:2x4 DF No.2 OTHERS 2x4 HF No.2 REACTIONS. (size) 21=0-5-8,17=0-5-8,14=0-5-8 Max Horz 21=-59(LC 51) Max Uplift 21=2200(LC 33),17=-241(LC 36),14=2300(LC 36) Max Grav 21=2586(LC 30),17=2425(LC 1),14=2454(LC 53) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=722(729,3-4=3373/2947,4-6=3066/2829,6-7=-1597/966,7-8=1522J1905, 8-10=3485/3829,10-11=-4339/4191,11-12=-1676/1597,2-21=-403/157,12-14=-360/190 BOT CHORD 20-21=2045/2256,18-20=�4525/4860,17-18=5885/5986,15-17=6907/6936, 14-15=5035/5185 WEBS 3-20=1914/2149,4-20=1444/1548,4-18=1413/1327,6-18=-598/127,7-18=941/1836, 7-17=1925/766,8-17=-594/136,10-17=-1440/910,10-15=935/1265,11-15=1306/1327, 3-21=3223/2899,11-14=-5338/5298 NOTES- 1)Wind:ASCE 7-10;Vuft=11Omph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=4.8psf;h=25ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)-2-6-0 to 1-9-15,Interior(1)1-9-15 to 15-8-13,Exterior(2)15-8-13 to 24-4-11 ,Interior(1)24-4-11 to 40-5-9,Exterior(2)40-5-9 to 44-9-8 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 ().WNG Z 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 ` No 3)Unbalanced snow loads have been considered for this design. �w0�VAS Q 4)This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. y 0 5)All plates are MT20 plates unless otherwise indicated. 6)This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads. 7)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chard and any other members,with BCDL=10.0psf. $4074 ty� 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Ot=lb) 0Z, �FGI$'74 21=2200,17=241,14=2300. 9)This truss has been designed for a total drag load of 310 plf.Lumber DOL=(1.33)Plate grip DOL=(1.33) Connect truss to resist drag �s`sIdNALG loads along bottom chord from 25-0-0 to 38-10-0 for 970.2 plf. 10)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and 1/2"gypsum sheetrock be applied directly to the bottom chord. May 14,2020 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.1010312015 BEFORE USE. Design valid for use only with MITek0 connectors This design is based only upon parameters shown,and Is for an Individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design.Bracing Indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal Injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTPI1 Qualify Criteria,DSB-89 and SCSI Building Component 250 Klug Circle Safety Information avallable from Truss Prate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Corona,CA 92880 Job Truss Truss Type Qty Ply (Old C&D) K7746739 Bldg#3&A A09 COMMON 1 1 Job Reference o tional Builders FirstSource(Arlington,WA), Arlington,WA-98223, 8240 s Mar 9 2020 MTek Industries,Inc. Thu May 14 10:37:47 2020 Page 1 ID:eHD_geljCX3yScxtIEFOMByaQtx-f26GW XnZ?YsOwQ1Qct_HMAGHAOogOFEPuzkzGcOo -2.8-0 2 8 0 9.0.2 15.0.4 20-0-12 25.1�3 31-18 375 6 43 3 8 2 8-0 2N 6-4.2 6-0.2 5.0-8 5.0.6 6 0-2 6.4-2 5-1" Scale=1:75.9 3.00 12 5x8 = 2x4 I I 7 2x4 I I 3x8 6 23 24 B 3x8 3x4:5 22 259 3x4 zZ 4 10 3x6 4x6 Zz 5x8 121 3 11 26 2 3x6 II 1 12 I¢ 20 19 15 17 27 28 16 is 14 13 3x4 = 3x4 = 3x8 =5x8 = 4x12 = 3x8 = 3x4 = 3x8 = 510-0 1604 25-1-4 .• 3-8 43.3-8 5.10-0 9.2.4 10-1-0 Plate Offsets(X,Y)•- 12:0.3.10,Edgej LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 082 Vert(LL) -0.41 16-17 >732 360 MT20 185/14B (Roof Snow=25.0) Lumber DOL 1.15 BC 0,71 Vert(CT) -0.58 16-17 >514 240 TCDL 10 0 Rep Stress Incr YES WB 0,60 Horz(CT) 0.03 16 n/a n/a BCLL 0.0 BGDL 10.0 Code IBC20151TP12014 Matrix-AS Wind(LL) 003 17-19 >999 240 Weight:188 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 HF No.2 WEBS 1 Row at midpt 7-16,10-16 REACTIONS. (size) 16=0-5-8,20=0-5-8,13=0-5-8 Max Horz 20=38(LC 13) Max Uplift 16=-168(LC 9),20=176(LC 8),13=-63(LC 13) Max Grav 16=2461(LC 1),20=1221(LC 19).13=551(LC 20) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 3-4=1346/119,4-6=1 056/11 B,6-7=1066/158,7-8=3/1004,8-10=45/1016, 10-11=-478/69,2-20=404/157 BOT CHORD 19-20=-1211839.17-19=-153/1375,14-16=-261/78,13-14=118/736 WEBS 3-19=0/520,4-17=531/114,6-17=584/119,7-17=10811317,7-16=-1646/140, 8-16=595/122,10-16=1063/166,10-14=0/571,11-14=-441/138,3.20=-1290/153, 11-13=-590/132 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=4.8psf;h=25ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)-2-6-0 to 1-9-15,Interior(1)1-9-15 to 15-8-13,Exterior(2)15-8-13 to 24-4-11 ,Interior(1)244-11 to 38-9-13,Extedor(2)38-9-13 to 43-1-12 zone;Cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Fully Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. pN"G 2Jt 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. .>� w 0 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide Q will fit between the bottom chord and any other members,with BCDL=10.Opsf. 1 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)13 except 01=1b) 16=168,20=176. _ 8)This truss design requires that a minimum of 7116"structural wood sheathing be applied directly to the top chord and 1/2"gypsum sheetrock be applied directly to the bottom chord. �,)6+��5 p4S0 ERA SIGNAL May 14,2020 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,1II.7473 rev.10/03/2015 BEFORE USE. Design valid for use only with Mrrek®connectors.This design Is based only upon parameters shown,and Is for an Individual building component,not • a truss system.Before use,the building designer must verily the applicability of design parameters and properly Incorporate this design Into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPIi Quality Criteria,DSB-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Corona,CA 928BO Job Truss Truss Type oty Ply (Old C&D) K7746740 1101 Bldg#3&A A10 COMMON 1 1 Job Reference(optional) Builders FirslSource(Arlington,WA), Arlington,WA-9B223, 8.240 s Mar 9 2020 MTek Industries,Inc. Thu May/4 10:37:492020 Page 1 ID:eHD_gel jCX3yScxtlEFOM ByaOtx-bREOxgZ15coadDaPX1 vSMxk4k3000nj IjXu?2dzGcOm 2-6-0 _ 9-0-2 15-04 20-0-12 25-1-4 25 2%-0 6-4-2 6-0-2 57 OA 5-0A 0-- 2 3.00 12 4x8 = Scale=1:46.5 a 2x4 1 14 15 3x4 1 5 7 3x6 3x4 4 3 3x6 3x4 2 13 � 1 � 3x4 = 3x4 = 3x8 = 3x6 = 12 11 10 9 16 17 6 3x6 = 5.10.0 15-0.4 25-14 2 5.10.0 9-2.4 10•1-0 0_-P12 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 050 Vert(LL) -0 32 8-9 >384 360 MT20 185/140 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.47 Ve t(CT, -0,51 8-9 >241 240 TCDL 10.0 Rep Stress Incr YES WB 0.26 Horz(CT) 0.00 8 n/a n/a BCLL 0.0 Code IBC201WPI2014 Matrix-S Wind(LL) -0.02 8-9 >999 240 Weight:126 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.2*Except` TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, 1-4:2x4 DF 180OF 1.6E except end verticals BOT CHORD 2x4 DF 240OF 2.0E BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 HF No.2 WEBS 1 Row at midpt 6-9,6-8 REACTIONS. All bearings 25-4-0. (lb)- Max Horz 12=143(LC 34) Max Uplift All uplift 100 lb or less at joint(s)12 except 11=-105(LC 40),8=111(LC 35),9=-117(LC 32) Max Grav All reactions 250 lb or less atjoint(s)12 except 11=666(LC 1),8=520(LC 30),8=406(LC 1),9=960(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 7-8=-255/79 WEBS 2-11=313/168,3-11=-415/185,2-12=276/137,3.9=-258/166,5-9=-408/122, 6-9=-269/126 NOTES- 1)Wind:ASCE 7-10;Vult=11 Omph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=4.8psf;h=25ft;Cat.11:Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)0-1-12 to 3-1-12,Interior(1)3-1-12 to 17-0-12,Exterior(2)17-0-12 to 25-2-4 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Fully Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for a 10.0 psf bottom chord five load nonconcurrent with any other live loads. 5)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10 Opsf. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)12 except T=lb) Ow"'N1110 T" 2A 11=105,8=111,9=117. W 0 7)This truss has been designed for a total drag load of 310 lb.Lumber DOL=(1.33)Plate grip DOL=(1.33) Connect truss to resist drag tr loads along bottom chord from 0-0-0 to 25-4-0 for 12.2 plf. Q CjO '2 r0�o 54074� .16� AN C75TER 1` SSIOIVAll May 14,2020 A WARNING-Verify assign parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.1WO312015 BEFORE USE. ��' Design valid for use only with MiTekS connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSVTPl1 quality Criteria,DSB-89 and BCS/Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Corona,CA 92880 Job Truss Truss Typo Qty Ply [0IdC1,:'.'_ K7746741 Bldg#3&A All MONOPITCH 4 1 lob Refe tional) Builders FirstSource(Arlington,WA), Arlington,WA-98223, 8 240 s Mar 9 2020 MITak Industries,Ina Thu May 14 10:37:49 2020 Page 1 ID:eHD_geljCX3yScxtlE FOM ByaQtx-bREOxgZl5coadDaPX1 vSMxk4P3zvvuceljXu72dzGcOm 6-1-0 5-9-6 5-1 12-1.3 17.11.8 Fr9-ri 0-0. 6-0.8 5.10-0 0-3-0 3x4 Z: 3.00 112 Scale=1:35.7 1 2 11 3x4 Zz 3 3xe 4 46 5 12 4x4 II 6 0 8 10 9 7 3x8 = 3x4 = 3x8 = 5-t0-0 8 11 8 17.11.8 510-0 3.1-9 _ 9.0.0 i LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) Well L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.46 Vert(LL) -0.12 8-9 >999 360 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.66 Vert(CT) -0.25 8-9 >832 240 TCDL 10.0 Rep Stress Incr YES WB 0.97 Horz(CT) 0,04 7 n/a n/a BCLL 0.0 Code IBC2015/TPI2014 Matrix-AS Wind(LL) 0.03 0-9 >999 240 Weight:75 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 HF No 2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 HF No.2 REACTIONS. (size) 9=Mechanical,7=0-5-8 Max Horz 9=157(LC 10) Max Uplift 9=-98(LC 13),7=74(LC 9) Max Grail 9=980(LC 19),7=833(LC 19) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-9=-250/47,3-5=1259199,5-6=-263/32 BOT CHORD 8-9=-50/903,7-8=144/1373 WEBS 3-9=-1080/153,3-8=0/496,5-8=282/132,5-7=1269/159 NOTES- 1)Wind:ASCE 7-10;Vul1=110mph(3-second gust)Vasd=B7mph;TCDL=4.2psf;BCDL=4.Bpsf;h=25ft;Cat.Il;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)0-0-0 to 3-0-0,Interior(l)3-0-0 to 14-9-12,Exterior(2)14-9-12 to 17-9-12 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category It;Exp B;Fully Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads. 5)`This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Refer to girder(s)for truss to truss connections. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)9,7. 8)This truss design requires that a minimum of 7116"structural wood sheathing be applied directly to the top chord and 1/2"gypsum VG sheetrock be applied directly to the bottom chord. ' w _ q0 co Of+ A�. 54074 �� As�l4NALE�G May 14,2020 AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIF7473 rev.10/03/2015 BEFORE USE. Design vaild for use onty with MTeltaD connectors.This design Is based only upon paramoters shown,and is for an IndMdual building component.not a truss system.Before use,The building designer must verify the applicablltty of design parameters and properly incorporate this design into me overall building design. Bracing Indicated Is to provenl buckling of indivldual truss web andfor chord members only.Additional temporary aid permanent!racing MiTek" is always required for stability and to prevent collapse with possiae personal injury and property damage, For general guidance regardingthe fabrication,storage,doWery,erection and bracing of trusses and truss systems,see ANSU7PI1 Quality Criteria,DSO•89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,2670 Crain Hignway,Suite 203 Waldorf,MD 20601 Corona,CA 921180 -7 Job Truss Truss Type Qty ply (Old C&D) K7746742 Bldg#3&A B01 Monopitch Supported Gable 1 1 Job Reference(optional) Builders FlrstSource(Arlington,WA), Ar lingloo,WA-98223. 8.240 s Mar 9 2020 MfTek Industries,Inc. Thu May 14 10:37:50 2020 Page 1 I D:eH D_gel j CX3yScxll E FOM ByaQtx-3do090ZfswwR F N 9b51Qiv8GBoTRF D FN Sy B eZa3zGc01 i •3.OA 1Cr3,A 17-9.8 3-0-0 1G3A 1�-0 5 00 12 3x4 I 12 Scale=1:57.7 11 10 23 9 22 3x6 i 8 7 5 6 4 � dr Sx8 3 2 1 21 20 19 18 17 16 1s 14 13 3x4 II 3x4 = 3x4 II 16-3-8 56.3.8 _ Plate Offsets(X,Y)— (2:0-3-0,0.1-12) LOADING (psf) SPACING- 2-0-0 C% DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.67 Vert(LL) -0 01 12 n/r 180 MT20 185/148 (Roof Snow=25 0) Lumber DOL 1.15 BC 0.18 Vert(CT) -0 02 12 n/r 120 TCDL 10.0 Rep Stress Incr YES WB 0.23 Horz(CT) -0.00 13 n/a n/a BCLL 0.0 Code IBC2015/TPI2014 Matrix-S Weight:112 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF 180OF 1.6E*Except* TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, 1-6:2x4 DF 240OF 2.0E except end verticals. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 HF No.2 WEBS 1 Row at midpt 11-13,10-14 OTHERS 2x4 HF No.2 REACTIONS. All bearings 16-3-8. (lb)- Max Harz 21=300(LC 9) Max Uplift All uplift 100 lb or less at joints)13,17,18,19,16,15,14 except 20=-311(LC 18) Max Grav All reactions 250 lb or less at joint(s)17,18,19,20,16,14 except 21=751(LC 18),13=359(LC 19). 15=255(LC 19) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-21=746/3,1 1-1 3=-3 4511 99 BOT CHORD 20-21=280/0 WEBS 3-20=111/297,2-20=0/359 NOTES- 1)Wind:ASCE 7-10;Vult=11Omph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=4.Bpsf;h=25ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Comer(3)-3-0-0 to 0-1-12,Exterior(2)0-1-12 to 14-9-8,Comer(3)14-9-8 to 17-9-8 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 3)TCLL:ASCE 7-10;Pf=25 0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 4)Unbalanced snow loads have been considered for this design. Qlfj G 5)This truss has been designed for greater of min roof live load of 19.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs "'�l� O non-concurrent with other live loads. Q7 6)All plates are 2x4 MT20 unless otherwise indicated. 7)Gable requires continuous bottom chord bearing. y� TOE 8)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 9)Gable studs spaced at 2-0-0 oc. 10)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 11)"This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 12) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)13,17,18,19, 16,15,14 except(jt=lb)20=311. s`rjONAL � May 14,2020 A WARNING-Verify design Parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MU-7473 rev.10/03/2015 BEFORE USE. Design valid for use any with MITek®connectors.This design is based only upon parameters shown,and Is far an Individual building component,not ��• a truss system.Before use,the building designer must verify the applicability of design parameters and property Incorporate this design into the overall building design.Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal injury and property damage For general gu4ance reganhng the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUMI Quality Criteria,OSBd9 and RCSI Building Component 250 Klug Circle Safety Infd/mmien avaaable from Truss Ponta Instsuie,2670 Crain 14gbway.Sufte 2D3 Vynldori,MD 20601 Corona,CA 9288D r y 'ob Truss Truss Type Qty IPIy (Ultl C 8 D) Bldg#3&A E302 Monopitch 5 1 K7746743 Job Reference o tional Builders FlrslSource(Arington,WA), Arlington,WA-98223, 8.240 s Mar 9 2020 MiTek Industries,Inc Thu May 14 10,37:512020 Pepe 1 ID:aHD_geljCX3ySoxtIEFOMByaQtx-XgMnMMaHdE2ltXkofSxxRMpM?tgryeLbArN66VzGcOk 3-0A 4S5 10-2.6 1 -9 16-3.8 17-g•8 3-0-D 4.8-5 5-8.1 1 5-6-5 1." Scale=1:53.6 5.00 12 3x4 I 7 6 12- 3x4 11 5 3x6 4 3x4 3 6 d, 5x6 11 2 10 9 13 14 6 3x6 = 3x4 = 3x8 = 7.4-12 , 10.9.3 1638 7.4 12 5-85 Plate Offsets(X.Y)- (2:0-3-13,Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (loc) I/deft Ltd PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.64 Vert(LL) -0.23 8-9 >829 360 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.60 Vert(CT) -0.39 8-9 >493 240 TCDL 10.0 Rep Stress Incr YES WB 0 51 Horz(CT) 0.01 8 n/a file BCLL 0 0 Code IBC20151TPI2014 Matrix-AS Wind(LL) -0.06 8-9 >999 240 Weight:94 lb FT=20% 13COL 100 LUMBER- BRACING- TOP CHORD 2x4 DF 1800F 1.6E'Except" TOP CHORD Structural wood sheathing directly applied, except end verticals. 1-4:2x4 DF 240OF 2.0E BOT CHORD Rigid ceiling directly applied. BOT CHORD 2x4 HF No.2 WEBS 1 Row at midpt 6-8,5-8 WEBS 2x4 HF No.2 REACTIONS. (size) 8=0-5-8,10=0-5-8 Max Horz 10=300(LC 9) Max Uplift 8=-142(LC 12),10=86(1_C 12) Max Grav 8=1043(LC 19),10=981(LC 19) FORCES. (lb)-Max.Comp./Max.Ten.-All farces 250(lb)or less except when shown. TOP CHORD 3-5=-621/48,6-8�475/124,2-10=-472/209 BOT CHORD 9-10=168/499,8-9=108/448 WEBS 3-1 0=74012 2,5-9=31321,5-8=655/136 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=4.Bpsf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Extedor(2)-3-0-0 to 0-1-12,Interior(1)0-1-12 to 14-9-8,Exterior(2)14-9-8 to 17-9-8 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Fully Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 19.0 psf or 2.00 times Flat roof load of 25.0 psf on overhangs non-concurrent with other live loads 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �cr�t 6)'This truss has been designed for a live load of 20 Opsf On the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide `ONU G Z,tr will fit between the bottom chard and any other members,with BCDL=10.Opsf. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)10 except Gt=lb) aIAS p 8=142. 8)This truss design requires that a minimum of 7116"structural wood sheathing be applied directly to the top chord and 1/2"gypsum 0 sheetrock be applied directly to the bottom chord. h 54074 `Sj03vAL� May 14,2020 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIF7473 rev.10/03/2015 BEFORE USE. �- Design valid for use only with MiTek®connectors.This design is has ad only upon parameters shown,and is for an Individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and propedy incorporate this design Into the overall building design Bracing indicated Is to prevent buckling of individual truss web and/or chord members only,Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse wdh possible personal in(ury,and Property damago-For general guidance regarding the fabrication,storage,delivery,erection and bracing W trusses and truss systems,we ANSUTPII quality CNtoria.OSS-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,2670 Crain Highway.Suite 203 Waldod,MO 20601 Corona,CA 928BO Job Truss Truss Type Qty Ply (Old C&D) K7746744 (Bldg#3&A B03 Monopitch 10 1 Job Reference(optional) Builders FirstSource(Arlington,WA), Arlington,WA-9tY223, 8.240 s Mar 9 2020 MiTek Industries,Inc. Thu May 14 10:37:52 2020 Page 1 I D:eH D_qe 1 j CX3yScxtl E FO M Bya Qtx-?Ow9aibvOXA9UhJ_DATA_ZMah HOchO6l PV7feyzGcOj -1-6-0 6-0-5 11-8-6 17-M 19-3� ' 1-0-0 ' 6-0-5 5-8-1 5-1-2 Scale=1:53.5 5.00 12 3x4 7 6 13 3x4 % 12 5 3x8 4 3x4 3 d 3x4 i 11 2 1 9 14 15 10 8 3x8 = 3x4 = 3x8 8-10.12 17-7.8 17 8-10.12 841-12 _ 0--0 Plate Offsets(X,Y)- 12:0.0-10,0-1-8),16-0-0.13,0.1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Ildefl Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.45 Vert(LL) -0.24 8-9 >872 360 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.63 Vert(CT) -0.38 8-9 >547 240 TCDL 10.0 Rep Stress Incr YES WB 0.79 Horz(CT) 002 8 n/a n/a BCLL 0.0 Code IBC2015/TPI2014 Matrix-AS Wind(LL) -0.06 8-9 >999 240 Weight:92lb FT=20% BCDL 100 LUMBER- BRACING- TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 HF No.2 WEBS 1 Row at midpt 6-8,5-8 REACTIONS. (size) 8=0-3-8,8=0-3-8,10=0-5-8 Max Harz 10=293(LC 9) Max Uplift 8=150(LC 12).10=69(LC 12) Max Grav 8=1129(LC 19),8=903(LC 1),10=926(LC 19) FORCES. (lb)-Max Camp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 3-5=-782/63,6-8=480/123,2-10=-3621139 BOT CHORD 9-10=-153/748,8-9=-100/522 WEBS 5-9=-21/423,5-8=765/144,3-10=-812/29 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=4.Bpsf;h=25ft;Cat.ll;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)-1-6-0 to 1-6-0,Interior(1)1-6-0 to 16-3-8,Exterior(2)16-3-8 to 19-3-8 zone; cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1 60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1 10 3)Unbalanced snow loads have been considered for this design 4)This truss has been designed for greater of min roof live load of 19.0 psf or 2.00 times flat roof load of 25 0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)'This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. OWNG 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)10 except(jt=lb) .10 8=150. r 8)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and 1/2"gypsumO sheetrock be applied directly to the bottom chord. y 54074sy� ASSIONAL � May 14,2020 AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev.1010312015 BEFORE USE. ' Design valid for use only with MiTekdb connectors This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design Into the overall building design Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek• Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSYM11 Quality Criteria,DSB-89 and SCSI Building Component! 250 Klug Circle Safety Information avallable from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Corona,CA 92880 Job Truss Truss Type ply Ply (Old C 8 D) K7746745 Bldg#3&A B03A Monopitch 1 1 Joh Reference(o tional Builders FirstSOun e(Arlington,WA), Ailinglon,WA-9B223, 8.240 s Mar 9 2020 MiTek Industries.Inc. Thu May 14 10:37:54 2020 Page 1 I D:eH D_qe 1 jCX3yScxtl E FOM ByaQtx-yP2v7N cAw9 Qlk_S N KaVe3_Ro F4ha9vb2spcmjgzGcOh 6-0-5 11-8-6 _ 17.9�_�19 6-0-5 5-8-1 ' 8.1-. 1$-0 5.00 1 2 3x8 I 8 Scale=1:58.5 7 15 3x4 14 4x8 8 5 8x8 i 4 48 i 2x4 I 13 3 2 1 3x4 = 5x12 = 10 18 17 9 12 11 4x4 = 3x8 = 1 8-0 6-10.12 17.7-8 17 -8 1 8-0 7-2-12 8-8-12 0- -0 Plate Olfseis(X,Y}- (2.0-2-15,0-2-01,[7:0.4-0,Edge],f111:0-34,0-2-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TOLL 25.0 Plate Grip DOL 1.15 TC 0,96 Vert(LL) -0.23 9-10 >837 360 MT20 185/148 (Roof Snow=2 0)1 TCDL 0.0 Lumber DOL 1,15 BC 0,66 Vert(CT) -0.39 9-10 >465 240 Rep Stress Incr NO WB 0.86 Horz(CT) -0.03 9 n/a n/a BOLL 0.0 Code IBC2015ITP12014 Matrix-AS Wind(LL) -0.06 9-10 >999 240 Weight:95 lb FT=20% HGDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 HF No.2 WEBS 1 Row at midpt 7-9,6-9,4-11 REACTIONS. All bearings 1-11-8 except Qt=length)9=0-3-8,9=0-3-8. (lb) Max Harz 12=4615(LC 26) Max Uplift All uplift 100 lb or less at joint(s)12 except 9=140(LC 12).11=105(1_C 12) Max Grav All reactions 250 lb or less at joint(s)except 9=1036(LC 19),9=814(LC 1),12=1668(LC 26),11=1829(LC 26).11=935(LC 1) FORCES. (ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=1078/114,34=1102/147,4-6=-4581/53,6-7=-5097/102,7-9=-4781123, 2-1 2=-1 66 814 3 BOT CHORD 11-12=460110,10-11=1117/491,9-10=124/439 WEBS 4-1 0=-611 1 6 8,6-10=-851/294,6-9=640/202,4-11=3650/56,2-11=75/1443 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=4.Bpsf;h=25ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)-1-6-0 to 1-6-0,Interior(1)1-6-0 to 16-3-8,Exterior(2)16-3-8 to 19-3-8 zone; cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Fully Exp.;Ct=1.10 3)Unbalanced snow loads have been considered forthis design. 4)This truss has been designed for greater of min roof live load of 19.0 psf or 2.00 times Flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 011,"G 6)`This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide w 40 will fit between the bottom chord and any other members,with BCDL=10.Opsf. O� 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)12 except Qt=lb) Qj 9=140,11=105. COD 8)Load case(s)26 has/have been modified.Building designer must review loads to verify that they are correct for the intended use of this truss. 9)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and 1/2"gypsum sheetrock be applied directly to the bottom chord. � O1A p 10)Hanger(s)or other connection device sufficient (s)shall be provided sucient to support concentrated load(s) at 17-9-8 on top chord. The � GI,p,S4 074 .� design/selection of such connection device(s)is the responsibility of others. l` 11) In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). �SS+jON .SSG LOAD CASE(S) Standard Except: G� May 14,2020 AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.1010312015 BEFORE USE. Design valid for use only with Mrrek®connectors.This design Is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design.Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek, Is always required for stability and to prevent collapse with possible personal Injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSYM11 Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,2670 Crain Highway,Sufte 203 Waldorf,MD 20601 Corona,CA 92880 Job Truss Truss Type Qty Ply (Old C&D) K7746745 Bldg 93&A B03A Monopilch 1 1 Job Reference(optional) Builders FirstSource(Arlington,WA), Arlington,WA-98223, 8.240 s Mar 9 2020 MiTek Industries,Inc. Thu May 14 10:37:54 2020 Page 2 ID:eHD_geljCX3yScxtIEFOMByaQtx-yP2v?NcAw9Qtk_SNKaVe3_RoF4ha9vb2spcmjgzGcOh LOAD CASE(S) 26)User defined:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-2=70(F),2-7=70(F),7-8=40(F),9-12=-20(F) Concentrated Loads(lb) Vert:7=-1923(F) Harz:7=4615(F) AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIF7473 rev.10/03/2015 BEFORE USE. Design valid for use only with Mfrek®connectors.This design Is based only upon parameters shown,and Is ror an Individual building component,not e truss system.Before use,the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building design.Bracing indicated is to prevent buckling of Individual truss web and/or chord members only Atltlfllonal temporary and permanent bracing M iTe k' Is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSM11 Quality Criteria,DSB-89 and SCSI Building Component 250 Klug Circle Sefery Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Corona,CA 92880 Job [BrOu,ss [GABLE ss Type Oty 1'ly 1(010 C 8,D) K7746746 Bldg#3 8 A 1 1 Job Reference(optional) Buildets FirslSouree(Adblglon,WA), Arlington,WA-98223. 8.240 s Mar 9 2020 MTek Industries,Inc. Thu May 1410:37:56 2020 Page 1 ID:eHD_geljCX3yScxtIEFOMByaQtx-un9gP3eQSmhazlclS?X68P WA3uMEdgfKK75tojzGcOf B 6-0.5 10 12 14-0-0 17-9.8 193�, ib0 6-0.5 1 2.10-7 5-14 3-9-8 1.8-0 5.00 12 4x6 11 9 Scale=1:58.5 7 8x12 � I 3xB $ 31 8 = 3 11 a 3x8 = 4 4x6 i 3 3x8 ? 2 1 14 13 8x8 = 8x8 = Bx8 = Us = 12 32 11 33 10 6-0.5 8.10.12 10.8-0 14-0-0 17.9-8 6:51 2-10.7 1-9-4 3�0 3 9 8 Plate Offsets(X,Y)-- [3:0.14,0-2-0],[3:0.1-7,0-0.121,[5:0.24,0.2-121,[5:0.2.8,0-1-11,[7:0.3-9•Edgel,[10:Edge,0.4121,f12:0.4-0,0-4121,[14:Edge,O.4121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.88 Vert(LL) -0.04 13-14 >999 360 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.65 Vert(CT) -0 08 13-14 >999 240 TCDL 10.0 Rep Stress Incr NO WB 0.82 Horz(CT) -0.03 10 n/a n/a BCDL 10.0 Code IBC2015/TP12014 Matrix-MS Wind(LL) 002 13-14 >999 240 Weight:174 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 DF 1800F 1.6E*Except* TOP CHORD Structural wood sheathing directly applied or 4-0-4 oc purlins, 1-4:2x4 HF No.2,5-8:2x8 DF SS except end verticals. BOT CHORD 2x6 DF No.2 BOT CHORD Rigid ceiling directly applied or 3-10-10 oc bracing. WEBS 2x4 HF No.2 WEBS 1 Row at micipt 6-10,3-14.6-12 OTHERS 2x4 HF No.2 JOINTS 1 Brace at Jt(s):6,8 REACTIONS. All bearings 7-5-0 except(jt=length)14=0-5-8. (lb)- Max Horz 14=415(LC 33) Max Uplift All uplift 100 lb or less at joint(s)except 10=2284(LC 33),12=2664(1_C 3B),11=-329(LC 38). 14=-1780(LC 38) Max Grav All reactions 250 lb or less at joint(s)except 10=2372(LC 50).12=3041(LC 27).12=1294(LC 1), 11=2166(LC 17),14=1989(LC 49) FORCES. (lb)-Max.Comp/Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=1910/1953,3-5=-1226/1027,5-7=2811/2698,8-10=4641118,7-8=-484/89, 2-14=-364/152,5-6=-2619/2660 BOT CHORD 13-14=-2420/2366,12-13=2853/2798,11-12=3999/3932,10-11=1459/1383 WEBS 3-13=78VI335,5-13=-708/933,5-12=791/445,6-10=-2507/2571,3-14=-3065/2835, 6-12=-2394/2324 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=4.8psf;h=25ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 0IMNG 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Fully Exp.;Ct=1.10 4'WAS, O 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. CO 0 6)Provide adequate drainage to prevent water ponding. 7)All plates are 2x4 MT20 unless otherwise indicated. 8)Gable studs spaced at 2-0-0 oc. r 9)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 54074 � 10)'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. ZO 11)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 2284 lb uplift at joint 10,2664 lb uplift S`sIONAL G at joint 12,329 lb uplift at joint 11 and 1780 lb uplift at joint 14. 12)This truss has been designed for a total drag load of 310 plf.Lumber DOL=(1.33)Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 10-4-8 to 17-9-8 for 743.7 plf. May 14,2020 13 Gra hical urfin representation does not depict the size or the orientation of the ourrin alona the top and/or bottom chord. i,uiiuiiu u vi,N y WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.10/03/2015 BEFORE USE Design valid for use only with MITek®connectors.This design Is based only upon parameters shown,and Is for an Individual building component,not a tmss system.Before use,the building designer must vedfy the applicability of design parameters and properly Incorporate this design into the overall building design Bracing indicated Is to prevent buckling of Individual truss web andlor chord members only.Additional temporary and permanent bracing M iTek' Is always required for stability and to prevent collapse wfth possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,sea ANSUTPII Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20501 Corona,CA 92880 Job Truss Type Qty PIy Elio ld C&D) K7746746 #3&AA]B04 GABLE 1 1 Reference(optional) Rudders FirslSou(ce(Arlington,WA), Arlington,WA-96223, B 240 s Mar 9 2020 MiTek Industries,Inc Thu May 1410:37:56 2020 Page 2 I D:e H D_qe 1 j CX3yScxtl EFOM ByaOtx-un9g P3eQS mhazlclS7X66P WA3uM EdgfKK75tojzGcOf NOTES- 14) Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)965 lb down and 117 lb up at 11-10-4,and 965 lb down and 117 lb up at 13-10-4,and 965 Ito down and 117 Ito up at 15-10-4 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 15) In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-2=70,2-5=70,5-7=70,7-9=70,10-14=20 Concentrated Loads(lb) Vert:11=-965(F)32=965(F)33=965(1`) A WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.1WO312015 BEFORE USE. Design valid for use only with MTek®connectors.This design Is based only upon parameters shown,and Is for an Individual building component,not e a truss system Before use,the building designer must verify the applicability of design parameters and property Incorporate this design into the overall building design.Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSVTPII quality Cdtede,DSB-89 and SCSI Building Component 250 Klug Circle Safety Inlgrmef/on available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20501 Corona,CA 92880 Job Truss Truss Type Qty Ply (Old C&D) K7746747 Bldg#3&A B05 GABLE 1 1 Job Reference(optional) Builders FirslSource(Arlington.WA), Arlington,WA-98223, 8.240 s Mar 9 2020 MiTek Industries,Inc. Thu May 1410:37:57 2020 Page 1 ID-e HD_ge l iCX3yScxtIEFOMByaQtx-Mzj2dPf 2D4pRbSBy?i2 Lhd3Ocio4 MQgUZngQ K9zGcOe -1_6_0 5-0-5 115-0 16-3-8 19-3-8 6-05 5-8-1 4-7-2 3-0-0 5.00 12 1 Scale=1:54.4 3x6 10 9 8 22 5xB % 7 6 5 n 4 d m 5x8 I I 21 3 2 1 20 19 18 17 16 15 14 13 12 3x6 = 3x4 II 8.10.12 8-10-12 7.4.12 Plate Offsets(X,Y)— (2:0-3.13,Edge1,16:0-4-0,0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (IDc) I/defl Ud PLATES GRIP TCLL 25.0 plate Grip DOL 1.15 TC 0.70 Vert(LL) 0.03 11 n/r 1B0 MT20 185/148 (Roof Snow=2 0)1 0.0 Lumber DOL 1,15 BC 0,29 Vert(CT) 0.00 10 n/r 120 TCDL Rep Stress Incr YES WB 0.25 Horz(CT) -0.00 12 nla nla BCLL 0.0 CiCDL 10.0 Code IBC2015rrP12014 Matrix-R Weight:110 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 DF 240OF 2.OE*Except* TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins, 1-6:2x4 DF 180OF 1.6E except end verticals. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x6 DF No.2*Except* WEBS 1 Row at midpt 10-12 2-20:2x4 HF No 2 OTHERS 2x4 HF No.2 REACTIONS. All bearings 16-3-8. (lb)- Max Horz 20=292(LC 9) Max Uplift All uplift 100 lb or less at joint(s)14,15,16,17 except 12=216(LC 9). 13=-216(LC 18),19=-317(LC 9) Max Grav All reactions 250 lb or less at joint(s)13,14,15,16,17,18,19 except 12=702(LC 19),20=356(LC 23) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-263/44,10-12=-702/399,2-20=274/0 WEBS 9-13=218/282 NOTES- 1)Wind:ASCE 7-10;Vult=11 Omph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=4.Bpsf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Comer(3)-1-6-0 to 1-6-0,Exterior(2)1-6-0 to 16-0-12,Comer(3)16-0-12 to 19-3-8 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and farces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 'N O�G - 4)Unbalanced snow loads have been considered for this design. ti9 p 5)This truss has been designed for greater of min roof live load of 19.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs ti0�w C non-concurrent with other live loads. �O 6)All plates are 2x4 MT20 unless otherwise indicated. 7)Gable requires continuous bottom chord bearing. B)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web) 9)Gable studs spaced at 2-0-0 Do. 10)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 54074 11)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide 021, �G75TE � will fit between the bottom chord and any other members. 12) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)14,15,16,17 `SSjpN�,1G except(jt=lb)12=218,13=216,19=317. May 14,2020 A WARNING-Verify design paramelers and READ NOTES ON TNIS AND INCLUDED MITEK REFERENCE PAGE 111II.7473 rev.10/03/2015 BEFORE USF_ Design valid for use only with Mrrek(M connectors.This design is based cnly,upon parameters shown,and Is for an Individual building component,not e truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design.Bracing indicated is fo prevent buckling of individual truss web and/or chord members only Adtlttlonal temporary and permanent bracing MiTek• Is always required for stability and to prevent collapse with possible personal Injury and property damage, For generei guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSVTPI f Qualify Criteria,DSO-89 and SCSI Building Component 250 Klug Circle Safelylnformatlon available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Corona,CA 92550 Job Truss Truss Type City Ply (Old C&D} K7746740 Bldg#3&A B06 MONOPITCH 3 1 Job Reference o Clonal Builders FustSource(Arlington,WA), Arlington,WA-98223. 8.240 s Mar 9 2020 MiTek Industries,Inc. Thu May 1410:37:58 2020 Page 1 ID:eHD_geljCX3yScxtIEFOMByaQtx-qAHQglgg NxICcm8ZQZaDgcZrh4T51fdnRa_sbzGcOd -1-8-0 6-0-5 10.9.3_ 11-&6, 16-3-8 19.3.8 1-00 6-0-5 44-13 it 4 4-7.2 5.00 12 Scale=1:50.5 3x8 5 3x4 12 5 3x6 4 3x4 3 d 3x4 I 11 2 1 103x8 = 9 13 14 3x6 =8 3x4 = 8.10-12 10-9-3 , 1638 8.10.12 T7� 5-6-5 Plate Offsets(X,Y)- 16:0-2-11,0 1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Ildefl Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.67 Vert(LL) -0.13 9-10 >999 360 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.54 Vert(CT) -0.27 9-10 >719 240 TCDL 10.0 Rep Stress Incr YES WB 0.72 Horz(CT) 0.01 8 n/a rile BCLL 0.0 Code IBC2015ITP12014 Matrix-AS Wind(LL) 0.02 8-9 >999 240 Weight:100 lb FT=20% BCDI 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF 240OF 2.0E*Except` TOP CHORD Structural wood sheathing directly applied, except end verticals. 1-4:2x4 DF 1 BOOF 1.6E BOT CHORD Rigid ceiling directly applied. BOT CHORD 2x4 HF No.2 WEBS 1 Row at midpt 6-8 WEBS 2x4 HF No.2*Except* 6-8:2x6 DF No.2 REACTIONS. (size) 8=0-5-8,10=0-5-8 Max Horz 10=292(LC 9) Max Uplift 8=-178(LC 12),10=50(LC 12) Max Grav 8=1208(LC 19),10=815(LC 19) FORCES. (lb)-Max.Comp.IMax.Ten.=All forces 250(lb)or less except when shown. TOP CHORD 3-5=-595/32,6-8=642/205,2-10=-351/138 BOT CHORD 9-10=140/604,8-9=71/311 WEBS 5-8=-607/120,5-9=38/411,3-10=648/5 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=4.Bpsf;h=25ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)-1-6-0 to 1-6-0,Interior(1)1-6-0 to 16-0-12,Exterior(2)16-0-12 to 19-3-8 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Fully Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 19.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. OVIING ZA_ 6)`This truss has been designed for a live load of 20.Opsf On the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide BIAS o will fit between the bottom chord and any other members,with BCDL=10.Opsf. R� 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)10 except(jt=lb) 8=178. O 8)This truss design requires that a minimum of 7116"structural wood sheathing be applied directly to the top chord and 1/2"gypsum _ sheetrock be applied directly to the bottom chord. 54074 4 �•� FG73TER� .�' ssj�NALG May 14,2020 AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1.7473 rev.10/03/2015 BEFORE USE. Design valid for use any with Mlrek®connectors.This design Is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design Bracing indicated Is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek" Is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSb7Pl1 quality Crfterfa,DSB-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Corona,CA 92860 Job Truss Truss Type Qty Ply [ld C 8 D) K7746749 Bldg#3&A B07 Monopitch 2 1b Reference o Mona Builders FirstSource(Arlington,WA), Arlington,WA-90223, 8.240 s Mar 9 2020 MiTek Industries,Inc. Thu May 14 10:37:59 2020 Page 1 I D:a HD_ge 1 j CX3yScxtl EFOMBya Qtx-IM ro25g I Ih39gm LK785pm 2Bkb5QhgC_n05JX02zGcOc 645 10-9.3 1-8.6 18.3.8 11 1118 54" 4.8.13 11.4 4-7-2 3A-0 5.00 12 8 Scale=1:50.5 3x8 i 5 3x4 i 11 4 3x6 i 3 3x4 2 d 10 06 3x4 11 1 9 8 12 13 3x8=7 3x8 = 3x4 = 13-10-12 10.9 3 16.3-6 ' 8-10-12 1.10.7 58-5 Plate Offsets(X,Y)- [5:0.2-11,0.1-e1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (lac) Vdefl Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TIC0.67 Vert(LL) -0.13 8-9 >999 360 MT20 1851148 (Roof Snow=25.0) Lumber DOL 1,15 BC 0.54 Vert(CT) -0,27 8-9 >719 240 TCDL 10.0 Rep Stress Incr YES WB 0.72 Horz(CT) 0.01 7 n/a n/a BCLL 0.0 Code IBC2015/TP12014 Matrix-AS Wind(LL) 0.02 7-8 >999 240 Weight:9B lb FT=20% 3CLL 10 0 LUMBER- BRACING. TOP CHORD 2x4 DF 240OF 2.0E'Except' TOP CHORD Structural wood sheathing directly applied, except end verticals. 1-3:2x4 OF No.2 BOT CHORD Rigid ceiling directly applied. BOT CHORD 2x4 HF No.2 WEBS 1 Row at midpt 5-7 WEBS 2x4 HF No.2*Except* 5-7:2x6 DF No.2 REACTIONS. (size) 7=0-5-8,9=0-5-8 Max Hors 9=282(LC 9) Max Uplift 7=178(LC 12),9=-25(LC 12) Max Grav 7=1191(LC 19),9=693(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-4=-604/33,5-7=628/206 BOT CHORD 8-9=-139/621,7-8=71/312 WEBS 2-8=258/144,4-7=603/119,4-8=-39/424,2-9=645/18 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=4 8psf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)0-1-12 to 3-1-12,Interior(1)3-1-12 to 16-0-12,Exterior(2)16-0-12 to 19-3-8 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Fully Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 19.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 01N"G Zk 6)'This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide .>� � _ 40 will fit between the bottom chord and any other members,with BCDL=10.Opsf. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)9 except(jt=lb) C OjO 7=178. y 8)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and 1/2"gypsum sheetrock be applied directly to the bottom chord. 54074 �� SSI�NALG May 14,2020 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.1010312015 BEFORE USE. �- Design valld for use only with MTekS connectors.This design Is based only upon parameters shown,and is for an individual building componani,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design Bracing indicated Is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing M iTek• is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the Fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSVTPIf Duality Criteria,DSB-89 and SCSI Bullding Component 250 Klug Circle Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Corona,CA 92860 Job Truss Truss Type Qty Ply (Uld C 2 U} K7746750 Bldg#3&A BOB MONOPITCH 10 1 _ I Job Referance ootional Builders Fi stSource(Arlington,WA), Arlington,WA-98223, 6240 s Mar 9 2020 MTek Industries,Inc. Thu May 14 10:38:00 2020 Page 1 I D:eH D_qe 1 jCX3yScxtl E FOM ByaQtx-mYPAF Rhx W7 BOSvw Wgrc2J FhzyV ITZe6wF134xUzGcOb 6-0.5 11-" 17-9.8 9-3-8 , 1 ,6-0.5 I 5-8.1 6-T•2 1 6 0 Scale=1:53.5 5.00 12 3x4 i 6 5 12 3x4 i 11 4 3x6 3 3x4 i 2 10 3x4 1 9 8 13 14 7 3x8 = 3x4 = 3x8 = 8-10A2 17-7-8 17,9-8 I 8-10.12 8-8.12 0•-0 Plate Offsets(X.Y)- 15:0-0-13,0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.44 Vert(LL) -0.24 7-8 >B72 360 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.63 Vert(CT) -0.38 7-8 >546 240 TCDL 10.0 Rep Stress Incr YES WB 0.79 Horz(CT) 0.02 7 n/a nla BCLL 0.0 Code IBC2015ITP12014 Matrix-AS Wind(LL) -0.06 7-8 >999 240 Weight:90 lb FT=20 BCD1. 10 0 _ LUMBER- BRACING- TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 HF No.2 WEBS 1 Row at midpt 5-7,4-7 REACTIONS. (size) 7=0-3-8,7=0-3-8,9=0-5-8 Max Harz 9=284(LC 9) Max Uplift 7=150(LC 12),9=44(LC 12) Max Grav 7=1113(LC 19),7=908(LC 1),9=801(LC 19) FORCES. (Ib)-Max Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-4=-787166,5-7=-470/124 BOT CHORD 8-9=-153/761,7-8=99/517 WEBS 4-8=21/428,4-7=758/143,2-9=-811143 NOTES- 1)Wind:ASCE 7-10;VuK=11Omph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=4 8psf;h=25ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)0-1-12 to 3-1-12,Interar(1)3-1-12 to 16-3-8,Exterior(2)16-3-8 to 19-3-8 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1 60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Fully Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 19.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chard and any other members,with BCDL=10.0psf. QN�G 2.6' 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)9 except Qt=1b) 7=150. +' 8)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and 1/2"gypsum sheetrock be applied directly to the bottom chord r v0�o �,�54074� �4 ,off G1 �S7QNALG May 14,2020 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111.7473 rev.1010312015 BEFORE USE Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and Is for an Individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property,Incorporate this design Into the overall building design Bracing Indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing MiTek• Is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSVTP11 Quality Criteria,DSB-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Corona,CA 92880 Job Truss Truss Type Qly Ply (Old C&D) K7746751 Bldg#3&A BOBA MONOPITCH 1 1 Job Reference(optional) Builders FirstSource,(Arlington,WA), Arlington,WA-98223, 8.240 s Mar 9 2020 MTek Industries,Inc. Thu May 14 10:38:01 2020 Page 1 ID:eHD_geljCX3yScxtIEFOMByaQbe-FIzZTmiZGIJl33VjEY7HrTE7Kv3212R4TPoeTwzGcOa 6-0-5 11-54 i 17-9.8 19.3.8 8 0 5 6.8-1 6-1-2 1-0-0 Scale=1:53.6 3x8 I 6 5.00 12 5 12 3x4 i 11 4 4x8 3 4x12 2 d, 10 3x4 1 9 8 13 14 T 7x10 MT18HS = 3x6 = 3x8 = B-10-12 17.7-8 117.9-8 8-10.12 8.8.12 �0-'-0 Plate Offsets(X Y)— [2:0-5-0,0-1-81,[5:0.4-0,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Ildefl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.97 Vert(LL) -0.24 7-8 >875 360 MT20 185/148 (Roof Snow=2 0)1 0.0 Lumber DOL 1.15 BC 0,67 Verl(CT) -0,39 7-8 >541 240 MT18HS 185/148 TCDL Rep Stress Ina NO WB 0.98 Horz(CT) 0.02 7 n/a n/a B�D� 100.0 Code IBC2015/TP12014 Matrix-AS Wind(LL) -0 O6 7-8 >999 240 Weight:91 lb FT=201% LUMBER- BRACING- TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 HF No.2"Except' WEBS 1 Row at midpt 5-7.4-7 1-9:2x6 DF No.2 2 Rows at 1/3 pts 2-9 REACTIONS. (size) 7=0-3-8,7=0-3-8,9=0-5-8 Max Horz 9=4615(LC 26) Max Uplift 7=-150(LC 12),9=44(LC 12) Max Grav 7=1108(LC 19),7=904(LC 1),9=3209(LC 26) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-265/67,2-4=4868/66,4-5=-5096/101,5-7=468/124,1-9=279(76 BOT CHORD 8-9=663/748,7-8=100/513 WEBS 2-8=-190/835,4-8=546/421,4-7=-752/143,2-9=-4733/39 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=4.Bpsf;h=25ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)0-2-12 to 3-2-12,Interior(1)3-2-12 to 16-3-8,Exterior(2)16-3-8 to 19-3-8 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Fully Exp.;Ct=1 10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 19.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)All plates are MT20 plates unless otherwise indicated. MSNG 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Q 7)'This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide 1VASpr. O will fit between the bottom chord and any other members,with BCDL=10.Opsf. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)9 except(jt=lb) yC�Q� 7=150. 9)Load case(s)26 has/have been modified.Building designer must review loads to verify that they are correct for the intended use of this truss. 10)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and 1/2"gypsum sheetrock be applied directly to the bottom chard. It 'k 11 Hanger(s)or other connection devices shall be provided sufficient to support concentrated loads at 17-9-8 on to chord. The 'f' ,�`54074 4j ( ) P PP () P 01% design/selection of such connection device(s)is the responsibility of others. �0 12) In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(8). `rs'jpNA� G LOAD CASE(S) Standard Except: May 14,2020 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. Design valid for use only with Mfrek®connectors.This design Is based only upon parameters shown,and Is for an Individual building component,not at rines system.Before use,the building designer must verify the appicablr4y of design parameters and property incorporate this design into the overall budding design Bracing indicated is to prevent buckling of Individual truss web and/or chord members only_Additional temporary and permanent bracing M iTek" Is always required for stability and to prevent collapse with possible personal injury and property damage-For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSVTPII Queft Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Corona,CA 92880 Job Truss Truss Type Qty Ply (Old C&D) K7746751 Bldg#3&A B08A MONOPITCH 1 1 Job Reference_(optional Builders FirslSource(Arlington,WA), Arlington,WA-98223, 8240 s Mar 9 202D MiTek Industries,Inc_ Thu May 1410:38:01 2020 Page 2 ID:eHD_geljCX3yScxtIEFOMByaQtx-FlzZTm iZG IJt33VjEY7HrTE?Kv3212R4TPoBTwzGcOa LOAD CASE(S) 26)User defined:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-5=70(F),5-6=70(F),7-9=-20(F) Concentrated Loads(lb) Vert:5=1923(F) Horz:5=-4615(F) A WARNING•Verify dealgn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.1010312015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and Is for an Individual building component,not a truss system Before use,the building designer must veiny the applicability of design parameters and property Incorporate this design Ono the overall building design.Bracing Indicated Is to prevent buckling of individual truss web ondlor chore!members only Additional temporary and permanent bracing MiTek• is always required for stability and to feevem collapse with possible personal Injury and property damage.For gonemi gWdance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSM11 Quality Criteria,DSB-09 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 29601 Corona,CA 92850 Job Truss Truss Type [tyBldg#3&A B09 GABLE 1 Ply (Old C 8 D) K7746752 Job Reference(optional) Builders FirstSource(Adington,WA), Artington,WA-98223. 8.240 s Mar 9 2020 MiTek kMustnes,Inc. Thu May 14 10:38:03 2020 Page 1 ID:eHD_gel jCX3yScxtIEFOMByaQtx-B74JtSjpowZbJNf5Mz9lwuJQoikRmzKMxjH IXpzGcOY 4J 0 7-1.8 11-9-8 17 g 8 19.3.8 4 3-0 2-10.8 4-8A 74N 141-0 5.00 12 3x4 II 7 Scale=1:58.1 6 4x6 i 24 5 3x6 5x8 i:'�4 3 5x8- 'Z 2 O 5x8 1 5x12 6x6 = 4x8 = 9 27 8 12 25 11 26 10 4x6 = 6x6 = 4J 0 7-1.8 7n 11.9.8 17-9-8 4 3-0 2-108 0 8 4.4-8 6.041 Plate Offsets(X,Y)— 11:0-3.0,0-1-121,18:D-2-12,0-4-81,110:0.3-8,0-2-01,111:0-2-12,0-&81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.65 Vert(LL) -0.02 11-12 >999 360 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.74 Vert(CT) -0.04 11-12 >999 240 BCDL 10.0 Rep Stress Incr NO WB 0.95 HOrz(CT) -0.03 8 n/a n/a BCDL 0.0 10 0 BCDL Code IBC2015(TPI2014 Matrix-MS Wind(ILL) 0 01 11-12 >999 240 Weight:145 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 3-4-0 oc purlins, BOT CHORD 2x6 DF ND,2 except end verticals. WEBS 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 4-1-11 oc bracing. OTHERS 2x4 HF No.2 WEBS 1 Row at midpt 6-8.3-9.5-8 REACTIONS. All bearings 7-5-0 except(jt=length)8=0-5-8 (lb)- Max Harz 12=516(LC 33) Max Uplift All uplift 100 lb or less at joint(s)except 8=987(LC 33),12=-2204(LC 30),11=-918(LC 38). 10=-511(LC 38) Max Grav All reactions 250 lb or less at joint(s)except 8=1351(LC 26),12=2828(LC 27),11=2445(LC 27), 10=1296(LC 27),10=1134(LC 1) FORCES. (lb)-Max Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-2714/2605,2-3=2506/2399,3-5=2914/2713,5-6=208B/1986,6-8=466/90, 1-12=2140/2062 BOT CHORD 11-1 2=-3519/3274,10-11=2999/3035,9-10=-20B5/1955,8-9=-855/861 WEBS 2-11=-1 824/1779,2-1 0=1 717/1767,3-10=-1864/1733,3-9=1639/1811,5-9=1171/1231, 5-8=-1299/1252,1-11=2594/2689 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=4.epsf;h=25ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSIITPI 1. 3)TCLL:ASCE 7-10:Pf=25.0 psf(flat roof snow);Category 11;Exp B;Fully Exp.;Ct=1.10 OWNG Z 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live load of 19.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs p non-concurrent with other live loads. 6)All plates are 2x4 MT20 unless otherwise indicated. O' 7)Gable studs spaced at 2-0-0 oc. y 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live(Dads. 9)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will Tit between the bottom chord and any other members,with BCDL=10.Opsf. A 54074 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 987 lb uplift at joint 8,2204 lb uplift at joint 12,918 lb uplift at joint 11 and 511 lb uplift at joint 10. 11)This truss has been designed for a total drag load of 310 plf.Lumber DOL=(1.33)Plate grip DOL=(1.33) Connect truss to resistSS�DIVALG drag loads along bottom chord from 0-0-0 to 7-5-0 for 743.7 plf. 12)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)968 lb down and 109 lb up at 0-1-12,960 lb down and 118 lb up at 2-3-12,and 960 lb down and 118 lb up at 4-3-12,and 960 lb down and 118 lb up at 6-3-12 May 14,2020 on bottom chord. The desi n/selection of such connection devices is the responsibilltv of others. WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.1010312015 BEFORE USE. Design valid for use only with MrrekO connectors.This design Is based only upon parameters shown,and is for an Individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate This design Into the overall MR building design Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only.Additlonal temporary and permanent bracing MiTek• Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSrlrpil Duality Crifrr a,DSB-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,2670 Crain Highway,Sube 203 Waldorf,MD 20601 Corona,CA 92880 Job Truss Truss Type City Ply (Old C&D) K7746752 Bldg#3&A B09 GABLE 1 1 Job Reference tlonal Builders FlrstSoi ce(Arlington,WA), Arlington,WA-95223," 8,240 s Mar 9 2020 mi,rek Industries,h1c. Thu May 1410:38:03 2020 Page 2 I D:eH D_qe lj CX3yScxtl EFOM ByaQtx-B74J tSjpowZbJ Nf5Mz91wuJ Qo ikRmzKMxj H IXpzGcOY NOTES- 13) In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-6=70,6-7=70,8-12=20 Concentrated Loads(lb) Vert:12=-968(F)11=960(1`)25=-960(F)26=-960(F) ,&WARNING-Vartry design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. ��- Design valid for use only with MrrekO connectors.This design is based only upon parameters shown,and is for an Individual building component,not a truss system Before use,the building designer must witty Itm applicability of design parameters and property incorporate this design into the overall buitdlnp daslgrt Bracing indkated Is to pravenl buckling o!irWlvldual Inrss web arxgor chord mombera only.Adddlonal temporary end permanent bracLrg M iTe k' Is always requi.ed for stability and to prevent collapse with possibie personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTP11 Dually Crdedo,DSO-89 and SCSI Building Component 250 Klug Circle Safety InPormeNon available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Corona,CA 92880 Job Truss Truss Type Qty Ply (Old C&D) K7746753 Bldg#3 8 A Cal FLAT GIRDER 1 q J Job Reference tbna Builders FirstSource(Arlington,WA), Arlington,WA-98223, 8.240 s Mar 9 2020 MiTek Industries,Inc. Thu May 1410:38:D4 2020 Page 1 ID:eHD_geijCX3yScx8EFOMByoQtx-W.oh5okRIDhSwXDlvhg_75sjo65nVXzWAN 114FzGcOX 4-0-10 7-11-8 11-10-8 , 16-11.0 r 4-0.10 3-10-14 3-1044 4-0-10 3x8 I 6x6 = Bxlo = 3XEPcRIe=1:27.3 1 11 2 3 48x6 = 12 5 Ll 13 14 9 15 18 8 17 18 7 19 20 10 4x8 = 6x6 = 3x8 8x6 = e 48 = r 4-0-10 , 7-11-8 11-10.6 r 15-11.0 4-0-10 �3 10-tA �— 3.10-14 4-0-1U Plate Offsets KY)- [7:0.2-0,114-41,I9:0-2-0,0.4-4] — - - LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.19 Vert(LL) -0.06 B-9 >999 360 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.67 Vert(CT) -0.11 8-9 >999 240 TCDL 10.0 Rep Stress Incr YES WB 042 Horz(CT) 0.04 6 n/a n/a BCLL 0.0 Code IBC2015/TP12014 Matrix-MS Wind(LL) 0.03 8 >999 240 Weight:423 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2xl2 OF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins, BOT CHORD 2x6 DF No.2 except end verticals. WEBS 2x4 HF No 2 BOT CHORD Rigid ceiling directly applied or 1 D-0-0 oc bracing. REACTIONS. (size) 10=0-3-8 (req.0-1-7),6=0-3-8 (req.0-4-5) Max Horz 10=92(LC 25) Max Uplift 10=641(LC 4),6=623(LC 5) SUPPLEMENTARY BEARING PLATES,SPECIAL ANCHORAGE,OR Max Grav 10=8103(LC 1),6=7809(LC 1) OTHER MEANS TO ALLOW FOR THE MINIMUM REQUIRED SUPPORT WIDTH(SUCH AS COLUMN CAPS,BEARING BLOCKS,ETC.) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. ARE THE RESPONSIBILITY OF THE TRUSS MANUFACTURER P OR THE BUILDING DESIGNER. TOP CHORD 1-10=530174,2-3=6709/542,3-4=6719/544,5-6=-532/73 BOT CHORD 9-10=-582/6709,8-9=-70718350,7-8=707/8350,6-7=561/6719 WEBS 2-10=89221722,2-9=306/4840,3-9=2213/201,3-8=15212862,3-7=2200/197, 4-7=305/4851,4-6=-89341721 NOTES- 1)3-ply truss to be connected together with lad(0.131"x3")nails as follows: Top chords connected as follows:2x4-1 row at 0-9-0 oc,2x12-2 rows staggered at 0-9-0 oc. Bottom chords connected as follows:2x6-2 rows staggered at 0.4-0 oc. Webs connected as follows:2x4-1 row at 0-9-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)Wind:ASCE 7-10;VuIt=11 Omph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=4.Bpsf;h=25ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 4)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Fully Exp.;Ct=1.10 OtfflNO Z� 5)Provide adequate drainage to prevent water ponding. w __ '90 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide 0> will fit between the bottom chord and any other members. y 0� 8)WARNING:Required bearing size at joint(s)10,6 greater than input bearing size. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 641 lb uplift at joint 10 and 623 lb uplift ` at joint 6. 10)Girder carries tie-in span(s):10-0-0 from 1-0-0 to 14-11-0 11)Hanger(s)or other connection devices shall be provided sufficient to support concentrated loads 1522 lb down and 108 lb u at 54074 () P PP () P 0*0 G75TE1t� ' 0-9-4,1518 lb down and 112 lb up at 2-9-4,1518 lb down and 112 lb up at 4-9�,1514 lb down and 111 lb up at 6-9�,1518 lb .� down and 112 lb up at 8-9-0,1518 lb down and 112 lb up at 10-9-4,and 1518 lb down and 112 lb up at 12-9-4,and 1518 lb down s`sIONAl' and 112 lb up at 14-9-4 on bottom chord. The design/seiection of such connection device(s)is the responsibility of others. LOAD CASE(S) Standard May 14,2020 AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473 rev.1010312015 BEFORE USE. Design valid for use only with MITek®connectors,This design Is based only upon parameters shown,and is for an individual building component,not ��- a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design, Bracing Indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek, is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,sea ANS11TPl1 Duality Criteria,DSB-89 and BCSI Building Component 250 Klug Clrcle Safety Information available from Truss Plate InstKute,2670 Crain Highway,SuKe 203 Waldorf,MD 20601 Corona,CA 92880 Truss Truss Type Qty Ply [(0-1dC&D) K7746753 �,J,'bg #3&A Coll FLAT GIRDER 1 3 �Reference(optbra! Builders FkatSource(Arlington,WA), Arlington,WA-98223, 8.240 s Mar 9 2020 MlTak Industries,Inc. Thu May 1410:38:04 2020 Page 2 ID:eHD_ge1jCX3yScxtIEFOMByaQtx-fKeh5okRZDhSwXDlvhg_T5sjo65nVXzWAN 114 FzGcOX LOAD CASE(S) Standard 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-11=70,11-12=-240(F=170),5-12=-70,6-10=20 Concentrated Loads(lb) Vert:13=1522(B)14=1518(121)15=-1518(B)16=1514(B)17=1518(B)16=1518(B)19=-1518(B)20=1518(B) A WARNING-Verffy design paremelem and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473 rev.10/03/2015 BEFORE USE. ' Design valid for use only with MTek®connectors This design Is based only upon parameters shown,and is for an Individual building component,not a truss system.Before use,the building designer must verily the applicability of design parameters and properly incorporate this design Into the overad building design.Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing M iTe ' is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSLITP11 quality Criteria,DSB-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldod,MD 20801 Corona,CA 92880 Job ` Truss Truss Type Oty Ply (Old C&D) K7746754 Bldg#3&A VO1 Valley 1 1 _ Job Reference(optional) Builders FIrslSource(Arlington,WA), Arlington,WA-98223, 8.240 s Mar 9 2020 MiTek Industries,Ina Thu May 1410.36:05 2020 Pegs 1 ID:eHD_geljCX3ySextIEFOMByaOtx-7WC31813MpJYhoUTOBDOJOtrWaOE3ZfO1 mrchzGcOW 13444 21-9-8 4 5.3.4 Scale=1:35.8 4x4 = 5 3.00 12 15 16 4 g 3x4 I I 7 3 N 2 oS N IM 1 cr 0 d 3x6 14 13 12 11 10 8 8 3x6 = 3x4 I 21-9-8 21.9-8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.23 Vert(LL) ri n/a 999 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1.15 BC 0,10 Vert(CT) n/a nla 999 TCDL 10.0 Rep Stress Incr YES WE 0.07 Horz(CT) -0.00 8 n/a n/a BCLL 0.0 Code IBC2015/TP12014 Matrix-S Weight:65 lb FT=20% BCOL 10.0 LUMBER- BRACING- TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 HF No.2 except end verticals. WEBS 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 HF No.2 REACTIONS. All bearings 21-8-8. (lb)- Max Horz 1=62(LC 11) Max Uplift All uplift 100 lb or less at joint(s)8,10,11,13,14.9 Max Grav All reactions 250 lb or less atJoint(s)1,8 except 10=341(LC 1),11=388(LC 18),13=356(LC 1). 14=366(LC 18),9=446(LC 19) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. WEBS 5-10=-259/55,4-11=308/91,3-13=277/83,2-14=280/83,6-9=377/87 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=4.Bpsf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Extedor(2)1-3-0 to 4-6-4,Interior(1)4-6-4 to 13-6-4,Exterior(2)13-6-4 to 21-7-12 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category It;Exp B;Fully Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)All plates are 2x4 MT20 unless otherwise indicated. 5)Gable requires continuous bottom chord bearing. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)8,10,11,13,14, q 9. o�Wl�s� o r 54074 AL May 14,2020 AWARNING-Verfry design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.1010312015 BEFORE USE Design valid for use only with Mrrek®connectors This design Is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property mcorpwate this design into Ina overall MR building design. BraWg indicated is to pmveM buckling of Individual truss web andlor chord members only. Aciddlonal lemporary and permanent orating M iTek' is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erectlon and bracing of trusses and truss systems,see ANS11TPI1 Quality Criteria,DS19-89 and SCSI Building Component 250 Klug Circle Safety lnformetlon available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Corona,CA 926BO Job Truss Truss Type Qty Ply (Old C&0) K7746755 Bldg#3&A V02 Valley 1 1 Job Referencelional Builders FirstSource(Arlington,WA), Arlington,WA-98223, 8.240 is Mar 9 2020 MiTek Industries,Inc. Thu May 1410:38:06 2020 Page 1 ID:eHD_geljCX3yScxtIEFOMByaQtx-bimSWUmh5rxAArNgl6jSYWx1 iwwOzXBpdhWP88zGcOV 13-2-4 18-5.8 13-2-4 5-34 ' Scale=1:30.3 4x4 = 4 3.00 12 2x4 11 13 14 2x4 13x4 I I 3 5 6 2x4 I 2 12 N 1 V b d Us 11 10 9 8 7 2x4 11 2x4 11 2x4 I1 2x4 I1 3x4 I1 1&5.8 18-5.8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.23 Vert(LL) nla n/a 999 MT20 185/146 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.11 Vert(CT) rite rile 999 TCDL 10. B 0 Rep Stress Incr YES W 0.05 Horz(CT) -0.00 7 n/a n/a BCDL 10,0 BC 0.0 Code IBC2015/TPI2014 Matrix-S Weight:52 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 HF No 2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 HF No.2 except end verticals WEBS 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 HF No.2 REACTIONS. All bearings 18-4-8. (lb)- Max Horz 1=40(LC 12) Max Uplift All uplift 100 lb or less atjoint(s)1,7.9.10,11,B Max Grav All reactions 250 lb or less atjoint(s)1,7 except 9=344(LC 1).10=377(LC 18),11=400(LC 1). 8=433(LC 19) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. WEBS 4-9=-261/61,3-10=302/89,2-11=-303/89,5-8=364/91 NOTES- 1)Wind:ASCE 7-10;Vult=11Omph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=4.8psf;h=25ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)1-3-0 to 4-3-0,Interior(1)4-3-0 to 10-2-4,Exterior(2)10-2-4 to 18-3-12 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Fully Exp.;Ct=1 10 3)Unbalanced snow loads have been considered for this design. 4)Gable requires continuous bottom chord bearing. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chard and any other members. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1,7,9,10.11.B. MSNG O CO O r 54074 O.A �GIS'fER� 'eSS19NAL�G May 14,2020 ®WARNING-verify design paramelem and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. aaaaaa �1• Design valid for use only with MITek®connectors.This design Is based only upon parameters shown,and Is for an Individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing WOW Is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/Till Qualify Criteria,DSB-89 and SCSI Building Component 250 Klug Circle Se"Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Corona,CA 92880 Job Truss Truss Type Qty Ply (Old C&D) K7746756 Bldg#3&A V03 Valley 1 1 Job Reference o Iona Builders FlrstSource(Arlington,WA), Arlington,WA-98223, 8.240 s Mar 9 2020 MiTek Industries,Inc. Thu May 14 10:38:07 2020 Page 1 ID:eHD_goljCX3yScxltEFOMByaOtx-3vKq{gnKs831nylbpEh5kUBZKFni ZysLFyguGcOU 9.104 15-1.8 9.104 5-34 Scale=1:24.8 4x4 = 3.00 12 3 2x4 12 2x4 II I 11 2 4 3x4 II 5 10 N rl V d 3x6 9 B 7 8 2x4 I 2x4 I I 2x4 11 3x4 I I 15-1.8 15.1-8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Ildefl Ltd PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.28 Vert(LL) n/a n/a 999 MT20 185/148 (Roof Snow=25 0) Lumber DOL 1.15 BC 0.14 Vert(CT) n/a n/a 999 TCDL 10.0 Rep Stress Incr YES B 0.04 Horz(CT) -0.00 6 n/a n/a BCDL 10.0 W Code IBC2015ffP12014 Matrix-S Weight:39 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purllns, BOT CHORD 2x4 HF No.2 except end verticals. WEBS 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 HF No.2 REACTIONS. All bearings 15-0-8. (lb)- Max Horz 1=28(LC 12) Max Uplift All uplift 100 lb or less at joint(s)1,6,8,9,7 Max Grav All reactions 250 lb or less at joint(s)1,6 except 8=319(LC 1),9=472(LC 18),7=413(LC 19) FORCES. (lb)-Max Comp./Max.Ten.-All forces 250(lb)or less except when shown. WEBS 2-9=-364/105,4-7=341/102 NOTES. 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=4.Bpsf;h=25ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)1-3-0 to 4-3-0,Interlor(1)4-3-0 to 6-10-4,Exterlor(2)6-10-4 to 14-11-12 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Fully Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)Gable requires continuous bottom chord bearing. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1,6,8,9,7. p1J[TNG - o�wns o 0 .off 54074 �sSIONALG May 14,2020 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev,10/03/2015 BEFORE USE ' Design valid for use only with MITek®connectors.This design Is based only upon parameters shown,and Is for an Individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design,Bracing Indicated Is to prevent buckling of individual truss web andlor chord members only Addftlonal temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal Injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANS11TPI1 Quality Criteria,DSBA9 and SCSI Bulidfng Component 250 Klug Circle Safety Information available from Truss Plate Institute,2670 Crain Highway,Sufte 203 Waldorf,MD 20601 Corona,CA 92880 Job Truss Truss Type Qly Ply (Old C&0) K7746757 Bldg#3&A VO4 Valley 1 1 Job Reference(optional) Buildels FirslSource(Arlington,WA), Arlington,WA-98223, 8.240 s Mar 9 2020 MiTek Industries,Inc. Thu May 14 10:38:08 2020 Page 1 1 D:eH D_qe 1 j CX3yS cxtl E FO M ByaQtx-X5uCxAnydS B u P BX3BXIwdxOKOjZZRRl54??W DOzGcOT 6-6A 13-0.8 6.6A 643-4 Scale=1:20.6 4x8 = 3.00 12 2 5 8 1 3 Li v v o ;�i� -d 3x6 % 4 3x6 2x4 I 0-a,Q 13-0-8 0- -0 12-11-8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) /deft Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1 15 TC 0,41 Vert(LL) n/a n/a 999 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.23 Vert(CT) n/a n/a 999 TCDL 10.0 Rep Stress Incr YES WB 0.05 Horz(CT) 0.00 3 n/a TIM BCLL 0.0 Code IBC2015/TP12014 Matnx-S Weight:29 lb FT=20% GCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 HF No.2 REACTIONS. (size) 1=12-10-8,3=12-10-8.4-12-10-8 Max Horz 1=-16(LC 13) Max Uplift 1=-26(LC 8),3=-28(LC 13),4=-22(LC 8) Max Grav 1=209(LC 10),3=209(LC 19),4=550(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. WEBS 2-0=392/131 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;GCDL=4.Bpsf;h=25ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25 0 psf(flat roof snow);Category 11:Exp B;Fully Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)Gable requires continuous bottom chord bearing. 5)This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads. 6)`This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1,3,4. O� VT 'q0 Q co �O ` 54074 CIS SSIONALG May 14,2020 AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.1010312015 BEFORE USE Design valid for use only with MITek®connectors.This design is based only upon parameters shown,and is for an individual building component,not �- a truss system.Before use,the building daslgrror must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated Is to prevent buckling of individual truss web andlor chord members only.Additional temporary and permanent bracing MiTek• Is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI?PfI Quality Criteria,DSBA9 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,Mo 20601 Corona,CA 92880 Job Truss Truss Type aty Ply (Old C&D) K7746758 Bldg#3&A V05 Valley 1 1 Job Reference(ootionall Builders FirstSouros(Arlington,WA), Arftton,WA-98223, 8.240 s Mar 9 2020 MTek Industries,Inc. Thu May 1410:38:OB 2020 Page 1 ID:eHD_geljCX3yScxtiEFOM ByaQtx-X5uCxAnydSBuPBX38XIwdxOQmjacRRS54??WDOzGcOT L 3-2-4 6-4-8 r 3-24 3-2-4 Scale=1:11.6 3x6 = 3.00 12 2 3 1 v v a 'd 3x4= 3x4 8.3.8 6,4-I1 6-3-8 0.S Plate Offsets(X,Y}- (2.0-3-0,Edge) LOADING (psf) SPACING- 2-0-0 �CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 250 Plate Grip DOL 1.15 TC 0.06 Vert(LL) n/a n/a 999 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.17 Vert(CT) n/a n/a 999 TCDL 10.0 Rep Stress Incr YES W 0.00 Horz(CT) 0.00 3 n/a n/a BCLL 0.0 6 Code IBC2015rrP12014 Matrix-P Weight:12 lb FT=20% BCDL 10.0 LUMBER- BRACING. TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 1=6-2-8,3=6-2-8 Max Horz 1=6(LC 12) Max Uplift 1=-14(LC 8),3=-14(LC 9) Max Grav 1=174(LC 1).3=174(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-284/125,2-3=284/125 BOT CHORD 1-3=-110/262 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4 2psf;BCDL=4.8psf;h=25ft;Cat.Il;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Extedor(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)Gable requires continuous bottom chord bearing. 5)This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads. 6)'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1,3. .,AOWNG 2 C y 1po° 54074� .6 crsT �SSIONAL G May 14,2020 A WARNING.verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE Design valid for use only with Mlrek®connectors.This design Is based only upon parameters shown,and Is for an Individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing Indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek" Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erectlon and bracing of trusses and truss systems,see ANSLTP11 quality Criteria,DSB-99 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Corona,CA 92880 t: Job Truss Truss Type ty iPly (Old C&0) K7746759 Bldg#3&A V06 GABLE 1 1 Job Reference(optional) Builders FirstSource(Arlington,WA), Arlington,WA-98223, 8.240 s Mar 9 2020 MiTek Industries,Inc. Thu May 1410:38:09 2020 Page 1 ID:eHD_geljCX3yScxtIEFOMByaQtx-0HSa8 WoaOmJk116FiEG9A9Zbe7y1 AuJFJfk31SzGcOS 8.8.3 8.8-3 Scale=1:20 4 5 6 5.00 12 4 13 12 3 11 2 Li y 1 n d }LJt 0 10 9 8 7 3x4 i I LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 25 0 Plate Grip DOL 1.15 TC 0.06 Vert(LL) n/a n/a 999 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1 15 BC 0.03 Vert(CT) n/a n/a 999 TCDL 10.0 Rep Stress Incr YES WB 0.03 Horz(CT) -0.00 6 n/a n/a BCLL 0.0 Code IBC2015rrP12014 Matrix-S Weight:28 lb FT=20% I?CiJL 10.0 LUMBER- BRACING- TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 HF No.2 except end verticals. WEBS 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 HF No.2 REACTIONS. All bearings 8-8-3. (lb)- Max Horz 1=97(LC 9) Max Uplift All uplift 100 lb or less at joint(s)6,7,8,9,10 Max Grav All reactions 250 lb or less at joint(s)1,6,7,8,9,10 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=4.Bpsf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)0-9-1 to 3-9-1,Interior(1)3-9-1 to 8-8-3 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25 0 psf(flat roof snow);Category II;Exp B;Fully Exp;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)All plates are 2x4 MT20 unless otherwise indicated. 5)Gable requires continuous bottom chord bearing. 6)This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads. 7)"This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8)Bearing at joint(s)6 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)6,7,8,9,10. ONUNG ZA - 'WAS o Ot T �'PO �' k 54074 ssI�NALE�G May 14,2020 AWARNING-Verify design paramelem and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.10/03/2016 BEFORE USE. Design valid for use only with MiTek®connectors This design Is based only upon parameters shown,and Is for an Individual building component,not a truss system.Before use,the building designer must verify the appllcabllity of design parameters and property incorporate this design into the overall building design Bracing indicated is to prevent buckling of individual truss web andlor chord members only.Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrtcagon,storage,delivery,erectlon and bracing of trusses and truss systems,see ANSUTPI1 Quality Criteria,DSB•89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Corona,CA 92880 _ _ y I Job rues Truss Type Qty Ply F(OldCD)Bldg#3&A 7 Valley 11K7746760 rence(optional) Builders FirstSource(Arlington,WA), Arlington,WA-98223. B.240 s Mar 9 2020 MiTek Industries,Inc.Thu May 14 10:38:10 2020 Page 1 I D:eH D_qe 1 jCX3yScxtl EFOM ByaQtx-U U 7yLrpC 93 RbeShRGxnOj M5kgXH BvLS OYJ UcHvzGcO R 7-5.12 7-5-12 2x4 I I Scale=1:19 2 3 4 5.o0 12 B 7 2x4 I 2 0 - t a 0 d B 5 3x4 7�- 2.1 II 2x4 II I LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 25 0 Plate Grip DOL 1 15 TC 0.17 Vert(LL) n/a n/a 999 MT20 1851148 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.10 Vert(CT) Na n/a 999 TCDL 10.0 Rep Stress Incr YES WS 0.03 Horz(CT) -0.00 4 n/a n/a BCLL 0.0 Code IBC2015/TPI2014 Matrix-P Weight:21 lb FT=20 BCDL ,G O LUMBER- BRACING- TOP CHORD 2x4 HF No TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins, BOT CHORD 2x4 HF No.2 except end verticals. WEBS 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 HF No.2 REACTIONS. All bearings 7-5-3. (lb)- Max Horz 1=82(LC 9) Max Uplift All uplift 100 lb or less at joint(s)5,6 except 4=242(LC 18) Max Grav All reactions 250 lb or less atjoint(s)1,4 except 5=443(LC 18),6=355(LC 18) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 3-5=-414/93 WEBS 2-6=-273/101 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=4.8psf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)0-9-1 to 3-5-12,Interior(1)3-5-12 to 7-5-12 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1 60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category ll;Exp B;Fully Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)Gable requires continuous bottom chord bearing. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)Bearing at joint(s)4 considers parallel to grain value using ANSlrrPI 1 angle to grain formula. Building designer should verify ( capacity of bearing surface. Q 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)5,6 except Qt=lb) cans .10 4=242. �0� -r �O¢+ 54074 AssI�NAL�G� May 14,2020 AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,1II-7473 rev.1010312015 BEFORE USE Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and Is for an individual building component,not • a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing M iTe k' is always required for stability and to prevent collapse with possible personal injury and properly damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSVTPIf Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Corona,CA 92880 Job Truss Truss Type Qty Ply {Old C&0) K7746761 Bldg#3&A VOB Valley 1 1 Job Reference optional) Builders FirstSource(Arlington,WA), Arlington,WA-98223, 8.240 s Mar 9 2020 MTek Industries,Inc.Thu May 14 10:38:112020 Page 1 ID:eHD_geljCX3yScxtIEFOMByaQtx-ygZLZBggwNZSGcGegfldFaes7xaFeoBYnzDAptiGcOQ 6-M 6-3.6 Scale=1:16.4 2x4 I I 2 3 5.00 12 6 5 0 1- 1 d 4 3x4 i 2x4 I LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (loc) Udefl Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 038 Vert(LL) n/a n/a 999 MT20 1851148 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.30 Vert(CT) n/a n/a 999 TCDL 10.a Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCLL 0.0 Code IBC2015/TPI2014 Matrix-P Weight:18 lb FT=20% _BCUiL_ _ I G.0 -_ LUMBER- BRACING- TOP CHORD 2x4 DF No.2 TOP CHORD Structural woad sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 HF No.2 except end verticals. WEBS 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 1=6-2-12,3=6-2-12,4=6-2-12 Max Harz 1=67(LC 9) Max Uplift 1=-5(LC 12),3=740(LC 18),4=-296(LC 12) Max Grav 1=201(LC 18),3=244(LC 12),4=1054(LC 18) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=293/119,2-4=1001/385 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=4.Bpsf;h=25ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)0.9-1 to 3-9-1,Interior(1)3-9-1 to 6-3-6 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10:Pf=25.0 psf(flat roof snow);Category 11;Exp B;Fully Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)Gable requires continuous bottom chord bearing. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)Bearing at joint(s)3 considers parallel to grain value using ANSIITPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1 except(jt=lb) 3=740,4=296. Q1G wasg '4o 54074 0 T51 h� S�IDNAL�G May 14,2020 AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev.1010312015 BEFORE USE. Design valid for use only with M7ekS connectors.This design Is based only upon parameters shown,and is for an individual building component,not a Truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design.Bracing indicated Is to prevent buckling of Individual truss web andlorchord members only Additional temporary and permanent bracing M iTek' Is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Corona,CA 92880 Job Truss Truss Type City Ply I(Old C&D) K7746762 Bldg#3&A V09 Valley 1 1 Job Reference(optional) Builders FirstSouree(Affinti n,WA), Aflkr AN WA-98213, 8.240 Is Mar 9 2020 MTek Industries,Inc,Thu May 14 10;38:112020 Page 1 ID:eHD_ge liCX3yScxtIEFOMByaQtx-ygZLZBggwNZSGcGegfldFaeuSxcGeoBYnzDApLzGcOO 5-0-15 5-0-15 Scale=1:13.9 2x4 II 2 3 5.00 12 5 o,• Li 1 d 4 3x4 2x4 II I LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (loc) Vdefl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.23 Vert(LL) n/a n/a 999 MT20 185/146 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.17 Vert(CT) n/a n/a 999 TCDL 10.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code IBC2015/TPI2014 Matrix-P Weight:13 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-15 oc purlins, BOT CHORD 2x4 HF No.2 except end verticals. WEBS 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 1=5-0-6,3=5-0-6,4=5-0-6 Max Horz 1=52(LC 9) Max Uplift 1=-3(LC 12),3=42B(LC 18).4=-186(LC 12) Max Grav 1=154(LC 18),3=145(LC 12),4=668(LC 18) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-4=-627/294 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=4.Bpsf;h=25ft;Cat.It;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)0-9.1 to 3-9-1,Interior(1)3-9-1 to 5-0-15 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10:Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)Gable requires continuous bottom chard bearing. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)'This truss has been designed for a live load of 20.Dpsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)Bearing at joint(s)3 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1 except(jt=lb) 3=428,4=186. ()TONG wAs za co O4074 SIDNAL May 14,2020 A WARNING-VerOy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MrrekdD connectors.This design Is based only upon parameters shown,and Is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building design Bracing Indicated is to prevent buckling of Individual truss web andlor chord members only.Additional temporary and permanent bracing M iTek' is always required for stability and to prevent collapse with possible personal Injury and properly damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Duality Criteria,DSO-09 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Corona,CA 92880 r Job Truss Truss Type �Qty Ply (Old C&D) K7746763 Bldg#3&A V10 Valley 1 1 Job Reference(optional) Builders FirstSource,(Arlington,WA), Arlington,WA-98223, 8.240 s Mar 9 2020 MiTek Industries.Inc. Thu May 14.10:38:12 2020 Pays 1 ID:eH D_qe 1 j CX3ySextl E FOM ByaQbc-Qs7jmXgShhiJ um rq N MgsonB 54LzwN FRh?czj M nzGcOP 3-10.9 r 3-10.9 Scale=1:10.8 2 3 J2x45.00 12 1 v b d Ll 3x4 2x4 II I LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Ildefl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.11 Vert(LL) n/a n/a 999 MT20 1851148 (Roof Snow=25.0) Lumber DOL 1 15 BC 008 Vert(CT) n/a n/a 999 TCDL 10.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCLL 10.0 Code IBC2015rTP12014 Matrix-P Weight:10 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 3-10-9 oc purlins, BOT CHORD 2x4 HF No.2 except end verticals. WEBS 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 1=3-9-15,3=3-9-15,4=3-9-15 Max Horz 1=38(LC 9) Max Uplift 1=-2(LC 12),3=-193(LC 1),4=-98(LC 12) Max Grav 1=109(LC 18),3=67(LC 12),4=360(LC 18) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-4=-332/186 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=4.Bpsf;h=25ft;Cat.ll;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Ectedor(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category ll;Exp B;Fully Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)Gable requires continuous bottom chord bearing. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)Bearing at joint(s)3 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1,4 except(jt=lb) 3=193. 01,0NG 2�9 h Ox r0� 54074 AsslONAL �� May 14,2020 A WARNING-Vedly design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111I1-7473 rev.1010312015 BEFORE USE. �- Design valid for use only with Mrreke connectors..This design is based only upon parameters snown,and is for an[ndmdua[building component not a truss system.Salons use,the building designer must witty the appticabilay of design parameters and properly incorporate[his design into the oveml[ building design.Bracng Indicated is to prevent buckling of indrodua[truss web andfor chord members only. Additional temporary and permanent bracing M iTe k' is ahvays reftuired for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTPII Qualify Criteria,DS8.99 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Corona,CA 92880 L Job Truss Truss Type JQty Ply (Oki C&D) K7746764 Bldg#3&A V11 Valley 1 1 Job Reference o lional Builders FirstSource(Arlington,WA), Arlington,WA-98223, 8.240 s Mar 9 2020 MTek Industries,Inc. Thu May 14 10:38:13 2020 Page 1 ID:eHD_ge1 jCX3yScxtiEFOM ByaOtx-u2h5_lr4 S_qA WvPOx4L5K?j HxkKO6ihfE G iGuEzG c00 2-8.3 2-8-3 ' Scale=1:8.4 2 3 5-0012 2x4 II -1-8 1 a 0 4 3x4 7�, 2x4 II LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.04 Vert(LL) n/a n/a 999 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.02 Vert(CT) n/a n/a 999 TCDL 10.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a 1 BCLL D.0 Code IBC2015ffP12014 Matrix-P BCDL 0.D Weight:6 lb FT=20 LUMBER- BRACING- TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 2-8-3 oc purlins, BOT CHORD 2x4 HF No.2 except end verticals. WEBS 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 Do bracing. REACTIONS. (size) 1=2-7-9,3=2-7-9,4=2-7-9 Max Harz 1=23(LC 9) Max Uplift 1=-l(LC 12),3=-51(LC 1),4=38(LC 12) Max Grav 1=65(LC 1),3=18(LC 12),4=154(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=4.Bpsf;h=25ft;Cat.ll;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category Il;Exp B;Fully Exp.;Ct=1.10 3)Unbalanced snow loads have been Considered for this design. 4)Gable requires continuous bottom chord bearing. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)"This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)Bearing at joint(s)3 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1,3,4. Q- O .off 54074 May 14,2020 AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev.1010312015 BEFORE USE. Design valid for use only with MfTek®connectors.This design Is based only upon parameters shown,and Is for an Individual building component,not - a truss system Before use,the building designer must verify the applicability of design parameters and property Incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek- is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage.delivery,erection and bracing of trusses and truss systems,see ANSI?PII Qualify Criteria,DSB-89 and SCSI Building Component 250 Klug Circle Safely Information available from Truss Plate Institute,2870 Crain Highway,Suite 203 Waldorf,No 20601 Corona,CA 92880 n p Z W � '0 ♦/y cn m � = n � � � o v_ r v+ c c m -i �°* 4 a � X m 1D z D, - m M r N mQ I I T r o�_� °mod a 00 m ° o 00 a A , a 'm :1 a p W n lCD tee+ O N 7 7 Z (D N �oc?� O � c07ian n�mcni z mNa� � y tea ? nd� -► f m Z 0 3 n N C)• (D C C N Cc n-o N O D n 0 61 N 7 ry'(D O O d N r ?O W < Cp CD•`N< O N ? 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(n m x y M O N n m 2 cD N n+ D N Inn -{ _ (D W CD N'CD N D Cn r ---1 VV2-7 N O N N N CD n CD Ill y r O G � �■ O ate' =r �cn 0 m zz 0 3 = N CD O -' < m 2 C 3: W CD 2 Z) cn CD G2 a J coOO N ca m f N n o ET m -4x p „ y C a ��1 CD In Zi a a m =� N O 7c < N r w ® > > N m p� om CA CD m -j rn �Cr 0 w � (D 0) z D H N N D :3 -4 �r k N p<j Z CD m A `' •ItlE d A C) co a) Cn O N o 7 2 N � CA Cs-5 Ja (AA 1 a o m TOP CHORD A $4 N o� >0 Hd� 14oC 3 d0 n om y � y r ❑ � oCD Zd > >m o � y y ao 0 0 � o vac ° � � mn mC �C �� o`o_;� Cl do.� mZ v� f-4 ?D a1 a may, one �<.° �> > dv Nd3 nd 3� d m� °= mN mTd oNo mm o�da2 mn D°iw �� y�'� Tom °, d �� m m3 � �m �' ° m� Q � m ° m �� ad � Er`,a wm �'� °y oa d C N �O d C] (a O y y N`� y fD rJ ° -0 fD m O m u7 N O ° (D o.� c -•o o. av CD o d y n- _ ° a 2 d ° Ca O a -C 1.y fO �_N n M 0 O a N L d O Q y �� X d = y d d N N 0 0 0 f0 2 Q�•y°• O d (p 0 f'� m o > > o d� y n o H o g d m c 3�y � m 0. m y g Y+ m°m �Em3 m010 a °m ° Ny C yy N ° ° ° m m3 o da cU,20� >cd O O 3 N d O y (D ^N fC N y w N -a. �^ n°w 30 0�0� � o �� y d � a�2 °��o �o ma�� °c�� d �y ?a �_c�`cy ?c CD ,V EF d �_.C C T y Ol N y `L y N O. O N d N O d C y d N Q cOc O N d 01 R a d O O. ,G 7 y > > d N CD ° O -1 d �d C -0 O. d 0. ° � _1,ry �� y CL d VI C R. N C C d N y,d O O'@ N S O O d 2 A < a vi 0 CD (yD�_ N C] �1 y C '2 p� N t0 Of O.d (� C G `G O N N?.y .2 O O.d �p o mm � ° ° m ° � QO ° f° ° y 3 � f. mm co d ay a)0 = n x ° m 5.w om �^ c a° n my � ? dC1 ma dN. F- Zm ° m ° a p d a3m= do O A :E 3 T. m cd ° � � cy °�� D� NnN m vN. ddm _0 d c °n m� m� vc�i Zc �. � � y 'd ° [o.o u>..• -dd o dn � d� � y 'C O a fD"O O y w d CD C d d N d O d = N O N ° m� m cc 0'm a m ��-. o p ^a � � d� cDo -R� 'mom ° � _� -ohm my N ° d yFi c �o �-0 .� 0 n O. n A O O - 3N O N vl O a d O Q O O O r y O y t0 2 y O j N d H O . N N ro 3G'N fD 9V N (DCD � 2. O O G y T C)' dy w OCD y O �;3 ID M O d ? co 3 m (D m l << Z O r1p, y Builders - FirstSource www.bldr.com - `�— - Arlington 360-925-4155 20815 67Th Ave Ne ' Arlington, Wa .p. Plan Revie First Source for Value, Quality, Service 13y SAFE.. Important information for: Exxel Pacific General Contractors New 2 / Old B Job#: 2165089 17231 67th Ave Received 2020-06-30 09:10 AM Arlington, WA Tjo TI4i 40S. I. g1a . g=o-,, Thank YOU for choosing Builders FirstSource(BFS)as your truss and components supplier.These components have been designed for your specific project requirements and job location. Reading and understanding all information included in this package prior to installation is important to help insure a successful and safe project. Contact your BFS representative if you have further questions or if you need further information. Notes: 1.The sole responsibility of BFS is to design and supply individual trusses and components to the dimensions and design criteria provided to BFS by the customer.The design of the remaining portions of the building is the responsibility of the building designer, engineer of record, or the customer/contractor in the absence of a design professional. 2.The design and specification of the permanent and temporary bracing is the responsibility of the building designer per TPI-1 as referenced in the building code.The bracing documents we provide are the general minimum standards and should be verified or adapted by others as necessary for the specific project. 3.All wood component products supplied by BFS shall be used in dry service applications(Moisture Content<19%) unless noted otherwise. 4.The plies of multi-ply trusses are to be attached together by the installer per the fastener schedule on the specific truss drawing. 5.The building designer,engineer of record,or customer shall resolve any issues or connections between trusses and other structural members not provided or specified by BFS when needed. 6.Truss placement plans and truss drawings are the property of BFS and may not be used or reproduced without the written approval of BFS. Products remain property of BFS until paid in full. 7. Install trusses per the BFS placement plan, industry standards, and code requirements. Install recommended floor truss strongbacks at 10'o.c. Do not install trusses upside down. Avoid conflicts with plumbing&other trades. 8.Truss drawings indicate standard loads and added loads in the load cases section. Do not apply structural loads to any truss if that load is not shown on the truss drawing.Verify stick framed roof loads transfer where allowed & designed for. Erection and Bracing: The customer accepts full responsibility for the handling,storage, erection, installation, and bracing of these components and shall supervise any subcontractor or other party that is carrying out this work.We have included industry standard erection,temporary bracing, and fall protection information as a minimum guideline.However, D1 BFS.docx 2017-01-02 ?� 1 I I I BFS is not responsible for ensuring that these minimum guidelines are enforced and that they are applicable to the project. Please note that short members,such as 22-1/2" 2x4's,connecting 2 trusses do not count as bracing. Stability: Until the building is completely built and sheathed in accordance with the project plans by the building designer/ engineer of record and meets code and local requirements, it may be unstable and present a safety hazard unless properly braced.The builder/framer shall build and properly brace the structure by floor-do not build additional stories of construction on a poorly braced structure below. Instability may increase with building dimensions- particularly height. Winds: Buildings under construction may be vulnerable to high winds.The builder and framer shall consider all weather conditions including the potential for winds when deciding to set trusses. If high winds are expected,truss erection should be postponed or a consulting engineer should specify additional temporary bracing required to meet the possible conditions. Issues: If you encounter any jobsite installation issues that appear to involve the modification of the truss or component, please contact your BFS representative immediately.The representative will determine the nature of the issue and help facilitate its remedy. Do not make alterations or repairs prior to receiving repair details or instructions from BFS. If the issue is manufacturing related,BFS reserves the right to repair or replace the component in question. If the component in question is not structurally stable, install additional shoring to insure project safety. Charge Backs: Charge backs will not be accepted unless agreed upon by an authorized BFS representative prior to the repair or modification in question. It is the responsibility of the contractor to inform BFS of any error, problem,or defect prior to or during setting of the components. In the event of a charge back, an authorization number will be given by BFS for an agreed upon specific amount to resolve the issue.This authorization number must accompany any charge back to BFS to be valid. D1 BFS.docx 2017-01-02 n I M I Failure to follow installation information instructions may endanger personal safety and or property. Changes or modifications to placements and or trusses must have prior authorization from Builders FirstSource(BFS). It is the responsibility of the installer to contact a BFS representative prior to modification. Charge backs due to unauthorized modifications will not be accepted. Refer to truss drawings and placement plan for proper installation. ADVERTANCIA Si no se siguen las instrucciones de instalacion de la informacion puede poner en peligro la seguridad y la o propiedad personal. Los cambios o modificaciones a las colocaciones y cerchas o deben tener una autorizacion previa de Builders FirstSource( BFS) . Es la responsabilidad del instalador ponerse en contacto con un representante BFS antes de la modificacion. Carga retrocede debido a modificaciones no autorizadas no seran aceptadas. Consulte el braguero dibujos y plan de colocacion para su correcta instalacion. D1 BFS.docx 2017-01-02 1 I I MiTek" RE: Bldg 2 MiTek USA, Inc. (Old B) 250 Klug Circle Corona,CA 92880 Site Information: 951-245-9525 Customer: Project Name: Bldg 2 Lot/Block: Model: Address: Subdivision City: State: General Truss Engineering Criteria & Design Loads (individual Truss Design Drawings Show Special Loading Conditions): Design Code: IBC2015/TP12014 Design Program: MiTek 20/20 8.2 Wind Code: ASCE 7-10 Wind Speed: 110 mph Roof Load: 45.0 psf Floor Load: N/A psf This package includes 51 individual, dated Truss Design Drawings and 0 Additional Drawings. No. Seal# Truss Name Date No. Seal# Truss Name Date 1 K7746658 3BP1 6/30/2020 21 K7746678 A08 6/30/2020 2 K7746659 3BP2 6/30/2020 22 K7746679 A09 6/30/2020 3 K7746660 3BP3 6/30/2020 23 K7746680 A10 6/30/2020 4 K7746661 3BP4 6/30/2020 24 K7746681 All 6/30/2020 5 K7746662 3BP5 6/30/2020 25 K7746682 Al2 6/30/2020 6 K7746663 3BP6 6/30/2020 26 K7746683 Al2A 6/30/2020 7 K7746664 3BPll 6/30/2020 27 K7746684 Al2D 6/30/2020 8 K7746665 5BP7 6/30/2020 28 K7746685 A13 6/30/2020 9 K7746666 5BP8 6/30/2020 29 K7746686 B01 6/30/2020 10 K7746667 5BP9 6/30/2020 30 K7746687 B02 6/30/2020 11 K7746668 5SP10 6/30/2020 31 K7746688 B03 6/30/2020 12 K7746669 A01 6/30/2020 32 K7746689 B03A 6/30/2020 13 K7746670 A02 6/30/2020 33 K7746690 B04 6/30/2020 14 K7746671 A03 6/30/2020 34 K7746691 B05 6/30/2020 15 K7746672 A04 6/30/2020 35 K7746692 606 6/30/2020 16 K7746673 A05 6/30/2020 36 K7746693 B07 6/30/2020 17 K7746674 A05A 6/30/2020 37 K7746694 B08 6/30/2020 18 K7746675 A06 6/30/2020 38 K7746695 B08A 6/30/2020 19 K7746676 A06S 6/30/2020 39 K7746696 B09 6/30/2020 20 K7746677 A07 6/30/2020 40 K7746697 C01 6/30/2020 The truss drawing(s)referenced above have been prepared by MiTek USA,Inc under my direct supervision based on the parameters provided by Builders FirstSource(Arlington,WA). 01$JNG Z� Truss Design Engineer's Name: Zhao,Xiaoming - WAS O My license renewal date for the state of Washington is September 28,2021. ° 0 y IMPORTANT NOTE:The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s)identified and that the designs comply with ANSI/TPI 1. These designs are based upon parameters 14 shown(e.g.,loads,supports,dimensions,shapes and design codes),which were given to MiTek. Any project specific information included is for MiTek Afi CISTE customers file reference purpose only,and was not taken into account in the.preparation of S'S'tONALSG these designs. MiTek has not independently verified the applicability of the design parameters or the designs for any particular building. Before use,the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSVTPI 1,Chapter 2. June 30,2020 1 of 2 Zhao,Xiaoming I I I MiTek M!Tek USA, Inc. RE: Bldg 2-(Old B) 250 Klug Circle Corona,CA 92880 951-245-9525 Site Information: Project Customer: Project Name: Bldg 2 Lot/Block: Subdivision: Address: City, County: State: No. Seal# Truss Name Date 41 K7746698 Vol 6/30/2020 42 K7746699 V02 6/30/2020 43 K7746700 V03 6/30/2020 44 K7746701 VO4 6/30/2020 45 K7746702 V05 6/30/2020 46 K7746703 VO6 6/30/2020 47 K7746704 V07 6/30/2020 48 K7746705 V08 6/30/2020 49 K7746706 V09 6/30/2020 50 K7746707 V10 6/30/2020 51 K7746708 V11 6/30/2020 2 of 2 i Job Truss Truss Type Qty Ply (Old B) K7746658 Bldg 2 3BP1 BLOCKING 15 1 Jab Reference(optional) Builders FirstSource(Arlington,WA), Arlington,WA-98223. 8,240 a Mar 9 2020 MiTek Industries,Inc. Thu May 1410:31:20 2020 Page 1 ID:eHD_ge ljCX3yScxttEFOMByaQtx-UbEzlfrt i5nmSRLeFrOE5v7iRFMUgWM2GWAwugzGcUr 1-10.6 1-10-6 4x4 = Scale=1:13.8 1 2 3 4 0 1- 3x4= 5 4 2,0 11 1-106 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TIC 0.02 Vert(LL) -0.00 5 >999 360 MT20 1851148 (Roof Snow=25.0) Lumber DOL 1,15 BC 0.02 Vert(CT) -0.00 5 >999 240 TCDL 10.0 Rep Stress Incr YES WB 0.01 Horz(CT) 0.00 3 n/a n/a BCLL 0.0 Code IBC2015/TPI2014 Matrix-P Wind(LL) 0.00 5 `""' 240 Weight:12 lb FT=20% GCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 DF No.2 TOP CHORD Structural wood sheathing directly applied or 1-10-6 oc purlins, BOT CHORD 2x4 HF No.2 except end verticals. WEBS 2x4 HF No.2 BOT CHORD Rigid telling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 1-10-6. (lb)- Max Harz 5=-46(LC 8) Max Uplift All uplift 100 lb or less at joint(s)5,3,4 Max Grav All reactions 250 lb or less at joint(s)5,3,4,4 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=4.Bpsf;h=25ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Extedor(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grlp DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)"This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)5,3,4. ova Z,yq 0 Go o r .o�OA 54074 �SSj�NAL � May 14,2020 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.1010312015 BEFORE USE. ' Design valid for use only with MrrekO connectors.This design Is based only upon parameters shown,and Is for an individual building component,not a tevss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overan building design.Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bmcing MOW Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTP11 Quality Critede,DSB-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Corona,CA 92880 i i I Job Truss Truss Type aty Ply (Old B) K7746659 Bldg 2 3BP2 BLOCKING 1 1 Job Referenco o tionai Builders FirstSource(Arlington,WA), Arlington,WA-98223, 6.240 s Mar 9 2020 MITek Industries,Inc. Thu May 14 10:31:22 2020 Page 1 I0:eHD_geljCX3ySextIEFOMByaOtx-O_Mj LtHEj2UIIV1 MFTiAKC2w3251grLjgfOyYzGcUp 1-5-12 1-5-12 4x4= Scale=1:13 8 1 2 3 L Li 20 - 3x4 = 5 4 2>{4 II M2 2 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) Ildefl Ltd PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.02 Vert(LL) -0.00 5 >999 360 MT20 1851148 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.01 Vert(CT) -0.00 5 >999 240 BCDLL 10.0 Rep Stress Incr YES WB 0.01 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code IBC2015rrP12014 Matrix-P Wind(ILL) 0.00 5 240 Weight:10lb FT=20% LUMBER- BRACING- TOP CHORD 2x6 OF No.2 TOP CHORD Structural wood sheathing directly applied or 1-5-12 oc purllns, BOT CHORD 2x4 HF No.2 except end verticals. WEBS 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 1-5-14. (lb)- Max Horz 5=46(LC 8) Max Uplift All uplift 100 lb or less st joint(s)5,3,4 Max Grav All reactions 250 lb or less at joint(s)5,3,4,4 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=1 lGmph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=4.Bpsf;h=25ft;Cat.ll;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)5,3,4. G Z,r� 'WASo �o 54074 °� Cis �S,SI�NALG�` May 14,2020 A WARNING-Verffy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II.7473 rev.1010312015 BEFORE USE. Design valid for use only with Mrrek®connectors.This design Is based only upon parameters shown,and Is for an individual building component,not - a truss system.Before use,the building designer must verity the applicability of design parameters and property Incorporate this design Into the overall building design Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing WOW Is always required for stability and to prevent collapse with possible personal Injury and property damages For genom,gdian—,regain l ng the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI?PII Qualify Cdtorlo,D58-89 and BCSI Building Component 250 Klug Circle Sarafylnrormaflon available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Corona,CA 92880 !1 ii 1 I Job Truss FEILOCKING TQty Ply (Old 8) Bldg 2 3BP3 27 1 K7746660 _ Job Roferenco(optional) Builders FirstSource(Arlington.WA), Arlington,WA-98223, 8.240 s Mar 9 2020 MTek Industries,Inc. Thu May 14 10:31:22 2020 Page 1 ID:eHD_geljCX3yScxtIEFOMByaQtx-Q_MjjLlHEj2UilV1 MFTiAKC2_32ylgvLjgfOyYzGCUp 1-10-6 1-10� 04 = Scale=1:9.7 1 2 3 2x4 11 7• 1 14 OEM 3x4 = 5 4 2i4 11 1-10•e 1-10.6 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.01 Vert(LL) -0.00 5 >999 360 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.02 Vert(CT) -0.00 5 >999 240 TCDL 10.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 3 n/a n/a _BCLL 10.0 Code IBC2015rrPI2014 Matrix-P Wind(LL) 0.00 5 — 240 _ Weight:9 lb FT=20% LUMBER- BRACING- TOP CHORD 2x6 DF No.2 TOP CHORD Structural wood sheathing directly applied or 1-10-6 oc purllns, BOT CHORD 2x4 HF No.2 except end verticals. WEBS 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 1-10-6. (lb)- Max Harz 5=-26(LC 6) Max Uplift All uplift 100 lb or less at Joints)5,3,4 Max Grav All reactions 250 lb or less at Joint(s)5,3,4,4 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=4.Bpsf;h=25ft;Cat.Il;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;Cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category Il;Exp B;Fully Exp.;Ct=1.10 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)"This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)5,3,4. (),14ING �4 alAS Q 54074 SS19NAL G May 14,2020 A WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111-7473 rev.1010312015 BEFORE USE. Design va9a for use arty with MReNA connectors.This design Is based only upon parameters shown,and is for an Individual buWing component,not a truss system Before use.the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall building dosign Bracing indicated Is to pro%vnt buckling of individual truss web andlw chord members only Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Ctlterla,DSB•88 and SCSI Building Component 250 Klug Circle Safety Infie matlon available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20801 Corona,CA 92880 i i Job Truss Truss Type Oty Ply (Old B) K7746661 Bldg 2 3BP4 BLOCKING 12 1 Job Reference(optional) Builders FirslSource(Arlington,WA), Arlington,WA-98223, 8.240 Is Mar 9 2020 Mi-Tek Industries,Inc. Thu May 1410:31:23 2020 Page 1 ID:eHD_geljCX3yScxtIEFOMByaOtx-uAv5xhuv?OALJv3Dw4_xjXIC3TNM1 E_UyUOaV?zGcUo 1-10� 1-10-G 4x4 = Scale=1:15.5 1 2 3 2x4 I Cl 0 1- 3xB II BxB = 5 4 , 1-10-8 r 1-10$ LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ltd PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.12 Vert(LL) -0.00 5 >999 360 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.07 Vert(CT) -0.00 5 >999 240 TCDL 10.0 Rep Stress Incr YES WB 0.14 Horz(CT) 0.01 3 n/a n/a BCL1L 10.CLL 0 Code IBC2015/TPI2014 Matrix-P Wind(LL) 0.00 5 — 240 Weight;13 lb FT=20% LUMBER- BRACING- TOP CHORD 2x6 DF No.2 TOP CHORD Structural wood sheathing directly applied or 1-10-6 oc purlins, BOT CHORD 2x4 HF No.2 except end verticals. WEBS 2x4 HF No.2 BOT CHORD Rigid telling directly applied or 6-0-0 oc bracing. REACTIONS. All bearings 1-10-8. (lb)- Max Harz 5=118(LC 27) Max Uplift All uplift 100 Ib or less at joints)3 except 5=-637(LC 24),4=576(LC 27) Max Grav All reactions 250 lb or less atjoint(s)3,4 except 5=644(LC 31),4=586(LC 28) FORCES. (lb)-Max Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-5=-629/644,1-2=-401/396 BOT CHORD 4-5=-428/423 WEBS 1.4=-778/778 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=4.Bpsf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)3 except(jt=lb) 5=637,4=576, 7)This truss has been designed for a total drag load of 242 plf.Lumber DOL=(1.33)Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-10-6 for 242.0 plf. OTC' - wns o off, 0 .oho ,��54074� �,� ,t+ C75'I'BR �°sslpNAL May 14,2020 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. �- Design valid for use only with MiTok®connectors.This design Is baud only upon parameem shown,and is for an Individual building component,not a buss system Before use,the building designer must verily the appitcabitd y of design parameters and properly Incorporate this design Into the overall building design.Bracing Indicated Is to prevenl buckling of tndividual truss web and/or chord member only.Additional temporary and pa manem bracing MiTek' Is always required for stability and to prevent collapse wdh passible personal In)ury and property damage.For general guidance regarding the fabrication,storage.delivery,erection and bracing or trusses and truss systems,sea ANSUTPif Duality Crtforia,DSB-99 and BCSI Building Component 250 Klug Circle Safoty Information ava4abla from Truss Plate institute,2670 Crain hdghway,Suite 203 Waldorf,MD 20501 Corona,CA 92880 �: I Job Truss Truss Type Oty Ply (Old B) K7746662 Bldg 2 3BP5 BLOCKING 3 1 Job Roloron.^,o o bona/ Builders FirstSource(Arlington,WA), Arlington,WA-98223, 8.240 It Mar 9 2020 MiTek Industries,Inc. Thu May 14 10:31:24 2020 Page 1 ID:eHD_geljCX3yScxtIEFOMByaObc-MNTTBI uXm KICx3e0UgVAFIHJ9tjMmgNeB8B71 RzGcUn 1I-10.6 1-10.6 Scale=1:33.0 1 2 3 - II 4x4 \\ 4x4 II 6 7 0- 6 3x6 11 6x6 = 5 4 1-10.6 1I 1-0.6 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (loc) I/deft Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.36 Vert(LL) -0.00 5 >999 360 MT20 185/148 (Roof Snow=25.0) Lumber COL 1.15 BC 0.09 Vert(CT) -0.00 5 >999 240 TCDL 10.0 Rep Stress Incr YES WB 0.20 Horz(CT) 0.07 3 n/a n/a BCLL 0.0 Code IBC2015/TPI2014 Matrix-P Wind(LL) 0.00 5 - 240 Weight:26 lb FT=20% BCDL 10.0 _ LUMBER- BRACING- TOP CHORD 2x6 OF No.2 TOP CHORD Structural wood sheathing directly applied or 1-10-6 oc purlins, BOT CHORD 2x4 HF No.2 except end verticals. WEBS 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 1-5 JOINTS 1 Brace at Jt(s):6 REACTIONS. All bearings 1-10-8. (lb)- Max Horz 5=-191(LC 24) Max Uplift All uplift 100 lb or less at joint(s)except 5=1716(LC 24),3=407(LC 27),4=1310(LC 27) Max Grav All reactions 250 lb or less at joint(s)4 except 5=1723(LC 31),3=396(LC 28),4=1326(LC 28) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 5-7=1707/1723,1-7=-766/781,1-2=399/394,4-6=-369/376,2-6=466/473 BOT CHORD 4-5=517/513 WEBS 1-6=-944/944,6-7=501/485,4-7=1081/1080 NOTES- 1)Wind:ASCE 7-10;VuIt=11Omph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=4.Bpsf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 1716 lb uplift at joint 5,407 lb uplift at joint 3 and 1310 lb uplift at joint 4. 7)This truss has been designed for a total drag load of 242 plf.Lumber DOL=(1.33)Plate grip DOL=(1.33) Connect truss to resist drag 0"13 loads along bottom chord from 0-0-0 to 1-10-6 for 242.0 plf. p�wASA�. O CO rOj6011. ,�54074� 4 GI31'� SSjpNAL May 14,2020 A WARNING-VerHy dsslgn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11411-7473 rev.1010312015 BEFORE USE. Design nifrt for use only with MReltill,connectors.This design Is based only upon pammutas shown,and is for an indwidual building component,not ��- a truss system.Before use,the building designer must verity the applicability of design parameters and property Incorporate this design into the overa6 budding design.Bmr'ng indicated is to prevent buckling of indmdual truss web and/or chord members only.Additional temporary and permanent braoing MiTek• is always(Inquired for stability and to pm"m collapse with possible personal injury and property damage For general guidance regarding the fabrtcalion,storage,delivery,erection and bracing or busses and truss systems,see ANSIITPII Oua/W Criteria,DS"9 and SCSI Building Component 250 Klug Clrcle Safety Information available from Truss Plate Institute,2670 Crain hbghway,Suite 203 Waidod,NO 20601 Corona,CA 92BB0 I I Job Truss Truss Type Oty Ply [Old B) K7746663 Bldg 2 3BP6 FLAT 1 1 ob Reference(optional) Builders FirstSource(Arlington,WA), Arlington,WA-9B223, 8.240 s Mar 9 2020 MTek Industries,Inc Thu May 14 10:31:25 2020 Page 1 ID:eHD_geljCX3yScxtIEFOMByaQtx-rZ1 rLMv9XeQ3ZDDc200PoygUUG3gV7TnQothZtzGcUm 1.5.12 1f 5-12--i Scale=1:33.1 1 2 3 — II 4x4 = 4x4 = 7 e 6 4 axe I axe = 1-5.12 1 � LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TIC 0.38 Vert(LL) n/a nits 999 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.07 Vert(CT) We n/a 999 TCDL 10.0 Rep Stress Incr YES WB 0.21 Horz(CT) 0.09 3 n/a n/a B�L� t e(0 % Cade IBC2015/TPI2014 Matrix-P Weight:24 lb FT=20 LUMBER- BRACING- TOP CHORD 2x6 DF No.2 TOP CHORD Structural wood sheathing directly applied or 1-5-12 oc puriins, BOT CHORD 2x4 HF No.2 except and verticals. WEBS 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 1-5 JOINTS 1 Brace at Jt(s):7 REACTIONS. (size) 3=1-5-12,5=1-5-12,4=1-5-12 Max Horz 5=-192(LC 28) Max Uplift 3=-453(LC 27),5=1842(LC 24),4=-1389(LC 27) Max Grav 3=444(LC 28),5=1846(LC 31),4=1402(LC 28) FORCES. (lb)-Max.Comp.IMax.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=314/309,5-6=1835/1847,1-6=786/798,4-7=-342/346,2-7=556/560 BOT CHORD 4-5=-434/430 WEBS 6-7=-408/392,4-6=1137/1137,1-7=9621962 NOTES- 1)Wind:ASCE 7-10;VuIt=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=4.Bpsf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 3)Provide adequate drainage to prevent water ponding. 4)Gable requires continuous bottom chord bearing. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 453 lb uplift at joint 3,1842 lb uplift at joint 5 and 1389 Ib uplift at joint 4. 0,WNG 8)This truss has been designed for a total drag load of 242 plf.Lumber DOL=(1.33)Plate grip DOL=(1.33) Connect truss to resist drag WAS,,G loads along bottom chord from 0-0-0 to 1-5-12 for 242.0 plf. Q� O� �0 54074 � �O� �r+tSTEg�p AssIQNAL � May 14,2020 AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. ��- Design valid for use only with MrrekM)connectors.This design is based only upon parameters shown,and Is for an individual building component,not a truss system Before use,the building designer must verify the appllcablllty of design parameters and properly Incorporate this design Into the overall building design.Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permenem bracing MOW Is always required for stability and to prevent collapse with possible personal Injury and property damage For general guldance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSL1711 Oualrry,Criteria,DSB-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Corona,CA 92880 i Job Truss Truss Type City Ply (Old B) K7746664 Bldg 2 3BP11 BLOCKING 1 1 Job Reference(optional) Builders FirstSource(Arlington,WA), Arlington,WA-98223. 8,240 s Mar 9 2020 MITek Industries,Inc. Thu May 14 10:31:212020 Page 1 ID:aHO_gel jCX3yScx tiE FOM ByaOtx-yooL W?sf TPwd4 bwrpYyTe6ftJ GgTNI B VAvTO6zGcUq 1-8-14 1-6-14 4x4 = Scale=1:9.7 1 2 3 2x4 If -1- u 3x4= 5 4 214 II 18.14 14-14 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Ildefl Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.01 Vert(LL) -0.00 5 >999 360 MT20 1851148 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.01 Vert(CT) -0.00 5 >999 240 TCDL 10.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 3 n/a nla BCDL 10.0 Code IBC2015/fP12014 Matrix-P Wind(LL) 0.00 _5 — 240 Weight:8 lb FT=20% LUMBER- BRACING- TOP CHORD 2x6 DF No.2 TOP CHORD Structural wood sheathing directly applied or 1-6-14 oc purlins, BOT CHORD 2x4 HF No.2 except end verticals. WEBS 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 1-6-14. (lb)- Max Horz 5=-26(LC 6) Max Uplift All uplift 100 lb or less at joint(s)5,3,4 Max Grav All reactions 250 lb or less at joints)5,3,4,4 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=4.Bpsf;h=25ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Fully Exp.;Ct=1.10 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)5,3,4. Q,),jIING o 0 r0� 54074 Off, �BG �1-li As`IpNALO0 May 14,2020 AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 114II.7473 rev.1010312015 BEFORE USE. ��- Design valid for use only with Mfrok®connectors.This design Is based only upon parameters shown,and is for an Indhidual building component,not a truss system.Before use.the building designer must vedfy the applicability of design pammeters and properly incorporate this design Into the overall bulltling design. Bracing indicatetl is to prevent buckling of Indir<auai Wsa web and/or chord members only.AOdtllonol temporery and permanaM lxacing MiTek" is always required for stability and to prevent collapse with possible personal iniury and property damage- For general guidance regarding the labdeallon,storage,delivery,afection and bracing of trusses and IrtteS systems,sae ANS1,TPH quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Corona,CA 92880 ■ I 1 Jab Truss Truss Type City [ly (Old B) K7746665 Bldg 2 5BP7 BLOCKING 6 1 Job Reference(optional) Builders FkstSource(Arlington,WA), Arlington,WA-98223, 8,240 s Mar 9 2020 MiTek Industries,Inc Thu May 14 10 31,27 2020 Page 1 I D:a HD_ge 1 j CX3yScxti EFOM ByaObc-ny9cm2xO3Fgno W N_9p2ttNvvN417z414t6M nem zGcU k 1-1D-6 1-10.6 4x4 = Scale=1:17.1 1 2 3 2x4 0 i• 2x4 11 3x4 = 5 4 1.10-6 1-10.6 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.04 Vert(LL) -0.00 5 >999 360 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.02 Vert(CT) -0.00 5 >999 240 TCDL 10.0 Rep Stress Incr YES WB 0.01 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code IBC2015rTP12014 Matrix-P Wind(ILL) 0.00 5 - 240 Weight:14lb FT=20% LUMBER- BRACING- TOP CHORD 2x6 DF No.2 TOP CHORD Structural wood sheathing directly applied or 1-10-6 oc purllns, BOT CHORD 2x4 HF No.2 except end verticals. WEBS 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 1-10-6. (lb)- Max Horz 5=-63(LC 8) Max Uplift All uplift 100 lb or less at joint(s)5,3,4 Max Grav All reactions 250 lb or less at joint(s)5,3,4,4 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=4.Bpsf;h=25ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Fully Exp.;Ct=1.10 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)5,3,4. 014ONG 2N -}1p` wns o QUO 54074 a ocrsti° `4"ONAL May 14,2020 AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 114II.7473 rev.1010312015 BEFORE USE Design valid for use only with Mrrsk®conneclors.This design Is based only upon parameters shown,and Is for an Individual bullding component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building design.Bracing indicated Is to prevent buckling of individual truss web and/or chord members only Addlllonal temporary and permanent bracing WOW Is always required for stability and to prevent collapse with possible personal injury and property darnayn.For geno:ai guicnncn regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIrTP1 r pualny Grusin,098d9 and DCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Corona,CA 92880 �l II ■ 1 Job Truss Truss Type Oty Ply (Old B) K7746666 Bldg 2 5BPB BLOCKING '14 1 Job Reference o Eons Builders FirstSource(Arlington,WA), Arlington,WA-98223. 8.240 s Mar 9 2020 MiTek Industries,Inc. Thu May 1410:31:272020 Page 1 I D:e H D_qe 1 jCX3yScxll E FOMByaOtx-ny9cm2x03Fgno W N_9p2ttNvvf4l7z45416MnemzGcU k 1-10-6 1-10_ 4x4 = Scale=1:13.9 2 3 0 1- r� 3x4 = 5 4 214 II 1-10.8 1.10.8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Ildefl Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.02 Vert(ILL) -0.00 5 >999 360 MT20 1851148 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.02 Vert(CT) -0.00 5 >999 240 TCDL 10.0 Rep Stress Incr YES WB 0.01 Horz(CT) 0.00 3 rile nla BCLL 10.0 00 Code IBC20151rP12014 Matrix-P Wind(ILL) 0.00 5 — 240 Weight:12lb FT=20% LUMBER- BRACING- TOP CHORD 2x6 DF No.2 TOP CHORD Structural wood sheathing directly applied or 1-10-6 oc purllns, BOT CHORD 2x4 HF No.2 except end verticals. WEBS 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 1-10-6. (lb)- Max Harz 5=-47(LC 8) Max Uplift All uplift 100 lb or less at Joint(s)5,3,4 Max Grav All reactions 250 lb or less at joint(s)5,3,4,4 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-10;VuR=110mph(3-second gust)Vesd=87mph;TCDL=4.2psf;BCDL=4.Bpsf;h=25ft;Cat,ll;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterlor(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category ll;Exp B;Fully Exp.;Ct=1.10 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)5,3,4. OVJNG "WAS 0 0 •o��.�p�54074 TR SSIQNAL�G May 14,2020 AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only wdn Mrreker connectors.This design Is based only upon parameters shown,and is for an Individual budding component,net e a Ins system.Before um,Ine building designer must verify the applicability of design parameters snit properly Incorporate this design Into the overall building design, Bracing icdicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing M iTe'k" is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANS11TPIf Duagty Cmarle,DSB-99 and SCSI Building Component 250 Klug Circle Safety Infonnaflon available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Corona,CA 92880 1 I I I Job Truss Truss Type Qty Ply (Old B) K7746667 Bldg 2 5BP9 BLOCKING 2 1 Job Reference(optional) Builders FirstSource(Arlington,WA), Arlington,WA-98223, 8.240 s Mar 9 2020 MiTek Industries,Inc. Thu May 14 10:3128 2020 Page 1 ID:eHD_ge1jCX3yScxtIEFOMByaQtx-F8j_Oy2gZoeOgyBj Wa6QbS3MU5liXQD6m6LACzGcUj r 1.0-t4 1.1.14 2x4 I Scale=1:14 0 1 2 3 0 1.8 5 4 2x4 I 2x4 I I LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) /deft Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 002 Vert(LL) n/a file 999 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.02 Vert(CT) n/a n/a 999 TCDL 10.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 3 nla n/a BCLL O.D Code IBC2015ITP12014 Matrix-R Weight:7 lb FT=20% LUMBER- BRACING- TOP CHORD 2x6 DF No.2 TOP CHORD Structural wood sheathing directly applied or 1-0-14 oc purlins, BOT CHORD 2x4 HF No.2 except end verticals. WEBS 2x4 HF No.2 BOT CHORD Rigid telling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 5=1-0-14,3=1-0-14,4=1-0-14 Max Horz 5=47(LC 8) Max Uplift 5=-61(LC 6).3=-25(LC 7).4=36(1_C 7) Max Grav 5=67(LC 18).3=29(LC 17),4=43(LC 8) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=4.8psf;h=25ft;Cat,II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Fully Exp.;Ct=1.10 3)Provide adequate drainage to prevent water ponding. 4)Gable requires continuous bottom chord bearing. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)5,3,4. (pi NG ZkJO 0 �o _ 54074 k� 0 �GIS-c SSl�NALG May 14,2020 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II.7473 rev.1010312015 BEFORE USE. Design valid for use only with MfTekG connectors.This design Is based only upon parameters shown,and Is for an Individual building component,not a truss system.Before use,the building designer must verity the applicability of design parameters and propedy Incorporate this design into the overall building design.Bracing Indicated Is to prevent buckling of Individual truss web andlor chord members only.Additional temporary and permanent bracing WOW Is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabdca8on,storage,delivery,erection and bracing of trusses and truss systems,see ANSM11 Quality Criteria,DSB-89 and BCS1 Buffeting Component 250 Klug Circle Safety Information avallabie from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Corona,CA 92880 i Job Truss Truss Type City Ply (Oki B) K7746668 Bldg 2 5BP10 BLOCKING 112 1 lob Reference(optional) Builders FirstSource(Arlington,WA), Arlington,WA-98223, 8.240 s Mar 9 2020 MITek Industries,Inc. Thu May 1410:31:26 2020 Page 1 I D:e H D_qe 1 jCX3yScxtl E F OMByaQtx-JIbEZiwn IxYwAMoob5Xe LANkvg Pu Edrxe SdE5JzGcU I 1-10-6 1-10-6 44 = Scale=1:13.9 1 2 3 2x4 I 77 Iq O1 3x4 = 5 4 ZN II 1-10.6 1-10.8 LOADING (psf) SPACING- 2-0-0 CS]. DEFL. in (loc) Vdefl Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.02 Vert(LL) -0.00 5 >999 360 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.02 Vert(CT) -0.00 5 >999 240 TCDL 10.0 Rep Stress Incr YES WB 0.01 Horz(CT) 0.00 3 n/a n/a BCLL 0.0 Code IBC2015/TPI2014 Matrix-P Wind(LL) 0.00 5 — 240 Weight:12 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 DF No.2 TOP CHORD Structural wood sheathing directly applied or 1-10-6 oc purlins, BOT CHORD 2x4 HF No.2 except end verticals. WEBS 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 1-10-6. (lb)- Max Horz 5=47(1_C 8) Max Upllft All uplift 100 lb or less at joints)5,3,4 Max Grav All reactions 250 lb or less at joint(s)5,3,4,4 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=4.Bpsf;h=25ft;Cat.ll;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterlor(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)',This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)5,3,4. 019NG 2� g wns 40 00 °� r0�0 54074� q,� ,t+ CISTER AssIONALO6 May 14,2020 AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.1010312015 BEFORE USE. Design valid for use only with Mrrek®connectors,This design is based only upon parameters shown,and Is for an Individual building component,not �- a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek• Is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI1TPI1 Quality Criteria,DSBA9 and SCSI Building Component 250 Klug Circle Saw Information avallable from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Corona,CA 92880 ., I Job Truss Truss Type Qty Ply (Old B) K7746669 Bldg 2 A01 Monopitch 3 1 Jab Reference(optional) Builders FirstSource(Arlington,WA), Arlington,WA-98223, 8.240 s Mar 9 2020 MiTek Industries,Inc. Thu May 14 10:31:29 2020 Page 1 I D:e H D_qe 1 j CX3yScxtlE FO MByaQtx-j KHM BkygbswV2gXN H E5Lyo?75uHe RIXN KQ ru iezGcU i 6-1-0 5-&6 b•1 12.1.8 17.11.8 145•B 5-9.6 O•OL 0 6•D•8 5-10.0 1.60 3x4 a 3 a-a•o.00 12 Scale=1:35.9 1 2 12 3x4 zz 3 3x8 4 4x8 5 13 3x4 6 7 0 9 11 10 3x4 = 8 3x8 = 3x8 = 5.10.0 I &11-8 17-11.8 5.10-0 3-1.9 9.0.0 Plate Offsets(X.Y)- (2:0-0-15,0-1-81,f&O-D-6,0-11-81,(10:0.3.8,0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (loc) I/defl Lld PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.47 Vert(LL) -0.12 9-10 >999 360 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.66 Vert(CT) -0.25 9-10 >832 240 TCDL 10.0 Rep Stress Incr YES WB 0.97 Horz(CT) 0.03 8 file file BCLL 0.0 Code IBC20151TPI2014 Matrix-AS Wind(LL) 0.03 9-10 >999 240 Weight:76 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 HF No.2 REACTIONS. (size) 10=Mechanical,8=0-5-8 Max Harz 10=-162(LC 10) Max Uplift 10=-97(LC 13),8=123(LC 9) Max Grav 10=985(LC 20),8=957(LC 20) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-10=-254/47,3-5=1249194,6-8=-3 6011 1 5 BOT CHORD 9-10=35/905,6-9=126/1347 WEBS 3-10=1083/152,3-9=0/491,5-9=261/128,5-8=-1271/156 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vesd=87mph;TCDL=4.2psf;BCDL=4.Bpsf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)0-0-0 to 3-0-0,Interior(1)3-0-0 to 16-5-8,Exterior(2)16-5-8 to 19-5-8 zone; cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide IG will fit between the bottom chord and any other members. 7)Refer to girder(s)for truss to truss connections. O 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)10 except Gt=lb) WA.S 8=123. 9)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and 1/2"gypsum 417 0 sheetrock be applied directly to the bottom chord. 54074w� O,1 �ars1�R� ASSIONAL May 14,2020 AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II.7473 rev.1010312015 BEFORE USE. ��- Design valid for use only with MITek®connectors.This design Is based only upon parameters shown,and Is for an individual building component,not e truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall hullding design.Bracing Indicated is to prevent buckling of Individual truss web andlor chord members only Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSMII Duality Criteria,DSB-89 and SCSI Building Component 250 Klug Circle Safety Intormatlon available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Corona,CA 92880 1 I I Job Truss Truss Type Cty Ply (Old B) K7746670 Bldg 2 A02 COMMON i 1 Job Reference(optional) Builders FirsiSource(Arlington,WA), Arlington,WA-98723. 8240 s Mar 9 2020 MfTek Industries,Inc. Thu May 1410:31:31 2020 Page 1 ID:eHD_geljCX3yScxtlEFOMByaOtx-r107c0 w7TADH8hmOe7p2D403hxnvgfgokK9nXzGcUg 280 ) 2e0 902 15O�i 200-12 21 31-18 3758 433.8 4498� 2 6 0 2-B•0 6r1-2 6-0.2 5-0 8 5-0� 6 0 2 6�3 2 5 10-0 Scale=1:75.9 3.01) 12 7x10 MT18HS = 2x4 11 7 2x4 II 5X8 WB 6 23 24 a 3xB ZZ 5x6 ::�5 25 9 3x4 = 4 10 4x12 = 48 5xB 1I 22 3 11 26 4x6 I1 2 12 13 I¢ 21 ex6 = 1e 17 16 15 14 6x6 —_ 20 19 27 2B Bx8 — 4x8 = 3x4 = 6x10 — 3x8 = 6x10 = 5 10 0 L"4 25-14 2 -0 34-" 43-3 8 5-1" 9.24 10-1-0 4 -2 811-6 9-00 Plate Offsets(X Y)— f2.03-110 Edgel (12:03-0 0-1-121(17.0.2-S Edgel LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.82 Vert(LL) -0 33 17-18 >367 360 MT20 1851148 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.80 Vert(CT) -0.46 17-18 >266 240 MT18HS 1851148 TCDL 10'0 Rep Stress Incr YES WB 0.93 Horz(CT) 0.13 14 n/a n/a BCLL 0.0 Code IBC2015/TP12014 Matrix-AS Wind(LL) 0.12 15-17 >999 240 Weight:199 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 DF 180OF 1.6E BOT CHORD Rigid ceiling directly applied. WEBS 2x4 HF No.2 WEBS 1 Row at midpt 4-20,4-18,7-16,10-17,11-14 OTHERS 2x4 HF No.2 2 Rows at 1/3 pis 7-17 REACTIONS. All bearings 25-4-0 except Qt=length)14=0-5-8. (lb)- Max Horz 21=-156(LC 43) Max Uplift All uplift 100 lb or less at joint(s)except 20=1023(LC 41),18=458(LC 41),17=-2514(LC 36), 21=2012(LC 33),14=1235(LC 36) Max Grav All reactions 250 lb or less at joint(s)except 20=1230(LC 30),18=1250(LC 30),17=3391(LC 31), 17=1634(LC 1),21=2052(LC 54),14=1483(LC 31) FORCES. (lb)-Max Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-727/736,3-4=2672/2678,4-6=4036/4101,6-7=-2072/2183,7-8=-3474/3784, 8-10=-2040/2257,10-1 1=-1 5 5 311 1 47,11-12=-1754/1670,2-21=-397/156,12-14=3521157 BOT CHORD 20-21=1464/1792,18-20=3128/3160,17-18=5614/5626,15-17=3308/3426, 14-15=2629/2897 WEBS 3-2 0=1 89511914,4-20=-2672/2697,4-18=2248/2238,6-18=603/130,7-18=1941/1978, 7-17=338613222,B-17=-592/140,10-17=1163/569,10-15=-478/799,11-15=7461742, 3-21=2647/2641,11-14=-2903/2746 NOTES- 1)Wind:ASCE 7-10;Vult=11Omph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=4.Bpsf;h=25ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)-2-6-0 to 1-9-15,Interior(1)1-9-15 to 15-8-13,Exterior(2)15-8-13 to 24-4-11 Interior(1)24-4-11 to 40-5-9,Exterior(2)40-5-9 to 44-9-8 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 p1G 2A_ 2)TCLL:ASCE 7-10;Pf=25 0 psf(flat roof snow);Category II;Exp 8;Fully Exp.;Ct=1.10 0�Qj D `90 3)Unbalanced snow loads have been considered for this design. 'jGY 4)This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs �rti� GIG non-concurrent with other live loads. r7 5)All plates are MT20 plates unless otherwise indicated. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. �+f+ 54074 Qra 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 1023 lb uplift at joint 20,458 lb uplift atjoint 18, uplift at joint 14. 9)This truss h s l ll uplift l 0 been designed for atotaldrag load of 310 plf.Lumb12 lb uplift at joint 21 and 1235er DOL=(1.33)Plate grip DOL=(1.33) Connect truss to resist drag �sslONAL � loads along bottom chord from 0-0-0 to 25-4-0 for 529.8 plf. 10)This truss design requires that a minimum of 7/16"structural woad sheathing be applied directly to the top chord and 1/2"gypsum sheetrock be applied directly to the bottom chord. May 14,2020 A WARNING•Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with Mnek®connectors.This design is based only upon parameters shown,and Is for an individual bullding component,not a buss system.Before use,the building designer must verify the appllcabillly of design pammolers and properly Incorporate this design into the overall building design.Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and brei of trusses and truss systems,see ANSIgPlf Duality Criteria,DSB-89 and SCSI Building Component 250 Klug Clrcle Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 W'aldod,MD 2060t Corona,CA 928BO Job Truss Truss Type Qty Ply (Old 8) K7746671 Bldg 2 A03 Common 1 1 Job Roferersce(optional) Builders FirstSource(Arlington,WA). Arlington,WA-98223, 8,240 s Mar 9 2020Ivi Industries,Inc. Thu May 1410:31:32 2020 Page 1 I D:eH D_qe 1 jCX3ySextl EF OM ByaOtx-7vyV pm?Ytn 14vH FyyMe2a RdZp51 QeCsp104YJzzGcUf -2.6.0 2-8-0 9.0.2 16.0.4 20.0•'2 25.1� 31-1.8 3758 43-3.8 A4-9•B, 12 6.0 2 8.0 64-2 6 0 2 5-0.8 5A 8 6-0-2 6_-2 5 00 i 6A t Scale=1:76.0 3 00 12 5x8 = 2x4 I I 7 2x4 I 3x8 -r-: e 23 248 3x8 zz 3x4 %5 259 3x4 zzz 4 10 3x6 4x6 5x8 13 11 2 26 3x8 I I 12 13 I 21 20 19 18 27 28 17 18 15 14 3x4 = 3x4 = 3x8 =5x8 = 4x12 = 3x8 = 3x4 = 3x8 = "No5.10.0 15414 25-1-4 34-3.8 43-3.8 9.2.4 4 10.1.0 9.2-4 9-0A Plate Offsets(X,Y)— [2:0.3-10,Edge) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.62 Vert(LL) -0.41 17-18 >732 360 MT20 185114B (Roof Snow=25.0) Lumber DOL 1.15 BC 0.71 Vert(CT) -0.58 17-18 >514 240 TCDL 10.0 Rep Stress Incr YES WB 0.61 Horz(CT) 0.03 17 n/a n/a BCL L 1 a 0 Code IBC2015/TP12014 Matrix-AS Wlnd(LL) 0.03 18-20 >999 240 Weight:190 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid telling directly applied. WEBS 2x4 HF No.2 WEBS 1 Row at midpt 7-17,10-17 REACTIONS. (size) 17=0-5-8,21=0-5-8,14=0-5-8 Max Horz 21=-48(LC 17) Max Uplift 17=-161(LC 9),21=177(LC 8),14=-111(LC 9) Max Grav 17=2452(LC 1),21=1236(LC 19),14=673(LC 20) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 3-4=-1373/121,4-6=-1085/120,6-7=1092/160,7-8=0/997,8-10=34/1010, 10-11=467/73,2-21=-404/157,12-14=349/124 BOT CHORD 20-2 1=1 1 718 5 2,18-20=150/1410,1 5-1 7=270178,14-15=-108/708 WEBS 3-20=0/538,4-18=530/114,6-18=599/119,7-18=108/1345,7-17=-1671/138, B-17=594/122,10-17=1054/163,10-15=0/554,11-15=-420/132,3-21=1 3 0711 5 4, 11-14=597/131 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=4.Bpsf;h=25ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterlor(2)-2-6-0 to 1-9-15,Interior(1)1-9-15 to 15-8-13,Exterior(2)15-8-13 to 24-4-11 ,Interior(1)24-4-11 to 40-5-9,Exterior(2)40-5-9 to 44-9-8 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. OMIN "Y 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. Q 6)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. lQ 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 161 lb uplift at joint 17,177 lb uplift at q Z joint 21 and 111 lb uplift at joint 14. 8)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and 1/2"gypsum sheetrock be applied directly to the bottom chord. .e� 54074 �ssI�NALG May 14,2020 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II.7473 rev.1010312015 BEFORE USE. Deslgn valid for use only with MRekv connectors.This design is based only upon parameters shown,and is Wan Individual building component,not �I a buss system Before use.the building designer must vanry the applicability of design parameters and property lncorporate this design into the overall building design Bracing indicated is to prevent buckling of individual truss web andlof chord members only.Additional temporary and permanent bracing Welk' is always required for stability and to prevent collapse with possible personal Injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,sea ANSV7PI t Quality Criteria,DSB-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,2670 Crain Highway,Sulte 203 Waldorf,MD 20501 Carona,CA 92890 Job Truss Truss Type City Ply (Old B) K7746672 Bldg 2 A04 COMMON 1 1 Job Reference(optional) Builders FirstSoufce(Arlington,WA), Arlington,WA-98223, 8.240 s Mar 9 2020 MTek Industries,Inc. Thu May 1410:31:35 2020 Pape 1 ID:eHD_geljCX3yScxtIEFOMByaOtx-YUedSn1 RAigeml_XdUCIC3E3mlFDrV9FjLICwlzGcUc 2.6.0 2.8.0 6-10-9 9.0-2 15.0-4 20.0.12 I 25 31-ta I 37-5A 43.3.8 p4-9.8, 22 129 4-2.9 2-1-9 6.0-2 5-0-8 61•8 6 0 2 6 4 2 5-10 Scale=1:75.9 3.00 12 5xB = 2x4 II 7 2x4 II 3xB 7Z� g 25 5x12 MT20HS WB 3x8 %5 24 8 269 6x10 2 4 U 4x12 5x8 23 3 11 2 27 4x6 I I �1 12 13 I¢ 22 21 20 19 28 29 1e axe = 14 ex6 = 48 — 4x8 = 17 le 15 ex10 = 5x12 MT20HS We = 5xl2 MT20HS WB = ex10 = 5 10-0 10- 15A-4 25.0.11 25• 4 31 8-15 34-3 8 31 11 43-3-8 1 5.10.0 1.0-1 8-1-11 10.0-7 e•7-t1 2.6.9 4.5.3 4 b•t3 Plate Offsets(X Y)— 12:0-3-t0,Edgej,[12:0-3-0,0.1-12) (19 0-2-0 0-1-8) LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in floc) Vdefl Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.84 Vert(LL) -0.33 18-19 >908 360 MT20 185/14B (Roof Snow=25.0) Lumber DOL 1.15 BC 0.96 Vert(CT) -0,47 18-19 >642 240 MT20HS 139/111 TCDL 10.0 Rep Stress Incr YES WB 0.83 Horz(CT) 017 16 n/a n/a B ,0.0 Code IBC2015/TPI2014 Matrix-AS Wind(LL) 0.15 19-21 >999 240 Weight:202 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 OF 180OF 1.6E BOT CHORD Rigid telling directly applied. WEBS 2x4 HF No.2 WEBS 1 Row at midpt 4-19,7-19,7-18,10-18,10-16,11-14 OTHERS 2x4 HF No.2 REACTIONS. All bearings 13-11-8 except(jt=length)22=0-5-8,14=0-5-8,15=0-3-8. (lb)- Max Horz 22=-421(LC 51) Max Uplift All uplift 100 lb or less at joints)except 22=1941(LC 33),18=1788(LC 33),16=-2440(LC 44). 14=1477(LC 36) Max Grav All reactions 250 lb or less at joint(s)15 except 22=2414(LC 30),18=3095(LC 28),18=1984(LC 1), 16=2544(LC 53),14=1522(LC 53) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-728f734,3-4=3026/2484,4-6=2558/2117,6-7=2080/1658,7-8=-2713/2945, 8-10=-4611/4870,10-11=-2022/2056,11-12=163111644,2-22=404/157,12-14=322/179 BOT CHORD 21-22=-1434/1752,19-21=3596/4003,18-19=-4741/4887,16-18=7223(7177, 15-16=-3131/2717,14-15=3131/3129 WEBS 3-21=1667/1932,4-21=-1268/1359,4-19=1244/1176,6-19=598/130,7-19=839/1747, 7-18=1589/181,8-18=-592/146,10-18=-3052/2952,10-16=3514/3625,11-16=985/899, 3-22=2952/2547,11-14=-3178/3217 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=4.8psf;h=25ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)-2-6-0 to 1-9-15,Interior(1)1-9-15 to 15-8-13,Exterior(2)15-8-13 to 24-4-11 ,Interior(1)24-4-11 to 40-5-9,Exterior(2)40-5-9 to 44-9-8 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 Q1sUNG Zlr 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Fully Exp.;Ct=1.10 wAsq� Q 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs pT0 non-concurrent with other live loads. 5)All plates are MT20 plates unless otherwise indicated. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.0psf. '� a 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 1941 lb uplift at joint 22,1788 lb uplift at �0 .�54074� 47 joint 18,2440 lb uplift at joint 16 and 1477 lb uplift at joint 14. Cj$ R 9)This truss has been designed for a total drag load of 310 pit.Lumber DOL=(1.33)Plate grip DOL=(1.33) Connect truss to resist drag sS10NAL G loads along bottom chord from 24-10-8 to 38-10-0 for 961.5 plf. 10)This truss design requires that a minimum of 7116"structural wood sheathing be applied directly to the top chord and 1/2"gypsum sheetrock be applied directly to the bottom chord. May 14,2020 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev.10/03/2016 BEFORE USE Design valid for use only with MIT"connectors.This design is based only upon parameters shown,and is for an Individual building component,rid ��- a truss system Before use,the building designer must verity the applicability of design paramoters and property incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web andior chord members onty.Addelonal temporary and permanent bracing MiTek• Is otways required for stablilty and to prevent Collapse with possible personal Injury and property damago.For general guidance regarding the fabrication,storage.darivery,erection and bracing of trusses and truss systems,site ANSVTPIl Quality Criteria,OSB-89 and BCSI Building Component 250 Klug Circle Safety lntormatlon available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Corona,CA 92800 e Job ' �A05 russ Truss Type Qty Ply (Old B) Bldg 2 Common 10 1 K7746673 Job Reference(optional) Builders FirstSource(Arlington,WA), Arlington,WA-98223. 8.240 s Mar 9 2020 MiTek Industries,Inc. Thu May 1410:31:36 2020 Page 1 ID:eHD_gel jCX3yScxtlE FOMByaQtx-OgCDr723xOoVNvZj BCLIHnFoibNazlPx72mSkzGcUb 2�S 0 2.8-0 9-0-2 15.0.4 20-0.12 25-1-0 31-1 6 37-5-8 2 ~2 8-0 6.4.2 6.,2 5.0.8 6.0.2 -4-2 5 10 0 1 b-0 Scale=1:76.0 3.00 12 5x8 = 2x4 I 7 2x4 I I 3xe 6 24 25 a Us zZ 3x4 5 1 26 9 3xe zz 4 10 46 5x8 Us i 23 3 11 2 27 Sxe 1 12 13 22 21 20 19 2e 29 1s 17 16 15 14 3xe = 3x6 = 4x12 = 3x10 = 3xe = 5xe = 48 = 3xe ll 48 = 5-10-0 , 15-0� 20.0-12 25-1-0 34-3-8 38-7� , 43-3-6 5-10-0 9-2.4 5.OA 5-0A l 9-2.4 4.3.12 Plate Offsets()(,Y)— [2:0-3-10,Edgel,111:0-4-0,0.1-81.[12:0.3.0,0.2-81 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 25,0 Plate Grip DOL 1.15 TC 0.82 Vert(LL) -0.46 18-19 >999 360 MT20 185/148 (Roof Snow=25.0) Lumber COL 1.15 BC 0.97 Vert(CT) -0.75 18-19 >610 240 TCDL 10,0 Rep Stress Incr YES WB 0.81 Horz(CT) 0.11 14 n/a n/a BCLL 0.0 Code IBC2015/rP12014 Matrix-AS Wind(LL) 0.09 19 >999 240 Weight:191 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid calling directly applied. WEBS 2x4 HF No.2 WEBS 1 Row at midpt 7-18 REACTIONS. (size) 14=0-5-8,22=0-5-8,15=0-5-8 Max Horz 22=-48(LC 13) Max Uplift 14=-589(LC 19),22=-209(LC 8),15=21O(LC 9) Max Grav 14=32(LC 8),22=1857(LC 19),15=2908(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 34=2474/169,4-6=2786/238,6-7=2792/272,7-8=-2373/255,8-10=2363/220, 10-11=-924/B6,11-12=115/1901,2-22=410/158,12-14=8/620 BOT CHORD 21-22=139/1445,19-21=-201/2754,18-19=-79/2074,16-18=-104/1739,15-16=-894/98 WEBS 3-21=-28/1129,4-21=-654/115,3-22=2148/186,6-19=595/119,7-19=-99/1083, 7-18=75/558,8-18=-585/121,10-18=13/755,10-16=-1480/156,11-16=86/2121, 12-15=1849/136,11-15=2556/227 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=4.Bpsf;h=25ft;Cat.ll;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Extedor(2)-2-6-0 to 1-9-15,Intedor(1)1-9-15 to 15-8-13,Exterior(2)15-8-13 to 24-4-11 ,Interior(1)24-4-11 to 40-5-9,Exterior(2)40-5-9 to 44-9-8 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. T' OWN0 Zlr 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. WAS 0 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide P will fit between the bottom chord and any other members,with BCDL=10.Opsf. l 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 5B9 lb uplift at joint 14,209 lb uplift at Q' joint 22 and 210 lb uplift at joint 15. 8)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and 1/2"gypsum sheetrock be applied directly to the bottom chord. 10o 54074 wa ssjONALG May 14,2020 AWARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11•7473 rev.1010312015 BEFORE USE. ��- Design valid for use only with Mrrek®connectors.This design Is based only upon parameters shown,and Is for an Individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design.Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek• Is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing oftrusses and truss systems,see ANSUTP11 Quality Criteria,DSBA9 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Corona,CA 92880 Job Truss Truss Type Oty Ply [0IdR'q)f9r9nceK7746674 Bldg 2 A05A Common 21ob (optional) Builders FirstSource(Arlington,WA), Arlington,WA-98223. 8.240 s Mar 9 2020 MTek Industries,Inc. Thu May 14 10:31:38 2020 Pagel ID:eHD_geljCX3yScm1EFOMByaOtx-y3Jm4p3JTd3DdCj6ldlSgisbf VW,A2gviPJ7WCdzGcUZ I -2 8 0 �2.8 0 9.0-2 I t 5 0 4 20 0-12 25-1.4 I 31.1.6 I 37-5 8 43-3.8 2 6-0 2•t Z 6.4.2 6-0.2 5-0-8 5.0.8 6.0.2 8-0 2 5.10-0 Scale=1:76.0 3.00 12 5x8 = 2x4 I I 7 2x4 I I 3x8 6 24 258 3x8 Zz 4x6 5 269 06 Zz 4 10 5xle 5x8 44 123 3 11 2 P7 5xB �1 12 13 I 22 21 20 19 28 29 18 17 16 15 14 8xl6 MT20HS = 5x8 = 5x8 = 3x10 = Us = 5x8 = 06 = 3xe II 5xl2 MT20HS WB = 510-0 18-0 4 I 2 12 25.1 4 34-3 8 38-7 I 43 3-8 6-10.0 9 2 4 5 D 8 5-0.8 9.2-4 A 3 1A 2 4-8 4 Plate Offsets(X Y)— 12:D-3-o ati-121 111:D•ao 0-1-Bt 112:0-3-o 0-2-at 122:Edae,0-3-Bt LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (loc) Ildell Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.80 Vert(LL) -0.39 18-19 >999 360 MT20 1851148 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.82 Vert(CT) -0.63 18-19 >731 240 MT20HS 139/111 TCDL 10.0 Rep Stress Incr NO WB 0.96 Horz(CT) 0.17 14 n/a n/a BCLL 0.0 9CDL Code IBC2015rTPI2014 Matrix-AS Wind(LL) 0.08 19 >999 240 Weight:204 lb FT=20% 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF 180OF 1.6E`Except` TOP CHORD Structural wood sheathing directly applied, except end verticals. 9-13:2x4 HF No.2 BOT CHORD Rigid ceiling directly applied, BOT CHORD 2x4 DF 1800F 1.6E"Except* WEBS 1 Row at midpt 7-18 14-17:2x4 HF No.2 WEBS 2x4 HF No.2 OTHERS 2x4 HF No.2 REACTIONS. (size) 14=0-5-8,22=0-5-8,15=0-5-8 Max Horz 22=4851(LC 27) Max Uplift 14=-504(LC 19),22=210(LC 8),15=205(LC 9) Max Grav 14=27(LC 8),22=3260(LC 28),15=2997(LC 27) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 34=4976/284,4-6=6669/1352,6-7=6658/1343,7-8=3011/258,8-10=3017/223, 10-11=-1344/91,11-12=106/1806,2-22=-4231163,12-14=-3/537 BOT CHORD 21-22=-2044/4866,19-21=203/4374,18-19=-81/2755,16-18=107/2240,15-16=901/86 WEBS 3-21=-291/2451,4-21=1 654/421,4-19=953/751,3-22=4061/183,6-19=593/119, 7-19=99/1400,7-18=-75/584,8-18=5851121,10-18=-10/769,10-16=-1611/152, 11-16=-82/2292,12-15=1757/123,11-15=-2717/224 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=4.8psf;h=25ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)-2-6-0 to 1-9-15,Interior(1)1-9-15 to 15-8-13,Exterior(2)15-8-13 to 24-4-11 ,Interior(1)244-11 to 40-59,Exterior(2)40-5-9 to 44-9-8 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces 8 MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Fully Exp.;Ct=1.10 QWNG 3)Unbalanced snow loads have been considered for this design. w Q 4)This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)All plates are MT20 plates unless otherwise indicated. 2 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. y 7)"This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 504 lb uplift at joint 14,210 lb uplift at joint 22 and 205 Ili uplift at joint 15. �+ Q 54074� 9)Load case(s)27,28 has/have been modified.Building designer must review loads to verity that they are correct for the intended use .& of this truss. SSN7,0 G 10)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and 1/2"gypsum sheetrock be applied directly to the bottom chord. 11)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s) at 20-0-12 on top chord. The May 14,2020 desl n/selection of such connection devicefs is the responsibility of others, A WARNING•VerNy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 114II-7473 rev.1010312015 BEFORE USE �- Design valid for use only with MITek®connectors.This design is based only upon parameters shown,and is for an individual building component,not 0bum ss system Before use,the building designer must verily the applicability of design parameters and property Incorporate this design Into the overall uilding design.Bracing indicated is to prevent buckling of Individual tmss web and/or chord members only.Addalonal temporary and permanent bracing M iTek' is always required for stability and to prevent collapse with possible personal injury and property damage, For general guidance regarding the fabrication,storage,delivery,erection and bracing or trusses and buss systems.We ANSMII Quality Crlfede,OSS-89 and SCSI Building Component 250 Klug Circle Saferylnrormallon available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Corona,CA 92880 I I I Job Truss Truss Type City Ply T) K7746674 Bldg 2 A05A Common 2 1 ference(optional) Builders FirstSource(Arlington,WA), Arlington,WA-98223, 6.240 s Mar 9 2020 MTek Industries,Inc. Thu May 14 10:31.38 2020 Page 2 I D:eH D_qe 1 jCX3yScxtl EFOMByaOtx-y3Jm4p3JTd3DdCj6ldl Sq isbf WKA2gvi P JXtXdzGCUZ NOTES- 12)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard Except: 27)User defined:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-2=70(F),2-7=70(F),7-12=70(1`),12-13=70(F),14-22=-20(F) Concentrated Loads(lb) Vert:7=1213(F) Hors:7=4851(F) 28)User defined:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-2=70(F),2-7=70(F),7-12=-70(F),12-13=70(F),14-22=-20(F) Concentrated Loads(Ib) Vert:7=1213(F) Horz:7=-4851(F) AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473 rev.1010312015 BEFORE USE Design vaild for use only with MiTek®connectors.This design Is based only upon parameters shown,and Is for an Individual buadmg component.not �'- a buss syatem Before use,the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall buliding design,Bracing indicated is to prevent buckfing of individual truss web andlor chord members only.Additional temporary and permanent bracing Welk' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication storage,delivery,enaction and bracing of trusses and truss systems,sae ANSUTPtI Quality Cnteda,DSO-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,2670 Craln Highway,Suite 203 Waldorf,MD 20601 Corona,CA 92880 Job Truss Truss Type City Ply (Old B) K7746675 Bldg 2 A06 COMMON 1 1 Job Reference(optional) Builders FirstSource(Arlington,WA), Arlington,WA-98223, 8.240 s Mar 9 2020 MiTek Industries,Inc. Thu May 14 10:31:40 2020 Page 1 ID:eHO_goljCX3yScxtIEFOMByaQtx-uSRVW V5a?EJxsWlUQ1 nwv7y_fJ3RWpt_sd0zldVzGcUX 2 8 0 9-0.2 15 0 4 20.0.12 26.1rt 31-1.6 37-5.8 43.3.8 2.8.0 6.12 8-0-2 5.0.8 ) 5 0 8 I 6-0.2 5 10-0 1 b 0 Scale=1:73.9 3.00 12 5xa = 2x4 II 6 2x4 II 3x8 6 23 24 7 3x8 zZ 5x8 4 25 8 5x8 ZZ 3 9 3x8 II 3x10 22 5x6 2 10 1 Y6 4x6 Zz 11 12 Iv 21 6x6 = 18 17 5x8 = 6x6 = 13 6x6 = 20 19 5x12 = 27 28 5x12 = 16 15 14 34 �I 3x8 = 3x8 = 5-10-0 15-0.4 20-0.12 25.1-4 34-3-8 38.7.4 3&100 43.1-14_ 43-3-6 70-C 9-2 a 5.0.8 I 5-0 8 9-2-4 4 3 12 0--2 4-3-14 0.1"110 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Ildefi L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.5B Vert(LL) -0.33 17-18 >370 360 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.51 Vert(CT) -0.44 17-18 >272 240 TCDL 10.0 Rep Stress Incr YES WB 0.67 Horz(CT) 0.01 13 n/a n/a BCLL 0.0 BCRL 10.0 Code IBC20151TPI2014 Matrix-AS Wind(LL) -0.01 13-14 >999 240 Weight:196 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 DF 180OF 1.6E BOT CHORD Rigid ceiling directly applied. WEBS 2x4 HF No.2 WEBS 1 Row at midpt 3-20,3-18,6-18,6-17,9-17,9-15 REACTIONS. All bearings 38-10-0 except Qt=length)13=0-3-14. (lb)- Max Horz 21=56(LC 44) Max Uplift All uplift 100 lb or less at joint(s)except 13=736(LC 36),20=-908(LC 41),18=588(LC 33). 21=1415(LC 33),17=-579(LC 36).15=629(LC 44).14=1287(LC 36) Max Grav All reactions 250 lb or less at joint(s)except 13=798(LC 53),20=1212(LC 30),18=1404(LC 30). 21=1485(LC 54),17=1357(LC 31),15=913(LC 31),14=1396(LC 53),14=375(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=747/743,2-3=1767/1763,3-5=2448/2467,5-6=1083/1167,6-7=1087/1167, 7-9=-2429/2445,9-10=-1683/1684,10-1 1=-1467/1444,11-13=740/752 BOT CHORD 20-21=1217/1426,18-20=194912005,17-18=1552/1642,15-17=1908/1963, 14-15=769/799,13-14=-1371/1434 WEBS 2-20=-1424/1440,3-20=2191/2173,3-18=-1791/1813,2-21=-1971/1969,5-18=604/169, 6-18=-1862/1827,6-17=-1862/1829,7-17=-565/172,9-17=-1804/1827,9-15=2196/2178, 10-15=-1820/1838,11-14=1404/1399,10-14=1747/1741 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=4.8psf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Comer(3)0-1-12 to 4-5-9,Exterior(2)4-5-9 to 15-8-15,Comer(3)15-8-15 to 24-4-9, Exterlor(2)24-4-9 to 40-5-11,Comer(3)40-5-11 to 44-9-8 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 01AING Z# 4)This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs O non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=IO.Opsf. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 738 lb uplift at joint 13,908 lb uplift at joint 20,588 lb uplift at joint 18,1415 lb uplift at joint 21,579 lb uplift at joint 17,629 lb uplift at joint 15 and 1287 lb uplift at joint 14. 8)This truss has been designed for a total drag load of 310 plf.Lumber DOL=(1.33)Plate grip DOL=(1.33) Connect truss to resist drag "� 'Ar loads along bottom chord from 0-0-0 to 43-3-8 for 310.0 plf. O_ $4074� 4>j 9)This truss design requires that a minimum of 7116"structural wood sheathing be applied directly to the top chord and 1/2"gypsum t4 C' TES sheetrock be applied directly to the bottom chord. SSJ0IVALI I May 14,2020 AWARNING-VerHy deslgn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.1010312015 BEFORE USE. ' Design valid for use only with Mfrak®connectors.This design Is based only upon parameters shown,end is for an individual building component,not a Imss system.Before use,the building designer must vent'the applicability of design parameters and property Incorporate this design Into the ovemtl mi building design.Bracing indicated is to prevent buckling or Individual truss web andlor chord members only Additional temporary and permanent bracing MiTek, Is always required for stability and to prevent collapse with possible personal Injury and property damage, For general guidance regarding the fabrication,storage,delivery,erection and bracing or trusses and truss systems,see ANSItneld Quality Criteria.DSBd9 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Corona,CA 92880 i I Job Truss Truss Type Qty Ply [Old B) K7746676 Bldg 2 A06S GABLE 1 1 ob Reference(optional) Builders FirstSource(Arlington,WA), Arlington,WA-98223, 8.240 s Mar 9 2020 MiTek Industries,Inc. Thu May 14 10.31:48 2020 Page 1 ID:aHD_qe1]CX3yScxlIEFOMByaQtx.g_wYAEBb61JoplU 1 uixpEpHLKYoWO03AityPt2zGcUP 2-8-0 9.0-2 15.04 20.0-12 25.14 37-1.8 37.541 43-3-8 A49�8, 221 84-2 6-0-2 1 5-0.8 5.0.8 6-0.2 6 4-2 5 10.0 1 b 0' Scale=1:73.6 3.00 12 5xB = 8 3x8 5 77 787 3x6 ' N" 4x6 —4 79 8 5x8 = 3 9 4x8 :::: 5x8 3xa 2 78 10 1 so 4x6 = 11 12 I� 14 01 36 35 34 4x6 = 32 31 30 26 27 26 25 24 23 22 20 19 18 6x6 = 16 15 13 axe = 33 29 6x10 = Bx10 = 21 17 6x6 = 3x6 3x8 = 3x6 = 5.10.0 15-04 22.0-12 25.14 r 34-3-B 1 38.74 38.1O0 43-1-14 43D•7-'-H10-8 5-10-0 9.2.4 5.0.8 5.)4 9-2-4 4-3.12 0.2-12 4.3-14 Plate Offsets(X,Y)— (4:0-3-3,0-1-8)16'0-2-0 0.0.4j_iB:0.3-3 0-1-B] (36:0-2-12 0.3.0] (70:0-2-0 0-0-111 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) I/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.60 Vert(LL) -0.03 33 >999 360 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1.15 BC 0,56 Vert(CT) -0.03 33 >999 240 TCDL 10.0 Rep Stress Incr YES WB 0.79 Horz(CT) 0.02 26 n/a n/a BCD 10 0 Code IBC2015ITP12014 Matrix-AS Wind(LL) 0.03 33 >999 240 Weight:278 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 HF No.2 TOP CHORD Structural woad sheathing directly applied, except end verticals. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 HF No.2 WEBS 1 Row at midpt 3-28,6-28,6-22,9-22,9-17 OTHERS 2x4 HF No.2 REACTIONS. All bearings 38-10-0 except Qt=length)13=0-3-14. (lb)- Max Horz 36=-96(LC 44) Max Uplift All uplift 100 lb or less atjoint(s)31,35 except 13=-598(LC 36), 28=-1109(LC 41),36=1904(LC 33),22=803(LC 36),17=850(LC 44),14=-1185(LC 36),32=120(LC 41),34=168(LC 41),15=-161(LC 5) Max Grav All reactions 250 lb or less at joint(s)25,26,27,30,31,32,34,35, 24,23,20,19,18,16 except 13=667(LC 31),28=1704(LC 30),36=1964(LC 54). 22=1233(LC 31),17=955(LC 31),14=1424(LC 53),14=454(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=429(736,2-3=2576/2516,3-5=2478/2506,5-6=1078/1196,6-7=1354/1444, 7-9=2143/2168,9-10=-1234/1240,10-11=-1155/1136,11-13=-619/612 BOT CHORD 35-36=1871/1903,34-35=1209/1241,33-34=518/629,32-33=2192/2245, 31-32=1421/1474,30-31=721W747,26-30=-1092/1145,27-28=-1192/1267, 26-27=832/907,25-26=-559/634,24-25=-1250/1325,23-24=1941/2016, 22-23=2301/2376,20-22=574/623,19-20=-1266/1315.18-19=1957/2006, 17-lB=-2728/2777,16-17=695/720,15-16=-1349/1411,14-15=1518/1543 WEBS 2-33=1741/1784,3-33=-1530/1561,3-28=-1474/1441,2-36=2626/2582,5-28=606/169, 6-28=-2076/2029,6-22=-2108/2081,7-22=565/172,9-22=-1917/1934,9-17=2313/2302, 10-1 7=-1 700/1716,11-14=1127/1125,10-14=1636/1631 NOTES- w D- 0 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=4 Spsf;h=25ft;Cat.11;Exp B;Enclosed; C MWFRS(envelope)gable end zone and C-C Comer(3)0-1-12 to 4-5-9,Exterior(2)4-5-9 to 15-8-15,Comer(3)15-8-15 to 24-4-9, Q� j Exterior(2)244-9 to 40-5-11,Comer(3)40-5-11 to 44-9-8 zone;cantilever left and right exposed;end vertical left and right CO 0 . exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 �e 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Fully Exp.;Ct=1.10 -.0 54074 a 4)Unbalanced snow loads have been considered for this design. 0.. �4 5)This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs �4 non-concurrent with other live loads. 6)All plates are 2x4 MT20 unless otherwise indicated. 7)Gable studs spaced at 2-0-0 oc. 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. May 14,2020 AWARNING-Vergy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,111.7473 rev.10/03/2015 BEFORE USE Design valid for use only with Welke connectors.This design Is based only upon parameters shown,and Is for an Individual building component,not a truss system.Before use,the building desVnw must verify the applicability of design porameters and properly incorporate this design Into the overall building design.Bracing indicated Is to pro-rd buckling of Individual truss web and/or chord members only, Adddlonal temporary and permanent bracing M iTe k' Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTPIr Quality CMeria,D8B-89 and SCSI Bulld/ng Component 250 Klug Circle Safetylnformallon available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Corona,CA 92860 +: .. 1 Job Truss Truss Type Qty Pty (Old B) K7746676 Bldg 2 A06S GABLE 1 1 Job Reference o fional Builders FirSlSellfce(Arlington,WA), Arlington,WA-90223, 8,240 s Mar 9 2020 MiTek Industries,Inc. Thu May 1410:31:48 2020 Page 2 ID:eHD_geljCX3yScxtIEFOMByaQtx-g wYAEBb6iJoplU1ujxpEpHLKYoWO03AityPt2zGcUP NOTES- 9)"This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chard and any other members,with BCDL=10,0psf. 10) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)31,35 except Qt=lb)13=598,28=1109,36=1904, 22=803,17=850,14=1185,32=120,34=168,15=161. 11)This truss has been designed for a total drag load of 310 plf.Lumber DOL=(1.33)Plate grip DOL=(1.33) Conned truss to resist drag loads along bottom chord from 0-0-0 to 38-10-0 for 345.6 plf. 12)This truss design requires that a minimum of 7/16"structural woad sheathing be applied directly to the top chord and 1/2"gypsum sheetrock be applied directly to the bottom chord. AWARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II-7473 rev.1010312015 BEFORE USE. Design valid for use only with mrl ek®connectors.This design Is based only upon paromalors shown,and Is for an individual building component,not . it Wu system Before use,the building designer must verify trio applicability of design parameters are properly Incorporator this design Into the overall building design,Bracing indicated Is to prevent buckling of individual truss web and/or chord members only,Additional temporary and pertnanam bracing MiTek• Is always required for stability and to prevent ceeopse with possible personal injury and property damage. For general guidance regarding the fobncabon,510mge,ealivery,amdion and bracing of trusses and truss systems,see ANSVTPII Quality CiHoNa,OSB-HB and SCSI Buffd/ng Component 250 Klug Circle Safety Information available from Truss Plate Institute,2670 Croin Highway,Suite 203 Waldorf,MD 20601 Corona,CA 92860 Job Truss Truss Type Qty Ply (Old B) K7746677 Bldg 2 A07 Common 1 Job Reference(optional Builders FirstSource(Arlington,WA), Arlington,WA-SOW, 8240 s Mar 9 2020 MrTak Industries,Inc. Thu May 1410:31:49 2020 Page 1 ID:e H D_qe 1 j CX3yScxtl E FO M ByaOb(-BAUwOaC Dt7RfRv3D S Q S2mOgXAy2o7tgJxXhyP UzGcU 0 0- 8.1-8 11-2.0 16-2.8 -2- 26-" 288-12 344-12 35.10-1 0-1i 8-0.2 5.0.8 54)•8 4.2-14 2-1 5.10.0 1�-0 Scale=1:59.0 3.00 12 4x8 11 3 2x4 II 19 19 2x4 II 2 4 3x8 5x8 % 18 17 5 3x4 1 6 zz 5x8 ZZ 7 PO 4x4 I I 6 9 15 14 21 22 13 12 11 10 3x4 4x8 — 5x8 — 40 = 3x4 = 5x12 MT20HS= 6-1 8 11-2-0 18 2 8 25-4-12 34-4-12 8.1.8 5-0 B 5 0 8 9.24 •)1 7-114 Plate Onsets(X,Y)— [8:0-2-0&1-121_(14;0-2-12,0.1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Ildefl Ltd PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.53 Vert(LL) -0.42 13-14 >971 360 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.94 Vert(CT) -0.74 13-14 >554 240 MT20HS 139/111 TCDL 10.0 Rep Stress Incr YES W6 0.69 Horz(CT) 0.12 10 n/a n/a BCLL 0.0 Code IBC2015/TPI2014 Matrix-AS Wind(LL) 0.12 11-13 >999 240 Weight:154lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 HF No.2 WEBS 1 Row at midpt 3-14.7-10 REACTIONS. (size) 15=Mechanical,10=0-5-8 Max Harz 15=94(LC 8) Max Uplift 15=91(LC 8),10=188(LC 9) Max Grav 15=1532(LC 1),10=1653(LC 1) FORCES. (lb)-Max.Camp./Max.Ten.-All farces 250(lb)or less except when shown. TOP CHORD 1-2=-1502/163,2-3=15041200,3-4=2507/271,4-6=-2514/232,6-7=3165/276, 7-8=-309/19,1-15=1488/151,8-10=391/120 BOT CHORD 13-14=48/1666,11-13=225/2954,10-11=-267/2908 WEBS 2-14=-638/135,3-14=-554/93,1-14=97/1673,3-13=-130/1289,4-13=450/121, 6-13=-686/140,6-11=0/252,7-1 1=012 66,7-10=2905/311 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=4.Bpsf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)0-1-12 to 3-7-0,Interior(1)3-7-0 to 7-8-12,Exterior(2)7-8-12 to 14-74, Interlor(1)14-74 to 32-5-8,Exterior(2)32-5-8 to 35-10-12 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Fully Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 20 0 psf or 2.00 times flat roof load of 25 0 psf on overhangs non-concurrent with other live loads. 5)All plates are MT20 plates unless otherwise indicated. QI �T 6)This truss has been designed for a 10.0 psf bottom chard live load nonconcurrent with any other live loads. ` 7)"This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide P will fit between the bottom chord and any other members,with BCDL=IO.Opsf. t 8)Refer to girder(s)for truss to truss connections. O 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)15 except Ot=lb) 10=188. 10)This truss design requires that a minimum of 7116"structural wood sheathing be applied directly to the top chord and 1/2"gypsum t sheetrock be applied directly to the bottom chord. 54074 � �SSIONALG May 14,2020 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with Mrrek®connectors.This design Is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the bullding designer must verify the applicability of design parameters and pmpedy Incorporate this design into the overall building design.Bracing Indicated is to prevent buckling of individual truss web and/or chard members only.Additional temporary and permanent bracing M iTek' Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 Duality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Corona,CA 92880 Job runs Truss Type Oty Ply (Old B) K7746678 Bldg 2 A08 COMMON 1 1 Job Reference o 6a1a1 Builders FirstSource(Arlington,WA), Arlington,WA-98223, 8240 s Mar 9 2020 MTek Industries,Inc. Thu May 1410:31:52 2020 Page 1 ID:eHD_geljCX3yScxtIEFOMByaOtx-YIA30bE5AwpEIMno7Z?IOeS m94RKAxidVwcOpzGcUL 2•&0 212 8.10.11 9.0 2 16 0-4 20-0.12 26-1.4 37-tom 37-5-8 43.3-8 4-9-8, 2 8-0 2&0 42 8 2-i•9 8-0.2 5-0-0 5.0.8 6-0.2 6 4 2 5.10 0 6 0 Scale=1:78.1 3.Oo 12 5x8 = 2x4 17 2x4 11 3x8 8 23 24 8 48 46 5 259 3x6 4 10 4x12 8x12 zz 5x8 II 223 11 2 26 4x6 12 13 11 1 T Iv 1 21 20 19 18 27 2e 17 16 15 29 14 11 Bx10 = 4x8 — 5x12 = 5x12 MT20HS WB = 04 8x16 MT20HS = 5x12 MT20HS WB = 4x12 = FASTEN TRUSS TO BEARING FOR THE UPLIFT REACTION SHOWN WHILE PERMITTING NO UPWARD MOVEMENT OF THE BEARING. 6.10-0 8 10 15-0.4 25-1.4 34-3.8 43 3-a 6•t0-0 -1-71 10-1.0 9-2.A Plate Offsets(X,Y)— 12:0-3-10,Edge1,[11:0-5-12,Edge1,(12:0-3-0,0-1-121,(14:Edge,0-3-8) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (IDc) I/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 10 1.15 TC 0.82 Vert(LL) 0.29 17-18 >999 360 MT20 185/148 (Roof Snow=2 ) Lumber DOL 1.15 BC 0.88 Vert(CT) -0.41 17-18 >739 240 MT20HS 1391111 BCDL 0.0 Rep Stress Incr YES WB 0.92 Horz(CT) 0.15 17 n/a n/a BCDL 0.0 BCDL 10.0 Code IBC2015ITP12014 Matrix-AS Wind(LL) 0.17 18-20 >999 240 Weight:202 Ito FT=20% LUMBER- BRACING- TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 DF 1800F 1.6E*Except* BOT CHORD Rigid ceiling directly applied. 16-19:2x4 DF 240OF 2.0E WEBS 1 Row at mtdpt 4-18,7-18,7-17,10-17,11-14 WEBS 2x4 HF No.2*Except* 11-14:2x4 DF No.2 OTHERS 2x4 HF No.2 REACTIONS. (size) 21=0-5-8,17=0-5-8,14=0-5-8 Max Horz 21=-59(LC 51) Max Uplift 21=2200(LC 33),17=-241(LC 36),14=2300(LC 36) Max Grav 21=2586(LC 30),17=2425(LC 1),14=2454(LC 53) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=722/729,3-4=3373/2947,4-6=3066/2629,6-7=-1597/966,7-8=1522/1905, 8-10=3485/3829,10-11=4339/4191,11-12=1676/1597,2-21=-403/157,12-14=360/190 BOT CHORD 20-21=2045/2256,18-20=4525/4860,17-18=5885/5986,15-17=6907/6936, 14-15=5035/5185 WEBS 3-20=-1914/2149,4-20=-1444/1548,4-18=-1413/1327,6-18=-598/127,7-18=941/1836, 7-17=-19251766,8-17=-594/136,10-17=-1440/910,10-15=-935/1265,11-15=1306/1327, 3-21=-3223/2899,11-14=5338/529B NOTES. 1)Wind:ASCE 7-10;VuIt=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=4.Bpsf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)-2-6-0 to 1-9-15,Interior(1)1-9-15 to 15-8-13,Exterior(2)15-8-13 to 24-4-11 ,Interior(1)24-4-11 to 40-5-9,Exterior(2)40-5-9 to 44-9-8 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 4:)1NG 2 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 w 40 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 0 5)All plates are MT20 plates unless otherwise indicated. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)'This truss has been designed for a live load 0f 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 8 54074 k1� Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at Joint(s)except(Jt=lb) p �Ct�,1•E�,�O 21=2200,17=241,14=2300. 9)This truss has been designed for a total drag load of 310 plf.Lumber DOL=(1.33)Plate grip DOL=(1.33) Connect truss to resist drag SS�ONALG loads along bottom chord from 25-0-0 to 38-10-0 for 970.2 plf. 10)This truss design requires that a minimum of 7116"structural wood sheathing be applied directly to the top chord and 1/2"gypsum sheetrock be applied directly to the bottom chord. May 14,2020 AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.1010312015 BEFORE USE. Design valid for use only with MITek®connectors.This design is based only upon parameters shown,and is for an Individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web andlor chord members only.Additional temporary and permanent bracing M iTek• Is always required for stability and to prevent collapse with possible personal Injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/rPli quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20801 Corona,CA 92880 i Job Truss Truss Type Oly Ply QOld B) K7746679 Bldg 2 A09 COMMON 1 1 Job Reference(optional) Builders FIrslS"ce(Arlington,WA), Arlington,WA-98223, 8240 s Mar 9 2020 MiTsk Industries.Inc. Thu May 14 10:31:53 2020 Page 1 ID:eHD_geljCX3yScxtIEFOMByaOtx-OykRDxFjxEy5wWM_hGW xs_9WZSM3iBvs9f9YFzGcUK 2.8.0 2 8 0 9.0.2 1b 0 4 2D-0-12 25 14 31-1 6 375 8 A3 3 8 2 6-0 2 8 0 8 4 Z 8-0 2 5-" 5.0 8 6-0.2 6-4.2 510-0 Scale=1:75.9 3.00 12 5x8 = 2x4 11 7 2x4 II 3x8 g 23 24 8 3x8 3x4 5 22 25 g 3x4= 4 10 3x8 446 Zz USI I 21 3 11 26 2 3x6 jl 1 12 I� 20 19 18 17 27 28 16 15 14 13 3x4 = 3x4 = 3x8 =5x8 = 4x12 = 3x8 = 3x4 = 3x8 = 5 10.0 1&0.4 25-1.4 34.3.8 43-3-8 5-10 0 9.2 4 10-1.0 9-2.4 Plate Offsets MY)— [2:0-3-10,Edge) LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deg Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.82 Vert(LL) -0.41 16-17 >732 360 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.71 Vert(CT) -0.58 16-17 >514 240 TCDL 10.0 Rep Stress Incr YES WB 0.60 HOrz(CT) 0.03 16 nla n/a BCLL 0.0 Code IBC2015rTP12014 Matrix-AS Wind(LL) 0.03 17-19 >999 240 Weight:188 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 HF No.2 WEBS 1 Row at midpt 7-16,10-16 REACTIONS. (size) 16=0-5-8,20=0-5-8,13=0-5-8 Max Horz 20=-38(LC 13) Max Uplift 16=-168(LC 9).20=176(LC 8),13=63(LC 13) Max Grav 16=2461(LC 1).20=1221(LC 19),13=551(LC 20) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 3-4=-1346/119,4-6=-1056/116,6-7=1066/158,7-8=-311004,8-10=-45/1016, 10-11=-478/69,2-20=404/157 BOT CHORD 19-20=121/839,17-19=153/1375,14-16=-261/78,13-14=-1181736 WEBS 3-19=0/520,4-17=531/114,6-17=584/119,7-17=-10811317,7-16=-1646/140, 6-16=-595/122,10-16=-10631166,10-14=0/571,11-14=441/138,3-20=-1290/153, 11-13=590/132 NOTES- 1)Wind:ASCE 7-10;Vult=11 Omph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=4.8psf;h=25ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)-2-6-0 to 1-9-15,Interior(1)1-9-15 to 15-8-13,Exterlor(2)15-8-13 to 24-4-11 ,Interior(1)24-4-11 to 38-9-13,Exterior(2)38-9-13 to 43-1-12 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and farces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Fully Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof toad of 25.0 pet on overhangs non-concurrent with other live loads. QNG 2k 5)This truss has been designed for a 10.0 psf bottom chard live load nonconcurrent with any other live loads. 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide O will fit between the bottom chord and any other members,with BCDL=10.Opsf. S 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)13 except Qt=lb) O 16=168,20=176. 8)This truss design requires that a minimum of 7116"structural wood sheathing be applied directly to the top chord and 1/2"gypsum sheetrock be applied directly to the bottom chord. r0� 41 Ol 54074� �cy ,c• ars1�R t'SSI�NAL�yG May 14,2020 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev.1010312015 BEFORE USE. Design valid for use only with MITek®connectors.This design is based only upon parameters shown,and is for an Individual building component,not a truss system.Before use,the building designer must verify the appllcablllly of design parameters and properly incorporate[his design Into the overall building design.Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing M iTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSM11 Quality Criteria,DSBA9 and BCSI Building Component 250 Klug Circle Safety InPormatlon avallable from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Corona,CA 92880 i i Job Truss Truss Type City Ply (Old B) K7746680 Bldg 2 A10 COMMON 1 1 Job Reference(optional) Builders FtrstSource(Arlington,WA), Arlington,WA-98223, 8.240 s Mar 9 2020 MiTek Industries,Inc. Thu May 14 10.31:55 2020 Page i ID:eHD_geljCX3yScxtIEFOMByaOtx-yKrBedG_TrCpggWNohZSOH3a3MCaXh4CJTBGdBzGcUI ' 22-2:2 6 l I I 25-14 2540 -8-0 -02 6-0-2 1 5-0-B 5-0-8 0-2-12 3-00 12 4x6 = Scale=1:48.5 6 2x4 II 14 15 3x4 II 5 7 3x6 3x4 4 3 3x6 3x4 12 13 1 ,h 3x4 = 3x4 = 3x6 = 3x6 = 12 11 10 9 16 17 6 3x6 = 6-1Q 0 15.0.4 25.14 25r4 0 5-10.0 9-2-4 10.1-0 0.2-12 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.50 Vert(LL) -0.32 8-9 >384 360 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.47 Vert(CT) -0.51 8-9 >241 240 TCDL 10.0 Rep Stress Incr YES WB 0.26 Horz(CT) 0.00 8 n/a n/a BCLL 0.0 BCQL Code IBC2015/TP12014 Matrix-S Wind(LL) -0.02 B-9 >999 240 Weight:126 lb FT=20% 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.2*Except` TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, 1-4:2x4 DF 1800F 1.6E except end verticals. BOT CHORD 2x4 DF 240OF 2.0E BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 HF No.2 WEBS 1 Row at midpt 6-9,6-8 REACTIONS. All bearings 25-4-0. (lb)- Max Horz 12=143(LC 34) Max Upllft All uplift 100 lb or less at joints)12 except 11=-105(LC 40),8=111(LC 35),9=117(LC 32) Max Grav All reactions 250 lb or less at joint(s)12 except 11=666(LC 1),8=520(LC 30),8=406(LC 1),9=960(LC 1) FORCES. (lb)-Max.Camp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 7-8=255/79 WEBS 2-11=-313/168,3-11=-415/185,2-12=276/137,3-9=-258/166,5-9=-408/122, 6-9=269/126 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=4.Bpsf;h=25ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)0-1-12 to 3-1-12,Interior(1)3-1-12 to 17-0-12,Exterior(2)17-0-12 to 25-2-4 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 3)Unbalanced snow(Dads have been Considered for this design. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)12 except(jt=lb) 0N�G 2p 11=105,8=111,9=117. p 7)This truss has been designed for a total drag load of 310 lb.Lumber DOL=(1.33)Plate grip DOL=(1.33) Connect truss to resist drag Og Vt1 loads along bottom chord from 0-0-0 to 25-4-0 for 12.2 plf. G'T 011, 54074 w� � CIS'I'E� SSIGNALG May 14,2020 AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev.10/03/2015 BEFORE USE. � Design valid for use only with MITek®connectors.This design Is based only upon parameters shown,and Is for an Individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design.Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek- Is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTPH Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Infarmatlon available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Corona,CA 92880 l � I Job [rulss russType Qty Pry QOId B) K7746681 Bldg 2 1 MONOPRCH 4 1 Job Reference(optional) Builders FirstSource(Adinglon,WA), Arlington,WA-98223, 8,240 s Mar 9 2020 MITek Industries,Inc. Thu May 1410:31:56 2020 Page 1 ID:eHD_geljCX3yScxtIEFOMByaQtx-RXPaszHcE9Kgnz5ZM04hYUclUmVxGzFLY7ug9azGcUH 6-1-0 6$! 5-1 12.1-111 17.1143 5-9.8 0.041Y 84.8 &10.0 0-3-0 Scale=1:35.7 3x4 ZZ 3.00 112 2 f� 11 3x4 Zz 3 3x6 Zz 4 4x6 Zz 5 12 4x4 I I 8 0 8 10 9 3x4 = 7 3x8 = 3x8= 5.10.0 A-11-8 17-11.8 f 5100 I 319 9-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 046 Vert(LL) -0.12 8-9 >999 360 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.66 Vert(CT) -0.25 8-9 >832 240 TCDL 10.0 Rep Stress Incr YES WB 0.97 Horz(CT) 0.04 7 rile n/a BC 0.0 9CDL 10.0 Code IBC2015/TP12014 Matrix-AS Wind(LL) 0.03 8-9 >999 240 Weight:75 lb FT=20% DL LUMBER- BRACING- TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 HF No.2 REACTIONS. (size) 9=Mechanical,7=0-5-8 Max Horz 9=-157(LC 10) Max Uplift 9=98(LC 13).7=74(LC 9) Max Grav 9=980(LC 19),7=833(LC 19) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-9=250/47,3-5=1259/99,5-6=-263/32 BOT CHORD 8-9=-50/903,7-8=144/1373 WEBS 3-9=1080/153,3-8=0/496,5-8=-282/132,5-7=1269/159 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=4.Bpsf;h=25ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Extedor(2)0-0-0 to 3-0-0,Interior(1)3-0-0 to 14-9-12,Exterior(2)14-9-12 to 17-9-12 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces b MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)'This truss has been designed for a live load of 20.0psf an the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Refer to girder(s)for truss to truss connections. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)9,7. G 8)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and 1/2"gypsum 01 sheetrock be applied directly to the bottom chord. OF w �o� .off ,0,,54074 SSjONALG May 14,2020 WARNING-VerHy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473 rev.1010312015 BEFORE USE. Design valid for use only with Mrrek®connectors.This design is based only upon parameters shown,and Is for an IndMdual building component,not ��- e truss system,Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design Bracing indicated Is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing MiTek• Is always required for stability and to prevent collapse with possible personal Injury and property damage.For general guidance regarding the fabricaflon,storage,delivery,erection and bracing of trusses and truss systems,see ANS11rPl1 Duality Crttede,DSB-89 and BCSI Building Component 250 Klug circle Safefyinfnrmadon available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Corona,CA 92880 ,. I Job Truss Truss Type Oty Ply [Old B) K7746682 Bldg 2 Al2 Roof Special 10 1 ob Reference(optional) Builders FirstSource(Alington,WA), Arlington,WA-98223, 8.240 s Mar 9 2020 MMek Industries,Inc. Thu May 14 10:31:57 2020 Page 1 I D:eHD_gellCX3yScxtIEFOMByaO tx-vjzy3J IE9TSXP7gW6bw5i9vzAm99SbVrvldNhOzGcUG 6-1 8 11.2-0 16 2.8 22-2-10 27-1-13 31-2 4 35-2.4 38.E-4 6.1.8 5-0 B 5-0-e 6-0-2 4-11 3 4 0 7 4 0 0 1 6-0 Scale=1:60.9 3.00 12. 5x8 = 3 2x4 II 19 20 2x4 II 2 4 3x4= 1.70 12 18 21 5x8 %17 3x6 II 9 1 5 4x6= 6 5x8 = 7 22 6 0 4 15 15 23 24 14 13 12 11 10 3x6 II 4x6 = 5x8 = 4x8 = 3x4= 4x6 _ 3x6 = 6-1-8 16.2.8 254.12 31-2-0 35-2.4 6-tA 10•1.0 l 9.2.4 5.9_a -0 Plate Offsets(X Y)— 115:0-2-12 0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (loc) I/deft Ud PLATES GRIP TCLL 250 Plate Grip DOL 1.15 TC 0.54 Vert(LL) -0.43 14-15 >985 360 MT20 1851148 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.99 Vert(CT) -0.74 14-15 >566 240 TCDL 10.0 Rep Stress Incr YES WB 0.83 Horz(CT) 0.13 10 n/a n/a BCLL 10.0 Code IBC20151TPI2014 Matrix-AS Wind(LL) 0.12 12-14 >999 240 Weight:167lb FT=20% _BC LUMBER- BRACING- TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 HF No.2*Except* WEBS 1 Row at midpt 3-15 6-11,7-10:2x4 DF No.2 REACTIONS. (size) 10=0-5-8,16=Mechanical Max Horz 16=82(LC 9) Max Uplift 10=-202(LC 9),16=89(LC 8) Max Grav 10=1688(LC 1),16=1568(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=1550/165,2-3=-1552/202,34=2631/254,4-5=2635/218,5-6=-34751243, 6-7=-1628/100,8-10=35B/114,1-16=1523/153 BOT CHORD 14-15=-162/1732,12-14=-329/3156,11-12=-322/3388,10-11=-16211594 WEBS 2-15=-644/135,3-15=-586/87,3-1 4=1 1911376,4-14=-463/125,5-14=-7841125, 5-12=0/442,6-11=2188/195,7-11=66/1338,7-10=2114/190,1-15=-99/1724 NOTES- 1)Wind:ASCE 7-10;Vuit=11Omph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=4.8psf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)0-1-12 to 3-8-0,Interior(1)3-8-0 to 7-7-12,Exterior(2)7-7-12 to 14-8-4. Interior(1)14-8-4 to 33-2-0,Exterior(2)33-2-0 to 36-5-4 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category ll;Exp B;Fully Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs �� non-concurrent with other live loads. 5)Provide adequate drainage to prevent water ponding. a1�1S O 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide0 will fit between the bottom chord and any other members,with BCDL=10.Opsf. • .� 8)Refer to girder(s)for truss to truss connections. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)16 except Qt=lb) 10=202. 10)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chard and 1/2"gypsum -A Qta sheetrock be applied directly to the bottom chord. 4 SSI�NAL�� May 14,2020 AWARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473 rev.10/03/2016 BEFORE USE, Design valid for use only with MrrakV connectors,This design Is based only upon parameters shown,and Is for an Indlvlduat building component,not ��• a truss system Before use,the building designer must verily the apphcabdity,of design parameters and property Incorporate this design into the overall buniting design.Bracing Indicated Is to prevent buckling of Individual truss web andlor chord mombers only.Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent conapse with passible personal Injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/roll Quality Criteria,DSBAB and SCSI Building Component 250 Klug Clrcle Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Corona,CA 92880 i I I ----] Job Truss Truss Type Qty fly (Old B) K7746683 Bldg 2 Al2A Roof Special 1 1 Job Reference o bona Builders FirstSource(Arlington,WA), Arlington,WA-98223, 8.240 s Mar 9 2020 MiTek Industries,Inc. Thu May 14 10:31:58 2020 Page 1 ID:eHD—qe ljCX3yScxtIEFOMByaQt-NvXKHfJsmmaNOHFyTp69evhOta6Zku2e7QNwETzGcUF 11 2-0 62-0 262-10 27-1-13 1-2-0 3502 36 -0 56-1 -2 4-11-3 4-0-7 1.6-0 Scale=1:60.9 3.00 12 5x8= 3 2xa II 20 21 2x4 II 2 4 3x4 1.70 12 BxB % 19 22 16 3xB 1 5 ex10 = 5X8 23 8 24 9 B 0 4 17 16 15 25 26 14 13 12 11 27 10 6x6 [I 5x12 —5x8 WB= 5x8 — 5x12 MT20HS WB = 3x4 = 5x8 = 3x8 = 8-1 8 16-2.8 254-12 31.2.4 35-2 4 8-i$ 10-1-0 9.2.4 5-f3.8 4 0 0 Plate Offsets()(.Y)— [11:0-3-8,0-2-8),[16:0-5.4,0.1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.78 Vert(LL) -0.36 12-14 >999 360 MT20 105/14B (Roof Snow=25.0) Lumber DOL 1.15 BC 0.90 Vert(CT) -0.62 14-16 >669 240 MT20HS 165/146 TCDL 10.0 Rep Stress Incr NO WB 0.95 Horz(CT) 0.21 10 n/a n/a BCDL 10.0 Code IBC2015ffP12014 Matrix-AS Wind(LL) 0.11 12-14 >999 240 Weight:180 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 OF 180OF 1.6E BOT CHORD Rigid ceiling directly applied. WEBS 2x4 HF No.2"Except` WEBS 1 Row at midpt 3-16,6-11,7-10 6-11,7-10:2x4 OF No.2,1-17:2x6 DF No.2 OTHERS 2x4 HF No.2 REACTIONS. (size) 10=0-5-8,17=Mechanical Max Hors 17=4851(LC 35) Max Uplift 10=-202(LC 9),17=216(LC 35) Max Grav 10=2192(LC 35),17=3346(LC 36) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-3475/515,2-3=3471/498,34=4605/253,4-5=4611/216,5-6=-5204/243, 6-7=-2290/99,8-10=358/114,1-17=3293/250 BOT CHORD 16-17=-4790/4876,14-16=271/3714,12-14=329/4949,11-12=-322/4975, 10-11=1 62/2250 WEBS 2-16=622/129,3-16=-2114/1160,3-14=119/1420,4-14=-462/124,5-14=945/125, 5-12=0/494,6-12=279/77,6-11=3324/195,7-11=65/1982,7-10=-2976/189, 1-16=-574/3966 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=4.8psf;h=25ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)0-2-12 to 3-8-3,Interior(1)3-8-3 to 7-8-9,Exterior(2)7-8-9 to 14-7-7, Interior(1)14-7-7 to 33-2-13,Exterior(2)33-2-13 to 36-8-4 zone;cantilever left and right exposed;end vertical left and fight exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Fully Exp.;Ct=1.10 Q,VIING Z' 3)Unbalanced snow loads have been considered forthis design. Qjps 0 4)This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs C non-concurrent with other live loads. J 5)Provide adequate drainage to prevent water ponding. O' 6)All plates are MT20 plates unless otherwise indicated. _ 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. VITA 4074� � 9)Refer to girder(s)for truss to truss connections. O 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) 10=202,17=216. %i�' AJ, SSG 11)Load case(s)35,36 has/have been modified.Building designer must review loads to verify that they are correct for the intended use of this truss. 12)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and 1/2"gypsum May 14,2020 sheetrock be a oiled direcllv to the bottom chord. AWARNING-Vertry design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.1010312015 BEFORE USE. Design valid for use only with Mrrek®connectors.This design Is based only upon parameters shown,and Is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building design.Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing M iTe k Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSVTPl1 QualW Crfteda,DSB-89 and BCSI Building Component 250 Klug Circle Safety Informatlon available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Corona,CA 92BBD J. 1 I I Job Truss Truss Type Oty Ply (Old B) K7746663 Bldg 2 Al2A Roof Special 1 1 Job Reference(optional) Builders FirstSource(Arlington,WA), Arlington,WA-98223. 8.240 s Mar 9 2020 MiTek Industries,Inc. Thu May 14 10:31:59 202D Page 2 ID:eHD_geljCX3yScxtIEFOMByaQtx-r65iU7KUX4iEeRg8lXdOA7EBd SoTLInE46UmvzGcUE NOTES- 13) Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s) at 11-3-10 on top chord. The design/selection of such connection device(s)is the responsibility of others. 14) In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard Except: 35) User defined:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-3=70(1`),3-6=70(1`),6-8=70(F),8-24=-70(F),17-27=20(F) Concentrated Loads(lb) Vert:3=1213(F) Horz:3=4851(F) 36) User defined:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-3=70(F),3-6=70(F),6-8=70(F),8-24=-70(F),17-27=20(F) Concentrated Loads(lb) Vert:3=1213(F) Horz:3=-4851(F) ,&WARNING-VerHy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1.7473 rev.1010312015 BEFORE USE. Design valld for use only with Mlrek®connectors.This design Is based only upon parameters shown,end Is for an incilvldual building component,not �� a trues system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design.Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing M iTek- Is always required for stability and to prevent collapse with possible personal Injury and properly damage.For general guidance regarding the fabdcallon,storage,delivery,erection and bracing of trusses and truss systems,see ANS11TPH Dualfly Criteria,DSB-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,2670 Crain Highway,Suke 203 Waldorf,MD 20601 Corona,CA 92880 Job Truss Truss Type city Ply (Old B) K7746684 Bldg 2 Al2D Roof Special 1 1 Job Reference(optional) Builders FirstSource(Arlington,WA), Arlington,WA-98223, 8,240 s Mar 9 2020 MiTek Industries,Inc. Thu May 1410:32:00 2020 Page 1 ID:eHD_gel jCX3yScxllE FOMByaOtx-Jif4iKK6HOg5G bOKbEB4 KnNTNquCpTxTks 1 ILzGcUD 8.18 11-2-0 6-02--B8 22-2-10 I 27.111133 _31-2:1 3 -2.1 361 5061.8 6-0-2 0 1$0 Scale=1:60.9 3.00 12 5x8 = 3 2x4 II 2x4 II 19 20 4 5x8 � 1.70 12 2 5x8 % 17 19 0 21 34 II 9 1 5 5x8 = 37x6 22 8 8 d 16 15 23 24 14 13 12 11 10 4x6 II Bx10 = 6x10 = 3x8 = 5x8 = 3x10 = axe = 8.1.8 16-2-8 254-12 31-2.4 35-2-0 6.1.8 10.1.0 _ 9-2-4 5.9.8 0 Plate Offsets(X Y)•- I11:0-3-6 0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defi Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.65 Vert(LL) -0.03 8-9 n/r 180 MT20 1851148 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.78 Vert(CT) -0.03 B-9 n/r 120 BCDL 10BCLL .0 Rep Stress Incr YES WB 0.82 Horz(CT) -0.03 10 nia n/a BCDL 10.0 Code IBC2015rrP12014 Matrix-S Weight:167 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 3-6-15 oc purlins, BOT CHORD 2x4 HF No.2 except end verticais. WEBS 2x4 HF No.2`Except" BOT CHORD Rigid calling directly applied or 3-10-2 oc bracing. 6-11,7-10:2x4 DF No.2 WEBS 1 Row at micipt 3-15,3-14,5-14,5-12,1-15 REACTIONS. All bearings 35-2-4. (lb)- Max Horz 16=82(LC 9) Max Uplift All uplift 100 lb or less at joint(s)except 10=944(LC 36),16=-1838(LC 33),15=463(LC 33), 14=667(1_13 36),12=622(1_C 44),11=284(LC 44) Max Grav All reactions 250 lb or less at joint(s)except 10=964(LC 53).16=1893(LC 54).15=1228(LC 30), 14=1321(LC 31),12=983(LC 27).11=536(LC 31) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=2039/2013,2-3=1501/1553.3-4=996/1059,4-5=2567/2533,5-6=-1169/1108, 6-7=1551/1504,7-8=1261/1223,8-10=-354/113,1-16=1852/1852 BOT CHORD 15-16=-1910H898,14-15=1790H801,12-14=1962/1940,11-12=1604/1590, 10-11=-956/997 WEBS 2-15=-666/139,3-15=-2179/2157,3-14=2041/2024,4-14=475/128,5-14=1914/1928, 5-12=2342/2336,6-12=1485/1471,6-11=2197/2192,7-11=1068/1065, 7-10=1303/1312,1-15=2370/2400 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=1.2psf;BCDL=4.Bpsf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)0-1-12 to 3-8-0,Interior(1)3-8-0 to 7-7-12,Exterior(2)7-7-12 to 14-8-4, Interior(1)14-8-4 to 33-2-0,Exterior(2)33-2-0 to 36-8-4 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and farces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 O'WNG 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category It;Exp B;Fully Exp.;Ct=1.10 'a0 3)Unbalanced snow loads have been considered for this design. 0 W 4)This truss has been designed for greater of min roof live load Of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. F 0 5)Provide adequate drainage to prevent water ponding. 6)Gable requires continuous bottom chord bearing. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)'This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide �� 74 cry 540 will fit between the bottom chord and any other members,with BCDL=IO.Opsf. p� �C�•I74 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 944 lb uplift at joint 10,1638 lb uplift at �4 joint 16,463 lb uplift at joint 15,667 Ile uplift at joint 14,622 lb uplift at joint 12 and 284 lb uplift at joint 11. SSIONAL G 10)This truss has been designed for a total drag load of 310 plf.Lumber DOL=(1.33)Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 35-2-4 for 310.0 plf. May 14,2020 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473 rev.ICV0312015 BEFORE USE. Design valid far use only with Mrrek®connectors This design Is based only upon parameters shown,and Is for an Individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design.Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek• Is always required for stability and to prevent collapse with passible personal Injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANS177P11 Quality Criteria,DSB-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Carona,CA 92880 i Job Truss Truss Type Qty Ply (Old B) K7746685 Bldg 2 A13 GABLE 2 1 Job Reference(optional) Builders FirstSource(Arlington,WA), Arlington,WA-98223, 8.240 s Mar 9 2020 MiTek Industries,Inc. Thu May 14 10:32:02 2020 Page 1 ID:eHD_ge1jCX3yScxtIEFOMByaOb(-Fhmr6OMNp74pVuYjifB5olsliBTBgj WEw2LBNEzGcUB r 8-1.8 11.2.0 16-2-8 } 22-2-10 27-1.13 31.2.4 I 35.2-0 ,38� 6-1 8 b 0 B 5.0.8 "-2 4-11-3 4.0.7 4. Scale=1:61.0 3.00 12 5X8 = 3 25 2 24 4 1.70 12 3x6 5 %22 23 = = 4x12 Il 3x4 = 1 3x4 Zz 5 5x12 3x4 9 28 8 7 e 16 15 27 28 14 13 12 11 10 3x6 II 4x8 = 5x8 — 4x8 = 3x4 = 4xe _ 3x6 = 8-1-8 16-2.8 25-4.12 _ 3I_ 4 35 6 1-8 10.1-0 9-2ri 5. 9 8 4 0 0 Plate Offsets MY)— 115:0-2-12,0-1-81,117:0-1-12,0.1-01,121:0-1-12,0-1-01_ LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Ildefl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.54 Vert(LL) -0.42 14-15 >988 360 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.99 Vert(CT) -0.74 14-15 >569 240 TCDL 10.0 Rep Stress Incr YES WB 0.79 Horz(CT) 0.13 10 n/a n/a BCDL 10.0 Code IBC2015/TP12014 Matrix-AS Wind(ILL) 0.12 12-14 >999 240 Weight:180 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 HF No.2*Except* WEBS 1 Row at midpt 3-15 6-11,7-10:2x4 DF No.2 OTHERS 2x4 HF No.2 REACTIONS. (size) 10=0-10-4,16=Mechanical Max Harz 16=82(LC 9) Max Uplift 10=-202(LC 9),16=89(LC B) Max Grav 10=1688(LC 1),16=1568(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-1550/155,2-3=15521190,34=2631/254,4-5=2635/213,5-6=34381240, 6-7=-1682196,8-10=3691116,1-16=1523/142 BOT CHORD 14-15=162/1732,12-14=330/3158,11-12=319/3335,10-11=-165/1657 WEBS 2-15=-644/135,3-15=585/87,3-14=119/1375.4-14=-462/124,5-14=785/125, 5-12=0/387,6-11=2077/191,7-11=67/1309,7-10=215311190,1-15=-88/1724 NOTES- 1)Wind:ASCE 7-10;Vult=11 Omph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=4.Bpsf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)0-1-12 to 3-1-12,Interior(1)3-1-12 to 8-2-0,Exterior(2)8-2-0 to 14-2-0, Interior(l)14-2-0 to 33-8-4,Exterior(2)33-8-4 to 36-8-4 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and farces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI(rPI 1. 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 pit G 2�4 4)Unbalanced snow loads have been considered for this design. Ply 0 5)This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf an overhangs non-concurrent with other live loads. GTO 6)Provide adequate drainage to prevent water panding. 7)All plates are 2x4 MT20 unless otherwise indicated. B)Gable studs spaced at 2-0-0 oc. 9)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10).This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide -.6 ,per 54074 � will fit between the bottom chord and any other members,with BCDL=10.Opsf. 6' 11)Refer to girder(s)for truss to truss connections. 12) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 202 lb uplift at joint 10 and 89 lb uplift `SSjONAL at joint 16. 13)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and 1/2"gypsum sheetrock be applied directly to the bottom chord. May 14,2020 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.1010312015 BEFORE USE. ��- Design valid for use any with Mrrek®connectors.This design Is based only upon parameters shown,and Is for an Individual building component,nut e truss system.Before use,the bulltling designer must verify the applicability of design parameters and properly incorporate this design Into the overall MiTek• building design.Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal Injury and property dairng,- For guriotal gu[dance reg voirg the fabrication,storage,delivery,erecllon and bracing of trusses and truss systems,see ANSUTPII Quatily Cnrana,D5B.89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,2670 Crain Highway,Sutie 203 Waldorf,MD 20601 Corona,CA 92880 � I Job Truss Truss Type Qly Ply (Old B) K7746686 Bldg 2 B01 Monopitch Supported Gable 1 1 Job Reference(optional) Builders FirstSource(Arlington,WA), Arlington,WA-98223. 8.240 s Mar 9 2020 MiTak Industries,Inc. Thu May 1410:32:03 2020 Pape 1 ID:eHO_geliCX3y5cxtIEFOMByaQtx jtKDKMN?aJCg727vGNiKLzPuMb04PJTN9i4hvgzGcUA -3-0-0 16.3.8 ' 3-0.0 16.3-8 Scale=1:57 7 5.00 12 3x4 I I 12 11 10 23 9 22 8 3x6 7 5 e r Q rm 5x8 3 2 4 1 21 20 19 18 17 16 15 14 13 3x4 I 3x4 = 3x4 I I 16.3-8 16.3.8 Plate Offsets(X Y)— 12 0-3-0 0-1-12) LOADING (psf) SPACING- 2-0-0 CST. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.67 Vert(LL) -0.01 12 n/r 180 MT20 185/146 (Roof Snow=25.0) Lumber DOL 1,15 BC 018 Vert(CT) -0.02 12 nlr 120 TCDL 10.0 Rep Stress Incr YES WB 0.23 Horz(CT) -0.00 13 n/a n/a BCDL t0 0 Code IBC2015/TPI2014 Matrix-S Weight:112 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 OF 1800F 1.6E*Except* TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, 1-6:2x4 OF 240OF 2.0E except end verticals. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 HF No.2 WEBS 1 Row at midpt 11-13,10-14 OTHERS 2x4 HF No.2 REACTIONS. All bearings 16-3-8. (lb)- Max Horz 21=300(LC 9) Max Uplift All uplift 100 lb or less atjoint(s)13,17,18,19,16,15,14 except 20=-311(LC 18) Max Grav All reactions 250 lb or less atjoint(s)17,18,19,20,16,14 except 21=751(LC 18),13=359(LC 19), 15=255(LC 19) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-21=746/3,11-13=-345/199 BOT CHORD 20-21=280/0 WEBS 3-20=-111/297,2-20=01359 NOTES- 1)Wind:ASCE 7-10;Vult=11Omph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=4.8psf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Comer(3)-3-0-0 to 0-1-12,Exterior(2)0-1-12 to 14-9-8,Comer(3)14-9-8 to 17-9-8 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category ll;Exp B;Fully Exit.;Ct=1.10 fin""�a�,T G 4)Unbalanced snow loads have been considered for this design. ZA_ 5)This truss has been designed for greater of min roof live load of 19.0 psf or 2.00 times Flat roof load of 25.0 psf on overhangs �y�, 0 non-concurrent with other live loads. 6)All plates are 2x4 MT20 unless otherwise indicated. TO 7)Gable requires continuous bottom chord bearing. y 2 8)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 9)Gable studs spaced at 2-0-0 oc. 10)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 11)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide '.pO 54074� w� will fit between the bottom chord and any other members. 12)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)13,17,18,19, 16,15,14 except Ql=lb)20=311. s`�jQNAL G May 14,2020 A WARNING-Verify dealgn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. Des lgn Vaud for use only with MiTe1oA connectors.This design Is based only upon pammelers sh own,and Is for an individual building component,not s u. systam,Before use,the building designer must verify the applicability of design parameters and property Incorporate this design into the overall building dos3gn.Bracing Indicated is to pmvent buckling of individual Truss web and/or chord mambas only.Additional temporary and permanent bracing Welk' is always required for stability and to prevent collapse with powee personal Irqury and property damage, For general guidance regarding the fabrication,storage,delivery.erection and bracing of trusses and truss systems,so e ANShTPlt Quality Criteria,DSS.89 and SCSI Building Component 250 Klug Circle Safetyinformatlon available from Truss Plate Institute,2670 Crain Highway,Suite=Waldorf,MD 20601 Corona,CA 92880 i Job Truss `Truss Type Qty Ply (Old 8) K7746687 Bldg 2 B02 Mcnopach 5 1 Job Referonco(optional) Builders FirstSource(Adington,WA), Arlington,WA-98223, 8.240 s Mar 9 2020 MTek Industries,Inc. Thu May 1410:32:04 2020 Page 1 I D:e H D_qe 1 jCX3yScxtl EFOM ByaQtx-C3ubX iNdLcKXkC i6g4DZtAx3a?Fg B iSXOMgF R6zGcU 9 3-0-0 4 6.5 10.2.6 1� 16-3-8 17-9.8 3-0.0 I 4 6 5 5.8-1 -o 5-6-5 1.8.0 Scale=1:53.5 3x4 II 7 5.00 12 6 12 3x4 % 11 5 3x6 4 3x4 i 3 A 5x8 I I 2 13 14 10 9 8 3x6 = 3x4 = 3x8 = 7-4-12 10-9-3 16-3.8 7-4-12 3.4-7 5.6-5 Plate Offsets(X.Y)- f2:0-3-13,Edge) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Ildefl Ud PLATES GRIP TCLL 250 Plate Grip DOL 1.15 TC 0.64 Vert(LL) -0.23 8-9 >829 360 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.60 Vert(CT) -0.39 8-9 >493 240 TCDL 10.0 Rep Stress Incr YES WB 0.51 Horz(CT) 0.01 8 n/a n/a BCDL 10.0 Code IBC2015rTP12014 Matrix-AS Wind(LL) -0.06 8-9 >999 240 Weight:94 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 DF 1BOOF 1.6E*Except` TOP CHORD Structural wood sheathing directly applied, except end verticals. 1-4:2x4 DF 240OF 2.0E BOT CHORD Rigid ceiling directly applied. BOT CHORD 2x4 HF No.2 WEBS 1 Row at midpt 6-8,5-8 WEBS 2x4 HF No.2 REACTIONS. (size) 8=0-5-8,10=0-5-8 Max Harz 10=300(LC 9) Max Uplift 8=-142(LC 12),10=86(LC 12) Max Grav 8=1043(LC 19),10=981(LC 19) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 3-5=621/48,6-8=-475/124,2-10=-472/209 BOT CHORD 9-10=-168/499,8-9=108/448 WEBS 3-10=-740/22,5-9=3/321,5-8=-655/136 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=4.8psf;h=25ft;Cat.Il;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)-3-0-0 to 0-1-12,Interior(1)0-1-12 to 14-9-8,Exterior(2)14-9-8 to 17-9-8 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 19.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. MiNG ZA._ 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide Q "Y will fit between the bottom chord and any other members,with BCDL=10.Opsf. Q 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)10 except Qt=lb) O�w 8=142. 0. 8)This truss design requires that a minimum of 7116"structural wood sheathing be applied directly to the top chord and 1/2"gypsum q . sheetrock be applied directly to the bottom chord. r ok �rso �a SSIONAL'�Cy May 14,2020 AWARNING-Verffy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.1010312015 BEFORE USE. Design valid for use only wdh MiTek®connectors.This design is based only upon pammelcrs shown.and is for an Individual bu-1ding component,not a litres syslorn Before use,the building designer must verity the eppllcablMy of design parameters and property Incorporate this design Into the overall building design.Bracing indicated is to prevent buckling of Individual truss web andior chord members only.Additional temporary and permanent bracing M iTek, Is always required for stability and to prevent collapse with possible personal Injury and property damage. For gemerai guidance regarding the fabrication,storage,doGvery,erection and bracing of trusses and truss systems,soe ANSM11 Quality Criteria,DSBA9 and SCSI Building Component 250 Klug Circle Saraty Information available from Truss Plate Institute,2670 Crain Hlghway,Sulte 203 Waldorf,MD 20601 Corona,CA 92880 0 Job Truss Truss Type Qty Ply (Old B) K7746688 Bldg 2 B03 Monopitch 10 1 Job Reference(optional) Builders FirstSource(Arlington,WA), Arlington,WA-98223, 0.240 s Mar 9 2020 MiTek Industries,Inc. Thu May 14 10:32:05 2020 Page 1 ID:eHD_geljCX3yScxtIEFOMByaQtx-gFSzl2OF6wSOMMHIOnko000HGOaRt4CgcOZo ZZGcUB -1.6-0 6.0.5 11-8.6 17-9.0 19-3.8 , 1-6-0 6-0-5 6.8.1 6-1.2 ' 1�-0 ' Scale=1:53.5 5.00 12 3x4 7 6 13 3x4 % 12 5 3x6 4 3x4 3 3x4 11 2 1 10 9 14 15 8 3x8 = 3x4 = 3x8 = 8-10-12 17-7-8 17�-8 8-10-12 B-8-12 0- Plate Offsets(X Y)- 120.0-10 0-1-8) (6 0.0.13 0-1.8) LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (loc) Udefl Ltd PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.45 Vert(LL) -0.24 8-9 >872 360 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.63 Vert(CT) -0.38 8-9 >547 240 TCDL 10.0 Rep Stress Incr YES WB 0.79 Horz(CT) 0.02 8 n/a nla BCLL 0.0 Code IBC2015/TP12014 Matrix-AS Wind(LL) -0.06 8-9 >999 240 Weight:92 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid calling directly applied. WEBS 2x4 HF No.2 WEBS 1 Row at midpt 6-8,5-8 REACTIONS. (size) 8=0-3-8,8=0-3-8,10=0-5-8 Max Horz 10=293(LC 9) Max Uplift 8=-150(LC 12),10=69(LC 12) Max Grav 8=1129(LC 19),8=903(LC 1),10=926(LC 19) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 3-5=-782/63,6-8=480/123,2-10=-362/139 BOT CHORD 9-10=1531`748,8-9=100/522 WEBS 5-9=21/423,5-8=765/144,3-10=-812/29 NOTES. 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=4.Bpsf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterlor(2)-1-6-0 to 1-6-0,Interior(1)1-6-0 to 16-3-8,Exterior(2)16-3-8 to 19-3-8 zone; cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Fully Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 19.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.0psf. QjjQN Zvi_ 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)10 except Qt=lb) WAS o 8=150. N 8)This truss design requires that a minimum of 7116"structural wood sheathing be applied directly to the top chord and 1/2"gypsum 0 sheetrock be applied directly to the bottom chord. CO . .�o G V SSI�NX11 May 14,2020 AL WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.1010312015 BEFORE USE. Design valid for use only with M(Tak®connection.This design Is based only upon parameters shown,and is for an individual building component,no: ,- a buss system.Before use,the building designer must verify the applicability of design parameters and property m4orporalo this design Into the overall buildmg design.Brecfng Indicated is to prevent buckling of individual truss web andfor chord members only.Additional temporary and permanent bracing MiTek• Is always required for stablllty and to prevent collapse with possible personal lNury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of images and truss systems,see ANSh7PI1 Quality Crlrons,DSB-69 and SCSI Building Component 250 Klug Circle Safety Information avallable from Truss Plate Inslllute,2670 Crain Highway,Suge 203 Waldorf,MD 206011 Corona,CA 92880 i i Job Truss Truss Type Oty Ply (Old B) K7746689 Bldg 2 B03A Monopitch 1 1 Job Reference(optional) Builders FirstSource(Arlington,WA), Arlington,WA-98223, 8240 s Mar 9 2020 MiTek Industries,Inc. Thu May 14 10:32:06 2020 Page 1 ID:eHD_geljCX3yScxtIEFOMByeQtx-BSOLyOPttEaF_WsUxVFlyb1 K4ovAcWRprgJLW7zGcU7 6.0-5 11.8-6 17.9.8 ,19.3.8 1.6.0 6-0.5 1 5.8-1 6-1-2 1•&0 r UsI I 8 Scale=1:5B 5 5.00 12 7 15 3x4% 14 4x6 8 5 axe 4 48 tr, 2x4 II 13 3 2 1 10 18 17 9 3x4 = 5x12 = 12 11 4x4 = 3x8 = 1 8 0 , 8-10.12 17-7.8 17Tq 8 rt-8.0 7-2-12 8.8.12 0--0 Plate Offsets(X Y)— [2:0-2-15 0-2.0) [7:0-4-0 Edge) [11:0.3-4.0-2-01 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.96 Vert(LL) -0.23 9-10 >037 380 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1,15 BC 0.66 Verl(CT) -0,39 9-10 >485 240 TCDL 10.0 Rep Stress Incr NO WB 0.86 Horz(CT) -0.03 9 n/a n/a BCCL 10.0 Code IBC2015/TP12014 Matrix-AS Wind(ILL)L) -0.06 9-10 >999 240 Weight:95lb FT=20 LUMBER- BRACING- TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 HF ND.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 HF ND.2 WEBS 1 Row at micipt 7-9,6-9,4-11 REACTIONS. All bearings 1-11-8 except(jt=length)9=0-3-8,9=0-3-8. (lb)- Max Horz 12=4615(LC 26) Max Uplift All uplift 100 lb or less at joint(s)12 except 9=140(LC 12),11=105(LC 12) Max Grav All reactions 250 lb or less at joint(s)except 9=1036(LC 19),9=814(LC 1),12=1668(LC 26),11=1829(LC 26),11=935(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-1078/114,3-4=-1102/147,4-6=-4581/53,6-7=-5097/102,7-9=-47B/123, 2-12=1668/43 BOT CHORD 11-12=-4601/0,10-11=-1117/491,9-10=124/439 WEBS 4-1 0=-6/1 168,6-10=-851/294,6-9=640/202,4-11=3650/56,2-11=75/1443 NOTES- 1)Wind;ASCE.7-10;VuIt=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=4.Bpsf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)-1-6-0 to 1-6-0,Interior(1)1-6-0 to 16-3-8,Exterior(2)16-3-8 to 19-3-8 zone; cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Fully Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 19.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. `Q1 G Z 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide ` will fit between the bottom chard and any other members,with BCDL=10.Opsf. w� Q 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)12 except(jt=1b) 9=140,11=105. B)Load case(s)26 has/have been modified.Building designer must review loads to verify that they are correct for the intended use of this truss. 9)This truss design requires that a minimum of 7116"structural wood sheathing be applied directly to the top chord and 1/2"gypsum sheetrock be applied directly to the bottom chord. "� 074 10)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s) at 17-9-8 on top chord. The p. �Is � design/selection of such connection device(s)Is the responsibility of others. 11)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). `rsj9NALG LOAD CASE(S) Standard Except: May 14,2020 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1.7473 rev.1010312015 BEFORE USE. �• Design valid for use only with MiTek®connectors.This design Is based only upon parameters shown,and Is for an Individual building component,not a truss system Beforeuse,the building designer must verify the applicability of design parameters and propedy Incorporate this design Into the overall p building design. Bracing Indicated Is to prevent buckling of individual Was web and/or chord members only.Additional temporary and permanent bracing I V 1 iTe k' Is always required for stability and to prevent collapse wdh possible personal inlury and property damage, For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANS11TPl1 quality Criteria,DSO-89 and BCSI Bulld/ng Component 250 Klug Circle Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Corona,CA 92880 i i i Job Truss Truss Type Qty Ply (Old B) K7746689 Bldg 2 B03A Monopitch 1 1 Job Reference(optional) Builders FlrstSource(Arlington,WA), Arlington,WA-98223, 8240 s Mar 9 2020 MTak Industries,Inc. Thu May 14 10:32:06 2020 Page 2 ID:eHD_ge1jCX3yScxtlEFOMByaQtx-BSOLyOPttEaF_WsUxVF1 yb1 K4ovAcWRprgJLW7zGcU7 LOAD CASE(S) 26)User defined:Lumber Increase=1.15,Plate Increase=1 15 Uniform Loads(plf) Vert:1-2=70(F),2-7=70(F),7-8=70(F),9-12=20(F) Concentrated Loads(lb) Vert:7=1923(F) Harz:7=-4615(F) A WARNING.Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev.10/03/2016 BEFORE USE. Design valid for use only with Mrrek®connectom.This design is based only upon paramelers shown,and to for an Individual building component,not a truss systorn.Before use,the building designer must vedy the applicability of design parameters and property incorporate this design Into the overall building design.Bracing indicated is to prevent buckling of individual Wits web ondlor chord members only.Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse won possible personal Iryury and property damage.For general guidance regarding the fabrication,storage,dolivery,eraction and bracing of trusses and truss systems,see ANSVTPH Qualify Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safetylnformadon available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Corona,CA 92880 i i i Job Truss Truss Type Qty 7IPIY (ol;B) K7746690 Bldg 2 B04 GABLE 1 Reference(optional) Builders FirslSource(Adington,WA), Arlington,WA-98223, 8240 s Mar 9 2020 MiTek Industries,Inc. Thu May 14 10:32:08 2020 Page 1 I D:eHD_gol]CX3yScxtlE FOMByaO tx4g86N308PrgzDpOt3wl V206itcbp4RVO1_oS suzGcUS I-1-e•0 , 6-0.5 + 8.10•t?. I 14-0.0 17-9.8 (79.3-8; 1 6 0 6.05 2.10.7 5 irl 3 9 8 1 b 0 5.00 12 4x6 I 9 Scale=1:58.5 7 Bx12 II 3x8 531 B = 3 II B 3x6 = 4 _ 4x8 3 �I �i 3xe II v 2 O 1 1 14 13 8xB = 8x8 = 8x8 = 3x6 = 12 32 11 33 10 6-0.5 8.70.12 ,10.8-0 , 14-0-0 ,._ _ _17-5.8 , -7D-7 3.4-0 3-9.8 Plate Offsets(X,Y)— [3:0-1 4,0.2-0).[3t0-1-7,0-0-12] 5,[ ,0-2 4.0-2-121.I5:0 2.8,0-1-11,(7:0-3-9,Edge],(10:Edge,O 4 12] f12:0 4 0,0 4 12] [14:Edge.O 4 12] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.88 Vert(LL) -0.04 13-14 >999 360 MT20 185/148 (Roof Snow=2 0) Lumber DO 1 0.0 L 1,15 BC 0.65 Vert(CT) -0,08 13-14 >999 240 TCDL Rep Stress Incr NO WB 0.82 Horz(CT) -0.03 10 n/a n/a BCDL 10.0 Code IBC2015/TPI2014 Matrix-MS Wind(LL) 0.02 13-14 >999 240 Weight:174 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 DF 1800F 1.6E*Except* TOP CHORD Structural wood sheathing directly applied or 4-0-4 oc purlins, 1-4:2x4 HF No.2,5-B:2x8 DF SS except end verticals. BOT CHORD 2x6 DF No.2 BOT CHORD Rigid ceiling directly applied or 3-10-10 oc bracing. WEBS 2x4 HF No.2 WEBS 1 Row at midpt 6-10,3-14,6-12 OTHERS 2x4 HF No.2 JOINTS 1 Brace at Jt(s):6,8 REACTIONS. All bearings 7-5-0 except Qt=length)14=0-5-8. (lb)- Max Horz 14=415(LC 33) Max Uplift All uplift 100 lb or less at joint(s)except 10=2284(LC 33),12=2664(1_C 38),11=-329(LC 38), 14=-1780(LC 38) Max Grav All reactions 250 lb or less atjolnt(s)except 10=2372(LC 50),12=3041(LC 27),12=1294(LC 1), 11=2166(LC 17),14=1989(LC 49) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=1910/1953,3-5=-1226/1027,5-7=2811/2698,B-10=464/116,7-8=-484/89, 2-14=364/152,5-6=2619/2660 BOT CHORD 13-14=2420/2366,12-13=285312798,11-12=3999/3932,10-11=1459/1363 WEBS 3-13=-781/835,5-13=708/933,5-12=791/445,6-10=-2507/2571,3-14=-3065/2835, 6-12=-2394/2324 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=4.Bpsf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone;cantilever left and fight exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. QN Q 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Fully Exp.;Ct=1.10 WAS 40 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. � CO)6)Provide adequate drainage to prevent water ponding. r 7)All plates are 2x4 MT20 unless otherwise indicated. ` 8)Gable studs spaced at 2-0-0 oc. 9)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 54074� "� 4 10)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide 0 4 will fit between the bottom chord and any other members. '�t �`rSTER 11) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 2284 lb uplift at joint 10,2664 Ib uplift S`SIONAL � at joint 12,329 lb uplift at joint 11 and 1780 lb uplift at joint 14. 12)This truss has been designed for a total drag load of 310 plf.Lumber DOL=(1.33)Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 10-4-8 to 17-9-8 for 743.7 plf. May 14,2020 13 Gra hical urlin representation does not depict the size or the orientation of the purlin alonci the top and/or bottom chord. A WARNING-Vwffy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.1010312015 BEFORE USE. t, Design valid for use only with MITek®connectors.This design Is based only upon parameters shown,and Is for an individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design.Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek• Is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTP/f Duality Criteria,DS843e and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Corona,CA 92880 i i i Job Truss Truss Type �Qty [lyOld( B) K7746690 ]Bldg 2 B04 GABLE 1 1 Job Reference(optional) Builders FirstSource(Arlington,WA), Arlington,WA-98223, 8.7.40 s Mar 9 2020 MiTek Industries,Inc. Thu May 14 10:32 D8 2020 Page 2 I D:a HD_ge 1 jCX3yScxtl EFOM Bya01x-0g86N308PrgzDpOt3wl V206itcbp4RV61_oSeuzGcU5 NOTES- 14)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)965 lb down and 117 lb up at 11-10-4,and 965 lb down and 117 lb up at 13-10-4,and 965 lb down and 117 lb up at 15-10-4 on bottom chord. The design/selection of such connection device(s)is the responsibility of others, 15) In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-2=70,2-5=70,5-7=70,7-9=70,10-14=20 Concentrated Loads(lb) Vert:11=965(F)32=965(17)33=-965(F) AWARNING-Vertry design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev.10/03/2015 BEFORE USE Design valid for use only with MITekA connectors.This dosign Is based only upon parameters shown,and Is loran mmonual building component,not b true system.Before use,the boding designer must vedty the applicability,of design parameters and prop dy Incorporate this design Into the overall building design.Bracing Indicated is to prevent buckling of IndbAdual truss web and/or chord members only. AddAfonal temporary and permanent bracing MiTek• Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSVTPIf Quality Criteria,DSB-89 and SCSI Building Component 250 Klug Circle Safety lnfnrmaflon available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Corona,CA 92880 i i Job Truss Truss Type Qty Ply (Old B) K7746691 Bldg 2 B05 GABLE 1 1 Job Reference o ifpnei Builders FlrstSource(Arlington,WA), Arlington,WA-98223. 8.240 s Mar 9 2020 MiTek Industries,Inc. Ttur May 1410:32:09 2020 Page 1 ID:eHD_geljCX3yScxtIEFOMByaQtx-Y1 hUaPRmA9zgrzb3ddpkaEfwQ01 fpl hGXeXO7KzGcU4 1 6 0 6.0-5 11-8-6 16 3 8 19-3 8 1 6 0 6-0-5 5-8-1 4-7-2 3-0-0 5.00 12 1 Scale=1:54 4 3xs II 10 9 6 5x6 7 6 5 ,m 4 a5 5x6 11 21 3 2 1 20 19 18 17 16 15 14 13 12 3x6 = 3x4 1I B-10-12 16.3-8 ' B-10.12 7.4-12 Plate Offsets(X Y)- [2:0.3-13,Edge) [6:D-4-0 0-3-0) LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (too) I/deft Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.70 Vert(LL) 0.03 11 Ink 180 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.29 Vert(CT) 0.00 10 n/r 120 TCDL 10.0 Rep Stress Incr YES WB 0.25 Horz(CT) -0.00 12 n/a n/a BCLL 0 0 Code IBC2015ITPI2014 Matnx-R Weight:110 lb FT=20% 3CCL 100 LUMBER- BRACING- TOP CHORD 2x4 OF 240OF 2.0E"Except' TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, 1-6:2x4 OF 180OF 1.6E except end verticals. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid calling directly applied or 6-0-0 oc bracing. WEBS 2x6 DF No.2"Except' WEBS 1 Row at midpt 10-12 2-20:2x4 HF No.2 OTHERS 2x4 HF No.2 REACTIONS. All bearings 16-3-8. (lb)- Max Horz 20=292(LC 9) Max Uplift All uplift 100 lb or less at Joint(s)14,15,16,17 except 12=218(LC 9), 13=-216(LC 18),19=-317(LC 9) Max Grav All reactions 250 lb or less at jolnt(s)13,14,15,16,17,18,19 except 12=702(LC 19),20=356(LC 23) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=263/44,10-12=702/399,2-20=274/0 WEBS 9-13=-218/262 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=4.Bpsf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Comer(3)-1-6-0 to 1-6-0,Exterior(2)1-6-0 to 16-0-12,Comer(3)16-0-12 to 19-3-8 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10Q�j[IPI(} 2/tr 4)Unbalanced snow loads have been considered for this design. 0 5)This truss has been designed for greater of min roof live load of 19.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 6)All plates are 2x4 MT20 unless otherwise indicated. q 7)Gable requires continuous bottom chard bearing. 1` 8)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 9)Gable studs spaced at 2-0-0 Do. 10)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. "d� 54074 CRY 11).This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide otherwill fit between the bottom chord and any 12) Pro de mechanical connection(by others)of tru truss bearing plate capable of withstanding 100 lb uplift at joint(s)14,15,16,17 �ss�ONAI.�Cs except Qt=lb)12=218,13=216,19=317. May 14,2020 AWARNING-verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.1010312015 BEFORE USE. ' Design valid for use only with MiTek®connectors.This design Is based only upon parameters shown,and Is for an Individual building component,not a truss system.Before use.the bullding designer must verify the appllcablllty of design parameters and properly incorporate this design Into the overall building design.Bracing indicated is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabdcallon,storage,delivery,erection and bracing of trusses and truss systems,see ANSUlPI1 Quality Criteria,DSB.89 and BCSI Building Component 250 Klug Circle Satetylnformatlon available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Corona,CA 92880 r( I Job Truss Truss Type city Ply (Old B) K7746692 Bldg 2 B06 MONOPITCH 3 1 Job Reference(optional) Builders FirstSotuce(Arlington,WA), Arlington,WA-98223, 8240 s Mar 9 2020 M7ek Industries,Inc. Thu May 1410:32:10 2020 Page 1 ID:eH D_ge1jCX3yScxtIE FOMByaOlx-ODFsolSOxS5gS79FALKz7 R B5gPJ2YMW Pm IHZfmzGcU 3 1 6 0 6-0-5 10-9-3 11 8&, 16.3.11 193 B 1.6.0 6-0.5 4-8-13 -11.4 4-7-2 ' 3-0-0 ' 5.00 12 7 Scale=1:50.5 3x8 e 3x4 i 12 5 3x8 4 3x4 3 d 3x4 11 2 9 13 14 103x8 = 3x4 3x6 =8 = B-10-12 1C-9-3 I 16.3-8 8.10.12 1-10-7 5-6.5 _ Plate Offsets(X Y)-- 16:0.2-11 011-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.67 Vert(LL) -0.13 9-10 >999 360 MT20 1851148 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.54 Vert(CT) -0.27 9-10 >719 240 TCDL 10.0 Rep Stress Incr YES WB 0.72 Horz(CT) 0.01 8 n/a n/a BCDL 10.0 Code IBC2015/TPI2014 Matrix-AS Wlnd(LL) 0.02 B-9 >999 240 Weight:100 lb FT=20%LUMBER- BRACING- TOP CHORD 2x4 DF 240OF 2.OE*Except* TOP CHORD Structural wood sheathing directly applied, except end verticals. 1-4:2x4 OF 180OF 1.6E BOT CHORD Rigid ceiling directly applied. BOT CHORD 2x4 HF No.2 WEBS 1 Row at midpt 6-8 WEBS 2x4 HF No.2*Except* 6-8:2x6 OF No.2 REACTIONS. (size) 8=0-5-8,10=0-5-8 Max Horz 10=292(LC 9) Max Uplift 8=-17B(LC 12).10=50(LC 12) Max Grav 8=1208(LC 19),10=815(LC 19) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 3-5=595/32,6-8=642/205,2-10=-351/138 BOT CHORD 9-10=140/604,8-9=71/311 WEBS 5-8=-607/120,5-9=38/411,3-10=648/5 NOTES- 1)Wind:ASCE 7-10;VuIt=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=4.Bpsf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Extedor(2)-1-6-0 to 1-6-0,Interior(1)1-6-0 to 16-0-12,Exterior(2)16-0-12 to 19-3-8 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Fully Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 19.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. .`YOUNG Z-1V 5)This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. ''t�' 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide O will fit between the bottom chord and any other members,with BCDL=IO.Opsf. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)10 except(jt=lb) 0 8=178. y ¢ 8)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and 1/2"gypsum sheetrock be applied directly to the bottom chord r0�+p 54074� � * GIgTE1i �SSIONALG May 14,2020 AWARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.1010312015 BEFORE USE. Design valid for use only with Mfrek®connectors.This design Is based only upon parameters shown,and Is for an ridwidual building componenl,not a buss system,Before we,the building designer must verity the applicability of design parameters and property Incorporate this design Into the overall buitdog design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only, Additional temporary and permanent bracing Welk' Is always required for stability and to prevent collapse with possible personal lniury and property damage- For general gwilar ce regarding the fabrication,storage.delivery,erection and bracing of trusses and buss systems,sue ANSI/TPl1 Quality Cdfads,DSBA9 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Corona,CA 92880 i I Jab Truss Truss Type Oty IPIy (Old B) K7746693 Bldg 2 B07 Monopitch 2 1 -1 1Job Reference(options]) Builders FirstSource(Arlington,WA), Arlington,WA-9B223, 8.240 s Mar 9 2020 MiTek Industries,Inc. Thu May 1410:32:11 2020 Page 1 ID:eHD_getjCX3yScxtIEFOMByaQtx-UPpE75TOim DX4HkSk2rCffkGOpeGHpgY9yO6BCzGcU2 6-0-5 10-9-3 11-M, 18.3-8 19.3-8 , 6-0-5 4-8-13 0-11-4' 4-7-2 I 3.0-0 5.00 12 6 Scale=1:50.5 Us 5 3x4 11 4 3x6 i 3 3x4 2 d 10 3x4 I I 1 B 12 13 93x8 = 3x4 3x6 =7 = 8-10-12 10.9.3 16-3-8 B-10.12 1-10-7 5-6-5 Plate Offsets(X Y)- 15:0-2-11 0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TIC0.67 Vert(LL) -0.13 8-9 >999 360 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.54 Vert(CT) -0.27 8-9 >719 240 TCDL 10. B 0 Rep Stress Incr YES W 0.72 Hore(CT) 0.01 7 nla n/a BCDL 10.0 Code IBC2015/TP12014 Matrix-AS Wind(LL) 0.02 7-8 >999 240 Weight:98lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 DF 240OF 2.0E"Except` TOP CHORD Structural wood sheathing directly applied, except end verticals. 1-3:2x4 DF No.2 BOT CHORD Rigid ceiling directly applied. 130T CHORD 2x4 HF No.2 WEBS 1 Row at midpt 5-7 WEBS 2x4 HF No.2*Except` 5-7:2x6 DF No.2 REACTIONS. (size) 7=0-5-8,9=0-5-8 Max Horz 9=282(LC 9) Max Uplift 7=178(LC 12),9=25(1_C 12) Max Grew 7=1191(LC 19),9=693(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-4=-604/33,5-7=628/206 BOT CHORD 8-9=-1391621,7-8=71/312 WEBS 2-8=258/144,4-7=6031119,4-8=39/424,2-9=645/18 NOTES- 1)Wind;ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=4.Bpsf;h=25ft;Cat.ll;Exp B;Enclosed; MWFRS(envelope)gable and zone and C-C Exterior(2)0-1-12 to 3-1-12,Intedor(1)3-1-12 to 16-0-12,Exterior(2)16-0-12 to 19-3-8 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 19.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. j 6)a This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide p will fit between the bottom chord and any other members,with BCDL=10.Opsf. wpF WAS 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)9 except(jt=lb) 7=178. y 8)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and 1/2"gypsum sheetrock be applied directly to the bottom chord. 54074 �a GISTE� sS14NAL May 14,2020 AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.1010312015 BEFORE USE. Design valid for use only with Mrrek®connectors.This design Is based only upon parameters shown,and Is for an Individual building component,nut �'- a truas system.Before use,the bullding designer must verify the applicability,of design parameters and properly incorporate this design Into the ovaWl bullding design.Bracing indicated Is to prevent buckling of Individual truss web and/or chord members onty,Additional temporary and permanent bracing MiTek• Is always required for stablllty and to prevent collapse with possible personal Injury and property damage.For general gu�danca regammg the fabrication,storage,delivery,erectlon and bracing of trusses and truss systems,see ANSVfP11 Dually Cdred&,DSO-89 and SCSI Building Component 250 Klug Clicle Safely Information available from Truss Plate Institute,2670 Craln Highway,Suite 203 Waldorf,MD 20601 Corona,CA 92880 Jab Truss Truss Type Qty Ply (Old B) K7746694 Bldg 2 BOB MONDPITCH 10 1 Job Reference (optional) Builders FirstSource(Arlington,WA), Arlington,WA-98223, 8.240 s Mar 9 2020 MiTak Industries,Inc. Thu May 1410:32:11 2020 Page 1 ID:eHD_ge1jCX3yScxtIEFOMByaQtx-UPpE?5TOimDX4HkSk2rCffkK1 pdpHoiY?y06BCzGcU2 6-0-5 11-8-6 17.9-8 ,19." , �6-0-5 5-8-1 6-1-2 1-6-0 Scale=1:53.5 5.00 12 3x4 8 5 12 3x4 11 4 3xa 3 3x4 2 d, 10 3x4 II 1 9 8 13 14 7 3x8 = 3x4 = 3x8 = 8.10-12 17-7.8 17,E-8 8.10-12 8-8-12 0•-0 Plate Offsets(X Y)- 15.D-0-13 0-1-8) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.44 Vert(LL) -0.24 7-8 >872 360 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.63 Vert(CT) -0.38 7-8 >546 240 TCDL 10.0 Rep Stress Incr YES WB 0.79 Horz(CT) 0.02 7 n/a n/a BCDL 10.0 Code IBC2015rTP12014 Matrix-AS Wind(LL) -0.06 7-8 >999 240 Weight:90 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid calling directly applied. WEBS 2x4 HF No.2 WEBS 1 Row at midpt 5-7.4-7 REACTIONS. (size) 7=0-3-8,7=0-3-8,9=0-5-8 Max Horz 9=284(LC 9) Max Uplift 7=-150(LC 12),9=44(LC 12) Max Grav 7=1113(LC 19),7=908(LC 1),9=801(LC 19) FORCES. (lb)-Max.Comp./Max.Ten.-All farces 250(lb)or less except when shown. TOP CHORD 2-4=787/66,5-7=-470/124 BOT CHORD 8-9=153t`761,7-8=99/517 WEBS 4-8=21/428,4-7=758/143,2-9=-811/43 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=4.Bpsf;h=25ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)0-1-12 to 3-1-12,Interior(1)3-1-12 to 16-3-8,Exterior(2)16-3-8 to 19-3-8 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces 13 MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Fully Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 19.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)"This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will Tit between the bottom chord and any other members,with BCDL=10.Opsf. O2AWG 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)9 except(jt=lb) w J0 7=150. 8)This truss design requires that a minimum of 7116"structural wood sheathing be applied directly to the top chord and 1/2"gypsum t7 sheetrock be applied directly to the bottom chord. 0 a v0�+ 54074 01G �SSI�NAL � May 14,2020 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II-7473 rev.1010312015 BEFORE USE Design valid for use only wdh Mrrekdb connector.This dosign Is based only upon parameters shown,and to for an Individual buddmg component,not �`- e In,ss system.Before use,the building designer must verify the applicabllity of design parameters and property lncorporote this design Into the overall budding design.Bracing indicated is to prevent buckling of individual Iruss web and/or chord members only.Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guldonce regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSVMII Duality Criteria,DSB-09 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20501 Corona,CA 92860 i I I Job Truss Truss Type Qly Ply (Old B) K7746695 Bldg 2 B08A MONOPITCH 1 1 Job Reference foptionall Builders FlrstSource(Arlington,WA), Arlington,WA-98223, 8.240 s Mar 9 2020 MiTek Industries,Inc. Thu May 14 10:32:12 2020 Page 1 ID:eHD_geljCX3yScxtIEFOMByaQtx-zcNdDRUeT4LOiRJBImMRCsHMPDy00C1 iDcmgjfzGcU1 6.0-5 11.8-6 17-9-8 r 8-0.5 l 5.8-1 I 6-1-2 Scale=1:53 6 UsI I 6 5.00 12 5 12 3x4 i 11 4 4x8 3 4x12 2 10 d 3x4 1 9 8 13 14 7 7x10 MT18HS = 3x6 = Us = 8-10-12 17-7.8 17P-8 ' B-10.12 8-0-12 0--0 Plate Offsets(X Y)— 12:0-5-0 0-1-8] (5:04-0 Edge) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.97 Vert(LL) -0.24 7-8 >875 360 MT20 105/148 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.67 Vert(CT) -0.39 7-8 >541 240 MT18HS 185/148 TCDL 10.0 Rep Stress Incr NO WB 0.98 Horz(CT) 0.02 7 n/a n/a BCDL 10.0 Code IBC20151TPI2014 Matrix-AS Wind(LL) -0.06 7-8 >999 240 Weight:91 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT,CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 HF No.2*Except* WEBS 1 Row at midpt 5-7,4-7 1-9:2x6 DF No.2 2 Rows at 113 pis 2-9 REACTIONS. (size) 7=0-3-8,7=0-3-8,9=0-5-8 Max Horz 9=4615(LC 26) Max Uplift 7=-150(LC 12),9=-44(LC 12) Max Grev 7=1108(LC 19),7=904(LC 1),9=3209(LC 26) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=265/67,2-4=-4868/66,4-5=-5096/101,5-7=-4681124,1-9=279/76 BOT CHORD 8-9=663/748,7-8=100/513 WEBS 2-8=190/835,4-8=546/421,4-7=-752/143,2-9=4733139 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=4.8psf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)0-2-12 to 3-2-12,Interior(1)3-2-12 to 16-3-8,Exterior(2)16-3-8 to 19-3-8 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category It;Exp B;Fully Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 19.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)All plates are MT20 plates unless otherwise indicated. MSG 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Q "Y 7)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide W O will fit between the bottom chord and any other members,with BCDL=10.Opsf. p 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ito uplift at joint(s)9 except Qt=lb) 7=150. 9)Load case(s)26 has/have been modified.Building designer must review loads to verify that they are correct for the intended use of this truss. 10)This truss design requires that a minimum of 7116"structural wood sheathing be applied directly to the top chord and 1/2"gypsum sheetrock be applied directly to the bottom chord. r074 11)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s) at 17-9-8 on top chord. The p '�G�gtpO design/selection of such connection device(s)is the responsibility of others. 12) In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). ssZONAL - LOAD CASE(S) Standard Except: May 14,2020 AWARNING-Verify design pamniefers and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473 rev.1010312015 BEFORE USE. Design valid for use onty with MITek®connectors.This dasrgn Is based only upon pammolors shown,and Is loran individual building component,not e attruss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design inlo tho overall building design.Bracing Indicated Is Io prevent budding of individual truss web andlor chord members onty. Additional temporary and permanent bracing MiTek, Is always required for stablldy and to prevent collapse with possible personal Injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see Af1S1/TP1f Quality Criteria,DSB a9 and SCSI Building Component 250 Klug Circle Safety lnfnrmafian available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Corona,CA 92880 I Job Truss Truss Type city Ply �(Olcl B) K7746695 Bldg 2 BOBA MONOPITCH 1 1 Job Reference(options[) Builders FkstSource(Arlington,WA), Arlington,WA-98223, 8.240 Is Mar 9 2020 MiTek Industries,Inc. Thu May 14 10:32:12 2020 Page 2 ID:eHD_geljCX3yScxtIEFOMByaOtx-zcNdDRUeT4LOiRJaimMRCsHMPDyOOC1 iDcmgjfzGcU1 LOAD CASE(S) 26)User defined:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-5=70(1`),5-6=70(F),7-9=20(F) Concentrated Loads(lb) Vert:5=1923(F) Horz:5=-4615(F) AL WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111110-7473 rev.10/03/2016 BEFORE USE. Design valid for use orgy with MITekO connectors.This desgn Is based only upon parameters shown,and is for an Individual building component,not I• a truss system Before use,the building designer must verity line applicability of design parameters and property Incorporate this design Into the ovomll building design.Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing WOW Is always required for stability and to prevent collapse weh possible personal Injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI?PI1 Quality Cirfada,DS849 and SCSI Building Component 250 Klug Clrcle Safety Information avaNable from Truss Plate institute,2670 Crain Hlghway.Suite 203 Waldorf,MD 20501 Corona,CA 92880 i Job Truss Truss Type Oty Ply (Old 8) K7746696 Bldg 2 B09 GABLE 1 1 Job Reference(optional) Builders FirstSource(Arlington,WA), Arlington,WA-9B223, 8.240 s Mar 9 2020 MiTek Industries,Inc. Thu May 14 10:32:14 2020 Page 1 ID:eHD_geljCX3yScxtIEFOMByaOtx-v_VNe7Vu_hb6xkT1 PA0vHHMns1 dnU7x?hwFnoxzGcU? 4-3-0 L 7-1.8 11.9$ , 17-9-8 ,19-3.8, 4� 3A 2-10.8 i 4-8-0 6-0.0 '1.6-0 ' Scale=1:58.1 5.00 12 3x4 II 7 8 4x8 % 24 5 3x8 5x8 4 3 5xe 2 Ch 5x8 i 1 5x12 I 6x6 = axe = 9 27 9 12 25 11 26 10 4x8 = exe = 430 7-1.8 7,510 11.9.8 17-9-8 4-3 0 2-10 B 0• 4 4 B i t3-0-0 Plate Onsets(X Y)- [1.0-3-0 0-t-12) [8:0-2-12 0-4 8) [10:0-3-8 0-2-01 111:0-2-12 G-3.81 -_- LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Ildefl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.65 Vert(LL) -0.02 11-12 >999 360 MT20 1851148 (Roof Snow--25.0) Lumber DOL 1.15 BC 0.74 Vert(CT) -0.04 11-12 >999 240 TCDL 10.0 Rep Stress Incr NO WB 0.95 Horz(CT) -0.03 8 n/a nla BCLL 10.0 Code IBC2015/TPI2014 Matrix-MS Wind(LL) 0.01 11-12 >999 240 Weight:145 lb FT=20% BCOLLUMBER- BRACING- TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 3-4-0 oc purlins, BOT CHORD 2x6 DF No.2 except end verticals. WEBS 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 4-1-11 oc bracing. OTHERS 2x4 HF No.2 WEBS 1 Row at midpt 6-8,3-9,5-8 REACTIONS. All bearings 7-5-0 except Qt=length)B=0-5-8. (lb)- Max Horz 12=516(LC:i3i Max Uplift All❑pldt I CC lb or less atjoint(s)except 8=987(LC 33),12=2204(LC 30),11=918(LC 38), 10=-511(LC 38) Max Grav All reactions 250 lb or less at joint(s)except 8=1351(LC 26),12=2828(LC 27).11=2445(LC 27), 10=1296(LC 27).1 0=1 134(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-2714/2605,2-3=-2506/2399,3-5=2914/2713,5-6=2068/1986,6-8=-466/90, 1-12=2140I2062 BOT CHORD 11-12=3519/3274,10-11=2999/3035,9-10=-2085/1955,8-9=-B551861 WEBS 2-11=1 824/1779,2-1 0=-1 717/1767,3-1 0=-1 864/1733,3-9=1639/1811,5-9=1171/1231, 5-8=1299/1252,1-11=2594/2689 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=4.8psf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. OG 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 Z�s- 4)Unbalanced snow loads have been considered for this design, ^{� wA;gp 0 5)This truss has been designed for greater of min roof live load of 19.0 psf or 2.00 times flat roof load of 25.0 psf an overhangs non-concurrent with other live loads. Rio, 6)All plates are 2x4 MT20 unless otherwise indicated. . 7)Gable studs spaced at 2-0-0 oc. 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9)`This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. "� b_54074 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 987 lb uplift at joint 8,2204 lb uplift at �0 '`�- joint 12,918 lb uplift at joint 11 and 511 lb uplift at joint 10. 11)This truss has been designed for a total drag load of 310 plf.Lumber DOL=(1.33)Plate grip DOL=(1.33) Connect truss to resist S`rlONAL � drag loads along bottom chord from 0-0-0 to 7-5-0 for 743.7 plf. 12)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)968 lb down and 109 lb up at 0-1-12,960 lb down and 118 lb up at 2-3-12,and 960 lb down and 118 lb up at 4-3-12,and 960 lb down and 118 lb up at 6-3-12 May 14,2020 on bottom chord. The desi n/selection of such connection devices is the res onsibilll of others. um A&WARNING•Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.1 010 3/2 0 1 5 BEFORE USE, Design valid for use only with Mrek®connectors,This design Is based only upon parameters shown,and Is to an individual building component,not �[ a truss system.Before use,the building designer must verity,the applicability of design parameters and property Incorporate M13 design into the overall building design.Bracing Indicated Is to prevent buckling or Individual truss web andlor chord members only Addltlonal temporary antl permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,slorago.delivery,emction and bracing of trusses and truss systems,see ANSUTPH Quality Critode,DSSd9 and SCSI Building Component 250 Klug Clrcls Salefy Information available frem Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,RID 20601 Corona,CA 92880 Job Truss Truss Type Qty Ply (Old B) K7746696 Bldg 2 B09 GABLE 1 1 Job Roforonce(optional) Builders FirstSource(Arlington,WA), Arlington,WA-98223. 8.240 s Mar 9 2020 MiTek Industries,Inc. Thu May 1410:32:14 2020 Page 2 ID:eHD_ge1jCX3yScxtIEFOMByaQtx-v_VNe7Vu hb6xkT1PAOvHHMns1dnU7x7hwFnoXzGcU2 NOTES- 13)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plo Vert:1-6=70,6-7=70,8-12=20 Concentrated Loads(lb) Vert:12=-968(F)11=960(F)25=960(F)26=-960(F) AWARNING-VerNy design paramefers and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 1110-7473 rev.1010312016 BEFORE USE. Design valid for use only with Marsk®conneclors.This design Is based only upon parameters shown,and is for an Individual budding component,not a Imes system.Before use,the building designer must verity the applicability or design parameters and property incorporate this design into Ilia overall building design. Bracing Indicated Is to prevent buckling of individual fruits web andlor chord members only.Additional temporary and pannanom bracing MiTe k' IsmWays required for staallay and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of tenses and Inns systems,see ANSYMI Quaflry Comda,OSS-89 end SCSI Building Component 250 Mug Circle Sarery information available from Truss Plate Institute,2670 Crain Fbghway.Suite 203 Waldod.MD 20e01 Corona,CA 92880 ., • I ' Y - n •, 4T . • +A First Source for Value, Quality, Service Mir. �C—ft zrn • 1 1 1 • 1 1 1 • � r ^•y ~ ` A :t w Thank YOU for choosing Builders FirstSource(BFS) as your truss and components supplier.These components have been designed for your specific project requirements and job location. Reading and understanding all information included in this package prior to installation is important to help insure a successful and safe project. Contact your BFS representative if you have further questions or if you need further information. I Notes: 1.The sole responsibility of BFS is to design and supply individual trusses and components to the dimensions and design criteria provided to BFS by the customer.The design of the remaining portions of the building is the responsibility of the building designer,engineer of record,or the customer/contractor in the absence of a design professional. 2.The design and specification of the permanent and temporary bracing is the responsibility of the building designer per TPI-1 as referenced in the building code.The bracing documents we provide are the general minimum standards and should be verified or adapted by others as necessary for the specific project. 3.All wood component products supplied by BFS shall be used in dry service applications(Moisture Content<19%) unless noted otherwise. 4.The plies of multi-ply trusses are to be attached together by the installer per the fastener schedule on the specific truss drawing. 5.The building designer,engineer of record,or customer shall resolve any issues or connections between trusses and other structural members not provided or specified by BFS when needed. 6.Truss placement plans and truss drawings are the property of BFS and may not be used or reproduced without the written approval of BFS. Products remain property of BFS until paid in full. 7. Install trusses per the BFS placement plan, industry standards,and code requirements. Install recommended floor truss strongbacks at 10'o.c. Do not install trusses upside down.Avoid conflicts with plumbing&other trades. 8.Truss drawings indicate standard loads and added loads in the load cases section. Do not apply structural loads to any truss if that load is not shown on the truss drawing.Verify stick framed roof loads transfer where allowed & designed for. Erection and Bracing: The customer accepts full responsibility for the handling,storage, erection, installation, and bracing of these components and shall supervise any subcontractor or other party that is carrying out this work.We have included industry standard erection,temporary bracing, and fall protection information as a minimum guideline.However, D1 BFS.docx 2017-01-02 BFS is not responsible for ensuring that these minimum guidelines are enforced and that they are applicable to the project. Please note that short members,such as 22-1/2"2x4's,connecting 2 trusses do not count as bracing. Stability: Until the building is completely built and sheathed in accordance with the project plans by the building designer/ engineer of record and meets code and local requirements, it may be unstable and present a safety hazard unless properly braced.The builder/framer shall build and properly brace the structure by floor-do not build additional stories of construction on a poorly braced structure below. Instability may increase with building dimensions- particularly height. Winds: Buildings under construction may be vulnerable to high winds.The builder and framer shall consider all weather conditions including the potential for winds when deciding to set trusses. If high winds are expected,truss erection should be postponed or a consulting engineer should specify additional temporary bracing required to meet the possible conditions. Issues: If you encounter any jobsite installation issues that appear to involve the modification of the truss or component, please contact your BFS representative immediately.The representative will determine the nature of the issue and help facilitate its remedy. Do not make alterations or repairs prior to receiving repair details or instructions from BFS. If the issue is manufacturing related,BFS reserves the right to repair or replace the component in question. If the component in question is not structurally stable, install additional shoring to insure project safety. Charge Backs: Charge backs will not be accepted unless agreed upon by an authorized BFS representative prior to the repair or modification in question. It is the responsibility of the contractor to inform BFS of any error, problem,or defect prior to or during setting of the components. In the event of a charge back,an authorization number will be given by BFS for an agreed upon specific amount to resolve the issue.This authorization number must accompany any charge back to BFS to be valid. D1 BFS.docx 2017-01-02 t Failure to follow installation information instructions may endanger personal safety and or property. Changes or modifications to placements and or trusses must have prior authorization from Builders FirstSource (BFS). It is the responsibility of the installer to contact a BFS representative prior to modification.Charge backs due to unauthorized modifications will not be accepted. Refer to truss drawings and placement plan for proper installation. ADVERTANCIA Si no se siguen las instrucciones de instalacion de la informacion puede poner en peligro la seguridad y la o propiedad personal. Los cambios o modificaciones a las colocaciones y cerchas o deben tener una autorizacion previa de Builders FirstSource( BFS). Es la responsabilidad del instalador ponerse en contacto con un representante BFS antes de la modificacion. Carga retrocede debido a modificaciones no autorizadas no seran aceptadas.Consulte el braguero dibujos y plan de colocacion para su correcta instalacion. D1 BFS.docx 2017-01-02 z� �m W1 S MiTek RE: Bldg G,H,L MiTek USA, Inc. (Old I,J,N) 250 Klug Circle Corona,CA 92880 Site Information: 951-245-9525 Customer: Project Name: Bldg G,H,L Lot/Block: Model: Address: Subdivision: City: State: General Truss Engineering Criteria &Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: IBC2015/TP12014 Design Program: MiTek 20/20 8.2 Wind Code: ASCE 7-10 Wind Speed: 110 mph Roof Load: 45.0 psf Floor Load: N/A psf This package includes 56 individual,dated Truss Design Drawings and 0 Additional Drawings. No. Seal# Truss Name Date No. Seal# Truss Name Date 1 K7752445 3BP14 6/30/2020 21 K7752465 A09 6/30/2020 2 K7752446 3BP15 6/30/2020 22 K7752466 A09A 6/30/2020 3 K7752447 4BP1 6/30/2020 23 K7752467 A10 6/30/2020 4 K7752448 4BP2 6/30/2020 24 K7752468 All 6/30/2020 5 K7752449 413P3 6/30/2020 25 K7752469 Al2 6/30/2020 6 K7752450 413P4 6/30/2020 26 K7752470 A13 6/30/2020 7 K7752451 4BP5 6/30/2020 27 K7752471 B01 6/30/2020 8 K7752452 4BP6 6/30/2020 28 K7752472 B01A 6/30/2020 9 K7752453 4BP7 6/30/2020 29 K7752473 B02 6/30/2020 10 K7752454 4BP8 6/30/2020 30 K7752474 B02A 6/30/2020 11 K7752455 4BP9 6/30/2020 31 K7752475 BP11 6/30/2020 12 K7752456 4131P10 6/30/2020 32 K7752476 BP12 6/30/2020 13 K7752457 A01 6/30/2020 33 K7752477 BP13 6/30/2020 14 K7752458 A02 6/30/2020 34 K7752478 BP20 6/30/2020 15 K7752459 A03 6/30/2020 35 K7752479 BP21 6/30/2020 16 K7752460 A04 6/30/2020 36 K7752480 BP22 6/30/2020 17 K7752461 A05 6/30/2020 37 K7752481 BP23 6/30/2020 18 K7752462 A06 6/30/2020 38 K7752482 C01 6/30/2020 19 K7752463 A07D 6/30/2020 39 K7752483 CO2 6/30/2020 20 K7752464 A08 6/30/2020 40 K7752484 CO3 6/30/2020 The truss drawing(s)referenced above have been prepared by MiTek USA,Inc under my direct supervision based on the parameters provided by Builders FirstSource(Arlington,WA). Z)NUNG Truss Design Engineer's Name: Zhao,Xiaoming WASI p My license renewal date for the state of Washington is September 28,2021. 4,° c IMPORTANT NOTE:The seal on these truss component designs is a certification - that the engineer named is licensed in the jurisdiction(s)identified and that the designs comply with ANSI/TPI 1. These designs are based upon parameters d shown(e.g.,loads,supports,dimensions,shapes and design codes),which were given to MiTek. Any project specific information included is for MiTek customers file reference purpose only,and was not taken into account in the preparation of `�SIQNAL�Q these designs. MiTek has not independently verified the applicability of the design parameters or the designs for any particular building. Before use,the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSI/TPI 1,Chapter 2. June 30,2020 1 of 2 Zhao,Xiaoming MiTek° MiTek USA, Inc. RE: Bldg G,H,L-(Old I,J,N) 250 Klug Circle Corona,CA 92880 951-245-9525 Site Information: Project Customer: Project Name: Bldg G,H,L Lot/Block: Subdivision: Address: City, County: State: No. Seal# Truss Name Date 41 K7752485 D01 6/30/2020 42 K7752486 D02 6/30/2020 43 K7752487 D03 6/30/2020 44 K7752488 E01 6/30/2020 45 K7752489 E02 6/30/2020 46 K7752490 E02A 6/30/2020 47 K7752491 E03 6/30/2020 48 K7752492 F01 6/30/2020 49 K7752493 F02 6/30/2020 50 K7752494 F02A 6/30/2020 51 K7752495 F03 6/30/2020 52 K7752496 G01 6/30/2020 53 K7752497 H01 6/30/2020 54 K7752498 J01 6/30/2020 55 K7752499 K01 6/30/2020 56 K7752500 L01 6/30/2020 2 of 2 Job a• ruse I russ I ype uty1PIY (Oltl I,J,N) Bldg G,H,L 3BP14 BLOCKING 8 1 K7752445 Job Reference(optional) Builders First source,AOinglon,WA 98223 Run.8,240 s Mar 9 2020 PdnL 8.240 a Apr 4 2020 MiTek Industries,Ina.Fd May 15 12:27:30 2020 Page 1 It)-AgGF UgUxzt6lbAszglkNJkyCPyO-c67apmiwJzYV D21go9dGlaOPGemAla-141U2ekUzGDxR 1-10-6 1.10-6 44 = Scale=1:9,8 1 2 3 4 Ii 4 5 2x4 11 3x4 = 1-106 1-10-6 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lld PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.01 Vert(LL) nla n/a 999 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.02 Vert(CT) n/a n/a 999 TCDL 10.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 3 n/a n/a BCLL 0.0 Code IBC2015/TP12014 Matrix-P Weight:9 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 OF No 2 TOP CHORD Structural woad sheathing directly applied or 1-10-6 oc purlins, BOT CHORD 2x4 HF No.2 except end verticals. WEBS 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing- REACTIONS. (lb/size) 4=65/1-10.6,3=7/1-10-6,5=78/1-10-6 Max Horz 4=26(LC 9) Max Uplift 4=16(LC 6),3=-2(LC 7),5=19(LC 7) FORCES. (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-4=-50/25,1-2=13/14,2-3=0/0,2-5=64/32 BOT CHORD 4-5=-23/21 WEBS 1-5=-16/16 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=4.8psf;h=25ft;Cat II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1 60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Fully Exp.;Ct=1.10 3)Provide adequate drainage to prevent water ponding. 4)Gable requires continuous bottom chord bearing. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)"This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 16 lb uplift at joint 4,2 lb uplift at joint 3 and 19 lb uplift at joint 5. NUNG LOAD CASE(S) Standard 4 p' W 0 Q h �0 .oho 54074� � .t+ GISTE'¢ �SSjONALCy May 15,2020 A WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11711•7473 rev.10/03/2015 BEFORE USE. Design valid for use only with Mrrek®connectors This design is based only upon parameters shown,and Is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design.Bracing Indicated Is to prevent buckling of Individual truss web andlor chord members only.Additional temporary and permanent bracing MiTek, Is always required for stability and to prevent collapse with possible personal injury and property damage-For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSVTPI1 Quality Criteria,DSB-89 and SCSI Surlding Component 250 Klug Circle Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Corona,CA 92880 �Mi OD rus truss type [y Ply (Old I,J,N) K77ti2446 Bldg G,H,L 38P15 BLOCKING 9 1 Job Reference tonal Builders First Source,Adargton,WA 98223 Run:0240 s Mar 9 2020 Prinf:8,240 a Apr 4 2020 MfTek Industries.Inc. Fd May/5 12:27:31 2020 Pago 1 ID:AgGFUgUxzt6tbAszgikNJkyCPyOAJZyl6Y41igMrCGtLt6Vroza116Pt1 pOXtnCGwzGDxQ 1-10-8 1.10-6 44 = Scale=1:9.5 1 2 3 2x4 11 4 5 2x4 I I 3x4 = 1-10.6 1-10-6 LOADING (psi) SPACING- 2-0-0 CS1. DEFL. in (loc) Udefl L/d PLATES GRIP TOLL 25.0 Plate Grip DOL 1.15 TC 0.01 Vert(LL) n/a n/a 999 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.02 Vert(CT) n/a n/a 999 TCDL BCLL 10 0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code IBC2015/TP12014 Matrix-P Weight:9lb FT=20% LUMBER- BRACING- TOP CHORD 2x6 DF No.2 TOP CHORD Structural woad sheathing directly applied or 1-10-6 oc purllns, BOT CHORD 2x4 HF No.2 except end verticals. WEBS 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=64/1-10-6,3=5/1-10-6,5=80/1-10-6 Max Horz 4=25(LC 7) Max Uplift 4=15(LC 6),3=-2(LC 7),5=19(LC 7) FORCES. (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-4=-50/41,1-2=13/17,2-3=0/0,2-5=-66/54 BOT CHORD 4-5=22/19 WEBS 1-5=-15/15 NOTES- 1)Wind:ASCE 7-10;Vult=11Omph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=4.8psf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Comer(3)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Fully Exp.;Ct=1.10 3)Provide adequate drainage to prevent water ponding. 4)Gable requires continuous bottom chord bearing. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 15 lb uplift at joint 4,2 lb uplift at joint 3 and 19 lb uplift at joint 5. QMwG Zl, LOAD CASE(S) Standard "1'' 4 wpO O y40 ,�54074� A GIS'TCsR �ssjoNAL May 15,2020 A WARNING-Ver%y design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MTek®connectors.This design Is based only upon parameters shown,and is for an Individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of Individual Truss web and/or chord members only.Additional temporary and permanent bracing M iTek• Is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabncatlon,storage,delivery,erection and bracing of trusses and truss systems,see ANSVrPI1 Quality Criteria,DSB419 and SCSI Building Component 250 Klug Circle Salary Information available from Truss Plate Institute,2670 Cram Hlgrway,Suite 203 Waldorf,?AD 20601 Corona,CA 92880 Job / rues cuss ype ty JPIy (Old I,J.N) Bldg G,H,L T BLOCKING 21 1 N7752417 Job Reference(optiona0 Builders First Source,AdkVton,WA B11223 Run:0.240 a Mar 9 2020 Print:8.240 s Apr 4 2020 MRek Industries,Inc.Fri May 15 1227:312020 Papa 1 ID:AgGFUgUxztStbAszglkNJkyCPy0.4JZy 16rY41igMrCGILlldVroza016P11 pDXtnCGwzGDxD 1-10-6 1-10-6 04 = Scale=1:9.7 1 2 3 2X4 11 3x4 = 4 5 2x4 11 1-lot ' 1-10.6 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TIC 0.01 Vert(LL) -0-00 4 >999 360 MT20 185/148 (Roof Snow=25.01 Lumber DOL 1,15 BC 002 Vert(CT) -0,00 4 >999 240 TCDL 10 0 Rep Stress Incr YES WB 0.00 HOrz(CT) 0.00 3 n/a n/a B�L� ,0.0 Code IBC2015/TP12014 Matrix-P I Wind(LL) 0.00 4 — 240 Weight:9lb FT=20% LUMBER- BRACING- TOP CHORD 2x6 DF No.2 TOP CHORD Structural wood sheathing directly applied or 1-10-6 oc purlins, BOT CHORD 2x4 HF No.2 except end verticals. WEBS 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=65/1-10-6,3=6/1-10-6,5=79/1-10-6,5=79/1-10-6 Max Horz 4=26(LC 8) Max Uplift 4=16(LC 6),3=-2(LC 7),5=19(LC 7) FORCES. (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-4=-50/25,1-2=13114,2-3=0/0,2-5=64/33 BOT CHORD 4-5=-23/20 WEBS 1-5=-16/16 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=4.8psf;h=25ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Extedor(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)'This truss has been designed for a live load of 20-Opsf On the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 16 lb uplift at joint 4,2 lb uplift at joint 3 and 19 lb uplift at joint 5. LOAD CASE(S) Standard ()NUNGr ag wns o r 54074 47� sSloN�� May 15,2020 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with Mrrek®connectors-This design Is based only upon parameters shown,and Is for an Individual building component,not • a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design.Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTP11 Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20801 Corona,CA 92880 Job i, r„ Truss ruse Type Oty Ply (Old I,J,N) K7752448 (Bldg G,H,L 4BP2 BLOCKING 1 1 Job Reference(optional) Buliders First Source,MingtoMiNA 98223 Run:8,240 a Mar 9=0 Print 8.240 a Apr 4 2020 Mrrek Industries,Inc.Fri May 15 12:27:32 2020 Page 1 ID:AgGFUgU W61bAszgikNJkyCPyO-YV7KESWabDTMf3valkO?WkIRRq 1 U2MmXXIoMzGDxP , 132 1-3-2 4x4= Scale=1:9.7 1 2 3 2x4 It 4 5 2x4 II 3x4 = 1.3.2 1T2 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 250 late Grip DOL 1.15 TC 001 Vert(LL) n/a n/a 999 MT20 185/148 p (Roof Snow=25.0) Lumber DOL 1.15 BC 001 Vert(CT) n/a n/a 999 TCDL 10.0 Rep Stress Incr YES WS 000 Horz(CT) 0.00 3 n/a n/a BCLL 00 9'JJL 0A Code IBC2015rrPI2014 Matrix-P Weight:7 lb FT=20% 1 i LUMBER- BRACING- TOP CHORD 2x6 DF No.2 TOP CHORD Structural wood sheathing directly applied or 1-3-2 oc purlins, except BOT CHORD 2x4 HF No end verticals. WEBS 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=41/1-3-2,3=20/1-3-2.5=34/1-3-2 Max Horz 4=-26(LC 8) Max Uplift 4=-20(LC 6),3=7(LC 7),5=16(LC 7) FORCES. (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-0=33/24,1-2=13/14,2-3=0/0,2-5=25/13 BOT CHORD 4-5=-23/20 WEBS 1-5=20120 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCOL=4.2psf;BCDL=4.Bpsf;h=25ft;Cat.Il;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Extedor(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1-60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 3)Provide adequate drainage to prevent water ponding. 4)Gable requires continuous bottom chord bearing. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 20 lb uplift at joint 4,7 lb uplift at joint 3 and 16 Ib uplift at joint 5. 0VX4G Z, LOAD CASE(S) Standard ")'' 1s WASjcj,. O two y 0 rO� 54074 �.t� �GISTER� �s`%NAL G May 15,2020 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MTek®connectors.This design Is based only upon parameters shown,and Is for an individual building component,not ��• a truss system Before use,the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building design.Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing WOW Is always required for stability and to prevent collapse with possible personal Injury and properly damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTP11 OuaBfy Criteria,DSB-89 and SCSI Building Component 250 Klug Circle satw Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Corona,CA 92880 Job i v r r I rusS Truss Type ally Ply (Old I,J,M K7752449 Bldg G,H,L 4BP3 BLOCKING 1 1 Job Reference(optional) Builders First Source,Adinglon,WA 98223 Run:8.240 a Mar 9 2020 Print:8.240 s Aix 4 2020 MTok Industries,Inc.Fri May 15 122 go 4:08 2020 Po 1 ID:AgGFUgUxzl6tbAszgikNJkyCPyO-XFcCQhFCuv68 OFsyk7u6 9tMCp4EDYLso6ye8zGE_b 1_4-10 1-4-10 4x4= Scale=1:9.7 1 2 3 7x Ld I MINIANOMM 4 5 2x4 I 3x4 = 1-4-10 1.f-10 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.01 Vert(LL) n/a n/a 999 MT20 165/148 (Roof Snow=25.0) Lumber DOL 1,15 BC 0.01 Vert(CT) n/a n/a 999 TCDL 10.0 Rep Stress Incr YES WE 0.00 Horz(CT) 0.00 3 n/a n/a BCLL 00 Code IBC2015lfPI2014 Matrix-P Weight:7 lb FT=20% UCCL 10.0 LUMBER- BRACING- TOP CHORD 2x6 DF No 2 TOP CHORD Structural wood sheathing directly applied or 1-4-10 oc purlins, BOT CHORD 2x4 HF No.2 except end verticals. WEBS 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. REACTIONS. (lb/size) 4=46/1-4-10,3=19/1-4-10,5=41/1-4-10 Max Horz 4=-26(LC 8) Max Uplift 4=-18(LC 6),3=7(LC 7),5=16(LC 7) FORCES. (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-4=-37/23,1-2=13/14,2-3=0/0,2-5=31116 BOT CHORD 4-5=23/20 WEBS 1-5=-19/19 NOTES- 1)Wind:ASCE 7-10;Vuit=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=4.epsf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category ll;Exp B;Fully Exp.;Ct=1.10 3)Provide adequate drainage to prevent water ponding. 4)Gable requires continuous bottom chord bearing. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)`This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)Provide mechanical connection(by others)of truss to bearing plate Capable of withstanding 18 lb uplift at joint 4,7 lb uplift at joint 3 and 16 lb uplift at joint 5. f�ON"NG Z LOAD CASE(S) Standard T g a1�1S 0 � OT � O 54074 sIOIVAL May 15,2020 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an Individual building component,not a truss system.Before use,the building daWar must verity the applicability of design parameters and properly incorporate this design Into the overall building design. Braeing indicated Is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing M iTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage.For genoral guidance regarding the fabrication,storage,delivery,eredlon and bracing of trusses and truss systems,see ANSVTPN Quality Criteria,OS8-89 and SCSI Building Component 250 Klug Circle sarrayinformation avallable from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Corona,CA 92880 JOB 0d 1 N9s Type Qty Ply ],73JW,JJV Bldg G,H,L 1,,' BL4 BLOCKING I1 I K7752450 oib Reference(optional) Builders First Source,Adington,WA 911223 Run:8240 s Mat 9 2020 Pnne 8240 s Apr 4 2020 MRek Industries.Inc.Fri May 15 12:27:33 2020 Page 1 ID:AgGFUgUxztfitbAazgikNJkyCPyO-0hhiSokocuw44WOFTIBzwD2vYrrlwmxlW BGJKozGUxO L 1-8-14 1-8-14 r 4x4 = Scale=1:9.7 1 2 3 2x4 Il 4 5 2x4 I I 3x4 = 1.8.14 141-14 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1 15 TIC 0.01 Vert(LL) ri n/a 999 MT20 185/148 (Roof Snow=2 () 1 TCDL 0.0 Lumber DOL 1,15 BC 0.02 Vert(CT) n/a n/a 999 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 3 n/a n/a BCLL 0.0 Code IBC2015/TPI2014 Matrix-P Weight:9 lb FT=20% 3COL 0 0 LUMBER- BRACING- TOP CHORD 2x6 DF No.2 TOP CHORD Structural wood sheathing directly applied or 1-8-14 oc purlins, BOT CHORD 2x4 HF No.2 except end verticals. WEBS 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=60/1-8-14,3=11/1-8-14,5=68/1-8-14 Max Horz 4=-26(LC 8) Max Uplift 4=16(LC 6),3=-4(LC 7),5=17(LC 7) FORCES. (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-4=47/24,1-2=13/14,2-3=0/0,2-5=54/27 BOT CHORD 4-5=-23/20 WEBS 1-5=-16/16 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vesd=87mph;TCDL=4.2psf;BCDL=4.Bpsf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces 8 MWFRS for reactions shown;Lumber DOL=1,60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category ll;Exp B;Fully Exp:Ct=1.10 3)Provide adequate drainage to prevent water ponding. 4)Gable requires continuous bottom chord bearing. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chard and any other members. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 16 lb uplift at joint 4,4 Ito uplift at joint 3 and 17 lb uplift at joint 5. pVJNG z!� LOAD CASE(S) Standard plp$p No O �O. �O16 54074k7 0•� �C1S(ER� �ss14NAL�G May 15,2020 AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,1II-7473 rev.10/03/2015 BEFORE USE. r Design valid for use only with MRek®connectors.This design is based only upon parameters shown,and is for an Individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and property Incorporate this design into the overall �'- building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing WOW Is always required for stability and to prevent collapse with possible personal Injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTP11 Quality Criteria,DSB-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Corona,CA 92880 Job r russ Truss Type Qty Ply • K775246I Bldg G,H,L 4BP5 BLOCKING 10 1 Job Refort?xlce(optional) Builders First Source,Arfington,WA S 223 Run:B.240 s Mar 9 2020 Print:8240 s Apr 4 2020 Mf rok Industries,Inc.Fri May iS 12:27:33 2020 Page 1 ID:AgGFUgUxzl6tbA.gikNJkyCPyO-OhhoSokacuw44VVQFTIBzwD2vRtnunxGW BGJKozGDxO 1-10-6 r t-10.0 —t 44 = Scale=1:12.3 1 2 3 2x4 11 uu u 3x4 = 4 5 t- 1-10.6 "9 n 1.10E LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TOLL 25.0 Plate Grip DOL 1.15 TC 0.02 Vert(L-) -0.00 4 >999 360 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.02 Vert(CT) -0.00 4 >999 240 TCDL 10.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 3 n/a n/a BCLL 0.0 Code IBC2015/TPI2014 Matrix-P Wind(L-) 0.00 4 """ 240 Weight:11 lb FT=20% BCDL D.0 LUMBER- BRACING- TOP CHORD 2x6 OF No.2 TOP CHORD Structural wood sheathing directly applied or 1-10-6 oc purlins, BOT CHORD 2x4 HF No.2 except end verticals. WEBS 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=66/1-10-6,3=16/1-10-6,5=67/1-10-6,5=67/1-10-6 Max Horz 4=-39(LC 6) Max Uplift 4=-27(LC 6),3=-6(LC 7),5=26(LC 7) FORCES. (lb)-Maximum Compression/Maximum Tension TOP CHORD 14=-52/43,1-2=20/26,2-3=0/0,2-5=53/43 BOT CHORD 4-5=34/30 WEBS 1-5=213/28 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=67mph;TCDL=4.2psf;BCDL=4.Bpsf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Comer(3)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and farces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1 60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 27 lb uplift at joint 4,6 lb uplift at joint 3 and 26 lb uplift at joint 5. LOAD CASE(S) Standard t��TdiING Zit wns�,''9CIO 54074 k` �SSjONAL�G� May 15,2020 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev.1010312015 BEFORE USE Design valid for use only with MfrekO connectors.This design is based only upon parameters shown,and is for on mdwfdual budding component,not • a truss system.Before use,the building designer must vent'the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing indicated is to proven!buckling of individual truss web andlot chord members Wry,Additional temporary and parmonem tyacing MiTek' Is always required for stability and to prevent collapse with possibfe personal Injury and property damage.For general guidance regarding the fabrication.storage,delivery,erection and bracing of musses and truss systems,see ANSIrrPl1 Quality Criteria,OSO-69 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Instdulo,2670 Cram Highway.Suite 203 Waldorf,MO 20G01 Corona,CA 92880 �R Job Truss Truss Type Qty Ply Bldg C(Old E) K7953247 2165119 B03 Monopitch 1 1 Job Reference(optional) Builders FirstSource(Arlington,WA), Arlington,WA-98223, 8 240 s Mar 9 2020 MiTek Industries,Inc Tue Jun 30 13:09:44 2020 Page 1 ID:eHD_geljCX3yScxtIEFOM ByaQtx-yvP EplguOJGZdei IEuvYI_oXpX7Awsm B EV KXWgzl4m L 4-8-14 10-0-0 18-0-8 19-6 8 i 4-8-14 5-3-2 8-0-8 ' 1-6-0 4x6 Scale=1:51.9 5 8 12 3.00 12 3x6 _ 2x4 I 11 4 3 3x4 2 3x4 110 1 9 13 14 8 15 7 3x8 = 4x8 = 3x4 = 0 4.8.14 10-0.0 1808 0.5 438 532 8-" _ Plate Offsets(X,Y)— 17:Edge.0-1-81 LOADING (psf) SPACING- 2-0-0 CSL DEFL. In (loc) I/dell Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.81 Vert(LL) -0 19 8-9 >999 360 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1 15 BC 0.65 Vert(CT) -0 39 8-9 >549 240 TCDL 10.0 Rep Stress Incr YES WB 062 Horz(CT) 0 01 7 n/a file BCLL 0.0 Code IBC2015/TPI2014 Matrix-AS Wlnd(LL) -0 04 7-8 >999 240 Weight:97 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 HF No 2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 HF No.2'Except" WEBS 1 Row at midpt 5-7 1-9:2x6 DF No.2 REACTIONS. (size) 7=0-5-8,9=0-5-8 Max Horz 9=241(LC 9) Max Uplift 7=-128(LC 12),9=-71(LC 8) Max Grav 7=1111(LC 19),9=820(LC 19) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown TOP CHORD 2-4=-722/73,4-5=-781/117,5-7=-1043/164 BOT CHORD 8-9=-159/546 WEBS 4-8=-612/145,5-8=-116/937,2-9=-735/108 NOTES- 1)Wind:ASCE 7-10;Vult=11Omph(3-second gust)Vasd=87mph;TCDL=4 2psf;BCDL=4 8psf;h=25ft;Cat.ll;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)0-2-12 to 3-2-12,Interior(1)3-2-12 to 16-6-8,Exterior(2)16-6-8 to 19-6-8 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Fully Exp;Ct=1 10 3)Unbalanced snow loads have been considered for this design 4)This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live toads. 5)This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads. MINE 6)"This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide r ZV will fit between the bottom chord and any other members,with BCDL=10.Opsf. W 40 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 128 lb uplift at joint 7 and 71 lb uplift at joint 9. S O 8)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and 1/2"gypsum sheetrock be applied directly to the bottom chord. 54074 oA '�Fcrs�� sSjONALE�Gti June 30,2020 s� AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111I1.7473 rev.1010312015 BEFORE USE. �- Design valid for use only with MITek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system Before use,the building designer must vedry the applicability of design parameters and properly Incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal Injury and property damage For general guidance regarding the fabrication,storage,delivery,erectlon and bracing of trusses and truss systems,see ANS11TP11 quality Criteria,DSBd9 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Corona,CA 9268o i Job Truss Truss Type Oty Ply Bldg C(Old E) K7953248 2165119 B04 Monopitch 3 1 Job Reference option Builders FirstSource(Arlington,WA), Arlington,WA-98223. 8.240 s Mar 9 2020 MiTek Industries,Inc Tue Jun 30 13:09:44 2020 Pagel ID:eH D_qe ljCX3yScxtIEFOMByaQtx-yvPEplguOJGZdeil EuvYl_oXOX8KwsP BEVKXWgzl4m L 4-3-0 9-0-8 17-7-0 19-1-0 4-3-6 5-3-2 B-0-8 4x6 Scale=1:51.9 4 5 3 00 12 11 2x4 II 10 3 3x4 2 3x4 11 9 1 16 a5 B 7 12 6 3x8 = 4x8 = 3x4 = 3.8 4-1s "_8 17-7-0 AA- 5-3-2 I 8.08 _ Plate Offsets(X,Y)— (6:Edge,0-1-81 LOADING (psf) SPACING- 2-0-0 CSL DEFL. In ([cc) I/dell L/d PLATES GRIP TCLL 25-0 Plate Grip DOL 1.15 TC 0.79 Vert(LL) -0.18 7-8 >999 360 MT20 185/148 (Roof Snow=25 0) Lumber DOL 1.15 BC 064 Vert(CT) -0 37 7-8 >558 240 TCDL 10.0 Rep Stress Incr YES WB 058 HOrz(CT) 0 01 6 rile n/a BCLL 00 Code IBC2015/TP12014 Matnx-AS Wind(ILL) -0.04 6-7 >999 240 Weight:93 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 HF No 2 TOP CHORD Structural wood sheathing directly applied, except end verticals BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 HF No.2 WEBS 1 Row at midpt 4-6 REACTIONS. (size) 6=0-5-8,8=Mechanical Max Horz 8=241(LC 9) Max Uplift 6=-126(LC 12).8=69(LC 8) Max Grav 6=1089(LC 19).8=802(LC 19) FORCES. (lb)-Max.Comp./Max Ten -All forces 250(lb)or less except when shown TOP CHORD 2-3=-697/73,3-4=-755/114,4-6=-1021/164 BOT CHORD 7-8=-161/498 WEBS 2-8=-728/110,3-7=-609/145,4-7=-112/903 NOTES- 1)Wind:ASCE 7-10;Vult=11Omph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=4.Bpsf;h=25ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)0-1-12 to 3-1-12,Interior(1)3-1-12 to 16-1-0,Exterior(2)16-1-0 to 19-1-0 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25 0 psf(flat roof snow);Category 11;Exp B;Fully Exp;Ct=1 10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads 6)"This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10 Opsf Qt G 2� 7)Refer to girder(s)for truss to truss connections. -10 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 126 lb uplift at joint 6 and 69 lb uplift at 4 WASpr, joint 8. S O 9)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the lop chord and 1/2"gypsum Cl) 2 sheetrock be applied directly to the bottom chord 54074 �4 SslONAL��G June 30,2020 AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANS11TPI1 Quality Criteria,DSS-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Corona,CA 92880 ►� � :: I Job Truss Truss Type Qty Ply Bldg C(Old E) K7953249 2165119 B05 GABLE 1 1 Job Reference(optional) Builders FirslSource(Arlington,WA), Arlington,WA-98223, 8.240 s Mar 9 2020 MiTek Industries,Inc Tue Jun 3013:09:45 2020 Pape 1 ID:eH D_gel jCX3yScxtIEFOMByaQtx-Q5zc15h W9dOPEoHUobOngBKpAxblfPNKT94426z14nnK 17-7.0 119 17.7-0 1S0 Scale=1:52.5 10 11 3.00 12 9 24 3x4 II e � 237 8 5 4 223 3x4 2 1 21 20 19 16 17 18 15 14 13 12 3x4 6x6 = 3x4 i LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 250 Plate Grip DOL 1.15 TC 0.32 Vert(LL) -0,02 10-11 n/r 180 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1.15 BC 014 Vert(CT) -0.03 10-11 Ink 120 TCDL 100 Rep Stress Incr YES WB 0.22 Horz(CT) -0 00 12 n/a n/a BCLL 0.0 Code IBC2015/TP12014 Matnx-S Weight:117 lb FT=20% B C D L 100 LUMBER- BRACING- TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 HF No 2 except end verticals. WEBS 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: OTHERS 2x4 HF No.2 10-0-0 oc bracing:20-21 WEBS 1 Row at midpt 10-12 REACTIONS. All bearings 17-7-0. (Ib)- Max Horz 21=241(LC 9) Max Uplift All uplift 100 lb or less at joint(s)12,13,14,15,16,17,18,19 except 20=-455(LC 9) Max Grav All reactions 250 lb or less atjoint(s)13,14,15,16,17,18,19,20 except 21=490(LC 9),12=322(LC 19) FORCES. (lb)-Max.Comp./Max Ten -All forces 250(lb)or less except when shown. TOP CHORD 1-21=-470/0,10-12=-309/190 WEBS 1-20=-9/480 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4 2psf;BCDL=4.Bpsf;h=25ft;Cat.11;Exp S;Enclosed; MWFRS(envelope)gable end zone and C-C Comer(3)0-1-12 to 3-1-12,Exterior(2)3-1-12 to 16-1-0,Comer(3)16-1-0 to 19-1-0 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)Truss designed for wind loads in the plane of the truss only For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Fully Exp;Ct=1.10 4)Unbalanced snow loads have been considered for this design 5)This truss has been designed for greater of min roof live load of 20 0 psf or 2 00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 6)All plates are 2x4 MT20 unless otherwise indicated �QL�NG .Zp 7)Gable requires continuous bottom chord bearing. WAS Q 8)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 9)Gable studs spaced at 2-0-0 oc. 10)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. y 11)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 12)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)12,13,14,15. 16,17,18,19 except Qt=1b)20=455 54074 �V� �`ssIONALE�Gti June 30,2020 AWARNING-Verity design paramelers and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II-7473 rev.1010312015 BEFORE USE. �- Design valid for use only with MITek®connectors This design is based only upon parameters shown,and is for an individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and property incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of Individual truss web andlor chord members only Additional temporary and permanent bracing WOW Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANS11TP11 quality Criteria,DSB-89 and SCSI Building Component 250 Klug Circle Sarefy Inrormatlon available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Corona,CA 92660 �� I I Job , T as Truss Type Qly Ply Bldg C(Old E) K7953250 2165119 C01 GABLE 1 1 Job Reference(optional) Builders FirslSourca(Arlington,WA), Arlington,WA-98223. 8.240 s Mar 9 2020 MiTek Industries,Inc Tue Jun 30 13:09:47 2020 Pagel ID:eHD_gel jCX3yScxtlE FOMByaQtx-NU5NRm imhEe7U6QtwOTFwcQ7lkHN7JgdwTZB7?zl4m I -1�6-0 18.0.0 19$-0 180 18-0-0 I i8�0 3.00 12 11 12 Scale=1:51,4 4x8 = 10 26 9 5x8 25 8 7 8 5E 3 4x6 = 4 3x4 24 3 2 O 1 .b 4x6 = 23 i 22 21 20 19 18 17 16 15 14 13 3x4 3x4 = 3x4 i 18-0.0 18-0.0 Plate Offsets(X Y)-- (6:0-4-0,0.3-0 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 250 Plate Grip DOL 1.15 TC 044 Vert(LL) -0.03 11-12 n/r 180 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1 15 BC 0.10 Vert(CT) -0 04 11-12 n/r 120 TCDL 10.0 0.0 Rep Stress Incr YES WB 0.22 Horz(CT) -0 00 13 n/a n/a BCCL 100 Code IBC2015/TP12014 Matra-S Weight:129 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 HF No 2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 HF No.2 except end verticals. WEBS 2x4 HF N0.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 HF No.2*Except* WEBS 1 Row at midpt 11-13 11-23:2x6 OF No 2 REACTIONS. All bearings 18-0-0. (lb)- Max Harz 22=247(LC 9) Max Uplift All uplift 100 lb or less at joint(s)13,15,16,17,18,19,20 except 21=-365(LC 9) Max Grav All reactions 250 lb or less at joint(s)14,16,17,18,19,20,21 except 13=335(LC 19),22=405(LC 23),15=251(LC 19) FORCES. (lb)-Max.Comp/Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 11-13=-337/211,2-22=-386/0 WEBS 2-21=-39/407 NOTES- 1)Wind:ASCE 7-10;VuIt=11Omph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=4.8psf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Comer(3)-1-6-0 to 1-6-0,Exterior(2)1-6-0 to 16-6-0,Comer(3)16-6-0 to 19-6-0 zone; cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1 60 plate grip DOL=1 60 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSIrTPI 1. 3)TCLL:ASCE 7-10;Pf=25 0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 4)Unbalanced snow loads have been considered for this design. 1�1NG 5)This truss has been designed for greater of min roof live load of 20.0 psf or 2 00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. WAS O 6)All plates are 2x4 MT20 unless otherwise indicated �p 7)Gable requires continuous bottom chord bearing. 8)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). O 9)Gable studs spaced at 2-0-0 ac. 10)This truss has been designed for a 10.0 psf bottom chord live load nonconcurent with any other live loads 11) `This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. .O 12) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)13,15,16,17, �O `NCjg 4 18,19,20 except(jt=lb)21=365. NALG June 30,2020 O WARNING.Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors This design is based only upon parameters shown,and is for an Individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly Incorporate[his design Into the overall building design Bracing indicated is to prevent buckling of Individual truss web and/or chord members only Additional temporary and permanent bracing MiTek. Is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSVTPII Quality Criteria,DSBde and SCSI Building Component 250 Klug Circle Safety Informetlon available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Corona,CA 92880 1 I Job Truss Truss Type Qty Ply [Bldg C(Old E) K7953251 2165119 CO2 MONOPITCH 7 1 ob Reference(optional) Builders FirstSource(Arlington,WA), Arlington,WA-98223. 8.240 s Mar 9 2020 MiTek Industries,Inc. Tue Jun 30 13:09:47 2020 Page 1 ID:eHD_geljCX3yScxtIEFOMByaQtx-NU5NRmimhEe7U6QtwOTFwcQ4vk8V7CsdwTZB7?zl4m1 160 4.9-1 10.0.0 18-0.0 196-0 16-0 4.9-1 5-2-15 8-0-0 141-0 3,00 12 7 Scale=1:50 7 8 5x12 3x8 _ 2x4 II 14 5 4 3x4 % E 3 4x6 = 3 3x4 11 13 m 2 o5 12 4x6 = v 15 18 9 17 8 10 3x8 = 4x8 = 4x4 II 449-1 10-0.0 19-0-0 Zr 5.2.15 8-0-0 Plate Offsets(X,Y)— f6:0.3-8,0-3-01,18:Edge,O-3-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (loc) I/dell L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.62 Vert(LL) 0.23 9-10 >912 360 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.67 Vert(CT) -0-48 9-10 >447 240 TCDL 10.0 Rep Stress Incr YES WB 0.67 Horz(CT) 0.22 12 n/a n/a BCLL 0 0 Code IBC2015lrP12014 Matr,x-AS Wind(LL) 0.02 9-10 >999 240 Weight:105 lb FT=20% BCDL `C 0 LUMBER- BRACING- TOP CHORD 2x4 HF No 2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 HF No.2 OTHERS 2x6 DF No.2 REACTIONS. (size) 10=0-5-8,12=0-3-8 Max Horz 10=190(LC 9) Max Uplift 10=-93(LC 8),12=-154(LC 12) Max Grav 10=949(LC 19).12=1118(LC 19) FORCES. (lb)-Max Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 3-5=-718/27,5-6=-767/76,2-10=-297/131 BOT CHORD 9-10=-122/545 WEBS 5-9=-569/138,6-9=-123/851,3-10=-753/68,6-12=-1126/169 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=4.8psf;h=25ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)-1-6-0 to 1-6-0,Interior(1)1-6-0 to 19-6-0 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1 60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25 0 psf(flat roof snow);Category 11;Exp B;Fully Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design 4)This truss has been designed for greater of min roof live load of 20 0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. C/SWG 6)'This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide L will fit between the bottom chord and any other members,with BCDL=10 Opsf g WAS .10 7)Bearing at joint(s)12 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verity fT capacity of bearing surface 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)10 except(jt=lb) 0 12=154. 9)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and 1/2"gypsum sheetrock be applied directly to the bottom chord. 54074i SSI�NAL ECG June 30,2020 WARNING.Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7477 rev.10/03/2015 BEFORE USE. Design valid for use only with Mrrek®connectors This design is based only upon parameters shown,and is for an individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANS11TPI1 Duality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Carona,CA 92BBO i+ Job Truss Truss Type Qty Ply Bldg C(Old E) 2165119 �CO2A MONOPI7CH 1 1 K7953252 Job Reference(optional) Builders FirstSource(Arlington,WA), Arlington,WA-98223, 8.240 s Mar 9 2020 MTek Industries,Inc- Tue Jun 30 13:09:48 2020 Page 1 ID:eHD_geljCX3yScxtl EFOMByaQtx-rgflf6jOSYm_5F?3Tk_USgyGcBP isbFm971lfRz14m H -16.0 49-1 1D-0.0 18.0-0 19-6•D 1•&0 l 19.1 5.2-15 8.0.0 1-6.0 3.00 12 5x12 % Scale=1:51 7 6 15 7 3x6 2x4 I 14 5 4 6x10 46 = 3 3x4 13 2 o m 1 cb rid 1.- 12 axe16 = 16 10 16 17 9 18 8 7x10 MT18HS = 6x10 = 4x4 4-9-1 l 10.0-0 18-0.0 4-9-1 5-2-15 8-0.0 Plate Offsets(X,Y)- [6:0-3-8,0-3.0),ftEdge,0.3-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (IGc) Ildefl Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 115 TC 0.56 Vert(LL) -0.20 9-10 >999 360 MT20 185/148 (Roof Snow=25 0) Lumber DOL 1.15 BC 0.99 Vert(CT) -0 40 9-10 >524 240 MT18HS 185/148 TCDL 10.0 Rep Stress Incr NO WB 0.91 Horz(CT) 021 12 n/a n/a BCLL 0.0 Code IBC2015/TP12014 Matrix-AS Wind(ILL) 0.02 9-10 >999 240 Weight:111 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF 180OF 1.6E"Except' TOP CHORD Structural wood sheathing directly applied, except end verticals. 1-4:2x4 HF No 2 BOT CHORD Rigid ceiling directly applied. BOT CHORD 2x4 HF No.2 WEBS 1 Row at midpt 6-9.3-10 WEBS 2x4 HF No 2*Except* 2-10:2x6 DF No 2 OTHERS 2x6 DF No.2 REACTIONS. (size) 10=0-5-8,12=0-3-8 Max Horz 10=4851(LC 27) Max Uplift 10=-95(LC 8),12=-182(LC 27) Max Grav 10=3208(LC 27),12=1114(LC 19) FORCES. (lb)-Max.Comp./Max Ten -All forces 250(Ib)or less except when shown. TOP CHORD 3-5=-4269/27,5-6=4291/76,6-7=-5036/0,2-10=-306/128 BOT CHORD 9-10=-2289/535 WEBS 3-9=0/2144,5-9=-574/140,6-9=-1135/846,3-10=-3764/66,6-12=-1122/181 NOTES- 1)Wind:ASCE 7-10;Vult=11Omph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=4 8psf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)-1-6-0 to 1-6-0,Interior(1)1-6-0 to 19-6-0 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10:Pf=25.0 psf(flat roof snow);Category 11;Exp B;Fully Exp;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25 0 psf on overhangs non-concurrent with other live loads. pN1ING 2 5)All plates are MT20 plates unless otherwise indicated. w _ �40 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. O 7)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chard and any other members,with BCDL=IO.Opsf. 8)Bearing at joint(s)12 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)10 except Qt=lb) 12=182. r0�+ 54074 c� c4� 10) Load case(s)27 has/have been modified Building designer must review loads to verify that they are correct for the intended use of G,p �A- ERG' this truss. 11)This truss design requires that a minimum of 7116"structural wood sheathing be applied directly to the top chord and 1/2"gypsum ;6 39 � sheetrock be applied directly to the bottom chord. 12) Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s) at 18-0-0 on top chord. The design/selection of such connection device(s)is the responsibility of others. Jung 30,2020 13 In the LOAD CASES section,loads applied to the face of the truss are noted as front F or back(8). ContiMied on page 2 A&WARN G-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MrekdO connectors This design is based only upon parameters shown,and is for an individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design Bracing indicated is to prevent buckling of Individual truss web and/or chord members only Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabdcation,storage,delivery,erection and bracing of trusses and truss systems,see ANS11TP11 quality Crlteda,DSB-89 and SCSI Building Component 250 Klug Circle Safety information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Corona,CA 92880 i i Job russ Truss Type Oty Ply Bldg C(Old E) K7953252 2165119 CO2A MONOPtTCH 1 1 Job Reference(options]) Builders FirstScurce(Arlington,WA), Arlington,WA-98223, 8.240 s Mar 9 2020 li Industries,Inc Tue Jun 3013:09:48 2020 Page 2 ID:eH D_geljCX3yScxtIEFOMByaOtx-rgflf6jOSYm_5F?3Tk_USgyGc8PisbFm97IIfRz14m H LOAD CASE(S) Standard Except: 27) User defined:Lumber Increase=1.15,Plate Increase=1 15 Uniform Loads(plf) Vert:1-2=70(F),2-6=70(1`),6-7=40(F),8-10=-20(F) Concentrated Loads(Ib) Vert:15=-1213(F) Harz:15=4851(F) r. AWARNING-Verffy,design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and Is for an individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design.Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only Additional temporary and permanent bracing M iTek• is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSYTPH Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,2870 Crain Highway,Suite 203 Waldorf,MD 20001 Carona,CA 92880 Job Truss Truss Type Qty Ply Bldg C(Old E) K7953253 2165119 CO3 MONOPITCH 5 1 Jab Reference(optional) Builders FirstSouree(Arlington,WA), Arlington,WA-98223, 8.240 9 Mar 9 2020 MiTek Industries,Inc. Tue Jun 30 13:09:49 2020 Page 1 ID:eHD_geljCx3yScxtIEFOMByaOtx-JsD7sSkODrurjPaF1 RVj?l VQcYgzb6FwNn21Btzl4mG 4.9 1 10-0.0 18" l"_0 4-9-1 5-2-15 8-&0 1-" 3.00 12 Scale=1:50 7 5 6 5x12 3x6 2x4 11 13 4 3 3x4 4x6 = 2 3x4 12 1 d o 1 11 4x6 = v 4 A 9 14 15 8 16 3x8 = 46 = 4x4 11 4.9.1 10-" 18.0.0 5.2-15 1 8.Q-0 ' Plate Offsets(X,Y)— (6:0.3-8.0-3-0).[7:Edge.0-3-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.61 Vert(LL) -0.23 8-9 >910 360 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.67 Vert(CT) -0.48 8-9 >447 240 TCDL 10.0 Rep Stress Incr YES WB 0.67 Horz(CT) 0.21 11 n/a n/a BCLL 0.0 Code IBC2015fTP12014 Matrix-AS Wind(LL) 002 8-9 >999 240 Weight:103 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 HF No.2 OTHERS 2x6 DF No.2 REACTIONS. (size) 9=0-5-8,11=0-3-8 Max Horz 9=184(LC 9) Max Uplift 9=-47(LC 8),11=-153(LC 12) Max Grail 9=822(LC 19),11=1105(LC 19) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-4=-713/26,4-5=-757/74 BOT CHORD 8-9=-120/557 WEBS 4-8=-547/137,5-8=-121/845,2-9=-759/79,5-1 1=-1 113/171 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=4.Bpsf;h=25ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)0-1-12 to 3-1-12,Interior(1)3-1-12 to 19-6-0 zone;Cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Fully Exp;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 20 0 psf or 2 00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads. 6)'This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide 01,)[WG Z will fit between the bottom chord and any other members,with BCDL=10.Opsf. W SRO 7)Bearing at joint(s)11 considers parallel to grain value using ANSI/TPI 1 angle to grain formula Building designer should verify capacity of bearing surface. Rl 8)Provide mechanical connection(by others)of truss t0 bearing plate capable of withstanding 100 lb uplift at joint(s)9 except Qt=lb) y Gx 11=153. 9)This truss design requires that a minimum of 7116"structural wood sheathing be applied directly to the top chord and 1/2"gypsum sheetrock be applied directly to the bottom chord. 54074 chi sS��NAL��G June 30,2020 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MITek®connector,This design is based only upon parameters snown,and is for an individual building component,not ' a truss system.Before use,the building designer must verify the applicability of design parameter and properly incorporate this design into the overall bulidvey design Brainy Indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bring MiTek' Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the febrkation,storage,delivery,erection and bracing of busses and truss systems,see ANSUTP11 QuaW Cddda,DSO-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Corona,CA 92880 M1 1 Job Truss Truss Type City Ply Bldg C(Old E) K7953254 2166119 CO3D GABLE 1 1 _ Job Reference(optional) Builders FirstSource(Arlington,WA), Arlington,WA-98223, 8.240 s Mar 9 2020 MiTek Industries,Inc Tue Jun 30 13:09:51 2020 Page 1 ID:eHD_geljCX3yScxtIEFOMByaQtx-FFKuH8mHIT8Zyjke9sXB4Sao1 Lai3?LDr5XPGmzl4mE 5.7-11 11.54 I 17.6.8 119.0-8 5 7-11 5.9-11 6-1.3 1 8 0 3.00 12 Scale=1:51 7 5 6 506 30 Sx8 4 5x8 ::r 3 2 Bx10 29 1 4x6 = m 4x6 = 11 10 9 8 31 7 6x6 ex10 = 8x10 = 5x12MT20HS 11 5-7-11 11 5-5 17.8.8 5-7-11 5&11 6-1-3 Plate Offsets(X,Y)- [3:D-4-0,0-3.01,[SZ-8-0,04.01,[7:0-3-8,Edgel.19:0-3.8,0-3-01,111:0-3.0 04)-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (loc) I/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1 15 TC 0.49 Vert(LL) -0.05 7-8 >999 360 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1.15 BC 040 Vert(CT) -0.09 7-8 >999 240 MT20HS 139/111 TCDL 10.0 Rep Stress Incr YES WB 0.76 Horz(CT) 0.01 7 n/a n/a BCLL BCDL 10.0 Code IBC20151TPI2014 Matrix-AS Wind(LL) 003 8-9 >999 240 Weight:159 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 HF No 2 TOP CHORD Structural woad sheathing directly applied, except end verticals. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied WEBS 2x4 HF No.2'Except* WEBS 1 Row at midpt 5-7.2-9.2-8.1-9 1-10:2x6 DF No.2 2 Rows at 1/3 pts 5-8 OTHERS 2x4 HF No.2"Except* 5-11:2x6 DF No.2 REACTIONS. (size) 7=0-3-8,10=0-5-8 Max Horz 10=286(LC 36) Max Uplift 7=-1387(LC 42),10=-2675(LC 33) Max Grav 7=1936(LC 29),10=2947(LC 54) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-2964/2731,2-4=-2931/2724,4-5=-1346/1235,5-7=-1809/1413,1-10=2890/2690 BOT CHORD 9-10=-1918/1723,8-9=-1051/1203,7-8=-1939/1922 WEBS 2-9=-2019/2037,2-8=-2330/2343,4-8=-501/133,5-8=-2006/2245,1-9=-3293/3545 NOTES- 1)Wind:ASCE 7-10;VuIt=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=4.Bpsf;h=25ft;Cat.ll;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Comer(3)0-2-12 to 3-2-12,Exterior(2)3-2-12 to 16-0-8,Comer(3)16-0-8 to 19-0-8 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1 60 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp;Ct=1 10 4)Unbalanced snow loads have been considered for this design. ING Z 5)This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs -},Yp. W �40 non-concurrent with other live loads Q� 6)All plates are MT20 plates unless otherwise indicated. 7)All plates are 2x4 MT20 unless otherwise indicated, y� 0 8)Gable studs spaced at 2-0-0 oc. 9)This truss has been designed for a 10.0 psf bottom chord live load nonconcurent with any other live loads 10)'This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf A.f� 54074 q7� 11) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Qt=lb) O 7=1387.10=2675. 12)This truss has been designed for a total drag load of 310 pit Lumber DOL=(1 33)Plate grip DOL=(1.33) Connect truss to resist s`sIONAL drag loads along bottom chord from 0-0-0 to 17-6-8 for 310 0 plf. 13)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and 1/2"gypsum sheetrock be applied directly to the bottom chord. June 30,2020 WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MI iEK REFERENCE PAGE M11.7477 rev.f0/03/2015 BEFORE USE. aaaaaa Design valid for use only with MITek®connectors This design is based only upon parameters shown,and Is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate[his design into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing oftrusses and truss systems,see ANSI/rPlf Quaft Criteria,DSB.89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Corona,CA 92880 � i 1 Job Truss Truss Type Oty Piy Bldg C(Old E) K7953255 2165119 x01 Flat Girder 1 .Job Reference(optional) Builders FirslSource(Arlington,WA), Arlington,WA-98223, 8 240 s Mar 9 2020 MiTek Industries,Inc Tue Jun 30 13:09:53 2020 Page 1 I0;eHD_geijCX3ySarliEFOMByaQtx-BdSeiqnXG40HC t u 1 GHat9tgBo9FIXuaV I POVKfzl4mC 4.8.6 8-11.1 13.3-11 17-8.5 22.1-0 26.7-6 4-6-6 4 4-10 4-0-10 4-0-10 4 4 10 4-6-6 Scale=1:47 0 4x12 II eX8 = 5x12 = 3x6 II 8x12 = 5x12 = axe = 4x12 II 1 17 18 2 19 20 3 21 22 4 23 5 24 6 25 26 7 27 828 IM 16 15 14 13 12 11 10 B 8x16 MT20HS = 5x8 = 5x12 MT20HS = 4x12 = 2x4 I 5x8 = 8x16 MT20HS = 2x4 II 448 1343- 11 2--1-0 267.8 1040 4 4410 4-BS Plate Offsets(X,Y)— 12:0-3-8,0-4-01,I3:0-5-12,0-2-81,(6:0-2-12,0-2-81 V:0.3.8,0.4.01,(10:0.3-8,0-2-8) 115:0.3.8.0.2.81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.28 Vert(LL) -0.22 12 >999 360 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.45 Vert(CT) -0 36 12 >875 240 MT20HS 1391111 TCDL 10.0 Rep Stress Incr NO WB 0.78 Horz(CT) 011 9 We We BCLL 0.0 Code IBC2015/TPI2014 Matrix-MS Wind(LL) 0.11 12 >999 240 Weight:646 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x10 OF SS TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x6 DF 240OF 2.0E except end verticals WEBS 2x4 HF No.2*Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing 1-16,8-9:2x6 OF No.2 SUPPLEMENTARY BEARING PLATES,SPECIAL ANCHORAGE,OR REACTIONS. (size) 16=0-3-8 (req.0-4-4),9=0-5-8 OTHER MEANS TO ALLOW FOR THE MINIMUM REQUIRED SUPPORT Max Horz 16=-90(LC 22) WIDTH(SUCH AS COLUMN CAPS,BEARING BLOCKS,ETC.) Max Uplift 16=-1416(LC 4),9=1520(LC 5) ARE THE RESPONSIBILITY OF THE TRUSS MANUFACTURER Max Grav 16=11920(LC 1),9=12706(LC 1) OR THE BUILDING DESIGNER. FORCES. (lb)-Max Comp/Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-16=-1563/206,1-2=-351/67,2-3=12885/1544,3-4=-23182/2751,4-6=-23182/2751, 6-7=-12905/1548,7-8=-353/67,8-9=-2333/307 BOT CHORD 15-16=-1584/12885,14-15=-2477/20457,12-14=-2477/20457,11-12=-2462/20458, 10-11=-2462/20458,9-10=1557/12905 WEBS 2-16=-16099/1921,2-15=-641/5830,3-15=-9652/1158,3-12=-414/3474,4-12=-4198/547, 6-12=-417/3472,6-10=-9629/1154,7-10=-638/5814,7-9=16122/1923 NOTES- 1)3-ply truss to be connected together with 1Od(0.131"0")nails as follows: Top chords connected as follows:2x6-2 rows staggered at 0-9-0 oc,2x10-2 rows staggered at 0-7-0 oc Bottom chords connected as follows:2x6-2 rows staggered at 0-9-0 oc Webs connected as follows:2x4-1 row at 0-9-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4 2psf;BCDL=4.8psf;h=25ft;Cat.II;Exp B;Enclosed; QMING 2q MWFRS(envelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 4)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Fully Exp;Ct=1.10 Oj 5)Provide adequate drainage to prevent water ponding 0 6)All plates are MT20 plates unless otherwise indicated. 7)This truss has been designed for a 10 0 psf bottom chord Ilve load nonconcurrent with any other live loads. 8)-This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. A� 4074 �a 5 9)WARNING:Required bearing size at joint(s)16 greater than input bearing size. 0�, ��°G 4074 5' 10) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) (� 1 16=1416,9=1520 OS70NAL��G June 30,2020 tied on aside 2 0 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111I1.7473 rev.1010312015 BEFORE USE. Design valid for use only with MiTek®connectors-This design is based only upon parameters shown,and Is for an Individual building component,not a truss system.Before use,the building designer must van the applicabiWy,of design paramMen and property incorporate this design into the overall building design Bracing Indicated is to proven truckling of ndividual truss web andfor chord members only.Additional temporary and permanent bracing MiTek' is ahvsy t required for stability and to prevent collapse with possible personal Iryury,and property damage. For general guidance regadinp the fabdaatlon,storage,delivery,erection and bracing of trusses and truss systems,see ANS 11 Qu#W Criteria,DS049 antl 8C3!aufldlnp Component 250 Klug Circle Safety InformaNwr available tram Truss Plate Insuuts,2570 Crain Highway.Suite 203 Waldorf,MD 20601 Corona,CA 92880 .• I I Jab Truss Truss Type Oty Ply=BldgCK7953255 2165119 X01 Flat Girder 1 (optional) Builders FirslSource(Arlington,WA), Arlington,WA-98223, 6.240 s Mar 9 2020 MiTek Industries,Inc. Tue Jun 30 13:09:53 2020 Page 2 I D:eH D_gel jCX3yScxtIEFOM ByaOtx-BdSeignXG40HC 1 u1 GHaf9tgBo9FIXuaVIPOVKfzl4mC NOTES- 11)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)1037 lb down and 151 lb up at 2-0-10,1037 lb down and 151 lb up at 4-0-10,1037 lb down and 151 lb up at 6-0-10,1037 lb down and 151 lb up at 8-0-10,1037 lb down and 151 lb up at 10-0-10,1037 lb down and 151 lb up at 12-0-10, 1037 lb down and 151 lb up at 14-0-10,1037 lb down and 151 lb up at 16-0-10,1037 lb down and 151 lb up at 18-0-10,1037 lb down and 151 lb up at 20-0-10,1037 lb down and 151 lb up at 22-0-10,and 1037 lb down and 151 lb up at 24-0-10,and 1057 Ib down and 151 lb up at 26-0-10 on top chord The design/selection of such connection device(s)is the responsibility of others LOAD CASE(S) Standard 1)Dead+Snow(balanced):Lumber Increase=1 15,Plate Increase=1 15 Uniform Loads(plf) Vert: 1-8=410(13=-340),9-16=-20 Concentrated Loads(lb) Vert:7=-1027 17=-1027 18=-1027 19=-1027 20=1027 21=-1027 22=-1027 23=-1027 24=-1027 25=-1027 26=-1027 27=-1027 28=-1051 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev.1010312015 BEFORE USE. Daslgn valid(of use only with MiTekCb connectors,This design is based only upon parameters shown,and Is for an indiwouai Dudding component,not a truss system.Before use.the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing MiTek' Is always requmd for stability and to prevem coaapse with poswbla personal injury and property damage. For genaral guidance regarding the fabrication,storage,delivery,emclian and bracing of Imsses and truss systems,sea ANSUTP11 Quality Crifsria,DSB-e9 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,2670 Crain Highway,Sults 203 Waldorf,MD 20601 Corona,CA 92880 t i Job / Truss Truss Type T""17 y Bldg C(Old E) 2165119 1 FIAT GIRDER K7953256 3 Job Reference(optional) Builders FirstSOurce(Arlington,WA), Arlington,WA-SSY23, 8.240 s Mar 9 2020 MiTek Industries,Inc. Tue Jun 30 13:09:54 2020 Page 1 ID:eHD geljCX3yScxtIEFOMByaQtx-fgOOvAo91OW8pATDq_5ui5CKLZWSGJfrX313t5zl4mB 4-5-7 8&2 13A-13 17 4 8 21.8 3 281-10 45-7 4 311 4-3-11 43 11 4 3 11 45-7 Scale=1:45 1 Sx8 5x10 II 8x12 = 5x12 = 8x12 = 5x12 = 8x12 = 6x10 II 1 17 18 2 19 20 3 21 22 4 5 23 6 24 25 7 28 27 6 18 15 14 13 12 11 10 9 8x16 MT20HS= 6X10 = 3x6 = 7x14 MTIBHS WB = 3x6 = 8x10 = 8x16 MT20HS = 2x4 I 4.5 7 8 12 13.0.13 2141.3 26.1-10 4-5.7 43-11 4.3-11 43-11 43.11 4.5.7 Plate Offsets(X,Y)— 12:0 5.8,0-3-81,(3:0-3-8,0.2.81,16:0.3-8.0-2-81 p:0&8 0 3$] (8:Edge 0-5$] (10.0-3-8 0-3.01 (15:0.3.8 0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in Ioc I/defl Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1 15 TC 0.42 Vert(LL) -0.37 ( 12 >a37 360 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.71 Vert(CT) -0.61 12 >508 240 MT20HS 139/111 TCDL 10.0 Rep Stress Incr NO WB 0.92 Horz(CT) 017 9 n/a n/a MTIBHS 220/195 BCLL D 0 ' Code IBC2015ITP12014 Matrix-MS OCDL 10 0 Wind(LL) 018 12 >999 240 Weight:604 1b FT=20% LUMBER- BRACING. TOP CHORD 2x10 DF SS TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x6 DF 240OF 2.0E except end verticals. WEBS 2x4 HF No 2"Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 1-16,8-9:2x6 DF No.2 OTHERS 2x4 HF No 2 SUPPLEMENTARY BEARING PLATES.SPECIAL ANCHORAGE,OR OTHER MEANS TO ALLOW FOR THE MINIMUM REQUIRED SUPPORT REACTIONS. (size) 16=0-5-8,9=0-3-8 (req.0-4-13) WIDTH(SUCH AS COLUMN CAPS,BEARING BLOCKS,ETC.) Max Horz 16=-66(LC 22) ARE THE RESPONSIBILITY OF THE TRUSS MANUFACTURER Max Uplift 16=-1640(LC 4),9=-1686(LC 5) OR THE BUILDING DESIGNER. Max Grav 16=13108(LC 1),9=13564(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-16=-2344/327,1-2=-770/113,2-3=-17985/2237,3-4=-28893/3582,4-6=-29117/3614, 6-7=-18365/2290,7-8=-815/119,B-9=-2583/343 BOT CHORD 15-16=-2266/17985,14-15=3611/28893,12-14=-4038/32364,11-12=-4038/32364, 10-1 1=-3632/29117,9-10=-2297/18365 WEBS 2-16=-20113/2498,2-15=-712/6184,3-15=-12679/1575,3-14=-232/2242,4-14=-4034/510, 4-11=-3774/472,6-11=-214/2118,6-10=-12497/1552,7-10=-697/6070,7-9=-20505/2551 NOTES- 1)3-ply truss to be connected together with 10d(0.131"x3")nails as follows: Top chords connected as follows:2x6-2 rows staggered at 0-9-0 oc,2x10-2 rows staggered at 0-7-0 oc. Bottom chords Connected as follows:2x6-2 rows staggered at 0-9-0 oc. Webs connected as follows:2x4-1 row at 0-9-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 01,&IAIG Z' 3)Wind:ASCE 7-10;Vult=11Omph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=4.8psf;h=25ft:Cat.11;Exp B;Enclosed; 'L9� MWFRS(envelope)gable end zone:cantilever left and right exposed;end vertical left and right exposed;Lumber DOL-1.60 plate WA$ grip DOL-1.60 O� 4)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Fully Exp.;Ct=1 10 p 5)Provide adequate drainage to prevent water ponding. ti 6)All plates are MT20 plates unless otherwise indicated. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)-This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members `p 54074 9)WARNING:Required bearing size at joint(s)9 greater than input bearing size 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Qt=lb) FS'Sjp G 16=1640,9=1686. NAL 11) Girder carries tie-in span(s):20-7-8 from 0-0-0 to 26-1-10 June 30,2020 AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.1010312015 BEFORE USE. Ooslgn vaad for use only with MiTekti connectors.This design Is based only upon parameters shown,and Is for an Individual building component,not a truss system Before use,Ibd building designer must vent/the appl.cabildy of design parameters and property incorporate fills design into the overall budding design.Bracing indicated is to prevent buckang of Indlvldual Wes web and/or chord members only.Additional temporary and pormanani bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSVTPII QUoafy Cdfeda,OSS-89 and SCSI Building Component 250 Klug Circle Sarsry Inratmadon available from Truss Rate Institute,2670 Crain Highway,Suite 203 Waldod.MO 20601 Corona,CA 92880 L t t 1 Job ' Truss Truss Type Oty Ply C(Old E) K7953256 2165119 Z01 FLAT GIRDER 1 q J IJS[bdg o Reference o tional Builders FirstSource(Arlington,WA), Arlington,WA-98223. 8,240 s Mar 9 2020 MiTek Industries,Inc. Tue Jun 30 13:09:54 2020 Page 2 ID:eHD_gel jCX3yScxtIEFOMByaQtx-fg00vAo91 O W8pATDq_5ui5CKLZWSGJffX313t5z14m B NOTES- 12)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)310 lb down and 63 lb up at 0-2-12,1058 lb down and 154 lb up at 1-11-4,1058 lb down and 154 lb up at 3-11-4,1058 lb down and 154 lb up at 5-11-4,1058 lb down and 154 lb up at 7-11-4,1058 lb down and 154 lb up at 9-11-4.1058 lb down and 154 lb up at 11-11-4,1058 lb down and 154 lb up at 13-11-4,1058 Ito down and 154 lb up at 15-11-4,1045 lb down and 154 lb up at 17-11-4,1045 lb down and 154 lb up at 19-11-4,1045 lb down and 154 lb up at 21-11-4,and 1045 lb down and 154 lb up at 23-11-4,and 1045 lb down and 154 lb up at 24-6-12 on top chord. The design/selection of such connection device(s)is the responsibility of others. LOAD CASE(S) Standard 1)Dead+Snow(balanced):Lumber Increase=l 15,Plate Increase=l 15 Uniform Loads(plf) Vert:1-8=479(B=409),9-16=-20 Concentrated Loads(lb) Vert:1=-306 5=-1048 7=1035 17=-1048 18=-1048 19=-1048 20=1048 21=-1048 22=1048 23=-1048 24=-1035 25=-1035 26=-1035 27=-1035 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MITek®connectors.This design is based only upon parametars shown,and is for an indiwdual building component,not ' a truss system.Before use,the building designer must verify the applicability of design paternalists and prepody incorporate this design into the overall building dosgn, Bracing indicated is to prevent buckling of kslirAdual muss web andlor thorn members only Adddionat temporary and permanent bracing MiTek* is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fooncaoon,storage,delivery,erection and bradng of trusses and trues systems,see ANSYM1 Quality Criteria,DSB-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Corona,CA 92880 i I i co z W r cn� y D IA Cl) i> M - z ( I °' m ID on rO O crm Xmmo - 0 pcZ a n0 DD om o 3, C) w 0c o O nfxG�nwB v �� m w 5 °c �o Z ° o � ID I d _ o z O p v N N d c n 7 - C) ID o S a w O ? n N o a)- O m Imo3Q w. y3 �v q m mam c o cm A n- 3 N > D O N O• d co N fD O O d y d r N O_S_h d < fD N y y A C K 7 d Z a� �� m 2 ,ufD, m on O m �' � ;".dn� ° oX � yN � m �w N * N� am o o . , _n m o a3� N o dv �o �� o m o afD o ° (D �� D m y Q 0 2 ;o o o m o� O 2 oi). n N -� Mgr- 3 �c'o y 0 3Ny �m � �(D Wn-) * o �3 � om' > > =3 �o mo�' n0 Fn o oy n m9 z m m •n y m=`F�'m o o m 'a� o z fD a0 a 3 y o 9i 30 0 9 `o' d N M �'�'Cj p) N N O 3 M• i�D N fNA C 7 d_S. `a.=•f D O (0 O �, S N N fD ?N c N N O 7 O O -3" O y CD Q O N G a U, .n•. yfu :3 0 a N G N CD DOj N!/) N O C7 n co O'7 O 7n y N O �'(DX 7 N (D y N m m m c c m m n z c� D TOP CHORD cx xmo '� 3 N -w n p 3 0 m O z O0 c)-e go v �' m� m p mm rc-i cn m om cn r ma mztn fD awCD N m CDr2 2T N ,��co o a �umi 00 �o �G� a O 00 N p m mi 7g m /}� (D 03 Cr � C N(�j) D H y (A J Q n W2 7 = `� M D waoi ma �m m CO)�r O a ■ N d co) O Mfn m �■ O o_@ S -M O o �cz c� w „ CD 1 D N ?� N n O cn m 1 m (n N N CAI 0 0 D) O �p N S x `G ua, w c m m :ItCD N -4 m O) W_.s w ? ►V cr a O T p m co S CD = N z D �. o N G D (=D 20 c fps m (DC -w fn CSC 2 U) S 5 Ol cs-s ? ?A OL CDo m TOP CHORD O f0 61 �I Of y A N N + p t0 m r p U A fJ N IDM �0 � a< �.<.$ 'w �° m wv° mm3 ad 3a01 mg w� m� ° �'w c �ma � wma2 da O v o m co °a co fD 0, o m o w m o �• Q=a g a o c w -w $c0 �•m $ 3 Sfa s. �i' 4.'' m y o a E. MU $c1F °� m w m N3 � o mNm m,2 �Nm N ^=° y 5.> > >v m m'mm 3m �a2a d � Co CD a� m c m 3 n ? a� m o m m a 0) Q O �x m f a N 01 m N a O $ W x m C.w@ O w � '•'� ° o am �a my aim ID xm � c � 3y m mmB. $.� $ mm�' O /1 0 0 3 c m m > > n 3 N N m m $ m 3 a o m t�i m m a a o X m Oq � N C .N m o ° c and a �p.@ m lD 3 m n�� v y a m' T CD tea° o N � r c o@ 4.3 a Q p g� o� am m °� m � a am ?.o �m c_ m a m> > m m4.oc dQ CD O `c 3 N m m A >• f0 O a c O. 0 2 y a O O C N a O f0.N. 9, m c3 m � o c 7m da 3m mm2 mo mo m2 m m Sn $o � a O O n� c ° oS6 g m2 w ay m 3' am �� m $ M. mom m oat O � w g m o a m N > >0 m a o 5i a d a ^a m a T m r. z m 2 n� H a 4. N y m j N N y C C '•C Ol .H.01 y M- O M c! a O a; () Q. m? � a d 5 m y O ��/ �. N V C 3 y/D Z d° O.m m d K O fD 41 0 m (D do �a mm3 m �� a m w 3 f, c m0 co mcm 7 n xo mm as 3 and m mm 3m i3�i $ my m2 � - DNO `� oa my mop N W y �•� ° a a a ?a a �v o o o 2 a ° y E a Z m m a -m 'm _ a w m m o mm a °: m mm m Z. m may. �5 va -m 5 0 a4. v Er 0. ao Goa <o' d@ �$ �� $ O� aO mma y Q me Q °� a mo c my j$ N vyw M C' C Cl)N y 3 ? �,o d y m = g o 'm a io Q om a ° a= .z v V S3 ym m o m a m m vZ v -mm a m C `O! c a x N a O; 7 v °:N a V= m° K —a S m 2 p) O G a N n N C O m ° a N a y O' a O O O C N O H to, 3 $ m C)o�i >• a w a o v _ m cn a 5 N (D •/�� m� oQ m T .y a ° y �• c m ma m ° m� me �V °o gib' $� m c $ g `° $ m �cc < 3 m' V a mn �� m M. 'off. m a ° mm Ma m cr a a m �1 n O m a ID N o a° 3 m y g fD 17 m Z �G O rl, W I 1 1 � 1 I% r 1 1 Y •• 1 ' 4 1 1 1 1 • y 1 I - � 1 1 �_ ► 1 I - � y J 1 - YF n 11}+ 1 J � I .lab Truss Truss Type Qty Ply (Old B) K7746697 Bldg 2 C01 FLAT GIRDER 2 q J Job Reference lional Builders FirstSource(Arlington,WA), Arlington,WA-98223, 8.240 It Mar 9 2020 MiTek Industries,Inc. Thu May 14 10:32:16 2020 Page 1 ID:eHD_geljCX3yScxtIEFOMSysOix-rNc72pX9 WIrgA2dPXbRNMIRDXgKCy9p8EktrQzGcTz 4-0-10 7-11-8 11-10-6 15-11-0 4.0-10 3-10-14 3-10.14 4-0-10 3x8 I 6x6 = ex10 = 3xEPrRle=1:27.3 1 11 2 3 46x6 12 5 LJ • 13 14 8 15 16 8 17 18 7 19 20 10 4x8 = 6x6 = 3x8 exe = 9 axe = 1.0-10 7-11.8 11-10-6 15-11-0 -0-10 3-10-14 3-10-14 44-10 Plate Offsets(X,Y)— (7:0-1-12.0-44),(9:0-1-12,0-44j LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (loc) I/dell Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.20 Vert(LL) -0 O6 8-9 >999 360 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.68 Vert(CT) -0.11 8-9 >999 240 TCDL 10.0 Rep Stress Incr YES WB 042 Horz(CT) 0.04 6 n/a n/a BCL L 10.0 Cade IBC2015/TPI201I4 Matrix-MS _ Wind(LL) 0.03 8 >999 240 Weight:423 lb FT=20% LUMBER- BRACING- TOP CHORD 2x12 DF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x6 DF No.2 except end verticals. WEBS 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 10=0-3-8 (req.0-4-8),6=0-3-8 (req.0-4-6) SUPPLEMENTARY BEARING PLATES,SPECIAL ANCHORAGE,OR Max Harz 10=92(LC 27) OTHER MEANS TO ALLOW FOR THE MINIMUM REQUIRED SUPPORT Max Uplift 10=-633(LC 4),6=613(LC 5) WIDTH(SUCH AS COLUMN CAPS,BEARING BLOCKS,ETC.) Max Grav 10=8154(LC 1),6=7925(LC 1) ARE THE RESPONSIBILITY OF THE TRUSS MANUFACTURER OR THE BUILDING DESIGNER. FORCES. (lb)-Max.Comp/Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-10=-529/74,2-3=6784/535,3-4=6818/536,5-6=-535f73 BOT CHORD 9-10=575/6784,6-9=-698/8478,7-8=698/8478,6-7=553/6818 WEBS 2-10=-9023/712,2-9=299/4892,3-9=2286/199,3-8=-149/2964,3-7=-2240/197, 4-7=298/4931,4-6=9066/710 NOTES- 1)3-ply truss to be connected together with 10d(0.131"x3")nails as follows: Top chords connected as follows:2x4-1 row at 0-9-0 oc,2x12-2 rows staggered at 0-9-0 oc. Bottom chords connected as follows:2x6-2 rows staggered at 0-4-0 oc. Webs connected as follows:2x4-1 row at 0-9-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(8)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated, 3)Wind:ASCE 7-10;Vult=11Omph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=4.8psf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 4)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1 10 p TG 5)Provide adequate drainage to prevent water ponding. VtfAS O 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. r 7)'This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide w PLO will fit between the bottom chord and any other members. y 8)WARNING:Required bearing size at joint(s)10,6 greater than input bearing size. 9)Provide mechanical connection(by others)of truss to bearing plate Capable of withstanding 633 lb uplift at joint 10 and 613 Ib uplift at joint 6. 10)Girder carries tie-in span(s):10-0-0 from 1-0-0 to 14-11-0 54074 11) Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)1516 lb down and 107 lb up at �0�, CIST�R� 0-9-4,1512 lb down and 111 lb up at 2-9-4,1548 lb down and 109 lb up at 4-10-4,1548 lb down and 109 lb up at 6-9-4,1548 lb LP down and 109 lb up at B-9-4,1548 lb down and 109 lb up at 10-9-4,and 1545 lb down and 108 lb up at 12-9-4,and 1548 lb down ssIONAl, and 109 lb up at 14-9-4 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. LOAD CASE(S) Standard May 14,2020 2 AWARNING-verlry design parameters and READ NOTES ON THIS AND INCLUDED M1TEK REFERENCE PAGE 11,1I1.7473 rev.f0/03/201`5 BEFORE USE Design valid for use only wdh MITek®connectors.This design Is based only upon parameters shown,and is for an individual building component,net I 8= system Before use,the building designer must verily the applicability of design parameters and property incorporate this design Into the overall design Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only-Additional temporary and permanent Noting M iTe k' is always required for stability and to prevent collapse with possible personal Injury and property damage. For generw guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPIf Duality Criteria,OSS-89 and SCSI Bulld/ng Component 250 Klug Circle Safety Information available ham Truss Plate Institute,2670 Crain Highway,Sude 203 Waldorf,MD 20601 Corona,CA 92880 .;. I I I Job Truss Truss Type Qty Ply (Old K7746697 B) Bldg 2 C01 FLAT GIRDER 2 q J Job Reference(optional) Builders FirstSource(Arlington,WA), Arlington,WA-98223, 8.240 s Mar 9 2020 MTek Industries,Ina Thu May 14 10:32:16 2020 Page 2 ID:a HD_gel)CX3yScxtlEF OM ByaOtx-rN c72pX9 W IrglzdPXbRN M IRDXgKCy9j 18EktrOzGcTz LOAD CASES) Standard 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Unlform Loads(plf) Vert:1-11=70,11-12=240(17=170),5-12=-70,6-10=20 Concentrated Loads(lb) Vert:13=1516(B)14=1512(B)15=1548(B)16=1548(B)17=1548(8)18=1548(B)19=1545(B)20=1548(B) AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,111.7473 rev.1010212015 BEFORE USE. Design valid for use only with MIToK®connectors.This design Is based only upon parameters shown,and is for an individual budding component,not ` a tons system.Before use,the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building design Bracing Indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing M iTek- Is always required for stability and to prevent collapse with possible personal Injury and properly di mega. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTPlt Quality Criteria,DSB-89 and BCSI Building Component 250 Mug Circle Safety Information available from Truss Plate Institute,2570 Crain Highway,Suite 203 Waldorf,MD 20601 Corona,CA 92880 fl • I 1 Job Truss Truss Type Qly Ply (Old B) 746698 Bldg 2 Vol Valley 1 1 Job Reference(optional) K7 Builders FirstSource(Arlington,%A Arlington,WA-9B223, 8.240 s Mar 9 2020 MiTek Industries,Inc. Thu May 14 10:32:17 2020 Page 1 ID:eH D_qe 1 jCX3yScxlIEFOMByaQtx-JZAVJGBXnHczhoCCb5Jycvw_OgE obhhO RNuTROszGeTy 1"-4 21-" 16-64 5-34 Scale=1:35.8 04 = 5 3,00 12 15 16 4 6 3x4 II 7 7 3 2 d N 1 b 30 14 13 12 11 10 9 a 3x6 = 3x4 II 21-" 21-9-8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Ill L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.23 Vert(LL) n/a n/a 999 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.10 Vert(CT) n/a n/a 999 TCDL 10.0 Rep Stress Incr YES WB 0.07 Horz(CT) -0.00 8 n/a n/a BCLL BCDL 10.0 Code IBC2015/TPI2014 Matrix-S Weight:65 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 HF No.2 except and verticals. WEBS 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 HF No.2 REACTIONS. All bearings 21-8-8. (lb)- Max Harz 1=62(LC 11) Max Uplift All uplift 100 lb or less at joint(s)8,10,11,13,14,9 Max Grav All reactions 250 lb or less atjoint(s)1,8 except 10=341(LC 1),11=388(LC 18),13=356(LC 1), 14=366(LC 18),9=446(LC 19) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. WEBS 5-10=259/55,4-11=308/91,3-13=277/83,2-14=-280/63,6-9=377/87 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=4.8psf;h=25ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)1-3-0 to 4-6-4,Interior(1)4-6-4 to 13-6-4,Exterior(2)13-6-4 to 21-7-12 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category Il;Exp B;Fully Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)All plates are 2x4 MT20 unless otherwise indicated. 5)Gable requires continuous bottom chord bearing. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)8,10,11,13,14, QMING 9• R� VdASA.. � Q� GO 0074 r ssI�NAL. May 14,2020 AWARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev.1010312015 BEFORE USE. �- Design valid for use only with MReiWO connectors.This design is based only upon parameters shown,and is for an individual building component,not a Ines system.Before use,the building designer must verify the applicability,of design parameters and property incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling or individual truss web andfor chord members only.Additional temporary and permsnem bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSOTPIf Quality Criteria,OSa-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,2670 Crain Kghway,Suite 203 Waldorf,MD 20601 Corona,CA 92880 i� Job Truss Truss Type Qty Ply (Old B) K7746699 Bldg 2 V02 Valley 1 1 Job Reference(optional) Builders FlrstSource(Arlington,WA), Arlington,WA-98223, 8,240 s Mar 9 2020 MiTek Industries,Inc- Thu May 14 10,32:18 2020 Page 1 ID:eHD_geljCX3yScutIEFOM ByaQtx-nmkuTUYP2w5YQMnoeOTrS7WZXe6bQ81 acYD_wJzGcTx 13-2.4 185.8 13-2-4 5.3.4 Scale=1:30.3 4x4 = 4 3.00 12 2x4 II 13 14 5 4 I 3x4 3 5 2x4 II 2 �12 1 d 191 RI 0 3x6 11 10 9 8 7 2x4 I I 2x4 I I 2x4 I 2x4 11 3x4 I I 18-" 18.5-8 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. In (loc) I/deft Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.23 Vert(LL) n/a n/a 999 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.11 Vert(CT) n/a n/a 999 TCDL 10.0 Rep Stress Incr YES WB 0.05 Horz(CT) -0.00 7 n/a n/a BCDL 10.0 Code IBC201SITP12014 Matrix-S Weight:52Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 HF No.2 except end verticals. WEBS 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 HF No.2 REACTIONS. All bearings 18-4-8. (lb)- Max Horz 1=40(LC 12) Max Upllft All uplift 100 lb or less at joint(s)1,7,9,10,11,8 Max Grav All reactions 250 lb or less atjoint(s)1,7 except 9=344(LC 1),10=377(LC 1B),11=400(LC 1), 8=433(LC 19) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown WEBS 4-9=-261/61,3-10=302/89,2-11=303/89,5-8=364/91 NOTES- 1)Wind:ASCE 7-10;Vult=11Omph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=4.Bpsf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)1-3-0 to 4-3-0,Interior(1)4-3-0 to 10-2-4,Extedor(2)10-2-4 to 18-3-12 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)Gable requires continuous bottom chord bearing. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1,7,9,10,11,8. OG z o�wns� r4� 54074011% � �S`J'ONAL G May 14,2020 AL WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,111.7473 rev.1010312015 BEFORE USE. Design valid for use only with MiTek®connector.This design Is based only upon parameters shown,and is for an Individual building componont.not a truss system Before use,the building designer must witty the applicability of design parameters and property Incorporate this design into the overall building design.Bracing Indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' B always required for stability and to prevent collapse with possible personal Injury and property damage. For genemi guldance regarding the fabrication.storage,delivery,erection and bracing of tmssas and truss systems,see ANSbrPH Quality Cdfoda,DSBd9 and BCSI Building Component 250 Klug Circle Safely Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Carona,CA 92880 � I Job Truss Truss Type Qty Ply (Old B) K7746700 Bldg 2 V03 Valley 1 1 Job Reference(optional) Builders FirstSource(Arlington,WA), Arlington,WA-98223, 8.240 s Mar 9 2020 MTek Industries,Inc. Thu May 14 10:32:19 2020 Page 1 ID:eHD_geljCX3ySextiEFOMByaQtx-FylGhgZ1 pDDP1 WL_Ck_4_L3jO2TM9bPkgCyYSIzGcTw 9-10-4 15-1-8 9A0.4 5.3.4 Scale=1:24.8 4x4 = 3.00 12 3 12 2x4 11 2x4 2 4 3x4 I I 5 10 171 1 a • b d 3x6 9 8 7 8 2x4 II 2x4 II 2x4 II 3x4 II 15-1.8 15-1.8 LOADING (psf) SPACING- 2-0-0 CSL DEFL. in ([cc) Ildefl Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.28 Vert(LL) n/a n/a 999 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.14 Vert(CT) n/a n/a 999 TCDL 10.0 Rep Stress Iner YES WB 0.04 Horz(CT) -0.00 6 n/a n/a BCDL 10CLL .0 Code IBC2015/TPI2014 Matrix-S Weight:39lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 HF No.2 except end verticals. WEBS 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 cc bracing. OTHERS 2x4 HF No.2 REACTIONS. All bearings 15-0-6. (Ib)- Max Horz 1=28(LC 12) Max Uplift All uplift 100 lb or less atjoint(s)1,6,8,9.7 Max Grav All reactions 250 lb or less at joint(s)1,6 except 8=319(LC 1),9=472(LC 18),7=413(LC 19) FORCES. (Ib)-Max.CompdMax.Ten.-All forces 250(lb)or less except when shown. WEBS 2-9=36411105,4-7=341/102 NOTES- 1)Wind:ASCE 7-10;Vult=11Omph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=4.Bpsf;h=25ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)1-3-0 to 4-3-0,Interior(1)4-3-0 to 6-10-4,Exterior(2)6-10-4 to 14-11-12 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)Gable requires continuous bottom chord bearing. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1,6,8,9,7. OWNC'I WA:S Q 0 5 40741 sjONAL May 14,2020 AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.1010312015 BEFORE USE Design valid for use only with hliTek®conneclors.This design Is based only upon parameters shown,and is for an Individual building component,not attruss system.Before use,the buiding designer must verity the applmability of design parameters and property Incorporate this design into the overall budding design.Bracing Indicated Is to prevent buckling of Individual Was web and/or chord members only. Additional temporary and permanent Waclng MiTek• is always required for stability and to proverm collapse with possible personal Injury and property damage-For general guidance regarding the fabrication,storage,delivery,erection and bracing of busses and truss systems,see ANSVTPH Quality Criteria,OSB-09 and BCSt Building Component 250 Klug Circle Safety Information available from Truss Pule Inslllule,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Corona,CA 92880 I i I Job Truss Truss Type Qty Ply (Old B) K7746701 Bldg 2 VO4 Valley 1 1 _ Job Reference(options]) Builders FirstSource(Arlington,WA), Arlington,WA-98223, 8.240 s Mar 9 2020 MiTek Industries,Inc. Thu May 14 10:32:19 2020 Page 1 ID:eHD_geljCX3yScxtiEFOMByaQtx-FylGhgZ1pDDP1WL_Ck 4_L3hT2SvgbLkgCyYSIzG Tw 6-" 13-0.8 6.6.4 6.6.4 Scale=1:20.6 4x8 = 3.00 12 2 5 6 3 1 dd dd 3x6 4 3x6 zZ 2x4 I 0-1 0 13-0-8 0--0 12-11.6 LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (loc) I/defl Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.41 Vert(LL) n/a n/a 999 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.23 Vert(CT) n/a nlle 999 TCDL 10.0 Rep Stress Incr YES WB 0.05 Horz(CT) 0.00 3 n/a n/a BCL7L 10.0 Code IBC2015/TP12014 Matrix-S Weight:29 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid telling directly applied or 10-0-0 oc bracing. OTHERS 2x4 HF No.2 REACTIONS. (size) 1=12-10-8,3=12-10-8,4=12-10-8 Max Harz 1=-16(LC 13) Max Uplift 1=-26(LC 8),3=28(1-13 13),4=-22(LC 8) Max Grav 1=209(LC 18),3=209(LC 19),4=550(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. WEBS 2-4=-392/131 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=4.8psf;h=25ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)Gable requires continuous bottom chord bearing. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)"This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1,3,4. CO rO 54074 �0�, �C157'ErR� gssjoxALG May 14,2020 AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473 rev.10/03/2015 BEFORE USE. �� Design valid for use only with MITek®connectors.This design is based only upon parameters shown,and is for an individual buiidmg component.not a trues system,Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to provent buckling of Individual truss web and/or chord members only.Additional temporary and parmanera bracing M iTek" Is always required for stability and to prevent collapse with possible personal Mjury and property damage-For general guidance regarding the fabrication,storage,delivery,erection and bracing ottrussea and hiss systems,snit ANS11rPlf puaftfy Criteria,DSBd9 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,2670 Crain Highway,Sufte 203 Waldorf,MD 2D601 Corona,CA 92880 I I JDb Truss Truss Type Dty Ply (Old B) K7746702 Bldg 2 V05 Valley 1 1 Job Reference(optional) Builders FirstSource(Arlington,WA), Arlington,WA-98223, 8.240 s Mar 9 2020 MiTek Industries,Inc. Thu May 14 10:32:20 2020 Page 1 ID:eHD_gel jCX3yScxtlEFOMByaOtx-k8seuAafaXLGffwAmRVJXYcybRpBu21t3si59BzGcTv 3-24 64.8- 3.24 3.2.4 Scale=1:11.6 3x6 = 3.00 12 2 3 1 WZ rd d 3x4 3x4 6.3.8 8r4 8 6-3 8 01 Plate Offsets(X,Y)— 12:0.3-O,Edgel LOADING it SPACING- 2-0-0 CSI. DEFL. in (loc) /deft L/d PLATES GRIP TOLL 25.0 Plate Grip DOL 1.15 TC 0.06 Vert(LL) n/a n/a 999 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.17 Vert(CT) n/a n/a 999 TCDL 10.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 3 n/a n/a BCLL 0.0 Code IBC2015/TPI2014 Matrix-P Weight:12 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 HF No,2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 1=6-2-8,3=6-2-8 Max Horz 1=6(LC 12) Max Uplift 1=14(LC 8),3=14(LC 9) Max Grav 1=174(LC 1),3=174(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=284/125,2-3=284/125 BOT CHORD 1-3=110/262 NOTES- 1)Wind:ASCE 7-10;Vult=11Omph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=4.Bpsf;h=25ft;Cat.ll;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category ll;Exp B;Fully Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)Gable requires continuous bottom chord bearing. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)"This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1,3, O,a�ING was o 0 co �0. 54074 O SI�g SSIO 1W May 14,2020 A WARNING-verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111I1.7473 rev.1010312015 BEFORE USE. Design valid for use only with MrreM connector.This design Is based only upon parameters snown,and Is for an individual building component,not a truss system.Before use,the building designer mull venry the appllcablltty of design parameters and properly vicorporale this design into the overall building design.Bracing Intimated is to prevent bucMtng of Individual truss web and/or chord members only.Additional temporary and permanent txacing M iTe k Is always required for stability and to prevent collapse with possible personal Injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSk TPI1 Quality Cdteds,OSS-89 and BCS1 Building Component 250 Klug Circle Safelylnformatlon avallable from Truss Plate Institute,2670 Crain Highway,Sufte 203 Waldorf,MD 20601 Corona,CA 92880 Job Truss Truss Type Qty ply (Old B) K7746703 Bldg 2 V06 GABLE 1 1 Job Reference(optional) Builders FirstSourco(Arlington,WA), Arlington,WA-98223, 8.240 s Mar 9 2020 MiTek Industries,Inc. Thu May 14 10:3221 2020 Page 1 ID:eHD_geljCX3yScxtIEFOMByaQtx-CKQ06WbHLrT7HpVNK80Y3m87SrBcdV911 WReXdzGcTu 8.8-3 8-8-3 5 6 Scale=1:20 4 5 00 12 4 13 12 3 11 Li Li 2 0 - 1 v 0 10 9 6 7 3x4 I LOADING (psf) SPACING- 2-0-0 CSL DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1 15 TC 0.06 Vert(LL) n/a n/a 999 MT20 1851148 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.03 Vert(CT) n/a n/a 999 TCDL 10.0 Rep Stress Incr YES WB 003 Horz(CT) -0.00 6 n/a n/a BCCL t 0 0.0 Code IBC20151TPI2014 Matra-S Weight:28 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 HF No.2 except end verticals. WEBS 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 HF No.2 REACTIONS. All bearings 8-8-3. (lb)- Max Harz 1=97(LC 9) Max Uplift All uplift 100 lb or less at joint(s)6,7,8,9,10 Max Grav All reactions 250 Ib or less at joint(s)1,6,7,8,9,10 FORCES. (lb)-Max.Camp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=4.8psf;h=25ft;Cat.It;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)0-9-1 to 3-9-1,Interior(1)3-9-1 to B-8-3 zone;cantilever left and right exposed;and vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 3)Unbalanced snow loads have been considered forthis design. 4)All plates are 2x4 MT20 unless otherwise Indicated. 5)Gable requires continuous bottom chord bearing. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. B)Bearing at joint(s)6 considers parallel to grain value using ANSUTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)6,7,8,9,10. C,WNG Z�-1 o 0 °02 vO 54074 k� ��ssjONAL�G� May 14,2020 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111-7473 rev.10/03/2015 BEFORE USE. Design valld for use only with MITek®connectors.This design is based only upon parameters shown,and is for an individual building component,not - e truss system.Before use,the bullding designer must verity the appllcablllly of design paramemrs and property incorporate this oostgn Into Ire overall building design. Bracing indicated Is to prevent buckling of individual Wss web andlor chord memuom only Adoiuonal temporary and pemartant bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage.For general guidance regarding the fabrication,storage,dellvery,erection and bracing of trusses and truss systems,see ANS11TPlf Quality Criteria,DSB-89 and BCSI Building Component 250 Nug Circle Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Corona,CA 92880 �I Job Truss Truss Type City Ply [Old B) K7746704 Bldg 2 V07 Valley 1 1 ob Reference(options]) Builders FirstSource(Arlington,WA), Arlington,WA-98223, 8.240 is Mar 9 2020 MiTek Industries,Inc. Thu May 14 10:32:22 2020 Page 1 ID:eHD_geljCX3yScxtIEFOMByaQtx-gX PJsbw68bzuz4ZtsYnczhGUFWmMyJAW9BC34zGcTt 7-5-12 r 7-5-12 2x4 I Scale=1:19.2 3 4 5.00 12 8 7 2x4 I 2 1 v b d 6 5 3x4 i 2x4 II 14 II I LOADING (psi) SPACING- 2-0-0 CSL DEFL. in (loc) Ildefl Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.17 Vert(LL) n/a n/a 999 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.10 Vert(CT) file file 999 TCDL 10.0 Rep Stress Incr YES WB 0.03 Horz(CT) -0.00 4 nla nla BCDL 0.0 00 Code IBC2015rrP12014 Matrix-P Weight:21 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 HF No.2 except end verticals. WEBS 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 HF No.2 REACTIONS. All bearings 7-5-3. (lb)- Max Horz 1=82(LC 9) Max Uplift All uplift 100 lb or less at joint(s)5,6 except 4=242(LC 18) Max Grav All reactions 250 lb or less at joints)1,4 except 5=443(LC 18).6=355(LC 18) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 3-5=-414/93 WEBS 2-6=273/101 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=4.8psf;h=25ft;Cat.Il;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)0-9-1 to 3-5-12,Interior(1)3-5-12 to 7-5-12 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category ll;Exp B;Fully Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)Gable requires continuous bottom chord bearing. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)Bearing at joint(s)4 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify 1ij�P1G capacity of bearing surface. Q 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)5,6 except at=lb) P1AS O 4=242. �T O54074 %,SSlONALG May 14,2020 AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.1010312015 BEFORE USE. '- Design valid for use only with Mrrek®connectors.This design Is based only upon paramelers shown,and is for an Individual bullding component,not a truss system Before use,the building designer must vedly the appllcablllty of design parameters and properly Incorporate this design Into the overall building design.Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek, Is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANS11TPI1 quality Criteria,DSB.89 and BCSI Building Component 250 Klug Circle Safety Informadon available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Corona,CA 92880 '. I �� I I . I Job Truss Truss Type Qty Ply (Old B) K7746705 Bldg 2 V08 Valley 1 1 Job Reference(optional) Bultdas FirstSource(Arlington,WA), Arlington,WA-98223, 8.240 s Mar 9 2020 MTek Industries,Inc. Thu May 1410:32:23 2020 Page 1 ID:eHD_gel jCX3yScxtIEFOMByaQtx-BjYn WCcYtSjq W7flRZ309BEOyfpg5P2JIpwlbwzGcTs 6-3-6 6.3-6 Scale=1:16.4 2x4 2 3 5.00 12 B 5 0 1 1 LJ 4 3x4 - 2x4 I ) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.38 Vert(LL) n/a n/a 999 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.30 Vert(CT) n/a - file 999 TCDL 10.0 Rep Stress Incr YES WB 0.00 Hcrz(CT) -0.00 3 n/a n/a B�L� l 0.0 Code IBC2015TTP12014 Matnx-P Weight:18 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 HF No.2 except end verticals. WEBS 2x4 HF No.2 BOT CHORD Rigid calling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 1=6-2-12,3=6-2-12,4=6-2-12 Max Harz 1=67(LC 9) Max Uplift 1=-5(LC 12),3=740(LC 18),4=296(LC 12) Max Grav 1=201(LC 18),3=244(LC 12).4=1054(LC 18) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=293/119,2-0=1001/385 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=4.Bpsf;h=25ft;Cat,II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)0-9-1 to 3-9-1,Interior(1)3-9-1 to 6-3-6 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces 8.MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Fully Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)Gable requires continuous bottom chord bearing. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6).This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)Bearing at joint(s)3 considers parallel to grain value using ANSITTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1 except(jt=lb) 3=740,4=296. p.QNIONG Z4 ^N W,ts O O "d¢+ 54074 Ec`� O� GxsT � �'SSIONAL�yCy May 14,2020 AWARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.10/03/2015 BEFORE USE Design valid for use only with Mrrekdb connectors.This design Is based only upon parameters shown,and Is far an Individual building component,not a truss system Before use,the building dosigner must verity the applicability of design parameters and property incorporate this design Into the overall building design.Bracing indicated Is to prevent buckling of Individual Was web and/or chord members only Additionai temporary and pennon em txxing M iTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabricatIon,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTPIf Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Corona,CA 92880 n Job Truss Truss Type City Ply (Old B) K7746706 Bldg 2 V09 Valley 1 1 Job Reference(optional) Hailde,s rnstSourcv-(Arlington,WA), Arlington,WA-98223, 8.240 s Mar 9 2020 MTek Industries,Irro. Thu May 14 10:32:24 2020 Page 1 ID:eHD_ge1jCX3ySextIEFOMByaQtx-ev59kYdAamrh8HEy7HaFhOmbl3A4gsHT TgIByzGcTr &0-15 5415 Scale=1:13.9 2x4 I I 2 3 5.00 12 5 01 ll Y 6 d 4 3x4 2x4 I LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (loc) Ildefl Ltd PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.23 Vert(LL) n/a n/a 999 MT20 185/148 (Roof Snow=25 0) Lumber DOL 1.15 BC 0.17 Vert(CT) n/a n/a 999 TCDL 10.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 BC 0.0 Code IBC2015tTP12014 Matrix-P Weight:13 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-15 oc puffins, BOT CHORD 2x4 HF No.2 except end verticals. WEBS 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 1=5-0-6,3=5-0-6,4=5-0-6 Max Horz 1=52(LC 9) Max Uplift 1=3(LC 12),3=-428(LC 18),4=186(LC 12) Max Grav 1=154(LC 18).3=145(LC 12),4=668(LC 18) FORCES. (lb)-Max.Camp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 24=6271294 NOTES- 1)Wind:ASCE 7-10;Vuft=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=4.8psf;h=25ft;Cat.ll;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)0-9-1 to 3-9-1,Interior(1)3-9-1 to 5-0-15 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)Gable requires continuous bottom chord bearing. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)Bearing at Joint(s)3 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1 except Qt=lb) 3=428,4=186. Q G Z, w 0 0 O 54074 SSJON��yG May 14,2020 AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II.7473 rev.1010312015 BEFORE USE. Design valid for use only with Mrrek®connectors This design Is based only upon parameters shown,and Is for an Individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design.Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only.Addhional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabdea0on,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTPII quality Criteria,DSO-89 and BCS/Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,2670 Crain Highway,SuBe 203 Waldorf,MD 20601 Corona,CA 92880 1 I ob Truss Truss Type Qty Ply [Old B) KT746707 [ISldg 2 V10 Valley 1 1 ob Reference(optional) Builders FirsiSource(Arlington,WA), Arlington,WA-98223. 8.240 s Mar 9 2020 MiTek Industries,Inc, Thu May 1410:32:25 2020 Page 1 ID:eHD_geljCX3y5cxtIEFOMByaQtx-46fXxueoP3_YmRp8Z 5UEcJofSXkZJXcD7PsgPzGcTq 3.10.9 3-10.9 Scale=1:10.8 2 3 2x4 II 5.00 12 1- 1 d 4 3x4 2x4 I I LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.11 Vert(LL) n/a n/a 999 MT20 185/148 1.1 (Roof Snow=25 0) Lumber DOL 5 BC 0.08 Vert(CT) n/a n/a 999 TCDL 10.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCLL 0 0 Code IBC2015/TP12014 Matr,x-P Weight:10 lb FT=20% 6CbL 10.0 LUMBER- BRACING- TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 3-10-9 oc purlins, BOT CHORD 2x4 HF No.2 except end verticals. WEBS 2x4 HF No.2 BOT CHORD Rigid calling directly applied or 10-0-0 Oc bracing. REACTIONS. (size) 1=3-9-15,3=3-9-15,4=3-9-15 Max Horz 1=3B(LC 9) Max Uplift 1=2(LC 12),3=193(LC 1),4=98(LC 12) Max Grav 1=109(LC 18).3=67(LC 12),4=360(LC 18) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-4=-332/186 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=4.Bpsf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterlor(2)zone;cantilever,left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Fully Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)Gable requires continuous bottom chord bearing. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)'This truss has been designed for a live load of 20.Opsf on the bottom chard in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)Bearing at joint(s)3 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1,4 except(jt=lb) 3=193. GMIIdG z� F WAS O 54074� G73T5R ,� SSIGNALG May 14,2020 AINARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.1010312015 BEFORE USE. Design valid for use only with MITek®connectors.This design is based only upon parameters shown,and Is for an Individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design.Bracing Indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSVTPII Quality Criteria,DSB-89 and SCSI Building Component 250 Klug Circle Safetylnformatlon available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Corona,CA 92880 .- ._ I I rob-_ Truss Truss Type Qty PlyTJob K7746708 g 2 V11 Valley 1 rence o tional Builders FirstSource(Arlington,WA), Arlington,WA-98223, 8.240 s Mar 9 2020 MiTek Industries,Inc. Thu May 1410:32:25 2020 Page 1 ID:eHD_geljCX3yScxtIEFOMByaQtx-46fXxUBDP3 YmRp8Z 5UEcJpmSYbZJXcD7PsgPzGcTq 2.8.3 f 2-8-3 Scale=1:8 4 2 3 5.00 12 2x4 I I 1 6 4 3x4 2x4 I LOADING (psf) SPACING- 2-0-0 CSL DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.04 Vert(LL) n/a n/a 999 MT20 105/146 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.02 Vert(CT) n/a rile 999 TCDL 10.0 Rep Stress Incr YES WS 0.00 Horz(CT) -0.00 3 n/a n/a BCLL 0.0 Code IBC2015/TPI2014 Matrix-P Weight:6 lb FT=20% BCOL 10.0 LUMBER- BRACING- TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 2-8-3 oc purlins, BOT CHORD 2x4 HF No.2 except end verticals. WEBS 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 1=2-7-9,3=2-7-9,4=2-7-9 Max Horz 1=23(LC 9) Max Uplift 1=1(LC 12).3=-51(LC 1),4=38(LC 12) Max Grav 1=65(LC 1),3=18(LC 12),4=154(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=4.8psf;h=25ft;Cat,ll;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category It;Exp B;Fully Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)Gable requires continuous bottom chord bearing. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)Bearing at joint(s)3 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at Joint(s)1,3,4. `0 °�w ° 0 54074 �ss910 At May 14,2020 ,A WARNING-ver/fy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE aaaaaa Design valid for use only with Mrrek®connectors.This design Is based only upon parameters shown,and Is for an individual building component,not e a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design.Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek• Is always required for stability and to prevent collapse with possible personal Injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTP11 Duallty Criteria,DSB419 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,2670 Crain Highway,Sulte 203 Waldorf,MD 20601 Corona,CA 92880 _l mp D — c)co z ch o a m " Cl) et - y z D X m ' m O r x w d I I O O0C:g. m 6 m mO _ v � o � gga mo' �CL a � a y O n� g� = o- n 0 L -� O a4DG�n�o oodom 9 � mca 3o �of � ('D °1 o (p -I mgTr m_ mDpon Z o m ash w Q».v y o m m w a c Dwi 5 uSi CL D' - av 3 N D (D N N O O _ (D O_:r (p (D y A ry Z anm w wvw CD aN o (� (o �' 3 .w.d qr 3 o ox c� w �, m 0 A �.O� O N S S N O p w �� D S cA y O. N O� L Q i N 'G Q• 20 om oCD00c, (D � (Dw cr � �'0 2 ;o o �oc� v O y m Cal,) � m o_ C v �cc d m g = � F Ho y °_�• 3 (fin 0 0(MD M N'ID l j O n.a Z O_a La. O y 0 O: p y a 0 n j m 0 a. o 3 0 3 r. cr .��. z w O� 7•n o N(a w 0 3 0 0 N 0 7 N 5�C,o' D E no c)o c N D� N R �•ID o CD c y c w m o �w �• o _ o m CD _ O � w n D7 O' p'7 N O a fD G w (D Dnj (D (n O fpCD c 2� 9r0.2m om o �7 N �' (o oCD y Z ? c a cs -a w �' m CD 7 w N N y K w m (D (D (n r- •+ _ m c c mm v zc �a�- x c cn n c x x A o TOP CHORD :3Qo r w ti m� n 0 �+O mOz °° c(a CD CD C �y TOE (D (D ID fD N ID X 0 _y 1 a n a W N fA N cn r 2 mm Q lD� N K3 y O mm mZ m � N 00 4 Cl) N (O' CDRI XW c m Cr 7 myN (D0. m- tir ° N y �■ p n� ro o �cmn M m D� C5 0 3 �. S N CD fD (D OS T X O O 4 C fTl (n N CD wID MA v co Q v17 oZ a] P r G>m O c D m �N �R c 0 Pir Imp (D a (o vi i.i w S O N (n N L m j (Aco Q C C 0 S N z(D a Z m N \/Ml j '-�. G L m w W mCD QS O Do m T. rl) �' D z � 0 7] < z (D =O y c cAO moN N N W� UIA N o_ — o m TOP CHORD O N O t0 Ol �I W OI A CJ N +O f0 Ol V Of OI A 4I N O J mEr CLm o�5. �.<.`�' yg gip ° �vl Qg� o;� 3� m cow m° ° � m�'m c ��o (vim �da2a tU O ID a O 00 N O 4.r� 3i O' y Q O 3 N -m �r0 0 Q t0 5. fit" L�. N w Q C �m 3c °' sm3'$ o m� CR 3 t°.d7 ny� a� �y � S� oy '<_ 0 7aa m �� m 3m Co ID > > � (D y m f0 m m O. O, O d � C SD REF N �k d m y .y.. 3 W N y C .0 O 4. O m O O O;y m y Dl m S y Dt m O' O y N N rt 1 0 0 3 �� v � °w N 3 �a a N a.�d m� x m 3 c - 3 - ° m`!R `,_� o t� y�• w O m N m y m Q ° o m 01 0 g T H y m o o m H m 3 a o a^N m n n o m O X a 1l m> a m m m �m y �i9 0. am �.o n m•c o.� m fdnm o mo`o ° Q3L�.3 c_; O CD nm 30 o61 Dmi a ro_ c `a� � m yc 3m mm � wo coo � � �cm m °'`', � �,n fD��oT O.`� C =F o.� m� (D0a CD m o. > >� 0� o0 3 � am a ma � m a< � Q 3v ^ cu0, �0 Cr a' v Oc mS mn my m'°� c 3 m �m m y d; a _. mcc �. y o•�d mm 2 f00 amp n w� O ` /� c mn 0m3 o m m �, �> ° � ro°� m� c3 n, � o2 N _.y a _ m �V d m 50, om m c F n ?a mm A � my 3m' ` Zm0 m ° a D d � fDcc� a) O n S �� m m ° o• o o. °0 2 m o�� moo• CAS fo - m ro n a lug me n d a ° N 4. c >• cc°e Oa ct° D3'm Zc E 3' o'� o•r° 'mQ yN 7 a `c T t0 O K 9 N 7 C Gi y •0 m m Cln O cn,: '�Di d .y. L` N `t m y `. /••) N .yn N O .0.. H >> 3 ° O m > N Q m m yEr o C•< m cc xm o.n m T �m � �m an g o d �Q n @ ° n nc o D m 5� v Dm al nm C Ey DI O O m C O� N y N N m C y C O m n N m m m (D /� 3 o m o m m o. y pp n 3 I d m H(D m A m`p �M ° m y d N 7. =O �. lu O. m N(gyp m Q N G df° ID p D7 f Q m tJ rp= y O m m 0 fn O g(D n n. o S 3 H _ m lCD G 0 r� N - �. - �, � � A_ � _ � N • y 11 �� v • , I 1 'ti (tom _�'• � � �;.: Iu YYY"' f - , • R t O Mow Irv" --u•. - ° R J„. -_'��- .�• �� ll. �!t' -T--,�v��ae r�,A:.rlfl�l��'�$y. -.� 1.t�_ _ IM - First Source for Value, Quality, Service i �. i •� '�._ _ � � y� �. ,�. !`yr' •ti vti i-,; .: ,�. .::� �. 0 Ai- 9 :M, � Thank YOU for choosing Builders FirstSource(BFS) as your truss and components supplier.These components have been designed for your specific project requirements and job location. Reading and understanding all information included in this package prior to installation is important to help insure a successful and safe project. Contact your BFS representative if you have further questions or if you need further information. Notes: 1.The sole responsibility of BFS is to design and supply individual trusses and components to the dimensions and design criteria provided to BFS by the customer.The design of the remaining portions of the building is the responsibility of the building designer, engineer of record,or the customer/contractor in the absence of a design professional. 2.The design and specification of the permanent and temporary bracing is the responsibility of the building designer per TPI-1 as referenced in the building code.The bracing documents we provide are the general minimum standards and should be verified or adapted by others as necessary for the specific project. 3.All wood component products supplied by BFS shall be used in dry service applications (Moisture Content<19%) unless noted otherwise. 4.The plies of multi-ply trusses are to be attached together by the installer per the fastener schedule on the specific truss drawing. 5.The building designer, engineer of record,or customer shall resolve any issues or connections between trusses and other structural members not provided or specified by BFS when needed. 6.Truss placement plans and truss drawings are the property of BFS and may not be used or reproduced without the written approval of BFS. Products remain property of BFS until paid in full. 7. Install trusses per the BFS placement plan, industry standards,and code requirements. Install recommended floor truss strongbacks at 10'o.c. Do not install trusses upside down.Avoid conflicts with plumbing&other trades. 8.Truss drawings indicate standard loads and added loads in the load cases section. Do not apply structural loads to any truss if that load is not shown on the truss drawing.Verify stick framed roof loads transfer where allowed & designed for. Erection and Bracing: The customer accepts full responsibility for the handling,storage, erection, installation, and bracing of these components and shall supervise any subcontractor or other party that is carrying out this work.We have included industry standard erection,temporary bracing, and fall protection information as a minimum guideline.However, D1 BFS.docx 2017-01-02 BFS is not responsible for ensuring that these minimum guidelines are enforced and that they are applicable to the project. Please note that short members,such as 22-1/2" 2x4's, connecting 2 trusses do not count as bracing. Stability: Until the building is completely built and sheathed in accordance with the project plans by the building designer/ engineer of record and meets code and local requirements, it may be unstable and present a safety hazard unless properly braced.The builder/framer shall build and properly brace the structure by floor-do not build additional stories of construction on a poorly braced structure below. Instability may increase with building dimensions- particularly height. Winds: Buildings under construction may be vulnerable to high winds.The builder and framer shall consider all weather conditions including the potential for winds when deciding to set trusses. If high winds are expected,truss erection should be postponed or a consulting engineer should specify additional temporary bracing required to meet the possible conditions. Issues: If you encounter any jobsite installation issues that appear to involve the modification of the truss or component, please contact your BFS representative immediately.The representative will determine the nature of the issue and help facilitate its remedy. Do not make alterations or repairs prior to receiving repair details or instructions from BFS. If the issue is manufacturing related,BFS reserves the right to repair or replace the component in question. If the component in question is not structurally stable, install additional shoring to insure project safety. Charge Backs: Charge backs will not be accepted unless agreed upon by an authorized BFS representative prior to the repair or modification in question. It is the responsibility of the contractor to inform BFS of any error, problem,or defect prior to or during setting of the components. In the event of a charge back, an authorization number will be given by BFS for an agreed upon specific amount to resolve the issue.This authorization number must accompany any charge back to BFS to be valid. D1 BFs.docx 2017-01-02 1 � Failure to follow installation information instructions may endanger personal safety and or property. Changes or modifications to placements and or trusses must have prior authorization from Builders FirstSource(BFS). It is the responsibility of the installer to contact a BFS representative prior to modification. Charge backs due to unauthorized modifications will not be accepted. Refer to truss drawings and placement plan for proper installation. ADVERTANCIA Si no se siguen las instrucciones de instalaci6n de la informaci6n puede poner en peligro la seguridad y la o propiedad personal. Los cambios o modificaciones a las colocaciones y cerchas o deben tener una autorizaci6n previa de Builders FirstSource ( BFS) . Es la responsabilidad del instalador ponerse en contacto con un representante BFS antes de la modificaci6n. Carga retrocede debido a modificaciones no autorizadas no seran aceptadas.Consulte el braguero dibujos y plan de colocaci6n para su correcta instalaci6n. D1 BFS.docx 2017-01-02 ., is gar HIS. %W TO mom NOME or MEMO EILEEN 1 • MiTek RE: Bldg D & E MiTek USA, Inc. (Old F&G) 250 Klug Circle Corona,CA 92880 Site Information: 951-245-9525 Customer: Project Name: Bldg D & E Lot/Block: Model: Address: Subdivision: City: State: General Truss Engineering Criteria& Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: IBC2015/TP12014 Design Program: MiTek 20/20 8.2 Wind Code: ASCE 7-10 Wind Speed: 110 mph Roof Load: 45.0 psf Floor Load: N/A psf This package includes 22 individual,dated Truss Design Drawings and 0 Additional Drawings. No. Seal# Truss Name Date No Seal# Truss Name Date 1 K7746801 3BP1 6/30/2020 21 K7746821 C01 6/30/2020 2 K7746802 3BP2 6/30/2020 22 K7746822 CO2 6/30/2020 3 K7746803 3BP3 6/30/2020 4 K7746804 313P4 6/30/2020 5 K7746805 3BP5 6/30/2020 6 K7746806 3BP6 6/30/2020 7 K7746807 3BP7 6/30/2020 8 K7746808 A01 6/30/2020 9 K7746809 A02 6/30/2020 10 K7746810 A02A 6/30/2020 11 K7746811 A03 6/30/2020 12 K7746812 A04 6/30/2020 13 K7746813 B01 6/30/2020 14 K7746814 B02 6/30/2020 15 K7746815 B02A 6/30/2020 16 K7746816 B03 6/30/2020 17 K7746817 B04D 6/30/2020 18 K7746818 B04DS 6/30/2020 19 K7746819 B05 6/30/2020 20 K7746820 B05A 6/30/2020 The truss drawing(s)referenced above have been prepared by MiTek USA,Inc under my direct supervision based on the parameters provided by Builders FirstSource(Arlington,WA). oNJ NG 2 Truss Design Engineer's Name: Zhao,Xiaoming - ��y O My license renewal date for the state of Washington is September 28,2021. Qo _ pT 0 ti IMPORTANT NOTE:The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s)identified and that the designs comply with ANSI/rPI 1. These designs are based upon parameters a shown(e.g.,loads,supports,dimensions,shapes and design codes),which were �O given to MiTek. Any project specific information included is for MiTek customers file reference purpose only,and was not taken into account in the preparation of pNALG these designs. MiTek has not independently verified the applicability of the design parameters or the designs for any particular building. Before use,the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSI/TPI 1,Chapter 2. June 30,2020 1 of 1 Zhao,Xiaoming Job Truss FBLOIIING TyOty Ply (Old F&G) K7746801 Bldg D&E 3BP1 47 1 Job Reference(optional) Builders FirstSource(Arlington,WA), Arlington,WA-98223, 8.240 s Mar 9 2020 MITek Industries,Inc. Thu May 1410:40:44 2020 Pape 1 ID:eH D_geljCX3yScxtIEFOMByaOtx-VPkMfBAhwynTHgfg8XpUH5U59csR_?13yGnm izzGCM 1 1-10-6 1-10-6 4x4 = Scale=1:9.7 1 2 3 2x4 11 u u u 4x4 = 5 4 2x4 II 1-104 ` LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.01 Vert(LL) -0.00 5 >999 360 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.02 Vert(CT) -0.00 5 >999 240 TCDL 10.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 3 n/a n/a BCLL 0.0 Code IBC2015rTP12014 Malnx-P Wind(LL) 0.00 5 — 240 Weight:9 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 DF No.2 TOP CHORD Structural wood sheathing directly applied or 1-10-6 oc purlins, BOT CHORD 2x4 HF No 2 except end verticals. WEBS 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 1-10-6. (lb)- Max Horz 5=-26(LC 6) Max Uplift All uplift 100 lb or less at joints)5,3,4 Max Grav All reactions 250 lb or less at joint(s)5,3,4,4 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=4.Bpsf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Provide mechanical connection(by others)Of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)5,3,4. °N"N° Z o�,wns o �Q 5074 ASSjQ3VALG May 14,2020 AWARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.1010312015 BEFORE USE. Design valid far use any with Mrrek6 connectors.This design is based only upon parameters shown,and Is for an indlvtdual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and propedy Incorporate this design Into the overall building design.Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing M iTek• is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSMI1 Qualify Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Corona,CA 92880 Job Truss Type City Ply (Old F&G) K7746802 Bldg D&E 3BP2 [russ LOCKING $ 1 Job Referance�(oEtionali Builders FlrstSource(Arlington,WA), Arlington,WA-98223, 8.240 s Mar 9 2020 MITek Industries,Inc Thu May 14 10A0:45 2020 Page 1 ID:eHD_geljCX3yScxtIEFOMByaQtx-zblksTB KhFvKvpEsiFlggIOFvOCgj SGCBwXJEQzGGMO 14" 1-1A�8 4x4 = Scale=1:11.0 1 2 3 2x4 11 i 4x4 = 5 4 1.10.8 14066 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl IJd PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.01 Vert(LL) -0.00 5 >999 360 MT20 1851148 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.02 Vert(CT) -0.00 5 >999 240 TCDL 100 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 3 n/a n/a BCLL 0.0 Code IBC2015lrP12014 Matrix-P Wind(LL) 0.00 5 -- 240 Weight:10 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 OF No.2 TOP CHORD Structural wood sheathing directly applied or 1-10-6 oc purlins, BOT CHORD 2x4 HF No.2 except end verticals. WEBS 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 1-10-6. (lb)- Max Horz 5=-32(LC 6) Max Uplift All uplift 100 lb or less at joints)5,3,4 Max Grav All reactions 250 lb or less at joints)5,3,4,4 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown NOTES- 1)Wind:ASCE 7-10:Vult=110mph(3-second gust)Vasd=87mph;TCDL=2psf;BCDL=4.8psf;h=25ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Extedor(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Fully Exp,;Ct=1.10 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will Tit between the bottom chord and any other members. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)5,3,4. p1VNG f'WAS�o P GTp, r 54074 �s`SjQNALG May 14,2020 A WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with Mrrek®connectors.This design is based only upon parameters shown,and is for an Individual building component,not a truss system.Belo use,the building assigner must verify the applicability of design parameters and property incorporate this design Into the overall bulidrng design.gracing Indkated is to prevent buckling M Individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek� Is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabricalon,storage,delivery,erection and bracing of trusses and truss systems,see ANS11TPIf QuaW Criteria,DS19-89 and BCSI Building Component 250 Klug Circle Safety InPormetlon available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Corona,CA 92BB0 v � ob Truss Truss Type �ty Ply (Old F 8 G) K7746803 D8E 3BP3 BLOCKING 1 Job Reference(optional) BuBders FrstSoume(Arlington,WA), Arlington,WA-9B223, 8.240 s Mar 9 2020 MiTek Industries,Inc Thu May 1410:40:46 2020 Page 1 ID:eHD_geljCX3yScxtIEFOMByaQtx-Rns74pCySZ1 BWzp2GyryMWZQkQYOSvZMQaGtmszGcM? 34 Y3-4 2x4 Scale=1:11.0 1 2 3 2x4 If u u ,Ili 2x4 11 5 4 1314 7wa I I 1314 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.01 Vert(LL) -0 00 5 >999 360 MT20 1851148 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.01 Vert(CT) -0.00 5 >999 240 TCDL 10.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0-00 3 n/a n/a BCLL 0.0 Code IBC2015/TPI2014 Matrix-R Wind(LL) -0.00 5 >999 240 Weight:6 lb FT=20% _BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 DF No.2 TOP CHORD Structural wood sheathing directly applied or 1-3-14 oc purlins, BOT CHORD 2x4 HF No 2 except end verticals. WEBS 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 1-3-14. (lb)- Max Harz 5=-32(LC 6) Max Uplift All uplift 100 lb or less at joints)5,3,4 Max Grav All reactions 250 lb or less at joint(s)5,3,4,4 FORCES. (lb)-Max.Comp./Max Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-10:Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=4.Bpsf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces 8 MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Fully Exp;Ct=1.10 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members- 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)5,3,4. 019NG z� Q p r 'Poo SsIONALG May 14,2020 ,&WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIP7473 rev.f0/03/2015 BEFORE USE ' Design valid for use only with Mrrek®connectors.This design Is based only upon parameters shown,and Is for an Individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design Bracing Indicated Is to prevent buckling of Individual Was web and/or chord members only.Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing oftrusses and truss systems,see ANSUTPII quality Criteria,DSB-89 and BCS1 Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Corona,CA 92880 Job Truss Truss Type Qty Ply ) K7746804 Bldg D&E 3B14 BLOCKING 8 Jr------- Job R o 6onal Builders FrstSource(Arlington,WA), Arlington,WA-98723, 8,240 s Mar 9 2020 MiTek Industries,Inc. Thu May 14 10:40:48 2020 Page 1 ID:eHC_ge1jCX3yScxtiEFOMByaOtx-OAztWOCIAHvmHzRNNuORxemADDMwp2ltulzglzGcLz 1-10-6 1-10-6 4x4 = Stale=1:8.4 1 2 3 2x4 11 4x4 5 4 1-108 214 11 1-10.6 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Jdefl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1,15 TC 0.01 Vert(LL) -0.00 5 1-999 360 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.02 Vert(CT) -0.00 5 >999 240 TCDL 10.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 3 n/a n/a BCLL BCDL 10 0 Code IBC2015/TPI2014 Matrix-P Wind(ILL) 0.00 5 — 240 Weight:8 lb FT=20% LUMBER- BRACING- TOP CHORD 2x6 DF No.2 TOP CHORD Structural wood sheathing directly applied or 1-10-6 oc purlins, BOT CHORD 2x4 HF No.2 except end verticals. WEBS 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 1-10-6. (Ib)- Max Horz 5=-19(LC 6) Max Uplift All uplift 100 lb or less at joint(s)5,3,4 Max Grav All reactions 250 lb or less at joint(s)5,3,4,4 FORCES. (lb)-Max.Camp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-10;VuK=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=4 8psf;h=25ft;Cat.ll;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Comer(3)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1 60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category ll;Exp B;Fully Exp.;Ct=1.10 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)'This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)5,3,4. ONUNG ZA_ YO co O� 54074� <y`� ss�ONALG May 14,2020 AL WARNING-Verify design paramelers and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II-7473 rev.1010312015 BEFORE USE. Design valid for use only with MrrekG connectors.This design is based only upon parameters shown,and Is for an Individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall bulltling design.Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only Additional temporary and permanent bracing MiTek, Is always required for stability and to preveml collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANS11TP11 Duallly Criteria,DSBA9 and SCSI Sullding Component 250 Klug Circle Safety Information avallable from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Corona,CA 92880 Job Truss Truss Type Qty Ply (Old F&G) K7746BO5 Bldg D&E 3BP5 BLOCKING 1 1 _ Job Reference(optional) Builders FirstSource(Arlington,WA), Arlington,WA-98223, 8.240 s Mar 9 2020 MITek Industries,Inc Thu May 14 10:4048 2020 Page 1 ID:eHD_geljCX3yScxtIEFOMByaQtx-OAztW DCzAHvmHzRNNuQRxemHD DZwp3ftulzglzGcLz 1-48 1-48 2x4 I Scale=1:e.4 1 2 3 Z�4 11 1= 2x4 11 5 4 t 16 2b if 1-4.6 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0 01 Vert(LL) -0.00 5 >999 360 MT20 1851148 (Roof Snow=25.0) Lumber DOL 1.15 BC 001 Vert(CT) -0.00 5 >999 240 TCDL 10.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0 00 4 n/a n/a BCLL 0.0 Code IBC2015ITP12014 Matnx-R Wind(LL) -0.00 5 >999 240 Weight:5 lb FT=20 BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 DF No.2 TOP CHORD Structural wood sheathing directly applied or 1-4-6 oc purlins, BOT CHORD 2x4 HF No.2 except end verticals. WEBS 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 5=1-3-14,4=0-3-8,4=0-3-8 Max Horz 5=19(LC 9) Max Uplift 5=-12(LC 6),4=-17(LC 7) Max Grav 5=40(LC 1),4=64(LC 1),4=64(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=4 8psf;h=25ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Comer(3)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Fully Exp.;Ct=1.10 3)Provide adequate drainage to prevent water ponding 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)5,4. OVONG ZI "N was O 0 "0¢+ 54074 `r OA crs I�R� ASSIONALG May 14,2020 AWARNING.Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II.7473 rev.1010312015 BEFORE USE. Design valid for use only with MTek0 connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and propady Incorporate this design Into the overall Wilding design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing WOW is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTPII Quality Criteria,DSSA9 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Corona,CA 92880 Job Truss Truss Type Qty Ply (Old F&G) K7746B06 Bldg D&E 3BP6 BLOCKING 6 1 Job Reference(optional) Builders FirstSource(Arlington,WA), Arlington,WA-98223, 8.240 s Mar 9 2020 MiTek Industries,Inc. Thu May 1410:40:49 2020 Page 1 ID:eHD_geljCX3yScxtIEFOMByaQtx-sMXFirEgkUPINRYdx5Pf 8BvsdZZfE1o6YVXMBzGcLy 1-10-6 4x4 = Scale=1:2e 9 1 2 3 7-1 5 4 21 II 1-tiX6= LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 250 Plate Grip DOL 1.15 TC 0.15 Vert(LL) -0.00 5 >999 360 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.02 Vert(CT) -0.00 5 >999 240 TCDL 10.0 Rep Stress Incr YES WB 0.08 Horz(CT) 0.01 3 n/a n/a BCDL 10.0 Code IBC20151TPI2014 Matrix-P Wind(LL) O.DO 5 "" 240 Weight:21 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x6 DF No.2 TOP CHORD Structural wood sheathing directly applied or 1-10-6 oc purlins, BOT CHORD 2x4 HF No.2 except end verticals. WEBS 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 1-10-6 (lb)- Max Horz 5=-122(LC 6) Max Uplift All uplift 100 lb or less at joints)3 except 5=197(1-C 6).4=178(LC 7) Max Grav All reactions 250 lb or less at joint(s)5,3,4,4 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-10;VuR=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=4.Bpsf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads. 5)'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0.0 wide will fit between the bottom chord and any other members. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)3 except at--lb) 5=197,4=178. '0 � O �0 02 rO�p 54074 sq� °•�,�crsT�R�° sSIONALEG May 14,2020 WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII•T4T3 rev.10/03/2015 BEFORE USE Design valid for use only with MiTek®connectors.This design Is based only upon parameters shown,and is for an individual building component,not ' a truss system.Before use,the building designer must verily the applicability of design parameters and properly incorporate this design Into the overall bullding design.Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek, Is always required for stability and to prevent collapse with possible personal injury and property damage, For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSVIPII Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plale Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Corona,CA Mao Job T uss Truss Type Qty Ply QOld F&G) K7746807 Bldg D&E 36P7 BLOCKING 1 1 Job Reference footionall Builders FirslSource(Arlington,WA), Arlington,WA-98223, 8.240 a Mar 9 2020 MTek Industries,Inca Thu May 14 10:40:50 2020 Page 1 ID:eHD_geljCX3yScxtIEFOMByaQtx-KZ5dwBFSVoYc7b7pVowuXMk4clvuOhlyLCE4udzGcLx 14-6 1-" 04 = Scale=1:29.0 1 2 3 171 J Li r_J 5 4 4 111.q.g 1 4.8 LOADING (psf) SPACING- 2-0-0 CSI. -DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 25.0 3x4 — ) Plate Grip DOL 1.15 TC 0.14 Vert(LL) -0.00 5 >999 360 MT20 1851148 (Roof Snow=25.0 TCDL 10 Lumber DOL 1.15 BC 0.01 Vert(CT) -0.00 5 >999 240 BCLL 0,0 Rep Stress Incr YES WB 0.12 Horz(CT) -0.00 4 n/a n/a P('P L 10.0 Code IBC2015/TPI2014 Matrix-P Wind(LL) 0.00 5 240 Weight:20lb FT=20% LUMBER- BRACING- TOP CHORD 2x6 DF No 2 TOP CHORD Structural wood sheathing directly applied or 1-4-6 oc purlins, BOT CHORD 2x4 HF No.2 except end verticals. WEBS 2x4 HF ND.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 5=1-3-14,4=1-3-14,4=1-3-14 Max Horz 5=-122(LC 6) Max Uplift 5=288(1-C 6),4=290(LC 7) Max Grav 5=293(LC 9),4=295(LC 8),4=62(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown TOP CHORD 1-5=283/293 WEBS 1-4=-290/289 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=4.Bpsf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fd between the bottom chord and any other members. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) 5=288,4=290. OVJNG Z F WASA,, O y 0 54074� � .,t� GIS'1'6R �SSjONAL�G May 14,2020 AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.1010312015 BEFORE USE. ' Design valid for use only with Mrrek®connectors.This design Is based only upon parameters shown,and is for an individual building component not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek• Is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSYTPII Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20501 Corona,CA 92880 Job Truss Truss Type Qty Ply (Old F&G) Ic774seoe Bldg D&E A01 GABLE 2 1 Job Reference(optional) Builders FirstSource(Arlington,WA), Arlington,WA-98223, 8.240 s Mar 9 2020 MTek Industries,Inc. Thu May 1410:40:53 2020 Page 1 ID:eHD_geljCX3yScxtIEFOMByaQtx-k7nmYCHLojwBs2rOAwTbB_MZ1 Ewl bl 001 ATkVyzGcLu 1-6-0 5-8-12 25-2-0 44-7-4 50-4-0 51-10-9 �1�r0 5-8-12 19-54 19-5-4 5-B-12 4-B-0' Scale=1:85 7 3.00 12 5x8 = 15 15 17 18 13 B6 14 87 19 3x8 12 20 21 3x8 8 9 10 11 22 23 4 5 8 7 24 25 26 27 4xB % 365 28 29 4xB i 2 6 5 B 30 31 ------------ � I 58 57 56 55 54 53 52 51 49 48 47 46 45 44 43 42 41 39 38 37 36 35 34 33 32 axe II 4x4 = 50 40 4x4 = axe II 4xB = 4x8 = - 5 8 .i 25.2.0 44-7-4 5D 4-0 195.4 19-SA 5.8-12 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1,15 TC 0.26 Vert(LL) -0.00 56-57 >999 360 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1.15 BC 0,11 Vert(CT) -0,01 56-57 >999 240 TCDL 10.0 Rep Stress Incr YES WB 0.19 Horz(CT) am 32 n/a n/a BCLL 0 0 Code IBC2015ITPI2014 Matrix-AS Win 0.00 57 >999 240 Weight:305 Ito FT=20% i3CCL 10. d(LL)0 LUMBER- BRACING- TOP CHORD 2x4 HF No.2'Except* TOP CHORD Structural wood sheathing directly applied, except end verticals. 1-9,23-31:2x4 DF 180OF 1.6E BOT CHORD Rigid ceiling directly applied, BOT CHORD 2x6 DF No.2 JOINTS 1 Brace at Jt(s):60,63 WEBS 2x4 HF No.2*Except* 2-58,30-32:2x8 DF SS OTHERS 2x4 HF No.2 REACTIONS. All bearings 44-10-0 except(jt=length)58=0-5-8,56=0-5-8,56=0-5-8. (lb)- Max Horz 58=56(1_13 13) Max Uplift All uplift 100 lb or less at joint(s)5B,34,56,32,46,47,48,49,51, 52,53,54,55,44,43,42,41,39,38.37,36,35,33 Max Grav All reactions 250 lb or less atjoint(s)45,47,48,51,52,53,54,55, 43,42,39,38,37,36,35,33 except 58=362(LC 19),34=353(LC 1), 56=393(LC 1),56=393(LC 1),32=297(LC 18),46=261(LC 19),49=253(LC 19), 44=261(LC 20),41=253(LC 20) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-58=-251/106 NOTES- 1)Wind:ASCE 7-10;VuK=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=4.8psf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Comer(3)-1-6-0 to 3-6-6,Exterior(2)3-6-6 to 20-1-10,Comer(3)20-1-10 to 30-2-6, Extedor(2)30-2-6 to 46-9-10,Comer(3)46-9-10 to 51-10-0 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10O G 4)Unbalanced snow loads have been considered for this design 5)This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 6)All plates are 2x4 MT20 unless otherwise indicated. O 7)Gable studs spaced at 2-0-0 oc. 8)This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads. 9)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide }� will fit between the bottom chord and any other members. 5407 Ki 10) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint 4s)58,34,56,32, �0 GIST 4 46,47,48,49,51,52,53,54,55,44,43,42,41,39,30,37,36,35,33. 11)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and 1/2"gypsum A`sSjONAL sheetrock be applied directly to the bottom chord. May 14,2020 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.1010312015 BEFORE USE. Design valid for use only with Mrrek9 connectors-This design Is based only upon parameters shown,and Is for an individual building component,not • a truss system,Before use,the building designer must verify the applicability of design parameters and property incorporate this design Into the overall building design.Bracing Indicated is to prevent buckling of Individual truss web andlor chord members only.Additional temporary and permanent bracing MiTek- Is always required for stability and to prevent collapse with possible personal Injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSVTPIf Qualify Criteria,DSB-89 and SCSI Building Component 250 Klug Circle Safety Infonnallon available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Corona,CA 92880 r Job Truss Truss Type City Ply (Old F&G) K7746B09 Bldg D&E A02 Common 8 1 Job Reference(optional) Builders FirstSource(Arlington,WA), ArHnpton,WA-W223, 8.240 s Mar 9 2020 M(Tek Industries,Inc.Thu May 14 10:40:54 2020 Page 1 ID:eHD geljCX3yScxtIEFOMByaQtx-CKL81YIzZ022UCQbke?ghBubWe6pKKzXFgC11CzGcLt 1 6_0 5 8.12 12 9.14 1811-7 25 2-0 31 4.9 37$3 447 4 50 4-0 510�-1 -6A 5-8-12 7-1.2 6-1.70 6-2-9 62.9 &1-10 7-1-2 54-12 Scale=1:85.7 3.00 12 5x8 = 3x6 7 3x6 � 3X8 6 27 28 8 3x8 3xB r� 3x8 28 29 Zz 4 5 9 10 6x10 6x10 3 5x12 � 11 25 30 5x12 ZZ 1 2 12 13 IF 24 23 22 21 20 19 18 17 18 15 14 4x8 6x10 = 4x12 = 6x10 = 4x4 = 4x8 = 4x4 = 6x10 = 4x12 = 6x10 = 4x8 5-8-12 12.9-14 1 1&11-7 25.2-0 31-0-9 37E-3 44-7.4 i 50.4-0 5 7-1-2 f31-10 &2.9 F 6.2-9 &1-10 l— 7-11-2 54112 Plate Offsets(X,Y)— 114:0.4-4,0.0.101,115:0-3.8,0.3.01,116:0.3-8,a2-01 122:0-3.8,0.2-01 t23:0-3.8,0-3-01 (24:0-4-a a2-10) LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (loc) Vdefl UdFPLA GRIP TCLL 20) Plate Grip DOL 1.15 TC 0.85 Vert(LL) -0.33 18 >999 360185/148 (Roof Snow=25 0) Lumber DOL 1.15 BC 0.66 Vert(CT) -060 16-18 >887 240 TCLL 10.0 Rep Stress Incr YES WS 0.81 Horz(CT) 008 14 n/a We BCLL 0.0 Code ISC2015/TP12014 Matnx-AS Wnd(LL) 0.16 18 >999 240 eight:273Ib FT=20% BCDL t0.0 _ LUMBER- BRACING- TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x6 DF No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 HF No.2*Except* WEBS 1 Row at midpt 8-19,6-19 2-24,12-14:2x8 DF SS REACTIONS. (size) 24=M-8,23=0-5-8,14=0-5-8 Max Horz 24=-56(LC 13) Max Uplift 24=-599(LC 20),23=-221(LC 8),14=213(LC 9) Max Grav 24=36(LC 9),23=3197(LC 1),14=2059(LC 20) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=120/1813,3-5=2140/175,5-6=2859/273,6-7=-2794/301,7-8=2794/301, 8-9=3754/325,9-11=-4360/353,11-12=3967/320,2-24=10/560,12-14=1912/230 BOT CHORD 22-23=-1703/174,20-22=135/2016,19-20=134/2719,18-19=-17713585, 16-18=-268/4175,15-16=283/3801,14-15=35/461 WEBS 7-19=-24/908,8-19=-1364/163,8-18=61506,9-18=-713/114,11-16=-19/407, 11-15=632/126,6-19=393/274,6-20=434/98,5-20=-75/1022,5-22=1171/150, 3-22=-249/3831,3-23=2629/260,2-23=1 509/115,12-15=-269/3400 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=4.Bpsf;h=25ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)-1-6-0 to 3-6-6,Interior(1)3-6-6 to 20-1-10,Exterior(2)20-1-10 to 30-2-6, Interior(1)30-2-6 to 46-9-10,Exterior(2)46-9-10 to 51-10-0 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Fully Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. Q' 1G 4)This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. VJA$kl 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide �0� will fit between the bottom chord and any other members. _ 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) 24=599,23=221,14=213. 8)This truss design requires that a minimum of 7116"structural wood sheathing be applied directly to the top chord and 1/2"gypsum � � sheetrock be applied directly to the bottom chord. �A �CI� $4�74 074 NALS May 14,2020 AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MI TEK REFERENCE PAGE Ml1-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with Mlrek®connectors,This design Is based only upon parameters shown,and is for an individual building component,not �- a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and properly damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSMI1 Duality Criteria,DSB-89 and SCSI Building Component 250 Mug Circle Safety Information evatiable from Truss Plate Institute,2670 Crain Wghway,Suite 203 Waldorf,MD 20601 Corona,CA 92880 �obg• , T uas Truss Type City Ply (Old F&G) K7746810 " D&E A02A Common 2 1 Job Reference-{motional Builders FirstSource(Arfinglon,VVA), Arlington,WA-98223, 8.240 s Met 9 2020 MiTek Industries,Inc. Thu May 14 10 40:562020 Page 1 ID:eHD_geljCX3yScxiiEFOMByaQtx-9i5vAEJD5elmj Wezf31 Imc_xkSoaoE_c 7hP6HzGcLr 51-10-0 ,f-6.0 2-40 , 5-&12 12.9.14 1111.7 252-0 31�•9 37.6J 447.4 a&4.0 50.4-0 1t8 2240 }&12 7.1-2 8-1-10 84.9 6.2.9 8•t•10 7.1.2 3-&12 I2-0-0 r•G Scale=1:85.7 3.00 12 5x8 = 3x6 8 4x6 9 3 7 29 30 9 4x6 3x8 3x8 28 31 5 6 10 11 5x12 5x12 5x12 5x12 Zz 3x6 II 3 27 4 12 32 133x64I 1 15 IN 26 25 24 23 22 21 20 19 18 17 16 8x8 = 5x8 = 5x12 = ex10 = 4x6 = 4x8 = 4x6 = Bx10 = 5x12 = 5x8 = 8x8 = FASTEN TRUSS TO BEARING FOR THE UPLIFT REACTION SHOWN WHILE PERMITTING NO UPWARD MOVEMENT OF THE BEARING. 5 812 12-9-14 18 11-7 252-0 31-0-9 3750 4 0 5 8 f2 7-1-2 8 1•t0 6 2-9 8.2.9 8.1.10 7.1.2 5 8 12 Plate Offsets(X,Y)— [4:0-4-8,0.2-01,(12:0.4-8,0-2-01.[16:0.4-0,OA-121,117:0-3.8,0.2-81,118:0.3-8,0-2-81,124:0.3-8,0.2-81,(25:0-3.8,0.2-81,[26:0.4-0,04-121 LOADING (psf) SPACING- 2-0-0 CSI- DEFL. in (loc) Ildefl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.87 Vert(LL) -0.34 21 >999 360 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.70 Vert(CT) -0.54 20-21 >992 240 TCDL 10.0 Rep Stress Incr NO WB 0.77 Horz(CT) 0.15 16 n/a n/a BCLL 0,0 Code IBC2015/TPI2014 Matrix-AS Wnd(LL) 0.13 20 >999 240 Weight:287lb FT=20% $CDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF 240OF 2.0E*Except* TOP CHORD Structural wood sheathing directly applied, except end verticals. 1-5,11-15:2x4 DF 180OF 1.6E BOT CHORD Rigid ceiling directly applied. BOT CHORD 2x6 DF No.2 WEBS 1 Row at midpt 9-21.7-21 WEBS 2x4 HF No.2*Except* 12-18,4-24:2x4 DF 180OF 1.6E,2-26,14-16:2x8 DF SS REACTIONS. (size) 25=0-5-8 (req.0-6-2),16=0-5-8,26=0-5-8 Max Horz 26�4851(LC 27) Max Uplift 25=-223(LC 8),16=214(LC 9).26=1323(LC 27) Max Grav 25=3739(LC 28),16=2174(LC 27).26=346(LC 28) FORCES. (lb)-Max Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-47/366,34=186/3844,4-6=-5577/1581,6-7=-6939/1372,7-8=7227/1744, 8-9=-3361/303,9-10=4152/32B,10-12=4708/355,12-13=-4251/325,14-16=308/90 BOT CHORD 25-26=-4696/3098,24-25=4669/1173,22-24=134/3374,21-22=133/3568, 20-21=180/3975,18-20=271/4512,17-18=-287/4109,1 6-1 7=-1 4 511 9 8 5 WEBS 8-21=2511177,9-21=-1363/162,9-20=7/540,10-20=747/115,12-18=-20/425, 1 2-1 7=6 6 211 21,7-21=-487/378,7-22=758/95,6-22=-6911607,6-24=1693/149, 4-24=25015474,4-25=3502/258,3-25=-2038/84,3-26=30411967,13-17=157/2248, 13-16=2543/233 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=4 8psf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)-1-6-0 tc 3-6-6,Interior(1)3-6-6 to 20-1-10,Exterior(2)20-1-10 to 30-2-6, Interior(1)30-2-6 to 46-9-10,Exterior(2)46-9-10 to 51-10-0 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 QMII�tG 2)TCLL:ASCE 7-10;Pf=25 0 psf(flat roof snow);Category ll;Exp B;Fully Exp.;Ct=1.10 a 0 3)Unbalanced snow loads have been considered for this design. Q 4)This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs �. non-concurrent with other live loads. �2= 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)'This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)WARNING:Required bearing size atjoint(s)25 greater than input bearing size. 54074 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) �°G1s7 ER Q7 25=223,16=214,26=1323. 9)Load case(s)27,28 has/have been modified.Building designer must review loads to verify that they are correct for the intended use s`rIONALSL of this truss. 10)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and 1/2"gypsum sheetrock be applied directly to the bottom chord. May 14,2020 Cn o AWARNING•Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev.1010312015 BEFORE USE. Design valid for use only with Mrrek®connectors.This design Is based only upon parameters shown,and Is for an individual building component,not �- a truss system,Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design.Bracing indicated is to prevent buckling of individual truss web andlor chord members only.Additional temporary and permanent bracing MiTek• Is always required for stability and to prevent collapse with possible personal Injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSYM11 Quality Criteria,DSB.89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Corona,CA 92880 Job Truss Truss Type Qty Ply (Old F&G) K7746810 Bldg D&E A02A Common 2 1 Job Reference Iootionall Builders FirstSource(Arlington,WA), Arlington,WA-48223, 8 240 s Mar 9 2020 MiTek Industries,Inc. Thu May 14 10:40:56 2020 Page 2 ID:eHD_geljCX3yScxtIEFOMByaQtx-9iSvAEJD5elmjWazr31lmc xkSoaoE_c7hP6HzGcLr NOTES- 11)This truss has large uplift reaction(s)from gravity load case(s).Proper connection is required to secure truss against upward movement at the bearings.Building designer must provide for uplift reactions indicated. 12) Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s) at 25-2-0 on top chord. The design/selection of such connection device(s)is the responsibility of others. 13) In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard Except: 27)User defined:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-2=70(1"),2-8=70(F),8-14=70(F),14-15=70(1`),16-26=20(1`) Concentrated Loads(lb) Vert:8=1213(F) Horz:8=4851(F) 28)User defined:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-2=70(F),2-8=70(1`),8-14=70(1`),14-15=70(1c),16-26=-20(F) Concentrated Loads(lb) Vert:8=1213(1`) Horz:8=-4851(F) AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and Is for an Individual building component,not a truss system.Before use,the building designer must verity the applicability of design parameters and properly Incorporate this design into the overall battling design.Bracing indicated Is to proven buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrlcalion,storage,delivery,erection and bracing of trusses and truss systems,see ANSVTPI1 Quality Critoda,DS849 and BCSI Building Component 250 Klug Circle Safety Information available frem Truss Plate Institute,2670 Craln Highway,Suite 203 Waldorf,MD 20601 Corona,CA 928BO Job Truss JTruss Type 10ty JPK,__FOldF.&G)131dg D&E A03 Common 10 1K7746811 ference(optional) Builders FirstSource(Arlington,WA), Arlington,WA-98223, 8.240 s Mar 9 2020 MiTek Industries,Inc. Thu May 1410:40:58 2020 Page 1 I D:e H D_qe 1 jCX3yS cxtl E FOM ByaOtx-55afbwLTd FY U ypkMzU 3m rl 3GpF T9G707ARAVAAzGcLp 1-6-0 5-8-12 12-9-1a 1&11.7 25-2-0 L-4.9 37.83 44-7-4 50.4.0 5•10 -6-0 5-8.12 7-1.2 8-1-10 62-9 BYr9 &1-10 7% 5.8.12 •8-0 Scale=1:85.7 3.00 12 5x8 = 3x6 7 3x6 8 3 8 27 28 8 3x6 3xB 3x8 26 29 Zz 4 5 9 10 3xB 3x8 3 11 Bx10 25 30 6x10 1 2 12 13 I 24 23 22 21 20 19 18 17 16 15 14 48 = 8x8 = 44 = 6x10 = 44 = 48 = 4x4 = 6x10 = 4x4 = 8x8= 4x8 = 5 812 12.9 14 _ 18.11.7 25.2-0 31 4.9 37-0-3 44-7-4 50-4-0 5 8 12 7.1.2 6.1.10 6-2-9 6 2.9 8 1•i0 7-1-2 5-8-12 Plate Offsets(X,Y)— 114:Edge,D-2-01,[15:0-3.8,0-4-01,[23:03.8,0 4 OL LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) Udefl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.90 Vert(LL) -0.52 19 >999 360 MT20 185/148 (Roof Snow=2 0)1 0 Lumber DOL 1 15 BC 0,76 Vert(CT) -0,95 19-20 >630 240 TCDL 0. Rep Stress Incr YES WB 0.84 Horz(CT) 0.17 14 n/a n/a BCLL D.0 Code IBC20151TPI2014 Matrix-AS Wind(ILL) 0.24 19-20 >999 240 Weight:27B lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 HF No.2"Except" TOP CHORD Structural wood sheathing directly applied, except end verticals. 1-4,10-13:2x4 DF 180OF 1.6E BOT CHORD Rigid ceiling directly applied. BOT CHORD 2x6 DF No 2 WEBS 1 Row at midpt 8-19.6-19 WEBS 2x4 HF No.2*Except* 2-24,12-14:2x8 DF SS REACTIONS. (size) 24=0-5-8,14=0-5-8 Max Horz 24=-56(LC 13) Max Uplift 24=226(LC 8),14=226(LC 9) Max Grav 24=2364(LC 1),14=2364(LC 1) FORCES. (lb)-Max.Camp./Max Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-4668/351,3-5=-5299/393,5-6=-4791/403,6-7=4031/383,7-8=-4031/383, B-9=-4791/403,9-11=-5299/393,11-12=-4668/351,2-24=2204/252,12-14=2204/252 BOT CHORD 23-24=-91/547,22-23=-357/4479,20-22=352/5086,19-20=265/4596,16-19=250/4596, 16-18=-307/5086,15-16=-312/4479,14-15=38/547 WEBS 7-19=-47/1504,8-19=-1295/161,8-18=4/450,9-18=-620/111,11-16=-37/686, 11-15=-760/131,6-19=-1295/161,6-20=4/450,5-20=620/111,3-22=37/686, 3-23=-760/131,2-23=-297/4002,12-15=-295/4002 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=4.Bpsf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Extedor(2)-1-6-0 to 3-6-6,Interior(1)3-6-6 to 20-1-10,Extedor(2)20-1-10 to 30-2-6, Interior(1)30-2-6 to 46-9-10,Exterior(2)46-9-10 to 51-10-0 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 G 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Fully Exp.;Ct=1.10 QI 3)Unbalanced snow loads have been Considered for this design. W O 4)This truss has been designed for greater of min roof live load of 20.0 psf or 2 00 times flat roof load of 25-0 psf on overhangs non-concurrent with other live loads. Q 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ��. h 6)'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will Td between the bottom chord and any other members. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except at--lb) 24=226,14=226. 8)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and 1/2"gypsum : ,ON54074� sheetrock be applied directly to the bottom chord. SSI�NALG May 14,2020 ,&WARNING•Verify design paramelers and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.10/03/2015 BEFORE USE Design valid for use only with MTek®connectors This design Is based only upon parameters shown,and is for an individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing WOW Is always required for stability and to prevent collapse with possible personal Injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITP11 quality Criteria,DSB-89 and SCSI Building Component 250 Klug Circle Safety IMormatlon available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Corona,CA 92880 Job Truss Truss Type Oty Ply FJbR G) K7746B12 Bldg D&E A04 COMMON 2 1 rence(optional) Butklers FkstSource(Arlington,WA), Arlington,WA-98223. 8240 s Mar 9 2020 MTek Industries,Inc. Thu May 1410.*41:02 2020 Pepe 1 I D:e H D_qe 1 jCX3yScxtl E FO M ByaOb(-zsgA R H Oy U2vR R17 C J8iOtD7YsxlC_aj 53BjJxzGcL I 1-0-0 5-8-12 12-9-14 18-11-7 25-2-0 31--9 37-6-3 447-4 50-0-0 51-10 y-0-0' 5-8-12 7-1-2 6-1-10 6-2-9 6-2-9 6-1-10 7-1-2 5�-12 -0 Scale=1:85.7 3,00 12 5x5 = 5x6 7 6x6 5x6 ZZ 8 27 28 8 5x6 3xfi 3x6 26 29 4 5 9 10 4x6 4x6= 3 11 4x8 25rz : 30 4x8 zz 1 2 12 13 � I 24 23 22 20 19 18 16 15 14 3x9 6x6 = 7x6 = 21 5x6 = 5x9 = 5x6 = 17 7x6 = 8x6 = 3x9 �I 4x6 = 4x6 = 5•f3-12 12-9.14 , 1&11-7 25-2-0 31-4.9 37.6-3 44.7-1 50•A-0 5 8.12 I 7.1-2 6.1.10 I 8.2-9 6-2.9 6-1•t0 I 7-1-2 5$12 Plate Offsets(X.Y)— [15:0.2-12.0-4-01,[16:0-3.0.0-4-41,[22:0.3.0,0-4-4),123:0.2-12,0-4-01 LOADING (psf) SPACING- 2-0-0 CSL DEFL, in (loc) Ildefl Ld PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.66 Vert(LL) -0.01 15-16 >999 360 MT20 185/148 (Roof Snow=25 0) Lumber DOL 1 15 BC 027 Vert(CT) -0.02 15-16 >999 240 TCDL 10.0 Rep Stress Incr YES WB 0.70 Horz(CT) 0.01 19 n/a n/a BCDL 100 Code IBC2015ITP12014 Matrix-S Wind(LL) 0.01 23-24 >999 240 Weight:278 lb FT=20 LUMBER- BRACING- TOP CHORD 2x4 DF 180OF 1 6E'Except" TOP CHORD Structural wood sheathing directly applied or 3-3-14 oc purlins, 1-4,10-13:2x4 HF No.2 except end verticals. BOT CHORD 2x6 DF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 HF No.2*Except* WEBS 1 Row at midpt 8-19,8-18,9-18,11-16.6-19,6-20,5-20. 2-24,12-14:2x8 DF SS 3-22,2-23,12-15 REACTIONS. All bearings 50-4-0. (lb)- Max Horz 24=-56(LC 44) Max Uplift All uplift 100 lb or less at joint(s)19 except 24=1073(LC 33).18=442(LC 44),16=1199(LC 36),15=798(LC 44),20=-445(LC 41),22=1200(LC 41). 23=-801(LC 41),14=1078(LC 36) Max Grav All reactions 250 lb or less at joint(s)except 24=1132(LC 54),19=702(LC 1),18=863(LC 31).16=1406(LC 53),15=1065(LC 31),20=863(LC 30). 22=1406(LC 54),23=1065(LC 30),14=1132(LC 53),14=353(LC 1) FORCES. (lb)-Max.Comp/Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-2370/2350,3-5=2708/2702,5-6=2444/2462,1 1982/2023,7-8=1982/2016, 8-9=2444/2456,9-11=-2708/2693,11-12=-2361/2337,2-24=-1056/1062, 12-14=-1056/1066 BOT CHORD 23-24=152611570,22-23=1655/1691,20-22=1512tl581,19-20=1472/1570, 18-19=-1472/1552,16-18=1495/1546,15-16=161411651,14-15=1475/1517 WEBS 7-19=-437H06,8-19=-2027/2054,8-18=-181611802,9-18=2381/2410,9-1 6=1 94311 92 7, 11-16=2135/2162,11-15=1299/1292,6-19=-2027/2050,6-20=-1816/1806, 5-20=-2381/2409,5-22=1943/1928,3-22=-2135/2162,3-23=-1299/1292, 2-23=2114/2125,12-15=-2104/2116 011IING 21,r NOTES- •10 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=2psf;BCDL=4.8psf;h=25ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)-1-6-0 to 3-6-6,Interior(1)3-6-6 to 20-1-10,Extedar(2)20-1-10 to 30-2-6, C�' OjO Interior(1)30-2-6 to 46-9-10,Exterior(2)46-9-10 to 51-10-0 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Fully Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 'P S4U74 k/ 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 0�'lj FIST � 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide `rb'jON�t�G will fit between the bottom chord and any other members 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)19 except(lt=lb) 24=1073,16=42,16=1199,15=798,20=445,22=1200,23=801,14=1 078. May 14,2020 ------ A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED M1TEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. �- Design valid for use only with Mrrek®connectors,This design Is based only upon parameters shown,and is for an individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and property incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal injury end property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 quality Criteria,DSB-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Corona,CA 928130 M � I Job Truss Truss Type IPIy [)Id F&G) K7746B12 Bldg D&E A04 COMMON 12CIty 1 ob Reference(optional) Builders F"ISource(Adington,WA), Arlington,WA-9a223, 8.240 s Mar 9 2020 MiTek Industries,lac. Thu May 1410:41:03 2020 Page 2 ID:eHD_geljCX3ySextIEFOMByaQtx-R3NYedPcRnAm3acJm 1 fxY5mAHGH_xRpsNuGrNzGcLk NOTES- B)This truss has been designed for a total drag load of 310 plf.Lumber DOL=(1.33)Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 504-0 for 310.0 plf. A WARNING-Verity,design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev.10/032015 BEFORE USE Design valid for use only with MiTti connectors.Tms design is based only upon parameters shown,and Is for an individual building component,not a fruits system.Before use,the building designer must vedty the applicability of design parameters and property Incorporate this design Into the overa0 bulging design.Bracing indicated is to prevent buckling of Individual truss web andtot chord members only.Additional temporary and permanent bracing M iTe k' is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,site ANSVTPII Qualify Criteria,DSB-89 and BCS1 Building Component 250 Klug Circle Safety Intormeflon available from Truss Plate Instdule,2670 Crain Highway,Suite 203 Waldorf,MD 20501 Corona,CA 92580 Job Truss Truss Type Qty Ply (Old F&G) K7746B13 Bldg D&E B01 GABLE 2 1 Job Reference aortal Builders FirstSource(Arlington,WA), Arlington,WA-96223, 8.240 It Mar 9 2020 MiTek Industries,Inc. Thu May 14/0:41:04 2020 Page 1 ID:eH D_geljCX3yScxtIEFOMByaQtx-wFxwszQEC5ldgkB WJkAA51JNkggBgOq?ZNdgOpzGcLj 2"4 I 28.5 4 5 g q 1 20611-0 Scale=1:46.8 3.00 12 4x4 3 4 5 3x4 1 33 34 6 2 1 7 _ 8 3x6 9 10 11 12 13 14 3x4 11 15 16 1719 V I¢ 32 31 30 29 28 27 26 25 24 23 22 21 20 19 18 3x4 5xB = 3x4 1� 26-5.4 26-5-4 _ Plate Offsets(X.Y)— 125:0-4-0 0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) i/defl L/d PLATES GRIP TCLL 25,0 Plate Grip DOL 1.15 TC 0.55 Vert(LL) -0.04 17 n/r 180 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1.15 BC 0,08 Vert(CT) -0.06 17 nlr 120 TCDL 10.0 Rep Stress In YES WS 0.14 Horz(CT) 0.00 18 n/a n/a BCLL 0.0 Code IBC2015/TP12014 Matrix-R Weight:129 lb FT=20 BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 HF No.2 except end verticals WEBS 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 HF No.2 REACTIONS. All bearings 26-5-4. (lb)- Max Harz 32=134(1_C 8) Max Uplift All uplift 100 lb or less atjoint(s)32,29,30,31,28,27,26,25,24,23,22,21,20 except 19=-345(LC 18) Max Grav All reactions 250 lb or less atjoint(s)32,29,31,28,27,26,25,24,23,22,21,20,19 except 18=654(LC 18),30=263(LC 19) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 16-18=-601/168 WEBS 15-19=-27/323 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=4.8psf;h=25ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Comer(3)0-1-12 to B-6-4,Exterior(2)B-6-4 to 25-5-4,Comer(3)25-5-4 to 28-5-4 zone; cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category it,;Exp B;Fully Exp.;Ct=1.10 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs .p.Q non-concurrent with other live loads. 6)All plates are 2x4 MT20 unless otherwise indicated. 7)Gable requires continuous bottom chord bearing. OHO 8)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 9)Gable studs spaced at 2-0-0 oc. 10)This truss has been designed for a 10.0 psf bottom chord live load noncancurrent with any other live loads. 11)"This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide t will fit between the bottom chord and any other members. ' �074 12) Provide mechanical connection(by others)of truss to bearing plate Capable of withstanding 100 lb uplift at jolnt(s)32,29,30,31, O '�Gr�.g4,O 28,27,26,25,24,23,22,21,20 except(jt=lb)19=345. SSIONAL�Cs May 14,2020 AWARNING-Verify design pammelem and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MRekO connectors.This design is based or y upon parameters shown,and Is for an Individual buaGng component,no: a truss system-Before use,the building dosigrmr must witty the applicability or design parameters and property Incorporate this design into the overall building design Bracing indicated is to prevent buckling of Individual truss web and/or chord members only Additional temporary and permanent bracing MiTek• is always required for stability and to prevent cosapse with possible personal iniury and property damage,For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,sea ANSVTPH Ouallry Criteria,DSB-09 and SCSI aullding Component 250 Klug Circle Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Corona,CA 928BO Job Truss Truss Type Qty Pry (Old r Z G} Bldg D&E B02 Common 10 1 Job Relbrencx(opUonap K7746814 Builders FirstSource(Arlington,WA), Arlington,WA-98223, 8 240 s Mar 9 2020 MiTek Industries,Inc. Thu May 14 10:41:05 2020 Page 1 ID:eHD_geljCX3yScxtIEFOMByaQtx-ORV 13JQszPQU IumitShPeWrXa4t8PN W9nl NNwGzGcLi 5b� 13-0-13 20-7-3 26-5-4 28-5- 5-6-4 7S9 7SE 5-10-1 - &0-0 ' Scale=1:46.8 3,00 12 4xB = 2 3x4 13 14 1 3x4 Zz 3 3x6 zZ 4 4x6 5 15 4x4 11 a 7 I� 16 17 11 10 9 10 12 B 3x8 = 4x4 = 3x6 = 3x4 = 3xB = 9.1.9 1754 26-SA 9.1-9 8.3.11I 9-0.0 Plate offsets(x,Y)— 16:0-2-0,0-1-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Ildefl Lld PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.61 Vert(LL) -0.24 11-12 >999 360 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1,15 BC 0.67 Vert(CT) -0.43 11-12 >723 2411 TCDL 10.0 Rep Stress Incr YES WB 0.56 Horz(CT) 0.07 8 nla nla 3CGL 1 0.0 Code IBC2015/TPI2014 Matrix-AS Wind(LL) 0.06 9.11 >999 240 Weight:114 lb FT=20% 0.0 LUMBER- BRACING- TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 HF No.2 WEBS 1 Row at midpt 2-12.5-8 REACTIONS. (size) 12=Mechanical,8=0-5-8 Max Horz 12=134(LC 8) Max Uplift 12=85(LC 9).8=176(LC 9) Max Grav 12=1170(LC 1).8=1333(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=1378/151,3-5=-2153/197,1-12=277/76,6-8=-390/125 BOT CHORD 11-12=0/813,9-11=131/1814,8-9=208/2099 WEBS 2-11=56/926,3-11=-831/180,3-9=0/380,2-12=1199/125,5-8=2 1 1 8126 8 NOTES- 1)Wind:ASCE 7-10;Vult=11 Omph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=4.Bpsf;h=25ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Extedor(2)0-1-12 to 6-6-4,Interior(1)8-64 to 25-5-4,Exterior(2)25-5-4 to 28-54 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Fully Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof Ilve load of 20 0 psf or 2.00 times flat roof load of 25-0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)`This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. pNs-iNG Z6, 7)Refer to girder(s)for truss to truss connections. N 40 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ito uplift at joint(s)12 except(Jt=lb) Flly 8=176. �j� 9)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and 1/2"gypsum ,Z sheetrock be applied directly to the bottom chord. 54074 w`r I51 E1t� ASSI�NALG May 14,2020 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.10/03/2015 BEFORE USF_ Design valid for use only with Mrrek®connectors This design Is based only upon parameters shown,and Is for an Individual building component,not a truss system Before use,the building designer must verify the appllcabllity of design parameters and property incorporate this design into the overall ;� building design. Bracing indicated Is to prevent buckling of Individual truss web andlor chord members only. Additional temporary and permanent bracing M 1 lek• Is always required for stability and to prevent collapse with possible personal Injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTPII Quality Criteria,DSB-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Corona,CA 92880 Job Truss Truss Type Oly Ply K7746815 Bldg D&E B02A Common 2 1 Job Referartce o tional Builders FkstSoume(Arlington,WA), Arlington,WA-98223, 8,240 s Mar 9 2020 MiTek Industries,Inc. Thu May 14 10:41:07 2020 Page 1 ID:eHD_geljCX3yScxtIEFOMByapbr-Kgd3U?S7VOhCXCw5?tjtjxxgZlWttAdSFLsU?8zGcLg 54114 13-0-13 20.7-2 26.54 28.5.4 5.64 7-6-9 7.6-5 5-10-2 2.9-0 Scale=1:46.4 3.00 12 4x12 = 2 8x8 14 15 1 3x4 Zz 3 3x6 4 exlo ZL- 5 16 3xB II 6 7 I� ,1 10 9 10 13 12 8 6x6 I 5x8 — 4x4 = 5xl2 MT20HS WS = 3x4 = 5x12 MT20HS— 9-1-9 , 17-5-3 , 26-5.4 SS�I 3-7-5 B-3-9 9-0.1 Piste Cffsets(X,Y)— 112:0.3-0,0-1-121 — LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.77 Vert(LL) -027 9-11 >999 360 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.75 Vert(CT) -0.39 9-11 >795 240 MT20HS 139/111 TCDL 10.0 Rep Stress Incr NO WB 0.91 Horz(CT) 0.16 8 n/a n/a BCDL 10.0 Code IBC2015lrP12014 Matrix-AS Wind(LL) 0.06 9.11 >999 240— 1 Weight:135 Ito FT=20% LUMBER- BRACING- TOP CHORD 2x4 OF 180OF 1.6E'Except* TOP CHORD Structural wood sheathing directly applied, except end verticals. 1-2:2x4 HF ND.2 BOT CHORD Rigid ceiling directly applied. BOT CHORD 2x4 DF 180OF 1.6E WEBS 1 Row at midpt 1-12,5-8.2-12 WEBS 2x4 HF No.2'Except` 1-13:2x6 OF No 2 OTHERS 2x4 HF No.2 REACTIONS. (size) 13=Mechanical,8=0-5-8 Max Horz 13=4851(LC 27) Max Uplift 13=966(LC 28),8=176(LC 9) Max Grav 13=3299(LC 27),8=2249(LC 28) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=2680/1037,2-3=-4388/1808,3-5=46B1l517,5-6=325/45,1-13=3232/1013, 6-8=-439l127 BOT CHORD 12-13=-4804/4868,11-12=2239/3870,9-11=-975/4570,8-9=-206/4160 WEBS 2-11=82/1080,3-11=1084/176,3-9=119l766,5-9=-580/412,1-12=-1352/3481, 5-8=4258/260,2-12=2356/1021 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=4.8psf;h=25ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)0-2-12 to 8-6-4,Interior(1)8-6-4 to 25-5-4,Exterlor(2)25-5-4 to 28-5-4 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Fully Exp;Ct=1.10 1 3)Unbalanced snow loads have been considered for this design. O 4)This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs Z wAs O non-concurrent with other live loads. O 5)All plates are MT20 plates unless otherwise indicated. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. y 0 7)`This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will flt between the bottom chord and any other members. 8)Refer to girder(s)for truss to truss connections. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s)except(jt=lb) 54074 13=966,8=176. 10) Load case(s)27,28 has/have been modified.Building designer must review loads to verify that they are correct for the intended use of this truss. ss910 AL G 11)This truss design requires that a minimum of 7116"structural wood sheathing be applied directly to the top chord and 1/2"gypsum sheetrock be applied directly to the bottom chord. 12)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s) at 5-6-4 on top chord. The May 14,2020 rumetledion of such connection devices Is the resoonsibilit of others- WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,711.7473 rev.10/02/2015 BEFORE USE. ' Design valid for use only with Mfrek®connectors.This design is based only upon parameters shown,and Is for an Individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design Bracing Indicated is to prevent buckling of Individual truss web andlor chord members only.Additional temporary and permanent bracing MiTek, Is always required for stabluty and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabricalion.storage,delivery,erection and bracing of trusses and truss systems,see ANSM11 Quality Cdfeda,DSS-99 and SCSI Building Component 250 Klug Circle safety 1nl0rmation available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Corona,CA 92BBO Job Truss Truss Type Qty Ply (Old IF8 G) K7746B15 Bldg D&E B02A Common 2 1 Job Reference(optional) Builders FirstSource(Arlington,WA), Arlington,WA-98223. 8240 s Mar 8 2020 MTek Industries,Inc Thu May 1410:41:07 2020 Page 2 I D:e H D_gel jCX3yScxll EF OM ByaQtx-Kgd3U?S7 VOhCXCw5?tjtjxxgZtvvmd SF Ls U?8zG cLg NOTES- 13) In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard Except: 27)User defined:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-2=70(F),2-6=70(17),6-7=70(1`),8-13=20(F) Concentrated Loads(lb) Vert:2=1213(F) Horz:2=-4851(F) 28) User defined:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-2=70(F),2-6=70(F),6-7=-70(F),8-13=-20(F) Concentrated Loads(lb) Vert:2=1 213(F) Horz:2=4851(F) A WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with Mrrek®connectors ThIs design Is based only upon parameters shown,and Is for an individual building component,not a truss system,Before use,the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall bm7dng design-Bracing indicated is to ptavent buckling of individual truss web and/or chord members only Additional temporary and permanerd bracing M iTek' Is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANS0?If Duality Crlterla,DSB-89 and BCSI Bullding Component 250 Klug Circle Safety Information available from Truss Plate Institute,2670 Crain Highway,Sufte 203 Waldorf,MD 20601 Corona,CA 128BO .lob Truss Truss Type City Ply �(Ctd F&G) K7746816 131dg D&E B03 Common 5 1 Job Reference(optional) Builders FBstSource(Arlington,WA). Arlington,WA-98223, 8.240 s Mar 9 2020 MTek Industries,Inc. Thu May 14 10:41:08 2020 Page 1 ID:eHD_geljCX3yScxtlE FOMByaOtx-oOBRhLTIGKp39MVHYaF6FBT_S HuOcdXbT?bl XazGcLf 5.6A 13-0.13 20.7.3 25.5A 28-5.4 544 74-9 7-" 4-10-1 3-04) Scale=1:46.B 3.00 12 4x8 = 2 3x4 13 14 1 3x4 3 3x6 4 3x8 ZZ 5 4xB zz 6 l 7 IR 15 16 11 10 9 I` 12 8 3X8 = 3x6 = 3x6 = 3x4 = 3x8 9-1-9 17-54 25-5.4 9.1.9 8-3-11 8.0-0 Plate Offsets(X Y)— (6:0-0-8,0-2-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.89 Vert(LL) -0.24 11-12 >999 360 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.66 Vert(CT) -0.42 11-12 >714 240 TCDL 10.0 Rep Stress Incr YES WB 0.93 Horz(CT) 0.06 8 n/a n/a BCL L 10 0 Code IBC2015/TPI2014 Matnx-AS Wind(LL) 0.04 9-11 >999 240 Weight:116 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 HF No.2'Except* TOP CHORD Structural wood sheathing directly applied, except end verticals. 4-7:2x4 OF 180OF 1-6E BOT CHORD Rigid ceiling directly applied. BOT CHORD 2x4 HF No.2 WEBS 1 Row at midpt 2-12 WEBS 2x4 HF No.2`Except' 6-8:2x6 DF No.2 REACTIONS. (size) 12=Mechanical,8=0-5-8 Max Horz 12=137(LC 8) Max Uplift 12=-77(LC 9),8=204(LC 9) Max Grav 12=1113(LC 1),8=1368(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1280/137,3-5=-1834/161,5-6=103/334,1-12=-277/76,6-8=372/136 BOT CHORD 11-12=0/764,9-11=-11711644,6-9=152/1614 WEBS 2-11=-45/834,3-11=-721/170,5-8=1950/268,3-9=0/253,2-12=1125/115 NOTES- 1)Wind:ASCE 7-10;VuK=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=4.Bpsf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)0-1-12 to 8-6-4,Interior(1)8-6-4 to 25-2-8,Exterior(2)25-2-8 to 28-5-4 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 0 G No 'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide F QJ O will fit between the bottom chord and any other members,with BCDL=10.Opsf. 7)Refer to girder(s)for truss to truss connections. QjO 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)12 except(jt=lb) 8=204. 9)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and 1/2"gypsum sheetrock be applied directly to the bottom chord J O 54074 � * G1STE� �SSjONAL G May 14,2020 AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.10/03/2015 BEFORE USE Design valid for use only with MlTeI0 connectors.This design is based only upon parameters shown,and Is for an individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and property Incorporate this design into the overall building design Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing WOW Is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSVTPII Quality Cdfeda,DSB-89 and BCSI Building Component 250 Klug Circle Safety Infa madon available from Truss Plate Institute,2670 Craln Highway,Suite 203 Waldorf,MD 20601 Carona,CA 92880 F TBrO4D Truss Type Qty iPly (Old F 8 G) K7746817 E COMMON 1 1 Job Reference(optional) Builders FirstSource(Arlington,WA), Arlington,WA-98223, 8,240 a Mar 9 2020 MiTek Industries,Inc. Thu May 14 10:41:12 2020 Page 1 ID:eHD_geljCX3yScxtIEFOMByaQtx-hnQyXiWFKYJVezo2nQJ2Q_ekeuHnYTgBOdZFgMzGcLb 5-0-4 13-0-13 i 20-7-2 I 24-5� 27-5.4 ?B-54 5-6-4 7-6-9 7-6-5 3-10O 3-0-0 1-0-0 Scale=1:40.7 3.00 12 sxe= 2 3x4 20 21 1 5x8 3 3x6 Zz 4 4x6 5 2x4 1 8 5x8 zz 7 8 9 I9 toll 6x0 = 5x8 = Bxe = exe = 15 22 23 14 13 12 11 10 4x12 11 3x6 = 9.1.9 175.3 I 2454 ?!!11,4 2�1 9-1-9 6-3.9 7-0.1 1.1-10 1-10 6 Plate Offsets(X,Y)— (8:0-9-6,Edge],f15:0-2-8,0.3.0) LOADING (psi) SPACING- 2-0-0 CSI. DEFL. In (loc) I/deft Ud PLATES GRIP TCLL 250 Plate Grip DOL 1.15 TC 0.62 Vert(LL) -0.20 14-15 >535 360 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.61 Vert(CT) -0 32 14-15 >329 240 TCDL 10.0 Rep Stress Incr YES WB 0.78 Horz(CT) 0.05 8 n/a n/a BCLL O.D Code IBC20151TPI2014 Matrix-AS Wind(ILL) -0.02 14-15 >999 240 Weight:125 lb FT=20% F1CDI- 10.0 LUMBER- BRACING- TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied, except end veriicals. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 HF No.2*Except* WEBS 1 Row at midpt 2-14,3-14,3-12,2-15 1-15:2x6 DF No.2 SLIDER Right 2x8 DF SS 2-6-0 REACTIONS. All bearings 25-6-14 except Qt=length)8=0-5-B,10=0-3-8. (lb)- Max Harz 15=180(LC 37) Max Uplift All uplift 100 Ib or less at joint(s)except 14=532(LC 36),8=-678(LC 36),12=-1334(LC 36). 15=1833(LC 33),11=926(LC 44),10=298(LC 51) Max Grav All reactions 250 lb or less at joint(s)10 except 14=1136(LC 27).8=724(LC 53),12=1568(LC 53). 15=1931(LC 54),11=1159(LC 53) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=1723/1729,2-3=-1642/1669,3-5=1282/1286,5-6=109311115,6-8=728/710, 1-15=288/75 BOT CHORD 14-15=1494/1616,12-14=2413/2483,11-12=2406/2446,10-11=1054/1084, B-10=105411084 WEBS 2-1 4=-1 90711834,3-14=1555/1580,3-12=-2586/2564,5-12=-965/944,2-15=2333/2378, 6-11=306/276,5-11=-2022/2013 NOTES- 1)Wind:ASCE 7-10;Vult=11Omph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=4.Bpsf;h=25ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)0-2-12 to 8-6-4,Interior(1)8-6-4 to 25-5-4,Extedor(2)25-5-4 to 28-5-4 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 QNiING Z,.�9 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 w G 3)Unbalanced snow loads have been considered for this design. O 4)This truss has been designed for greater of min roof live load of 20 0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. O 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. y 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 532 lb uplift at joint 14,678 lb uplift at '.f) 5407 4/4 joint 8,1334 lb uplift at joint 12,1833 lb uplift at joint 15,926 lb uplift at joint 11 and 298 lb uplift at joint 10. O GrST 4 4 8)This truss has been designed for a total drag load of 310 plf.Lumber DOL=(1.33)Plate grip DOL=(1.33) Connect truss to resist drag 'SOS1G loads along bottom chord from 0-0-0 to 25-6-14 for 332.6 plf. VAl, 9)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and 1/2"gypsum sheetrock be applied directly to the bottom chord. May 14,2020 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MI TEK REFERENCE PAGE M11.7473 rev.1010312015 BEFORE USE. Design valid for use only wHh MiTek®connectors.This design is based only upon parameters shown,and Is for an Individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall wt building design Bracing Indicated is to prevent buckling of individual truss web andlor chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTP11 Qualify Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Corona,CA 92880 Job TT' Truss Type Oty Ply (Old F 8 G) K7746B18 ldg D&E GABLE 1 1 Job Reference o lional Builders FvstSource(Arlington,WA), Arlington,WA-98223, 8.240 s Mar 9 2020 M1 I ek Industries,Inc. Thu May 14 10:41:18 2020 Pegs 1 ID:eHO_geljCX3ySc t[EFOMByaQtx-VxnDomWvO3eMuGC8gOSiFu17JNmyBG3nYOZt7zGcLV 5 8a 13-0.13 20-7-2 24 54 27-5-4 28 S4 b8{ 7-669 74" 3-1N 3-0-0?1-0-0 3x8 = Scale=1:51.6 3.00 12 Sx8 = 2 47 3x4 46 1 5x0 3 US 4 4x6 zz 5 6 5x6 ZZ 7 6 6 I 6x6 = 5x6 = 6x6 = 6x6= 23 22 21 20 49 19 16 17 16 15 14 13 12 11 10 4x12 II 5x6 = 3x10 = 9•i•9 175.3 2454 S814 2754 r g-1.9 8.3.9 7-04 -1-10' 1-10-6 ' Plate Offsets(X Y)- 12:0-4 0 0-0-41 (8.0-9-6 Edge) [14:0-5-0 0-3.01 [16:0.4-0 0-3-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lld PLATES GRIP TCLL 25.0 Plate Grip DOL 1 15 TC 0.62 Vert(LL) -0.01 10-45 >999 360 MT20 1851148 (Roof Snow=25.0) Lumber DOL 1.15 BC 0,44 Vert(CT) -0,01 15-17 >999 2411 TCDL 10.0 Rep Stress Inc' YES WB 0.78 Horz(CT) 0.05 8 n/a n/a BCDL 1BCLL 0.0 Code IBC20151TPI2014 Matrix-AS Wind(LL) 0.01 1045 >999 240 Weight:178 lb FT=20% — LUMBER- BRACING- TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 HF No.2*Except* WEBS 1 Row at midpt 2-18,3-18,3-14,2-23 1-23:2x6 OF No.2 OTHERS 2x4 HF No.2 SLIDER Right 2x8 OF SS 2-6-0 REACTIONS. All bearings 25-6-14 except Qt=length)8=0-5-8,10--0-3-8. (lb)- Max Horz 23=-180(LC 37) Max Uplift All uplift 100 lb or less at joint(s)22 except 18=-602(LC 36),8=683(LC 36),23=1926(LC 33),11=-984(LC 44),14=1395(LC 36),10=247(LC 43) Max Grav All reactions 250 lb or less at joint(s)20,21,22,19,17,15,13,12 except 18=91O(LC 27),8=715(LC 53),23=1912(LC 54),11=1064(LC 53), 14=1441(LC 53),10=265(LC 54) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-1691/1727,2-3=-1634/1668,3-5=1281/1288,5-6=1088/1117,6-8=716R14, 1-23=-284/126 BOT CHORD 22-23=1427/1536,21-22=997/1080,20-21=-332/442,19-20=-959/1069, 18-19=1495/1605,17-18=447/510,15-17=-1777/1841,14-15=-2412/2476, 13-14=772/809,12-13=1437/1474,11-12=2310/2444,10-11=1056/1080, 8-10=-1056/1080 WEBS 2-18=-1899/1833,3-1 8=-1 556/1578,3-14=-2580/2564,5-14=-964/945,2-23=2341/2360, 6-11=-304/277.5-11=-2024/2011 NOTES- 01AVG 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=4.epsf;h=25ft;Cat.II;Exp B;Enclosed; 0 MWFRS(envelope)gable end zone and C-C Comer(3)0-2-12 to 8-6-4,Exterior(2)8-6-4 to 25-5-4,Comer(3)25-54 to 28-5-4 zone; F Wits o cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces 8 MWFRS for reactions shown; � 0Z Lumber DOL=1.60 plate grip DOL=1.60 co 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry _ Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category ll;Exp B;Fully Exp.;Ct=1 10 4)Unbalanced snow loads have been considered for this design. 074 5)This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs 0 5V non-concurrent with other live loads. �5 G 6)All plates are 2x4 MT20 unless otherwise indicated. `rIRNAL +� 7)Gable studs spaced at 2-0-0 oc. 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide May 14,2020 bottom chord and anv other members with BCDL-1C.0 sf ,&WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll•7473 rev.1010312015 BEFORE USE. Design valid far use onty with MiTeM connectors.This design is based only upon parameters shown,and is for an indrodual building component,not ` atruss system-Before use,the building designer must verify the applicability of design parameters and property incorporate tits design Into the overall ilding design.Bracing Ind"od la to prevent buckling of Individual truss web andlor chord members only.Additional temporary and permanent bracing M iTek- is always required for stabddy and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSM11 quality Crrtede,OSS-89 and SCSI Building Component 250 Krug Circle Safety Information avallable from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Carona,CA 92880 Job Truss Truss Type Qty Ply (Old F&G) K7746818 Bldg D&E B04DS GABLE 1 1 ,lob Reference(Optional) Builders FirslSource(Arlington,WA), Arlington.WA-98223. 8.240 s Mar 9 2020 MiTek Industries,Inc.Thu May 1410:41:19 2020 Page 2 I D:e H D_qe 1 j CX3yScxtl E FOMByaQtx-_BLb?5beg i B V_2gOiOxh CTQwtj i?he WD?C m6QSzGcL U NOTES- 10) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)22 except Qt=lb)18=602,8=683,23=1926,11=984, 14=1395,10=247. 11)This truss has been designed for a total drag load of 310 plf.Lumber DOL=(1.33)Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 25-6-14 for 332.6 plf. 12)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and 1/2"gypsum sheetrock be applied directly to the bottom chord. A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M147473 rev.1010312015 BEFORE USE. Design valid for use only with MiTek®connecloa,Thu design is based only upon pammators shown,and is for an inamdual building component,no, a truss system.Before use,the building designer must venty the appatawAy of design parameters and property corporate this design into the owra0 building design.Bracing indicated is to prevent buckling of Individual truss web andlor chord members only.Additional temporary and pennanam tracing MiTek' is always required for stabildy and to prevent weapse with possible personal injury and property damage.For general guidance regarding the fabrication.storage,delwory.erection and bracing of trusses and truss systems,see ANSUTPIr Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss PIffie Instlluto,2870 Crain Mgtrway.Suite 203 Waldod,MO 20601 Corona,CA 92880 Job T as Truss Type Qty Ply (Old F&G) K7746819 Bldg D&E B05 Common B 1 Job Reference o tional Builders FirstSource(Arlington,WA), Arlington,WA-98223, 8.240 s Mar 9 2020 M(Tek Industries.Inc. Thu May 14 10:41:21 2020 Page 1 ID:eHD_gel jCX3yScxtl EFOMByaQtx-wWTMQndvCJSD DL_npp_9HuWGBXKK9bsWTWFDUKzGcLS 4-1-6 11-7-15 19-24 26-0M ,27-M i r 4.1-6 7-6-9 7-i5 6-10-2 11-M ' 3.00 12 Scale=1:44.5 4x8 = 2 18 3x4 II 1 19 axe ZZ 3 3x6 4 2x4 i 5 5xB 6 7 a 14 20 21 12 10 9 -� 13 11 3x6 _ 3x4 = 2x4 3x6 = 3x4 = 4x12 II 741-11 811-10 6-0-5 26-0.6 _I 7.8-11 2.2-15 b-o-1 10-0-1 Plate Offsets(X,Y)— (3:0-4.0,0 2-121,(7:0-9-B,Edge) LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 063 Vert(LL) -0.15 9-16 >999 360 MT20 1851148 (Roof Snaw=2 0)1 0.0 Lumber DOL 1,15 BC 0,64 Vert(CT) -0.31 9-16 >626 240 TCDL Rep Stress Incr YES WB 0.60 Horz(CT) 0.01 7 n/a n/a BCLL 0.0 Code IBC2015/TPI2014 Matrix-AS Wind(LL) 0.02 9 >999 240 Weight:116 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 HF No.2 SLIDER Right 2x8 DF SS 2-6-0 REACTIONS. (size) 13=Mechanical,7=0-5-8,11=0-5-8 Max Horz 13=-140(LC 10) Max Uplift 13=-43(LC 8),7=79(LC 9),11=-166(LC 9) Max Grav 13=376(LC 19),7=678(LC 1),11=1481(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All farces 250(lb)or less except when shown. TOP CHORD 3-5=513/21,5-7=868/109 BOT CHORD 11-12=-631/154,7-9=67/877 WEBS 2-12=445/87,3-12=-19/681,3-9=-17/672,5-9=542/161,3-1 1=1 54311 94 NOTES- 1)Wind:ASCE 7-10;Vuk=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=4.Bpsf;h=25ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)0-1-12 to 7-1-6,Interior(1)7-1-6 to 24-0-6,Extedar(2)24-0-6 to 27-0-6 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Fully Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. r1 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide OM(.NG zp' will fit between the bottom chord and any other members,with BCDL=10.Opsf. P7ASp, O 7)Refer to girder(s)for truss to truss connections. 'vV 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)13,7 except Qt=lb)11=166. 9)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chard and 1/2"gypsum sheetrock be applied directly to the bottom chord. 110 ,�54074 k4 * CIS I ER �sSr4NALG May 14,2020 AWARNING.Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.1010312015 BEFORE USE. �- Design valid for use only with M7ek®connectors.This design is based only upon parameters shown,and Is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design.Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek• Is always required for stability and to prevent collapse with possible personal injury and property damage For general gumd v c regr*dmq the fabrication,storage,delivery,erection and bracing of Trusses and truss systems,see ANSI/IPIf Quality Criteria,DSB-89 and BCSI Building Component 260 Klug circle Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Corona,CA 92880 Job Truss Truss Type Qly Ply (OW F&G) K7746820 Bldg D&E B05A Common 1 1 Job Reference tonal Builders FrstSoume(Arlington,WA). Arlington,WA-98223. 8 240 s Mar 9 2020 MiTek Industries,Inc. Thu May 14 10:41:23 2020 Page 1 ID:eHD_gel jCX3yScxtIEFOMByaQtx-svb6rTe9kxixSf89xEOdMJbW9KzCdQ PowgkKZDzGcLQ r 4.1.6 11-7-15 19.24 264-6 r 4-1.6 7-6•9 7-" 6.10-2 3.00 12 Scale=1:44.2 6x6 II 2 19 6x6% 20 1 10x10 3 3x8 4 2x4 5 5x8 Zz 8 7 8 I9 13 12 10 9 B 5x4 I 6x6 = 6x6 = 3x81 3x6 = 3x4 = 5x12�I 8 11 9-11-10 16-0-5 26-0M 4.1.8 3-7.b 22.15 6.0-11 10-0-1 Plate Offsets(X,Y)— [1:0-3-0.0-1-81,[2:0.2-12,0-3-01,[3:0.4-4,Edge],[7:0-8.8.Edge1.[13 0-2-12,0.1-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (loc) Vdefl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.98 Vert(LL) -0.15 9-17 >999 360 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1 15 BC 0.87 Vert(CT) -0,31 9-17 >619 240 TCDL 10 0 Rep Stress Incr NO WB 0.92 Horz(CT) 0.11 7 n/a n1a BCLL 0.0 Code IBC2015/TPI2014 Matrix-AS Wind(LL) 0.02 9-17 >999 240 Weight:132 lb FT=20% CiCL 10.0 LUMBER- BRACING- TOP CHORD 2x4 HF No.2`Except* TOP CHORD Structural wood sheathing directly applied, except end verticals. 2-4:2x4 DF No.2 BOT CHORD Rigid ceiling directly applied. BOT CHORD 2x4 HF No.2*Except* WEBS 1 Row at midpt 2-12,1-14,1-13,2-13 10-14:2x4 DF 180OF 1.6E WEBS 2x4 HF No 2'Except' 3-12:2x4 DF No.2,1-14:2x6 DF No.2,3-11:2x4 OF 180OF 1.6E SLIDER Right 2x8 DF SS 2-6-0 REACTIONS. (size) 14=Mechanical,7=0-5-8,11=0-5-8 (req.0-5-9) Max Harz 14=4851(LC 27) Max Uplift 14=-3168(LC 28),7=-7B(LC 9),11=383(LC 27) Max Grav 14=3607(LC 27),7=958(LC 2B),11=3389(LC 28) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=2180/2078,2-3=1662/2074,3-5=1347/499,5-7=1679/238,1-14=3552/3181 BOT CHORD 13-14=-4820/4838,12-13=2698/2811,11-12=8201171,9-11=1006/913,7-9=-62/1579 WEBS 2-12=-2546/1485,3-12=1662/2975,1-13=-339713563,3-9=181839,5-9=681/160, 3-11=-3513/465,2-13=-2857/2896 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=4.8psf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)0-2-12 to 7-1-6,Interior(1)7-1-6 to 24-0-6,Exterior(2)24-0-6 to 27-0-6 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. Q2JLUiG 2j� 4)This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs ` WAS 0 non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live leads. O 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)WARNING:Required bearing size at joint(s)11 greater than input bearing size. 8)Refer to girder(s)for truss to truss connections. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)7 except Qt=lb) d 14=3168,11=383. '� 54074 4) 10)Load case(s)27,28 has/have been modified.Building designer must review loads to verify that they are correct for the intended OAA�CI$TER� use of this truss. s'S70NAT- 11)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and 1/2"gypsum sheetrock be applied directly to the bottom chord. 12)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s) at 4-1-6 on top chord. The May 14,2020 rhinekkdappi of such connection devices is the resDonsibilitv of others. WARNING-Verdy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II.7473 rev.1010312015 BEFORE USE Design valid for use only with Mfrek®connectors.This design is based only upon parameters shown,and is for an Individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building doslgn.Bracing indicated is to prevent buckling of Individual truss web"of chord membom only.Addcunal tempmery and permanem bracing MiTek• is aWays required for stability and to prevent collapse with possible personal injury and properly damage.For genera,gu=mo regsrmng the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSVrFI1 Quality Crttarfa,DSB-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Corona,CA 92880 Job Truss Truss Type Qty Ply (Old F&G) K7746B20 Bldg D&E B05A Common 1 1 Job Reference(optional) Rudders FirstSource(Arlington,WA), Arlington,WA-98223, 8.240 s Mar 9 2020 MTek Industries,Inc. Thu May 14 10:41:23 2020 Page 2 ID:eHD_gel jCX3yScxtIEFOMByaQtx-svbBrTegkxixSf89xEOdMJbW9KzCdOPowgkKZDzGciQ NOTES- 13) In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard Except: 27)User defined:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-2=70(F),2-8=70(1`),14-15=-20(F) Concentrated Loads(lb) Vert:2=1213(F) Horz:2=-4851(F) 28) User defined:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-2=70(1`),2-8=70(1`),14-15=-20(F) Concentrated Loads(lb) Vert:2=1213(F) Horz:2=4851(F) AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.f0/03/2015 BEFORE USE. �� Design valld for use onty with MRalot conneclon-This design is based only upon parameters shown,and is for an individual building component.not a truss system Before use,the building designer must verify the applicab+ll y of design parameters and property Incorporate this design into the overall building design. Bracing indicated Is to prevent bucMng of indrodual truss web andror chord members onfy,Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage.For genanif guidance regarding the fabrication,storage,delivery,erection and bracirp of trusses and truss systems,see ANSIRPH Ouahty Criteria,DSB-89 and BCSI Buffering Component 250 Klug Circle Safety Information aval obte from Truss Plate Institute.2670 Crain Highway,Sulto 203 Waldod,MO 20601 Corona,CA 92880 y v Job Truss Truss Type Qty Ply (Old F&G) K7746821 Bldg D&E C01 FLAT GIRDER 2 Job Reference liortal Builders FirstSource(Arlington,WA), Arlington,WA-98223, 8.240 s Mar 9 2020 MfTek Industries,Inc.Thu May 1410:41*26 21720 Page 1 I D:eH D_qe 1 j CX3yScxtl EFOM ByaQtx-o lj sG9g P GYyfizIY2e25 Rkg3 H Bgq 5 P4508DRd5zGcLO 4-6-2 8-10-8 13-2-14 17-9-0 4-0-2 44-6 44-6 4-6-2 Scale=1:34.3 3x6 II M = 6x10 = axe = 6x6 = 3x8 I� 1 12 2 3 4 5 13 6 14 15 10 16 17 9 18 8 19 20 5x12 MT20HS = axe = 2x4 I axe = 5x12 MT20HS = 441•2 i 8-10.8 13.2.14 17-9-0 4t•2 4.4.8 4 46 _ 4$2 _ Plate Offsets(X,Y)— [8:0-2.0,0.44] [10:0.2-0,0-4-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) Udell L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.18 Vert(LL) -0.07 9-10 >999 360 MT20 1851148 (Roof Snow=25.0) Lumber DOL 1,15 BC 0,73 Vert(CT) -0,12 9-10 >999 240 MT20HS 1391111 TCDL 10.0 Rep Stress Incr NO W 0.52 Horz(CT) 0.04 7 n/a n/a BCLL 0 D B Code IBC2015/TPI2014 Matnx-MS Wind(LL) 0.03 9 >999 240 Weight:486 lb FT=20% 6CDL 0 0 LUMBER- BRACING- TOP CHORD 2x12 OF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purllns, BOT CHORD 2x6 DF No 2 except end verticals. WEBS 2x4 HF No 2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 11=0-5-8,7=0-3-8 (req.0-4-11) Max Horz 11=113(LC 27) Max Uplift 11=-819(LC 4),7=827(LC 5) Max Grav 11=8347(LC 1),7=8560(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-11=678/101,2-3=-6936/685,3-5=6684/661,6-7=-647/97 BOT CHORD 10-11=734/6936,9-10=-877/6472,8-9=-877/8472,7-8=682/6684 WEBS 2-11=9695/956,2-10=-3B4/4841,3-10=-2170/242,3-9=149/2339,3-8=2525/275, 5-8=-353/4536,5-7=-9348/922 NOTES- 1)3-ply truss to be connected together with 10d(0.131"x3")nails as follows: Top chords connected as follows:2x4-1 row at 0-9-0 oc,2x12-2 rows staggered at 0-9-0 oc. Bottom chords connected as follows:2x6-2 rows staggered at 0-4-0 oc Webs connected as follows:2x4-1 row at 0-9-0 oc, 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=4 8psf;h=25ft;Cat.ll;Exp B;Enclosed; MWFRS(envelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1 60 plate grip DOL=1.60 4)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Fully Exp.;Ct=1.10 .1�C)JAING 5)Provide adequate drainage to prevent water ponding. "F' WAS Q 6)All plates are MT20 plates unless otherwise indicated. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)'This truss has been designed for a live load of 20.Dpsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide 0 will fit between the bottom chord and any other members. 9)WARNING:Required bearing size at joint(s)7 greater than input bearing size. 10) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) 11=819,7=827. It 54074 q>� 11)Girder carries tie-in spoo(s):17-0-0 from 1-0-0 to 16-9-0 16 OGtSTB�ti� 12)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)1150 lb down and 105 lb up at 1 2-1-12,1150 lb down and 105 lb up at 3-0-4,1150 lb down and 105 Ib up at 5-0-4,1147 lb down and 105 lb up at 7-04,1150 lb SSjONAL G down and 105 lb up at 9-0-4,1150 lb down and 105 lb up at 11-04,1093 lb down and 97 lb up at 13-0-4,and 1093 lb down and 97 lb up at 15-0-4,and 1097 lb down and 93 lb up at 17-04 on bottom chord. The design/selection of such connection device(s) is the responsibility of others May 14,2020 r � AWARNING-Wrlly d-ign parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.1010312015 BEFORE USE Design valid for use only wdh Mrrek®connectors This design is based only upon parameters shown,and is for an individual building component,not �- a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek• Is always required for stablllty and to prevent collapse with possible personal Injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITP11 Quality Criteria,DSB-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Corona,CA 92880 Job Truss Truss Type Qty Ply (Old F&G) K7746821 Bldg D&E C01 FLAT GIRDER 2 Job Refsrfnce o liDnai Builders FirslSource(Arlington,WA), Arlington,WA-96223. 8.240 s Mar 9 2020 MiTek Industries,Inc. Thu May 14 10:4125 2020 Page 2 I D:eH D_qe 1 jCX3yScxtIEFO M ByaQtx-o Ij sG9gP GYyfizIY2e25Rkg3 H Bgg5P450 BDRd5zGcLO LOAD CASE(S) Standard 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-12=70,12-13=-397(1`=327),6-13=-70,7-11=20 Concentrated Loads(lb) Vert:9=1150(13)8=1093(13)14=1150(B)15=1150(8)16=-1150(B)17=1147(B)18=-1150(B)19=-1093(B)20=1097(B) AWARNING-Verify design Parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 1811.7473 rev.1010312015 BEFORE USE. Design valid for use only with MiTek0 connectors.This design is based only upon parameters shown,and Is for an individual Wilding comp"ent.not a truss system.Before use,the buildmg designer must vedy the appacability or design parameters and property incorponce thls design Into the overall building design Bracing indicated Is to pmvent buckling of drvldual truss web and/or chord members only.Additional lompofary and pormano»t bracing MiTek• is always required for stability and to prevent collapse with possible personal Iryury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSVTPl1 Quality Criteria,OSS-89 and SCSI Building Component 250 Mug Circle Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Corona,CA 92880 s Job Truss Truss Type Oty Ply (Old F&G) K7746B22 Bldg D&E CO2 Flat Girder 1 Job Reference tonal Builders FirstSource(Arlington.WA), Arlington,WA-98223, 8.240 s Mar 9 2020 MiTek Industries,Inc. Thu May 1410:41:27 2020 Page 1 ID:eHD_geljCX3yScxtiE FOMByaQtx-Iggdhrhgo9CMxGSxA34ZX9m P_xQdZFiOrSYi_zGcLM 4.5.2 8•8-8 1 12.11.14 175-0 4-5.2 4.3 6 45-6 45-2 3x8 16x6 = Bx10 = 8x8 = 6x6 = 3x8 I I Scale=1:34.2 1 12 2 3 4 5 13 6 14 15 10 16 17 9 18 19 8 20 11 48 = 7 3x6 = 2x4 II 3x6 = 4x8 = 45.2 12-11-14 17-5-0 4.5.2 1 4.38 4.3.6 45.2 -i LOADING (psf) SPACING- 2-0-0 CSI- DEFL, in (loc) I/dell Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TIC 0.16 Vert(LL) -0.05 9 >999 360 MT20 1B5/148 (Roof Snow=25 )) Lumber DOL 1.15 SC 0.46 Vert(CT) -0.09 8-9 >999 240 TCDL 10.0 Rep Stress In NO WB 0.77 Horz(CT) 0.03 7 n/a n/a BCLL 0.0 Code IBC2015/TPI2014 Matrix-MS Wind(LL) 0.03 9 >999 240 Weight:326 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 202 OF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x6 OF No.2 except end verticals. WEBS 2x4 HF No.2 BOT CHOR❑ Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 11=0-3-8 (req.0-3-13),7=0-3-B (req.0-4-0) Max Harz 11=-123(LC 6) Max Uplift 11=612(LC 4),7=634(LC 5) Max Grav 11=4662(LC 1),7=4843(LC 1) FORCES. (lb)-Max.Comp/Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-11=-525/89,2-3=3432/455,3-5=3417/454,6-7=-523/88 BOT CHORD 10-11=50813432,9-10=-610/4332,8-9=-61014332,7-8=-476/3417 WEBS 2-11=-5082/671,2-10=218/1911,3-1 0=-1 343/198,3-9=71/815,3-8=-1365/200, 5-8=215/1893,5-7=-5063/667 NOTES- 1)2-ply truss to be connected together with 10d(0.131"x3")nails as follows: Top chords connected as follows:2x4-1 row at 0-9-0 oc,2x12-2 rows staggered at 0-9-0 oc. Bottom chards connected as follows:2x6-2 rows staggered at 0-9-0 ac Webs connected as follows:2x4-1 row at 0-9-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)Wind:ASCE 7-10;VuIt=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=4.8psf;h=25ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 4)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Fully Exp.;Ct=1.10 5)Provide adequate drainage to prevent water ponding. pl 'tG 9 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. WASA., p 7)'This truss has been designed for a live load of 20.Opsf on the bottom chard in all areas where a rectangle 3-6-0 tall by 2-0-0 wide �V will fit between the bottom chord and any other members. 8)WARNING:Required bearing size at joint(s)11,7 greater than input bearing size. ti 0 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Qt=lb) 11=612,7=634. 10)Girder carries tie-in span(s):16-2-8 from 1-0-0 to 16-5-0 11) Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)356 lb down and 63 Ib up at 54074 Pr 1-2-4,356 lb down and 63 lb up at 3-2-4,356 lb down and 63 lb up at 5-2-4,356 lb down and 63 lb up at 7-2-4,337 lb down and �p* $FGIs 61 lb up at 9-2-4,356 lb down and 63 lb up at 11-2-4,356 lb down and 63 lb up at 13-2-4,and 356 lb down and 63 lb up at � 1 15-2-4,and 364 lb down and 55 lb up at 17-3-4 on bottom chord. The designlselectiori of such connection device(s)is the s`rIOIVAI. G responsibility of others. LOAD CASE(S) Standard May 14,2020 AWARNING.Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,1II-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with Mrrek®connectors.This design Is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer most vasty the applicability of design parameters and property Incorporate this design into the overall ))�� building design.Bracing Indicated is to prevent buckling of individual truss web and/or chord members only, Additional temporary and permanent braving M iTe t�" Is always requved for stability and to prevent collapse wish passible personal Injury and property damage.For general guidance regarding the fabric20on,storage,delivery,oractlon and braving of trusses and truss systems,see ANSbTPtl qualify Ciffarts,DSB•89 and SCSI Building Componard 250 Klug Circle Safety Information evallable from Truss Plate institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Corona,CA 92880 Job Truss Truss Type City Ply T(OIdF&G) K7746822 Bldg D&E CO2 Flat Girder 1 Reference(optional) Builders FustSource(Arlington,A Arlington,WA-9822_i, 8.240 s Mar 9 2020 M7ek Industries,Inc.Thu May 1410:41:28 2020 Page 2 ID:eHD_geljCX3yScdIEFOMByaQtx-Ds07uAiIZTKDZQ17jnco3M IakLmslixY46S5EQzGcLL LOAD CASE(S) Standard 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.16 Uniform Loads(plf) Vert:1-12=70,12-13=-379(F=309),6-13=-70,7-11=20 Concentrated Loads(lb) Vert:7=-364(8)8=356(B)14=356(B)15=356(B)16=356(B)17=356(121)18=337(B)19=356(B)20=-356(B) WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.10/03/2015 BEFORE USE Design valid for use only with M7ek®connectors.This design is based only upon parameters shown,and is for an Individual building component not a truss system.Before use,the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing indicated Is to prevent buckling of Individual truss web andfor chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possibts personal Injury and property damage, For general guidance regarding the fabrication,storage,delivery,erection and bracing of busses and truss systems,see ANSkTP11 Qualify Criteds,DSB-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Corona,CA 92880 mo > - CO m 0 c D --1 �. 5 (A a o m co -Q Z X m M � N r` � N an II -� m ° O crC)5 -n W n o (cmda DNa, +0_� O 7 O f0 O O Ct N 0 f00.lr<raQoL7om. 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W Wo o W2 m ° W �y � Sa g� � c (D d o m m a 01 m '^ m a o fD 3 ' o.m 2`; o y a:« r w a N. y o a m fO d N >•F o N > > m o E7 a m c v a W a g m A m (D fo 0. /!� om 'D m c W ym y � ° v mQ m mz2 �� dm_<a m� O (V N y n N N� C C 3 p� fD f0 UO ��.01 flD 3 G� 'K O N N fy/1 C (D O.N W 10 mo c mo. mm3 �m ?m cA 'd Trio mm �o f_ Drno oa Wp°j m1Dv(°' `io D) O vW m(o' om m m o.� a �W fOa ° y dCL m B,c m CBS � � �� nm.ma m — _ m 3 m CL C 0 4. �o o w d� z y H �� c N -M m Q � �` Q N C W O C ° N Q. C S N C• R m N C O C• N .y.. N @`G W �/w. '< .0.. O - �j 9 N t0 3 W N C CD ^N (y� O' .'fD N R O N -°i V j C cI M.y W y O d H >•7 3 , Gl O W f0 �`G W W O. _ N U••'c c o• w e a v S o 'o °=y moCD o. a 0, a.. °^ �v ^.�' f o W �(O a 3 (A iY (gym ? 3 z a " m W a ov �° °g• 5 m � ma ^ S mm CD �7 o'i c f = n fD ° N� m W m � so W � H 'm m m ° ° � ��j 3 -S o y m o m W a ° c �' � g a a a(° m T n o mn �� , o � o u m m� (DO O y O (Dam rr(Do. 3 m (p cr Z CD `< O rL r l » MCI First Source for Value, Quality, Service - � .�=,.=—��.Js• �+'�- i sue.=�'� — - �. _��-�R i "b -61 • 1:3 I 4 ev 4 :M. r� Thank you for choosing Builders FirstSource(BFS)as your truss and components supplier.These components have been designed for your specific project requirements and job location. Reading and understanding all information included in this package prior to installation is important to help insure a successful and safe project. Contact your BFS representative if you have further questions or if you need further information. Notes: 1.The sole responsibility of BFS is to design and supply individual trusses and components to the dimensions and design criteria provided to BFS by the customer.The design of the remaining portions of the building is the responsibility of the building designer,engineer of record,or the customer/contractor in the absence of a design professional. 2.The design and specification of the permanent and temporary bracing is the responsibility of the building designer per TPI-1 as referenced in the building code.The bracing documents we provide are the general minimum standards and should be verified or adapted by others as necessary for the specific project. 3.All wood component products supplied by BFS shall be used in dry service applications(Moisture Content<19%) unless noted otherwise. 4.The plies of multi-ply trusses are to be attached together by the installer per the fastener schedule on the specific truss drawing. S.The building designer,engineer of record,or customer shall resolve any issues or connections between trusses and other structural members not provided or specified by BFS when needed. 6.Truss placement plans and truss drawings are the property of BFS and may not be used or reproduced without the written approval of BFS. Products remain property of BFS until paid in full. 7. Install trusses per the BFS placement plan, industry standards, and code requirements. Install recommended floor truss strongbacks at 10' o.c. Do not install trusses upside down.Avoid conflicts with plumbing&other trades. 8.Truss drawings indicate standard loads and added loads in the load cases section. Do not apply structural loads to any truss if that load is not shown on the truss drawing.Verify stick framed roof loads transfer where allowed & designed for. Erection and Bracing The customer accepts full responsibility for the handling,storage, erection, installation, and bracing of these components and shall supervise any subcontractor or other party that is carrying out this work.We have included industry standard erection,temporary bracing, and fall protection information as a minimum guideline. However, D1 BFs.docx 2017-01-02 r BFS is not responsible for ensuring that these minimum guidelines are enforced and that they are applicable to the project. Please note that short members,such as 22-1/2" 2x4's,connecting 2 trusses do not count as bracing. Stability: Until the building is completely built and sheathed in accordance with the project plans by the building designer/ engineer of record and meets code and local requirements, it may be unstable and present a safety hazard unless properly braced.The builder/framer shall build and properly brace the structure by floor-do not build additional stories of construction on a poorly braced structure below. Instability may increase with building dimensions- particularly height. Winds: Buildings under construction may be vulnerable to high winds.The builder and framer shall consider all weather conditions including the potential for winds when deciding to set trusses. If high winds are expected,truss erection should be postponed or a consulting engineer should specify additional temporary bracing required to meet the possible conditions. Issues: If you encounter any jobsite installation issues that appear to involve the modification of the truss or component, please contact your BFS representative immediately.The representative will determine the nature of the issue and help facilitate its remedy. Do not make alterations or repairs prior to receiving repair details or instructions from BFS. If the issue is manufacturing related,BFS reserves the right to repair or replace the component in question. If the component in question is not structurally stable, install additional shoring to insure project safety. Charge Backs: Charge backs will not be accepted unless agreed upon by an authorized BFS representative prior to the repair or modification in question. It is the responsibility of the contractor to inform BFS of any error, problem,or defect prior to or during setting of the components. In the event of a charge back, an authorization number will be given by BFS for an agreed upon specific amount to resolve the issue.This authorization number must accompany any charge back to BFS to be valid. D1 BFS.docx 2017-01-02 Failure to follow installation information instructions may endanger personal safety and or property. Changes or modifications to placements and or trusses must have prior authorization from Builders FirstSource(BFS). It is the responsibility of the installer to contact a BFS representative prior to modification. Charge backs due to unauthorized modifications will not be accepted. Refer to truss drawings and placement plan for proper installation. ADVERTANCIA Si no se siguen las instrucciones de instalaci6n de la informaci6n puede poner en peligro la seguridad y la o propiedad personal. Los cambios o modificaciones a las colocaciones y cerchas o deben tener una autorizaci6n previa de Builders FirstSource ( BFS). Es la responsabilidad del instalador ponerse en contacto con un representante BFS antes de la modificaci6n. Carga retrocede debido a modificaciones no autorizadas no seran aceptadas. Consulte el braguero dibujos y plan de colocaci6n para su correcta instalacion. D1 BFS.docx 2017-01-02 S! ■ L J .� 0 MiTek" RE: Bldg F MiTek USA, Inc. (Old IT) 250 Klug Circle Corona,CA 92880 Site Information: 951-245-9525 Customer: Project Name: Bldg F Lot/Block: Model: Address: Subdivision: City: State: General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: IBC2015/TP12014 Design Program: MiTek 20/20 8.2 Wind Code: ASCE 7-10 Wind Speed: 110 mph Roof Load: 45.0 psf Floor Load: N/A psf This package includes 59 individual,dated Truss Design Drawings and 0 Additional Drawings. No. Seal# Truss Name Date No. Seal# Truss Name Date 1 K7752386 3BP15 6/30/2020 21 K7752406 A04 6/30/2020 2 K7752387 3BP16 6/30/2020 22 K7752407 A05 6/30/2020 3 K7752388 3BP19 6/30/2020 23 K7752408 A06 6/30/2020 4 K7752389 3BP20 6/30/2020 24 K7752409 A07D 6/30/2020 5 K7752390 4BP1 6/30/2020 25 K7752410 A08 6/30/2020 6 K7752391 4BP2 6/30/2020 26 K7752411 A09 6/30/2020 7 K7752392 4BP3 6/30/2020 27 K7752412 A10A 6/30/2020 8 K7752393 4BP4 6/30/2020 28 K7752413 A11 D 6/30/2020 9 K7752394 4BP5 6/30/2020 29 K7752414 A13 6/30/2020 10 K7752395 4BP6 6/30/2020 30 K7752415 A14A 6/30/2020 11 K7752396 4BP7 6/30/2020 31 K7752416 A15 6/30/2020 12 K7752397 4BP8 6/30/2020 32 K7752417 A16D 6/30/2020 13 K7752398 4BP9 6/30/2020 33 K7752418 B01 6/30/2020 14 K7752399 4BP10 6/30/2020 34 K7752419 B01A 6/30/2020 15 K7752400 4BP11 6/30/2020 35 K7752420 B02 6/30/2020 16 K7752401 4BP12 6/30/2020 36 K7752421 B02A 6/30/2020 17 K7752402 4BP13 6/30/2020 37 K7752422 B03 6/30/2020 18 K7752403 A01 6/30/2020 38 K7752423 BP14 6/30/2020 19 K7752404 A02 6/30/2020 39 K7752424 BP17 6/30/2020 20 K7752405 A03 6/30/2020 40 K7752425 BP18 6/30/2020 The truss drawing(s)referenced above have been prepared by MiTek USA,Inc under my direct supervision based on the parameters provided by Builders FirstSource(Arlington,WA). 01AING Z� Truss Design Engineer's Name: Zhao,Xiaoming 1 WqS 0 My license renewal date for the state of Washington is September 28,2021. ° ; c r q IMPORTANT NOTE:The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s)identified and that the designs comply with ANSI/TPI 1. These designs are based upon parameters a shown(e.g.,loads,supports,dimensions,shapes and design codes),which were 4 given to MiTek. Any project specific information included is for MiTek customers file reference purpose only,and was not taken into account in the preparation of `S'S'IpNAL � these designs. MiTek has not independently verified the applicability of the design parameters or the designs for any particular building. Before use,the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSI/TPI 1,Chapter 2. June 30,2020 1 of 2 Zhao,Xiaoming i MiTek MiTek USA, Inc. RE: Bldg F-(Old H) 250 Klug Circle Corona,CA 92880 951-245-9525 Site Information: Project Customer: Project Name: Bldg F Lot/Block: Subdivision: Address: City, County: State: No. Seal# Truss Name Date 41 K7752426 C01 6/30/2020 42 K7752427 CO2 6/30/2020 43 K7752428 CO3 6/30/2020 44 K7752429 D01 6/30/2020 45 K7752430 D02 6/30/2020 46 K7752431 D02A 6/30/2020 47 K7752432 D03 6/30/2020 48 K7752433 E01 6/30/2020 49 K7752434 E02 6/30/2020 50 K7752435 E03 6/30/2020 51 K7752436 F01 6/30/2020 52 K7752437 F02 6/30/2020 53 K7752438 F02A 6/30/2020 54 K7752439 F03 6/30/2020 55 K7752440 G01 6/30/2020 56 K7752441 J01 6/30/2020 57 K7752442 K01 6/30/2020 58 K7752443 L01 6/30/2020 59 K7752444 M01 6/30/2020 2 of 2 Job . Truss Truss Type Qty Ply (Old H) K7752386 Bldg F 3BP15 BLOCKING 7 1 Job Reference(optionag Builders FirstSource(Arlington,WA), Arlington,WA-03223. 8.240 s Mar 9 2020 MiTek Industries,Inc. Fn May 15 13:18:53 2020 Page 1 I D:AgGFU q Uxzt6tbAszg ikN J kyCP yO-RELccC5fu Svj EwOwj gum EBP q F2e_RbM4bC FljczGExm 1-1m 1-10-6 44 = Scale=1:9.8 1 2 3 x 5 4 2x4 I I 3x4 = 1-106 1.10.6 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.01 Vert(LL) n/a n/a 999 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.02 Vert(CT) n/a n/a 999 TCDL 10.0 _ Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 3 n/a n/a BCLL 10.0 Code IBC20151TPI2014 Matnx-P I Weight 9 lb FT=20% LUMBER- BRACING- TOP CHORD 2x6 DF No.2 TOP CHORD Structural wood sheathing directly applied or 1-10-6 oc puffins, BOT CHORD 2x4 HF No.2 except end verticals. WEBS 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 5=1-10-6,3=1-10-6,4=1-10-6 Max Horz 5=-26(LC 6) Max Uplift 5=16(LC 6).3=-2(LC 7),4=143(LC 7) Max Grav 5=65(LC 1),3=7(LC 1),4=768(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vuft=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=4.8psf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 3)Provide adequate drainage to prevent water ponding. 4)Gable requires continuous bottom chord bearing. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)5,3 except(jt=lb) 4=143. 8)Hanger(s)or other Connection device(s)shall be provided sufficient to support concentrated load(s)689 lb down and 130 lb up at 1-7-2 on bottom Chord. The design/selection of such connection device(s)is the responsibility of others. LOAD CASE(S) Standard 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 ,p�014NG Uniform Loads(plf) Vert:1-2=70,2-3=70,4-5=20 Concentrated Loads(lb) CTO Vert:4=-689 SsjONALyG May 15,2020 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.1010312015 BEFORE USE Design valid for use only with MITolo®connectoct.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verity the applicability of design parameters and properly mcoryorate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web andfor chord members only.Additional temporary and permanent braong MiTek• is always required for stability and to prevent copapse with possible personal injury and property damage.For general guidance regarting me fabrication,storage,dellvery,erection and bracing of trusses and truss systems,see ANSUTPII Ouaffry,Critorfe,DSS.89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,2670 Craln Highway,Suite 203 Waldorf,MD 20601 Corona,CA 928BO Job Truss Truss Type Qty Ply (Old H) K7752387 Bldg F 38P16 BLOCKING 1 1 Job Reference(optional) Builders FirslSoume(Arlington,WA), Arlington,WA-98223, 8.240 s Mar 9 2020 MTerk Industries,Inc. Fri May 15 13:18:54 2020 Page 1 ID:AgGFUgUxzt6tbAszgikNJkyCPyO-vQv_pY6Hfm1as4b6HOP?nLy?6S OA2cEgs_rF2zGExl 1.4-6 14-6 4x4 = Scale=1:9.9 1 2 3 2x4 11 9 u 5 4 2x4 11 3x4 = r � .4.8 1 r 1-0 6 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) /deft Ltd PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0,01 Vert(LL) n/a n/a 999 MT20 1851148 (Roof Snow=25.0) Lumber DOL 1.15 BC 0 01 Vert(CT) n/a n/a 999 TCDL 10.0 Rep Stress Incr YES WB 000 Horz(CT) 0.00 3 n1a n/a BC L '0•0 Code IBC20151TP12014 Matrix-P Weight:7 lb FT=20% LUMBER- BRACING- TOP CHORD 2x6 DF No.2 TOP CHORD Structural wood sheathing directly applied or 1-4-6 oc purlins, BOT CHORD 2x4 HF No.2 except end verticals. WEBS 2x4 HF No 2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 5=1-4-6,3=1-4-6,4=1-4-6 Max Horz 5=26(LC 9) Max Uplift 5=-19(LC 6),3=-7(LC 7),4=16(LC 7) Max Grav 5=45(LC 1),3=19(LC 1),4=40(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCOL=4 2psf;BCDL=4.Bpsf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Fully Exp.;Ct=1.10 3)Provide adequate drainage to prevent water ponding. 4)Gable requires continuous bottom chord bearing. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)"This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)5,3,4. �Q.()V,dNG Z� 'b' 4 WAS O <sa,• ••f �Q� 0 �ssIGNALG May 15,2020 AWARNING-Verify,design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with WTekV connectors.This dexgrt Is based ony upon promoters shown•and is for an individual buRdmg component,not �• e wss system.Before roe,the Wilding designer must verity the applicability of design parameters and property Incorporate this design into the overall building design. Bracing indicated is to prevent buckling of Indmdual truss web endlor chord members only.Addoional temporary and permanent bracing MiTek• is etways r"uued for stability and to prevent coaapse with possible personal injury and property damage.For general guidance mgrding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,sea ANSVTPf1 Quality Cdfeds,DSS-89 and SCSI Building Component 250 Klug Circle Safoy Infamadon available born Truss Poole Institute.2670 Crain Highway,Suite 203 Waldorf,MD 20601 Corona,CA 92880 Job Truss Truss Type �Qty Ply (Old H) K7752388 Bldg F 3BP19 BLOCKING 1 1 Job Reference lions Builders FkstSotxce(Arlington,WA), Arlington,WA-98223, 8240 s Mar 9 2020 MITek Industries,Inc. Fri May 1513:18:55 2020 Page 1 ID:AgGFUgUxzt6tbAszgikNJkyCPyO-NcTN1u6vQ4ARUEAJr5wEKZVAmsJdvVoN3WkPoUzGExk 1 AS 1-4 5� 44 = Scale=1:12.3 2 3 x __J u 5 4 2x4 11 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.01 Vert(LL) n/a n/a 999 MT20 185/148 (Roof Snow=2 0) Lumber DOL 1,15 BC 0,01 Vert(CT) n/a n/a 999 TCDL 10.0 Rep Stress Inc r YES WB 0.01 Horz(CT) 0.00 3 n/a n/a BCLL 0.0 Code IBC2015/TPI2014 Matrix-P Weight:9lb FT=20% BCDL 10,0 LUMBER- BRACING- TOP CHORD 2x6 DF No.2 TOP CHORD Structural wood sheathing directly applied or 1-4-6 oc purlins, BOT CHORD 2x4 HF N0.2 except end verticals. WEBS 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 5=1A-6,3=1-4-6,4=1-4-6 Max Horz 5=-39(LC 8) Max Uplift 5=-35(LC 6),3=-10(LC 7),4=28(LC 7) Max Grav 5=54(LC 16),3=23(LC 1),4=44(LC 17) FORCES. (lb)-Max.Comp./Max.Ten -All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=4.epsf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 3)Provide adequate drainage to prevent water ponding. 4)Gable requires continuous bottom chord bearing. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)`This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)5,3,4. 0 G O Ol, CIO "°�O 54074� � .t+ GIST6R �SSIQNALG May 15,2020 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. Design vaW for use only weh MITeliS connectors.This design is based only upon parameters shown,and is for an Inciividual buedmg component,not a truss system.Before use,the budding designer must verily the applicability of design parameters and property incorporate this design into the overall building design.Bracing Indicated is to prevent buckling of indMduat truss web and/or chord members only.Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal Injury and property damage.For general guidance regarding the labneation,storage,daWary,erection and branng or trusses and truss systems,see ANSVTPH Duality Critods,DSB-89 and SCSI Building Component 250 Klug Circle Safety Information avaliable from Truss Plate Institute,2670 Crain Highway,Sued 203 Waldorf,MD 20601 Corona,CA 92880 A Job s Truss Truss Type Oty Ply (Old H) K7752389 Bldg F 3OP20 BLOCKING 7 1 Job Reference tiorral Builders FirslSource(Arington,WA). Arlington,WA-98223, 8 240 s Mar 9 2020 MiTek Industries,Inc. Fr(May 1513:18:56 2020 Page 1 ID:AgGFUgUxzt6tbAszgikNJkyCPyO-rp11EE7XBN115NNOpRTsml LUFfhey3XHATyKxzGExj 1-10-6 1-10-6 4x4 = Scale=1:12-e 1 2 3 2x4 II 5 4 2x4 I I 3x4 = 1.10.6 ( 1.108 y LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.02 Vert(LL) n/a n/a 999 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1,15 BC 0.02 Vert(CT) n/a n/a 999 TCDL 100 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 3 n/a n/a BCC' 0 0 Code IBC2015FFP12014 Matrix-P Weight:11 IllFT=20% LUMBER- BRACING- TOP CHORD 2x6 DF No.2 TOP CHORD Structural wood sheathing directly applied or 1-10-6 oc purlins, BOT CHORD 2x4 HF No.2 except end verticals. WEBS 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 5=1-10-6,3=1-10-6,4=1-10-6 Max Horz 5=40(LC 6) Max Uplift 5=-29(LC 6),3=-6(LC 7),4=27(LC 7) Max Grav 5=66(LC 1),3=17(LC 1),4=66(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=11 Omph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=4.8psf;h=25ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Extedor(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Fully Exp.;Ct=1.10 3)Provide adequate drainage to prevent water ponding. 4)Gable requires continuous bottom chord bearing. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)5,3,4. OIAJNG Z, �w o� s`sj�NAL��G May 15,2020 Ak WARNING•Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7477 rev.1010312015 BEFORE USE. Design valid for use only with MiTeke connectors.This design is based only upon parameters shown,and is for an indlv4sull building componont not a truss system.Before use.the building designer must verity the applicab/lrly,of design parameters and property incorporate this design Into the overall buildlog design.Bracing indicated is to prevent buckling of individual truss web andlor chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal Injury and property damage Forgenerai guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSMH Quality Centeno,OSS-89 and BCSI Building Component 250 Klug Clrcle Safety Information available from Truss Pfate Instaule,2670 Crain Hlgtnvay.SuOe 203 Waldorf,MD 20601 Corona,CA 92880 Job Truss Truss Type Qty Ply (Old H) Bldg Ft 4BP1 BLOCKING 33 1 K7752390 Job Reference(optional) _ Builders FirslSource(Arlington,WA), Arlington,WA-98223, 8.240 s Mar 9 2020 MiTek Industries,Inc. Fri May 15 13:18:56 2020 Page 1 ID:AgGFUgUxzt6tbAszgikNJkyCPyO-rp11EE7XBN115NIVOpRTsm1 LVFfhey5XHATyKxzGExj 1-10-6 1.10-6 4x4 = Scale=1:9.7 1 2 3 2x4 It 1• 5 4 2x4 I I 3x4= 1-10-6 r r 1-10-6 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) I/deft L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.01 Vert(LL) n/a n/a 999 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.02 Vert(CT) n/a n/a 999 TCDL 10.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 3 n/a n/a BC 1 100.0 Code IBC2015/TP12014 Matrix-P Weight:9 lb FT=20% _BC LUMBER- BRACING- TOP CHORD 2x6 OF No.2 TOP CHORD Structural wood sheathing directly applied or 1-10-6 oc purlins, BOT CHORD 2x4 HF No.2 except end verticals. WEBS 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 5=1-10-6,3=1-10-6,4=1-10-6 Max Horz 5=-26(LC 8) Max Uplift 5=16(LC 6),3=-2(LC 7),4=19(LC 7) Max Grav 5=65(LC 1),3=6(LC 1),4=79(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=4.Bpsf;h=25ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Fully Exp.;Ct=1.10 3)Provide adequate drainage to prevent water ponding. 4)Gable requires continuous bottom chord bearing. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)5,3,4. - '01AING 2 wAS 0 y •0 54074w`r rt+ GISTER Assl�?VAL�G May 15,2020 A WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03,2015 BEFORE USE '' Design valid for use only with Mrrek®connectors,This design Is based only upon parameters shown,and is for an individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design.Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek. Is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSVTPI1 Quality Criteria,DSB-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,2670 Crain Highway,Sulte 203 Weldon,MD 2D601 Corona,CA 92880 Job Truss Truss Type �Qlby Ply (Old H) K7752391 Bldg F 4BP2 BLOCKING 1 1 Job Reference(optional) Builders FirstSource(Arlington,WA), Arlington,WA-98223, 8.240 s Mar 9 2020 MTek Industries,Inc. Fri May 15 13.1906 2020 Page 1 ID:AgGFUgUxzt6tbAszgikNJkyCPyO-ZkdXLfFpgSYtlw WQ_vdpGtS35H4C_Tc?bjuUhLzGExZ 1-0-14 1.0-14 2x4 11 Scale=1:9.8 1 2 3 _2.y j__ u I. ,. u 5 4 2x4 11 2x4 11 — 1-0-14 1-0-14 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.01 Vert(LL) n/a n/a 999 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.01 Vert(CT) n/a n/a 999 TCDL 10.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 3 n/a n/a BCLL 10.0 Code IBC2015rTP12014 Matrix-R Weight:5 lb FT=20% LUMBER- BRACING- TOP CHORD 2x6 DF No.2 TOP CHORD Structural wood sheathing directly applied or 1-0-14 oc purlins, BOT CHORD 2x4 HF No.2 except end verticals. WEBS 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 5=1-0-14,3=1-0-14,4=1-0-14 Max Harz 5=-26(LC 8) Max Uplift 5=-22(LC 6),3=-12(LC 7),4=13(LC 7) Max Grav 5=37(LC 18),3=21(LC 1),4=25(LC 17) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf:BCDL=4.Bpsf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterlor(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1,60 2)TCLL:ASCE 7-1 D;Pf=25.0 psf(Flat roof snow);Category 11;Exp B;Fully Exp.;Ct=1.10 3)Provide adequate drainage to prevent water ponding. 4)Gable requires continuous bottom chord bearing. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s)5,3,4. O14UNG Og WASFr,.40 'WO y TOE 0NALG May 15,2020 AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE Design valid for use only with MiTekl!,connectors.This design is based only upon parameters shown,and Is tar an Individual building componeriL not e Wss yinam.Belom use,the bullding designer must verity the applicability of design parameters and property incorporate this design into the overall building design Brating indicated is to prevent buckling of Individual truss web and/or chord members only Adddional lomporary and permanent bracing MiTek" Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,etedw and bracing of trusses and truss systems,see ANSVTPII Quality Criteria,OSS49 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Carona,CA 92880 - 'i Job Truss Truss Type Oty Ply (Old H) K7752392 Bldg F 4BP3 BLOCKING 1 1 Job Reference tonal Builders FirstSource(Arlington,WA), Arlington,WA-98223, 8 240 s Mar 9 2020 MiTek Industries,Inc Fri May 15 1319:08 2020 Page 1 ID:AgGFUgUxzt6lbAszgikNJkyCPyO-V6IHIKH3M3obYDgp5KfHLIXOb5lgSN5121 NblEzGExX 1-2,6 1-2-6 2x4 I I Scale=1:9.8 1 2 3 2X4 If 5 4 2x4 II 2x4 11 1-2-6 i 1-2,6 I LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Lld PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0 01 Vert(LL) n/a n/a 999 MT20 185/148 (Roof Snow=25 0) Lumber DOL 1.15 BC 0 01 Vert(CT) n/a n/a 999 TCDL 10.0 Rep Stress Incr YES WB 0 00 Horz(CT) 0.00 3 n/a n/a BCLL 0.0 Code IBC2015(rP12014 Matrix-R _ Weight:5 lb FT=20 BCDL 10-0 LUMBER- BRACING- TOP CHORD 2x6 OF No.2 TOP CHORD Structural wood sheathing directly applied or 1-2-6 oc purlins, BOT CHORD 2x4 HF No 2 except end verticals. WEBS 2x4 HF No 2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 5=1-2-6,3=1-2-6,4=1-2-6 Max Harz 5=-26(LC 8) Max Uplift 5=-20(LC 6).3=-11(LC 7),4=11(LC 7) Max Grav 5=39(LC 1),3=22(LC 1),4=28(LC 1) FORCES. (lb)-Max.Camp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=57mph;TCDL=4.2psf;BCDL=4.8psf;h=25ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 3)Provide adequate drainage to prevent water ponding. 4)Gable requires continuous bottom chord bearing. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)5,3,4. OWNG ti� TQ� .oho ,�54074 A +n Gl^ST ER ssIGNALG May 15,2020 A WARNING-VerHy,design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.1010312015 BEFORE USE Design valid for use only with M7ek®connectors.This design Is based only upon parameters shown,and Is for an Individual building component,not a truss system.Before use,the building designer must verity the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal injury and property damage, Fcf general guidance regarcmg the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSVTPII Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf.MD 20601 Corona,CA 92BBO �� I Job cuss fiype Oty Ply (OW H) K7752393 Bldg P [russ BP4 BLOCKING 1 1 Job Reference tiona! Builders FirstSource(Arlington,WA), Arlington,WA-98223. 8.240 s Mar 9 2020 MiTek Industries,Inc. Fri May 1513:19:11 2020 Page 1 ID:AgGFUgUxzt6tbAszgikNJkyCPyO-vhROOMJxf B9PhPNnSD zx9vklnFfkpkk7cFMZzGExU 1-8-14 1-8-14 1 4x4= 2 Scale=1:9.7 2x4 11 1 77 5 4 2x4 I 3x4 = 141-14 ~ 14-14 -- LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.01 Vert(LL) n/a n/a 999 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.02 1 Vert(CT) n/a n/a 999 TCDL 10.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 3 nla n/a BCLL 0.0 Code IBC2015/TPI2014 Matrix-P Weight:9 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 DF No.2 TOP CHORD Structural wood sheathing directly applied or 1-8-14 oc pudins, BOT CHORD 2x4 HF No.2 except end verticals. WEBS 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 5=1-8-14,3=1-8-14,4=1-8-14 Max Harz 5=26(LC 8) Max Uplift 5=16(LC 6),3=-4(LC 7),4=17(LC 7) Max Gram 5=60(LC 1).3=11(LC 1),4=68(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=4.Bpsf;h=25ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Fully Exp.;Ct=1.10 3)Provide adequate drainage to prevent water ponding. 4)Gable requires continuous bottom chord bearing. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)Provide mechanical connection(by others)of truss to bearing plate Capable of withstanding 100 lb uplift at jolnt(s)5,3,4. `p.()IfJNG 'N pf WA3 .4o �0 .off 54074w� �sslONAL � May 15.2020 A WARNING-verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II.7473 rev.10/03/2015 BEFORE USE. Design valid for use only with Mrrek®connectors.This design is based only upon parameters shown,and is for an Individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with passible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/rPli Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Saretyinformatlon available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Corona,CA 92660 Job Truss Truss Type Qty Ply (Old H) K7752394 Bldg t~ 4BP5 BLOCKING 10 1 Job Reference Donal Builders FrsiScume(Arington,WA), Arlington,WA-98223, 8.240 s Mar 9 2020 MfTek Industries,Inc. Fri May 1513:1912 2020 Page 1 ID:AgGFUgUxzt6lbAszgikNJkyCPyO-Nu?obiKaQ IJOOrzaKAkD WBi4N i7ROB 1 tzfMou?zGExT 1-106 1-10.6 4x4 = Scale=1:12.3 1 2 3 2x4 I 1- 6 4 2x4 I I 3x4 = 1-106 1-106 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ltd PLATES GRIP TCLL 25 0 Plate Grip OOL 1.15 TC 0.02 Vert(LL) n/a n/a 999 MT20 1851148 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.02 Vert(CT) n/a n/a 999 TCDL 10.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 3 n/a n/a BCLL 0.0 Code IBC2015/TPI2014 Matrix-P Weight:11 lb FT=20% LUMBER- BRACING- TOP CHORD 2x6 DF No.2 TOP CHORD Structural wood sheathing directly applied or 1-10-6 oc purlins, BOT CHORD 2x4 HF No.2 except end verticals. WEBS 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 5=1-10-6,3=1-10-6,4=1-10-6 Max Harz 5=-39(LC 6) Max Uplift 5=-27(LC 6).3=6(LC 7).4=26(1_C 7) Max Grav 5=66(LC 1).3=16(LC 1).4=67(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=l lomph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=4.Bpsf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Comer(3)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Fully Exp.;Ct=1.10 3)Provide adequate drainage to prevent water ponding. 4)Gable requires continuous bottom chord bearing. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6).This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)5,3,4. o1, rra O 54074 `rjQNAL May 15,2020 A WARNING-Verify dnagn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and Is for an Individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek• Is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIRPII Quality Criteria,DSB.89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Corona,CA 92880 Job Truss Truss Type City ply (Old H) Bldg it4BP6 BLOCKING 1 1 K7752395 Job Reference(optional) Builders FirstSource(Arlington,WA), Arlington,WA-98223, 8.240 s Mar 9 2020 MiTek Industries,Inc. Fri May 15 13:1914 2020 Pago 1 ID:AgGFUgUxzl6tbAszgikNJkyCPyO-KG6YOOLgyvZkG87ySamhbZnQvWo4s5VAQzrvzuzGExR L 1.4-6 r 1.4-8 4x4= Scale=1:12.4 1 2 3 L__'\ Li 2x4 I 5 4 2x4 l 3x4= 1.4$ LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.02 Vert(LL) n/a n/a 999 MT20 185/148 (Roof Snow=25 0) Lumber DOL 1.15 BC 0.01 Vert(CT) n/a n/a 999 TCDL 10.0 Rep Stress Incr YES WB 0.01 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code IBC2015/TP12014 Matrix-P Weight:9 lb FT=20% LUMBER- BRACING- TOP CHORD 2x6 OF No.2 TOP CHORD Structural wood sheathing directly applied or 1-4-6 oc purlins, BOT CHORD 2x4 HF No.2 except end verticals. WEBS 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 5=1-4-6,3=1-4-6,4=1-4-6 Max Horz 5=-39(LC 6) Max Uplift 5=35(LC 6),3=-10(LC 7),4=28(LC 7) Max Grav 5=54(LC 18),3=23(LC 1),4=44(LC 17) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-10:Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=4.8psf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Comer(3)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Fully Exp.;Ct=1.10 3)Provide adequate drainage to prevent water ponding. 4)Gable requires continuous bottom chord bearing. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)5,3,4. 01AING Z f WA3 ,4 O � OT Q O 54074� a .t+ GIST'ER BSSIONAL G May 15,2020 AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev.1010312015 BEFORE USE. Design valid for use only whh Mrrek®connectors.This design Is based only upon parameters shown,and Is for an individual building component,not • a truss system.Before use,the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only Additional temporary and permanent bracing M iTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPII Duality Criteria,DSB-89 and SCSI Building Component 250 Klug Circle safety Information available from Truss Plate Institute,2670 Craln Highway,Suhe 203 Waldorf,MD 20601 Corona,CA 92880 a Job Truss Truss Type Qty Ply (Old H) K7752396 Bldg F< 4BP7 BLOCKING 1 1 JJob Reference(optional) Builders FirstSource(Arlington,WA), Arlington,WA-98223, &240 s Mar 9 2020 MiTek Industries,Inc. Fri May 1513:19:16 2020 Page 1 ID:AgGFUgUxzt6lbAszgikNJkyCPyO-GFEJR4N4TWpSVSHLZ?o9g_smQJUaK_TUHKO1 mzGExP 1-2-14 1-2-14 4x4 = Scale=1:12.4 1 2 3 1 �J u 5 4 2x4 3x4 = 1-2.14 ( 1-2 14 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lld PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 002 Vert(LL) rile n/a 999 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.01 Vert(CT) n/a n/a 999 TCDL 10.0 Rep Stress Incr YES WB 0.01 Horz(CT) 0.00 3 n/a nla BCLL 0.0 Code IBC2015/TP12014 Matrix-P Weight:8 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 DF No 2 TOP CHORD Structural wood sheathing directly applied or 1-2-14 oc purlins, BOT CHORD 2x4 HF No.2 except end verticals WEBS 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 5=1-2-14,3=1-2-14,4=1-2-14 Max Horz 5=-39(LC 6) Max Uplift 5=39(LC 6),3=-11(LC 7),4=31(LC 7) Max Grav 5=54(LC 18),3=23(LC 1),4=42(LC 17) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vu@=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=4.8psf;h=25ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Comer(3)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Fully Exp.;Ct=1.10 3)Provide adequate drainage to prevent water ponding. 4)Gable requires continuous bottom chord bearing. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)5,3,4. ONUNG 2I1r9 O y Ox r0� 54074 00— GIS1 ERA ' SSIONAL Cs May 15,2020 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev.10/03/2015 BEFORE USE. ' Design valid for use only with MITek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and property Incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing M iTek' is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTPIf Quality Criteria,DSB-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,2570 Crain Highway,Suite 203 Waldorf,MD 213601 Corona,CA 92880 V Job Truss Truss Type City Ply (Old H) K7752397 Bldg Fs 4BP8 BLOCKING 10 1 Job Reference(optionary Budduls FkslSource(Arlington,WA), Arlington,WA-98223. 8 240 s Mar 9 2020 MiTek Industries,Inc Fri May 15 13 19:20 2020 Page 1 ID:AgGFUgUxzt6tbAszgikNJkyCPyO-8CiUpHRCibXIJu_3b6ort5gg1 SBxrJGo_3pvlDAYzGExL 1-10-6 1-10-6 4x4 = Scale=1:14.9 1 2 3 2x4 0 1- 5 4 2x4 11 3x4 = 1-1016 1-10� LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in (loc) /deft Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.03 Vert(LL) rile n/a 999 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.02 Vert(CT) n/a n/a 999 TCDL 10.0 Rep Stress Incr YES WB 0 01 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code IBC2015/TP12014 Matrix-P Weight:12 lb FT=20e/u LUMBER- BRACING- TOP CHORD 2x6 OF No.2 TOP CHORD Structural wood sheathing directly applied or 1-10-6 oc purlins, BOT CHORD 2x4 HF No.2 except end verticals. WEBS 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 5=1-10-6,3=1-10-6,4=1-10-6 Max Horz 5=-52(LC 8) Max Uplift 5=-43(LC 6).3=9(LC 7).4=37(LC 7) Max Grav 5=73(LC 18),3=22(LC 1),4=66(LC 17) FORCES. (lb)-Max Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-10:Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=4.8psf;h=25ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Comer(3)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Fully Exp.;Ct=1.10 3)Provide adequate drainage to prevent water ponding. 4)Gable requires continuous bottom chord bearing. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)`This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)5,3,4. o�G Zit 0 r0�o 4074� w4 �t+ GIS'PBg �Ss jONAL May 15,2020 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II.7473 rev.10/03/2015 BEFORE USE. �� Design valid for use only with MrrekdD connectors.This design is based only upon parameters shown,and is for an Individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall bullding design.Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing WOW is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUfPIf Quality Criteria,DSB-69 and BCSI Building Component 250 Klug Circle Safety Informailon available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Corona,CA 92880 Job Truss Truss Type 'aty Ply (Oid H) K7752398 Bldg F 4BP9 BLOCKING 13 1 Job Reference(opUonalJ Builders FirstSource(Arlington,WA), Arlington,WA-98223, 8.240 s Mar 9 2020 MiTek Industries,Inc. Fri May 15 13:19.23 2020 Page 1 ID AgGFUgUxzt6tbAszgikNJkyCPyO•Z49yvTSTgghSrXJhUzOoSTfzV8t7T9bVVtWtnszGExl 1-10A. 1-1016 Scale=1:19.3 1 2 3 Li U 72x4 = 4x4=6 0 1• 5 4 2x4 11 3x4 = ' i-10fii LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 25.0 plate Grip DOL 1.15 TC 0.03 Vert(LL) n/a n/a 999 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1.15 BC 002 Vert(CT) n/a n/a 999 TCDL 10.0 Rep Stress Incr YES WB 0.01 Horz(CT) 0.00 3 n/a n/a BCLL ,0.0 Code IBC2015ITP12014 Matrix-P Weight:15 lb FT=20% — LUMBER- BRACING- TOP CHORD 2x6 DF No.2 TOP CHORD Structural wood sheathing directly applied or 1-10-6 oc purlins, BOT CHORD 2x4 HF No.2 except end verticals. WEBS 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 5=1-10-6,3=1-10-6,4=1-10-6 Max Horz 5=73(LC 7) Max Uplift 5=-79(LC 6),3=12(LC 7),4=70(1_C 7) Max Grav 5=101(LC 18),3=29(LC 1),4=87(LC 17) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vuk=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=4.8psf;h=25ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Comer(3)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Fully Exp.;Ct=1.10 3)Provide adequate drainage to prevent water ponding. 4)Gable requires continuous bottom chord bearing. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will Fd between the bottom chord and any other members. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at Joint(s)5,3,4. p.O�iC'' lq 'tom WASA,. 'O co 54074 O0GIST£g� SSIONAL May 15,2020 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.1010312015 BEFORE USE Design valid for use only with Mrrekdb connectors.This design Is based only upon parameters shown,and is for an Individual building component,not a truss system.Bafore use,the building designer must verify the applicability of design parameters antl property incorpdra!e this design Into the overall budding design.Bracing Indicated is to prevent buckling of Individual truss web and/or chord mombom only Additional temporary and pennonerr.bracing MiTek• Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTP11 Quality Crirana,DSO-89 and SCSI Building Component 250 Klug Circle Safety Infonnetlon available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Corona,CA 92880 V Job Truss Truss Type Qty PlyJ(Old H) K7752399 Bldg F 48P10 BLOCKING 2 ob Reference o tional Builders FirstSource(Arlington,WA), Arlington,WA-98223, 8.240 s Mar 9 2020 MTek Industries,Inc. Fri May 1513:18:57 2020 Page t 1D AgGFUgUxzt6tbAszgkNJkyCPyO-J7b7SaBgyhQ9jXKhyWziP_aT11?uNM6gWgDVsNzGEx1 r 1.108 , 1r tU-6 � Scale=1:32.8 1 2 3 4 II u 0- a 5 4 2x4 11 3x4= 1.10� t LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Ildefl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1,15 TC 0.20 Vert(LL) n/a n/a 999 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1,15 BC 0.02 Vert(CT) n/a - n/a 999 TCDL 10.0 Rep Stress Incr YES WB 0.15 Horz(CT) 0.02 3 We n/a BCDL 10.0 Code IBC2015/7P12014 Matrix-P Weight:24 lb FT=20% LUMBER- BRACING- TOP CHORD 2x6 DF No.2 TOP CHORD Structural wood sheathing directly applied or 1-10-6 oc purlins, BOT CHORD 2x4 HF No.2 except end verticals. WEBS 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 Do bracing. REACTIONS. (size) 5=1-10-6,3=1-10-6,4=1-10-6 Max Horz 5=-141(LC 8) Max Uplift 5=-261(LC 6),3=24(LC 7),4=-238(LC 7) Max Grav 5=268(LC 9),3=40(LC 1),4=254(LC 8) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-5=253/268 WEBS 1-4=264/264 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=4.8psf;h=25ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 3)Provide adequate drainage to prevent water ponding. 4)Gable requires continuous bottom chord bearing. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)3 except(jt=lb) 5=261,4=238. ,0NUNG 2t ,�warms; o PTO �0�0 t ,54074� � GIST£R t°SSIDNAL�G May 15,2020 AL WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev.10/03/2015 BEFORE USE �� Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an Individual building component,not a truss system Before use,the building designer must vent'ilia applicability of rlesign parameters and property Incorporate this design Into the overall bultdvng design Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek• Is always required for stability and to prevent collapse with Possible personal Injury and pmpany damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,sae ANSIMMI Duality CrNrrla,OSB-89 and 9CS1 Building Component 250 Klug Circle Safety information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Corona,CA 92880 I Job I Truss Truss Type Qty Ply (Old H) K7752400 Bldg F 4BP11 FLAT 22 1 Job Reference(optional) Builders FirslSource(Arlington.WA), Arlington,WA-98223, B.240 s Mar 9 2020 MiTek Industries,Inc. Fri May 15 13:18:59 2020 Page 1 ID:AgGFUgUxzl6tbAszgikNJkyCPyO-GOittGAQ UlgszrU44x?AUPfkPTgDrClz_8icxFzGExg 1-10-6 j 1 10-6 Scale=1:42.6 1 23 — II 4x4 11 4x6 — 7 6 • 6 5 4 3x6 6x6 = 1-10-6 Plate Offsets(X.Y)— (2:0-4-8.0-1-8) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (loc) I/dell L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.55 Vert(LL) n/a - n/a 999 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.09 Vert(CT) n/a - n/a 999 TCDL 10.0 Rep Stress Incr YES WB 0.39 Horz(CT) 0.15 3 n/a n/a BCLL 0.0 t3COL 10.0 Code IBC2015/TPI2014 Matrix-P Weight:32 lb FT=20% LUMBER- BRACING- TOP CHORD 2x6 DF No.2 TOP CHORD Structural wood sheathing directly applied or 1-10-6 oc purlins, BOT CHORD 2x4 HF No.2 except end verticals. WEBS 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 1-5 JOINTS 1 Brace at Jt(s):7 REACTIONS. (size) 3=1-10-6,5=1-10-6,4=1-10-6 Max Harz 5=-240(LC 28) Max Uplift 3=576(LC 27),5=2411(LC 24),4=-1836(LC 27) Max Grav 3=564(LC 28),5=2418(LC 31),4=1853(LC 28) FORCES. (lb)-Max.Camp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-406/399,5-6=2403/2419,1-6=1041/1056,4-7=-476/482,2-7=669/675 BOT CHORD 4-5=-563/557 WEBS 6-7=532/511,4-6=1476/1476,1-7=1230/1230 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=4.8psf;h=25ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Comer(3)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Fully Exp.;Ct=1.10 3)Provide adequate drainage to prevent water ponding. 4)Gable requires continuous bottom chord bearing. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)"This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) 3=576,5=2411,4=1836. )',IiII`G2� 8)This truss has been designed for a total drag load of 242 plf.Lumber DOL=(1.33)Plate grip DOL=(1.33) Connect truss to resist drag WAS `40 loads along bottom chord from 0-0-0 to 1-10-6 for 242.0 plf. Qrx O 54074 Fr/� �SSI�NAL�G May 15,2020 AWARNING.Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.1010312015 BEFORE USE Design valid for use only with MrrekO connectors.This design is based ony upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design Bracing indicated is to prevent buckling of individual truss web andlor chord members only.Additional temporary and permanent bracing MiTek" Is always required for stability and to prevent collapse with possible personal injury and property damage, For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANS11TPI1 quality Criteda,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Inslgute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Corona,CA 92880 �' �a Job Truss Truss Typo Oty Ply (Old H) B I r,g 4BP12 FLAT 1 1 K'7752401 Job Reference(optional) Builders Rr stSource(Arlington,WA), Arlington,WA-98223, 8.240 s Mar 9 2020 MiTek Industries,Inc. Fri May 15 13:19:02 2020 Page 1 1-0- ID:AgGFUgUxzl6lbAszgikNJkyCPyG-gzOOVHClmD2RglCfl3Yt61 HLPgi?2ddPg5wGYazGExd 11414 1 23 Scale=1:42 6 II 4x4 = 44 — 7 6 8 5 4 3x6 I I Us = )1-0 1 1.0-14 LOADING (ps) 0 SPACING- 2-0-0 CSI. DEFL. in (loc) Ildefl Ud PLATES GRIP (Roof Snow=25.0) Plate Grip DOL 1.15 TIC 0,11, Vert(LL) n/a n/a 999 MT20 185/148 TCDL 10.0 Lumber DOL 1.15 BC 0.02 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.19 Horz(CT) 0.10 3 n/a n/a LC^L 00 Code IBC2015/TPI2014 Matrix-P Weight:28 lb FT=20% LUMBER- BRACING- TOP CHORD 2x6 OF No.2 TOP CHORD Structural wood sheathing directly applied or 1-0-14 oc purlins, BOT CHORD 2x4 HF No.2 except end verticals. WEBS 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 1-5 REACTIONS. (size) 3=1-0-14,5=1-0-14,4=1-0-14 JOINTS 1 Brace at Jt(s):7 Max Harz 5=190(LC 8) Max Uplift 3=-139(LC 7),5=936(1_C 6),4=797(LC 7) Max Grav 3=132(LC 8),5=938(LC 9),4=806(LC 8) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 5-6=-931/939 WEBS 4-6=778/777 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=4.8psf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Comer(3)zone;cantilever left and right exposed;end vertical left and right exposed:C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 3)Provide adequate drainage to prevent water pond(ng. 4)Gable requires continuous bottom chord bearing. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Qt=lb) 3=139,5=936,4=797. 0,14WG ,r wns o 011 o54074 Sj)NA May 15,2020 A WARNING-Verify design paramaten and READ NOTES ON TWS AND INCLUDED SgTEK REFERENCE PAGE MIF7473 rev.1010312015 BEFORE USE. Design valid for use only with MITeke connector.This design Is based only upon parameters shown,and Is for an Individual thAding component,not • s truss system,Before uso,the building designer must vent'Ire applicability of design parameters and property incorporate this design into the overall building design.Bracing indicated Is to prevent twckting of individual truss web"Of Chord members only.Addetonol temporary and permanent bracing MiTek• Is always required for slabillty and to prevent cokapso with possible personal injury and property damage For general guidance regarding tho fabrication,storage,dew",erection and bracing or trusses and truss systems,see ANSVrPII Qualify Cnroda,DSO-89 and BCSI Building Component 250 Klug Circle Safely Infonnorl0n available from Truss Plate institute,2670 Crain Fbghway,Su40 203 Waldorf,MD 2OW1 Corona,CA 92sa0 Job Truss Truss Type Qty Ply J(Old H) ' K7752402 Bldg F 4BP13 FLAT 1 1 Job Reference(optlonall _ Builders FlrstSource(Arlington,WA), Aflinglon,WA-98223, 8.240 s Mar 9 2020 MiTek Industries,Inc Fri May 15 13:19:04 2020 Page 1 ID:AgGFUgUxzt6tbAszgikNJkyCPyO-cLWmwzDYIg193cM1 sUbLBSNXLUOTWXXi7PPNcTzGExb 1-2-6 1-28 Scale=1:42.8 1 23 I� 4x4 = 44 — 7 8 a 5 4 3x6 1 1-2-6 { LOADING (psf) SPACING- 2-0-0 CSL DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.79 Vert(LL) n/a n/a 999 MT20 185/148 (Roof Snow=25 0) Lumber DOL 1.15 BC 0.02 Vert(CT) n/a n/a 999 TCDL 10.0 Rep Stress Incr YES WB 0.17 Horz(CT) 0.08 3 n/a n/a BCLL 0.0 Code IBC2015ITP12014 Matrix-P Weight:29 lb FT=20% BCD 0 0 LUMBER- BRACING- TOP CHORD 2x6 DF No.2 TOP CHORD Structural wood sheathing directly applied or 1-2-6 oc purlins, BOT CHORD 2x4 HF No.2 except end verticals. WEBS 2x4 HF No 2 BOT CHORD Rigid ceiling directly applied or 6-0-0 cc bracing. JOINTS 1 Brace at Jt(s):7 REACTIONS. (size) 3=1-10-6,5=1-10-6,4=1-10-6 Max Horz 5=-190(LC 8) Max Uplift 3=-118(LC 7),5=804(LC 6).4=-687(LC 7) Max Grav 3=11O(LC 8),5=807(LC 9),4=697(LC 8) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 5-6=-799/808 WEBS 4-6=-671/670 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=4.Bpsf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Corri zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 3)Provide adequate drainage to prevent water ponding. 4)Gable requires continuous bottom chord bearing. 5)This truss has been designed for a 10.0 psf bottom chard live load nonconcurrent with any other live loads. 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) 3=118,5=804,4=687. O G 29 O 0 .e� 54074 Off, GE 1 � ASSIONALG May 15,2020 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIF7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design Is based only upon parameters shown,and Is for an Individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design Into the overall building design.Bracing indicated is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTPIi quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Corona,CA 92850 Ali Job Truss Truss Type Oty Ply (Old H) Bldg� A01 GABLE 1 K7752403 Job Rofetence tonal Builders FirstSource(Arlington,WA), Arlington,WA-98223. 8,240 s Mar 9 2020 MTek Industries,Inc. Fri May 15 13:19:24 2020 Page 1 ID:AgGFUgUxzt6tbAszgikNJkyCPyO-1 BjK6pT5b_pJShutl hyl?gC_HY9PCamekXGRJJzGExH rt-8.0 17-9-10 ,19-10-0, 1�0 17-9.10 2-0S r 4.00 12 12 13 Scale=1:70.3 11 28 10 3x8 g 25 8 6 7 5 3x4 24 3 4 2 m 1 6 23 22 21 20 1g 18 17 15 15 14 3x4 II 3x4 = 4x4 II 17.9-10 17-9.10 Plate Offsets(X,Y)— 112:0-2-0,0- -12],_L14:Edge,0-3-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TOLL 25.0 10) Plate Grip DOL 1.15 TC 0.60 Vert(LL) 0.00 12 n/r 180 MT20 185/148 (Roof Snow=2 0) Lumber DOL 1.15 BC 0.26 Vert(CT) -0.04 12-13 TIM 120 TCDL D.D Rep Stress Incr YES WB 0.15 Horz(CT) -0.00 14 n/a n/a BCLL 0.0 BCDI_ 1 Code IBC2015/TP12014 Matrix-S Weight:149 Ib FT=20% C t7 _ LUMBER- BRACING- TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purling, BOT CHORD 2x4 HF No.2 except end verticals. WEBS 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 HF No.2 WEBS 1 Raw at midpt 12-14,6-19,8-18,9-17,10-16,11-15 REACTIONS. All bearings 17-9-10. (lb)- Max Harz 23=348(LC 9) Max Uplift All uplift 100 Ito or less al joint(s)21,20,19,18,17,16 except 14=-111(LC 9),22=715(LC 9), 15=101(LC 18) Max Grav All reactions 250 lb or less atjoint(s)22,21,20,19,18,17,15 except 23=767(LC 9),14=458(LC 19),16=267(LC 19) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-23=74010,12-14=-449/299 BOT CHORD 22-23=-318/1 WEBS 2-22=-1/758 NOTES- 1)Wind:ASCE 7-10;VuK=11Omph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=4.Bpsf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Comer(3)-1-6-0 to 1-6-0,Exterior(2)1-6-0 to 16-10-0,Comer(3)16-10-0 to 19-10-0 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 4)Unbalanced snow loads have been considered for this design. MING 5)This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs O ZA non-concurrent with other live loads. Qj 0 6)All plates are 2x4 MT20 unless otherwise indicated. 7)Gable requires continuous bottom chard bearing. Qj 8)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 0 9)Gable studs spaced at 2-0-0 oc. 10)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 11)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 12)Provide mechanical connection(by others)of truss to bearing plate capable Of withstanding 100 lb uplift at joint(s)21,20,19,18, �0 1 4 17,16 except(jt=lb)14=111,22=715,15=101. sslo�r�.�'cs May 15,2020 AL WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.1010312015 BEFORE USE. Design valid for use only with Mrrek®cannectors.This design Is based only upon parameters shown,and is for an individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only, AddWnal temporary and permanent bracing M iTek- Is always required for stability and to prevent collapse with possible personal Injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTP11 quality Criteria,DS13-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Carona,CA 92850 rBld Truss Truss Type Oty Ply (Old H) K7752404 gIF A02 MONOPITCH 2 1 Job Reference (optional) Builders FirslSource(Arlington,WA), Arlington,WA-98223, 8,240 s Mar 92020 MITek Industries,Inc. Fri May 1513:19:25 2020 Page 1 ID:AgGFUgUxzt6tbAszgikNJkyCPyO-VOH iK8UjMHxA4rT4bOTGXuk9YyT3xyGoyA?_slzGExG -11i-0 2-11-12 r 1oto 17-9-10 19-10-0 1�-2-11-12 7-0� 7-1-10 2-0E 4.00 12 Scale=1:65.8 4x4 I l 7 14 6 3x6 15'� 3x4 13 5 4 3x4 3x6 12 3 2 0' 1 w 11 10 15 9 16 8 3x4 II 3x4 = 3x4 = 4x8 = i 2-11.12 10-8-0 17.9-10 ' 2.11.12 I 7.8-4 Plate Offsets(X Y)- 16:0.2-0 0-1-12] LOADING (psf) SPACING- 2-0-0 CS1. DEFL, in (loc) Well Lid PLATES GRIP TOLL 25.0 Plate Grip DOL 1.15 TO 0.63 Vert(LL) -0.09 8-9 >999 360 MT20 1135/148 (Roof Snow=25.0) Lumber DOL 1.15 BC 0,43 Vert(CT) -0,15 8-9 >999 240 TOOL 10.0 Rep Stress Incr YES WB 0.45 Horz(CT) 0.01 8 n/a n/a BCDL 10.0 Code IBC2015/TPI2014 Matrix-AS Wind(LL) -0.07 8-9 >999 240 Weight:115 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 HF No.2 TOP CHORD Structural woad sheathing directly applied, except end verticals BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 HF No.2 WEBS 1 Row at midpt 6-8.5-8 REACTIONS. (size) 8=Mechanical,11=0-5-8 Max Harz 11=348(LC 9) Max Uplift 8=-176(LC 9).11=100(LC 8) Max Grav 8=1179(LC 19).11=922(LC 19) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-363/96,3-5=548/84,6-8=-565/152,2-11=920/92 BOT CHORD 10-11=320/17,9-10=-246/333,13-9=133/439 WEBS 3-10=-522/113,5-9=-0/282,5-8=-704/122,2-10=-45/766 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=4.8psf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)-1-6-0 to 1-6-0,Intertor(1)1-6-0 to 16-10-0,Exterior(2)16-10-0 to 19-10-0 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1 60 plate grip DOL=1.60 2)TOLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load Of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf.7)Refer to girder(s)for truss to truss connections. OWNG 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)11 except(jt=lb) a� O 8=176. 9)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and 1/2"gypsum S� a�0 sheetrock be applied directly to the bottom chord. 54074 � GAR �SI�NAIL May 15,2020 a A WARNING-Verify deslgn paramefem and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll•7473 rev.10/03/2015 BEFORE USE. �� Design vaw for use only with sirrek®connectors.This design is based only upon parameters shown,and Is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design into the ovemtl biding design.Bracing Indicated is to prevent buckling of individual truss web and/or chord members only.Addhionat temporary and permanent bracing WOW Is always required for stability and to prevent collapse with possible personal Injury and property domaga.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSVTMi Qua01y Criteria,DSB-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,2670 Crain Highway,Sude 203 Waldorf,MD 20601 Corona,CA 92880 Job ��' Truss Truss TypeQty Ply (OldH) Bld© A03 Monopitch Supported Gable 2 K7752405 1 Builders FustSource(Arlington,Wq), Art ington,WA-98223, Job Reference o tional 8 240 s Mar 9 2020 MTek Industries,Ina Fri May 15 13-19:26 2020 Pogo i 160 12 D GFUgUxzt6tbgszglkNJkyCPyO-zarSXUUM7b31i 2G96 V45HPCLIIgV6xBgIYOBzGExF 1 -0 12-3 8 3x4 II Scale=1:35.7 8 4.00 12 18 7 Ef 6 5 17 4 3 3x4 II 16 2 IBI 3x415 14 13 12 11 10 93x4 II II LOADING (psf) — _ TCLL 25.0 SPACING- 2-0-0 CSI. DEFL. in (Joe) I/deft Tn/a Plate Grip DOL 1.15 ( ) ATES GRIP (Roof Snow=25.0) P TC 0.32 Vert(LL) O.OD 2 nlr 20 185/148 TCDL 10.0 Lumber Stress I 1 ES BC 0.14 Ve,t(CT) -0.02 1 n/r BCLL 0.0 Rep Stress Incr YES WS 0.09 Horz(CT) -0.00 9 n/a 13CDL 100 Code IBC2015rrP12014 Matrix-R LUMBER- -- ight:59 Ib FT=20% TOP CHORD 2x4 HF No.2 BRACING- BOT CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, WEBS 2x4 HF No.2 except end verticals. OTHERS 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. All bearings 12-3-8. (lb)- Max Herz 15=170(LC 11) Max Uplift All uplift 100 lb or less atjoint(s)9,10,11,12,13 except 14=-145(LC 9) Max Grav All reactions 250 lb or less atjoint(s)9,10,11,12,13,14 except 15=326(LC 18) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-15=294/83 NOTES- 1)Wind:ASCE 7-10;Vull=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=4.8psf;h=25ft;Cat.II;Exp B;Enclosed;MWFRS(envelope)gable end zone and C-C Comer(3)-1-6-0 to 1-6-0,Exterlor(2)1-6-0 to 9-11-1 2.Comer(3)9-1-12 to 12-1-12 zone; cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)Truss designed for wind toads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per AN51/rPl 1. 3)TCLL:ASCE 7-10;Pf=25.0 psf(fiat roof snow);Category 11;Exp B;Fully Exp.;Ct=1.10 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live bad non-concurrent with other live loads. of 20 0 psi or 2.00 times flat roof load of 25.0 psf on overhangs 6)All plates are 2x4 MT20 unless otherwise Indicated. 7)Gable requires continuous bottom chord bearing. 8)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 9)Gable studs spaced at 2-0-0 oc. 10)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads oMG Z�tr 11)'This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide WAS O will fit between the bottom chord and any other members. p 12)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ill uplift at joints)9,10,11,12,13 �O except(jt=lb)14=145. `�. 54074� SSIQNAL�G May 15,2020 AWARNING•Verity daslgn panamelars and READ NOTES ON THIS AND INCLUDED MIl EK REFERENCE PAGE MfH70iJ rw.1WpJ?O f5 BEFORE USE �� Design sand for of only e t MRek building de connectors.This design rs based only upon parameters shown,and is far an irMrvidual building component,not a truss system,Sclera use,the bu+iding denlgnor must venly the applirabiidy of design parameters and pmpady Incorporate this design Into the overall building design.Bracing indicated is to proven!bucking of Indivldual truss web and/or chord mamben only.Additional temporary and permanent bracing Is always required for stability and to pramrd collapse with possible personal injury and property damage.For gonersi guidance regarding Ins MiTek" febncation,storage,delivery,orection and bracing of trusses and truss systems,see ANSYMI Quality Criteria,DSB-89 and SCSI Building component Ssfory Infont'1000n avallable from Truss Plate Institute,2670 Crain Highway,Suite 203 Waidod,ND 20601 250 Klug Circle Corona,CA 92880 Job Truss TrussType 0ty Ply (OldH) Bldg IF A04 MONOPITCH 11 1 K7752406 Builders FirstSource(Arlington,WA), Arlington,WA-98?23, Job Reference iortal 8.240 s Mar 9 202D MiTek Industries,Inc. Fri May 15 13,19.27 2020 Page 1 1.6-D 2 2 13 gyp ID:AgGFUgUxr6tbAszglkNJkyCPyO-RmPTigV uvCuK8dSjpVkdJpTu15 PIr50005wezGExE 149 1222-6-0 2.2.13 &it•2 5-7-13 29 7-10 31 8 0 7-1-10 2.0.6 4.00 12 B 9 Scale=1:70.7 18 3x6 7 3x6 3x4 17 s 6 3x4 � p 4 3x6 3x4 1116 3 2 �1 15 14 13 19 US = 3x4 = 12 11 20 10 30 = 3x6 = 48 = 3x4 = 6 7-10 14-9.12 22.6.0 29 7-10 &7-1D 8 2-2 7-84 7-1-10 Plate Offsets(X,Y)- I8:0 2.0 D 1-12) LOADING (psf) - 2-0-0 CSI.TCLL 25.0 SPACING DEFL. in (roc) I/deft L/d PLATES GRIP (Roof Snow=25.0) Plate Grip DOL 1.15 TC 0.70 Vert(LL) -0.11 11-12 >999 360 MT20 TCDL 10.0 Lumber DOL 1.15 BC 0.59 Vert(CT) -0.26 12-14 >999 240 165/148 BCLL 0.0 Rep Stress Incr YES WB 0.96 Horz(CT) 0.07 10 n/a n/a DL 100 Code IBC2015rrP12014 Matrix-AS Wind(LL) -0.07 10-11 >999 240 Weight:1541b FT=20% LUMBER- TOP CHORD 2x4 HF No.2 BRACING- BOT CHORD 2x4 HF No.2 TOP CHORD Structural word sheathing directly applied, except end verticals. WEBS 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied. WEBS 1 Row at midpt 8-10,7-10,5-11 REACTIONS. (size) 10=Mechanical,15=0-5-8 Max Horz 15=365(LC 9) Max Uplift 10=213(LC 12),15=154(LC 8) Max Grav 10=1875(LC 19),15=1473(LC 19) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 3-4=1975/146,4.5=1768/155,5-7-1047/102,8-10=632/153 BOT CHORD 14-15=-31111131,12-14=243/1893,11-12=-161/1617,10-11-99/922 WEBS 3-14=01742.7-10-1492/196,3-15=-1754/209,4-12=3631105,5-12=0/443, 5.11=940/152,7-11=40/837 NOTES- 1)Wind:ASCE 7-10;Vuh=110mph(3-second gust)Vasd-87mph;TCDL=4.2psh BCDL=4.8psf;h-25ft;Cat.II;Exp 8;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)-1-6-0 to 1-6-0,Interior(1)1-6-0 to 28.8-0.Exterior(2)28-8-0 to 31.8-0 zone; cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL ASCE 7-10:Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed far greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)•This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL-1O.Opsf. 7)Refer to girder(s)for truss to truss connections. p,0VVIG ZA_O 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ill uplift at joint(s)except Gt=1b) PJ `'4 10=213,15=154. 0 9)This truss design requires that a minimum of 7116"structural wood sheathing be applied directly to the top chord and 1/2"gypsum �O.sheetrock be applied directly to the bottom chord. _ 54074 �S.to May 15,2020 WARNING•Vstny design pa marers and READ NOTES ON TINS AND INCLUDED MrTEK REFERENCE PAGE Mil•7473 ray.f0103/201S BEFORE USE Design valid lot use only with MiTokO connectors.This design is based only upon parameters shown,and Is for an mdtviduol building component,not a truss system.Before use,the building designer must vent the appbcatkrdy of design parameters and property incorporate this design Into the ovorell of building design Bracing indicated Is to prevent buckling of Individual Was web and/or chord mombers only Additional temporary and permanom bracing is always required for stability and to prevent coMpse with possible personal Iniury and property damage.For gonomt guidenca fabncatbn,storage,delivery,orenbn and bracing of trusses and buss systems,see 2garding the MiTek- ANSI/TP11 quality Cdtorfo,OSS-89 and SCSI Building Component Salary l0lormaflaa lrvalable from Truss Plate Institute,2670 Crain Wghway,Su@e 203 Waldorf,MD 20601 250 Klug Circle Corona,CA 92880 �r Job Truss Truss Type Oty Ply [Old H) ' K7752407 (Bldg IF A05 MONOPITCH 1 1 ob Reference(optional) Builders FirstSource(Arlington,WA), Arlington,WA-98223, 8.240 s Mar 9 2020 MTok Industries,Inc. Fri May 15 13:19:29 2020 Page 1 ID:AgGFUgUxzl6tbAszgikNJkyCPyO-N9WD9WXEP WSr-ZSnrgEXCikvpGZnBth4OtozC7WZGExC r1S-0 3-&13 10-7-15 16-3-12 24-0-0 31-1-10 133-2-0 , 3-8-1, 6-11-2 5-7-13 7-8-4 7-1-10 2-0-6 ' Scale=1:71.1 4.00 12 8 8 19 3x6 1B 7 3x6 3x4 8 5 rn 3x4 c? 4 4x6 3 3x4 I I 17 2 1 18 15 14 13 12 20 11 21 10 3x6 = 3x4 = 3x6 = 3x8 = 4x8 = 3x4= 1 8-0 i 81.10 16-&12 240.0 I 31-1-10 1.8-0 6.5.10 8-2.2 7-8.4 7-1-10 Plate Offsets(X,Y)— (6:0-2-0,0-1-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.71 Vert(LL) -0.14 12-14 >999 360 MT20 185/148 (Roof Snow=2 0) Lumber DOL 1.15 BC 0,61 Vert(CT) -0,33 12-14 >999 240 1 BCDL 0.0 Rep Stress Incr YES WB 0.78 Horz(CT) 0.09 10 n/a n/a BCDL 10.0 BC 0 0 Code IBC2015/TPI2014 Matrix-AS Wind(ILL) 0.08 12-14 >999 240 Weight:159 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 HF No.2 WEBS 1 Row at midpt 8-10,5-11 2 Rows at 1/3 pis 7-10 REACTIONS. (size) 10=Mechanical,16=1-11-8,15=0-3-8 Max Horz 16=367(LC 9) Max Uplift 10=-221(LC 12),16=193(LC 8) Max Grav 10=1952(4C 19),16=1347(LC 19).15=267(LC 5) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 3-4=-2344/196,4-5=-1919/174,5-7=1105/108,8-10=638/154 BOT CHORD 15-16=-34211892,14-15=342/1892,12-14=-277/2154,1 1-1 2=1 7911 760,10-11=-98/977 WEBS 3-14=0/332,4-12=513/127,5-12=0/499,5-11=-1 052/167,7-11=50/900, 7-1 0=-1 581/206,3-16=-2352/251 NOTES- 1)Wind:ASCE 7-10;VuR=11 Omph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=4.8psf;h=25ft;Cat.ll;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)-1-6-0 to 1-7-8,Interior(1)1-7-8 to 30-0-8,Exterior(2)30-0-8 to 33-2-0 zone; cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25 0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide G will fit between the bottom chord and any other members,with BCDL=10.Opsf. Q 7)Refer to girder(s)for truss to truss connections. WAS O 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Qt=1b) O $G{ic 10=221,16=193. CIOT�� 9)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and 1/2"gypsum sheetrock be applied directly to the bottom chord. �� 54074 sy� O+t+l ERA SY'0 Al, May 15,2020 AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with M7ek®connectors This design is based only upon parameter;shown,and Is for an Individual building component,not ��- a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing WOW Is always required for stability and to prevent collapse with possible personal Injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANS11rPl1 Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Clrcle Safety Informailan available from Truss Plate Institute,2670 Craln Highway,Suite 203 Waldorf,MD 20601 Corona,CA 92880 Job Truss Truss Type Oty Ply (Oki H) ' K7752408 Bldg f A06 MONOPfTCH 10 1 Job Reference Lionel Builders FirstSourca(Arlington,WA), Arlington,WA-98223. 8.240 s Mar 9 2020 MiTek Industries,Inc. Fri May 15 13:19:30 2020 Page 1 ID:AgGFUgUxzl6tbAszgikNJkyCPyO-sL4bNsYsAgaTBcL1Oy2RExR_?z7Gc9bX6SjIXyzGExB r1 6 0, 3-8-13 10-7-15 16-3-12 24-0-0 31-1-10 ,33-2-0 '1&-0' 3-&13 6-11-2 5-7-13 7-8-4 7-1-10 2-0-0 Scale=1:71.1 4.00 12 8 S 18 3x6 17 7 3x8 3x4 5 6 m 3x4 m 4 4x6 3 3x4 I 18 2 �1 15 14 13 12 19 11 20 10 3x8= 3x4 = 3x8 = 3x6 = 4x8 = 3x4= 8-1.10 I 16-3.12 24-0.0 31-1.10 8-1-10 8-2.2 7.6a 7-1-10 Plate Offsets(X,Y)— 18:0.2-0,0.1-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Ildefl Lld PLATES GRIP ' TCLL 25.0 Plate Grip DOL 1.15 TC 0.71 Vert(LL) -0.14 12-14 >999 360 MT20 1851148 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.62 Vert(CT) -0.30 12-14 >999 240 TCDL 10.0 Rep Stress Incr YES WS 0.77 Horz(CT) 010 10 n/a n/a BCLL 0.0 Cade IBC2015/TP12014 Matrix-AS Wind(LL) 0.08 12-14 >999 240 Weight:159 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 HF No.2 WEBS 1 Row at midpt 8-10,5-11 2 Rows at 1/3 pts 7-10 REACTIONS. (size) 10=Mechanical,15=0-5-8 Max Horz 15=367(LC 9) Max Uplift 10=-219(LC 12),15=-162(LC 8) Max Grav 10=1963(LC 19).15=1543(LC 19) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 3-4=-2428/183,4-5=-1943/170,5-7=1114/107,8-10=638/154 BOT CHORD 14-15=327/1989,12-14=-268/2210,11-12=175/1783,10-11=97/986 WEBS 3-14=0/310,4-12=5531120,5-12=0/520,5-11=-1 070/164,7-11=48/914, 7-10=-1596/204,3-15=-2275/260 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=4.epsf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Extedor(2)-1-6-0 to 1-7-6,Intedor(1)1-7-6 to 30-0-10,Exterior(2)30-0-10 to 33-2-0 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Fully Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. Q G zA- 7)Refer to girder(s)for truss to truss connections. W 0 8)Provide mechanical connection(by others)of truss to bearing plate Capable of withstanding 100 lb uplift at joint(s)except U=lb) 10=219,15=162. �jo 9)This truss design requires that a minimum of 7116"structural wood sheathing be applied directly to the top Chord and 1/2"gypsum 1 sheetrock be applied directly to the bottom chord. 54074AL �qw� May 15,2020 AL WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE ' Design valid for use only with MfTek®connectors.This design Is based only upon parameters shown,and Is for an Individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing Indicated is to prevent buckling of Individual truss web andlor chord members only Additional temporary and permanent bracing MiTek• Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTPl1 Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Corona,CA 92880 Job Truss Truss Type N71 (Old H) K7752409 Bldg F A07D GABLE Job Reference(optional) Builders FirstSource(Arlington,WA), Arlhoon,WA-98223. 8.240 s Mar 9 2020 MiTek Industries,Inc. Fri May 1511%.33 2020 Page 1 I D:AgG FU gUxzt6tbAszgikN J kyCPyO-Gwm k?ualTly2234c34cBsa3VtA6_pROzoQxPBH zG Ex8 1$-0 3•&13 7-11-2 10.7.15 16-3-12 23.2-7 2 31.1-10 332.0 1$0 3$13 4.2-5 2.8.13 5-7-13 8 loll 9• 7-1.10 2-0 8 4.00 12 8 9 Scale=1:74 2 47 8x10 8x8 48 7 3x8 5 6 3x4 4 4x8 3 3x4%45 2 S 1 22 21 20 18 17 16 15 14 13 12 11 10 7xl0 MT18HS= 3x8 19 1 = 48 6x1B MT18HS= 4x8 = 8x8= 7.11.2 8 t 10 13-8-0 16 3 t2 , 23.2-7 24 0-P 31-1-10 , 7-11-2 0--7 5.4-7 2-9 12 6-10-11 9• 7-1-10 Plate Offsets(X,Y)— 12:0-0-8,0-1-81,18:0-2-0,0-1-121,114:0.3-8,0-3-01,f18:0-3.8,Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.74 Vert(LL) -0.10 21-22 >999 360 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1 15 BC 0.75 Vert(CT) -0.20 21-22 >798 240 MT18HS 185/148 TCDL 10.0 Rep Stress Incr YES WB 0.98 Horz(CT) -0.11 12 n/a nla BCLL 0.0 Code IBC2015/TPI2014 Matrix-AS Wind(LL) 0.10 21-22 >999 240 Weight:258 lb FT=20% i3t DI.. 10.0 LUMBER- BRACING- TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 HF No.2*Except* WEBS 1 Row at midpt 8-10,5-18 7-11 2x6 DF No.2,7-14,3-22:2x4 DF No.2 2 Rows at 1/3 pts 7-10,5-14,7-14 OTHERS 2x4 HF No 2 REACTIONS. All bearings 17-7-10 except Qt=length)22=0-5-8. (Ib)- Max Horz 22=396(LC 35) Max Uplift All uplift 100 lb or less at joints)20,11,12,17 except 10=2640(LC 35),18=-3895(LC 40). 14=-527(LC 40),22=-1724(LC 32) Max Grav All reactions 250 lb or less atjoint(s)20,20,11,12,13,15,16,17 except 10=2745(LC 52), 18=4137(LC 53),14=799(LC 29).22=1938(LC 53) FORCES. (Ib)-Max.Comp./Max Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=1104/1020,3-4=-2737/2509,4-5=1114/1079,5-7=2804/2640,7-8=2421/2305, 6-10=-638/154 BOT CHORD 21-22=-2767/2793,20-21=3886/3862,16-20=3886/3862,17-18=2779/2620, 16-17=-2328/2170,15-16=1234/1075,14-15=1819/1660,13-1'4=1928/1833, 12-13=-1306/1166,11-12=1169/1074,10-11=2184/2089 WEBS 3-21=-1 12211201,4-21=-5611774,7-10=-3316/3393,4-18=975/600,5-18=4247/4147. 5-14=-4459/4577,7-14=349613413,3-22=-3203/3026 NOTES- 1)Wind:ASCE 7-10;Vult=11Omph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=4.8psf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)-1-6-0 to 1-7-6,Interior(1)1-7-6 to 30-0-10,Exterior(2)30-0-10 to 33-2-0 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60QNSING 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry `90 Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. O 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 �S 4)Unbalanced snow loads have been considered for this design. 0 5)This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs r7 non-concurrent with other live loads. 6)All plates are MT20 plates unless otherwise indicated. 7)All plates are 2x4 MT20 unless otherwise indicated. 54074 6)Gable studs spaced at 2-0-0 oc. OA �C�T6g6� 9)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10) 'This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide s`rjONAT. G will fit between the bottom chord and any other members,with BCDL=1 O.Opsf. 11) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joints)20,11,12,17 Contiexeapb6tp&je1p=2840,18=3895,14=527,22=1724. May 15,2020 ,&WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.1010312016 BEFORE USE. � Design valid for use only with MRekS connectors,This design is based only upon parametem shown,and is for an Individual building component,not a truss system.Before use,the building designer must verily the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only.Addiltonal temporary and permanent bracing M iTek' is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSM11 Quality Criteria,DSB-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Corona,CA 92880 Job Truss Truss Type Dty ply (Old Fi) I61dg'F A070 GABLE 2 1 K7752409 Job Rafarence o banal Builders FirstSource(Arlington,WA), Arlington,WA-98223, 8.240 s Mar 9 2020 MiTek Industries,Inc Fri May 1513:19:33 2=0 Page 2 I D:AgG FUgUxztStbAszg ikNJ kyC PyO-Gwmk?ualTly2234c34cBsa3VtA6yROzoOxPBH zGEx8 NOTES- 12)This truss has been designed for a total drag load of 310 plf.Lumber DOL=(1.33)Plate grip DOL=(1.33) Conned truss to resist drag loads along bottom chord from 13-6-0 to 31-1-10 for 547.3 plf. 13)This truss design requires that a minimum of 7116"structural wood sheathing be applied directly to the top chord and 1/2"gypsum sheetrock be applied directly to the bottom chord. WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIF7473 rev.10/03/20f5 BEFORE USE. Design valid for use only with Mrrek®connectors.This design Is based only upon parameters shown,and is for an Individual building component,not is truss syatam Before use,the building designer must vent'the applicability of design parameters and property incurponne this design Into the overall building dasign,Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage For general guntance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSVMT Qualify Criteria,OSBA9 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,2670 Cmin Highway,Sufte 203 Waldorf,MD 20601 Corona,CA 92880 Job Truss Truss Type Qty Ply (Old H) K7752410 Bldg'F AOB GABLE 2 1 Job Reference(optional) Builders FirstSource(Arlington,WA), Arlington,WA-98223. 8.240 s Mar 9 2020 MiTek Industries,Inc. Fn May 15 13:19:35 2020 Page 1 ID:AgGFUgUxzt6tbAszgikNJkyCPyO-CJuUQZb??MC9iNE?BVecx?9oB uuHQOGFkQWCAzGEx6 6-0-0 13.9.14 6-0A 7-9-14 4x4 11 Scale=1:36.2 3 4 00 12 22 21 46 2 20 5X8 1 u u 4x6 1 Bx6 = 6x6 = 9 6 7 6 5 4 6-0-0 13.9-14 644 7.9-14 Plate OfN Ms(X,Y)— f10:0.1-9,0.1-01.f15..'0-1-12,0.1.01.f17:0.1-12 0.1-01 T (ps2 CLL 50 SPACING- 2-0-0 CSI. DEFL. in (loc) Ildefl Ud PLATES GRIP (Roof Snow=25.0) Plate Grip DOL 1.15 TC 0.94 Vert(LL) -0.01 4-5 >999 360 MT20 185/148 TCDL 10.0 Lumber DOL 1,15 BC 0.33 Vert(CT) -0.01 7-8 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.67 Horz(CT) -0.02 4 n/a n/a BCDL 10.0 Code IBC20151TPI2014 Matrix-S Wind(LL) -0.01 4-5 >999 240 Weight:76 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, BOT CHORD 2x4 HF No.2 except end verticals WEBS 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied Or 4-1-14 oc bracing. OTHERS 2x4 HF No 2 WEBS 1 Row at midpt 2-4,1-7 REACTIONS. All bearings 13-9-14. (lb)- Max Harz 9=165(LC 37) Max Uplift All uplift 100 Ib or less at joint(s)8,6 except 4=789(LC 40),9=-1321(LC 31),7=1000(LC 39) Max Grav All reactions 250 lb or less atjoint(s)8,6,5 except 4=841(LC 27),4=279(LC 1),9=1363(LC 50), 7=1225(LC 28) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-2611/2505,2-3=26 0 512 5 1 1,3-4=308/63,1-9=-1305/1275 BOT CHORD B-9=-637/493,7-8=1877/1733,6-7=652/589,5-6=748/685,4-5=1 82511825 WEBS 2-7=-148311460,2-4=1955/1999,1-7=2331/2413 NOTES- 1)Wind:ASCE 7-10;VuR=11Omph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=4.Bpsf;h=25ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)0-1-12 to 3-1-12,Interior(1)3-1-12 to 10-8-2,Extedor(2)10-8-2 to 13-8-2 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 4)Unbalanced snow loads have been considered for this design. 5)All plates are 2x4 MT20 unless otherwise indicated. 6)Gable studs spaced at 2-0-0 oc. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. w q0 8)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide R �V will fit between the bottom chord and any other members 0� 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)8,6 except T=lb) CO 4=789,9=1321,7=1000. 10)This truss has been designed for a total drag load of 310 plf.Lumber DOL=(1 33)Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 13-9-14 for 310.0 plf. .540z74��a SI�NAL� May 15,2020 AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II.7473 rev.10/03/2015 BEFORE USE. Design valid lot use only with MITekV connector.This design is based only upon parameter shown,and Is for an InSmdual building component,not a truss system.Before use,the building designer must verily the applicability of design parameters and property Incorporate this design into the overall buiWmg design.erasing,ndicatod Is to prevent buck"of Individual truss web writer chord member only. Addaionat temporary and permanent bracing MiTek" is ahvays required for stablldy,and to prevent collapse with possible personal iniury and property damage.For general guidance regarding the fabrication,storage.delivery,moctlon and bracing of trusses ant truss systems,see ANSI?P11 Duality Criteria,DSB49 and SCSI Building Component 250 Klug Circle Safety Information available iron Truss Plate Instduta,2670 Crain Highway,Suite 203 Waldorf,MD 2080t Corona,CA 92880 Y� Job Truss Truss Typo Dry ply (Old H) Bldg"F A09 MONOPITCH 20 1 Job Reference(optional) K7752411 Builders FirstSource(Arlington,1A Arlington,WA-98223, 8.240 s Mar 9 2020 MiTek Industries,Inc Fri May 15 13:19:36 2020 Page 1 ID:AgGFUgUxzt6tbAszgkNJkyCPyO-gV RtdvcdmgKcvXpBkC9rUCh?jNBIOp6PUOA3kczGExS 1-&-0 3-8-13 10.7-t5 16-3.12 24-U 31.4-14 33-2-0 1-G 0 3-8-13 6-11-2 5 7-13 748.4 7.4.14 1-9.2 4.00 12 Scale=1:71.5 8 9 19 4x8 18 7 3x6 3x4 5 6 0 3x4 m 4 3x6 3 3x4 I I 17 2 �1 16 15 14 13 12 20 11 21 10 3x8 = 3x4 = 3x6 _ 3x4 = 2x4 I 4x6 3x4= 8-t-10 16.3.12 -2;"12 24-0-0 L-414 8-1-10 8.2-2 2_ 2-1-12 4.144 7 4_14 Plate Offsets(X,l)— f8:0-2-0,0-1-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft LId PLATES GRIP TCLL 25.0 Plate Grip DOL 1 15 TC 0.83 Veri(LL) -0.10 10-11 >999 360 MT20 185/148 (Roof Snow=2 0)1 TCDL 0 Lumber DOL 1.15 BC 0.51 Vert(CT) -0.19 10-11 >774 240 BCLL .0 Rep Stress Incr YES WB 0.96 Horz(CT) 0.02 10 n/a n/a BCDL 10 0 Cade IBC2015/TP12014 Matrix-AS Wind(LL) -0.07 10-11 >999 240 Weight:168 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 HF No.2 WEBS 1 Row at midpt 8-10,7-10,7-12 REACTIONS. (size) 10=Mechanical,12=0-5-8,16=0-5-8 Max Horz 16=367(LC 9) Max Uplift 10=102(LC 9),12=208(LC 12),16=85(LC 8) Max Grav 10=780(LC 19),12=1909(LC 19),16=822(LC 19) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 3-4=816/18,5-7=149/552,8-10=6121141 BOT CHORD 15-16=-259/874,13-15=-159/559 WEBS 4-15=0/390,4-13=748/138,5-13=25/593,5-12=-994/167,7-11=0/381,3-16=10031120, 7-12=-1100/88 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=4.Bpsf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Extedor(2)-1-6-0 to 1-7-11,Intedor(1)1-7-11 to 30-0-5,Exterior(2)30-0-5 to 33-2-0 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 20.0 psf or 2 00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads, 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 7)Refer to glyder(s)for truss to truss connections. �y 4 w0 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)16 except(jt=lb) r 10=102,12=208. 9)This truss design requires that a minimum of 7116"structural wood sheathing be applied directly to the top chord and 1/2"gypsum y �, sheetrock be applied directly to the bottom chard. '0p 54074 q,`r OA G S �ssjO IAL May 15,2020 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7477 rev.1010312015 BEFORE USE. Design valid for use only with MiTeklt connectors.This design Is based only upon parameters shown,and is for an Individual building component,not ��• a tws system Before use,the building desyner must verify the apphcaparametersildy of design parameters and property,incorporate this design into the overall building design. Bracing Indicated to to prevent bucking of Individual truss wab and/or chord members only.Adddional temporary and permanent tracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabdcaeon,storage,delivery,erection and bracing of misses and truss systems,see ANSVMf Duality Crlfoda,DSB-89 and BCSI Building Component 250 Klug Circle Sarery information available from Truss plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Corona,CA 92BBD Job Truss Truss Type Qty Ply (Old H) Bldg At OA MONOPITCH 2 1 K7752412 Builders FirstSource(Arlington,WA), Arlington,WA-98223, Job Reference !tonal 8 240 s Mar 9 2020 MiTek Industries,Inc. Fri May 1513:19.37 2020 Page 1 ID:AgGFUgUxzt6lbAszglkNJkyCPyO-8h?FrFdFXzSTWhONhvh41 QEAbnXmIGM42vdH2zGEx4 1-8-13_T 10-7-15 16-3-12 24-0-0 1-6-0 3.8.13 6-11-2 1 5.7-13 7.8-4 74-1 4 33.2-0 -4-14 4.00 12 9 10 Scale=1:71.5 20 5x12 3x6 19 8 3x4 7 0 3x8 3x4 o 5 d 4 4x8 3 3x4 18 d� 2 '1 1 17 18 5x12 MT20HS = 3x4 — 15 14 13 21 12 22 11 3x6 = 6x6 = 2x4 I Bx6 — 3x4 = 8.1-10 16.3-12 19-2.12 24-0.0 _ 31-0-14 8.1-10 8.2-2 2--11_0 4-9-4 7-0-14 Plate Offsets(X,Y} I2:0-0-8 0-1-81 (9.0-2-0 0-1-121 LOADING (psf) TCLL 25.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP (Roof Snow=25.0) Plate Grip DOL 1.15 TC 0.82 Vert(LL) -0.10 11-12 >999 360 MT20 185/148 TCDL 10.0 Lumber DOL 1.15 BC 0.56 Vert(CT) -0.19 11-12 >778 240 MT20HS 139/111 BCLL 0.0 Rep Stress Incr NO WB 0.96 Horz(CT) -0.08 11 n/a n/a BCDL 100 Code IBC2015/TP12014 Matrix-AS Wind(LL) -0.07 11-12 >999 240 0 Weight:174 Ile FT=20/a LUMBER- TOP CHORD 2x4 HF No.2*Except* BRACING- 7-10:2x4 DF 1800F 1.6E TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 HF No.2 BOT CHORD Rlgid ceiling directly applied. WEBS 2x4 HF No.2`Except' WEBS 1 Row at midpt 9-11,8-11 3-17,8-13:2x4 DF No.2 2 Rows at 1/3 pts 8-13 REACTIONS. (size) 11=1ittlechanical,13=0.5-8,17-0.5.8 Max Horz 17=4743(LC 26) Max Uplift 11=-630(LC 26),13=211(LC 12),17=-84(LC 8) Max Grav 11=754(LC 19).13=3260(LC 26).17=2000(LC 26) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown, TOP CHORD 3-5-3464120.5-6=31461129,6-8=2814/598,8-9=-5096/112,9-11=6101142 BOT CHORD 16-17-2021/850,14-16=1486/521,13-14-1819/71,12-13=838/111,11-12=838/111 WEBS 3-16=-2041551,5.16--90/394,5-14=755/140,6-14=-261598,6-13=994/166, 8-12=01381.8-11=1 5811347,3-1 7=31 3 911 1 9,8-13-2807192 NOTES- 1)Wind:ASCE 7-10;Vull=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=4.8psf,h=25ft;Cat.ll;Exp B.Enclosed; MWFRS(envelope)gable end zone and C-C Exterlor(2)-1-6-0 to 1-7-11,Interior(1)1-7-11 to 30-0-5,Exterior(2)30-0-5 to 33-2-0 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces 8 MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL-1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Fully Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live bads. 5)All plates are MT20 plates unless otherwise indicated. �G, 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)•This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide r�1 O will flt between the bottom chord and any other members,with BCDL=10.Opsf. 8)Refer to girder(s)for truss to truss connections. F. O 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)17 except Ot=lb) �11=630,13=211, 10) Load case(s)26 has/have been modified.Building designer must review loads to verify that they are correct for the intended use of this truss. 11)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and 1/2"gypsum s 54074 sheetrock be applied directly to the bottom chord. GI$1)iR 12) Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s) at 314-0 an top chord. The s design/selection of such connection device(s)is the responsibility of others. s IQNALG 13) In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(8). Continued on page 2 LOAD CASES Standard Exce f May 15,2020 WARNING-Vorify design paramours and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE M11•7473 rov,1010312015 BEFORE USE Design valid for use only with MiTek®connectors.This design Is based only upon parameters shown,and Is for an MOMclual building component,not a Inns system Before use,the bonding designer must verify the appbcabltey,of aesign parameters and properly mcorpomle Iris building design. Bracing Indicated is to prevent buckling of indMdual truss web andior chord members only.Additional temp design Into the overall orary and permanent bracing is always requited for stability and to prevent donapse with Possible personal Injury and property damage.For getwral guidame regarding the MiTek• fabrication,storage,delivery,erection and bracing of trusses and buss systems,see ANSIMPIf quality Criteria,DSB-89 and SCSI Building Component Safafy Information available from Truss Plate Insldule.2670 Crain Kahway,Suite 203 Wa':dod.MO 2D601 250 Klug Circle Corona,CA 92880 Job Truss Truss Type Qty Ply (Old H) Bldg r A10A MONOPITCH 2 1 EK77524]12 Builders F.S.I.(Arlington,WA), Arlington,WA-98223, Job Reference o tional LOAD CASE(S) ID:AgGFUgUxztetbA zgikNJkyCPyO-BhMFrFdFXzSTWhONtwh4lQaEAbnXmIGM2j2vdH22GEx4 26) User defined:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(pit) Vert:1-2=70(1`),2-9=70(F),9-10=-70(F),11-17=20(F) Concentrated Loads(lb) Vert:9=-1 581(F) Horz:9=4743(1`) .A WARNING•Vordy design paramerers and READ NOTES ON THIS AND INCLUDED nTEK REFERENCE PAGE M1I7473 rsv.tfUMOIS BEFORE USE Des,gn valid for use only with MR01011)connector.This design I$based only upon parameters shown,and is for an Individual buthding co d truss system Before use,the building designer must vent'the sppticabifay of design Parameters and property urcorPorato this desiign mr to the on component building design Bracing indicated Is to pmveni buckling of individual truss web Unifier chord members only.Addelional temporary and pormanem bracing is ahvays required for stability and to prevent collapse wah possible Personai iniury And Property damage.For general guidance regarding the ek• fabrication,slorage,dolivery,emdion and bracing of trusses and truss systems,see ANSI7TPM Duality Crirarla,DSB-89 and 8CS1 Building Component Softly Information available from Tmss Plate Institute,2670 Cmin 1`bghtway,Suite 203 Waldod,MO 20601 1250 Klug Circle Corona,CA 92880 h Job Truss Truss Type Dty Ply (Old H) K7752413 Bldg-F A11 D GABLE 2 1 Job Reference(optional) Builders FirstSource(Arlington,WA), Arlington,WA-98223, 8.240 s Mar 9 2020 MITek Industries,Inc. Ffi May 1513:19:41 2020 Page 1 I D:Ag G FU q Uxzt6tbAszg ikN J kyC PyO-1 TFm hdgm bCyv71 hBXIIOBGPsOOvKh3ageglg0 gzGExO i-8-0 3IT13 10-7-15 16-3-12 24-0-0 31.3-0 33.2.0 18 0 3 B 13 6-11-2 5 7-13 7.54 7-3�1 10-12 4.00 12 B 9 Scale=1:74.4 80 5x6 i 8x10 59 7 4x6 5 8 Bx10 4 4x8 3x6 I 3 5B 2 '11 28 25 24 22 21 20 le 17 16 15 14 13 12 11 10 Bxs= 23 19 5x8 = fi1 8x16 MT20HS= Bx8 = 3x6 = Bx8 = � 0 I 18.3.12 I 4-0.0 1 31-3.4 8.2-25 284 734-0 Plate Offsets(X,Y)— f8:0-2-0,0.1-121,110:Edge,0.3-81,114:03.8,0-2.81 [55:0-1-14 0-1-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ltd PLATES GRIP TCLL 25.1 0 Plate Grip DOL 1.15 TC 0.76 Vert(LL) -0.01 10-11 >999 240 MT20 185/148 (RoofSnow=2 0) Lumber DOL 1,15 BC 0.46 Vert(CT) -0.01 10-11 >999 180 MT20HS 139/111 TCDL 0.0 Rep Stress Incr YES WB 1.00 Horz(CT) -0.05 15 n/a n/a BOLL 0 0 SCtiL 0.0 Code IBC2015/TPI2014 Matrix-AS Weight:275 lb FT=20% 1 LUMBER- BRACING- TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 HF No.2*Excel WEBS 1 Row at midpt 8-10,4-23,4-18,5-18,5-14,7-14,7-10 5-14,7-10:2x6 DF No.2,3-26:2x4 OF No.2 OTHERS 2x4 HF No.2 REACTIONS. All bearings 28-3-4 except Qt=length)26=0-5-8,25=0-3-8,25=0-3-8. (lb)- Max Horz 26=398(LC 35) Max Uplift All uplift 100 lb or less atjoint(s)11,12 except 10=-2056(LC 35), 23=2274(LC 40),18=1361(LC 40),14=502(LC 40),26=1355(LC 32) Max Grav All reactions 250 lb or less at joint(s)11,12,13,15,16,17,20,21, 22,24,25,25 except 10=2044(LC 28),23=2342(LC 53),18=1441(LC 53), 14=799(LC 29),26=1454(LC 51) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=1062/1078,3-4=-1928/1735,4-5=2955/2734,5-7=3486/3309,7-8=2482/2351, 8-10=-624/147 BOT CHORD 25-26=2208/2045,24-25=2208/2045,23-24=1500/1338,22-23=2529/2426, 21-22=-2139/2035,20-21=1453/1350,18-20=767/664,17-18=1454/1364, 1 6-1 7=-1 1 2611 03 5,15-16=471/381,14-15=1407/1317,1 3-1 4=-1 1 0511 01 8, 12-13=669/573,11-12=-943/856,10-11=-1578/1492 WEBS 3-23=-968/999,4-23=2985/2961,4-18=-2296/2330,5-18=-2807/2780,5-14=2990/3030, 7-14=2457/2413,7-10=-2391/2435,3-26=-2477/2304 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=4.Spsf;h=25ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)-1-6-0 to 1-7-8,Interior(1)1-7-8 to 30-0-8,Exterior(2)30-0-8 to 33-2-0 zone; QtMNQ Z, cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown; 0 Lumber DOL=1.60 plate grip DOL=1.60 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSIITPI 1. O 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Fully Exp.;Ct=1 10 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. �O 54U'7A 6)All plates are MT20 plates unless otherwise indicated 7)All plates are 2x4 M720 unless otherwise indicated. 8)Gable studs spaced at 2-0-0 oc. s'SjONA� 1G 9)This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads. 10)'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide Contiofll9d bfgtpWjhe bottom chord and any other members,with BCDL=IO.Opsf. May 15,2020 AWARNING-Verity,design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with M7ekO connectors.This design is based only upon parameters shown,and is for an individual building component,not it truss system.Before use.the building designer must verity the applicability of design parameters and property incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web andlor chord members only.Additional temporary and Ilennanent bracing MiTek' is always required for stabliny and to prevent collapse an possibta personal irqury and property damage, For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSYnoll Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Instaule,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Corona,CA 92880 Job Truss Truss Type Qty Ply (Old H) K7752413 (Bldg� A11 D GABLE 1 Job Reference(optional) Builders FirstSoufce(Arlington,WA), Arlington,WA-98223. 8.240 s Mar 9 2020 MiTek Industries,Inc. Fri May 15 13:19,.42 2020 Page 2 ID:AgGFUgUxzt6tbAszgikNJkyCPyO-Vfp8uzhOM W4mdSGL5TGFjTx1 AoFZQWglsKdOyGzGEx? NOTES- 11) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)11,12 except Qt=lb)10=2056,23=2274,18=1361, 14=502,26=1355. 12)This truss has been designed for a total drag load of 310 plf.Lumber DOL=(1.33)Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 3-0-0 to 31-3-4 for 342.9 pif. 13)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and 1/2"gypsum sheetrock be applied directly to the bottom chord. A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II-7473 rev.1010312015 BEFORE USE Design valid for use only with MITeh®connectors.This design Is based only upon parameters shown,and Is for an Individual bullding component,not ��• a truss system.Before use,the building designw must verily the applmaalay of design parameters and property Incorporate this design Into the overall building design.Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing M iTek' Is always required for stability and to prevent collapse with possible pamorwl Injury and property damage.For general guidance regarding the fabdcabon,storage,delivery.erection and bracing of trusses and truss systems,see ANSIMP11 Qualify Criteria,DSB-09 and SCSI Building Component 250 Klug Circle S4161y Informatldn evaitable from Truss Plate Institute,2670 Crain Highway,Sube 203 Waldod,MD 213601 Corona,CA 921180 �r Job ]A13 Truss Typo 01Y Ply (Old H) Blot'F Monopitch 12 K7752414 1 Builders FirstSourco(Arlington,WA), ArWlgton WA-96223 Reference lfonal 8.240 s Mar 9 2020 M17ok IndusWes,Inc. Fri May 15 13:19:42 2020 Page 1 ae 73 ID:AgGFUgUxzt6lbAszgrkNJkyCPyO-VlpBuzhOMW4mdSGL5TGF)TxlgOEnQXLIsKdOyGzGEx? I.1 0 740 13.3-12 2.1-0.0 21 11 0-8-13 6t1-2 S-7.13 744 e-0.11 7 2 9 1.10.2 4.00 12 7 8 Scale=1:70.9 16 3x6 6 3x5 3x4 4 5 3x4 _ 3 6x6 %15 1 2 14 13 12 3x4 I� 3x8 = 11 17 10 16 9 3x6 — 3x4 = 4x6 = 3x4 = 5-1.10 13-3-12 21-0-0 11-aril 28-3.4 5-1-10 8-2.2 Plate Offsets X Y 2:0-3.0,0-2-0 7:0-2-0 D-1-12 7-" 0�0-11 7-2-9 LOADING (psf) TCLL 25.0 SPACING- 2-0-0 CSL (Roof Snow=25.0) Plate Grip DOL 1.15 TC 0.73 Vert(LL) -0.111 11I 13 >999 3oc) Udell 60 PLATES GRIP TCDL 10.0 Lumber DOL 1.15 BC 0.57 Vert(CT) -0,25 11-13 >999 240 MT20 185/148 BCLL 0.0 Rep Stress Incr YES WB 0.91 Horz(CT) 0.05 9 n/a n/a BCDL 10.0 Code IBC20151TPI2014 Matrix-AS Wind(LL) -0.07 9-10 >999 240 a Weight:149 lb FT=20/ LUMBER. TOP CHORD 2x4 HF No.2 BRACING. BOT CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals WEBS 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied. WEBS 1 Row at midpt 7-9,6-9,4-10 REACTIONS. (size) 9=Mechanical,14=0.5-e Max Horz 14=363(LC 9) Max Uplift 9=-205(LC 12).14=147(LC 8) Max Grav 9=1771(LC 19),14=1409(LC 19) FORCES. (lb)-Max,Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=1531/107,3-4=-1606/143,4-6=995/100,7-9=613/146,2-14=1365/161 BOT CHORD 13.14=362/115,11-13=220/1588,10-11=-152/1462,9.10-104/874 WEBS 2-13=26/1363,3-13-448/93.6-9=1394/191,4-11=0/364,4-10=803/138, 6-10=30f759 NOTES- 1)Wind:ASCE 7-10;Vult-110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=4.8psf;h=25ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)-1-6-0 to 1-&0,Interior(1)1-6-0 to 27-2-0,Exterior(2)27-2-0 to 30-2-0 zone; cantilever left and right exposed;end vertical left and right expOsed;C-C for members and forces&MWFRS for reactions shc:wn; Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10:Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25 0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a will fit between the bottom chord and any other members,with BCDL=10.0psf. rectangle 3-6-0 tall by 2 o-C wide 7)Refer to girder(s)for truss to truss connections. GjV1ING Z� 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at except Qt=1b) w g WA3A,- O 9=205,14=147. `Gv 9)This truss design requires that a minimum of 7116"structural wood sheathing be applied directly to the top chord and 1/2"gypsum !� p sheetrock be applied directly to the bottom chord. y x t .oho 54074� •� cxs7� Ssl�NALG May 15,2020 WARNING-Var11y design Parsmslars and READ NOTES ON MIS AND INCLUDED heTEK REFERENCE PAGE MIFT473 ray.idr07/2015 BEFORE USE. Design valid for use only with MRek$connectors-This design Is based on a hUSS system.Before use,the building designer must vent'the apPlicabil y off domes gn Parameters ar m shown,and Is for in individual building co � and Property nc component,not bml0lnp desgn,Gracing indicated Is to prawns bucking of individual truss web and design ehortl mornoers only gCdakr�ia�lemporary a dnpetrmanenl bracing is always repuired tat Stability and to prevent cosapse with Possible Personal Iniury and Property damage.For general guidance regardpe Imo MiTek' fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANStRP11 qualify Criteria.DSad9 and aCSl Building Componanr Srtraly Inlormstion avallabb from Truss Nate Institute,2670 Crain Highway,Suse 203 Waldorf,MD 20601 250 Klug Circle Corona,CA 92660 Job Truss Truss Type Qty Ply (Old H) K7752415 Bldy!F A14A Monopilch 2 1 Job Reference o Ronal BuBders FirstSource(Arlington,WA), Arlington,WA-98223, 8.240 s Mar 9 2020 MTak Industries,Inc Fri May 15 13:19:43 2020 Page 1 ID:AgGFUgUxzt6tbAszgikNJkyCPyO-zrM W6liO6pDdEcrXfAnUGhUSoCZy9OSR5_MxUizGEx_ -0-0-0 5 2-0 G 7-17"42 18-0 0 t y2�3 25 8 4 27 8-0, S•2.0 ' f_,. T2-11 7-84 8-7-1 10.12' 4.00 12 0 9 Scale=1:70.9 21 3x4 7 48 3x4 75� 6 5 5x8 4 6x6 3 20 N1 2 d 16 3x — 3x6 = IN 1s 14 13 12 22 11 23 10 3x4 II 5x8 = 34 = 3x4 = 46= 4x8 = 2-7-9 6-7-1 10.9.12 , 18 6 0 1Q 2�3 25 8 d 2� 7-9 3118 42-11 7•ea 0-$3• 6-7-1 Plate Offsets a.17— 13:0-3-0,D•2-0),I8:0.2-0,0-1-12L(12:0.3-8,0.2-Ot 114:0-2-12,0-1-12) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.96 Vert(LL) -0.11 10-11 >999 360 MT20 1851148 (Roof Snow=25.0) Lumber DOL 1.15 BC O.SB Ver,(CT) 0.21 12-14 >999 240 TCDL 10.0 Rep Stress Incr NO WB 0.79 HOR(CT) -0 06 10 n/a n/a BCLL 0.0 8CL'L 0.0 Code IBC2015rrPI2014 Matrix-AS Wind(LL) -0 07 10-11 >999 240 Weight:154 lb FT=20 1 LUMBER- BRACING- TOP CHORD 2x4 DF 180OF 1.6E*Except* TOP CHORD Structural wood sheathing directly applied, except end verticals. 1-6:2x4 HF No.2 BOT CHORD Rigid ceiling directly applied. BOT CHORD 2x4 HF No.2"Except' WEBS 1 Row at midpt 8-10.4-14,7-10,5-11,7-11 3-15:2x6 DF No.2 WEBS 2x4 HF No.2 REACTIONS. (size) 10=Mechanical,15=0-5-8 (req.0-5-12) Max Horz 15=4743(LC 2) Max Uplift 10=193(1_C 12),15=-196(LC 8) Max Grav 10=162B(LC 19),15=3505(LC 2) FORCES. (lb)-Max-Camp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-359/811,34=2005/51,4-5=-4828/108,5-7=-5313/87,7-8=5079/110. 8-10=612/148 BOT CHORD 14-15=4869/116,12-14=1617/924,11-12=-206/1136,10-11=107/761,15-16=-3499/212, 3-16=3449/180,2-16=771/378 WEBS 3-14=-38/3130,4-14=-2635/106,7-10=1212/175,4-12=0/1817,5-12=910/199, 5-11=-533/576,7-11=-92/580 NOTES- 1)Wind:ASCE 7-10;Vu@=11Omph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=4.Bpsf;h=25ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Extedor(2)-4-0-0 to-1-0-0,Interior(1)-1-0-0 to 24-8-0,Extedor(2)24-8-0 to 27-8-0 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. NG 4)This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs Q non-concurrent with other live loads. W�1S 40 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Q 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=IO.Opsf. CO) 7)WARNING:Required bearing size atjoint(s)15 greater than input bearing size. 8)Refer to girder(s)for truss to truss connections. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) 10=193,15=196. 14 wa 10)Load case(s)2 has/have been modified.Building designer must review loads to verify that they are correct for the intended use of 074 Q 'P�G1s 74 this truss. 11)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chard and 1/2"gypsum SSIDIVALCs sheetrock be applied directly to the bottom chord. 12)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s) at 25-9-0 on top chord. The Conti Mgrtla a of such connection device(s)is the responsibility of others. May 15,2020 ,A WARNING•Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev.1010312015 BEFORE USE. aaaaaa ��' Design valid for use only with MrrekS connectors This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and propedy incorporate this design into the overall building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek• Is always required for stability and to prevent collapse with possible personal Injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANS11TP11 Quality Criteria,DSB-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Corona,CA 92880 Job Truss Truss Type Qty Ply (Old H) BIdQF A14A Monopitch 2 1 K7752415 Job Reference(optional) Builders FdstSource(Arlington,WA), Arlington,WA-98223, 8.240 s Mar 9 2020 MiTek Industries,Inc. Fri May 15 13:19:44 2020 Page 2 ID:AgGFUgUxzt6tbAszgikNJkyCPyO-R2wuJeiet7LUslQjCuJjpul JYcvBuTibKe6VO9zGEwz NOTES- 13) In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(8). LOAD CASE(S) Standard Except: 2)Dead+0.75 Snow(balanced)+0.75 Uninhab,Attic Storage:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-8=58,8-9=58,12-15=20,12-22=50,11-22=20,11-23=-50,10-23=-20,16-17=20 Concentrated Loads(lb) Vert:8=-1581(F) Horz:8=-4743(F) A WARNING-Verify design parameters end READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473 rev.10/03/2015 BEFORE USE. ' Design valid for use only with M7ekS connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verily the applicability of design parameters and property incorporate this design Into the overall building design.Bracing indicated Is to prevent buckling of Individual truss web and/or chord members any.Additional temporary and permanent bracing MiTek• Is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,defivery,erection and bracing of trusses ant:,uss sy veins,see ANSUTP11 quality Criteria,DSB-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,2670 Cram H:rthway.:ufte 203 Weldon,MD 20601 Corona,CA 92880 Iry Job Truss Truss Type Oty Ply (Old H) K7752416 Bldg/F A15 Monopitch 10 1 .lob Reference(optional) Builders FroSource(Arlington,WA), Arlington,WA-96223, 8240 s Mar 9 2020 MiTek Industries,Inc. Fri May 15 13�13.44 2020 Page 1 ID:AgGFUgUxzt6tbAszgikNJkyCPyO-R2wuJeiet7LUsIOjCuJjpu1 NFctpuTfbKe6VOgzGEwz �I 5.2-0 � ta912 1"_0 19-2? 25.9-4 ,z7-0-0 44}0 5.2-0 1 5 2 4-2-11 7 B4 0 fr7-1 10-12 Scale=1:70.9 4.00 12 8 9 21 3x4 7 3x6 3x4 6 5 3x4 d 4 5x8 20 3 N1 2 d 16 US 3x6 = gal C� Ib 15 14 13 12 22 11 23 10 3x6 = 44 = 3x6 = 3x4 = 46 = 3x4 = 13 7-1 10.9-12 16-0-0 18 2�3 25.9� 3.11.8 4-2-11 I 7.8-4 0-0- 6.7.1 r Plate Offsets(X.Y)= f8:0-2-0,0-1-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.73 Vert(LL) -0.10 10-11 >999 360 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.73 Vert(CT) -0.21 12-14 >999 240 TCDL 10.0 Rep Stress Incr YES WB 0.79 Horz(CT) 004 10 n/a n/a BCLL 0.0 Code IBC20151TP12014 Matrix-AS Wind(LL) -0.07 10-11 >999 240 Weight:148 lb FT=20% BCDL 10.0 _ LUMBER- BRACING- TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 HF No 2 WEBS 1 Row at midpt 8-10,7-10,5-11 REACTIONS. (size) 10=Mechanical,15=0-5-8 Max Horz 15=340(LC 11) Max Uplift 10=-193(LC 12).15=-194(LC 8) Max Grav 10=1633(LC 19),15=1551(LC 19) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown TOP CHORD 2-3=-323r741,34=656/55,4-5=-1267/110,5-7=-881/88,8-10=614/147 BOT CHORD 14-15=374/109,12-14=-234/944,11-12=-163/1149,10-11=-107/764,15-16=1593/224, 3-16=1535/186,2-16=704/344 WEBS 3-14=41/1135,4-14=790/97,7-1 0=1 2161176,4-1 2=013 0 3,5-11=546/119, 7-11=-17/609 NOTES- 1)Wind:ASCE 7-10;Vult=11 Omph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=4.8psf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterlor(2)-4-0-0 to-1-0-0,Interior(1)-1-0-0 to 24-8-0,Exterlor(2)24-8-0 to 27-8-0 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Fully Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. MIA1G 6)`This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide Q Z will fit between the bottom chord and any other members,with BCDL=10.Opsf. qr O 7)Refer to girder(s)for truss to truss connections. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joints)except Qt=lb) O�G 10=193,15=194. y 9)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and 1/2"gypsum sheetrock be applied directly to the bottom chord. �O 54074 �Od+ GIS �sSlONALG May 15,2020 AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.10/03/2015 BEFORE USE Design valid for use only with MrrekOD connectors.This design Is based only upon parameters shown,and is for an Individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design.Bracing indicated is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing MiTekl Is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidanee regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANS!?PIf Duality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Corona,CA 92880 U Job a Thus Truss Type Qty Ply (Old H) K7752417 IBIdg'F A160 GABLE 1 1 Job Reference(Optional) Builders FirsiSource(Arlington,WA), Arlington,WA-98223, 8.240 s Mar 9 2020 M7ek Industries,Inc. Fri May 15 13:19:47 2020 Page 1 ID:AgGFUgUxzt6tbAszgikNJkyCPyO-sdcl xglXA2j2jD91uOsQQXetUpyb5oK10cK9cTzGEww NIP 12.0-0 1s" 25.7-10 6A•0 6-0-0 ".0 7.7-10 4,00 12 3x4 i i Scale=1:69.6 6 45 US 5 3x6 6x6 %4 3 6xfi 2 5x8 % 43 1 21 20 19 18 17 16 15 14 1346 12 11 10 9 8 7 5xl2 MT20HS i 6x10 = 3x6 = 5x8 = 6x6 = 7x10 MT18HS= 6-0-0 12-0 0 r L: 0 , 25-7-10 1 8-0-0 et e-0-0 7-7-10 Plate Offsets(X,Y)— 11:03-0 0.1-12 5( .0.3-0 0-1-B1,[14:0.3.8,0-2-81,f 18:0-M. Q-3-M f22:0-1-15,0.1-01.f24:0-1-15.0-1-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udell Ltd PLATES GRIP TCLL 25.0 Plate Grip DOL 1 15 TC 0.79 Vert(LL) n/a n/a 999 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.47 Vert(CT) n/a n/a 999 MT20HS 139/111 TCDL 10.0 Rep Stress Incr YES WB 0.92 Horz(CT) -0.03 7 n/a n/a MT18HS 185/148 BCLL 0.0 Code IBC2015/TP12014 Matrix-S Weight:226 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF 180OF 1.6E*Except* TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, 1-4:2x4 HF No.2 except end verticals. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 3-11-4 oc bracing, WEBS 2x4 HF No.2*Except* WEBS 1 Row at midpt 6-7.2-18,2-14.3-14,3-11,5-7.1-18 5-7:2x6 DF No 2 2 Rows at 1/3 pts 5-11 OTHERS 2x4 HF No.2 REACTIONS. All bearings 25-7-10. (lb)- Max Horz 21=332(LC 37) Max Uplift All uplift 100 lb or less at joint(s)20,8 except 7=-2175(LC 34). 21=-2299(LC 31),18=-1069(LC 39),14=-621(LC 39),11=961(LC 39) Max Grav All reactions 250 lb or less at joint(s)20,19,17,15,13,12,10,9,8 except 7=2113(LC 51),21=2415(LC 38),18=1131(LC 52),14=774(LC 26). 11=1166(LC 28) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-2968/2815,2-3=-3206/3053,3-5=2790/2665,5-6=2580/2487,6-7=350/58, 1-21=2375/2281 BOT CHORD 20-21=-875/567,19-20=1495/1187,18-19=-2115/1807,17-1 8=1 058/895, 15-17=-565/402,14-15=-1185/1022,13-14=1173/1054,12-13=-553/434,11-12=-976/857, 10-11=762/666,9-10=-668/633,8-9=1350/1253,7-B=1B12/1715 WEBS 2-18=2451/2426,2-14=-2617/2681,3-14=2288/2265,3-11=-2241/2284, 5-11=-2686/2638,5-7=2653/2704,1-18=2973/3134 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=4.Bpsf;h=25ft;Cat.II;Exp B;Enclosed; M�Ci MWFRS(envelope)gable end zone and C-C Exterior(2)0-1-12 to 3-1-12,Interior(1)3-1-12 to 22-5-14,Exterior(2)22-5-14 toQ 25-5-14 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for VjA,4 O reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Qr0 Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. y . 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 4)Unbalanced snow loads have been considered for this design. 1 5)All plates are MT20 plates unless otherwise indicated. 6)All plates are 2x4 MT20 unless otherwise indicated. .0 Q: 7)Gable requires continuous bottom chord bearing. 0. $4074� 8)Gable studs spaced at 2-0-0 Do. TES 9)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ssjoNA1+ G 10)"This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. Continued on page 2 May 15,2020 A WARNING-Verfly design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,111.7473 rev.10/03/2015 BEFORE USE Design valid for use only with M7ek9 connectors,This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the bullding designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek• Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSVTPII Ouallly Criteria,DSB-89 and BCSI Buildfng Component 250 Klug Circle Safely Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldod,MD 20601 Corona,CA 92880 Job Truss Truss Type l7ty Ply (Old H) K7752417 Bldg F A16D GABLE 1 1 1 _ Job Reforonce o Tonal Builders FlrstSource(Arlington,WA), Arlington,WA-98223, 8.240 s Mar 9 2020 MTek Industries,Inc. Fri May 1513:19:48 2020 Page 2 ID:AgGFUgUxzt6lbAszgikN J kyC P yO-KpAP9Om9xMrvLNkV Rj NfzkB2ED I qq FaB FG4 i9wzG Ewv NOTES- 11) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s)20,8 except()t=lb)7=2175,21=2299,18=1069,14=621 ,11=961. 12)This truss has been designed for a total drag load of 310 plf.Lumber DOL=(1.33)Plate grlp DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 25-7-10 for 310.0 plf. AL WARNING-VerBy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. ' Design valid for use only with Mrrek®connectors.This design Is based only upon parameters shown,and Is for an Individual building component,not a truss system.Before use,the building designer must verify the applimblitly,of design parameters and properly Incorporate this design Into the overall Wilding design.Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only.Addi lonal temporary and permanent bracing M iTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANS11TP11 Duality Criteria,DSB-89 and BCS1 Building Component 250 Klug Circle Safety li.adon available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20501 Corona,CA 92880 I I Job Truss Truss Type Oty Ply (Old H) K7752418 Bldg F B01 GABLE 1 Job Reference(optional) Builders FirstSource(Arlington,WA), Arlington,WA-98223, 8.240 s Mar 9 2020 MiTek Industries,Inc Fri May 15 13 19:52 2020 Page 1 ID:AgGFUgUxzt6tbAszgikNJkyCPyO-CaPw_Npf?aLLp_t GgZSb7aMsggf3m4smAt2wlhzGEwr 68 12 12.11.42 19.4.12 2ti 11 8 6.6.12 6 6 0 6.5A 8-6-12 1 6x8= 4x8 = 8x8 = 6x6 = Scale=1:68.5 1 2 3 4 5 6 an 3x6 3 II 34 3 6 3x6 Z 31 I I 3x6 4��N Zz II 3x6 II 3x6 t� 12 51 52 53 11 54 55 1055 57 9 58 59 60 6 61 62 63 7 6x6 II 10x10 = 6x10 3x8 I 1ox10 = 6x6 I 3x6 11 8�12 111112 19-4-12 2&11 8 6-6-12 .5-0 a-" 8-&12 Plate Offsets(X,Y)— 11:0.3-0,0.2-01,(4:0-4-0,0-4-8],(6:0-3.0,0-2-0),[7:Edg a,0-5-81,[8:0-5-0,0-5-121,(9:0-6-4,0-1-8],[11:0-5-0,0.5.12],[14:0-1-14,0.1$),[15:0-3-0,0-1-8], [16:0-3-0,0-1-81.[17:0-3-0,0-1-81,[18:0.2-14,0-031 LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (loc) I/deft L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.30 Vert(LL) -0.13 6-9 >999 360 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.45 Vert(CT) -0.20 B-9 >999 240 TCDL 12.0 Rep Stress Incr YES WB 0,78 Horz(CT) 0.02 7 n/a n/a BOLL 0.0 l3CUL 12-0 Code IBC2015rrP12014 Matrix-MS Wind(LL) 0.05 8-9 >999 240 Weight:1210 lb FT=20% LUMBER- BRACING- TOP CHORD 2x6 DF No 2 TOP CHORD 2-0-0 oc purlins(6-0-0 max.):1-6, except end verticals. BOT CHORD 2x8 DF SS BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 HF No 2*Except* WEBS 1 Row at midpt 1-12,6-7 1-12,6-7:2x6 DF No 2 OTHERS 2x4 HF No.2*Except* 13-14,14-15,15-16,16-17,17-18,18-19,20-21:2xB DF SS SUPPLEMENTARY BEARING PLATES,SPECIAL ANCHORAGE,OR OTHER MEANS TO ALLOW FOR THE MINIMUM REQUIRED SUPPORT REACTIONS, size 12=0-5-8,7=0-3 8 re .0-5-7 WIDTH(SUCH AS COLUMN CAPS,BEARING BLOCKS,ETC.) (size) ( q ) ARE THE RESPONSIBILITY OF THE TRUSS MANUFACTURER Max Uplift 12=-1645(LC 4),7=15B6(LC 4) OR THE BUILDING DESIGNER. Max Grav 12=13216(LC 1),7=13184(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-12=11158/1391,1-2=-6426/786,2-3=-6426/786,3-5=6458/783,5-6=-6458/783, 6-7=11220/1388 BOT CHORD 9-11=-1 039/8427,8-9=-1039/8427 WEBS 1-11=1 540/12604,2-11=415/122,3-11=-3935/496,3-9=732/6204,3-8=38731502, 5-8=-4161123,6-8=1538/12677 Alternate to 1/2"dia.bolts and washers specified in note 1: USP WS6,SIMPSON SDS25600,SDW22638,OR TRUSSLOK TSLZ006, NOTES- 1/4"X 6"LONG WOOD SCREWS SPACED @ 24"OC,2 ROWS(ONE ROW-2X4) 1)4-ply truss to be connected together with 10d(0.131"x3")nails as follows: DRIVEN FROM EITHER SIDE OF 4-PLY GIRDER TRUSS CAN Top chords connected as follows:2x6-2 rows staggered at 0-9-0 oc. REPLACE THE 1/2"BOLTS @ 48"OC IN CHORD MEMBERS Bottom chords connected as follows:2x8-3 rows staggered at 0-4-0 oc. AS SHOWN IN THE NOTE SECTION. Webs connected as follows:2x4-1 row at 0-9-0 oc. Attach BC w/1/2"diam-bolts(ASTM A-307)in the center of the member w/washers at 4-0-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section,Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. '1�'Q G Zjr 3)Wind:ASCE 7-10;VuR=l1Omph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL�.Bpsf;h=25ft;Cat.II;Exp S;Enclosed; ayp�D '90 MWFRS(envelope)gable end zone;cantilever left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 O 4)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry � Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. Ox 5)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp S;Fully Exp.;Ct=1.10 6)Provide adequate drainage to prevent water ponding. 7)All plates are 2x4 MT20 unless otherwise indicated. 8)Gable studs spaced at 2-0-0 oc. $�74 � 9)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 0�, 4 10)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=12 Opsf. SSjONALG 11)WARNING:Required bearing size at joint(s)7 greater than input bearing size. 12) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) Contif9jeL%5p4&U6. May 15,2020 AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.1010312015 BEFORE USE, Design valid for use only with MlTekO connectors.This design Is based only upon parameters shown,and Is for an individual bullding component,not a truss system.Before use,the bullding designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design.Bracing indicated is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek• Is always required for stability and to prevent collapse with passible personal injury and property damage. For general guidance regarding the fabricagon.storage,deWery,erection and bracing of trusses and truss Systems,see ANSMI1 Dualtly Crtiede,DSB49 and SCSI Building Component 250 Klug Circle Safety Information svallable from Truss Plate Institute,2670 Crain Highway.Suite 203 Waldorf,MD 20601 Comna,CA 92aao Job Truss Truss Type Oty Ply (Old H) K7752418 'Bldg F B01 GABLE 1 _ Job Reference(optional) Klders FirstSource(Arlington,WA), Arlington,WA-98223, 8.240 s Mar 92020 MiTek Industries,Inc. Fri May 15 13:19:52 2020 Page 2 NOTES- ID:AgGFUgUxzt6tbAszgikNJkyCPyO-CaPW Npf?aLLp_1GgZSb7aMsggf3m4smAt2wlhzGEwr 13)Graphical purlin representation does not depict the size or the orientation of the purin along the top and/or bottom chord. 14)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)1151 lb down and 204 lb up at 2-0-12,1300 lb down and 184 lb up at 2-6-12,1847 lb down and 241 lb up at 4-0-12,1847 lb down and 241 lb up at 6-0-12,1847 lb down and 241 lb up at 8-0-12,1847 lb down and 241 lb up at 10-0-12, 1847 lb down and 241 lb up at 12-0-12,1924 lb down and 249 lb up at 14-0-12,619 lb down and 168 lb up at 14-2-12,1935 lb down and 247 lb up at 16-0-12,1935 lb down and 247 lb up at 18-0-12,1935 lb down and 247 lb up at 20-0-12,and 1935 lb down and 247 lb up at 22-0-12,and 1935 lb down and 247 lb up at 24-0-12 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 15)Studding applied to ply:4(Back) 16)Filler applied to ply:4(Back) LOAD CASE(S) Standard 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plo Vert:1-6=74,7-12=24 Concentrated Loads(lb) Vert:10=-1847(F)51=1151(F)52=-1300(F)53=1847(F)54=1847(F)55=1847(F)57=-1847(F)5B=-2542(F=1924,13=619)59=-1935(F)60=1935(F) 61=-1935(F)62=1935(F)63=-1935(F) AWARNING-Verify design paramelers and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev.10/03/2015 BEFORE USE. Design valid lot use o*with Mrreke connectors.This design is based only upon parameters shown,and b for an Individual building component,not a truss system.Before use,the building desVw must van fy the applicability of design parameters and properly incorporate this desegn Into the overall bulldrng design. Bracmg indicated is to prevent buckling of Individual truss web and/or chord members only.Addftlonal temporary and permanent bracing l Is always required for stability and to prevent collapse with possible personal in)ury and property damage, For general guaamo regarding the M i'rek• labdcaban,storage,dalwey,aremon and bracing at trusses and truss systems,see ANSI/TPH Quality Criteria,DSB-89 and BCS1 Building Component 250 Kiug Circle Safoty Informmion available from Tmss Plate Institute,2670 Cram Highway,SuRe 203 Waldorf,MO 20601 Corona,CA 928BO �L r' Job Truss Truss Type Qty Ply (Old H) K7752419 Bldg'F 901A GABLE 1 4 Job Reference(optional) Builders FirstSource(Arlington,WA), Arlington,WA-98223. 8.240 s Mar 9 2020 MiTek Industries,Inc. Fri May 1513:19:56 2020 Page 1 ID:AgGFUgUxzt6tbAszgikNJkyCPyO-5LfOglsA3prn IcL1 vP WXIQWXiRl7iugM4VO7RSzGEwn ".12 12-11-12 18.4.12 25 11 e 88.12 8-" 8 SO 68.12 Bx8 = 48 = 8x8 = 6x6 = Scale=1:70A 1 2 3 4 5 8 3x6 3 3 II x8 3x8 Z� 3 Lz—z A 4x6 II II 3x6 Zz 3x6 12 51 52 11 53 54 10 55 9 56 57 58 8 59 50 61 62 as 6x6 II 1000 = 6x18 MT18HS= 3x8 II 1ox10 — 6x6 I 3xs II U1,2 12-11-12 19-4-12 25-11-8 8.8.2 11SA 85-0 BS12 Plate Offsets(X,Y)- [1:0-2-12,0-2-0],[4:0-4-0,0-4-8],16:0-3-0,0-2-0],[7:Edge,0-5-8],[8:0-5-0,0-5-12],[9:0-6-4,0-1-8],[11:04-8,0-6-0],[14:0-1-15,0-1-8],[15:0-3-0,0-1-8], I16 0 3-0,0 1 81,M7:0 3 0,0 1 81,t18:0 1-12,41 81,h8:0 0 12,0 2-01,t21:0 3 0,0-0.7L[28:0-3-0,0.0.12L(29:0-1-5.a1-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) Ildefl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.31 Vert(LL) -0.13 9-11 >999 360 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.45 Vert(CT) -0 20 9-11 >999 240 MT18HS 220/195 TCDL 12.0 Rep Stress Incr YES WB 0.78 Horz(CT) 0.02 7 n/a n/a BCLL 0.0 Code ISC2015/TPI2014 Matrix-MS Wind(LL) 0.05 9-11 >999 240 Weight:1215 lb FT=20% SCIJL 12.0 LUMBER- BRACING- TOP CHORD 2x6 DF No.2 TOP CHORD 2-0-0 oc purlins(6-0-0 max.):1-6, except end verticals. BOT CHORD 2x8 DF SS BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 HF No 2`Except' WEBS 1 Row at midpt 1-12,6-7 1-12,6-7:2x6 OF No.2 OTHERS 2x4 HF No.2`Except` 13-14,14-15,15-16,16-17,17-18,18-19,20-21:2x8 DF SS SUPPLEMENTARY BEARING PLATES,SPECIAL ANCHORAGE,OR OTHER MEANS TO ALLOW FOR THE MINIMUM REQUIRED SUPPORT WIDTH(SUCH AS COLUMN CAPS,BEARING BLOCKS,ETC.) REACTIONS. (size) 12=0-3-8 (req.0-5-5),7=0-5-8 ARE THE RESPONSIBILITY OF THE TRUSS MANUFACTURER Max Harz 12=-281(LC 4) OR THE BUILDING DESIGNER. Max Uplift 12=-1622(LC 4),7=1731(LC 5) Max Grav 12=12946(LC 1),7=1 3397(LC 1) FORCES. (lb)-Max.Comp/Max Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-12=11242/1441,1-2=-646B/832,2-3=-6468/832,3-5=6406/830,5-6=6406/830, 6-7=1111911435 BOT CHORD 9-11=-1 169/8384,8-9=1169/8384 WEBS 1-11=-1610/12703,2-11=-415/134,3-11=-3767/563,3-9=723/6072,3-8=3890/566, 5-8=413/133,6-8=1602/12557 NOTES- Alternate to 1/2"die,bolts and washers specified in note 1: USP WS6,SIMPSON SDS25600,SDW22638,OR TRUSSLOK TSLZOD6, 1)4-ply truss to be connected together with 1Od(0.131"x3")nails as follows: 1/4"X 6"LONG WOOD SCREWS SPACED @ 24"CC,2 ROWS(ONE ROW-2X4) Top chords connected as follows:2x6-2 rows staggered at 0-9-0 oc. DRIVEN FROM EITHER SIDE OF 4-PLY GIRDER TRUSS CAN Bottom chords connected as follows:2x8-3 rows staggered at 0-4-0 Dc. REPLACE THE 1/2"BOLTS @ 48"OC IN CHORD MEMBERS Webs connected as follows:2x4-1 row at 0-9-0 oc. AS SHOWN IN THE NOTE SECTION. Attach BC w/1/2"diam.bolts(ASTM A-307)in the center of the member w/washers at 4-0-0 oc. G 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face In the LOAD CASE(S)section.Ply to Q1 Z, - ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. O 3)Wind:ASCE 7-10;Vult=l lOmph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=4.8psf;h=25ft;Cat.II;Exp B;Enclosed; C MWFRS(envelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate S, grip DOL=1.60 4)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 5)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 6)Provide adequate drainage to prevent water ponding. "G� _ 54U74 7)All plates are MT20 plates unless otherwise indicated. 8)All plates are 2x4 MT20 unless otherwise indicated. A� arsT>ra �SS' 9)Gable studs spaced at 2-0-0 oc. SSIDNALG 10)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 11)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide COntIl dVd bRl)nt w2he bottom chord and any other members,with BCDL=12.Opsf. May 15,2020 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev.10/03/2015 BEFORE USE Design valid for use only with MTekG connectors.This design Is based only upon parameters shown,and is for an individual bullding component,not a truss system.Before use,the building designer must verify the applicability of design parameters and pmpedy incorporate this design into the overall building design Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing or trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 2DB01 Corona,CA 92880 �A�' Job �EIIIA Truss Type city =R.f—.— BIdg,F GABLE 1 K7752419 Builders Fir5lSource(Arlington,WA), Arlington,WA-98223. 8.240 s Mar 9 2020 MiTek Industries,Inc Fri May 15 13:19,56 2020 Page 2 NOTES- IO:AgGFUgUxzt6tbAszgikNJkyCPyO.5LfOglsA3prnIcL1 vP WXIO WXiRl7iugM4VO7RSzGEwn 12)WARNING:Required bearing size at joint(s)12 greater than input bearing size. 13)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Qt=lb)12=1622,7=1731. 14)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 15)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)1935 lb down and 247 lb up at 2-2-4,1935 lb down and 247 lb up at 4-2-4,1935 lb down and 247 lb up at 6-2.4,1935 lb down and 247 lb up at 8-2-4,1935 lb down and 247 lb up at 10-2-4.639 lb down and 178 lb up at 11-10-12,1847 lb down and 241 lb up at 12-2-4,1847 lb down and 241 lb up at 14-2-4,1847 lb down and 241 Ito up at 16-2-4.1847 lb down and 241 lb up at 18-2-4,1847 lb down and 241 lb up at 20-2-4,1847 Ito down and 241 lb up at 22-2-4,and 1300 Ib down and 184 lb up at 23-6-12,and 1151 lb down and 204 lb up at 24-0-12 on bottom chord. The design/selection of such connection device(s)Is the responsibility of others. 16)Studding applied to ply:4(Back) 17)Filler applied to ply:4(Back) LOAD CASE(S) Standard 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(pll) Vert:1-6=74,7-12=24 Concentrated Loads(lb) Vert:10=-1935(F)51=1935(F)52=-1935(F)53=1935(F)54=1935(F)55=2486(1`=1847,B=639)56=1847(F)57=1847(F)58=-1847(F)59=1847(F) 60=-1847(F)61=1300(F)62=1151(F) AWARNtNG-Vordy design pramalom and READ NOTES ON TN1S AND INCLUDED"I"EK REFERENCE PAGE 01-7473 rev.1010"015 BEFORE USE. Design valid for use only with MrreM connectors.This design is based only upon parameter shown,and is for an inoMdual budding component,not a truss system.Before use,the building designer must verily the applicability of design parameters and property incorporate this design into the overall building design Bracing indicated Is to prevent buckling of individual truss web and/or chord member only. Adtlabnai temporary and permanent bracing MiTek' is always required for slabluty and to prevent collapse with possible porsonai injury and property damage.For general guidance regarding the fabrication,storage,defnery,erection and bracing of trusses and truss systems,see ANSYTP11 Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safoty information available from Truss Rate Institute,2670 Crain Highway,Suite 203 Waldorf,MO 20601 Corona,CA 92880 ,Job Truss Truss Type Qty Ply (Old H) K7752420 BldgvF B02 GABLE 1 2 Job Reference(optional) Builders FFrstSourco(Arlington,WA), Arlington,WA-98223, 8.240 s Mar 9 2020 MiTek Industries,Inc. Fri May 15 13:20.00 2020 Page 1 ID:AgGFUgUxzt6tbAszgikNJkyCPyO-z7uxg6vg62MCnDeoBFbTSGh533QRelYy?7 LaDzGEwj IL 1-0-8 11-5-8 17-0-8 22-11-0 5-10-8 t 2x4 I I 2x4 11 2x4 11 2x4 11 2x4 I I Scale=1:67.7 5x6 = 4x4= 2x4 II 2x4 11 4x6 = 5xe = 1 2x4 11 2x4 11 2 2x4 11 3 A 5 2x4 11 a 112x4 I I � 11 Ail 2x4 I 11 4x8 Z' 2x4 II 2x4 11 1 2x4 11 4to 1 �EOH t2 47 48 11 49 10 5051 9 5253 54 55 8 56 57 5a 7 6x10 = 10x10 = 10x10 = 10x10 = ElV18 11-5.8 r 17-0-8 22-11-0 i 5 1 8 5.7.0 5 7.0 1 5 10-8 Plate Offsets(X,Y)- [1:Edge,0.1-8],[6:Edge,0-1-8],[7:Edge,0-2-8],18:0.3.8,0.541,[M2-O.D-6 4],[9:0-0-8,0-0-0],[9:0-1-12,0-0-01,[11:0-3.8,0-5-8],[13:03.0,0.1-8],[14:0-3-0 ,0-1.81.115:0.1-13,0-"],[18:Q-3-0,0-1.81,119:0.3-2.0-1-81,[31:0.3-0,0-1-81,[38:0-3.0,0.0-81.[38iD-3-0,0.1-0],[4&:0.3.0,0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.80 Vert(LL) -0.14 9-11 >999 360 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.35 Vert(CT) -0.20 9-11 >999 240 MT20HS 165/146 TCDL 10.0 Rep Stress Incr NO WB 0.60 Horz(CT) 0.01 7 file file BCLL 0.0 Code IBC2015/TPI2014 Matrix-MS Wind(LL) 0.05 9-11 >999 240 Weight:572 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 HF No.2 TOP CHORD 2-0-0 oc puffins(6-0-0 max.):1-6, except end verticals. BOT CHORD 2x8 DF SS BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 HF No.2*Except* WEBS 1 Row at midpt 1-12,6-7,2-11,5-8 1-12,6-7:2x4 DF 180OF 1.6E OTHERS 2x4 HF No.2"Except" SUPPLEMENTARY BEARING PLATES,SPECIAL ANCHORAGE,OR 13-46,13-14,14-15,15-16,16-18,17-16,7-38,38-46:2xB DF SS OTHER MEANS TO ALLOW FOR THE MINIMUM REQUIRED SUPPORT WIDTH(SUCH AS COLUMN CAPS,BEARING BLOCKS,ETC) REACTIONS. (size) 12=0-3-8 (req.04-13),7=0-3-8 (req.0-5-1) ARE THE RESPONSIBILITY OF THE TRUSS MANUFACTURER Max Uplift 12=819(LC 4),7=860(LC 4) OR THE BUILDING DESIGNER Max Grav 12=5885(LC 1),7=6173(LC 1) FORCES. (lb)-Max.Camp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-12=-5270/758,1-2=2658/371,2-3=3606/503,3-5=3606/503,5-6=-2574/359, 6-7=5108/734 BOT CHORD 9-11=-37112658,8-9=-359/2574 WEBS 1-11=80015738,2-11=-2304/380,2-9=291/2101,3-9=370/101,5-9=-318/2285, 5-8=-2468/404,6-8=774/5556 NOTES- 1)2-ply truss to be Connected togetherwith 10d(0.131"x3")nails as follows: Top chords connected as follows:2x4-1 row at 0-9-0 oc. Bottom chords connected as follows:2xB-2 rows staggered at 0-5-0 oc. Webs connected as follows:2x4-1 row at 0-9-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(8)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)Wind:ASCE 7-10;Vult=11Omph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=4.Bpsf;h=25ft;Cat.11;Exp B;Enclosed; pNJNG Zjs MWFRS(envelope)gable end zone;cantilever left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 "'9Q 4)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. T 5)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Fully Exp.;Ct=1.10 CO 0. . 6)Provide adequate drainage to prevent water ponding. 7)All plates are MT20 plates unless otherwise indicated. 8)All plates are 3x6 MT20 unless otherwise indicated. 9)Gable studs spaced at 2-0-0 oc, d 4074� 10)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 11)'This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=IO.Opsf. s`sj�1VALt G 12)WARNING:Required bearing size at joint(s)12,7 greater than input bearing size. 13) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Qt=lb) Contilix'MI&-*fib May 15,2020 A WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473 rev.1010312015 BEFORE USE aaaaaa Design valid for use only with MRek®connectors.This design is based only upon parameters shown,and Is for an Individual building component,nol a truss system.Before use,the building designer must verify the applicability of design parameters and propedy incorporate this design Into the overall building design Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal injury and property damage-For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTPI1 Quality Criteria,DSB-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Corona,CA 92880 Job Truss Truss Type Qty Ply (Old H) K7752420 BldgY F B02 GABLE 1 Job Reference(optional) Builders FlrstSou(ce(Arlington,WA), Arlington,WA-98223. 8.240 s Mar 9 2020 MfTek Industries,Inc. Fri May 15 13:20:00 2020 Page 2 I D:AgGF Uq Uxzt6tbAszg ikNJ kyC PyO-z7uxg6vg62MCn DeoBFbTS G h533Q Re IYy77_LaDzG Ewj NOTES- 14) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 15)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)760 lb down and 122 Ib up at 2-0-4.760 lb down and 122 lb up at 4.0-4,734 lb down and 120 lb up at 6-0-4,760 lb down and 122 lb up at 8 C-4,760 lb down and 122 lb up at 10-0-4,1684 lb down and 246 lb up at 10-6-12,760 lb down and 122 lb up at 12-0-4,760 lb down and 122 lb up at 14-0-4,760 lb down and 122 lb up at 16-0-4,760 lb down and 122 lb up at 18-0-4,and 760 lb down and 122 lb up at 20-0-4,and 763 Ib down and 119 lb up at 22-0-4 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 16) Studding applied to ply:2(Back) 17)Filler applied to ply:2(Back) LOAD CASE(S) Standard 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-6=70,7-12=20 Concentrated Loads(lb) Vert:11=734(F)47=760(F)4B=-760(F)49=760(F)51=760(F)52=1684(8)53=760(F)54=760(F)55=-760(F)56=760(F)57=760(F)58=-763(F) A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MrokO connectors,This design is based any upon parameten shown,and is for an individual building component,not a truss system.aefdre me,the building designer must verity the applldablidy of design pammetofs and prop"incorporate this design Into the overall buming design.Bracing indicated is to prevent buckling of individual truss web and/or chord momben only.Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage.For genera!guidance regarding the fabrication,storage,dobvery,erection and bracing of trusses and truss systems,see ANSM11 Quality Criteria,OSB-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,2670 Crain Highway,Sufe 203 Waldorf,MD 20601 Corona,CA 92880 Job Truss Truss Type Qty 'Ply (Oki H) K7752421 Bldg F B02A GABLE 1 �f L Job Reference(optional) Builders FirsfSource(Arlington,WA), Arlington,WA-98223. 8 240 s Mar 9 2020 MiTek Industries,Inc Fri May 1513:20:04 2020 Page 1 ID:AgGF U qU xzt6tbAszg IkNJ kyCPyO-suSS W UyBAGseGgyLN SgPd6snkgo6aLSXwlyYI_zG Ewf 5.10.8 11-5.8 17-0-8 22.11-0 5-10-8 5-7-0 S-7-0 5-10-8 2x4 I 2x4 11 2x4 2x4 11 2x4 11 Scale=1:67.7 5xe = axe = 2x4 II 2x4 II 4x4 = 5xe = 1 2x4 1 2x4 1 2 2x4 1 3 4 6 2x4 11 6 hA 10 old 2x4 11 AIIA' 94 II 2x4 12 4B 49 50 51 11 52 10 53 95455 56 57 B 58 59 7 6x10 = 10x10 = 1000 = 10x10 = 510-8 11- 8 17 0 8_ TO 0 5.10.8 5.7.0 5-7.0 5.10.8 Plate Offsets MY)— [1:Edge,0-1-8],[6:Edge,0-1-81,[7:Edge,O-3A,(8:0-3-8.0.5-81,19:0-2-0,0-6-41,(9:0.0.8,0.0.0],[9:0-1-12,0.0-0],[11:0.3-8,0.5.4],[13:0-3-0,0-1-8],114:0-3.0 0 1 61 115.0-1-10 0-1-8) 116 03-0 D-1-8i 118.0-1-11 0-1-81 f30'0.3-0 0-1.8) [37.0-1-13 0-1-81 [45:0-3-0 0.1-81 147.0-3-0 0.1.81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Ildefl Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.82 Vert(LL) -0.14 8-9 >999 360 MT20 185/148 (Roof Snow=25 0) Lumber DOL 1.15 BC 0.37 Vert(CT) -0.20 8-9 >999 240 MT20HS 1651146 TCDL 10.0 Rep Stress Incr NO WB 0.61 Horz(CT) 0.01 7 nla nla BCLL 0 0 Code IBC2015/TPI2014 Matrix-MS Wind(LL) 0.06 8-9 >999 240 Weight:564 lb FT=20% BCDL 10-0 _ LUMBER- BRACING- TOP CHORD 2x4 HF No.2 TOP CHORD 2-0-0 oc pudins(6-0-0 max.):1-6, except end verticals. BOT CHORD 2xB DF SS BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 HF No.2*Except* WEBS 1 Row at midpt 1-12,6-7,2-11,5-8 1-12,6-7:2x4 DF 180OF 1.6E OTHERS 2x4 HF No.2`Except' 13-47,13-14,14-15,15-16,16-18,17-18,45-46,45-47:2x8 DF SS SUPPLEMENTARY BEARING PLATES,SPECIAL ANCHORAGE,OR OTHER MEANS TO ALLOW FOR THE MINIMUM REQUIRED SUPPORT WIDTH(SUCH AS COLUMN CAPS,BEARING BLOCKS,ETC.) REACTIONS. (size) 12=0-3-8 (req.0-5-1),7=0-3-8 (req.0-4-15) ARE THE RESPONSIBILITY OF THE TRUSS MANUFACTURER Max Harz 12=-286(LC 4) OR THE BUILDING DESIGNER, Max Uplift 12=-936(LC 4),7=908(LC 5) Max Grav 12=6174(LC 1),7=5972(LC 1) FORCES. (lb)-Max.Comp./Max,Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-12=5160/800,1-2=-2601/411,2-3=3654/527,3-5=-3654/527,5-6=-26B71424, 6-7=-5327/826 BOT CHORD 9-11=536/2601,8-9=-477/2687 WEBS 1-11=-860/5615,2-11=-2509/49B,2-9=410/2331,3-9=370/102,5-9=-382/2140, 5-8=-2339/473,6-8=888/5803 NOTES- 1)2-ply truss to be connected together wfth 1Od(0.131"x3")nails as follows: Top chords connected as follows:2x4-1 row at 0-9-0 oc. Bottom chords connected as follows:2x8-2 rows staggered at 0-5-0 oc. Webs connected as follows:2x4-1 row at 0-9-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. OTC' 21r 3)Wind:ASCE 7-10;Vuft=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=4.8psf;h=25ft;Cat.II;Exp B;Enclosed; wps `40 MWFRS(envelope)gable end zone;Cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate O grip DOL=1.60 0� 4)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 5)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1 10 1 6)Provide adequate drainage to prevent water ponding. It �T 7)All plates are MT20 plates unless otherwise indicated. 54074 8)All plates are 3x6 MT20 unless otherwise indicated. iO '�Crg � 9)Gable studs spaced at 2-0-0 oc. 10)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. `SS1QN�, 11)"This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom Chord and any other members,with BCDL=10.Opsf. df5�tlYlUtl WIlitIpj%quired bearing size at joint(s)12,7 greater than input bearing size. May 15,2020 AwARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. � Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system,Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek• Is always required for stability and to prevent collapse with possitxo personal injury and property damoge.Far general guidance regarding me fabrication,storage.doWery,erection and bracing of trusses and truss systems,sea ANSVTPII Quality Crtforla,OSS49 and SCSI Building Component 250 Klug Circle Safory Information available from Truss Plate Institute,2670 Crain K94way,Suite 203 Waldorf,MO 20601 Corona,CA 92880 Job usts Tens Type 0ty Ply (01d H) K7752421 Bloa F [B'02A GABLE 1 Jab Reference(optional) Builders FirstSource(Arlington,WA), Arlington,WA-98223, 8.240 s Mar 9 2020 Walk Industries,Inc. Fri May 15 13:20:04 2020 Page 2 NOTES- I U.AgGF U gUxzt6tbAszgikNJ kyC P yO-SUBS W UyBAGseGgyZN5gPd6snkgoWSXwlyYLzG Ewf 13) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)12=936,7=908. 14)Graphical purlin representation does not depict the size or the orientation of the puffin along the top and/or bottom chord. 15)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)761 lb down and 121 lb up at 1-0-4,760 lb down and 122 lb up at 3-0-4,760 lb down and 122 lb up at 5-04,760 lb down and 122 lb up at 7-0-4,760 lb down and 122 lb up at 9-0-4,760 lb down and 122 lb up at 11-0-4,1774 lb down and 272 lb up at 1244,760 lb down and 122 Ib up at 13-0-4,760 lb down and 122 lb up at 1&0-4,734 lb down and 120 lb up at 17-0-4,and 760 lb down and 122 lb up at 19-04.and 760 lb down and 122 lb up at 21-0-4 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 16) Studding applied to ply:2(Back) 17) Filler applied to ply:2(Back) LOAD CASE(S) Standard 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-6=70,7-12=20 Concentrated Loads(lb) Vert:10=-760(F)8=734(F)48=-761(F)49=-760(F)51=760(F)52=760(F)54=760(F)55=1774(B)56=-760(F)57=-760(F)58=760(F)59=760(F) A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.1010312015 BEFORE USE Design valid for use only with MRekS connector.This design is based only upon parameters shown,and Is for an Individual buichng ccmpononi,not a truss system.Before use,the building designer must vent'the applicabllity of design parameters and property Incorporate this design into the overall building design.Bracing indicated Is to prevent buckling of MMNdual truss web and/or chord members only.Additional temporary and pennanont bracing M iTe k' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance rogwding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,site ANSUTPIf Quality Crrtdrie,OSS-89 and BCSI Building Component 250 Klug Circle Salary twOrmatiun available from Truss Plate Instigate,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Corona,CA 92880 Job Truss Truss Type Qty Ply (Old H) K7752422 Bldg F B03 GABLE 2 q J Job Reference(optional) Builders FirstSource(Arlington,WA), Arlington,WA-98223. 8.240 s Mar 9 2020 MiTek Industries,Inc Fri May 15 13:20 07 2020 Page 1 ID:AgGFUgUxzl6lbAszgikNJkyCPyO-GTpbBW 4TBED7lg83DD6EIUOYlmSnvs cjACKJzGEwc 5.11.14 11-11-8 17-1Ili, 2x4 I Scale=1:69 3 6x6 = 2x4 II 4x8 = 5xB = 2x4 I Bx6 = 1 2x4 II 2x4 II 2 2x4 II 2x4 II 3 2x4 II 4 5 2x4 II B t 11 2.4 II UA II 2x4 I4 4 II II 4II 4II Ll 12 41 42 43 44 11 45 10 46 47 9 48 49 50 8 51 52 53 7 4x5 = 10x10 =4x6 3x10 11 10x10 = 4xB 511-14 , 11-11� 17-11-2 2311-0 P1-14 511-11 6-11-10 1 11-14 Plate Offsets(X,Y)— [1:0-2-12,0-1-12],[4:0-4-0,0-3-0],[6:0-3-0,0-1-12],[7:Edge,0-2-0],[14:0-1-12,0-1-8],[15:0-3-0,0-1-8],(16:0-3-0,0-1-8],[17:0-3-0,0-1-8],(18:0-1-14.0-1-8], [19:0-3-0.0-1-81,[20:0-3.0.0.1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.40 Vert(LL) -0.14 9-11 >999 360 MT20 1851148 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.52 Vert(CT) -0.22 9-11 >999 240 TCDL 10.0 Rep Stress Incr YES WB 0.69 Horz(CT) 0.02 7 nla n/a BCLL 0 0 Code IBC2015/TP12014 Matrix-MS Wind(LL) 0.06 9 11 >999 240 Weight:780 lb FT=20% BCDL i0.0 LUMBER- BRACING- TOP CHORD 2x4 HF No.2 TOP CHORD 2-0-0 oc purlins(6-0-0 max.):1-6, except end verticals. BOT CHORD 2x6 DF 240OF 2.0E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x8 DF SS"Except' WEBS 1 Row at midpt 1-12,6-7 1-12,6-7:2x6 DF No.2,1-11,2-11,3-11,3-9,3-8,5-8,6-8:2x4 HF No 2 OTHERS 2x4 HF No.2 SUPPLEMENTARY BEARING PLATES,SPECIAL ANCHORAGE,OR REACTIONS. (size) 12=0-3-8 (req.0-6-3),7=0-3-8 (req.0-6-7) OTHER MEANS TO ALLOW FOR THE MINIMUM REQUIRED SUPPORT Max Uplift 12=-1374LC 4,7=-3536 LC 4 WIDTH(SUCH AS COLUMN CAPS,BEARING BLOCKS,ETC) P ( ) ( ) ARE THE RESPONSIBILITY OF THE TRUSS MANUFACTURER Max Grav 12=11307(LC 1).7=11775(LC 2) OR THE BUILDING DESIGNER. FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-12=8991/1119,1-2=-46341564,2-3=4634/564,3-5=-4499/553,5-6=-4499/553, 6-7=-8736/1098 BOT CHORD 9-11=734/5995,8-9=734/5995 WEBS 1-11=-1204/9906,2-11=-405/117,3-11=2867/359,3-9=537/4869,3-B=3152/382, 5-8=-407/117.6-8=1180/9620 NOTES- 1)3-ply truss to be connected together with 10d(0.131"x3")nails as follows: Top chords connected as follows:2x6-2 rows staggered at 0-9-0 oc,2x4-1 row at 0-9-0 oc. Bottom chords connected as follows:2x6-2 rows staggered at 0-4-0 Do. Webs connected as follows:2x4-1 row at 0-9-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated 3)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=4.8psf;h=25ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone;cantilever left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 plJJNG Z 4)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry t,' W 0 Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. O 5)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Fully Exp.;Ct=1.10 6)Provide adequate drainage to prevent water ponding. ra' 7)All plates are 3x6 MT20 unless otherwise indicated. to � 8)Gable studs spaced at 2-0-0 oc. 9)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10)'This truss has been designed for a live load of 20.Opsf on the bottom chard in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=IO.Opsf. 0 ,�,`54074 4j 11)WARNING:Required bearing size at joint(s)12,7 greater than input bearing size. �G.'V 12)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Qt=lb) SSIONAL c G 12=1374,7=3536. 13)Graphical purlin representation does not depict the size or the orientation of the purlin along the top andlor bottom chord. Continued on page 2 May 15,2020 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1.7473 rev.1010312015 BEFORE USE. Design valid for use only with Mlrek®connectors.This design Is based only upon parameters shown,and is for an individual building component,not • a truss system Before use,the building designer must verify the applicability of design parameters and property incorporate this design Into the overall building design Bracing indicated Is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek" Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabricallon,storage,delivery,erecilon and bracing of trusses and truss systems,sae ANSVfPl1 Quality Criteria,DSB-89 and BCSI Buffding Component 250 Klug Circle Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20501 Corona,CA 92880 Job Truss Truss Type City Ply (Old H) K7752422 Bldg F B03 GABLE 2 Job Reference(optional) Builders FirstSource(Arlington,WA), Arlington,WA-98223, 8.240 s Mar 9 2020 MiTek Industries,Inc. Fri May 15 13:20:07 2020 Pape 2 ID:AgGFUgUxzt6tbAszgikNJkyCPyO-GTpb8W 4TBED7lg83DD6EIUOYlmSms cjACKJzGEwc NOTES- 14) Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)1754 lb down and 222 lb up at 1-0-4,1751 lb down and 225 lb up at 3-0-4,1751 lb down and 225 lb up at 5-0-4,1751 lb down and 225 lb up at 7-0-4,1751 lb down and 225 lb up at 9-0-4,1751 lb down and 225 lb up at 11-0-4,1608 lb down and 213 lb up at 13-0-4,1613 lb down and 213 lb up at 15-0-4,1613 lb down and 213 lb up at 17-0-4,1613 lb down and 213 lb up at 19-0-4,1613 lb down and 213 lb up at 21-0-4,and 1616 lb down and 210 lb up at 23-0-4,and 1924 lb down and 2186 lb up at 23-8-4 on bottom chord. The design/selection of such Connection device(s)is the responsibility of others. 15)Studding applied to ply:3(Back) 16) Filler applied to ply:3(Back) LOAD CASE(S) Standard 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-6=70,7-12=20 Concentrated Loads(lb) Vert:7=523 41=1754(F)42=1751(F)44=1751(F)45=1751(F)46=-1751(F)47=1751(F)48=1608(F)49=1613(F)50=1613(F)51=-1613(F)52=1613(17) 53=1616(F) WARNING-Verily design parameters and READ NOTES ON MIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/02/2015 BEFORE USE. Design valid for use only with Mrrek®connectors.This design is based only upon parameters shown,and is for an individual bullding component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall bulldvig design Bmcing indicated Is to prevent buckling of Individual truss web ancilor chord members only.Additional temporary and permanent bracing M iTek' is always requued for stability and to prevent conapse with possible personal iriury and property damage.For general guidance regarding the fabrication,storage,delivery.erection and bracing of truces and truss systems,sea ANSkTP11 Oualdy,Criteria,DSBde and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,2670 Crain Highway,Sulte 203 Waldorf,MD 20501 Corona,CA 92880 w Job Truss Truss Type City Ply (Old H) ' K7752423 Bldg F BP14 BLOCKING B 1 Job Reference(optional) Builders FirstSource(Arlington,WA), Arlington,WA-98223, 8.240 s Mar 9 2020 MiTek Industries,Inc. Fri May 15 13:20:07 2020 Page 1 ID:AQGFUgUxzt6tbAszgikNJkyCPyO-GTpb8W 4TBE071g83DDBEIUTUtuGn3H_cjACKJzGEwc 1-10$ 5x8 = Scale=1:24.7 1 2 3 x D• Li u 3x4= 5 4 2x4 li r r 1-10$ Plate Offsets(X Y)— [1:Edge,0-3-8] LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (lac) I/deft Ltd PLATES GRIP TCLL 25.0 Plate Grip DOL 1 15 TC 0.08 Vert(LL) -0.00 5 >999 360 MT20 1851148 (Roof Snow=25.0) Lumber DOL 1.15 BC 002 Vert(CT) -0.00 5 >999 240 TCDL 10.0 Rep Stress Incr YES WB 0.03 Horz(CT) 0.00 3 n/a n/a BCLL 0.0 Code IBC2015/TP12014 Matrix-P Wind(LL) 0.00 5 — 240 Weight:21 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x12 DF No.2 TOP CHORD Structural wood sheathing directly applied or 1-10-6 oc purlins, BOT CHORD 2x4 HF No.2 except end verticals. WEBS 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 1-10-8. (lb)- Max Harz 5=-94(LC 6) Max Uplift All uplift 100 lb or less at joint(s)3 except 5=122(LC 6),4=-102(LC 7) Max Grav All reactions 250 lb or less at joint(s)5,3,4,4 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=4.Bpsf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category ll;Exp B;Fully Exp.;Ct=1.10 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)'This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)3 except(jt=lb) 5=122,4=102. 0r1iING Z 't' F WAS O y Oit 0 54074� ,4 is � �Ss19NAL�0 May 15,2020 A WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111I1.7473 rev.1010312015 BEFORE USE �- Design valid far use only with MfTek®connectors This design is based only upon parameters shown,and is for an Individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing WOW is always required for stabllity and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI7TPH Quality Criteria,DSB-09 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Corona,CA 92880 Job Truss Truss Type Oty Ply (Old H) K7752424 Bldg F BP17 BLOCKING S 1 Job Reference lions Builders FirstSource(Arlington,WA), Arlington,WA-98223. 8.240 s Mar 9 2020 MTek Industries,Inc. Fri May 15 13:20:08 2020 Page 1 ID:AgGFUgUxzt6lbAszgikNJkyCPyO-kfNzLr?iEVM4kS FLavkLnyOe4HEXW W07rNwmslzGEwb 1� 106 1-11�8 5x8 = Scale=1:25.7 1 2 3 5 4 r n(( 1-1'� 1 Plate Offsets(X,Y)— f1:Edge,0-3-81 LOADING (psf) SPACING- 2-0-0 CSL DEFL. in (IDc) Ildefl Ltd PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.09 Vert(LL) -0.00 5 >999 360 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.02 Vert(CT) -0.00 5 >999 240 TCDL 10.0 Rep Stress Incr YES WB 0.04 Horz(CT) 0.01 3 n/a nla BCLL 0 0 Code IBC2015/TP12014 Matnx-P Wind(LL) 0.00 5 — 240 Weight:22 lb FT=20% BCDL 100 LUMBER- BRACING- TOP CHORD 2x12 DF No.2 TOP CHORD Structural wood sheathing directly applied or 1-10-6 oc purlins, BOT CHORD 2x4 HF ND.2 except end verticals. WEBS 2x4 HF ND.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 1-10-8. (lb)- Max Horz 5=100(LC 9) Max Uplift All uplift 100 lb or less at joints)3 except 5=137(LC 6),4=108(LC 7) Max Grav All reactions 250 lb or less at joints)5,3,4,4 FORCES. (lb)-Max.CompdMax.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=4.epsf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1 60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)3 except Qt=lb) 5=137,4=1OB. e1NONUNG Z WASH o �w o� y� 0 0 40T7E4 � �a SIGNAL May 15,2020 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MU-7473 rev.10/03/2015 BEFORE USE Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek• Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIMPI1 quality Criteria,DSBA9 and BCS1 Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Corona,CA 92860 Job Truss Truss Type Qty Ply (Oki H) K7752425 Bldy F BP18 BLOCKING 11 1 Job Reference o tional Builders FirslSource(Arlington,WA), Arlington,WA-98223, 8.240 s Mar 9 2020 MiTek Industries,Inc. Fri May 1513.20:09 2020 Page 1 ID:AgGFUgUxzt6tbAszgikNJkyCPyO-CrxLZBOK?pUxMbgXAeFaKAZpOhamfzdG4lfJOCzGEwa 1-10.6� 1-1oS 5x8 = Scale=1:26.0 1 2 3 Jab M1 N 5 4 2> II 1-1�s4 = ' 1-, Plate Plate Offsets(X,Y)— I1:Edge D-3-8) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Udefl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TIC0.12 Vert(LL) -0.00 5 >999 360 MT20 1851148 (Roof Snow=25.0) Lumber DOL 1,15 BC 0.02 Vert(CT) -0.00 5 >999 240 TCDL 10.0 Rep Stress Incr YES WB 0.04 Horz(CT) 0,01 3 n/a n/a BCLL 0.0 Code IBC20151TP12014 Matrix-P Wind(LL) 000 5 "" 240 Weight:22 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x12 DF No.2 TOP CHORD Structural wood sheathing directly applied or 1-10-6 oc purlins, BOT CHORD 2x4 HF No.2 except end verticals. WEBS 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 1-1D-8. (lb)- Max Horz 5=101(LC 8) Max Uplift All uplift 100 lb or less at joints)3 except 5=140(LC 6),4=111(LC 7) Max Grav All reactions 250 lb or less at joint(s)5,3,4,4 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=4 Bpsf;h=25ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Comer(3)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)"This truss has been designed for a live lead of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)3 except Qt=lb) 5=140,4=111. p�WAS�jl�, O Off, h O� 54074 ,tc� �'sSjONALyG May 15,2020 AWARNING-Vedfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,1II.7473 rev.10/03/2015 BEFORE USE Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and Is for an Individual building component,not a truss system.Before use,the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall bullding design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erecUon and bracing of Irusses and truss systems,see ANSUTPI f Dually Caterls,DSB-89 and SCSI Building Component 250 Klug Circle Safety Informal/on available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Corona,CA 92880 Job Truss Truss Type JQty Ply (Old H) K7752426 iSldg F C01 GABLE 1 1 Job Reference(optional) Bui cers FustSourca(Arlington,WA), Arlington,WA-96223, 8.240 s Mar 9 2020 MiTek Industries,Inc. Fri May 15 13:20:10 2020 Page 1 ID:AgGFUgUxzt6lbAszgikNJkyCPyO-h2V mX1 ym6co_IPjkLmpsN5_u5v9_PIQJhPtwezGEwZ 11.8.8 11-ems 3x4 Scale=1:258 7 3 00 12 6 17 5 4 16 3 15 3x4 II 2 1 14 13 12 11 10 9 83x4 II 3x4 I I LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.07 Vert(LL) n/a n1a 999 MT20 1851148 (Roof Snow=25,0) Lumber DOL 1,15 BC 0.07 Vart(CT) n/a nla 999 TCDL 10.0 Rep Stress Incr YES WB 0.05 Horz(CT) -0.00 8 n/a n/a BC)L 10•0 Code IBC2015/TPI2014 Matrix-R Weight:46 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 HF No.2 except end verticals. WEBS 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 HF No.2 REACTIONS. All bearings 11-8-8. (lb)- Max Horz 14=112(LC 9) Max Uplift All uplift 100 lb or less at joint(s)8,9,10,11,12,13 Max Grav All reactions 250 lb or less at joint(s)8,14,9,10,11,12,13 FORCES. (lb)-Max.Comp./Max.Ten-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=11 Omph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=4.Bpsf;h=25ft;Cat.Il;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Comer(3)0-1-12 to 3-1-12,Exterior(2)3-1-12 to 8-6-12,Comer(3)8-6-12 to 11-6-12 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1 60 plate grip DOL=1.60 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category Il;Exp B;Fully Exp;Ct=1.10 4)Unbalanced snow loads have been considered for this design. 5)All plates are 2x4 MT20 unless otherwise indicated. 6)Gable requires continuous bottom chord bearing. 7)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 8)Gable studs spaced at 2-0-0 oc. 9)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide O TG 2�r will fit between the bottom chord and any other members. `9 11)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)B,9,10,11,12, �1A.. O 13. O� a 54074� w� SSjONAL � May 15,2020 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11•7473 rev.1WO312015 BEFORE USE. Design valid for use only with MITek®connectors This design is based only upon parameters shown,and Is for an Individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing M iTbk. Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSVI loll Quality Criteria,DSB-89 and BCSI Building Component 250 Kog Clrcle Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Corona,CA 92880 O Job Truss Truss Type City Ply (Old H) K7752427 Bldg F CO2 MONOPITCH 6 1 b Reference(optional) Builders FirstSource(Arlington,WA), Arlington,WA-98223, 8 240 s Mar 9 2020 MiTek Industries,Inc. Fri May 15 13:20:10 2020 Page 1 ID:AgGFUgUxzt6tbAszgikNJkyCPyO-h2UmX1 ym6co_IPjkLmpsN5vX5so_G HQJhPtwezGEwZ 5-8-11 11-84 5.8.11 5.11.13 3x4 Scale=1:25.7 3 3.00 12 9 3x4 2 8 7 44 1 5 6 4x4 = 4 3x4 11 3x4 = i 5.8.11 1141-8 Plate Offsets MY)— (3:0-0-12,0-1-8) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Ildefl Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.42 Vert(LL) -0.03 4-5 >999 360 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.29 Vert(CT) -0 07 4-5 >999 240 TCDL 10.0 Rep Stress Incr YES WB 0.59 Horz(CT) 0.01 4 nla nla BCLL 0.0 Code IBC2015/TP12014 Matrix-AS Wind(LL) 0.01 5 >999 240 Weight:49 lb FT=20% BCDL 10 0 LUMBER- BRACING- TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 HF No.2 REACTIONS. (size) 6=0-2-8,4=0-3-8 Max Horz 6=112(LC 9) Max Uplift 6=-48(LC 8),4=-63(LC 12) Max Grav 6=539(LC 18),4=593(LC 18) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-827/83,1-6=-482/82 BOT CHORD 4-5=731763 WEBS 2-4=786/104,1-5=-411646 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=4.Bpsf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)0-1-12 to 3-1-12,Interior(1)3-1-12 to 8-6-12,Exterior(2)B-6-12 to 11-6-12 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1 10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for a 10.0 psf bottom chard live load nonconcurrent with any other live loads. 5)"This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will Tit between the bottom chord and any other members. 6)Provide mechanical connection(by others)of truss to bearing plate at joint(s)6. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)6,4. 8)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the tap chord and 1/2"gypsum 0AWG Z, sheetrock be applied directly to the bottom chord. wAs� o O� O� �O¢+ . 54074 cz,� o*tlb SS14NAL�� May 15,2020 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITFK REFERENCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. ' Design valid for use only with Mrrek®connectors This design is based only upon parameters shown,and Is for an lndlvldual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and propedy Incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing M iTe k' is always required for stability and to prevent collapse with possible personal Injury and properly damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSVTPI7 Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safetylnformatlon available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20B01 Corona,CA 92880 Job Truss Truss Type Oty Ply (Oki H) Bid¢F CO3 MONOPITCH 1 1 K7752428 Job Reference Ronal Builders FlrstSource(Arlington,WA), Arlington,WA-98223, 8.240 s Mar 9 2020 MiTek Industries,Inc. Fri May 15 13:20:11 2020 Page 1 ID:AgGFUgUxzt6tbAszgikNJkyCPyO-9E35_t1 a WQkfbv_vl312Pbe3WU BBjkOZXLBQT4zGEwY 6.8.11 , 11-7.0 , 5-0-11 5.10-5 3x4 Scale=1:25 6 3 3.00 12 9 3x4 2 8 7 46 1 5 4 8 4x4 = 3x4 = 3x4 �I 541-11 11-7-0 541-11 5-105 Plate Offsets(X Y1-- 110.0.12.0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.40 Vert(LL) -0.03 4-5 >999 360 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.28 Vert(CT) -0.06 4-5 >999 240 TCDL 10.0 Rep Stress Incr YES WB 0.56 Horz(CT) 0.01 4 n/a n/a BCLL 0.0 Code IBC2015lrP12014 Matrix-AS Wind(LL) 0.01 5 >999 240 Weight:48 lb FT=20% KUL 10.0 LUMBER- BRACING- TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 HF No.2 REACTIONS. (size) 6=0-2-8,4=Mechanical Max Horz 6=111(LC 9) Max Uplift 6=-48(LC 8),4=-62(LC 12) Max Grav 6=533(LC 18),4=586(LC 18) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-810/83,1-6=-476/82 BOTCHORD 4-5=71/746 WEBS 2-4=-772/102,1-5=39/627 NOTES- 1)Wind:ASCE 7-10;Vult=11 Omph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=4.Bpsf;h=25ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Extedor(2)0-1-12 to 3-1-12,Interior(1)3-1-12 to 8-5-4,Exterior(2)8-5-4 to 11-5-4 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp;Ct=1 10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Refer to girder(s)for truss to truss connections. 7)Provide mechanical connection(by others)of truss to bearing plate at joint(s)6. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)6,4. OWNG Z . 9)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and 1/2"gypsum Og sheetrock be applied directly to the bottom chord. R 54074 �� CIs'rERti9 ASSl�NAL'�� May 15,2020 AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 117II-7473 rev.1010312015 BEFORE USE Design valid for use only with Mrrek®connectors.This design Is based only upon parameters shown,and Is for an individual building component,not • a ln:>z sysmm.Before— the building duVner must verily the applicability of design parameters and properly incorporate this ees,gn Into the ovenu buil'r 9&,'J,.Bracno,nd cated is to prevent buckling of individual truss web and/or chord mem rs be only Add.ironal temporary and permanarf oracing WOW is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTP11 qualify Criteria,DSBA9 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Corona,CA 92880 Job Truss (Truss Type my Ply (Old H) K7752429 Bldb F D01 GABLE 1 17 Reference(optional) Builders FirstSource(Arlington,WA), Arlington,WA-98223. B 240 s Mar 9 2020 MiTek Industries,Inc. Fri May 1613:20:12 2020 Page 1 IDAgGFUgUxzt6tbA,xgikNJkyCPyOd0dUOD2CHksVD3Z6rmpHxoBGou74SHojm uz?XzGEwX 10.9.8 12.3 r 10-9.8 1 6A Scale=1:46.2 3.52 12 7 8 18 83x4 II 5 17 4 16 3 3x4 2 1 0 a5 r 15 14 13 12 11 10 9 3x4 II 3x4 = 3x4 II LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) /defl Ltd PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TIC 0.30 Vert(LL) 0.00 7 n/r 180 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.13 Vert(CT) -0.01 8 n/r 120 TCDL 10.0 Rep Stress Incr YES WB 0.14 Horz(CT) -0.00 9 n/a n/a BCL L 10.0 0.0 Code IBC2015/TP12014 Matrix-S Weight:79 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 HF No.2 except end verticals WEBS 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: OTHERS 2x4 HF No.2 10-0-0 oc bracing:14-15. REACTIONS. All bearings 10-9-8. (Ib)- Max Horz 15=215(LC 9) Max Uplift All uplift 100 lb or less at joint(s)9,13,12,11,10 except 14=327(1_13 9) Max Grav All reactions 250 lb or less at joint(s)14,13,12,11,10 except 9=359(LC 18),15=355(LC 9) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 7-9=369/287,1-15=-338/0 WEBS 1-14=-9/351 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=4.8psf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Comer(3)0-1-12 to 3-1-12,Exterior(2)3-1-12 to 9-3-8,Comer(3)9-3-8 to 12-3-8 zone; cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads 6)All plates are 2x4 MT20 unless otherwise indicated. 7)Gable requires continuous bottom chord bearing 8)Truss to be fully sheathed from one face or securely braced against lateral movement(i e.diagonal web). 01WNCr Z 9)Gable studs spaced at 2-0-0 oc. ,yljpsn- 90 10)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 11)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. y 2 12)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)9,13,12,11.10 except Qt=lb)14=327. "A0 54074� � 1'SSjONAL�yG May 15,2020 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111.7473 rev.10/03/2015 BEFORE USE Design valid for use only with Mrrek®connectors.This design Is based only upon parameters shown,and is for an individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overa0 building design.Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• Is always required for stability and to prevent collapse with possible personal Injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSYTP11 quality Criteria.DSB-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Corona,CA 92880 i� �` Job Truss [".,.pitch uss Type Qty Ply (Old H) K7752430 BNg F D02 A 1 Job Reference(optional) Builders FirstSource(Arlington,WA), Arlington,WA-98223. 8.240 s Mar 9 2020 MiTek Industries,Inc. Fri May 15 13:20:13 2020 Page 1 ID:AgGFUgUxzl6tbAszgikNJkyCPyO-5dAsOZ3g2l_MrD81PTKWUOjQpluDBgNs?edXXzzGEwW 4.10.10 10-9-8 12-3-8 4-10-10 5-10-13 I 1�-0 Scale=1:45.5 3.52 12 3 4 3x4 IJ 10 3x4 9 2 8 3x4 1 r= 7 e 5 3x4 11 3x4= 3x6 = , 4-10.10 r 4.15-10 5.10.13 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.35 Vert(L-) -0.03 5-6 >999 360 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1.15 BC 0,24 Vert(CT) -0.06 5-6 >999 240 TCDL 10.0 Rep Stress Incr YES WB 0.44 Horz(CT) -0.00 5 n/a n/a SCLL 0.0 Code IBC2015/TP12014 Matrix-AS Wind(LL) -0.02 5-6 >999 240 Weight:63 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 HF No.2 REACTIONS. (size) 7=0-3-8,5=0-5-8 Max Horz 7=215(LC 9) Max Uplift 7=41(LC 8),5=.118(LC 9) Max Grav 7=474(LC 19).5=701(LC 19) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=315/68,3-5=396/126,1-7�434/58 BOT CHORD 5-6=103/268 WEBS 2-5=-360/89,1-6=26/342 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=4 8psf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)0-1-12 to 3-1-12,Interior(1)3-1-12 t0 9-3-8,Extedor(2)9-3-8 to 12-3-8 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25 0 psf(flat roof snow);Category II;Exp B;Fully Exp;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chard live load nonconcurrent with any other live loads. 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at Joint(s)7 except Ql=lb) 5=118. 00 Zj� 8)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and 1/2"gypsum - w '90 sheetrock be applied directly to the bottom chord. C O .e� 54074 �Ssl�NAL�G May 15,2020 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.1010312015 BEFORE USE Design valid for use only with MrfeW connectors.This design Is based only upon parameters shown,and is for an Individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only,Additional temporary and permanent bracing M iTe k' Is always required for stability and to prevent collapse with possible personal Injury and property damage.For general guidance regarding the fabricalon,storage,delivery,erection and bracing of trusses and truss systems,see ANSM11 Duality Criteria,DSB-09 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,2670 Crain Highway,Sufte 203 Waldorf,MD 20601 Corona,CA 928BO ;Jo Truss Truss Type Qty Ply (Old H) g F D02A Monopitch 1 1 K7752431 8uliders FirstStwfce(Arlington,WA), Arlington,WA-98223, Job Refemrlce o Uonal 8.240 s Mar 9 2020 MTek Industries,Inc Fri May 1513:2014 Z020 page 1 4.10.10 ID:AgGFUq Uxzt6tbAszgikNJkyC Py0-ZpkEcv4TpL7DSNJUzBr10DGSZIAHwO79D IN43PzGEwV 10.9 8 12.3.8 4-10-10 5-10-13 1$-0 3.52 12 3 4 Scale=1:45.5 3x4 l i 10 6x6 9 2 8 Bx8 1 r; 7 6 5x12 MT20HS II 5 5x8 = 6x6 = a10-1D 1as-a Plate Offsets X B:0.2-4 0.1 4-10.10 5.10-13 LOADING (pso _ TCLL 25.0 SPACING- 2-0-0 CSI. (Roof Snow--25.0) Plate Grip DOL 1.15 CS 0.93 DEFL. In (loc) I/deft Ltd PLATES GRIP 48 TCDL 10) Lumber Grip D 1.15 Vert(LL) -0.03 5-6 >999 360 BC 0 51 Vert(CT) -0.06 5-6 >999 240 MT20 139/111 BCLL 0.0 Rep Stress Incr NO WB 0.85 Horz(CT) -0,06 5 n/a n/a MT20HS 139l111 F.COL 100 Code IBC2015(TPI2014 Matrix-AS Wind(LL) -002 5-6 >999 240 Weight:67 lb FT=20°/s LUMBER- TOP CHORD 2x4 HF No.2 BRACING. BOT CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. WEBS 2x4 HF N0.2'Except` BOT CHORD Rigid ceiling directly applied. 1-7:2x6 DF No.2 WEBS 1 Row at midpt 2-6 REACTIONS. (size) 7=0-3-8 (req.0.6-5),5=0-5-8 Max Horz 7=4798(LC 28) Max Uplift 7=-41(LC 8),5-1373(LC 26) Max Grav 7=3833(LC 26).5=696(LC 19) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-3206/68,2-3=5065/59,3.5=-396/126,1-7=-3783159 BOT CHORD 6.7=4754/32,5-6=17631263 WEBS 2-6-2635196.2-5=352/2475,1-6=25/4057 NOTES- 1)Wind:ASCE 7-10:Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=4.8psf;h=25ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)0-2-12 to 3-2.12,Interior(1)3-2-12 to 9-3.8,Exterior(2)9-3-8 to 12-3-8 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1,60 2)TCLL:ASCE 7-10:Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)All plates are MT20 plates unless otherwise indicated. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent w,th any other live loads. 7)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all a,eas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. T" ONUNG ZR 8)WARNING:Required bearing size at joint(s)7 greater than Input beating size. > W p 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)7 except Gt=1b) 5.1373. P 10)Load Case(s)26 has/have been modified.Building designer must review loads to verify that they are Correct for the intended use of °� �0� this truss. 11)This truss design requires that a minimum of 7/16'structural wood sheathing be applied directly to the top chord and 1/2"gypsum sheetrock be applied directly to the bottom chord. 12)Hanger(s)or other connection devices)shall be provided sufficient to support concentrated load(s) at 10-7-0 on top chord. The ��'A A,S4074� design/selection of such connection device(s)is the responsibility of others. 13)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)of back(B). Gj� R 1 LOAD CASE(S) Standard Except: s`rIONAL � Continued on page 2 May 15,2020 A WARNING-Verify design parameters and READ NOTES ON T WS AND INCLUDED MITER REFERENCE PAGE A4r•747)nv.1WO312015 BEFORE USE. Design valid for use only with MiTak®connectors.This design is based only upon parameters shown,and it for an Individual buuding component,not a treat syeiem.Before use.the bulldog designer mull verify tho applicabilay or design parameters and property incorporate this davgn Into the overall ��•buiding design-Bracing indicated is to provent buckling of lndMduai truss web and/or chord mamhon ony.Addabnal temporary and permanom brocing Is ahrays squired for stobdity and to provem cobapte with possiblo personal in and m MiTek• fabricabon,storage,deiivery,erection and bracing of trusses and bull systems.see p pem damage.For general gudance regardingthe Satory lnrormotlon avallabta from Trues Plate Inalquto,2670 Crain Highway,Sudo 203 WairJAN MD 2 ff Quality Critorle,DSB-89 and CSr Building Compononf 250 Klug Circle Corona,CA 92BB0 �1i �Jc.b Truss Type Klty Ply (Old H) (Bldg F�� Z2A � Monopitch 1 1 K7752431 Builders FirstSource(Alfington,WA), Arlington,WA-98223, Job Reference(optional) 8 240 ItMar 9 2020 MiTek Industries,Inc. Fri May 15 13 20'14 7 .0 Page 2 ID'AgGFU gUxz16tbAszgikN JkyCP yO-ZpkEcv4TPL7DSNj UzBr$ODGSZiAHwO7?DIN43PzGEwV LOAD CASE(S) 26)User defined:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(pif) Vert:1-3=70(1`),3-4=70(F),5-7=-20(F) Concentrated Loads(lb) Vert:3=1408(F) Horz:3=-4798(F) A WARNING.Verity design Paramslers and READ NOTES ON THIS AND INCLUDED AfirEN REFERENCE PAGE 11,111•7473 W.1OV312016 BEFORE USE Design Vaud ter use only,with MiTekD connectors,This design is based only upon parameters shown,and Is for an iricMdual building componenk not .d IIUsa system_Beta0 use,the building designer must verify ins applicabiMy of design parameters and properly inaorporaie this design into the overall building design,eracing indicated is to prevent buckling of individual Ines web and/or chord members only.Additional torrporary am permenom bracing Is always required for stability and to pre"hi collapse with possible porsonal injury and property damage, For general guidance regarding the MiTek' fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSVTPII Quality Crltoda,OSS-89 and BCSI Building Component Safety Inlomwtion available from Truss Pima InsMute,2670 Crain Highway,Suite 203 Waldorf,MD 20501 250 Klug Circle Corona,CA 92880 �.R Job Truss Truss Type Qty Ply (Old H) K7752432 (Bldg F D03 Monopilch 3 1 Job ReferenceOptional) Builders FirstStwtce(Arlington,WA), Arlington,WA-98223, 8,240 s Mar 9 2020 MITek Industries,Inc. Fri May 1513:2D:15 2020 Page 1 ID:AgGFUgUxzt6tbAszgikNJkyCPyO-1?lcpF45afF44WIhXuM_ZRpm P6akfa39Sy6ecszGEwU 10-M 12-2-0 4-9-3 t 5-10-13 3.52 12 3 4 Scale=1:45.5 3x4 II 10 3x4 9 2 B 3x4 1 q R n 7 6 5 3x4 I 3x4 = 3x6 = F- 4.9-3 10.8.0 4-93 5-10.13 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Ildefl Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.34 Vert(LL) -0 03 5-6 >999 360 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.24 Vert(CT) -0.06 5-6 >999 240 TCDL 10.0 Rep Stress Incr YES WB 042 Horz(CT) -0.00 5 TIM nla BCLL 0.0 BCOL 10.0 Code IBC2015ITPI2014 Matrix-AS Wind(LL) -0.02 5-6 >999 240 Weight:62lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 HF No.2 REACTIONS. (size) 7=Mechanical,5=0-5-8 Max Horz 7=215(LC 9) Max Uplift 7=-40(LC 8),5=-119(LC 9) Max Grav 7=468(LC 19),5=694(LC 19) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=307168,3-5=395/126,1-7=430/58 BOT CHORD 5-6=-104/261 WEBS 2-5=-350/91,1-6=27/339 NOTES- 1)Wind:ASCE 7-10;Vult=11 Omph(3-second gust)Vasd=87mph;TCDL=i BCDL=4.8psf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)0-1-12 to 3-1-12,Interior(1)3-1-12 to 9-2-0,Exterior(2)9-2-0 to 12-2-0 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1 60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category ll;Exp B;Fully Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)'This truss has been designed for a live load of 20 Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)Refer to girders)for truss to truss connections. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)7 except(jt=lb) 5=119. wAs Q 9)This truss design requires that a minimum of 7116"structural woad sheathing be applied directly to the tap chord and 1/2"gypsum Q sheetrock be applied directly to the bottom chord. P 0 54074 SSjONAL�G May 15,2020 AWARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE Mll-T473 rev.10/03/2015 BEFORE USE. Design valid for use only with Mrrek®connectors.This design is based only upon parameters shown,and Is for an Individual building component,not a truss system.Before use,the building designer must very the applicability of design parameters and properly incorporate this design into the overall building design, Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing M iTek' is always required for stability and to prevent Collapse with possible personal Injury and property damage.For goneral guidance regardirp the fabrication,storage,delivery,erection and bnscing of trusses and truss systems,see ANSgrPlt Quarry Criteria,OSB-09 and BCSI Building Component 250 Klug Circle Solely Informaflon available Bore Trusa Plate Institute,2670 Crain Higrevay,Suite 203 Wali MD 20801 Corona,CA 92880 �. y Job Truss Truss Type Oty Ply (Old H) K7752433 Bid�q F E01 Monopitch Supported Gable 1 1 Job Reference(optional) Builders FirslSource(Arlington,WA), Arlington,WA-98223, 8.240 s Mar 9 2020 MTek Industries,Inc. Fri May 1513:20:16 2020 Page 1 ID:AgGFUgUxzt6tbAszgikNJkyCPyO-VCs_1 b5jLyNxiglt4ctD6eLyeVy80781hcsB8lzGEwT 10-9.8 _ 1.6.0 10-9-8 3x4 Scale=1:27.3 6 3.00 12 7 17 6 5 4 3x4 16 3 2 15 14 13 12 11 10 93x4 3x4 I LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.31 Vert(LL) -0.02 1 n/r 180 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.10 Vert(CT) -0.02 1 n/r 120 TCDL 10.0 Rep Stress Incr YES WB 0.05 Horz(CT) -0.00 9 n/a n/a BCD L 0BCDL .0 Code IBC2015/TPI2014 Matrix-R Weight:48 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 HF No.2 except end verticals. WEBS 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing OTHERS 2x4 HF No.2 REACTIONS. All bearings 10-9-8. (lb)- Max Horz 15=123(LC 9) Max Uplift All uplift 100lb or less at joint(s)9,10,11,12,13 except 14=216(LC 9) Max Grav All reactions 250 lb or less at joint(s)9,10,11,12,13,14 except 15=452(LC 18) FORCES. (lb)-Max.Comp./Max.Ten -All forces 250(lb)or less except when shown. TOP CHORD 2-15=-427/88 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=4.epsf;h=25ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Conri-1-6-0 to 1-6-0,Exterior(2)1-6-0 to 7-7-12,Comer(3)7-7-12 to 10-7-12 zone; cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 6)All plates are 2x4 MT20 unless otherwise indicated. 7)Gable requires continuous bottom chord bearing. 8)Truss to be fully sheathed from one face or securely braced against lateral movement(Le.diagonal web)9)Gable studs spaced at 2-0-0 oc. ONUNG 10)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 'WAS�O 11)'This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. �l0 12) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)9,10,11,12,13 y except(jt=lb)14=216. 54074 .4- O.t+ �ssrONALti�G May 15,2020 AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.1010312015 BEFORE USE. Design valid for use only with Virrek®connectors This design Is based only upon parameters shown,and Is for an individual building component,not , a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing WOW is always required for stability and to prevent collapse wkh possible personal injury and property damage.For general guidance regaming the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI1TPI1 Quality Crrfod0.OSBA9 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Corona,CA 92800 ., I I Job Truss Truss Type City Ply (Old H) K7762434 Bldg F E02 MONOPITCH 5 1 Job Reference(optional) Builders RrslSourw(Arlington,WA), Arlington,WA-9B223, 8,240 s Mar 9 2020 MITek Industries,Inc. Fri May 1513:20:16 2020 Page 1 ID:AgGFUgUxzt6tbAszgikNJkyCPyO-VCs_1 b5jLyNxigtt4ctD6eLxHVw60241hcsB8lzGEwT 5-2-12 10-M , 5-2-12 I 5-3-12 3x4 I I Scale=1:27.3 3 3.00 12 8 3x4 2 7 3xB 1 5 6 3x4 = 4 3x4 13x4 = I 5.2-12 _ 10-6.8 5-2-12 5.3.12 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. In floc) lldefl Ltd PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.34 Vert(LL) -0.02 4-5 >999 360 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.23 Vert(CT) -0.04 4-5 >999 240 TCDL 10.0 Rep Stress Incr YES WB 0.38 Horz(CT) 0.01 4 n/a n/a BCLL 10.0 Code IBC2015/TP12014 Matnx-AS Wind(LL) 0.01 5 >999 240 Weight:47 ItoFT=20% LUMBER- BRACING- TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 HF No 2 REACTIONS. (size) 6=0-2-8,4=0-3-8 Max Horz 6=117(LC 9) Max Uplift 6=-43(LC 8),4=57(LC 12) Max Grav 6=484(LC 18),4=529(LC 18) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-585/77,1-6=-434/80 BOT CHORD 4-5=-52/533 WEBS 2-4=-580/79,1-5=33/490 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=4.8psf;h=25ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)0-1-12 to 3-1-12,Interior(1)3-1-12 to 7-4-12,Exterior(2)7-4-12 to 10-4-12 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Provide mechanical connection(by others)of truss to bearing plate at joint(s)6. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)6,4. 8)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and 1/2"gypsum sheetrock be applied directly to the bottom chord. ��PISIN ZIt_ WAS 0 O 54074� c4 �SSIONAL May 15,2020 AINARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473 rev.1010312015 BEFORE USE, Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design.Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing M iTek' is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTPII Quality Criteria,DSB-89 and BCSI Building Component 250 Krug Circle Safety Information available from Truss Prate Institute,2670 Craln Highway,Sulle 203 Waldorf,MD 2D601 Corona,CA 92880 Job Truss Truss Type Qty Ply (Old k) K7752435 Bldg F E03 MONOPITCH 3 1 Job Reference(optional) Builders FirstSource(Arlington,WA), Arlington,WA-98223, 8.240 s Mar 9 2020 MiTek Industries,Inc Fri May 15 13:20:17 2020 Page 1 I D:AgG FU gUxzt6tbAszgikN J kyC P yO- OQN Ew6L6GVoJ q R3eJO Sesu6BvGR7VfSwGbkgkzG EwS 5-2-12 10.5-I_ 5.2-12 5.2A 3x4 11 Scale=1:27.1 3 3,00 12 8 3x4 2 7 3x6 1 5 4 6 3x4 = 3x4 = 3x4 11 6.2-12 ( 10-" 5.2-12 5.2-4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.33 Vert(LL) -0.02 4-5 >999 360 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.22 Vert(CT) -0.04 4-5 >999 240 TCDL 10.0 Rep Stress Incr YES WB 0.35 Horz(CT) 0.01 4 n/a n/a BCLL 0.0 Code IBC2015ITP12014 Matrix-AS Wind(LL) 0.01 5 >999 240 Weight:46 lb FT=20% BCOL 10.0 LUMBER- BRACING- TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 HF No.2 REACTIONS. (size) 6=0-2-8,4=Mechanical Max Horz 6=116(LC 9) Max Uplift 6=-43(LC 8).4=-56(LC 12) Max Grav 6=477(LC 18),4=521(LC 18) FORCES. (Ib)-Max.Comp/Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-571/77,1-6=-427/81 BOT CHORD 4-5=-52/518 WEBS 2-4=569R%1-5=32/474 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=4.8psf;h=25ft;Cat II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)0-1-12 to 3-1-12,Interior(1)3-1-12 to 7-3-4,Exterior(2)7-3-4 to 10-34 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other Ilve loads 5)'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Refer to girder(s)for truss to truss connectlons. 7)Provide mechanical connection(by others)of truss to bearing plate at joint(s)6. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)6,4. 9)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and 1/2"gypsum fQl sheetrock be applied directly to the bottom chord. •S t WAS 0 y O� 'Op 54074 Sy .YSIONAL�yG May 15,2020 ,&WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll•7473 rev.10/03/2015 BEFORE USE. Design valid for use only with Mrrekd0 connectors.This design is based only upon parameters shown,and Is for an individual building component,not a truss system,Before use,the building designer must vadfy,the applicability of design parameters and property Incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing WOW is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,sea ANS11TPII Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Corona,CA 92660 FIN Job Truss Truss Type Qty Ply (Old H) K7752436 Bldg F F01 GABLE 1 1 Job Reference(optional) Builders FirstSource(Arlington,WA), Arlington,WA-98223, 8.240 s Mar 9 2020 MiTek Industries,Inc. Fri May 1513:20:18 2020 Page 1 ID:AgGFUgUxzt6tbAszgt'KNJkyCPyO-Sa ISG7ztedfx_OGC1whB3RIHJdHa?EbDWLICAzGEwR 11-11-8 11-11-B 1S0 Scale=1:46.1 3 14 12 7 a 3x4 II 6 1B 17 5 4 16 3 3x4 2 1 n n 15 14 13 12 11 10 9 3x4 I 3x4 = 3x4 I I ( LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (loc) /deft Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.30 Vert(LL) -0.02 7-8 n/r 180 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.12 Vert(CT) -0.03 7-8 n/r 120 TCDL 10.0 Rep Stress Incr YES WB 0.14 Horz(CT) -0.00 9 n/a n/a BCLL ,0:0 Code IBC2015/TP12014 Matrix-S Weight:80 lb FT=20% FCCLLUMBER- BRACING- TOP CHORD 2x4 HF No.2 TOP CHORD Structural woad sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 HF No.2 except end verticals. WEBS 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: OTHERS 2x4 HF No.2 10-0-0 oc bracing:14-15. REACTIONS. All bearings 11-11-8. (lb)- Max Horz 15=212(LC 9) Max Uplift All uplift 100 lb or less at joint(s)9,12,13,11.10 except 14=326(LC 9) Max Gram All reactions 250 lb or less at joint(s)12,13,14,11.10 except 15=352(LC 9),9=314(LC 18) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-15=334/0,7-9=303/206 WEBS 1-14=-10/351 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vesd=87mph;TCDL=4.2psf;BCDL=4.8psf;h=25ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Comer(3)0-1-12 to 3-1-12,Exterior(2)3-1-12 to 10-5-8,Comer(3)10-5-8 to 13-5-8 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and farces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSIrrPI 1. 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live load of 20.0 psf or 2 00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 6)All plates are 2x4 MT20 unless otherwise indicated. 7)Gable requires continuous bottom chord bearing. 8)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). �NSING Zr' 9)Gable studs spaced at 2-0-0 oc. {� WAs o 10)This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads. �O 0 11)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide TQ will fit between the bottom chord and any other members. . rL 12)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)9,12,13,11.10 r except Qt=lb)14=326. '0�0 54074� 4i`r •A crs1� SSjONAL�G May 15,2020 AWARN/NG-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev,10/03/2015 BEFORE USE. �- Design valid for use only with M7ekS connectors This design is based only upon parameters shown,and is far an Individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing Welk' Is always required for stability and to prevent collapse with possible personal Injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSLITP11 Qualify Criteria,DSB-89 and SCSI Building Component 250 Klug Circle Safety informallon available from Truss Plate Institute,2670 Crain Highway,Sude 203 Waldorf,MD 20601 Carona,CA 92860 Job Truss Truss Type Qty Ply J(OIU lt) K7752437 Bldg F F02 Monopitch 1 Job Reference o tional Builders FirstSource(Arlington,WA), Arlington,WA-Ill 8,240 s Mar 9 2020 MiTek Industries,Inc Fri May 1513:20:19 2020 Page 1 ID:AgGFUgUxzt6tbAszgikNJkyCPyO-wnY7fc8betl WZBbSmkRwjHzR8jwwbSGINa4rldzGEwQ r 5-8-10 11.11.8 13.5.8 5 810 I 6-2-14 1 fi-0 Scale=1:45.4 3.14 12 3 4 3x4 I I 10 3x4 9 2 8 3x6 1 r n 7 e 6 3x4 II 3x4 = 3x8 = 5&10 6-2.14 LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.42 Vert(LL) -0.04 5-6 >999 360 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.29 Vert(CT) -0.07 5-6 >999 240 TCDL 10.0 Rep Stress Incr YES WB 0.15 Horz(CT) 0.00 5 n/a n/a BCLL 10.0 Code IBC20151TPI2014 Matrix-AS Wind(LL) -0.02 5-6 >999 240 Weight:67 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 HF No.2 WEBS 1 Row at micipt 2-5 REACTIONS. (size) 7=0-3-8,5=0-5-8 Max Horz 7=212(LC 9) Max Uplift 7=-49(LC 8),5=105(LC 9) Max Grav 7=532(LC 19),5=766(LC 19) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=383/70,3-5�409/125,1-7=-483/69 BOT CHORD 5-1 WEBS 2-5=-439/80,1-6=32/393 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=4.8psf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)0-1-12 to 3-1-12,Interior(1)3-1-12 to 10-5-8,Exterior(2)10-5-8 to 13-5-8 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category Il;Exp B;Fully Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)"This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ito uplift at joint(s)7 except Qt=lb) G 5=105. 0 8)This truss design requires that a minimum of 7/16"structural woad sheathing be applied directly to the top chord and 1/2"gypsum WAkS rQ sheetrock be applied directly to the bottom chord. Ati t k7�9 TOrA o�� a sIONAL May 15,2020 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MITek®connectors.This design is based only upon parameters shown,and Is for an individual building component,not • a truss system.Before use,the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building design.Bracing Indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing WOW k' Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,election and bracing of trusses and ours systems,see ANSUfPIf Quality Crirads,DSB-89 and BCSI Building Component 250 Klug Circle Safety inflc maflon available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Corona,CA 92880 a Job Truss Truss Type Qty Ply (Old H) � K7752438 Sidg F F02A Monopitch 1 1 Job Reference(optional) Builders FirstSource(Arlington,WA), Arlington,WA-98223, 8,240 s Mar 9 2020 MiTek Industries,Inc Fri May 15 13:20:20 2020 Page 1 ID:AgGFUgUxzt6tbAszgikNJkyCPyO-Oz6Vty8DPBtNAIAeJSy9GU WTv7BkJkfucEgPH3zGEwP 5 8 10 11.11-8 135 8 6.8-10 6.2-14 1 6A Scale=1:45.4 3.14 12 3 4 3x4 )I 10 6x6 9 2 8 Bx8 1 N r' 7 6 5 5x12 MT20HS I 5x8 = 5x6 - 5 8 10 6.2-14 Plate Offsets MY)- I6:0.3-0,0-1-81 _ LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Ildefl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 1.00 Vert(LL) -0.04 5-6 >999 360 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.63 Vert(CT) -0.08 5-6 >999 240 MT20HS 139/1 11 TCDL 10.0 Rep Stress Incr NO WB 0.85 Horz(CT) -0.07 5 n/a n/a BCDL 1BCLL 0 0 Code IBC20151TPI2014 Matrix-AS Wind(LL) -0.02 5-6 >999 240 Weight:70 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 HF No.2*Except* WEBS 1 Row at midpt 2-6,2-5 1-7:2x6 DF No.2 REACTIONS. (size) 7=0-3-8 (req.0-5-14),5=0-5-8 Max Horz 7=4838(LC 27) Max Uplift 7=-48(LC 8),5=-1152(LC 27) Max Grav 7=3574(LC 27),5=761(LC 19) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-3385f70,2-3=5065/56,35=-410/125,1-7=-3515/71 BOT CHORD 6-7=-4786/36,5-6=1607/326 WEBS 2-6=-2373/116,2-5=430/2217,1-6=31/4039 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=4.Bpsf;h=25ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)0-2-12 to 3-2-12,Interior(1)3-2-12 to 10-5-8,Exterior(2)10-5-8 to 13-5-8 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(fiat roof snow);Category II;Exp B;Fully Exp.;Ct=1 10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)All plates are MT20 plates unless otherwise indicated. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. G 7)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide Q will fit between the bottom chord and any other members. -F+' Ft�,�, Q 8)WARNING:Required bearing size at joint(s)7 greater than input bearing size. _ 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)7 except Qt=lb) t O�t7 5=1152. y � 10)Load case(s)27 has/have been modified.Building designer must review loads to verify that they are correct for the intended use of this truss. 11)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and 1/2"gypsum sheetrock be applied directly to the bottom chord. '� 12 Hanger(s)or other Connection devices shall be provided sufficient to support concentrated loads at 11-11-0 on to chord. The 0 $4074 Qj () P PP ( ) P O '�AG�i�g�� i design/selection of such connection device(s)is the responsibility of others. 13)In the LOAD CASE(S)sectlon,loads applied to the face of the truss are noted as front(F)or back(B). SSI�NAI,ti�G LOAD CASE(S) Standard Except: Continued on page 2 May 15,2020 AWARNING-Verily design paramelers and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 110II4473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors-This design Is based only upon parameters shown,and is for an individual building component,not a truss system Before use,the building designer must verity the applicability of design parameters and properly Incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTPIf Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety lnformsfiun available from Truss Plate Instgute,2670 Crain Highway,Suite 203 Waldorf,MD 20501 Corona,CA 92880 Job Truss Truss Type Oty Ply (Old H) K7752438 Bidp F F02A Monopitch 1 1 Job Reference(optional) Builders FirstSource(Arlington,WA), Arlington,WA-9=3, 8.240 s Mar 9 2020 MiTek Industries,Inc. Fri May 1513:20,20 2020 Page 2 ID:AgGFUgUr¢t6lbAszgikNJkyCPyO-Oz6Vty8DPBtNAIAeJSy9GUWTv7BkJkfucEgPH3zGEwP LOAD CASE(S) 27) User defined:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-3=70(1`),3-4=70(17),5-7=-20(F) Concentrated Loads(lb) Vert:3=-1264(F) Horz:3=4838(F) AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED M1TEK REFERENCE PAGE M11.7473 rev.1010312015 BEFORE USE. ' Deslgn valld for use only with Mrrek0 connectors.This design Is based only upon parameters shown,and is for an Individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design info the overall bullding design. Bracing indicated is to pravent buckling of individual truss web and/or chord members onty.Additional tem0orary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTP11 Quality Criteria,DSB-69 and SCSI Building Component 250 Klug Circle Safety information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Corona,CA 92860 (ill; �cP Job Truss Truss Type Qty Ply (Old H) K7752439 Blcjg F F03 Monopilch 1 1 Job Reference(optional) Builders FirstSource(Arlington,WA), Arlington,WA-98223, 8.240 s Mar 9 2020 MiTek Industries,Inc. Fri May 1513:20:21 2020 Page 1 ID:AgGFUgUxzl6tbAszgikNJkyCPyO-s9ft419sAV7EoRlgt9TPpi3nlWcT2Mg1 quZypVzGEwO 5-7-2 11-10-0 13-0-0 , r 57-2 l 6-2-15 1E-0 Scale=1:45 4 3.14 12 3 4 3x4 II 10 3x4 9 2 B Us 1 ri r; 7 B 5 3x4 ll 3x4 = 3x6= r 5.7.2 11-10-0 5.7-2 LOADING (psi) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.42 Vert(L-) -0.04 5-6 >999 360 MT20 1851148 (Roof Snow=25.10) Lumber 1,15 BC 0.28 Vert(CT) -0.07 5-6 >999 240 .TCDL 00 Rep Stress Incr YES WB 0.15 Horz(CT) 0.00 5 n/a n/a BCLL 10.0 Code IBC20151TPI2014 Matrix-AS Wlnd(LL) -0.02 5-6 >999 240 Weight:66 lb FT=20% BCLLUMBER- BRACING- TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 HF No BOT CHORD Rigid ceiling directly applied. WEBS 2x4 HF No.2 WEBS 1 Row at midpt 2-5 REACTIONS. (size) 7=Mechanical,5=0-5-8 Max Hare 7=212(LC 9) Max Uplift 7=-4B(LC 8),5=-106(LC 9) Max Grav 7=526(LC 19),5=759(LC 19) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-374/70,3-5=409/125,1-7=-478/69 BOT CHORD 5-6=-98/325 WEBS 2-5=-429/81,1-6=33/390 NOTES- 1)Wind:ASCE 7-10;VuIt=11Omph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=4.Bpsf;h=25ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)0-1-12 to 3-1-12,Interior(1)3-1-12 to 10-4-0,Exterior(2)10-4-0to 13-4-0 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1 60 2)TCLL:ASCE 7-10;Pf=2&O psf(flat roof snow);Category 11;Exp B;Fully Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members 7)Refer to girder(s)for truss to truss connections. 8) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)7 except(jt=1b) 01JMG Ziff 5=106. WASFf.,"90 9)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and 1/2"gypsum ry sheetrock be applied directly to the bottom chord. CTO r, 'L 54074 <v`� OGllrvTc ' S�I�NAll May 15,2020 A WARNING-Verify design parameters and READ NOTES ON MIS AND INCLUDED MITEK REFERENCE PAGE INII-7473 rev.10/03/2015 BEFORE USE. ��- Design valid for use only with MITek®connectors This design Is based only upon parameters shown,and Is for an Individual building component,not a buss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design.Bracing indicated is to prevent buckling of Individual truss web and/or chord members any.Additional temporary antl permanent bracing M iTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabdcallon,storage,delivery,erection and bracing of trusses and truss systems,see ANS1qP11 Quality Crlferfe,DSB-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Corona,CA 92880 Job Truss Truss Type Qty Ply (Old H) Blig F G01 FLAT GIRDER 1 1 K7752440 Job Reference(optional) Builders FirstSource(Arlington,WA), Arlington,WA-98223, 8.240 s Mar 9 2020 MTek Industries,Inc. Fri May 15 13:20:22 2020 Pagel ID:AgGFUgUxzt6tbAszgikNJkyCPyO-KMDFHeAUxo75QbK1 Rs_eLvbowwwonl5B3YJVMyzGEwN 3 4-6 6-10-8 3 4 e 3-6-0 Scale=1:27 7 3xe II 6x10 = 3xe II 1 9 2 10 3 4 0• 8 11 12 7 13 e 2x4 11 46 = e q 5 5.11.0 jx 5.10.8 ; 348 2-" 0.118 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well LJd PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 013 Vert(LL) -0,01 7-8 >999 360 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.40 Vert(CT) -0.03 7-8 >999 240 TCDL 10.0 Rep Stress Incr NO WB 0.41 Horz(CT) 0.00 5 n/a n/a BC 0.0 FsCDL 100 Code IBC20151TP12014 Matrix-MP Wind(LL) 0.01 7-8 >999 240 Weight:65lb FT=20% _ DL . LUMBER- BRACING- TOP CHORD 2x12 DF No.2 TOP CHORD Structural wood sheathing directly applied or 6-10-8 oc purlins, BOT CHORD 2x6 DF No.2 except end verticals. WEBS 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 1-3-0 except(jt=length)8=Mechanical,6=0-3-8. (lb)- Max Horz 8=-97(LC 22) Max Uplift All uplift 100 lb or less at joint(s)4,6 except 8=226(LC 4),5=-124(LC 5) Max Grav All reactions 250 lb or less at joint(s)except 4=287(LC 1),8=1704(LC 1),5=765(LC 1),6=712(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-8=-514/75,3-5=286/3B BOT CHORD 7-8=-126/674,6-7=126/674,5-6=-126/674 WEBS 2-8=-1034/165,2-7=-80/668,2-5=-1034/160 NOTES- 1)Wind:ASCE 7-10;Vult=11Omph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=4 Spat;h=25ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Refer to girder(s)for truss to truss connections. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)4,6 except(jt=lb) 8=226,5=124. 8)Girder carries tie-in span(s):12-4-0 from 0-0-0 to 6-10-8 9)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)451 lb down and 58 lb up at AQTNG ZA_ 0-11-4,and 448 lb down and 60 lb up at 2-11-4,and 448 lb dawn and 60 lb up at 4-11-4 on bottom chord. The design/selection of such connection devlce(s)is the responsibility of others. 10)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). ' 't Qj0 LOAD CASE(S) Standard y 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(pig Vert:1-3=296(F=226),3-4=296(1`=226),5-8=-20 � Concentrated Loads(lb) g� w Vert:11=-451(B)12=-448(B)13=448(8) �s `�jQNAL� May 15,2020 AWARNING.Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with Mrrek®connectors.This design is based only upon parameters shown,and Is for an individual building component,not ��- a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing M iTek• Is always required for slabllity and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSgTP11 Quality Criteria,DSO-89 and BCS1 Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 2D501 Corona,CA 92880 _ � • - - I ., Job Truss Truss Type Qty Ply Cob ld H) K7752441 814g F J01 Monoplich Supported Gable 1 1 Reference Ibrlal Builders FirstSource(Arlington,WA), Arlington,WA-98223, 8.240 s Mar 9 2020 MiTek Industries,Inc. Fri May 1513:20:24 2020 Page 1 ID:AgGFUgUxzt6lbAszgikNJkyCPyO-GkLOiKBkSQNofvU PYH 16QKhKZkhgFlwUXsocQgzGEwL -1-0-0 1-11-8 1-11-8 Scale=1:12.9 3 4 4.00 12 2x4 11 6 3x4 I 2 1 0-3-12 7 6 5 2x4 I 2x4 I I LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) ldefl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.32 Veit(LL) 0.00 1 n/r 150 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.05 Vert(CT) -0.00 1 n/r 120 TCDL 10.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 4 n/a n/a BOLL 0.0 13ClJL 10.0 Code IBC2015rTP12014 Matrix-R Weight:9 ItoFT=20% LUMBER- BRACING- TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 1-11-8 oc purlins, BOT CHORD 2x4 HF No.2 except end verticals. WEBS 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing- REACTIONS. All bearings 1-11-8. (lb)- Max Horz 7=53(LC 9) Max Uplift All uplift 100Ib or less atjoint(s)7,4,6,5 Max Grav All reactions 250 lb or less at joint(s)4,6,5 except 7=325(LC 18) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-7=-298/202 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=4.Bpsf;h=25ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Comer(3)-1-6-0 to 1-6-0,Extedor(2)1-6-0 to 1-11-8 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Fully Exp.;Ct=1.10 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live load of 20.0 psf or 2 00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 6)Gable requires contlnuous bottom chord bearing. 7)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 8)Gable studs spaced at 2-0-0 oc 9)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ''�`r7��t1 10)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide (PUNG Zpv will fit between the bottom chord and any other members. `4 11)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)7,4,6,5. WA,.O� `W�O 54074 w� �SSI�NAL � May 15,2020 AWARNING-VerNy design paramefem and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.1010312015 BEFORE USE. ' Design valid for use only with Mrrek®conneclors.This design is based only upon parameters shown,and is for an Individual building component,not a truss system.Before use,the bullding designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing Indicated Is to prevent buckling of individual truss web andfor chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the labdcalion,storage,tellvery,erection and bracing of trusses and truss systems,see ANSM11 Quality Criteria,DS8.89 and SCSI Building Component 250 Klug Circle Salary information available from Truss Plate Institute,2670 Crain Wghway,Suite 203 Waldorf,MD 20601 Corona,CA 92880 s � Job Thus Truss Type Oty Ply (Old H) K7752442 Bldg F t(01 FLAT GIRDER 1 1 _ Job Reference(optional) Builders FirstSource(Arlington,WA), Arlington,WA-98223, 8.240 s Mar 9 2020 M1Tek Industries.Inc. Fri May 1513:20,26 2020 Page 1 ID:AgGFUgUxzt6tbAszgikNJkyCPyO-D7Tm77D_l dWvDdogi3aWlmjBXLOjf2n_AHj VjzGEwJ 3-4.8 3'-4-8 1 5x8 = 2 Scale=1:24.4 3 3X8 1 0-iE r` � u 7 6 5'4 2x4 11 4x4 = 2-4-8 3-4-8 2-4-8 1-0-0 Plate Offsets()(,Y)— r1:Edge,0-3-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ltd PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.12 Vert(LL) -0.00 6-7 >999 360 MT20 185/148 (Roof Snow=25-0) Lumber DOL 1.15 BC 0.17 Vert(CT) -0.00 6-7 >999 240 TCDL 10.0 Rep Stress Incr NO WB 0.02 Horz(CT) -0.00 5 nla n/a BCDL BC 0 10.0.0 Code IBC2015/TP12014 Matrix-MP Wind(LL) 0.00 7 >999 240 Weight:33 lb FT=20% LUMBER- BRACING- TOP CHORD 2x12 DF No.2 TOP CHORD Structural wood sheathing directly applied or 3-4-8 oc purlins, BOT CHORD 2x6 DF No.2 except end verticals. WEBS 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 7=Mechanical,5=1-3-8,6=0-3-8 Max Horz 7=-92(LC 4) Max Uplift 7=-140(LC 4),5=200(LC 21),6=-58(LC 4) Max Grav 7=647(LC 1),5=613(LC 15),6=658(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-7=-500/130,2-5=588/89 NOTES- 1)Wind:ASCE 7-10;VuIt=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=4.8psf;h=25ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1 60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Refer to girder(s)for truss to truss connections. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)6 except Qt=lb) 7=140,5=200. 8)Girder carries tie-in span(s):14-2-0 from 0-0-0 to 3-4-8 9)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)573 lb down and 83 lb up at G 1-5-4 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. Z _ 10) In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). w ^ o LOAD CASE(S) Standard Q� 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 ti 0 Uniform Loads(plf) Vert:1-2=333(B=263),2-3=333(13=263),4-7=20 Concentrated Loads(lb) Vert:8=573(F) .O �a ON 54079� SSI�NAL�G May 15,2020 AWARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIF7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MIT00 connectors.This design Is based only upon parameters shown,and is for an Individual budding component,not a truss system,Before use,the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall bullding design.Bracing indicated Is to prevent buckling of individual truss web andlor chord members only.Additional temporary and permanent bracing MiTek• is always required for siablty and to prevent collapse with passible persons)injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSVTPI1 quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Insltule,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Corona,CA 92800 �:�. n :� _ ` Job Truss Truss Type ry__� (Old H) K7752443 L01 Flat Girder 1 Job Reference Uona Builders FirstSource(Arlington,WA), Arlington,WA-98223, 8.240 s Mar 9 2020 MiTek Industries,Inc. Fri May 1513:20:28 2020 Page 1 ID:AgGFUgUxzl6lbAszgikNJkyCPyO-9VbXYhFF WetE8WnBn752bAr1 LLzc8S03RUmg7-bzGEwH 6.10.8 3-0 8 3-" 3x8 8x10 = 3x8 I Scale=1:29A 1 9 2 10 3 4 v 0- e u 11 12 7 13 8 2x4 l 46 = 6 5 44 = I_ 3-4-8 5.11-0 6-10-8 3.4-8 2-" 0-118� T (psf) 25.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP (Roof Snow=25.0) Plate Grip DOL 1.15 TIC 0.14 Vert(LL) -0.02 7-8 >999 360 MT20 185/148 TCDL 10. B 0 Lumber DOL 1.15 BC 0.44 Vert(CT) -0 03 7-8 >999 240 BCLL 0.0 Rep Stress Incr NO W 0.43 Horz(CT) 0.00 5 n/a n/a BCOL 10 0 Code IBC2015frP12014 Matrix-MP Wind(LL) 0.01 7-8 >999 240 Weight:65 lb FT=20% LUMBER- BRACING- TOP CHORD 2x12 DF No.2 TOP CHORD Structural wood sheathing directly applied or 6-10-8 oc purlins, BOT CHORD 2x6 DF No.2 except end verticals. WEBS 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 1-3-0 except Qt=length)8=Mechanical,6=0-3-8. (lb)- Max Horz 8=-98(LC 22) Max Uplift All uplift 100 lb or less at joint(s)4,6 except 8=252(LC 4),5=-130(LC 5) Max Grav All reactions 250 lb or less atjoint(s)except 4=288(LC 1),8=1794(LC 1),5=783(LC 1),6=775(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-8=-521f78,3-5=-293/41 BOT CHORD 7-8=-134/698,6-7=134/698,5-6=-134/698 WEBS 2-8=1079/179,2-7=-105f757,2-5=1079/174 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=4.Spsf;h=25ft;Cat.ll;Exp B;Enclosed; MWFRS(envelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)•This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Refer to girder(s)for truss to truss connections, 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)4,6 except Qt=lb) 8=252,5=130. 8)Girder carries tie-in span(s):12-4-0 from 0-0-0 to 6-10-8 9)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)508 lb down and 75 lb up at 't'Q�G ZA._ 0-11-4,and 506 lb down and 77 lb up at 2-114,and 506 lb down and 77 lb up at 4-114 on bottom chord. The design/selection of O such connection device(s)is the responsibility of others. 10) In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). C R� O LOAD CASE(S) Standard _ 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-3=296(B=226),34=296(13=226),5-8=-20 rr Concentrated Loads(lb) 54074 Q1 Vert:11=-508(F)12=506(F)13=506(F) 0 �GISl�R� ONAL May 15,2020 AWARNING.Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111-7473 rev.1WO312015 BEFORE USE. • Design valid for use only with Mrrek®connectors.This design is based only upon parameters shown,and Is for an Individual building comporteM,net a truss system.Before use,the build"designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design.Bracing indicated is to prevent buckling of Mdividust truss web and/or chord members only.Additional temporary and permanerd bracing MiTek' is always required for stability and to prevent collapse with possibid personal Injury and property damage-For general guidance regarding the fabrication,storage,delivery,erection and bracing or trusses and tens systems,sea ANSIrrPi1 Quailly Criteria,DSB-e9 and SCSI Building Component 250 Klug Circle Safety information available from Tens Plate Institute.2670 Crain Highway,Suns 203 Waldorf.NO 20801 Corona,CA 92880 a. �►: Job Truss Truss Type ]Qty Ply (Old H) K7752444 iBIV Fit MCI Flat Girder 1 1 Job Reference(optional) Builders FirstSource(Arlington,WA), Arlington,WA-98223, 8.240 s Mar 9 2020 MiTek Industries,Inc. Fri May 15 13:20:29 2020 Page 1 ID:AgGFUgUxzt6lbAszgikNJkyCPyO-diSv11 FIHy?5mgMNLrcH7NODMINOw7JDg8VN52zGEwG I 3-" . 3.4.8 1 5x8 = 2 Scale=1:25.7 3 3x8 (J U I` 7 e 2x4 I I 5 4 2-4 8 Ax43.tF8 , r 2-4-8 1 Plate Offsets(X,Y)— ►1:Edge,0-Mj LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Ildefl Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.12 Vert(LL) -0.00 5-6 >999 360 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.15 Vert(CT) -0.00 5-6 >999 240 TCDL 10.0 Rep Stress Incr NO WB 0.03 Horz(CT) -0.00 3 n/a n/a BCDL 10 BCLL 0.0 0 Code IBC2015/TPI2014 Matrix-MP Wind(LL) 0.00 6 >999 240 Weight:34 lb FT=20% i LUMBER- BRACING- TOP CHORD 2x12 DF No 2 TOP CHORD Structural wood sheathing directly applied or 3-4-8 oc purlins, BOT CHORD 2x6 DF No.2 except end verticals. WEBS 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 1-3-8 except Qt=length)6=Mechanical,5=0-3-8. (lb)- Max Horz 6=98(LC 5) Max Uplift All uplift 100 lb or less at joint(s)3,5 except 6=150(LC 4),4=157(LC 21) Max Grav All reactions 250 lb or less atjoint(s)4 except 6=667(LC 1),3=402(LC 1),5=587(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-6=-541/143 NOTES- 1)Wind:ASCE 7-10;Vult=11 Omph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=4.8psf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11:Exp B;Fully Exp.;Ct=1.10 4)Provide adequate drainage to prevent water ponding. 5)Gable studs spaced at 2-0-0 oc. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8)Refer to girder(s)for truss to truss connections. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)3,5 except Qt=lb) 6=150,4=157. GNIONG 9�_ 10)Girder carries tie-in span(s):14-2-0 from 0-0-0 to 3-4-8 ` p",�5�, 11)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)506 lb down and 68 lb up at O „rYC 40 1-5-4 on bottom chord. The design/selection of such connection device(s)Is the responsibility of others. ?O 12) In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). y � LOAD CASE(S) Standard 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) veil 54074 a Vert:1-2=333(F=263),2-3=333(F=263),4-6=20 0 Concentrated Loads(lb) Vert:7=506(8) SSIDNAj.v'G May 15,2020 AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PA GE MII.7473 rev.1010312015 BEFORE USE ' Design valid for use only with M7ek®connectors.This design is based only upon parameters shown,and Is lot an individual building componeni,not a truss system.Before use,the building designer must verily the applicability of design parameters and property Incorporate this design Into the overall buitdmg design. Bracing indicated is to proven)bucking of Individual truss web andlor chord members only.Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal fryury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,sea ANSVTPII Quality Criteria,DSB-99 and BCSI Building Component 250 Klug Circle Sarofy Informafion available from Truss Plate Instnute,2670 Cmin Highway,Suite 203 Waldod,MD 20fi01 Corona,CA 92890 m 0 D -I CD D �C X m ° I I m 7t CA C>>G�Wp�zRO 0o m � '0_S n o � comma o A_ O ID� °� mamm0 ° a O � oC)dN n oo O 'oa o � oQ nCmoojfD � �3c°'iv � q� �Da O ONn(SD CN �cuS, (93 " n� 3su ai �D D C o. D_=fc_' °1 a ,xY r 01 -CD' _. (D CD a N J O n.1 O d d 0 7 }(D CD 7 CD 0. O f0 N 3 N N 01 (�N`< O N X C`< 7 fn N Z �`m � o o m or�ID c 0 �cn m �� D a o CD a '.w o ao-CD EN -o CD m m O N O N ( a (D O n N Q N "I 0 C N N N n O N (D N C'O N �.0) O S O C O y 3 O N Q Q y j N O n ' CD 0 N n j m 01 N 7 O 07 7 CD N NID ( O N-a N m N_N C=4 CD � S y d,0.. CD a 0 O O C N fD N fD O .n•.O :3 CDO N ET C S N O S G n O. O O (D N T co S n C.G1 O C N j n N (D O O N y Z C p� 7 C S.Q 01 Cl C N 7 fD O O N n (O .O+Q �,a N N N CD CD X .C.7• _ fD �`7 O N 5 O y S O (D N N CD (WD m e c m m n v z n -+D� TOP CHORD cm x�o x fl1 93 N uci 6; n 0 30 mpZ w °l.B gp'� 124 (0 1 m p mz rc� mu.0 mz(a CD CD O�Q m m J m y D -1 3 m awm to @ m rz xm N rn ,<�co o a Xco � n �o mo n A 0 N < N CD W y m M m c m C3 N 3 61 z= IV D fn y N J C7 (D C C y�_7 2 O Cn N (D a m m A 1 O A N CL �t O am N o xU7 � zZ CD CD N w < m Z 3 2 m Ocn i.i O v C N E -4 0 cn L N = 6 4 CD x< m w mm o f (n �_ _ _ m = Q N z O O f"F, zr O E m p� W N \V Ul G L T m W" N 7 Q rt 0 N NO < Z C --I O �Y'm tin .... fdD o N N Ul O m o c N;K N (D S '4* Vt co a ca w m o m TOP CHORD p j N O f0 m v Of U A LI N O (O m v Of ml A 41 N 0 N N Z m J a A p<N y ° j ° d m d C a N N d J j 0 (O(�� ?, C d f0/1 O 01 N d sr a 2 a a N N J J m o �. 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C �< m $ d y d p L A C M L _ :l O'J O m 2 m J a d<a y J Q ^ ro m j d° y C 3 y(D f0 S 01 m J.N N 3 a 'K O m m y - m d m d f0 � l/ C .Z1 a m m 3 J m N J>• O' C J O m 3 fIl m C O N C yIn mo IDm a,c 3 m� m mm Jd mod (] my m °_ f _ Dino oa dd m� fo N O x d fD s m O m a' (D CD G >' a Q a 2� t0 J O O J 2 a O y o- Z d q d _ m (D a a 3 J d Q @ 0 J J y. m C N O A m N a J a y C y C m co a C d ° N. �<J »f d m y 2 _ N O d d O J O 'O Q. -O Q a G t0 d m Z C N J O m O'f0 m 0' y ` /OL y mI 0`< D: 9 a m J C m y C.,O m m m J O'O N d d T m d J' @ Am y =• \J J.O p —d C V■ 0 .J-. m 0 d J y d J J d m 0 m p; N y w J O' .'m m N .4 O m 0 Ol d CO' yN m m y O_ N tia J dm d .J°.. T 'D`< wd 0 m aJ —ja m am m J d N C a =O w J a .0 d m = O, Cq 2 J i a'G m y J �' '� J •`�'' G T 3 fD y m n a Q 9 O j, L: N a fm/��. CD �/�l J N 0 d m O p F y O. J V C p m a m J >'mCD `D 3 > a 0m � T o mm a J o � � m � a a ap y ` 3m m° m mN �� . Er a4. °� a y ym m � mo n O ° y M CDm moo ° 0 Q 3 ` l a y 7 3 l z m < O y J • ,.� :«_ i; �� _ � �i n ii S i :!, i � � o 7-'U's-5 runs ype ly y (OM I,J,N) BLOCKING 1 1 Bundlers First Source,Arlinglon,WA 98223 Run:H.240 s Mar 82020 Print:�o4b Reference oral I8. FU Ux2020Prin .24 Apr 4 2020 MiTek Industries,Inc.Fri May 15 12:27:34 2020 Page 1 AgG q g' kyCPyO-VuF4f7lQNC2xig9S17iCTQb4DF71VOUfDrOstFzGOxN _ 1-&8 1.21 4x4= Scale=1:12.3 1 2 3 7x L- J 4 5 2x4 3x4 = F 1-2-6 LOA TCLL 25 0(psf) SPACING- 2-0-0 CSI. DEFL. in (ioc) Vdefl L/d PLATES GRIP (Roof Snow=25.0) Plate Grip DOL 1.15 TC 0.02 Vert(LL) n/a n/a 999 MT20 185/148 TCDL 10.0 Lumber DOL 1.15 BC 0.01 Vert(CT) n/a ri 999 BCLL 0.0 Rep Stress Incr YES WB 0.01 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code IBC2015/TPI2014 Matrix-P Weight:8 lb FT=20% LUMBER- BRACING- TOP CHORD 2x6 DF No.2 TOP CHORD Structural wood sheathing directly applied or 1-2-6 oc purlins, except BOT CHORD 2x4 HF No.2 end verticals WEBS 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 1 G-0-0 oc bracing. REACTIONS. (lb/size) 4=42/1-2-6,3=2411-2-6,5=24/1-2-6 Max Horz 4=39(1-C 6) Max Uplift 4=-40(LC 6),3=8(LC 7),5=33(LC 7) Max Grav 4=55(LC 18),3=24(LC 1),5=43(LC 17) FORCES. (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-4=46/44,1-2=20/27,2-3=0/0,2-5=-1 7114 BOT CHORD 4-5=-34/30 WEBS 1-5=-40/40 NOTES- 1)Wind:ASCE 7-10;Vult=11Omph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=4.Bpsf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Comer(3)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 3)Provide adequate drainage to prevent water ponding. 4)Gable requires continuous bottom chord bearing. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)•This truss has been designed for a live load of 20,Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fd between the bottom chord and any other members. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 40 lb uplift at joint 4,B Ib uplift at joint 3 G and 33 lb uplift at joint 5. Q Q LOAD CASE(S) Standard �0 CO �G54074� ISTBR �SSlON��G May 15,2020 A WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.1010312015 BEFORE USE. Design valid for use only with MiTeM eonneclors.This design is based only upon parameters shown,and Is for an Individual budding component,not a truss system Before use,the building designer must verity the applicability of design parameters and property incorporate this design i do the overan building design.Bracing indicated is to prevent buckling of IndiKdual truss web and/or chord members only.Additional temporary and permanent bracing M iTe k' is always required tot stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,inaction and bracing of trusses and truss systems,see ANSVrPI i Quality CrBode,DSS-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Prato Institute,2670 Crain Ftignway,Suite 203 Waldorf,MD 20601 Corona,CA 92880 r Truss fuss rco lr v co�JN"..�� Bldg G,H,L 48P7 BLOCKING 1 1 K7752453 J Builders First Source,Adington,WA 99223 Run:8,240 s Mat 9 2020 Pdrd:5.240 s Apr 4 2020 MITek Industries,Inc.Fri May 15 1227:34 2020 Paqo 1 ID,AgGFUgUxzl6lbAszgikNJkyCPyO-VuF4f710NC2xig7S 19iCTOb4GF79VOafDrOstFzGDxN 1 ' 1-0.14 A-14 � 12x4 2 Scale=1:12.3 3 'ex II u 4 5 2x4 n 2x4 i 1.0-14 _0.74 LOADING (psf) 0 SPACING- 2-0- CSI. DEFL. in TCLL 25.0 (loc) /deft Ltd PLATES GRIP (Roof Snow=25.0) Plate Grip DOL 1.15 TC 0.01 Vert(LL) n/a n/a 999 MT20 185/146 TCDL 10.0 Lumber DOL 1.15 BC 0.02 Vert(CT) n/a n/a 999 BCLL 0 0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code IBC2015lfP12014 Matrix-R Weight:6 lb FT=20% LUMBER- BRACING- TOP CHORD 2x6 OF No.2 TOP CHORD Structural wood sheathing directly applied or 1-0-14 oc purlins, BOT CHORD 2x4 HF No.2 except end verticals. WEBS 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=35/1-0-14,3=22/1-0-14,5=21/1-0-14 Max Horz 4=-39(LC 6) Max Uplift 4=-44(LC 6),3=-19(LC 7),5=-27(1-10 7) Max Grav 4=53(LC 18),3=24(LC 17),5=34(LC 17) FORCES. (lb)-Maximum CompressionlMaximum Tension TOP CHORD 1-4=28/25,1-2=22/29,2-3=0/0,2-5=-15/5 BOT CHORD 4-5=-24/24 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCOL=4.2psf;BCDL=4.Bpsf;h=25ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Comer(3)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces 8 MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10:Pf=25.0 psf(flat roof snow);Category 11;Exp B;Fully Exp.;Ct=1.10 3)Provide adequate drainage to prevent water ponding. 4)Gable requires continuous bottom chord bearing. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 44 lb uplift at joint 4,19 lb uplift at joint 3 and 27 lb uplift at joint 5. OWNQ LOAD CASE(S) Standard IN `10 hP 0 54074 AssraN��G4� May 15,2020 A WARNING•Varffy design Para wafers and READ NOrES ON THIS AND INCLUDED MI rEx REFERENCE PAGE MII.7473 rev.1010312015 BEFORE USE Design valid for use only with MIT00 connectors.This design Is based only upon psmmelen shown,and Is for an Individual building component,not a truss system.Before use,the building designer must venty the applicability of design parameters and property incorporate this design Into the overall building design.Bracing Indicated is to prevent bucking of Individual truss web andfor chord members only.Additional temporary and permanent anteing M iTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage.For general guidance regarding the fabn"bon,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTP1l Qualify Criteria,DSB-89 and BCSi Building Component 250 Klug Circle Safety Informafton available from Truss Plate Institute,2070 Crain HigtWay,Suit*203 Waldorf,MD 20601 Corona,CA 92880 of C 1 russ Truss Type QtY tional y (old i,J,N) Bldg G,H,Ldders F 4BP8 BLOCKING 12 1 K7752454 Job Reference o Ruirst Source,Artington,WA 98223 Run:8.240 a Mar 9 2020 Print 8,240 s Apr 4 2020 MRek Industries,Inc,Frl May tb 12:27:3b 2020 Page 1 ID:AgGF UgUxzt6t W lszg ikNJkyCPyO•z4oSsTm28VAuKgaeajOR7e7EOr1-LErXpSVIPPh2GDxM r 1.10-6 1_10-6 1 4x4 = 2 Scale=1:20.5 3 x LJ LJ 2x4 11 3x4 = 4 b r— 1-10� 1-101 T (ps2 CLL 25.0 SPACING- 24)-0 CSI. DEFL. in (loc) Ydefl Ud PLATES GRIP (Roof Snow=25.0) Plate Grip DOL 1.15 TC 0.08 Vert(LL) -0.00 4 >999 360 MT20 185/148 TCDL 10.0 Lumber DOL 1.15 BC 0.02 Vert(CT) -0.00 4 >999 240 BCLL 0,0 Rep Stress Incr YES WB 0.02 Horz(CT) 0.00 3 n/a n/a BCD[. 10.0 Code ISC2015/TPI2014 Matrix-P Wind(LL) 0.00 4 -- 240 Weight:16lb FT=20% LUMBER- BRACING- TOP CHORD 2x6 DF No.2 TOP CHORD Structural wood sheathing directly applied or 1-10-6 oc purlins, BOT CHORD 2x4 HF No.2 except end verticals. WEBS 2x4 HF No 2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=69/1-10-6,3=31/1-10-6,5=50/1-10-6,5=50/1-10-6 Max Horz 4=-81(LC 6) Max Uplift 4=93(LC 6),3=17(1-C 7),5=-79(LC 7) Max Grav 4=111(LC 18),3=31(LC 1),5=93(LC 17),5=50(LC 1) FORCES. (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-4=-97/100,1-2=41/54,2-3=0/0,2-5=35/29 BOT CHORD 4-5=-70/63 WEBS 1-5=-95/95 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCUL=4-epsf;h=25ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Comer(3)zone;cantilever left and right exposed;end vertical!elt and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10:Pf=25.0 psf(flat roof snow);Category 11;Exp B;Fully Exp.;Ct=1.10 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5).This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 93 lb uplift at joint 4,17 lb uplift at joint 3 and 79 lb uplift at joint 5. NIING LOAD CASE(S) StandardO7 .L �Q gyp, O ,�54074� �4 2{ GISTER ' ssIONALG May 15,2020 WARNING•Wray design parameters and READ NOTES ON TNIS AND INCLUDED"TEK REFERENCE PAGE A111J473 rev.10/03/2015 BEFORE USE Design valid for use only wish MITek®connectors This design Is based only upon parameters shown,and is(Oran individual building component,not a buss system.Before use,the balding designer must verify the applicability of design parameters and property Incorporate this design Into the overate buJding design.Bracing Indicated Is to prevent buckling of individual buss web andlor chord members only.Additional temporary always permanent bracing permanent MiTek' is aays required for stability and to prevent collapse with possible personal Injury and property damage.For general guidance fog no pe the fabrication.storage,delivery,erection and bracing or trusses and truss systems,see ANSVM1 Quality Criteria,OSB-89 and SCSI Building Component 250 Klug Circle So"Information available from Truss Plate Institute,2670 Cram Highway.Suite 203 Waldorf,MD 20601 Corona,CA 92880 M� +, job r• toss fuss type Qty Ply I,J,N) K7762455 Bldg G,H,L BP9 BLOCKING 1 t JJ(Old oh Reference(optional) BuRdors First Source.Aoington,WA 98223 Run:8.240 s Mar 9 2020 Print:8240 s Apr 4 2020 MiTek Industries,Inc.Fri May 15 12.27:38 2020 Pape 1 ID:AgGFUgUxzt6tbAszglkNJ kyCPyO-RGMr4pmgvplex--9gSQkgYrgN42pYzGpyh9Vzx7zGDx L r 1-10-6 i-IG-6 � Scale=1:32.6 1 2 3 2x4 I u of 2x4 ll 3x4 = 4 5 1-108 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.25 Vert(LL) -0.00 4 >999 360 MT20 1851148 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.02 Vert(CT) -0.00 4 >999 240 TCLL 10.0 Rep Stress Incr YES WB 0.15 Horz(CT) 0.02 3 n/a n/a BCLL 0.0 Code IBC2015rrP12014 Matrix-P Wind(LL) 0.00 4 -- 240 Weight:24 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 DF No.2 TOP CHORD Structural wood sheathing directly applied or 1-10-6 oc purlins, BOT CHORD 2x4 HF No.2 except end verticals. WEBS 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=73/1-10-6,3=40/1-10-6,5=38/1-10-6,5=38/1-10-6 Max Horz 4=-141(LC 8) Max Uplift 4=-261(LC 6).3=24(LC 7).5=-238(LC 7) Max Grav 4=268(LC 9),3=40(LC 1),5=254(LC 8),5=38(LC 1) FORCES. (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-4=-2531268,1-2=71/95,2-3=0/0,2-5=26/22 BOT CHORD 4-5=-123/110 WEBS 1-5=-264/264 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=4.Bpsf;h=25ft;Cat.ll;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Comer(3)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads 5)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 261 lb uplift at joint 4,24 lb uplift at joint 3 and 238 lb uplift at joint 5. 0 Zfr LOAD CASE(S) Standard Qt1 0 O O y �0 �SSrONAL�G May 15,2020 A WARNING-verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MITek®connectors.This design Is based only upon parameters shown,and Is for an individual building component,not ,• a truss system.Before use,the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building design.Bracing Indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing Mire k, Is always required for stability and to prevent collapse with possible personal Injury and property damage For general guidance regarding the fabrication,storage,dekvery,erection and bracing of trusses and truss systems,see ANSI?P11 Quality Crfteda,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Instilule,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Corona,CA 92880 I cuss russ I ype10tyJ ply (Old I,J,N) K7752458 Bldg G,H,L 4BP10 BLOCKING 1 1 Job Raforerlce(optional) Builders First Source,Arlington,WA 96223 Run:6.240 s Mar 9 2020 Print:e.240 s Apr 4 2020 MTek Industries,Inc.Fri May 15 12.2T36 2020 Page 1 ID AgGFUgUxzt6tbAszgikNJkyCPyO-RGMr4pmgvplexzWQkgYrgN42pazGdyh9Vzx7zGDxL 1 8.14 1-8.14 Scale=1:32.7 1 2 3 2x4 I ov 2x4 11 3x4 = 4 5 1-8-14 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (loc) I/deft L/d PLATES GRIP TCLL 250 Plate Grip DOL 1.15 TC 0.25 Vert(LL) -0.00 4 >999 360 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.02 Vert(CT) -0.00 4 >999 240 TCDL 10. B 0 Rep Stress Incr YES W 0.16 Horz(CT) 0.02 3 n/a n/a BCLL 00 Code IBC2015TTPI2014 Matrix-P Wind(LL) 0.00 4 — 240 Weight:24 lb FT=20% BCDL 10 0 LUMBER- BRACING- TOP CHORD 2x6 DF No.2 TOP CHORD Structural wood sheathing directly applied or 1-8-14 oc purllns, BOT CHORD 2x4 HF No.2 except end verticals. WEBS 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=67/1-10-6,3=39/1-10-6,5=33/1-10-6,5=33/1-10-6 Max Horz 4=-141(LC 8) Max Uplift 4=-283(LC 6),3=25(LC 7),5=258(1-C 7) Max Grav 4=269(LC 9),3=39(LC 1),5=274(LC 8),5=33(LC 1) FORCES. (lb)-Maximum Compression/Maxlmum Tension TOP CHORD 1-4=-275/289,1-2=71/95,2-3=010,2-5=-26/23 BOT CHORD 4-5=-123/110 WEBS 1-5=-267/287 NOTES- 1)Wind:ASCE 7-10;Vuft=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=4.Bpsf;h=25ft;Cat,ll;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Comer(3)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Fully Exp.;Ct=1.10 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)"This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 283 lb uplift at joint 4,25 lb uplift at joint 3 and 258 lb uplift at joint 5. t�02�jG 2 � LOAD CASE(S) Standard T O�WAS O �0 �r v0�0 54074� �� -Is SS%NAL G May 15,2020 A WARNING-VerHy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.1010312015 BEFORE USE ' Design valid for use only with MTek®connectors.This design Is based only upon parameters shown,and is for an individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek, Is always required for stability and to prevent collapse with possible personal Injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTPII quality Criteria,DSB-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20801 Corona,CA 92880 An t Job Truss lose ype �IY 1PIY 1 (Old I,J,N) K7752457 Bldg G,H,L A01 GgaLE lob Refs Builders First Source,Adnglon.WA 98223 Run:8240 s Mar 9 2020 Print:8 240 s Apr 4 2020 M(Tek Industries.Ina Fill May 15 1227:37 2020 Page 1 1D:cLBFp2gJGmM I?Bdb6vsUYYz1r_c2-vTwDH9nJg7RVZ7k017Fv53DSeS541eUSvpEW f azGDxK 17-1'10 19.1-10 �7 17-1-10 22-0-0� 4.00 12 11 12 Scale=1:71.0 10 9 8 5xe 7:r- 7 8 5 3x4 23 4 3 2 7 1 13 14 15 16 17 18 19 20 21 22 3x4 II 3x4= 4x4 II 17-1-10 143-0 17-1-10 _ 2 0 0 Plate Offsets(X,Y)-. [5:0.4-0,0.3.01 [11:0-2-0.0.1-121 [22:Edoe G-Ml T (ps2 CLL 250 SPACING- 2-D-0 CSI. DEFL. in (loc) Ydefl L/d PLATES GRIP (Roof Snow=25.0) Plate Grip DOL 1.15 TC 0.58 Vert(LL) 0.00 11 n/r 180 MT20 185/148 TCDL 10.0 Lumber DOL 1.15 BC 0.26 Vert(CT) -0.03 11-12 n/r 120 BCLL 0.0 Rep Stress Incr YES WB 0.50 Horz(CT) -0.00 22 nla n/a BCDL 10.0 Code IBC2015/TPI2014 Matrix-S Weight:148 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 HF No.2 end verticals. WEBS 2x4 HF No 2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 HF No.2 WEBS 1 Row at midpt 11-22,6-17,7-18,8-19,9-20 REACTIONS. (lb/size) 13=239/17-1-10,22=309/17-1-10,14=126/17-1-10,15=186/17-1-10,16=178/17-1-10,17=183/17-1-10, 18=179/17-1-10,19=183/17-1-10,20=175/17-1-10,21=24/17-1-10 Max Horz 13=341(LC 9) Max Uplift 22=-135(LC 9),14=697(LC 9),15=-32(LC 8),16=-25(LC 12),17=27(LC 8),18=-24(LC 12),19=32(LC 8), 20=-16(LC 9),21=141(LC 18) Max Grav 13=746(LC 9),22=493(LC 18),14=128(LC 19),15=186(LC 19),16=178(LC 1),17=183(LC 19),18=179(LC 1), 19=219(LC 19).20=243(LC 19),21=86(LC 11) FORCES. (lb)-Maximum Compression/Maximum Tension TOP CHORD 2-13=720/0,1-2=0/62,2-23=-189/0,3-23=184/9,3-4=186/26,4-5=1 76123,5-6=169125,6-7=161128,7-8=153/49, 8-9=146(72,9-10=136/90,10-11=88/78,11-12=81/0,11-22=497/367 BOT CHORD 13-14=-311/4,14-15=-124/152,15-16=124/152,16-17=124/152,1 7-1 8=1 2 411 52,18-19=124/152,19.20=-124/152, 20-21=124/152,21-22=-124/152 WEBS 3-14=-87/60,4-1 5=1 47167,5-16=138/49,6-17=144/52,7-18=139/50,8-19=-179/57,9-20=202/41,10-21=-224/184, 2-14=0/738 NOTES- 1)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1.2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category Il;Exp B;Fully Exp.;Ct=1.10 OMBG zlt 3)Unbalanced snow loads have been considered for this design. O� Q r 4)This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. �� QUO 5)All plates are 2x4 MT20 unless otherwise indicated. 6)Gable requires continuous bottom chord bearing. 7)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). l 8)Gable studs spaced at 2-0-0 Do. 9)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ,� 54074 10)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide �0.{+, L'GIS7 will fit between the bottom chord and any other members. � , 11)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 135 lb uplift at joint 22.697 lb uplift at 70NAL joint 14,32 lb uplift at joint 15,25 lb uplift at joint 16,27 lb uplift at joint 17,24 lb uplift at joint 18,32 lb uplift at joint 19,16 lb uplift at joint 20 and 141 lb uplift at joint 21. May 15,2020 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. • Design valid for use only with MiTekS connectors This design Is based only upon parameters shown,and is for an Individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property Incorporate this design into the overall bmWing design.Bracing indicated Is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bra-mg WOW Is always required for stability and to prevent collapse with possible personal Injury and property damage.For general guidance regarding the fabrication,storage,dakvery,erection and bradng of trusses and buss systems,see ANSUTPIf Quality Criteria,DSB-89 and SCSI Building Component 250 Klug Circle Safety information available from Truss Plate Institute,2670 Cra%n Highway,Suite 203 Waldorf,MO 20501 Corona,CA 92880 • l russ rues Type Qty Ply roa I,J,N) K775245a SWg G,H,L A02 Monopitch 2 1 Job Re(eronw(ootionan Builders First Source,Arlinglon,WA 98223 Run;5.240 s Mar 9 2020 PrIM:8.240 s Apr 4 2020 MRek Industries,Inc.Fri May 15 1227.38 2020 Page 1 fD:cLBFp2gJGmM178,ib6,sUW e2-N(UbWoxRQZMBHJUGrMBOGIeUsPIR6CF8T_40DZGDxJ ifi-D 2-11-12 10.8-0 17-1-10 19.1-10 l 2-11-12 1 7." 6-5.10 2-0.0 4.00 12 44 II 7 Srale:3/16"=1' 14 6 3x4%13 5 3xB 3x4 4 3x6%12 3 2 < 8 9 15 10 16 11 3x4 II 3x4 = 3x4 = 4x6 = 2-11-12 10.8.0 17-1-10 1$0 17.1-10 2.0..0 Plate Offsets(x,Y)— 16:0.2-0,0-1-121 _ LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TIC 0.58 Vert(L-) -0.07 9-10 >999 360 MT20 185/148 (Roof Snow=2 0) Lumber DOL 1.15 BC 0.39 Vert(CT) -0.15 9-10 >999 240 TCDL 1 100 Rep Stress Incr YES WB 0.41 Horz(CT) 0.01 11 n/a n/a BCLL 0.0 13C1DL 10.0 Code IBC2015/7PI2014 Matnx-AS Wind(LL) -0.06 10-11 >999 240 Weight:112 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 HF No 2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 HF No 2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 HF No.2 WEBS 1 Row at midpt 6-11,5-11 REACTIONS. (lb/size) 11=912/Mechanical,8=869/0-5-8 Max Horz 8=341(LC 9) Max Uplift 11=-175(LC 9),8=98(LC 8) Max Grav 11=1137(LC 19),8=891(LC 19) FORCES. (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/62,2-12=349/88,3-12=303/95,3-4=508/70,4-5=-440/83,5-13=165/63,13-14=-11W75,6-14=117192, 6-7=-81/0,6-11=528/149,2-8=-890/91 BOT CHORD 8-9=314/18,9-15=239/322,10-15=239/322,10-16=126/396,11-16=-126/396 WEBS 3-9=-499/113,3-1 0=011 6 1,5-10=-7/283,5-11=681/117,2-9=-44/744 NOTES- 1)Wind:ASCE 7-10:Vult=110mph(&second gust)Vasd=87mph;TCDL=4.2psf;BCDL=4.Bpsf;h=25ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)-1-6-0 to 1-6-0,Interior(1)1-6-0 to 16-1-10,Exterior(2)16-1-10 to 19-1-10 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Fully Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. NAG 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �.Q 6)"This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide '1^� ,��J.�yp 'O will fit between the bottom chord and any other members,with BCDL=10 Opsf. �N 7)Refer to girder(s)for truss to truss connections 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 175 lb uplift at joint 11 and 98 lb uplift at to joint 8. 9)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and 1/2"gypsum sheetrock be applied directly to the bottom Chord. t LOAD CASE(S) Standard O '�54074 �0 WON AL1�� May 15,2020 AWARNING.Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473 rev.1010312015 BEFORE USE • Design valid for use only with MITok®connectors.This design is based only upon parameters shown,and Is for an Individual budding component,not a truss system Before use,the building designer mint verI7 the applicability of design parameters and properly Incorporate this design into the overall building design.Bracing indicated is to prevent buckling of ndiwdual truss web and/or chord members only Additional temporary and permanent bracing MiTek• is always required for Mabllity and to prevent colapsa with possible personalerty injury and prop damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANStrrP11 Quality Criteria,DSO.89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,2670 Crain Filghway,Sune 203 Waldorf,NO 20501 Corona,CA 92080 d'- %f a� nb I r fuss ruse ype 2 y J(Old I,J,N) Bldg G,H,L A03 Monopflch Supported Gable 1 2 1 K7752459 Job Reference(optional) Builders First Source,Adkgton,WA 98223 Run 5240 s Mar 9 2020 Prim,8,240 s Apr 4 202D MiTek Industries,Inc Fn May 15 12:27:36 2020 Page 1 I D:cLBFp2gJ Gm M I?Bdb6vsUYYzy_c2-N(UbW OxROZMBliJDG(m$dGlr7CSTD RB7F8T_400zGDxJ 10 12 12-3-8 ' 1,1 ' 12-3-8 Scale=1:34.0 8 3 7 4.00 12 18 8 5 17 4 1 3 3x4 I I 18 2 9 10 11 12 13 14 15 3x4 I I 3x4 I 123.8 i-6-D 123.8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (loc) I/defl Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.32 Vert(LL) 0.00 2 n/r 180 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.14 Vert(CT) -0.02 1 n/r 120 TCDL 10.0 Rep Stress Incr YES WB 0.09 Horz(CT) -0.00 15 n/a n/a BCLL 0.0 Code IBC2015/TP12014 Matrix-R Weight:59 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 HF No.2 end verticals. WEBS 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 HF No.2 REACTIONS. (lb/size) 9=248/12-3-8,15=66/12-3-6,14=192/12-3-8,13=179/12-3-8,12=178/12-3-8,11=190/12-3-6,10=142/12-3-8 Max Horz 9=170(LC 9) Max Uplift 15=-29(LC 9),14=16(LC 8),13=-26(LC 12),12=30(LC 12),11=7(LC 8),10=145(1_C 9) Max Grav 9=326(LC 18),15=86(LC 19),14=245(LC 19),13=231(LC 19).12=194(LC 19),11=190(LC 1),10=142(LC 19) FORCES. (Ib)-Maximum Compression/Maximum Tension TOP CHORD 2-9=-294/83,1-2=0162,2-16=-122/0,3-16=119/13,34=88/24,4-5=-86/22,5-17=77/12,6-17=-66/30,6-18=71/41, 7-18=62/44,7-8=66/68,B-15=-72/44 BOT CHORD 9-10=-65(78,10-11=-65/78,11-12=65178,12-13=-65/78,13-14=65/78,14-15=-65/78 WEBS 7-14=201/60,6-13=192(11,5-12=154/59,4-11=-150/45,3-10=104/113 NOTES- 1)Truss designed for wind loads in the plane of the truss only For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)All plates are 2x4 MT20 unless otherwise indicated. 6)Gable requires continuous bottom chord bearing. 7)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 01%"G Z 8)Gable studs spaced at 2-0-0 oc w it 9)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. O�J 10)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide O will fit between the bottom chord and any other members. 0 11)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 29 lb uplift at joint 15,16 lb uplift at joint to Z 14,26 lb uplift at joint 13,30 lb uplift at joint 12,7 lb uplift at joint 11 and 145 lb uplift at joint 10. LOAD CASE(S) Standard 54074Ar 0, ��SlONALE�G May 15,2020 AWARNING-VerHy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111I1-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MfTek®connectors.This design is based only upon parameters shown,and is for an individual bullding component,not • a truss system Before use,the building designer must verify the applicability of design parameters and property incorporate this design Into the overall building design Bracing Indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing M iTek' is always required for slabllity and to prevent collapse with possible personal Injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANS11TPI1 Quality Criteria,DSB-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Corona,CA 92880 Job s ype Dty y (Old I,J.N) K7752480 Bldg G,H,L [russ 04 [rus onopilch 11 1 ob Reference 1opllonaD Builders First Source,Arfinglon,WA 98223 Run:8.240 s Mar 9 2020 Prim:8.240 s Apr 4 2020 MRak Industries,Inc.Fd May 15 1227.39 2020 Pop ID:cLBFp2gJGmMI?Bdb6vsUYYzv c2-rr2zirpzCkhDoRuPpYHNAIJ oOGit1ASEON7jdYSzGDxI 16-0 2-2-13 9.2-0 14-9-12 21-7-0 2-6 28-111 10 11.10 1S-0 2-2-13 6 11-3 5.7-12 6-94 0.11 6-5-10 2-0-0 4.00 12 8 9 Scale=1:13B.6 18 3x6 17 7 3x6 3x4 5 6 3x4 4 3x6 3x4 11 163 2 �1 10 11 12 19 20 13 14 15 3x8 = 3x4 = 3x6 =3x4— 3x6 — 3xB = 6.7-10 14-942 1 21-7-0 22-6-9 28.11.10 1 6 0 i 28-1140 Plate Otfsets(X,Y)-- 18:0.2-0,0-1-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.63 Vert(LL) -0.11 13-14 >999 360 MT20 185/148 (Roof Snow=25 0) Lumber DOL 1.15 BC 0.56 Vert(CT) -0.25 11-13 >999 240 TCDL 10.0 Rep Stress Incr YES WB 087 Horz(CT) 0.07 15 n/a n/a BCLL 0 0 Code IBC2015/TP12014 Matrix-AS Wind(LL) 0.05 14-15 >999 240 Weight:152 lb FT=20% OCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 HF No.2 WEBS 1 Row at midpt 8-15,7-15,5-14 REACTIONS. (Ib/size) 15=1443/Mechanical,10=1403/0-5-8 Max Horz 10=35B(LC 9) Max Uplift 15=-208(LC 12),10=-151(LC 8) Max Grav 15=1832(LC 19),10=1443(LC 19) FORCES. (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/62,2-16=52/52,3-16=-42/64,34=1919/142,4-5=1698/149,5-6=963/77,6-17=-B84/85,7-17=-805/95, 7-18=-165/65,8-18=-118/103,8-9=81/0,8-15=588/150,2-10=226/76 BOT CHORD 10-11=305/1105,11-12=234/1832,12-13=234/1832,13-19=-152/1552,14-19=15211552,14-20=941839, 15-20=-94/839 WEBS 3-11=0(711,4-11=17V73,7-15=1452/189,3-10=-1716/206,4-13=372/106,5-13=01451,5-14=-956/154, 7-14=-46/831 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=4.8psf;h=25ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)-1-6-0 to 1-6-0,Interior(1)1-6-0 to 27-11-10,Exterior(2)27-11-10 to 30-11-10 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. OVMIG 4)This truss has been designed for greater of min roof live load of 20 0 psf or 2.00 times flat roof load of 25.0 psf on overhangs ,q non-concurrent with other live loads. WAS O 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. p� 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide 0 will Fd between the bottom chord and any other members,with BCDL=10.Opsf. 02 2 7)Refer to girder(s)for truss to truss connections 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 208 lb uplift at joint 15 and 151 lb uplift at joint 10. „d 9)This truss design requires that a minimum of 7116"structural wood sheathing be applied directly to the top chord and 1/2"gypsum �p. 54074 4)� sheetrock be applied directly to the bottom chord. LOAD CASE(S) Standard �s`slONAt May 15,2020 AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.10/032015 BEFORE USE. �- Design valid for use only with MRek®connectors.This design is based only upon parameters shown,and is for an Individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design.Bracing indicated Is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTe k• Is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSVTPI1 quality Crfferle,DSB-89 and SCSI Building Componam! 250 Klug circle safety lnformar/on available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Corona,CA 92880 (N► r �Iob Truss Truss Type ry y (Old I.J,N) K775248i G,H,L A05 MONOPTCH 1 1 gb Referenc0{optloneil Budders Flrs1 Source,Adinglon,WA 98223 Run:6.240 s Mar 9 2020 Print:8240 a Apr 4 2020 MTek Industries,Inc.Fri May 15 12:27:40 2020 Page I ID:cLBFp2gJGmMl7Bdb6vsUYYzy_c2-J2cLwBpB72p4QbSbNGpcslry201 SvutYbnTAAuzGDxH r1-b-0 3$13 10.8.0 16-3-12 24.0.0 30-5-10 32-5-10 1.6.0 3-8.13 6-11-3 5.7-12 7.8-4 6-5-10 r 2-0-0 4.00 12 8 9 Scale=1:69.0 19 34 7 18 3x5 3x4 5 6 c 3x4 ,h 4 4x6 3 3.4 II 17 2 �1 10 11 12 13 14 20 15 21 16 3x8 = 3x4= 3x6 =3X4 — 3X6 — 3x8 = 1-11$ 8.1-10 16.3-12 24-" 30-5-10 1 � 305-10 2-0-0 .. Plate Offsets(X Y)— 18:0.2-0,0-1-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.64 Vert(LL) -0.14 12-14 >999 360 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.60 Vert(CT) -0.31 12-14 >999 240 TCDL 10.0 Rep Stress Incr YES WB 0.92 Horz(CT) 0.09 16 n/a n/a BCDL 10.0 Code IBC2015rTP12014 Matrix-AS Wind(LL) 0.08 12-14 >999 240 Weight:157 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 HF N0.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 HF No.2 WEBS 1 Row at midpt 8-16,5-15,7-16 REACTIONS. (lb/size) 16=1499/Mechanical,10=1283/1-11-8,11=199/0-3-8 Max Horz 10=360(LC 9) Max Uplift 16=-216(LC 12),10=191(LC 8) Max Grav 16=1909(LC 19),10=1320(LC 19),11=265(LC 5) FORCES. (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/62,2-17=14/121,3-17=-5/142,3-4=2278/191,4-5=1842/167,5-6=-1015/83,6-18=936/91,7-18=-854/101, 7-19=165/63.8-19=-118/104,8-9=81/0,8-16=593/151,2-10=199/97 BOT CHORD 10-11=-335/1847,11-12=-335/1847,12-13=-268/2085,13-14=-268/2085,14-20=-170/1689,15-20=170/1689, 15-21=-94/888,16-21=94/888 WEBS 3-12=0/319,4-12=3/167,4-14=519/127,5-14=0/507,5-15=-1066/169,7-1 5=5618 9 2,7-16=1539/199, 3-10=2299/247 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=4.Bpsf;h=25ft;Cat 11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)-1-6-0 to 1-6-9,Interior(1)1-6-9 to 29-5-1,Exterior(2)29-5-1 to 32-5-10 zone; cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 01AING Z 4)This truss has been designed for greater of min roof live load of 20.0 psf Or 2 00 times flat roof load of 25.0 psf on overhangs O non-concurrent with other live loads. O�P1A3SA,. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide �V will fit between the bottom chord and any other members,with BCDL=IO.Opsf. �J 7)Refer to girder(s)for truss to truss connections. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 216 lb uplift at joint 16 and 191 lb uplift at joint 10. ,p 9)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and 1/2"gypsum ��. 54074� Qjt sheetrock be applied directly to the bottom chord. CIS 1 gR LOAD CASE(S) Standard sslONALG May 15,2020 AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev.10/03/2015 BEFORE USE. �� Design valid for use only wdh MITek4D connectors.This design is based only upon parameters shown,and is for an mdrldual building component.not a truss systom Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing indicated Is to prevent buckling of tndmeual truss web and/or chord members only Additional temporary and permanent bracing M iTek- Is always required for slabliny and to prevent coilapse with possible personal in)ury and property damage,For generw guidance regarding the fabrkation,storage,delivery,erection and bracing of trusses and truss systems,$ee ANSUMI Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information avadabie from Truss Pinta Institute.2670 Crain Highway.Suite 203 Waldorf,MD 20601 Corona,CA 92880 �� , I ob Truss Truss Typa ry Ply told I,J,N) KT752482 rence(opt Bldg G,H,L A06 MONOPITc 10 1 Builders First Source,Anington.WA 98223 Rum 8.240 a Mar 9 2020 Print 8.240 s Apr 4 2020 MiTek Industries,Inc.FA May 15 12:27:41 2020 Pago 1 ID:cLHFp2gJGmMl7Bdb6vsUYYzy_c2-nEAk7XgpjLxx211 oxzKrFvN7j3NXeXnhgRCkclzGOxG t b-0 3 8•t 3 10 8-0 163-12 24-0-0 30-5-10 32310 tlr-0 3-8-13 &113 5-7-12 78.4 &5-t0 2-0-0 4.00 12 B 9 Scale=1:69.0 1B 3x8 7 17 3x8 3x4 5 8 3x4 :p 4 4x6 3 3x4 II 16 2 �1 10 11 12 13 19 14 20 15 3x8 = 3x4 = 3x8 = 3x8 = 3x4 = 3x8 = 8-1.10 16-3.12 24.0-0 30-5-10 1 B 0 305-10 Plate onsets MY)— (8:0-2-0,0.1-121 LOATCLL (ps250 SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP (Roof Snow=25.0) Plate Grip DOL 1.15 TC 0.64 Vert(LL) -0.13 13-14 >999 360 MT20 185/148 TCDL 10.0 Lumber DOL 1.15 BC 061 Vert(CT) -0.28 11-13 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.93 Horz(CT) 0.09 15 n/a n/a B r)L 100 Code IBC2015(TPI2014 Matrix-AS Wind(LL) 0.07 11-13 >999 240 Weight:157lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 HF No.2 WEBS 1 Row at midpt 8-15,5-14,7-15 REACTIONS. (lb/size) 15=1510/Mechanical,10=1471/0-5-8 Max Harz 10=360(LC 9) Max Uplift 15=-214(LC 12),10=160(LC 8) Max Grav 15=1920(LC 19),10=1512(LC 19) FORCES. (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/62,2-16=17610,3-16=-156/20,3-4=23601177,4-5=-1866/163,5-6=-1024/81,6-17=945/89,7-17=-862/99, 7-18=165/63,8-18=-118/104.8-9=81/0,8-15=593/151,2-1O=241/87 BOT CHORD 10-11=320/1942,11-12=-259/2139,12-13=-259/2139,13-19=-166/1711,14-19=166/1711,14-20=921897, 15-20=-92/897 WEBS 3-11=0/297,4-11=0/232,4-13=-558/120,5-13=0/527,5-14=1084/166,7-14=-53/906,7-15=1554/197,3-10=2223/255 NOTES- 1)Wind:ASCE 7-10;Vult=11Omph(3-second gust)Vasd=87mph;TCDL=2psf;BCDL=4.epsf;h=25ft;Cat.ll;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)-1-6-0 to 1-6-9,Intedor(1)1-6-9 to 29-5-1,Exterior(2)29-5-1 to 32-5-10 zone; cantilever left and right exposed;end vertical left and right exposed;C-C for members and farces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25 0 psf(flat roof snow);Category ll;Exp B;Fully Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. QIAN 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. O 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. O 7)Refer to girder(s)for truss to truss connections. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 214 lb uplift at joint 15 and 160 lb uplift at joint 10. 9)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and 1/2"gypsum t .d sheetrock be applied directly to the bottom chord. � $4074 o,� � R LOAD CASE(S) Standard A SDI 'MAL G May 15,2020 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll•7473 rev.1010312015 BEFORE USE. Design valid for use only with MITek1j,connectors.This design Is based only upon parameters shown,am is for an Individual building component,nm a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design rNo file overall building design Bracing indicated is to prevent buckling of individual truss web andior chord members only.Additional temporary and permanent bracing M)Tek' is always required for stability and to prevent collapse won possible personal Injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSYrPlf Quality Cdfaia,DSS-89 and SCSI Building Component 250 Klug Circle Safory informarlon available from Truss Plate InslAute,2570 Crain Highway,Suite 203 Waldorf,MO 2D601 Corona,CA 92880 Ob Russ Russ yp9 lY ly (Old I,J,N) Slog G,H,L A070 GABLE 2 t K7752463 Builders Firs[Source,Minplon,WA 98223 ob Reference o tional Run:9.240 s Mar 9 2020 Print•,8.2A0 a npr 4 2020 Mrrek IndustriesGmM ,Inc,Fri May 15 1227:43 2020 Page t 1.6-00 3.8.13 10-8-0 ID:cL8Fp2gJ4-0-0 dD6vaUYYzv_c2-kdHUYC$3FzBM26A20MJKKTTMtlo6D0 IlvhDZGDxE 18312 24-0-0 30-510 2-5.10 8-0' 3 8.13 &11-3 5-7-12 7.8-0 8 510 4.00 12 Scale=1:81.3 89 10 4x4 II N Bx10 I; 8x8 � b 34 45 7 5 6 3x4 a N 4 N ny 4x6 i 3x4 44 3 �1 2 11 12 13 14 15 18 17 16 19 20 21 SxB 22 23 7x10 MT18HS = 3x8 = Bx8 = 46 47 = 5x8 = 6x18 MT18HS= 8.1.10 13 8-0 163-12 24-0-0 30.5 10 30 7 -8 0 30-5.10 Plate Offsets(X,Y)- [2:0-0-8 0-1-8]18.0.2-0 0-1-12[ [14.0.4-0 0 3-03 [15 0 3-8 Edge[ (19 0 3-8 0 1 121 - LOADING (psf) TCLL 25.0 SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefi Ud PLATES GRIP (Roof Snow=25.0) Plate Grip DOL 1.15 TC 0.69 Vert(LL) -0,10 11-12 >999 360 MT20 185/148 TCDL 10.0 Lumber DOL 1.15 BC 0.75 Vert(CT) -0.20 11-12 >797 240 MT18HS 185/148 Rep Stress Incr YES WB 0.99 ecoL 10.0 BCLL 0.0 Code IBC2015frP12014 Matrix-AS Wi d(LL) 0.10 11-12 >999 240 Weight:246 lb FT=20% LUMBER- TOP CHORD 2x4 HF No.2 BRACING- BOT CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. WEBS BOT CHORD Rigid ceiling directly applied, 2x4 HF No.2`Except* WEBS 1 Row at midpt 8-23,5-15,7-23 5-19,7-23:2x6 DF No.2,3-11:2x4 DF No.2 2 Rows at 1l3 pts 5-19,7-19 OTHERS 2x4 HF No.2 REACTIONS. (lb/size) 23=290l16-11-10,15=1236116-11-10,19=322/16-11-10,11=731/0-5-8,13=84116-11-10,13=84/16-11-10, 22=39/16-11-10,21=41/16-11-10,20=31/16-11-10,18=38/16-11-10,17=39116-11-10,16=44/16-11-10, 9=87/0-3-3 Max Horz 11=518(LC 35) Max Uplift 23=2731(LC 39),15=-4023(LC 40),19=120(LC 32),11=1787(LC 32),13=1(LC 40),22=-83(LC 32), 21=2(LC 35),9-272(LC 33) Max Grav 23=2521(LC 32),15=4289(LC 53),19=422(LC 19),11-2000(LC 53),13=152(LC 5),13=84(LC 1),22=176(LC 39),21=117(LC 21),20=107(LC 21),18=75(LC 5),17-80(LC 5),16=124(LC 21),9=476(LC 18) FORCES. (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/62,2-44=202/15,3-44=-1100/1016,3-4=2874/2651,4-5=1233/1150,5-6=3081/2917,6-05=2154/17B3, 7.45=973/866,7-8=235212228,8-9=227/221,9.10--66/0,8-23=531/316,2-11-2291121 BOTCHORD 1 1-1 2-2 72712 75 9,12-13=3892/3875,13-14=3892/3875,14-15=3394/3376,15-16-2771/2497,16-46=1571/1417, 17-46=1062/415,17-18=1035/880,18-19=-1887/1733,19.20-1919/1857,20-21=-1684/1584,21-47=4151438, 2247-803/715,22-2 3=1 83 511 74 7 WEBS 3-12-1161/1239,4-12=-581/795,4-15=-982/617,5-15=-4379/4275,5-19�4593/4719,7-19=3153/3086, 7-23=2962/3035,3-11=-3313/3139 NOTES- 1)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry 0,N UNG Gable End Details as applicable,or consult qualified building designer as per ANSIrrPl 1. wp�D0 2)TCLL:ASCE 7-10;Pf=25.0 psf(fiat roof snow);Category 11;Exp 8;Fully Exp.;Ct=1.10 `xy� 3)Unbalanced snow loads have been considered for this design, p� 4)This truss has been designed for greater of min roof live bad of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs 0� non-concurrent with other live loads. 5)All plates are MT20 plates unless otherwise indicated. 6)All plates are 2x4 MT20 unless otherwise indicated. 7)Gable studs spaced at oc. y o 'fie 54074� 8)This truss has been designed fora 10.0 psf bottom chord live bad nonconcurrent with an other live loads 9)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6.0 tall by 2-0.0 wide C+To will fit between the bottom chord and any other members,with BCDL=10.Opsf. �SI�NALFsZ�G 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 2731 lb uplift at joint 23,4023 lb uplift at joint 15.120 lb uplift at joint 19,1787 lb uplift at joint 11,1 lb uplift at joint 13,83 lb uplift at joint 22,2 lb uplift at joint 21 and 272 Ib uplift at joint 9. May 15,2020 A WARNING-Vitrify design parameters antl READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 1140.7473 rev.1 N0312016 BEFORE USE. Design valid for use only with MRokeD connectors.This design is based only upon parameters shown,and is for an individual buoding Component,not a truss system,Before use,the buliding designer must verify the applicability,of design parameters and property meorporate this design into the overall building design. Bracing indicated is to prevent buckling of Individual truss web andror chord mombom only.Addgionel temporary and permanent bracing is always required for stabdey and to prevem collapse with possible personal Wury and property damage. For goneret guidance regarding the M iTe k- fabncabon,storage,delivery,election and bracing of trusses and truss systems,see ANSVTPI1 0ua9ry Cdforla,DS849 and BCSI Building Component Safory Information available from Truss Piale Insthuto,2670 Crain Hghway,Suite 203 Waldorf,MD 20601 250 Klug Circle Corona,CA 92880 ob russ Truss Type �Qty Ply 1 I(OW I,J,N) K7752483 Bldg G,H,L A07D GABLE 2 Job Reference fl3otlonall Bladders First Source,Arlington, A,96223 Run:$240 s Mar 9 2020 Print:8.240 a Apr 4 2020 Mnak Industries,Inc.Fn May 15 1227:43 2020 Page 2 NOTES- ID:cLBFp2gJGmMI?Bdb6vsUYYzv_c2-kdHUYCs3FxBlH28A20MJKKTTMt 1 o6D0_IIIvhDzGDxE 11)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)9. 12)This truss has been designed for a total drag load of 310 plf.Lumber DOL=(1.33)Plate grip DOL=(1.33) Canned truss to resist drag loads along bottom chord from 13-6-0 to 30-5-10 for 556.6 plf. 13)This truss design requires that a minimum of 7/16"structural wood sheathing be applled directly to the top chord and 1/2"gypsum sheetrock be applied directly to the bottom chord. LOAD CASE(S) Standard A WARNING-Verify dasign parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.1010312016 BEFORE USE. ' Design valid far use only with MrrekO connectors.This design is based only upon parameters shown,and is dr an Individual budding component,not a truss system.Before use,the bulling designer must verity the appl,cablllty of design parameters and property Incorporate this design into the overall budding design,Bracing Indicated is to prevent bu0kng of Individual truss web andlor chord members only.Additional temporary and pormenerd bracing Welk'Is always rsoured for stability and to prevent collapse with possible personal Intury and propany damage. For general guidance regarding the fabrication,storage,deltvery,erection and bracing of trusses and truss systems,sea ANSUTPII Quality Cdfeda,DSB-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Piste Institute,2670 Crain Wghway.Suite 203 Wadod,MD 20601 Corona,CA 92BBO nr� �r. ' russ russ ype ty Y (old W.M Bldg G,H,L A08 GABLE 2 1 KT752464 Buddan First Source,Minglon,WA 98223 Ob Reference(optional Rtal:8.240 s 6-0-0 Mar 9 2020 Prhtl.8.240 s Apr 4 2020 Mn'ek InduslrMs,Inc.Fri 14dy 15 12:27:44 2020 Page I ID:cLB Fp2gJGmM178db6veUYYzv_c2-CprslysiDGJyWCmNc61YtX9aGHTRrig7WPRODg2GDxD 13-g•14 6-5•0 7-9-14 Scale=1:35.1 3 4.00 12 23 22 4x6 2 21 5x8 1 mom 4x6 exe = 6x6 — 4 5 6 7 8 9 10 1 6•a'D 13.9 14 13-9-14 Plate Offsets(X.Y)- f12:a1-12.a1.0 [14:0.1-12 0.1-0�f16•D-1-12 0-1.0t t1s•019 01-01 LOADING (psi) TCLL 25.0 SPACING- 2-D 0 CSI. DEFL, in (loc) I/dell L/d PLATES GRIP (Roof Snow=25.0) Plate Grip DOL 1.15 TC 0.94 Vert(LL) -0.01 5-6 >999 360 MT20 185/148 TCDL 10.0 Lumber DOL 1.15 BC 0.34 Vert(CT) -0.01 5-6 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.67 Horz(CT) -0.02 10 n/a n/a BCOL 10.0 Code IBC2015frP12014 Matrix-S Wind(LL) 0.00 4-5 >999 240 Weight:76lb FT=20% LUMBER- BRACING- BOT CHORD 2x4 HF No.2 TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except WEBS 2x4 HF No.2 end verUcattt. OTHERS BOT CHORD Rigid ceiling directly applied or 4-1-5 oc bracing. 2x4 HF No.2 WEBS 1 Row at midpt 2-10,1-6 REACTIONS. (lb/size) 10=271/13-9-14,10=271/13-9-14,4=175/13-9-14,6=610/13-9-14,9=21/13-9-14,8=49/13-9-14,7=21/13.9-14, 5=70/13-9-14 Max Horz 4=165(LC 37) Max Uplift 10=803(LC 34),4=1330(LC 31),6=999(LC 39),9=-l(LC 31),5=28(LC 34) Max Grav 10=837(LC 27),10=271(LC 1),4=1365(LC 50).6=1226(LC 28),9=77(LC 5),8=B9(LC 5),7=45(LC 5), 5=148(LC 5) FORCES. (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-21=-2611/2506.2-21=1565/1515,2-22=2603/2511,22-23=1783/1307,3-23=1045/995,3-10=308/63, 1-4=-1305/1275 BOT CHORD 4-5=-527/433,5-6=1874/1728,6-7-6531589,7-8=693/629,8-9=1313/1249,9-1 0=1 887/1824 WEBS 2-6=-1482/1459,2-1 0=-1 954/1998,1-6=-232712410 NOTES- 1)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 2)TCLL:ASCE 7-10;Pf=25.0 psf(gat roof snow);Category 11;Exp B;Fully Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)All plates are 2x4 MT20 unless otherwise Indicated. 5)Gable studs spaced at 2-0-0 oc. +t�()IWNG 6)This truss has been designed for a 10.0 pst bottom chord five load nonconcurrent with any other live loads. - M1I 40 7)•This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide aT will fit between the bottom chord and any other members, p 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 803 lb uplift at joint 10,1330 Ib uplift at joint 4,999 lb uplift at joint 6,1 lb uplift at joint 9 and 28 lb uplift at joint 5. 9)This truss has been designed for a total drag bad of 310 plf.Lumber DOL=(1.33)Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0.0 to 13 9-14 for 310.0 plf. LOAD CASE(S) Standard `�O ,,�G 4074� � �ssI�NAL�� May 15,2020 AWARNING-Verify design paramelarii and READ NOTES ON THIS AND WCLUDEO WTEK REFERENCE PAGE MII-7473 rev.fOI031201 5 BEFORE USE. Design vaua for use only with MfTeko connectors.This design is based only upon parameters shown,and Is for an individual building component.na.a Inks system-Before use,the building designer must verify the appticabitdy of design parameters and properly Incorporate this design Into the owtarl building design Bracing indicated is to prevent buckling of individual trust,web and/o(cnord members only,Additional temporary and permanent bracing is always required for stability and to prevent collapse with possib'.e personal Injury and property damage.For general guidance regarding the iTekr fabrication,storage,dehvery,erection and bracing of trusses and truss systems,see ANSMH Quallty Criteria,OSB-89 and BCSf Building Component Safety Information available from Truss Plate Inslnule,2670 Cram Wghway,Suite 203 W4ldorf,MD 20601 250 Klug Circle Corona,CA 92880 .; ,�. _� i ob 1 russ Truss Type ty y (Old 1,J,N) ' � K7752405 Oldq G,H,L A09 Monopitch 8 1 Job Reference(aoUonafl Builders First Source,Arlington,WA 98223 Run:8240 s Mar 9 2020 Print B240 s Apr 4 2020 MRek Industries,Inc.Fit May 15 12:27:45 2020 Page 1 ID:cLBFp2gJGmMi78ob6vsUYYzy_c2-OPEzutKneRNXMLZApOnPiYoLhWa7JH13Axl6zGDxC 3-tF13 10$•0 163.12 1 8 22.9-11 40.0 3Q-7-4 J2-b•10 1.60 3.8.13 0 1.3 5-7-12 0.1.2 &4.3 1.2.5 6-7-4 1-10-6 4.00 12 e 9 Scale=1:68-6 19 4x8 7 16 3x6 3x4 5 6 3x4 4 3x6 3 3x4 II 17 2 1 10 11 12 13 14 20 15 21 16 3x8 = 3x4 = 3x6 =3x4 — 3x4 = 2x4 II 3x8 = 24-0-0 r r41.10 le-.312 19.2.12 22.0.11 2Y10ir 30.7.4 1 1-&0 30-7-4 _ 1.10-6 _ Plate Offsets(X,Y)— [8:0.2-0,0.1112] LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.73 Vert(LL) -0.09 11-13 >999 360 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.52 Vert(CT) -0.19 11-13 >999 240 TCDL 10.0 Rep Stress Incr YES WB 0.96 Horz(CT) 002 16 n/a n/a BCLL 0.0 Code IBC2015fTP12014 Matrix-AS Wind(LL) -0.06 15-16 >999 240 Weight:165lb FT=20% BCOL 10.0 LUMBER- BRACING- TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 HF No.2 WEBS 1 Row at midpt 8-16,7-16,7-14 REACTIONS. (lb/size) 16=392/Mechanical,10=822/0-5-B,14=1769/0-5-8 Max Horz 10=360(LC 9) Max Uplift 16=104(LC 9),10=86(LC 8),14=205(LC 12) Max Grav 16=730(LC 19),10=824(LC 19),14=1881(LC 19) FORCES. (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/62,2-17=142/21,3-17=122/41,3-4=821/17,4-5=-178/78,5-6=144/381,6-18=-135/447,7-18=-126/550, 7-19=168/66,8-19=116/103,8-9=76/0,6-16=5801144,2-10=22B/87 BOT CHORD 1 0-1 1=-2 5 518 79,11-12=157/563,12-13=157/563,13-14=134/72,14-20=117/106,15-20=-117/106,15-21=117/106, 16-21=117/106 WEBS 3-11=1951142,4-11=0/390,4-13=740/137,5-13=25/586,7-15=0/347,7-16=-168/44,3-1 0=1 010/122, 5-14=1000/170,7-1 4=-1 04 618 5 NOTES- 1)Wind:ASCE 7-10:Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=4.8psf;h=25ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)-1-6-0 to 1-6-12,Interior(1)1-6-12 to 29--14,Exterior(2)29-4-14 to 32-5-10 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Fully Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 01ANG ZJtt 4)This truss has been designed for greater of min roof live load of 20.0 psf or 2 00 times flat roof load of 25.0 psf on overhangs W non-concurrent with other live loads. 0 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. pT 6)`This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 7)Refer to girder(s)for truss to truss connections. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 104 lb uplift at joint 16,86 lb uplift at joint 10 and 205 lb uplift at joint 14. 9)This truss design requires that a minimum of 7116"structural wood sheathing be applied directly to the top chord and 1/2"gypsum ��O -#�54074� sheetrock be applied directly to the bottom chord. ,{+ GI$q g4 LOAD CASE(S) Standard Assj4NALS May 15,2020 AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.10/03/2015 BEFORE USE Design valid for use only with MITek®connectors This design Is based only upon parameters shown,and Is for an individual building component,not • a truss system Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design.Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing Welk' is always required for stability and to prevent collapse with possible personal Injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIRpII Quality Criteria,DSS-89 and SCSI Sullding Component 250 Klug Circle Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Corona,CA 92880 �,, I . Truss Truss I ype ly (o10I.J.N) K7752466 AOAA Monopdch 12011Y 1 Job Reference(Optional) Builders First Source,Arlington,WA 98223 Run:8240 s Mar 9 2020 Print:6.240 s Apr 4 202.0 MTek Industries,Inc.Frl May 16 IZ27:46 2020 Page 1 ID:cLBFp2gJGmMl7Bdb6vsUYYzv r:2-0BzdAEuyYu2E8WWIkVO&()yy5yo45PJaXQJwVIYzGDxB -1•S o 3.8.13 ta8.0 163.12 1 -8 22.9.11 4-0.0 30.7•A 32-&10 1b0 3-fL 13 5-11-3 5-7.12 0.1 2 W-3 -2.6 1-10-8 4.00 12 8 9 Scale=1:68.8 19 .y 6x10 7 1B 3x6 3x4 6 5 3x4 4 5x8 3 3x4 II 17 2 �1 10 11 12 13 14 20 15 21 16 5x12 MT20HS = 3x4 = 3x6 =3x4 — 5x8 = 2x4 Us — L724-0 0 t 8.1-10 16.3.12 19.2-12 1 22.9.11 -in4 30.7-A 1 '14141 1 30.7.4 t-10-6 Plate Offsets(X,Y)— [8:0.2-0.0.1-12[ LOA TCLL (P 25.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP (Roof Snow=25.0) Plate Grip DOL 1.15 TC 0,80 Vert(LL) -0.09 11-13 >999 360 MT20 185/148 TCDL 10.0 Lumber DOL 1.15 BC 0.56 Vert(CT) -0.18 11-13 >999 240 MT20HS 139/111 BCLL 0.0 Rep Stress Incr NO WB 0.96 Horz(CT) -0.08 16 n/a n/a BCDL 10.0 Code IBC2015/TPI2014 Matrix-AS Wind(LL) -0.05 15-16 >999 240 Weight:170 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 DF 1800F 1.6E*Except* TOP CHORD Structural wood sheathing directly applied, except end verticals. 1-6:2x4 HF No.2 BOT CHORD Rigid ceiling directly applied. BOT CHORD 2x4 HF No.2 WEBS 1 Row at midpt 8-16,7-16,3-10 WEBS 2x4 HF No.2*Except` 2 Rows at 1/3 pts 7-14 7-14:2x4 OF No.2 REACTIONS. (lb/size) 16=361/Mechanical,10=804/0-5-8,14=1819/0-5-8 Max Horz 10=4743(LC 26) Max Uplift 16=-751(LC 26).10=-84(LC 8),14=-209(LC 12) Max Grav 16=696(LC 19),10=2000(LC 26).14=3316(LC 26) FORCES. (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/62,2-17=141/21,3-17=121/41,3-4=3463/18,4-5=3146/129,5-6=2815/434,6-18=2734/497,7-18=2662/607 ,7-19=-5084/67,8-19=4955/103,8-9=76/0,8-16=578/145,2-10=240/87 BOT CHORD 10-11=2023/848,11-12=1487/517,12-13=-1487/517,13-14=1817/72,14-20=-815/105,15-20=815/105, 15-21=815/105,16-21=815/105 WEBS 3-11=-206/552,4-11=91/394,4-13=749/139,5-13=-26/593,7-15=0/348,7-16=131/1406,3-10=-3118/119, 5-14=-1000/169,7-14=-2858/91 NOTES- 1)Wind:ASCE 7-10;VuIt=11Omph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=4.8psf;h=25ft;Cat.ll;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)-1-6-0 to 1-6-12,Interior(1)1-6-12 to 29-4-14,Exterior(2)29-4-14 to 32-5-10 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow):Category 11;Exp B;Fully Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. OMBCi2j, 4)This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs Rim 'q0 non-concurrent with other live loads. 5)All plates are MT20 plates unless otherwise indicated. GjO 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=IO.Opsf. 8)Refer to girder(s)for truss to truss connections. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 751 Ito uplift at joint 16,84 lb uplift at joint ��! 51074 �4 10 and 209 lb uplift at joint 14. Off, GT3l�R� 10)Load case(s)26 has/have been modified.Building designer must review loads to verify that they are correct for the intended use of this truss. G 11)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and 1/2"gypsum sSjONAL sheetrock be applied directly to the bottom chord. May 15,2020 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE Design valid for use only with MTak3i connectors.This design is based only upon parameters shown-and Is for an Individual building component,not ��• a truss system.Before use,the building designer must verify the applicability of design parameters and property Incorporate this design into the overn0 building design Bracing indicated is to prevent buckkng of indMdual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal Injury and property damage_For general guidance regarding the fabrication,stonge,delivery,erection and bmckN of trusses and truss systems,see ANSUTP11 Quality CritoNn,OSS-89 and SCSI aufldlng Component 250 Klug Circle Safety Information availab:a from Truss Prate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 2D60I Corona,CA 92880 ob I N55 Truss Type Uty ly (Old I,J,N) K7752466 Bldg G,H,L A09A Moropxch 2 1 Job Reference(optional) Build"First Source,Arlington,WA 98223 Run:8.240 a Mar 9 2020 Pnrd:8,240 s Apr 4 2020 MITek Industries,Inc.Fit May 15 12:27:46 2020 Page 2 ID:cLBFp2gJGmMl7Bdb6vsUYYzv_c2.88zdAEuyYuZEBWwlkVAvOyy5y045PJaXQ_jwVIYzGDxB NOTES- 12)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s) at 30-6-0 on tap chord. The design/selection of such connection device(s)is the responsibility of others. 13) In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard Except: 26) User defined:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-2=70(F),2-8=70(F),8-9=-70(F),10-16=-20(F) Concentrated Loads(lb) Vert:8=1581(F) Horz:8=-4743(F) AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.1010312015 BEFORE USE. Design valid for use only with Mrrek®connectors This design Is based any upon parameters shown,and Is for an Individual building component,net a truss system.Before use,the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building design.Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only.Addxlonal temporary aria perm-ant brncing MiTek' is always required for stabllky,and to prevent collapse with possible personal injury and properly damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSVTPII Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Sarelyinformerron available from Truss Plate Institute,2670 Crain Highway,Guile 203 Waldorf,MD 20601 Corona,CA 92880 :A7 r50149 sfuss ype Oty Ply told IAN) K7752467 G,H,L �Aruo GABLE 2 1 b Reference(optional) Builders Filial Source,Adngton,WA Sam Run:6.240 s Mar 9 2020 Print:8,240 s Apr 4 2020 Mrrek Industries,Inc.Fri May 15 12:27:47 2020 Page 1 ID:cLBFp2gJGmMI?Bdb6v3UWzy_c2-cOX?OavaJBhSmgVxHERFUAdFOUR_21 DaC Nf2q_zGDxA -1 6 0 3.8.13 10 8 0 12.10 8 163-12 Ato 1-0-0 3.8-13 6-11-3 2.2.8 I 3.54 3.1-12 3x4 I Scale=1:43.7 0 4.00 12 3x4 7 3x4 3x8 \\ 3x6 i:-� 3x6 i5:� 6 22 5 3x8 3x6 4 4x12 \\ 3x8 3 3x6 21 2 10 9 3x8 = 3x4 = 11 12 3x4 = 3x6 = 1.8-0 0.1-10 16-3-12 1l)•5.8 19.5-8 Plate offsets(x,Y)— 13:0-5-8,0-0-01,t5:0-5-0,0.141 (18:0-1-12,0.1-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc)J Ildefl Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.31 Vert(LL) 0.09 10-11 >999 360 MT20 185/148 TCDL 0.0 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.54 Vert(CT) -0.19 10-11 >999 240 1 BCLL 0.0 Rep Stress Incr YES WB 1.00 Horz(CT) 0.04 12 n/a n/a 3CDL 10,0 Code IBC2015/TPI2014 Matrix-AS Wind(LL) 002 10 >999 240 Weight:118 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 HF No.2 OTHERS 2x4 HF No.2 REACTIONS. (lb/size) 12=858/0-5-8,9=983I0-7-4 Max Horz 9=229(LC 9) Max Uplift 12=-112(LC 12).9=123(LC 8) Max Grav 12=1059(LC 19),9=1030(LC 19) FORCES. (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/62,2-21=199/4,3-21=-191/11,3-4=1330/82,4-5=1236/92,5-6=593/71,6-22=-538/68,7-22�466/81, 7-8=91/77,8-12=104/30,2-9=-291/103 BOT CHORD 9-10=-195/1228,10-11=117/1092,11-12=-55/442 WEBS 7-1 2=1 0461115,7-11=-44/641,3-10=871110,5-10=0/360,5-11=827/150,3-9=-1291/170 NOTES- 1)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSIITPI 1. 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)All plates are 2x4 MT20 unless otherwise indicated. 6)Gable studs spaced at 2-0-0 oc. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. OWNO Z' _8)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide `9 will fit between the bottom chord and any other members. � qT O 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 112 lb uplift at joint 12 and 123 lb uplift at - ti d Q joint 9. 10)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and 1/2"gypsum tit �1 sheetrock be applied directly to the bottom chord. LOAD CASE(S) Standard .off 54074 q� O,t� �GIgTER� ASSIDNALG May 15,2020 AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1.7473 rev.1010312015 BEFORE USE. Design valid for use only with MrrekO connectors.This design is based only upon parameters shown,and is for an tndMdual building component,not a truss system Before use,the building designor must verily the applicability or design parameters and property Incorpome this design into the overall building design Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing M iTek" is always required for stability and to prevbm collapse with possible personal irqury and property damage, For general guidance regarding the fabrication,storage,delivery,orection and bracing of trusses and buss systems,sea ANSI/Ti i Quality Cdtadn,DS8.89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute.2670 Cmin Highway,Suite 203 Waldorf.MD 20601 Carona,CA 92880 _. ,a; Job - nrss rues ype 111TY y (Old I,J,N) Bldg G,H,L A11 Monopdch 2 1 K77WA68 Guilders First Source,Minglon,WA 98223 Job Reference toMlic, flan:8.240!Mar 8 2020 Prirrl:8.240 s Apr 4 2020 Mfiek Industries,Inc Fri May is 12.27:47 20M Pago 1 4 2 1D:cLBFp2gJGmMl7ddb6vSUYYzv_c2 c-X70avaJBh5mgVxHERFUAdAv00026iaCNf2q_zGDxA 1-6-0 .5. 10.1� 17.9-10 24.34 6-1-10 16 0 4-5 2 S 8 4 7484 8 510 1-10 8 4.00 12 7 8 Scale=1:67.9 17 3x4 3x4 8 3x6 16 4 5 3x4 3 b 3x4 II 15 2 1 3x8 = 3x4 = 12 13 19 14 9 10 11 18 3x6 = 3x4 = 4x6 = 1-114 , 10-1.6 13-1-8 17-9.10 24.34 Plate Offsets(X,Y)— 17:0.2-0 0-i-121 24 t-10.6 LOADING (psf) TCLL 25.0 SPACING- 2-0-0 CSI. DEFL. In (loc) Ildefl Ud PLATES GRIP (Roof Snow=25.0) Plate Grip DOL 1.15 TC 0.60 Vert(LL) -0.24 9-10 >498 360 MT20 185/148 TCDL 10.0 Lumber DOL 1 15 BC 0.64 Vert(CT) -0.48 9-10 >249 240 BCLL 0.0 Rep Stress Incr YES WB 0.65 Horz(CT) 0.01 14 n/a nla BCDL 10.0 Code IBC2015/TPI2014 Matrix-AS Wind(LL) -0.05 13-14 >999 240 Weight:135 lb FT=20% LUMBER- BRACING- BOTCHORD 2x4 HF No.2 T0 CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid telling directly applied. WEBS 2x4 HF No.2 WEBS 1 Row at midpt 7-14,6-13.6-14 REACTIONS. (lb/size) 14=770/Mechanical,9=559/13-1-8,10=1080/13-1-8,11=5/0-3-8 Max Horz 9=351(LC 9) Max Uplift 14=138(LC 12),9=-60(LC 8),10=-125(LC 12),11=-13(LC 11) Max Grav 14=1070(LC 19),9=565(LC 19),10=1127(LC 19).11=49(LC 21) FORCES. (lb)-Maximum Compression./Maximum Tension TOP CHORD 1-2=0/62,2-15-100/62.3-15=86172,3-4-196/53,4-5=-438/59,5-16-367/75,6-16-298/77,6-17=166/71, 7-17=117/97.7-8=76/0,7-14-550/143,2.9=278/132 BOT CHORD 9-10=-226/21%10-11=128/57,1 1-18-128/57,12-18=128/57,12-13=-128/57,13-19=-88/329,14-19=88/329 WEBS 3-9=-293/27,3.10=213/141,4-10-803/149,4-13=0/360,6-13=101/141,6.14=-564/109 NOTES- 1)Wind:ASCE 7-10;VUn=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=4.8psf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)-1-6.0 to 1-6.0,Interior(1)1-6-0 to 23-1-10,Exterior(2)23-1-10 to 26-1-10 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL-1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. '01'"a Z� 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.0psf. Q OF WA$�y�� 7)Refer to girder(s)for truss to truss connections. `rNp 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 138 lb uplift at joint 14,60 lb uplift at joint of �0 9,125 Ili uplift at joint 10 and 13 lb uplin at joint 11. 9)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and 1/2"gypsum sheetrock be applied directly to the bottom chord. LOADCASE(S) Standard ,p_54074� BSSION�G A May 15,2020 WARNING-VorNy doslpn param htrs and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE A067413 rev.f0/0312016 BEFORE USE Design valid for use only with MRem connectors.This design to based only upon parameters shown,and is far an Individual building component,not a truss system,Before use,the building designer must veny the applicability of design parameters and property incorporate this design into the owra9 building design Bracing indicated Is to provent buckling of indiindual truss web and/or chord members only,Additional temporary and permanent bracing is always required for stahury and to provent connote with possible personal Iniury and property damage. For general guidance regarding the M iTe k" fabrication,storage.delivery,election and bracing of trusses and truss systems,sea ANSIMP11 OU410y Criteria,DS849 and BCSI Building Component Safory IntOMIRflon available from Truss Plata Instnvle,2670 Crain Highway.Suite 203 Waldorf,MD 20601 250 Klug Circle Carona,CA 92880 .,� �J i Job !Truss russ I ype Qty Ply (OW I,J.N) IIII IO762469 Bldg G,H,L A Manapltch 10 1 Job Reference(optional) Builders First Source,AAington,01A 98223 Run:8.240 s Mar 9 2020 Print:8.240 s Apr 4 2020 MrTek Industries,Inc,Fri May 15 12:27:48 2020 Page 1 ID:cLBFp2gJGmM I?Bdb6vsUYYzv_c24a5NbwwC4VpyOp40rxyU1 NAKbuinnwvjR1PbMRzGDx9 1-1-M 4-5-2 I 10-1-6 17-9-10 , 24-34 26-1-10 1-0-0 4-5-2 7-8-0 6.5-10 '1-10.8 1 4.00 12 7 8 Scale:3/16"=l' 16 3x4 a 3x4 3x6 15 4 5 3xB b 3 3x4 11 14 2 ES 9 10 17 11 12 18 13 us = 3x4 = 3x6 = 3x4 = 4x6 = � 1.1114 , 10-" 17-9-10 24-3.4 Plate Offsets(X,Y)— 17:0.2.0,0.1-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 060 Vert(LL) -0.25 9-10 >999 360 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1-15 BC 070 Vert(CT) -0.51 9-10 >566 240 TCDL 10.0 Rep Stress Incr YES WB 0.87 Horz(CT) 0.04 13 n/a n/a BCLL 0.0 Code IBC2015/TPI2014 Matrix-AS Wind LL -0.06 12-13 >999 240 Weight:135 lb FT=20% UCDL 100 ( ) 9 LUMBER- BRACING- TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 HF No.2 WEBS 1 Row at midpt 7-13.4-12.6-13 REACTIONS. (lb/size) 13=1222/Mechanical,9=1192/0-5-8 Max Horz 9=351(LC 9) Max Uplift 13=185(LC 12),9=127(LC 8) Max Grav 13=1542(LC 19),9=1227(LC 19) FORCES. (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/62,2-14=104/64,3-14=-90/74,3-4=1177/97,4-5=-774/64,5-15=673/81,6-15=-599/82,6-16=166/71, 7-16=-118/97,7-8=76/0,7-13=-550/143,2-9=283/133 BOT CHORD 9-10=254/831,10-17=163/1065,11-17=-163/1065,11-12=163/1065,1 2-1 8=-1 041658,13-18=104/658 WEBS 3-9=-1161/117,3-10=01346,4-10=0/219,4-12=-567/110,6-12=23/594,6-13=1140/166 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=4.epsf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)-1-6-0 to 1-6-0,Interior(1)1-6-0 to 23-1-10,Exterior(2)23-1-10 to 26-1-10 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads ON"G Z, 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. (� n 6)'This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide T PIAS will Fit between the bottom chord and any other members,with BCDL=10.Opsf. Q� 7)Refer to girder(s)for truss to truss connections. 0 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 185 lb uplift at joint 13 and 127 lb uplift at Z joint 9. 9)This truss design requires that a minimum of 7116"structural wood sheathing be applied directly to the top chord and 1/2"gypsum sheetrock be applied directly to the bottom chord. .oho 54074� w� LOAD CASE(S) Standard ,d+ — ASgIpN��yG May 15,2020 AWARNING.Verify design parameter and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,1II.7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MRek®connectors.This design is based only upon parameters shown,and is for an Individual bullding component,not ��• a truss system,Before use,the building designer must verify the appllcablllty of design parameters and property incorporate this design Into the overall building design Bracing indicated Is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with passible personal Injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSVTP/1 quality Criteria,DSB-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Corona,CA 92880 n n� Job I % cuss cuss ype Qty y [�: Old I,J,N) • K7752470 Bldg G,H,L A13 MONOPITCH 1 1 lob Reference a(optonal)i Builders First Source,Arlinglon,WA 91=3 Run;6.240 a Mar 9 2020 Prim:8,240 a Apr 4 2020 Mrrek Industries,Inc.an May 15 1227*49 2020 Page 1 ID:cLBFp2gJGmMI?Bdb6vsUYYzv c2 YmfloGwgrpxo?zeKP1T)rlbjSbIS(ftatgh89ut7.GDx8 144, 4-5.2 101 6 17-9 10 243 4 28-1-10 FFM T 4-5-2 I 5&4 7 6 4 BS70 1-10-6 4.00 12 7 8 Scale=1:65A 16 5x8 6x10 6 4x6 15 4 5 6x10 ^ u5 3 3x4% 14 2 d. 9 10 17 11 12 18 13 6x10 = 6x6 = 3x6 = 5x8 = BX10 = ,1-11-4 , 10.1.8 17-9-10 2434 r 18-0� 2-4-3-41.10$ Plate Offsets(X,,Y)— 17:0.2.0,0-1-121 (9:Edge,0-3.0] 112:0.3.8,0.2-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 25,0 Plate Grip DOL 1.15 TC 0.77 Vert(LL) -0.05 8 n/r 180 MT20 1851148 (Roof Snow=25 0)00 Lumber DOL 1,15 BC 064 Vert(CT) -0.06 8 n/r 120 BCDLL 10 0 Rep Stress Incr YES WB 0.94 Horz(CT) -0.02 10 n/a n/a BCDL 10.0 Code IBC2015rrP12014 Matrix-S Weight:158 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 2-11-9 oc purlins, BOT CHORD 2x4 HF No.2 except end verticals. WEBS 2x4 HF No.2'Except" BOT CHORD Rigid ceiling directly applied. 4-12,6-13,2-9:2x6 DF No 2 WEBS 1 Row at midpt 7-13,3-9,3-10,4-10,4-12,6-12,6-13 REACTIONS. (lb/size) 13=498/24-3-4,9=590/24-3-4,10=791/24-3-4,12=534/24-3-4 Max Horz 9=351(LC 9) Max Uplift 13=-1900(LC 35),9=-265B(LC 32),10=1461(LC 40),12=322(LC 32) Max Grav 13=1961(LC 28),9=2851(LC 51),10=1805(LC 29),12=822(LC 29) FORCES. (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/66,2-14=.426/392,3-14=-1371/1385,3-4=2904/2752,4-5=-3461/3291,5-15=2045/2053,6-15=900/887, 6-16=-2220/2095,7-16=422/283,7-8=76/0,7-13=-549/185,2-9=274/177 BOT CHORD 9-10=2577/2421,10-17=-980/886,1 1-1 7=4 7113 7 7,11-12=-1650/1555,12-18=-700/766,13-18=1217/1267 WEBS 3-9=-3648/3497,3-10=-2089/2168,4-10=-2805/2777,4-12=-2964/3019,6-12=-2283/2245,6-13=-2190/2230 NOTES- 1)Wind:ASCE 7-10;Vult=11Omph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=4.Bpsf;h=25ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Comer(3)-1-6-0 to 1-6-0,Exterior(2)1-6-0 to 23-1-10,Comer(3)23-1-10 to 26-1-10 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25 0 psf on overhangs non-concurrent with other live loads. �MING ZIa 5)Gable requires continuous bottom chord bearing. ' • Og QJ�gp,_` o 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Q O� 7)'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide p will fit between the bottom chord and any other members,with BCDL=10.Opsf. � 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 1900 lb uplift at joint 13,2658 lb uplift at joint 9,1461 lb uplift at joint 10 and 322 lb uplift at joint 12. 9)This truss has been designed for a total drag load of 310 plf.Lumber DOL=(1.33)Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 24-3-4 for 310.0 plf. •1!O 54074 6jSR LOAD CASE(S) standard �s`slONAL�G May 15,2020 AWARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev.1010312015 BEFORE USE. Design valid for use only with MITek®connectors,This design Is based only upon parameters shown,and Is for an Individual building component,not a truss system,Before use,the bubding design must verify the applicability of design parameters and property Incorporate this design into the overall building design.Bracing Indicated is to prevent buckling of Individual Imsa web andlor chord members only.Additional temporary and pormanont bracing M iTe k. is always requited for stability and to prevent copapse win possible personal Injury and property demage_For general guldame regarding the fabrication,storage,delivery,erection and bracing o!trusses and truss systems,see ANSUTP11 Quality Criteria,DSB•99 and SCSI Building Component 250 Mug Circle Safety Information Available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20501 Corona,CA 928BO iy! J% tf Job as Truss Type ty y lad I,J,N) Bldg G,H,L B01 GABLE K7752471 ' 4 old Reference(optional) aulkert First Source,Anmgton,WASS223 Run:8.240 s Mar 9 7020 Print'8.240 s Apr 4 2020 MRek Indusitioa,Inc.Fn May 15 12.17.53 2020 Page 1 ID:cLBFp2gJGmMI?BdbGvst)YYzv_c2-RYuGedzLvlSEUby5eVY(kRtFgvVCRpSSbl6M2ezGDx4 t 12 12.11.12 19A-12 1 25-11-0 8�0 6ar 0 6-6-12 8x8 = 3x10 = 2x4 I I 5x8 = UB= 8x8 = Scale=1:62.4 1 2x4 I I 2x4 I 2 2x4 I I 2x4 I 3 2x4 II 4 2x4 11 5 2x4 I 2x4 11 2x4 II 6 2 I z II 2x4 4 II 4 I II x4 II 2x4 II 6x10 II 4 II II 4 II II 7 50 51 528 53 9 54 55 10 56 57 58 11 59 60 61 12 4x6 I axe = Bx8 = 8x8 = 10x10 = 4x6 t 6412 12-11-12 194-12 25-11-8 25.11.8 Plate Offsets(X,Y)— [2:0-3-8,0-1.81,14:G-4-0,D•3-0],15:0•3-8,0-1.81,[8:0-2-8,0-4-8],(10:0.40,0-412],[11:0-3.8,0-5.0],[12:Edge,0-2-0[,[140-1-13,0-1 81,[75 0.3-0,0-1-8], 116:0-3-1.0-3-81 117:0.3-0 0.1-81 f 18.G-3-0 0-1-81 f 19:0-3-0,0-"1(20:0.3-0 0-1 81 LOADING (psi)TCLL 25.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP(Roof Snow=25.0) ( )Plate Grip DOL 1.15 TC 0.38 Vert LL -0.15 10-11 >999 360 MT20 1851148 TCDL 12.0 Lumber DOL 1,15 BC 0.49 Vert(CT) -0.22 10-11 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.76 Horz(CT) 0.01 12 n/a n/a BCDL 12.0 Code IBC2015/TPI2014 Matrix-MS Wind(LL) 0.06 10-11 >999 240 Weight:1049 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc puffins, except BOT CHORD 2x6 DF 240OF 2.0E end verticals. WEBS 2x4 HF No.2*Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. 1-7,6-12:2x6 OF No.2 WEBS 1 Row at mldpt 1-7,6-12 OTHERS 2x4 HF No.2*Except* 13-14,14-15,15-16,16-17,17-18,18-19,19-20,20-21:2xB DF SS SUPPLEMENTARY BEARING PLATES.SPECIAL ANCHORAGE,OR OTHER MEANS TO ALLOW FOR THE MINIMUM REQUIRED SUPPORT REACTIONS. (lb/size) 7=11818/0.5-8,12=12847/0-3-8 (req.0-5-5) WIDTH(SUCH AS COLUMN CAPS,BEARING BLOCKS.ETC.) Max Horz 7=280(LC 5) ARE THE RESPONSIBILITY OF THE TRUSS MANUFACTURER Max Uplift 7=-1526(LC 4),12-1599(LC 5) OR THE BUILDING DESIGNER. FORCES. (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-7=-10531/1356,1-2=6105/789,2-3=8258/1021,34=8258/1021,4-5=8258/1021,5-6=6333/810, 6-12=-10897/1391 BOT CHORD 7-50=-247/227,50.51-247/227,51-52=247/227,B-52-247/227,8-53=-91 116 1 05,9-53-911/6105,9.54-911/6105, 54-55-911/6105,10-55=-91116105,10-56=-860/6333,56-57=-860/6333,57-58=860/6333,11-58=860/6333, 11-59=117/100.59.60=1171100,60-6 1=1171100,12-61=1171100 WEBS 1-8=1511/11939,2-8=4101/643,2-10=592/4216,3-10=-476/121,5.10=551/3769,5-11=37131608, 6-11-1551/12360 NOTES- Altercate to 12"dia.bolts and washers speafled In note 1: USP WS6,SIMPSON SOS25600,SDW22638,OR TRUSSLOK TSLZ00B, 1)4-ply truss to be connected together with 1Od(0.131"x3")nails as follows: 1/4-X 6-LONG WOOD SCREWS SPACED Q 24"OC,2 ROWS(ONE ROW-2X4) Top chords connected as follows:2x6-2 rows staggered at 0-9-0 cc,2x4-1 row at 0-9-0 cc. DRIVEN FROM EITHER SIDE OF 4-PLY GIRDER TRUSS CAN Bottom chords connected as follows:2x6-3 rows staggered at 0-5-0 cc. REPLACE THE 12"BOLTS @ 48"OC IN CHORD MEM Webs connected as follows:2x4-1 row at 0-9-0 cc. AS SHOWN IN THE NOTE SECTION. Attach BC w/1/2"diem.bolts(ASTM A-307)in the center of the member w/washers at 4-0-0 cc. 0M7NG Z 2)All loads are considered equally applied to all plies,except N noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ^�JQ. G ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. p�WAS 3)Truss designed for wind loads In the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSIfiPI 1. O� 4)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Grp B;Fully Exp.;Ct=1.10 5)Provide adequate drainage to prevent water ponding. 6)All plates are 3x6 MT20 unless otherwise Indicated. 7)Gable studs spaced at 2-0-0 cc. '0 ,�54074 8)This truss has been designed fora 10.0 DO bottom chord live load nonconcurrent with any other live loads. �164, 9)•This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-0-0 wide tS11zR will fit between the bottom chord and any other members,with BCDL=12.Opsf. SSI�NALG 10)WARNING:Required bearing size at joint(s)12 greater than input bearing size. 11)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 1526 lb uplift at joint 7 and 1599lb uplift at joint 12. May 15,2020 A WARNING-Veri7y,design paramalers and READ NOTES ON T WS AND INCLUDED AflTEN REFERENCE PAGE Mil-7473 rev,lOM3?015 BEFORE USE. Design valid for use only with M(Tekg connectors.This design Is based only upon parameters shown,and is for an IMlvidual building component,not �- a truss system,Before use,the building designer must verily the applicability of design parameters and properly Incorporate this design into the overall building dosiga_Bracing Indicated is to prevent buckling of Individuat truss web and/or chord members only Add@fdnai temporary and permanom bracing WOW always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication.storage,dalrary,erecilon and bracing of trusses and truss systems,see ANS4TP11 Duality Criteria,DSB-88 and BCSI Building Component 250 Klug Circle Safory infarmalion available from Truss Plato Institute,2670 Crain filghvay,Suite 203 Waldorf,MD 20601 Corona,CA 92880 J M Job -' I cuss Truss type ry Fy (Old I.J,N) K7752471 Bldg G,H,L 301 GABLE 1 Job Reference(optiomall Builders First Source,Adinglon,WA 99223 Runr 8240 s Mar 9 2020 Print:8240 s Apr a 2020 MTek Industries,Inc.Fri May 15 12:2713 2020 Page 2 I0:cLBFp2gJGmMl7Bdb6vsUYYzv_c2-RYuGodzLviSEUby5eVYOKRIFgvVCRpSSbISM2ozGDz4 NOTES- 12) Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)1113 lb down and 199 lb up at 2-0-12,1808 lb down and 232 lb up at 4-0-12,1808 lb down and 232 lb up at 6-0-12,1800 lb down and 232 lb up at 8-0-12,1808 lb down and 232 lb up at 10-0-12,1808 lb down and 232 lb up at 12-0-12, 1885 lb down and 240 lb up at 14-0-12,645 lb down and 153 lb up at 14-2-12,1896 lb down and 238 lb up at 16-0-12,1896 lb down and 238 lb up at 18-0-12,1896 lb down and 238 lb up at 20-0-12,and 1896 lb down and 238 lb up at 22-0-12,and 1896 lb down and 238 lb up at 24-0-12 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 13) Studding applied to ply:4(Back) 14) Filler applied to ply:4(Back) LOAD CASE(S) 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.16 Uniform Loads(pin Vert:1-6=74,7-12=24 Concentrated Loads(lb) Vert:9=-1808(F)50=1113(F)51=-1808(F)52=1808(1`)53=-1808(F)55=1808(F)56=2530(F=-1885,B=-645)57=-1896(F)5B=1896(F)59=1896(F)60=1896(F) 61=1896(F) 2)Dead+0.75 Snow(balanced)+0.75 Uninhab.Attic Storage:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-6=61,7-51=54,8-51=-24,8-54=54,12-54=24 Concentrated Loads(lb) Vert:9=-1626(F)50=998(F)51=1631(F)52=1644(F)53=-1619(F)55=1649(F)56=2263(F=-1714,B=-548)57=1725(F)58=1725(F)59=-1725(F)60=1725(F) 61=-1725(F) 3)Dead+Uninhabitable Attic Without Storage:Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-6=24,7-12=44 Concentrated Loads(lb) Vert:9=-860(F)50=505(1`)51=-860(F)52=-860(F)53=860(F)55=860(F)56=-1154(F=-890,B=-264)57=905(F)58=-905(F)59=905(F)60=905(F)61=905(F) 4)Dead+0.6 MWFRS Wind(Pas.Intemal)Left:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-6=19,7-12=10 Harz:1-7=11,6-12=15 Concentrated Loads(lb) Vert:9=218(F)50=185(F)51=218(F)52=218(F)53=218(F)55=218(F)56=365(F=226,B=139)57=224(F)58=224(F)59=224(F)60=224(F)61=224(F) 5)Dead+0.6 MWFRS Wind(Pos.Intemal)Right:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-6=19,7-12=10 Harz:1-7=15,6-12=11 Concentrated Loads(lb) Vert:9=218(F)50=185(F)51=218(F)52=218(F)53=218(F)55=218(F)56=365(F=226,B=139)57=224(F)58=224(F)59=224(F)60=224(F)61=224(F) 6)Dead+0.6 MWFRS Wind(Neg.Intemal)Left:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(pin Vert:1-6=4,7-12=24 Harz:1-7=19,6-12=7 Concentrated Loads(lb) Vert:9=232(F)50=199(F)51=232(F)52=232(F)53=232(F)55=232(F)56=394(F=240,13=153)57=238(F)5B=238(F)59=238(F)60=236(F)61=238(F) 7)Dead+0 6 MWFRS Wind(Neg.Intemal)Right:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-6=-4,7-12=24 Harz:1-7=7,6-12=19 Concentrated Loads(lb) Vert:9=232(F)50=199(F)51=232(F)52=232(F)53=232(F)55=232(F)56=394(F=240,B=153)57=236(F)58=238(F) 59=238(F)60=238(F)61=238(F) 8)Dead+0.6 MWFRS Wind(Pos.Intemal)1st Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-6=19,7-12=10 Harz:1-7=10.6-12=14 Concentrated Loads(lb) Vert:9=218(F)50=185(F)51=218(F)52=218(F)53=218(F)55=218(F)56=365(F=226,B=139)57=224(F)58=224(F) 59=224(F)60=224(F)61=224(F) 9)Dead+0.6 MWFRS Wind(Pos.Intemal)2nd Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(pin Vert:1-6=19,7-12=10 Harz:1-7=14.6-12=10 Concentrated Loads(lb) Vert:9=218(F)50=1 85(F)51=218(F)52=218(F)53=218(F)55=21 8(F)56=365(F=226,B=1 39)57=224(F)58=224(F) 59=224(F)60=224(F)61=224(F) 10)Dead+0.6 MWFRS Wind(Pos.Intemal)3rd Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-6=11,7-12=10 Harz:1-7=5,6-12=10 Concentrated Loads(lb) Vert:9=21B(F)50=185(F)51=218(F)52=218(F)53=218(F)55=218(F)56=365(F=226,B=139)57=224(F)58=224(F) 59=224(F)60=224(F)61=224(F) 11)Dead+0.6 MWFRS Wind(Pos.Intemal)4th Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-6=11.7-12=10 Harz:1-7=10,6-12=5 AL WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II-7473 rev.1010312015 BEFORE USE. �� Design valid for use only with Mrrek®connectors This design is based only upon parameters shown,and Is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing M iTek" Is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSVTPIi Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20501 Corona,CA 92BBO i Job , %r Truss I ruse Type Qty Ply (old I,J.N) K7752471 Bldg G,H,L 1301 GABLE 1 A Y Jab Reference(optional) Buliders First source,AAnt lon,WA 98223 Run:8.240 s Mar 9 2020 Print:8240 a Apr 4 2020 MTek Industries,Inc.Fri May is 12:27:53 2020 Page 3 ID:cLBFp2gJGmM1?BdbSvsUYYzy_c2-RYLfGedzLvlSEUbySeVYfkRtFgvVCRpSSbi6M2ezGDx4 LOAD CASE(S) Concentrated Loads(lb) Vert:9=21 8(F)50=1 85(F)51=218(F)52=218(F)53=218(F)55=21 B(F)56=365(F=226,B=1 39)57=224(F)58=224(F)59=224(F)60=224(F)61=224(F) 12)Dead+0.6 MWFRS Wind(Neg.Internal)1st Parallel:Lumber Increase=1.60„Plate Increase=1.60 Uniform Loads(plf) Vert:1-6=4,7-12=24 Harz:1-7=17,6-12=6 Concentrated Loads(lb) Vert:9=232(F)50=1 99(F)51=232(F)52=232(F)53=232(F)55=232(F)56=394(F=240,B=1 53)57=238(F)58=238(F)59=238(F)60=238(F)61=238(F) 13)Dead+0.6 MWFRS Wind(Neg.Internal)2nd Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-6=-4,7-12=24 Horz:1-7=6,6-12=17 Concentrated Loads(lb) Vert:9=232(F)50=199(F)51=232(F)52=232(F)53=232(F)55=232(F)56=394(F=240,B=153)57=238(F)58=238(F)59=238(F)60=238(F)61=238(F) 14)Dead+Uninhabitable Attic Storage:Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-6=24,7-51=64,8-51=-24,8-54=-64,12-54=24 Concentrated Loads(lb) Vert:9=-755(F)50=455(F)51=762(1`)52=779(1`)53=746(F)55=786(F)56=-1070(F=-811.B=-259)57=820(F)58=-820(F)59=-820(F)60=820(F)61=820(F) 15)Dead+0.75 Snow(bat.)+0.75 Uninhab.Attic Storage+0 75(0.6 MWFRS Wind(Neg.Int)Left):Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-6=47,7-51=54,8-51=-24,8-54=-54,12-54=24 Harz:1-7=14,6-12=5 Concentrated Loads(lb) Vert:9=111(F)50=113(F)51=111(F)52=111(F)53=111(F)55=111(F)56=206(F=115,B=91)57=112(F)58=112(F)59=112(F)60=112(F)61=112(F) 16)Dead+0.75 Snow(bal.)+0.75 Uninhab.Attic Storage+0.75(0.6 MWFRS Wind(Neg.Int)Right):Lumber Increase=1.60,Plate Increase=1.60 Uniforrn Loads(plf) Vert:1-6=-47,7-51=54,8-51=-24,B-54=-54,12-54=24 Harz:1-7=5,6-12=-14 Concentrated Loads(lb) Vert:9=111(F)50=113(F)51=111(F)52=111(F)53=111(F)55=111(F)56=206(F=115,B=91)57=112(F)58=112(F)59=112(F)60=112(F)61=112(F) 17)Dead+0.75 Snow(bal.)+0.75 Uninhab.Attic Storage+0.75(0.6 MWFRS Wind(Neg.Int)1st Parallel):Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-6=47,7-51=54,8-51=-24,8-54=54,12-54=24 Harz:1-7=13,6-12=4 Concentrated Loads(lb) Vert:9=111(F)50=113(F)51=111(F)52=111(F)53=111(F)55=111(F)56=206(F=115,13=91)57=112(F)58=112(F)59=112(F)60=112(F)61=112(F) 18)Dead+0.75 Snow(bal.)+0.75 Uninhab.Attic Storage+0.75(0.6 MWFRS Wind(Neg.Int)2nd Parallel):Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-6=-47,7-51=54,8-51=24,8-54=-54,12-54=24 Harz:1-7=-4,6-12=13 Concentrated Loads(lb) Vert:9=111(F)50=113(F)51=1 11(F)52=111(F)53=111(F)55=111(F)56=206(F=115,13=91)57=112(F)58=112(F)59=112(F)60=112(F)61=112(F) 19)Dead+Minimum Snow:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-6=64,7-12=24 Concentrated Loads(lb) Vert:9=1808(1`)50=1113(F)51=1808(1`)52=1808(F)53=-1808(F)55=-1808(F)56=2530(F=-1885,B=-645)57=-1896(F) 58=-1896(F)59=1896(F)60=-1896(F)61=1896(F) 20)Reversal:Dead+0.6 MWFRS Wind(Pos.Internal)Left:Lumber Increase=1 60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-6=19,7-12=10 Harz:1-7=11,6-12=15 Concentrated Loads(lb) Vert:9=-490(F)50=237(1`)51�490(1`)52=-490(F)53�490(1`)55=490(1`)56=-893(F=-511,B=-382)57=519(F)58=519(F) 59=-519(F)60=519(F)61=519(F) 21)Reversal:Dead+0.6 MWFRS Wind(Pos.Internal)Right:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-6=19,7-12=10 Harz:1-7=15,6-12=11 Concentrated Loads(lb) Vert:9=490(F)50=237(1`)51=-490(F)52=490(F)53�490(17)55=490(F)56=893(1`=511,13=382)57=519(F)58=519(1`) 59=-519(F)60=519(F)61=519(F) 22)Reversal:Dead+0.6 MWFRS Wind(Neg.Internal)Left:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-6=4,7-12=24 Harz:1-7=19,6-12=7 Concentrated Loads(lb) Vert:9=476(F)50=223(F)51=-476(F)52=476(F)53=-476(1`)55=476(F)56=-864(1`=497,B=-367)57=504(F)58=504(1`) 59=-504(F)60=504(F)61=504(F) 23)Reversal:Dead+0.6 MWFRS Wind(Neg.Internal)Right:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-6=4,7-12=24 Harz:1-7=7,6-12=19 AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev.1010312015 BEFORE USE. Design valid for use only with MITek®connectors.This design Is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property Incorporate this design into the overall bullding design Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing M iTek' is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANS1(FPIf Quality Criteria,DSB-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Corona,CA 92880 =� i7 r b, r Truss Truss I ype ty y (ad I,J,N) ,H,L 001 GABLE 1 w `Y Job Reference(_optional B u ors First Source,Arlinglon,WA95M Run:8,240 a Mar 9 2020 Print:8.240 s Apr 4 2020 Mrek Industries,Inc.Fri May 15 12:27:53 2020 Page 4 10 cLBFp2gJGmMl7Bdb6vsUYYzv_c2-RYuGedzLvtSEllbyseVYfkRtFgvVCRpSSbl6M2ezGDx4 LOAD CASE(S) Concentrated Loads(lb) Vert:9=-476(F)50=223(F)51=-476(F)52=-476(F)53=476(1`)55=476(F)56=-864(F=-497,B=-367)57=504(F)58=504(F)59=504(F)60=504(F)61=504(F) 24)Reversal:Dead+0.6 MWFRS Wind(Pos.Intemal)1st Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-6=19,7-12=10 Harz:1-7=10,6-12=14 Concentrated Loads(lb) Vert:9=-490(F)50=237(F)51=-490(F)52=-490(F)53=490(F)55=490(1`)56=-893(F=-511,B=-382)57=519(F)58=519(1`)59=519(F)60=-519(F)61=519(F) 25)Reversal:Dead+0.6 MWFRS Wind(Pos.Intemal)2nd Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-6=19,7-12=10 Harz:1-7=14,6-12=10 Concentrated Loads(lb) Vert:9=-490(F)50=237(1`)51=490(F)52=-490(F)53=-490(F)55=490(F)56=-893(F=-511,B=382)57=519(F)58=519(F)59=-519(F)60=519(F)61=519(F) 26)Reversal:Dead+0.6 MWFRS Wind(Pos.Intemal)3rd Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-6=11,7-12=10 Harz:1-7=5,6-12=10 Concentrated Loads(lb) Vert:9=-490(F)50=237(1`)51=-490(F)52=-490(F)53=490(F)55=490(F)56=-893(1`=511,B=-382)57=519(F)58=519(F)59=-519(F)60=-519(F)61=519(F) 27)Reversal:Dead+0.6 MWFRS Wind(Pos.Intemal)4th Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-6=11,7-12=10 Harz:1-7=10,6-12=5 Concentrated Loads(lb) Vert:9=-490(F)50=237(F)51=-490(F)52=-490(F)53=-490(1`)55=490(F)56=-893(F=-511,B=3u)57=519(F)58=519(F)59=-519(F)60=-519(F)61=519(F) 26)Reversal:Dead+0.6 MWFRS Wind(Neg.Intemal)1st Parallel:Lumber Increase=1 60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-6=-4,7-12=24 Harz:1-7=17,6-12=6 Concentrated Loads(lb) Vert:9=-476(F)50=223(F)51=-476(F)52=-476(F)53=476(F)55=476(F)56=-864(F=-497,B=-367)57=504(1`)58=504(F)59=504(F)60=-504(F)61=504(1`) 29)Reversal:Dead+0.6 MWFRS Wind(Neg.Intemal)2nd Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-6=-4,7-12=24 Harz:1-7=6,6-12=17 Concentrated Loads(lb) Vert:9=-476(F)50=223(F)51=-476(F)52=-476(F)53=476(F)55=476(F)56=-864(F=-497,B=-367)57=504(F)58=504(F)59=504(1`)60=-504(F)61=504(F) 30)Reversal:Dead+0.75 Snow(bal.)+0.75 Uninhab.Attic Storage+0.75(0 6 MWFRS Wind(Neg.Int)Left):Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-6=47,7-51=54,8-51=24,8-54=-54,12-54=24 Harz:1-7=14,6-12=5 Concentrated Loads(lb) Vert:9=-1055(F)50=603(F)51=1060(1`)52=1073(F)53=-1048(F)55=-1078(F)56=1671(F=1120,B=-550)57=-1130(F)58=1130(F)59=-1130(F)60=1130(F) 61=1130(F) 31)Reversal:Dead+0.75 Snow(bal.)+0.75 Uninhab.Attic Storage+0.75(0 6 MWFRS Wind(Neg.Int)Right):Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-6=47,7-51=54,8-51=-24,8-54=-54,12-54=24 Harz:1-7=5,6-12=14 Concentrated Loads(lb) Vert:9=-1055(F)50=603(F)51=1060(F)52=1073(1`)53=-1048(F)55=1078(F)56=1671(F=1120,8=550)57=-1130(F) 58=1130(F)59=1130(F)60=-1130(F)61=1130(F) 32)Reversal:Dead+0.75 Snow(bal.)+0.75 Uninhab.Attic Storage+0.75(0.6 MWFRS Wind(Neg.Int)1st Parallel):Lumber Increase=1.60,Plate Increase=1 60 Uniform Loads(plf) Vert:1-6=47,7-51=54,8-51=-24,8-54=-54,12-54=24 Harz:1-7=13,6-12=4 Concentrated Loads(lb) Vert:9=-1055(F)50=603(1`)51=1060(F)52=1073(F)53=-1048(F)55=-1078(F)56=1671(F=1120,B=-550)57=-1130(F) 58=1130(F)59=1130(F)60=-1130(F)61=1130(F) 33)Reversal:Dead+0.75 Snow(bal.)+0.75 Uninhab.Attic Storage+0.75(0.6 MWFRS Wind(Neg.Int)2nd Parallel):Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-6=-47,7-51=54,8-51=-24,8-54=-54,12-54=24 Harz:1-7=4,6-12=13 Concentrated Loads(lb) Vert:9=1055(F)50=603(1`)51=1060(F)52=1073(F)53=-1048(F)55=-1078(F)56=1671(F=-1120,B=-550)57=1130(1") 58=-1130(F)59=1130(F)60=-1130(F)61=1130(F) A WARNING-Verlry design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1-7473 rev.1010312016 BEFORE USE Design valid for use only with MITek®connectors.This design is based only upon parameters shown,and is for an Individual building component,not a buss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design Into the overail building design. Bracing indicated is to prevent buckling of individual truss web andlor chord members only.Addeional temporary and permanent bracing M iTe k. Is always required for stability and to prevent Collapse with possible personal injury and property damage. For general 90danco regarding the fabncatIon,storage,delivery,erection and bracing of trusses and Uusa systems,see ANSbTMI Quality Crfrorla,OSB-89 and SCSI Building Component 250 Klug Circle Safety Infrormatlon available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Carona,CA 92550 A Job 7'Uss cuss type ry y (Oltl I,J,N) Bldg G,H,L A GABLE 1 K7752472 4 Job Reference(optional) Builders First Source,Adington.WA 98223 Run:8.240 a Mar 9 2020 Print:8.240 s Apr 4 2020 MiTak Industries,Inc Fri May 15 12:27:58 2020 Page 1 ID:cLBFp2gJGmMl98db6vsUWzv_d{70PHfODBygpL2hgJd5MM3VmA6XreABuHGL1 ezzGDxl BFr12 12-11-12 19:-12 25.11 E 6�6-12 6.5-0 6 5-0 6-&12 8x8 = 3x8 = 2x4 I1 5x8 = 3x10 = 8x8 = Scale=1:62.4 1 2x4 I I 2x4 I 2 2x4 11 2x4 11 3 2x4 11 4 2x4 11 5 2x4 I I 2x4 2x4 I I 6 2 1 2 II 2x4 4 II 4 l ll xa II 2,4 2x4 I I x4 2v 1 xa 112 11 7 50 51 528 53 9 54 55 10 56 57 58 11 59 60 61 14 4x6 = 10x10 = 6x6 — axe = 8x8 = 4x6 II 845.12 12-11-12 194-12 25-11-8 25.11-8 Plate Offsets(X,Y)-- [2:0-3-8,0-1-8),[4:0-4-0,0-3-0],�5:0 3 8,0 1$],[8:0-3-8,0-5-0],[10:0-4-0,0-4-12],(11:0-2.8,0.4-8],[14:0-1-14,0-1-8],[15:0-3-0,0-1-81,[16:0-1-15,0-1-8], f1T03- 0-1-81 [18:0.3.0.0-1-81 (19:0-30.0.1$) [20:0-3A•0.1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1-15 TC 0.37 Vert(LL) -0.15 8-10 >999 360 MT20 185/148 (Roof Snow=25 0) Lumber DOL 1.15 BC 0.49 Vert(CT) -0.23 8-10 >999 240 TCDL 12 0 Rep Stress Incr YES WB 0.76 Horz(CT) 0.01 12 nla n/a B�L� �0.0 Code IBC2015/TPI2014 Matrix-MS Wind(ILL) 0.06 8-10 >999 240 Weight:1053 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 HF No 2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x6 OF 240OF 2 OE end verticals. WEBS 2x4 HF No.2*Except* BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. 1-7,6-12:2x6 OF No.2 WEBS 1 Row at midpt 1-7,6-12 OTHERS 2x4 HF No 2`Except' 13-14,14-15,15-16,16-17,17-18,18-19,19-20,20-21:2x8 OF SS SUPPLEMENTARY BEARING PLATES,SPECIAL ANCHORAGE,OR OTHER MEANS TO ALLOW FOR THE MINIMUM REQUIRED SUPPORT REACTIONS. (Ib/size) 7=12735/0-5-8,12=11850/0-3-8 (req.0-4-14) WIDTH(SUCH AS COLUMN CAPS,BEARING BLOCKS,ETC.) Max Horz 7=280(1-13 22) ARE THE RESPONSIBILITY OF THE TRUSS MANUFACTURER Max Uplift 7=-1590(LC 4),12=1534(LC 5) OR THE BUILDING DESIGNER. FORCES. (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-7=10907/1397,1-2=-6337/814,2-3=820711019,3-4=-8207/1019,4-5=820711019,5-6=-6072/787, 6-12=-10471/1351 BOT CHORD 7-50=-248/231,50-51=-24 812 31,51-52=-248/231,8-52=248/231,8-53=936/6337,9-53=-936/6337,9-54=-936/6337, 54-55=-936/6337,10-55=-936/6337,10-56=-83616072,56-57=-836/6072,57-58=-836/6072,11-58=-836/6072, 11-59=-116/96,59-60=-116/96,60-61=1 16/96,12-61=116/96 WEBS 1-8=-1559/12371,2-8=-3621/598,2-10=-541/3662,3-10=-476/121,5-10=594/4181,5-11=-4070/644, 6-11=-1505/11869 Alternate to 1/2"dia.bolts and washers specified in note 1: NOTES- USP WS6,SIMPSON SDS25600,SDW22638,OR TRUSSLOK TSLZO06, 1)4-ply truss to be connected together with 1Od(0 131"x3")nails as follows: 1/4"X 6"LONG WOOD SCREWS SPACED @ 24"OC,2 ROWS(ONE ROW-2X4) Top chords connected as follows:2x6-2 rows staggered at 0-9-0 oc,2x4-1 raw at 0-9-0 Do. DRIVEN FROM EITHER SIDE OF 4-PLY GIRDER TRUSS CAN Bottom chords connected as follows:2x6-3 rows staggered at 0-4-0 oc. REPLACE THE 1/2"BOLTS @ 48"OC IN CHORD MEMBER Webs connected as follows:2x4-1 row at 0-9-0 oc. AS SHOWN IN THE NOTE SECTION. Attach BC w/1/2"diam.bolts(ASTM A-307)in the center of the member w/washers at 4-0-0 Do. O�d Zlf 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ,&fps 40 ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)Truss designed for wind loads in the plane of the truss only For studs exposed to wind(normal to the face),see Standard Industry 0 Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 4)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Fully Exp.;Ct=1.10 5)Provide adequate drainage to prevent water ponding. 6)All plates are 3x6 MT20 unless otherwise indicated. 7)Gable studs spaced at 2-0-0 oc. 54074 `r 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �0 —� ,yoy� 9)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide l` will fit between the bottom chord and any other members,with BCDL=12.Opsf. SSI�NALti�G 10)WARNING:Required bearing size atjoint(s)12 greaterthan input bearing size. 11) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 1590 lb uplift atjoint 7 and 1534 Ito uplift at joint 12. May 15,2020 ,&WARNING-Verfly design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with Mrrek0 connectors.This design Is based only upon parameters shown,and is far an individual building component,not �- a truss system Before use,the building designer must verify the applicability of design paranwters and properly Incoryomto this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web andlor chord members only.Addalonal temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal Injury and property damage.For general guwance regarding the fabrication,storage,delivery,erectlon and bracing of trusses and truss systems,see ANSITPH Quality Criteria,OSa-419 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Corona,CA 92880 bb r 1toss Truss Type Qty Ply Eli, d IAN) Bldg G,H,L �.01A GABLE 1 _ 4 Reference(optional) K7752472 Budders First Source,AQinglan,WA 98223 Run:8.240 a Mar 9 2020 Print:&240 s Apr 4 2020 MITek Industries,Inc,FriMay 15 12:27:55 2020 Page 2 ID:cLBFp2gJGmMI?Bdb6vsUYYzv c2-r7aPHfODByqpL2bgJdSMM3VmA6XreABuHGL1euGDx1 NOTES- 12)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)1896 lb down and 238 lb up at 2-0-4,1896 lb down and 238 lb up at 4-0-4.1896 lb down and 238 lb up at 6-0-4,1896 lb down and 236 lb up at 8-0-4,1896 lb down and 238 lb up at 10-0-4,641 lb down and 160 lb up at 11-8-12,1808 lb down and 232 lb up at 12-0-4,1808 lb down and 232 lb up at 14-0-4,1808 lb down and 232 lb up at 16-0-4,1808 lb down and 232 lb up at 18-0-4,1808 lb down and 232 lb up at 20-0-4,and 1808 lb down and 232 lb up at 22-0-4,and 1113 lb down and 199 lb up at 24-0-4 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 13)Studding applied to ply:4(13ack) 14)Filler applied to ply:4(Back) LOAD CASE(S) 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-6=74,7-12=24 Concentrated Loads(lb) Vert:9=-1896(F)50=1896(F)51=1896(F)52=1896(F)53=-1896(F)55=-2449(1`=1808,B=641)56=1808(F)57=-180B(F)58=1808(F)59=1808(F)60=1808(F) 61=1113(F) 2)Dead+0.75 Snow(balanced)+0.75 Uninhab.Attic Storage:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-6=61,7-51=54,8-51=24,8-54=-54,12-54=24 Concentrated Loads(lb) Vert:9=-1702(F)50=1695(F)51=-1707(F)52=1721(F)53=1695(F)55=-2194(F=1649,B=546)56=1649(F)57=1649(F)58=1649(F)59=-1649(F)60=1649(F) 61=-1028(F) 3)Dead+Uninhabitable Attic Without Storage:Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(pin Vert:1-6=24,7-12=44 Concentrated Loads(lb) Vert:9=905(F)50=905(F)51=-905(F)52=-905(F)53=905(F)55=1124(F=-860,B=-264)56=-860(F)57=860(F)58=-860(F)59=-860(F)60=-860(F)61=505(F) 4)Dead+0.6 MWFRS Wind(Pas.Internal)Left:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-6=19,7-12=10 Harz:1-7=11,6-12=15 Concentrated Loads(lb) Vert:9=224(F)50=224(F)51=224(F)52=224(F)53=224(F)55=364(F=218,B=146)56=218(F)57=218(F)58=218(F)59=218(F)60=218(F)61=185(F) 5)Dead+0.6 MWFRS Wind(Pas.Internal)Right:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-6=19,7-12=10 Harz:1-7=15,6-12=11 Concentrated Loads(lb) Vert:9=224(F)50=224(F)51=224(F)52=224(F)53=224(F)55=364(F=218,B=146)56=218(F)57=218(F)58=218(F)59=21B(F)60=218(F)61=185(F) 6)Dead+0.6 MWFRS Wind(Neg.Internal)Left:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-6=4 7-12=24 Harz:1-7=19,6-12=7 Concentrated Loads(lb) Vert:9=238(F)50=238(F)51=238(F)52=238(F)53=238(F)55=393(F=232,B=160)56=232(F)57=232(F)58=232(F)59=232(F)60=232(F)61=199(F) 7)Dead+0.6 MWFRS Wind(Neg.Internal)Right:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-6=-4,7-12=24 Harz:1-7=7,6-12=19 Concentrated Loads(lb) Vert:9=238(F)50=238(F)51=238(F)52=238(F)53=238(F)55=393(F=232,B=1 60)56=232(F)57=232(F)58=232(F) 59=232(F)60=232(F)61=199(F) 8)Dead+0.6 MWFRS Wind(Pas.Internal)1 st Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-6=19,7-12=10 Harz:1-7=10,6-12=14 Concentrated Loads(lb) Vert:9=224(F)50=224(F)51=224(F)52=224(F)53=224(F)55=364(F=21 8,B=1 46)56=21 B(F)57=218(F)58=21 8(F) 59=218(F)60=218(F)61=185(F) 9)Dead+0.6 MWFRS Wind(Pas.Internal)2nd Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-6=19,7-12=10 Harz:1-7=14,6-12=10 Concentrated Loads(lb) Vert:9=224(F)50=224(F)51=224(F)52=224(F)53=224(F)55=364(F=218,B=146)56=21B(F)57=21B(F)58=21B(F) 59=21 8(F)60=21 B(F)61=1 85(F) 10) Dead+0.6 MWFRS Wind(Pas.Internal)3rd Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-6=11,7-12=10 Harz:1-7=5,6-12=10 Concentrated Loads(lb) Vert:9=224(F)50=224(F)51=224(F)52=224(F)53=224(F)55=364(F=218,B=146)56=218(F)57=218(F)58=218(F) 59=218(F)60=218(F)61=185(F) 11) Dead+0.6 MWFRS Wind(Pas.Internal)4th Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-6=11,7-12=10 Harz:1-7=10,6-12=5 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.101031201 S BEFORE USE. Design valid for use only with Mrrek®connectors.This design Is based only upon parameters shown,and Is for an individual building component,not �� a truss system.Before use,the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building design.Bracing Indicated Is to prevent buckling of Individual truss web andlor chord members only.Additional temporary and permanent bracing M iTe k' Is always required for slabllity,and to prevent collapse with possible personal Injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSM11 Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf.MO 20601 Corona,CA 92880 �� T [lob: runs toss ype ty Y (Old I,J,t)G,H,L 801A GABLE K7752472 1 A Builders First Source,Artmgton,WA 98223 b Reference 0 tional Run:6.240 s Mar 9 2020 Pnre 8 240 A Apr 4 2020 Mrek Industries,Inc, Fn May 15 12:27:56 202 PPago 3 ID:cLBFp2gJGmMl7Bdb8vaUYY2v_c2-r7aPHf0DBygpL2hgJdSMM3VmA6XreABuHGL1 ezzGDx1 LOAD CASE(S) Concentrated Loads(lb) Vert:9=224(F)50=224(F)51=224(F)52=224(F)53=224(F)55=364(F=218,B-146)56=218(F)57=218(F)58=218(F)59=218(F)60=218(F)61=185(F) 12)Dead+0.6 MWFRS Wind(Neg.IntemaQ 1st Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-6=-4,7-12=24 Harz:1-7=17,6-12=6 Concentrated Loads(lb) Vert:9=238(F)50=238(F)51=238(F)52-238(F)53=238(F)55=393(F=232,B=160)56=232(F)57=232(F)58=232(F)59=232(F)60=232(F)61=199(F) 13) Dead+0.6 MWFRS Wind(Neg.Internal)2nd Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-6=4,7-12=24 Harz:1-7=6,6-12=17 Concentrated Loads(lb) Vert:9=238(F)50=238(F)51=238(F)52=238(F)53=238(F)55=393(F=232,B=160)56=232(F)57=232(F)58=232(F)59=232(F)60=232(F)61=199(F) 14) Dead+Uninhabitable Attic Storage:Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(pI0 Vert:1.6=24,7-51=64,8-51=-24,B-54=-64,12-54=24 Concentrated Loads(lb) Vert:9=-788(F)50=780(F)51=-795(F)52=-813(F)53=780(F)55=1045(1`=-786,8=-259)56=786(F)57=786(F)58=-786(F)59=-786(F)60=786(F)61�495(F) 15)Dead+0.75 Snow(bal.)+0.75 Uninhab.Attic Storage+0.75(0.6 MWFRS Wind(Neg.Int)Left):Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-6=47,7-51=54,8-51=24,8-54=-54,12-54=24 Harz:1-7=14,6-12=5 Concentrated Loads(lb) Vert:9-112(F)50=1 12(F)51=1 12(F)52=1 12(F)53=1 12(F)55=207(F=111,B=96)56=111(F)57=111(F)58=111(F)59=111(F)60=111(F)61=113(F) 16)Dead+0,75 Snow(bal.)+0.75 Uninhab.Attic Storage+0.75(0.6 MWFRS Wind(Neg.Int)Right):Lumber Increase=l 60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-6-47,7-51=54,6-51=24,8-54=54,12-54=24 Harz:1-7=5,6-12=-14 Concentrated Loads(lb) Vert:9=112(F)50=112(F)51-112(F)52=112(F)53=112(F)55=207(F=111,B=96)56=111(F)57=111(F)5B=111(F)59=111(F)60=111(F)61=113(F) 17)Dead+0,75 Snow(bal.)+0.75 Uninhab,Attic Storage+0.75(0.6 MWFRS Wind(Neg.Int)1st Parallel):Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plo Vert:1-6=47,7-51=54,8-51=-24,8-54=-54,12-54=24 Harz:1-7=13,6-12=4 Concentrated Loads(lb) Vert:9=112(F)50=112(F)51-112(F)52=112(F)53=112(F)55=2.07(F=111,8=96)56=111(F)57=111(F)58-111(F)5A=111(F)60=111(F)61=113(F) 18)Dead+0.75 Snow(bal.)+0.75 Uninhab.Attic Storage+0.75(0.6 MWFRS Wind(Neg.Int)2nd Parallel):Lumber increase=1.60,Plate Increase=1.60 Uniform Loads(pif) Vert:1-6=-47,7-51=54,8-51=24,8-54=-54,12-54=24 Harz:1-7=4,6-12=13 Concentrated Loads(lb) Vert 9=112(F)50=112(F)51-112(F)52=112(F)53=112(F)55=207(F=111,B=96)56=111(F)57=111(F)58=111(F)59=111(F)60=111(F)61=113(F) 19)Dead+Minimum Snow:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(pit) Vert:1-6=64,7-12=24 Concentrated Loads(lb) Vert:9=1896(F)50=1896(F)51=-1896(F)52=1896(F)53=1896(1`)55=-2449(F=-1808,B=641)56=-1808(F)57=-1808(F) 58=1808(1`)59=1808(1`)60=1808(F)61=1113(F) 20)Reversal:Dead+0.6 MWFRS Wnd(Pos.Intemal)Left:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-6=19,7-12=10 Harz:1-7=11,6-12=15 Concentrated Loads(lb) Vert:9=519(P)50=-519(F)51-519(F)52=-519(F)53=519(F)55-884(F=490,13=394)56=-490(F)57=-490(1`)58=490(F)59=-490(F)60=-490(F)61=237(F) 21)Reversal:Dead+0.6 MWFRS Wind(Pos.internal)Right:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-6=19,7-12=10 Harz:1-7=15,6-12=11 Concentrated Loads(lb) Vert:9=519(F)50=519(F)51=519(F)52=519(F)53=519(F)55=-884(F=A90,8=-394)56=-490(F)57=490(F)58=-490(F) 59=-490(F)60=490(F)61=237(F) 22)Reversal Dead+0.6 MWFRS Wind(Neg.Internal)Left:Lumber Increase=1.60,Plate Increase=1 60 Uniform Loads(plf) Vert:1-6=-4,7-12=24 Harz:1-7=19,6-12=7 Concentrated Loads(lb) Vert:9=504(F)50=504(F)51=504(F)52=-504(F)53=504(F)55-855(F=476,8=380)56=-476(F)57=-476(F)58=-476(F) 59=476(F)60=476(F)61=223(F) 23)Reversal:Dead+0.6 MWFRS Wnd(Neg,Intemal)Right:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-6=-1,7-12=24 Harz:1-7=7,6-12=19 AWARNING-Verily doslgn parameters and READ NOTES ON THIS AND INCLUDED 441 rEK REFERENCE PAGE 5nf•7Q3 rev.I"WO15 BEFORE USE Design valW for use only with MiTcM connectors.This design Is based only upon parameters shorn,And Is fa an Individual Wading component,not A truss system.Before use,the building designer must verity me apWcabiilty of das!9n parameters and property Incorporate this design Into the ovemil building design.Bracing indlcmeo is to prevent buckJing of Individual Was we and/or chord members only.Additional temporary and Permanent bracing is always required for stability and to provent collapse with Possible paisonal InJury and Property damage,For general guWonce tegardmg the MI lr� ek' fabrication,storage,delivery,araction and bracing of Itussos and truss sysiarm.see ANSVTPIf quality Cdterfa.OSS-89 and BCSI Building Componotrr Safory Inferm40011 available from Truss Plato Institute,2670 Crain Wghway,Suite 203 WaIdon,MO 20601 250 Klug Circle Corona,CA 92880 Job ' Truss I n159 I ype Qty Ply [Old I,J,N) K7752472 13109 G,H,L 801A GABLE 1 4 ob Reference(optional) Builders First Source,Adington,WA 98223 Run:8.240 s Mar 9 2020 Print 8.240 s Apr 4 2020 Mrrek Industries.Inc.Fri May 15 12:27:56 2020 Page 4 IDicLBFp2gJGmMl9Bdb6vsUWzv_c2-r7aPHfODBygpL2hgJd5MM3VmA6X(eASuHGL1 eaGDxt LOAD CASE(S) Concentrated Loads(Ib) Vert:9=504(F)50=504(F)51=-504(F)52=-504(F)53=504(F)55=-855(F=-476,B=380)56=-476(F)57=-476(1`)58=476(F)59=-476(F)60=-476(F)61=223(1`) 24) Reversal:Dead+0.6 MWFRS Wind(Pos.Internal)1st Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-6=19,7-12=10 Harz:1-7=10,6-12=14 Concentrated Loads(lb) Vert:9=-519(F)50=519(F)51=-519(F)52=519(F)53=519(F)55=884(F=-490,B=-394)56=-490(F)57=490(F)58=-490(1`)59=-490(F)60=490(F)61=237(F) 25)Reversal:Dead+0.6 MWFRS Wind(Pos Internal)2nd Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-6=19,7-12=10 Harz:1-7=14,6-12=10 Concentrated Loads(lb) Vert:9=519(1`)50=519(F)51=-519(F)52=-519(F)53=519(1`)55=884(1`=-490,B=-394)56=-490(F)57=-490(1`)58=490(F)59=-490(F)60=490(1`)61=237(1`) 26) Reversal:Dead+0.6 MWFRS Wind(Pos.Internal)3rd Parallel:Lumber Increase=l 60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-6=11,7-12=10 Harz:1-7=5,6-12=10 Concentrated Loads(lb) Vert:9=-519(F)50=519(F)51=-519(F)52=519(1`)53=519(F)55=884(F=490,B=-394)56=490(F)57=490(1`)58=-490(F)59=-490(1`)60=-490(F)61=237(F) 27) Reversal:Dead+0.6 MWFRS Wind(Pos.Internal)4th Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-6=11,7-12=10 Harz:1-7=10,6-12=5 Concentrated Loads(lb) Vert:9=519(F)50=519(1`)51=519(F)52=519(1`)53=519(1`)55=-884(F=-490,13=394)56�490(1`)57=-490(1`)58=-490(F)59=490(F)60=-490(F)61=237(F) 28)Reversal:Dead+0.6 MWFRS Wind(Neg.Internal)1st Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-6=4,7-12=24 Harz:1-7=17,6-12=6 Concentrated Loads(lb) Vert:9=-504(F)50=504(F)51=504(1`)52=-504(F)53=504(1`)55=855(F=476,B=-380)56=-476(F)57=476(1`)58=476(F)59=-476(F)60=-476(F)61=223(F) 29)Reversal:Dead+0.6 MWFRS Wind(Neg.Internal)2nd Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-6=4,7-12=24 Harz:1-7=6,6-12=17 Concentrated Loads(lb) Vert:9=-504(F)50=504(F)51=-504(F)52=504(F)53=504(F)55=855(1`=-476,B=-380)56=-476(F)57=476(1`)58=-476(F)59=-476(F)60=476(1`)61=223(F) 30)Reversal:Dead+0.75 Snow(bal.)+0.75 Uninhab.Attic Storage+0.75(0.6 MWFRS Wind(Neg.Int)Left):Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-6=47,7-51=54,B-51=24,8-54=-54,12-54=-24 Harz:1-7=14,6-12=5 Concentrated Loads(lb) Vert:9=-1106(F)50=1100(1`)51=-1112(F)52=1126(F)53=1100(F)55=1638(1`=1078,B=560)56=-1078(F)57=1078(F)58=1078(F)59=1078(F)60=1078(F) 61=-633(F) 31)Reversal:Dead+0.75 Snow(bal.)+0.75 Uninhab.Attic Storage+0.75(0.6 MWFRS Wind(Neg.Int)Rlght):Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-6=-47,7-51=54,B-51=-24,8-54=-54,12-54=24 Harz:1-7=5,6-12=14 Concentrated Loads(lb) Vert:9=-1106(F)50=1100(F)51=-1112(F)52=1126(F)53=1100(F)55=-1638(F=1078,B=560)56=-1078(F)57=-1078(F) 58=-1078(F)59=1078(F)60=1078(F)61=633(1`) 32)Reversal:Dead+0.75 Snow(be[)+0.75 Uninhab.Attic Storage+0,75(0.6 MWFRS Wind(Neg.Int)1st Parallel):Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-6=47,7-51=54,8-51=-24,8-54=-54,12-54=24 Harz:1-7=13,6-12=4 Concentrated Loads(lb) Vert:9=1106(F)50=1100(F)51=-1112(F)52=1126(F)53=-1100(F)55=-1638(1`=1078,8=560)56=-1078(F)57=-1078(F) 58=1078(1`)59=1078(F)60=-1078(F)61=633(F) 33)Reversal:Dead+0.75 Snow(bal.)+0.75 Uninhab.Attic Storage+0.75(0.6 MWFRS Wind(Neg.Int)2nd Parallel):Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-6=-47,7-51=54,6-51=24,8-54=54,12-54=24 Harz:1-7=-4,6-12=13 Concentrated Loads(lb) Vert:9=-1106(F)50=1100(F)51=-1112(F)52=1126(F)53=1100(1`)55=1638(F=1078,B=-560)56=1078(F)57=1078(F) 58=-1078(F)59=1078(F)60=1078(F)61=633(F) AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 1,11II-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with Mrek®connectors This design Is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building dosigner must vent'the applicability of design parameters and properly incorporate this design Into the overall building design.Bracing Indicated is to prevent buckling of individual truss web and/or chord members rmty.Additional temporary and permanent bracing M iTek' Is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of Trusses and truss systems,see ANSVTPII Quality Criteria,DS9A9 and BCS1 Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,2670 Crain Highway.Suite 203 Waldorf,MD 20601 Corona,CA 92880 �, m t Job Truss (Truss Type City Ply (Old I,J,N) K7752473 Bldg G,H,L 802 (GABLE 1 3 Job Reference(optional) Budders First Source,Arrirgton,WA 98223 if Run:8240 s Mar 9 2020 Print:8240 s Apr 4 2020 MiTek Industries,Inc.Fit May 16 12.27:59 2020 Pepe 1 ID:cLBFp2gJGmMI?Bdb6vsUYYzv_c2-GiFXvh26UICOCWPF lea i7lZKZBrYNLzEZhFIzGDx_ _ 1Q 11-11-8 i 17-10b 23.11-0 , 6-0 10 5.10.14 5-10-14 6-0-10 Bxs = 4x8 = 2x4 11 5xB = 3x4 = 8X8 = SmIe=1:62.6 1 2x4 11 2x4 1 2 2x4 I I 2x4 1 3 2x4 4 5 2x4 11 2x4 11 6 a12411 2x4 4 4 12x4 11 4 11 11 4x12 II 2x4 112 II CZ 7 40 41 8 9 42 10 43 44 11 45 46 12 3x10 II exto = 4"6 = 8x6 = loxto = 4x6 II 64).10 11-it 81 17-10-6 23-11-0 23-11-0 _ Plate Offsets(X,Y)— [2:0-3-8,0-2-0],[4:0-4-0,0-3-0],[8:0-3-8,0-3-0],[10:0-4-0,0-4-12],[11:0-3-8,0-5-0],[14:0-1-11,0-1-8],[15:0-3-0,0-1-81,[16:0-1-8,0-1-5],[17:0-3-0,0-1-8], f18:0-3.0,0.1-M.118:0.3-O.O-D.8],f19:0.3.0,0.1-81,f20:0.3-0.0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Lid PLATES GRIP TOLL 25.0 Plate Grip DOL 1.15 TC 0.30 Vert(LL) -0.13 10-11 >999 360 MT20 185/148 (Roof Snow 25.0) Lumber DOL 1.15 BC 0.39 Vert(CT) -0.20 10-11 >999 240 TCDL 10.0 Rep Stress Incr YES WB 0.60 Horz(CT) 0.01 12 n/a rile BCLL 0.0 Code IBC2015/TP12014 Matrix-MS Wind(LL) 0.06 10-11 >999 240 Weight:770 lb FT=20% HCiiL 10.0 LUMBER- BRACING- TOP CHORD 2x4 HF No 2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x6 DF 240OF 2.0E end verticals. WEBS 2x4 HF No 2*Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 1-7,6-12:2x6 DF No.2 WEBS 1 Row at midpt 1-7,6-12 OTHERS 2x4 HF No 2*Except* 13-14,14-15,15-16,16-17,17-18,18-19,19-20,20-21:2xB DF SS SUPPLEMENTARY BEARING PLATES,SPECIAL ANCHORAGE,OR REACTIONS. (lb/size) 7=7627/0-3-8 (req.0-4-12),12=9133/0-3-8 (req.0-5-0) OTHER MEANS TO ALLOW FOR THE MINIMUM REQUIRED SUPPORT Max Horz 7=281 LC 4 WIDTH(SUCH AS COLUMN CAPS,BEARING BLOCKS,ETC) ( ) ARE THE RESPONSIBILITY OF THE TRUSS MANUFACTURER Max Uplift 7=-3816(LC 4),12=1262(LC 5) OR THE BUILDING DESIGNER. Max Grav 7=8688(LC 2),12=9133(LC 1) FORCES. (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-7=-8011/3719,1-2=-3337/508,2-3=5183/717,34=5183/717,4-5=5183/717,5-6=4113/589,6-12=7760/1101 BOT CHORD 7-40=-247/220,40-41=-247/220,8-01=247/220,8-9=-631/3337,9-42=-631/3337,10-42=-631/3337,10-43=-638/4113, 43-44=-638/4113,11-44=-638/4113,11-45=-116/94,45-46=116/94,12-46=116/94 WEBS 1-8=1027/6976,2-8=-3814/638,2-10=584/3861,3-10=410/111,5-10=-416/2239,5-11=-2381/490,6-11=1 196/8579 NOTES- 1)3-ply truss to be connected together with 1Od(0.131"x3")nails as follows: Top chords connected as follows:2x6-2 rows staggered at 0-9-0 oc,2x4-1 row at 0-9-0 oc Bottom chords connected as follows:2x6-2 rows staggered at 0-5-0 Do. Webs connected as follows:2x4-1 row at 0-9-0 Do. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section,Ply to ply connections have been provided to distribute only loads noted as(F)or(8),unless otherwise indicated. G 3)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry 0 2 Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. a]A,gp, 0 4)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 5)Provide adequate drainage to prevent water ponding �� 6)All plates are 3x6 MT20 unless otherwise indicated. �r 7)Gable studs spaced at 2-0-0 oc. 8)This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads. 9)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10 Opsf. 54074 10)WARNING:Required bearing size atjoint(s)7,12 greater than input bearing size. O �Gj$16g� 11)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 3816 lb uplift at joint 7 and 1262 lb uplift at joint 12. Ssl�IVALG May 15,2020 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.1010312015 BEFORE USE. Design valid for use only with MITekG connectors This design Is based only upon parameters shown,and is for an individual building component,not e a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design.Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek• Is always required for stability and to prevent collapse with possible personal Injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI?PI7 Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Corona,CA 92880 Job Truss �i toss i ype ty y (Old I,J,N) �f K7752473 Bldg G,H,L B02 GABLE 1 3 Job Reference(optional) Builders First Source,Arftton,WA 98223 Run:8.240 s Mar 9 2020 Prinl:8.240 s Apr 4 2.020 MiTek Industries,Inc.Fri May 16 12:27,69 2020 Page 2 ID:CLBFp2gJGmMl7Bdb6vsUYYzv_c2-GiFXvh26UtCOCWPf lea I7IZKZBrYNLzEZhFIzGDx_ NOTES- 12) Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)2578 lb down and 2775 lb up at 0-2-12 on top chord,and 710 lb down and 124 lb up at 2-0-4,710 lb down and 124 lb up at 4-0-4,710 lb down and 124 lb up at 6-0-4,710 lb down and 124 lb up at 8-0-4,676 lb down and 122 lb up at 10-0-4 ,1862 lb down and 276 lb up at 12-0-4,1050 lb down and 158 lb up at 12-0-4,1522 lb down and 205 lb up at 14-0-4,1522 lb down and 205 lb up at 16-0-4,1522 lb down and 205 lb up at 18-0-4,and 1522 lb down and 205 lb up at 20-0-4,and 1522 lb down and 205 lb up at 22-0-4 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 13) Studding applied to ply:3(Back) 14) Filler applied to ply:3(Back) LOAD CASE(S) 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-6=70,7-12=20 Concentrated Loads(lb) Vert:1=611 9=-710(F)8=710(F)10=-2911(F=-1050,B=-1862)11=1522(F)40=710(F)41=-710(F)42=676(F)43=-1522(F)44=1522(F)45=1522(F)46=-1522(F) 2)Dead+0.75 Snow(balanced)+0.75 Uninhab.Attic Storage:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-6=58,7-41=50,8-41=-20,8-42=-50,12-42=20 Concentrated Loads(lb) Vert:1=-2253 9=627(F)8=645(F)10=-2515(F=-934,13=1581)11=1400(F)40=-627(F)41=-644(F)42=614(F)43=-1400(F)44=-1400(F)45=1400(F)46=1400(F) 3)Dead+Uninhabitable Attic Without Storage:Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(pif) Vert:1-6=20,7-12=40 Concentrated Loads(lb) Vert:1=68 9=166(F)8=166(F)10=1325(F=398,B=-928)11=720(F)40=166(F)41=166(F)42=146(F)43=-720(F)44=720(F)45=-720(F)46=-720(F) 4)Dead+0.6 MWFRS Wind(Pos.Internal)Left:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-6=19,7-12=10 Horz:1-7=11,6-12=15 Concentrated Loads(lb) Vert:1=2767 9=114(F)8=114(F)10=413(F=147,B=266)11=195(F)40=114(F)41=114(F)42=112(F)43=195(F)44=195(F)45=195(F)46=195(F) 5)Dead+0.6 MWFRS Wind(Pos.Internal)Right:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-6=19,7-12=10 Horz:1-7=15,6-12=11 Concentrated Loads(lb) Vert:1=2767 9=114(F)8=114(F)10=413(F=147,B=266)11=195(F)40=114(F)41=114(F)42=112(F)43=195(F)44=195(F)45=195(F)46=195(F) 6)Dead+0.6 MWFRS Wind(Neg.Internal)Left:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-6=0,7-12=20 Horz:1-7=19,6-12=7 Concentrated Loads(lb) Vert:1=2775 9=124(F)8=124(F)10=434(F=158,B=276)11=205(F)40=124(F)41=124(F)42=122(F)43=205(F)44=205(F)45=205(F)46=205(F) 7)Dead+0.6 MWFRS Wind(Neg.Internal)Right:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-6=0,7-12=20 Horz:1-7=7,6-12=19 Concentrated Loads(lb) Vert:1=2775 9=124(F)8=124(F)10=434(F=158,B=276)11=205(F)40=124(F)41=124(F)42=122(F)43=205(F)44=205(F)45=205(F)46=205(F) 8)Dead+0.6 MWFRS Wind(Pos.Internal)1st Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-6=19,7-12=10 Horz:1-7=10,6-12=14 Concentrated Loads(lb) Vert:1=2767 9=114(F)8=114(F)10=413(F=147,B=266)11=195(F)40=114(F)41=114(F)42=112(F)43=195(F)44=195(F) 45=1 95(F)46=1 95(F) 9)Dead+0.6 MWFRS Wind(Pos.Internal)2nd Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-6=19,7-12=10 Horz:1-7=14,6-12=10 Concentrated Loads(lb) Vert:1=2767 9=114(F)8=114(F)10=413(F=147,8=266)11=195(F)40=114(F)41=114(F)42=112(F)43=195(F)44=195(F) 45=195(F)46=195(F) 10)Dead+0.6 MWFRS Wind(Pos.Internal)3rd Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-6=11,7-12=10 Horz:1-7=5,6-12=10 Concentrated Loads(lb) Vert:1=2772 9=114(F)8=114(F)10=413(F=147,8=266)11=195(F)40=114(F)41=114(F)42=112(F)43=195(F)44=195(F) 45=195(F)46=195(F) 11)Dead+0.6 MWFRS Wind(Pos.Internal)4th Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-6=11,7-12=10 Horz:1-7=10,6-12=5 Concentrated Loads(lb) Vert:1=2772 9=114(F)8=114(F)10=413(F=147,13=266)11=195(F)40=114(F)41=114(F)42=112(F)43=195(F)44=195(F) 45=195(F)46=195(F) 12)Dead+0.6 MWFRS Wind(Neg.Intemal)1st Parallel:Lumber Increase=1.60,Plate Increase=1.60 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIb7473 rev.10/03/2015 BEFORE USE. Design valid for use only with Mrrek9 connectors.This design is based only upon parameters shown,and Is for an Individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property Incorporate[his design irdo the overall building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing M iTek' Is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabncalion,slomge,delivery,erection and bracing oftrusses and truss systems,see ANS&TPIf Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information avauable from Truss Plate Institute,2670 Crain H-ghway,Suite 203 Waldorf,MD 2DB01 Corona,CA 92880 :' r .:� ob Truss Tniss Type Qty Ply (Old IAN) K7752473 aldg G,H,L B02 GABLE 1 Job Reference(optional) Builders First Source,Adinglon,WA 98223 R1 :8.240 a Mar 92020"fit 8.240 a Apr 4 2020 MtTak industries,Inc.Fd May 15 1227:59 2020 Page 8 ID-.cLBFp2gJGmMl78db6vsI zv c2•GiFXvh26UlCOCWPF Ia3_17tZKZBrYNL2EZhFIzODx LOAD CASE(S) Uniform Loads(plf) Vert:1-6=0,7-12=20 Horz:1-7=17.6-12=6 Concentrated Loads(lb) Vert:1=2775 9=124(F)8=124(F)10=434(F=158,B=276)1 1=205(F)40=124(F)41=124(F)42=122(F)43=205(F)44=205(F)45=205(F)46=205(F) 13)Dead+0.6 MWFRS Wind(Neg.Internal)2nd Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-6=0,7-12=20 Horz:1-7=6,6-12=17 Concentrated Loads(lb) Vert:1=2775 9=124(F)8=124(F)10=434(F=158,8=276)11=205(F)40=124(F)41=124(F)42=122(F)43=205(F)44=205(F)45=205(F)46=205(F) 14) Dead+Uninhabitable Attic Storage:Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-6=20,7-41=60,B-41=-20,8-42=-60,12-42=20 Concentrated Loads(lb) Vert:1=72 9=-214(F)8=237(F)1 0=1 129(F=-389,6=-740)11=-679(F)40=214(F)41=236(1`)42=-222(F)43=-679(F)44=-679(F)45=-679(F)46=679(F) 15) Dead+0.75 Snow(bat)+0.75 Uninhab.Attic Storage+0.75(0.6 MWFRS Wind(Neg.Int)Left):Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-6=-43,7-41=50,B-41=20,B-42=-50,12-42=20 Horz:1-7=14,6-12=5 Concentrated Loads(lb) Vert:1=1972 9=81(F)8=81(F)10=218(F=89,B=129)11=101(F)40=81(F)41=81(F)42=81(F)43=101(F)44=101(F)45=101(F)46=101(F) 16)Dead+0.75 Snow(baI)+0.75 Uninhab.Attic Storage+0.75(0.6 MWFRS Wind(Neg.Int)Right):Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-6=-43,7-41=50,8-41=20,8-42=-50,12-42=20 Horz:1-7=5,6-12=14 Concentrated Loads(lb) Vert:1=1972 9=81(F)8=81(F)10=218(F=89,B=1 29)11=1 01(F)40=81(F)41=81(F)42=81(F)43=101(F)44=1 01(F)45=101(F)46=1 01(F) 17)Dead+0-75 Snow(bal.)+0.75 Uninhab.Attic Storage+0.75(0.6 MWFRS Wind(Neg.Int)1st Parallel):Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-6=43,7-41=50,8-41=20,B-42=-50,12-42=20 Horz:1-7=13,6-12=4 Concentrated Loads(lb) Vert:1=1972 9=81(F)6=81(F)10=218(F=89,B=129)11=101(F)40=81(F)41=81(F)42=61(F)43=101(F)44=101(F)45=101(F)46=101(F) 18) Dead+0.75 Snow(bat.)+0.75 Uninhab Attic Storage+0,75(0.6 MWFRS Wind(Neg.Int)2nd Parallel):Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-6=43,7-41=50,B-41=20,B-42=-50,12-42=20 Horz:1-7=4,6-12=13 Concentrated Loads(lb) Vert:1=1972 9=81(F)8=81(F)1 0=21 B(F=89,B=129)1 1=1 01(F)40=81(F)41=81(F)42=81(F)43=101(F)44=1 01(F)45=101(F)46=101(F) 19)Dead+Minimum Snow:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-6=60,7-12=20 Concentrated Loads(lb) Vert:1=615 9=-710(F)8=710(F)10=-291 1(F=1050,B=-1862)11=1522(F)40=-710(F)41=-710(F)42=676(F)43=1522(F)44=1522(F)45=1522(F) 46=-1522(F) 20)Reversal:Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-6=70,7-12=20 Concentrated Loads(lb) Vert:1=-68 9=-131(F)8=131(F)10=1031(F=-291,B=-740)11=-500(F)40=131(F)41=131(F)42=-341(F)43=-500(F) 44=-500(F)45=500(F)46=500(F) 21) Reversal:Dead+0.75 Snow(balanced)+0.75 Uninhab.Attic Storage:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-6=58,7-41=50,8-41=20,8-42=-50,12-42=20 Concentrated Loads(lb) Vert:1=1717 9=131(F)8=131(F)10=-1031(F=291,B=740)11=-500(F)40=131(F)41=131(F)42=-286(F)43=500(1`) 44=500(1`)45=500(F)46=500(F) 22)Reversal:Dead+Uninhabitable Attic Storage:Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-6=20,7-41=60,8-41=20,8-42=60,12-42=20 Concentrated Loads(lb) Vert:1=40 9=131(F)8=131(F)10=1031(F=291,B=-740)11=-500(F)40=131(F)41=131(F)42=118(F)43=-500(F) 44=500(F)45=500(F)46=500(F) 23) Reversal:Dead+Minimum Snow:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-6=60,7-12=20 Concentrated Loads(lb) Vert:1=71 9=131(F)8=131(F)10=1031(1`=-291,B=740)11=-500(F)40=131(F)41=131(F)42=341(1`)43=500(F) 44=-500(F)45=500(F)46=500(F) 24)Reversal:Dead+0.6 MWFRS Wind(Pos.Internal)Left:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-6=19,7-12=10 Horz:1-7=1 1.6-12=1 5 AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev.1010312015 BEFORE USE. Design valid for use ontywdh MiTek0 conneclors,This design is based only upon parameters shown,and ra for an individual budding component.not . a truss system.Before use,Ole building designer must verity the opplicabllity,of design parameters and propody Incorporate this design Into the overall building design. Bracmg indicated 15 to prevent buckling or individual truss web and/or chord members only.Additional temporary and permanent bracing M iTek' Is always required for stability and to provem collapse with possible personal Injury and property damage.For general guidance regarding the fabrication.storage,delvery,election and bracing of trusses and truss systems,Sao ANS11rPl1 Quality Criteria,DS13419 and SCSI Building Component 250 Klug Circle Safety fnformallon available from Truss Plate Institute,2670 Crain Highway,Sude 203 Watdorl,MO 2%D1 Corona,CA 92880 :s job I rt156 I russ I ype Dty Ply (Old LJ,N) K7752473 (Bldg G,H,L B02 GABLE 1 3 __ _ Job Reference(optlonall Bulklers First Source,Arlinglon,WA 96223 Run,8.240 s Mar 9 2020 Print:8.240 s Apr 42020 MiTok Industries.Inc, Fri May 15 12:27:59 2020 Page 4 ID:cLBFp2gJGmMl9Bdb6vsUYYzv c2-GiFXvh26UtCOCWPF lea i71ZKZBrYNLz2iFizGDx_ LOAD CASE(S) Concentrated Loads(lb) Vert:1=-2578 9=73(F)8=73(F)10=1034(F=222,B=-812)11=-396(F)40=73(F)41=73(F)42=63(F)43=-396(F)44=-396(F)45=396(F)46=-396(F) 25) Reversal:Dead+0.6 MWFRS Wind(Pos.Internal)Right:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-6=19,7-12=10 Harz:1-7=15,6-12=11 Concentrated Loads(lb) Vert:1=-2578 9=73(F)8=73(F)10=1034(F=-222,8=-812)11=396(F)40=73(F)41=73(F)42=-63(F)43=396(17)44=-396(F)45=396(F)46=-396(F) 26)Reversal:Dead+0.6 MWFRS Wind(Neg.Internal)Left:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-6=0,7-12=20 Harz:1-7=19,6-12=7 Concentrated Loads(lb) Vert:1=-2570 9=63(F)8=63(F)10=1013(F=-212,B=-801)11=386(F)40=63(F)41=63(F)42=-52(F)43=-386(F)44=-386(F)45=386(F)46=-386(F) 27)Reversal:Dead+0.6 MWFRS Wind(Neg.Internal)Right:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-6=0,7-12=20 Harz:1-7=7,6-12=19 Concentrated Loads(lb) Vert:1=-2570 9=63(F)8=-63(F)10=1013(1`=212,9=-801)11=386(F)40=63(F)41=63(F)42=-52(F)43=-386(F)44=-386(F)45=386(F)46=386(F) 28) Reversal:Dead+0.6 MWFRS Wind(Pos.Internal)1st Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-6=19,7-12=10 Harz:1-7=10,6-12=14 Concentrated Loads(lb) Vert:1=-2578 9=73(F)8=73(F)10=1034(F=-222,B=-812)11=-396(F)40=73(F)41=73(F)42=63(F)43=-396(F)44=-396(F)45=396(F)46=-396(F) 29) Reversal:Dead+0.6 MWFRS Wind(Pos.Internal)2nd Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-6=19,7-12=10 Harz:1-7=14,6-12=10 Concentrated Loads(lb) Vert:1=-2578 9=73(F)8=73(F)10=1034(1`=-222,B=-812)11=-396(F)40=73(F)41=73(F)42=63(F)43=-396(F)44=-396(F)45=396(F)46=-396(F) 30) Reversal:Dead+0.6 MWFRS Wind(Pos.Internal)3rd Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-6=11.7-12=10 Harz:1-7=5,6-12=10 Concentrated Loads(lb) Vert:1=-2574 9=73(F)8=73(F)10=1034(F=-222,B=-812)11=396(F)40=73(F)41=73(F)42=63(F)43=-396(F)44=-396(F)45=396(1`)46=-396(F) 31)Reversal:Dead+0.6 MWFRS Wind(Pas.Internal)4th Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-6=11,7-12=10 Harz:1-7=10,6-12=5 Concentrated Loads(lb) Vert:1=2574 9=73(F)8=73(F)10=1034(1`=-222,8=-812)11=-396(F)40=73(F)41=73(F)42=-63(F)43=-396(F)44=-396(F)45=396(F)46=396(F) 32)Reversal:Dead+0.6 MWFRS Wind(Neg.Internal)1st Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-6=0,7-12=20 Harz:1-7=17,6-12=6 Concentrated Loads(Ib) Vert:1=-2570 9=63(F)8=63(F)10=1013(F=212,B=-801)11=386(F)40=63(F)41=63(F)42=52(1`)43=-386(F) 44=386(F)45=386(F)46=386(F) 33)Reversal:Dead+0.6 MWFRS Wind(Neg.Internal)2nd Parallel:Lumber Increase=l 60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-6=0,7-12=20 Harz:1-7=6,6-12=17 Concentrated Loads(lb) Vert:1=-2570 9=63(F)8=63(F)10=1013(F=-212,B=-801)11=-386(F)40=63(F)41=63(F)42=-52(F)43=-386(F) 44=386(F)45=3B6(F)46=386(F) 34)Reversal:Dead+0.75 Snow(bal.)+0.75 Uninhab.Attic Storage+0.75(0.6 MWFRS Wind(Neg.Int)Left):Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads(plf) Vert:1-6=43,7-41=50,8-41=20,8-42=-50,12-42=20 Harz:1-7=14,6-12=5 Concentrated Loads(lb) Vert:1=-2048 9=254(1`)8=272(F)10=1827(F=-545,121=1282)11=910(1=)40=254(F)41=271(F)42=250(F)43=910(F) 44=-910(F)45=910(F)46=910(F) 35)Reversal:Dead+0.75 Snow(bal.)+0.75 Uninhab.Attic Storage+0.75(0-6 MWFRS Wind(Neg.Int)Right):Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads(plf) Vert:1-6=-43,7-41=50,8-41=20,8-42=50,12-42=20 Harz:1-7=5,6-12=14 Concentrated Loads(lb) Vert:1=-2048 9=254(F)8=272(F)10=-1827(F=545,B=1282)11=910(F)40=254(F)41=271(F)42=250(F)43=910(1`) 44=-910(F)45=910(F)46=910(F) A WARNING-Verify design parameters end READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. Design valid for use only with Mrrek®connectors This design is based only upon parameters shown,and is for an Individual building component,not �'- a Voss system.Before use,the building de0grw must verify IM applicability of tleslgn parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the labricati on,storage,delrvery,erection and bracing of trusses and truss systems,see ANSI?PH Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safoty Information available from Truss Plate institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Corona,CA 92880 JobiTrLes Truss Type ty Ply (Old 1„1,N) K7752473 Igldg G,H,L B02 GABLE 1 q J Job Reference(optionaq Builders First Source,Adington,WA 98223 Run:8.240 s Mar 9 2020 Print:8 240 a Apr 4 2020 MRek Industries,Inc.Fri May 16 12.27:59 2020 Page 6 ID:cLBFp2gJGmMi78db6vsUYYzv c2-GiFXvh26UICOCWPF_103_171ZKZ8rYNLiMFtzGDx_ LOAD CASE(S) 36) Reversal:Dead+0.75 Snow(bat.)+0.75 Uninhab.Attic Storage+0.75(0.6 MWFRS Wind(Neg.Int)1st Parallel):Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(pin Vert:1-6=-43,7-41=50,B-41=20,8-42=50,12 32=20 Horz:1-7=13,6-12=4 Concentrated Loads(lb) Vert:1=-2048 9=254(F)8=272(1`)10=-1627(F=-545,B=-1282)11=910(1`)40=254(F)41=-271(F)42=250(F)43=910(F)44=-910(F)45=-910(F)46=910(F) 37)Reversal:Dead+0.75 Snow(bal.)+0.75 Uninhab.Attic Storage+0.75(0.6 MWFRS Wind(Neg.Int)2nd Parallel):Lumber Increase=1.60,Plate Increase=1 60 Uniform Loads(plf) Vert:1-6=43,7-41=50,6-41=20,8-42=-50,12-42=20 Horz:1-7=-4,6-12=13 Concentrated Loads(lb) Vert:1=-2048 9=254(1`)8=272(F)10=-1827(F=-545,B=1282)11=910(F)40=254(F)41=-271(F)42=250(1`)43=910(F)44=-910(F)45=-910(F)46=910(1`) AWARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,1II-7473 rev.1010312015 BEFORE USE Design valid for use any with MRek®connectors This design Is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing M iTek' is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,sea ANSUTPI1 quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Corona,CA 92880 ob !Truss i russ Type Ply (Old I,J,N) I K7752474 Bldg G,H,L B02A (GABLE 1 1 .} ff �7 Job Reference(optional) Builders First Sauce,Mlngton,WA 99M Rum 8,240 s Mar 9 2020 Pllnt:8240 s Apr 4 2020 MRek Industries,Inc-Fri May 15 12:28:01 2020 Page 1 ID:cLBFp2gJGmMI?Bdb6vsUYYzv_c2-C4NIKM4MOUSSRpZe6AhX37CdL7FOJSweRY2nJBzGDwy 10 11-11-8 17-10-0 , 23-11-0 6-0-10 5-10-14 5-10-14 6-0-10 exe = 3A = 2x4 5xB = 4xe = 5X8 = Scale=1:62.6 1 2x4 II 2x4 II 2 2x4 II 2x4 II 3 2x4 II 4 5 2x4 II 2x4 II 6 2x4 2x4 II 4 12 4 II yv( I Zx4 11 I I 4xe 11 4 11 2x4 11 2, 11 7 41 42 8 9 43 10 44 45 11 46 47 12 48 II 10x10 = 4xe 8x8 = 6x10 = 8-0.10 11-11$ 17-1" 23-11-0 2311-0 Plate Offsets(X,Y)— [4:0-0-0,0-3-0],[5:0-3-B4O-2-0],[6:0-2-12,0-2-0],[8:0-3-8,0-5-0],[10:0-4-0,0-4-12],[11:0-3-8,0-3-0],[14:0-1-12,0-1-8],[15:0-3-0,0-1-8],[16:0-1-4.0-1-41, [17:0-3-0,0-"J,118:0.3-0,0-1-81,[19:0.3.0,0-1-81,120:0-3A,0.1-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.34 Vert(LL) -0.13 8-10 >999 360 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.43 Vert(CT) -0.19 8-10 >999 240 TCDL 10.0 Rep Stress Incr NO WE 0.60 Horz(CT) 0.01 12 n/a n/a BC 0.0 HCDL 1D.0 Code IBC20151TPI2014 Matrix-MS Wind(LL) 0.05 8-10 >999 240 Weight:772 lb FT=20% DL LUMBER- BRACING. TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purllns, except BOT CHORD 2x6 DF 240OF 2.0E end verticals. WEBS 2x4 HF No.2*Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 1-7,6-12:2x6 DF No.2 WEBS 1 Row at midpt 1-7.6-12 OTHERS 2x4 HF No.2*Except* 13-14,14-15,15-16,16-17,17-18,18-19,19-20,20-21:2x8 DF SS SUPPLEMENTARY BEARING PLATES,SPECIAL ANCHORAGE,OR OTHER MEANS TO ALLOW FOR THE MINIMUM REQUIRED SUPPORT REACTIONS. (lb/size) 7=9032/0-3-8 (req.0-4-15),12=6991/0-3-8 (req.0-3-13) WIDTH(SUCH AS COLUMN CAPS,BEARING BLOCKS,ETC.) Max Harz 7=281(LC 4) ARE THE RESPONSIBILITY OF THE TRUSS MANUFACTURER Max Uplift 7=1240(LC 4),12=1037(LC 5) OR THE BUILDING DESIGNER. FORCES. (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-7=-7724/1088,1-2=-4093/582,2-3=5130/700,3-0=5130/700,4-5=-5130/700,5.6=3308/503,6-12=6288/944 BOT CHORD 7-41=-248/225,41-42=-248/225,8-42=248/225,8-9=-704/4093,9-43=-704/4093,10-43=-704/4093,10-44=-553/3308, 44-45=-553/3308,11-45=553/3308,11-46=114/87,46-47=-114/87,12-47=114/87 WEBS 1-8=-1181/8539,2-8=2319/472,2-10=396/2168,3-10=-410/111,5-10=561/3811,5-11=3770/618,6-11=-1018/6915 NOTES- 1)3-ply truss to be connected together with 10d(0.131"xW)nails as follows: Top chords connected as follows:2x6-2 rows staggered at 0-9-0 oc,2x4-1 row at 0-9-0 oc. Bottom chords connected as follows:2x6-2 rows staggered at 0-4-0 oc. Webs connected as follows:2x4-1 row at 0-9-0 oc. 2)All loads are considered equally applied to all plies,except If noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry G Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. � ZA- 4)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 W Q 5)Provide adequate drainage to prevent water ponding. 6)All plates are 3x6 MT20 unless otherwise indicated. �J� 7)Gable studs spaced at 2-0-0 oc. �. 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.0psf. 10)WARNING:Required bearing size at joint(s)7,12 greater than input bearing size. $4074 Cq 11) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 1240 lb uplift at joint 7 and 1037 lb uplift O C V at joint 12. SSlorrAL May 15,2020 ,&WARNING-Verify design paramelers and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MTekiM connectors.This design is based only upon parameters shown,and is for an Individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design.Bracing Indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing M!Tek• is always required for stability and to prevent collapse with possible personal Injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSLITPl1 quality Criteria,DSB-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Corona,CA 921180 .AA Job JE1,rusS n1SE Iype ty y (Old IAN)�Bldg G,H,L 02A GAB 1K77ti 3 Job Reference (optionaq Builders First source,Adinglon,WA 98223 Run:8.240 s Mar 9 2020 Print:0240 a Apr 4 2020 MfTek Industries.Inc.Fri May 15 1226:01 2020 Page 2 10:cLBFp2gJGrnMl7Rdb6vsUYYrv_c2-C4NIKM4MOUS5RQ7-e6AhX37CdL7FOJSweRY2nJBzGDwy NOTES- 12)Hanger(s)or other Connection device(s)shall be provided sufficient to support concentrated load(s)1522 lb down and 205 lb up at 2-0-4.1522 lb down and 205 lb up at 4-0-4,1522 lb down and 205 lb up at 6-0-4,1522 lb down and 205 lb up at 8-0-4,1522 lb down and 205 lb up at 10-0-4,1735 lb down and 244 lb up at 11-10-12,1050 lb down and 158 lb up at 12-0-4,676 lb down and 122 lb up at 14-0-4,710 lb down and 124 lb up at 16-0-4,710 lb down and 124 lb up at 18-0-4,and 710 lb down and 124 lb up at 20-0-4,and 710 lb down and 124 lb up at 22-0-4 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 13) Studding applied to ply:3(Back) 14) Filler applied to ply:3(Back) LOAD CASE(S) 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-6=70,7-12=20 Concentrated Loads(lb) Vert:9=1522(F)8=1522(F)10=-2785(F=1050,B=1735)11=710(F)41=1522(F)42=-1522(F)43=1522(F)44=-676(F)45=71 O(F)46=-710(F)47=-71 O(F) 2)Dead+0 75 Snow(balanced)+0.75 Uninhab.Attic Storage:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-6=58,7-42=50,8-42=-20,8-43=-50,12-43=20 Concentrated Loads(lb) Vert:9=-1370(F)8=1388(F)10=-2418(F=-934,B=-1485)11=657(F)41=1370(F)42=-1387(F)43=1389(F)44=-626(F)45=657(F)46=657(F)47=-657(F) 3)Dead+Uninhabitable Attic Without Storage:Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-6=20,7-12�40 Concentrated Loads(lb) Vert:9=-720(F)8=720(F)10=1317(F=-398,B=-919)11=-166(F)41=720(F)42=720(F)43=-720(F)44=146(F)45=166(F)46=-166(F)47=166(F) 4)Dead+0.6 MWFRS Wind(Pas.Internal)Left:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-6=19,7-12=10 Harz:1-7=11,6-12=15 Concentrated Loads(lb) Vert:9=195(F)8=195(F)10=380(F=147,B=233)11=114(F)41=195(F)42=195(F)43=195(F)44=112(F)45=114(F)46=114(F)47=114(F) 5)Dead+0.6 MWFRS Wind(Pas.Internal)Right:Lumber Increase=1.60,Plate Increase=l 60 Uniform Loads(plf) Vert:1-6=19,7-12=10 Harz:1-7=15,6-12=11 Concentrated Loads(lb) Vert:9=195(F)8=195(F)10=3BO(F=147,B=233)1 1=1 14(F)41=1 95(F)42=195(F)43=1 95(F)44=1 12(F)45=1 14(F)46=1 14(F)47=1 14(F) 6)Dead+0.6 MWFRS Wind(Neg.Internal)Left:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-6=0,7-12=20 Harz:1-7=19,6-12=7 Concentrated Loads(lb) Vert:9=205(F)8=205(F)10=401(F=1 58,B=244)11=124(F)41=205(F)42=205(F)43=205(F)44=122(F)45=124(F)46=124(F)47=124(F) 7)Dead+0.6 MWFRS Wind(Neg.Internal)Right:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-6=0,7-12=20 Harz:1-7=7,6-12=19 Concentrated Loads(lb) Vert:9=205(F)8=205(F)10=401(F=158,B=244)11=124(F)41=205(F)42=205(F)43=205(F)44=122(F)45=124(F)46=124(F)47=124(F) 8)Dead+0.6 MWFRS Wind(Pas.Internal)1st Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(pin Vert:1-6=19,7-12=10 Harz:1-7=10,6-12=14 Concentrated Loads(Ib) Vert:9=195(F)8=195(F)10=380(F=147,B=233)1 1=1 14(F)41=195(F)42=195(F)43=195(F)44=1 12(F)45=1 14(F) 46=1 14(F)47=1 14(F) 9)Dead+0.6 MWFRS Wind(Pas.internal)2nd Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-6=19,7-12=10 Harz:1-7=14,6-12=10 Concentrated Loads(lb) Vert:9=195(F)8=195(F)10=380(F=147,B=233)11=114(F)41=195(F)42=195(F)43=195(F)44=112(F)45=114(F) 46=1 14(F)47=1 14(F) 10)Dead+0.6 MWFRS Wind(Pas.Internal)3rd Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-6=11,7-12=10 Harz:1-7=5,6-12=10 Concentrated Loads(lb) Vert:9=195(F)8=195(F)10=380(F=147,8=233)11=114(F)41=195(F)42=195(F)43=195(F)44=112(F)45=114(F) 46=1 14(F)47=1 14(F) 11)Dead+0.6 MWFRS Wind(Pas.Internal)4th Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-6=11,7-12=10 Harz:1-7=10,6-12=5 Concentrated Loads(lb) Vert:9=195(F)8=195(F)10=380(F=147,B=233)11=114(F)41=195(F)42=195(F)43=195(F)44=112(F)45=114(F) 46=1 14(F)47=1 14(F) 12)Dead+0.6 MWFRS Wind(Neg.Internal)1st Parallel:Lumber Increase=1.60,Plate Increase=1.60 AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. ' Design valid for use only with MITek®connectors.This design Is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing M iTe k' Is always required for stability and to prevent collapse with possible personal Injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSL TP11 Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Corona,CA 92880 ks �w.: .� ob rt,ss cuss ype ry y tow I. K7752t74 Bldg G,H,L IB07A GA81-E 1 3 Job Reference(optional) Builders First Source.Arlmgton.WA 98223 Run:8 24u s Mar 9 2020 mm 8240 s Apr 4 2020 MRek Industries,tne.Fri May 15 12:29t01 2020 Page 3 ID:cLBFp2gJGmMI?Bdb6vsUYYzv_c2-C4NIKM4MOUSSRp2e6At1X37CdL7FOJSweRY2nJBzGDwy LOAD CASE(S) Uniform Loads(plf) Vert:1-6=0,7-12=20 Horz:1-7=17,6-12=6 Concentrated Loads(lb) Vert:9=205(F)8=205(F)10=401(F=158,B=244)1 1=124(F)41=205(F)42=205(F)43=205(F)44=122(F)45=124(F)46=124(F)47=124(F) 13)Dead+0.6 MWFRS Wind(Neg.Internal)2nd Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-6=-0,7-12=20 Horz:1-7=6,6-12=17 Concentrated Loads(lb) Vert:9=205(F)8=205(F)10=401(F=158,B=244)11=124(F)41=205(F)42=205(F)43=205(F)44=122(F)45=124(F)46=124(F)47=124(F) 14) Dead+Uninhabitable Attic Storage:Lumber Increase=1.25,Plate Increase=1 25 Uniform Loads(plf) Vert:1-6=20,7-42=60,8-42=20,8-43=60,12-43=20 Concentrated Loads(lb) Vert:9=-639(F)8=662(F)10=1122(F=-3B9,B=-733)11=254(F)41=639(F)42=661(F)43=-664(F)44=237(1`)45=254(F)46=-254(F)47=-254(F) 15)Dead+0.75 Snow(bat.)+0.75 Uninhab.Attic Storage+0.75(0 6 MWFRS Wind(Neg.Int)Left):Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-6=43,7-42=50,8-42=-20,8-43=50,12-43=20 Horz:1-7=14,6-12=5 Concentrated Loads(lb) Vert:9=101(F)8=101(F)10=194(F=89,B=106)11=81(F)41=101(F)42=101(F)43=101(F)44=81(F)45=81(F)46=81(F)47=81(F) 16) Dead+0.75 Snow(bat.)+0.75 Uninhab.Attic Storage+0.75(0-6 MWFRS Wind(Neg.Int)Right):Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-6=-43,7-42=50,B-42=-20,8-43=50,12-43=20 Horz:1-7=5,6-12=14 Concentrated Loads(lb) Vert:9=101(F)8=101(F)10=194(F=89,B=106)11=B1(F)41=101(F)42=101(F)43=101(F)44=81(F)45=81(F)46=81(F)47=81(F) 17) Dead+0.75 Snow(bat)+0.75 Uninhab Attic Storage+0.75(0.6 MWFRS Wind(Neg.Int)1st Parallel):Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-6=43,7-42=50,B-42=-20,8-43=50,12-43=20 Horz:1-7=13,6-12=4 Concentrated Loads(lb) Vert:9=101(F)8=1 01(F)10=194(F=89,B=106)1 1=81(F)41=101(F)42=101(F)43=101(F)44=81(F)45=81(F)46=81(F)47=81(F) 18)Dead+0.75 Snow(bat)+0.75 Uninhab.Attic Storage+0.75(0.6 MWFRS Wind(Neg Int)2nd Parallel):Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-6=-43,7-42=50,B-42=-20,8-43=-50,12-43=20 Horz:1-7=4,6-12=13 Concentrated Loads(lb) Vert:9=101(F)8=101(F)10=194(F=89,B=106)11=81(F)41=101(F)42=101(F)43=101(F)44=81(F)45=81(F)46=81(F)47=81(F) 19)Dead+Minimum Snow:Lumber Increase=l-15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-6=-60,7-12=20 Concentrated Loads(lb) Vert:9=-1522(F)8=1522(F)10=-2785(F=-1050,B=-1735)11=710(F)41=-1522(F)42=-1522(F)43=1522(F)44=-676(F)45=710(1`)46=-710(F)47=-710(F) 20)Reversal:Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-6=70,7-12=20 Concentrated Loads(lb) Vert:9=-500(F)8=500(F)10=1023(F=-291,B=733)11=-131(F)41=500(F)42=500(F)43=500(F)44=341(1`)45=131(F) 46=-131(F)47=131(F) 21)Reversal:Dead+0.75 Snow(balanced)+0.75 Uninhab.Attic Storage:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-6=5B,7-42=50,8-42=20,8-43=-50,12-13=20 Concentrated Loads(lb) Vert:9=-500(F)8=500(F)10=1023(F=-291,B=-733)11=-131(F)41=500(F)42=500(17)43=-500(F)44=286(F)45=131(F) 46=-131(F)47=131(F) 22)Reversal:Dead+Uninhabitable Attic Storage:Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-6=20,7-42=60,8-42=20,8-43=60,12-43=20 Concentrated Loads(lb) Vert:9=500(F)8=500(F)10=1023(F=-291,B=733)11=-131(F)41=500(F)42=500(F)43=500(F)44=118(F)45=131(F) 46=131(F)47=131(F) 23)Reversal:Dead+Minimum Snow:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-6=60,7-12=20 Concentrated Loads(lb) Vert:9=500(F)8=500(1`)10=1023(1`=-291,B=-733)11=-131(F)41=500(F)42=500(F)43=500(F)44=341(F)45=131(F) 46=131(F)47=131(F) 24) Reversal:Dead+0.6 MWFRS Wind(Pos.Internal)Left:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-6=19,7-12=10 Horz:1-7=11,6-12=15 Concentrated Loads(lb) Vert:9=396(F)8=396(1`)10=1099(F=-222,B=-877)11=-73(F)41=396(1`)42=396(F)43=-396(F)44=-63(F)45=73(F) 46=-73(F)47=-73(F) A WARNING-VerNy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 114II-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTak®connectors.This design is based only upon parameters shown,and Is for an Individual buming component,not a trust system Before use,the building designer must verity the applicability of design parameters and property incorporate this design into the overall building design.Bracing Indicated Is to prevent buckling of indmilual truss web andlor chord members only.Additional temporary and permanent bracing M iTeK is always required for stability and to prowrnt collapse with possible personal mJury and property damage,For general guidance regarding the fabrication,storage,del wery,erection and bracing of trusses are truss systems,see ANS11TPII Quality Criteria,DS049 and SCSI Building Component 250 Klug Circle Safety Information avaiiable from Truss Plate Institute,2s7o Cram Highway.Suite 203 Welded,MD 20601 Corona,CA 92880 �Jo-b ' Truss Truss type ry y [olidlReference ,JN) � K7752474 dg G,H,L B02A GABLE 1 .} J �ipuonBll Builders First Source,Adington,WA98223 Run 8.240 s Mar 9 2020 Print:0,240 s Apr 4 2020 MTok Industries,Inc.Fit May 15 12290 1 2020 Page 4 ID:cLBFp2gJGmMI9Bdb6vsUYYzv c2-C4NIKM4MOUS5RpZe6AhX37CdL7FOJSweRY2nJBzGDwy LOAD CASE(S) 25)Reversal:Dead+0.6 MWFRS Wind(Pos.Intemal)Right:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-6=19,7-12=10 Horz:1-7=15,6-12=11 Concentrated Loads(lb) Vert:9=396(F)8=396(F)10=1099(1`=-222,B=-877)11=73(F)41=-396(F)42=396(F)43=-396(F)44=63(F)45=73(F)46=73(F)47=-73(F) 26)Reversal:Dead+0.6 MWFRS Wind(Neg.Internal)Left:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-6=0,7-12=20 Horz:1-7=19,6-12=7 Concentrated Loads(lb) Vert:9=386(F)6=386(17)10=1078(F=212,B=-867)11=63(F)41=-386(F)42=386(F)43=386(F)44=-52(F)45=63(F)46=63(F)47=-63(F) 27)Reversal:Dead+0.6 MWFRS Wind(Neg.Internal)Right:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-6=0,7-12=20 Horz:1-7=7,6-12=19 Concentrated Loads(lb) Vert:9=386(F)8=386(F)10=1078(1`=-212,B=-867)11=-63(F)41=-386(F)42=386(F)43=-366(F)44=-52(F)45=63(F)46=63(F)47=-63(F) 28)Reversal:Dead+0 6 MWFRS Wind(Pos.Internal)1st Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-6=19.7-12=10 Horz:1-7=10,6-12=14 Concentrated Loads(lb) Vert:9=-396(F)8=396(F)10=1099(F=-222,9=877)11=-73(F)41=-396(F)42=396(F)43=396(F)44=-63(F)45=73(F)46=73(F)47=-73(F) 29)Reversal:Dead+0.6 MWFRS Wind(Pos.Internal)2nd Parallel:Lumber Increase=1.60,Plate Increase=1 60 Uniform Loads(plf) Vert:1-6=19,7-12=10 Horz:1-7=14,6-12=10 Concentrated Loads(lb) Vert:9=-396(F)8=396(F)10=1099(F=222,B=-877)11=-73(F)41=-396(F)42=396(F)43=-396(F)44=-63(F)45=73(F)46=73(F)47=-73(F) 30)Reversal:Dead+0 6 MWFRS Wind(Pos.Internal)3rd Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-6=11,7-12=10 Horz:1-7=5,6-12=10 Concentrated Loads(lb) Vert:9=-396(F)8=396(F)10=1099(1`=222,B=-877)11=-73(F)41=-396(F)42=396(F)43=-396(F)44=63(F)45=73(F)46=73(F)47=-73(F) 31)Reversal:Dead+0.6 MWFRS Wind(Pos.Internal)4th Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-6=11,7-12=10 Horz:1-7=10,6-12=5 Concentrated Loads(lb) Vert:9=396(F)8=396(F)10=1099(1`=222,B=-877)11=-73(F)41=396(F)42=396(F)43=-396(F)44=-63(F)45=73(F)46=73(F)47=-73(F) 32)Reversal:Dead+0 6 MWFRS Wind(Neg.Internal)1st Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-6=0,7-12=20 Horz:1-7=17,6-12=6 Concentrated Loads(lb) Vert:9=386(F)8=386(F)10=1078(F=-212,B=-867)11=63(F)41=386(F)42=386(F)43=-386(F)44=-52(F)45=63(F)46=63(F)47=-63(F) 33) Reversal:Dead+0.6 MWFRS Wind(Neg.Internal)2nd Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-6=0,7-12=20 Horz:1-7=6,6-12=17 Concentrated Loads(lb) Vert:9=3136(F)8=386(F)10=1078(1`=212,B=867)11=-63(F)41=386(F)42=386(F)43=-386(F)44=-52(F)45=63(F) 46=-63(F)47=-63(F) 34) Reversal:Dead+0,75 Snow(bat.)+0.75 Uninhab.Attic Storage+0.75(0.6 MWFRS Wind(Neg.Int)Left):Lumber Increase=1-60, Plate Increase=1.60 Uniform Loads(plf) Vert:1-6=-43,7-42=50,8-42=-20,8-43=-50,12-43=20 Horz:1-7=14,6-12=5 Concentrated Loads(lb) Vert:9=880(F)8=897(F)10=1868(F=-545,B=-1323)11=-284(F)41=880(F)42=-896(F)43=-898(F)44=262(F) 45=-284(F)46=284(F)47=284(F) 35) Reversal:Dead+0.75 Snow(bal.)+0.75 Uninhab.Attic Storage+0 75(0.6 MWFRS Wind(Neg.Int)Right):Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads(plf) Vert:1-6=-43,7-42=50,8-42=-20,8-43=50,12-43=20 Horz:1-7=5,6-12=14 Concentrated Loads(lb) Vert:9=880(F)8=897(F)10=1868(F=545,13=1323)11=-284(F)41=880(F)42=896(F)43=898(F)44=262(F) 45=-284(F)46=284(F)47=284(F) 36) Reversal:Dead+0.75 Snow(bal.)+0.75 Uninhab.Attic Storage+0.75(0.6 MWFRS Wind(Neg.Int)1st Parallel):Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-6=43,7-42=50,B-42=-20,8-43=-50,12-43=20 Horz:1-7=13,6-12=4 AWARNING-verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev.1010312015 BEFORE USE. Design valid for use only with MTok®connectors.This design Is based only upon parameters shown,and is for an Individual building component,not a truss system Before use,the building design must verify the applicability of design parameters and property incorporate this design into the overaL buiding design. Bracing indicated Is to prevent Duckling of Individual huss web and/or chord members ditty Add4ional temporary and permanom bracing M iTe k- is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication.storage,delivery,erection and bracing of trusses and truss systems,see ANS11TPr1 Quality Cr/torfe,DSB-89 and SCSI Building Component 250 Mug Circle Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Corona,CA 92BBO Job Truss rues ype Y Y BWy G,H,L 802A GABLE 1 K7752474 Buliders First Source,Aeington,WA 98223 3 Job Re/erenceoptional) ID:cLBFp2gJGmMl79 b6-Urirv4c2-C4NIKM4MOU55RpsZe6AhX37CdL7FOdSweRY2n B G LOAD CASE(S) Dwy Concentrated Loads(lb) 37)ReversalVDead+8p 775FSnow(bal.)+0.75 Un nhab.Attic Storage+0.75(0F6 M WFRS Wind(Neg.Int)2nd Parallel):Lumber I cr ase=1 60 Plate(Fn 47crease=1.60 Uniform Loads(plo Vert:1-6=-43,7.42=50,8-42=-20,8-43=-50,12-43=20 Horz:1-7=-4,6-12=13 Concentrated Loads(lb) Vert:9=880(F)8=897(F)10=1868(F=545,B=1323)11=284(F)41=880(F)42=896(F)43=898(F)44=262(F)45=284(1`)46=-284(F)47=284(F) AWARNING.Verify design peramerers and READ NOTES ON AILS AND INCLUDED AVTEK REFERENCE PAGE MV4473 rev.1007"015 BEFORE USE Design valid for use only with Mi-rokdb connectors-This design Is based only upon parameters shown,and is for an Individual building component,not a tnrss system.Bofors use.the build"designer must vsn1Y the applfcabbd of design �� bulbuig design Bracing indicated is to event bucklingof Individual[fuss web and/or chord mtembers opnly�WMo ul Iem t�daand er the nt bra Is always required for stability and to provvent d011apso h possible personal In u and D ry permanent bracng fabrication,storage,delivery,erection and bracing of trusses and trust,systems,see property Quality Criteguidance ria,DSB-89 and S the CSI Building Component MiTek� Safely Information available from Truss Place Institute,2670 Crain Highway,Suite 203 Weldon,MD 20601 250 Klug Circle Corona,CA 92e80 00 Truss 1 russ Type P yPly (Old I•J,N) K7752475 Bldg G,H,L BP11 FLAT 1 Job Reference(optionn8 Buddets First Source,AdrOgldn,WA HIM Run:8.240 s Mar 9 2020 Print 6.240 s Apr 4 2020 MITek Industries,Inc Fn May 16 12:28:02 2020 Pogo 1 ID:AgGFUgUxzt6tbAszgikNJkyCPyO-gGxgXi4 noay3ZSggtCmbKllsXgU2yOrdCoLrdzGDwx � 1-0 018 i1 Scale=1:42.4 1 23 11 4x4 I 06 — 7 6 4 5 3x6 I 6x6 = I 1-10-6-6� 11-100 Plate Offsets(X,Y)— 12:044,0-1 8) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Ildefl Lld PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.55 Vert(LL) n/a n/a 999 MT20 185/148 (Roof Snow=20)1 TCDL 0.0 Lumber DOL 1,15 BC 0,09 Vert(CT) n/a n/a 999 00 Rep Stress Incr YES WB 0.39 Horz(CT) 0.15 3 n/a n/a BC CL 10.0 Code IBC2015/TP12014 Matrix-P Weight:32 lb FT=20% LUMBER- BRACING- TOP CHORD 2x6 DF No.2 TOP CHORD Structural wood sheathing directly applied or 1-10-6 oc purlins, BOT CHORD 2x4 HF No.2 except end verticals. WEBS 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 1-4 JOINTS 1 Brace at Jt(s):7 REACTIONS. (lb/size) 3=43/1-10-6,4=73/1-10-6.5=35/1-10-6 Max Harz 4=-240(LC 28) Max Uplift 3=-576(LC 27),4=2411(LC 24).5=-1836(LC 27) Max Grav 3=564(LC 28).4=2418(LC 31),5=1853(LC 28) FORCES. (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-406/399,2-3=66/66,4-6=-2403/2419,1-6=-1041/1056,5-7=476/482,2-7=669/675 BOT CHORD 4-5=-563/557 WEBS 6-7=-5321511,5-6=1 476/1476,1-7=1230/1230 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=4.Bpsf;h=25ft;Cat,11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterioril zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 3)Provide adequate drainage to prevent water ponding. 4)Gable requires continuous bottom chord bearing. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ON"G Z 6)'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. pJpg O 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 576 lb uplift at joint 3,2411 lb uplift at joint 4 and 1836 lb uplift at joint 5. �O 8)This truss has been designed for a total drag load of 242 plf.Lumber DOL=(1.33)Plate grip DOL=(1.33) Connect truss to resist drag � loads along bottom chord from 0-0-0 to 1-10-6 for 242.0 plf. LOAD CASE(S) Standard sI�NAL May 15,2020 ..� WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. Design valid for use only with rAtTok®cdnnecton,This design Is based only upon parameters shown,and Is for an individual building component,not a truss"am.Before use,the building designer must vahfy the applicability of tlesign parameters and property incorporate this design We the overati bu8dktg design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and pevnanem bracing MOW always required for stability and to prevent coaapse with possible personal Injury and property damage, Far general guidance regarding the fabnco0on,storage,delivery,erection and bracing of trusses and tons systems.see ANSI/TPI r Quality Criteria,OSS-89 and BCSI Building Component 250 Klug Circle Safoty Information available from Truss Plate institute.2670 Cfaln Highway,Suite 203 Waldorf,MD 20601 Corona,CA 92880 F131dgG,H,L I russTruss Type Qty P y (om IJ,M BP12 FLAT 1 1 K7762476 Job Reference(optional) Builders First Source,Arlmglon.WA 98223 Run:6-240s Mar 92020 Print:0-2406Apr 42020 Mrrek Industrias.Inc.Fri May 15 12:28:03 2020 Pagel ID:AgGFUgUxzt6tbAszgikNJkyC PyO-8TV2125cY6iph7jODbi?8YIuNx1 nnTLwusXuN3zGDww �2� 1-3-2 Scale=1:42.6 1 23 V. 3 II 4x4= 4x4 — 7 6 4 5 3x6 I 6x6 = 12 13.2 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1,15 TC 0.69 Vert(LL) n/a n/a 999 MT20 185/148 (Roof Snow=2 10) Lumber DOL 1,15 BC 0.03 Vert(CT) n/a n/a 999 TCLL 10.0 Rep Stress Incr YES WB 0.16 Horc(CT) 0.07 3 n/a n/a BCLL 0 0 BCDL 10.0 Code IBC2015/TPI2014 Matrix-P Weight:29 lb FT=20% LUMBER- BRACING- TOP CHORD 2x6 DF No.2 TOP CHORD Structural wood sheathing directly applied or 1-3-2 oc purlins, except BOT CHORD 2x4 HF No.2 end verticals. WEBS 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. JOINTS 1 Brace at Jt(s):7 REACTIONS. (lb/size) 3=31/1-3-2,4=4611-3-2,5=19/1-3-2 Max Horz 4=190(LC 9) Max Uplift 3=109(LC 7).4=751(LC 6),5=-642(LC 7) Max Grav 3=101(LC 8),4=755(LC 9),5=653(LC 8) FORCES. (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-37/40,2-3=0/0,4-6=746/756,1-6=-137/146,5-7=36/39,2-7=1331136 BOT CHORD 4-5=180/174 WEBS 6-7=-124/130,5-6=628/628,1-7=-173/173 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=4.8psf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 3)Provide adequate drainage to prevent water ponding. 4)Gable requires continuous bottom chord bearing. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)"This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 109 lb uplift at joint 3,751 lb uplift at jointZ�lq 4 and 642 lb uplift at joint 5. '}� pjggp,� O LOAD CASE(S) Standard 0 P � 4074 �O �GI3TEtt� �S`SnI O ONAL May 15,2020 A WARNING-Verily,design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473 rev.10/03/2015 BEFORE USE Design valid for use only with Make connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only.Adosronal temporary and permanerd bracing M iT�k' Is always required for stability and to provanl collapse with possible personal Injury and property damage.For general guidance regarding the fabrication,storage,delivery.erection and bracing of trusses and truss systems,see ANSVTPII quality Criteria,DSO-89 and SCSI Building Component 250 Klug Circle Softly Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Corona,CA 92880 00 ,� 1 cuss 7us's pe pty Ply K7752477 BP13 1 1 Job Reference(optional) Builders First Source,ArFnplon,WA 98223 Run:8,240 s Mar 9 2020 Print:8.240 s Apt 4 2020 Mrrek Industries,Inc.Fri May 15 12:28.03 2020 Page 1 ID AgGFUqUxzt6lbAszgikNJkyCPy"'Pnl25cY6iph7j00bj?8YKvkxlnnTcwusXuN3zGOww I 1-4.10 Scale=1:42.5 1 23 I I 4x4 = 4x4 = 7 8 4 5 3x8 I I 6x6 = 14.10 _ LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 2 10) Plate Grip DOL 1.15 TC 0.54 Vert(LL) n/a n/a 999 MT20 185/148 (Roof Snow=2 Lumber DOL 1.15 BC 0.03 Vert(CT) n/a n/a 999 TCLL 0,0 Rep Stress Incr YES WB 0.14 Horz(CT) 0.05 3 n/a n/a BCDL 10 BCDL 0.0 Code IBC2015/TPI2014 Matrix-P I Weight:29 lb FT=20% .0 LUMBER- BRACING- TOP CHORD 2x6 DF No.2 TOP CHORD Structural wood sheathing directly applied or 1-4-10 oc purlins, BOT CHORD 2x4 HF No.2 except end verticals. WEBS 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. JOINTS 1 Brace at Jt(s):7 REACTIONS. (lb/size) 3=34/1-4-10,4=5211-4-10,5=22/1-4-10 Max Horz 4=-190(LC 8) Max Uplift 3=-95(LC 7),4=-664(LC 6),5=-570(LC 7) Max Grav 3=86(LC 8),4=668(LC 9),5=582(LC 8) FORCES. (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=37/40,2-3=0/0,4-6=658/669,1-6=-122/132,5-7=35/38,2-7=-1101113 BOT CHORD 4-5=-180/174 WEBS 6-7=124/130,5-6=558/558,1-7=150/150 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=4.Bpsf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25 0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 3)Provide adequate drainage to prevent water ponding. 4)Gable requires continuous bottom chord bearing. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)`This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. OMIN�Z 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 95 lb uplift at joint 3,664 lb uplift at joint 4 O and 570 lb uplift at joint 5. }�' w�+ LOAD CASE(S) Standard 0 CO 'L 54074 SSIONAL�yG May 15,2020 A WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PA GE MII.7473 rev.10/03/2015 BEFORE USE Design valid for use only with Mrrek®connectors.This design Is based only upon parameters shown,and is lor an ktdivldual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design.Bracing Indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing M iTek' Is always required for stability and to prevent collapse with passible personal injury and property damage,For general guidance regarding the fabricatlon,storage,delivery,erection and bracing of Hisses and truss systems,see ANSI7TPN quality Crlteda,DSB-89 and SCSI Building Component 250 Mug Circle Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Corona,CA 92880 a\ u Job * Tcuss I ruse I ype Qty Ply 1(0k!I,J,N) K7T62475 Bldg G,H,L BP20 BLOCKING 6 1 Job Reference(optional) Builders First Source,Adinglon,WA 9=3 8,240 s Apr 4 2020 MITak Industries.Inc.Fit May 15 12:34:29 2020 Page I IDAQGFUgUxzt6tbAszgikNJkyCPyO-rjpzl1mkeiL29RECrfeWnxH bXmCE4ztfv2KwhzGDqu 1-106 1-10.6 5x8 = Scale=1:23.5 1 2 3 Hn, l W" 3x4 = 4 5 2x4 II 1-t06 t-tas Plate Offsets(X,Y)— (1:Edge,0.3-8) LOADING (psi) SPACING- 2-0-0 CSI DEFL. in (loc) I/defi Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.07 Vert(LL) -0.00 4 >999 360 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1 15 SC 0.02 Vert(CT) -0.00 4 >999 240 TCDL 10.0 Rep Stress Incr YES WB 0.02 Horz(CT) 0.00 3 n/a n/a BCLL 10 0 Code IBC2015/TP12014 Matrix-P Wind(LL) 0.00 4 — 240 Weight:20 lb FT=20% LUMBER- BRACING- TOP CHORD 2x12 DF No.2 TOP CHORD Structural wood sheathing directly applied or 1-10-6 oc purlins, BOT CHORD 2x4 HF No.2 except end verticals. WEBS 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=73/1-10-8,3=50/1-10-8,5=27/1-10-8,5=27/1-10-8 Max Horz 4=-89(LC 8) Max Uplift 4=-111(LC 6),3=26(LC 7),5=86(1-13 7) Max Grav 4=127(LC 18),3=50(LC 1).5=104(LC 8),5=27(LC 1) FORCES. (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-4=112/118,1-2�45/49,2-3=0/0,2-5=-19/18 BOT CHORD 4-5=-77/69 WEBS 1-5=113/113 NOTES- 1)Wind:ASCE 7-10;Vult=11Omph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=4.8psf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category ll;Exp B;Fully Exp.;Ct=1.10 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 111 lb uplift at joint 4,26 lb uplift at joint 3 QiG and 86 lb uplift at joint 5. w LOAD CASE(S) Standard p� O "0 54074 � '�SSION��yG May 15,2020 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,1II-7473 rev.1010312015 BEFORE USE. Design valid for use only with MfrekS connectors.This design is based only upon parameters shown,and is for an Individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design.Bracing Indlcated is to prevent buckling of indlvldual truss web and/or chord members only.Additional temporary and permanent bracing MiTek" Is always required for slabllity and to prevent collapse with possible personal Injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTPI1 Ouaffry Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Corona,CA 92860 P I I russ I russ I ype uty y told I,J,N) G,H,L IBP21 (BLOCKING 6 1 Job ReferoncefoDNonal) Builders First Source,Adington,WA 88223 Rurr.8.240 s l 9 2020 Print 8.240 s Apr 4 2020 MRek Industries,Inc.Fit May 18 1228:04 20"Page t ID:AgGFUgUxzi6tbAszgikNJkyCPyO•d3QyO6EJPgglHIDnIEEhlgBDLM7WyX47WHSIIVzGi wv 1-10-6 1-10-6 5x8 = Scale=1:24.8 1 2 3 4 5 2)(4 Plate OBsets(X,Y)— [1:Ed9e,0.3-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid I PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.11 Vert(LL) -0.00 4 >999 360 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.02 Vert(CT) -0.00 4 >999 240 TCLL 10.0(�Jl_ 10 0 Rep Stress Incr YES WB 0.03 Horz(CT) 0.00 3 n/a n/a f3 BCD1 0.0 Code IBC2015/TPI2014 Matrix-P Wind(LL) 0.00 4 — 240 ` Weight:21 lb FT=20% LUMBER- BRACING- TOP CHORD 2x12 DF No.2 TOP CHORD Structural wood sheathing directly applied or 1-10-6 oc purlins, BOT CHORD 2x4 HF No.2 except end verticals. WEBS 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing REACTIONS. (lb/size) 4=73/1-10-8,3=50/1-10-8.5=27/1-10-8.5=27/1-10-8 Max Horz 4=-96(LC 8) Max Uplift 4=-127(LC 6),3=29(1_10 7),5=100(LC 7) Max Grav 4=139(LC 18),3=50(LC 1),5=118(LC 8),5=27(LC 1) FORCES. (lb)-Maximum Compression/Maximum Tension TOP CHORD 14=124/134,1-2=48/64,2-3=0/0,2-5=-20/21 BOT CHORD 4-5=-83(75 WEBS 1-5=130/130 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=4 8psf;h=25ft;Cat.ll;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Comer(3)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Fully Exp.;Ct=1.10 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads. 5)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 127 lb uplift at joint 4,29 lb uplift at joint 3 NG and 100 lb uplift at joint 5. ��p.� 2�jq "t�' WASJ O LOAD CASE(S) Standard $ C TQ rO� 54074 G.DCISTERti� �ssIONALG May 15,2020 ®WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.10/03/2015 BEFORE USE Design valid for use only with Mrrek®connectors.This design Is based only upon parameters shown,and is for an Individual building component,not a truss system.Before use,the building designer must verify the appllcablllty of design parameters and properly incorporate this design Into the overall building design Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSLITP11 Quality Criteria,DS8.89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,2670 Crain Highway,Sulte 203 Waldorf,MD 20601 Corona,CA 92860 P I russ 1 russ I ype ty y (OW U,N)rJ.P22 K7752480 G,H,L BLOCKING 6 Job Reference(ootionall Builders First Source,Ad"ton,WA 98223 8.240 s Apr 4 2020 MITek Industries,Inc.I'd Miry 15 12!34:51 2020 Pugs 1 ID:AgGFUgUxz(6"ug*NJkyCPyO-Cy3HN21XST6wdgvR7H2ggaBlOPHL01 O_iLNU!GzGDgY 1.108 1-1016 5x8 = Scale=1:23.6 1 2 3 3x4 = 4 5 2x4 I 1-106 r 1-10:6 Plate Offsets(X,Y)— (1:Edge,0.3.8) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (loc) Ildefi Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.08 Vert(LL) -0.00 4 >999 360 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1.15 BC 0,02 Vert(CT) -0,01) 4 >999 240 TCDL 10.0 Rep Stress In YES WB 0.02 Horz(CT) 0.00 3 nla n/a BCDL 10.0 Code IBC2015/TPI2014 Matrix-P Wind(LL) 0.00 4 -- 240 Weight:20 lb FT=20% LUMBER- BRACING- TOP CHORD 2x12 DF No.2 TOP CHORD Structural woad sheathing directly applied or 1-10-6 oc puriins, BOT CHORD 2x4 HF No.2 except end verticals. WEBS 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=73/1-10-8,3=50/1-10-8,5=27/1-10-8,5=27/1-10-8 Max Horz 4=89(LC 9) Max Uplift 4=-113(LC 6),3=27(LC 7),5=-87(LC 7) Max Grav 4=128(LC 18),3=50(LC 1),5=105(LC 8),5=27(LC 1) FORCES. (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-4=-113/120,1-2=45149,2-3=0/0,2-5=-20/19 BOT CHORD 4-5=-78r70 WEBS 1-5=-115/115 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=4.8psf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1 60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category Il;Exp B;Fully Exp.;Ct=1.10 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 113 lb uplift at joint 4,27 lb uplift at joint 3 O VMG 2 and 87 lb uplift at joint 5. WAS 4() LOAD LOAD CASE(S) Standard t„ Ox p ,� 54074� crsl"GR �SSYlo G May 15,2020 AWARNING-Vedfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with Mrrek®connectors.This design is based only upon parameters shown,and Is for an Individual building component,not • a buss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design.Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek• Is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabricallon,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITP11 Quality Criteria,DSBd9 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MO 20601 Corona,CA 92880 s Job I I toss I toss I ype [y 171OW I,J.INK7752481 BP23 BLOCKING 6 ob Retllrartcd(optiona0 Builders First Source,Adinglon,WA 98223 Run:8.240 s Mar 9 2020 Pdrd:8.240 s Apr 4 2020 MRok Industries,Inc.Fit May 15 12:28:05 2020 Page 1 I D:AgGFU gUxzt6tbAszgikNJkyCPyOArco9k7t4jyXwRtPL01TDzNMvlllut FPkDLAO?SyzGDwu 1-10-6 1-1a� 5xB = Scale=1:25.1 1 2 3 Us l'l u 4 5 1� t0.6 1 Plate OMsets(X,Y)— [1:Edge,0-3-8) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Ildefl Ltd PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.11 Vert(LL) -0.00 4 >999 360 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.02 Vert(CT) -0.00 4 >999 240 TCDL 10.0 Rep Stress Incr YES WB 0.03 Horz(CT) 0.01 3 n/a n/a BCLL 0.0 BCDL S0-0 Code IBC2015/TP12014 Matrix-P Wind(LL) 0.00 4 — 240 Weight:21 lb FT=20% LUMBER- BRACING- TOP CHORD 2x12 DF No.2 TOP CHORD Structural wood sheathing directly applied or 1-10-6 oc purlins, BOT CHORD 2x4 HF No.2 except end verticals. WEBS 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=73/1-10-8,3=50/1-10-8,5=27/1-10-8,5=27/1-10-8 Max Horz 4=-97(LC 6) Max Uplift 4=132(LC 6),3=30(LC 7).5=-103(LC 7) Max Grav 4=142(LC 18),3=50(LC 1),5=121(LC 8),5=27(LC 1) FORCES. (lb)-Maximum Compression/Maximum Tension TOP CHORD 14=-128/139,1-2�49/66,2-3=0/0,2-5=22/22 BOT CHORD 4-5=-85/76 WEBS 1-5=-135/135 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vesd=87mph;TCDL=4.2psf;BCDL=4.8psf;h=25ft;Cat II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Comer(3)zone;cantilever left and sight exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Fully Exp.;Ct=1.10 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5).This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 132 lb uplift at joint 4,30 lb uplift at joint 3 GrjG and 103 lb uplift at joint 5. WAS O LOAD CASE(S) Standard (,> ti 0 .off 54074 � GA �GI3TE1t� May 15,2020 ,&WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,1II-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MRok®connectors.This design Is based only upon parameters shown,and Is for an individual building component,notes a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design.Bracing indicated Is to prevent buckling of Individual truss web andlor chord members only.Additional temporary and permanent bracing M(Tek• is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSVTPII Quality Criteria,DSBA9 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Corona,CA 92880 w Job -`( cuss rues Type Qty y (Old I,J,N) Bldg G,H,L C01 Monophch Supported Gable 1 1 K7752482 Job Reference(optional) 8u4ders Fist Source,Arlingtoo,WA 9=3 Run,8 240 s Mar 9 2020 PM 8.240 s Apr 4 2020 MRak tnd ge ustnes.Inc.Fri May 15 12:28:06 2D20 Pa 1 ID:cLBFp2gJGmMI?BdbBvsUYYzv c2-Z2ASN48Vr14OYaSbvjGimAwXN81r stNagmY OzGOwt 1141-0 1141-0 Scale=1:23.6 7 2.79 12 B 18 5 4 15 3 3x4 II 2 1 B 9 10 11 12 13 14 3x4 I 3x4 I 11-8-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.07 Vert(LL) n/a n/a 999 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1.15 BC 0,07 Vert(CT) n/a n/a 999 TCDL 10.0 Rep Stress Incr YES WB 0.04 Horz(CT) -0.00 14 n/a n/a BCDL 10 0 Code IBC2015ITP12014 Matrix-R Weight:45 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purllns, except BOT CHORD 2x4 HF No.2 end verticals. WEBS 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 HF No.2 REACTIONS. (lb/size) 8=52/11-8-0,14=69/11-8-0,13=188/11-8-0,12=179/11-8-0,11=180/11-8-0.10=182/11-8-0,9=174/11-8-0 Max Horz 8=105(LC 9) Max Uplift 14=-13(LC 9),13=18(LC 8),12=-23(LC 12),11=24(LC 12),10=-15(LC 8),9=77(LC 9) Max Grav 8=92(LC 22),14=84(LC 18).13=226(LC 18),12=218(LC 18),11=198(LC 18),10=182(LC 1),9=174(LC 18) FORCES. (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-8=-60/0,1-2=72113,2-15=-58/0,3-15=-53/14,34=55/14,4-5=-50/18,5-16=46126,6-16=-41/29,6-7=-47/50, 7-14=-68/38 BOT CHORD 8-9=43/52,9-10=-43/52,10-11=-43/52,11-12=43/52,12-13=-43/52,13-14=-43/52 WEBS 6-13=-185/78,5-12=178/64,4-11=158/53,3-10=142/61,2-9=1351128 NOTES- 1)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSIITPI 1. 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Fully Exp;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)All plates are 2x4 MT20 unless otherwise indicated. 5)Gable requires continuous bottom chord bearing. 6)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 7)Gable studs spaced at 2-0-0 oc. 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. O1�1I3G 9)'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. O 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 13 lb uplift at joint 14,18 lb uplift at joint 13,23 lb uplift at joint 12,24 lb uplift at joint 11,15 lb uplift at joint 10 and 77 lb uplift at joint 9. 0 2 LOAD CASE(S) Standard 54074 � °,n �crs�gti° �SSIDNALG May 15,2020 AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. Design valid for use only with Mrrek®connectors.This deslgn Is based only upon parameters shown,and is for an individual building component,not • a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design.Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal Injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSYTP11 quality Criteria,DSBA9 and SCSI Building Component 250 Klug Circle Safety Information avallable from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Corona,CA 92BBO � erg Job Truss cuss ype Qty ly (OW +t K7752A83 Bldg G,H,L CO2 Monopdch 6 1 Job Reference(optional) Builders First Source,Adington,WA 9aM Run:8,240 s Mar 9 2020 Print:8,240 s Apr 4 2020 MfTek Industries,Inc.Fn May 15 1228:07 2020 Page 1 ID:cLBFp2gJGmMI?Bdb6vsUYYzv_r2-1 EkZaQ87cKCFgk1 nSRoxlNSdhYKcjAEWpUV6WgzGDws 5.7-10 11-&0 ' 5-7-10 6-0-5 3x6 Scale:1/2"=l' 3 2.79 12 6 3x4 = 2 7 3x6 1 5 4 4x4 = 6 3x4 11 3x6 = 5.7_10 1141-0 Plate Offsets(X,Y)— (3:0.2-12,0.1-81 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/deft Ltd PLATES GRIP TOLL 25.D 1 Plate Grip DOL 1.15 TC 041 Verl(LL) -0,03 5-6 >999 361) MT20 111511411 (Roof Snow=2 0) Lumber DOL 1.15 BC 0.29 Vert(CT) -0.07 5-6 >999 240 TCDL 0.0 Rep Stress Incr YES WB 061 Horz(CT) 0.01 6 n/a n/a iiL'CL BCLL 0.0 Code IBC2015frPI2014 Matrix-AS Win 0.01 5 >999 240 Weight:48 lb FT=20% 10.0 d(LL) LUMBER- BRACING- TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 HF No.2 REACTIONS. (lb/size) 4=512/0-2-0,6=512/0-3-8 Max Horz 4=105(LC 9) Max Uplift 4=-49(LC 8),6=62(LC 12) Max Grav 4=540(LC 18),6=592(LC 18) FORCES. (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-7=859/79,2-7=780/85,2-8=110/34,3-8=61/39,3-6=-226/56,1-4=-484/82 BOT CHORD 4-5=93/132,5-6=75/801 WEBS 2-5=-241171,2-6=816/104,1-5=-47/688 NOTES- I)Wind:ASCE 7-10;Vult=11Omph(3-second gust)Vasd=87mph;TCDL=4 2psf;BCDL=4.Bpsf;h=25ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)0-1-12 to 3-1-12,Interior(1)3-1-12 to 8-6-4,Exterior(2)8-6-4 to 11-6-4 zone; cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Fully Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live(Dads. 5)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Provide mechanical connection(by others)of truss to bearing plate at joint(s)4. OZ 4G 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 49 lb uplift at joint 4 and 62 lb uplift at ,�Q. �� "AY,q joint 6. �' O B)This truss design requires that a minimum of 7116"structural wood sheathing be applied directly to the top chord and 1/2"gypsum pT sheetrock be applied directly to the bottom chord. LOAD CASE(S) Standard 54074 77 �SSIONALG May 15,2020 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. �� Design valid for use only with MTekaD connectors.This design Is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design Bracing Indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Ml lek• is always required for stability and to prevent collapse with possible personal Injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSVTPII Duality Criteria,DSB-99 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Weldon,MD 20601 Corona,CA 92880 w MY Job If I russ runs-1 ype ly 1ply (Old I,J,N) K7752484 Bldg GL,H, Munopitch 1 1 IC03 b Reference(optional) Builders First Source,Adingtw.WA 98223 Run:8,240 a Mar 9 2020 Print:8240 a Apr 4 2020 Mrrak Industries,Inc.Fd May 15 12:28:07 2020 Pape 1 ID:cLB Fp2gJGmMI?Bdb6vsUYYzv_c2-1 EkZaO87cKCFgkl nSRoxlNSdwYKkamWpUV6WgzGOws 5.7-10 _ 11-6-8 5-7-10 5.10.14 Scale:1/2"=1' 3 279 12 B 3x4 2 7 4x6 1 5 8 4 44 = 3x4 = 3x4 11 r _577-10 11.6-8 1 r 11-6-8 Plate Offsets(X,Y)— (3:0-0-12.0-1-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (loc) I/deft Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.40 Vert(LL) -0 03 5-6 >999 360 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1.15 BC 0,211 Vert(CT) -0 O6 5-6 >999 240 TCDL 10 0 Rep Stress In cr YES WB 058 Horz(CT) 0.01 6 nla n/a BCLL 0.0 Code IBC2015/TPI2014 Matrix-AS Wind(LL) 0.01 5 >999 240 Weight:48 lb FT=20% UCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 HF No.2 REACTIONS. (lb/size) 4=506/0-2-0,6=506/Mechanical Max Horz 4=104(LC 9) Max Uplift 4=-48(LC 8),6=-61(LC 12) Max Grav 4=533(LC 18).6=584(LC 18) FORCES. (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-7=840/79,2-7=761/85,2-8=-107/33,3-8=60139,3-6=-220/55,1-4=-477/82 BOT CHORD 4-5=-92/133,5-6=73/782 WEBS 2-5=21/170,2-6=800/102,1-5=-45/667 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=4 Bpsf;h=25ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)0-1-12 to 3-1-12,Interior(1)3-1-12 to B-4-12,Extedor(2)B-4-12 to 11-4-12 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Fully Exp;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Refer to girder(s)for truss to truss connections. �j�P(G Z� 7)Provide mechanical connection(by others)of truss to bearing plate at joint(s)4. O 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 48 lb uplift at joint 4 and 61 lb uplift at joint 6. 9)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and 1/2"gypsum 0 sheetrock be applied directly to the bottom chord. C2 LOAD CASE(S) Standard 54074� �4 ssjONALG May 15,2020 WARNING-Verffy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.1010312015 BEFORE USE. Design valid for use only with Mfrek®connectors.This design Is based only upon parameters shown,and Is for an Individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building design.Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only Additional temporary and permanent bracing MiTek• Is stweys required for stab"and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery.erection and bracing of trusses and truss systems,see ANSI TPII OualNy Crftoria,DSB-89 and SCSI Building Component 250 KJug Circle Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Corona,CA 92BBO ,a. ct .(Job I rUss cuss ype [y y (Old I,J.N) Bldg 111 IIII K7752495 G,H,L D01 Monopilch Supported Gable 1 1 Job Reference(optional) Bulldem First Source,Arlington,WA 98223 Run:8.240 s Mar 9 2020 Print:8240 s Apr 4 2020 MRek Industries.Inc.Fit May 15 12:28:08 2020 Page 1 ID:CLBFp2gJGmMl9Bdb6vsUYYzv_c2-VOlxolglNeL6nub 08JArb?1kyjBSmHg28Ff2HzGDwr 12-0-0 12-0-0 Scale=1:24.9 7 3.00 12 6 16 6 4 3 15 Z 3x4 II Li 8 9 10 11 12 13 14 3x4 II 3x4 II 12-" 12-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) /dell L/d PLATES GRIP TCLL 25.0 Plate Grip OOL 1.15 TC 0.07 Vert(LL) n/a nla 999 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.07 Vert(CT) n/a n/a 999 TCDL 10.0 Rep Stress Incr YES WB 0.05 Horz(CT) -0.00 14 n/a n/a BCDL 10,0 Code IBC2015/TP12014 Matrix-R Weight:47 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 HF No.2 end verticals. WEBS 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 HF No.2 REACTIONS. (lb/size) 8=67/12-0-0,14=70/12-0-0,13=188/12-0-0,12=179/12-0-0,11=181/12-0-0,10=177112-0-0,9=193/12-0-0 Max Horz 8=113(LC 11) Max Uplift 14=15(LC 9),13=18(LC 8),12=23(LC 12),11=25(1_C 12),10=-13(LC 8),9=73(LC 9) Max Grav 8=101(LC 22),14=85(LC 18),13=228(LC 18).12=220(LC 18).11=201(LC 18),10=177(LC 1),9=193(LC 18) FORCES. (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-8=68/0,1-2=7 911 7,2-15=-63/0,3-15=-59/15,34=60/15,4-5=54/20,5-16=50/28,6-16=-4/30,6-7=-50/52, 7-14=-69/38 BOT CHORD 8-9=46/55,9-10=46/55,10-11=-46/55,11-12=46/55,12-13=46/55,13-14=-46/55 WEBS 6-13=-187/76,5-12=-180/65,4-11=160/55,3-10=-138/52,2-9=149/133 NOTES- 1)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSIrrPI 1. 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11:Exp B;Fully Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)All plates are 2x4 MT20 unless otherwise indicated. 5)Gable requires continuous bottom chord bearing. 6)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 7)Gable studs spaced at 2-0-0 oc. 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 0 Z' _ 9)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide _BYO will fit between the bottom chord and any other members. ' f WAS 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 15 lb uplift at joint 14,18 lb uplift at joint O� 13,23 lb uplift at joint 12,25 lb up11ft at joint 11,13 lb uplift at joint 10 and 73 lb uplift at joint 9. 0 LOAD CASE(S) Standard 0� 54074 � Pss JONAl, G May 15,2020 AWARNING-verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.1010312015 BEFORE USE Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an Individual building component,not . a iruss system Before use,the building designer must verity the applicability of design parameters aad properly InCorporate this 0-13.1�n10 ebc"',&I building design.Bracing Indicated is to prevent buckling of individual truss web andlor chortl member only. Addniooa temporary and Fcrmunera bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTPH Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Corona,CA 92880 �: :s. fuss Truss Type Qty Ply (Old IAN) K7752486 Bltlp G,H,L 002 MONO TRUSS 6 1 Job Reference(optional) Builders First Source,Adington,WA 98223 Run:8.240 s Mar 9 2020 Print 8.240 a Apr 4 2020 IAIT*k Industries,Inc.Frl May 15 In8.09 7.020 Page 1 ID:cLBFp2gJGmMl7Bdb6vsUYYzv_c2-zdsJ?5AN7yTzP2AAasgPOOYz1 MOuB4dpGo—DbjzGDwq 6-0.7 1^-0.0 6-0-7 5-11-8 Scale=1:25.2 3 3.00 12 8 3x4 2 7 4x8 1 5 4 44 = B 3x4 I I 3x4 = 6-0.7 12-" 12.0-0 _Plate Offsets(X Y)— 13:0.0-12,0.1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1-15 TC 0.42 Vert(LL) -0.03 5-6 >999 360 MT20 1851148 (Roof Snow=25.0) Lumber COL 1,15 BC 0.30 Vert(CT) -0,06 5-6 >999 240 TCDL 10 0 Rep Stress Incr YES WB 0.62 Horz(CT) 001 6 n/a n/a BCDL 10.0 Code IBC20151TP12014 Matrix-AS Wind(LL) 0.01 5 >999 240 Weight:50 lb FT=20% — LUMBER- BRACING- TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 HF No.2 REACTIONS. (lb/size) 4=52710-5-8,6=527/0-5-8 Max Horz 4=113(LC 9) Max Uplift 4=-50(LC 8).6=-64(LC 12) Max Grav 4=555(LC 18),6=612(LC 18) FORCES. (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-7=-863/76,2-7=773/83,2-8=-110/31,3-8=60/41,3-6=223/53,1-4=495/84 BOTCHORD 4-5=-101/159,5-6=75/795 WEBS 2-5=-1/190,2-6=825/107,1-5=39/651 NOTES- 1)Wind:ASCE 7-10;Vult=1lomph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=4.Bpsf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)0-1-12 to 3-1-12,Interior())3-1-12 to 8-10-4,Exterior(2)8-10-4 to 11-10-4 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 50 lb uplift at joint 4 and 64 lb uplift at ot'"G joint 6. WAS 7)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and 1/2"gypsum sheetrock be applied directly to the bottom chord. �l LOAD CASE(S) Standard O� t 54074 SlONAL May 15,2020 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev.10/03/2015 BEFORE USE. Design vabd for use only with MiirekS connectors.This design Is based only upon parameters shown,and Is for an individual building component,no; at s system Before use,the building designer must vent'the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Addilional temporary and permanent bracing M iTek' u always required far stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of muses and trust systems,see ANSUTPH Ouallty Criteria,DSB-89 and SCSI Building Component 250 Klug Circle Safety information available from Truss PIMe Institute,2670 Crain Highway,Sulle 203 Waldorf,MD 20601 Corona,CA 92880 Job Truss Truss Type Qty Ply (Old I,J,N) K7752487 Bldg G,H,L D03 Monopitch 3 1 .Job Reference(opllonal) Builders First Source,Adington,WA 98223 Run:0.240 a Mar 9 2020 Print:8,240 a Apt 4 2020 MITek industries,Inc.Fri May 15 12:28:09 20M Page 1 ID:cLBFp2gJGmMl7Bdb6vr,UYYzv_c2-zdsJ95AN7yTzP2AAasgPOoYzFM09B49pGc DNzGDwq 5.114 8 7 11-10-8 5-114 a-4 5-10-0 Scale=1:25A 3 3 00 12 6 3x4 2 7 46 1 IX 5 6 4 4x4 = 3x6 3x4 11 0-cp 6-9r7 11-10-8 11.10-8 Plate Offsets(X.Y)— (3:0-0.12,0-1-8) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.41 Vert(LL) -0.03 5-5 >999 360 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.29 Vert(CT) -0.06 5-6 >999 240 BCDL 10.0 Rep Stress Incr YES WB 0.58 Horz(CT) 0.01 6 n/a n/a BCLL 0.0 Code IBC2015rTP12014 Matrix-AS Wind(LL) 0.01 5 >999 240 Weight:50 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 HF No.2 REACTIONS. (lb/size) 4=521/0-3-8,6=521/Mechanical Max Horz 4=112(LC 11) Max Uplift 4=-49(LC 8),6=-64(LC 12) Max Grav 4=548(LC 18).6=604(LC 18) FORCES. (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-7=-844r76,2-7=754/83,2-8=107131,3-8=58/41,3-6=-217/52,1-4-488/84 BOT CHORD 4-5=-100/161,5-6=731776 WEBS 2-5=0/189,2-6=810/105,1-5=-37/630 NOTES- 1)Wind:ASCE 7-10;VuIt=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=4.8psf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)0-1-12 to 3-1-12,Interior(1)3-1-12 to 8-8-12,Exterior(2)B-8-12 to 11-8-12 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and farces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Refer to girder(s)for truss to truss connections. D,,vi[�IG Z 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 49 lb uplift at joint 4 and 64 lb uplift atO�VIASA,. joint 6. O 8)This truss design requires that a minimum of 7116"structural woad sheathing be applied directly to the top chord and 112"gypsum sheetrock be applied directly to the bottom chord. 0 LOAD CASE(S) Standard 54074 kid NAL May 15,2020 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE Design valid for use only with MITek®connectors.This design is based only upon parameters shown,and is for an Individual building component,not I truss system.Before use,the building destgnm must verify the applicability of design parameters and property incorporate this design into the overall building design.Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing M iTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANS11TP11 OuaBfy Crftarla,OSB-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Corona,CA 92BBO r. I JJo I russTruss i ype ty Ply (Old IAN) K77624se Bldg G,H,L r IE01 Monopltch Supported Gable 1 1 Job Reference(Optional) Bwiders First Source,Arlington,WA 98223 Run:8240 s Mar 9 2020 Print:8.240 a Apr 4 2020 Mire);Industries,Inc.Fn May 15 IIZU.10 2020 Page 1 ID:d.BFp2gJGmMI78db6vsUWzv_c2-RpQhDRB7uFbgOCIM8ZLewG4AfmP6wfayVSkm79zGDwp 12-0.0 1380 12-0-0 1�-0 7 B Scale=1:41.9 3.22 12 3x4 I 6 1B 17 5 4 3 1B 3x4 2 1 n rh r 9 10 11 12 13 14 15 3x4 II 3x4 = 3x4 II 12.0-0 I 12.0.0 i o LOADING (psf) SPACING- 2-0-0 CSL DEFL. in (loc) Ildefl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.30 Vert(LL) -0.00 7 n/r 180 MT20 1851148 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.11 Vert(CT) -0.01 8 n/r 120 TCDL 10.0 Rep Stress Incr YES WB 0.12 Horz(CT) -0.00 15 n/a n/a BCLL 0.0 Code IBC2015fTP12014 Matrix-S Weight:77lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 HF No.2 end verticals. WEBS 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: OTHERS 2x4 HF No.2 10-0-0 oc bracing:9-10. REACTIONS. (lb/size) 9=62/12-0-0,15=234/12-0-0,12=179/12-0-0,11=179/12-0-0,10=195/12-0-0,13=186/12-0-D,14=131/12-0-0 Max Horz 9=204(LC 9) Max Uplift 15=-62(LC 9),12=23(LC 8),11=24(LC 12),10=284(LC 9),13=25(LC 12),14=14(LC 18) Max Grant 9=311(LC 9),15=314(LC 18),12=179(LC 1).11=179(LC 19),10=196(LC 19),13=223(LC 19),14=162(LC 19) FORCES. (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-9=-295/0,1-2=109122.2-16=107/0,3-16=99/20,3-4=-101121,4-17=95/22,5-17=-86/26,5-6=-91/49,6-18=80/41, 7-18=72/44,7-8=51/0,7-15=-302/202 BOT CHORD 9-10=183126,10-11=-81/104,11-12=81/104,12-13=811104,13-14=-81/104,14-15=81/104 WEBS 4-12=138/51,3-11=140/66,2-10=146/82,5-13=-184/74,6-14=116/61,1-10=-10/312 NOTES- 1)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSIITPI 1. 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other Ilve loads 5)All plates are 2x4 MT20 unless otherwise indicated. 6)Gable requires continuous bottom chord bearing. ONUNG 7)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). O 8)Gable studs spaced at 2-0-0 oc. WAS N 9)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. p� 10)`This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 11)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 62 lb uplift at joint 15,23 lb uplift at joint 12,24 lb uplift at joint 11,284 lb uplift at joint 10,25 lb uplift at joint 13 and 14 lb uplift at joint 14. .4 LOAD CASE(S) Standard �O,i.+� GrST1rR� �' SS�ONALk�G May 15,2020 AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with Mrrek®connectors.This design is based only upon parameters shown,and is for an individual building component,not . e truss system Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall T building design.Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing M i lek' Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSVTPll Quality Criteria,DSB-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20501 Corona,CA 928BO Jo cuss cuss ype �Qly y �(Old )Bldg G,H,L E02 Monopdch K7752499 BWideraFirst Source,AHinglon,WA 98223 rence o llonal Run:8240 s Mar 9 202o Print:8240 s Apr 4-411 MITek Industries,Inc,Fit May 16 12c2811 2020 Page t IO:aEFp2cp M198db6vsUYYzv C2-v?3OnBdrZihoMlQhGstTDd109h015K6k6TJtbzGDwo 5.3-ib 12-0-0 5.3.14 13.E-0 6'8-2 1-0-0 3.22 12 3x4 I I 4 Scale=1:41.3 3 10 3x4 9 2 8 3x6 1 n e5 5 6 3x4 I 3x4 = 7 3x6 = 5.3.14 11-11-6 12- -0 1-B•0 LOADING (psf) J_ TCLL 25.0 SPACING- 2-0-0 CSI_ DEFL. in (loc I/deft Lidd (Roof Snow=25.0) Plate Grip DOL 1.15 TC 0.46 Vert(LL) -0.05 6-7 >999 360 PLATES GRIP TCDL 10.0 Lumber DOL 1.15 BC 0.31 Vert(CT) -0.10 6-7 >999 240 MT20 185l148 BCLL 0.0 Rep Stress Incr YES WB 0.16 Horz(CT) 0.00 7 n/a n/a BCOL 10.0 Code IBC2015/TP12014 Matrix-AS Wind(LL) -0.02 6-7 >999 240 Weight:65 lb FT=200 LUMBER- TOP CHORD 2x4 HF No,2 BRACING. BOT CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals WEBS 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied. WEBS 1 Row at midpt 2-7 REACTIONS. (lb/size) 5=519/0-3-8,7=650/0-3-8 Max Horz 5=204(LC 9) Max Uplift 5=-46(LC 8),7=100(1_C 9) Max Grav 5-534(LC 19).7=769(LC 19) FORCES. (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-8--413160,2-8=328/66,2-9=-127138.9-10=91/47,3-10=-78/54,3-4=51/0,3-7=429/127,1-5=-491/64 BOT CHORD 5.6=178/24,6-7=98/365 WEBS 2-6=-129/109,2-7=444/78,1-6=321432 NOTES- 1)Wind:ASCE 7-10:VuN=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf.,BCDL=4.8psf:h=25ft;Cat.II;Exo B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)0.1-12 to 3.1-12,Interior(1)3.1-12 to 10-6-0,Exterior(2)10-6-0 to 13-6-0 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reacltons shown;Lumber DOL=1.60 plate grip OOL=1.60 2)TCLL ASCE 7-10;Pf=25.0 psf(flat roof snow);Category If;Exp B;Fully Exp.;Ct=1.lo 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)"This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0.0 wide will fit between the bottom chord and any other members. q:)NUNG Z 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 46 lb uplift at joint 5 and 100 lb uplift at joint 7. p O� p 8)This truss design requires that a minimum of 7116"structural wood sheathing be applied directly to the top chord and 1/2"gypsum Q� sheetrock be applied directly to the bottom chord. O� LOAD CASE(S) Standard 54074� � crsz�a Esc' �SSI�NAL��G May 15,2020 WARNING-Verify design psramstsrs and READ NOTES ON TIOS AND INCLUDED MITEK REFERENCE PAGE M11-Wi rev.IOM31203`8 BEFORE USE Desn is upon PanImelen;shown. a irons ystsm Before lid for use use,he bulking designer must venw1h Mi'TeM connectors.This t'the applc aail�of dessVn parameter and prroperly incorporated Is for an athis design into the overall building �♦ building design. Bracing indicated is to prevent buckling of lndmduai truss web endlor chord members only,Additional lemporery am permanent bracing Is always required for stability and to prevent collapse with possible personal iniury and property damage, For general guidance regards the MiTek• labitcalion,storage,delwery,erection and bracing of trusses and thus systems,see ANS!lTP11 Quality Cn[erla,DSB39 and 9CS!Building Component Safety Information available from Truss Plate Institute,2670 Crain Highway,Sulks 203 weldA MD 20601 250 Klug Clyde Corona,CA 92880 doD uss ruse type ty ly (old l,J,N) K7752490 Bldg G,H,L E02A Monopllch 1 1 Job Reference aotiona Builders First Source,Adington,WA 98M Run:8 240 s Mar 9 2020 Print:8 240 s Apr 4 2020 MTek Industries.Inc.Fri May 15 12:28:11 2020 Page 1 ID:cLB Fp2gJGmM1?8db6vsU Wzv_c2-v?_3QnBdiZlheMKZhGstTDdFc9dEfxy6k6TJfbzGDwo 5.3.14 12-0-0 5-3.14 6-8.2 3x4 II 4 Scale=1:413 3,22 12 3 10 5x8 9 2 8 8x8 1 r 5 e 7 5x12 MT20HS 11 6x10 = 6x6 = 1 5-3-14 11-11-8 12•�-0 r 12-0-0 1-6-071 Plate Offsets(X.Y)-- 16:0-3-8,0301 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.67 Vert(LL) -0.05 6-7 >999 360 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1 15 BC 0,56 Velt(CT) -0,10 6-7 >999 240 MT20HS 139/111 TCDL 10.0 Rep Stress Inc, NO WB 0.82 Horz(CT) -0.06 7 n/a n/a BCLL 0.0 Code IBC2015/TPI2014 Matrix-AS Wind(LL) -0.02 6-7 >999 240 Weight:71 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF 180OF 1.6E TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 HF No.2"Except" WEBS 1 Row at midpt 2-6,2-7 1-5:2x6 DF No.2 REACTIONS. (lb/size) 5=515/0-3-8 (req.0-5-10),7=646/0-3-8 Max Horz 5=4829(LC 26) Max Uplift 5=-46(LC 8),7=959(LC 26) Max Grav 5=3416(LC 26),7=764(LC 19) FORCES. (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-8=3312/60,2-8=3229/66,2-9=-5074/38,9-10=-5011/48,3-10=-4980/55,3-4=-51/0,3-7=�429/128,1-5=-3363/65 BOT CHORD 5-6=4777/26,6-7=1670/359 WEBS 2-6=2237/107,2-7=437/2154,1-6=31/3900 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4 2psf;BCDL=4.Bpsf;h=25ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)0-2-12 to 3-2-12,Interior(1)3.2-12 to 10-6-0,Exterior(2)10-6-0 to 13-6-0 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Fully Exp;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)All plates are MT20 plates unless otherwise indicated. O G 6)This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads. 7)"This truss has been designed for a live load of 20.Opsf an the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 widep4 WASp,, Q will fit between the bottom chord and any other members. 8)WARNING:Required bearing size at joint(s)5 greater than input bearing size. 0 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 46 lb uplift at joint 5 and 959 lb uplift at 2 joint 7. 10)Load case(s)26 has/have been modified.Building designer must review loads to verify that they are correct for the intended use of this truss. 11)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and 1/2"gypsum 01N. 54074� 4� sheetrock be applied directly to the bottom chord. GISIfiR 12) Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s) at 12-0-0 on top chord. The s'SjG design/selection of such connection device(s)is the responsibility of others. �IVAT. 13) In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard Except: May 15,2020 ,&WARNING-VerNy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIf-7473 rev.10/03/2019 BEFORE USE Design valid for use only with MTek®connectors.This design Is based only upon parameters shown,and Is for an individual building component,not �t•a truss system Before use,the building designer must verify the applicability of design parameters and property incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing M iTek' is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITP11 Quality Criteria,DSB.89 and SCSI Building Component 250 Klug Circle Safety Informatlon available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Corona,CA 928BO o Truss Truss Type Qty Ply (Old I,J.N) ' K7752480 Bldg G,H,L E02A Monopllch 1 1 Job Reference(optional) Builders First Source.Arfinglon.WA 9=3 Run:9240 s Met 9 2020 Print:8240 s Apr 4 2020 Mliel Industries,Inc.Fri May 15 12:28:11 2020 Page 2 ID:cLBFp2gJGmM178dbBvsUYYzv_c2•v?3QnBdfZihaMKZhGstMdFc9dEfxy6k6TJlbzGDwo LOAD CASE(S) 26)User defined:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-3=70(1"),3-0=70(1"),5-7=-20(F) Concentrated Loads(lb) Vert:3=-1296(F) Horz:3=-4829(F) ,&WARNING-Verffy design paramelers and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev.1010312015 BEFORE USE. ��- Design valid for use only with Mrrek®connectors.This design Is based only upon parameters shown,and is for an Individual building component,not a truss syslom.Before use.the bullding designer must verity the applicability of design parameters and property Incorporate this design Into the overall building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing M iTe k' Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guMance regarding the fabrication,storage,dalwary,erec9on and bracing of trusses and truss systems,see ANSIMPU quality Criteria,DSB-69 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Corona,CA 92880 r> A o I Nss N88 ype ty1ply (Old U.14) K775249I Bldg G,H,L E03 Monopitch 3 1 ob Reference do et BUMM First Source,ArINIon,WA 9111W Run:8.240 a Mar 9 2020 Print:9,240 a Apr 4 2020 MRek Indusldaa,Inc.Fri Mary 15 12:28:12 2020 Page t ID:cLB Fp2gJGmMl7Bdb6vsUYYzv_c2-NCYSd7CGOVYGVvtF_N67RATpZ/TOYdFymD(C2zGDwn 5.2-5 11-10.8 13.4-6 5-2-5 6-8-2 1-0-0 3 22 12 3x4 it 4 Scale=1:41.3 3 10 3x4 9 2 8 3x6 1 rb 5 6 7 3x4 11 3x4 — 3x6 = 11.10-0 11-t0.8 11.1049 1$•0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (loc) I/defl Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.45 Vert(LL) -0.05 6-7 >999 360 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1.15 BC 031 Vert(CT) -0.10 6-7 >999 240 TCDL 10.0 Rep Stress Incr YES WB 0.15 Horz(CT) 0.00 7 n/a nla BCLL 0.0 Code IBC2015/TPI2014 Matrix-AS Wind(LL) -0.02 6-7 >999 240 Weight:64 lb FT=20% BCOL 10.0 LUMBER- BRACING- TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 HF No.2 WEBS 1 Row at midpt 2-7 REACTIONS. (lb/size) 5=513/Mechanical,7=645/0-3-8 Max Horz 5=204(LC 9) Max Uplift 5=-45(LC 8),7=-101(LC 9) Max Grav 5=526(LC 19),7=761(LC 19) FORCES. (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-8=402/60,2-8=320/66,2-9=-127/38,9-10=91/47,3-10=-78/54,3-4=51/0,3-7=4291127,1-5=486/63 BOT CHORD 5-6=-179125,6-7=99/356 WEBS 2-6=133/104,2-7=-433/79,1-6=-33/429 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=4 8psf;h=25ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)0-1-12 to 3-1-12,Interior(1)3-1-12 to 10-4-8,Exterior(2)10-4-8 to 13-4-8 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1 60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Fully Exp;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 20 0 psf or 2 00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)'This truss has been designed for a live load of 20.0psf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide O"NUNG ZIP will fft between the bottom Chord and any other members. P1ASA�.7)Refer to girder(s)for truss to truss connections. E 6)Provide mechanical connection(by others)of truss to bearing plate Capable of withstanding 45 Ib uplift at joint 5 and 101 Ib uplift at joint 7. p 9)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and 1/2"gypsum 00 sheetrock be applied directly to the bottom chord. LOAD CASE(S) Standard 54074 �0 SSr-NAL G May 15,2020 A WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2016 BEFORE USE. Design valid for use only with MITek0 connectors.This design is based only upon parameters shown,and Is for an individual bullding component,not a truss system Before use,the building designer must verify the appllcability of design parameters and property incorporate this design Into the overall building tlesign. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing M iTe k• is always required for stablllly,and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSMI1 Quality CrMeda,OSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,2670 Craln Highway,Suite 203 Waldorf,MD 20601 Corona,CA 92880 '� J Truss Truss Type Oty Ply r,b ld I,J,N) — K7752492 Bldg G,H,L F01 Monopilch Supported Gable 1 1 Roferance(ophonal) Binders First Source.Aninglon,WA 98223 Run:9.240 s Mar 9 2020 Print:8.240 s Apr 4 2020 MTek Industries.Inc.Fri May 15 1228:13 202D Page 1 I D:cL B Fp2qJGmMl?Bdb6vsUYYzv_c2•rO5grTDuBAzOulUxphvLYoa%AzQn7?BP SQyQkUzGOwm 11-10-8 1311 11-10-8 ' 1 3.00 12 7 B Scale=1:42.1 3x4 II 6 18 17 5 4 18 3 3x4 2 1 r— 8 9 10 11 12 13 14 15 3x4 Il 3x4 = 3x4 Il I 11-t0-8 , 11-10-8 1-5$ LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.29 Vert(LL) -0.02 7-8 nlr 180 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.11 Vert(CT) -0.03 7-8 n/r 120 TCDL 10.0 Rep Stress Incr YES WB 013 Horz(CT) -0.00 15 n/a nla BCDL 10.0 Code IBC2015fTP12014 Matrix-S Weight:78 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 HF No.2 end verticals. WEBS 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: OTHERS 2x4 HF No.2 10-0-0 oc bracing:9-10. REACTIONS. (lb/size) 9=59/11-10-8,15=227/11-10-8,12=179/11-10-8,11=180/11-10-8,10=191/11-10-8,13=188111-10-8,14=130/11-10-8 Max Harz 9=202(LC 9) Max Uplift 15=59(LC 9),12=23(LC 8).11=-24(LC 12),10=306(1_13 9),13=-24(LC 12),14=-12(LC 18) Max Grav 9=330(LC 9),15=305(LC 18),12=179(LC 19).11=180(LC 1).10=193(LC 19).13=226(LC 19),14=158(LC 19) FORCES. (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-9=313/0,1-2=105/20,2-16=-104/4,3-16=95/19,3-4=-9B/19,4-17=93/30,5-17=-84/34,5-6=89/55,6-18=80/47, 7-18=-73/49,7-8=-47/0,7-15=-295/200 BOT CHORD 9-10=182/36,10-11=-82/105,11-12=821105,12-13=-82/105,13-14=-821105,14-15=82/105 WEBS 4-12=-139/51,3-11=140/68,2-10=144r77,5-13=-187/73,6-14=114/58,1-10=10/330 NOTES- 1)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)All plates are 2x4 MT20 unless otherwise indicated. 6)Gable requires continuous bottom chord bearing. O G 7)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 8)Gable studs spaced at 2-0-0 oc. 9)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ti l�l 10)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 2 11)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 59 lb uplift at joint 15,23 lb uplift at joint 12,24 lb uplift at joint 11,306 lb uplift at joint 10,24 lb uplift at joint 13 and 12 lb uplift at joint 14. LOADCASE(S) Standard �+fO ,�G4074� cq� �SSjONALE�G May 15,2020 A WARNING-Verify design paramelers and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.ID10312015 BEFORE USE. Design valid for use only with MITek®connectors.This design Is based only upon parameters shown,and is for an individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design.Bracing indicated Is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek• Is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,ereclion and bracing of trusses and truss systems,see ANSbTPl1 QueRfy Cinaila,OSBd9 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Corona,CA 92880 Job Truss nlss ype Qty P y (Old I,J,N) K7752493 Bltlg G,H,L F02 [...Pitch 5 1 Job Reference(optional) Bulldms First Source,Adinglon,WA 98223 Run:8.240 s Mar 9 2020 Print:8.240 s Apr 4 2020 MITek Industries,Inc, Fri May 16 12:28:132020 Page 1 ID:cLB Fp2gJGmMI?Bdb6vsUYYzv_c2-r05grTOuBA70ufUxphvLYedlzNu7?sPBQyQkUzGDwm 541 11-10-8 2-4 0 -0-57 6S1 1-51 3.00 12 3 4 Smie=1:41.5 3x4 11 10 3x4 9 2 8 3x6 1 m h n 5 6 7 3x4 I 3x4 = 3x6 = 5-4-7 11-10.8 11.1043 1•S-B LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.44 Vert(LL) -0.05 6-7 >999 360 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.30 Vert(CT) -0.09 6-7 >999 240 TCDL 10.0 Rep Stress Incr YES WB 0.15 Horz(CT) 0.00 7 n/a n/a BCLL 0.0 Code IBC2015f rPI2014 Matrix-AS Wind(LL) -0.02 6-7 >999 240 Weight:65 lb FT=20% 8CDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 HF No.2 WEBS 1 Row at midpt 2-7 REACTIONS. (lb/size) 5=513/0-3-8,7=641/0-4-8 Max Horz 5=202(LC 9) Max Uplift 5=-49(LC 8),7=-98(LC 9) Max Grav 5=530(LC 19).7=756(LC 19) FORCES. (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-8=390/64,2-8=310(70,2-9=121/43,9-10=91/52,3-10=-78/55,3-4�47/0,3-7=-415/125,1-5=-485168 BOT CHORD 5-6=177/34,6-7=96/346 WEBS 2-6=-1331105,2-7=-433I77,1-6=37/419 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=4.8psf;h=25ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)0-1-12 to 3-1-12,Interior(1)3-1-12 to 10-4-0,Exterior(2)10-4-0 to 13-4-0 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25,0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. rn� 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide 0J'&NG 2k9 will fit between the bottom chord and any other members. ��` O 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 49 lb uplift at joint 5 and 98 lb uplift at T' tj WASA,. joint 7. Q Q 8)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and 1/2"gypsum �0 sheetrock be applied directly to the bottom chord. q LOAD CASE(S) Standard 0 54074� A� CIS t GR ' SSI0NAL G May 15,2020 AWARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and Is for an Individual building component,not a lmss system.Before use,the bullding designer must verify the applicability of design parameters and property Incorporate this design Into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing MiTek. Is always required for stability and to prevent collapse with possible personal Injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANS11TP11 Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Corona,CA 92880 Y Job cuss truss ype ty y [Old Bldg G,H,L F02A Monopilch 1 1 I,J,N) K7752494 ob Reference(optional)___ Bugders First Source.Minglon.WA 98223 - - - - ---- - ---Run:8.240 4 Mar 9 2020 Prim.8.240 a Aix 4 2020 Mrrek Industries,Inc.Fri May 16 12:28:14 2020 Pasta 1 ID:cLBFp2gJGmMl7Bdb6vsUYYz%_c2-KaIC2pEWyU5FVp3BNPQa5sFnTNfmsIXYQ41 GwzGDM 1: 11-10-8 13A-0 5-0-1 6-6-1 1-5-8 3.00 12 3 4 Scale=1:41.5 3x4 II 10 6x6 9 2 8 8x8 1 m n 5 6 7 5x12 MT20HS 11 5x8 = 6x6 544-7 , 11-10.8 , 'te Offsets(X.Y)- (6:0-2-8,0.1-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.64 Vert(LL) -0.05 6-7 >999 360 MT20 1851148 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.58 Vert(CT) -0.09 6-7 >999 240 MT20HS 139/111 TCDL 10.0 Rep Stress Incr NO WB 0.83 Horz(CT) -0.06 7 n/a n/a BCLL 0.0 Code IBC2015/TPl2014 Matnx-AS Wind(L-) -0.02 6-7 >999 240 Weight:71 lb FT=20% I9CDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF 180OF 1.6E TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 HF No.2"Except" WEBS 1 Row at midpt 2-6,2-7 1-5:2x6 DF No.2 REACTIONS. (lb/size) 5=51010-3-8 (req.0-5-12),7=638/0-4-8 Max Horz 5=4851(LC 27) Max Uplift 5=-49(LC 8),7=-1116(LC 27) Max Grav 5=3476(LC 27).7=751(LC 19) FORCES. (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-8=-3252/64,2-8=3174/69,2-9=-5067/43,9-10=-5010/52,3-10=-4963/55,3-4=-47/0,3-7=-414/125,1-5=-3422169 BOT CHORD 5-6=-4802/34,6-7=1734/340 WEBS 2-6=-2361/103,2-7=-426/2295,1-6=36/3945 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=4.8psf;h=25ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)0-2-12 to 3-2-12,Interior())3-2-12 to 10-4-0,Exterior(2)10-4-0 to 13-4-0 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)All plates are MT20 plates unless otherwise indicated. ONUNG ZN 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide WA will fit between the bottom chord and any other members. �,, -.1 8)WARNING:Required bearing size at joint(s)5 greater than input bearing size. Q 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 49 lb uplift at joint 5 and 1116 lb uplift at h 1 joint 7. 10) Load case(s)27 has/have been modified Building designer must review loads to verify that they are correct for the intended use of this truss.11)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and 1/2"gypsum 15 54074 a„ A sheetrock be applied directly to the bottom chord. 0, ( FGIS 12)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s) at 11-10-8 on top chord. The A4'[,�O design/selection of such connection device(s)is the responsibility of others. V NAL 13)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard Except: May 15,2020 AWARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.1010312015 BEFORE USE. �'- Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and Is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design Bracing Indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MOW is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUIP11 Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Corona,CA 92880 p rvSS N55 ype tY Y Irnd I,J,N) K7752494 BWp G,H,L F07A Monopdch 1 1 Job Reference(optional) Bu86ars First Source,Aninglon,WA 95223 Run:8240 7 Mar 9 2D20 Print 8.240 s Apr 4 2020 MITak Industries,Inc. Fri May iS M211:14 2020 Page L ID:cLBFp2gJGmMl9Bdb6vsUYYzv_d4<WC2pEWyU5FVp38NPOOSsFnTNfms)XY04I GwzGDwl LOAD CASE(S) 27)User defined:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-3=70(1`),3-4=70(F),5-7=20(F) Concentrated Loads(Ib) Vert:3=-1213(F) Harz;3=-4851(F) AWARNING-VerNy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev.1010312015 BEFORE USE. Design valid for use only with MIToke connector.This design Is bated only upon parm r aete shown,and Is for an Individual building component,not a truss system Before use,the building designer must vent'the sppacabWty of design paremeters and property incorporate this dosign into the overall bu=9 design.Bracing Indicated Is to prevent buckling of Individual truss web and/or chord momben only.Additional temporary and permanent bracing M iTe k. is always required for stability and to prevent collapse with possible personal Injury and property damage,For general guidance regarding the "Iencabon,storage,delivery,erection and bracing of trusses and truss systems,see AMSVMl Quality Criteria.OSBd9 and SCSI Building Component 250 Klug Circle Safey Mformallon available from Truss Plate Institute,2670 Crain Highway,Suite 2g3 Waldorf.MO 20601 Corona,CA 92080 13-o—b Truss russ ype ry Ply (Old I,J.N) K7l52 Job Reference o net 495 Bldg G,H.L F03 Monopilch 1 1 Builders Finl Source.AAington.WA 98223 Run:8,240 s Mar 9 2020 Prim:8.240 s Apr 4 2020 MITak Industries,Inc. FriMay 15 1228:16 2WO Page 1 ID:cLBFp2ctJGmMI?Bdb6vsUYYzv_c2-onDeGSF8joD67zaKw6xpd3o?Hn3ObvQtMRXoNzGDwk 5-2-15 r_ 11-9-0 13-2-6 6-6-1 1-5 8 3.00 12 3 4 Scale=1:41.5 3x4 II 10 3x4 9 2 8 3x6 1 n 5 6 7 3x4 3x4 = 3x6 = 5-2-15 11-9.0 11$0 i•5.8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.44 Vert(LL) -0.05 6-7 >999 360 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.29 Vert(CT) -0 09 6-7 >999 240 TCDL 10.0 Rep Stress Incr YES WB 0.15 Horz(CT) 0.00 7 n/a rile BCLL 0.0 Code IBC2015/TP12014 Matrix-AS Wind(LL) -0.02 6-7 >999 240 Weight:65 lb FT=20% BCOL 10.0 LUMBER- BRACING- TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 HF No.2 WEBS 1 Row at midpt 2-7 REACTIONS. (lb/size) 5=508/Mechanical,7=636/0-4-8 Max Horz 5=202(LC 9) Max Uplift 5=-49(LC 8),7=98(LC 9) Max Grav 5=524(LC 19),7=749(LC 19) FORCES. (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-8=-380/64,2-8=302/70,2-9=-121/43,9-10=91/52,3-10=-78/55,3-4=47/0,3-7=-414/125,1-5=-481/67 BOT CHORD 5-6=-177/35,6-7=97/338 WEBS 2-6=-137/100,2-7=422178,1-6=-37/416 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=4.Bpsf;h=25ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)0-1-12 to 3-1-12,Interior(1)3-1-12 to 10-2-8,Exterior(2)10-2-8 to 13-2-8 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Fully Exp-;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)'This truss has been designed for a live load of 20.Opsf on the bottom chard in all areas where a rectangle 3-6-0 tall by 2-0-0 wide Off°Z '7 will fit between the bottom chord and any other members. O 7)Refer to girder(s)for truss to truss connections. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 49 lb uplift at joint 5 and 98 lb uplift at joint 7. O 9)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and 1/2"gypsum sheetrock be applied directly to the bottom chord. LOAD CASE(S) Standard .0 _54074 �! SsjONAL�G May 15,2020 A WARNING-Verlly design paramelem and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,111-7473 rev.1010312015 BEFORE USE � Design valid for use only with MRekS connectors.This design Is based only upon parameters shown,and Is for an individual building component,net at russ system.Before use,the building designer must verity the applicability of design parameters and property Incorporate this design into the overall building design.Bracing Indicated Is to prevent buckM+g of IndMdual Wss web andlor chord members only Additional tompwary and permanent bracing M iTek" Is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSVTPII Qualify Criteria,DSB-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Corona,CA 92880 _il !fin: i _ .j (.Job -, Truss Truss Type Qty Ply (Old I,J,N) K775249fi Bldg G,H,L G01 Flat Girder 1 1 Job Reference(optional) Builders First Source,Adington,WA 98223 Run:9.240 it Mor 9 2020 Print:8.240 s Apr 4 2020 fin ek Industries,Inc.Fri May 15 12:28:15 2020 Page 1 ID:cLBFp2gJGmMi7Bdb6vsUYYzv_c2-onDaG9F8joD67zeKw6upd3o3jn6bbxPhrjRXoNzGDwk 3-10-e 3-10-8 1 2 5x8 = 3 Scale=1:23 2 11 0-1 Li LJ 6 4x4 = 4 5 7 2x4t II 1-9 1 3-10.8 ' 3-10.8 r _ Plate Offsets(X,Y)— 12:0-4-0,0-18] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1 15 TC 0.15 Vert(LL) -0.00 5 >999 360 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.09 Vert(CT) -0.00 5-6 >999 240 TCDL 10.0 Rep Stress Incr NO WB 0.02 Harz(CT) 0.00 4 n/a n/a BCLL 10.0 Code IBC2015ITP12014 Matrix-MP Wind(LL) 0.00 5 >999 240 Weight:36 lb FT=20% LUMBER- BRACING- TOP CHORD 2x12 OF No.2 TOP CHORD Structural wood sheathing directly applied or 3-10-8 oc purlins, BOT CHORD 2x6 OF No.2 except end verticals. WEBS 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied Or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=164/1-9-0,1=413/1-9-0,6=669/Mechanical,5=63010-3-8 Max Horz 1=87(LC 4) Max Uplift 4=-56(LC 21),1=99(LC 5),6=-129(LC 4),5=52(LC 4) Max Grav 4=225(LC 15),1=414(LC 15),6=669(LC 1),5=630(LC 1) FORCES. (lb)-Maximum Compression/Maximum Tension TOP CHORD 2-4=225/38,1-2=87/87,2-3=32/24,3-6=605/96 BOT CHORD 4-5=-32124,5-7=32/24,6-7=-32/24 WEBS 2-6=-60160 NOTES- 1)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 3)Provide adequate drainage to prevent water ponding. 4)Gable studs spaced at 2-0-0 oc. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6).This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)Refer to girder(s)for truss to truss connections. ��1iNG 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 56 lb uplift at joint 4,99 lb uplift at joint 1, ,�[+ WA.S �70 129 lb uplift at joint 6 and 52 lb uplift at joint 5. '�✓ 9)Girder carries tie-in span(s):14-2-0 from 0-0-0 to 3-1 D-B Q 10) Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)564 lb dawn and 81 lb up at 0 1-11-4 on bottom chard. The design/selection of such connection device(s)is the responsibility of others. 11) In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) ,p a 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 'AD ,p_54 74� W Uniform Loads Vert:1(2I 333(F=263),2-3=333(F=263),4-6=-20 ��irS`FION�,SSG Concentrated Loads(lb) G' Vert:7=564(B) May 15,2020 AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev.1010312015 BEFORE USE Design valid for use only with Mrrek®connectors.This design is based only upon pammalem shown,and is(wan individual building component,not a truss system.Before use,the building designer must vent'the applicability of design parameters and property incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web andtor chord members only.Additional temporary and permanent bracing MI TOW Is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSYM1 Quality Criteria,DSO-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Corona,CA 92880 rtJss 1us9 ype ly ly (ore Ia,N) Bkp G,H,L G01 Flat Girder 1 1 K7752496 Builders First source,Anlogton,VVA 98223 Job Reference o tiDnal Run:8.240 s Mel 9 2020 Print:$1240 s Apr 4 2020 MfTok Indust6es,Inc Fn May 15 1228:15 2020 Pago 2 LOAD CASE(S) MI ID:cLBFp2gJGm ?8c1 'veUYYzv c2_ onDaG9F8joD67zeKw6xpd3o3)rl6bbxPhrjRXoNzGDwk 2)Dead+0.75 Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(pit) Vert:1-2=284(1`=227),2-3=284(1`=227),4-6=-20 Concentrated Loads(lb) Vert:7=-474(B) 3)Dead+Uninhabitable Attic Without Storage:Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-2=137(F=117),2-3=137(1`=117),4-6=-40 Concentrated Loads(lb) Vert:7=-298(B) 4)Dead+0.6 MW'RS Wind(Pos.Internal)Left:Lumber Increase=1 60,Plate Increase=1.60 Uniform Loads(pin Vert:1-2=51(F=32),2-3=51(F=32),4-6=10 Harz:2-4=11.3-6=15 Concentrated Loads(Ib) Vert:7=71(B) 5)Dead+0.6 MWFRS Wind(Pos.Internal)Right:Lumber Increase=l 60,Plate Increase=1 60 Uniform Loads(pin Vert:1-2:51(F=32),2-3=51(F=32),4-6=10 Harz:2-4=15,3-6=11 Concentrated Loads(lb) Vert:7=71(8) 6)Dead+0.6 MW=RS Wind(Neg.Internal)Left:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(pin Vert:1-2=175(F=175),2-3=175(1`=175),4-6=-20 Harz:2-4=19,3-6=7 Concentrated Loads(lb) Vert:7=81(B) 7)Dead+0.6 MW=RS Wind(Neg.Internal)Right:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(pin Vert:1-2=175(F=175),2-3=175(1`=175),4-6=-20 Harz:2-4=7,3-6=19 Concentrated Loads(lb) Vert:7=81(8) 8)Dead+0.6 MW=RS Wind(Pos.Internal)1st Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=51(F=32),2-3=51(F=32),4-6=10 Harz:2-4=10,3-6=14 Concentrated Loads(lb) Vert:7=71(13) 9)Dead+0.6 MW=RS Wind(Pos.Internal)2nd Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(pin Vert:1-2=51(F=32),2-3=51(F=32),4-6=10 Harz:2-4-14,3-6=10 Concentrated Loads(lb) Vert:7=71(8) 10)Dead+0.6 MW=RS Wind(Pos.Internal)3rd Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(pin Vert:1-2=43(F=32),2-3=43(F=32),4-6=10 Harz:2-4=5,3-6=10 Concentrated Loads(lb) Vert:7=71(B) 11)Dead+0.6 MW=RS Wind(Pos.Internal)4th Parallel:Lumber Increase=1 60,Plate Increase=1.60 Uniform Loads(pin Vert:1-2=43(F=32),2-3=43(F=32),4-6=10 Harz:2-4-10,3-6=5 Concentrated Loads(lb) Vert:7=71(B) 12)Dead+0.6 MW=RS Wind(Neg.Internal)1st Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(pit) Vert:1-2=175(F=175),2-3=175(F=175),4-6=-20 Harz:2-4=17,3.6=6 Concentrated Loads(lb) Vert:7=81(B) 13)Dead+0.6 MW=RS Wind(Neg.Internal)2nd Parallel:Lumber Increase=1.60,Plate Increase=1 60 Uniform Loads(pin Vert:1-2=175(F=175),2-3=175(F=175),4-6=20 Harz:24=6,3-6=17 Concentrated Loads(lb) Vert:7=81(B) 14)Dead:Lumber Increase=0.90,Plate Increase=0.90 Pit.metal=0.90 Unifoml Loads(pit) Vert:1-2=137(1`=117),2-3=137(F=117),4-6=-20 Concentrated Loads(lb) Vert:7=205(B) 15)Dead+0.75 Snow(bal.)+0.75(0.6 MW=RS Wind(Neg.Int)Left):Lumber Increase=1.60,Plate Increase=1.60 .A WARNING-Venry desiya paramours and READ NOrES ON T HIS AND INCLUDED MITEX REFERENCE PAGE Mt1.747J rev,1010312015 BEFORE USE. Design valid for use only with MRokA connodors.Thrs design Is based only upon parameters shown,and is for an individual hu tling component,not a truss system.Before use,the building designer moat verify the appkcabilay of design parameters and property incorporate this design into the overall bulking design Bracing indicated la to prevent buckling or individual truss web andfor chord members only.Additional temporary and permanent bracing Is always required for stabikly and to prevent collapse with possible personal Injury and property damage, lubrication,atora9o,deNvery,orettbn and bracing of trusses and truss systems,sea For general guidance regarding the MiTek• ANSu7pi1 Qualify Criteria,Dsa49 and SCSI Building Component Sayoty"dormatlon available from Truss Plate Institute.2670 Crain hb9Rway,Suite 203 Waldod,MD 20601 250 Klug Circle Corona,CA 99880 D fuss russ YPe tY Y (OM I,J,N) Bldg G,H,L GD1 Ftat Girder 1 1 K7752496 Builders First Source,AAMpton,Wg86223 - Job Reference o tilmet Run*8 240 s Mar 9 2020 Print*8.240 s Apr 4 202D MiTek Industries,Inc.Fr!May 15 IZ28:16 2020 Page 8 LOAD CASE(S) ID:cLBFp2gjGmMl?13db6vsUYYzv c2-onDaG9F8joD67zeKw6xpd3o3jn6bbaPhfjRXoNzC,Owk Uniform Loads(plf) Vert:1-2-313(F=270),2-3=313(1`=270),4-6=20 Horz:2-4=14,3-6=5 Concentrated Loads(lb) Vert:7=40(B) 16)Dead+0.75 Snow(bal)+0.75(0.6 MWFRS Wind(Neg.Int)Right):Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:11-2=-313(F=270),2-3=313(1`=270),4-6=20 Horz:2-4-5,3-6-14 Concentrated Loads(lb) Vert:7=40(B) 17)Dead+0.75 Snow(bal.)+0,75(0.6 MWFRS Wind(Neg.Int)1st Parallel):Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=313(F=270),2-3=313(F=270),4-6=-20 Horz:2-4-13,3-6=4 Concentrated Loads(lb) Vert:7=40(B) 18)Dead+0.75 Snow(bal.)+0.75(0.6 MWFRS Wind(Neg.Int)2nd Parallel):Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=313(F=-270),2-3=313(F=270),4-6=-20 Horz:2-4=4,3-6<13 Concentrated Loads(lb) Vert:7=40(3) 19) Dead 1•Minimum Snow:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-2=323(1`=263),2-3=323(1`=263),4-6=-20 Concentrated Loads(lb) Vert:7=-564(B) 20) Reversal:Dead+0.6 MWFRS Wind(PCs.Intemal)Left:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=51(F=32),2-3=51(F=32),4-6=10 Horz:2-4=11,3-6=15 Concentrated Loads(lb) Vert:7=181(B) 21)Reversal:Dead+0.6 MWFRS Wind(Pos.Intemal)Right:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plo Vert:1-2=51(F=32),2-3=51(F=32),4-6=10 Horz:2-4-15,3-6=11 Concentrated Loads(lb) Vert:7=-181(B) 22) Reversal:Dead+0.6 MWFRS Wind(Neg.Internal)Left:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=175(F=175),2-3=175(1`=175),4-6=-20 Horz:2-4=19,3-6=7 Concentrated Loads(lb) Vert:7=171(B) 23)Reversal:Dead+0.6 MWFRS Wind(Neg.Internal)Right:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plQ Vert:1-2=-175(F=175),2-3=175(F=175),4-6=-20 Horz:2-4=7,3-6-19 Concentrated Loads(lb) Vert:7=-171(B) 24) Reversal:Dead+0.6 MWFRS Wind(Pos.Internal)1st Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=51(F=32),2-3=51(F=32),4-6=10 Horz:2.4=10,3.6=14 Concentrated Loads(lb) Vert:7=-181(B) 25) Reversal:Dead+0.6 MWFRS Wind(Pos.Internal)2nd Parallel:Lumber Increase=1 60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=51(F=32),2-3=51(F=32),4-6=10 Horz:2-4=-14,3-6=10 Concentrated Loads(lb) Vert:7=-181(8) 26)Reversal:Dead+0.6 MWFRS Wind(Pos.Internal)3rd Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=43(F=32),2-3=43(F=32),4-6=10 Horz:2-4=5,3-6=10 Concentrated Loads(lb) Vert:7=181(B) 27)Reversal:Dead+0.6 MWFRS Wind(Pos.internal)4th Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=43(F=32),2-3=43(F=32),4-6=10 Horz:2-4=10,3-6=5 Concentrated Loads(lb) Vert:7=-181(B) 0 WARNING-Vwfly design paramete and READ NOTES ON TNlS AND INCLUDED 1111TEN REFERENCE PAGE A111-7473 mv,1&0312 Design Validfar use Doty with MlTek®connectors,This design 15 BEFORE USE n based only upon parameters own,and is for an individual buMing component,not ' A tress system.Before use,the building designer must verity the appgcability of design parameters and property Incorporate this design Into the overall building design.Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage,For genersi MiTek- fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIlTPll Oudllfy criteria,ri OSS-89 and CSl Building Component Safefy information avadabie from Truss Plato InstMuto,2670 Crain Highway,Suite 203 Waldorf,MD 20601 250 Klug Circle Corona,CA 92880 Job r I cuss ruse ype ty y (old I,J,N) Bldg G,H,L G01 JFIal Girder 1 1 K7762496 Job Reference(Optional) 8uA6ers First Source,Adington,WA 98223 Run:8240 a Mar 9 2020 Pnrw 5.240 s Apr 4 2020 MiTek Industries,Inc.Fri May/5 1220:16 2020 Page 4 I0:cLBFp2gJGmMI?Bdb6vsUYYzv_c2,onDaG9FBjoD67zeKw6xpd3o:Jn6bbxPhQRXoNzGDwk LOAD CASE(S) 28)Reversal:Dead+0.6 MWFRS Wind(Neg.Internal)1 st Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=175(F=175),2-3=175(1`=175),4-6=-20 Harz:2-4=17,3-6=6 Concentrated Loads(lb) Vert:7=-171(B) 29)Reversal:Dead+0.6 MWFRS Wind(Neg.Internal)2nd Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=175(1`=175).2-3=175(F=175),4-6=-20 Horz:2-4=6,3-6=17 Concentrated Loads(lb) Vert:7=-171(B) 30)Reversal:Dead+0.75 Snow(bal.)+0.75(0.6 MWFRS Wind(Neg.Int)Left):Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=313(F=270),2-3=313(F=270),4-6=-20 Horz:2-4=14,3-6=5 Concentrated Loads(lb) Vert:7=-338(B) 31)Reversal:Dead+0.75 Snow(bal.)+0.75(0.6 MWFRS Wind(Neg.Int)Right):Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=313(1`=270),2-3=313(1`=270),4-6=20 Horz:2-4=5,3-6=14 Concentrated Loads(lb) Vert:7=-338(B) 32)Reversal:Dead+0.75 Snow(bal.)+0.75(0.6 MWFRS Wind(Neg.Int)1st Parallel):Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=313(1`=270),2-3=313(1`=270),4-6=-20 Horz:2-4=13,3-6=4 Concentrated Loads(lb) Vert:7=338(B) 33)Reversal:Dead+0.75 Snow(bal.)+0.75(0.6 MWFRS Wind(Neg.Int)2nd Parallel):Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=313(F=270),2-3=313(1`=270),4-6=-20 Horz:2-4=-4,3-6=13 Concentrated Loads(lb) Vert:7=-338(B) ,&WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,711-7473 rev.1010312015 BEFORE USE Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and Is for an individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of indlvidual truss web and/or chord members only.Additional temporary and permanent bracing WOW is always required for stability and to prevent collapse with possible personal Injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANS1frPl1 Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safetylnformallon available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Corona,CA 92BBO Job r (Truss I russ ype Qty Ply (Old LJ,H) K7752497 (Bldg G,H,L H01 Flal Girder 1 1 Job Reference(optional) Builders First Source,Arlmglon,WA 98223 Run:0.240 s Mar 9 2020 Print:8,240 s Apr 4 2020 MiTek Industries,Inc.Fri May 15 1226:16 2020 Page 1 I D:cLB Fp2gJGmM I?Bdb6vSUYYzv_c2-GznyT V FmU 5Lzt7 DW UgS2AHKEjAMIKI MrtN B 4LpzGDwj 3 5A 5.10.6 3.54 3-5-4 3x8 6x10 = 3x8 Scale=1:27A 1 2 9 3 10 4 Z N a u 11 7 12 13 8 3x8 II 4x6 5 6 4x4 = 1-5-8 3-5-4 6-10-8 6.10.8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.14 Vert(LL) -0.02 7-8 >999 360 MT20 1851148 (Roof Snow=25.0) Lumber DOL 1 15 BC 0.51 Vert(CT) -0.03 7-8 >999 240 TCDL 10.0 Rep Stress Incr NO WB 0.42 HOrz(CT) -0,00 5 n/a n/a BCDL 10.0 Code IBC2015rfP12014 Matrix-MP Wind(LL) 0,01 7-8 >999 240 Weight:64 lb FT=20% LUMBER- BRACING- TOP CHORD 2x12 DF No.2 TOP CHORD Structural wood sheathing directly applied or 6-10-8 oc purlins, BOT CHORD 2x6 DF No.2 except end verticals. WEBS 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. REACTIONS. (lb/size) 1=261/1-5-8,5=910/1-5-8,8=1882/Mechanical,6=785/0-3-8 Max Harz 1=-93(LC 4) Max Uplift 1=-54(LC 24).5=140(LC 5),8=-256(LC 4),6=-79(LC 4) Max Grav 1=269(LC 18),5=910(LC 1),8=1882(LC 1),6=785(LC 1) FORCES. (lb)-Maximum Compression/Maximum Tension TOP CHORD 2-5=-316/42,1-2=93/93,2-9=81r73,3-9=81/73,3-10=35/26,4-10=-35/26,4-8=533r78 BOT CHORD 5-6=-94/751,6-11=941751,7-11=-94r751,7-12=-94/751,1 2-1 3=941751,8-13=-94r751 WEBS 3-5=1138/178,3-7=-119/839,3-8=1114/176 NOTES- 1)Wind:ASCE 7-10;Vult=11Omph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=4.Bpsf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 3)Provide adequate drainage to prevent water ponding, 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Refer to girder(s)for truss to truss connections. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 54 lb uplift at joint 1,140 lb uplift at joint 5 0ZuS2IG 256 lb uplift at joint 8 and 79 lb uplift at joint 6. 8)Girder carries tie-in span(s):12-3-0 from 0-0-0 to 6-10-8 O 9)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)584 lb down and 84 lb up at 1-11-4,and 584 lb down and 84 lb up at 3-11-4,and 586 lb down and 82 lb up at 5-11-4 on bottom chord. The design/selection of 0 such connection device(s)is the responsibility of others. 10) In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) .p 'Ar 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 + 54074 Uniform Loads(plf) 1o,t� Gj$ Vert:1-2=290(F=220),2-4=290(17=220),5-8=-20 f'SSI�N� yCy Concentrated Loads(lb) Vert:11=584(13)12=584(B)13=-586(B) May 15,2020 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MrrekdD connectors.This design Is based only upon parameters shown,and is for an individual building component,not . a truss system.Before use,the building designer must verify the applicability of design parameters and property Incorporate this design into the ovemti building design.Bracing indicated Is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding ilia fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSYIPff Qualify Crttorla,OSB49 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Corona,CA 92880 Job ruse 'I russ I ype QtY Ply (Old I,J,N) KT7szas7 Bldg G,H,L H01 Flat Girder 1 1 Job Reference(optional) Builders First Source,Arlington,WA 9a223 Run:8.240 s Mar 9 2020 Print:8.240 s Apr 4 2020 MfTek Industries,Inc.Fri May ib 12,28:16 2020 Pape 2 ID:cL B Fp2gJGm M f 7Bdb6vs UYYzv_c2-Gzrty?V Fm U5L217 DWUgS2AHKE)AMIKIMrtNB4LpzGDv4 LOAD CASE(S) 2)Dead+0.75 Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-2=247(F=190),2-4=247(F=190),5-8=-20 Concentrated Loads(lb) Vert:11=-491(B)12=491(B)13=-493(B) 3)Dead+Uninhabitable Attic Without Storage:Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-2=118(F=98),2-4=1 1 B(F=98),5-8=40 Concentrated Loads(lb) Vert:11=307(13)12=307(1!1)13=312(1]1) 4)Dead+0.6 MWFRS Wind(Pos.Internal)Left:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=46(F=27),2-4=46(F=27),5-8=10 Harz:2-5=11.4-8=15 Concentrated Loads(lb) Vert:11=73(B)12=73(B)13=72(B) 5)Dead+0.6 MWFRS Wind(Pos.Internal)Right:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=46(F=27),2-4=46(F=27),5-8=10 Harz:2-5=15,4-8=11 Concentrated Loads(lb) Vert:11=73(B)12=73(B)13=72(B) 6)Dead+0.6 MWFRS Wind(Neg.Internal)Left:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=146(1`=146),2-4=146(1`=146),5-8=-20 Harz:2-5=19,4-8=7 Concentrated Loads(lb) Vert:11=84(B)12=84(B)13=82(B) 7)Dead+0.6 MWFRS Wind(Neg.Internal)Right:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=146(1`=146),2-0=146(F=146),5-8=-20 Harz:2-5=7,4-8=19 Concentrated Loads(lb) Vert:11=B4(B)12=84(B)13=82(B) 8)Dead+0.6 MWFRS Wind(Pos.Internal)1st Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=46(F=27),2-10=46(F=27),4-10=37(F=27),5-8=10 Harz:2-5=10,4-8=10 Concentrated Loads(lb) Vert:11=73(B)12=73(B)13=72(B) 9)Dead+0.6 MWFRS Wind(Pos.Internal)2nd Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=37(F=27),2-9=37(F=27),4-9=46(F=27),5-8=10 Harz:2-5=10,4-8=10 Concentrated Loads(lb) Vert:11=73(B)12=73(B)13=72(B) 10) Dead+0.6 MWFRS Wind(Pos.Internal)3rd Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=37(F=27),2-4=37(F=27),5-8=10 Hors:2-5=5,4-8=10 Concentrated Loads(lb) Vert:11=73(B)12=73(B)13=72(B) 11) Dead+0.6 MWFRS Wind(Pos.Internal)4th Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=37(F=27),2-4=37(F=27),5-8=10 Harz:2-5=10,4-8=5 Concentrated Loads(lb) Vert:11=73(B)12=73(B)13=72(B) 12) Dead+0.6 MWFRS Wind(Neg.Internal)1st Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=146(1`=146),2-10=-146(1`=146),4-10=155(F=146),5-8=20 Harz:2-5=17,4-8=2 Concentrated Loads(lb) Vert:11=84(B)12=84(B)13=82(B) 13) Dead+0.6 MWFRS Wind(Neg.Internal)2nd Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=155(F=146),2-9=155(F=146),4-9=-146(F=-146),5.8=-20 Harz:2-5=2,4-8=17 Concentrated Loads(lb) Vert:11=84(B)12=84(B)13=82(B) 14) Dead:Lumber Increase=0.90,Plate Increase=0.90 Pit.metal=0.90 Uniform Loads(plf) Vert:1-2=118(1`=98),2-4=118(1`=98),5-8=20 Concentrated Loads(lb) Vert:11=212(151)12=212(B)13=214(B) 15) Dead+0.75 Snow(bal.)+0.75(0.6 MWFRS Wind(Neg.Int)Left):Lumber Increase=1.60,Plate Increase=1.60 A WARNING-verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473 rev.10/03/2015 BEFORE USE. Design valid for use only whin Mrrek®connectors This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verity the applicability of design parameters and properly incorporate this design Into the ovoralt building design.Bracing Indicated is to prowl buckling of Individual Wss web and/or chord memo"only.Additional temporary and permanerd bracing M iTek Is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTPII quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safetylnformaflon available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Corona,CA 92880 Job , � Truss cuss Type ly111, (ad f.J,N) K7782497 (Bldg G,H,L H01 Fiat Gkdor 1 1 Job Reterenca(oolwnall Buiiders Fiat Source,Admgloll,WA 98223 Run:8,240 s Mar 9 2020 Print 8,240 s Apr 4 2020 MITek Industries,Inc.Fri Mary 15 t2:28:16 2020 Page 3 ID:cLBFp2gJGmMI?Bdb6vsUYYzv_c2-GznyNFmU5Lzl7D WUgS2AHKEJAMIVJMrtNB4LpzGDwj LOAD CASE(S) Uniform Loads(pig Vert:1-2=269(F=226),2-4=269(F=226),5-8=-20 Harz:2-5=14,4-8=5 Concentrated Loads(lb) Vert:11=42(B)12=42(B)13=40(B) 16) Dead+0.75 Snow(bal.)+0.75(0.6 MWFRS Wind(Neg.Int)Right):Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(pig Vert:1-2=269(F=226),2-4=269(1`=226),5-8=-20 Harz:2-5=5,4-8=14 Concentrated Loads(Ib) Vert:11=42(B)12=42(B)13=40(B) 17)Dead+0.75 Snow(bat.)+0.75(0.6 MWFRS Wind(Neg.Int)1st Parallel):Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(pig Vert:1-2=269(1`=226),2-10=-269(1`=226),4-10=275(1`=226),5-8=20 Harz:2-5=13,4-6=2 Concentrated Loads(lb) Vert:11=42(B)12=42(B)13=40(B) 18)Dead+0.75 Snow(bal.)+0.75(0.6 MWFRS Wind(Neg.Int)2nd Parallel):Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=275(1`=226),2-9=275(F=226),4-9=-269(F=-226),5-8=20 Harz:2-5=2,4-8=13 Concentrated Loads(lb) Vert:11=42(B)12=42(B)13=40(B) 19)Dead+Minimum Snow:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plo Vert:1-2=280(1`=220),2-4=280(1`=220),5-8=-20 Concentrated Loads(lb) Vert:11=-584(B)12=584(B)13=-586(B) 20)Reversal:Dead+0.6 MWFRS Wind(Pas.Internal)Left:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(pig Vert:1-2=46(F=27),2-4=46(F=27),5-8=10 Harz:2-5=11,4-8=15 Concentrated Loads(lb) Vert:11=186(B)12=186(8)13=-187(B) 21) Reversal:Dead+0.6 MWFRS Wind(Pas.Internal)Right:Lumber Increase=1.60,Plate Increase=1,60 Uniform Loads(plt) Vert:1-2=46(F=27),2-4=46(F=27),5-8=10 Harz:2-5=15,4-8=11 Concentrated Loads(lb) Vert:11=186(B)12=186(B)13=187(B) 22)Reversal:Dead+0.6 MWFRS Wind(Neg.Internal)Left:Lumber Increase=1.60,Plate Increase=1.60 Un'fform Loads(pig Vert:1-2=146(F=146),2-4=146(F=146),5-8=20 Harz:2-5=19,4-8=7 Concentrated Loads(lb) Vert:11=176(8)12=176(B)13=178(B) 23)Reversal:Dead+0.6 MWFRS Wind(Neg.Internal)Right:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(pig Vert:1-2=146(1`=146),2-4=146(F=146),5-8=-20 Harz:2-5=7,4-8=19 Concentrated Loads(lb) Vert:11=-176(B)12=176(B)13=-178(B) 24)Reversal:Dead+0.6 MWFRS Wind(Pas.Internal)1st Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=46(F=27),2-10=46(F=27),4-10=37(F=27),5-8=10 Harz:2-5=10,4-8=10 Concentrated Loads(lb) Vert:11=-186(B)12=186(13)13=187(8) 25) Reversal:Dead+0.6 MWFRS Wind(Pas.Internal)2nd Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=37(F=27),2-9=37(F=27),4-9=46(F=27),5-8=10 Harz:2-5=10,4-8=10 Concentrated Loads(lb) Vert:11=-186(8)12=186(B)13=187(B) 26) Reversal:Dead+0.6 MWFRS Wind(Pas.Internal)3rd Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=37(F=27),2-4=37(F=27),5-8=10 Harz:2-5=5,4-8=10 Concentrated Loads(lb) Vert:11=186(B)12=186(B)13=187(B) 27) Reversal:Dead+0.6 MWFRS Wind(Pas.Internal)4th Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=37(F=27),2-4=37(F=27),5-8=10 Harz:2-5=10,4-8=5 Concentrated Loads(lb) Vert:11=-186(B)12=186(B)13=-167(B) AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2016 BEFORE USE Design valid for use only with MfTek®connectors.This design Is based ordy upon parameters shown,and is for an Indwldual building component,not `• a truss system Before use,the building designer must verity 1he appfs abifcy of design parameters and property incorporate this design into the overall building design Bracing Indicated is to prevent buckling or Individual truss web andlor chord members only.Additional temporary and permanent bracing M iTekl Is always required for stability and to prevent collapse wdh possible personal Injury and property damage For general gu:danco regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,we ANSVrP11 Duality Crtfoda,DS"9 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Corona,CA 928BO Job rasa Truss Type ty Ply (Old I,J,N) K7752497 Bldg G,H,L Hot Flat Girder 1 1 Job Reference(optional) Builders Fast Source,Arbngton,WA 98243 Run:8240 a Mar 9 2020 Pnnt:8.240 c Apt 4 2020 MiTak Industries,Inc Fri May 15 12:28:16 2020 Page 4 ID:cLBFp2gJGmM178db6vsUYYzv c2-GznyTVFmU5Lz17DWUg52AHKEAMIKJMrlN84LpzGDwj LOAD CASE(S) 28)Reversal:Dead+0.6 MWFRS Wind(Neg.Internal)1 st Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=146(F=146),2-10=-146(F=-146),4-10=-155(1F=-146),5-8=20 Horz:2-5=17,4-8=2 Concentrated Loads(lb) Vert:11=-176(B)12=176(B)13=178(B) 29)Reversal:Dead+0.6 MWFRS Wind(Neg.Internal)2nd Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=155(1`=146),2-9=155(F=146),4-9=-146(F=-146),5-8=-20 Horz:2-5=2,4-8=17 Concentrated Loads(lb) Vert:11=176(B)12=176(B)13=178(B) 30)Reversal:Dead+0.75 Snow(bal.)+0.75(0.6 MWFRS Wind(Neg.Int)Left):Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=269(1`=226),2-4=269(1`=226),5-8=-20 Horz:2-5=14,4-8=5 Concentrated Loads(lb) Vert:11=-348(B)12=348(13)13=350(8) 31) Reversal:Dead+0.75 Snow(bal.)+0.75(0.6 MWFRS Wind(Neg.Int)Right):Lumber Increase=1.60,Plate Increase=1 60 Uniform Loads(plf) Vert:1-2=269(1`=226),2-4=269(1`=226),58=-20 Horz:2-5=5,4-8=14 Concentrated Loads(lb) Vert:11=-348(8)12=348(B)13=-350(8) 32)Reversal:Dead+0.75 Snow(bal.)+0.75(0.6 MWFRS Wind(Neg.Int)1st Parallel):Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=269(F=226),2-10=-269(F=-226),4-10=-275(1`=226),5-8=20 Horz:2-5=13,4-8=2 Concentrated Loads(lb) Vert:11=-348(B)12=348(1]1)13=-350(8) 33) Reversal:Dead+0.75 Snow(bal.)+0.75(0.6 MWFRS Wind(Neg.Int)2nd Parallel):Lumber Increase=1 60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=275(1`=226),2-9=275(1`=226),4-9=-269(F=-226),5-8=-20 Horz:2-5=2,4-8=13 Concentrated Loads(lb) Vert:11=-348(B)12=348(B)13=350(B) ®WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-747J rev.10/03/2015 BEFORE USE. Design ralld for use only with MITek®connector$.This design is based only upon parameters shown,and Is for an mdmdual building component,not a truss system.Before use,the building designer must verity,ind applicability of design parameters and properly Incorporate this design into the overall building design. Bracing indicated is to prownl buekrmg of individual truss web andfor chord members only Additional temporary and permanent bracing WOW Is always required for stability and to prevent collapse with possible personal mJury and property damage.For general guidance regarding the fsmricelion,storage.dolivery,erection and bracing of trusses and truss systems,see ANSYTPIt Duality Criteria,DSB-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Hudgins.2670 Crain highway,Suite 20b Waldort,MD 20601 Corona,CA 92880 I Job 4 Truss I russ,I ype Qiy Ply (Old I,J,N) KT7524fs8 iBldg G,H,L J01 Monopech Supported Gable 1 1 Job Reforrtnw o tonal Ooldem First Sconce.Arll.9I.n WA 9=3 Run:11240 s Mat 9 2020 Print:8.240 s Apr 4 2020 MTek Industries.Inc.Fri May 16 12:28:17 2020 Page 1 ID:cLBF p2gJGmM 14Bdb6vsUYYzv_c24c9L-LhgGOFP 1'gMHni2XzHiUtNhaoj3gE_Ol wetFzGDwi -1$A 1-11.8 t 1.6-0 1-11-8 Scale=1:12.8 3 4 4.00 12 2x4 I I 8 3x4 2 1 0-3.12 u 5 e 7 2x4 a 2x4 u t-tt-6 1-6.0 1-11-8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.32 Vert(LL) 0.00 1 n/r 180 MT20 1851148 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.05 Vert(CT) -0.00 1 n/r 120 TCDL 10.0 Rep Stress Incr YES WB 000 Horz(CT) -0.00 4 n/a n/a BCLL 0.0 Code IBC2015ITP12014 Matrix-R Weight:9 lb FT=20 BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 1-11-8 oc purllns, BOT CHORD 2x4 HF No.2 except end verticals. WEBS 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 5=234/1-11-8,4=9/1-11-8,6=60/1-11-8,7=2511-11-8 Max Harz 5=53(LC 9) Max Uplift 5=70(LC 8),4=-10(LC 8),6=5(LC 18),7=-50(LC 16) Max Grav 5=325(LC 18),4=10(LC 19),6=62(LC 19),7=10(LC 8) FORCES. (lb)-Maximum Compression/Maximum Tension TOP CHORD 2-5=-298/202,1-2=0/62,2-8=-21/18,3-8=-15/23,3-4=10/3,3-6=-23/65 BOT CHORD 5-6=-48/27,6-7=0/0 NOTES- 1)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)Gable requires continuous bottom chord bearing. 6)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 7)Gable studs spaced at 2-0-0 oc. 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide OrANG ZA will fit between the bottom chord and any other members. � 10) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 70 lb uplift at joint 5,10 lb uplift at joint 4 VJ 5 lb uplift at joint 6 and 50 lb uplift at joint 7. RT O LOAD CASE(S) Standard SjO3VAL May 15,2020 ®WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGEMII-7473 rev.10/03/2015 BEFORE USE. �- Design valid for use only with MTekO connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system,Before use,the building designer must verify the appocabildy of design parameters and property Incorporate Nis design Into the overall building design,Bracing indicated is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanard bracing MiTek' Is always required for stability and to prevent collapse wan passible personal Iniury and property damage, For general guidance regarding the fabrication,storage,delivery,emcilon and bracing of trusses and Inns systems.see ANSIIrPII Quality CrftaAa,DSB-89 and SCSI Building Component 250 Klug Circle Safety Infolmaflon available from Truss P47te Institute,2670 Crain Wghway,Suite 203 Waldorf,MD 20601 Corona,CA 921180 ► f' y _ i 4 Job .7 Truss Truss type ly IPIY (Old I,J.N) Kn5z499 Bldg G,H,L K01 FLAT GIRDER 1 1 Job Rofererlce(optiorsal) Builders First Source.Arfingfon,WA 90M Rum 8.240 isMar 9 2020 Print:8.240 a Apr 4 2020 MTek Industries.Inc.FallMay 15 12:28:17 2020 Page 1 ID:cLBFp2gJGmMi9Bdb6vsUYYzv_c2-k9LLhgGOFP'rgMHni2XzHtUIPTahN31N 81wetFzGUwi 3 8 0 3.4-8 3x8 6x10 = 3x8 II Scale=1:26.4 1 2 9 3 10 4 0• B u 11 7 12 13 8 2x4 I I 46 5 6 4x4 = 1S8 3-6.0 _ _ 6-10-8 6.10-8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.14 Vert(LL) -0.02 7-8 >999 360 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1,15 BC 0.45 Vert(CT) -0,03 7-1 >999 240 TCDL 10.0 Rep Stress Incr NO WB 0.38 HOrz(CT) -0.00 5 n/a n/a BCDL 10.0 Code IBC2015/TPI2014 Matrix-MP Wind(ILL) 0.01 7-8 >999 240 Weight:63 lb FT=20% LUMBER- BRACING- TOP CHORD 2x12 DF No.2 TOP CHORD Structural wood sheathing directly applied or 6-10-8 oc purlins, BOT CHORD 2x6 DF No.2 except end verticals. WEBS 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=24711-5-8,5=87211-5-8,8=1755/Mechanical,6=722/0-3-B Max Horz 1=87(LC 4) Max Uplift 1=-58(LC 24),5=128(LC 5),8=-224(LC 4),6=61(LC 4) Max Grav 1=259(LC 18),5=872(LC 1),B=1755(LC 1),6=722(LC 1) FORCES. (lb)-Maximum Compression/Maximum Tension TOP CHORD 2-5=-333/42,1-2=87/87,2-9=-76/68,3-9=-76/68,3-10=32/25,4-10=-32/25,4-8=519(75 BOT CHORD 5-6=-88/748,6-11=881748,7-11=88/748,7-12=-88/748,12-13=8B/748,8-13=88/748 WEBS 3-5=-1080/161,3-7=91/720,3-8=-1080/161 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=4.Bpsf;h=25ft;Cat.11;Exle B;Enclosed; MWFRS(envelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1 10 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Refer to girder(s)for truss to truss connections. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 58 lb uplift at joint 1,128 lb uplift at joint 5 Ql `IG Zk ,224 lb uplift at joint 8 and 61 lb uplift at joint 6. .tE� w�8)Girder carries tie-in spen(s):12-0-0 from 0-0-0 to 6-10-8 .9�'}+' 9)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)508 lb down and 65 lb up at Q 1-11-4,and 508 lb dawn and 65 lb up at 3-11-4,and 510 lb down and 63 lb up at 5-11-4 on bottom chord. The design/selection of T� 0 such connection device(s)is the responsibility of others. 10) In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) .p 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 ,� 54074 4j4 Uniform Loads(plf) 0+<' �CZSTER� Vert:1-2=288(F=218),24=288(F=218),5-8=20 �ssIONALG Concentrated Loads(lb) Vert:11=-50B(F)12=508(F)13=510(F) May 15,2020 AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev.1010312015 BEFORE USE. Dougn valid for use only with MITekO connecton.This design Is based only upon parameters shown,and Is for an Indivival building component,not a buss system.Before use,the building designer must verity the applicability of design parameters and property incorporala this design into the overall building design.Bracing indicated is to prevent buckling of Individual truss web and/0r chord members only Addi4°nat temporary and permanent brawilt MiTek' is always required for stability and to prevent collapse with possible personal injury and popery damage.For general gudance regarding the tabdcation,storage,delivery,efectlon and bracing of trusses and truss systems,see ANSVfPIf Duality Chit ia,DSB-89 and BCSI Bulldhig Component 250 Klug Circle Safety Information available from Truss Plate institute,2670 Crain Highway,Suite 203 Waldorf,Mo 205.01 Corona,CA 92880 ti: � I Job Truss I russ Type (old IAN) K7752499 ry ly Bldg G,H,L K01 FLAT GIRDER 1 1 Job Reference(optional) Builders First Source,Artington,WA 98223 Run:8.240 s Mar 9 2020 Prim:6.240 a Apr 4 2020 Mrek Industries,Inc.Fri May 15 12:28:18 2020 Page 2 ID:cLBFp2gJGmM198db6vsUYYzv_c2-CLviu 10ibh_GMvcFUWFiPBD_lcoCcBthgBPhzGDwh LOAD CASE(S) 2)Dead+0.75 Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-2=246(F=188),24=246(F=188),5-8=-20 Concentrated Loads(lb) Vert:11=433(F)12=-433(F)13=-435(F) 3)Dead+Uninhabitable Attic Without Storage:Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-2=117(1`=97),2-4=117(1`=97),5-8=40 Concentrated Loads(lb) Vert:11=-305(F)12=305(F)13=309(F) 4)Dead+0.6 MWFRS Wind(Pos.Intemal)Left:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=46(F=26),2-4=46(F=26),5-8=10 Horz:2-5=11,4-6=15 Concentrated Loads(lb) Vert:11=55(F)12=55(F)13=54(F) 5)Dead+0.6 MWFRS Wind(Pos.Intemal)Right:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=46(F=26),24=46(F=26),5-8=10 Harz:2-5=15,4-8=11 Concentrated Loads(lb) Vert:11=55(F)12=55(F)13=54(F) 6)Dead+0.6 MWFRS Wind(Neg.Intemal)Left:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=145(F=145),2-4=145(1`=145),5-8=-20 Horz:2-5=19,4-8=7 Concentrated Loads(lb) Vert:11=65(F)12=65(F)13=63(F) 7)Dead+0.6 MWFRS Wind(Neg.Intemal)Right:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=145(F=145),2-4=145(F=145),5-8=-20 Horz:2-5=7,4-8=19 Concentrated Loads(lb) Vert:11=65(F)12=65(F)13=63(F) 8)Dead+0.6 MWFRS Wind(Pos.Intemal)1st Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(pl() Vert:1-2=46(F=26),2-10=46(F=26),4-10=37(F=26),5-8=10 Horz:2-5=10,4-8=10 Concentrated Loads(lb) Vert:11=55(F)12=55(F)13=54(F) 9)Dead+0.6 MWFRS Wind(Pos.Intemal)2nd Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=37(F=26),2-9=37(F=26),4-9116(F=26),5-8=10 Horz:2-5=10,4-8=10 Concentrated Loads(Ib) Vert:11=55(F)12=55(F)13=54(F) 10)Dead+0.6 MWFRS Wind(Pos.Intemal)3rd Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=37(F=26),2-4=37(F=26),5-8=10 Horz:2-5=5,4-8=10 Concentrated Loads(lb) Vert:11=55(F)12=55(F)13=54(F) 11)Dead+0.6 MWFRS Wind(Pos.Intemal)4th Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=37(F=26),2-4=37(F=26),5-8=10 Horz:2-5=10,4-8=5 Concentrated Loads(lb) Vert:11=55(F)12=55(F)13=54(F) 12)Dead+0.6 MWFRS Wind(Neg.Intemal)1st Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=145(F=145),2-10=-145(1`=145),4-10=154(1`=-145),5-8=20 Horz:2-5=17,4-8=2 Concentrated Loads(lb) Vert:11=65(F)12=65(F)13=63(F) 13)Dead+0.6 MWFRS Wind(Neg.Intemal)2nd Parallel:Lumber Increase=1.60,Plate Increase=l-60 Uniform Loads(plf) Vert:1-2=154(1`=145),2-9=154(1`=145),4-9=145(F=-145),5-8=-20 Horz:2-5=2,4-8=17 Concentrated Loads(lb) Vert:11=65(F)12=65(F)13=63(F) 14)Dead:Lumber Increase=0.90,Plate Increase=0.90 Pit.metal=0.90 Uniform Loads(plf) Vert:1-2=117(F=97),2-4=117(1`=97),5-8=20 Concentrated Loads(Ib) Vert:11=209(F)12=209(F)13=-211(F) 15)Dead+0.75 Snow(bal.)+0 75(0.6 MWFRS Wind(Neg.Int)Left):Lumber Increase=1.60,Plate Increase=1.60 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473 rev.1010312015 BEFORE USE. Daalgn valid for use only with Mrek®conneclors.This design is based bray upon parameters shown,and is for an individual building component,not �I a truss systam-Before use,the budding designer must verify the applicability of design parameters and property incorporate this design into the overall building design.Bracing Indicated is to proven)buckling of Individual truss web and/or them members only.Additional temporary and permanent bracing M iTe k' to always requirod for stability and to prevent collapse with possible parsonal ln]ury and property damage.For general gutdarica regarding the fabrication,slorage,delivery,areclion and bracing of trusses and trams systems,see ANSMI1 Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Corona,CA 92800 Job fuss Type Qty MY (olq LJ.N) K7752499 Bldg G,H,L KOt FLAT GIRDER 1 1 Job RoferOnce LOQtionel Builders First Source,Arlington.WA 98223 Run:8.240 s Mar 92020 Print 8.240$Apr 4 2020 MfTek Industries,Inc.Fri May 15 12:28:18 2020 Page 3 ID:aL8Fp2gJGmM178db6vsUYYzv_c2-CLviuAH10ibh_OMvcFUWFiPaD 1coCc8Lhg8PhzGDwh LOAD CASE(S) Uniform Loads(pin Vert:1-2=267(1`=-224),2-4=267(1`=224),5-8=-20 Harz:2-5=14,4-8=5 Concentrated Loads(lb) Vert:11=28(F)12=28(F)13=26(F) 16) Dead+0.75 Snow(bal.)+0.75(0.6 MWFRS Wind(Neg.Int)Right):Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(pin Vert:1-2=267(F=224),2-4=267(F=224),5-8=-20 Harz:2-5=5,4-8=14 Concentrated Loads(lb) Vert:11=28(F)12=28(F)13=26(F) 17)Dead+0.75 Snow(bal.)+0.75(0.6 MWFRS Wind(Neg.Int)1st Parallel):Lumber Increase=1.60,Plate Increase=1-60 Uniform Loads(pin Vert:1-2=267(1`=224),2-10=-267(F=224),4-10=273(1`=224),5-8=20 Harz:2-5=13,4-8=2 Concentrated Loads(lb) Vert:11=28(F)12=28(F)13=26(F) 18)Dead+0.75 Snow(bal.)+0.75(0.6 MWFRS Wind(Neg.Int)2nd Parallel):Lumber Increase=1.60,Plate Increase=l 60 Uniform Loads(pin Vert:1-2=273(1`=224),2-9=273(F=224),4-9=-267(F=-224),5-8=-20 Harz:2-5=2,4-8=13 Concentrated Loads(lb) Vert:11=28(F)12=28(F)13=26(F) 19)Dead+Minimum Snow:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(pin Vert:1-2=278(1`=218),2-4=278(1`=218),5-8=-20 Concentrated Loads(lb) Vert:11=-508(F)12=508(F)13=-510(F) 20)Reversal:Dead+0.6 MWFRS Wind(Pos.Internal)Left:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(pin Vert:1-2=46(F=26),2-4=46(F=26),5-8=10 Harz:2-5=11.4-8=15 Concentrated Loads(lb) Vert:11=234(F)12=234(F)13=-235(F) 21)Reversal:Dead+0.6 MWFRS Wind(Pos.Internal)Right:Lumber Increase=1.60,Plate Increase=1 60 Uniform Loads(pin Vert:1-2=16(F=26),2-4=46(F=26),5-8=10 Harz:2-5=15,4-8=11 Concentrated Loads(lb) Vert:11=234(F)12=234(F)13=-235(F) 22)Reversal:Dead+0.6 MWFRS Wind(Neg.Internal)Left:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(pin Vert:1-2=145(17=145),2-4=145(F=145),5-8=20 Harz:2-5=19,4-8=7 Concentrated Loads(lb) Vert:11=224(1`)12=224(F)13=-226(F) 23)Reversal:Dead+0.6 MWFRS Wind(Neg.Internal)Right:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(pin Vert:1-2=145(1`=145),24=145(1`=145),5-8=-20 Harz:2-5=7,4-8=19 Concentrated Loads(lb) Vert:11=224(F)12=224(F)13=-226(F) 24)Reversal:Dead+0.6 MWFRS Wind(Pos.Internal)1st Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(pin Vert:1-2=46(F=26),2-10=46(F=26),4-10=37(F=26),5-8=10 Harz:2-5=10,4-8=10 Concentrated Loads(lb) Vert:11=-234(F)12=234(F)13=-235(F) 25)Reversal:Dead+0.6 MWFRS Wind(Pos.Intemal)2nd Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(pin Vert:1-2=37(F=26),2-9=37(F=26),4-9=46(F=26),5-8=10 Harz:2-5=10,4-8=10 Concentrated Loads(lb) Vert:11=234(F)12=234(F)13=235(F) 26)Reversal:Dead+0.6 MWFRS Wind(Pos.Internal)3rd Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(pin Vert:1-2=37(F=26),2-4=37(F=26),5-8=10 Harz:2-5=5,4-8=10 Concentrated Loads(lb) Vert:11=234(1`)12=234(F)13=235(F) 27)Reversal:Dead+0.6 MWFRS Wind(Pos.Internal)4th Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=37(F=26),2-4=37(F=26),5-8=10 Harz:2-5=10,4-8=5 Concentrated Loads(lb) Vert:11=-234(F)12=234(1`)13=235(1`) AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II.7473 rev.10/03/2015 BEFORE USE Design vaid for use only with MiToke connectors.This design is based only upon parameters shown,and is for an Individual building component.not a truss system.Before uso,the budding designer must verity the appbcabucy of design parameters and property incorporate this design Into the overall building design Bracing indicated is to prevent buckkng of individual buss web andfor chord members only Adddional temporary ant permanem bfacing M iTe k_ is always required for slabildy and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabncation,storage.delivery,erection and bracing of trusses and truss systems,see ANSU7PI1 Dualtty Criteria,DSO-89 and SCSI Building Component 250 Klug Circle Sarery Informaflon available from Truss Plate Inslaus,2670 Crain Highway.Suite 203 Waldorf,MD 20601 Corona,CA 92880 y a russ rues i iy riy (Old t,J.N) x775z<s9 Dklp G,H,L KO1 FLAT GIRDER 1 1 Job Reference (Optional) Buddors First Source,ArNngton,WA 91IM3 Run.8,240 s Mar 9 2020 Pried:$240 a Apr 4 2020 MITak Industries,Inc.Fri May 16 12:28:18 2020 Page 4 IU.cLBFp2gJGmMI?Bdb6vsUYYzy_c2•CLvjuAHlOjUi QMveFUWFiPaD_lcoCeSUigBPhzGDwh LOAD CASE(S) 28)Reversal:Dead+0.6 MWFRS Wind(Neg.Internal)1 st Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(pin Vert:1-2=145(1`=145),2-10=145(F=-145),4-10=154(F=145),5-8=20 Horz:2-5=17,4-8=2 Concentrated Loads(lb) Vert:11=-224(F)12=224(F)13=-226(F) 29)Reversal:Dead+0.6 MWFRS Wind(Neg.Internal)2nd Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(pin) Vert:1-2=154(F=145),2-9=154(F=145),4-9=145(1`=-145),5-8=20 Horz:2-5=2,4-8=17 Concentrated Loads(lb) Vert:11=-224(F)12=224(F)13=226(F) 30)Reversal:Dead+0.75 Snow(bal.)+0.75(0.6 MWFRS Wind(Neg.Int)Left):Lumber Increase=1 60,Plate Increase=1.60 Uniform Loads(pin Vert:1-2=267(F=224),2-4=267(F=224),5-8=-20 Horz:2-5=14,4-8=5 Concentrated Loads(lb) Vert:11=380(F)12=3BO(F)13=-382(F) 31)Reversal:Dead+0.75 Snow(bal.)+0.75(0.6 MWFRS Wind(Neg.Int)Right):Lumber Increase=l 60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=267(F=224),2-4=267(F=224),5-8=-20 Horz:2-5=5,4-8=14 Concentrated Loads(lb) Vert:11=-380(F)12=380(F)13=-382(F) 32)Reversal:Dead+0.75 Snow(bal.)+0.75(0.6 MWFRS Wind(Neg.Int)1 at Parallel):Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=267(1`=224),2-10=-267(F=-224),4-10=273(F=-224),5-8=20 Horz:2-5=13,4-8=2 Concentrated Loads(lb) Vert:11=-380(F)12=380(F)13=-382(F) 33)Reversal:Dead+0 75 Snow(bal)+0.75(0 6 MWFRS Wind(Neg.Int)2nd Parallel):Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(pin Vert:1-2=273(1`=224),2-9=273(1`=224),4-9=-267(1`=224),5-8=-20 Horz:2-5=2,4-8=13 Concentrated Loads(lb) Vert:11=380(17)12=380(F)13=-382(F) A WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. Design valid for use only wdn MReM connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system Delete use,the building designer must verify the appircabllity of design parameters and property Incorporate this design into the overall building design. Bracing indicated is to prevent buckling of Individual truss web andtor chord members only.Additional temporary and permanent bracing MiTek" is always required for stability and to proven!collapse with possible personal injury and prop"damage.For general guidance regarding the fabrication.storage,delivery,erection and bracing of Uussas and truss systems,see ANShTP11 Ouafiry Crtfode,OSB49 and BCSI Building Component 250 Klug Circle Safety Information "able from Truss Plate Insdeute,2670 Crain Highway,Suite 203 Waldorf,MO 20601 Corona,CA 92880 r* - �_ P.O.: Truss I ruseI ype y y (old I,d,N) G,H,L L01 FLATGIRDER 1 1 Reference Tonal SwMer_s First Source,Adington,WA 98223 Run:8.240 s Mar 9 2020 Print:B240 s Apt 4 2020 MRek Induatrfas,Inc.Fri May 15 12:28:18 2020 Page t ID:cLBFp2gJGmMI?Bdb6vsUVYzv c2-CLvjuAH10jbtl_GMvcFUVWIPay_7RoH28LhgBPhzGDwh 3.10.8 3-10-8 1 26x6 = 3 Scale=1:24.8 x I J OA u u 6 44 = 4 5 7 2x4 II 1-9.0 3-IM { 3.10.8 _ Plate Offsets(X.Y)— 12 0-2-8,0.3.81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (toc) Ildefl L/d PLATES GRIP TCLL 25.0 plate Grip DOL 1.15 TC 016 Vert(LL) -0 00 5 >999 360 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1.15 BC 0,011 Vert(CT) -0,00 5-6 >999 240 TCDL 10.0 Rep Stress Incr NO WB 0.03 Horz(CT) 0.00 4 n/a n/a BCDL 10.0 Code IBC20151TP12014 Matrix-MP -- Wind(LL) 0.00 5 >999 240 Weight:37 lb FT=20e/n LUMBER- BRACING- TOP CHORD 2x12 DF No 2 TOP CHORD Structural wood sheathing directly applied or 3-10-8 oc purlins, BOT CHORD 2x6 DF No.2 except end verticals. WEBS 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=157/1-9-0,1=427/1-9-0,6=665/Mechanical,5=56B/0-3-8 Max Horz 1=-95(LC 4) Max Uplift 4=60(LC 21),1=109(LC 5),6=-136(LC 4),5=39(LC 4) Max Grav 4=211(LC 15).1=433(LC 15),6=665(LC 1),5=568(LC 1) FORCES. (lb)-Maximum Compression/Maximum Tension TOP CHORD 2-4=-210/36,1-2=95/95,2-3=35127,3-6=-606/96 BOT CHORD 4-5=35/27,5-7=35127,6-7=35/27 WEBS 2-6=-69/69 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=4.8psf;h=25ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=-25.0 psf(Flat roof snow);Category 11;Exp B;Fully Exp.;Ct=1.10 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)`This truss has been designed for a live load of 20,Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Refer to girder(s)for truss to truss connections. G 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 60 lb uplift at joint 4,109 lb uplift at joint 1 �MW Z�I,QO ,136 lb uplift at joint 6 and 39 lb uplift at joint 5. 8)Girder carries tie-in spen(s):14-2-0 from 0-0-0 to 3-10-8 p 9)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)504 lb down and 69 lb up at TO 1-11-4 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 10)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) �p 1)Dead+Snow(balanced):Lumber Increase=l 15,Plate Increase=1.15 `5 , 54074 Uniform Loads(plf) �rL+ �G]S 1 ERA Vert:1-2=333(F=263),2-3=333(1`=263),4-6=-20 �s`rIONAL � Concentrated Loads(lb) Vert:7=-504(F) May 15,2020 WARNING-Verify design parameters and RE4D NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II-7473 rev.1010312015 BEFORE USE. Design valid for use only with MTelc®connectors.This design is based only upon parameters shown,and Is for an Individual building component-not a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design.Bracing Indicated is to prevent buckling of Individual truss web ancitor chord members only,Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage, For general g"anca regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSVTPff quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Infrormeflon available from Truss Plate Institute,2670 Craln Highway,Suite 203 Waldorf,MD 20601 Carona,CA 92880 co Job Truss russ ype ty y (Old hI,M Bldg G,H,L L01 FLAT GIRDER 1 1 Job Retwence(opllon0lj rmszs6o 9mldere First Source,Anrnglon,WA 9W23 Run:8240 s Mar 9 2020 Print:8240 s Apr 4 2020 MITek Industries,Inc_Fall May 15 1228:18 2020 Page 2 ID:d.BFp2gJGm MI78dbBvsU Wzv_c2•CLvjuAH10jb11_QMvcFU WFIPay_7RoFt28LhgBPhzGDwh LOAD CASE(S) 2)Dead+0.75 Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(pin Vert:1-2=284(1`=227),2-3=284(1`=227),4-6=20 Concentrated Loads(lb) Vert:7=-430(F) 3)Dead+Uninhabitable Attic Without Storage:Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(pin Vert:1-2=137(F=117),2-3=137(F=117),4-6=-40 Concentrated Loads(lb) Vert:7=-302(F) 4)Dead+0.6 MWFRS Wind(Pas.Internal)Left:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(pin Vert:1-2=51(F=32),2-3=51(F=32),4-6=10 Harz:2-4=11,3-6=15 Concentrated Loads(lb) Vert:7=59(F) 5)Dead+0.6 MWFRS Wind(Pos.Internal)Right:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=51(F=32),2-3=51(F=32),4-6=10 Harz:2-4=15,3-6=11 Concentrated Loads(lb) Vert:7=59(F) 6)Dead+0.6 MWFRS Wind(Neg.internal)Left:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(pin Vert:1-2=175(1`=175),2-3=175(1`=175),4-6=-20 Harz:2-4=19,3-6=7 Concentrated Loads(lb) Vert:7=69(F) 7)Dead+0.6 MWFRS Wind(Neg.Internal)Right:Lumber Increase=1.60,Plate Increase=1 60 Uniform Loads(pin Vert:1-2=175(1`=175),2-3=175(F=175),4-6=-20 Harz:2-4=7,3-6=19 Concentrated Loads(lb) Vert:7=69(F) 8)Dead+0.6 MWFRS Wind(Pos.Intemal)1st Parallel:Lumber Increase=1 60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=51(F=32),2-3=51(F=32),4-6=10 Harz:2-4=10,3-6=14 Concentrated Loads(lb) Vert:7=59(F) 9)Dead+0.6 MWFRS Wind(Pos.Internal)2nd Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=51(F=32),2-3=51(F=32),4-6=10 Harz:2-4=14,3-6=10 Concentrated Loads(lb) Vert:7=59(F) 10) Dead+0.6 MWFRS Wind(Pos.Internal)3rd Parallel:Lumber Increase=1.60,Plate Increase=l 60 Uniform Loads(pin Vert:1-2=43(F=32),2-3=43(F=32),4-6=10 Harz:2-4=5,3-6=10 Concentrated Loads(lb) Vert:7=59(F) 11)Dead+0.6 MWFRS Wind(Pos.Internal)4th Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=43(F=32),2-3=43(F=32),4-6=10 Harz:2-4=10,3-6=5 Concentrated Loads(lb) Vert:7=59(F) 12) Dead+0.6 MWFRS Wind(Neg.Internal)1st Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(pin Vert:1-2=175(1`=175),2-3=175(1`=175),4-6=20 Harz:2-4=17,3-6=6 Concentrated Loads(lb) Vert:7=69(F) 13) Dead+0.6 MWFRS Wind(Neg.Internal)2nd Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(pin Vert:1-2=175(F=175),2-3=175(F=175),4-6=-20 Harz:2-4=6,3-6=17 Concentrated Loads(lb) Vert:7=69(F) 14)Dead:Lumber Increase=0.90,Plate Increase=0.90 Pit.metal=0.90 Uniform Loads(plf) Vert:1-2=137(F=117),2-3=137(1`=117),4-6=-20 Concentrated Loads(lb) Vert:7=-207(F) 15)Dead+0.75 Snow(bal.)+0.75(0.6 MWFRS Wind(Neg.Int)Left):Lumber Increase=1.60,Plate Increase=1.60 a A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2019 BEFORE USE. Design valid for use only wth MlTeke connectors.This design is based only upon parameters shown.and is for an Individual bulid,ng component,no a truss system Bolero use,the bwlding designer must verily the applicab bty of design parameters and properly Incorporate Orris design into the overall building design.Bracing indicated is to prevent bucklaq or individual truss web and/or chord members only.Aliddionat temporary and permanent bracing MiTGW is always required for stanilty and to prevent collapse with possiblo personal Injury and property damage, For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSVTPII Dually Criteria,DSB-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Corona,CA 92880 russ [I-ISGII'IDER rus pe ty y (qd I,J,t4)�ob ldg G,H,L L01 1 1 K775251)D IP Job Reference(optional) Builders First Scn rc6.Afllagteh,WA 96223 Run:8240 s Mar 92020 Print 8.240 s Apr 4 2020 MfTek Industnes,Inc. Fri May 16 12:28:16 2020 Page 3 ID:cLBFp2gJGmMl7Bdb6vsUYYzv c2-CLv)ta4H10jbh_QMvcFUWFiPay__7RoMnLhgBPhzGDwh LOAD CASE(S) Uniform Loads(plf) Vert:1-2=313(1`=270),2-3=313(1`=270),4-6=20 Horz:2-4=14,3-6=5 Concentrated Loads(lb) Vert:7=31(F) 16) Dead+0.75 Snow(bal.)+0.75(0.6 MWFRS Wind(Neg.Int)Right):Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=313(1`=270),2-3=313(F=270),4-6=-20 Horz:2-4=5,3-6=14 Concentrated Loads(lb) Vert:7=31(F) 17) Dead+0.75 Snow(bal.)+0.75(0.6 MWFRS Wind(Neg.Int)1st Parallel):Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=313(F=270),2-3=313(1`=270),4-6=20 Horz:2-4=13,3-6=4 Concentrated Loads(lb) Vert:7=31(F) 18)Dead+0.75 Snow(bal.)+0.75(0.6 MWFRS Wind(Neg.Int)2nd Parallel):Lumber Increase=1-60,Plate Increase=1-60 Uniform Loads(plf) Vert:1-2=313(1`=270),2-3=313(1`=270),4-6=-20 Horz:2-4=4,3-6=13 Concentrated Loads(lb) Vert:7=31(F) 19) Dead+Minimum Snow:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-2=323(1`=263),2-3=323(1`=263),4-6=-20 Concentrated Loads(lb) Vert:7=-504(F) 20)Reversal:Dead+0.6 MWFRS Wind(Pos.Internal)Left:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=51(F=32),2-3=51(F=32),4-6=10 Horz:2-4=11.3-6=15 Concentrated Loads(lb) Vert:7=-233(F) 21)Reversal:Dead+0.6 MWFRS Wnd(Pos.Internal)Right:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plo Vert:1-2=51(F=32),2-3=51(F=32),4-6=10 Horz:2-4=15,3-6=11 Concentrated Loads(lb) Vert:7=-233(F) 22)Reversal:Dead+0.6 MWFRS Wind(Neg.internal)Left:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=175(1`=175),2-3=175(1`=175),4-6=-20 Horz:2-4=19,3-6=7 Concentrated Loads(lb) Vert:7=-222(F) 23)Reversal:Dead+0.6 MWFRS Wind(Neg.Internal)Right:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=175(F=175),2-3=175(F=175),4-6=20 Horz:2-4=7,3-6=19 Concentrated Loads(lb) Vert:7=-222(F) 24)Reversal:Dead+0.6 MWFRS Wind(Pos.Internal)1st Parallel:Lumber Increase=1,60,Plate Increase=1.60 Uniform Loads(pin Vert:1-2=51(F=32),2-3=51(F=32),4-6=10 Horz:2-4=10,3-6=14 Concentrated Loads(lb) Vert:7=-233(F) 25)Reversal:Dead+0.6 MWFRS Wind(Pos.Internal)2nd Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=51(F=32),2-3=51(F=32),4-6=10 Horz:2-4=14,3-6=10 Concentrated Loads(lb) Vert:7=233(F) 26)Reversal:Dead+0.6 MWFRS Wind(Pas.Internal)3rd Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=43(F=32),2-3=43(F=32),4-6=10 Horz:2-4=5,3-6=10 Concentrated Loads(lb) Vert:7=-233(F) 27) Reversal:Dead+0.6 MWFRS Wind(Pos.Internal)4th Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=43(F=32),2-3=43(F=32),4-6=10 Horz:2-4=10,3-6=5 Concentrated Loads(lb) Vert:7=-233(F) A WARNING-Verify design paramelers and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIf•7473 rev.10/03/2015 BEFORE USE � Design valid for use only with MTekQD connectors.This design Is based only upon parameters shown,and is for an Individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and proper incorporate this design Into the overall building design Bracing indicated is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing WOW Is always required for stability and to prevent collapse with possible personal Injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIfTPl1 Quality Criteria,DSBA9 and BCSI Building Component 250 Klug Circle Safety Information avallable from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Corona,CA 92880 Job I fuss I fuss I ype ty y rld I,J,N) K7752500 Bldg G,H,L L01 FLAT GIRDER 1 1b Reforenoo(optional) Builders First Soun:o,Arfington.WA 98223 Run:8 240 a Mar 9 20M Print 8 240 s Apr A 2020 MITok Industncs,Inc.Fit MAY 15 12:28:18 2020 Pago 4 ID:cLBFp2gJGmMl9BdbSvsUYYzv_c2-CLvjuAHlAbh OMvcFUWFiPay 7RoH28LhgBPhzGDwh LOAD CASE(S) 28)Reversal:Dead+0.6 MWFRS Wind(Neg.Internal)list Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=175(F=175),2-3=175(F=175),4-6=20 Horz:2-4=17,3-6=6 Concentrated Loads(lb) Vert:7=222(17) 29)Reversal:Dead+0.6 MWFRS Wind(Neg.Internal)2nd Parallel:Lumber Increase=1 60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=175(F=175),2-3=175(F=175),4-6=-20 Horz:2-4=6,3-6=17 Concentrated Loads(lb) Vert;7=-222(F) 30)Reversal:Dead+0.75 Snow(bal.)+0.75(0.6 MWFRS Mind(Neg.Int)Left):Lumber Increase=1.60.Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=313(1`=270),2-3=313(1`=270),4-6=-20 Horz:2-4=14,3-6=5 Concentrated Loads(lb) Vert:7=-376(F) 31)Reversal:Dead+0.75 Snow(bal.)+0.75(0.6 MWFRS Wind(Neg.Int)Right):Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=313(1`=270),2-3=313(1`=270),4-6=-20 Horz:2-4=5,3-6=14 Concentrated Loads(lb) Vert:7=-376(F) 32)Reversal:Dead+0.75 Snow(bal.)+0.75(0.6 MWFRS Wind(Neg.Int)1st Parallel):Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=313(1`=270),2-3=313(1`=270),4-6=-20 Horz:2-4=13,3-6=4 Concentrated Loads(lb) Vert:7=376(F) 33)Reversal:Dead+0.75 Snow(bal.)+0.75(0.6 MWFRS Wind(Neg.Int)2nd Parallel):Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=313(F=270),2-3=313(1`=270),4-6=-20 Horz:2-4=4,3-6=13 Concentrated Loads(lb) Vert:7=376(F) AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE Design valid for use only with Mrrek®connectors.This design is based only upon parameters shown,and Is for an Individual building component,not • a truss system Before use,the building designer must verify the appllcabllily of design parameters and property incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal Injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTP11 Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information avallable from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Corona,CA 92880 r w cn , D 'Aa 5 (nn v �� Y o � ZK� +' m � m N p'Uz N $ °� ,� O o w e c�m m m a W m o A n c Q � d�n��o• m o � D ID y 00. C o u CrnC ADS o S m o0 �3 0� n n. m o dS .c y ma ? m oT _ _.�- a�py D OG Q y m(°' (•m O'0 02 3 'C'.x..N r fD 0� m < N C•fyA O y u C,N O (7'p Z O (7 0 a n 7 (D 7 .1 N °' 7 d O !G_v, 3 rr.d .n.a,< o_O x -O N y (A (D 2 0 ?0 o-In a m ID o o nCD ID D ro ��N ° o no 2 m m O y N N d~; 7 fD O C 0 7 N j N �• N O N a 0 m ID _ O O O a 0 n (D F) O O < �N D y O a Q=•O Z n N 7 3 y N 3 O' N O 7 N O• _I O 7 Q (') (D(O to 7 (D n 0 S y (D fD y � y y N S(a � C O. O C y y 7 0 O N 7 � O �. O n 7 (D y (D 7 3 O f0 O 7 N 7 L C3 (n fD CD N fn CD Z N = C .`Z w = D] G. NC 7 O O (D y (O -� S 7 -CL (nd 7 k p O (a p C 7 S y 7 y ry y !n m �' TOP CHORD (D (D c C C ,Tml(mi) n a cm =�0 'c N 3 y w� C) O 3 O m O z c° c�e ajcD cm m� m p mz rci mo mz(n CD �a m v "� w n CO) �� (D a W(D N m' N -I r z x m ' ��L7 N m L7 m O n m 0 rn O �' m �' a CL �L7 O �� m s N O oy < mm w� y m mm cm m CCD /� (D S C �� fnen �� Q = \V (D `� 7 N Cn > D N v W2-7 Z y C (D N d m N ."t1 1 r Q Q ^' G vi (n CD Cl)m m D j K � �■ O ate' zr L7 z z 0CD CD j w O w� < m z3 = m y `` ^' � m ? a `icc m uri �m Q m y O 07 L7 O -I p (n ,' " cn S w ��1 ® z0 m m is mm N L. D � 0 N z O� o g rF < 0 zm x (a v r« v O (o � (D > D1 z �0 O y < D CD =0 n °ts N m O mo (n 2 (c!i S (71 C4-5 A N a m m TOP CHORD O v Ol OI A W N Zo m _ Fm °.° c °,_mm ao ym�•�<xmm a3 3 o o. y yc (D ° °xvoo o < ' ° 3 2 oO aaN �° m mm om° �o G CD 3 m nD) c oo . ! m� ,m � ^ a m 3 m y m N O O m N NC-+ ° � N A c O G N o N X3 3 D m O N m N m 3 o � m o � LI X d g. 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X ° m <, °n om y a g a1 a °m � � o'om 2a ID 2- c Z°y � m � m ma n3m� �o N }+/m (D(c m m m o m� o. °� N mm c m ya2 m am �S dma m (On o m �'..•, m m S o 4. g it a o G)a <(o d fD Z c f w ° �c m m o- w n /—/�� wm 3° o. om � -� DD(D m cm ,40 of iv m �'^ p) V� m� w co �(D o c >� a ma � o D m° 03 �D P' = °� D S � � a,a m H0 �'� ° f' m � o ^N w3 @ m nm 20 o `o. o � � aM y(°, 3 GA �_ m o°' m o o x a ° m f3 a °� c D m � a m � 4 CD m m N 01 0* � A m� m m w � _ 3 m = Pv CD CD Do 0 7 0, 5 'm3 �v v °rs � � n ? m (D my m n of° met n � _ �. o v m m D o p N Q O O fn ?� 0 ° C o 3 lb N CD y .� m 3l m `G O rf N r'a ;� . .9� r' �� ' ,1 - i �� _� � �i/iZ7l��1 lam■' to First Source for Value, Quality, Service �'• _� - - ,gad i�cr:�---,,�r�.�—�il�'� -;-lt� ..,- �N _ =--'^---� _ . .... .ILA L. Wit . . ,� ti :�� 'w ,' .� a ,t '� ��'�.'. �'.1� .;r rJ� � �t` '.4 ' � � � � � �BEL 71 rL ILIrP�ot=GL Thank YOU for choosing Builders FirstSource(BFS)as your truss and components supplier.These components have been designed for your specific project requirements and job location. Reading and understanding all information included in this package prior to installation is important to help insure a successful and safe project. Contact your BFS representative if you have further questions or if you need further information. Notes: 1.The sole responsibility of BFS is to design and supply individual trusses and components to the dimensions and design criteria provided to BFS by the customer.The design of the remaining portions of the building is the responsibility of the building designer,engineer of record,or the customer/contractor in the absence of a design professional. 2.The design and specification of the permanent and temporary bracing is the responsibility of the building designer per TPI-1 as referenced in the building code.The bracing documents we provide are the general minimum standards and should be verified or adapted by others as necessary for the specific project. 3.All wood component products supplied by BFS shall be used in dry service applications (Moisture Content<19%) unless noted otherwise. 4.The plies of multi-ply trusses are to be attached together by the installer per the fastener schedule on the specific truss drawing. 5.The building designer,engineer of record,or customer shall resolve any issues or connections between trusses and other structural members not provided or specified by BFS when needed. 6.Truss placement plans and truss drawings are the property of BFS and may not be used or reproduced without the written approval of BFS. Products remain property of BFS until paid in full. 7. Install trusses per the BFS placement plan, industry standards,and code requirements. Install recommended floor truss strongbacks at 10' o.c. Do not install trusses upside down.Avoid conflicts with plumbing&other trades. 8.Truss drawings indicate standard loads and added loads in the load cases section. Do not apply structural loads to any truss if that load is not shown on the truss drawing.Verify stick framed roof loads transfer where allowed & designed for. Erection and Bracing: The customer accepts full responsibility for the handling,storage,erection, installation, and bracing of these components and shall supervise any subcontractor or other party that is carrying out this work.We have included industry standard erection,temporary bracing, and fall protection information as a minimum guideline.However, D1 BFs.docx 2017-01-02 .� :. ti BFS is not responsible for ensuring that these minimum guidelines are enforced and that they are applicable to the project. Please note that short members,such as 22-1/2" 2x4's,connecting 2 trusses do not count as bracing. Stability: Until the building is completely built and sheathed in accordance with the project plans by the building designer/ engineer of record and meets code and local requirements, it may be unstable and present a safety hazard unless properly braced.The builder/framer shall build and properly brace the structure by floor-do not build additional stories of construction on a poorly braced structure below. Instability may increase with building dimensions- particularly height. Winds: Buildings under construction may be vulnerable to high winds.The builder and framer shall consider all weather conditions including the potential for winds when deciding to set trusses. If high winds are expected,truss erection should be postponed or a consulting engineer should specify additional temporary bracing required to meet the possible conditions. Issues: If you encounter any jobsite installation issues that appear to involve the modification of the truss or component, please contact your BFS representative immediately.The representative will determine the nature of the issue and help facilitate its remedy. Do not make alterations or repairs prior to receiving repair details or instructions from BFS. If the issue is manufacturing related,BFS reserves the right to repair or replace the component in question. If the component in question is not structurally stable, install additional shoring to insure project safety. Charge Backs: Charge backs will not be accepted unless agreed upon by an authorized BFS representative prior to the repair or modification in question. It is the responsibility of the contractor to inform BFS of any error, problem,or defect prior to or during setting of the components. In the event of a charge back, an authorization number will be given by BFS for an agreed upon specific amount to resolve the issue.This authorization number must accompany any charge back to BFS to be valid. D1 BFS.docx 2017-01-02 I Failure to follow installation information instructions may endanger personal safety and or property. Changes or modifications to placements and or trusses must have prior authorization from Builders FirstSource (BFS). It is the responsibility of the installer to contact a BFS representative prior to modification. Charge backs due to unauthorized modifications will not be accepted. Refer to truss drawings and placement plan for proper installation. ADVERTANCIA Si no se siguen las instrucciones de instalaci6n de la informacion puede poner en peligro la seguriclad y la o propiedad personal. Los cambios o modificaciones a las colocaciones y cerchas o deben tener una autorizaci6n previa de Builders FirstSource( BFS). Es la responsabilidad del instalador ponerse en contacto con un representante BFS antes de la modificaci6n. Carga retrocede debido a modificaciones no autorizaclas no seran aceptadas. Consulte el braguero dibujos y plan de colocaci6n para su correcta instalacion. D1 BFS.docx 2017-01-02 V MiTek" RE: Bldg I,J,K MiTek USA, Inc. (Old K,L,M) 250 Klug Circle Corona,CA 92880 Site Information: 951-245-9525 Customer: Project Name: Bldg I,J,K Lot/Block: Model: Address: Subdivision: City: State: General Truss Engineering Criteria$ Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: IBC2015/TP12014 Design Program: MiTek 20/20 8.2 Wind Code: ASCE 7-10 Wind Speed: 110 mph Roof Load: 45.0 psf Floor Load: N/A psf This package includes 24 individual,dated Truss Design Drawings and 0 Additional Drawings. No. Seal# Truss Name Date No. Seal# Truss Name Date 1 K7759916 2BP1 6/30/2020 21 K7759936 B06 6/30/2020 2 K7759917 28P2 6/30/2020 22 K7759937 C01 6/30/2020 3 K7759918 2BP3 6/30/2020 23 K7759938 CO2 6/30/2020 4 K7759919 3BP4 6/30/2020 24 K7759939 Vol 6/30/2020 5 K7759920 3BP5 6/30/2020 6 K7759921 36P6 6/30/2020 7 K7759922 A01 6/30/2020 8 K7759923 A02 6/30/2020 9 K7759924 A03 6/30/2020 10 K7759925 A04 6/30/2020 11 K7759926 A04A 6/30/2020 12 K7759927 A05 6/30/2020 13 K7759928 A06 6/30/2020 14 K7759929 B01 6/30/2020 15 K7759930 B02 6/30/2020 16 K7759931 B02A 6/30/2020 17 K7759932 B03 6/30/2020 18 K7759933 B04 6/30/2020 19 K7759934 B05 6/30/2020 20 K7759935 B05A 6/30/2020 The truss drawing(s)referenced above have been prepared by MiTek USA,Inc under my direct supervision based on the parameters provided by Builders FirstSource(Arlington, WA). O�� NIING Truss Design Engineer's Name: Zhao,Xiaoming t' WAS Z�rgO My license renewal date for the state of Washington is September 28,2021. t ftj(p_ IMPORTANT NOTE:The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s)identified and that the designs comply with ANSI/TPI 1. These designs are based upon parameters shown(e.g.,loads,supports,dimensions,shapes and design codes),which were `P 540 ! given to MiTek. Any project specific information included is for MiTek o ��GisT �g� customers file reference purpose only,and was not taken into account in the preparation of �sSIpVALE�G these designs. MiTek has not independently verified the applicability of the design parameters or the designs for any particular building. Before use,the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSI/TPI 1,Chapter 2, June 30,2020 1 of 1 Zhao,Xiaoming Job • TOAS Truss Type Oily Ply (Old K,L,M) Bldg I,J,K 2BP1 BLOCKING 20 i HK77599]16 Builders FlralSource(Arlington.WA), Arlington,WA-98223, Job Reference o I(onal 6 240 s Mar 9 2020 MITBk Industries,Inc. Mon May 18 18:25:28 2020 Page 1 1-10�ID:qN 198eTEviAN_OTeU4juVrcFHOm-snA4beOxUKgplgdg tySOt1_s0 Lw3gxnSsgghvcbz FCwr I 1-10.6 1 4x4 = 2 3 Scale=1:10.1 x -1- 5 4 2x4 I I 3x4 = �— 1-10-6 LOADING (ps 1-10a i) TCLL 25.0 SPACING- 2-0-0 CSL (Roof Snow=25.0) Plate Grip DOL 1.15 TC 0.01 DEFL. is (loc) Vd/l L/d99 PLATES GRIP Lumber DOL 1.15 Vert(LL) n/a n/a 9 MT20 185/148 TCDL 10.0 BC 0.02 Vert(CT) BCLL 0.0 Rep Stress Incr YES WB 0.00 . - n/a 999 Horz BCJL 10.0 Code IBC2015/TPI2014 Matrix-P (CT) 000 00 3 n/a n/a LUMBER- —- Weight:9 lb FT=20% TOP CHORD 2x6 DF No.2 BRACING- BOT CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 1-10-6 oc purlins, WEBS 2x4 HF No.2 except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 5=1-10-6,3=1-10.6,4=i-10.6 Max Horz 5=28(1_C 6) Max Uplift 5=17(LC 6),3=-3(LC 7).4=19(LC 7) Max Grav 5=65(LC 1),3=8(LC 1),4=77(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES. 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=4.8psf;h=25f1;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;P1=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 3)Provide adequate drainage to prevent water ponding. 4)Gable requires continuous bottom chord bearing. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)•This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s)5,3,4. pVUNG '� was ZA�_o w o .o�0 5 4 SSZONAL G May 18,2020 WARNING.Verdy desfpn parameten and READ NOTES 01l Ti115 AND INCLUDED M1TEK REFERENCE PAGE 1Mll•7l73 rev.1 etd3/10f5 BEFORE USE. Design valid for use onty with MITeM connectors.This design is based only upon parameters shown,and Is for an Individual building component not a truss system.Before use,the buading designer must vent'the applicabi of design OF budtling design Bracing indicated is to pmvenl buckling of mdividual truss web andloor client members On piny itio al tem this design Into an m arru to always required for stability and to ptowrd c011apse with possible personal u and property b Addawnel temporary and permanem bracing MiTek• the fabxkation,storage,delivery,erection and bracing of trusses and truss systems,see p pmANSl�l1 Ouagly Criteeneral ria..DSa$dance 9 and regarding Building Component Sa/oty lnlormp(on available from True Rafe lnslduto,2670 Crain Kghway,Suite 203 Waldorf,MD 20601 250 Klug Circle Corona,CA 926BO Job Truss Truss Type Qty Ply 1 (Oki K L,M) K7759917 Bldg I,J,K 12SP2 BLOCKING 16 Job Reference(optional) Builders FirslSource(Arlington,WA), Arlington,WA-98223. 8.240 s Mar 9 2020 MiTek Industries,Inc. Mon May 18 16:25.35 2020 Page 1 ID:gN 19BeTEvjAN_eTeU4)uVrzFHOm-985j31 VKrUigevmCw41 SSecLkSS4yguROtnMhzFCwk 1.104 1-10-6 1 44= 2 Scale=1:12.7 3 2x4 11 u n 5 4 2x4 I I 3x4= i 10 8 r T (ps2 CLL 25,0 SPACING- 2-0-0 i CSI. DEFL. in (loc) I/defl Ud PLATES GRIP (Roof Snow=25.0) Plate Grip DOL 1.15 TC 0.02 Vert(LL) n/a n/a 999 MT20 185/148 TCDL 10.0 Lumber DOL 1 15 BC 002 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code IBC2015/TPI2014 Matnx-P Weight:11 lb FT=20% LUMBER- BRACING- TOP CHORD 2x6 DF No.2 TOP CHORD Structural wood sheathing directly applied or 1-10-6 oc purling, BOT CHORD 2x4 HF No 2 except end verticals. WEBS 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 5=1-10-6,3=1-10-6,4=1-10-6 Max Horz 5=40(LC 9) Max Uplift 5=-29(LC 6),3=-6(LC 7),4=27(LC 7) Max Grav 5=67(LC 1),3=17(LC 1),4=66(LC 1) FORCES. (lb)-Max.Comp,/Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=4.Bpsf;h=25ft;Cat.ll;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL-1.60 2)TCLL:ASCE 7-10,Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 3)Provide adequate drainage to prevent water ponding. 4)Gable requires continuous bottom chord bearing. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)5,3,4. o,�w o 0 TO to 54074 `S'ONAL May 18,2020 A WARNING•Verity design paramafa and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M I.7473 rev.1QV3n015 BEFORE USE Design vaild for use only with MfTekA connector.This design Is based only upon parameter shown,and is for an individual budding component,net a truss system_Before use,Ina building designer must verity the appGcablldy of design parameters and property Incorporate this design into the overall budding design Bracing Indicated Is to prevent buckling of individual truss web ondfor chord members only.Additional temporary and permanent bracing is always always required for stability and to prevent collapse with possible personal Injury and properly damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,sea ANS11TPI1 Quality Criteria,OSS49 end SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute.267o Crain Highway,Suae 203 Wdldorl,MD 2060t Corona,CA 92880 !Job :11111 ss Truss Type Dty Ply [Old K,L,M) K7759918 (Bldg I,J,K BLOCKING 2 1 _ ob Reference(optional) Builders":rs:Soa�ce(Ariingron,WA;, Arlington,WA-98223, 8.240 s Mar 9 2020 MiTek Industries,Inc Mon May 18 1625A4 2020 Page 1 ID:qN 19BeTEvjAN_eTeU4juVrzFHOm-Os77y6cJFrYDIrIDJIBJ LW9JM WghOMD WJZIBgzFCwb 1-6•14 1-6-14 4x4= Scale=1:12.7 1 2 3 2X4 II 1- 5 4 2x4 II 3x4 = 1-6-14 LOADING (psi) LOADING 25.0 SPACING- 2-0-0 CSI. DEFL. In (loc) /deft L/d PLATES GRIP TCLL(Roof Snow=2 25 Plate Grip DOL 1.15 TC 001 Vert(LL) n/a n/a 999 MT20 185/148 TCDL 10.0 Lumber DOL 1.15 BC 0.01 Vert(CT) n/a n/a 999 TCLL 0.0 Rep Stress Incr YES WB 001 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code IBC2015/TPI2014 Matnx-P Weight:10lb FT=20% LUMBER- BRACING- TOP CHORD 2x6 DF No.2 TOP CHORD Structural wood sheathing directly applied or 1-6-14 oc purlins, BOT CHORD 2x4 HF No.2 except end verticals. WEBS 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing REACTIONS. (size) 5=1-6-14,3=1-6-14,4=1-6-14 Max Horz 5=40(LC 9) Max Uplift 5=-33(LC 6),3=-9(LC 7),4=28(LC 7) Max Grev 5=58(LC 18).3=22(LC 1),4=50(LC 17) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=l lOmph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=4.Bpsf;h=25ft;Cat ll;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category Il;Exp B;Fully Exp.;Ct=1.10 3)Provide adequate drainage to prevent water ponding. 4)Gable requires continuous bottom chord bearing. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)'This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)Provide mechanical connection(by others)of truss to bearing plate Capable of withstanding 100 lb uplift at joint(s)5,3,4. w q 0 .off 54074 IS ssjoN��cs May 18,2020 AWARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIA7473 rev.10/03/205 BEFORE USE. Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not �- a truss system.Before use,the building designer must verity the applicability of design p1111=614M and properly Incorporate this design into the ovemtl building design.Bracing Indicated is to prevent buckling of individual truss web and/ordhord me/Melf only.Additional temporary and permanam bracing MiTek" is always required for stability and to prevent collapse with possible personal injury and properly damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSM11 Quality Crtferle,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Corona,CA 92880 Job Truss Truss Type Oty Ply (Old KL K7759919,M) Bldg I,J,K 3BP4 BLOCKING 18 1 ___ Job Reference(optional] Guilders I'rstSo,rcc(Arlington,WA), Arlington,WA-98223, 8 240 s Mar 9 2020 MiTek Industries,Inc. Mon May 18 16:25:46 2020 Page 1 ID:gN 19BeTEvjAN_eTeU4juVrzFHOm-LFFtNoeEFs5GSc?BLkncPmbVoAC 19wvWzd2sFZzFCwZ 1-10-6 1-10-6 4x4 = Scale=1:93 1 2 3 t / 5 4 2x4 I 3x4 = I — 1-10-6 I 1-10.6 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.01 Vert(LL) n/a n/a 999 MT20 1851148 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.02 Vert(CT) n/a n/a 999 TCDL 10.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 3 n/a n/a BCC100.00 + Code IBC2015/TPI2014 Matnx-P Weight:9 lb FT=20% LUMBER- BRACING- TOP CHORD 2x6 DF No.2 TOP CHORD Structural wood sheathing directly applied or 1-10-6 oc purlins, BOT CHORD 2x4 HF No.2 except end verticals. WEBS 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 5=1-10-6,3=1-10-6,4=1-10-6 Max Horz 5=-26(LC 6) Max Uplift 5=-15(LC 6),3=-2(LC 7).4=19(1_C 7) Max Grav 5=64(LC 1).3=6(LC 1),4=79(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=4.8psf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Comer(3)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category Il;Exp B;Fully Exp.;Ct=1.10 3)Provide adequate drainage to prevent water ponding. 4)Gable requires continuous bottom chord bearing. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-D-0 wide will fit between the bottom chord and any other members. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)5,3,4. o� .oho*1 S14NAL . May 18,2020 aar� A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MrTeM connectors.This design is based only upon parameters shown,and is for an Individual building component,not a truss system.Before use,the building designer must verity the applicability of design parameters and property Incorporate this design Into the overall building design.Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabricatlon,storage,delivery,erection and bracing of trusses and truss systems,see ANSirTPN qually Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Satiny Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Corona,CA 92880 Job Truss Truss Type Qty Ply (Old K,L,M) K7759920 Bldg I,J,K 3BP5 BLOCKING 16 1 Job Reference(optional) Builders FirstSource(Adinploq WA), Arlington,WA-98223, 8.240 s Mar 9 2020 MiTek Industries,Inc. Mon May 18 16:25:52 2020 Page 1 ID:gN19BeTEvjAN_eTeU4juVrzFH Om-9Pc9dri?risPAXS Ih?uOel rWEbFRZeMOMZVBTCzFCwT 1-10-6 1-10-6 4x4 = Scale:V=T 1 2 3 2x4 J 1- H u xr 5 4 2x4 II 3x4= 1-10.6 t-10.6 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.02 Vert(LL) n/a n/a 999 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1.15 BC 0,02 Vert(CT) n/a nla 999 TCDL 10 0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 3 n/a n/a BCLL 0.0 Code IBC20151TP12014 Matrix-P Weight:10 lb FT=20 BCDL 0.0 LUMBER- BRACING- TOP CHORD 2x6 DF No.2 TOP CHORD Structural wood sheathing directly applied or 1-10-6 cc purlins, BOT CHORD 2x4 HF No.2 except end verticals. WEBS 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. REACTIONS. (size) 5=1-10-6,3=1-10-6,4=1-10-6 Max Horz 5=-37(LC 8) Max Uplift 5=-26(LC 6),3=-6(LC 7),4=25(LC 7) Max Grav 5=66(LC 1).3=15(LC 1),4=68(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=4.8psf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Comer(3)zone;Cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 3)Provide adequate drainage to prevent water ponding. 4)Gable requires continuous bottom chord bearing. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)5,3,4. i�G1:,j�ING WASp,. 'O O� Rio ,�54074� 4 .i� �SS70NA-L May 18,2020 A WARNING-Verify daslgn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. �- Design valid for use only with MrrekG connectors This design Is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design.Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guWance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSVMf Quality Cafada,DSBd9 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Corona,CA 92580 Truss Truss a Ply ob ru Typ Qty P y I(L,M) K7759921 Bldg I,J,K 3BP6 BLOCKING '16 1 Job Reference Donal Builders FirstSource(Arlington,WA), Arlington,WA-98223, 8.240 s Mar 9 2020 MiTek Industries,Inc Mon May 18 16:25:54 2020 Page 1 ID:gN19BeTEvjAN_eTeU4juVrzFHOm-6nkv2XkFMJ67QgcgpQwUjSxgCOw21 Wlhpt_HX5zFCwR 0r j 110G 4x4 = Scale=1:18.6 1 2 3 LX 5 4 3x6 II 8x6= 1.10.E 1.10-B LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.18 Vert(ILL) n/a n/a 999 MT20 185/148 (Roof Snow=2 0) Lumber DOL 1,15 BC 0,07 Vert(CT) n/a n/a 999 BCLL BCDL 10.0 Rep Stress Incr YES WB 0.17 Horz(CT) 0.02 3 n/a n/a BCDL 10.0 Code IBC2015/TPI2014 Matrix-P Weight:15 lb FT=20% LUMBER- BRACING- TOP CHORD 2x6 DF No.2 TOP CHORD Structural wood sheathing directly applied or 1-10-6 oc purlins, BOT CHORD 2x4 HF No.2 except end verticals. WEBS 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (size) 5=1-10-6,3=1-10-6,4=1-10-6 Max Horz 5=-120(LC 28) Max Uplift 5=-810(LC 24),3=34(LC 27),4=-777(LC 27) Max Grav 5=817(LC 31),3=42(LC 22),4=791(LC 28) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-5=-802/817,1-2=-4081402 BOT CHORD 4-5=-440/434 WEBS 1-4=925/924 NOTES- 1)Wind:ASCE 7-10;VuIt=110mph(3-second gust)Vasd=87mph;TCDL=2psf;BCDL=4 8psf;h=25ft;Cat.ll;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Comer(3)zone;Cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 3)Provide adequate drainage to prevent water ponding. 4)Gable requires continuous bottom chord bearing. 5)This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads. 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will flt between the bottom chord and any other members. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)3 except pt=lb) 5=810,4=777. 8)This truss has been designed for a total drag load of 242 plf.Lumber DOL=(1.33)Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-10-6 for 242.0 plf. 'WAS. 0 � �VQ TOE t 54074 qr`r �SSj9NALG May 18,2020 ,&WARNING-verify design paremelers and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11411.7473 rev.1010312015 BEFORE USE. Design valid for use only with MrrekdD connectors.This design is based only upon parameters shown,and Is for an Individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design Into the overall bullding design.Bracing indicated is to prevent buckling of individual truss web andfor chord members only Additional temporary and permanent bracing Wek• Is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTP11 Quality Criteria,DS13-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Corona,CA 92880 ,r Job Truss Truss Type Qly Ply (Old K,L,M) K7759922 Bldg I,J,K A01 GABLE 2 1 Job Reference(optional) , Builders FirstSource(Arlington,WA), Arlington,WA-98223, 8.240 s Mar 9 2020 Mi rek Industries,Inc. Mon May 18 16:25:58 2020 Page 1 ID:gN19BeTEvjAN_eTeU4juVrzFHOm-_Z_QuunmQYcZvSwR2F7Qul5UBOIBzLOHkVyVgszFCwN 14-0-0 15-0-0 11-0 14-0-0 Scale=1:27.4 3x4 II 1 2 19 3 2.00 112 4 5 zD e 7 8 21 3x4 I I 9 10 _ o 9 18 17 16 15 14 13 12 11 3x4 3x4 I I LOADING (psi) SPACING- 2-0-0 CSI. DEFL. In (loc) I/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.31 Vert(LL) -0.02 10 n/r 180 MT20 1851148 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.06 Vert(CT) -0.02 10 n/r 120 TCDL 10.0 Rep Stress Incr YES WB 0.03 Horz(CT) 0.00 11 n/a n/a BCLL 0.0 BCDL 100 Code IBC2015/TPI2014 Matrix-R Weight:55 lb FT=20 . LUMBER- BRACING- TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 HF No.2 except end verticals. WEBS 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 HF No.2 REACTIONS. All bearings 14-0-0. (lb)- Max Harz 18=-104(LC B) Max Uplift All uplift 100 lb or less at joint(s)18,11,12,13,14,15,16,17 Max Grav All reactions 250 lb or less atjoint(s)12,13,14,15,16,17 except 18=300(LC 18),11=321(LC 18) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown TOP CHORD 2-18=-293/166,9-11=-293/116 NOTES- 1)Wind:ASCE 7-10;Vult=11 Omph(3-second gust)Vasd=67mph;TCDL=4.2psf;BCDL=4.Bpsf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Comer(3)-1-6-0 to 1-6-0,Extedor(2)1-6-0 to 12-6-0,Comer(3)12-6-0 to 15-6-0 zone; cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSIffPI 1. 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category lit;Exp B;Fully Exp.;Ct=1.10 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 6)All plates are 2x4 MT20 unless otherwise indicated. 7)Gable requires continuous bottom chord bearing. 8)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web) QTUNG 2 9)Gable studs spaced at 2-0-0 oc. w _ k'9G 10)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �O 11)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide T will fit between the bottom chord and any other members 0� 12)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)18,11,12,13, 14,15,16,17. 54074 wa ssl�NALE�G. May 18,2020 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev.10/03/2015 BEFORE USE Design valid for use only with MfTek0 connectors.This design Is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must vedfy the applicability of des lgn parameters and properly Incorporate this design into the overall building design Bracing Indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek, is always required for stability and to prevent collapse with possible personal Injury and property damage For general guidance regarding the fabrication,storage,delivery,erecllon and bracing of trusses and truss systems,see ANSUTPII quality Criteria,DSB-89 and SCSI Building Component 250 Klug Circle Safety information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Corona,CA 92880 Job Truss Truss Type JQty Jply (Oid K,L,M) K7759923 Bldg I,J,K A02 Roof Spocfaf 1 Job Reference o tkmal Builders FlrstSoume(Arlington,WA), Arlington,WA-98223, 8.240 s Mar 9 2020 MiTek Industries,Inc Mon May 18 16:26:01 2020 Page 1 ID:gN19BeTEvjAN_eTeU4juVrzFHOm-OBfYWwpelT 8mvfOjOY7Wxj_BDCTAaijQTA9HBzFCwK -1-&-0 5-0-0 9-7-2 14-0-0 15-6-0 1-0-0 5-0-0 4-7-2 4-4-14 I-M ' Scale=1:27,4 3x4 II 1 2 10 2.00 112 3x4 3 11 3x8 = 4 12 3x4 I i 5 6 tti uS 83x4 = 9 7 3x4 = 3x8 = 5-" 14-0.0 a _ 5-0-0 8.11.15 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.32 Vert(LL) -0.15 7-8 >999 360 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1.15 BC 0 54 Vert(CT) -0.31 7-8 >532 240 TCDL 10.0 Rep Stress Incr YES WB 0.57 Horz(CT) 0.02 7 n/a n/a BCD i 1 0 a Code IBC2015fTP12014 Matrix-AS Wind(LL) 0 01 8 >999 240 Weight:61 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 HF No 2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 HF No.2 REACTIONS. (size) 9=0-5-8,7=0-5-8 Max Horz 9=104(1_C 8) Max Uplift 9=-98(LC 13).7=108(LC 9) Max Grav 9=682(LC 20).7=772(LC 20) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-9=-364/116,3-4=957/66,5-7=-278/103 BOT CHORD 8-9=37/917,7-8=120/996 WEBS 3-9=-1026/86,3-8=0/306,4-7=-978/171 NOTES- 1)Wind:ASCE 7-10;Vult=11Omph(3-second gust)Vasd=87mph;TCDL=4 2psf;BCDL=4.8psf;h=25ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)-1-6-0 to 1-6-0,Interior(1)1-6-0 to 12-6-0,Extedor(2)12-6-0 to 15-6-0 zone; cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Fully Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design 4)This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25 0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)9 except(jt=lb) QI�INQ This truss ws�,� 8)This truss design requires that a minimum of 7116"structural wood sheathing be applied directly to the top chord and 1/2"gypsum •"'�7� sheetrock be applied directly to the bottom chord. �j. GO �� 54074 Sj4NAL� May 18,2020 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 114II-7473 rev.10/03/2015 BEFORE USE. Design valid tar use only with Mrrek®connectors This design is based only upon parameters shown,and Is for an individual building component,not a truss system.Before use,the building deslgner must verify the applicability of design parameters and property incorporate this design into the overall building design.Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" is always required for stability and 10 prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANS11TPI1 Quality Criteria,DSB-89 and SCSI Building Component 250 Klug Circle Safety Information avallable from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Corona,CA 92880 L Job Truss Truss Type Oty Ply K7759924 Bldg I,J,K A03 GABLE 2 1 Job Reference o tional Builders FirstSource(Arlington,WA), Arlington,WA-98223, 8.240 s Me(9 2020 MITek Industries,Inc. Mon May 18 16:26:06 2020 Page 1 ID:gN19BeTEvjAN_eTeU4juVrzFHOm-15TRZdtnY7dQsgX_WxBID QgIE arrFSakuwyOzFCwF t-0-0 21-0-0 31-2-12 365.12 A1.1.6 41-0 I 6b-0 1 21-0-0 10.2-12 53-0 4.7-10 3.10-10 -6.0 Scale=1:77.0 2.00 12 5X8 = 12 13 14 15 16 3x8 = 10 11 17 1e 3x8 7 8 9 1945 20 3x4 = 3x6 5 6 21 3x10 = 1 2 3 4 22 3x6 II 46 23 24 I 4443 42 41 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 3x6 II 8x8 = 4x4 — 4x4 = 4x6 = 48 = 21-" 31-2-12 31z$8 36.5.12 45.0.0 21". 10.2-12 0-.12 54 8-6-d 1 Plate Offsets(X,Y)— 18:0-1-5,0.1-81,128:0.2-8,0-2-Oj,58:04-0,04481 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.33 Vert(LL) 0.03 25 26 >999 360 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.22 Vert(CT) -0 07 25-26 >999 240 TCDL 10.0 Rep Stress Incr YES WB 0.55 Horz(CT) 0.01 25 nla n/a BCLL 0.0 Code IBC2015/TP12014 Matrix-AS Wind(LL) 0.01 26 >999 240 Weight:236 lb FT=20% BCDL 100 LUMBER- BRACING- TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x6 DF No 2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 HF No.2"Except" 2-44,23-25:2x6 DF No.2 OTHERS 2x4 HIP No.2 REACTIONS. All bearings 31-5-8 except(jt=length)25=0-5-B. (lb)- Max Horz 44=-27(LC 13) Max Uplift All uplift 100 lb or less at joint(s)44,34,35,36,37,38,39,40,41, 42,43,32,31,30 except 27=105(1_C 13),25=107(LC 9) Max Grav All reactions 250 lb or less at joint(s)33,34,35,36,37,38,39,40, 41,42,43,32,31,29 except 44=291(LC 18),27=87B(LC 20).27=836(LC 1), 25=700(LC 20),30=265(LC 20) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 21-22=-768/60,2-44=-296/89 BOT CHORD 26-27=-33/732,25-26=106/812 WEBS 19-27=358/87,21-27=-905/96,21-26=0/267,22-25=822/162 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4 2psf;BCDL=4.Bpsf;h=25ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)-1-6-0 to 3-0-0,Interior(1)3-0-0 to 42-0-0,Extedor(2)42-0-0 to 46-6-0 zone; cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSIITPI 1. ,DOMING 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Fully Exp.;Ct=1.10 `O 4)Unbalanced snow loads have been considered for this design. O 5)This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs j non-concurrent with other Ilve loads. co0� 6)All plates are 2x4 MT20 unless otherwise indicated. 7)Gable studs spaced at 2-0-0 Do. 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads 9)"This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide '4.�i 54074 Qra will fit between the bottom chord and any other members. GAS��'GIS I EFL 10)Provide mechanical connectlon(by Others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)44,34,35,36, 37,38,39,40,41,42,43,32,31,30 except(jt=lb)27=105,25=107. S3jON� G 11)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and 1/2"gypsum sheetrock be applied directly to the bottom chord. May 18,2020 A WARNING-Verify design paramelers and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. ' Design valid for use only with MrekS connectors This design is based only upon parameters shown,and is for an individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design.Bracing indicated is to prevent buckling of Individual truss web andlor chord members only.Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal injury and property damage, For general guidance regarding the fabrication,storage,delivery,erectton and bracing of trusses and truss systems,see ANSUTPII Quality Criteria,DSB-09 and BCS1 Building Component 250 Klug Circle Safety Information avadaofe from Truss Plate Institute,2670 Crain Highway,Suite 203 Waidod,NID 20801 Corona,CA 92800 [Job Truss Truss Typeilly Ply (Old K,L,M) ldg I,J K7759925 ,K A04 Common 16 1 Builders FirstSrnrrco(Arlington,WA), Arlington,WA-98223, Job Reference klnal 8.240a Mar 9 2020 META Industries,Inc.Mon May 18 16:26:20 2020 Page 1 0-10-10 ID:gN1gBeTEyAN eTsU4iuVtzFHOm•LoJkVO2ZFJORXgbgKlOanx06Ltcv74gWowHfSbzFCw1 1$-0 6$4 13•&1 21A•0 28.5.15 1S0 4.7.10 7.11.14 7-5-15 38.5-142 41.1-0 4S0.0 �g.5.0 0-10-10 7$15 7.11.14 4.7-10 Scale=1:77.0 2.00 12 5x8 = 3x8 = 3x4 6 3x8 = 3x8 = 5 7 3x8 5x12 = 3 4 23 a 3x4 zz 1 2 22 9 412 10 24 3x6 11 12 0 16 21 20 19 16 17 18 14 13 4x6= 5x12 = 4x12 = 6x10 = 4x4 = 4x8 = 5x8 = 4x4 = 5x12 MT20HS = 544 13 6 1 2115 15 21-0 0 3&513 45 0-0 54i4 7.11-14 75tb 7S15 7l1.4 0 Plate onsets lX y)- f2.0-M 02-81 f10•o 5.12,0.1•at 114:0-3-8 0-2-01 120:0.3-8 0-2-at 6�a LOADING (psi) TCLL 25.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP (Roof Snow=25 0) Plate Grip DOL 1.15 TC 0.77 Vert(LL) -0.52 16-17 >999 360 MT20 185/148 TCDL 10.0 Lumber DOL 1.15 BC 0.86 Vert(CT) -0.94 16-17 >567 240 MT20HS 165/146 BCLL 0.0 Rep Stress Incr YES WB 0.94 Horz(CT) 0.17 13 n/a Tire BCDL 10.0 Code IBC2015/TPI2014 Matrix-AS Wind(LL) 024 16-17 >999 240 Weight:239 lb FT=20% LUMBER- ---L — - TOP CHORD 2x4 DF 1800E 1.6E BRACING- BOT CHORD 2x6 DF No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. WEBS BOT CHORD Rigid ceiling directly applied. 2x4 HF No.2*Except* WEBS 1 Row at midpt 5-17,7-17,9-16 2-21,11-13:2x6 DF No.2,10-13:2x4 DF No.2 REACTIONS. (size) 21=0-5-8,13=0-5-8 Max Horz 21=-27(LC 13) Max Uplift 21-194(LC 8),13=210(LC 9) Max Grav 21=2125(LC 1),13=2125(LC 1) FORCES. (lb)-Max.CompdMax.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3-3906/262,3-5-5117/321,5-6=-4554/273,6-7=-4554/267,7-9=5657/398, 9-10=5621/414,10.11-297/0,2-21=2019/208,11-13-349/114 BOT CHORD 19.20-254/3824,17-119-279/5005,16-17=333/5537,14-16=38215532, 13.14=310/3847 WEBS 2-20=-252/3778,3-20=1012/147,3-19-74/1236,5-17=1025/150,6-17=0/996, 7-17=-1555/192,7-16=0/318,9-16=67/253,9-14=-4821112,10-14=-76/1791, 10-13=-3952/370 NOTES- 1)Wind:ASCE 7-10;VUIt=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=4.8psf;h=25ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)-1-6.0 to 3-0-0,Intertor(1)3-0-0 to 42-0.0,Exterior(2)42-0-0 to 46-6.0 zone; cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp 8;Fully Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. a 4)This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. �0.6'PIA$p�, 0 5)All plates are MT20 plates unless otherwise Indicated. �/hQ 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 0 7)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Ot=ib) 21=194,13=210. 9)This truss design requires that a minimum of 7116"structural wood sheathing be applied directly to the top chord and 1/2"gypsum �� 4 54074� �V4 o sheetrock be applied directly to the bottom chord. �ssjQNAL�G� May 18,2020 AWARNING•Verify design paramofers and READ NOTES ON THIS AND INCLUDED MI rEK REFERENCE PAGE MI.7473 rev.1010312015 BEFORE USE- Design valid for use only with MITel%connector.This design Is based only upon parameters shown,and Is for an Individual bustling component note a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design Into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and pennonem bracing is ahvays required for stability and to prevent col opse with possible personal Irilwy and property damage. For general guidance regarding the MiTek' fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSVMI Oualiry Cnfirde,OSB49 and SCSI Building Componem Safety Information available from Truss Plate Insiduto,2670 Crain Highway.Suite 203 Wadorf.MD 20601 250 Klug Circle Corona,CA 92880 r lob Truss Truss Type Qty Ply (Old K,L,M) K7759926 Bldg I,J,K A04A Common 2 1 Job Reference o 'orlal Builders FlrstSource(Arlington,WA). Arlington,WA-98223, 8.240 s Mar 9 2020 MTek Industries,Inc. Mon May 18 16:26:31 2020 Page 1 IO:gN19SeTEvjAN eTeU4juVrzFHOm•WvTupSATfImtMWxnU"Gzy2JMC5R5K7SIKSzFCvs 0.10-10 rt.6-0, 64" t.',9, 21.0-2 r ffiS/5 r 36-13 It.i.s 45,0•0 ati8.o, 160 4.7.10 7,;•,•t 7-5-15 T•616 7.11.14 47-io 3.1a10 1.60 0-10.10 Scale=1:78.1 2 00 12 5x8 5x12 MT20HS WB = 04- 6 4x4 = 5 7 4xB = 5x8 = 4 23 8 3x4 = 5x16 = 3 9 4x12 = 22 10 24 3x6 ll 1 2 11 12 I 21 20 19 18 17 16 15 14 13 5x12 MT20HS= 5x12 = 5x12 MT20HS —_ 4x12 = 4x4 = 48 = 4x12 = 4x12 = 5x12 MT20HS= 5b4 13-6-1 i 21-0-0 28.5-15 36S•13 45-0-0 1 5 8 4 7.11-14 7S•15 75.15 7- IR 8 a 4 Plate Offsets(X Y)-- [2:0.5-3 0.2-81,[10:0.48,0-1-81,[14:0.3-8,0.2-0],[19:0.3-8,0-2-01,[20:0-3.8,0.2-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (loc) I/defl Ud 7 PLATES GRIP TCLL 250 plate Grip DOL 1.15 TC 1.00 Vert(LL) -0.49 17 >999 360 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.44 Vert(CT) -0 82 16-17 >651 240 MT20HS 165/146 TCDL 10.0 Rep Stress Incr NO WB 0.81 Horz(CT) 0.19 13 n/a n/a BCL L 10.0 Code IBC2015/TPI2014 Matrix-AS Wind(LL) 0.20 16 >999 240 Weight:258 lb FT=20% LUMBER- BRACING- TOP CHORD 2x6 DF No.2'Except' TOP CHORD Structural wood sheathing directly applied, except end verticals. 1-4:2x4 DF 240OF 2.OE,8-12:2x4 DF 180OF 1.6E BOT CHORD Rigid ceiling directly applied. BOT CHORD 2x6 DF 240OF 2.0E WEBS 1 Row at midpt 3-19,5-17,7-17,9-16,10-13 WEBS 2x4 HF No.2*Except* 2-20:2x4 DF 180OF 1.6E,2-21,11-13:2x6 DF No.2 10-13:2x4 DF No.2 OTHERS 2x4 HF No.2 REACTIONS. (size) 21=0-5-8,13=0-5-6 Max Horz 21=4932(LC 27) Max Uplift 21=-194(LC B),13=210(LC 9) Max Grav 21=3113(LC 27),13=2291(LC 28) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-6021/258,3-5=-8740/329,5-6=8826/276,6-7=-5452/270,7-9=6465/408, 9-10=613B/409,10-11=322/0,2-21=2977/208,11-13=344/113 BOT CHORD 20-21=-4533/4968,19-20=249/6630,17-19=287/6514,16-17=-345/6345, 14-16=-376/6038,13-14=-314/4224 WEBS 2-20=245/5742,3-20=-1595/145,3-19=122/2815,5-19=682/190,5-17=1314/155, 6-17=0/1260,7-17=-1559/198,7-16=01292,9-16=-64/361,9-14=537/110, 10-14=-66/1928,10-13=-4338/373 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=4.8psf;h=25ft;Cat.ll;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)-1-6-0 to 3-0-0,Interior(1)3-0-0 to 42-0-0,Exterior(2)42-0-0 to 46-6-0 zone; NG Z�R cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown; Q Lumber DOL=1.60 plate grip DOL=1.60 �� Q 2)TCLL:ASCE 7-10;Pf=25 0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. Q� CTO 4)This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)All plates are MT20 plates unless otherwise indicated 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide �.fi 54074 Cq will fit between the bottom chord and any other members. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) s OTTER G 21=194,13=210. SIDNAL 9)Load case(s)27,28 has/have been modified.Building designer must review loads to verify that they are correct for the intended use of this truss. 10)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and 1/2"gypsum May 18,2020 r lied directly to the bottom chord. A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil•7473 rev.1 o10312015 BEFORE USE. ��- Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design.Bracing Indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing M iTe k' is always required for stability and to prevent collapse with possible personal Injury and property damage. For general gsdan:e regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTPII Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Corona,CA 92BBD Job Truss Truss Type Qty Ply (Old K,L,M) K7759926 Bldg I,J,K A04A Common 2 1 Job Reference(optional) Builders FirstSource(Arlington,WA), Arlington,WA-98223, 8.240 s Mar 9 2020 MiTak Industries.Inc. Mon May 1816:26:32 2020 Page 2 ID:gN19BeTEvjAN_eTeU4juVrzFHOm-_51GOWB5Q?uk_gV\ tOcPGTV7njpHxYhHYnBlsuzFCvr NOTES- 11)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s) at 21-0-0 on top chord. The design/selection of such connection device(s)is the responsibility of others 12)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard Except: 27)User defined:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-2=70(F),2-6=70(1`),6-11=-70(F),11-12=70(F),13-21=20(1`) Concentrated Loads(lb) Vert:6=822(1`) Horz:6=4932(F) 28)User defined:Lumber Increase=1,15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-2=70(1`),2-6=70(1`),6-11=70(1`),11-12=70(17),13-21=20(1`) Concentrated Loads(lb) Vert:6=822(F) Horz:6=4932(F) A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473 rev.10/03/2015 BEFORE USE.Design valid for use only with MiTek®connectors.This design Is based only upon parameters shown,and is for an Individual building componam,not a truss system,Before use,the building designer must verily the appIcabiley of design parameters and property incorporate this design Into the overall building design.Bracing indicated is to prevent buckling of Indwidual truss web andlor chord members only.Additional temporary and permanent bracing M iTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabocadon,storage,delivery,arectlon and bracing of trusses and truss system,see ANSYnel1 Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safely Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Corona,CA 92880 Truss Truss Type Qty Ply (OIdK.L.M) K7759927 [ob ldg I,J,K A05 COMMON 2 1 Job Reference(optional) Builders FUslSource(Arlington,WA), Arlington,WA-98223. 8 240 s Mar 9 2020 MiTek Industries,Inc. Mon May 18 16:2636 2070 Page 1 ID:gN19BeTEvjAN 9TeU4juVrzFHOm-tiHnsuEbTOPASHgtGEgLOJgokKCDIK9tTP9W7fzFCvn 1.6-0 5.6.4 138.1 21-0-0 28.5.15 36-5-13 1 6 0 5tr4 7-11-14 7.115 7-5.15 7-11-14 2-10 4 Scale=1:67.9 2,00 12 5x8 = 8 5x8 = 4x8 48 = 5 7 4x6 - 4 19 20 3x8 4x8 = 3 21 8 5x8 18 9 1 2 1� N 3x10 II 48 = 6x6 = 5x12 = 6x6 = 48 = 3x10 II 17 16 15 14 13 12 11 10 4x8 = 5E� 138-1 21AA 28.5.15 36.5.13 , 39�1.0 6r+4 T•11.14 7-5.15 7-5.15 7-11-14 2-1Dj1 Plate Offsets(X Y)— (11:0.3-8,0-2.01,112:0-3-0,0.4-01,115:0-3-0 0.4-01,j 16:0.3.8.0-2-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 1.00 Vert(LL) -0.02 11-12 >999 360 MT20 1851148 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.31 Vert(CT) -0.03 11-12 >999 240 TCDL 10.0 Rep Stress Incr YES WB 0.84 Horz(CT) -0.02 13 n/a n/a BCLL 0.0 Code IBC2015/TPI2014 Matrix-S Wind(LL) 0.01 16-17 >999 240 Weight:202 111 FT=20% PCCL 10.0 LUMBER- BRACING- TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x6 DF No.2 BOT CHORD Rigid ceiling directly applied or 5-3-15 oc bracing. WEBS 2x4 HF No.2`Except* WEBS 1 Row at midpt 2-16,3-15,5-13,7-13,8-12 2-17:2x6 DF No.2 REACTIONS. All bearings 39-4-0. (lb)- Max Horz 17=24(LC 39) Max Uplift All uplift 100 lb or less at joint(s)13 except 17=1132(LC 33).16=308(LC 41),15=924(LC 41), 10=-1731(LC 56),11=-672(LC 35),12=962(LC 36) Max Grav All reactions 250 lb or less at joint(s)10 except 17=1180(LC 54).16=719(LC 28),15=1351(LC 30). 13=684(LC 1),10=1735(LC 39),11=951(LC 32),12=1416(LC 31) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=2330/2309,3-5=-2655/2642,5-6=2308/2317,6-7=2406/2414,7-8=2 8 1 3128 04, 8-9=1955/1940,2-17=1121/1130,9-1 0=1 727/1715 BOT CHORD 16-17=1576/1563,15-16=1852/1853,13-15=2199/2222,12-13=2052/2076, 11-12=1426/1431,10-11=834/829 WEBS 2-16=2283/2301,3-16=-1087/1052,3-15=2061/2079,6-13=473/102,9-11=2340/2355, 5-15=1643/1596,5-13=-2433/2453,7-13=2364/2381,7-12=-1646/1555, 8-12=-1773/1786,8-11=-985/923 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=4-8psf;h=25ft;Cat.11;Ecp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)-1-6-0 to 2-5-3,Interior(1)2-5-3 to 35-3-1,Extedor(2)35-3-1 to 39-2-4 zone; cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown; 'rrti Lumber DOL=1.60 plate grip DOL=1.60 0rl" 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Fully Exp.;Ct=1.10 VAS. 40 3)Unbalanced snow loads have been considered for this design. �vyp 4)This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf an overhangs � O non-concurrent with other live loads. q 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)13 except Qt=lb) `O•p0 A_54�74 a 17=1132,16=308,15=924,10=1731,11=672,12=962. a `L+C� 4 8)This truss has been designed for a total drag load of 310 plf.Lumber DOL=(1.33)Plate grip DOL=(1.33) Connect truss to resist drag +`�y loads along bottom chord from 0-0-0 to 39-4-0 for 310.0 plf. ssI01VALG May 18,2020 AWARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MReke1 connectors.This design is based only upon pammelars shown,and Is for an individual building component,not a truss system Before use,the building designer must verity the applicability of design parameters and property incorporate Nis design into the overall building design.Bracing indicated is to prevent buckling of Individual truss web andlor chord members only.Additional temporary and permanent bracing M iTe k- Is always recluked for stability and to prevent collapse with possible personal injury and property damage. For general gwdanca regarding the fabrication,storage.delivery,orecilon and bracing of trusses and truss systems,sue ANSLIMI quality Criteria,DSBA9 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Corona,CA 92880 Job Truss Truss Type OtY PIY](70d KL,M) Bldg I,J.K A06 GABLE K7759928 2 Builders FirstSource(Arlington WA) Arlit WA-98223, Reference(optional B.240 s at 9 2020 MITek Industries•Inc. Mon May 18 16:26:39 0020 Page 1 5 7.8 ID:gN19BeTEv)AN eTeU4juVrzFHOm-HSywUwHUmSr1k11YKyNE22ytUnXEb4hPJ9NOAc_zFCvk 5-7.8 7-1.8 1_" 1 3x6 II Scale=1:15.6 2 2.00 12 2x4 II � 11 12 3x8 zz 3 4 0 1- II 4 2.4 I I 7 6x6 = 6 5 2x4 I I 3x6 I I Plate Offsets(X Y)•- 13:0-3 5 0.1-81 LOADING (psf) TCLL 25.0 SPACING- 2-0-0 CSI. DEFL. in loc I/defl Ud (Roof Snow=25.0 Plate Grip DOL 1.15 ( ) PLATES GRIP TC 0.31 Vert(C) 0.00 3 4 n/r 120 MT20 185/148 TCDL 10�0 Lumber DOL 1.15 BC 0.26 Vert(CT) 0.01 4 n/r 120 BCLL 0.0 p Stress Incr YES WB 0.87 Horz(CT) 0.03 5 n/a n/a BCUL 1D.0 Code IBC2015/TP12014 Matrix-P Weight:27 lb FT=20% LUMBER- TOP CHORD 2x4 DF No.2 BRACING. BOT CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 4-10-14 oc puriins, WEBS 2x4 HF No.2 except end verticals. OTHERS 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 4-7-8 oc bracing. REACTIONS. All bearings 5-7-8. (lb)- Max Horz 1=-142(LC 33) Max Uplift All uplift 100 lb or less at joint(s)except 7-568(1_C 43),1=-643(LC 20;.5=718(LC 36) Max Grav All reactions 250 Ill or less atjolnt(s)1,6 except 7=1014(LC 32),5=7C9(LC 31) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-7=-887/464,2-3=-1659/1672,3-5=7121/16 BOT CHORD 6-7=-1510/1507,5-6=470/467 WEBS 3-7=1677/1675 NOTES- 1)Wind:ASCE 7-10;VUIt=110mph(3-second gust)Vesd=87mph;TCDL=4.2psf;BCDL=4.Bpsf;h=25ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Corri 0-0-0 to 3-0-0,Exterior(2)3-0.0 to 4-1-8,Comer(3)4-1-8 to 7-1-8 zone; cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)Truss designed for wind loads In the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Fully Exp.;Ct=1.10 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 6)Gable requires continuous bottom chord bearing. 01AVG Z,t�� 7)Gable studs spaced at 2-0-0 Do. 8)This truss has been designed for a 10.0 psf bottom chord live bad nonconcurrent with any other live loads. g1A$p tip �V 9)'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. ti 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 568 Ill uplift at joint 7,643 lb uplift at joint 1 and 718 lb uplift at joint 5. 11)This truss has been designed for a total drag bad of 310 plf.Lumber DOL=(1.33)Plate grip DOL=(1.33) Connect truss to resist rd T drag loads along bottom chord from 0-0-0 to 5.7-8 for 310.0 pif. "p 54074 �+� SS14NALExAG May 18,2020 7kDmign ING.yedfy design parameters and READ NOTES ON THIS AND INCLUDED 611TEK REFERENCE PAGE AIA•7473 rev.101OW2015 BEFORE USE lid for use only wAh Mrfek®connectors.This design Is based only upon parameters shown,and is for an individual budlding component,tem,Before use•the building designer must verify the applicability of desl nsign, Broi g parametersand properly Incorporate thb design Into iha overan'�rndkaiotl is to prevent bucktmg or individual Truss web and/or chord members only.AddAlonal temporary and permanerd bracing es crags deliver aractlon and pra�lrw estrun5asoenC VUR�rsystorrl5�wand prop ANS!/TPl1 Oueltry CNreria,OSBAg and BCS!aulfdrng Compononr MiTek•B q gultlnnce rogaMmg me omredon avaAable from Truss Plate Insteule,2670 Cmin Mignway,Suite 203 WaMorf,MD 20801 250 Klug Circle Corona,CA goaso t: Job [B01 russ Truss Type Oty Ply �(Cld K.L.M) K7759929 Bldg I,J,K Common Supported Gable 2 1 Job Reference(optional) Builders FirstSource(Arlington,WA), Arlington,WA-98223. 8.240 s Mar 9 2020 MiTek Industries,Inc. Mon May 16 16:26.,412020 Page 1 ID:qN1 gBeTEvjAN_eTeU4juVrzFHOm-Eg4gvblklm 1 SZ2ii3nGW7NNgGLzLYnicdhtGhtzFCvi 8.5-12 27-11A 2954 8.5-12 191" Scale=1:48,7 3.00 12 4x4 = 5 5 7 3x4 4 36 37 I 8 2 3 35 9 3x6 1 10 11 12 13 14 15 16 3x4 II 17 18 34 33 32 31 30 29 28 27 25 25 24 23 22 21 20 19 3x4 = 3x6= 3x4 II 27-11-4 27.11A Plate Offsets(X,Y)-- 110:0-2-7,0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (roc) I/deft Lld PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 031 Vert(LL) -0.02 18 n/r 180 MT20 185/148 (Roof Snow=2 0)1 0.0 Lumber DOL 1,15 BC 0.05 Vert(CT) -0,03 18 nlr 1211 TCDL Rep Stress Incr YES WB 0.12 Horz(CT) 0.00 19 n/a rile BCDL 10.0 Code IBC2015rTP12014 Matrix-R Weight:133 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 HF No.2 except end verticals. WEBS 2x4 HF No 2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 HF No.2 REACTIONS. All bearings 27-11-4. (Ib)- Max Horz 34=-93(LC 8) Max Uplift All uplift 100 Ib or less at joint(s)34,31,32,33,29,27,26,25,24,23,22,21,20 Max Grav All reactions 250 lb or less at joint(s)34,30,32,29,27,26,25,24,23,22,21,20 except 19=361(LC 18),31=255(LC 19),33=264(LC 19) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown TOP CHORD 17-19=329/112 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(&second gust)Vesd=87mph;TCDL=3.2psf;BCDL=4.8psf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Comer(3)0-1-12 to 3-1-12,Exterior(2)3-1-12 to 5-5-12,Comer(3)5.5-12 to 11-5-12, Exterior(2)11-5-12 to 26-5-4,Comer(3)26-5-4 to 29-5-4 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 3)TCLL:ASCE 7-10:Pf=25.0 psf(flat roof snow);Category 11;Exp B;Fully Exp;Ct=1.10 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 6)All plates are 2x4 MT20 unless otherwise indicated. OINC►2ir 7)Gable requires continuous bottom chord bearing. F W O 8)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). p 9)Gable studs spaced at 2-0-0 oc. l 10)This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 11)"This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members 12) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)34,31,32,33, 29,27,26,25,24,23,22,21,20. �0. BOA 54074 40 �SgjON��yG May 18,2020 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with Mrek®connectors.This design is based only upon parameters shown,and is for an individual building component,not . a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing MiTek, Is always required for stability and to prevent collapse with possible personal Injury and property damage.For general guidance regarding the fabdcatlon,storage,delivery,erection and bracing of trusses and truss systems,see ANSVTPII quality Criteria,DSB-89 and SCSI Building Component 250 Klug Circle Safety Information avallable from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Corona,CA 92860 Job Truss Truss Type Qty ply �(Oid K,L,M) K7759930 (Bldg I,J,K B02 Common 14 1 Job Reference(optional) Builders FkstSource(Arlinolon.WA), Aningicc,WA-98223, 8.240 s Mar 9 2020 MITek Industries,Inc. Mon May 1816:26'A3 2020 Page 1 ID:gN19BeTEvjAN_eTeU4juVrzFHOm-ADCRKHK_gNHAoMs5BCl_CoS4L8Tz000v4?MNIIzFCvg i 2-10-15 8-5-12 142-11 22-1-5 27-11-4 29-5-4 , 2-10-15 5-r12 5-8-15 7-10-10 5-9-15 1-6-0 1 Scale=1:48.6 3.00 12 4x6 -' 3 3x6 15 18 17 3x4 ZZ 3x4 II 2 14 4 34 _ 1 5 4x6 zz 6 18 3x4 Zz 7 8 I 13 12 11 10 9 III 3xe = 3x10 = 3x6 = 3x4= 3x8 = r 8.5-12 1e-6-2 27-11.4 , m 8.5.12 10-0.6 9.5-2 Plate Offsets(X,Y)— (7:0-0-6,0-1-8) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.66 Vert(LL) -0.19 10-12 >999 360 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.81 Vert(CT) -0.43 10-12 >767 240 TCDL 10 0 Rep Stress Incr YES WS 0.93 Horz(CT) O.OB 9 n/a n/a BCLL 0.0 Code IBC2015rTP12014 Matrix-AS Wind(LL) 0.07 10-12 >999 240 Weight:121lb FT=20% HCCL 100 LUMBER- BRACING- TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied WEBS 2x4 HF No.2 WEBS 1 Row at midpt 6-9 REACTIONS. (size) 13=Mechanical,9=0-5-8 Max Horz 13=93(LC 8) Max Uplift 13=-71(LC 8),9=163(LC 9) Max Grav 13=1241(LC 1),9=1363(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=1358/158,3-4=-1365/159,4-6=2341/197,6-7=254/4,7-9=349/110 BOT CHORD 12-13=-6/679,10-12=-13811964,9-10=223/2293 WEBS 2-12=-37r779,3-12=0/334,4-12=-925/174,4-10=0/448,2-13=1306/135,6-9=2296/277 NOTES- 1)Wind:ASCE 7-10;Vud=11 Omph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=4.Bpsf;h=25ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)0-1-12 to 3-1-12,Interior(1)3-1-12 to 5-5-12,Exterior(2)5-5-12 to 11-5-12, Interior(1)11-5-12 to 26-5-4,Exterior(2)26-5-4 to 29-5-4 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp;Ct=1 10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf an overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. QG 2ja 7)Refer to girder(s)for truss to truss connections. O 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)13 except(jt=lb) �Og 9=163. l0 9)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and 1/2"gypsum 0 sheetrock be applied directly to the bottom chord. � 6 54074 0 FCISTER� �SSI�NAL�� May 18,2020 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev.10/03/2015 BEFORE USE. • Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an Individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall ;� building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MI TOW Is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing oftrusses and truss systems,see ANS11TPI1 quality Crfteds,DSB-89 and SCSI Building Component 250 Klug Circle Safety Information avallable from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MO 20601 Corona,CA 92880 Job Truss Truss Type City Ply (Old KWO) K7759931 Bldg I,J,K 1302A Common 2 1 Job Reference(optional) Builders FirstSource(Ariington,WA), Arlington,WA-98223, 8.240 s Mar 9 2020 MiTek Industries,Inc. Mon May 1816:26:46 2020 Page 1 ID:gN19BeTEvjAN_eTeU4juVrzFHOmaotZzJMl71flfgbgsLshgO4YzMVYDt1 Lmzal M4zFCvd I 2-10-15 B-5-12 I 14-2-11 I 22-1-5 27-11 29-5-0 2-10-15 5-6-12 5-8-15 7-10-10 5-9-15 1�-0 Scale:1/4"=l' 3.00 12 4x8 = 3 8x10 15 18 17 3x4 Zz 3x4 I 2 14 4 3x6 _ 1 5 6x10 ZZ e 1e ax4 II 7 B �9 11 10 13 12 9 6x10 — 4x12 — 5xl2 MT20HS WB = 3x4 = 48 — 8-5.12 18b-2 27-11-4 8-5-12 _ 10.0-6 95.2 Plate Offsets(X,Y)— [TO-2-0,0.1-12j.[12:0-5 8,0.1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1 15 TC 0.89 Vert(LL) -0.25 10-12 >999 360 MT20 1851148 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.82 Vert(CT) -0.43 10-12 >761 240 MT20HS 165/146 TCDL 10.0 Rep Stress Incr NO WB 0.82 Horz(CT) 0.16 9 n/a n/a BCLL 0.0 Code IBC2015rrP12014 Matrix-AS Wind(LL) 0.06 10-12 >999 240 Weight:134 lb FT=20% BC[JL 10.0 LUMBER- BRACING- TOP CHORD 2x4 HF No.2*Except* TOP CHORD Structural wood sheathing directly applied, except end verticals. 5-6:2x4 OF 180OF 1.6E BOT CHORD Rigid ceiling directly applied. BOT CHORD 2x4 OF 1800F 1 6E WEBS 1 Row at midpt 2-12,4-12,2-13,6-9 WEBS 2x4 HF No.2*Except* 1-13:2x6 OF No.2 OTHERS 2x4 HF No.2 REACTIONS. (size) 13=Mechanical,9=0-5-8 Max Horz 13=4851(LC 27) Max Uplift 13=-651(LC 27),9=163(LC 9) Max Grav 13=3125(LC 28),9=2035(LC 27) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-4063/1470,3.4=-3634/1028,4-6=4219/195,6-7=327/5,7-9=383/110 BOT CHORD 12-13=-3112/4433,10-12=136/3998,9-10=-223/3801 WEBS 2-12=-1222/2736,3-12=-83411364,4-12=-1087/172,4-10=0/666,6-10=-492/276, 2-13=-3454/860,6-9=3859/275 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=4.Bpsf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Extedor(2)0-2-12 to 3-2-12,Interior(1)3-2-12 to 5-5-12,Exterior(2)5-5-12 to 11-5-12, Interior(1)11-5-12 to 26-5-4,Extedor(2)26-5-4 t0 29-5-4 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Fully Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs Q1.4NG Zy non-concurrent with other live loads. 5)All plates are MT20 plates unless otherwise indicated. R 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3 6-0 tall by 2-0-0 wide �; will fit between the bottom chord and any other members. 8)Referto girder(s)for truss to truss connections. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) 13=651,9=163. ,�54074 10) Load case(s)27,26 has/have been modified.Building designer must review loads to verify that they are correct for the intended �,,�,� GISTER ,� use of this truss. 11)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and 1/2"gypsum `sSjrJN� G sheetrock be applied directly to the bottom chord. 12) Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s) at 8-5-12 on top chord. The design/selection of such connection device(s)is the responsibility of others. May 1 8,2020 SE S section loads applied to the face of the truss are noted as front F or back(B). A WARNING-VerNy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.1010312015 BEFORE USE. Design valid for use only with MiTek®connectors.This design Is based only upon parameters shown,and is for an Individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,sea ANSVTPI1 Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Inslftute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Corona,CA 921380 JDb Truss Truss Type City 'Ply (Old K,L,M) Bldg I,J,K B02A Common 2 1 K7759931 Job Reference(optional) Builders FirstSource(Arlington,WA), Arlington,WA-98223, 8.240 s Mar 9 2020 MiTek Industries,Inc. Mon May 18 16:26:46 2020 Page 2 ID:gN19BeTEvjAN eTeU4juVrzFHOm-aotZzJMt7lftfgbgsLshgQ4YzMVYDtILmza1M4zFCvd LOAD CASE(S) Standard Except: 27)User defined:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-3=70(F),3-7=70(F),7-8=70(F),9.13=-20(F) Concentrated Loads(Ib) Vert:3=1213(F) Harz:3=4051(F) 28) User defined:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-3=70(F),3-7=70(1`),7-8=70(1`),9-13=20(F) Concentrated Loads(lb) Vert:3=-1213(F) Harz:3=4851(F) ,&WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIL7473 rev.1010312015 BEFORE USE Design valid for use only with Mrek9 connectors.This design Is based only upon parameters shown,end is For an Individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• Is always required for stability and to prevent collapse with possible personal Injury and properly damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI1TPI1 Quality Criteria,DSBd9 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Corona,CA 92880 Job Truss Truss Type Qty Ply (Old ISL,M) K7759932 Bldg I,J,K B03 COMMON 2 1 Job Reference(optional) Builders FirstSource(Arlington,WA), Arlington,WA-98223, 8,240 s Mar 9 2020 MiTek Industries,Inc. Mon May 1816:26:49 2020 Page 1 ID:gN19BeTEvjAN eTeU4juVrzFHOm-?NTibKOIPOIKWHJFXTPOS315c2YrQijnSwpizPzFCva t 2-�0•t5 1 0-5-t2 14-2-11 22-1-5 _ 27-114 ,L111 , 2-t0-15 Sb-12 5 8-15 7-10-1D 5-9-15 1-0-0 ' Scale=1:48.6 3.00 12 4x6 — 3 5x8 15 18 17 SxB ZZ: _ 3x4 11 2 14 4 3x8 zz 1 5 4x6 6 18 3x4 11 7 8 Ip 13 12 11 10 9 Bx8 = 5x12 = 3x8 = 6x6 = 6x6 = 8.5.12 184-2 27-11.4 r 8-5.12 —� 10-0-6 1 95-2 Plate Offsets(X,Y)-- (13:Ed9e,0-3.0j LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.74 Vert(LL) 0.03 6 n/r 180 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.65 Vert(CT) 0.02 a n/r 120 TCDL 10.0 Rep Stress Incr YES WB 0.56 Horz(CT) 0.02 9 n/a nla _BCDL 10.0 Code IBC2015fTP12014 Matrix-S Weight:121 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 4-1-13 oc purlins, BOT CHORD 2x4 HF No.2 except end verticals. WEBS 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied. WEBS 1 Row at midpt 2-12,4-12,4-10,2-13,6-9 REACTIONS. All bearings 27-11-4. (lb)- Max Horz 13=-93(LC 8) Max Uplift All uplift 100 lb or less at joint(s)except 12=267(LC 36),10=-1594(LC 44),13=-1935(LC 33), 9=-1111(LC 36) Max Grav All reactions 250 lb or less atjoinl(s)except 12=959(LC 27),10=1934(LC 31),13=2014(LC 54), 9=1217(LC 53) FORCES. (lb)-Max.Comp./Max.Ten.-All farces 250(lb)or less except when shown. TOP CHORD 1-2=-871/861,2-3=1 9 0211 930,3-4=1749/1771,4-6=1473/1522,6-7=1724/1676, 7-9=291/123 BOT CHORD 12-13=1464/1565,10-12=1672/1735,9-10=-2277/2400 WEBS 2-12=2059/2040,3-12=-387/99,4-12=1790/1812,4-10=2680/2666,6-10=963/788, 2-13=-2231/2276,6-9=-246612517 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=4.8psf;h=25ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)0-1-12 to 3-1-12,Interior(1)3-1-12 to 5-5-12,Exterior(2)5-5-12 to 11-5-12, Interior(1)11-5-12 to 26-5-4,Exterior(2)26-5-4 to 29-5-4 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Fully Exp.;Ct=1.10 3)Unbalanced snow loads have been considered forthis design. G 4)This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs Q non-concurrent with other live loads. Q 5)Gable requires continuous bottom chord bearing. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 0 7)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 267 lb uplift at joint 12,1594 lb uplift at joint 10,1935 lb uplift at joint 13 and 1111 lb uplift at joint 9. 9)This truss has been designed for a total drag load of 310 plf.Lumber DOL=(1 33)Plate grip DOL=(1.33) Connect truss to resist drag + loads along bottom chord from 0-0-0 to 27-11-4 � for 310.0 plf. Q 54074 AsSIONALG May 18,2020 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1.7473 rev.10/03/2015 BEFORE USE. �� Design valid for use only with MiTekdD connectors.This design Is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design Into the overall building design.Bracing Indicated is to prevent buckling of Individual truss web andix chord members onry.Additional temporary and permanent bracing MiTek, Is always requited for stability and to prevent collapse with possible personal injury and property damage,For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANWIP11 Quality Criteria.DSO-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20501 Corona,CA 92BB0 Jab Truss Truss Type JPly [Old KL,M) K7759933 BldgI,J,K B04 Common J5Qty 1 ob Reference(optional) Builders FirstSource(Arlington,WA), Arlington,WA-98223, 8.240 s Mar 9 2020 MRek Industries,Inc. Mon May 1816:26:52 2020 Page 1 ID:gN 19BeTEvjAN_eTeU4juVrzFHOm-PyEgDMRei8quN12gCbz54hKaVnaudfJ E9ut MZkzFCvX NO* B-7-6 14 4-5 21-0.2 26.2-14 29 6 14 54.15 5.8.14 6-7-13 5.2.12 3-0-0 Scale=1:48.8 3,00 12 4x6 - 3 3x4::7 15 16 17 3x4 ZZ 3x4 2 4 3x6 1 5 3x6 ZZ 6 6x10 7 8 m dr 13 12 11 14 10 9 3x6 — 3x8 = 3x6 = 3x6 = 3x4= 3x4 11 8-7-6 18.7.11 21-0-2 28.2-14 { B-76 104.5 2�7 5.2-12 Plate Offsets(X,Y)- [7:0.4-15,0.3.O1 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. In (loc) I/dell L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.82 Vert(LL) -0.19 11-13 >999 360 MT20 1851148 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.70 Vert(CT) -0.39 11-13 >649 240 TCDL 10.0 Rep Stress Incr YES WE 0.57 Horz(CT) 0.02 10 nla rile BCLL 0.0 BCDL 10.6 Code IBC2015/TP12014 Matrix-AS Wind(LL) 0.01 11-13 >999 240 Weight:124 lb FT=20% _ LUMBER- BRACING- TOP CHORD 2x4 HF No.2"Except" TOP CHORD Structural wood sheathing directly applied, except end verticals 5-8:2x4 DF 240OF 2.0E BOT CHORD Rigid ceiling directly applied. BOT CHORD 2x4 HF No.2 WEBS 2x4 HF No.2"Except" 7-9:2x6 DF No.2 REACTIONS. (size) 10=0-5-8,14=Mechanical,9=0-5-8 Max Horz 14=-97(LC 8) Max Uplift 10=114(LC 13),14=68(LC 8),9=-122(LC 9) Max Grav 10=1376(LC 1),14=967(LC 19),9=522(LC 18) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-841/122,3-4=844/122,4-6=-328/26,6-7=39/399,7-9=-471/195 BOT CHORD 13-14=0/530,1 1-1 3=-30179 6,10-11=343/112,9-10=378/169 WEBS 2-13=1/405,4-1 1=7 6 911 2 9,6-11=12/939,6-10=1289/127,2-14=-987/124 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4 2psf;BCDL=4.Bpsf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)0-1-12 to 2-10-7,Interior(1)2-10-7 to 5-7-6,Exterior(2)5-7-6 to 11-7-6. Interior(1)11-7-6 to 26-6-14,Exterior(2)26-6-14 to 29-6-14 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Fully Exp.;Ct=1 10 3)Unbalanced snow loads have been Considered for this design. 4)This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. G Zp 6)"This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide 0 will fit between the bottom chord and any other members. 7)Refer to girder(s)for truss to truss Connections. �1 8)Provide mechanical connection(by others)of truss to bearing plate Capable of withstanding 114 lb uplift at joint 10,68 lb uplift at y joint 14 and 122 lb uplift at joint 9. 9)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chard and 1/2"gypsum sheetrock be applied directly to the bottom chord. 54074 qr� IV. j�NALG May 18,2020 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. • Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the bullding designer must verify Ire applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing Mire k, is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANS&TRI Quality CrRerfa,DSB49 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,2670 Cram Highway,Suite 203 Waldorf,MD 20601 Corona,CA 928BO Job Truss Truss Type City Ply (Old KL,M) K7759934 Bldg I,J,K B05 COMMON 8 1 Job Reference(opt!... Builders FirstSource(Arlington,WA), Arlington,WA-98223, 8.240 it Mar 9 2020 MITek Industries,Inc. Mon May 1816:26:55 2020 Page 1 ID:gN19BoTEvjAN eTeU4juVrzFHOm-pXwziOTW73oTECnPukWoiKyBv__bZg9SgrsGOA3zFCvU 31 � 10-7 8.7.6 14-4-5 21-0-2 26.2-14 2.10-7 5.8-15 S$14 6-7-13 5-2-12 Scale=1:43.9 3 00 12 4x6 3 14 15 3x4 16 3x4 3x4 11 2 4 1 13 3x6 ZZ 5 17 3x6 6 m 11 10 9 12 8 3x4= 7 3x6 = 3x8 = 3x8 = 3x8 = 3x4 �I 8.7-6 18-7.1t 21-0-2 26.2-14 { B-7�6 10.0-5 2.4.7 5-2-12 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (loc) I/deft Lid PLATES GRIP TOLL 25.0 1 Plate Grip DOL 1.15 TC 043 Vert(LL) -0.19 9-11 >999 360 MT20 185/148 (Roof Snow=2 0) Lumber DOL 1,15 BC 0,70 Vert(CT) -0.39 9-11 >647 240 BCDL 0.0 Rep Stress Incr YES WB 055 Horz(CT) 0.02 7 n/a n/a BCLL 0.0 BCDL 10.0 Code IBC2015/TP12014 Matrix-AS Wind(ILL) 240 Weight:0.01 9-11 >999 117 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 HF No 2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 HF No.2`Except` 6-7:2x6 DF No.2 REACTIONS. (size) 8=0-5-8,12=Mechanical,7=0-5-8 Max Horz 12=84(LC B) Max Uplift 8=134(LC 9),12=68(1-C 8).7=17(LC 18) Max Grav 8=1414(LC 1),12=925(LC 18),7=35(LC 19) FORCES. (lb)-Max.Comp./Max Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-856/125,3-4=859/126,4-5=-387/44,5-6=28/323 BOT CHORD 11-12=-9/518,9-11=-62/830,8-9=-264/51 WEBS 2-11=-2/415,4-9=735/117,5-9=-1/907,5-8=1280/131,2-12=-964/124,6-8=343/40 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=4.Bpsf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)0-1-12 to 2-10-7,Interior(1)2-10-7 to 5-7-6,Exterior(2)5-7-6 to 11-7-6, Interior(1)11-7-6 to 23-0-2,Extedor(2)23-0-2 to 26-0-2 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Refer to girders)for truss to truss connections. 7)Provide mechanical connection(by others)of truss to bearing plate Capable of withstanding 134 lb uplift at joint B,68 lb uplift at joint 0 �?jt 12 and 17 lb uplift at joint 7. w, , y.10 8)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and 1/2"gypsum Q� sheetrock be applied directly to the bottom chord. y O� 54074 SIONAL May 18,2020 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II-7473 rev.1010312015 BEFORE USE ' Design valid for use only with MlTelol)connectors.This design is based any upon parameters shown,and Is for an Individual building componam,not a truss system.Before use,the building designor must verify the applicability of design parameters and property Incorporate this design into the overall building design.Bracing Indicated Is to prevent buckling of Individual buss web and/or chord members only,Additional temporary and permanent bracing MiTek' Is always required for siabli ty and to prevent collapse with possible personal iryury and property damage.For general guidon"regarding the fabrication,storage,doWery,erection and bracing of trusses and truss systems,see ANS11TPIf Quality Criteria,DSB-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,2670 Crain Mlghway,Suite 203 Waldorf,MD 20801 Corona,CA 92880 Job Truss Truss Type Oty Ply (Old K L,M) K7759935 iBid g I,J,K B05A COMMON 1 1 Job Reference(optional) Builders FirstSource(Arlington,WA), Arlington,WA-98223, B-240 s Mar 9 2020 MTek Industries,Inc. Mon May 1816:26.57 2020 Page 1 ID:qN1 gBeTEvjAN_eTeU4juVrzFHOm-mv2jG4VmXg2BU Wxn?8YGnl2SGoFalsizlAl7FxzFCvS i 2-/0.7 , 8-7-6 14-4-5 i 21.0-2 26-2-14 2-10-7 5.8-15 541-14 6-7-13 -— S-2.12 Scale=1:43.7 3-00 12 48 = 3 6x10 15 18 17 46 3x4 I 2 14 4 1 13 5x8 5 N 16 3x6 6 m m 11 10 g 12 a 3x6 = 7 = 4xe — SxB = Bx10 = fix10 3x4 I� B-7-6 13.7-11 21-0-2 26-2-14 B-7-6 _ 10.0-52.4-7 5-2-12 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Ildefl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.76 Vert(LL) -0.19 9-11 >999 360 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.79 Vert(CT) -0.38 9-11 >654 240 BCDL 10.0 Rep Stress Incr NO WB 0.76 Horz(CT) 008 7 file n/a BCLL 0.0 BCDL 10.0 Code IBC2015/TPI2014 Matrix-AS Wind LL 0.01 9-11 >999 Weight:123 lb FT=20% ( ) 240 LUMBER- BRACING- TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 HF No.2`Except` BOT CHORD Rigid ceiling directly applied. 10-12:2x4 DF 180OF 1.6E WEBS 1 Raw at midpt 2-11,4-9,2-12 WEBS 2x4 HF No.2"Except` 1-12,6-7:2x6 OF No.2 REACTIONS. (size) 8=0-5-8,12=Mechanical,7=0-5-8 Max Horz 12=4851(LC 26) Max Uplift 8=-133(LC 9),12=1206(LC 26),7=-10(LC 18) Max Grav 8=2254(LC 26),12=2983(LC 27),7=59(LC 26) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-3917/2311,3-4=-2790/1177,4-5=1069/388,5-6=27/361 BOT CHORD 11-12=-3127/4084,9-11=-508/2171,8-9=-302151 WEBS 2-11=1809/2567,3-11=-921/939,4-11=-750/614,4-9=1719/270,5-9=-30/1822, 5-8=2131/131,2-12=-3321/1515,6-8=385/40 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=4.Bpsf;h=25ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)0-2-12 to 3-2-12,Interior(1)3-2-12 to 5-7-6,Exterior(2)5-7-6 to 11-7-6, Interior(1)11-7-6 to 23-0-2,Extedor(2)23-0-2 to 26-0-2 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Fully Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. $JNG 2 6)Refer to girder(s)for truss to truss connections, wAS0 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 133 lb uplift at joint 8,1206 lb uplift at PT joint 12 and 10 lb uplift at joint 7. 8)Load case(s)26,27 haslhave been modified.Building designer must review loads to verify that they are correct for the intended use of this truss. r 9)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and 1/2"gypsum sheetrock be applied directly to the bottom chord. 10)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s) at 8-5-12 on top chord. The design/selection of such connection device(s)is the responsibility of others. 54074 � ��5 4074� 11) In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). O LOAD CASE(S) Standard Except: SSI�NAL7�ontinuad on Dana 2 G May 18,2020 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.1010312015 BEFORE USE. Design valid for use only with MlTskG connectors This design Is based only upon parameters shown,and is for an individual building component,not ��• a truss system Before use,the building designer must venty the applicability of design parameters and property,incorporate this design into the overall buiding design, Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing M iTek• is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivety,erection and bracing of trusses and truss systems,see ANSUTP11 Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Informatbn available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Corona,CA 92800 rE31d Truss Truss Type Oly Ply (OldK,L,M) K7759935 g I,J,K 805A COMMON 1 1 Job Reference(optional) Builders FlrstSource(Arlington,WA), Arlington,WA-98223, 8.240 s Mar 9 2020 MiTek Industries,Inc. Mon May 1816:26:57 2020 Page 2 ID:gN19BaTEvjAN__eTeU4)uVrzFHOm-mv2jG4VmXg2B UWtm78YGnt2SGoFalsizlA17FxzFCvS LOAD CASE(S) 26)User defined:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(pif) Vert:1-3=70(1`),3-6=70(F),7-12=20(F) Concentrated Loads(lb) Vert:3=1213(F) Horz:3=4851(F) 27)User defined:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-3=70(F),3-6=70(F),7-12=-20(F) Concentrated Loads(lb) Vert:3=-1213(F) Horz:3=-4851(F) A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIF7473 rev.10/03/2015 BEFORE USE. ' Design valid for use only with Mrrek0t)connectors.This design Is based only upon parameters shown,and Is for an individual building component not a truss system.Before use,the building designer must verity the applicability of design parameters and property incorporate this design Into the overall building design.Bracing Indicated Is to prevent buckling of individual truss web and/or chord memhoo only.Additional temporary and pemwnenl bracing M i Te I<' Is always required for stability and to prevent collapse with possible personal injury and property damage,For general guldanco regarding the fabrication,stoaraagge,delivery,erection and bracing of trusses and truss systems,see ANSMPIt Quality Criteria,DSS-89 and SCSI Building Component 250 Klug Circle Salary informal available from Truss Plate Institute,2670 Crain teghway,Suite 203 Waldorf,MO 20601 Corona,CA 92880 Job Truss Truss Type City JPly (Old K,L,M) K7759936 Bldg I,J,K B06 COMMON 1 1 Job Reference tlorw Builders F rstSourca(Arlington,WA), Arlington,WA-96223, 8.240 s Mar 9 2020 MiTek Industries,Inc. Mon May 1816:27:00 2020 Pago 1 ID:gN 19BeTEvjAN_eTeU4juVrzFHOm-AUjsv5XfgbOmLzfMgH6zP Ng?p?14VDyP_8znsGzFCvP 2-10.7 8-7-6 14-44 21.0-2 26-2-14 , 2� 10-7 54-15 5.8-14 6.7-13 5-2-12 Srale=1:45.0 3.00 12 4x6 = 3 6xs % 15 18 17 SxB Zz 3x4 I 2 14 4 1 13 4x6 5 18 3x6 6 171 d 6x6 = 5x12 = 5x8 = 5x6= 7 12 11 10 9 B 3x6 II 3x8 = &7 8 18 7-11 12': 1 21• ,14 26-2-14 8-74 10.04 2 4.7 0--j2 5-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (loc) I/defl Lld PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.61 Vert(LL) -0.18 9-11 >678 360 MT20 185/148 (Roof Snow=25 0) Lumber DOL 1.15 BC 0,74 Vert(CT) -0.35 9-11 >339 240 TCDL 10 0 Rep Stress Incr YES WB 0.72 Horz(CT) 0.03 7 n/a nla BCLL 0.0 Code IBC2015ITP12014 Matrix-S Wind(LL) -0.01 11-12 >999 240 Weight:121 lb FT=20 -COL 10.0 LUMBER- BRACING- TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 3-11-0 oc purlins, BOT CHORD 2x4 HF No.2 except end verticals. WEBS 2x4 HF No.2"Except" BOT CHORD Rigid ceiling directly applied. 1-12,6-7:2x6 OF No.2 WEBS 1 Row at midpt 2-11,4-11,4-9,2-12 REACTIONS. All bearings 21-2-14 except(jt=length)7=0-5-8. (lb)- Max Horz 12=-143(LC 33) Max Uplift All uplift 100 lb or less at joint(s)except 11=556(LC 35),9=-503(LC 35).8=-1018(LC 35), 12=2060(LC 32),7=-802(LC 43) Max Grav All reactions 250 lb or less at joint(s)except 11=1181(LC 26),9=863(LC 30),6=1055(LC 52). 8=314(LC 1),12=2144(LC 53),7=886(LC 52) FORCES. (lb)-Max Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-856/861,2-3=2101/2121,34=156911588,4-5=-1260/1301,5-6=1488/1462, 6-7=-829/824 BOT CHORD 11-12=-1993/2066,9-11=3041/3076,8-9=-1321/1346 WEBS 2-11=-2187/2171,3-11=-419/193,4-11=-1609/1631,4-9=2348/2334,5-9=1554/1568, 5-8=1470/1462,2-12=-2382/2420,6-8=-1477/1474 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=4.Bpsf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Comer(3)0-2-12 to 3-2-12,Extedor(2)3-2-12 to 5-7-6,Comer(3)5-7-6 to 11-7-6, Extericr(2)11-7-6 to 23-0-2,Comer(3)23-0-2 to 26-0-2 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. G 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Q 5)"This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide w 0 will fit between the bottom chord and any other members 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 556 lb uplift at joint 11,503 lb uplift at ' 1 o joint 9,1018 lb uplift at joint 8,2060 lb uplift at joint 12 and 802 lb uplift at joint 7. C y 7)This truss has been designed for a total drag load of 310 plf.Lumber DOL=(1.33)Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 21-0-0 for 367 3 pif. A�O��F54074��a ssjQNAL � May 18,2020 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with M7ek®connectors.This design Is based only upon parameters shown,and is for an individual building component,not • a twas system.Before use,the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing indicated Is to proveM buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing WOW is always required for stability and to prevent collapse with possible personal Injury and properly damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTPIf Qualtly Criteria,DSB-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,NO 20601 Corona,CA 92880 Job Truss Truss Type filly Ply [Old K,L,M) K7759937 Bldg I,J,K C01 Flat Girder 2 q J ob Reference(optional) Builders FirstSource(Arlington,WA). Arlington,WA-98223, 8.240 s Mar 9 2020 MiTek Industries,Inc. Mon May 18 16:27:02 2020 Page 1 10:gN/9BeTEvjAN_oTeU4juVrzFHOm.6trcJnYvMCgUaHpbrBRUoIR8pyLzBwIS SSuw9zFCvN 4.7-2 i 9-0-8 13.5.14 18-1-0__ 4-7-2 4-5-6 4-5-6 4-7-2 WARMING:MARK TOP CHORD TO PREVENT IMPROPER INSTALLATION. Scale=1:30.6 3x8 I 6x6 = 6x1 O = 3x8 = 3x8 I 1 2 3 4 5 6x6 = 6 12 13 10 14 15 9 16 17 B 18 19 11 5x8 = 6x6 = 3x8 II 6x6 = 5x8 4.7-2 9-" 13.5-14 18-1-0 4.7-2 4-5.6 4-5.6 4-7-2 Plate Offsets(X,Y)— [2:0-2-8,0-3-01,f5:0-2-8.0-3-01,18:0-2-4.04 41,110:0-24.0-4-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 250 Plate Grip DOL 1.15 TC 0.24 Vert(LL) -0.08 9-10 >999 360 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.82 Vert(CT) -0 15 9-10 >999 240 TCDL 10.0 Rep Stress Incr NO Wa 0.50 Horz(CT) 0.05 7 n/a n/a BCCL 10.0 Code IBC2015/TPI2014 Matrix-MS Wind(LL) 0.04 9 >999 240 Weight:465 Ito FT=20% LUMBER- BRACING- TOP CHORD 2x12 DF No,2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins, BOT CHORD 2x6 DF No.2 except end verticals. WEBS 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 11=0-5-8,7=0-3-8 (req 0-4-4) Max Horz 11=-85(LC 26) Max Uplift 11=-659(LC 4),7=661(LC 5) Max Grav 11=7680(LC 1),7=7703(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-11=-862/115,2-3=8403/714,3-5=8407/715,6-7=-862/114 BOT CHORD 10-11=751/8403,9-10=-936/10672,8-9=936/10672,7-8=-731/8407 WEBS 2-11=-10300/877,2-10=-293/4679,3-10=-2B20/257,3-9=132/2673,3-8=2815/255, 5-8=292/4682,5-7=-10303/875 NOTES- 1)3-ply truss to be connected together with 10d(0.131"x3")nails as follows: Top chords connected as follows:2x4-1 row at 0-9-0 oc,2xl2-2 rows staggered at 0-9-0 oc. Bottom chords connected as follows:2x6-2 rows staggered at 0-5-0 oc. Webs connected as follows:2x4-1 row at 0-9-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=4.Bpsf;h=25ft;Cat.II;Ecp B;Enclosed; MWFRS(envelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 4)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Ecp B;Fully Exp.;Ct=1.10 QII�ING Z 5)Provide adequate drainage to prevent water ponding. t WASN O 6)This truss has been designed for a 10-0 psf bottom chord live load nonconcurrent with any other live loads. _ 7)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide Oj will fit between the bottom chord and any other members. CO0 8)WARNING:Required bearing size at joint(s)7 greater than input bearing size. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 659 lb uplift atjoint 11 and 661 lb uplift at joint 7. 10) Girder carries tie-in span(s):12-6-0 from 0-0.0 to 18-1-0 +f� 54074 W� 11) Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)1221 lb down and 91 lb up at O� GIRFO 2-D-12,1221 lb down and 91 lb up at 4-0-12,1221 lb down and 91 lb up at 6-0-12,1221 lb down and 91 lb up at 8-0-12,1217 lb down and 91 lb up at 10-0-12,1221 lb down and 91 lb up at 12-0-12,and 1221 lb down and 91 lb up at 14-0-12,and 1221 lb S`sjONALG down and 91 lb up at 16-0-12 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. LOAD CASE(S) Standard May 18,2020 r A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use any with MITekS connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design.Bracing indicated Is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek• Is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANS11TPI1 Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle SaPoty Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Corona,CA 92880 Job Truss (Truss Type Oty Ply (Old KL,M) K7759937 Bldg I,J,K C01 Flat Girder 2 q J Job Reference Zonal Builders FirstSourcc(Arlington,WA), Arlington,WA-98273, 8.240 s Mar 9 2020 MTek Industries,Inc. Mon May 1816:27:02 2020 Page 2 ID:gN 19BeTEviAN_eTeU4iuVrzF HOm-6trcJnYvMCg UaHploiBRUoIR8pylzBOSSStmgzFCvN LOAD CASE(S) Standard 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-6=296(F=226),7-11=-20 Concentrated Loads(lb) Vert:12=-1221(B)13=1221(B)14=1221(6)15=1221(B)16=1217(B)17=1221(B)18=-1221(B)19=1221(8) AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,1II.7473 rev.1010312015 BEFORE USE. Design valid for use only with MTek®connectors.This design Is based only upon parameters shown,and is for en Individual building component.not a truss system,Before use,the building designer must verity the appucabll0y of design parameters and property Incorporate this design into the overall hWdmg design. Bracing indicmad is to prevent bucklmg of Indhedual tuss web anwor chord members only.Additional temporary end pannaneit bracing M iTek" ,always required for stability and to prevent collapse win possible personal Injury and property damage.For general guidance regarding the fabrication,storage,delivery,arection and bracing of trusses and truss systems,see ANStl7P1 f Quality Criteria,DSO-89 and BCSI Building Component 250 Klug Circle Safety information avadabla from Truss Plate Instdute,2670 Crain Highway,Built 203 Waldorf,MD 20601 Corona,CA 92800 Job Truss Truss Type Oty Ply [ldKL,MjK7759938 BldgI,J,K CO2 FLAT GIRDER 2b Reference(optional) Builders FirstSource(Arlington,WA), Arlington,WA-98223. 8,240 s Mar 9 2020 MITek Induslnes,Inc. Mon May 18 16:2.7-07 2020 Page 1 ID gN19BaTEv)AN_eTeU4juVrzFHOm-TgeVNUc2AIJmg2hibFkcBsSDVgmpeN6RbkAfbMzFCvI 4-0-0 7-11-8 it-11-0 _ 15-11-0 4-0.0 3.11-8 3-11-8 A-D-O Scale=1:27.1 3x4 II SX8 = 4x6 = 3x4 II 1 2 3 4 5x8 = 5 � n u 9 16 13 4x6 0 10 14 = 27 7 O AX 8x8 46 6x10 3x6 116x10 20 15 21 12 22 9 23 18 4x12 = 6x6 = 3x8 II 6x6 = 8 4x12 = 2.0-0 4-0-0 6-0.0 7.11-8 , 10.0-0 11-11.0 140-0 15-i1-0 r 2 0 0 2-0-D 2.0-0 I 1-11-8 r 20.8 1.11-0 2-1-0 1-17-0 Plate Offsets(X,Y)— [2:0-3-8,0-2-8],[4:0-3-8,0-2-8],[7:0-3-0,0-0-0],[7:0-6-12,0-0-7],(9:0.2.12,0-4-01,[10:0-1-12,0.3.101,[10:0-4.8,0-3-12],[11:0-3-4,0-2-0],[11:0-6-12,0-0-81, [13:0-1-12,0-3-10],[13:0-4-8,0-3-12],[14:0-6-12,0-0-8],[14:0-3-4,0-2-0],[15:0-2-0,0.4-0],116:0-4-8.0-3-12],[16:0-1-12.0-3-10],[17:0-2-4,0-1-121, [17:0-4-0 0.2-81.[19:0.3-12,0.4-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1 15 TC 0 45 Vert(LL) -0.07 12 >999 360 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.35 Vert(CT) -0,12 9-12 >999 240 TCDL 10.0 Rep Stress Incr NO WB 0.82 Herz(CT) 0.03 8 n/a n/a BCLL 0.0 Code IBC2015frP12014 Matrix-MS Wind(LL) 0.03 12 >999 240 Weight:368 lb FT=20% BC_DL 10.0 LUMBER- BRACING- TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 5-2-6 oc purlins, BOT CHORD 2x8 DF SS`Except` except end verticals. B-18:2x6 DF 240OF 2.0E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x8 DF SS`Except" 1-18,5-8:2x6 DF No.2,2-18,2-15,3-15,3-12,3-9,4-9,4-8:2x4 HF No 2 SUPPLEMENTARY BEARING PLATES,SPECIAL ANCHORAGE,OR OTHER MEANS TO ALLOW FOR THE MINIMUM REQUIRED SUPPORT REACTIONS. (size) 18=0-3-8 (req.0-4-13),8=0-3-8 (req.0-4-12) WIDTH(SUCH AS COLUMN CAPS,BEARING BLOCKS,ETC.) Max Horz 18=-93(LC 4) ARE THE RESPONSIBILITY OF THE TRUSS MANUFACTURER Max Uplift 18=-470(LC 4),8=-467(1_C 5) OR THE BUILDING DESIGNER. Max Grav 18=5876(LC 1),8=5785(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 18-19=-1633/151,2-3=-5211/427,3-4=5034/410,4-5=291/41,6-8=-1379/126 BOT CHORD 15-18=-395/4320,12-15=-538/6462,9-12=-540/6513,8-9=-391/4805,17-19=1391/121, 16-17=-88/938,14-16=68/715,13-14=187/350,11-13=194/300,6-7=-449/56 WEBS 17-18=4711/391,2-17=-6437/510,15-16=268/3697,2-16=-248/3B49,14-15=-2703/242, 3-14=-2114/184,12-13=-119/1958,3-13=162/2662,3-11=-2345/199,9-11=2181/190, 9-10=-236/3293,4-10=-283/4189,4-7=6472/524,7-8=5600/455 NOTES- 1)2-ply truss to be connected together with 10d(0 131"x3")nails as follows: Top chords connected as follows:2x6-2 rows staggered at 0-9-0 oc,2x4-1 row at 0-7-0 oc. Bottom chords connected as follows:2x6-2 rows staggered at 0-9-0 oc,2x8-2 rows staggered at 0-9-0 oc. �jJl]NG 2 Webs connected as follows:2x4-1 row at 0-9-0 cc,2xB-2 rows staggered at 0-9-0 oc. A, 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(8)face in the LOAD CASE(S)section.Ply to VIAS 40 ply connections have been provided to distribute only loads noted as(F)or(6),unless otherwise indicated. 3)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=4.8psf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate N x grip DOL=1.60 4)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category ll;Exp B;Fully Exp.;Ct=1.10 5)Provide adequate drainage to prevent water ponding. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. p�54074 7)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide 'Po X GISTER� will fit between the bottom chord and any other members. (J 8)WARNING:Required bearing size atjoint(s)18,8 greater than input bearing size SSIONALG 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 470 lb uplift at joint 18 and 467 lb uplift at joint 8. May 18,2020 "�nnflnUprj on Dane 2 AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with Mrrek®connectors.This design Is based only upon parameters shown,and Is for an individual building component,not �[ a buss system.Before use,the bullding designer must verity the applicability of design parameters and property incorporate this design Into the overall building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only.Addblonal temporary and permanent bracing M iTek- Is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI?PIt Quality Criteria,OSB.89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Corona,CA 92BBO t Job Truss (Truss Type Qty Ply (Old K L,M) K7759938 Bldg I,J,K CO2 FLAT GIRDER 2 Job Reference(optional) Bulklers FiralSource(Arlington,WA), Arlington,WA-98223, 8.240 s Mar 9 2020 MIT&Industries,Inc. Mon May 1816:27:07 2020 Page 2 I D:gN 19BeTEvjAN_eTeU4juVrcFHOm-TgaVN Uc2AUmg2hibFkcBsSDVgm pe N6RbkAfbMzFC v I NOTES- 10)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)941 lb down and 87 lb up at 1-10-12,941 lb down and 87 lb up at 4-0-0,941 lb down and 87 lb up at 5-10-12,941 lb down and 87 lb up at 7-11-8,901 lb down and 87 lb up at 9-10-12,and 901 lb down and 87 lb up at 11-11-0,and 901 lb down and 87 lb up at 13-10-12 on bottom chord. The design/selection of such connection device(s)Is the responsibility of others. LOAD CASE(S) Standard 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-5=70,8-18=20,6-19=-246(F=-226) Concentrated Loads(lb) Vert:15=-941(B)12=941(B)9=-901(B)20=941(B)21=941(13)22=-901(B)23=-901(8) A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev.1010312015 BEFORE USE Design valid for use only with MITek0 connectors.This design Is based only upon parameters shown,and Is for an Individual building component,not a truss system.Before use,the building designer must verily the applicability of design parameters and property incorporate this design Into the overall building design,Bracing indicated Is to prevent buckling of Individual Iruss web andfor chord members only. Adddional temporary and permanent bracing M iTe k" Is always required for stability and to prevent collapse with possible personal Injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bmcing of trusses and truss systems,see ANSVTPII quality Criteria,DSB49 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,2670 Crain Highway,Suke 203 Waldorf,MD 20601 Corona,CA 92880 Job Truss Truss Type Qty Ply (Oki K,L,M) Bldg I,J,K Vol GABLE 1 1 K7759939 Job Reference(optional) Builders F1rstSource(Arlington,WA), Arrington,WA-98223, 8 240 s Mar 9 2020 MiTek Industries,Inc. Mon May 1816:27:08 2020 Page 1 ID:gN 19BeTEvjAN_eTeU4juVrzFHOm-x1 Ctagdgx2RdICGuByFrj3?TQDApNOjagOvC8ozFCvH 31-11-0 31-11-0 Scale=1:54.3 3x4 I I 3x6 = 3x4 1 P1 2 3 4 5 a 7 8 9 22 10 i 20 19 18 17 16 15 14 13 12 11 3x4 I 3x6 = 3x4 I 31-11-0 31-11-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.19 Vert(LL) n/a n/a 999 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.11 Vert(CT) n/a n/a 999 TCDL 10.0 Rep Stress Incr YES WB 0.03 Horz(CT) 0.00 11 n/a n/a BCLL 0.0 Code IBC2015/TPI2014 Matrix-R Weight:79 lb FT=20% BCDL 10.0 I LUMBER- BRACING- TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 HF No,2 except end verticals. WEBS 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 HF No.2 REACTIONS. All bearings 31-11-0. (Ib)- Max Horz 20=-20(LC 8) Max Uplift All uplift 100 lb or less at joint(s)20,11,19,18,17,15,14,13,12 Max Grav All reactions 250 lb or less atjoint(s)20,11 except 19=383(LC 1),18=354(LC 1),17=362(LC 1). 15=359(LC 1),14=361(LC 1),13=356(LC 1),12=378(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. WEBS 2-19=-297/82,3-18=-276/76,4-17=261n7,5-15=279/77,7-14=281/77,8-13=-277/76, 9-12=293/81 NOTES- 1)Wind:ASCE 7-10;VuIt=11Omph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=4.Bpsf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)0-1-12 to 3-4-1,Interior(1)3-4-1 to 28-6-15,Exterior(2)28-6-15 to 31-9-4 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1 60 plate grip DOL=1.60 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSIfTPI 1. 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 4)Provide adequate drainage to prevent water ponding. 5)All plates are 2x4 MT20 unless otherwise indicated. 6)Gable requires continuous bottom chord bearing. 7)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). Q2AWG 2 8)Gable studs spaced at 4-0-0 oc. k-10 9)This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads. 10)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide '' " will fit between the bottom chord and any other members. ti ��- 11)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)20,11,19,1 B. 17,15,14,13,12. 1Op 54074 � 0 AsSIQNALG May 18,2020 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev,10/03/2015 BEFORE USE. Design valid for use only with Mrek®connectors.This design is based only upon parameters shown,and Is for an Individual building component,not - e truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate[his design Into the overall building design Bracing Indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing MiTek, is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the Fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSM11 Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Corona,CA 92880 co D � ai (ni)W C/3 c m D N v m CD s a , N Z x m � 51 II m rr o c mo��c p cn " o z r m p °: j O a 7 J a ' A lD(O O(O O d N 0 p O. 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OLYMPIC AVE -ARLINGTON, WA. 98223 PHONE; (360) 403-3551 BUILDING PERMIT Address:17231 67th Ave NE,G Permit#:2748 Parcel#:31052300300800 Valuation: 1,051,308.96 OWNER % APPLICANT CONTRACTOR EDGECOMB STATION 5J LLC EDGECOMB STATION 5J LLC EXXEL PACIFIC INC 19801 50TH AVE W 19801 50TH AVE W 323A TELEGRAPH RD LYNNWOOD,WA 98036 LYNNWOOD,WA 98036 BELLINGHAM,WA 98226 425-778-8500 425-778-8500 360-734-2872 LIC:EXXELP1073KN EXP:01/02/2021 MECHANICAL CONTRACTOR PLUMBING CONTRACTOR DEFERRED DEFERRED PERMIT TYPE: Commercial New CODE YEAR: 2015 STORIES: 3 CONST.TYPE: VB DWELLING UNITS: 18 OCC GROUP: R-2 BUILDINGS: I OCC LOAD: PERMIT APPROVAL I AGREE TO COMPLY WITH CITY AND STATE LAWS REGULATING CONSTRUCTION AND IN DOING THE WORK AUTHORIZED THEREBY; NO PERSON WILL BE EMPLOYED IN VIOLATION OF THE LABOR CODE OF THE STATE OF WASHINGTON RELATING TO WORKMEN'S COMPENSATION INSURANCE AND RCW 18.27. THIS APPLICATION IS NOT A PERMIT UNTIL SIGNED BY THE BUILDING OFFICIAL OR HIS/HER DEPUTY AND ALL FEES ARE PAID. IT IS UNLAWFUL TO USE OR OCCUPY A BUILDING OR STRUCTURE UNTIL A FINAL INSPECTION HAS BEEN MADE AND APPROVAL OR A CERTIFICATE OF OCCUPANCY HAS BEEN GRANTED. IBC 110/IRCI10. SALES TAX NOTICE:Sales tax relating to construction and construction materials in the City of Arlington must be reported on your sales tax return form and coded City of Arlington#3101. Signature Print Name Date Released By Date CONDITIONS 1. FDCs shall be a single inlet installed on the exterior wall of each fire sprinkler riser closet on each building. 2. FDC shall be calculated by the Sprinkler designer and submitted with the sprinkler permit application. 3. Fire lanes shall be marked in accordance with AMC 15.10.070 Section 503.3. If striping is used, it shall be red in color. 4. Deferred Submittals: Plumbing, Mechanical, Fire Sprinkler, Fire Alarm THIS PERMIT AUTHORIZES ONLY THE WORK NOTED.THIS PERMIT COVERS WORK TO BE DONE ON PRIVATE PROPERTY ONLY. ANY CONSTRUCTION ON THE PUBLIC DOMAIN(CURBS,SIDEWALKS,DRIVEWAYS,MARQUEES,ETC.)WILL REQUIRE SEPARATE PERMISSION. PERMIT FEES Date Description Fee Amount 12/17/2019 Traffic Mitigation $26,623.62 Park-Community IMF $26,946.00 Building Permit Fee $8,569.50 Processing/Technology Fee $25.00 Building Plan Review Fee $5,570.18 State Building Code Surcharge $6.50 State Surcharge-Dwelling $34.00 Total Due: $67,774.80 Total Payment: $8,569.50 Balance Due: $59,205.30 CALL FOR INSPECTIONS BUILDING INSPECTIONS (360) 403-3417 CALL BY 3:30 PM FOR NEXT DAY INSPECTIONS When calling for an inspection please leave the following information: Permit Number,Type of Inspection being requested,and whether you prefer morning or afternoon CITY OF ARLINGTON • 238 N. OLYMPIC AVE -ARLINGTON, WA. 98223 PHONE; (360) 403-3551 BUILDING PERMIT Address:17327 67th Ave NE,F Permit#:2748 Parcel#:31052300300800 Valuation: 1,051,308.96 OWNER APPLICANT CONTRACTOR EDGECOMB STATION 5J LLC EDGECOMB STATION 5.1 LLC EXXEL PACIFIC INC 19801 50TH AVE W 19801 50TH AVE W 323A TELEGRAPH RD LYNNWOOD,WA 98036 LYNNWOOD,WA 98036 BELLINGHAM,WA 98226 425-778-8500 425-778-8500 360-734-2872 LIC:EXXELPI073KN EXP:01/02/2021 MECHANICAL CONTRACTOR PLUMBING CONTRACTOR DEFERRED DEFERRED PERMIT TYPE: Commercial New CODE YEAR: 2015 STORIES: 3 CONST.TYPE: V13 DWELLING UNITS: 18 OCC GROUP: R-2 BUILDINGS: I OCC LOAD: PERMIT APPROVAL I AGREE TO COMPLY WITH CITY AND STATE LAWS REGULATING CONSTRUCTION AND IN DOING THE WORK AUTHORIZED THEREBY; NO PERSON WILL BE EMPLOYED IN VIOLATION OF THE LABOR CODE OF THE STATE OF WASHINGTON RELATING TO WORKMEN'S COMPENSATION INSURANCE AND RCW 18.27. THIS APPLICATION IS NOT A PERMIT UNTIL SIGNED BY THE BUILDING OFFICIAL OR HIS/HER DEPUTY AND ALL FEES ARE PAID IT IS UNLAWFUL TO USE OR OCCUPY A BUILDING OR STRUCTURE UNTIL A FINAL INSPECTION HAS BEEN MADE AND APPROVAL OR A CERTIFICATE OF OCCUPANCY HAS BEEN GRANTED. IBCI IO/IRC 110. SAILES X NO TI _ •Sales tax relating to construction id construction materials in a Ciry of Arlington must be reported on your sales tax return form and co Ci rlington#3101. 7 Signature Print Name DaK Rcicased Date CONDITI NS 1. FDCs shall be a single inlet installed on the exterior wall of each fire sprinkler riser closet on each building. 2. FDC shall be calculated by the Sprinkler designer and submitted with the sprinkler permit application. 3. Fire lanes shall be marked in accordance with AMC 15.10.070 Section 503.3. If striping is used, it shall be red in color. 4. Deferred Submittals: Plumbing, Mechanical, Fire Sprinkler, Fire Alarm THIS PERMIT AUTHORIZES ONLY THE WORK NOTED.THIS PERMIT COVERS WORK TO BE DONE ON PRIVATE PROPERTY ONLY. ANY CONSTRUCTION ON THE PUBLIC DOMAIN(CURBS, SIDEMLKS, DRIVEMYS, MARQUEES, ETC.)WILL REQUIRE SEPARATE PERMISSION. PERMIT FEES Date Description Fee Amount 12/17/2019 Traffic Mitigation $26,623.62 Park-Community MF $26,946.00 Building Permit Fee $8,569.50 Processing/Technology Fee $25.00 Building Plan Review Fee $5,570,18 State Building Code Surcharge $6.50 State Surcharge-Dwelling $34.00 Total Due: $67,774.80 Total Payment: $8.569.50 Balance Due: t$59,206.3)_ CALL FOR INSPECTIONS BUILDING INSPECTIONS (360) 403-3417 CALL BY 3:30 PM FOR NEXT DAY INSPECTIONS When calling for an inspection please leave the following information: Permit Number,Type of Inspection being requested,and whether you prefer morning or afternoon SAFEbuilt o PLAN REVIEW COMMENTS DATE: 10/29/2018 TO: Centennial Park Apts FROM: Lou Tyler PHONE: 425-778-8500 PHONE: 206-503-5948 EMAIL: jgalusha@cgengineering.com EMAIL: Ityler@safebuilt.com PERMIT#: SEE BELOW OCCUPANCY GROUP: SEE BELOW PROJECT: Centennial Park Apts TYPE OF CONSTRUCTION: V-B ADDRESS: 17215 67th Ave NUMBER OF STORIES: 3 SAFEbuilt Inc. has reviewed the above project documents for conformance to the provisions of the 2015 International Building Code, Uniform Plumbing Code, International Fuel Gas Code, International Mechanical Code and International Energy Conservation Code as adopted and amended by the State of Washington and the City of Arlington. The following items listed permits below are permits approved for work: APARTMENT R-2 NO BLD 2740 STORAGE-RISER S-2 DESIGNATION DECK-BALCONIES U (BLDG L- SAFEBUILT) APARTMENT R-2 NO BLD 2741 STORAGE-RISER S-2 DESIGNATION DECK-BALCONIES U (BLDG M- SAFEBUILT) APARTMENT R-2 NO BLD 2742 STORAGE-RISER S-2 DESIGNATION DECK-BALCONIES U (BLDG N- SAFEBUILT) DECK-BALCONIES U NO BLD 2743 DESIGNATION BUSINESS B (BLDG E.2- SAFEBUILT) APARTMENT R-2 BLD 2744 STORAGE-RISER S-2 BLDG D DECK-BALCONIES U APARTMENT R-2 BLD 2745 STORAGE-RISER S-2 BLDG C DECK-BALCONIES U APARTMENT R-2 BLD 2746 STORAGE-RISER S-2 BLDG B DECK-BALCONIES U BLD 2747 APARTMENT R-2 BLDG A Y SAFEbuilt, STORAGE-RISER S-2 DECK-BALCONIES U RETAIL SALES M APARTMENT R-2 BLD 2748 STORAGE-RISER S-2 BLDG G DECK-BALCONIES U APARTMENT R-2 BLD 2749 STORAGE-RISER S-2 BLDG H DECK-BALCONIES U APARTMENT R-2 BLD 2750 STORAGE-RISER S-2 BLDG I DECK-BALCONIES U APARTMENT R-2 STORAGE-RISER S-2 BLD 2751 DECK-BALCONIES U BLDG E BUSINESS B ASSEMBLY A-3 APARTMENT R-2 BLD 2752 STORAGE-RISER S-2 BLDG F DECK-BALCONIES U APARTMENT R-2 BLD 2753 STORAGE-RISER S-2 BLDG J DECK-BALCONIES U APARTMENT R-2 BLD 2754 STORAGE-RISER S-2 BLDG K DECK-BALCONIES U The permits referenced above are recommended for release of the reviewed construction documents for this project. All outstanding comments have been addressed in an adequate fashion and no comments remain. Please do not hesitate to contact me if any assistance is needed with this process. Sincerely, Lo-w T9 Le r Senior Plans Examiner 1621 114' Ave SE, Ste 219 Bellevue, WA 98004 Ityler(a�safebuilt.com APPLICATION STATUS - ❑ Revisions Required — Hold © Initial Review ❑ 211 Review ❑ 311 Review SA F E bU to El Approved With Conditions ❑ APPROVED APPLICANT: CG ENGINEERING EMAIL: jgalusha@cgengineering.com PHONE # 425-778-8500 DATE: 9/9/2019 FROM: Lou Whitford EMAIL: Iwhitford@safebuilt.com PROJECT: CENTENNIAL PARK APTS PHONE # 206-503-5948 ADDRESS: TBD CODES REVIEWED: OCCUPANCY GROUP: R-2, B, M, U ❑ 2015 IRC ❑x 2015 IBC ❑x 2015 IMC TYPE OF CONSTRUCTION: V-B ❑x 2015 UPC ❑x 2015 IFGC ❑x 2015 WSEC NUMBER OF STORIES: 3 & 4 NOTE: This review is inclusive of the Centennial Park Apt complex as a whole. The permits and uses are listed below; PERMIT#: APARTMENTS R-2 CENTENNIAL 6,149 BLD 2740 RETAIL M PARK 2,658 APARTMENTS UTILITY SPACE U (BLDG A) 78 BLD 2741 APARTMENTS R-2 BLDG B 9,617 BLD 2742 APARTMENTS R-2 BLDG C 7,641 BLD 2743 APARTMENTS R-2 BLDG D 7,641 OFFICE SPACE B 100 COMMUNITY SPACE A-3 3,061 BLD 2744 BLDG E UTILITY SPACE U 171 APARTMENTS R-2 6,093 OFFICE SPACE B 189 BLD 2745 BLDG E.2 GARAGE U 660 BLD 2746 APARTMENTS R-2 BLDG F 7,386 BLD 2747 APARTMENTS R-2 BLDG G 7,386 1 Page BLD 2748 APARTMENTS R-2 BLDG H 15,914 BLD 2749 APARTMENTS R-2 BLDG 1 11,228 BLD 2750 APARTMENTS R-2 BLDG J 11,228 BLD 2751 APARTMENTS R-2 BLDG K 10,719 BLD 2752 APARTMENTS R-2 BLDG L 10,719 BLD 2753 APARTMENTS R-2 BLDG M 10,719 BLD 2754 APARTMENTS R-2 BLDG N 11,228 The design documents submitted for this project have been reviewed for compliance with the locally adopted codes and amendments. The following comments must be addressed before a building permit is issued. For processing: Please submit revised construction documents containing the requested information or plan revisions with all revisions clouded or otherwise identified. Please respond in writinq to each comment by marking the attached list or creatinq a response letter. Indicate which plan sheet, detail, specification, or calculation shows the requested information. Please send revisions to the attention of the plans examiner with the building permit application number noted. Revised drawings must clearly show code compliance. A RESPONSE LETTER MUST BE INCLUDED WITH THE REVISED PLAN SUBMITTAL. Please be sure to include on the resubmittal the engineer's or architect's "wet" stamp, signature, registration number and date on the cover page of any structural calculations, all structural details and structural sheets of the plans. Please submit the requested information via email or hard copy to: CITY OF ARLINGTON / BLDG DEPT 18204 59TH AVE NE ARLINGTON, WA 98223 In order to keep your permit in an "Active" status, please respond within 60 days. For questions about the required information please contact the reviewer listed below at the SAFEbuilt office: 206-503-5948 or by emailing both: Safe builtbellevue(a-)_safebui It.com and Iwhitford(a)_safebuilt.com. Please understand that other review agencies/divisions may have revision comments, which are not contained within this Revision Letter. Please contact the local jurisdiction for a list of these agencies. Sincerely, L-w Val"fed Senior Plans Examiner SAFEbuilt 1621 114th Ave SE, Ste 219 2 1 P a g e PLAN SUBMITTALS ITEM SHEET COMMENT 1. There were two CD-R discs submitted but request a thumb drive instead as we no longer have CD readers. The CD's may contain answers the the questions that are following. Please let me know the contents of the CD's. 2. CSO1 BUILDING INFORMATION; The information with square footage is not accurate throughout the project. There are two different references that effect the total value of the project. There's information on Sheet CSO1 and someone has created a fee valuation report package that was submitted in order to help figure out permit fees. SAFEbuilt also measured the areas and saw that the numbers were not close enough to trust that everything has been considered to include the covered sidewalks,patios, stairways, and balconies. These were not included in the structural areas. These areas are structural elements that are counted in the square footage to determine the valuation. Building A for example; Occupancy 1st floor 2nd floor 3rd floor SHEET CSOI R-2 872 2,638 3,701 B 2,740 U 0 0 0 Fee spreadsheet R-2 576 2,638 2,641 by applicant B 2,740 U 0 0 0 Actual sq ft by R-2 576 3,211 2,806 SAFEbuilt B 3,147 S-2 (riser rm) 30 U=CVRD 1,034 523 523 PATIOS, DECKS, OR BALCONIES Please review the square footages from both the CSO1 sheet and the spreadsheets submitted to determine the accuracy of all the square footages of the structures and valuations provided for all structures. Is it cohesieve with the SAFEbuilt measurements or at least close to what was measured by hand? Please verify. 3. CSO1 ENERGY CODE CRITERIA; This reference is only for the residential units. Please provide the energy reports for all commercial areas using the Non-Residential Energy Code REC) for compliance. 4. CS02 DEFERRED SUBMITALS; This states that the mechanical, electrical, plumbing, and pool will be design-build. Please expand your intentions and timelines regarding these items as there are numerous firewall designs and roof parapets that are affected by the mechanical and plumbing plans that are not being reviewed at this time. The plumbing also looks like there are "back-to-back" fixtures in several kitchen units that is a concern. 3 1 P a g e 5. CSO1 FIRE SEPARATION REQUIREMENTS; Please address the imaginary property line CS03 between Buildings K, L, M, I&J regarding Section 705.11 for required parapets item 5 CS04 regarding the option of a 4 foot horizontal protection on the roof. Remember that this 4 CS05 foot section does not include plumbing vent penetrations or equal. Please show this requirement of 4' on the roof framing plans for Buildings K, L&M. 6. A1.01-K Missing detail refernees for parking stalls regarding the classification of the parking A1.01-L stalls per section IBC 406.3.1. The maximum area for a U classification is 1,000 sq. ft. It A 1.01-M is unclear if the floor plan is showing divider walls or beams. Please expand the information needed to discern the construction in the parking stalls. 7. A3.10-K Please provide a transverse cross section view that shows the parking stalls on the lowest A3.10-L level with cross section showing either open or enclosed parking stalls walls between A3.10-M each. Provide reference to a detail supporting IBC 406.3.1. 8. ?????? WATER INTRUSION; Per RCW 64.55.020, the building department shall not issue a building permit for construction of the building enclosure of a multiunit residential building unless the building enclosure design documents (regarding weather- proofing/water-intrusion) contain a stamped statement by the person stamping the building enclosure design documents in substantially the following form: "The undersigned has provided building enclosure documents that in my professional judgment are appropriate to satisfy the requirements of RCW 64.55.005 through 64.55.090.". Please submit the Water Intrusion plan for the complex. 4 Page Y PA t y Ecu 1�1 V] m E W w cz W ° � O d Z n � Z N cu a W U OC1 � O F o z c. Mw O C J cn Z V F 0 y a OG o U y '� H 2 (1) U CO i o T: otwa, ~ O O O Q A z � 4.0 o A n E y c Q 04 fs1 G°7 W O V ot eC �Z* C:6 U ►--+ O w F z O wo L-4 � V F U z 0 x z 0 n C a M 'n 00 Z V, Q ¢ F in •tip 'I0 v� S Q O �C) w ' � o z o w z z z w o w x c F w STRUCTURAL NOTES C (THESE NOTES ARE TYPICAL UNLESS NOTED OR DETAILED OTHERWISE ON DRAWINGS) ENGINEERING CODE SHOP DRAWINGS MINIMUM LAPS AND EMBEDMENT WELDING 250 4TH AVE. S., SUITE 200 ALL MATERIALS,WORKMANSHIP,DESIGN,AND CONSTRUCTION SHALL CONFORM TO THE DRAWINGS, SHOP DRAWINGS FOR THE FOLLOWING ITEMS SHALL BE SUBMITTED TO THE ARCHITECT AND STRUCTURAL UNLESS OTHERWISE NOTED,REINFORCING SPLICE LENGTHS AND DEVELOPMENT LENGTHS SHALL BE AS WELDING SHALL CONFORM TO AWS"STRUCTURAL WELDING CODE",LATEST EDITION.ALL WELDING SHALL BE EDMONDS, WASHINGTON 98020 SPECIFICATIONS,AND THE INTERNATIONAL BUILDING CODE(IBC),2015 EDITION.SPECIFICATIONS AND ENGINEER FOR REVIEW PRIOR TO FABRICATION: TABULATED BELOW: DONE WITH 70 KSI LOW HYDROGEN ELECTRODES.WHERE NOT CALLED OUT,MINIMUM FILLET WELD SIZE SHALL PHONE (425) 778-8500 STANDARDS WHERE REFERENCED ON THE DRAWINGS ARE TO BE THE LATEST EDITION. BE PER TABLE 5.8 IN AWS DI.J.,LATEST EDITION. FAX (425) 778-5536 1.REINFORCING STEEL 3.PREMANUFACTURED WOOD TRUSSES f'c=3000 PSI DESIGN LOADS 2.CONCRETE MIX DESIGN 4.WOOD I-JOISTS&ENGINEERED WOOD BEAMS DEVELOPMENT LENGTH LAP SPLICE WELDING OF REINFORCING BARS SHALL NOT BE PERMITTED UNLESS SPECIFICALLY CALLED OUT ON DRAWINGS OR APPROVED BY STRUCTURAL ENGINEER.WELDING OF GRADE 60 REINFORCING BARS SHALL BE PERFORMED DEAD LOADS: SHOP DRAWINGS SHALL BE REVIEWED,REVISED AS REQUIRED FOR FIELD CONDITIONS,AND DATE STAMPED BY BAR TENSION COMPRESSION TENSION COMPRESSION USING LOW HYDROGEN ELECTRODES.WELDING OF GRADE 40 REINFORCING BARS SHALL BE PERFORMED USING ROOF 15 PSF THE CONTRACTOR PRIOR TO REVIEW BY THE ENGINEER.CONTRACTOR SHALL PROVIDE(3)SETS OF SHOP SIZE E70XX ELECTRODES.SEE REINFORCING NOTES FOR MATERIAL REQUIREMENTS OF WELDED BARS.WELDING FLOOR 24 PSF DRAWINGS FOR ENGINEER'S REVIEW.ALLOW TWO WEEKS FOR SHOP DRAWING APPROVAL BY ENGINEER. TOP BARS OTHER BARS ALL BARS TOP BARS BARS ALL BARS WITHIN 4"OF COLD BENDS IN REINFORCING BARS IS NOT PERMITTED. OVY C w LIVE LOADS: ENGINEER'S SHOP DRAWING REVIEW IS FOR GENERAL CONFORMANCE WITH THE DESIGN CONCEPT AND #3 22 17 9 28 22 12 ALL WELDING SHALL BE DONE BY WASHINGTON ASSOCIATION OF BUILDING OFFICIALS(WABO)CERTIFIED C'��F// 1 f sF' ROOF(SNOW LOAD) 25 PSF CONTRACT DOCUMENTS.MARKINGS OR COMMENTS SHALL NOT BE CONSTRUED AS RELIEVING THE WELDERS. T pup.- PRIVATE DECKS 60 PSF CONTRACTOR FROM COMPLIANCE WITH THE PROJECT PLANS AND SPECIFICATIONS.THE CONTRACTOR REMAINS #4 29 22 11 37 29 15 1 RESIDENTIAL 40 PSF RESPONSIBLE FOR DETAILS AND ACCURACY,FOR CONFORMING AND CORRELATING ALL QUANTITIES AND #5 36 28 14 47 36 19 LUMBER DIMENSIONS,FOR SELECTING FABRICATION PROCESSES,FOR TECHNIQUES OF ASSEMBLY,AND FOR PERFORMING O z 25 (LIVE LOADS ARE REDUCED WHERE PERMISSIBLE PER IBC SECTION 1607.10). THE WORK IN A SAFE MANNER. #6 43 33 17 56 43 23 GALL RADING ES SPECIFIED ARE MINIMUM KILN-DRIED TO MC GRADES OF THE FIRED.ALL LUMBER MINIMUM STANDARDS:BE IN ACCORDANCE WITH WWPA SSIONAL � EARTHQUAKE LOADS: ENGINEER'S SHOP DRAWING REVIEW OF STRUCTURAL COMPONENTS DESIGNED BY OTHERS IS FOR LOADS #7 63 48 20 81 63 27 IMPOSED ON THE BASIC STRUCTURE.THE COMPONENT DESIGNER IS RESPONSIBLE FOR CODE CONFORMANCE #8 72 55 22 93 72 30 SIZE CLASSIFICATION SPECIES GRADE Fb(PSI) Fc(PSI) 08/09119 EQUIVALENT LATERAL FORCE PROCEDURE PER ASCE 7-10 SECTION 12.8. AND ALL CONNECTIONS TO TH E BASIC STRUCTURE.SHOP DRAWINGS SHALL INDICATE MAGNITUDE AND LIGHT FRAMING(STUDS) DOUG-FIR STUD 776(REP) 800 DIRECTION OF THE LOADS IMPOSED ON THE BASIC STRUCTURE AND SHALL BE STAMPED&SIGNED BY A SITE CLASS D PROFESSIONAL ENGINEER REGISTERED IN THE SAME STATE AS THE PROJECT. f'c=4000 PSI 2x JOISTS AND PLANKS DOUG-FIR #2 978(REP) - SHORTPERIODSPECTRALRESPONSEACCEL(Ss) 1.071 DEVELOPMENT LENGTH LAP SPLICE PLATES AND BLOCKING DOUG-FIR #2 850 ONE SECOND SPECTRAL RESPONSE ACCEL N 0.417 FABRICATION SHALL BEGIN ONLY AFTER SHOP DRAWINGS BEARING THE STAMP AND SIGNATURE OF THE - SHORT PERIOD DESIGN SPECTRAL RESPONSE ACCEL(Sos) 0.765 PROJECT ARCHITECT,ENGINEER OF RECORD,AND CONTRACTOR HAVE BEEN RECEIVED. BAR TENSION COMPRESSION TENSION COMPRESSION 6x AND LARGER BEAMS AND DOUG-FIR #2 875 - ONE SECOND DESIGN SPECTRAL RESPONSE ACCEL(So,) 0.440 SIZE STRINGERS RISK CATEGORY II FOUNDATIONS:SPREAD FOOTINGS TOP BARS OTHER ALL BARS TOP BARS OTHER ALL BARS SEISMIC IMPORTANCE FACTOR 1.0 BARS BARS 4x AND SMALLER BEAMS AND DOUG-FIR #2 850 - (e) SOILS REPORT: REPORT NO: 18-0408 #3 19 15 8 24 19 12 STRINGERS SEISMSEISMGN CATEGORY D PREPARED BY: GEOTEST ALL POSTS AND TIMBERS DOUG-FIR #1 1200 1000 BASIC SEISMIC IC FORCE-RESISTING-SYSTEM WOOD SHEAR WALLS DATED: MAY 17,2019 #4 25 19 10 33 25 15 RESPONSE MODIFICATION FACTOR,(R) 1.5 REFER TO PLAN NOTES,SCHEDULES,AND DETAILS FOR MORE SPECIFIC LUMBER SIZE AND GRADE REQUIREMENTS. REDUNDANCY FACTOR(p) 1.0 #5 31 24 12 41 31 19 SEISMIC RESPONSE COEFFICIENT(C 0.118 ALLOWABLE SOIL PRESSURE: 2000 PSF ALL LUMBER IN CONTACT WITH CONCRETE,MASONRY,OR WITHIN 8"OF SOIL SHALL BE PRESSURE-TREATED. F s) #6 37 29 15 49 37 23 F W=TOTAL SEISMIC DEAD LOAD AS DEFINED PER ASCE 7-10 SECTION 12.7.2. LATERAL EARTH PRESSURE: #7 54 42 17 71 54 27 NAILS,BOLTS,AND METAL CONNECTORS FOR WOOD z UNRESTRAINED: 35 PCF+ANY APPLICABLE SURCHARGE O m RESTRAINED: 55 PCF+ANY APPLICABLE SURCHARGE #8 62 48 19 81 62 30 ALL NAILS SHALL CONFORM TO THE STANDARDS SET FORTH BY THE NATIONAL DESIGN STANDARDS(NDS)FOR I- BASE SHEAR(V),V=CsW= SD5 W � PASSIVE: 300 PCF WOOD CONSTRUCTION,LATEST EDITION.NAILING NOT SPECIFIED SHALL BE PER IBC TABLE 2304.9.1 NAILING _ � COEFFICIENT OF FRICTION: 0.35 NOTE: SCHEDULE.ALL NAILS CALLED OUT ON PLANS SHALL BE COMMON NAILS UNLESS NOTED OTHERWISE AND SHALL WIND LOADS: 1.ALL LENGTHS ARE IN INCHES. MEET OR EXCEED THE FOLLOWING MINIMUM GUIDELINES: FOUNDATIONS SHALL BEAR ON NATIVE SITE SOILS OR STRUCTURAL FILL,PREPARED AND COMPACTED AS 2.ALL LAP SPLICES ARE CLASS B. m BASIC WIND SPEED(3 SECOND GUST) 110 MPH REQUIRED BY THE GEOTECHNICAL REPORT AND AT LEAST 18"BELOW ADJACENT EXTERIOR GRADE.ANY 3.'TOP BARS"ARE HORIZONTAL REINFORCEMENT PLACED SUCH THAT MORE THAN 12 INCHES OF NAIL SHANKS MIN LENGTH p a EXPOSURE B FOUNDATION ELEVATIONS SHOWN IN THE DRAWINGS REPRESENT MINIMUM DEPTHS AND ARE FOR BIDDING CONCRETE IS CAST IN THE MEMBER BELOW THE BAR. 8d COMMON 0.1310 2 1/2"SHANK Kn 1.0 ONLY.ACTUAL FOUNDATION ELEVATIONS ARE SUBJECT TO SITE CONDITIONS AND MUST THEREFORE BE a, ESTABLISHED BY THE CONTRACTOR. CONCRETE WALL REINFORCING 10d COMMON 0.1480 3"SHANK w\ SEE PLANS FOR ADDITIONAL DESIGN LOADS. H p� 12d COMMON 0.1480 3 1/4"SHANK IMPORTED STRUCTURAL FILL AND BACKFILL MATERIAL SHOULD CONSIST OF CLEAN,WELL GRADED GRANULAR PROVIDE THE FOLLOWING MINIMUM REINFORCING UNLESS NOTED OR DETAILED OTHERWISE(GRADE 60): o STATEMENT OF SPECIAL INSPECTIONS MATERIAL FREE OF DEBRIS OR ORGANICS AS SPECIFIED IN THE GEOTECHNICAL REPORT. i6d COMMON 0.1620 31/2"SHANK 000 THICKNESS REINFORCING PLACEMENT J.d SPECIAL INSPECTIONS ARE REQUIRED AS INDICATED IN THE FOLLOWING TABLE.THE CONTRACTOR SHALL BACKFILL BEHIND ALL RETAINING WALLS WITH WELL-DRAINING,GRANULAR FILL AND PROVIDE FOR SUBSURFACE #4 @ 13"OC ME BOX NAILS MAY BE SUBSTITUTED FOR&COMMON NAILS WITH NO CHANGE IN NAIL SPACING.FRAMING Y SUBMIT WRITTEN STATEMENT OF RESPONSIBILITY TO THE BUILDING OFFICIAL AND OWNER PRIOR TO DRAINAGE. 6"WALLS EA WAY CENTERED MEMBERS MAY BE NAILED WITH 16d SINKERS(0.148"0 x 31/4"),BUT ONLY 16d COMMON NAILS SHALL BE USED Q COMMENCEMENT OF WORK IN ACCORDANCE WITH CHAPTER 1704.40F THE IBC. 8"WALLS #5 @ 15"OC EA WAY CENTERED WHERE l6d NAILS ARE INDICATED IN THIS DRAWING SET.ENGINEER MAY APPROVE OTHER NAILS IF NAIL LABELS 7 L STRUCTURAL OBSERVATION OF THE STRUCTURAL SYSTEM BY THE ENGINEER IS NOT REQUIRED. EXCAVATIONS AND DRAINAGE INSTALLATION SHALL BE OBSERVED BY A SOILS ENGINEER RETAINED BY THE ARE SUBMITTED TO ENGINEER PRIOR TO START OF CONSTRUCTION. OWNER.IF EXCAVATION SHOWS SOIL CONDITIONS TO BE OTHER THAN THOSE ASSUMED ABOVE NOTIFY THE 30"WALLS #4@16"OC EA WAY,EA FACE DESIGN: RMK FREQUENCY AND DISTRIBUTION OF REPORTS-INSPECTION REPORTS SHALL BE PROVIDED FOR EACH DAY ON STRUCTURAL ENGINEER FOR POSSIBLE FOUNDATION REDESIGN. ALL BOLTS IN WOOD MEMBERS SHALL CONFORM TO ASTM A307.PROVIDE WASHERS UNDER THE HEADS AND CONCRETE GENERAL NOTES NUTS OF ALL BOLTS AND LAG SCREWS BEARING ON WOOD.LEAD HOLES FOR LAG BOLTS SHALL BE BORED FOR DRAWN: J EG SITE BY SPECIAL INSPECTOR.STRUCTURAL OBSERVATION REPORTS SHALL BE PROVIDED AFTER EACH DEFERRED APPROVAL ITEMS THE SHANK AND THREADED PORTIONS PER NDS 11.1.3. OBSERVATION.REPORTS SHALL BE DISTRIBUTED TO TH E CONTRACTOR,ARCHITECT,ENGINEER AND BUILDING CHECK: JGG OFFICIAL. SUBMITTAL DOCUMENTS FOR DEFERRED SUBMITTAL ITEMS SHALL BE SUBMITTED TO THE ARCHITECT AND VERTICAL BARS SHALL START FROM TOP OF FOOTING.HORIZONTAL BARS SHALL STARTA DISTANCE OF I/2 THE CONNECTORS CALLED OUT BY LETTERS AND NUMBERS SHALL BE"STRONG-TIE"BY SIMPSON COMPANY, NORMAL BAR SPACING FROM TOP OF FOOTING AND TOP OF FRAMED SLABS.IN ADDITION,THERE SHALL BE A CATALOG TO BE THE LATEST EDITION,OR ENGINEER APPROVED EQUAL.CONNECTORS SHALL BE INSTALLED IN ENGINEER REVIEWED WHO SHALL REVIEWHAVE THEM ANDFOUND INDICATE IN GENERAL CONFORMANCE SUBMITTAL DOCUMENTS HORIZONTAL BAR AT A MAXIMUM OF 3"FROM TOP OF WALL AND BOTTOM OF FRAMED SLABS. JOB NO: 8/09/19 SPECIAL INSPECTION HAVE BEEN REVIEWED AND THAT THEY HAVE BEEN FOUND TO BE IN GENERAL CONFORMANCE WITH THE DESIGN ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS AND WITH THE NUMBER AND SIZE OF OF THE BUILDING.THE DEFERRED SUBMITTAL ITEMS SHALL NOT BE INSTALLED UNTIL THEIR DESIGN AND FASTENERS AS SPECIFIED BY THE MANUFACTURER.WHERE CONNECTOR STRAPS CONNECT TWO MEMBERS, DATE: 08�09�19 OPERATION CONT PERIODIC REMARKS SUBMITTAL DOCUMENTS HAVE BEEN APPROVED BY THE BUILDING OFFICIAL. PROVIDE CORNER BARS TO MATCH THE HORIZONTAL REINFORCING WITH TENSION LAP SPLICE AT EACH SIDE PER TABLE,OR BEND ONE SIDE OVER TO PROVIDE TENSION LAP. PLACE ONE-HALF OF THE NAILS,SCREWS,OR BOLTS IN EACH MEMBER. SOILS 1.PREMANUFACTURED WOOD TRUSSES INSTALL SOLID BLOCKING AT ALL BEARING POINTS.ALL SHIMS SHALL BE SEASONED,DRIED,AND THE SAME 2.HANDRAILS AND GUARDRAILS PROVIDE CONTROL OR CONSTRUCTION JOINTS IN SLABS ON GRADE TO BREAK UP SLAB INTO RECTANGULAR AREAS EXCAVATION&FILL&COMPACTION&DRAINAGE X GEOTECH ENGINEER 3.PREMANUFACTURED BOLT-ON DECKS OF NOT MORE THAN 400 SQUARE FEET EACH.AREAS TO BE AS SQUARE AS PRACTICALAND HAVE NO ACUTE GRADE(MINIMUM)AS MEMBERS CONNECTED. CONCRETE ANGLES.JOINT LOCATIONS TO BE APPROVED BY THE ARCHITECT. CONCRETE GALVANIZATION REINFORCING PLACEMENT X ALL CONSTRUCTION JOINTS SHALL BE THOROUGHLY CLEANED AND PROPERLY PREPARED IMMEDIATELY PRIOR TO ANCHOR BOLTS X ALL CONCRETE SHALL BE MIXED,PROPORTIONED,CONVEYED,AND PLACED IN ACCORDANCE WITH SECTION POURING OF CONCRETE.DOWEL STEEL SHALL BETHE SAME SIZE AND SPACING AS MAIN REINFORCING DETAILED UNLESS NOTED OTHERWISE,STEELCONNECTORS IN CONTACT WITH TREATED WOOD SHALL BE GALVANIZED Y CHAPTER 5 OF ACI 318 AND THE AMERICAN CONCRETE INSTITUTE'S SPECIFICATIONS FOR STRUCTURAL BEYOND JOINT. ACCORDING TO THE FOLLOWING TABLE: HOLDOWN PLACEMENT X CONCRETE FOR BUILDINGS(ACI 301). UNTREATED ACQ-C CBA-A OTHER OTHER PT CONCRETE TEST SPECIMENS X BARS PARTIALLY EMBEDDED IN HARDENED CONCRETE SHALL NOT BE FIELD BENT UNLESS SO DETAILED OR GALVANIZATION WOOD CCA-C SBX ACQ-D CA-B BORATE ACZA WOOD W ALL CONCRETE SHALL BE STONE-AGGREGATE CONCRETE HAVING AUNIT WEIGHT OF APPROXIMATELY 150 APPROVED BY THE STRUCTURAL ENGINEER. Z CONCRETE PLACEMENT X POUNDS PER CUBIC FOOT. G90 X X X SEE ARCHITECTURAL DRAWINGS FOR ALL GROOVES,NOTCHES,CHAMFERS,FEATURE STRIPS,COLOR,TEXTURE AND ADHESIVE ANCHORS X IF USED CONCRETE STRENGTHS AT 28 DAYS(f'c)AND MIX CRITERIA SHALL BE AS FOLLOWS: OTHER FINISH DETAILS AT ALL EXPOSED CONCRETE SURFACES.PROVIDE 3/4"CHAMFER AT ALL CORNERS EXCEPT AS G185 X X X X X X W EXPANSION ANCHORS X IF USED NOTED. HDG X X X X X X MAXIMUM MIN CEMENT MAXIMUM Q STRUCTURAL STEEL TYPE OF CONSTRUCTION f'c WATER/CEMENT CONTENT PER CUBIC STRUCTURAL STEEL STT300 X X X X X X X X SHRINKAGE$TRAIN FABRICATION&ERECTION X RATIO YARD STRUCTURAL STEEL DESIGN,FABRICATION AND ERECTION SHALL BE IN ACCORDANCE WITH THE AISC G90=0.90 OZ.OF ZINC PER SQUARE FOOT OF AREA = HIGH STRENGTH BOLTING X SLAB ON GRADE 3000 PSI 0.55 51/2 SACK N/A "SPECIFICATION FOR THE DESIGN,FABRICATION,AND ERECTION OF STRUCTURAL STEEL FOR BUILDINGS",LATEST G185=1.85 OZ.OF ZINC PER SQUARE FOOT OF AREA HOG=HOT DIP GALVANIZED SHOP&FIELD WELDING FOOTINGS 4000 PSI 0.50 51/2 SACK N/A EDITION. SST300=TYPE 316L STAINLESS STEEL W SINGLE PASS FILLET WELDS<5/16" X WALLS 4000 PSI 0.48 51/2 SACK N/A SHAPES SHALL CONFORM TO ASTM A992,Fy=50 KSI. RATED SHEATHING Cal 0 WOOD FRAME THE MINIMUM AMOUNT OF CEMENT LISTED ABOVE MAY BE CHANGED IF A CONCRETE PERFORMANCE MIX IS PLATES,ANGLES,AND RODS SHALL CONFORM TO ASTM A36,Fy=36 KSI. N RATED SHEATHING SHALL BE GRADE C-DINT-APA WITH EXTERIOR GLUE OR O5B SHEATHING WITH EXTERIOR 00Z SHEARWALL&DIAPHRAGM NAILING X SPACING 54-Oc SUBMITTED TO THE ENGINEER AND THE BUILDING DEPARTMENT FOR APPROVAL TWO WEEKS PRIOR TO PLACING STRUCTURAL TUBING SHALL CONFORM TO ASTM ASOO GRADE B,Fy=46 K51. GLUE IN CONFORMANCE WITH IBC STANDARD 2303.1.4. Y N ANY CONCRETE.THE PERFORMANCE MIX SHALL INCLUDE THE AMOUNTS OF CEMENT,FINE AND COARSE STRAP NAILING X AGGREGATE,WATER,AND ADMIXTURES AS WELLASTHE WATER-CEMENT RATIO,SLUMP,CONCRETE YIELD,AND TIMBERSTRAND,MICROLLAM,AND PARALLAM MEMBERS J STEEL PIPE SHALL CONFORM TO ASTM A53 GRADE B,Fy=35 KSI. NOTE: SUBSTANTIATING STRENGTH DATA IN ACCORDANCE WITH CHAPTER 5 OF ACI 318. Q � Q ALL ITEMS MARKED WITH AN"X"SHALL BE INSPECTED IN ACCORDANCE WITH IBC CHAPTER 17.SPECIAL FABRICATED IN CONFORMANCE WITH THE INTERNATIONAL CODE COUNCIL EVALUATION SERVICE(ICC-ES) CL Q INSPECTION SHALL BE PERFORMED BY A QUALIFIED TESTING AGENCY DESIGNATED BY THE OWNER.THE ALL CONCRETE EXPOSED TO WEATHER OR TO FREEZING TEMPERATURES SHALL BE AIR-ENTRAINED IN BOLTS CONNECTING STEEL MEMBERS SHALL CONFORM TO ASTM A325-N.BOLTS SHALL BE 3/4"0 MINIMUM, REPORT NO.ESR-13870R CCMC REPORT NO.12627-R,08675-R,AND 11161-R.EACH MEMBER SHALL BE W ACCORDANCE WITH ACI 318 TABLE 4.2.1 FOR MODERATE EXPOSURE CONDITION. UNO ANCHOR BOLTS SHALL CONFORM TO ASTM A307. IDENTIFIED BY A STAMP INDICATING THE PRODUCT TYPE AND GRADE,ICC-ES OR CCMC REPORT NUMBER, L IJ RESULARCHITS.ANYI STRUCTURALAILINGENGINEER, MEETND HE PROJECTS SPECIFICATIONS TIONSSBE ALLBEISHED I MEDIATEH COPIES OF ALL AND J D TO ATTENTION FAILING TO MEET THE PROJECTSPECIFICATIONS SHALL BE IMMEDIATELY BROUGHT REINFORCING STEEL CONTRACTOR SHALL PROVIDE CONNECTION ADJUSTMENT TOLERANCES TO SATISFY THE REQUIREMENTS OF AISC MANUFACTURER'SCERTIFIED. MEMBERS S ALLMEET THE FOLLOWING MSTANI STANDARDS: AGENCY'S LOGO.FABRICATOR SHALL Q Z TO THE ATTENTION OF THE DESIGN TEAM. MAN UAL OF STEEL CONSTRUCTION. BE CERTIFIED.MEMBERS SHALL MEET THE FOLLOWING MINIMUM STANDARDS: Z N 0 REI NFORCING STEEL SHALL BE DEFORMED BILLET STEEL CONFORMING TO ASTM A615,AND SHALL BE GRADE 60 SIZE CLASSIFICATION SPECIES GRADE Fb(PSI) FV(PSI Fc(PSI) Z U (Fy=60,000 PSI),UNLESS NOTED OTHERWISE.GRADE 60 REINFORCING BARS INDICATED ON DRAWINGS TO BE UNLESS SPECIFIED AS STAINLESS STEEL,ALL STEEL MEMBERS,SHAPES,BOLTS,AND ACCESSORIES EXPOSED TO BEAMS&POSTS(d<91/2") LSL 1.3E 1,700 425 1,835 z WELDED SHALL CONFORM TO ASTM A706.REINFORCING COMPLYING WITH ASTM A615 MAY BE WELDED IF WEATHER SHALL BE HOT DIP GALVANIZED. Z MATERIAL PROPERTY RELA PORTS INDICATING CONFORMANCE WITH WELDING PROCEDURES SPECIFIED IN AWS NON-SHRINK GROUT RIMS&BEAMS(d>_91/2") LSL 1.55E 2,325 310 - Z N J D1.4 ARE SUBMITTED. m BEAMS&POSTS LVL 2.OE 2,600 285 2,510 L,J r� cl:� WELDED WIRE FABRIC SHALL CONFORM TO ASTM A185.PROVIDE WELDED WIRE FABRIC IN SHEETS NOT ROLLS. NON-SHRINK GROUT SHALL BE CEMENT-BASED WITH A MINIMUM COMPRESSIVE STRENGTH OF 5000 PSI WHEN L U Q N LAP WELDED WIRE FABRIC 12"AT SIDES AND ENDS. TESTED IN ACCORDANCE WITH ASTM C-109.GROUT SHALL BE MIXED AND PLACED IN STRICT ACCORDANCE WITH POSTS(d<91/2") PSL 1.8E 2,400 190 2,500 THE MANUFACTURER'S RECOMMENDATIONS. BEAMS(d>_91/2") PSL 2.2E 2,900 290 - REINFORCING STEEL SHALL BE DETAILED INCLUDING HOOKS AND BENDS IN ACCORDANCE WITH SP-66 AND ACI I I I 318R,LATEST EDITIONS.UNLESS OTHERWISE NOTED,REINFORCING SPLICE LENGTHS AND DEVELOPMENT TIMBERSTRAND,MICROLLAM,AND UNTREATED PARALLAM MEMBERS ARE INTENDED FOR DRY-USE LENGTHS SHALL BE PER SCHEDULE. APPLICATIONS.UNLESS NOTED OTHERWISE,ENGINEERED WOOD BEAMS EXPOSED TO WEATHER SHALL BE TREATED PER MANUFACTURES RECOMMENDATIONS. REINFORCING SHALL BE PLACED AND ADEQUATELY SUPPORTED PRIOR TO PLACING CONCRETE.WET-SETTING EMBEDDED ITEMS IS NOT ALLOWED WITHOUT PRIOR ENGINEER APPROVAL.BARS PARTIALLY EMBEDDED IN HARDENED CONCRETE SHALL NOT BE FIELD BENT UNLESS SO DETAILED OR APPROVED BY THE STRUCTURAL ^�.�- A ,//..\1\` ENGINEER.REFER TO CHAPTER 7 OF ACI 318 FOR OTHER REINFORCING STEEL REQUIREMENTS. `V STRUCTURAL NOTES C (THESE NOTES ARE TYPICAL UNLESS NOTED OR DETAILED OTHERWISE ON DRAWINGS) ENGINEERING GLUE-LAMINATED TIMBER GENERAL 250 4TH AVE. S., SUITE 200 GLUE-LAMINATED TIMBER SHALL BE DOUGLAS FIR,FABRICATED IN CONFORMANCE WITH ANSI/AITC STANDARD STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH ARCHITECTURAL,CIVIL,ELECTRICAL,AND LEGEND EDMONDS, WASHINGTON 98020 A 90.1,LATEST EDITION.EACH MEMBER SHALL BEAR AN AITC IDENTIFICATION MARK AND SHALL BE MECHANICAL DRAWINGS FOR BIDDING AND CONSTRUCTION.CONTRACTOR SHALL VERI FY ALL DIMENSIONS AND PHONE (425) 778-8500 DEFINITION SYMBOL DEFINITION SYMBOL FAX (425) 778-5536 ACCOMPANIED BY AN AITC CERTIFICATE OF CONFORMANCE.FABRICATOR SHALL BE CERTIFIED.MEMBERS SHALL CONDITIONS FOR COMPATIBILITY BEFORE PROCEEDING.ANY DISCREPANCIES SHALL BE BROUGHT TO THE BE OF THE FOLLOWING MINIMUM STANDARDS: ATTENTION OF THE ARCHITECT BEFORE PROCEEDING. DIRECTION OF SPAN COMBINATION Fb NATIVE SOIL FRAMING = — CONTRACTOR TOSEEARCHITECTURAL,CIVIL,ELECTRICAL AND MECHANICAL DRAWINGS FOR SIZE AND LOCATION EXTENT OF SIMPLE SPAN BEAMS 24F-V4 2400 PSI OF PIPE,VENT,DUCT AND OTHER OPENINGS AND DETAILS NOT SHOWN ON THESE DRAWINGS. FRAMING GRANULAR FILL CANTILEVER OR MULTI-SPAN BEAMS 24F-V8 2400 PSI CONTRACTOR SHALL BE RESPONSIBLE FOR ERECTION STABILITY AND TEMPORARY SHORING AS NECESSARY UNTIL COLUMNS STRUCTURAL STEEL GIVY Cp WOOD I-JOISTS PERMANENT SUPPORT AND STIFFENING ARE INSTALLED. of WAS "9S CONTRACTOR-INITIATED CHANGES SHALL BE SUBMITTED IN WRITING TO THE ARCHITECT AND STRUCTURAL COLUMN BEARING RATED SHEATHING WOOD I-JOISTS,MANUFACTURED BY THE TRUS JOIST CORPORATION SHALL BE SIZED AND DETAILED TO FIT THE ENGINEER FORAPPROVAL PRIOR TO FABRICATION OR CONSTRUCTION.CHANGES SHOWN ON SHOP DRAWINGS ON BEAM ?° DIMENSIONS AND LOADS INDICATED ON THE PLANS.ALL DESIGN SHALL BE IN ACCORDANCE WITH THE ONLY WILL NOT SATISFY THIS REQUIREMENT. ALLOWABLE VALUES AND SECTION PROPERTIES ASSIGNED BY THE BUILDING CODE. BEAM CONTINUOUS SHEAR WALL SWX znss DRAWINGS INDICATE GENERAL AND TYPICAL DETAILS OF CONSTRUCTION.WHERE CONDITIONS ARE NOT OVER SUPPORT (SEE SCHEDULE) L$F' ti PROVIDE TEMPORARY BRACING UNTIL SHEATHING AND PERMANENT BRACING IS INSTALLED.MANUFACTURER SPECIFICALLY INDICATED BUT ARE OF A SIMILAR CHARACTER TO DETAILS SHOWN,SIMILAR DETAILS OF „L `SjONAL SHALL PROVIDE ALL SPECIALTY ITEMS REQUIRED FOR ACOMPLETE INSTALLATION OF JOISTS.INSTALL PER CONSTRUCTION SHALL BE USED,SUBJECTTO REVIEW AND APPROVAL BY THE ARCHITECT AND THE STRUCTURAL CONCRETE WALL COLUMN MARK /�S�' MANUFACTURER'S RECOMMENDATIONS. ENGINEER. (SEE SCHEDULE) 08109119 BEARING STUD FOOTING(SEE SC O ALL TRUSS JOISTS ARE TO BE CONNECTED TO FLUSH BEAMS WITH SIMPSON TYPE ITS,IUS OR LBV HANGERS, WALL (SEE SCHEDULE) PROVIDE WEB STIFFENERS AS REQUIRED. NON-BEARING HOLDOWN MARK PRE-MANUFACTURED WOOD TRUSSES STUD WALL (SEE SCHEDULE) WOOD TRUSSES SHALL BE SIZED AND DETAILED TO FIT DIMENSIONS AND LOADS INDICATED ON THE PLANS.ALL BEARING STUD ( TTTT{ HANGER MARK O DESIGN SHALL BE IN ACCORDANCE WITH THE ALLOWABLE VALUES AND SECTION PROPERTIES ASSIGNED BYTHE SHEAR WALL (SEE SCHEDULE) BUILDING CODE.SUBMIT SHOP DRAWINGS FOR ENGINEER REVIEW PRIOR TO FABRICATION.CALCULATIONS AND NON-BEARING �j- �-( FLAG NOTE SHOP DRAWINGS SHALL BE SIGNED BY A PROFESSIONAL ENGINEER REGISTERED IN THE SAME STATE AS THE STUD SHEAR WALL )--�-�� (SEE PLAN NOTES) PROJECT.TRUSS DESIGN AND SHOP DRAWINGS SHALL BE IN CONFORMANCE WITH IBC 2303.4 CMU WALL STEEL MOMENT PROVIDE TEMPORARY BRACING UNTIL SHEATHING AND PERMANENT BRACING IS INSTALLED.MANUFACTURER FRAME CONN. Q SHALL PROVIDE ALL SPECIALTY ITEMS REQUIRED FOR A COMPLETE INSTALLATION OF JOISTS.INSTALL PER MANUFACTURER'S RECOMMENDATIONS. FOR TOP CHORD DESIGN LIVE LOADS,REFER TO THE DESIGN LOAD SECTION.IN ADDITION TO ROOF LOADING ABBREVIATIONS zO j LISTED IN THE DESIGN LOAD SECTION,ROOF TRUSSES SHALL BE DESIGNED FORA BOTTOM CHORD LIVE LOAD OF (A) ABOVE GLB GLUE-LAMINATED BEAM is N 10 PSF.TOP AND BOTTOM CHORD LIVE LOAD DO NOT NEED TO BE DESIGNED FOR SIMULTANEOUSLY. AB ANCHOR BOLT HORIZ HORIZONTAL U IN ADDITION TO THEIR SELF WEIGHT,ROOF TRUSSES SHALL BE DESIGNED FOR A TOP CHORD DEAD LOAD OF 13 ALT ALTERNATE KP KING POST w w PSF AND A BOTTOM CHORD DEAD LOAD OF 30 PSF ACTING SIMULTANEOUSLY.SEE ARCHITECTURAL AND MECHANICAL DRAWINGS FOR LOADS AND OPENINGS NOT SHOWN ON THE STRUCTURAL DRAWINGS. ARCH ARCHITECT KSI KIPS PER SQUARE INCH a DEFLECTIONS SHALL NOT EXCEED L/360 FOR LIVE LOADS,OR L/240 FOR TOTAL LOADS. (B) BELOW L ANGLE Ol TYPICAL FRAMING NOTES BD BAR DIAMETER MECH MECHANICAL w H C7 1.BEARING WALL FRAMING BLKG BLOCKING MF MOMENT FRAME Q O o� BM BEAM MTL METAL 00 REFER TO STUD SCHEDULE ON FRAMING PLANS FOR BEARING WALL FRAMING. BOT BOTTOM NS NEAR SIDE y ALLCOLUMNS NOT CALLED OUTOTHERWISE SHALL BETWO STUDS. BRNG BEARING OC ON CENTER Q 2.WALL BASE PLATE ON CONCRETE BTWN BETWEEN OPP OPPOSITE CIP COMPLETE JOINT PENETRATION PL PLATE DESIGN: RMK WALL PLATES BEARING ON CONCRETE SHALL BE PRESSURE-TREATED.FOR ALL EXTERIOR WALLS AND INTERIOR SHEAR WALLS,BOLT PLATES OR SILLS TO CONCRETE WITH 3/41NCH DIAMETER ANCHOR BOLTS WITH 71NCH CUR CLEAR PLCS PLACES DRAWN: JEG MINIMUM EMBEDMENT.REFER TO SHEAR WALL SCHEDULE,AND PLACE AT 5'-0"OC MAXIMUM UNO.SILL CMU CONCRETE MASONRY UNIT PSI POUNDS PER SQUARE INCH PLATES FOR INTERIOR NON-SHEAR WALLS SHALL BE BOLTED USING 1/21NCH ANCHOR BOLTS @ 6'-0"OC WITH 7 CHECK: JGG INCH EMBEDMENT.AT ALL SILL PLATE ANCHOR BOLTS,CONTRACTOR SHALL INSTALL 1/4"x 3"x 3"FLAT PLATE COL COLUMN PSF POUNDS PER SQUARE FOOT WASHERS.INTERIOR NON-SHEAR WALL SILL PLATES MAY BE ANCHORED PER THE BEARING WALL GUILDELINES CONC CONCRETE P/T POSTTENSIONED JOB NO: 18386.10 OR MAY USE 1/4"x 3"SIMPSON CSD SPLIT DRIVE ANCHORS @ 4'-0"OC WITH J."ROUND FENDER WASHERS.USE DATE: 08/09/1 9 MINIMUM OF TWO ANCHOR BOLTS PER SILL AND PLACE ONE WITHIN 12 INCHES OF EITHER END TYPICAL UNLESS CONN CONNECTION PT PRESSURETREATED NOTED OTHERWISE. CONT CONTINUOUS REINF REINFORCING 3.ROOF AND FLOOR FRAMING COORD COORDINATE RE(XD REQUIRED PROVIDE 11/2"FULL DEPTH BLOCKING FOR JOISTS AND RAFTERS AT ALL SUPPORTS AND AT 8'-0"OC MAXIMUM DEL DOUBLE SCHED SCHEDULE U NO.INTERMEDIATE 8'-0"OC BLOCKING NOT REQ'D IF GWB CEILING 15 INSTALLED DIRECTLY TO UNDERSIDE OF DET DETAIL SIM SIMILAR FRAMING.INSTALL DOUBLE JOISTS UNDER PARTITIONS EXTENDING ONE HALF OR MORE OF THE JOIST SPAN. DIA DIAMETER SOG SLAB ON GRADE PROVIDE TRUSS BLOCKING PANELS FOR ROOF TRUSSES AT SUPPORTS AND SHEAR WALLS,AND WHERE INDICATED ON PLANS AND DETAILS. DIM DIMENSION STD STANDARD 4.DIAPHRAGM NAILING DIR DIRECTION STIFF STIFFENER W ALL SHEAR WALLS,FLOOR AND ROOF DIAPHRAGM NAILINGS SHALL BE AS CALLED OUT ON SCHEDULES OR ON EA EACH STL STEEL Z THE PLANS.EXTERIOR WALLS NOT INDICATED AS SHEAR WALLS SHALL BE SHEATHED AND NAILED TO ELEV ELEVATION SYMM SYMMETRICAL W SUPPORTING FRAMING WITH 10d NAILS AT 6"OC AT ALL PANEL EDGES AND 12"OC AT ALL INTERMEDIATE ES EACH SIDE SW SHEARWALL SUPPORTS. EX EXISTING TOC TOP OF CONCRETE Q THE USE OF NAIL GUNS WILL BE APPROVED IF NAILING INTO THE DIAPHRAGMS CAN BE INSTALLED FLUSH WITH EXP EXPANSION TOS TOP OF STEEL FACE OF SHEATHING.NAIL PENETRATIONS GREATER THAN 1/16"ARE NOT ACCEPTABLE. FUR FLOOR TOW TOP OF WALL V) 5.ALLOWABLE STUD AND PLATE PENETRATIONS FDN FOUNDATION TYP TYPICAL w CUTTING AND/OR NOTCHING OF WOOD STUDS OR PLATES SHALL NOT EXCEED 25%OF THE STUD/PLATE WIDTH FTG FOOTING UNO UNLESS NOTED OTHERWISE P� IN EXTERIOR AND BEARING WALLS AND SHALL NOT EXCEED 40%OF THE STUD/PLATE WIDTH IN ANY �[ NON-BEARING PARTITIONS.BORED HOLE DIAMETER IS LIMITED TO 40%OF STUD/PLATE WIDTH IN ANY STUD FS FAR SIDE VERT VERTICAL ad N O AND MAY BE 60%IN NONBEARING PARTITIONS OR IF STUD IS DOUBLED.MAINTAIN 5/8"MINIMUM EDGE GC GENERAL CONTRACTOR WF WIDE FLANGE 00 Z DISTANCE FROM HOLE EDGE. Y W � N Q Q J bi w �' < a � z D z N o U w o F__ z Z Z N J W I� U Q N S1.2-A FOUNDATION PLAN NOTES: 1.SPREAD FOOTINGS SHALL BEAR A MIN OF V-6"BELOW ADIACENTGRADE ATTHE PERIMETER. 2.WHERE SLAB ON GRADE IS INDICATED,SLAB SHALL BE 4"THICK W/H4 @ 18"OC EACH WAY,CENTERED.SLAB ENGINEE RING SHALL BE POURED OVER A 10 MIL VAPOR BARRIER OVER 6"OF 5/8"CRUSHED ROCK. 250 4TH AVE. S., SUITE 200 3.REFER TO SHEET 54.1 FOR TYPICAL FOUNDATION DETAILS. EDMOND GTON 0 020 PHONE E(425)425)778-8500 4. ® INDICATES FOOTING TYPE,REFER TO FOOTING SCHEDULE ON SHEET 53.1 FOR SIZE&REINFORCEMENT. FAX (425) 778-5536 5.REFER TO"CONCRETE GENERAL NOTES"ON SHEET S1.1 FOR CONTROL JOINT PLACEMENT AND DETAIL 2/S4.1 FOR CONTROL JOINT CONSTRUCTION. TT2 3 4 5 6 7 8 9 ZO ZZ 6.REFER TO FLOOR FRAMING PLANS AND SHEAR WALL&HOLD-DOWN SCHEDULES FOR LOCATION OF SHEAR WALL ANCHOR BOLTS AND HOLD-DOWN ANCHORS.ANCHORAGE AT NON-SHEAR WALLS SHALL BE PER STRUCTURAL VYNOTES. F \ cl 7.PLACE ALL REINFORCEMENT PER THE STRUCTURAL NOTES AND FOUNDATION DETAILS. o 8.CONTRACTOR SHALL VERIFY ALL DIMENSIONS,WALL LOCATIONS,SLAB SLOPES,AND CONCRETE ROUGH oe OPENINGSWITH ARCHITECTURAL,CIVIL,AND MEP DRAWINGSAND NOTIFY ALL PARTIES OF ANY DISCREPANCIES. 25�, s� 9.CONTRACTOR SHALL PROVIDE FOOTING AND SLAB SUBSTRATE PREPARATION,WATERPROOFING,AND BACKFILL `rIONAL v` 10 PER THE GEOTECHNICAL REPORT. s4.1 V 08/G'�J/9 F3 6 F3 \ 10.ALL BUILDING SYSTEMS THAT PENETRATE THE CONCRETE WORK INCLUDING BUT NOT LIMITED TO ARCH,MECH, 54. ELECT,PLUMBING,&FIRE PROTECTION DUCTS,CONDUITS,EMBEDS,&SLEEVES SHALL BE INSTALLED PRIOR TO F3 I I - —F 4 �- I FF33 CONCRETE PLACEMENT. ------ ------ 4.6 FlC F2 ppZO T_ __ _____- --- __ 4, 104.1 I 41 mO117 4. .----. 00FFjNa RMK 4, DRAWN: JEG C CHECK: JGGy JOB NO: 18386.10 _ _� - �O DATE: 08/09/19 F ' I F3 LL IL I I III I iiil _ I I I 1I I Illl �i � �iiil�i F1C Ld 54.1 6 Z 6 I i 4.1 4• W OI'_,F4 Q F3 I I C'1 I C 1 I M Z - - - 1 -I - ad N Q W 0 F1C II 4. Y N o sa. D l l y F3 — _ - - - l CL W 0 — F3 4. FlC 4.1 -�� Z V) 0 o OT o 4 - - Z w o Z F3 F3 F3 3 rl f- Z Z Z N J u w F u U Q 0 t;HF S2.1-A FOUNDATION PLAN © KEY PLAN Lj NTS V-0" 0 5'4" 10'-0' TYPICAL FLOOR FRAMING PLAN NOTES: 1. REFER TO SHEET S3.I FOR BEAM,COLUMN,JOIST,SHEAR WALL AND HOLDOWN SCHEDULES. 2.FLOOR SHEATHING SHALL BE3/4"PLY OR 23/32"OSB WITH 10d COMMON NAILS SPACED AT 6"OC AT ALL ENGINEERING DIAPHRAGM BOUNDARIES,PANEL EDGES AND SHEAR WALLS AND 12"OC AT INTERMEDIATE FRAMING.FOR 250 4TH AVE. S., SUITE 200 PLYWOOD LAYOUT AND NAILING REFER TO DETAIL 2/55.1. EDMONDS, WASHINGTON 98020 PHONE (425) 778-8500 3.HEADERS AT EXTERIOR BEARING AND NON-BEARING WALLS SHALL BE 4x8 DF#2 UNO WHERE MAXIMUM SPAN= FAX (425) 778-5536 6'-6". 4.DOOR HEADERS AT INTERIOR BEARING WALLS SHALL BE 4x6 DF#2 LINO MAXIMUM SPAN=4'-0". 5.COLUMNS AND BEARING WALLS SHOWN ON PLANS SHALL BE CONTINUED DOWN TO THE FOUNDATION UNLESS TT 3 4 5 6 7 H 9 ZO ZZ CARRIED BY A BEAM BELOW. GVY C7 6.ALL DIAPHRAGMS UNBLOCKED UNO.SEE NOTE 9. G.�$oF 4SR, 7.REFER TO SHEET 55.1 THRU 55.3 FOR TYPICAL FLOOR FRAMING DETAILS. INDICATES COLUMN BELOW AND BEAM SHALL BE CONTINUED OVER COLUMN,TYP. lol sms 9.ALL FLOOR DIAPHRAGMS SHALL BE UNBLOCKED EXCEPT WHERE(OR IF)NOTED ON THE SPECIFIC FLOOR PLANS. S L ti WHERE BLOCKING IS SPECIFICED,PLYWOOD PANEL EDGES SHALL BE BLOCKED WITH 2x4 DF FLAT.PANEL EDGE `rjOflAL 1 4 2x6 HF#2 NAILING AT BLOCKED DIAPHRAGM AREAS SHALL BE 10d @ 4"OC ALL PANEL EDGES. OBI 09119 RAFTER CONN PER C6 L6 S5. S6. @ 24"OC 10.FINISHED FLOOR ELEVATIONS PER ARCHITECT.CONTRACTOR TO VERIFY ALL ELEVATIONS PRIOR TO A DETAIL 11/56.1 3 1 8"x 101/2"" CONSTRUCTION. Cs a CONT GLB 11.ALL COLUMNS NOT OTHERWISE CALLED OUT SHALL BE Cl.SEE COLUMN SCHEDULE.PROVIDE SOLID BLOCKING B c b 4 q IN JOIST SPACE BELOW ALL COLUMNS. ,n v 1 3 2 Iu RA' ti s6.1 ss.z s6. yv TYPICAL HEADER SUPPORTS(LINO) m i� FRAMING INTERIOR INTERIOR xom LEVEL EXTERIOR (RO>T-4") (RO5T-4") J U m 0 h R", (1)FULL HT (1)FULL HT (1)FULL HTBM7 6 LL ROOF +(1)CRIPPLE +(1)CRIPPLE +(1)CRIPPLE(1)FULL HT (1)FULLHT (1)FULL HT 20 m�ill��li �. 3RD G W6 +(1)CRIPPLE +(1)CRIPPLE +(1)CRIPPLE d m G r 2ND (1)FULL HT (1)FULL HT (1)FULL HT H 5, +(2)CRIPPLE +(2)CRIPPLE +(1)CRIPPLE U n z I .2 S8 NOTES: wp d ^cv L~ 1.THE COLUMNS LISTED IN THE TABLE ABOVE SHALL BE PLACED IMMEDIATELY = BELOW THE"FRAMING LEVEL"INDICATED. 2.HEADER SUPPORTS SHALL HAVE THE SAME GRADE OF LUMBER AS THE WALL IN a, m LG WHICHTHEYARE LOCATED. 3.REFER TO TYPICAL ROOF PLAN NOTES FOR TYPICAL BEARING WALL HEADERS Q p BM3 NOT SPECIFICALLY CALLED OUT ON THE PLANS. 00 6. G 11 ti �ti m TYPICAL FRAMING SCHEDULE a E _ 6 3/�"x 18"GLB 6 3/4"x 18"GI-13 6 3/4"x 18"GL� - 0 Ty 2 RRR O FRAMING BEARING WALLS RAFTER CONN LEVEL INTERIOR DESIGN: RMK 7.1 EXTERIOR INTERIOR 2x6 PARTY WALLS DRAWN: JEG PER DETAIL 11 10 2x4 11/56.1 C9 5. = 2x6 DF m STUD 2x6 DF STUD 2x4 DF STUD 2x4 DF STUD ROOF CHECK: JGG @ 16"OC @ 16"OC @ 16"OC EA FACE @ 16"OC cti JOB NO: 18386.10 x4 3RD 2x6 DF STUD 2x6 DF STUD 2x4 DF STUD 2 DF STUD 16"OC @ 16"OC @ 16"OC EA FACE @ 16"OC DATE: 08/09/1 9 m 2x6 DF STUD 2x6 DF STUD 2x4 DF#1 2x4 DF STUD GA 11 IL� - 2ND @ 16"OC @ 16"OC @ 16"OC I EA FACE @ 16"OC "x 18"GLB G 634" 18"GLB 3 m III I_ 6 m 2 DJ1 li NOTES: 10 = 1.THE WALLS LISTED IN THE TABLE ABOVE SHALL BE PLACED IMMEDIATELY 5. 5.2 b b BELOW THE"FRAMING LEVEL"INDICATED. Z - RACy L 2.NON BEARING WALLS SHALL BE 2x4 OR 2x6 DF STUD GRADE AT I6"OC LINO. Q �'V SW4 A - - - - ----- - J F11 Z Gb LL LL 55. ; V Q Z_ 63 "x 18"G B kJ 63/4"x18"GLB _ TYP 2 TT 6 3/4"x 18"P B 10 LL �o M3 (y a - - 5. N z m m Y N00 0 Rll 7 N Cl z O EL s. ° - - - - - - a H a J K = cti �� p c? �ti c? �° C 3 - Lu W LL_ �j J \J c°m aBo I a Z a �qq a 6 Z N O 1 s �I Z M 3 1 8"x 13 1 2'GLB a �-�- - - n Z LG 8"x 16 1/2'CON C6. 3 1/8"x 1 1/2'CO GLB RAFTER CONN PER LJ 1=_` I W Cl to DETAIL 11/56.1 n "� Z N J U n 6. T�H I Ld U � III - G SHEET: S2.2-A SECOND FLOOR FRAMING PLAN © KEY PLAN NTS 5'-0" 0 5'-0" 10'-0" TYPICAL FLOOR FRAMING PLAN NOTES: 1.REFER TO SHEET S2.2 FOR TYPICAL FLOOR FRAMING PLAN NOTES. ENGINEERING THIS FLOOR FRAMING PLAN NOTES: 250 4TH AVE. S., SUITE 200 EDMONDS, WASHINGTON 98020 1. WALLS SHOWN ON THIS PLAN ARE WALLS BELOW THE FLOOR INDICATED. PHONE (425) 778-8500 FAX (425) 778-5536 2.HOLDOWNS SHOWN ON THIS PLAN SHALL BE PLACED AT THE BASE OF THE WALLS SHOWN. TYPICAL HEADER SUPPORTS(UNO) T 2 3 4 5 6 7 8 9 ZO ZZ FRAMING EXTERIOR INTERIOR INTERIOR GVY C� LEVEL (RO>3'-a") (RO<_3'-a"I O of xasgr qs� (1)FULL HT (1)FULL HT (1)FULL HT ra'/per"<t��o ROOF (1)CRIPPLE +(1)CRIPPLE (1)CRIPPLE 1-'� (1)FULL HT (1)FULL HT (1)FULL HT 3RD (1)CRIPPLE +(1)CRIPPLE +(1)CRIPPLE .iG„ 2L25�. 2ND (1)FULL HT (1)FULL HT (1)FULL HT `rjONAL +(2)CRIPPLE +(2)CRIPPLE +(,)CRIPPLE FULL HEIGHT 1 08/09/9 STUD WALLS 6. NOTES: SW6 1.THE COLUMNS LISTED IN THE TABLE ABOVE SHALL BE PLACED IMMEDIATELY BELOW THE"FRAMING LEVEL"INDICATED. 2.HEADER SUPPORTS SHALL HAVE THE SAME GRADE OF LUMBER AS THE WALL IN WHICH THEY ARE LOCATED. 3.REFER TO TYPICAL ROOF PLAN NOTES FOR TYPICAL BEARING WALL HEADERS 2 NOT SPECIFICALLY CALLED OUT ON THE PLANS. 6. a 3 TYPICAL FRAMING SCHEDULE 2 x o 56.2 FRAMING BEARING WALLS F F J LEVEL INTERIOR EXTERIOR INTERIOR 2.6 PARTY WALLS 1 52 ROOF 2x6 DF STUD 2x6 DF STUD 2x4 DF STUD 2x4 DF STUD z co co — SW6 @ 16"OC @ 16"OC @ 16"OC EA FACE @ 16"OC d r C 2 r 3RD 2x6 DF STUD 2x6 DF STUD 2x4 DF STUD 2x4 DF STUD U 1 @ 16"OC @ 16"OC @ 16"OC EA FACE @ 16"OC w w 56. S5. W 2ND 2x6 DF STUD 2x6 DF STUD 2x4 DF11 2x4 DF STUD @ 16"OC @ 16"OC @ 16"OC EA FACE @ 16"OC a, L NOTES: T D — — — 1.THE WALLS LISTED IN THE TABLE ABOVE SHALL BE PLACED IMMEDIATELY p W BELOW THE"FRAMING LEVEL"INDICATED. p 2.NON BEARING WALLS SHALL BE 2x4 OR 2x6 DF STUD GRADE AT 16"OC UNO. Y tr — SW6 FLAG NOTES: � E - - 5 J::� 4x6 DF#2(UNO)EA END OF EACH BALCONY,TYP.CONNECT COLTOTOP&BOT PLATES W/A35 CLIPS EA DESIGN: RMK 6 SIDE.COORDINATE LOCATION&ALL OTHER REQUIREMENTS W/BOLT-ON DECK MFR. 3 S - � PROVIDE 51/2"RIM AT ALL BOLT-ON DECKS.REFER TO BOLT-ON MFR DRAWINGS FOR ADDITIONAL DRAWN: JEG BOLT-ON DECK BLOCKING AND STRAPPING REQUIREMENTS. CHECK: JGG PER MFR JOB NO: 18386.10 I 6 — — � — — — SW6LL — (, DATE: 08/09/19 i� — I I sw6 3 m = - 2 10 55.2 6 L6 —55. — — —SW6 DJ Zl N Ld Z J _ w a C� — — SW6 = Z I I c—c 6 ^ L ss. cG M Q — BM3 N 2 00 s. Y W � p= cn ELw3 O Z J Z N O nn z r u Woz o I� In � zz Z N J �u Ld U - Q H III - G SHEET: S2.3—A THIR/8"=D FLOOR FRAMING PLAN © KEY PLAN 1 ALE: 1 1'-0" NTS 5'-0" 0 Ohl TYPICAL ROOF FRAMING PLAN NOTES: 1. WALLS SHOWN ON ROOF FRAMING PLAN ARE WALLS BELOW ROOF FRAMING. 2.BEAMS SHOWN ON ROOF FRAMI NG PLAN SHALL BE ABOVE DOUBLE TOP PLATE UNLESS USED AS A DOOR OR ENGINEERING WINDOW HEADER. 250 4TH AVE. S., SUITE 200 3.ROOF SHEATHING SHALL BE 1/2"PLY OR 7/16 05B WITH 8d COMMON NAILS SPACED AT 6"OC AT ALL EDMOND 5HINGTON 020 DIAPHRAGM BOUNDARIES,PANEL EDGES,SHEAR WALLS,COLLECTOR TRUSSES,AND BLOCKING OR TRUSS PHONEE (425) 778-8500 BLOCKING PANELS INDICATED ON PLANS.NAILING AT INTERMEDIATE FRAMING SHALL BE 8d COMMON NAILS @ FAX (425) 778-5536 12"OC.REFER TO DETAIL 2/S5.1 FOR SHEATHING LAYOUT AND NAILING. 4.HEADERS AT EXTERIOR BEARING AND NON-BEARING WALLS SHALL BE 4x8 DF#2 UNO WHERE MAXIMUM SPAN= TT ' T 5 6 7 8 9 ZO 11 5.DOOR HEADERS AT INTERIOR BEARING WALLS SHALL BE 4x6 DF#2 LINO MAXIMUM SPAN=4'-0". VY C,IiE Cp_ 6.REFER TO DETAIL 3/S5.1 FOR CONSTRUCTION OF MULTIPLE STUD COLUMNS. 11 1�8�'1'ScA 7. ACi p t: o ll' INDICATES COLUMN BELOW AND BEAM SHALL BE CONTINUED OVER COLUMN,TIP. le 8.ALL DIAPHRAGMS UNBLOCKED UNO. 2 25 9 VT HAT ARCHDRAWINGSERINDICATE FOR FULL EXTENT OF CRICKETS.APPLIED ABOVE PLYWOOD SHEATHING.REFER TO `rjONAL 08/09/19 - - - - 10.COLUMNS AND BEARI NG BELOW.WALLS SHOWN ON PLAN SHALL BE CONTINUED DOWN TO THE FOUNDATION UNLESS CARRIED BY A BEAM BELOW. 11.ROOF TRUSSES SHALL BE PRE-ENGINEERED BY OTHERS AND SPACED AT 24"OC,TYP. 12.ATTACH ALL ROOF TRUSSES TO SUPPORTS WITH SIMPSON H2.5A HURRICANE TIES.TRUSSES SHALL HAVE A MIN OF(2)HURRICANE TIES,ONE AT EACH END 13.ALIGN(2)STUDS MIN BELOW ENDS OF GIRDER TRUSSES LINO ON PLANS, 14,TRUSSES MARKED"DRAG TRUSS"SHALL BE DESIGNED FOR A SERVICE LEVEL SEISMIC LOAD OF 310 PLF. 15.ROOF TRUSSES SHALL BE DESIGNED FOR CONCENTRATED LOADS WHERE MEP SYSTEMS SUCH AS AIR HANDLER Q OR CONDENSER UNITS ARE SHOWN ON MEP PLANS.VERIFY SIZE,WEIGHT,AND LOCATION OF UNITS W/MEP 2 9 DRAWINGS. SW6 16.ALL COLUMNS NOT OTHERWISE CALLED OUT SHALL BE C3.SEE COLUMN SCHEDULE. d j _ _ r � 2 3 TYPICAL HEADER SUPPORTS(UNO) M w 2 L d 6. FRAMING EXTERIOR INTERIOR INTERIOR 3 LEVEL (RO>X-C) (RO 53'-4") - 6. R11 TRU55E N ROOF (1)FULL HT (1)FULLHT (1)FULL HT D _ _ , (1)CRIPPLE +(1)CRIPPLE (1)CRIPPLE o O +*+. 00 y.y.y. (1)FLILLHT (1)FULLHT (1)FULLHT '+� 1 3RD +(1)CRIPPLE +(1)CRIPPLE +(1)CRIPPLE Y ' '.'. 2ND h)FULL HT (1)FULL HT (1)FULL HT Q - +(2)CRIPPLE +(2)CRIPPLE +(1)CRIPPLE 7F E 3 4DAG RUSS g NOTES: 1.THE COLUMNSLISTED IN THE TABLE ABOVE SHALL BE PLACED IMMEDIATELY DESIGN: RMK S6. 56. 3 BELOWTHE"FRAMING LEVEL"INDICATED. DRAWN: JEG 10 2.HEADER SUPPORTS SHALL HAVE THE SAME GRADE OF LUMBER AST.-WALL IN 56. WHICH THEY ARE LOCATED. CHECK: JGG LLJI3.REFER TO TYPICAL ROOF PLAN NOTES FOR TYPICAL BEARING WALL HEADERS NOT SPECIFICALLY CALLED OUT ON THE PLANS. JOB NO: 18386.10 6 DATE: 08/09/19 SW6 5 TYPICAL FRAMING SCHEDULE BEARING WALLS _ 6. DRAG RU. SW6 1 ,„ 6.1FRAMING_ LEVEL EXTERIOR INTERIOR 2.6 INTERIOR PARTY WALLS TRU ES .2 216 DF STUD 2x6 DF STUD 2x4 DF STUD 2x4 DF STUD - C6 ROOF @ 16"OC @ 16"OC @ 16"OC EA FACE @ 16"OC SW6 2x6 DF STUD 2x6 DF STUD 2x4 DF STUD 2x4 DF STUD LLI 3RD @ 16"OC @ 16"OC @ 16"OC EA FACE @ 16"OC z RAFTER CONN PEI Z TRU ES DETAIL II/S6.1 2x6 DF STUD 2x6 DF STUD 2x4 DF#1 2x4 DF STUD 8 �2N. @ 16"OC @ 1, OC @ 16"OC EA FACE @ 16"OC ; 1 3 s6. 6, 3 NOTES: Q SW6 DRAG T U 1,THE WALLS LISTED IN THE TABLE ABOVE SHALL BE PLACED IMMEDIATELY 1 I BELOW THE"FRAMING LEVEL"INDICATED. = Z S 6 2.NON BEARING WALLS SHALL BE 2x4 OR 2x6 DF STUD GRADE AT 16"OC UNO. R 1 BOLT-ON J 6. 6.1 DECK PER MFR Cb FLAG NOTES: - - - - - M 4x6 DF#2(UNO)EA END OF EACH BALCONY,TVP.CONNECT COL TO TOP&BOT PLATES W/A35 CLIPS EA o� N 3 N 2 SIDE.COORDINATE LOCAION&ALL OTHER REQUIREMENTS W/BOLT-ON DECK MFR. 00 LJ.I '^ 62 RJl TRUSS 5 6. N Z K - - - 0- � Q :2W - l LLI Q _ Q m Z � Z (/) O se.1 - -r"IL,I p II u �� Z N J O li W Ill m SHEET: Ill �I S2.4-A ROOF FRAMING PLAN © KEY PLAN 1111111 M 9 OEMNTS V-0" 0 1.4, C 4�M ENGINEERING SHEAR WALL SCHEDULE (DF) BEAM SCHEDULE 250 4TH AVE. S., SUITE 200 SILL PLATE MARK BEAM REMARKS HANGER AS REQ'D EDMONDS, WASHINGTON 98020 MIN.FRAMING AT SHEAR WALL RIM JOIST OR SILL PLATE ANCHOR SHEAR PHONE (425) 778-8500 TYPE APA RATED ADJOINING PANEL NAILING BLOCK CONN TO NAILING TO BOLT TO SLAB OR FOUNDATION CAPACITV FAX 425 778-5536 SHEATHING RIM/BLKG. SILL PLATE SIZE BM3 4x6 OF#2 - HU46 MAX ( ) EDGES(SEE NOTE 5) AT PANEL EDGES TOP PLATE BELOW FOUNDATION (PLF) BM2 4x8 OF#2 - HU48 MAX SW6 15/32" 2x STUD 0.148"0 x 2 1/4" LTP4 OR A35 0.131"0 x 3 1/4" 3/4"0 AB ONE SIDE AND BLKG @ 6"OC @ 24"OC @ 5"OC @ 5'-0"OC 2x 310 BM3 4x10 OF#2 - HU410 MAX 15/32" (2)2x STUD AND 0.148"0 x 2 1/4" LTP4 OR A35 0.131"0 x 3 1/4" 3/4"0 AB BM4 3 1/2"x 9 1/4"PSL SEE NOTE 5 HU410 MAX SW4 ONE SIDE 2x FLAT BLKG @ 4"OC @ 16"OC @ 3"OC @ 4'-3"OC 2x 460 BM5 5 1/4"x 9 1/4"PSL SEE NOTE 5 HHUS5.50/10 G VY Cp. 15/32" (2)2x STUD AND 0.148"0 x 2 1/4" LTP4 OR A35 0.131"0 x 3 1/4" 3/4"0 AB V. of WAS S� SW3 2x 600 BM6 7'x91/4"PSL SEE NOTES HGU57.25/10 F /�"�4- $1/n- ONESIDE 2x FLAT BLKG @ 3"OC @ 12'OC @ 2.5"OC @ 3'-4"OC v c 15/32" 3x STUD AND 0.148"0 x 2 1/4" LTP4 OR A35 0.131"0 x 3 1/4" 3/4"0 AB BM7 4x12 OF#2 - HU412 MAX SW2 ONE SIDE 2x FLAT BLKG @ 2"OC @ 10"OC @ 2"OC @ 2'-6"OC 2x 770 BM8 31/2"x 111/4"PSL SEE NOTE 5 HHUS410 L151 25W4 15/32"BOTH (2)2x STUD 0.148"0 x 2 1/4" LTP4 OR A35 0.131"0 x 3 1/4" 3/4"0 AB BM9 5 1/4"x 111/4"PSL SEE NOTE 5 HUCQ612-SDS �S SIDES AND BLKG @ 4"OC @ 8"OC @ 1.S"OC @ 2'-0"OC 2x 920 SjONAL 15/32"BOTH 3x STUD 0.148"0 x 2 1/4" LTP4 OR A35 0.162"0 x 3 1/2" 3/4"0 AB BM10 7"x 111/4"PSL SEE NOTE 5 HGUS7.25/12 25W3 SIDES AND BLKG @ 3"OC @ 6"OC @ 2"OC @ 1'-6"OC 2x 1200 BM11 3 1/2"x 14"PSL - HGU5414 OBI 09119 2SW 2 15/32"BOTH 3x STUD 0.148"0 x 2 1/4" LTP4 OR A35 0.162"0 x 3 1/4" 3/4"0 AB BM12 5 1/4"x 14"PSL - HGUS5.50/14 SIDES AND BLKG @ 2.OC @ 5"OC @ 1.5,OC @ 1'-3"OC 2x 1540 BM13 6x10 OF#2 - HUCQ610-SD5 NOTES: 1.REFER TO THE TYPICAL SHEAR WALL DETAIL. BM14 31/2"x 18"PSL - HGUS418 2.THE VALUES IN THIS TABLE ARE APPROPRIATE FOR DF GRADE STUDS AND OF GRADE PLATES&RIM/BLOCKING. NOTES: 3.NAILS AT ADJOINING PANEL EDGES SHALL BE STAGGERED EACH SIDE OF THE COMMON JOINT. 1.REFER TO THE LATEST SIMPSON STRONG-TIE CATALOG FOR HANGER INSTALLATION INFORMATION. 4.WHERE PANELS ARE APPLIED ON BOTH FACES OF A WALL,PANELJOINTS SHALL BE OFFSET TO FALL ON DIFFERENT FRAMING MEMBERS,OR FRAMING SHALL 2.REFER TO FRAMING PLANS AND NOTES FOR SUPPORTS AT BEAM ENDS. BE 3x AT ADJOINING PANEL EDGES AND NAILS SHALL BE STAGGERED. 3.ALL BEAMS EXPOSED TO WEATHER OR IN CONTACT WITH CONCRETE OR MASONRY SHALL BE 5.WHERE TABLE SPECIFIES(2)2x FRAMING,CONNECT(2)2x STUDS AND BLOCKING AS FOLLOWS:SW4=(2)0.131"0 @ 4"O.C.,SW3=(2)0.131"0 @ 3"OC. PRESSURE TREATED. 6.NOTE THAT 3x FRAMING MAY BE USED IN LIEU OF(2)2x FRAMING SPECIFIED IN TABLE. 4.REFER TO PLAN NOTES FOR BEAMS&HEADERS AT BEARING LOCATIONS THAT ARE NOT CALLED 7.INTERMEDIATE FRAMING TO BE WITH 2x NOMINAL MEMBERS(MIN)U.N.O.FIELD NAILING 12"O.C.MAXIMUM. OUT a 8.AT ALL 3/4"0 SILL PLATE ANCHOR BOLTS,INSTALL 1/4"x 3"x 3"PLATE WASHERS.EDGE OF PLATE WASHER SHALL BE WITHIN 1/2"OF SHEATHED EDGE.FOR 5.IF BEAM DEPTH SHOWN IS NOT AVAILABLE IN STOCK,THE SUPPLIER SHALL RIP BEAMS TO EXACT DOUBLE SIDED SHEAR WALLS,USE WIDER PLATE WASHERS AS REQUIRED TO MEETTHIS REQUIREMENT. DEPTH PRIOR TO SHIPMENT. 9.PROVIDE A MINIMUM OF 7"EMBEDMENT FOR A.B.INTO FOUNDATION OR STEM WALL. Z 10.PROVIDE A MINIMUM OF(1)ANCHOR BOLT WITHIN 12"OF EACH WALL END. a N o H cl � rn w w o a am ti w0, H m ao COLUMN SCHEDULE o HOLDOWN SCHEDULE (DF) MARK COLUMN SIZE COLUMN SIZE REMARKS 2x4 WALL 2x6 WALL a MARK TYPE MIN CHORD STUD NAILS OR BOLTS ANCHOR BOLT CAPACITY(LB) Cl (2)2x4 (2)2x6 SEE NOTE 2 7 SIZE (SEE NOTE 4) C2 (3)2x4 (3)2x6 SEE NOTE 2 Ol MST37 (2)2x (11)16d EA END - 2,710 C3 (4)2x4 (4)2x6 SEE NOTE 2 DESIGN: RMK O2 MST60 (2)2x (23)16d EA END - 6,235 C4 46 DF#2 4x6 DF#2 - DRAWN: J EG O3 MST72 (2)2x (31)SDS 1/4"x 21/2"SCREWS - 6,730 C5 4x8 DF#2 6x6 DF#2 CHECK: JGG ® HDUS (2)2x (14)SDS 1/4"x 2 1/2"SCREWS 5/8"0 4,065 C6 4110 DF#2 6x8 DF#2 - JOB NO: 18386.10 < HDUS 4x OF (20)SDS 1/4"x 21/2"SCREWS 7/8"0 6,970 C7 6x10 DF#2 6x10 DF#2 - © HOUll 4x OF (30)SDS 1/4"x 21/2"SCREWS 1"0 9,535 C8 (3)11/2"x 5 1/2"ESE - DATE: 08/O9/19 C9 5 1/8"x 6"GLB - O7 HDIJ14 6x OF (36)SDS 1/4"x 21/2"SCREWS 1"0 14,445 C10 5 1/8"x 7 1/2"GLB - HDU19 1 6x OF 1 (5)1"0 THRU BOLTS 11/4"0 19,070 Cll H555x5x5/16 I H555x5x5/16 NOTES: NOTES: 1.REFER TO THE LATEST SIMPSON STRONG-TIE CATALOG FOR ADDITIONAL INSTALLATION REQUIREMENTS. 1.REFER TO THE LATEST SIMPSON STRONG-TIE CATALOG FOR PRE-FABRICATED 2.REFER TO DETAIL 8/55.1 FOR INSTALLATION OF MST TYPE FLOOR TO FLOOR STRAPS.REFER TO DETAIL CONNECTION INSTALLATION REQUIREMENTS. 8/55.2 FOR CONNECTION OF STRAP TO BEAM BELOW. 2.MULTIPLE STUD COLUMNS SHALL USE GRADE OF STUD INDICATED ON WALL 3.REFER TO DETAIL 7/55.2 FOR INSTALLATION OF ROD TYPE FLOOR TO FLOOR HOEDOWNS.REFER TO FRAMING SCHEDULE.REFER TO TYPICAL DETAILS FOR FABRICATION OF MULTIPLE DETAIL 9/55.2 FOR CONNECTION OF ROD HOEDOWN TO WOOD BEAM BELOW. STUD COLUMNS. 4.WHERE APPLICABLE,REFER TO 57.1 FOR HOEDOWNS AT STEEL BEAMS. 3.CONTRACTOR TO PROVIDE BLOCKING EQUAL TO COLUMN DIMENSIONS AT JOIST W 5.INSTALL HDU TYPE HOLDOWNS AT FOUNDATION OR SLAB PER DETAIL 8/54.1. SPACE BELOW ALL COLUMNS. Z 6.AT ALL HOEDOWN CHORDS,PROVIDE PANEL EDGE NAILING PER SHEAR WALL SCHEDULE. W a � M � N JOIST SCHEDULE N FOOTING SCHEDULE MARK JOIST SPACING REMARKS N 00 0) MARK FOOTING SIZE REINFORCING COMMENTS FJl 2x10 OF#2 16"OC SEE NOTE Q Q FS` V-6"x V-0"DEEP x CONTINUOUS (3)#5 CONTINUOUS SEE NOTE 2 F12 2x10 OF#2 12"OC SEE NOTE 2 CL W �:: v/ FJ3 2x12 OF#1 16"OC SEE NOTE 2 Lv Ld F2 1 2'-0"x 2'-0"x l'-O"DEEP (3)#5 EACH WAY BOTTOM - J J F14 2x12 OF#1 12"OC SEE NOTE 2 Q I.- Z F3 3'-0"x T-O"x 1'-0"DEEP (4)#5 EACH WAY BOTTOM - DJ3 2x6 HF#2 16"OC SEE NOTE 2 Z N 0 0 F4; 4'-0".4'-0"x 1'-0"DEEP (5)#5 EACH WAY BOTTOM _ D12 2x8 HF#2 16"OC SEE NOTE 2 LLL, (-'� w D13 2xl2 HF#2 16"OC SEE NOTE 2 F__ Z Z = F5 5'-0"x 5-0"x 1'-2"DEEP (6)#5 EACH WAY BOTTOM - RJl 2x12 HF#2 24"OC SEE NOTE 2 w F6 6'-0"x 6'-0"x V-4"DEEP (7)#5 EACH WAY BOTTOM R12 13/4"x 111/4"EVIL 24"OC SEE NOTE 2 (, Q N H REFER TO RETAINING REFERTO RETAINING NOTES: RW WALL SCHEDULE WALLSCHEDULE WHERE APPLICABLE 1.FOR JOIST HANGERS REFER TO THE LATEST SIMPSON STRONG-TIE CATALOG FOR ALL INSTALLATION REQUIREMENTS.USE MAX NAILING ONO. NOTES: 2.TIMBER JOISTS FRAMING INTO WOOD BEAMS OR RIMS SHALL USE LUS OR HU SERIES 1.ALL FOOTINGS SHALL BEAR ON FIRM,UNDISTURBED NATIVE SOIL OR COMPACTED STRUCTURAL FILL FACE MOUNT HANGERS.TIMBER JOISTS FRAMING INTO STEEL BEAMS SHALL USE PER GEOTECHNICAL ENGINEERING REPORT. LBV SERIES TOP FLANGE HANGERS. 2.REINFORCEMENT SHALL BE CONTINUED FROM CONTINUOUS FOOTINGS THRU SPREAD FOOTINGS WHERE APPLICABLE. ^^.1- A CORNER BARS x�Q IN ALL AREAS WITH EXPOSED C CON/FLOORS,EDGE SLAB ENGINEERING ''A" MAY BE SUBSTITUTED FOR ALL 4PASS ON GRADE 90°HOOKED BARS WITH LJOI MAX WITH IUSSEA AND FILLJOINT WITH SEALANT T CENTER d ° AT TOP AND 250 4TH AVE. S., SUITE 200 • �� °°4 PROVIDES/8"0x2'-0" HALL NOT EDMONDS, WASHINGTON 98020 SMOOTH SLIP DOWEL BARS OINT PHONE (425) 778-8500 AT 12"OC,TYP UNO FAX (425) 778-5536 STD 90'HOOKTYP UNO T/2 UNO,VERT CORNER BARS SHALL BE TRENCH EXCAVATION 1.5 H LAP SPLICE SAME SIZE TABULATED FOR MIN PARALLELTO FTG MIN TYP WALL REINF FOR THICKER WALL d p "A"=SPLICE LENGTH GREASETHIS j - d _ 4 d GAF WAsg"9S HALF OF BAR /� SLEEVES TO CLEAR p•$ •4 % 1�-6�� PIPE 1"ALLSIDES - - NO PIPES ALLOWED IN v TYPICAL CONSTRUCTION JOINT //j MIN _ - ° THIS REGION.LOWER FTGS AS REQ'D F o ° SEE NOTES,DETAILS,OR PLANS FOR (1)#5 VERT REQ'D REINF.ALL BARSTO BE CONT d E a \ u d OR SPLICED PER STRUCTURAL NOTES SAWCUT JOINT FL ORS FIAS WITH CONC SLAB ON GRADE TOF `SjONAL EXPOSED CONC.FLOORS,FILL JOINT PIPE 4 - z WITH SEALANT.IN LIEU OF SAWCUT STD 180°HOOK JOINTS CONTRACTOR MAY USE ZIP ° v /�/9 4 HORIZ CORNER BARS OF SIZE STRIP PLACED WITH SLAB SLAB REINF AT BOF - "-__ BENT BARS TO MATCH AND SPACING RI MATCH °d CENTER OF SLAB OR &LAP FOOTING (2)#5 VERT d REINF OF THINNER WALL v AT TOP AND BOT Z m ° d ® = /\ BOTTOM REINF LOWER BOF ° d AS REQ'D z ° \ UNDISTURBED EARTH OR _ COMPACTED FILL PER d i • ° - ° 4 a X—X�-X X—x—X ° " STRUCTURAL NOTES 4 PIPE TRENCH EXCAVATION PARALLEL 9"MIN III-III- 3"CLR TO FOOTING IS NOT ALLOWED TYP TYP PLACE VERT REINF OUTSIDE EXCEPT BELOW THIS LINE.STEP FTG AS T AS OTHERWISE NOTED OR SHOWN A TYPICAL CONTRACTION JOINT REQUIRED FOR THIS CONDITION T=FTG THICKNESS PER PLAN, SCHED,AND DETAILS �F TYPICAL CONCRETE WALL REINFORCING DETAIL � TYPICAL SLAB ON GRADE DETAILS � TYPICAL PIPE PENETRATION AT WALLS AND FOOTINGS � TYPICAL STEPPED WALL FOOTING F � SCALE. NTS L SCALE: 1"=1'0" J SCALE: 1/2"=1'-0" Y SCALE: 1/2"= z0 m la N NOTE: SILL PLANDABDIA ~ RAISE STEM WALL AS REQ'D AT PERIMETER AREAS AND SPACING PER O WHERE NEEDED DUE TO CIVIL GRADES. SHEAR WALL SCHED wCl w (2)#5 CONT TOP STUD WALL PER PROVIDE BLOCK OUT p, FRAMING PLAN NOTES AT DOOR OPENINGS SHEATHING PER SHEAR w\ WALL SCHED SHEATHING AND NAILING STUD WALL PER NOTE: F pl SLAB ON GRADE AND FRAMING PLAN NOTES WHERE CONCRETE WALL WITH HT>3'-0" Q O PER PLAN AND SHEAR SUBGRADE PER 00 WALL SCHEDULE AT PLAN CHORD 512E PER EXISTS,ROD MAY EXTEND 24"MIN INTO SHEAR WALL PER mo 4"0 PERFORATED PVC PIPE PER HOEDOWN SCHED WALL W/NUT&WASHER AS SHOWN PLAN AND SCHED LOCAL CODES WITH 6"OF 1" z #5 @ 15"OC EA WAY 1' MINUS GRAVEL ALL AROUND, PAVING OR FINISHED CENTERED IN WALL COUNTERSINK 1 WRAPPED IN NON-WOVEN y HOEDOWN PER PLAN ADDITIONAL END GE FABRIC.SLOPE TO GRADE PER ARCH AB PER SHEAR WALL SCHED AND SCHED,WHERE STUD AS REQ'D DRAWINGS OR STRUCTURAL NOTES APPLICABLE DRAIN 1/8"PER 1'-0"MIN.TURN • • X—X AB PER SHEAR WALL DESIGN: RMK DOWN PERFORATIONS AS SHOWN '° ` 1 rr, PT SILL PL SCHED OR THREADED ROD AS REQ'D HOEDOWN PER PLAN °d e o °e Oo bb STRUCTURAL NOTES THREADED ROD AS REQ'D FOR HOLDOWN W/NUT AND SCHED DRAWN:cp JEG �o on ° SLAB ON GRADE AND FOR HOEDOWN W/NUT AND WASHER AT BASE. Ro 4O 00 0°°O o�° SUBGRADE PER PLAN AND WASHER AT BASE EXTEND ROD INNTO NGOCHECK: JGG z 00 0 111 34. JOB NO: 18386.10 0 O 0 0 °ao oX 4X—X 4�X Z+�pc— —X—X—X dC X -4•X�- iX X—.ac TOP OF FTGDATE: 08�09�19 d Q 00 � - on °`a � o0 00 � I d °O dO 0oo ° - - d II O o0 0 0 1�4 .III-iTi L�4 ° LL FTGS 1 AT SHEAR WALL FTGS I' LINE OF MAX EXCAVATION. / -1I-1I-III: FOOTING / _ `� - -III - PROVIDE TOP REINF PROVIDE TOP REINF IF SOIL IS OVER EXCAVATED, /�1 DRAIN / 8 m ^'u 1 TO MATCH BOT REINF TO MATCH BOT REINF - 4 d 4 I REPLACE WITH LEAN MIX /� ) 1 ° 11 44 CONCRETE.J , / ALT HOOK AS SIZE AND REINF REINF PER PLAN I d 4 ° SIZE&REINF MAXIMUM //A SIZE&REINF AND SCHED - SHOWN J SLOPE PER PLAN&SCHED PER PLAN AND SCHED °- a FIRM BEARING SOIL OR PER PLAN&SCHED COMPACTED STRUCTURAL FILL W I.SINGLE WALL II.PARTY WALL m� Z TYPICAL FOOTING DRAIN TYPICAL STEM WALL DETAIL CONTINUOUS FOOTING DETAIL HOLDOWN DETAIL L� (� 'J 8 SCALE: 1"=1'-0" a 5 SCALE: 1"=1'-0" v SCALE:PIA, 1' HOEDOWN&CHORD PER PLAN AND SCHED = v (WHERE APPLICABLE) GAP PER SHEATHING AND ARCH ~ J SILL PL,AB DIA AND NAILI NG PER PLAN AND Q SPACING PER SHEAR SJHEED STUD WALL PER WALL SCHED FRAMING PLAN NOTES COL PER PLAN �[ M AND SCHED .6 N W SLAB ON GRADE AND EER (2)#4 TOP SUBGRADE PER CH 8"x 8"CONCRETE SIMPSON ABU POST BASE. 00 Q PROVIDE BLOCKOUT CONTRACTOR HASTHE Y W 0) FOUNDATION PLAN AT DOOR OPENINGS PLINTH EQ SPACED OPTION TO USE SIMPSON Ln SLAB ON TIES EQ SPACED ADE AND TITEN HD ANCHORS. •I • —q�C - —�#( EA S BGRADER PER PLAN PAVING OR FINISHED CL ~ Q 11 ACE _(4)#4 HOOKED L�J GRADE PER ARCH _ 4 IL ___R _____I _ z • - • 4-X X—X Bo DOWELS DRAWINGS _j -- Q Z O4 d a oO° 099 dJ O opg ° 6" Q o BOO - - - ` a_.• °oo°0 N 0 O ° z1-� � � ZO 0O O D °� p LLI Z 0000 o 0 O 0 O - REINF PER PLAN Z Z 0 /'�0 FOOTING&REINFORCEMENT _ p O o o O ° 00� PER PLAN.PROVIDE DOWELS O O °O°o a o AND SCHEDULE Z N J w O o 0 EPDXIED INTO STEM WALL o 0 °OO W ^ 0 o O O o0 - - TO MATCH LONGITUDINAL O O OO o0 • °• d U Q L.L H O O oOO11 o 0 •, d j a_ • BARS W/5"EMBED a• ° - - / NE: FOOTING FOROT INFORMATION NOT DRAIN / Id / SPECIFICALLY CALLED OUT // REFER TO DETAIL 6. SIZE&REINF PER PLAN AND SCHEDULE SIZE AND REINF PER PLAN AND SCHED PER PLAN&SCHED i EXTERIOR FTG AT INTERIOR FTG INTERSECTION STEM WALL DETAIL AT BRICK VENEER i ISOLATED COLUMN FOOTING S4. 1_ 9 SCALE: 1"=1'-0" O SCALE: 1"=1'-0" SCALE: 1"=1'-0" C I�M ENGINEERING 250 4TH AVE. S., SUITE 200 EDMONDS, WASHINGTON 98020 PHONE (425) 778-8500 FAX (425) 778-5536 I COLUMN AND BASE PL PER PLAN AND SCHED j I I DIAMOND SHAPED BLOCK GVY Cp. OUT.GROUT SOLID AFTER pg WAI SLAB ON GRADE OR `9S SETTING COLUMN Vim$ —`\!�F' ASPHALT PAVING PER EDGE BLOCK OUT WITH FOUNDATION PLAN 1/8"MAX RADIUS AND FILL JOINT WITH SEALANT L25 X—X-76'`X— -.I —X°—X k.. °X ONAL 2"CLR TO orooa> roo BASE PLATE oo`o�o� "o�ap' OS/O9/9 Q O ° 4 ^�u SIZE&REINF -i x PER PLAN&SCHED Z O j 1 ISOLATED FOOTING DETAIL H- U In � w w C) a Ol ti F m W O Y Q DESIGN: RMK DRAWN: JEG CHECK: JGG JOB NO: 18386.10 DATE: 08/09/19 LLJ z L LJ a H J M Q �S N w Y N rn C) Q Q Z � Lu O_ a LLI z N o w 0 U Z F- z Z Z w n � O U Q L� S4.2-A NOTE: 2x OR 3x BLOCKING ONLY STAGGER SHEATHING AS SHOWN. IF BLOCKED DIAPHRAGM o FOR 2x4 STUDS,PROVIDE SINGLE ENGINEERING (IBC TABLE 2306.3.1,CASE 1 OR 3) 15 SPECIFIED w ROW OF NAILS STAGGERED EASIDE FRAMING MEMBERS W/ '-a\z WITH 11/2"EDGE DISTANCE.FOR 250 4TH AVE. S., SUITE 200 INTERMEDIATE SPACING PER PLAN ..F 2x6 STUDS,PROVIDE(2)ROWS OF EDMONDS, WASHINGTON 98020 FRAMING MEMBERS ^'o NAILS SPACED AT 21/2"W/11/2" PHONE (425) 778-8500 STAGGER NAILS ON EA SIDE PANELHIINIG EDGE DISTANCE FAX (425) 778-5536 OF PANELJOINT AS REQUIRED PER SHEAR WALL SCHED PANEL EDGE NAILING ADJACENT NAILS IN A 9"OC MAX SPACING BETWEEN PER SHEAR WALL - - - ROW ARE TO BE ADJACENT NAILS IN A ROW _ SCHEDULE,TYP CONTINUOUS ------ PANEL EDGES DRIVEN FROM ----------------------------- -n-------n— — ------I-I-------I-I-------I-I-------n-----rn II OPPOSITE SIDES,TYP I•I I•I I'I I'I I'I I•I I I•I PANEL EDGE NAILING INTO O�VY C, I I I I I I I I I I I I III HOEDOWN CHORDS,TYP I I of WAsg"9S I I I I I I I I I I I I III INTERMEDIATE — — — — — HEADER PER PLAN I I I I I I I I I I I I III NAILING @ 12"OC I•I I•I I•I I•I I•I I•I I I. I •I I I I I I I I I I I I I I I I I 0.131"0 x 3"NAILS,TYP O ynys I I I I ICRIPPE STUDS PER PLAN;L DO NOT CUT I•I I I I I I I FRAMING AT ADJOINING I I SHEATHING PER PLAN AND I I II it I IIS`SjONAL IIII I II •• I A iI II•II I IIII•IIIII IIII•IIII II, I IIII•IIII PANEL EDGESPER SHEAR IIII III IIII II•IIII SHEAR WALL SCHEDULE OAWAY MATERI WALL SCHED FRM CRIPPLE STUDS PANELEDGES I I _ I lip_ I I I (5)STUDS MA X TO 08109119 DHOEDOWN CHORD PER BE USE FOR LTSCHEDULE.REFER TO BUI -UPCOLUMNS FULL-HEIGHT I• TYPICAL BUILT-UP HOEDOWN CHORDII I•I II II II I I III II , , I, COLUMN DETAIL I I•I I I I I I I�I I I H______H H_____ -7r------ '--'--' TYPICAL FLOOR ROOF SHEATHING DETAIL !� TYPICAL BUILT-UP STUD COLUMN DETAIL I I I I I •� 1 I I I,1 I,I ADDITIONAL END STUD SCALE: NTS I I I•I I•I I, I I•I I•I I I I I I I I I I I I I IF REQUIRED TO IIII I j I I I,•I I I I I I I I I PROVIDE I•I I I I I I I I I I I COUNTERSINK FOR IIII I I I I •I I I I I I I I I HOEDOWN BOLTS J I I I•I I•I I, I I•I TYP DOUBLE 1•I I I I I J I I I I I I I I HOEDOWN ANCHORAGE TOP PLATE PER PLAN AND SCHEDULE z AB W/SIMPSON BP I I 11 I I I I I I 2 1/4"END (2)0.131"0 x 3"NAILS @ 9"OC O m I I •I I I I I I I I I DISTANCE,TYP 1/2"TO ELSEWHERE W/11/2"EDGE DISTANCE PL WASHER,TYP I•I I,I I,I I I I,I I,I a � I I I I I•I I I I (2)ROWS OF(8)0.131"0 x 3" - I I I I I I SIMPSON CNW COUPLER SHEATHED EDGE PLATE 3"OC SIMPSON A35 - I I NAILS @ 3"OC EA SIDE OF SPLICE U NUT W/SIZE TO MATCH WASHER SPACING (ONLY REQUIRED m m I I I I I I I PERSHEAR AT EXTERIOR a I I I I HOEDOWN ANCHORAGE PT SILL PL PER I•I I,•I A ,I I I ;I ;I WALL SCHED HEADERS GREATER SHEAR WALLSCHED I I I I•I I I I I THAN 6'SPAN) 11 II PANEL EDGE NAILING JI< ai -1L---_--i�--_---i PER SHEAR WALL SCHED II TOP CHORD w\ LI- _' SPLICE AT LOCATIONS WHERE IT IS NOT POSSIBLE BOTTOM 6 0.131"0 x 3" ~ = li TO INSTALL THE SPECIFIED 0.131"O SPLICE CHORD O Q O II II II I I I I I CONTINUE HOEDOWN CHORD I-I °� NAILS,THE CONTRACTOR SHALL INSTALL SPLICE NAILS o m yy I I I I I I TO FOUNDATION SIMPSON CSC20 STRAPS EA SIDE OF WALL O 1L_ _1L______lI AT SPLICE.INSTALL EA STRAP W/(12)10d Y - AT EA END.WHERE BOTH PLATES ARE BEAM OR HEADER PER SECTION A-A TYPICAL STUDS 1 A CONCRETE FOOTING = — = — = CUT,INSTALL C520 STRAPS AT EA PLATE PLAN AND NOTES OR P/T SLAB PER PLAN AND SHEAR I SCALE:1 1/2"=1'-0" AND EA SIDE OF THE WALL. WALL SCHEDULE,TYP RIM BOARD \ DESIGN: RMK OR BLOCKING /l L 6'-0"MIN BETWEEN SPLICES NAILING PER TYP NOTES: (� CONCRETE STEM WALL � BUILT-UP STUD DRAWN: JEG 1. REFERTO STRUCTURALNOTES FOR ADDITIONAL INFORMATION. SPLICES TO OCCUR AT COLUMN DETAIL 2.FOR SHEAR WALLS WHERENO HOEDOWNS ARE SPECIFIED THE CHECK: JGG FIRST AB SHALL BE LOCATED NOT MORE THAN V-0"AND NOT CONCRETE FOOTING CENTER OF VERTICAL STUDS LESS THAN(7)BOLT DIAMETERS FROM END OF WALL. AT HOEDOWNS:PROVIDE FULL HT CRIPPLE STUDS PER PLAN JOB NO: 18386.1 O TOP CHORD SPLICE BOTTOM CHORD SPLICE AND COLUMN SCHEDULE OR HOEDOWN CHORDS 2x FULL SCHED. STRUCTURAL NOTES DATE: 08/09/19 OTHERWISE:(1)2x FULL HT TYPICAL SHEAR WALL DETAIL TYPICAL TOP PLATE SPLICE DETAIL TYPICAL HEADER DETAIL SCALE: 3/4"=1'-0" 4 SCALE: 1"=1'-0" SCALE: 1"=1'-0" EDGE NAILING PER PLAN BEAM PER PLAN AND SCHEDULE Lyl AND SHEAR WALL EDGE NAILING PER PLAN AND JOIST DIRECTION CHORD SIZE PER Z SCHEDULE OR EDGE NAILING PER PLAN 2x6 STUD @ 2x4 CROSS WALL SHEAR WALL SCHEDULE OR PER PLAN SIMP50N A35 EACH HOEDOWN SCHEDULE STRUCTURAL NOTES,TYP AND SHEAR WALL 2x8 STUD @ 2x6 CROSS WALL STRUCTURAL NOTES,TYP SIDE OF BEAM SCHEDULE OR 0.131"0 x 3" STRUCTURAL NOTES,TYP (2)ROWS OF 0.131"0 x 3" NOTE: SIMPSON STRAP WITH W (� NAILS @ 9"OC NAILS @ 9"OC SUPPORTS AT N FASTENERS PER > J SOLID POSTS SIM o a HOEDOWN SCHEDULE Q _ STUD STUD STALL IN MAX NAILING Q WALL WALL INTO RIM OR BLOCKING I-- WHERE POSSIBLE w BEAM PER PEAN 0 (2)ROWS OF 0.131"0 x 3" EDGE NAILING PER PLAN AND EDGE NAILING PER PLAN AND AND SCHEDULE M NAILS @ 9"OC SHEAR WALL SCHEDULE OR SHEAR WALL SCHEDULE OR IN 00 STRUCTURAL NOTES,TYP STRUCTURAL NOTES,TYP SIMPSON LTP4 OR A35 /r� FRAMI NG ANCHOR N (2)ROWS OF0.131"0x3" EACH SIDE OF BEAM �� Y W Z STUD WALL PER FRAMING 0.131"0 x 3" NAILS @ 9"OC(EACH SIDE F z Ld _ PLAN NOTES,TYP NAILS @ 9"OC OF PARTY WALL) SOLID OR MULTIPLE k m 4 Q Q C STUD COLUMN PER PLAN L STUD WALL PER FRAMING STUD WALL PER FRAMING m c g \ JOIST DIRECTION d La PLAN NOTES,TYP PLAN NOTES,TYP 1 a LL p H PER PLAN LLd Q SHEATHING(OR GWB)AND BEAM WIDTH, o o FILL JOIST SPACE WITH FULL J NAILING PER PLAN AND SHEAR SHEATHING(OR GWB)AND SHEATHING(OR GWB)AND MIN UNO SOLID OR MULTIPLE O o i z DEPTH BLOCKING TO Q Z LL WALLSCHEDULE OR NAILING PER PLAN AND SHEAR NAILING PER PLAN AND SHEAR STUD COLUMN PER PLAN zz N o MATCH DIMENSIONS OF Z (n O STRUCTURAL NOTES,TYP WALL SCHEDULE OR WALL SCHEDULE OR a R'^ STUD COLUMN ABOVE STRUCTURAL NOTES,TYP STRUCTURAL NOTES,TYP W 0 0 Q PARALLELTO STUD WALL PERPENDICULAR TO STUD WALL F- Z Z O A.CORNER INTERSECTION B.'T INTERSECTION C.PARTY WALL INTERSECTION Z (N J O w TYPICAL WALL INTERSECTION DETAIL TYPICAL FLUSH BEAM SUPPORT DETAILS f� TYPICAL STRAP HOLDOWN DETAIL Ld � a � 7 SCALE: 1"=V-0" v SCALE: 1"=1'-0" �HFF I: S5.1-A STUD WALL PER FRAMING PAN NOTES STUD WALL PER FRAMING PAN NOTES STUD WALL PER ENGINEERING SHEATHING AND NAILING NOTE: FRAMING PAN NOTES PER PAN AND SHEAR SILL PLATE NAILING PER PAN SHEATHING AND NAILING SILL PATE NAILING PER PAN FORNOTES AND DETAILS 250 4TH AVE. S., SUITE 200 WALL SCHEDULE OR AND SHEAR WALL SCHEDULE PER PAN AND SHEAR AND SHEAR WALL SCHEDULE NOT CALLED OUT REFER SHEATHING AND SILL PATE NAILING SILL PATE NAILING PER EDMONDS, WASHINGTON 98020 STRUCTURAL NOTES OR STRUCTURAL NOTES WALL SCHEDULE OR OR STRUCTURAL NOTES TO DETA11 1 NAILING PER PAN AND PER PAN AND SHEAR SHEAR WALL PHONE 425 778-8500 STRUCTURAL NOTES SHEAR WALL SCHEDULE WALL SCHEDULE OR ( ) BREAK SHEATHING OR STRUCTURAL NOTES STRUCTURAL NOTES FAX (425) 778-5536 AT PATE LINO SHEATHING AND SHEATHING AND (4)10d NAILS ALIGNED 2x WOODJOIST (4)10d NAILS NAILING PER PAN NAILING PER PAN 13/4"LSL BLOCKING SHEATHING AND PER PAN AND SCHEDULE 2x CONTINUOUS RIM- 2x CONTINUOUS RIM NAILING PER PAN Ir 2x WOOD SILL PATE NAILING PER RIM JOIST SHEARWALL SCHEDULE GVY C BREAK SHEATHING BREAKSHEATHIN ov WAS "7S AT PATE UNO RIM AND PROVIDE PANNELEL V�� \1� NAILING EA SIDE OF - - 1 P o PANEL EDGE NAILING JOINT PER SW SCHED PER PAN AND SHEAR WOOD JOISTS PER PAN AND (3)0.131"O x 3" - - PROVIDE PANEL EDGE WOOD JOISTS PER WALL SCHEDULE OR SCHEDULE JOISTS PER PAN NAILING PER SHEAR WALL PAN AND SCHEDULE O LzsS PANEL EDGE NAILING NAILS EACH END -JOISTS PER PAN C' STRUCTURAL NOTES PER PAN AND SHEAR AND SCHEDULE SILL PATE NAILING PER AND SCHEDULE, SCHEDULE AT TOP PATE 2x BLOCKING @ 4'-0"OC 9Sj0 2x4 BLOCKING AT SHEAR WALLS WALLSCHEDULEOR WOOD JOISTS PER PAN SHEARWALLSCHEDULE LAPPED E BUTTED FIRSTJCKIN BAY ONLY NAL NOTE: ONLY STRUCTURAL NOTES AND SCHEDULE PANEL EDGE NAILING 08109119 NON-SHEAR WALL 2x WOOD BLOCKING PER PAN AND SHEAR 2x4 BLOCKING AT 2x4 BLOCKING OR A35 NAILING SHALL BE PER @ 4'-0"OC MAX WALL SCHEDULE OR SHEAR WALLS MODETAIL (PER SW SCHED)BETWEEN IBC TABLE 2304.9 STRUCTURAL NOTES OTES AND DETAILS BLOCKING AND TOP PATE ALLED OUT REFER AT SHEAR WALLS ONLY 2 A.TYPICAL FRAMING B.ALTERNATIVE SHEAR WALL FRAMING EXTERIOR WALL PARALLEL TO JOISTS INTERIOR BEARING ON BOTH SIDES INTERIOR WALL PARALLEL TO JOISTS TYPICAL STUD WALL FRAMING DETAIL TYPICAL STUD WALL FRAMING DETAIL !� TYPICAL STUD WALL FRAMING DETAIL d TYPICAL STUD WALL FRAMING DETAIL 2 SCALE: 1"=1'-0" v SCALE: 1"=1'-0" T SCALE: 1"=1'-0" 1 SCALE: 1"=1'-0" FF F 0 m O m SHEATHING AND (- NAILING PER PAN AND NOTE: SHEAR WALL SCHEDULE FOR NOTES AND H SILL PATE NAILING PER PAN DETAILS NOT CALLED SHEAR WALL SHEAR WALL O 2 &SHEAR WALL SCHEDULE OR SILL PLATE NAILING PER OUT REFER TO CASE A PER PAN PER PAN w w STRUCTURAL NOTES SILL PATE NAILING PER 2x CONTINUOUS RIM SHEAR WALL SCHEDULE CHORD SIZE PER a SHEAR WALLSCHED BOARDS.PERPENDICULAR DIAPHRAGM HOEDOWN SCHEDULE BEAMS SHALL FULLY BEAR PANEL EDGE NAILING PER BOUNDARY NAILING ALIGNED 2x WOODJOIST (4)lOd NAILS ON WALL SHEAR WALL SCHEDULE PER PAN AND SCHEDULE INTO BLOCKING SIMPSON HOEDOWN HOLDOWN STRAP HOLDOWN w SHEATHING AND SIMPSON A35 PER PER PAN AND PER PAN,FIELD STRAP PER PAN, F p� NAILING PER PAN SHEAR WALL SCHEDULE (4)10d NAILS A SCHEDULE BEND AROUND BEAM FIELD BEND Q O AROUND BEAM W O I y I I I BEAM PER PAN � I II 1 II CONTINUOUS II RIM WOOD JOISTS PER WOOD JOISTS PER II DESIGN: RMK II PAN AND SCHEDULE PAN AND SCHEDULE DRAWN: JEG JOISTS PER PAN NOTES: 2x BLOCKING @ ONLY ° 1 SHEATH COMMON SIDE FOR OC 2x BLOCKING EA JOIST DIRECTION FULL DEPTH 3/4 . CHECK: JGG PROVIDE PANEL EDGE FIRST JOIST BAY ONLY SIDE OF RIM @ PER PAN NAILING PER SHEAR WALL SHEATHING OR lx FRAMING STACKED SHEAR WALLS. SCHEDULE AT TOP PATE 2x4 BLOCKING OR A35 BETWEEN RIM BOARDS 2.WHERE HOLDOWNIS REQUIRED 4'-0"OC JOB NO: 18386.10 (PER SW SCHED)BETWEEN INSTALL HOEDOWN ON FILL JOIST SPACE WITH BLOCKING AND TOP PATE PARTY WALL W/SIZE SHEATHED SIDE OF PARTY WALL. BLOCKING TO MATCH JOIST PER PAN JOIST PER PAN DATE: 08�09�19 NOTE: AT SHEAR WALLS ONLY AND SPACING OF 3.SHEATHING IS SHOWN ON DIMENSIONS OF STUD (DIRECTION VARIES) (DIRECTION VARIES) FORNOTES AND DETAILS OUTSIDE FACE OF WALL,BUT COLUMN ABOVE NOT CALLED OUT REFER STUDS PER PAN NOTES MAY ALTERNATELY BE INSTALLED HEADER BEAM TO DETAILS 1&2 ON INSIDE FACE. COUNTER SINK PER PAN ADDITIONAL END `INTERIOR WALL PARALLEL TO JOISTS A.PERPENDICULAR TO JOISTS B.PARALLEL TO JOISTS STUD FOR BOLTS FLUSH BEAM HEADER TYPICAL STUD WALL FRAMING DETAIL TYPICAL PARTY WALL FRAMING DETAIL 'J TYPICAL ROD HOEDOWN DETAIL f� TYPICAL STRAP HOEDOWN TO WOOD BEAM SCALE: 1"=1'-0" 6 SCALE: 1"=1'-0" SCALE: 1"=1'-0" v SCALE: 1"=1..' W Z W /^ > J SHEATHING&NAILING Q _ PER PAN&SHEAR WALL SCHEDULE OR NOTE: _ PARTY WALL W/SIZE& STRUCTURAL NOTES FOR NOTES&DETAILS NOT I— N6 WOOD SCREWS SPACING OF STUDS PER SPECIFICALLY CALLED OUT bi PAN NOTES SILL PATE NAILING REFER TO CASE A. Q OR 8d @ 6"OC (2)8d NAILS AT A PLANK PER PAN&SHEAR M WALL SCHEDULE OR N 2x LEGER A7TACHEDTORIM 2x WOOD BLOCKING 2x LEGER ATTACHED TO RIM STRUCTURAL NOTES DIAPHRAGM BOUNDARY ad N W/(2)1/4"0 x 31/2"SIMPSON @ 4'-0"OC MAX W/(2)1/4"0 x 3 1/2"SIMPSON SILL PATE NAILING PER SHEATHING&NAILING 2x FULL HEIGHT BLKG NAILING INTO BLKG 00 SIDS SCREWS @ 12"OC SIDS SCREWS @ 24"OC SHEAR WALL SCHED PER PAN SHEATHING& (3)lOd NAILS NAILING PER PAN N cc Q Q L CL w 3 Q J w� WOODJOIST&HANGER WOOD JOISTS PER WOOD JOIST PER FP-N ISTS PER Z PE N PER PAN&SCHEDULE PAN&SCHEDULE PAN&SCHEDULE CHEDULE JOISTS PER PAN&SIMPSON A35 PER JOISTS PER PAN& LLI PROVIDE PANEL EDGE PROVIDEPANELEDGE SHEAR WALL SCHEDULE SCHEDULE,LAPPED 2x BLKG @ 4'-0"OC SCHEDULE,APPED F- Z 0 2x4 BLOCKING OR A35 KING OR A35 PER PLAN I NAILING PER SHEAR WALL NAILING PER SHEAR WALL PANEL EDGE NAILING FIRST BAY ONLY Z IN J II SCHEDULEATTOP PLATE (PER SHEAR WALL SCHED) SCHEDULE AT TOP PATE (PER SHEAR WALL SCHED) PER PLAN AND SHEAR W ^ 0 W BETWEEN BLOCKING AND TOP BETWEEN BLOCKING AND $ WALLSCHEDULE H WOOD BEAM PATE AT SHEAR WALLS ONLY TOP PATE AT SHEAR U � Q PER PAN FOR NOTES AND DETAILS FOR NOTES AND DETAILS WALLS ONLY STUD WALL PER NOT CALLED OUT REFER NOT CALLED OUT REFER STRUCTURAL NOTES -. BEARING PATE TO DETAILS 1&2 TO DETAIL51&2 3/8 x 3 1/2 x 0'-3 1/2" A.JOISTS PERPENDICULAR TO WALL B.JOISTS PARALLEL TO WALL A.DECK JOISTS BEARING B.DECK JOISTS NON-BEARING ROD HOLDOWN TO WOOD BEAM i DECK FRAMING DETAIL ii TYPICAL STUD WALL FRAMING DETAIL ��.�-� 9 SCALE: 1"=V-0" •O SCALE: 1"=V-0" •• SCALE: 1"=V-0" TREAD/RISER PER ARCH USE 1 1/8"PLYWOOD TREADS UNO NOTCHED STRINGER TREAD AND 2x12 BLOCKING RISERS PER ARCH (4)8d @BLOCKING DO NOT OVERCUT NOTCHES 2x6 SISTERED 4X12 DF#2 BEAM BEAM PER PLAN ENGINEERING AB PER STRUCTURAL NOTES OR FOR TREAD/RISER PER SECTION A VARIES PER PLAN PROVIDE HILTI X-DNI(0.145"0)@ 250 4TH AVE. S., SUITE 200 12"OC.EMBED MIN 2"INTO EDMONDS, WASHINGTON 98020 CONCRETE W/STANDARD STEEL 2x12 STRINGER 2x12 STRINGER STAIR PHONE (425) 778-8500 WAS • SIMPSON HUC28-2, FAX (425) 778-5536 TREATED 2x SILL PLATE EACH STRINGER,WITH •�i a,. FULL NAILING • 2x12 TREADS SHEATHING ? NOTCHED PER ARCH WHERE NOTED 2x6 SISTERED TO SIDE 2x12 NOTCHED STRINGER ON PLAN OF 2x12 W/(2)ROWS 2x6 BLOCKING STRINGER JOIST PER • OF 10d NAILS STAGGERED @ 6"OC 2x6 SISTERED PLAN C,tIEV A Cp W X—XI—X—X�-�I—X_g—df—�—X 3x BEVELED PLATE PERSERIONA of WAsg`9S _ d JI a AS SHOWN BLOCKING @ V�� /--,�f4 F' N - OO° c HUC28-2 W/ 24"OC �o q° oMo o o NOTCH BEAM AS FULL NAILING 05 ob 1 �� a ♦° a 6 REQUIRED 2x STUD WALL OR I ,0" BEAM PER PLAN 8'-0"MAX SPAN BETWEEN 12"OC MAX ONAL SIZE&REINFORCING LANDINGS MAXIMUM SLOPE PER PLAN AND SCHEDULE 8 0 MAX LANDINGS TWEEN 2x6 SISTERED TO 2x12 PER ON PLAN _lj 08/09119 TYPICAL STAIR SECTION A.TYPICAL STRINGER TO LOWER LANDING B.TYPICAL STRINGER TO PONY WALL C.TYPICAL STRINGER TO CENTER BEAM D.TYPICAL STRINGER TO UPPER LANDING GAP(IF REQUIRED)TO SUIT ARCH FINISHES. TYPICAL STAIR SECTIONS 2 TYPICAL STAIR SECTION 1 SCALE: 1"=1'-0" SIMPSON HUC610 FACE MOUNT BEAM PER PLAN HANGERW/MAXNAILING AND SCHEDULE Q SIMPSON HUC610 FACE MOUNT BEAM PER PLAN HANGER W/MAXNAILING AND SCHEDULE m HANDRAIL W/CONN TO STRINGERS PER MFR Ia v=i H DIM PER ARCH DRAWINGS HANDRAIL W/CONN TO (Oi1 STRINGERS PER MFR w w � a PTGLULAM NOTCH CAREFULLY ai STRINGERS,TYP WITHOUT w PIERS,TM (2 x 3 x 1/4 x0'-6" OVER-CUTTINGPRESS Q p DECK) IS TREK PLAN STRINGERS,TYP a. W/(2)1/2"0 x 4"LAG p DECK JOIST PER PLAN NOTCH CAREFULLY SCREWS INTO BEAM AND 00 00 WITHOUT INTO STRINGER 21 FLAT DECKING L3 x 3 x 1/4 x 0'-6" OVER-CUTTING Y BEAM PER PLAN AND SCHED W/(2)1/2"0 x 3" W/SIMPSON PLAN H N EA END EXPANSION BOLTS AND(2) < 1/2"0 x 4"LAG SCREWS PRECAST CONCRETE CLOSED RISER TREADS W/ . I DESIGN: RMK PRECAST CONCRETE CONN TO STRINGERS PER DRAWN: JEG NOTES: 2x CONT LEDGER W/ CLOSED RISER TREADS + t CHECK: JGG 1.FOR NOTES AND DETAILS (2)1/4"0 x 3 1/2'SDS W/CONN TO JOB NO: 18386.1 O NOT CALLED OUT REFER SCREWS @ 12"OC 2x WOOD JOISTS STRINGERS PER MFR TO TYPICAL DETAILS. PER PLAN AND t t DATE: 08/09/19 SCHED 1! 1! DECK POST PER PLAN 2x WOOD BLKG x x 1i L x x @ 4'-0"OC MAX BEAM PER PLAN -� III III-1 r AND SCHEDULE Q SECTION AT EXTERIOR WOOD DECKS d STAIR SECTION STAIR SECTION v SCALE: 1"=V-0" T SCALE: 1"=1'-0" SCALE: 1"=1'-0" W PROVIDE CONTINUOUS TOP CHORD Z PROVIDE CONTINUOUS TOP CHORD AT SIMPSON SHEARWALLORPROVIDE W SI ILSAT LL NAIL STRAP AL NG SHEAR WALL SHEATHING& SHEAR WALL OR PROVIDE SIMPSON SHEAR WALL SHEATHING& NAILS AT ALL NAIL HOLES ALONG NAILING PER PLAN&SCHEDULE CMSTI4 STRAP W/16d NAILS AT ALL NAIL NAILING PER PLAN&SCHEDULE ENTIRE TOP CHORD AT PERFORATION Q J APPLIED TO ALL FACES OF WALL HOLES ALONG ENTIRE TOP CHORD AT APPLIED TO ALL FACES OF WALL PERFORATION 4x HF BLOCKING,TYP Q I I. -I I I I.. SHEATHING AND NAILING w PER PLAN AND SW SCHED EXTERIOR SW SHEATHING M M AND NAILING PER PLAN CONT FULL WIDTH AND IN I - - -- - �I - - -- - ___ _____ AND SW SCHED FULL DEPTH LSL RIM AT '''SJ N '^ FLOOR LEVEL V I I. HEADER PER PLAN 4x HIF I I. HEADER PER PLAN CONT FULL WIDTH AND 2x CONTINUOUS RIM Y N 0 Z I. FULL DEPTH RIM AT WHERE SHAFT IS AT A II II. BLOCKING,TYPII II. FLOOR LEVEL SHEATHING AND CORNER,LAP BEAMS AT cc NAILING PER PLAN CORNER AND PROVIDE Q Q L II II. II I II. WHERE SHAFT 15 AT A CONTINUOUS CMSTI4 I I I I I I. SIMPSON L90 CLIP AT I I. STRAP W/16d NAILS AT I I I I. CONTINUOUS CMST16 STRAP W/10d LAP SHEATHING AT RIM CORNER,LAP BEAMS AT INSIDE OF CORNER W I L J I. I I I. NAILS AT ALL NAIL HOLES OVER ENTIRE CORNER AND PROVIDE W HEADER SUPPORTS PER ALL NAIL HOLESNGTH OVER AND PROVIDE PANEL J _ LENGTH OF PERFORATED SHEAR WALL SIMPSON L90 CLIP AT 1 I: PLAN&SCHEDULE ENTIRE LENGTH OF .� -I EDGE NAILING PER SW INSIDE OF CORNER FULL DEPTH 3/4" Q Z I I PERFORATED SHEAR I I I HEADER SUPPORTS PER SCHEDULE EA SIDE OF SHEATHING OR Ix FRAMING Z N 0 I I' WALLI I I PLAN&SCHEDULE ADJOINING PANEL EDGE BETWEEN RIM BOARDS 0 II 7 ADDITIONAL II IIIh - 1 - --NI - z Z Z 0 INTERMEDIATE I I. -�- JOISTS PER PLAN I CHORD PER SHEAR { I II. Z N J m II WALLSCHEDULE 'Il W w O I I END STUDS PER T I I NMD SHEPSON A35 PER PLAN AND SHEAR WALL SCHED U Q HOLDOWN II II SCHEDULE,TYP 'I II PLYWOODSHERPLAN II I I.- AND NAILING PER PLAN I II I II �6 AND SHEAR WALL SCHED __ ___4 PARTY WALL W/SIZE AND SPACING OF END STUDS PER HOLDOWN STUDS PER PLAN NOTES A.ELEVATION AT DOOR SCHEDULE(HOLDOWN NOT SHOWN) EXTERIOR SIDE INTERIOR SHAFTSIDE INTERIOR SIDE INTERIOR SHAFT SIDE FORCE-TRANSFER SHEAR WALL DETAIL J FORCE-TRANSFER SHEAR WALL DETAIL f� STAIRWAY&SHAFT SECTIONS S5.3_ 6 SCALE: NTS • SCALE: NTS v SCALE: 1"=1'-0" /''� SHEATHING AND NAILING PER DIAPHRAGM BOUNDARY NAILING DIAPHRAGM BOUNDARYeAN PER ROOF NAILING PER ROOFN NOTES ROOF FRAMING PLAN NOTES pER ROOF FRAMING PLAN NOTES FRAMING PLAN NOTES LANE ROOF SHEATHING AND TRUSS BLOCKING DESIGNED ANDENGINEERING NAILING PER ROOF 250 4TH AVE. S., SUITE 200 FRAMING PLAN NOTES - PROVIDED BY TRUSS MFR.DESIGNEDMONDS, WASHINGTON 98020 2x OUTLOOKER BLOCKING FOR EA PLF IN-PLANE WALLS ONLYPHONE 425 778-8500 DIAPHRAGM BOUNDARY 2x4 BLOCKING W/SILL 2x4 BLOCKING SHEAR AT SHEAR WALLS ONLY ( ) EACH BRACE FAX (425) 778-5536 NAILING PER ROOF PLATE NAILING PER I FRAMING PLAN NOTES SHEAR WALL SCHEDULE GABLE END TRUSS (6)lOd FULL DEPTH BLOCKING SHEATHING AND NAILING TO RIPPED TO MATCH SLOPE MATCH SHEAR WALL BELOW OF ROOF GVY C PROVIDE(2)2x4 OR 5 FRAMING F W A35 EACH LINE (1)2x6 DIAGONAL SHEAROF BLOCKING SIMPSON LSTAIS BRACE AT 4'-0"OC SILL PLATE NAILINGSTRAP EACH SPLICE ULE 1 PER SHEAR WALL PRE-ENGINEERED ROOF __ LzsS SCHEDULE TRUSS PER PLAN SIMPALLSCHEDULE SjONALSON LTP4 PER SHEAR W •• • S ` PROVIDE BOUNDARY SIMPSON H2.5A 08109119 /�/g NAILING AT TOP PLATE PER TIE AT EACH TRUSS 2x4 BLOCKING PRE-ENGINEERED SHEAR WALL SCHEDULE SHEATHING AND 2x4 BLOCKING FOR EACH BRACE BOUNDARY NAILING PER ROOF TRUSS PER PLAN NAILING PER PLAN AND (3)TRUSS SPACES @ NOTE' SHEAR WALL SCHEDULE SHEAR WALL SCHEDULE 4'-0"OC MAX REFER TO CASE A FOR SHEATHING AND INFORMATION NOT SIMPSON H2.5A NAILING PER PLAN AND STUD WALL FRAMING 76d COOLER NAILS @ SPECIFICALLY CALLED OUT PER PLAN NOTES SHEATHING AND EACH TRUSS SHEAR WALL SCHEDULE 6"OC OVER EXTENTS NAILING PER PLAN AND OF BLOCKING SHEAR WALL SCHEDULE OPTION A.BLOCKING AND STRAPS OPTION B.BRACING 1 TYPICAL GABLE END SECTION TYPICAL TRUSS BLOCKING DETAIL TYPICAL TRUSS SUPPORT DETAIL 2 SCALE: 1"=1'-0' a DIAPHRAGM BOUNDARY ROOF SHEATHING AND NAILING PER ROOF NAILING PER ROOF FRAMING PLAN NOTES FRAMING PLAN NOTES z O j 2x8 BLKG RIPPED TO ROOF SHEATHING AND Ia vi MATCH ROOF SLOPE DIAPHRAGM BOUNDARY NAILING PER ROOF H ROOF SHEATHING AND PANEL EDGE NAILING NAILING PER ROOF FRAMING PLAN NOTES U NAILING PER ROOF PER PLAN NOTES FRAMING PLAN NOTES to C FRAMING PLAN NOTES TRUSS OVERFRAMING p a SW6 SHEATHING PER TYPICAL DETAIL AND NAILING 2x HF BLKG.AT RIDGE,TYP 16d @ 6"OC w PRE-ENGINEERED ROOF TRUSS DRAG TRUSS PER PLAN PER ROOF PLAN.DESIGN ROOF W VALLEY TRUSSES PER TRUSS FOR 310 PLF IN-PLANE O ROOF PLAN,TYP (ASD)SHEAR UNO ON PLAN Y Q 0.131"o x 3" NAILS @ 5"OC DESIGN: RMK 2x4 SLEEPER TYP1/2 W/NAILS 16d @ 6"OC 0.131"Qix31/2"NAIL$ CONT 2x4 NAILER DRAWN: JEG EACH TRUSS PANEL EDGE NAILING PER ROOF TRUSSES CHECK: JGG SHEAR WALL SCHEDULE - - -- PER PLAN SIMPSON H2.5A JOB NO: 18386.10 ROOFTRUSSES ROOF TRUSSES AT EA TRUSS PRE-ENGINEERED ROOF CONT FULL WIDTH PER PLAN PER PLAN SIMPSON A35 @ 24'OC DATE: 08/09/19 TRUSSES PER ROOF PLAN TOP PLATE ON 2x4 SIMPSON A35 @ 24'OC PLATES SIMPSON H2.5A 2x BLKG RIPPED TO AT EA TRUSS CONT FULL WIDTH TOP SHEATHING AND MATCH ROOF SLOPE SHEATHING AND NAILING PLATE ON 2x4 PLATES NAILING PER PLAN AND PER PLAN AND SHEAR SHEATHING AND SHEAR WALL SCHED CONT FULL WIDTH TOP SHEATHING AND NAILING PLATE ON 2x4 PLATES WALL SCHEDULE NAILING PER PLAN AND PER PLAN AND SHEAR SHEAR WALL SCHED WALLSCHEDULE PARTY WALL PER PLAN PARTY WALL PER PLAN PARTY WALL PER PLAN TYPICAL OVERFRAMING DETAIL TYPICAL DRAG TRUSS SECTION AT PARTY WALL (� TRUSS FRAMING AT PARTY WALL 'J TRUSS FRAMING AT PARTY WALL SCALE: 1"=1'0" SCALE: 1"=1'0" Z W SHEATHING AND NAILING ROOF SHEATHING& > V PER ROOF FRAMING PLAN DIAPHRAGM BOUNDARY NAILING PER ROOF Q J NOTES NAILING PER ROOF FRAMING PLAN NOTES DIAPHRAGM BOUNDARY FRAMING PLAN NOTES NAILING PER ROOF FRAMING PLAN NOTES = Q ROOF SHEATHING AND NAILING PER ROOF 2x8 BLKG RIPPED TO FRAMING PLAN NOTES MATCH ROOF SLOPE W SIMPSON B SERIES M C) SLOPED HANGER a N N STUD WALL PER 00 ROOF SHEATHING AND ROOF SHEATHING AND PLAN&NOTES Y W � DIAPHRAGM BOUNDARY NAILING PER ROOF NAILING PER ROOF N Z NAILING PER ROOF FRAMING PLAN NOTES FRAMING PLAN NOTES Q Q FRAMING PLAN NOTES 0- W SIMPSON B SERIES 2x BLOCKING L�J Q FULL DEPTH BLKG RIPPED SLOPED HANGER OVER EXTENTS J TO MATCH SLOPE OF ROOF OF LEDGER Q � Z � ROOF RAFTERS PER PLAN Z N 0 2x HF LEDGER W/(2)16d SHEATHING&NAILING w Z Z NAILS @ 12"OC PER PLAN&SHEAR ROOF RAFTERS Z N J 0 WALL SCHEDULE PER PLAN 2x HF LEDGER TRUSS BLOCKING PER W/(2)16d NAILS Lv � � O TRUSS MFR.PROVIDE 16d @ 6"OC 2x4 BLKG W/ SOLID WEB BLOCKING AT 16d @ 6"OC @ 12"OC (,.) Q H PRE-ENGINEERED ROOF HANGER LOCATIONS. OF TRUSSES TRUSS PER PLAN PER PLAN S I I -. SIMPSON H2.5A TIE 2x ROOF RAFTERS SIMPSON A35 PER PLAN& 16d TOE NAILS SIMPSON H2.5A PER PLAN SHEAR WALL SCHEDULE @ 12"OC AT EA TRUSS BEAM PER PLAN SIMPSON H2.5A AT EA TRUSS SHEATHING&NAILING SHEATHING&NAILING PER PLAN AND SHEAR PER PLAN&SHEAR ^ STUD WALL PER PLAN WALLSCHEDULE WALL SCHEDULE V G.1-A TRUSS FRAMING DETAIL TRUSS FRAMING AT EXTERIOR WALL i TYPICAL RAFTER SUPPORT DETAIL ii RAFTER LEDGER DETAIL V I SCALE: 1"=V-0" •O SCALE: 1"=1'-0" •• SCALE: 1"=1'-0" DIAPHRAGM BOUNDARY NAILING PER ROOF 218 BLKG EA STUD BAY FRAMING NOTES ENGINEERING STUD WALL PER ROOF SHEATHING& FRAMING PLAN NOTES 250 4TH AVE. S., SUITE 200 NAILING PER ROOF SHEATHING AND NAILING PER SILL PLATE NAILING DIAPHRAGM BOUNDARY ROOF SHEATHING AND EDMONDS, WASHINGTON 98020 FRAMING PLAN NOTES ROOF FRAMING PLAN NOTES DIAPHRAGM BOUNDARY ( ) PER PLAN AND SHEAR NAILING PER ROOF NAILING PER ROOF PHONE 425 778-8500 WALLSCHEDULE OR FRAMING PLAN NOTES ROOF SHEATHING AND NAILING PER ROOF FRAMING PLAN NOTES FAX (425) 778-5536 STRUCTURAL NOTES NAILING PER ROOF 2x FLAT OUTLOOKER FRAMING PLAN NOTES SHEATHING AND FRAMING PLAN NOTES I N I NAILING PER PLAN 2x4 BLKG W/SILL PL NAILING FULL DEPTH BLKG RIPPED 2x8 BLKG W/ PER SHEAR WALL TO MATCH SLOPE OF ROOF 16d @ 6"OC SILL PLATE NAILING PER SW SCHED VY C,tIE Cp. 16d @ 6"OC G'�c of FULL DEPTH BURG SIMPSON H2.SA TIE ROOF RAFTERS 7 �;�"F o RIPPED TO MATCH SHEATHING AND PER PLAN SLOPE OF ROOF NAILING PER PLAN AND PROVIDE BOUNDARY 2x4 BLKG W/SILL PL SIMPSON H2.5A EA TRUSS JOISTS PER PLAN PROVIDE BOUNDARY SHEAR WALLSCHED NAILING AT TOP PLATE PER NAILING PER SHEAR i'SvaF'ti &SCHEDULE NAILING AT TOP PLATE PER SHEAR WALL SCHEDULE WALLSCHED `SIQNAL PANEL EDGE NAILING PER SHEAR WALL SCHEDULE SHEAR WALL SCHEDULE 2x4 CONT AT SIMPSON H2.SA TIE 08109119 SHEAR WALLS SHEATHING AND NAILING SHEATHING&NAILING ROOF RAFTERS PER PLAN PER PLAN&SHEAR CONT FULL WIDTH TOP SHEATHING AND NAILING PER PLAN AND SHEAR STUD WALL FRAMING WALL SCHEDULE PER PLAN NOTES WALLSCHEDULE PLATE ON 2x4 PLATES PER PLAN AND SHEAR STUD WALL FRAMING FULL HEIGHTSTUDS WALL SCHEDULE PER PLAN NOTES AT GABLE END PARTY WALL PER PLAN TRUSS FRAMING AT PARTY WALL TYPICAL RAFTER SUPPORT DETAIL SECTION d TYPICAL RAFTER SUPPORT DETAIL 1 SCALE: 1"=1'-0" SCALE: 1"=1'-0" SCALE: 1"=1'-0" a r- DIAPHRAGM BOUNDARY ROOF SHEATHING AND 00 m NAILING PER ROOF NAILING PER ROOF = FRAMING PLAN NOTES FRAMING PLAN NOTES is — ROOF SHEATHING AND 0 2x8 BLKG RIPPED TO DIAPHRAGM BOUNDARY NAILING PER ROOF w w MATCH ROOF SLOPE NAILING PER ROOF FRAMING PLAN NOTES a FRAMING PLAN NOTES TRUSS OVERFRAMING a, SW6 SHEATHING PER TYPICAL DE TAIL w\ AND NAILING Q O 16d @ 6"OC ono 0 DRAG TRUSS PER PLAN Y DESIGN: RMK DRAWN: JEG r OOF RAFTERS CHECK: JGG PER PLAN JOB NO: 18386.10 ROOF TRUSSES . - - PER PLANDATE: 08/09/19 ROOF TRUSSES ROOF TRUSSES EA PSON .SA PER PLAN SIMPSON A35 @ 24"OC TRUSS PER PLAN SIMPSON A35 @ 24"OC PED TOSIMPS EA H2.SS CONT FULLWIDTH TOP SHEATHING AND F SLOPEAT EA TRUSS PLATE ON 2x4 PLATES NAILING PER PLAN AND SHEATHING AND SHEAR WALLSCHED IDTH TOP SHEATHING AND NAILING NAILING PER PLAN AND PER PLAN AND SHEAR PLATE ON 2x4 PLATES SHEAR WALL SCHED WALL SCHEDU LE PARTY WALL PER PLAN PARTY WALL PER PLAN LaJ TRUSS FRAMING AT PARTY WALL a TRUSS FRAMING AT PARTY WALL Z W a N J 2 Q � W M C) N 04 W 00 CL Lu J < Q Z LL- Z (n O wo 0 L.L_ F- Z Z O w 04 O S6.2-A 4 1/2" 3" 3' 4 1/2" 4" 3" 3" 4" ENGINEERING 250 4TH AVE. S., SUITE 200 !AWS' EDMONDS, WASHINGTON 98020 PHONE (425) 778-8500 FAX (425) 778-5536 (4)3/4" 5 1/2"AT HSS5x5 61/2"AT HSS6x6 (4)3/4"0 AB'S 31W32x35 MiCOL W12x% 316 IS og WAS v"i�o TYP 1 4 7 14 c COL 11/2° BEAM PER PLAN J F? 3/4"0 A307 BOLT,TYP AND SCHED a a 11"AT HSS5x5 TYP i�SY ,� 5 1/2"AT HSS5x5 kz< 12"AT HSS6x6 14"AT HSS8x8 = S`YjONAL 61/2"AT HS56x6 �1p % EQ EQ + O8/09119 EQ EQ TYP PERIMETER HSS OR - C HSS WITHIN STUD WALL +- JI C I wU SHIM AS REQ'D WHERE J SIDE IL 1/4 x 8 x l'-l" i i i i i BEAM DEPTH VARIES as d aaa d 316 COL PER PLAN ti w BRNG PL 3/4 x BM -� {'- + COL PER PLAN WIDTH+12"xl'-1" AND/OR SCHED AND/OR / 3"ryP SCHED TS COL PER PLAN MWIDTHS AND SCHEDUSE 3/4"0 ANCHOR BOLTS DE SHIMS ASAND 3/4"BASE PLATE TYP HSS NOT SARY WHERETHICKNESS ENO. WITHIN STUD WALL VARY z O m STEEL BASE PLATE DETAILS 2 SECTION 1 SCALE: NTS w w o a am ti wa, H a,ao o00 0 Y a DESIGN: RMK DRAWN: JEG CHECK: JGG JOB NO: 18386.10 DATE: 08/09/19 L,J Z LLJ N � J a Ld M04 0 N Y N rn Z Q Q � Lu Q J L,J ft� Q Z LL. Z N O w 0 O J F- Z Z W Z N J Ld Ld I� cl:� U Q N S7.1-A STRUCTURAL NOTES C (THESE NOTES ARE TYPICAL UNLESS NOTED OR DETAILED OTHERWISE ON DRAWINGS) ENGINEERING CODE SHOP DRAWINGS MINIMUM LAPS AND EMBEDMENT WELDING 250 4TH AVE. S., SUITE 200 ALL MATERIALS,WORKMANSHIP,DESIGN,AND CONSTRUCTION SHALL CONFORM TO THE DRAWINGS, SHOP DRAWINGS FOR THE FOLLOWING ITEMS SHALL BE SUBMITTED TO THE ARCHITECT AND STRUCTURAL UNLESS OTHERWISE NOTED,REINFORCING SPLICE LENGTHS AND DEVELOPMENT LENGTHS SHALL BE AS WELDING SHALL CONFORM TO AWS"STRUCTURAL WELDING CODE",LATEST EDITION.ALL WELDING SHALL BE EDMONDS, WASHINGTON 98020 SPECIFICATIONS,AND THE INTERNATIONAL BUILDING CODE(IBC),2015 EDITION.SPECIFICATIONS AND ENGINEER FOR REVIEW PRIOR TO FABRICATION: TABULATED BELOW: DONE WITH 70 KSI LOW HYDROGEN ELECTRODES.WHERE NOT CALLED OUT,MINIMUM FILLET WELD SIZE SHALL PHONE (425) 778-8500 STANDARDS WHERE REFERENCED ON THE DRAWINGS ARE TO BE THE LATEST EDITION. BE PER TABLE 5.8 IN AWS DI.J.,LATEST EDITION. FAX (425) 778-5536 1.REINFORCING STEEL 3.PREMANUFACTURED WOOD TRUSSES f'c=3000 PSI DESIGN LOADS 2.CONCRETE MIX DESIGN 4.WOOD I-JOISTS&ENGINEERED WOOD BEAMS DEVELOPMENT LENGTH LAP SPLICE WELDING OF REINFORCING BARS SHALL NOT BE PERMITTED UNLESS SPECIFICALLY CALLED OUT ON DRAWINGS OR APPROVED BY STRUCTURAL ENGINEER.WELDING OF GRADE 60 REINFORCING BARS SHALL BE PERFORMED DEAD LOADS: SHOP DRAWINGS SHALL BE REVIEWED,REVISED AS REQUIRED FOR FIELD CONDITIONS,AND DATE STAMPED BY BAR TENSION COMPRESSION TENSION COMPRESSION USING LOW HYDROGEN ELECTRODES.WELDING OF GRADE 40 REINFORCING BARS SHALL BE PERFORMED USING ROOF 15 PSF THE CONTRACTOR PRIOR TO REVIEW BY THE ENGINEER.CONTRACTOR SHALL PROVIDE(3)SETS OF SHOP SIZE E70XX ELECTRODES.SEE REINFORCING NOTES FOR MATERIAL REQUIREMENTS OF WELDED BARS.WELDING FLOOR 24 PSF DRAWINGS FOR ENGINEER'S REVIEW.ALLOW TWO WEEKS FOR SHOP DRAWING APPROVAL BY ENGINEER. TOP BARS OTHER BARS ALL BARS TOP BARS BARS ALL BARS WITHIN 4"OF COLD BENDS IN REINFORCING BARS IS NOT PERMITTED. OVY C w LIVE LOADS: ENGINEER'S SHOP DRAWING REVIEW IS FOR GENERAL CONFORMANCE WITH THE DESIGN CONCEPT AND #3 22 17 9 28 22 12 ALL WELDING SHALL BE DONE BY WASHINGTON ASSOCIATION OF BUILDING OFFICIALS(WABO)CERTIFIED C'��F// 1 f sF' ROOF(SNOW LOAD) 25 PSF CONTRACT DOCUMENTS.MARKINGS OR COMMENTS SHALL NOT BE CONSTRUED AS RELIEVING THE WELDERS. T pup.- PRIVATE DECKS 60 PSF CONTRACTOR FROM COMPLIANCE WITH THE PROJECT PLANS AND SPECIFICATIONS.THE CONTRACTOR REMAINS #4 29 22 11 37 29 15 1 RESIDENTIAL 40 PSF RESPONSIBLE FOR DETAILS AND ACCURACY,FOR CONFORMING AND CORRELATING ALL QUANTITIES AND #5 36 28 14 47 36 19 LUMBER DIMENSIONS,FOR SELECTING FABRICATION PROCESSES,FOR TECHNIQUES OF ASSEMBLY,AND FOR PERFORMING O z 25 (LIVE LOADS ARE REDUCED WHERE PERMISSIBLE PER IBC SECTION 1607.10). THE WORK IN A SAFE MANNER. #6 43 33 17 56 43 23 GALL RADING ES SPECIFIED ARE MINIMUM KILN-DRIED TO MC GRADES OF THE FIRED.ALL LUMBER MINIMUM STANDARDS:BE IN ACCORDANCE WITH WWPA SSIONAL � EARTHQUAKE LOADS: ENGINEER'S SHOP DRAWING REVIEW OF STRUCTURAL COMPONENTS DESIGNED BY OTHERS IS FOR LOADS #7 63 48 20 81 63 27 IMPOSED ON THE BASIC STRUCTURE.THE COMPONENT DESIGNER IS RESPONSIBLE FOR CODE CONFORMANCE #8 72 55 22 93 72 30 SIZE CLASSIFICATION SPECIES GRADE Fb(PSI) Fc(PSI) 08/09119 EQUIVALENT LATERAL FORCE PROCEDURE PER ASCE 7-10 SECTION 12.8. AND ALL CONNECTIONS TO TH E BASIC STRUCTURE.SHOP DRAWINGS SHALL INDICATE MAGNITUDE AND LIGHT FRAMING(STUDS) DOUG-FIR STUD 776(REP) 800 DIRECTION OF THE LOADS IMPOSED ON THE BASIC STRUCTURE AND SHALL BE STAMPED&SIGNED BY A SITE CLASS D PROFESSIONAL ENGINEER REGISTERED IN THE SAME STATE AS THE PROJECT. f'c=4000 PSI 2x JOISTS AND PLANKS DOUG-FIR #2 978(REP) - SHORTPERIODSPECTRALRESPONSEACCEL(Ss) 1.071 DEVELOPMENT LENGTH LAP SPLICE PLATES AND BLOCKING DOUG-FIR #2 850 ONE SECOND SPECTRAL RESPONSE ACCEL N 0.417 FABRICATION SHALL BEGIN ONLY AFTER SHOP DRAWINGS BEARING THE STAMP AND SIGNATURE OF THE - SHORT PERIOD DESIGN SPECTRAL RESPONSE ACCEL(Sos) 0.765 PROJECT ARCHITECT,ENGINEER OF RECORD,AND CONTRACTOR HAVE BEEN RECEIVED. BAR TENSION COMPRESSION TENSION COMPRESSION 6x AND LARGER BEAMS AND DOUG-FIR #2 875 - ONE SECOND DESIGN SPECTRAL RESPONSE ACCEL(So,) 0.440 SIZE STRINGERS RISK CATEGORY II FOUNDATIONS:SPREAD FOOTINGS TOP BARS OTHER ALL BARS TOP BARS OTHER ALL BARS SEISMIC IMPORTANCE FACTOR 1.0 BARS BARS 4x AND SMALLER BEAMS AND DOUG-FIR #2 850 - (e) SOILS REPORT: REPORT NO: 18-0408 #3 19 15 8 24 19 12 STRINGERS SEISMSEISMGN CATEGORY D PREPARED BY: GEOTEST ALL POSTS AND TIMBERS DOUG-FIR #1 1200 1000 BASIC SEISMIC IC FORCE-RESISTING-SYSTEM WOOD SHEAR WALLS DATED: MAY 17,2019 #4 25 19 10 33 25 15 RESPONSE MODIFICATION FACTOR,(R) 1.5 REFER TO PLAN NOTES,SCHEDULES,AND DETAILS FOR MORE SPECIFIC LUMBER SIZE AND GRADE REQUIREMENTS. REDUNDANCY FACTOR(p) 1.0 #5 31 24 12 41 31 19 SEISMIC RESPONSE COEFFICIENT(C 0.118 ALLOWABLE SOIL PRESSURE: 2000 PSF ALL LUMBER IN CONTACT WITH CONCRETE,MASONRY,OR WITHIN 8"OF SOIL SHALL BE PRESSURE-TREATED. F s) #6 37 29 15 49 37 23 F W=TOTAL SEISMIC DEAD LOAD AS DEFINED PER ASCE 7-10 SECTION 12.7.2. LATERAL EARTH PRESSURE: #7 54 42 17 71 54 27 NAILS,BOLTS,AND METAL CONNECTORS FOR WOOD z UNRESTRAINED: 35 PCF+ANY APPLICABLE SURCHARGE O m RESTRAINED: 55 PCF+ANY APPLICABLE SURCHARGE #8 62 48 19 81 62 30 ALL NAILS SHALL CONFORM TO THE STANDARDS SET FORTH BY THE NATIONAL DESIGN STANDARDS(NDS)FOR I- BASE SHEAR(V),V=CsW= SD5 W � PASSIVE: 300 PCF WOOD CONSTRUCTION,LATEST EDITION.NAILING NOT SPECIFIED SHALL BE PER IBC TABLE 2304.9.1 NAILING _ � COEFFICIENT OF FRICTION: 0.35 NOTE: SCHEDULE.ALL NAILS CALLED OUT ON PLANS SHALL BE COMMON NAILS UNLESS NOTED OTHERWISE AND SHALL WIND LOADS: 1.ALL LENGTHS ARE IN INCHES. MEET OR EXCEED THE FOLLOWING MINIMUM GUIDELINES: FOUNDATIONS SHALL BEAR ON NATIVE SITE SOILS OR STRUCTURAL FILL,PREPARED AND COMPACTED AS 2.ALL LAP SPLICES ARE CLASS B. m BASIC WIND SPEED(3 SECOND GUST) 110 MPH REQUIRED BY THE GEOTECHNICAL REPORT AND AT LEAST 18"BELOW ADJACENT EXTERIOR GRADE.ANY 3.'TOP BARS"ARE HORIZONTAL REINFORCEMENT PLACED SUCH THAT MORE THAN 12 INCHES OF NAIL SHANKS MIN LENGTH p a EXPOSURE B FOUNDATION ELEVATIONS SHOWN IN THE DRAWINGS REPRESENT MINIMUM DEPTHS AND ARE FOR BIDDING CONCRETE IS CAST IN THE MEMBER BELOW THE BAR. 8d COMMON 0.1310 2 1/2"SHANK Kn 1.0 ONLY.ACTUAL FOUNDATION ELEVATIONS ARE SUBJECT TO SITE CONDITIONS AND MUST THEREFORE BE a, ESTABLISHED BY THE CONTRACTOR. CONCRETE WALL REINFORCING 10d COMMON 0.1480 3"SHANK w\ SEE PLANS FOR ADDITIONAL DESIGN LOADS. H p� 12d COMMON 0.1480 3 1/4"SHANK IMPORTED STRUCTURAL FILL AND BACKFILL MATERIAL SHOULD CONSIST OF CLEAN,WELL GRADED GRANULAR PROVIDE THE FOLLOWING MINIMUM REINFORCING UNLESS NOTED OR DETAILED OTHERWISE(GRADE 60): o STATEMENT OF SPECIAL INSPECTIONS MATERIAL FREE OF DEBRIS OR ORGANICS AS SPECIFIED IN THE GEOTECHNICAL REPORT. i6d COMMON 0.1620 31/2"SHANK 000 THICKNESS REINFORCING PLACEMENT J.d SPECIAL INSPECTIONS ARE REQUIRED AS INDICATED IN THE FOLLOWING TABLE.THE CONTRACTOR SHALL BACKFILL BEHIND ALL RETAINING WALLS WITH WELL-DRAINING,GRANULAR FILL AND PROVIDE FOR SUBSURFACE #4 @ 13"OC ME BOX NAILS MAY BE SUBSTITUTED FOR&COMMON NAILS WITH NO CHANGE IN NAIL SPACING.FRAMING Y SUBMIT WRITTEN STATEMENT OF RESPONSIBILITY TO THE BUILDING OFFICIAL AND OWNER PRIOR TO DRAINAGE. 6"WALLS EA WAY CENTERED MEMBERS MAY BE NAILED WITH 16d SINKERS(0.148"0 x 31/4"),BUT ONLY 16d COMMON NAILS SHALL BE USED Q COMMENCEMENT OF WORK IN ACCORDANCE WITH CHAPTER 1704.40F THE IBC. 8"WALLS #5 @ 15"OC EA WAY CENTERED WHERE l6d NAILS ARE INDICATED IN THIS DRAWING SET.ENGINEER MAY APPROVE OTHER NAILS IF NAIL LABELS 7 L STRUCTURAL OBSERVATION OF THE STRUCTURAL SYSTEM BY THE ENGINEER IS NOT REQUIRED. EXCAVATIONS AND DRAINAGE INSTALLATION SHALL BE OBSERVED BY A SOILS ENGINEER RETAINED BY THE ARE SUBMITTED TO ENGINEER PRIOR TO START OF CONSTRUCTION. OWNER.IF EXCAVATION SHOWS SOIL CONDITIONS TO BE OTHER THAN THOSE ASSUMED ABOVE NOTIFY THE 30"WALLS #4@16"OC EA WAY,EA FACE DESIGN: RMK FREQUENCY AND DISTRIBUTION OF REPORTS-INSPECTION REPORTS SHALL BE PROVIDED FOR EACH DAY ON STRUCTURAL ENGINEER FOR POSSIBLE FOUNDATION REDESIGN. ALL BOLTS IN WOOD MEMBERS SHALL CONFORM TO ASTM A307.PROVIDE WASHERS UNDER THE HEADS AND CONCRETE GENERAL NOTES NUTS OF ALL BOLTS AND LAG SCREWS BEARING ON WOOD.LEAD HOLES FOR LAG BOLTS SHALL BE BORED FOR DRAWN: J EG SITE BY SPECIAL INSPECTOR.STRUCTURAL OBSERVATION REPORTS SHALL BE PROVIDED AFTER EACH DEFERRED APPROVAL ITEMS THE SHANK AND THREADED PORTIONS PER NDS 11.1.3. OBSERVATION.REPORTS SHALL BE DISTRIBUTED TO TH E CONTRACTOR,ARCHITECT,ENGINEER AND BUILDING CHECK: JGG OFFICIAL. SUBMITTAL DOCUMENTS FOR DEFERRED SUBMITTAL ITEMS SHALL BE SUBMITTED TO THE ARCHITECT AND VERTICAL BARS SHALL START FROM TOP OF FOOTING.HORIZONTAL BARS SHALL STARTA DISTANCE OF I/2 THE CONNECTORS CALLED OUT BY LETTERS AND NUMBERS SHALL BE"STRONG-TIE"BY SIMPSON COMPANY, NORMAL BAR SPACING FROM TOP OF FOOTING AND TOP OF FRAMED SLABS.IN ADDITION,THERE SHALL BE A CATALOG TO BE THE LATEST EDITION,OR ENGINEER APPROVED EQUAL.CONNECTORS SHALL BE INSTALLED IN ENGINEER REVIEWED WHO SHALL REVIEWHAVE THEM ANDFOUND INDICATE IN GENERAL CONFORMANCE SUBMITTAL DOCUMENTS HORIZONTAL BAR AT A MAXIMUM OF 3"FROM TOP OF WALL AND BOTTOM OF FRAMED SLABS. JOB NO: 8/09/19 SPECIAL INSPECTION HAVE BEEN REVIEWED AND THAT THEY HAVE BEEN FOUND TO BE IN GENERAL CONFORMANCE WITH THE DESIGN ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS AND WITH THE NUMBER AND SIZE OF OF THE BUILDING.THE DEFERRED SUBMITTAL ITEMS SHALL NOT BE INSTALLED UNTIL THEIR DESIGN AND FASTENERS AS SPECIFIED BY THE MANUFACTURER.WHERE CONNECTOR STRAPS CONNECT TWO MEMBERS, DATE: 08�09�19 OPERATION CONT PERIODIC REMARKS SUBMITTAL DOCUMENTS HAVE BEEN APPROVED BY THE BUILDING OFFICIAL. PROVIDE CORNER BARS TO MATCH THE HORIZONTAL REINFORCING WITH TENSION LAP SPLICE AT EACH SIDE PER TABLE,OR BEND ONE SIDE OVER TO PROVIDE TENSION LAP. PLACE ONE-HALF OF THE NAILS,SCREWS,OR BOLTS IN EACH MEMBER. SOILS 1.PREMANUFACTURED WOOD TRUSSES INSTALL SOLID BLOCKING AT ALL BEARING POINTS.ALL SHIMS SHALL BE SEASONED,DRIED,AND THE SAME 2.HANDRAILS AND GUARDRAILS PROVIDE CONTROL OR CONSTRUCTION JOINTS IN SLABS ON GRADE TO BREAK UP SLAB INTO RECTANGULAR AREAS EXCAVATION&FILL&COMPACTION&DRAINAGE X GEOTECH ENGINEER 3.PREMANUFACTURED BOLT-ON DECKS OF NOT MORE THAN 400 SQUARE FEET EACH.AREAS TO BE AS SQUARE AS PRACTICALAND HAVE NO ACUTE GRADE(MINIMUM)AS MEMBERS CONNECTED. CONCRETE ANGLES.JOINT LOCATIONS TO BE APPROVED BY THE ARCHITECT. CONCRETE GALVANIZATION REINFORCING PLACEMENT X ALL CONSTRUCTION JOINTS SHALL BE THOROUGHLY CLEANED AND PROPERLY PREPARED IMMEDIATELY PRIOR TO ANCHOR BOLTS X ALL CONCRETE SHALL BE MIXED,PROPORTIONED,CONVEYED,AND PLACED IN ACCORDANCE WITH SECTION POURING OF CONCRETE.DOWEL STEEL SHALL BETHE SAME SIZE AND SPACING AS MAIN REINFORCING DETAILED UNLESS NOTED OTHERWISE,STEELCONNECTORS IN CONTACT WITH TREATED WOOD SHALL BE GALVANIZED Y CHAPTER 5 OF ACI 318 AND THE AMERICAN CONCRETE INSTITUTE'S SPECIFICATIONS FOR STRUCTURAL BEYOND JOINT. ACCORDING TO THE FOLLOWING TABLE: HOLDOWN PLACEMENT X CONCRETE FOR BUILDINGS(ACI 301). UNTREATED ACQ-C CBA-A OTHER OTHER PT CONCRETE TEST SPECIMENS X BARS PARTIALLY EMBEDDED IN HARDENED CONCRETE SHALL NOT BE FIELD BENT UNLESS SO DETAILED OR GALVANIZATION WOOD CCA-C SBX ACQ-D CA-B BORATE ACZA WOOD W ALL CONCRETE SHALL BE STONE-AGGREGATE CONCRETE HAVING AUNIT WEIGHT OF APPROXIMATELY 150 APPROVED BY THE STRUCTURAL ENGINEER. Z CONCRETE PLACEMENT X POUNDS PER CUBIC FOOT. G90 X X X SEE ARCHITECTURAL DRAWINGS FOR ALL GROOVES,NOTCHES,CHAMFERS,FEATURE STRIPS,COLOR,TEXTURE AND ADHESIVE ANCHORS X IF USED CONCRETE STRENGTHS AT 28 DAYS(f'c)AND MIX CRITERIA SHALL BE AS FOLLOWS: OTHER FINISH DETAILS AT ALL EXPOSED CONCRETE SURFACES.PROVIDE 3/4"CHAMFER AT ALL CORNERS EXCEPT AS G185 X X X X X X W EXPANSION ANCHORS X IF USED NOTED. HDG X X X X X X MAXIMUM MIN CEMENT MAXIMUM Q STRUCTURAL STEEL TYPE OF CONSTRUCTION f'c WATER/CEMENT CONTENT PER CUBIC STRUCTURAL STEEL STT300 X X X X X X X X SHRINKAGE$TRAIN FABRICATION&ERECTION X RATIO YARD STRUCTURAL STEEL DESIGN,FABRICATION AND ERECTION SHALL BE IN ACCORDANCE WITH THE AISC G90=0.90 OZ.OF ZINC PER SQUARE FOOT OF AREA = HIGH STRENGTH BOLTING X SLAB ON GRADE 3000 PSI 0.55 51/2 SACK N/A "SPECIFICATION FOR THE DESIGN,FABRICATION,AND ERECTION OF STRUCTURAL STEEL FOR BUILDINGS",LATEST G185=1.85 OZ.OF ZINC PER SQUARE FOOT OF AREA HOG=HOT DIP GALVANIZED SHOP&FIELD WELDING FOOTINGS 4000 PSI 0.50 51/2 SACK N/A EDITION. SST300=TYPE 316L STAINLESS STEEL W SINGLE PASS FILLET WELDS<5/16" X WALLS 4000 PSI 0.48 51/2 SACK N/A SHAPES SHALL CONFORM TO ASTM A992,Fy=50 KSI. RATED SHEATHING Cal 0 WOOD FRAME THE MINIMUM AMOUNT OF CEMENT LISTED ABOVE MAY BE CHANGED IF A CONCRETE PERFORMANCE MIX IS PLATES,ANGLES,AND RODS SHALL CONFORM TO ASTM A36,Fy=36 KSI. N RATED SHEATHING SHALL BE GRADE C-DINT-APA WITH EXTERIOR GLUE OR O5B SHEATHING WITH EXTERIOR 00Z SHEARWALL&DIAPHRAGM NAILING X SPACING 54-Oc SUBMITTED TO THE ENGINEER AND THE BUILDING DEPARTMENT FOR APPROVAL TWO WEEKS PRIOR TO PLACING STRUCTURAL TUBING SHALL CONFORM TO ASTM ASOO GRADE B,Fy=46 K51. GLUE IN CONFORMANCE WITH IBC STANDARD 2303.1.4. Y N ANY CONCRETE.THE PERFORMANCE MIX SHALL INCLUDE THE AMOUNTS OF CEMENT,FINE AND COARSE STRAP NAILING X AGGREGATE,WATER,AND ADMIXTURES AS WELLASTHE WATER-CEMENT RATIO,SLUMP,CONCRETE YIELD,AND TIMBERSTRAND,MICROLLAM,AND PARALLAM MEMBERS J STEEL PIPE SHALL CONFORM TO ASTM A53 GRADE B,Fy=35 KSI. NOTE: SUBSTANTIATING STRENGTH DATA IN ACCORDANCE WITH CHAPTER 5 OF ACI 318. Q � Q ALL ITEMS MARKED WITH AN"X"SHALL BE INSPECTED IN ACCORDANCE WITH IBC CHAPTER 17.SPECIAL FABRICATED IN CONFORMANCE WITH THE INTERNATIONAL CODE COUNCIL EVALUATION SERVICE(ICC-ES) CL Q INSPECTION SHALL BE PERFORMED BY A QUALIFIED TESTING AGENCY DESIGNATED BY THE OWNER.THE ALL CONCRETE EXPOSED TO WEATHER OR TO FREEZING TEMPERATURES SHALL BE AIR-ENTRAINED IN BOLTS CONNECTING STEEL MEMBERS SHALL CONFORM TO ASTM A325-N.BOLTS SHALL BE 3/4"0 MINIMUM, REPORT NO.ESR-13870R CCMC REPORT NO.12627-R,08675-R,AND 11161-R.EACH MEMBER SHALL BE W ACCORDANCE WITH ACI 318 TABLE 4.2.1 FOR MODERATE EXPOSURE CONDITION. UNO ANCHOR BOLTS SHALL CONFORM TO ASTM A307. IDENTIFIED BY A STAMP INDICATING THE PRODUCT TYPE AND GRADE,ICC-ES OR CCMC REPORT NUMBER, L IJ RESULARCHITS.ANYI STRUCTURALAILINGENGINEER, MEETND HE PROJECTS SPECIFICATIONS TIONSSBE ALLBEISHED I MEDIATEH COPIES OF ALL AND J D TO ATTENTION FAILING TO MEET THE PROJECTSPECIFICATIONS SHALL BE IMMEDIATELY BROUGHT REINFORCING STEEL CONTRACTOR SHALL PROVIDE CONNECTION ADJUSTMENT TOLERANCES TO SATISFY THE REQUIREMENTS OF AISC MANUFACTURER'SCERTIFIED. MEMBERS S ALLMEET THE FOLLOWING MSTANI STANDARDS: AGENCY'S LOGO.FABRICATOR SHALL Q Z TO THE ATTENTION OF THE DESIGN TEAM. MAN UAL OF STEEL CONSTRUCTION. BE CERTIFIED.MEMBERS SHALL MEET THE FOLLOWING MINIMUM STANDARDS: Z N 0 REI NFORCING STEEL SHALL BE DEFORMED BILLET STEEL CONFORMING TO ASTM A615,AND SHALL BE GRADE 60 SIZE CLASSIFICATION SPECIES GRADE Fb(PSI) FV(PSI Fc(PSI) Z U (Fy=60,000 PSI),UNLESS NOTED OTHERWISE.GRADE 60 REINFORCING BARS INDICATED ON DRAWINGS TO BE UNLESS SPECIFIED AS STAINLESS STEEL,ALL STEEL MEMBERS,SHAPES,BOLTS,AND ACCESSORIES EXPOSED TO BEAMS&POSTS(d<91/2") LSL 1.3E 1,700 425 1,835 z WELDED SHALL CONFORM TO ASTM A706.REINFORCING COMPLYING WITH ASTM A615 MAY BE WELDED IF WEATHER SHALL BE HOT DIP GALVANIZED. Z MATERIAL PROPERTY RELA PORTS INDICATING CONFORMANCE WITH WELDING PROCEDURES SPECIFIED IN AWS NON-SHRINK GROUT RIMS&BEAMS(d>_91/2") LSL 1.55E 2,325 310 - Z N J D1.4 ARE SUBMITTED. m BEAMS&POSTS LVL 2.OE 2,600 285 2,510 L,J r� cl:� WELDED WIRE FABRIC SHALL CONFORM TO ASTM A185.PROVIDE WELDED WIRE FABRIC IN SHEETS NOT ROLLS. NON-SHRINK GROUT SHALL BE CEMENT-BASED WITH A MINIMUM COMPRESSIVE STRENGTH OF 5000 PSI WHEN L U Q N LAP WELDED WIRE FABRIC 12"AT SIDES AND ENDS. TESTED IN ACCORDANCE WITH ASTM C-109.GROUT SHALL BE MIXED AND PLACED IN STRICT ACCORDANCE WITH POSTS(d<91/2") PSL 1.8E 2,400 190 2,500 THE MANUFACTURER'S RECOMMENDATIONS. BEAMS(d>_91/2") PSL 2.2E 2,900 290 - REINFORCING STEEL SHALL BE DETAILED INCLUDING HOOKS AND BENDS IN ACCORDANCE WITH SP-66 AND ACI I I I 318R,LATEST EDITIONS.UNLESS OTHERWISE NOTED,REINFORCING SPLICE LENGTHS AND DEVELOPMENT TIMBERSTRAND,MICROLLAM,AND UNTREATED PARALLAM MEMBERS ARE INTENDED FOR DRY-USE LENGTHS SHALL BE PER SCHEDULE. APPLICATIONS.UNLESS NOTED OTHERWISE,ENGINEERED WOOD BEAMS EXPOSED TO WEATHER SHALL BE TREATED PER MANUFACTURES RECOMMENDATIONS. REINFORCING SHALL BE PLACED AND ADEQUATELY SUPPORTED PRIOR TO PLACING CONCRETE.WET-SETTING EMBEDDED ITEMS IS NOT ALLOWED WITHOUT PRIOR ENGINEER APPROVAL.BARS PARTIALLY EMBEDDED IN HARDENED CONCRETE SHALL NOT BE FIELD BENT UNLESS SO DETAILED OR APPROVED BY THE STRUCTURAL ^�.�- ENGINEER.REFER TO CHAPTER 7 OF ACI 318 FOR OTHER REINFORCING STEEL REQUIREMENTS. `VB STRUCTURAL NOTES C (THESE NOTES ARE TYPICAL UNLESS NOTED OR DETAILED OTHERWISE ON DRAWINGS) ENGINEERING GLUE-LAMINATED TIMBER GENERAL 250 4TH AVE. S., SUITE 200 GLUE-LAMINATED TIMBER SHALL BE DOUGLAS FIR,FABRICATED IN CONFORMANCE WITH ANSI/AITC STANDARD STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH ARCHITECTURAL,CIVIL,ELECTRICAL,AND LEGEND EDMONDS, WASHINGTON 98020 A 90.1,LATEST EDITION.EACH MEMBER SHALL BEAR AN AITC IDENTIFICATION MARK AND SHALL BE MECHANICAL DRAWINGS FOR BIDDING AND CONSTRUCTION.CONTRACTOR SHALL VERI FY ALL DIMENSIONS AND PHONE (425) 778-8500 DEFINITION SYMBOL DEFINITION SYMBOL FAX (425) 778-5536 ACCOMPANIED BY AN AITC CERTIFICATE OF CONFORMANCE.FABRICATOR SHALL BE CERTIFIED.MEMBERS SHALL CONDITIONS FOR COMPATIBILITY BEFORE PROCEEDING.ANY DISCREPANCIES SHALL BE BROUGHT TO THE BE OF THE FOLLOWING MINIMUM STANDARDS: ATTENTION OF THE ARCHITECT BEFORE PROCEEDING. DIRECTION OF SPAN COMBINATION Fb NATIVE SOIL FRAMING = — CONTRACTOR TOSEEARCHITECTURAL,CIVIL,ELECTRICAL AND MECHANICAL DRAWINGS FOR SIZE AND LOCATION EXTENT OF SIMPLE SPAN BEAMS 24F-V4 2400 PSI OF PIPE,VENT,DUCT AND OTHER OPENINGS AND DETAILS NOT SHOWN ON THESE DRAWINGS. FRAMING GRANULAR FILL CANTILEVER OR MULTI-SPAN BEAMS 24F-V8 2400 PSI CONTRACTOR SHALL BE RESPONSIBLE FOR ERECTION STABILITY AND TEMPORARY SHORING AS NECESSARY UNTIL COLUMNS STRUCTURAL STEEL GIVY Cp WOOD I-JOISTS PERMANENT SUPPORT AND STIFFENING ARE INSTALLED. of WAS "9S CONTRACTOR-INITIATED CHANGES SHALL BE SUBMITTED IN WRITING TO THE ARCHITECT AND STRUCTURAL COLUMN BEARING RATED SHEATHING WOOD I-JOISTS,MANUFACTURED BY THE TRUS JOIST CORPORATION SHALL BE SIZED AND DETAILED TO FIT THE ENGINEER FORAPPROVAL PRIOR TO FABRICATION OR CONSTRUCTION.CHANGES SHOWN ON SHOP DRAWINGS ON BEAM ?° DIMENSIONS AND LOADS INDICATED ON THE PLANS.ALL DESIGN SHALL BE IN ACCORDANCE WITH THE ONLY WILL NOT SATISFY THIS REQUIREMENT. ALLOWABLE VALUES AND SECTION PROPERTIES ASSIGNED BY THE BUILDING CODE. BEAM CONTINUOUS SHEAR WALL SWX znss DRAWINGS INDICATE GENERAL AND TYPICAL DETAILS OF CONSTRUCTION.WHERE CONDITIONS ARE NOT OVER SUPPORT (SEE SCHEDULE) L$F' ti PROVIDE TEMPORARY BRACING UNTIL SHEATHING AND PERMANENT BRACING IS INSTALLED.MANUFACTURER SPECIFICALLY INDICATED BUT ARE OF A SIMILAR CHARACTER TO DETAILS SHOWN,SIMILAR DETAILS OF „L `SjONAL SHALL PROVIDE ALL SPECIALTY ITEMS REQUIRED FOR ACOMPLETE INSTALLATION OF JOISTS.INSTALL PER CONSTRUCTION SHALL BE USED,SUBJECTTO REVIEW AND APPROVAL BY THE ARCHITECT AND THE STRUCTURAL CONCRETE WALL COLUMN MARK /�S�' MANUFACTURER'S RECOMMENDATIONS. ENGINEER. (SEE SCHEDULE) 08109119 BEARING STUD FOOTING(SEE SC O ALL TRUSS JOISTS ARE TO BE CONNECTED TO FLUSH BEAMS WITH SIMPSON TYPE ITS,IUS OR LBV HANGERS, WALL (SEE SCHEDULE) PROVIDE WEB STIFFENERS AS REQUIRED. NON-BEARING HOLDOWN MARK PRE-MANUFACTURED WOOD TRUSSES STUD WALL (SEE SCHEDULE) WOOD TRUSSES SHALL BE SIZED AND DETAILED TO FIT DIMENSIONS AND LOADS INDICATED ON THE PLANS.ALL BEARING STUD ( TTTT{ HANGER MARK O DESIGN SHALL BE IN ACCORDANCE WITH THE ALLOWABLE VALUES AND SECTION PROPERTIES ASSIGNED BYTHE SHEAR WALL (SEE SCHEDULE) BUILDING CODE.SUBMIT SHOP DRAWINGS FOR ENGINEER REVIEW PRIOR TO FABRICATION.CALCULATIONS AND NON-BEARING �j- �-( FLAG NOTE SHOP DRAWINGS SHALL BE SIGNED BY A PROFESSIONAL ENGINEER REGISTERED IN THE SAME STATE AS THE STUD SHEAR WALL )--�-�� (SEE PLAN NOTES) PROJECT.TRUSS DESIGN AND SHOP DRAWINGS SHALL BE IN CONFORMANCE WITH IBC 2303.4 CMU WALL STEEL MOMENT PROVIDE TEMPORARY BRACING UNTIL SHEATHING AND PERMANENT BRACING IS INSTALLED.MANUFACTURER FRAME CONN. Q SHALL PROVIDE ALL SPECIALTY ITEMS REQUIRED FOR A COMPLETE INSTALLATION OF JOISTS.INSTALL PER MANUFACTURER'S RECOMMENDATIONS. FOR TOP CHORD DESIGN LIVE LOADS,REFER TO THE DESIGN LOAD SECTION.IN ADDITION TO ROOF LOADING ABBREVIATIONS zO j LISTED IN THE DESIGN LOAD SECTION,ROOF TRUSSES SHALL BE DESIGNED FORA BOTTOM CHORD LIVE LOAD OF (A) ABOVE GLB GLUE-LAMINATED BEAM is N 10 PSF.TOP AND BOTTOM CHORD LIVE LOAD DO NOT NEED TO BE DESIGNED FOR SIMULTANEOUSLY. AB ANCHOR BOLT HORIZ HORIZONTAL U IN ADDITION TO THEIR SELF WEIGHT,ROOF TRUSSES SHALL BE DESIGNED FOR A TOP CHORD DEAD LOAD OF 13 ALT ALTERNATE KP KING POST w w PSF AND A BOTTOM CHORD DEAD LOAD OF 30 PSF ACTING SIMULTANEOUSLY.SEE ARCHITECTURAL AND MECHANICAL DRAWINGS FOR LOADS AND OPENINGS NOT SHOWN ON THE STRUCTURAL DRAWINGS. ARCH ARCHITECT KSI KIPS PER SQUARE INCH a DEFLECTIONS SHALL NOT EXCEED L/360 FOR LIVE LOADS,OR L/240 FOR TOTAL LOADS. (B) BELOW L ANGLE Ol TYPICAL FRAMING NOTES BD BAR DIAMETER MECH MECHANICAL w H C7 1.BEARING WALL FRAMING BLKG BLOCKING MF MOMENT FRAME Q O o� BM BEAM MTL METAL 00 REFER TO STUD SCHEDULE ON FRAMING PLANS FOR BEARING WALL FRAMING. BOT BOTTOM NS NEAR SIDE y ALLCOLUMNS NOT CALLED OUTOTHERWISE SHALL BETWO STUDS. BRNG BEARING OC ON CENTER Q 2.WALL BASE PLATE ON CONCRETE BTWN BETWEEN OPP OPPOSITE CIP COMPLETE JOINT PENETRATION PL PLATE DESIGN: RMK WALL PLATES BEARING ON CONCRETE SHALL BE PRESSURE-TREATED.FOR ALL EXTERIOR WALLS AND INTERIOR SHEAR WALLS,BOLT PLATES OR SILLS TO CONCRETE WITH 3/41NCH DIAMETER ANCHOR BOLTS WITH 71NCH CUR CLEAR PLCS PLACES DRAWN: JEG MINIMUM EMBEDMENT.REFER TO SHEAR WALL SCHEDULE,AND PLACE AT 5'-0"OC MAXIMUM UNO.SILL CMU CONCRETE MASONRY UNIT PSI POUNDS PER SQUARE INCH PLATES FOR INTERIOR NON-SHEAR WALLS SHALL BE BOLTED USING 1/21NCH ANCHOR BOLTS @ 6'-0"OC WITH 7 CHECK: JGG INCH EMBEDMENT.AT ALL SILL PLATE ANCHOR BOLTS,CONTRACTOR SHALL INSTALL 1/4"x 3"x 3"FLAT PLATE COL COLUMN PSF POUNDS PER SQUARE FOOT WASHERS.INTERIOR NON-SHEAR WALL SILL PLATES MAY BE ANCHORED PER THE BEARING WALL GUILDELINES CONC CONCRETE P/T POSTTENSIONED JOB NO: 18386.10 OR MAY USE 1/4"x 3"SIMPSON CSD SPLIT DRIVE ANCHORS @ 4'-0"OC WITH J."ROUND FENDER WASHERS.USE DATE: 08/09/1 9 MINIMUM OF TWO ANCHOR BOLTS PER SILL AND PLACE ONE WITHIN 12 INCHES OF EITHER END TYPICAL UNLESS CONN CONNECTION PT PRESSURETREATED NOTED OTHERWISE. CONT CONTINUOUS REINF REINFORCING 3.ROOF AND FLOOR FRAMING COORD COORDINATE RE(XD REQUIRED PROVIDE 11/2"FULL DEPTH BLOCKING FOR JOISTS AND RAFTERS AT ALL SUPPORTS AND AT 8'-0"OC MAXIMUM DEL DOUBLE SCHED SCHEDULE U NO.INTERMEDIATE 8'-0"OC BLOCKING NOT REQ'D IF GWB CEILING 15 INSTALLED DIRECTLY TO UNDERSIDE OF DET DETAIL SIM SIMILAR FRAMING.INSTALL DOUBLE JOISTS UNDER PARTITIONS EXTENDING ONE HALF OR MORE OF THE JOIST SPAN. DIA DIAMETER SOG SLAB ON GRADE PROVIDE TRUSS BLOCKING PANELS FOR ROOF TRUSSES AT SUPPORTS AND SHEAR WALLS,AND WHERE INDICATED ON PLANS AND DETAILS. DIM DIMENSION STD STANDARD 4.DIAPHRAGM NAILING DIR DIRECTION STIFF STIFFENER W ALL SHEAR WALLS,FLOOR AND ROOF DIAPHRAGM NAILINGS SHALL BE AS CALLED OUT ON SCHEDULES OR ON EA EACH STL STEEL Z THE PLANS.EXTERIOR WALLS NOT INDICATED AS SHEAR WALLS SHALL BE SHEATHED AND NAILED TO ELEV ELEVATION SYMM SYMMETRICAL W SUPPORTING FRAMING WITH 10d NAILS AT 6"OC AT ALL PANEL EDGES AND 12"OC AT ALL INTERMEDIATE ES EACH SIDE SW SHEARWALL SUPPORTS. EX EXISTING TOC TOP OF CONCRETE Q THE USE OF NAIL GUNS WILL BE APPROVED IF NAILING INTO THE DIAPHRAGMS CAN BE INSTALLED FLUSH WITH EXP EXPANSION TOS TOP OF STEEL FACE OF SHEATHING.NAIL PENETRATIONS GREATER THAN 1/16"ARE NOT ACCEPTABLE. FUR FLOOR TOW TOP OF WALL V) 5.ALLOWABLE STUD AND PLATE PENETRATIONS FDN FOUNDATION TYP TYPICAL w CUTTING AND/OR NOTCHING OF WOOD STUDS OR PLATES SHALL NOT EXCEED 25%OF THE STUD/PLATE WIDTH FTG FOOTING UNO UNLESS NOTED OTHERWISE P� IN EXTERIOR AND BEARING WALLS AND SHALL NOT EXCEED 40%OF THE STUD/PLATE WIDTH IN ANY �[ NON-BEARING PARTITIONS.BORED HOLE DIAMETER IS LIMITED TO 40%OF STUD/PLATE WIDTH IN ANY STUD FS FAR SIDE VERT VERTICAL ad N O AND MAY BE 60%IN NONBEARING PARTITIONS OR IF STUD IS DOUBLED.MAINTAIN 5/8"MINIMUM EDGE GC GENERAL CONTRACTOR WF WIDE FLANGE 00 Z DISTANCE FROM HOLE EDGE. Y W � N Q Q J bi w �' < a � z D z N o U w o F__ z Z Z N J W I� U Q N S1.2-B FOUNDATION PLAN NOTES: 1.SPREAD FOOTINGS SHALL BEAR A MIN OF V-6"BELOW ADIACENTGRADE ATTHE PERIMETER. 2.WHERE SLAB ON GRADE IS INDICATED,SLAB SHALL BE 4"THICK W/H4 @ 18"OC EACH WAY,CENTERED.SLAB ENGINEE RING SHALL BE POURED OVER A 10 MIL VAPOR BARRIER OVER 6"OF 5/8"CRUSHED ROCK. 250 4TH AVE. S., SUITE 200 3.REFER TO SHEET 54.1 FOR TYPICAL FOUNDATION DETAILS. EDMOND GTON 0 020 PHONE E(425)425)778-8500 4. ® INDICATES FOOTING TYPE,REFER TO FOOTING SCHEDULE ON SHEET 53.1 FOR SIZE&REINFORCEMENT. FAX (425) 778-5536 5.REFER TO"CONCRETE GENERAL NOTES"ON SHEET S1.1 FOR CONTROL JOINT PLACEMENT AND DETAIL 2/54.1 FOR CONTROL JOINT CONSTRUCTION. 6.REFER TO FLOOR FRAMING PLANS AND SHEAR WALL&HOLD-DOWN SCHEDULES FOR LOCATION OF SHEAR WALL ANCHOR BOLTS AND HOLD-DOWN ANCHORS.ANCHORAGE AT NON-SHEAR WALLS SHALL BE PER STRUCTURAL G VY C, NOTES. pF'\ 7.PLACE ALL REINFORCEMENT PER THE STRUCTURAL NOTES AND FOUNDATION DETAILS. 8.CONTRACTOR SHALL VERIFY ALL DIMENSIONS,WALL LOCATIONS,SLAB SLOPES,AND CONCRETE ROUGH oe OPENINGS WITH ARCHITECTURAL,CIVIL,AND MEP DRAWINGS AND NOTIFY ALL PARTIES OF ANY DISCREPANCIES. L2 9.CONTRACTOR SHALL PROVIDE FOOTING AND SLAB SUBSTRATE PREPARATION,WATERPROOFING,AND BACKFILL `rIONAL v` PER THE GEOTECHNICAL REPORT. 08109119 10.ALL BUILDING SYSTEMS THAT PENETRATE THE CONCRETE WORK INCLUDING BUT NOT LIMITED TO ARCH,MECH, ELECT,PLUMBING,&FIRE PROTECTION DUCTS,CONDUITS,EMBEDS,&SLEEVES SHALL BE INSTALLED PRIOR TO CONCRETE PLACEMENT. a z O a '^ 9 7 6 6 1 oa 16'-2 3/4" 1T-0" 16'-0" 16'-0" 1T-0" 16'-2 3/4" V-6" 1.4 w I I I I I I I ao o00 0 I I Y I 54°1 I I I I 14°1 6 I � FlC 54. FlC A — — — — — — — -- v-, DESIGN: RMK I I I � I DRAWN: JEGEG II I CHECK: JGG I 10 JOB NO: 18386.10 10 LA 4.1 I 4 DATE: 08/09/19 10 F5 6 FS FS 6 I I 4 4 FIC 4 I I - ------1 r______ __ -- ----_�-� I I I L J L J L J I I I I I I I I I I I I I I I j I I I I I I SLAB ON GRADE I I FIC I I FIC I PERSTRUCTURAL I I I I I FlC FIC F2 - I NOTES I FIC I - FZ I I I W I I -O Or I I I I I I I fl Q —4- rI I I l I I O I I I I I I I I I I 6 FlC I FIC I I I I I 6 I I L� � 4.- 54. II iII II OF1c -- (D M - -] NN ZQJ 00 -- - -— - Y N rn -- O FSC 6 6 FIC g --- FIC O 4.1 11 54. , , 11 4. 4. - - _ - - - < Q Z D \ F3 - I r� - - - F3 - W 0 .i F3 F3 F3 L�-JY F3 F3 F3 F3 � J Z N 0 LLJ (� li H Z Z © � I Ld r11 w 0 98 2 1 III ;HF I S2.1-B FOUNDATION PLAN © KEY PLAN NTS 5'-0" 0 5'-0" 10,-0' TYPICAL FLOOR FRAMING PLAN NOTES: 1. REFER TO SHEET S3.I FOR BEAM,COLUMN,JOIST,SHEAR WALL AND HOLDOWN SCHEDULES. 2.FLOOR SHEATHING SHALL BE3/4"PLY OR 23/32"OSB WITH 10d COMMON NAILS SPACED AT 6"OC AT ALL ENGINEERING DIAPHRAGM BOUNDARIES,PANEL EDGES AND SHEAR WALLS AND 12"OC AT INTERMEDIATE FRAMING.FOR 250 4TH AVE. S., SUITE 200 PLYWOOD LAYOUT AND NAILING REFER TO DETAIL 2/55.1. EDMONDS, WASHINGTON 98020 PHONE (425) 778-8500 3.HEADERS AT EXTERIOR BEARING AND NON-BEARING WALLS SHALL BE 4x8 DF#2 UNO WHERE MAXIMUM SPAN= FAX (425) 778-5536 6'-6". 4.DOOR HEADERS AT INTERIOR BEARING WALLS SHALL BE 4x6 DF#2 LINO MAXIMUM SPAN=4'-0". 5.COLUMNS AND BEARING WALLS SHOWN ON PLANS SHALL BE CONTINUED DOWN TO THE FOUNDATION UNLESS CARRIED BY A BEAM BELOW. GVY C7j 6.ALL DIAPHRAGMS UNBLOCKED UNO.SEE NOTE 9. G, of wasgr qS 7.REFER TO SHEET 55.1 THRU 55.3 FORTYPICALFLOOR FRAMINGDETAILS. f_ + F o 8. INDICATES COLUMN BELOW AND BEAM SHALL BE CONTINUED OVER COLUMN,-1. lol G q LpsF 9.ALL FLOOR DIAPHRAGMS SHALL BE UNBLOCKED EXCEPT WHERE(OR IF)NOTED ON THE SPECIFIC FLOOR PLANS. WHERE BLOCKING IS SPECIFICED,PLYWOOD PANEL EDGES SHALL BE BLOCKED WITH 2x4 DF FLAT.PANEL EDGE OflAL NAILING AT BLOCKED DIAPHRAGM AREAS SHALL BE 10d @ 4"OC ALL PANEL EDGES. O8/09119 10.FINISHED FLOOR ELEVATIONS PER ARCHITECT.CONTRACTOR TO VERIFY ALL ELEVATIONS PRIOR TO CONSTRUCTION. 11.ALL COLUMNS NOT OTHERWISE CALLED OUT SHALL BE Cl.SEE COLUMN SCHEDULE.PROVIDE SOLID BLOCKING IN JOIST SPACE BELOW ALL COLUMNS. TYPICAL HEADER SUPPORTS(LINO) FRAMING EXTERIOR INTERIOR INTERIOR LEVEL (RO>T-4") (RO5TA") ROOF +(1)FULL HT (1)FULL HT (1)FULL HT Q (1)CRIPPLE (1)CRIPPLE +(1)CRIPPLE (1)FULL HT (1)FULL HT (1)FULL HT z 3RD co + O co(1)CRIPPLE +(1)CRIPPLE +(1)CRIPPLE d 2ND (1)FULL HT (1)FULL HT (1)FULL HT +(2)CRIPPLE 1(2)CRIPPLE +(1)CRIPPLE u 9 8 7 6 5 4 3 2 1 NOTES: p d 1.THE COLUMNS LISTED IN THE TABLE ABOVE SHALL BE PLACED IMMEDIATELY 16'-2 3/4" 17'-0" 16'-0" 16'-0" 17'-0" 16'-2 3/4" BELOW THE"FRAMING LEVEL"INDICATED. 2.HEADER SUPPORTS SHALL HAVE THE SAME GRADE OF LUMBER AS THE WALL IN WHICH THEY ARE LOCATED. w 3.REFER TO TYPICAL ROOF PLAN NOTES FOR TYPICAL BEARING WALL HEADERS Q m0 NOT SPECIFICALLY CALLED OUT ON THE PLANS. pip 0 CSx11.5 C8x11.5 1' TYPICAL FRAMING SCHEDULE Gh c5 Lh �S BEARING WALLS FRAMING _ _ _ BMS _ _ LEVEL EXTERIOR INTERIOR 2x6 INTZ�IOR PARK WALLS DESIGN: RMK ALL COLUMNS AT 7 \ 7 7 CLERESTORY SHALL DRAWN: JEG TIE ROD EA BE FULL HEIGHT,TYP ROOF 2x6 DF STUD 2x6 DF STUD 2x4 DF STUD 2x4 DF STUD FA SIDE,TYP FJq @ 16"OC @ 16"OC @ 16"OC EA FACE @ 16"OC CHECK: JGG - CSz11.5 CSx11.5 C8x11.5 C8x11.5 JOB NO: 18386.10 2x6 DF STUD 2x6 DF STUD 2x4 DF STUD 2x4 DF STUD cS Ch CS Lh CS Gh cS cS 3RD @ 16"OC @ 16"OC @ 16"OC EA FACE @ 16"OC DATE: 08/09/1 9 B 1 2ND 2x6 DF STUD 2x6 DF STUD 2x4 DF#1 2x4 DF STUD 1 4 4 4 4 4 4 4 @ 16"OC @ 16"OC @ 16"OC EA FACE @ 16"OC 5. B7 'n C' s BMS 5 NOTES: 1.THE WALLS LISTED IN THE TABLE ABOVE SHALL BE PLACED IMMEDIATELY BELOW THE"FRAMING LEVEL"INDICATED. 2.NON BEARING WALLS SHALL BE 2x4 OR 2x6 DF STUD GRADE AT 16"OC U NO. FJ ___ _____il i_____ ___ _i 3 3M7 ---- ----- i_____ ____ BM7 (.A C9 r1.A-- -- - cT - - - W F13 _ ____ n� F13 Z �'h BM7 L1 BM7 (S i_ __ BN --- - - - 0 W O FAI I---- B FA Z 3 SW2 F14 C2 Lti C2 Lti F14 SW2 6. Q 9 _ F13 DJl F13 F13 F J3 F13 DJl F13 ~ Q pi BM BM4 2x6 HF#2 3 F----- ---- 6 --- 3 @ 24"OC M L 6 Ss.2 6 ____ I_____i ---- 5.2 -- ----- ti cV ---- c? P ? p S5. -- ---- x `� (V -_--- - - - W6 W SW6 00 SW -- SW6 C Y LEI rn O h 4 �4 '1 4 4 4 4 4 4 4 4 4 W 4 4 4 N4 _ r' O W 2 2 m m m 5' �___ _BM4 c S5. 9 D S5. h ', BM ___� c 5. h m BMl h� BM1: h J T-fl O - - - EL LLu 'a G -----BM S G G G Ch BM4___ S LLI \ I :5 � Z r� Z cn o Z 113 n � Z Z O t1 U - Q V) - SHEET: S2.2-B SECOND FLOOR FRAMING PLAN © KEY PLAN 1 SCALE: 1/8"=1'4" in M 19 OEMNTS 5'4" 0 5'4" 10'-0" TYPICAL FLOOR FRAMING PLAN NOTES: 1.REFER TO SHEET 52.2 FOR TYPICAL FLOOR FRAMING PLAN NOTES. ENGINEERING THIS FLOOR FRAMING PLAN NOTES: 250 4TH AVE. S., SUITE 200 EDMONDS, WASHINGTON 98020 1. WALLS SHOWN ON THIS PLAN ARE WALLS BELOW THE FLOOR INDICATED. PHONE (425) 778-8500 FAX (425) 778-5536 2.HOLDOWNS SHOWN ON THIS PLAN SHALL BE PLACED AT THE BASE OF THE WALLS SHOWN. TYPICAL HEADER SUPPORTS(LINO) FRAMING INTERIOR INTERIOR C, VY LEVEL EXTERIOR (RO>T-4") (RO 53'-4") O tly WAsgr'9S� (1)FULL HT (1)FULL HT (1)FULL HT ROOF +(1)CRIPPLE +(1)CRIPPLE +(1)CRIPPLE 3RD (1)FULL HT (1)FULL HT (1)FULL HT (1)CRIPPLE +(1)CRIPPLE +(1)CRIPPLE .iG„ 2N25 2ND 1 (1)FULL HT (1)FULL HT (1)FULL HT `rjONAL +(2)CRIPPLE +(2)CRIPPLE +(1)CRIPPLE 08/09119 NOTES: 1.THE COLUMNS LISTED IN THE TABLE ABOVE SHALL BE PLACED IMMEDIATELY BELOW THE"FRAMING LEVEL"INDICATED. 2.HEADER SUPPORTS SHALL HAVE THE SAME GRADE OF LUMBER AS THE WALL IN WHICH THEY ARE LOCATED. 3.REFER TO TYPICAL ROOF PLAN NOTES FOR TYPICAL BEARING WALL HEADERS NOT SPECIFICALLY CALLED OUT ON THE PLANS. TYPICAL FRAMING SCHEDULE FRAMING BEARING WALLS J LEVEL EXTERIOR INTERIOR 2x6 INTz 4IOR PARTY WALLS 2x6 DF STUD 2x6 DF STUD 2x4 DF STUD 2x4 DF STUD z0 co ROOF @ 16"OC @ 16"OC @ 16"OC EA FACE @ 16"OC Er L2.. 2x6 DF STUD 2x6 DF STUD 2x4 DF STUD 2x4 DF STUD U @ 16"OC @ 16"OC @ 16"OC EA FACE @ 16"OC ¢ 9 7 1 od 16'-2 3/4" 17'-0" 16'-0" 16'-0" 17'-0" 16'-2 3/4" 2x6 DF STUD 2x6 DF STUD 2x4 DFlJl 2x4 DF STUD @ 16"OC @ 16"OC @ 16"OC EA FACE @ 16"OC w ti NOTES: H 1.THE WALLS LISTED IN THE TABLE ABOVE SHALL BE PLACED IMMEDIATELY p BELOW THE"FRAMING LEVEL"INDICATED. 00 2.NON BEARING WALLS SHALL BE 2x4 OR 2x6 DF STUD GRADE AT 16"OC UNO. Y tr 2 5.21 1 1 5.2 FLAG NOTES: A - - <I> SW6<2> SW6 - - - _ _ - - - SW6 SW6 - - � 4x6 DF#2(UNO)EA END OF EACH BALCONY,TYP.CONNECT COLTOTOP&BOT PLATES W/A35 CLIPS EA DESIGN: RMK FULL HTSTUD WALL HOLDOWNS CALLED OUT ON FLOOR BELOW SIDE.COORDINATE LOCATION&ALL OTHER REQUIREMENTS W/BOLT-ON DECK MFR. DRAWN: JEG BOLT-ON DECK � PROVIDE 5 1/2"RIM AT ALL BOLT-ON DECKS.REFER TO BOLT-ON MFR DRAWINGS FOR ADDITIONAL PER MFR BLOCKING AND STRAPPING REQUIREMENTS. CHECK: JGG - BM11 BM11 JOB NO: 18386.10 BM11 BMll 4DATE: 08/09/19 B - - - SW6 SW SW SW6 SW6 Gh rS Lh CS Lh CS .a. v 4 o v ti a 1 55. 6.2 -- S5. 3 -- 7 5.2 L Ga c9 Q 4F-11 F1 z4 Z J FJ4 F1411 pp Ld C - ECK SW6 - '-^ - - - - - SW6 Z BOLT-ON D DJl FA6 3 DJ1 PER MFR F13 5.2 F13 F13 BOLT-ON ^ C - BM BM4 DECK PER L 3 MFR Q 4 3 10 5.2 6 S5. ss2 N 6 10 °�3 3 4 N S5. 5, SS' . BM8 BM8 W 00 C'1 - Ch Sl}✓6 tW-61 SW6 SW6 2 w G�'ao 2 w C. W SW6 1 SW6 C,r - Y (n Cy) 11 m �. - D BM7 BM7 'L SW6 ` BM8 Czm mC2 BM8 m W6 C BM7 BM7 -` BM8 - - ,-r— - - - - l � W � O �IL1 LLI 2 C7 S r 1 - \ J 5 / Q 1.- Z LL_ v �[. Z N O Q uj n � Z Z © L H I w n m 2 t 1 U — Q I- 9 - SHEET: S2.3-B THIRD FLOOR FRAMING PLAN © KEY PLAN 1 SCALE: 1/8"=V-0" =9NTS 5'4" 0 Ohl TYPICAL ROOF FRAMING PLAN NOTES: 1. WALLS SHOWN ON ROOF FRAMING PLAN ARE WALLS BELOW ROOF FRAMING. 2.BEAMS SHOWN ON ROOF FRAMI NG PLAN SHALL BE ABOVE DOUBLE TOP PLATE UNLESS USED AS A DOOR OR ENGINEERING WINDOW HEADER. 250 4TH AVE. S., SUITE 200 3.ROOF SHEATHING SHALL BE 1/2"PLY OR 7/16 OSB WITH 8d COMMON NAILS SPACED AT 6"OC AT ALL EDMOND 5HINGTON 020 DIAPHRAGM BOUNDARIES,PANEL EDGES,SHEAR WALLS,COLLECTOR TRUSSES,AND BLOCKING OR TRUSS PHONEE (425) 778-8500 BLOCKING PANELS INDICATED ON PLANS.NAILING AT INTERMEDIATE FRAMING SHALL BE 8d COMMON NAILS @ FAX (425) 778-5536 12"OC.REFER TO DETAIL 2/S5.1 FOR SHEATHING LAYOUT AND NAILING. 4.HEADERS AT EXTERIOR BEARING AND NON-BEARING WALLS SHALL BE 4x8 DF#2 UNO WHERE MAXIMUM SPAN= 6'-6". 5.DOOR HEADERS AT INTERIOR BEARING WALLS SHALL BE 46 DF#2 LINO MAXIMUM SPAN=4"0". C,tlEVY Cp. wAsq�``99S'cA 6.REFER TO DETAIL 3/S5.1 FOR CONSTRUCTION OF MULTIPLE STUD COLUMNS. 7. ACi p t: ll' INDICATES COLUMN BELOW AND BEAM SHALL BE CONTINUED OVER COLUMN,TIP. le S.ALL DIAPHRAGMS UNBLOCKED UNO. 2 25 9. HATCHED AREAS INDICATE ROOF OVER-FRAMING APPLIED ABOVE PLYWOOD SHEATHING.REFER TO `rjONAL D* ARCH DRAWINGS FOR FULL EXTENT OF CRICKETS. 08109119 10.COLUMNS AND BEARING WALLS SHOWN ON PLAN SHALL BE CONTINUED DOWN TO THE FOUNDATION UNLESS CARRIED BY A BEAM BELOW. 11.ROOF TRUSSES SHALL BE PRE-ENGINEERED BY OTHERS AND SPACED AT 24"OC,TYP. 12.ATTACH ALL ROOF TRUSSES TO SUPPORTS WITH SIMPSON H2.5A HURRICANE TIES.TRUSSES SHALL HAVE A MIN OF(2)HURRICANE TIES,ONE AT EACH END 13.ALIGN(2)STUDS MIN BELOW ENDS OF GIRDER TRUSSES LINO ON PLANS. 14.TRUSSES MARKED"DRAG TRUSS"SHALL BE DESIGNED FOR A SERVICE LEVEL SEISMIC LOAD OF 310 PLF. 15.ROOF TRUSSES SHALL BE DESIGNED FOR CONCENTRATED LOADS WHERE MEP SYSTEMS SUCH AS AIR HANDLER rJr OR CONDENSER UNITS ARE SHOWN ON MEP PLANS.VERIFY SIZE,WEIGHT,AND LOCATION OF UNITS W/MEP F DRAWINGS. Z ca 16.ALL COLUMNS NOT OTHERWISE CALLED OUT SHALL BE Cl.SEE COLUMN SCHEDULE. j a H^ a' � TYPICAL HEADER SUPPORTS(UNO) w w 9 8 7 6 5 4 3 2 1 od FRAMING INTERIOR INTERIOR 16'-23/4" 17'-0" 16'-O" 16'-O" 17'-0" 16'-23/4" LEVEL EXTERIOR (RO>3'-C) (RO 53'4") ULL HT ULL ROOF +(1)FCRIPPLE +(1)CRPPLE +(1)FCRIPPLE Q a, (1)FULL HT (1)FULL HT (1)FULL HT W 3RD +(1)CRIPPLE +(1)CRIPPLE +(1)CRIPPLE Y 2 2 (1)FULL HT (1)FULL HT (1)FULL HT 6' S6. 2ND +(2)CRIPPLE +(2)CRIPPLE +(1)CRI PPLE BOLT-ON DECK A - SW6 SW6 SW6 SW6- - PER MFR _ - NOTES: - - 1.THE COLUMNS LISTED IN THE TABLE ABOVE SHALL BE PLACED IMMEDIATELY DESIGN: RMK 1 7 1 BELOW THE"FRAMING LEVEL"INDICATED. 6. 6. 56. TRUSSES 2.HEADERSUPPORTS SHALLHAVETHE SAME GRADE OF LUMBER ASTHE WALLIN DRAWN: JEG TRUSSES WHICH THEY ARE LOCATED. CHECK: JGG SW6 8M4 S 6 BM4 W6 3.REFER TO TYPICAL ROOF PLAN NOTES FOR TYPICAL BEARING WALL HEADERS NOT SPECIFICALLY CALLED OUT ON THE PLANS. JOB NO: 18386.10 W6 BM4 S 6 SIA6 BM4 SW6 3 1 1 1 1 3 DATE: 08/09/19 UPPER 6 R11 _ _ _ _ _ TYPICAL FRAMING SCHEDULE B 1 11 8 BEARING WALLS LOWER 7 6. FRAMING INTERIOR 6 AL DRAG LEVEL EXTERIOR INTERIOR 2x6 2x4 PARTY WALLS 3 1 TRU55 /SW GIRDER GIRDER 3 TRUSSES 1 2x6 DF STUD 2x6 DF STUD 2x4 DF STUD 2x4 DF STUD TRU 6 q ROOF @ 16"OC @ 16"OC @ 16"OC EA FACE @ 16"OC 6.2 6.2 _ 3 ALIGN DRAG 2x6 DFSTUD 2x6 DF STUD 2x4 DF STUD 2x4 DF STUD TRUSS W/SW MIG 3RD @ 16"OC @ 16"OC @ 16"OC EA FACE @ 16"OCZALIGN DRAG 3 TRU55 W/SW 2x6 DF STUD 2x6 DF STUD 2x4 DF#1 2x4 DF STUD 56. ALIGN DRAG Lv ALIGN DRAG TRUSSES g TRUSS W/SW 2ND @ 16"OC @ 16"OC @ 16"OC EA FACE @ 16"OC > TRUSSW/SW SW6 S6. " N NOTES: Q C - - - - 1.THE WALLS LISTED IN THE TABLE ABOVE SHALL BE PLACED IMMEDIATELY UPPER 7 ALIGN D G 7 BELOW THE"FRAMING LEVEL"INDICATED. = Z 6.1 RUSS W 5 56.1 2.NON BEARING WALLS SHALL BE 2x4 OR 2x6 DF STUD GRADE AT 16"OC UNO. Q BOLT-ON DECK 56. S6.2 I� = PER MFR N 6. BOLT-PE (D J 3 9 6 1 10 3 3 DECK PER FLAG NOTES: N7 RJl 61 SEA R11 MFR (�f 10 � 4x6 OF#2(UNO)EA END OF EACH BALCONY,TYP.CONNECT COL TO TOP&BOT PLATES W/A35 CLIPS EA LOWER 5G2 56 1 SIDE.COORDINATE LOCAION&ALL OTHER REQUIREMENTS W/BOLT-ON DECK MFR. 00 '^ 6.2 - - V 6. w6 SW N Z 3 LL 7 1 3 3 3 BM7 BM756.1 56.1 BM7 D - 6 1S `ti - - c 9 5 0 W Q SW6 SW6 SW © J � LL, 8 56.1 56. Z (/-) O Ri Ld Z I 6. I u F- Z Z LL_ H ZR N J O O I u L11-1L.7 11 ULd ^ Q - SHEET: 9 8 7.1 7 6.1 6 5 4 3.1 3 2.1 2 1 Ili �1 S2.4-B ROOF FRAMING PLAN © KEY PLAN NTS 5'-0" 0 1.4, 10'-0' C 4�M ENGINEERING SHEAR WALL SCHEDULE (DF) BEAM SCHEDULE 250 4TH AVE. S., SUITE 200 SILL PLATE MARK BEAM REMARKS HANGER AS REQ'D EDMONDS, WASHINGTON 98020 MIN.FRAMING AT SHEAR WALL RIM JOIST OR SILL PLATE ANCHOR SHEAR PHONE (425) 778-8500 TYPE APA RATED ADJOINING PANEL NAILING BLOCK CONN TO NAILING TO BOLT TO SLAB OR FOUNDATION CAPACITV FAX 425 778-5536 SHEATHING RIM/BLKG. SILL PLATE SIZE BM3 4x6 OF#2 - HU46 MAX ( ) EDGES(SEE NOTE 5) AT PANEL EDGES TOP PLATE BELOW FOUNDATION (PLF) BM2 4x8 OF#2 - HU48 MAX SW6 15/32" 2x STUD 0.148"0 x 2 1/4" LTP4 OR A35 0.131"0 x 3 1/4" 3/4"0 AB ONE SIDE AND BLKG @ 6"OC @ 24"OC @ 5"OC @ 5'-0"OC 2x 310 BM3 4x10 OF#2 - HU410 MAX 15/32" (2)2x STUD AND 0.148"0 x 2 1/4" LTP4 OR A35 0.131"0 x 3 1/4" 3/4"0 AB BM4 3 1/2"x 9 1/4"PSL SEE NOTE 5 HU410 MAX SW4 ONE SIDE 2x FLAT BLKG @ 4"OC @ 16"OC @ 3"OC @ 4'-3"OC 2x 460 BM5 5 1/4"x 9 1/4"PSL SEE NOTE 5 HHUS5.50/10 G VY Cp. 15/32" (2)2x STUD AND 0.148"0 x 2 1/4" LTP4 OR A35 0.131"0 x 3 1/4" 3/4"0 AB V. of WAS S� SW3 2x 600 BM6 7'x91/4"PSL SEE NOTES HGU57.25/10 F /�"�4- $1/n- ONESIDE 2x FLAT BLKG @ 3"OC @ 12'OC @ 2.5"OC @ 3'-4"OC v c 15/32" 3x STUD AND 0.148"0 x 2 1/4" LTP4 OR A35 0.131"0 x 3 1/4" 3/4"0 AB BM7 4x12 OF#2 - HU412 MAX SW2 ONE SIDE 2x FLAT BLKG @ 2"OC @ 10"OC @ 2"OC @ 2'-6"OC 2x 770 BM8 31/2"x 111/4"PSL SEE NOTE 5 HHUS410 L151 25W4 15/32"BOTH (2)2x STUD 0.148"0 x 2 1/4" LTP4 OR A35 0.131"0 x 3 1/4" 3/4"0 AB BM9 5 1/4"x 111/4"PSL SEE NOTE 5 HUCQ612-SDS �S SIDES AND BLKG @ 4"OC @ 8"OC @ 1.S"OC @ 2'-0"OC 2x 920 SjONAL 15/32"BOTH 3x STUD 0.148"0 x 2 1/4" LTP4 OR A35 0.162"0 x 3 1/2" 3/4"0 AB BM10 7"x 111/4"PSL SEE NOTE 5 HGUS7.25/12 25W3 SIDES AND BLKG @ 3"OC @ 6"OC @ 2"OC @ 1'-6"OC 2x 1200 BM11 3 1/2"x 14"PSL - HGU5414 OBI 09119 2SW 2 15/32"BOTH 3x STUD 0.148"0 x 2 1/4" LTP4 OR A35 0.162"0 x 3 1/4" 3/4"0 AB BM12 5 1/4"x 14"PSL - HGUS5.50/14 SIDES AND BLKG @ 2.OC @ 5"OC @ 1.5,OC @ 1'-3"OC 2x 1540 BM13 6x10 OF#2 - HUCQ610-SD5 NOTES: 1.REFER TO THE TYPICAL SHEAR WALL DETAIL. BM14 31/2"x 18"PSL - HGUS418 2.THE VALUES IN THIS TABLE ARE APPROPRIATE FOR DF GRADE STUDS AND OF GRADE PLATES&RIM/BLOCKING. NOTES: 3.NAILS AT ADJOINING PANEL EDGES SHALL BE STAGGERED EACH SIDE OF THE COMMON JOINT. 1.REFER TO THE LATEST SIMPSON STRONG-TIE CATALOG FOR HANGER INSTALLATION INFORMATION. 4.WHERE PANELS ARE APPLIED ON BOTH FACES OF A WALL,PANELJOINTS SHALL BE OFFSET TO FALL ON DIFFERENT FRAMING MEMBERS,OR FRAMING SHALL 2.REFER TO FRAMING PLANS AND NOTES FOR SUPPORTS AT BEAM ENDS. BE 3x AT ADJOINING PANEL EDGES AND NAILS SHALL BE STAGGERED. 3.ALL BEAMS EXPOSED TO WEATHER OR IN CONTACT WITH CONCRETE OR MASONRY SHALL BE 5.WHERE TABLE SPECIFIES(2)2x FRAMING,CONNECT(2)2x STUDS AND BLOCKING AS FOLLOWS:SW4=(2)0.131"0 @ 4"O.C.,SW3=(2)0.131"0 @ 3"OC. PRESSURE TREATED. 6.NOTE THAT 3x FRAMING MAY BE USED IN LIEU OF(2)2x FRAMING SPECIFIED IN TABLE. 4.REFER TO PLAN NOTES FOR BEAMS&HEADERS AT BEARING LOCATIONS THAT ARE NOT CALLED 7.INTERMEDIATE FRAMING TO BE WITH 2x NOMINAL MEMBERS(MIN)U.N.O.FIELD NAILING 12"O.C.MAXIMUM. OUT a 8.AT ALL 3/4"0 SILL PLATE ANCHOR BOLTS,INSTALL 1/4"x 3"x 3"PLATE WASHERS.EDGE OF PLATE WASHER SHALL BE WITHIN 1/2"OF SHEATHED EDGE.FOR 5.IF BEAM DEPTH SHOWN IS NOT AVAILABLE IN STOCK,THE SUPPLIER SHALL RIP BEAMS TO EXACT DOUBLE SIDED SHEAR WALLS,USE WIDER PLATE WASHERS AS REQUIRED TO MEETTHIS REQUIREMENT. DEPTH PRIOR TO SHIPMENT. 9.PROVIDE A MINIMUM OF 7"EMBEDMENT FOR A.B.INTO FOUNDATION OR STEM WALL. Z 10.PROVIDE A MINIMUM OF(1)ANCHOR BOLT WITHIN 12"OF EACH WALL END. a N o H cl � rn w w o a am ti w0, H m ao COLUMN SCHEDULE o HOLDOWN SCHEDULE (DF) MARK COLUMN SIZE COLUMN SIZE REMARKS 2x4 WALL 2x6 WALL a MARK TYPE MIN CHORD STUD NAILS OR BOLTS ANCHOR BOLT CAPACITY(LB) Cl (2)2x4 (2)2x6 SEE NOTE 2 7 SIZE (SEE NOTE 4) C2 (3)2x4 (3)2x6 SEE NOTE 2 Ol MST37 (2)2x (11)16d EA END - 2,710 C3 (4)2x4 (4)2x6 SEE NOTE 2 DESIGN: RMK O2 MST60 (2)2x (23)16d EA END - 6,235 C4 46 DF#2 4x6 DF#2 - DRAWN: J EG O3 MST72 (2)2x (31)SDS 1/4"x 21/2"SCREWS - 6,730 C5 4x8 DF#2 6x6 DF#2 CHECK: JGG ® HDUS (2)2x (14)SDS 1/4"x 2 1/2"SCREWS 5/8"0 4,065 C6 4110 DF#2 6x8 DF#2 - JOB NO: 18386.10 < HDUS 4x OF (20)SDS 1/4"x 21/2"SCREWS 7/8"0 6,970 C7 6x10 DF#2 6x10 DF#2 - © HOUll 4x OF (30)SDS 1/4"x 21/2"SCREWS 1"0 9,535 C8 (3)11/2"x 5 1/2"ESE - DATE: 08/O9/19 C9 5 1/8"x 6"GLB - O7 HDIJ14 6x OF (36)SDS 1/4"x 21/2"SCREWS 1"0 14,445 C10 5 1/8"x 7 1/2"GLB - HDU19 1 6x OF 1 (5)1"0 THRU BOLTS 11/4"0 19,070 Cll H555x5x5/16 I H555x5x5/16 NOTES: NOTES: 1.REFER TO THE LATEST SIMPSON STRONG-TIE CATALOG FOR ADDITIONAL INSTALLATION REQUIREMENTS. 1.REFER TO THE LATEST SIMPSON STRONG-TIE CATALOG FOR PRE-FABRICATED 2.REFER TO DETAIL 8/55.1 FOR INSTALLATION OF MST TYPE FLOOR TO FLOOR STRAPS.REFER TO DETAIL CONNECTION INSTALLATION REQUIREMENTS. 8/55.2 FOR CONNECTION OF STRAP TO BEAM BELOW. 2.MULTIPLE STUD COLUMNS SHALL USE GRADE OF STUD INDICATED ON WALL 3.REFER TO DETAIL 7/55.2 FOR INSTALLATION OF ROD TYPE FLOOR TO FLOOR HOEDOWNS.REFER TO FRAMING SCHEDULE.REFER TO TYPICAL DETAILS FOR FABRICATION OF MULTIPLE DETAIL 9/55.2 FOR CONNECTION OF ROD HOEDOWN TO WOOD BEAM BELOW. STUD COLUMNS. 4.WHERE APPLICABLE,REFER TO 57.1 FOR HOEDOWNS AT STEEL BEAMS. 3.CONTRACTOR TO PROVIDE BLOCKING EQUAL TO COLUMN DIMENSIONS AT JOIST W 5.INSTALL HDU TYPE HOLDOWNS AT FOUNDATION OR SLAB PER DETAIL 8/54.1. SPACE BELOW ALL COLUMNS. Z 6.AT ALL HOEDOWN CHORDS,PROVIDE PANEL EDGE NAILING PER SHEAR WALL SCHEDULE. W a � M � N JOIST SCHEDULE N FOOTING SCHEDULE MARK JOIST SPACING REMARKS N 00 0) MARK FOOTING SIZE REINFORCING COMMENTS FJl 2x10 OF#2 16"OC SEE NOTE Q Q FS` V-6"x V-0"DEEP x CONTINUOUS (3)#5 CONTINUOUS SEE NOTE 2 F12 2x10 OF#2 12"OC SEE NOTE 2 CL W �:: v/ FJ3 2x12 OF#1 16"OC SEE NOTE 2 Lv Ld F2 1 2'-0"x 2'-0"x l'-O"DEEP (3)#5 EACH WAY BOTTOM - J J F14 2x12 OF#1 12"OC SEE NOTE 2 Q I.- Z F3 3'-0"x T-O"x 1'-0"DEEP (4)#5 EACH WAY BOTTOM - DJ3 2x6 HF#2 16"OC SEE NOTE 2 Z N 0 0 F4; 4'-0".4'-0"x 1'-0"DEEP (5)#5 EACH WAY BOTTOM _ D12 2x8 HF#2 16"OC SEE NOTE 2 LLL, (-'� w D13 2xl2 HF#2 16"OC SEE NOTE 2 F__ Z Z = F5 5'-0"x 5-0"x 1'-2"DEEP (6)#5 EACH WAY BOTTOM - RJl 2x12 HF#2 24"OC SEE NOTE 2 w F6 6'-0"x 6'-0"x V-4"DEEP (7)#5 EACH WAY BOTTOM R12 13/4"x 111/4"EVIL 24"OC SEE NOTE 2 (, Q N H REFER TO RETAINING REFERTO RETAINING NOTES: RW WALL SCHEDULE WALLSCHEDULE WHERE APPLICABLE 1.FOR JOIST HANGERS REFER TO THE LATEST SIMPSON STRONG-TIE CATALOG FOR ALL INSTALLATION REQUIREMENTS.USE MAX NAILING ONO. NOTES: 2.TIMBER JOISTS FRAMING INTO WOOD BEAMS OR RIMS SHALL USE LUS OR HU SERIES 1.ALL FOOTINGS SHALL BEAR ON FIRM,UNDISTURBED NATIVE SOIL OR COMPACTED STRUCTURAL FILL FACE MOUNT HANGERS.TIMBER JOISTS FRAMING INTO STEEL BEAMS SHALL USE PER GEOTECHNICAL ENGINEERING REPORT. LBV SERIES TOP FLANGE HANGERS. 2.REINFORCEMENT SHALL BE CONTINUED FROM CONTINUOUS FOOTINGS THRU SPREAD FOOTINGS WHERE APPLICABLE. ^^.1-^ CORNER BARS x�Q IN ALL AREAS WITH EXPOSED C CON/FLOORS,EDGE SLAB ENGINEERING ''A" MAY BE SUBSTITUTED FOR ALL 4PASS ON GRADE 90°HOOKED BARS WITH LJOI MAX WITH IUSSEA AND FILLJOINT WITH SEALANT T CENTER d ° AT TOP AND 250 4TH AVE. S., SUITE 200 • �� °°4 PROVIDES/8"0x2'-0" HALL NOT EDMONDS, WASHINGTON 98020 SMOOTH SLIP DOWEL BARS OINT PHONE (425) 778-8500 AT 12"OC,TYP UNO FAX (425) 778-5536 STD 90'HOOKTYP UNO T/2 UNO,VERT CORNER BARS SHALL BE TRENCH EXCAVATION 1.5 H LAP SPLICE SAME SIZE TABULATED FOR MIN PARALLELTO FTG MIN TYP WALL REINF FOR THICKER WALL d p "A"=SPLICE LENGTH GREASETHIS j - d _ 4 d GAF WAsg"9S HALF OF BAR /� SLEEVES TO CLEAR p•$ •4 % 1�-6�� PIPE 1"ALLSIDES - - NO PIPES ALLOWED IN v TYPICAL CONSTRUCTION JOINT //j MIN _ - ° THIS REGION.LOWER FTGS AS REQ'D F o ° SEE NOTES,DETAILS,OR PLANS FOR (1)#5 VERT REQ'D REINF.ALL BARSTO BE CONT d E a \ u d OR SPLICED PER STRUCTURAL NOTES SAWCUT JOINT FL ORS FIAS WITH CONC SLAB ON GRADE TOF `SjONAL EXPOSED CONC.FLOORS,FILL JOINT PIPE 4 - z WITH SEALANT.IN LIEU OF SAWCUT STD 180°HOOK JOINTS CONTRACTOR MAY USE ZIP ° v /�/9 4 HORIZ CORNER BARS OF SIZE STRIP PLACED WITH SLAB SLAB REINF AT BOF - "-__ BENT BARS TO MATCH AND SPACING RI MATCH °d CENTER OF SLAB OR &LAP FOOTING (2)#5 VERT d REINF OF THINNER WALL v AT TOP AND BOT Z m ° d ® = /\ BOTTOM REINF LOWER BOF ° d AS REQ'D z ° \ UNDISTURBED EARTH OR _ COMPACTED FILL PER d i • ° - ° 4 a X—X�-X X—x—X ° " STRUCTURAL NOTES 4 PIPE TRENCH EXCAVATION PARALLEL 9"MIN III-III- 3"CLR TO FOOTING IS NOT ALLOWED TYP TYP PLACE VERT REINF OUTSIDE EXCEPT BELOW THIS LINE.STEP FTG AS T AS OTHERWISE NOTED OR SHOWN A TYPICAL CONTRACTION JOINT REQUIRED FOR THIS CONDITION T=FTG THICKNESS PER PLAN, SCHED,AND DETAILS �F TYPICAL CONCRETE WALL REINFORCING DETAIL � TYPICAL SLAB ON GRADE DETAILS � TYPICAL PIPE PENETRATION AT WALLS AND FOOTINGS � TYPICAL STEPPED WALL FOOTING F � SCALE. NTS L SCALE: 1"=1'0" J SCALE: 1/2"=1'-0" Y SCALE: 1/2"= z0 m la N NOTE: SILL PLANDABDIA ~ RAISE STEM WALL AS REQ'D AT PERIMETER AREAS AND SPACING PER O WHERE NEEDED DUE TO CIVIL GRADES. SHEAR WALL SCHED wCl w (2)#5 CONT TOP STUD WALL PER PROVIDE BLOCK OUT p, FRAMING PLAN NOTES AT DOOR OPENINGS SHEATHING PER SHEAR w\ WALL SCHED SHEATHING AND NAILING STUD WALL PER NOTE: F pl SLAB ON GRADE AND FRAMING PLAN NOTES WHERE CONCRETE WALL WITH HT>3'-0" Q O PER PLAN AND SHEAR SUBGRADE PER 00 WALL SCHEDULE AT PLAN CHORD 512E PER EXISTS,ROD MAY EXTEND 24"MIN INTO SHEAR WALL PER mo 4"0 PERFORATED PVC PIPE PER HOEDOWN SCHED WALL W/NUT&WASHER AS SHOWN PLAN AND SCHED LOCAL CODES WITH 6"OF 1" z #5 @ 15"OC EA WAY 1' MINUS GRAVEL ALL AROUND, PAVING OR FINISHED CENTERED IN WALL COUNTERSINK 1 WRAPPED IN NON-WOVEN y HOEDOWN PER PLAN ADDITIONAL END GE FABRIC.SLOPE TO GRADE PER ARCH AB PER SHEAR WALL SCHED AND SCHED,WHERE STUD AS REQ'D DRAWINGS OR STRUCTURAL NOTES APPLICABLE DRAIN 1/8"PER 1'-0"MIN.TURN • • X—X AB PER SHEAR WALL DESIGN: RMK DOWN PERFORATIONS AS SHOWN '° ` 1 rr, PT SILL PL SCHED OR THREADED ROD AS REQ'D HOEDOWN PER PLAN °d e o °e Oo bb STRUCTURAL NOTES THREADED ROD AS REQ'D FOR HOLDOWN W/NUT AND SCHED DRAWN:cp JEG �o on ° SLAB ON GRADE AND FOR HOEDOWN W/NUT AND WASHER AT BASE. Ro 4O 00 0°°O o�° SUBGRADE PER PLAN AND WASHER AT BASE EXTEND ROD INNTO NGOCHECK: JGG z 00 0 111 34. JOB NO: 18386.10 0 O 0 0 °ao oX 4X—X 4�X Z+�pc— —X—X—X dC X -4•X�- iX X—.ac TOP OF FTGDATE: 08�09�19 d Q 00 � - on °`a � o0 00 � I d °O dO 0oo ° - - d II O o0 0 0 1�4 .III-iTi L�4 ° LL FTGS 1 AT SHEAR WALL FTGS I' LINE OF MAX EXCAVATION. / -1I-1I-III: FOOTING / _ `� - -III - PROVIDE TOP REINF PROVIDE TOP REINF IF SOIL IS OVER EXCAVATED, /�1 DRAIN / 8 m ^'u 1 TO MATCH BOT REINF TO MATCH BOT REINF - 4 d 4 I REPLACE WITH LEAN MIX /� ) 1 ° 11 44 CONCRETE.J , / ALT HOOK AS SIZE AND REINF REINF PER PLAN I d 4 ° SIZE&REINF MAXIMUM //A SIZE&REINF AND SCHED - SHOWN J SLOPE PER PLAN&SCHED PER PLAN AND SCHED °- a FIRM BEARING SOIL OR PER PLAN&SCHED COMPACTED STRUCTURAL FILL W I.SINGLE WALL II.PARTY WALL m� Z TYPICAL FOOTING DRAIN TYPICAL STEM WALL DETAIL CONTINUOUS FOOTING DETAIL HOLDOWN DETAIL L� (� 'J 8 SCALE: 1"=1'-0" a 5 SCALE: 1"=1'-0" v SCALE:PIA, 1' HOEDOWN&CHORD PER PLAN AND SCHED = v (WHERE APPLICABLE) GAP PER SHEATHING AND ARCH ~ J SILL PL,AB DIA AND NAILI NG PER PLAN AND Q SPACING PER SHEAR SJHEED STUD WALL PER WALL SCHED FRAMING PLAN NOTES COL PER PLAN �[ M AND SCHED .6 N W SLAB ON GRADE AND EER (2)#4 TOP SUBGRADE PER CH 8"x 8"CONCRETE SIMPSON ABU POST BASE. 00 Q PROVIDE BLOCKOUT CONTRACTOR HASTHE Y W 0) FOUNDATION PLAN AT DOOR OPENINGS PLINTH EQ SPACED OPTION TO USE SIMPSON Ln SLAB ON TIES EQ SPACED ADE AND TITEN HD ANCHORS. •I • —q�C - —�#( EA S BGRADER PER PLAN PAVING OR FINISHED CL ~ Q 11 ACE _(4)#4 HOOKED L�J GRADE PER ARCH _ 4 IL ___R _____I _ z • - • 4-X X—X Bo DOWELS DRAWINGS _j -- Q Z O4 d a oO° 099 dJ O opg ° 6" Q o BOO - - - ` a_.• °oo°0 N 0 O ° z1-� � � ZO 0O O D °� p LLI Z 0000 o 0 O 0 O - REINF PER PLAN Z Z 0 /'�0 FOOTING&REINFORCEMENT _ p O o o O ° 00� PER PLAN.PROVIDE DOWELS O O °O°o a o AND SCHEDULE Z N J w O o 0 EPDXIED INTO STEM WALL o 0 °OO W ^ 0 o O O o0 - - TO MATCH LONGITUDINAL O O OO o0 • °• d U Q L.L H O O oOO11 o 0 •, d j a_ • BARS W/5"EMBED a• ° - - / NE: FOOTING FOROT INFORMATION NOT DRAIN / Id / SPECIFICALLY CALLED OUT // REFER TO DETAIL 6. SIZE&REINF PER PLAN AND SCHEDULE SIZE AND REINF PER PLAN AND SCHED PER PLAN&SCHED i R EXTERIOR FTG AT INTERIOR FTG INTERSECTION STEM WALL DETAIL AT BRICK VENEER i ISOLATED COLUMN FOOTING S4. 1—V 9 SCALE: 1"=1'-0" O SCALE: 1"=1'-0" SCALE: 1"=1'-0" NOTE: 2x OR 3x BLOCKING ONLY STAGGER SHEATHING AS SHOWN. IF BLOCKED DIAPHRAGM o FOR 2x4 STUDS,PROVIDE SINGLE ENGINEERING (IBC TABLE 2306.3.1,CASE 1 OR 3) 15 SPECIFIED w ROW OF NAILS STAGGERED EASIDE FRAMING MEMBERS W/ '-a\z WITH 11/2"EDGE DISTANCE.FOR 250 4TH AVE. S., SUITE 200 INTERMEDIATE SPACING PER PLAN ..F 2x6 STUDS,PROVIDE(2)ROWS OF EDMONDS, WASHINGTON 98020 FRAMING MEMBERS ^'o NAILS SPACED AT 21/2"W/11/2" PHONE (425) 778-8500 STAGGER NAILS ON EA SIDE PANELHIINIG EDGE DISTANCE FAX (425) 778-5536 OF PANELJOINT AS REQUIRED PER SHEAR WALL SCHED PANEL EDGE NAILING ADJACENT NAILS IN A 9"OC MAX SPACING BETWEEN PER SHEAR WALL - - - ROW ARE TO BE ADJACENT NAILS IN A ROW _ SCHEDULE,TYP CONTINUOUS ------ PANEL EDGES DRIVEN FROM ----------------------------- -n-------n— — ------I-I-------I-I-------I-I-------n-----rn II OPPOSITE SIDES,TYP I•I I•I I'I I'I I'I I•I I I•I PANEL EDGE NAILING INTO O�VY C, I I I I I I I I I I I I III HOEDOWN CHORDS,TYP I I of WAsg"9S I I I I I I I I I I I I III INTERMEDIATE — — — — — HEADER PER PLAN I I I I I I I I I I I I III NAILING @ 12"OC I•I I•I I•I I•I I•I I•I I I. I •I I I I I I I I I I I I I I I I I 0.131"0 x 3"NAILS,TYP O ynys I I I I ICRIPPE STUDS PER PLAN;L DO NOT CUT I•I I I I I I I FRAMING AT ADJOINING I I SHEATHING PER PLAN AND I I II it I IIS`SjONAL IIII I II •• I A iI II•II I IIII•IIIII IIII•IIII II, I IIII•IIII PANEL EDGESPER SHEAR IIII III IIII II•IIII SHEAR WALL SCHEDULE OAWAY MATERI WALL SCHED FRM CRIPPLE STUDS PANELEDGES I I _ I lip_ I I I (5)STUDS MA X TO 08109119 DHOEDOWN CHORD PER BE USE FOR LTSCHEDULE.REFER TO BUI -UPCOLUMNS FULL-HEIGHT I• TYPICAL BUILT-UP HOEDOWN CHORDII I•I II II II I I III II , , I, COLUMN DETAIL I I•I I I I I I I�I I I H______H H_____ -7r------ '--'--' TYPICAL FLOOR ROOF SHEATHING DETAIL !� TYPICAL BUILT-UP STUD COLUMN DETAIL I I I I I •� 1 I I I,1 I,I ADDITIONAL END STUD SCALE: NTS I I I•I I•I I, I I•I I•I I I I I I I I I I I I I IF REQUIRED TO IIII I j I I I,•I I I I I I I I I PROVIDE I•I I I I I I I I I I I COUNTERSINK FOR IIII I I I I •I I I I I I I I I HOEDOWN BOLTS J I I I•I I•I I, I I•I TYP DOUBLE 1•I I I I I J I I I I I I I I HOEDOWN ANCHORAGE TOP PLATE PER PLAN AND SCHEDULE z AB W/SIMPSON BP I I 11 I I I I I I 2 1/4"END (2)0.131"0 x 3"NAILS @ 9"OC O m I I •I I I I I I I I I DISTANCE,TYP 1/2"TO ELSEWHERE W/11/2"EDGE DISTANCE PL WASHER,TYP I•I I,I I,I I I I,I I,I a � I I I I I•I I I I (2)ROWS OF(8)0.131"0 x 3" - I I I I I I SIMPSON CNW COUPLER SHEATHED EDGE PLATE 3"OC SIMPSON A35 - I I NAILS @ 3"OC EA SIDE OF SPLICE U NUT W/SIZE TO MATCH WASHER SPACING (ONLY REQUIRED m m I I I I I I I PERSHEAR AT EXTERIOR a I I I I HOEDOWN ANCHORAGE PT SILL PL PER I•I I,•I A ,I I I ;I ;I WALL SCHED HEADERS GREATER SHEAR WALLSCHED I I I I•I I I I I THAN 6'SPAN) 11 II PANEL EDGE NAILING JI< ai -1L---_--i�--_---i PER SHEAR WALL SCHED II TOP CHORD w\ LI- _' SPLICE AT LOCATIONS WHERE IT IS NOT POSSIBLE BOTTOM 6 0.131"0 x 3" ~ = li TO INSTALL THE SPECIFIED 0.131"O SPLICE CHORD O Q O II II II I I I I I CONTINUE HOEDOWN CHORD I-I °� NAILS,THE CONTRACTOR SHALL INSTALL SPLICE NAILS o m yy I I I I I I TO FOUNDATION SIMPSON CSC20 STRAPS EA SIDE OF WALL O 1L_ _1L______lI AT SPLICE.INSTALL EA STRAP W/(12)10d Y - AT EA END.WHERE BOTH PLATES ARE BEAM OR HEADER PER SECTION A-A TYPICAL STUDS 1 A CONCRETE FOOTING = — = — = CUT,INSTALL C520 STRAPS AT EA PLATE PLAN AND NOTES OR P/T SLAB PER PLAN AND SHEAR I SCALE:1 1/2"=1'-0" AND EA SIDE OF THE WALL. WALL SCHEDULE,TYP RIM BOARD \ DESIGN: RMK OR BLOCKING /l L 6'-0"MIN BETWEEN SPLICES NAILING PER TYP NOTES: (� CONCRETE STEM WALL � BUILT-UP STUD DRAWN: JEG 1. REFERTO STRUCTURALNOTES FOR ADDITIONAL INFORMATION. SPLICES TO OCCUR AT COLUMN DETAIL 2.FOR SHEAR WALLS WHERENO HOEDOWNS ARE SPECIFIED THE CHECK: JGG FIRST AB SHALL BE LOCATED NOT MORE THAN V-0"AND NOT CONCRETE FOOTING CENTER OF VERTICAL STUDS LESS THAN(7)BOLT DIAMETERS FROM END OF WALL. AT HOEDOWNS:PROVIDE FULL HT CRIPPLE STUDS PER PLAN JOB NO: 18386.1 O TOP CHORD SPLICE BOTTOM CHORD SPLICE AND COLUMN SCHEDULE OR HOEDOWN CHORDS 2x FULL SCHED. STRUCTURAL NOTES DATE: 08/09/19 OTHERWISE:(1)2x FULL HT TYPICAL SHEAR WALL DETAIL TYPICAL TOP PLATE SPLICE DETAIL TYPICAL HEADER DETAIL SCALE: 3/4"=1'-0" 4 SCALE: 1"=1'-0" SCALE: 1"=1'-0" EDGE NAILING PER PLAN BEAM PER PLAN AND SCHEDULE Lyl AND SHEAR WALL EDGE NAILING PER PLAN AND JOIST DIRECTION CHORD SIZE PER Z SCHEDULE OR EDGE NAILING PER PLAN 2x6 STUD @ 2x4 CROSS WALL SHEAR WALL SCHEDULE OR PER PLAN SIMP50N A35 EACH HOEDOWN SCHEDULE STRUCTURAL NOTES,TYP AND SHEAR WALL 2x8 STUD @ 2x6 CROSS WALL STRUCTURAL NOTES,TYP SIDE OF BEAM SCHEDULE OR 0.131"0 x 3" STRUCTURAL NOTES,TYP (2)ROWS OF 0.131"0 x 3" NOTE: SIMPSON STRAP WITH W (� NAILS @ 9"OC NAILS @ 9"OC SUPPORTS AT N FASTENERS PER > J SOLID POSTS SIM o a HOEDOWN SCHEDULE Q _ STUD STUD STALL IN MAX NAILING Q WALL WALL INTO RIM OR BLOCKING I-- WHERE POSSIBLE w BEAM PER PEAN 0 (2)ROWS OF 0.131"0 x 3" EDGE NAILING PER PLAN AND EDGE NAILING PER PLAN AND AND SCHEDULE M NAILS @ 9"OC SHEAR WALL SCHEDULE OR SHEAR WALL SCHEDULE OR IN 00 STRUCTURAL NOTES,TYP STRUCTURAL NOTES,TYP SIMPSON LTP4 OR A35 /r� FRAMI NG ANCHOR N (2)ROWS OF0.131"0x3" EACH SIDE OF BEAM �� Y W Z STUD WALL PER FRAMING 0.131"0 x 3" NAILS @ 9"OC(EACH SIDE F z Ld _ PLAN NOTES,TYP NAILS @ 9"OC OF PARTY WALL) SOLID OR MULTIPLE k m 4 Q Q C STUD COLUMN PER PLAN L STUD WALL PER FRAMING STUD WALL PER FRAMING m c g \ JOIST DIRECTION d La PLAN NOTES,TYP PLAN NOTES,TYP 1 a LL p H PER PLAN LLd Q SHEATHING(OR GWB)AND BEAM WIDTH, o o FILL JOIST SPACE WITH FULL J NAILING PER PLAN AND SHEAR SHEATHING(OR GWB)AND SHEATHING(OR GWB)AND MIN UNO SOLID OR MULTIPLE O o i z DEPTH BLOCKING TO Q Z LL WALLSCHEDULE OR NAILING PER PLAN AND SHEAR NAILING PER PLAN AND SHEAR STUD COLUMN PER PLAN zz N o MATCH DIMENSIONS OF Z (n O STRUCTURAL NOTES,TYP WALL SCHEDULE OR WALL SCHEDULE OR a R'^ STUD COLUMN ABOVE STRUCTURAL NOTES,TYP STRUCTURAL NOTES,TYP W 0 0 Q PARALLELTO STUD WALL PERPENDICULAR TO STUD WALL F- Z Z O A.CORNER INTERSECTION B.'T INTERSECTION C.PARTY WALL INTERSECTION Z (N J O w TYPICAL WALL INTERSECTION DETAIL TYPICAL FLUSH BEAM SUPPORT DETAILS f� TYPICAL STRAP HOLDOWN DETAIL Ld � a � 7 SCALE: 1"=V-0" v SCALE: 1"=1'-0" �HFF I: S5.1-B STUD WALL PER FRAMING PAN NOTES STUD WALL PER FRAMING PAN NOTES STUD WALL PER ENGINEERING SHEATHING AND NAILING NOTE: FRAMING PAN NOTES PER PAN AND SHEAR SILL PLATE NAILING PER PAN SHEATHING AND NAILING SILL PATE NAILING PER PAN FOR NOTES AND DETAILS 250 4TH AVE. S., SUITE 200 WALL SCHEDULE OR AND SHEAR WALL SCHEDULE PER PAN AND SHEAR AND SHEAR WALL SCHEDULE NOT CALLED OUT REFER SHEATHING AND SILL PATE NAILING SILL PATE NAILING PER EDMONDS, WASHINGTON 98020 STRUCTURAL NOTES OR STRUCTURAL NOTES WALL SCHEDULE OR OR STRUCTURAL NOTES TO DETA11 1 NAILING PER PAN AND PER PAN AND SHEAR SHEAR WALL PHONE 425 778-8500 STRUCTURAL NOTES SHEAR WALL SCHEDULE WALL SCHEDULE OR ( ) BREAK SHEATHING OR STRUCTURAL NOTES STRUCTURAL NOTES FAX (425) 778-5536 AT PATE LINO SHEATHING AND SHEATHING AND (4)10d NAILS ALIGNED 2x WOODJOIST (4)10d NAILS NAILING PER PAN NAILING PER PAN 13/4"LSL BLOCKING SHEATHING AND PER PAN AND SCHEDULE 2x CONTINUOUS RIM- 2x CONTINUOUS RIM NAILING PER PAN Ir 2x WOOD SILL PATE NAILING PER RIM JOIST SHEARWALL SCHEDULE GVY C BREAK SHEATHING BREAKSHEATHIN ov WAS "7S AT PATE UNO RIM AND PROVIDE PANNELEL V�� \1� NAILING EA SIDE OF - - 1 P o PANEL EDGE NAILING JOINT PER SW SCHED PER PAN AND SHEAR WOOD JOISTS PER PAN AND (3)0.131"O x 3" - - PROVIDE PANEL EDGE WOOD JOISTS PER WALL SCHEDULE OR SCHEDULE JOISTS PER PAN NAILING PER SHEAR WALL PAN AND SCHEDULE O LzsS PANEL EDGE NAILING NAILS EACH END -JOISTS PER PAN C' STRUCTURAL NOTES PER PAN AND SHEAR AND SCHEDULE SILL PATE NAILING PER AND SCHEDULE, SCHEDULE AT TOP PATE 2x BLOCKING @ 4'-0"OC 9Sj0 2x4 BLOCKING AT SHEAR WALLS WALLSCHEDULEOR WOOD JOISTS PER PAN SHEARWALLSCHEDULE LAPPED E BUTTED FIRSTJCKIN BAY ONLY NAL NOTE: ONLY STRUCTURAL NOTES AND SCHEDULE PANEL EDGE NAILING 08109119 NON-SHEAR WALL 2x WOOD BLOCKING PER PAN AND SHEAR 2x4 BLOCKING AT 2x4 BLOCKING OR A35 NAILING SHALL BE PER @ 4'-0"OC MAX WALL SCHEDULE OR SHEAR WALLS MODETAIL (PER SW SCHED)BETWEEN IBC TABLE 2304.9 STRUCTURAL NOTES OTES AND DETAILS BLOCKING AND TOP PATE ALLED OUT REFER AT SHEAR WALLS ONLY 2 A.TYPICAL FRAMING B.ALTERNATIVE SHEAR WALL FRAMING EXTERIOR WALL PARALLEL TO JOISTS INTERIOR BEARING ON BOTH SIDES INTERIOR WALL PARALLEL TO JOISTS TYPICAL STUD WALL FRAMING DETAIL TYPICAL STUD WALL FRAMING DETAIL !� TYPICAL STUD WALL FRAMING DETAIL d TYPICAL STUD WALL FRAMING DETAIL 2 SCALE: 1"=1'-0" v SCALE: 1"=1'-0" T SCALE: 1"=1'-0" 1 SCALE: 1"=1'-0" FF F 0 m O m SHEATHING AND (- NAILING PER PAN AND NOTE: SHEAR WALL SCHEDULE FOR NOTES AND H SILL PATE NAILING PER PAN DETAILS NOT CALLED SHEAR WALL SHEAR WALL O 2 &SHEAR WALL SCHEDULE OR SILL PLATE NAILING PER OUT REFER TO CASE A PER PAN PER PAN w w STRUCTURAL NOTES SILL PATE NAILING PER 2x CONTINUOUS RIM SHEAR WALL SCHEDULE CHORD SIZE PER a SHEAR WALLSCHED BOARDS.PERPENDICULAR DIAPHRAGM HOEDOWN SCHEDULE BEAMS SHALL FULLY BEAR PANEL EDGE NAILING PER BOUNDARY NAILING ALIGNED 2x WOODJOIST (4)lOd NAILS ON WALL SHEAR WALL SCHEDULE PER PAN AND SCHEDULE INTO BLOCKING SIMPSON HOEDOWN HOLDOWN STRAP HOLDOWN w SHEATHING AND SIMPSON A35 PER PER PAN AND PER PAN,FIELD STRAP PER PAN, F p� NAILING PER PAN SHEAR WALL SCHEDULE (4)10d NAILS A SCHEDULE BEND AROUND BEAM FIELD BEND Q O AROUND BEAM W O I y I I I BEAM PER PAN � I II 1 II CONTINUOUS II RIM WOOD JOISTS PER WOOD JOISTS PER II DESIGN: RMK II PAN AND SCHEDULE PAN AND SCHEDULE DRAWN: JEG JOISTS PER PAN NOTES: 2x BLOCKING @ ONLY ° 1 SHEATH COMMON SIDE FOR OC 2x BLOCKING EA JOIST DIRECTION FULL DEPTH 3/4 . CHECK: JGG PROVIDE PANEL EDGE FIRST JOIST BAY ONLY SIDE OF RIM @ PER PAN NAILING PER SHEAR WALL SHEATHING OR lx FRAMING STACKED SHEAR WALLS. SCHEDULE AT TOP PATE 2x4 BLOCKING OR A35 BETWEEN RIM BOARDS 2.WHERE HOLDOWNIS REQUIRED 4'-0"OC JOB NO: 18386.10 (PER SW SCHED)BETWEEN INSTALL HOEDOWN ON FILL JOIST SPACE WITH BLOCKING AND TOP PATE PARTY WALL W/SIZE SHEATHED SIDE OF PARTY WALL. BLOCKING TO MATCH JOIST PER PAN JOIST PER PAN DATE: 08�09�19 NOTE: AT SHEAR WALLS ONLY AND SPACING OF 3.SHEATHING IS SHOWN ON DIMENSIONS OF STUD (DIRECTION VARIES) (DIRECTION VARIES) FORNOTES AND DETAILS OUTSIDE FACE OF WALL,BUT COLUMN ABOVE NOT CALLED OUT REFER STUDS PER PAN NOTES MAY ALTERNATELY BE INSTALLED HEADER BEAM TO DETAILS 1&2 ON INSIDE FACE. COUNTER SINK PER PAN ADDITIONAL END `INTERIOR WALL PARALLEL TO JOISTS A.PERPENDICULAR TO JOISTS B.PARALLEL TO JOISTS STUD FOR BOLTS FLUSH BEAM HEADER TYPICAL STUD WALL FRAMING DETAIL TYPICAL PARTY WALL FRAMING DETAIL 'J TYPICAL ROD HOEDOWN DETAIL f� TYPICAL STRAP HOEDOWN TO WOOD BEAM SCALE: 1"=1'-0" 6 SCALE: 1"=1'-0" SCALE: 1"=1'-0" v SCALE: 1"=1..' W Z W /^ > J SHEATHING&NAILING Q _ PER PAN&SHEAR WALL SCHEDULE OR NOTE: _ PARTY WALL W/SIZE& STRUCTURAL NOTES FOR NOTES&DETAILS NOT I— N6 WOOD SCREWS SPACING OF STUDS PER SPECIFICALLY CALLED OUT bi PAN NOTES SILL PATE NAILING REFER TO CASE A. Q OR 8d @ 6"OC (2)8d NAILS AT A PLANK PER PAN&SHEAR M WALL SCHEDULE OR N 2x LEGER A7TACHEDTORIM 2x WOOD BLOCKING 2x LEGER ATTACHED TO RIM STRUCTURAL NOTES DIAPHRAGM BOUNDARY ad N W/(2)1/4"0 x 31/2"SIMPSON @ 4'-0"OC MAX W/(2)1/4"0 x 3 1/2"SIMPSON SILL PATE NAILING PER SHEATHING&NAILING 2x FULL HEIGHT BLKG NAILING INTO BLKG 00 SIDS SCREWS @ 12"OC SIDS SCREWS @ 24"OC SHEAR WALL SCHED PER PAN SHEATHING& (3)lOd NAILS NAILING PER PAN N cc Q Q L CL w 3 Q J w� WOODJOIST&HANGER WOOD JOISTS PER WOOD JOIST PER FP-N ISTS PER Z PE N PER PAN&SCHEDULE PAN&SCHEDULE PAN&SCHEDULE CHEDULE JOISTS PER PAN&SIMPSON A35 PER JOISTS PER PAN& LLI PROVIDE PANEL EDGE PROVIDEPANELEDGE SHEAR WALL SCHEDULE SCHEDULE,LAPPED 2x BLKG @ 4'-0"OC SCHEDULE,APPED F- Z 0 2x4 BLOCKING OR A35 KING OR A35 PER PLAN I NAILING PER SHEAR WALL NAILING PER SHEAR WALL PANEL EDGE NAILING FIRST BAY ONLY Z IN J II SCHEDULEATTOP PLATE (PER SHEAR WALL SCHED) SCHEDULE AT TOP PATE (PER SHEAR WALL SCHED) PER PLAN AND SHEAR W ^ 0 W BETWEEN BLOCKING AND TOP BETWEEN BLOCKING AND $ WALLSCHEDULE H WOOD BEAM PATE AT SHEAR WALLS ONLY TOP PATE AT SHEAR U � Q PER PAN FOR NOTES AND DETAILS FOR NOTES AND DETAILS WALLS ONLY STUD WALL PER NOT CALLED OUT REFER NOT CALLED OUT REFER STRUCTURAL NOTES -. BEARING PATE TO DETAILS 1&2 TO DETAIL51&2 3/8 x 3 1/2 x 0'-3 1/2" A.JOISTS PERPENDICULAR TO WALL B.JOISTS PARALLEL TO WALL A.DECK JOISTS BEARING B.DECK JOISTS NON-BEARING ROD HOLDOWN TO WOOD BEAM i DECK FRAMING DETAIL ii TYPICAL STUD WALL FRAMING DETAIL �� -R 9 SCALE: 1"=V-0" •O SCALE: 1"=V-0" •• SCALE: 1"=V-0" . v TREAD/RISER PER ARCH USE 1 1/8"PLYWOOD TREADS UNO NOTCHED STRINGER TREAD AND 2x12 BLOCKING RISERS PER ARCH (4)8d @BLOCKING DO NOT OVERCUT NOTCHES 2x6 SISTERED 4X12 DF#2 BEAM BEAM PER PLAN ENGINEERING AB PER STRUCTURAL NOTES OR FOR TREAD/RISER PER SECTION A VARIES PER PLAN PROVIDE HILTI X-DNI(0.145"0)@ 250 4TH AVE. S., SUITE 200 12"OC.EMBED MIN 2"INTO EDMONDS, WASHINGTON 98020 CONCRETE W/STANDARD STEEL 2x12 STRINGER 2x12 STRINGER STAIR PHONE (425) 778-8500 WAS • SIMPSON HUC28-2, FAX (425) 778-5536 TREATED 2x SILL PLATE EACH STRINGER,WITH •�i a,. FULL NAILING • 2x12 TREADS SHEATHING ? NOTCHED PER ARCH WHERE NOTED 2x6 SISTERED TO SIDE 2x12 NOTCHED STRINGER ON PLAN OF 2x12 W/(2)ROWS 2x6 BLOCKING STRINGER JOIST PER • OF 10d NAILS STAGGERED @ 6"OC 2x6 SISTERED PLAN C,tIEV A Cp W X—XI—X—X�-�I—X_g—df—�—X 3x BEVELED PLATE PERSERIONA of WAsg`9S _ d JI a AS SHOWN BLOCKING @ V�� /--,�f4 F' N - OO° c HUC28-2 W/ 24"OC �o q° oMo o o NOTCH BEAM AS FULL NAILING 05 ob 1 �� a ♦° a 6 REQUIRED 2x STUD WALL OR I ,0" BEAM PER PLAN 8'-0"MAX SPAN BETWEEN 12"OC MAX ONAL SIZE&REINFORCING LANDINGS MAXIMUM SLOPE PER PLAN AND SCHEDULE 8 0 MAX LANDINGS TWEEN 2x6 SISTERED TO 2x12 PER ON PLAN _lj 08/09119 TYPICAL STAIR SECTION A.TYPICAL STRINGER TO LOWER LANDING B.TYPICAL STRINGER TO PONY WALL C.TYPICAL STRINGER TO CENTER BEAM D.TYPICAL STRINGER TO UPPER LANDING GAP(IF REQUIRED)TO SUIT ARCH FINISHES. TYPICAL STAIR SECTIONS 2 TYPICAL STAIR SECTION 1 SCALE: 1"=1'-0" SIMPSON HUC610 FACE MOUNT BEAM PER PLAN HANGERW/MAXNAILING AND SCHEDULE Q SIMPSON HUC610 FACE MOUNT BEAM PER PLAN HANGER W/MAXNAILING AND SCHEDULE m HANDRAIL W/CONN TO STRINGERS PER MFR Ia v=i H DIM PER ARCH DRAWINGS HANDRAIL W/CONN TO (Oi1 STRINGERS PER MFR w w � a PTGLULAM NOTCH CAREFULLY ai STRINGERS,TYP WITHOUT w PIERS,TM (2 x 3 x 1/4 x0'-6" OVER-CUTTINGPRESS Q p DECK) IS TREK PLAN STRINGERS,TYP a. W/(2)1/2"0 x 4"LAG p DECK JOIST PER PLAN NOTCH CAREFULLY SCREWS INTO BEAM AND 00 00 WITHOUT INTO STRINGER 21 FLAT DECKING L3 x 3 x 1/4 x 0'-6" OVER-CUTTING Y BEAM PER PLAN AND SCHED W/(2)1/2"0 x 3" W/SIMPSON PLAN H N EA END EXPANSION BOLTS AND(2) < 1/2"0 x 4"LAG SCREWS PRECAST CONCRETE CLOSED RISER TREADS W/ . I DESIGN: RMK PRECAST CONCRETE CONN TO STRINGERS PER DRAWN: JEG NOTES: 2x CONT LEDGER W/ CLOSED RISER TREADS + t CHECK: JGG 1.FOR NOTES AND DETAILS (2)1/4"0 x 3 1/2'SDS W/CONN TO JOB NO: 18386.1 O NOT CALLED OUT REFER SCREWS @ 12"OC 2x WOOD JOISTS STRINGERS PER MFR TO TYPICAL DETAILS. PER PLAN AND t t DATE: 08/09/19 SCHED 1! 1! DECK POST PER PLAN 2x WOOD BLKG x x 1i L x x @ 4'-0"OC MAX BEAM PER PLAN -� III III-1 r AND SCHEDULE Q SECTION AT EXTERIOR WOOD DECKS d STAIR SECTION STAIR SECTION v SCALE: 1"=V-0" T SCALE: 1"=1'-0" SCALE: 1"=1'-0" W PROVIDE CONTINUOUS TOP CHORD Z PROVIDE CONTINUOUS TOP CHORD AT SIMPSON SHEARWALLORPROVIDE W SI ILSAT LL NAIL STRAP AL NG SHEAR WALL SHEATHING& SHEAR WALL OR PROVIDE SIMPSON SHEAR WALL SHEATHING& NAILS AT ALL NAIL HOLES ALONG NAILING PER PLAN&SCHEDULE CMSTI4 STRAP W/16d NAILS AT ALL NAIL NAILING PER PLAN&SCHEDULE ENTIRE TOP CHORD AT PERFORATION Q J APPLIED TO ALL FACES OF WALL HOLES ALONG ENTIRE TOP CHORD AT APPLIED TO ALL FACES OF WALL PERFORATION 4x HF BLOCKING,TYP Q I I. -I I I I.. SHEATHING AND NAILING w PER PLAN AND SW SCHED EXTERIOR SW SHEATHING M M AND NAILING PER PLAN CONT FULL WIDTH AND IN I - - -- - �I - - -- - ___ _____ AND SW SCHED FULL DEPTH LSL RIM AT '''SJ N '^ FLOOR LEVEL V I I. HEADER PER PLAN 4x HIF I I. HEADER PER PLAN CONT FULL WIDTH AND 2x CONTINUOUS RIM Y N 0 Z I. FULL DEPTH RIM AT WHERE SHAFT IS AT A II II. BLOCKING,TYPII II. FLOOR LEVEL SHEATHING AND CORNER,LAP BEAMS AT cc NAILING PER PLAN CORNER AND PROVIDE Q Q L II II. II I II. WHERE SHAFT 15 AT A CONTINUOUS CMSTI4 I I I I I I. SIMPSON L90 CLIP AT I I. STRAP W/16d NAILS AT I I I I. CONTINUOUS CMST16 STRAP W/10d LAP SHEATHING AT RIM CORNER,LAP BEAMS AT INSIDE OF CORNER W I L J I. I I I. NAILS AT ALL NAIL HOLES OVER ENTIRE CORNER AND PROVIDE W HEADER SUPPORTS PER ALL NAIL HOLESNGTH OVER AND PROVIDE PANEL J _ LENGTH OF PERFORATED SHEAR WALL SIMPSON L90 CLIP AT 1 I: PLAN&SCHEDULE ENTIRE LENGTH OF .� -I EDGE NAILING PER SW INSIDE OF CORNER FULL DEPTH 3/4" Q Z I I PERFORATED SHEAR I I I HEADER SUPPORTS PER SCHEDULE EA SIDE OF SHEATHING OR Ix FRAMING Z N 0 I I' WALLI I I PLAN&SCHEDULE ADJOINING PANEL EDGE BETWEEN RIM BOARDS 0 II 7 ADDITIONAL II IIIh - 1 - --NI - z Z Z 0 INTERMEDIATE I I. -�- JOISTS PER PLAN I CHORD PER SHEAR { I II. Z N J m II WALLSCHEDULE 'Il W w O I I END STUDS PER T I I NMD SHEPSON A35 PER PLAN AND SHEAR WALL SCHED U Q HOLDOWN II II SCHEDULE,TYP 'I II PLYWOOD SHEATHING I I I I.- AND NAILING PER PLAN I II I II �6 AND SHEAR WALL SCHED __ ___4 PARTY WALL W/SIZE AND SPACING OF END STUDS PER HOLDOWN STUDS PER PLAN NOTES A.ELEVATION AT DOOR SCHEDULE(HOLDOWN NOT SHOWN) EXTERIOR SIDE INTERIOR SHAFTSIDE INTERIOR SIDE INTERIOR SHAFT SIDE R FORCE-TRANSFER SHEAR WALL DETAIL J FORCE-TRANSFER SHEAR WALL DETAIL f� STAIRWAY&SHAFT SECTIONS S5.3-✓ 6 SCALE: NTS • SCALE: NTS v SCALE: 1"=1'-0" C 41110M DIAPHRAGM BOUNDARY SHEATHING PER ROOF ENGINEERING SHEATHING AND NAILING PER DIAPHRAGM BOUNDARY NAILING NAILING PER ROOF FRAMING PLAN NOTES ROOF FRAMING PLAN NOTES PER ROOF FRAMING PLAN NOTES FRAMING PLAN NOTES 250 4TH AVE. S., SUITE 200 ROOF SHEATHING AND EDMONDS,(425) GTON 0 020 NAILING PER ROOF TRUSS BLOCKING DESIGNED AND PHONE (425) 778-8500 FRAMING PLAN NOTES Z(BRA PROVIDED BY TRUSS MFR.DESIGN FAX (425) 778-5536 BLOCKING FOR 242 PLF IN-PLANE 2x OUTLOOKER 2x4 BLOCKING SHEAR AT SHEAR WALLS ONLY DIAPHRAGM BOUNDARY 2x4 BLOCKING W/SILL EACH BRACE NAILING PER ROOF PLATE NAILING PER FRAMING PLAN NOTES SHEAR WALL SCHEDULE GABLE END TRUSS (6)10d FULL DEPTH BLOCKING SHEATHING AND NAILING TO GYl/;VY Cp RIPPED TO MATCH SLOPE MATCH SHEAR WALL BELOW og WAsg"9S OFROOF 2x4 OR SIMPSON A35 FRAMING A35 EACH LINE SIMPSON LSTA35AL ANCHOR PER SHEAR 1 liftTE NAILING OF BLOCKING STRAP EACH SPLICEOC WALL SCHEDULE O,t� SILL ERSHEAR WALL ty.SI b} SCHEDULE PRE-ENGINEERED ROOF ONAL TRUSS PER PLAN SIMPSON LTP4 PER •• • /�/g SHEAR WALL SCHEDULE PROVIDE BOUNDARY SIMPSON H2.5A NAILING ATTOP PLATE PER TIE AT EACH TRUSS SHEATHING AND 2x4 BLOCKING BOUNDARY NAILING PER PRE-ENGINEERED SHEAR WALL SCHEDULE 72x4 BLOCKING FOR EACH BRACE ROOF TRUSS PER PLAN NAILING PER PLAN AND (3)TRUSS SPACES @ NOTE: SHEAR WALL SCHEDULE SHEAR WALL SCHEDULE 4'-0"OC MAX REFER TO CASE A FOR SHEATHING AND STUD WALL FRAMING INFORMATION NOT SIMPSON H2.SA NAILING PER PLAN AND PER PLAN NOTES 6d COOLER NAILS @ SPECIFICALLY CALLED OUT SHEATHING AND EACH TRUSS SHEAR WALL SCHEDULE 6"OC OVER EXTENTS NAILING PER PLAN AND OF BLOCKING SHEAR WALL SCHEDULE OPTION A.BLOCKING AND STRAPS OPTION B.BRACING TYPICAL TRUSS SUPPORT DETAIL TYPICAL GABLE END SECTION TYPICAL TRUSS BLOCKING DETAIL a 7 SCALE: 1"=1'-0" 2 SCALE: 1"=1'-0" z � O j a N SHEATHING AND NAILING PER w w ROOF SHEATHING AND ROOF FRAMING PLAN NOTES DIAPHRAGM BOUNDARY p a DIAPHRAGM BOUNDARY NAILING PER ROOF NAILING PER ROOF ROOF SHEATHING AND NAILING PER ROOF FRAMING PLAN NOTES 2x FLAT OUTLOOKER FRAMING PLAN NOTES ROOF SHEATHING AND NAILING PER ROOF FRAMING PLAN NOTES NAILING PER ROOF w\ FRAMING PLAN NOTES FRAMING PLAN NOTES DIAPHRAGM BOUNDARY FULL DEPTH BLKG RIPPED 2x4 BLKG W/SILL PL NAILING o NAILING PER ROOF 2x4 BLOCKING W/SILL TO MATCH SLOPE OF ROOF PER SHEAR WALL SCHED oo FRAMING PLAN NOTES PLATE NAILING PER SHEAR SILL PLATE NAILING WALL SCHEDULE PER SW SCHED Y tr FULL DEPTH BLOCKING 1 RIPPED TO MATCH SLOPE OF ROOF ROOF RAFTERS FULL DEPTH BLKG SIMPSON H2.5A TIE PER PLAN DESIGN: RMK SHEATHING AND RIPPED TO MATCH 16d @ 6"OC PROVIDE BOUNDARY 2x4 BLKG W/SILL PL NAILING PER PLAN AND SLOPE OF ROOF DRAWN: JEG NAILING AT TOP PLATE PER NAILING PER SHEAR SHEAR WALL SCHED PROVIDE BOUNDARY SHEAR WALL SCHEDULE WALL SCHED NAILING AT TOP PLATE PER CHECK: JGG PRE-ENGINEEREDROOF SIMPSON H2.5A TIE SHEAR WALL SCHEDULE JOB NO: 18386.10 TRUSS PER PLAN SHEATHING AND NAILING PER PLAN AND SHEAR STUD WALL FRAMING ROOF RAFTERS PER PLAN DATE: 08/09/19 SIMPSON H2.5 TIE WALL SCHEDULE PER PLAN NOTES SHEATHING AND NAILING FULL HEIGHT STUDS PER PLAN AND SHEAR STUD WALL FRAMING AT EACH TRUSS WALL SCHEDULE AT GABLE END PER PLAN NOTES DROP BEAM PER PLAN TRUSS SUPPORT AT BEAM TYPICAL RAFTER SUPPORT DETAIL a SECTION J TYPICAL RAFTER SUPPORT DETAIL SCALE: 1"=1' 1'0" W Z ROOF SHEATHING AND DIAPHRM BNDARY W /n NAILING PER ROOF NAILING AGPER PLANOU AND > v/ FRAMING PLAN NOTES FRAMING NOTES Q J ROOF SHEATHING AND PANEL EDGE NAILING = Q NAILING PER ROOF PER PLAN NOTES FRAMING PLAN NOTES PRE-ENGINEERED ROOF ROOF NOTE: P(� Q 2x HF BLKG.AT TRUSS PER PLAN.DESIGN ROOF FOR NOTES AND DETAILS ad INRIDGE,TYP PRE-ENGINEERED ROOF TRUSS N TRUSS FOR 310 PLF NOT SPECIFICALLY CALLED IN-PLANE DIAPHRAGM BOUNDARY '^ OUT REFER TO CASE A PER ROOF PLAN.DESIGN ROOF 00 V SHEAR LOADING LINO ON PLAN NAILING PER ROOF VALLEY TRUSSES PER TRUSS FOR 330 PLF IN-PLANE FRAMING PLAN NOTES ROOF SHEATHING AND Y W ROOF PLAN,TYP SILL PLATE NAILING PER (ASD)SHEAR LINO ON PLAN NAILING PER ROOF V) — ROOF RAFTER PER PLAN FRAMING PLAN NOTES 2x4 BLOCKING AND W/SILL SHEAR WALL SCHEDULE < Q C SILL PLATE NAILING PER PLATE NAILING PER SHEAR 0.131"0 x 3" L SHEAR WALL SCHEDULE WALL SCHEDULE 2x CONTINUOUS NAILS W Q FULL LENGTH TO JQ Z 2x4 SLEEPER TYP W/(2) OVERLAP SHEAR Al 0.131"0 x 31/2"NAILS PAN EL EDGE NAILING PER WALL CONT 2x4 NAILER Z N (D EACH TRUSS SHEAR WALL SCHEDULE PANEL EDGE NAILING PER Z STUD WALL W/SHEATHING SHEAR WALL SCHEDULE LIJ &NAILING PER PLAN AND 2x4 BLKG W/16d F- Z Z O PRE-ENGINEERED ROOF SHEAR WALL SCHEDULE CONT FULL WIDTH 6"OC NAILING 16d @ 6"OC LZ ^ _j O TRUSSES PER ROOF PLAN TOP PLATE ON 2x4 PLATES SHEATHING AND CONT FULL WIDTH TOP U Q NAILING PER PLAN AND PLATE ON 2x4 PLATES B.ALTERNATIVE DRAG TRUSS AT SHEAR WALL `SHEATHING AND NAILING SHEAR WALL SCHED A.DRAG TRUSS AT SHEAR WALL PER PLAN AND SHEAR WALL SCHEDULE PARTY WALL PER PLAN. RAKE WALL TO MATCH PARTY WALL PER PLAN ROOF SLOPE TYPICAL OVERFRAMING DETAIL TYPICAL DRAG TRUSS SECTION i TYPICAL DRAG TRUSS SECTION AT PARTY WALL i RAFTER FRAMING AT PARTY WALL ��.♦_� •O SCALE: 1"=V-0" SCALE: 1"=1'-0" I SCALE: 1"=1'-0" FULL DEPTH BLKG RIPPED DIAPHRAGM BOUNDARY TO MATCH SLOPE OF ROOF NAILING PER ROOF 2x4 BLKG W/16d @ 6"OC C FRAMING PLAN NOTES E I ROOF SHEATHING AND 250 4TH AVE. S., SUITE 200 NAILING PER ROOF EDMONDS, WASHINGTON 98020 FRAMING PLAN NOTES PHONE (425) 778-8500 FAX (425) 778-5536 16d@6"OC TRUSS OVERFRAMING PER TYP DETAIL ROOF RAFTERS GYl/;VY Cpp PER PLAN og WAsgf"T�P PROVIDE BOUNDARY O��$ NAILING AT TOP PLATE PER SIMPSON H2.5A TIE ' �p SHEAR WALL SCHEDULE SW6 SHEATHING&NAILING DIAPHRAGM BOUNDARY ROOF SHEATHING AND NAILING PER ROOF NAILING PER ROOF DIAPHRAGM BOUNDARY FRAMING PLAN NOTES FRAMING PLAN NOTES `S'Sj NAILING PER ROOF ONAL b} STUD WALL FRAMING FRAMING PLAN NOTES 2x8 BLKG RIPPED TO ROOF SHEATHING AND PER PLAN NOTES MATCHG RIPPEOF TO DIAPHRAGM BOUNDARY NAILING PER ROOF OBI 09119 ROOF SHEATHING AND NAILING PER ROOF FRAMING PLAN NOTES NAILING PER ROOF FRAMING PLAN NOTES AMING FRAMING PLAN NOTES 2x8 BLKG TRUSS TYPICAL D TAIL SW6 SHEATHING PER TYPICAL DETAIL AND NAILING 16d @ 6"OC SHEATHING AND NAILING PER ROOF FRAMING PLAN 16d @ 6"OC 2x6 WALL W/(2) DRAG TRUSS PER PLAN NOTES 16d @ 8"OC SILL PLATE NAILING J 2x HF LEDGER W/(2)16d @ (2)16d @ 8"OC Q 12"OC NAILS INTO BLKG 2x6 HF BLKG SLOPED PROVIDED BETWEEN STUDS 0 m \Ll TO MATCH LOWER ROOF PROFILE 16d @ 6"OC � � ._. _. .._ is vi ROOF TRUSSES ROOFTRUSSES ~ PER PLAN - - PER PLAN SIMPSON H2.5A +. CONT FULLWIDTH ROOF TRUSSES ROOF TRUSSES AT EA TRUSS w w 16d @ 6"OC TOP PLATE ON 2x4 PER PLAN PER PLAN SIMPSON A35 @ 24"OC w PLATES SIMPSON A35 @ 24"OC SIMPSONPE H2.5A 2x BLKG RIPPED TO SHEATHING AND AT EA TRUSS CONT FULL WIDTH TOP SHEATHING AND MATCH ROOF SLOPE NAILING PER PLAN AND ' PLATE ON 2x4 PLATES NAILING PER PLAN AND CONT FULL WIDTH TOP ROOF TRUSSES SHEAR WALL SCHED PARTY WALL SHEATHING AND SHEARWALL SC Q O PER PLAN SHE AND NAILING PLATE ON 2x4 PLATES o PER PLAN NAILING PER PLAN AND PER PLAN AND SHEAR 00 00 SHEAR WALL SCHED WALLSCHEDULE PARTY WALL PER PLAN Y PARTY WALL PER PLAN � Q RAFTER AND TRUSS FRAMING DETAIL TRUSS FRAMING AT PARTY WALL �{ TRUSS FRAMING AT PARTY WALL d TRUSS FRAMING AT PARTY WALL 1 SCALE: 1"=1'-0" 2 SCALE: 1"=1'-0" `+ SCALE: 1"=1'-0" T SCALE: 1"=1'-0" DESIGN: RMK DRAWN: JEG CHECK: JGG JOB NO: 18386.10 2x OUTLOOKER SHEATHING AND NAILING PER ROOF SHEATHING& DATE: 08/09/19 ROOF FRAMING PLAN NOTES NAILING PER ROOF SW6 SHEATHING DIAPHRAGM BOUNDARY NAILING FRAMING PLAN NOTES NAILING P R ROODIAPHRAGM F AND NAILING PER ROOF FRAMING PLAN NOTES FRAMING PLAN NOTES PANEL EDGE NAILING 2x8 BLKG RIPPED TO PER PLAN NOTES MATCH ROOF SLOPE 2x4 BLKG BETWEEN 2x8 BLKG SHEATHING AND NAILING PER TRUSSES W/(2)16d @ DIAPHRAGM BOUNDARY NAILING ROOF FRAMING PLAN NOTES PER ROOF FRAMING PLAN NOTES SHEATHING AND NAILING PER 6"OC INTO 2x8 BLKG ROOF FRAMING PLAN NOTES WOOD STUD STUD WALL PER WALL PER PLAN ROOF SHEATHING AND PLAN&NOTES W NAILING PER ROOF Z 2x HIF12 LEDGER W/(2)16d G FRAMING PLAN NOTES 12"OC NAILS INTO BLKG PROVIDED BETWEEN STUDS 2x6 HIP BLKG W SLOPED TO SIMPSON BSERIES 2x BLOCKING > N MATCH LOWER SLOPED HANGER OVER EXTENTS ROOF PROFILE OFLEDGER Q J ROOF RAFTERS PER PLAN = Q 2x BLKG W/16d @ 6"OC SHEATHING&NAILING SIMPSON LUS HANGER PER PLAN&SHEAR Q W/SLOPED SEAT WALLSCHEDULE : 2x HF LEDGER N TRUSS-TO-TRUSS REFER TO TYPICAL GABLE W/(2)16d NAILS N HANGER PER MFR END DETAIL FOR NOTES TRUSS MFR TO PROVIDE @ 12"OC 00 '^ AND INFORMATION NOT SOLID BLKG IN TRUSS WEB ROOF TRUSSES Y W Cn V SHEATHING AND SPECIFICALLY CALLED OUT FOR RAFTER CONNECTION PER PLAN �i VI Z NAILING PER PEA N AND - SIMPSON H2.5A 2x ROOF RAFTERS Q Q SHEAR WALL SCHEDULE SIMPSON A35 @ 24"OC AT EA TRUSS PER PLAN 0- W TRU55 PER PLAN&MFR W �j Q ROOF TRUSSES SHEATHING&NAILING Q Z &SHEAR GIRDER TRUSS PER PLAN PER PLAN PER PLAN WALLSCHEDULE LL Z (n O 7 SCALE: 1 i 8 SCALE: 1"=1'-0" EDGER DETAIL W LL_ TRUSS FRAMING DETAIL Q TRUSS SECTION AT RAFTER CONNECTION LOWER ROOF SECTION TRUSS FRAMING AT EXTERIOR WALL RAFTER L Z O 5 SCALE: 1'-1'-0' �+ SCALE: 1'- _ - SCALE: 1"=1'-0" ~ Z N S6.2-B STRUCTURAL NOTES C (THESE NOTES ARE TYPICAL UNLESS NOTED OR DETAILED OTHERWISE ON DRAWINGS) ENGINEERING CODE SHOP DRAWINGS MINIMUM LAPS AND EMBEDMENT WELDING 250 4TH AVE. S., SUITE 200 ALL MATERIALS,WORKMANSHIP,DESIGN,AND CONSTRUCTION SHALL CONFORM TO THE DRAWINGS, SHOP DRAWINGS FOR THE FOLLOWING ITEMS SHALL BE SUBMITTED TO THE ARCHITECT AND STRUCTURAL UNLESS OTHERWISE NOTED,REINFORCING SPLICE LENGTHS AND DEVELOPMENT LENGTHS SHALL BE AS WELDING SHALL CONFORM TO AWS"STRUCTURAL WELDING CODE",LATEST EDITION.ALL WELDING SHALL BE EDMONDS, WASHINGTON 98020 SPECIFICATIONS,AND THE INTERNATIONAL BUILDING CODE(IBC),2015 EDITION.SPECIFICATIONS AND ENGINEER FOR REVIEW PRIOR TO FABRICATION: TABULATED BELOW: DONE WITH 70 KSI LOW HYDROGEN ELECTRODES.WHERE NOT CALLED OUT,MINIMUM FILLET WELD SIZE SHALL PHONE (425) 778-8500 STANDARDS WHERE REFERENCED ON THE DRAWINGS ARE TO BE THE LATEST EDITION. BE PER TABLE 5.8 IN AWS DI.J.,LATEST EDITION. FAX (425) 778-5536 1.REINFORCING STEEL 3.PREMANUFACTURED WOOD TRUSSES f'c=3000 PSI DESIGN LOADS 2.CONCRETE MIX DESIGN 4.WOOD I-JOISTS&ENGINEERED WOOD BEAMS DEVELOPMENT LENGTH LAP SPLICE WELDING OF REINFORCING BARS SHALL NOT BE PERMITTED UNLESS SPECIFICALLY CALLED OUT ON DRAWINGS OR APPROVED BY STRUCTURAL ENGINEER.WELDING OF GRADE 60 REINFORCING BARS SHALL BE PERFORMED DEAD LOADS: SHOP DRAWINGS SHALL BE REVIEWED,REVISED AS REQUIRED FOR FIELD CONDITIONS,AND DATE STAMPED BY BAR TENSION COMPRESSION TENSION COMPRESSION USING LOW HYDROGEN ELECTRODES.WELDING OF GRADE 40 REINFORCING BARS SHALL BE PERFORMED USING ROOF 15 PSF THE CONTRACTOR PRIOR TO REVIEW BY THE ENGINEER.CONTRACTOR SHALL PROVIDE(3)SETS OF SHOP SIZE E70XX ELECTRODES.SEE REINFORCING NOTES FOR MATERIAL REQUIREMENTS OF WELDED BARS.WELDING FLOOR 24 PSF DRAWINGS FOR ENGINEER'S REVIEW.ALLOW TWO WEEKS FOR SHOP DRAWING APPROVAL BY ENGINEER. TOP BARS OTHER BARS ALL BARS TOP BARS BARS ALL BARS WITHIN 4"OF COLD BENDS IN REINFORCING BARS IS NOT PERMITTED. OVY C w LIVE LOADS: ENGINEER'S SHOP DRAWING REVIEW IS FOR GENERAL CONFORMANCE WITH THE DESIGN CONCEPT AND #3 22 17 9 28 22 12 ALL WELDING SHALL BE DONE BY WASHINGTON ASSOCIATION OF BUILDING OFFICIALS(WABO)CERTIFIED C'��F// 1 f sF' ROOF(SNOW LOAD) 25 PSF CONTRACT DOCUMENTS.MARKINGS OR COMMENTS SHALL NOT BE CONSTRUED AS RELIEVING THE WELDERS. T pup.- PRIVATE DECKS 60 PSF CONTRACTOR FROM COMPLIANCE WITH THE PROJECT PLANS AND SPECIFICATIONS.THE CONTRACTOR REMAINS #4 29 22 11 37 29 15 1 RESIDENTIAL 40 PSF RESPONSIBLE FOR DETAILS AND ACCURACY,FOR CONFORMING AND CORRELATING ALL QUANTITIES AND #5 36 28 14 47 36 19 LUMBER DIMENSIONS,FOR SELECTING FABRICATION PROCESSES,FOR TECHNIQUES OF ASSEMBLY,AND FOR PERFORMING O z 25 (LIVE LOADS ARE REDUCED WHERE PERMISSIBLE PER IBC SECTION 1607.10). THE WORK IN A SAFE MANNER. #6 43 33 17 56 43 23 GALL RADING ES SPECIFIED ARE MINIMUM KILN-DRIED TO MC GRADES OF THE FIRED.ALL LUMBER MINIMUM STANDARDS:BE IN ACCORDANCE WITH WWPA SSIONAL � EARTHQUAKE LOADS: ENGINEER'S SHOP DRAWING REVIEW OF STRUCTURAL COMPONENTS DESIGNED BY OTHERS IS FOR LOADS #7 63 48 20 81 63 27 IMPOSED ON THE BASIC STRUCTURE.THE COMPONENT DESIGNER IS RESPONSIBLE FOR CODE CONFORMANCE #8 72 55 22 93 72 30 SIZE CLASSIFICATION SPECIES GRADE Fb(PSI) Fc(PSI) 08/09119 EQUIVALENT LATERAL FORCE PROCEDURE PER ASCE 7-10 SECTION 12.8. AND ALL CONNECTIONS TO TH E BASIC STRUCTURE.SHOP DRAWINGS SHALL INDICATE MAGNITUDE AND LIGHT FRAMING(STUDS) DOUG-FIR STUD 776(REP) 800 DIRECTION OF THE LOADS IMPOSED ON THE BASIC STRUCTURE AND SHALL BE STAMPED&SIGNED BY A SITE CLASS D PROFESSIONAL ENGINEER REGISTERED IN THE SAME STATE AS THE PROJECT. f'c=4000 PSI 2x JOISTS AND PLANKS DOUG-FIR #2 978(REP) - SHORTPERIODSPECTRALRESPONSEACCEL(Ss) 1.071 DEVELOPMENT LENGTH LAP SPLICE PLATES AND BLOCKING DOUG-FIR #2 850 ONE SECOND SPECTRAL RESPONSE ACCEL N 0.417 FABRICATION SHALL BEGIN ONLY AFTER SHOP DRAWINGS BEARING THE STAMP AND SIGNATURE OF THE - SHORT PERIOD DESIGN SPECTRAL RESPONSE ACCEL(Sos) 0.765 PROJECT ARCHITECT,ENGINEER OF RECORD,AND CONTRACTOR HAVE BEEN RECEIVED. BAR TENSION COMPRESSION TENSION COMPRESSION 6x AND LARGER BEAMS AND DOUG-FIR #2 875 - ONE SECOND DESIGN SPECTRAL RESPONSE ACCEL(So,) 0.440 SIZE STRINGERS RISK CATEGORY II FOUNDATIONS:SPREAD FOOTINGS TOP BARS OTHER ALL BARS TOP BARS OTHER ALL BARS SEISMIC IMPORTANCE FACTOR 1.0 BARS BARS 4x AND SMALLER BEAMS AND DOUG-FIR #2 850 - (e) SOILS REPORT: REPORT NO: 18-0408 #3 19 15 8 24 19 12 STRINGERS SEISMSEISMGN CATEGORY D PREPARED BY: GEOTEST ALL POSTS AND TIMBERS DOUG-FIR #1 1200 1000 BASIC SEISMIC IC FORCE-RESISTING-SYSTEM WOOD SHEAR WALLS DATED: MAY 17,2019 #4 25 19 10 33 25 15 RESPONSE MODIFICATION FACTOR,(R) 1.5 REFER TO PLAN NOTES,SCHEDULES,AND DETAILS FOR MORE SPECIFIC LUMBER SIZE AND GRADE REQUIREMENTS. REDUNDANCY FACTOR(p) 1.0 #5 31 24 12 41 31 19 SEISMIC RESPONSE COEFFICIENT(C 0.118 ALLOWABLE SOIL PRESSURE: 2000 PSF ALL LUMBER IN CONTACT WITH CONCRETE,MASONRY,OR WITHIN 8"OF SOIL SHALL BE PRESSURE-TREATED. F s) #6 37 29 15 49 37 23 F W=TOTAL SEISMIC DEAD LOAD AS DEFINED PER ASCE 7-10 SECTION 12.7.2. LATERAL EARTH PRESSURE: #7 54 42 17 71 54 27 NAILS,BOLTS,AND METAL CONNECTORS FOR WOOD z UNRESTRAINED: 35 PCF+ANY APPLICABLE SURCHARGE O m RESTRAINED: 55 PCF+ANY APPLICABLE SURCHARGE #8 62 48 19 81 62 30 ALL NAILS SHALL CONFORM TO THE STANDARDS SET FORTH BY THE NATIONAL DESIGN STANDARDS(NDS)FOR I- BASE SHEAR(V),V=CsW= SD5 W � PASSIVE: 300 PCF WOOD CONSTRUCTION,LATEST EDITION.NAILING NOT SPECIFIED SHALL BE PER IBC TABLE 2304.9.1 NAILING _ � COEFFICIENT OF FRICTION: 0.35 NOTE: SCHEDULE.ALL NAILS CALLED OUT ON PLANS SHALL BE COMMON NAILS UNLESS NOTED OTHERWISE AND SHALL WIND LOADS: 1.ALL LENGTHS ARE IN INCHES. MEET OR EXCEED THE FOLLOWING MINIMUM GUIDELINES: FOUNDATIONS SHALL BEAR ON NATIVE SITE SOILS OR STRUCTURAL FILL,PREPARED AND COMPACTED AS 2.ALL LAP SPLICES ARE CLASS B. m BASIC WIND SPEED(3 SECOND GUST) 110 MPH REQUIRED BY THE GEOTECHNICAL REPORT AND AT LEAST 18"BELOW ADJACENT EXTERIOR GRADE.ANY 3.'TOP BARS"ARE HORIZONTAL REINFORCEMENT PLACED SUCH THAT MORE THAN 12 INCHES OF NAIL SHANKS MIN LENGTH p a EXPOSURE B FOUNDATION ELEVATIONS SHOWN IN THE DRAWINGS REPRESENT MINIMUM DEPTHS AND ARE FOR BIDDING CONCRETE IS CAST IN THE MEMBER BELOW THE BAR. 8d COMMON 0.1310 2 1/2"SHANK Kn 1.0 ONLY.ACTUAL FOUNDATION ELEVATIONS ARE SUBJECT TO SITE CONDITIONS AND MUST THEREFORE BE a, ESTABLISHED BY THE CONTRACTOR. CONCRETE WALL REINFORCING 10d COMMON 0.1480 3"SHANK w\ SEE PLANS FOR ADDITIONAL DESIGN LOADS. H p� 12d COMMON 0.1480 3 1/4"SHANK IMPORTED STRUCTURAL FILL AND BACKFILL MATERIAL SHOULD CONSIST OF CLEAN,WELL GRADED GRANULAR PROVIDE THE FOLLOWING MINIMUM REINFORCING UNLESS NOTED OR DETAILED OTHERWISE(GRADE 60): o STATEMENT OF SPECIAL INSPECTIONS MATERIAL FREE OF DEBRIS OR ORGANICS AS SPECIFIED IN THE GEOTECHNICAL REPORT. i6d COMMON 0.1620 31/2"SHANK 000 THICKNESS REINFORCING PLACEMENT J.d SPECIAL INSPECTIONS ARE REQUIRED AS INDICATED IN THE FOLLOWING TABLE.THE CONTRACTOR SHALL BACKFILL BEHIND ALL RETAINING WALLS WITH WELL-DRAINING,GRANULAR FILL AND PROVIDE FOR SUBSURFACE #4 @ 13"OC ME BOX NAILS MAY BE SUBSTITUTED FOR&COMMON NAILS WITH NO CHANGE IN NAIL SPACING.FRAMING Y SUBMIT WRITTEN STATEMENT OF RESPONSIBILITY TO THE BUILDING OFFICIAL AND OWNER PRIOR TO DRAINAGE. 6"WALLS EA WAY CENTERED MEMBERS MAY BE NAILED WITH 16d SINKERS(0.148"0 x 31/4"),BUT ONLY 16d COMMON NAILS SHALL BE USED Q COMMENCEMENT OF WORK IN ACCORDANCE WITH CHAPTER 1704.40F THE IBC. 8"WALLS #5 @ 15"OC EA WAY CENTERED WHERE l6d NAILS ARE INDICATED IN THIS DRAWING SET.ENGINEER MAY APPROVE OTHER NAILS IF NAIL LABELS 7 L STRUCTURAL OBSERVATION OF THE STRUCTURAL SYSTEM BY THE ENGINEER IS NOT REQUIRED. EXCAVATIONS AND DRAINAGE INSTALLATION SHALL BE OBSERVED BY A SOILS ENGINEER RETAINED BY THE ARE SUBMITTED TO ENGINEER PRIOR TO START OF CONSTRUCTION. OWNER.IF EXCAVATION SHOWS SOIL CONDITIONS TO BE OTHER THAN THOSE ASSUMED ABOVE NOTIFY THE 30"WALLS #4@16"OC EA WAY,EA FACE DESIGN: RMK FREQUENCY AND DISTRIBUTION OF REPORTS-INSPECTION REPORTS SHALL BE PROVIDED FOR EACH DAY ON STRUCTURAL ENGINEER FOR POSSIBLE FOUNDATION REDESIGN. ALL BOLTS IN WOOD MEMBERS SHALL CONFORM TO ASTM A307.PROVIDE WASHERS UNDER THE HEADS AND CONCRETE GENERAL NOTES NUTS OF ALL BOLTS AND LAG SCREWS BEARING ON WOOD.LEAD HOLES FOR LAG BOLTS SHALL BE BORED FOR DRAWN: J EG SITE BY SPECIAL INSPECTOR.STRUCTURAL OBSERVATION REPORTS SHALL BE PROVIDED AFTER EACH DEFERRED APPROVAL ITEMS THE SHANK AND THREADED PORTIONS PER NDS 11.1.3. OBSERVATION.REPORTS SHALL BE DISTRIBUTED TO TH E CONTRACTOR,ARCHITECT,ENGINEER AND BUILDING CHECK: JGG OFFICIAL. SUBMITTAL DOCUMENTS FOR DEFERRED SUBMITTAL ITEMS SHALL BE SUBMITTED TO THE ARCHITECT AND VERTICAL BARS SHALL START FROM TOP OF FOOTING.HORIZONTAL BARS SHALL STARTA DISTANCE OF I/2 THE CONNECTORS CALLED OUT BY LETTERS AND NUMBERS SHALL BE"STRONG-TIE"BY SIMPSON COMPANY, NORMAL BAR SPACING FROM TOP OF FOOTING AND TOP OF FRAMED SLABS.IN ADDITION,THERE SHALL BE A CATALOG TO BE THE LATEST EDITION,OR ENGINEER APPROVED EQUAL.CONNECTORS SHALL BE INSTALLED IN ENGINEER REVIEWED WHO SHALL REVIEWHAVE THEM ANDFOUND INDICATE IN GENERAL CONFORMANCE SUBMITTAL DOCUMENTS HORIZONTAL BAR AT A MAXIMUM OF 3"FROM TOP OF WALL AND BOTTOM OF FRAMED SLABS. JOB NO: 8/09/19 SPECIAL INSPECTION HAVE BEEN REVIEWED AND THAT THEY HAVE BEEN FOUND TO BE IN GENERAL CONFORMANCE WITH THE DESIGN ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS AND WITH THE NUMBER AND SIZE OF OF THE BUILDING.THE DEFERRED SUBMITTAL ITEMS SHALL NOT BE INSTALLED UNTIL THEIR DESIGN AND FASTENERS AS SPECIFIED BY THE MANUFACTURER.WHERE CONNECTOR STRAPS CONNECT TWO MEMBERS, DATE: 08�09�19 OPERATION CONT PERIODIC REMARKS SUBMITTAL DOCUMENTS HAVE BEEN APPROVED BY THE BUILDING OFFICIAL. PROVIDE CORNER BARS TO MATCH THE HORIZONTAL REINFORCING WITH TENSION LAP SPLICE AT EACH SIDE PER TABLE,OR BEND ONE SIDE OVER TO PROVIDE TENSION LAP. PLACE ONE-HALF OF THE NAILS,SCREWS,OR BOLTS IN EACH MEMBER. SOILS 1.PREMANUFACTURED WOOD TRUSSES INSTALL SOLID BLOCKING AT ALL BEARING POINTS.ALL SHIMS SHALL BE SEASONED,DRIED,AND THE SAME 2.HANDRAILS AND GUARDRAILS PROVIDE CONTROL OR CONSTRUCTION JOINTS IN SLABS ON GRADE TO BREAK UP SLAB INTO RECTANGULAR AREAS EXCAVATION&FILL&COMPACTION&DRAINAGE X GEOTECH ENGINEER 3.PREMANUFACTURED BOLT-ON DECKS OF NOT MORE THAN 400 SQUARE FEET EACH.AREAS TO BE AS SQUARE AS PRACTICALAND HAVE NO ACUTE GRADE(MINIMUM)AS MEMBERS CONNECTED. CONCRETE ANGLES.JOINT LOCATIONS TO BE APPROVED BY THE ARCHITECT. CONCRETE GALVANIZATION REINFORCING PLACEMENT X ALL CONSTRUCTION JOINTS SHALL BE THOROUGHLY CLEANED AND PROPERLY PREPARED IMMEDIATELY PRIOR TO ANCHOR BOLTS X ALL CONCRETE SHALL BE MIXED,PROPORTIONED,CONVEYED,AND PLACED IN ACCORDANCE WITH SECTION POURING OF CONCRETE.DOWEL STEEL SHALL BETHE SAME SIZE AND SPACING AS MAIN REINFORCING DETAILED UNLESS NOTED OTHERWISE,STEELCONNECTORS IN CONTACT WITH TREATED WOOD SHALL BE GALVANIZED Y CHAPTER 5 OF ACI 318 AND THE AMERICAN CONCRETE INSTITUTE'S SPECIFICATIONS FOR STRUCTURAL BEYOND JOINT. ACCORDING TO THE FOLLOWING TABLE: HOLDOWN PLACEMENT X CONCRETE FOR BUILDINGS(ACI 301). UNTREATED ACQ-C CBA-A OTHER OTHER PT CONCRETE TEST SPECIMENS X BARS PARTIALLY EMBEDDED IN HARDENED CONCRETE SHALL NOT BE FIELD BENT UNLESS SO DETAILED OR GALVANIZATION WOOD CCA-C SBX ACQ-D CA-B BORATE ACZA WOOD W ALL CONCRETE SHALL BE STONE-AGGREGATE CONCRETE HAVING AUNIT WEIGHT OF APPROXIMATELY 150 APPROVED BY THE STRUCTURAL ENGINEER. Z CONCRETE PLACEMENT X POUNDS PER CUBIC FOOT. G90 X X X SEE ARCHITECTURAL DRAWINGS FOR ALL GROOVES,NOTCHES,CHAMFERS,FEATURE STRIPS,COLOR,TEXTURE AND ADHESIVE ANCHORS X IF USED CONCRETE STRENGTHS AT 28 DAYS(f'c)AND MIX CRITERIA SHALL BE AS FOLLOWS: OTHER FINISH DETAILS AT ALL EXPOSED CONCRETE SURFACES.PROVIDE 3/4"CHAMFER AT ALL CORNERS EXCEPT AS G185 X X X X X X W EXPANSION ANCHORS X IF USED NOTED. HDG X X X X X X MAXIMUM MIN CEMENT MAXIMUM Q STRUCTURAL STEEL TYPE OF CONSTRUCTION f'c WATER/CEMENT CONTENT PER CUBIC STRUCTURAL STEEL STT300 X X X X X X X X SHRINKAGE$TRAIN FABRICATION&ERECTION X RATIO YARD STRUCTURAL STEEL DESIGN,FABRICATION AND ERECTION SHALL BE IN ACCORDANCE WITH THE AISC G90=0.90 OZ.OF ZINC PER SQUARE FOOT OF AREA = HIGH STRENGTH BOLTING X SLAB ON GRADE 3000 PSI 0.55 51/2 SACK N/A "SPECIFICATION FOR THE DESIGN,FABRICATION,AND ERECTION OF STRUCTURAL STEEL FOR BUILDINGS",LATEST G185=1.85 OZ.OF ZINC PER SQUARE FOOT OF AREA HOG=HOT DIP GALVANIZED SHOP&FIELD WELDING FOOTINGS 4000 PSI 0.50 51/2 SACK N/A EDITION. SST300=TYPE 316L STAINLESS STEEL W SINGLE PASS FILLET WELDS<5/16" X WALLS 4000 PSI 0.48 51/2 SACK N/A SHAPES SHALL CONFORM TO ASTM A992,Fy=50 KSI. RATED SHEATHING Cal 0 WOOD FRAME THE MINIMUM AMOUNT OF CEMENT LISTED ABOVE MAY BE CHANGED IF A CONCRETE PERFORMANCE MIX IS PLATES,ANGLES,AND RODS SHALL CONFORM TO ASTM A36,Fy=36 KSI. N RATED SHEATHING SHALL BE GRADE C-DINT-APA WITH EXTERIOR GLUE OR O5B SHEATHING WITH EXTERIOR 00Z SHEARWALL&DIAPHRAGM NAILING X SPACING 54-Oc SUBMITTED TO THE ENGINEER AND THE BUILDING DEPARTMENT FOR APPROVAL TWO WEEKS PRIOR TO PLACING STRUCTURAL TUBING SHALL CONFORM TO ASTM ASOO GRADE B,Fy=46 K51. GLUE IN CONFORMANCE WITH IBC STANDARD 2303.1.4. Y N ANY CONCRETE.THE PERFORMANCE MIX SHALL INCLUDE THE AMOUNTS OF CEMENT,FINE AND COARSE STRAP NAILING X AGGREGATE,WATER,AND ADMIXTURES AS WELLASTHE WATER-CEMENT RATIO,SLUMP,CONCRETE YIELD,AND TIMBERSTRAND,MICROLLAM,AND PARALLAM MEMBERS J STEEL PIPE SHALL CONFORM TO ASTM A53 GRADE B,Fy=35 KSI. NOTE: SUBSTANTIATING STRENGTH DATA IN ACCORDANCE WITH CHAPTER 5 OF ACI 318. Q � Q ALL ITEMS MARKED WITH AN"X"SHALL BE INSPECTED IN ACCORDANCE WITH IBC CHAPTER 17.SPECIAL FABRICATED IN CONFORMANCE WITH THE INTERNATIONAL CODE COUNCIL EVALUATION SERVICE(ICC-ES) CL Q INSPECTION SHALL BE PERFORMED BY A QUALIFIED TESTING AGENCY DESIGNATED BY THE OWNER.THE ALL CONCRETE EXPOSED TO WEATHER OR TO FREEZING TEMPERATURES SHALL BE AIR-ENTRAINED IN BOLTS CONNECTING STEEL MEMBERS SHALL CONFORM TO ASTM A325-N.BOLTS SHALL BE 3/4"0 MINIMUM, REPORT NO.ESR-13870R CCMC REPORT NO.12627-R,08675-R,AND 11161-R.EACH MEMBER SHALL BE W ACCORDANCE WITH ACI 318 TABLE 4.2.1 FOR MODERATE EXPOSURE CONDITION. UNO ANCHOR BOLTS SHALL CONFORM TO ASTM A307. IDENTIFIED BY A STAMP INDICATING THE PRODUCT TYPE AND GRADE,ICC-ES OR CCMC REPORT NUMBER, L IJ RESULARCHITS.ANYI STRUCTURALAILINGENGINEER, MEETND HE PROJECTS SPECIFICATIONS TIONSSBE ALLBEISHED I MEDIATEH COPIES OF ALL AND J D TO ATTENTION FAILING TO MEET THE PROJECTSPECIFICATIONS SHALL BE IMMEDIATELY BROUGHT REINFORCING STEEL CONTRACTOR SHALL PROVIDE CONNECTION ADJUSTMENT TOLERANCES TO SATISFY THE REQUIREMENTS OF AISC MANUFACTURER'SCERTIFIED. MEMBERS S ALLMEET THE FOLLOWING MSTANI STANDARDS: AGENCY'S LOGO.FABRICATOR SHALL Q Z TO THE ATTENTION OF THE DESIGN TEAM. MAN UAL OF STEEL CONSTRUCTION. BE CERTIFIED.MEMBERS SHALL MEET THE FOLLOWING MINIMUM STANDARDS: Z N 0 REI NFORCING STEEL SHALL BE DEFORMED BILLET STEEL CONFORMING TO ASTM A615,AND SHALL BE GRADE 60 SIZE CLASSIFICATION SPECIES GRADE Fb(PSI) FV(PSI Fc(PSI) Z U (Fy=60,000 PSI),UNLESS NOTED OTHERWISE.GRADE 60 REINFORCING BARS INDICATED ON DRAWINGS TO BE UNLESS SPECIFIED AS STAINLESS STEEL,ALL STEEL MEMBERS,SHAPES,BOLTS,AND ACCESSORIES EXPOSED TO BEAMS&POSTS(d<91/2") LSL 1.3E 1,700 425 1,835 z WELDED SHALL CONFORM TO ASTM A706.REINFORCING COMPLYING WITH ASTM A615 MAY BE WELDED IF WEATHER SHALL BE HOT DIP GALVANIZED. Z MATERIAL PROPERTY RELA PORTS INDICATING CONFORMANCE WITH WELDING PROCEDURES SPECIFIED IN AWS NON-SHRINK GROUT RIMS&BEAMS(d>_91/2") LSL 1.55E 2,325 310 - Z N J D1.4 ARE SUBMITTED. m BEAMS&POSTS LVL 2.OE 2,600 285 2,510 L,J r� cl:� WELDED WIRE FABRIC SHALL CONFORM TO ASTM A185.PROVIDE WELDED WIRE FABRIC IN SHEETS NOT ROLLS. NON-SHRINK GROUT SHALL BE CEMENT-BASED WITH A MINIMUM COMPRESSIVE STRENGTH OF 5000 PSI WHEN L U Q N LAP WELDED WIRE FABRIC 12"AT SIDES AND ENDS. TESTED IN ACCORDANCE WITH ASTM C-109.GROUT SHALL BE MIXED AND PLACED IN STRICT ACCORDANCE WITH POSTS(d<91/2") PSL 1.8E 2,400 190 2,500 THE MANUFACTURER'S RECOMMENDATIONS. BEAMS(d>_91/2") PSL 2.2E 2,900 290 - REINFORCING STEEL SHALL BE DETAILED INCLUDING HOOKS AND BENDS IN ACCORDANCE WITH SP-66 AND ACI I I I 318R,LATEST EDITIONS.UNLESS OTHERWISE NOTED,REINFORCING SPLICE LENGTHS AND DEVELOPMENT TIMBERSTRAND,MICROLLAM,AND UNTREATED PARALLAM MEMBERS ARE INTENDED FOR DRY-USE LENGTHS SHALL BE PER SCHEDULE. APPLICATIONS.UNLESS NOTED OTHERWISE,ENGINEERED WOOD BEAMS EXPOSED TO WEATHER SHALL BE TREATED PER MANUFACTURES RECOMMENDATIONS. REINFORCING SHALL BE PLACED AND ADEQUATELY SUPPORTED PRIOR TO PLACING CONCRETE.WET-SETTING EMBEDDED ITEMS IS NOT ALLOWED WITHOUT PRIOR ENGINEER APPROVAL.BARS PARTIALLY EMBEDDED IN HARDENED CONCRETE SHALL NOT BE FIELD BENT UNLESS SO DETAILED OR APPROVED BY THE STRUCTURAL ^�.�-c ENGINEER.REFER TO CHAPTER 7 OF ACI 318 FOR OTHER REINFORCING STEEL REQUIREMENTS. `V STRUCTURAL NOTES C (THESE NOTES ARE TYPICAL UNLESS NOTED OR DETAILED OTHERWISE ON DRAWINGS) ENGINEERING GLUE-LAMINATED TIMBER GENERAL 250 4TH AVE. S., SUITE 200 GLUE-LAMINATED TIMBER SHALL BE DOUGLAS FIR,FABRICATED IN CONFORMANCE WITH ANSI/AITC STANDARD STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH ARCHITECTURAL,CIVIL,ELECTRICAL,AND LEGEND EDMONDS, WASHINGTON 98020 A 90.1,LATEST EDITION.EACH MEMBER SHALL BEAR AN AITC IDENTIFICATION MARK AND SHALL BE MECHANICAL DRAWINGS FOR BIDDING AND CONSTRUCTION.CONTRACTOR SHALL VERI FY ALL DIMENSIONS AND PHONE (425) 778-8500 DEFINITION SYMBOL DEFINITION SYMBOL FAX (425) 778-5536 ACCOMPANIED BY AN AITC CERTIFICATE OF CONFORMANCE.FABRICATOR SHALL BE CERTIFIED.MEMBERS SHALL CONDITIONS FOR COMPATIBILITY BEFORE PROCEEDING.ANY DISCREPANCIES SHALL BE BROUGHT TO THE BE OF THE FOLLOWING MINIMUM STANDARDS: ATTENTION OF THE ARCHITECT BEFORE PROCEEDING. DIRECTION OF SPAN COMBINATION Fb NATIVE SOIL FRAMING = — CONTRACTOR TOSEEARCHITECTURAL,CIVIL,ELECTRICAL AND MECHANICAL DRAWINGS FOR SIZE AND LOCATION EXTENT OF SIMPLE SPAN BEAMS 24F-V4 2400 PSI OF PIPE,VENT,DUCT AND OTHER OPENINGS AND DETAILS NOT SHOWN ON THESE DRAWINGS. FRAMING GRANULAR FILL CANTILEVER OR MULTI-SPAN BEAMS 24F-V8 2400 PSI CONTRACTOR SHALL BE RESPONSIBLE FOR ERECTION STABILITY AND TEMPORARY SHORING AS NECESSARY UNTIL COLUMNS STRUCTURAL STEEL GIVY Cp WOOD I-JOISTS PERMANENT SUPPORT AND STIFFENING ARE INSTALLED. of WAS "9S CONTRACTOR-INITIATED CHANGES SHALL BE SUBMITTED IN WRITING TO THE ARCHITECT AND STRUCTURAL COLUMN BEARING RATED SHEATHING WOOD I-JOISTS,MANUFACTURED BY THE TRUS JOIST CORPORATION SHALL BE SIZED AND DETAILED TO FIT THE ENGINEER FORAPPROVAL PRIOR TO FABRICATION OR CONSTRUCTION.CHANGES SHOWN ON SHOP DRAWINGS ON BEAM ?° DIMENSIONS AND LOADS INDICATED ON THE PLANS.ALL DESIGN SHALL BE IN ACCORDANCE WITH THE ONLY WILL NOT SATISFY THIS REQUIREMENT. ALLOWABLE VALUES AND SECTION PROPERTIES ASSIGNED BY THE BUILDING CODE. BEAM CONTINUOUS SHEAR WALL SWX znss DRAWINGS INDICATE GENERAL AND TYPICAL DETAILS OF CONSTRUCTION.WHERE CONDITIONS ARE NOT OVER SUPPORT (SEE SCHEDULE) L$F' ti PROVIDE TEMPORARY BRACING UNTIL SHEATHING AND PERMANENT BRACING IS INSTALLED.MANUFACTURER SPECIFICALLY INDICATED BUT ARE OF A SIMILAR CHARACTER TO DETAILS SHOWN,SIMILAR DETAILS OF „L `SjONAL SHALL PROVIDE ALL SPECIALTY ITEMS REQUIRED FOR ACOMPLETE INSTALLATION OF JOISTS.INSTALL PER CONSTRUCTION SHALL BE USED,SUBJECTTO REVIEW AND APPROVAL BY THE ARCHITECT AND THE STRUCTURAL CONCRETE WALL COLUMN MARK /�S�' MANUFACTURER'S RECOMMENDATIONS. ENGINEER. (SEE SCHEDULE) 08109119 BEARING STUD FOOTING(SEE SC O ALL TRUSS JOISTS ARE TO BE CONNECTED TO FLUSH BEAMS WITH SIMPSON TYPE ITS,IUS OR LBV HANGERS, WALL (SEE SCHEDULE) PROVIDE WEB STIFFENERS AS REQUIRED. NON-BEARING HOLDOWN MARK PRE-MANUFACTURED WOOD TRUSSES STUD WALL (SEE SCHEDULE) WOOD TRUSSES SHALL BE SIZED AND DETAILED TO FIT DIMENSIONS AND LOADS INDICATED ON THE PLANS.ALL BEARING STUD ( TTTT{ HANGER MARK O DESIGN SHALL BE IN ACCORDANCE WITH THE ALLOWABLE VALUES AND SECTION PROPERTIES ASSIGNED BYTHE SHEAR WALL (SEE SCHEDULE) BUILDING CODE.SUBMIT SHOP DRAWINGS FOR ENGINEER REVIEW PRIOR TO FABRICATION.CALCULATIONS AND NON-BEARING �j- �-( FLAG NOTE SHOP DRAWINGS SHALL BE SIGNED BY A PROFESSIONAL ENGINEER REGISTERED IN THE SAME STATE AS THE STUD SHEAR WALL )--�-�� (SEE PLAN NOTES) PROJECT.TRUSS DESIGN AND SHOP DRAWINGS SHALL BE IN CONFORMANCE WITH IBC 2303.4 CMU WALL STEEL MOMENT PROVIDE TEMPORARY BRACING UNTIL SHEATHING AND PERMANENT BRACING IS INSTALLED.MANUFACTURER FRAME CONN. Q SHALL PROVIDE ALL SPECIALTY ITEMS REQUIRED FOR A COMPLETE INSTALLATION OF JOISTS.INSTALL PER MANUFACTURER'S RECOMMENDATIONS. FOR TOP CHORD DESIGN LIVE LOADS,REFER TO THE DESIGN LOAD SECTION.IN ADDITION TO ROOF LOADING ABBREVIATIONS zO j LISTED IN THE DESIGN LOAD SECTION,ROOF TRUSSES SHALL BE DESIGNED FORA BOTTOM CHORD LIVE LOAD OF (A) ABOVE GLB GLUE-LAMINATED BEAM is N 10 PSF.TOP AND BOTTOM CHORD LIVE LOAD DO NOT NEED TO BE DESIGNED FOR SIMULTANEOUSLY. AB ANCHOR BOLT HORIZ HORIZONTAL U IN ADDITION TO THEIR SELF WEIGHT,ROOF TRUSSES SHALL BE DESIGNED FOR A TOP CHORD DEAD LOAD OF 13 ALT ALTERNATE KP KING POST w w PSF AND A BOTTOM CHORD DEAD LOAD OF 30 PSF ACTING SIMULTANEOUSLY.SEE ARCHITECTURAL AND MECHANICAL DRAWINGS FOR LOADS AND OPENINGS NOT SHOWN ON THE STRUCTURAL DRAWINGS. ARCH ARCHITECT KSI KIPS PER SQUARE INCH a DEFLECTIONS SHALL NOT EXCEED L/360 FOR LIVE LOADS,OR L/240 FOR TOTAL LOADS. (B) BELOW L ANGLE Ol TYPICAL FRAMING NOTES BD BAR DIAMETER MECH MECHANICAL w H C7 1.BEARING WALL FRAMING BLKG BLOCKING MF MOMENT FRAME Q O o� BM BEAM MTL METAL 00 REFER TO STUD SCHEDULE ON FRAMING PLANS FOR BEARING WALL FRAMING. BOT BOTTOM NS NEAR SIDE y ALLCOLUMNS NOT CALLED OUTOTHERWISE SHALL BETWO STUDS. BRNG BEARING OC ON CENTER Q 2.WALL BASE PLATE ON CONCRETE BTWN BETWEEN OPP OPPOSITE CIP COMPLETE JOINT PENETRATION PL PLATE DESIGN: RMK WALL PLATES BEARING ON CONCRETE SHALL BE PRESSURE-TREATED.FOR ALL EXTERIOR WALLS AND INTERIOR SHEAR WALLS,BOLT PLATES OR SILLS TO CONCRETE WITH 3/41NCH DIAMETER ANCHOR BOLTS WITH 71NCH CUR CLEAR PLCS PLACES DRAWN: JEG MINIMUM EMBEDMENT.REFER TO SHEAR WALL SCHEDULE,AND PLACE AT 5'-0"OC MAXIMUM UNO.SILL CMU CONCRETE MASONRY UNIT PSI POUNDS PER SQUARE INCH PLATES FOR INTERIOR NON-SHEAR WALLS SHALL BE BOLTED USING 1/21NCH ANCHOR BOLTS @ 6'-0"OC WITH 7 CHECK: JGG INCH EMBEDMENT.AT ALL SILL PLATE ANCHOR BOLTS,CONTRACTOR SHALL INSTALL 1/4"x 3"x 3"FLAT PLATE COL COLUMN PSF POUNDS PER SQUARE FOOT WASHERS.INTERIOR NON-SHEAR WALL SILL PLATES MAY BE ANCHORED PER THE BEARING WALL GUILDELINES CONC CONCRETE P/T POSTTENSIONED JOB NO: 18386.10 OR MAY USE 1/4"x 3"SIMPSON CSD SPLIT DRIVE ANCHORS @ 4'-0"OC WITH J."ROUND FENDER WASHERS.USE DATE: 08/09/1 9 MINIMUM OF TWO ANCHOR BOLTS PER SILL AND PLACE ONE WITHIN 12 INCHES OF EITHER END TYPICAL UNLESS CONN CONNECTION PT PRESSURETREATED NOTED OTHERWISE. CONT CONTINUOUS REINF REINFORCING 3.ROOF AND FLOOR FRAMING COORD COORDINATE RE(XD REQUIRED PROVIDE 11/2"FULL DEPTH BLOCKING FOR JOISTS AND RAFTERS AT ALL SUPPORTS AND AT 8'-0"OC MAXIMUM DEL DOUBLE SCHED SCHEDULE U NO.INTERMEDIATE 8'-0"OC BLOCKING NOT REQ'D IF GWB CEILING 15 INSTALLED DIRECTLY TO UNDERSIDE OF DET DETAIL SIM SIMILAR FRAMING.INSTALL DOUBLE JOISTS UNDER PARTITIONS EXTENDING ONE HALF OR MORE OF THE JOIST SPAN. DIA DIAMETER SOG SLAB ON GRADE PROVIDE TRUSS BLOCKING PANELS FOR ROOF TRUSSES AT SUPPORTS AND SHEAR WALLS,AND WHERE INDICATED ON PLANS AND DETAILS. DIM DIMENSION STD STANDARD 4.DIAPHRAGM NAILING DIR DIRECTION STIFF STIFFENER W ALL SHEAR WALLS,FLOOR AND ROOF DIAPHRAGM NAILINGS SHALL BE AS CALLED OUT ON SCHEDULES OR ON EA EACH STL STEEL Z THE PLANS.EXTERIOR WALLS NOT INDICATED AS SHEAR WALLS SHALL BE SHEATHED AND NAILED TO ELEV ELEVATION SYMM SYMMETRICAL W SUPPORTING FRAMING WITH 10d NAILS AT 6"OC AT ALL PANEL EDGES AND 12"OC AT ALL INTERMEDIATE ES EACH SIDE SW SHEARWALL SUPPORTS. EX EXISTING TOC TOP OF CONCRETE Q THE USE OF NAIL GUNS WILL BE APPROVED IF NAILING INTO THE DIAPHRAGMS CAN BE INSTALLED FLUSH WITH EXP EXPANSION TOS TOP OF STEEL FACE OF SHEATHING.NAIL PENETRATIONS GREATER THAN 1/16"ARE NOT ACCEPTABLE. FUR FLOOR TOW TOP OF WALL V) 5.ALLOWABLE STUD AND PLATE PENETRATIONS FDN FOUNDATION TYP TYPICAL w CUTTING AND/OR NOTCHING OF WOOD STUDS OR PLATES SHALL NOT EXCEED 25%OF THE STUD/PLATE WIDTH FTG FOOTING UNO UNLESS NOTED OTHERWISE P� IN EXTERIOR AND BEARING WALLS AND SHALL NOT EXCEED 40%OF THE STUD/PLATE WIDTH IN ANY �[ NON-BEARING PARTITIONS.BORED HOLE DIAMETER IS LIMITED TO 40%OF STUD/PLATE WIDTH IN ANY STUD FS FAR SIDE VERT VERTICAL ad N O AND MAY BE 60%IN NONBEARING PARTITIONS OR IF STUD IS DOUBLED.MAINTAIN 5/8"MINIMUM EDGE GC GENERAL CONTRACTOR WF WIDE FLANGE 00 Z DISTANCE FROM HOLE EDGE. Y W � N Q Q J bi w �' < a � z D z N o U w o F__ z Z Z N J W I� U Q N S1.2-C FOUNDATION PLAN NOTES: 1.SPREAD FOOTINGS SHALL BEAR A MIN OF V-6"BELOW ADIACENTGRADE ATTHE PERIMETER. 2.WHERE SLAB ON GRADE IS INDICATED,SLAB SHALL BE 4"THICK W/H4 @ 18"OC EACH WAY,CENTERED.SLAB ENGINEE RING SHALL BE POURED OVER A 10 MIL VAPOR BARRIER OVER 6"OF 5/8"CRUSHED ROCK. 250 4TH AVE. S., SUITE 200 3.REFER TO SHEET 54.1 FOR TYPICAL FOUNDATION DETAILS. EDMOND GTON 0 020 PHONE E(425)425)778-8500 4. ® INDICATES FOOTING TYPE,REFER TO FOOTING SCHEDULE ON SHEET 53.1 FOR SIZE&REINFORCEMENT. FAX (425) 778-5536 5.REFER TO"CONCRETE GENERAL NOTES"ON SHEET S1.1 FOR CONTROL JOINT PLACEMENT AND DETAIL 2/S4.1 FOR CONTROL JOINT CONSTRUCTION. 6.REFER TO FLOOR FRAMING PLANS AND SHEAR WALL&HOLD-DOWN SCHEDULES FOR LOCATION OF SHEAR WALL ANCHOR BOLTS AND HOLD-DOWN ANCHORS.ANCHORAGE AT NON-SHEAR WALLS SHALL BE PER STRUCTURAL G VY C, NOTES. pF'\ 7.PLACE ALL REINFORCEMENT PER THE STRUCTURAL NOTES AND FOUNDATION DETAILS. 8.CONTRACTOR SHALL VERIFY ALL DIMENSIONS,WALL LOCATIONS,SLAB SLOPES,AND CONCRETE ROUGH oe - OPENINGS WITH ARCHITECTURAL,CIVIL,AND MEP DRAWINGS AND NOTIFY ALL PARTIES OF ANY DISCREPANCIES. LzS ,Ss� 9.CONTRACTOR SHALL PROVIDE FOOTING AND SLAB SUBSTRATE PREPARATION,WATERPROOFING,AND BACKFILL `rIONAL v` PER THE GEOTECHNICAL REPORT. 08109119 10.ALL BUILDING SYSTEMS THAT PENETRATE THE CONCRETE WORK INCLUDING BUT NOT LIMITED TO ARCH,MECH, ELECT,PLUMBING,&FIRE PROTECTION DUCTS,CONDUITS,EMBEDS,&SLEEVES SHALL BE INSTALLED PRIOR TO CONCRETE PLACEMENT. a z O a H^ 8 7 6 5 4 3 2 1 oa 1.4, 16'-2 3/4" 17'0" 16'-0" 17'-0" 16'-2 3/4" L Ol ti w� �m ao o00 0 Y I 10 I I I I 10 I I Q 6 � 54. FlC 4.1 FlC DESIGN: RMK I DRAWN: JEG I I I I I CHECK: JGG 10 10 I rl 4. JOB NO: 18386.10 10 FS 6 FS 6 30 S4.1 i 54. O 4. FIC O 4. j DATE: 08/09/19 I L� rJ L� rJ I I I I I I I I -- --- I I I I I --- I I I sLAB ON GRADE FIC PER STRUCTURAL I -i NOTES I __i 6V��j W 54.1 I____i Z i Ld L___1 T___r I T- II 7 I II Q L O J 54.1 FlC 1 FIC I I I I FIC 2— �-7 I 1 6 ~ ___ (� Z I_---_-i _F_3 n____ _1 I F3 ____ _ I F3 n I L_F3____ _ 00 W � FSC 6 6 6 6 'NS a ft� a. l a. a. ------ -- 1 . 0 W O 1� . JLL1 _- V) o 0 w o z Z Z N J wow O U Q LL. w - ;HF I S2.1-C FOUNDATION PLAN © KEY PLAN 1 SCALE: 1/8"=V-0" NTS 5'-0" 0 5'-0" 10'-0' TYPICAL FLOOR FRAMING PLAN NOTES: 1. REFER TO SHEET S3.I FOR BEAM,COLUMN,JOIST,SHEAR WALL AND HOLDOWN SCHEDULES. 2.FLOOR SHEATHING SHALL BE3/4"PLY OR 23/32"OSB WITH 10d COMMON NAILS SPACED AT 6"OC AT ALL ENGINEERING DIAPHRAGM BOUNDARIES,PANEL EDGES AND SHEAR WALLS AND 12"OC AT INTERMEDIATE FRAMING.FOR 250 4TH AVE. S., SUITE 200 PLYWOOD LAYOUT AND NAILING REFER TO DETAIL 2/55.1. EDMONDS, WASHINGTON 98020 PHONE (425) 778-8500 3.HEADERS AT EXTERIOR BEARING AND NON-BEARING WALLS SHALL BE 4x8 DF#2 UNO WHERE MAXIMUM SPAN= FAX (425) 778-5536 6'-6". 4.DOOR HEADERS AT INTERIOR BEARING WALLS SHALL BE 4x6 DF#2 LINO MAXIMUM SPAN=4'-0". 5.COLUMNS AND BEARING WALLS SHOWN ON PLANS SHALL BE CONTINUED DOWN TO THE FOUNDATION UNLESS CARRIED BY A BEAM BELOW. GVY C7j 6.ALL DIAPHRAGMS UNBLOCKED UNO.SEE NOTE 9. G, of wasgr qS 7.REFER TO SHEET 55.1 THRU 55.3 FORTYPICALFLOOR FRAMINGDETAILS. f_ + F o 8. INDICATES COLUMN BELOW AND BEAM SHALL BE CONTINUED OVER COLUMN,-1. lol G q LpsF 9.ALL FLOOR DIAPHRAGMS SHALL BE UNBLOCKED EXCEPT WHERE(OR IF)NOTED ON THE SPECIFIC FLOOR PLANS. WHERE BLOCKING IS SPECIFICED,PLYWOOD PANEL EDGES SHALL BE BLOCKED WITH 2x4 DF FLAT.PANEL EDGE OflAL NAILING AT BLOCKED DIAPHRAGM AREAS SHALL BE 10d @ 4"OC ALL PANEL EDGES. O8/09119 10.FINISHED FLOOR ELEVATIONS PER ARCHITECT.CONTRACTOR TO VERIFY ALL ELEVATIONS PRIOR TO CONSTRUCTION. 11.ALL COLUMNS NOT OTHERWISE CALLED OUT SHALL BE Cl.SEE COLUMN SCHEDULE.PROVIDE SOLID BLOCKING IN JOIST SPACE BELOW ALL COLUMNS. TYPICAL HEADER SUPPORTS(LINO) FRAMING EXTERIOR INTERIOR INTERIOR LEVEL (RO>T-4") (RO5TA") ROOF +(1)FULL HT (1)FULL HT (1)FULL HT Q (1)CRIPPLE (1)CRIPPLE +(1)CRIPPLE (1)FULL HT (1)FULL HT (1)FULL HT z 3RD co + O co(1)CRIPPLE +(1)CRIPPLE +(1)CRIPPLE d 2ND I (1)FULL HT (1)FULL HT (1)FULL HT +(2)CRIPPLE 1(2)CRIPPLE +(1)CRIPPLE 8 7 6 5 4 3 2 1 NOTES: p d 1.THE COLUMNS LISTED IN THE TABLE ABOVE SHALL BE PLACED IMMEDIATELY 1'-6" 16'-2 3/4" 17'-0" 16'-0" 17'." 16'-2 3/4" 1'-6" BELOW THE"FRAMING LEVEL"INDICATED. 2.HEADER SUPPORTS SHALL HAVE THE SAME GRADE OF LUMBER AS THE WALL IN WHICH THEY ARE LOCATED. 3.REFER TO TYPICAL ROOF PLAN NOTES FOR TYPICAL BEARING WALL HEADERS Q p NOT SPECIFICALLY CALLED OUT ON THE PLANS. pip 0 I C8x11.5 CSx11.5 I Y ALL COLUMNS AT TYPICAL FRAMING SCHEDULE a CLERESTORY SHALL Gy �, Ly CS BEARING WALLS BMS BE FULL HEIGHT,TYP RM5 FRAMING LEVEL EXTERIOR INTERIOR 2x6 INTERIOR PARTY WALLS DESIGN: RMK 6 6 6 FULLHTSTUDWALLS 6 6 6 �/ 2x4 DRAWN: JEG 6 TIE ROD EA 6 ROOF 2x6 DF STUD 2x6 DF STUD 2x4 DF STUD 2x4 DF STUD FJ4 5.3 SIDE,TYP 5.3 FJ4 @ 16"OC @ 16"OC @ 16"OC EA FACE @ 16"OC CHECK: JGG C8x11.5 CSxll.5 C8111.5 JOB NO: 18386.10 3RD 2x6 DF STUD 2x6 DF STUD 2x4 DF STUD 2x4 DF STUD Ly Ly cs v" Gy CS Gy rs (S @ 16"OC @ 16"OC @ 16"OC EA FACE @ 16"OC DATE: 08/09/1 9 U 2ND 2@116"OC DF STUD 2@D16"OCSTUD 2x4 DF.1 2x4 DF @16"OC EA FACE@16STUD y. OC 1 s. 5. BM8 BMS NOTES: 1.THE WALLS LISTED IN THE TABLE ABOVE SHALL BE PLACED IMMEDIATELY iO BELOW THE"FRAMING LEVEL"ND CATED 3 - - I 2.NON BEARING WALLS SHALL BE 2x4 OR 2x6 DF STUD GRADE AT 16"OC UNO. FJ3 J v - - BM7 I -___ _ I - i BM7 FJ3 -- ZFJ3 �y BM8 � BM7 _ _ � C2 r BMS pC? W /11 FJ4 (. ____ ----I - - B °' FJ4 (ti > �7J m L SW6 FJ4 C2 L1. FJ4 SW6 N C 2x6HF#2 11 DJ1 D11 Q @ 24"OC 6. FJ3 F13 FJ3 FJ3 FJ3 BM BM4 F_____ ____ ----- ---- ---- ----- 3 M x ----- ---- $S N 5.2 ---- ----- x N ---- ---- ss. -- ---- (V � c ____ v v ____ v LaJ 00 a --- 2 a sw� a a w a a SW6 4 2 --- 2 4 cs - f/) 0 2 s.2 - s. _ � BMl � - �___ _BM4 D.1 ,- O EL W -----BMBMr-- y y y BMa--- �`y W I � c s c c c � �s I J � Z C Z Q D Z W O H Uz N J C, Z H La G:E;D gun w � Q (/) 8 7 6.1 6 5.1 5 4 3.1 3 4.1 2 1 SHEET: S2.2-C SECOND FLOOR FRAMING PLAN © KEY PLAN 1 SCALE: 1/8"=1'4" NTS TYPICAL FLOOR FRAMING PLAN NOTES: 1.REFER TO SHEET S2.2 FOR TYPICAL FLOOR FRAMING PLAN NOTES. ENGINEERING THIS FLOOR FRAMING PLAN NOTES: 250 4TH AVE. S., SUITE 200 EDMONDS, WASHINGTON 98020 1. WALLS SHOWN ON THIS PLAN ARE WALLS BELOW THE FLOOR INDICATED. PHONE (425) 778-8500 FAX (425) 778-5536 2.HOLDOWNS SHOWN ON THIS PLAN SHALL BE PLACED AT THE BASE OF THE WALLS SHOWN. TYPICAL HEADER SUPPORTS(LINO) FRAMING INTERIOR INTERIOR C, VY LEVEL EXTERIOR (RO>T-4") (RO 53'-4") O tly WAsgr'9S� (1)FULL HT (1)FULL HT (1)FULL HT ROOF +(1)CRIPPLE +(1)CRIPPLE +(1)CRIPPLE 3RD (1)FULL HT (1)FULL HT (1)FULL HT (1)CRIPPLE +(1)CRIPPLE +(1)CRIPPLE .iG„ 2L25�. 2ND 1 (1)FULL HT (1)FULL HT (1)FULL HT `rjONAL +(2)CRIPPLE +(2)CRIPPLE +(1)CRIPPLE 08/09119 NOTES: 1.THE COLUMNS LISTED IN THE TABLE ABOVE SHALL BE PLACED IMMEDIATELY BELOW THE"FRAMING LEVEL"INDICATED. 2.HEADER SUPPORTS SHALL HAVE THE SAME GRADE OF LUMBER AS THE WALL IN WHICH THEY ARE LOCATED. 3.REFER TO TYPICAL ROOF PLAN NOTES FOR TYPICAL BEARING WALL HEADERS NOT SPECIFICALLY CALLED OUT ON THE PLANS. TYPICAL FRAMING SCHEDULE FRAMING BEARING WALLS J LEVEL EXTERIOR INTERIOR 2x6 INTz 4IOR PARTY WALLS 2x6 DF STUD 2x6 DF STUD 2x4 DF STUD 2x4 DF STUD z0 co ROOF @ 16"OC @ 16"OC @ 16"OC EA FACE @ 16"OC Er L2.. 2x6 DF STUD 2x6 DF STUD 2x4 DF STUD 2x4 DF STUD C7 8 7 6 5 4 3 2 1 @ 16"OC @ 16"OC @ 16"OC EA FACE @ 16"OC Q 1'-6" 16'-2 3/4" 17'-0" 16'-0" 17'-0" 16'-2 3/4" 1'-6" 2x6 DF STUD 2x6 DF STUD 2x4 DFlil 2x4 DF STUD @ 16"OC @ 16"OC @ 16"OC EA FACE @ 16"OC a, ti w a, NOTES: Q a,1.THE WALLS LISTED IN THE TABLE ABOVE SHALL BE PLACED IMMEDIATELY p BELOW THE"FRAMING LEVEL"INDICATED. 00 2.NON BEARING WALLS SHALL BE 2x4 OR 2x6 DF STUD GRADE AT 16"OC UNO. Y I I PSW15 255.2SW6 _ _ _ _ — SW6 <2> SW6 — U DESIGN: RMK FULL HT STUD ALL. CALLED OUT 4 FLOOR BELOW DRAWN: JEG 5.3 BOLT DECK PER BM11 5.3 CHECK: JGG - JOB NO: 18386.10 BMll BM31 3 DATE: 08/09/19 ch N ch cs �e cs �e cs cs B _ swa swa swa swa ch cs ch cs 1 v 4 v j 55. 5. 3 3 6 3 1 --- 6 55.2 55.2 �o- W Q 4 F14 Z J F14 F14 W SW6 — SW6 — N — �\ = Z BOLT-ON DECK DJlR_6� F13 DJl PER MFR F13 F13 F13 ^ C BM 3 N BM4 L 4 3 6 33ad S5. SS Ss °�1 WW6 W6 SW SW6 S61DJl Im D.1 _ BM8 y 1 BM7 c BM7 SW6 1 sW C BM7 h BM7 C BMS D.1 — — — - — — — — EL L~yJ �j O 1 (. 6 O d (. S E� —1 � J I I I I I I s.2.2 I I I I I I i QI.— Z L.L Z N O © u u La u fT F— Z � Z j L^� H Z N J — � H U Q I- 8 SHEET: S2.3-C THIRD FLOOR FRAMING PLAN © KEY PLAN 1 SCALE: 1/8"=V-0" NTS 5'4" 0 5.4. 10'-0" Ohl TYPICAL ROOF FRAMING PLAN NOTES: 1. WALLS SHOWN ON ROOF FRAMING PLAN ARE WALLS BELOW ROOF FRAMING. 2.BEAMS SHOWN ON ROOF FRAMI NG PLAN SHALL BE ABOVE DOUBLE TOP PLATE UNLESS USED AS A DOOR OR ENGINEERING WINDOW HEADER. 250 4TH AVE. S., SUITE 200 3.ROOF SHEATHING SHALL BE 1/2"PLY OR 7/16 OSB WITH 8d COMMON NAILS SPACED AT 6"OC AT ALL EDMOND 5HINGTON 020 DIAPHRAGM BOUNDARIES,PANEL EDGES,SHEAR WALLS,COLLECTOR TRUSSES,AND BLOCKING OR TRUSS PHONEE (425) 778-8500 BLOCKING PANELS INDICATED ON PLANS.NAILING AT INTERMEDIATE FRAMING SHALL BE 8d COMMON NAILS @ FAX (425) 778-5536 12"OC.REFER TO DETAIL 2/S5.1 FOR SHEATHING LAYOUT AND NAILING. 4.HEADERS AT EXTERIOR BEARING AND NON-BEARING WALLS SHALL BE 4x8 DF#2 UNO WHERE MAXIMUM SPAN= 6'-6". 5.DOOR HEADERS AT INTERIOR BEARING WALLS SHALL BE 46 DF#2 LINO MAXIMUM SPAN=4"0". C,tlEVY Cp. wAsg2``99S'cA 6.REFER TO DETAIL 3/S5.1 FOR CONSTRUCTION OF MULTIPLE STUD COLUMNS. 7. ACi p t: ll' INDICATES COLUMN BELOW AND BEAM SHALL BE CONTINUED OVER COLUMN,TIP. le S.ALL DIAPHRAGMS UNBLOCKED UNO. 2 25 9. HATCHED AREAS INDICATE ROOF OVER-FRAMING APPLIED ABOVE PLYWOOD SHEATHING.REFER TO `rjONAL D* ARCH DRAWINGS FOR FULL EXTENT OF CRICKETS. 08109119 10.COLUMNS AND BEARING WALLS SHOWN ON PLAN SHALL BE CONTINUED DOWN TO THE FOUNDATION UNLESS CARRIED BY A BEAM BELOW. 11.ROOF TRUSSES SHALL BE PRE-ENGINEERED BY OTHERS AND SPACED AT 24"OC,TYP. 12.ATTACH ALL ROOF TRUSSES TO SUPPORTS WITH SIMPSON H2.5A HURRICANE TIES.TRUSSES SHALL HAVE A MIN OF(2)HURRICANE TIES,ONE AT EACH END 13.ALIGN(2)STUDS MIN BELOW ENDS OF GIRDER TRUSSES LINO ON PLANS. 14.TRUSSES MARKED"DRAG TRUSS"SHALL BE DESIGNED FOR A SERVICE LEVEL SEISMIC LOAD OF 310 FILE. 15.ROOF TRUSSES SHALL BE DESIGNED FOR CONCENTRATED LOADS WHERE MEP SYSTEMS SUCH AS AIR HANDLER rJr OR CONDENSER UNITS ARE SHOWN ON MEP PLANS.VERIFY SIZE,WEIGHT,AND LOCATION OF UNITS W/MEP F DRAWINGS. Z ca 16.ALL COLUMNS NOT OTHERWISE CALLED OUT SHALL BE Cl.SEE COLUMN SCHEDULE. j a �^ 8 7 6 5 4 3 2 1 TYPICAL HEADER SUPPORTS(UNO) o d FRAMING EXTERIOR INTERIOR INTERIOR 1.6" 16'-2 3/4" 17_p 16_0" 17'_0" 16'-23/4" 1'-6" LEVEL (RO>3'-C) (INTERIOR 53'4") 'a, ROOF (1)FULL HT (1)FULL HT (1)FULL HT a,+(1)CRIPPLE +(1I CRIPPLE (1)CRIPPLE o O 3RD (1)FULL HT (1)FULL HT (1)FULL HT W +(1)CRIPPLE (1)CRIPPLE +(1)CRIPPLE 2 2 (1)FULL HT (1I FULL HT (1)FULL HT 6. 6. 2ND +(2)CRIPPLE +(2)CRIPPLE +(1)CRI PP BOLT-ON DECK A - SW6 SW6 - PER MFR _ - _ >SW6 &> <1> SW6 U BELOW THE"FRAMING LEVEL"INDICATED.NOTES: 1.THE COLUMNS LISTED IN THE TABLE ABOVE SHALL BE PLACED IMMEDIATELY DESIGN: RMK 1 6, TRUSSES 2.HEADER SUPPORTS SHALL HAVE THE SAME GRADE OF LUMBER AS THE WALL IN DRAWN: JEG TRUSSES 6.1 WHICHTHEYARE LOCATED. CHECK: JGG SW6 SW6 3.REFER TO TYPICAL ROOF PLAN NOTES FOR TYPICAL BEARING WALL HEADERS NOT SPECIFICALLY CALLED OUT ON THE PLANS. JOB NO: 18386.10 W6 BM4 SW W6 BM4 A. 1 3 1 3 DATE: 08/09/19 B - - UPPER 6 RJ1 B TYPICAL FRAMING SCHEDULE - BEARING WALLS 1 LOWER 7 8 FRAMING 6. 56. GIRDER 56.2 LEVEL EXTERIOR INTERIOR 2x6 INTz�IOR PARTY WALLS AL J DRAG 3 TRUSS /SW (h 6 (°j 3 TRUSS 2x6 DF STUD 2x6 DF STUD 2x4 DF STUD 2x4 DF STUD TRU 6.2 4 ROOF @ 16,OC @ 16"OC @ 16"OC EA FACE @ 16"OC 'v ALIGN DRAG 56.2 3 TRUSS W/SW 2x6 DF STUD 2x6 DF STUD 2x4 DF STUD 2x4 DF STUD ALIGN DR/AS 3RD @ 16"OC @ 16"OC @ 16"OC EA FACE @ 16"OC Lil ALIGN DRAG 3 TRUSS SW Z 3 TRUSS W/SW +',TaUW/5 2x6 DF STUD 2x6 DF STUD 2x4 DF#1 2x4 DF STUD ALIGN DRAG S6 TRUSSES ALIGN DRAG 2ND @ 16"OC @ 16"OC @ 16"OC EA FACE @ 16"OC U-1 TRUSS W/SW� 3 3 TRUSS W/SW 3 SW6 56 S6. ' N NOTES: Q _ 1.THE WALLS LISTED IN THE TABLE ABOVE SHALL BE PLACED IMMEDIATELY C UPPER 7 7 C BELOW THE"FRAMING LEVEL"INDICATED. ALIGN DG = Z 6.1 ALIG fRU" 5S6 2.NON BEARING WALLS SHALL BE 2x4 OR 2x6 DF STUD GRADE AT 16"OC UNO. BOLT-ON DECK 56.2 S6.2 I�PER MFR - 10 3FLAG NOTES: JRJl RJ1 04 E ,LOWER 2 N 1 SIDE.COORDINATE LOCAION&ALL OTHER REQUIREMENTS W/BOLT-ON-ON DECK MFR. W/A35 CLIPS EA o� ('4 '^ 5 56. 62 - W00 V D 6. SW6 D.1 - BM7 BM7 56.1 56.1 BM7 CIA _ - _ _ - l EL W W6(p SW W C 2 Lh S W W �', 0: LLI �j Q �I J 56.1 6. SEA I S6. I S6. I I � Z (/) 0 i Li- u u w LL_ n �^ Z N :30 u �I 1 U ^ Q 8 7 6.1 6 5.1 5 4 3.1 3 4.1 2 1 SHEET: ` - - - - - � S2.4-C ROOF FRAMING PLAN KEY PLAN 1 SCALE: 1/8"=V-0" NTS C 4�M ENGINEERING SHEAR WALL SCHEDULE (DF) BEAM SCHEDULE 250 4TH AVE. S., SUITE 200 SILL PLATE MARK BEAM REMARKS HANGER AS REQ'D EDMONDS, WASHINGTON 98020 MIN.FRAMING AT SHEAR WALL RIM JOIST OR SILL PLATE ANCHOR SHEAR PHONE (425) 778-8500 TYPE APA RATED ADJOINING PANEL NAILING BLOCK CONN TO NAILING TO BOLT TO SLAB OR FOUNDATION CAPACITV FAX 425 778-5536 SHEATHING RIM/BLKG. SILL PLATE SIZE BM3 4x6 OF#2 - HU46 MAX ( ) EDGES(SEE NOTE 5) AT PANEL EDGES TOP PLATE BELOW FOUNDATION (PLF) BM2 4x8 OF#2 - HU48 MAX SW6 15/32" 2x STUD 0.148"0 x 2 1/4" LTP4 OR A35 0.131"0 x 3 1/4" 3/4"0 AB ONE SIDE AND BLKG @ 6"OC @ 24"OC @ 5"OC @ 5'-0"OC 2x 310 BM3 4x10 OF#2 - HU410 MAX 15/32" (2)2x STUD AND 0.148"0 x 2 1/4" LTP4 OR A35 0.131"0 x 3 1/4" 3/4"0 AB BM4 3 1/2"x 9 1/4"PSL SEE NOTE 5 HU410 MAX SW4 ONE SIDE 2x FLAT BLKG @ 4"OC @ 16"OC @ 3"OC @ 4'-3"OC 2x 460 BM5 5 1/4"x 9 1/4"PSL SEE NOTE 5 HHUS5.50/10 G VY Cp. 15/32" (2)2x STUD AND 0.148"0 x 2 1/4" LTP4 OR A35 0.131"0 x 3 1/4" 3/4"0 AB V. of WAS S� SW3 2x 600 BM6 7'x91/4"PSL SEE NOTES HGU57.25/10 F /�"�4- $1/n- ONESIDE 2x FLAT BLKG @ 3"OC @ 12'OC @ 2.5"OC @ 3'-4"OC v c 15/32" 3x STUD AND 0.148"0 x 2 1/4" LTP4 OR A35 0.131"0 x 3 1/4" 3/4"0 AB BM7 4x12 OF#2 - HU412 MAX SW2 ONE SIDE 2x FLAT BLKG @ 2"OC @ 10"OC @ 2"OC @ 2'-6"OC 2x 770 BM8 31/2"x 111/4"PSL SEE NOTE 5 HHUS410 L151 25W4 15/32"BOTH (2)2x STUD 0.148"0 x 2 1/4" LTP4 OR A35 0.131"0 x 3 1/4" 3/4"0 AB BM9 5 1/4"x 111/4"PSL SEE NOTE 5 HUCQ612-SDS �S SIDES AND BLKG @ 4"OC @ 8"OC @ 1.S"OC @ 2'-0"OC 2x 920 SjONAL 15/32"BOTH 3x STUD 0.148"0 x 2 1/4" LTP4 OR A35 0.162"0 x 3 1/2" 3/4"0 AB BM10 7"x 111/4"PSL SEE NOTE 5 HGUS7.25/12 25W3 SIDES AND BLKG @ 3"OC @ 6"OC @ 2"OC @ 1'-6"OC 2x 1200 BM11 3 1/2"x 14"PSL - HGU5414 OBI 09119 2SW 2 15/32"BOTH 3x STUD 0.148"0 x 2 1/4" LTP4 OR A35 0.162"0 x 3 1/4" 3/4"0 AB BM12 5 1/4"x 14"PSL - HGUS5.50/14 SIDES AND BLKG @ 2.OC @ 5"OC @ 1.5,OC @ 1'-3"OC 2x 1540 BM13 6x10 OF#2 - HUCQ610-SD5 NOTES: 1.REFER TO THE TYPICAL SHEAR WALL DETAIL. BM14 31/2"x 18"PSL - HGUS418 2.THE VALUES IN THIS TABLE ARE APPROPRIATE FOR DF GRADE STUDS AND OF GRADE PLATES&RIM/BLOCKING. NOTES: 3.NAILS AT ADJOINING PANEL EDGES SHALL BE STAGGERED EACH SIDE OF THE COMMON JOINT. 1.REFER TO THE LATEST SIMPSON STRONG-TIE CATALOG FOR HANGER INSTALLATION INFORMATION. 4.WHERE PANELS ARE APPLIED ON BOTH FACES OF A WALL,PANELJOINTS SHALL BE OFFSET TO FALL ON DIFFERENT FRAMING MEMBERS,OR FRAMING SHALL 2.REFER TO FRAMING PLANS AND NOTES FOR SUPPORTS AT BEAM ENDS. BE 3x AT ADJOINING PANEL EDGES AND NAILS SHALL BE STAGGERED. 3.ALL BEAMS EXPOSED TO WEATHER OR IN CONTACT WITH CONCRETE OR MASONRY SHALL BE 5.WHERE TABLE SPECIFIES(2)2x FRAMING,CONNECT(2)2x STUDS AND BLOCKING AS FOLLOWS:SW4=(2)0.131"0 @ 4"O.C.,SW3=(2)0.131"0 @ 3"OC. PRESSURE TREATED. 6.NOTE THAT 3x FRAMING MAY BE USED IN LIEU OF(2)2x FRAMING SPECIFIED IN TABLE. 4.REFER TO PLAN NOTES FOR BEAMS&HEADERS AT BEARING LOCATIONS THAT ARE NOT CALLED 7.INTERMEDIATE FRAMING TO BE WITH 2x NOMINAL MEMBERS(MIN)U.N.O.FIELD NAILING 12"O.C.MAXIMUM. OUT a 8.AT ALL 3/4"0 SILL PLATE ANCHOR BOLTS,INSTALL 1/4"x 3"x 3"PLATE WASHERS.EDGE OF PLATE WASHER SHALL BE WITHIN 1/2"OF SHEATHED EDGE.FOR 5.IF BEAM DEPTH SHOWN IS NOT AVAILABLE IN STOCK,THE SUPPLIER SHALL RIP BEAMS TO EXACT DOUBLE SIDED SHEAR WALLS,USE WIDER PLATE WASHERS AS REQUIRED TO MEETTHIS REQUIREMENT. DEPTH PRIOR TO SHIPMENT. 9.PROVIDE A MINIMUM OF 7"EMBEDMENT FOR A.B.INTO FOUNDATION OR STEM WALL. Z 10.PROVIDE A MINIMUM OF(1)ANCHOR BOLT WITHIN 12"OF EACH WALL END. a N o H cl � rn w w o a am ti w0, H m ao COLUMN SCHEDULE o HOLDOWN SCHEDULE (DF) MARK COLUMN SIZE COLUMN SIZE REMARKS 2x4 WALL 2x6 WALL a MARK TYPE MIN CHORD STUD NAILS OR BOLTS ANCHOR BOLT CAPACITY(LB) Cl (2)2x4 (2)2x6 SEE NOTE 2 7 SIZE (SEE NOTE 4) C2 (3)2x4 (3)2x6 SEE NOTE 2 Ol MST37 (2)2x (11)16d EA END - 2,710 C3 (4)2x4 (4)2x6 SEE NOTE 2 DESIGN: RMK O2 MST60 (2)2x (23)16d EA END - 6,235 C4 46 DF#2 4x6 DF#2 - DRAWN: J EG O3 MST72 (2)2x (31)SDS 1/4"x 21/2"SCREWS - 6,730 C5 4x8 DF#2 6x6 DF#2 CHECK: JGG ® HDUS (2)2x (14)SDS 1/4"x 2 1/2"SCREWS 5/8"0 4,065 C6 4110 DF#2 6x8 DF#2 - JOB NO: 18386.10 < HDUS 4x OF (20)SDS 1/4"x 21/2"SCREWS 7/8"0 6,970 C7 6x10 DF#2 6x10 DF#2 - © HOUll 4x OF (30)SDS 1/4"x 21/2"SCREWS 1"0 9,535 C8 (3)11/2"x 5 1/2"ESE - DATE: 08/O9/19 C9 5 1/8"x 6"GLB - O7 HDIJ14 6x OF (36)SDS 1/4"x 21/2"SCREWS 1"0 14,445 C10 5 1/8"x 7 1/2"GLB - HDU19 1 6x OF 1 (5)1"0 THRU BOLTS 11/4"0 19,070 Cll H555x5x5/16 I H555x5x5/16 NOTES: NOTES: 1.REFER TO THE LATEST SIMPSON STRONG-TIE CATALOG FOR ADDITIONAL INSTALLATION REQUIREMENTS. 1.REFER TO THE LATEST SIMPSON STRONG-TIE CATALOG FOR PRE-FABRICATED 2.REFER TO DETAIL 8/55.1 FOR INSTALLATION OF MST TYPE FLOOR TO FLOOR STRAPS.REFER TO DETAIL CONNECTION INSTALLATION REQUIREMENTS. 8/55.2 FOR CONNECTION OF STRAP TO BEAM BELOW. 2.MULTIPLE STUD COLUMNS SHALL USE GRADE OF STUD INDICATED ON WALL 3.REFER TO DETAIL 7/55.2 FOR INSTALLATION OF ROD TYPE FLOOR TO FLOOR HOEDOWNS.REFER TO FRAMING SCHEDULE.REFER TO TYPICAL DETAILS FOR FABRICATION OF MULTIPLE DETAIL 9/55.2 FOR CONNECTION OF ROD HOEDOWN TO WOOD BEAM BELOW. STUD COLUMNS. 4.WHERE APPLICABLE,REFER TO 57.1 FOR HOEDOWNS AT STEEL BEAMS. 3.CONTRACTOR TO PROVIDE BLOCKING EQUAL TO COLUMN DIMENSIONS AT JOIST W 5.INSTALL HDU TYPE HOLDOWNS AT FOUNDATION OR SLAB PER DETAIL 8/54.1. SPACE BELOW ALL COLUMNS. Z 6.AT ALL HOEDOWN CHORDS,PROVIDE PANEL EDGE NAILING PER SHEAR WALL SCHEDULE. W a � M � N JOIST SCHEDULE N FOOTING SCHEDULE MARK JOIST SPACING REMARKS N 00 0) MARK FOOTING SIZE REINFORCING COMMENTS FJl 2x10 OF#2 16"OC SEE NOTE Q Q FS` V-6"x V-0"DEEP x CONTINUOUS (3)#5 CONTINUOUS SEE NOTE 2 F12 2x10 OF#2 12"OC SEE NOTE 2 CL W �:: v/ FJ3 2x12 OF#1 16"OC SEE NOTE 2 Lv Ld F2 1 2'-0"x 2'-0"x l'-O"DEEP (3)#5 EACH WAY BOTTOM - J J F14 2x12 OF#1 12"OC SEE NOTE 2 Q I.- Z F3 3'-0"x T-O"x 1'-0"DEEP (4)#5 EACH WAY BOTTOM - DJ3 2x6 HF#2 16"OC SEE NOTE 2 Z N 0 0 F4; 4'-0".4'-0"x 1'-0"DEEP (5)#5 EACH WAY BOTTOM _ D12 2x8 HF#2 16"OC SEE NOTE 2 LLL, (-'� w D13 2xl2 HF#2 16"OC SEE NOTE 2 F__ Z Z = F5 5'-0"x 5-0"x 1'-2"DEEP (6)#5 EACH WAY BOTTOM - RJl 2x12 HF#2 24"OC SEE NOTE 2 w F6 6'-0"x 6'-0"x V-4"DEEP (7)#5 EACH WAY BOTTOM R12 13/4"x 111/4"EVIL 24"OC SEE NOTE 2 (, Q N H REFER TO RETAINING REFERTO RETAINING NOTES: RW WALL SCHEDULE WALLSCHEDULE WHERE APPLICABLE 1.FOR JOIST HANGERS REFER TO THE LATEST SIMPSON STRONG-TIE CATALOG FOR ALL INSTALLATION REQUIREMENTS.USE MAX NAILING ONO. NOTES: 2.TIMBER JOISTS FRAMING INTO WOOD BEAMS OR RIMS SHALL USE LUS OR HU SERIES 1.ALL FOOTINGS SHALL BEAR ON FIRM,UNDISTURBED NATIVE SOIL OR COMPACTED STRUCTURAL FILL FACE MOUNT HANGERS.TIMBER JOISTS FRAMING INTO STEEL BEAMS SHALL USE PER GEOTECHNICAL ENGINEERING REPORT. LBV SERIES TOP FLANGE HANGERS. 2.REINFORCEMENT SHALL BE CONTINUED FROM CONTINUOUS FOOTINGS THRU SPREAD FOOTINGS WHERE APPLICABLE. ^^.1-^ CORNER BARS x�Q IN ALL AREAS WITH EXPOSED C CON/FLOORS,EDGE SLAB ENGINEERING ''A" MAY BE SUBSTITUTED FOR ALL 4PASS ON GRADE 90°HOOKED BARS WITH LJOI MAX WITH IUSSEA AND FILLJOINT WITH SEALANT T CENTER d ° AT TOP AND 250 4TH AVE. S., SUITE 200 • �� °°4 PROVIDES/8"0x2'-0" HALL NOT EDMONDS, WASHINGTON 98020 SMOOTH SLIP DOWEL BARS OINT PHONE (425) 778-8500 AT 12"OC,TYP UNO FAX (425) 778-5536 STD 90'HOOKTYP UNO T/2 UNO,VERT CORNER BARS SHALL BE TRENCH EXCAVATION 1.5 H LAP SPLICE SAME SIZE TABULATED FOR MIN PARALLELTO FTG MIN TYP WALL REINF FOR THICKER WALL d p "A"=SPLICE LENGTH GREASETHIS j - d _ 4 d GAF WAsg"9S HALF OF BAR /� SLEEVES TO CLEAR p•$ •4 % 1�-6�� PIPE 1"ALLSIDES - - NO PIPES ALLOWED IN v TYPICAL CONSTRUCTION JOINT //j MIN _ - ° THIS REGION.LOWER FTGS AS REQ'D F o ° SEE NOTES,DETAILS,OR PLANS FOR (1)#5 VERT REQ'D REINF.ALL BARSTO BE CONT d E a \ u d OR SPLICED PER STRUCTURAL NOTES SAWCUT JOINT FL ORS FIAS WITH CONC SLAB ON GRADE TOF `SjONAL EXPOSED CONC.FLOORS,FILL JOINT PIPE 4 - z WITH SEALANT.IN LIEU OF SAWCUT STD 180°HOOK JOINTS CONTRACTOR MAY USE ZIP ° v /�/9 4 HORIZ CORNER BARS OF SIZE STRIP PLACED WITH SLAB SLAB REINF AT BOF - "-__ BENT BARS TO MATCH AND SPACING RI MATCH °d CENTER OF SLAB OR &LAP FOOTING (2)#5 VERT d REINF OF THINNER WALL v AT TOP AND BOT Z m ° d ® = /\ BOTTOM REINF LOWER BOF ° d AS REQ'D z ° \ UNDISTURBED EARTH OR _ COMPACTED FILL PER d i • ° - ° 4 a X—X�-X X—x—X ° " STRUCTURAL NOTES 4 PIPE TRENCH EXCAVATION PARALLEL 9"MIN III-III- 3"CLR TO FOOTING IS NOT ALLOWED TYP TYP PLACE VERT REINF OUTSIDE EXCEPT BELOW THIS LINE.STEP FTG AS T AS OTHERWISE NOTED OR SHOWN A TYPICAL CONTRACTION JOINT REQUIRED FOR THIS CONDITION T=FTG THICKNESS PER PLAN, SCHED,AND DETAILS �F TYPICAL CONCRETE WALL REINFORCING DETAIL � TYPICAL SLAB ON GRADE DETAILS � TYPICAL PIPE PENETRATION AT WALLS AND FOOTINGS � TYPICAL STEPPED WALL FOOTING F � SCALE. NTS L SCALE: 1"=1'0" J SCALE: 1/2"=1'-0" Y SCALE: 1/2"= z0 m la N NOTE: SILL PLANDABDIA ~ RAISE STEM WALL AS REQ'D AT PERIMETER AREAS AND SPACING PER O WHERE NEEDED DUE TO CIVIL GRADES. SHEAR WALL SCHED wCl w (2)#5 CONT TOP STUD WALL PER PROVIDE BLOCK OUT p, FRAMING PLAN NOTES AT DOOR OPENINGS SHEATHING PER SHEAR w\ WALL SCHED SHEATHING AND NAILING STUD WALL PER NOTE: F pl SLAB ON GRADE AND FRAMING PLAN NOTES WHERE CONCRETE WALL WITH HT>3'-0" Q O PER PLAN AND SHEAR SUBGRADE PER 00 WALL SCHEDULE AT PLAN CHORD 512E PER EXISTS,ROD MAY EXTEND 24"MIN INTO SHEAR WALL PER mo 4"0 PERFORATED PVC PIPE PER HOEDOWN SCHED WALL W/NUT&WASHER AS SHOWN PLAN AND SCHED LOCAL CODES WITH 6"OF 1" z #5 @ 15"OC EA WAY 1' MINUS GRAVEL ALL AROUND, PAVING OR FINISHED CENTERED IN WALL COUNTERSINK 1 WRAPPED IN NON-WOVEN y HOEDOWN PER PLAN ADDITIONAL END GE FABRIC.SLOPE TO GRADE PER ARCH AB PER SHEAR WALL SCHED AND SCHED,WHERE STUD AS REQ'D DRAWINGS OR STRUCTURAL NOTES APPLICABLE DRAIN 1/8"PER 1'-0"MIN.TURN • • X—X AB PER SHEAR WALL DESIGN: RMK DOWN PERFORATIONS AS SHOWN '° ` 1 rr, PT SILL PL SCHED OR THREADED ROD AS REQ'D HOEDOWN PER PLAN °d e o °e Oo bb STRUCTURAL NOTES THREADED ROD AS REQ'D FOR HOLDOWN W/NUT AND SCHED DRAWN:cp JEG �o on ° SLAB ON GRADE AND FOR HOEDOWN W/NUT AND WASHER AT BASE. Ro 4O 00 0°°O o�° SUBGRADE PER PLAN AND WASHER AT BASE EXTEND ROD INNTO NGOCHECK: JGG z 00 0 111 34. JOB NO: 18386.10 0 O 0 0 °ao oX 4X—X 4�X Z+�pc— —X—X—X dC X -4•X�- iX X—.ac TOP OF FTGDATE: 08�09�19 d Q 00 � - on °`a � o0 00 � I d °O dO 0oo ° - - d II O o0 0 0 1�4 .III-iTi L�4 ° LL FTGS 1 AT SHEAR WALL FTGS I' LINE OF MAX EXCAVATION. / -1I-1I-III: FOOTING / _ `� - -III - PROVIDE TOP REINF PROVIDE TOP REINF IF SOIL IS OVER EXCAVATED, /�1 DRAIN / 8 m ^'u 1 TO MATCH BOT REINF TO MATCH BOT REINF - 4 d 4 I REPLACE WITH LEAN MIX /� ) 1 ° 11 44 CONCRETE.J , / ALT HOOK AS SIZE AND REINF REINF PER PLAN I d 4 ° SIZE&REINF MAXIMUM //A SIZE&REINF AND SCHED - SHOWN J SLOPE PER PLAN&SCHED PER PLAN AND SCHED °- a FIRM BEARING SOIL OR PER PLAN&SCHED COMPACTED STRUCTURAL FILL W I.SINGLE WALL II.PARTY WALL m� Z TYPICAL FOOTING DRAIN TYPICAL STEM WALL DETAIL CONTINUOUS FOOTING DETAIL HOLDOWN DETAIL L� (� 'J 8 SCALE: 1"=1'-0" a 5 SCALE: 1"=1'-0" v SCALE:PIA, 1' HOEDOWN&CHORD PER PLAN AND SCHED = v (WHERE APPLICABLE) GAP PER SHEATHING AND ARCH ~ J SILL PL,AB DIA AND NAILI NG PER PLAN AND Q SPACING PER SHEAR SJHEED STUD WALL PER WALL SCHED FRAMING PLAN NOTES COL PER PLAN �[ M AND SCHED .6 N W SLAB ON GRADE AND EER (2)#4 TOP SUBGRADE PER CH 8"x 8"CONCRETE SIMPSON ABU POST BASE. 00 Q PROVIDE BLOCKOUT CONTRACTOR HASTHE Y W 0) FOUNDATION PLAN AT DOOR OPENINGS PLINTH EQ SPACED OPTION TO USE SIMPSON Ln SLAB ON TIES EQ SPACED ADE AND TITEN HD ANCHORS. •I • —q�C - —�#( EA S BGRADER PER PLAN PAVING OR FINISHED CL ~ Q 11 ACE _(4)#4 HOOKED L�J GRADE PER ARCH _ 4 IL ___R _____I _ z • - • 4-X X—X Bo DOWELS DRAWINGS _j -- Q Z O4 d a oO° 099 dJ O opg ° 6" Q o BOO - - - ` a_.• °oo°0 N 0 O ° z1-� � � ZO 0O O D °� p LLI Z 0000 o 0 O 0 O - REINF PER PLAN Z Z 0 /'�0 FOOTING&REINFORCEMENT _ p O o o O ° 00� PER PLAN.PROVIDE DOWELS O O °O°o a o AND SCHEDULE Z N J w O o 0 EPDXIED INTO STEM WALL o 0 °OO W ^ 0 o O O o0 - - TO MATCH LONGITUDINAL O O OO o0 • °• d U Q L.L H O O oOO11 o 0 •, d j a_ • BARS W/5"EMBED a• ° - - / NE: FOOTING FOROT INFORMATION NOT DRAIN / Id / SPECIFICALLY CALLED OUT // REFER TO DETAIL 6. SIZE&REINF PER PLAN AND SCHEDULE SIZE AND REINF PER PLAN AND SCHED PER PLAN&SCHED /� 1 EXTERIOR FTG AT INTERIOR FTG INTERSECTION STEM WALL DETAIL AT BRICK VENEER i ISOLATED COLUMN FOOTING S4. 1—C 9 SCALE: 1"=1'-0" O SCALE: 1"=1'-0" SCALE: 1"=1'-0" NOTE: 2x OR 3x BLOCKING ONLY STAGGER SHEATHING AS SHOWN. IF BLOCKED DIAPHRAGM o FOR 2x4 STUDS,PROVIDE SINGLE ENGINEERING (IBC TABLE 2306.3.1,CASE 1 OR 3) 15 SPECIFIED w ROW OF NAILS STAGGERED EASIDE FRAMING MEMBERS W/ '-a\z WITH 11/2"EDGE DISTANCE.FOR 250 4TH AVE. S., SUITE 200 INTERMEDIATE SPACING PER PLAN ..F 2x6 STUDS,PROVIDE(2)ROWS OF EDMONDS, WASHINGTON 98020 FRAMING MEMBERS ^'o NAILS SPACED AT 21/2"W/11/2" PHONE (425) 778-8500 STAGGER NAILS ON EA SIDE PANELHIINIG EDGE DISTANCE FAX (425) 778-5536 OF PANELJOINT AS REQUIRED PER SHEAR WALL SCHED PANEL EDGE NAILING ADJACENT NAILS IN A 9"OC MAX SPACING BETWEEN PER SHEAR WALL - - - ROW ARE TO BE ADJACENT NAILS IN A ROW _ SCHEDULE,TYP CONTINUOUS ------ PANEL EDGES DRIVEN FROM ----------------------------- -n-------n— — ------I-I-------I-I-------I-I-------n-----rn II OPPOSITE SIDES,TYP I•I I•I I'I I'I I'I I•I I I•I PANEL EDGE NAILING INTO O�VY C, I I I I I I I I I I I I III HOEDOWN CHORDS,TYP I I of WAsg"9S I I I I I I I I I I I I III INTERMEDIATE — — — — — HEADER PER PLAN I I I I I I I I I I I I III NAILING @ 12"OC I•I I•I I•I I•I I•I I•I I I. I •I I I I I I I I I I I I I I I I I 0.131"0 x 3"NAILS,TYP O ynys I I I I ICRIPPE STUDS PER PLAN;L DO NOT CUT I•I I I I I I I FRAMING AT ADJOINING I I SHEATHING PER PLAN AND I I II it I IIS`SjONAL IIII I II •• I A iI II•II I IIII•IIIII IIII•IIII II, I IIII•IIII PANEL EDGESPER SHEAR IIII III IIII II•IIII SHEAR WALL SCHEDULE OAWAY MATERI WALL SCHED FRM CRIPPLE STUDS PANELEDGES I I _ I lip_ I I I (5)STUDS MA X TO 08109119 DHOEDOWN CHORD PER BE USE FOR LTSCHEDULE.REFER TO BUI -UPCOLUMNS FULL-HEIGHT I• TYPICAL BUILT-UP HOEDOWN CHORDII I•I II II II I I III II , , I, COLUMN DETAIL I I•I I I I I I I�I I I H______H H_____ -7r------ '--'--' TYPICAL FLOOR ROOF SHEATHING DETAIL !� TYPICAL BUILT-UP STUD COLUMN DETAIL I I I I I •� 1 I I I,1 I,I ADDITIONAL END STUD SCALE: NTS I I I•I I•I I, I I•I I•I I I I I I I I I I I I I IF REQUIRED TO IIII I j I I I,•I I I I I I I I I PROVIDE I•I I I I I I I I I I I COUNTERSINK FOR IIII I I I I •I I I I I I I I I HOEDOWN BOLTS J I I I•I I•I I, I I•I TYP DOUBLE 1•I I I I I J I I I I I I I I HOEDOWN ANCHORAGE TOP PLATE PER PLAN AND SCHEDULE z AB W/SIMPSON BP I I 11 I I I I I I 2 1/4"END (2)0.131"0 x 3"NAILS @ 9"OC O m I I •I I I I I I I I I DISTANCE,TYP 1/2"TO ELSEWHERE W/11/2"EDGE DISTANCE PL WASHER,TYP I•I I,I I,I I I I,I I,I a � I I I I I•I I I I (2)ROWS OF(8)0.131"0 x 3" - I I I I I I SIMPSON CNW COUPLER SHEATHED EDGE PLATE 3"OC SIMPSON A35 - I I NAILS @ 3"OC EA SIDE OF SPLICE U NUT W/SIZE TO MATCH WASHER SPACING (ONLY REQUIRED m m I I I I I I I PERSHEAR AT EXTERIOR a I I I I HOEDOWN ANCHORAGE PT SILL PL PER I•I I,•I A ,I I I ;I ;I WALL SCHED HEADERS GREATER SHEAR WALLSCHED I I I I•I I I I I THAN 6'SPAN) 11 II PANEL EDGE NAILING JI< ai -1L---_--i�--_---i PER SHEAR WALL SCHED II TOP CHORD w\ LI- _' SPLICE AT LOCATIONS WHERE IT IS NOT POSSIBLE BOTTOM 6 0.131"0 x 3" ~ = li TO INSTALL THE SPECIFIED 0.131"O SPLICE CHORD O Q O II II II I I I I I CONTINUE HOEDOWN CHORD I-I °� NAILS,THE CONTRACTOR SHALL INSTALL SPLICE NAILS o m yy I I I I I I TO FOUNDATION SIMPSON CSC20 STRAPS EA SIDE OF WALL O 1L_ _1L______lI AT SPLICE.INSTALL EA STRAP W/(12)10d Y - AT EA END.WHERE BOTH PLATES ARE BEAM OR HEADER PER SECTION A-A TYPICAL STUDS 1 A CONCRETE FOOTING = — = — = CUT,INSTALL C520 STRAPS AT EA PLATE PLAN AND NOTES OR P/T SLAB PER PLAN AND SHEAR I SCALE:1 1/2"=1'-0" AND EA SIDE OF THE WALL. WALL SCHEDULE,TYP RIM BOARD \ DESIGN: RMK OR BLOCKING /l L 6'-0"MIN BETWEEN SPLICES NAILING PER TYP NOTES: (� CONCRETE STEM WALL � BUILT-UP STUD DRAWN: JEG 1. REFERTO STRUCTURALNOTES FOR ADDITIONAL INFORMATION. SPLICES TO OCCUR AT COLUMN DETAIL 2.FOR SHEAR WALLS WHERENO HOEDOWNS ARE SPECIFIED THE CHECK: JGG FIRST AB SHALL BE LOCATED NOT MORE THAN V-0"AND NOT CONCRETE FOOTING CENTER OF VERTICAL STUDS LESS THAN(7)BOLT DIAMETERS FROM END OF WALL. AT HOEDOWNS:PROVIDE FULL HT CRIPPLE STUDS PER PLAN JOB NO: 18386.1 O TOP CHORD SPLICE BOTTOM CHORD SPLICE AND COLUMN SCHEDULE OR HOEDOWN CHORDS 2x FULL SCHED. STRUCTURAL NOTES DATE: 08/09/19 OTHERWISE:(1)2x FULL HT TYPICAL SHEAR WALL DETAIL TYPICAL TOP PLATE SPLICE DETAIL TYPICAL HEADER DETAIL SCALE: 3/4"=1'-0" 4 SCALE: 1"=1'-0" SCALE: 1"=1'-0" EDGE NAILING PER PLAN BEAM PER PLAN AND SCHEDULE Lyl AND SHEAR WALL EDGE NAILING PER PLAN AND JOIST DIRECTION CHORD SIZE PER Z SCHEDULE OR EDGE NAILING PER PLAN 2x6 STUD @ 2x4 CROSS WALL SHEAR WALL SCHEDULE OR PER PLAN SIMP50N A35 EACH HOEDOWN SCHEDULE STRUCTURAL NOTES,TYP AND SHEAR WALL 2x8 STUD @ 2x6 CROSS WALL STRUCTURAL NOTES,TYP SIDE OF BEAM SCHEDULE OR 0.131"0 x 3" STRUCTURAL NOTES,TYP (2)ROWS OF 0.131"0 x 3" NOTE: SIMPSON STRAP WITH W (� NAILS @ 9"OC NAILS @ 9"OC SUPPORTS AT N FASTENERS PER > J SOLID POSTS SIM o a HOEDOWN SCHEDULE Q _ STUD STUD STALL IN MAX NAILING Q WALL WALL INTO RIM OR BLOCKING I-- WHERE POSSIBLE w BEAM PER PEAN 0 (2)ROWS OF 0.131"0 x 3" EDGE NAILING PER PLAN AND EDGE NAILING PER PLAN AND AND SCHEDULE M NAILS @ 9"OC SHEAR WALL SCHEDULE OR SHEAR WALL SCHEDULE OR IN 00 STRUCTURAL NOTES,TYP STRUCTURAL NOTES,TYP SIMPSON LTP4 OR A35 /r� FRAMI NG ANCHOR N (2)ROWS OF0.131"0x3" EACH SIDE OF BEAM �� Y W Z STUD WALL PER FRAMING 0.131"0 x 3" NAILS @ 9"OC(EACH SIDE F z Ld _ PLAN NOTES,TYP NAILS @ 9"OC OF PARTY WALL) SOLID OR MULTIPLE k m 4 Q Q C STUD COLUMN PER PLAN L STUD WALL PER FRAMING STUD WALL PER FRAMING m c g \ JOIST DIRECTION d La PLAN NOTES,TYP PLAN NOTES,TYP 1 a LL p H PER PLAN LLd Q SHEATHING(OR GWB)AND BEAM WIDTH, o o FILL JOIST SPACE WITH FULL J NAILING PER PLAN AND SHEAR SHEATHING(OR GWB)AND SHEATHING(OR GWB)AND MIN UNO SOLID OR MULTIPLE O o i z DEPTH BLOCKING TO Q Z LL WALLSCHEDULE OR NAILING PER PLAN AND SHEAR NAILING PER PLAN AND SHEAR STUD COLUMN PER PLAN zz N o MATCH DIMENSIONS OF Z (n O STRUCTURAL NOTES,TYP WALL SCHEDULE OR WALL SCHEDULE OR a R'^ STUD COLUMN ABOVE STRUCTURAL NOTES,TYP STRUCTURAL NOTES,TYP W 0 0 Q PARALLELTO STUD WALL PERPENDICULAR TO STUD WALL F- Z Z O A.CORNER INTERSECTION B.'T INTERSECTION C.PARTY WALL INTERSECTION Z (N J O w TYPICAL WALL INTERSECTION DETAIL TYPICAL FLUSH BEAM SUPPORT DETAILS f� TYPICAL STRAP HOLDOWN DETAIL Ld � a � 7 SCALE: 1"=V-0" v SCALE: 1"=1'-0" �HFF I: S5.1-C STUD WALL PER FRAMING PAN NOTES STUD WALL PER FRAMING PAN NOTES STUD WALL PER ENGINEERING SHEATHING AND NAILING NOTE: FRAMING PAN NOTES PER PAN AND SHEAR SILL PLATE NAILING PER PAN SHEATHING AND NAILING SILL PATE NAILING PER PAN FORNOTES AND DETAILS 250 4TH AVE. S., SUITE 200 WALL SCHEDULE OR AND SHEAR WALL SCHEDULE PER PAN AND SHEAR AND SHEAR WALL SCHEDULE NOT CALLED OUT REFER SHEATHING AND SILL PATE NAILING SILL PATE NAILING PER EDMONDS, WASHINGTON 98020 STRUCTURAL NOTES OR STRUCTURAL NOTES WALL SCHEDULE OR OR STRUCTURAL NOTES TO DETA11 1 NAILING PER PAN AND PER PAN AND SHEAR SHEAR WALL PHONE 425 778-8500 STRUCTURAL NOTES SHEAR WALL SCHEDULE WALL SCHEDULE OR ( ) BREAK SHEATHING OR STRUCTURAL NOTES STRUCTURAL NOTES FAX (425) 778-5536 AT PATE LINO SHEATHING AND SHEATHING AND (4)10d NAILS ALIGNED 2x WOODJOIST (4)10d NAILS NAILING PER PAN NAILING PER PAN 13/4"LSL BLOCKING SHEATHING AND PER PAN AND SCHEDULE 2x CONTINUOUS RIM- 2x CONTINUOUS RIM NAILING PER PAN Ir 2x WOOD SILL PATE NAILING PER RIM JOIST SHEARWALL SCHEDULE GVY C BREAK SHEATHING BREAKSHEATHIN ov WAS "7S AT PATE UNO RIM AND PROVIDE PANNELEL V�� \1� NAILING EA SIDE OF - - 1 P o PANEL EDGE NAILING JOINT PER SW SCHED PER PAN AND SHEAR WOOD JOISTS PER PAN AND (3)0.131"O x 3" - - PROVIDE PANEL EDGE WOOD JOISTS PER WALL SCHEDULE OR SCHEDULE JOISTS PER PAN NAILING PER SHEAR WALL PAN AND SCHEDULE O LzsS PANEL EDGE NAILING NAILS EACH END -JOISTS PER PAN C' STRUCTURAL NOTES PER PAN AND SHEAR AND SCHEDULE SILL PATE NAILING PER AND SCHEDULE, SCHEDULE AT TOP PATE 2x BLOCKING @ 4'-0"OC 9Sj0 2x4 BLOCKING AT SHEAR WALLS WALLSCHEDULEOR WOOD JOISTS PER PAN SHEARWALLSCHEDULE LAPPED E BUTTED FIRSTJCKIN BAY ONLY NAL NOTE: ONLY STRUCTURAL NOTES AND SCHEDULE PANEL EDGE NAILING 08109119 NON-SHEAR WALL 2x WOOD BLOCKING PER PAN AND SHEAR 2x4 BLOCKING AT 2x4 BLOCKING OR A35 NAILING SHALL BE PER @ 4'-0"OC MAX WALL SCHEDULE OR SHEAR WALLS MODETAIL (PER SW SCHED)BETWEEN IBC TABLE 2304.9 STRUCTURAL NOTES OTES AND DETAILS BLOCKING AND TOP PATE ALLED OUT REFER AT SHEAR WALLS ONLY 2 A.TYPICAL FRAMING B.ALTERNATIVE SHEAR WALL FRAMING EXTERIOR WALL PARALLEL TO JOISTS INTERIOR BEARING ON BOTH SIDES INTERIOR WALL PARALLEL TO JOISTS TYPICAL STUD WALL FRAMING DETAIL TYPICAL STUD WALL FRAMING DETAIL !� TYPICAL STUD WALL FRAMING DETAIL d TYPICAL STUD WALL FRAMING DETAIL 2 SCALE: 1"=1'-0" v SCALE: 1"=1'-0" T SCALE: 1"=1'-0" 1 SCALE: 1"=1'-0" FF F 0 m O m SHEATHING AND (- NAILING PER PAN AND NOTE: SHEAR WALL SCHEDULE FOR NOTES AND H SILL PATE NAILING PER PAN DETAILS NOT CALLED SHEAR WALL SHEAR WALL O 2 &SHEAR WALL SCHEDULE OR SILL PLATE NAILING PER OUT REFER TO CASE A PER PAN PER PAN w w STRUCTURAL NOTES SILL PATE NAILING PER 2x CONTINUOUS RIM SHEAR WALL SCHEDULE CHORD SIZE PER a SHEAR WALLSCHED BOARDS.PERPENDICULAR DIAPHRAGM HOEDOWN SCHEDULE BEAMS SHALL FULLY BEAR PANEL EDGE NAILING PER BOUNDARY NAILING ALIGNED 2x WOODJOIST (4)lOd NAILS ON WALL SHEAR WALL SCHEDULE PER PAN AND SCHEDULE INTO BLOCKING SIMPSON HOEDOWN HOLDOWN STRAP HOLDOWN w SHEATHING AND SIMPSON A35 PER PER PAN AND PER PAN,FIELD STRAP PER PAN, F p� NAILING PER PAN SHEAR WALL SCHEDULE (4)10d NAILS A SCHEDULE BEND AROUND BEAM FIELD BEND Q O AROUND BEAM W O I y I I I BEAM PER PAN � I II 1 II CONTINUOUS II RIM WOOD JOISTS PER WOOD JOISTS PER II DESIGN: RMK II PAN AND SCHEDULE PAN AND SCHEDULE DRAWN: JEG JOISTS PER PAN NOTES: 2x BLOCKING @ ONLY ° 1 SHEATH COMMON SIDE FOR OC 2x BLOCKING EA JOIST DIRECTION FULL DEPTH 3/4 . CHECK: JGG PROVIDE PANEL EDGE FIRST JOIST BAY ONLY SIDE OF RIM @ PER PAN NAILING PER SHEAR WALL SHEATHING OR lx FRAMING STACKED SHEAR WALLS. SCHEDULE AT TOP PATE 2x4 BLOCKING OR A35 BETWEEN RIM BOARDS 2.WHERE HOLDOWNIS REQUIRED 4'-0"OC JOB NO: 18386.10 (PER SW SCHED)BETWEEN INSTALL HOEDOWN ON FILL JOIST SPACE WITH BLOCKING AND TOP PATE PARTY WALL W/SIZE SHEATHED SIDE OF PARTY WALL. BLOCKING TO MATCH JOIST PER PAN JOIST PER PAN DATE: 08�09�19 NOTE: AT SHEAR WALLS ONLY AND SPACING OF 3.SHEATHING IS SHOWN ON DIMENSIONS OF STUD (DIRECTION VARIES) (DIRECTION VARIES) FOR NOTES AND DETAILS OUTSIDE FACE OF WALL,BUT COLUMN ABOVE NOT CALLED OUT REFER STUDS PER PAN NOTES MAY ALTERNATELY BE INSTALLED HEADER BEAM TO DETAILS 1&2 ON INSIDE FACE. COUNTER SINK PER PAN ADDITIONAL END `INTERIOR WALL PARALLEL TO JOISTS A.PERPENDICULAR TO JOISTS B.PARALLEL TO JOISTS STUD FOR BOLTS FLUSH BEAM HEADER TYPICAL STUD WALL FRAMING DETAIL TYPICAL PARTY WALL FRAMING DETAIL 'J TYPICAL ROD HOEDOWN DETAIL f� TYPICAL STRAP HOEDOWN TO WOOD BEAM SCALE: 1"=1'-0" 6 SCALE: 1"=1'-0" SCALE: 1"=1'-0" v SCALE: 1"=1..' W Z W /^ > J SHEATHING&NAILING Q _ PER PAN&SHEAR WALL SCHEDULE OR NOTE: _ PARTY WALL W/SIZE& STRUCTURAL NOTES FOR NOTES&DETAILS NOT I— N6 WOOD SCREWS SPACING OF STUDS PER SPECIFICALLY CALLED OUT bi PAN NOTES SILL PATE NAILING REFER TO CASE A. Q OR 8d @ 6"OC (2)8d NAILS AT A PLANK PER PAN&SHEAR M WALL SCHEDULE OR N 2x LEGER A7TACHEDTORIM 2x WOOD BLOCKING 2x LEGER ATTACHED TO RIM STRUCTURAL NOTES DIAPHRAGM BOUNDARY ad N W/(2)1/4"0 x 31/2"SIMPSON @ 4'-0"OC MAX W/(2)1/4"0 x 3 1/2"SIMPSON SILL PATE NAILING PER SHEATHING&NAILING 2x FULL HEIGHT BLKG NAILING INTO BLKG 00 SIDS SCREWS @ 12"OC SIDS SCREWS @ 24"OC SHEAR WALL SCHED PER PAN SHEATHING& (3)lOd NAILS NAILING PER PAN N cc Q Q L CL w 3 Q J w� WOODJOIST&HANGER WOOD JOISTS PER WOOD JOIST PER FP-N ISTS PER Z PE N PER PAN&SCHEDULE PAN&SCHEDULE PAN&SCHEDULE CHEDULE JOISTS PER PAN&SIMPSON A35 PER JOISTS PER PAN& LLI PROVIDE PANEL EDGE PROVIDEPANELEDGE SHEAR WALL SCHEDULE SCHEDULE,LAPPED 2x BLKG @ 4'-0"OC SCHEDULE,APPED F- Z 0 2x4 BLOCKING OR A35 KING OR A35 PER PLAN I NAILING PER SHEAR WALL NAILING PER SHEAR WALL PANEL EDGE NAILING FIRST BAY ONLY Z IN J II SCHEDULEATTOP PLATE (PER SHEAR WALL SCHED) SCHEDULE AT TOP PATE (PER SHEAR WALL SCHED) PER PLAN AND SHEAR W ^ 0 W BETWEEN BLOCKING AND TOP BETWEEN BLOCKING AND $ WALLSCHEDULE H WOOD BEAM PATE AT SHEAR WALLS ONLY TOP PATE AT SHEAR U � Q PER PAN FOR NOTES AND DETAILS FOR NOTES AND DETAILS WALLS ONLY STUD WALL PER NOT CALLED OUT REFER NOT CALLED OUT REFER STRUCTURAL NOTES -. BEARING PATE TO DETAILS 1&2 TO DETAIL51&2 3/8 x 3 1/2 x 0'-3 1/2" A.JOISTS PERPENDICULAR TO WALL B.JOISTS PARALLEL TO WALL A.DECK JOISTS BEARING B.DECK JOISTS NON-BEARING ROD HOLDOWN TO WOOD BEAM i DECK FRAMING DETAIL ii TYPICAL STUD WALL FRAMING DETAIL ��.�-� 9 SCALE: 1"=V-0" •O SCALE: 1"=V-0" •• SCALE: 1"=V-0" TREAD/RISER PER ARCH USE 1 1/8"PLYWOOD TREADS UNO NOTCHED STRINGER TREAD AND 2x12 BLOCKING RISERS PER ARCH (4)8d @BLOCKING DO NOT OVERCUT NOTCHES 2x6 SISTERED 4X12 DF#2 BEAM BEAM PER PLAN ENGINEERING AB PER STRUCTURAL NOTES OR FOR TREAD/RISER PER SECTION A VARIES PER PLAN PROVIDE HILTI X-DNI(0.145"0)@ 250 4TH AVE. S., SUITE 200 12"OC.EMBED MIN 2"INTO EDMONDS, WASHINGTON 98020 CONCRETE W/STANDARD STEEL 2x12 STRINGER 2x12 STRINGER STAIR PHONE (425) 778-8500 WAS • SIMPSON HUC28-2, FAX (425) 778-5536 TREATED 2x SILL PLATE EACH STRINGER,WITH •�i a,. FULL NAILING • 2x12 TREADS SHEATHING ? NOTCHED PER ARCH WHERE NOTED 2x6 SISTERED TO SIDE 2x12 NOTCHED STRINGER ON PLAN OF 2x12 W/(2)ROWS 2x6 BLOCKING STRINGER JOIST PER • OF 10d NAILS STAGGERED @ 6"OC 2x6 SISTERED PLAN C,tIEV A Cp W X—XI—X—X�-�I—X_g—df—�—X 3x BEVELED PLATE PERSERIONA of WAsg`9S _ d JI a AS SHOWN BLOCKING @ V�� /--,�f4 F' N - OO° c HUC28-2 W/ 24"OC �o q° oMo o o NOTCH BEAM AS FULL NAILING 05 ob 1 �� a ♦° a 6 REQUIRED 2x STUD WALL OR I ,0" BEAM PER PLAN 8'-0"MAX SPAN BETWEEN 12"OC MAX ONAL SIZE&REINFORCING LANDINGS MAXIMUM SLOPE PER PLAN AND SCHEDULE 8 0 MAX LANDINGS TWEEN 2x6 SISTERED TO 2x12 PER ON PLAN _lj 08/09119 TYPICAL STAIR SECTION A.TYPICAL STRINGER TO LOWER LANDING B.TYPICAL STRINGER TO PONY WALL C.TYPICAL STRINGER TO CENTER BEAM D.TYPICAL STRINGER TO UPPER LANDING GAP(IF REQUIRED)TO SUIT ARCH FINISHES. TYPICAL STAIR SECTIONS 2 TYPICAL STAIR SECTION 1 SCALE: 1"=1'-0" SIMPSON HUC610 FACE MOUNT BEAM PER PLAN HANGERW/MAXNAILING AND SCHEDULE Q SIMPSON HUC610 FACE MOUNT BEAM PER PLAN HANGER W/MAXNAILING AND SCHEDULE m HANDRAIL W/CONN TO STRINGERS PER MFR Ia v=i H DIM PER ARCH DRAWINGS HANDRAIL W/CONN TO (Oi1 STRINGERS PER MFR w w � a PTGLULAM NOTCH CAREFULLY ai STRINGERS,TYP WITHOUT w PIERS,TM (2 x 3 x 1/4 x0'-6" OVER-CUTTINGPRESS Q p DECK) IS TREK PLAN STRINGERS,TYP a. W/(2)1/2"0 x 4"LAG p DECK JOIST PER PLAN NOTCH CAREFULLY SCREWS INTO BEAM AND 00 00 WITHOUT INTO STRINGER 21 FLAT DECKING L3 x 3 x 1/4 x 0'-6" OVER-CUTTING Y BEAM PER PLAN AND SCHED W/(2)1/2"0 x 3" W/SIMPSON PLAN H N EA END EXPANSION BOLTS AND(2) < 1/2"0 x 4"LAG SCREWS PRECAST CONCRETE CLOSED RISER TREADS W/ . I DESIGN: RMK PRECAST CONCRETE CONN TO STRINGERS PER DRAWN: JEG NOTES: 2x CONT LEDGER W/ CLOSED RISER TREADS + t CHECK: JGG 1.FOR NOTES AND DETAILS (2)1/4"0 x 3 1/2'SDS W/CONN TO JOB NO: 18386.1 O NOT CALLED OUT REFER SCREWS @ 12"OC 2x WOOD JOISTS STRINGERS PER MFR TO TYPICAL DETAILS. PER PLAN AND t t DATE: 08/09/19 SCHED 1! 1! DECK POST PER PLAN 2x WOOD BLKG x x 1i L x x @ 4'-0"OC MAX BEAM PER PLAN -� III III-1 r AND SCHEDULE Q SECTION AT EXTERIOR WOOD DECKS d STAIR SECTION STAIR SECTION v SCALE: 1"=V-0" T SCALE: 1"=1'-0" SCALE: 1"=1'-0" W PROVIDE CONTINUOUS TOP CHORD Z PROVIDE CONTINUOUS TOP CHORD AT SIMPSON SHEARWALLORPROVIDE W SI ILSAT LL NAIL STRAP AL NG SHEAR WALL SHEATHING& SHEAR WALL OR PROVIDE SIMPSON SHEAR WALL SHEATHING& NAILS AT ALL NAIL HOLES ALONG NAILING PER PLAN&SCHEDULE CMSTI4 STRAP W/16d NAILS AT ALL NAIL NAILING PER PLAN&SCHEDULE ENTIRE TOP CHORD AT PERFORATION Q J APPLIED TO ALL FACES OF WALL HOLES ALONG ENTIRE TOP CHORD AT APPLIED TO ALL FACES OF WALL PERFORATION 4x HF BLOCKING,TYP Q I I. -I I I I.. SHEATHING AND NAILING w PER PLAN AND SW SCHED EXTERIOR SW SHEATHING M M AND NAILING PER PLAN CONT FULL WIDTH AND IN I - - -- - �I - - -- - ___ _____ AND SW SCHED FULL DEPTH LSL RIM AT '''SJ N '^ FLOOR LEVEL V I I. HEADER PER PLAN 4x HIF I I. HEADER PER PLAN CONT FULL WIDTH AND 2x CONTINUOUS RIM Y N 0 Z I. FULL DEPTH RIM AT WHERE SHAFT IS AT A II II. BLOCKING,TYPII II. FLOOR LEVEL SHEATHING AND CORNER,LAP BEAMS AT cc NAILING PER PLAN CORNER AND PROVIDE Q Q L II II. II I II. WHERE SHAFT 15 AT A CONTINUOUS CMSTI4 I I I I I I. SIMPSON L90 CLIP AT I I. STRAP W/16d NAILS AT I I I I. CONTINUOUS CMST16 STRAP W/10d LAP SHEATHING AT RIM CORNER,LAP BEAMS AT INSIDE OF CORNER W I L J I. I I I. NAILS AT ALL NAIL HOLES OVER ENTIRE CORNER AND PROVIDE W HEADER SUPPORTS PER ALL NAIL HOLESNGTH OVER AND PROVIDE PANEL J _ LENGTH OF PERFORATED SHEAR WALL SIMPSON L90 CLIP AT 1 I: PLAN&SCHEDULE ENTIRE LENGTH OF .� -I EDGE NAILING PER SW INSIDE OF CORNER FULL DEPTH 3/4" Q Z I I PERFORATED SHEAR I I I HEADER SUPPORTS PER SCHEDULE EA SIDE OF SHEATHING OR Ix FRAMING Z N 0 I I' WALLI I I PLAN&SCHEDULE ADJOINING PANEL EDGE BETWEEN RIM BOARDS 0 II 7 ADDITIONAL II IIIh - 1 - --NI - z Z Z 0 INTERMEDIATE I I. -�- JOISTS PER PLAN I CHORD PER SHEAR { I II. Z N J m II WALLSCHEDULE 'Il W w O I I END STUDS PER T I I NMD SHEPSON A35 PER PLAN AND SHEAR WALL SCHED U Q HOLDOWN II II SCHEDULE,TYP 'I II PLYWOODSHERPLAN II I I.- AND NAILING PER PLAN I II I II �6 AND SHEAR WALL SCHED __ ___4 PARTY WALL W/SIZE AND SPACING OF END STUDS PER HOLDOWN STUDS PER PLAN NOTES A.ELEVATION AT DOOR SCHEDULE(HOLDOWN NOT SHOWN) EXTERIOR SIDE INTERIOR SHAFTSIDE INTERIOR SIDE INTERIOR SHAFT SIDE FORCE-TRANSFER SHEAR WALL DETAIL J FORCE-TRANSFER SHEAR WALL DETAIL f� STAIRWAY&SHAFT SECTIONS S5.3-C 6 SCALE: NTS • SCALE: NTS v SCALE: 1"=1'-0" C 41110M DIAPHRAGM BOUNDARY SHEATHING PER ROOF ENGINEERING SHEATHING AND NAILING PER DIAPHRAGM BOUNDARY NAILING NAILING PER ROOF FRAMING PLAN NOTES ROOF FRAMING PLAN NOTES PER ROOF FRAMING PLAN NOTES FRAMING PLAN NOTES 250 4TH AVE. S., SUITE 200 ROOF SHEATHING AND EDMONDS,(425) GTON 0 020 NAILING PER ROOF TRUSS BLOCKING DESIGNED AND PHONE (425) 778-8500 FRAMING PLAN NOTES Z(BRA PROVIDED BY TRUSS MFR.DESIGN FAX (425) 778-5536 BLOCKING FOR 242 PLF IN-PLANE 2x OUTLOOKER 2x4 BLOCKING SHEAR AT SHEAR WALLS ONLY DIAPHRAGM BOUNDARY 2x4 BLOCKING W/SILL EACH BRACE NAILING PER ROOF PLATE NAILING PER FRAMING PLAN NOTES SHEAR WALL SCHEDULE GABLE END TRUSS (6)10d FULL DEPTH BLOCKING SHEATHING AND NAILING TO GYl/;VY Cp RIPPED TO MATCH SLOPE MATCH SHEAR WALL BELOW og WAsg"9S OFROOF 2x4 OR SIMPSON A35 FRAMING v /p A35 EACH LINE SIMPSON LSTA35AL ANCHOR PER SHEAR 1 liftTE NAILING OF BLOCKING STRAP EACH SPLICEOC WALL SCHEDULE O,t� LzsS�4� SILL ERSHEAR WALL ty.SI b} SCHEDULE PRE-ENGINEERED ROOF ONAL TRUSS PER PLAN SIMPSON LTP4 PER •• • /�/g SHEAR WALL SCHEDULE PROVIDE BOUNDARY SIMPSON H2.5A NAILING ATTOP PLATE PER TIE AT EACH TRUSS SHEATHING AND 2x4 BLOCKING BOUNDARY NAILING PER PRE-ENGINEERED SHEAR WALL SCHEDULE 72x4 BLOCKING FOR EACH BRACE ROOF TRUSS PER PLAN NAILING PER PLAN AND (3)TRUSS SPACES @ NOTE: SHEAR WALL SCHEDULE SHEAR WALL SCHEDULE 4'-0"OC MAX REFER TO CASE A FOR SHEATHING AND STUD WALL FRAMING INFORMATION NOT SIMPSON H2.SA NAILING PER PLAN AND PER PLAN NOTES 6d COOLER NAILS @ SPECIFICALLY CALLED OUT SHEATHING AND EACH TRUSS SHEAR WALL SCHEDULE 6"OC OVER EXTENTS NAILING PER PLAN AND OF BLOCKING SHEAR WALL SCHEDULE OPTION A.BLOCKING AND STRAPS OPTION B.BRACING TYPICAL TRUSS SUPPORT DETAIL TYPICAL GABLE END SECTION TYPICAL TRUSS BLOCKING DETAIL a 7 SCALE: 1"=1'-0" 2 SCALE: 1"=1'-0" z � O j a N a' F SHEATHING AND NAILING PER w w ROOF SHEATHING AND ROOF FRAMING PLAN NOTES DIAPHRAGM BOUNDARY p a DIAPHRAGM BOUNDARY NAILING PER ROOF NAILING PER ROOF ROOF SHEATHING AND NAILING PER ROOF FRAMING PLAN NOTES 2x FLAT OUTLOOKER FRAMING PLAN NOTES ROOF SHEATHING AND NAILING PER ROOF FRAMING PLAN NOTES NAILING PER ROOF w\ FRAMING PLAN NOTES FRAMING PLAN NOTES DIAPHRAGM BOUNDARY FULL DEPTH BLKG RIPPED 2x4 BLKG W/SILL PL NAILING o NAILING PER ROOF 2x4 BLOCKING W/SILL TO MATCH SLOPE OF ROOF PER SHEAR WALL SCHED oo FRAMING PLAN NOTES PLATE NAILING PER SHEAR SILL PLATE NAILING WALL SCHEDULE PER SW SCHED Y tr FULL DEPTH BLOCKING 1 RIPPED TO MATCH SLOPE OF ROOF ROOF RAFTERS FULL DEPTH BLKG SIMPSON H2.5A TIE PER PLAN DESIGN: RMK SHEATHING AND RIPPED TO MATCH 16d @ 6"OC PROVIDE BOUNDARY 2x4 BLKG W/SILL PL NAILING PER PLAN AND SLOPE OF ROOF DRAWN: JEG NAILING AT TOP PLATE PER NAILING PER SHEAR SHEAR WALL SCHED PROVIDE BOUNDARY SHEAR WALL SCHEDULE WALL SCHED NAILING AT TOP PLATE PER CHECK: JGG PRE-ENGINEEREDROOF SIMPSON H2.5A TIE SHEAR WALL SCHEDULE JOB NO: 18386.10 TRUSS PER PLAN SHEATHING AND NAILING PER PLAN AND SHEAR STUD WALL FRAMING ROOF RAFTERS PER PLAN DATE: 08/09/19 SIMPSON H2.5 TIE WALL SCHEDULE PER PLAN NOTES SHEATHING AND NAILING FULL HEIGHT STUDS PER PLAN AND SHEAR STUD WALL FRAMING AT EACH TRUSS WALL SCHEDULE AT GABLE END PER PLAN NOTES DROP BEAM PER PLAN TRUSS SUPPORT AT BEAM TYPICAL RAFTER SUPPORT DETAIL a SECTION J TYPICAL RAFTER SUPPORT DETAIL SCALE: 1"=1' 1'0" W Z ROOF SHEATHING AND DIAPHRM BOUNDARY W /n NAILING PER ROOF NAILING AGPER PLAN AND > v/ FRAMING PLAN NOTES FRAMING NOTES Q J ROOF SHEATHING AND PANEL EDGE NAILING = Q NAILING PER ROOF PER PLAN NOTES FRAMING PLAN NOTES r PRE-ENGINEERED ROOF ROOF NOTE: STUD WALL PER w 2x HF BLKG.AT FOR NOTES AND DETAILS ROOF SHEATHING AND PLAN&NOTES M C) TRUSS PER PLAN.DESIGN ROOF NAILING PER ROOF ad N RIDGE,TVP NOT SPECIFICALLY CALLED TRUSS FOR 310 PLF O PLANE OUT REFER TO CASE A PRE-ENGINEERED ROOF TRUSS FRAMING PLAN NOTES N SHEAR LOADING LINO ON PLAN PER ROOF PLAN.DESIGN ROOF 00 VALLEY TRUSSES PER TRUSS FOR 310 PLF IN-PLANE Y W 0) SIMPSON B SERIES 2x BLOCKING (n Z ROOF PLAN,TVP SILL PLATE NAILING PER (ASD)SHEAR LINO ON PLAN SLOPED HANGER OVER EXTENTS Q Q 2x4 BLOCKING AND W/SILL SHEAR WALL SCHEDULE OFLEDGER SILL PLATE NAILING PER PLATE NAILING PER SHEAR 0.131"�x 3" SHEAR WALL SCHEDULE WALL SCHEDULE 2x CONTINUOUS NAILS@5"" W Q J'j' FULL LENGTH TO _j Z 2x4 SLEEPER TYP W/(2) OVERLAP SHEAR 0.131"0 x 3 1/2"NAILS PANEL EDGE NAILING PER WALL CONT 2x4 NAILER Z N 0 EACH TRUSS SHEAR WALL SCHEDULE 2x HF LEDGER PANEL EDGE NAILING PER W/(2)16d NAILS Z STUD WALL W/SHEATHING SHEAR WALLSCHEDULE @ 12'OC W &NAILING PER PLAN AND F- Z Z O PRE-ENGINEERED ROOF SHEAR WALL SCHEDULE CONT FULL WIDTH r Z C14 -1 TRUSSES PER ROOF PLAN TOP PLATE ON 2x4 w PLATES 2x ROOF RAFTERS W ^ < 0 PER PLAN U Q A.DRAG TRUSS AT SHEAR WALL B.ALTERNATIVE DRAG TRUSS AT SHEAR WALL SHEATHIN AND S NAILING PER PLAN AND SHEAR I WALL SCHEDULE PARTY WALL PER PLAN TYPICAL OVERFRAMING DETAIL TYPICAL DRAG TRUSS SECTION i TYPICAL DRAG TRUSS SECTION AT PARTY WALL ii RAFTER LEDGER DETAIL ��.♦_� 8 SCALE: 1"=lb' •O SCALE: 1"=1'-O" •• SCALE:FM =1'0" I SCALE: 1"=1'-O' FULL DEPTH BLKG RIPPED DIAPHRAGM BOUNDARY TO MATCH SLOPE OF ROOF NAILING PER ROOF 2x4 BLKG W/16d @ 6"OC C FRAMING PLAN NOTES E I ROOF SHEATHING AND 250 4TH AVE. S., SUITE 200 NAILING PER ROOF EDMONDS, WASHINGTON 98020 FRAMING PLAN NOTES PHONE (425) 778-8500 FAX (425) 778-5536 16d@6"OC TRUSS OVERFRAMING PER TYP DETAIL ROOF RAFTERS GYl/;VY Cp� PER PLAN of WAsgf"9S PROVIDE BOUNDARY O�$ —„� NAILING ATTOP PLATE PER SIMPSON H2.SA TIE ` �p SHEAR WALL SCHEDULE SW6 SHEATHING&NAILING DIAPHRAGM BOUNDARY ROOF SHEATHING AND NAILING PER ROOF NAILING PER ROOF DIAPHRAGM BOUNDARY FRAMING PLAN NOTES FRAMING PLAN NOTES `S'Sj NAILING PER ROOF ONAL STUD WALL FRAMING FRAMING PLAN NOTES 2x8 BLKG RIPPED TO ROOF SHEATHING AND PER PLAN NOTES MATCH ROOF SLOPE DIAPHRAGM BOUNDARY NAILING PER ROOF �/�/19 ROOF SHEATHING AND NAILING PER ROOF FRAMING PLAN NOTES NAILING PER ROOF FRAMING PLAN NOTES AMING FRAMING PLAN NOTES 2x8 BLKG TRUSS TYPICAL DETAIL SW6 SHEATHING PER TYPICAL DETAIL AND NAILING 16d @ 6"OC SHEATHING AND NAILING PER ROOF FRAMING PLAN 16d @ 6"OC 2x6 WALL W/(2) DRAG TRUSS PER PLAN NOTES 16d @ 8"OC SILL PLATE NAILING J 2x HF LEDGER W/(2)16d @ (2)16d @ 8"OC Q 12"OC NAILS INTO BLKG 2x6 HF BLKG SLOPED PROVIDED BETWEEN STUDS 0 m Ll TO MATCH LOWER ROOF PROFILE 16d @ 6"OC ' _ is vi ROOFTRUSSES ROOFTRUSSES ~ PER PLAN - - PER PLAN SIMPSON H2.5A CONT FULL WIDTH ROOFTRUSSES ROOF TRUSSES AT EA TRU55 w w 16d @ 6"OC TOP PLATE ON 2x4 PER PLAN PER PLAN SIMPSON A35 @ 24"OC PLATES SIMPSON A35 @ 24"OC SIMPSON H2.SA 2x BLKG RIPPED TO SHEATHING AND AT EA TRUSS CONT FULL WIDTH TOP SHEATHING AND MATCH ROOF SLOPE NAILING PER PLAN AND PLATE ON 2x4 PLATES NAILING PER PLAN AND CONT FULL WIDTH TOP ROOF TRUSSES SHEAR WALL SCHED PARTY WALL SHEATHING AND SHEAR WALL SCHED Q O PER PLAN SHEATHING AND NAILING PLATE ON 2x4 PLATES o PER PLAN NAILING PER PLAN AND PER PLAN AND SHEAR oo p SHEAR WALL SCHED WALL SCHEDULE PARTY WALL PER PLAN Y PARTY WALL PER PLAN � Q RAFTER AND TRUSS FRAMING DETAIL TRUSS FRAMING AT PARTY WALL TRUSS FRAMING AT PARTY WALL d TRUSS FRAMING AT PARTY WALL 1 SCALE: 1" 1'-0" SCALE: 1"=1'0" 3 SCALE: 1"=1'-0" T SCALE: 1"=V-0" DESIGN: RMK DRAWN: JEG CHECK: JGG JOB NO: 18386.10 2x OUTLOOKER SHEATHING AND NAILING PER ROOF SHEATHING& DATE: 08/09/19 ROOF FRAMING PLAN NOTES NAILING PER ROOF SW6 SHEATHING DIAPHRAGM BOUNDARY NAILING FRAMING PLAN NOTES DIAPHRAGM NAILING PER ROOF BOUNDARY AND NAILING PER ROOF FRAMING PLAN NOTES FRAMING PLAN NOTES PANEL EDGE NAILING 2x8 BLKG RIPPEDTO PER PLAN NOTES MATCH ROOF SLOPE 2x4 BLKG BETWEEN 2x8 BLKG SHEATHING AND NAILING PER TRUSSES W/(2)16d @ DIAPHRAGM BOUNDARY NAILING ROOF FRAMING PLAN NOTES PER ROOF FRAMING PLAN NOTES SHEATHING AND NAILING PER 6"OC INTO 2x8 BLKG ROOF FRAMING PLAN NOTES WOOD STUD WALL PER PLAN W 2x HF LEDGER W/(2)16d @ z 12"OC NAILS INTO BLKG PROVIDED BETWEEN STUDS 2x6 HF BLKG W SLOPED TO > I n MATCH LOWER V ROOF PROFILE Q J ROOF RAFTERS PER PLAN = Q 2x BLKG W/16d @ 6"OC � SHEATHING&NAILING ((� W SIMPSON LUS HANGER PER PLAN&SHEAR Q W/SLOPED SEAT WALL SCHEDULE (V TRUSS-TO-TRUSS REFER TO TYPICAL GABLE N HANGER PER MFR END DETAIL FOR NOTES TRUSS MFRTO PROVIDE00 AND INFORMATION NOT SOLID BLKG IN TRUSS WEB 'TRUSSES SHEATHING AND SPECIFICALLY CALLED OUT FOR RAFTER CONNECTION N 0iSHEARWALNAILING LSH-- 'F PLAN AND SIMPSON A35 @ 24"OC SIMPSUSSSA WTRUSS PER PLAN&MFR uj Q ROOF TRUSSES ING&NAILING Q PER PLAN&SHEAR Z GIRDER TRUSS PER PLAN PER PLAN WALL SCHEDULE LL Z (n O S F 6 TRUSS SECTION AT RAFTER CONNECTION LOWER ROOF SECTION j� TRUSS FRAMING AT EXTERIOR WALL LLJ 0 L.L. 5 TRUS„_1_RAMING DETAIL TRUSS D 7 SCALE: 1"=1'-0" `+ SCALE: 1"=1'-0" ~ Z z O a S6.2-C STRUCTURAL NOTES C (THESE NOTES ARE TYPICAL UNLESS NOTED OR DETAILED OTHERWISE ON DRAWINGS) ENGINEERING CODE SHOP DRAWINGS MINIMUM LAPS AND EMBEDMENT WELDING 250 4TH AVE. S., SUITE 200 ALL MATERIALS,WORKMANSHIP,DESIGN,AND CONSTRUCTION SHALL CONFORM TO THE DRAWINGS, SHOP DRAWINGS FOR THE FOLLOWING ITEMS SHALL BE SUBMITTED TO THE ARCHITECT AND STRUCTURAL UNLESS OTHERWISE NOTED,REINFORCING SPLICE LENGTHS AND DEVELOPMENT LENGTHS SHALL BE AS WELDING SHALL CONFORM TO AWS"STRUCTURAL WELDING CODE",LATEST EDITION.ALL WELDING SHALL BE EDMONDS, WASHINGTON 98020 SPECIFICATIONS,AND THE INTERNATIONAL BUILDING CODE(IBC),2015 EDITION.SPECIFICATIONS AND ENGINEER FOR REVIEW PRIOR TO FABRICATION: TABULATED BELOW: DONE WITH 70 KSI LOW HYDROGEN ELECTRODES.WHERE NOT CALLED OUT,MINIMUM FILLET WELD SIZE SHALL PHONE (425) 778-8500 STANDARDS WHERE REFERENCED ON THE DRAWINGS ARE TO BE THE LATEST EDITION. BE PER TABLE 5.8 IN AWS DI.J.,LATEST EDITION. FAX (425) 778-5536 1.REINFORCING STEEL 3.PREMANUFACTURED WOOD TRUSSES f'c=3000 PSI DESIGN LOADS 2.CONCRETE MIX DESIGN 4.WOOD I-JOISTS&ENGINEERED WOOD BEAMS DEVELOPMENT LENGTH LAP SPLICE WELDING OF REINFORCING BARS SHALL NOT BE PERMITTED UNLESS SPECIFICALLY CALLED OUT ON DRAWINGS OR APPROVED BY STRUCTURAL ENGINEER.WELDING OF GRADE 60 REINFORCING BARS SHALL BE PERFORMED DEAD LOADS: SHOP DRAWINGS SHALL BE REVIEWED,REVISED AS REQUIRED FOR FIELD CONDITIONS,AND DATE STAMPED BY BAR TENSION COMPRESSION TENSION COMPRESSION USING LOW HYDROGEN ELECTRODES.WELDING OF GRADE 40 REINFORCING BARS SHALL BE PERFORMED USING ROOF 15 PSF THE CONTRACTOR PRIOR TO REVIEW BY THE ENGINEER.CONTRACTOR SHALL PROVIDE(3)SETS OF SHOP SIZE E70XX ELECTRODES.SEE REINFORCING NOTES FOR MATERIAL REQUIREMENTS OF WELDED BARS.WELDING FLOOR 24 PSF DRAWINGS FOR ENGINEER'S REVIEW.ALLOW TWO WEEKS FOR SHOP DRAWING APPROVAL BY ENGINEER. TOP BARS OTHER BARS ALL BARS TOP BARS BARS ALL BARS WITHIN 4"OF COLD BENDS IN REINFORCING BARS IS NOT PERMITTED. OVY C w LIVE LOADS: ENGINEER'S SHOP DRAWING REVIEW IS FOR GENERAL CONFORMANCE WITH THE DESIGN CONCEPT AND #3 22 17 9 28 22 12 ALL WELDING SHALL BE DONE BY WASHINGTON ASSOCIATION OF BUILDING OFFICIALS(WABO)CERTIFIED C'��F// 1 f sF' ROOF(SNOW LOAD) 25 PSF CONTRACT DOCUMENTS.MARKINGS OR COMMENTS SHALL NOT BE CONSTRUED AS RELIEVING THE WELDERS. T pup.- PRIVATE DECKS 60 PSF CONTRACTOR FROM COMPLIANCE WITH THE PROJECT PLANS AND SPECIFICATIONS.THE CONTRACTOR REMAINS #4 29 22 11 37 29 15 1 RESIDENTIAL 40 PSF RESPONSIBLE FOR DETAILS AND ACCURACY,FOR CONFORMING AND CORRELATING ALL QUANTITIES AND #5 36 28 14 47 36 19 LUMBER DIMENSIONS,FOR SELECTING FABRICATION PROCESSES,FOR TECHNIQUES OF ASSEMBLY,AND FOR PERFORMING O z 25 (LIVE LOADS ARE REDUCED WHERE PERMISSIBLE PER IBC SECTION 1607.10). THE WORK IN A SAFE MANNER. #6 43 33 17 56 43 23 GALL RADING ES SPECIFIED ARE MINIMUM KILN-DRIED TO MC GRADES OF THE FIRED.ALL LUMBER MINIMUM STANDARDS:BE IN ACCORDANCE WITH WWPA SSIONAL � EARTHQUAKE LOADS: ENGINEER'S SHOP DRAWING REVIEW OF STRUCTURAL COMPONENTS DESIGNED BY OTHERS IS FOR LOADS #7 63 48 20 81 63 27 IMPOSED ON THE BASIC STRUCTURE.THE COMPONENT DESIGNER IS RESPONSIBLE FOR CODE CONFORMANCE #8 72 55 22 93 72 30 SIZE CLASSIFICATION SPECIES GRADE Fb(PSI) Fc(PSI) 08/09119 EQUIVALENT LATERAL FORCE PROCEDURE PER ASCE 7-10 SECTION 12.8. AND ALL CONNECTIONS TO TH E BASIC STRUCTURE.SHOP DRAWINGS SHALL INDICATE MAGNITUDE AND LIGHT FRAMING(STUDS) DOUG-FIR STUD 776(REP) 800 DIRECTION OF THE LOADS IMPOSED ON THE BASIC STRUCTURE AND SHALL BE STAMPED&SIGNED BY A SITE CLASS D PROFESSIONAL ENGINEER REGISTERED IN THE SAME STATE AS THE PROJECT. f'c=4000 PSI 2x JOISTS AND PLANKS DOUG-FIR #2 978(REP) - SHORTPERIODSPECTRALRESPONSEACCEL(Ss) 1.071 DEVELOPMENT LENGTH LAP SPLICE PLATES AND BLOCKING DOUG-FIR #2 850 ONE SECOND SPECTRAL RESPONSE ACCEL N 0.417 FABRICATION SHALL BEGIN ONLY AFTER SHOP DRAWINGS BEARING THE STAMP AND SIGNATURE OF THE - SHORT PERIOD DESIGN SPECTRAL RESPONSE ACCEL(Sos) 0.765 PROJECT ARCHITECT,ENGINEER OF RECORD,AND CONTRACTOR HAVE BEEN RECEIVED. BAR TENSION COMPRESSION TENSION COMPRESSION 6x AND LARGER BEAMS AND DOUG-FIR #2 875 - ONE SECOND DESIGN SPECTRAL RESPONSE ACCEL(So,) 0.440 SIZE STRINGERS RISK CATEGORY II FOUNDATIONS:SPREAD FOOTINGS TOP BARS OTHER ALL BARS TOP BARS OTHER ALL BARS SEISMIC IMPORTANCE FACTOR 1.0 BARS BARS 4x AND SMALLER BEAMS AND DOUG-FIR #2 850 - (e) SOILS REPORT: REPORT NO: 18-0408 #3 19 15 8 24 19 12 STRINGERS SEISMSEISMGN CATEGORY D PREPARED BY: GEOTEST ALL POSTS AND TIMBERS DOUG-FIR #1 1200 1000 BASIC SEISMIC IC FORCE-RESISTING-SYSTEM WOOD SHEAR WALLS DATED: MAY 17,2019 #4 25 19 10 33 25 15 RESPONSE MODIFICATION FACTOR,(R) 1.5 REFER TO PLAN NOTES,SCHEDULES,AND DETAILS FOR MORE SPECIFIC LUMBER SIZE AND GRADE REQUIREMENTS. REDUNDANCY FACTOR(p) 1.0 #5 31 24 12 41 31 19 SEISMIC RESPONSE COEFFICIENT(C 0.118 ALLOWABLE SOIL PRESSURE: 2000 PSF ALL LUMBER IN CONTACT WITH CONCRETE,MASONRY,OR WITHIN 8"OF SOIL SHALL BE PRESSURE-TREATED. F s) #6 37 29 15 49 37 23 F W=TOTAL SEISMIC DEAD LOAD AS DEFINED PER ASCE 7-10 SECTION 12.7.2. LATERAL EARTH PRESSURE: #7 54 42 17 71 54 27 NAILS,BOLTS,AND METAL CONNECTORS FOR WOOD z UNRESTRAINED: 35 PCF+ANY APPLICABLE SURCHARGE O m RESTRAINED: 55 PCF+ANY APPLICABLE SURCHARGE #8 62 48 19 81 62 30 ALL NAILS SHALL CONFORM TO THE STANDARDS SET FORTH BY THE NATIONAL DESIGN STANDARDS(NDS)FOR I- BASE SHEAR(V),V=CsW= SD5 W � PASSIVE: 300 PCF WOOD CONSTRUCTION,LATEST EDITION.NAILING NOT SPECIFIED SHALL BE PER IBC TABLE 2304.9.1 NAILING _ � COEFFICIENT OF FRICTION: 0.35 NOTE: SCHEDULE.ALL NAILS CALLED OUT ON PLANS SHALL BE COMMON NAILS UNLESS NOTED OTHERWISE AND SHALL WIND LOADS: 1.ALL LENGTHS ARE IN INCHES. MEET OR EXCEED THE FOLLOWING MINIMUM GUIDELINES: FOUNDATIONS SHALL BEAR ON NATIVE SITE SOILS OR STRUCTURAL FILL,PREPARED AND COMPACTED AS 2.ALL LAP SPLICES ARE CLASS B. m BASIC WIND SPEED(3 SECOND GUST) 110 MPH REQUIRED BY THE GEOTECHNICAL REPORT AND AT LEAST 18"BELOW ADJACENT EXTERIOR GRADE.ANY 3.'TOP BARS"ARE HORIZONTAL REINFORCEMENT PLACED SUCH THAT MORE THAN 12 INCHES OF NAIL SHANKS MIN LENGTH p a EXPOSURE B FOUNDATION ELEVATIONS SHOWN IN THE DRAWINGS REPRESENT MINIMUM DEPTHS AND ARE FOR BIDDING CONCRETE IS CAST IN THE MEMBER BELOW THE BAR. 8d COMMON 0.1310 2 1/2"SHANK Kn 1.0 ONLY.ACTUAL FOUNDATION ELEVATIONS ARE SUBJECT TO SITE CONDITIONS AND MUST THEREFORE BE a, ESTABLISHED BY THE CONTRACTOR. CONCRETE WALL REINFORCING 10d COMMON 0.1480 3"SHANK w\ SEE PLANS FOR ADDITIONAL DESIGN LOADS. H p� 12d COMMON 0.1480 3 1/4"SHANK IMPORTED STRUCTURAL FILL AND BACKFILL MATERIAL SHOULD CONSIST OF CLEAN,WELL GRADED GRANULAR PROVIDE THE FOLLOWING MINIMUM REINFORCING UNLESS NOTED OR DETAILED OTHERWISE(GRADE 60): o STATEMENT OF SPECIAL INSPECTIONS MATERIAL FREE OF DEBRIS OR ORGANICS AS SPECIFIED IN THE GEOTECHNICAL REPORT. i6d COMMON 0.1620 31/2"SHANK 000 THICKNESS REINFORCING PLACEMENT J.d SPECIAL INSPECTIONS ARE REQUIRED AS INDICATED IN THE FOLLOWING TABLE.THE CONTRACTOR SHALL BACKFILL BEHIND ALL RETAINING WALLS WITH WELL-DRAINING,GRANULAR FILL AND PROVIDE FOR SUBSURFACE #4 @ 13"OC ME BOX NAILS MAY BE SUBSTITUTED FOR&COMMON NAILS WITH NO CHANGE IN NAIL SPACING.FRAMING Y SUBMIT WRITTEN STATEMENT OF RESPONSIBILITY TO THE BUILDING OFFICIAL AND OWNER PRIOR TO DRAINAGE. 6"WALLS EA WAY CENTERED MEMBERS MAY BE NAILED WITH 16d SINKERS(0.148"0 x 31/4"),BUT ONLY 16d COMMON NAILS SHALL BE USED Q COMMENCEMENT OF WORK IN ACCORDANCE WITH CHAPTER 1704.40F THE IBC. 8"WALLS #5 @ 15"OC EA WAY CENTERED WHERE l6d NAILS ARE INDICATED IN THIS DRAWING SET.ENGINEER MAY APPROVE OTHER NAILS IF NAIL LABELS 7 L STRUCTURAL OBSERVATION OF THE STRUCTURAL SYSTEM BY THE ENGINEER IS NOT REQUIRED. EXCAVATIONS AND DRAINAGE INSTALLATION SHALL BE OBSERVED BY A SOILS ENGINEER RETAINED BY THE ARE SUBMITTED TO ENGINEER PRIOR TO START OF CONSTRUCTION. OWNER.IF EXCAVATION SHOWS SOIL CONDITIONS TO BE OTHER THAN THOSE ASSUMED ABOVE NOTIFY THE 30"WALLS #4@16"OC EA WAY,EA FACE DESIGN: RMK FREQUENCY AND DISTRIBUTION OF REPORTS-INSPECTION REPORTS SHALL BE PROVIDED FOR EACH DAY ON STRUCTURAL ENGINEER FOR POSSIBLE FOUNDATION REDESIGN. ALL BOLTS IN WOOD MEMBERS SHALL CONFORM TO ASTM A307.PROVIDE WASHERS UNDER THE HEADS AND CONCRETE GENERAL NOTES NUTS OF ALL BOLTS AND LAG SCREWS BEARING ON WOOD.LEAD HOLES FOR LAG BOLTS SHALL BE BORED FOR DRAWN: J EG SITE BY SPECIAL INSPECTOR.STRUCTURAL OBSERVATION REPORTS SHALL BE PROVIDED AFTER EACH DEFERRED APPROVAL ITEMS THE SHANK AND THREADED PORTIONS PER NDS 11.1.3. OBSERVATION.REPORTS SHALL BE DISTRIBUTED TO TH E CONTRACTOR,ARCHITECT,ENGINEER AND BUILDING CHECK: JGG OFFICIAL. SUBMITTAL DOCUMENTS FOR DEFERRED SUBMITTAL ITEMS SHALL BE SUBMITTED TO THE ARCHITECT AND VERTICAL BARS SHALL START FROM TOP OF FOOTING.HORIZONTAL BARS SHALL STARTA DISTANCE OF I/2 THE CONNECTORS CALLED OUT BY LETTERS AND NUMBERS SHALL BE"STRONG-TIE"BY SIMPSON COMPANY, NORMAL BAR SPACING FROM TOP OF FOOTING AND TOP OF FRAMED SLABS.IN ADDITION,THERE SHALL BE A CATALOG TO BE THE LATEST EDITION,OR ENGINEER APPROVED EQUAL.CONNECTORS SHALL BE INSTALLED IN ENGINEER REVIEWED WHO SHALL REVIEWHAVE THEM ANDFOUND INDICATE IN GENERAL CONFORMANCE SUBMITTAL DOCUMENTS HORIZONTAL BAR AT A MAXIMUM OF 3"FROM TOP OF WALL AND BOTTOM OF FRAMED SLABS. JOB NO: 8/09/19 SPECIAL INSPECTION HAVE BEEN REVIEWED AND THAT THEY HAVE BEEN FOUND TO BE IN GENERAL CONFORMANCE WITH THE DESIGN ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS AND WITH THE NUMBER AND SIZE OF OF THE BUILDING.THE DEFERRED SUBMITTAL ITEMS SHALL NOT BE INSTALLED UNTIL THEIR DESIGN AND FASTENERS AS SPECIFIED BY THE MANUFACTURER.WHERE CONNECTOR STRAPS CONNECT TWO MEMBERS, DATE: 08�09�19 OPERATION CONT PERIODIC REMARKS SUBMITTAL DOCUMENTS HAVE BEEN APPROVED BY THE BUILDING OFFICIAL. PROVIDE CORNER BARS TO MATCH THE HORIZONTAL REINFORCING WITH TENSION LAP SPLICE AT EACH SIDE PER TABLE,OR BEND ONE SIDE OVER TO PROVIDE TENSION LAP. PLACE ONE-HALF OF THE NAILS,SCREWS,OR BOLTS IN EACH MEMBER. SOILS 1.PREMANUFACTURED WOOD TRUSSES INSTALL SOLID BLOCKING AT ALL BEARING POINTS.ALL SHIMS SHALL BE SEASONED,DRIED,AND THE SAME 2.HANDRAILS AND GUARDRAILS PROVIDE CONTROL OR CONSTRUCTION JOINTS IN SLABS ON GRADE TO BREAK UP SLAB INTO RECTANGULAR AREAS EXCAVATION&FILL&COMPACTION&DRAINAGE X GEOTECH ENGINEER 3.PREMANUFACTURED BOLT-ON DECKS OF NOT MORE THAN 400 SQUARE FEET EACH.AREAS TO BE AS SQUARE AS PRACTICALAND HAVE NO ACUTE GRADE(MINIMUM)AS MEMBERS CONNECTED. CONCRETE ANGLES.JOINT LOCATIONS TO BE APPROVED BY THE ARCHITECT. CONCRETE GALVANIZATION REINFORCING PLACEMENT X ALL CONSTRUCTION JOINTS SHALL BE THOROUGHLY CLEANED AND PROPERLY PREPARED IMMEDIATELY PRIOR TO ANCHOR BOLTS X ALL CONCRETE SHALL BE MIXED,PROPORTIONED,CONVEYED,AND PLACED IN ACCORDANCE WITH SECTION POURING OF CONCRETE.DOWEL STEEL SHALL BETHE SAME SIZE AND SPACING AS MAIN REINFORCING DETAILED UNLESS NOTED OTHERWISE,STEELCONNECTORS IN CONTACT WITH TREATED WOOD SHALL BE GALVANIZED Y CHAPTER 5 OF ACI 318 AND THE AMERICAN CONCRETE INSTITUTE'S SPECIFICATIONS FOR STRUCTURAL BEYOND JOINT. ACCORDING TO THE FOLLOWING TABLE: HOLDOWN PLACEMENT X CONCRETE FOR BUILDINGS(ACI 301). UNTREATED ACQ-C CBA-A OTHER OTHER PT CONCRETE TEST SPECIMENS X BARS PARTIALLY EMBEDDED IN HARDENED CONCRETE SHALL NOT BE FIELD BENT UNLESS SO DETAILED OR GALVANIZATION WOOD CCA-C SBX ACQ-D CA-B BORATE ACZA WOOD W ALL CONCRETE SHALL BE STONE-AGGREGATE CONCRETE HAVING AUNIT WEIGHT OF APPROXIMATELY 150 APPROVED BY THE STRUCTURAL ENGINEER. Z CONCRETE PLACEMENT X POUNDS PER CUBIC FOOT. G90 X X X SEE ARCHITECTURAL DRAWINGS FOR ALL GROOVES,NOTCHES,CHAMFERS,FEATURE STRIPS,COLOR,TEXTURE AND ADHESIVE ANCHORS X IF USED CONCRETE STRENGTHS AT 28 DAYS(f'c)AND MIX CRITERIA SHALL BE AS FOLLOWS: OTHER FINISH DETAILS AT ALL EXPOSED CONCRETE SURFACES.PROVIDE 3/4"CHAMFER AT ALL CORNERS EXCEPT AS G185 X X X X X X W EXPANSION ANCHORS X IF USED NOTED. HDG X X X X X X MAXIMUM MIN CEMENT MAXIMUM Q STRUCTURAL STEEL TYPE OF CONSTRUCTION f'c WATER/CEMENT CONTENT PER CUBIC STRUCTURAL STEEL STT300 X X X X X X X X SHRINKAGE$TRAIN FABRICATION&ERECTION X RATIO YARD STRUCTURAL STEEL DESIGN,FABRICATION AND ERECTION SHALL BE IN ACCORDANCE WITH THE AISC G90=0.90 OZ.OF ZINC PER SQUARE FOOT OF AREA = HIGH STRENGTH BOLTING X SLAB ON GRADE 3000 PSI 0.55 51/2 SACK N/A "SPECIFICATION FOR THE DESIGN,FABRICATION,AND ERECTION OF STRUCTURAL STEEL FOR BUILDINGS",LATEST G185=1.85 OZ.OF ZINC PER SQUARE FOOT OF AREA HOG=HOT DIP GALVANIZED SHOP&FIELD WELDING FOOTINGS 4000 PSI 0.50 51/2 SACK N/A EDITION. SST300=TYPE 316L STAINLESS STEEL W SINGLE PASS FILLET WELDS<5/16" X WALLS 4000 PSI 0.48 51/2 SACK N/A SHAPES SHALL CONFORM TO ASTM A992,Fy=50 KSI. RATED SHEATHING Cal 0 WOOD FRAME THE MINIMUM AMOUNT OF CEMENT LISTED ABOVE MAY BE CHANGED IF A CONCRETE PERFORMANCE MIX IS PLATES,ANGLES,AND RODS SHALL CONFORM TO ASTM A36,Fy=36 KSI. N RATED SHEATHING SHALL BE GRADE C-DINT-APA WITH EXTERIOR GLUE OR O5B SHEATHING WITH EXTERIOR 00Z SHEARWALL&DIAPHRAGM NAILING X SPACING 54-Oc SUBMITTED TO THE ENGINEER AND THE BUILDING DEPARTMENT FOR APPROVAL TWO WEEKS PRIOR TO PLACING STRUCTURAL TUBING SHALL CONFORM TO ASTM ASOO GRADE B,Fy=46 K51. GLUE IN CONFORMANCE WITH IBC STANDARD 2303.1.4. Y N ANY CONCRETE.THE PERFORMANCE MIX SHALL INCLUDE THE AMOUNTS OF CEMENT,FINE AND COARSE STRAP NAILING X AGGREGATE,WATER,AND ADMIXTURES AS WELLASTHE WATER-CEMENT RATIO,SLUMP,CONCRETE YIELD,AND TIMBERSTRAND,MICROLLAM,AND PARALLAM MEMBERS J STEEL PIPE SHALL CONFORM TO ASTM A53 GRADE B,Fy=35 KSI. NOTE: SUBSTANTIATING STRENGTH DATA IN ACCORDANCE WITH CHAPTER 5 OF ACI 318. Q � Q ALL ITEMS MARKED WITH AN"X"SHALL BE INSPECTED IN ACCORDANCE WITH IBC CHAPTER 17.SPECIAL FABRICATED IN CONFORMANCE WITH THE INTERNATIONAL CODE COUNCIL EVALUATION SERVICE(ICC-ES) CL Q INSPECTION SHALL BE PERFORMED BY A QUALIFIED TESTING AGENCY DESIGNATED BY THE OWNER.THE ALL CONCRETE EXPOSED TO WEATHER OR TO FREEZING TEMPERATURES SHALL BE AIR-ENTRAINED IN BOLTS CONNECTING STEEL MEMBERS SHALL CONFORM TO ASTM A325-N.BOLTS SHALL BE 3/4"0 MINIMUM, REPORT NO.ESR-13870R CCMC REPORT NO.12627-R,08675-R,AND 11161-R.EACH MEMBER SHALL BE W ACCORDANCE WITH ACI 318 TABLE 4.2.1 FOR MODERATE EXPOSURE CONDITION. UNO ANCHOR BOLTS SHALL CONFORM TO ASTM A307. IDENTIFIED BY A STAMP INDICATING THE PRODUCT TYPE AND GRADE,ICC-ES OR CCMC REPORT NUMBER, L IJ RESULARCHITS.ANYI STRUCTURALAILINGENGINEER, MEETND HE PROJECTS SPECIFICATIONS TIONSSBE ALLBEISHED I MEDIATEH COPIES OF ALL AND J D TO ATTENTION FAILING TO MEET THE PROJECTSPECIFICATIONS SHALL BE IMMEDIATELY BROUGHT REINFORCING STEEL CONTRACTOR SHALL PROVIDE CONNECTION ADJUSTMENT TOLERANCES TO SATISFY THE REQUIREMENTS OF AISC MANUFACTURER'SCERTIFIED. MEMBERS S ALLMEET THE FOLLOWING MSTANI STANDARDS: AGENCY'S LOGO.FABRICATOR SHALL Q Z TO THE ATTENTION OF THE DESIGN TEAM. MAN UAL OF STEEL CONSTRUCTION. BE CERTIFIED.MEMBERS SHALL MEET THE FOLLOWING MINIMUM STANDARDS: Z N 0 REI NFORCING STEEL SHALL BE DEFORMED BILLET STEEL CONFORMING TO ASTM A615,AND SHALL BE GRADE 60 SIZE CLASSIFICATION SPECIES GRADE Fb(PSI) FV(PSI Fc(PSI) Z U (Fy=60,000 PSI),UNLESS NOTED OTHERWISE.GRADE 60 REINFORCING BARS INDICATED ON DRAWINGS TO BE UNLESS SPECIFIED AS STAINLESS STEEL,ALL STEEL MEMBERS,SHAPES,BOLTS,AND ACCESSORIES EXPOSED TO BEAMS&POSTS(d<91/2") LSL 1.3E 1,700 425 1,835 z WELDED SHALL CONFORM TO ASTM A706.REINFORCING COMPLYING WITH ASTM A615 MAY BE WELDED IF WEATHER SHALL BE HOT DIP GALVANIZED. Z MATERIAL PROPERTY RELA PORTS INDICATING CONFORMANCE WITH WELDING PROCEDURES SPECIFIED IN AWS NON-SHRINK GROUT RIMS&BEAMS(d>_91/2") LSL 1.55E 2,325 310 - Z N J D1.4 ARE SUBMITTED. m BEAMS&POSTS LVL 2.OE 2,600 285 2,510 L,J r� cl:� WELDED WIRE FABRIC SHALL CONFORM TO ASTM A185.PROVIDE WELDED WIRE FABRIC IN SHEETS NOT ROLLS. NON-SHRINK GROUT SHALL BE CEMENT-BASED WITH A MINIMUM COMPRESSIVE STRENGTH OF 5000 PSI WHEN L U Q N LAP WELDED WIRE FABRIC 12"AT SIDES AND ENDS. TESTED IN ACCORDANCE WITH ASTM C-109.GROUT SHALL BE MIXED AND PLACED IN STRICT ACCORDANCE WITH POSTS(d<91/2") PSL 1.8E 2,400 190 2,500 THE MANUFACTURER'S RECOMMENDATIONS. BEAMS(d>_91/2") PSL 2.2E 2,900 290 - REINFORCING STEEL SHALL BE DETAILED INCLUDING HOOKS AND BENDS IN ACCORDANCE WITH SP-66 AND ACI I I I 318R,LATEST EDITIONS.UNLESS OTHERWISE NOTED,REINFORCING SPLICE LENGTHS AND DEVELOPMENT TIMBERSTRAND,MICROLLAM,AND UNTREATED PARALLAM MEMBERS ARE INTENDED FOR DRY-USE LENGTHS SHALL BE PER SCHEDULE. APPLICATIONS.UNLESS NOTED OTHERWISE,ENGINEERED WOOD BEAMS EXPOSED TO WEATHER SHALL BE TREATED PER MANUFACTURES RECOMMENDATIONS. REINFORCING SHALL BE PLACED AND ADEQUATELY SUPPORTED PRIOR TO PLACING CONCRETE.WET-SETTING EMBEDDED ITEMS IS NOT ALLOWED WITHOUT PRIOR ENGINEER APPROVAL.BARS PARTIALLY EMBEDDED IN HARDENED CONCRETE SHALL NOT BE FIELD BENT UNLESS SO DETAILED OR APPROVED BY THE STRUCTURAL ^�.�-D ENGINEER.REFER TO CHAPTER 7 OF ACI 318 FOR OTHER REINFORCING STEEL REQUIREMENTS. `V STRUCTURAL NOTES C (THESE NOTES ARE TYPICAL UNLESS NOTED OR DETAILED OTHERWISE ON DRAWINGS) ENGINEERING GLUE-LAMINATED TIMBER GENERAL 250 4TH AVE. S., SUITE 200 GLUE-LAMINATED TIMBER SHALL BE DOUGLAS FIR,FABRICATED IN CONFORMANCE WITH ANSI/AITC STANDARD STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH ARCHITECTURAL,CIVIL,ELECTRICAL,AND LEGEND EDMONDS, WASHINGTON 98020 A 90.1,LATEST EDITION.EACH MEMBER SHALL BEAR AN AITC IDENTIFICATION MARK AND SHALL BE MECHANICAL DRAWINGS FOR BIDDING AND CONSTRUCTION.CONTRACTOR SHALL VERI FY ALL DIMENSIONS AND PHONE (425) 778-8500 DEFINITION SYMBOL DEFINITION SYMBOL FAX (425) 778-5536 ACCOMPANIED BY AN AITC CERTIFICATE OF CONFORMANCE.FABRICATOR SHALL BE CERTIFIED.MEMBERS SHALL CONDITIONS FOR COMPATIBILITY BEFORE PROCEEDING.ANY DISCREPANCIES SHALL BE BROUGHT TO THE BE OF THE FOLLOWING MINIMUM STANDARDS: ATTENTION OF THE ARCHITECT BEFORE PROCEEDING. DIRECTION OF SPAN COMBINATION Fb NATIVE SOIL FRAMING = — CONTRACTOR TOSEEARCHITECTURAL,CIVIL,ELECTRICAL AND MECHANICAL DRAWINGS FOR SIZE AND LOCATION EXTENT OF SIMPLE SPAN BEAMS 24F-V4 2400 PSI OF PIPE,VENT,DUCT AND OTHER OPENINGS AND DETAILS NOT SHOWN ON THESE DRAWINGS. FRAMING GRANULAR FILL CANTILEVER OR MULTI-SPAN BEAMS 24F-V8 2400 PSI CONTRACTOR SHALL BE RESPONSIBLE FOR ERECTION STABILITY AND TEMPORARY SHORING AS NECESSARY UNTIL COLUMNS STRUCTURAL STEEL GIVY Cp WOOD I-JOISTS PERMANENT SUPPORT AND STIFFENING ARE INSTALLED. of WAS "9S CONTRACTOR-INITIATED CHANGES SHALL BE SUBMITTED IN WRITING TO THE ARCHITECT AND STRUCTURAL COLUMN BEARING RATED SHEATHING WOOD I-JOISTS,MANUFACTURED BY THE TRUS JOIST CORPORATION SHALL BE SIZED AND DETAILED TO FIT THE ENGINEER FORAPPROVAL PRIOR TO FABRICATION OR CONSTRUCTION.CHANGES SHOWN ON SHOP DRAWINGS ON BEAM ?° DIMENSIONS AND LOADS INDICATED ON THE PLANS.ALL DESIGN SHALL BE IN ACCORDANCE WITH THE ONLY WILL NOT SATISFY THIS REQUIREMENT. ALLOWABLE VALUES AND SECTION PROPERTIES ASSIGNED BY THE BUILDING CODE. BEAM CONTINUOUS SHEAR WALL SWX znss DRAWINGS INDICATE GENERAL AND TYPICAL DETAILS OF CONSTRUCTION.WHERE CONDITIONS ARE NOT OVER SUPPORT (SEE SCHEDULE) L$F' ti PROVIDE TEMPORARY BRACING UNTIL SHEATHING AND PERMANENT BRACING IS INSTALLED.MANUFACTURER SPECIFICALLY INDICATED BUT ARE OF A SIMILAR CHARACTER TO DETAILS SHOWN,SIMILAR DETAILS OF „L `SjONAL SHALL PROVIDE ALL SPECIALTY ITEMS REQUIRED FOR ACOMPLETE INSTALLATION OF JOISTS.INSTALL PER CONSTRUCTION SHALL BE USED,SUBJECTTO REVIEW AND APPROVAL BY THE ARCHITECT AND THE STRUCTURAL CONCRETE WALL COLUMN MARK /�S�' MANUFACTURER'S RECOMMENDATIONS. ENGINEER. (SEE SCHEDULE) 08109119 BEARING STUD FOOTING(SEE SC O ALL TRUSS JOISTS ARE TO BE CONNECTED TO FLUSH BEAMS WITH SIMPSON TYPE ITS,IUS OR LBV HANGERS, WALL (SEE SCHEDULE) PROVIDE WEB STIFFENERS AS REQUIRED. NON-BEARING HOLDOWN MARK PRE-MANUFACTURED WOOD TRUSSES STUD WALL (SEE SCHEDULE) WOOD TRUSSES SHALL BE SIZED AND DETAILED TO FIT DIMENSIONS AND LOADS INDICATED ON THE PLANS.ALL BEARING STUD ( TTTT{ HANGER MARK O DESIGN SHALL BE IN ACCORDANCE WITH THE ALLOWABLE VALUES AND SECTION PROPERTIES ASSIGNED BYTHE SHEAR WALL (SEE SCHEDULE) BUILDING CODE.SUBMIT SHOP DRAWINGS FOR ENGINEER REVIEW PRIOR TO FABRICATION.CALCULATIONS AND NON-BEARING �j- �-( FLAG NOTE SHOP DRAWINGS SHALL BE SIGNED BY A PROFESSIONAL ENGINEER REGISTERED IN THE SAME STATE AS THE STUD SHEAR WALL )--�-�� (SEE PLAN NOTES) PROJECT.TRUSS DESIGN AND SHOP DRAWINGS SHALL BE IN CONFORMANCE WITH IBC 2303.4 CMU WALL STEEL MOMENT PROVIDE TEMPORARY BRACING UNTIL SHEATHING AND PERMANENT BRACING IS INSTALLED.MANUFACTURER FRAME CONN. Q SHALL PROVIDE ALL SPECIALTY ITEMS REQUIRED FOR A COMPLETE INSTALLATION OF JOISTS.INSTALL PER MANUFACTURER'S RECOMMENDATIONS. FOR TOP CHORD DESIGN LIVE LOADS,REFER TO THE DESIGN LOAD SECTION.IN ADDITION TO ROOF LOADING ABBREVIATIONS zO j LISTED IN THE DESIGN LOAD SECTION,ROOF TRUSSES SHALL BE DESIGNED FORA BOTTOM CHORD LIVE LOAD OF (A) ABOVE GLB GLUE-LAMINATED BEAM is N 10 PSF.TOP AND BOTTOM CHORD LIVE LOAD DO NOT NEED TO BE DESIGNED FOR SIMULTANEOUSLY. AB ANCHOR BOLT HORIZ HORIZONTAL U IN ADDITION TO THEIR SELF WEIGHT,ROOF TRUSSES SHALL BE DESIGNED FOR A TOP CHORD DEAD LOAD OF 13 ALT ALTERNATE KP KING POST w w PSF AND A BOTTOM CHORD DEAD LOAD OF 30 PSF ACTING SIMULTANEOUSLY.SEE ARCHITECTURAL AND MECHANICAL DRAWINGS FOR LOADS AND OPENINGS NOT SHOWN ON THE STRUCTURAL DRAWINGS. ARCH ARCHITECT KSI KIPS PER SQUARE INCH a DEFLECTIONS SHALL NOT EXCEED L/360 FOR LIVE LOADS,OR L/240 FOR TOTAL LOADS. (B) BELOW L ANGLE Ol TYPICAL FRAMING NOTES BD BAR DIAMETER MECH MECHANICAL w H C7 1.BEARING WALL FRAMING BLKG BLOCKING MF MOMENT FRAME Q O o� BM BEAM MTL METAL 00 REFER TO STUD SCHEDULE ON FRAMING PLANS FOR BEARING WALL FRAMING. BOT BOTTOM NS NEAR SIDE y ALLCOLUMNS NOT CALLED OUTOTHERWISE SHALL BETWO STUDS. BRNG BEARING OC ON CENTER Q 2.WALL BASE PLATE ON CONCRETE BTWN BETWEEN OPP OPPOSITE CIP COMPLETE JOINT PENETRATION PL PLATE DESIGN: RMK WALL PLATES BEARING ON CONCRETE SHALL BE PRESSURE-TREATED.FOR ALL EXTERIOR WALLS AND INTERIOR SHEAR WALLS,BOLT PLATES OR SILLS TO CONCRETE WITH 3/41NCH DIAMETER ANCHOR BOLTS WITH 71NCH CUR CLEAR PLCS PLACES DRAWN: JEG MINIMUM EMBEDMENT.REFER TO SHEAR WALL SCHEDULE,AND PLACE AT 5'-0"OC MAXIMUM UNO.SILL CMU CONCRETE MASONRY UNIT PSI POUNDS PER SQUARE INCH PLATES FOR INTERIOR NON-SHEAR WALLS SHALL BE BOLTED USING 1/21NCH ANCHOR BOLTS @ 6'-0"OC WITH 7 CHECK: JGG INCH EMBEDMENT.AT ALL SILL PLATE ANCHOR BOLTS,CONTRACTOR SHALL INSTALL 1/4"x 3"x 3"FLAT PLATE COL COLUMN PSF POUNDS PER SQUARE FOOT WASHERS.INTERIOR NON-SHEAR WALL SILL PLATES MAY BE ANCHORED PER THE BEARING WALL GUILDELINES CONC CONCRETE P/T POSTTENSIONED JOB NO: 18386.10 OR MAY USE 1/4"x 3"SIMPSON CSD SPLIT DRIVE ANCHORS @ 4'-0"OC WITH J."ROUND FENDER WASHERS.USE DATE: 08/09/1 9 MINIMUM OF TWO ANCHOR BOLTS PER SILL AND PLACE ONE WITHIN 12 INCHES OF EITHER END TYPICAL UNLESS CONN CONNECTION PT PRESSURETREATED NOTED OTHERWISE. CONT CONTINUOUS REINF REINFORCING 3.ROOF AND FLOOR FRAMING COORD COORDINATE RE(XD REQUIRED PROVIDE 11/2"FULL DEPTH BLOCKING FOR JOISTS AND RAFTERS AT ALL SUPPORTS AND AT 8'-0"OC MAXIMUM DEL DOUBLE SCHED SCHEDULE U NO.INTERMEDIATE 8'-0"OC BLOCKING NOT REQ'D IF GWB CEILING 15 INSTALLED DIRECTLY TO UNDERSIDE OF DET DETAIL SIM SIMILAR FRAMING.INSTALL DOUBLE JOISTS UNDER PARTITIONS EXTENDING ONE HALF OR MORE OF THE JOIST SPAN. DIA DIAMETER SOG SLAB ON GRADE PROVIDE TRUSS BLOCKING PANELS FOR ROOF TRUSSES AT SUPPORTS AND SHEAR WALLS,AND WHERE INDICATED ON PLANS AND DETAILS. DIM DIMENSION STD STANDARD 4.DIAPHRAGM NAILING DIR DIRECTION STIFF STIFFENER W ALL SHEAR WALLS,FLOOR AND ROOF DIAPHRAGM NAILINGS SHALL BE AS CALLED OUT ON SCHEDULES OR ON EA EACH STL STEEL Z THE PLANS.EXTERIOR WALLS NOT INDICATED AS SHEAR WALLS SHALL BE SHEATHED AND NAILED TO ELEV ELEVATION SYMM SYMMETRICAL W SUPPORTING FRAMING WITH 10d NAILS AT 6"OC AT ALL PANEL EDGES AND 12"OC AT ALL INTERMEDIATE ES EACH SIDE SW SHEARWALL SUPPORTS. EX EXISTING TOC TOP OF CONCRETE Q THE USE OF NAIL GUNS WILL BE APPROVED IF NAILING INTO THE DIAPHRAGMS CAN BE INSTALLED FLUSH WITH EXP EXPANSION TOS TOP OF STEEL FACE OF SHEATHING.NAIL PENETRATIONS GREATER THAN 1/16"ARE NOT ACCEPTABLE. FUR FLOOR TOW TOP OF WALL V) 5.ALLOWABLE STUD AND PLATE PENETRATIONS FDN FOUNDATION TYP TYPICAL w CUTTING AND/OR NOTCHING OF WOOD STUDS OR PLATES SHALL NOT EXCEED 25%OF THE STUD/PLATE WIDTH FTG FOOTING UNO UNLESS NOTED OTHERWISE P� IN EXTERIOR AND BEARING WALLS AND SHALL NOT EXCEED 40%OF THE STUD/PLATE WIDTH IN ANY �[ NON-BEARING PARTITIONS.BORED HOLE DIAMETER IS LIMITED TO 40%OF STUD/PLATE WIDTH IN ANY STUD FS FAR SIDE VERT VERTICAL ad N O AND MAY BE 60%IN NONBEARING PARTITIONS OR IF STUD IS DOUBLED.MAINTAIN 5/8"MINIMUM EDGE GC GENERAL CONTRACTOR WF WIDE FLANGE 00 Z DISTANCE FROM HOLE EDGE. Y W � N Q Q J bi w �' < a � z D z N o U w o F__ z Z Z N J W I� U Q N S1.2-D FOUNDATION PLAN NOTES: 1.SPREAD FOOTINGS SHALL BEAR A MIN OF V-6"BELOW ADIACENTGRADE ATTHE PERIMETER. 2.WHERE SLAB ON GRADE IS INDICATED,SLAB SHALL BE 4"THICK W/H4 @ 18"OC EACH WAY,CENTERED.SLAB ENGINEE RING SHALL BE POURED OVER A 10 MIL VAPOR BARRIER OVER 6"OF 5/8"CRUSHED ROCK. 250 4TH AVE. S., SUITE 200 3.REFER TO SHEET 54.1 FOR TYPICAL FOUNDATION DETAILS. EDMOND GTON 0 020 PHONE E(425)425)778-8500 4. ® INDICATES FOOTING TYPE,REFER TO FOOTING SCHEDULE ON SHEET 53.1 FOR SIZE&REINFORCEMENT. FAX (425) 778-5536 5.REFER TO"CONCRETE GENERAL NOTES"ON SHEET S1.1 FOR CONTROL JOINT PLACEMENT AND DETAIL 2/S4.1 FOR CONTROL JOINT CONSTRUCTION. 6.REFER TO FLOOR FRAMING PLANS AND SHEAR WALL&HOLD-DOWN SCHEDULES FOR LOCATION OF SHEAR WALL ANCHOR BOLTS AND HOLD-DOWN ANCHORS.ANCHORAGE AT NON-SHEAR WALLS SHALL BE PER STRUCTURAL G VY C, NOTES. pF'\ 7.PLACE ALL REINFORCEMENT PER THE STRUCTURAL NOTES AND FOUNDATION DETAILS. 8.CONTRACTOR SHALL VERIFY ALL DIMENSIONS,WALL LOCATIONS,SLAB SLOPES,AND CONCRETE ROUGH oe - OPENINGS WITH ARCHITECTURAL,CIVIL,AND MEP DRAWINGS AND NOTIFY ALL PARTIES OF ANY DISCREPANCIES. LzS ,Ss� 9.CONTRACTOR SHALL PROVIDE FOOTING AND SLAB SUBSTRATE PREPARATION,WATERPROOFING,AND BACKFILL `rIONAL v` PER THE GEOTECHNICAL REPORT. 08109119 10.ALL BUILDING SYSTEMS THAT PENETRATE THE CONCRETE WORK INCLUDING BUT NOT LIMITED TO ARCH,MECH, ELECT,PLUMBING,&FIRE PROTECTION DUCTS,CONDUITS,EMBEDS,&SLEEVES SHALL BE INSTALLED PRIOR TO CONCRETE PLACEMENT. a z O a H^ 8 7 6 5 4 3 2 1 oa 1.4, 16'-2 3/4" 17'0" 16'-0" 17'-0" 16'-2 3/4" L Ol ti w� �m ao o00 0 Y I 10 I I I I 10 I I Q 6 � 54. FlC 4.1 FlC A - r DESIGN: RMK 1 I DRAWN: JEG I I I I I CHECK: JGG 10 10 I rl 4. JOB NO: 18386.10 10 FS 6 FS 6 30 S4.1 i 54. O 4. FIC O 4. j DATE: 08/09/19 I L� rJ L� rJ I I I I I I I I -- --- I I I I I --- I I I sLAB ON GRADE FIC PER STRUCTURAL I -i NOTES I __i 6V��j W 54.1 I____i Z i _LI Ld L___1 T___r I T- II 7 I II Q 41 _ OIL J 54.1 FlC FIC I I FIC 4, ~ ___ (� Z ____ __1 �_________ _______ __ ____ L_____ _ W 00 __ ____6 _ ---- F3 FSC 6 ----i FlC 6 FIC 6 F3 � 4.1 11 54. 11 4. 4. - - Q Z 'NS T - D.1\ - 4.1 - 4. - - - D.1 O � .® LW O_ ------ -- -- ----- D .. F3 F3 F3 F3 F3 F3 : J 11� r Z N 0 C3 env W 0 Z Z N J TT wow O U - Q L.L. w 8 7 6.1 6 5.1 5 4 3.1 3 4.1 2 1 III - HF I: S2.1-D 31FOUNDATION PLAN © KEY PLAN SCALE: 1/8"=V-0" NTS 5'-0" 0 5'-0" 10'-0' TYPICAL FLOOR FRAMING PLAN NOTES: 1. REFER TO SHEET S3.I FOR BEAM,COLUMN,JOIST,SHEAR WALL AND HOLDOWN SCHEDULES. 2.FLOOR SHEATHING SHALL BE3/4"PLY OR 23/32"OSB WITH 10d COMMON NAILS SPACED AT 6"OC AT ALL ENGINEERING DIAPHRAGM BOUNDARIES,PANEL EDGES AND SHEAR WALLS AND 12"OC AT INTERMEDIATE FRAMING.FOR 250 4TH AVE. S., SUITE 200 PLYWOOD LAYOUT AND NAILING REFER TO DETAIL 2/55.1. EDMONDS, WASHINGTON 98020 PHONE (425) 778-8500 3.HEADERS AT EXTERIOR BEARING AND NON-BEARING WALLS SHALL BE 4x8 DF#2 UNO WHERE MAXIMUM SPAN= FAX (425) 778-5536 6'-6". 4.DOOR HEADERS AT INTERIOR BEARING WALLS SHALL BE 4x6 DF#2 LINO MAXIMUM SPAN=4'-0". 5.COLUMNS AND BEARING WALLS SHOWN ON PLANS SHALL BE CONTINUED DOWN TO THE FOUNDATION UNLESS CARRIED BY A BEAM BELOW. GVY C7j 6.ALL DIAPHRAGMS UNBLOCKED UNO.SEE NOTE 9. G, of wasgr qS 7.REFER TO SHEET 55.1 THRU 55.3 FORTYPICALFLOOR FRAMINGDETAILS. f_ + F o 8. INDICATES COLUMN BELOW AND BEAM SHALL BE CONTINUED OVER COLUMN,-1. lol G q LpsF 9.ALL FLOOR DIAPHRAGMS SHALL BE UNBLOCKED EXCEPT WHERE(OR IF)NOTED ON THE SPECIFIC FLOOR PLANS. WHERE BLOCKING IS SPECIFICED,PLYWOOD PANEL EDGES SHALL BE BLOCKED WITH 2x4 DF FLAT.PANEL EDGE OflAL NAILING AT BLOCKED DIAPHRAGM AREAS SHALL BE 10d @ 4"OC ALL PANEL EDGES. O8/09119 10.FINISHED FLOOR ELEVATIONS PER ARCHITECT.CONTRACTOR TO VERIFY ALL ELEVATIONS PRIOR TO CONSTRUCTION. 11.ALL COLUMNS NOT OTHERWISE CALLED OUT SHALL BE Cl.SEE COLUMN SCHEDULE.PROVIDE SOLID BLOCKING IN JOIST SPACE BELOW ALL COLUMNS. TYPICAL HEADER SUPPORTS(LINO) FRAMING EXTERIOR INTERIOR INTERIOR LEVEL (RO>T-4") (RO5TA") ROOF +(1)FULL HT (1)FULL HT (1)FULL HT Q (1)CRIPPLE (1)CRIPPLE +(1)CRIPPLE (1)FULL HT (1)FULL HT (1)FULL HT z 3RD co + O co(1)CRIPPLE +(1)CRIPPLE +(1)CRIPPLE d 2ND I (1)FULL HT (1)FULL HT (1)FULL HT +(2)CRIPPLE 1(2)CRIPPLE +(1)CRIPPLE 8 7 6 5 4 3 2 1 NOTES: p d 1.THE COLUMNS LISTED IN THE TABLE ABOVE SHALL BE PLACED IMMEDIATELY 1'-6" 16'-2 3/4" 17'-0" 16'-0" 17'." 16'-2 3/4" 1'-6" BELOW THE"FRAMING LEVEL"INDICATED. 2.HEADER SUPPORTS SHALL HAVE THE SAME GRADE OF LUMBER AS THE WALL IN WHICH THEY ARE LOCATED. 3.REFER TO TYPICAL ROOF PLAN NOTES FOR TYPICAL BEARING WALL HEADERS Q p NOT SPECIFICALLY CALLED OUT ON THE PLANS. pip 0 I C8x11.5 CSx11.5 I Y ALL COLUMNS AT TYPICAL FRAMING SCHEDULE a CLERESTORY SHALL Gy �, Ly CS BEARING WALLS BMS BE FULL HEIGHT,TYP RM5 FRAMING LEVEL EXTERIOR INTERIOR 2x6 INTERIOR PARTY WALLS DESIGN: RMK 6 6 6 FULLHTSTUDWALLS 6 6 6 �/ 2x4 DRAWN: JEG 6 TIE ROD EA 6 ROOF 2x6 DF STUD 2x6 DF STUD 2x4 DF STUD 2x4 DF STUD FJ4 5.3 SIDE,TYP 5.3 FJ4 @ 16"OC @ 16"OC @ 16"OC EA FACE @ 16"OC CHECK: JGG C8x11.5 CSxll.5 C8111.5 JOB NO: 18386.10 3RD 2x6 DF STUD 2x6 DF STUD 2x4 DF STUD 2x4 DF STUD Ly Ly cs v" Gy CS Gy rs (S @ 16"OC @ 16"OC @ 16"OC EA FACE @ 16"OC DATE: 08/09/1 9 U 2ND 2@116"OC DF STUD 2@D16"OCSTUD 2x4 DF.1 2x4 DF @16"OC EA FACE@16STUD y. OC 1 s. 5. BM8 BMS NOTES: 1.THE WALLS LISTED IN THE TABLE ABOVE SHALL BE PLACED IMMEDIATELY iO BELOW THE"FRAMING LEVEL"ND CATED 3 - - I 2.NON BEARING WALLS SHALL BE 2x4 OR 2x6 DF STUD GRADE AT 16"OC UNO. FJ3 J v - - BM7 I -___ _ I - i BM7 FJ3 -- ZFJ3 �y BM8 � BM7 _ _ � C2 r BMS pC? W /11 FJ4 (. ____ ----I - - B °' FJ4 (ti > �7J m L SW6 FJ4 C2 L1. FJ4 SW6 N C 2x6HF#2 11 DJ1 D11 Q @ 24"OC 6. FJ3 F13 FJ3 FJ3 FJ3 BM BM4 F_____ ____ ----- ---- ---- ----- 3 M x ----- ---- $S N 5.2 ---- ----- x N ---- ---- ss. -- ---- (V � c ____ v v ____ v LaJ 00 a --- 2 a sw� a a w a a SW6 4 2 --- 2 4 cs - f/) 0 z s. BM 5.2 _ _ BMl is--- BM4 J ( - D.1 O © EL W 5. 5. y y y y BM4--- 9 J W 0 W o u U, HI Uz N J Z H La w � Q (/) 8 7 6.1 6 5.1 5 4 3.1 3 4.1 2 1 SHEET: S2.2-D SECOND FLOOR FRAMING PLAN © KEY PLAN 1 SCALE: 1/8"=1'4" NTS TYPICAL FLOOR FRAMING PLAN NOTES: 1.REFER TO SHEET S2.2 FOR TYPICAL FLOOR FRAMING PLAN NOTES. ENGINEERING THIS FLOOR FRAMING PLAN NOTES: 250 4TH AVE. S., SUITE 200 EDMONDS, WASHINGTON 98020 1. WALLS SHOWN ON THIS PLAN ARE WALLS BELOW THE FLOOR INDICATED. PHONE (425) 778-8500 FAX (425) 778-5536 2.HOLDOWNS SHOWN ON THIS PLAN SHALL BE PLACED AT THE BASE OF THE WALLS SHOWN. TYPICAL HEADER SUPPORTS(LINO) FRAMING INTERIOR INTERIOR C, VY LEVEL EXTERIOR (RO>T-4") (RO 53'-4") O tly WAsgr'9S� (1)FULL HT (1)FULL HT (1)FULL HT ROOF +(1)CRIPPLE +(1)CRIPPLE +(1)CRIPPLE 3RD (1)FULL HT (1)FULL HT (1)FULL HT (1)CRIPPLE +(1)CRIPPLE +(1)CRIPPLE .iG„ 2L25�. 2ND 1 (1)FULL HT (1)FULL HT (1)FULL HT `rjONAL +(2)CRIPPLE +(2)CRIPPLE +(1)CRIPPLE 08/09119 NOTES: 1.THE COLUMNS LISTED IN THE TABLE ABOVE SHALL BE PLACED IMMEDIATELY BELOW THE"FRAMING LEVEL"INDICATED. 2.HEADER SUPPORTS SHALL HAVE THE SAME GRADE OF LUMBER AS THE WALL IN WHICH THEY ARE LOCATED. 3.REFER TO TYPICAL ROOF PLAN NOTES FOR TYPICAL BEARING WALL HEADERS NOT SPECIFICALLY CALLED OUT ON THE PLANS. TYPICAL FRAMING SCHEDULE FRAMING BEARING WALLS J LEVEL EXTERIOR INTERIOR 2x6 INTz 4IOR PARTY WALLS 2x6 DF STUD 2x6 DF STUD 2x4 DF STUD 2x4 DF STUD z0 co ROOF @ 16"OC @ 16"OC @ 16"OC EA FACE @ 16"OC Er L2.. 2x6 DF STUD 2x6 DF STUD 2x4 DF STUD 2x4 DF STUD C7 8 7 6 5 4 3 2 1 @ 16"OC @ 16"OC @ 16"OC EA FACE @ 16"OC Q 1'-6" 16'-2 3/4" 17'-0" 16'-0" 17'-0" 16'-2 3/4" 1'-6" 2x6 DF STUD 2x6 DF STUD 2x4 DFlil 2x4 DF STUD @ 16"OC @ 16"OC @ 16"OC EA FACE @ 16"OC a, ti w a, NOTES: Q a,1.THE WALLS LISTED IN THE TABLE ABOVE SHALL BE PLACED IMMEDIATELY p BELOW THE"FRAMING LEVEL"INDICATED. 00 2.NON BEARING WALLS SHALL BE 2x4 OR 2x6 DF STUD GRADE AT 16"OC UNO. Y I I PSW15 255.2SW6 _ _ _ _ — SW6 <2> SW6 — U DESIGN: RMK FULL HT STUD ALL. CALLED OUT 4 FLOOR BELOW DRAWN: JEG 5.3 BOLT DECK PER BM11 5.3 CHECK: JGG - JOB NO: 18386.10 BMll BM31 3 DATE: 08/09/19 ch N ch cs �e cs �e cs cs B _ swa swa swa swa ch cs ch cs 1 v 4 v j 55. 5. 3 3 6 3 1 --- 6 55.2 55.2 �o- W Q 4 F14 Z J F14 F14 W SW6 — SW6 — N — �\ = Z BOLT-ON DECK DJlR_6� F13 DJl PER MFR F13 F13 F13 ^ C BM 3 N BM4 L 4 3 6 33ad S5. SS Ss °�1 WW6 W6 SW SW6 S61DJl Im BM8 BM7 BM7 1 BM7 BM7 BMS — — — — l EL W LLI � O D.1 — Gh cs cti sW6 1 sw c2 ch cs — D.1 D I 5.2 u Z C7 u La u fT F— Z � Z u H Z N J — �151 � Hun U Q I- 8 SHEET: S2.3-D THIRD FLOOR FRAMING PLAN © KEY PLAN 1 SCALE: 1/8"=V-0" NTS 5'4" 0 5.4. 10'-0" Ohl TYPICAL ROOF FRAMING PLAN NOTES: 1. WALLS SHOWN ON ROOF FRAMING PLAN ARE WALLS BELOW ROOF FRAMING. 2.BEAMS SHOWN ON ROOF FRAMI NG PLAN SHALL BE ABOVE DOUBLE TOP PLATE UNLESS USED AS A DOOR OR ENGINEERING WINDOW HEADER. 250 4TH AVE. S., SUITE 200 3.ROOF SHEATHING SHALL BE 1/2"PLY OR 7/16 OSB WITH 8d COMMON NAILS SPACED AT 6"OC AT ALL EDMOND 5HINGTON 020 DIAPHRAGM BOUNDARIES,PANEL EDGES,SHEAR WALLS,COLLECTOR TRUSSES,AND BLOCKING OR TRUSS PHONEE (425) 778-8500 BLOCKING PANELS INDICATED ON PLANS.NAILING AT INTERMEDIATE FRAMING SHALL BE 8d COMMON NAILS @ FAX (425) 778-5536 12"OC.REFER TO DETAIL 2/S5.1 FOR SHEATHING LAYOUT AND NAILING. 4.HEADERS AT EXTERIOR BEARING AND NON-BEARING WALLS SHALL BE 4x8 DF#2 UNO WHERE MAXIMUM SPAN= 6'-6". 5.DOOR HEADERS AT INTERIOR BEARING WALLS SHALL BE 46 DF#2 LINO MAXIMUM SPAN=4"0". C,tlEVY Cp. wAsg2``99S'cA 6.REFER TO DETAIL 3/S5.1 FOR CONSTRUCTION OF MULTIPLE STUD COLUMNS. 7. ACi p t: ll' INDICATES COLUMN BELOW AND BEAM SHALL BE CONTINUED OVER COLUMN,TIP. le S.ALL DIAPHRAGMS UNBLOCKED UNO. 2 25 9. HATCHED AREAS INDICATE ROOF OVER-FRAMING APPLIED ABOVE PLYWOOD SHEATHING.REFER TO `rjONAL D* ARCH DRAWINGS FOR FULL EXTENT OF CRICKETS. 08109119 10.COLUMNS AND BEARING WALLS SHOWN ON PLAN SHALL BE CONTINUED DOWN TO THE FOUNDATION UNLESS CARRIED BY A BEAM BELOW. 11.ROOF TRUSSES SHALL BE PRE-ENGINEERED BY OTHERS AND SPACED AT 24"OC,TYP. 12.ATTACH ALL ROOF TRUSSES TO SUPPORTS WITH SIMPSON H2.5A HURRICANE TIES.TRUSSES SHALL HAVE A MIN OF(2)HURRICANE TIES,ONE AT EACH END 13.ALIGN(2)STUDS MIN BELOW ENDS OF GIRDER TRUSSES LINO ON PLANS. 14.TRUSSES MARKED"DRAG TRUSS"SHALL BE DESIGNED FOR A SERVICE LEVEL SEISMIC LOAD OF 310 FILE. 15.ROOF TRUSSES SHALL BE DESIGNED FOR CONCENTRATED LOADS WHERE MEP SYSTEMS SUCH AS AIR HANDLER rJr OR CONDENSER UNITS ARE SHOWN ON MEP PLANS.VERIFY SIZE,WEIGHT,AND LOCATION OF UNITS W/MEP F DRAWINGS. Z ca 16.ALL COLUMNS NOT OTHERWISE CALLED OUT SHALL BE Cl.SEE COLUMN SCHEDULE. j a �^ 8 7 6 5 4 3 2 1 TYPICAL HEADER SUPPORTS(UNO) o d FRAMING EXTERIOR INTERIOR INTERIOR 1.6" 16'-2 3/4" 17_p 16_0" 17'_0" 16'-23/4" 1'-6" LEVEL (RO>3'-C) (INTERIOR 53'4") 'a, ROOF (1)FULL HT (1)FULL HT (1)FULL HT a,+(1)CRIPPLE +(1I CRIPPLE (1)CRIPPLE o O 3RD (1)FULL HT (1)FULL HT (1)FULL HT W +(1)CRIPPLE (1)CRIPPLE +(1)CRIPPLE 2 2 (1)FULL HT (1I FULL HT (1)FULL HT 6. 6. 2ND +(2)CRIPPLE +(2)CRIPPLE +(1)CRI PP BOLT-ON DECK A - SW6 SW6 - PER MFR _ - _ >5W6 &> <1> SW6 U BELOW THE"FRAMING LEVEL"INDICATED.NOTES: 1.THE COLUMNS LISTED IN THE TABLE ABOVE SHALL BE PLACED IMMEDIATELY DESIGN: RMK 1 6, TRUSSES 2.HEADER SUPPORTS SHALL HAVE THE SAME GRADE OF LUMBER AS THE WALL IN DRAWN: JEG TRUSSES 6.1 WHICHTHEYARE LOCATED. CHECK: JGG SW6 SW6 3.REFER TO TYPICAL ROOF PLAN NOTES FOR TYPICAL BEARING WALL HEADERS NOT SPECIFICALLY CALLED OUT ON THE PLANS. JOB NO: 18386.10 W6 BM4 SW W6 BM4 A. 1 3 1 3 DATE: 08/09/19 B - - UPPER 6 RJ1 B TYPICAL FRAMING SCHEDULE - BEARING WALLS 1 LOWER 7 8 FRAMING 6. 56. GIRDER 56.2 LEVEL EXTERIOR INTERIOR 2x6 INTz�IOR PARTY WALLS AL J DRAG 3 TRUSS /SW (h 6 (°j 3 TRUSS 2x6 DF STUD 2x6 DF STUD 2x4 DF STUD 2x4 DF STUD TRU 6.2 4 ROOF @ 16,OC @ 16"OC @ 16"OC EA FACE @ 16"OC 'v ALIGN DRAG 56.2 3 TRUSS W/SW 2x6 DF STUD 2x6 DF STUD 2x4 DF STUD 2x4 DF STUD ALIGN DR/AS 3RD @ 16"OC @ 16"OC @ 16"OC EA FACE @ 16"OC W ALIGN DRAG 3 TRUSS SW Z 3 TRUSS W/SW +',TaUW/5 2x6 DF STUD 2x6 DF STUD 2x4 DF#1 2x4 DF STUD ALIGN DRAG S6 TRUSSES ALIGN DRAG 2ND @ 16"OC @ 16"OC @ 16"OC EA FACE @ 16"OC W TRUSS W/SW� 3 3 TRUSS W/SW 3 SW6 56 S6. ' N NOTES: Q _ 1.THE WALLS LISTED IN THE TABLE ABOVE SHALL BE PLACED IMMEDIATELY C UPPER 7 7 C BELOW THE"FRAMING LEVEL"INDICATED. ALIGN DG = Z 6.1 ALIG fRU" 5S6 2.NON BEARING WALLS SHALL BE 2x4 OR 2x6 DF STUD GRADE AT 16"OC UNO. BOLT-ON DECK 56.2 S6.2 I�PER MFR - 10 3FLAG NOTES: JRJl RJ1 04 E ,LOWER 2 N 1 SIDE.COORDINATE LOCAION&ALL OTHER REQUIREMENTS W/BOLT-ON-ON DECK MFR. W/A35 CLIPS EA o� ('4 '^ 5 56. 6.2 - W00 V D 6. SW6 BM7 BM7 56.1 56.1 BM7 EL L~ W6(p SW cs ti 1 w w p c sw - W D.1 O p W Q ~ �I J 56.1 6. 56.1 S6. 56. Z (/) i u u W Z Z L<_ Z N O u H :3�I 1 U ^ Q 8 7 6.1 6 5.1 5 4 3.1 3 4.1 2 1 SHEET: S2.4-D ROOF FRAMING PLAN KEY PLAN 1 SCALE: 1/8"=V-0" NTS C 4�M ENGINEERING SHEAR WALL SCHEDULE (DF) BEAM SCHEDULE 250 4TH AVE. S., SUITE 200 SILL PLATE MARK BEAM REMARKS HANGER AS REQ'D EDMONDS, WASHINGTON 98020 MIN.FRAMING AT SHEAR WALL RIM JOIST OR SILL PLATE ANCHOR SHEAR PHONE (425) 778-8500 TYPE APA RATED ADJOINING PANEL NAILING BLOCK CONN TO NAILING TO BOLT TO SLAB OR FOUNDATION CAPACITV FAX 425 778-5536 SHEATHING RIM/BLKG. SILL PLATE SIZE BM3 4x6 OF#2 - HU46 MAX ( ) EDGES(SEE NOTE 5) AT PANEL EDGES TOP PLATE BELOW FOUNDATION (PLF) BM2 4x8 OF#2 - HU48 MAX SW6 15/32" 2x STUD 0.148"0 x 2 1/4" LTP4 OR A35 0.131"0 x 3 1/4" 3/4"0 AB ONE SIDE AND BLKG @ 6"OC @ 24"OC @ 5"OC @ 5'-0"OC 2x 310 BM3 4x10 OF#2 - HU410 MAX 15/32" (2)2x STUD AND 0.148"0 x 2 1/4" LTP4 OR A35 0.131"0 x 3 1/4" 3/4"0 AB BM4 3 1/2"x 9 1/4"PSL SEE NOTE 5 HU410 MAX SW4 ONE SIDE 2x FLAT BLKG @ 4"OC @ 16"OC @ 3"OC @ 4'-3"OC 2x 460 BM5 5 1/4"x 9 1/4"PSL SEE NOTE 5 HHUS5.50/10 G VY Cp. 15/32" (2)2x STUD AND 0.148"0 x 2 1/4" LTP4 OR A35 0.131"0 x 3 1/4" 3/4"0 AB V. of WAS S� SW3 2x 600 BM6 7'x91/4"PSL SEE NOTES HGU57.25/10 F /�"�4- $1/n- ONESIDE 2x FLAT BLKG @ 3"OC @ 12'OC @ 2.5"OC @ 3'-4"OC v c 15/32" 3x STUD AND 0.148"0 x 2 1/4" LTP4 OR A35 0.131"0 x 3 1/4" 3/4"0 AB BM7 4x12 OF#2 - HU412 MAX SW2 ONE SIDE 2x FLAT BLKG @ 2"OC @ 10"OC @ 2"OC @ 2'-6"OC 2x 770 BM8 31/2"x 111/4"PSL SEE NOTE 5 HHUS410 L151 25W4 15/32"BOTH (2)2x STUD 0.148"0 x 2 1/4" LTP4 OR A35 0.131"0 x 3 1/4" 3/4"0 AB BM9 5 1/4"x 111/4"PSL SEE NOTE 5 HUCQ612-SDS �S SIDES AND BLKG @ 4"OC @ 8"OC @ 1.S"OC @ 2'-0"OC 2x 920 SjONAL 15/32"BOTH 3x STUD 0.148"0 x 2 1/4" LTP4 OR A35 0.162"0 x 3 1/2" 3/4"0 AB BM10 7"x 111/4"PSL SEE NOTE 5 HGUS7.25/12 25W3 SIDES AND BLKG @ 3"OC @ 6"OC @ 2"OC @ 1'-6"OC 2x 1200 BM11 3 1/2"x 14"PSL - HGU5414 OBI 09119 2SW 2 15/32"BOTH 3x STUD 0.148"0 x 2 1/4" LTP4 OR A35 0.162"0 x 3 1/4" 3/4"0 AB BM12 5 1/4"x 14"PSL - HGUS5.50/14 SIDES AND BLKG @ 2.OC @ 5"OC @ 1.5,OC @ 1'-3"OC 2x 1540 BM13 6x10 OF#2 - HUCQ610-SD5 NOTES: 1.REFER TO THE TYPICAL SHEAR WALL DETAIL. BM14 31/2"x 18"PSL - HGUS418 2.THE VALUES IN THIS TABLE ARE APPROPRIATE FOR DF GRADE STUDS AND OF GRADE PLATES&RIM/BLOCKING. NOTES: 3.NAILS AT ADJOINING PANEL EDGES SHALL BE STAGGERED EACH SIDE OF THE COMMON JOINT. 1.REFER TO THE LATEST SIMPSON STRONG-TIE CATALOG FOR HANGER INSTALLATION INFORMATION. 4.WHERE PANELS ARE APPLIED ON BOTH FACES OF A WALL,PANELJOINTS SHALL BE OFFSET TO FALL ON DIFFERENT FRAMING MEMBERS,OR FRAMING SHALL 2.REFER TO FRAMING PLANS AND NOTES FOR SUPPORTS AT BEAM ENDS. BE 3x AT ADJOINING PANEL EDGES AND NAILS SHALL BE STAGGERED. 3.ALL BEAMS EXPOSED TO WEATHER OR IN CONTACT WITH CONCRETE OR MASONRY SHALL BE 5.WHERE TABLE SPECIFIES(2)2x FRAMING,CONNECT(2)2x STUDS AND BLOCKING AS FOLLOWS:SW4=(2)0.131"0 @ 4"O.C.,SW3=(2)0.131"0 @ 3"OC. PRESSURE TREATED. 6.NOTE THAT 3x FRAMING MAY BE USED IN LIEU OF(2)2x FRAMING SPECIFIED IN TABLE. 4.REFER TO PLAN NOTES FOR BEAMS&HEADERS AT BEARING LOCATIONS THAT ARE NOT CALLED 7.INTERMEDIATE FRAMING TO BE WITH 2x NOMINAL MEMBERS(MIN)U.N.O.FIELD NAILING 12"O.C.MAXIMUM. OUT a 8.AT ALL 3/4"0 SILL PLATE ANCHOR BOLTS,INSTALL 1/4"x 3"x 3"PLATE WASHERS.EDGE OF PLATE WASHER SHALL BE WITHIN 1/2"OF SHEATHED EDGE.FOR 5.IF BEAM DEPTH SHOWN IS NOT AVAILABLE IN STOCK,THE SUPPLIER SHALL RIP BEAMS TO EXACT DOUBLE SIDED SHEAR WALLS,USE WIDER PLATE WASHERS AS REQUIRED TO MEETTHIS REQUIREMENT. DEPTH PRIOR TO SHIPMENT. 9.PROVIDE A MINIMUM OF 7"EMBEDMENT FOR A.B.INTO FOUNDATION OR STEM WALL. Z 10.PROVIDE A MINIMUM OF(1)ANCHOR BOLT WITHIN 12"OF EACH WALL END. a N o H cl � rn w w o a am ti w0, H m ao COLUMN SCHEDULE o HOLDOWN SCHEDULE (DF) MARK COLUMN SIZE COLUMN SIZE REMARKS 2x4 WALL 2x6 WALL a MARK TYPE MIN CHORD STUD NAILS OR BOLTS ANCHOR BOLT CAPACITY(LB) Cl (2)2x4 (2)2x6 SEE NOTE 2 7 SIZE (SEE NOTE 4) C2 (3)2x4 (3)2x6 SEE NOTE 2 Ol MST37 (2)2x (11)16d EA END - 2,710 C3 (4)2x4 (4)2x6 SEE NOTE 2 DESIGN: RMK O2 MST60 (2)2x (23)16d EA END - 6,235 C4 46 DF#2 4x6 DF#2 - DRAWN: J EG O3 MST72 (2)2x (31)SDS 1/4"x 21/2"SCREWS - 6,730 C5 4x8 DF#2 6x6 DF#2 CHECK: JGG ® HDUS (2)2x (14)SDS 1/4"x 2 1/2"SCREWS 5/8"0 4,065 C6 4110 DF#2 6x8 DF#2 - JOB NO: 18386.10 < HDUS 4x OF (20)SDS 1/4"x 21/2"SCREWS 7/8"0 6,970 C7 6x10 DF#2 6x10 DF#2 - © HOUll 4x OF (30)SDS 1/4"x 21/2"SCREWS 1"0 9,535 C8 (3)11/2"x 5 1/2"ESE - DATE: 08/O9/19 C9 5 1/8"x 6"GLB - O7 HDIJ14 6x OF (36)SDS 1/4"x 21/2"SCREWS 1"0 14,445 C10 5 1/8"x 7 1/2"GLB - HDU19 1 6x OF 1 (5)1"0 THRU BOLTS 11/4"0 19,070 Cll H555x5x5/16 I H555x5x5/16 NOTES: NOTES: 1.REFER TO THE LATEST SIMPSON STRONG-TIE CATALOG FOR ADDITIONAL INSTALLATION REQUIREMENTS. 1.REFER TO THE LATEST SIMPSON STRONG-TIE CATALOG FOR PRE-FABRICATED 2.REFER TO DETAIL 8/55.1 FOR INSTALLATION OF MST TYPE FLOOR TO FLOOR STRAPS.REFER TO DETAIL CONNECTION INSTALLATION REQUIREMENTS. 8/55.2 FOR CONNECTION OF STRAP TO BEAM BELOW. 2.MULTIPLE STUD COLUMNS SHALL USE GRADE OF STUD INDICATED ON WALL 3.REFER TO DETAIL 7/55.2 FOR INSTALLATION OF ROD TYPE FLOOR TO FLOOR HOEDOWNS.REFER TO FRAMING SCHEDULE.REFER TO TYPICAL DETAILS FOR FABRICATION OF MULTIPLE DETAIL 9/55.2 FOR CONNECTION OF ROD HOEDOWN TO WOOD BEAM BELOW. STUD COLUMNS. 4.WHERE APPLICABLE,REFER TO 57.1 FOR HOEDOWNS AT STEEL BEAMS. 3.CONTRACTOR TO PROVIDE BLOCKING EQUAL TO COLUMN DIMENSIONS AT JOIST W 5.INSTALL HDU TYPE HOLDOWNS AT FOUNDATION OR SLAB PER DETAIL 8/54.1. SPACE BELOW ALL COLUMNS. Z 6.AT ALL HOEDOWN CHORDS,PROVIDE PANEL EDGE NAILING PER SHEAR WALL SCHEDULE. W a � M � N JOIST SCHEDULE N FOOTING SCHEDULE MARK JOIST SPACING REMARKS N 00 0) MARK FOOTING SIZE REINFORCING COMMENTS FJl 2x10 OF#2 16"OC SEE NOTE Q Q FS` V-6"x V-0"DEEP x CONTINUOUS (3)#5 CONTINUOUS SEE NOTE 2 F12 2x10 OF#2 12"OC SEE NOTE 2 CL W �:: v/ FJ3 2x12 OF#1 16"OC SEE NOTE 2 Lv Ld F2 1 2'-0"x 2'-0"x l'-O"DEEP (3)#5 EACH WAY BOTTOM - J J F14 2x12 OF#1 12"OC SEE NOTE 2 Q I.- Z F3 3'-0"x T-O"x 1'-0"DEEP (4)#5 EACH WAY BOTTOM - DJ3 2x6 HF#2 16"OC SEE NOTE 2 Z N 0 0 F4; 4'-0".4'-0"x 1'-0"DEEP (5)#5 EACH WAY BOTTOM _ D12 2x8 HF#2 16"OC SEE NOTE 2 LLL, (-'� w D13 2xl2 HF#2 16"OC SEE NOTE 2 F__ Z Z = F5 5'-0"x 5-0"x 1'-2"DEEP (6)#5 EACH WAY BOTTOM - RJl 2x12 HF#2 24"OC SEE NOTE 2 w F6 6'-0"x 6'-0"x V-4"DEEP (7)#5 EACH WAY BOTTOM R12 13/4"x 111/4"EVIL 24"OC SEE NOTE 2 (, Q N H REFER TO RETAINING REFERTO RETAINING NOTES: RW WALL SCHEDULE WALLSCHEDULE WHERE APPLICABLE 1.FOR JOIST HANGERS REFER TO THE LATEST SIMPSON STRONG-TIE CATALOG FOR ALL INSTALLATION REQUIREMENTS.USE MAX NAILING ONO. NOTES: 2.TIMBER JOISTS FRAMING INTO WOOD BEAMS OR RIMS SHALL USE LUS OR HU SERIES 1.ALL FOOTINGS SHALL BEAR ON FIRM,UNDISTURBED NATIVE SOIL OR COMPACTED STRUCTURAL FILL FACE MOUNT HANGERS.TIMBER JOISTS FRAMING INTO STEEL BEAMS SHALL USE PER GEOTECHNICAL ENGINEERING REPORT. LBV SERIES TOP FLANGE HANGERS. 2.REINFORCEMENT SHALL BE CONTINUED FROM CONTINUOUS FOOTINGS THRU SPREAD FOOTINGS WHERE APPLICABLE. ^^.1-D CORNER BARS x�Q IN ALL AREAS WITH EXPOSED C CON/FLOORS,EDGE SLAB ENGINEERING ''A" MAY BE SUBSTITUTED FOR ALL 4PASS ON GRADE 90°HOOKED BARS WITH LJOI MAX WITH IUSSEA AND FILLJOINT WITH SEALANT T CENTER d ° AT TOP AND 250 4TH AVE. S., SUITE 200 • �� °°4 PROVIDES/8"0x2'-0" HALL NOT EDMONDS, WASHINGTON 98020 SMOOTH SLIP DOWEL BARS OINT PHONE (425) 778-8500 AT 12"OC,TYP UNO FAX (425) 778-5536 STD 90'HOOKTYP UNO T/2 UNO,VERT CORNER BARS SHALL BE TRENCH EXCAVATION 1.5 H LAP SPLICE SAME SIZE TABULATED FOR MIN PARALLELTO FTG MIN TYP WALL REINF FOR THICKER WALL d p "A"=SPLICE LENGTH GREASETHIS j - d _ 4 d GAF WAsg"9S HALF OF BAR /� SLEEVES TO CLEAR p•$ •4 % 1�-6�� PIPE 1"ALLSIDES - - NO PIPES ALLOWED IN v TYPICAL CONSTRUCTION JOINT //j MIN _ - ° THIS REGION.LOWER FTGS AS REQ'D F o ° SEE NOTES,DETAILS,OR PLANS FOR (1)#5 VERT REQ'D REINF.ALL BARSTO BE CONT d E a \ u d OR SPLICED PER STRUCTURAL NOTES SAWCUT JOINT FL ORS FIAS WITH CONC SLAB ON GRADE TOF `SjONAL EXPOSED CONC.FLOORS,FILL JOINT PIPE 4 - z WITH SEALANT.IN LIEU OF SAWCUT STD 180°HOOK JOINTS CONTRACTOR MAY USE ZIP ° v /�/9 4 HORIZ CORNER BARS OF SIZE STRIP PLACED WITH SLAB SLAB REINF AT BOF - "-__ BENT BARS TO MATCH AND SPACING RI MATCH °d CENTER OF SLAB OR &LAP FOOTING (2)#5 VERT d REINF OF THINNER WALL v AT TOP AND BOT Z m ° d ® = /\ BOTTOM REINF LOWER BOF ° d AS REQ'D z ° \ UNDISTURBED EARTH OR _ COMPACTED FILL PER d i • ° - ° 4 a X—X�-X X—x—X ° " STRUCTURAL NOTES 4 PIPE TRENCH EXCAVATION PARALLEL 9"MIN III-III- 3"CLR TO FOOTING IS NOT ALLOWED TYP TYP PLACE VERT REINF OUTSIDE EXCEPT BELOW THIS LINE.STEP FTG AS T AS OTHERWISE NOTED OR SHOWN A TYPICAL CONTRACTION JOINT REQUIRED FOR THIS CONDITION T=FTG THICKNESS PER PLAN, SCHED,AND DETAILS �F TYPICAL CONCRETE WALL REINFORCING DETAIL � TYPICAL SLAB ON GRADE DETAILS � TYPICAL PIPE PENETRATION AT WALLS AND FOOTINGS � TYPICAL STEPPED WALL FOOTING F � SCALE. NTS L SCALE: 1"=1'0" J SCALE: 1/2"=1'-0" Y SCALE: 1/2"= z0 m la N NOTE: SILL PLANDABDIA ~ RAISE STEM WALL AS REQ'D AT PERIMETER AREAS AND SPACING PER O WHERE NEEDED DUE TO CIVIL GRADES. SHEAR WALL SCHED wCl w (2)#5 CONT TOP STUD WALL PER PROVIDE BLOCK OUT p, FRAMING PLAN NOTES AT DOOR OPENINGS SHEATHING PER SHEAR w\ WALL SCHED SHEATHING AND NAILING STUD WALL PER NOTE: F pl SLAB ON GRADE AND FRAMING PLAN NOTES WHERE CONCRETE WALL WITH HT>3'-0" Q O PER PLAN AND SHEAR SUBGRADE PER 00 WALL SCHEDULE AT PLAN CHORD 512E PER EXISTS,ROD MAY EXTEND 24"MIN INTO SHEAR WALL PER mo 4"0 PERFORATED PVC PIPE PER HOEDOWN SCHED WALL W/NUT&WASHER AS SHOWN PLAN AND SCHED LOCAL CODES WITH 6"OF 1" z #5 @ 15"OC EA WAY 1' MINUS GRAVEL ALL AROUND, PAVING OR FINISHED CENTERED IN WALL COUNTERSINK 1 WRAPPED IN NON-WOVEN y HOEDOWN PER PLAN ADDITIONAL END GE FABRIC.SLOPE TO GRADE PER ARCH AB PER SHEAR WALL SCHED AND SCHED,WHERE STUD AS REQ'D DRAWINGS OR STRUCTURAL NOTES APPLICABLE DRAIN 1/8"PER 1'-0"MIN.TURN • • X—X AB PER SHEAR WALL DESIGN: RMK DOWN PERFORATIONS AS SHOWN '° ` 1 rr, PT SILL PL SCHED OR THREADED ROD AS REQ'D HOEDOWN PER PLAN °d e o °e Oo bb STRUCTURAL NOTES THREADED ROD AS REQ'D FOR HOLDOWN W/NUT AND SCHED DRAWN:cp JEG �o on ° SLAB ON GRADE AND FOR HOEDOWN W/NUT AND WASHER AT BASE. Ro 4O 00 0°°O o�° SUBGRADE PER PLAN AND WASHER AT BASE EXTEND ROD INNTO NGOCHECK: JGG z 00 0 111 34. JOB NO: 18386.10 0 O 0 0 °ao oX 4X—X 4�X Z+�pc— —X—X—X dC X -4•X�- iX X—.ac TOP OF FTGDATE: 08�09�19 d Q 00 � - on °`a � o0 00 � I d °O dO 0oo ° - - d II O o0 0 0 1�4 .III-iTi L�4 ° LL FTGS 1 AT SHEAR WALL FTGS I' LINE OF MAX EXCAVATION. / -1I-1I-III: FOOTING / _ `� - -III - PROVIDE TOP REINF PROVIDE TOP REINF IF SOIL IS OVER EXCAVATED, /�1 DRAIN / 8 m ^'u 1 TO MATCH BOT REINF TO MATCH BOT REINF - 4 d 4 I REPLACE WITH LEAN MIX /� ) 1 ° 11 44 CONCRETE.J , / ALT HOOK AS SIZE AND REINF REINF PER PLAN I d 4 ° SIZE&REINF MAXIMUM //A SIZE&REINF AND SCHED - SHOWN J SLOPE PER PLAN&SCHED PER PLAN AND SCHED °- a FIRM BEARING SOIL OR PER PLAN&SCHED COMPACTED STRUCTURAL FILL W I.SINGLE WALL II.PARTY WALL m� Z TYPICAL FOOTING DRAIN TYPICAL STEM WALL DETAIL CONTINUOUS FOOTING DETAIL HOLDOWN DETAIL L� (� 'J 8 SCALE: 1"=1'-0" a 5 SCALE: 1"=1'-0" v SCALE:PIA, 1' HOEDOWN&CHORD PER PLAN AND SCHED = v (WHERE APPLICABLE) GAP PER SHEATHING AND ARCH ~ J SILL PL,AB DIA AND NAILI NG PER PLAN AND Q SPACING PER SHEAR SJHEED STUD WALL PER WALL SCHED FRAMING PLAN NOTES COL PER PLAN �[ M AND SCHED .6 N W SLAB ON GRADE AND EER (2)#4 TOP SUBGRADE PER CH 8"x 8"CONCRETE SIMPSON ABU POST BASE. 00 Q PROVIDE BLOCKOUT CONTRACTOR HASTHE Y W 0) FOUNDATION PLAN AT DOOR OPENINGS PLINTH EQ SPACED OPTION TO USE SIMPSON Ln SLAB ON TIES EQ SPACED ADE AND TITEN HD ANCHORS. •I • —q�C - —�#( EA S BGRADER PER PLAN PAVING OR FINISHED CL ~ Q 11 ACE _(4)#4 HOOKED L�J GRADE PER ARCH _ 4 IL ___R _____I _ z • - • 4-X X—X Bo DOWELS DRAWINGS _j -- Q Z O4 d a oO° 099 dJ O opg ° 6" Q o BOO - - - ` a_.• °oo°0 N 0 O ° z1-� � � ZO 0O O D °� p LLI Z 0000 o 0 O 0 O - REINF PER PLAN Z Z 0 /'�0 FOOTING&REINFORCEMENT _ p O o o O ° 00� PER PLAN.PROVIDE DOWELS O O °O°o a o AND SCHEDULE Z N J w O o 0 EPDXIED INTO STEM WALL o 0 °OO W ^ 0 o O O o0 - - TO MATCH LONGITUDINAL O O OO o0 • °• d U Q L.L H O O oOO11 o 0 •, d j a_ • BARS W/5"EMBED a• ° - - / NE: FOOTING FOROT INFORMATION NOT DRAIN / Id / SPECIFICALLY CALLED OUT // REFER TO DETAIL 6. SIZE&REINF PER PLAN AND SCHEDULE SIZE AND REINF PER PLAN AND SCHED PER PLAN&SCHED /� 1 EXTERIOR FTG AT INTERIOR FTG INTERSECTION STEM WALL DETAIL AT BRICK VENEER i ISOLATED COLUMN FOOTING S4. 1—D 9 SCALE: 1"=1'-0" O SCALE: 1"=1'-0" SCALE: 1"=1'-0" NOTE: 2x OR 3x BLOCKING ONLY STAGGER SHEATHING AS SHOWN. IF BLOCKED DIAPHRAGM o FOR 2x4 STUDS,PROVIDE SINGLE ENGINEERING (IBC TABLE 2306.3.1,CASE 1 OR 3) 15 SPECIFIED w ROW OF NAILS STAGGERED EASIDE FRAMING MEMBERS W/ '-a\z WITH 11/2"EDGE DISTANCE.FOR 250 4TH AVE. S., SUITE 200 INTERMEDIATE SPACING PER PLAN ..F 2x6 STUDS,PROVIDE(2)ROWS OF EDMONDS, WASHINGTON 98020 FRAMING MEMBERS ^'o NAILS SPACED AT 21/2"W/11/2" PHONE (425) 778-8500 STAGGER NAILS ON EA SIDE PANELHIINIG EDGE DISTANCE FAX (425) 778-5536 OF PANELJOINT AS REQUIRED PER SHEAR WALL SCHED PANEL EDGE NAILING ADJACENT NAILS IN A 9"OC MAX SPACING BETWEEN PER SHEAR WALL - - - ROW ARE TO BE ADJACENT NAILS IN A ROW _ SCHEDULE,TYP CONTINUOUS ------ PANEL EDGES DRIVEN FROM ----------------------------- -n-------n— — ------I-I-------I-I-------I-I-------n-----rn II OPPOSITE SIDES,TYP I•I I•I I'I I'I I'I I•I I I•I PANEL EDGE NAILING INTO O�VY C, I I I I I I I I I I I I III HOEDOWN CHORDS,TYP I I of WAsg"9S I I I I I I I I I I I I III INTERMEDIATE — — — — — HEADER PER PLAN I I I I I I I I I I I I III NAILING @ 12"OC I•I I•I I•I I•I I•I I•I I I. I •I I I I I I I I I I I I I I I I I 0.131"0 x 3"NAILS,TYP O ynys I I I I ICRIPPE STUDS PER PLAN;L DO NOT CUT I•I I I I I I I FRAMING AT ADJOINING I I SHEATHING PER PLAN AND I I II it I IIS`SjONAL IIII I II •• I A iI II•II I IIII•IIIII IIII•IIII II, I IIII•IIII PANEL EDGESPER SHEAR IIII III IIII II•IIII SHEAR WALL SCHEDULE OAWAY MATERI WALL SCHED FRM CRIPPLE STUDS PANELEDGES I I _ I lip_ I I I (5)STUDS MA X TO 08109119 DHOEDOWN CHORD PER BE USE FOR LTSCHEDULE.REFER TO BUI -UPCOLUMNS FULL-HEIGHT I• TYPICAL BUILT-UP HOEDOWN CHORDII I•I II II II I I III II , , I, COLUMN DETAIL I I•I I I I I I I�I I I H______H H_____ -7r------ '--'--' TYPICAL FLOOR ROOF SHEATHING DETAIL !� TYPICAL BUILT-UP STUD COLUMN DETAIL I I I I I •� 1 I I I,1 I,I ADDITIONAL END STUD SCALE: NTS I I I•I I•I I, I I•I I•I I I I I I I I I I I I I IF REQUIRED TO IIII I j I I I,•I I I I I I I I I PROVIDE I•I I I I I I I I I I I COUNTERSINK FOR IIII I I I I •I I I I I I I I I HOEDOWN BOLTS J I I I•I I•I I, I I•I TYP DOUBLE 1•I I I I I J I I I I I I I I HOEDOWN ANCHORAGE TOP PLATE PER PLAN AND SCHEDULE z AB W/SIMPSON BP I I 11 I I I I I I 2 1/4"END (2)0.131"0 x 3"NAILS @ 9"OC O m I I •I I I I I I I I I DISTANCE,TYP 1/2"TO ELSEWHERE W/11/2"EDGE DISTANCE PL WASHER,TYP I•I I,I I,I I I I,I I,I a � I I I I I•I I I I (2)ROWS OF(8)0.131"0 x 3" - I I I I I I SIMPSON CNW COUPLER SHEATHED EDGE PLATE 3"OC SIMPSON A35 - I I NAILS @ 3"OC EA SIDE OF SPLICE U NUT W/SIZE TO MATCH WASHER SPACING (ONLY REQUIRED m m I I I I I I I PERSHEAR AT EXTERIOR a I I I I HOEDOWN ANCHORAGE PT SILL PL PER I•I I,•I A ,I I I ;I ;I WALL SCHED HEADERS GREATER SHEAR WALLSCHED I I I I•I I I I I THAN 6'SPAN) 11 II PANEL EDGE NAILING JI< ai -1L---_--i�--_---i PER SHEAR WALL SCHED II TOP CHORD w\ LI- _' SPLICE AT LOCATIONS WHERE IT IS NOT POSSIBLE BOTTOM 6 0.131"0 x 3" ~ = li TO INSTALL THE SPECIFIED 0.131"O SPLICE CHORD O Q O II II II I I I I I CONTINUE HOEDOWN CHORD I-I °� NAILS,THE CONTRACTOR SHALL INSTALL SPLICE NAILS o m yy I I I I I I TO FOUNDATION SIMPSON CSC20 STRAPS EA SIDE OF WALL O 1L_ _1L______lI AT SPLICE.INSTALL EA STRAP W/(12)10d Y - AT EA END.WHERE BOTH PLATES ARE BEAM OR HEADER PER SECTION A-A TYPICAL STUDS 1 A CONCRETE FOOTING = — = — = CUT,INSTALL C520 STRAPS AT EA PLATE PLAN AND NOTES OR P/T SLAB PER PLAN AND SHEAR I SCALE:1 1/2"=1'-0" AND EA SIDE OF THE WALL. WALL SCHEDULE,TYP RIM BOARD \ DESIGN: RMK OR BLOCKING /l L 6'-0"MIN BETWEEN SPLICES NAILING PER TYP NOTES: (� CONCRETE STEM WALL � BUILT-UP STUD DRAWN: JEG 1. REFERTO STRUCTURALNOTES FOR ADDITIONAL INFORMATION. SPLICES TO OCCUR AT COLUMN DETAIL 2.FOR SHEAR WALLS WHERENO HOEDOWNS ARE SPECIFIED THE CHECK: JGG FIRST AB SHALL BE LOCATED NOT MORE THAN V-0"AND NOT CONCRETE FOOTING CENTER OF VERTICAL STUDS LESS THAN(7)BOLT DIAMETERS FROM END OF WALL. AT HOEDOWNS:PROVIDE FULL HT CRIPPLE STUDS PER PLAN JOB NO: 18386.1 O TOP CHORD SPLICE BOTTOM CHORD SPLICE AND COLUMN SCHEDULE OR HOEDOWN CHORDS 2x FULL SCHED. STRUCTURAL NOTES DATE: 08/09/19 OTHERWISE:(1)2x FULL HT TYPICAL SHEAR WALL DETAIL TYPICAL TOP PLATE SPLICE DETAIL TYPICAL HEADER DETAIL SCALE: 3/4"=1'-0" 4 SCALE: 1"=1'-0" SCALE: 1"=1'-0" EDGE NAILING PER PLAN BEAM PER PLAN AND SCHEDULE Lyl AND SHEAR WALL EDGE NAILING PER PLAN AND JOIST DIRECTION CHORD SIZE PER Z SCHEDULE OR EDGE NAILING PER PLAN 2x6 STUD @ 2x4 CROSS WALL SHEAR WALL SCHEDULE OR PER PLAN SIMP50N A35 EACH HOEDOWN SCHEDULE STRUCTURAL NOTES,TYP AND SHEAR WALL 2x8 STUD @ 2x6 CROSS WALL STRUCTURAL NOTES,TYP SIDE OF BEAM SCHEDULE OR 0.131"0 x 3" STRUCTURAL NOTES,TYP (2)ROWS OF 0.131"0 x 3" NOTE: SIMPSON STRAP WITH W (� NAILS @ 9"OC NAILS @ 9"OC SUPPORTS AT N FASTENERS PER > J SOLID POSTS SIM o a HOEDOWN SCHEDULE Q _ STUD STUD STALL IN MAX NAILING Q WALL WALL INTO RIM OR BLOCKING I-- WHERE POSSIBLE w BEAM PER PEAN 0 (2)ROWS OF 0.131"0 x 3" EDGE NAILING PER PLAN AND EDGE NAILING PER PLAN AND AND SCHEDULE M NAILS @ 9"OC SHEAR WALL SCHEDULE OR SHEAR WALL SCHEDULE OR IN 00 STRUCTURAL NOTES,TYP STRUCTURAL NOTES,TYP SIMPSON LTP4 OR A35 /r� FRAMI NG ANCHOR N (2)ROWS OF0.131"0x3" EACH SIDE OF BEAM �� Y W Z STUD WALL PER FRAMING 0.131"0 x 3" NAILS @ 9"OC(EACH SIDE F z Ld _ PLAN NOTES,TYP NAILS @ 9"OC OF PARTY WALL) SOLID OR MULTIPLE k m 4 Q Q C STUD COLUMN PER PLAN L STUD WALL PER FRAMING STUD WALL PER FRAMING m c g \ JOIST DIRECTION d La PLAN NOTES,TYP PLAN NOTES,TYP 1 a LL p H PER PLAN LLd Q SHEATHING(OR GWB)AND BEAM WIDTH, o o FILL JOIST SPACE WITH FULL J NAILING PER PLAN AND SHEAR SHEATHING(OR GWB)AND SHEATHING(OR GWB)AND MIN UNO SOLID OR MULTIPLE O o i z DEPTH BLOCKING TO Q Z LL WALLSCHEDULE OR NAILING PER PLAN AND SHEAR NAILING PER PLAN AND SHEAR STUD COLUMN PER PLAN zz N o MATCH DIMENSIONS OF Z (n O STRUCTURAL NOTES,TYP WALL SCHEDULE OR WALL SCHEDULE OR a R'^ STUD COLUMN ABOVE STRUCTURAL NOTES,TYP STRUCTURAL NOTES,TYP W 0 0 Q PARALLELTO STUD WALL PERPENDICULAR TO STUD WALL F- Z Z O A.CORNER INTERSECTION B.'T INTERSECTION C.PARTY WALL INTERSECTION Z (N J O w TYPICAL WALL INTERSECTION DETAIL TYPICAL FLUSH BEAM SUPPORT DETAILS f� TYPICAL STRAP HOLDOWN DETAIL Ld � a � 7 SCALE: 1"=V-0" v SCALE: 1"=1'-0" �HFF I: S5.1-D STUD WALL PER FRAMING PAN NOTES STUD WALL PER FRAMING PAN NOTES STUD WALL PER ENGINEERING SHEATHING AND NAILING NOTE: FRAMING PAN NOTES PER PAN AND SHEAR SILL PLATE NAILING PER PAN SHEATHING AND NAILING SILL PATE NAILING PER PAN FORNOTES AND DETAILS 250 4TH AVE. S., SUITE 200 WALL SCHEDULE OR AND SHEAR WALL SCHEDULE PER PAN AND SHEAR AND SHEAR WALL SCHEDULE NOT CALLED OUT REFER SHEATHING AND SILL PATE NAILING SILL PATE NAILING PER EDMONDS, WASHINGTON 98020 STRUCTURAL NOTES OR STRUCTURAL NOTES WALL SCHEDULE OR OR STRUCTURAL NOTES TO DETA11 1 NAILING PER PAN AND PER PAN AND SHEAR SHEAR WALL PHONE 425 778-8500 STRUCTURAL NOTES SHEAR WALL SCHEDULE WALL SCHEDULE OR ( ) BREAK SHEATHING OR STRUCTURAL NOTES STRUCTURAL NOTES FAX (425) 778-5536 AT PATE LINO SHEATHING AND SHEATHING AND (4)10d NAILS ALIGNED 2x WOODJOIST (4)10d NAILS NAILING PER PAN NAILING PER PAN 13/4"LSL BLOCKING SHEATHING AND PER PAN AND SCHEDULE 2x CONTINUOUS RIM- 2x CONTINUOUS RIM NAILING PER PAN Ir 2x WOOD SILL PATE NAILING PER RIM JOIST SHEARWALL SCHEDULE GVY C BREAK SHEATHING BREAKSHEATHIN ov WAS "7S AT PATE UNO RIM AND PROVIDE PANNELEL V�� \1� NAILING EA SIDE OF - - 1 P o PANEL EDGE NAILING JOINT PER SW SCHED PER PAN AND SHEAR WOOD JOISTS PER PAN AND (3)0.131"O x 3" - - PROVIDE PANEL EDGE WOOD JOISTS PER WALL SCHEDULE OR SCHEDULE JOISTS PER PAN NAILING PER SHEAR WALL PAN AND SCHEDULE O LzsS PANEL EDGE NAILING NAILS EACH END -JOISTS PER PAN C' STRUCTURAL NOTES PER PAN AND SHEAR AND SCHEDULE SILL PATE NAILING PER AND SCHEDULE, SCHEDULE AT TOP PATE 2x BLOCKING @ 4'-0"OC 9Sj0 2x4 BLOCKING AT SHEAR WALLS WALLSCHEDULEOR WOOD JOISTS PER PAN SHEARWALLSCHEDULE LAPPED E BUTTED FIRSTJCKIN BAY ONLY NAL NOTE: ONLY STRUCTURAL NOTES AND SCHEDULE PANEL EDGE NAILING 08109119 NON-SHEAR WALL 2x WOOD BLOCKING PER PAN AND SHEAR 2x4 BLOCKING AT 2x4 BLOCKING OR A35 NAILING SHALL BE PER @ 4'-0"OC MAX WALL SCHEDULE OR SHEAR WALLS MODETAIL (PER SW SCHED)BETWEEN IBC TABLE 2304.9 STRUCTURAL NOTES OTES AND DETAILS BLOCKING AND TOP PATE ALLED OUT REFER AT SHEAR WALLS ONLY 2 A.TYPICAL FRAMING B.ALTERNATIVE SHEAR WALL FRAMING EXTERIOR WALL PARALLEL TO JOISTS INTERIOR BEARING ON BOTH SIDES INTERIOR WALL PARALLEL TO JOISTS TYPICAL STUD WALL FRAMING DETAIL TYPICAL STUD WALL FRAMING DETAIL !� TYPICAL STUD WALL FRAMING DETAIL d TYPICAL STUD WALL FRAMING DETAIL 2 SCALE: 1"=1'-0" v SCALE: 1"=1'-0" T SCALE: 1"=1'-0" 1 SCALE: 1"=1'-0" FF F 0 m O m SHEATHING AND (- NAILING PER PAN AND NOTE: SHEAR WALL SCHEDULE FOR NOTES AND H SILL PATE NAILING PER PAN DETAILS NOT CALLED SHEAR WALL SHEAR WALL O 2 &SHEAR WALL SCHEDULE OR SILL PLATE NAILING PER OUT REFER TO CASE A PER PAN PER PAN w w STRUCTURAL NOTES SILL PATE NAILING PER 2x CONTINUOUS RIM SHEAR WALL SCHEDULE CHORD SIZE PER a SHEAR WALLSCHED BOARDS.PERPENDICULAR DIAPHRAGM HOEDOWN SCHEDULE BEAMS SHALL FULLY BEAR PANEL EDGE NAILING PER BOUNDARY NAILING ALIGNED 2x WOODJOIST (4)lOd NAILS ON WALL SHEAR WALL SCHEDULE PER PAN AND SCHEDULE INTO BLOCKING SIMPSON HOEDOWN HOLDOWN STRAP HOLDOWN w SHEATHING AND SIMPSON A35 PER PER PAN AND PER PAN,FIELD STRAP PER PAN, F p� NAILING PER PAN SHEAR WALL SCHEDULE (4)10d NAILS A SCHEDULE BEND AROUND BEAM FIELD BEND Q O AROUND BEAM W O I y I I I BEAM PER PAN � I II 1 II CONTINUOUS II RIM WOOD JOISTS PER WOOD JOISTS PER II DESIGN: RMK II PAN AND SCHEDULE PAN AND SCHEDULE DRAWN: JEG JOISTS PER PAN NOTES: 2x BLOCKING @ ONLY ° 1 SHEATH COMMON SIDE FOR OC 2x BLOCKING EA JOIST DIRECTION FULL DEPTH 3/4 . CHECK: JGG PROVIDE PANEL EDGE FIRST JOIST BAY ONLY SIDE OF RIM @ PER PAN NAILING PER SHEAR WALL SHEATHING OR lx FRAMING STACKED SHEAR WALLS. SCHEDULE AT TOP PATE 2x4 BLOCKING OR A35 BETWEEN RIM BOARDS 2.WHERE HOLDOWNIS REQUIRED 4'-0"OC JOB NO: 18386.10 (PER SW SCHED)BETWEEN INSTALL HOEDOWN ON FILL JOIST SPACE WITH BLOCKING AND TOP PATE PARTY WALL W/SIZE SHEATHED SIDE OF PARTY WALL. BLOCKING TO MATCH JOIST PER PAN JOIST PER PAN DATE: 08�09�19 NOTE: AT SHEAR WALLS ONLY AND SPACING OF 3.SHEATHING IS SHOWN ON DIMENSIONS OF STUD (DIRECTION VARIES) (DIRECTION VARIES) FOR NOTES AND DETAILS OUTSIDE FACE OF WALL,BUT COLUMN ABOVE NOT CALLED OUT REFER STUDS PER PAN NOTES MAY ALTERNATELY BE INSTALLED HEADER BEAM TO DETAILS 1&2 ON INSIDE FACE. COUNTER SINK PER PAN ADDITIONAL END `INTERIOR WALL PARALLEL TO JOISTS A.PERPENDICULAR TO JOISTS B.PARALLEL TO JOISTS STUD FOR BOLTS FLUSH BEAM HEADER TYPICAL STUD WALL FRAMING DETAIL TYPICAL PARTY WALL FRAMING DETAIL 'J TYPICAL ROD HOEDOWN DETAIL f� TYPICAL STRAP HOEDOWN TO WOOD BEAM SCALE: 1"=1'-0" 6 SCALE: 1"=1'-0" SCALE: 1"=1'-0" v SCALE: 1"=1..' W Z W /^ > J SHEATHING&NAILING Q _ PER PAN&SHEAR WALL SCHEDULE OR NOTE: _ PARTY WALL W/SIZE& STRUCTURAL NOTES FOR NOTES&DETAILS NOT I— N6 WOOD SCREWS SPACING OF STUDS PER SPECIFICALLY CALLED OUT bi PAN NOTES SILL PATE NAILING REFER TO CASE A. Q OR 8d @ 6"OC (2)8d NAILS AT A PLANK PER PAN&SHEAR M WALL SCHEDULE OR N 2x LEGER A7TACHEDTORIM 2x WOOD BLOCKING 2x LEGER ATTACHED TO RIM STRUCTURAL NOTES DIAPHRAGM BOUNDARY ad N W/(2)1/4"0 x 31/2"SIMPSON @ 4'-0"OC MAX W/(2)1/4"0 x 3 1/2"SIMPSON SILL PATE NAILING PER SHEATHING&NAILING 2x FULL HEIGHT BLKG NAILING INTO BLKG 00 SIDS SCREWS @ 12"OC SIDS SCREWS @ 24"OC SHEAR WALL SCHED PER PAN SHEATHING& (3)lOd NAILS NAILING PER PAN N cc Q Q L CL w 3 Q J w� WOODJOIST&HANGER WOOD JOISTS PER WOOD JOIST PER FP-N ISTS PER Z PE N PER PAN&SCHEDULE PAN&SCHEDULE PAN&SCHEDULE CHEDULE JOISTS PER PAN&SIMPSON A35 PER JOISTS PER PAN& LLI PROVIDE PANEL EDGE PROVIDEPANELEDGE SHEAR WALL SCHEDULE SCHEDULE,LAPPED 2x BLKG @ 4'-0"OC SCHEDULE,APPED F- Z 0 2x4 BLOCKING OR A35 KING OR A35 PER PLAN I NAILING PER SHEAR WALL NAILING PER SHEAR WALL PANEL EDGE NAILING FIRST BAY ONLY Z IN J II SCHEDULEATTOP PLATE (PER SHEAR WALL SCHED) SCHEDULE AT TOP PATE (PER SHEAR WALL SCHED) PER PLAN AND SHEAR W ^ 0 W BETWEEN BLOCKING AND TOP BETWEEN BLOCKING AND $ WALLSCHEDULE H WOOD BEAM PATE AT SHEAR WALLS ONLY TOP PATE AT SHEAR U � Q PER PAN FOR NOTES AND DETAILS FOR NOTES AND DETAILS WALLS ONLY STUD WALL PER NOT CALLED OUT REFER NOT CALLED OUT REFER STRUCTURAL NOTES -. BEARING PATE TO DETAILS 1&2 TO DETAIL51&2 3/8 x 3 1/2 x 0'-3 1/2" A.JOISTS PERPENDICULAR TO WALL B.JOISTS PARALLEL TO WALL A.DECK JOISTS BEARING B.DECK JOISTS NON-BEARING ROD HOLDOWN TO WOOD BEAM i DECK FRAMING DETAIL ii TYPICAL STUD WALL FRAMING DETAIL ��.�_D 9 SCALE: 1"=V-0" •O SCALE: 1"=V-0" •• SCALE: 1"=V-0" TREAD/RISER PER ARCH USE 1 1/8"PLYWOOD TREADS UNO NOTCHED STRINGER TREAD AND 2x12 BLOCKING RISERS PER ARCH (4)8d @BLOCKING DO NOT OVERCUT NOTCHES 2x6 SISTERED 4X12 DF#2 BEAM BEAM PER PLAN ENGINEERING AB PER STRUCTURAL NOTES OR FOR TREAD/RISER PER SECTION A VARIES PER PLAN PROVIDE HILTI X-DNI(0.145"0)@ 250 4TH AVE. S., SUITE 200 12"OC.EMBED MIN 2"INTO EDMONDS, WASHINGTON 98020 CONCRETE W/STANDARD STEEL 2x12 STRINGER 2x12 STRINGER STAIR PHONE (425) 778-8500 WAS • SIMPSON HUC28-2, FAX (425) 778-5536 TREATED 2x SILL PLATE EACH STRINGER,WITH •�i a,. FULL NAILING • 2x12 TREADS SHEATHING ? NOTCHED PER ARCH WHERE NOTED 2x6 SISTERED TO SIDE 2x12 NOTCHED STRINGER ON PLAN OF 2x12 W/(2)ROWS 2x6 BLOCKING STRINGER JOIST PER • OF 10d NAILS STAGGERED @ 6"OC 2x6 SISTERED PLAN C,tIEV A Cp W X—XI—X—X�-�I—X_g—df—�—X 3x BEVELED PLATE PERSERIONA of WAsg`9S _ d JI a AS SHOWN BLOCKING @ V�� /--,�f4 F' N - OO° c HUC28-2 W/ 24"OC �o q° oMo o o NOTCH BEAM AS FULL NAILING 05 ob 1 �� a ♦° a 6 REQUIRED 2x STUD WALL OR I ,0" BEAM PER PLAN 8'-0"MAX SPAN BETWEEN 12"OC MAX ONAL SIZE&REINFORCING LANDINGS MAXIMUM SLOPE PER PLAN AND SCHEDULE 8 0 MAX LANDINGS TWEEN 2x6 SISTERED TO 2x12 PER ON PLAN _lj 08/09119 TYPICAL STAIR SECTION A.TYPICAL STRINGER TO LOWER LANDING B.TYPICAL STRINGER TO PONY WALL C.TYPICAL STRINGER TO CENTER BEAM D.TYPICAL STRINGER TO UPPER LANDING GAP(IF REQUIRED)TO SUIT ARCH FINISHES. TYPICAL STAIR SECTIONS 2 TYPICAL STAIR SECTION 1 SCALE: 1"=1'-0" SIMPSON HUC610 FACE MOUNT BEAM PER PLAN HANGERW/MAXNAILING AND SCHEDULE Q SIMPSON HUC610 FACE MOUNT BEAM PER PLAN HANGER W/MAXNAILING AND SCHEDULE m HANDRAIL W/CONN TO STRINGERS PER MFR Ia v=i H DIM PER ARCH DRAWINGS HANDRAIL W/CONN TO (Oi1 STRINGERS PER MFR w w � a PTGLULAM NOTCH CAREFULLY ai STRINGERS,TYP WITHOUT w PIERS,TM (2 x 3 x 1/4 x0'-6" OVER-CUTTINGPRESS Q p DECK) IS TREK PLAN STRINGERS,TYP a. W/(2)1/2"0 x 4"LAG p DECK JOIST PER PLAN NOTCH CAREFULLY SCREWS INTO BEAM AND 00 00 WITHOUT INTO STRINGER 21 FLAT DECKING L3 x 3 x 1/4 x 0'-6" OVER-CUTTING Y BEAM PER PLAN AND SCHED W/(2)1/2"0 x 3" W/SIMPSON PLAN H N EA END EXPANSION BOLTS AND(2) < 1/2"0 x 4"LAG SCREWS PRECAST CONCRETE CLOSED RISER TREADS W/ . I DESIGN: RMK PRECAST CONCRETE CONN TO STRINGERS PER DRAWN: JEG NOTES: 2x CONT LEDGER W/ CLOSED RISER TREADS + t CHECK: JGG 1.FOR NOTES AND DETAILS (2)1/4"0 x 3 1/2'SDS W/CONN TO JOB NO: 18386.1 O NOT CALLED OUT REFER SCREWS @ 12"OC 2x WOOD JOISTS STRINGERS PER MFR TO TYPICAL DETAILS. PER PLAN AND t t DATE: 08/09/19 SCHED 1! 1! DECK POST PER PLAN 2x WOOD BLKG x x 1i L x x @ 4'-0"OC MAX BEAM PER PLAN -� III III-1 r AND SCHEDULE Q SECTION AT EXTERIOR WOOD DECKS d STAIR SECTION STAIR SECTION v SCALE: 1"=V-0" T SCALE: 1"=1'-0" SCALE: 1"=1'-0" W PROVIDE CONTINUOUS TOP CHORD Z PROVIDE CONTINUOUS TOP CHORD AT SIMPSON SHEARWALLORPROVIDE W SI ILSAT LL NAIL STRAP AL NG SHEAR WALL SHEATHING& SHEAR WALL OR PROVIDE SIMPSON SHEAR WALL SHEATHING& NAILS AT ALL NAIL HOLES ALONG NAILING PER PLAN&SCHEDULE CMSTI4 STRAP W/16d NAILS AT ALL NAIL NAILING PER PLAN&SCHEDULE ENTIRE TOP CHORD AT PERFORATION Q J APPLIED TO ALL FACES OF WALL HOLES ALONG ENTIRE TOP CHORD AT APPLIED TO ALL FACES OF WALL PERFORATION 4x HF BLOCKING,TYP Q I I. -I I I I.. SHEATHING AND NAILING w PER PLAN AND SW SCHED EXTERIOR SW SHEATHING M M AND NAILING PER PLAN CONT FULL WIDTH AND IN I - - -- - �I - - -- - ___ _____ AND SW SCHED FULL DEPTH LSL RIM AT '''SJ N '^ FLOOR LEVEL V I I. HEADER PER PLAN 4x HIF I I. HEADER PER PLAN CONT FULL WIDTH AND 2x CONTINUOUS RIM Y N 0 Z I. FULL DEPTH RIM AT WHERE SHAFT IS AT A II II. BLOCKING,TYPII II. FLOOR LEVEL SHEATHING AND CORNER,LAP BEAMS AT cc NAILING PER PLAN CORNER AND PROVIDE Q Q L II II. II I II. WHERE SHAFT 15 AT A CONTINUOUS CMSTI4 I I I I I I. SIMPSON L90 CLIP AT I I. STRAP W/16d NAILS AT I I I I. CONTINUOUS CMST16 STRAP W/10d LAP SHEATHING AT RIM CORNER,LAP BEAMS AT INSIDE OF CORNER W I L J I. I I I. NAILS AT ALL NAIL HOLES OVER ENTIRE CORNER AND PROVIDE W HEADER SUPPORTS PER ALL NAIL HOLESNGTH OVER AND PROVIDE PANEL J _ LENGTH OF PERFORATED SHEAR WALL SIMPSON L90 CLIP AT 1 I: PLAN&SCHEDULE ENTIRE LENGTH OF .� -I EDGE NAILING PER SW INSIDE OF CORNER FULL DEPTH 3/4" Q Z I I PERFORATED SHEAR I I I HEADER SUPPORTS PER SCHEDULE EA SIDE OF SHEATHING OR Ix FRAMING Z N 0 I I' WALLI I I PLAN&SCHEDULE ADJOINING PANEL EDGE BETWEEN RIM BOARDS 0 II 7 ADDITIONAL II IIIh - 1 - --NI - z Z Z 0 INTERMEDIATE I I. -�- JOISTS PER PLAN I CHORD PER SHEAR { I II. Z N J m II WALLSCHEDULE 'Il W w O I I END STUDS PER T I I NMD SHEPSON A35 PER PLAN AND SHEAR WALL SCHED U Q HOLDOWN II II SCHEDULE,TYP 'I II PLYWOODSHERPLAN II I I.- AND NAILING PER PLAN I II I II �6 AND SHEAR WALL SCHED __ ___4 PARTY WALL W/SIZE AND SPACING OF END STUDS PER HOLDOWN STUDS PER PLAN NOTES A.ELEVATION AT DOOR SCHEDULE(HOLDOWN NOT SHOWN) EXTERIOR SIDE INTERIOR SHAFTSIDE INTERIOR SIDE INTERIOR SHAFT SIDE FORCE-TRANSFER SHEAR WALL DETAIL J FORCE-TRANSFER SHEAR WALL DETAIL f� STAIRWAY&SHAFT SECTIONS S5.3-D 6 SCALE: NTS • SCALE: NTS v SCALE: 1"=1'-0" C 41110M DIAPHRAGM BOUNDARY SHEATHING PER ROOF ENGINEERING SHEATHING AND NAILING PER DIAPHRAGM BOUNDARY NAILING NAILING PER ROOF FRAMING PLAN NOTES ROOF FRAMING PLAN NOTES PER ROOF FRAMING PLAN NOTES FRAMING PLAN NOTES 250 4TH AVE. S., SUITE 200 ROOF SHEATHING AND EDMONDS,(425) GTON 0 020 NAILING PER ROOF TRUSS BLOCKING DESIGNED AND PHONE (425) 778-8500 FRAMING PLAN NOTES Z(BRA PROVIDED BY TRUSS MFR.DESIGN FAX (425) 778-5536 BLOCKING FOR 242 PLF IN-PLANE 2x OUTLOOKER 2x4 BLOCKING SHEAR AT SHEAR WALLS ONLY DIAPHRAGM BOUNDARY 2x4 BLOCKING W/SILL EACH BRACE NAILING PER ROOF PLATE NAILING PER FRAMING PLAN NOTES SHEAR WALL SCHEDULE GABLE END TRUSS (6)10d FULL DEPTH BLOCKING SHEATHING AND NAILING TO GYl/;VY Cp RIPPED TO MATCH SLOPE MATCH SHEAR WALL BELOW og WAsg"9S OFROOF 2x4 OR SIMPSON A35 FRAMING v /p A35 EACH LINE SIMPSON LSTA35AL ANCHOR PER SHEAR 1 liftTE NAILING OF BLOCKING STRAP EACH SPLICEOC WALL SCHEDULE O,t� LzsS�4� SILL ERSHEAR WALL ty.SI b} SCHEDULE PRE-ENGINEERED ROOF ONAL TRUSS PER PLAN SIMPSON LTP4 PER •• • /�/g SHEAR WALL SCHEDULE PROVIDE BOUNDARY SIMPSON H2.5A NAILING ATTOP PLATE PER TIE AT EACH TRUSS SHEATHING AND 2x4 BLOCKING BOUNDARY NAILING PER PRE-ENGINEERED SHEAR WALL SCHEDULE 72x4 BLOCKING FOR EACH BRACE ROOF TRUSS PER PLAN NAILING PER PLAN AND (3)TRUSS SPACES @ NOTE: SHEAR WALL SCHEDULE SHEAR WALL SCHEDULE 4'-0"OC MAX REFER TO CASE A FOR SHEATHING AND STUD WALL FRAMING INFORMATION NOT SIMPSON H2.SA NAILING PER PLAN AND PER PLAN NOTES 6d COOLER NAILS @ SPECIFICALLY CALLED OUT SHEATHING AND EACH TRUSS SHEAR WALL SCHEDULE 6"OC OVER EXTENTS NAILING PER PLAN AND OF BLOCKING SHEAR WALL SCHEDULE OPTION A.BLOCKING AND STRAPS OPTION B.BRACING TYPICAL TRUSS SUPPORT DETAIL TYPICAL GABLE END SECTION TYPICAL TRUSS BLOCKING DETAIL a 7 SCALE: 1"=1'-0" 2 SCALE: 1"=1'-0" z � O j a N a' F SHEATHING AND NAILING PER w w ROOF SHEATHING AND ROOF FRAMING PLAN NOTES DIAPHRAGM BOUNDARY p a DIAPHRAGM BOUNDARY NAILING PER ROOF NAILING PER ROOF ROOF SHEATHING AND NAILING PER ROOF FRAMING PLAN NOTES 2x FLAT OUTLOOKER FRAMING PLAN NOTES ROOF SHEATHING AND NAILING PER ROOF FRAMING PLAN NOTES NAILING PER ROOF w\ FRAMING PLAN NOTES FRAMING PLAN NOTES DIAPHRAGM BOUNDARY FULL DEPTH BLKG RIPPED 2x4 BLKG W/SILL PL NAILING o NAILING PER ROOF 2x4 BLOCKING W/SILL TO MATCH SLOPE OF ROOF PER SHEAR WALL SCHED oo FRAMING PLAN NOTES PLATE NAILING PER SHEAR SILL PLATE NAILING WALL SCHEDULE PER SW SCHED Y tr FULL DEPTH BLOCKING 1 RIPPED TO MATCH SLOPE OF ROOF ROOF RAFTERS FULL DEPTH BLKG SIMPSON H2.5A TIE PER PLAN DESIGN: RMK SHEATHING AND RIPPED TO MATCH 16d @ 6"OC PROVIDE BOUNDARY 2x4 BLKG W/SILL PL NAILING PER PLAN AND SLOPE OF ROOF DRAWN: JEG NAILING AT TOP PLATE PER NAILING PER SHEAR SHEAR WALL SCHED PROVIDE BOUNDARY SHEAR WALL SCHEDULE WALL SCHED NAILING AT TOP PLATE PER CHECK: JGG PRE-ENGINEEREDROOF SIMPSON H2.5A TIE SHEAR WALL SCHEDULE JOB NO: 18386.10 TRUSS PER PLAN SHEATHING AND NAILING PER PLAN AND SHEAR STUD WALL FRAMING ROOF RAFTERS PER PLAN DATE: 08/09/19 SIMPSON H2.5 TIE WALL SCHEDULE PER PLAN NOTES SHEATHING AND NAILING FULL HEIGHT STUDS PER PLAN AND SHEAR STUD WALL FRAMING AT EACH TRUSS WALL SCHEDULE AT GABLE END PER PLAN NOTES DROP BEAM PER PLAN TRUSS SUPPORT AT BEAM TYPICAL RAFTER SUPPORT DETAIL a SECTION J TYPICAL RAFTER SUPPORT DETAIL SCALE: 1"=1' 1'0" W Z ROOF SHEATHING AND DIAPHRM BOUNDARY W /n NAILING PER ROOF NAILING AGPER PLAN AND > v/ FRAMING PLAN NOTES FRAMING NOTES Q J ROOF SHEATHING AND PANEL EDGE NAILING = Q NAILING PER ROOF PER PLAN NOTES FRAMING PLAN NOTES r PRE-ENGINEERED ROOF ROOF NOTE: STUD WALL PER w 2x HF BLKG.AT FOR NOTES AND DETAILS ROOF SHEATHING AND PLAN&NOTES M C) TRUSS PER PLAN.DESIGN ROOF NAILING PER ROOF ad N RIDGE,TVP NOT SPECIFICALLY CALLED TRUSS FOR 310 PLF O PLANE OUT REFER TO CASE A PRE-ENGINEERED ROOF TRUSS FRAMING PLAN NOTES N SHEAR LOADING LINO ON PLAN PER ROOF PLAN.DESIGN ROOF 00 VALLEY TRUSSES PER TRUSS FOR 310 PLF IN-PLANE Y W 0) SIMPSON B SERIES 2x BLOCKING (n Z ROOF PLAN,TVP SILL PLATE NAILING PER (ASD)SHEAR LINO ON PLAN SLOPED HANGER OVER EXTENTS Q Q 2x4 BLOCKING AND W/SILL SHEAR WALL SCHEDULE OFLEDGER SILL PLATE NAILING PER PLATE NAILING PER SHEAR 0.131"0 x 3" SHEAR WALL SCHEDULE WALL SCHEDULE 2x CONTINUOUS NAILS@5" W Q J'j' FULL LENGTH TO _j Z 2x4 SLEEPER TYP W/(2) OVERLAP SHEAR 0.131"0 x 3 1/2"NAILS PANEL EDGE NAILING PER WALL CONT 2x4 NAILER Z N 0 EACH TRUSS SHEAR WALL SCHEDULE 2x HF LEDGER PANEL EDGE NAILING PER W/(2)16d NAILS Z STUD WALL W/SHEATHING SHEAR WALLSCHEDULE @ 12'OC W &NAILING PER PLAN AND F- Z Z 0 PRE-ENGINEERED ROOF SHEAR WALL SCHEDULE CONT FULL WIDTH r Z C14 -1 TRUSSES PER ROOF PLAN TOP PLATE ON 2x4 w PLATES 2x ROOF RAFTERS W ^ < 0 PER PLAN U Q A.DRAG TRUSS AT SHEAR WALL B.ALTERNATIVE DRAG TRUSS AT SHEAR WALL SHEATHIN AND S NAILING PER PLAN AND SHEAR I IL WALL SCHEDULE PARTY WALL PER PLAN TYPICAL OVERFRAMING DETAIL TYPICAL DRAG TRUSS SECTION i TYPICAL DRAG TRUSS SECTION AT PARTY WALL ii RAFTER LEDGER DETAIL S6.1-D 8 SCALE: 1"=lb' •O SCALE: 1"=1'-O" •• SCALE:FM =1'0" I SCALE: 1"=1'-O' FULL DEPTH BLKG RIPPED DIAPHRAGM BOUNDARY TO MATCH SLOPE OF ROOF NAILING PER ROOF 2x4 BLKG W/16d @ 6"OC C FRAMING PLAN NOTES E I ROOF SHEATHING AND 250 4TH AVE. S., SUITE 200 NAILING PER ROOF EDMONDS, WASHINGTON 98020 FRAMING PLAN NOTES PHONE (425) 778-8500 FAX (425) 778-5536 16d@6"OC TRUSS OVERFRAMING PER TYP DETAIL ROOF RAFTERS GYl/;VY Cp� PER PLAN of WAsgf"9S PROVIDE BOUNDARY O�$ —„� NAILING ATTOP PLATE PER SIMPSON H2.SA TIE ` �p SHEAR WALL SCHEDULE SW6 SHEATHING&NAILING DIAPHRAGM BOUNDARY ROOF SHEATHING AND NAILING PER ROOF NAILING PER ROOF DIAPHRAGM BOUNDARY FRAMING PLAN NOTES FRAMING PLAN NOTES `S'Sj NAILING PER ROOF ONAL STUD WALL FRAMING FRAMING PLAN NOTES 2x8 BLKG RIPPED TO ROOF SHEATHING AND PER PLAN NOTES MATCH ROOF SLOPE DIAPHRAGM BOUNDARY NAILING PER ROOF �/�/19 ROOF SHEATHING AND NAILING PER ROOF FRAMING PLAN NOTES NAILING PER ROOF FRAMING PLAN NOTES AMING FRAMING PLAN NOTES 2x8 BLKG TRUSS TYPICAL DETAIL SW6 SHEATHING PER TYPICAL DETAIL AND NAILING 16d @ 6"OC SHEATHING AND NAILING PER ROOF FRAMING PLAN 16d @ 6"OC 2x6 WALL W/(2) DRAG TRUSS PER PLAN NOTES 16d @ 8"OC SILL PLATE NAILING J 2x HF LEDGER W/(2)16d @ (2)16d @ 8"OC Q 12"OC NAILS INTO BLKG 2x6 HF BLKG SLOPED PROVIDED BETWEEN STUDS 0 m Ll TO MATCH LOWER ROOF PROFILE 16d @ 6"OC ' _ is vi ROOFTRUSSES ROOFTRUSSES ~ PER PLAN - - PER PLAN SIMPSON H2.5A CONT FULL WIDTH ROOFTRUSSES ROOF TRUSSES AT EA TRU55 w w 16d @ 6"OC TOP PLATE ON 2x4 PER PLAN PER PLAN SIMPSON A35 @ 24"OC PLATES SIMPSON A35 @ 24"OC SIMPSON H2.SA 2x BLKG RIPPED TO SHEATHING AND AT EA TRUSS CONT FULL WIDTH TOP SHEATHING AND MATCH ROOF SLOPE NAILING PER PLAN AND PLATE ON 2x4 PLATES NAILING PER PLAN AND CONT FULL WIDTH TOP ROOF TRUSSES SHEAR WALL SCHED PARTY WALL SHEATHING AND SHEAR WALL SCHED Q O PER PLAN SHEATHING AND NAILING PLATE ON 2x4 PLATES o PER PLAN NAILING PER PLAN AND PER PLAN AND SHEAR oo p SHEAR WALL SCHED WALL SCHEDULE PARTY WALL PER PLAN Y PARTY WALL PER PLAN � Q RAFTER AND TRUSS FRAMING DETAIL TRUSS FRAMING AT PARTY WALL TRUSS FRAMING AT PARTY WALL d TRUSS FRAMING AT PARTY WALL 1 SCALE: 1" 1'-0" SCALE: 1"=1'0" 3 SCALE: 1"=1'-0" T SCALE: 1"=V-0" DESIGN: RMK DRAWN: JEG CHECK: JGG JOB NO: 18386.10 2x OUTLOOKER SHEATHING AND NAILING PER ROOF SHEATHING& DATE: 08/09/19 ROOF FRAMING PLAN NOTES NAILING PER ROOF SW6 SHEATHING DIAPHRAGM BOUNDARY NAILING FRAMING PLAN NOTES DIAPHRAGM NAILING PER ROOF BOUNDARY AND NAILING PER ROOF FRAMING PLAN NOTES FRAMING PLAN NOTES PANEL EDGE NAILING 2x8 BLKG RIPPEDTO PER PLAN NOTES MATCH ROOF SLOPE 2x4 BLKG BETWEEN 2x8 BLKG SHEATHING AND NAILING PER TRUSSES W/(2)16d @ DIAPHRAGM BOUNDARY NAILING ROOF FRAMING PLAN NOTES PER ROOF FRAMING PLAN NOTES SHEATHING AND NAILING PER 6"OC INTO 2x8 BLKG ROOF FRAMING PLAN NOTES WOOD STUD WALL PER PLAN W 2x HF LEDGER W/(2)16d @ z 12"OC NAILS INTO BLKG PROVIDED BETWEEN STUDS 2x6 HF BLKG W SLOPED TO > I n MATCH LOWER V ROOF PROFILE Q J ROOF RAFTERS PER PLAN = Q 2x BLKG W/16d @ 6"OC � SHEATHING&NAILING ((� W SIMPSON LUS HANGER PER PLAN&SHEAR Q W/SLOPED SEAT WALL SCHEDULE (V TRUSS-TO-TRUSS REFER TO TYPICAL GABLE N HANGER PER MFR END DETAIL FOR NOTES TRUSS MFRTO PROVIDE00 AND INFORMATION NOT SOLID BLKG IN TRUSS WEB 'TRUSSES SHEATHING AND SPECIFICALLY CALLED OUT FOR RAFTER CONNECTION N 0iSHEARWALNAILING LSH-- 'F PLAN AND SIMPSON A35 @ 24"OC SIMPSUSSSA WTRUSS PER PLAN&MFR uj Q ROOF TRUSSES ING&NAILING Q PER PLAN&SHEAR Z GIRDER TRUSS PER PLAN PER PLAN WALL SCHEDULE LL Z (n O S F 6 TRUSS SECTION AT RAFTER CONNECTION LOWER ROOF SECTION j� TRUSS FRAMING AT EXTERIOR WALL LLJ 0 L.L. 5 TRUS„_1_RAMING DETAIL TRUSS D 7 SCALE: 1"=1'-0" `+ SCALE: 1"=1'-0" ~ Z z O a S6.2-D STRUCTURAL NOTES C (THESE NOTES ARE TYPICAL UNLESS NOTED OR DETAILED OTHERWISE ON DRAWINGS) ENGINEERING CODE SHOP DRAWINGS MINIMUM LAPS AND EMBEDMENT WELDING 250 4TH AVE. S., SUITE 200 ALL MATERIALS,WORKMANSHIP,DESIGN,AND CONSTRUCTION SHALL CONFORM TO THE DRAWINGS, SHOP DRAWINGS FOR THE FOLLOWING ITEMS SHALL BE SUBMITTED TO THE ARCHITECT AND STRUCTURAL UNLESS OTHERWISE NOTED,REINFORCING SPLICE LENGTHS AND DEVELOPMENT LENGTHS SHALL BE AS WELDING SHALL CONFORM TO AWS"STRUCTURAL WELDING CODE",LATEST EDITION.ALL WELDING SHALL BE EDMONDS, WASHINGTON 98020 SPECIFICATIONS,AND THE INTERNATIONAL BUILDING CODE(IBC),2015 EDITION.SPECIFICATIONS AND ENGINEER FOR REVIEW PRIOR TO FABRICATION: TABULATED BELOW: DONE WITH 70 KSI LOW HYDROGEN ELECTRODES.WHERE NOT CALLED OUT,MINIMUM FILLET WELD SIZE SHALL PHONE (425) 778-8500 STANDARDS WHERE REFERENCED ON THE DRAWINGS ARE TO BE THE LATEST EDITION. BE PER TABLE 5.8 IN AWS DI.J.,LATEST EDITION. FAX (425) 778-5536 1.REINFORCING STEEL 3.PREMANUFACTURED WOOD TRUSSES f'c=3000 PSI DESIGN LOADS 2.CONCRETE MIX DESIGN 4.WOOD I-JOISTS&ENGINEERED WOOD BEAMS DEVELOPMENT LENGTH LAP SPLICE WELDING OF REINFORCING BARS SHALL NOT BE PERMITTED UNLESS SPECIFICALLY CALLED OUT ON DRAWINGS OR APPROVED BY STRUCTURAL ENGINEER.WELDING OF GRADE 60 REINFORCING BARS SHALL BE PERFORMED DEAD LOADS: SHOP DRAWINGS SHALL BE REVIEWED,REVISED AS REQUIRED FOR FIELD CONDITIONS,AND DATE STAMPED BY BAR TENSION COMPRESSION TENSION COMPRESSION USING LOW HYDROGEN ELECTRODES.WELDING OF GRADE 40 REINFORCING BARS SHALL BE PERFORMED USING ROOF 15 PSF THE CONTRACTOR PRIOR TO REVIEW BY THE ENGINEER.CONTRACTOR SHALL PROVIDE(3)SETS OF SHOP SIZE E70XX ELECTRODES.SEE REINFORCING NOTES FOR MATERIAL REQUIREMENTS OF WELDED BARS.WELDING FLOOR 24 PSF DRAWINGS FOR ENGINEER'S REVIEW.ALLOW TWO WEEKS FOR SHOP DRAWING APPROVAL BY ENGINEER. TOP BARS OTHER BARS ALL BARS TOP BARS BARS ALL BARS WITHIN 4"OF COLD BENDS IN REINFORCING BARS IS NOT PERMITTED. OVY C w LIVE LOADS: ENGINEER'S SHOP DRAWING REVIEW IS FOR GENERAL CONFORMANCE WITH THE DESIGN CONCEPT AND #3 22 17 9 28 22 12 ALL WELDING SHALL BE DONE BY WASHINGTON ASSOCIATION OF BUILDING OFFICIALS(WABO)CERTIFIED C'��F// 1 f sF' ROOF(SNOW LOAD) 25 PSF CONTRACT DOCUMENTS.MARKINGS OR COMMENTS SHALL NOT BE CONSTRUED AS RELIEVING THE WELDERS. T pup.- PRIVATE DECKS 60 PSF CONTRACTOR FROM COMPLIANCE WITH THE PROJECT PLANS AND SPECIFICATIONS.THE CONTRACTOR REMAINS #4 29 22 11 37 29 15 1 RESIDENTIAL 40 PSF RESPONSIBLE FOR DETAILS AND ACCURACY,FOR CONFORMING AND CORRELATING ALL QUANTITIES AND #5 36 28 14 47 36 19 LUMBER DIMENSIONS,FOR SELECTING FABRICATION PROCESSES,FOR TECHNIQUES OF ASSEMBLY,AND FOR PERFORMING O z 25 (LIVE LOADS ARE REDUCED WHERE PERMISSIBLE PER IBC SECTION 1607.10). THE WORK IN A SAFE MANNER. #6 43 33 17 56 43 23 GALL RADING ES SPECIFIED ARE MINIMUM KILN-DRIED TO MC GRADES OF THE FIRED.ALL LUMBER MINIMUM STANDARDS:BE IN ACCORDANCE WITH WWPA SSIONAL � EARTHQUAKE LOADS: ENGINEER'S SHOP DRAWING REVIEW OF STRUCTURAL COMPONENTS DESIGNED BY OTHERS IS FOR LOADS #7 63 48 20 81 63 27 IMPOSED ON THE BASIC STRUCTURE.THE COMPONENT DESIGNER IS RESPONSIBLE FOR CODE CONFORMANCE #8 72 55 22 93 72 30 SIZE CLASSIFICATION SPECIES GRADE Fb(PSI) Fc(PSI) 08/09119 EQUIVALENT LATERAL FORCE PROCEDURE PER ASCE 7-10 SECTION 12.8. AND ALL CONNECTIONS TO TH E BASIC STRUCTURE.SHOP DRAWINGS SHALL INDICATE MAGNITUDE AND LIGHT FRAMING(STUDS) DOUG-FIR STUD 776(REP) 800 DIRECTION OF THE LOADS IMPOSED ON THE BASIC STRUCTURE AND SHALL BE STAMPED&SIGNED BY A SITE CLASS D PROFESSIONAL ENGINEER REGISTERED IN THE SAME STATE AS THE PROJECT. f'c=4000 PSI 2x JOISTS AND PLANKS DOUG-FIR #2 978(REP) - SHORTPERIODSPECTRALRESPONSEACCEL(Ss) 1.071 DEVELOPMENT LENGTH LAP SPLICE PLATES AND BLOCKING DOUG-FIR #2 850 ONE SECOND SPECTRAL RESPONSE ACCEL N 0.417 FABRICATION SHALL BEGIN ONLY AFTER SHOP DRAWINGS BEARING THE STAMP AND SIGNATURE OF THE - SHORT PERIOD DESIGN SPECTRAL RESPONSE ACCEL(Sos) 0.765 PROJECT ARCHITECT,ENGINEER OF RECORD,AND CONTRACTOR HAVE BEEN RECEIVED. BAR TENSION COMPRESSION TENSION COMPRESSION 6x AND LARGER BEAMS AND DOUG-FIR #2 875 - ONE SECOND DESIGN SPECTRAL RESPONSE ACCEL(So,) 0.440 SIZE STRINGERS RISK CATEGORY II FOUNDATIONS:SPREAD FOOTINGS TOP BARS OTHER ALL BARS TOP BARS OTHER ALL BARS SEISMIC IMPORTANCE FACTOR 1.0 BARS BARS 4x AND SMALLER BEAMS AND DOUG-FIR #2 850 - (e) SOILS REPORT: REPORT NO: 18-0408 #3 19 15 8 24 19 12 STRINGERS SEISMSEISMGN CATEGORY D PREPARED BY: GEOTEST ALL POSTS AND TIMBERS DOUG-FIR #1 1200 1000 BASIC SEISMIC IC FORCE-RESISTING-SYSTEM WOOD SHEAR WALLS DATED: MAY 17,2019 #4 25 19 10 33 25 15 RESPONSE MODIFICATION FACTOR,(R) 1.5 REFER TO PLAN NOTES,SCHEDULES,AND DETAILS FOR MORE SPECIFIC LUMBER SIZE AND GRADE REQUIREMENTS. REDUNDANCY FACTOR(p) 1.0 #5 31 24 12 41 31 19 SEISMIC RESPONSE COEFFICIENT(C 0.118 ALLOWABLE SOIL PRESSURE: 2000 PSF ALL LUMBER IN CONTACT WITH CONCRETE,MASONRY,OR WITHIN 8"OF SOIL SHALL BE PRESSURE-TREATED. F s) #6 37 29 15 49 37 23 F W=TOTAL SEISMIC DEAD LOAD AS DEFINED PER ASCE 7-10 SECTION 12.7.2. LATERAL EARTH PRESSURE: #7 54 42 17 71 54 27 NAILS,BOLTS,AND METAL CONNECTORS FOR WOOD z UNRESTRAINED: 35 PCF+ANY APPLICABLE SURCHARGE O m RESTRAINED: 55 PCF+ANY APPLICABLE SURCHARGE #8 62 48 19 81 62 30 ALL NAILS SHALL CONFORM TO THE STANDARDS SET FORTH BY THE NATIONAL DESIGN STANDARDS(NDS)FOR I- BASE SHEAR(V),V=CsW= SD5 W � PASSIVE: 300 PCF WOOD CONSTRUCTION,LATEST EDITION.NAILING NOT SPECIFIED SHALL BE PER IBC TABLE 2304.9.1 NAILING _ � COEFFICIENT OF FRICTION: 0.35 NOTE: SCHEDULE.ALL NAILS CALLED OUT ON PLANS SHALL BE COMMON NAILS UNLESS NOTED OTHERWISE AND SHALL WIND LOADS: 1.ALL LENGTHS ARE IN INCHES. MEET OR EXCEED THE FOLLOWING MINIMUM GUIDELINES: FOUNDATIONS SHALL BEAR ON NATIVE SITE SOILS OR STRUCTURAL FILL,PREPARED AND COMPACTED AS 2.ALL LAP SPLICES ARE CLASS B. m BASIC WIND SPEED(3 SECOND GUST) 110 MPH REQUIRED BY THE GEOTECHNICAL REPORT AND AT LEAST 18"BELOW ADJACENT EXTERIOR GRADE.ANY 3.'TOP BARS"ARE HORIZONTAL REINFORCEMENT PLACED SUCH THAT MORE THAN 12 INCHES OF NAIL SHANKS MIN LENGTH p a EXPOSURE B FOUNDATION ELEVATIONS SHOWN IN THE DRAWINGS REPRESENT MINIMUM DEPTHS AND ARE FOR BIDDING CONCRETE IS CAST IN THE MEMBER BELOW THE BAR. 8d COMMON 0.1310 2 1/2"SHANK Kn 1.0 ONLY.ACTUAL FOUNDATION ELEVATIONS ARE SUBJECT TO SITE CONDITIONS AND MUST THEREFORE BE a, ESTABLISHED BY THE CONTRACTOR. CONCRETE WALL REINFORCING 10d COMMON 0.1480 3"SHANK w\ SEE PLANS FOR ADDITIONAL DESIGN LOADS. H p� 12d COMMON 0.1480 3 1/4"SHANK IMPORTED STRUCTURAL FILL AND BACKFILL MATERIAL SHOULD CONSIST OF CLEAN,WELL GRADED GRANULAR PROVIDE THE FOLLOWING MINIMUM REINFORCING UNLESS NOTED OR DETAILED OTHERWISE(GRADE 60): o STATEMENT OF SPECIAL INSPECTIONS MATERIAL FREE OF DEBRIS OR ORGANICS AS SPECIFIED IN THE GEOTECHNICAL REPORT. i6d COMMON 0.1620 31/2"SHANK 000 THICKNESS REINFORCING PLACEMENT J.d SPECIAL INSPECTIONS ARE REQUIRED AS INDICATED IN THE FOLLOWING TABLE.THE CONTRACTOR SHALL BACKFILL BEHIND ALL RETAINING WALLS WITH WELL-DRAINING,GRANULAR FILL AND PROVIDE FOR SUBSURFACE #4 @ 13"OC ME BOX NAILS MAY BE SUBSTITUTED FOR&COMMON NAILS WITH NO CHANGE IN NAIL SPACING.FRAMING Y SUBMIT WRITTEN STATEMENT OF RESPONSIBILITY TO THE BUILDING OFFICIAL AND OWNER PRIOR TO DRAINAGE. 6"WALLS EA WAY CENTERED MEMBERS MAY BE NAILED WITH 16d SINKERS(0.148"0 x 31/4"),BUT ONLY 16d COMMON NAILS SHALL BE USED Q COMMENCEMENT OF WORK IN ACCORDANCE WITH CHAPTER 1704.40F THE IBC. 8"WALLS #5 @ 15"OC EA WAY CENTERED WHERE l6d NAILS ARE INDICATED IN THIS DRAWING SET.ENGINEER MAY APPROVE OTHER NAILS IF NAIL LABELS 7 L STRUCTURAL OBSERVATION OF THE STRUCTURAL SYSTEM BY THE ENGINEER IS NOT REQUIRED. EXCAVATIONS AND DRAINAGE INSTALLATION SHALL BE OBSERVED BY A SOILS ENGINEER RETAINED BY THE ARE SUBMITTED TO ENGINEER PRIOR TO START OF CONSTRUCTION. OWNER.IF EXCAVATION SHOWS SOIL CONDITIONS TO BE OTHER THAN THOSE ASSUMED ABOVE NOTIFY THE 30"WALLS #4@16"OC EA WAY,EA FACE DESIGN: RMK FREQUENCY AND DISTRIBUTION OF REPORTS-INSPECTION REPORTS SHALL BE PROVIDED FOR EACH DAY ON STRUCTURAL ENGINEER FOR POSSIBLE FOUNDATION REDESIGN. ALL BOLTS IN WOOD MEMBERS SHALL CONFORM TO ASTM A307.PROVIDE WASHERS UNDER THE HEADS AND CONCRETE GENERAL NOTES NUTS OF ALL BOLTS AND LAG SCREWS BEARING ON WOOD.LEAD HOLES FOR LAG BOLTS SHALL BE BORED FOR DRAWN: J EG SITE BY SPECIAL INSPECTOR.STRUCTURAL OBSERVATION REPORTS SHALL BE PROVIDED AFTER EACH DEFERRED APPROVAL ITEMS THE SHANK AND THREADED PORTIONS PER NDS 11.1.3. OBSERVATION.REPORTS SHALL BE DISTRIBUTED TO TH E CONTRACTOR,ARCHITECT,ENGINEER AND BUILDING CHECK: JGG OFFICIAL. SUBMITTAL DOCUMENTS FOR DEFERRED SUBMITTAL ITEMS SHALL BE SUBMITTED TO THE ARCHITECT AND VERTICAL BARS SHALL START FROM TOP OF FOOTING.HORIZONTAL BARS SHALL STARTA DISTANCE OF I/2 THE CONNECTORS CALLED OUT BY LETTERS AND NUMBERS SHALL BE"STRONG-TIE"BY SIMPSON COMPANY, NORMAL BAR SPACING FROM TOP OF FOOTING AND TOP OF FRAMED SLABS.IN ADDITION,THERE SHALL BE A CATALOG TO BE THE LATEST EDITION,OR ENGINEER APPROVED EQUAL.CONNECTORS SHALL BE INSTALLED IN ENGINEER REVIEWED WHO SHALL REVIEWHAVE THEM ANDFOUND INDICATE IN GENERAL CONFORMANCE SUBMITTAL DOCUMENTS HORIZONTAL BAR AT A MAXIMUM OF 3"FROM TOP OF WALL AND BOTTOM OF FRAMED SLABS. JOB NO: 8/09/19 SPECIAL INSPECTION HAVE BEEN REVIEWED AND THAT THEY HAVE BEEN FOUND TO BE IN GENERAL CONFORMANCE WITH THE DESIGN ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS AND WITH THE NUMBER AND SIZE OF OF THE BUILDING.THE DEFERRED SUBMITTAL ITEMS SHALL NOT BE INSTALLED UNTIL THEIR DESIGN AND FASTENERS AS SPECIFIED BY THE MANUFACTURER.WHERE CONNECTOR STRAPS CONNECT TWO MEMBERS, DATE: 08�09�19 OPERATION CONT PERIODIC REMARKS SUBMITTAL DOCUMENTS HAVE BEEN APPROVED BY THE BUILDING OFFICIAL. PROVIDE CORNER BARS TO MATCH THE HORIZONTAL REINFORCING WITH TENSION LAP SPLICE AT EACH SIDE PER TABLE,OR BEND ONE SIDE OVER TO PROVIDE TENSION LAP. PLACE ONE-HALF OF THE NAILS,SCREWS,OR BOLTS IN EACH MEMBER. SOILS 1.PREMANUFACTURED WOOD TRUSSES INSTALL SOLID BLOCKING AT ALL BEARING POINTS.ALL SHIMS SHALL BE SEASONED,DRIED,AND THE SAME 2.HANDRAILS AND GUARDRAILS PROVIDE CONTROL OR CONSTRUCTION JOINTS IN SLABS ON GRADE TO BREAK UP SLAB INTO RECTANGULAR AREAS EXCAVATION&FILL&COMPACTION&DRAINAGE X GEOTECH ENGINEER 3.PREMANUFACTURED BOLT-ON DECKS OF NOT MORE THAN 400 SQUARE FEET EACH.AREAS TO BE AS SQUARE AS PRACTICALAND HAVE NO ACUTE GRADE(MINIMUM)AS MEMBERS CONNECTED. CONCRETE ANGLES.JOINT LOCATIONS TO BE APPROVED BY THE ARCHITECT. CONCRETE GALVANIZATION REINFORCING PLACEMENT X ALL CONSTRUCTION JOINTS SHALL BE THOROUGHLY CLEANED AND PROPERLY PREPARED IMMEDIATELY PRIOR TO ANCHOR BOLTS X ALL CONCRETE SHALL BE MIXED,PROPORTIONED,CONVEYED,AND PLACED IN ACCORDANCE WITH SECTION POURING OF CONCRETE.DOWEL STEEL SHALL BETHE SAME SIZE AND SPACING AS MAIN REINFORCING DETAILED UNLESS NOTED OTHERWISE,STEELCONNECTORS IN CONTACT WITH TREATED WOOD SHALL BE GALVANIZED Y CHAPTER 5 OF ACI 318 AND THE AMERICAN CONCRETE INSTITUTE'S SPECIFICATIONS FOR STRUCTURAL BEYOND JOINT. ACCORDING TO THE FOLLOWING TABLE: HOLDOWN PLACEMENT X CONCRETE FOR BUILDINGS(ACI 301). UNTREATED ACQ-C CBA-A OTHER OTHER PT CONCRETE TEST SPECIMENS X BARS PARTIALLY EMBEDDED IN HARDENED CONCRETE SHALL NOT BE FIELD BENT UNLESS SO DETAILED OR GALVANIZATION WOOD CCA-C SBX ACQ-D CA-B BORATE ACZA WOOD W ALL CONCRETE SHALL BE STONE-AGGREGATE CONCRETE HAVING AUNIT WEIGHT OF APPROXIMATELY 150 APPROVED BY THE STRUCTURAL ENGINEER. Z CONCRETE PLACEMENT X POUNDS PER CUBIC FOOT. G90 X X X SEE ARCHITECTURAL DRAWINGS FOR ALL GROOVES,NOTCHES,CHAMFERS,FEATURE STRIPS,COLOR,TEXTURE AND ADHESIVE ANCHORS X IF USED CONCRETE STRENGTHS AT 28 DAYS(f'c)AND MIX CRITERIA SHALL BE AS FOLLOWS: OTHER FINISH DETAILS AT ALL EXPOSED CONCRETE SURFACES.PROVIDE 3/4"CHAMFER AT ALL CORNERS EXCEPT AS G185 X X X X X X W EXPANSION ANCHORS X IF USED NOTED. HDG X X X X X X MAXIMUM MIN CEMENT MAXIMUM Q STRUCTURAL STEEL TYPE OF CONSTRUCTION f'c WATER/CEMENT CONTENT PER CUBIC STRUCTURAL STEEL STT300 X X X X X X X X SHRINKAGE$TRAIN FABRICATION&ERECTION X RATIO YARD STRUCTURAL STEEL DESIGN,FABRICATION AND ERECTION SHALL BE IN ACCORDANCE WITH THE AISC G90=0.90 OZ.OF ZINC PER SQUARE FOOT OF AREA = HIGH STRENGTH BOLTING X SLAB ON GRADE 3000 PSI 0.55 51/2 SACK N/A "SPECIFICATION FOR THE DESIGN,FABRICATION,AND ERECTION OF STRUCTURAL STEEL FOR BUILDINGS",LATEST G185=1.85 OZ.OF ZINC PER SQUARE FOOT OF AREA HOG=HOT DIP GALVANIZED SHOP&FIELD WELDING FOOTINGS 4000 PSI 0.50 51/2 SACK N/A EDITION. SST300=TYPE 316L STAINLESS STEEL W SINGLE PASS FILLET WELDS<5/16" X WALLS 4000 PSI 0.48 51/2 SACK N/A SHAPES SHALL CONFORM TO ASTM A992,Fy=50 KSI. RATED SHEATHING Cal 0 WOOD FRAME THE MINIMUM AMOUNT OF CEMENT LISTED ABOVE MAY BE CHANGED IF A CONCRETE PERFORMANCE MIX IS PLATES,ANGLES,AND RODS SHALL CONFORM TO ASTM A36,Fy=36 KSI. N RATED SHEATHING SHALL BE GRADE C-DINT-APA WITH EXTERIOR GLUE OR O5B SHEATHING WITH EXTERIOR 00Z SHEARWALL&DIAPHRAGM NAILING X SPACING 54-Oc SUBMITTED TO THE ENGINEER AND THE BUILDING DEPARTMENT FOR APPROVAL TWO WEEKS PRIOR TO PLACING STRUCTURAL TUBING SHALL CONFORM TO ASTM ASOO GRADE B,Fy=46 K51. GLUE IN CONFORMANCE WITH IBC STANDARD 2303.1.4. Y N ANY CONCRETE.THE PERFORMANCE MIX SHALL INCLUDE THE AMOUNTS OF CEMENT,FINE AND COARSE STRAP NAILING X AGGREGATE,WATER,AND ADMIXTURES AS WELLASTHE WATER-CEMENT RATIO,SLUMP,CONCRETE YIELD,AND TIMBERSTRAND,MICROLLAM,AND PARALLAM MEMBERS J STEEL PIPE SHALL CONFORM TO ASTM A53 GRADE B,Fy=35 KSI. NOTE: SUBSTANTIATING STRENGTH DATA IN ACCORDANCE WITH CHAPTER 5 OF ACI 318. Q � Q ALL ITEMS MARKED WITH AN"X"SHALL BE INSPECTED IN ACCORDANCE WITH IBC CHAPTER 17.SPECIAL FABRICATED IN CONFORMANCE WITH THE INTERNATIONAL CODE COUNCIL EVALUATION SERVICE(ICC-ES) CL Q INSPECTION SHALL BE PERFORMED BY A QUALIFIED TESTING AGENCY DESIGNATED BY THE OWNER.THE ALL CONCRETE EXPOSED TO WEATHER OR TO FREEZING TEMPERATURES SHALL BE AIR-ENTRAINED IN BOLTS CONNECTING STEEL MEMBERS SHALL CONFORM TO ASTM A325-N.BOLTS SHALL BE 3/4"0 MINIMUM, REPORT NO.ESR-13870R CCMC REPORT NO.12627-R,08675-R,AND 11161-R.EACH MEMBER SHALL BE W ACCORDANCE WITH ACI 318 TABLE 4.2.1 FOR MODERATE EXPOSURE CONDITION. UNO ANCHOR BOLTS SHALL CONFORM TO ASTM A307. IDENTIFIED BY A STAMP INDICATING THE PRODUCT TYPE AND GRADE,ICC-ES OR CCMC REPORT NUMBER, L IJ RESULARCHITS.ANYI STRUCTURALAILINGENGINEER, MEETND HE PROJECTS SPECIFICATIONS TIONSSBE ALLBEISHED I MEDIATEH COPIES OF ALL AND J D TO ATTENTION FAILING TO MEET THE PROJECTSPECIFICATIONS SHALL BE IMMEDIATELY BROUGHT REINFORCING STEEL CONTRACTOR SHALL PROVIDE CONNECTION ADJUSTMENT TOLERANCES TO SATISFY THE REQUIREMENTS OF AISC MANUFACTURER'SCERTIFIED. MEMBERS S ALLMEET THE FOLLOWING MSTANI STANDARDS: AGENCY'S LOGO.FABRICATOR SHALL Q Z TO THE ATTENTION OF THE DESIGN TEAM. MAN UAL OF STEEL CONSTRUCTION. BE CERTIFIED.MEMBERS SHALL MEET THE FOLLOWING MINIMUM STANDARDS: Z N 0 REI NFORCING STEEL SHALL BE DEFORMED BILLET STEEL CONFORMING TO ASTM A615,AND SHALL BE GRADE 60 SIZE CLASSIFICATION SPECIES GRADE Fb(PSI) FV(PSI Fc(PSI) Z U (Fy=60,000 PSI),UNLESS NOTED OTHERWISE.GRADE 60 REINFORCING BARS INDICATED ON DRAWINGS TO BE UNLESS SPECIFIED AS STAINLESS STEEL,ALL STEEL MEMBERS,SHAPES,BOLTS,AND ACCESSORIES EXPOSED TO BEAMS&POSTS(d<91/2") LSL 1.3E 1,700 425 1,835 z WELDED SHALL CONFORM TO ASTM A706.REINFORCING COMPLYING WITH ASTM A615 MAY BE WELDED IF WEATHER SHALL BE HOT DIP GALVANIZED. Z MATERIAL PROPERTY RELA PORTS INDICATING CONFORMANCE WITH WELDING PROCEDURES SPECIFIED IN AWS NON-SHRINK GROUT RIMS&BEAMS(d>_91/2") LSL 1.55E 2,325 310 - Z N J D1.4 ARE SUBMITTED. m BEAMS&POSTS LVL 2.OE 2,600 285 2,510 L,J r� cl:� WELDED WIRE FABRIC SHALL CONFORM TO ASTM A185.PROVIDE WELDED WIRE FABRIC IN SHEETS NOT ROLLS. NON-SHRINK GROUT SHALL BE CEMENT-BASED WITH A MINIMUM COMPRESSIVE STRENGTH OF 5000 PSI WHEN L U Q N LAP WELDED WIRE FABRIC 12"AT SIDES AND ENDS. TESTED IN ACCORDANCE WITH ASTM C-109.GROUT SHALL BE MIXED AND PLACED IN STRICT ACCORDANCE WITH POSTS(d<91/2") PSL 1.8E 2,400 190 2,500 THE MANUFACTURER'S RECOMMENDATIONS. BEAMS(d>_91/2") PSL 2.2E 2,900 290 - REINFORCING STEEL SHALL BE DETAILED INCLUDING HOOKS AND BENDS IN ACCORDANCE WITH SP-66 AND ACI I I I 318R,LATEST EDITIONS.UNLESS OTHERWISE NOTED,REINFORCING SPLICE LENGTHS AND DEVELOPMENT TIMBERSTRAND,MICROLLAM,AND UNTREATED PARALLAM MEMBERS ARE INTENDED FOR DRY-USE LENGTHS SHALL BE PER SCHEDULE. APPLICATIONS.UNLESS NOTED OTHERWISE,ENGINEERED WOOD BEAMS EXPOSED TO WEATHER SHALL BE TREATED PER MANUFACTURES RECOMMENDATIONS. REINFORCING SHALL BE PLACED AND ADEQUATELY SUPPORTED PRIOR TO PLACING CONCRETE.WET-SETTING EMBEDDED ITEMS IS NOT ALLOWED WITHOUT PRIOR ENGINEER APPROVAL.BARS PARTIALLY EMBEDDED IN HARDENED CONCRETE SHALL NOT BE FIELD BENT UNLESS SO DETAILED OR APPROVED BY THE STRUCTURAL ^�.�- ENGINEER.REFER TO CHAPTER 7 OF ACI 318 FOR OTHER REINFORCING STEEL REQUIREMENTS. `V STRUCTURAL NOTES C (THESE NOTES ARE TYPICAL UNLESS NOTED OR DETAILED OTHERWISE ON DRAWINGS) ENGINEERING GLUE-LAMINATED TIMBER GENERAL 250 4TH AVE. S., SUITE 200 GLUE-LAMINATED TIMBER SHALL BE DOUGLAS FIR,FABRICATED IN CONFORMANCE WITH ANSI/AITC STANDARD STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH ARCHITECTURAL,CIVIL,ELECTRICAL,AND LEGEND EDMONDS, WASHINGTON 98020 A 90.1,LATEST EDITION.EACH MEMBER SHALL BEAR AN AITC IDENTIFICATION MARK AND SHALL BE MECHANICAL DRAWINGS FOR BIDDING AND CONSTRUCTION.CONTRACTOR SHALL VERI FY ALL DIMENSIONS AND PHONE (425) 778-8500 DEFINITION SYMBOL DEFINITION SYMBOL FAX (425) 778-5536 ACCOMPANIED BY AN AITC CERTIFICATE OF CONFORMANCE.FABRICATOR SHALL BE CERTIFIED.MEMBERS SHALL CONDITIONS FOR COMPATIBILITY BEFORE PROCEEDING.ANY DISCREPANCIES SHALL BE BROUGHT TO THE BE OF THE FOLLOWING MINIMUM STANDARDS: ATTENTION OF THE ARCHITECT BEFORE PROCEEDING. DIRECTION OF SPAN COMBINATION Fb NATIVE SOIL FRAMING = — CONTRACTOR TOSEEARCHITECTURAL,CIVIL,ELECTRICAL AND MECHANICAL DRAWINGS FOR SIZE AND LOCATION EXTENT OF SIMPLE SPAN BEAMS 24F-V4 2400 PSI OF PIPE,VENT,DUCT AND OTHER OPENINGS AND DETAILS NOT SHOWN ON THESE DRAWINGS. FRAMING GRANULAR FILL CANTILEVER OR MULTI-SPAN BEAMS 24F-V8 2400 PSI CONTRACTOR SHALL BE RESPONSIBLE FOR ERECTION STABILITY AND TEMPORARY SHORING AS NECESSARY UNTIL COLUMNS STRUCTURAL STEEL GIVY Cp WOOD I-JOISTS PERMANENT SUPPORT AND STIFFENING ARE INSTALLED. of WAS "9S CONTRACTOR-INITIATED CHANGES SHALL BE SUBMITTED IN WRITING TO THE ARCHITECT AND STRUCTURAL COLUMN BEARING RATED SHEATHING WOOD I-JOISTS,MANUFACTURED BY THE TRUS JOIST CORPORATION SHALL BE SIZED AND DETAILED TO FIT THE ENGINEER FORAPPROVAL PRIOR TO FABRICATION OR CONSTRUCTION.CHANGES SHOWN ON SHOP DRAWINGS ON BEAM ?° DIMENSIONS AND LOADS INDICATED ON THE PLANS.ALL DESIGN SHALL BE IN ACCORDANCE WITH THE ONLY WILL NOT SATISFY THIS REQUIREMENT. ALLOWABLE VALUES AND SECTION PROPERTIES ASSIGNED BY THE BUILDING CODE. BEAM CONTINUOUS SHEAR WALL SWX znss DRAWINGS INDICATE GENERAL AND TYPICAL DETAILS OF CONSTRUCTION.WHERE CONDITIONS ARE NOT OVER SUPPORT (SEE SCHEDULE) L$F' ti PROVIDE TEMPORARY BRACING UNTIL SHEATHING AND PERMANENT BRACING IS INSTALLED.MANUFACTURER SPECIFICALLY INDICATED BUT ARE OF A SIMILAR CHARACTER TO DETAILS SHOWN,SIMILAR DETAILS OF „L `SjONAL SHALL PROVIDE ALL SPECIALTY ITEMS REQUIRED FOR ACOMPLETE INSTALLATION OF JOISTS.INSTALL PER CONSTRUCTION SHALL BE USED,SUBJECTTO REVIEW AND APPROVAL BY THE ARCHITECT AND THE STRUCTURAL CONCRETE WALL COLUMN MARK /�S�' MANUFACTURER'S RECOMMENDATIONS. ENGINEER. (SEE SCHEDULE) 08109119 BEARING STUD FOOTING(SEE SC O ALL TRUSS JOISTS ARE TO BE CONNECTED TO FLUSH BEAMS WITH SIMPSON TYPE ITS,IUS OR LBV HANGERS, WALL (SEE SCHEDULE) PROVIDE WEB STIFFENERS AS REQUIRED. NON-BEARING HOLDOWN MARK PRE-MANUFACTURED WOOD TRUSSES STUD WALL (SEE SCHEDULE) WOOD TRUSSES SHALL BE SIZED AND DETAILED TO FIT DIMENSIONS AND LOADS INDICATED ON THE PLANS.ALL BEARING STUD ( TTTT{ HANGER MARK O DESIGN SHALL BE IN ACCORDANCE WITH THE ALLOWABLE VALUES AND SECTION PROPERTIES ASSIGNED BYTHE SHEAR WALL (SEE SCHEDULE) BUILDING CODE.SUBMIT SHOP DRAWINGS FOR ENGINEER REVIEW PRIOR TO FABRICATION.CALCULATIONS AND NON-BEARING �j- �-( FLAG NOTE SHOP DRAWINGS SHALL BE SIGNED BY A PROFESSIONAL ENGINEER REGISTERED IN THE SAME STATE AS THE STUD SHEAR WALL )--�-�� (SEE PLAN NOTES) PROJECT.TRUSS DESIGN AND SHOP DRAWINGS SHALL BE IN CONFORMANCE WITH IBC 2303.4 CMU WALL STEEL MOMENT PROVIDE TEMPORARY BRACING UNTIL SHEATHING AND PERMANENT BRACING IS INSTALLED.MANUFACTURER FRAME CONN. Q SHALL PROVIDE ALL SPECIALTY ITEMS REQUIRED FOR A COMPLETE INSTALLATION OF JOISTS.INSTALL PER MANUFACTURER'S RECOMMENDATIONS. FOR TOP CHORD DESIGN LIVE LOADS,REFER TO THE DESIGN LOAD SECTION.IN ADDITION TO ROOF LOADING ABBREVIATIONS zO j LISTED IN THE DESIGN LOAD SECTION,ROOF TRUSSES SHALL BE DESIGNED FORA BOTTOM CHORD LIVE LOAD OF (A) ABOVE GLB GLUE-LAMINATED BEAM is N 10 PSF.TOP AND BOTTOM CHORD LIVE LOAD DO NOT NEED TO BE DESIGNED FOR SIMULTANEOUSLY. AB ANCHOR BOLT HORIZ HORIZONTAL U IN ADDITION TO THEIR SELF WEIGHT,ROOF TRUSSES SHALL BE DESIGNED FOR A TOP CHORD DEAD LOAD OF 13 ALT ALTERNATE KP KING POST w w PSF AND A BOTTOM CHORD DEAD LOAD OF 30 PSF ACTING SIMULTANEOUSLY.SEE ARCHITECTURAL AND MECHANICAL DRAWINGS FOR LOADS AND OPENINGS NOT SHOWN ON THE STRUCTURAL DRAWINGS. ARCH ARCHITECT KSI KIPS PER SQUARE INCH a DEFLECTIONS SHALL NOT EXCEED L/360 FOR LIVE LOADS,OR L/240 FOR TOTAL LOADS. (B) BELOW L ANGLE Ol TYPICAL FRAMING NOTES BD BAR DIAMETER MECH MECHANICAL w H C7 1.BEARING WALL FRAMING BLKG BLOCKING MF MOMENT FRAME Q O o� BM BEAM MTL METAL 00 REFER TO STUD SCHEDULE ON FRAMING PLANS FOR BEARING WALL FRAMING. BOT BOTTOM NS NEAR SIDE y ALLCOLUMNS NOT CALLED OUTOTHERWISE SHALL BETWO STUDS. BRNG BEARING OC ON CENTER Q 2.WALL BASE PLATE ON CONCRETE BTWN BETWEEN OPP OPPOSITE CIP COMPLETE JOINT PENETRATION PL PLATE DESIGN: RMK WALL PLATES BEARING ON CONCRETE SHALL BE PRESSURE-TREATED.FOR ALL EXTERIOR WALLS AND INTERIOR SHEAR WALLS,BOLT PLATES OR SILLS TO CONCRETE WITH 3/41NCH DIAMETER ANCHOR BOLTS WITH 71NCH CUR CLEAR PLCS PLACES DRAWN: JEG MINIMUM EMBEDMENT.REFER TO SHEAR WALL SCHEDULE,AND PLACE AT 5'-0"OC MAXIMUM UNO.SILL CMU CONCRETE MASONRY UNIT PSI POUNDS PER SQUARE INCH PLATES FOR INTERIOR NON-SHEAR WALLS SHALL BE BOLTED USING 1/21NCH ANCHOR BOLTS @ 6'-0"OC WITH 7 CHECK: JGG INCH EMBEDMENT.AT ALL SILL PLATE ANCHOR BOLTS,CONTRACTOR SHALL INSTALL 1/4"x 3"x 3"FLAT PLATE COL COLUMN PSF POUNDS PER SQUARE FOOT WASHERS.INTERIOR NON-SHEAR WALL SILL PLATES MAY BE ANCHORED PER THE BEARING WALL GUILDELINES CONC CONCRETE P/T POSTTENSIONED JOB NO: 18386.10 OR MAY USE 1/4"x 3"SIMPSON CSD SPLIT DRIVE ANCHORS @ 4'-0"OC WITH J."ROUND FENDER WASHERS.USE DATE: 08/09/1 9 MINIMUM OF TWO ANCHOR BOLTS PER SILL AND PLACE ONE WITHIN 12 INCHES OF EITHER END TYPICAL UNLESS CONN CONNECTION PT PRESSURETREATED NOTED OTHERWISE. CONT CONTINUOUS REINF REINFORCING 3.ROOF AND FLOOR FRAMING COORD COORDINATE RE(XD REQUIRED PROVIDE 11/2"FULL DEPTH BLOCKING FOR JOISTS AND RAFTERS AT ALL SUPPORTS AND AT 8'-0"OC MAXIMUM DEL DOUBLE SCHED SCHEDULE U NO.INTERMEDIATE 8'-0"OC BLOCKING NOT REQ'D IF GWB CEILING 15 INSTALLED DIRECTLY TO UNDERSIDE OF DET DETAIL SIM SIMILAR FRAMING.INSTALL DOUBLE JOISTS UNDER PARTITIONS EXTENDING ONE HALF OR MORE OF THE JOIST SPAN. DIA DIAMETER SOG SLAB ON GRADE PROVIDE TRUSS BLOCKING PANELS FOR ROOF TRUSSES AT SUPPORTS AND SHEAR WALLS,AND WHERE INDICATED ON PLANS AND DETAILS. DIM DIMENSION STD STANDARD 4.DIAPHRAGM NAILING DIR DIRECTION STIFF STIFFENER W ALL SHEAR WALLS,FLOOR AND ROOF DIAPHRAGM NAILINGS SHALL BE AS CALLED OUT ON SCHEDULES OR ON EA EACH STL STEEL Z THE PLANS.EXTERIOR WALLS NOT INDICATED AS SHEAR WALLS SHALL BE SHEATHED AND NAILED TO ELEV ELEVATION SYMM SYMMETRICAL W SUPPORTING FRAMING WITH 10d NAILS AT 6"OC AT ALL PANEL EDGES AND 12"OC AT ALL INTERMEDIATE ES EACH SIDE SW SHEARWALL SUPPORTS. EX EXISTING TOC TOP OF CONCRETE Q THE USE OF NAIL GUNS WILL BE APPROVED IF NAILING INTO THE DIAPHRAGMS CAN BE INSTALLED FLUSH WITH EXP EXPANSION TOS TOP OF STEEL FACE OF SHEATHING.NAIL PENETRATIONS GREATER THAN 1/16"ARE NOT ACCEPTABLE. FUR FLOOR TOW TOP OF WALL V) 5.ALLOWABLE STUD AND PLATE PENETRATIONS FDN FOUNDATION TYP TYPICAL w CUTTING AND/OR NOTCHING OF WOOD STUDS OR PLATES SHALL NOT EXCEED 25%OF THE STUD/PLATE WIDTH FTG FOOTING UNO UNLESS NOTED OTHERWISE P� IN EXTERIOR AND BEARING WALLS AND SHALL NOT EXCEED 40%OF THE STUD/PLATE WIDTH IN ANY �[ NON-BEARING PARTITIONS.BORED HOLE DIAMETER IS LIMITED TO 40%OF STUD/PLATE WIDTH IN ANY STUD FS FAR SIDE VERT VERTICAL ad N O AND MAY BE 60%IN NONBEARING PARTITIONS OR IF STUD IS DOUBLED.MAINTAIN 5/8"MINIMUM EDGE GC GENERAL CONTRACTOR WF WIDE FLANGE 00 Z DISTANCE FROM HOLE EDGE. Y W � N Q Q J bi w �' < a � z D z N o U w o F__ z Z Z N J W I� U Q N S1.2-E FOUNDATION PLAN NOTES: 1.SPREAD FOOTINGS SHALL BEAR A MIN OF V-6"BELOW ADIACENTGRADE ATTHE PERIMETER. 2.WHERE SLAB ON GRADE IS INDICATED,SLAB SHALL BE 4"THICK W/H4 @ 18"OC EACH WAY,CENTERED.SLAB ENGINEE RING SHALL BE POURED OVER A 10 MIL VAPOR BARRIER OVER 6"OF 5/8"CRUSHED ROCK. 250 4TH AVE. S., SUITE 200 3.REFER TO SHEET 54.1 FOR TYPICAL FOUNDATION DETAILS. EDMOND GTON 0 020 PHONE E(425)425)778-8500 4. ® INDICATES FOOTING TYPE,REFER TO FOOTING SCHEDULE ON SHEET 53.1 FOR SIZE&REINFORCEMENT. FAX (425) 778-5536 5.REFER TO"CONCRETE GENERAL NOTES"ON SHEET 51.1 FOR CONTROL JOINT PLACEMENT AND DETAIL 2/54.1 FOR CONTROL JOINT CONSTRUCTION. 6.REFER TO FLOOR FRAMING PLANS AND SHEAR WALL&HOLD-DOWN SCHEDULES FOR LOCATION OF SHEAR WALL ANCHOR BOLTS AND HOLD-DOWN ANCHORS.ANCHORAGE AT NON-SHEAR WALLS SHALL BE PER STRUCTURAL G VY C, NOTES. pF'\ A B C E T6'-. H7.PLACE ALL REINFORCEMENT PER THE STRUCTURAL NOTES AND FOUNDATION DETAILS. o 21'-10" 13'-6" 3/8" 7'-43/8" 8.CONTRACTORSHALL VERI FY ALL DIMENSIONS,WALL LOCATIONS,SLAB SLOPES,AND CONCRETE ROUGH OPENINGS WITH ARCHITECTURAL,CIVIL,AND MEP DRAWINGS AND NOTIFY ALL PARTIES OF ANY DISCREPANCIES. ants 2'-0" 2'-11/4" L, L Yl�' s1 9.CONTRACTOR SHALL PROVIDE FOOTING AND SLAB SUBSTRATE PREPARATION,WATERPROOFING,AND BACKFILL `rIONAL v` PER THE GEOTECHNICAL REPORT. 08109119 10.ALL BUILDING SYSTEMS THAT PENETRATE THE CONCRETE WORK INCLUDING BUT NOT LIMITED TO ARCH,MECH, ELECT,PLUMBING,&FIRE PROTECTION DUCTS,CONDUITS,EMBEDS,&SLEEVES SHALL BE INSTALLED PRIOR TO CONCRETE PLACEMENT. F1c I I I I I 1 — —F3 r - -------------- ------- I I I c i l l l i I I I J I I FIC _ I I a 2 — — — — n1 r----------, I I F3 z0 = SLAB ON GRADE PER I I 4. H2 � L__ STRUCTURAL NOTES J L� � � I I I FIC U I I I I w w I I I I FS I I J FS OL —J � rn I I i a o _ I I I FIC I O I I I I I Y 7 I I S4. I I L— F6 j F5 < I F1C— J � I DESIGN: RMK 4 — ---- — — DRAWN: JEG l� ` CHECK: JGG r-J �, I � I I� JOB NO: 18386.10 I I 0 i FIC DATE: 08/09/19 I SLAB ON GRADE PER I � STRUCTURAL NOTE$ � 6 4.1 r — 5 — I rJ I I: W I I O I I I W m FIC I j l F3 6 Q I j FIC 7 L ______________J L___J 4 7 (D Z LJ IJ_J_LL I 7,1 F2 IIII IIIi L , �/ 00 /1 III �IIII I I r-- I Y W H I^T IIIIIIIIII � N u O a W O 4. CL — — — 9 m F2 11 F2 F2 F3 J � III Z N 0 Q II W O Z Z III H N Z J w � � I o C.1 C.2 I Hr-I I S2.1-E FOUNDATION PLAN KEY PLAN 1'-0" NTS V-0" 0 5'-0" 10'4" TYPICAL FLOOR FRAMING PLAN NOTES: 1. REFER TO SHEET S3.I FOR BEAM,COLUMN,JOIST,SHEAR WALL AND HOLDOWN SCHEDULES. 2.FLOOR SHEATHING SHALL BE3/4"PLY OR 23/32"OSB WITH 10d COMMON NAILS SPACED AT 5"OC AT ALL ENGINEERING DIAPHRAGM BOUNDARIES,PANEL EDGES AND SHEAR WALLS AND 12"OC AT INTERMEDIATE FRAMING.FOR 250 4TH AVE. S., SUITE 200 PLYWOOD LAYOUT AND NAILING REFER TO DETAIL 2/55.1. EDMONDS, WASHINGTON 98020 PHONE (425) 778-8500 3.HEADERS AT EXTERIOR BEARING AND NON-BEARING WALLS SHALL BE 4x8 DF#2 UNO WHERE MAXIMUM SPAN= FAX (425) 778-5536 6'-6". 4.DOOR HEADERS AT INTERIOR BEARING WALLS SHALL BE 4x6 DF#2 LINO MAXIMUM SPAN=4'-0". 5.COLUMNS AND BEARING WALLS SHOWN ON PLANS SHALL BE CONTINUED DOWN TO THE FOUNDATION UNLESS CARRIED BY A BEAM BELOW. GVY C7j 6.ALL DIAPHRAGMS UNBLOCKED UNO.SEE NOTE 9. G, of.4sgr qS� A B C E TV-0 GH7.REFER TO SHEET 55.1 THRU 55.3 FORTYPICAL FLOOR FRAMING DETAILS. F` p. o 2'-8" 21'-10" 13'-6" 3/8" 7'-43/8" T 8. j0� INDICATES COLUMN BELOW AND BEAM SHALL BE CONTINUED OVER COLUMN,TYP. s-0" 2'-11/4" LSSFL4' 2' 1 9.ALL FLOOR DIAPHRAGMS SHALL BE UNBLOCKED EXCEPT WHERE(OR IF)NOTED ON THE SPECIFIC FLOOR PLANS. S WHERE BLOCKING IS SPECIFICED,PLYWOOD PANEL EDGES SHALL BE BLOCKED WITH 2x4 DF FLAT.PANEL EDGE `rjOflAL NAILING AT BLOCKED DIAPHRAGM AREAS SHALL BE 10d @ 4"OC ALL PANEL EDGES. 0B/09119 1 10.FINISHED FLOOR ELEVATIONS PER ARCHITECT.CONTRACTOR TO VERIFY ALL ELEVATIONS PRIOR TO S5 2F CONSTRUCTION. kti Lti (� / LG 11.ALL COLUMNS NOT OTHERWISE CALLED OUT SHALL BE C1.SEE COLUMN SCHEDULE.PROVIDE SOLID BLOCKING 9 - - - - - - IN JOIST SPACE BELOW ALL COLUMNS. 7 7 C,L D13 m TYPICAL HEADER SUPPORTS(UNO) m 3 FRAMING INTERIOR INTERIOR 5.3 L LEVEL EXTERIOR (RO>T-4") (RO5TA") 2 - 2 - 5W3 25W - - ROOF (1)FULL HT (1)FULL HT (1)FULL HT F S5. Fl3 pj3 (1)CRIPPLE (1)CRIPPLE +(1)CRIPPLE F (1)FULL HT (1)FULL HT (1)FULL HT z co ` m 3RD O m m +(1)CRIPPLE +(1)CRIPPLE (1)CRIPPLE d � 0 3 (1)FULL HT (1)FULL HT (1)FULL HT H 1B.125W3 2SW3 55.3 2ND +(2)CRIPPLE +(2)CRIPPLE +(1)CRIPPLE u W16x57 w w 3 - - - - - - - - - NOTES: p d (, L 1.THE COLUMNS LISTED IN THE TABLE ABOVE SHALL BE PLACED IMMEDIATELY 5 BELOW THE"FRAMING LEVEL"INDICATED. 57. 11 2.HEADER SUPPORTS SHALL HAVE THE SAME GRADE OF LUMBER AS THE WALL IN a, 52 WHICH THEY ARE LOCATED. w 3 3.REFER TO TYPICAL ROOF PLAN NOTES FOR TYPICAL BEARING WALL HEADERS Q a,NOT SPECIFICALLY CALLED OUT ON THE PLANS. pip a 0 - a Y �1 2 TYPICAL FRAMING SCHEDULE a L� MST72 L11 3 5 2 FRAMING BEARING WALLS 2SWq _ _ LEVEL 2x4 INTERIOR DESIGN: RMK W12x36 W14x38 v EXTERIOR INTERIOR 2x6 PARTY WALLS 4 7 Ltiti DRAWN: JEG HANGERPER 5 ROOF 2x6 DF STUD 2x6 DF STUD 2x4 DF STUD 2x4 DF STUD BEAM SCHEDULE 5 ST @ 16"OC @ 16"OC @ 16"OC EA FACE @ 16"OC CHECK: JGG C, S5' JOB NO: 18386.10 F13 2x6 DF STUD 2x6 DF STUD 2x4 DF STUD 2x4 DF STUD v 3 3RD v ,^ @ 16"OC @ 16"OC @ 16"OC EA FACE @ 16"OC DATE: 08/09/1 9 12 " m m 2x6 DF STUD 2x6 DF STUD 2x4 DF#1 2x4 DF STUD 57.1 c% 2ND @ 16"OC @ 16"OC @ 16"OC EA FACE @ 16"OC ' NOTES: L� Lo' (� 3 1.THE WALLS LISTED IN THE TABLE ABOVE SHALL BE PLACED IMMEDIATELY BM4 W32x26 6 BM9 6 BELOW THE"FRAMING LEVEL"INDICATED. I Z SW3 2.NON BEARING WALLS SHALL BE 2x4 OR 2x6 DF STUD GRADE AT I6"OC ULLI NO. L 6 - - `1 Z 3 Ld C� _ F14 1 a 5. Q Z G 3 F13 F13 3 ztA5 ' S5. a H Q Lo M LL. m pl Laj 0, I I I D11 lill lif° I m I 3 3 Y N � [] lilt �I DJl 55.3 O Q Q O EL Lu 9 �� s J 2 Z Q 1�. Z N 0 Z u - I Z O Cm L Z ILA W wH nm C.1 C.2 U Q V) SHEET: S2.2-E SECOND FLOOR FRAMING PLAN © KEY PLAN 1 SCALE: 1/8"=V-0" NTS TYPICAL FLOOR FRAMING PLAN NOTES: 1.REFER TO SHEET S2.2 FOR TYPICAL FLOOR FRAMING PLAN NOTES. ENGINEERING THIS FLOOR FRAMING PLAN NOTES: 250 4TH AVE. S., SUITE 200 EDMONDS, WASHINGTON 98020 1. WALLS SHOWN ON THIS PLAN ARE WALLS BELOW THE FLOOR INDICATED. PHONE (425) 778-8500 FAX (425) 778-5536 2.HOLDOWNS SHOWN ON THIS PLAN SHALL BE PLACED AT THE BASE OF THE WALLS SHOWN. TYPICAL HEADER SUPPORTS(LINO) FRAMING EXTERIOR INTERIOR INTERIOR GVY C� LEVEL (RO>3'-a") (RO<_3'-a") O of WASgr qs� A B C D E F G H (1)FULL HT (1)FULL HT (1)FULL HT c ROOF +(1)CRIPPLE +(1)CRIPPLE +(1)CRIPPLE 21'-10" 13'-6" 6'-0 3/8" 7'-4 3/8" 3RD (1)FULL HT (1)FULL HT (1)FULL HT 2'-11/4° (1)CRIPPLE +(1)CRIPPLE +(1)CRIPPLE .iG,- 2L25�. 2ND (1)FULL HT (1)FULL HT (1)FULL HT `rjONAL +(2)CRIPPLE +(2)CRIPPLE +(,)CRIPPLE 08/09119 NOTES: 1.THE COLUMNS LISTED IN THE TABLE ABOVE SHALL BE PLACED IMMEDIATELY 1 BELOW THE"FRAMING LEVEL"INDICATED. S5. ICE 2.HEADER SUPPORTS SHALL HAVE THE SAME GRADE OF LUMBER AS THE WALL IN SW SW6 ,1� WHICH THEY ARE LOCATED. 1 — — — — — — 3.REFER TO TYPICAL ROOF PLAN NOTES FOR TYPICAL BEARING WALL HEADERS 3 NOT SPECIFICALLY CALLED OUT ON THE PLANS. D13 m 3 TYPICAL FRAMING SCHEDULE 2 55.3 L BEARING WALLS 55.2 SW6 FRAMING LEVEL INTERIOR Q EXTERIOR INTERIOR 2x6 2x4 PARTY WALLS FJl D13 Z ROOF 2x6 DF STUD 2x6 DF STUD 2x4 DF STUD 2x4 DF STUD pap @ 16,OC @ 16"OC @ 16"OC EA FACE @ 16"OC H =) c m 3 w H cj cj L5 5 3 3RD 2x6 DF STUD 2x6 DF STUD 2x4 DF STUD 2x4 DF STUD U 2 3 5W6 BM12 BM9 W6 W66 @ 16"OC @ 16"OC @ 16"OC EA FACE @ 16"OC w w `y o d G 3 2ND 2x6 DF STUD 2x6 DF STUD 2x4 DF#1 2x4 DF STUD @ 16"OC @ 16"OC @ 16"OC EA FACE @ 16"OC 6 wa, S'2 NOTES: H 1.THE WALLS LISTED IN THE TABLE ABOVE SHALL BE PLACED IMMEDIATELY p v v 3 2 BELOW THE"FRAMING LEVEL"INDICATED. p 5.2 2.NON BEARING WALLS SHALL BE 2x4 OR 2x6 DF STUD GRADE AT 16"OC UNO. Y 2 55.2 3 SW6 4 W1438 DESIGN: RMK 57, CHECK: JGG .cy8 JOB NO: 18386.10 = RJl I I I I DATE: 08/09/19 FJ1 — 3 LOWER 1 Z 5. ti 3 3 W Q FJ1 — — — — Z J 56. UPPER 4 3 6. W � R11 > /r1 ig F13 m FJ3 vZ 1 H c— SW6 BM 3 M Q 6 tD11 NNLL. DJl m 3 Y 00 LLI DJ1 5.3 O Q N Q sw6 cs— — — — �*k, — — — EL L 1-- 0 Q � Z � Z N O H Z Z guI W n m2 C.1 C.2 I SHEET: S2.3-E 4HIRD FLOOR FRAMING PLAN © KEY PLAN 1 All: 1/8"=V-0" NTS Ohl TYPICAL ROOF FRAMING PLAN NOTES: 1. WALLS SHOWN ON ROOF FRAMING PLAN ARE WALLS BELOW ROOF FRAMING. 2.BEAMS SHOWN ON ROOF FRAMI NG PLAN SHALL BE ABOVE DOUBLE TOP PLATE UNLESS USED AS A DOOR OR ENGINEERING WINDOW HEADER. 250 4TH AVE. S., SUITE 200 3.ROOF SHEATHING SHALL BE 1/2"PLY OR 7/16 OSB WITH 8d COMMON NAILS SPACED AT 6"OC AT ALL EDMOND 5HINGTON 020 DIAPHRAGM BOUNDARIES,PANEL EDGES,SHEAR WALLS,COLLECTOR TRUSSES,AND BLOCKING OR TRUSS PHONEE (425) 778-8500 BLOCKING PANELS INDICATED ON PLANS.NAILING AT INTERMEDIATE FRAMING SHALL BE 8d COMMON NAILS @ FAX (425) 778-5536 12"OC.REFER TO DETAIL 2/S5.1 FOR SHEATHING LAYOUT AND NAILING. 4.HEADERS AT EXTERIOR BEARING AND NON-BEARING WALLS SHALL BE 4x8 DF#2 UNO WHERE MAXIMUM SPAN= 6'-6". 5.DOOR HEADERS AT INTERIOR BEARING WALLS SHALL BE 46 DF#2 LINO MAXIMUM SPAN=4"0". VY 6.REFER TO DETAIL 3/S5.1 FOR CONSTRUCTION OF MULTIPLE STUD COLUMNS. 21'-10" p q4' wASB� S� A B C D E TG-0 7'-4 3/8" HI c� o 7. ll' NDICATES COLUMN BELOW AND BEAM SHALL BE CONTINUED OVER COLUMN,TIP.13'-6" 3/8" 8.ALL DIAPHRAGMS UNBLOCKED LINO. 2n25 2'-1 1/1 t, L ' 1 9. HATCHED AREAS INDICATE ROOF OVER-FRAMING APPLIED ABOVE PLYWOOD SHEATHING.REFER TO `rjONAL D* ARCH DRAWINGS FOR FULL EXTENT OF CRICKETS. 08109119 7 4 10.COLUMNS AND BEARING WALLS SHOWN ON PLAN SHALL BE CONTINUED DOWN TO THE FOUNDATION UNLESS 56. 56. CARRIED BY A BEAM BELOW. 11.ROOF TRUSSES SHALL BE PRE-ENGINEERED BY OTHERS AND SPACED AT 24"OC,TYP. 1 _ _ SW6 SW6 SPIM4 - - - - 3 OF(2)HURRICANE TIES,ONE AT EACH END `� q 13.ALIGN(2)STUDS MIN BELOW ENDS OF GIRDER TRUSSES LINO ON PLANS. 14.TRUSSES MARKED"DRAG TRUSS"SHALL BE DESIGNED FOR A SERVICE LEVEL SEISMIC LOAD OF 310 PLF BMq 15.ROOF TRUSSES SHALL BE DESIGNED FOR CONCENTRATED LOADS WHERE MEP SYSTEMS SUCH AS AIR HANDLEROR CONDENSER UNITS ARE SHOWN ON MEP PLANS.VERIFY SIZE,WEIGHT,AND LOCATION OF UNITS W/MEP DRAWINGS.16.ALL COLUMNS NOT OTHERWISE CALLED OUT SHALL BE Cl.SEE COLUMN SCHEDULE. jHHIRDLRSW6 SW6 TYPICAL HEADER SUPPORTS(UNO) FRAMING INTERIOR INTERIOR EXTERIOR 6, �H LEVEL (RO>3'-4") (R053'-4") a, N ROOF (1)FULL HT (1)FULL HT (1)FULL HT (1)CRIPPLE +(1)CRIPPLE (1)CRIPPLE o O \ 3 ¢ 3 6 3RD (1)FULL HT (1)FULL HT (1)FULL HT p O 6 +(1)CRIPPLE +(1)CRIPPLE +(1)CRIPPLE Y 2 5 2 2ND (2)CRIPPLE +(2)CRPPLE +(1)FCR PPLE Q S6. 6. 56.2 7F M3 S 3 NOTES: 6 GIRDER 1.THE COLUMNS LISTED IN THE TABLE ABOVE SHALL BE PLACED IMMEDIATELY DESIGN: RMK 4 - - - - - - BELOW THE"FRAMING LEVEL"INDICATED. SW6 3 (`� (ti 2.HEADER SUPPORTS SHALL HAVE THE SAME GRADE OF LUMBERAS THE WALL IN DRAWN: JEG 1 3 WHICH THEY ARE LOCATED. CHECK: JGG 1 S6. 3.REFER TO TYPICAL ROOF PLAN NOTES FOR TYPICAL BEARING WALL HEADERS 56. NOT SPECIFICALLY CALLED OUT ON THE PLANS. JOB NO: 18386.10 DATE: 08/09/19 TYPICAL FRAMING SCHEDULE BEARING WALLS FRAM 2x4 ING N LEVEL EXTERIOR INTERIOR 2x6 INTERIOR 5 PARTY WALLS 6 56. 6.2 3 .S \ SW6 - ROOF 2x6 DFSTUD 2x6 DF 161,OC 2x4 DF STUD 2x4 DF STUD 3 @ 16"OC @ 16"OC @ 16"OC EA FACE @ 16"OC j 1 1 3RD 2x6 DF STUD 2x6 STUD 2x4 DF STUD 2x4 DF STUD Li.l @ 16" 16 OC @ 16"OC @ 16"OC EA FACE @ 16"OC 6 x o N Z 2x6 DF STUD 2x6 DF STUD 2x4 DF#1 2x4 DF STUD 2ND @ 16"OC @ 1, OC @ 16"OC EA FACE @ 16"OC Ld a �u a Q NOTES: 1.THE WALLS LISTED IN THE TABLE ABOVE SHALL BE PLACED IMMEDIATELY BELOW THE"FRAMING LEVEL"INDICATED. = Z 6 2.NON BEARING WALLS SHALL BE 2x4 OR 2x6 DF STUD GRADE AT 16"OC UNO. Q 6.1 J BM2 oZj N 3 6. 00 4 L LI S6. Y E 8 m - - - t - 3 `6I - - - - -O - C6. Cs W EL .1 SW6 W BM13 0 _ LI Q L z N 0 u L j 0 n �^ Z N J O _ Bu1 U Q y C•1 �•� - SHEET: S2.4-E ROOF FRAMING PLAN KEY PLAN 1 SCALE: 1/8"=V-0" NTS 5"0" 0 5'-0" 10'-0" C 4�M ENGINEERING SHEAR WALL SCHEDULE (DF) BEAM SCHEDULE 250 4TH AVE. S., SUITE 200 SILL PLATE MARK BEAM REMARKS HANGER AS REQ'D EDMONDS, WASHINGTON 98020 MIN.FRAMING AT SHEAR WALL RIM JOIST OR SILL PLATE ANCHOR SHEAR PHONE (425) 778-8500 TYPE APA RATED ADJOINING PANEL NAILING BLOCK CONN TO NAILING TO BOLT TO SLAB OR FOUNDATION CAPACITV FAX 425 778-5536 SHEATHING RIM/BLKG. SILL PLATE SIZE BM3 4x6 OF#2 - HU46 MAX ( ) EDGES(SEE NOTE 5) AT PANEL EDGES TOP PLATE BELOW FOUNDATION (PLF) BM2 4x8 OF#2 - HU48 MAX SW6 15/32" 2x STUD 0.148"0 x 2 1/4" LTP4 OR A35 0.131"0 x 3 1/4" 3/4"0 AB ONE SIDE AND BLKG @ 6"OC @ 24"OC @ 5"OC @ 5'-0"OC 2x 310 BM3 4x10 OF#2 - HU410 MAX 15/32" (2)2x STUD AND 0.148"0 x 2 1/4" LTP4 OR A35 0.131"0 x 3 1/4" 3/4"0 AB BM4 3 1/2"x 9 1/4"PSL SEE NOTE 5 HU410 MAX SW4 ONE SIDE 2x FLAT BLKG @ 4"OC @ 16"OC @ 3"OC @ 4'-3"OC 2x 460 BM5 5 1/4"x 9 1/4"PSL SEE NOTE 5 HHUS5.50/10 G VY Cp. 15/32" (2)2x STUD AND 0.148"0 x 2 1/4" LTP4 OR A35 0.131"0 x 3 1/4" 3/4"0 AB V. of WAS S� SW3 2x 600 BM6 7'x91/4"PSL SEE NOTES HGU57.25/10 F /�"�4- $1/n- ONESIDE 2x FLAT BLKG @ 3"OC @ 12'OC @ 2.5"OC @ 3'-4"OC v c 15/32" 3x STUD AND 0.148"0 x 2 1/4" LTP4 OR A35 0.131"0 x 3 1/4" 3/4"0 AB BM7 4x12 OF#2 - HU412 MAX SW2 ONE SIDE 2x FLAT BLKG @ 2"OC @ 10"OC @ 2"OC @ 2'-6"OC 2x 770 BM8 31/2"x 111/4"PSL SEE NOTE 5 HHUS410 L151 25W4 15/32"BOTH (2)2x STUD 0.148"0 x 2 1/4" LTP4 OR A35 0.131"0 x 3 1/4" 3/4"0 AB BM9 5 1/4"x 111/4"PSL SEE NOTE 5 HUCQ612-SDS �S SIDES AND BLKG @ 4"OC @ 8"OC @ 1.S"OC @ 2'-0"OC 2x 920 SjONAL 15/32"BOTH 3x STUD 0.148"0 x 2 1/4" LTP4 OR A35 0.162"0 x 3 1/2" 3/4"0 AB BM10 7"x 111/4"PSL SEE NOTE 5 HGUS7.25/12 25W3 SIDES AND BLKG @ 3"OC @ 6"OC @ 2"OC @ 1'-6"OC 2x 1200 BM11 3 1/2"x 14"PSL - HGU5414 OBI 09119 2SW 2 15/32"BOTH 3x STUD 0.148"0 x 2 1/4" LTP4 OR A35 0.162"0 x 3 1/4" 3/4"0 AB BM12 5 1/4"x 14"PSL - HGUS5.50/14 SIDES AND BLKG @ 2.OC @ 5"OC @ 1.5,OC @ 1'-3"OC 2x 1540 BM13 6x10 OF#2 - HUCQ610-SD5 NOTES: 1.REFER TO THE TYPICAL SHEAR WALL DETAIL. BM14 31/2"x 18"PSL - HGUS418 2.THE VALUES IN THIS TABLE ARE APPROPRIATE FOR DF GRADE STUDS AND OF GRADE PLATES&RIM/BLOCKING. NOTES: 3.NAILS AT ADJOINING PANEL EDGES SHALL BE STAGGERED EACH SIDE OF THE COMMON JOINT. 1.REFER TO THE LATEST SIMPSON STRONG-TIE CATALOG FOR HANGER INSTALLATION INFORMATION. 4.WHERE PANELS ARE APPLIED ON BOTH FACES OF A WALL,PANELJOINTS SHALL BE OFFSET TO FALL ON DIFFERENT FRAMING MEMBERS,OR FRAMING SHALL 2.REFER TO FRAMING PLANS AND NOTES FOR SUPPORTS AT BEAM ENDS. BE 3x AT ADJOINING PANEL EDGES AND NAILS SHALL BE STAGGERED. 3.ALL BEAMS EXPOSED TO WEATHER OR IN CONTACT WITH CONCRETE OR MASONRY SHALL BE 5.WHERE TABLE SPECIFIES(2)2x FRAMING,CONNECT(2)2x STUDS AND BLOCKING AS FOLLOWS:SW4=(2)0.131"0 @ 4"O.C.,SW3=(2)0.131"0 @ 3"OC. PRESSURE TREATED. 6.NOTE THAT 3x FRAMING MAY BE USED IN LIEU OF(2)2x FRAMING SPECIFIED IN TABLE. 4.REFER TO PLAN NOTES FOR BEAMS&HEADERS AT BEARING LOCATIONS THAT ARE NOT CALLED 7.INTERMEDIATE FRAMING TO BE WITH 2x NOMINAL MEMBERS(MIN)U.N.O.FIELD NAILING 12"O.C.MAXIMUM. OUT a 8.AT ALL 3/4"0 SILL PLATE ANCHOR BOLTS,INSTALL 1/4"x 3"x 3"PLATE WASHERS.EDGE OF PLATE WASHER SHALL BE WITHIN 1/2"OF SHEATHED EDGE.FOR 5.IF BEAM DEPTH SHOWN IS NOT AVAILABLE IN STOCK,THE SUPPLIER SHALL RIP BEAMS TO EXACT DOUBLE SIDED SHEAR WALLS,USE WIDER PLATE WASHERS AS REQUIRED TO MEETTHIS REQUIREMENT. DEPTH PRIOR TO SHIPMENT. 9.PROVIDE A MINIMUM OF 7"EMBEDMENT FOR A.B.INTO FOUNDATION OR STEM WALL. Z 10.PROVIDE A MINIMUM OF(1)ANCHOR BOLT WITHIN 12"OF EACH WALL END. a N o H cl � rn w w o a am ti w0, H m ao COLUMN SCHEDULE o HOLDOWN SCHEDULE (DF) MARK COLUMN SIZE COLUMN SIZE REMARKS 2x4 WALL 2x6 WALL a MARK TYPE MIN CHORD STUD NAILS OR BOLTS ANCHOR BOLT CAPACITY(LB) Cl (2)2x4 (2)2x6 SEE NOTE 2 7 SIZE (SEE NOTE 4) C2 (3)2x4 (3)2x6 SEE NOTE 2 Ol MST37 (2)2x (11)16d EA END - 2,710 C3 (4)2x4 (4)2x6 SEE NOTE 2 DESIGN: RMK O2 MST60 (2)2x (23)16d EA END - 6,235 C4 46 DF#2 4x6 DF#2 - DRAWN: J EG O3 MST72 (2)2x (31)SDS 1/4"x 21/2"SCREWS - 6,730 C5 4x8 DF#2 6x6 DF#2 CHECK: JGG ® HDUS (2)2x (14)SDS 1/4"x 2 1/2"SCREWS 5/8"0 4,065 C6 4110 DF#2 6x8 DF#2 - JOB NO: 18386.10 < HDUS 4x OF (20)SDS 1/4"x 21/2"SCREWS 7/8"0 6,970 C7 6x10 DF#2 6x10 DF#2 - © HOUll 4x OF (30)SDS 1/4"x 21/2"SCREWS 1"0 9,535 C8 (3)11/2"x 5 1/2"ESE - DATE: 08/O9/19 C9 5 1/8"x 6"GLB - O7 HDIJ14 6x OF (36)SDS 1/4"x 21/2"SCREWS 1"0 14,445 C10 5 1/8"x 7 1/2"GLB - HDU19 1 6x OF 1 (5)1"0 THRU BOLTS 11/4"0 19,070 Cll H555x5x5/16 I H555x5x5/16 NOTES: NOTES: 1.REFER TO THE LATEST SIMPSON STRONG-TIE CATALOG FOR ADDITIONAL INSTALLATION REQUIREMENTS. 1.REFER TO THE LATEST SIMPSON STRONG-TIE CATALOG FOR PRE-FABRICATED 2.REFER TO DETAIL 8/55.1 FOR INSTALLATION OF MST TYPE FLOOR TO FLOOR STRAPS.REFER TO DETAIL CONNECTION INSTALLATION REQUIREMENTS. 8/55.2 FOR CONNECTION OF STRAP TO BEAM BELOW. 2.MULTIPLE STUD COLUMNS SHALL USE GRADE OF STUD INDICATED ON WALL 3.REFER TO DETAIL 7/55.2 FOR INSTALLATION OF ROD TYPE FLOOR TO FLOOR HOEDOWNS.REFER TO FRAMING SCHEDULE.REFER TO TYPICAL DETAILS FOR FABRICATION OF MULTIPLE DETAIL 9/55.2 FOR CONNECTION OF ROD HOEDOWN TO WOOD BEAM BELOW. STUD COLUMNS. 4.WHERE APPLICABLE,REFER TO 57.1 FOR HOEDOWNS AT STEEL BEAMS. 3.CONTRACTOR TO PROVIDE BLOCKING EQUAL TO COLUMN DIMENSIONS AT JOIST W 5.INSTALL HDU TYPE HOLDOWNS AT FOUNDATION OR SLAB PER DETAIL 8/54.1. SPACE BELOW ALL COLUMNS. Z 6.AT ALL HOEDOWN CHORDS,PROVIDE PANEL EDGE NAILING PER SHEAR WALL SCHEDULE. W a � M � N JOIST SCHEDULE N FOOTING SCHEDULE MARK JOIST SPACING REMARKS N 00 0) MARK FOOTING SIZE REINFORCING COMMENTS FJl 2x10 OF#2 16"OC SEE NOTE Q Q FS` V-6"x V-0"DEEP x CONTINUOUS (3)#5 CONTINUOUS SEE NOTE 2 F12 2x10 OF#2 12"OC SEE NOTE 2 CL W �:: v/ FJ3 2x12 OF#1 16"OC SEE NOTE 2 Lv Ld F2 1 2'-0"x 2'-0"x l'-O"DEEP (3)#5 EACH WAY BOTTOM - J J F14 2x12 OF#1 12"OC SEE NOTE 2 Q I.- Z F3 3'-0"x T-O"x 1'-0"DEEP (4)#5 EACH WAY BOTTOM - DJ3 2x6 HF#2 16"OC SEE NOTE 2 Z N 0 0 F4; 4'-0".4'-0"x 1'-0"DEEP (5)#5 EACH WAY BOTTOM _ D12 2x8 HF#2 16"OC SEE NOTE 2 LLL, (-'� w D13 2xl2 HF#2 16"OC SEE NOTE 2 F__ Z Z = F5 5'-0"x 5-0"x 1'-2"DEEP (6)#5 EACH WAY BOTTOM - RJl 2x12 HF#2 24"OC SEE NOTE 2 w F6 6'-0"x 6'-0"x V-4"DEEP (7)#5 EACH WAY BOTTOM R12 13/4"x 111/4"EVIL 24"OC SEE NOTE 2 (, Q N H REFER TO RETAINING REFERTO RETAINING NOTES: RW WALL SCHEDULE WALLSCHEDULE WHERE APPLICABLE 1.FOR JOIST HANGERS REFER TO THE LATEST SIMPSON STRONG-TIE CATALOG FOR ALL INSTALLATION REQUIREMENTS.USE MAX NAILING ONO. NOTES: 2.TIMBER JOISTS FRAMING INTO WOOD BEAMS OR RIMS SHALL USE LUS OR HU SERIES 1.ALL FOOTINGS SHALL BEAR ON FIRM,UNDISTURBED NATIVE SOIL OR COMPACTED STRUCTURAL FILL FACE MOUNT HANGERS.TIMBER JOISTS FRAMING INTO STEEL BEAMS SHALL USE PER GEOTECHNICAL ENGINEERING REPORT. LBV SERIES TOP FLANGE HANGERS. 2.REINFORCEMENT SHALL BE CONTINUED FROM CONTINUOUS FOOTINGS THRU SPREAD FOOTINGS WHERE APPLICABLE. ^^.1-E CORNER BARS x�Q IN ALL AREAS WITH EXPOSED C CON/FLOORS,EDGE SLAB ENGINEERING ''A" MAY BE SUBSTITUTED FOR ALL 4PASS ON GRADE 90°HOOKED BARS WITH LJOI MAX WITH IUSSEA AND FILLJOINT WITH SEALANT T CENTER d ° AT TOP AND 250 4TH AVE. S., SUITE 200 • �� °°4 PROVIDES/8"0x2'-0" HALL NOT EDMONDS, WASHINGTON 98020 SMOOTH SLIP DOWEL BARS OINT PHONE (425) 778-8500 AT 12"OC,TYP UNO FAX (425) 778-5536 STD 90'HOOKTYP UNO T/2 UNO,VERT CORNER BARS SHALL BE TRENCH EXCAVATION 1.5 H LAP SPLICE SAME SIZE TABULATED FOR MIN PARALLELTO FTG MIN TYP WALL REINF FOR THICKER WALL d p "A"=SPLICE LENGTH GREASETHIS j - d _ 4 d GAF WAsg"9S HALF OF BAR /� SLEEVES TO CLEAR p•$ •4 % 1�-6�� PIPE 1"ALLSIDES - - NO PIPES ALLOWED IN v TYPICAL CONSTRUCTION JOINT //j MIN _ - ° THIS REGION.LOWER FTGS AS REQ'D F o ° SEE NOTES,DETAILS,OR PLANS FOR (1)#5 VERT REQ'D REINF.ALL BARSTO BE CONT d E a \ u d OR SPLICED PER STRUCTURAL NOTES SAWCUT JOINT FL ORS FIAS WITH CONC SLAB ON GRADE TOF `SjONAL EXPOSED CONC.FLOORS,FILL JOINT PIPE 4 - z WITH SEALANT.IN LIEU OF SAWCUT STD 180°HOOK JOINTS CONTRACTOR MAY USE ZIP ° v /�/9 4 HORIZ CORNER BARS OF SIZE STRIP PLACED WITH SLAB SLAB REINF AT BOF - "-__ BENT BARS TO MATCH AND SPACING RI MATCH °d CENTER OF SLAB OR &LAP FOOTING (2)#5 VERT d REINF OF THINNER WALL v AT TOP AND BOT Z m ° d ® = /\ BOTTOM REINF LOWER BOF ° d AS REQ'D z ° \ UNDISTURBED EARTH OR _ COMPACTED FILL PER d i • ° - ° 4 a X—X�-X X—x—X ° " STRUCTURAL NOTES 4 PIPE TRENCH EXCAVATION PARALLEL 9"MIN III-III- 3"CLR TO FOOTING IS NOT ALLOWED TYP TYP PLACE VERT REINF OUTSIDE EXCEPT BELOW THIS LINE.STEP FTG AS T AS OTHERWISE NOTED OR SHOWN A TYPICAL CONTRACTION JOINT REQUIRED FOR THIS CONDITION T=FTG THICKNESS PER PLAN, SCHED,AND DETAILS �F TYPICAL CONCRETE WALL REINFORCING DETAIL � TYPICAL SLAB ON GRADE DETAILS � TYPICAL PIPE PENETRATION AT WALLS AND FOOTINGS � TYPICAL STEPPED WALL FOOTING F � SCALE. NTS L SCALE: 1"=1'0" J SCALE: 1/2"=1'-0" Y SCALE: 1/2"= z0 m la N NOTE: SILL PLANDABDIA ~ RAISE STEM WALL AS REQ'D AT PERIMETER AREAS AND SPACING PER O WHERE NEEDED DUE TO CIVIL GRADES. SHEAR WALL SCHED wCl w (2)#5 CONT TOP STUD WALL PER PROVIDE BLOCK OUT p, FRAMING PLAN NOTES AT DOOR OPENINGS SHEATHING PER SHEAR w\ WALL SCHED SHEATHING AND NAILING STUD WALL PER NOTE: F pl SLAB ON GRADE AND FRAMING PLAN NOTES WHERE CONCRETE WALL WITH HT>3'-0" Q O PER PLAN AND SHEAR SUBGRADE PER 00 WALL SCHEDULE AT PLAN CHORD 512E PER EXISTS,ROD MAY EXTEND 24"MIN INTO SHEAR WALL PER mo 4"0 PERFORATED PVC PIPE PER HOEDOWN SCHED WALL W/NUT&WASHER AS SHOWN PLAN AND SCHED LOCAL CODES WITH 6"OF 1" z #5 @ 15"OC EA WAY 1' MINUS GRAVEL ALL AROUND, PAVING OR FINISHED CENTERED IN WALL COUNTERSINK 1 WRAPPED IN NON-WOVEN y HOEDOWN PER PLAN ADDITIONAL END GE FABRIC.SLOPE TO GRADE PER ARCH AB PER SHEAR WALL SCHED AND SCHED,WHERE STUD AS REQ'D DRAWINGS OR STRUCTURAL NOTES APPLICABLE DRAIN 1/8"PER 1'-0"MIN.TURN • • X—X AB PER SHEAR WALL DESIGN: RMK DOWN PERFORATIONS AS SHOWN '° ` 1 rr, PT SILL PL SCHED OR THREADED ROD AS REQ'D HOEDOWN PER PLAN °d e o °e Oo bb STRUCTURAL NOTES THREADED ROD AS REQ'D FOR HOLDOWN W/NUT AND SCHED DRAWN:cp JEG �o on ° SLAB ON GRADE AND FOR HOEDOWN W/NUT AND WASHER AT BASE. Ro 4O 00 0°°O o�° SUBGRADE PER PLAN AND WASHER AT BASE EXTEND ROD INNTO NGOCHECK: JGG z 00 0 111 34. JOB NO: 18386.10 0 O 0 0 °ao oX 4X—X 4�X Z+�pc— —X—X—X dC X -4•X�- iX X—.ac TOP OF FTGDATE: 08�09�19 d Q 00 � - on °`a � o0 00 � I d °O dO 0oo ° - - d II O o0 0 0 1�4 .III-iTi L�4 ° LL FTGS 1 AT SHEAR WALL FTGS I' LINE OF MAX EXCAVATION. / -1I-1I-III: FOOTING / _ `� - -III - PROVIDE TOP REINF PROVIDE TOP REINF IF SOIL IS OVER EXCAVATED, /�1 DRAIN / 8 m ^'u 1 TO MATCH BOT REINF TO MATCH BOT REINF - 4 d 4 I REPLACE WITH LEAN MIX /� ) 1 ° 11 44 CONCRETE.J , / ALT HOOK AS SIZE AND REINF REINF PER PLAN I d 4 ° SIZE&REINF MAXIMUM //A SIZE&REINF AND SCHED - SHOWN J SLOPE PER PLAN&SCHED PER PLAN AND SCHED °- a FIRM BEARING SOIL OR PER PLAN&SCHED COMPACTED STRUCTURAL FILL W I.SINGLE WALL II.PARTY WALL m� Z TYPICAL FOOTING DRAIN TYPICAL STEM WALL DETAIL CONTINUOUS FOOTING DETAIL HOLDOWN DETAIL L� (� 'J 8 SCALE: 1"=1'-0" a 5 SCALE: 1"=1'-0" v SCALE:PIA, 1' HOEDOWN&CHORD PER PLAN AND SCHED = v (WHERE APPLICABLE) GAP PER SHEATHING AND ARCH ~ J SILL PL,AB DIA AND NAILI NG PER PLAN AND Q SPACING PER SHEAR SJHEED STUD WALL PER WALL SCHED FRAMING PLAN NOTES COL PER PLAN �[ M AND SCHED .6 N W SLAB ON GRADE AND EER (2)#4 TOP SUBGRADE PER CH 8"x 8"CONCRETE SIMPSON ABU POST BASE. 00 Q PROVIDE BLOCKOUT CONTRACTOR HASTHE Y W 0) FOUNDATION PLAN AT DOOR OPENINGS PLINTH EQ SPACED OPTION TO USE SIMPSON Ln SLAB ON TIES EQ SPACED ADE AND TITEN HD ANCHORS. •I • —q�C - —�#( EA S BGRADER PER PLAN PAVING OR FINISHED CL ~ Q 11 ACE _(4)#4 HOOKED L�J GRADE PER ARCH _ 4 IL ___R _____I _ z • - • 4-X X—X Bo DOWELS DRAWINGS _j -- Q Z O4 d a oO° 099 dJ O opg ° 6" Q o BOO - - - ` a_.• °oo°0 N 0 O ° z1-� � � ZO 0O O D °� p LLI Z 0000 o 0 O 0 O - REINF PER PLAN Z Z 0 /'�0 FOOTING&REINFORCEMENT _ p O o o O ° 00� PER PLAN.PROVIDE DOWELS O O °O°o a o AND SCHEDULE Z N J w O o 0 EPDXIED INTO STEM WALL o 0 °OO W ^ 0 o O O o0 - - TO MATCH LONGITUDINAL O O OO o0 • °• d U Q L.L H O O oOO11 o 0 •, d j a_ • BARS W/5"EMBED a• ° - - / NE: FOOTING FOROT INFORMATION NOT DRAIN / Id / SPECIFICALLY CALLED OUT // REFER TO DETAIL 6. SIZE&REINF PER PLAN AND SCHEDULE SIZE AND REINF PER PLAN AND SCHED PER PLAN&SCHED /� 1 EXTERIOR FTG AT INTERIOR FTG INTERSECTION STEM WALL DETAIL AT BRICK VENEER i ISOLATED COLUMN FOOTING S4. 1—E 9 SCALE: 1"=1'-0" O SCALE: 1"=1'-0" SCALE: 1"=1'-0" NOTE: 2x OR 3x BLOCKING ONLY STAGGER SHEATHING AS SHOWN. IF BLOCKED DIAPHRAGM o FOR 2x4 STUDS,PROVIDE SINGLE ENGINEERING (IBC TABLE 2306.3.1,CASE 1 OR 3) 15 SPECIFIED w ROW OF NAILS STAGGERED EASIDE FRAMING MEMBERS W/ '-a\z WITH 11/2"EDGE DISTANCE.FOR 250 4TH AVE. S., SUITE 200 INTERMEDIATE SPACING PER PLAN ..F 2x6 STUDS,PROVIDE(2)ROWS OF EDMONDS, WASHINGTON 98020 FRAMING MEMBERS ^'o NAILS SPACED AT 21/2"W/11/2" PHONE (425) 778-8500 STAGGER NAILS ON EA SIDE PANELHIINIG EDGE DISTANCE FAX (425) 778-5536 OF PANELJOINT AS REQUIRED PER SHEAR WALL SCHED PANEL EDGE NAILING ADJACENT NAILS IN A 9"OC MAX SPACING BETWEEN PER SHEAR WALL - - - ROW ARE TO BE ADJACENT NAILS IN A ROW _ SCHEDULE,TYP CONTINUOUS ------ PANEL EDGES DRIVEN FROM _____ —n-------n— — ------n-------n-------n-------n-----rn II OPPOSITE SIDES,TYP I•I I•I I'I I'I I'I I•I I I•I PANEL EDGE NAILING INTO O�VY C,p" II II II II II II III HOEDOWN CHORDS,TYP II pF'AS °`9s I I I I I I I I I I I I III INTERMEDIATE — — — — — �a io'Y HEADER PER PLAN I I I I I I I I I I I I III NAILING @ 12"OC I•I I•I I•I I•I I•I I•I I I. I •I I I I I I I I I I I I I I I I 0.131"0 x 3"NAILS,TYP O ynzs I I I I I I I I I I I I L gF' ti PLAN CRIPPLE DO NOT CUT PER I•I I I I I I I FRAMING ATADJOINING I I SHEATHING PER PLAN AND I I II it II S`Sj0NAL IIII I II •• I PANEL EDGES PER SHEAR II I SHEAR WALL SCHEDULE I I AWAY MATERIAL I I I I I I III I•I I•I I, I•I WALLSCHED I I PANELEDGES _ _ - OBI 09119 FROM CRIPPLE STUD$ i I• I I I I I I I I I I (5)STUDS MAX TO I I I I I I I I I I I I I III HOEDOWN CHORD PER BE USED FOR I•I I I I I I� I 11 I I I I�� SCHEDULE.REFER TO 1 II I•I II II II I I III II , I I I I I lip I BUILT-UP COLUMNS DFULL-HEIGHT II I TYPICAL BUILT-UP HOL OWN CHORD , , COLUMN DETAIL I•I I I I I I� I I H---_-_H H_____ '-7r------ '--'--' TYPICAL FLOOR ROOF SHEATHING DETAIL Q TYPICAL BUILT-UP STUD COLUMN DETAIL I I I I I •� I I I I,I I,I 2 SCALE: NTS I I•I I•I I, I I•I ADDITIONAL END STUD I•I I I I I I I I I I I I I IF REQUIRED TO IIII I j I I I,•I I I I I I I I I PROVIDE I•I I I I I I I I I I I COUNTERSINK FOR IIII I I I I •I I I I I I I I I HOEDOWN BOLTS J I I, I,I I,I Q I I I•I I•I I, I I•I TYP DOUBLE I•I I I I I J I I I I I I I I HOEDOWN ANCHORAGE TOP PLATE II II I, II II II II PER PLAN AND SCHEDULE 0 AB W/SIMPSON BP I I I I I I I I I I I I 2 1/4"END (2)ELSEWHERE 0 x 3"NAILS @ 9"OC O m I I •I I I I I I I I I DISTANCE,TYP ELSEWHERE W/11/2"EDGE DISTANCE 1= PL WASHER,TYP I•I I,I I,I I I I,I I,I 1/2"TO d � I I I I I•I I I I (2)ROWS OF(8)0.131"0 x 3" - � I I I I I I SIMPSON CNW COUPLER SHEATHED EDGE PLATE 3"OC SIMPSON A35 - I I NAILS @ 3"OC EA SIDE OF SPLICE U NUT W/SIZE TO MATCH WASHER SPACING (ONLY REQUIRED m m I I I I I I I PER SHEAR AT EXTERIOR a I I I I HOEDOWN ANCHORAGE PT SILL PL PER I•I I,•I A ,I I I 41 41 WALL SCHED HEADERS GREATER SHEAR WALLSCHED I I I I•I I I I I THAN 6'SPAN) ____i __ _ J1__ II II II PANEL EDGE NAILING /� JI< -1L---_--i�--_---i PERSHEARWALL SCHED) II TOP CHORD w\ -° SPLICE AT LOCATIONS SPECIFIED IT ISNOT POSSIBLE BOTTOM 6 0.131"0 x 3" ~� II II II I I I I I li TO INSTALL THE SPECIFIED 0.131"O SPLICE CHORD O Q O II ^� II II IIV�—CONTINIJEHOUDIDWNCHOR. I-I NAILS,THE CONTRACTOR SHALL INSTALL SPLICE NAILS o W yy I I I I I I TO FOUNDATION SIMPSON C520 STRAPS EA SIDE OF WALL O AT SPLICE.INSTALL EA STRAP W/(12)10d Y - AT EA END.WHERE BOTH PLATES ARE BEAM OR HEADER PER SECTION A-A TYPICAL STUDS 1 CONCRETE FOOTING = — = AND A — = CUT,INSTALL CS20 STRAPS AT EA PLATE PLAN AND NOTES OR P/T SLAB PER PLAN AND SHEAR I SCALE:1 1/2"=1'-0" WALL SCHEDULE,TYP RIM BOARD AND EA SIDE OF THE WALL. \�� DESIGN: RMK OR BLOCKING /l L 6'-0"MIN BETWEEN SPLICES NAILING PER TYP ii CONCRETE STEM WALL BUILT-UP STUD NOTES: � DRAWN: JEG 1. REFER TO STRUCTURAL NOTES FOR ADDITIONALINFORMATION. SPLICES TO OCCUR AT COLUMN DETAIL 2.FOR SHEAR WALLS WHERE NO HOEDOWNS ARE SPECIFIED THE CONCRETE FOOTING CENTER OF VERTICAL STUDS CHECK: JGG FIRST AB SHALL BE LOCATED NOT MORE THAN V-0"AND NOT CRIPPLE STUDS PER PLAN JOB NO: 18386.1 O LESS THAN(7)BOLT DIAMETERS FROM END OF WALL. AT HOEDOWNS:PROVIDE FULL HT AND COLUMN SCHEDULE OR TOP CHORD SPLICE BOTTOM CHORD SPLICE HOEDOWN CHORDS PER HD SCHED. STRUCTURAL NOTES DATE: 08/09/19 OTHERWISE:(1)2x FULL HT TYPICAL SHEAR WALL DETAIL d TYPICAL TOP PLATE SPLICE DETAIL TYPICAL HEADER DETAIL 7 SCALE: 3/4"=V-0" T SCALE: 1"=1'-0" SCALE: 1"=1'-0" EDGE NAILING PER PLAN BEAM PER PLAN AND SCHEDULE W AND SHEAR WALL EDGE NAILING PER PLAN AND JOIST DIREC ION CHORD SIZE PER Z SCHEDULE OR EDGE NAILING PER PLAN 2x6 STUD @ 2x4 CROSS WALL SHEAR WALL SCHEDULE OR PER PLAN SIDE OF EA EACH HOEDOWN SCHEDULE STRUCTURAL NOTES,TYP AND SHEAR WALL 2x8 STUD @ 2x6 CROSS WALL STRUCTURAL NOTES,TYP SIDE OF BEAM SCHEDULE OR 0.131"0 x 3" STRUCTURAL NOTES,TYP (2)ROWS OF 0.131"0 x 3" NOTE: SIMPSON STRAP WITH Lil (� NAILS @ 9"OC NAILS @ 9"OC 5UPPORTSA1 N FASTENERS PER Q J SOLID POSTS SIM o a HOEDOWN SCHEDULE STUD p STUD INSTALL MAX NAILING = Q WALL WALL INTO RIM OR BLOCKING F- WHERE POSSIBLE w BEAM PER PLAN Q (2)ROWS OF 0.131"0 x 3" EDGE NAILING PER PLAN AND EDGE NAILING PER PLAN AND AND SCHEDULE NAILS @ 9"OC SHEAR WALL SCHEDULE OR SHEAR WALL SCHEDULE OR ad IN STRUCTURAL NOTES,TYP STRUCTURAL NOTES,TYP SIMPSON LTP4 OR A35 'r� FRAMINGANCHOR N v (2)ROWS OF 0.131"0 x 3" EACH SIDE OF BEAM Y W 0 Z STUD WALL PER FRAMING 0.131"0 x 3" NAILS @ 9"OC(EACH SIDE F z N _ PLAN NOTES,TYP NAILS @ 9"OC OF PARTY WALL) SOLID OR MULTIPLE k m 4 Q Q C STUD COLUMN PER PLAN L STUD WALL PER FRAMING STUD WALL PER FRAMING m c g \ JOIST DIRECTION 0- PLAN NOTES,TYP PLAN NOTES,TYP a LL p H PER PLAN W Q SHEATHING(OR GWB)AND BEAM WIDTH, p o FILL JOIST SPACE WITH FULL J NAILING PER PLAN AND SHEAR SHEATHING(OR GWB)AND SHEATHING(OR GWB)AND MIN LINO SOLID OR MULTIPLE z o i z DEPTH BLOCKING TO Q Z L.L WALL SCHEDULE OR NAILING PER PLAN AND SHEAR NAILING PER PLAN AND SHEAR STUD COLUMN PER PLAN Oz s N o MATCH DIMENSIONS OF Z (n O STRUCTURAL NOTES,TYP WALL SCHEDULE OR WALL SCHEDULE OR o a�'^ STUD COLUMN ABOVE STRUCTURAL NOTES,TYP STRUCTURAL NOTES,TYP wff Q (') Q PARALLEL TO STUD WALL PERPENDICULAR TO STUD WALL F- Z Z O A.CORNER INTERSECTION B.'T INTERSECTION C.PARTY WALL INTERSECTION Z c,4 J O TYPICAL WALL INTERSECTION DETAIL TYPICAL FLUSH BEAM SUPPORT DETAILS TYPICAL STRAP HOLDOWN DETAIL ^ a LL SCALE: 1"=V-0" 8 SCALE: 1"=1'-0" S5.1-E STUD WALL PER FRAMING PAN NOTES STUD WALL PER FRAMING PAN NOTES STUD WALL PER ENGINEERING SHEATHING AND NAILING NOTE: FRAMING PAN NOTES PER PAN AND SHEAR SILL PLATE NAILING PER PAN SHEATHING AND NAILING SILL PATE NAILING PER PAN FORNOTES AND DETAILS 250 4TH AVE. S., SUITE 200 WALL SCHEDULE OR AND SHEAR WALL SCHEDULE PER PAN AND SHEAR AND SHEAR WALL SCHEDULE NOT CALLED OUT REFER SHEATHING AND SILL PATE NAILING SILL PATE NAILING PER EDMONDS, WASHINGTON 98020 STRUCTURAL NOTES OR STRUCTURAL NOTES WALL SCHEDULE OR OR STRUCTURAL NOTES TO DETA11 1 NAILING PER PAN AND PER PAN AND SHEAR SHEAR WALL PHONE 425 778-8500 STRUCTURAL NOTES SHEAR WALL SCHEDULE WALL SCHEDULE OR ( ) BREAK SHEATHING OR STRUCTURAL NOTES STRUCTURAL NOTES FAX (425) 778-5536 AT PATE LINO SHEATHING AND SHEATHING AND (4)10d NAILS ALIGNED 2x WOODJOIST (4)10d NAILS NAILING PER PAN NAILING PER PAN 13/4"LSL BLOCKING SHEATHING AND PER PAN AND SCHEDULE 2x CONTINUOUS RIM- 2x CONTINUOUS RIM NAILING PER PAN Ir 2x WOOD SILL PATE NAILING PER RIM JOIST SHEARWALL SCHEDULE GVY C BREAK SHEATHING BREAKSHEATHIN ov WAS "7S AT PATE UNO RIM AND PROVIDE PANNELEL V�� \1� NAILING EA SIDE OF - - 1 P o PANEL EDGE NAILING JOINT PER SW SCHED PER PAN AND SHEAR WOOD JOISTS PER PAN AND (3)0.131"O x 3" - - PROVIDE PANEL EDGE WOOD JOISTS PER WALL SCHEDULE OR SCHEDULE JOISTS PER PAN NAILING PER SHEAR WALL PAN AND SCHEDULE O LzsS PANEL EDGE NAILING NAILS EACH END -JOISTS PER PAN C' STRUCTURAL NOTES PER PAN AND SHEAR AND SCHEDULE SILL PATE NAILING PER AND SCHEDULE, SCHEDULE AT TOP PATE 2x BLOCKING @ 4'-0"OC 9Sj0 2x4 BLOCKING AT SHEAR WALLS WALLSCHEDULEOR WOOD JOISTS PER PAN SHEARWALLSCHEDULE LAPPED E BUTTED FIRSTJCKIN BAY ONLY NAL NOTE: ONLY STRUCTURAL NOTES AND SCHEDULE PANEL EDGE NAILING 08109119 NON-SHEAR WALL 2x WOOD BLOCKING PER PAN AND SHEAR 2x4 BLOCKING AT 2x4 BLOCKING OR A35 NAILING SHALL BE PER @ 4'-0"OC MAX WALL SCHEDULE OR SHEAR WALLS MODETAIL (PER SW SCHED)BETWEEN IBC TABLE 2304.9 STRUCTURAL NOTES OTES AND DETAILS BLOCKING AND TOP PATE ALLED OUT REFER AT SHEAR WALLS ONLY 2 A.TYPICAL FRAMING B.ALTERNATIVE SHEAR WALL FRAMING EXTERIOR WALL PARALLEL TO JOISTS INTERIOR BEARING ON BOTH SIDES INTERIOR WALL PARALLEL TO JOISTS TYPICAL STUD WALL FRAMING DETAIL TYPICAL STUD WALL FRAMING DETAIL !� TYPICAL STUD WALL FRAMING DETAIL d TYPICAL STUD WALL FRAMING DETAIL 2 SCALE: 1"=1'-0" v SCALE: 1"=1'-0" T SCALE: 1"=1'-0" 1 SCALE: 1"=1'-0" FF F 0 m O m SHEATHING AND (- NAILING PER PAN AND NOTE: SHEAR WALL SCHEDULE FOR NOTES AND H SILL PATE NAILING PER PAN DETAILS NOT CALLED SHEAR WALL SHEAR WALL O 2 &SHEAR WALL SCHEDULE OR SILL PLATE NAILING PER OUT REFER TO CASE A PER PAN PER PAN w w STRUCTURAL NOTES SILL PATE NAILING PER 2x CONTINUOUS RIM SHEAR WALL SCHEDULE CHORD SIZE PER a SHEAR WALLSCHED BOARDS.PERPENDICULAR DIAPHRAGM HOEDOWN SCHEDULE BEAMS SHALL FULLY BEAR PANEL EDGE NAILING PER BOUNDARY NAILING ALIGNED 2x WOODJOIST (4)lOd NAILS ON WALL SHEAR WALL SCHEDULE PER PAN AND SCHEDULE INTO BLOCKING SIMPSON HOEDOWN HOLDOWN STRAP HOLDOWN w SHEATHING AND SIMPSON A35 PER PER PAN AND PER PAN,FIELD STRAP PER PAN, F p� NAILING PER PAN SHEAR WALL SCHEDULE (4)10d NAILS A SCHEDULE BEND AROUND BEAM FIELD BEND Q O AROUND BEAM W O I y I I I BEAM PER PAN � I II 1 II CONTINUOUS II RIM WOOD JOISTS PER WOOD JOISTS PER II DESIGN: RMK II PAN AND SCHEDULE PAN AND SCHEDULE DRAWN: JEG JOISTS PER PAN NOTES: 2x BLOCKING @ ONLY ° 1 SHEATH COMMON SIDE FOR OC 2x BLOCKING EA JOIST DIRECTION FULL DEPTH 3/4 . CHECK: JGG PROVIDE PANEL EDGE FIRST JOIST BAY ONLY SIDE OF RIM @ PER PAN NAILING PER SHEAR WALL SHEATHING OR lx FRAMING STACKED SHEAR WALLS. SCHEDULE AT TOP PATE 2x4 BLOCKING OR A35 BETWEEN RIM BOARDS 2.WHERE HOLDOWNIS REQUIRED 4'-0"OC JOB NO: 18386.10 (PER SW SCHED)BETWEEN INSTALL HOEDOWN ON FILL JOIST SPACE WITH BLOCKING AND TOP PATE PARTY WALL W/SIZE SHEATHED SIDE OF PARTY WALL. BLOCKING TO MATCH JOIST PER PAN JOIST PER PAN DATE: 08�09�19 NOTE: AT SHEAR WALLS ONLY AND SPACING OF 3.SHEATHING IS SHOWN ON DIMENSIONS OF STUD (DIRECTION VARIES) (DIRECTION VARIES) FORNOTES AND DETAILS OUTSIDE FACE OF WALL,BUT COLUMN ABOVE NOT CALLED OUT REFER STUDS PER PAN NOTES MAY ALTERNATELY BE INSTALLED HEADER BEAM TO DETAILS 1&2 ON INSIDE FACE. COUNTER SINK PER PAN ADDITIONAL END `INTERIOR WALL PARALLEL TO JOISTS A.PERPENDICULAR TO JOISTS B.PARALLEL TO JOISTS STUD FOR BOLTS FLUSH BEAM HEADER TYPICAL STUD WALL FRAMING DETAIL TYPICAL PARTY WALL FRAMING DETAIL 'J TYPICAL ROD HOEDOWN DETAIL f� TYPICAL STRAP HOEDOWN TO WOOD BEAM SCALE: 1"=1'-0" 6 SCALE: 1"=1'-0" SCALE: 1"=1'-0" v SCALE: 1"=1..' W Z W /^ > J SHEATHING&NAILING Q _ PER PAN&SHEAR WALL SCHEDULE OR NOTE: _ PARTY WALL W/SIZE& STRUCTURAL NOTES FOR NOTES&DETAILS NOT I— N6 WOOD SCREWS SPACING OF STUDS PER SPECIFICALLY CALLED OUT bi PAN NOTES SILL PATE NAILING REFER TO CASE A. Q OR 8d @ 6"OC (2)8d NAILS AT A PLANK PER PAN&SHEAR M WALL SCHEDULE OR N 2x LEGER A7TACHEDTORIM 2x WOOD BLOCKING 2x LEGER ATTACHED TO RIM STRUCTURAL NOTES DIAPHRAGM BOUNDARY ad N W/(2)1/4"0 x 31/2"SIMPSON @ 4'-0"OC MAX W/(2)1/4"0 x 3 1/2"SIMPSON SILL PATE NAILING PER SHEATHING&NAILING 2x FULL HEIGHT BLKG NAILING INTO BLKG 00 SIDS SCREWS @ 12"OC SIDS SCREWS @ 24"OC SHEAR WALL SCHED PER PAN SHEATHING& (3)lOd NAILS NAILING PER PAN N cc Q Q L CL w 3 Q J w� WOODJOIST&HANGER WOOD JOISTS PER WOOD JOIST PER FP-N ISTS PER Z PE N PER PAN&SCHEDULE PAN&SCHEDULE PAN&SCHEDULE CHEDULE JOISTS PER PAN&SIMPSON A35 PER JOISTS PER PAN& LLI PROVIDE PANEL EDGE PROVIDEPANELEDGE SHEAR WALL SCHEDULE SCHEDULE,LAPPED 2x BLKG @ 4'-0"OC SCHEDULE,APPED F- Z 0 2x4 BLOCKING OR A35 KING OR A35 PER PLAN I NAILING PER SHEAR WALL NAILING PER SHEAR WALL PANEL EDGE NAILING FIRST BAY ONLY Z IN J II SCHEDULEATTOP PLATE (PER SHEAR WALL SCHED) SCHEDULE AT TOP PATE (PER SHEAR WALL SCHED) PER PLAN AND SHEAR W ^ 0 W BETWEEN BLOCKING AND TOP BETWEEN BLOCKING AND $ WALLSCHEDULE H WOOD BEAM PATE AT SHEAR WALLS ONLY TOP PATE AT SHEAR U � Q PER PAN FOR NOTES AND DETAILS FOR NOTES AND DETAILS WALLS ONLY STUD WALL PER NOT CALLED OUT REFER NOT CALLED OUT REFER STRUCTURAL NOTES -. BEARING PATE TO DETAILS 1&2 TO DETAIL51&2 3/8 x 3 1/2 x 0'-3 1/2" A.JOISTS PERPENDICULAR TO WALL B.JOISTS PARALLEL TO WALL A.DECK JOISTS BEARING B.DECK JOISTS NON-BEARING ROD HOLDOWN TO WOOD BEAM i DECK FRAMING DETAIL ii TYPICAL STUD WALL FRAMING DETAIL ��.�-� 9 SCALE: 1"=V-0" •O SCALE: 1"=V-0" •• SCALE: 1"=V-0" TREAD/RISER PER ARCH USE 1 1/8"PLYWOOD TREADS UNO NOTCHED STRINGER TREAD AND 2x12 BLOCKING RISERS PER ARCH (4)8d @BLOCKING DO NOT OVERCUT NOTCHES 2x6 SISTERED 4X12 DF#2 BEAM BEAM PER PLAN ENGINEERING AB PER STRUCTURAL NOTES OR FOR TREAD/RISER PER SECTION A VARIES PER PLAN PROVIDE HILTI X-DNI(0.145"0)@ 250 4TH AVE. S., SUITE 200 12"OC.EMBED MIN 2"INTO EDMONDS, WASHINGTON 98020 CONCRETE W/STANDARD STEEL 2x12 STRINGER 2x12 STRINGER STAIR PHONE (425) 778-8500 WAS • SIMPSON HUC28-2, FAX (425) 778-5536 TREATED 2x SILL PLATE EACH STRINGER,WITH •�i a,. FULL NAILING • 2x12 TREADS SHEATHING ? NOTCHED PER ARCH WHERE NOTED 2x6 SISTERED TO SIDE 2x12 NOTCHED STRINGER ON PLAN OF 2x12 W/(2)ROWS 2x6 BLOCKING STRINGER JOIST PER • OF 10d NAILS STAGGERED @ 6"OC 2x6 SISTERED PLAN C,tIEV A Cp W X—XI—X—X�-�I—X_g—df—�—X 3x BEVELED PLATE PERSERIONA of WAsg`9S _ d JI a AS SHOWN BLOCKING @ V�� /--,�f4 F' N - OO° c HUC28-2 W/ 24"OC �o q° oMo o o NOTCH BEAM AS FULL NAILING 05 ob 1 �� a ♦° a 6 REQUIRED 2x STUD WALL OR I ,0" BEAM PER PLAN 8'-0"MAX SPAN BETWEEN 12"OC MAX ONAL SIZE&REINFORCING LANDINGS MAXIMUM SLOPE PER PLAN AND SCHEDULE 8 0 MAX LANDINGS TWEEN 2x6 SISTERED TO 2x12 PER ON PLAN _lj 08/09119 TYPICAL STAIR SECTION A.TYPICAL STRINGER TO LOWER LANDING B.TYPICAL STRINGER TO PONY WALL C.TYPICAL STRINGER TO CENTER BEAM D.TYPICAL STRINGER TO UPPER LANDING GAP(IF REQUIRED)TO SUIT ARCH FINISHES. TYPICAL STAIR SECTIONS 2 TYPICAL STAIR SECTION 1 SCALE: 1"=1'-0" SIMPSON HUC610 FACE MOUNT BEAM PER PLAN HANGERW/MAXNAILING AND SCHEDULE Q SIMPSON HUC610 FACE MOUNT BEAM PER PLAN HANGER W/MAXNAILING AND SCHEDULE m HANDRAIL W/CONN TO STRINGERS PER MFR Ia v=i H DIM PER ARCH DRAWINGS HANDRAIL W/CONN TO (Oi1 STRINGERS PER MFR w w � a PTGLULAM NOTCH CAREFULLY ai STRINGERS,TYP WITHOUT w PIERS,TM (2 x 3 x 1/4 x0'-6" OVER-CUTTINGPRESS Q p DECK) IS TREK PLAN STRINGERS,TYP a. W/(2)1/2"0 x 4"LAG p DECK JOIST PER PLAN NOTCH CAREFULLY SCREWS INTO BEAM AND 00 00 WITHOUT INTO STRINGER 21 FLAT DECKING L3 x 3 x 1/4 x 0'-6" OVER-CUTTING Y BEAM PER PLAN AND SCHED W/(2)1/2"0 x 3" W/SIMPSON PLAN H N EA END EXPANSION BOLTS AND(2) < 1/2"0 x 4"LAG SCREWS PRECAST CONCRETE CLOSED RISER TREADS W/ . I DESIGN: RMK PRECAST CONCRETE CONN TO STRINGERS PER DRAWN: JEG NOTES: 2x CONT LEDGER W/ CLOSED RISER TREADS + t CHECK: JGG 1.FOR NOTES AND DETAILS (2)1/4"0 x 3 1/2'SDS W/CONN TO JOB NO: 18386.1 O NOT CALLED OUT REFER SCREWS @ 12"OC 2x WOOD JOISTS STRINGERS PER MFR TO TYPICAL DETAILS. PER PLAN AND t t DATE: 08/09/19 SCHED 1! 1! DECK POST PER PLAN 2x WOOD BLKG x x 1i L x x @ 4'-0"OC MAX BEAM PER PLAN -� III III-1 r AND SCHEDULE Q SECTION AT EXTERIOR WOOD DECKS d STAIR SECTION STAIR SECTION v SCALE: 1"=V-0" T SCALE: 1"=1'-0" SCALE: 1"=1'-0" W PROVIDE CONTINUOUS TOP CHORD Z PROVIDE CONTINUOUS TOP CHORD AT SIMPSON SHEARWALLORPROVIDE W SI ILSAT LL NAIL STRAP AL NG SHEAR WALL SHEATHING& SHEAR WALL OR PROVIDE SIMPSON SHEAR WALL SHEATHING& NAILS AT ALL NAIL HOLES ALONG NAILING PER PLAN&SCHEDULE CMSTI4 STRAP W/16d NAILS AT ALL NAIL NAILING PER PLAN&SCHEDULE ENTIRE TOP CHORD AT PERFORATION Q J APPLIED TO ALL FACES OF WALL HOLES ALONG ENTIRE TOP CHORD AT APPLIED TO ALL FACES OF WALL PERFORATION 4x HF BLOCKING,TYP Q I I. -I I I I.. SHEATHING AND NAILING w PER PLAN AND SW SCHED EXTERIOR SW SHEATHING M M AND NAILING PER PLAN CONT FULL WIDTH AND IN I - - -- - �I - - -- - ___ _____ AND SW SCHED FULL DEPTH LSL RIM AT '''SJ N '^ FLOOR LEVEL V I I. HEADER PER PLAN 4x HIF I I. HEADER PER PLAN CONT FULL WIDTH AND 2x CONTINUOUS RIM Y N 0 Z I. FULL DEPTH RIM AT WHERE SHAFT IS AT A II II. BLOCKING,TYPII II. FLOOR LEVEL SHEATHING AND CORNER,LAP BEAMS AT cc NAILING PER PLAN CORNER AND PROVIDE Q Q L II II. II I II. WHERE SHAFT 15 AT A CONTINUOUS CMSTI4 I I I I I I. SIMPSON L90 CLIP AT I I. STRAP W/16d NAILS AT I I I I. CONTINUOUS CMST16 STRAP W/10d LAP SHEATHING AT RIM CORNER,LAP BEAMS AT INSIDE OF CORNER W I L J I. I I I. NAILS AT ALL NAIL HOLES OVER ENTIRE CORNER AND PROVIDE W HEADER SUPPORTS PER ALL NAIL HOLESNGTH OVER AND PROVIDE PANEL J _ LENGTH OF PERFORATED SHEAR WALL SIMPSON L90 CLIP AT 1 I: PLAN&SCHEDULE ENTIRE LENGTH OF .� -I EDGE NAILING PER SW INSIDE OF CORNER FULL DEPTH 3/4" Q Z I I PERFORATED SHEAR I I I HEADER SUPPORTS PER SCHEDULE EA SIDE OF SHEATHING OR Ix FRAMING Z N 0 I I' WALLI I I PLAN&SCHEDULE ADJOINING PANEL EDGE BETWEEN RIM BOARDS 0 II 7 ADDITIONAL II IIIh - 1 - --NI - z Z Z 0 INTERMEDIATE I I. -�- JOISTS PER PLAN I CHORD PER SHEAR { I II. Z N J m II WALLSCHEDULE 'Il W w O I I END STUDS PER T I I NMD SHEPSON A35 PER PLAN AND SHEAR WALL SCHED U Q HOLDOWN II II SCHEDULE,TYP 'I II PLYWOOD SHEATHING I I I I.- AND NAILING PER PLAN I II I II �6 AND SHEAR WALL SCHED __ ___4 PARTY WALL W/SIZE AND SPACING OF END STUDS PER HOLDOWN STUDS PER PLAN NOTES A.ELEVATION AT DOOR SCHEDULE(HOLDOWN NOT SHOWN) EXTERIOR SIDE INTERIOR SHAFTSIDE INTERIOR SIDE INTERIOR SHAFT SIDE FORCE-TRANSFER SHEAR WALL DETAIL J FORCE-TRANSFER SHEAR WALL DETAIL f� STAIRWAY&SHAFT SECTIONS S5.3-E 6 SCALE: NTS • SCALE: NTS v SCALE: 1"=1'-0" DIAPHRAGM BOUNDARY SHEATHING PER ROOF SHEATHING AND NAILING PER DIAPHRAGM BOUNDARY NAILING NAILING PER ROOF FRAMING PLAN NOTES ROOF FRAMING PLAN NOTES PER ROOF FRAMING PLAN NOTES FRAMING PLAN NOTES ENGINEERING ROOF SHEATHING AND TRUSS BLOCKING DESIGNED AND 250 4TH AVE. S., SUITE 200 NAILING PER ROOF PROVIDED BY TRUSS MFR.DESIGN EDMONDS, WASHINGTON 98020 FRAMING PLAN NOTES - 2x OUTLOOKER BLOCKING FOR EA W IN-PLANE PHONE (425) 778-8500 DIAPHRAGM BOUNDARY 2x4 BLOCKING W/SILL 2x4 BLOCKING SHEAR AT SHEAR WALLS ONLY FAX (425) 778-5536 EACH BRACE NAILING PER ROOF PLATE NAILING PER 7A(B FRAMING PLAN NOTES SHEAR WALLSCHEDULE GABLE END TRUSS (6)10d FULL DEPTH BLOCKING SHEATHING AND NAILING TO RIPPED TO MAT H SLOPE ROOFMATCH SHEAR WALL BELOW WAVIDE(2)2x4 OR x6 DIAGONAL SIMPSON A35 FRAMINGA35 EACH LINE SIM PSON LSTA15 ANCHOR PER SHEAR OF BLOCKING CE AT 4'-0"OC WALL SCHEDULE SILL PLATE NAILING STRAP EACH SPLICE PER SHEAR WALL L151 SCHEDULE PRE-ENGINEERED ROOF TRUSS PER PLAN SIMPSON LTP4 PER `Sj0NAL SHEAR WALL SCHEDULE PROVIDE BOUNDARY SIMPSON H2.SA OBI 09119 NAILING AT TOPPLATE PER TIE AT EACH TRUSS SHEATHING AND 2x4 BLOCKING BOUNDARY NAILING PER PRE-ENGINEERED SHEAR WALL SCHEDULE 2x4 BLOCKING FOR EACH BRACE ROOF TRUSS PER PLAN NAILING PER PLAN AND (3)TRUSS SPACES @ NOTE: SHEAR WALL SCHEDULE SHEAR WALL SCHEDULE 4'-0"OC MAX REFER TO CASE A FOR SHEATHING AND STUD WALL FRAMING 7INFORMATION NOT SIMPSON H2.5A NAILING PER PLAN AND PER PLAN NOTES 6d COOLER NAILS @ SPECIFICALLY CALLED OUT SHEATHING AND EACH TRUSS SHEAR WALL SCHEDULE 6"OC OVER EXTENTS NAILING PER PLAN AND OF BLOCKING SHEAR WALL SCHEDULE OPTION A.BLOCKING AND STRAPS OPTION B.BRACING 1 TY PICA o RUSS SUPPORT DETAIL 2 TYPICAL o„ K 3 SCALE: CAL TRUSS BLOCKING DETAIL o,. 0 m o m a N o H rn SHEATHING AND NAILING PER w w ROILINGSHEATHINGROOF AND ROOF SHEATHING AND DIAPHRAGM BOUNDARY IFER NAILING PER ROOF NAILING PER ROOF ROOF FRAMING PLAN NOTES NAILING PER ROOF R NOTES&DETAILS NOTDIAPHRAGM BOUNDARY DIAPHRAGM BOUNDARY SHEATHING AND NAILING PER NAILING PER ROOF FRAMING PLAN NOTES NAILING PER ROOF FRAMING PLAN NOTES FRAMING PLAN NOTES ROOF SHEATHING AND ECIFICALLY CALLED OUT ROOF FRAMING PLAN NOTES rn2x FLAT OUTLOOKER NAILINGPERROOF TODETAILS.FRAMING PLAN NOTE$ FRAMING PLAN NOTE$ w 0, FRAMING PLAN NOTES �p) FULL DEPTH BLKG RIPPED FULL DEPTH BLKG RIPPED 2x4 BLKG W/ ono TO MATCH SLOPE OF ROOF TO MATCH SLOPE OF ROOF l6d @ 6"OC o SILL PLATE NAILING y PER SW SCHED Q FULL DEPTH BLKG ROOF RAFTERS ROOF RAFTERS RIPPED TO MATCH PER PLAN PER PLAN SLOPEOF ROOF SIMPSON H2.5A TIE DESIGN: RMK SHEATHING AND RAFTERS PER PLAN, RAFTERS DRAWN: JEG 16d @ 6"OC 2x4 BLKG W/ PROVIDE BOUNDARY 2x4 BLKG W/SILL PL NAILING PER PLAN AND 16d @ 6"OC PER PLAN 16d @ 6"OC NAILING PER SHEAR SHEAR WALL SCHED LAPPED 2x BLKG @ 4'-0"OC, NAILING AT TOP PLATE PER SHEAR WALL SCHEDULE WALL SCHED FIRST BAY ONLY CHECK: JGG SIMPSON H2.5A TIE SIMPSON H2.SA TIE SHEATHING&NAILING JOB NO: 18386.10 SHEATHING AND NAILING ROOF RAFTERS PER PLAN&SHEAR DATE: 08/09/19 BEAM PER PLAN PER PLAN AND SHEAR STUD WALL FRAMING PER PLAN WALL SCHED YI WALL SCHEDULE PER PLAN NOTES BEAM PER PLAN FULL HEIGHT STUDS AT GABLE END TYPICAL RAFTER SUPPORT DETAIL TYPICAL RAFTER SUPPORT DETAIL a SECTION TYPICAL RAFTER SUPPORT DETAIL f� SECTION v SCALE: 1"=1'-0" SCALE: 1"=V-0" W Z LLJ < N J 2 Q � W M C) N LLJ 00 Lu J � < Q l_ Z L.- Z (n O wo 0 L.L_ F- Z Z O w n � O U Q S6.1-E DIAPHRAGM BOUNDARY ROOF SHEATHING AND DIAPHRAGM BOUNDARY ROOF SHEATHING AND NAILING PER ROOF NAILING PER ROOF NAILING PER ROOF NAILING PER ROOF FRAMING PLAN NOTES FRAMING PLAN NOTES FRAMING PLAN NOTES FRAMING PLAN NOTES ENGINEERING 1 2x4 BLKG W/ 1 2x4 BLKG W/SILL PL 250 4TH AVE. S., SUITE 200 1` 16d @ 6"OC 1 NAILING PER SHEAR EDMONDS, WASHINGTON 98020 WALL SCHED PHONE (425) 778-8500 SIMPSON H2.5A TIE SIMPSON H2.5A TIE FAX (425) 778-5536 FULL DEPTH BLKG RIPPED FULL DEPTH BLKG RIPPED TO MATCH SLOPE OF ROOF DIAPHRAGM BOUNDARY NAILING TO MATCH SLOPE OF ROOF PER ROOF FRAMING PLAN NOTES 16d @ 6"OC G�VY Cp. 16d @ 6"OC SHEATHING AND NAILING PER WASg��P� ROOF FRAMING PLAN NOTES PROVIDE BOUNDARY F �/n NAILING ATTOP PLATE PER 7 1 o SW6 SHEATHING TRUSS PER PLAN&MFR SHEAR WALL SCHEDULE &NAILING ROOF RAFTERS TRUSS BLKG PER MFR ROOF RAFTERS �A L25 PER PLAN SW6 SHEATHING PER PLAN ONAL SW6 SHEATHING& AND NAILING NAILING PER SHEAR WALL SCHEDULE STUD WALL PER O8/09119 ROOF SHEATHING AND ROOFS H EATHINGAND PLAN&NOTES NAILING PER ROOF NAILING PER ROOF A-ANGER AN NOTES FRAMING PLAN NOTES ROOF SHEATHING AND SIMPSON A35 TO SIMPSON B SERIES 2x BLOCKING NAILING PER ROOF 2x8 BLOCKING MATCH SW6 PER SLOPED HANGER OVER EXTENTS FRAMING PLAN NOTES EA BAY SHEATHING&NAILING SHEAR WALL OF LEDGER FULL DEPTH BLKG RIPPED PER PLAN NOTES SCHEDULE TO MATCH SLOPE OF ROOF FULL WIDTH x 91/2" 16d @ 6"OC SIMPSON H2.5ATALL SOLID BLKG EA TRUSS (2)16d @ 6"OC J GIRDER USS RW/ 2x HF LEDGER F PER PLAN&MFR W/(2)1Ed NAILS F TRUSS PER PLAN&MFR CONT FULL WIDTH TOP SIMPSED @ 12'0000mER16d @ 6"OC PLATE ON 2x4 PLATES ROOF RAFTER PER - NPLAN&SCHEDULE i2x LE 1/2" 2x ROOF RAFTERS SIMPSON H2.SA TIE PARTY WALLLAG4"OC PER PLAN O O PROVIDE BOUNDARY NAILING AT PER PLAN LUS HANGER W/SLOPED SEAT STUD WALL PER PLAN w w TOP PLATE PER 5W SCHEDULE TRU55 PER PLAN&MFR SHEATHING AND NAILING C] SHEATHING AND NAILING 2x LEDGER W/(2)1/4"¢x 3" HANGER PER TRUSS MFR PER PLAN AND SHEAR PER PLAN AND SW SCHEDULE SIM PSON SOS SCREWS IN TO BOT WALL SCHEDULE a, CHORD OF GIRDER TRUSS w H� Q O ROOF STEP AT PARTY WALL TRUSS FRAMING DETAIL Q ROOF STEP AT PARTY WALL RAFTERS d RAFTER LEDGER DETAIL o SCALE: 1"=1'-0" Q DESIGN: RMK SHEATHING AND DRAWN: JEG NAILNG PER ROOF CHECK: JGG FRAMING PLAN NOTES PRE-ENGINEERED ROOF ROOF TRUS S PER PLAN.DESIGN ROOF JOB NO: 18386.10 2x W/(2)16d @ 6" TRUSS FOR 310 PLF IN-PLANE OC INTO DRAG TRUSS SHEAR LOADING UNO ON PLAN DATE: 08/09/19 2x8 TRUSS BLOCKING PER TRUSS MFR RAFTER PER PLAN BOUNDARY EDGE W NAILING PER PLAN AND Z SHEAR WALL SCHEDULE Lij a N J 2 Q ~ F- 2x4 BLOCKING AND W/SILL w PLATE NAILING PER SHEAR p(� Q WALL SCHEDULE N SHEATHING AND CONT FULL WIDTH TOP N '^ NAILING PER PLAN AND PLATE ON 2.4 PLATES 00 V SHEAR WALL SCHED Y N 0) Z STUD WALL PER 0� STRUCTURAL NOTES Q Q CL Lu RAFTER FRAMING AT PARTY WALL L < L.L. Z (n O La LL F- Z Z O w O S6.2-E 1/2" HSS OR WF COL FLANGE TYP ENGINEERING 12' TYP 250 4TH AVE. S., SUITE 200 EDMONDS, WASHINGTON 98020 PHONE (425) 778-8500 1/2" FAX (425) 778-5536 I + + STIFF PLATE PER SCHED 14 I 11/2" 1 4 I u u I I p a I GVY C`9 WAsgf�s� I I I 3/8"SIDE PLATES SPACED AT COL PER PLAN I WIDTH OF BEAM+1/8"W/ 2i/25 (2)3/4"A307 BOLTS SS L Ssti I + BEAM PER PLAN jON AL b� 3" 11/2" 3�� 11/2" I I I STEEL BEAM PER BEAM PER PLAN AND SCHEDL AND SCHED I NOTCHED AT W F W/SMOOTH 08109119 I PLAN&SCHEDULE RADIUS AS REQ'D I I � BEAM TO BEAM BEAM TO COLUMN EEL SKEW CONNECTION PER PLAN WHERE I I BEARING PLATE REQUIRED.AT SKEWED CONNECTION 6"MIN.BEARING LENGTH REQUIRED. W/DIMENSIONSALL BOLTS SHALL BE 3/4"0 A307. PERSCHED BEAM NO OF PLLENGTH PL WELD DIM(a) DIM(b) 14 BEAM PER PLAN iSIZE BOLTS (L) THICKNESS SIZE ANDSCHEDWio (2)7/8"0 6" 3/8" 1/4" 11/2" 11/2" KERF PLATE SCHEDULE 3/a"BRNG PL BEAM S1ZE BEARING PLATE STIFFENER PLATE BOLTS BREARING PL 3/8"STIFF PLSPACEDAT W12& WIDTH OF BEAM+1/8"W14 I3)7/8"0 9" 3/8" 1/4" 11/2" 11/2" TYPgp7 8' 11/2" Q 2 11/16"PSL 1/2 x 211/16 x 0'-7 1/4" 1/4 x 6 x 0'-71/4" (2)3/4"0 (3)SIDES 1 4 W/(2)3/4"A307 BOLTS F r-f-A—LLL..- 3 1/2"PSL 1/2 x 3 1/2 x 0'-71/4" 3/8 x 6 x 0'-71/4" (2)3/4"0 1 4 z SHALL BE A490,TYP UNO BOLT HOLES SHALL BE STANDARD SIZE,TYP UNO.INSTALLATION SHALL BE PER AISC SPECIFICATIONS,LATEST EDITION. 5 1/4"PSL 5/8 x 5 1/4 x 0'-7 1/4" 1/2 x 6 x 0'-7 1/4" (2)3/4"0 H N a 7"PSL 3/4 x 7 x 0'-71/4" 1/2 x 6 x 0'-71/4" (2)3/4"0 U � TYPICAL SINGLE PLATE SHEAR CONNECTION TABLE 2 KERFTPLATE DETAIL SWOOD BEAM CONNECTION TO STEEL o 1 SCALE: NTS Ol ti w� HOLDOWN PER PLAN SCHED FLOOR SHEATHING o HOLDOWN STRAP PER 1 4 PER PLAN NOTES 00 P 00 LAN AND SCHED.FIELD NOTE: 2x NAILER IN CASES WHERE COLUMN WIDTH Y BEND AT STEEL BEAM STEEL BEAM PER PLAN. BEAM PER PLAN � PROVIDE 12"LONG 2x NAILER RIPPED TO WIDTH EXCEEDS FLANGE WIDTH,PROVIDE < FLOOR SHEATHING PER OF BEAM W/5/8^0 CARRIAGE 5/8"COL TOP PLATE WELDED TO (2)1/4"STIFF PL SOLID WEB BLOCK 3/8"STIFF PL EA FRAMING PLAN NOTES BEAM ENDANDSIDE PLATES SIDE OF WEB DESIGN: RMK EA SIDE OF WEB @ CONNECTED W/(4) BOLTS @ 24"OC STAGGERED 8"OC;(4)TOTAL 1/2"0 CARRIAGE BOLTS EACH SIDE OF WEB STEEL BEAM PER PLAN DRAWN: JEG +I TYP 316 PL 3/8 x 31/2 x 0'-71/2" CHECK: JGG +I 3 16 TYP I JOB NO: 18386.10 _ WF BEAM DATE: 08/09/19 PER PLAN KERF PLATE CONN BEAM PER PLAN + PER DETAIL 11 11/2" JOIST PER PLAN JOIST PER PLAN (2)3/4"0 BOLTS TYP (DIRECTION VARIES) (DIRECTION VARIES) JOIST AND HANGER PER \ PL 3/4 x BEAM WIDTH x PLAN AND JOIST SCHED + END PL 3/8 x BEAM WOOD COL PER PLAN 3 16 0'-11"W/(4)3/4"0 BOLTS COLUMN CONN BEAM PER PLAN BEAM PER PLAN PER DETAIL 7 WIDTH x BEAM HEIGHT AND SCHED HSS COLUMN PER PLAN TIMBER COLUMN PER PLAN TYPICAL HOLDOWN TO STEEL BEAM SECTION SECTION SECTION 6 A STEEL BEAM-COLUMN CONNECTION SCALE: 11/2"=V-0" 8 SCALE: 1"=V-0" L LJ z w (/) � J a � w 04 � M 0 cV Y N rn Z Q Q � CIL_ Lu Q J L,J ft� Q Z L� Z N O w 0 O J F— Z Z W Z N J w Ld I� CC S7.1-E STRUCTURAL NOTES C (THESE NOTES ARE TYPICAL UNLESS NOTED OR DETAILED OTHERWISE ON DRAWINGS) ENGINEERING CODE SHOP DRAWINGS MINIMUM LAPS AND EMBEDMENT WELDING 250 4TH AVE. S., SUITE 200 ALL MATERIALS,WORKMANSHIP,DESIGN,AND CONSTRUCTION SHALL CONFORM TO THE DRAWINGS, SHOP DRAWINGS FOR THE FOLLOWING ITEMS SHALL BE SUBMITTED TO THE ARCHITECT AND STRUCTURAL UNLESS OTHERWISE NOTED,REINFORCING SPLICE LENGTHS AND DEVELOPMENT LENGTHS SHALL BE AS WELDING SHALL CONFORM TO AWS"STRUCTURAL WELDING CODE",LATEST EDITION.ALL WELDING SHALL BE EDMONDS, WASHINGTON 98020 SPECIFICATIONS,AND THE INTERNATIONAL BUILDING CODE(IBC),2015 EDITION.SPECIFICATIONS AND ENGINEER FOR REVIEW PRIOR TO FABRICATION: TABULATED BELOW: DONE WITH 70 KSI LOW HYDROGEN ELECTRODES.WHERE NOT CALLED OUT,MINIMUM FILLET WELD SIZE SHALL PHONE (425) 778-8500 STANDARDS WHERE REFERENCED ON THE DRAWINGS ARE TO BE THE LATEST EDITION. BE PER TABLE 5.8 IN AWS DI.J.,LATEST EDITION. FAX (425) 778-5536 1.REINFORCING STEEL 3.PREMANUFACTURED WOOD TRUSSES f'c=3000 PSI DESIGN LOADS 2.CONCRETE MIX DESIGN 4.WOOD I-JOISTS&ENGINEERED WOOD BEAMS DEVELOPMENT LENGTH LAP SPLICE WELDING OF REINFORCING BARS SHALL NOT BE PERMITTED UNLESS SPECIFICALLY CALLED OUT ON DRAWINGS OR APPROVED BY STRUCTURAL ENGINEER.WELDING OF GRADE 60 REINFORCING BARS SHALL BE PERFORMED DEAD LOADS: SHOP DRAWINGS SHALL BE REVIEWED,REVISED AS REQUIRED FOR FIELD CONDITIONS,AND DATE STAMPED BY BAR TENSION COMPRESSION TENSION COMPRESSION USING LOW HYDROGEN ELECTRODES.WELDING OF GRADE 40 REINFORCING BARS SHALL BE PERFORMED USING ROOF 15 PSF THE CONTRACTOR PRIOR TO REVIEW BY THE ENGINEER.CONTRACTOR SHALL PROVIDE(3)SETS OF SHOP SIZE E70XX ELECTRODES.SEE REINFORCING NOTES FOR MATERIAL REQUIREMENTS OF WELDED BARS.WELDING FLOOR 24 PSF DRAWINGS FOR ENGINEER'S REVIEW.ALLOW TWO WEEKS FOR SHOP DRAWING APPROVAL BY ENGINEER. TOP BARS OTHER BARS ALL BARS TOP BARS BARS ALL BARS WITHIN 4"OF COLD BENDS IN REINFORCING BARS IS NOT PERMITTED. OVY C w LIVE LOADS: ENGINEER'S SHOP DRAWING REVIEW IS FOR GENERAL CONFORMANCE WITH THE DESIGN CONCEPT AND #3 22 17 9 28 22 12 ALL WELDING SHALL BE DONE BY WASHINGTON ASSOCIATION OF BUILDING OFFICIALS(WABO)CERTIFIED C'��F// 1 f sF' ROOF(SNOW LOAD) 25 PSF CONTRACT DOCUMENTS.MARKINGS OR COMMENTS SHALL NOT BE CONSTRUED AS RELIEVING THE WELDERS. T pup.- PRIVATE DECKS 60 PSF CONTRACTOR FROM COMPLIANCE WITH THE PROJECT PLANS AND SPECIFICATIONS.THE CONTRACTOR REMAINS #4 29 22 11 37 29 15 1 RESIDENTIAL 40 PSF RESPONSIBLE FOR DETAILS AND ACCURACY,FOR CONFORMING AND CORRELATING ALL QUANTITIES AND #5 36 28 14 47 36 19 LUMBER DIMENSIONS,FOR SELECTING FABRICATION PROCESSES,FOR TECHNIQUES OF ASSEMBLY,AND FOR PERFORMING O z 25 (LIVE LOADS ARE REDUCED WHERE PERMISSIBLE PER IBC SECTION 1607.10). THE WORK IN A SAFE MANNER. #6 43 33 17 56 43 23 GALL RADING ES SPECIFIED ARE MINIMUM KILN-DRIED TO MC GRADES OF THE FIRED.ALL LUMBER MINIMUM STANDARDS:BE IN ACCORDANCE WITH WWPA SSIONAL � EARTHQUAKE LOADS: ENGINEER'S SHOP DRAWING REVIEW OF STRUCTURAL COMPONENTS DESIGNED BY OTHERS IS FOR LOADS #7 63 48 20 81 63 27 IMPOSED ON THE BASIC STRUCTURE.THE COMPONENT DESIGNER IS RESPONSIBLE FOR CODE CONFORMANCE #8 72 55 22 93 72 30 SIZE CLASSIFICATION SPECIES GRADE Fb(PSI) Fc(PSI) 08/09119 EQUIVALENT LATERAL FORCE PROCEDURE PER ASCE 7-10 SECTION 12.8. AND ALL CONNECTIONS TO TH E BASIC STRUCTURE.SHOP DRAWINGS SHALL INDICATE MAGNITUDE AND LIGHT FRAMING(STUDS) DOUG-FIR STUD 776(REP) 800 DIRECTION OF THE LOADS IMPOSED ON THE BASIC STRUCTURE AND SHALL BE STAMPED&SIGNED BY A SITE CLASS D PROFESSIONAL ENGINEER REGISTERED IN THE SAME STATE AS THE PROJECT. f'c=4000 PSI 2x JOISTS AND PLANKS DOUG-FIR #2 978(REP) - SHORTPERIODSPECTRALRESPONSEACCEL(Ss) 1.071 DEVELOPMENT LENGTH LAP SPLICE PLATES AND BLOCKING DOUG-FIR #2 850 ONE SECOND SPECTRAL RESPONSE ACCEL N 0.417 FABRICATION SHALL BEGIN ONLY AFTER SHOP DRAWINGS BEARING THE STAMP AND SIGNATURE OF THE - SHORT PERIOD DESIGN SPECTRAL RESPONSE ACCEL(Sos) 0.765 PROJECT ARCHITECT,ENGINEER OF RECORD,AND CONTRACTOR HAVE BEEN RECEIVED. BAR TENSION COMPRESSION TENSION COMPRESSION 6x AND LARGER BEAMS AND DOUG-FIR #2 875 - ONE SECOND DESIGN SPECTRAL RESPONSE ACCEL(So,) 0.440 SIZE STRINGERS RISK CATEGORY II FOUNDATIONS:SPREAD FOOTINGS TOP BARS OTHER ALL BARS TOP BARS OTHER ALL BARS SEISMIC IMPORTANCE FACTOR 1.0 BARS BARS 4x AND SMALLER BEAMS AND DOUG-FIR #2 850 - (e) SOILS REPORT: REPORT NO: 18-0408 #3 19 15 8 24 19 12 STRINGERS SEISMSEISMGN CATEGORY D PREPARED BY: GEOTEST ALL POSTS AND TIMBERS DOUG-FIR #1 1200 1000 BASIC SEISMIC IC FORCE-RESISTING-SYSTEM WOOD SHEAR WALLS DATED: MAY 17,2019 #4 25 19 10 33 25 15 RESPONSE MODIFICATION FACTOR,(R) 1.5 REFER TO PLAN NOTES,SCHEDULES,AND DETAILS FOR MORE SPECIFIC LUMBER SIZE AND GRADE REQUIREMENTS. REDUNDANCY FACTOR(p) 1.0 #5 31 24 12 41 31 19 SEISMIC RESPONSE COEFFICIENT(C 0.118 ALLOWABLE SOIL PRESSURE: 2000 PSF ALL LUMBER IN CONTACT WITH CONCRETE,MASONRY,OR WITHIN 8"OF SOIL SHALL BE PRESSURE-TREATED. F s) #6 37 29 15 49 37 23 F W=TOTAL SEISMIC DEAD LOAD AS DEFINED PER ASCE 7-10 SECTION 12.7.2. LATERAL EARTH PRESSURE: #7 54 42 17 71 54 27 NAILS,BOLTS,AND METAL CONNECTORS FOR WOOD z UNRESTRAINED: 35 PCF+ANY APPLICABLE SURCHARGE O m RESTRAINED: 55 PCF+ANY APPLICABLE SURCHARGE #8 62 48 19 81 62 30 ALL NAILS SHALL CONFORM TO THE STANDARDS SET FORTH BY THE NATIONAL DESIGN STANDARDS(NDS)FOR I- BASE SHEAR(V),V=CsW= SD5 W � PASSIVE: 300 PCF WOOD CONSTRUCTION,LATEST EDITION.NAILING NOT SPECIFIED SHALL BE PER IBC TABLE 2304.9.1 NAILING _ � COEFFICIENT OF FRICTION: 0.35 NOTE: SCHEDULE.ALL NAILS CALLED OUT ON PLANS SHALL BE COMMON NAILS UNLESS NOTED OTHERWISE AND SHALL WIND LOADS: 1.ALL LENGTHS ARE IN INCHES. MEET OR EXCEED THE FOLLOWING MINIMUM GUIDELINES: FOUNDATIONS SHALL BEAR ON NATIVE SITE SOILS OR STRUCTURAL FILL,PREPARED AND COMPACTED AS 2.ALL LAP SPLICES ARE CLASS B. m BASIC WIND SPEED(3 SECOND GUST) 110 MPH REQUIRED BY THE GEOTECHNICAL REPORT AND AT LEAST 18"BELOW ADJACENT EXTERIOR GRADE.ANY 3.'TOP BARS"ARE HORIZONTAL REINFORCEMENT PLACED SUCH THAT MORE THAN 12 INCHES OF NAIL SHANKS MIN LENGTH p a EXPOSURE B FOUNDATION ELEVATIONS SHOWN IN THE DRAWINGS REPRESENT MINIMUM DEPTHS AND ARE FOR BIDDING CONCRETE IS CAST IN THE MEMBER BELOW THE BAR. 8d COMMON 0.1310 2 1/2"SHANK Kn 1.0 ONLY.ACTUAL FOUNDATION ELEVATIONS ARE SUBJECT TO SITE CONDITIONS AND MUST THEREFORE BE a, ESTABLISHED BY THE CONTRACTOR. CONCRETE WALL REINFORCING 10d COMMON 0.1480 3"SHANK w\ SEE PLANS FOR ADDITIONAL DESIGN LOADS. H p� 12d COMMON 0.1480 3 1/4"SHANK IMPORTED STRUCTURAL FILL AND BACKFILL MATERIAL SHOULD CONSIST OF CLEAN,WELL GRADED GRANULAR PROVIDE THE FOLLOWING MINIMUM REINFORCING UNLESS NOTED OR DETAILED OTHERWISE(GRADE 60): o STATEMENT OF SPECIAL INSPECTIONS MATERIAL FREE OF DEBRIS OR ORGANICS AS SPECIFIED IN THE GEOTECHNICAL REPORT. i6d COMMON 0.1620 31/2"SHANK 000 THICKNESS REINFORCING PLACEMENT J.d SPECIAL INSPECTIONS ARE REQUIRED AS INDICATED IN THE FOLLOWING TABLE.THE CONTRACTOR SHALL BACKFILL BEHIND ALL RETAINING WALLS WITH WELL-DRAINING,GRANULAR FILL AND PROVIDE FOR SUBSURFACE #4 @ 13"OC ME BOX NAILS MAY BE SUBSTITUTED FOR&COMMON NAILS WITH NO CHANGE IN NAIL SPACING.FRAMING Y SUBMIT WRITTEN STATEMENT OF RESPONSIBILITY TO THE BUILDING OFFICIAL AND OWNER PRIOR TO DRAINAGE. 6"WALLS EA WAY CENTERED MEMBERS MAY BE NAILED WITH 16d SINKERS(0.148"0 x 31/4"),BUT ONLY 16d COMMON NAILS SHALL BE USED Q COMMENCEMENT OF WORK IN ACCORDANCE WITH CHAPTER 1704.40F THE IBC. 8"WALLS #5 @ 15"OC EA WAY CENTERED WHERE l6d NAILS ARE INDICATED IN THIS DRAWING SET.ENGINEER MAY APPROVE OTHER NAILS IF NAIL LABELS 7 L STRUCTURAL OBSERVATION OF THE STRUCTURAL SYSTEM BY THE ENGINEER IS NOT REQUIRED. EXCAVATIONS AND DRAINAGE INSTALLATION SHALL BE OBSERVED BY A SOILS ENGINEER RETAINED BY THE ARE SUBMITTED TO ENGINEER PRIOR TO START OF CONSTRUCTION. OWNER.IF EXCAVATION SHOWS SOIL CONDITIONS TO BE OTHER THAN THOSE ASSUMED ABOVE NOTIFY THE 30"WALLS #4@16"OC EA WAY,EA FACE DESIGN: RMK FREQUENCY AND DISTRIBUTION OF REPORTS-INSPECTION REPORTS SHALL BE PROVIDED FOR EACH DAY ON STRUCTURAL ENGINEER FOR POSSIBLE FOUNDATION REDESIGN. ALL BOLTS IN WOOD MEMBERS SHALL CONFORM TO ASTM A307.PROVIDE WASHERS UNDER THE HEADS AND CONCRETE GENERAL NOTES NUTS OF ALL BOLTS AND LAG SCREWS BEARING ON WOOD.LEAD HOLES FOR LAG BOLTS SHALL BE BORED FOR DRAWN: J EG SITE BY SPECIAL INSPECTOR.STRUCTURAL OBSERVATION REPORTS SHALL BE PROVIDED AFTER EACH DEFERRED APPROVAL ITEMS THE SHANK AND THREADED PORTIONS PER NDS 11.1.3. OBSERVATION.REPORTS SHALL BE DISTRIBUTED TO TH E CONTRACTOR,ARCHITECT,ENGINEER AND BUILDING CHECK: JGG OFFICIAL. SUBMITTAL DOCUMENTS FOR DEFERRED SUBMITTAL ITEMS SHALL BE SUBMITTED TO THE ARCHITECT AND VERTICAL BARS SHALL START FROM TOP OF FOOTING.HORIZONTAL BARS SHALL STARTA DISTANCE OF I/2 THE CONNECTORS CALLED OUT BY LETTERS AND NUMBERS SHALL BE"STRONG-TIE"BY SIMPSON COMPANY, NORMAL BAR SPACING FROM TOP OF FOOTING AND TOP OF FRAMED SLABS.IN ADDITION,THERE SHALL BE A CATALOG TO BE THE LATEST EDITION,OR ENGINEER APPROVED EQUAL.CONNECTORS SHALL BE INSTALLED IN ENGINEER REVIEWED WHO SHALL REVIEWHAVE THEM ANDFOUND INDICATE IN GENERAL CONFORMANCE SUBMITTAL DOCUMENTS HORIZONTAL BAR AT A MAXIMUM OF 3"FROM TOP OF WALL AND BOTTOM OF FRAMED SLABS. JOB NO: 8/09/19 SPECIAL INSPECTION HAVE BEEN REVIEWED AND THAT THEY HAVE BEEN FOUND TO BE IN GENERAL CONFORMANCE WITH THE DESIGN ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS AND WITH THE NUMBER AND SIZE OF OF THE BUILDING.THE DEFERRED SUBMITTAL ITEMS SHALL NOT BE INSTALLED UNTIL THEIR DESIGN AND FASTENERS AS SPECIFIED BY THE MANUFACTURER.WHERE CONNECTOR STRAPS CONNECT TWO MEMBERS, DATE: 08�09�19 OPERATION CONT PERIODIC REMARKS SUBMITTAL DOCUMENTS HAVE BEEN APPROVED BY THE BUILDING OFFICIAL. PROVIDE CORNER BARS TO MATCH THE HORIZONTAL REINFORCING WITH TENSION LAP SPLICE AT EACH SIDE PER TABLE,OR BEND ONE SIDE OVER TO PROVIDE TENSION LAP. PLACE ONE-HALF OF THE NAILS,SCREWS,OR BOLTS IN EACH MEMBER. SOILS 1.PREMANUFACTURED WOOD TRUSSES INSTALL SOLID BLOCKING AT ALL BEARING POINTS.ALL SHIMS SHALL BE SEASONED,DRIED,AND THE SAME 2.HANDRAILS AND GUARDRAILS PROVIDE CONTROL OR CONSTRUCTION JOINTS IN SLABS ON GRADE TO BREAK UP SLAB INTO RECTANGULAR AREAS EXCAVATION&FILL&COMPACTION&DRAINAGE X GEOTECH ENGINEER 3.PREMANUFACTURED BOLT-ON DECKS OF NOT MORE THAN 400 SQUARE FEET EACH.AREAS TO BE AS SQUARE AS PRACTICALAND HAVE NO ACUTE GRADE(MINIMUM)AS MEMBERS CONNECTED. CONCRETE ANGLES.JOINT LOCATIONS TO BE APPROVED BY THE ARCHITECT. CONCRETE GALVANIZATION REINFORCING PLACEMENT X ALL CONSTRUCTION JOINTS SHALL BE THOROUGHLY CLEANED AND PROPERLY PREPARED IMMEDIATELY PRIOR TO ANCHOR BOLTS X ALL CONCRETE SHALL BE MIXED,PROPORTIONED,CONVEYED,AND PLACED IN ACCORDANCE WITH SECTION POURING OF CONCRETE.DOWEL STEEL SHALL BETHE SAME SIZE AND SPACING AS MAIN REINFORCING DETAILED UNLESS NOTED OTHERWISE,STEELCONNECTORS IN CONTACT WITH TREATED WOOD SHALL BE GALVANIZED Y CHAPTER 5 OF ACI 318 AND THE AMERICAN CONCRETE INSTITUTE'S SPECIFICATIONS FOR STRUCTURAL BEYOND JOINT. ACCORDING TO THE FOLLOWING TABLE: HOLDOWN PLACEMENT X CONCRETE FOR BUILDINGS(ACI 301). UNTREATED ACQ-C CBA-A OTHER OTHER PT CONCRETE TEST SPECIMENS X BARS PARTIALLY EMBEDDED IN HARDENED CONCRETE SHALL NOT BE FIELD BENT UNLESS SO DETAILED OR GALVANIZATION WOOD CCA-C SBX ACQ-D CA-B BORATE ACZA WOOD W ALL CONCRETE SHALL BE STONE-AGGREGATE CONCRETE HAVING AUNIT WEIGHT OF APPROXIMATELY 150 APPROVED BY THE STRUCTURAL ENGINEER. Z CONCRETE PLACEMENT X POUNDS PER CUBIC FOOT. G90 X X X SEE ARCHITECTURAL DRAWINGS FOR ALL GROOVES,NOTCHES,CHAMFERS,FEATURE STRIPS,COLOR,TEXTURE AND ADHESIVE ANCHORS X IF USED CONCRETE STRENGTHS AT 28 DAYS(f'c)AND MIX CRITERIA SHALL BE AS FOLLOWS: OTHER FINISH DETAILS AT ALL EXPOSED CONCRETE SURFACES.PROVIDE 3/4"CHAMFER AT ALL CORNERS EXCEPT AS G185 X X X X X X W EXPANSION ANCHORS X IF USED NOTED. HDG X X X X X X MAXIMUM MIN CEMENT MAXIMUM Q STRUCTURAL STEEL TYPE OF CONSTRUCTION f'c WATER/CEMENT CONTENT PER CUBIC STRUCTURAL STEEL STT300 X X X X X X X X SHRINKAGE$TRAIN FABRICATION&ERECTION X RATIO YARD STRUCTURAL STEEL DESIGN,FABRICATION AND ERECTION SHALL BE IN ACCORDANCE WITH THE AISC G90=0.90 OZ.OF ZINC PER SQUARE FOOT OF AREA = HIGH STRENGTH BOLTING X SLAB ON GRADE 3000 PSI 0.55 51/2 SACK N/A "SPECIFICATION FOR THE DESIGN,FABRICATION,AND ERECTION OF STRUCTURAL STEEL FOR BUILDINGS",LATEST G185=1.85 OZ.OF ZINC PER SQUARE FOOT OF AREA HOG=HOT DIP GALVANIZED SHOP&FIELD WELDING FOOTINGS 4000 PSI 0.50 51/2 SACK N/A EDITION. SST300=TYPE 316L STAINLESS STEEL W SINGLE PASS FILLET WELDS<5/16" X WALLS 4000 PSI 0.48 51/2 SACK N/A SHAPES SHALL CONFORM TO ASTM A992,Fy=50 KSI. RATED SHEATHING Cal 0 WOOD FRAME THE MINIMUM AMOUNT OF CEMENT LISTED ABOVE MAY BE CHANGED IF A CONCRETE PERFORMANCE MIX IS PLATES,ANGLES,AND RODS SHALL CONFORM TO ASTM A36,Fy=36 KSI. N RATED SHEATHING SHALL BE GRADE C-DINT-APA WITH EXTERIOR GLUE OR O5B SHEATHING WITH EXTERIOR 00Z SHEARWALL&DIAPHRAGM NAILING X SPACING 54-Oc SUBMITTED TO THE ENGINEER AND THE BUILDING DEPARTMENT FOR APPROVAL TWO WEEKS PRIOR TO PLACING STRUCTURAL TUBING SHALL CONFORM TO ASTM ASOO GRADE B,Fy=46 K51. GLUE IN CONFORMANCE WITH IBC STANDARD 2303.1.4. Y N ANY CONCRETE.THE PERFORMANCE MIX SHALL INCLUDE THE AMOUNTS OF CEMENT,FINE AND COARSE STRAP NAILING X AGGREGATE,WATER,AND ADMIXTURES AS WELLASTHE WATER-CEMENT RATIO,SLUMP,CONCRETE YIELD,AND TIMBERSTRAND,MICROLLAM,AND PARALLAM MEMBERS J STEEL PIPE SHALL CONFORM TO ASTM A53 GRADE B,Fy=35 KSI. NOTE: SUBSTANTIATING STRENGTH DATA IN ACCORDANCE WITH CHAPTER 5 OF ACI 318. Q � Q ALL ITEMS MARKED WITH AN"X"SHALL BE INSPECTED IN ACCORDANCE WITH IBC CHAPTER 17.SPECIAL FABRICATED IN CONFORMANCE WITH THE INTERNATIONAL CODE COUNCIL EVALUATION SERVICE(ICC-ES) CL Q INSPECTION SHALL BE PERFORMED BY A QUALIFIED TESTING AGENCY DESIGNATED BY THE OWNER.THE ALL CONCRETE EXPOSED TO WEATHER OR TO FREEZING TEMPERATURES SHALL BE AIR-ENTRAINED IN BOLTS CONNECTING STEEL MEMBERS SHALL CONFORM TO ASTM A325-N.BOLTS SHALL BE 3/4"0 MINIMUM, REPORT NO.ESR-13870R CCMC REPORT NO.12627-R,08675-R,AND 11161-R.EACH MEMBER SHALL BE W ACCORDANCE WITH ACI 318 TABLE 4.2.1 FOR MODERATE EXPOSURE CONDITION. UNO ANCHOR BOLTS SHALL CONFORM TO ASTM A307. IDENTIFIED BY A STAMP INDICATING THE PRODUCT TYPE AND GRADE,ICC-ES OR CCMC REPORT NUMBER, L IJ RESULARCHITS.ANYI STRUCTURALAILINGENGINEER, MEETND HE PROJECTS SPECIFICATIONS TIONSSBE ALLBEISHED I MEDIATEH COPIES OF ALL AND J D TO ATTENTION FAILING TO MEET THE PROJECTSPECIFICATIONS SHALL BE IMMEDIATELY BROUGHT REINFORCING STEEL CONTRACTOR SHALL PROVIDE CONNECTION ADJUSTMENT TOLERANCES TO SATISFY THE REQUIREMENTS OF AISC MANUFACTURER'SCERTIFIED. MEMBERS S ALLMEET THE FOLLOWING MSTANI STANDARDS: AGENCY'S LOGO.FABRICATOR SHALL Q Z TO THE ATTENTION OF THE DESIGN TEAM. MAN UAL OF STEEL CONSTRUCTION. BE CERTIFIED.MEMBERS SHALL MEET THE FOLLOWING MINIMUM STANDARDS: Z N 0 REI NFORCING STEEL SHALL BE DEFORMED BILLET STEEL CONFORMING TO ASTM A615,AND SHALL BE GRADE 60 SIZE CLASSIFICATION SPECIES GRADE Fb(PSI) FV(PSI Fc(PSI) Z U (Fy=60,000 PSI),UNLESS NOTED OTHERWISE.GRADE 60 REINFORCING BARS INDICATED ON DRAWINGS TO BE UNLESS SPECIFIED AS STAINLESS STEEL,ALL STEEL MEMBERS,SHAPES,BOLTS,AND ACCESSORIES EXPOSED TO BEAMS&POSTS(d<91/2") LSL 1.3E 1,700 425 1,835 z WELDED SHALL CONFORM TO ASTM A706.REINFORCING COMPLYING WITH ASTM A615 MAY BE WELDED IF WEATHER SHALL BE HOT DIP GALVANIZED. Z MATERIAL PROPERTY RELA PORTS INDICATING CONFORMANCE WITH WELDING PROCEDURES SPECIFIED IN AWS NON-SHRINK GROUT RIMS&BEAMS(d>_91/2") LSL 1.55E 2,325 310 - Z N J D1.4 ARE SUBMITTED. m BEAMS&POSTS LVL 2.OE 2,600 285 2,510 L,J r� cl:� WELDED WIRE FABRIC SHALL CONFORM TO ASTM A185.PROVIDE WELDED WIRE FABRIC IN SHEETS NOT ROLLS. NON-SHRINK GROUT SHALL BE CEMENT-BASED WITH A MINIMUM COMPRESSIVE STRENGTH OF 5000 PSI WHEN L U Q N LAP WELDED WIRE FABRIC 12"AT SIDES AND ENDS. TESTED IN ACCORDANCE WITH ASTM C-109.GROUT SHALL BE MIXED AND PLACED IN STRICT ACCORDANCE WITH POSTS(d<91/2") PSL 1.8E 2,400 190 2,500 THE MANUFACTURER'S RECOMMENDATIONS. BEAMS(d>_91/2") PSL 2.2E 2,900 290 - REINFORCING STEEL SHALL BE DETAILED INCLUDING HOOKS AND BENDS IN ACCORDANCE WITH SP-66 AND ACI I I I 318R,LATEST EDITIONS.UNLESS OTHERWISE NOTED,REINFORCING SPLICE LENGTHS AND DEVELOPMENT TIMBERSTRAND,MICROLLAM,AND UNTREATED PARALLAM MEMBERS ARE INTENDED FOR DRY-USE LENGTHS SHALL BE PER SCHEDULE. APPLICATIONS.UNLESS NOTED OTHERWISE,ENGINEERED WOOD BEAMS EXPOSED TO WEATHER SHALL BE TREATED PER MANUFACTURES RECOMMENDATIONS. REINFORCING SHALL BE PLACED AND ADEQUATELY SUPPORTED PRIOR TO PLACING CONCRETE.WET-SETTING EMBEDDED ITEMS IS NOT ALLOWED WITHOUT PRIOR ENGINEER APPROVAL.BARS PARTIALLY EMBEDDED IN HARDENED CONCRETE SHALL NOT BE FIELD BENT UNLESS SO DETAILED OR APPROVED BY THE STRUCTURAL ^♦.♦- .^ LENGINEER.REFER TO CHAPTER 7 OF ACI 318 FOR OTHER REINFORCING STEEL REQUIREMENTS. `V I I STRUCTURAL NOTES C (THESE NOTES ARE TYPICAL UNLESS NOTED OR DETAILED OTHERWISE ON DRAWINGS) ENGINEERING GLUE-LAMINATED TIMBER GENERAL 250 4TH AVE. S., SUITE 200 GLUE-LAMINATED TIMBER SHALL BE DOUGLAS FIR,FABRICATED IN CONFORMANCE WITH ANSI/AITC STANDARD STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH ARCHITECTURAL,CIVIL,ELECTRICAL,AND LEGEND EDMONDS, WASHINGTON 98020 A 90.1,LATEST EDITION.EACH MEMBER SHALL BEAR AN AITC IDENTIFICATION MARK AND SHALL BE MECHANICAL DRAWINGS FOR BIDDING AND CONSTRUCTION.CONTRACTOR SHALL VERI FY ALL DIMENSIONS AND PHONE (425) 778-8500 DEFINITION SYMBOL DEFINITION SYMBOL FAX (425) 778-5536 ACCOMPANIED BY AN AITC CERTIFICATE OF CONFORMANCE.FABRICATOR SHALL BE CERTIFIED.MEMBERS SHALL CONDITIONS FOR COMPATIBILITY BEFORE PROCEEDING.ANY DISCREPANCIES SHALL BE BROUGHT TO THE BE OF THE FOLLOWING MINIMUM STANDARDS: ATTENTION OF THE ARCHITECT BEFORE PROCEEDING. DIRECTION OF SPAN COMBINATION Fb NATIVE SOIL FRAMING = — CONTRACTOR TOSEEARCHITECTURAL,CIVIL,ELECTRICAL AND MECHANICAL DRAWINGS FOR SIZE AND LOCATION EXTENT OF SIMPLE SPAN BEAMS 24F-V4 2400 PSI OF PIPE,VENT,DUCT AND OTHER OPENINGS AND DETAILS NOT SHOWN ON THESE DRAWINGS. FRAMING GRANULAR FILL CANTILEVER OR MULTI-SPAN BEAMS 24F-V8 2400 PSI CONTRACTOR SHALL BE RESPONSIBLE FOR ERECTION STABILITY AND TEMPORARY SHORING AS NECESSARY UNTIL COLUMNS STRUCTURAL STEEL GIVY Cp WOOD I-JOISTS PERMANENT SUPPORT AND STIFFENING ARE INSTALLED. of WAS "9S CONTRACTOR-INITIATED CHANGES SHALL BE SUBMITTED IN WRITING TO THE ARCHITECT AND STRUCTURAL COLUMN BEARING RATED SHEATHING WOOD I-JOISTS,MANUFACTURED BY THE TRUS JOIST CORPORATION SHALL BE SIZED AND DETAILED TO FIT THE ENGINEER FORAPPROVAL PRIOR TO FABRICATION OR CONSTRUCTION.CHANGES SHOWN ON SHOP DRAWINGS ON BEAM ?° DIMENSIONS AND LOADS INDICATED ON THE PLANS.ALL DESIGN SHALL BE IN ACCORDANCE WITH THE ONLY WILL NOT SATISFY THIS REQUIREMENT. ALLOWABLE VALUES AND SECTION PROPERTIES ASSIGNED BY THE BUILDING CODE. BEAM CONTINUOUS SHEAR WALL SWX znss DRAWINGS INDICATE GENERAL AND TYPICAL DETAILS OF CONSTRUCTION.WHERE CONDITIONS ARE NOT OVER SUPPORT (SEE SCHEDULE) L$F' ti PROVIDE TEMPORARY BRACING UNTIL SHEATHING AND PERMANENT BRACING IS INSTALLED.MANUFACTURER SPECIFICALLY INDICATED BUT ARE OF A SIMILAR CHARACTER TO DETAILS SHOWN,SIMILAR DETAILS OF „L `SjONAL SHALL PROVIDE ALL SPECIALTY ITEMS REQUIRED FOR ACOMPLETE INSTALLATION OF JOISTS.INSTALL PER CONSTRUCTION SHALL BE USED,SUBJECTTO REVIEW AND APPROVAL BY THE ARCHITECT AND THE STRUCTURAL CONCRETE WALL COLUMN MARK /�S�' MANUFACTURER'S RECOMMENDATIONS. ENGINEER. (SEE SCHEDULE) 08109119 BEARING STUD FOOTING(SEE SC O ALL TRUSS JOISTS ARE TO BE CONNECTED TO FLUSH BEAMS WITH SIMPSON TYPE ITS,IUS OR LBV HANGERS, WALL (SEE SCHEDULE) PROVIDE WEB STIFFENERS AS REQUIRED. NON-BEARING HOLDOWN MARK PRE-MANUFACTURED WOOD TRUSSES STUD WALL (SEE SCHEDULE) WOOD TRUSSES SHALL BE SIZED AND DETAILED TO FIT DIMENSIONS AND LOADS INDICATED ON THE PLANS.ALL BEARING STUD ( TTTT{ HANGER MARK O DESIGN SHALL BE IN ACCORDANCE WITH THE ALLOWABLE VALUES AND SECTION PROPERTIES ASSIGNED BYTHE SHEAR WALL (SEE SCHEDULE) BUILDING CODE.SUBMIT SHOP DRAWINGS FOR ENGINEER REVIEW PRIOR TO FABRICATION.CALCULATIONS AND NON-BEARING �j- �-( FLAG NOTE SHOP DRAWINGS SHALL BE SIGNED BY A PROFESSIONAL ENGINEER REGISTERED IN THE SAME STATE AS THE STUD SHEAR WALL )--�-�� (SEE PLAN NOTES) PROJECT.TRUSS DESIGN AND SHOP DRAWINGS SHALL BE IN CONFORMANCE WITH IBC 2303.4 CMU WALL STEEL MOMENT PROVIDE TEMPORARY BRACING UNTIL SHEATHING AND PERMANENT BRACING IS INSTALLED.MANUFACTURER FRAME CONN. Q SHALL PROVIDE ALL SPECIALTY ITEMS REQUIRED FOR A COMPLETE INSTALLATION OF JOISTS.INSTALL PER MANUFACTURER'S RECOMMENDATIONS. FOR TOP CHORD DESIGN LIVE LOADS,REFER TO THE DESIGN LOAD SECTION.IN ADDITION TO ROOF LOADING ABBREVIATIONS zO j LISTED IN THE DESIGN LOAD SECTION,ROOF TRUSSES SHALL BE DESIGNED FORA BOTTOM CHORD LIVE LOAD OF (A) ABOVE GLB GLUE-LAMINATED BEAM is N 10 PSF.TOP AND BOTTOM CHORD LIVE LOAD DO NOT NEED TO BE DESIGNED FOR SIMULTANEOUSLY. AB ANCHOR BOLT HORIZ HORIZONTAL U IN ADDITION TO THEIR SELF WEIGHT,ROOF TRUSSES SHALL BE DESIGNED FOR A TOP CHORD DEAD LOAD OF 13 ALT ALTERNATE KP KING POST w w PSF AND A BOTTOM CHORD DEAD LOAD OF 30 PSF ACTING SIMULTANEOUSLY.SEE ARCHITECTURAL AND MECHANICAL DRAWINGS FOR LOADS AND OPENINGS NOT SHOWN ON THE STRUCTURAL DRAWINGS. ARCH ARCHITECT KSI KIPS PER SQUARE INCH a DEFLECTIONS SHALL NOT EXCEED L/360 FOR LIVE LOADS,OR L/240 FOR TOTAL LOADS. (B) BELOW L ANGLE Ol TYPICAL FRAMING NOTES BD BAR DIAMETER MECH MECHANICAL w H C7 1.BEARING WALL FRAMING BLKG BLOCKING MF MOMENT FRAME Q O o� BM BEAM MTL METAL 00 REFER TO STUD SCHEDULE ON FRAMING PLANS FOR BEARING WALL FRAMING. BOT BOTTOM NS NEAR SIDE y ALLCOLUMNS NOT CALLED OUTOTHERWISE SHALL BETWO STUDS. BRNG BEARING OC ON CENTER Q 2.WALL BASE PLATE ON CONCRETE BTWN BETWEEN OPP OPPOSITE CIP COMPLETE JOINT PENETRATION PL PLATE DESIGN: RMK WALL PLATES BEARING ON CONCRETE SHALL BE PRESSURE-TREATED.FOR ALL EXTERIOR WALLS AND INTERIOR SHEAR WALLS,BOLT PLATES OR SILLS TO CONCRETE WITH 3/41NCH DIAMETER ANCHOR BOLTS WITH 71NCH CUR CLEAR PLCS PLACES DRAWN: JEG MINIMUM EMBEDMENT.REFER TO SHEAR WALL SCHEDULE,AND PLACE AT 5'-0"OC MAXIMUM UNO.SILL CMU CONCRETE MASONRY UNIT PSI POUNDS PER SQUARE INCH PLATES FOR INTERIOR NON-SHEAR WALLS SHALL BE BOLTED USING 1/21NCH ANCHOR BOLTS @ 6'-0"OC WITH 7 CHECK: JGG INCH EMBEDMENT.AT ALL SILL PLATE ANCHOR BOLTS,CONTRACTOR SHALL INSTALL 1/4"x 3"x 3"FLAT PLATE COL COLUMN PSF POUNDS PER SQUARE FOOT WASHERS.INTERIOR NON-SHEAR WALL SILL PLATES MAY BE ANCHORED PER THE BEARING WALL GUILDELINES CONC CONCRETE P/T POSTTENSIONED JOB NO: 18386.10 OR MAY USE 1/4"x 3"SIMPSON CSD SPLIT DRIVE ANCHORS @ 4'-0"OC WITH J."ROUND FENDER WASHERS.USE DATE: 08/09/1 9 MINIMUM OF TWO ANCHOR BOLTS PER SILL AND PLACE ONE WITHIN 12 INCHES OF EITHER END TYPICAL UNLESS CONN CONNECTION PT PRESSURETREATED NOTED OTHERWISE. CONT CONTINUOUS REINF REINFORCING 3.ROOF AND FLOOR FRAMING COORD COORDINATE RE(XD REQUIRED PROVIDE 11/2"FULL DEPTH BLOCKING FOR JOISTS AND RAFTERS AT ALL SUPPORTS AND AT 8'-0"OC MAXIMUM DEL DOUBLE SCHED SCHEDULE U NO.INTERMEDIATE 8'-0"OC BLOCKING NOT REQ'D IF GWB CEILING 15 INSTALLED DIRECTLY TO UNDERSIDE OF DET DETAIL SIM SIMILAR FRAMING.INSTALL DOUBLE JOISTS UNDER PARTITIONS EXTENDING ONE HALF OR MORE OF THE JOIST SPAN. DIA DIAMETER SOG SLAB ON GRADE PROVIDE TRUSS BLOCKING PANELS FOR ROOF TRUSSES AT SUPPORTS AND SHEAR WALLS,AND WHERE INDICATED ON PLANS AND DETAILS. DIM DIMENSION STD STANDARD 4.DIAPHRAGM NAILING DIR DIRECTION STIFF STIFFENER W ALL SHEAR WALLS,FLOOR AND ROOF DIAPHRAGM NAILINGS SHALL BE AS CALLED OUT ON SCHEDULES OR ON EA EACH STL STEEL Z THE PLANS.EXTERIOR WALLS NOT INDICATED AS SHEAR WALLS SHALL BE SHEATHED AND NAILED TO ELEV ELEVATION SYMM SYMMETRICAL W SUPPORTING FRAMING WITH 10d NAILS AT 6"OC AT ALL PANEL EDGES AND 12"OC AT ALL INTERMEDIATE ES EACH SIDE SW SHEARWALL SUPPORTS. EX EXISTING TOC TOP OF CONCRETE Q THE USE OF NAIL GUNS WILL BE APPROVED IF NAILING INTO THE DIAPHRAGMS CAN BE INSTALLED FLUSH WITH EXP EXPANSION TOS TOP OF STEEL FACE OF SHEATHING.NAIL PENETRATIONS GREATER THAN 1/16"ARE NOT ACCEPTABLE. FUR FLOOR TOW TOP OF WALL V) 5.ALLOWABLE STUD AND PLATE PENETRATIONS FDN FOUNDATION TYP TYPICAL w CUTTING AND/OR NOTCHING OF WOOD STUDS OR PLATES SHALL NOT EXCEED 25%OF THE STUD/PLATE WIDTH FTG FOOTING UNO UNLESS NOTED OTHERWISE P� IN EXTERIOR AND BEARING WALLS AND SHALL NOT EXCEED 40%OF THE STUD/PLATE WIDTH IN ANY �[ NON-BEARING PARTITIONS.BORED HOLE DIAMETER IS LIMITED TO 40%OF STUD/PLATE WIDTH IN ANY STUD FS FAR SIDE VERT VERTICAL ad N O AND MAY BE 60%IN NONBEARING PARTITIONS OR IF STUD IS DOUBLED.MAINTAIN 5/8"MINIMUM EDGE GC GENERAL CONTRACTOR WF WIDE FLANGE 00 Z DISTANCE FROM HOLE EDGE. Y W � N Q Q J bi w �' < a � z D z N o U w o F__ z Z Z N J W I� U Q N S1.2-E.2 FOUNDATION PLAN NOTES: 1.SPREAD FOOTINGS SHALL BEAR A MIN OF V-6"BELOW ADIACENTGRADE ATTHE PERIMETER. 2.WHERE SLAB ON GRADE IS INDICATED,SLAB SHALL BE 4"THICK W/#4 @ 18"OC EACH WAY,CENTERED.SLAB ENGINEE RING SHALL BE POURED OVER A 10 MIL VAPOR BARRIER OVER 6"OF 5/8"CRUSHED ROCK. 250 4TH AVE. S., SUITE 200 3.REFER TO SHEET 54.1 FOR TYPICAL FOUNDATION DETAILS. EDMOND GTON 0 020 PHONE E(425)425)778-8500 4. ® INDICATES FOOTING TYPE,REFER TO FOOTING SCHEDULE ON SHEET 53.1 FOR SIZE&REINFORCEMENT. FAX (425) 778-5536 5.REFER TO"CONCRETE GENERAL NOTES"ON SHEET S1.1 FOR CONTROL JOINT PLACEMENT AND DETAIL 2/S4.1 FOR CONTROL JOINT CONSTRUCTION. 6.REFER TO FLOOR FRAMING PLANS AND SHEAR WALL&HOLD-DOWN SCHEDULES FOR LOCATION OF SHEAR WALL ANCHOR BOLTS AND HOLD-DOWN ANCHORS.ANCHORAGE AT NON-SHEAR WALLS SHALL BE PER STRUCTURAL G VY C+ NOTES. G.�$pF W S 6 7.PLACE ALL REINFORCEMENT PER THE STRUCTURAL NOTES AND FOUNDATION DETAILS. •_ 54.1 FIC 8.CONTRACTOR SHALL VERIFY ALL DIMENSIONS,WALL LOCATIONS,SLAB SLOPES,AND CONCRETE ROUGH F� o 1-2 OPENINGS WITH ARCHITECTURAL,CIVIL,AND MEP DRAWINGS AND NOTIFY ALL PARTIES OF ANY DISCREPANCIES. LzS ,Ss� r , 9.CONTRACTOR SHALL PROVIDE FOOTING AND SLAB SUBSTRATE PREPARATION,WATERPROOFING,AND BACKFILL `rIONAL v` PER THE GEOTECHNICAL REPORT. 6 I I I 10.ALL BUILDING SYSTEMS THAT PENETRATE THE CONCRETE WORK INCLUDING BUT NOT LIMITED TO ARCH,MECH, 08109119 FIC 54.1 ELECT,PLUMBING,&FIRE PROTECTION DUCTS,CONDUITS,EMBEDS,&SLEEVES SHALL BE INSTALLED PRIOR TO I I CONCRETE PLACEMENT. I I SLAB ON GRADE FIC TYPICAL ROOF FRAMING PLAN NOTES: FIC 54.1 I I I 1. WALLS SHOWN ON ROOF FRAMING PLAN ARE WALLS BELOW ROOF FRAMING. I 7 I I I 4.1 2.BEAMS SHOWN ON ROOF FRAMING PLAN SHALL BE ABOVE DOUBLE TOP PLATE UNLESS USED AS A DOOR OR I I I II WINDOW HEADER. I I I 3.ROOF SHEATHING SHALL BE 1/2"PLY OR 7/16 OSB WITH 8d COMMON NAILS SPACED AT 6"OC AT ALL II DIAPHRAGM BOUNDARIES,PANEL EDGES,SHEAR WALLS,COLLECTOR TRUSSES,AND BLOCKING OR TRUSS -' BLOCKING PANELS INDICATED ON PLANS.NAILING AT INTERMEDIATE FRAMING SHALL BE 8d COMMON NAILS@ a 2-2 12"OC.REFER TO DETAIL 2/55.1 FOR SHEATHING LAYOUT AND NAILING. FIC 6 0 m S4 4.HEADERS AT EXTERIOR BEARING AND NON-BEARING WALLS SHALL BE 4x8 DF#2 UNO WHERE MAXIMUM SPAN= G-6" H S. DOOR HEADERS AT INTERIOR BEARING WALLS SHALL BE 4x6 DF#2 UNO MAXIMUM SPAN=4'-0". 2 6.REFER TO DETAIL 3/S5.1 FOR CONSTRUCTION OF MULTIPLE STUD COLUMNS. w w � a Al-'7. INDICATES COLUMN BELOW AND BEAM SHALL BE CONTINUED OVER COLUMN,TIP. n Ol ti 8.ALL DIAPHRAGMS UNBLOCKED UNO. H� Q O B-Z C Z 9. HATCHED AREAS INDICATE ROOF OVER-FRAMING APPLIED ABOVE PLYWOOD SHEATHING.REFER TO 00 ARCH DRAWINGS FOR FULL EXTENT OF CRICKETS. O 10.COLUMNS AND BEARING WALLS SHOWN ON PLAN SHALL BE CONTINUED DOWN TO THE FOUNDATION UNLESS Y FOUNDATION PLAN © CARRIED BY BEAM BELOW. 1 SCALE: 1/8" 11.ROOF TRUSSES SHALL BE PRE-ENGINEERED BY OTHERS AND SPACED AT 24"OC,TYP. 5'-0" 0 5"0" 10'-0' DESIGN: RMK 12.ATTACH ALL ROOF TRUSSES TO SUPPORTS WITH SIMPSON H2.5A HURRICANE TIES.TRUSSES SHALL HAVE A MIN OF(2)HURRICANETIES,ONEATEACH END DRAWN: JEG 13.ALIGN(2)STUDS MIN BELOW ENDS OF GIRDER TRUSSES LINO ON PLANS. CHECK: JGG 14.TRUSSES MARKED"DRAG TRUSS"SHALL BE DESIGNED FOR A SERVICE LEVEL SEISMIC LOAD OF 310 FUR JOB NO: 18386.10 DATE: OS/09/19 15.ROOF TRUSSES SHALL BE DESIGNED FOR CONCENTRATED LOADS WHERE MEP SYSTEMS SUCH AS AIR HANDLER OR CONDENSER UNITS ARE SHOWN ON MEP PLANS.VERIFY SIZE,WEIGHT,AND LOCATION OF UNITS W/MEP DRAWINGS. 16.ALL COLUMNS NOT OTHERWISE CALLED OUT SHALL BE Cl.SEE COLUMN SCHEDULE. 2 56. TYPICAL HEADER SUPPORTS(UNO) SW6 _ _ FRAMING INTERIOR INTERIOR 1-2 LEVEL EXTERIOR (RO>T-4") (RO53'-4"I Lv UPPER 3 ROOF I (1)FULL HT (1)FULL HT (1)FULL HT Z 56.1 1)CRIPPLE +(1)CRIPPLE +(1)CRIPPLE 1 3RD (1)FULL HT (1)FULL HT (1)FULL HT > Z 13 4"x 14" 6,1 +(1)CRIPPLE +(1)CRIPPLE +(1)CRIPPLE Q LVL @ 16"OC 11 (1)FULL HT (1)FULL HT (1)FULL HT 3 3 3 O 2ND +(2)CRIPPLE +(2)CRIPPLE +(1)CRIPPLE = J LOWER 14 E•2 NOTES: 1 1.THE COLUMNS LISTED IN THE TABLE ABOVE SHALL BE PLACED IMMEDIATELY 6• 6.1 C� ®. BELOW THE"FRAMING LEVEL"INDICATED. 110 �IJ1 2.HEADER SUPPORTS SHALL HAVE THE SAME GRADE OF LUMBER AS THE WALLIN Q V L.J WHICH THEY ARE LOCATED. N J Z m 3.REFER TO BM2 TYPICAL ROOF PLAN NOTES FOR TYPICAL BEARING WALL HEADERS I NOT SPECIFICALLY CALLED OUT ON THE PLANS. Y W N c co C sw4 a sw - - "� Q 2 III 1 TYPICAL FRAMING SCHEDULE CL W 0 P I FRAMING BEARING WALLS J W 56. I iJ J LEVEL EXTERIOR INTERIOR 2x6 INTERIOR 2xa PARTY WALLS Q Z < IL- I ROOF 2x6 OF STUD 2x6 DF STUD 2x4 OF STUD 2x4 DF STUD Z N 0 0 @ 16"OC @ 16"OC @ 16'OC EA FACE @ 16"OC W 0 (7 0 Z 2x6 OF STUD 2x6 DF STUD 2x4 OF STUD 2x4 DF STUD ~ Z 3RD @ 16"OC @ 16"OC @ 16"OC EA FACE @ 16"OC LLJ r1lN w 0 u 2x6 DF STUD 2x6 DF STUD 2x4 DF#1 2x4 DF STUD U Q - rD @ 16"OC @ 16"OC @ 16"OC EA FACE @ 16"OC ROOF FRAMING PLAN KEY PLAN © NOTES: 1 SCALE: 1/8"=V-0" NTS 1.THE WALLS LISTED IN THE TABLE ABOVE SHALL BE PLACED IMMEDIATELY 5'-0" 0 5'-0" 10'-0' BELOW THE"FRAMING LEVEL"INDICATED. 2.NON BEARING WALLS SHALL BE 2x4 OR 2x6 DF STUD GRADE AT 16"OC UNO. S2.1-E.2 C 4�M ENGINEERING SHEAR WALL SCHEDULE (DF) BEAM SCHEDULE 250 4TH AVE. S., SUITE 200 SILL PLATE MARK BEAM REMARKS HANGER AS REQ'D EDMONDS, WASHINGTON 98020 MIN.FRAMING AT SHEAR WALL RIM JOIST OR SILL PLATE ANCHOR SHEAR PHONE (425) 778-8500 TYPE APA RATED ADJOINING PANEL NAILING BLOCK CONN TO NAILING TO BOLT TO SLAB OR FOUNDATION CAPACITV FAX 425 778-5536 SHEATHING RIM/BLKG. SILL PLATE SIZE BM3 4x6 OF#2 - HU46 MAX ( ) EDGES(SEE NOTE 5) AT PANEL EDGES TOP PLATE BELOW FOUNDATION (PLF) BM2 4x8 OF#2 - HU48 MAX SW6 15/32" 2x STUD 0.148"0 x 2 1/4" LTP4 OR A35 0.131"0 x 3 1/4" 3/4"0 AB ONE SIDE AND BLKG @ 6"OC @ 24"OC @ 5"OC @ 5'-0"OC 2x 310 BM3 4x10 OF#2 - HU410 MAX 15/32" (2)2x STUD AND 0.148"0 x 2 1/4" LTP4 OR A35 0.131"0 x 3 1/4" 3/4"0 AB BM4 3 1/2"x 9 1/4"PSL SEE NOTE 5 HU410 MAX SW4 ONE SIDE 2x FLAT BLKG @ 4"OC @ 16"OC @ 3"OC @ 4'-3"OC 2x 460 BM5 5 1/4"x 9 1/4"PSL SEE NOTE 5 HHUS5.50/10 G VY Cp. 15/32" (2)2x STUD AND 0.148"0 x 2 1/4" LTP4 OR A35 0.131"0 x 3 1/4" 3/4"0 AB V. of WAS S� SW3 2x 600 BM6 7'x91/4"PSL SEE NOTES HGU57.25/10 F /�"�4- $1/n- ONESIDE 2x FLAT BLKG @ 3"OC @ 12'OC @ 2.5"OC @ 3'-4"OC v c 15/32" 3x STUD AND 0.148"0 x 2 1/4" LTP4 OR A35 0.131"0 x 3 1/4" 3/4"0 AB BM7 4x12 OF#2 - HU412 MAX SW2 ONE SIDE 2x FLAT BLKG @ 2"OC @ 10"OC @ 2"OC @ 2'-6"OC 2x 770 BM8 31/2"x 111/4"PSL SEE NOTE 5 HHUS410 L151 25W4 15/32"BOTH (2)2x STUD 0.148"0 x 2 1/4" LTP4 OR A35 0.131"0 x 3 1/4" 3/4"0 AB BM9 5 1/4"x 111/4"PSL SEE NOTE 5 HUCQ612-SDS �S SIDES AND BLKG @ 4"OC @ 8"OC @ 1.S"OC @ 2'-0"OC 2x 920 SjONAL 15/32"BOTH 3x STUD 0.148"0 x 2 1/4" LTP4 OR A35 0.162"0 x 3 1/2" 3/4"0 AB BM10 7"x 111/4"PSL SEE NOTE 5 HGUS7.25/12 25W3 SIDES AND BLKG @ 3"OC @ 6"OC @ 2"OC @ 1'-6"OC 2x 1200 BM11 3 1/2"x 14"PSL - HGU5414 OBI 09119 2SW 2 15/32"BOTH 3x STUD 0.148"0 x 2 1/4" LTP4 OR A35 0.162"0 x 3 1/4" 3/4"0 AB BM12 5 1/4"x 14"PSL - HGUS5.50/14 SIDES AND BLKG @ 2.OC @ 5"OC @ 1.5,OC @ 1'-3"OC 2x 1540 BM13 6x10 OF#2 - HUCQ610-SD5 NOTES: 1.REFER TO THE TYPICAL SHEAR WALL DETAIL. BM14 31/2"x 18"PSL - HGUS418 2.THE VALUES IN THIS TABLE ARE APPROPRIATE FOR DF GRADE STUDS AND OF GRADE PLATES&RIM/BLOCKING. NOTES: 3.NAILS AT ADJOINING PANEL EDGES SHALL BE STAGGERED EACH SIDE OF THE COMMON JOINT. 1.REFER TO THE LATEST SIMPSON STRONG-TIE CATALOG FOR HANGER INSTALLATION INFORMATION. 4.WHERE PANELS ARE APPLIED ON BOTH FACES OF A WALL,PANELJOINTS SHALL BE OFFSET TO FALL ON DIFFERENT FRAMING MEMBERS,OR FRAMING SHALL 2.REFER TO FRAMING PLANS AND NOTES FOR SUPPORTS AT BEAM ENDS. BE 3x AT ADJOINING PANEL EDGES AND NAILS SHALL BE STAGGERED. 3.ALL BEAMS EXPOSED TO WEATHER OR IN CONTACT WITH CONCRETE OR MASONRY SHALL BE 5.WHERE TABLE SPECIFIES(2)2x FRAMING,CONNECT(2)2x STUDS AND BLOCKING AS FOLLOWS:SW4=(2)0.131"0 @ 4"O.C.,SW3=(2)0.131"0 @ 3"OC. PRESSURE TREATED. 6.NOTE THAT 3x FRAMING MAY BE USED IN LIEU OF(2)2x FRAMING SPECIFIED IN TABLE. 4.REFER TO PLAN NOTES FOR BEAMS&HEADERS AT BEARING LOCATIONS THAT ARE NOT CALLED 7.INTERMEDIATE FRAMING TO BE WITH 2x NOMINAL MEMBERS(MIN)U.N.O.FIELD NAILING 12"O.C.MAXIMUM. OUT a 8.AT ALL 3/4"0 SILL PLATE ANCHOR BOLTS,INSTALL 1/4"x 3"x 3"PLATE WASHERS.EDGE OF PLATE WASHER SHALL BE WITHIN 1/2"OF SHEATHED EDGE.FOR 5.IF BEAM DEPTH SHOWN IS NOT AVAILABLE IN STOCK,THE SUPPLIER SHALL RIP BEAMS TO EXACT DOUBLE SIDED SHEAR WALLS,USE WIDER PLATE WASHERS AS REQUIRED TO MEETTHIS REQUIREMENT. DEPTH PRIOR TO SHIPMENT. 9.PROVIDE A MINIMUM OF 7"EMBEDMENT FOR A.B.INTO FOUNDATION OR STEM WALL. Z 10.PROVIDE A MINIMUM OF(1)ANCHOR BOLT WITHIN 12"OF EACH WALL END. a N o H cl � rn w w o a am ti w0, H m ao COLUMN SCHEDULE o HOLDOWN SCHEDULE (DF) MARK COLUMN SIZE COLUMN SIZE REMARKS 2x4 WALL 2x6 WALL a MARK TYPE MIN CHORD STUD NAILS OR BOLTS ANCHOR BOLT CAPACITY(LB) Cl (2)2x4 (2)2x6 SEE NOTE 2 7 SIZE (SEE NOTE 4) C2 (3)2x4 (3)2x6 SEE NOTE 2 Ol MST37 (2)2x (11)16d EA END - 2,710 C3 (4)2x4 (4)2x6 SEE NOTE 2 DESIGN: RMK O2 MST60 (2)2x (23)16d EA END - 6,235 C4 46 DF#2 4x6 DF#2 - DRAWN: J EG O3 MST72 (2)2x (31)SDS 1/4"x 21/2"SCREWS - 6,730 C5 4x8 DF#2 6x6 DF#2 CHECK: JGG ® HDUS (2)2x (14)SDS 1/4"x 2 1/2"SCREWS 5/8"0 4,065 C6 4110 DF#2 6x8 DF#2 - JOB NO: 18386.10 < HDUS 4x OF (20)SDS 1/4"x 21/2"SCREWS 7/8"0 6,970 C7 6x10 DF#2 6x10 DF#2 - © HOUll 4x OF (30)SDS 1/4"x 21/2"SCREWS 1"0 9,535 C8 (3)11/2"x 5 1/2"ESE - DATE: 08/O9/19 C9 5 1/8"x 6"GLB - O7 HDIJ14 6x OF (36)SDS 1/4"x 21/2"SCREWS 1"0 14,445 C10 5 1/8"x 7 1/2"GLB - HDU19 1 6x OF 1 (5)1"0 THRU BOLTS 11/4"0 19,070 Cll H555x5x5/16 I H555x5x5/16 NOTES: NOTES: 1.REFER TO THE LATEST SIMPSON STRONG-TIE CATALOG FOR ADDITIONAL INSTALLATION REQUIREMENTS. 1.REFER TO THE LATEST SIMPSON STRONG-TIE CATALOG FOR PRE-FABRICATED 2.REFER TO DETAIL 8/55.1 FOR INSTALLATION OF MST TYPE FLOOR TO FLOOR STRAPS.REFER TO DETAIL CONNECTION INSTALLATION REQUIREMENTS. 8/55.2 FOR CONNECTION OF STRAP TO BEAM BELOW. 2.MULTIPLE STUD COLUMNS SHALL USE GRADE OF STUD INDICATED ON WALL 3.REFER TO DETAIL 7/55.2 FOR INSTALLATION OF ROD TYPE FLOOR TO FLOOR HOEDOWNS.REFER TO FRAMING SCHEDULE.REFER TO TYPICAL DETAILS FOR FABRICATION OF MULTIPLE DETAIL 9/55.2 FOR CONNECTION OF ROD HOEDOWN TO WOOD BEAM BELOW. STUD COLUMNS. 4.WHERE APPLICABLE,REFER TO 57.1 FOR HOEDOWNS AT STEEL BEAMS. 3.CONTRACTOR TO PROVIDE BLOCKING EQUAL TO COLUMN DIMENSIONS AT JOIST W 5.INSTALL HDU TYPE HOLDOWNS AT FOUNDATION OR SLAB PER DETAIL 8/54.1. SPACE BELOW ALL COLUMNS. Z 6.AT ALL HOEDOWN CHORDS,PROVIDE PANEL EDGE NAILING PER SHEAR WALL SCHEDULE. W a � M � N JOIST SCHEDULE N FOOTING SCHEDULE MARK JOIST SPACING REMARKS N 00 0) MARK FOOTING SIZE REINFORCING COMMENTS FJl 2x10 OF#2 16"OC SEE NOTE Q Q FS` V-6"x V-0"DEEP x CONTINUOUS (3)#5 CONTINUOUS SEE NOTE 2 F12 2x10 OF#2 12"OC SEE NOTE 2 CL W �:: v/ FJ3 2x12 OF#1 16"OC SEE NOTE 2 Lv Ld F2 1 2'-0"x 2'-0"x l'-O"DEEP (3)#5 EACH WAY BOTTOM - J J F14 2x12 OF#1 12"OC SEE NOTE 2 Q I.- Z F3 3'-0"x T-O"x 1'-0"DEEP (4)#5 EACH WAY BOTTOM - DJ3 2x6 HF#2 16"OC SEE NOTE 2 Z N 0 0 F4; 4'-0".4'-0"x 1'-0"DEEP (5)#5 EACH WAY BOTTOM _ D12 2x8 HF#2 16"OC SEE NOTE 2 LLL, (-'� w D13 2xl2 HF#2 16"OC SEE NOTE 2 F__ Z Z = F5 5'-0"x 5-0"x 1'-2"DEEP (6)#5 EACH WAY BOTTOM - RJl 2x12 HF#2 24"OC SEE NOTE 2 w F6 6'-0"x 6'-0"x V-4"DEEP (7)#5 EACH WAY BOTTOM R12 13/4"x 111/4"EVIL 24"OC SEE NOTE 2 (, Q N H REFER TO RETAINING REFERTO RETAINING NOTES: RW WALL SCHEDULE WALLSCHEDULE WHERE APPLICABLE 1.FOR JOIST HANGERS REFER TO THE LATEST SIMPSON STRONG-TIE CATALOG FOR ALL INSTALLATION REQUIREMENTS.USE MAX NAILING ONO. NOTES: 2.TIMBER JOISTS FRAMING INTO WOOD BEAMS OR RIMS SHALL USE LUS OR HU SERIES 1.ALL FOOTINGS SHALL BEAR ON FIRM,UNDISTURBED NATIVE SOIL OR COMPACTED STRUCTURAL FILL FACE MOUNT HANGERS.TIMBER JOISTS FRAMING INTO STEEL BEAMS SHALL USE PER GEOTECHNICAL ENGINEERING REPORT. LBV SERIES TOP FLANGE HANGERS. 2.REINFORCEMENT SHALL BE CONTINUED FROM CONTINUOUS FOOTINGS THRU SPREAD FOOTINGS WHERE APPLICABLE. ^^.1-E.^ CORNER BARS x�Q IN ALL AREAS WITH EXPOSED C CON/FLOORS,EDGE SLAB ENGINEERING ''A" MAY BE SUBSTITUTED FOR ALL 4PASS ON GRADE 90°HOOKED BARS WITH LJOI MAX WITH IUSSEA AND FILLJOINT WITH SEALANT T CENTER d ° AT TOP AND 250 4TH AVE. S., SUITE 200 • �� °°4 PROVIDES/8"0x2'-0" HALL NOT EDMONDS, WASHINGTON 98020 SMOOTH SLIP DOWEL BARS OINT PHONE (425) 778-8500 AT 12"OC,TYP UNO FAX (425) 778-5536 STD 90'HOOKTYP UNO T/2 UNO,VERT CORNER BARS SHALL BE TRENCH EXCAVATION 1.5 H LAP SPLICE SAME SIZE TABULATED FOR MIN PARALLELTO FTG MIN TYP WALL REINF FOR THICKER WALL d p "A"=SPLICE LENGTH GREASETHIS j - d _ 4 d GAF WAsg"9S HALF OF BAR /� SLEEVES TO CLEAR p•$ •4 % 1�-6�� PIPE 1"ALLSIDES - - NO PIPES ALLOWED IN v TYPICAL CONSTRUCTION JOINT //j MIN _ - ° THIS REGION.LOWER FTGS AS REQ'D F o ° SEE NOTES,DETAILS,OR PLANS FOR (1)#5 VERT REQ'D REINF.ALL BARSTO BE CONT d E a \ u d OR SPLICED PER STRUCTURAL NOTES SAWCUT JOINT FL ORS FIAS WITH CONC SLAB ON GRADE TOF `SjONAL EXPOSED CONC.FLOORS,FILL JOINT PIPE 4 - z WITH SEALANT.IN LIEU OF SAWCUT STD 180°HOOK JOINTS CONTRACTOR MAY USE ZIP ° v /�/9 4 HORIZ CORNER BARS OF SIZE STRIP PLACED WITH SLAB SLAB REINF AT BOF - "-__ BENT BARS TO MATCH AND SPACING RI MATCH °d CENTER OF SLAB OR &LAP FOOTING (2)#5 VERT d REINF OF THINNER WALL v AT TOP AND BOT Z m ° d ® = /\ BOTTOM REINF LOWER BOF ° d AS REQ'D z ° \ UNDISTURBED EARTH OR _ COMPACTED FILL PER d i • ° - ° 4 a X—X�-X X—x—X ° " STRUCTURAL NOTES 4 PIPE TRENCH EXCAVATION PARALLEL 9"MIN III-III- 3"CLR TO FOOTING IS NOT ALLOWED TYP TYP PLACE VERT REINF OUTSIDE EXCEPT BELOW THIS LINE.STEP FTG AS T AS OTHERWISE NOTED OR SHOWN A TYPICAL CONTRACTION JOINT REQUIRED FOR THIS CONDITION T=FTG THICKNESS PER PLAN, SCHED,AND DETAILS �F TYPICAL CONCRETE WALL REINFORCING DETAIL � TYPICAL SLAB ON GRADE DETAILS � TYPICAL PIPE PENETRATION AT WALLS AND FOOTINGS � TYPICAL STEPPED WALL FOOTING F � SCALE. NTS L SCALE: 1"=1'0" J SCALE: 1/2"=1'-0" Y SCALE: 1/2"= z0 m la N NOTE: SILL PLANDABDIA ~ RAISE STEM WALL AS REQ'D AT PERIMETER AREAS AND SPACING PER O WHERE NEEDED DUE TO CIVIL GRADES. SHEAR WALL SCHED wCl w (2)#5 CONT TOP STUD WALL PER PROVIDE BLOCK OUT p, FRAMING PLAN NOTES AT DOOR OPENINGS SHEATHING PER SHEAR w\ WALL SCHED SHEATHING AND NAILING STUD WALL PER NOTE: F pl SLAB ON GRADE AND FRAMING PLAN NOTES WHERE CONCRETE WALL WITH HT>3'-0" Q O PER PLAN AND SHEAR SUBGRADE PER 00 WALL SCHEDULE AT PLAN CHORD 512E PER EXISTS,ROD MAY EXTEND 24"MIN INTO SHEAR WALL PER mo 4"0 PERFORATED PVC PIPE PER HOEDOWN SCHED WALL W/NUT&WASHER AS SHOWN PLAN AND SCHED LOCAL CODES WITH 6"OF 1" z #5 @ 15"OC EA WAY 1' MINUS GRAVEL ALL AROUND, PAVING OR FINISHED CENTERED IN WALL COUNTERSINK 1 WRAPPED IN NON-WOVEN y HOEDOWN PER PLAN ADDITIONAL END GE FABRIC.SLOPE TO GRADE PER ARCH AB PER SHEAR WALL SCHED AND SCHED,WHERE STUD AS REQ'D DRAWINGS OR STRUCTURAL NOTES APPLICABLE DRAIN 1/8"PER 1'-0"MIN.TURN • • X—X AB PER SHEAR WALL DESIGN: RMK DOWN PERFORATIONS AS SHOWN '° ` 1 rr, PT SILL PL SCHED OR THREADED ROD AS REQ'D HOEDOWN PER PLAN °d e o °e Oo bb STRUCTURAL NOTES THREADED ROD AS REQ'D FOR HOLDOWN W/NUT AND SCHED DRAWN:cp JEG �o on ° SLAB ON GRADE AND FOR HOEDOWN W/NUT AND WASHER AT BASE. Ro 4O 00 0°°O o�° SUBGRADE PER PLAN AND WASHER AT BASE EXTEND ROD INNTO NGOCHECK: JGG z 00 0 111 34. JOB NO: 18386.10 0 O 0 0 °ao oX 4X—X 4�X Z+�pc— —X—X—X dC X -4•X�- iX X—.ac TOP OF FTGDATE: 08�09�19 d Q 00 � - on °`a � o0 00 � I d °O dO 0oo ° - - d II O o0 0 0 1�4 .III-iTi L�4 ° LL FTGS 1 AT SHEAR WALL FTGS I' LINE OF MAX EXCAVATION. / -1I-1I-III: FOOTING / _ `� - -III - PROVIDE TOP REINF PROVIDE TOP REINF IF SOIL IS OVER EXCAVATED, /�1 DRAIN / 8 m ^'u 1 TO MATCH BOT REINF TO MATCH BOT REINF - 4 d 4 I REPLACE WITH LEAN MIX /� ) 1 ° 11 44 CONCRETE.J , / ALT HOOK AS SIZE AND REINF REINF PER PLAN I d 4 ° SIZE&REINF MAXIMUM //A SIZE&REINF AND SCHED - SHOWN J SLOPE PER PLAN&SCHED PER PLAN AND SCHED °- a FIRM BEARING SOIL OR PER PLAN&SCHED COMPACTED STRUCTURAL FILL W I.SINGLE WALL II.PARTY WALL m� Z TYPICAL FOOTING DRAIN TYPICAL STEM WALL DETAIL CONTINUOUS FOOTING DETAIL HOLDOWN DETAIL L� (� 'J 8 SCALE: 1"=1'-0" a 5 SCALE: 1"=1'-0" v SCALE:PIA, 1' HOEDOWN&CHORD PER PLAN AND SCHED = v (WHERE APPLICABLE) GAP PER SHEATHING AND ARCH ~ J SILL PL,AB DIA AND NAILI NG PER PLAN AND Q SPACING PER SHEAR SJHEED STUD WALL PER WALL SCHED FRAMING PLAN NOTES COL PER PLAN �[ M AND SCHED .6 N W SLAB ON GRADE AND EER (2)#4 TOP SUBGRADE PER CH 8"x 8"CONCRETE SIMPSON ABU POST BASE. 00 Q PROVIDE BLOCKOUT CONTRACTOR HASTHE Y W 0) FOUNDATION PLAN AT DOOR OPENINGS PLINTH EQ SPACED OPTION TO USE SIMPSON Ln SLAB ON TIES EQ SPACED ADE AND TITEN HD ANCHORS. •I • —q�C - —�#( EA S BGRADER PER PLAN PAVING OR FINISHED CL ~ Q 11 ACE _(4)#4 HOOKED L�J GRADE PER ARCH _ 4 IL ___R _____I _ z • - • 4-X X—X Bo DOWELS DRAWINGS _j -- Q Z O4 d a oO° 099 dJ O opg ° 6" Q o BOO - - - ` a_.• °oo°0 N 0 O ° z1-� � � ZO 0O O D °� p LLI Z 0000 o 0 O 0 O - REINF PER PLAN Z Z 0 /'�0 FOOTING&REINFORCEMENT _ p O o o O ° 00� PER PLAN.PROVIDE DOWELS O O °O°o a o AND SCHEDULE Z N J w O o 0 EPDXIED INTO STEM WALL o 0 °OO W ^ 0 o O O o0 - - TO MATCH LONGITUDINAL O O OO o0 • °• d U Q L.L H O O oOO11 o 0 •, d j a_ • BARS W/5"EMBED a• ° - - / NE: FOOTING FOROT INFORMATION NOT DRAIN / Id / SPECIFICALLY CALLED OUT // REFER TO DETAIL 6. SIZE&REINF PER PLAN AND SCHEDULE SIZE AND REINF PER PLAN AND SCHED PER PLAN&SCHED /� 1 EXTERIOR FTG AT INTERIOR FTG INTERSECTION STEM WALL DETAIL AT BRICK VENEER i ISOLATED COLUMN FOOTING S'' . 1—E.2 9 SCALE: 1"=1'-0" O SCALE: 1"=1'-0" SCALE: 1"=1'-0" NOTE: 2x OR 3x BLOCKING ONLY STAGGER SHEATHING AS SHOWN. IF BLOCKED DIAPHRAGM o FOR 2x4 STUDS,PROVIDE SINGLE ENGINEERING (IBC TABLE 2306.3.1,CASE 1 OR 3) 15 SPECIFIED w ROW OF NAILS STAGGERED EASIDE FRAMING MEMBERS W/ '-a\z WITH 11/2"EDGE DISTANCE.FOR 250 4TH AVE. S., SUITE 200 INTERMEDIATE SPACING PER PLAN ..F 2x6 STUDS,PROVIDE(2)ROWS OF EDMONDS, WASHINGTON 98020 FRAMING MEMBERS ^'o NAILS SPACED AT 21/2"W/11/2" PHONE (425) 778-8500 STAGGER NAILS ON EA SIDE PANELHIINIG EDGE DISTANCE FAX (425) 778-5536 OF PANELJOINT AS REQUIRED PER SHEAR WALL SCHED PANEL EDGE NAILING ADJACENT NAILS IN A 9"OC MAX SPACING BETWEEN PER SHEAR WALL - - - ROW ARE TO BE ADJACENT NAILS IN A ROW _ SCHEDULE,TYP CONTINUOUS ------ PANEL EDGES DRIVEN FROM _____ —n-------n— — ------n-------n-------n-------n-----rn II OPPOSITE SIDES,TYP I•I I•I I'I I'I I'I I•I I I•I PANEL EDGE NAILING INTO O�VY C,p" II II II II II II III HOEDOWN CHORDS,TYP II pF'AS °`9s I I I I I I I I I I I I III INTERMEDIATE — — — — — �a io'Y HEADER PER PLAN I I I I I I I I I I I I III NAILING @ 12"OC I•I I•I I•I I•I I•I I•I I I. I •I I I I I I I I I I I I I I I I 0.131"0 x 3"NAILS,TYP O ynzs I I I I I I I I I I I I L gF' ti PLAN CRIPPLE DO NOT CUT PER I•I I I I I I I FRAMING ATADJOINING I I SHEATHING PER PLAN AND I I II it II S`Sj0NAL IIII I II •• I PANEL EDGES PER SHEAR II I SHEAR WALL SCHEDULE I I AWAY MATERIAL I I I I I I III I•I I•I I, I•I WALLSCHED I I PANELEDGES _ _ - OBI 09119 FROM CRIPPLE STUD$ i I• I I I I I I I I I I (5)STUDS MAX TO I I I I I I I I I I I I I III HOEDOWN CHORD PER BE USED FOR I•I I I I I I� I 11 I I I I�� SCHEDULE.REFER TO 1 II I•I II II II I I III II , I I I I I lip I BUILT-UP COLUMNS DFULL-HEIGHT II I TYPICAL BUILT-UP HOL OWN CHORD , , COLUMN DETAIL I•I I I I I I� I I H---_-_H H_____ '-7r------ '--'--' TYPICAL FLOOR ROOF SHEATHING DETAIL Q TYPICAL BUILT-UP STUD COLUMN DETAIL I I I I I •� I I I I,I I,I 2 SCALE: NTS I I•I I•I I, I I•I ADDITIONAL END STUD I•I I I I I I I I I I I I I IF REQUIRED TO IIII I j I I I,•I I I I I I I I I PROVIDE I•I I I I I I I I I I I COUNTERSINK FOR IIII I I I I •I I I I I I I I I HOEDOWN BOLTS J I I, I,I I,I Q I I I•I I•I I, I I•I TYP DOUBLE I•I I I I I J I I I I I I I I HOEDOWN ANCHORAGE TOP PLATE II II I, II II II II PER PLAN AND SCHEDULE 0 AB W/SIMPSON BP I I I I I I I I I I I I 2 1/4"END (2)ELSEWHERE 0 x 3"NAILS @ 9"OC O m I I •I I I I I I I I I DISTANCE,TYP ELSEWHERE W/11/2"EDGE DISTANCE 1= PL WASHER,TYP I•I I,I I,I I I I,I I,I 1/2"TO d � I I I I I•I I I I (2)ROWS OF(8)0.131"0 x 3" - � I I I I I I SIMPSON CNW COUPLER SHEATHED EDGE PLATE 3"OC SIMPSON A35 - I I NAILS @ 3"OC EA SIDE OF SPLICE U NUT W/SIZE TO MATCH WASHER SPACING (ONLY REQUIRED m m I I I I I I I PER SHEAR AT EXTERIOR a I I I I HOEDOWN ANCHORAGE PT SILL PL PER I•I I,•I A ,I I I 41 41 WALL SCHED HEADERS GREATER SHEAR WALLSCHED I I I I•I I I I I THAN 6'SPAN) ____i __ _ J1__ II II II PANEL EDGE NAILING /� JI< -1L---_--i�--_---i PERSHEARWALL SCHED) II TOP CHORD w\ -° SPLICE AT LOCATIONS SPECIFIED IT ISNOT POSSIBLE BOTTOM 6 0.131"0 x 3" ~� II II II I I I I I li TO INSTALL THE SPECIFIED 0.131"O SPLICE CHORD O Q O II ^� II II IIV�—CONTINIJEHOUDIDWNCHOR. I-I NAILS,THE CONTRACTOR SHALL INSTALL SPLICE NAILS o W yy I I I I I I TO FOUNDATION SIMPSON C520 STRAPS EA SIDE OF WALL O AT SPLICE.INSTALL EA STRAP W/(12)10d Y - AT EA END.WHERE BOTH PLATES ARE BEAM OR HEADER PER SECTION A-A TYPICAL STUDS 1 CONCRETE FOOTING = — = AND A — = CUT,INSTALL CS20 STRAPS AT EA PLATE PLAN AND NOTES OR P/T SLAB PER PLAN AND SHEAR I SCALE:1 1/2"=1'-0" WALL SCHEDULE,TYP RIM BOARD AND EA SIDE OF THE WALL. \�� DESIGN: RMK OR BLOCKING /l L 6'-0"MIN BETWEEN SPLICES NAILING PER TYP ii CONCRETE STEM WALL BUILT-UP STUD NOTES: � DRAWN: JEG 1. REFER TO STRUCTURAL NOTES FOR ADDITIONALINFORMATION. SPLICES TO OCCUR AT COLUMN DETAIL 2.FOR SHEAR WALLS WHERE NO HOEDOWNS ARE SPECIFIED THE CONCRETE FOOTING CENTER OF VERTICAL STUDS CHECK: JGG FIRST AB SHALL BE LOCATED NOT MORE THAN V-0"AND NOT CRIPPLE STUDS PER PLAN JOB NO: 18386.1 O LESS THAN(7)BOLT DIAMETERS FROM END OF WALL. AT HOEDOWNS:PROVIDE FULL HT AND COLUMN SCHEDULE OR TOP CHORD SPLICE BOTTOM CHORD SPLICE HOEDOWN CHORDS PER HD SCHED. STRUCTURAL NOTES DATE: 08/09/19 OTHERWISE:(1)2x FULL HT TYPICAL SHEAR WALL DETAIL d TYPICAL TOP PLATE SPLICE DETAIL TYPICAL HEADER DETAIL 7 SCALE: 3/4"=V-0" T SCALE: 1"=1'-0" SCALE: 1"=1'-0" EDGE NAILING PER PLAN BEAM PER PLAN AND SCHEDULE W AND SHEAR WALL EDGE NAILING PER PLAN AND JOIST DIREC ION CHORD SIZE PER Z SCHEDULE OR EDGE NAILING PER PLAN 2x6 STUD @ 2x4 CROSS WALL SHEAR WALL SCHEDULE OR PER PLAN SIDE OF EA EACH HOEDOWN SCHEDULE STRUCTURAL NOTES,TYP AND SHEAR WALL 2x8 STUD @ 2x6 CROSS WALL STRUCTURAL NOTES,TYP SIDE OF BEAM SCHEDULE OR 0.131"0 x 3" STRUCTURAL NOTES,TYP (2)ROWS OF 0.131"0 x 3" NOTE: SIMPSON STRAP WITH Lil (� NAILS @ 9"OC NAILS @ 9"OC 5UPPORTSA1 N FASTENERS PER Q J SOLID POSTS SIM o a HOEDOWN SCHEDULE STUD p STUD INSTALL MAX NAILING = Q WALL WALL INTO RIM OR BLOCKING F- WHERE POSSIBLE w BEAM PER PLAN Q (2)ROWS OF 0.131"0 x 3" EDGE NAILING PER PLAN AND EDGE NAILING PER PLAN AND AND SCHEDULE NAILS @ 9"OC SHEAR WALL SCHEDULE OR SHEAR WALL SCHEDULE OR ad IN STRUCTURAL NOTES,TYP STRUCTURAL NOTES,TYP SIMPSON LTP4 OR A35 'r� FRAMINGANCHOR N v (2)ROWS OF 0.131"0 x 3" EACH SIDE OF BEAM Y W 0 Z STUD WALL PER FRAMING 0.131"0 x 3" NAILS @ 9"OC(EACH SIDE F z N _ PLAN NOTES,TYP NAILS @ 9"OC OF PARTY WALL) SOLID OR MULTIPLE k m 4 Q Q C STUD COLUMN PER PLAN L STUD WALL PER FRAMING STUD WALL PER FRAMING m c g \ JOIST DIRECTION 0- PLAN NOTES,TYP PLAN NOTES,TYP a LL p H PER PLAN W Q SHEATHING(OR GWB)AND BEAM WIDTH, p o FILL JOIST SPACE WITH FULL J NAILING PER PLAN AND SHEAR SHEATHING(OR GWB)AND SHEATHING(OR GWB)AND MIN LINO SOLID OR MULTIPLE z o i z DEPTH BLOCKING TO Q Z L.L WALL SCHEDULE OR NAILING PER PLAN AND SHEAR NAILING PER PLAN AND SHEAR STUD COLUMN PER PLAN Oz s N o MATCH DIMENSIONS OF Z (n O STRUCTURAL NOTES,TYP WALL SCHEDULE OR WALL SCHEDULE OR o a�'^ STUD COLUMN ABOVE STRUCTURAL NOTES,TYP STRUCTURAL NOTES,TYP wff Q (') Q PARALLEL TO STUD WALL PERPENDICULAR TO STUD WALL F- Z Z O A.CORNER INTERSECTION B.'T INTERSECTION C.PARTY WALL INTERSECTION Z c,4 J O TYPICAL WALL INTERSECTION DETAIL TYPICAL FLUSH BEAM SUPPORT DETAILS TYPICAL STRAP HOLDOWN DETAIL ^ a LL SCALE: 1"=V-0" 8 SCALE: 1"=1'-0" S5.1-E.2 G � STUD WALL PER ENGINEERING ROOF SHEATHING AND SHEATHING AND NAILING PER DIAPHRAGM BOUNDARY ROOF SHEATHING AND PLAN&NOTES DIAPHRAGM BOUNDARY NAILING PER ROOF ROOF FRAMING PLAN NOTES NAILING PER ROOF NAILING PER ROOF 250 4TH AVE. S., SUITE 200 FRAMING PLAN NOTES FRAMING PLAN NOTES FRAMING PLAN NOTES 250 4TS, VE. S.GSUI 98020 NAILING PER ROOF 2x FLAT OUTLOOKER ROOF SHEATHING AND FRAMING PLAN NOTES NAILING PER ROOF PHONE (425) 778-8500 FRAMING PLAN NOTES SIMPSON B SERIES 2x BLOCKING FAX (425) 778-5536 FULL DEPTH BLKG RIPPED 2x4 BLKG W/SILL PL NAILING SLOPED HANGER OVER EXTENTS TO MATCH SLOPE OF ROOF PER SHEAR WALL SCHED OF LEDGER SILL PLATE NAILING PER SW SCHED G VY Cg� ROOF RAFTERS FULL DEPTH BLKG SIMPSON H2.5A TIE p' of wAsgr'Y,y� PER PLAN RIPPED TO MATCH 2x HF LEDGER SHEATHING AND W/(2)16d NAILS PROVIDE BOUNDARY 2x4 BLKG W/SILL PL NAILING PER PLAN AND SLOPE OF ROOF NAILING AT TOP PLATE PER NAILING PER SHEAR SHEAR WALL SCHED PROVIDE BOUNDARY / @ 12'OC SHEAR WALL SCHEDULE WALL SCHED NAILING AT TOP PLATE PER J/ .,t,, 23M SIMPSON H2.SA TIE SHEAR WALL SCHEDULE 3' 2' ROOF RAFTERS `rIO1VAL SHEATHING AND NAILING PER PLAN PER PLAN AND SHEAR STUD WALL FRAMING ROOF RAFTERS PER PLAN 08/09/19 WALL SCHEDULE PER PLAN NOTES SHEATHING AND NAILING FULL HEIGHT STUDS PER PLAN AND SHEAR STUD WALL FRAMING AT GABLE END WALL SCHEDULE PER PLAN NOTES TYPICAL RAFTER SUPPORT DETAIL SECTION TYPICAL RAFTER SUPPORT DETAIL d RAFTER LEDGER DETAIL Q 1- z 2 O j a � U O w W ❑ a rn eH w cn �m ao 0 Y a DESIGN: RMK DRAWN: JEG CHECK: JGG JOB NO: 18386.10 DATE: 08/09/19 W z LLI < J 2 Q 04 H � � W � M � N LIJ 00 0 � (nO1 Z EL LLI JLLJ3 < a F z LL. z cn o wow LL. F- z z O w n 04 c O U Q SHEET: S6.1-E.2 STRUCTURAL NOTES C (THESE NOTES ARE TYPICAL UNLESS NOTED OR DETAILED OTHERWISE ON DRAWINGS) ENGINEERING CODE SHOP DRAWINGS MINIMUM LAPS AND EMBEDMENT WELDING 250 4TH AVE. S., SUITE 200 ALL MATERIALS,WORKMANSHIP,DESIGN,AND CONSTRUCTION SHALL CONFORM TO THE DRAWINGS, SHOP DRAWINGS FOR THE FOLLOWING ITEMS SHALL BE SUBMITTED TO THE ARCHITECT AND STRUCTURAL UNLESS OTHERWISE NOTED,REINFORCING SPLICE LENGTHS AND DEVELOPMENT LENGTHS SHALL BE AS WELDING SHALL CONFORM TO AWS"STRUCTURAL WELDING CODE",LATEST EDITION.ALL WELDING SHALL BE EDMONDS, WASHINGTON 98020 SPECIFICATIONS,AND THE INTERNATIONAL BUILDING CODE(IBC),2015 EDITION.SPECIFICATIONS AND ENGINEER FOR REVIEW PRIOR TO FABRICATION: TABULATED BELOW: DONE WITH 70 KSI LOW HYDROGEN ELECTRODES.WHERE NOT CALLED OUT,MINIMUM FILLET WELD SIZE SHALL PHONE (425) 778-8500 STANDARDS WHERE REFERENCED ON THE DRAWINGS ARE TO BE THE LATEST EDITION. BE PER TABLE 5.8 IN AWS DI.J.,LATEST EDITION. FAX (425) 778-5536 1.REINFORCING STEEL 3.PREMANUFACTURED WOOD TRUSSES f'c=3000 PSI DESIGN LOADS 2.CONCRETE MIX DESIGN 4.WOOD I-JOISTS&ENGINEERED WOOD BEAMS DEVELOPMENT LENGTH LAP SPLICE WELDING OF REINFORCING BARS SHALL NOT BE PERMITTED UNLESS SPECIFICALLY CALLED OUT ON DRAWINGS OR APPROVED BY STRUCTURAL ENGINEER.WELDING OF GRADE 60 REINFORCING BARS SHALL BE PERFORMED DEAD LOADS: SHOP DRAWINGS SHALL BE REVIEWED,REVISED AS REQUIRED FOR FIELD CONDITIONS,AND DATE STAMPED BY BAR TENSION COMPRESSION TENSION COMPRESSION USING LOW HYDROGEN ELECTRODES.WELDING OF GRADE 40 REINFORCING BARS SHALL BE PERFORMED USING ROOF 15 PSF THE CONTRACTOR PRIOR TO REVIEW BY THE ENGINEER.CONTRACTOR SHALL PROVIDE(3)SETS OF SHOP SIZE E70XX ELECTRODES.SEE REINFORCING NOTES FOR MATERIAL REQUIREMENTS OF WELDED BARS.WELDING FLOOR 24 PSF DRAWINGS FOR ENGINEER'S REVIEW.ALLOW TWO WEEKS FOR SHOP DRAWING APPROVAL BY ENGINEER. TOP BARS OTHER BARS ALL BARS TOP BARS BARS ALL BARS WITHIN 4"OF COLD BENDS IN REINFORCING BARS IS NOT PERMITTED. OVY C w LIVE LOADS: ENGINEER'S SHOP DRAWING REVIEW IS FOR GENERAL CONFORMANCE WITH THE DESIGN CONCEPT AND #3 22 17 9 28 22 12 ALL WELDING SHALL BE DONE BY WASHINGTON ASSOCIATION OF BUILDING OFFICIALS(WABO)CERTIFIED C'��F// 1 f sF' ROOF(SNOW LOAD) 25 PSF CONTRACT DOCUMENTS.MARKINGS OR COMMENTS SHALL NOT BE CONSTRUED AS RELIEVING THE WELDERS. T pup.- PRIVATE DECKS 60 PSF CONTRACTOR FROM COMPLIANCE WITH THE PROJECT PLANS AND SPECIFICATIONS.THE CONTRACTOR REMAINS #4 29 22 11 37 29 15 1 RESIDENTIAL 40 PSF RESPONSIBLE FOR DETAILS AND ACCURACY,FOR CONFORMING AND CORRELATING ALL QUANTITIES AND #5 36 28 14 47 36 19 LUMBER DIMENSIONS,FOR SELECTING FABRICATION PROCESSES,FOR TECHNIQUES OF ASSEMBLY,AND FOR PERFORMING O z 25 (LIVE LOADS ARE REDUCED WHERE PERMISSIBLE PER IBC SECTION 1607.10). THE WORK IN A SAFE MANNER. #6 43 33 17 56 43 23 GALL RADING ES SPECIFIED ARE MINIMUM KILN-DRIED TO MC GRADES OF THE FIRED.ALL LUMBER MINIMUM STANDARDS:BE IN ACCORDANCE WITH WWPA SSIONAL � EARTHQUAKE LOADS: ENGINEER'S SHOP DRAWING REVIEW OF STRUCTURAL COMPONENTS DESIGNED BY OTHERS IS FOR LOADS #7 63 48 20 81 63 27 IMPOSED ON THE BASIC STRUCTURE.THE COMPONENT DESIGNER IS RESPONSIBLE FOR CODE CONFORMANCE #8 72 55 22 93 72 30 SIZE CLASSIFICATION SPECIES GRADE Fb(PSI) Fc(PSI) 08/09119 EQUIVALENT LATERAL FORCE PROCEDURE PER ASCE 7-10 SECTION 12.8. AND ALL CONNECTIONS TO TH E BASIC STRUCTURE.SHOP DRAWINGS SHALL INDICATE MAGNITUDE AND LIGHT FRAMING(STUDS) DOUG-FIR STUD 776(REP) 800 DIRECTION OF THE LOADS IMPOSED ON THE BASIC STRUCTURE AND SHALL BE STAMPED&SIGNED BY A SITE CLASS D PROFESSIONAL ENGINEER REGISTERED IN THE SAME STATE AS THE PROJECT. f'c=4000 PSI 2x JOISTS AND PLANKS DOUG-FIR #2 978(REP) - SHORTPERIODSPECTRALRESPONSEACCEL(Ss) 1.071 DEVELOPMENT LENGTH LAP SPLICE PLATES AND BLOCKING DOUG-FIR #2 850 ONE SECOND SPECTRAL RESPONSE ACCEL N 0.417 FABRICATION SHALL BEGIN ONLY AFTER SHOP DRAWINGS BEARING THE STAMP AND SIGNATURE OF THE - SHORT PERIOD DESIGN SPECTRAL RESPONSE ACCEL(Sos) 0.765 PROJECT ARCHITECT,ENGINEER OF RECORD,AND CONTRACTOR HAVE BEEN RECEIVED. BAR TENSION COMPRESSION TENSION COMPRESSION 6x AND LARGER BEAMS AND DOUG-FIR #2 875 - ONE SECOND DESIGN SPECTRAL RESPONSE ACCEL(So,) 0.440 SIZE STRINGERS RISK CATEGORY II FOUNDATIONS:SPREAD FOOTINGS TOP BARS OTHER ALL BARS TOP BARS OTHER ALL BARS SEISMIC IMPORTANCE FACTOR 1.0 BARS BARS 4x AND SMALLER BEAMS AND DOUG-FIR #2 850 - (e) SOILS REPORT: REPORT NO: 18-0408 #3 19 15 8 24 19 12 STRINGERS SEISMSEISMGN CATEGORY D PREPARED BY: GEOTEST ALL POSTS AND TIMBERS DOUG-FIR #1 1200 1000 BASIC SEISMIC IC FORCE-RESISTING-SYSTEM WOOD SHEAR WALLS DATED: MAY 17,2019 #4 25 19 10 33 25 15 RESPONSE MODIFICATION FACTOR,(R) 1.5 REFER TO PLAN NOTES,SCHEDULES,AND DETAILS FOR MORE SPECIFIC LUMBER SIZE AND GRADE REQUIREMENTS. REDUNDANCY FACTOR(p) 1.0 #5 31 24 12 41 31 19 SEISMIC RESPONSE COEFFICIENT(C 0.118 ALLOWABLE SOIL PRESSURE: 2000 PSF ALL LUMBER IN CONTACT WITH CONCRETE,MASONRY,OR WITHIN 8"OF SOIL SHALL BE PRESSURE-TREATED. F s) #6 37 29 15 49 37 23 F W=TOTAL SEISMIC DEAD LOAD AS DEFINED PER ASCE 7-10 SECTION 12.7.2. LATERAL EARTH PRESSURE: #7 54 42 17 71 54 27 NAILS,BOLTS,AND METAL CONNECTORS FOR WOOD z UNRESTRAINED: 35 PCF+ANY APPLICABLE SURCHARGE O m RESTRAINED: 55 PCF+ANY APPLICABLE SURCHARGE #8 62 48 19 81 62 30 ALL NAILS SHALL CONFORM TO THE STANDARDS SET FORTH BY THE NATIONAL DESIGN STANDARDS(NDS)FOR I- BASE SHEAR(V),V=CsW= SD5 W � PASSIVE: 300 PCF WOOD CONSTRUCTION,LATEST EDITION.NAILING NOT SPECIFIED SHALL BE PER IBC TABLE 2304.9.1 NAILING _ � COEFFICIENT OF FRICTION: 0.35 NOTE: SCHEDULE.ALL NAILS CALLED OUT ON PLANS SHALL BE COMMON NAILS UNLESS NOTED OTHERWISE AND SHALL WIND LOADS: 1.ALL LENGTHS ARE IN INCHES. MEET OR EXCEED THE FOLLOWING MINIMUM GUIDELINES: FOUNDATIONS SHALL BEAR ON NATIVE SITE SOILS OR STRUCTURAL FILL,PREPARED AND COMPACTED AS 2.ALL LAP SPLICES ARE CLASS B. m BASIC WIND SPEED(3 SECOND GUST) 110 MPH REQUIRED BY THE GEOTECHNICAL REPORT AND AT LEAST 18"BELOW ADJACENT EXTERIOR GRADE.ANY 3.'TOP BARS"ARE HORIZONTAL REINFORCEMENT PLACED SUCH THAT MORE THAN 12 INCHES OF NAIL SHANKS MIN LENGTH p a EXPOSURE B FOUNDATION ELEVATIONS SHOWN IN THE DRAWINGS REPRESENT MINIMUM DEPTHS AND ARE FOR BIDDING CONCRETE IS CAST IN THE MEMBER BELOW THE BAR. 8d COMMON 0.1310 2 1/2"SHANK Kn 1.0 ONLY.ACTUAL FOUNDATION ELEVATIONS ARE SUBJECT TO SITE CONDITIONS AND MUST THEREFORE BE a, ESTABLISHED BY THE CONTRACTOR. CONCRETE WALL REINFORCING 10d COMMON 0.1480 3"SHANK w\ SEE PLANS FOR ADDITIONAL DESIGN LOADS. H p� 12d COMMON 0.1480 3 1/4"SHANK IMPORTED STRUCTURAL FILL AND BACKFILL MATERIAL SHOULD CONSIST OF CLEAN,WELL GRADED GRANULAR PROVIDE THE FOLLOWING MINIMUM REINFORCING UNLESS NOTED OR DETAILED OTHERWISE(GRADE 60): o STATEMENT OF SPECIAL INSPECTIONS MATERIAL FREE OF DEBRIS OR ORGANICS AS SPECIFIED IN THE GEOTECHNICAL REPORT. i6d COMMON 0.1620 31/2"SHANK 000 THICKNESS REINFORCING PLACEMENT J.d SPECIAL INSPECTIONS ARE REQUIRED AS INDICATED IN THE FOLLOWING TABLE.THE CONTRACTOR SHALL BACKFILL BEHIND ALL RETAINING WALLS WITH WELL-DRAINING,GRANULAR FILL AND PROVIDE FOR SUBSURFACE #4 @ 13"OC ME BOX NAILS MAY BE SUBSTITUTED FOR&COMMON NAILS WITH NO CHANGE IN NAIL SPACING.FRAMING Y SUBMIT WRITTEN STATEMENT OF RESPONSIBILITY TO THE BUILDING OFFICIAL AND OWNER PRIOR TO DRAINAGE. 6"WALLS EA WAY CENTERED MEMBERS MAY BE NAILED WITH 16d SINKERS(0.148"0 x 31/4"),BUT ONLY 16d COMMON NAILS SHALL BE USED Q COMMENCEMENT OF WORK IN ACCORDANCE WITH CHAPTER 1704.40F THE IBC. 8"WALLS #5 @ 15"OC EA WAY CENTERED WHERE l6d NAILS ARE INDICATED IN THIS DRAWING SET.ENGINEER MAY APPROVE OTHER NAILS IF NAIL LABELS 7 L STRUCTURAL OBSERVATION OF THE STRUCTURAL SYSTEM BY THE ENGINEER IS NOT REQUIRED. EXCAVATIONS AND DRAINAGE INSTALLATION SHALL BE OBSERVED BY A SOILS ENGINEER RETAINED BY THE ARE SUBMITTED TO ENGINEER PRIOR TO START OF CONSTRUCTION. OWNER.IF EXCAVATION SHOWS SOIL CONDITIONS TO BE OTHER THAN THOSE ASSUMED ABOVE NOTIFY THE 30"WALLS #4@16"OC EA WAY,EA FACE DESIGN: RMK FREQUENCY AND DISTRIBUTION OF REPORTS-INSPECTION REPORTS SHALL BE PROVIDED FOR EACH DAY ON STRUCTURAL ENGINEER FOR POSSIBLE FOUNDATION REDESIGN. ALL BOLTS IN WOOD MEMBERS SHALL CONFORM TO ASTM A307.PROVIDE WASHERS UNDER THE HEADS AND CONCRETE GENERAL NOTES NUTS OF ALL BOLTS AND LAG SCREWS BEARING ON WOOD.LEAD HOLES FOR LAG BOLTS SHALL BE BORED FOR DRAWN: J EG SITE BY SPECIAL INSPECTOR.STRUCTURAL OBSERVATION REPORTS SHALL BE PROVIDED AFTER EACH DEFERRED APPROVAL ITEMS THE SHANK AND THREADED PORTIONS PER NDS 11.1.3. OBSERVATION.REPORTS SHALL BE DISTRIBUTED TO TH E CONTRACTOR,ARCHITECT,ENGINEER AND BUILDING CHECK: JGG OFFICIAL. SUBMITTAL DOCUMENTS FOR DEFERRED SUBMITTAL ITEMS SHALL BE SUBMITTED TO THE ARCHITECT AND VERTICAL BARS SHALL START FROM TOP OF FOOTING.HORIZONTAL BARS SHALL STARTA DISTANCE OF I/2 THE CONNECTORS CALLED OUT BY LETTERS AND NUMBERS SHALL BE"STRONG-TIE"BY SIMPSON COMPANY, NORMAL BAR SPACING FROM TOP OF FOOTING AND TOP OF FRAMED SLABS.IN ADDITION,THERE SHALL BE A CATALOG TO BE THE LATEST EDITION,OR ENGINEER APPROVED EQUAL.CONNECTORS SHALL BE INSTALLED IN ENGINEER REVIEWED WHO SHALL REVIEWHAVE THEM ANDFOUND INDICATE IN GENERAL CONFORMANCE SUBMITTAL DOCUMENTS HORIZONTAL BAR AT A MAXIMUM OF 3"FROM TOP OF WALL AND BOTTOM OF FRAMED SLABS. JOB NO: 8/09/19 SPECIAL INSPECTION HAVE BEEN REVIEWED AND THAT THEY HAVE BEEN FOUND TO BE IN GENERAL CONFORMANCE WITH THE DESIGN ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS AND WITH THE NUMBER AND SIZE OF OF THE BUILDING.THE DEFERRED SUBMITTAL ITEMS SHALL NOT BE INSTALLED UNTIL THEIR DESIGN AND FASTENERS AS SPECIFIED BY THE MANUFACTURER.WHERE CONNECTOR STRAPS CONNECT TWO MEMBERS, DATE: 08�09�19 OPERATION CONT PERIODIC REMARKS SUBMITTAL DOCUMENTS HAVE BEEN APPROVED BY THE BUILDING OFFICIAL. PROVIDE CORNER BARS TO MATCH THE HORIZONTAL REINFORCING WITH TENSION LAP SPLICE AT EACH SIDE PER TABLE,OR BEND ONE SIDE OVER TO PROVIDE TENSION LAP. PLACE ONE-HALF OF THE NAILS,SCREWS,OR BOLTS IN EACH MEMBER. SOILS 1.PREMANUFACTURED WOOD TRUSSES INSTALL SOLID BLOCKING AT ALL BEARING POINTS.ALL SHIMS SHALL BE SEASONED,DRIED,AND THE SAME 2.HANDRAILS AND GUARDRAILS PROVIDE CONTROL OR CONSTRUCTION JOINTS IN SLABS ON GRADE TO BREAK UP SLAB INTO RECTANGULAR AREAS EXCAVATION&FILL&COMPACTION&DRAINAGE X GEOTECH ENGINEER 3.PREMANUFACTURED BOLT-ON DECKS OF NOT MORE THAN 400 SQUARE FEET EACH.AREAS TO BE AS SQUARE AS PRACTICALAND HAVE NO ACUTE GRADE(MINIMUM)AS MEMBERS CONNECTED. CONCRETE ANGLES.JOINT LOCATIONS TO BE APPROVED BY THE ARCHITECT. CONCRETE GALVANIZATION REINFORCING PLACEMENT X ALL CONSTRUCTION JOINTS SHALL BE THOROUGHLY CLEANED AND PROPERLY PREPARED IMMEDIATELY PRIOR TO ANCHOR BOLTS X ALL CONCRETE SHALL BE MIXED,PROPORTIONED,CONVEYED,AND PLACED IN ACCORDANCE WITH SECTION POURING OF CONCRETE.DOWEL STEEL SHALL BETHE SAME SIZE AND SPACING AS MAIN REINFORCING DETAILED UNLESS NOTED OTHERWISE,STEELCONNECTORS IN CONTACT WITH TREATED WOOD SHALL BE GALVANIZED Y CHAPTER 5 OF ACI 318 AND THE AMERICAN CONCRETE INSTITUTE'S SPECIFICATIONS FOR STRUCTURAL BEYOND JOINT. ACCORDING TO THE FOLLOWING TABLE: HOLDOWN PLACEMENT X CONCRETE FOR BUILDINGS(ACI 301). UNTREATED ACQ-C CBA-A OTHER OTHER PT CONCRETE TEST SPECIMENS X BARS PARTIALLY EMBEDDED IN HARDENED CONCRETE SHALL NOT BE FIELD BENT UNLESS SO DETAILED OR GALVANIZATION WOOD CCA-C SBX ACQ-D CA-B BORATE ACZA WOOD W ALL CONCRETE SHALL BE STONE-AGGREGATE CONCRETE HAVING AUNIT WEIGHT OF APPROXIMATELY 150 APPROVED BY THE STRUCTURAL ENGINEER. Z CONCRETE PLACEMENT X POUNDS PER CUBIC FOOT. G90 X X X SEE ARCHITECTURAL DRAWINGS FOR ALL GROOVES,NOTCHES,CHAMFERS,FEATURE STRIPS,COLOR,TEXTURE AND ADHESIVE ANCHORS X IF USED CONCRETE STRENGTHS AT 28 DAYS(f'c)AND MIX CRITERIA SHALL BE AS FOLLOWS: OTHER FINISH DETAILS AT ALL EXPOSED CONCRETE SURFACES.PROVIDE 3/4"CHAMFER AT ALL CORNERS EXCEPT AS G185 X X X X X X W EXPANSION ANCHORS X IF USED NOTED. HDG X X X X X X MAXIMUM MIN CEMENT MAXIMUM Q STRUCTURAL STEEL TYPE OF CONSTRUCTION f'c WATER/CEMENT CONTENT PER CUBIC STRUCTURAL STEEL STT300 X X X X X X X X SHRINKAGE$TRAIN FABRICATION&ERECTION X RATIO YARD STRUCTURAL STEEL DESIGN,FABRICATION AND ERECTION SHALL BE IN ACCORDANCE WITH THE AISC G90=0.90 OZ.OF ZINC PER SQUARE FOOT OF AREA = HIGH STRENGTH BOLTING X SLAB ON GRADE 3000 PSI 0.55 51/2 SACK N/A "SPECIFICATION FOR THE DESIGN,FABRICATION,AND ERECTION OF STRUCTURAL STEEL FOR BUILDINGS",LATEST G185=1.85 OZ.OF ZINC PER SQUARE FOOT OF AREA HOG=HOT DIP GALVANIZED SHOP&FIELD WELDING FOOTINGS 4000 PSI 0.50 51/2 SACK N/A EDITION. SST300=TYPE 316L STAINLESS STEEL W SINGLE PASS FILLET WELDS<5/16" X WALLS 4000 PSI 0.48 51/2 SACK N/A SHAPES SHALL CONFORM TO ASTM A992,Fy=50 KSI. RATED SHEATHING Cal 0 WOOD FRAME THE MINIMUM AMOUNT OF CEMENT LISTED ABOVE MAY BE CHANGED IF A CONCRETE PERFORMANCE MIX IS PLATES,ANGLES,AND RODS SHALL CONFORM TO ASTM A36,Fy=36 KSI. N RATED SHEATHING SHALL BE GRADE C-DINT-APA WITH EXTERIOR GLUE OR O5B SHEATHING WITH EXTERIOR 00Z SHEARWALL&DIAPHRAGM NAILING X SPACING 54-Oc SUBMITTED TO THE ENGINEER AND THE BUILDING DEPARTMENT FOR APPROVAL TWO WEEKS PRIOR TO PLACING STRUCTURAL TUBING SHALL CONFORM TO ASTM ASOO GRADE B,Fy=46 K51. GLUE IN CONFORMANCE WITH IBC STANDARD 2303.1.4. Y N ANY CONCRETE.THE PERFORMANCE MIX SHALL INCLUDE THE AMOUNTS OF CEMENT,FINE AND COARSE STRAP NAILING X AGGREGATE,WATER,AND ADMIXTURES AS WELLASTHE WATER-CEMENT RATIO,SLUMP,CONCRETE YIELD,AND TIMBERSTRAND,MICROLLAM,AND PARALLAM MEMBERS J STEEL PIPE SHALL CONFORM TO ASTM A53 GRADE B,Fy=35 KSI. NOTE: SUBSTANTIATING STRENGTH DATA IN ACCORDANCE WITH CHAPTER 5 OF ACI 318. Q � Q ALL ITEMS MARKED WITH AN"X"SHALL BE INSPECTED IN ACCORDANCE WITH IBC CHAPTER 17.SPECIAL FABRICATED IN CONFORMANCE WITH THE INTERNATIONAL CODE COUNCIL EVALUATION SERVICE(ICC-ES) CL Q INSPECTION SHALL BE PERFORMED BY A QUALIFIED TESTING AGENCY DESIGNATED BY THE OWNER.THE ALL CONCRETE EXPOSED TO WEATHER OR TO FREEZING TEMPERATURES SHALL BE AIR-ENTRAINED IN BOLTS CONNECTING STEEL MEMBERS SHALL CONFORM TO ASTM A325-N.BOLTS SHALL BE 3/4"0 MINIMUM, REPORT NO.ESR-13870R CCMC REPORT NO.12627-R,08675-R,AND 11161-R.EACH MEMBER SHALL BE W ACCORDANCE WITH ACI 318 TABLE 4.2.1 FOR MODERATE EXPOSURE CONDITION. UNO ANCHOR BOLTS SHALL CONFORM TO ASTM A307. IDENTIFIED BY A STAMP INDICATING THE PRODUCT TYPE AND GRADE,ICC-ES OR CCMC REPORT NUMBER, L IJ RESULARCHITS.ANYI STRUCTURALAILINGENGINEER, MEETND HE PROJECTS SPECIFICATIONS TIONSSBE ALLBEISHED I MEDIATEH COPIES OF ALL AND J D TO ATTENTION FAILING TO MEET THE PROJECTSPECIFICATIONS SHALL BE IMMEDIATELY BROUGHT REINFORCING STEEL CONTRACTOR SHALL PROVIDE CONNECTION ADJUSTMENT TOLERANCES TO SATISFY THE REQUIREMENTS OF AISC MANUFACTURER'SCERTIFIED. MEMBERS S ALLMEET THE FOLLOWING MSTANI STANDARDS: AGENCY'S LOGO.FABRICATOR SHALL Q Z TO THE ATTENTION OF THE DESIGN TEAM. MAN UAL OF STEEL CONSTRUCTION. BE CERTIFIED.MEMBERS SHALL MEET THE FOLLOWING MINIMUM STANDARDS: Z N 0 REI NFORCING STEEL SHALL BE DEFORMED BILLET STEEL CONFORMING TO ASTM A615,AND SHALL BE GRADE 60 SIZE CLASSIFICATION SPECIES GRADE Fb(PSI) FV(PSI Fc(PSI) Z U (Fy=60,000 PSI),UNLESS NOTED OTHERWISE.GRADE 60 REINFORCING BARS INDICATED ON DRAWINGS TO BE UNLESS SPECIFIED AS STAINLESS STEEL,ALL STEEL MEMBERS,SHAPES,BOLTS,AND ACCESSORIES EXPOSED TO BEAMS&POSTS(d<91/2") LSL 1.3E 1,700 425 1,835 z WELDED SHALL CONFORM TO ASTM A706.REINFORCING COMPLYING WITH ASTM A615 MAY BE WELDED IF WEATHER SHALL BE HOT DIP GALVANIZED. Z MATERIAL PROPERTY RELA PORTS INDICATING CONFORMANCE WITH WELDING PROCEDURES SPECIFIED IN AWS NON-SHRINK GROUT RIMS&BEAMS(d>_91/2") LSL 1.55E 2,325 310 - Z N J D1.4 ARE SUBMITTED. m BEAMS&POSTS LVL 2.OE 2,600 285 2,510 L,J r� cl:� WELDED WIRE FABRIC SHALL CONFORM TO ASTM A185.PROVIDE WELDED WIRE FABRIC IN SHEETS NOT ROLLS. NON-SHRINK GROUT SHALL BE CEMENT-BASED WITH A MINIMUM COMPRESSIVE STRENGTH OF 5000 PSI WHEN L U Q N LAP WELDED WIRE FABRIC 12"AT SIDES AND ENDS. TESTED IN ACCORDANCE WITH ASTM C-109.GROUT SHALL BE MIXED AND PLACED IN STRICT ACCORDANCE WITH POSTS(d<91/2") PSL 1.8E 2,400 190 2,500 THE MANUFACTURER'S RECOMMENDATIONS. BEAMS(d>_91/2") PSL 2.2E 2,900 290 - REINFORCING STEEL SHALL BE DETAILED INCLUDING HOOKS AND BENDS IN ACCORDANCE WITH SP-66 AND ACI I I I 318R,LATEST EDITIONS.UNLESS OTHERWISE NOTED,REINFORCING SPLICE LENGTHS AND DEVELOPMENT TIMBERSTRAND,MICROLLAM,AND UNTREATED PARALLAM MEMBERS ARE INTENDED FOR DRY-USE LENGTHS SHALL BE PER SCHEDULE. APPLICATIONS.UNLESS NOTED OTHERWISE,ENGINEERED WOOD BEAMS EXPOSED TO WEATHER SHALL BE TREATED PER MANUFACTURES RECOMMENDATIONS. REINFORCING SHALL BE PLACED AND ADEQUATELY SUPPORTED PRIOR TO PLACING CONCRETE.WET-SETTING EMBEDDED ITEMS IS NOT ALLOWED WITHOUT PRIOR ENGINEER APPROVAL.BARS PARTIALLY EMBEDDED IN HARDENED CONCRETE SHALL NOT BE FIELD BENT UNLESS SO DETAILED OR APPROVED BY THE STRUCTURAL ^�.�- ENGINEER.REFER TO CHAPTER 7 OF ACI 318 FOR OTHER REINFORCING STEEL REQUIREMENTS. `V STRUCTURAL NOTES C (THESE NOTES ARE TYPICAL UNLESS NOTED OR DETAILED OTHERWISE ON DRAWINGS) ENGINEERING GLUE-LAMINATED TIMBER GENERAL 250 4TH AVE. S., SUITE 200 GLUE-LAMINATED TIMBER SHALL BE DOUGLAS FIR,FABRICATED IN CONFORMANCE WITH ANSI/AITC STANDARD STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH ARCHITECTURAL,CIVIL,ELECTRICAL,AND LEGEND EDMONDS, WASHINGTON 98020 A 90.1,LATEST EDITION.EACH MEMBER SHALL BEAR AN AITC IDENTIFICATION MARK AND SHALL BE MECHANICAL DRAWINGS FOR BIDDING AND CONSTRUCTION.CONTRACTOR SHALL VERI FY ALL DIMENSIONS AND PHONE (425) 778-8500 DEFINITION SYMBOL DEFINITION SYMBOL FAX (425) 778-5536 ACCOMPANIED BY AN AITC CERTIFICATE OF CONFORMANCE.FABRICATOR SHALL BE CERTIFIED.MEMBERS SHALL CONDITIONS FOR COMPATIBILITY BEFORE PROCEEDING.ANY DISCREPANCIES SHALL BE BROUGHT TO THE BE OF THE FOLLOWING MINIMUM STANDARDS: ATTENTION OF THE ARCHITECT BEFORE PROCEEDING. DIRECTION OF SPAN COMBINATION Fb NATIVE SOIL FRAMING = — CONTRACTOR TOSEEARCHITECTURAL,CIVIL,ELECTRICAL AND MECHANICAL DRAWINGS FOR SIZE AND LOCATION EXTENT OF SIMPLE SPAN BEAMS 24F-V4 2400 PSI OF PIPE,VENT,DUCT AND OTHER OPENINGS AND DETAILS NOT SHOWN ON THESE DRAWINGS. FRAMING GRANULAR FILL CANTILEVER OR MULTI-SPAN BEAMS 24F-V8 2400 PSI CONTRACTOR SHALL BE RESPONSIBLE FOR ERECTION STABILITY AND TEMPORARY SHORING AS NECESSARY UNTIL COLUMNS STRUCTURAL STEEL GIVY Cp WOOD I-JOISTS PERMANENT SUPPORT AND STIFFENING ARE INSTALLED. of WAS "9S CONTRACTOR-INITIATED CHANGES SHALL BE SUBMITTED IN WRITING TO THE ARCHITECT AND STRUCTURAL COLUMN BEARING RATED SHEATHING WOOD I-JOISTS,MANUFACTURED BY THE TRUS JOIST CORPORATION SHALL BE SIZED AND DETAILED TO FIT THE ENGINEER FORAPPROVAL PRIOR TO FABRICATION OR CONSTRUCTION.CHANGES SHOWN ON SHOP DRAWINGS ON BEAM ?° DIMENSIONS AND LOADS INDICATED ON THE PLANS.ALL DESIGN SHALL BE IN ACCORDANCE WITH THE ONLY WILL NOT SATISFY THIS REQUIREMENT. ALLOWABLE VALUES AND SECTION PROPERTIES ASSIGNED BY THE BUILDING CODE. BEAM CONTINUOUS SHEAR WALL SWX znss DRAWINGS INDICATE GENERAL AND TYPICAL DETAILS OF CONSTRUCTION.WHERE CONDITIONS ARE NOT OVER SUPPORT (SEE SCHEDULE) L$F' ti PROVIDE TEMPORARY BRACING UNTIL SHEATHING AND PERMANENT BRACING IS INSTALLED.MANUFACTURER SPECIFICALLY INDICATED BUT ARE OF A SIMILAR CHARACTER TO DETAILS SHOWN,SIMILAR DETAILS OF „L `SjONAL SHALL PROVIDE ALL SPECIALTY ITEMS REQUIRED FOR ACOMPLETE INSTALLATION OF JOISTS.INSTALL PER CONSTRUCTION SHALL BE USED,SUBJECTTO REVIEW AND APPROVAL BY THE ARCHITECT AND THE STRUCTURAL CONCRETE WALL COLUMN MARK /�S�' MANUFACTURER'S RECOMMENDATIONS. ENGINEER. (SEE SCHEDULE) 08109119 BEARING STUD FOOTING(SEE SC O ALL TRUSS JOISTS ARE TO BE CONNECTED TO FLUSH BEAMS WITH SIMPSON TYPE ITS,IUS OR LBV HANGERS, WALL (SEE SCHEDULE) PROVIDE WEB STIFFENERS AS REQUIRED. NON-BEARING HOLDOWN MARK PRE-MANUFACTURED WOOD TRUSSES STUD WALL (SEE SCHEDULE) WOOD TRUSSES SHALL BE SIZED AND DETAILED TO FIT DIMENSIONS AND LOADS INDICATED ON THE PLANS.ALL BEARING STUD ( TTTT{ HANGER MARK O DESIGN SHALL BE IN ACCORDANCE WITH THE ALLOWABLE VALUES AND SECTION PROPERTIES ASSIGNED BYTHE SHEAR WALL (SEE SCHEDULE) BUILDING CODE.SUBMIT SHOP DRAWINGS FOR ENGINEER REVIEW PRIOR TO FABRICATION.CALCULATIONS AND NON-BEARING �j- �-( FLAG NOTE SHOP DRAWINGS SHALL BE SIGNED BY A PROFESSIONAL ENGINEER REGISTERED IN THE SAME STATE AS THE STUD SHEAR WALL )--�-�� (SEE PLAN NOTES) PROJECT.TRUSS DESIGN AND SHOP DRAWINGS SHALL BE IN CONFORMANCE WITH IBC 2303.4 CMU WALL STEEL MOMENT PROVIDE TEMPORARY BRACING UNTIL SHEATHING AND PERMANENT BRACING IS INSTALLED.MANUFACTURER FRAME CONN. Q SHALL PROVIDE ALL SPECIALTY ITEMS REQUIRED FOR A COMPLETE INSTALLATION OF JOISTS.INSTALL PER MANUFACTURER'S RECOMMENDATIONS. FOR TOP CHORD DESIGN LIVE LOADS,REFER TO THE DESIGN LOAD SECTION.IN ADDITION TO ROOF LOADING ABBREVIATIONS zO j LISTED IN THE DESIGN LOAD SECTION,ROOF TRUSSES SHALL BE DESIGNED FORA BOTTOM CHORD LIVE LOAD OF (A) ABOVE GLB GLUE-LAMINATED BEAM is N 10 PSF.TOP AND BOTTOM CHORD LIVE LOAD DO NOT NEED TO BE DESIGNED FOR SIMULTANEOUSLY. AB ANCHOR BOLT HORIZ HORIZONTAL U IN ADDITION TO THEIR SELF WEIGHT,ROOF TRUSSES SHALL BE DESIGNED FOR A TOP CHORD DEAD LOAD OF 13 ALT ALTERNATE KP KING POST w w PSF AND A BOTTOM CHORD DEAD LOAD OF 30 PSF ACTING SIMULTANEOUSLY.SEE ARCHITECTURAL AND MECHANICAL DRAWINGS FOR LOADS AND OPENINGS NOT SHOWN ON THE STRUCTURAL DRAWINGS. ARCH ARCHITECT KSI KIPS PER SQUARE INCH a DEFLECTIONS SHALL NOT EXCEED L/360 FOR LIVE LOADS,OR L/240 FOR TOTAL LOADS. (B) BELOW L ANGLE Ol TYPICAL FRAMING NOTES BD BAR DIAMETER MECH MECHANICAL w H C7 1.BEARING WALL FRAMING BLKG BLOCKING MF MOMENT FRAME Q O o� BM BEAM MTL METAL 00 REFER TO STUD SCHEDULE ON FRAMING PLANS FOR BEARING WALL FRAMING. BOT BOTTOM NS NEAR SIDE y ALLCOLUMNS NOT CALLED OUTOTHERWISE SHALL BETWO STUDS. BRNG BEARING OC ON CENTER Q 2.WALL BASE PLATE ON CONCRETE BTWN BETWEEN OPP OPPOSITE CIP COMPLETE JOINT PENETRATION PL PLATE DESIGN: RMK WALL PLATES BEARING ON CONCRETE SHALL BE PRESSURE-TREATED.FOR ALL EXTERIOR WALLS AND INTERIOR SHEAR WALLS,BOLT PLATES OR SILLS TO CONCRETE WITH 3/41NCH DIAMETER ANCHOR BOLTS WITH 71NCH CUR CLEAR PLCS PLACES DRAWN: JEG MINIMUM EMBEDMENT.REFER TO SHEAR WALL SCHEDULE,AND PLACE AT 5'-0"OC MAXIMUM UNO.SILL CMU CONCRETE MASONRY UNIT PSI POUNDS PER SQUARE INCH PLATES FOR INTERIOR NON-SHEAR WALLS SHALL BE BOLTED USING 1/21NCH ANCHOR BOLTS @ 6'-0"OC WITH 7 CHECK: JGG INCH EMBEDMENT.AT ALL SILL PLATE ANCHOR BOLTS,CONTRACTOR SHALL INSTALL 1/4"x 3"x 3"FLAT PLATE COL COLUMN PSF POUNDS PER SQUARE FOOT WASHERS.INTERIOR NON-SHEAR WALL SILL PLATES MAY BE ANCHORED PER THE BEARING WALL GUILDELINES CONC CONCRETE P/T POSTTENSIONED JOB NO: 18386.10 OR MAY USE 1/4"x 3"SIMPSON CSD SPLIT DRIVE ANCHORS @ 4'-0"OC WITH J."ROUND FENDER WASHERS.USE DATE: 08/09/1 9 MINIMUM OF TWO ANCHOR BOLTS PER SILL AND PLACE ONE WITHIN 12 INCHES OF EITHER END TYPICAL UNLESS CONN CONNECTION PT PRESSURETREATED NOTED OTHERWISE. CONT CONTINUOUS REINF REINFORCING 3.ROOF AND FLOOR FRAMING COORD COORDINATE RE(XD REQUIRED PROVIDE 11/2"FULL DEPTH BLOCKING FOR JOISTS AND RAFTERS AT ALL SUPPORTS AND AT 8'-0"OC MAXIMUM DEL DOUBLE SCHED SCHEDULE U NO.INTERMEDIATE 8'-0"OC BLOCKING NOT REQ'D IF GWB CEILING 15 INSTALLED DIRECTLY TO UNDERSIDE OF DET DETAIL SIM SIMILAR FRAMING.INSTALL DOUBLE JOISTS UNDER PARTITIONS EXTENDING ONE HALF OR MORE OF THE JOIST SPAN. DIA DIAMETER SOG SLAB ON GRADE PROVIDE TRUSS BLOCKING PANELS FOR ROOF TRUSSES AT SUPPORTS AND SHEAR WALLS,AND WHERE INDICATED ON PLANS AND DETAILS. DIM DIMENSION STD STANDARD 4.DIAPHRAGM NAILING DIR DIRECTION STIFF STIFFENER W ALL SHEAR WALLS,FLOOR AND ROOF DIAPHRAGM NAILINGS SHALL BE AS CALLED OUT ON SCHEDULES OR ON EA EACH STL STEEL Z THE PLANS.EXTERIOR WALLS NOT INDICATED AS SHEAR WALLS SHALL BE SHEATHED AND NAILED TO ELEV ELEVATION SYMM SYMMETRICAL W SUPPORTING FRAMING WITH 10d NAILS AT 6"OC AT ALL PANEL EDGES AND 12"OC AT ALL INTERMEDIATE ES EACH SIDE SW SHEARWALL SUPPORTS. EX EXISTING TOC TOP OF CONCRETE Q THE USE OF NAIL GUNS WILL BE APPROVED IF NAILING INTO THE DIAPHRAGMS CAN BE INSTALLED FLUSH WITH EXP EXPANSION TOS TOP OF STEEL FACE OF SHEATHING.NAIL PENETRATIONS GREATER THAN 1/16"ARE NOT ACCEPTABLE. FUR FLOOR TOW TOP OF WALL V) 5.ALLOWABLE STUD AND PLATE PENETRATIONS FDN FOUNDATION TYP TYPICAL w CUTTING AND/OR NOTCHING OF WOOD STUDS OR PLATES SHALL NOT EXCEED 25%OF THE STUD/PLATE WIDTH FTG FOOTING UNO UNLESS NOTED OTHERWISE P� IN EXTERIOR AND BEARING WALLS AND SHALL NOT EXCEED 40%OF THE STUD/PLATE WIDTH IN ANY �[ NON-BEARING PARTITIONS.BORED HOLE DIAMETER IS LIMITED TO 40%OF STUD/PLATE WIDTH IN ANY STUD FS FAR SIDE VERT VERTICAL ad N O AND MAY BE 60%IN NONBEARING PARTITIONS OR IF STUD IS DOUBLED.MAINTAIN 5/8"MINIMUM EDGE GC GENERAL CONTRACTOR WF WIDE FLANGE 00 Z DISTANCE FROM HOLE EDGE. Y W � N Q Q J bi w �' < a � z D z N o U w o F__ z Z Z N J W I� U Q N S1.2-F FOUNDATION PLAN NOTES: 1.SPREAD FOOTINGS SHALL BEAR A MIN OF V-6"BELOW ADIACENTGRADE ATTHE PERIMETER. 2.WHERE SLAB ON GRADE IS INDICATED,SLAB SHALL BE 4"THICK W/H4 @ 18"OC EACH WAY,CENTERED.SLAB ENGINEE RING SHALL BE POURED OVER A 10 MIL VAPOR BARRIER OVER 6"OF 5/8"CRUSHED ROCK. 250 4TH AVE. S., SUITE 200 3.REFER TO SHEET 54.1 FOR TYPICAL FOUNDATION DETAILS. EDMOND GTON 0 020 PHONE E(425)425)778-8500 4. ® INDICATES FOOTING TYPE,REFER TO FOOTING SCHEDULE ON SHEET 53.1 FOR SIZE&REINFORCEMENT. FAX (425) 778-5536 5.REFER TO"CONCRETE GENERAL NOTES"ON SHEET S1.1 FOR CONTROL JOINT PLACEMENT AND DETAIL 2/S4.1 FOR CONTROL JOINT CONSTRUCTION. 6.REFER TO FLOOR FRAMING PLANS AND SHEAR WALL&HOLD-DOWN SCHEDULES FOR LOCATION OF SHEAR WALL ANCHOR BOLTS AND HOLD-DOWN ANCHORS.ANCHORAGE AT NON-SHEAR WALLS SHALL BE PER STRUCTURAL G VY C, NOTES. pF'\ 7.PLACE ALL REINFORCEMENT PER THE STRUCTURAL NOTES AND FOUNDATION DETAILS. 8.CONTRACTOR SHALL VERIFY ALL DIMENSIONS,WALL LOCATIONS,SLAB SLOPES,AND CONCRETE ROUGH oe - OPENINGS WITH ARCHITECTURAL,CIVIL,AND MEP DRAWINGS AND NOTIFY ALL PARTIES OF ANY DISCREPANCIES. L2 9.CONTRACTOR SHALL PROVIDE FOOTING AND SLAB SUBSTRATE PREPARATION,WATERPROOFING,AND BACKFILL `rIONAL v` PER THE GEOTECHNICAL REPORT. 08109119 10.ALL BUILDING SYSTEMS THAT PENETRATE THE CONCRETE WORK INCLUDING BUT NOT LIMITED TO ARCH,MECH, ELECT,PLUMBING,&FIRE PROTECTION DUCTS,CONDUITS,EMBEDS,&SLEEVES SHALL BE INSTALLED PRIOR TO CONCRETE PLACEMENT. a z O a H^ o � 7.1 7 6 5 4 3 2 1 1.1 oa 17'-4" 16'-10" 8'-9" V-9" 16-10" 174" 2 3/4" 2 3/4" ti w� I I I I I I Q o o� I c� = 1 4_ �� 4 FZF2B - ---- - - ---_-- - - - ______� DESIGN: RMK C4 DRAWN: JEG S4. -1 - CHECK: JGG D -- --J I I -- ------- -- --- -- _ _ _ _ JOB NO: 18386.10 6 DATE: 08/09/19 r= SLAB ON GRADE PER 4' I I STRUCTU RAL NOTES I FIC 7 I I F4 ____ r _ F4 T I FIC ---- ____ 4.1 I I 7 I I 54. I I I W-J 54. I____ ___J Z L� rJ L� r -� FIC r- IL- rJ Lr J J L_ ___ ______J L______ ____J L___ _J L ___J ___ _ Ld E - ---- - > I L F4 FIC F4 T 6 F4 9 F4 F4 6 pq Q 4.1 5 RUCSLAB OTUR L NOTES 4. H v I I I F5 I I I I I - I III �iI'r- --T i i i c11 Fs III I (D F,7 Q II ' ad N J -i00 YN � N F5 FS O l lii lii li O IFs Fs Q Q Z G ---i -I -I-I - - - — - — - - CL W O �z �i J �' ~ OS4. %, zJs 4 fn Z 1 ✓{p 2 s a ~ Q u Z 0 Q III j{� a na H Z Z W 1 H I11 w O u U — Q LL. w 7.1 7 6 5 4 3 2 1 1.1 III S2.1-F 31FOUNDATION PLAN © KEY PLAN SCALE: 1/8"=1'-0" NTS 5'-0" 0 5'-0" 10'-0' TYPICAL FLOOR FRAMING PLAN NOTES: 1. REFER TO SHEET S3.I FOR BEAM,COLUMN,JOIST,SHEAR WALL AND HOLDOWN SCHEDULES. 2.FLOOR SHEATHING SHALL BE3/4"PLY OR 23/32"OSB WITH 10d COMMON NAILS SPACED AT 6"OC AT ALL ENGINEERING DIAPHRAGM BOUNDARIES,PANEL EDGES AND SHEAR WALLS AND 12"OC AT INTERMEDIATE FRAMING.FOR 250 4TH AVE. S., SUITE 200 PLYWOOD LAYOUT AND NAILING REFER TO DETAIL 2/55.1. EDMONDS, WASHINGTON 98020 PHONE (425) 778-8500 3.HEADERS AT EXTERIOR BEARING AND NON-BEARING WALLS SHALL BE 4x8 DF#2 UNO WHERE MAXIMUM SPAN= FAX (425) 778-5536 6'-6". 4.DOOR HEADERS AT INTERIOR BEARING WALLS SHALL BE 4x6 DF#2 LINO MAXIMUM SPAN=4'-0". 5.COLUMNS AND BEARING WALLS SHOWN ON PLANS SHALL BE CONTINUED DOWN TO THE FOUNDATION UNLESS CARRIED BY A BEAM BELOW. GVY C7j 6.ALL DIAPHRAGMS UNBLOCKED UNO.SEE NOTE 9. G, of wasgr qS 7.REFER TO SHEET 55.1 THRU 55.3 FORTYPICALFLOOR FRAMINGDETAILS. f_ + F o 8. INDICATES COLUMN BELOW AND BEAM SHALL BE CONTINUED OVER COLUMN,-1. lol G q LpsF 9.ALL FLOOR DIAPHRAGMS SHALL BE UNBLOCKED EXCEPT WHERE(OR IF)NOTED ON THE SPECIFIC FLOOR PLANS. WHERE BLOCKING IS SPECIFICED,PLYWOOD PANEL EDGES SHALL BE BLOCKED WITH 2x4 DF FLAT.PANEL EDGE OflAL NAILING AT BLOCKED DIAPHRAGM AREAS SHALL BE 10d @ 4"OC ALL PANEL EDGES. O8/09119 10.FINISHED FLOOR ELEVATIONS PER ARCHITECT.CONTRACTOR TO VERIFY ALL ELEVATIONS PRIOR TO CONSTRUCTION. 11.ALL COLUMNS NOT OTHERWISE CALLED OUT SHALL BE Cl.SEE COLUMN SCHEDULE.PROVIDE SOLID BLOCKING IN JOIST SPACE BELOW ALL COLUMNS. TYPICAL HEADER SUPPORTS(LINO) FRAMING EXTERIOR INTERIOR INTERIOR LEVEL (RO>T-4") (RO5TA") ROOF +(1)FULL HT (1)FULL HT (1)FULL HT Q (1)CRIPPLE (1)CRIPPLE +(1)CRIPPLE (1)FULL HT (1)FULL HT (1)FULL HT z 3RD co + O co(1)CRIPPLE +(1)CRIPPLE +(1)CRIPPLE d 2ND I (1)FULL HT (1)FULL HT (1)FULL HT +(2)CRIPPLE 1(2)CRIPPLE +(1)CRIPPLE u Ti 7 6 5 4 3 2 1 1.1 NOTES: p d 174" 16-10" 8'-9" V-9" 16'-10" 17'-4' 1.THE COLUMNS LISTED IN THE TABLE ABOVE SHALL BE PLACED IMMEDIATELY BELOW THE"FRAMING LEVEL"INDICATED. 2 3/4" �� 2 3/4" 2.HEADER SUPPORTS SHALL HAVE THE SAME GRADE OF LUMBER AS THE WALL IN WHICH THEY ARE LOCATED. w 3.REFER TO TYPICAL ROOF PLAN NOTES FOR TYPICAL BEARING WALL HEADERS Q m0 NOT SPECIFICALLY CALLED OUT ON THE PLANS. pip 0 2 3 PROVIDE 51/2"RIM AT ALL BOLT-ON 3 Y S5. 5.3 DECKS.REFER TO BOLT-ON MFR 5.3 is)W4> DRAWINGS FOR ADDITIONAL BLOCKING TYPICAL FRAMING SCHEDULE(�' (,bAND STRAPPING REQUIREMENTS. (, BEARING WALLS 7 BM33 SW3 SW BM13 SW6BM13 _ FRAMING LEVEL INTERIOR DESIGN: RMK B - - - - - L6 Lti - - - EXTERIOR INTERIOR 2x6 2x4 PARTY WALLS o BOLT-ON DECK o 1 DRAWN: JEG C SW3 6 PER MFR Sw FJ3 ROOF 2x6 DF STUD 2x6 DF STUD 2x4 DF STUD 2x4 DF STUD @16"OC @16"OC @16"OC EA FACE @16"OC CHECK: JGG D - - - - W3 4 3 SW - - - - - JOB NO: 18386.10 2x6 DF STUD 2x6 DF STUD 2x4 DF STUD 2x4 DF STUD Cp 4 Cy SS 3RD @ 16"OC @ 16"OC @ 16"OC EA FACE @ 16"OC DATE: 08/09/1 9 1 v - 5. FA N N FA m 6 m 2ND 2x6 DF STUD 2x6 DF STUD 2x4 DF#1 2x4 DF STUD BMS 55 F '3^ BMS 3 12 @ 16"OC @ 16"OC @ 16"OC EA FACE @ 16"OC 56. _ 6 Lti 6k1p u N u 6y'y0 6 Cf =-- 5 1.THE WALLS LISTED IN THE TABLE ABOVE SHALL BE PLACED IMMEDIATELY N -- -- FJ3 55' F13 F Fl F13 55.2 FJ3 -- - BELOW THE"FRAMING LEVEL"INDICATED. Z 2.NON BEARING WALLS SHALL BE 2x4 OR 2x6 DF STUD GRADE AT I6"OC UNO. Q -- BMS BMS --- 2x6 HF#2 Z L1 Cf @ 24 OC w V F14 O_1 OJT 2 Ol. Q Z 7. 4 W12x19 4 7, 5. v " FJ4 S7. C 1IM12 31 6 II i GZ � 5 M 5 3 8 J 1 7.1 FJ S7. CV N�/ 11 m 1 l H DET 00 LL F - - - - - r lill 1_ _ I41 A 2/S7.1 - - - - - Y w O DA DET 9/S7.1 W12x16 1 1 11 3 TYP 12x16 DET 9/57.1 DET �i N O 1 II u 1/S7.1 Q G - - W10x26 - - _ 1 1 - - // W WlOx26 - - „-- - - - J DET 1/57.1 Lti�' 77 9 (,6 C11 LLJ DET 1/S7.1 w )..L J EA END 7 EA END \ J Q � Z Q r Z 0 Z W Z O n H Z N J SHEET: S2.2-F 1 SECOND FLOOR FRAMING PLAN © KEY PLAN TYPICAL FLOOR FRAMING PLAN NOTES: 1.REFER TO SHEET S2.2 FOR TYPICAL FLOOR FRAMING PLAN NOTES. ENGINEERING THIS FLOOR FRAMING PLAN NOTES: 250 4TH AVE. S., SUITE 200 EDMONDS, WASHINGTON 98020 1. WALLS SHOWN ON THIS PLAN ARE WALLS BELOW THE FLOOR INDICATED. PHONE (425) 778-8500 FAX (425) 778-5536 2.HOLDOWNS SHOWN ON THIS PLAN SHALL BE PLACED AT THE BASE OF THE WALLS SHOWN. TYPICAL HEADER SUPPORTS(LINO) FRAMING INTERIOR INTERIOR C, VY LEVEL EXTERIOR (RO>T-4") (RO 53'-4") O tly WAsgr'9S� (1)FULL HT (1)FULL HT (1)FULL HT ROOF +(1)CRIPPLE +(1)CRIPPLE +(1)CRIPPLE 3RD (1)FULL HT (1)FULL HT (1)FULL HT lol (1)CRIPPLE +(1)CRIPPLE +(1)CRIPPLE .iG„ 2L25�. 2ND 1 (1)FULL HT (1)FULL HT (1)FULL HT `rjONAL +(2)CRIPPLE +(2)CRIPPLE +(1)CRIPPLE 08/09119 NOTES: 1.THE COLUMNS LISTED IN THE TABLE ABOVE SHALL BE PLACED IMMEDIATELY BELOW THE"FRAMING LEVEL"INDICATED. 2.HEADER SUPPORTS SHALL HAVE THE SAME GRADE OF LUMBER AS THE WALL IN WHICH THEY ARE LOCATED. 3.REFER TO TYPICAL ROOF PLAN NOTES FOR TYPICAL BEARING WALL HEADERS NOT SPECIFICALLY CALLED OUT ON THE PLANS. TYPICAL FRAMING SCHEDULE FRAMING BEARING WALLS J LEVEL EXTERIOR INTERIOR 2x6 INTz 4IOR PARTY WALLS 2x6 DF STUD 2x6 DF STUD 2x4 DF STUD 2x4 DF STUD z0 co ROOF @ 16"0C @ 16"OC @ 16"OC EA FACE @ 16"OC Er L2.. 2x6 DF STUD 2x6 DF STUD 2x4 DF STUD 2x4 DF STUD C7 Ti 7 6 5 4 3 2 1 1.1 @ 16"OC @ 16"OC @ 16"OC EA FACE @ 16"OC w w d 17'-4" 16'-10" 8'-9" 8'-9" 16'40" 17'-4" 2x6 DF STUD 2x6 DF STUD 2x4 DFgl 2x4 DF STUD 2 3/4. 2 3/4" @ 16"OC @ 16"OC @ 16"OC EA FACE @ 16"OC ti w a, NOTES: 4x6 DF ttYP.2(LINO)EA END OF EACH 1.THE WALLS LISTED IN THE TABLE ABOVE SHALL BE PLACED IMMEDIATELY p W BELOW THE"FRAMING LEVEL"INDICATED. 0 BALCONY,LAT CONNECT COL TO TOP& 2.NON BEARING WALLS SHALL BE 2x4 OR 2x6 DF STUD GRADE AT 16"OC LINO. S6.1 55.3 BOT PLATES W/A35 CLIPS EA SIDE. 55.3 56. COORDINATE LOCAION&ALL OTHER FLAG NOTES: A Y REQUIREMENTS W/BOLT-ON DECK MFR. LL W4 SW4 BM13 _ _ BM13 SW4 SW4 B — " (,6 — L6 " — SIDE.COORDINATE LOCATIION&AL4x6 DF#2(UNO)EA END OF EACH BL OTHER REQUIREMENALCONY,TYP. TS W/BOLT-ON DECK MFR. ES W/A35 CLIPS EA DESIGN: RMK BOLT-ON DECK S _ _ _ C PER MFR � PROVIDE 51/2"RIM AT ALL BOLT-ON DECKS.REFER TO BOLT-ON MFR DRAWINGS FOR ADDITIONAL DRAWN: JEG BM4 _ — S 4 — _ 4 — BLOCKING AND STRAPPING REQUIREMENTS. CHECK: JGG D — 3 3SW4 BM SW4 — — — — — JOB NO: 18386.10 3 ` cg DATE: 08/09/19 S6. 8 30 6. SEA 3 6 6 55.2 5.2 I I FJ3 FJ3 FJ3 (3 �� r� L� Q 3 Z J z 6. W E - - - - Z!A, > Z 2SW4 25W4 = cc BM8 cti Gti m 10 Q N J ss.z Gti N L� m 2b 3 m 00 F — — cI N L — — m 0) BM4 8_ ---- — BM4 ` — T— — — — Q Q EL O 0 (ti PERF SW6 1 SW6 BM2(L) Cs /!/S G6 G6 SW6 1 PERFSW6 Ems. \ J ui W O c / J J 2 Q F— Z L� PER 7/55.3 6, 6, PER 7/55.3 n Z N O I ss. I �O W u Z nj ^ ~ Z IIw L H I Ld n m 2 C5 t 7 L� 7.1 7 6 5 4 3 2 1 1.1 fii SHEET: S2.3-F THIRD FLOOR FRAMING PLAN © KEY PLAN 1 SCALE: 1/8"=V-0" NTS 5'-0" 0 5'-0" SO'-0" Ohl TYPICAL ROOF FRAMING PLAN NOTES: 1. WALLS SHOWN ON ROOF FRAMING PLAN ARE WALLS BELOW ROOF FRAMING. 2.BEAMS SHOWN ON ROOF FRAMI NG PLAN SHALL BE ABOVE DOUBLE TOP PLATE UNLESS USED AS A DOOR OR ENGINEERING WINDOW HEADER. 250 4TH AVE. S., SUITE 200 3.ROOF SHEATHING SHALL BE 1/2"PLY OR 7/16 OSB WITH 8d COMMON NAILS SPACED AT 6"OC AT ALL EDMOND 5HINGTON 020 DIAPHRAGM BOUNDARIES,PANEL EDGES,SHEAR WALLS,COLLECTOR TRUSSES,AND BLOCKING OR TRUSS PHONEE (425) 778-8500 BLOCKING PANELS INDICATED ON PLANS.NAILING AT INTERMEDIATE FRAMING SHALL BE 8d COMMON NAILS @ FAX (425) 778-5536 12"OC.REFER TO DETAIL 2/S5.1 FOR SHEATHING LAYOUT AND NAILING. 4.HEADERS AT EXTERIOR BEARING AND NON-BEARING WALLS SHALL BE 4x8 DF#2 UNO WHERE MAXIMUM SPAN= 6'-6". 5.DOOR HEADERS AT INTERIOR BEARING WALLS SHALL BE 46 DF#2 LINO MAXIMUM SPAN=4"0". C,tlEVY Cp. V• �F wAsq�``99S'cA 6.REFER TO DETAIL 3/S5.1 FOR CONSTRUCTION OF MULTIPLE STUD COLUMNS. 7. ACi p t: ll' INDICATES COLUMN BELOW AND BEAM SHALL BE CONTINUED OVER COLUMN,TIP. le S.ALL DIAPHRAGMS UNBLOCKED UNO. 2 25 9. HATCHED AREAS INDICATE ROOF OVER-FRAMING APPLIED ABOVE PLYWOOD SHEATHING.REFER TO `rjONAL D* ARCH DRAWINGS FOR FULL EXTENT OF CRICKETS. 08109119 10.COLUMNS AND BEARING WALLS SHOWN ON PLAN SHALL BE CONTINUED DOWN TO THE FOUNDATION UNLESS CARRIED BY A BEAM BELOW. 11.ROOF TRUSSES SHALL BE PRE-ENGINEERED BY OTHERS AND SPACED AT 24"OC,TYP. 12.ATTACH ALL ROOF TRUSSES TO SUPPORTS WITH SIMPSON H2.5A HURRICANE TIES.TRUSSES SHALL HAVE A MIN OF(2)HURRICANE TIES,ONE AT EACH END 13.ALIGN(2)STUDS MIN BELOW ENDS OF GIRDER TRUSSES LINO ON PLANS. 14.TRUSSES MARKED"DRAG TRUSS"SHALL BE DESIGNED FOR A SERVICE LEVEL SEISMIC LOAD OF 310 PLF. 15.ROOF TRUSSES SHALL BE DESIGNED FOR CONCENTRATED LOADS WHERE MEP SYSTEMS SUCH AS AIR HANDLER rJr OR CONDENSER UNITS ARE SHOWN ON MEP PLANS.VERIFY SIZE,WEIGHT,AND LOCATION OF UNITS W/MEP F DRAWINGS. Z ca 16.ALL COLUMNS NOT OTHERWISE CALLED OUT SHALL BE Cl.SEE COLUMN SCHEDULE. j a H^ a' � TYPICAL HEADER SUPPORTS(UNO) U 7.1 7 6 5 4 3 2 1 1.1 od 17'-4" 16'-10" 8'-9" 8'-9" 16'-10" 17'4- FRAMING EXTERIOR INTERIOR INTERIOR LEVEL (RO>3'-4") (RO 53'-4") m 2 3/4" �� 2 3/4" ,y ROOF (1)FULL HT (1)FULL HT (1)FULL HT (1)CRIPPLE +(1)CRIPPLE (1)CRIPPLE o O 3RD (1)FULL HT (1)FULL HT (1)FULL HT W +(1)CRIPPLE +(1)CRIPPLE +(1)CRIPPLE Y (1)FULL HT (1)FULL HT (1)FULL HT A \ 2ND +())CRIPPLE +(2)CRIPPLE +(1)CRIPPLE NOTES: 1.THE COLUMNS LISTED IN THE TABLE ABOVE SHALL BE PLACED IMMEDIATELY DESIGN: RMK = BELOW THE"FRAMING LEVEL"INDICATED. DRAWN: JEG 2.HEADER SUPPORTS SHALL HAVE THE SAME GRADE OF LUMBER AS THE WALL IN C S 4 WHICH THEY ARE LOCATED. CHECK: JGG 3.REFER TO TYPICAL ROOF PLAN NOTES FOR TYPICAL BEARING WALL HEADERS 3 SW4 SW4 3 NOT SPECIFICALLY CALLED OUT ON THE PLANS. JOB NO: 18386.10 D - DATE: 08/09/19 e 11 11 6 TYPICAL FRAMING SCHEDULE 6. 6. BEARING WALLS 6 56.1 6, FRAMING LEVEL INTERI = 3 EXTERIOR INTERIOR 2x6 2x4OR PARTY WALLS I I I g ti g 2x6 DF STUD 2x6 DF STUD 2x4 DF STUD 2x4 DF STUD 9 G 56, C2 ROOF @ 16,OC @ 16"OC @ 16"OC EA FACE @ 16"OC GIRDER Io S6• C� GIRDER 3 C GIRDER 3 2x6 DF STUD 2x6 DF STUD 2x4 DF STUD 2x4 DF STUD 3RD @ 16"OC @ 16"OC @ 16"OC EA FACE @ 16"OC W Z 2ND 2x(5 DF STUD 2x6 DF STUD 2x4 DF#1 2x4 DF STUD 7 r @ 16"OC @ 16"OC @ 16"OC EA FACE @ 16"OC W E - - - - - - , - - - - > a 6.1 o NOTES: Q 0 1.THE WALLS LISTED IN THE TABLE ABOVE SHALL BE PLACED IMMEDIATELY = SW6 SW6 BELOW THE"FRAMING LEVEL"INDICATED. = Z 2.NON BEARING WALLS SHALL BE 2x4 OR 2x6 DF STUD GRADE AT 16"OC UNO. 3 6. 2 2 N 56.1 56.1 N 3 00 F fW)/ 0) Z a Q Q W6- SWEL W J W s:o V) Z �] DFfl H Z L'"I 0 Z LL n �^ Z N J 0 u ��u1 U ^ Q 7.1 7 6 5 4 3 2 1 1.1 SHEET: S2.4-F ROOF FRAMING PLAN © KEY PLAN 1 SCALE: 1/8"=V-0" NTS C 4�M ENGINEERING SHEAR WALL SCHEDULE (DF) BEAM SCHEDULE 250 4TH AVE. S., SUITE 200 SILL PLATE MARK BEAM REMARKS HANGER AS REQ'D EDMONDS, WASHINGTON 98020 MIN.FRAMING AT SHEAR WALL RIM JOIST OR SILL PLATE ANCHOR SHEAR PHONE (425) 778-8500 TYPE APA RATED ADJOINING PANEL NAILING BLOCK CONN TO NAILING TO BOLT TO SLAB OR FOUNDATION CAPACITV FAX 425 778-5536 SHEATHING RIM/BLKG. SILL PLATE SIZE BM3 4x6 OF#2 - HU46 MAX ( ) EDGES(SEE NOTE 5) AT PANEL EDGES TOP PLATE BELOW FOUNDATION (PLF) BM2 4x8 OF#2 - HU48 MAX SW6 15/32" 2x STUD 0.148"0 x 2 1/4" LTP4 OR A35 0.131"0 x 3 1/4" 3/4"0 AB ONE SIDE AND BLKG @ 6"OC @ 24"OC @ 5"OC @ 5'-0"OC 2x 310 BM3 4x10 OF#2 - HU410 MAX 15/32" (2)2x STUD AND 0.148"0 x 2 1/4" LTP4 OR A35 0.131"0 x 3 1/4" 3/4"0 AB BM4 3 1/2"x 9 1/4"PSL SEE NOTE 5 HU410 MAX SW4 ONE SIDE 2x FLAT BLKG @ 4"OC @ 16"OC @ 3"OC @ 4'-3"OC 2x 460 BM5 5 1/4"x 9 1/4"PSL SEE NOTE 5 HHUS5.50/10 G VY Cp. 15/32" (2)2x STUD AND 0.148"0 x 2 1/4" LTP4 OR A35 0.131"0 x 3 1/4" 3/4"0 AB V. of WAS S� SW3 2x 600 BM6 7'x91/4"PSL SEE NOTES HGU57.25/10 F /�"�4- $1/n- ONESIDE 2x FLAT BLKG @ 3"OC @ 12'OC @ 2.5"OC @ 3'-4"OC v c 15/32" 3x STUD AND 0.148"0 x 2 1/4" LTP4 OR A35 0.131"0 x 3 1/4" 3/4"0 AB BM7 4x12 OF#2 - HU412 MAX SW2 ONE SIDE 2x FLAT BLKG @ 2"OC @ 10"OC @ 2"OC @ 2'-6"OC 2x 770 BM8 31/2"x 111/4"PSL SEE NOTE 5 HHUS410 L151 25W4 15/32"BOTH (2)2x STUD 0.148"0 x 2 1/4" LTP4 OR A35 0.131"0 x 3 1/4" 3/4"0 AB BM9 5 1/4"x 111/4"PSL SEE NOTE 5 HUCQ612-SDS �S SIDES AND BLKG @ 4"OC @ 8"OC @ 1.S"OC @ 2'-0"OC 2x 920 SjONAL 15/32"BOTH 3x STUD 0.148"0 x 2 1/4" LTP4 OR A35 0.162"0 x 3 1/2" 3/4"0 AB BM10 7"x 111/4"PSL SEE NOTE 5 HGUS7.25/12 25W3 SIDES AND BLKG @ 3"OC @ 6"OC @ 2"OC @ 1'-6"OC 2x 1200 BM11 3 1/2"x 14"PSL - HGU5414 OBI 09119 2SW 2 15/32"BOTH 3x STUD 0.148"0 x 2 1/4" LTP4 OR A35 0.162"0 x 3 1/4" 3/4"0 AB BM12 5 1/4"x 14"PSL - HGUS5.50/14 SIDES AND BLKG @ 2.OC @ 5"OC @ 1.5,OC @ 1'-3"OC 2x 1540 BM13 6x10 OF#2 - HUCQ610-SD5 NOTES: 1.REFER TO THE TYPICAL SHEAR WALL DETAIL. BM14 31/2"x 18"PSL - HGUS418 2.THE VALUES IN THIS TABLE ARE APPROPRIATE FOR DF GRADE STUDS AND OF GRADE PLATES&RIM/BLOCKING. NOTES: 3.NAILS AT ADJOINING PANEL EDGES SHALL BE STAGGERED EACH SIDE OF THE COMMON JOINT. 1.REFER TO THE LATEST SIMPSON STRONG-TIE CATALOG FOR HANGER INSTALLATION INFORMATION. 4.WHERE PANELS ARE APPLIED ON BOTH FACES OF A WALL,PANELJOINTS SHALL BE OFFSET TO FALL ON DIFFERENT FRAMING MEMBERS,OR FRAMING SHALL 2.REFER TO FRAMING PLANS AND NOTES FOR SUPPORTS AT BEAM ENDS. BE 3x AT ADJOINING PANEL EDGES AND NAILS SHALL BE STAGGERED. 3.ALL BEAMS EXPOSED TO WEATHER OR IN CONTACT WITH CONCRETE OR MASONRY SHALL BE 5.WHERE TABLE SPECIFIES(2)2x FRAMING,CONNECT(2)2x STUDS AND BLOCKING AS FOLLOWS:SW4=(2)0.131"0 @ 4"O.C.,SW3=(2)0.131"0 @ 3"OC. PRESSURE TREATED. 6.NOTE THAT 3x FRAMING MAY BE USED IN LIEU OF(2)2x FRAMING SPECIFIED IN TABLE. 4.REFER TO PLAN NOTES FOR BEAMS&HEADERS AT BEARING LOCATIONS THAT ARE NOT CALLED 7.INTERMEDIATE FRAMING TO BE WITH 2x NOMINAL MEMBERS(MIN)U.N.O.FIELD NAILING 12"O.C.MAXIMUM. OUT a 8.AT ALL 3/4"0 SILL PLATE ANCHOR BOLTS,INSTALL 1/4"x 3"x 3"PLATE WASHERS.EDGE OF PLATE WASHER SHALL BE WITHIN 1/2"OF SHEATHED EDGE.FOR 5.IF BEAM DEPTH SHOWN IS NOT AVAILABLE IN STOCK,THE SUPPLIER SHALL RIP BEAMS TO EXACT DOUBLE SIDED SHEAR WALLS,USE WIDER PLATE WASHERS AS REQUIRED TO MEETTHIS REQUIREMENT. DEPTH PRIOR TO SHIPMENT. 9.PROVIDE A MINIMUM OF 7"EMBEDMENT FOR A.B.INTO FOUNDATION OR STEM WALL. Z 10.PROVIDE A MINIMUM OF(1)ANCHOR BOLT WITHIN 12"OF EACH WALL END. a N o H cl � rn w w o a am ti w0, H m ao COLUMN SCHEDULE o HOLDOWN SCHEDULE (DF) MARK COLUMN SIZE COLUMN SIZE REMARKS 2x4 WALL 2x6 WALL a MARK TYPE MIN CHORD STUD NAILS OR BOLTS ANCHOR BOLT CAPACITY(LB) Cl (2)2x4 (2)2x6 SEE NOTE 2 7 SIZE (SEE NOTE 4) C2 (3)2x4 (3)2x6 SEE NOTE 2 Ol MST37 (2)2x (11)16d EA END - 2,710 C3 (4)2x4 (4)2x6 SEE NOTE 2 DESIGN: RMK O2 MST60 (2)2x (23)16d EA END - 6,235 C4 46 DF#2 4x6 DF#2 - DRAWN: J EG O3 MST72 (2)2x (31)SDS 1/4"x 21/2"SCREWS - 6,730 C5 4x8 DF#2 6x6 DF#2 CHECK: JGG ® HDUS (2)2x (14)SDS 1/4"x 2 1/2"SCREWS 5/8"0 4,065 C6 4110 DF#2 6x8 DF#2 - JOB NO: 18386.10 < HDUS 4x OF (20)SDS 1/4"x 21/2"SCREWS 7/8"0 6,970 C7 6x10 DF#2 6x10 DF#2 - © HOUll 4x OF (30)SDS 1/4"x 21/2"SCREWS 1"0 9,535 C8 (3)11/2"x 5 1/2"ESE - DATE: 08/O9/19 C9 5 1/8"x 6"GLB - O7 HDIJ14 6x OF (36)SDS 1/4"x 21/2"SCREWS 1"0 14,445 C10 5 1/8"x 7 1/2"GLB - HDU19 1 6x OF 1 (5)1"0 THRU BOLTS 11/4"0 19,070 Cll H555x5x5/16 I H555x5x5/16 NOTES: NOTES: 1.REFER TO THE LATEST SIMPSON STRONG-TIE CATALOG FOR ADDITIONAL INSTALLATION REQUIREMENTS. 1.REFER TO THE LATEST SIMPSON STRONG-TIE CATALOG FOR PRE-FABRICATED 2.REFER TO DETAIL 8/55.1 FOR INSTALLATION OF MST TYPE FLOOR TO FLOOR STRAPS.REFER TO DETAIL CONNECTION INSTALLATION REQUIREMENTS. 8/55.2 FOR CONNECTION OF STRAP TO BEAM BELOW. 2.MULTIPLE STUD COLUMNS SHALL USE GRADE OF STUD INDICATED ON WALL 3.REFER TO DETAIL 7/55.2 FOR INSTALLATION OF ROD TYPE FLOOR TO FLOOR HOEDOWNS.REFER TO FRAMING SCHEDULE.REFER TO TYPICAL DETAILS FOR FABRICATION OF MULTIPLE DETAIL 9/55.2 FOR CONNECTION OF ROD HOEDOWN TO WOOD BEAM BELOW. STUD COLUMNS. 4.WHERE APPLICABLE,REFER TO 57.1 FOR HOEDOWNS AT STEEL BEAMS. 3.CONTRACTOR TO PROVIDE BLOCKING EQUAL TO COLUMN DIMENSIONS AT JOIST W 5.INSTALL HDU TYPE HOLDOWNS AT FOUNDATION OR SLAB PER DETAIL 8/54.1. SPACE BELOW ALL COLUMNS. Z 6.AT ALL HOEDOWN CHORDS,PROVIDE PANEL EDGE NAILING PER SHEAR WALL SCHEDULE. W a � M � N JOIST SCHEDULE N FOOTING SCHEDULE MARK JOIST SPACING REMARKS N 00 0) MARK FOOTING SIZE REINFORCING COMMENTS FJl 2x10 OF#2 16"OC SEE NOTE Q Q FS` V-6"x V-0"DEEP x CONTINUOUS (3)#5 CONTINUOUS SEE NOTE 2 F12 2x10 OF#2 12"OC SEE NOTE 2 CL W �:: v/ FJ3 2x12 OF#1 16"OC SEE NOTE 2 Lv Ld F2 1 2'-0"x 2'-0"x l'-O"DEEP (3)#5 EACH WAY BOTTOM - J J F14 2x12 OF#1 12"OC SEE NOTE 2 Q I.- Z F3 3'-0"x T-O"x 1'-0"DEEP (4)#5 EACH WAY BOTTOM - DJ3 2x6 HF#2 16"OC SEE NOTE 2 Z N 0 0 F4; 4'-0".4'-0"x 1'-0"DEEP (5)#5 EACH WAY BOTTOM _ D12 2x8 HF#2 16"OC SEE NOTE 2 LLL, (-'� w D13 2xl2 HF#2 16"OC SEE NOTE 2 F__ Z Z = F5 5'-0"x 5-0"x 1'-2"DEEP (6)#5 EACH WAY BOTTOM - RJl 2x12 HF#2 24"OC SEE NOTE 2 w F6 6'-0"x 6'-0"x V-4"DEEP (7)#5 EACH WAY BOTTOM R12 13/4"x 111/4"EVIL 24"OC SEE NOTE 2 (, Q N H REFER TO RETAINING REFERTO RETAINING NOTES: RW WALL SCHEDULE WALLSCHEDULE WHERE APPLICABLE 1.FOR JOIST HANGERS REFER TO THE LATEST SIMPSON STRONG-TIE CATALOG FOR ALL INSTALLATION REQUIREMENTS.USE MAX NAILING ONO. NOTES: 2.TIMBER JOISTS FRAMING INTO WOOD BEAMS OR RIMS SHALL USE LUS OR HU SERIES 1.ALL FOOTINGS SHALL BEAR ON FIRM,UNDISTURBED NATIVE SOIL OR COMPACTED STRUCTURAL FILL FACE MOUNT HANGERS.TIMBER JOISTS FRAMING INTO STEEL BEAMS SHALL USE PER GEOTECHNICAL ENGINEERING REPORT. LBV SERIES TOP FLANGE HANGERS. 2.REINFORCEMENT SHALL BE CONTINUED FROM CONTINUOUS FOOTINGS THRU SPREAD FOOTINGS WHERE APPLICABLE. ^^.1-F CORNER BARS x�Q IN ALL AREAS WITH EXPOSED C CON/FLOORS,EDGE SLAB ENGINEERING ''A" MAY BE SUBSTITUTED FOR ALL 4PASS ON GRADE 90°HOOKED BARS WITH LJOI MAX WITH IUSSEA AND FILLJOINT WITH SEALANT T CENTER d ° AT TOP AND 250 4TH AVE. S., SUITE 200 • �� °°4 PROVIDES/8"0x2'-0" HALL NOT EDMONDS, WASHINGTON 98020 SMOOTH SLIP DOWEL BARS OINT PHONE (425) 778-8500 AT 12"OC,TYP UNO FAX (425) 778-5536 STD 90'HOOKTYP UNO T/2 UNO,VERT CORNER BARS SHALL BE TRENCH EXCAVATION 1.5 H LAP SPLICE SAME SIZE TABULATED FOR MIN PARALLELTO FTG MIN TYP WALL REINF FOR THICKER WALL d p "A"=SPLICE LENGTH GREASETHIS j - d _ 4 d GAF WAsg"9S HALF OF BAR /� SLEEVES TO CLEAR p•$ •4 % 1�-6�� PIPE 1"ALLSIDES - - NO PIPES ALLOWED IN v TYPICAL CONSTRUCTION JOINT //j MIN _ - ° THIS REGION.LOWER FTGS AS REQ'D F o ° SEE NOTES,DETAILS,OR PLANS FOR (1)#5 VERT REQ'D REINF.ALL BARSTO BE CONT d E a \ u d OR SPLICED PER STRUCTURAL NOTES SAWCUT JOINT FL ORS FIAS WITH CONC SLAB ON GRADE TOF `SjONAL EXPOSED CONC.FLOORS,FILL JOINT PIPE 4 - z WITH SEALANT.IN LIEU OF SAWCUT STD 180°HOOK JOINTS CONTRACTOR MAY USE ZIP ° v /�/9 4 HORIZ CORNER BARS OF SIZE STRIP PLACED WITH SLAB SLAB REINF AT BOF - "-__ BENT BARS TO MATCH AND SPACING RI MATCH °d CENTER OF SLAB OR &LAP FOOTING (2)#5 VERT d REINF OF THINNER WALL v AT TOP AND BOT Z m ° d ® = /\ BOTTOM REINF LOWER BOF ° d AS REQ'D z ° \ UNDISTURBED EARTH OR _ COMPACTED FILL PER d i • ° - ° 4 a X—X�-X X—x—X ° " STRUCTURAL NOTES 4 PIPE TRENCH EXCAVATION PARALLEL 9"MIN III-III- 3"CLR TO FOOTING IS NOT ALLOWED TYP TYP PLACE VERT REINF OUTSIDE EXCEPT BELOW THIS LINE.STEP FTG AS T AS OTHERWISE NOTED OR SHOWN A TYPICAL CONTRACTION JOINT REQUIRED FOR THIS CONDITION T=FTG THICKNESS PER PLAN, SCHED,AND DETAILS �F TYPICAL CONCRETE WALL REINFORCING DETAIL � TYPICAL SLAB ON GRADE DETAILS � TYPICAL PIPE PENETRATION AT WALLS AND FOOTINGS � TYPICAL STEPPED WALL FOOTING F � SCALE. NTS L SCALE: 1"=1'0" J SCALE: 1/2"=1'-0" Y SCALE: 1/2"= z0 m la N NOTE: SILL PLANDABDIA ~ RAISE STEM WALL AS REQ'D AT PERIMETER AREAS AND SPACING PER O WHERE NEEDED DUE TO CIVIL GRADES. SHEAR WALL SCHED wCl w (2)#5 CONT TOP STUD WALL PER PROVIDE BLOCK OUT p, FRAMING PLAN NOTES AT DOOR OPENINGS SHEATHING PER SHEAR w\ WALL SCHED SHEATHING AND NAILING STUD WALL PER NOTE: F pl SLAB ON GRADE AND FRAMING PLAN NOTES WHERE CONCRETE WALL WITH HT>3'-0" Q O PER PLAN AND SHEAR SUBGRADE PER 00 WALL SCHEDULE AT PLAN CHORD 512E PER EXISTS,ROD MAY EXTEND 24"MIN INTO SHEAR WALL PER mo 4"0 PERFORATED PVC PIPE PER HOEDOWN SCHED WALL W/NUT&WASHER AS SHOWN PLAN AND SCHED LOCAL CODES WITH 6"OF 1" z #5 @ 15"OC EA WAY 1' MINUS GRAVEL ALL AROUND, PAVING OR FINISHED CENTERED IN WALL COUNTERSINK 1 WRAPPED IN NON-WOVEN y HOEDOWN PER PLAN ADDITIONAL END GE FABRIC.SLOPE TO GRADE PER ARCH AB PER SHEAR WALL SCHED AND SCHED,WHERE STUD AS REQ'D DRAWINGS OR STRUCTURAL NOTES APPLICABLE DRAIN 1/8"PER 1'-0"MIN.TURN • • X—X AB PER SHEAR WALL DESIGN: RMK DOWN PERFORATIONS AS SHOWN '° ` 1 rr, PT SILL PL SCHED OR THREADED ROD AS REQ'D HOEDOWN PER PLAN °d e o °e Oo bb STRUCTURAL NOTES THREADED ROD AS REQ'D FOR HOLDOWN W/NUT AND SCHED DRAWN:cp JEG �o on ° SLAB ON GRADE AND FOR HOEDOWN W/NUT AND WASHER AT BASE. Ro 4O 00 0°°O o�° SUBGRADE PER PLAN AND WASHER AT BASE EXTEND ROD INNTO NGOCHECK: JGG z 00 0 111 34. JOB NO: 18386.10 0 O 0 0 °ao oX 4X—X 4�X Z+�pc— —X—X—X dC X -4•X�- iX X—.ac TOP OF FTGDATE: 08�09�19 d Q 00 � - on °`a � o0 00 � I d °O dO 0oo ° - - d II O o0 0 0 1�4 .III-iTi L�4 ° LL FTGS 1 AT SHEAR WALL FTGS I' LINE OF MAX EXCAVATION. / -1I-1I-III: FOOTING / _ `� - -III - PROVIDE TOP REINF PROVIDE TOP REINF IF SOIL IS OVER EXCAVATED, /�1 DRAIN / 8 m ^'u 1 TO MATCH BOT REINF TO MATCH BOT REINF - 4 d 4 I REPLACE WITH LEAN MIX /� ) 1 ° 11 44 CONCRETE.J , / ALT HOOK AS SIZE AND REINF REINF PER PLAN I d 4 ° SIZE&REINF MAXIMUM //A SIZE&REINF AND SCHED - SHOWN J SLOPE PER PLAN&SCHED PER PLAN AND SCHED °- a FIRM BEARING SOIL OR PER PLAN&SCHED COMPACTED STRUCTURAL FILL W I.SINGLE WALL II.PARTY WALL m� Z TYPICAL FOOTING DRAIN TYPICAL STEM WALL DETAIL CONTINUOUS FOOTING DETAIL HOLDOWN DETAIL L� (� 'J 8 SCALE: 1"=1'-0" a 5 SCALE: 1"=1'-0" v SCALE:PIA, 1' HOEDOWN&CHORD PER PLAN AND SCHED = v (WHERE APPLICABLE) GAP PER SHEATHING AND ARCH ~ J SILL PL,AB DIA AND NAILI NG PER PLAN AND Q SPACING PER SHEAR SJHEED STUD WALL PER WALL SCHED FRAMING PLAN NOTES COL PER PLAN �[ M AND SCHED .6 N W SLAB ON GRADE AND EER (2)#4 TOP SUBGRADE PER CH 8"x 8"CONCRETE SIMPSON ABU POST BASE. 00 Q PROVIDE BLOCKOUT CONTRACTOR HASTHE Y W 0) FOUNDATION PLAN AT DOOR OPENINGS PLINTH EQ SPACED OPTION TO USE SIMPSON Ln SLAB ON TIES EQ SPACED ADE AND TITEN HD ANCHORS. •I • —q�C - —�#( EA S BGRADER PER PLAN PAVING OR FINISHED CL ~ Q 11 ACE _(4)#4 HOOKED L�J GRADE PER ARCH _ 4 IL ___R _____I _ z • - • 4-X X—X Bo DOWELS DRAWINGS _j -- Q Z O4 d a oO° 099 dJ O opg ° 6" Q o BOO - - - ` a_.• °oo°0 N 0 O ° z1-� � � ZO 0O O D °� p LLI Z 0000 o 0 O 0 O - REINF PER PLAN Z Z 0 /'�0 FOOTING&REINFORCEMENT _ p O o o O ° 00� PER PLAN.PROVIDE DOWELS O O °O°o a o AND SCHEDULE Z N J w O o 0 EPDXIED INTO STEM WALL o 0 °OO W ^ 0 o O O o0 - - TO MATCH LONGITUDINAL O O OO o0 • °• d U Q L.L H O O oOO11 o 0 •, d j a_ • BARS W/5"EMBED a• ° - - / NE: FOOTING FOROT INFORMATION NOT DRAIN / Id / SPECIFICALLY CALLED OUT // REFER TO DETAIL 6. SIZE&REINF PER PLAN AND SCHEDULE SIZE AND REINF PER PLAN AND SCHED PER PLAN&SCHED /� 1 EXTERIOR FTG AT INTERIOR FTG INTERSECTION STEM WALL DETAIL AT BRICK VENEER i ISOLATED COLUMN FOOTING S4. 1—F 9 SCALE: 1"=1'-0" O SCALE: 1"=1'-0" SCALE: 1"=1'-0" C I�M STUD WALL PER PLAN ENGINEERING (WHERE APPLICABLE) GYPCRETE TOPPING PER ARCH 250 4TH AVE. S., SUITE 200 30" #4 DOWELS @ 2x LEDGER W/3/4"01-BOLTS @ 32"OC EDMONDS,(425)WASH GTON 0 020 1'-6"OC AND WITHIN 12"OF EA END(EMBED 6"). PHONE (425) 778-8500 FAX (425) 778-5536 DISCONTINUE LEDGER AT CROSS BEAMS. CONCRETE SLAB ON GRADE DO NOT OVER-DRILL HOLES. AND SUBGRADE PER FLOOR SHEATHING PER PLAN NOTES k GEOTECH REPORT CONCRETE PLINTH .41 // I PER ARCH W/#4 .I X TIES @ 6"OC I• y VY G C WAS (2)#5 BARS 17 /n COLUMN AND BASE PL I l 1 1'-0" FLOOR JOIST s PER PLAN AND SCHED I BACKFILL W/FREE MIN PER PLAN -II ' j O ynp5 1 2X BLOCKING@ L DRAINING MATERIAL mo' i DIAMOND SHAPED BLOCK ONAL S`YI 4f'�4ti 11/2" 24 OC t� I d I' OUT.GROUT SOLID AFTER b} CUR #4 @ 10"OC HORIZ EA FACE o I SETTING COLUMN 08109119 OF WALL(#5 @ 15"OC c SLAB ON GRADE OR "S"BARS FOR 4'&6'WALLS) a ASPHALT PAVING PER a EDGE BLOCK OUT WITH t+ NOTE: FOUNDATION PLAN I 1/8"MAX RADIUS AND FILL �% #4 VERT @ 12"OC I JOINT WITH SEALANT TYPICAL FTG �oPo OUTSIDE FACE(NOT REQ'D WALLS WITH 4'AND 6'MAX RETAINED HEIGHT �"rT� DRAIN FOR 4'&6'WALLS) LISTED IN SCHEDULE HAVE ONE LAYER OF a. REINFORCING CENTERED IN THE WALL. X—X— X -.I —X—X—X a X •�o p Q SLAB-ON-GRADE ALTERNATE HOOK DIRECTION INTO FOOTING 2"CUR TO - 00 00 p• PER PLAN NOTES EVERY OTHER BAR. °p a - ° ° °0 0 0 BASE PLATE ^� �'° ro IIIIII o° o° —X—X—X d z a,.II aii \o o 1ii 111 0°oo�o - RETAINING WALL SCHEDULE �� • WALL GEOMETRY WALL REINFORCING ° W - rc ry ua ° o • • = MAX "T" "B" "t" "D" "S"BARS "F"BARS z z "H" O m ^u - - _ 5 4'-0" 0'-8" 0'-8" 8" 12" #5 @ 15"OC t NOT REQ'D Ia � -III-III-I -I I- "F"BARS m" 6'-0" 1'-0" V-10" 8" 12" #5 @ 12"OC E #5 @ 15" SIZE&REINF U "S"BARS #5 @ 12"OC 8'-0" 1'-6" 2'-10" 10" 14" #5 @ 10"OC #5 @ 15" PER PLAN&SCHED w w � a 1'-6" 3'-4" 30" 14" #5 @ 8"OC #5 @ 10" Ol BUILDING RETAINING WALL SECTION ISOLATED FOOTING DETAIL 1 SCALE: 3/4"-1'0" SCALE: 1"=1'0" 00 Y lr Q DESIGN: RMK DRAWN: JEG CHECK: JGG JOB NO: 18386.10 DATE: 08/09/19 W z L LJ a H J M Q �S N w Y N rn M Q Q Z a_ w3 O_ a LLI z N o w 0 U Z F- z Z Z w n � O U Q L� S4.2-F NOTE: 2x OR 3x BLOCKING ONLY STAGGER SHEATHING AS SHOWN. IF BLOCKED DIAPHRAGM o FOR 2x4 STUDS,PROVIDE SINGLE ENGINEERING (IBC TABLE 2306.3.1,CASE 1 OR 3) 15 SPECIFIED w ROW OF NAILS STAGGERED EASIDE FRAMING MEMBERS W/ '-a\z WITH 11/2"EDGE DISTANCE.FOR 250 4TH AVE. S., SUITE 200 INTERMEDIATE SPACING PER PLAN ..F 2x6 STUDS,PROVIDE(2)ROWS OF EDMONDS, WASHINGTON 98020 FRAMING MEMBERS ^'o NAILS SPACED AT 21/2"W/11/2" PHONE (425) 778-8500 STAGGER NAILS ON EA SIDE PANELHIINIG EDGE DISTANCE FAX (425) 778-5536 OF PANELJOINT AS REQUIRED PER SHEAR WALL SCHED PANEL EDGE NAILING ADJACENT NAILS IN A 9"OC MAX SPACING BETWEEN PER SHEAR WALL - - - ROW ARE TO BE ADJACENT NAILS IN A ROW _ SCHEDULE,TYP CONTINUOUS ------ PANEL EDGES DRIVEN FROM _____ —n-------n— — ------n-------n-------n-------n-----rn II OPPOSITE SIDES,TYP I•I I•I I'I I'I I'I I•I I I•I PANEL EDGE NAILING INTO O�VY C,p" II II II II II II III HOEDOWN CHORDS,TYP II pF'AS °`9s I I I I I I I I I I I I III INTERMEDIATE — — — — — �a io'Y HEADER PER PLAN I I I I I I I I I I I I III NAILING @ 12"OC I•I I•I I•I I•I I•I I•I I I. I •I I I I I I I I I I I I I I I I 0.131"0 x 3"NAILS,TYP O ynzs I I I I I I I I I I I I L gF' ti PLAN CRIPPLE DO NOT CUT PER I•I I I I I I I FRAMING ATADJOINING I I SHEATHING PER PLAN AND I I II it II S`Sj0NAL IIII I II •• I PANEL EDGES PER SHEAR II I SHEAR WALL SCHEDULE I I AWAY MATERIAL I I I I I I III I•I I•I I, I•I WALLSCHED I I PANELEDGES _ _ - OBI 09119 FROM CRIPPLE STUD$ i I• I I I I I I I I I I (5)STUDS MAX TO I I I I I I I I I I I I I III HOEDOWN CHORD PER BE USED FOR I•I I I I I I� I 11 I I I I�� SCHEDULE.REFER TO 1 II I•I II II II I I III II , I I I I I lip I BUILT-UP COLUMNS DFULL-HEIGHT II I TYPICAL BUILT-UP HOL OWN CHORD , , COLUMN DETAIL I•I I I I I I� I I H---_-_H H_____ '-7r------ '--'--' TYPICAL FLOOR ROOF SHEATHING DETAIL Q TYPICAL BUILT-UP STUD COLUMN DETAIL I I I I I •� I I I I,I I,I 2 SCALE: NTS I I•I I•I I, I I•I ADDITIONAL END STUD I•I I I I I I I I I I I I I IF REQUIRED TO IIII I j I I I,•I I I I I I I I I PROVIDE I•I I I I I I I I I I I COUNTERSINK FOR IIII I I I I •I I I I I I I I I HOEDOWN BOLTS J I I, I,I I,I Q I I I•I I•I I, I I•I TYP DOUBLE I•I I I I I J I I I I I I I I HOEDOWN ANCHORAGE TOP PLATE II II I, II II II II PER PLAN AND SCHEDULE 0 AB W/SIMPSON BP I I I I I I I I I I I I 2 1/4"END (2)ELSEWHERE 0 x 3"NAILS @ 9"OC O m I I •I I I I I I I I I DISTANCE,TYP ELSEWHERE W/11/2"EDGE DISTANCE 1= PL WASHER,TYP I•I I,I I,I I I I,I I,I 1/2"TO d � I I I I I•I I I I (2)ROWS OF(8)0.131"0 x 3" - � I I I I I I SIMPSON CNW COUPLER SHEATHED EDGE PLATE 3"OC SIMPSON A35 - I I NAILS @ 3"OC EA SIDE OF SPLICE U NUT W/SIZE TO MATCH WASHER SPACING (ONLY REQUIRED m m I I I I I I I PER SHEAR AT EXTERIOR a I I I I HOEDOWN ANCHORAGE PT SILL PL PER I•I I,•I A ,I I I 41 41 WALL SCHED HEADERS GREATER SHEAR WALLSCHED I I I I•I I I I I THAN 6'SPAN) ____i __ _ J1__ II II II PANEL EDGE NAILING /� JI< -1L---_--i�--_---i PERSHEARWALL SCHED) II TOP CHORD w\ -° SPLICE AT LOCATIONS SPECIFIED IT ISNOT POSSIBLE BOTTOM 6 0.131"0 x 3" ~� II II II I I I I I li TO INSTALL THE SPECIFIED 0.131"O SPLICE CHORD O Q O II ^� II II IIV�—CONTINIJEHOUDIDWNCHOR. I-I NAILS,THE CONTRACTOR SHALL INSTALL SPLICE NAILS o W yy I I I I I I TO FOUNDATION SIMPSON C520 STRAPS EA SIDE OF WALL O AT SPLICE.INSTALL EA STRAP W/(12)10d Y - AT EA END.WHERE BOTH PLATES ARE BEAM OR HEADER PER SECTION A-A TYPICAL STUDS 1 CONCRETE FOOTING = — = AND A — = CUT,INSTALL CS20 STRAPS AT EA PLATE PLAN AND NOTES OR P/T SLAB PER PLAN AND SHEAR I SCALE:1 1/2"=1'-0" WALL SCHEDULE,TYP RIM BOARD AND EA SIDE OF THE WALL. \�� DESIGN: RMK OR BLOCKING /l L 6'-0"MIN BETWEEN SPLICES NAILING PER TYP ii CONCRETE STEM WALL BUILT-UP STUD NOTES: � DRAWN: JEG 1. REFER TO STRUCTURAL NOTES FOR ADDITIONALINFORMATION. SPLICES TO OCCUR AT COLUMN DETAIL 2.FOR SHEAR WALLS WHERE NO HOEDOWNS ARE SPECIFIED THE CONCRETE FOOTING CENTER OF VERTICAL STUDS CHECK: JGG FIRST AB SHALL BE LOCATED NOT MORE THAN V-0"AND NOT CRIPPLE STUDS PER PLAN JOB NO: 18386.1 O LESS THAN(7)BOLT DIAMETERS FROM END OF WALL. AT HOEDOWNS:PROVIDE FULL HT AND COLUMN SCHEDULE OR TOP CHORD SPLICE BOTTOM CHORD SPLICE HOEDOWN CHORDS PER HD SCHED. STRUCTURAL NOTES DATE: 08/09/19 OTHERWISE:(1)2x FULL HT TYPICAL SHEAR WALL DETAIL d TYPICAL TOP PLATE SPLICE DETAIL TYPICAL HEADER DETAIL 7 SCALE: 3/4"=V-0" T SCALE: 1"=1'-0" SCALE: 1"=1'-0" EDGE NAILING PER PLAN BEAM PER PLAN AND SCHEDULE W AND SHEAR WALL EDGE NAILING PER PLAN AND JOIST DIREC ION CHORD SIZE PER Z SCHEDULE OR EDGE NAILING PER PLAN 2x6 STUD @ 2x4 CROSS WALL SHEAR WALL SCHEDULE OR PER PLAN SIDE OF EA EACH HOEDOWN SCHEDULE STRUCTURAL NOTES,TYP AND SHEAR WALL 2x8 STUD @ 2x6 CROSS WALL STRUCTURAL NOTES,TYP SIDE OF BEAM SCHEDULE OR 0.131"0 x 3" STRUCTURAL NOTES,TYP (2)ROWS OF 0.131"0 x 3" NOTE: SIMPSON STRAP WITH Lil (� NAILS @ 9"OC NAILS @ 9"OC 5UPPORTSA1 N FASTENERS PER Q J SOLID POSTS SIM o a HOEDOWN SCHEDULE STUD p STUD INSTALL MAX NAILING = Q WALL WALL INTO RIM OR BLOCKING F- WHERE POSSIBLE w BEAM PER PLAN Q (2)ROWS OF 0.131"0 x 3" EDGE NAILING PER PLAN AND EDGE NAILING PER PLAN AND AND SCHEDULE NAILS @ 9"OC SHEAR WALL SCHEDULE OR SHEAR WALL SCHEDULE OR ad IN STRUCTURAL NOTES,TYP STRUCTURAL NOTES,TYP SIMPSON LTP4 OR A35 'r� FRAMINGANCHOR N v (2)ROWS OF 0.131"0 x 3" EACH SIDE OF BEAM Y W 0 Z STUD WALL PER FRAMING 0.131"0 x 3" NAILS @ 9"OC(EACH SIDE F z N _ PLAN NOTES,TYP NAILS @ 9"OC OF PARTY WALL) SOLID OR MULTIPLE k m 4 Q Q C STUD COLUMN PER PLAN L STUD WALL PER FRAMING STUD WALL PER FRAMING m c g \ JOIST DIRECTION 0- PLAN NOTES,TYP PLAN NOTES,TYP a LL p H PER PLAN W Q SHEATHING(OR GWB)AND BEAM WIDTH, p o FILL JOIST SPACE WITH FULL J NAILING PER PLAN AND SHEAR SHEATHING(OR GWB)AND SHEATHING(OR GWB)AND MIN LINO SOLID OR MULTIPLE z o i z DEPTH BLOCKING TO Q Z L.L WALL SCHEDULE OR NAILING PER PLAN AND SHEAR NAILING PER PLAN AND SHEAR STUD COLUMN PER PLAN Oz s N o MATCH DIMENSIONS OF Z (n O STRUCTURAL NOTES,TYP WALL SCHEDULE OR WALL SCHEDULE OR o a�'^ STUD COLUMN ABOVE STRUCTURAL NOTES,TYP STRUCTURAL NOTES,TYP wff Q (') Q PARALLEL TO STUD WALL PERPENDICULAR TO STUD WALL F- Z Z O A.CORNER INTERSECTION B.'T INTERSECTION C.PARTY WALL INTERSECTION Z c,4 J O TYPICAL WALL INTERSECTION DETAIL TYPICAL FLUSH BEAM SUPPORT DETAILS TYPICAL STRAP HOLDOWN DETAIL ^ a LL SCALE: 1"=V-0" 8 SCALE: 1"=1'-0" S5.1-F STUD WALL PER FRAMING PAN NOTES STUD WALL PER FRAMING PAN NOTES STUD WALL PER ENGINEERING SHEATHING AND NAILING NOTE: FRAMING PAN NOTES PER PAN AND SHEAR SILL PLATE NAILING PER PAN SHEATHING AND NAILING SILL PATE NAILING PER PAN FORNOTES AND DETAILS 250 4TH AVE. S., SUITE 200 WALL SCHEDULE OR AND SHEAR WALL SCHEDULE PER PAN AND SHEAR AND SHEAR WALL SCHEDULE NOT CALLED OUT REFER SHEATHING AND SILL PATE NAILING SILL PATE NAILING PER EDMONDS, WASHINGTON 98020 STRUCTURAL NOTES OR STRUCTURAL NOTES WALL SCHEDULE OR OR STRUCTURAL NOTES TO DETA11 1 NAILING PER PAN AND PER PAN AND SHEAR SHEAR WALL PHONE 425 778-8500 STRUCTURAL NOTES SHEAR WALL SCHEDULE WALL SCHEDULE OR ( ) BREAK SHEATHING OR STRUCTURAL NOTES STRUCTURAL NOTES FAX (425) 778-5536 AT PATE LINO SHEATHING AND SHEATHING AND (4)10d NAILS ALIGNED 2x WOODJOIST (4)10d NAILS NAILING PER PAN NAILING PER PAN 13/4"LSL BLOCKING SHEATHING AND PER PAN AND SCHEDULE 2x CONTINUOUS RIM- 2x CONTINUOUS RIM NAILING PER PAN Ir 2x WOOD SILL PATE NAILING PER RIM JOIST SHEARWALL SCHEDULE GVY C BREAK SHEATHING BREAKSHEATHIN ov WAS "7S AT PATE UNO RIM AND PROVIDE PANNELEL V�� \1� NAILING EA SIDE OF - - 1 P o PANEL EDGE NAILING JOINT PER SW SCHED PER PAN AND SHEAR WOOD JOISTS PER PAN AND (3)0.131"O x 3" - - PROVIDE PANEL EDGE WOOD JOISTS PER WALL SCHEDULE OR SCHEDULE JOISTS PER PAN NAILING PER SHEAR WALL PAN AND SCHEDULE O LzsS PANEL EDGE NAILING NAILS EACH END -JOISTS PER PAN C' STRUCTURAL NOTES PER PAN AND SHEAR AND SCHEDULE SILL PATE NAILING PER AND SCHEDULE, SCHEDULE AT TOP PATE 2x BLOCKING @ 4'-0"OC 9Sj0 2x4 BLOCKING AT SHEAR WALLS WALLSCHEDULEOR WOOD JOISTS PER PAN SHEARWALLSCHEDULE LAPPED E BUTTED FIRSTJCKIN BAY ONLY NAL NOTE: ONLY STRUCTURAL NOTES AND SCHEDULE PANEL EDGE NAILING 08109119 NON-SHEAR WALL 2x WOOD BLOCKING PER PAN AND SHEAR 2x4 BLOCKING AT 2x4 BLOCKING OR A35 NAILING SHALL BE PER @ 4'-0"OC MAX WALL SCHEDULE OR SHEAR WALLS MODETAIL (PER SW SCHED)BETWEEN IBC TABLE 2304.9 STRUCTURAL NOTES OTES AND DETAILS BLOCKING AND TOP PATE ALLED OUT REFER AT SHEAR WALLS ONLY 2 A.TYPICAL FRAMING B.ALTERNATIVE SHEAR WALL FRAMING EXTERIOR WALL PARALLEL TO JOISTS INTERIOR BEARING ON BOTH SIDES INTERIOR WALL PARALLEL TO JOISTS TYPICAL STUD WALL FRAMING DETAIL TYPICAL STUD WALL FRAMING DETAIL !� TYPICAL STUD WALL FRAMING DETAIL d TYPICAL STUD WALL FRAMING DETAIL 2 SCALE: 1"=1'-0" v SCALE: 1"=1'-0" T SCALE: 1"=1'-0" 1 SCALE: 1"=1'-0" FF F 0 m O m SHEATHING AND (- NAILING PER PAN AND NOTE: SHEAR WALL SCHEDULE FOR NOTES AND H SILL PATE NAILING PER PAN DETAILS NOT CALLED SHEAR WALL SHEAR WALL O 2 &SHEAR WALL SCHEDULE OR SILL PLATE NAILING PER OUT REFER TO CASE A PER PAN PER PAN w w STRUCTURAL NOTES SILL PATE NAILING PER 2x CONTINUOUS RIM SHEAR WALL SCHEDULE CHORD SIZE PER a SHEAR WALLSCHED BOARDS.PERPENDICULAR DIAPHRAGM HOEDOWN SCHEDULE BEAMS SHALL FULLY BEAR PANEL EDGE NAILING PER BOUNDARY NAILING ALIGNED 2x WOODJOIST (4)lOd NAILS ON WALL SHEAR WALL SCHEDULE PER PAN AND SCHEDULE INTO BLOCKING SIMPSON HOEDOWN HOLDOWN STRAP HOLDOWN w SHEATHING AND SIMPSON A35 PER PER PAN AND PER PAN,FIELD STRAP PER PAN, F p� NAILING PER PAN SHEAR WALL SCHEDULE (4)10d NAILS A SCHEDULE BEND AROUND BEAM FIELD BEND Q O AROUND BEAM W O I y I I I BEAM PER PAN � I II 1 II CONTINUOUS II RIM WOOD JOISTS PER WOOD JOISTS PER II DESIGN: RMK II PAN AND SCHEDULE PAN AND SCHEDULE DRAWN: JEG JOISTS PER PAN NOTES: 2x BLOCKING @ ONLY ° 1 SHEATH COMMON SIDE FOR OC 2x BLOCKING EA JOIST DIRECTION FULL DEPTH 3/4 . CHECK: JGG PROVIDE PANEL EDGE FIRST JOIST BAY ONLY SIDE OF RIM @ PER PAN NAILING PER SHEAR WALL SHEATHING OR lx FRAMING STACKED SHEAR WALLS. SCHEDULE AT TOP PATE 2x4 BLOCKING OR A35 BETWEEN RIM BOARDS 2.WHERE HOLDOWNIS REQUIRED 4'-0"OC JOB NO: 18386.10 (PER SW SCHED)BETWEEN INSTALL HOEDOWN ON FILL JOIST SPACE WITH BLOCKING AND TOP PATE PARTY WALL W/SIZE SHEATHED SIDE OF PARTY WALL. BLOCKING TO MATCH JOIST PER PAN JOIST PER PAN DATE: 08�09�19 NOTE: AT SHEAR WALLS ONLY AND SPACING OF 3.SHEATHING IS SHOWN ON DIMENSIONS OF STUD (DIRECTION VARIES) (DIRECTION VARIES) FORNOTES AND DETAILS OUTSIDE FACE OF WALL,BUT COLUMN ABOVE NOT CALLED OUT REFER STUDS PER PAN NOTES MAY ALTERNATELY BE INSTALLED HEADER BEAM TO DETAILS 1&2 ON INSIDE FACE. COUNTER SINK PER PAN ADDITIONAL END `INTERIOR WALL PARALLEL TO JOISTS A.PERPENDICULAR TO JOISTS B.PARALLEL TO JOISTS STUD FOR BOLTS FLUSH BEAM HEADER TYPICAL STUD WALL FRAMING DETAIL TYPICAL PARTY WALL FRAMING DETAIL 'J TYPICAL ROD HOEDOWN DETAIL f� TYPICAL STRAP HOEDOWN TO WOOD BEAM SCALE: 1"=1'-0" 6 SCALE: 1"=1'-0" SCALE: 1"=1'-0" v SCALE: 1"=1..' W Z W /^ > J SHEATHING&NAILING Q _ PER PAN&SHEAR WALL SCHEDULE OR NOTE: _ PARTY WALL W/SIZE& STRUCTURAL NOTES FOR NOTES&DETAILS NOT I— N6 WOOD SCREWS SPACING OF STUDS PER SPECIFICALLY CALLED OUT bi PAN NOTES SILL PATE NAILING REFER TO CASE A. Q OR 8d @ 6"OC (2)8d NAILS AT A PLANK PER PAN&SHEAR M WALL SCHEDULE OR N 2x LEGER A7TACHEDTORIM 2x WOOD BLOCKING 2x LEGER ATTACHED TO RIM STRUCTURAL NOTES DIAPHRAGM BOUNDARY ad N W/(2)1/4"0 x 31/2"SIMPSON @ 4'-0"OC MAX W/(2)1/4"0 x 3 1/2"SIMPSON SILL PATE NAILING PER SHEATHING&NAILING 2x FULL HEIGHT BLKG NAILING INTO BLKG 00 SIDS SCREWS @ 12"OC SIDS SCREWS @ 24"OC SHEAR WALL SCHED PER PAN SHEATHING& (3)lOd NAILS NAILING PER PAN N cc Q Q L CL w 3 Q J w� WOODJOIST&HANGER WOOD JOISTS PER WOOD JOIST PER FP-N ISTS PER Z PE N PER PAN&SCHEDULE PAN&SCHEDULE PAN&SCHEDULE CHEDULE JOISTS PER PAN&SIMPSON A35 PER JOISTS PER PAN& LLI PROVIDE PANEL EDGE PROVIDEPANELEDGE SHEAR WALL SCHEDULE SCHEDULE,LAPPED 2x BLKG @ 4'-0"OC SCHEDULE,APPED F- Z 0 2x4 BLOCKING OR A35 KING OR A35 PER PLAN I NAILING PER SHEAR WALL NAILING PER SHEAR WALL PANEL EDGE NAILING FIRST BAY ONLY Z IN J II SCHEDULEATTOP PLATE (PER SHEAR WALL SCHED) SCHEDULE AT TOP PATE (PER SHEAR WALL SCHED) PER PLAN AND SHEAR W ^ 0 W BETWEEN BLOCKING AND TOP BETWEEN BLOCKING AND $ WALLSCHEDULE H WOOD BEAM PATE AT SHEAR WALLS ONLY TOP PATE AT SHEAR U � Q PER PAN FOR NOTES AND DETAILS FOR NOTES AND DETAILS WALLS ONLY STUD WALL PER NOT CALLED OUT REFER NOT CALLED OUT REFER STRUCTURAL NOTES -. BEARING PATE TO DETAILS 1&2 TO DETAIL51&2 3/8 x 3 1/2 x 0'-3 1/2" A.JOISTS PERPENDICULAR TO WALL B.JOISTS PARALLEL TO WALL A.DECK JOISTS BEARING B.DECK JOISTS NON-BEARING ROD HOLDOWN TO WOOD BEAM i DECK FRAMING DETAIL ii TYPICAL STUD WALL FRAMING DETAIL ��.�-� 9 SCALE: 1"=V-0" •O SCALE: 1"=V-0" •• SCALE: 1"=V-0" TREAD/RISER PER ARCH USE 1 1/8"PLYWOOD TREADS UNO NOTCHED STRINGER TREAD AND 2x12 BLOCKING RISERS PER ARCH (4)8d @BLOCKING DO NOT OVERCUT NOTCHES 2x6 SISTERED 4X12 DF#2 BEAM BEAM PER PLAN ENGINEERING AB PER STRUCTURAL NOTES OR FOR TREAD/RISER PER SECTION A VARIES PER PLAN PROVIDE HILTI X-DNI(0.145"0)@ 250 4TH AVE. S., SUITE 200 12"OC.EMBED MIN 2"INTO EDMONDS, WASHINGTON 98020 CONCRETE W/STANDARD STEEL 2x12 STRINGER 2x12 STRINGER STAIR PHONE (425) 778-8500 WAS • SIMPSON HUC28-2, FAX (425) 778-5536 TREATED 2x SILL PLATE EACH STRINGER,WITH •�i a,. FULL NAILING • 2x12 TREADS SHEATHING ? NOTCHED PER ARCH WHERE NOTED 2x6 SISTERED TO SIDE 2x12 NOTCHED STRINGER ON PLAN OF 2x12 W/(2)ROWS 2x6 BLOCKING STRINGER JOIST PER • OF 10d NAILS STAGGERED @ 6"OC 2x6 SISTERED PLAN C,tIEV A Cp W X—XI—X—X�-�I—X_g—df—�—X 3x BEVELED PLATE PERSERIONA of WAsg`9S _ d JI a AS SHOWN BLOCKING @ V�� /--,�f4 F' N - OO° c HUC28-2 W/ 24"OC �o q° oMo o o NOTCH BEAM AS FULL NAILING 05 ob 1 �� a ♦° a 6 REQUIRED 2x STUD WALL OR I ,0" BEAM PER PLAN 8'-0"MAX SPAN BETWEEN 12"OC MAX ONAL SIZE&REINFORCING LANDINGS MAXIMUM SLOPE PER PLAN AND SCHEDULE 8 0 MAX LANDINGS TWEEN 2x6 SISTERED TO 2x12 PER ON PLAN _lj 08/09119 TYPICAL STAIR SECTION A.TYPICAL STRINGER TO LOWER LANDING B.TYPICAL STRINGER TO PONY WALL C.TYPICAL STRINGER TO CENTER BEAM D.TYPICAL STRINGER TO UPPER LANDING GAP(IF REQUIRED)TO SUIT ARCH FINISHES. TYPICAL STAIR SECTIONS 2 TYPICAL STAIR SECTION 1 SCALE: 1"=1'-0" SIMPSON HUC610 FACE MOUNT BEAM PER PLAN HANGERW/MAXNAILING AND SCHEDULE Q SIMPSON HUC610 FACE MOUNT BEAM PER PLAN HANGER W/MAXNAILING AND SCHEDULE m HANDRAIL W/CONN TO STRINGERS PER MFR Ia v=i H DIM PER ARCH DRAWINGS HANDRAIL W/CONN TO (Oi1 STRINGERS PER MFR w w � a PTGLULAM NOTCH CAREFULLY ai STRINGERS,TYP WITHOUT w PIERS,TM (2 x 3 x 1/4 x0'-6" OVER-CUTTINGPRESS Q p DECK) IS TREK PLAN STRINGERS,TYP a. W/(2)1/2"0 x 4"LAG p DECK JOIST PER PLAN NOTCH CAREFULLY SCREWS INTO BEAM AND 00 00 WITHOUT INTO STRINGER 21 FLAT DECKING L3 x 3 x 1/4 x 0'-6" OVER-CUTTING Y BEAM PER PLAN AND SCHED W/(2)1/2"0 x 3" W/SIMPSON PLAN H N EA END EXPANSION BOLTS AND(2) < 1/2"0 x 4"LAG SCREWS PRECAST CONCRETE CLOSED RISER TREADS W/ . I DESIGN: RMK PRECAST CONCRETE CONN TO STRINGERS PER DRAWN: JEG NOTES: 2x CONT LEDGER W/ CLOSED RISER TREADS + t CHECK: JGG 1.FOR NOTES AND DETAILS (2)1/4"0 x 3 1/2'SDS W/CONN TO JOB NO: 18386.1 O NOT CALLED OUT REFER SCREWS @ 12"OC 2x WOOD JOISTS STRINGERS PER MFR TO TYPICAL DETAILS. PER PLAN AND t t DATE: 08/09/19 SCHED 1! 1! DECK POST PER PLAN 2x WOOD BLKG x x 1i L x x @ 4'-0"OC MAX BEAM PER PLAN -� III III-1 r AND SCHEDULE Q SECTION AT EXTERIOR WOOD DECKS d STAIR SECTION STAIR SECTION v SCALE: 1"=V-0" T SCALE: 1"=1'-0" SCALE: 1"=1'-0" W PROVIDE CONTINUOUS TOP CHORD Z PROVIDE CONTINUOUS TOP CHORD AT SIMPSON SHEARWALLORPROVIDE W SI ILSAT LL NAIL STRAP AL NG SHEAR WALL SHEATHING& SHEAR WALL OR PROVIDE SIMPSON SHEAR WALL SHEATHING& NAILS AT ALL NAIL HOLES ALONG NAILING PER PLAN&SCHEDULE CMSTI4 STRAP W/16d NAILS AT ALL NAIL NAILING PER PLAN&SCHEDULE ENTIRE TOP CHORD AT PERFORATION Q J APPLIED TO ALL FACES OF WALL HOLES ALONG ENTIRE TOP CHORD AT APPLIED TO ALL FACES OF WALL PERFORATION 4x HF BLOCKING,TYP Q I I. -I I I I.. SHEATHING AND NAILING w PER PLAN AND SW SCHED EXTERIOR SW SHEATHING M M AND NAILING PER PLAN CONT FULL WIDTH AND IN I - - -- - �I - - -- - ___ _____ AND SW SCHED FULL DEPTH LSL RIM AT '''SJ N '^ FLOOR LEVEL V I I. HEADER PER PLAN 4x HIF I I. HEADER PER PLAN CONT FULL WIDTH AND 2x CONTINUOUS RIM Y N 0 Z I. FULL DEPTH RIM AT WHERE SHAFT IS AT A II II. BLOCKING,TYPII II. FLOOR LEVEL SHEATHING AND CORNER,LAP BEAMS AT cc NAILING PER PLAN CORNER AND PROVIDE Q Q L II II. II I II. WHERE SHAFT 15 AT A CONTINUOUS CMSTI4 I I I I I I. SIMPSON L90 CLIP AT I I. STRAP W/16d NAILS AT I I I I. CONTINUOUS CMST16 STRAP W/10d LAP SHEATHING AT RIM CORNER,LAP BEAMS AT INSIDE OF CORNER W I L J I. I I I. NAILS AT ALL NAIL HOLES OVER ENTIRE CORNER AND PROVIDE W HEADER SUPPORTS PER ALL NAIL HOLESNGTH OVER AND PROVIDE PANEL J _ LENGTH OF PERFORATED SHEAR WALL SIMPSON L90 CLIP AT 1 I: PLAN&SCHEDULE ENTIRE LENGTH OF .� -I EDGE NAILING PER SW INSIDE OF CORNER FULL DEPTH 3/4" Q Z I I PERFORATED SHEAR I I I HEADER SUPPORTS PER SCHEDULE EA SIDE OF SHEATHING OR Ix FRAMING Z N 0 I I' WALLI I I PLAN&SCHEDULE ADJOINING PANEL EDGE BETWEEN RIM BOARDS 0 II 7 ADDITIONAL II IIIh - 1 - --NI - z Z Z 0 INTERMEDIATE I I. -�- JOISTS PER PLAN I CHORD PER SHEAR { I II. Z N J m II WALLSCHEDULE 'Il W w O I I END STUDS PER T I I NMD SHEPSON A35 PER PLAN AND SHEAR WALL SCHED U Q HOLDOWN II II SCHEDULE,TYP 'I II PLYWOODSHERPLAN II I I.- AND NAILING PER PLAN I II I II �6 AND SHEAR WALL SCHED __ ___4 PARTY WALL W/SIZE AND SPACING OF END STUDS PER HOLDOWN STUDS PER PLAN NOTES A.ELEVATION AT DOOR SCHEDULE(HOLDOWN NOT SHOWN) EXTERIOR SIDE INTERIOR SHAFTSIDE INTERIOR SIDE INTERIOR SHAFT SIDE FORCE-TRANSFER SHEAR WALL DETAIL J FORCE-TRANSFER SHEAR WALL DETAIL f� STAIRWAY&SHAFT SECTIONS S5.3-F 6 SCALE: NTS • SCALE: NTS v SCALE: 1"=1'-0" DIAPHRAGM BOUNDARY SHEATHING PER ROOF SHEATHING AND NAILING PER DIAPHRAGM BOUNDARY NAILING NAILING PER ROOF FRAMING PLAN NOTES ROOF FRAMING PLAN NOTES PER ROOF FRAMING PLAN NOTES FRAMING PLAN NOTES ENGINEERING ROOF SHEATHING AND NAILING PER ROOF TRUSS BLOCKING DESIGNED AND 250 4TH AVE. S., SUITE 200 FRAMING PLAN NOTES — PROVIDED BY TRUSSMFR.DESIGN EDMONDS, WASHINGTON 98020 BLOCKING FOR 242 PLF IN-PLANE 2x OUTLOOKER 2x4 BLOCKING SHEAR AT SHEAR WALLS ONLY PHONE (425) 778-8500 DIAPHRAGM BOUNDARY 2x4 BLOCKING W/SILL EACH BRACE FAX (425) 778-5536 NAILING PER ROOF PLATE NAILING PER FRAMING PLAN NOTES SHEAR WALL SCHEDULE GABLE END TRUSS (6)10d FULL DEPTH BLOCKING SHEATHING AND NAILING TO RIPPED TO MATCH SLOPE MATCH SHEAR WALL BELOW OFROOF VY PROVIDE(2)2x4 OR SIMPSON A35 FRAMING /W f4 sF' A35 EACH LINE SIMPSON LSTA15 h)2x6 DIAGONAL ANCHOR PER SHEAR T /nto - OFBLOCKING BRACE AT 4'-0"OC WALL SCHEDULE 11 SILL PLATE NAILING STRAP EACH SPLICE PER SHEAR WALL PRE-ENGINEERED ROOF __ znss SCHEDULE TRUSS PER PLAN SIMPSON LTP4 PER ''� S`SjONAL SHEAR WALL SCHEDULE PROVIDE BOUNDARY SIMPSON H2.5A 08109119 NAILING AT TOP PLATE PER TIE AT EACH TRUSS SHEATHING AND 2x4 BLOCKING BOUNDARY NAILING PER PRE-ENGINEERED SHEAR WALL SCHEDULE 2x4 BLOCKING FOR EACH BRACE ROOF TRUSS PER PLAN NAILING PER PLAN AND (3)TRUSS SPACES @ NOTE: SHEAR WALL SCHEDULE SHEAR WALL SCHEDULE (3)T US SP REFER TO CASE A FOR SHEATHING AND INFORMATION NOT SIMPSON H2.5A NAILING PER PLAN AND STUD WALL FRAMING 6d COOLER NAILS @ SPECIFICALLY CALLED OUT SHEATHING AND EACH TRUSS SHEAR WALL SCHEDULE PER PLAN NOTES 6"OC OVER EXTENTS NAILING PER PLAN AND OF BLOCKING SHEAR WALL SCHEDULE OPTION A.BLOCKING AND STRAPS OPTION B.BRACING TYPICAL TRUSS SUPPORT DETAIL TYPICAL GABLE END SECTION TYPICAL TRUSS BLOCKING DETAIL 2 SCALE: 1"=V-0" F PANEL EDGE NAILING z PER PLAN NOTES O j lz SHEAR WALL SHEATHING d H PER SCHEDULE W/8d@ x 0 2 6"OC PANEL EDGES m w w SHEATHINGAND w NAILING PER ROOF SHEATHING AND NAILING PER FRAMING PLAN NOTES 2x8 BLOCKING SLOPED ai ROOF SHEATHING AND ROOF FRAMING PLAN NOTES TO MATCH LOWER w DIAPHRAGM BOUNDARY NAILING PER ROOF ROOF PROFILE Q o ROOF SHEATHING AND NAILING PER ROOF FRAMING PLAN NOTES 2x FLAT OUTLOOKER o NAILING PER ROOF FRAMING PLAN NOTES 00 00 FRAMING PLAN NOTES 2x6 LEDGER W/(2)16d @ Y DIAPHRAGM BOUNDARY FULL DEPTH BLKG RIPPED < NAILING PER ROOF 2x4 BLOCKING W/SILL TO MATCH SLOPE OF ROOF 12"OC INTO BLOCKING& Q FRAMING PLAN NOTES PLATE NAILING PER SHEAR SILL PLATE NAILING GABLE TRUSS VERTICAL WALLSCHEDULE PERSW SCHED DESIGN: RMK FULL DEPTH BLOCKING RIPPED TO MATCH ROOF RAFTERS DRAG TRUSS PER PLAN. DRAWN: JEG SLOPE OF ROOF DESIGN ROOF TRUSS 16d @ 6"OC SHEATHING AND PER PLAN FOR 310 ELF IN-PLANE CHECK: JGG 2x4 BLKG W/SILL PL NAILING PER PLAN AND (ASD)SHEAR PROVIDE BOUNDARY SIMPSON A35 CLIP @ JOB NO: 18386.10 NAILING AT TOP PLATE PER NAILING PER SHEAR SHEAR WALL SCHED 12"OC STAGGERED SHEAR WALL SCHEDULE WALLSCHED DATE: 08/09/19 PRE-ENGINEERED ROOF SIMPSON H2.5A TIE TRUSS PER PLAN SHEATHING AND NAILING .. PER PLAN AND SHEAR STUD WALL FRAMING SIMPSON H2.5 TIE WALL SCHEDULE PER PLAN NOTES AT EACH TRU55 FULL HEIGHT STUDS AT GABLE END DROP BEAM PER PLAN TRUSS SUPPORT AT BEAM TYPICAL RAFTER SUPPORT DETAIL Q SECTION J ROOF STEP DETAIL AT PARTY WALL 4 w SCALE: 1"=1'-0" Z SHEATHING AND NAILING PER W /n ROOF FRAMING PLAN NOTES > v/ SW65HEATHING&NAILING Q DIAPHRAGM BOUNDARY NAILING J DIAPHRAGM BOUNDARY PER ROOF FRAMING PLAN NOTES = Q NAILING PER ROOF FRAMING PLAN NOTES 2x BLKG W/16d @ 6"OC � w ROOF SHEATHING AND M Q NAILING PER ROOF N FRAMING PLAN NOTES 2x8 BLKG PANEL EDGE NAILING PER PLAN NOTES DIAPHRAGM BOUNDARY N 'F� NAILING PER ROOF ROOF SHEATHING AND STUD WALL PER 00 V SHEAR WALL SHEATHING FRAMING PLAN NOTES NAILING PER ROOF ROOF SHEATHING AND PLAN&NOTES Y W FRAMING PLAN NOTES NAILING PER ROOF 0 N Z PER SCHEDULE W/8d @ FRAMING PLAN NOTES 16d @ 6"OC 2x6 WALL W/(2) 6"OC PANEL EDGES � Q 16d @ 8"OC SILL LIJ PLATE NAILING - SIMPSON B SERIES 21 BLOCKING L�J Q SHEATHING AND SLOPED HANGER OVER EXTENTS J RAFTERS PER NAILING PER ROOF 2x8 BLOCKING ROOF RAFTER PER PLAN PLAN&MFR FRAMING PLAN NOTES SLOPED TO MATCH OF LEDGER Q � Z � (2)16d @ 8"OC LOWER ROOF SIMPSON LUS HANGER PROFILE Z N 0 W/SLOPED SEAT w 0 (,'� Li— TRUSS MFR TO PROVIDE � Z Z 0 2x HF LEDGER Z N J BLOCKING WITHIN TRU55 AS 2x6 LEDGER W/(2)16d @ 16d @ 6"OC � ROOFTRUSSES REQ'D FOR RAFTER SUPPORT 12"OC INTO BLOCKING& - W/(2)16d NAIL$ Ld I- � 0 PER PLAN _ GABLE TRUSS VERTICAL @ 12"OC U Q CONT FULL WIDTH 2x4 BLKG W/16d 16d @ 6"OC TOP PLATE ON 2x4 @ 6"OC NAILING CONT FULL WIDTH TOP PLATES GIRDERTRU55 PLATE ON 2x4 PLATES -. SHEATHING AND PER PLAN&MFR SHEATHING AND 2x ROOF RAFTERS NAILING PER PLAN AND NAILING PER PLAN AND PER PLAN SHEAR WALL SCHED PARTY WALL SHEAR WALL SCHED PARTY WALL PER PLAN. PER PLAN TRUSS PER PLAN&MFR RAKE WALL TO MATCH ROOF SLOPE HANGER PER TRUSS MFR S6.1-F TRUSS FRAMING AT PARTY WALL TRUSS FRAMING DETAIL i ROOF STEP DETAIL ii RAFTER FRAMING AT PARTY WALL i RAFTER LEDGER DETAIL SCALE: 1"=1'-0" •0 SCALE: 1"=1'-0" •• SCALE: 1"=1'-0" • SCALE: 1"=1'-0" WF 1/2" FL HSS COL FLANGE 1'-3" TYP 1/2" � ry 1'-2" 41/2" 3" 3" 41/2" TYp 4" 3" 3" t 4" ENGINEERING III a III n EDMONDS, WASHINGTON 98 0 20 w PHONE (425) 778-8500 FAX (425) 778-5536 5 1/2"AT HSS5x5(4) 61/2"AT HSS6x6 (4)3/4"0 AB'S 3 16W32x35 EQ EQ W12x96 - 3 16 CVY C 1/4"CAP PL,TYP ^� [COL G•�$of//W\I;6� \ \ EA COL 7 3" 11/2" WF BEAM cCOL x x PER PLAN a a 11"AT HSS5x5 2n�5 3" 1 1/2" 3" 1 1/2" ` - L 4SF' 1 12"AT HSS6x6 5 1/2"AT HSS5x5 m m 14"AT H558x8 2x NAILER RIPPED TO WIDTH ONAL = 61/2"AT HS56x6 FLOOR SHEATHING PER OF BEAM W/5/8"0 CARRIAGE BEAM TO BEAM BEAM TO COLUMN I + EQ EQ FRAMING PLAN NOTES BOLTS @ 24"OC STAGGERED 08109119 I EQ EQ TVP PERIMETER HSS OR I I + HSS WITHIN STUD WALL EACH SIDE OF WEB I [ C I BEAM NO OF PLLENGTH PL WELD DIM(a) DIM(b) N. a x x $ SIZE BOLTS (L) THICKNESS SIZE REFERTO DETAILIFOR PLATE&BOLTS,TYP �r FFF W10 (2)7/8"0 6" 3/8" 1/4" 11/2" 11/2" COL PER PLAN a a W12& (3)7/8"0 9" 3/8" 1/4" 11/2" 11/2" ry d AND/OR SCHED AND/OR PLAN W14 - SCHED COL PER PLAN 3" P JOIST AND HANGER PER FNOTES: PLAN AND JOISTSCHED Q OLTS SHALL BE A490,TYP UNO BOLT HOLES SHALL BE STANDARD SIZE,TYP UNO. USE 3/4"0 ANCHOR BOLTS BOLT INSTALLATION SHALL BE PER AISC SPECIFICATIONS,LATEST EDITION. I I TYP PERIMETER HSS OR AND 3/4"BASE PLATE TYP HSS NOT BEAM PER PLAN HSS WITHIN STUD WALL THICKNESS UNO. WITHIN STUD WALL AND SCHED z O m TYPICAL SINGLE PLATE SHEAR CONNECTION TABLE TYPICAL SHEAR PLATE CONNECTORS STEEL BASE PLATE DETAILS SECTION 1 SCALE: NTS SCALE: 1"=1'-0" w SCALE: NTS SCALE: 1"=l'-O" w o a am ti w� �m HOLDOWN PER Q O PLAN SCHED PLYWOOD SHEATHING& o 3/8"SIDE PLATES SPACED AT HOLDOWN STRAP PER NAILING PER PLAN AND WIDTH OF BEAM+1/8"W/ PLAN AND SCHED.FIELD SHEAR WALL SCHEDULE (2)3/4'.A307 BOLTS BEND AT STEEL BEAM STEEL BEAM PER PLAN. L PE 'C STUD WALL PER PLAN PROVIDE 12"LONG SHEAR WALL SCHED D OR BEAM PER PLAN AND SCHED BEAM PER PLAN (2)1/4"STIFF PL SOLID WEB BLOCK SILL PLATE WOOD NAILER STEEL BEAM PER NOTCHED AT WF W/SMOOTH AND SCHED EA SIDE OF PL CONNECTED W/(4) (2)16d@8"OC DESIGN: RMK PLAN&SCHEDULE RADIUS AS REQ'D 8"OC;(4)TOTAL 1/2"0 CARRIAGE BOLTS WOOD NAILER PANEL EDGE NAILING PER FLOOR SHEATHING DRAWN: JEG PER PLAN SHEAR WALL SCHEDULE CHECK: JGG I * JOB NO: 18386.10 BEAM PER PLAN DATE: 08/09/19 AND SCHED 3/4"BRNG PL JOIST PER PLAN JOIST PER PLAN STEEL BEAM 3/8"STIFF PL SPACED AT (DIRECTION VARIES) (DIRECTION VARIES) WEB FLOOR JOISTS PER 3/4"BREARING PL PER PLAN BLOCKING PLAN(DIRECTION TYP WIDTH OF BEAM+1/8" FLOOR JOISTS&HANGER VARIES) l 4 g^ 11/2" (3)SIDES 1 4 8' 11/2" W/(2)3/4"A307 BOLTS BE PER PLAN STEEL BEAM PER PLAN PER PLAN&SCHEDULE 14 STEEL BEAM AT EXTERIOR WOOD BEAM CONNECTION TO STEEL TYPICAL HOLDOWN TO STEEL BEAM SECTION w Z Lu N � J a O = � 1 (2)3/4"THRU BOLTS w DEMAND CRITICAL NOTES: T&B OF BEAM ONLY M 0 TYP 6 REQ'D WHERE CROSS �( N O3 BEVEL AS REQUIRED PER AWS D1.1 FOR SELECTED BEAM IS CANTILEVERED) ad N '^ 8 3 GROOVE WELD PROCEDURE. = BEAM PER PLAN 00 V COL PER PLAN Y W 0 Z - 55 4 2LARGER OF tyf OR 1/2"(PLUS 1/2tbf OR MINUS 1/4tv). + 0!: (n cc ( 3/4t%,TO%,W/3/4"MIN(±1/4"). _ < Q L I I 4 3/8"MIN RADIUS(PLUS NOT LIMITED,MINUS 0). W Q I + I FLAG NOTES: CONTINUITY PLATES Q Z I + I � SURFACE ROUGHNESS O 4 MATCH BEAMTHICK FLANGEESS OF a b ~ I BEAM FLANGE Z (I) 0 NOT GREATER THAN 500 © REFER TO FEMA 353 DOCUMENT,RECOMMENDED � (2)3/4" _ MICROINCHES. 3 SPECIFICATIONS AND QUALITY ASSURANCE GUIDELINES Z Ur J BOLTS T&B OF FOR STEEL MOMENT-FRAME CONSTRUCTION FOR uj BEAM(ONLY REQ'D 9 © STEEL SHEAR PLATE 1 SEISMIC APPLICATIONS,FOR FABRICATION DETAILS Z Z WHERE BE IS 56. CONNECTION. INCLUDING CUTTING METHODS AND SMOOTHNESS a-0.6bf b=0.75d NOTES: Z N J W CANTILEVERED) REQUIREMENTS. c=0.26f 1.TOLERANCES FOR RBS SECTION-a:±15% LLI ^ w D:::-.- NO DRILLING OR WELDING CONTINUITY TYP AT CONT IN THIS PROTECTED AREA. 4c'+b' c:±1/4" V PLATES EA SIDE PLATES r= 2.GOUGES UPTO 1/4"DEEP SHALL BE REPAIRED BY GRINDING OF WEB(T&B) 8c OUT A LENGTH OF lOx DEPTH OF GOUGE. TYPICAL SEISMIC BEAM SECTION 10 9 TYPICAL WELDACCESS HOLE 11 TYPICALDREDUCED BEAM SECTION SCALE: 1"-1'-0' S7.1-F STRUCTURAL NOTES C (THESE NOTES ARE TYPICAL UNLESS NOTED OR DETAILED OTHERWISE ON DRAWINGS) ENGINEERING CODE SHOP DRAWINGS MINIMUM LAPS AND EMBEDMENT WELDING 250 4TH AVE. S., SUITE 200 ALL MATERIALS,WORKMANSHIP,DESIGN,AND CONSTRUCTION SHALL CONFORM TO THE DRAWINGS, SHOP DRAWINGS FOR THE FOLLOWING ITEMS SHALL BE SUBMITTED TO THE ARCHITECT AND STRUCTURAL UNLESS OTHERWISE NOTED,REINFORCING SPLICE LENGTHS AND DEVELOPMENT LENGTHS SHALL BE AS WELDING SHALL CONFORM TO AWS"STRUCTURAL WELDING CODE",LATEST EDITION.ALL WELDING SHALL BE EDMONDS, WASHINGTON 98020 SPECIFICATIONS,AND THE INTERNATIONAL BUILDING CODE(IBC),2015 EDITION.SPECIFICATIONS AND ENGINEER FOR REVIEW PRIOR TO FABRICATION: TABULATED BELOW: DONE WITH 70 KSI LOW HYDROGEN ELECTRODES.WHERE NOT CALLED OUT,MINIMUM FILLET WELD SIZE SHALL PHONE (425) 778-8500 STANDARDS WHERE REFERENCED ON THE DRAWINGS ARE TO BE THE LATEST EDITION. BE PER TABLE 5.8 IN AWS DI.J.,LATEST EDITION. FAX (425) 778-5536 1.REINFORCING STEEL 3.PREMANUFACTURED WOOD TRUSSES f'c=3000 PSI DESIGN LOADS 2.CONCRETE MIX DESIGN 4.WOOD I-JOISTS&ENGINEERED WOOD BEAMS DEVELOPMENT LENGTH LAP SPLICE WELDING OF REINFORCING BARS SHALL NOT BE PERMITTED UNLESS SPECIFICALLY CALLED OUT ON DRAWINGS OR APPROVED BY STRUCTURAL ENGINEER.WELDING OF GRADE 60 REINFORCING BARS SHALL BE PERFORMED DEAD LOADS: SHOP DRAWINGS SHALL BE REVIEWED,REVISED AS REQUIRED FOR FIELD CONDITIONS,AND DATE STAMPED BY BAR TENSION COMPRESSION TENSION COMPRESSION USING LOW HYDROGEN ELECTRODES.WELDING OF GRADE 40 REINFORCING BARS SHALL BE PERFORMED USING ROOF 15 PSF THE CONTRACTOR PRIOR TO REVIEW BY THE ENGINEER.CONTRACTOR SHALL PROVIDE(3)SETS OF SHOP SIZE E70XX ELECTRODES.SEE REINFORCING NOTES FOR MATERIAL REQUIREMENTS OF WELDED BARS.WELDING FLOOR 24 PSF DRAWINGS FOR ENGINEER'S REVIEW.ALLOW TWO WEEKS FOR SHOP DRAWING APPROVAL BY ENGINEER. TOP BARS OTHER BARS ALL BARS TOP BARS BARS ALL BARS WITHIN 4"OF COLD BENDS IN REINFORCING BARS IS NOT PERMITTED. OVY C w LIVE LOADS: ENGINEER'S SHOP DRAWING REVIEW IS FOR GENERAL CONFORMANCE WITH THE DESIGN CONCEPT AND #3 22 17 9 28 22 12 ALL WELDING SHALL BE DONE BY WASHINGTON ASSOCIATION OF BUILDING OFFICIALS(WABO)CERTIFIED C'��F// 1 f sF' ROOF(SNOW LOAD) 25 PSF CONTRACT DOCUMENTS.MARKINGS OR COMMENTS SHALL NOT BE CONSTRUED AS RELIEVING THE WELDERS. T pup.- PRIVATE DECKS 60 PSF CONTRACTOR FROM COMPLIANCE WITH THE PROJECT PLANS AND SPECIFICATIONS.THE CONTRACTOR REMAINS #4 29 22 11 37 29 15 1 RESIDENTIAL 40 PSF RESPONSIBLE FOR DETAILS AND ACCURACY,FOR CONFORMING AND CORRELATING ALL QUANTITIES AND #5 36 28 14 47 36 19 LUMBER DIMENSIONS,FOR SELECTING FABRICATION PROCESSES,FOR TECHNIQUES OF ASSEMBLY,AND FOR PERFORMING O z 25 (LIVE LOADS ARE REDUCED WHERE PERMISSIBLE PER IBC SECTION 1607.10). THE WORK IN A SAFE MANNER. #6 43 33 17 56 43 23 GALL RADING ES SPECIFIED ARE MINIMUM KILN-DRIED TO MC GRADES OF THE FIRED.ALL LUMBER MINIMUM STANDARDS:BE IN ACCORDANCE WITH WWPA SSIONAL � EARTHQUAKE LOADS: ENGINEER'S SHOP DRAWING REVIEW OF STRUCTURAL COMPONENTS DESIGNED BY OTHERS IS FOR LOADS #7 63 48 20 81 63 27 IMPOSED ON THE BASIC STRUCTURE.THE COMPONENT DESIGNER IS RESPONSIBLE FOR CODE CONFORMANCE #8 72 55 22 93 72 30 SIZE CLASSIFICATION SPECIES GRADE Fb(PSI) Fc(PSI) 08/09119 EQUIVALENT LATERAL FORCE PROCEDURE PER ASCE 7-10 SECTION 12.8. AND ALL CONNECTIONS TO TH E BASIC STRUCTURE.SHOP DRAWINGS SHALL INDICATE MAGNITUDE AND LIGHT FRAMING(STUDS) DOUG-FIR STUD 776(REP) 800 DIRECTION OF THE LOADS IMPOSED ON THE BASIC STRUCTURE AND SHALL BE STAMPED&SIGNED BY A SITE CLASS D PROFESSIONAL ENGINEER REGISTERED IN THE SAME STATE AS THE PROJECT. f'c=4000 PSI 2x JOISTS AND PLANKS DOUG-FIR #2 978(REP) - SHORTPERIODSPECTRALRESPONSEACCEL(Ss) 1.071 DEVELOPMENT LENGTH LAP SPLICE PLATES AND BLOCKING DOUG-FIR #2 850 ONE SECOND SPECTRAL RESPONSE ACCEL N 0.417 FABRICATION SHALL BEGIN ONLY AFTER SHOP DRAWINGS BEARING THE STAMP AND SIGNATURE OF THE - SHORT PERIOD DESIGN SPECTRAL RESPONSE ACCEL(Sos) 0.765 PROJECT ARCHITECT,ENGINEER OF RECORD,AND CONTRACTOR HAVE BEEN RECEIVED. BAR TENSION COMPRESSION TENSION COMPRESSION 6x AND LARGER BEAMS AND DOUG-FIR #2 875 - ONE SECOND DESIGN SPECTRAL RESPONSE ACCEL(So,) 0.440 SIZE STRINGERS RISK CATEGORY II FOUNDATIONS:SPREAD FOOTINGS TOP BARS OTHER ALL BARS TOP BARS OTHER ALL BARS SEISMIC IMPORTANCE FACTOR 1.0 BARS BARS 4x AND SMALLER BEAMS AND DOUG-FIR #2 850 - (e) SOILS REPORT: REPORT NO: 18-0408 #3 19 15 8 24 19 12 STRINGERS SEISMSEISMGN CATEGORY D PREPARED BY: GEOTEST ALL POSTS AND TIMBERS DOUG-FIR #1 1200 1000 BASIC SEISMIC IC FORCE-RESISTING-SYSTEM WOOD SHEAR WALLS DATED: MAY 17,2019 #4 25 19 10 33 25 15 RESPONSE MODIFICATION FACTOR,(R) 1.5 REFER TO PLAN NOTES,SCHEDULES,AND DETAILS FOR MORE SPECIFIC LUMBER SIZE AND GRADE REQUIREMENTS. REDUNDANCY FACTOR(p) 1.0 #5 31 24 12 41 31 19 SEISMIC RESPONSE COEFFICIENT(C 0.118 ALLOWABLE SOIL PRESSURE: 2000 PSF ALL LUMBER IN CONTACT WITH CONCRETE,MASONRY,OR WITHIN 8"OF SOIL SHALL BE PRESSURE-TREATED. F s) #6 37 29 15 49 37 23 F W=TOTAL SEISMIC DEAD LOAD AS DEFINED PER ASCE 7-10 SECTION 12.7.2. LATERAL EARTH PRESSURE: #7 54 42 17 71 54 27 NAILS,BOLTS,AND METAL CONNECTORS FOR WOOD z UNRESTRAINED: 35 PCF+ANY APPLICABLE SURCHARGE O m RESTRAINED: 55 PCF+ANY APPLICABLE SURCHARGE #8 62 48 19 81 62 30 ALL NAILS SHALL CONFORM TO THE STANDARDS SET FORTH BY THE NATIONAL DESIGN STANDARDS(NDS)FOR I- BASE SHEAR(V),V=CsW= SD5 W � PASSIVE: 300 PCF WOOD CONSTRUCTION,LATEST EDITION.NAILING NOT SPECIFIED SHALL BE PER IBC TABLE 2304.9.1 NAILING _ � COEFFICIENT OF FRICTION: 0.35 NOTE: SCHEDULE.ALL NAILS CALLED OUT ON PLANS SHALL BE COMMON NAILS UNLESS NOTED OTHERWISE AND SHALL WIND LOADS: 1.ALL LENGTHS ARE IN INCHES. MEET OR EXCEED THE FOLLOWING MINIMUM GUIDELINES: FOUNDATIONS SHALL BEAR ON NATIVE SITE SOILS OR STRUCTURAL FILL,PREPARED AND COMPACTED AS 2.ALL LAP SPLICES ARE CLASS B. m BASIC WIND SPEED(3 SECOND GUST) 110 MPH REQUIRED BY THE GEOTECHNICAL REPORT AND AT LEAST 18"BELOW ADJACENT EXTERIOR GRADE.ANY 3.'TOP BARS"ARE HORIZONTAL REINFORCEMENT PLACED SUCH THAT MORE THAN 12 INCHES OF NAIL SHANKS MIN LENGTH p a EXPOSURE B FOUNDATION ELEVATIONS SHOWN IN THE DRAWINGS REPRESENT MINIMUM DEPTHS AND ARE FOR BIDDING CONCRETE IS CAST IN THE MEMBER BELOW THE BAR. 8d COMMON 0.1310 2 1/2"SHANK Kn 1.0 ONLY.ACTUAL FOUNDATION ELEVATIONS ARE SUBJECT TO SITE CONDITIONS AND MUST THEREFORE BE a, ESTABLISHED BY THE CONTRACTOR. CONCRETE WALL REINFORCING 10d COMMON 0.1480 3"SHANK w\ SEE PLANS FOR ADDITIONAL DESIGN LOADS. H p� 12d COMMON 0.1480 3 1/4"SHANK IMPORTED STRUCTURAL FILL AND BACKFILL MATERIAL SHOULD CONSIST OF CLEAN,WELL GRADED GRANULAR PROVIDE THE FOLLOWING MINIMUM REINFORCING UNLESS NOTED OR DETAILED OTHERWISE(GRADE 60): o STATEMENT OF SPECIAL INSPECTIONS MATERIAL FREE OF DEBRIS OR ORGANICS AS SPECIFIED IN THE GEOTECHNICAL REPORT. i6d COMMON 0.1620 31/2"SHANK 000 THICKNESS REINFORCING PLACEMENT J.d SPECIAL INSPECTIONS ARE REQUIRED AS INDICATED IN THE FOLLOWING TABLE.THE CONTRACTOR SHALL BACKFILL BEHIND ALL RETAINING WALLS WITH WELL-DRAINING,GRANULAR FILL AND PROVIDE FOR SUBSURFACE #4 @ 13"OC ME BOX NAILS MAY BE SUBSTITUTED FOR&COMMON NAILS WITH NO CHANGE IN NAIL SPACING.FRAMING Y SUBMIT WRITTEN STATEMENT OF RESPONSIBILITY TO THE BUILDING OFFICIAL AND OWNER PRIOR TO DRAINAGE. 6"WALLS EA WAY CENTERED MEMBERS MAY BE NAILED WITH 16d SINKERS(0.148"0 x 31/4"),BUT ONLY 16d COMMON NAILS SHALL BE USED Q COMMENCEMENT OF WORK IN ACCORDANCE WITH CHAPTER 1704.40F THE IBC. 8"WALLS #5 @ 15"OC EA WAY CENTERED WHERE l6d NAILS ARE INDICATED IN THIS DRAWING SET.ENGINEER MAY APPROVE OTHER NAILS IF NAIL LABELS 7 L STRUCTURAL OBSERVATION OF THE STRUCTURAL SYSTEM BY THE ENGINEER IS NOT REQUIRED. EXCAVATIONS AND DRAINAGE INSTALLATION SHALL BE OBSERVED BY A SOILS ENGINEER RETAINED BY THE ARE SUBMITTED TO ENGINEER PRIOR TO START OF CONSTRUCTION. OWNER.IF EXCAVATION SHOWS SOIL CONDITIONS TO BE OTHER THAN THOSE ASSUMED ABOVE NOTIFY THE 30"WALLS #4@16"OC EA WAY,EA FACE DESIGN: RMK FREQUENCY AND DISTRIBUTION OF REPORTS-INSPECTION REPORTS SHALL BE PROVIDED FOR EACH DAY ON STRUCTURAL ENGINEER FOR POSSIBLE FOUNDATION REDESIGN. ALL BOLTS IN WOOD MEMBERS SHALL CONFORM TO ASTM A307.PROVIDE WASHERS UNDER THE HEADS AND CONCRETE GENERAL NOTES NUTS OF ALL BOLTS AND LAG SCREWS BEARING ON WOOD.LEAD HOLES FOR LAG BOLTS SHALL BE BORED FOR DRAWN: J EG SITE BY SPECIAL INSPECTOR.STRUCTURAL OBSERVATION REPORTS SHALL BE PROVIDED AFTER EACH DEFERRED APPROVAL ITEMS THE SHANK AND THREADED PORTIONS PER NDS 11.1.3. OBSERVATION.REPORTS SHALL BE DISTRIBUTED TO TH E CONTRACTOR,ARCHITECT,ENGINEER AND BUILDING CHECK: JGG OFFICIAL. SUBMITTAL DOCUMENTS FOR DEFERRED SUBMITTAL ITEMS SHALL BE SUBMITTED TO THE ARCHITECT AND VERTICAL BARS SHALL START FROM TOP OF FOOTING.HORIZONTAL BARS SHALL STARTA DISTANCE OF I/2 THE CONNECTORS CALLED OUT BY LETTERS AND NUMBERS SHALL BE"STRONG-TIE"BY SIMPSON COMPANY, NORMAL BAR SPACING FROM TOP OF FOOTING AND TOP OF FRAMED SLABS.IN ADDITION,THERE SHALL BE A CATALOG TO BE THE LATEST EDITION,OR ENGINEER APPROVED EQUAL.CONNECTORS SHALL BE INSTALLED IN ENGINEER REVIEWED WHO SHALL REVIEWHAVE THEM ANDFOUND INDICATE IN GENERAL CONFORMANCE SUBMITTAL DOCUMENTS HORIZONTAL BAR AT A MAXIMUM OF 3"FROM TOP OF WALL AND BOTTOM OF FRAMED SLABS. JOB NO: 8/09/19 SPECIAL INSPECTION HAVE BEEN REVIEWED AND THAT THEY HAVE BEEN FOUND TO BE IN GENERAL CONFORMANCE WITH THE DESIGN ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS AND WITH THE NUMBER AND SIZE OF OF THE BUILDING.THE DEFERRED SUBMITTAL ITEMS SHALL NOT BE INSTALLED UNTIL THEIR DESIGN AND FASTENERS AS SPECIFIED BY THE MANUFACTURER.WHERE CONNECTOR STRAPS CONNECT TWO MEMBERS, DATE: 08�09�19 OPERATION CONT PERIODIC REMARKS SUBMITTAL DOCUMENTS HAVE BEEN APPROVED BY THE BUILDING OFFICIAL. PROVIDE CORNER BARS TO MATCH THE HORIZONTAL REINFORCING WITH TENSION LAP SPLICE AT EACH SIDE PER TABLE,OR BEND ONE SIDE OVER TO PROVIDE TENSION LAP. PLACE ONE-HALF OF THE NAILS,SCREWS,OR BOLTS IN EACH MEMBER. SOILS 1.PREMANUFACTURED WOOD TRUSSES INSTALL SOLID BLOCKING AT ALL BEARING POINTS.ALL SHIMS SHALL BE SEASONED,DRIED,AND THE SAME 2.HANDRAILS AND GUARDRAILS PROVIDE CONTROL OR CONSTRUCTION JOINTS IN SLABS ON GRADE TO BREAK UP SLAB INTO RECTANGULAR AREAS EXCAVATION&FILL&COMPACTION&DRAINAGE X GEOTECH ENGINEER 3.PREMANUFACTURED BOLT-ON DECKS OF NOT MORE THAN 400 SQUARE FEET EACH.AREAS TO BE AS SQUARE AS PRACTICALAND HAVE NO ACUTE GRADE(MINIMUM)AS MEMBERS CONNECTED. CONCRETE ANGLES.JOINT LOCATIONS TO BE APPROVED BY THE ARCHITECT. CONCRETE GALVANIZATION REINFORCING PLACEMENT X ALL CONSTRUCTION JOINTS SHALL BE THOROUGHLY CLEANED AND PROPERLY PREPARED IMMEDIATELY PRIOR TO ANCHOR BOLTS X ALL CONCRETE SHALL BE MIXED,PROPORTIONED,CONVEYED,AND PLACED IN ACCORDANCE WITH SECTION POURING OF CONCRETE.DOWEL STEEL SHALL BETHE SAME SIZE AND SPACING AS MAIN REINFORCING DETAILED UNLESS NOTED OTHERWISE,STEELCONNECTORS IN CONTACT WITH TREATED WOOD SHALL BE GALVANIZED Y CHAPTER 5 OF ACI 318 AND THE AMERICAN CONCRETE INSTITUTE'S SPECIFICATIONS FOR STRUCTURAL BEYOND JOINT. ACCORDING TO THE FOLLOWING TABLE: HOLDOWN PLACEMENT X CONCRETE FOR BUILDINGS(ACI 301). UNTREATED ACQ-C CBA-A OTHER OTHER PT CONCRETE TEST SPECIMENS X BARS PARTIALLY EMBEDDED IN HARDENED CONCRETE SHALL NOT BE FIELD BENT UNLESS SO DETAILED OR GALVANIZATION WOOD CCA-C SBX ACQ-D CA-B BORATE ACZA WOOD W ALL CONCRETE SHALL BE STONE-AGGREGATE CONCRETE HAVING AUNIT WEIGHT OF APPROXIMATELY 150 APPROVED BY THE STRUCTURAL ENGINEER. Z CONCRETE PLACEMENT X POUNDS PER CUBIC FOOT. G90 X X X SEE ARCHITECTURAL DRAWINGS FOR ALL GROOVES,NOTCHES,CHAMFERS,FEATURE STRIPS,COLOR,TEXTURE AND ADHESIVE ANCHORS X IF USED CONCRETE STRENGTHS AT 28 DAYS(f'c)AND MIX CRITERIA SHALL BE AS FOLLOWS: OTHER FINISH DETAILS AT ALL EXPOSED CONCRETE SURFACES.PROVIDE 3/4"CHAMFER AT ALL CORNERS EXCEPT AS G185 X X X X X X W EXPANSION ANCHORS X IF USED NOTED. HDG X X X X X X MAXIMUM MIN CEMENT MAXIMUM Q STRUCTURAL STEEL TYPE OF CONSTRUCTION f'c WATER/CEMENT CONTENT PER CUBIC STRUCTURAL STEEL STT300 X X X X X X X X SHRINKAGE$TRAIN FABRICATION&ERECTION X RATIO YARD STRUCTURAL STEEL DESIGN,FABRICATION AND ERECTION SHALL BE IN ACCORDANCE WITH THE AISC G90=0.90 OZ.OF ZINC PER SQUARE FOOT OF AREA = HIGH STRENGTH BOLTING X SLAB ON GRADE 3000 PSI 0.55 51/2 SACK N/A "SPECIFICATION FOR THE DESIGN,FABRICATION,AND ERECTION OF STRUCTURAL STEEL FOR BUILDINGS",LATEST G185=1.85 OZ.OF ZINC PER SQUARE FOOT OF AREA HOG=HOT DIP GALVANIZED SHOP&FIELD WELDING FOOTINGS 4000 PSI 0.50 51/2 SACK N/A EDITION. SST300=TYPE 316L STAINLESS STEEL W SINGLE PASS FILLET WELDS<5/16" X WALLS 4000 PSI 0.48 51/2 SACK N/A SHAPES SHALL CONFORM TO ASTM A992,Fy=50 KSI. RATED SHEATHING Cal 0 WOOD FRAME THE MINIMUM AMOUNT OF CEMENT LISTED ABOVE MAY BE CHANGED IF A CONCRETE PERFORMANCE MIX IS PLATES,ANGLES,AND RODS SHALL CONFORM TO ASTM A36,Fy=36 KSI. N RATED SHEATHING SHALL BE GRADE C-DINT-APA WITH EXTERIOR GLUE OR O5B SHEATHING WITH EXTERIOR 00Z SHEARWALL&DIAPHRAGM NAILING X SPACING 54-Oc SUBMITTED TO THE ENGINEER AND THE BUILDING DEPARTMENT FOR APPROVAL TWO WEEKS PRIOR TO PLACING STRUCTURAL TUBING SHALL CONFORM TO ASTM ASOO GRADE B,Fy=46 K51. GLUE IN CONFORMANCE WITH IBC STANDARD 2303.1.4. Y N ANY CONCRETE.THE PERFORMANCE MIX SHALL INCLUDE THE AMOUNTS OF CEMENT,FINE AND COARSE STRAP NAILING X AGGREGATE,WATER,AND ADMIXTURES AS WELLASTHE WATER-CEMENT RATIO,SLUMP,CONCRETE YIELD,AND TIMBERSTRAND,MICROLLAM,AND PARALLAM MEMBERS J STEEL PIPE SHALL CONFORM TO ASTM A53 GRADE B,Fy=35 KSI. NOTE: SUBSTANTIATING STRENGTH DATA IN ACCORDANCE WITH CHAPTER 5 OF ACI 318. Q � Q ALL ITEMS MARKED WITH AN"X"SHALL BE INSPECTED IN ACCORDANCE WITH IBC CHAPTER 17.SPECIAL FABRICATED IN CONFORMANCE WITH THE INTERNATIONAL CODE COUNCIL EVALUATION SERVICE(ICC-ES) CL Q INSPECTION SHALL BE PERFORMED BY A QUALIFIED TESTING AGENCY DESIGNATED BY THE OWNER.THE ALL CONCRETE EXPOSED TO WEATHER OR TO FREEZING TEMPERATURES SHALL BE AIR-ENTRAINED IN BOLTS CONNECTING STEEL MEMBERS SHALL CONFORM TO ASTM A325-N.BOLTS SHALL BE 3/4"0 MINIMUM, REPORT NO.ESR-13870R CCMC REPORT NO.12627-R,08675-R,AND 11161-R.EACH MEMBER SHALL BE W ACCORDANCE WITH ACI 318 TABLE 4.2.1 FOR MODERATE EXPOSURE CONDITION. UNO ANCHOR BOLTS SHALL CONFORM TO ASTM A307. IDENTIFIED BY A STAMP INDICATING THE PRODUCT TYPE AND GRADE,ICC-ES OR CCMC REPORT NUMBER, L IJ RESULARCHITS.ANYI STRUCTURALAILINGENGINEER, MEETND HE PROJECTS SPECIFICATIONS TIONSSBE ALLBEISHED I MEDIATEH COPIES OF ALL AND J D TO ATTENTION FAILING TO MEET THE PROJECTSPECIFICATIONS SHALL BE IMMEDIATELY BROUGHT REINFORCING STEEL CONTRACTOR SHALL PROVIDE CONNECTION ADJUSTMENT TOLERANCES TO SATISFY THE REQUIREMENTS OF AISC MANUFACTURER'SCERTIFIED. MEMBERS S ALLMEET THE FOLLOWING MSTANI STANDARDS: AGENCY'S LOGO.FABRICATOR SHALL Q Z TO THE ATTENTION OF THE DESIGN TEAM. MAN UAL OF STEEL CONSTRUCTION. BE CERTIFIED.MEMBERS SHALL MEET THE FOLLOWING MINIMUM STANDARDS: Z N 0 REI NFORCING STEEL SHALL BE DEFORMED BILLET STEEL CONFORMING TO ASTM A615,AND SHALL BE GRADE 60 SIZE CLASSIFICATION SPECIES GRADE Fb(PSI) FV(PSI Fc(PSI) Z U (Fy=60,000 PSI),UNLESS NOTED OTHERWISE.GRADE 60 REINFORCING BARS INDICATED ON DRAWINGS TO BE UNLESS SPECIFIED AS STAINLESS STEEL,ALL STEEL MEMBERS,SHAPES,BOLTS,AND ACCESSORIES EXPOSED TO BEAMS&POSTS(d<91/2") LSL 1.3E 1,700 425 1,835 z WELDED SHALL CONFORM TO ASTM A706.REINFORCING COMPLYING WITH ASTM A615 MAY BE WELDED IF WEATHER SHALL BE HOT DIP GALVANIZED. Z MATERIAL PROPERTY RELA PORTS INDICATING CONFORMANCE WITH WELDING PROCEDURES SPECIFIED IN AWS NON-SHRINK GROUT RIMS&BEAMS(d>_91/2") LSL 1.55E 2,325 310 - Z N J D1.4 ARE SUBMITTED. m BEAMS&POSTS LVL 2.OE 2,600 285 2,510 L,J r� cl:� WELDED WIRE FABRIC SHALL CONFORM TO ASTM A185.PROVIDE WELDED WIRE FABRIC IN SHEETS NOT ROLLS. NON-SHRINK GROUT SHALL BE CEMENT-BASED WITH A MINIMUM COMPRESSIVE STRENGTH OF 5000 PSI WHEN L U Q N LAP WELDED WIRE FABRIC 12"AT SIDES AND ENDS. TESTED IN ACCORDANCE WITH ASTM C-109.GROUT SHALL BE MIXED AND PLACED IN STRICT ACCORDANCE WITH POSTS(d<91/2") PSL 1.8E 2,400 190 2,500 THE MANUFACTURER'S RECOMMENDATIONS. BEAMS(d>_91/2") PSL 2.2E 2,900 290 - REINFORCING STEEL SHALL BE DETAILED INCLUDING HOOKS AND BENDS IN ACCORDANCE WITH SP-66 AND ACI I I I 318R,LATEST EDITIONS.UNLESS OTHERWISE NOTED,REINFORCING SPLICE LENGTHS AND DEVELOPMENT TIMBERSTRAND,MICROLLAM,AND UNTREATED PARALLAM MEMBERS ARE INTENDED FOR DRY-USE LENGTHS SHALL BE PER SCHEDULE. APPLICATIONS.UNLESS NOTED OTHERWISE,ENGINEERED WOOD BEAMS EXPOSED TO WEATHER SHALL BE TREATED PER MANUFACTURES RECOMMENDATIONS. REINFORCING SHALL BE PLACED AND ADEQUATELY SUPPORTED PRIOR TO PLACING CONCRETE.WET-SETTING EMBEDDED ITEMS IS NOT ALLOWED WITHOUT PRIOR ENGINEER APPROVAL.BARS PARTIALLY EMBEDDED IN HARDENED CONCRETE SHALL NOT BE FIELD BENT UNLESS SO DETAILED OR APPROVED BY THE STRUCTURAL ^�.�-^ ENGINEER.REFER TO CHAPTER 7 OF ACI 318 FOR OTHER REINFORCING STEEL REQUIREMENTS. `V (\`/7=1 STRUCTURAL NOTES C (THESE NOTES ARE TYPICAL UNLESS NOTED OR DETAILED OTHERWISE ON DRAWINGS) ENGINEERING GLUE-LAMINATED TIMBER GENERAL 250 4TH AVE. S., SUITE 200 GLUE-LAMINATED TIMBER SHALL BE DOUGLAS FIR,FABRICATED IN CONFORMANCE WITH ANSI/AITC STANDARD STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH ARCHITECTURAL,CIVIL,ELECTRICAL,AND LEGEND EDMONDS, WASHINGTON 98020 A 90.1,LATEST EDITION.EACH MEMBER SHALL BEAR AN AITC IDENTIFICATION MARK AND SHALL BE MECHANICAL DRAWINGS FOR BIDDING AND CONSTRUCTION.CONTRACTOR SHALL VERI FY ALL DIMENSIONS AND PHONE (425) 778-8500 DEFINITION SYMBOL DEFINITION SYMBOL FAX (425) 778-5536 ACCOMPANIED BY AN AITC CERTIFICATE OF CONFORMANCE.FABRICATOR SHALL BE CERTIFIED.MEMBERS SHALL CONDITIONS FOR COMPATIBILITY BEFORE PROCEEDING.ANY DISCREPANCIES SHALL BE BROUGHT TO THE BE OF THE FOLLOWING MINIMUM STANDARDS: ATTENTION OF THE ARCHITECT BEFORE PROCEEDING. DIRECTION OF SPAN COMBINATION Fb NATIVE SOIL FRAMING = — CONTRACTOR TOSEEARCHITECTURAL,CIVIL,ELECTRICAL AND MECHANICAL DRAWINGS FOR SIZE AND LOCATION EXTENT OF SIMPLE SPAN BEAMS 24F-V4 2400 PSI OF PIPE,VENT,DUCT AND OTHER OPENINGS AND DETAILS NOT SHOWN ON THESE DRAWINGS. FRAMING GRANULAR FILL CANTILEVER OR MULTI-SPAN BEAMS 24F-V8 2400 PSI CONTRACTOR SHALL BE RESPONSIBLE FOR ERECTION STABILITY AND TEMPORARY SHORING AS NECESSARY UNTIL COLUMNS STRUCTURAL STEEL GIVY Cp WOOD I-JOISTS PERMANENT SUPPORT AND STIFFENING ARE INSTALLED. of WAS "9S CONTRACTOR-INITIATED CHANGES SHALL BE SUBMITTED IN WRITING TO THE ARCHITECT AND STRUCTURAL COLUMN BEARING RATED SHEATHING WOOD I-JOISTS,MANUFACTURED BY THE TRUS JOIST CORPORATION SHALL BE SIZED AND DETAILED TO FIT THE ENGINEER FORAPPROVAL PRIOR TO FABRICATION OR CONSTRUCTION.CHANGES SHOWN ON SHOP DRAWINGS ON BEAM ?° DIMENSIONS AND LOADS INDICATED ON THE PLANS.ALL DESIGN SHALL BE IN ACCORDANCE WITH THE ONLY WILL NOT SATISFY THIS REQUIREMENT. ALLOWABLE VALUES AND SECTION PROPERTIES ASSIGNED BY THE BUILDING CODE. BEAM CONTINUOUS SHEAR WALL SWX znss DRAWINGS INDICATE GENERAL AND TYPICAL DETAILS OF CONSTRUCTION.WHERE CONDITIONS ARE NOT OVER SUPPORT (SEE SCHEDULE) L$F' ti PROVIDE TEMPORARY BRACING UNTIL SHEATHING AND PERMANENT BRACING IS INSTALLED.MANUFACTURER SPECIFICALLY INDICATED BUT ARE OF A SIMILAR CHARACTER TO DETAILS SHOWN,SIMILAR DETAILS OF „L `SjONAL SHALL PROVIDE ALL SPECIALTY ITEMS REQUIRED FOR ACOMPLETE INSTALLATION OF JOISTS.INSTALL PER CONSTRUCTION SHALL BE USED,SUBJECTTO REVIEW AND APPROVAL BY THE ARCHITECT AND THE STRUCTURAL CONCRETE WALL COLUMN MARK /�S�' MANUFACTURER'S RECOMMENDATIONS. ENGINEER. (SEE SCHEDULE) 08109119 BEARING STUD FOOTING(SEE SC O ALL TRUSS JOISTS ARE TO BE CONNECTED TO FLUSH BEAMS WITH SIMPSON TYPE ITS,IUS OR LBV HANGERS, WALL (SEE SCHEDULE) PROVIDE WEB STIFFENERS AS REQUIRED. NON-BEARING HOLDOWN MARK PRE-MANUFACTURED WOOD TRUSSES STUD WALL (SEE SCHEDULE) WOOD TRUSSES SHALL BE SIZED AND DETAILED TO FIT DIMENSIONS AND LOADS INDICATED ON THE PLANS.ALL BEARING STUD ( TTTT{ HANGER MARK O DESIGN SHALL BE IN ACCORDANCE WITH THE ALLOWABLE VALUES AND SECTION PROPERTIES ASSIGNED BYTHE SHEAR WALL (SEE SCHEDULE) BUILDING CODE.SUBMIT SHOP DRAWINGS FOR ENGINEER REVIEW PRIOR TO FABRICATION.CALCULATIONS AND NON-BEARING �j- �-( FLAG NOTE SHOP DRAWINGS SHALL BE SIGNED BY A PROFESSIONAL ENGINEER REGISTERED IN THE SAME STATE AS THE STUD SHEAR WALL )--�-�� (SEE PLAN NOTES) PROJECT.TRUSS DESIGN AND SHOP DRAWINGS SHALL BE IN CONFORMANCE WITH IBC 2303.4 CMU WALL STEEL MOMENT PROVIDE TEMPORARY BRACING UNTIL SHEATHING AND PERMANENT BRACING IS INSTALLED.MANUFACTURER FRAME CONN. Q SHALL PROVIDE ALL SPECIALTY ITEMS REQUIRED FOR A COMPLETE INSTALLATION OF JOISTS.INSTALL PER MANUFACTURER'S RECOMMENDATIONS. FOR TOP CHORD DESIGN LIVE LOADS,REFER TO THE DESIGN LOAD SECTION.IN ADDITION TO ROOF LOADING ABBREVIATIONS zO j LISTED IN THE DESIGN LOAD SECTION,ROOF TRUSSES SHALL BE DESIGNED FORA BOTTOM CHORD LIVE LOAD OF (A) ABOVE GLB GLUE-LAMINATED BEAM is N 10 PSF.TOP AND BOTTOM CHORD LIVE LOAD DO NOT NEED TO BE DESIGNED FOR SIMULTANEOUSLY. AB ANCHOR BOLT HORIZ HORIZONTAL U IN ADDITION TO THEIR SELF WEIGHT,ROOF TRUSSES SHALL BE DESIGNED FOR A TOP CHORD DEAD LOAD OF 13 ALT ALTERNATE KP KING POST w w PSF AND A BOTTOM CHORD DEAD LOAD OF 30 PSF ACTING SIMULTANEOUSLY.SEE ARCHITECTURAL AND MECHANICAL DRAWINGS FOR LOADS AND OPENINGS NOT SHOWN ON THE STRUCTURAL DRAWINGS. ARCH ARCHITECT KSI KIPS PER SQUARE INCH a DEFLECTIONS SHALL NOT EXCEED L/360 FOR LIVE LOADS,OR L/240 FOR TOTAL LOADS. (B) BELOW L ANGLE Ol TYPICAL FRAMING NOTES BD BAR DIAMETER MECH MECHANICAL w H C7 1.BEARING WALL FRAMING BLKG BLOCKING MF MOMENT FRAME Q O o� BM BEAM MTL METAL 00 REFER TO STUD SCHEDULE ON FRAMING PLANS FOR BEARING WALL FRAMING. BOT BOTTOM NS NEAR SIDE y ALLCOLUMNS NOT CALLED OUTOTHERWISE SHALL BETWO STUDS. BRNG BEARING OC ON CENTER Q 2.WALL BASE PLATE ON CONCRETE BTWN BETWEEN OPP OPPOSITE CIP COMPLETE JOINT PENETRATION PL PLATE DESIGN: RMK WALL PLATES BEARING ON CONCRETE SHALL BE PRESSURE-TREATED.FOR ALL EXTERIOR WALLS AND INTERIOR SHEAR WALLS,BOLT PLATES OR SILLS TO CONCRETE WITH 3/41NCH DIAMETER ANCHOR BOLTS WITH 71NCH CUR CLEAR PLCS PLACES DRAWN: JEG MINIMUM EMBEDMENT.REFER TO SHEAR WALL SCHEDULE,AND PLACE AT 5'-0"OC MAXIMUM UNO.SILL CMU CONCRETE MASONRY UNIT PSI POUNDS PER SQUARE INCH PLATES FOR INTERIOR NON-SHEAR WALLS SHALL BE BOLTED USING 1/21NCH ANCHOR BOLTS @ 6'-0"OC WITH 7 CHECK: JGG INCH EMBEDMENT.AT ALL SILL PLATE ANCHOR BOLTS,CONTRACTOR SHALL INSTALL 1/4"x 3"x 3"FLAT PLATE COL COLUMN PSF POUNDS PER SQUARE FOOT WASHERS.INTERIOR NON-SHEAR WALL SILL PLATES MAY BE ANCHORED PER THE BEARING WALL GUILDELINES CONC CONCRETE P/T POSTTENSIONED JOB NO: 18386.10 OR MAY USE 1/4"x 3"SIMPSON CSD SPLIT DRIVE ANCHORS @ 4'-0"OC WITH J."ROUND FENDER WASHERS.USE DATE: 08/09/1 9 MINIMUM OF TWO ANCHOR BOLTS PER SILL AND PLACE ONE WITHIN 12 INCHES OF EITHER END TYPICAL UNLESS CONN CONNECTION PT PRESSURETREATED NOTED OTHERWISE. CONT CONTINUOUS REINF REINFORCING 3.ROOF AND FLOOR FRAMING COORD COORDINATE RE(XD REQUIRED PROVIDE 11/2"FULL DEPTH BLOCKING FOR JOISTS AND RAFTERS AT ALL SUPPORTS AND AT 8'-0"OC MAXIMUM DEL DOUBLE SCHED SCHEDULE U NO.INTERMEDIATE 8'-0"OC BLOCKING NOT REQ'D IF GWB CEILING 15 INSTALLED DIRECTLY TO UNDERSIDE OF DET DETAIL SIM SIMILAR FRAMING.INSTALL DOUBLE JOISTS UNDER PARTITIONS EXTENDING ONE HALF OR MORE OF THE JOIST SPAN. DIA DIAMETER SOG SLAB ON GRADE PROVIDE TRUSS BLOCKING PANELS FOR ROOF TRUSSES AT SUPPORTS AND SHEAR WALLS,AND WHERE INDICATED ON PLANS AND DETAILS. DIM DIMENSION STD STANDARD 4.DIAPHRAGM NAILING DIR DIRECTION STIFF STIFFENER W ALL SHEAR WALLS,FLOOR AND ROOF DIAPHRAGM NAILINGS SHALL BE AS CALLED OUT ON SCHEDULES OR ON EA EACH STL STEEL Z THE PLANS.EXTERIOR WALLS NOT INDICATED AS SHEAR WALLS SHALL BE SHEATHED AND NAILED TO ELEV ELEVATION SYMM SYMMETRICAL W SUPPORTING FRAMING WITH 10d NAILS AT 6"OC AT ALL PANEL EDGES AND 12"OC AT ALL INTERMEDIATE ES EACH SIDE SW SHEARWALL SUPPORTS. EX EXISTING TOC TOP OF CONCRETE Q THE USE OF NAIL GUNS WILL BE APPROVED IF NAILING INTO THE DIAPHRAGMS CAN BE INSTALLED FLUSH WITH EXP EXPANSION TOS TOP OF STEEL FACE OF SHEATHING.NAIL PENETRATIONS GREATER THAN 1/16"ARE NOT ACCEPTABLE. FUR FLOOR TOW TOP OF WALL V) 5.ALLOWABLE STUD AND PLATE PENETRATIONS FDN FOUNDATION TYP TYPICAL w CUTTING AND/OR NOTCHING OF WOOD STUDS OR PLATES SHALL NOT EXCEED 25%OF THE STUD/PLATE WIDTH FTG FOOTING UNO UNLESS NOTED OTHERWISE P� IN EXTERIOR AND BEARING WALLS AND SHALL NOT EXCEED 40%OF THE STUD/PLATE WIDTH IN ANY �[ NON-BEARING PARTITIONS.BORED HOLE DIAMETER IS LIMITED TO 40%OF STUD/PLATE WIDTH IN ANY STUD FS FAR SIDE VERT VERTICAL ad N O AND MAY BE 60%IN NONBEARING PARTITIONS OR IF STUD IS DOUBLED.MAINTAIN 5/8"MINIMUM EDGE GC GENERAL CONTRACTOR WF WIDE FLANGE 00 Z DISTANCE FROM HOLE EDGE. Y W � N Q Q J bi w �' < a � z D z N o U w o F__ z Z Z N J W I� U Q N S1.2-G FOUNDATION PLAN NOTES: 1.SPREAD FOOTINGS SHALL BEAR A MIN OF V-6"BELOW ADIACENTGRADE ATTHE PERIMETER. 2.WHERE SLAB ON GRADE IS INDICATED,SLAB SHALL BE 4"THICK W/H4 @ 18"OC EACH WAY,CENTERED.SLAB ENGINEE RING SHALL BE POURED OVER A 10 MIL VAPOR BARRIER OVER 6"OF 5/8"CRUSHED ROCK. 250 4TH AVE. S., SUITE 200 3.REFER TO SHEET 54.1 FOR TYPICAL FOUNDATION DETAILS. EDMOND GTON 0 020 PHONE E(425)425)778-8500 4. ® INDICATES FOOTING TYPE,REFER TO FOOTING SCHEDULE ON SHEET 53.1 FOR SIZE&REINFORCEMENT. FAX (425) 778-5536 5.REFER TO"CONCRETE GENERAL NOTES"ON SHEET S1.1 FOR CONTROL JOINT PLACEMENT AND DETAIL 2/S4.1 FOR CONTROL JOINT CONSTRUCTION. 6.REFER TO FLOOR FRAMING PLANS AND SHEAR WALL&HOLD-DOWN SCHEDULES FOR LOCATION OF SHEAR WALL ANCHOR BOLTS AND HOLD-DOWN ANCHORS.ANCHORAGE AT NON-SHEAR WALLS SHALL BE PER STRUCTURAL G VY C, NOTES. pF'\ 7.PLACE ALL REINFORCEMENT PER THE STRUCTURAL NOTES AND FOUNDATION DETAILS. 8.CONTRACTOR SHALL VERIFY ALL DIMENSIONS,WALL LOCATIONS,SLAB SLOPES,AND CONCRETE ROUGH oe - OPENINGS WITH ARCHITECTURAL,CIVIL,AND MEP DRAWINGS AND NOTIFY ALL PARTIES OF ANY DISCREPANCIES. L2 9.CONTRACTOR SHALL PROVIDE FOOTING AND SLAB SUBSTRATE PREPARATION,WATERPROOFING,AND BACKFILL `rIONAL v` PER THE GEOTECHNICAL REPORT. 08109119 10.ALL BUILDING SYSTEMS THAT PENETRATE THE CONCRETE WORK INCLUDING BUT NOT LIMITED TO ARCH,MECH, ELECT,PLUMBING,&FIRE PROTECTION DUCTS,CONDUITS,EMBEDS,&SLEEVES SHALL BE INSTALLED PRIOR TO CONCRETE PLACEMENT. a z O a H^ o � 7.1 7 6 5 4 3 2 1 ----- II1---7'-4" 16'-10" 8-9" I V-9" 1161-10" I — 174—" 23/4 1 I F22 3/4" -- owQo�Q �0tio�a0 F2 FZ54 4.1 F________- _ DESIGN: RMK_1 1 4 59 I DRAWN: JEG C 4. � — — CHECK: JGG _ _ _ _ _ JOB NO: 18386.10 v I I m � I DATE: 08�09�19 a _ 6 I j I SLAB ON GRADE PER 4' - � I I I I STRUCTURAL NOTES I I I I I I FIC i t - \ _ F4 T I I T j I r14.17 LA --- w54. 1 1 1 1 I____ Z r -� FICr- rJ Lr J J______ ____JL___ _J L ___J L____ _ L__ ___ ___ _ w----F4 F4 6F4 g Q = 4.1 5 RUCO UR L NOTES 4. e PS N G 1 1 Z III c1l r- --Tii c11 Fs M Q II ' N J Ld l Y (L FS N FS O l li li i li iii O 1 F5 Fs Q V) Q Z F3 O1' F � yI IIIIII I G - - - - - - ---- -_ - - - - o - - - - CL w 3 O 2 2 *Q xD 4• *n 2 s F�[pp�[j��j99 ~ Q 54. 54.2 mE;j Lti' Z 0 Q u F_ z z ens Z N J I O� �1 U Q 0 7.1 7 S2.1-G o1SCFOUNDATION PLAN © KEY PLAN ALE: 1/8"=1'-0" NTS 5'-0" 0 5'-0" 10'-0' TYPICAL FLOOR FRAMING PLAN NOTES: 1. REFER TO SHEET S3.I FOR BEAM,COLUMN,JOIST,SHEAR WALL AND HOLDOWN SCHEDULES. 2.FLOOR SHEATHING SHALL BE3/4"PLY OR 23/32"OSB WITH 10d COMMON NAILS SPACED AT 6"OC AT ALL ENGINEERING DIAPHRAGM BOUNDARIES,PANEL EDGES AND SHEAR WALLS AND 12"OC AT INTERMEDIATE FRAMING.FOR 250 4TH AVE. S., SUITE 200 PLYWOOD LAYOUT AND NAILING REFER TO DETAIL 2/55.1. EDMONDS, WASHINGTON 98020 PHONE (425) 778-8500 3.HEADERS AT EXTERIOR BEARING AND NON-BEARING WALLS SHALL BE 4x8 DF#2 UNO WHERE MAXIMUM SPAN= FAX (425) 778-5536 6'-6". 4.DOOR HEADERS AT INTERIOR BEARING WALLS SHALL BE 4x6 DF#2 LINO MAXIMUM SPAN=4'-0". 5.COLUMNS AND BEARING WALLS SHOWN ON PLANS SHALL BE CONTINUED DOWN TO THE FOUNDATION UNLESS CARRIED BY A BEAM BELOW. GVY C7j 6.ALL DIAPHRAGMS UNBLOCKED UNO.SEE NOTE 9. G, of wasgr qS 7.REFER TO SHEET 55.1 THRU 55.3 FORTYPICALFLOOR FRAMINGDETAILS. f_ + F o 8. INDICATES COLUMN BELOW AND BEAM SHALL BE CONTINUED OVER COLUMN,-1. 101 G q LpsF 9.ALL FLOOR DIAPHRAGMS SHALL BE UNBLOCKED EXCEPT WHERE(OR IF)NOTED ON THE SPECIFIC FLOOR PLANS. WHERE BLOCKING IS SPECIFICED,PLYWOOD PANEL EDGES SHALL BE BLOCKED WITH 2x4 DF FLAT.PANEL EDGE OflAL NAILING AT BLOCKED DIAPHRAGM AREAS SHALL BE 10d @ 4"OC ALL PANEL EDGES. 08/09119 10.FINISHED FLOOR ELEVATIONS PER ARCHITECT.CONTRACTOR TO VERIFY ALL ELEVATIONS PRIOR TO CONSTRUCTION. 11.ALL COLUMNS NOT OTHERWISE CALLED OUT SHALL BE Cl.SEE COLUMN SCHEDULE.PROVIDE SOLID BLOCKING IN JOIST SPACE BELOW ALL COLUMNS. TYPICAL HEADER SUPPORTS(LINO) FRAMING EXTERIOR INTERIOR INTERIOR LEVEL (RO>T-4") (RO5TA") ROOF +(1)FULL HT (1)FULL HT (1)FULL HT Q (1)CRIPPLE (1)CRIPPLE +(1)CRIPPLE (1)FULL HT (1)FULL HT (1)FULL HT z 3RD co + O co(1)CRIPPLE +(1)CRIPPLE +(1)CRIPPLE d 2ND I (1)FULL HT (1)FULL HT (1)FULL HT +(2)CRIPPLE 1(2)CRIPPLE +(1)CRIPPLE u 7.1 7 6 5 4 3 2 1 1.1 NOTES: p d 174" 16-10" 8'-9" V-9" 16'40" 17'-4' 1.THE COLUMNS LISTED IN THE TABLE ABOVE SHALL BE PLACED IMMEDIATELY BELOW THE"FRAMING LEVEL"INDICATED. 2 3/4" �� 2 3/4" 2.HEADER SUPPORTS SHALL HAVE THE SAME GRADE OF LUMBER AS THE WALL IN WHICH THEYARE LOCATED. w 3.REFER TO TYPICAL ROOF PLAN NOTES FOR TYPICAL BEARING WALL HEADERS Q m0 NOT SPECIFICALLY CALLED OUTON THE PLANS. pip 0 2 3 PROVIDE 51/2"RIM ATALL BOLT-ON 3 Y S5. 5.3 DECKS.REFER TO BOLT-ON MFR 5.3 14> DRAWINGS FOR ADDITIONAL BLOCKING TYPICAL FRAMING SCHEDULE1 (1. AND STRAPPING REQUIREMENTS. (, BEARING WALLS BM33 SW3 SW BM13 SW6BM13 _ FRAMING LEVEL INTERIOR DESIGN: RMK B - - 5 - - L6 Lti - - - EXTERIOR INTERIOR 2x6 2x4 PARTY WALLS o BOLT-ON DECK o 1 DRAWN: JEG C 6 SW3 6 PER MFR SW FJ3 ROOF 2x6 DF STUD 2x6 DF STUD 2x4 DF STUD 2x4 DF STUD @16"OC @16"OC @16"OC EA FACE @16"OC CHECK: JGG D - - - - W3 4 3 SW - - - - - JOB NO: 18386.10 2x6 DF STUD 2x6 DF STUD 2x4 DF STUD 2x4 DF STUD (y 4 OY SS 3RD @ 16"OC @ 16"OC @ 16"OC EA FACE @ 16"OC DATE: 08/09/1 9 71 5. FAry ry FA m 6 m 2ND 2x6 DF. STUD 2x6 DF STUD 2x4 DF#1 2x4 DF STUD BM8 F S5 F '3^ BM8 3 12 @ 16 OC @ 16"OC @ 16"OC EA FACE @ 16"OC 6. 1OE.THE WALLS LISTED IN THE TABLE ABOVE SHALL BE PLACED IMMEDIATELY FJ3 F Fl FJ3 55.2 FJ3 -- - BELOW THE"FRAMING LEVEL"INDICATED. Z 2.NON BEARING WALLS SHALL BE 2x4 OR 2x6 DF STUD GRADE AT 16"OC UNO. LL -- BMS BM8 --- 2x6 HF#2 Z L1 Q @ 24 OC Ld V E - -z �� ✓� �1 - 4� �s11 2 4� Q Z S7.1 4 W12xl9 4 1 1 7. _ �7+ 5.2 N N 5 H Q 4 ^x' I - " Flo 57. C BM12 31 71 PIrh GS 5 M 3 8 6 8 I I J I I i i 7.1 FA I S7. ad CV NN 57.1 7, m l l H DET I..L F - - - - - --- A 2/S7.1 - - - - - Y LIJ 00 O 00 I DJl I� e 1 DET 9/S 1 W12x16 11 3 TYP 12x16 DIET 9/57.1 1/57.1 Q � Q O G - - wloxz6 _ BMiJ W W10x26 - - - - - - - ~ DET 1/S7.1 0 77 9 G6 C11 DET 1/17.1 LL.I LL_ EA END / EA END �\ J m L1 Z N D Z n LIJ Z O nILA Z 04 J Ld r� m W 7.1 7 6 5 4 3 2 1 1.1 fii SHEET: S2.2-G SECOND FLOOR FRAMING PLAN © KEY PLAN 1 SCALE: 1/8"=V-0" NTS TYPICAL FLOOR FRAMING PLAN NOTES: 1.REFER TO SHEET 52.2 FOR TYPICAL FLOOR FRAMING PLAN NOTES. ENGINEERING THIS FLOOR FRAMING PLAN NOTES: 250 4TH AVE. S., SUITE 200 EDMONDS, WASHINGTON 98020 1. WALLS SHOWN ON THIS PLAN ARE WALLS BELOW THE FLOOR INDICATED. PHONE (425) 778-8500 FAX (425) 778-5536 2.HOLDOWNS SHOWN ON THIS PLAN SHALL BE PLACED AT THE BASE OF THE WALLS SHOWN. TYPICAL HEADER SUPPORTS(LINO) FRAMING INTERIOR INTERIOR C, VY LEVEL EXTERIOR (RO>T-4") (RO 53'-4") O tly WAsgr'9S� (1)FULL HT (1)FULL HT (1)FULL HT ROOF +(1)CRIPPLE +(1)CRIPPLE +(1)CRIPPLE 3RD (1)FULL HT (1)FULL HT (1)FULL HT lol (1)CRIPPLE +(1)CRIPPLE +(1)CRIPPLE .iG„ 2N25 2ND 1 (1)FULL HT (1)FULL HT (1)FULL HT `rjONAL +(2)CRIPPLE +(2)CRIPPLE +(1)CRIPPLE 08/09119 NOTES: 1.THE COLUMNS LISTED IN THE TABLE ABOVE SHALL BE PLACED IMMEDIATELY BELOW THE"FRAMING LEVEL"INDICATED. 2.HEADER SUPPORTS SHALL HAVE THE SAME GRADE OF LUMBER AS THE WALL IN WHICH THEY ARE LOCATED. 3.REFER TO TYPICAL ROOF PLAN NOTES FOR TYPICAL BEARING WALL HEADERS NOT SPECIFICALLY CALLED OUT ON THE PLANS. TYPICAL FRAMING SCHEDULE FRAMING BEARING WALLS J LEVEL EXTERIOR INTERIOR 2x6 INTz 4IOR PARTY WALLS 2x6 DF STUD 2x6 DF STUD 2x4 DF STUD 2x4 DF STUD z0 co ROOF @ 16"0C @ 16"OC @ 16"OC EA FACE @ 16"OC Er L2.. 2x6 DF STUD 2x6 DF STUD 2x4 DF STUD 2x4 DF STUD C7 7.1 7 6 5 4 3 2 1 1.1 @ 16"OC @ 16"OC @ 16"OC EA FACE @ 16"OC w w d 17'-4" 16'-10" 8'-9" V-9" 16'40" 17'-4" 2x6 DF STUD 2x6 DF STUD 2x4 DFgl 2x4 DF STUD 2 3/4" �� 2 3/4" @ 16"OC @ 16"OC @ 16"OC EA FACE @ 16"OC ti w a, NOTES: 4x6 DF tt2(LINO)EA END OF EACH 1.THE WALLS LISTED IN THE TABLE ABOVE SHALL BE PLACED IMMEDIATELY p W BELOW THE"FRAMING LEVEL"INDICATED. 00 BALCONY,TY T CONNECT COL TO TOP& 2.NON BEARING WALLS SHALL BE 2x4 OR 2x6 DF STUD GRADE AT 16"OC LINO. LL S6. 55.3 BOT I ATES OCAIO &ALLLIPS ASIDE.OTHER 55.3 56. COORDINATE LOCA35 &ALLOTHER A Y REQUIREMENTS W/BOLT-ON DECK MFR. FLAG NOTES: Q W4 SW4 BM13 _ _ BM13 SW4 SW4 B — " L6 — L6 " — SIDE.COORDINATE LOCATIION&ALBL OTHER REQUIREMENALCONY,TYP. TSW/BOLT-ON DECK MFR. ES W/A35 CLIPS EA DESIGN: RMK _5. BOLT-ON DECK S 0 _ _ _ C PER MFR PROVIDE 51/2"RIM AT ALL BOLT-ON DECKS.REFER TO BOLT-ON MFR DRAWINGS FOR ADDITIONAL DRAWN: JEG BM4 _ - S - _ _ S 4 - _ M4 - BLOCKING AND STRAPPING REQUIREMENTS. CHECK: JGG D - 3 3SW4 BM SW - - - - - JOB NO: 18386.10 10 L6 ` c4 DATE: O8/09/19 56. 8 30 56. SEA 3 6 6 ss.2 s. = 3 3 3 \ FJ3 FJ3 F13 C 9 Z Ld Z J 2 6. W - - - - > 3 8 6. Z 2SW4 'I 2SW4 = cc - 6. WBMl M8 cti Gv m to Q N 55.2 Gv N L� m 00 F — — CI — Z 1 2 — — (ti — — m d — fW C7 BM4 - (.�' BM4 ` - T— _ - - Of Q O 0 Lti W6 SW6 SW6 BM2(L) cs �(%9 C6 G6 SW6 W6 SW6 - LEL W PERF SW 1 1 PERFSW .� � J O PER 7/55.3 6, 2 6, PER 7/55.3 \�// a Z LL Ss. Z (n O� u ^ ~ Z Z w � gH �I w n m 2 � SHEET: S2.3-G THIRD FLOOR FRAMING PLAN © KEY PLAN 1 SCALE: 1/8"=V-0" NTS 5'-0" 0 S'-0" SO'-o" Ohl TYPICAL ROOF FRAMING PLAN NOTES: 1. WALLS SHOWN ON ROOF FRAMING PLAN ARE WALLS BELOW ROOF FRAMING. 2.BEAMS SHOWN ON ROOF FRAMI NG PLAN SHALL BE ABOVE DOUBLE TOP PLATE UNLESS USED AS A DOOR OR ENGINEERING WINDOW HEADER. 250 4TH AVE. S., SUITE 200 3.ROOF SHEATHING SHALL BE 1/2"PLY OR 7/16 OSB WITH 8d COMMON NAILS SPACED AT 6"OC AT ALL EDMOND 5HINGTON 020 DIAPHRAGM BOUNDARIES,PANEL EDGES,SHEAR WALLS,COLLECTOR TRUSSES,AND BLOCKING OR TRUSS PHONEE (425) 778-8500 BLOCKING PANELS INDICATED ON PLANS.NAILING AT INTERMEDIATE FRAMING SHALL BE 8d COMMON NAILS @ FAX (425) 778-5536 12"OC.REFER TO DETAIL 2/S5.1 FOR SHEATHING LAYOUT AND NAILING. 4.HEADERS AT EXTERIOR BEARING AND NON-BEARING WALLS SHALL BE 4x8 DF#2 UNO WHERE MAXIMUM SPAN= 6'-6". 5.DOOR HEADERS AT INTERIOR BEARING WALLS SHALL BE 46 DF#2 LINO MAXIMUM SPAN=4"0". C,tlEVY Cp. wAsq�``99S'cA 6.REFER TO DETAIL 3/S5.1 FOR CONSTRUCTION OF MULTIPLE STUD COLUMNS. 7. ACi p t: ll' INDICATES COLUMN BELOW AND BEAM SHALL BE CONTINUED OVER COLUMN,TIP. le S.ALL DIAPHRAGMS UNBLOCKED UNO. 2 25 9. HATCHED AREAS INDICATE ROOF OVER-FRAMING APPLIED ABOVE PLYWOOD SHEATHING.REFER TO `rjONAL D* ARCH DRAWINGS FOR FULL EXTENT OF CRICKETS. 08109119 10.COLUMNS AND BEARING WALLS SHOWN ON PLAN SHALL BE CONTINUED DOWN TO THE FOUNDATION UNLESS CARRIED BY A BEAM BELOW. 11.ROOF TRUSSES SHALL BE PRE-ENGINEERED BY OTHERS AND SPACED AT 24"OC,TYP. 12.ATTACH ALL ROOF TRUSSES TO SUPPORTS WITH SIMPSON H2.5A HURRICANE TIES.TRUSSES SHALL HAVE A MIN OF(2)HURRICANE TIES,ONE AT EACH END 13.ALIGN(2)STUDS MIN BELOW ENDS OF GIRDER TRUSSES LINO ON PLANS. 14.TRUSSES MARKED"DRAG TRUSS"SHALL BE DESIGNED FOR A SERVICE LEVEL SEISMIC LOAD OF 310 PLF. 15.ROOF TRUSSES SHALL BE DESIGNED FOR CONCENTRATED LOADS WHERE MEP SYSTEMS SUCH AS AIR HANDLER rJr OR CONDENSER UNITS ARE SHOWN ON MEP PLANS.VERIFY SIZE,WEIGHT,AND LOCATION OF UNITS W/MEP F DRAWINGS. Z ca 16.ALL COLUMNS NOT OTHERWISE CALLED OUT SHALL BE Cl.SEE COLUMN SCHEDULE. j a H^ a' � TYPICAL HEADER SUPPORTS(UNO) U 7.1 7 6 5 4 3 2 1 1.1 od 17'-4" 16'-10" 8-4- 8'-9" 16'-10" 17'-4" FRAMING EXTERIOR INTERIOR INTERIOR " �� 23/4 LEVEL (RO>3'-4") (R053'-4") 2 3/4 a, ROOF (1)FULL HT (1)FULL HT (1)FULL HT (1)CRIPPLE +(1)CRIPPLE +(1)CRIPPLE o O 3RD (1)FULL HT (1)FULL HT (1)FULL HT W +(1)CRIPPLE +(1)CRIPPLE +(1)CRIPPLE Y (1)FULL HT (1)FULL HT (1)FULL HT A Y 2ND +(2)CRIPHLE +(2)CRIPPLE +(1)CRIPPLE NOTES: 1.THE COLUMNSLISTED IN THE TABLE ABOVE SHALL BE PLACED IMMEDIATELY DESIGN: RMK = BELOW THE"FRAMING LEVEL"INDICATED. DRAWN: JEG 2.HEADER SUPPORTS SHALL HAVE THE SAME GRADE OF LUMBER AS THE WALL IN C S 4 WHICH THEY ARE LOCATED. CHECK: JGG 3.REFER TO TYPICAL ROOF PLAN NOTES FOR TYPICAL BEARING WALL HEADERS D 3 2 SW4 SW4 3 NOT SPECIFICALLY CALLED OUT ON THE PLANS. JOB NO: 18386.10 DATE: 08/09/19 e 71 11 11 6 TYPICAL FRAMING SCHEDULE 56. 6. BEARING WALLS 6 56.1 56. FRAMING 3 3: LEVEL INTERIOR _ 3 EXTERIOR INTERIOR 2x6 2x4 PARTY WALLS I I I g g 2x6 DF STUD 2x6 DF STUD 2x4 DF STUD 2x4 DF STUD 56. ,p C1 ROOF @ 16,OC @ 16"OC @ 16"OC EA FACE @ 16"OC GIRDER(OR 56. C, GIRDER 3 C' GIRDER 3 2x6 DF STUD 2x6 DF STUD 2x4 DF STUD 2x4 DF STUD 3RD @ 16"OC @ 16"OC @ 16"OC EA FACE @ 16"OC Z - - 2ND 2x(5 DF STUD 2x6 DF STUD 2x4 DF#1 2x4 DF STUD 7 F @ 16'OC @ 16.OC @ 16"OC EA FACE @ 16"OC W E - - - - - - - - - - r 7 .1 Q a. SEA o NOTES: 0 1.THE WALLS LISTED IN THE TABLE ABOVE SHALL BE PLACED IMMEDIATELY SW6 SW6 BELOW THE"FRAMING LEVEL"INDICATED. = Z \ B 2.NON BEARING WALLS SHALL BE 2x4 OR 2x6 DF STUD GRADE AT 16"OC UNO. a 6. J Ld 56.1 3 6. 00 '^ V Q Q a - 1 a � - - - - \ - - - � W 1 4 1 1 m �I J � Q Z u Z V) 0 5I a LLJ O Z LL_ 0 LJ:-;'g HRI W ^ Q I� U - Q SHEET: �I S2.4-G ROOF FRAMING PLAN © KEY PLAN 1 SCALE: 1/8"=V-0" 5'-0" 0 5'-0" 10'-0' NTS C 4�M ENGINEERING SHEAR WALL SCHEDULE (DF) BEAM SCHEDULE 250 4TH AVE. S., SUITE 200 SILL PLATE MARK BEAM REMARKS HANGER AS REQ'D EDMONDS, WASHINGTON 98020 MIN.FRAMING AT SHEAR WALL RIM JOIST OR SILL PLATE ANCHOR SHEAR PHONE (425) 778-8500 TYPE APA RATED ADJOINING PANEL NAILING BLOCK CONN TO NAILING TO BOLT TO SLAB OR FOUNDATION CAPACITV FAX 425 778-5536 SHEATHING RIM/BLKG. SILL PLATE SIZE BM3 4x6 OF#2 - HU46 MAX ( ) EDGES(SEE NOTE 5) AT PANEL EDGES TOP PLATE BELOW FOUNDATION (PLF) BM2 4x8 OF#2 - HU48 MAX SW6 15/32" 2x STUD 0.148"0 x 2 1/4" LTP4 OR A35 0.131"0 x 3 1/4" 3/4"0 AB ONE SIDE AND BLKG @ 6"OC @ 24"OC @ 5"OC @ 5'-0"OC 2x 310 BM3 4x10 OF#2 - HU410 MAX 15/32" (2)2x STUD AND 0.148"0 x 2 1/4" LTP4 OR A35 0.131"0 x 3 1/4" 3/4"0 AB BM4 3 1/2"x 9 1/4"PSL SEE NOTE 5 HU410 MAX SW4 ONE SIDE 2x FLAT BLKG @ 4"OC @ 16"OC @ 3"OC @ 4'-3"OC 2x 460 BM5 5 1/4"x 9 1/4"PSL SEE NOTE 5 HHUS5.50/10 G VY Cp. 15/32" (2)2x STUD AND 0.148"0 x 2 1/4" LTP4 OR A35 0.131"0 x 3 1/4" 3/4"0 AB V. of WAS S� SW3 2x 600 BM6 7'x91/4"PSL SEE NOTES HGU57.25/10 F /�"�4- $1/n- ONESIDE 2x FLAT BLKG @ 3"OC @ 12'OC @ 2.5"OC @ 3'-4"OC v c 15/32" 3x STUD AND 0.148"0 x 2 1/4" LTP4 OR A35 0.131"0 x 3 1/4" 3/4"0 AB BM7 4x12 OF#2 - HU412 MAX SW2 ONE SIDE 2x FLAT BLKG @ 2"OC @ 10"OC @ 2"OC @ 2'-6"OC 2x 770 BM8 31/2"x 111/4"PSL SEE NOTE 5 HHUS410 L151 25W4 15/32"BOTH (2)2x STUD 0.148"0 x 2 1/4" LTP4 OR A35 0.131"0 x 3 1/4" 3/4"0 AB BM9 5 1/4"x 111/4"PSL SEE NOTE 5 HUCQ612-SDS �S SIDES AND BLKG @ 4"OC @ 8"OC @ 1.S"OC @ 2'-0"OC 2x 920 SjONAL 15/32"BOTH 3x STUD 0.148"0 x 2 1/4" LTP4 OR A35 0.162"0 x 3 1/2" 3/4"0 AB BM10 7"x 111/4"PSL SEE NOTE 5 HGUS7.25/12 25W3 SIDES AND BLKG @ 3"OC @ 6"OC @ 2"OC @ 1'-6"OC 2x 1200 BM11 3 1/2"x 14"PSL - HGU5414 OBI 09119 2SW 2 15/32"BOTH 3x STUD 0.148"0 x 2 1/4" LTP4 OR A35 0.162"0 x 3 1/4" 3/4"0 AB BM12 5 1/4"x 14"PSL - HGUS5.50/14 SIDES AND BLKG @ 2.OC @ 5"OC @ 1.5,OC @ 1'-3"OC 2x 1540 BM13 6x10 OF#2 - HUCQ610-SD5 NOTES: 1.REFER TO THE TYPICAL SHEAR WALL DETAIL. BM14 31/2"x 18"PSL - HGUS418 2.THE VALUES IN THIS TABLE ARE APPROPRIATE FOR DF GRADE STUDS AND OF GRADE PLATES&RIM/BLOCKING. NOTES: 3.NAILS AT ADJOINING PANEL EDGES SHALL BE STAGGERED EACH SIDE OF THE COMMON JOINT. 1.REFER TO THE LATEST SIMPSON STRONG-TIE CATALOG FOR HANGER INSTALLATION INFORMATION. 4.WHERE PANELS ARE APPLIED ON BOTH FACES OF A WALL,PANELJOINTS SHALL BE OFFSET TO FALL ON DIFFERENT FRAMING MEMBERS,OR FRAMING SHALL 2.REFER TO FRAMING PLANS AND NOTES FOR SUPPORTS AT BEAM ENDS. BE 3x AT ADJOINING PANEL EDGES AND NAILS SHALL BE STAGGERED. 3.ALL BEAMS EXPOSED TO WEATHER OR IN CONTACT WITH CONCRETE OR MASONRY SHALL BE 5.WHERE TABLE SPECIFIES(2)2x FRAMING,CONNECT(2)2x STUDS AND BLOCKING AS FOLLOWS:SW4=(2)0.131"0 @ 4"O.C.,SW3=(2)0.131"0 @ 3"OC. PRESSURE TREATED. 6.NOTE THAT 3x FRAMING MAY BE USED IN LIEU OF(2)2x FRAMING SPECIFIED IN TABLE. 4.REFER TO PLAN NOTES FOR BEAMS&HEADERS AT BEARING LOCATIONS THAT ARE NOT CALLED 7.INTERMEDIATE FRAMING TO BE WITH 2x NOMINAL MEMBERS(MIN)U.N.O.FIELD NAILING 12"O.C.MAXIMUM. OUT a 8.AT ALL 3/4"0 SILL PLATE ANCHOR BOLTS,INSTALL 1/4"x 3"x 3"PLATE WASHERS.EDGE OF PLATE WASHER SHALL BE WITHIN 1/2"OF SHEATHED EDGE.FOR 5.IF BEAM DEPTH SHOWN IS NOT AVAILABLE IN STOCK,THE SUPPLIER SHALL RIP BEAMS TO EXACT DOUBLE SIDED SHEAR WALLS,USE WIDER PLATE WASHERS AS REQUIRED TO MEETTHIS REQUIREMENT. DEPTH PRIOR TO SHIPMENT. 9.PROVIDE A MINIMUM OF 7"EMBEDMENT FOR A.B.INTO FOUNDATION OR STEM WALL. Z 10.PROVIDE A MINIMUM OF(1)ANCHOR BOLT WITHIN 12"OF EACH WALL END. a N o H cl � rn w w o a am ti w0, H m ao COLUMN SCHEDULE o HOLDOWN SCHEDULE (DF) MARK COLUMN SIZE COLUMN SIZE REMARKS 2x4 WALL 2x6 WALL a MARK TYPE MIN CHORD STUD NAILS OR BOLTS ANCHOR BOLT CAPACITY(LB) Cl (2)2x4 (2)2x6 SEE NOTE 2 7 SIZE (SEE NOTE 4) C2 (3)2x4 (3)2x6 SEE NOTE 2 Ol MST37 (2)2x (11)16d EA END - 2,710 C3 (4)2x4 (4)2x6 SEE NOTE 2 DESIGN: RMK O2 MST60 (2)2x (23)16d EA END - 6,235 C4 46 DF#2 4x6 DF#2 - DRAWN: J EG O3 MST72 (2)2x (31)SDS 1/4"x 21/2"SCREWS - 6,730 C5 4x8 DF#2 6x6 DF#2 CHECK: JGG ® HDUS (2)2x (14)SDS 1/4"x 2 1/2"SCREWS 5/8"0 4,065 C6 4110 DF#2 6x8 DF#2 - JOB NO: 18386.10 < HDUS 4x OF (20)SDS 1/4"x 21/2"SCREWS 7/8"0 6,970 C7 6x10 DF#2 6x10 DF#2 - © HOUll 4x OF (30)SDS 1/4"x 21/2"SCREWS 1"0 9,535 C8 (3)11/2"x 5 1/2"ESE - DATE: 08/O9/19 C9 5 1/8"x 6"GLB - O7 HDIJ14 6x OF (36)SDS 1/4"x 21/2"SCREWS 1"0 14,445 C10 5 1/8"x 7 1/2"GLB - HDU19 1 6x OF 1 (5)1"0 THRU BOLTS 11/4"0 19,070 Cll H555x5x5/16 I H555x5x5/16 NOTES: NOTES: 1.REFER TO THE LATEST SIMPSON STRONG-TIE CATALOG FOR ADDITIONAL INSTALLATION REQUIREMENTS. 1.REFER TO THE LATEST SIMPSON STRONG-TIE CATALOG FOR PRE-FABRICATED 2.REFER TO DETAIL 8/55.1 FOR INSTALLATION OF MST TYPE FLOOR TO FLOOR STRAPS.REFER TO DETAIL CONNECTION INSTALLATION REQUIREMENTS. 8/55.2 FOR CONNECTION OF STRAP TO BEAM BELOW. 2.MULTIPLE STUD COLUMNS SHALL USE GRADE OF STUD INDICATED ON WALL 3.REFER TO DETAIL 7/55.2 FOR INSTALLATION OF ROD TYPE FLOOR TO FLOOR HOEDOWNS.REFER TO FRAMING SCHEDULE.REFER TO TYPICAL DETAILS FOR FABRICATION OF MULTIPLE DETAIL 9/55.2 FOR CONNECTION OF ROD HOEDOWN TO WOOD BEAM BELOW. STUD COLUMNS. 4.WHERE APPLICABLE,REFER TO 57.1 FOR HOEDOWNS AT STEEL BEAMS. 3.CONTRACTOR TO PROVIDE BLOCKING EQUAL TO COLUMN DIMENSIONS AT JOIST W 5.INSTALL HDU TYPE HOLDOWNS AT FOUNDATION OR SLAB PER DETAIL 8/54.1. SPACE BELOW ALL COLUMNS. Z 6.AT ALL HOEDOWN CHORDS,PROVIDE PANEL EDGE NAILING PER SHEAR WALL SCHEDULE. W a � M � N JOIST SCHEDULE N FOOTING SCHEDULE MARK JOIST SPACING REMARKS N 00 0) MARK FOOTING SIZE REINFORCING COMMENTS FJl 2x10 OF#2 16"OC SEE NOTE Q Q FS` V-6"x V-0"DEEP x CONTINUOUS (3)#5 CONTINUOUS SEE NOTE 2 F12 2x10 OF#2 12"OC SEE NOTE 2 CL W �:: v/ FJ3 2x12 OF#1 16"OC SEE NOTE 2 Lv Ld F2 1 2'-0"x 2'-0"x l'-O"DEEP (3)#5 EACH WAY BOTTOM - J J F14 2x12 OF#1 12"OC SEE NOTE 2 Q I.- Z F3 3'-0"x T-O"x 1'-0"DEEP (4)#5 EACH WAY BOTTOM - DJ3 2x6 HF#2 16"OC SEE NOTE 2 Z N 0 0 F4; 4'-0".4'-0"x 1'-0"DEEP (5)#5 EACH WAY BOTTOM _ D12 2x8 HF#2 16"OC SEE NOTE 2 LLL, (-'� w D13 2xl2 HF#2 16"OC SEE NOTE 2 F__ Z Z = F5 5'-0"x 5-0"x 1'-2"DEEP (6)#5 EACH WAY BOTTOM - RJl 2x12 HF#2 24"OC SEE NOTE 2 w F6 6'-0"x 6'-0"x V-4"DEEP (7)#5 EACH WAY BOTTOM R12 13/4"x 111/4"EVIL 24"OC SEE NOTE 2 (, Q N H REFER TO RETAINING REFERTO RETAINING NOTES: RW WALL SCHEDULE WALLSCHEDULE WHERE APPLICABLE 1.FOR JOIST HANGERS REFER TO THE LATEST SIMPSON STRONG-TIE CATALOG FOR ALL INSTALLATION REQUIREMENTS.USE MAX NAILING ONO. NOTES: 2.TIMBER JOISTS FRAMING INTO WOOD BEAMS OR RIMS SHALL USE LUS OR HU SERIES 1.ALL FOOTINGS SHALL BEAR ON FIRM,UNDISTURBED NATIVE SOIL OR COMPACTED STRUCTURAL FILL FACE MOUNT HANGERS.TIMBER JOISTS FRAMING INTO STEEL BEAMS SHALL USE PER GEOTECHNICAL ENGINEERING REPORT. LBV SERIES TOP FLANGE HANGERS. 2.REINFORCEMENT SHALL BE CONTINUED FROM CONTINUOUS FOOTINGS THRU SPREAD FOOTINGS WHERE APPLICABLE. ^^.1-G CORNER BARS x�Q IN ALL AREAS WITH EXPOSED C CON/FLOORS,EDGE SLAB ENGINEERING ''A" MAY BE SUBSTITUTED FOR ALL 4PASS ON GRADE 90°HOOKED BARS WITH LJOI MAX WITH IUSSEA AND FILLJOINT WITH SEALANT T CENTER d ° AT TOP AND 250 4TH AVE. S., SUITE 200 • �� °°4 PROVIDES/8"0x2'-0" HALL NOT EDMONDS, WASHINGTON 98020 SMOOTH SLIP DOWEL BARS OINT PHONE (425) 778-8500 AT 12"OC,TYP UNO FAX (425) 778-5536 STD 90'HOOKTYP UNO T/2 UNO,VERT CORNER BARS SHALL BE TRENCH EXCAVATION 1.5 H LAP SPLICE SAME SIZE TABULATED FOR MIN PARALLELTO FTG MIN TYP WALL REINF FOR THICKER WALL d p "A"=SPLICE LENGTH GREASETHIS j - d _ 4 d GAF WAsg"9S HALF OF BAR /� SLEEVES TO CLEAR p•$ •4 % 1�-6�� PIPE 1"ALLSIDES - - NO PIPES ALLOWED IN v TYPICAL CONSTRUCTION JOINT //j MIN _ - ° THIS REGION.LOWER FTGS AS REQ'D F o ° SEE NOTES,DETAILS,OR PLANS FOR (1)#5 VERT REQ'D REINF.ALL BARSTO BE CONT d E a \ u d OR SPLICED PER STRUCTURAL NOTES SAWCUT JOINT FL ORS FIAS WITH CONC SLAB ON GRADE TOF `SjONAL EXPOSED CONC.FLOORS,FILL JOINT PIPE 4 - z WITH SEALANT.IN LIEU OF SAWCUT STD 180°HOOK JOINTS CONTRACTOR MAY USE ZIP ° v /�/9 4 HORIZ CORNER BARS OF SIZE STRIP PLACED WITH SLAB SLAB REINF AT BOF - "-__ BENT BARS TO MATCH AND SPACING RI MATCH °d CENTER OF SLAB OR &LAP FOOTING (2)#5 VERT d REINF OF THINNER WALL v AT TOP AND BOT Z m ° d ® = /\ BOTTOM REINF LOWER BOF ° d AS REQ'D z ° \ UNDISTURBED EARTH OR _ COMPACTED FILL PER d i • ° - ° 4 a X—X�-X X—x—X ° " STRUCTURAL NOTES 4 PIPE TRENCH EXCAVATION PARALLEL 9"MIN III-III- 3"CLR TO FOOTING IS NOT ALLOWED TYP TYP PLACE VERT REINF OUTSIDE EXCEPT BELOW THIS LINE.STEP FTG AS T AS OTHERWISE NOTED OR SHOWN A TYPICAL CONTRACTION JOINT REQUIRED FOR THIS CONDITION T=FTG THICKNESS PER PLAN, SCHED,AND DETAILS �F TYPICAL CONCRETE WALL REINFORCING DETAIL � TYPICAL SLAB ON GRADE DETAILS � TYPICAL PIPE PENETRATION AT WALLS AND FOOTINGS � TYPICAL STEPPED WALL FOOTING F � SCALE. NTS L SCALE: 1"=1'0" J SCALE: 1/2"=1'-0" Y SCALE: 1/2"= z0 m la N NOTE: SILL PLANDABDIA ~ RAISE STEM WALL AS REQ'D AT PERIMETER AREAS AND SPACING PER O WHERE NEEDED DUE TO CIVIL GRADES. SHEAR WALL SCHED wCl w (2)#5 CONT TOP STUD WALL PER PROVIDE BLOCK OUT p, FRAMING PLAN NOTES AT DOOR OPENINGS SHEATHING PER SHEAR w\ WALL SCHED SHEATHING AND NAILING STUD WALL PER NOTE: F pl SLAB ON GRADE AND FRAMING PLAN NOTES WHERE CONCRETE WALL WITH HT>3'-0" Q O PER PLAN AND SHEAR SUBGRADE PER 00 WALL SCHEDULE AT PLAN CHORD 512E PER EXISTS,ROD MAY EXTEND 24"MIN INTO SHEAR WALL PER mo 4"0 PERFORATED PVC PIPE PER HOEDOWN SCHED WALL W/NUT&WASHER AS SHOWN PLAN AND SCHED LOCAL CODES WITH 6"OF 1" z #5 @ 15"OC EA WAY 1' MINUS GRAVEL ALL AROUND, PAVING OR FINISHED CENTERED IN WALL COUNTERSINK 1 WRAPPED IN NON-WOVEN y HOEDOWN PER PLAN ADDITIONAL END GE FABRIC.SLOPE TO GRADE PER ARCH AB PER SHEAR WALL SCHED AND SCHED,WHERE STUD AS REQ'D DRAWINGS OR STRUCTURAL NOTES APPLICABLE DRAIN 1/8"PER 1'-0"MIN.TURN • • X—X AB PER SHEAR WALL DESIGN: RMK DOWN PERFORATIONS AS SHOWN '° ` 1 rr, PT SILL PL SCHED OR THREADED ROD AS REQ'D HOEDOWN PER PLAN °d e o °e Oo bb STRUCTURAL NOTES THREADED ROD AS REQ'D FOR HOLDOWN W/NUT AND SCHED DRAWN:cp JEG �o on ° SLAB ON GRADE AND FOR HOEDOWN W/NUT AND WASHER AT BASE. Ro 4O 00 0°°O o�° SUBGRADE PER PLAN AND WASHER AT BASE EXTEND ROD INNTO NGOCHECK: JGG z 00 0 111 34. JOB NO: 18386.10 0 O 0 0 °ao oX 4X—X 4�X Z+�pc— —X—X—X dC X -4•X�- iX X—.ac TOP OF FTGDATE: 08�09�19 d Q 00 � - on °`a � o0 00 � I d °O dO 0oo ° - - d II O o0 0 0 1�4 .III-iTi L�4 ° LL FTGS 1 AT SHEAR WALL FTGS I' LINE OF MAX EXCAVATION. / -1I-1I-III: FOOTING / _ `� - -III - PROVIDE TOP REINF PROVIDE TOP REINF IF SOIL IS OVER EXCAVATED, /�1 DRAIN / 8 m ^'u 1 TO MATCH BOT REINF TO MATCH BOT REINF - 4 d 4 I REPLACE WITH LEAN MIX /� ) 1 ° 11 44 CONCRETE.J , / ALT HOOK AS SIZE AND REINF REINF PER PLAN I d 4 ° SIZE&REINF MAXIMUM //A SIZE&REINF AND SCHED - SHOWN J SLOPE PER PLAN&SCHED PER PLAN AND SCHED °- a FIRM BEARING SOIL OR PER PLAN&SCHED COMPACTED STRUCTURAL FILL W I.SINGLE WALL II.PARTY WALL m� Z TYPICAL FOOTING DRAIN TYPICAL STEM WALL DETAIL CONTINUOUS FOOTING DETAIL HOLDOWN DETAIL L� (� 'J 8 SCALE: 1"=1'-0" a 5 SCALE: 1"=1'-0" v SCALE:PIA, 1' HOEDOWN&CHORD PER PLAN AND SCHED = v (WHERE APPLICABLE) GAP PER SHEATHING AND ARCH ~ J SILL PL,AB DIA AND NAILI NG PER PLAN AND Q SPACING PER SHEAR SJHEED STUD WALL PER WALL SCHED FRAMING PLAN NOTES COL PER PLAN �[ M AND SCHED .6 N W SLAB ON GRADE AND EER (2)#4 TOP SUBGRADE PER CH 8"x 8"CONCRETE SIMPSON ABU POST BASE. 00 Q PROVIDE BLOCKOUT CONTRACTOR HASTHE Y W 0) FOUNDATION PLAN AT DOOR OPENINGS PLINTH EQ SPACED OPTION TO USE SIMPSON Ln SLAB ON TIES EQ SPACED ADE AND TITEN HD ANCHORS. •I • —q�C - —�#( EA S BGRADER PER PLAN PAVING OR FINISHED CL ~ Q 11 ACE _(4)#4 HOOKED L�J GRADE PER ARCH _ 4 IL ___R _____I _ z • - • 4-X X—X Bo DOWELS DRAWINGS _j -- Q Z O4 d a oO° 099 dJ O opg ° 6" Q o BOO - - - ` a_.• °oo°0 N 0 O ° z1-� � � ZO 0O O D °� p LLI Z 0000 o 0 O 0 O - REINF PER PLAN Z Z 0 /'�0 FOOTING&REINFORCEMENT _ p O o o O ° 00� PER PLAN.PROVIDE DOWELS O O °O°o a o AND SCHEDULE Z N J w O o 0 EPDXIED INTO STEM WALL o 0 °OO W ^ 0 o O O o0 - - TO MATCH LONGITUDINAL O O OO o0 • °• d U Q L.L H O O oOO11 o 0 •, d j a_ • BARS W/5"EMBED a• ° - - / NE: FOOTING FOROT INFORMATION NOT DRAIN / Id / SPECIFICALLY CALLED OUT // REFER TO DETAIL 6. SIZE&REINF PER PLAN AND SCHEDULE SIZE AND REINF PER PLAN AND SCHED PER PLAN&SCHED /� 1 EXTERIOR FTG AT INTERIOR FTG INTERSECTION STEM WALL DETAIL AT BRICK VENEER i ISOLATED COLUMN FOOTING S4. 1—G 9 SCALE: 1"=1'-0" O SCALE: 1"=1'-0" SCALE: 1"=1'-0" C I�M STUD WALL PER PLAN ENGINEERING (WHERE APPLICABLE) GYPCRETE TOPPING PER ARCH 250 4TH AVE. S., SUITE 200 30" #4 DOWELS @ 2x LEDGER W/3/4"01-BOLTS @ 32"OC EDMONDS,(425)WASH GTON 0 020 1'-6"OC AND WITHIN 12"OF EA END(EMBED 6"). PHONE (425) 778-8500 FAX (425) 778-5536 IS LEDGER AT CROSS BEAMS. CONCRETE SLAB ON GRADE DO NOT OVER-DRILL HOLES. AND SUBGRADE PER FLOOR SHEATHING PER PLAN NOTES k GEOTECH REPORT CONCRETE PLINTH .41 // I PER ARCH W/#4 .I X TIES @ 6"OC I• y VY G C WAS (2)#5 BARS 17 /n COLUMN AND BASE PL I l 1 1'-0" FLOOR JOIST s PER PLAN AND SCHED I BACKFILL W/FREE MIN PER PLAN -II ' j O ynp5 1 2X BLOCKING@ L DRAINING MATERIAL mo' i DIAMOND SHAPED BLOCK ONAL S`YI 4f'�4ti 11/2" 24 OC t� I d I' OUT.GROUT SOLID AFTER b} CUR #4 @ 10"OC HORIZ EA FACE o I SETTING COLUMN 08109119 OF WALL(#5 @ 15"OC c SLAB ON GRADE OR "S"BARS FOR 4'&6'WALLS) a ASPHALT PAVING PER a EDGE BLOCK OUT WITH t+ NOTE: FOUNDATION PLAN I 1/8"MAX RADIUS AND FILL �% #4 VERT @ 12"OC I JOINT WITH SEALANT TYPICAL FTG �oPo OUTSIDE FACE(NOT REQ'D WALLS WITH 4'AND 6'MAX RETAINED HEIGHT �"rT� DRAIN FOR 4'&6'WALLS) LISTED IN SCHEDULE HAVE ONE LAYER OF a. REINFORCING CENTERED IN THE WALL. X—X— X -.I —X—X—X a X •�o p Q SLAB-ON-GRADE ALTERNATE HOOK DIRECTION INTO FOOTING 2"CUR TO - 00 00 p• PER PLAN NOTES EVERY OTHER BAR. °p a - ° ° °0 0 0 BASE PLATE ^� �'° ro IIIIII o° o° —X—X—X d z a,.II aii \o o 1ii 111 0°oo�o - RETAINING WALL SCHEDULE �� • WALL GEOMETRY WALL REINFORCING ° W - rc ry ua ° o • • = MAX "T" "B" "t" "D" "S"BARS "F"BARS z z "H" O m ^u - - _ 5 4'-0" 0'-8" 0'-8" 8" 12" #5 @ 15"OC t NOT REQ'D Ia � -III-III-I -I I- "F"BARS m" 6'-0" 1'-0" V-10" 8" 12" #5 @ 12"OC E #5 @ 15" SIZE&REINF U "S"BARS #5 @ 12"OC 8'-0" 1'-6" 2'-10" 10" 14" #5 @ 10"OC #5 @ 15" PER PLAN&SCHED w w � a 1'-6" 3'-4" 30" 14" #5 @ 8"OC #5 @ 10" Ol BUILDING RETAINING WALL SECTION ISOLATED FOOTING DETAIL 1 SCALE: 3/4"-1'0" SCALE: 1"=1'0" 00 Y lr Q DESIGN: RMK DRAWN: JEG CHECK: JGG JOB NO: 18386.10 DATE: 08/09/19 W z L LJ a H J M Q �S N w Y N rn M Q Q Z a_ w3 O_ a LLI z N o w 0 U Z F- z Z Z w n � O U Q L� S4.2-G NOTE: 2x OR 3x BLOCKING ONLY STAGGER SHEATHING AS SHOWN. IF BLOCKED DIAPHRAGM o FOR 2x4 STUDS,PROVIDE SINGLE ENGINEERING (IBC TABLE 2306.3.1,CASE 1 OR 3) 15 SPECIFIED w ROW OF NAILS STAGGERED EASIDE FRAMING MEMBERS W/ '-a\z WITH 11/2"EDGE DISTANCE.FOR 250 4TH AVE. S., SUITE 200 INTERMEDIATE SPACING PER PLAN ..F 2x6 STUDS,PROVIDE(2)ROWS OF EDMONDS, WASHINGTON 98020 FRAMING MEMBERS ^'o NAILS SPACED AT 21/2"W/11/2" PHONE (425) 778-8500 STAGGER NAILS ON EA SIDE PANELHIINIG EDGE DISTANCE FAX (425) 778-5536 OF PANELJOINT AS REQUIRED PER SHEAR WALL SCHED PANEL EDGE NAILING ADJACENT NAILS IN A 9"OC MAX SPACING BETWEEN PER SHEAR WALL - - - ROW ARE TO BE ADJACENT NAILS IN A ROW _ SCHEDULE,TYP CONTINUOUS ------ PANEL EDGES DRIVEN FROM ----------------------------- -n-------n— — ------I-I-------I-I-------I-I-------n-----rn II OPPOSITE SIDES,TYP I•I I•I I'I I'I I'I I•I I I•I PANEL EDGE NAILING INTO O�VY C, I I I I I I I I I I I I III HOEDOWN CHORDS,TYP I I of WAsg"9S I I I I I I I I I I I I III INTERMEDIATE — — — — — HEADER PER PLAN I I I I I I I I I I I I III NAILING @ 12"OC I•I I•I I•I I•I I•I I•I I I. I •I I I I I I I I I I I I I I I I I 0.131"0 x 3"NAILS,TYP O ynys I I I I ICRIPPE STUDS PER PLAN;L DO NOT CUT I•I I I I I I I FRAMING AT ADJOINING I I SHEATHING PER PLAN AND I I II it I IIS`SjONAL IIII I II •• I A iI II•II I IIII•IIIII IIII•IIII II, I IIII•IIII PANEL EDGESPER SHEAR IIII III IIII II•IIII SHEAR WALL SCHEDULE OAWAY MATERI WALL SCHED FRM CRIPPLE STUDS PANELEDGES I I _ I lip_ I I I (5)STUDS MA X TO 08109119 DHOEDOWN CHORD PER BE USE FOR LTSCHEDULE.REFER TO BUI -UPCOLUMNS FULL-HEIGHT I• TYPICAL BUILT-UP HOEDOWN CHORDII I•I II II II I I III II , , I, COLUMN DETAIL I I•I I I I I I I�I I I H______H H_____ -7r------ '--'--' TYPICAL FLOOR ROOF SHEATHING DETAIL !� TYPICAL BUILT-UP STUD COLUMN DETAIL I I I I I •� 1 I I I,1 I,I ADDITIONAL END STUD SCALE: NTS I I I•I I•I I, I I•I I•I I I I I I I I I I I I I IF REQUIRED TO IIII I j I I I,•I I I I I I I I I PROVIDE I•I I I I I I I I I I I COUNTERSINK FOR IIII I I I I •I I I I I I I I I HOEDOWN BOLTS J I I I•I I•I I, I I•I TYP DOUBLE 1•I I I I I J I I I I I I I I HOEDOWN ANCHORAGE TOP PLATE PER PLAN AND SCHEDULE z AB W/SIMPSON BP I I 11 I I I I I I 2 1/4"END (2)0.131"0 x 3"NAILS @ 9"OC O m I I •I I I I I I I I I DISTANCE,TYP 1/2"TO ELSEWHERE W/11/2"EDGE DISTANCE PL WASHER,TYP I•I I,I I,I I I I,I I,I a � I I I I I•I I I I (2)ROWS OF(8)0.131"0 x 3" - I I I I I I SIMPSON CNW COUPLER SHEATHED EDGE PLATE 3"OC SIMPSON A35 - I I NAILS @ 3"OC EA SIDE OF SPLICE U NUT W/SIZE TO MATCH WASHER SPACING (ONLY REQUIRED m m I I I I I I I PERSHEAR AT EXTERIOR a I I I I HOEDOWN ANCHORAGE PT SILL PL PER I•I I,•I A ,I I I ;I ;I WALL SCHED HEADERS GREATER SHEAR WALLSCHED I I I I•I I I I I THAN 6'SPAN) 11 II PANEL EDGE NAILING JI< ai -1L---_--i�--_---i PER SHEAR WALL SCHED II TOP CHORD w\ LI- _' SPLICE AT LOCATIONS WHERE IT IS NOT POSSIBLE BOTTOM 6 0.131"0 x 3" ~ = li TO INSTALL THE SPECIFIED 0.131"O SPLICE CHORD O Q O II II II I I I I I CONTINUE HOEDOWN CHORD I-I °� NAILS,THE CONTRACTOR SHALL INSTALL SPLICE NAILS o m yy I I I I I I TO FOUNDATION SIMPSON CSC20 STRAPS EA SIDE OF WALL O 1L_ _1L______lI AT SPLICE.INSTALL EA STRAP W/(12)10d Y - AT EA END.WHERE BOTH PLATES ARE BEAM OR HEADER PER SECTION A-A TYPICAL STUDS 1 A CONCRETE FOOTING = — = — = CUT,INSTALL C520 STRAPS AT EA PLATE PLAN AND NOTES OR P/T SLAB PER PLAN AND SHEAR I SCALE:1 1/2"=1'-0" AND EA SIDE OF THE WALL. WALL SCHEDULE,TYP RIM BOARD \ DESIGN: RMK OR BLOCKING /l L 6'-0"MIN BETWEEN SPLICES NAILING PER TYP NOTES: (� CONCRETE STEM WALL � BUILT-UP STUD DRAWN: JEG 1. REFERTO STRUCTURALNOTES FOR ADDITIONAL INFORMATION. SPLICES TO OCCUR AT COLUMN DETAIL 2.FOR SHEAR WALLS WHERENO HOEDOWNS ARE SPECIFIED THE CHECK: JGG FIRST AB SHALL BE LOCATED NOT MORE THAN V-0"AND NOT CONCRETE FOOTING CENTER OF VERTICAL STUDS LESS THAN(7)BOLT DIAMETERS FROM END OF WALL. AT HOEDOWNS:PROVIDE FULL HT CRIPPLE STUDS PER PLAN JOB NO: 18386.1 O TOP CHORD SPLICE BOTTOM CHORD SPLICE AND COLUMN SCHEDULE OR HOEDOWN CHORDS 2x FULL SCHED. STRUCTURAL NOTES DATE: 08/09/19 OTHERWISE:(1)2x FULL HT TYPICAL SHEAR WALL DETAIL TYPICAL TOP PLATE SPLICE DETAIL TYPICAL HEADER DETAIL SCALE: 3/4"=1'-0" 4 SCALE: 1"=1'-0" SCALE: 1"=1'-0" EDGE NAILING PER PLAN BEAM PER PLAN AND SCHEDULE Lyl AND SHEAR WALL EDGE NAILING PER PLAN AND JOIST DIRECTION CHORD SIZE PER Z SCHEDULE OR EDGE NAILING PER PLAN 2x6 STUD @ 2x4 CROSS WALL SHEAR WALL SCHEDULE OR PER PLAN SIMP50N A35 EACH HOEDOWN SCHEDULE STRUCTURAL NOTES,TYP AND SHEAR WALL 2x8 STUD @ 2x6 CROSS WALL STRUCTURAL NOTES,TYP SIDE OF BEAM SCHEDULE OR 0.131"0 x 3" STRUCTURAL NOTES,TYP (2)ROWS OF 0.131"0 x 3" NOTE: SIMPSON STRAP WITH W (� NAILS @ 9"OC NAILS @ 9"OC SUPPORTS AT N FASTENERS PER > J SOLID POSTS SIM o a HOEDOWN SCHEDULE Q _ STUD STUD STALL IN MAX NAILING Q WALL WALL INTO RIM OR BLOCKING I-- WHERE POSSIBLE w BEAM PER PEAN 0 (2)ROWS OF 0.131"0 x 3" EDGE NAILING PER PLAN AND EDGE NAILING PER PLAN AND AND SCHEDULE M NAILS @ 9"OC SHEAR WALL SCHEDULE OR SHEAR WALL SCHEDULE OR IN 00 STRUCTURAL NOTES,TYP STRUCTURAL NOTES,TYP SIMPSON LTP4 OR A35 /r� FRAMI NG ANCHOR N (2)ROWS OF0.131"0x3" EACH SIDE OF BEAM �� Y W Z STUD WALL PER FRAMING 0.131"0 x 3" NAILS @ 9"OC(EACH SIDE F z Ld _ PLAN NOTES,TYP NAILS @ 9"OC OF PARTY WALL) SOLID OR MULTIPLE k m 4 Q Q C STUD COLUMN PER PLAN L STUD WALL PER FRAMING STUD WALL PER FRAMING m c g \ JOIST DIRECTION d La PLAN NOTES,TYP PLAN NOTES,TYP 1 a LL p H PER PLAN LLd Q SHEATHING(OR GWB)AND BEAM WIDTH, o o FILL JOIST SPACE WITH FULL J NAILING PER PLAN AND SHEAR SHEATHING(OR GWB)AND SHEATHING(OR GWB)AND MIN UNO SOLID OR MULTIPLE O o i z DEPTH BLOCKING TO Q Z LL WALLSCHEDULE OR NAILING PER PLAN AND SHEAR NAILING PER PLAN AND SHEAR STUD COLUMN PER PLAN zz N o MATCH DIMENSIONS OF Z (n O STRUCTURAL NOTES,TYP WALL SCHEDULE OR WALL SCHEDULE OR a R'^ STUD COLUMN ABOVE STRUCTURAL NOTES,TYP STRUCTURAL NOTES,TYP W 0 0 Q PARALLELTO STUD WALL PERPENDICULAR TO STUD WALL F- Z Z O A.CORNER INTERSECTION B.'T INTERSECTION C.PARTY WALL INTERSECTION Z (N J O w TYPICAL WALL INTERSECTION DETAIL TYPICAL FLUSH BEAM SUPPORT DETAILS f� TYPICAL STRAP HOLDOWN DETAIL Ld � a � 7 SCALE: 1"=V-0" v SCALE: 1"=1'-0" �HFF I: S5.1-G STUD WALL PER FRAMING PAN NOTES STUD WALL PER FRAMING PAN NOTES STUD WALL PER ENGINEERING SHEATHING AND NAILING NOTE: FRAMING PAN NOTES PER PAN AND SHEAR SILL PLATE NAILING PER PAN SHEATHING AND NAILING SILL PATE NAILING PER PAN FOR NOTES AND DETAILS 250 4TH AVE. S., SUITE 200 WALL SCHEDULE OR AND SHEAR WALL SCHEDULE PER PAN AND SHEAR AND SHEAR WALL SCHEDULE NOT CALLED OUT REFER SHEATHING AND SILL PATE NAILING SILL PATE NAILING PER EDMONDS, WASHINGTON 98020 STRUCTURAL NOTES OR STRUCTURAL NOTES WALL SCHEDULE OR OR STRUCTURAL NOTES TO DETA11 1 NAILING PER PAN AND PER PAN AND SHEAR SHEAR WALL PHONE 425 778-8500 STRUCTURAL NOTES SHEAR WALL SCHEDULE WALL SCHEDULE OR ( ) BREAK SHEATHING OR STRUCTURAL NOTES STRUCTURAL NOTES FAX (425) 778-5536 AT PATE LINO SHEATHING AND SHEATHING AND (4)10d NAILS ALIGNED 2x WOODJOIST (4)10d NAILS NAILING PER PAN NAILING PER PAN 13/4"LSL BLOCKING SHEATHING AND PER PAN AND SCHEDULE 2x CONTINUOUS RIM- 2x CONTINUOUS RIM NAILING PER PAN Ir 2x WOOD SILL PATE NAILING PER RIM JOIST SHEARWALL SCHEDULE GVY C BREAK SHEATHING BREAKSHEATHIN ov WAS "7S AT PATE UNO RIM AND PROVIDE PANNELEL V�� \1� NAILING EA SIDE OF - - 1 P o PANEL EDGE NAILING JOINT PER SW SCHED PER PAN AND SHEAR WOOD JOISTS PER PAN AND (3)0.131"O x 3" - - PROVIDE PANEL EDGE WOOD JOISTS PER WALL SCHEDULE OR SCHEDULE JOISTS PER PAN NAILING PER SHEAR WALL PAN AND SCHEDULE O LzsS PANEL EDGE NAILING NAILS EACH END -JOISTS PER PAN C' STRUCTURAL NOTES PER PAN AND SHEAR AND SCHEDULE SILL PATE NAILING PER AND SCHEDULE, SCHEDULE AT TOP PATE 2x BLOCKING @ 4'-0"OC 9Sj0 2x4 BLOCKING AT SHEAR WALLS WALLSCHEDULEOR WOOD JOISTS PER PAN SHEARWALLSCHEDULE LAPPED E BUTTED FIRSTJCKIN BAY ONLY NAL NOTE: ONLY STRUCTURAL NOTES AND SCHEDULE PANEL EDGE NAILING 08109119 NON-SHEAR WALL 2x WOOD BLOCKING PER PAN AND SHEAR 2x4 BLOCKING AT 2x4 BLOCKING OR A35 NAILING SHALL BE PER @ 4'-0"OC MAX WALL SCHEDULE OR SHEAR WALLS MODETAIL (PER SW SCHED)BETWEEN IBC TABLE 2304.9 STRUCTURAL NOTES OTES AND DETAILS BLOCKING AND TOP PATE ALLED OUT REFER AT SHEAR WALLS ONLY 2 A.TYPICAL FRAMING B.ALTERNATIVE SHEAR WALL FRAMING EXTERIOR WALL PARALLEL TO JOISTS INTERIOR BEARING ON BOTH SIDES INTERIOR WALL PARALLEL TO JOISTS TYPICAL STUD WALL FRAMING DETAIL TYPICAL STUD WALL FRAMING DETAIL !� TYPICAL STUD WALL FRAMING DETAIL d TYPICAL STUD WALL FRAMING DETAIL 2 SCALE: 1"=1'-0" v SCALE: 1"=1'-0" T SCALE: 1"=1'-0" 1 SCALE: 1"=1'-0" FF F 0 m O m SHEATHING AND (- NAILING PER PAN AND NOTE: SHEAR WALL SCHEDULE FOR NOTES AND H SILL PATE NAILING PER PAN DETAILS NOT CALLED SHEAR WALL SHEAR WALL O 2 &SHEAR WALL SCHEDULE OR SILL PLATE NAILING PER OUT REFER TO CASE A PER PAN PER PAN w w STRUCTURAL NOTES SILL PATE NAILING PER 2x CONTINUOUS RIM SHEAR WALL SCHEDULE CHORD SIZE PER a SHEAR WALLSCHED BOARDS.PERPENDICULAR DIAPHRAGM HOEDOWN SCHEDULE BEAMS SHALL FULLY BEAR PANEL EDGE NAILING PER BOUNDARY NAILING ALIGNED 2x WOODJOIST (4)lOd NAILS ON WALL SHEAR WALL SCHEDULE PER PAN AND SCHEDULE INTO BLOCKING SIMPSON HOEDOWN HOLDOWN STRAP HOLDOWN w SHEATHING AND SIMPSON A35 PER PER PAN AND PER PAN,FIELD STRAP PER PAN, F p� NAILING PER PAN SHEAR WALL SCHEDULE (4)10d NAILS A SCHEDULE BEND AROUND BEAM FIELD BEND Q O AROUND BEAM W O I y I I I BEAM PER PAN � I II 1 II CONTINUOUS II RIM WOOD JOISTS PER WOOD JOISTS PER II DESIGN: RMK II PAN AND SCHEDULE PAN AND SCHEDULE DRAWN: JEG JOISTS PER PAN NOTES: 2x BLOCKING @ ONLY ° 1 SHEATH COMMON SIDE FOR OC 2x BLOCKING EA JOIST DIRECTION FULL DEPTH 3/4 . CHECK: JGG PROVIDE PANEL EDGE FIRST JOIST BAY ONLY SIDE OF RIM @ PER PAN NAILING PER SHEAR WALL SHEATHING OR lx FRAMING STACKED SHEAR WALLS. SCHEDULE AT TOP PATE 2x4 BLOCKING OR A35 BETWEEN RIM BOARDS 2.WHERE HOLDOWNIS REQUIRED 4'-0"OC JOB NO: 18386.10 (PER SW SCHED)BETWEEN INSTALL HOEDOWN ON FILL JOIST SPACE WITH BLOCKING AND TOP PATE PARTY WALL W/SIZE SHEATHED SIDE OF PARTY WALL. BLOCKING TO MATCH JOIST PER PAN JOIST PER PAN DATE: 08�09�19 NOTE: AT SHEAR WALLS ONLY AND SPACING OF 3.SHEATHING IS SHOWN ON DIMENSIONS OF STUD (DIRECTION VARIES) (DIRECTION VARIES) FORNOTES AND DETAILS OUTSIDE FACE OF WALL,BUT COLUMN ABOVE NOT CALLED OUT REFER STUDS PER PAN NOTES MAY ALTERNATELY BE INSTALLED HEADER BEAM TO DETAILS 1&2 ON INSIDE FACE. COUNTER SINK PER PAN ADDITIONAL END `INTERIOR WALL PARALLEL TO JOISTS A.PERPENDICULAR TO JOISTS B.PARALLEL TO JOISTS STUD FOR BOLTS FLUSH BEAM HEADER TYPICAL STUD WALL FRAMING DETAIL TYPICAL PARTY WALL FRAMING DETAIL 'J TYPICAL ROD HOEDOWN DETAIL f� TYPICAL STRAP HOEDOWN TO WOOD BEAM SCALE: 1"=1'-0" 6 SCALE: 1"=1'-0" SCALE: 1"=1'-0" v SCALE: 1"=1..' W Z W /^ > J SHEATHING&NAILING Q _ PER PAN&SHEAR WALL SCHEDULE OR NOTE: _ PARTY WALL W/SIZE& STRUCTURAL NOTES FOR NOTES&DETAILS NOT I— N6 WOOD SCREWS SPACING OF STUDS PER SPECIFICALLY CALLED OUT bi PAN NOTES SILL PATE NAILING REFER TO CASE A. Q OR 8d @ 6"OC (2)8d NAILS AT A PLANK PER PAN&SHEAR M WALL SCHEDULE OR N 2x LEGER A7TACHEDTORIM 2x WOOD BLOCKING 2x LEGER ATTACHED TO RIM STRUCTURAL NOTES DIAPHRAGM BOUNDARY ad N W/(2)1/4"0 x 31/2"SIMPSON @ 4'-0"OC MAX W/(2)1/4"0 x 3 1/2"SIMPSON SILL PATE NAILING PER SHEATHING&NAILING 2x FULL HEIGHT BLKG NAILING INTO BLKG 00 SIDS SCREWS @ 12"OC SIDS SCREWS @ 24"OC SHEAR WALL SCHED PER PAN SHEATHING& (3)lOd NAILS NAILING PER PAN N cc Q Q L CL w 3 Q J w� WOODJOIST&HANGER WOOD JOISTS PER WOOD JOIST PER FP-N ISTS PER Z PE N PER PAN&SCHEDULE PAN&SCHEDULE PAN&SCHEDULE CHEDULE JOISTS PER PAN&SIMPSON A35 PER JOISTS PER PAN& LLI PROVIDE PANEL EDGE PROVIDEPANELEDGE SHEAR WALL SCHEDULE SCHEDULE,LAPPED 2x BLKG @ 4'-0"OC SCHEDULE,APPED F- Z 0 2x4 BLOCKING OR A35 KING OR A35 PER PLAN I NAILING PER SHEAR WALL NAILING PER SHEAR WALL PANEL EDGE NAILING FIRST BAY ONLY Z IN J II SCHEDULEATTOP PLATE (PER SHEAR WALL SCHED) SCHEDULE AT TOP PATE (PER SHEAR WALL SCHED) PER PLAN AND SHEAR W ^ 0 W BETWEEN BLOCKING AND TOP BETWEEN BLOCKING AND $ WALLSCHEDULE H WOOD BEAM PATE AT SHEAR WALLS ONLY TOP PATE AT SHEAR U � Q PER PAN FOR NOTES AND DETAILS FOR NOTES AND DETAILS WALLS ONLY STUD WALL PER NOT CALLED OUT REFER NOT CALLED OUT REFER STRUCTURAL NOTES -. BEARING PATE TO DETAILS 1&2 TO DETAIL51&2 3/8 x 3 1/2 x 0'-3 1/2" A.JOISTS PERPENDICULAR TO WALL B.JOISTS PARALLEL TO WALL A.DECK JOISTS BEARING B.DECK JOISTS NON-BEARING ROD HOLDOWN TO WOOD BEAM i DECK FRAMING DETAIL ii TYPICAL STUD WALL FRAMING DETAIL ��.�-� 9 SCALE: 1"=V-0" •O SCALE: 1"=V-0" •• SCALE: 1"=V-0" TREAD/RISER PER ARCH USE 1 1/8"PLYWOOD TREADS UNO NOTCHED STRINGER TREAD AND 2x12 BLOCKING RISERS PER ARCH (4)8d @BLOCKING DO NOT OVERCUT NOTCHES 2x6 SISTERED 4X12 DF#2 BEAM BEAM PER PLAN ENGINEERING AB PER STRUCTURAL NOTES OR FOR TREAD/RISER PER SECTION A VARIES PER PLAN PROVIDE HILTI X-DNI(0.145"0)@ 250 4TH AVE. S., SUITE 200 12"OC.EMBED MIN 2"INTO EDMONDS, WASHINGTON 98020 CONCRETE W/STANDARD STEEL 2x12 STRINGER 2x12 STRINGER STAIR PHONE (425) 778-8500 WAS • SIMPSON HUC28-2, FAX (425) 778-5536 TREATED 2x SILL PLATE EACH STRINGER,WITH •�i a,. FULL NAILING • 2x12 TREADS SHEATHING ? NOTCHED PER ARCH WHERE NOTED 2x6 SISTERED TO SIDE 2x12 NOTCHED STRINGER ON PLAN OF 2x12 W/(2)ROWS 2x6 BLOCKING STRINGER JOIST PER • OF 10d NAILS STAGGERED @ 6"OC 2x6 SISTERED PLAN C,tIEV A Cp W X—XI—X—X�-�I—X_g—df—�—X 3x BEVELED PLATE PERSERIONA of WAsg`9S _ d JI a AS SHOWN BLOCKING @ V�� /--,�f4 F' N - OO° c HUC28-2 W/ 24"OC �o q° oMo o o NOTCH BEAM AS FULL NAILING 05 ob 1 �� a ♦° a 6 REQUIRED 2x STUD WALL OR I ,0" BEAM PER PLAN 8'-0"MAX SPAN BETWEEN 12"OC MAX ONAL SIZE&REINFORCING LANDINGS MAXIMUM SLOPE PER PLAN AND SCHEDULE 8 0 MAX LANDINGS TWEEN 2x6 SISTERED TO 2x12 PER ON PLAN _lj 08/09119 TYPICAL STAIR SECTION A.TYPICAL STRINGER TO LOWER LANDING B.TYPICAL STRINGER TO PONY WALL C.TYPICAL STRINGER TO CENTER BEAM D.TYPICAL STRINGER TO UPPER LANDING GAP(IF REQUIRED)TO SUIT ARCH FINISHES. TYPICAL STAIR SECTIONS 2 TYPICAL STAIR SECTION 1 SCALE: 1"=1'-0" SIMPSON HUC610 FACE MOUNT BEAM PER PLAN HANGERW/MAXNAILING AND SCHEDULE Q SIMPSON HUC610 FACE MOUNT BEAM PER PLAN HANGER W/MAXNAILING AND SCHEDULE m HANDRAIL W/CONN TO STRINGERS PER MFR Ia v=i H DIM PER ARCH DRAWINGS HANDRAIL W/CONN TO (Oi1 STRINGERS PER MFR w w � a PTGLULAM NOTCH CAREFULLY ai STRINGERS,TYP WITHOUT w PIERS,TM (2 x 3 x 1/4 x0'-6" OVER-CUTTINGPRESS Q p DECK) IS TREK PLAN STRINGERS,TYP a. W/(2)1/2"0 x 4"LAG p DECK JOIST PER PLAN NOTCH CAREFULLY SCREWS INTO BEAM AND 00 00 WITHOUT INTO STRINGER 21 FLAT DECKING L3 x 3 x 1/4 x 0'-6" OVER-CUTTING Y BEAM PER PLAN AND SCHED W/(2)1/2"0 x 3" W/SIMPSON PLAN H N EA END EXPANSION BOLTS AND(2) < 1/2"0 x 4"LAG SCREWS PRECAST CONCRETE CLOSED RISER TREADS W/ . I DESIGN: RMK PRECAST CONCRETE CONN TO STRINGERS PER DRAWN: JEG NOTES: 2x CONT LEDGER W/ CLOSED RISER TREADS + t CHECK: JGG 1.FOR NOTES AND DETAILS (2)1/4"0 x 3 1/2'SDS W/CONN TO JOB NO: 18386.1 O NOT CALLED OUT REFER SCREWS @ 12"OC 2x WOOD JOISTS STRINGERS PER MFR TO TYPICAL DETAILS. PER PLAN AND t t DATE: 08/09/19 SCHED 1! 1! DECK POST PER PLAN 2x WOOD BLKG x x 1i L x x @ 4'-0"OC MAX BEAM PER PLAN -� III III-1 r AND SCHEDULE Q SECTION AT EXTERIOR WOOD DECKS d STAIR SECTION STAIR SECTION v SCALE: 1"=V-0" T SCALE: 1"=1'-0" SCALE: 1"=1'-0" W PROVIDE CONTINUOUS TOP CHORD Z PROVIDE CONTINUOUS TOP CHORD AT SIMPSON SHEARWALLORPROVIDE W SI ILSAT LL NAIL STRAP AL NG SHEAR WALL SHEATHING& SHEAR WALL OR PROVIDE SIMPSON SHEAR WALL SHEATHING& NAILS AT ALL NAIL HOLES ALONG NAILING PER PLAN&SCHEDULE CMSTI4 STRAP W/16d NAILS AT ALL NAIL NAILING PER PLAN&SCHEDULE ENTIRE TOP CHORD AT PERFORATION Q J APPLIED TO ALL FACES OF WALL HOLES ALONG ENTIRE TOP CHORD AT APPLIED TO ALL FACES OF WALL PERFORATION 4x HF BLOCKING,TYP Q I I. -I I I I.. SHEATHING AND NAILING w PER PLAN AND SW SCHED EXTERIOR SW SHEATHING M M AND NAILING PER PLAN CONT FULL WIDTH AND IN I - - -- - �I - - -- - ___ _____ AND SW SCHED FULL DEPTH LSL RIM AT '''SJ N '^ FLOOR LEVEL V I I. HEADER PER PLAN 4x HIF I I. HEADER PER PLAN CONT FULL WIDTH AND 2x CONTINUOUS RIM Y N 0 Z I. FULL DEPTH RIM AT WHERE SHAFT IS AT A II II. BLOCKING,TYPII II. FLOOR LEVEL SHEATHING AND CORNER,LAP BEAMS AT cc NAILING PER PLAN CORNER AND PROVIDE Q Q L II II. II I II. WHERE SHAFT 15 AT A CONTINUOUS CMSTI4 I I I I I I. SIMPSON L90 CLIP AT I I. STRAP W/16d NAILS AT I I I I. CONTINUOUS CMST16 STRAP W/10d LAP SHEATHING AT RIM CORNER,LAP BEAMS AT INSIDE OF CORNER W I L J I. I I I. NAILS AT ALL NAIL HOLES OVER ENTIRE CORNER AND PROVIDE W HEADER SUPPORTS PER ALL NAIL HOLESNGTH OVER AND PROVIDE PANEL J _ LENGTH OF PERFORATED SHEAR WALL SIMPSON L90 CLIP AT 1 I: PLAN&SCHEDULE ENTIRE LENGTH OF .� -I EDGE NAILING PER SW INSIDE OF CORNER FULL DEPTH 3/4" Q Z I I PERFORATED SHEAR I I I HEADER SUPPORTS PER SCHEDULE EA SIDE OF SHEATHING OR Ix FRAMING Z N 0 I I' WALLI I I PLAN&SCHEDULE ADJOINING PANEL EDGE BETWEEN RIM BOARDS 0 II 7 ADDITIONAL II IIIh - 1 - --NI - z Z Z 0 INTERMEDIATE I I. -�- JOISTS PER PLAN I CHORD PER SHEAR { I II. Z N J m II WALLSCHEDULE 'Il W w O I I END STUDS PER T I I NMD SHEPSON A35 PER PLAN AND SHEAR WALL SCHED U Q HOLDOWN II II SCHEDULE,TYP 'I II PLYWOODSHERPLAN II I I.- AND NAILING PER PLAN I II I II �6 AND SHEAR WALL SCHED __ ___4 PARTY WALL W/SIZE AND SPACING OF END STUDS PER HOLDOWN STUDS PER PLAN NOTES A.ELEVATION AT DOOR SCHEDULE(HOLDOWN NOT SHOWN) EXTERIOR SIDE INTERIOR SHAFTSIDE INTERIOR SIDE INTERIOR SHAFT SIDE FORCE-TRANSFER SHEAR WALL DETAIL J FORCE-TRANSFER SHEAR WALL DETAIL f� STAIRWAY&SHAFT SECTIONS S5.3-G 6 SCALE: NTS • SCALE: NTS v SCALE: 1"=1'-0" DIAPHRAGM BOUNDARY SHEATHING PER ROOF SHEATHING AND NAILING PER DIAPHRAGM BOUNDARY NAILING NAILING PER ROOF FRAMING PLAN NOTES ROOF FRAMING PLAN NOTES PER ROOF FRAMING PLAN NOTES FRAMING PLAN NOTES ENGINEERING ROOF SHEATHING AND NAILING PER ROOF TRUSS BLOCKING DESIGNED AND 250 4TH AVE. S., SUITE 200 FRAMING PLAN NOTES — PROVIDED BY TRUSSMFR.DESIGN EDMONDS, WASHINGTON 98020 BLOCKING FOR 242 PLF IN-PLANE 2x OUTLOOKER 2x4 BLOCKING SHEAR AT SHEAR WALLS ONLY PHONE (425) 778-8500 DIAPHRAGM BOUNDARY 2x4 BLOCKING W/SILL EACH BRACE FAX (425) 778-5536 NAILING PER ROOF PLATE NAILING PER FRAMING PLAN NOTES SHEAR WALL SCHEDULE GABLE END TRUSS (6)10d FULL DEPTH BLOCKING SHEATHING AND NAILING TO RIPPED TO MATCH SLOPE MATCH SHEAR WALL BELOW OFROOF VY PROVIDE(2)2x4 OR SIMPSON A35 FRAMING /W f4 sF' A35 EACH LINE SIMPSON LSTA15 h)2x6 DIAGONAL ANCHOR PER SHEAR T /nto - OFBLOCKING BRACE AT 4'-0"OC WALL SCHEDULE 11 SILL PLATE NAILING STRAP EACH SPLICE PER SHEAR WALL PRE-ENGINEERED ROOF __ znss SCHEDULE TRUSS PER PLAN SIMPSON LTP4 PER ''� S`SjONAL SHEAR WALL SCHEDULE PROVIDE BOUNDARY SIMPSON H2.5A 08109119 NAILING AT TOP PLATE PER TIE AT EACH TRUSS SHEATHING AND 2x4 BLOCKING BOUNDARY NAILING PER PRE-ENGINEERED SHEAR WALL SCHEDULE 2x4 BLOCKING FOR EACH BRACE ROOF TRUSS PER PLAN NAILING PER PLAN AND (3)TRUSS SPACES @ NOTE: SHEAR WALL SCHEDULE SHEAR WALL SCHEDULE (3)T US SP REFER TO CASE A FOR SHEATHING AND INFORMATION NOT SIMPSON H2.5A NAILING PER PLAN AND STUD WALL FRAMING 6d COOLER NAILS @ SPECIFICALLY CALLED OUT SHEATHING AND EACH TRUSS SHEAR WALL SCHEDULE PER PLAN NOTES 6"OC OVER EXTENTS NAILING PER PLAN AND OF BLOCKING SHEAR WALL SCHEDULE OPTION A.BLOCKING AND STRAPS OPTION B.BRACING TYPICAL TRUSS SUPPORT DETAIL TYPICAL GABLE END SECTION TYPICAL TRUSS BLOCKING DETAIL 2 SCALE: 1"=V-0" F PANEL EDGE NAILING z PER PLAN NOTES O j lz SHEAR WALL SHEATHING d H PER SCHEDULE W/8d@ x 0 2 6"OC PANEL EDGES m w w SHEATHINGAND w NAILING PER ROOF SHEATHING AND NAILING PER FRAMING PLAN NOTES 2x8 BLOCKING SLOPED ai ROOF SHEATHING AND ROOF FRAMING PLAN NOTES TO MATCH LOWER w DIAPHRAGM BOUNDARY NAILING PER ROOF ROOF PROFILE Q o ROOF SHEATHING AND NAILING PER ROOF FRAMING PLAN NOTES 2x FLAT OUTLOOKER o NAILING PER ROOF FRAMING PLAN NOTES 00 00 FRAMING PLAN NOTES 2x6 LEDGER W/(2)16d @ Y DIAPHRAGM BOUNDARY FULL DEPTH BLKG RIPPED < NAILING PER ROOF 2x4 BLOCKING W/SILL TO MATCH SLOPE OF ROOF 12"OC INTO BLOCKING& Q FRAMING PLAN NOTES PLATE NAILING PER SHEAR SILL PLATE NAILING GABLE TRUSS VERTICAL WALLSCHEDULE PERSW SCHED DESIGN: RMK FULL DEPTH BLOCKING RIPPED TO MATCH ROOF RAFTERS DRAG TRUSS PER PLAN. DRAWN: JEG SLOPE OF ROOF DESIGN ROOF TRUSS 16d @ 6"OC SHEATHING AND PER PLAN FOR 310 ELF IN-PLANE CHECK: JGG 2x4 BLKG W/SILL PL NAILING PER PLAN AND (ASD)SHEAR PROVIDE BOUNDARY SIMPSON A35 CLIP @ JOB NO: 18386.10 NAILING AT TOP PLATE PER NAILING PER SHEAR SHEAR WALL SCHED 12"OC STAGGERED SHEAR WALL SCHEDULE WALLSCHED DATE: 08/09/19 PRE-ENGINEERED ROOF SIMPSON H2.5A TIE TRUSS PER PLAN SHEATHING AND NAILING .. PER PLAN AND SHEAR STUD WALL FRAMING SIMPSON H2.5 TIE WALL SCHEDULE PER PLAN NOTES AT EACH TRU55 FULL HEIGHT STUDS AT GABLE END DROP BEAM PER PLAN TRUSS SUPPORT AT BEAM TYPICAL RAFTER SUPPORT DETAIL Q SECTION J ROOF STEP DETAIL AT PARTY WALL 4 w SCALE: 1"=1'-0" Z SHEATHING AND NAILING PER W /n ROOF FRAMING PLAN NOTES > v/ SW65HEATHING&NAILING Q DIAPHRAGM BOUNDARY NAILING J DIAPHRAGM BOUNDARY PER ROOF FRAMING PLAN NOTES = Q NAILING PER ROOF FRAMING PLAN NOTES 2x BLKG W/16d @ 6"OC � w ROOF SHEATHING AND M Q NAILING PER ROOF N FRAMING PLAN NOTES 2x8 BLKG PANEL EDGE NAILING PER PLAN NOTES DIAPHRAGM BOUNDARY N 'F� NAILING PER ROOF ROOF SHEATHING AND STUD WALL PER 00 V SHEAR WALL SHEATHING FRAMING PLAN NOTES NAILING PER ROOF ROOF SHEATHING AND PLAN&NOTES Y W FRAMING PLAN NOTES NAILING PER ROOF 0 N Z PER SCHEDULE W/8d @ FRAMING PLAN NOTES 16d @ 6"OC 2x6 WALL W/(2) 6"OC PANEL EDGES � Q 16d @ 8"OC SILL LIJ PLATE NAILING - SIMPSON B SERIES 21 BLOCKING L�J Q SHEATHING AND SLOPED HANGER OVER EXTENTS J RAFTERS PER NAILING PER ROOF 2x8 BLOCKING ROOF RAFTER PER PLAN PLAN&MFR FRAMING PLAN NOTES SLOPED TO MATCH OF LEDGER Q � Z � (2)16d @ 8"OC LOWER ROOF SIMPSON LUS HANGER PROFILE Z N 0 W/SLOPED SEAT w 0 (,'� Li— TRUSS MFR TO PROVIDE � Z Z 0 2x HF LEDGER Z N J BLOCKING WITHIN TRU55 AS 2x6 LEDGER W/(2)16d @ 16d @ 6"OC � ROOFTRUSSES REQ'D FOR RAFTER SUPPORT 12"OC INTO BLOCKING& - W/(2)16d NAIL$ Ld I- � 0 PER PLAN _ GABLE TRUSS VERTICAL @ 12"OC U Q CONT FULL WIDTH 2x4 BLKG W/16d 16d @ 6"OC TOP PLATE ON 2x4 @ 6"OC NAILING CONT FULL WIDTH TOP PLATES GIRDERTRU55 PLATE ON 2x4 PLATES -. SHEATHING AND PER PLAN&MFR SHEATHING AND 2x ROOF RAFTERS NAILING PER PLAN AND NAILING PER PLAN AND PER PLAN SHEAR WALL SCHED PARTY WALL SHEAR WALL SCHED PARTY WALL PER PLAN. PER PLAN TRUSS PER PLAN&MFR RAKE WALL TO MATCH ROOF SLOPE HANGER PER TRUSS MFR S6.1-G TRUSS FRAMING AT PARTY WALL TRUSS FRAMING DETAIL i ROOF STEP DETAIL ii RAFTER FRAMING AT PARTY WALL i RAFTER LEDGER DETAIL SCALE: 1"=1'-0" •0 SCALE: 1"=1'-0" •• SCALE: 1"=1'-0" • SCALE: 1"=1'-0" WF 1/2" FL HSS COL FLANGE 1'-3" TYP 1/2" � ry 1'-2" 41/2" 3" 3" 41/2" TYp 4" 3" 3" t 4" ENGINEERING III a III n EDMONDS, WASHINGTON 98 0 20 w PHONE (425) 778-8500 FAX (425) 778-5536 5 1/2"AT HSS5x5(4) 61/2"AT HSS6x6 (4)3/4"0 AB'S 3 16W32x35 EQ EQ W12x96 - 3 16 CVY C 1/4"CAP PL,TYP ^� [COL G•�$of//W\I;6� \ \ EA COL 7 3" 11/2" WF BEAM cCOL x x PER PLAN a a 11"AT HSS5x5 2n�5 3" 1 1/2" 3" 1 1/2" ` - L 4SF' 1 12"AT HSS6x6 5 1/2"AT HSS5x5 m m 14"AT H558x8 2x NAILER RIPPED TO WIDTH ONAL = 61/2"AT HS56x6 FLOOR SHEATHING PER OF BEAM W/5/8"0 CARRIAGE BEAM TO BEAM BEAM TO COLUMN I + EQ EQ FRAMING PLAN NOTES BOLTS @ 24"OC STAGGERED 08109119 I EQ EQ TVP PERIMETER HSS OR I I + HSS WITHIN STUD WALL EACH SIDE OF WEB I [ C I BEAM NO OF PLLENGTH PL WELD DIM(a) DIM(b) N. a x x $ SIZE BOLTS (L) THICKNESS SIZE REFERTO DETAILIFOR PLATE&BOLTS,TYP �r FFF W10 (2)7/8"0 6" 3/8" 1/4" 11/2" 11/2" COL PER PLAN a a W12& (3)7/8"0 9" 3/8" 1/4" 11/2" 11/2" ry d AND/OR SCHED AND/OR PLAN W14 - SCHED COL PER PLAN 3" P JOIST AND HANGER PER FNOTES: PLAN AND JOISTSCHED Q OLTS SHALL BE A490,TYP UNO BOLT HOLES SHALL BE STANDARD SIZE,TYP UNO. USE 3/4"0 ANCHOR BOLTS BOLT INSTALLATION SHALL BE PER AISC SPECIFICATIONS,LATEST EDITION. I I TYP PERIMETER HSS OR AND 3/4"BASE PLATE TYP HSS NOT BEAM PER PLAN HSS WITHIN STUD WALL THICKNESS UNO. WITHIN STUD WALL AND SCHED z O m TYPICAL SINGLE PLATE SHEAR CONNECTION TABLE TYPICAL SHEAR PLATE CONNECTORS STEEL BASE PLATE DETAILS SECTION 1 SCALE: NTS SCALE: 1"=1'-0" w SCALE: NTS SCALE: 1"=l'-O" w o a am ti w� �m HOLDOWN PER Q O PLAN SCHED PLYWOOD SHEATHING& o 3/8"SIDE PLATES SPACED AT HOLDOWN STRAP PER NAILING PER PLAN AND WIDTH OF BEAM+1/8"W/ PLAN AND SCHED.FIELD SHEAR WALL SCHEDULE (2)3/4'.A307 BOLTS BEND AT STEEL BEAM STEEL BEAM PER PLAN. L PE 'C STUD WALL PER PLAN PROVIDE 12"LONG SHEAR WALL SCHED D OR BEAM PER PLAN AND SCHED BEAM PER PLAN (2)1/4"STIFF PL SOLID WEB BLOCK SILL PLATE WOOD NAILER STEEL BEAM PER NOTCHED AT WF W/SMOOTH AND SCHED EA SIDE OF PL CONNECTED W/(4) (2)16d@8"OC DESIGN: RMK PLAN&SCHEDULE RADIUS AS REQ'D 8"OC;(4)TOTAL 1/2"0 CARRIAGE BOLTS WOOD NAILER PANEL EDGE NAILING PER FLOOR SHEATHING DRAWN: JEG PER PLAN SHEAR WALL SCHEDULE CHECK: JGG I * JOB NO: 18386.10 BEAM PER PLAN DATE: 08/09/19 AND SCHED 3/4"BRNG PL JOIST PER PLAN JOIST PER PLAN STEEL BEAM 3/8"STIFF PL SPACED AT (DIRECTION VARIES) (DIRECTION VARIES) WEB FLOOR JOISTS PER 3/4"BREARING PL PER PLAN BLOCKING PLAN(DIRECTION TYP WIDTH OF BEAM+1/8" FLOOR JOISTS&HANGER VARIES) l 4 g^ 11/2" (3)SIDES 1 4 8' 11/2" W/(2)3/4"A307 BOLTS BE PER PLAN STEEL BEAM PER PLAN PER PLAN&SCHEDULE 14 STEEL BEAM AT EXTERIOR WOOD BEAM CONNECTION TO STEEL TYPICAL HOLDOWN TO STEEL BEAM SECTION w Z Lu N � J a O = � 1 (2)3/4"THRU BOLTS w DEMAND CRITICAL NOTES: T&B OF BEAM ONLY M 0 TYP 6 REQ'D WHERE CROSS �( N O3 BEVEL AS REQUIRED PER AWS D1.1 FOR SELECTED BEAM IS CANTILEVERED) ad N '^ 8 3 GROOVE WELD PROCEDURE. = BEAM PER PLAN 00 V COL PER PLAN Y W 0 Z - 55 4 2LARGER OF tyf OR 1/2"(PLUS 1/2tbf OR MINUS 1/4tv). + 0!: (n cc ( 3/4t%,TO%,W/3/4"MIN(±1/4"). _ < Q L I I 4 3/8"MIN RADIUS(PLUS NOT LIMITED,MINUS 0). W Q I + I FLAG NOTES: CONTINUITY PLATES Q Z I + I � SURFACE ROUGHNESS O 4 MATCH BEAMTHICK FLANGEESS OF a b ~ I BEAM FLANGE Z (I) 0 NOT GREATER THAN 500 © REFER TO FEMA 353 DOCUMENT,RECOMMENDED � (2)3/4" _ MICROINCHES. 3 SPECIFICATIONS AND QUALITY ASSURANCE GUIDELINES Z Ur J BOLTS T&B OF FOR STEEL MOMENT-FRAME CONSTRUCTION FOR uj BEAM(ONLY REQ'D 9 © STEEL SHEAR PLATE 1 SEISMIC APPLICATIONS,FOR FABRICATION DETAILS Z Z WHERE BE IS 56. CONNECTION. INCLUDING CUTTING METHODS AND SMOOTHNESS a-0.6bf b=0.75d NOTES: Z N J W CANTILEVERED) REQUIREMENTS. c=0.26f 1.TOLERANCES FOR RBS SECTION-a:±15% LLI ^ w D:::-.- NO DRILLING OR WELDING CONTINUITY TYP AT CONT IN THIS PROTECTED AREA. 4c'+b' c:±1/4" V PLATES EA SIDE PLATES r= 2.GOUGES UPTO 1/4"DEEP SHALL BE REPAIRED BY GRINDING OF WEB(T&B) 8c OUT A LENGTH OF lOx DEPTH OF GOUGE. TYPICAL SEISMIC BEAM SECTION 10 9 TYPICAL WELDACCESS HOLE 11 TYPICALDREDUCED BEAM SECTION SCALE: 1"-1'-0' S7.1-G STRUCTURAL NOTES C (THESE NOTES ARE TYPICAL UNLESS NOTED OR DETAILED OTHERWISE ON DRAWINGS) ENGINEERING CODE SHOP DRAWINGS MINIMUM LAPS AND EMBEDMENT WELDING 250 4TH AVE. S., SUITE 200 ALL MATERIALS,WORKMANSHIP,DESIGN,AND CONSTRUCTION SHALL CONFORM TO THE DRAWINGS, SHOP DRAWINGS FOR THE FOLLOWING ITEMS SHALL BE SUBMITTED TO THE ARCHITECT AND STRUCTURAL UNLESS OTHERWISE NOTED,REINFORCING SPLICE LENGTHS AND DEVELOPMENT LENGTHS SHALL BE AS WELDING SHALL CONFORM TO AWS"STRUCTURAL WELDING CODE",LATEST EDITION.ALL WELDING SHALL BE EDMONDS, WASHINGTON 98020 SPECIFICATIONS,AND THE INTERNATIONAL BUILDING CODE(IBC),2015 EDITION.SPECIFICATIONS AND ENGINEER FOR REVIEW PRIOR TO FABRICATION: TABULATED BELOW: DONE WITH 70 KSI LOW HYDROGEN ELECTRODES.WHERE NOT CALLED OUT,MINIMUM FILLET WELD SIZE SHALL PHONE (425) 778-8500 STANDARDS WHERE REFERENCED ON THE DRAWINGS ARE TO BE THE LATEST EDITION. BE PER TABLE 5.8 IN AWS DI.J.,LATEST EDITION. FAX (425) 778-5536 1.REINFORCING STEEL 3.PREMANUFACTURED WOOD TRUSSES f'c=3000 PSI DESIGN LOADS 2.CONCRETE MIX DESIGN 4.WOOD I-JOISTS&ENGINEERED WOOD BEAMS DEVELOPMENT LENGTH LAP SPLICE WELDING OF REINFORCING BARS SHALL NOT BE PERMITTED UNLESS SPECIFICALLY CALLED OUT ON DRAWINGS OR APPROVED BY STRUCTURAL ENGINEER.WELDING OF GRADE 60 REINFORCING BARS SHALL BE PERFORMED DEAD LOADS: SHOP DRAWINGS SHALL BE REVIEWED,REVISED AS REQUIRED FOR FIELD CONDITIONS,AND DATE STAMPED BY BAR TENSION COMPRESSION TENSION COMPRESSION USING LOW HYDROGEN ELECTRODES.WELDING OF GRADE 40 REINFORCING BARS SHALL BE PERFORMED USING ROOF 15 PSF THE CONTRACTOR PRIOR TO REVIEW BY THE ENGINEER.CONTRACTOR SHALL PROVIDE(3)SETS OF SHOP SIZE E70XX ELECTRODES.SEE REINFORCING NOTES FOR MATERIAL REQUIREMENTS OF WELDED BARS.WELDING FLOOR 24 PSF DRAWINGS FOR ENGINEER'S REVIEW.ALLOW TWO WEEKS FOR SHOP DRAWING APPROVAL BY ENGINEER. TOP BARS OTHER BARS ALL BARS TOP BARS BARS ALL BARS WITHIN 4"OF COLD BENDS IN REINFORCING BARS IS NOT PERMITTED. OVY C w LIVE LOADS: ENGINEER'S SHOP DRAWING REVIEW IS FOR GENERAL CONFORMANCE WITH THE DESIGN CONCEPT AND #3 22 17 9 28 22 12 ALL WELDING SHALL BE DONE BY WASHINGTON ASSOCIATION OF BUILDING OFFICIALS(WABO)CERTIFIED C'��F// 1 f sF' ROOF(SNOW LOAD) 25 PSF CONTRACT DOCUMENTS.MARKINGS OR COMMENTS SHALL NOT BE CONSTRUED AS RELIEVING THE WELDERS. T pup.- PRIVATE DECKS 60 PSF CONTRACTOR FROM COMPLIANCE WITH THE PROJECT PLANS AND SPECIFICATIONS.THE CONTRACTOR REMAINS #4 29 22 11 37 29 15 1 RESIDENTIAL 40 PSF RESPONSIBLE FOR DETAILS AND ACCURACY,FOR CONFORMING AND CORRELATING ALL QUANTITIES AND #5 36 28 14 47 36 19 LUMBER DIMENSIONS,FOR SELECTING FABRICATION PROCESSES,FOR TECHNIQUES OF ASSEMBLY,AND FOR PERFORMING O z 25 (LIVE LOADS ARE REDUCED WHERE PERMISSIBLE PER IBC SECTION 1607.10). THE WORK IN A SAFE MANNER. #6 43 33 17 56 43 23 GALL RADING ES SPECIFIED ARE MINIMUM KILN-DRIED TO MC GRADES OF THE FIRED.ALL LUMBER MINIMUM STANDARDS:BE IN ACCORDANCE WITH WWPA SSIONAL � EARTHQUAKE LOADS: ENGINEER'S SHOP DRAWING REVIEW OF STRUCTURAL COMPONENTS DESIGNED BY OTHERS IS FOR LOADS #7 63 48 20 81 63 27 IMPOSED ON THE BASIC STRUCTURE.THE COMPONENT DESIGNER IS RESPONSIBLE FOR CODE CONFORMANCE #8 72 55 22 93 72 30 SIZE CLASSIFICATION SPECIES GRADE Fb(PSI) Fc(PSI) 08/09119 EQUIVALENT LATERAL FORCE PROCEDURE PER ASCE 7-10 SECTION 12.8. AND ALL CONNECTIONS TO TH E BASIC STRUCTURE.SHOP DRAWINGS SHALL INDICATE MAGNITUDE AND LIGHT FRAMING(STUDS) DOUG-FIR STUD 776(REP) 800 DIRECTION OF THE LOADS IMPOSED ON THE BASIC STRUCTURE AND SHALL BE STAMPED&SIGNED BY A SITE CLASS D PROFESSIONAL ENGINEER REGISTERED IN THE SAME STATE AS THE PROJECT. f'c=4000 PSI 2x JOISTS AND PLANKS DOUG-FIR #2 978(REP) - SHORTPERIODSPECTRALRESPONSEACCEL(Ss) 1.071 DEVELOPMENT LENGTH LAP SPLICE PLATES AND BLOCKING DOUG-FIR #2 850 ONE SECOND SPECTRAL RESPONSE ACCEL N 0.417 FABRICATION SHALL BEGIN ONLY AFTER SHOP DRAWINGS BEARING THE STAMP AND SIGNATURE OF THE - SHORT PERIOD DESIGN SPECTRAL RESPONSE ACCEL(Sos) 0.765 PROJECT ARCHITECT,ENGINEER OF RECORD,AND CONTRACTOR HAVE BEEN RECEIVED. BAR TENSION COMPRESSION TENSION COMPRESSION 6x AND LARGER BEAMS AND DOUG-FIR #2 875 - ONE SECOND DESIGN SPECTRAL RESPONSE ACCEL(So,) 0.440 SIZE STRINGERS RISK CATEGORY II FOUNDATIONS:SPREAD FOOTINGS TOP BARS OTHER ALL BARS TOP BARS OTHER ALL BARS SEISMIC IMPORTANCE FACTOR 1.0 BARS BARS 4x AND SMALLER BEAMS AND DOUG-FIR #2 850 - (e) SOILS REPORT: REPORT NO: 18-0408 #3 19 15 8 24 19 12 STRINGERS SEISMSEISMGN CATEGORY D PREPARED BY: GEOTEST ALL POSTS AND TIMBERS DOUG-FIR #1 1200 1000 BASIC SEISMIC IC FORCE-RESISTING-SYSTEM WOOD SHEAR WALLS DATED: MAY 17,2019 #4 25 19 10 33 25 15 RESPONSE MODIFICATION FACTOR,(R) 1.5 REFER TO PLAN NOTES,SCHEDULES,AND DETAILS FOR MORE SPECIFIC LUMBER SIZE AND GRADE REQUIREMENTS. REDUNDANCY FACTOR(p) 1.0 #5 31 24 12 41 31 19 SEISMIC RESPONSE COEFFICIENT(C 0.118 ALLOWABLE SOIL PRESSURE: 2000 PSF ALL LUMBER IN CONTACT WITH CONCRETE,MASONRY,OR WITHIN 8"OF SOIL SHALL BE PRESSURE-TREATED. F s) #6 37 29 15 49 37 23 F W=TOTAL SEISMIC DEAD LOAD AS DEFINED PER ASCE 7-10 SECTION 12.7.2. LATERAL EARTH PRESSURE: #7 54 42 17 71 54 27 NAILS,BOLTS,AND METAL CONNECTORS FOR WOOD z UNRESTRAINED: 35 PCF+ANY APPLICABLE SURCHARGE O m RESTRAINED: 55 PCF+ANY APPLICABLE SURCHARGE #8 62 48 19 81 62 30 ALL NAILS SHALL CONFORM TO THE STANDARDS SET FORTH BY THE NATIONAL DESIGN STANDARDS(NDS)FOR I- BASE SHEAR(V),V=CsW= SD5 W � PASSIVE: 300 PCF WOOD CONSTRUCTION,LATEST EDITION.NAILING NOT SPECIFIED SHALL BE PER IBC TABLE 2304.9.1 NAILING _ � COEFFICIENT OF FRICTION: 0.35 NOTE: SCHEDULE.ALL NAILS CALLED OUT ON PLANS SHALL BE COMMON NAILS UNLESS NOTED OTHERWISE AND SHALL WIND LOADS: 1.ALL LENGTHS ARE IN INCHES. MEET OR EXCEED THE FOLLOWING MINIMUM GUIDELINES: FOUNDATIONS SHALL BEAR ON NATIVE SITE SOILS OR STRUCTURAL FILL,PREPARED AND COMPACTED AS 2.ALL LAP SPLICES ARE CLASS B. m BASIC WIND SPEED(3 SECOND GUST) 110 MPH REQUIRED BY THE GEOTECHNICAL REPORT AND AT LEAST 18"BELOW ADJACENT EXTERIOR GRADE.ANY 3.'TOP BARS"ARE HORIZONTAL REINFORCEMENT PLACED SUCH THAT MORE THAN 12 INCHES OF NAIL SHANKS MIN LENGTH p a EXPOSURE B FOUNDATION ELEVATIONS SHOWN IN THE DRAWINGS REPRESENT MINIMUM DEPTHS AND ARE FOR BIDDING CONCRETE IS CAST IN THE MEMBER BELOW THE BAR. 8d COMMON 0.1310 2 1/2"SHANK Kn 1.0 ONLY.ACTUAL FOUNDATION ELEVATIONS ARE SUBJECT TO SITE CONDITIONS AND MUST THEREFORE BE a, ESTABLISHED BY THE CONTRACTOR. CONCRETE WALL REINFORCING 10d COMMON 0.1480 3"SHANK w\ SEE PLANS FOR ADDITIONAL DESIGN LOADS. H p� 12d COMMON 0.1480 3 1/4"SHANK IMPORTED STRUCTURAL FILL AND BACKFILL MATERIAL SHOULD CONSIST OF CLEAN,WELL GRADED GRANULAR PROVIDE THE FOLLOWING MINIMUM REINFORCING UNLESS NOTED OR DETAILED OTHERWISE(GRADE 60): o STATEMENT OF SPECIAL INSPECTIONS MATERIAL FREE OF DEBRIS OR ORGANICS AS SPECIFIED IN THE GEOTECHNICAL REPORT. i6d COMMON 0.1620 31/2"SHANK 000 THICKNESS REINFORCING PLACEMENT J.d SPECIAL INSPECTIONS ARE REQUIRED AS INDICATED IN THE FOLLOWING TABLE.THE CONTRACTOR SHALL BACKFILL BEHIND ALL RETAINING WALLS WITH WELL-DRAINING,GRANULAR FILL AND PROVIDE FOR SUBSURFACE #4 @ 13"OC ME BOX NAILS MAY BE SUBSTITUTED FOR&COMMON NAILS WITH NO CHANGE IN NAIL SPACING.FRAMING Y SUBMIT WRITTEN STATEMENT OF RESPONSIBILITY TO THE BUILDING OFFICIAL AND OWNER PRIOR TO DRAINAGE. 6"WALLS EA WAY CENTERED MEMBERS MAY BE NAILED WITH 16d SINKERS(0.148"0 x 31/4"),BUT ONLY 16d COMMON NAILS SHALL BE USED Q COMMENCEMENT OF WORK IN ACCORDANCE WITH CHAPTER 1704.40F THE IBC. 8"WALLS #5 @ 15"OC EA WAY CENTERED WHERE l6d NAILS ARE INDICATED IN THIS DRAWING SET.ENGINEER MAY APPROVE OTHER NAILS IF NAIL LABELS 7 L STRUCTURAL OBSERVATION OF THE STRUCTURAL SYSTEM BY THE ENGINEER IS NOT REQUIRED. EXCAVATIONS AND DRAINAGE INSTALLATION SHALL BE OBSERVED BY A SOILS ENGINEER RETAINED BY THE ARE SUBMITTED TO ENGINEER PRIOR TO START OF CONSTRUCTION. OWNER.IF EXCAVATION SHOWS SOIL CONDITIONS TO BE OTHER THAN THOSE ASSUMED ABOVE NOTIFY THE 30"WALLS #4@16"OC EA WAY,EA FACE DESIGN: RMK FREQUENCY AND DISTRIBUTION OF REPORTS-INSPECTION REPORTS SHALL BE PROVIDED FOR EACH DAY ON STRUCTURAL ENGINEER FOR POSSIBLE FOUNDATION REDESIGN. ALL BOLTS IN WOOD MEMBERS SHALL CONFORM TO ASTM A307.PROVIDE WASHERS UNDER THE HEADS AND CONCRETE GENERAL NOTES NUTS OF ALL BOLTS AND LAG SCREWS BEARING ON WOOD.LEAD HOLES FOR LAG BOLTS SHALL BE BORED FOR DRAWN: J EG SITE BY SPECIAL INSPECTOR.STRUCTURAL OBSERVATION REPORTS SHALL BE PROVIDED AFTER EACH DEFERRED APPROVAL ITEMS THE SHANK AND THREADED PORTIONS PER NDS 11.1.3. OBSERVATION.REPORTS SHALL BE DISTRIBUTED TO TH E CONTRACTOR,ARCHITECT,ENGINEER AND BUILDING CHECK: JGG OFFICIAL. SUBMITTAL DOCUMENTS FOR DEFERRED SUBMITTAL ITEMS SHALL BE SUBMITTED TO THE ARCHITECT AND VERTICAL BARS SHALL START FROM TOP OF FOOTING.HORIZONTAL BARS SHALL STARTA DISTANCE OF I/2 THE CONNECTORS CALLED OUT BY LETTERS AND NUMBERS SHALL BE"STRONG-TIE"BY SIMPSON COMPANY, NORMAL BAR SPACING FROM TOP OF FOOTING AND TOP OF FRAMED SLABS.IN ADDITION,THERE SHALL BE A CATALOG TO BE THE LATEST EDITION,OR ENGINEER APPROVED EQUAL.CONNECTORS SHALL BE INSTALLED IN ENGINEER REVIEWED WHO SHALL REVIEWHAVE THEM ANDFOUND INDICATE IN GENERAL CONFORMANCE SUBMITTAL DOCUMENTS HORIZONTAL BAR AT A MAXIMUM OF 3"FROM TOP OF WALL AND BOTTOM OF FRAMED SLABS. JOB NO: 8/09/19 SPECIAL INSPECTION HAVE BEEN REVIEWED AND THAT THEY HAVE BEEN FOUND TO BE IN GENERAL CONFORMANCE WITH THE DESIGN ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS AND WITH THE NUMBER AND SIZE OF OF THE BUILDING.THE DEFERRED SUBMITTAL ITEMS SHALL NOT BE INSTALLED UNTIL THEIR DESIGN AND FASTENERS AS SPECIFIED BY THE MANUFACTURER.WHERE CONNECTOR STRAPS CONNECT TWO MEMBERS, DATE: 08�09�19 OPERATION CONT PERIODIC REMARKS SUBMITTAL DOCUMENTS HAVE BEEN APPROVED BY THE BUILDING OFFICIAL. PROVIDE CORNER BARS TO MATCH THE HORIZONTAL REINFORCING WITH TENSION LAP SPLICE AT EACH SIDE PER TABLE,OR BEND ONE SIDE OVER TO PROVIDE TENSION LAP. PLACE ONE-HALF OF THE NAILS,SCREWS,OR BOLTS IN EACH MEMBER. SOILS 1.PREMANUFACTURED WOOD TRUSSES INSTALL SOLID BLOCKING AT ALL BEARING POINTS.ALL SHIMS SHALL BE SEASONED,DRIED,AND THE SAME 2.HANDRAILS AND GUARDRAILS PROVIDE CONTROL OR CONSTRUCTION JOINTS IN SLABS ON GRADE TO BREAK UP SLAB INTO RECTANGULAR AREAS EXCAVATION&FILL&COMPACTION&DRAINAGE X GEOTECH ENGINEER 3.PREMANUFACTURED BOLT-ON DECKS OF NOT MORE THAN 400 SQUARE FEET EACH.AREAS TO BE AS SQUARE AS PRACTICALAND HAVE NO ACUTE GRADE(MINIMUM)AS MEMBERS CONNECTED. CONCRETE ANGLES.JOINT LOCATIONS TO BE APPROVED BY THE ARCHITECT. CONCRETE GALVANIZATION REINFORCING PLACEMENT X ALL CONSTRUCTION JOINTS SHALL BE THOROUGHLY CLEANED AND PROPERLY PREPARED IMMEDIATELY PRIOR TO ANCHOR BOLTS X ALL CONCRETE SHALL BE MIXED,PROPORTIONED,CONVEYED,AND PLACED IN ACCORDANCE WITH SECTION POURING OF CONCRETE.DOWEL STEEL SHALL BETHE SAME SIZE AND SPACING AS MAIN REINFORCING DETAILED UNLESS NOTED OTHERWISE,STEELCONNECTORS IN CONTACT WITH TREATED WOOD SHALL BE GALVANIZED Y CHAPTER 5 OF ACI 318 AND THE AMERICAN CONCRETE INSTITUTE'S SPECIFICATIONS FOR STRUCTURAL BEYOND JOINT. ACCORDING TO THE FOLLOWING TABLE: HOLDOWN PLACEMENT X CONCRETE FOR BUILDINGS(ACI 301). UNTREATED ACQ-C CBA-A OTHER OTHER PT CONCRETE TEST SPECIMENS X BARS PARTIALLY EMBEDDED IN HARDENED CONCRETE SHALL NOT BE FIELD BENT UNLESS SO DETAILED OR GALVANIZATION WOOD CCA-C SBX ACQ-D CA-B BORATE ACZA WOOD W ALL CONCRETE SHALL BE STONE-AGGREGATE CONCRETE HAVING AUNIT WEIGHT OF APPROXIMATELY 150 APPROVED BY THE STRUCTURAL ENGINEER. Z CONCRETE PLACEMENT X POUNDS PER CUBIC FOOT. G90 X X X SEE ARCHITECTURAL DRAWINGS FOR ALL GROOVES,NOTCHES,CHAMFERS,FEATURE STRIPS,COLOR,TEXTURE AND ADHESIVE ANCHORS X IF USED CONCRETE STRENGTHS AT 28 DAYS(f'c)AND MIX CRITERIA SHALL BE AS FOLLOWS: OTHER FINISH DETAILS AT ALL EXPOSED CONCRETE SURFACES.PROVIDE 3/4"CHAMFER AT ALL CORNERS EXCEPT AS G185 X X X X X X W EXPANSION ANCHORS X IF USED NOTED. HDG X X X X X X MAXIMUM MIN CEMENT MAXIMUM Q STRUCTURAL STEEL TYPE OF CONSTRUCTION f'c WATER/CEMENT CONTENT PER CUBIC STRUCTURAL STEEL STT300 X X X X X X X X SHRINKAGE$TRAIN FABRICATION&ERECTION X RATIO YARD STRUCTURAL STEEL DESIGN,FABRICATION AND ERECTION SHALL BE IN ACCORDANCE WITH THE AISC G90=0.90 OZ.OF ZINC PER SQUARE FOOT OF AREA = HIGH STRENGTH BOLTING X SLAB ON GRADE 3000 PSI 0.55 51/2 SACK N/A "SPECIFICATION FOR THE DESIGN,FABRICATION,AND ERECTION OF STRUCTURAL STEEL FOR BUILDINGS",LATEST G185=1.85 OZ.OF ZINC PER SQUARE FOOT OF AREA HOG=HOT DIP GALVANIZED SHOP&FIELD WELDING FOOTINGS 4000 PSI 0.50 51/2 SACK N/A EDITION. SST300=TYPE 316L STAINLESS STEEL W SINGLE PASS FILLET WELDS<5/16" X WALLS 4000 PSI 0.48 51/2 SACK N/A SHAPES SHALL CONFORM TO ASTM A992,Fy=50 KSI. RATED SHEATHING Cal 0 WOOD FRAME THE MINIMUM AMOUNT OF CEMENT LISTED ABOVE MAY BE CHANGED IF A CONCRETE PERFORMANCE MIX IS PLATES,ANGLES,AND RODS SHALL CONFORM TO ASTM A36,Fy=36 KSI. N RATED SHEATHING SHALL BE GRADE C-DINT-APA WITH EXTERIOR GLUE OR O5B SHEATHING WITH EXTERIOR 00Z SHEARWALL&DIAPHRAGM NAILING X SPACING 54-Oc SUBMITTED TO THE ENGINEER AND THE BUILDING DEPARTMENT FOR APPROVAL TWO WEEKS PRIOR TO PLACING STRUCTURAL TUBING SHALL CONFORM TO ASTM ASOO GRADE B,Fy=46 K51. GLUE IN CONFORMANCE WITH IBC STANDARD 2303.1.4. Y N ANY CONCRETE.THE PERFORMANCE MIX SHALL INCLUDE THE AMOUNTS OF CEMENT,FINE AND COARSE STRAP NAILING X AGGREGATE,WATER,AND ADMIXTURES AS WELLASTHE WATER-CEMENT RATIO,SLUMP,CONCRETE YIELD,AND TIMBERSTRAND,MICROLLAM,AND PARALLAM MEMBERS J STEEL PIPE SHALL CONFORM TO ASTM A53 GRADE B,Fy=35 KSI. NOTE: SUBSTANTIATING STRENGTH DATA IN ACCORDANCE WITH CHAPTER 5 OF ACI 318. Q � Q ALL ITEMS MARKED WITH AN"X"SHALL BE INSPECTED IN ACCORDANCE WITH IBC CHAPTER 17.SPECIAL FABRICATED IN CONFORMANCE WITH THE INTERNATIONAL CODE COUNCIL EVALUATION SERVICE(ICC-ES) CL Q INSPECTION SHALL BE PERFORMED BY A QUALIFIED TESTING AGENCY DESIGNATED BY THE OWNER.THE ALL CONCRETE EXPOSED TO WEATHER OR TO FREEZING TEMPERATURES SHALL BE AIR-ENTRAINED IN BOLTS CONNECTING STEEL MEMBERS SHALL CONFORM TO ASTM A325-N.BOLTS SHALL BE 3/4"0 MINIMUM, REPORT NO.ESR-13870R CCMC REPORT NO.12627-R,08675-R,AND 11161-R.EACH MEMBER SHALL BE W ACCORDANCE WITH ACI 318 TABLE 4.2.1 FOR MODERATE EXPOSURE CONDITION. UNO ANCHOR BOLTS SHALL CONFORM TO ASTM A307. IDENTIFIED BY A STAMP INDICATING THE PRODUCT TYPE AND GRADE,ICC-ES OR CCMC REPORT NUMBER, L IJ RESULARCHITS.ANYI STRUCTURALAILINGENGINEER, MEETND HE PROJECTS SPECIFICATIONS TIONSSBE ALLBEISHED I MEDIATEH COPIES OF ALL AND J D TO ATTENTION FAILING TO MEET THE PROJECTSPECIFICATIONS SHALL BE IMMEDIATELY BROUGHT REINFORCING STEEL CONTRACTOR SHALL PROVIDE CONNECTION ADJUSTMENT TOLERANCES TO SATISFY THE REQUIREMENTS OF AISC MANUFACTURER'SCERTIFIED. MEMBERS S ALLMEET THE FOLLOWING MSTANI STANDARDS: AGENCY'S LOGO.FABRICATOR SHALL Q Z TO THE ATTENTION OF THE DESIGN TEAM. MAN UAL OF STEEL CONSTRUCTION. BE CERTIFIED.MEMBERS SHALL MEET THE FOLLOWING MINIMUM STANDARDS: Z N 0 REI NFORCING STEEL SHALL BE DEFORMED BILLET STEEL CONFORMING TO ASTM A615,AND SHALL BE GRADE 60 SIZE CLASSIFICATION SPECIES GRADE Fb(PSI) FV(PSI Fc(PSI) Z U (Fy=60,000 PSI),UNLESS NOTED OTHERWISE.GRADE 60 REINFORCING BARS INDICATED ON DRAWINGS TO BE UNLESS SPECIFIED AS STAINLESS STEEL,ALL STEEL MEMBERS,SHAPES,BOLTS,AND ACCESSORIES EXPOSED TO BEAMS&POSTS(d<91/2") LSL 1.3E 1,700 425 1,835 z WELDED SHALL CONFORM TO ASTM A706.REINFORCING COMPLYING WITH ASTM A615 MAY BE WELDED IF WEATHER SHALL BE HOT DIP GALVANIZED. Z MATERIAL PROPERTY RELA PORTS INDICATING CONFORMANCE WITH WELDING PROCEDURES SPECIFIED IN AWS NON-SHRINK GROUT RIMS&BEAMS(d>_91/2") LSL 1.55E 2,325 310 - Z N J D1.4 ARE SUBMITTED. m BEAMS&POSTS LVL 2.OE 2,600 285 2,510 L,J r� cl:� WELDED WIRE FABRIC SHALL CONFORM TO ASTM A185.PROVIDE WELDED WIRE FABRIC IN SHEETS NOT ROLLS. NON-SHRINK GROUT SHALL BE CEMENT-BASED WITH A MINIMUM COMPRESSIVE STRENGTH OF 5000 PSI WHEN L U Q N LAP WELDED WIRE FABRIC 12"AT SIDES AND ENDS. TESTED IN ACCORDANCE WITH ASTM C-109.GROUT SHALL BE MIXED AND PLACED IN STRICT ACCORDANCE WITH POSTS(d<91/2") PSL 1.8E 2,400 190 2,500 THE MANUFACTURER'S RECOMMENDATIONS. BEAMS(d>_91/2") PSL 2.2E 2,900 290 - REINFORCING STEEL SHALL BE DETAILED INCLUDING HOOKS AND BENDS IN ACCORDANCE WITH SP-66 AND ACI I I I 318R,LATEST EDITIONS.UNLESS OTHERWISE NOTED,REINFORCING SPLICE LENGTHS AND DEVELOPMENT TIMBERSTRAND,MICROLLAM,AND UNTREATED PARALLAM MEMBERS ARE INTENDED FOR DRY-USE LENGTHS SHALL BE PER SCHEDULE. APPLICATIONS.UNLESS NOTED OTHERWISE,ENGINEERED WOOD BEAMS EXPOSED TO WEATHER SHALL BE TREATED PER MANUFACTURES RECOMMENDATIONS. REINFORCING SHALL BE PLACED AND ADEQUATELY SUPPORTED PRIOR TO PLACING CONCRETE.WET-SETTING EMBEDDED ITEMS IS NOT ALLOWED WITHOUT PRIOR ENGINEER APPROVAL.BARS PARTIALLY EMBEDDED IN HARDENED CONCRETE SHALL NOT BE FIELD BENT UNLESS SO DETAILED OR APPROVED BY THE STRUCTURAL ^�.�- ENGINEER.REFER TO CHAPTER 7 OF ACI 318 FOR OTHER REINFORCING STEEL REQUIREMENTS. `V STRUCTURAL NOTES C (THESE NOTES ARE TYPICAL UNLESS NOTED OR DETAILED OTHERWISE ON DRAWINGS) ENGINEERING GLUE-LAMINATED TIMBER GENERAL 250 4TH AVE. S., SUITE 200 GLUE-LAMINATED TIMBER SHALL BE DOUGLAS FIR,FABRICATED IN CONFORMANCE WITH ANSI/AITC STANDARD STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH ARCHITECTURAL,CIVIL,ELECTRICAL,AND LEGEND EDMONDS, WASHINGTON 98020 A 90.1,LATEST EDITION.EACH MEMBER SHALL BEAR AN AITC IDENTIFICATION MARK AND SHALL BE MECHANICAL DRAWINGS FOR BIDDING AND CONSTRUCTION.CONTRACTOR SHALL VERI FY ALL DIMENSIONS AND PHONE (425) 778-8500 DEFINITION SYMBOL DEFINITION SYMBOL FAX (425) 778-5536 ACCOMPANIED BY AN AITC CERTIFICATE OF CONFORMANCE.FABRICATOR SHALL BE CERTIFIED.MEMBERS SHALL CONDITIONS FOR COMPATIBILITY BEFORE PROCEEDING.ANY DISCREPANCIES SHALL BE BROUGHT TO THE BE OF THE FOLLOWING MINIMUM STANDARDS: ATTENTION OF THE ARCHITECT BEFORE PROCEEDING. DIRECTION OF SPAN COMBINATION Fb NATIVE SOIL FRAMING = — CONTRACTOR TOSEEARCHITECTURAL,CIVIL,ELECTRICAL AND MECHANICAL DRAWINGS FOR SIZE AND LOCATION EXTENT OF SIMPLE SPAN BEAMS 24F-V4 2400 PSI OF PIPE,VENT,DUCT AND OTHER OPENINGS AND DETAILS NOT SHOWN ON THESE DRAWINGS. FRAMING GRANULAR FILL CANTILEVER OR MULTI-SPAN BEAMS 24F-V8 2400 PSI CONTRACTOR SHALL BE RESPONSIBLE FOR ERECTION STABILITY AND TEMPORARY SHORING AS NECESSARY UNTIL COLUMNS STRUCTURAL STEEL GIVY Cp WOOD I-JOISTS PERMANENT SUPPORT AND STIFFENING ARE INSTALLED. of WAS "9S CONTRACTOR-INITIATED CHANGES SHALL BE SUBMITTED IN WRITING TO THE ARCHITECT AND STRUCTURAL COLUMN BEARING RATED SHEATHING WOOD I-JOISTS,MANUFACTURED BY THE TRUS JOIST CORPORATION SHALL BE SIZED AND DETAILED TO FIT THE ENGINEER FORAPPROVAL PRIOR TO FABRICATION OR CONSTRUCTION.CHANGES SHOWN ON SHOP DRAWINGS ON BEAM ?° DIMENSIONS AND LOADS INDICATED ON THE PLANS.ALL DESIGN SHALL BE IN ACCORDANCE WITH THE ONLY WILL NOT SATISFY THIS REQUIREMENT. ALLOWABLE VALUES AND SECTION PROPERTIES ASSIGNED BY THE BUILDING CODE. BEAM CONTINUOUS SHEAR WALL SWX znss DRAWINGS INDICATE GENERAL AND TYPICAL DETAILS OF CONSTRUCTION.WHERE CONDITIONS ARE NOT OVER SUPPORT (SEE SCHEDULE) L$F' ti PROVIDE TEMPORARY BRACING UNTIL SHEATHING AND PERMANENT BRACING IS INSTALLED.MANUFACTURER SPECIFICALLY INDICATED BUT ARE OF A SIMILAR CHARACTER TO DETAILS SHOWN,SIMILAR DETAILS OF „L `SjONAL SHALL PROVIDE ALL SPECIALTY ITEMS REQUIRED FOR ACOMPLETE INSTALLATION OF JOISTS.INSTALL PER CONSTRUCTION SHALL BE USED,SUBJECTTO REVIEW AND APPROVAL BY THE ARCHITECT AND THE STRUCTURAL CONCRETE WALL COLUMN MARK /�S�' MANUFACTURER'S RECOMMENDATIONS. ENGINEER. (SEE SCHEDULE) 08109119 BEARING STUD FOOTING(SEE SC O ALL TRUSS JOISTS ARE TO BE CONNECTED TO FLUSH BEAMS WITH SIMPSON TYPE ITS,IUS OR LBV HANGERS, WALL (SEE SCHEDULE) PROVIDE WEB STIFFENERS AS REQUIRED. NON-BEARING HOLDOWN MARK PRE-MANUFACTURED WOOD TRUSSES STUD WALL (SEE SCHEDULE) WOOD TRUSSES SHALL BE SIZED AND DETAILED TO FIT DIMENSIONS AND LOADS INDICATED ON THE PLANS.ALL BEARING STUD ( TTTT{ HANGER MARK O DESIGN SHALL BE IN ACCORDANCE WITH THE ALLOWABLE VALUES AND SECTION PROPERTIES ASSIGNED BYTHE SHEAR WALL (SEE SCHEDULE) BUILDING CODE.SUBMIT SHOP DRAWINGS FOR ENGINEER REVIEW PRIOR TO FABRICATION.CALCULATIONS AND NON-BEARING �j- �-( FLAG NOTE SHOP DRAWINGS SHALL BE SIGNED BY A PROFESSIONAL ENGINEER REGISTERED IN THE SAME STATE AS THE STUD SHEAR WALL )--�-�� (SEE PLAN NOTES) PROJECT.TRUSS DESIGN AND SHOP DRAWINGS SHALL BE IN CONFORMANCE WITH IBC 2303.4 CMU WALL STEEL MOMENT PROVIDE TEMPORARY BRACING UNTIL SHEATHING AND PERMANENT BRACING IS INSTALLED.MANUFACTURER FRAME CONN. Q SHALL PROVIDE ALL SPECIALTY ITEMS REQUIRED FOR A COMPLETE INSTALLATION OF JOISTS.INSTALL PER MANUFACTURER'S RECOMMENDATIONS. FOR TOP CHORD DESIGN LIVE LOADS,REFER TO THE DESIGN LOAD SECTION.IN ADDITION TO ROOF LOADING ABBREVIATIONS zO j LISTED IN THE DESIGN LOAD SECTION,ROOF TRUSSES SHALL BE DESIGNED FORA BOTTOM CHORD LIVE LOAD OF (A) ABOVE GLB GLUE-LAMINATED BEAM is N 10 PSF.TOP AND BOTTOM CHORD LIVE LOAD DO NOT NEED TO BE DESIGNED FOR SIMULTANEOUSLY. AB ANCHOR BOLT HORIZ HORIZONTAL U IN ADDITION TO THEIR SELF WEIGHT,ROOF TRUSSES SHALL BE DESIGNED FOR A TOP CHORD DEAD LOAD OF 13 ALT ALTERNATE KP KING POST w w PSF AND A BOTTOM CHORD DEAD LOAD OF 30 PSF ACTING SIMULTANEOUSLY.SEE ARCHITECTURAL AND MECHANICAL DRAWINGS FOR LOADS AND OPENINGS NOT SHOWN ON THE STRUCTURAL DRAWINGS. ARCH ARCHITECT KSI KIPS PER SQUARE INCH a DEFLECTIONS SHALL NOT EXCEED L/360 FOR LIVE LOADS,OR L/240 FOR TOTAL LOADS. (B) BELOW L ANGLE Ol TYPICAL FRAMING NOTES BD BAR DIAMETER MECH MECHANICAL w H C7 1.BEARING WALL FRAMING BLKG BLOCKING MF MOMENT FRAME Q O o� BM BEAM MTL METAL 00 REFER TO STUD SCHEDULE ON FRAMING PLANS FOR BEARING WALL FRAMING. BOT BOTTOM NS NEAR SIDE y ALLCOLUMNS NOT CALLED OUTOTHERWISE SHALL BETWO STUDS. BRNG BEARING OC ON CENTER Q 2.WALL BASE PLATE ON CONCRETE BTWN BETWEEN OPP OPPOSITE CIP COMPLETE JOINT PENETRATION PL PLATE DESIGN: RMK WALL PLATES BEARING ON CONCRETE SHALL BE PRESSURE-TREATED.FOR ALL EXTERIOR WALLS AND INTERIOR SHEAR WALLS,BOLT PLATES OR SILLS TO CONCRETE WITH 3/41NCH DIAMETER ANCHOR BOLTS WITH 71NCH CUR CLEAR PLCS PLACES DRAWN: JEG MINIMUM EMBEDMENT.REFER TO SHEAR WALL SCHEDULE,AND PLACE AT 5'-0"OC MAXIMUM UNO.SILL CMU CONCRETE MASONRY UNIT PSI POUNDS PER SQUARE INCH PLATES FOR INTERIOR NON-SHEAR WALLS SHALL BE BOLTED USING 1/21NCH ANCHOR BOLTS @ 6'-0"OC WITH 7 CHECK: JGG INCH EMBEDMENT.AT ALL SILL PLATE ANCHOR BOLTS,CONTRACTOR SHALL INSTALL 1/4"x 3"x 3"FLAT PLATE COL COLUMN PSF POUNDS PER SQUARE FOOT WASHERS.INTERIOR NON-SHEAR WALL SILL PLATES MAY BE ANCHORED PER THE BEARING WALL GUILDELINES CONC CONCRETE P/T POSTTENSIONED JOB NO: 18386.10 OR MAY USE 1/4"x 3"SIMPSON CSD SPLIT DRIVE ANCHORS @ 4'-0"OC WITH J."ROUND FENDER WASHERS.USE DATE: 08/09/1 9 MINIMUM OF TWO ANCHOR BOLTS PER SILL AND PLACE ONE WITHIN 12 INCHES OF EITHER END TYPICAL UNLESS CONN CONNECTION PT PRESSURETREATED NOTED OTHERWISE. CONT CONTINUOUS REINF REINFORCING 3.ROOF AND FLOOR FRAMING COORD COORDINATE RE(XD REQUIRED PROVIDE 11/2"FULL DEPTH BLOCKING FOR JOISTS AND RAFTERS AT ALL SUPPORTS AND AT 8'-0"OC MAXIMUM DEL DOUBLE SCHED SCHEDULE U NO.INTERMEDIATE 8'-0"OC BLOCKING NOT REQ'D IF GWB CEILING 15 INSTALLED DIRECTLY TO UNDERSIDE OF DET DETAIL SIM SIMILAR FRAMING.INSTALL DOUBLE JOISTS UNDER PARTITIONS EXTENDING ONE HALF OR MORE OF THE JOIST SPAN. DIA DIAMETER SOG SLAB ON GRADE PROVIDE TRUSS BLOCKING PANELS FOR ROOF TRUSSES AT SUPPORTS AND SHEAR WALLS,AND WHERE INDICATED ON PLANS AND DETAILS. DIM DIMENSION STD STANDARD 4.DIAPHRAGM NAILING DIR DIRECTION STIFF STIFFENER W ALL SHEAR WALLS,FLOOR AND ROOF DIAPHRAGM NAILINGS SHALL BE AS CALLED OUT ON SCHEDULES OR ON EA EACH STL STEEL Z THE PLANS.EXTERIOR WALLS NOT INDICATED AS SHEAR WALLS SHALL BE SHEATHED AND NAILED TO ELEV ELEVATION SYMM SYMMETRICAL W SUPPORTING FRAMING WITH 10d NAILS AT 6"OC AT ALL PANEL EDGES AND 12"OC AT ALL INTERMEDIATE ES EACH SIDE SW SHEARWALL SUPPORTS. EX EXISTING TOC TOP OF CONCRETE Q THE USE OF NAIL GUNS WILL BE APPROVED IF NAILING INTO THE DIAPHRAGMS CAN BE INSTALLED FLUSH WITH EXP EXPANSION TOS TOP OF STEEL FACE OF SHEATHING.NAIL PENETRATIONS GREATER THAN 1/16"ARE NOT ACCEPTABLE. FUR FLOOR TOW TOP OF WALL V) 5.ALLOWABLE STUD AND PLATE PENETRATIONS FDN FOUNDATION TYP TYPICAL w CUTTING AND/OR NOTCHING OF WOOD STUDS OR PLATES SHALL NOT EXCEED 25%OF THE STUD/PLATE WIDTH FTG FOOTING UNO UNLESS NOTED OTHERWISE P� IN EXTERIOR AND BEARING WALLS AND SHALL NOT EXCEED 40%OF THE STUD/PLATE WIDTH IN ANY �[ NON-BEARING PARTITIONS.BORED HOLE DIAMETER IS LIMITED TO 40%OF STUD/PLATE WIDTH IN ANY STUD FS FAR SIDE VERT VERTICAL ad N O AND MAY BE 60%IN NONBEARING PARTITIONS OR IF STUD IS DOUBLED.MAINTAIN 5/8"MINIMUM EDGE GC GENERAL CONTRACTOR WF WIDE FLANGE 00 Z DISTANCE FROM HOLE EDGE. Y W � N Q Q J bi w �' < a � z D z N o U w o F__ z Z Z N J W I� U Q N S1.2-H FOUNDATION PLAN NOTES: 1.SPREAD FOOTINGS SHALL BEAR A MIN OF V-6"BELOW ADIACENTGRADE ATTHE PERIMETER. 2.WHERE SLAB ON GRADE IS INDICATED,SLAB SHALL BE 4"THICK W/H4 @ 18"OC EACH WAY,CENTERED.SLAB ENGINEE RING SHALL BE POURED OVER A 10 MIL VAPOR BARRIER OVER 6"OF 5/8"CRUSHED ROCK. 250 4TH AVE. S., SUITE 200 3.REFER TO SHEET 54.1 FOR TYPICAL FOUNDATION DETAILS. EDMOND GTON 0 020 PHONE E(425)425)778-8500 4. ® INDICATES FOOTING TYPE,REFER TO FOOTING SCHEDULE ON SHEET 53.1 FOR SIZE&REINFORCEMENT. FAX (425) 778-5536 5.REFER TO"CONCRETE GENERAL NOTES"ON SHEET S1.1 FOR CONTROL JOINT PLACEMENT AND DETAIL 2/S4.1 FOR CONTROL JOINT CONSTRUCTION. 6.REFER TO FLOOR FRAMING PLANS AND SHEAR WALL&HOLD-DOWN SCHEDULES FOR LOCATION OF SHEAR WALL ANCHOR BOLTS AND HOLD-DOWN ANCHORS.ANCHORAGE AT NON-SHEAR WALLS SHALL BE PER STRUCTURAL G VY C+ NOTES. pF'\ 7.PLACE ALL REINFORCEMENT PER THE STRUCTURAL NOTES AND FOUNDATION DETAILS. •_ 8.CONTRACTOR SHALL VERIFY ALL DIMENSIONS,WALL LOCATIONS,SLAB SLOPES,AND CONCRETE ROUGH oe OPENINGS WITH ARCHITECTURAL,CIVIL,AND MEP DRAWINGS AND NOTIFY ALL PARTIES OF ANY DISCREPANCIES. L2 9.CONTRACTOR SHALL PROVIDE FOOTING AND SLAB SUBSTRATE PREPARATION,WATERPROOFING,AND BACKFILL `rIONAL v` PER THE GEOTECHNICAL REPORT. 08109119 10.ALL BUILDING SYSTEMS THAT PENETRATE THE CONCRETE WORK INCLUDING BUT NOT LIMITED TO ARCH,MECH, ELECT,PLUMBING,&FIRE PROTECTION DUCTS,CONDUITS,EMBEDS,&SLEEVES SHALL BE INSTALLED PRIOR TO CONCRETE PLACEMENT. a z Om I 5-10 7/8"2I 24'-2 3/4" 3I LT." ."4 I 20'1" I 24--0" �6I 24'[I0'. �7I 20'-0" �LT ZOL I 24'-2 3/4" 105-10 7/8"1 1 a 2� o a rn I F� 11 o 0 11 a. 4. F2 iI F2 F2 I F LL JC 54.1 - F2 F2 FZ'-' F2 2 - 54.1 F2 n F2 0 --4. E r 1 F1C Fic r 1 DESIGN. RMK _ _ _ _ _ _ _ 9 _ _ _ _ 4. I r----------TJ i L --------- j I i D- -- ------ CHECK: JGG \ F1C I I j j I I I I JOB NO: 18386.10 7 6 I 54. I 1 I I � � I 54. DATE: 08/09/19 F1C I F3 I F3 I I I I I I O I I O_L, I I I I I I I I I 7 f___ I _� FlC i I SLAB ON GRADE PER I I -rJ SLAB ON GRADE PER I I O SLAB ON GRADE PER I STRUCTURAL NOTES I L 4• I STRUCTURAL NOTES I I 1 STRUCTURAL NOTES I I F1C j l OI I I I I I I lO OI I I I I I 1 I I I I F1C I 7 I I FlC F1C I I I I I I 4 I I I I I 1 7 I I I I 1 I I I I I I 1 l i F2 54. FZ I I SLAB ON GRADE PER STRUCTURAL NOT ES 6 j j I I I ti r j j y r I I j j W 4. I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I J I Q J I II S4.1 1 FlC 6 F1C I III F1C F1C 6 7 F1C II io 1 F3 S4. F3 I I I F3 4. 1 1 -I I - - ____ - F1110 I ti I I I I ad 04 00 ® O - ---- - - - - N J I I F1 1Ld S4.1 O F3 F1C I J Q ~ Q A 6 F1C F2 F2 54.1 Fz _________FZ_ J W 0 ,1 � a• O O O u I O 0 u � J Z ~ II n O Z N D L n I W 0 0Z 8 9 U Q �` S2.1-H FOUNDATION PLAN © NTS KEY PLAN 1'1 SCALE: 1/8"= 0" 5'-0" 0 5'-0" 10'-0" Ohl TYPICAL FLOOR FRAMING PLAN NOTES: 1. REFER TO SHEET S3.1 FOR BEAM,COLUMN,JOIST,SHEAR WALL AND HOLDOWN SCHEDULES. 2.FLOOR SHEATHING SHALL BE3/4"PLY OR 23/32"OSB WITH 10d COMMON NAILS SPACED AT 6"OC AT ALL ENGINEERING DIAPHRAGM BOUNDARIES,PANEL EDGES AND SHEAR WALLS AND 12"OC AT INTERMEDIATE FRAMING.FOR 250 4TH AVE. S., SUITE 200 PLYWOOD LAYOUT AND NAILING REFER TO DETAIL 2/55.1. EDMONDS, WASHINGTON 98020 PHONE (425) 778-8500 3.HEADERS AT EXTERIOR BEARING AND NON-BEARING WALLS SHALL BE 4x8 DF#2 LINO WHERE MAXIMUM SPAN= FAX (425) 778-5536 6'-6". 4.DOOR HEADERS AT INTERIOR BEARING WALLS SHALL BE 4x6 DF#2 LINO MAXIMUM SPAN=4"0". 5.COLUMNS AND BEARING WALLS SHOWN ON PLANS SHALL BE CONTINUED DOWN TO THE FOUNDATION UNLESS CARRIED BY A BEAM BELOW. IVY OFJ 6.ALL DIAPHRAGMS UNBLOCKED LINO.SEE NOTE 9. pF WAS 'aS U'�g, 7.REFER TO SHEET S5.I THRU S5.3 FOR TYPICAL FLOOR FRAMING DETAILS. F Pti: + o S. j0- INDICATES COLUMN BELOW AND BEAM SHALL BE CONTINUED OVER COLUMN,TYP. G p LpsF 9.ALL FLOOR DIAPHRAGMS SHALL BE UNBLOCKED EXCEPT WHERE(OR IF)NOTED ON THE SPECIFIC FLOOR PLANS. WHERE BLOCKING IS SPECIFICED,PLYWOOD PANEL EDGES SHALL BE BLOCKED WITH 2x4 DF FLAT.PANEL EDGE `rjONAL NAILING AT BLOCKED DIAPHRAGM AREAS SHALL BE 10d @ 4"OC ALL PANEL EDGES. 08109119 10.FINISHED FLOOR ELEVATIONS PER ARCHITECT.CONTRACTOR TO VERIFY ALL ELEVATIONS PRIOR TO CONSTRUCTION. 11.ALL COLUMNS NOT OTHERWISE CALLED OUT SHALL BE Cl.SEE COLUMN SCHEDULE.PROVIDE SOLID BLOCKING IN JOIST SPACE BELOW ALL COLUMNS. TYPICAL HEADER SUPPORTS(LINO) FRAMING EXTERIOR INTERIOR INTERIOR LEVEL (RO1T-4") (RO 53'4") (1)FULL HT (1)FULL HT (1)FULL HT Q ROOF (1)CRIPPLE +(1)CRIPPLE (1)CRIPPLE 1 2 3 4 5 6 7 $ 9 10 11 (l)FULL HT ( FULL HT (1)FULL HT z 3RD co 0 (1)CRIPPLE +(1(1)CRIPPLE +(1)CRIPPLE O h a 5'-107/8" 24'-23/4" 3'-0" 20'-0" 24'-0" 24'�0" 20'-0" 3'-0" 24'-23/4" 5'-107/8" 2ND (1)FULLHT (1)FULLHT (1I ULLHT H +(2)CRIPPLE ((2)CRIPPLE +(1)Cll LE U �I NOTES: o d 1.THE COLUMNS LISTED IN THE TABLE ABOVE SHALL BE PLACED IMMEDIATELY BELOW THE"FRAMING LEVEL"INDICATED. 2.HEADER SUPPORTS SHALL HAVE THE SAME GRADE OF LUMBER AS THE WALL IN a, WHICH THEY ARE LOCATED. 3.REFER TO TYPICAL ROOF PLAN NOTES FOR TYPICAL BEARING WALL HEADERS Q p 3 3 NOT SPECIFICALLY CALLED OUT ON THE PLANS. 0 5.3 S.; 3 L6 L6 L L6 L L6 LG S5.3 Y - - - - - - �° - e - - TYPICAL FRAMING SCHEDULE a o 2 2 DJl DJl DJl DJl BEARING WALLS J W SW2 S. SW2 W2 S• SSW Dll FRAMING INTERIOR DESIGN: RMK E - W2 - W2 - 2 - - 2 SW2 - SW LEVEL EXTERIOR INTERIOR 2x6 2x4 PARTY WALLS 2 2 W2 SW2 SW W2 DRAWN: JEG D ROOF 2x6 DF STUD 2x6 DF STUD 2x4 DF STUD 2x4 DF STUD @16"OC @16"OC @16"OC EA FACE @16"OC CHECK: JGG JOB NO: 18386.10 m 3RD 2x6 DF STUD 2x6 DF STUD 2x4 DF STUD 2x4 DF STUD @ 16"OC @ 16"OC @ 16"OC EA FACE @ 16"OC DATE: 08/09/1 9 3 A I FJl FJl 3 2x6 DF STUD 2.6 DF STUD 2.4 DF#1 2.4 DF STUD 6 OC @ 16"OC @ 16"OC EA FACE @ 16"OC K L� Lb I 5.2 C9 Ca 55.2 I (y La Gp NOTES: m < Cq m v 1 1.THE WALLS LISTED IN THE TABLE ABOVE SHALL BE PLACED IMMEDIATELY y `p LM CQ m FJl F ° G S5. BELOW THE"FRAMING LEVEL"INDICATED. Z I ,3n Ln� FJl FJ2 0 b F12 FJl ('' 3 2.NON BEARING WALLS SHALL BE 2x4 OR 2x6 DF STUD GRADE AT 16"OC LINO. Q L L s. J FJl C FJl F FJl FJl FA LLJ IL 10 m �ti 3 �ti to ` 2x6 HF#2 Z S5. @24"OC > �'!m I 3 LI..I V 8 SW2 S SW2 S 0 8 SW2 8 8 SW2 8 c,9 6 Q Z = D11 5. DJ1 Tj - - `� LG (,G Lb LG B.2 - - - BMS ----2 BMS - - - - DBMS BMS = BMS 1 -----' -----' (D 5 3 1 -----i ---- 3 3 ---- -----i 3 1 3 M -----i r----i N - _-n----F -----ii-----i N ------- ----- ----- - swa a SW4 a a swa ----- -srss- - - - - LLI 00 00 O a `G swa a a w ss. swa a wa D11 `G a 4 a N [] A swa q wa _ ------ ____ ------ swa swa Q Q J q W4 q SW (,G BMS LG BMS SW 4 4 SW4 4 r1 EL W �j LLI 1 ss. I I 5' I I � Q Z uj Z (/) O z IIn u n Lj F_ Z Z O � Lijut ( j H1 Z N J U u - Q U SHEET: \� 1 S2.2-H SECOND FLOOR FRAMING PLAN © KEY PLAN 1 SCALE: 1/8"=1'1, NTS V-0" 0 V-0" 10'-0' TYPICAL FLOOR FRAMING PLAN NOTES: 1.REFER TO SHEET S2.2 FOR TYPICAL FLOOR FRAMING PLAN NOTES. ENGINEERING THIS FLOOR FRAMING PLAN NOTES: 250 4TH AVE. S., SUITE 200 EDMONDS, WASHINGTON 98020 1. WALLS SHOWN ON THIS PLAN ARE WALLS BELOW THE FLOOR INDICATED. PHONE (425) 778-8500 FAX (425) 778-5536 2.HOLDOWNS SHOWN ON THIS PLAN SHALL BE PLACED ATTHE BASE OF THE WALLS SHOWN. TYPICAL HEADER SUPPORTS(UNO) ',I FRAMING EXTERIOR INTERIOR INTERIOR Vy p LEVEL (INTERIOR (RO1T4") C 1rAsC"T U' of Ar scA ROOF (1I FULL HT (1)FULL HT (1)FULL HT 7 +(1)CRIPPLE +(1)CRIPPLE +(1)CRIPPLE 3RD (1)FULL HT (1)FULL HT (1)FULL HT +(1)CRIPPLE +(1)CRIPPLE +(1)CRIPPLE L�5 ,� 2ND (1)FULL HT (1)FULL HT (1)FULL HT `S`SrONAL +(2)CRIPPLE +(2)CRIPPLE +(1)CRIPPLE /09/4 NOTES: 1.THE COLUMNS LISTED IN THE TABLE ABOVE SHALL BE PLACED IMMEDIATELY BELOW THE"FRAMING LEVEL"INDICATED. 2.HEADER SUPPORTS SHALL HAVE THE SAME GRADE OF LUMBER AS THE WALL IN WHICH THEY ARE LOCATED. 3.REFER TO TYPICAL ROOF PLAN NOTES FOR TYPICAL BEARING WALL HEADERS NOT SPECIFICALLY CALLED OUT ON THE PLANS. TYPICAL FRAMING SCHEDULE FRAMING BEARING WALLS J LEVEL INTERIOR F EXTERIOR INTERIOR 2x6 2x4 PARTY WALLS F 2x6 OF STUD 2x6 DF STUD 2x4 OF STUD 2x4 DF STUD z T-0Z 3 4 5 6 7 $ () 10 11 ROOF @ 16"OC @ 16"OC @ 16"OC EA FACE @ 16"OC d N 7/8" 24'-2 3/4" T-0" 20'-0" 24'-0" 24'l0" 20'-0" 3'-0" 24'-2 3/4" 5'-10 7/8" 2x6 OF STUD 2x6 DF STUD 2x4 DF STUD 2x4 DF STUD 3RD @ 16"OC @ 16"OC @ 16"OC EA FACE @ 16"OC w w I I I �I �I �I I �I �I �I �I I o a 2x6 DF STUD 2x6 DF STUD 2x4 DF#1 2x4 DF STUD 2ND @ 16"OC @ 16"OC @ 16"OC EA FACE @ 16"OC ai �j ti NOTES: 1.THE WALLS LISTED IN THE TABLE ABOVE SHALL BE PLACED IMMEDIATELY p 3 BELOW THE"FRAMING LEVEL"INDICATED. p S5.3 ` L6 ` (,G LG 3 2.NON BEARING WALLS SHALL BE 2x4 OR 2x6 DF STUD GRADE AT 16"OC UNO. Y 5.3 — L6 — — —FLAG NOTES: Q o o z Dn DJI DJI 2 E - 1 W SW3 5.2 SW3 W 55' �1 � 4x6 DF#2(UNO)EA END OF EACH BALCONY,TYP.CONNECT COLTO TOP&BOT PLATES W/A35 CLIPS EA DESIGN: RMK W W3 g g SW3 SW SIDE.COORDINATE LOCATION&ALL OTHER REQUIREMENTS W/BOLT-ON DECK MFR. D - 3 gM W3 - - - 3 SW3 3 - - 3 SW3 3 - - - SW �, DRAWN: JEG 2 - PROVIDE 5 1/2"RIM AT ALL BOLT-ON DECKS.REFER TO BOLT-ON MFR DRAWINGS FOR ADDITIONAL 3 BLOCKING AND STRAPPING REQUIREMENTS. CHECK: JGG \ v a I JOB NO: 18386.10 DATE: 08/09/19 3 I FJ1 FJ1 I N BOLT-ON DECK PER MFR 6 C6. C6. I 3 BOLT-ON DECK 6 Gb S5. 3 Lb 55.2 PER MFR C 4 FJ2 m 3 FJ1 m L3 FJ1 m (3 3 FJl F12IF Z FJ1 FJl F FJl FJl FJl 3 Ld if 1 m 10 3 10 I Z J 5.2 5.2 LJJ SW3 DSW3 5 0 SW3 SW3 J1 5. D11 k Q V 3 ml Z - - - - - - M5 - ZW6 N �I'm, SW6 SW6 BM5 Ld 00 L.LSW6 W Sg SW6 SW6W6 W6 V'J6 W CGBM5 L6 SW SW6 CL W 1 ss.z s. Ii �I Q LL. �I Z 0 0 LLI Z Z � f^--t �H �I W I� w I 1 2 3 4 5 5.1 6 6.1 7 8 9 10 11 I'� I ;H i I I l I S2.3-H THIRD FLOOR FRAMING PLAN © KEY PLAN 1 SCALE: 1/8"=1'0" NTS V-0" 0 5'-0" 10'-0" Ohl TYPICAL ROOF FRAMING PLAN NOTES: 1. WALLS SHOWN ON ROOF FRAMING PLAN ARE WALLS BELOW ROOF FRAMING. 2.BEAMS SHOWN ON ROOF FRAMI NG PLAN SHALL BE ABOVE DOUBLE TOP PLATE UNLESS USED AS A DOOR OR ENGINEERING WINDOW HEADER. 250 4TH AVE. S., SUITE 200 3.ROOF SHEATHING SHALL BE 1/2"PLY OR 7/16 05B WITH 8d COMMON NAILS SPACED AT 6"OC AT ALL EDMOND 5HINGTON 020 DIAPHRAGM BOUNDARIES,PANEL EDGES,SHEAR WALLS,COLLECTOR TRUSSES,AND BLOCKING OR TRUSS PHONEE (425) 778-8500 BLOCKING PANELS INDICATED ON PLANS.NAILING AT INTERMEDIATE FRAMING SHALL BE 8d COMMON NAILS @ FAX (425) 778-5536 12"OC.REFER TO DETAIL 2/S5.1 FOR SHEATHING LAYOUT AND NAILING. 4.HEADERS AT EXTERIOR BEARING AND NON-BEARING WALLS SHALL BE 4x8 DF#2 UNO WHERE MAXIMUM SPAN= 6'-6". 5.DOOR HEADERS AT INTERIOR BEARING WALLS SHALL BE 46 DF#2 LINO MAXIMUM SPAN=4"0". C,tlEVY Cp. V• �F wAsg2``99S'cA 6.REFER TO DETAIL 3/S5.1 FOR CONSTRUCTION OF MULTIPLE STUD COLUMNS. 7. ACi p t: ll' INDICATES COLUMN BELOW AND BEAM SHALL BE CONTINUED OVER COLUMN,TIP. le S.ALL DIAPHRAGMS UNBLOCKED UNO. 2 25 9. HATCHED AREAS INDICATE ROOF OVER-FRAMING APPLIED ABOVE PLYWOOD SHEATHING.REFER TO `rjONAL D* ARCH DRAWINGS FOR FULL EXTENT OF CRICKETS. 08109119 10.COLUMNS AND BEARING WALLS SHOWN ON PLAN SHALL BE CONTINUED DOWN TO THE FOUNDATION UNLESS CARRIED BY A BEAM BELOW. 11.ROOF TRUSSES SHALL BE PRE-ENGINEERED BY OTHERS AND SPACED AT 24"OC,TYP. 12.ATTACH ALL ROOF TRUSSES TO SUPPORTS WITH SIMPSON H2.5A HURRICANE TIES.TRUSSES SHALL HAVE A MIN OF(2)HURRICANE TIES,ONE AT EACH END 13.ALIGN(2)STUDS MIN BELOW ENDS OF GIRDER TRUSSES LINO ON PLANS. 14.TRUSSES MARKED"DRAG TRUSS"SHALL BE DESIGNED FOR A SERVICE LEVEL SEISMIC LOAD OF 310 PLF. 15.ROOF TRUSSES SHALL BE DESIGNED FOR CONCENTRATED LOADS WHERE MEP SYSTEMS SUCH AS AIR HANDLER rJr OR CONDENSER UNITS ARE SHOWN ON MEP PLANS.VERIFY SIZE,WEIGHT,AND LOCATION OF UNITS W/MEP F DRAWINGS. Z ca 16.ALL COLUMNS NOT OTHERWISE CALLED OUT SHALL BE Cl.SEE COLUMN SCHEDULE. j T5`10 257 7/8" 24'-2 3/4" T 0" 20'-0" 24'-0" 24'�0" 20'-0.1 ' " 24'-2 3/4" 5'-10 7/8" ~I M TYPICAL HEADER SUPPORTS(UNO) w o d FRAMING EXTERIOR INTERIOR INTERIOR LEVEL (RO>3'-C) (RO 53'4") ROOF (1)FULL HT (1)FULL HT (1)FULL HT m +(1)CRIPPLE +(1)CRIPPLE (1)CRIPPLE QQ O 3RD (1)FULL HT (1)FULL HT (1)FULL HT W 0 b b 0 0 +(1)CRIPPLE (1)CRIPPLE +(1)CRIPPLE d (o ` ` ` ` ` ` C 0 0 (1)FULL HT (1)FULL HT (1)FULL HT 2 R11 8 9 11 - 1 - - 2 2ND +(2)CRIPPLE +(2)CRIPPLE +(1)CRIPPLE Q 4 56. W SW6 SW 6 56. RJl 6• SW6 W6 6' SW6 R11 6 NOTES: RJl SW6 S 6 S 6 SW W6 1.THE COLUMNS LISTED IN THE TABLE ABOVE SHALL BE PLACED IMMEDIATELY DESIGN: RMK BELOW THE"FRAMING LEVEL"INDICATED. DRAWN: JEG D - SW W6 - - SW6 - SW6 - - - x BM2 m W6 - 2.HEADER SUPPORTS SHALL HAVE THE SAME GRADE OF LUMBER AS THE WALL IN WHICH THEY ARE LOCATED. 1 1 CHECK: JGG 2 3.REFER TO TYPICAL ROOF PLAN NOTES FOR TYPICAL BEARING WALL HEADERS \ 5 2 SIM 4 6. 4TRUISES NOT SPECIFICALLY CALLED OUTON THE PLANS.6 JOB NO: 18386.10 DATE: 08/09/19 BOLT-ON DECKR12 R11 TYPICAL FRAMING SCHEDULE PER MFR RJl TRUSSES RJl R12 DECK BEARING WALL$ 56533 56, 5 PER MFR FRAMING INTERIOR 56. .2 Ld o 6. 56.2 6.2 C, b o 56. LEVEL 19 T _ y (, _ T EXTERIOR INTERIOR 2x6 2x4 PARTY WALLS Z. IRDER DRAG TRU55 GIRDER DRAG TRU55 216 DF STUD 2x6 DF STUD 2x4 DF STUD 2x4 DF STUD 3 d Ld CQ Ld Cp b Cy 2 ROOF @ 16"OC @ 16"OC @ 16"OC EA FACE @ 16"OC F1 > � 3 2x6 DF STUD 2x6 DF STUD 2x4 DF STUD 2x4 DF STUD ti r ti ti 3RD @ 16"OC @ 16"OC @ 16"OC EA FACE @ 16"OC LLI 7 3 a a 3 Z C 3 6 56. o 0 56.2 7 2x6 DF STUD 2x6 16 STUD 2x4"O 2x4 DF STUD > 56. 2ND @ 16"OC @ 16"OC @ 16"OC EA FACE @ 16"OC LJJ SW6 SW6 SW6 SW6 Q 1 7 NOTES: J 6. in 1.THE WALLS LISTED IN THE TABLE ABOVE SHALL BE PLACED IMMEDIATELY 5. 3 CEO LSO C6 L6 BELOW THE"FRAMING LEVEL"INDICATED. _ - - - 2.NON BEARING WALLS SHALL BE 2x4 OR 2x6 DF STUD GRADE AT 16"OC UNO. Q r J 9 FLAG NOTES: � N7 B - - - - - - - - - - - - - 4x6 OF#2(UNO)EA END OF EACH BALCONY,TYP.CONNECT COL TO TOP&BOT PLATES W/A35 CLIPS EA N 6 SW6 SW6 SW6 a SIDE.COORDINATE LOCAION&ALL OTHER REQUIREMENTS W/BOLT-ON DECK MFR. 00 '^ 6. 6 Y Li.l 0 V SW6 SW6 1 SW6 SW6 6. N Z SW6 SW6 6. SW W Q Q A SW6 SW6 SW6 © _ - - 0- W LLI Q 56.1 b 9 G S6. 6 Q Z H 1 Z f/) 0 n _ LS J u O I � Z Z LL_ � I Ld I*l m u U - Q � SHEET: \� 1 S2.4-H ROOF FRAMING PLAN © KEY PLAN 1 SCALE: 1/8"= NTS 5'-0" 0 5'-0" 10'-O" C 4�M ENGINEERING SHEAR WALL SCHEDULE (DF) BEAM SCHEDULE 250 4TH AVE. S., SUITE 200 SILL PLATE MARK BEAM REMARKS HANGER AS REQ'D EDMONDS, WASHINGTON 98020 MIN.FRAMING AT SHEAR WALL RIM JOIST OR SILL PLATE ANCHOR SHEAR PHONE (425) 778-8500 TYPE APA RATED ADJOINING PANEL NAILING BLOCK CONN TO NAILING TO BOLT TO SLAB OR FOUNDATION CAPACITV FAX 425 778-5536 SHEATHING RIM/BLKG. SILL PLATE SIZE BM3 4x6 OF#2 - HU46 MAX ( ) EDGES(SEE NOTE 5) AT PANEL EDGES TOP PLATE BELOW FOUNDATION (PLF) BM2 4x8 OF#2 - HU48 MAX SW6 15/32" 2x STUD 0.148"0 x 2 1/4" LTP4 OR A35 0.131"0 x 3 1/4" 3/4"0 AB ONE SIDE AND BLKG @ 6"OC @ 24"OC @ 5"OC @ 5'-0"OC 2x 310 BM3 4x10 OF#2 - HU410 MAX 15/32" (2)2x STUD AND 0.148"0 x 2 1/4" LTP4 OR A35 0.131"0 x 3 1/4" 3/4"0 AB BM4 3 1/2"x 9 1/4"PSL SEE NOTE 5 HU410 MAX SW4 ONE SIDE 2x FLAT BLKG @ 4"OC @ 16"OC @ 3"OC @ 4'-3"OC 2x 460 BM5 5 1/4"x 9 1/4"PSL SEE NOTE 5 HHUS5.50/10 G VY Cp. 15/32" (2)2x STUD AND 0.148"0 x 2 1/4" LTP4 OR A35 0.131"0 x 3 1/4" 3/4"0 AB V. of WAS S� SW3 2x 600 BM6 7'x91/4"PSL SEE NOTES HGU57.25/10 F /�"�4- $1/n- ONESIDE 2x FLAT BLKG @ 3"OC @ 12'OC @ 2.5"OC @ 3'-4"OC v c 15/32" 3x STUD AND 0.148"0 x 2 1/4" LTP4 OR A35 0.131"0 x 3 1/4" 3/4"0 AB BM7 4x12 OF#2 - HU412 MAX SW2 ONE SIDE 2x FLAT BLKG @ 2"OC @ 10"OC @ 2"OC @ 2'-6"OC 2x 770 BM8 31/2"x 111/4"PSL SEE NOTE 5 HHUS410 L151 25W4 15/32"BOTH (2)2x STUD 0.148"0 x 2 1/4" LTP4 OR A35 0.131"0 x 3 1/4" 3/4"0 AB BM9 5 1/4"x 111/4"PSL SEE NOTE 5 HUCQ612-SDS �S SIDES AND BLKG @ 4"OC @ 8"OC @ 1.S"OC @ 2'-0"OC 2x 920 SjONAL 15/32"BOTH 3x STUD 0.148"0 x 2 1/4" LTP4 OR A35 0.162"0 x 3 1/2" 3/4"0 AB BM10 7"x 111/4"PSL SEE NOTE 5 HGUS7.25/12 25W3 SIDES AND BLKG @ 3"OC @ 6"OC @ 2"OC @ 1'-6"OC 2x 1200 BM11 3 1/2"x 14"PSL - HGU5414 OBI 09119 2SW 2 15/32"BOTH 3x STUD 0.148"0 x 2 1/4" LTP4 OR A35 0.162"0 x 3 1/4" 3/4"0 AB BM12 5 1/4"x 14"PSL - HGUS5.50/14 SIDES AND BLKG @ 2.OC @ 5"OC @ 1.5,OC @ 1'-3"OC 2x 1540 BM13 6x10 OF#2 - HUCQ610-SD5 NOTES: 1.REFER TO THE TYPICAL SHEAR WALL DETAIL. BM14 31/2"x 18"PSL - HGUS418 2.THE VALUES IN THIS TABLE ARE APPROPRIATE FOR DF GRADE STUDS AND OF GRADE PLATES&RIM/BLOCKING. NOTES: 3.NAILS AT ADJOINING PANEL EDGES SHALL BE STAGGERED EACH SIDE OF THE COMMON JOINT. 1.REFER TO THE LATEST SIMPSON STRONG-TIE CATALOG FOR HANGER INSTALLATION INFORMATION. 4.WHERE PANELS ARE APPLIED ON BOTH FACES OF A WALL,PANELJOINTS SHALL BE OFFSET TO FALL ON DIFFERENT FRAMING MEMBERS,OR FRAMING SHALL 2.REFER TO FRAMING PLANS AND NOTES FOR SUPPORTS AT BEAM ENDS. BE 3x AT ADJOINING PANEL EDGES AND NAILS SHALL BE STAGGERED. 3.ALL BEAMS EXPOSED TO WEATHER OR IN CONTACT WITH CONCRETE OR MASONRY SHALL BE 5.WHERE TABLE SPECIFIES(2)2x FRAMING,CONNECT(2)2x STUDS AND BLOCKING AS FOLLOWS:SW4=(2)0.131"0 @ 4"O.C.,SW3=(2)0.131"0 @ 3"OC. PRESSURE TREATED. 6.NOTE THAT 3x FRAMING MAY BE USED IN LIEU OF(2)2x FRAMING SPECIFIED IN TABLE. 4.REFER TO PLAN NOTES FOR BEAMS&HEADERS AT BEARING LOCATIONS THAT ARE NOT CALLED 7.INTERMEDIATE FRAMING TO BE WITH 2x NOMINAL MEMBERS(MIN)U.N.O.FIELD NAILING 12"O.C.MAXIMUM. OUT a 8.AT ALL 3/4"0 SILL PLATE ANCHOR BOLTS,INSTALL 1/4"x 3"x 3"PLATE WASHERS.EDGE OF PLATE WASHER SHALL BE WITHIN 1/2"OF SHEATHED EDGE.FOR 5.IF BEAM DEPTH SHOWN IS NOT AVAILABLE IN STOCK,THE SUPPLIER SHALL RIP BEAMS TO EXACT DOUBLE SIDED SHEAR WALLS,USE WIDER PLATE WASHERS AS REQUIRED TO MEETTHIS REQUIREMENT. DEPTH PRIOR TO SHIPMENT. 9.PROVIDE A MINIMUM OF 7"EMBEDMENT FOR A.B.INTO FOUNDATION OR STEM WALL. Z 10.PROVIDE A MINIMUM OF(1)ANCHOR BOLT WITHIN 12"OF EACH WALL END. a N o H cl � rn w w o a am ti w0, H m ao COLUMN SCHEDULE o HOLDOWN SCHEDULE (DF) MARK COLUMN SIZE COLUMN SIZE REMARKS 2x4 WALL 2x6 WALL a MARK TYPE MIN CHORD STUD NAILS OR BOLTS ANCHOR BOLT CAPACITY(LB) Cl (2)2x4 (2)2x6 SEE NOTE 2 7 SIZE (SEE NOTE 4) C2 (3)2x4 (3)2x6 SEE NOTE 2 Ol MST37 (2)2x (11)16d EA END - 2,710 C3 (4)2x4 (4)2x6 SEE NOTE 2 DESIGN: RMK O2 MST60 (2)2x (23)16d EA END - 6,235 C4 46 DF#2 4x6 DF#2 - DRAWN: J EG O3 MST72 (2)2x (31)SDS 1/4"x 21/2"SCREWS - 6,730 C5 4x8 DF#2 6x6 DF#2 CHECK: JGG ® HDUS (2)2x (14)SDS 1/4"x 2 1/2"SCREWS 5/8"0 4,065 C6 4110 DF#2 6x8 DF#2 - JOB NO: 18386.10 < HDUS 4x OF (20)SDS 1/4"x 21/2"SCREWS 7/8"0 6,970 C7 6x10 DF#2 6x10 DF#2 - © HOUll 4x OF (30)SDS 1/4"x 21/2"SCREWS 1"0 9,535 C8 (3)11/2"x 5 1/2"ESE - DATE: 08/O9/19 C9 5 1/8"x 6"GLB - O7 HDIJ14 6x OF (36)SDS 1/4"x 21/2"SCREWS 1"0 14,445 C10 5 1/8"x 7 1/2"GLB - HDU19 1 6x OF 1 (5)1"0 THRU BOLTS 11/4"0 19,070 Cll H555x5x5/16 I H555x5x5/16 NOTES: NOTES: 1.REFER TO THE LATEST SIMPSON STRONG-TIE CATALOG FOR ADDITIONAL INSTALLATION REQUIREMENTS. 1.REFER TO THE LATEST SIMPSON STRONG-TIE CATALOG FOR PRE-FABRICATED 2.REFER TO DETAIL 8/55.1 FOR INSTALLATION OF MST TYPE FLOOR TO FLOOR STRAPS.REFER TO DETAIL CONNECTION INSTALLATION REQUIREMENTS. 8/55.2 FOR CONNECTION OF STRAP TO BEAM BELOW. 2.MULTIPLE STUD COLUMNS SHALL USE GRADE OF STUD INDICATED ON WALL 3.REFER TO DETAIL 7/55.2 FOR INSTALLATION OF ROD TYPE FLOOR TO FLOOR HOEDOWNS.REFER TO FRAMING SCHEDULE.REFER TO TYPICAL DETAILS FOR FABRICATION OF MULTIPLE DETAIL 9/55.2 FOR CONNECTION OF ROD HOEDOWN TO WOOD BEAM BELOW. STUD COLUMNS. 4.WHERE APPLICABLE,REFER TO 57.1 FOR HOEDOWNS AT STEEL BEAMS. 3.CONTRACTOR TO PROVIDE BLOCKING EQUAL TO COLUMN DIMENSIONS AT JOIST W 5.INSTALL HDU TYPE HOLDOWNS AT FOUNDATION OR SLAB PER DETAIL 8/54.1. SPACE BELOW ALL COLUMNS. Z 6.AT ALL HOEDOWN CHORDS,PROVIDE PANEL EDGE NAILING PER SHEAR WALL SCHEDULE. W a � M � N JOIST SCHEDULE N FOOTING SCHEDULE MARK JOIST SPACING REMARKS N 00 0) MARK FOOTING SIZE REINFORCING COMMENTS FJl 2x10 OF#2 16"OC SEE NOTE Q Q FS` V-6"x V-0"DEEP x CONTINUOUS (3)#5 CONTINUOUS SEE NOTE 2 F12 2x10 OF#2 12"OC SEE NOTE 2 CL W �:: v/ FJ3 2x12 OF#1 16"OC SEE NOTE 2 Lv Ld F2 1 2'-0"x 2'-0"x l'-O"DEEP (3)#5 EACH WAY BOTTOM - J J F14 2x12 OF#1 12"OC SEE NOTE 2 Q I.- Z F3 3'-0"x T-O"x 1'-0"DEEP (4)#5 EACH WAY BOTTOM - DJ3 2x6 HF#2 16"OC SEE NOTE 2 Z N 0 0 F4; 4'-0".4'-0"x 1'-0"DEEP (5)#5 EACH WAY BOTTOM _ D12 2x8 HF#2 16"OC SEE NOTE 2 LLL, (-'� w D13 2xl2 HF#2 16"OC SEE NOTE 2 F__ Z Z = F5 5'-0"x 5-0"x 1'-2"DEEP (6)#5 EACH WAY BOTTOM - RJl 2x12 HF#2 24"OC SEE NOTE 2 w F6 6'-0"x 6'-0"x V-4"DEEP (7)#5 EACH WAY BOTTOM R12 13/4"x 111/4"EVIL 24"OC SEE NOTE 2 (, Q N H REFER TO RETAINING REFERTO RETAINING NOTES: RW WALL SCHEDULE WALLSCHEDULE WHERE APPLICABLE 1.FOR JOIST HANGERS REFER TO THE LATEST SIMPSON STRONG-TIE CATALOG FOR ALL INSTALLATION REQUIREMENTS.USE MAX NAILING ONO. NOTES: 2.TIMBER JOISTS FRAMING INTO WOOD BEAMS OR RIMS SHALL USE LUS OR HU SERIES 1.ALL FOOTINGS SHALL BEAR ON FIRM,UNDISTURBED NATIVE SOIL OR COMPACTED STRUCTURAL FILL FACE MOUNT HANGERS.TIMBER JOISTS FRAMING INTO STEEL BEAMS SHALL USE PER GEOTECHNICAL ENGINEERING REPORT. LBV SERIES TOP FLANGE HANGERS. 2.REINFORCEMENT SHALL BE CONTINUED FROM CONTINUOUS FOOTINGS THRU SPREAD FOOTINGS WHERE APPLICABLE. ^^.1-H CORNER BARS x�Q IN ALL AREAS WITH EXPOSED C CON/FLOORS,EDGE SLAB ENGINEERING ''A" MAY BE SUBSTITUTED FOR ALL 4PASS ON GRADE 90°HOOKED BARS WITH LJOI MAX WITH IUSSEA AND FILLJOINT WITH SEALANT T CENTER d ° AT TOP AND 250 4TH AVE. S., SUITE 200 • �� °°4 PROVIDES/8"0x2'-0" HALL NOT EDMONDS, WASHINGTON 98020 SMOOTH SLIP DOWEL BARS OINT PHONE (425) 778-8500 AT 12"OC,TYP UNO FAX (425) 778-5536 STD 90'HOOKTYP UNO T/2 UNO,VERT CORNER BARS SHALL BE TRENCH EXCAVATION 1.5 H LAP SPLICE SAME SIZE TABULATED FOR MIN PARALLELTO FTG MIN TYP WALL REINF FOR THICKER WALL d p "A"=SPLICE LENGTH GREASETHIS j - d _ 4 d GAF WAsg"9S HALF OF BAR /� SLEEVES TO CLEAR p•$ •4 % 1�-6�� PIPE 1"ALLSIDES - - NO PIPES ALLOWED IN v TYPICAL CONSTRUCTION JOINT //j MIN _ - ° THIS REGION.LOWER FTGS AS REQ'D F o ° SEE NOTES,DETAILS,OR PLANS FOR (1)#5 VERT REQ'D REINF.ALL BARSTO BE CONT d E a \ u d OR SPLICED PER STRUCTURAL NOTES SAWCUT JOINT FL ORS FIAS WITH CONC SLAB ON GRADE TOF `SjONAL EXPOSED CONC.FLOORS,FILL JOINT PIPE 4 - z WITH SEALANT.IN LIEU OF SAWCUT STD 180°HOOK JOINTS CONTRACTOR MAY USE ZIP ° v /�/9 4 HORIZ CORNER BARS OF SIZE STRIP PLACED WITH SLAB SLAB REINF AT BOF - "-__ BENT BARS TO MATCH AND SPACING RI MATCH °d CENTER OF SLAB OR &LAP FOOTING (2)#5 VERT d REINF OF THINNER WALL v AT TOP AND BOT Z m ° d ® = /\ BOTTOM REINF LOWER BOF ° d AS REQ'D z ° \ UNDISTURBED EARTH OR _ COMPACTED FILL PER d i • ° - ° 4 a X—X�-X X—x—X ° " STRUCTURAL NOTES 4 PIPE TRENCH EXCAVATION PARALLEL 9"MIN III-III- 3"CLR TO FOOTING IS NOT ALLOWED TYP TYP PLACE VERT REINF OUTSIDE EXCEPT BELOW THIS LINE.STEP FTG AS T AS OTHERWISE NOTED OR SHOWN A TYPICAL CONTRACTION JOINT REQUIRED FOR THIS CONDITION T=FTG THICKNESS PER PLAN, SCHED,AND DETAILS �F TYPICAL CONCRETE WALL REINFORCING DETAIL � TYPICAL SLAB ON GRADE DETAILS � TYPICAL PIPE PENETRATION AT WALLS AND FOOTINGS � TYPICAL STEPPED WALL FOOTING F � SCALE. NTS L SCALE: 1"=1'0" J SCALE: 1/2"=1'-0" Y SCALE: 1/2"= z0 m la N NOTE: SILL PLANDABDIA ~ RAISE STEM WALL AS REQ'D AT PERIMETER AREAS AND SPACING PER O WHERE NEEDED DUE TO CIVIL GRADES. SHEAR WALL SCHED wCl w (2)#5 CONT TOP STUD WALL PER PROVIDE BLOCK OUT p, FRAMING PLAN NOTES AT DOOR OPENINGS SHEATHING PER SHEAR w\ WALL SCHED SHEATHING AND NAILING STUD WALL PER NOTE: F pl SLAB ON GRADE AND FRAMING PLAN NOTES WHERE CONCRETE WALL WITH HT>3'-0" Q O PER PLAN AND SHEAR SUBGRADE PER 00 WALL SCHEDULE AT PLAN CHORD 512E PER EXISTS,ROD MAY EXTEND 24"MIN INTO SHEAR WALL PER mo 4"0 PERFORATED PVC PIPE PER HOEDOWN SCHED WALL W/NUT&WASHER AS SHOWN PLAN AND SCHED LOCAL CODES WITH 6"OF 1" z #5 @ 15"OC EA WAY 1' MINUS GRAVEL ALL AROUND, PAVING OR FINISHED CENTERED IN WALL COUNTERSINK 1 WRAPPED IN NON-WOVEN y HOEDOWN PER PLAN ADDITIONAL END GE FABRIC.SLOPE TO GRADE PER ARCH AB PER SHEAR WALL SCHED AND SCHED,WHERE STUD AS REQ'D DRAWINGS OR STRUCTURAL NOTES APPLICABLE DRAIN 1/8"PER 1'-0"MIN.TURN • • X—X AB PER SHEAR WALL DESIGN: RMK DOWN PERFORATIONS AS SHOWN '° ` 1 rr, PT SILL PL SCHED OR THREADED ROD AS REQ'D HOEDOWN PER PLAN °d e o °e Oo bb STRUCTURAL NOTES THREADED ROD AS REQ'D FOR HOLDOWN W/NUT AND SCHED DRAWN:cp JEG �o on ° SLAB ON GRADE AND FOR HOEDOWN W/NUT AND WASHER AT BASE. Ro 4O 00 0°°O o�° SUBGRADE PER PLAN AND WASHER AT BASE EXTEND ROD INNTO NGOCHECK: JGG z 00 0 111 34. JOB NO: 18386.10 0 O 0 0 °ao oX 4X—X 4�X Z+�pc— —X—X—X dC X -4•X�- iX X—.ac TOP OF FTGDATE: 08�09�19 d Q 00 � - on °`a � o0 00 � I d °O dO 0oo ° - - d II O o0 0 0 1�4 .III-iTi L�4 ° LL FTGS 1 AT SHEAR WALL FTGS I' LINE OF MAX EXCAVATION. / -1I-1I-III: FOOTING / _ `� - -III - PROVIDE TOP REINF PROVIDE TOP REINF IF SOIL IS OVER EXCAVATED, /�1 DRAIN / 8 m ^'u 1 TO MATCH BOT REINF TO MATCH BOT REINF - 4 d 4 I REPLACE WITH LEAN MIX /� ) 1 ° 11 44 CONCRETE.J , / ALT HOOK AS SIZE AND REINF REINF PER PLAN I d 4 ° SIZE&REINF MAXIMUM //A SIZE&REINF AND SCHED - SHOWN J SLOPE PER PLAN&SCHED PER PLAN AND SCHED °- a FIRM BEARING SOIL OR PER PLAN&SCHED COMPACTED STRUCTURAL FILL W I.SINGLE WALL II.PARTY WALL m� Z TYPICAL FOOTING DRAIN TYPICAL STEM WALL DETAIL CONTINUOUS FOOTING DETAIL HOLDOWN DETAIL L� (� 'J 8 SCALE: 1"=1'-0" a 5 SCALE: 1"=1'-0" v SCALE:PIA, 1' HOEDOWN&CHORD PER PLAN AND SCHED = v (WHERE APPLICABLE) GAP PER SHEATHING AND ARCH ~ J SILL PL,AB DIA AND NAILI NG PER PLAN AND Q SPACING PER SHEAR SJHEED STUD WALL PER WALL SCHED FRAMING PLAN NOTES COL PER PLAN �[ M AND SCHED .6 N W SLAB ON GRADE AND EER (2)#4 TOP SUBGRADE PER CH 8"x 8"CONCRETE SIMPSON ABU POST BASE. 00 Q PROVIDE BLOCKOUT CONTRACTOR HASTHE Y W 0) FOUNDATION PLAN AT DOOR OPENINGS PLINTH EQ SPACED OPTION TO USE SIMPSON Ln SLAB ON TIES EQ SPACED ADE AND TITEN HD ANCHORS. •I • —q�C - —�#( EA S BGRADER PER PLAN PAVING OR FINISHED CL ~ Q 11 ACE _(4)#4 HOOKED L�J GRADE PER ARCH _ 4 IL ___R _____I _ z • - • 4-X X—X Bo DOWELS DRAWINGS _j -- Q Z O4 d a oO° 099 dJ O opg ° 6" Q o BOO - - - ` a_.• °oo°0 N 0 O ° z1-� � � ZO 0O O D °� p LLI Z 0000 o 0 O 0 O - REINF PER PLAN Z Z 0 /'�0 FOOTING&REINFORCEMENT _ p O o o O ° 00� PER PLAN.PROVIDE DOWELS O O °O°o a o AND SCHEDULE Z N J w O o 0 EPDXIED INTO STEM WALL o 0 °OO W ^ 0 o O O o0 - - TO MATCH LONGITUDINAL O O OO o0 • °• d U Q L.L H O O oOO11 o 0 •, d j a_ • BARS W/5"EMBED a• ° - - / NE: FOOTING FOROT INFORMATION NOT DRAIN / Id / SPECIFICALLY CALLED OUT // REFER TO DETAIL 6. SIZE&REINF PER PLAN AND SCHEDULE SIZE AND REINF PER PLAN AND SCHED PER PLAN&SCHED i u EXTERIOR FTG AT INTERIOR FTG INTERSECTION STEM WALL DETAIL AT BRICK VENEER i ISOLATED COLUMN FOOTING S4. 1-1 1 9 SCALE: 1"=1'-0" O SCALE: 1"=1'-0" SCALE: 1"=1'-0" NOTE: 2x OR 3x BLOCKING ONLY STAGGER SHEATHING AS SHOWN. IF BLOCKED DIAPHRAGM o FOR 2x4 STUDS,PROVIDE SINGLE ENGINEERING (IBC TABLE 2306.3.1,CASE 1 OR 3) 15 SPECIFIED w ROW OF NAILS STAGGERED EASIDE FRAMING MEMBERS W/ '-a\z WITH 11/2"EDGE DISTANCE.FOR 250 4TH AVE. S., SUITE 200 INTERMEDIATE SPACING PER PLAN ..F 2x6 STUDS,PROVIDE(2)ROWS OF EDMONDS, WASHINGTON 98020 FRAMING MEMBERS ^'o NAILS SPACED AT 21/2"W/11/2" PHONE (425) 778-8500 STAGGER NAILS ON EA SIDE PANELHIINIG EDGE DISTANCE FAX (425) 778-5536 OF PANELJOINT AS REQUIRED PER SHEAR WALL SCHED PANEL EDGE NAILING ADJACENT NAILS IN A 9"OC MAX SPACING BETWEEN PER SHEAR WALL - - - ROW ARE TO BE ADJACENT NAILS IN A ROW _ SCHEDULE,TYP CONTINUOUS ------ PANEL EDGES DRIVEN FROM ----------------------------- -n-------n— — ------I-I-------I-I-------I-I-------n-----rn II OPPOSITE SIDES,TYP I•I I•I I'I I'I I'I I•I I I•I PANEL EDGE NAILING INTO O�VY C, I I I I I I I I I I I I III HOEDOWN CHORDS,TYP I I of WAsg"9S I I I I I I I I I I I I III INTERMEDIATE — — — — — HEADER PER PLAN I I I I I I I I I I I I III NAILING @ 12"OC I•I I•I I•I I•I I•I I•I I I. I •I I I I I I I I I I I I I I I I I 0.131"0 x 3"NAILS,TYP O ynys I I I I ICRIPPE STUDS PER PLAN;L DO NOT CUT I•I I I I I I I FRAMING AT ADJOINING I I SHEATHING PER PLAN AND I I II it I IIS`SjONAL IIII I II •• I A iI II•II I IIII•IIIII IIII•IIII II, I IIII•IIII PANEL EDGESPER SHEAR IIII III IIII II•IIII SHEAR WALL SCHEDULE OAWAY MATERI WALL SCHED FRM CRIPPLE STUDS PANELEDGES I I _ I lip_ I I I (5)STUDS MA X TO 08109119 DHOEDOWN CHORD PER BE USE FOR LTSCHEDULE.REFER TO BUI -UPCOLUMNS FULL-HEIGHT I• TYPICAL BUILT-UP HOEDOWN CHORDII I•I II II II I I III II , , I, COLUMN DETAIL I I•I I I I I I I�I I I H______H H_____ -7r------ '--'--' TYPICAL FLOOR ROOF SHEATHING DETAIL !� TYPICAL BUILT-UP STUD COLUMN DETAIL I I I I I •� 1 I I I,1 I,I ADDITIONAL END STUD SCALE: NTS I I I•I I•I I, I I•I I•I I I I I I I I I I I I I IF REQUIRED TO IIII I j I I I,•I I I I I I I I I PROVIDE I•I I I I I I I I I I I COUNTERSINK FOR IIII I I I I •I I I I I I I I I HOEDOWN BOLTS J I I I•I I•I I, I I•I TYP DOUBLE 1•I I I I I J I I I I I I I I HOEDOWN ANCHORAGE TOP PLATE PER PLAN AND SCHEDULE z AB W/SIMPSON BP I I 11 I I I I I I 2 1/4"END (2)0.131"0 x 3"NAILS @ 9"OC O m I I •I I I I I I I I I DISTANCE,TYP 1/2"TO ELSEWHERE W/11/2"EDGE DISTANCE PL WASHER,TYP I•I I,I I,I I I I,I I,I a � I I I I I•I I I I (2)ROWS OF(8)0.131"0 x 3" - I I I I I I SIMPSON CNW COUPLER SHEATHED EDGE PLATE 3"OC SIMPSON A35 - I I NAILS @ 3"OC EA SIDE OF SPLICE U NUT W/SIZE TO MATCH WASHER SPACING (ONLY REQUIRED m m I I I I I I I PERSHEAR AT EXTERIOR a I I I I HOEDOWN ANCHORAGE PT SILL PL PER I•I I,•I A ,I I I ;I ;I WALL SCHED HEADERS GREATER SHEAR WALLSCHED I I I I•I I I I I THAN 6'SPAN) 11 II PANEL EDGE NAILING JI< ai -1L---_--i�--_---i PER SHEAR WALL SCHED II TOP CHORD w\ LI- _' SPLICE AT LOCATIONS WHERE IT IS NOT POSSIBLE BOTTOM 6 0.131"0 x 3" ~ = li TO INSTALL THE SPECIFIED 0.131"O SPLICE CHORD O Q O II II II I I I I I CONTINUE HOEDOWN CHORD I-I °� NAILS,THE CONTRACTOR SHALL INSTALL SPLICE NAILS o m yy I I I I I I TO FOUNDATION SIMPSON CSC20 STRAPS EA SIDE OF WALL O 1L_ _1L______lI AT SPLICE.INSTALL EA STRAP W/(12)10d Y - AT EA END.WHERE BOTH PLATES ARE BEAM OR HEADER PER SECTION A-A TYPICAL STUDS 1 A CONCRETE FOOTING = — = — = CUT,INSTALL C520 STRAPS AT EA PLATE PLAN AND NOTES OR P/T SLAB PER PLAN AND SHEAR I SCALE:1 1/2"=1'-0" AND EA SIDE OF THE WALL. WALL SCHEDULE,TYP RIM BOARD \ DESIGN: RMK OR BLOCKING /l L 6'-0"MIN BETWEEN SPLICES NAILING PER TYP NOTES: (� CONCRETE STEM WALL � BUILT-UP STUD DRAWN: JEG 1. REFERTO STRUCTURALNOTES FOR ADDITIONAL INFORMATION. SPLICES TO OCCUR AT COLUMN DETAIL 2.FOR SHEAR WALLS WHERENO HOEDOWNS ARE SPECIFIED THE CHECK: JGG FIRST AB SHALL BE LOCATED NOT MORE THAN V-0"AND NOT CONCRETE FOOTING CENTER OF VERTICAL STUDS LESS THAN(7)BOLT DIAMETERS FROM END OF WALL. AT HOEDOWNS:PROVIDE FULL HT CRIPPLE STUDS PER PLAN JOB NO: 18386.1 O TOP CHORD SPLICE BOTTOM CHORD SPLICE AND COLUMN SCHEDULE OR HOEDOWN CHORDS 2x FULL SCHED. STRUCTURAL NOTES DATE: 08/09/19 OTHERWISE:(1)2x FULL HT TYPICAL SHEAR WALL DETAIL TYPICAL TOP PLATE SPLICE DETAIL TYPICAL HEADER DETAIL SCALE: 3/4"=1'-0" 4 SCALE: 1"=1'-0" SCALE: 1"=1'-0" EDGE NAILING PER PLAN BEAM PER PLAN AND SCHEDULE Lyl AND SHEAR WALL EDGE NAILING PER PLAN AND JOIST DIRECTION CHORD SIZE PER Z SCHEDULE OR EDGE NAILING PER PLAN 2x6 STUD @ 2x4 CROSS WALL SHEAR WALL SCHEDULE OR PER PLAN SIMP50N A35 EACH HOEDOWN SCHEDULE STRUCTURAL NOTES,TYP AND SHEAR WALL 2x8 STUD @ 2x6 CROSS WALL STRUCTURAL NOTES,TYP SIDE OF BEAM SCHEDULE OR 0.131"0 x 3" STRUCTURAL NOTES,TYP (2)ROWS OF 0.131"0 x 3" NOTE: SIMPSON STRAP WITH W (� NAILS @ 9"OC NAILS @ 9"OC SUPPORTS AT N FASTENERS PER > J SOLID POSTS SIM o a HOEDOWN SCHEDULE Q _ STUD STUD STALL IN MAX NAILING Q WALL WALL INTO RIM OR BLOCKING I-- WHERE POSSIBLE w BEAM PER PEAN 0 (2)ROWS OF 0.131"0 x 3" EDGE NAILING PER PLAN AND EDGE NAILING PER PLAN AND AND SCHEDULE M NAILS @ 9"OC SHEAR WALL SCHEDULE OR SHEAR WALL SCHEDULE OR IN 00 STRUCTURAL NOTES,TYP STRUCTURAL NOTES,TYP SIMPSON LTP4 OR A35 /r� FRAMI NG ANCHOR N (2)ROWS OF0.131"0x3" EACH SIDE OF BEAM �� Y W Z STUD WALL PER FRAMING 0.131"0 x 3" NAILS @ 9"OC(EACH SIDE F z Ld _ PLAN NOTES,TYP NAILS @ 9"OC OF PARTY WALL) SOLID OR MULTIPLE k m 4 Q Q C STUD COLUMN PER PLAN L STUD WALL PER FRAMING STUD WALL PER FRAMING m c g \ JOIST DIRECTION d La PLAN NOTES,TYP PLAN NOTES,TYP 1 a LL p H PER PLAN LLd Q SHEATHING(OR GWB)AND BEAM WIDTH, o o FILL JOIST SPACE WITH FULL J NAILING PER PLAN AND SHEAR SHEATHING(OR GWB)AND SHEATHING(OR GWB)AND MIN UNO SOLID OR MULTIPLE O o i z DEPTH BLOCKING TO Q Z LL WALLSCHEDULE OR NAILING PER PLAN AND SHEAR NAILING PER PLAN AND SHEAR STUD COLUMN PER PLAN zz N o MATCH DIMENSIONS OF Z (n O STRUCTURAL NOTES,TYP WALL SCHEDULE OR WALL SCHEDULE OR a R'^ STUD COLUMN ABOVE STRUCTURAL NOTES,TYP STRUCTURAL NOTES,TYP W 0 0 Q PARALLELTO STUD WALL PERPENDICULAR TO STUD WALL F- Z Z O A.CORNER INTERSECTION B.'T INTERSECTION C.PARTY WALL INTERSECTION Z (N J O w TYPICAL WALL INTERSECTION DETAIL TYPICAL FLUSH BEAM SUPPORT DETAILS f� TYPICAL STRAP HOLDOWN DETAIL Ld � a � 7 SCALE: 1"=V-0" v SCALE: 1"=1'-0" �HFF I: S5.1-H STUD WALL PER FRAMING PAN NOTES STUD WALL PER FRAMING PAN NOTES STUD WALL PER ENGINEERING SHEATHING AND NAILING NOTE: FRAMING PAN NOTES PER PAN AND SHEAR SILL PLATE NAILING PER PAN SHEATHING AND NAILING SILL PATE NAILING PER PAN FORNOTES AND DETAILS 250 4TH AVE. S., SUITE 200 WALL SCHEDULE OR AND SHEAR WALL SCHEDULE PER PAN AND SHEAR AND SHEAR WALL SCHEDULE NOT CALLED OUT REFER SHEATHING AND SILL PATE NAILING SILL PATE NAILING PER EDMONDS, WASHINGTON 98020 STRUCTURAL NOTES OR STRUCTURAL NOTES WALL SCHEDULE OR OR STRUCTURAL NOTES TO DETA11 1 NAILING PER PAN AND PER PAN AND SHEAR SHEAR WALL PHONE 425 778-8500 STRUCTURAL NOTES SHEAR WALL SCHEDULE WALL SCHEDULE OR ( ) BREAK SHEATHING OR STRUCTURAL NOTES STRUCTURAL NOTES FAX (425) 778-5536 AT PATE LINO SHEATHING AND SHEATHING AND (4)10d NAILS ALIGNED 2x WOODJOIST (4)10d NAILS NAILING PER PAN NAILING PER PAN 13/4"LSL BLOCKING SHEATHING AND PER PAN AND SCHEDULE 2x CONTINUOUS RIM- 2x CONTINUOUS RIM NAILING PER PAN Ir 2x WOOD SILL PATE NAILING PER RIM JOIST SHEARWALL SCHEDULE GVY C BREAK SHEATHING BREAKSHEATHIN ov WAS "7S AT PATE UNO RIM AND PROVIDE PANNELEL V�� \1� NAILING EA SIDE OF - - 1 P o PANEL EDGE NAILING JOINT PER SW SCHED PER PAN AND SHEAR WOOD JOISTS PER PAN AND (3)0.131"O x 3" - - PROVIDE PANEL EDGE WOOD JOISTS PER WALL SCHEDULE OR SCHEDULE JOISTS PER PAN NAILING PER SHEAR WALL PAN AND SCHEDULE O LzsS PANEL EDGE NAILING NAILS EACH END -JOISTS PER PAN C' STRUCTURAL NOTES PER PAN AND SHEAR AND SCHEDULE SILL PATE NAILING PER AND SCHEDULE, SCHEDULE AT TOP PATE 2x BLOCKING @ 4'-0"OC 9Sj0 2x4 BLOCKING AT SHEAR WALLS WALLSCHEDULEOR WOOD JOISTS PER PAN SHEARWALLSCHEDULE LAPPED E BUTTED FIRSTJCKIN BAY ONLY NAL NOTE: ONLY STRUCTURAL NOTES AND SCHEDULE PANEL EDGE NAILING 08109119 NON-SHEAR WALL 2x WOOD BLOCKING PER PAN AND SHEAR 2x4 BLOCKING AT 2x4 BLOCKING OR A35 NAILING SHALL BE PER @ 4'-0"OC MAX WALL SCHEDULE OR SHEAR WALLS MODETAIL (PER SW SCHED)BETWEEN IBC TABLE 2304.9 STRUCTURAL NOTES OTES AND DETAILS BLOCKING AND TOP PATE ALLED OUT REFER AT SHEAR WALLS ONLY 2 A.TYPICAL FRAMING B.ALTERNATIVE SHEAR WALL FRAMING EXTERIOR WALL PARALLEL TO JOISTS INTERIOR BEARING ON BOTH SIDES INTERIOR WALL PARALLEL TO JOISTS TYPICAL STUD WALL FRAMING DETAIL TYPICAL STUD WALL FRAMING DETAIL !� TYPICAL STUD WALL FRAMING DETAIL d TYPICAL STUD WALL FRAMING DETAIL 2 SCALE: 1"=1'-0" v SCALE: 1"=1'-0" T SCALE: 1"=1'-0" 1 SCALE: 1"=1'-0" FF F 0 m O m SHEATHING AND (- NAILING PER PAN AND NOTE: SHEAR WALL SCHEDULE FOR NOTES AND H SILL PATE NAILING PER PAN DETAILS NOT CALLED SHEAR WALL SHEAR WALL O 2 &SHEAR WALL SCHEDULE OR SILL PLATE NAILING PER OUT REFER TO CASE A PER PAN PER PAN w w STRUCTURAL NOTES SILL PATE NAILING PER 2x CONTINUOUS RIM SHEAR WALL SCHEDULE CHORD SIZE PER a SHEAR WALLSCHED BOARDS.PERPENDICULAR DIAPHRAGM HOEDOWN SCHEDULE BEAMS SHALL FULLY BEAR PANEL EDGE NAILING PER BOUNDARY NAILING ALIGNED 2x WOODJOIST (4)lOd NAILS ON WALL SHEAR WALL SCHEDULE PER PAN AND SCHEDULE INTO BLOCKING SIMPSON HOEDOWN HOLDOWN STRAP HOLDOWN w SHEATHING AND SIMPSON A35 PER PER PAN AND PER PAN,FIELD STRAP PER PAN, F p� NAILING PER PAN SHEAR WALL SCHEDULE (4)10d NAILS A SCHEDULE BEND AROUND BEAM FIELD BEND Q O AROUND BEAM W O I y I I I BEAM PER PAN � I II 1 II CONTINUOUS II RIM WOOD JOISTS PER WOOD JOISTS PER II DESIGN: RMK II PAN AND SCHEDULE PAN AND SCHEDULE DRAWN: JEG JOISTS PER PAN NOTES: 2x BLOCKING @ ONLY ° 1 SHEATH COMMON SIDE FOR OC 2x BLOCKING EA JOIST DIRECTION FULL DEPTH 3/4 . CHECK: JGG PROVIDE PANEL EDGE FIRST JOIST BAY ONLY SIDE OF RIM @ PER PAN NAILING PER SHEAR WALL SHEATHING OR lx FRAMING STACKED SHEAR WALLS. SCHEDULE AT TOP PATE 2x4 BLOCKING OR A35 BETWEEN RIM BOARDS 2.WHERE HOLDOWNIS REQUIRED 4'-0"OC JOB NO: 18386.10 (PER SW SCHED)BETWEEN INSTALL HOEDOWN ON FILL JOIST SPACE WITH BLOCKING AND TOP PATE PARTY WALL W/SIZE SHEATHED SIDE OF PARTY WALL. BLOCKING TO MATCH JOIST PER PAN JOIST PER PAN DATE: 08�09�19 NOTE: AT SHEAR WALLS ONLY AND SPACING OF 3.SHEATHING IS SHOWN ON DIMENSIONS OF STUD (DIRECTION VARIES) (DIRECTION VARIES) FOR NOTES AND DETAILS OUTSIDE FACE OF WALL,BUT COLUMN ABOVE NOT CALLED OUT REFER STUDS PER PAN NOTES MAY ALTERNATELY BE INSTALLED HEADER BEAM TO DETAILS 1&2 ON INSIDE FACE. COUNTER SINK PER PAN ADDITIONAL END `INTERIOR WALL PARALLEL TO JOISTS A.PERPENDICULAR TO JOISTS B.PARALLEL TO JOISTS STUD FOR BOLTS FLUSH BEAM HEADER TYPICAL STUD WALL FRAMING DETAIL TYPICAL PARTY WALL FRAMING DETAIL 'J TYPICAL ROD HOEDOWN DETAIL f� TYPICAL STRAP HOEDOWN TO WOOD BEAM SCALE: 1"=1'-0" 6 SCALE: 1"=1'-0" SCALE: 1"=1'-0" v SCALE: 1"=1..' W Z W /^ > J SHEATHING&NAILING Q _ PER PAN&SHEAR WALL SCHEDULE OR NOTE: _ PARTY WALL W/SIZE& STRUCTURAL NOTES FOR NOTES&DETAILS NOT I— N6 WOOD SCREWS SPACING OF STUDS PER SPECIFICALLY CALLED OUT bi PAN NOTES SILL PATE NAILING REFER TO CASE A. Q OR 8d @ 6"OC (2)8d NAILS AT A PLANK PER PAN&SHEAR M WALL SCHEDULE OR N 2x LEGER A7TACHEDTORIM 2x WOOD BLOCKING 2x LEGER ATTACHED TO RIM STRUCTURAL NOTES DIAPHRAGM BOUNDARY ad N W/(2)1/4"0 x 31/2"SIMPSON @ 4'-0"OC MAX W/(2)1/4"0 x 3 1/2"SIMPSON SILL PATE NAILING PER SHEATHING&NAILING 2x FULL HEIGHT BLKG NAILING INTO BLKG 00 SIDS SCREWS @ 12"OC SIDS SCREWS @ 24"OC SHEAR WALL SCHED PER PAN SHEATHING& (3)lOd NAILS NAILING PER PAN N cc Q Q L CL w 3 Q J w� WOODJOIST&HANGER WOOD JOISTS PER WOOD JOIST PER FP-N ISTS PER Z PE N PER PAN&SCHEDULE PAN&SCHEDULE PAN&SCHEDULE CHEDULE JOISTS PER PAN&SIMPSON A35 PER JOISTS PER PAN& LLI PROVIDE PANEL EDGE PROVIDEPANELEDGE SHEAR WALL SCHEDULE SCHEDULE,LAPPED 2x BLKG @ 4'-0"OC SCHEDULE,APPED F- Z 0 2x4 BLOCKING OR A35 KING OR A35 PER PLAN I NAILING PER SHEAR WALL NAILING PER SHEAR WALL PANEL EDGE NAILING FIRST BAY ONLY Z IN J II SCHEDULEATTOP PLATE (PER SHEAR WALL SCHED) SCHEDULE AT TOP PATE (PER SHEAR WALL SCHED) PER PLAN AND SHEAR W ^ 0 W BETWEEN BLOCKING AND TOP BETWEEN BLOCKING AND $ WALLSCHEDULE H WOOD BEAM PATE AT SHEAR WALLS ONLY TOP PATE AT SHEAR U � Q PER PAN FOR NOTES AND DETAILS FOR NOTES AND DETAILS WALLS ONLY STUD WALL PER NOT CALLED OUT REFER NOT CALLED OUT REFER STRUCTURAL NOTES -. BEARING PATE TO DETAILS 1&2 TO DETAIL51&2 3/8 x 3 1/2 x 0'-3 1/2" A.JOISTS PERPENDICULAR TO WALL B.JOISTS PARALLEL TO WALL A.DECK JOISTS BEARING B.DECK JOISTS NON-BEARING ROD HOLDOWN TO WOOD BEAM i DECK FRAMING DETAIL ii TYPICAL STUD WALL FRAMING DETAIL ��.�-� 9 SCALE: 1"=V-0" •O SCALE: 1"=V-0" •• SCALE: 1"=V-0" TREAD/RISER PER ARCH USE 1 1/8"PLYWOOD TREADS UNO NOTCHED STRINGER TREAD AND 2x12 BLOCKING RISERS PER ARCH (4)8d @BLOCKING DO NOT OVERCUT NOTCHES 2x6 SISTERED 4X12 DF#2 BEAM BEAM PER PLAN ENGINEERING AB PER STRUCTURAL NOTES OR FOR TREAD/RISER PER SECTION A VARIES PER PLAN PROVIDE HILTI X-DNI(0.145"0)@ 250 4TH AVE. S., SUITE 200 12"OC.EMBED MIN 2"INTO EDMONDS, WASHINGTON 98020 CONCRETE W/STANDARD STEEL 2x12 STRINGER 2x12 STRINGER STAIR PHONE (425) 778-8500 WAS • SIMPSON HUC28-2, FAX (425) 778-5536 TREATED 2x SILL PLATE EACH STRINGER,WITH •�i a,. FULL NAILING • 2x12 TREADS SHEATHING ? NOTCHED PER ARCH WHERE NOTED 2x6 SISTERED TO SIDE 2x12 NOTCHED STRINGER ON PLAN OF 2x12 W/(2)ROWS 2x6 BLOCKING STRINGER JOIST PER • OF 10d NAILS STAGGERED @ 6"OC 2x6 SISTERED PLAN C,tIEV A Cp W X—XI—X—X�-�I—X_g—df—�—X 3x BEVELED PLATE PERSERIONA of WAsg`9S _ d JI a AS SHOWN BLOCKING @ V�� /--,�f4 F' N - OO° c HUC28-2 W/ 24"OC �o q° oMo o o NOTCH BEAM AS FULL NAILING 05 ob 1 �� a ♦° a 6 REQUIRED 2x STUD WALL OR I ,0" BEAM PER PLAN 8'-0"MAX SPAN BETWEEN 12"OC MAX ONAL SIZE&REINFORCING LANDINGS MAXIMUM SLOPE PER PLAN AND SCHEDULE 8 0 MAX LANDINGS TWEEN 2x6 SISTERED TO 2x12 PER ON PLAN _lj 08/09119 TYPICAL STAIR SECTION A.TYPICAL STRINGER TO LOWER LANDING B.TYPICAL STRINGER TO PONY WALL C.TYPICAL STRINGER TO CENTER BEAM D.TYPICAL STRINGER TO UPPER LANDING GAP(IF REQUIRED)TO SUIT ARCH FINISHES. TYPICAL STAIR SECTIONS 2 TYPICAL STAIR SECTION 1 SCALE: 1"=1'-0" SIMPSON HUC610 FACE MOUNT BEAM PER PLAN HANGERW/MAXNAILING AND SCHEDULE Q SIMPSON HUC610 FACE MOUNT BEAM PER PLAN HANGER W/MAXNAILING AND SCHEDULE m HANDRAIL W/CONN TO STRINGERS PER MFR Ia v=i H DIM PER ARCH DRAWINGS HANDRAIL W/CONN TO (Oi1 STRINGERS PER MFR w w � a PTGLULAM NOTCH CAREFULLY ai STRINGERS,TYP WITHOUT w PIERS,TM (2 x 3 x 1/4 x0'-6" OVER-CUTTINGPRESS Q p DECK) IS TREK PLAN STRINGERS,TYP a. W/(2)1/2"0 x 4"LAG p DECK JOIST PER PLAN NOTCH CAREFULLY SCREWS INTO BEAM AND 00 00 WITHOUT INTO STRINGER 21 FLAT DECKING L3 x 3 x 1/4 x 0'-6" OVER-CUTTING Y BEAM PER PLAN AND SCHED W/(2)1/2"0 x 3" W/SIMPSON PLAN H N EA END EXPANSION BOLTS AND(2) < 1/2"0 x 4"LAG SCREWS PRECAST CONCRETE CLOSED RISER TREADS W/ . I DESIGN: RMK PRECAST CONCRETE CONN TO STRINGERS PER DRAWN: JEG NOTES: 2x CONT LEDGER W/ CLOSED RISER TREADS + t CHECK: JGG 1.FOR NOTES AND DETAILS (2)1/4"0 x 3 1/2'SDS W/CONN TO JOB NO: 18386.1 O NOT CALLED OUT REFER SCREWS @ 12"OC 2x WOOD JOISTS STRINGERS PER MFR TO TYPICAL DETAILS. PER PLAN AND t t DATE: 08/09/19 SCHED 1! 1! DECK POST PER PLAN 2x WOOD BLKG x x 1i L x x @ 4'-0"OC MAX BEAM PER PLAN -� III III-1 r AND SCHEDULE Q SECTION AT EXTERIOR WOOD DECKS d STAIR SECTION STAIR SECTION v SCALE: 1"=V-0" T SCALE: 1"=1'-0" SCALE: 1"=1'-0" W PROVIDE CONTINUOUS TOP CHORD Z PROVIDE CONTINUOUS TOP CHORD AT SIMPSON SHEARWALLORPROVIDE W SI ILSAT LL NAIL STRAP AL NG SHEAR WALL SHEATHING& SHEAR WALL OR PROVIDE SIMPSON SHEAR WALL SHEATHING& NAILS AT ALL NAIL HOLES ALONG NAILING PER PLAN&SCHEDULE CMSTI4 STRAP W/16d NAILS AT ALL NAIL NAILING PER PLAN&SCHEDULE ENTIRE TOP CHORD AT PERFORATION Q J APPLIED TO ALL FACES OF WALL HOLES ALONG ENTIRE TOP CHORD AT APPLIED TO ALL FACES OF WALL PERFORATION 4x HF BLOCKING,TYP Q I I. -I I I I.. SHEATHING AND NAILING w PER PLAN AND SW SCHED EXTERIOR SW SHEATHING M M AND NAILING PER PLAN CONT FULL WIDTH AND IN I - - -- - �I - - -- - ___ _____ AND SW SCHED FULL DEPTH LSL RIM AT '''SJ N '^ FLOOR LEVEL V I I. HEADER PER PLAN 4x HIF I I. HEADER PER PLAN CONT FULL WIDTH AND 2x CONTINUOUS RIM Y N 0 Z I. FULL DEPTH RIM AT WHERE SHAFT IS AT A II II. BLOCKING,TYPII II. FLOOR LEVEL SHEATHING AND CORNER,LAP BEAMS AT cc NAILING PER PLAN CORNER AND PROVIDE Q Q L II II. II I II. WHERE SHAFT 15 AT A CONTINUOUS CMSTI4 I I I I I I. SIMPSON L90 CLIP AT I I. STRAP W/16d NAILS AT I I I I. CONTINUOUS CMST16 STRAP W/10d LAP SHEATHING AT RIM CORNER,LAP BEAMS AT INSIDE OF CORNER W I L J I. I I I. NAILS AT ALL NAIL HOLES OVER ENTIRE CORNER AND PROVIDE W HEADER SUPPORTS PER ALL NAIL HOLESNGTH OVER AND PROVIDE PANEL J _ LENGTH OF PERFORATED SHEAR WALL SIMPSON L90 CLIP AT 1 I: PLAN&SCHEDULE ENTIRE LENGTH OF .� -I EDGE NAILING PER SW INSIDE OF CORNER FULL DEPTH 3/4" Q Z I I PERFORATED SHEAR I I I HEADER SUPPORTS PER SCHEDULE EA SIDE OF SHEATHING OR Ix FRAMING Z N 0 I I' WALLI I I PLAN&SCHEDULE ADJOINING PANEL EDGE BETWEEN RIM BOARDS 0 II 7 ADDITIONAL II IIIh - 1 - --NI - z Z Z 0 INTERMEDIATE I I. -�- JOISTS PER PLAN I CHORD PER SHEAR { I II. Z N J m II WALLSCHEDULE 'Il W w O I I END STUDS PER T I I NMD SHEPSON A35 PER PLAN AND SHEAR WALL SCHED U Q HOLDOWN II II SCHEDULE,TYP 'I II PLYWOODSHERPLAN II I I.- AND NAILING PER PLAN I II I II �6 AND SHEAR WALL SCHED __ ___4 PARTY WALL W/SIZE AND SPACING OF END STUDS PER HOLDOWN STUDS PER PLAN NOTES A.ELEVATION AT DOOR SCHEDULE(HOLDOWN NOT SHOWN) EXTERIOR SIDE INTERIOR SHAFTSIDE INTERIOR SIDE INTERIOR SHAFT SIDE FORCE-TRANSFER SHEAR WALL DETAIL J FORCE-TRANSFER SHEAR WALL DETAIL f� STAIRWAY&SHAFT SECTIONS S5.3_u 6 SCALE: NTS • SCALE: NTS v SCALE: 1"=1'-0" 1 1 C SHEATHING AND NAILING PER DIAPHRAGM BOUNDARY NAILING ENGINEERING ROOF FRAMING PLAN NOTES PER ROOF FRAMING PLAN NOTES ROOF SHEATHING AND 250 4TH AVE. S., SUITE 200 NAILING PER ROOF EDMONDS, WASHINGTON 98020 FRAMING PLAN NOTES - PHONE (425) 778-8500 2x OUTLOOKER 2x4 BLOCKING FAX (425) 778-5536 DIAPHRAGM BOUNDARY 2x4 BLOCKING W/SILL EACH BRACE NAILING PER ROOF PLATE NAILING PER ROOF SHEATHING AND FRAMING PLAN NOTES SHEAR WALL SCHEDULE DIAPHRAGM BOUNDARY NAILING PER ROOF GABLE END TRUSS (6)30d NAILING PER ROOF FRAMING PLAN NOTES FULL DEPTH BLOCKING SHEATHING AND NAILING TO FRAMING PLAN NOTES RIPPED TO MATCH SLOPE MATCH SHEAR WALL BELOW GVY Cp. OF ROOF FULL DEPTH BLKG RIPPED of WAsg`9S TO MATCH SLOPE OF ROOF PROVIDE(2)2x4 OR A35 EACH LINE SIMPSON LSTA15 (1)2x6 DIAGONAL OF BLOCKING BRACE AT 4'-0"OC SILL PLATE NAILING STRAP EACH SPLICE PER SHEAR WALL PRE-ENGINEERED ROOF -- ROOF RAFTERS S`S10NAL SCHEDULE TRUSS PER PLAN SIMPSON LTP4 PER PER PLAN SHEAR WALL SCHEDULE 2.4 BLKG W/SILL PL OS/O�/19 PROVIDE BOUNDARY PROVIDE BOUNDARY SIMPSON H2.5A NAILING AT TOP PLATE PER NAILING PER SHEAR NAILING AT TOP PLATE PER TIE AT EACH TRUSS SHEATHING AND g2x4NG SHEAR WALL SCHEDULE WALLSCHED SHEAR WALL SCHEDULE 2x46LOCKING FOR EACH BRACE NAILING PER PLAN AND NOTE: SHEAR WALL SCHEDULE (3)TRUSS SPACES @ SIMPSON H2.5A TIE W-0"OC MAX REFER TO CASE A FOR SHEATHING AND STUD WALL FRAMING INFORMATION NOT SHEATHING AND NAILING NAILING PER PLAN AND 6d COOLER NAILS @ SPECIFICALLY CALLED OUT PER PLAN AND SHEAR STUD WALL FRAMING SHEAR WALL SCHEDULE PER PLAN NOTES 6"OC OVER EXTENTS WALL SCHEDULE PER PLAN NOTES OF BLOCKING OPTION A.BLOCKING AND STRAPS OPTION B.BRACING TYPICAL TRUSS SUPPORT DETAIL TYPICAL GABLE END SECTION TYPICAL RAFTER SUPPORT DETAIL a 2 SCALE: 1"=V-0" ROOF SHEATHING AND DIAPHRAGM BOUNDARY z NAILING PER ROOF O m FRAMING PLAN NOTES NAILING PER PLAN AND H FRAMING NOTES I d vi ROOF SHEATHING AND PANEL EDGE NAILING H NAILING PER ROOF PER PLAN NOTES O FRAMING PLAN NOTES w w � a SHEATHING AND NAILING PER PRE-ENGINEERED ROOF ROOF NOTE: ROOF FRAMING PLAN NOTES DIAPHRAGM BOUNDARY FOR NOTES AND DETAILS TRUSS PER PLAN.DESIGN ROOF NAILING PER ROOF NOT SPECIFICALLY CALLED TRUSS FOR 310 PLF IN ON PLAN w FRAMING PLAN NOTES OUT REFER TO CASE PRE-ENGINEERED ROOF TRUSS Q 0 2x FLAT OUTLOOKER ROOF SHEATHING AND SHEAR LOADING UNO ON PLAN PER ROOF PLAN.DESIGN ROOF NAILING PER ROOF o FRAMING PLAN NOTES TRUSS FOR 310 PLF IN-PLANE o 2x4 BLKG W/SILL PL NAILING SILL PLATE NAILING PER (ASD)SHEAR UNO ON PLAN PER SHEAR WALL SCHED 2x4 BLOCKING AND W/SILL SHEAR WALL SCHEDULE SILL PLATE NAILING SILL PLATE NAILING PER PLATE NAILING PER SHEAR 1 SHEAR WALL SCHEDULE 2x CONTINUOUS NAILS¢x 3" PER SW SCHED WALL SCHEDULE NAILS @ 5"OC FULL LENGTH TO OVERLAP SHEAR DESIGN: RMK FULL DEPTH BLKG SIMPSON H2.5ATIE PANEL EDGE NAILING PER WALL CONT 2x4 NAILER DRAWN: JEG RIPPED TO MATCH SHEAR WALL SCHEDULE SHEATHING AND PANEL EDGE NAILING PER SLOPE OF ROOF /// �� CHECK: JGG NAILING PER PLAN AND / STUD WALL W/SHEATHING SHEAR WALL SCHEDULE SHEAR WALL SCHED PROVIDE BOUNDARY J/ &NAILING PER PLAN AND JOB NO: 18386.10 NAILING AT TOP PLATE PER SHEAR WALL SCHEDULE CONT FULL WIDTH SHEAR WALLSCHEDULE TOP PLATE ON 2x4 DATE: 08/09/ 99 PLATES ROOF RAFTERS PER PLAN SHEATHING AND NAILING SHEATHING AND NAILING A.DRAG TRUSS AT SHEAR WALL B.ALTERNATIVE DRAG TRUSS AT SHEAR WALL PER PLAN AND SHEAR FULL HEIGHT STUDS PER PLAN AND SHEAR STUD WALL FRAMING WALL SCHEDULE ATGABLE END WALLSCHEDULE PER PLAN NOTES PARTY WALL PER PLAN SECTION TYPICAL RAFTER SUPPORT DETAIL TYPICAL DRAG TRUSS SECTION 7 TYPICAL DRAG TRUSS SECTION AT PARTY WALL SCALE: 1"=1'-0" SCALE: 1"=1'0" SCALE: 1"=1'-0" w Z LLJ < N J ROOF SHEATHING AND DIAPHRAGM BOUNDARY Q DIAPHRAGM BOUNDARY NAILING PER ROOF NAILING PER ROOF F— NAILING PER ROOF FRAMING PLAN NOTES FRAMING PLAN NOTES ROOF SHEATHING AND w NAILING PER ROOF FRAMING PLAN NOTES FRAMING PLAN NOTES N FULL DEPTH BLKG RIPPED 2x4 BLKG W/ N '^ TO MATCH SLOPE OF ROOF 16d @ 6"OC 00 V (n Z FULL DEPTH BLKG Q Q C ROOF RAFTERS RIPPED TO MATCH 0- W L PER PLAN SLOPE OF ROOF SIMPSON H2.5A TIE Lil Q J 16d @ 6"OC 2x4 BLKG W/ 16d @ 6"OC Q Z 16d @ 6"OC Z N O Li SIMPSON H2.5A TIE LL, 0 0 Li- ROOF RAFTERS F- Z Z 0 BEAM PER PLAN PER PLAN Z N J w O BEAM PER PLAN L d r� c' Q H TYPICAL RAFTER SUPPORT DETAIL TYPICAL RAFTER SUPPORT DETAIL 8 SCALE: 1"=1'-0" SCALE: 1"=1'4' S6.1-H C I�M ENGINEERING 250 4TH AVE. S., SUITE 200 EDMONDS, WASHINGTON 98020 PHONE (425) 778-8500 DIAPHRAGM BOUNDARY ROOF SHEATHING AND FAX (425) 778-5536 NAILING PER ROOF NAILING PER ROOF FRAMING PLAN NOTES FRAMING PLAN NOTES 2x4 BLKG W/SILL PL NAILING PER SHEAR ROOF SHEATHING AND WALLSCHED DIAPHRAGM BOUNDARY NAILING IVY C, NAILING PER ROOF G SIMPSON H2.5A TIE FRAMING PLAN NOTES PER ROOF FRAMING PLAN NOTES G,�$og/WA\f�s� SHEATHING AND NAILING PER 7 p ROOF FRAMING PLAN NOTES L FULL DEPTH BLKG RIPPED TO MATCH SLOPE OF ROOF TRUSS PER PLAN&MFR SHEATHING AND NAILING �,ta m25�,1 16d @ 6"OC PER ROOF FRAMING PLAN NOTES DIAPHRAGM BOUNDARY S`SjON 2x8 BLKG RIPPED TO AL MATCH ROOF SLOPE TRUSS BLOCKING PER NAILING PER ROOF PROVIDE BOUNDARY MFR.PROVIDE SOLID WEB FRAMING PLAN NOTES 08109119 NAILING AT TOP PLATE PER BLOCKING AT HANGERS SHEAR WALL SCHEDULE 2x BLOCKING SW6 SHEATHING SHEATHING AND NAILING W/16d @ 6"OC ROOF RAFTERS &NAILING PER ROOF FRAMING PLAN SW6 SHEATHING PER PLAN DIAPHRAGM BOUNDARY NOTES AND NAILING NAILING PER ROOF FRAMING PLAN NOTES l ROOF SHEATHING AND SHEATHING&NAILING p�\ NAILING PER ROOF PER PLAN NOTES FRAMING PLAN NOTES 2x8 BLOCKING AT 2x BLKG RIPPED OF 2x BLKG W/ TO EA BAY TO MATCH SLOPE OF ROOF 16d @ 6"OC FQF SIMPSON A35 F @ 24"OC SIMPSON A35 ROOF RAFTERS 0 m 2x FULL HEIGHT BLKG ROOF RAFTERS O m 16d @ 6"OC 2x8 BLOCKING W/ PER PLAN @ 16"OC PER PLAN _ N (2)l6d@6"OC (2)L.@12"1 is SIMPSON LUS HANGER — W/SLOPED SEAT O 2 to � ROOF RAFTER w w ' TRUSS BLOCKING PER � a PER PLAN SIMPSON LUS HANGER ... .._.. TRUSS MFR.PROVIDE CONT FULL WIDTH TOP TRUSS PER PLAN W/SLOPED SEAT PRE-ENGINEERED ROOF SOLID WEB BLOCKING AT SIMPSON H2.5A TIE PLATE ON 2x4 PLATES SIMPSON H2.5A TIE SIMPSON H2.5A TIE TRUSSES PER PLAN PRE-ENGINEERED ROOF HANGER LOCATIONS. w PROVIDE BOUNDARY PROVIDE BOUNDARY BOUNDARY NAILING PER TRUSS PER PLAN F NAILINGAT TOP PLATE PER PARTY WALL NAILING AT TOP PLATE PER CONT FULL WIDTH TOP SHEAR WALL SCHEDULE SIMPSON H2.5A 16d TOE NAILS Q O SHEAR WALL SCHEDULE PER PLAN SHEAR WALL SCHEDULE PLATE ON 2x4 PLATES AT EA TRUSS SIMPSON H2.5A @ 12"OC o SHEATHING AND NAILING AT EA TRUSS SHEATHING AND NAILING SHEATHING AND NAILING PARTY WALL PER PLAN AND SHEAR AT SIMILAR SECTION,THE RAFTERS Y PER PLAN AND SHEAR PER PLAN AND SHEAR PER PLAN WALL SCHEDULE STUD WALL AND SIMILAR TOP CHORD SLOPES R WALL SCHEDULE WALL SCHEDULE PER PLAN THE OPPOTRUS SITE DIRECTION.THE DETAIL IS OTHERWISE THE SAME. DESIGN: RMK ROOF STEP AT PARTY WALL RAFTERS ROOF STEP AT PARTY WALL TRUSSES Q TRUSS FRAMING DETAIL d TRUSS FRAMING DETAIL DRAWN: JEc SCALE: 1"=1'-0" CHECK: JGG JOB NO: 18386.10 DATE: 08/09/19 ROOF SHEATHING AND ROOF SHEATHING AND NAILING PER ROOF NAILING PER ROOF FRAMING PLAN NOTES FRAMING PLAN NOTES DIAPHRAGM BOUNDARY DIAPHRAGM BOUNDARY NAILING PER ROOF NAILING PER ROOF FRAMING PLAN NOTES FRAMING PLAN NOTES 2x8 BLKG RIPPED TO 2x8 BLKG RIPPED TO MATCH ROOF SLOPE MATCH ROOF SLOPE LIJ 16d@6"OC 16d@6"OC Z W /n STUD WALL PER > v/ ROOF SHEATHING AND PLAN&NOTES Q SW6 SHEATHING SW6 SHEATHING NAILING PER ROOF &NAILING 2x8 WEB &NAILING 2x8 WEB FRAMING PLAN NOTES = Q BLOCKING TO BLOCKING TO SHEATHING&NAILING MATCH SLOPE SHEATHING&NAILING MATCH SLOPE ~ PER PLAN NOTES OF ROOF PER PLAN NOTES OF ROOF SIMPSON B SERIES 2x BLOCKING W SLOPED HANGER OVER EXTENTS M Q OFLEDGER ad N N LLI 00 0 GIRDER TRUSS GIRDER TRUSS (n Z PER PLAN&MFR PER PLAN&MFR - 16d @ 6"OC 2x HF LEDGER < Q ROOF RAFTER PER W/(2)16d NAILS W PLAN&SCHEDULE @ 12 OC Q Z (2)16d@6"OC ~ 2x ROOF RAFTERS Z VI 0 PER PLAN Z W TRUSS PER PLAN ROOF TRUSSES TRUSS PER PLAN F- Z Z O PER PLAN HANGER PER TRUSS MFR HANGER PER TRUSS MFR w W n � O U Q TRUSS FRAMING DETAIL Q TRUSS FRAMING DETAIL J RAFTER LEDGER DETAIL 5 SCALE: 1"=1'-0" v SCALE: 1"=1'-0" S6.2-H STRUCTURAL NOTES C (THESE NOTES ARE TYPICAL UNLESS NOTED OR DETAILED OTHERWISE ON DRAWINGS) ENGINEERING CODE SHOP DRAWINGS MINIMUM LAPS AND EMBEDMENT WELDING 250 4TH AVE. S., SUITE 200 ALL MATERIALS,WORKMANSHIP,DESIGN,AND CONSTRUCTION SHALL CONFORM TO THE DRAWINGS, SHOP DRAWINGS FOR THE FOLLOWING ITEMS SHALL BE SUBMITTED TO THE ARCHITECT AND STRUCTURAL UNLESS OTHERWISE NOTED,REINFORCING SPLICE LENGTHS AND DEVELOPMENT LENGTHS SHALL BE AS WELDING SHALL CONFORM TO AWS"STRUCTURAL WELDING CODE",LATEST EDITION.ALL WELDING SHALL BE EDMONDS, WASHINGTON 98020 SPECIFICATIONS,AND THE INTERNATIONAL BUILDING CODE(IBC),2015 EDITION.SPECIFICATIONS AND ENGINEER FOR REVIEW PRIOR TO FABRICATION: TABULATED BELOW: DONE WITH 70 KSI LOW HYDROGEN ELECTRODES.WHERE NOT CALLED OUT,MINIMUM FILLET WELD SIZE SHALL PHONE (425) 778-8500 STANDARDS WHERE REFERENCED ON THE DRAWINGS ARE TO BE THE LATEST EDITION. BE PER TABLE 5.8 IN AWS DI.J.,LATEST EDITION. FAX (425) 778-5536 1.REINFORCING STEEL 3.PREMANUFACTURED WOOD TRUSSES f'c=3000 PSI DESIGN LOADS 2.CONCRETE MIX DESIGN 4.WOOD I-JOISTS&ENGINEERED WOOD BEAMS DEVELOPMENT LENGTH LAP SPLICE WELDING OF REINFORCING BARS SHALL NOT BE PERMITTED UNLESS SPECIFICALLY CALLED OUT ON DRAWINGS OR APPROVED BY STRUCTURAL ENGINEER.WELDING OF GRADE 60 REINFORCING BARS SHALL BE PERFORMED DEAD LOADS: SHOP DRAWINGS SHALL BE REVIEWED,REVISED AS REQUIRED FOR FIELD CONDITIONS,AND DATE STAMPED BY BAR TENSION COMPRESSION TENSION COMPRESSION USING LOW HYDROGEN ELECTRODES.WELDING OF GRADE 40 REINFORCING BARS SHALL BE PERFORMED USING ROOF 15 PSF THE CONTRACTOR PRIOR TO REVIEW BY THE ENGINEER.CONTRACTOR SHALL PROVIDE(3)SETS OF SHOP SIZE E70XX ELECTRODES.SEE REINFORCING NOTES FOR MATERIAL REQUIREMENTS OF WELDED BARS.WELDING FLOOR 24 PSF DRAWINGS FOR ENGINEER'S REVIEW.ALLOW TWO WEEKS FOR SHOP DRAWING APPROVAL BY ENGINEER. TOP BARS OTHER BARS ALL BARS TOP BARS BARS ALL BARS WITHIN 4"OF COLD BENDS IN REINFORCING BARS IS NOT PERMITTED. OVY C w LIVE LOADS: ENGINEER'S SHOP DRAWING REVIEW IS FOR GENERAL CONFORMANCE WITH THE DESIGN CONCEPT AND #3 22 17 9 28 22 12 ALL WELDING SHALL BE DONE BY WASHINGTON ASSOCIATION OF BUILDING OFFICIALS(WABO)CERTIFIED C'��F// 1 f sF' ROOF(SNOW LOAD) 25 PSF CONTRACT DOCUMENTS.MARKINGS OR COMMENTS SHALL NOT BE CONSTRUED AS RELIEVING THE WELDERS. T pup.- PRIVATE DECKS 60 PSF CONTRACTOR FROM COMPLIANCE WITH THE PROJECT PLANS AND SPECIFICATIONS.THE CONTRACTOR REMAINS #4 29 22 11 37 29 15 1 RESIDENTIAL 40 PSF RESPONSIBLE FOR DETAILS AND ACCURACY,FOR CONFORMING AND CORRELATING ALL QUANTITIES AND #5 36 28 14 47 36 19 LUMBER DIMENSIONS,FOR SELECTING FABRICATION PROCESSES,FOR TECHNIQUES OF ASSEMBLY,AND FOR PERFORMING O z 25 (LIVE LOADS ARE REDUCED WHERE PERMISSIBLE PER IBC SECTION 1607.10). THE WORK IN A SAFE MANNER. #6 43 33 17 56 43 23 GALL RADING ES SPECIFIED ARE MINIMUM KILN-DRIED TO MC GRADES OF THE FIRED.ALL LUMBER MINIMUM STANDARDS:BE IN ACCORDANCE WITH WWPA SSIONAL � EARTHQUAKE LOADS: ENGINEER'S SHOP DRAWING REVIEW OF STRUCTURAL COMPONENTS DESIGNED BY OTHERS IS FOR LOADS #7 63 48 20 81 63 27 IMPOSED ON THE BASIC STRUCTURE.THE COMPONENT DESIGNER IS RESPONSIBLE FOR CODE CONFORMANCE #8 72 55 22 93 72 30 SIZE CLASSIFICATION SPECIES GRADE Fb(PSI) Fc(PSI) 08/09119 EQUIVALENT LATERAL FORCE PROCEDURE PER ASCE 7-10 SECTION 12.8. AND ALL CONNECTIONS TO TH E BASIC STRUCTURE.SHOP DRAWINGS SHALL INDICATE MAGNITUDE AND LIGHT FRAMING(STUDS) DOUG-FIR STUD 776(REP) 800 DIRECTION OF THE LOADS IMPOSED ON THE BASIC STRUCTURE AND SHALL BE STAMPED&SIGNED BY A SITE CLASS D PROFESSIONAL ENGINEER REGISTERED IN THE SAME STATE AS THE PROJECT. f'c=4000 PSI 2x JOISTS AND PLANKS DOUG-FIR #2 978(REP) - SHORTPERIODSPECTRALRESPONSEACCEL(Ss) 1.071 DEVELOPMENT LENGTH LAP SPLICE PLATES AND BLOCKING DOUG-FIR #2 850 ONE SECOND SPECTRAL RESPONSE ACCEL N 0.417 FABRICATION SHALL BEGIN ONLY AFTER SHOP DRAWINGS BEARING THE STAMP AND SIGNATURE OF THE - SHORT PERIOD DESIGN SPECTRAL RESPONSE ACCEL(Sos) 0.765 PROJECT ARCHITECT,ENGINEER OF RECORD,AND CONTRACTOR HAVE BEEN RECEIVED. BAR TENSION COMPRESSION TENSION COMPRESSION 6x AND LARGER BEAMS AND DOUG-FIR #2 875 - ONE SECOND DESIGN SPECTRAL RESPONSE ACCEL(So,) 0.440 SIZE STRINGERS RISK CATEGORY II FOUNDATIONS:SPREAD FOOTINGS TOP BARS OTHER ALL BARS TOP BARS OTHER ALL BARS SEISMIC IMPORTANCE FACTOR 1.0 BARS BARS 4x AND SMALLER BEAMS AND DOUG-FIR #2 850 - (e) SOILS REPORT: REPORT NO: 18-0408 #3 19 15 8 24 19 12 STRINGERS SEISMSEISMGN CATEGORY D PREPARED BY: GEOTEST ALL POSTS AND TIMBERS DOUG-FIR #1 1200 1000 BASIC SEISMIC IC FORCE-RESISTING-SYSTEM WOOD SHEAR WALLS DATED: MAY 17,2019 #4 25 19 10 33 25 15 RESPONSE MODIFICATION FACTOR,(R) 1.5 REFER TO PLAN NOTES,SCHEDULES,AND DETAILS FOR MORE SPECIFIC LUMBER SIZE AND GRADE REQUIREMENTS. REDUNDANCY FACTOR(p) 1.0 #5 31 24 12 41 31 19 SEISMIC RESPONSE COEFFICIENT(C 0.118 ALLOWABLE SOIL PRESSURE: 2000 PSF ALL LUMBER IN CONTACT WITH CONCRETE,MASONRY,OR WITHIN 8"OF SOIL SHALL BE PRESSURE-TREATED. F s) #6 37 29 15 49 37 23 F W=TOTAL SEISMIC DEAD LOAD AS DEFINED PER ASCE 7-10 SECTION 12.7.2. LATERAL EARTH PRESSURE: #7 54 42 17 71 54 27 NAILS,BOLTS,AND METAL CONNECTORS FOR WOOD z UNRESTRAINED: 35 PCF+ANY APPLICABLE SURCHARGE O m RESTRAINED: 55 PCF+ANY APPLICABLE SURCHARGE #8 62 48 19 81 62 30 ALL NAILS SHALL CONFORM TO THE STANDARDS SET FORTH BY THE NATIONAL DESIGN STANDARDS(NDS)FOR I- BASE SHEAR(V),V=CsW= SD5 W � PASSIVE: 300 PCF WOOD CONSTRUCTION,LATEST EDITION.NAILING NOT SPECIFIED SHALL BE PER IBC TABLE 2304.9.1 NAILING _ � COEFFICIENT OF FRICTION: 0.35 NOTE: SCHEDULE.ALL NAILS CALLED OUT ON PLANS SHALL BE COMMON NAILS UNLESS NOTED OTHERWISE AND SHALL WIND LOADS: 1.ALL LENGTHS ARE IN INCHES. MEET OR EXCEED THE FOLLOWING MINIMUM GUIDELINES: FOUNDATIONS SHALL BEAR ON NATIVE SITE SOILS OR STRUCTURAL FILL,PREPARED AND COMPACTED AS 2.ALL LAP SPLICES ARE CLASS B. m BASIC WIND SPEED(3 SECOND GUST) 110 MPH REQUIRED BY THE GEOTECHNICAL REPORT AND AT LEAST 18"BELOW ADJACENT EXTERIOR GRADE.ANY 3.'TOP BARS"ARE HORIZONTAL REINFORCEMENT PLACED SUCH THAT MORE THAN 12 INCHES OF NAIL SHANKS MIN LENGTH p a EXPOSURE B FOUNDATION ELEVATIONS SHOWN IN THE DRAWINGS REPRESENT MINIMUM DEPTHS AND ARE FOR BIDDING CONCRETE IS CAST IN THE MEMBER BELOW THE BAR. 8d COMMON 0.1310 2 1/2"SHANK Kn 1.0 ONLY.ACTUAL FOUNDATION ELEVATIONS ARE SUBJECT TO SITE CONDITIONS AND MUST THEREFORE BE a, ESTABLISHED BY THE CONTRACTOR. CONCRETE WALL REINFORCING 10d COMMON 0.1480 3"SHANK w\ SEE PLANS FOR ADDITIONAL DESIGN LOADS. H p� 12d COMMON 0.1480 3 1/4"SHANK IMPORTED STRUCTURAL FILL AND BACKFILL MATERIAL SHOULD CONSIST OF CLEAN,WELL GRADED GRANULAR PROVIDE THE FOLLOWING MINIMUM REINFORCING UNLESS NOTED OR DETAILED OTHERWISE(GRADE 60): o STATEMENT OF SPECIAL INSPECTIONS MATERIAL FREE OF DEBRIS OR ORGANICS AS SPECIFIED IN THE GEOTECHNICAL REPORT. i6d COMMON 0.1620 31/2"SHANK 000 THICKNESS REINFORCING PLACEMENT J.d SPECIAL INSPECTIONS ARE REQUIRED AS INDICATED IN THE FOLLOWING TABLE.THE CONTRACTOR SHALL BACKFILL BEHIND ALL RETAINING WALLS WITH WELL-DRAINING,GRANULAR FILL AND PROVIDE FOR SUBSURFACE #4 @ 13"OC ME BOX NAILS MAY BE SUBSTITUTED FOR&COMMON NAILS WITH NO CHANGE IN NAIL SPACING.FRAMING Y SUBMIT WRITTEN STATEMENT OF RESPONSIBILITY TO THE BUILDING OFFICIAL AND OWNER PRIOR TO DRAINAGE. 6"WALLS EA WAY CENTERED MEMBERS MAY BE NAILED WITH 16d SINKERS(0.148"0 x 31/4"),BUT ONLY 16d COMMON NAILS SHALL BE USED Q COMMENCEMENT OF WORK IN ACCORDANCE WITH CHAPTER 1704.40F THE IBC. 8"WALLS #5 @ 15"OC EA WAY CENTERED WHERE l6d NAILS ARE INDICATED IN THIS DRAWING SET.ENGINEER MAY APPROVE OTHER NAILS IF NAIL LABELS 7 L STRUCTURAL OBSERVATION OF THE STRUCTURAL SYSTEM BY THE ENGINEER IS NOT REQUIRED. EXCAVATIONS AND DRAINAGE INSTALLATION SHALL BE OBSERVED BY A SOILS ENGINEER RETAINED BY THE ARE SUBMITTED TO ENGINEER PRIOR TO START OF CONSTRUCTION. OWNER.IF EXCAVATION SHOWS SOIL CONDITIONS TO BE OTHER THAN THOSE ASSUMED ABOVE NOTIFY THE 30"WALLS #4@16"OC EA WAY,EA FACE DESIGN: RMK FREQUENCY AND DISTRIBUTION OF REPORTS-INSPECTION REPORTS SHALL BE PROVIDED FOR EACH DAY ON STRUCTURAL ENGINEER FOR POSSIBLE FOUNDATION REDESIGN. ALL BOLTS IN WOOD MEMBERS SHALL CONFORM TO ASTM A307.PROVIDE WASHERS UNDER THE HEADS AND CONCRETE GENERAL NOTES NUTS OF ALL BOLTS AND LAG SCREWS BEARING ON WOOD.LEAD HOLES FOR LAG BOLTS SHALL BE BORED FOR DRAWN: J EG SITE BY SPECIAL INSPECTOR.STRUCTURAL OBSERVATION REPORTS SHALL BE PROVIDED AFTER EACH DEFERRED APPROVAL ITEMS THE SHANK AND THREADED PORTIONS PER NDS 11.1.3. OBSERVATION.REPORTS SHALL BE DISTRIBUTED TO TH E CONTRACTOR,ARCHITECT,ENGINEER AND BUILDING CHECK: JGG OFFICIAL. SUBMITTAL DOCUMENTS FOR DEFERRED SUBMITTAL ITEMS SHALL BE SUBMITTED TO THE ARCHITECT AND VERTICAL BARS SHALL START FROM TOP OF FOOTING.HORIZONTAL BARS SHALL STARTA DISTANCE OF I/2 THE CONNECTORS CALLED OUT BY LETTERS AND NUMBERS SHALL BE"STRONG-TIE"BY SIMPSON COMPANY, NORMAL BAR SPACING FROM TOP OF FOOTING AND TOP OF FRAMED SLABS.IN ADDITION,THERE SHALL BE A CATALOG TO BE THE LATEST EDITION,OR ENGINEER APPROVED EQUAL.CONNECTORS SHALL BE INSTALLED IN ENGINEER REVIEWED WHO SHALL REVIEWHAVE THEM ANDFOUND INDICATE IN GENERAL CONFORMANCE SUBMITTAL DOCUMENTS HORIZONTAL BAR AT A MAXIMUM OF 3"FROM TOP OF WALL AND BOTTOM OF FRAMED SLABS. JOB NO: 8/09/19 SPECIAL INSPECTION HAVE BEEN REVIEWED AND THAT THEY HAVE BEEN FOUND TO BE IN GENERAL CONFORMANCE WITH THE DESIGN ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS AND WITH THE NUMBER AND SIZE OF OF THE BUILDING.THE DEFERRED SUBMITTAL ITEMS SHALL NOT BE INSTALLED UNTIL THEIR DESIGN AND FASTENERS AS SPECIFIED BY THE MANUFACTURER.WHERE CONNECTOR STRAPS CONNECT TWO MEMBERS, DATE: 08�09�19 OPERATION CONT PERIODIC REMARKS SUBMITTAL DOCUMENTS HAVE BEEN APPROVED BY THE BUILDING OFFICIAL. PROVIDE CORNER BARS TO MATCH THE HORIZONTAL REINFORCING WITH TENSION LAP SPLICE AT EACH SIDE PER TABLE,OR BEND ONE SIDE OVER TO PROVIDE TENSION LAP. PLACE ONE-HALF OF THE NAILS,SCREWS,OR BOLTS IN EACH MEMBER. SOILS 1.PREMANUFACTURED WOOD TRUSSES INSTALL SOLID BLOCKING AT ALL BEARING POINTS.ALL SHIMS SHALL BE SEASONED,DRIED,AND THE SAME 2.HANDRAILS AND GUARDRAILS PROVIDE CONTROL OR CONSTRUCTION JOINTS IN SLABS ON GRADE TO BREAK UP SLAB INTO RECTANGULAR AREAS EXCAVATION&FILL&COMPACTION&DRAINAGE X GEOTECH ENGINEER 3.PREMANUFACTURED BOLT-ON DECKS OF NOT MORE THAN 400 SQUARE FEET EACH.AREAS TO BE AS SQUARE AS PRACTICALAND HAVE NO ACUTE GRADE(MINIMUM)AS MEMBERS CONNECTED. CONCRETE ANGLES.JOINT LOCATIONS TO BE APPROVED BY THE ARCHITECT. CONCRETE GALVANIZATION REINFORCING PLACEMENT X ALL CONSTRUCTION JOINTS SHALL BE THOROUGHLY CLEANED AND PROPERLY PREPARED IMMEDIATELY PRIOR TO ANCHOR BOLTS X ALL CONCRETE SHALL BE MIXED,PROPORTIONED,CONVEYED,AND PLACED IN ACCORDANCE WITH SECTION POURING OF CONCRETE.DOWEL STEEL SHALL BETHE SAME SIZE AND SPACING AS MAIN REINFORCING DETAILED UNLESS NOTED OTHERWISE,STEELCONNECTORS IN CONTACT WITH TREATED WOOD SHALL BE GALVANIZED Y CHAPTER 5 OF ACI 318 AND THE AMERICAN CONCRETE INSTITUTE'S SPECIFICATIONS FOR STRUCTURAL BEYOND JOINT. ACCORDING TO THE FOLLOWING TABLE: HOLDOWN PLACEMENT X CONCRETE FOR BUILDINGS(ACI 301). UNTREATED ACQ-C CBA-A OTHER OTHER PT CONCRETE TEST SPECIMENS X BARS PARTIALLY EMBEDDED IN HARDENED CONCRETE SHALL NOT BE FIELD BENT UNLESS SO DETAILED OR GALVANIZATION WOOD CCA-C SBX ACQ-D CA-B BORATE ACZA WOOD W ALL CONCRETE SHALL BE STONE-AGGREGATE CONCRETE HAVING AUNIT WEIGHT OF APPROXIMATELY 150 APPROVED BY THE STRUCTURAL ENGINEER. Z CONCRETE PLACEMENT X POUNDS PER CUBIC FOOT. G90 X X X SEE ARCHITECTURAL DRAWINGS FOR ALL GROOVES,NOTCHES,CHAMFERS,FEATURE STRIPS,COLOR,TEXTURE AND ADHESIVE ANCHORS X IF USED CONCRETE STRENGTHS AT 28 DAYS(f'c)AND MIX CRITERIA SHALL BE AS FOLLOWS: OTHER FINISH DETAILS AT ALL EXPOSED CONCRETE SURFACES.PROVIDE 3/4"CHAMFER AT ALL CORNERS EXCEPT AS G185 X X X X X X W EXPANSION ANCHORS X IF USED NOTED. HDG X X X X X X MAXIMUM MIN CEMENT MAXIMUM Q STRUCTURAL STEEL TYPE OF CONSTRUCTION f'c WATER/CEMENT CONTENT PER CUBIC STRUCTURAL STEEL STT300 X X X X X X X X SHRINKAGE$TRAIN FABRICATION&ERECTION X RATIO YARD STRUCTURAL STEEL DESIGN,FABRICATION AND ERECTION SHALL BE IN ACCORDANCE WITH THE AISC G90=0.90 OZ.OF ZINC PER SQUARE FOOT OF AREA = HIGH STRENGTH BOLTING X SLAB ON GRADE 3000 PSI 0.55 51/2 SACK N/A "SPECIFICATION FOR THE DESIGN,FABRICATION,AND ERECTION OF STRUCTURAL STEEL FOR BUILDINGS",LATEST G185=1.85 OZ.OF ZINC PER SQUARE FOOT OF AREA HOG=HOT DIP GALVANIZED SHOP&FIELD WELDING FOOTINGS 4000 PSI 0.50 51/2 SACK N/A EDITION. SST300=TYPE 316L STAINLESS STEEL W SINGLE PASS FILLET WELDS<5/16" X WALLS 4000 PSI 0.48 51/2 SACK N/A SHAPES SHALL CONFORM TO ASTM A992,Fy=50 KSI. RATED SHEATHING Cal 0 WOOD FRAME THE MINIMUM AMOUNT OF CEMENT LISTED ABOVE MAY BE CHANGED IF A CONCRETE PERFORMANCE MIX IS PLATES,ANGLES,AND RODS SHALL CONFORM TO ASTM A36,Fy=36 KSI. N RATED SHEATHING SHALL BE GRADE C-DINT-APA WITH EXTERIOR GLUE OR O5B SHEATHING WITH EXTERIOR 00Z SHEARWALL&DIAPHRAGM NAILING X SPACING 54-Oc SUBMITTED TO THE ENGINEER AND THE BUILDING DEPARTMENT FOR APPROVAL TWO WEEKS PRIOR TO PLACING STRUCTURAL TUBING SHALL CONFORM TO ASTM ASOO GRADE B,Fy=46 K51. GLUE IN CONFORMANCE WITH IBC STANDARD 2303.1.4. Y N ANY CONCRETE.THE PERFORMANCE MIX SHALL INCLUDE THE AMOUNTS OF CEMENT,FINE AND COARSE STRAP NAILING X AGGREGATE,WATER,AND ADMIXTURES AS WELLASTHE WATER-CEMENT RATIO,SLUMP,CONCRETE YIELD,AND TIMBERSTRAND,MICROLLAM,AND PARALLAM MEMBERS J STEEL PIPE SHALL CONFORM TO ASTM A53 GRADE B,Fy=35 KSI. NOTE: SUBSTANTIATING STRENGTH DATA IN ACCORDANCE WITH CHAPTER 5 OF ACI 318. Q � Q ALL ITEMS MARKED WITH AN"X"SHALL BE INSPECTED IN ACCORDANCE WITH IBC CHAPTER 17.SPECIAL FABRICATED IN CONFORMANCE WITH THE INTERNATIONAL CODE COUNCIL EVALUATION SERVICE(ICC-ES) CL Q INSPECTION SHALL BE PERFORMED BY A QUALIFIED TESTING AGENCY DESIGNATED BY THE OWNER.THE ALL CONCRETE EXPOSED TO WEATHER OR TO FREEZING TEMPERATURES SHALL BE AIR-ENTRAINED IN BOLTS CONNECTING STEEL MEMBERS SHALL CONFORM TO ASTM A325-N.BOLTS SHALL BE 3/4"0 MINIMUM, REPORT NO.ESR-13870R CCMC REPORT NO.12627-R,08675-R,AND 11161-R.EACH MEMBER SHALL BE W ACCORDANCE WITH ACI 318 TABLE 4.2.1 FOR MODERATE EXPOSURE CONDITION. UNO ANCHOR BOLTS SHALL CONFORM TO ASTM A307. IDENTIFIED BY A STAMP INDICATING THE PRODUCT TYPE AND GRADE,ICC-ES OR CCMC REPORT NUMBER, L IJ RESULARCHITS.ANYI STRUCTURALAILINGENGINEER, MEETND HE PROJECTS SPECIFICATIONS TIONSSBE ALLBEISHED I MEDIATEH COPIES OF ALL AND J D TO ATTENTION FAILING TO MEET THE PROJECTSPECIFICATIONS SHALL BE IMMEDIATELY BROUGHT REINFORCING STEEL CONTRACTOR SHALL PROVIDE CONNECTION ADJUSTMENT TOLERANCES TO SATISFY THE REQUIREMENTS OF AISC MANUFACTURER'SCERTIFIED. MEMBERS S ALLMEET THE FOLLOWING MSTANI STANDARDS: AGENCY'S LOGO.FABRICATOR SHALL Q Z TO THE ATTENTION OF THE DESIGN TEAM. MAN UAL OF STEEL CONSTRUCTION. BE CERTIFIED.MEMBERS SHALL MEET THE FOLLOWING MINIMUM STANDARDS: Z N 0 REI NFORCING STEEL SHALL BE DEFORMED BILLET STEEL CONFORMING TO ASTM A615,AND SHALL BE GRADE 60 SIZE CLASSIFICATION SPECIES GRADE Fb(PSI) FV(PSI Fc(PSI) Z U (Fy=60,000 PSI),UNLESS NOTED OTHERWISE.GRADE 60 REINFORCING BARS INDICATED ON DRAWINGS TO BE UNLESS SPECIFIED AS STAINLESS STEEL,ALL STEEL MEMBERS,SHAPES,BOLTS,AND ACCESSORIES EXPOSED TO BEAMS&POSTS(d<91/2") LSL 1.3E 1,700 425 1,835 z WELDED SHALL CONFORM TO ASTM A706.REINFORCING COMPLYING WITH ASTM A615 MAY BE WELDED IF WEATHER SHALL BE HOT DIP GALVANIZED. Z MATERIAL PROPERTY RELA PORTS INDICATING CONFORMANCE WITH WELDING PROCEDURES SPECIFIED IN AWS NON-SHRINK GROUT RIMS&BEAMS(d>_91/2") LSL 1.55E 2,325 310 - Z N J D1.4 ARE SUBMITTED. m BEAMS&POSTS LVL 2.OE 2,600 285 2,510 L,J r� cl:� WELDED WIRE FABRIC SHALL CONFORM TO ASTM A185.PROVIDE WELDED WIRE FABRIC IN SHEETS NOT ROLLS. NON-SHRINK GROUT SHALL BE CEMENT-BASED WITH A MINIMUM COMPRESSIVE STRENGTH OF 5000 PSI WHEN L U Q N LAP WELDED WIRE FABRIC 12"AT SIDES AND ENDS. TESTED IN ACCORDANCE WITH ASTM C-109.GROUT SHALL BE MIXED AND PLACED IN STRICT ACCORDANCE WITH POSTS(d<91/2") PSL 1.8E 2,400 190 2,500 THE MANUFACTURER'S RECOMMENDATIONS. BEAMS(d>_91/2") PSL 2.2E 2,900 290 - REINFORCING STEEL SHALL BE DETAILED INCLUDING HOOKS AND BENDS IN ACCORDANCE WITH SP-66 AND ACI I I I 318R,LATEST EDITIONS.UNLESS OTHERWISE NOTED,REINFORCING SPLICE LENGTHS AND DEVELOPMENT TIMBERSTRAND,MICROLLAM,AND UNTREATED PARALLAM MEMBERS ARE INTENDED FOR DRY-USE LENGTHS SHALL BE PER SCHEDULE. APPLICATIONS.UNLESS NOTED OTHERWISE,ENGINEERED WOOD BEAMS EXPOSED TO WEATHER SHALL BE TREATED PER MANUFACTURES RECOMMENDATIONS. REINFORCING SHALL BE PLACED AND ADEQUATELY SUPPORTED PRIOR TO PLACING CONCRETE.WET-SETTING EMBEDDED ITEMS IS NOT ALLOWED WITHOUT PRIOR ENGINEER APPROVAL.BARS PARTIALLY EMBEDDED IN HARDENED CONCRETE SHALL NOT BE FIELD BENT UNLESS SO DETAILED OR APPROVED BY THE STRUCTURAL ^♦.♦-I ENGINEER.REFER TO CHAPTER 7 OF ACI 318 FOR OTHER REINFORCING STEEL REQUIREMENTS. `V I I STRUCTURAL NOTES C (THESE NOTES ARE TYPICAL UNLESS NOTED OR DETAILED OTHERWISE ON DRAWINGS) ENGINEERING GLUE-LAMINATED TIMBER GENERAL 250 4TH AVE. S., SUITE 200 GLUE-LAMINATED TIMBER SHALL BE DOUGLAS FIR,FABRICATED IN CONFORMANCE WITH ANSI/AITC STANDARD STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH ARCHITECTURAL,CIVIL,ELECTRICAL,AND LEGEND EDMONDS, WASHINGTON 98020 A 90.1,LATEST EDITION.EACH MEMBER SHALL BEAR AN AITC IDENTIFICATION MARK AND SHALL BE MECHANICAL DRAWINGS FOR BIDDING AND CONSTRUCTION.CONTRACTOR SHALL VERI FY ALL DIMENSIONS AND PHONE (425) 778-8500 DEFINITION SYMBOL DEFINITION SYMBOL FAX (425) 778-5536 ACCOMPANIED BY AN AITC CERTIFICATE OF CONFORMANCE.FABRICATOR SHALL BE CERTIFIED.MEMBERS SHALL CONDITIONS FOR COMPATIBILITY BEFORE PROCEEDING.ANY DISCREPANCIES SHALL BE BROUGHT TO THE BE OF THE FOLLOWING MINIMUM STANDARDS: ATTENTION OF THE ARCHITECT BEFORE PROCEEDING. DIRECTION OF SPAN COMBINATION Fb NATIVE SOIL FRAMING = — CONTRACTOR TOSEEARCHITECTURAL,CIVIL,ELECTRICAL AND MECHANICAL DRAWINGS FOR SIZE AND LOCATION EXTENT OF SIMPLE SPAN BEAMS 24F-V4 2400 PSI OF PIPE,VENT,DUCT AND OTHER OPENINGS AND DETAILS NOT SHOWN ON THESE DRAWINGS. FRAMING GRANULAR FILL CANTILEVER OR MULTI-SPAN BEAMS 24F-V8 2400 PSI CONTRACTOR SHALL BE RESPONSIBLE FOR ERECTION STABILITY AND TEMPORARY SHORING AS NECESSARY UNTIL COLUMNS STRUCTURAL STEEL GIVY Cp WOOD I-JOISTS PERMANENT SUPPORT AND STIFFENING ARE INSTALLED. of WAS "9S CONTRACTOR-INITIATED CHANGES SHALL BE SUBMITTED IN WRITING TO THE ARCHITECT AND STRUCTURAL COLUMN BEARING RATED SHEATHING WOOD I-JOISTS,MANUFACTURED BY THE TRUS JOIST CORPORATION SHALL BE SIZED AND DETAILED TO FIT THE ENGINEER FORAPPROVAL PRIOR TO FABRICATION OR CONSTRUCTION.CHANGES SHOWN ON SHOP DRAWINGS ON BEAM ?° DIMENSIONS AND LOADS INDICATED ON THE PLANS.ALL DESIGN SHALL BE IN ACCORDANCE WITH THE ONLY WILL NOT SATISFY THIS REQUIREMENT. ALLOWABLE VALUES AND SECTION PROPERTIES ASSIGNED BY THE BUILDING CODE. BEAM CONTINUOUS SHEAR WALL SWX znss DRAWINGS INDICATE GENERAL AND TYPICAL DETAILS OF CONSTRUCTION.WHERE CONDITIONS ARE NOT OVER SUPPORT (SEE SCHEDULE) L$F' ti PROVIDE TEMPORARY BRACING UNTIL SHEATHING AND PERMANENT BRACING IS INSTALLED.MANUFACTURER SPECIFICALLY INDICATED BUT ARE OF A SIMILAR CHARACTER TO DETAILS SHOWN,SIMILAR DETAILS OF „L `SjONAL SHALL PROVIDE ALL SPECIALTY ITEMS REQUIRED FOR ACOMPLETE INSTALLATION OF JOISTS.INSTALL PER CONSTRUCTION SHALL BE USED,SUBJECTTO REVIEW AND APPROVAL BY THE ARCHITECT AND THE STRUCTURAL CONCRETE WALL COLUMN MARK /�S�' MANUFACTURER'S RECOMMENDATIONS. ENGINEER. (SEE SCHEDULE) 08109119 BEARING STUD FOOTING(SEE SC O ALL TRUSS JOISTS ARE TO BE CONNECTED TO FLUSH BEAMS WITH SIMPSON TYPE ITS,IUS OR LBV HANGERS, WALL (SEE SCHEDULE) PROVIDE WEB STIFFENERS AS REQUIRED. NON-BEARING HOLDOWN MARK PRE-MANUFACTURED WOOD TRUSSES STUD WALL (SEE SCHEDULE) WOOD TRUSSES SHALL BE SIZED AND DETAILED TO FIT DIMENSIONS AND LOADS INDICATED ON THE PLANS.ALL BEARING STUD ( TTTT{ HANGER MARK O DESIGN SHALL BE IN ACCORDANCE WITH THE ALLOWABLE VALUES AND SECTION PROPERTIES ASSIGNED BYTHE SHEAR WALL (SEE SCHEDULE) BUILDING CODE.SUBMIT SHOP DRAWINGS FOR ENGINEER REVIEW PRIOR TO FABRICATION.CALCULATIONS AND NON-BEARING �j- �-( FLAG NOTE SHOP DRAWINGS SHALL BE SIGNED BY A PROFESSIONAL ENGINEER REGISTERED IN THE SAME STATE AS THE STUD SHEAR WALL )--�-�� (SEE PLAN NOTES) PROJECT.TRUSS DESIGN AND SHOP DRAWINGS SHALL BE IN CONFORMANCE WITH IBC 2303.4 CMU WALL STEEL MOMENT PROVIDE TEMPORARY BRACING UNTIL SHEATHING AND PERMANENT BRACING IS INSTALLED.MANUFACTURER FRAME CONN. Q SHALL PROVIDE ALL SPECIALTY ITEMS REQUIRED FOR A COMPLETE INSTALLATION OF JOISTS.INSTALL PER MANUFACTURER'S RECOMMENDATIONS. FOR TOP CHORD DESIGN LIVE LOADS,REFER TO THE DESIGN LOAD SECTION.IN ADDITION TO ROOF LOADING ABBREVIATIONS zO j LISTED IN THE DESIGN LOAD SECTION,ROOF TRUSSES SHALL BE DESIGNED FORA BOTTOM CHORD LIVE LOAD OF (A) ABOVE GLB GLUE-LAMINATED BEAM is N 10 PSF.TOP AND BOTTOM CHORD LIVE LOAD DO NOT NEED TO BE DESIGNED FOR SIMULTANEOUSLY. AB ANCHOR BOLT HORIZ HORIZONTAL U IN ADDITION TO THEIR SELF WEIGHT,ROOF TRUSSES SHALL BE DESIGNED FOR A TOP CHORD DEAD LOAD OF 13 ALT ALTERNATE KP KING POST w w PSF AND A BOTTOM CHORD DEAD LOAD OF 30 PSF ACTING SIMULTANEOUSLY.SEE ARCHITECTURAL AND MECHANICAL DRAWINGS FOR LOADS AND OPENINGS NOT SHOWN ON THE STRUCTURAL DRAWINGS. ARCH ARCHITECT KSI KIPS PER SQUARE INCH a DEFLECTIONS SHALL NOT EXCEED L/360 FOR LIVE LOADS,OR L/240 FOR TOTAL LOADS. (B) BELOW L ANGLE Ol TYPICAL FRAMING NOTES BD BAR DIAMETER MECH MECHANICAL w H C7 1.BEARING WALL FRAMING BLKG BLOCKING MF MOMENT FRAME Q O o� BM BEAM MTL METAL 00 REFER TO STUD SCHEDULE ON FRAMING PLANS FOR BEARING WALL FRAMING. BOT BOTTOM NS NEAR SIDE y ALLCOLUMNS NOT CALLED OUTOTHERWISE SHALL BETWO STUDS. BRNG BEARING OC ON CENTER Q 2.WALL BASE PLATE ON CONCRETE BTWN BETWEEN OPP OPPOSITE CIP COMPLETE JOINT PENETRATION PL PLATE DESIGN: RMK WALL PLATES BEARING ON CONCRETE SHALL BE PRESSURE-TREATED.FOR ALL EXTERIOR WALLS AND INTERIOR SHEAR WALLS,BOLT PLATES OR SILLS TO CONCRETE WITH 3/41NCH DIAMETER ANCHOR BOLTS WITH 71NCH CUR CLEAR PLCS PLACES DRAWN: JEG MINIMUM EMBEDMENT.REFER TO SHEAR WALL SCHEDULE,AND PLACE AT 5'-0"OC MAXIMUM UNO.SILL CMU CONCRETE MASONRY UNIT PSI POUNDS PER SQUARE INCH PLATES FOR INTERIOR NON-SHEAR WALLS SHALL BE BOLTED USING 1/21NCH ANCHOR BOLTS @ 6'-0"OC WITH 7 CHECK: JGG INCH EMBEDMENT.AT ALL SILL PLATE ANCHOR BOLTS,CONTRACTOR SHALL INSTALL 1/4"x 3"x 3"FLAT PLATE COL COLUMN PSF POUNDS PER SQUARE FOOT WASHERS.INTERIOR NON-SHEAR WALL SILL PLATES MAY BE ANCHORED PER THE BEARING WALL GUILDELINES CONC CONCRETE P/T POSTTENSIONED JOB NO: 18386.10 OR MAY USE 1/4"x 3"SIMPSON CSD SPLIT DRIVE ANCHORS @ 4'-0"OC WITH J."ROUND FENDER WASHERS.USE DATE: 08/09/1 9 MINIMUM OF TWO ANCHOR BOLTS PER SILL AND PLACE ONE WITHIN 12 INCHES OF EITHER END TYPICAL UNLESS CONN CONNECTION PT PRESSURETREATED NOTED OTHERWISE. CONT CONTINUOUS REINF REINFORCING 3.ROOF AND FLOOR FRAMING COORD COORDINATE RE(XD REQUIRED PROVIDE 11/2"FULL DEPTH BLOCKING FOR JOISTS AND RAFTERS AT ALL SUPPORTS AND AT 8'-0"OC MAXIMUM DEL DOUBLE SCHED SCHEDULE U NO.INTERMEDIATE 8'-0"OC BLOCKING NOT REQ'D IF GWB CEILING 15 INSTALLED DIRECTLY TO UNDERSIDE OF DET DETAIL SIM SIMILAR FRAMING.INSTALL DOUBLE JOISTS UNDER PARTITIONS EXTENDING ONE HALF OR MORE OF THE JOIST SPAN. DIA DIAMETER SOG SLAB ON GRADE PROVIDE TRUSS BLOCKING PANELS FOR ROOF TRUSSES AT SUPPORTS AND SHEAR WALLS,AND WHERE INDICATED ON PLANS AND DETAILS. DIM DIMENSION STD STANDARD 4.DIAPHRAGM NAILING DIR DIRECTION STIFF STIFFENER W ALL SHEAR WALLS,FLOOR AND ROOF DIAPHRAGM NAILINGS SHALL BE AS CALLED OUT ON SCHEDULES OR ON EA EACH STL STEEL Z THE PLANS.EXTERIOR WALLS NOT INDICATED AS SHEAR WALLS SHALL BE SHEATHED AND NAILED TO ELEV ELEVATION SYMM SYMMETRICAL W SUPPORTING FRAMING WITH 10d NAILS AT 6"OC AT ALL PANEL EDGES AND 12"OC AT ALL INTERMEDIATE ES EACH SIDE SW SHEARWALL SUPPORTS. EX EXISTING TOC TOP OF CONCRETE Q THE USE OF NAIL GUNS WILL BE APPROVED IF NAILING INTO THE DIAPHRAGMS CAN BE INSTALLED FLUSH WITH EXP EXPANSION TOS TOP OF STEEL FACE OF SHEATHING.NAIL PENETRATIONS GREATER THAN 1/16"ARE NOT ACCEPTABLE. FUR FLOOR TOW TOP OF WALL V) 5.ALLOWABLE STUD AND PLATE PENETRATIONS FDN FOUNDATION TYP TYPICAL w CUTTING AND/OR NOTCHING OF WOOD STUDS OR PLATES SHALL NOT EXCEED 25%OF THE STUD/PLATE WIDTH FTG FOOTING UNO UNLESS NOTED OTHERWISE P� IN EXTERIOR AND BEARING WALLS AND SHALL NOT EXCEED 40%OF THE STUD/PLATE WIDTH IN ANY �[ NON-BEARING PARTITIONS.BORED HOLE DIAMETER IS LIMITED TO 40%OF STUD/PLATE WIDTH IN ANY STUD FS FAR SIDE VERT VERTICAL ad N O AND MAY BE 60%IN NONBEARING PARTITIONS OR IF STUD IS DOUBLED.MAINTAIN 5/8"MINIMUM EDGE GC GENERAL CONTRACTOR WF WIDE FLANGE 00 Z DISTANCE FROM HOLE EDGE. Y W � N Q Q J bi w �' < a � z D z N o U w o F__ z Z Z N J W I� U Q N S1.2-1 FOUNDATION PLAN NOTES: 1.SPREAD FOOTINGS SHALL BEAR A MIN OF V-6"BELOW ADIACENTGRADE ATTHE PERIMETER. 2.WHERE SLAB ON GRADE IS INDICATED,SLAB SHALL BE 4"THICK W/H4 @ 18"OC EACH WAY,CENTERED.SLAB ENGINEE RING SHALL BE POURED OVER A 10 MIL VAPOR BARRIER OVER 6"OF 5/8"CRUSHED ROCK. 250 4TH AVE. S., SUITE 200 3.REFER TO SHEET 54.1 FOR TYPICAL FOUNDATION DETAILS. EDMOND GTON 0 020 PHONE E(425)425)778-8500 4. ® INDICATES FOOTING TYPE,REFER TO FOOTING SCHEDULE ON SHEET 53.1 FOR SIZE&REINFORCEMENT. FAX (425) 778-5536 5.REFER TO"CONCRETE GENERAL NOTES"ON SHEET 51.1 FOR CONTROL JOINT PLACEMENT AND DETAIL 2/S4.1 FOR CONTROL JOINT CONSTRUCTION. 6.REFER TO FLOOR FRAMING PLANS AND SHEAR WALL&HOLD-DOWN SCHEDULES FOR LOCATION OF SHEAR WALL ANCHOR BOLTS AND HOLD-DOWN ANCHORS.ANCHORAGE AT NON-SHEAR WALLS SHALL BE PER STRUCTURAL G VY C+ NOTES. pF'—'8 7.PLACE ALL REINFORCEMENT PER THE STRUCTURAL NOTES AND FOUNDATION DETAILS. 8.CONTRACTOR SHALL VERIFY ALL DIMENSIONS,WALL LOCATIONS,SLAB SLOPES,AND CONCRETE ROUGH oe OPENINGS WITH ARCHITECTURAL,CIVIL,AND MEP DRAWINGS AND NOTIFY ALL PARTIES OF ANY DISCREPANCIES. LzS ,Ss� 9.CONTRACTOR SHALL PROVIDE FOOTING AND SLAB SUBSTRATE PREPARATION,WATERPROOFING,AND BACKFILL `rIONAL v` PER THE GEOTECHNICAL REPORT. 08109119 10.ALL BUILDING SYSTEMS THAT PENETRATE THE CONCRETE WORK INCLUDING BUT NOT LIMITED TO ARCH,MECH, ELECT,PLUMBING,&FIRE PROTECTION DUCTS,CONDUITS,EMBEDS,&SLEEVES SHALL BE INSTALLED PRIOR TO CONCRETE PLACEMENT. a z O a H^ r 3 T T Tr T 8 9 10 11 ww oa rn I I I I I I I I I a o o 00 u o 11 F3 F3 F3 F3 F3EIK — 6 � 9 9 6 � FIC 4.1 54.1 4 — DESIGN: RMK — �� DRAWN: JEG CHECK: JGG 7.N -- —H rJOB NO: 18386.10 SLAB ON GRADE I I PER STRUCTURALDATE: 08/09/19 NOTE754 Ij Ll ADE IURAL F3 r F3 I ti r F3 I I F3 NOTES � � I O� � H I I I I F3 I I I I rI i I I I I k+ Et =117-1 1�I1 W I I I I I I I I I I I Z I I I Fl[ I I OI I I I I I I I � I I FIC I I I I I I I I I I I I I I I I I W Q II j 7 II FIC FIC 6 II 7 I I Sa.l I J i i F3 I .1 I I I I I F3 I I H —1 M Z I 6 FIC -----i L� ----- I I04 N N ________ I I I I L------___J I — Q Q Z 54.1 qF3 IIr`Ir�ITI 'll�� FIC 54.1 ,-A 1 — — — — — W 0- L.7 o CL � �„ sa. .. Z N 0 Q T W O Z Z 111 (" - 1 Z Z 0 m �I Q 0 1 2 3�4 5 6 7 8 9 10 11 --�{ I H- I S2.1-1 FOUNDATION PLAN © KEY PLAN NTS 5'-0" 0 5'-0" 10'-0' TYPICAL FLOOR FRAMING PLAN NOTES: 1. REFER TO SHEET S3.I FOR BEAM,COLUMN,JOIST,SHEAR WALL AND HOLDOWN SCHEDULES. 2.FLOOR SHEATHING SHALL BE3/4"PLY OR 23/32"OSB WITH 10d COMMON NAILS SPACED AT 6"OC AT ALL ENGINEERING DIAPHRAGM BOUNDARIES,PANEL EDGES AND SHEAR WALLS AND 12"OC AT INTERMEDIATE FRAMING.FOR 250 4TH AVE. S., SUITE 200 PLYWOOD LAYOUT AND NAILING REFER TO DETAIL 2/55.1. EDMONDS, WASHINGTON 98020 PHONE (425) 778-8500 3.HEADERS AT EXTERIOR BEARING AND NON-BEARING WALLS SHALL BE 4x8 DF#2 UNO WHERE MAXIMUM SPAN= FAX (425) 778-5536 6'-6". 4.DOOR HEADERS AT INTERIOR BEARING WALLS SHALL BE 4x6 DF#2 LINO MAXIMUM SPAN=4'-0". 5.COLUMNS AND BEARING WALLS SHOWN ON PLANS SHALL BE CONTINUED DOWN TO THE FOUNDATION UNLESS CARRIED BY A BEAM BELOW. GVY C7j 6.ALL DIAPHRAGMS UNBLOCKED UNO.SEE NOTE 9. G, of wasgr qS 7.REFER TO SHEET 55.1 THRU 55.3 FORTYPICALFLOOR FRAMINGDETAILS. f_ + F o 8. INDICATES COLUMN BELOW AND BEAM SHALL BE CONTINUED OVER COLUMN,-1. lol G q LpsF 9.ALL FLOOR DIAPHRAGMS SHALL BE UNBLOCKED EXCEPT WHERE(OR IF)NOTED ON THE SPECIFIC FLOOR PLANS. WHERE BLOCKING IS SPECIFICED,PLYWOOD PANEL EDGES SHALL BE BLOCKED WITH 2x4 DF FLAT.PANEL EDGE SjONAL NAILING AT BLOCKED DIAPHRAGM AREAS SHALL BE 10d @ 4"OC ALL PANEL EDGES. O8/09119 10.FINISHED FLOOR ELEVATIONS PER ARCHITECT.CONTRACTOR TO VERIFY ALL ELEVATIONS PRIOR TO CONSTRUCTION. 11.ALL COLUMNS NOT OTHERWISE CALLED OUT SHALL BE Cl.SEE COLUMN SCHEDULE.PROVIDE SOLID BLOCKING IN JOIST SPACE BELOW ALL COLUMNS. TYPICAL HEADER SUPPORTS(LINO) FRAMING EXTERIOR INTERIOR INTERIOR LEVEL (RO>T-4") (RO5TA") ROOF +(1)FULL HT (1)FULL HT (1)FULL HT Q (1)CRIPPLE (1)CRIPPLE +(1)CRIPPLE (1)FULL HT (1)FULL HT (1)FULL HT z 3RD co + CJ co(1)CRIPPLE +(1)CRIPPLE +(1)CRIPPLE d (1)FULL HT (1)FULL HT (1)FULL HT 1 2 3 4 5 6 7 8 9 10 11 2ND +(2)CRIPPLE +(2)CRIPPLE +(1)CRIPPLE u NOTES: wp d 1.THE COLUMNS LISTED IN THE TABLE ABOVE SHALL BE PLACED IMMEDIATELY BELOW THE"FRAMING LEVEL"INDICATED. 2.HEADER SUPPORTS SHALL HAVE THE SAME GRADE OF LUMBER AS THE WALL IN WHICH THEY ARE LOCATED. w 3.REFER TO TYPICAL ROOF PLAN NOTES FOR TYPICAL BEARING WALL HEADERS Q m0 NOT SPECIFICALLY CALLED OUT ON THE PLANS. pip 0 3 3 Y �\ s.a cb 4"A 6 cG ss.3 TYPICAL FRAMING SCHEDULE a - - - BEARING WALLS 2 FRAMING 2S5. 2 INTERIOR DESIGN: RMK 5. 55. LEVEL EXTERIOR INTERIOR 2x6 PARTY WALLS 2SW2SW2 2x4SW4 SW2 W2 2SW 8 - - - DRAWN: JEG B8 2x6 DF STUD 2x6 DF STUD 2x4 DF STUD 2x4 DF STUDSW W2 SW W2 ROOF @ 16"OC @ 16"OC @ 16"OC EA FACE @ 16OC CHECK: JGG JOB NO: 18386.10 2x6 DFSTUD 2x6 DF STUD 2x4 DF STUD 2x4 DF STUD FJl FJl FJl 3RD @ 16"OC @ 16"OC @ 16"OC EA FACE @ 16"OC DATE: 08/09/1 9 3 GN N 2x6 DF STUD 2x6 DF STUD 2x4 DF#1 2x4 DF STUD G3 3 I I G3 G� 2ND @ 16"OC @ 16"OC @ 16"OC EA FACE @ 16"OC C3 b 6 NOTES: (,b 55.2 `� 1.THE WALLS LISTED IN THE TABLE ABOVE SHALL BE PLACED IMMEDIATELY e f FJl SS' FA BELOW THE"FRAMING LEVEL"INDICATED. Z L rQ Lb ("Q b 2.NON BEARING WALLS SHALL BE 2x4 OR 2x6 DF STUD GRADE AT 16"OC UNO. 55.21 C3 m 6+6 m a 1 J c� ail c3 3 s.2 Ld Z a 7 f 10 6 10 �r1 16. S5. 5 S5. C'S L LJ \„J 01 C3 Oti G1 Z v10 F11 SW6 DJ1 5 SW6DJ1 SW6 L'S F11 v Q 5 6. 2x6 HF#2 ml 0 Im L @24 OC BM8 FJl FJS BM8 5• 3 ^ Q - c� M � 3 � D3 FJ1 -__ 3 ----- FJ1 N B - - - - --- - --_ - - - - - - �F11 -i i -i FJl I ----BM8 L SW2 SW2 6 SW2 BM -- Y N 0) O 5. D11 2 DA :----- O me !o - - w swz swz sw ---- m a - s. cb m ---- w swz 2 _ _ _ - - - - 1 W A -- BM4 L - SW2 SW_2 J 2 5.2 .� Q Z Q Z (n O Z n W Z ^ { Z r �' V J W H L � L� U 1 2 �4 5 6 7 8 9 SHEET: S2.2-1 SECOND FLOOR FRAMING PLAN © KEY PLAN 1 SCALE: 1/8"=1'4" in M 19 NMINTS 5'.0" 0 5'4" 10'-0" TYPICAL FLOOR FRAMING PLAN NOTES: 1.REFER TO SHEET 52.2 FOR TYPICAL FLOOR FRAMING PLAN NOTES. ENGINEERING THIS FLOOR FRAMING PLAN NOTES: 250 4TH AVE. S., SUITE 200 EDMONDS, WASHINGTON 98020 1. WALLS SHOWN ON THIS PLAN ARE WALLS BELOW THE FLOOR INDICATED. PHONE (425) 778-8500 FAX (425) 778-5536 2.HOLDOWNS SHOWN ON THIS PLAN SHALL BE PLACED AT THE BASE OF THE WALLS SHOWN. TYPICAL HEADER SUPPORTS(LINO) FRAMING INTERIOR INTERIOR C, VY LEVEL EXTERIOR (RO>T-4") (RO 53'-4") O tly WAsgr'9S� (1)FULL HT (1)FULL HT (1)FULL HT ROOF +(1)CRIPPLE +(1)CRIPPLE +(1)CRIPPLE 3RD (1)FULL HT (1)FULL HT (1)FULL HT (1)CRIPPLE +(1)CRIPPLE +(1)CRIPPLE .iG„ 2N25 2ND 1 (1)FULL HT (1)FULL HT (1)FULL HT `rjONAL +(2)CRIPPLE +(2)CRIPPLE +(1)CRIPPLE 08/09119 NOTES: 1.THE COLUMNS LISTED IN THE TABLE ABOVE SHALL BE PLACED IMMEDIATELY BELOW THE"FRAMING LEVEL"INDICATED. 2.HEADER SUPPORTS SHALL HAVE THE SAME GRADE OF LUMBER AS THE WALL IN WHICH THEY ARE LOCATED. 3.REFER TO TYPICAL ROOF PLAN NOTES FOR TYPICAL BEARING WALL HEADERS NOT SPECIFICALLY CALLED OUT ON THE PLANS. TYPICAL FRAMING SCHEDULE FRAMING BEARING WALLS J LEVEL EXTERIOR INTERIOR 2x6 INTz 4IOR PARTY WALLS 2x6 DF STUD 2x6 DF STUD 2x4 DF STUD 2x4 DF STUD z0 co ROOF @ 16"0C @ 16"OC @ 16"OC EA FACE @ 16"OC Er 1 2 3 4 5 6 7 8 9 L2.. 2x6 DF STUD 2x6 DF STUD 2x4 DF STUD 2x4 DF STUD C) 2 @ 16"OC @ 16"OC @ 16"OC EA FACE @ 16"OC w w CJ d 2x6 DF STUD 2x6 DF STUD 2x4 DFlJl 2x4 DF STUD @ 16"OC @ 16"OC @ 16"OC I EA FACE @ 16"OC ti NOTES: 1.THE WALLS LISTED IN THE TABLE ABOVE SHALL BE PLACED IMMEDIATELY p W BELOW THE"FRAMING LEVEL"INDICATED. 00 2.NON BEARING WALLS SHALL BE 2x4 OR 2x6 DF STUD GRADE AT 16"OC UNO. 55.3 �6 f �G 55.3 ° aLL FLAG NOTES: g 2 2 0 5. o 2 � � 4x6 DFtl2(UNO)EA END OF EACH BALCONV,TVP.CONNECT COL TO TOP&BOT PLATES W/A35 CLIPS EA DESIGN: RMK — — — 5. SW2 SW2 SW2 SS o — SIDE.COORDINATE LOCATION&ALL OTHER REQUIREMENTS W/BOLT-ON DECK MFR. I��JF W2 SW2 W2 SW2 — — Z� PROVIDES 1/2"RIM ATALL BOLT-ON DECKS.REFER TO BOLT-ON MFR DRAWINGS FOR ADDITIONAL DRAWN: JEG SW W2 6 — — — 6 SW W2 — — BLOCKING AND STRAPPING REQUIREMENTS. CHECK: JGG F 17, JOB NO: 18386.10 FJl FJl FJl I'll I I IDATE: 08/09/19 BOLT-PER DECK PER MFR 6 S. LL 6 BOLT-ON DECK PER MFR m FJl CZ C2 FJl m CQ La Z ti 3 I I I 3 Z Q 6 a J 1 10 SS. LaJ s. ci cti ss.z 1 S5. > /r1 FJ1 SW6 10 SW6 F11 a v ml SS 0 Im = Z 3 B 8 FJ1 F11 BM8 S5. 3 Fj FJl FJl adN -- -- 00 W3 Q I ___ — — — — — Y LLI �j I a 2 I QII N W 3 —WBM4_L�Ilm — 5. mli� SW— SW — — T— O — — — — W 3 EL A 2 2 J W O W3 SW3 \ J 3 / Q Z LL_ S5. S5. Z V) � Q LL u F Z J ^ - Z [Y L, Z rV Ld 1 2 44 5 6 7 8 9 10 11 1 — �'" ,- SHEET: S2.3-1 THIRD FLOOR FRAMING PLAN © KEY PLAN in M 19 OEMNTS 5'.0" 0 S'-o" SO'-0" Ohl TYPICAL ROOF FRAMING PLAN NOTES: 1. WALLS SHOWN ON ROOF FRAMING PLAN ARE WALLS BELOW ROOF FRAMING. 2.BEAMS SHOWN ON ROOF FRAMI NG PLAN SHALL BE ABOVE DOUBLE TOP PLATE UNLESS USED AS A DOOR OR ENGINEERING WINDOW HEADER. 250 4TH AVE. S., SUITE 200 3.ROOF SHEATHING SHALL BE 1/2"PLY OR 7/16 OSB WITH 8d COMMON NAILS SPACED AT 6"OC AT ALL EDMOND 5HINGTON 020 DIAPHRAGM BOUNDARIES,PANEL EDGES,SHEAR WALLS,COLLECTOR TRUSSES,AND BLOCKING OR TRUSS PHONEE (425) 778-8500 BLOCKING PANELS INDICATED ON PLANS.NAILING AT INTERMEDIATE FRAMING SHALL BE 8d COMMON NAILS @ FAX (425) 778-5536 12"OC.REFER TO DETAIL 2/S5.1 FOR SHEATHING LAYOUT AND NAILING. 4.HEADERS AT EXTERIOR BEARING AND NON-BEARING WALLS SHALL BE 4x8 DF#2 UNO WHERE MAXIMUM SPAN= 6'-6". 5.DOOR HEADERS AT INTERIOR BEARING WALLS SHALL BE 46 DF#2 LINO MAXIMUM SPAN=4"0". C,tlEVY Cp. wAsq�``99S'cA 6.REFER TO DETAIL 3/S5.1 FOR CONSTRUCTION OF MULTIPLE STUD COLUMNS. 7. ACi p t: ll' INDICATES COLUMN BELOW AND BEAM SHALL BE CONTINUED OVER COLUMN,TIP. le S.ALL DIAPHRAGMS UNBLOCKED UNO. 2 25 9. HATCHED AREAS INDICATE ROOF OVER-FRAMING APPLIED ABOVE PLYWOOD SHEATHING.REFER TO `rjONAL D* ARCH DRAWINGS FOR FULL EXTENT OF CRICKETS. 08109119 10.COLUMNS AND BEARING WALLS SHOWN ON PLAN SHALL BE CONTINUED DOWN TO THE FOUNDATION UNLESS CARRIED BY A BEAM BELOW. 11.ROOF TRUSSES SHALL BE PRE-ENGINEERED BY OTHERS AND SPACED AT 24"OC,TYP. 12.ATTACH ALL ROOF TRUSSES TO SUPPORTS WITH SIMPSON H2.5A HURRICANE TIES.TRUSSES SHALL HAVE A MIN OF(2)HURRICANE TIES,ONE AT EACH END 13.ALIGN(2)STUDS MIN BELOW ENDS OF GIRDER TRUSSES LINO ON PLANS. 14.TRUSSES MARKED"DRAG TRUSS"SHALL BE DESIGNED FOR A SERVICE LEVEL SEISMIC LOAD OF 310 PLF. 15.ROOF TRUSSES SHALL BE DESIGNED FOR CONCENTRATED LOADS WHERE MEP SYSTEMS SUCH AS AIR HANDLER rJr OR CONDENSER UNITS ARE SHOWN ON MEP PLANS.VERIFY SIZE,WEIGHT,AND LOCATION OF UNITS W/MEP F DRAWINGS. Z ca 16.ALL COLUMNS NOT OTHERWISE CALLED OUT SHALL BE Cl.SEE COLUMN SCHEDULE. j a �^ 1 2 3 4 5 6 7 8 9 1O 11 TYPICAL HEADER SUPPORTS(UNO) M w o d FRAMING EXTERIOR INTERIOR INTERIOR LEVEL (RO>3'-C) (RO 53'4") a, ROOF H a,(1)FULL HT (1)FULL HT (1)FULL HT (1)CRIPPLE +(1)CRIPPLE (1)CRIPPLE o O 3RD (1)FULL HT (1)FULL HT (1)FULL HT W +(1)CRIPPLE +(1)CRIPPLE (1)CRIPPLE Y-TML L0 0 L0 (1)FULL HT (1)FULL HT (1)FULL HT - L6 L6 2 L6 `6 2ND +(2)CRIPPLE +(2)CRIPPLE +(1)CRIPPLE 7F S6. 8 NOTES: - RJl RJl 1.THE COLUMNS LISTED IN THE TABLE ABOVE SHALL BE PLACED IMMEDIATELY DESIGN: RMK E 9 56. 5VY S 6 SW6 _ _2 6' _ BELOW THE"FRAMING LEVEL"INDICATED. 6. RJl SW6 SW6 1 SW SW6 2.HEADER SUPPORTS SHALL HAVE THE SAME GRADE OF LUMBER AST WALL IN DRAWN: JEG SW6 BM2 W6 SW BM2 W6 WHICH THEY ARE LOCATED. CHECK: JGG D - - - - - - - - - 3.REFER TO TYPICAL ROOF PLAN NOTES FOR TYPICAL BEARING WALL HEADERS 1 q I 3 NOT SPECIFICALLY CALLED OUT ON THE PLANS. JOB NO: 18386.10 5 6 SIM 4 2 6. 6' RJl TRUSSES 56.2 S6. TRUSSES TRUSSES RJ1 6 DATE: 08/09/19 BOLT-ON R MFR 3 sIM a TRUSSES 8 4 N TYPICAL FRAMING SCHEDULE 6.2 3 6. 56. BOLT-ON DECK FRAMING BEARING WALLS RJl R11 PER MFR LEVEL INTERIOR 5 6 5 EXTERIOR INTERIOR 2x6 2x4 PARTY WALLS 56.2 �b Lb o S6. 6. T 3 - 3 2x6 DF STUD 2x6 DF STUD 2x4 DF STUD 2x4 DF STUD Lb (,b CQ ROOF @ 16,OC @ 16"OC @ 16"OC EA FACE @ 16"OC 3 '^ 'W^ 'W^ 'W^ 2x6 DF STUD 2x6 DF STUD 2x4 DF STUD 2x4 DF STUD 3RD @ 16"OC @ 16"OC @ 16"OC EA FACE @ 16"OC Lil F F F Z 3 2x6 DF STUD 2x6 DF STUD 2x4 DF#1 2x4 DF STUD 2 7 56. 6. 7 2ND @ 16"OC @ 1, OC @ 16"OC EA FACE @ 16"OC Lu 56. 6.1 SW6 S SW6 NOTES: Q 1.THE WALLS LISTED IN THE TABLE ABOVE SHALL BE PLACED IMMEDIATELY a BELOW THE"FRAMING LEVEL"INDICATED. = Z 3 6. 3 2.NON BEARING WALLS SHALL BE 2x4 OR 2x6 DF STUD GRADE AT 16"OC UNO. FLAG NOTES: G 2 L L o =_= S6. � 4x6 OF#2(UNO)EA END OF EACH BALCONY,TYP.CONNECT COL TO TOP&BOT PLATES W/A35 CLIPS EA N B _ _ _ _ _ _ _ _ _ _ SIDE.COORDINATE LOCAION&ALL OTHER REQUIREMENTS W/BOLT-ON DECK MFR. C '^ 3 6 SW6 W N Y LLI Z 6 � _ 6. 1 6. Q Q U _ _ "WSW6 _ - SW6 W _ _ 0ELWW6 6 C W SW6 J LI_I �j Q 9 6 1 9 6.1 6' 6. S6. = Z N 0 n Ld Z H 1 Z N J O { ' 1 2 41 5 6 7 8 9 10 11 --J�' SHEET: ` - - - - - � S2.4-I ROOF/8"=FRAMING1' PLAN © KEY PLAN 1 SCALE: 1 0" NTS 5'-0" 0 5'-0" 30'-0' C 4�M ENGINEERING SHEAR WALL SCHEDULE (DF) BEAM SCHEDULE 250 4TH AVE. S., SUITE 200 SILL PLATE MARK BEAM REMARKS HANGER AS REQ'D EDMONDS, WASHINGTON 98020 MIN.FRAMING AT SHEAR WALL RIM JOIST OR SILL PLATE ANCHOR SHEAR PHONE (425) 778-8500 TYPE APA RATED ADJOINING PANEL NAILING BLOCK CONN TO NAILING TO BOLT TO SLAB OR FOUNDATION CAPACITV FAX 425 778-5536 SHEATHING RIM/BLKG. SILL PLATE SIZE BM3 4x6 OF#2 - HU46 MAX ( ) EDGES(SEE NOTE 5) AT PANEL EDGES TOP PLATE BELOW FOUNDATION (PLF) BM2 4x8 OF#2 - HU48 MAX SW6 15/32" 2x STUD 0.148"0 x 2 1/4" LTP4 OR A35 0.131"0 x 3 1/4" 3/4"0 AB ONE SIDE AND BLKG @ 6"OC @ 24"OC @ 5"OC @ 5'-0"OC 2x 310 BM3 4x10 OF#2 - HU410 MAX 15/32" (2)2x STUD AND 0.148"0 x 2 1/4" LTP4 OR A35 0.131"0 x 3 1/4" 3/4"0 AB BM4 3 1/2"x 9 1/4"PSL SEE NOTE 5 HU410 MAX SW4 ONE SIDE 2x FLAT BLKG @ 4"OC @ 16"OC @ 3"OC @ 4'-3"OC 2x 460 BM5 5 1/4"x 9 1/4"PSL SEE NOTE 5 HHUS5.50/10 G VY Cp. 15/32" (2)2x STUD AND 0.148"0 x 2 1/4" LTP4 OR A35 0.131"0 x 3 1/4" 3/4"0 AB V. of WAS S� SW3 2x 600 BM6 7'x91/4"PSL SEE NOTES HGU57.25/10 F /�"�4- $1/n- ONESIDE 2x FLAT BLKG @ 3"OC @ 12'OC @ 2.5"OC @ 3'-4"OC v c 15/32" 3x STUD AND 0.148"0 x 2 1/4" LTP4 OR A35 0.131"0 x 3 1/4" 3/4"0 AB BM7 4x12 OF#2 - HU412 MAX SW2 ONE SIDE 2x FLAT BLKG @ 2"OC @ 10"OC @ 2"OC @ 2'-6"OC 2x 770 BM8 31/2"x 111/4"PSL SEE NOTE 5 HHUS410 L151 25W4 15/32"BOTH (2)2x STUD 0.148"0 x 2 1/4" LTP4 OR A35 0.131"0 x 3 1/4" 3/4"0 AB BM9 5 1/4"x 111/4"PSL SEE NOTE 5 HUCQ612-SDS �S SIDES AND BLKG @ 4"OC @ 8"OC @ 1.S"OC @ 2'-0"OC 2x 920 SjONAL 15/32"BOTH 3x STUD 0.148"0 x 2 1/4" LTP4 OR A35 0.162"0 x 3 1/2" 3/4"0 AB BM10 7"x 111/4"PSL SEE NOTE 5 HGUS7.25/12 25W3 SIDES AND BLKG @ 3"OC @ 6"OC @ 2"OC @ 1'-6"OC 2x 1200 BM11 3 1/2"x 14"PSL - HGU5414 OBI 09119 2SW 2 15/32"BOTH 3x STUD 0.148"0 x 2 1/4" LTP4 OR A35 0.162"0 x 3 1/4" 3/4"0 AB BM12 5 1/4"x 14"PSL - HGUS5.50/14 SIDES AND BLKG @ 2.OC @ 5"OC @ 1.5,OC @ 1'-3"OC 2x 1540 BM13 6x10 OF#2 - HUCQ610-SD5 NOTES: 1.REFER TO THE TYPICAL SHEAR WALL DETAIL. BM14 31/2"x 18"PSL - HGUS418 2.THE VALUES IN THIS TABLE ARE APPROPRIATE FOR DF GRADE STUDS AND OF GRADE PLATES&RIM/BLOCKING. NOTES: 3.NAILS AT ADJOINING PANEL EDGES SHALL BE STAGGERED EACH SIDE OF THE COMMON JOINT. 1.REFER TO THE LATEST SIMPSON STRONG-TIE CATALOG FOR HANGER INSTALLATION INFORMATION. 4.WHERE PANELS ARE APPLIED ON BOTH FACES OF A WALL,PANELJOINTS SHALL BE OFFSET TO FALL ON DIFFERENT FRAMING MEMBERS,OR FRAMING SHALL 2.REFER TO FRAMING PLANS AND NOTES FOR SUPPORTS AT BEAM ENDS. BE 3x AT ADJOINING PANEL EDGES AND NAILS SHALL BE STAGGERED. 3.ALL BEAMS EXPOSED TO WEATHER OR IN CONTACT WITH CONCRETE OR MASONRY SHALL BE 5.WHERE TABLE SPECIFIES(2)2x FRAMING,CONNECT(2)2x STUDS AND BLOCKING AS FOLLOWS:SW4=(2)0.131"0 @ 4"O.C.,SW3=(2)0.131"0 @ 3"OC. PRESSURE TREATED. 6.NOTE THAT 3x FRAMING MAY BE USED IN LIEU OF(2)2x FRAMING SPECIFIED IN TABLE. 4.REFER TO PLAN NOTES FOR BEAMS&HEADERS AT BEARING LOCATIONS THAT ARE NOT CALLED 7.INTERMEDIATE FRAMING TO BE WITH 2x NOMINAL MEMBERS(MIN)U.N.O.FIELD NAILING 12"O.C.MAXIMUM. OUT a 8.AT ALL 3/4"0 SILL PLATE ANCHOR BOLTS,INSTALL 1/4"x 3"x 3"PLATE WASHERS.EDGE OF PLATE WASHER SHALL BE WITHIN 1/2"OF SHEATHED EDGE.FOR 5.IF BEAM DEPTH SHOWN IS NOT AVAILABLE IN STOCK,THE SUPPLIER SHALL RIP BEAMS TO EXACT DOUBLE SIDED SHEAR WALLS,USE WIDER PLATE WASHERS AS REQUIRED TO MEETTHIS REQUIREMENT. DEPTH PRIOR TO SHIPMENT. 9.PROVIDE A MINIMUM OF 7"EMBEDMENT FOR A.B.INTO FOUNDATION OR STEM WALL. Z 10.PROVIDE A MINIMUM OF(1)ANCHOR BOLT WITHIN 12"OF EACH WALL END. a N o H cl � rn w w o a am ti w0, H m ao COLUMN SCHEDULE o HOLDOWN SCHEDULE (DF) MARK COLUMN SIZE COLUMN SIZE REMARKS 2x4 WALL 2x6 WALL a MARK TYPE MIN CHORD STUD NAILS OR BOLTS ANCHOR BOLT CAPACITY(LB) Cl (2)2x4 (2)2x6 SEE NOTE 2 7 SIZE (SEE NOTE 4) C2 (3)2x4 (3)2x6 SEE NOTE 2 Ol MST37 (2)2x (11)16d EA END - 2,710 C3 (4)2x4 (4)2x6 SEE NOTE 2 DESIGN: RMK O2 MST60 (2)2x (23)16d EA END - 6,235 C4 46 DF#2 4x6 DF#2 - DRAWN: J EG O3 MST72 (2)2x (31)SDS 1/4"x 21/2"SCREWS - 6,730 C5 4x8 DF#2 6x6 DF#2 CHECK: JGG ® HDUS (2)2x (14)SDS 1/4"x 2 1/2"SCREWS 5/8"0 4,065 C6 4110 DF#2 6x8 DF#2 - JOB NO: 18386.10 < HDUS 4x OF (20)SDS 1/4"x 21/2"SCREWS 7/8"0 6,970 C7 6x10 DF#2 6x10 DF#2 - © HOUll 4x OF (30)SDS 1/4"x 21/2"SCREWS 1"0 9,535 C8 (3)11/2"x 5 1/2"ESE - DATE: 08/O9/19 C9 5 1/8"x 6"GLB - O7 HDIJ14 6x OF (36)SDS 1/4"x 21/2"SCREWS 1"0 14,445 C10 5 1/8"x 7 1/2"GLB - HDU19 1 6x OF 1 (5)1"0 THRU BOLTS 11/4"0 19,070 Cll H555x5x5/16 I H555x5x5/16 NOTES: NOTES: 1.REFER TO THE LATEST SIMPSON STRONG-TIE CATALOG FOR ADDITIONAL INSTALLATION REQUIREMENTS. 1.REFER TO THE LATEST SIMPSON STRONG-TIE CATALOG FOR PRE-FABRICATED 2.REFER TO DETAIL 8/55.1 FOR INSTALLATION OF MST TYPE FLOOR TO FLOOR STRAPS.REFER TO DETAIL CONNECTION INSTALLATION REQUIREMENTS. 8/55.2 FOR CONNECTION OF STRAP TO BEAM BELOW. 2.MULTIPLE STUD COLUMNS SHALL USE GRADE OF STUD INDICATED ON WALL 3.REFER TO DETAIL 7/55.2 FOR INSTALLATION OF ROD TYPE FLOOR TO FLOOR HOEDOWNS.REFER TO FRAMING SCHEDULE.REFER TO TYPICAL DETAILS FOR FABRICATION OF MULTIPLE DETAIL 9/55.2 FOR CONNECTION OF ROD HOEDOWN TO WOOD BEAM BELOW. STUD COLUMNS. 4.WHERE APPLICABLE,REFER TO 57.1 FOR HOEDOWNS AT STEEL BEAMS. 3.CONTRACTOR TO PROVIDE BLOCKING EQUAL TO COLUMN DIMENSIONS AT JOIST W 5.INSTALL HDU TYPE HOLDOWNS AT FOUNDATION OR SLAB PER DETAIL 8/54.1. SPACE BELOW ALL COLUMNS. Z 6.AT ALL HOEDOWN CHORDS,PROVIDE PANEL EDGE NAILING PER SHEAR WALL SCHEDULE. W a � M � N JOIST SCHEDULE N FOOTING SCHEDULE MARK JOIST SPACING REMARKS N 00 0) MARK FOOTING SIZE REINFORCING COMMENTS FJl 2x10 OF#2 16"OC SEE NOTE Q Q FS` V-6"x V-0"DEEP x CONTINUOUS (3)#5 CONTINUOUS SEE NOTE 2 F12 2x10 OF#2 12"OC SEE NOTE 2 CL W �:: v/ FJ3 2x12 OF#1 16"OC SEE NOTE 2 Lv Ld F2 1 2'-0"x 2'-0"x l'-O"DEEP (3)#5 EACH WAY BOTTOM - J J F14 2x12 OF#1 12"OC SEE NOTE 2 Q I.- Z F3 3'-0"x T-O"x 1'-0"DEEP (4)#5 EACH WAY BOTTOM - DJ3 2x6 HF#2 16"OC SEE NOTE 2 Z N 0 0 F4; 4'-0".4'-0"x 1'-0"DEEP (5)#5 EACH WAY BOTTOM _ D12 2x8 HF#2 16"OC SEE NOTE 2 LLL, (-'� w D13 2xl2 HF#2 16"OC SEE NOTE 2 F__ Z Z = F5 5'-0"x 5-0"x 1'-2"DEEP (6)#5 EACH WAY BOTTOM - RJl 2x12 HF#2 24"OC SEE NOTE 2 w F6 6'-0"x 6'-0"x V-4"DEEP (7)#5 EACH WAY BOTTOM R12 13/4"x 111/4"EVIL 24"OC SEE NOTE 2 (, Q N H REFER TO RETAINING REFERTO RETAINING NOTES: RW WALL SCHEDULE WALLSCHEDULE WHERE APPLICABLE 1.FOR JOIST HANGERS REFER TO THE LATEST SIMPSON STRONG-TIE CATALOG FOR ALL INSTALLATION REQUIREMENTS.USE MAX NAILING ONO. NOTES: 2.TIMBER JOISTS FRAMING INTO WOOD BEAMS OR RIMS SHALL USE LUS OR HU SERIES 1.ALL FOOTINGS SHALL BEAR ON FIRM,UNDISTURBED NATIVE SOIL OR COMPACTED STRUCTURAL FILL FACE MOUNT HANGERS.TIMBER JOISTS FRAMING INTO STEEL BEAMS SHALL USE PER GEOTECHNICAL ENGINEERING REPORT. LBV SERIES TOP FLANGE HANGERS. 2.REINFORCEMENT SHALL BE CONTINUED FROM CONTINUOUS FOOTINGS THRU SPREAD FOOTINGS WHERE APPLICABLE. ^^.1-I CORNER BARS x�Q IN ALL AREAS WITH EXPOSED C CON/FLOORS,EDGE SLAB ENGINEERING ''A" MAY BE SUBSTITUTED FOR ALL 4PASS ON GRADE 90°HOOKED BARS WITH LJOI MAX WITH IUSSEA AND FILLJOINT WITH SEALANT T CENTER d ° AT TOP AND 250 4TH AVE. S., SUITE 200 • �� °°4 PROVIDES/8"0x2'-0" HALL NOT EDMONDS, WASHINGTON 98020 SMOOTH SLIP DOWEL BARS OINT PHONE (425) 778-8500 AT 12"OC,TYP UNO FAX (425) 778-5536 STD 90'HOOKTYP UNO T/2 UNO,VERT CORNER BARS SHALL BE TRENCH EXCAVATION 1.5 H LAP SPLICE SAME SIZE TABULATED FOR MIN PARALLELTO FTG MIN TYP WALL REINF FOR THICKER WALL d p "A"=SPLICE LENGTH GREASETHIS j - d _ 4 d GAF WAsg"9S HALF OF BAR /� SLEEVES TO CLEAR p•$ •4 % 1�-6�� PIPE 1"ALLSIDES - - NO PIPES ALLOWED IN v TYPICAL CONSTRUCTION JOINT //j MIN _ - ° THIS REGION.LOWER FTGS AS REQ'D F o ° SEE NOTES,DETAILS,OR PLANS FOR (1)#5 VERT REQ'D REINF.ALL BARSTO BE CONT d E a \ u d OR SPLICED PER STRUCTURAL NOTES SAWCUT JOINT FL ORS FIAS WITH CONC SLAB ON GRADE TOF `SjONAL EXPOSED CONC.FLOORS,FILL JOINT PIPE 4 - z WITH SEALANT.IN LIEU OF SAWCUT STD 180°HOOK JOINTS CONTRACTOR MAY USE ZIP ° v /�/9 4 HORIZ CORNER BARS OF SIZE STRIP PLACED WITH SLAB SLAB REINF AT BOF - "-__ BENT BARS TO MATCH AND SPACING RI MATCH °d CENTER OF SLAB OR &LAP FOOTING (2)#5 VERT d REINF OF THINNER WALL v AT TOP AND BOT Z m ° d ® = /\ BOTTOM REINF LOWER BOF ° d AS REQ'D z ° \ UNDISTURBED EARTH OR _ COMPACTED FILL PER d i • ° - ° 4 a X—X�-X X—x—X ° " STRUCTURAL NOTES 4 PIPE TRENCH EXCAVATION PARALLEL 9"MIN III-III- 3"CLR TO FOOTING IS NOT ALLOWED TYP TYP PLACE VERT REINF OUTSIDE EXCEPT BELOW THIS LINE.STEP FTG AS T AS OTHERWISE NOTED OR SHOWN A TYPICAL CONTRACTION JOINT REQUIRED FOR THIS CONDITION T=FTG THICKNESS PER PLAN, SCHED,AND DETAILS �F TYPICAL CONCRETE WALL REINFORCING DETAIL � TYPICAL SLAB ON GRADE DETAILS � TYPICAL PIPE PENETRATION AT WALLS AND FOOTINGS � TYPICAL STEPPED WALL FOOTING F � SCALE. NTS L SCALE: 1"=1'0" J SCALE: 1/2"=1'-0" Y SCALE: 1/2"= z0 m la N NOTE: SILL PLANDABDIA ~ RAISE STEM WALL AS REQ'D AT PERIMETER AREAS AND SPACING PER O WHERE NEEDED DUE TO CIVIL GRADES. SHEAR WALL SCHED wCl w (2)#5 CONT TOP STUD WALL PER PROVIDE BLOCK OUT p, FRAMING PLAN NOTES AT DOOR OPENINGS SHEATHING PER SHEAR w\ WALL SCHED SHEATHING AND NAILING STUD WALL PER NOTE: F pl SLAB ON GRADE AND FRAMING PLAN NOTES WHERE CONCRETE WALL WITH HT>3'-0" Q O PER PLAN AND SHEAR SUBGRADE PER 00 WALL SCHEDULE AT PLAN CHORD 512E PER EXISTS,ROD MAY EXTEND 24"MIN INTO SHEAR WALL PER mo 4"0 PERFORATED PVC PIPE PER HOEDOWN SCHED WALL W/NUT&WASHER AS SHOWN PLAN AND SCHED LOCAL CODES WITH 6"OF 1" z #5 @ 15"OC EA WAY 1' MINUS GRAVEL ALL AROUND, PAVING OR FINISHED CENTERED IN WALL COUNTERSINK 1 WRAPPED IN NON-WOVEN y HOEDOWN PER PLAN ADDITIONAL END GE FABRIC.SLOPE TO GRADE PER ARCH AB PER SHEAR WALL SCHED AND SCHED,WHERE STUD AS REQ'D DRAWINGS OR STRUCTURAL NOTES APPLICABLE DRAIN 1/8"PER 1'-0"MIN.TURN • • X—X AB PER SHEAR WALL DESIGN: RMK DOWN PERFORATIONS AS SHOWN '° ` 1 rr, PT SILL PL SCHED OR THREADED ROD AS REQ'D HOEDOWN PER PLAN °d e o °e Oo bb STRUCTURAL NOTES THREADED ROD AS REQ'D FOR HOLDOWN W/NUT AND SCHED DRAWN:cp JEG �o on ° SLAB ON GRADE AND FOR HOEDOWN W/NUT AND WASHER AT BASE. Ro 4O 00 0°°O o�° SUBGRADE PER PLAN AND WASHER AT BASE EXTEND ROD INNTO NGOCHECK: JGG z 00 0 111 34. JOB NO: 18386.10 0 O 0 0 °ao oX 4X—X 4�X Z+�pc— —X—X—X dC X -4•X�- iX X—.ac TOP OF FTGDATE: 08�09�19 d Q 00 � - on °`a � o0 00 � I d °O dO 0oo ° - - d II O o0 0 0 1�4 .III-iTi L�4 ° LL FTGS 1 AT SHEAR WALL FTGS I' LINE OF MAX EXCAVATION. / -1I-1I-III: FOOTING / _ `� - -III - PROVIDE TOP REINF PROVIDE TOP REINF IF SOIL IS OVER EXCAVATED, /�1 DRAIN / 8 m ^'u 1 TO MATCH BOT REINF TO MATCH BOT REINF - 4 d 4 I REPLACE WITH LEAN MIX /� ) 1 ° 11 44 CONCRETE.J , / ALT HOOK AS SIZE AND REINF REINF PER PLAN I d 4 ° SIZE&REINF MAXIMUM //A SIZE&REINF AND SCHED - SHOWN J SLOPE PER PLAN&SCHED PER PLAN AND SCHED °- a FIRM BEARING SOIL OR PER PLAN&SCHED COMPACTED STRUCTURAL FILL W I.SINGLE WALL II.PARTY WALL m� Z TYPICAL FOOTING DRAIN TYPICAL STEM WALL DETAIL CONTINUOUS FOOTING DETAIL HOLDOWN DETAIL L� (� 'J 8 SCALE: 1"=1'-0" a 5 SCALE: 1"=1'-0" v SCALE:PIA, 1' HOEDOWN&CHORD PER PLAN AND SCHED = v (WHERE APPLICABLE) GAP PER SHEATHING AND ARCH ~ J SILL PL,AB DIA AND NAILI NG PER PLAN AND Q SPACING PER SHEAR SJHEED STUD WALL PER WALL SCHED FRAMING PLAN NOTES COL PER PLAN �[ M AND SCHED .6 N W SLAB ON GRADE AND EER (2)#4 TOP SUBGRADE PER CH 8"x 8"CONCRETE SIMPSON ABU POST BASE. 00 Q PROVIDE BLOCKOUT CONTRACTOR HASTHE Y W 0) FOUNDATION PLAN AT DOOR OPENINGS PLINTH EQ SPACED OPTION TO USE SIMPSON Ln SLAB ON TIES EQ SPACED ADE AND TITEN HD ANCHORS. •I • —q�C - —�#( EA S BGRADER PER PLAN PAVING OR FINISHED CL ~ Q 11 ACE _(4)#4 HOOKED L�J GRADE PER ARCH _ 4 IL ___R _____I _ z • - • 4-X X—X Bo DOWELS DRAWINGS _j -- Q Z O4 d a oO° 099 dJ O opg ° 6" Q o BOO - - - ` a_.• °oo°0 N 0 O ° z1-� � � ZO 0O O D °� p LLI Z 0000 o 0 O 0 O - REINF PER PLAN Z Z 0 /'�0 FOOTING&REINFORCEMENT _ p O o o O ° 00� PER PLAN.PROVIDE DOWELS O O °O°o a o AND SCHEDULE Z N J w O o 0 EPDXIED INTO STEM WALL o 0 °OO W ^ 0 o O O o0 - - TO MATCH LONGITUDINAL O O OO o0 • °• d U Q L.L H O O oOO11 o 0 •, d j a_ • BARS W/5"EMBED a• ° - - / NE: FOOTING FOROT INFORMATION NOT DRAIN / Id / SPECIFICALLY CALLED OUT // REFER TO DETAIL 6. SIZE&REINF PER PLAN AND SCHEDULE SIZE AND REINF PER PLAN AND SCHED PER PLAN&SCHED /� 1 EXTERIOR FTG AT INTERIOR FTG INTERSECTION STEM WALL DETAIL AT BRICK VENEER i ISOLATED COLUMN FOOTING S4. 1—I 9 SCALE: 1"=1'-0" O SCALE: 1"=1'-0" SCALE: 1"=1'-0" NOTE: 2x OR 3x BLOCKING ONLY STAGGER SHEATHING AS SHOWN. IF BLOCKED DIAPHRAGM o FOR 2x4 STUDS,PROVIDE SINGLE ENGINEERING (IBC TABLE 2306.3.1,CASE 1 OR 3) 15 SPECIFIED w ROW OF NAILS STAGGERED EASIDE FRAMING MEMBERS W/ '-a\z WITH 11/2"EDGE DISTANCE.FOR 250 4TH AVE. S., SUITE 200 INTERMEDIATE SPACING PER PLAN ..F 2x6 STUDS,PROVIDE(2)ROWS OF EDMONDS, WASHINGTON 98020 FRAMING MEMBERS ^'o NAILS SPACED AT 21/2"W/11/2" PHONE (425) 778-8500 STAGGER NAILS ON EA SIDE PANELHIINIG EDGE DISTANCE FAX (425) 778-5536 OF PANELJOINT AS REQUIRED PER SHEAR WALL SCHED PANEL EDGE NAILING ADJACENT NAILS IN A 9"OC MAX SPACING BETWEEN PER SHEAR WALL - - - ROW ARE TO BE ADJACENT NAILS IN A ROW _ SCHEDULE,TYP CONTINUOUS ------ PANEL EDGES DRIVEN FROM _____ —n-------n— — ------n-------n-------n-------n-----rn II OPPOSITE SIDES,TYP I•I I•I I'I I'I I'I I•I I I•I PANEL EDGE NAILING INTO O�VY C,p" II II II II II II III HOEDOWN CHORDS,TYP II pF'AS °`9s I I I I I I I I I I I I III INTERMEDIATE — — — — — �a io'Y HEADER PER PLAN I I I I I I I I I I I I III NAILING @ 12"OC I•I I•I I•I I•I I•I I•I I I. I •I I I I I I I I I I I I I I I I 0.131"0 x 3"NAILS,TYP O ynzs I I I I I I I I I I I I L gF' ti PLAN CRIPPLE DO NOT CUT PER I•I I I I I I I FRAMING ATADJOINING I I SHEATHING PER PLAN AND I I II it II S`Sj0NAL IIII I II •• I PANEL EDGES PER SHEAR II I SHEAR WALL SCHEDULE I I AWAY MATERIAL I I I I I I III I•I I•I I, I•I WALLSCHED I I PANELEDGES _ _ - OBI 09119 FROM CRIPPLE STUD$ i I• I I I I I I I I I I (5)STUDS MAX TO I I I I I I I I I I I I I III HOEDOWN CHORD PER BE USED FOR I•I I I I I I� I 11 I I I I�� SCHEDULE.REFER TO 1 II I•I II II II I I III II , I I I I I lip I BUILT-UP COLUMNS DFULL-HEIGHT II I TYPICAL BUILT-UP HOL OWN CHORD , , COLUMN DETAIL I•I I I I I I� I I H---_-_H H_____ '-7r------ '--'--' TYPICAL FLOOR ROOF SHEATHING DETAIL Q TYPICAL BUILT-UP STUD COLUMN DETAIL I I I I I •� I I I I,I I,I 2 SCALE: NTS I I•I I•I I, I I•I ADDITIONAL END STUD I•I I I I I I I I I I I I I IF REQUIRED TO IIII I j I I I,•I I I I I I I I I PROVIDE I•I I I I I I I I I I I COUNTERSINK FOR IIII I I I I •I I I I I I I I I HOEDOWN BOLTS J I I, I,I I,I Q I I I•I I•I I, I I•I TYP DOUBLE I•I I I I I J I I I I I I I I HOEDOWN ANCHORAGE TOP PLATE II II I, II II II II PER PLAN AND SCHEDULE 0 AB W/SIMPSON BP I I I I I I I I I I I I 2 1/4"END (2)ELSEWHERE 0 x 3"NAILS @ 9"OC O m I I •I I I I I I I I I DISTANCE,TYP ELSEWHERE W/11/2"EDGE DISTANCE 1= PL WASHER,TYP I•I I,I I,I I I I,I I,I 1/2"TO d � I I I I I•I I I I (2)ROWS OF(8)0.131"0 x 3" - � I I I I I I SIMPSON CNW COUPLER SHEATHED EDGE PLATE 3"OC SIMPSON A35 - I I NAILS @ 3"OC EA SIDE OF SPLICE U NUT W/SIZE TO MATCH WASHER SPACING (ONLY REQUIRED m m I I I I I I I PER SHEAR AT EXTERIOR a I I I I HOEDOWN ANCHORAGE PT SILL PL PER I•I I,•I A ,I I I 41 41 WALL SCHED HEADERS GREATER SHEAR WALLSCHED I I I I•I I I I I THAN 6'SPAN) ____i __ _ J1__ II II II PANEL EDGE NAILING /� JI< -1L---_--i�--_---i PERSHEARWALL SCHED) II TOP CHORD w\ -° SPLICE AT LOCATIONS SPECIFIED IT ISNOT POSSIBLE BOTTOM 6 0.131"0 x 3" ~� II II II I I I I I li TO INSTALL THE SPECIFIED 0.131"O SPLICE CHORD O Q O II ^� II II IIV�—CONTINIJEHOUDIDWNCHOR. I-I NAILS,THE CONTRACTOR SHALL INSTALL SPLICE NAILS o W yy I I I I I I TO FOUNDATION SIMPSON C520 STRAPS EA SIDE OF WALL O AT SPLICE.INSTALL EA STRAP W/(12)10d Y - AT EA END.WHERE BOTH PLATES ARE BEAM OR HEADER PER SECTION A-A TYPICAL STUDS 1 CONCRETE FOOTING = — = AND A — = CUT,INSTALL CS20 STRAPS AT EA PLATE PLAN AND NOTES OR P/T SLAB PER PLAN AND SHEAR I SCALE:1 1/2"=1'-0" WALL SCHEDULE,TYP RIM BOARD AND EA SIDE OF THE WALL. \�� DESIGN: RMK OR BLOCKING /l L 6'-0"MIN BETWEEN SPLICES NAILING PER TYP ii CONCRETE STEM WALL BUILT-UP STUD NOTES: � DRAWN: JEG 1. REFER TO STRUCTURAL NOTES FOR ADDITIONALINFORMATION. SPLICES TO OCCUR AT COLUMN DETAIL 2.FOR SHEAR WALLS WHERE NO HOEDOWNS ARE SPECIFIED THE CONCRETE FOOTING CENTER OF VERTICAL STUDS CHECK: JGG FIRST AB SHALL BE LOCATED NOT MORE THAN V-0"AND NOT CRIPPLE STUDS PER PLAN JOB NO: 18386.1 O LESS THAN(7)BOLT DIAMETERS FROM END OF WALL. AT HOEDOWNS:PROVIDE FULL HT AND COLUMN SCHEDULE OR TOP CHORD SPLICE BOTTOM CHORD SPLICE HOEDOWN CHORDS PER HD SCHED. STRUCTURAL NOTES DATE: 08/09/19 OTHERWISE:(1)2x FULL HT TYPICAL SHEAR WALL DETAIL d TYPICAL TOP PLATE SPLICE DETAIL TYPICAL HEADER DETAIL 7 SCALE: 3/4"=V-0" T SCALE: 1"=1'-0" SCALE: 1"=1'-0" EDGE NAILING PER PLAN BEAM PER PLAN AND SCHEDULE W AND SHEAR WALL EDGE NAILING PER PLAN AND JOIST DIREC ION CHORD SIZE PER Z SCHEDULE OR EDGE NAILING PER PLAN 2x6 STUD @ 2x4 CROSS WALL SHEAR WALL SCHEDULE OR PER PLAN SIDE OF EA EACH HOEDOWN SCHEDULE STRUCTURAL NOTES,TYP AND SHEAR WALL 2x8 STUD @ 2x6 CROSS WALL STRUCTURAL NOTES,TYP SIDE OF BEAM SCHEDULE OR 0.131"0 x 3" STRUCTURAL NOTES,TYP (2)ROWS OF 0.131"0 x 3" NOTE: SIMPSON STRAP WITH Lil (� NAILS @ 9"OC NAILS @ 9"OC 5UPPORTSA1 N FASTENERS PER Q J SOLID POSTS SIM o a HOEDOWN SCHEDULE STUD p STUD INSTALL MAX NAILING = Q WALL WALL INTO RIM OR BLOCKING F- WHERE POSSIBLE w BEAM PER PLAN Q (2)ROWS OF 0.131"0 x 3" EDGE NAILING PER PLAN AND EDGE NAILING PER PLAN AND AND SCHEDULE NAILS @ 9"OC SHEAR WALL SCHEDULE OR SHEAR WALL SCHEDULE OR ad IN STRUCTURAL NOTES,TYP STRUCTURAL NOTES,TYP SIMPSON LTP4 OR A35 'r� FRAMINGANCHOR N v (2)ROWS OF 0.131"0 x 3" EACH SIDE OF BEAM Y W 0 Z STUD WALL PER FRAMING 0.131"0 x 3" NAILS @ 9"OC(EACH SIDE F z N _ PLAN NOTES,TYP NAILS @ 9"OC OF PARTY WALL) SOLID OR MULTIPLE k m 4 Q Q C STUD COLUMN PER PLAN L STUD WALL PER FRAMING STUD WALL PER FRAMING m c g \ JOIST DIRECTION 0- PLAN NOTES,TYP PLAN NOTES,TYP a LL p H PER PLAN W Q SHEATHING(OR GWB)AND BEAM WIDTH, p o FILL JOIST SPACE WITH FULL J NAILING PER PLAN AND SHEAR SHEATHING(OR GWB)AND SHEATHING(OR GWB)AND MIN LINO SOLID OR MULTIPLE z o i z DEPTH BLOCKING TO Q Z L.L WALL SCHEDULE OR NAILING PER PLAN AND SHEAR NAILING PER PLAN AND SHEAR STUD COLUMN PER PLAN Oz s N o MATCH DIMENSIONS OF Z (n O STRUCTURAL NOTES,TYP WALL SCHEDULE OR WALL SCHEDULE OR o a�'^ STUD COLUMN ABOVE STRUCTURAL NOTES,TYP STRUCTURAL NOTES,TYP wff Q (') Q PARALLEL TO STUD WALL PERPENDICULAR TO STUD WALL F- Z Z O A.CORNER INTERSECTION B.'T INTERSECTION C.PARTY WALL INTERSECTION Z c,4 J O TYPICAL WALL INTERSECTION DETAIL TYPICAL FLUSH BEAM SUPPORT DETAILS TYPICAL STRAP HOLDOWN DETAIL ^ a LL SCALE: 1"=V-0" 8 SCALE: 1"=1'-0" S5.1-1 STUD WALL PER FRAMING PAN NOTES STUD WALL PER FRAMING PAN NOTES STUD WALL PER ENGINEERING SHEATHING AND NAILING NOTE: FRAMING PAN NOTES PER PAN AND SHEAR SILL PLATE NAILING PER PAN SHEATHING AND NAILING SILL PATE NAILING PER PAN FORNOTES AND DETAILS 250 4TH AVE. S., SUITE 200 WALL SCHEDULE OR AND SHEAR WALL SCHEDULE PER PAN AND SHEAR AND SHEAR WALL SCHEDULE NOT CALLED OUT REFER SHEATHING AND SILL PATE NAILING SILL PATE NAILING PER EDMONDS, WASHINGTON 98020 STRUCTURAL NOTES OR STRUCTURAL NOTES WALL SCHEDULE OR OR STRUCTURAL NOTES TO DETA11 1 NAILING PER PAN AND PER PAN AND SHEAR SHEAR WALL PHONE 425 778-8500 STRUCTURAL NOTES SHEAR WALL SCHEDULE WALL SCHEDULE OR ( ) BREAK SHEATHING OR STRUCTURAL NOTES STRUCTURAL NOTES FAX (425) 778-5536 AT PATE LINO SHEATHING AND SHEATHING AND (4)10d NAILS ALIGNED 2x WOODJOIST (4)10d NAILS NAILING PER PAN NAILING PER PAN 13/4"LSL BLOCKING SHEATHING AND PER PAN AND SCHEDULE 2x CONTINUOUS RIM- 2x CONTINUOUS RIM NAILING PER PAN Ir 2x WOOD SILL PATE NAILING PER RIM JOIST SHEARWALL SCHEDULE GVY C BREAK SHEATHING BREAKSHEATHIN ov WAS "7S AT PATE UNO RIM AND PROVIDE PANNELEL V�� \1� NAILING EA SIDE OF - - 1 P o PANEL EDGE NAILING JOINT PER SW SCHED PER PAN AND SHEAR WOOD JOISTS PER PAN AND (3)0.131"O x 3" - - PROVIDE PANEL EDGE WOOD JOISTS PER WALL SCHEDULE OR SCHEDULE JOISTS PER PAN NAILING PER SHEAR WALL PAN AND SCHEDULE O LzsS PANEL EDGE NAILING NAILS EACH END -JOISTS PER PAN C' STRUCTURAL NOTES PER PAN AND SHEAR AND SCHEDULE SILL PATE NAILING PER AND SCHEDULE, SCHEDULE AT TOP PATE 2x BLOCKING @ 4'-0"OC 9Sj0 2x4 BLOCKING AT SHEAR WALLS WALLSCHEDULEOR WOOD JOISTS PER PAN SHEARWALLSCHEDULE LAPPED E BUTTED FIRSTJCKIN BAY ONLY NAL NOTE: ONLY STRUCTURAL NOTES AND SCHEDULE PANEL EDGE NAILING 08109119 NON-SHEAR WALL 2x WOOD BLOCKING PER PAN AND SHEAR 2x4 BLOCKING AT 2x4 BLOCKING OR A35 NAILING SHALL BE PER @ 4'-0"OC MAX WALL SCHEDULE OR SHEAR WALLS MODETAIL (PER SW SCHED)BETWEEN IBC TABLE 2304.9 STRUCTURAL NOTES OTES AND DETAILS BLOCKING AND TOP PATE ALLED OUT REFER AT SHEAR WALLS ONLY 2 A.TYPICAL FRAMING B.ALTERNATIVE SHEAR WALL FRAMING EXTERIOR WALL PARALLEL TO JOISTS INTERIOR BEARING ON BOTH SIDES INTERIOR WALL PARALLEL TO JOISTS TYPICAL STUD WALL FRAMING DETAIL TYPICAL STUD WALL FRAMING DETAIL !� TYPICAL STUD WALL FRAMING DETAIL d TYPICAL STUD WALL FRAMING DETAIL 2 SCALE: 1"=1'-0" v SCALE: 1"=1'-0" T SCALE: 1"=1'-0" 1 SCALE: 1"=1'-0" FF F 0 m O m SHEATHING AND (- NAILING PER PAN AND NOTE: SHEAR WALL SCHEDULE FOR NOTES AND H SILL PATE NAILING PER PAN DETAILS NOT CALLED SHEAR WALL SHEAR WALL O 2 &SHEAR WALL SCHEDULE OR SILL PLATE NAILING PER OUT REFER TO CASE A PER PAN PER PAN w w STRUCTURAL NOTES SILL PATE NAILING PER 2x CONTINUOUS RIM SHEAR WALL SCHEDULE CHORD SIZE PER a SHEAR WALLSCHED BOARDS.PERPENDICULAR DIAPHRAGM HOEDOWN SCHEDULE BEAMS SHALL FULLY BEAR PANEL EDGE NAILING PER BOUNDARY NAILING ALIGNED 2x WOODJOIST (4)lOd NAILS ON WALL SHEAR WALL SCHEDULE PER PAN AND SCHEDULE INTO BLOCKING SIMPSON HOEDOWN HOLDOWN STRAP HOLDOWN w SHEATHING AND SIMPSON A35 PER PER PAN AND PER PAN,FIELD STRAP PER PAN, F p� NAILING PER PAN SHEAR WALL SCHEDULE (4)10d NAILS A SCHEDULE BEND AROUND BEAM FIELD BEND Q O AROUND BEAM W O I y I I I BEAM PER PAN � I II 1 II CONTINUOUS II RIM WOOD JOISTS PER WOOD JOISTS PER II DESIGN: RMK II PAN AND SCHEDULE PAN AND SCHEDULE DRAWN: JEG JOISTS PER PAN NOTES: 2x BLOCKING @ ONLY ° 1 SHEATH COMMON SIDE FOR OC 2x BLOCKING EA JOIST DIRECTION FULL DEPTH 3/4 . CHECK: JGG PROVIDE PANEL EDGE FIRST JOIST BAY ONLY SIDE OF RIM @ PER PAN NAILING PER SHEAR WALL SHEATHING OR lx FRAMING STACKED SHEAR WALLS. SCHEDULE AT TOP PATE 2x4 BLOCKING OR A35 BETWEEN RIM BOARDS 2.WHERE HOLDOWNIS REQUIRED 4'-0"OC JOB NO: 18386.10 (PER SW SCHED)BETWEEN INSTALL HOEDOWN ON FILL JOIST SPACE WITH BLOCKING AND TOP PATE PARTY WALL W/SIZE SHEATHED SIDE OF PARTY WALL. BLOCKING TO MATCH JOIST PER PAN JOIST PER PAN DATE: 08�09�19 NOTE: AT SHEAR WALLS ONLY AND SPACING OF 3.SHEATHING IS SHOWN ON DIMENSIONS OF STUD (DIRECTION VARIES) (DIRECTION VARIES) FORNOTES AND DETAILS OUTSIDE FACE OF WALL,BUT COLUMN ABOVE NOT CALLED OUT REFER STUDS PER PAN NOTES MAY ALTERNATELY BE INSTALLED HEADER BEAM TO DETAILS 1&2 ON INSIDE FACE. COUNTER SINK PER PAN ADDITIONAL END `INTERIOR WALL PARALLEL TO JOISTS A.PERPENDICULAR TO JOISTS B.PARALLEL TO JOISTS STUD FOR BOLTS FLUSH BEAM HEADER TYPICAL STUD WALL FRAMING DETAIL TYPICAL PARTY WALL FRAMING DETAIL 'J TYPICAL ROD HOEDOWN DETAIL f� TYPICAL STRAP HOEDOWN TO WOOD BEAM SCALE: 1"=1'-0" 6 SCALE: 1"=1'-0" SCALE: 1"=1'-0" v SCALE: 1"=1..' W Z LIJ /^ > J SHEATHING&NAILING Q _ PER PAN&SHEAR WALL SCHEDULE OR NOTE: _ PARTY WALL W/SIZE& STRUCTURAL NOTES FOR NOTES&DETAILS NOT I— N6 WOOD SCREWS SPACING OF STUDS PER SPECIFICALLY CALLED OUT bi PAN NOTES SILL PATE NAILING REFER TO CASE A. Q OR 8d @ 6"OC (2)8d NAILS AT A PLANK PER PAN&SHEAR M WALL SCHEDULE OR N 2x LEGER A7TACHEDTORIM 2x WOOD BLOCKING 2x LEGER ATTACHED TO RIM STRUCTURAL NOTES DIAPHRAGM BOUNDARY ad N W/(2)1/4"0 x 31/2"SIMPSON @ 4'-0"OC MAX W/(2)1/4"0 x 3 1/2"SIMPSON SILL PATE NAILING PER SHEATHING&NAILING 2x FULL HEIGHT BLKG NAILING INTO BLKG 00 SIDS SCREWS @ 12"OC SIDS SCREWS @ 24"OC SHEAR WALL SCHED PER PAN SHEATHING& (3)lOd NAILS NAILING PER PAN N cc Q Q L CL w 3 Q FJ w� WOODJOIST&HANGER WOOD JOISTS PER WOOD JOIST PER FP-N ISTS PER Z PE N PER PAN&SCHEDULE PAN&SCHEDULE PAN&SCHEDULE CHEDULE JOISTS PER PAN&SIMPSON A35 PER JOISTS PER PAN& LLI PROVIDE PANEL EDGE PROVIDEPANELEDGE SHEAR WALL SCHEDULE SCHEDULE,LAPPED 2x BLKG @ 4'-0"OC SCHEDULE,APPED F- Z 0 2x4 BLOCKING OR A35 KING OR A35 PER PLAN I NAILING PER SHEAR WALL NAILING PER SHEAR WALL PANEL EDGE NAILING FIRST BAY ONLY Z IN J II SCHEDULEATTOP PLATE (PER SHEAR WALL SCHED) SCHEDULE AT TOP PATE (PER SHEAR WALL SCHED) PER PLAN AND SHEAR W ^ 0 W BETWEEN BLOCKING AND TOP BETWEEN BLOCKING AND $ H WOOD BEAM PATE AT SHEAR WALLS ONLY TOP PA WALLSCHEDULE Q PLATE AT SHEAR U � PER PAN FOR NOTES AND DETAILS FOR NOTES AND DETAILS WALLS ONLY STUD WALL PER NOT CALLED OUT REFER NOT CALLED OUT REFER STRUCTURAL NOTES -. BEARING PLATE TO DETAILS 1&2 TO DETAILS 1&2 3/8 x 3 1/2 x 0'-3 1/2" A.DECK JOISTS BEARING B.DECK JOISTS NON-BEARING AL A.JOISTS PERPENDICULAR TO WALL B.JOISTS PARALLEL TO WL ROD HOLDOWN TO WOOD BEAM i DECK FRAMING DETAIL ii TYPICAL STUD WALL FRAMING DETAIL ��.�-I 9 SCALE: 1"=V-0" •O SCALE: 1"=V-0" •• SCALE: 1"=V-0" TREAD/RISER PER ARCH USE 1 1/8"PLYWOOD TREADS UNO NOTCHED STRINGER TREAD AND 2x12 BLOCKING RISERS PER ARCH (4)8d @BLOCKING DO NOT OVERCUT NOTCHES 2x6 SISTERED 4X12 DF#2 BEAM BEAM PER PLAN ENGINEERING AB PER STRUCTURAL NOTES OR FOR TREAD/RISER PER SECTION A VARIES PER PLAN PROVIDE HILTI X-DNI(0.145"0)@ 250 4TH AVE. S., SUITE 200 12"OC.EMBED MIN 2"INTO EDMONDS, WASHINGTON 98020 CONCRETE W/STANDARD STEEL 2x12 STRINGER 2x12 STRINGER STAIR PHONE (425) 778-8500 WAS • SIMPSON HUC28-2, FAX (425) 778-5536 TREATED 2x SILL PLATE EACH STRINGER,WITH •�i a,. FULL NAILING • 2x12 TREADS SHEATHING ? NOTCHED PER ARCH WHERE NOTED 2x6 SISTERED TO SIDE 2x12 NOTCHED STRINGER ON PLAN OF 2x12 W/(2)ROWS 2x6 BLOCKING STRINGER JOIST PER • OF 10d NAILS STAGGERED @ 6"OC 2x6 SISTERED PLAN C,tIEV A Cp W X—XI—X—X�-�I—X_g—df—�—X 3x BEVELED PLATE PERSERIONA of WAsg`9S _ d JI a AS SHOWN BLOCKING @ V�� /--,�f4 F' N - OO° c HUC28-2 W/ 24"OC �o q° oMo o o NOTCH BEAM AS FULL NAILING 05 ob 1 �� a ♦° a 6 REQUIRED 2x STUD WALL OR I ,0" BEAM PER PLAN 8'-0"MAX SPAN BETWEEN 12"OC MAX ONAL SIZE&REINFORCING LANDINGS MAXIMUM SLOPE PER PLAN AND SCHEDULE 8 0 MAX LANDINGS TWEEN 2x6 SISTERED TO 2x12 PER ON PLAN _lj 08/09119 TYPICAL STAIR SECTION A.TYPICAL STRINGER TO LOWER LANDING B.TYPICAL STRINGER TO PONY WALL C.TYPICAL STRINGER TO CENTER BEAM D.TYPICAL STRINGER TO UPPER LANDING GAP(IF REQUIRED)TO SUIT ARCH FINISHES. TYPICAL STAIR SECTIONS 2 TYPICAL STAIR SECTION 1 SCALE: 1"=1'-0" SIMPSON HUC610 FACE MOUNT BEAM PER PLAN HANGERW/MAXNAILING AND SCHEDULE Q SIMPSON HUC610 FACE MOUNT BEAM PER PLAN HANGER W/MAXNAILING AND SCHEDULE m HANDRAIL W/CONN TO STRINGERS PER MFR Ia v=i H DIM PER ARCH DRAWINGS HANDRAIL W/CONN TO (Oi1 STRINGERS PER MFR w w � a PTGLULAM NOTCH CAREFULLY ai STRINGERS,TYP WITHOUT w PIERS,TM (2 x 3 x 1/4 x0'-6" OVER-CUTTINGPRESS Q p DECK) IS TREK PLAN STRINGERS,TYP a. W/(2)1/2"0 x 4"LAG p DECK JOIST PER PLAN NOTCH CAREFULLY SCREWS INTO BEAM AND 00 00 WITHOUT INTO STRINGER 21 FLAT DECKING L3 x 3 x 1/4 x 0'-6" OVER-CUTTING Y BEAM PER PLAN AND SCHED W/(2)1/2"0 x 3" W/SIMPSON PLAN H N EA END EXPANSION BOLTS AND(2) < 1/2"0 x 4"LAG SCREWS PRECAST CONCRETE CLOSED RISER TREADS W/ . I DESIGN: RMK PRECAST CONCRETE CONN TO STRINGERS PER DRAWN: JEG NOTES: 2x CONT LEDGER W/ CLOSED RISER TREADS + t CHECK: JGG 1.FOR NOTES AND DETAILS (2)1/4"0 x 3 1/2'SDS W/CONN TO JOB NO: 18386.1 O NOT CALLED OUT REFER SCREWS @ 12"OC 2x WOOD JOISTS STRINGERS PER MFR TO TYPICAL DETAILS. PER PLAN AND t t DATE: 08/09/19 SCHED 1! 1! DECK POST PER PLAN 2x WOOD BLKG x x 1i L x x @ 4'-0"OC MAX BEAM PER PLAN -� III III-1 r AND SCHEDULE Q SECTION AT EXTERIOR WOOD DECKS d STAIR SECTION STAIR SECTION v SCALE: 1"=V-0" T SCALE: 1"=1'-0" SCALE: 1"=1'-0" W PROVIDE CONTINUOUS TOP CHORD Z PROVIDE CONTINUOUS TOP CHORD AT SIMPSON SHEARWALLORPROVIDE W SI ILSAT LL NAIL STRAP AL NG SHEAR WALL SHEATHING& SHEAR WALL OR PROVIDE SIMPSON SHEAR WALL SHEATHING& NAILS AT ALL NAIL HOLES ALONG NAILING PER PLAN&SCHEDULE CMSTI4 STRAP W/16d NAILS AT ALL NAIL NAILING PER PLAN&SCHEDULE ENTIRE TOP CHORD AT PERFORATION Q J APPLIED TO ALL FACES OF WALL HOLES ALONG ENTIRE TOP CHORD AT APPLIED TO ALL FACES OF WALL PERFORATION 4x HF BLOCKING,TYP Q I I. -I I I I.. SHEATHING AND NAILING w PER PLAN AND SW SCHED EXTERIOR SW SHEATHING M M AND NAILING PER PLAN CONT FULL WIDTH AND IN I - - -- - �I - - -- - ___ _____ AND SW SCHED FULL DEPTH LSL RIM AT '''SJ N '^ FLOOR LEVEL V I I. HEADER PER PLAN 4x HIF I I. HEADER PER PLAN CONT FULL WIDTH AND 2x CONTINUOUS RIM Y N 0 Z I. FULL DEPTH RIM AT WHERE SHAFT IS AT A II II. BLOCKING,TYPII II. FLOOR LEVEL SHEATHING AND CORNER,LAP BEAMS AT cc NAILING PER PLAN CORNER AND PROVIDE Q Q L II II. II I II. WHERE SHAFT 15 AT A CONTINUOUS CMSTI4 I I I I I I. SIMPSON L90 CLIP AT I I. STRAP W/16d NAILS AT I I I I. CONTINUOUS CMST16 STRAP W/10d LAP SHEATHING AT RIM CORNER,LAP BEAMS AT INSIDE OF CORNER W I L J I. I I I. NAILS AT ALL NAIL HOLES OVER ENTIRE CORNER AND PROVIDE W HEADER SUPPORTS PER ALL NAIL HOLESNGTH OVER AND PROVIDE PANEL J _ LENGTH OF PERFORATED SHEAR WALL SIMPSON L90 CLIP AT 1 I: PLAN&SCHEDULE ENTIRE LENGTH OF .� -I EDGE NAILING PER SW INSIDE OF CORNER FULL DEPTH 3/4" Q Z I I PERFORATED SHEAR I I I HEADER SUPPORTS PER SCHEDULE EA SIDE OF SHEATHING OR Ix FRAMING Z N 0 I I' WALLI I I PLAN&SCHEDULE ADJOINING PANEL EDGE BETWEEN RIM BOARDS 0 II 7 ADDITIONAL II IIIh - 1 - --NI - z Z Z 0 INTERMEDIATE I I. -�- JOISTS PER PLAN I CHORD PER SHEAR { I II. Z N J m II WALLSCHEDULE 'Il W w O I I END STUDS PER T I I NMD SHEPSON A35 PER PLAN AND SHEAR WALL SCHED U Q HOLDOWN II II SCHEDULE,TYP 'I II PLYWOOD SHEATHING I I I I.- AND NAILING PER PLAN I II I II �6 AND SHEAR WALL SCHED __ ___4 PARTY WALL W/SIZE AND SPACING OF END STUDS PER HOLDOWN STUDS PER PLAN NOTES A.ELEVATION AT DOOR SCHEDULE(HOLDOWN NOT SHOWN) EXTERIOR SIDE INTERIOR SHAFTSIDE INTERIOR SIDE INTERIOR SHAFT SIDE FORCE-TRANSFER SHEAR WALL DETAIL J FORCE-TRANSFER SHEAR WALL DETAIL f� STAIRWAY&SHAFT SECTIONS S5.3-I 6 SCALE: NTS • SCALE: NTS v SCALE: 1"=1'-0" C SHEATHING AND NAILING PER DIAPHRAGM BOUNDARY NAILING ENGINEERING ROOF FRAMING PLAN NOTES PER ROOF FRAMING PLAN NOTES ROOF SHEATHING AND 250 4TH AVE. S., SUITE 200 NAILING PER ROOF EDMONDS, WASHINGTON 98020 FRAMING PLAN NOTES - PHONE (425) 778-8500 2x OUTLOOKER 2x4 BLOCKING FAX (425) 778-5536 DIAPHRAGM BOUNDARY 2x4 BLOCKING W/SILL EACH BRACE NAILING PER ROOF PLATE NAILING PER ROOF SHEATHING AND FRAMING PLAN NOTES SHEAR WALL SCHEDULE FPR DIAPHRAGM BOUNDARY NAILING PER ROOFGABLE END TRUSS (6)lOd NAILING PER ROOF FRAMING PLAN NOTESFULL DEPTH BLOCKING SHEATHING AND NAILING TOFRAMING PLAN NOTES RIPPED TO MATCH SLOPE MATCH SHEAR WALL BELOW OFROOF FULL DEPTH BLKG RIPPED fWATO MATCH SLOPE OF ROOF 117VIDE(2)2x40RA35 EACH LINE x6 DIAGONALSIM PSON LSTA15CE AT 4'-0"OC OF BLOCKING STRAP EACH SPLICE SILL PLATE NAILING PER SHEARSCH WALL PRE-ENGINEERED ROOF ROOF RAFTERS S`SIONAL TRUSS PER PLAN SIMPSON LTP4 PER ER SHEAR WALL SCHEDULE 2x4 BLKG W/SILL PL OS/O�/19 PROVIDE BOUNDARY PROVIDE BOUNDARY SIMPSON H2.5A NAILING AT TOP PLATE PER NAILING PER SHEAR NAILING AT TOP PLATE PER TIE AT EACH TRUSS SHEATHING AND 2x48LOCKING SHEAR WALL SCHEDULE WALL SCHED SHEAR WALL SCHEDULE 2x4 BLOCKING FOR EACH BRACE NAILING PER PLAN AND NOTE: SHEAR WALL SCHEDULE 4'-TRUSS SPACES @ SIMPSON H2.SA TIE 4'-0"OC MAX REFER TO CASE A FOR SHEATHING AND STUD WALL FRAMING INFORMATION NOT SHEATHING AND NAILING NAILING PER PLAN AND 6d COOLER NAILS @ SPECIFICALLY CALLED OUT PER PLAN AND SHEAR STUD WALL FRAMING SHEAR WALL SCHEDULE PER PLAN NOTES 6"OC OVER EXTENTS WALL SCHEDULE PER PLAN NOTES OF BLOCKING OPTION A.BLOCKING AND STRAPS OPTION B.BRACING TYPICAL TRUSS SUPPORT DETAIL TYPICAL GABLE END SECTION Q TYPICAL RAFTER SUPPORT DETAIL a 1 SCALE: 1"=1'-0" 2 SCALE: 1"=1'-0" v SCALE: 1"=1'-0" ROOF SHEATHING AND DIAPHRAGM BOUNDARY z NAILING PER ROOF NAILING PER PLAN AND O m FRAMING PLAN NOTES FRAMING NOTES is v=i ROOF SHEATHING AND PANEL EDGE NAILING ~ NAILING PER ROOF PER PLAN NOTES O 2 n FRAMING PLAN NOTES w w � a SHEATHING AND NAILING PER PRE-ENGINEERED ROOF ROOF NOTE: ROOF FRAMING PLAN NOTES DIAPHRAGM BOUNDARY FOR NOTES AND DETAILS TRUSS PER PLAN.DESIGN ROOF NAILING PER ROOF NOT SPECIFICALLY CALLED TRUSS FOR 310 PLF IN-PLANE w FRAMING PLAN NOTES OUT REFER TO CASEA PRE-ENGINEERED ROOF TRUSS F m 2x FLAT OUTLOOKER ROOF SHEATHING AND SHEAR LOADING UNO ON PLAN PER ROOF PLAN.DESIGN ROOF Q 0 NAILING PER ROOF o FRAMING PLAN NOTES TRUSS FOR 310 PLF IN-PLANE 00 2x4 BLKG W/SILL PL NAILING SILL PLATE NAILING PER (ASD)SHEAR UNO ON PLAN PER SHEAR WALL SCHED 2x4 BLOCKING AND W/SILL SHEAR WALL SCHEDULE SILL PLATE NAILING SILL PLATE NAILING PER PLATE NAILING PER SHEAR 1 PERSW SCHED SHEAR WALL SCHEDULE WALL SCHEDULE 2x CONTINUOUS 0.131"¢x3" 7 FULL LENGTH TO NAILS @ 5"OC OVERLAP SHEAR DESIGN: RMK FULL DEPTH BLKG SIMPSON H2.5A TIE PANEL EDGE NAILING PER WALL CONT 2x4 NAILER DRAWN: JEG RIPPED TO MATCH SHEAR WALL SCHEDULE SHEATHING AND PANEL EDGE NAILING PER SLOPE OF ROOF CHECK: JGG NAILING PER PLAN AND / STUD WALL W/SHEATHING SHEAR WALL SCHEDULE SHEAR WALL SCHED PROVIDE BOUNDARY J/ &NAILING PER PLAN AND JOB NO: 18386.10 NAILING AT TOP PLATE PER SHEAR WALL SCHEDULE CONT FULL WIDTH SHEAR WALL SCHEDULE TOP PLATE ON 2x4 DATE: 08/09/19 PLATES SHEATHING AND NAILING ROOF RAFTERS PER PLAN A.DRAG TRUSS AT SH EAR WALL B.ALTERNATIVE DRAG TRUSS AT SHEAR WALL SHEATHING AND NAILING PER PLAN AND SHEAR FULL HEIGHT STUDS PER PLAN AND SHEAR STUD WALL FRAMING WALLSCHEDULE AT GABLE END WALL SCHEDULE PER PLAN NOTES PARTY WALL PER PLAN SECTION R TYPICAG LRAFTER SUPPORT DETAIL Q TYPICAL DRAG TRUSS SECTION 7 TYPICAL DRAG TRUSS SECTION AT PARTY WALL 4 v v SCALE: 1"-1'-0' V-o W Z LLJ a N J ROOF SHEATHING AND DIAPHRAGM BOUNDARY Q DIAPHRAGM BOUNDARY NAILING PER ROOF NAILING PER ROOF NAILING PER ROOF FRAMING PLAN NOTES FRAMING PLAN NOTES ROOF SHEATHING AND w NAILING PER ROOF FRAMING PLAN NOTES FRAMING PLAN NOTES N FULL DEPTH BLKG RIPPED 2x4 BLKG W/ N '^ TO MATCH SLOPE OF ROOF 16d @ 6"OC 00 V FULL DEPTH BLKG Q Q C ROOF RAFTERS RIPPED TO MATCH 0_ W L PER PLAN SLOPE OF ROOF SIMPSON H2.5A TIE LLJ Q J 16d @ 6"OC 2x4 BLKG W/ 16d @ 6"OC Q Z 16d @ 6"OC Z N O Li SIMPSON H2.5A TIE LL, LL_ ROOF RAFTERS F— Z Z O BEAM PER PLAN PER PLAN Z N J w 0 BEAM PER PLAN L) Q H TYPICAL RAFTER SUPPORT DETAIL TYPICAL RAFTER SUPPORT DETAIL SCALE: 1"=V-0" S6.1-1 C I�M ENGINEERING 250 4TH AVE. S., SUITE 200 EDMONDS, WASHINGTON 98020 PHONE (425) 778-8500 DIAPHRAGM BOUNDARY ROOF SHEATHING AND FAX 425 778-5536 NAILING PER ROOF NAILING PER ROOF FRAINEFRAMING PLAN NOTES 2x4 BLKG W/ 16d @ 6"OC ROOF SHEATHING AND NAILING PER ROOF DIAPHRAGM BOUNDARY NAILING G V A C, SIMPSON H2.5A TIE FRAMING PLAN NOTES PER ROOF FRAMING PLAN NOTES G,�$og/WA\ SHEATHING AND NAILING PER 7 p ROOF FRAMING PLAN NOTES L FULL DEPTH B TO MATCH SLO TRUSS PER PLAN&MFR SHEATHING AND NAILING L151 PER ROOF FRAMING PLAN NOTES DIAPHRAGM BOUNDARY S`SjONAL 1 2x8 BLKG RIPPED PE TRUSS BLOCKING PER NAILING PER ROOF MATCH ROOF SLOPE MFR.PROVIDE SOLID WEB FRAMING PLAN NOTES OB/09119 BLOCKING AT HANGERS SW6 2x BLOCKING SW65HEATHING SHEATHING AND NAILING W/16d @ 6"OC ROOF RAFTERS &NAILING PER ROOF FRAMING PLAN PER PLAN DIAPHRAGM BOUNDARY NOTES NAILING PER ROOF FRAMING PLAN NOTES SHEATHING&NAILING PER PLAN NOTES ROOF SHEATHING AND 2x BLKG RIPPED TO 2x BLKG W/ MATCH SLOPE OF ROOF J NAILING PER ROOF 2x8 BLOCKING 16d @ 6"OC F FRAMING PLAN NOTES EA BAY SIMPSON A11 F- FULL DEPTH BLKG RIPPED @ 24 OC SIMPSON A35 z 2 TO MATCH SLOPE OF ROOF ROOF RAFTERS @ 16"OC ROOF RAFTERS O m 16d @ 6"OC x8 BLOCKING W/ PER PLAN P(2)16d @ 12" l ER PLAN _ N ( OC a (2)16d @ 6"OC SIMPSON LUS HANGER D' H . W/SLOPEDSEAT O 2 to C w w TRU55 BLOCKING PER � a TRUSS PER PLAN&MFR TRUSS PER PLAN SIMPSON LUS HANGER TRUSS MFR,PROVIDE CONT FULL WIDTH TOP W/SLOPED SEAT SOLID WEB BLOCKING AT PRE-ENGINEERED ROOF 16d @ 6"OC PLATE ON 2x4 PLATES SIMPSON H2.5A TIE SIMPSON H2.5A TIE TRUSSES PER PLAN PRE-ENGINEERED ROOF HANGER LOCATIONS. w PLAN TRUSS PER PROVIDE BOUNDARY BOUNDARY NAILING PER m SIMPSON H2.5A TIE PARTY WALL NAILING AT TOP PLATE PER CONT FULL WIDTH TOP SHEAR WALL SCHEDULE SIMPSON H2.5A 16d TOE NAILS Q PER PLAN SHEAR WALL SCHEDULE PLATE ON 2x4 PLATES AT EA TRUSS SIMPSON H2.5A @ 12"OC o W PROVIDE BOUNDARY NAILING AT SHEATHING AND NAILING AT EA TRUSS 0 TOP PLATE PER SW SCHEDULE SHEATHING AND NAILING PARTY WALL PER PLAN AND SHEAR AT SIMILAR PER PLAN SECTION,THE RAFTERS Y SHEATHING AND NAILING PER PLAN AND SHEAR WALL SCHEDULE STUD WALL PER PLAN AND TRUSS TOP CHORD SLOPES IN 1 PER PLAN AND SW SCHEDULE WALL SCHEDULE THE OPPOSITE DIRECTION.THE DETAIL IS OTHERWISE THE SAME. DESIGN: RMK ROOF STEP AT PARTY WALL ROOF STEP AT PARTY WALL TRUSSES TRUSS FRAMING DETAIL d TRUSS FRAMING DETAIL DRAWN: JEc SCALE: 1" 1'0" T SCALE: 1"=1'0" CHECK: JGG JOB NO: 18386.10 DATE: 08/09/19 ROOF SHEATHING AND DIAPHRAGM BOUNDARY NAILING NAILING PER ROOF PER ROOF FRAMING PLAN NOTES FRAMING PLAN NOTES SHEATHING AND NAILING PER ROOF SHEATHING AND ROOF SHEATHING AND ROOF FRAMING PLAN NOTES NAILING PER ROOF NAILING PER ROOF FRAMING PLAN NOTES FRAMING PLAN NOTES TRUSS PER PLAN&MFR DIAPHRAGM BOUNDARY DIAPHRAGM BOUNDARY NAILING PER ROOF NAILING PER ROOF 2x8 BLKG RIPPED TO FRAMING PLAN NOTES FRAMING PLAN NOTES MATCH ROOF SLOPE W "" 2x8 BLKG RIPPED TO 2x8 BLKG RIPPED TO Z MATCH ROOF SLOPE MATCH ROOF SLOPE SW6 SHEATHING L�J 16d @ 6"OC 16d @ 6"OC &NAILING > N SHEATHING&NAILING < STUD WALL PER PER PLAN NOTES ROOF SHEATHING AND PLAN&NOTES = Q 2x BLKG RIPPED TO SW6 SHEATHING SW6 SHEATHING NAILING PER ROOF F— &NAILING 2x8 WEB &NAILING 2x8 WEB FRAMING PLAN NOTES MATCH SLOPE OF ROOF BLOCKING TO BLOCKING TO W/16d @ 6"OC w SHEATHING&NAILING MATCH SLOPE SHEATHING&NAILING MATCH SLOPE M PER PLAN NOTES OF ROOF PER PLAN NOTES OF ROOF SIMPSON B SERIES 2x BLOCKING a N SLOPED HANGER OVER EXTENTS N OFLEDGER 00 SIMPSON A35 Y (� Z @ 24"OC GIRDER TRUSS GIRDER TRUSS 2x86LOCKING 0- Q PER PLAN&MFR PER PLAN&MFR LLJ - -- - 16d@6"OC 2x HF LEDGER J LLJ Q ROOF RAFTER PER W/(2)16d NAILS Q Z PLAN&SCHEDULE @ 12 OC TRUSS PER PLAN SIMPSON H2.SA TIE Z N O SIMPSON H2.5A TIE Z (2)16d @ 6"OC 2x ROOF RAFTERS PROVIDE BOUNDARY CONT FULL WIDTH TOP LLJ PER PLAN NAILING AT TOP PLATE PER PLATE ON 2x4 PLATES Z Z 0 SHEAR WALL SCHEDULE Z N J TRUSS PER PLAN ROOF TRUSSES TRUSS PER PLAN SHEATHING AND NAILING PARTY WALL L+.( I� � O PER PLAN PER PLAN AND SHEAR PER PLAN U Q y HANGER PER TRUSS MFR HANGER PER TRUSS MFR WALL SCHEDULE - TRUSS FRAMING DETAIL TRUSS FRAMING DETAIL RAFTER LEDGER DETAIL f� ROOF STEP AT PARTY WALL 5 SCALE: 1"=1'-0"SCALE: 1"=1'-0" S6.2-1 STRUCTURAL NOTES C (THESE NOTES ARE TYPICAL UNLESS NOTED OR DETAILED OTHERWISE ON DRAWINGS) ENGINEERING CODE SHOP DRAWINGS MINIMUM LAPS AND EMBEDMENT WELDING 250 4TH AVE. S., SUITE 200 ALL MATERIALS,WORKMANSHIP,DESIGN,AND CONSTRUCTION SHALL CONFORM TO THE DRAWINGS, SHOP DRAWINGS FOR THE FOLLOWING ITEMS SHALL BE SUBMITTED TO THE ARCHITECT AND STRUCTURAL UNLESS OTHERWISE NOTED,REINFORCING SPLICE LENGTHS AND DEVELOPMENT LENGTHS SHALL BE AS WELDING SHALL CONFORM TO AWS"STRUCTURAL WELDING CODE",LATEST EDITION.ALL WELDING SHALL BE EDMONDS, WASHINGTON 98020 SPECIFICATIONS,AND THE INTERNATIONAL BUILDING CODE(IBC),2015 EDITION.SPECIFICATIONS AND ENGINEER FOR REVIEW PRIOR TO FABRICATION: TABULATED BELOW: DONE WITH 70 KSI LOW HYDROGEN ELECTRODES.WHERE NOT CALLED OUT,MINIMUM FILLET WELD SIZE SHALL PHONE (425) 778-8500 STANDARDS WHERE REFERENCED ON THE DRAWINGS ARE TO BE THE LATEST EDITION. BE PER TABLE 5.8 IN AWS DI.J.,LATEST EDITION. FAX (425) 778-5536 1.REINFORCING STEEL 3.PREMANUFACTURED WOOD TRUSSES fc=3000 PSI DESIGN LOADS 2.CONCRETE MIX DESIGN 4.WOOD I-JOISTS&ENGINEERED WOOD BEAMS DEVELOPMENT LENGTH LAP SPLICE WELDING OF REINFORCING BARS SHALL NOT BE PERMITTED UNLESS SPECIFICALLY CALLED OUT ON DRAWINGS OR APPROVED BY STRUCTURAL ENGINEER.WELDING OF GRADE 60 REINFORCING BARS SHALL BE PERFORMED DEAD LOADS: SHOP DRAWINGS SHALL BE REVIEWED,REVISED AS REQUIRED FOR FIELD CONDITIONS,AND DATE STAMPED BY BAR TENSION COMPRESSION TENSION COMPRESSION USING LOW HYDROGEN ELECTRODES.WELDING OF GRADE 40 REINFORCING BARS SHALL BE PERFORMED USING ROOF 15 PSF THE CONTRACTOR PRIOR TO REVIEW BY THE ENGINEER.CONTRACTOR SHALL PROVIDE(3)SETS OF SHOP SIZE E70XX ELECTRODES.SEE REINFORCING NOTES FOR MATERIAL REQUIREMENTS OF WELDED BARS.WELDING FLOOR 24 PSF DRAWINGS FOR ENGINEER'S REVIEW.ALLOW TWO WEEKS FOR SHOP DRAWING APPROVAL BY ENGINEER. TOP BARS OTHER BARS ALL BARS TOP BARS BARS ALL BARS WITHIN 4"OF COLD BENDS IN REINFORCING BARS IS NOT PERMITTED. GVY C w LIVE LOADS: ENGINEER'S SHOP DRAWING REVIEW IS FOR GENERAL CONFORMANCE WITH THE DESIGN CONCEPT AND #3 22 17 9 28 22 12 ALL WELDING SHALL BE DONE BY WASHINGTON ASSOCIATION OF BUILDING OFFICIALS(WABO)CERTIFIED f4 sF' ROOF(SNOW LOAD) 25 PSF CONTRACT DOCUMENTS.MARKINGS OR COMMENTS SHALL NOT BE CONSTRUED AS RELIEVING THE WELDERS. PRIVATE DECKS 60 PSF CONTRACTOR FROM COMPLIANCE WITH THE PROJECT PLANS AND SPECIFICATIONS.THE CONTRACTOR REMAINS #4 29 22 11 37 29 15 �° RESIDENTIAL 40 PSF RESPONSIBLE FOR DETAILS AND ACCURACY,FOR CONFORMING AND CORRELATING ALL QUANTITIES AND #5 36 28 14 47 36 19 LUMBER DIMENSIONS,FOR SELECTING FABRICATION PROCESSES,FOR TECHNIQUES OF ASSEMBLY,AND FOR PERFORMING W25 � (LIVE LOADS ARE REDUCED WHERE PERMISSIBLE PER IBCSECTION 1607.10). THE WORK IN A SAFE MANNER. #6 43 33 17 56 43 23 ALL GRADES SPECIFIED ARE MINIMUM GRADES REQUIRED.ALL LUMBER SHALL BE IN ACCORDANCE WITH WWPA " , L EARTHQUAKE LOADS: ENGINEER'S SHOP DRAWING REVIEW OF STRUCTURAL COMPONENTS DESIGNED BY OTHERS IS FOR LOADS #7 63 48 20 81 63 27 GRADING RULES,KILN-DRIED TO MC 19 AND OF THE FOLLOWING MINIMUM STANDARDS: `rrONAL IMPOSED ON THE BASIC STRUCTURE.THE COMPONENT DESIGNER IS RESPONSIBLE FOR CODE CONFORMANCE 48 72 55 22 93 72 30 SIZE CLASSIFICATION SPECIES GRADE Fb(PSI) Fc(PSI) 03109119 EQUIVALENT LATERAL FORCE PROCEDURE PER ASCE 7-10 SECTION 12.8. AND ALL CONNECTIONS TO THE BASIC STRUCTURE.SHOP DRAWINGS SHALL INDICATE MAGNITUDE AND LIGHT FRAMING(STUDS) DOUG-FIR STUD 776(REP) 800 DIRECTION OF THE LOADS IMPOSED ON THE BASK STRUCTURE AND SHALL BE STAMPED&SIGNED BY A SITE CLASS D PROFESSIONAL ENGINEER REGISTERED IN THE SAME STATE AS THE PROJECT. fc=4000 PSI 2x JOISTS AND PLANKS DOUG-FIR #2 978(REP) - SHORTPERIODSPECTRALRESPONSEACCEL(SS) 1.071 DEVELOPMENT LENGTH LAP SPLICE PLATES AND BLOCKING DOUG-FIR #2 850 ONE SECOND SPECTRAL RESPONSE ACCEL(S) 0.417 FABRICATION SHALL BEGIN ONLY AFTER SHOP DRAWINGS BEARING THE STAMP AND SIGNATURE OF THE - SHORT PERIOD DESIGN SPECTRAL RESPONSE ACCEL(Sos) 0.765 PROJECT ARCHITECT,ENGINEER OF RECORD,AND CONTRACTOR HAVE BEEN RECEIVED. BAR TENSION COMPRESSION TENSION COMPRESSION 6x AND LARGER BEAMS AND DOUG-FIR #2 875 - ONESECONDDESIGNSPECTRALRESPONSEACCEL(SDI) 0.440 SIZE STRINGERS RISK CATEGORY II FOUNDATIONS:SPREAD FOOTINGS TOP BARS OTHER pLL BARS TOP BARS OTHER pLL BARS SEISMIC IMPORTANCE FACTOR I 1.0 BARS BARS 4x AND SMALLER BEAMS AND DO -FIR #2 850 - (E) SOILS REPORT: REPORT NO: 18-0408 #3 19 15 8 24 19 12 STRINGERS BASIC MSEISM C FORCGN E-RESISTING-SYSTEM D PREPARED BY: GEOTEST ALL POSTS AND TIMBERS DOUG-FIR #1 1200 1000 BASIC SEISMIC FORCE-RESISTING-SYSTEM WOOD SHEAR WALLS DATED: MAY 17,2019 #4 25 19 10 33 25 15 RESPONSE MODIFICATION FACTOR,(R) 1.5 REFER TO PLAN NOTES,SCHEDULES,AND DETAILS FOR MORE SPECIFIC LUMBER SIZE AND GRADE REQUIREMENTS. REDUNDANCY FACTOR(p) 1.0 #5 31 24 12 41 31 19 ALLOWABLE SOIL PRESSURE: 2000 PSF ALL LUMBER IN CONTACT WITH CONCRETE,MASONRY,OR WITHIN 8"OF SOIL SHALL BE PRESSURE-TREATED. F SEISMIC RESPONSE COEFFICIENT(Cs) 0.118 #6 37 29 15 49 37 23 F W=TOTAL SEISMIC DEAD LOAD AS DEFINED PER ASCE 7-10 SECTION 12.7.2. LATERAL EARTH PRESSURE: #7 54 42 17 71 54 27 NAILS,BOLTS,AND METAL CONNECTORS FOR WOOD Z UNRESTRAINED: 35 PCF+ANY APPLICABLE SURCHARGE O o0 RESTRAINED: 55 PCF+ANY APPLICABLE SURCHARGE #8 62 48 19 81 62 30 ALL NAILS SHALL CONFORM TO THE STANDARDS SET FORTH BY THE NATIONAL DESIGN STANDARDS INDS)FOR F BASE SHEAR(V),V=CsW= Sos W a 'n � PASSIVE: 300 PCF WOOD CONSTRUCTION,LATEST EDITION.NAILING NOT SPECIFIED SHALL BE PER IBC TABLE 2304.9.1 NAILING - � COEFFICIENT OF FRICTION: 0.35 NOTE: SCHEDULE.ALL NAILS CALLED OUT ON PLANS SHALL BE COMMON NAILS UNLESS NOTED OTHERWISE AND SHALL WIND LOADS: 1. ALL LENGTHS ARE IN INCHES. MEET OR EXCEED THE FOLLOWING MINIMUM GUIDELINES: FOUNDATIONS SHALL BEAR ON NATIVE SITE SOILS OR STRUCTURAL FILL,PREPARED AND COMPACTED AS 2.ALL LAP SPLICES ARE CLASS B. BASIC WIND SPEED(3 SECOND GUST) 110 MPH REQUIRED BY THE GEOTECHNICAL REPORT AND AT LEAST I8"BELOW ADJACENT EXTERIOR GRADE.ANY 3.'TOP BARS"ARE HORIZONTAL REINFORCEMENT PLACED SUCH THAT MORE THAN 12 INCHES OF NAIL SHANK MIN LENGTH p a EXPOSURE B FOUNDATION ELEVATIONS SHOWN IN THE DRAWINGS REPRESENT MINIMUM DEPTHS AND ARE FOR BIDDING CONCRETE IS CAST IN THE MEMBER BELOW THE BAR. 8d COMMON 0.1310 2 1/2"SHANK KZ 1.0 ONLY.ACTUAL FOUNDATION ELEVATIONS ARE SUBJECT TO SITE CONDITIONS AND MUST THEREFORE BE rn 3"S 10d COMMON 0.1480 HANK ti ESTABLISHED BY THE CONTRACTOR. CONCRETE WALL REINFORCING SEE PLANS FOR ADDITIONAL DESIGN LOADS. 12d COMMON 0.1480 3 1/4"SHANK _ O1 IMPORTED STRUCTURAL FILL AND BACKFILL MATERIAL SHOULD CONSISTOF CLEAN,WELL GRADED GRANULAR PROVIDE THE FOLLOWING MINIMUM REINFORCING UNLESS NOTED OR DETAILED OTHERWISE(GRADE 60): 0 STATEMENT OF SPECIAL INSPECTIONS MATERIALFREE OF DEBRIS OR ORGANICS AS SPECIFIED IN THE GEOTECHNICAL REPORT. 16d COMMON 0.1620 31/2"SHANK o THICKNESS REINFORCING PLACEMENT lOd BOX NAILS MAY BE SUBSTITUTED FOR Sd COMMON NAILS WITH NO CHANGE IN NAIL SPACING.FRAMING Y SUBMIT WRITTEN STATEMENT OF RESPONSIBILITY TO THE BUILDING OFFICIAL AND OWNER PRIOR TO DRAINAGE. 6"WALLS #4 @ 13"OC EA WAY CENTERED MEMBERS MAY BE NAILED WITH 16d SINKERS(0.148"0 x 31/4"),BUT ONLY 16d COMMON NAILS SHALL BE USED SPECIAL INSPECTIONS ARE REQUIRED AS INDICATED IN THE FOLLOWING TABLE.THE CONTRACTOR SHALL BACKFILL BEHIND ALL RETAINING WALLS WITH WELL-DRAINING,GRANULAR FILL AND PROVIDE FOR SUBSURFACE Q COMMENCEMENT OF WORK IN ACCORDANCE WITH CHAPTER 1704.40E THE IBC. 8"WALLS #5 @ 15"OC EA WAY CENTERED WHERE 16d NAILS ARE INDICATED IN THIS DRAWING SET.ENGINEER MAY APPROVE OTHER NAILS IF NAIL LABELS 7 STRUCTURAL OBSERVATION OF THE STRUCTURAL SYSTEM BY THE ENGINEER IS NOT REQUIRED. EXCAVATIONS AND DRAINAGE INSTALLATION SHALL BE OBSERVED BY SOILS ENGINEER RETAINED BY THE ARE SUBMITTED TO ENGINEER PRIOR TO START OF CONSTRUCTION. OWNER.IF EXCAVATION SHOWS SOIL CONDITIONS TO BE OTHER THAN THOSE ASSUMED ABOVE NOTIFY THE 10"WALLS #4@16"OC EA WAY,EA FACE DESIGN: RMK FREQUENCY AND DISTRIBUTION OF REPORTS-INSPECTION REPORTS SHALL BE PROVIDED FOR EACH DAY ON STRUCTURAL ENGINEER FOR POSSIBLE FOUNDATION REDESIGN. ALL BOLTS IN WOOD MEMBERS SHALL CONFORM TO ASTM A307.PROVIDE WASHERS UNDER THE HEADS AND CONCRETE GENERAL NOTES NUTS OF ALL BOLTS AND LAG SCREWS BEARING ON WOOD.LEAD HOLES FOR LAG BOLTS SHALL BE BORED FOR DRAWN: J EG SITE R SPECIAL INSPECTOR.STRUCTURAL OBSERVATION REPORTS SHALL C PROVIDED AFTER EACH DEFERRED APPROVAL ITEMS THE SHANK AND THREADED PORTIONS PER NDS 11.1.3. OBSERVATION.REPORTS SHALL BE DISTRIBUTED TO THE CONTRACTOR,ARCHITECT,ENGINEER AND BUILDING CHECK: JGG OFFICIAL. SUBMITTAL DOCUMENTS FOR DEFERRED SUBMITTAL ITEMS SHALL BE SUBMITTED TO THE ARCHITECT AND VERTICAL BARS SHALL START FROM TOP OF FOOTING.HORIZONTAL BARS SHALL START A DISTANCE OF 1/2 THE CONNECTORS CALLED OUT BY LETTERS AND NUMBERS SHALL BE"STRONG-TIE"BV SIMPSON COMPANY, NORMAL BAR SPACING FROM TOP OF FOOTING AND TOP OF FRAMED SLABS.IN ADDITION,THERE SHALL BE A CATALOG TO BE THE LATEST EDITION,OR ENGINEER APPROVED EQUAL.CONNECTORS SHALL BE INSTALLED IN ENGINEER REVIEWED WHO SHALL REVIEWHAVE THEM ANDFOUND INDICATE IN GENERAL CONFORMANCE SUBMITTAL DOCUMENTS HORIZONTAL BAR AT A MAXIMUM OF 3"FROM TOP OF WALL AND BOTTOM OF FRAMED SLABS. JOB NO: 18386.10 SPECIAL INSPECTION HAVE BEEN REVIEWED AND THAT THEM HAVE BEEN FOUND TO BE E I GENERAL CONFORMANCE WITH THE DESIGN ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS AND WITH THE NUMBER AND SIZE OF OF THE BUILDING.THE DEFERRED SUBMITTAL ITEMS SHALL NOT BE IN STALLED UNTIL THEIR DESIGN AND FASTENERS AS SPECIFIED BY THE MANUFACTURER.WHERE CONNECTOR STRAPS CONNECT TWO MEMBERS, DATE: 08�09�19 SUBMITTAL DOCUMENTS HAVE BEEN APPROVED BY THE BUILDING OFFICIAL. PROVIDE CORNER BARS TO MATCH THE HORIZONTAL REINFORCING WITH TENSION LAP SPLICE AT EACH SIDE PER OPERATION CONT PERIODIC REMARKS TABLE,OR BEND ONE SIDE OVER TO PROVIDE TENSION LAP. PLACE ONE-HALF OF THE NAILS,SCREWS,OR BOLTS IN EACH MEMBER. SOILS 1.PREMANUFACTURED WOOD TRUSSES INSTALL SOLID BLOCKING AT ALL BEARING POINTS.ALL SHIMS SHALL BE SEASONED,DRIED,AND THE SAME 2.HANDRAILS AND GUARDRAILS PROVIDE CONTRALOR CONSTRUCTION JOINTS IN SLABS ON GRADETO BREAK UP SLAB INTO RECTANGULAR AREAS EXCAVATION&FILL&COMPACTION&DRAINAGE X GEOTECH ENGINEER OF NOT MORE THAN 400 SQUARE FEET EACH.AREAS TO BE AS SQUARE AS PRACTICALAND HAVE NO ACUTE GRADE(MINIMUM)AS MEMBERS CONNECTED. 3.PREMANUFACTURED BOLT-ON DECKS CONCRETE ANGLES.JOINT LOCATIONS TO BE APPROVED BY THE ARCHITECT. CONCRETE GALVANIZATION REINFORCING PLACEMENT X ALL CONSTRUCTION JOINTS SHALL BE THOROUGHLY CLEANED AND PROPERLY PREPARED IMMEDIATELY PRIOR TO ANCHOR BOLTS X ALLCONCRETE SHALL BE MIXED,PROPORTIONED,CONVEYED,AND PLACED IN ACCORDANCE WITH SECTION POURING OF CONCRETE.DOWEL STEEL SHALL BETHE SAME SIZE AND SPACING AS MAIN REINFORCING DETAILED UNLESS NOTED OTHERWISE,STEELCONNECTORS IN CONTACT WITH TREATED WOOD SHALL BE GALVANIZED Y CHAPTER 5 OF ACI 318 AND THE AMERICAN CONCRETE INSTITUTE'S SPECIFICATIONS FOR STRUCTURAL BEYOND JOINT. ACCORDING TO THE FOLLOWING TABLE: HOLDOWN PLACEMENT X CONCRETE FOR BUILDINGS(ACI 301). UNTREATED ACQ-C CBA-A OTHER OTHER PT CONCRETE TESTSPECIMENS X BARS PARTIALLY EMBEDDED IN HARDENED CONCRETE SHALL NOT BE FIELD BENT UNLESS SO DETAILED OR GALVANIZATION WOOD CCA-C SBX ACQ-D CA-B BORATE ACZA WOOD LLJ ALL CONCRETE SHALL BE STONE-AGGREGATE CONCRETE HAVING A UNIT WEIGHT OF APPROXIMATELY 150 APPROVED BY THE STRUCTURAL ENGINEER. Z CONCRETE PLACEMENT X POUNDS PER CUBIC FOOT. G90 X X X SEE ARCHITECTURAL DRAWINGS FOR ALL GROOVES,NOTCHES,CHAMFERS,FEATURE STRIPS,COLOR,TEXTURE AND ADHESIVE ANCHORS X IF USED CONCRETE STRENGTHS AT 28 DAYS(fc)AND MIX CRITERIA SHALL BE AS FOLLOWS: OTHER FINISH DETAILS AT ALL EXPOSED CONCRETE SURFACES.PROVIDE 3/4"CHAMFER AT ALL CORNERS EXCEPT AS G185 X X X X X X W EXPANSION ANCHORS X IF USED NOTED. HDG X X X X X X MAXIMUM MIN CEMENT MAXIMUM Q STRUCTURALSTEEL TYPE OF CONSTRUCTION f'c WATER/CEMENT CONTENT PER CUBIC STRUCTURAL STEEL STT300 X X X X X X X X SHRINKAGE STRAIN FABRICATION&ERECTION X RATIO YARD G90=0.90 OZ.OF ZINC PER SQUARE FOOT OF AREA = STRUCTURAL STEEL DESIGN,FABRICATION AND ERECTION SHALL BE IN ACCORDANCE WITH THE AISC HIGH STRENGTH BOLTING X SLAB ON GRADE 3000 PSI 0.55 51/2 SACK N/A "SPECIFICATION FOR THE DESIGN,FABRICATION,AND ERECTION OF STRUCTURAL STEEL FOR BUILDINGS",LATEST G185=1.85 OZ.OF ZINC PER SQUARE FOOT OF AREA N EDITION. HOG=HOT DIP GALVANIZED SHOP&FIELD WELDING FOOTINGS 4000 PSI 0.50 51/2 SACK N/A SST300=TYPE 316L STAINLESS STEEL (� M w SINGLE PASS FILLET WELDS<5/16" X WALLS 4000 PSI 0.48 51/2 SACK N/A SHAPES SHALL CONFORM TO ASTM A992,Fy=50 KSI. RATED SHEATHING N N 0 WOOD FRAME THE MINIMUM AMOUNT OF CEMENT LISTED ABOVE MAY BE CHANGED IF A CONCRETE PERFORMANCE MIX IS PLATES,ANGLES,AND RODS SHALL CONFORM TO ASTM A36,Fy=36 KSI. RATED SHEATHING SHALL BE GRADE C-DINT-APA WITH EXTERIOR GLUE OR OSB SHEATHING WITH EXTERIOR 00Z SHEARWALL&DIAPHRAGM NAILING X SPACING s4'OC SUBMITTED TO THE ENGINEER AND THE BUILDING DEPARTMENT FOR APPROVAL TWO WEEKS PRIOR TO PLACING STRUCTURAL TUBING SHALL CONFORM TO ASTM ASOO GRADE B,Fy=46 KSI. GLUE IN CONFORMANCE WITH IBC STANDARD 2303.1.4. Y (W ANY CONCRETE.THE PERFORMANCE MIX SHALL INCLUDE THE AMOUNTS OF CEMENT,FINE AND COARSE STRAP NAILING X AGGREGATE,WATER,AND ADMIXTURES AS WELL AS THE WATER-CEMENT RATIO,SLUMP,CONCRETE YIELD,AND TIMBERSTRAND,MICROLLAM,AND PARALLAM MEMBERS STEEL PIPE SHALL CONFORM TO ASTM A53 GRADE B,Fy=35 KSI. J NOTE: SUBSTANTIATING STRENGTH DATA IN ACCORDANCE WITH CHAPTER S OF ACI 318. Q � Q ALL ITEMS MARKED WITH AN"X"SHALL BE INSPECTED IN ACCORDANCE WITH IBC CHAPTER 17.SPECIAL FABRICATED IN CONFORMANCE WITH THE INTERNATIONAL CODE COUNCIL EVALUATION SERVICE(ICC-ES) 0- W Q INSPECTION SHALL BE PERFORMED BVA QUALIFIED TESTING AGENCY DESIGNATED BY THE OWNER.THE ALL CONCRETE EXPOSED TO WEATHER OR TO FREEZING TEMPERATURES SHALL BE AIR-ENTRAINED IN BOLTS CONNECTING STEEL MEMBERS SHALL CONFORM TO ASTM A325-N.BOLTS SHALL BE 3/4"O MINIMUM, REPORT NO.ESR-13870R CCMC REPORT NO.12627-R,08675-R,AND 11161-R.EACH MEMBER SHALL BE ACCORDANCE WITH ACI 318 TABLE 4.2.1 FOR MODERATE EXPOSURE CONDITION. END ANCHOR BOLTS SHALL CONFORM TO ASTM A307. IDENTIFIED BY A STAMP INDICATING THE PRODUCT TYPE AND GRADE,ICC-ES OR CCMC REPORT NUMBER, L>_I ARCHITECT,STRUCTURAL ENGINEER,AND BUILDING OFFICIAL SHALL BE FURNISHED WITH COPIES OF ALL J D RESULTS.ATTENTION OF TO MEET THE PROJECT SPECIFICATIONS SHALL BE IMMEDIATELY BROUGHT REINFORCING STEEL CONTRACTOR SHALL PROVIDE CONNECTION ADJUSTMENT TOLERANCES TO SATISFY THE REQUIREMENTS OF AISC MANUFACTURER'S ME BERSNAM SHALL ANT THE FOLLOWAND ING PENDENT MINIMUM NSPECTION LOGO.FABRICATOR SHALL Q Z TO THE ATTENTION OF THE DESIGN TEAM. MANUAL OF STEEL CONSTRUCTION. BE CERTIFIED.MEMBERS SHALL MEET THE FOLLOWING MINIMUM STANDARDS: Z N 0 REINFORCING STEEL SHALL BE DEFORMED BILLET STEEL CONFORMING TO ASTM A615,AND SHALL BE GRADE 60 SIZE CLASSIFICATION SPECIES GRADE Fb(PSI) FV(PSI Fc(PSI) Z (Fy=60,000 PSI),UNLESS NOTED OTHERWISE.GRADE 60 REINFORCING BARS INDICATED ON DRAWINGS TO BE UNLESS SPECIFIED AS STAINLESS STEEL,ALL STEEL MEMBERS,SHAPES,BOLTS,AND ACCESSORIES EXPOSED TO BEAMS&POSTS(d<91/2") LSL 1.3E 1,700 425 1,835 z WELDED SHALL CONFORM TO ASTM A706.REINFORCING COMPLYING WITH ASTM A615 MAY BE WELDED IF WEATHER SHALL BE HOT DIP GALVANIZED. Z MATERIAL PROPERTY REPORTS INDICATING CONFORMANCE WITH WELDING PROCEDURES SPECIFIED IN AWS D3.4 ARE SUBMITTED. NON-SHRINK GROUT RIMS&BEAMS(d>_91/2") LSL 1.55E 2,325 310 - Z N J m BEAMS&POSTS WE 2.OE 2,600 285 2,510 L'i ll`� w WELDED WIRE FABRIC SHALL CONFORM TO ASTM A185.PROVIDE WELDED WIRE FABRIC IN SHEETS NOT ROLLS. NON-SHRINK GROUT SHALL BE CEMENT-BA5ED WITH A MINIMUM COMPRESSIVE STRENGTH OF 5000 PSI WHEN U Q N LAP WELDED WIRE FABRIC 12"AT SIDES AND ENDS. TESTED IN ACCORDANCE WITH ASTM C-109.GROUT SHALL BE MIXED AND PLACED IN STRICT ACCORDANCE WITH POSTS(d<9 1/2") PSL 1.8E 2,400 190 2,500 THE MANUFACTURER'S RECOMMENDATIONS. BEAMS(d>_91/2") PSL 2.2E 2,900 290 - REINFORCING STEEL SHALL BE DETAILED INCLUDING HOOKS AND BENDS IN ACCORDANCE WITH SP-66 AND ACI SHEET: 318R,LATEST EDITIONS.UNLESS OTHERWISE NOTED,REINFORCING SPLICE LENGTHS AND DEVELOPMENT TIMBERSTRAND,MICROLLAM,AND UNTREATED PARALLAM MEMBERS ARE INTENDED FOR DRY-USE LENGTHS SHALL BE PER SCHEDULE. APPLICATIONS.UNLESS NOTED OTHERWISE,ENGINEERED WOOD BEAMS EXPOSED TO WEATHER SHALL BE TREATED PER MANUFACTURES RECOMMENDATIONS. REINFORCING SHALL BE PLACED AND ADEQUATELY SUPPORTED PRIOR TO PLACING CONCRETE.WET-SETTING EMBEDDED ITEMS 15 NOT ALLOWED WITHOUT PRIOR ENGINEER APPROVAL.BARS PARTIALLY EMBEDDED IN HARDENED CONCRETE SHALL NOT BE FIELD BENT UNLESS SO DETAILED OR APPROVED BY THE STRUCTURAL ^♦.�- ENGINEER.REFER TO CHAPTER 7 OF ACI 318 FOR OTHER REINFORCING STEEL REQUIREMENTS. `V I STRUCTURAL NOTES C (THESE NOTES ARE TYPICAL UNLESS NOTED OR DETAILED OTHERWISE ON DRAWINGS) ENGINEERING GLUE-LAMINATED TIMBER GENERAL 250 4TH AVE. S., SUITE 200 GLUE-LAMINATED TIMBER SHALL BE DOUGLAS FIR,FABRICATED IN CONFORMANCE WITH ANSI/AITC STANDARD STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH ARCHITECTURAL,CIVIL,ELECTRICAL,AND LEGEND EDMONDS, WASHINGTON 98020 A 90.1,LATEST EDITION.EACH MEMBER SHALL BEAR AN AITC IDENTIFICATION MARK AND SHALL BE MECHANICAL DRAWINGS FOR BIDDING AND CONSTRUCTION.CONTRACTOR SHALL VERI FY ALL DIMENSIONS AND PHONE (425) 778-8500 DEFINITION SYMBOL DEFINITION SYMBOL FAX (425) 778-5536 ACCOMPANIED BY AN AITC CERTIFICATE OF CONFORMANCE.FABRICATOR SHALL BE CERTIFIED.MEMBERS SHALL CONDITIONS FOR COMPATIBILITY BEFORE PROCEEDING.ANY DISCREPANCIES SHALL BE BROUGHT TO THE BE OF THE FOLLOWING MINIMUM STANDARDS: ATTENTION OF THE ARCHITECT BEFORE PROCEEDING. DIRECTION OF NATIVE SOIL SPAN COMBINATION Fb FRAMING — — CONTRACTOR TOSEEARCHITECTURAL,CIVIL,ELECTRICAL AND MECHANICAL DRAWINGS FOR SIZE AND LOCATION EXTENT OF SIMPLE SPAN BEAMS 24F-V4 2400 PSI OF PIPE,VENT,DUCT AND OTHER OPENINGS AND DETAILS NOT SHOWN ON THESE DRAWINGS. FRAMING GRANULAR FILL CANTILEVER OR MULTI-SPAN BEAMS 24F-V8 2400 PSI CONTRACTOR SHALL BE RESPONSIBLE FOR ERECTION STABILITY AND TEMPORARY SHORING AS NECESSARY UNTIL COLUMNS STRUCTURAL STEEL GIVY Cp WOOD I-JOISTS PERMANENT SUPPORT AND STIFFENING ARE INSTALLED. of WAS "9S G�� CONTRACTOR-INITIATED CHANGES SHALL BE SUBMITTED IN WRITING TO THE ARCHITECT AND STRUCTURAL COLUMN BEARING RATED SHEATHING ',1yu WOOD I-JOISTS,MANUFACTURED BY THE TRUS JOIST CORPORATION SHALL BE SIZED AND DETAILED TO FIT THE ENGINEER FORAPPROVAL PRIOR TO FABRICATION OR CONSTRUCTION.CHANGES SHOWN ON SHOP DRAWINGS ON BEAM DIMENSIONS AND LOADS INDICATED ON THE PLANS.ALL DESIGN SHALL BE IN ACCORDANCE WITH THE ONLY WILL NOT SATISFY THIS REQUIREMENT. le ALLOWABLE VALUES AND SECTION PROPERTIES ASSIGNED BY THE BUILDING CODE. BEAM CONTINUOUS SHEAR WALL SWX znss DRAWINGS INDICATE GENERAL AND TYPICAL DETAILS OF CONSTRUCTION.WHERE CONDITIONS ARE NOT OVERSUPPORT (SEE SCHEDULE) PROVIDE TEMPORARY BRACING UNTIL SHEATHING AND PERMANENT BRACING IS INSTALLED.MANUFACTURER SPECIFICALLY INDICATED BUT ARE OF A SIMILAR CHARACTER TO DETAILS SHOWN,SIMILAR DETAILS OF `rrONAL SHALL PROVIDE ALL SPECIALTY ITEMS REQUIRED FOR A COMPLETE INSTALLATION OF JOISTS.INSTALL PER CONSTRUCTION SHALL BE USED,SUBJECTTO REVIEW AND APPROVAL BY THE ARCHITECT AND THE STRUCTURAL CONCRETE WALL COLUMN MARK MAN UFACTU RER'S RECOMMENDATIONS. ENGINEER. (SEE SCHEDULE) 03/09/19 BEARING STUD FOOTING MARK O ALL TRUSS JOISTS ARE TO BE CONNECTED TO FLUSH BEAMS WITH SIMPSON TYPE ITS,IUS OR LBV HANGERS, WALL (SEE SCHEDULE) PROVIDE WEB STIFFENERS AS REQUIRED. NON-BEARING HOLDOWN MARK PRE-MANUFACTURED WOOD TRUSSES STUD WALL (SEE SCHEDULE) WOOD TRUSSES SHALL BE SIZED AND DETAILED TO FIT DIMENSIONS AND LOADS INDICATED ON THE PLANS.ALL BEARING STUD ii-( HANGER MARK O DESIGN SHALL BE IN ACCORDANCE WITH THE ALLOWABLE VALUES AND SECTION PROPERTIES ASSIGNED BYTHE SHEAR WALL (SEE SCHEDULE) BUILDING CODE.SUBMIT SHOP DRAWINGS FOR ENGINEER REVIEW PRIOR TO FABRICATION.CALCULATIONS AND NON-BEARING FLAG NOTE SHOP DRAWINGS SHALL BE SIGNED BY A PROFESSIONAL ENGINEER REGISTERED IN THE SAME STATE AS THE STUD SHEAR WALL )--�-�L/� (SEE PLAN NOTES) PROJECT.TRUSS DESIGN AND SHOP DRAWINGS SHALL BE IN CONFORMANCE WITH IBC 2303.4 CMU WALL STEEL MOMENT PROVIDE TEMPORARY BRACING UNTIL SHEATHING AND PERMANENT BRACING IS INSTALLED.MANUFACTURER FRAME CONN. Q SHALL PROVIDE ALL SPECIALTY ITEMS REQUIRED FOR A COMPLETE INSTALLATION OF JOISTS.INSTALL PER MANUFACTURER'S RECOMMENDATIONS. ABBREVIATIONS Z FOR TOP CHORD DESIGN LIVE LOADS,REFER TO THE DESIGN LOAD SECTION.IN ADDITION TO ROOF LOADING O_ j LISTED IN THE DESIGN LOAD SECTION,ROOF TRUSSES SHALL BE DESIGNED FOR A BOTTOM CHORD LIVE LOAD OF (A) ABOVE GLB GLUE-LAMINATED BEAM yL 10 PSF.TOP AND BOTTOM CHORD LIVE LOAD DO NOT NEED TO BE DESIGNED FOR SIMULTANEOUSLY. tL AB ANCHOR BOLT HORIZ HORIZONTAL U F- IN ADDITION TO THEIR SELF WEIGHT,ROOF TRUSSES SHALL BE DESIGNED FOR A TOP CHORD DEAD LOAD OF 13 ALT ALTERNATE KP KING POST w w PSF AND A BOTTOM CHORD DEAD LOAD OF 30 PSF ACTING SIMULTANEOUSLY.SEE ARCHITECTURAL AND MECHANICAL DRAWINGS FOR LOADS AND OPENINGS NOT SHOWN ON THE STRUCTURAL DRAWINGS. ARCH ARCHITECT KSI KIPS PER SQUARE INCH a DEFLECTIONS SHALL NOT EXCEED L/360 FOR LIVE LOADS,OR L/240 FOR TOTAL LOADS. (B) BELOW L ANGLE Ol METAL 0, TYPICAL FRAMING NOTES BD BAR DIAMETER MECH MECHANICAL BLKG BLOCKING MF MOMENT FRAME Q O 1.BEARING WALL FRAMING O 00 BM BEAM MI METAL REFER TO STUD SCHEDULE ON FRAMING PLANS FOR BEARING WALL FRAMING. BOT BOTTOM NS NEAR SIDE y ALL COLUMNS NOT CALLED OUT OTHERWISE SHALL BE TWO STUDS. BRING BEARING OC ON CENTER Q 2.WALL BASE PLATE ON CONCRETE BTWN BETWEEN OPP OPPOSITE CIP COMPLETEJOINT PENETRATION PL PLATE DESIGN: RMK WALL PLATES BEARING ON CONCRETE SHALL BE PRESSURE-TREATED.FOR ALL EXTERIOR WALLS AND INTERIOR SHEAR WALLS,BOLT PLATES OR SILLSTO CONCRETE WITH 3/4 INCH DIAMETERANCHOR BOLTS WITH 7INCH CUR CLEAR PLCS PLACES DRAWN: JEG MINIMUM EMBEDMENT.REFER TO SHEAR WALL SCHEDULE,AND PLACE AT 5'-0"OC MAXIMUM UNO.SILL CMU CONCRETE MASONRY UNIT PSI POUNDS PER SQUARE INCH PLATES FOR INTERIOR NON-SHEAR WALLS SHALL BE BOLTED USING 1/2 INCH ANCHOR BOLTS @ 6'-0"OC WITH 7 CHECK: JGG INCH EMBEDMENT.AT ALL SILL PLATE ANCHOR BOLTS,CONTRACTOR SHALL INSTALL 1/4"x 3"x 3"FLAT PLATE COL COLUMN PSF POUNDS PER SQUARE FOOT WASHERS.INTERIOR NON-SHEAR WALL SILL PLATES MAY BE ANCHORED PER THE BEARING WALL GUILDELINES CONC CONCRETE P/T POSTTENSIONED JOB NO: 18386.10 OR MAY USE 1/4"x 3"SIMPSON CSD SPLIT DRIVE ANCHORS @ 4'-0"OC WITH 1"ROUND FENDER WASHERS.USE DATE: 08/09/1 9 MINIMUM OF TWO ANCHOR BOLTS PER SILL AND PLACE ONE WITHIN 12 INCHES OF EITHER END TYPICAL UNLESS CONN CONNECTION PT PRESSURETREATED NOTED OTHERWISE. CONT CONTINUOUS REINF REINFORCING 3.ROOF AND FLOOR FRAMING COORD COORDINATE REQ'D REQUIRED PROVIDE 11/2"FULL DEPTH BLOCKING FOR JOISTS AND RAFTERS AT ALL SUPPORTS AND AT 8'-0"OC MAXIMUM DEL DOUBLE SCHED SCHEDULE UNO.INTERMEDIATE 8'-0"OC BLOCKING NOT REQ'D IF GWB CEILING 15 INSTALLED DIRECTLYTO UNDERSIDE OF DET DETAIL SIM SIMILAR FRAMING.INSTALL DOUBLE JOISTS UNDER PARTITIONS EXTENDING ONE HALF OR MORE OF THE JOIST SPAN. DIA DIAMETER SOG SLAB ON GRADE PROVIDE TRUSS BLOCKING PANELS FOR ROOF TRUSSES AT SUPPORTS AND SHEAR WALLS,AND WHERE INDICATED ON PLANS AND DETAILS. DIM DIMENSION STD STANDARD 4.DIAPHRAGM NAILING DIR DIRECTION STIFF STIFFENER W ALL SHEAR WALLS,FLOOR AND ROOF DIAPHRAGM NAILINGS SHALL BE AS CALLED OUT ON SCHEDULES OR ON EA EACH STL STEEL Z THE PLANS.EXTERIOR WALLS NOT INDICATED AS SHEAR WALLS SHALL BE SHEATHED AND NAILED TO ELEV ELEVATION SYMM SYMMETRICAL W SUPPORTING FRAMING WITH 10d NAILS AT 6"OC AT ALL PANEL EDGES AND 12"OC AT ALL INTERMEDIATE ES EACH SIDE SW SHEARWALL SUPPORTS. EX EXISTING TOC TOP OF CONCRETE Q THE USE OF NAIL GUNS WILL BE APPROVED IF NAILING INTO THE DIAPHRAGMS CAN BE INSTALLED FLUSH WITH EXP EXPANSION TOS TOP OF STEEL FACE OF SHEATHING.NAIL PENETRATIONS GREATER THAN 1/16"ARE NOT ACCEPTABLE. FUR FLOOR TOW TOP OF WALL ,^ 5.ALLOWABLE STUD AND PLATE PENETRATIONS FDN FOUNDATION TYP TYPICAL V/ w CUTTING AND/OR NOTCHING OF WOOD STUDS OR PLATES SHALL NOT EXCEED 25%OF THE STU D/PLATE WIDTH FTG FOOTING UNO UNLESS NOTED OTHERWISE P� IN EXTERIOR AND BEARING WALLS AND SHALL NOT EXCEED 40%OF THE STUD/PLATE WIDTH IN ANY FS FAR SIDE VERT VERTICAL d�2 04 NON-BEARING PARTITIONS.BORED HOLE DIAMETER IS LIMITED TO 40%OF STUD/PLATE WIDTH IN ANY STUD "V (V O AND MAY BE 60%IN NONBEARING PARTITIONS OR IF STUD IS DOUBLED.MAINTAIN 5/8"MINIMUM EDGE GC GENERAL CONTRACTOR WF WIDE FLANGE 0 Z DISTANCE FROM HOLE EDGE. Y W (n <0- J Q w �' < a z :D z N o U � w o F- z Z Z N J W Il w U Q N SHEET: S1.2-J FOUNDATION PLAN NOTES: 1.SPREAD FOOTINGS SHALL BEAR A MIN OF V-6"BELOW ADJACENTGRADE ATTHE PERIMETER. 2.WHERE SLAB ON GRADE IS INDICATED,SLAB SHALL BE 4"THICK W/A4 @ 18"OC EACH WAY,CENTERED.SLAB ENGINES RING SHALL BE POURED OVER A 10 MIL VAPOR BARRIER OVER 6"OF 5/8"CRUSHED ROCK. 250 4TH AVE. S., SUITE 200 3.REFER TO SHEET S4.I FOR TYPICAL FOUNDATION DETAILS. EDMOND E(425)WASH 78- 98020 PHONE(425) 778-8500 4. ® INDICATES FOOTING TYPE,REFER TO FOOTING SCHEDULE ON SHEET S3.1 FOR SIZE&REINFORCEMENT. FAX (425) 778-5536 5.REFER TO"CONCRETE GENERAL NOTES"ON SHEET Sl.l FOR CONTROL JOINT PLACEMENT AND DETAIL 2/S4.1 FOR CONTROL JOINT CONSTRUCTION. 6.REFER TO FLOOR FRAMING PLANS AND SHEAR WALL&HOLD-DOWN SCHEDULES FOR LOCATION OF SHEAR WALL ANCHOR BOLTS AND HOLD-DOWN ANCHORS.ANCHORAGE AT NON-SHEAR WALLS SHALL BE PER STRUCTURAL G�EVY CJJaa NOTES. g WAsq�`7,1,� 7.PLACE ALL REINFORCEMENT PER THE STRUCTURAL NOTES AND FOUNDATION DETAILS. 7 S.CONTRACTOR SHALL VERIFY ALL DIMENSIONS,WALL LOCATIONS,SLAB SLOPES,AND CONCRETE ROUGH OPENINGS WITH ARCHITECTURAL,CIVIL,AND MEP DRAWINGSAND NOTIFY ALL PARTIES OF ANY DISCREPANCIES. mss .,� 9.CONTRACTOR SHALL PROVIDE FOOTING AND SLAB SUBSTRATE PREPARATION,WATERPROOFING,AND BACKFILL `rIONAL PER THE GEOTECHNICAL REPORT. 08109119 10.ALL BUILDING SYSTEMS THAT PENETRATE THE CONCRETE WORK INCLUDING BUT NOT LIMITED TO ARCH,MECH, ELECT,PLUMBING,&FIRE PROTECTION DUCTS,CONDUITS,EMBEDS,&SLEEVES SHALL BE INSTALLED PRIOR TO CONCRETE PLACEMENT. a z o d V1 TT 3 T T T T 8 9 T 11 Ww oa rn I I I I I I I I I a o z 00 u � 11 F3 54. F3 F3 F3 4. F3 F3 Y F3 - - < 9 9 6 - F1C 54.1 54.1 - 6 ❑� - DESIGN:LC RMK 4. 54.1 F1C r r F1C DRAWN: JEG CHECK: JGG r --- - j F1C I I SLAB ON GRADE j j I I II JOB NO: 18386.10 I I I FlC I PER STRUCTURAL I I F1C I I DATE: 08/09/19 I I I I . I I SLAB ON GRADE I 7 I I NOTES I I 4 I PER STRUCTURAL 54 6 I 4. F3 I I I I I NOTES I I TL 54. I I Or' ti I I r' ti I I I SLAB ON GRADE I I I I I I F3 PER STRUCTURAL F3 `t r q I I ti r F3 F3 ! I I F3 NOTES I I I I Or L, r I F3 I ? i I r I I H I yll I j l I `t r I I ti r F3 W I I I I I I I I I I I I I I Z FlC I I I I I - I I F1C I I I I I I I I I I I I I I I I W Q II i i 7 I I II FlC I I F1C 6 II 7 I I II 30 4. 6 I I 54. I S4. I I 54.1 F3 I 4.1 I I __ F3 I I '1 I I F3 �_____ r� C - _ -----� - - _ Q F1C -----I - 0,0 6 4. _____� F3 F1C 9 6 F3 _ I N ----J 9 _ ______-� F3 - 54.1- 4F -___ I F1C I - 6___J CL Q w Q Z _ __ Flt J O O L-----0 J a. W 0 A - - _ 6 11 L____ � O� J W s4. O s4. Q Z Q Z N 0 0 n Z n O- W O Z Z n �H H Z >7� 0 W I11 w U — Q L.� w 1 2 3 4 5 6 7 8 9 S2.1-J FOUNDATION PLAN © KEY PLAN 1 SCALE: 5'-0" 0 5'-0,. TYPICAL FLOOR FRAMING PLAN NOTES: 1. REFER TO SHEET S3.I FOR BEAM,COLUMN,JOIST,SHEAR WALL AND HOLDOWN SCHEDULES. 2.FLOOR SHEATHING SHALL BE 3/4"PLY OR 23/32"OSB WITH 10d COMMON NAILS SPACED AT 6"OC AT ALL ENGINEE RING DIAPHRAGM BOUNDARIES,PANEL EDGES AND SHEAR WALLS AND 12"OC AT INTERMEDIATE FRAMING.FOR 250 4TH AVE. S., SUITE 200 PLYWOOD LAYOUT AND NAILING REFER TO DETAIL 2/55.1. EDMONDS. WASHINGTON 98020 PHONE(425)778-8500 3.HEADERS AT EXTERIOR BEARING AND NON-BEARING WALLS SHALL BE 4x8 DF#2 UNO WHERE MAXIMUM SPAN= FAX(425)778-5536 6'-6" 4.DOOR HEADERS AT INTERIOR BEARING WALLS SHALL BE 4x6 DF#2 UNO MAXIMUM SPAN=4'-0". 5.COLUMNS AND BEARING WALLS SHOWN ON PLANS SHALL BE CONTINUED DOWN TO THE FOUNDATION UNLESS CARRIED BY BEAM BELOW. GVY Cp 6.ALL DIAPHRAGMS UNBLOCKED UNO.SEE NOTE 9. G.�$pF XAsg2"7S� 7.REFER F TO SHEET 55.1 THRU 55.3 FOR TYPICAL FLOOR FRAMING DETAILS. `' �pry�1 + o 8. jll INDICATES COLUMN BELOW AND BEAM SHALL BE CONTINUED OVER COLUMN,TYP. ool G _ L 5FS1' 1 9.ALL FLOOR DIAPHRAGMS SHALL BE UNBLOCKED EXCEPT WHERE(OR IF)NOTED ON THE SPECIFIC FLOOR PLANS. WHERE BLOCKING IS SPECIFICED,PLYWOOD PANEL EDGES SHALL BE BLOCKED WITH 2x4 DF FLAT.PANEL EDGE SjONAL NAILING AT BLOCKED DIAPHRAGM AREAS SHALL BE 10d @ 4"OC ALL PANEL EDGES. 08109119 10.FINISHED FLOOR ELEVATIONS PER ARCHITECT.CONTRACTOR TO VERIFY ALL ELEVATIONS PRIOR TO CONSTRUCTION. 11.ALL COLUMNS NOT OTHERWISE CALLED OUT SHALL BE Cl.SEE COLUMN SCHEDULE.PROVIDE SOLID BLOCKING IN JOIST SPACE BELOW ALL COLUMNS. TYPICAL HEADER SUPPORTS(LINO) FRAMING EXTERIOR INTERIOR INTERIOR LEVEL (RO>T-4") (RO5TA") (l)FULL HT (1)FULL HT (1)FULL HT Q ROOF (1)CRIPPLE +(1)CRIPPLE +(1)CRIPPLE (1)FULL HT (1)FULL HT (1)FULL HT z m 3RD m +(1)DRIPPLE +(1)CRIPPLE +(1)CRIPPLE d � 2ND Il)FULL HT (1)FULL HT (1)FULL HT TT 3 4 T T T 8 9 10 11 1(2)CRIPPLE +(2)CRIPPLE +(1)CRIPPLE u NOTES: wp d 1.THE COLUMNS LISTED IN THE TABLE ABOVE SHALL BE PLACED IMMEDIATELY BELOW THE"FRAMING LEVEL"INDICATED. 2.HEADER SUPPORTS SHALL HAVE THE SAME GRADE OF LUMBER AS THE WALL IN WHICH THEY ARE LOCATED. w 3.REFER TO TYPICAL ROOF PLAN NOTES FOR TYPICAL BEARING WALL HEADERS Q p NOT SPECIFICALLY CALLED OUT ON THE PLANS. pip 0 3 3 Y 4FJ1 - -ss.3TYPICAL FRAMING SCHEDULE- - - BEARING WALLS 2 FRAMING25. 2LEVEL INTERIOR DESIGN: RMK 5. S5. EXTERIOR INTERIOR 2x6 PARTY WALLS2 SW2 SW2 - - 2x4DRAWN: JEG 5W4 SW2 BTF11 a 8 W2 25W 8 2x6 DFSTUD 2x6 DF STUD 2x4 DF STUD 2x4 DF STUDSW W2 5W W2 ROOF CHECK@ 16"OC @ 16"OC @ 16"OC EA FACE @ 16"OCJOB NO: 18386.10 2x6 DFSTUD 2x6 DF STUD 2x4 DF STUD 2x4 DF STUD FJ3 FJl 3RD @ 16"OC @ 16"OC @ 16"OC EA FACE @ 16"OC DATE: 08/09/1 9 3 GA N 2x6 DF STUD 2x6 DF STUD 2x4 DF#1 2x4 DF STUD C3 3 I I G3 c3 2ND @ 16"OC @ 16"OC @ 16"OC EA FACE @ 16"OC b C3 3 NOTES: (.b 6 6 55.2 1.THE WALLS LISTED IN THETA LE ABOVE SHALL BE PLACED IMMEDIATELY S5.2 v FAFJ1 BELOW THE"FRAMING LEVEL"INDICATED. Z 1 L (`Q Lb (Q b 2.NON BEARING WALLS SHALL BE 2x4 OR 2x6 DF STUD GRADE AT 16"OC UNO. 55.2 C3 m 6+6 m C3 1 J a 7 f 10 6 6. S5. 55. S5. W V v3i G1 G3 Gti C1 v Z NIL SW6 D11 5 SW6D11 SW6 L'S FJl v Q 5 2x6 HF#2 0 = L 6' @24"OC `°I BM8 FJl FJl BM8 5• Im Q 3 3 3 FA ___- NIL ad N 04 B - - - - --- - --__ - - - - - W FJl -� -i FJl I ----BM8 L SW2 SW2 SW2 BM -- Y N 0) O 5. ----- DJ1 - - W SW2 SW2 SW -- BM4 L m B SS- (,6 W SW2 SW2 2 SW2 - - T- E� _ W -- - A c - J 2 55.2 Q Z ss. u Z N 0 Z � Z u O Lj Z O n Z N J w U H I 0 N 1 2 44 5 6 7 8 9 10 11 SHEET. S2.2-J SECOND FLOOR FRAMING PLAN © KEY PLAN 1 SCALE: 1/8"=1'4" in M 19 OEMNTS 5'4" 0 5.4. 10'-0" TYPICAL FLOOR FRAMING PLAN NOTES: 1.REFER TO SHEET S2.2 FOR TYPICAL FLOOR FRAMING PLAN NOTES. ENGINEERING THIS FLOOR FRAMING PLAN NOTES: 250 4TH AVE. S., SUITE 200 EDMONDS. WASHINGTON 98020 1. WALLS SHOWN ON THIS PLAN ARE WALLS BELOW THE FLOOR INDICATED. PHONE(425)778-8500 FAX(425)778-5536 2.HOLDOWNS SHOWN ON THIS PLAN SHALL BE PLACED AT THE BASE OF THE WALLS SHOWN. TYPICAL HEADER SUPPORTS(LINO) FRAMING EXTERIOR INTERIOR INTERIOR GVY C LEVEL (RO>YA") (RO 53'-4") V 0F WASB,�s� (1)FULL HT (1)FULL HT (1)FULL HT ROOF (1)CRIPPLE +(1)CRIPPLE +(1)CRIPPLE 7 1-pry- 3RD (1)FULL HT (1)FULL HT (1)FULL HT ool (1)CRIPPLE +(1)CRIPPLE +(1)CRIPPLE .,G„ 2L25�. 2ND 1 (1)FULL HT (1)FULL HT (1)FULL HT `rjOMAL +(2)CRIPPLE +(2)CRIPPLE +(1)CRIPPLE 08109119 NOTES: 1.THE COLUMNS LISTED IN THE TABLE ABOVE SHALL BE PLACED IMMEDIATELY BELOW THE"FRAMING LEVEL"INDICATED. 2.HEADER SUPPORTS SHALL HAVE THE SAME GRADE OF LUMBER AS THE WALL IN WHICH THEY ARE LOCATED. 3.REFER TO TYPICAL ROOF PLAN NOTES FOR TYPICAL BEARING WALL HEADERS NOT SPECIFICALLY CALLED OUT ON THE PLANS. TYPICAL FRAMING SCHEDULE FRAMING BEARING WALLS J LEVEL EXTERIOR INTERIOR 2x6 INTz 4IOR PARTY WALLS 2x6 DF STUD 2x6 DF STUD 2x4 DF STUD 2x4 DF STUD z ROOF @ 16,OC @ 16"OC @ 16"OC EA FACE @ 16"OC 17 � r 1 2 3 4 5 6 7 8 9 10 11 L2N 2x6 DF STUD 2x6 DF STUD 2x4 DF STUD 2x4 DF STUD C) 2 @ 16"OC @ 16"OC @ 16"OC EA FACE @ 16"OC w w 0d 2x6 DF STUD 2x6 DF STUD 2x4 DF#1 2x4 DF STUD @ 16"OC @ 16"OC @ 16"OC EA FACE @ 16"OC ti NOTES: 1.THE WALLS LISTED IN THE TABLE ABOVE SHALL BE PLACED IMMEDIATELY O W BELOW THE"FRAMING LEVEL"INDICATED. 00 2.NON BEARING WALLS SHALL BE 2x4 OR 2x6 DF STUD GRADE AT 16"OC LINO. Ss.3 c° f6 �6 ss.3 a FLAG NOTES: g 2 2 LLJS- 24x6 DF#2(UNO)EA END OF EACH BALCONY,TYP.CONNECT COLTOTOP&BOT PLATES W/A35 CLIPS EA DESIGN: RMK 5. 2 SW2 5W2 55. o — — — SIDE.COORDINATE LOCATION&ALL OTHER REQUIREMENTS W/BOLT-ON DECK MFR. W2 SW2 W2 s__ � PROVIDE 51/2"RIM ATALL BOLT-ON DECKS.REFER TO BOLT-ON MFR DRAWINGS FOR ADDITIONAL DRAWN: JEG SW W2 — — — 6 SW W2 — — BLOCKING AND STRAPPING REQUIREMENTS. CHECK: JGG JOB NO: 18386.10 FJl FJ3 FJ3 FJ3 DATE: 08/09/19 BOLT-ON DECK PER MFR 6 S5. pL 6 BOLT-ON DECK C9 m SB. G� PER MFR m FA CZ C2 FJl m CQ `b Z ti 3 3 Z Q 6 a J 1 10 LaJ 55.2 S. Gti C1 5. 1 S5. > FJ1 SW6•+ S W6 10 FA V ml o Im = Z �C 3 B 8 FJI FJI BMBS FA a FJl ad N 04 LL. SW3 5W3 3 SW3 I ___ La.l 3 --- 3 (n � I Im ml � — — EL W 3 —W3 W3 W ___ BM4 L JI I`---- __ W 3 3 SW3 SW 3 SW _ _ T— _ W O A 2 c 2 J W J I I _ 3 S5. S 2 Q Z LL jy'� J Z p O S.J u O- LLJ u ^ Z Z Z N J HI U Q H L� 8 9 10 11 SHEET. ` - - - - - � S2.3-J THIRD FLOOR FRAMING PLAN © KEY PLAN in M 19 OEMNTS 5.4, 0 5'-0., 10'-0" TYPICAL ROOF FRAMING PLAN NOTES: 1. WALLS SHOWN ON ROOF FRAMING PLAN ARE WALLS BELOW ROOF FRAMING. 2.BEAMS SHOWN ON ROOF FRAMING PLAN SHALL BE ABOVE DOUBLE TOP PLATE UNLESS USED AS A DOOR OR ENGINES RING WINDOW HEADER. 250 4TH AVE. S., SUITE 200 3.ROOF SHEATHING SHALL BE 1/2"PLY OR 7/16 OSB WITH 8d COMMON NAILS SPACED AT 6"OC AT ALL EDMOND GTON 020 DIAPHRAGM BOUNDARIES,PANEL EDGES,SHEAR WALLS,COLLECTOR TRUSSES,AND BLOCKING OR TRUSS PHONEE(425)425)778-8500 BLOCKING PANELS INDICATED ON PLANS.NAILING AT INTERMEDIATE FRAMING SHALL BE Ed COMMON NAILS @ FAX(425)778-5536 12"OC.REFER TO DETAIL 2/S5.1 FOR SHEATHING LAYOUT AND NAILING. 4.HEADERS AT EXTERIOR BEARING AND NON-BEARING WALLS SHALL BE 4x8 DF#2 UNO WHERE MAXIMUM SPAN= 6'-6" 5.DOOR HEADERS AT INTERIOR BEARING WALLS SHALL BE 46 DF#2 UNO MAXIMUM SPAN=4--0". C,tlEVY Cyr. G, of WAS sC� 6.REFER TO DETAIL 3/S5.1 FOR CONSTRUCTION OF MULTIPLE STUD COLUMNS. 7. All' INDICATES COLUMN BELOW AND BEAM SHALL BE CONTINUED OVER COLUMN,11. ool 8.ALL DIAPHRAGMS UNBLOCKED UNO. 2 25 9. HATCHED AREAS INDICATE ROOF OVER-FRAM ING APPLIED ABOVE PLYWOOD SHEATHING.REFER TO 3'SrONAL D* ARCH DRAWINGS FOR FULL EXTENT OF CRICKETS. OBI 09119 10.COLUMNS AND BEARING WALLS SHOWN ON PLAN SHALL BE CONTINUED DOWN TO THE FOUNDATION UNLESS CARRIED BY A BEAM BELOW. 11.ROOF TRUSSES SHALL BE PRE-ENGINEERED BY OTHERS AND SPACED AT 24"OC,TYP. 12.ATTACH ALL ROOF TRUSSES TO SUPPORTS WITH SIMPSON H2.5A HURRICANE TIES.TRUSSES SHALL HAVE A MIN OF(2)HURRICANE TIES,ONE AT EACH END 13.ALIGN(2)STUDS MIN BELOW ENDS OF GIRDER TRUSSES UNO ON PLANS. 14.TRUSSES MARKED"DRAG TRUSS"SHALL BE DESIGNED FOR A SERVICE LEVEL SEISMIC LOAD OF 310 PLF. 15.ROOF TRUSSES SHALL BE DESIGNED FOR CONCENTRATED LOADS WHERE MEP SYSTEMS SUCH AS AIR HANDLER FJF OR CONDENSER UNITS ARE SHOWN ON MEP PLANS.VERIFY SIZE,WEIGHT,AND LOCATION OF UNITS W/MEP F DRAWINGS. Z co co 16.ALL COLUMNS NOT OTHERWISE CALLED OUT SHALL BE Cl.SEE COLUMN SCHEDULE. F_ j a � F- TT 3 4 T T T 8 9 I 11 TYPICAL HEADER SUPPORTS(LINO) w w 0 d FRAMING EXTERIOR INTERIOR INTERIOR LEVEL (RO.X-4") (RO 53'4") ti ROOF a,(1)FULL HT (1)FULL HT (1)FULL HT (1)CRIPPLE +(1)CRIPPLE +(1)CRIPPLE o O 3RD (1)FULL HT (1)FULL HT (1)FULL HT W 0 +(1)CRIPPLE +(1)CRIPPLE (1)CRIPPLE Y L0 b L0 (1)FULL HT (1)FULL HT (1)FULL HT Ir TML - L6 L6 2 L6 `6 2ND 1(2)CRIPPLE 1(1)CRIPPLE +(1)CRIPPLE < F 2 56.1 NOTES: - 6 R11 m RJ1 m S6. 6 1.THE COIL MNSLISTED IN THE TABLE ABOVE SHALL BE PLACED IMMEDIATELY DESIGN: RMK E 9 _ SW S 6 SW6 _ _2 _ BELOWTHE"FRAMING LEVEL"INDICATED. 6. SW6 SW6 BM2 BM2 SW6 SW6 I 2.HEADER SUPPORTS SHALL HAVE THE SAME GRADE OF LUMBER AS THE WALL IN DRAWN: JEG SW611 4e B 2 I W6 SW BM2 WG WHICH THEY ARE LOCATED. CHECK: JGG 3.REFER TO TYPICAL ROOF PLAN NOTES FOR TYPICAL BEARING WALL HEADERS N3NOT SPECIFICALLY CALLED OUT ON THE PLANS. JOB NO: 18386.10 6SIM 4 2 RJl 6 DATE: OS/09/19 7. 7L7 TRUSSES 56'2 S6. TRUSSES TRUSSES BOLT-PERMFR 3 sIM a TRUSSES 8 q 3 TYPICAL FRAMING SCHEDULE 5I,2 3 6. 56. BOLT-ON DECK FRAMING BEARING WALLS RJl R11 PER MFR LEVEL INTERIOR 5 6 5 EXTERIOR INTERIOR 2x6 2x4 PARTY WALLS S6. S6. T 3 -�11 3 2x6 DF STUD 2x6 DF STUD 2x4 DF STUD 2x4 DF STUD Lb Lb Cp ROOF @ 16,OC @ 16"OC @ 16"OC EA FACE @ 16"OC 2x6 DF STUD 2x6 DF STUD 2x4 DF STUD 2x4 DF STUD 3RD @ 16"OC @ 16"OC @ 16"OC EA FACE @ 16"OC Ld 3 � Z 2ND 3 2x6 DF STUD 2x6 DF STUD 2x4 DF#1 2x4 DF STUD 2 7 56. 6. 7 @ 16"OC @ 16"OC @ 16"OC EA FACE @ 16"OC LLI 56. 6.1 SW6 S SW6 NOTES: a 1.THE WALLS LISTED IN THE TABLE ABOVE SHALL BE PLACED IMMEDIATELY BELOW THE"FRAMING LEVEL"INDICATED. = Z 3 56. 3 2.NON BEARING WALLS SHALL BE 2x4 OR 2x6 DF STUD GRADE AT 16"OC UNO. - FLAG NOTES: M ^ G 2 L L tA- , 0 56. 4x6 OF#2(LINO)EA END OF EACH BALCONY,TVP.CONNECT COL TO TOP&BOT PLATES W/A35 CLIPS EA o� N _ _ _ _ _ _ _ SIDE.COORDINATE LOCAION&ALL OTHER REQUIREMENTS W/BOLT-ON DECK MFR. '^ 6 SW6 W Y N 0 Z 6 _ �\ 6.1 1 6. <> 0 Q BM13 _ �6'_ BM13 SW6 W _ _ O 9 W SW6 1 [ '�\ \ J Q sZ 6.1 6' 6. S6. Z F_ O LL_ n L,5 TO W Z �H Z N J(�'^'''''''�- .. L,11-PD H U ^ Q fl� c 1 2 44 5 6 7 8 9 10 11 1 FT SHEET: S2.4-J ROOF FRAMING PLAN © KEY PLAN NTS 5'-0" 0 5'-0., 10'-0' C 4�M ENGINEERING SHEAR WALL SCHEDULE (DF) BEAM SCHEDULE 250 4TH AVE. S., SUITE 200 SILL PLATE MARK BEAM REMARKS HANGER AS REQ'D EDMOND E (425)WASH GTON 0 020 MIN.FRAMING AT SHEAR WALL RIM JOIST OR SILL PLATE ANCHOR SHEAR PHONE (425) 778-8500 TYPE APA RATED ADJOINING PANEL NAILING BLOCK CONN TO NAILING TO BOLT TO SLAB OR FOUNDATION CAPACITY FAX 425 778-5536 SHEATHING RIM/BLKG. SILL PLATE SIZE BM3 4x6 OF#2 - HU46 MAX ( ) EDGES IS NOTE 5) AT PANEL EDGES TOP PLATE BELOW FOUNDATION (PLF) BM2 48 OF#2 - HU48 MAX SW6 15/32" 2x STUD 0.148"0 x 2 1/4" LTP4 OR A35 0.131"0 x 3 1/4" 3/4"0 AB ONE SIDE AND BLKG @ 6"OC @ 24"OC @ 5"OC @ 5'-0"OC 2x 310 BM3 4x10 DF#2 - HU410 MAX 15/32" (2)2x STUD AND 0.148"0 x 2 1/4" LTP4 OR A35 0.131"0 x 3 1/4" 3/4"0 AB BM4 3 1/2"x 9 1/4"PSL SEE NOTE 5 HU410 MAX SW4 ONE SIDE 2x FLAT BERG @ 4"OC @ 16"OC @ 3"OC @ 4'-3"OC 2x 460 BM5 5 1/4"x 9 1/4"PSL SEE NOTE 5 HHUS5.50/10 G VY Cp. 15/32" (2)2x STUD AND 0.148"0 x 2 1/4" LTP4 OR A35 0.131"0 x 3 1/4" 3/4"0 AB G. of WAS SW3 2x 600 BM6 7'x91/4"PSL SEE NOTE HGU57.25/10 ,�$ ONE SIDE 2x FLAT BERG @3"OC @12"OC @2.5"OC @3'-4"OC Fv ,y"�cc�. o 15/32" 3x STUD AND 0.148"0 x 2 1/4" LTP4 OR A35 0.131"0 x 3 1/4" 3/4"0 AB BM7 4x12 DF#2 - HU412 MAX '1 SW2 ONE SIDE 2x FLAT BERG @ 2"OC @ 10"OC @ 2"OC @ 2'-6"OC 2x 770 BM8 31/2"x 111/4"PSL SEE NOTE 5 HHUS410 2SW4 15/32"BOTH (2)2x STUD 0.148"0 x 2 1/4" LTP4 OR A35 0.131"0 x 3 1/4" 3/4"0 AB BM9 5 1/4"x 111/4"PSL SEE NOTE 5 HUCQ612-SDS L�Svs¢ 1 SIDES AND BURG @ 4"OC @ 8"OC @ 1.5"OC @ 2'-0"OC 2x 920 SrONAL 15/32"BOTH 3x STUD 0.148"0 x 2 1/4" LTP4 OR A35 0.162"0 x 3 1/2" 3/4"0 AB BM10 7"x 111/4"PSL SEE NOTE 5 HGU57.25/12 25W3 SIDES AND BLKG @ 3"OC @ 6"OC @ 2"OC @ 1'-6"OC 2x 1200 BM11 31/2"x 14"PSL - HGUS414 03109119 2S12 15/32"BOTH 3x STUD 0.148"0 x 2 1/4" LTP4 OR A35 0.162"0 x 3 1/4" 3/4"0 AB BM12 5 1/4"x 14"PSL - HGUS5.50/14 SIDES AND BURG @ 22 OC @ 5"OC @ 1.5"OC @ 1'-3"OC 2x 1540 BM13 6x10 OF#2 - HUCQ610-SDS NOTES: 1.REFER TO THE TYPICAL SHEAR WALL DETAIL. BM14 31/2"x 18"PSL - HGUS418 2.THE VALUES IN THIS TABLE ARE APPROPRIATE FOR DF GRADE STUDS AND OF GRADE PLATES&RIM/BLOCKING. NOTES: 3.NAILS AT ADJOINING PANEL EDGES SHALL BE STAGGERED EACH SIDE OF THE COMMON JOINT. 1.REFER TO THE LATEST SIMPSON STRONG-TIE CATALOG FOR HANGER INSTALLATION INFORMATION. 4.WHERE PANELS ARE APPLIED ON BOTH FACES OF A WALL,PANEL JOI NTS SHALL BE OFFSET TO FALL ON DIFFERENT FRAMING MEMBERS,OR FRAMING SHALL 2.REFER TO FRAMING PLANS AND NOTES FOR SUPPORTS AT BEAM ENDS. BE 3x AT ADJOINING PANEL EDGES AND NAILS SHALL BE STAGGERED. 3.ALL BEAMS EXPOSED TO WEATHER OR IN CONTACT WITH CONCRETE OR MASONRY SHALL BE 5.WHERE TABLE SPECIFIES(2)2x FRAMING,CONNECT(2)2x STUDS AND BLOCKING AS FOLLOWS:SW4=(2)0.131"0 @ 4"O.C.,SW3=(2)0.131"0 @ 3"OC. PRESSURE TREATED. 6.NOTE THAT 3x FRAMING MAY BE USED IN LIEU OF(2)2x FRAMING SPECIFIED IN TABLE. 4.REFER TO PLAN NOTES FOR BEAMS&HEADERS AT BEARING LOCATIONS THAT ARE NOT CALLED 7.INTERMEDIATE FRAMING TO BE WITH 2x NOMINAL MEMBERS(MIN)U.N.O.FIELD NAILING 12"O.C.MAXIMUM. OUT a 8.AT ALL 3/4"0 SILL PLATE ANCHOR BOLTS,INSTALL 1/4"x 3"x 3"PLATE WASHERS.EDGE OF PLATE WASHER SHALL BE WITHIN 1/2"OF SHEATHED EDGE.FOR 5.IF BEAM DEPTH SHOWN IS NOT AVAILABLE IN STOCK,THE SUPPLIER SHALL RIP BEAMS TO EXACT DOUBLE SIDED SHEAR WALLS,USE WIDER PLATE WASHERS AS REQUIRED TO MEETTHIS REQUIREMENT. DEPTH PRIOR TO SHIPMENT. 9.PROVIDE A MINIMUM OF 7"EMBEDMENT FOR A.B.INTO FOUNDATION OR STEM WALL. Z 2 10.PROVIDE A MINIMUM OF(1)ANCHOR BOLT WITHIN 12"OF EACH WALL END. O m d d' ~ U w W W C) d O1 ti 0, Q O 00 COLUMN SCHEDULE HOLDOWN SCHEDULE (DF) MARK COLUMN SIZE COLUMN SIZE REMARKS 2x4 WALL 2x6 WALL Q MARK TYPE MIN CHORD STUD NAILS OR BOLTS ANCHOR BOLT CAPACITY(LB) Cl (2)2x4 (2)2x6 SEE NOTE 2 SIZE (SEE NOTE 4) C2 (3)2x4 (3)2x6 SEE NOTE 2 Ol MST37 (2)2x (11)16d EA END - 2,710 C3 (4)2x4 (4)2x6 SEE NOTE 2 DESIGN: RMK O2 MST60 (2)2x (23)16d EA END - 6,235 C4 4x6 DF#2 46 DF#2 - DRAWN: J EG 0 MST72 (2)2x (31)SDS 1/4"x 21/2"SCREWS - 6,730 C5 4x8 DF#2 6x6 DF#2 CHECK: JGG ® HDU5 (2)2x (14)SDS 1/4"x 2 1/2"SCREWS 5/8"0 4,065 C6 4110 DF#2 6x8 DF#2 - JOB NO: 18386.10 O HDU8 4x OF (20)SDS 1/4"x 21/2"SCREWS 7/8"0 6,970 C7 6x10 DF#2 6x10 DF#2 - - © HDU11 4x OF (30)SDS 1/4"x 21/2"SCREWS 1"0 9,535 CS (3)11/2"x 51/2"LSE DATE: 08/09/19C9 5 1/8"x 6"GLB - 0 HDU14 6x OF (36)SOS 1/4"x 21/2"SCREWS 1"0 14,445 C10 5 1/8"x 7 1/2"GLB - ® HDU19 6x DF (5)1"0 THRU BOLTS i l/4"0 19,070 Cil H555x5x5/16 I HSS5x5x5/16 NOTES: NOTES: 1.REFER TO THE LATEST SIMPSON STRONG-TIE CATALOG FOR ADDITIONAL INSTALLATION REQUIREMENTS. 1.REFER TO THE LATEST SIMPSON STRONG-TIE CATALOG FOR PRE-FABRICATED 2.REFER TO DETAIL B/55.1 FOR INSTALLATION OF MST TYPE FLOOR TO FLOOR STRAPS.REFER TO DETAIL CONNECTION INSTALLATION REQUIREMENTS. 8/S5.2 FOR CONNECTION OF STRAP TO BEAM BELOW. 2.MULTIPLE STUD COLUMNS SHALL USE GRADE OF STUD INDICATED ON WALL 3.REFER TO DETAIL 7/55.2 FOR INSTALLATION OF ROD TYPE FLOOR TO FLOOR HOEDOWNS.REFER TO FRAMING SCHEDULE.REFER TO TYPICAL DETAILS FOR FABRICATION OF MULTIPLE DETAIL 9/55.2 FOR CONNECTION OF ROD HOEDOWN TO WOOD BEAM BELOW. STUD COLUMNS, 4.WHERE APPLICABLE,REFER TO S7.I FOR HOEDOWNS AT STEEL BEAMS. 3.CONTRACTOR TO PROVIDE BLOCKING EQUAL TO COLUMN DIMENSIONS ATJOIST W 5.INSTALL HDU TYPE HOEDOWNS AT FOUNDATION OR SLAB PER DETAIL 8/54.1. SPACE BELOW ALL COLUMNS. Z 6.AT ALL HOLDOWN CHORDS,PROVIDE PANEL EDGE NAILING PER SHEAR WALL SCHEDULE. IL J a � M N JOIST SCHEDULE N FOOTING SCHEDULE 00 MARK JOIST SPACING REMARKS (W 0) MARK FOOTING SIZE REINFORCING COMMENTS FJl 2x10 OF#2 16"OC SEE NOTE Q Q Fl 1 V-6"x 1'-0"DEEP x CONTINUOUS (3)#5 CONTINUOUS SEE NOTE 2 F12 2x10 OF#2 12"OC SEE NOTE 2 CL Lu v/ F13 2x12 OF#1 16"OC SEE NOTE 2 W LLJ F2 2'-0"x 2'-0"x 1'-0"DEEP (3)#5 EACH WAY BOTTOM - J w J F14 2x12 OF#1 12"OC SEE NOTE 2 Q Z F3 j 3'-0"x 3'-0"x 1'-0"DEEP (4)#5 EACH WAY BOTTOM - DJ3 2x6 HF#2 16"OC SEE NOTE 2 Z N 0 Q F4) 4'-0".4'-0"x 1'-0"DEEP (5)#5 EACH WAY BOTTOM _ D12 2x8 HF#2 16"OC SEE NOTE 2 LLLI in 0 LLJ D13 242 HF#2 16"OC SEE NOTE 2 [__ Z Z = FS j 5'0.x 5'-0"x 1'-2"DEEP (6)#5 EACH WAY BOTTOM - RJl 2x12 HF#2 24"OC SEE NOTE 2 W � w U w F6 j 6'-0"x 6'-0"x l'-4"DEEP (7)#5 EACH WAY BOTTOM R12 13/4"x 111/4"LVL 24"OC SEE NOTE 2 () Q N H REFER TO RETAINING REFER TO RETAINING NOTES: RW) WHERE APPLICABLE 1.FOR JOIST HANGERS REFER TO THE LATEST SIMPSON STRONG-TIE CATALOG FOR ALL SHEET: WALL SCHEDULE WALL SCHEDULE INSTALLATION REQUIREMENTS.USE MAX NAILING UNO. NOTES: 2,TIMBER JOISTS FRAMING INTO WOOD BEAMS OR RIMS SHALL USE LUS OR HU SERIES 1.ALL FOOTINGS SHALL BEAR ON FIRM,UNDISTURBED NATIVE SOIL OR COMPACTED STRUCTURAL FILL FACE MOUNT HANGERS.TIMBER JOISTS FRAMING INTO STEEL BEAMS SHALL USE PER GEOTECHNICAL ENGINEERING REPORT. LBV SERIES TOP FLANGE HANGERS. 2.REINFORCEMENT SHALL BE CONTINUED FROM CONTINUOUS FOOTINGS THRU SPREAD FOOTINGS WHERE APPLICABLE. ^^.1-J CORNER BARS x ]Q IN ALL AREAS WITH EXPOSED C CONC FLOORS,EDGE SLAB ENGINEERING "A" MAY BE SUBSTITUTED FOR ALL CONC SLAB ON GRADE 90°HOOKED BARS WITH 1/8"MAX RADIUSAND FILL JOINT WITH SEALANT LPASS AT CENTER d AT TOP AND 250 4TH AVE. S., SUITE 200 • °• °a • PROVIDES/8"Qx2'-0" B.T. HALL NOT EDMONDS, WASHINGTON 98020 SMOOTH SLIP DOWEL BARS OINT PHONE (425) 77AT 12"OC,TYP UNO FAX (425) 778-5536 STD 90'HOOK - TYPUNOT/2 UNO,VERT CORNER BARS SHALL BE TRENCH EXCAVATION 1.5 H LAP SPLICE SAME SIZE TABULATED FOR MIN - - d PARALLEL TO FTG MIN TYP WALL REINF FOR THICKER WALL J zi Id 1 p "A"=SPLICE LENGTH d GREASETHIS y - ° d Gog WAsy"7s HALF OF BAR �� SLEEVESTO CLEAR p•$ •° % 1�-6�� PIPE 1"ALE SIDES - - NO PIPES ALLOWED IN � � v � TYPICAL CONSTRUCTION JOINT %/ MIN _ ° THIS REGION.LOWER FTGS AS REQ'D F o ° SEE NOTES,DETAILS,OR PLANS FOR a >�� (1)#5 VERT ° REQ'D REINF.ALL BARSTO BE CONT d ° E d OR SPLICED PER STRUCTURAL NOTES SAWCUT JOINT-IN ALL AREAS WITH CONC SLAB ON GRADE TOF `101w. EXPOSED CONC.FLOORS,FILL JOINT PIPE WITH SEALANT.IN LIEU OF SAWCUT STD 180"HOOK JOINTS CONTRACTOR MAY USE ZIP 03109119 ° HORIZ CORNER BARS OF SIZE STRIP PLACED WITH SLAB SLAB REINF AT BOF BENT BARS TO MATCH AND SPACING TO MATCH °d CENTER OF$LAB OR - —III\\\ &LAP FOOTING (2)#5 VERT d- REINF OF THINNER WALL v AT TOP AND BOT Z m ° d e = � BOTTOM REINF a a• ¢ c AS RERBOF - - -'° d AS REQ'D z \ UNDISTURBED EARTH OR d • ° - ° q ° • a X—X°�-X X—XrX ° "� STRUCTURAL RAL NOTESMPACTED FILL P PIPE TRENCH EXCAVATION PARALLEL 9"MIN III— - 3"CLR TO FOOTING IS NOT ALLOWED TYP TYP PLACE VERT REINF OUTSIDE EXCEPT BELOW THIS LINE.STEP FTG AS T AS OTHERWISE NOTED OR SHOWN A TYPICAL CONTRACTION JOINT REQUIRED FOR THIS CONDITION T=FTG THICKNESS PER PLAN, SCHED,AND DETAILS �F TYPICAL CONCRETE WALL REINFORCING DETAIL TYPICAL SLAB ON GRADE DETAILS TYPICAL PIPE PENETRATION AT WALLS AND FOOTINGS TYPICAL STEPPED WALL FOOTING F SCALE. NTS L SCALE: 1"=1'-0" V SCALE: 1/2"=V-0" d N NOTE: SILLPLAND ABDIA ~ RAISE STEM WALL AS REQ'D AT PERIMETER AREAS AND SPACING PER O WHERE NEEDED DUE TO CIVIL GRADES. SHEAR WALLSCHED w w (2)#5 CONT TOP STUD WALL PER PROVIDE BLOCK OUT p� FRAMING PLAN NOTES AT DOOR OPENINGS AND SHEATHI WALL SCN HED G PER SHEAR \ _ SHEATHING AND NAILING STUD WALL PER NOTE: SLAB ON GRADE FRAMING PLAN NOTES WHERE CONCRETE WALL WITH HT>3'-0" Q O PER PLAN AND SHEAR SUBGRADE PER oo WALL SCHEDULE FOUNDATION PLAN CHORD SIZE PER EXISTS, ROD MAY EXTEND 24"MIN INTO SHEAR WALL PER o 4"0 PERFORATED PVC PIPE PER HOLDOWN SCHED WALL W/NUT&WASHER ASSHOWN PLAN AND SCHED LOCAL CODES WITH 6"OF 1" z� #5 @ 15"OC EA WAY Y MINUS GRAVEL ALL AROUND, CENTERED IN WALL COUNTERSINK Q WRAPPED IN NON-WOVEN PAVING OR FINISHED "a HOLDOWN PER PLAN ADDITIONAL END GEOTEXTILE FABRIC.SLOPE TO GRADE PER ARCH AB PER SHEAR WALLSCHED AND SCHED,WHERE STUD AS REQ'D DRAWINGS OR STRUCTURAL NOTES APPLICABLE DRAIN 1/8"PER 1 NS MIN.TURN • • a�X�X AB PER SHEAR WALL DESIGN: RMK DOWN PERFORATIONS AS SHOt�'001A THREADED ROD AS REQ'D HOEDOWN PER PLAN °d o �o ,°-p PT SILL PL SCHED OR THREADED ROD AS REQ'D FOR HOLDOWN W/NUT AND SCHED DRAWN: JEG �o 0 o°e CA b STRUCTURAL NOTES on SLAB ON GRADE AND FOR HOLDOWN W/NUT AND WASHER AT BASE. OOp0 0 0° °�aIII—III. SUBGRADE PER PLAN AND WASHER AT BASE EXTEND ROD INNTO NG6 CHECK: JGG oO z OpOo JOB NO: 18386.10 p O p o ° d00 d - O oo Opa X X—X ° X �pc— —X.—X—X do—X -4X�- IX �X—.X� TOP OF FTG DATE: 08/09/1p u d g. ° t 00 ° Q a Oo0 °� - on °oP a �� °o ° °o �° I d °° - d O0 0�6 o o o D o� • �• - • o 0 '�. ° 000°o°�°o°o - •° ° • ° — — I�. d..l 0 . 0 O oQ o 0 1�° .III—iTi Imo° ° - AT SHEAR W LL FIGS 1 AT SHEAR WALL FTGS I' LINE OF MAX EXCAVATION. FOOTING / _ f° — -j I— — PROVIDE TOP REINF PROVIDE TOP REINF IF SOIL 15 OVER EXCAVATED, /�1 DRAIN / " ro 1 TO MATCH BOT REINF TO MATCH BOT REINF REPLACE W ITH LEAN MIX /� 1 ° I °d CONCRETE.J , / ALT HOOK AS SIZE AND REINF REINF PER PLAN SIZE&REINF MA%IMUM - -,//A SIZE&REINF AND SCHED - SHOWN J 1 1' SLOPE PER PLAN&SCHED PER PLAN AND SCHED °- a FIRM BEARING SOIL OR PER PLAN&SCHED COMPACTED STRUCTURAL FILL7 W I.SINGLE WALL II.PARK WALL m� Z TYPICAL FOOTING DRAIN TYPICAL STEM WALL DETAIL CONTINUOUS FOOTING DETAIL HOLDOWN DETAIL Lu (� 'J 8 SALE: 1"=1'-D" a 5 SCALE: 1"=1'-0" v SCALE: 1"=1'-0" SCALE: 1"=1'-0' HOLDOWN&CHORD //s PER PLAN AND SCHED = v (WHERE APPLICABLE) GAP PER SHEATHING AND ARE ~ J SILL PL,AB DIA AND NAIL I NG PER PLAN AND SPACING PER SHEAR SHEAR WALL SCHED STUD WALL PER WALL SCHED FRAMING PLAN NOTES COLPER PLAN �[ M AND SCHED pu (14 W SLAB ON GRADE AND 4"BRICK VENEER (2)#4 TOP SUBGRADE PER PER ARCH 8"x 8"CONCRETE CONTRACTOR N ABU POST BASE. 0) Q PROVIDE OPENINGS CONTRACTOR E SIMPSHAS THE Y LIJ FOUNDATION PLAN AT DOOR OPENINGS PLINTH W/(4)#3 OPTION TO USE SIMPSON � TIES EQ SPACED TITEN HD ANCHORS. •I • —q�C —�#( #4 @ 12"OC EA SLAB ON I I-I S BGRADERADE PER PL a WAY EA FACE AN PAVING OR FINISHED CL ~I (4)#4 HOOKED Lv _ GRADE PER ARCH _ ° (I R _____I _ z • - • °—Xz—,X_X DOWELS DRAWINGS J W e 2 7777-- Q Z dJO o �° 6" Q o 00O o°0 Ode z p 000 00 �� I—� =I w Z Z 0000 .0 0 REINF PER PLAN � Z 00/'�p FOOTING&REINFORCEMENT _ p O o p o 0 O °�o OD PER PLAN.PROVIDE DOWELS O p °O°o a o AND SCHEDULE Z N J w 0 O ( 0 EPDXIED INTO STEM WALL o p °�O - N - W 0 o O ^o Q • `- TO MATCH LONGITUDINAL p °O o • °• 00 U O O op o op ° d BARS W/5"EMBED O 0Q o O 2r4 - SHEET: NOTE: FOOTING / FOR INFORMATION NOT DRAIN / 8 SPECIFICALLY CALLED OUT / / REFER TO DETAIL 6. SIZE&REINF PER PLAN AND SCHEDULE SIZE AND REINF PER PLAN AND SCHED PER PLAN&SCHED i - I EXTERIOR FTG AT INTERIOR FTG INTERSECTION STEM WALL DETAIL AT BRICK VENEER i ISOLATED COLUMN FOOTING S4. 1—_ I 9 SCALE: 1"=V-0" O SCALE: 1"=1'-0" SCALE: 1"=1'-0" NOTE: 2x OR 3x BLOCKING ONLY STAGGER SHEATHING AS SHOWN. IF BLOCKED DIAPHRAGM o� FOR 2x4 STUDS,PROVIDE SINGLE ENGINEERING (IBC TABLE 2306.3.1,CASE 1 OR 3) IS SPECIFIED w - ROW OF NAILS STAGGERED EASIDE FRAMING MEMBERS W/ --a\z WITH 11/2"EDGE DISTANCE.FOR 250 4TH AVE. S., SUITE 200 INTERMEDIATE SPACING PER PLAN ..F 2x6 STUDS,PROVIDE(2)ROWS OF EDMONDS, WASHINGTON 98020 FRAMING MEMBERS ^'o NAILS SPACED AT 21/2"W/11/2" PHONE (425) 778-8500 STAGGER NAILS ON EA SIDE PANEL, SHEATHIINYG EDGE DISTANCE FAX (425) 778-5536 OF PANELJOINT AS REQUIRED PER SHEAR WALL SCHED PANEL EDGE NAILING ADJACENT NAILS IN A 9"OC MAX SPACING BETWEEN PER SHEAR WALL - - - ROW ARE TO BE ADJACENT NAILS IN A ROW _ SCHEDULE,TYP CONTINUOUS ------ PANEL EDGES DRIVEN FROM _____________________________ —'-T-------n— — ------n n n -n -rn pANEL EDGE NAILING INTO I I OPPOSITE SIDES,TYP VY I•I I•I I•I I•I I•I I•I I I I I I I I I I I I I j HOEDOWN CHORDS,TYP II C.1 pggC s, II II II II II �I I Goa' \f�� I I I I I I I I I I III INTERMEDIATE - - - - - HEADER PER PLAN I I I I I I I I I I III NAILING @ 12"OC - - - - - - I.I I•I I•I I•I I•I I•I 11. Ile •I I I I I I I I I I I I I I I I I I I 0.131"0 x 3"NAILS,TYP ynys � II II II II CRIPPLE STUDS PER I I I I I I I I I I I I�•� I I I I I I I "i3,S L PLAN;DO NOT CUT I•I I I I I I I I FRAMING AT ADJOINING I I III IiI I I II•II II•II I I I•I I I I SHEATHING PER PLAN AND PANEL EDGES PER SHEAR SHARWALLSCHEDULEAWAY MATERIAL WALL SCHEDFROM CRIPPLE STU PANEL EDGES I I TONAL 03/a7/9DS 11 (5)STUDS MAX TO I I I I I I I I I I I III HOEDOWN CHORD PER BE USED FOR I•I I I I I I' I I 11 1�•� SCHEDULE.REFER TO I I I lip I BUILT-UP COLUMNS FULL-HEIGHT I I I I I I I I I•I I I I I I I I I I I TYPICAL BUILT-UP HOEDOWN CHORD1II II•II II II II II II I , , 1, COLUMN DETAIL 11IIL 1 I•I II II II II I�•I� I '- -- -- I, I , FLOOR/ROOF SHEATHING DETAIL TYPICAL BUILT-UP STUD COLUMN DETAIL U 11 SCALE: NTS I•I I•I I, I•I ADDITIONAL END STUD 1 I•I I I I I 1 1 1 I I I I IF REQUIRED TO I I I I I j I I I,•I I I I I I PROVIDE 1 I•I I I I I I I I I COUNTERSINK FOR I I I I I I I I •1 1 I I I I HOEDOWN BOLTS J I,I 1,1 Q I I I•I I•I I, I I•I TYP DOUBLE 1 I•II II II IJ II 11 II II HOEDOWN ANCHORAGE TOP PLATE r PER PLAN AND SCHEDULE z 2 AB W/SIMPSON BP I I I I I I I I I I 1 I 2 1/4"END (2)0.131"0 x 3"NAILS @ 9"OC O m I I •I I I I 1 1 I DISTANCE,TYP ELSEWHERE W/11/2"EDGE DISTANCE F PL WASHER,TYP I•I I,I I,I I I I,I I,I 1/2"TO d I I 1 1 I I•I I I I (2)ROWS OF(8) I I I I I I I I N 0.131"0 x 3" SIMPSON A35 - F- - SIMPSON CNW COUPLER SHEATHED EDGE PLATE 3"OC WAS AILS @ 3"OC EA SIDE OF SPLICE O OT HEDOWN ANCHORAGE (ONLY REQUIRED O HER AT EXTERIORPR SHEAVR T to m PT SILL PL PER I•I I,•I A I,I I I I,I I,I 6fLWALL SCHED , • HEADERS GREATER SHEAR WALL SCHED I I I I I•I I I THAN 6'SPAN) i--____i __ _ J1__ 11 I I PANEL EDGE NAILING 1I° -1L_-__--ice_-___-i PER SHEAR WALL SCHED ° TOPCHORD ti II a-______n___ SPLICE AT LOCATIONS WHERE IT IS NOT POSSIBLE BOTTOM y II z_ II II ;n _--- IJ 6 x3' - II II II I I I I I li TO INSTALL THE SPECIFIED 0.131'0SPLICE CHORD O 0.131"0 Q O CONTINUE HOEDOWN CHORD I-I NAILS,THE CONTRACTOR SHALL INSTALL SPLICE NAILS m TO FOUNDATION SIMPSON CSC20 STRAPS EA SIDE OF WALL O 1L_ _1L______lI AT SPLICE.INSTALL EA STRAP W/(12)1Od y - AT EA END.WHERE BOTH PLATES ARE BEAM OR HEADER PER SECTION A-A TYPICAL STUDS Q CONCRETE FOOTING = — = AB AND A� — = I I I I CUT,INSTALL C520 STRAPS AT EA PLATE PLAN AND NOTES OR P/T SLAB PER PLAN AND SHEAR 1 SCALE:1 1/2"=V-0" WALL SCHEDULE,TYP RIM BOARD AND EA SIDE OF THE WALL. \Y� DESIGN: RMK OR BLOCKING /1 6.4'MIN BETWEEN SPLICES NAILING PER TYP ii CONCRETE STEM WALL BUILT-UP STUD NOTES: � DRAWN: JEG 1. REFERTO STRUCTURALNOTES FOR ADDITIONAL INFORMATION. SPLICES TO OCCUR AT COLUMN DETAIL 2.FOR SHEAR WALLS WHERENO HOEDOWNS ARE SPECIFIED THE CONCRETE FOOTING CENTER OF VERTICAL STUDS CHECK: JGG FIRST AB SHALL BE LOCATED NOT MORE THAN V-0"AND NOT CRIPPLE STUDS PER PLAN JOB NO: 18386.1 O LESS THAN(7)BOLT DIAMETERS FROM END OF WALL. AT HOEDOWNS:PROVIDE FULL HT AND COLUMN SCHEDULE OR TOP CHORD SPLICE BOTTOM CHORD SPLICE HOEDOWN CHORDS PER HD SCHED. STRUCTURAL NOTES DATE: 08/09/19 OTHERWISE:(1)2x FULL HT TYPICAL SHEAR WALL DETAIL d TYPICAL TOP PLATE SPLICE DETAIL TYPICAL HEADER DETAIL 1 SCALE: 3/4„=1'-0„ T SCALE: 1„-1.0„ 5 SCREE: 1„=1.0„ EDGE NAILING PER PLAN BEAM PER PLAN AND SCHEDULE W AND SHEAR WALL EDGE NAILING PER PLAN AND JOIST DIRECTION CHORD SIZE PER Z SCHEDULE OR EDGE NAILING PER PLAN 2x6 STUD @ 2x4 CROSS WALL SHEAR WALL SCHEDULE OR PER PLAN SIMP50N A35 EACH HOEDOWN SCHEDULE STRUCTURAL NOTES,TYP AND SHEAR WALL 2x8 STUD @ 2x6 CROSS WALL STRUCTURAL NOTES,TYP SIDE OF BEAM SCHEDULE OR NAILS 0 x 3" STRUCTURAL NOTES,TYP (2)ROWS OF 0.131"0 x 3" NOTE: FASTEN N STRAP WITH Lil (n NAILS @ 9"OC NAILS @ 9"OC SUPPORTS AT N FASTENERS PER Q J SOLID POSTS SIM o a HOEDOWN SCHEDULE STUD STUD INSTALL MAX NAILING = Q WALL WALL INTO RIM OR BLOCKING WHERE POSSIBLE w BEAM PER PLAN Q (2)ROWS OF 0.131"0 x 3" EDGE NAILING PER PLAN AND EDGE NAILING PER PLAN AND AND SCHEDULE I`� NAILS @ 9"OC SHEAR WALL SCHEDULE OR SHEAR WALL SCHEDULE OR (y STRUCTURAL NOTES,TYP STRUCTURAL NOTES,TYP SIMPSON LTP4 OR A35 'r� FRAM NG ANCHOR N v (2)ROWS OF 0.131"0 x 3" EACH SIDE OF BEAM Y W 0 Z STUD WALL PER FRAMING 0.131"0 x 3" NAILS @ 9"OC(EACH SIDE F z N _ PLAN NOTES,TYP NAILS @ 9"OC OF PARTY WALL) SOLID OR MULTIPLE k m Q Q C STUD COLUMN PER PLAN p� 3 g - JOIST DIRECTION H L STUD WALL PER FRAMING STUD WALL PER FRAMING CL PLAN NOTES,TYP PLAN NOTES,TYP a LL p N PER PLAN W Q SHEATHING(OR GWB)AND BEAM WIDTH, o o FILL101ST SPACE WITH FULL J w NAILING PER PLAN AND SHEAR SHEATHING(OR GWB)AND SHEATHING(OR GWB)AND MIN LINO SOLID OR MULTIPLE O o i z DEPTH BLOCKING TO Q Z L.L WALL SCHEDULE OR NAILING PER PLAN AND SHEAR NAILING PER PLAN AND SHEAR STUD COLUMN PER PLAN Oz z N o MATCH DIMENSIONS OF Z (n 0 STRUCTURAL NOTES,TYP WALL SCHEDULE OR WALL SCHEDULE OR o '^ STUD COLUMN ABOVE STRUCTURAL NOTES,TYP STRUCTURAL NOTES,TYP w PARALLELTO STUD WALL PERPENDICULAR TO STUD WALL F- Z Z O A.CORNER INTERSECTION B.'T'INTERSECTION C.PARTY WALL INTERSECTION Z IN J O Ld TYPICAL WALL INTERSECTION DETAIL TYPICAL FLUSH BEAM SUPPORT DETAILS TYPICAL STRAP HOLDOWN DETAIL c) ^ a SCALE: 1"=V-0" 8 SCALE: 1"=1'-0" SHEET: S5.1-J STUD WALL PER FRAMING PLAN NOTES STUD WALL PER FRAMING PLAN NOTES STUD WALL PER ENGINEERING SHEATHING AND NAILING NOTE: FRAMING PLAN NOTES PER PLAN AND SHEAR SILL PLATE NAILING PER PLAN SHEATHING AND NAILING SILL PLATE NAILING PER PLAN FOR CALLENOTESD AND DETAILS 250 4TH AVE. S., SUITE 200 WALL SCHEDULE OR AND SHEAR WALL SCHEDULE PER PLAN AND SHEAR AND SHEAR WALL SCHEDULE NOT CALLED OUT REFER SHEATHING AND SILL PLATE NAILING $ILL PLATE NAILING PER EDMONDS, WASHINGTON 98020 STRUCTURAL NOTES OR STRUCTURAL NOTES WALL SCHEDULE OR OR STRUCTURAL NOTES TO DETAIL 1 NAILING PER PLAN AND PER PLAN AND SHEAR SHEAR WALL SCHED PHONE 425 778-8500 STRUCTURAL NOTES SHEAR WALL SCHEDULE WALL SCHEDULE OR ( ) BREAK SHEATHING OR STRUCTURAL NOTES STRUCTURAL NOT ES FAX (425) 778-5536 AT PLATE UNO SHEATHING AND SHEATHING AND (4)10d NAILS ALIGNED 2x WOOD (4)lOd NAILS NAILING PER PLAN NAILING PER PLAN 13/4"LSL BLOCKING SHEATHING AND PER PLAN AND SCHEDULE 2x CONTINUOUS RIM 2x CONTINUOUS RIM NAILING PER PLAN 2x WOOD SILL PLATE NAILING PER RIM JOIST SHEAR WALL SCHEDULE G�VY p BREAK SHEATHING BREAK SHEATHING AT pp WAsy"7S JOINT PER EA SCHED F$ AT PLATE LING NAILING S SIDE OF - _ PROVIDE PANEL EDGE WOOD JOISTS PER G PANELED NAILING RIM AND PROVIDE PANEL JOISTS PER PLAN NAILS EACH END -JOISTS PER PLAN NAILING PER SHEAR WALL PLAN AND SCHEDULE Ly ' o PER PLAN AND SHEAR WOOD JOISTS PER PLAN AND (3)O'131"0 x 3" WALL SCHEDULE OR SCHEDULE PANEL EDGE NAILING PER PLAN AND SHEAR AND SCHEDULE SILL PLATE NAILING PER SCHEDULE AT TOP PLATE STRUCTURAL NOTES WOOD JOISTS PER PLAN SHEAR WALL SCHEDULE AND SCHEDULE, 2x BLOCKING @ 4'-0"OC `rrONAL 2x4 BLOCKING AT SHEAR WALLS WALL SCHEDULE ES LAPPED OR BUTTED FIRSTJOIST BAY ONLY NOTE: ONLY STRUCTURAL NOTES AND SCHEDULE PANEL EDGE NAILING 03109119 NON-SHEAR WALL 2x WOOD BLOCKING PER PLAN AND SHEAR 2x4 BLOCKING AT 2x4 BLOCKING OR A35 NAILING SHALL BE PER @ 4'-0"OC MAX WALL SCHEDULE OR SHEAR WALLS NOTE: (PER SW SCHED)BETWEEN IBC TABLE 2304.9 STRUCTURAL NOTES FORNOTES AND DETAILS BLOCKING AND TOP PLATE NOT CALLED OUT REFER AT SHEAR WALLS ONLY TO DETAIL 2 A.TYPICAL FRAMING B.ALTERNATIVE SHEAR WALL FRAMING EXTERIOR WALL PARALLEL TO JOISTS INTERIOR BEARING ON BOTH SIDES INTERIOR WALL PARALLEL TO JOISTS TYPICAL STUD WALL FRAMING DETAIL TYPICAL STUD WALL FRAMING DETAIL !� TYPICAL STUD WALL FRAMING DETAIL d TYPICAL STUD WALL FRAMING DETAIL 2 SCALE: 1"=1'-0" v SCALE: 1"=1'-0" T SCALE: 1"=1'-0" 1 SCALE: 1"=1'-0" FF F 0 m m SHEATHING AND H NAILING PER PLAN AND NOTE: SHEAR WALL SCHEDULE FOR NOTES AND D' F- SILL PLATE NAILING PER PLAN DETAILS NOT CALLED SHEAR WALL SHEAR WALL O &SHEAR WALL SCHEDULE OR SILL PLATE NAILING PER OUT REFER TO CASEA PER PLAN PER PLAN w w STRUCTURAL NOTES SILL PLATE NAILING PER 2x CONTINUOUS RIM SHEAR WALL SCHEDULE CHORD SIZE PER a SHEAR WALLSCHED BOARDS.PERPENDICULAR DIAPHRAGM HOEDOWN SCHEDULE BEAMS SHALL FULLY BEAR PANEL EDGE NAILING PER BOUNDARY NAILING ALIGNED 2x WOOD JOIST (4)10d NAILS ON WALL SHEAR WALL SCHEDULE — INTO BLOCKING SIMPSON HOEDOWN PER PLAN AND SCHEDULE HOEDOWN STRAP HOEDOWN y SHEATHING AND SIMPSON A35 PER PER PLAN AND _ PER PLAN,FIELD STRAP PER PLAN, _ p� NAILING PER PLAN SHEAR WALL SCHEDULE (4)10d NAILS SCHEDULE BEND AROUND BEAM FIELD BEND Q O AROUND BEAM O 000 Jv O I I y I I I BEAM PER PLAN � I II Q II CONTINUOUS � -_ II RIM WOOD JOISTS PER WOOD JOISTS PER II DESIGN: RMK II PLAN AND SCHEDULE PLAN AND SCHEDULE DRAWN: JEG JOISTS PER PLAN NOTES: 2x BLOCKING @ 4'-0"OC 2x BLOCKING EA JOIST DIRECTION CHECK: JGG PROVIDE PANEL EDGE FIRSTJOIST BAY ONLY FULL DEPTH 3/4° 1.SHEATH COMMON SIDE FOR SIDE OF RIM @ PER PLAN NAILING PER SHEAR WALL SHEATHING OR 11 FRAMING STACKED SHEAR U.S.WA SCHEDULE AT TOP PLATE 2x4 BLOCKING OR A35 BETWEEN RIM BOARDS 2.WHERE HOLDOWN IS REQUIRED 4'-0"OC JOB NO: 18386.10 (PER SW SCHED)BETWEEN INSTALL HOLDOWN ON FILL JOIST SPACE WITH BLOCKING AND TOP PLATE PARTY WALL W/SIZE SHEATHED SIDE OF PARTY WALL. BLOCKING TO MATCH JOIST PER PLAN JOIST PER PLAN DATE: 08/09/19 NOTE: AT SHEAR WALLS ONLY ANDSPACINGOF 3.SHEATHINGISSHOWNON DIMENSIONS OF STUD (DIRECTION VARIES) (DIRECTION VARIES) FOT CALLSRNOTES AND DETAILS STUDS PER PLAN NOTES OUTSIDE FACE OF WALL,BUT COLUMN ABOVE NOT CALLED OUT REFER MAY ALTERNATELY BE INSTALLED HEADER BEAM TO DETAILS 1&2 ON INSIDE FACE. CO ADDITIONAL END `INTERIOR WALL PARALLEL TO JOISTS A.PERPENDICULAR TO JOISTS B.PARALLEL TO JOISTS STUD FOR BOLTS FLUSH BEAM HEADER TYPICAL STUD WALL FRAMING DETAIL TYPICAL PARTY WALL FRAMING DETAIL 'J TYPICAL ROD HOLDOWN DETAIL f� TYPICAL STRAP HOLDOWN TO WOOD BEAM SCALE: 1"=1'-0" 6 SCALE: 1"=1'-0" SCALE: 1"=1'-0" v SCALE: 1"=1'-0" W Z W /^ > J SHEATHING&NAILING Q _ PER PLAN&SHEAR WALL SCHEDULE OR NOTE: _ PARTY WALL W/SIZE& STRUCTURAL NOTES FOR NOTES&DETAILS NOT I--_ SPACING OF STUDS PER SPECIFICALLY CALLED OUT bi SILL PLATE NAILING #6 WOOD SCREWS (2)#6 WOOD SCREWS OR PLAN NOTES REFER TO CASE PER PLAN&SHEAR A. OR 8d @ 6"OC 8d NAILS AT EA PLANK M WALL SCHEDULE OR N 2x LEGER ATTACHED TO RIM 2x WOOD BLOCKING 2x LEGER ATTACHED TO RIM STRUCTURAL NOTES DIAPHRAGM BOUNDARY N W/(2)1/4"o x 31/2"SIMPSON @ 4'-0"OC MAX W/(2)1/4"0 x 3 1/2"SIMPSON SILL PLATE NAILING PER SHEATHING&NAILING 2x FULL HEIGHT BLKG NAILING INTO BLKG 0 SDS SCREWS @ 12"OC SIDS SCREWS @ 24"OC SHEAR WALL SCHED PER PLAN SHEATHING& (3)10d NAILS Y W 0 Z NAILING PER PLAN n� N cc Q Q L a w 3 Q J wHOUDOWN ER PLAN WOODJOIST&HANGER WOODJOISTS PER WOOD JOIST PER WOOD JOISTS PER Z N PER PLAN&SCHEDULE PLAN&SCHEDULE PLAN&SCHEP PE DULE PLAN&SCHEDULE JOISTS PER PLAN& SIMPSON A35 PER JOISTS PER PLAN& LI.I in PROVIDE PANEL EDGE PROVIDE PANEL EDGE SHEAR WALL SCHEDULE SCHEDULE,LAPPED 2x BLKG @ 4'-0"OC SCHEDULE,LAPPED Z Z 0 2x4 BLOCKING OR A35 2x4 BLOCKING OR A35 NAILING PER SHEAR WALL NAILING PER SHEAR WALL PANEL EDGE NAILING FIRST BAY ONLY Z IN J II SCHEDULE AT TOP PLATE (PER SHEAR WALL SCHED) SCHEDULE AT TOP PLATE (PER SHEAR WALL SCHED) PER PLAN AND SHEAR W O W BETWEEN BLOCKING AND TOP BETWEEN BLOCKING AND $ WALL SCHEDULE H WOOD BEAM PLATE AT SHEAR WALLS ONLY TOP WALLS TEAT SHEAR U Q PER PLAN NOTE: NOTE: WALLS ONLY STUD WALL PER FOR NOTES AND DETAILS FOR NOTES AND DETAILS STRUCTURAL NOTES SHEET: NOT CALLED OUT REFER NOT CALLED OUT REFER BEARING PLATE TO DETAILS 1&2 TO DETAILS 1&2 3/8 x 31/2 x 0'-3 1/2" A.DECK JOISTS BEARING B.DECK JOISTS NON-BEARING AL A.JOISTS PERPENDICULAR TO WALL B.JOISTS PARALLEL TO WL ROD HOLDOWN TO WOOD BEAM i DECK FRAMING DETAIL ii TYPICAL STUD WALL FRAMING DETAIL ��.�--VI 9 SCALE: 1"=V-0" •O SCALE: 1"=V-0" •• SCALE: 1"=V-0" TREAD/RISER PER ARCH USE 1 1/8"PLYWOOD TREADS UNO NOTCHED STRINGER TREAD AND 2x12 BLOCKING RISERS PER ARCH (4)8d @BLOCKING DO NOT OVERCUT NOTCHES 2x6 SISTERED 4X12 DF#2 BEAM BEAM PER PLAQ ENGINEERING AB PER STRUCTURAL NOTES OR FOR TREAD/RISER PER SECTION A VARIES PER PLAN PROVIDE HILTI X-DNI(0.145"0)@ 250 4TH AVE. S., SUITE 200 12"OC.EMBED MIN 2"INTO EDMONDS, WASHINGTON 98020 CONCRETE W/STANDARD STEEL 2x12 STRINGER 2x12 STRINGER STAIR PHONE (425) 778-8500 WASHER • SIMPSON HUC28-2, FAX (425) 778-5536 TREATED 2x SILL PLATE EACH STRINGER,WITH •�i°,. FULL NAILING 2x12 TREADS SHEATHING NOTCHEDPER ARCH WHERE NOTED 2x6 SISTERED TO SIDE 2x12 NOTCHED STRINGER ON PLAN OF 2x12 W/(2)ROWS 2x6 BLOCKING STRINGER JOIST PER OF 10d NAILSXI—X—X�- 1—X _'x— X STAGGERED @ 6"OC 3x BEVELED PLATE 2x6 SISTERED PANWAS PER SECFION A of A AS SHOWN KING@C NOTCH BEAM AS bb 1 �• a ♦° a • 6„ REQUIRED 2x STUD WALL OR 1 A BEAM PER PLAN 'f 8'-0"MAX SPAN BETWEEN SIZE&REINFORCING m u U..OC MAX `rrONAL LANDINGS MAXIMUM SLOPE PER PLAN AND SCHEDULE 8 0 MAX LANDINGS BETWEEN 2x6 SISTERED TO 2x12 PER NO ON PLAN 03109119 TYPICAL STAIR SECTION A.TYPICAL STRINGER TO LOWER LANDING B.TYPICAL STRINGER TO PONY WALL C.TYPICAL STRINGER TO CENTER BEAM D.TYPICAL STRINGER TO UPPER LANDING GAP(IF REQUIRED)TO SUIT ARCH FINISHES. TYPICAL STAIR SECTIONS 2 TYPICAL STAIRSECTION 1 SCALE: 1"= ,, SIMPSON HUC610 FACE MOUNT BEAM PER PLAN HANGERW/MAXNAILING AND SCHEDULE Q SIMPSON HUC610 FACE MOUNT BEAM PER PLAN HANGER W/MAXNAILING AND SCHEDULE ZO m HANDRAIL W/CONN TO STRINGERS PER MFR d v=i D F DIM PER ARCH DRAWINGS HANDRAIL W/CONN TO (Ui1 m STRINGERS PER MFR W w n a PTGLULAM NOTCH CAREFULLY rn STRINGERS,TYP WITHOUT PT GLULAM L3 x 3 x 1/4 x 0'-6" OVER-CUTTING Q 0) DECK)PRESS IS TREK PLAN STRINGERS,TYP a. W/(2)1/2"0 x 4"LAG W DECK JOIST PER PLAN NOTCH CAREFULLY SCREWS INTO BEAM AND o WITHOUT INTO STRINGER 21 FLAT DECKING L3 x 3 x 1/4 x 0'-6" OVER-CUTTING Y BEAM PER PLAN AND SCHED W/(2)1/1"0 x 3" W/SIMPSON HUC EA END EXPANSION BOLTS AND S 1/2"o x 4"LAG SCREWS PRECAST CONCRETE CLOSED RISER TREADS W/ . I DESIGN: RMK CONN TO STRINGERS PER PRECAST CONCRETE MFR DRAWN: JEG NOTES: 2x CONT LEDGER W/ CLOSED RISER TREADS + + CHECK: JGG 1.FOR NOTES AND DETAILS (2)1/4"0 x 3 1/2"SDS . W/CONN TO JOB NO: 18386.1 O NOT CALLED OUT REFER SCREWS @ 12"OC 2x WOOD JOISTS STRINGERS PER MFR TO TYPICAL DETAILS. PER PLAN AND + + DATE: 08/09/19 SCHED 1! 1! DECK POST PER PLAN 2.WOOD BLKG x x J"J x x @ 4'-0"OC MAX BEAM PER PLAN -I 1577III I I-11 1- AND SCHEDULE Q SECTION AT EXTERIOR WOOD DECKS d STAIR SECTION STAIR SECTION v SCALE: 1"=V-0" T SCALE: 1"=1'-0" SCALE: 1"=V-0" W PROVIDE CONTINUOUS TOP CHORD Z PROVIDE CONTINUOUS TOP CHORD AT SIMPSON SHEARWALLORPROVIDE W SAILSAT ALL NAIL HOLESSTRAP AL NG "14 SHEAR WALL SHEATHING& SHEAR WALL OR PROVIDE SIMPSON SHEAR WALL SHEATHING& NAILS AT ALL NAIL HOLES ALONG NAILING PER PLAN&SCHEDULE CMST14 STRAP W/16d NAILS AT ALL NAIL NAILING PER PLAN&SCHEDULE ENTIRE TOP CHORD AT PERFORATION Q J APPLIED TO ALL FACES OF WALL HOLES ALONG ENTIRE TOP CHORD AT APPLIED TO ALL FACES OF WALL PERFORATION 4x HF BLOCKING,TYP . .-_ .-_. I I. -I I I I.. SHEATHING AND NAILING w PER PLAN AND SW SCHED EXTERIOR SW SHEATHING M M I II II. I II II. _ AND NAILING P ER PLAN CONTFULLWIDTHAND (y AND SW SCHED FULL DEPTH LSL RIM AT 04 '^ FLOOR LEVEL 0 I I. HEADER PER PLAN 4.HFI I I. HEADER PER PLAN CONT FULL WIDTH AND 2x CONTINUOUS RIM Y (W 0 Z I. FULL DEPTH RIM AT W HERE SHAFT IS AT A _ II II. BLOCKING,TYPII II. FLOOR LEVEL SHEATHING AND CORNER,LAP BEAMS AT cc NAILING PER PLAN CORNER AND PROVIDE Q Q L II II. II I II. WHERE SHAFT IS ATA � II II II. CONTINUOUS CM5T34II II II. �A�F� SIMPSON L90 CLIP AT I I. STRAP W/16d NAILS AT I I I I. CONTINUOUS CMSTl6 STRAP W/lOd LAP SHEATHING AT RIM CORNER,LAP BEAMS AT INSIDE OF CORNER W HEADER SUPPORTS PER NAILS AT ALL NAIL HOLES OVER ENTIRE CORNER AND PROVIDE W IL J I. ALL NAIL HOLES OVER II. AND PROVIDE PANEL J _ LENGTH OF PERFORATED SHEAR WALL SIMPSON L90 CLIP AT 1 I' PLAN&SCHEDULE ENTIRE LENGTH OF .� 'I I EDGE NAILING PER SW INSIDE OF CORNER FULL DEPTH 3/4" Q Z I I' PERFORATED SHEAR I I I HEADER SUPPORTS PER SCHEDULE EA SIDE OF SHEATHING OR Ix FRAMING Z N O II II II' WALLII II II PLAN&SCHEDULE ADJOINING PANEL EDGE BETWEEN RIM BOARDS l_ IIII I II Z I I h - r --N ILL! N6. ____-__ ,___-__-. Z Z 0 INTERMEDIATE I I. - - JOISTS PER PLAN I CHORD PER SHEAR { I II. Z N J m II WALL SCHEDULE 'Il W � 0 II END STUDS PER II SIMPSON A35 PER PLAN I AND SHEAR WALL SCHED U Q HOEDOWN II II SCHEDULE,TYP 'll II PLYWOOD SHEATHING II I I. AND NAILING PER PLAN I III %I - �I AND SHEAR WALL SCHED SHEET: __4 __ __ _ PARTY WALL W/SIZE AND SPACING OF END STUDS PER HOEDOWN STUDS PER PLAN NOTES A.ELEVATION AT DOOR SCHEDULE(HOEDOWN NOT SHOWN) EXTERIOR SIDE INTERIOR SHAFT SIDE INTERIOR SIDE INTERIOR SHAFT SIDE I FORCE-TRANSFER SHEAR WALL DETAIL J FOR SHEAR WALL DETAIL f� STAIRWAY&SHAFT SECTIONS S5.3__V I 6 SCALE: NTS • SCALE: NTS C 4�M SHEATHING AND NAILING PER DIAPHRAGM BOUNDARY NAILING ENGINEERING ROOF FRAMING PLAN NOTES PER ROOF FRAMING PLAN NOTES ROOF SHEATHING AND 250 4TH AVE. S., SUITE 200 NAILING PER ROOF EDMONDS, WASHINGTON 98020 FRAMING PLAN NOTES - PHONE (425) 778-8500 2x OUTLOOKER 2x4 BLOCKING FAX (425) 778-5536 DIAPHRAGM BOUNDARY 2x4 BLOCKING W/SILL EACH BRACE NAILING PER ROOF PLATE NAILING PER ROOF SHEATHING AND FRAMING PLAN NOTES SHEAR WALL SCHEDULE 7(BRACE DIAPHRAGM BOUNDARY NAILING PER ROOFGABLE END TRUSS (6)10d NAILING PER ROOF FRAMING PLAN NOTESFULL DEPTH BLOCKING SHEATHING AND NAILING TOFRAMING PLAN NOTESRIPPED TO MATCH SLOPE MATCH SHEAR WALL BELOW OFROOF FULL DEPTH BLKG RIPPEDoWAsTO MATCH SLOPE OF ROOF O$VIDE(2)2x40R �'A35 EACH LINE SIMPSON LSTA15x6 DIAGONALOF BLOCKING AT 4'-0"OCSTRAP EACH SPLICESILL PLATE NAILING PER SHEAR WALL PRE-ENGINEERED ROOF ROOF RAFTERSSI ti SCHEDULE TRUSS PER PLAN SIMPSON LTP4 PER PER PLAN OVAL SHEAR WALL SCHEDULE 2x4 BLKG W/SILL PL PROVIDE BOUNDARY PROVIDE BOUNDARY SIMPSON H2.5A NAILING AT TOP PLATE PER NAILING PER SHEAR NAILING AT TOP PLATE PER TIE AT EACH TRUSS SHEATHING AND 2x4 BLOCKING SHEAR WALL SCHEDULE WALLSCHED SHEAR WALLSCHEDULE 2x4 BLOCKING FOR EACH BRACE NAILING PER PLAN AND NOTE: SHEAR WALL SCHEDULE 4'-TRU55 SPACES @ SIMPSON H2.5A TIE 4'-0"OC MAX REFER TO CASE A FOR SHEATHING AND STUD WALL FRAMING INFORMATION NOT SHEATHING AND NAILING NAILING PER PLAN AND 6d COOLER NAILS @ SPECIFICALLY CALLED OUT PER PLAN AND SHEAR STUD WALL FRAMING SHEAR WALLSCHEDULE PER PLAN NOTES 6"OC OVER EXTENTS WALL SCHEDULE PER PLAN NOTES OF BLOCKING OPTION A.BLOCKING AND STRAPS OPTION B.BRACING TYPICAL TRUSS SUPPORT DETAIL TYPICAL GABLE END SECTION TYPICAL RAFTER SUPPORT DETAIL a 2 SCALE: 1"=V-0" ROOF SHEATHING AND DIAPHRAGM BOUNDARY Z NAILING PER ROOF NAILING PER PLAN AND O m FRAMING PLAN NOTES FRAMING NOTES ROOF SHEATHING AND PANEL EDGE NAILING F- NAILING PER ROOF PER PLAN NOTES O n FRAMING PLAN NOTES 1.1 w � a SHEATHING AND NAILING PER PRE-ENGINEERED ROOF ROOF NOTE: ROOF FRAMING PLAN NOTES DIAPHRAGM BOUNDARY FOR NOTES AND DETAILS TRUSS PER PLAN.DESIGN ROOF NAILING PER ROOF NOT SPECIFICALLY CALLED TRUSS FOR 310 PLF IN-PLANE .,1 FRAMING PLAN NOTES OUT REFER TO CASE PRE-ENGINEERED ROOFDESIGN OF Q o 2x FLAT OUTLOOKER ROOF SHEATHING AND SHEAR LOADING UNO ON PLAN PER ROOF PLAN.DESIGN ROOF FRANAILMING PLAN NOTES O 00 ING PER ROOF TRUSS FOR 310 PLF IN-PLANE m 2x4 BLKG W/SILL PL NAILING SILL PLATE NAILING PER (ASD)SHEAR UNO ON PLAN PER SHEAR WALL SCHED 2x4 BLOCKING AND W/SILL SHEAR WALL SCHEDULE SILL PLATE NAILING SILL PLATE NAILING PER PLATE NAILING PER SHEAR Q PERSW SCHED SHEAR WALL SCHEDULE WALLSCHEDULE 2x CONTINUOUS 0.131"¢x3" 7 FULL LENGTH TO NAILS @ 5"OC OVERLAP SHEAR DESIGN: RMK FULL DEPTH BLKG SIMPSON H2.5A TIE PANEL EDGE NAILING PER WALL CONT 2x4 NAILER DRAWN: JEG RIPPED TO MATCH SHEAR WALL SCHEDULE SHEATHING AND SLOPE OF ROOF —PANEL EDGE NAILING PER CHECK: JGG NAILING PER PLAN AND STUD WALL W/SHEATHING SHEAR WALLSCHEDULE SHEAR WALL SCHED PROVIDE BOUNDARY &NAILING PER PLAN AND JOB NO: 18386.10 NAILING AT TOP PLATE PER SHEAR WALLSCHEDULE CONT FULL WIDTH SHEAR WALLSCHEDULE TOP PLATE ON 2x4 DATE: 08/09/19 PLATES SHEATHING AND NAILING ROOF RAFTERS PER PLAN A.DRAG TRUSS AT SHEAR WALL B.ALTERNATIVE DRAG TRUSS AT SHEAR WALL SHEATHING AND NAILING PER PLAN AND SHEAR FULL HEIGHT STUDS PER PLAN AND SHEAR STUD WALL FRAMING WALLSCHEDULE AT GABLE END WALLSCHEDULE PER PLAN NOTES PARTY WALL PER PLAN 4 SECTION TYPICAL RAFTER SUPPORT DETAIL Q TYPICAL DRAG TRUSS SECTION 7 TYPICAL DRAG TRUSS SECTION AT PARTY WALL SCALE: 1"=1'-0" SCALE: 1"=1'-0" v SCALE: 1"=1'-0" • SCALE: 1"=1'-O" W Z LLJ a V) J_ ROOF SHEATHING AND DIAPHRAGM BOUNDARY Q DIAPHRAGM BOUNDARY NAILING PER ROOF NAILING PER ROOF NAILING PER ROOF FRAMING PLAN NOTES FRAMING PLAN NOTES ROOF SHEATHING AND w FRAMING PLAN NOTES NAILING PER ROOF FRAMING PLAN NOTES N FULL DEPTH BLKG RIPPED 2x4 BLKG W/ N TO MATCH SLOPE OF ROOF 16d @ 6"OC 00 7� N � Z FULL DEPTH BLKG Q Q C ROOF RAFTERS RIPPED TO MATCH W L PER PLAN SLOPE OF ROOF SIMPSON H2.5A TIE Lil Q J 16d @ 6"OC 2.4 BLKG W/ 16d @ 6"OC Q Z 16d @ 6"OC Z N 0 LL- SIMPSON H2.5A TIE w in 0 Li- ROOF RAFTERS F- Z Z O BEAM PER PLAN PER PLAN Z N J w BEAM PER PLAN w I� w O U — Q y SHEET: TYPICAL RAFTER SUPPORT DETAIL TYPICAL RAFTER SUPPORT DETAIL 9 SCALE: 1"=1'4' S6.1-J C I�M ENGINEERING 250 4TH AVE. S., SUITE 200 EDMONDS, WASHINGTON 98020 PHONE (425) 778-8500 DIAPHRAGM BOUNDARY ROOF SHEATHING AND FAX (425) 778-5536 NAILING PER ROOF NAILING PER ROOF FRAMING PLAN NOTES FRAMING PLAN NOTES 2x4 BLKG W/ 16d @ 6"OC ROOF SHEATHING AND NAILING PER ROOF DIAPHRAGM BOUNDARY NAILING G V A C, SIMPSON H2.5A TIE FRAMING PLAN NOTES PER ROOF FRAMING PLAN NOTES G,�$op//_1 f`9s� SHEATHING AND NAILING PER 7 ROOF FRAMING PLAN NOTES �f FULL DEPTH BLKG RIPPEDoll TO MATCH SLOPE OF ROOF TRUSS PER PLAN&MFR SHEATHING AND NAILING L25�1 PER ROOF FRAMING PLAN 2x8 BLKG RIPPED TO NOTES DIAPHRAGM BOUNDARY `rrONAL 16d @ 6"OC MATCH ROOF SLOPE TRUSS BLOCKING PER NAILING PER ROOF MFR.PROVIDE SOLID WEB FRAMING PLAN NOTES 03/09/19 BLOCKING AT HANGERS SW6 SHEATHING 2x BLOCKING &NAILING SW6 SHEATHING SHEATHING AND NAILING W/16d @ 6'OC ROOF RAFTERS &NAILING PER ROOF FRAMING PLAN PER PLAN DIAPHRAGM BOUNDARY NOTES NAILING PER ROOF FRAMING PLAN NOTES SHEATHING&NAILING PER PLAN NOTES ROOF SHEATHING AND 2x BLKG RIPPED TO 2x BLKG W/ MATCH SLOPE OF ROOF NAILING PER ROOF 218 BLOCKING 16d @ 6"OC F FRAMING PLAN NOTES EA BAY SIMPSON A35 F_ FULL DEPTH BLKG RIPPED @ 24 OC SIMPSON A35 Z TO MATCH SLOPE OF ROOF ROOF RAFTERS @ LE"OC ROOF RAFTERS 0 m l6d @ 6"OC 2x8 BLOCKING W/ PER PLAN PER PLAN F N (2)16d @ 12"OC d (2)l6d @ 6"OC SIMPSON LUS HANGER F- W/SLOPED SEAT O 2 to C w w . TRUSS BLOCKING PER n a TRUSS PER PLAN&MFR TRU55 PER PLAN SIMPS0 LUS HANGER TRUSS MFR.PROVIDE CONT FULL WIDTH TOP W/SLOPED SEAT PRE-ENGINEERED ROOF SOLID WEB BLOCKING AT SIMPSON H2.SA TIE rn 16d @ 6"OC PLATE ON 2x4 PLATES SIMPSON H2.5ATIE TRUSSES PER PLAN PRE-ENGINEERED ROOF HANGER LOCATIONS. ti PROVIDE BOUNDARY BOUNDARY NAILING PER TRUSS PER PLAN SIMPSON H2.5A TIE PARTY WALL NAI LING AT TOP PLATE PER CONT FULL WIDTH TOP SHEAR WALL SCHEDULE SIMPSON H2.5A 16d TOE NAILS Q PER PLAN SHEAR WALL SCHEDULE PLATE ON 2x4 PLATES AT EA TRUSS SIMPSON H2.5A @ 12"OC 0 00 PROVIDE BOUNDARY NAILING AT SHEATHING AND NAILING AT EA TRUSS TOP PLATE PER SW SCHEDULE SHEATHING AND NAILING PARTY WALL PER PLAN AND SHEAR �ATSIMIIR SECTION,THE RAFTERS Y SHEATHING AND NAILING PER PLAN AND SHEAR WALL SCHEDULE STUD WALL PER PLAN PER PLAN AND TRUSS TOPCHORD SLOPESIN Q PER PLAN AND SW SCHEDULE Ir WALLSCHEDULE THE OPPOSITE DIRECTION.THE DETAIL IS OTHERWISE THE SAME. DESIGN: RMK ROOF STEP AT PARTY WALL ROOF STEP AT PARTY WALL TRUSSES Q TRUSS FRAMING DETAIL TRUSS FRAMING DETAIL o AWN: JEc 1 SCALE: 1"=1'-0" SCALE: SCALE: CHECK: JGG JOB NO: 18386.10 DATE: 08/09/19 ROOF SHEATHING AND DIAPHRAGM BOUNDARY NAILING NAILING PER ROOF PER ROOF FRAMING PLAN NOTES FRAMING PLAN NOTES SHEATHING AND NAILING PER ROOF SHEATHING AND ROOF SHEATHING AND ROOF FRAMING PLAN NOTES NAILING PER ROOF NAILING PER ROOF FRAMING PLAN NOTES FRAMING PLAN NOTES TRUSS PER PLAN&MFR DIAPHRAGM BOUNDARY DIAPHRAGM BOUNDARY NAILING PER ROOF NAILING PER ROOF 2x8 BLKG RIPPED TO FRAMING PLAN NOTES FRAMING PLAN NOTES MATCH ROOF SLOPE LLJ "" 2x8 BLKG RIPPED TO 2x8 BLKG RIPPED TO Z MATCH ROOF SLOPE MATCH ROOF SLOPE SW6 SHEATHING L�J 16d @ 6"OC 16d @ 6"OC &NAILING > N SHEATHING&NAILING Q J STUD WALL PER PER PLAN NOTES ROOF SHEATHING AND PLAN&NOTES = Q SW6 SHEATHING SW6 SHEATHING NAILING PER ROOF 2x BLKG RIPPED TO &NAILING 2x8 WEB &NAILING 2x8 WEB FRAMING PLAN NOTES MATCH SLOPE OF ROOF BLOCKING TO BLOCKING TO W/16d @ 6"OC SHEATHING&NAILING MATCH SLOPE SHEATHING&NAILING MATCH SLOPE M C) PER PLAN NOTES OF ROOF PER PLAN NOTES OF ROOF SIMPSON B SERIES 2x BLOCKING a N SLOPED HANGER OVER EXTENTS N OFLEDGER LLI 00 SIMPSON A35 Y (/') Z @ 24"OC GIRDER TRUSS GIRDER TRUSS 72x8 Q PER PLAN&MFR PER PLAN&MFR W - --- - 16d@6"OC 2x HF LEDGER J W Q ROOF RAFTER PER W/(2)16d NAILS Q Z PLAN&SCHEDULE @ 12"OC TRUSS PER PLAN — N O LL_ SIMPSON H2.SA TIE Z SIMPSON H2.5A TIE Z � (2)16d @ 6"OC 2x ROOF RAFTERS PROVIDE BOUNDARY CONT FULL WIDTH TOP W 0 0 L.L PER PLAN NAILING AT TOP PLATE PER PLATE ON 2x4 PLATES Z Z 0 SHEAR WALL SCHEDULE Z N J TRUSS PER PLAN ROOF TRUSSES TRUSS PER PLAN SHEATHING AND NAILING PARTY WALL W r� w O PER PLAN PER PLAN AND SHEAR PER PLAN U Q y HANGER PER TRUSS MFR HANGER PER TRUSS MFR WALLSCHEDULE - SHEET: TRUSS FRAMING DETAIL TRUSS FRAMING DETAIL RAFTER LEDGER DETAIL f� ROOF STEP AT PARTY WALL 5 SCALE: 1"=1'-0"SCALE: 1"=1'-0" S6.2-J STRUCTURAL NOTES C (THESE NOTES ARE TYPICAL UNLESS NOTED OR DETAILED OTHERWISE ON DRAWINGS) ENGINEERING CODE SHOP DRAWINGS MINIMUM LAPS AND EMBEDMENT WELDING 250 4TH AVE. S., SUITE 200 ALL MATERIALS,WORKMANSHIP,DESIGN,AND CONSTRUCTION SHALL CONFORM TO THE DRAWINGS, SHOP DRAWINGS FOR THE FOLLOWING ITEMS SHALL BE SUBMITTED TO THE ARCHITECT AND STRUCTURAL UNLESS OTHERWISE NOTED,REINFORCING SPLICE LENGTHS AND DEVELOPMENT LENGTHS SHALL BE AS WELDING SHALL CONFORM TO AWS"STRUCTURAL WELDING CODE",LATEST EDITION.ALL WELDING SHALL BE EDMONDS, WASHINGTON 98020 SPECIFICATIONS,AND THE INTERNATIONAL BUILDING CODE(IBC),2015 EDITION.SPECIFICATIONS AND ENGINEER FOR REVIEW PRIOR TO FABRICATION: TABULATED BELOW: DONE WITH 70 KSI LOW HYDROGEN ELECTRODES.WHERE NOT CALLED OUT,MINIMUM FILLET WELD SIZE SHALL PHONE (425) 778-8500 STANDARDS WHERE REFERENCED ON THE DRAWINGS ARE TO BE THE LATEST EDITION. BE PER TABLE 5.8 IN AWS DI.J.,LATEST EDITION. FAX (425) 778-5536 1.REINFORCING STEEL 3.PREMANUFACTURED WOOD TRUSSES f'c=3000 PSI DESIGN LOADS 2.CONCRETE MIX DESIGN 4.WOOD I-JOISTS&ENGINEERED WOOD BEAMS DEVELOPMENT LENGTH LAP SPLICE WELDING OF REINFORCING BARS SHALL NOT BE PERMITTED UNLESS SPECIFICALLY CALLED OUT ON DRAWINGS OR APPROVED BY STRUCTURAL ENGINEER.WELDING OF GRADE 60 REINFORCING BARS SHALL BE PERFORMED DEAD LOADS: SHOP DRAWINGS SHALL BE REVIEWED,REVISED AS REQUIRED FOR FIELD CONDITIONS,AND DATE STAMPED BY BAR TENSION COMPRESSION TENSION COMPRESSION USING LOW HYDROGEN ELECTRODES.WELDING OF GRADE 40 REINFORCING BARS SHALL BE PERFORMED USING ROOF 15 PSF THE CONTRACTOR PRIOR TO REVIEW BY THE ENGINEER.CONTRACTOR SHALL PROVIDE(3)SETS OF SHOP SIZE E70XX ELECTRODES.SEE REINFORCING NOTES FOR MATERIAL REQUIREMENTS OF WELDED BARS.WELDING FLOOR 24 PSF DRAWINGS FOR ENGINEER'S REVIEW.ALLOW TWO WEEKS FOR SHOP DRAWING APPROVAL BY ENGINEER. TOP BARS OTHER BARS ALL BARS TOP BARS BARS ALL BARS WITHIN 4"OF COLD BENDS IN REINFORCING BARS IS NOT PERMITTED. OVY C w LIVE LOADS: ENGINEER'S SHOP DRAWING REVIEW IS FOR GENERAL CONFORMANCE WITH THE DESIGN CONCEPT AND #3 22 17 9 28 22 12 ALL WELDING SHALL BE DONE BY WASHINGTON ASSOCIATION OF BUILDING OFFICIALS(WABO)CERTIFIED C'��F// 1 f sF' ROOF(SNOW LOAD) 25 PSF CONTRACT DOCUMENTS.MARKINGS OR COMMENTS SHALL NOT BE CONSTRUED AS RELIEVING THE WELDERS. T pup.- PRIVATE DECKS 60 PSF CONTRACTOR FROM COMPLIANCE WITH THE PROJECT PLANS AND SPECIFICATIONS.THE CONTRACTOR REMAINS #4 29 22 11 37 29 15 1 RESIDENTIAL 40 PSF RESPONSIBLE FOR DETAILS AND ACCURACY,FOR CONFORMING AND CORRELATING ALL QUANTITIES AND #5 36 28 14 47 36 19 LUMBER DIMENSIONS,FOR SELECTING FABRICATION PROCESSES,FOR TECHNIQUES OF ASSEMBLY,AND FOR PERFORMING O z 25 (LIVE LOADS ARE REDUCED WHERE PERMISSIBLE PER IBC SECTION 1607.10). THE WORK IN A SAFE MANNER. #6 43 33 17 56 43 23 GALL RADING ES SPECIFIED ARE MINIMUM KILN-DRIED TO MC GRADES OF THE FIRED.ALL LUMBER MINIMUM STANDARDS:BE IN ACCORDANCE WITH WWPA SSIONAL � EARTHQUAKE LOADS: ENGINEER'S SHOP DRAWING REVIEW OF STRUCTURAL COMPONENTS DESIGNED BY OTHERS IS FOR LOADS #7 63 48 20 81 63 27 IMPOSED ON THE BASIC STRUCTURE.THE COMPONENT DESIGNER IS RESPONSIBLE FOR CODE CONFORMANCE #8 72 55 22 93 72 30 SIZE CLASSIFICATION SPECIES GRADE Fb(PSI) Fc(PSI) 08/09119 EQUIVALENT LATERAL FORCE PROCEDURE PER ASCE 7-10 SECTION 12.8. AND ALL CONNECTIONS TO TH E BASIC STRUCTURE.SHOP DRAWINGS SHALL INDICATE MAGNITUDE AND LIGHT FRAMING(STUDS) DOUG-FIR STUD 776(REP) 800 DIRECTION OF THE LOADS IMPOSED ON THE BASIC STRUCTURE AND SHALL BE STAMPED&SIGNED BY A SITE CLASS D PROFESSIONAL ENGINEER REGISTERED IN THE SAME STATE AS THE PROJECT. f'c=4000 PSI 2x JOISTS AND PLANKS DOUG-FIR #2 978(REP) - SHORTPERIODSPECTRALRESPONSEACCEL(Ss) 1.071 DEVELOPMENT LENGTH LAP SPLICE PLATES AND BLOCKING DOUG-FIR #2 850 ONE SECOND SPECTRAL RESPONSE ACCEL N 0.417 FABRICATION SHALL BEGIN ONLY AFTER SHOP DRAWINGS BEARING THE STAMP AND SIGNATURE OF THE - SHORT PERIOD DESIGN SPECTRAL RESPONSE ACCEL(Sos) 0.765 PROJECT ARCHITECT,ENGINEER OF RECORD,AND CONTRACTOR HAVE BEEN RECEIVED. BAR TENSION COMPRESSION TENSION COMPRESSION 6x AND LARGER BEAMS AND DOUG-FIR #2 875 - ONE SECOND DESIGN SPECTRAL RESPONSE ACCEL(So,) 0.440 SIZE STRINGERS RISK CATEGORY II FOUNDATIONS:SPREAD FOOTINGS TOP BARS OTHER ALL BARS TOP BARS OTHER ALL BARS SEISMIC IMPORTANCE FACTOR 1.0 BARS BARS 4x AND SMALLER BEAMS AND DOUG-FIR #2 850 - (e) SOILS REPORT: REPORT NO: 18-0408 #3 19 15 8 24 19 12 STRINGERS SEISMSEISMGN CATEGORY D PREPARED BY: GEOTEST ALL POSTS AND TIMBERS DOUG-FIR #1 1200 1000 BASIC SEISMIC IC FORCE-RESISTING-SYSTEM WOOD SHEAR WALLS DATED: MAY 17,2019 #4 25 19 10 33 25 15 RESPONSE MODIFICATION FACTOR,(R) 1.5 REFER TO PLAN NOTES,SCHEDULES,AND DETAILS FOR MORE SPECIFIC LUMBER SIZE AND GRADE REQUIREMENTS. REDUNDANCY FACTOR(p) 1.0 #5 31 24 12 41 31 19 SEISMIC RESPONSE COEFFICIENT(C 0.118 ALLOWABLE SOIL PRESSURE: 2000 PSF ALL LUMBER IN CONTACT WITH CONCRETE,MASONRY,OR WITHIN 8"OF SOIL SHALL BE PRESSURE-TREATED. F s) #6 37 29 15 49 37 23 F W=TOTAL SEISMIC DEAD LOAD AS DEFINED PER ASCE 7-10 SECTION 12.7.2. LATERAL EARTH PRESSURE: #7 54 42 17 71 54 27 NAILS,BOLTS,AND METAL CONNECTORS FOR WOOD z UNRESTRAINED: 35 PCF+ANY APPLICABLE SURCHARGE O m RESTRAINED: 55 PCF+ANY APPLICABLE SURCHARGE #8 62 48 19 81 62 30 ALL NAILS SHALL CONFORM TO THE STANDARDS SET FORTH BY THE NATIONAL DESIGN STANDARDS(NDS)FOR I- BASE SHEAR(V),V=CsW= SD5 W � PASSIVE: 300 PCF WOOD CONSTRUCTION,LATEST EDITION.NAILING NOT SPECIFIED SHALL BE PER IBC TABLE 2304.9.1 NAILING _ � COEFFICIENT OF FRICTION: 0.35 NOTE: SCHEDULE.ALL NAILS CALLED OUT ON PLANS SHALL BE COMMON NAILS UNLESS NOTED OTHERWISE AND SHALL WIND LOADS: 1.ALL LENGTHS ARE IN INCHES. MEET OR EXCEED THE FOLLOWING MINIMUM GUIDELINES: FOUNDATIONS SHALL BEAR ON NATIVE SITE SOILS OR STRUCTURAL FILL,PREPARED AND COMPACTED AS 2.ALL LAP SPLICES ARE CLASS B. m BASIC WIND SPEED(3 SECOND GUST) 110 MPH REQUIRED BY THE GEOTECHNICAL REPORT AND AT LEAST 18"BELOW ADJACENT EXTERIOR GRADE.ANY 3.'TOP BARS"ARE HORIZONTAL REINFORCEMENT PLACED SUCH THAT MORE THAN 12 INCHES OF NAIL SHANKS MIN LENGTH p a EXPOSURE B FOUNDATION ELEVATIONS SHOWN IN THE DRAWINGS REPRESENT MINIMUM DEPTHS AND ARE FOR BIDDING CONCRETE IS CAST IN THE MEMBER BELOW THE BAR. 8d COMMON 0.1310 2 1/2"SHANK Kn 1.0 ONLY.ACTUAL FOUNDATION ELEVATIONS ARE SUBJECT TO SITE CONDITIONS AND MUST THEREFORE BE a, ESTABLISHED BY THE CONTRACTOR. CONCRETE WALL REINFORCING 10d COMMON 0.1480 3"SHANK w\ SEE PLANS FOR ADDITIONAL DESIGN LOADS. H p� 12d COMMON 0.1480 3 1/4"SHANK IMPORTED STRUCTURAL FILL AND BACKFILL MATERIAL SHOULD CONSIST OF CLEAN,WELL GRADED GRANULAR PROVIDE THE FOLLOWING MINIMUM REINFORCING UNLESS NOTED OR DETAILED OTHERWISE(GRADE 60): o STATEMENT OF SPECIAL INSPECTIONS MATERIAL FREE OF DEBRIS OR ORGANICS AS SPECIFIED IN THE GEOTECHNICAL REPORT. i6d COMMON 0.1620 31/2"SHANK 000 THICKNESS REINFORCING PLACEMENT J.d SPECIAL INSPECTIONS ARE REQUIRED AS INDICATED IN THE FOLLOWING TABLE.THE CONTRACTOR SHALL BACKFILL BEHIND ALL RETAINING WALLS WITH WELL-DRAINING,GRANULAR FILL AND PROVIDE FOR SUBSURFACE #4 @ 13"OC ME BOX NAILS MAY BE SUBSTITUTED FOR&COMMON NAILS WITH NO CHANGE IN NAIL SPACING.FRAMING Y SUBMIT WRITTEN STATEMENT OF RESPONSIBILITY TO THE BUILDING OFFICIAL AND OWNER PRIOR TO DRAINAGE. 6"WALLS EA WAY CENTERED MEMBERS MAY BE NAILED WITH 16d SINKERS(0.148"0 x 31/4"),BUT ONLY 16d COMMON NAILS SHALL BE USED Q COMMENCEMENT OF WORK IN ACCORDANCE WITH CHAPTER 1704.40F THE IBC. 8"WALLS #5 @ 15"OC EA WAY CENTERED WHERE l6d NAILS ARE INDICATED IN THIS DRAWING SET.ENGINEER MAY APPROVE OTHER NAILS IF NAIL LABELS 7 L STRUCTURAL OBSERVATION OF THE STRUCTURAL SYSTEM BY THE ENGINEER IS NOT REQUIRED. EXCAVATIONS AND DRAINAGE INSTALLATION SHALL BE OBSERVED BY A SOILS ENGINEER RETAINED BY THE ARE SUBMITTED TO ENGINEER PRIOR TO START OF CONSTRUCTION. OWNER.IF EXCAVATION SHOWS SOIL CONDITIONS TO BE OTHER THAN THOSE ASSUMED ABOVE NOTIFY THE 30"WALLS #4@16"OC EA WAY,EA FACE DESIGN: RMK FREQUENCY AND DISTRIBUTION OF REPORTS-INSPECTION REPORTS SHALL BE PROVIDED FOR EACH DAY ON STRUCTURAL ENGINEER FOR POSSIBLE FOUNDATION REDESIGN. ALL BOLTS IN WOOD MEMBERS SHALL CONFORM TO ASTM A307.PROVIDE WASHERS UNDER THE HEADS AND CONCRETE GENERAL NOTES NUTS OF ALL BOLTS AND LAG SCREWS BEARING ON WOOD.LEAD HOLES FOR LAG BOLTS SHALL BE BORED FOR DRAWN: J EG SITE BY SPECIAL INSPECTOR.STRUCTURAL OBSERVATION REPORTS SHALL BE PROVIDED AFTER EACH DEFERRED APPROVAL ITEMS THE SHANK AND THREADED PORTIONS PER NDS 11.1.3. OBSERVATION.REPORTS SHALL BE DISTRIBUTED TO TH E CONTRACTOR,ARCHITECT,ENGINEER AND BUILDING CHECK: JGG OFFICIAL. SUBMITTAL DOCUMENTS FOR DEFERRED SUBMITTAL ITEMS SHALL BE SUBMITTED TO THE ARCHITECT AND VERTICAL BARS SHALL START FROM TOP OF FOOTING.HORIZONTAL BARS SHALL STARTA DISTANCE OF I/2 THE CONNECTORS CALLED OUT BY LETTERS AND NUMBERS SHALL BE"STRONG-TIE"BY SIMPSON COMPANY, NORMAL BAR SPACING FROM TOP OF FOOTING AND TOP OF FRAMED SLABS.IN ADDITION,THERE SHALL BE A CATALOG TO BE THE LATEST EDITION,OR ENGINEER APPROVED EQUAL.CONNECTORS SHALL BE INSTALLED IN ENGINEER REVIEWED WHO SHALL REVIEWHAVE THEM ANDFOUND INDICATE IN GENERAL CONFORMANCE SUBMITTAL DOCUMENTS HORIZONTAL BAR AT A MAXIMUM OF 3"FROM TOP OF WALL AND BOTTOM OF FRAMED SLABS. JOB NO: 8/09/19 SPECIAL INSPECTION HAVE BEEN REVIEWED AND THAT THEY HAVE BEEN FOUND TO BE IN GENERAL CONFORMANCE WITH THE DESIGN ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS AND WITH THE NUMBER AND SIZE OF OF THE BUILDING.THE DEFERRED SUBMITTAL ITEMS SHALL NOT BE INSTALLED UNTIL THEIR DESIGN AND FASTENERS AS SPECIFIED BY THE MANUFACTURER.WHERE CONNECTOR STRAPS CONNECT TWO MEMBERS, DATE: 08�09�19 OPERATION CONT PERIODIC REMARKS SUBMITTAL DOCUMENTS HAVE BEEN APPROVED BY THE BUILDING OFFICIAL. PROVIDE CORNER BARS TO MATCH THE HORIZONTAL REINFORCING WITH TENSION LAP SPLICE AT EACH SIDE PER TABLE,OR BEND ONE SIDE OVER TO PROVIDE TENSION LAP. PLACE ONE-HALF OF THE NAILS,SCREWS,OR BOLTS IN EACH MEMBER. SOILS 1.PREMANUFACTURED WOOD TRUSSES INSTALL SOLID BLOCKING AT ALL BEARING POINTS.ALL SHIMS SHALL BE SEASONED,DRIED,AND THE SAME 2.HANDRAILS AND GUARDRAILS PROVIDE CONTROL OR CONSTRUCTION JOINTS IN SLABS ON GRADE TO BREAK UP SLAB INTO RECTANGULAR AREAS EXCAVATION&FILL&COMPACTION&DRAINAGE X GEOTECH ENGINEER 3.PREMANUFACTURED BOLT-ON DECKS OF NOT MORE THAN 400 SQUARE FEET EACH.AREAS TO BE AS SQUARE AS PRACTICALAND HAVE NO ACUTE GRADE(MINIMUM)AS MEMBERS CONNECTED. CONCRETE ANGLES.JOINT LOCATIONS TO BE APPROVED BY THE ARCHITECT. CONCRETE GALVANIZATION REINFORCING PLACEMENT X ALL CONSTRUCTION JOINTS SHALL BE THOROUGHLY CLEANED AND PROPERLY PREPARED IMMEDIATELY PRIOR TO ANCHOR BOLTS X ALL CONCRETE SHALL BE MIXED,PROPORTIONED,CONVEYED,AND PLACED IN ACCORDANCE WITH SECTION POURING OF CONCRETE.DOWEL STEEL SHALL BETHE SAME SIZE AND SPACING AS MAIN REINFORCING DETAILED UNLESS NOTED OTHERWISE,STEELCONNECTORS IN CONTACT WITH TREATED WOOD SHALL BE GALVANIZED Y CHAPTER 5 OF ACI 318 AND THE AMERICAN CONCRETE INSTITUTE'S SPECIFICATIONS FOR STRUCTURAL BEYOND JOINT. ACCORDING TO THE FOLLOWING TABLE: HOLDOWN PLACEMENT X CONCRETE FOR BUILDINGS(ACI 301). UNTREATED ACQ-C CBA-A OTHER OTHER PT CONCRETE TEST SPECIMENS X BARS PARTIALLY EMBEDDED IN HARDENED CONCRETE SHALL NOT BE FIELD BENT UNLESS SO DETAILED OR GALVANIZATION WOOD CCA-C SBX ACQ-D CA-B BORATE ACZA WOOD W ALL CONCRETE SHALL BE STONE-AGGREGATE CONCRETE HAVING AUNIT WEIGHT OF APPROXIMATELY 150 APPROVED BY THE STRUCTURAL ENGINEER. Z CONCRETE PLACEMENT X POUNDS PER CUBIC FOOT. G90 X X X SEE ARCHITECTURAL DRAWINGS FOR ALL GROOVES,NOTCHES,CHAMFERS,FEATURE STRIPS,COLOR,TEXTURE AND ADHESIVE ANCHORS X IF USED CONCRETE STRENGTHS AT 28 DAYS(f'c)AND MIX CRITERIA SHALL BE AS FOLLOWS: OTHER FINISH DETAILS AT ALL EXPOSED CONCRETE SURFACES.PROVIDE 3/4"CHAMFER AT ALL CORNERS EXCEPT AS G185 X X X X X X W EXPANSION ANCHORS X IF USED NOTED. HDG X X X X X X MAXIMUM MIN CEMENT MAXIMUM Q STRUCTURAL STEEL TYPE OF CONSTRUCTION f'c WATER/CEMENT CONTENT PER CUBIC STRUCTURAL STEEL STT300 X X X X X X X X SHRINKAGE$TRAIN FABRICATION&ERECTION X RATIO YARD STRUCTURAL STEEL DESIGN,FABRICATION AND ERECTION SHALL BE IN ACCORDANCE WITH THE AISC G90=0.90 OZ.OF ZINC PER SQUARE FOOT OF AREA = HIGH STRENGTH BOLTING X SLAB ON GRADE 3000 PSI 0.55 51/2 SACK N/A "SPECIFICATION FOR THE DESIGN,FABRICATION,AND ERECTION OF STRUCTURAL STEEL FOR BUILDINGS",LATEST G185=1.85 OZ.OF ZINC PER SQUARE FOOT OF AREA HOG=HOT DIP GALVANIZED SHOP&FIELD WELDING FOOTINGS 4000 PSI 0.50 51/2 SACK N/A EDITION. SST300=TYPE 316L STAINLESS STEEL W SINGLE PASS FILLET WELDS<5/16" X WALLS 4000 PSI 0.48 51/2 SACK N/A SHAPES SHALL CONFORM TO ASTM A992,Fy=50 KSI. RATED SHEATHING Cal 0 WOOD FRAME THE MINIMUM AMOUNT OF CEMENT LISTED ABOVE MAY BE CHANGED IF A CONCRETE PERFORMANCE MIX IS PLATES,ANGLES,AND RODS SHALL CONFORM TO ASTM A36,Fy=36 KSI. N RATED SHEATHING SHALL BE GRADE C-DINT-APA WITH EXTERIOR GLUE OR O5B SHEATHING WITH EXTERIOR 00Z SHEARWALL&DIAPHRAGM NAILING X SPACING 54-Oc SUBMITTED TO THE ENGINEER AND THE BUILDING DEPARTMENT FOR APPROVAL TWO WEEKS PRIOR TO PLACING STRUCTURAL TUBING SHALL CONFORM TO ASTM ASOO GRADE B,Fy=46 K51. GLUE IN CONFORMANCE WITH IBC STANDARD 2303.1.4. Y N ANY CONCRETE.THE PERFORMANCE MIX SHALL INCLUDE THE AMOUNTS OF CEMENT,FINE AND COARSE STRAP NAILING X AGGREGATE,WATER,AND ADMIXTURES AS WELLASTHE WATER-CEMENT RATIO,SLUMP,CONCRETE YIELD,AND TIMBERSTRAND,MICROLLAM,AND PARALLAM MEMBERS J STEEL PIPE SHALL CONFORM TO ASTM A53 GRADE B,Fy=35 KSI. NOTE: SUBSTANTIATING STRENGTH DATA IN ACCORDANCE WITH CHAPTER 5 OF ACI 318. Q � Q ALL ITEMS MARKED WITH AN"X"SHALL BE INSPECTED IN ACCORDANCE WITH IBC CHAPTER 17.SPECIAL FABRICATED IN CONFORMANCE WITH THE INTERNATIONAL CODE COUNCIL EVALUATION SERVICE(ICC-ES) CL Q INSPECTION SHALL BE PERFORMED BY A QUALIFIED TESTING AGENCY DESIGNATED BY THE OWNER.THE ALL CONCRETE EXPOSED TO WEATHER OR TO FREEZING TEMPERATURES SHALL BE AIR-ENTRAINED IN BOLTS CONNECTING STEEL MEMBERS SHALL CONFORM TO ASTM A325-N.BOLTS SHALL BE 3/4"0 MINIMUM, REPORT NO.ESR-13870R CCMC REPORT NO.12627-R,08675-R,AND 11161-R.EACH MEMBER SHALL BE W ACCORDANCE WITH ACI 318 TABLE 4.2.1 FOR MODERATE EXPOSURE CONDITION. UNO ANCHOR BOLTS SHALL CONFORM TO ASTM A307. IDENTIFIED BY A STAMP INDICATING THE PRODUCT TYPE AND GRADE,ICC-ES OR CCMC REPORT NUMBER, L IJ RESULARCHITS.ANYI STRUCTURALAILINGENGINEER, MEETND HE PROJECTS SPECIFICATIONS TIONSSBE ALLBEISHED I MEDIATEH COPIES OF ALL AND J D TO ATTENTION FAILING TO MEET THE PROJECTSPECIFICATIONS SHALL BE IMMEDIATELY BROUGHT REINFORCING STEEL CONTRACTOR SHALL PROVIDE CONNECTION ADJUSTMENT TOLERANCES TO SATISFY THE REQUIREMENTS OF AISC MANUFACTURER'SCERTIFIED. MEMBERS S ALLMEET THE FOLLOWING MSTANI STANDARDS: AGENCY'S LOGO.FABRICATOR SHALL Q Z TO THE ATTENTION OF THE DESIGN TEAM. MAN UAL OF STEEL CONSTRUCTION. BE CERTIFIED.MEMBERS SHALL MEET THE FOLLOWING MINIMUM STANDARDS: Z N 0 REI NFORCING STEEL SHALL BE DEFORMED BILLET STEEL CONFORMING TO ASTM A615,AND SHALL BE GRADE 60 SIZE CLASSIFICATION SPECIES GRADE Fb(PSI) FV(PSI Fc(PSI) Z U (Fy=60,000 PSI),UNLESS NOTED OTHERWISE.GRADE 60 REINFORCING BARS INDICATED ON DRAWINGS TO BE UNLESS SPECIFIED AS STAINLESS STEEL,ALL STEEL MEMBERS,SHAPES,BOLTS,AND ACCESSORIES EXPOSED TO BEAMS&POSTS(d<91/2") LSL 1.3E 1,700 425 1,835 z WELDED SHALL CONFORM TO ASTM A706.REINFORCING COMPLYING WITH ASTM A615 MAY BE WELDED IF WEATHER SHALL BE HOT DIP GALVANIZED. Z MATERIAL PROPERTY RELA PORTS INDICATING CONFORMANCE WITH WELDING PROCEDURES SPECIFIED IN AWS NON-SHRINK GROUT RIMS&BEAMS(d>_91/2") LSL 1.55E 2,325 310 - Z N J D1.4 ARE SUBMITTED. m BEAMS&POSTS LVL 2.OE 2,600 285 2,510 L,J r� cl:� WELDED WIRE FABRIC SHALL CONFORM TO ASTM A185.PROVIDE WELDED WIRE FABRIC IN SHEETS NOT ROLLS. NON-SHRINK GROUT SHALL BE CEMENT-BASED WITH A MINIMUM COMPRESSIVE STRENGTH OF 5000 PSI WHEN L U Q N LAP WELDED WIRE FABRIC 12"AT SIDES AND ENDS. TESTED IN ACCORDANCE WITH ASTM C-109.GROUT SHALL BE MIXED AND PLACED IN STRICT ACCORDANCE WITH POSTS(d<91/2") PSL 1.8E 2,400 190 2,500 THE MANUFACTURER'S RECOMMENDATIONS. BEAMS(d>_91/2") PSL 2.2E 2,900 290 - REINFORCING STEEL SHALL BE DETAILED INCLUDING HOOKS AND BENDS IN ACCORDANCE WITH SP-66 AND ACI I I I 318R,LATEST EDITIONS.UNLESS OTHERWISE NOTED,REINFORCING SPLICE LENGTHS AND DEVELOPMENT TIMBERSTRAND,MICROLLAM,AND UNTREATED PARALLAM MEMBERS ARE INTENDED FOR DRY-USE LENGTHS SHALL BE PER SCHEDULE. APPLICATIONS.UNLESS NOTED OTHERWISE,ENGINEERED WOOD BEAMS EXPOSED TO WEATHER SHALL BE TREATED PER MANUFACTURES RECOMMENDATIONS. REINFORCING SHALL BE PLACED AND ADEQUATELY SUPPORTED PRIOR TO PLACING CONCRETE.WET-SETTING EMBEDDED ITEMS IS NOT ALLOWED WITHOUT PRIOR ENGINEER APPROVAL.BARS PARTIALLY EMBEDDED IN HARDENED CONCRETE SHALL NOT BE FIELD BENT UNLESS SO DETAILED OR APPROVED BY THE STRUCTURAL ^�.�-K ENGINEER.REFER TO CHAPTER 7 OF ACI 318 FOR OTHER REINFORCING STEEL REQUIREMENTS. `V STRUCTURAL NOTES C (THESE NOTES ARE TYPICAL UNLESS NOTED OR DETAILED OTHERWISE ON DRAWINGS) ENGINEERING GLUE-LAMINATED TIMBER GENERAL 250 4TH AVE. S., SUITE 200 GLUE-LAMINATED TIMBER SHALL BE DOUGLAS FIR,FABRICATED IN CONFORMANCE WITH ANSI/AITC STANDARD STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH ARCHITECTURAL,CIVIL,ELECTRICAL,AND LEGEND EDMONDS, WASHINGTON 98020 A 90.1,LATEST EDITION.EACH MEMBER SHALL BEAR AN AITC IDENTIFICATION MARK AND SHALL BE MECHANICAL DRAWINGS FOR BIDDING AND CONSTRUCTION.CONTRACTOR SHALL VERI FY ALL DIMENSIONS AND PHONE (425) 778-8500 DEFINITION SYMBOL DEFINITION SYMBOL FAX (425) 778-5536 ACCOMPANIED BY AN AITC CERTIFICATE OF CONFORMANCE.FABRICATOR SHALL BE CERTIFIED.MEMBERS SHALL CONDITIONS FOR COMPATIBILITY BEFORE PROCEEDING.ANY DISCREPANCIES SHALL BE BROUGHT TO THE BE OF THE FOLLOWING MINIMUM STANDARDS: ATTENTION OF THE ARCHITECT BEFORE PROCEEDING. DIRECTION OF SPAN COMBINATION Fb NATIVE SOIL FRAMING = — CONTRACTOR TOSEEARCHITECTURAL,CIVIL,ELECTRICAL AND MECHANICAL DRAWINGS FOR SIZE AND LOCATION EXTENT OF SIMPLE SPAN BEAMS 24F-V4 2400 PSI OF PIPE,VENT,DUCT AND OTHER OPENINGS AND DETAILS NOT SHOWN ON THESE DRAWINGS. FRAMING GRANULAR FILL CANTILEVER OR MULTI-SPAN BEAMS 24F-V8 2400 PSI CONTRACTOR SHALL BE RESPONSIBLE FOR ERECTION STABILITY AND TEMPORARY SHORING AS NECESSARY UNTIL COLUMNS STRUCTURAL STEEL GIVY Cp WOOD I-JOISTS PERMANENT SUPPORT AND STIFFENING ARE INSTALLED. of WAS "9S CONTRACTOR-INITIATED CHANGES SHALL BE SUBMITTED IN WRITING TO THE ARCHITECT AND STRUCTURAL COLUMN BEARING RATED SHEATHING WOOD I-JOISTS,MANUFACTURED BY THE TRUS JOIST CORPORATION SHALL BE SIZED AND DETAILED TO FIT THE ENGINEER FORAPPROVAL PRIOR TO FABRICATION OR CONSTRUCTION.CHANGES SHOWN ON SHOP DRAWINGS ON BEAM ?° DIMENSIONS AND LOADS INDICATED ON THE PLANS.ALL DESIGN SHALL BE IN ACCORDANCE WITH THE ONLY WILL NOT SATISFY THIS REQUIREMENT. ALLOWABLE VALUES AND SECTION PROPERTIES ASSIGNED BY THE BUILDING CODE. BEAM CONTINUOUS SHEAR WALL SWX znss DRAWINGS INDICATE GENERAL AND TYPICAL DETAILS OF CONSTRUCTION.WHERE CONDITIONS ARE NOT OVER SUPPORT (SEE SCHEDULE) L$F' ti PROVIDE TEMPORARY BRACING UNTIL SHEATHING AND PERMANENT BRACING IS INSTALLED.MANUFACTURER SPECIFICALLY INDICATED BUT ARE OF A SIMILAR CHARACTER TO DETAILS SHOWN,SIMILAR DETAILS OF „L `SjONAL SHALL PROVIDE ALL SPECIALTY ITEMS REQUIRED FOR ACOMPLETE INSTALLATION OF JOISTS.INSTALL PER CONSTRUCTION SHALL BE USED,SUBJECTTO REVIEW AND APPROVAL BY THE ARCHITECT AND THE STRUCTURAL CONCRETE WALL COLUMN MARK /�S�' MANUFACTURER'S RECOMMENDATIONS. ENGINEER. (SEE SCHEDULE) 08109119 BEARING STUD FOOTING(SEE SC O ALL TRUSS JOISTS ARE TO BE CONNECTED TO FLUSH BEAMS WITH SIMPSON TYPE ITS,IUS OR LBV HANGERS, WALL (SEE SCHEDULE) PROVIDE WEB STIFFENERS AS REQUIRED. NON-BEARING HOLDOWN MARK PRE-MANUFACTURED WOOD TRUSSES STUD WALL (SEE SCHEDULE) WOOD TRUSSES SHALL BE SIZED AND DETAILED TO FIT DIMENSIONS AND LOADS INDICATED ON THE PLANS.ALL BEARING STUD ( TTTT{ HANGER MARK O DESIGN SHALL BE IN ACCORDANCE WITH THE ALLOWABLE VALUES AND SECTION PROPERTIES ASSIGNED BYTHE SHEAR WALL (SEE SCHEDULE) BUILDING CODE.SUBMIT SHOP DRAWINGS FOR ENGINEER REVIEW PRIOR TO FABRICATION.CALCULATIONS AND NON-BEARING �j- �-( FLAG NOTE SHOP DRAWINGS SHALL BE SIGNED BY A PROFESSIONAL ENGINEER REGISTERED IN THE SAME STATE AS THE STUD SHEAR WALL )--�-�� (SEE PLAN NOTES) PROJECT.TRUSS DESIGN AND SHOP DRAWINGS SHALL BE IN CONFORMANCE WITH IBC 2303.4 CMU WALL STEEL MOMENT PROVIDE TEMPORARY BRACING UNTIL SHEATHING AND PERMANENT BRACING IS INSTALLED.MANUFACTURER FRAME CONN. Q SHALL PROVIDE ALL SPECIALTY ITEMS REQUIRED FOR A COMPLETE INSTALLATION OF JOISTS.INSTALL PER MANUFACTURER'S RECOMMENDATIONS. FOR TOP CHORD DESIGN LIVE LOADS,REFER TO THE DESIGN LOAD SECTION.IN ADDITION TO ROOF LOADING ABBREVIATIONS zO j LISTED IN THE DESIGN LOAD SECTION,ROOF TRUSSES SHALL BE DESIGNED FORA BOTTOM CHORD LIVE LOAD OF (A) ABOVE GLB GLUE-LAMINATED BEAM is N 10 PSF.TOP AND BOTTOM CHORD LIVE LOAD DO NOT NEED TO BE DESIGNED FOR SIMULTANEOUSLY. AB ANCHOR BOLT HORIZ HORIZONTAL U IN ADDITION TO THEIR SELF WEIGHT,ROOF TRUSSES SHALL BE DESIGNED FOR A TOP CHORD DEAD LOAD OF 13 ALT ALTERNATE KP KING POST w w PSF AND A BOTTOM CHORD DEAD LOAD OF 30 PSF ACTING SIMULTANEOUSLY.SEE ARCHITECTURAL AND MECHANICAL DRAWINGS FOR LOADS AND OPENINGS NOT SHOWN ON THE STRUCTURAL DRAWINGS. ARCH ARCHITECT KSI KIPS PER SQUARE INCH a DEFLECTIONS SHALL NOT EXCEED L/360 FOR LIVE LOADS,OR L/240 FOR TOTAL LOADS. (B) BELOW L ANGLE Ol TYPICAL FRAMING NOTES BD BAR DIAMETER MECH MECHANICAL w H C7 1.BEARING WALL FRAMING BLKG BLOCKING MF MOMENT FRAME Q O o� BM BEAM MTL METAL 00 REFER TO STUD SCHEDULE ON FRAMING PLANS FOR BEARING WALL FRAMING. BOT BOTTOM NS NEAR SIDE y ALLCOLUMNS NOT CALLED OUTOTHERWISE SHALL BETWO STUDS. BRNG BEARING OC ON CENTER Q 2.WALL BASE PLATE ON CONCRETE BTWN BETWEEN OPP OPPOSITE CIP COMPLETE JOINT PENETRATION PL PLATE DESIGN: RMK WALL PLATES BEARING ON CONCRETE SHALL BE PRESSURE-TREATED.FOR ALL EXTERIOR WALLS AND INTERIOR SHEAR WALLS,BOLT PLATES OR SILLS TO CONCRETE WITH 3/41NCH DIAMETER ANCHOR BOLTS WITH 71NCH CUR CLEAR PLCS PLACES DRAWN: JEG MINIMUM EMBEDMENT.REFER TO SHEAR WALL SCHEDULE,AND PLACE AT 5'-0"OC MAXIMUM UNO.SILL CMU CONCRETE MASONRY UNIT PSI POUNDS PER SQUARE INCH PLATES FOR INTERIOR NON-SHEAR WALLS SHALL BE BOLTED USING 1/21NCH ANCHOR BOLTS @ 6'-0"OC WITH 7 CHECK: JGG INCH EMBEDMENT.AT ALL SILL PLATE ANCHOR BOLTS,CONTRACTOR SHALL INSTALL 1/4"x 3"x 3"FLAT PLATE COL COLUMN PSF POUNDS PER SQUARE FOOT WASHERS.INTERIOR NON-SHEAR WALL SILL PLATES MAY BE ANCHORED PER THE BEARING WALL GUILDELINES CONC CONCRETE P/T POSTTENSIONED JOB NO: 18386.10 OR MAY USE 1/4"x 3"SIMPSON CSD SPLIT DRIVE ANCHORS @ 4'-0"OC WITH J."ROUND FENDER WASHERS.USE DATE: 08/09/1 9 MINIMUM OF TWO ANCHOR BOLTS PER SILL AND PLACE ONE WITHIN 12 INCHES OF EITHER END TYPICAL UNLESS CONN CONNECTION PT PRESSURETREATED NOTED OTHERWISE. CONT CONTINUOUS REINF REINFORCING 3.ROOF AND FLOOR FRAMING COORD COORDINATE RE(XD REQUIRED PROVIDE 11/2"FULL DEPTH BLOCKING FOR JOISTS AND RAFTERS AT ALL SUPPORTS AND AT 8'-0"OC MAXIMUM DEL DOUBLE SCHED SCHEDULE U NO.INTERMEDIATE 8'-0"OC BLOCKING NOT REQ'D IF GWB CEILING 15 INSTALLED DIRECTLY TO UNDERSIDE OF DET DETAIL SIM SIMILAR FRAMING.INSTALL DOUBLE JOISTS UNDER PARTITIONS EXTENDING ONE HALF OR MORE OF THE JOIST SPAN. DIA DIAMETER SOG SLAB ON GRADE PROVIDE TRUSS BLOCKING PANELS FOR ROOF TRUSSES AT SUPPORTS AND SHEAR WALLS,AND WHERE INDICATED ON PLANS AND DETAILS. DIM DIMENSION STD STANDARD 4.DIAPHRAGM NAILING DIR DIRECTION STIFF STIFFENER W ALL SHEAR WALLS,FLOOR AND ROOF DIAPHRAGM NAILINGS SHALL BE AS CALLED OUT ON SCHEDULES OR ON EA EACH STL STEEL Z THE PLANS.EXTERIOR WALLS NOT INDICATED AS SHEAR WALLS SHALL BE SHEATHED AND NAILED TO ELEV ELEVATION SYMM SYMMETRICAL W SUPPORTING FRAMING WITH 10d NAILS AT 6"OC AT ALL PANEL EDGES AND 12"OC AT ALL INTERMEDIATE ES EACH SIDE SW SHEARWALL SUPPORTS. EX EXISTING TOC TOP OF CONCRETE Q THE USE OF NAIL GUNS WILL BE APPROVED IF NAILING INTO THE DIAPHRAGMS CAN BE INSTALLED FLUSH WITH EXP EXPANSION TOS TOP OF STEEL FACE OF SHEATHING.NAIL PENETRATIONS GREATER THAN 1/16"ARE NOT ACCEPTABLE. FUR FLOOR TOW TOP OF WALL V) 5.ALLOWABLE STUD AND PLATE PENETRATIONS FDN FOUNDATION TYP TYPICAL w CUTTING AND/OR NOTCHING OF WOOD STUDS OR PLATES SHALL NOT EXCEED 25%OF THE STUD/PLATE WIDTH FTG FOOTING UNO UNLESS NOTED OTHERWISE P� IN EXTERIOR AND BEARING WALLS AND SHALL NOT EXCEED 40%OF THE STUD/PLATE WIDTH IN ANY �[ NON-BEARING PARTITIONS.BORED HOLE DIAMETER IS LIMITED TO 40%OF STUD/PLATE WIDTH IN ANY STUD FS FAR SIDE VERT VERTICAL ad N O AND MAY BE 60%IN NONBEARING PARTITIONS OR IF STUD IS DOUBLED.MAINTAIN 5/8"MINIMUM EDGE GC GENERAL CONTRACTOR WF WIDE FLANGE 00 Z DISTANCE FROM HOLE EDGE. Y W � N Q Q J bi w �' < a � z D z N o U w o F__ z Z Z N J W I� U Q N S1.2-K FOUNDATION PLAN NOTES: 1.SPREAD FOOTINGS SHALL BEAR A MIN OF V-6"BELOW ADIACENTGRADE ATTHE PERIMETER. 2.WHERE SLAB ON GRADE IS INDICATED,SLAB SHALL BE 4"THICK W/H4 @ 18"OC EACH WAY,CENTERED.SLAB ENGINEE RING SHALL BE POURED OVER A 10 MIL VAPOR BARRIER OVER 6"OF 5/8"CRUSHED ROCK. 250 4TH AVE. S., SUITE 200 3.REFER TO SHEET 54.1 FOR TYPICAL FOUNDATION DETAILS. EDMOND GTON 0 020 PHONE E(425)425)778-8500 4. ® INDICATES FOOTING TYPE,REFER TO FOOTING SCHEDULE ON SHEET 53.1 FOR SIZE&REINFORCEMENT. FAX (425) 778-5536 5.REFER TO"CONCRETE GENERAL NOTES"ON SHEET S1.1 FOR CONTROL JOINT PLACEMENT AND DETAIL 2/S4.1 FOR CONTROL JOINT CONSTRUCTION. 6.REFER TO FLOOR FRAMING PLANS AND SHEAR WALL&HOLD-DOWN SCHEDULES FOR LOCATION OF SHEAR WALL ANCHOR BOLTS AND HOLD-DOWN ANCHORS.ANCHORAGE AT NON-SHEAR WALLS SHALL BE PER STRUCTURAL G VY C+ NOTES. OF'\ 7.PLACE ALL REINFORCEMENT PER THE STRUCTURAL NOTES AND FOUNDATION DETAILS. •_ 8.CONTRACTOR SHALL VERIFY ALL DIMENSIONS,WALL LOCATIONS,SLAB SLOPES,AND CONCRETE ROUGH oe OPENINGS WITH ARCHITECTURAL,CIVIL,AND MEP DRAWINGS AND NOTIFY ALL PARTIES OF ANY DISCREPANCIES. L2 9.CONTRACTOR SHALL PROVIDE FOOTING AND SLAB SUBSTRATE PREPARATION,WATERPROOFING,AND BACKFILL `rIONAL v` PER THE GEOTECHNICAL REPORT. 08109119 10.ALL BUILDING SYSTEMS THAT PENETRATE THE CONCRETE WORK INCLUDING BUT NOT LIMITED TO ARCH,MECH, ELECT,PLUMBING,&FIRE PROTECTION DUCTS,CONDUITS,EMBEDS,&SLEEVES SHALL BE INSTALLED PRIOR TO CONCRETE PLACEMENT. a z O a H^ 1 2 3 4 5 6 7 oa 17'-6 3/4° "0" 16'-0" 7/16". Cl w� H m ao 0000 - - o H � � Y Q DESIGN: RMK F - DRAWN: JEG E CHECK: JGG I I I I I I I JOB NO: 18386.10 RW DATE: 08/09/19 v W W III 54•2 III SLAB ON GRADE I III III 4• Q PERSTRUCTURAL \ 1 M F6 F6 Tf F6 F6 Q O I I O F4 N J 00 0 _ - - - CL LLJ 0 2 Q II� r O Z N O CU env W 0 Z Z N J Ld 0 U Q L.L. w 1 2 3 4 5 6 7 11I HF-I 1ll� �1 S2.1-K FOUNDATION PLAN © NTS KEY PLAN 1 SCALE: 5'-0" 0 5'-0" 10,1_1 TYPICAL FLOOR FRAMING PLAN NOTES: 1. REFER TO SHEET S3.I FOR BEAM,COLUMN,JOIST,SHEAR WALL AND HOLDOWN SCHEDULES. 2.FLOOR SHEATHING SHALL BE3/4"PLY OR 23/32"OSB WITH 10d COMMON NAILS SPACED AT 6"OC AT ALL ENGINEERING DIAPHRAGM BOUNDARIES,PANEL EDGES AND SHEAR WALLS AND 12"OC AT INTERMEDIATE FRAMING.FOR 250 4TH AVE. S., SUITE 200 PLYWOOD LAYOUT AND NAILING REFER TO DETAIL 2/55.1. EDMONDS, WASHINGTON 98020 PHONE (425) 778-8500 3.HEADERS AT EXTERIOR BEARING AND NON-BEARING WALLS SHALL BE 4x8 DF#2 UNO WHERE MAXIMUM SPAN= FAX (425) 778-5536 6'-6". 4.DOOR HEADERS AT INTERIOR BEARING WALLS SHALL BE 4x6 DF#2 LINO MAXIMUM SPAN=4'-0". 5.COLUMNS AND BEARING WALLS SHOWN ON PLANS SHALL BE CONTINUED DOWN TO THE FOUNDATION UNLESS CARRIED BY A BEAM BELOW. GVY C7j 6.ALL DIAPHRAGMS UNBLOCKED UNO.SEE NOTE 9. G, of.4sgr qS 7.REFER TO SHEET 55.1 THRU 55.3 FORTYPICALFLOOR FRAMINGDETAILS. `' p�f_L + F o 8. INDICATES COLUMN BELOW AND BEAM SHALL BE CONTINUED OVER COLUMN,-1. lol G q LpsF 9.ALL FLOOR DIAPHRAGMS SHALL BE UNBLOCKED EXCEPT WHERE(OR IF)NOTED ON THE SPECIFIC FLOOR PLANS. WHERE BLOCKING IS SPECIFICED,PLYWOOD PANEL EDGES SHALL BE BLOCKED WITH 2x4 DF FLAT.PANEL EDGE OflAL NAILING AT BLOCKED DIAPHRAGM AREAS SHALL BE 10d @ 4"OC ALL PANEL EDGES. O8/09119 10.FINISHED FLOOR ELEVATIONS PER ARCHITECT.CONTRACTOR TO VERIFY ALL ELEVATIONS PRIOR TO CONSTRUCTION. 11.ALL COLUMNS NOT OTHERWISE CALLED OUT SHALL BE Cl.SEE COLUMN SCHEDULE.PROVIDE SOLID BLOCKING IN JOIST SPACE BELOW ALL COLUMNS. TYPICAL HEADER SUPPORTS(LINO) FRAMING EXTERIOR INTERIOR INTERIOR LEVEL (RO>T-4") (RO5TA") ROOF +(1)FULL HT (1)FULL HT (1)FULL HT Q (1)CRIPPLE (1)CRIPPLE +(1)CRIPPLE (1)FULL HT (1)FULL HT (1)FULL HT z 3RD co + O co(1)CRIPPLE +(1)CRIPPLE +(1)CRIPPLE L 2ND (1)FULL HT (1)FULL HT (1)FULL HT +(2)CRIPPLE 1(2)CRIPPLE +(1)CRIPPLE u 1 2 3 4 5 6 7 NOTES: p d 1.THE COLUMNS LISTED IN THE TABLE ABOVE SHALL BE PLACED IMMEDIATELY 17'-6 3/4" 17'-4" 16'-0" 16'-0" 17'-4" 17'-6 7/16" BELOW THE"FRAMING LEVEL"INDICATED. 2.HEADER SUPPORTS SHALL HAVE THE SAME GRADE OF LUMBER AS THE WALL IN a, WHICH THEY ARE LOCATED. �a,3.REFER TO TYPICAL ROOF PLAN NOTES FOR TYPICAL BEARING WALL HEADERS Q p _ 11 ql NOT SPECIFICALLY CALLED OUT ON THE PLANS. pip e o 54. H \ \ F2 F2 B 1 F2 F2 F3 FZ F2 1 y v ^ TYPICAL FRAMING SCHEDULE Q 6 - - - BEARING WALLS � I S4.1 I 'I l I S4 I F3 FRAMING F3 F3 1 I I F3 1 O F3 LEVEL EXTERIOR INTERIOR 2x6 INTERIOR PARTY WALLS DESIGN: RMK F j - 2x4 DRAWN: JEG -- c-n- ----------- III -- ---� -- 2x6 DF STUD 2x6 DF STUD 2x4 DF STUD 2x4 DF STUD o F3 Jr ,I 54. Ir- -- --� I ROOF @ 16"OC @ 16"OC @ 16"OC EA FACE @ 16"OC CHECK: JGG y r F3 I 6 it III ==---- I SLAB ON GRADE PER I E FS[ jl II STRUCTURAL NOTES II F1C JOB NO: 18386.10 O I F1C I I FlC I O 2x6 DF STUD 2x6 DF STUD 2x4 DF STUD 2x4 DF STUD 1 r=----- I 3RD @ 16"OC @ 16"OC @ 16"OC EA FACE @ 16"OC DATE: 08/09/1 9 1 II jl F1C II 6 F3 I I j F3 j F3 ti I 54' 2x6 DF STUD 2x6 DF STUD 2x4 DF#1 2x4 DF STUD a F3 OrJ II j I r' ti rJl 2ND @ 16"OC @ 16"OC @ 16"OC EA FACE @ 16"OC r SLAB ON GRADE PER j j _ r--� ti r F3 yl NOTES : 1 7 STRUCTURAL NOTES ,I 1.THE WALLS LISTED IN THE TABLE ABOVE SHALL BE PLACED IMMEDIATELY SQ 54. z 7 1 1 1 I I F2 r F3 z J III 10 BELOW THE"FRAMING LEVEL"INDICATED. --- I I I ___I 54.1 2.NON BEARING WALLS SHALL BE 2x4 OR 2x6 DF STUD GRADE AT 16"OC U NO. Oua 4. I I 1 1 �Q 7 ---- = ?i = 3 V. ---- ---- 1 Z 0 ---- 12 1 DET 1/57.1 / 1 12 - LL F 71 FJ354 EA END JJJ DET 12/57.1 1 4 FJ3 3 - < o % EA END \ . = Z _ FJ3 3 FJ3 5_ 5 1 7'1 1 DET.14/S7.1 tip' 1�' DET 14/S7.1 1ti 5 1�" M Q ��1 DET 1/S7.1 DET 1/S7.1 W10x54 W10x54 EA END 57.1ad N C - EA END W12x40 W12x40�- 2 W32x40 W12x40 LL.I 00 LL B - �xyW10 9 DET 10/S7.1 _ 7. DET 10/S7.1 , - Y N 0) EA END EA END - BOLT-ON DECK - - - BOLT-ON DECK --BOLT-ON DECK - - O � LL.I BOLT-ON DECK PER MFR PER MFR PER VIER 1 [ W O PER MFR [h�j fi J J Q � Z n © Z (n 0 u u-- LLI u Z Z L^J H Z CV J - '�t H V Q LL y SHEET: S2.2-K FIRST FLOOR FRAMING PLAN © KEY PLAN 1 SCALE: 1/8"=V-0" NTS 5'4" 0 5'-0" 10'-0" TYPICAL FLOOR FRAMING PLAN NOTES: 1.REFER TO SHEET S2.2 FOR TYPICAL FLOOR FRAMING PLAN NOTES. ENGINEERING THIS FLOOR FRAMING PLAN NOTES: 250 4TH AVE. S., SUITE 200 EDMONDS, WASHINGTON 98020 1. WALLS SHOWN ON THIS PLAN ARE WALLS BELOW THE FLOOR INDICATED. PHONE (425) 778-8500 FAX (425) 778-5536 2.HOLDOWNS SHOWN ON THIS PLAN SHALL BE PLACED AT THE BASE OF THE WALLS SHOWN. TYPICAL HEADER SUPPORTS(LINO) FRAMING INTERIOR INTERIOR C, VY LEVEL EXTERIOR (RO>T-4") (RO 53'-4) O tly WAsgr'9S� (1)FULL HT (1)FULL HT (1)FULL HT ROOF +(1)CRIPPLE +(1)CRIPPLE +(1)CRIPPLE 3RD (1)FULL HT (1)FULL HT (1)FULL HT (1)CRIPPLE +(1)CRIPPLE +(1)CRIPPLE .iG„ 2L25�. 2ND 1 (1)FULL HT (1)FULL HT (1)FULL HT `rjONAL +(2)CRIPPLE +(2)CRIPPLE +(1)CRIPPLE 08/09119 NOTES: 1.THE COLUMNS LISTED IN THE TABLE ABOVE SHALL BE PLACED IMMEDIATELY BELOW THE"FRAMING LEVEL"INDICATED. 2.HEADER SUPPORTS SHALL HAVE THE SAME GRADE OF LUMBER AS THE WALL IN WHICH THEY ARE LOCATED. 3.REFER TO TYPICAL ROOF PLAN NOTES FOR TYPICAL BEARING WALL HEADERS NOT SPECIFICALLY CALLED OUT ON THE PLANS. TYPICAL FRAMING SCHEDULE FRAMING BEARING WALLS J LEVEL EXTERIOR INTERIOR 2x6 INTz 4IOR PARTY WALLS 2x6 DF STUD 2x6 DF STUD 2x4 DF STUD 2x4 DF STUD z0 co ROOF @ 16"OC @ 16"OC @ 16"OC EA FACE @ 16"OC Er 3RD 2x6 DF STUD 2x6 DF STUD 2x4 DF STUD 2x4 DF STUD C7 1 2 3 4 5 6 7 @ 16"OC @ 16"OC @ 16"OC EA FACE @ 16"OC Q 17'-6 3/4" 17'-6 7/16" 2ND 2x6 DF STUD 2x6 DF STUD 2x4 DF#1 2x4 DF STUD 17'-4' 16'-0' 16'-0' 17'-4' @ 16"OC @ 16"OC @ 16"OC EA FACE @ 16"OC a, w a, NOTES: Q 00 1.THE WALLS LISTED IN THE TABLE ABOVE SHALL BE PLACED IMMEDIATELY p W 2 2 BELOW THE"FRAMING LEVEL"INDICATED. p 2.NON BEARING WALLS SHALL BE 2x4 OR 2x6 DF STUD GRADE AT 16"OC LINO. H v 1 @ 24'FOC Cs 56. v� (�' C (,6 @ 24"OC-I Iy 2x6 HF#2 _ FLAG NOTES: G 25W3 5W2 BM2 @ 4"OC BM S(L) BM2 W22 OC 23W3 - 1 4x6 DF#2(UNO)EA END OF EACH BALCONY,TYP.CONNECT COLTOTOP&BOT PLATES W/A35 CLIPS EA r� BM8 BM8 24 OC BM8 BM8 L' SIDE.COORDINATE LOCATION&ALL OTHER REQUIREMENTS W/BOLT-ON DECK MFR. DESIGN: RMK - � PROVIDE 51/2"RIM AT ALL BOLT-ON DECKS.REFER TO BOLT-ON MFR DRAWINGS FOR ADDITIONAL DRAWN: JEG c n 4 DJl l 8 u BLOCKING AND STRAPPING REQUIREMENTS. CHECK: JGG E F13 m 2 iiii FJ3 S, �71d^ 1 4 Ste' 41 1 2 JOB NO: 18386.10 F13 S BM8 - F13 6.2 m Gti v CBMS v �, `y` 3 F13 F13 m FJ3 DATE: 08/09/19 \ L6 C� 3 SIM 5 3 0 BM8 Gti G3 F13 (Q 4 BM9 07 BM8 a 3 F FJ3BM9 3 Gti B m BMS . Z FJ3 F13 6 L~ �, 6. Q 55.2 11 11 6. ti LLI 5.2 - = Z 3 3 9 6+6 FJ3 - - - FJ3 F13 7' C 3 �'�' m 3 --- _ m @ 24"OC Z 8 8 GP 4 C1 BM8 l a a cc 1 ("ti EA 9 v EA 9 m a r2 1 � Q - S5.2 a COL 57.1 a, COL 57. m v 5.2 I� Fl3 o N 3 3 x ry FJ3 (D M m 3 4 57.1 Gy 4 a 4 3 m ad CV 2 _ _ _ V N 4 Sw2 5wz - �6 3 00 B - 6 3 4 C9 DET 6/S7.1 TYP DET 6/S7.1 TYP C9 4 M3 _ Y N 0) O � H SW2 SW2 BM12 SW2 g BM12 SW2 SW2 J _ m --_J BOLT-ON DECKM9 7•_ BM9 L-------- PER MFR 55.2 - - - - Q Q J L------ _ _ _ _J _ _ _ EL A BOLT-ON DECK L J 6 LJ BOLT-ON DECK 1 r W PER MFRS7 [Ij f�j' E(I�'j J W PER MFR ,� L,7 a Z Q � u � © WQo 0 H z N � U C;';D gun I L) w �,-rt�' L� U � Q (n G 1 2 3 4 5 6 7 SHEET: S2.3-K SECOND FLOOR FRAMING PLAN © KEY PLAN 1 SCALE: 5-4- NTS 5' " 0 5'-0" SO'-0" TYPICAL FLOOR FRAMING PLAN NOTES: 1.REFER TO SHEET S2.2 FOR TYPICAL FLOOR FRAMING PLAN NOTES. ENGINEERING THIS FLOOR FRAMING PLAN NOTES: 250 4TH AVE. S., SUITE 200 EDMONDS, WASHINGTON 98020 1. WALLS SHOWN ON THIS PLAN ARE WALLS BELOW THE FLOOR INDICATED. PHONE (425) 778-8500 FAX (425) 778-5536 2.HOLDOWNS SHOWN ON THIS PLAN SHALL BE PLACED AT THE BASE OF THE WALLS SHOWN. TYPICAL HEADER SUPPORTS(LINO) FRAMING INTERIOR INTERIOR C, VY LEVEL EXTERIOR (RO>T-4") (RO 53'-4") O tly WAsgr'9S� (1)FULL HT (1)FULL HT (1)FULL HT ROOF +(1)CRIPPLE +(1)CRIPPLE +(1)CRIPPLE 3RD (1)FULL HT (1)FULL HT (1)FULL HT (1)CRIPPLE +(1)CRIPPLE +(1)CRIPPLE .iG„ 2L25�. 2ND 1 (1)FULL HT (1)FULL HT (1)FULL HT `rjONAL +(2)CRIPPLE +(2)CRIPPLE +(1)CRIPPLE 08/09119 NOTES: 1.THE COLUMNS LISTED IN THE TABLE ABOVE SHALL BE PLACED IMMEDIATELY BELOW THE"FRAMING LEVEL"INDICATED. 2.HEADER SUPPORTS SHALL HAVE THE SAME GRADE OF LUMBER AS THE WALL IN WHICH THEY ARE LOCATED. 3.REFER TO TYPICAL ROOF PLAN NOTES FOR TYPICAL BEARING WALL HEADERS NOT SPECIFICALLY CALLED OUT ON THE PLANS. TYPICAL FRAMING SCHEDULE FRAMING BEARING WALLS J LEVEL EXTERIOR INTERIOR 2x6 INTz 4IOR PARTY WALLS 2x6 DF STUD 2x6 DF STUD 2x4 DF STUD 2x4 DF STUD z0 co ROOF @ 16"OC @ 16"OC @ 16"OC EA FACE @ 16"OC Er 3RD 2x6 DF STUD 2x6 DF STUD 2x4 DF STUD 2x4 DF STUD C7 1 2 3 4 5 6 7 @ 16"OC @ 16"OC @ 16"OC EA FACE @ 16"OC Q 17'-6 3/4" 17'-4" 16'-0" 16'-0" 17'-4" 17'-6 7/16" 2ND 2x6 DF STUD 2x6 DF STUD 2x4 DFgl 2x4 DF STUD @ 16"OC @ 16"OC @ 16"OC EA FACE @ 16"OC a, w a, NOTES: Q 1.THE WALLS LISTED IN THE TABLE ABOVE SHALL BE PLACED IMMEDIATELY p W BELOW THE"FRAMING LEVEL"INDICATED. 00 2.NON BEARING WALLS SHALL BE 2x4 OR 2x6 DF STUD GRADE AT 16"OC UNO. FLAG NOTES: 7 LL 2 2 3 W3 BM3 SW S5. D S5. W3 BM3 SW 5 3 4x6 DF#2(UNO)EA END OF EACH BALCONY,TYP.CONNECT COLTOTOP&BOT PLATES W/A35 CLIPS EA DESIGN: RMK SIDE.COORDINATE LOCATION&ALL OTHER REQUIREMENTS W/BOLT-ON DECK MFR. [t::- PROVIDE 51/2"RIM ATALL BOLT-ON DECKS.REFER TO BOLT-ON MFR DRAWINGS FOR ADDITIONAL DRAWN: JEG E 10 p L6 I DJ1 = BLOCKING AND STRAPPING REQUIREMENTS. CHECK: JGG r 55 m m JOB NO: 18386.10 ,� SW3 SW3 BM11, F14 DATE: 08/09/19 o r e 3 sw3 3 0 10 rF9 S5. 2 a 3 a 3 W Q D - _-- - - - - - - Z LLJ 3 F13 3 3 FJ3 `^ F13 F13 Q r^ V Z S6. 9 S6.1 6 5. 55.2 N N C - - - - - - - - - N LL 3 3 Y W00 RMA B - SW2 3 SW2 - - - - 3 5W2 SW2 M N 02 W2 SW2 W < Q O 1 - wz swz �_IW24 - - 1 - p - - W Q 6. BOLT-ON DECK BOLT-ON DECK 56. I J W J PER MFR BOLT-ON DECK 2 BOLT-ON DECK PER MFR \ / PER MFR 55 PER MFR :5Z LL Z Q fqV'' u u Lv u Z Z Z u — .. M H O U Q H SHEET: S2.4-K THIRD FLOOR FRAMING PLAN © KEY PLAN 1 SCALE: 1/8"=V-0" in =9NTS 5'4" 0 5'4" 10'-0" Ohl TYPICAL ROOF FRAMING PLAN NOTES: 1. WALLS SHOWN ON ROOF FRAMING PLAN ARE WALLS BELOW ROOF FRAMING. 2.BEAMS SHOWN ON ROOF FRAMI NG PLAN SHALL BE ABOVE DOUBLE TOP PLATE UNLESS USED AS A DOOR OR ENGINEERING WINDOW HEADER. 250 4TH AVE. S., SUITE 200 3.ROOF SHEATHING SHALL BE 1/2"PLY OR 7/16 OSB WITH 8d COMMON NAILS SPACED AT 6"OC AT ALL EDMOND 5HINGTON 020 DIAPHRAGM BOUNDARIES,PANEL EDGES,SHEAR WALLS,COLLECTOR TRUSSES,AND BLOCKING OR TRUSS PHONEE (425) 778-8500 BLOCKING PANELS INDICATED ON PLANS.NAILING AT INTERMEDIATE FRAMING SHALL BE 8d COMMON NAILS @ FAX (425) 778-5536 12"OC.REFER TO DETAIL 2/S5.1 FOR SHEATHING LAYOUT AND NAILING. 4.HEADERS AT EXTERIOR BEARING AND NON-BEARING WALLS SHALL BE 4x8 DF#2 UNO WHERE MAXIMUM SPAN= 6'-6". 5.DOOR HEADERS AT INTERIOR BEARING WALLS SHALL BE 46 DF#2 LINO MAXIMUM SPAN=4"0". C,tlEVY Cp. wAsq�``99S'cA 6.REFER TO DETAIL 3/S5.1 FOR CONSTRUCTION OF MULTIPLE STUD COLUMNS. 7. ACi p t: ll' INDICATES COLUMN BELOW AND BEAM SHALL BE CONTINUED OVER COLUMN,TIP. le S.ALL DIAPHRAGMS UNBLOCKED UNO. 2 25 9. HATCHED AREAS INDICATE ROOF OVER-FRAMING APPLIED ABOVE PLYWOOD SHEATHING.REFER TO `rjONAL D* ARCH DRAWINGS FOR FULL EXTENT OF CRICKETS. 08109119 10.COLUMNS AND BEARING WALLS SHOWN ON PLAN SHALL BE CONTINUED DOWN TO THE FOUNDATION UNLESS CARRIED BY A BEAM BELOW. 11.ROOF TRUSSES SHALL BE PRE-ENGINEERED BY OTHERS AND SPACED AT 24"OC,TYP. 12.ATTACH ALL ROOF TRUSSES TO SUPPORTS WITH SIMPSON H2.5A HURRICANE TIES.TRUSSES SHALL HAVE A MIN OF(2)HURRICANE TIES,ONE AT EACH END 13.ALIGN(2)STUDS MIN BELOW ENDS OF GIRDER TRUSSES LINO ON PLANS. 14.TRUSSES MARKED"DRAG TRUSS"SHALL BE DESIGNED FOR A SERVICE LEVEL SEISMIC LOAD OF 310 PLF. 15.ROOF TRUSSES SHALL BE DESIGNED FOR CONCENTRATED LOADS WHERE MEP SYSTEMS SUCH AS AIR HANDLER rJr OR CONDENSER UNITS ARE SHOWN ON MEP PLANS.VERIFY SIZE,WEIGHT,AND LOCATION OF UNITS W/MEP F DRAWINGS. Z ca 16.ALL COLUMNS NOT OTHERWISE CALLED OUT SHALL BE Cl.SEE COLUMN SCHEDULE. j a H^ a' � 1 2 3 4 5 6 ] TYPICAL HEADER SUPPORTS(UNO) o d 17-63/4" 174" 16'-0" 16'1" 171" IT-6 7/16" FRAMING EXTERIOR INTERIOR INTERIORLEVEL (RO>3'-C) (RO 53'4") 'a, ROOF (1)FULL HT (1)FULL HT (1)FULL HT a,+(1)CRIPPLE +(1I CRIPPLE (1)CRIPPLE o O EXTERIOR GRADE (1)FULL HT (1)FULL HT (1)FULL HT00 0 H 31/8"x131/2"GLB 4 3RD +(1)CRIPPLE (1)CRIPPLE +(1)CRIPPLE -TT L � � 6. Y (1)FULL HT (1)FULL HT (1)FULL HT v C6 C6 2ND (2)CRIPPLE +())CRIPPLE +(1)CRIPPLE 1 NOTES: 6. 6. 1.THE COLUMNSLISTED IN THE TABLE ABOVE SHALL BE PLACED IMMEDIATELY DESIGN: RMK `6_ _ _ BELOW THE"FRAMING LEVEL"INDICATED. DRAWN: JEG 2.HEADER SUPPORTS SHALL HAVE THE SAME GRADE OF LUMBER AS THE WALL IN WHICH THEY ARE LOCATED. CHECK: JGG E c ` L 3.REFER TO TYPICAL ROOF PLAN NOTES FOR TYPICAL BEARING WALL HEADERS NOT SPECIFICALLY CALLED OUT ON THE PLANS. JOB NO: 18386.10 SW23 DATE: 08/09/19 3 TYPICAL FRAMING SCHEDULE a 56. SW2 BEARING WALLS FRAMING 4 7 LEVEL EXTERIOR INTERIOR 2x6 INTERIOR IIOR PARTY WALLS T 2x6 DF STUD 2x6 DF STUD 2x4 DF STUD 2x4 DF STUD 3 2 ROOF @ 16"OC @ 16"OC @ 16"OC EA FACE @ 16"OC 6. r 2x6 DF STUD 2x6 DF STUD 2x4 DF STUD 2x4 DF STUD 3RD LLI @ 16"OC @ 16"OC @ 16"OC EA FACE @ 16"OC z 2x6 DF STUD 2x6 DF STUD 2x4 DF#1 2x4 DF STUD 5 „3i 2ND @ 16"OC @ 16,OC @ 16"OC EA FACE @ 16"OC LLI 56.1 8 6.1 a - GIRDER NOTES: GIRDER S1 GIRDER 1.THE WALLS LISTED IN THE TABLE ABOVE SHALL BE PLACED IMMEDIATELY \ 3 C2 L3 GIRD C� (ti 3 BELOW THE"FRAMING LEVEL"INDICATED. = Z 4 2.NON BEARING WALLS SHALL BE 2x4 OR 2x6 DF STUD GRADE AT 16"OC UNO. 56. 6 r J 6 UPPER 6 FLAG NOTES: M 56. 56. R11 N C - - - - - - - - - - SIDE.COORDINATE LOCAIONE&ALL OTHER REQUIREMENTS W/BOLTALCONY,TYP.CONNECT COL TOT-ON D OP&C K MFOT R. W/A35 CLIPS EA o� N LOWER 3fil 1 co cn = BMS EMS Zc_ SW3 SW BM 2 i 5 3 SW3 _ - EL Q L SW3 SW3 zrnNW3 2 - - 0 - W Q BOLT-ON DECK PER MFR 6. BOLT-ON DECK 9 BOLT-ON DECK BOLT-ON DECK 6. \ J Q Z PER MFR 6- PER MFR PER MFR � Z o u Lj p " LL_ u H Z N J L11-R.7 1 O ULd ^ Q y l SHEET: S2.5-K ROOF FRAMING PLAN © KEY PLAN NTS 5'-0" 0 5'-0" 10'-0' C 4�M ENGINEERING SHEAR WALL SCHEDULE (DF) BEAM SCHEDULE 250 4TH AVE. S., SUITE 200 SILL PLATE MARK BEAM REMARKS HANGER AS REQ'D EDMONDS, WASHINGTON 98020 MIN.FRAMING AT SHEAR WALL RIM JOIST OR SILL PLATE ANCHOR SHEAR PHONE (425) 778-8500 TYPE APA RATED ADJOINING PANEL NAILING BLOCK CONN TO NAILING TO BOLT TO SLAB OR FOUNDATION CAPACITV FAX 425 778-5536 SHEATHING RIM/BLKG. SILL PLATE SIZE BM3 4x6 OF#2 - HU46 MAX ( ) EDGES(SEE NOTE 5) AT PANEL EDGES TOP PLATE BELOW FOUNDATION (PLF) BM2 4x8 OF#2 - HU48 MAX SW6 15/32" 2x STUD 0.148"0 x 2 1/4" LTP4 OR A35 0.131"0 x 3 1/4" 3/4"0 AB ONE SIDE AND BLKG @ 6"OC @ 24"OC @ 5"OC @ 5'-0"OC 2x 310 BM3 4x10 OF#2 - HU410 MAX 15/32" (2)2x STUD AND 0.148"0 x 2 1/4" LTP4 OR A35 0.131"0 x 3 1/4" 3/4"0 AB BM4 3 1/2"x 9 1/4"PSL SEE NOTE 5 HU410 MAX SW4 ONE SIDE 2x FLAT BLKG @ 4"OC @ 16"OC @ 3"OC @ 4'-3"OC 2x 460 BM5 5 1/4"x 9 1/4"PSL SEE NOTE 5 HHUS5.50/10 G VY Cp. 15/32" (2)2x STUD AND 0.148"0 x 2 1/4" LTP4 OR A35 0.131"0 x 3 1/4" 3/4"0 AB V. of WAS S� SW3 2x 600 BM6 7'x91/4"PSL SEE NOTES HGU57.25/10 F /�"�4- $1/n- ONESIDE 2x FLAT BLKG @ 3"OC @ 12'OC @ 2.5"OC @ 3'-4"OC v c 15/32" 3x STUD AND 0.148"0 x 2 1/4" LTP4 OR A35 0.131"0 x 3 1/4" 3/4"0 AB BM7 4x12 OF#2 - HU412 MAX SW2 ONE SIDE 2x FLAT BLKG @ 2"OC @ 10"OC @ 2"OC @ 2'-6"OC 2x 770 BM8 31/2"x 111/4"PSL SEE NOTE 5 HHUS410 L151 25W4 15/32"BOTH (2)2x STUD 0.148"0 x 2 1/4" LTP4 OR A35 0.131"0 x 3 1/4" 3/4"0 AB BM9 5 1/4"x 111/4"PSL SEE NOTE 5 HUCQ612-SDS �S SIDES AND BLKG @ 4"OC @ 8"OC @ 1.S"OC @ 2'-0"OC 2x 920 SjONAL 15/32"BOTH 3x STUD 0.148"0 x 2 1/4" LTP4 OR A35 0.162"0 x 3 1/2" 3/4"0 AB BM10 7"x 111/4"PSL SEE NOTE 5 HGUS7.25/12 25W3 SIDES AND BLKG @ 3"OC @ 6"OC @ 2"OC @ 1'-6"OC 2x 1200 BM11 3 1/2"x 14"PSL - HGU5414 OBI 09119 2SW 2 15/32"BOTH 3x STUD 0.148"0 x 2 1/4" LTP4 OR A35 0.162"0 x 3 1/4" 3/4"0 AB BM12 5 1/4"x 14"PSL - HGUS5.50/14 SIDES AND BLKG @ 2.OC @ 5"OC @ 1.5,OC @ 1'-3"OC 2x 1540 BM13 6x10 OF#2 - HUCQ610-SD5 NOTES: 1.REFER TO THE TYPICAL SHEAR WALL DETAIL. BM14 31/2"x 18"PSL - HGUS418 2.THE VALUES IN THIS TABLE ARE APPROPRIATE FOR DF GRADE STUDS AND OF GRADE PLATES&RIM/BLOCKING. NOTES: 3.NAILS AT ADJOINING PANEL EDGES SHALL BE STAGGERED EACH SIDE OF THE COMMON JOINT. 1.REFER TO THE LATEST SIMPSON STRONG-TIE CATALOG FOR HANGER INSTALLATION INFORMATION. 4.WHERE PANELS ARE APPLIED ON BOTH FACES OF A WALL,PANELJOINTS SHALL BE OFFSET TO FALL ON DIFFERENT FRAMING MEMBERS,OR FRAMING SHALL 2.REFER TO FRAMING PLANS AND NOTES FOR SUPPORTS AT BEAM ENDS. BE 3x AT ADJOINING PANEL EDGES AND NAILS SHALL BE STAGGERED. 3.ALL BEAMS EXPOSED TO WEATHER OR IN CONTACT WITH CONCRETE OR MASONRY SHALL BE 5.WHERE TABLE SPECIFIES(2)2x FRAMING,CONNECT(2)2x STUDS AND BLOCKING AS FOLLOWS:SW4=(2)0.131"0 @ 4"O.C.,SW3=(2)0.131"0 @ 3"OC. PRESSURE TREATED. 6.NOTE THAT 3x FRAMING MAY BE USED IN LIEU OF(2)2x FRAMING SPECIFIED IN TABLE. 4.REFER TO PLAN NOTES FOR BEAMS&HEADERS AT BEARING LOCATIONS THAT ARE NOT CALLED 7.INTERMEDIATE FRAMING TO BE WITH 2x NOMINAL MEMBERS(MIN)U.N.O.FIELD NAILING 12"O.C.MAXIMUM. OUT a 8.AT ALL 3/4"0 SILL PLATE ANCHOR BOLTS,INSTALL 1/4"x 3"x 3"PLATE WASHERS.EDGE OF PLATE WASHER SHALL BE WITHIN 1/2"OF SHEATHED EDGE.FOR 5.IF BEAM DEPTH SHOWN IS NOT AVAILABLE IN STOCK,THE SUPPLIER SHALL RIP BEAMS TO EXACT DOUBLE SIDED SHEAR WALLS,USE WIDER PLATE WASHERS AS REQUIRED TO MEETTHIS REQUIREMENT. DEPTH PRIOR TO SHIPMENT. 9.PROVIDE A MINIMUM OF 7"EMBEDMENT FOR A.B.INTO FOUNDATION OR STEM WALL. Z 10.PROVIDE A MINIMUM OF(1)ANCHOR BOLT WITHIN 12"OF EACH WALL END. a N o H cl � rn w w o a am ti w0, H m ao COLUMN SCHEDULE o HOLDOWN SCHEDULE (DF) MARK COLUMN SIZE COLUMN SIZE REMARKS 2x4 WALL 2x6 WALL a MARK TYPE MIN CHORD STUD NAILS OR BOLTS ANCHOR BOLT CAPACITY(LB) Cl (2)2x4 (2)2x6 SEE NOTE 2 7 SIZE (SEE NOTE 4) C2 (3)2x4 (3)2x6 SEE NOTE 2 Ol MST37 (2)2x (11)16d EA END - 2,710 C3 (4)2x4 (4)2x6 SEE NOTE 2 DESIGN: RMK O2 MST60 (2)2x (23)16d EA END - 6,235 C4 46 DF#2 4x6 DF#2 - DRAWN: J EG O3 MST72 (2)2x (31)SDS 1/4"x 21/2"SCREWS - 6,730 C5 4x8 DF#2 6x6 DF#2 CHECK: JGG ® HDUS (2)2x (14)SDS 1/4"x 2 1/2"SCREWS 5/8"0 4,065 C6 4110 DF#2 6x8 DF#2 - JOB NO: 18386.10 < HDUS 4x OF (20)SDS 1/4"x 21/2"SCREWS 7/8"0 6,970 C7 6x10 DF#2 6x10 DF#2 - © HOUll 4x OF (30)SDS 1/4"x 21/2"SCREWS 1"0 9,535 C8 (3)11/2"x 5 1/2"ESE - DATE: 08/O9/19 C9 5 1/8"x 6"GLB - O7 HDIJ14 6x OF (36)SDS 1/4"x 21/2"SCREWS 1"0 14,445 C10 5 1/8"x 7 1/2"GLB - HDU19 1 6x OF 1 (5)1"0 THRU BOLTS 11/4"0 19,070 Cll H555x5x5/16 I H555x5x5/16 NOTES: NOTES: 1.REFER TO THE LATEST SIMPSON STRONG-TIE CATALOG FOR ADDITIONAL INSTALLATION REQUIREMENTS. 1.REFER TO THE LATEST SIMPSON STRONG-TIE CATALOG FOR PRE-FABRICATED 2.REFER TO DETAIL 8/55.1 FOR INSTALLATION OF MST TYPE FLOOR TO FLOOR STRAPS.REFER TO DETAIL CONNECTION INSTALLATION REQUIREMENTS. 8/55.2 FOR CONNECTION OF STRAP TO BEAM BELOW. 2.MULTIPLE STUD COLUMNS SHALL USE GRADE OF STUD INDICATED ON WALL 3.REFER TO DETAIL 7/55.2 FOR INSTALLATION OF ROD TYPE FLOOR TO FLOOR HOEDOWNS.REFER TO FRAMING SCHEDULE.REFER TO TYPICAL DETAILS FOR FABRICATION OF MULTIPLE DETAIL 9/55.2 FOR CONNECTION OF ROD HOEDOWN TO WOOD BEAM BELOW. STUD COLUMNS. 4.WHERE APPLICABLE,REFER TO 57.1 FOR HOEDOWNS AT STEEL BEAMS. 3.CONTRACTOR TO PROVIDE BLOCKING EQUAL TO COLUMN DIMENSIONS AT JOIST W 5.INSTALL HDU TYPE HOLDOWNS AT FOUNDATION OR SLAB PER DETAIL 8/54.1. SPACE BELOW ALL COLUMNS. Z 6.AT ALL HOEDOWN CHORDS,PROVIDE PANEL EDGE NAILING PER SHEAR WALL SCHEDULE. W a � M � N JOIST SCHEDULE N FOOTING SCHEDULE MARK JOIST SPACING REMARKS N 00 0) MARK FOOTING SIZE REINFORCING COMMENTS FJl 2x10 OF#2 16"OC SEE NOTE Q Q FS` V-6"x V-0"DEEP x CONTINUOUS (3)#5 CONTINUOUS SEE NOTE 2 F12 2x10 OF#2 12"OC SEE NOTE 2 CL W �:: v/ FJ3 2x12 OF#1 16"OC SEE NOTE 2 Lv Ld F2 1 2'-0"x 2'-0"x l'-O"DEEP (3)#5 EACH WAY BOTTOM - J J F14 2x12 OF#1 12"OC SEE NOTE 2 Q I.- Z F3 3'-0"x T-O"x 1'-0"DEEP (4)#5 EACH WAY BOTTOM - DJ3 2x6 HF#2 16"OC SEE NOTE 2 Z N 0 0 F4; 4'-0".4'-0"x 1'-0"DEEP (5)#5 EACH WAY BOTTOM _ D12 2x8 HF#2 16"OC SEE NOTE 2 LLL, (-'� w D13 2xl2 HF#2 16"OC SEE NOTE 2 F__ Z Z = F5 5'-0"x 5-0"x 1'-2"DEEP (6)#5 EACH WAY BOTTOM - RJl 2x12 HF#2 24"OC SEE NOTE 2 w F6 6'-0"x 6'-0"x V-4"DEEP (7)#5 EACH WAY BOTTOM R12 13/4"x 111/4"EVIL 24"OC SEE NOTE 2 (, Q N H REFER TO RETAINING REFERTO RETAINING NOTES: RW WALL SCHEDULE WALLSCHEDULE WHERE APPLICABLE 1.FOR JOIST HANGERS REFER TO THE LATEST SIMPSON STRONG-TIE CATALOG FOR ALL INSTALLATION REQUIREMENTS.USE MAX NAILING ONO. NOTES: 2.TIMBER JOISTS FRAMING INTO WOOD BEAMS OR RIMS SHALL USE LUS OR HU SERIES 1.ALL FOOTINGS SHALL BEAR ON FIRM,UNDISTURBED NATIVE SOIL OR COMPACTED STRUCTURAL FILL FACE MOUNT HANGERS.TIMBER JOISTS FRAMING INTO STEEL BEAMS SHALL USE PER GEOTECHNICAL ENGINEERING REPORT. LBV SERIES TOP FLANGE HANGERS. 2.REINFORCEMENT SHALL BE CONTINUED FROM CONTINUOUS FOOTINGS THRU SPREAD FOOTINGS WHERE APPLICABLE. ^^.1-K CORNER BARS x�Q IN ALL AREAS WITH EXPOSED C CON/FLOORS,EDGE SLAB ENGINEERING ''A" MAY BE SUBSTITUTED FOR ALL 4PASS ON GRADE 90°HOOKED BARS WITH LJOI MAX WITH IUSSEA AND FILLJOINT WITH SEALANT T CENTER d ° AT TOP AND 250 4TH AVE. S., SUITE 200 • �� °°4 PROVIDES/8"0x2'-0" HALL NOT EDMONDS, WASHINGTON 98020 SMOOTH SLIP DOWEL BARS OINT PHONE (425) 778-8500 AT 12"OC,TYP UNO FAX (425) 778-5536 STD 90'HOOKTYP UNO T/2 UNO,VERT CORNER BARS SHALL BE TRENCH EXCAVATION 1.5 H LAP SPLICE SAME SIZE TABULATED FOR MIN PARALLELTO FTG MIN TYP WALL REINF FOR THICKER WALL d p "A"=SPLICE LENGTH GREASETHIS j - d _ 4 d GAF WAsg"9S HALF OF BAR /� SLEEVES TO CLEAR p•$ •4 % 1�-6�� PIPE 1"ALLSIDES - - NO PIPES ALLOWED IN v TYPICAL CONSTRUCTION JOINT //j MIN _ - ° THIS REGION.LOWER FTGS AS REQ'D F o ° SEE NOTES,DETAILS,OR PLANS FOR (1)#5 VERT REQ'D REINF.ALL BARSTO BE CONT d E a \ u d OR SPLICED PER STRUCTURAL NOTES SAWCUT JOINT FL ORS FIAS WITH CONC SLAB ON GRADE TOF `SjONAL EXPOSED CONC.FLOORS,FILL JOINT PIPE 4 - z WITH SEALANT.IN LIEU OF SAWCUT STD 180°HOOK JOINTS CONTRACTOR MAY USE ZIP ° v /�/9 4 HORIZ CORNER BARS OF SIZE STRIP PLACED WITH SLAB SLAB REINF AT BOF - "-__ BENT BARS TO MATCH AND SPACING RI MATCH °d CENTER OF SLAB OR &LAP FOOTING (2)#5 VERT d REINF OF THINNER WALL v AT TOP AND BOT Z m ° d ® = /\ BOTTOM REINF LOWER BOF ° d AS REQ'D z ° \ UNDISTURBED EARTH OR _ COMPACTED FILL PER d i • ° - ° 4 a X—X�-X X—x—X ° " STRUCTURAL NOTES 4 PIPE TRENCH EXCAVATION PARALLEL 9"MIN III-III- 3"CLR TO FOOTING IS NOT ALLOWED TYP TYP PLACE VERT REINF OUTSIDE EXCEPT BELOW THIS LINE.STEP FTG AS T AS OTHERWISE NOTED OR SHOWN A TYPICAL CONTRACTION JOINT REQUIRED FOR THIS CONDITION T=FTG THICKNESS PER PLAN, SCHED,AND DETAILS �F TYPICAL CONCRETE WALL REINFORCING DETAIL � TYPICAL SLAB ON GRADE DETAILS � TYPICAL PIPE PENETRATION AT WALLS AND FOOTINGS � TYPICAL STEPPED WALL FOOTING F � SCALE. NTS L SCALE: 1"=1'0" J SCALE: 1/2"=1'-0" Y SCALE: 1/2"= z0 m la N NOTE: SILL PLANDABDIA ~ RAISE STEM WALL AS REQ'D AT PERIMETER AREAS AND SPACING PER O WHERE NEEDED DUE TO CIVIL GRADES. SHEAR WALL SCHED wCl w (2)#5 CONT TOP STUD WALL PER PROVIDE BLOCK OUT p, FRAMING PLAN NOTES AT DOOR OPENINGS SHEATHING PER SHEAR w\ WALL SCHED SHEATHING AND NAILING STUD WALL PER NOTE: F pl SLAB ON GRADE AND FRAMING PLAN NOTES WHERE CONCRETE WALL WITH HT>3'-0" Q O PER PLAN AND SHEAR SUBGRADE PER 00 WALL SCHEDULE AT PLAN CHORD 512E PER EXISTS,ROD MAY EXTEND 24"MIN INTO SHEAR WALL PER mo 4"0 PERFORATED PVC PIPE PER HOEDOWN SCHED WALL W/NUT&WASHER AS SHOWN PLAN AND SCHED LOCAL CODES WITH 6"OF 1" z #5 @ 15"OC EA WAY 1' MINUS GRAVEL ALL AROUND, PAVING OR FINISHED CENTERED IN WALL COUNTERSINK 1 WRAPPED IN NON-WOVEN y HOEDOWN PER PLAN ADDITIONAL END GE FABRIC.SLOPE TO GRADE PER ARCH AB PER SHEAR WALL SCHED AND SCHED,WHERE STUD AS REQ'D DRAWINGS OR STRUCTURAL NOTES APPLICABLE DRAIN 1/8"PER 1'-0"MIN.TURN • • X—X AB PER SHEAR WALL DESIGN: RMK DOWN PERFORATIONS AS SHOWN '° ` 1 rr, PT SILL PL SCHED OR THREADED ROD AS REQ'D HOEDOWN PER PLAN °d e o °e Oo bb STRUCTURAL NOTES THREADED ROD AS REQ'D FOR HOLDOWN W/NUT AND SCHED DRAWN:cp JEG �o on ° SLAB ON GRADE AND FOR HOEDOWN W/NUT AND WASHER AT BASE. Ro 4O 00 0°°O o�° SUBGRADE PER PLAN AND WASHER AT BASE EXTEND ROD INNTO NGOCHECK: JGG z 00 0 111 34. JOB NO: 18386.10 0 O 0 0 °ao oX 4X—X 4�X Z+�pc— —X—X—X dC X -4•X�- iX X—.ac TOP OF FTGDATE: 08�09�19 d Q 00 � - on °`a � o0 00 � I d °O dO 0oo ° - - d II O o0 0 0 1�4 .III-iTi L�4 ° LL FTGS 1 AT SHEAR WALL FTGS I' LINE OF MAX EXCAVATION. / -1I-1I-III: FOOTING / _ `� - -III - PROVIDE TOP REINF PROVIDE TOP REINF IF SOIL IS OVER EXCAVATED, /�1 DRAIN / 8 m ^'u 1 TO MATCH BOT REINF TO MATCH BOT REINF - 4 d 4 I REPLACE WITH LEAN MIX /� ) 1 ° 11 44 CONCRETE.J , / ALT HOOK AS SIZE AND REINF REINF PER PLAN I d 4 ° SIZE&REINF MAXIMUM //A SIZE&REINF AND SCHED - SHOWN J SLOPE PER PLAN&SCHED PER PLAN AND SCHED °- a FIRM BEARING SOIL OR PER PLAN&SCHED COMPACTED STRUCTURAL FILL W I.SINGLE WALL II.PARTY WALL m� Z TYPICAL FOOTING DRAIN TYPICAL STEM WALL DETAIL CONTINUOUS FOOTING DETAIL HOLDOWN DETAIL L� (� 'J 8 SCALE: 1"=1'-0" a 5 SCALE: 1"=1'-0" v SCALE:PIA, 1' HOEDOWN&CHORD PER PLAN AND SCHED = v (WHERE APPLICABLE) GAP PER SHEATHING AND ARCH ~ J SILL PL,AB DIA AND NAILI NG PER PLAN AND Q SPACING PER SHEAR SJHEED STUD WALL PER WALL SCHED FRAMING PLAN NOTES COL PER PLAN �[ M AND SCHED .6 N W SLAB ON GRADE AND EER (2)#4 TOP SUBGRADE PER CH 8"x 8"CONCRETE SIMPSON ABU POST BASE. 00 Q PROVIDE BLOCKOUT CONTRACTOR HASTHE Y W 0) FOUNDATION PLAN AT DOOR OPENINGS PLINTH EQ SPACED OPTION TO USE SIMPSON Ln SLAB ON TIES EQ SPACED ADE AND TITEN HD ANCHORS. •I • —q�C - —�#( EA S BGRADER PER PLAN PAVING OR FINISHED CL ~ Q 11 ACE _(4)#4 HOOKED L�J GRADE PER ARCH _ 4 IL ___R _____I _ z • - • 4-X X—X Bo DOWELS DRAWINGS _j -- Q Z O4 d a oO° 099 dJ O opg ° 6" Q o BOO - - - ` a_.• °oo°0 N 0 O ° z1-� � � ZO 0O O D °� p LLI Z 0000 o 0 O 0 O - REINF PER PLAN Z Z 0 /'�0 FOOTING&REINFORCEMENT _ p O o o O ° 00� PER PLAN.PROVIDE DOWELS O O °O°o a o AND SCHEDULE Z N J w O o 0 EPDXIED INTO STEM WALL o 0 °OO W ^ 0 o O O o0 - - TO MATCH LONGITUDINAL O O OO o0 • °• d U Q L.L H O O oOO11 o 0 •, d j a_ • BARS W/5"EMBED a• ° - - / NE: FOOTING FOROT INFORMATION NOT DRAIN / Id / SPECIFICALLY CALLED OUT // REFER TO DETAIL 6. SIZE&REINF PER PLAN AND SCHEDULE SIZE AND REINF PER PLAN AND SCHED PER PLAN&SCHED /� 1 EXTERIOR FTG AT INTERIOR FTG INTERSECTION STEM WALL DETAIL AT BRICK VENEER i ISOLATED COLUMN FOOTING S4. 1—K 9 SCALE: 1"=1'-0" O SCALE: 1"=1'-0" SCALE: 1"=1'-0" C I�M STUD WALL PER PLAN ENGINEERING (WHERE APPLICABLE) GYPCRETE TOPPING PER ARCH 250 4TH AVE. S., SUITE 200 30" #4 DOWELS @ 2x LEDGER W/3/4"01-BOLTS @ 32"OC EDMONDS,(425)WASH GTON 0 020 1'-6"OC AND WITHIN 12"OF EA END(EMBED 6"). PHONE (425) 778-8500 FAX (425) 778-5536 IS LEDGER AT CROSS BEAMS. CONCRETE SLAB ON GRADE DO NOT OVER-DRILL HOLES. AND SUBGRADE PER FLOOR SHEATHING PER PLAN NOTES k GEOTECH REPORT CONCRETE PLINTH .41 // I PER ARCH W/#4 .I X TIES @ 6"OC I• y VY G C WAS (2)#5 BARS 17 /n COLUMN AND BASE PL I l 1 1'-0" FLOOR JOIST s PER PLAN AND SCHED I BACKFILL W/FREE MIN PER PLAN -II ' j O ynp5 1 2X BLOCKING@ L DRAINING MATERIAL mo' i DIAMOND SHAPED BLOCK ONAL S`YI 4f'�4ti 11/2" 24 OC t� I d I' OUT.GROUT SOLID AFTER b} CUR #4 @ 10"OC HORIZ EA FACE o I SETTING COLUMN 08109119 OF WALL(#5 @ 15"OC c SLAB ON GRADE OR "S"BARS FOR 4'&6'WALLS) a ASPHALT PAVING PER a EDGE BLOCK OUT WITH t+ NOTE: FOUNDATION PLAN I 1/8"MAX RADIUS AND FILL �% #4 VERT @ 12"OC I JOINT WITH SEALANT TYPICAL FTG �oPo OUTSIDE FACE(NOT REQ'D WALLS WITH 4'AND 6'MAX RETAINED HEIGHT �"rT� DRAIN FOR 4'&6'WALLS) LISTED IN SCHEDULE HAVE ONE LAYER OF a. REINFORCING CENTERED IN THE WALL. X—X— X -.I —X—X—X a X •�o p Q SLAB-ON-GRADE ALTERNATE HOOK DIRECTION INTO FOOTING 2"CUR TO - 00 00 p• PER PLAN NOTES EVERY OTHER BAR. °p a - ° ° °0 0 0 BASE PLATE ^� �'° ro IIIIII o° o° —X—X—X d z a,.II aii \o o 1ii 111 0°oo�o - RETAINING WALL SCHEDULE �� • WALL GEOMETRY WALL REINFORCING ° W - rc ry ua ° o • • = MAX "T" "B" "t" "D" "S"BARS "F"BARS z z "H" O m ^u - - _ 5 4'-0" 0'-8" 0'-8" 8" 12" #5 @ 15"OC t NOT REQ'D Ia � -III-III-I -I I- "F"BARS m" 6'-0" 1'-0" V-10" 8" 12" #5 @ 12"OC E #5 @ 15" SIZE&REINF U "S"BARS #5 @ 12"OC 8'-0" 1'-6" 2'-10" 10" 14" #5 @ 10"OC #5 @ 15" PER PLAN&SCHED w w � a 1'-6" 3'-4" 30" 14" #5 @ 8"OC #5 @ 10" Ol BUILDING RETAINING WALL SECTION ISOLATED FOOTING DETAIL 1 SCALE: 3/4"-1'0" SCALE: 1"=1'0" 00 Y lr Q DESIGN: RMK DRAWN: JEG CHECK: JGG JOB NO: 18386.10 DATE: 08/09/19 W z L LJ a H J M Q �S N w Y N rn M Q Q Z a_ w3 O_ a LLI z N o w 0 U Z F- z Z Z w n � O U Q L� S4.2-K NOTE: 2x OR 3x BLOCKING ONLY STAGGER SHEATHING AS SHOWN. IF BLOCKED DIAPHRAGM o FOR 2x4 STUDS,PROVIDE SINGLE ENGINEERING (IBC TABLE 2306.3.1,CASE 1 OR 3) 15 SPECIFIED w ROW OF NAILS STAGGERED EASIDE FRAMING MEMBERS W/ '-a\z WITH 11/2"EDGE DISTANCE.FOR 250 4TH AVE. S., SUITE 200 INTERMEDIATE SPACING PER PLAN ..F 2x6 STUDS,PROVIDE(2)ROWS OF EDMONDS, WASHINGTON 98020 FRAMING MEMBERS ^'o NAILS SPACED AT 21/2"W/11/2" PHONE (425) 778-8500 STAGGER NAILS ON EA SIDE PANELHIINIG EDGE DISTANCE FAX (425) 778-5536 OF PANELJOINT AS REQUIRED PER SHEAR WALL SCHED PANEL EDGE NAILING ADJACENT NAILS IN A 9"OC MAX SPACING BETWEEN PER SHEAR WALL - - - ROW ARE TO BE ADJACENT NAILS IN A ROW _ SCHEDULE,TYP CONTINUOUS ------ PANEL EDGES DRIVEN FROM _____ —n-------n— — ------n-------n-------n-------n-----rn II OPPOSITE SIDES,TYP I•I I•I I'I I'I I'I I•I I I•I PANEL EDGE NAILING INTO O�VY C,p" II II II II II II III HOEDOWN CHORDS,TYP II pF'AS °`9s I I I I I I I I I I I I III INTERMEDIATE — — — — — �a io'Y HEADER PER PLAN I I I I I I I I I I I I III NAILING @ 12"OC I•I I•I I•I I•I I•I I•I I I. I •I I I I I I I I I I I I I I I I 0.131"0 x 3"NAILS,TYP O ynzs I I I I I I I I I I I I L gF' ti PLAN CRIPPLE DO NOT CUT PER I•I I I I I I I FRAMING ATADJOINING I I SHEATHING PER PLAN AND I I II it II S`Sj0NAL IIII I II •• I PANEL EDGES PER SHEAR II I SHEAR WALL SCHEDULE I I AWAY MATERIAL I I I I I I III I•I I•I I, I•I WALLSCHED I I PANELEDGES _ _ - OBI 09119 FROM CRIPPLE STUD$ i I• I I I I I I I I I I (5)STUDS MAX TO I I I I I I I I I I I I I III HOEDOWN CHORD PER BE USED FOR I•I I I I I I� I 11 I I I I�� SCHEDULE.REFER TO 1 II I•I II II II I I III II , I I I I I lip I BUILT-UP COLUMNS DFULL-HEIGHT II I TYPICAL BUILT-UP HOL OWN CHORD , , COLUMN DETAIL I•I I I I I I� I I H---_-_H H_____ '-7r------ '--'--' TYPICAL FLOOR ROOF SHEATHING DETAIL Q TYPICAL BUILT-UP STUD COLUMN DETAIL I I I I I •� I I I I,I I,I 2 SCALE: NTS I I•I I•I I, I I•I ADDITIONAL END STUD I•I I I I I I I I I I I I I IF REQUIRED TO IIII I j I I I,•I I I I I I I I I PROVIDE I•I I I I I I I I I I I COUNTERSINK FOR IIII I I I I •I I I I I I I I I HOEDOWN BOLTS J I I, I,I I,I Q I I I•I I•I I, I I•I TYP DOUBLE I•I I I I I J I I I I I I I I HOEDOWN ANCHORAGE TOP PLATE II II I, II II II II PER PLAN AND SCHEDULE 0 AB W/SIMPSON BP I I I I I I I I I I I I 2 1/4"END (2)ELSEWHERE 0 x 3"NAILS @ 9"OC O m I I •I I I I I I I I I DISTANCE,TYP ELSEWHERE W/11/2"EDGE DISTANCE 1= PL WASHER,TYP I•I I,I I,I I I I,I I,I 1/2"TO d � I I I I I•I I I I (2)ROWS OF(8)0.131"0 x 3" - � I I I I I I SIMPSON CNW COUPLER SHEATHED EDGE PLATE 3"OC SIMPSON A35 - I I NAILS @ 3"OC EA SIDE OF SPLICE U NUT W/SIZE TO MATCH WASHER SPACING (ONLY REQUIRED m m I I I I I I I PER SHEAR AT EXTERIOR a I I I I HOEDOWN ANCHORAGE PT SILL PL PER I•I I,•I A ,I I I 41 41 WALL SCHED HEADERS GREATER SHEAR WALLSCHED I I I I•I I I I I THAN 6'SPAN) ____i __ _ J1__ II II II PANEL EDGE NAILING /� JI< -1L---_--i�--_---i PERSHEARWALL SCHED) II TOP CHORD w\ -° SPLICE AT LOCATIONS SPECIFIED IT ISNOT POSSIBLE BOTTOM 6 0.131"0 x 3" ~� II II II I I I I I li TO INSTALL THE SPECIFIED 0.131"O SPLICE CHORD O Q O II ^� II II IIV�—CONTINIJEHOUDIDWNCHOR. I-I NAILS,THE CONTRACTOR SHALL INSTALL SPLICE NAILS o W yy I I I I I I TO FOUNDATION SIMPSON C520 STRAPS EA SIDE OF WALL O AT SPLICE.INSTALL EA STRAP W/(12)10d Y - AT EA END.WHERE BOTH PLATES ARE BEAM OR HEADER PER SECTION A-A TYPICAL STUDS 1 CONCRETE FOOTING = — = AND A — = CUT,INSTALL CS20 STRAPS AT EA PLATE PLAN AND NOTES OR P/T SLAB PER PLAN AND SHEAR I SCALE:1 1/2"=1'-0" WALL SCHEDULE,TYP RIM BOARD AND EA SIDE OF THE WALL. \�� DESIGN: RMK OR BLOCKING /l L 6'-0"MIN BETWEEN SPLICES NAILING PER TYP ii CONCRETE STEM WALL BUILT-UP STUD NOTES: � DRAWN: JEG 1. REFER TO STRUCTURAL NOTES FOR ADDITIONALINFORMATION. SPLICES TO OCCUR AT COLUMN DETAIL 2.FOR SHEAR WALLS WHERE NO HOEDOWNS ARE SPECIFIED THE CONCRETE FOOTING CENTER OF VERTICAL STUDS CHECK: JGG FIRST AB SHALL BE LOCATED NOT MORE THAN V-0"AND NOT CRIPPLE STUDS PER PLAN JOB NO: 18386.1 O LESS THAN(7)BOLT DIAMETERS FROM END OF WALL. AT HOEDOWNS:PROVIDE FULL HT AND COLUMN SCHEDULE OR TOP CHORD SPLICE BOTTOM CHORD SPLICE HOEDOWN CHORDS PER HD SCHED. STRUCTURAL NOTES DATE: 08/09/19 OTHERWISE:(1)2x FULL HT TYPICAL SHEAR WALL DETAIL d TYPICAL TOP PLATE SPLICE DETAIL TYPICAL HEADER DETAIL 7 SCALE: 3/4"=V-0" T SCALE: 1"=1'-0" SCALE: 1"=1'-0" EDGE NAILING PER PLAN BEAM PER PLAN AND SCHEDULE W AND SHEAR WALL EDGE NAILING PER PLAN AND JOIST DIREC ION CHORD SIZE PER Z SCHEDULE OR EDGE NAILING PER PLAN 2x6 STUD @ 2x4 CROSS WALL SHEAR WALL SCHEDULE OR PER PLAN SIDE OF EA EACH HOEDOWN SCHEDULE STRUCTURAL NOTES,TYP AND SHEAR WALL 2x8 STUD @ 2x6 CROSS WALL STRUCTURAL NOTES,TYP SIDE OF BEAM SCHEDULE OR 0.131"0 x 3" STRUCTURAL NOTES,TYP (2)ROWS OF 0.131"0 x 3" NOTE: SIMPSON STRAP WITH Lil (� NAILS @ 9"OC NAILS @ 9"OC 5UPPORTSA1 N FASTENERS PER Q J SOLID POSTS SIM o a HOEDOWN SCHEDULE STUD p STUD INSTALL MAX NAILING = Q WALL WALL INTO RIM OR BLOCKING F- WHERE POSSIBLE w BEAM PER PLAN Q (2)ROWS OF 0.131"0 x 3" EDGE NAILING PER PLAN AND EDGE NAILING PER PLAN AND AND SCHEDULE NAILS @ 9"OC SHEAR WALL SCHEDULE OR SHEAR WALL SCHEDULE OR ad IN STRUCTURAL NOTES,TYP STRUCTURAL NOTES,TYP SIMPSON LTP4 OR A35 'r� FRAMINGANCHOR N v (2)ROWS OF 0.131"0 x 3" EACH SIDE OF BEAM Y W 0 Z STUD WALL PER FRAMING 0.131"0 x 3" NAILS @ 9"OC(EACH SIDE F z N _ PLAN NOTES,TYP NAILS @ 9"OC OF PARTY WALL) SOLID OR MULTIPLE k m 4 Q Q C STUD COLUMN PER PLAN L STUD WALL PER FRAMING STUD WALL PER FRAMING m c g \ JOIST DIRECTION 0- PLAN NOTES,TYP PLAN NOTES,TYP a LL p H PER PLAN W Q SHEATHING(OR GWB)AND BEAM WIDTH, p o FILL JOIST SPACE WITH FULL J NAILING PER PLAN AND SHEAR SHEATHING(OR GWB)AND SHEATHING(OR GWB)AND MIN LINO SOLID OR MULTIPLE z o i z DEPTH BLOCKING TO Q Z L.L WALL SCHEDULE OR NAILING PER PLAN AND SHEAR NAILING PER PLAN AND SHEAR STUD COLUMN PER PLAN Oz s N o MATCH DIMENSIONS OF Z (n O STRUCTURAL NOTES,TYP WALL SCHEDULE OR WALL SCHEDULE OR o a�'^ STUD COLUMN ABOVE STRUCTURAL NOTES,TYP STRUCTURAL NOTES,TYP wff Q (') Q PARALLEL TO STUD WALL PERPENDICULAR TO STUD WALL F- Z Z O A.CORNER INTERSECTION B.'T INTERSECTION C.PARTY WALL INTERSECTION Z c,4 J O TYPICAL WALL INTERSECTION DETAIL TYPICAL FLUSH BEAM SUPPORT DETAILS TYPICAL STRAP HOLDOWN DETAIL ^ a LL SCALE: 1"=V-0" 8 SCALE: 1"=1'-0" S5.1-K STUD WALL PER FRAMING PAN NOTES STUD WALL PER FRAMING PAN NOTES STUD WALL PER ENGINEERING SHEATHING AND NAILING NOTE: FRAMING PAN NOTES PER PAN AND SHEAR SILL PLATE NAILING PER PAN SHEATHING AND NAILING SILL PATE NAILING PER PAN FORNOTES AND DETAILS 250 4TH AVE. S., SUITE 200 WALL SCHEDULE OR AND SHEAR WALL SCHEDULE PER PAN AND SHEAR AND SHEAR WALL SCHEDULE NOT CALLED OUT REFER SHEATHING AND SILL PATE NAILING SILL PATE NAILING PER EDMONDS, WASHINGTON 98020 STRUCTURAL NOTES OR STRUCTURAL NOTES WALL SCHEDULE OR OR STRUCTURAL NOTES TO DETA11 1 NAILING PER PAN AND PER PAN AND SHEAR SHEAR WALL PHONE 425 778-8500 STRUCTURAL NOTES SHEAR WALL SCHEDULE WALL SCHEDULE OR ( ) BREAK SHEATHING OR STRUCTURAL NOTES STRUCTURAL NOTES FAX (425) 778-5536 AT PATE LINO SHEATHING AND SHEATHING AND (4)10d NAILS ALIGNED 2x WOODJOIST (4)10d NAILS NAILING PER PAN NAILING PER PAN 13/4"LSL BLOCKING SHEATHING AND PER PAN AND SCHEDULE 2x CONTINUOUS RIM- 2x CONTINUOUS RIM NAILING PER PAN Ir 2x WOOD SILL PATE NAILING PER RIM JOIST SHEARWALL SCHEDULE GVY C BREAK SHEATHING BREAKSHEATHIN ov WAS "7S AT PATE UNO RIM AND PROVIDE PANNELEL V�� \1� NAILING EA SIDE OF - - 1 P o PANEL EDGE NAILING JOINT PER SW SCHED PER PAN AND SHEAR WOOD JOISTS PER PAN AND (3)0.131"O x 3" - - PROVIDE PANEL EDGE WOOD JOISTS PER WALL SCHEDULE OR SCHEDULE JOISTS PER PAN NAILING PER SHEAR WALL PAN AND SCHEDULE O LzsS PANEL EDGE NAILING NAILS EACH END -JOISTS PER PAN C' STRUCTURAL NOTES PER PAN AND SHEAR AND SCHEDULE SILL PATE NAILING PER AND SCHEDULE, SCHEDULE AT TOP PATE 2x BLOCKING @ 4'-0"OC 9Sj0 2x4 BLOCKING AT SHEAR WALLS WALLSCHEDULEOR WOOD JOISTS PER PAN SHEARWALLSCHEDULE LAPPED E BUTTED FIRSTJCKIN BAY ONLY NAL NOTE: ONLY STRUCTURAL NOTES AND SCHEDULE PANEL EDGE NAILING 08109119 NON-SHEAR WALL 2x WOOD BLOCKING PER PAN AND SHEAR 2x4 BLOCKING AT 2x4 BLOCKING OR A35 NAILING SHALL BE PER @ 4'-0"OC MAX WALL SCHEDULE OR SHEAR WALLS MODETAIL (PER SW SCHED)BETWEEN IBC TABLE 2304.9 STRUCTURAL NOTES OTES AND DETAILS BLOCKING AND TOP PATE ALLED OUT REFER AT SHEAR WALLS ONLY 2 A.TYPICAL FRAMING B.ALTERNATIVE SHEAR WALL FRAMING EXTERIOR WALL PARALLEL TO JOISTS INTERIOR BEARING ON BOTH SIDES INTERIOR WALL PARALLEL TO JOISTS TYPICAL STUD WALL FRAMING DETAIL TYPICAL STUD WALL FRAMING DETAIL !� TYPICAL STUD WALL FRAMING DETAIL d TYPICAL STUD WALL FRAMING DETAIL 2 SCALE: 1"=1'-0" v SCALE: 1"=1'-0" T SCALE: 1"=1'-0" 1 SCALE: 1"=1'-0" FF F 0 m O m SHEATHING AND (- NAILING PER PAN AND NOTE: SHEAR WALL SCHEDULE FOR NOTES AND H SILL PATE NAILING PER PAN DETAILS NOT CALLED SHEAR WALL SHEAR WALL O 2 &SHEAR WALL SCHEDULE OR SILL PLATE NAILING PER OUT REFER TO CASE A PER PAN PER PAN w w STRUCTURAL NOTES SILL PATE NAILING PER 2x CONTINUOUS RIM SHEAR WALL SCHEDULE CHORD SIZE PER a SHEAR WALLSCHED BOARDS.PERPENDICULAR DIAPHRAGM HOEDOWN SCHEDULE BEAMS SHALL FULLY BEAR PANEL EDGE NAILING PER BOUNDARY NAILING ALIGNED 2x WOODJOIST (4)lOd NAILS ON WALL SHEAR WALL SCHEDULE PER PAN AND SCHEDULE INTO BLOCKING SIMPSON HOEDOWN HOLDOWN STRAP HOLDOWN w SHEATHING AND SIMPSON A35 PER PER PAN AND PER PAN,FIELD STRAP PER PAN, F p� NAILING PER PAN SHEAR WALL SCHEDULE (4)10d NAILS A SCHEDULE BEND AROUND BEAM FIELD BEND Q O AROUND BEAM W O I y I I I BEAM PER PAN � I II 1 II CONTINUOUS II RIM WOOD JOISTS PER WOOD JOISTS PER II DESIGN: RMK II PAN AND SCHEDULE PAN AND SCHEDULE DRAWN: JEG JOISTS PER PAN NOTES: 2x BLOCKING @ ONLY ° 1 SHEATH COMMON SIDE FOR OC 2x BLOCKING EA JOIST DIRECTION FULL DEPTH 3/4 . CHECK: JGG PROVIDE PANEL EDGE FIRST JOIST BAY ONLY SIDE OF RIM @ PER PAN NAILING PER SHEAR WALL SHEATHING OR lx FRAMING STACKED SHEAR WALLS. SCHEDULE AT TOP PATE 2x4 BLOCKING OR A35 BETWEEN RIM BOARDS 2.WHERE HOLDOWNIS REQUIRED 4'-0"OC JOB NO: 18386.10 (PER SW SCHED)BETWEEN INSTALL HOEDOWN ON FILL JOIST SPACE WITH BLOCKING AND TOP PATE PARTY WALL W/SIZE SHEATHED SIDE OF PARTY WALL. BLOCKING TO MATCH JOIST PER PAN JOIST PER PAN DATE: 08�09�19 NOTE: AT SHEAR WALLS ONLY AND SPACING OF 3.SHEATHING IS SHOWN ON DIMENSIONS OF STUD (DIRECTION VARIES) (DIRECTION VARIES) FORNOTES AND DETAILS OUTSIDE FACE OF WALL,BUT COLUMN ABOVE NOT CALLED OUT REFER STUDS PER PAN NOTES MAY ALTERNATELY BE INSTALLED HEADER BEAM TO DETAILS 1&2 ON INSIDE FACE. COUNTER SINK PER PAN ADDITIONAL END `INTERIOR WALL PARALLEL TO JOISTS A.PERPENDICULAR TO JOISTS B.PARALLEL TO JOISTS STUD FOR BOLTS FLUSH BEAM HEADER TYPICAL STUD WALL FRAMING DETAIL TYPICAL PARTY WALL FRAMING DETAIL 'J TYPICAL ROD HOEDOWN DETAIL f� TYPICAL STRAP HOEDOWN TO WOOD BEAM SCALE: 1"=1'-0" 6 SCALE: 1"=1'-0" SCALE: 1"=1'-0" v SCALE: 1"=1..' W Z W /^ > J SHEATHING&NAILING Q _ PER PAN&SHEAR WALL SCHEDULE OR NOTE: _ PARTY WALL W/SIZE& STRUCTURAL NOTES FOR NOTES&DETAILS NOT I— N6 WOOD SCREWS SPACING OF STUDS PER SPECIFICALLY CALLED OUT bi PAN NOTES SILL PATE NAILING REFER TO CASE A. Q OR 8d @ 6"OC (2)8d NAILS AT A PLANK PER PAN&SHEAR M WALL SCHEDULE OR N 2x LEGER A7TACHEDTORIM 2x WOOD BLOCKING 2x LEGER ATTACHED TO RIM STRUCTURAL NOTES DIAPHRAGM BOUNDARY ad N W/(2)1/4"0 x 31/2"SIMPSON @ 4'-0"OC MAX W/(2)1/4"0 x 3 1/2"SIMPSON SILL PATE NAILING PER SHEATHING&NAILING 2x FULL HEIGHT BLKG NAILING INTO BLKG 00 SIDS SCREWS @ 12"OC SIDS SCREWS @ 24"OC SHEAR WALL SCHED PER PAN SHEATHING& (3)lOd NAILS NAILING PER PAN N cc Q Q L CL w 3 Q J w� WOODJOIST&HANGER WOOD JOISTS PER WOOD JOIST PER FP-N ISTS PER Z PE N PER PAN&SCHEDULE PAN&SCHEDULE PAN&SCHEDULE CHEDULE JOISTS PER PAN&SIMPSON A35 PER JOISTS PER PAN& LLI PROVIDE PANEL EDGE PROVIDEPANELEDGE SHEAR WALL SCHEDULE SCHEDULE,LAPPED 2x BLKG @ 4'-0"OC SCHEDULE,APPED F- Z 0 2x4 BLOCKING OR A35 KING OR A35 PER PLAN I NAILING PER SHEAR WALL NAILING PER SHEAR WALL PANEL EDGE NAILING FIRST BAY ONLY Z IN J II SCHEDULEATTOP PLATE (PER SHEAR WALL SCHED) SCHEDULE AT TOP PATE (PER SHEAR WALL SCHED) PER PLAN AND SHEAR W ^ 0 W BETWEEN BLOCKING AND TOP BETWEEN BLOCKING AND $ WALLSCHEDULE H WOOD BEAM PATE AT SHEAR WALLS ONLY TOP PATE AT SHEAR U � Q PER PAN FOR NOTES AND DETAILS FOR NOTES AND DETAILS WALLS ONLY STUD WALL PER NOT CALLED OUT REFER NOT CALLED OUT REFER STRUCTURAL NOTES -. BEARING PATE TO DETAILS 1&2 TO DETAIL51&2 3/8 x 3 1/2 x 0'-3 1/2" A.JOISTS PERPENDICULAR TO WALL B.JOISTS PARALLEL TO WALL A.DECK JOISTS BEARING B.DECK JOISTS NON-BEARING ROD HOLDOWN TO WOOD BEAM i DECK FRAMING DETAIL ii TYPICAL STUD WALL FRAMING DETAIL ��.�-� 9 SCALE: 1"=V-0" •O SCALE: 1"=V-0" •• SCALE: 1"=V-0" TREAD/RISER PER ARCH USE 1 1/8"PLYWOOD TREADS UNO NOTCHED STRINGER TREAD AND 2x12 BLOCKING RISERS PER ARCH (4)8d @BLOCKING DO NOT OVERCUT NOTCHES 2x6 SISTERED 4X12 DF#2 BEAM BEAM PER PLAN ENGINEERING AB PER STRUCTURAL NOTES OR FOR TREAD/RISER PER SECTION A VARIES PER PLAN PROVIDE HILTI X-DNI(0.145"0)@ 250 4TH AVE. S., SUITE 200 12"OC.EMBED MIN 2"INTO EDMONDS, WASHINGTON 98020 CONCRETE W/STANDARD STEEL 2x12 STRINGER 2x12 STRINGER STAIR PHONE (425) 778-8500 WAS • SIMPSON HUC28-2, FAX (425) 778-5536 TREATED 2x SILL PLATE EACH STRINGER,WITH •�i a,. FULL NAILING • 2x12 TREADS SHEATHING ? NOTCHED PER ARCH WHERE NOTED 2x6 SISTERED TO SIDE 2x12 NOTCHED STRINGER ON PLAN OF 2x12 W/(2)ROWS 2x6 BLOCKING STRINGER JOIST PER • OF 10d NAILS STAGGERED @ 6"OC 2x6 SISTERED PLAN C,tIEV A Cp W X—XI—X—X�-�I—X_g—df—�—X 3x BEVELED PLATE PERSERIONA of WAsg`9S _ d JI a AS SHOWN BLOCKING @ V�� /--,�f4 F' N - OO° c HUC28-2 W/ 24"OC �o q° oMo o o NOTCH BEAM AS FULL NAILING 05 ob 1 �� a ♦° a 6 REQUIRED 2x STUD WALL OR I ,0" BEAM PER PLAN 8'-0"MAX SPAN BETWEEN 12"OC MAX ONAL SIZE&REINFORCING LANDINGS MAXIMUM SLOPE PER PLAN AND SCHEDULE 8 0 MAX LANDINGS TWEEN 2x6 SISTERED TO 2x12 PER ON PLAN _lj 08/09119 TYPICAL STAIR SECTION A.TYPICAL STRINGER TO LOWER LANDING B.TYPICAL STRINGER TO PONY WALL C.TYPICAL STRINGER TO CENTER BEAM D.TYPICAL STRINGER TO UPPER LANDING GAP(IF REQUIRED)TO SUIT ARCH FINISHES. TYPICAL STAIR SECTIONS 2 TYPICAL STAIR SECTION 1 SCALE: 1"=1'-0" SIMPSON HUC610 FACE MOUNT BEAM PER PLAN HANGERW/MAXNAILING AND SCHEDULE Q SIMPSON HUC610 FACE MOUNT BEAM PER PLAN HANGER W/MAXNAILING AND SCHEDULE m HANDRAIL W/CONN TO STRINGERS PER MFR Ia v=i H DIM PER ARCH DRAWINGS HANDRAIL W/CONN TO (Oi1 STRINGERS PER MFR w w � a PTGLULAM NOTCH CAREFULLY ai STRINGERS,TYP WITHOUT w PIERS,TM (2 x 3 x 1/4 x0'-6" OVER-CUTTINGPRESS Q p DECK) IS TREK PLAN STRINGERS,TYP a. W/(2)1/2"0 x 4"LAG p DECK JOIST PER PLAN NOTCH CAREFULLY SCREWS INTO BEAM AND 00 00 WITHOUT INTO STRINGER 21 FLAT DECKING L3 x 3 x 1/4 x 0'-6" OVER-CUTTING Y BEAM PER PLAN AND SCHED W/(2)1/2"0 x 3" W/SIMPSON PLAN H N EA END EXPANSION BOLTS AND(2) < 1/2"0 x 4"LAG SCREWS PRECAST CONCRETE CLOSED RISER TREADS W/ . I DESIGN: RMK PRECAST CONCRETE CONN TO STRINGERS PER DRAWN: JEG NOTES: 2x CONT LEDGER W/ CLOSED RISER TREADS + t CHECK: JGG 1.FOR NOTES AND DETAILS (2)1/4"0 x 3 1/2'SDS W/CONN TO JOB NO: 18386.1 O NOT CALLED OUT REFER SCREWS @ 12"OC 2x WOOD JOISTS STRINGERS PER MFR TO TYPICAL DETAILS. PER PLAN AND t t DATE: 08/09/19 SCHED 1! 1! DECK POST PER PLAN 2x WOOD BLKG x x 1i L x x @ 4'-0"OC MAX BEAM PER PLAN -� III III-1 r AND SCHEDULE Q SECTION AT EXTERIOR WOOD DECKS d STAIR SECTION STAIR SECTION v SCALE: 1"=V-0" T SCALE: 1"=1'-0" SCALE: 1"=1'-0" W PROVIDE CONTINUOUS TOP CHORD Z PROVIDE CONTINUOUS TOP CHORD AT SIMPSON SHEARWALLORPROVIDE W SI ILSAT LL NAIL STRAP AL NG SHEAR WALL SHEATHING& SHEAR WALL OR PROVIDE SIMPSON SHEAR WALL SHEATHING& NAILS AT ALL NAIL HOLES ALONG NAILING PER PLAN&SCHEDULE CMSTI4 STRAP W/16d NAILS AT ALL NAIL NAILING PER PLAN&SCHEDULE ENTIRE TOP CHORD AT PERFORATION Q J APPLIED TO ALL FACES OF WALL HOLES ALONG ENTIRE TOP CHORD AT APPLIED TO ALL FACES OF WALL PERFORATION 4x HF BLOCKING,TYP Q I I. -I I I I.. SHEATHING AND NAILING w PER PLAN AND SW SCHED EXTERIOR SW SHEATHING M M AND NAILING PER PLAN CONT FULL WIDTH AND IN I - - -- - �I - - -- - ___ _____ AND SW SCHED FULL DEPTH LSL RIM AT '''SJ N '^ FLOOR LEVEL V I I. HEADER PER PLAN 4x HIF I I. HEADER PER PLAN CONT FULL WIDTH AND 2x CONTINUOUS RIM Y N 0 Z I. FULL DEPTH RIM AT WHERE SHAFT IS AT A II II. BLOCKING,TYPII II. FLOOR LEVEL SHEATHING AND CORNER,LAP BEAMS AT cc NAILING PER PLAN CORNER AND PROVIDE Q Q L II II. II I II. WHERE SHAFT 15 AT A CONTINUOUS CMSTI4 I I I I I I. SIMPSON L90 CLIP AT I I. STRAP W/16d NAILS AT I I I I. CONTINUOUS CMST16 STRAP W/10d LAP SHEATHING AT RIM CORNER,LAP BEAMS AT INSIDE OF CORNER W I L J I. I I I. NAILS AT ALL NAIL HOLES OVER ENTIRE CORNER AND PROVIDE W HEADER SUPPORTS PER ALL NAIL HOLESNGTH OVER AND PROVIDE PANEL J _ LENGTH OF PERFORATED SHEAR WALL SIMPSON L90 CLIP AT 1 I: PLAN&SCHEDULE ENTIRE LENGTH OF .� -I EDGE NAILING PER SW INSIDE OF CORNER FULL DEPTH 3/4" Q Z I I PERFORATED SHEAR I I I HEADER SUPPORTS PER SCHEDULE EA SIDE OF SHEATHING OR Ix FRAMING Z N 0 I I' WALLI I I PLAN&SCHEDULE ADJOINING PANEL EDGE BETWEEN RIM BOARDS 0 II 7 ADDITIONAL II IIIh - 1 - --NI - z Z Z 0 INTERMEDIATE I I. -�- JOISTS PER PLAN I CHORD PER SHEAR { I II. Z N J m II WALLSCHEDULE 'Il W w O I I END STUDS PER T I I NMD SHEPSON A35 PER PLAN AND SHEAR WALL SCHED U Q HOLDOWN II II SCHEDULE,TYP 'I II PLYWOOD SHEATHING I I I I.- AND NAILING PER PLAN I II I II �6 AND SHEAR WALL SCHED __ ___4 PARTY WALL W/SIZE AND SPACING OF END STUDS PER HOLDOWN STUDS PER PLAN NOTES A.ELEVATION AT DOOR SCHEDULE(HOLDOWN NOT SHOWN) EXTERIOR SIDE INTERIOR SHAFTSIDE INTERIOR SIDE INTERIOR SHAFT SIDE FORCE-TRANSFER SHEAR WALL DETAIL J FORCE-TRANSFER SHEAR WALL DETAIL f� STAIRWAY&SHAFT SECTIONS S5.3-K 6 SCALE: NTS • SCALE: NTS v SCALE: 1"=1'-0" C � DIAPHRAGM BOUNDARY SHEATHING PER ROOF ENGINEERING SHEATHING AND NAILING PER DIAPHRAGM BOUNDARY NAILING NAILING PER ROOF FRAMING PLAN NOTES 250 4TH AVE. S., SUITE 200 ROOF FRAMING PLAN NOTES PER ROOF FRAMING PLAN NOTES FRAMING PLAN NOTES EDMONDS, WASHINGTON 98020 ROOF SHEATHING AND PHONE (425) 778-8500 NAILING PER ROOF TRUSS BLOCKING DESIGNED AND FAX (425) 778-5536 FRAMING PLAN NOTES - PROVIDED BYTRUSS MFR.DESIGN BLOCKING FOR 242 PLF IN-PLANE 2x OUTLOOKER 2x4 BLOCKING SHEAR AT SHEAR WALLS ONLY DIAPHRAGM BOUNDARY 2x4 BLOCKING W/SILL EACH BRACE NAILING PER ROOF PLATE NAILING PER FRAMING PLAN NOTES SHEAR WALL SCHEDULE GABLE END TRUSS (6)10d VY Gt1E Cp_ FULL DEPTH BLOCKING SHEATHING AND NAILING TO of wesg S RIPPED TO MATCH SLOPE MATCH SHEAR WALL BELOW OF ROOF PROVIDE(2)2x4 OR SIMPSON A35 FRAMING A35 EACH LINE SIMPSON LSTA35 (1)2x6 DIAGONAL ANCHOR PER SHEAR m25�,� OF BLOCKING STRAP EACH SPLICE BRACE AT 4'-0"OC WALL SCHEDULESSjs SILL PLATE NAILING ONAL PER SHEAR WALL PRE-ENGINEERED ROOF SCHEDULE TRUSS PER PLAN SIMPSON LTP4 PER /�/g SHEAR WALL SCHEDULE PROVIDE BOUNDARY SIMPSON H2.5A NAILING ATTOP PLATE PER TIE AT EACH TRUSS SHEATHING AND 2x4 BLOCKING BOUNDARY NAILING PER PRE-ENGINEERED SHEAR WALL SCHEDULE 2x4 BLOCKING FOR EACH BRACE OTE ROOF TRUSS PER PLAN NAILING PER PLAN AND (3)TRUSS SPACES @ N : SHEAR WALL SCHEDULE SHEAR WALL SCHEDULE 4'-0"OC MAX REFER TO CASE N FOR SHEATHING AND STUD WALL FRAMING INFORMATION NOT EACHTSIMPSON SS NAILING PER PLAN AND PER PLAN NOTES 6d COOLER NAILS @ SPECIFICALLY CALLED OUT SHEATHING AND EACH TRUSS SHEAR WALL SCHEDULE 6"OC OVER EXTENTS NAILING PER PLAN AND OF BLOCKING SHEAR WALL SCHEDULE OPTION A.BLOCKING AND STRAPS OPTION B.BRACING J 1- TYPICAL TRUSS SUPPORT DETAIL TYPICAL GABLE END SECTION Q TYPICAL TRUSS BLOCKING DETAIL - 7 SCALE: 1"=1'-0" 2 SCALE: 1"=V-0" a N eE LOCKING PER H OVIDE SOLID WEB 2 NG AT HANGERS w w a ROOF SHEATHING AND PANEL EDGE NAILING ING AND NAILING NAILING PER ROOF PER PLAN NOTES OF FRAMING PLAN ai FRAMING PLAN NOTES DIAPHRAGM BOUNDA ti NAILING PER ROO FRAMING PLAN NOTQ p DIAPHRAGM BOUNDARY SHEATHING AND NAILING PER 0000 NAILING PER ROOF ROOF FRAMING PLAN NOTES FRAMING PLAN NOTES ROOF SHEATHING AND PRE-ENGINEERED ROOF TRUSS Y NAILING PER ROOF PER ROOF PLAN.DESIGN ROOF 2x FLAT OUTLOOKER FRAMING PLAN NOTES TRUSS FOR 310 PLF IN-PLANE 2x BLKG W/ 1 2x4 BLKG W/ (ASD)SHEAR UNO ON PLAN 16d @ 6"OC 16d@6"OC DESIGN: RMK SILL PLATE NAILING N A350.131"0x3" PER SWSCHED ROOF RAFTERSC DRAWN:NAILS @ 5"OC PER PLANFULL DEPTH BLKG CHECK: JGG RIPPED TO MATCH CONT 2x4 NAILER JOB NO: 18386.10 SLOPE OF ROOF SIMPSON H2.5A TIEPANEL EDGE NAILING PER SHEATHING AND DATE: 08�09�19 16d @ 6"OC SHEAR WALL SCHEDULE NAILING PER PLAN AND $IMPSON LU$HANGER SHEAR WALL SCHED W/SLOPED SEATGINEERED ROOF WCONTFULLWIDTH TRUSSES PER PLAN TOP PLATE ON 2x4 BOUNDARY NAILING PER ROOF RAFTERS PLATES SIMPSON H2.5A SHEAR WALL SCHEDULE AT EA TRUSS PER PLAN SHEATHING AND NAILING SHEATHING AND NAILING BEAM PER PLAN PER PLAN AND SHEAR PER PLAN AND SHEAR WALL SCHEDULE FULL HEIGHT STUDS WALL SCHEDULE PARTY WALL PER PLAN AT GABLE END Lu Z TYPICAL RAFTER SUPPORT DETAIL TYPICAL DRAG TRUSS SECTION AT PARTY WALL Q SECTION 'J TRUSS FRAMING DETAIL SCALE: 1"=1'-0" v SCALE: 1"=1'-0" SCALE: 1"=1'-0" a /^ SHEATHING&NAILING J PER PLAN&SHEAR WALL = SCHEDULE 5FNGP NAILING PER PANEL EDGE NAILING w DIAPHRAGM BOUNDARY NAILING LAN NOTES PER PLAN NOTES M PER ROOF FRAMING PLAN NOTES ROOF SHEATHING&NAILING STUD WALL PER PER PLAN NOTES FRAMING PLAN NOTES N N SW6 DIAPHRAGM BOUNDARY SILL PLATE NAILING 00 OVERFRAMING PER SHEATHING NAILING PER ROOF PER PLAN AND SHEAR Y W TYPICAL TRUSS &NAILING FRAMING PLAN NOTES ROOF SHEATHING AND WALL SCHEDULE OR 0 N Z OVERFRAMING NAILING PER ROOF STRUCTURAL NOTES DETAIL FRAMING PLAN NOTES 0- W j SHEATHING AND � 2x4 BLKG W/SILL PL NAILING DRAG TRUSS PER NAILING PER PLAN Lu Q PER SHEAR WALL SCHED PLAN&MFR J Q � Z 16d@6"OC Z N O Z Q FULL DEPTH BLKG SIMPSON H2.5A TIE Lv RIPPED TO MATCH ... F— Z 0 SLOPE OF ROOF JOISTS PER PLAN W 0PROVIDE BOUNDARY &SCHEDULE 16d @ 6"OC NAILING ATTOP PLATE PER SHEAR WALL SCHEDULE PANEL EDGE NAILINGPER SHEAR WALL 2x4 CONT ATSHEAR WALLS 2x BLOCKING RIPPED TO ROOF RAFTERS PER PLAN SCHEDULEMATCH ROOF SLOPE SHEATHING AND NAILING SHEATHING&NAILINGCONT FULL WIDTH TOP PER PLAN AND SHEAR STUD WALL FRAMING PER PLAN&SHEARPLATE ON 2x4 PLATES ROOF RAFTERS AN&MFR WALL SCHEDULE PER PLAN NOTES WALLSCHEDULE PER PLAN PARTY WALL PER PLAN GIRDER TRUSS PER PLAN �w�.�- TRUSS SECTION AT RAFTER CONNECTION TYPICAL RAFTER SUPPORT DETAIL i TRUSS FRAMING AT PARTY WALL SCALE: 1"=V-0" •O SCALE: 1"=1'-0" C � SHEATHING AND NAILING PER ROOF FRAMING PLAN NOTES ENGINEERING DIAPHRAGM BOUNDARY NAILING PER ROOF FRAMING PLAN NOTES 250 4TH AVE. S., SUITE 200 EDMONDS, WASHINGTON 98020 2x BLKG W/16d @ 6"OC PHONE (425) 778-8500 FAX (425) 778-5536 SW65HEATHING&NAILING DIAPHRAGM BOUNDARY NAILING PER ROOF ROOFSHEATHINGAND FRAMING PLAN NOTES GYl/;VY Cp DIAPHRAGM BOUNDARY DIAPHRAGM BOUNDARY NAILING PER ROOF of WAS "9S NAILING PER ROOF NAILING PER ROOF FRAMING PLAN NOTES ROOF SHEATHING AND 2x8 BLKG FRAMING PLAN NOTES ROOF SHEATHING AND FRAMING PLAN NOTES NAILING PER ROOF NAILING PER ROOF FRAMING PLAN NOTES 2x6 WALL W/(2)16d ROOF RAFTER PER PLAN FRAMING PLAN NOTES FULL DEPTH BLKG RIPPED / @ 8"OC SILL PLATE RAFTERS PER TO MATCH SLOPE OF ROOF 16d @ 6"OC J NAILING 16d @ 8"OC PLAN&MFIR �tysj LDS ' 41 SIMPSON LU$HANGER O NNAL b} W/SLOPED SEAT OBI 09119 ROOF RAFTERS TRUSS MFR TO PROVIDE PER PLAN BLOCKING WITHIN TRUSS AS ` ROOF TRUSSES " REO'D FOR RAFTER SUPPORT 16d @ 6"OC 2x4 BLKG W/ PER PLAN 2x W/l6d 16d @ 6"OC CONT FULL WIDTH TOP VOC NAILING 16d @ 6"OC 16d @ 6"OC PLATE ON 2x4 PLATES SIMPSON H2.SA TIE GIRDER TRUSS SHEATHING AND CONT FULL WIDTH TOP SHEATHING AND PER PLAN&MFR NAILING PER PLAN AND PLATE ON 2.4 PLATES BEAM PER PLAN NAILING PER PLAN AND SHEAR WALL SCHED SHEAR WALL SCHED PARTY WALL PER PLAN PARTY WALL PER PLAN. RAKE WALL TO MATCH FTR�UER PLAN&MFR RAKE WALL TO MATCH ROOF SLOPE HANGER PR TRUSS MFR -' a ROOF SLOPE FF F Z RAFTER FRAMING AT PARTY WALL TYPICAL RAFTER SUPPORT DETAIL RAFTER FRAMING AT PARTY WALL TRUSS FRAMING DETAIL Q d N 1 SCALE: 1"=1'-0" � SCALE: 1"=1'-0" U � to w w o a STUD WALL PER ROOF SHEATHING AND PLAN&NOTES ROOF SHEATHING AND Oi NAILING PER ROOF FRAMING PLAN NOTES DIAPHRAGM BOUNDARY NAILING PER ROOF F m NAILING PER ROOF FRAMING PLAN NOTES Q O FRAMING PLANTS FULL DEPTH BLKG RIPPED Y OFLEDGER TO MATCH SLOPE OF ROOF <i DESIGN: RMK ROOF RAFTERS DRAWN: JEG 2x HF LEDGER PER PLAN W/(2)16d NAILS CHECK: JGG @ 12"OC PROVIDE BOUNDARYI LING AT TOP PLATE PER NAILING PER SHEAR JOB NO: 18386.10 SHEAR WALL SCHEDULE jrWALLSCHED DATE: 08/09/19 2x ROOF RAFTERS SIMPSON H2.5A TIE PER PLAN SHEATHING AND NAILING PER PLAN AND SHEAR STUD WALL FRAMING WALL SCHEDULE PER PLAN NOTES RAFTER LEDGER DETAIL Q TYPICAL RAFTER SUPPORT DETAIL W Z Lid a N J 2 Q W M C) 04 W 00 Lu J u < Z (n O Lao L.L_ F- Z Z O w n � O U Q S6.2-K WF 1/2" FL HSS COL FLANGE 1'-3" TYP 1/2" � ry 1'-2" 41/2" 3" 3" 41/2" TYp 4" 3° 3" t 4" ENGINEERING 13/4"0 _ EDMONDS, WASHINGTON 98020 PHONE (425) 778-8500 FAX (425) 778-5536 ( 5 1/2"AT HSS5x5 61/2"AT HSS6x6W32x3S EQ EQ W12x96 - 3 16 CVY C 1/4"CAP PL,TYP ^� [COL G•�$of//W\I;6� \ \ EA COL 7 3" 11/2" WF BEAM cCOL x x PER PLAN a a 11"AT HSS5x5 2n�5 3" 1 1/2" 3" 1 1/2" ` - L 4SF' 1 12"AT HSS6x6 I I + 5 1/2"AT HSS5x5 m m 14"AT HSS8x8 2x NAILER RIPPED TO WIDTH ONAL I I = 61/2"AT HS56x6 FLOOR SHEATHING PER OF BEAM W/5/8"0 CARRIAGE BEAM TO BEAM BEAM TO COLUMN I + EQ EQ FRAMING PLAN NOTES BOLTS @ 24"OC STAGGERED 08109119 I EQ EQ TVP PERIMETER HSS OR I I + HSS WITHIN STUD WALL EACH SIDE OF WEB I [ C I BEAM NO OF PLLENGTH PL WELD DIM(a) DIM(b) N. a x x $ SIZE BOLTS (L) THICKNESS SIZE REFERTO DETAILIFOR PLATE&BOLTS,TYP �r FFF W10 (2)7/8"0 6" 3/8" 1/4" 11/2" 11/2" COL PER PLAN a a W12& (3)7/8"0 9" 3/8" 1/4" 11/2" 11/2" ry d AND/OR SCHED AND/OR PLAN W14 I - SCHED I COL PER PLAN 3" P JOIST AND HANGER PER FNOTES: PLAN AND JOISTSCHED -� OLTS SHALL BE A490,TYP UNO BOLT HOLES SHALL BE STANDARD SIZE,TYP UNO. USE 3/4"0 ANCHOR BOLTSBOLT INSTALLATION SHALL BE PER AISC SPECIFICATIONS,LATEST EDITION. I I TYP PERIMETER HSS OR AND 3/4"BASE PLATE TYP HSS NOT BEAM PER PLAN HSS WITHIN STUD WALL THICKNESS UNO. WITHIN STUD WALL AND SCHED z O m JE TYPICAL SINGLE PLATE SHEAR CONNECTION TABLE TYPICAL SHEAR PLATE CONNECTORS STEEL BASE PLATE DETAILS SECTION H- 1 SCALE: NTS SCALE: 1"=1'-0" w SCALE: NTS SCALE: 1"=1'-O" w o a HOLDOWN PER PLAN SCHED PLYWOOD SHEATHING& 3/8"SIDE PLATES SPACED AT HOLDOWN STRAP PER NAILING PER PLAN AND w WIDTH OF BEAM+1/8"W/ PLAN AND SCHED.FIELD SHEAR WALL SCHEDULE Q o (2)3/4'.A307 BOLTS BEND AT STEEL BEAM STEEL BEAM PER PLAN, SILL PLATE NAILING PER o W STUD WALL PER PLAN PROVIDE 12"LONG p BE PER PLAN AND SCHED BEAM PER PLAN (2)1/4"STIFF PL SOLID WEB BLOCK SHEAR WALL SCHED OR WOOD NAILER STEEL BEAM PER NOTCHED AT WF W/SMOOTH AND SCHED EA SIDE OF WEB @ CONNECTED W/(4) I2)l6d @ 8"OC PLAN&SCHEDULE RADIUS AS REQ'D 8"OC;(4)TOTAL 1/2"0 CARRIAGE BOLTS WOOD NAILER PANEL EDGE NAILING PER < FLOOR SHEATHING PER PLAN SHEAR WALL SCHEDULE I - op DRAWN: JEG I m 7 11 CHECK: JGG BEAM PER PLAN L I in AND SCHED - - 1[ _ JOB NO: 18386.10 3/4"BRNG PL AN JOIST PER PLAN JOIST PER PLAN STEEL BEAM 3/8"STIFF PL SPACED AT (DIRECTION VARIES) (DIRECTION VARIES) DATE: 08/09/19 TWEB FLOOR JOISTS PER 3/4"BREARING PL PER PLAN WIDTH OF BEAM+1/8° FLOOR JOISTS&HANGER BLOCKING PLAN(DIRECTION Typ VARIES) 1�4� g^ 11/2" (3)SIDES 1 4 8' 11/2" W/(2)3/4"A307 BOLTS BEAM PER PLAN STEEL BEAM PER PLAN PER PLAN&SCHEDULE 14 STEEL BEAM AT EXTERIOR WOOD BEAM CONNECTION TO STEEL J TYPICAL HOLDOWN TO STEEL BEAM f� SECTION SCALE: 1"=1'-0" 6 SCALE: 1" 0" • SCALE: 1"=1'-O" v SCALE: 1"=V-0" LIJ STIFF PLATE Z PERSCHED LLJ /^ I' ll, 1/2" 14 >Q I I = Q I I COL PER PLAN STUDWALLPERPLAN GYPCRETETOPPING M 0 I - (WHERE APPLICABLE) PERARCH (V 1 WOOD NAILER 10^ N NOTE: T CONCRETE SLAB ON GRADE FLOOR SHEATHING W 00 IN CASES WHERE COLUMN WIDTH AND SUBGRADE PER 11/2" 7" 11/2" Y 07 Z EXCEEDS FLANGE WIDTH,PROVIDE GEOTECH REPORT PER PLAN NOTES (n ry 5/8"COL TOP PLATE WELDED TO NOTE: 7. - 3/8"STIFF PL EA I r' -- 'x BEAM END AND SIDE PLATES SKEW CONNECTION PER PLAN WHERE -� SIDE OF WEB I BEARING PLATE n x X= —a —- - I •• D W REQUIRED.AT SKEWED CONNECTION Q STEEL BEAM PER PLAN 6"MIN.BEARING LENGTH REQUIRED. W/DIMENSIONS oo0 — A W TYP ALL IN. SHALL BE 3/4"0 A307. PER SCHED e o o'o 0 I + J 3 16 PL 3/8 x 3 1/2 x 0'-71/2" TYP 1 4 Obo I + 3 16 - Q ~ Z (..L 3 16 I + ^ (4)WFIS Z (n 0 KERF PLATE SCHEDULE A w o Z J CONCRETE WALL PER STEEL WF BEAM Z Z w BEAM PER PLAN BEAM SIZE BEARING PLATE STIFFENER PLATE BOLTS 11 2" I PLAN&RETAINING � PER PLAN \ Z N J w (2)3/4"0 BOLTS TYP 2 11/16"PSL 1/2 x 211/16 x 0'-7 1/4" 1/4 x 6 x 0'-7 1/4" (2)3/4"0 WALL DETAIL SINGLE PLATE SHEAR PL 3/4 x BEAM WIDTH 0'-11"W/(4)3/4"0 BOLTS 3 1/2"PSL 1/2 x 31/2 x 0'-71/4" 3/8 x 6 x 0'-71/4" (2)3/4"0 n CONN PER DETAIL 1 (, Q N H WOOD COL PER PLAN 3 16 PL 3/4 x 10 x 0'-10" LL HIS COLUMN PER PLAN 5 1/4"PSL 5/8 x 5 1/4 u 0'-7 1/4" 1/2 x 6 x 0'-7 1/4" (2)3/4°0 W/(4)3/4"0 x 6"WHS SECTION A-A 7"PSL 3/4 x 7 x 0'-7 1/4" 1/2 x 6 x 0'-71/4" (2)3/4"0 SECTION i STEEL BEAM-COLUMN CONNECTION ii KERF PLATE DETAIL i STEEL BEAM CONNECTION FLOOR 9 SCALE: 11/2"=V-0" •O SCALE: 1"=1'-0. •• SCALE: NTS •2 SCALE: 1"=1'-O" S7.1-K C I�M PLYWOOD SHEATHING& 1 ENGINEERING NAILING PER PLAN AND ,� (2)3/4"THRU BOLTS SHEAR WALL SCHEDULE DEMAND CRITICAL NOTES: T&B OF BEAM(ONLY EDMONDS, WASHINGTON 98020 TYP 6 REQ'D WHERE CROSS PHONE (425) 778-8500 SILL PLATE NAILING PER ( BEVEL AS REQUIRED PER AWS Dl.l FOR SELECTED BEAM IS CANTILEVERED) FAX (425) 778-5536 SHEAR WALL SCHED OR 3 GROOVE WELD PROCEDURE. BEAM PER PLAN (2)16d @ 8"OC $ O5 O2 LARGER OF ttf OR 1/2"(PLUS 1/2t,OR MINUS 1/4t�). COL PER PLAN WOOD NAILER PANEL EDGE NAILING PER � 4 SHEAR WALL SCHEDULE O3 3/4tyf TOtef W/3/4"MIN(±1/4"). ® 3/8"MIN RADIUS(PLUS NOT LIMITED,MINUSO). GVY Cp. FLAG NOTES: V•$of WAsyjd`,9S.cn 5 O 3tyf(±1/2). CONTINUITY PLATES I ti SURFACE ROUGHNESS O 4 MATCH BEAMTHICK FLANGEESS OF a b ��•. _ NOT GREATER THAN 500 © REFER TO FEMA 353 DOCUMENT,RECOMMENDED BEAM FLANGE F o (2)3/4"THRU MICROINCHES. 3 SPECIFICATIONS AND QUALITY A55URANCE GUIDELINES BOLTST&B OF FOR STEEL MOMENT-FRAME CONSTRUCTION FOR ma .,�ti BEAM(ONLY REOID 9 � STEEL SHEAR PLATE 1 SEISMIC APPLICATIONS,FOR FABRICATION DETAILS S`Sj0NAL FLOOR JOISTS&HANGER WHERE BEAM IS 56.1 CONNECTION. INCLUDING CUTTING METHODS AND SMOOTHNESS a=0.66f b=0.75d NOTES: STEEL BEAM PER PLAN PER PLAN&SCHEDULE CANTILEVERED) REQUIREMENTS. c=0.2 bf 1.TOLERANCES FOR RBS SECTION-a:±15% 08/09/19 PANEL EDGE NAILING PER D,�:- NO DRILLING OR WELDING b:±15% SHEAR WALL SCHEDULE CONTINUITY TYP AT CONT IN THIS PROTECTED AREA. 401 b' c:±1/4" PLATES EA SIDE PLATES f= 2.GOUGES UP TO 1/4"DEEP SHALL BE REPAIRED BY GRINDING PLYWOOD SHEATHING& OF WEB(T&B) Q He OUT A LENGTH OF lOx DEPTH OF GOUGE. NAILING PER PLAN AND SHEAR WALL SCHEDULE SECTION TYPICAL SEISMIC BEAM SECTION !� TYPICAL WELD ACCESS HOLE TYPICAL REDUCED BEAM SECTION SCALE: 1"=1'-O" `+ SCALE: 3"=1'-0" SCALE: 1"=1'-O" a z m O JE a � O � rn w w o a am ti w� H m ao o00 0 Y lr Q DESIGN: RMK DRAWN: JEG CHECK: JGG JOB NO: 18386.10 DATE: 08/09/19 L,J Z LLJ N � J a Ld M04 0 N Y N rn Z Q Q � Lu Q J LLI Q Z L-L. Z N O w 0 O J F- Z Z W Z N J Ld Ld r� cl:� U Q N S7.2-K STRUCTURAL NOTES C (THESE NOTES ARE TYPICAL UNLESS NOTED OR DETAILED OTHERWISE ON DRAWINGS) ENGINEERING CODE SHOP DRAWINGS MINIMUM LAPS AND EMBEDMENT WELDING 250 4TH AVE. S., SUITE 200 ALL MATERIALS,WORKMANSHIP,DESIGN,AND CONSTRUCTION SHALL CONFORM TO THE DRAWINGS, SHOP DRAWINGS FOR THE FOLLOWING ITEMS SHALL BE SUBMITTED TO THE ARCHITECT AND STRUCTURAL UNLESS OTHERWISE NOTED,REINFORCING SPLICE LENGTHS AND DEVELOPMENT LENGTHS SHALL BE AS WELDING SHALL CONFORM TO AWS"STRUCTURAL WELDING CODE",LATEST EDITION.ALL WELDING SHALL BE EDMONDS, WASHINGTON 98020 SPECIFICATIONS,AND THE INTERNATIONAL BUILDING CODE(IBC),2015 EDITION.SPECIFICATIONS AND ENGINEER FOR REVIEW PRIOR TO FABRICATION: TABULATED BELOW: DONE WITH 70 KSI LOW HYDROGEN ELECTRODES.WHERE NOT CALLED OUT,MINIMUM FILLET WELD SIZE SHALL PHONE (425) 778-8500 STANDARDS WHERE REFERENCED ON THE DRAWINGS ARE TO BE THE LATEST EDITION. BE PER TABLE 5.8 IN AWS DI.J.,LATEST EDITION. FAX (425) 778-5536 1.REINFORCING STEEL 3.PREMANUFACTURED WOOD TRUSSES f'c=3000 PSI DESIGN LOADS 2.CONCRETE MIX DESIGN 4.WOOD I-JOISTS&ENGINEERED WOOD BEAMS DEVELOPMENT LENGTH LAP SPLICE WELDING OF REINFORCING BARS SHALL NOT BE PERMITTED UNLESS SPECIFICALLY CALLED OUT ON DRAWINGS OR APPROVED BY STRUCTURAL ENGINEER.WELDING OF GRADE 60 REINFORCING BARS SHALL BE PERFORMED DEAD LOADS: SHOP DRAWINGS SHALL BE REVIEWED,REVISED AS REQUIRED FOR FIELD CONDITIONS,AND DATE STAMPED BY BAR TENSION COMPRESSION TENSION COMPRESSION USING LOW HYDROGEN ELECTRODES.WELDING OF GRADE 40 REINFORCING BARS SHALL BE PERFORMED USING ROOF 15 PSF THE CONTRACTOR PRIOR TO REVIEW BY THE ENGINEER.CONTRACTOR SHALL PROVIDE(3)SETS OF SHOP SIZE E70XX ELECTRODES.SEE REINFORCING NOTES FOR MATERIAL REQUIREMENTS OF WELDED BARS.WELDING FLOOR 24 PSF DRAWINGS FOR ENGINEER'S REVIEW.ALLOW TWO WEEKS FOR SHOP DRAWING APPROVAL BY ENGINEER. TOP BARS OTHER BARS ALL BARS TOP BARS BARS ALL BARS WITHIN 4"OF COLD BENDS IN REINFORCING BARS IS NOT PERMITTED. OVY C w LIVE LOADS: ENGINEER'S SHOP DRAWING REVIEW IS FOR GENERAL CONFORMANCE WITH THE DESIGN CONCEPT AND #3 22 17 9 28 22 12 ALL WELDING SHALL BE DONE BY WASHINGTON ASSOCIATION OF BUILDING OFFICIALS(WABO)CERTIFIED C'��F// 1 f sF' ROOF(SNOW LOAD) 25 PSF CONTRACT DOCUMENTS.MARKINGS OR COMMENTS SHALL NOT BE CONSTRUED AS RELIEVING THE WELDERS. T pup.- PRIVATE DECKS 60 PSF CONTRACTOR FROM COMPLIANCE WITH THE PROJECT PLANS AND SPECIFICATIONS.THE CONTRACTOR REMAINS #4 29 22 11 37 29 15 1 RESIDENTIAL 40 PSF RESPONSIBLE FOR DETAILS AND ACCURACY,FOR CONFORMING AND CORRELATING ALL QUANTITIES AND #5 36 28 14 47 36 19 LUMBER DIMENSIONS,FOR SELECTING FABRICATION PROCESSES,FOR TECHNIQUES OF ASSEMBLY,AND FOR PERFORMING O z 25 (LIVE LOADS ARE REDUCED WHERE PERMISSIBLE PER IBC SECTION 1607.10). THE WORK IN A SAFE MANNER. #6 43 33 17 56 43 23 GALL RADING ES SPECIFIED ARE MINIMUM KILN-DRIED TO MC GRADES OF THE FIRED.ALL LUMBER MINIMUM STANDARDS:BE IN ACCORDANCE WITH WWPA SSIONAL � EARTHQUAKE LOADS: ENGINEER'S SHOP DRAWING REVIEW OF STRUCTURAL COMPONENTS DESIGNED BY OTHERS IS FOR LOADS #7 63 48 20 81 63 27 IMPOSED ON THE BASIC STRUCTURE.THE COMPONENT DESIGNER IS RESPONSIBLE FOR CODE CONFORMANCE #8 72 55 22 93 72 30 SIZE CLASSIFICATION SPECIES GRADE Fb(PSI) Fc(PSI) 08/09119 EQUIVALENT LATERAL FORCE PROCEDURE PER ASCE 7-10 SECTION 12.8. AND ALL CONNECTIONS TO TH E BASIC STRUCTURE.SHOP DRAWINGS SHALL INDICATE MAGNITUDE AND LIGHT FRAMING(STUDS) DOUG-FIR STUD 776(REP) 800 DIRECTION OF THE LOADS IMPOSED ON THE BASIC STRUCTURE AND SHALL BE STAMPED&SIGNED BY A SITE CLASS D PROFESSIONAL ENGINEER REGISTERED IN THE SAME STATE AS THE PROJECT. f'c=4000 PSI 2x JOISTS AND PLANKS DOUG-FIR #2 978(REP) - SHORTPERIODSPECTRALRESPONSEACCEL(Ss) 1.071 DEVELOPMENT LENGTH LAP SPLICE PLATES AND BLOCKING DOUG-FIR #2 850 ONE SECOND SPECTRAL RESPONSE ACCEL N 0.417 FABRICATION SHALL BEGIN ONLY AFTER SHOP DRAWINGS BEARING THE STAMP AND SIGNATURE OF THE - SHORT PERIOD DESIGN SPECTRAL RESPONSE ACCEL(Sos) 0.765 PROJECT ARCHITECT,ENGINEER OF RECORD,AND CONTRACTOR HAVE BEEN RECEIVED. BAR TENSION COMPRESSION TENSION COMPRESSION 6x AND LARGER BEAMS AND DOUG-FIR #2 875 - ONE SECOND DESIGN SPECTRAL RESPONSE ACCEL(So,) 0.440 SIZE STRINGERS RISK CATEGORY II FOUNDATIONS:SPREAD FOOTINGS TOP BARS OTHER ALL BARS TOP BARS OTHER ALL BARS SEISMIC IMPORTANCE FACTOR 1.0 BARS BARS 4x AND SMALLER BEAMS AND DOUG-FIR #2 850 - (e) SOILS REPORT: REPORT NO: 18-0408 #3 19 15 8 24 19 12 STRINGERS SEISMSEISMGN CATEGORY D PREPARED BY: GEOTEST ALL POSTS AND TIMBERS DOUG-FIR #1 1200 1000 BASIC SEISMIC IC FORCE-RESISTING-SYSTEM WOOD SHEAR WALLS DATED: MAY 17,2019 #4 25 19 10 33 25 15 RESPONSE MODIFICATION FACTOR,(R) 1.5 REFER TO PLAN NOTES,SCHEDULES,AND DETAILS FOR MORE SPECIFIC LUMBER SIZE AND GRADE REQUIREMENTS. REDUNDANCY FACTOR(p) 1.0 #5 31 24 12 41 31 19 SEISMIC RESPONSE COEFFICIENT(C 0.118 ALLOWABLE SOIL PRESSURE: 2000 PSF ALL LUMBER IN CONTACT WITH CONCRETE,MASONRY,OR WITHIN 8"OF SOIL SHALL BE PRESSURE-TREATED. F s) #6 37 29 15 49 37 23 F W=TOTAL SEISMIC DEAD LOAD AS DEFINED PER ASCE 7-10 SECTION 12.7.2. LATERAL EARTH PRESSURE: #7 54 42 17 71 54 27 NAILS,BOLTS,AND METAL CONNECTORS FOR WOOD z UNRESTRAINED: 35 PCF+ANY APPLICABLE SURCHARGE O m RESTRAINED: 55 PCF+ANY APPLICABLE SURCHARGE #8 62 48 19 81 62 30 ALL NAILS SHALL CONFORM TO THE STANDARDS SET FORTH BY THE NATIONAL DESIGN STANDARDS(NDS)FOR I- BASE SHEAR(V),V=CsW= SD5 W � PASSIVE: 300 PCF WOOD CONSTRUCTION,LATEST EDITION.NAILING NOT SPECIFIED SHALL BE PER IBC TABLE 2304.9.1 NAILING _ � COEFFICIENT OF FRICTION: 0.35 NOTE: SCHEDULE.ALL NAILS CALLED OUT ON PLANS SHALL BE COMMON NAILS UNLESS NOTED OTHERWISE AND SHALL WIND LOADS: 1.ALL LENGTHS ARE IN INCHES. MEET OR EXCEED THE FOLLOWING MINIMUM GUIDELINES: FOUNDATIONS SHALL BEAR ON NATIVE SITE SOILS OR STRUCTURAL FILL,PREPARED AND COMPACTED AS 2.ALL LAP SPLICES ARE CLASS B. m BASIC WIND SPEED(3 SECOND GUST) 110 MPH REQUIRED BY THE GEOTECHNICAL REPORT AND AT LEAST 18"BELOW ADJACENT EXTERIOR GRADE.ANY 3.'TOP BARS"ARE HORIZONTAL REINFORCEMENT PLACED SUCH THAT MORE THAN 12 INCHES OF NAIL SHANKS MIN LENGTH p a EXPOSURE B FOUNDATION ELEVATIONS SHOWN IN THE DRAWINGS REPRESENT MINIMUM DEPTHS AND ARE FOR BIDDING CONCRETE IS CAST IN THE MEMBER BELOW THE BAR. 8d COMMON 0.1310 2 1/2"SHANK Kn 1.0 ONLY.ACTUAL FOUNDATION ELEVATIONS ARE SUBJECT TO SITE CONDITIONS AND MUST THEREFORE BE a, ESTABLISHED BY THE CONTRACTOR. CONCRETE WALL REINFORCING 10d COMMON 0.1480 3"SHANK w\ SEE PLANS FOR ADDITIONAL DESIGN LOADS. H p� 12d COMMON 0.1480 3 1/4"SHANK IMPORTED STRUCTURAL FILL AND BACKFILL MATERIAL SHOULD CONSIST OF CLEAN,WELL GRADED GRANULAR PROVIDE THE FOLLOWING MINIMUM REINFORCING UNLESS NOTED OR DETAILED OTHERWISE(GRADE 60): o STATEMENT OF SPECIAL INSPECTIONS MATERIAL FREE OF DEBRIS OR ORGANICS AS SPECIFIED IN THE GEOTECHNICAL REPORT. i6d COMMON 0.1620 31/2"SHANK 000 THICKNESS REINFORCING PLACEMENT J.d SPECIAL INSPECTIONS ARE REQUIRED AS INDICATED IN THE FOLLOWING TABLE.THE CONTRACTOR SHALL BACKFILL BEHIND ALL RETAINING WALLS WITH WELL-DRAINING,GRANULAR FILL AND PROVIDE FOR SUBSURFACE #4 @ 13"OC ME BOX NAILS MAY BE SUBSTITUTED FOR&COMMON NAILS WITH NO CHANGE IN NAIL SPACING.FRAMING Y SUBMIT WRITTEN STATEMENT OF RESPONSIBILITY TO THE BUILDING OFFICIAL AND OWNER PRIOR TO DRAINAGE. 6"WALLS EA WAY CENTERED MEMBERS MAY BE NAILED WITH 16d SINKERS(0.148"0 x 31/4"),BUT ONLY 16d COMMON NAILS SHALL BE USED Q COMMENCEMENT OF WORK IN ACCORDANCE WITH CHAPTER 1704.40F THE IBC. 8"WALLS #5 @ 15"OC EA WAY CENTERED WHERE l6d NAILS ARE INDICATED IN THIS DRAWING SET.ENGINEER MAY APPROVE OTHER NAILS IF NAIL LABELS 7 L STRUCTURAL OBSERVATION OF THE STRUCTURAL SYSTEM BY THE ENGINEER IS NOT REQUIRED. EXCAVATIONS AND DRAINAGE INSTALLATION SHALL BE OBSERVED BY A SOILS ENGINEER RETAINED BY THE ARE SUBMITTED TO ENGINEER PRIOR TO START OF CONSTRUCTION. OWNER.IF EXCAVATION SHOWS SOIL CONDITIONS TO BE OTHER THAN THOSE ASSUMED ABOVE NOTIFY THE 30"WALLS #4@16"OC EA WAY,EA FACE DESIGN: RMK FREQUENCY AND DISTRIBUTION OF REPORTS-INSPECTION REPORTS SHALL BE PROVIDED FOR EACH DAY ON STRUCTURAL ENGINEER FOR POSSIBLE FOUNDATION REDESIGN. ALL BOLTS IN WOOD MEMBERS SHALL CONFORM TO ASTM A307.PROVIDE WASHERS UNDER THE HEADS AND CONCRETE GENERAL NOTES NUTS OF ALL BOLTS AND LAG SCREWS BEARING ON WOOD.LEAD HOLES FOR LAG BOLTS SHALL BE BORED FOR DRAWN: J EG SITE BY SPECIAL INSPECTOR.STRUCTURAL OBSERVATION REPORTS SHALL BE PROVIDED AFTER EACH DEFERRED APPROVAL ITEMS THE SHANK AND THREADED PORTIONS PER NDS 11.1.3. OBSERVATION.REPORTS SHALL BE DISTRIBUTED TO TH E CONTRACTOR,ARCHITECT,ENGINEER AND BUILDING CHECK: JGG OFFICIAL. SUBMITTAL DOCUMENTS FOR DEFERRED SUBMITTAL ITEMS SHALL BE SUBMITTED TO THE ARCHITECT AND VERTICAL BARS SHALL START FROM TOP OF FOOTING.HORIZONTAL BARS SHALL STARTA DISTANCE OF I/2 THE CONNECTORS CALLED OUT BY LETTERS AND NUMBERS SHALL BE"STRONG-TIE"BY SIMPSON COMPANY, NORMAL BAR SPACING FROM TOP OF FOOTING AND TOP OF FRAMED SLABS.IN ADDITION,THERE SHALL BE A CATALOG TO BE THE LATEST EDITION,OR ENGINEER APPROVED EQUAL.CONNECTORS SHALL BE INSTALLED IN ENGINEER REVIEWED WHO SHALL REVIEWHAVE THEM ANDFOUND INDICATE IN GENERAL CONFORMANCE SUBMITTAL DOCUMENTS HORIZONTAL BAR AT A MAXIMUM OF 3"FROM TOP OF WALL AND BOTTOM OF FRAMED SLABS. JOB NO: 8/09/19 SPECIAL INSPECTION HAVE BEEN REVIEWED AND THAT THEY HAVE BEEN FOUND TO BE IN GENERAL CONFORMANCE WITH THE DESIGN ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS AND WITH THE NUMBER AND SIZE OF OF THE BUILDING.THE DEFERRED SUBMITTAL ITEMS SHALL NOT BE INSTALLED UNTIL THEIR DESIGN AND FASTENERS AS SPECIFIED BY THE MANUFACTURER.WHERE CONNECTOR STRAPS CONNECT TWO MEMBERS, DATE: 08�09�19 OPERATION CONT PERIODIC REMARKS SUBMITTAL DOCUMENTS HAVE BEEN APPROVED BY THE BUILDING OFFICIAL. PROVIDE CORNER BARS TO MATCH THE HORIZONTAL REINFORCING WITH TENSION LAP SPLICE AT EACH SIDE PER TABLE,OR BEND ONE SIDE OVER TO PROVIDE TENSION LAP. PLACE ONE-HALF OF THE NAILS,SCREWS,OR BOLTS IN EACH MEMBER. SOILS 1.PREMANUFACTURED WOOD TRUSSES INSTALL SOLID BLOCKING AT ALL BEARING POINTS.ALL SHIMS SHALL BE SEASONED,DRIED,AND THE SAME 2.HANDRAILS AND GUARDRAILS PROVIDE CONTROL OR CONSTRUCTION JOINTS IN SLABS ON GRADE TO BREAK UP SLAB INTO RECTANGULAR AREAS EXCAVATION&FILL&COMPACTION&DRAINAGE X GEOTECH ENGINEER 3.PREMANUFACTURED BOLT-ON DECKS OF NOT MORE THAN 400 SQUARE FEET EACH.AREAS TO BE AS SQUARE AS PRACTICALAND HAVE NO ACUTE GRADE(MINIMUM)AS MEMBERS CONNECTED. CONCRETE ANGLES.JOINT LOCATIONS TO BE APPROVED BY THE ARCHITECT. CONCRETE GALVANIZATION REINFORCING PLACEMENT X ALL CONSTRUCTION JOINTS SHALL BE THOROUGHLY CLEANED AND PROPERLY PREPARED IMMEDIATELY PRIOR TO ANCHOR BOLTS X ALL CONCRETE SHALL BE MIXED,PROPORTIONED,CONVEYED,AND PLACED IN ACCORDANCE WITH SECTION POURING OF CONCRETE.DOWEL STEEL SHALL BETHE SAME SIZE AND SPACING AS MAIN REINFORCING DETAILED UNLESS NOTED OTHERWISE,STEELCONNECTORS IN CONTACT WITH TREATED WOOD SHALL BE GALVANIZED Y CHAPTER 5 OF ACI 318 AND THE AMERICAN CONCRETE INSTITUTE'S SPECIFICATIONS FOR STRUCTURAL BEYOND JOINT. ACCORDING TO THE FOLLOWING TABLE: HOLDOWN PLACEMENT X CONCRETE FOR BUILDINGS(ACI 301). UNTREATED ACQ-C CBA-A OTHER OTHER PT CONCRETE TEST SPECIMENS X BARS PARTIALLY EMBEDDED IN HARDENED CONCRETE SHALL NOT BE FIELD BENT UNLESS SO DETAILED OR GALVANIZATION WOOD CCA-C SBX ACQ-D CA-B BORATE ACZA WOOD W ALL CONCRETE SHALL BE STONE-AGGREGATE CONCRETE HAVING AUNIT WEIGHT OF APPROXIMATELY 150 APPROVED BY THE STRUCTURAL ENGINEER. Z CONCRETE PLACEMENT X POUNDS PER CUBIC FOOT. G90 X X X SEE ARCHITECTURAL DRAWINGS FOR ALL GROOVES,NOTCHES,CHAMFERS,FEATURE STRIPS,COLOR,TEXTURE AND ADHESIVE ANCHORS X IF USED CONCRETE STRENGTHS AT 28 DAYS(f'c)AND MIX CRITERIA SHALL BE AS FOLLOWS: OTHER FINISH DETAILS AT ALL EXPOSED CONCRETE SURFACES.PROVIDE 3/4"CHAMFER AT ALL CORNERS EXCEPT AS G185 X X X X X X W EXPANSION ANCHORS X IF USED NOTED. HDG X X X X X X MAXIMUM MIN CEMENT MAXIMUM Q STRUCTURAL STEEL TYPE OF CONSTRUCTION f'c WATER/CEMENT CONTENT PER CUBIC STRUCTURAL STEEL STT300 X X X X X X X X SHRINKAGE$TRAIN FABRICATION&ERECTION X RATIO YARD STRUCTURAL STEEL DESIGN,FABRICATION AND ERECTION SHALL BE IN ACCORDANCE WITH THE AISC G90=0.90 OZ.OF ZINC PER SQUARE FOOT OF AREA = HIGH STRENGTH BOLTING X SLAB ON GRADE 3000 PSI 0.55 51/2 SACK N/A "SPECIFICATION FOR THE DESIGN,FABRICATION,AND ERECTION OF STRUCTURAL STEEL FOR BUILDINGS",LATEST G185=1.85 OZ.OF ZINC PER SQUARE FOOT OF AREA HOG=HOT DIP GALVANIZED SHOP&FIELD WELDING FOOTINGS 4000 PSI 0.50 51/2 SACK N/A EDITION. SST300=TYPE 316L STAINLESS STEEL W SINGLE PASS FILLET WELDS<5/16" X WALLS 4000 PSI 0.48 51/2 SACK N/A SHAPES SHALL CONFORM TO ASTM A992,Fy=50 KSI. RATED SHEATHING Cal 0 WOOD FRAME THE MINIMUM AMOUNT OF CEMENT LISTED ABOVE MAY BE CHANGED IF A CONCRETE PERFORMANCE MIX IS PLATES,ANGLES,AND RODS SHALL CONFORM TO ASTM A36,Fy=36 KSI. N RATED SHEATHING SHALL BE GRADE C-DINT-APA WITH EXTERIOR GLUE OR O5B SHEATHING WITH EXTERIOR 00Z SHEARWALL&DIAPHRAGM NAILING X SPACING 54-Oc SUBMITTED TO THE ENGINEER AND THE BUILDING DEPARTMENT FOR APPROVAL TWO WEEKS PRIOR TO PLACING STRUCTURAL TUBING SHALL CONFORM TO ASTM ASOO GRADE B,Fy=46 K51. GLUE IN CONFORMANCE WITH IBC STANDARD 2303.1.4. Y N ANY CONCRETE.THE PERFORMANCE MIX SHALL INCLUDE THE AMOUNTS OF CEMENT,FINE AND COARSE STRAP NAILING X AGGREGATE,WATER,AND ADMIXTURES AS WELLASTHE WATER-CEMENT RATIO,SLUMP,CONCRETE YIELD,AND TIMBERSTRAND,MICROLLAM,AND PARALLAM MEMBERS J STEEL PIPE SHALL CONFORM TO ASTM A53 GRADE B,Fy=35 KSI. NOTE: SUBSTANTIATING STRENGTH DATA IN ACCORDANCE WITH CHAPTER 5 OF ACI 318. Q � Q ALL ITEMS MARKED WITH AN"X"SHALL BE INSPECTED IN ACCORDANCE WITH IBC CHAPTER 17.SPECIAL FABRICATED IN CONFORMANCE WITH THE INTERNATIONAL CODE COUNCIL EVALUATION SERVICE(ICC-ES) CL Q INSPECTION SHALL BE PERFORMED BY A QUALIFIED TESTING AGENCY DESIGNATED BY THE OWNER.THE ALL CONCRETE EXPOSED TO WEATHER OR TO FREEZING TEMPERATURES SHALL BE AIR-ENTRAINED IN BOLTS CONNECTING STEEL MEMBERS SHALL CONFORM TO ASTM A325-N.BOLTS SHALL BE 3/4"0 MINIMUM, REPORT NO.ESR-13870R CCMC REPORT NO.12627-R,08675-R,AND 11161-R.EACH MEMBER SHALL BE W ACCORDANCE WITH ACI 318 TABLE 4.2.1 FOR MODERATE EXPOSURE CONDITION. UNO ANCHOR BOLTS SHALL CONFORM TO ASTM A307. IDENTIFIED BY A STAMP INDICATING THE PRODUCT TYPE AND GRADE,ICC-ES OR CCMC REPORT NUMBER, L IJ RESULARCHITS.ANYI STRUCTURALAILINGENGINEER, MEETND HE PROJECTS SPECIFICATIONS TIONSSBE ALLBEISHED I MEDIATEH COPIES OF ALL AND J D TO ATTENTION FAILING TO MEET THE PROJECTSPECIFICATIONS SHALL BE IMMEDIATELY BROUGHT REINFORCING STEEL CONTRACTOR SHALL PROVIDE CONNECTION ADJUSTMENT TOLERANCES TO SATISFY THE REQUIREMENTS OF AISC MANUFACTURER'SCERTIFIED. MEMBERS S ALLMEET THE FOLLOWING MSTANI STANDARDS: AGENCY'S LOGO.FABRICATOR SHALL Q Z TO THE ATTENTION OF THE DESIGN TEAM. MAN UAL OF STEEL CONSTRUCTION. BE CERTIFIED.MEMBERS SHALL MEET THE FOLLOWING MINIMUM STANDARDS: Z N 0 REI NFORCING STEEL SHALL BE DEFORMED BILLET STEEL CONFORMING TO ASTM A615,AND SHALL BE GRADE 60 SIZE CLASSIFICATION SPECIES GRADE Fb(PSI) FV(PSI Fc(PSI) Z U (Fy=60,000 PSI),UNLESS NOTED OTHERWISE.GRADE 60 REINFORCING BARS INDICATED ON DRAWINGS TO BE UNLESS SPECIFIED AS STAINLESS STEEL,ALL STEEL MEMBERS,SHAPES,BOLTS,AND ACCESSORIES EXPOSED TO BEAMS&POSTS(d<91/2") LSL 1.3E 1,700 425 1,835 z WELDED SHALL CONFORM TO ASTM A706.REINFORCING COMPLYING WITH ASTM A615 MAY BE WELDED IF WEATHER SHALL BE HOT DIP GALVANIZED. Z MATERIAL PROPERTY RELA PORTS INDICATING CONFORMANCE WITH WELDING PROCEDURES SPECIFIED IN AWS NON-SHRINK GROUT RIMS&BEAMS(d>_91/2") LSL 1.55E 2,325 310 - Z N J D1.4 ARE SUBMITTED. m BEAMS&POSTS LVL 2.OE 2,600 285 2,510 L,J r� cl:� WELDED WIRE FABRIC SHALL CONFORM TO ASTM A185.PROVIDE WELDED WIRE FABRIC IN SHEETS NOT ROLLS. NON-SHRINK GROUT SHALL BE CEMENT-BASED WITH A MINIMUM COMPRESSIVE STRENGTH OF 5000 PSI WHEN L U Q N LAP WELDED WIRE FABRIC 12"AT SIDES AND ENDS. TESTED IN ACCORDANCE WITH ASTM C-109.GROUT SHALL BE MIXED AND PLACED IN STRICT ACCORDANCE WITH POSTS(d<91/2") PSL 1.8E 2,400 190 2,500 THE MANUFACTURER'S RECOMMENDATIONS. BEAMS(d>_91/2") PSL 2.2E 2,900 290 - REINFORCING STEEL SHALL BE DETAILED INCLUDING HOOKS AND BENDS IN ACCORDANCE WITH SP-66 AND ACI I I I 318R,LATEST EDITIONS.UNLESS OTHERWISE NOTED,REINFORCING SPLICE LENGTHS AND DEVELOPMENT TIMBERSTRAND,MICROLLAM,AND UNTREATED PARALLAM MEMBERS ARE INTENDED FOR DRY-USE LENGTHS SHALL BE PER SCHEDULE. APPLICATIONS.UNLESS NOTED OTHERWISE,ENGINEERED WOOD BEAMS EXPOSED TO WEATHER SHALL BE TREATED PER MANUFACTURES RECOMMENDATIONS. REINFORCING SHALL BE PLACED AND ADEQUATELY SUPPORTED PRIOR TO PLACING CONCRETE.WET-SETTING EMBEDDED ITEMS IS NOT ALLOWED WITHOUT PRIOR ENGINEER APPROVAL.BARS PARTIALLY EMBEDDED IN HARDENED CONCRETE SHALL NOT BE FIELD BENT UNLESS SO DETAILED OR APPROVED BY THE STRUCTURAL ^�.�- ENGINEER.REFER TO CHAPTER 7 OF ACI 318 FOR OTHER REINFORCING STEEL REQUIREMENTS. `V STRUCTURAL NOTES C (THESE NOTES ARE TYPICAL UNLESS NOTED OR DETAILED OTHERWISE ON DRAWINGS) ENGINEERING GLUE-LAMINATED TIMBER GENERAL 250 4TH AVE. S., SUITE 200 GLUE-LAMINATED TIMBER SHALL BE DOUGLAS FIR,FABRICATED IN CONFORMANCE WITH ANSI/AITC STANDARD STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH ARCHITECTURAL,CIVIL,ELECTRICAL,AND LEGEND EDMONDS, WASHINGTON 98020 A 90.1,LATEST EDITION.EACH MEMBER SHALL BEAR AN AITC IDENTIFICATION MARK AND SHALL BE MECHANICAL DRAWINGS FOR BIDDING AND CONSTRUCTION.CONTRACTOR SHALL VERI FY ALL DIMENSIONS AND PHONE (425) 778-8500 DEFINITION SYMBOL DEFINITION SYMBOL FAX (425) 778-5536 ACCOMPANIED BY AN AITC CERTIFICATE OF CONFORMANCE.FABRICATOR SHALL BE CERTIFIED.MEMBERS SHALL CONDITIONS FOR COMPATIBILITY BEFORE PROCEEDING.ANY DISCREPANCIES SHALL BE BROUGHT TO THE BE OF THE FOLLOWING MINIMUM STANDARDS: ATTENTION OF THE ARCHITECT BEFORE PROCEEDING. DIRECTION OF SPAN COMBINATION Fb NATIVE SOIL FRAMING = — CONTRACTOR TOSEEARCHITECTURAL,CIVIL,ELECTRICAL AND MECHANICAL DRAWINGS FOR SIZE AND LOCATION EXTENT OF SIMPLE SPAN BEAMS 24F-V4 2400 PSI OF PIPE,VENT,DUCT AND OTHER OPENINGS AND DETAILS NOT SHOWN ON THESE DRAWINGS. FRAMING GRANULAR FILL CANTILEVER OR MULTI-SPAN BEAMS 24F-V8 2400 PSI CONTRACTOR SHALL BE RESPONSIBLE FOR ERECTION STABILITY AND TEMPORARY SHORING AS NECESSARY UNTIL COLUMNS STRUCTURAL STEEL GIVY Cp WOOD I-JOISTS PERMANENT SUPPORT AND STIFFENING ARE INSTALLED. of WAS "9S CONTRACTOR-INITIATED CHANGES SHALL BE SUBMITTED IN WRITING TO THE ARCHITECT AND STRUCTURAL COLUMN BEARING RATED SHEATHING WOOD I-JOISTS,MANUFACTURED BY THE TRUS JOIST CORPORATION SHALL BE SIZED AND DETAILED TO FIT THE ENGINEER FORAPPROVAL PRIOR TO FABRICATION OR CONSTRUCTION.CHANGES SHOWN ON SHOP DRAWINGS ON BEAM ?° DIMENSIONS AND LOADS INDICATED ON THE PLANS.ALL DESIGN SHALL BE IN ACCORDANCE WITH THE ONLY WILL NOT SATISFY THIS REQUIREMENT. ALLOWABLE VALUES AND SECTION PROPERTIES ASSIGNED BY THE BUILDING CODE. BEAM CONTINUOUS SHEAR WALL SWX znss DRAWINGS INDICATE GENERAL AND TYPICAL DETAILS OF CONSTRUCTION.WHERE CONDITIONS ARE NOT OVER SUPPORT (SEE SCHEDULE) L$F' ti PROVIDE TEMPORARY BRACING UNTIL SHEATHING AND PERMANENT BRACING IS INSTALLED.MANUFACTURER SPECIFICALLY INDICATED BUT ARE OF A SIMILAR CHARACTER TO DETAILS SHOWN,SIMILAR DETAILS OF „L `SjONAL SHALL PROVIDE ALL SPECIALTY ITEMS REQUIRED FOR ACOMPLETE INSTALLATION OF JOISTS.INSTALL PER CONSTRUCTION SHALL BE USED,SUBJECTTO REVIEW AND APPROVAL BY THE ARCHITECT AND THE STRUCTURAL CONCRETE WALL COLUMN MARK /�S�' MANUFACTURER'S RECOMMENDATIONS. ENGINEER. (SEE SCHEDULE) 08109119 BEARING STUD FOOTING(SEE SC O ALL TRUSS JOISTS ARE TO BE CONNECTED TO FLUSH BEAMS WITH SIMPSON TYPE ITS,IUS OR LBV HANGERS, WALL (SEE SCHEDULE) PROVIDE WEB STIFFENERS AS REQUIRED. NON-BEARING HOLDOWN MARK PRE-MANUFACTURED WOOD TRUSSES STUD WALL (SEE SCHEDULE) WOOD TRUSSES SHALL BE SIZED AND DETAILED TO FIT DIMENSIONS AND LOADS INDICATED ON THE PLANS.ALL BEARING STUD ( TTTT{ HANGER MARK O DESIGN SHALL BE IN ACCORDANCE WITH THE ALLOWABLE VALUES AND SECTION PROPERTIES ASSIGNED BYTHE SHEAR WALL (SEE SCHEDULE) BUILDING CODE.SUBMIT SHOP DRAWINGS FOR ENGINEER REVIEW PRIOR TO FABRICATION.CALCULATIONS AND NON-BEARING �j- �-( FLAG NOTE SHOP DRAWINGS SHALL BE SIGNED BY A PROFESSIONAL ENGINEER REGISTERED IN THE SAME STATE AS THE STUD SHEAR WALL )--�-�� (SEE PLAN NOTES) PROJECT.TRUSS DESIGN AND SHOP DRAWINGS SHALL BE IN CONFORMANCE WITH IBC 2303.4 CMU WALL STEEL MOMENT PROVIDE TEMPORARY BRACING UNTIL SHEATHING AND PERMANENT BRACING IS INSTALLED.MANUFACTURER FRAME CONN. Q SHALL PROVIDE ALL SPECIALTY ITEMS REQUIRED FOR A COMPLETE INSTALLATION OF JOISTS.INSTALL PER MANUFACTURER'S RECOMMENDATIONS. FOR TOP CHORD DESIGN LIVE LOADS,REFER TO THE DESIGN LOAD SECTION.IN ADDITION TO ROOF LOADING ABBREVIATIONS zO j LISTED IN THE DESIGN LOAD SECTION,ROOF TRUSSES SHALL BE DESIGNED FORA BOTTOM CHORD LIVE LOAD OF (A) ABOVE GLB GLUE-LAMINATED BEAM is N 10 PSF.TOP AND BOTTOM CHORD LIVE LOAD DO NOT NEED TO BE DESIGNED FOR SIMULTANEOUSLY. AB ANCHOR BOLT HORIZ HORIZONTAL U IN ADDITION TO THEIR SELF WEIGHT,ROOF TRUSSES SHALL BE DESIGNED FOR A TOP CHORD DEAD LOAD OF 13 ALT ALTERNATE KP KING POST w w PSF AND A BOTTOM CHORD DEAD LOAD OF 30 PSF ACTING SIMULTANEOUSLY.SEE ARCHITECTURAL AND MECHANICAL DRAWINGS FOR LOADS AND OPENINGS NOT SHOWN ON THE STRUCTURAL DRAWINGS. ARCH ARCHITECT KSI KIPS PER SQUARE INCH a DEFLECTIONS SHALL NOT EXCEED L/360 FOR LIVE LOADS,OR L/240 FOR TOTAL LOADS. (B) BELOW L ANGLE Ol TYPICAL FRAMING NOTES BD BAR DIAMETER MECH MECHANICAL w H C7 1.BEARING WALL FRAMING BLKG BLOCKING MF MOMENT FRAME Q O o� BM BEAM MTL METAL 00 REFER TO STUD SCHEDULE ON FRAMING PLANS FOR BEARING WALL FRAMING. BOT BOTTOM NS NEAR SIDE y ALLCOLUMNS NOT CALLED OUTOTHERWISE SHALL BETWO STUDS. BRNG BEARING OC ON CENTER Q 2.WALL BASE PLATE ON CONCRETE BTWN BETWEEN OPP OPPOSITE CIP COMPLETE JOINT PENETRATION PL PLATE DESIGN: RMK WALL PLATES BEARING ON CONCRETE SHALL BE PRESSURE-TREATED.FOR ALL EXTERIOR WALLS AND INTERIOR SHEAR WALLS,BOLT PLATES OR SILLS TO CONCRETE WITH 3/41NCH DIAMETER ANCHOR BOLTS WITH 71NCH CUR CLEAR PLCS PLACES DRAWN: JEG MINIMUM EMBEDMENT.REFER TO SHEAR WALL SCHEDULE,AND PLACE AT 5'-0"OC MAXIMUM UNO.SILL CMU CONCRETE MASONRY UNIT PSI POUNDS PER SQUARE INCH PLATES FOR INTERIOR NON-SHEAR WALLS SHALL BE BOLTED USING 1/21NCH ANCHOR BOLTS @ 6'-0"OC WITH 7 CHECK: JGG INCH EMBEDMENT.AT ALL SILL PLATE ANCHOR BOLTS,CONTRACTOR SHALL INSTALL 1/4"x 3"x 3"FLAT PLATE COL COLUMN PSF POUNDS PER SQUARE FOOT WASHERS.INTERIOR NON-SHEAR WALL SILL PLATES MAY BE ANCHORED PER THE BEARING WALL GUILDELINES CONC CONCRETE P/T POSTTENSIONED JOB NO: 18386.10 OR MAY USE 1/4"x 3"SIMPSON CSD SPLIT DRIVE ANCHORS @ 4'-0"OC WITH J."ROUND FENDER WASHERS.USE DATE: 08/09/1 9 MINIMUM OF TWO ANCHOR BOLTS PER SILL AND PLACE ONE WITHIN 12 INCHES OF EITHER END TYPICAL UNLESS CONN CONNECTION PT PRESSURETREATED NOTED OTHERWISE. CONT CONTINUOUS REINF REINFORCING 3.ROOF AND FLOOR FRAMING COORD COORDINATE RE(XD REQUIRED PROVIDE 11/2"FULL DEPTH BLOCKING FOR JOISTS AND RAFTERS AT ALL SUPPORTS AND AT 8'-0"OC MAXIMUM DEL DOUBLE SCHED SCHEDULE U NO.INTERMEDIATE 8'-0"OC BLOCKING NOT REQ'D IF GWB CEILING 15 INSTALLED DIRECTLY TO UNDERSIDE OF DET DETAIL SIM SIMILAR FRAMING.INSTALL DOUBLE JOISTS UNDER PARTITIONS EXTENDING ONE HALF OR MORE OF THE JOIST SPAN. DIA DIAMETER SOG SLAB ON GRADE PROVIDE TRUSS BLOCKING PANELS FOR ROOF TRUSSES AT SUPPORTS AND SHEAR WALLS,AND WHERE INDICATED ON PLANS AND DETAILS. DIM DIMENSION STD STANDARD 4.DIAPHRAGM NAILING DIR DIRECTION STIFF STIFFENER W ALL SHEAR WALLS,FLOOR AND ROOF DIAPHRAGM NAILINGS SHALL BE AS CALLED OUT ON SCHEDULES OR ON EA EACH STL STEEL Z THE PLANS.EXTERIOR WALLS NOT INDICATED AS SHEAR WALLS SHALL BE SHEATHED AND NAILED TO ELEV ELEVATION SYMM SYMMETRICAL W SUPPORTING FRAMING WITH 10d NAILS AT 6"OC AT ALL PANEL EDGES AND 12"OC AT ALL INTERMEDIATE ES EACH SIDE SW SHEARWALL SUPPORTS. EX EXISTING TOC TOP OF CONCRETE Q THE USE OF NAIL GUNS WILL BE APPROVED IF NAILING INTO THE DIAPHRAGMS CAN BE INSTALLED FLUSH WITH EXP EXPANSION TOS TOP OF STEEL FACE OF SHEATHING.NAIL PENETRATIONS GREATER THAN 1/16"ARE NOT ACCEPTABLE. FUR FLOOR TOW TOP OF WALL V) 5.ALLOWABLE STUD AND PLATE PENETRATIONS FDN FOUNDATION TYP TYPICAL w CUTTING AND/OR NOTCHING OF WOOD STUDS OR PLATES SHALL NOT EXCEED 25%OF THE STUD/PLATE WIDTH FTG FOOTING UNO UNLESS NOTED OTHERWISE P� IN EXTERIOR AND BEARING WALLS AND SHALL NOT EXCEED 40%OF THE STUD/PLATE WIDTH IN ANY �[ NON-BEARING PARTITIONS.BORED HOLE DIAMETER IS LIMITED TO 40%OF STUD/PLATE WIDTH IN ANY STUD FS FAR SIDE VERT VERTICAL ad N O AND MAY BE 60%IN NONBEARING PARTITIONS OR IF STUD IS DOUBLED.MAINTAIN 5/8"MINIMUM EDGE GC GENERAL CONTRACTOR WF WIDE FLANGE 00 Z DISTANCE FROM HOLE EDGE. Y W � N Q Q J bi w �' < a � z D z N o U w o F__ z Z Z N J W I� U Q N S1.2-L FOUNDATION PLAN NOTES: 1.SPREAD FOOTINGS SHALL BEAR A MIN OF V-6"BELOW ADIACENTGRADE ATTHE PERIMETER. 2.WHERE SLAB ON GRADE IS INDICATED,SLAB SHALL BE 4"THICK W/H4 @ 18"OC EACH WAY,CENTERED.SLAB ENGINEE RING SHALL BE POURED OVER A 10 MIL VAPOR BARRIER OVER 6"OF 5/8"CRUSHED ROCK. 250 4TH AVE. S., SUITE 200 3.REFER TO SHEET 54.1 FOR TYPICAL FOUNDATION DETAILS. EDMOND GTON 0 020 PHONE E(425)425)778-8500 4. ® INDICATES FOOTING TYPE,REFER TO FOOTING SCHEDULE ON SHEET 53.1 FOR SIZE&REINFORCEMENT. FAX (425) 778-5536 5.REFER TO"CONCRETE GENERAL NOTES"ON SHEET S1.1 FOR CONTROL JOINT PLACEMENT AND DETAIL 2/S4.1 FOR CONTROL JOINT CONSTRUCTION. 6.REFER TO FLOOR FRAMING PLANS AND SHEAR WALL&HOLD-DOWN SCHEDULES FOR LOCATION OF SHEAR WALL ANCHOR BOLTS AND HOLD-DOWN ANCHORS.ANCHORAGE AT NON-SHEAR WALLS SHALL BE PER STRUCTURAL G VY C+ NOTES. OF'\ 7.PLACE ALL REINFORCEMENT PER THE STRUCTURAL NOTES AND FOUNDATION DETAILS. •_ 8.CONTRACTOR SHALL VERIFY ALL DIMENSIONS,WALL LOCATIONS,SLAB SLOPES,AND CONCRETE ROUGH oe OPENINGS WITH ARCHITECTURAL,CIVIL,AND MEP DRAWINGS AND NOTIFY ALL PARTIES OF ANY DISCREPANCIES. L2 9.CONTRACTOR SHALL PROVIDE FOOTING AND SLAB SUBSTRATE PREPARATION,WATERPROOFING,AND BACKFILL `rIONAL v` PER THE GEOTECHNICAL REPORT. 08109119 10.ALL BUILDING SYSTEMS THAT PENETRATE THE CONCRETE WORK INCLUDING BUT NOT LIMITED TO ARCH,MECH, ELECT,PLUMBING,&FIRE PROTECTION DUCTS,CONDUITS,EMBEDS,&SLEEVES SHALL BE INSTALLED PRIOR TO CONCRETE PLACEMENT. a z O a H^ 1 2 3 4 5 6 7 oa 17'-6 3/4° "0" 16'-0" 7/16". Cl w� H m ao 0000 - - o H � � Y Q DESIGN: RMK F - DRAWN: JEG E CHECK: JGG I I I I I I I JOB NO: 18386.10 RW DATE: 08/09/19 v W W III 54•2 III SLAB ON GRADE I III III 4• Q PERSTRUCTURAL \ 1 M F6 F6 Tf F6 F6 Q O I I O F4 N J 00 0 _ - - - CL LLJ 0 2 Q II� r O Z N O CU env W 0 Z Z N J Ld 0 U Q L.L. w 1 2 3 4 5 6 7 11I HF-I 1ll� �1 S2.1-L FOUNDATION PLAN © NTS KEY PLAN 1 SCALE: 5'-0" 0 5'-0" 10,1_1 TYPICAL FLOOR FRAMING PLAN NOTES: 1. REFER TO SHEET S3.I FOR BEAM,COLUMN,JOIST,SHEAR WALL AND HOLDOWN SCHEDULES. 2.FLOOR SHEATHING SHALL BE3/4"PLY OR 23/32"OSB WITH 10d COMMON NAILS SPACED AT 6"OC AT ALL ENGINEERING DIAPHRAGM BOUNDARIES,PANEL EDGES AND SHEAR WALLS AND 12"OC AT INTERMEDIATE FRAMING.FOR 250 4TH AVE. S., SUITE 200 PLYWOOD LAYOUT AND NAILING REFER TO DETAIL 2/55.1. EDMONDS, WASHINGTON 98020 PHONE (425) 778-8500 3.HEADERS AT EXTERIOR BEARING AND NON-BEARING WALLS SHALL BE 4x8 DF#2 UNO WHERE MAXIMUM SPAN= FAX (425) 778-5536 6'-6". 4.DOOR HEADERS AT INTERIOR BEARING WALLS SHALL BE 4x6 DF#2 LINO MAXIMUM SPAN=4'-0". 5.COLUMNS AND BEARING WALLS SHOWN ON PLANS SHALL BE CONTINUED DOWN TO THE FOUNDATION UNLESS CARRIED BY A BEAM BELOW. GVY C7j 6.ALL DIAPHRAGMS UNBLOCKED UNO.SEE NOTE 9. G, of.4sgr qS 7.REFER TO SHEET 55.1 THRU 55.3 FORTYPICALFLOOR FRAMINGDETAILS. `' p�f_L + F o 8. INDICATES COLUMN BELOW AND BEAM SHALL BE CONTINUED OVER COLUMN,-1. lol G q LpsF 9.ALL FLOOR DIAPHRAGMS SHALL BE UNBLOCKED EXCEPT WHERE(OR IF)NOTED ON THE SPECIFIC FLOOR PLANS. WHERE BLOCKING IS SPECIFICED,PLYWOOD PANEL EDGES SHALL BE BLOCKED WITH 2x4 DF FLAT.PANEL EDGE OflAL NAILING AT BLOCKED DIAPHRAGM AREAS SHALL BE 10d @ 4"OC ALL PANEL EDGES. O8/09119 10.FINISHED FLOOR ELEVATIONS PER ARCHITECT.CONTRACTOR TO VERIFY ALL ELEVATIONS PRIOR TO CONSTRUCTION. 11.ALL COLUMNS NOT OTHERWISE CALLED OUT SHALL BE Cl.SEE COLUMN SCHEDULE.PROVIDE SOLID BLOCKING IN JOIST SPACE BELOW ALL COLUMNS. TYPICAL HEADER SUPPORTS(LINO) FRAMING EXTERIOR INTERIOR INTERIOR LEVEL (RO>T-4") (RO5TA") ROOF +(1)FULL HT (1)FULL HT (1)FULL HT Q (1)CRIPPLE (1)CRIPPLE +(1)CRIPPLE (1)FULL HT (1)FULL HT (1)FULL HT z 3RD co + O co(1)CRIPPLE +(1)CRIPPLE +(1)CRIPPLE L 2ND (1)FULL HT (1)FULL HT (1)FULL HT +(2)CRIPPLE 1(2)CRIPPLE +(1)CRIPPLE u 1 2 3 4 5 6 7 NOTES: p d 1.THE COLUMNS LISTED IN THE TABLE ABOVE SHALL BE PLACED IMMEDIATELY 17'-6 3/4" 17'-4" 16'-0" 16'-0" 17'-4" 17'-6 7/16" BELOW THE"FRAMING LEVEL"INDICATED. 2.HEADER SUPPORTS SHALL HAVE THE SAME GRADE OF LUMBER AS THE WALL IN a, WHICH THEY ARE LOCATED. �a,3.REFER TO TYPICAL ROOF PLAN NOTES FOR TYPICAL BEARING WALL HEADERS Q p _ 11 ql NOT SPECIFICALLY CALLED OUT ON THE PLANS. pip e o 54. H \ \ F2 F2 B 1 F2 F2 F3 FZ F2 1 y v ^ TYPICAL FRAMING SCHEDULE Q 6 - - - BEARING WALLS � I S4.1 I 'I l I S4 I F3 FRAMING F3 F3 1 I I F3 1 O F3 LEVEL EXTERIOR INTERIOR 2x6 INTERIOR PARTY WALLS DESIGN: RMK F j - 2x4 DRAWN: JEG -- c-n- ----------- III -- ---� -- 2x6 DF STUD 2x6 DF STUD 2x4 DF STUD 2x4 DF STUD o F3 Jr ,I 54. Ir- -- --� I ROOF @ 16"OC @ 16"OC @ 16"OC EA FACE @ 16"OC CHECK: JGG y r F3 I 6 it III ==---- I SLAB ON GRADE PER I E FS[ jl II STRUCTURAL NOTES II F1C JOB NO: 18386.10 O I F1C I I FlC I O 2x6 DF STUD 2x6 DF STUD 2x4 DF STUD 2x4 DF STUD 1 r=----- I 3RD @ 16"OC @ 16"OC @ 16"OC EA FACE @ 16"OC DATE: 08/09/1 9 1 II jl F1C II 6 F3 I I j F3 j F3 ti I 54' 2x6 DF STUD 2x6 DF STUD 2x4 DF#1 2x4 DF STUD a F3 OrJ II j I r' ti rJl 2ND @ 16"OC @ 16"OC @ 16"OC EA FACE @ 16"OC r SLAB ON GRADE PER j j _ r--� ti r F3 yl NOTES : 1 7 STRUCTURAL NOTES ,I 1.THE WALLS LISTED IN THE TABLE ABOVE SHALL BE PLACED IMMEDIATELY SQ 54. z 7 1 1 1 I I F2 r F3 z J III 10 BELOW THE"FRAMING LEVEL"INDICATED. --- I I I ___I 54.1 2.NON BEARING WALLS SHALL BE 2x4 OR 2x6 DF STUD GRADE AT 16"OC U NO. Oua 4. I I 1 1 �Q 7 ---- = ?i = 3 V. ---- ---- 1 Z 0 ---- 12 1 DET 1/57.1 / 1 12 - LL F 71 FJ354 EA END JJJ DET 12/57.1 1 4 FJ3 3 - < o % EA END \ . = Z _ FJ3 3 FJ3 5_ 5 1 7'1 1 DET.14/S7.1 tip' 1�' DET 14/S7.1 1ti 5 1�" M Q ��1 DET 1/S7.1 DET 1/S7.1 W10x54 W10x54 EA END 57.1ad N C - EA END W12x40 W12x40�- 2 W32x40 W12x40 LL.I 00 LL B - �xyW10 9 DET 10/S7.1 _ 7. DET 10/S7.1 , - Y N 0) EA END EA END - BOLT-ON DECK - - - BOLT-ON DECK --BOLT-ON DECK - - O � LL.I BOLT-ON DECK PER MFR PER MFR PER VIER 1 [ W O PER MFR [h�j fi J J Q � Z n © Z (n 0 u u-- LLI u Z Z L^J H Z CV J 'mot H �I Vr� Q L� y SHEET: S2.2-L FIRST FLOOR FRAMING PLAN © KEY PLAN 1 SCALE: 1/8"=V-0" NTS 5'4" 0 5'-0" 10'-0" TYPICAL FLOOR FRAMING PLAN NOTES: 1.REFER TO SHEET S2.2 FOR TYPICAL FLOOR FRAMING PLAN NOTES. ENGINEERING THIS FLOOR FRAMING PLAN NOTES: 250 4TH AVE. S., SUITE 200 EDMONDS, WASHINGTON 98020 1. WALLS SHOWN ON THIS PLAN ARE WALLS BELOW THE FLOOR INDICATED. PHONE (425) 778-8500 FAX (425) 778-5536 2.HOLDOWNS SHOWN ON THIS PLAN SHALL BE PLACED AT THE BASE OF THE WALLS SHOWN. TYPICAL HEADER SUPPORTS(LINO) FRAMING INTERIOR INTERIOR C, VY LEVEL EXTERIOR (RO>T-4") (RO 53'-4) O tly WAsgr'9S� (1)FULL HT (1)FULL HT (1)FULL HT ROOF +(1)CRIPPLE +(1)CRIPPLE +(1)CRIPPLE 3RD (1)FULL HT (1)FULL HT (1)FULL HT (1)CRIPPLE +(1)CRIPPLE +(1)CRIPPLE .iG„ 2L25�. 2ND 1 (1)FULL HT (1)FULL HT (1)FULL HT `rjONAL +(2)CRIPPLE +(2)CRIPPLE +(1)CRIPPLE 08/09119 NOTES: 1.THE COLUMNS LISTED IN THE TABLE ABOVE SHALL BE PLACED IMMEDIATELY BELOW THE"FRAMING LEVEL"INDICATED. 2.HEADER SUPPORTS SHALL HAVE THE SAME GRADE OF LUMBER AS THE WALL IN WHICH THEY ARE LOCATED. 3.REFER TO TYPICAL ROOF PLAN NOTES FOR TYPICAL BEARING WALL HEADERS NOT SPECIFICALLY CALLED OUT ON THE PLANS. TYPICAL FRAMING SCHEDULE FRAMING BEARING WALLS J LEVEL EXTERIOR INTERIOR 2x6 INTz 4IOR PARTY WALLS 2x6 DF STUD 2x6 DF STUD 2x4 DF STUD 2x4 DF STUD z0 co ROOF @ 16"OC @ 16"OC @ 16"OC EA FACE @ 16"OC Er 3RD 2x6 DF STUD 2x6 DF STUD 2x4 DF STUD 2x4 DF STUD C7 1 2 3 4 5 6 7 @ 16"OC @ 16"OC @ 16"OC EA FACE @ 16"OC Q 17'-6 3/4" 17'-6 7/16" 2ND 2x6 DF STUD 2x6 DF STUD 2x4 DF#1 2x4 DF STUD 17'-4' 16'-0' 16'-0' 17'-4' @ 16"OC @ 16"OC @ 16"OC EA FACE @ 16"OC a, w a, NOTES: Q 00 1.THE WALLS LISTED IN THE TABLE ABOVE SHALL BE PLACED IMMEDIATELY p W 2 2 BELOW THE"FRAMING LEVEL"INDICATED. p 2.NON BEARING WALLS SHALL BE 2x4 OR 2x6 DF STUD GRADE AT 16"OC LINO. H v 1 @ 24'FOC Cs 56. v� (�' C (,6 @ 24"OC-I Iy 2x6 HF#2 _ FLAG NOTES: G 25W3 5W2 BM2 @ 4"OC BM S(L) BM2 W22 OC 23W3 - 1 4x6 DF#2(UNO)EA END OF EACH BALCONY,TYP.CONNECT COLTOTOP&BOT PLATES W/A35 CLIPS EA r� BM8 BM8 24 OC BM8 BM8 L' SIDE.COORDINATE LOCATION&ALL OTHER REQUIREMENTS W/BOLT-ON DECK MFR. DESIGN: RMK - � PROVIDE 51/2"RIM AT ALL BOLT-ON DECKS.REFER TO BOLT-ON MFR DRAWINGS FOR ADDITIONAL DRAWN: JEG c n 4 DJl l 8 u BLOCKING AND STRAPPING REQUIREMENTS. CHECK: JGG E F13 m 2 iiii FJ3 S, �71d^ 1 4 Ste' 41 1 2 JOB NO: 18386.10 F13 S BM8 - F13 6.2 m Gti v CBMS v �, `y` 3 F13 F13 m FJ3 DATE: 08/09/19 \ L6 C� 3 SIM 5 3 0 BM8 Gti G3 F13 (Q 4 BM9 07 BM8 a 3 F FJ3BM9 3 Gti B m BMS . Z FJ3 F13 6 L~ �, 6. Q 55.2 11 11 6. ti LLI 5.2 - = Z 3 3 9 6+6 FJ3 - - - FJ3 F13 7' C 3 �'�' m 3 --- _ m @ 24"OC Z 8 8 GP 4 C1 BM8 l a a cc 1 ("ti EA 9 v EA 9 m a r2 1 � Q - S5.2 a COL 57.1 a, COL 57. m v 5.2 I� Fl3 o N 3 3 x ry FJ3 (D M m 3 4 57.1 Gy 4 a 4 3 m ad CV 2 _ _ _ V N 4 Sw2 5wz - �6 3 00 B - 6 3 4 C9 DET 6/S7.1 TYP DET 6/S7.1 TYP C9 4 M3 _ Y N 0) O � H SW2 SW2 BM12 SW2 g BM12 SW2 SW2 J _ m --_J BOLT-ON DECKM9 7•_ BM9 L-------- PER MFR 55.2 - - - - Q Q J L------ _ _ _ _J _ _ _ EL A BOLT-ON DECK L J 6 LJ BOLT-ON DECK 1 r W PER MFRS7 [Ij f�j' E(I�'j J W PER MFR ,� L,7 a Z Q � u � © WQo 0 H z N � U C;';D gun I L) w �,-rt�' L� U � Q (n G 1 2 3 4 5 6 7 SHEET: S2.3-L SECOND FLOOR FRAMING PLAN © KEY PLAN 1 SCALE: 5-4- NTS 5' " 0 5'-0" 10'-0" TYPICAL FLOOR FRAMING PLAN NOTES: 1.REFER TO SHEET 52.2 FOR TYPICAL FLOOR FRAMING PLAN NOTES. ENGINEERING THIS FLOOR FRAMING PLAN NOTES: 250 4TH AVE. S., SUITE 200 EDMONDS, WASHINGTON 98020 1. WALLS SHOWN ON THIS PLAN ARE WALLS BELOW THE FLOOR INDICATED. PHONE (425) 778-8500 FAX (425) 778-5536 2.HOLDOWNS SHOWN ON THIS PLAN SHALL BE PLACED AT THE BASE OF THE WALLS SHOWN. TYPICAL HEADER SUPPORTS(LINO) FRAMING INTERIOR INTERIOR C, VY LEVEL EXTERIOR (RO>T-4") (RO 53'-4") O tly WAsgr'9S� (1)FULL HT (1)FULL HT (1)FULL HT ROOF +(1)CRIPPLE +(1)CRIPPLE +(1)CRIPPLE 3RD (1)FULL HT (1)FULL HT (1)FULL HT (1)CRIPPLE +(1)CRIPPLE +(1)CRIPPLE .iG„ 2N25 2ND 1 (1)FULL HT (1)FULL HT (1)FULL HT `rjONAL +(2)CRIPPLE +(2)CRIPPLE +(1)CRIPPLE 08/09119 NOTES: 1.THE COLUMNS LISTED IN THE TABLE ABOVE SHALL BE PLACED IMMEDIATELY BELOW THE"FRAMING LEVEL"INDICATED. 2.HEADER SUPPORTS SHALL HAVE THE SAME GRADE OF LUMBER AS THE WALL IN WHICH THEY ARE LOCATED. 3.REFER TO TYPICAL ROOF PLAN NOTES FOR TYPICAL BEARING WALL HEADERS NOT SPECIFICALLY CALLED OUT ON THE PLANS. TYPICAL FRAMING SCHEDULE FRAMING BEARING WALLS J LEVEL EXTERIOR INTERIOR 2x6 INTz 4IOR PARTY WALLS 2x6 DF STUD 2x6 DF STUD 2x4 DF STUD 2x4 DF STUD z0 co ROOF @ 16"OC @ 16"OC @ 16"OC EA FACE @ 16"OC Er 3RD 2x6 DF STUD 2x6 DF STUD 2x4 DF STUD 2x4 DF STUD C7 1 2 3 4 5 6 7 @ 16"OC @ 16"OC @ 16"OC EA FACE @ 16"OC Q 17'-6 3/4" 17'-4" 16'-0" 16'-0" 17'-4" 17'-6 7/16" 2ND 2x6 DF STUD 2x6 DF STUD 2x4 DFJil 2x4 DF STUD @ 16"OC @ 16"OC @ 16"OC EA FACE @ 16"OC a, w a, NOTES: Q 1.THE WALLS LISTED IN THE TABLE ABOVE SHALL BE PLACED IMMEDIATELY p W BELOW THE"FRAMING LEVEL"INDICATED. 00 H 2.NON BEARING WALLS SHALL BE 2x4 OR 2x6 DF STUD GRADE AT 16"OC UNO. FLAG NOTES: LL 2 2 3 W3 BM3 SW 5 D 55. W3 BM3 SW3<2> <2>5 3 <2> 4x6 DFtl2(UNO)EA END OF EACH BALCONV,TVP.CONNECT COL TO TOP&BOT PLATES W/A35 CLIPS EA DESIGN: RMK SIDE.COORDINATE LOCATION&ALL OTHER REQUIREMENTS W/BOLT-ON DECK MFR. [t::- PROVIDE 51/2"RIM AT ALL BOLT-ON DECKS.REFER TO BOLT-ON MFR DRAWINGS FOR ADDITIONAL DRAWN: JEG E c j 10 o L6 DJ1 BLOCKING AND STRAPPING REQUIREMENTS. CHECK: JGG m I r SS Im I I JOB NO: 18386.10 SW3 SW3 gMll.� F14 DATE: 08/09/19 o F 3 Sw3 3 4 9 10 S5. 2 3 Q 3 Ld Q D - _-- - - - - - - Z LLI 3 FJ3 3 3 FJ3 `^ F13 --- Fla Q r^ V7 L � cc 56.1 6 5. ss.z N C - - - - - - - - - ad N 3 3 Y LI 0) L B — � swz swz — — — — swz swz Wz Wz SW2 W < Q O 1 - "LT- N swz swz - - - 1 - p - - - Lu 3i O 56. BOLT-ON DECK BOLT-ON DECK 56. J LL.I J PER MFR 2 BOLT PER DECK PER MFR \ /I R 55 PER MFR Q Z � u � © WQo 0 n H Z Z njH Z CV J L H Ld I� m 2 C5 U SHEET: S2.4-L THIRD FLOOR FRAMING PLAN © KEY PLAN 1 SCALE: 1/8"=V-0" NTS 5-4- 0 5'-0" 10'-0" Ohl TYPICAL ROOF FRAMING PLAN NOTES: 1. WALLS SHOWN ON ROOF FRAMING PLAN ARE WALLS BELOW ROOF FRAMING. 2.BEAMS SHOWN ON ROOF FRAMI NG PLAN SHALL BE ABOVE DOUBLE TOP PLATE UNLESS USED AS A DOOR OR ENGINEERING WINDOW HEADER. 250 4TH AVE. S., SUITE 200 3.ROOF SHEATHING SHALL BE 1/2"PLY OR 7/16 OSB WITH 8d COMMON NAILS SPACED AT 6"OC AT ALL EDMOND 5HINGTON 020 DIAPHRAGM BOUNDARIES,PANEL EDGES,SHEAR WALLS,COLLECTOR TRUSSES,AND BLOCKING OR TRUSS PHONEE (425) 778-8500 BLOCKING PANELS INDICATED ON PLANS.NAILING AT INTERMEDIATE FRAMING SHALL BE 8d COMMON NAILS @ FAX (425) 778-5536 12"OC.REFER TO DETAIL 2/S5.1 FOR SHEATHING LAYOUT AND NAILING. 4.HEADERS AT EXTERIOR BEARING AND NON-BEARING WALLS SHALL BE 4x8 DF#2 UNO WHERE MAXIMUM SPAN= 6'-6". 5.DOOR HEADERS AT INTERIOR BEARING WALLS SHALL BE 46 DF#2 LINO MAXIMUM SPAN=4"0". C,tlEVY Cp. wAsq�``99S'cA 6.REFER TO DETAIL 3/S5.1 FOR CONSTRUCTION OF MULTIPLE STUD COLUMNS. 7. ACi p t: ll' INDICATES COLUMN BELOW AND BEAM SHALL BE CONTINUED OVER COLUMN,TIP. le S.ALL DIAPHRAGMS UNBLOCKED UNO. 2 25 9. HATCHED AREAS INDICATE ROOF OVER-FRAMING APPLIED ABOVE PLYWOOD SHEATHING.REFER TO `rjONAL D* ARCH DRAWINGS FOR FULL EXTENT OF CRICKETS. 08109119 10.COLUMNS AND BEARING WALLS SHOWN ON PLAN SHALL BE CONTINUED DOWN TO THE FOUNDATION UNLESS CARRIED BY A BEAM BELOW. 11.ROOF TRUSSES SHALL BE PRE-ENGINEERED BY OTHERS AND SPACED AT 24"OC,TYP. 12.ATTACH ALL ROOF TRUSSES TO SUPPORTS WITH SIMPSON H2.5A HURRICANE TIES.TRUSSES SHALL HAVE A MIN OF(2)HURRICANE TIES,ONE AT EACH END 13.ALIGN(2)STUDS MIN BELOW ENDS OF GIRDER TRUSSES LINO ON PLANS. 14.TRUSSES MARKED"DRAG TRUSS"SHALL BE DESIGNED FOR A SERVICE LEVEL SEISMIC LOAD OF 310 PLF. 15.ROOF TRUSSES SHALL BE DESIGNED FOR CONCENTRATED LOADS WHERE MEP SYSTEMS SUCH AS AIR HANDLER rJr OR CONDENSER UNITS ARE SHOWN ON MEP PLANS.VERIFY SIZE,WEIGHT,AND LOCATION OF UNITS W/MEP F DRAWINGS. Z ca 16.ALL COLUMNS NOT OTHERWISE CALLED OUT SHALL BE Cl.SEE COLUMN SCHEDULE. j a H^ a' � 1 2 3 4 5 6 ] TYPICAL HEADER SUPPORTS(UNO) o d FRAMING EXTERIOR INTERIOR INTERIOR 17'-63/4" 17'-4" 16'-0" 16'-0" 17'-4" 17'-67/16" LEVEL (RO>3'-C) (RO 53'4") 'a, ROOF (1)FULL HT (1)FULL HT (1)FULL HT a,+(1)CRIPPLE +(1I CRIPPLE (1)CRIPPLE o O EXTERIOR GRADE (1)FULL HT (1)FULL HT (1)FULL HT00 0 H 31/8"x131/2"GLB 4 3RD +(1)CRIPPLE (1)CRIPPLE +(1)CRIPPLE -TT L � � 6. Y (1)FULL HT (1)FULL HT (1)FULL HT v C6 C6 2ND (2)CRIPPLE +())CRIPPLE +(1)CRIPPLE 1 NOTES: 6. 6. 1.THE COLUMNSLISTED IN THE TABLE ABOVE SHALL BE PLACED IMMEDIATELY DESIGN: RMK F _ _ _ _ _ _ _ BELOW THE"FRAMING LEVEL"INDICATED. DRAWN: JEG 2.HEADER SUPPORTS SHALL HAVE THE SAME GRADE OF LUMBER AS THE WALL IN WHICH THEY ARE LOCATED. CHECK: JGG E c ` L 3.REFER TO TYPICAL ROOF PLAN NOTES FOR TYPICAL BEARING WALL HEADERS NOT SPECIFICALLY CALLED OUT ON THE PLANS. JOB NO: 18386.10 SW23 35 DATE: 08/09/19 3 TYPICAL FRAMING SCHEDULE v 6, SW2 BEARING WALLS FRAMING 4 7 LEVEL EXTERIOR INTERIOR 2x6 INTERIORr771 PARTY WALLS " 56. N 2x6 DF STUD 2x6 DF STUD 2x4 DF STUD 2x4 DF STUD a a a 3 2 ROOF @ 16,OC @ 16"OC @ 16"OC EA FACE @ 16"OC 6. 2x6 DF STUD 2x6 DF STUD 2x4 DF STUD 2x4 DF STUD 3RD LLI @ 16"OC @ 16"OC @ 16"OC EA FACE @ 16"OC z r2xDF STUD 2x6 DF STUD 2x4DF2x4 DFSTUD5v3i5 2ND 16"OC @ 1, OC @ 16"OC EA FACE @ 16"OC Ld 56.1 6.1 < GIRDER NOTES: GIRDER GIRDER 1.THE WALLS LISTED IN THE TABLE ABOVE SHALL BE PLACED IMMEDIATELY \ 3 C2 L3 IRD C� Lti 3 BELOW THE"FRAMING LEVEL"INDICATED. = Z WG. 2.NON BEARING WALLS SHALL BE 2x4 OR 2x6 DF STUD GRADE AT 16"OC UNO.6UPPER 6 jj FLAG NOTES:56. 6' RJS 04 - - - - - - - SIDE.COORDINATE LOCAIONE&ALL OTHEER REOUIEMNTS W/BOLTALCONY,TYP.CONNECT T-ON DC K MFOT RTES W/A35 CLIPS EA o�LOWER 3 1LLI 56.z s6. Z BMS SW3 SW BM ) - - _ _ - QEL SW3 SW3 SW3 _ _ O JLW�zBOLT-ON DECK 9 BOLT-ON DECK t j w ZPER MFR 6. PER MFR u L Z (/) O u O Lj u ~ Z Z O �H1 Ld U ^ Q Q SHEET: ` - - - - - � S2.5-L ROOF FRAMING PLAN © KEY PLAN 5'4" 0 5.4. 1014 C 4�M ENGINEERING SHEAR WALL SCHEDULE (DF) BEAM SCHEDULE 250 4TH AVE. S., SUITE 200 SILL PLATE MARK BEAM REMARKS HANGER AS REQ'D EDMONDS, WASHINGTON 98020 MIN.FRAMING AT SHEAR WALL RIM JOIST OR SILL PLATE ANCHOR SHEAR PHONE (425) 778-8500 TYPE APA RATED ADJOINING PANEL NAILING BLOCK CONN TO NAILING TO BOLT TO SLAB OR FOUNDATION CAPACITV FAX 425 778-5536 SHEATHING RIM/BLKG. SILL PLATE SIZE BM3 4x6 OF#2 - HU46 MAX ( ) EDGES(SEE NOTE 5) AT PANEL EDGES TOP PLATE BELOW FOUNDATION (PLF) BM2 4x8 OF#2 - HU48 MAX SW6 15/32" 2x STUD 0.148"0 x 2 1/4" LTP4 OR A35 0.131"0 x 3 1/4" 3/4"0 AB ONE SIDE AND BLKG @ 6"OC @ 24"OC @ 5"OC @ 5'-0"OC 2x 310 BM3 4x10 OF#2 - HU410 MAX 15/32" (2)2x STUD AND 0.148"0 x 2 1/4" LTP4 OR A35 0.131"0 x 3 1/4" 3/4"0 AB BM4 3 1/2"x 9 1/4"PSL SEE NOTE 5 HU410 MAX SW4 ONE SIDE 2x FLAT BLKG @ 4"OC @ 16"OC @ 3"OC @ 4'-3"OC 2x 460 BM5 5 1/4"x 9 1/4"PSL SEE NOTE 5 HHUS5.50/10 G VY Cp. 15/32" (2)2x STUD AND 0.148"0 x 2 1/4" LTP4 OR A35 0.131"0 x 3 1/4" 3/4"0 AB V. of WAS S� SW3 2x 600 BM6 7'x91/4"PSL SEE NOTES HGU57.25/10 F /�"�4- $1/n- ONESIDE 2x FLAT BLKG @ 3"OC @ 12'OC @ 2.5"OC @ 3'-4"OC v c 15/32" 3x STUD AND 0.148"0 x 2 1/4" LTP4 OR A35 0.131"0 x 3 1/4" 3/4"0 AB BM7 4x12 OF#2 - HU412 MAX SW2 ONE SIDE 2x FLAT BLKG @ 2"OC @ 10"OC @ 2"OC @ 2'-6"OC 2x 770 BM8 31/2"x 111/4"PSL SEE NOTE 5 HHUS410 L151 25W4 15/32"BOTH (2)2x STUD 0.148"0 x 2 1/4" LTP4 OR A35 0.131"0 x 3 1/4" 3/4"0 AB BM9 5 1/4"x 111/4"PSL SEE NOTE 5 HUCQ612-SDS �S SIDES AND BLKG @ 4"OC @ 8"OC @ 1.S"OC @ 2'-0"OC 2x 920 SjONAL 15/32"BOTH 3x STUD 0.148"0 x 2 1/4" LTP4 OR A35 0.162"0 x 3 1/2" 3/4"0 AB BM10 7"x 111/4"PSL SEE NOTE 5 HGUS7.25/12 25W3 SIDES AND BLKG @ 3"OC @ 6"OC @ 2"OC @ 1'-6"OC 2x 1200 BM11 3 1/2"x 14"PSL - HGU5414 OBI 09119 2SW 2 15/32"BOTH 3x STUD 0.148"0 x 2 1/4" LTP4 OR A35 0.162"0 x 3 1/4" 3/4"0 AB BM12 5 1/4"x 14"PSL - HGUS5.50/14 SIDES AND BLKG @ 2.OC @ 5"OC @ 1.5,OC @ 1'-3"OC 2x 1540 BM13 6x10 OF#2 - HUCQ610-SD5 NOTES: 1.REFER TO THE TYPICAL SHEAR WALL DETAIL. BM14 31/2"x 18"PSL - HGUS418 2.THE VALUES IN THIS TABLE ARE APPROPRIATE FOR DF GRADE STUDS AND OF GRADE PLATES&RIM/BLOCKING. NOTES: 3.NAILS AT ADJOINING PANEL EDGES SHALL BE STAGGERED EACH SIDE OF THE COMMON JOINT. 1.REFER TO THE LATEST SIMPSON STRONG-TIE CATALOG FOR HANGER INSTALLATION INFORMATION. 4.WHERE PANELS ARE APPLIED ON BOTH FACES OF A WALL,PANELJOINTS SHALL BE OFFSET TO FALL ON DIFFERENT FRAMING MEMBERS,OR FRAMING SHALL 2.REFER TO FRAMING PLANS AND NOTES FOR SUPPORTS AT BEAM ENDS. BE 3x AT ADJOINING PANEL EDGES AND NAILS SHALL BE STAGGERED. 3.ALL BEAMS EXPOSED TO WEATHER OR IN CONTACT WITH CONCRETE OR MASONRY SHALL BE 5.WHERE TABLE SPECIFIES(2)2x FRAMING,CONNECT(2)2x STUDS AND BLOCKING AS FOLLOWS:SW4=(2)0.131"0 @ 4"O.C.,SW3=(2)0.131"0 @ 3"OC. PRESSURE TREATED. 6.NOTE THAT 3x FRAMING MAY BE USED IN LIEU OF(2)2x FRAMING SPECIFIED IN TABLE. 4.REFER TO PLAN NOTES FOR BEAMS&HEADERS AT BEARING LOCATIONS THAT ARE NOT CALLED 7.INTERMEDIATE FRAMING TO BE WITH 2x NOMINAL MEMBERS(MIN)U.N.O.FIELD NAILING 12"O.C.MAXIMUM. OUT a 8.AT ALL 3/4"0 SILL PLATE ANCHOR BOLTS,INSTALL 1/4"x 3"x 3"PLATE WASHERS.EDGE OF PLATE WASHER SHALL BE WITHIN 1/2"OF SHEATHED EDGE.FOR 5.IF BEAM DEPTH SHOWN IS NOT AVAILABLE IN STOCK,THE SUPPLIER SHALL RIP BEAMS TO EXACT DOUBLE SIDED SHEAR WALLS,USE WIDER PLATE WASHERS AS REQUIRED TO MEETTHIS REQUIREMENT. DEPTH PRIOR TO SHIPMENT. 9.PROVIDE A MINIMUM OF 7"EMBEDMENT FOR A.B.INTO FOUNDATION OR STEM WALL. Z 10.PROVIDE A MINIMUM OF(1)ANCHOR BOLT WITHIN 12"OF EACH WALL END. a N o H cl � rn w w o a am ti w0, H m ao COLUMN SCHEDULE o HOLDOWN SCHEDULE (DF) MARK COLUMN SIZE COLUMN SIZE REMARKS 2x4 WALL 2x6 WALL a MARK TYPE MIN CHORD STUD NAILS OR BOLTS ANCHOR BOLT CAPACITY(LB) Cl (2)2x4 (2)2x6 SEE NOTE 2 7 SIZE (SEE NOTE 4) C2 (3)2x4 (3)2x6 SEE NOTE 2 Ol MST37 (2)2x (11)16d EA END - 2,710 C3 (4)2x4 (4)2x6 SEE NOTE 2 DESIGN: RMK O2 MST60 (2)2x (23)16d EA END - 6,235 C4 46 DF#2 4x6 DF#2 - DRAWN: J EG O3 MST72 (2)2x (31)SDS 1/4"x 21/2"SCREWS - 6,730 C5 4x8 DF#2 6x6 DF#2 CHECK: JGG ® HDUS (2)2x (14)SDS 1/4"x 2 1/2"SCREWS 5/8"0 4,065 C6 4110 DF#2 6x8 DF#2 - JOB NO: 18386.10 < HDUS 4x OF (20)SDS 1/4"x 21/2"SCREWS 7/8"0 6,970 C7 6x10 DF#2 6x10 DF#2 - © HOUll 4x OF (30)SDS 1/4"x 21/2"SCREWS 1"0 9,535 C8 (3)11/2"x 5 1/2"ESE - DATE: 08/O9/19 C9 5 1/8"x 6"GLB - O7 HDIJ14 6x OF (36)SDS 1/4"x 21/2"SCREWS 1"0 14,445 C10 5 1/8"x 7 1/2"GLB - HDU19 1 6x OF 1 (5)1"0 THRU BOLTS 11/4"0 19,070 Cll H555x5x5/16 I H555x5x5/16 NOTES: NOTES: 1.REFER TO THE LATEST SIMPSON STRONG-TIE CATALOG FOR ADDITIONAL INSTALLATION REQUIREMENTS. 1.REFER TO THE LATEST SIMPSON STRONG-TIE CATALOG FOR PRE-FABRICATED 2.REFER TO DETAIL 8/55.1 FOR INSTALLATION OF MST TYPE FLOOR TO FLOOR STRAPS.REFER TO DETAIL CONNECTION INSTALLATION REQUIREMENTS. 8/55.2 FOR CONNECTION OF STRAP TO BEAM BELOW. 2.MULTIPLE STUD COLUMNS SHALL USE GRADE OF STUD INDICATED ON WALL 3.REFER TO DETAIL 7/55.2 FOR INSTALLATION OF ROD TYPE FLOOR TO FLOOR HOEDOWNS.REFER TO FRAMING SCHEDULE.REFER TO TYPICAL DETAILS FOR FABRICATION OF MULTIPLE DETAIL 9/55.2 FOR CONNECTION OF ROD HOEDOWN TO WOOD BEAM BELOW. STUD COLUMNS. 4.WHERE APPLICABLE,REFER TO 57.1 FOR HOEDOWNS AT STEEL BEAMS. 3.CONTRACTOR TO PROVIDE BLOCKING EQUAL TO COLUMN DIMENSIONS AT JOIST W 5.INSTALL HDU TYPE HOLDOWNS AT FOUNDATION OR SLAB PER DETAIL 8/54.1. SPACE BELOW ALL COLUMNS. Z 6.AT ALL HOEDOWN CHORDS,PROVIDE PANEL EDGE NAILING PER SHEAR WALL SCHEDULE. W a � M � N JOIST SCHEDULE N FOOTING SCHEDULE MARK JOIST SPACING REMARKS N 00 0) MARK FOOTING SIZE REINFORCING COMMENTS FJl 2x10 OF#2 16"OC SEE NOTE Q Q FS` V-6"x V-0"DEEP x CONTINUOUS (3)#5 CONTINUOUS SEE NOTE 2 F12 2x10 OF#2 12"OC SEE NOTE 2 CL W �:: v/ FJ3 2x12 OF#1 16"OC SEE NOTE 2 Lv Ld F2 1 2'-0"x 2'-0"x l'-O"DEEP (3)#5 EACH WAY BOTTOM - J J F14 2x12 OF#1 12"OC SEE NOTE 2 Q I.- Z F3 3'-0"x T-O"x 1'-0"DEEP (4)#5 EACH WAY BOTTOM - DJ3 2x6 HF#2 16"OC SEE NOTE 2 Z N 0 0 F4; 4'-0".4'-0"x 1'-0"DEEP (5)#5 EACH WAY BOTTOM _ D12 2x8 HF#2 16"OC SEE NOTE 2 LLL, (-'� w D13 2xl2 HF#2 16"OC SEE NOTE 2 F__ Z Z = F5 5'-0"x 5-0"x 1'-2"DEEP (6)#5 EACH WAY BOTTOM - RJl 2x12 HF#2 24"OC SEE NOTE 2 w F6 6'-0"x 6'-0"x V-4"DEEP (7)#5 EACH WAY BOTTOM R12 13/4"x 111/4"EVIL 24"OC SEE NOTE 2 (, Q N H REFER TO RETAINING REFERTO RETAINING NOTES: RW WALL SCHEDULE WALLSCHEDULE WHERE APPLICABLE 1.FOR JOIST HANGERS REFER TO THE LATEST SIMPSON STRONG-TIE CATALOG FOR ALL INSTALLATION REQUIREMENTS.USE MAX NAILING ONO. NOTES: 2.TIMBER JOISTS FRAMING INTO WOOD BEAMS OR RIMS SHALL USE LUS OR HU SERIES 1.ALL FOOTINGS SHALL BEAR ON FIRM,UNDISTURBED NATIVE SOIL OR COMPACTED STRUCTURAL FILL FACE MOUNT HANGERS.TIMBER JOISTS FRAMING INTO STEEL BEAMS SHALL USE PER GEOTECHNICAL ENGINEERING REPORT. LBV SERIES TOP FLANGE HANGERS. 2.REINFORCEMENT SHALL BE CONTINUED FROM CONTINUOUS FOOTINGS THRU SPREAD FOOTINGS WHERE APPLICABLE. ^^.1-L CORNER BARS x�Q IN ALL AREAS WITH EXPOSED C CON/FLOORS,EDGE SLAB ENGINEERING ''A" MAY BE SUBSTITUTED FOR ALL 4PASS ON GRADE 90°HOOKED BARS WITH LJOI MAX WITH IUSSEA AND FILLJOINT WITH SEALANT T CENTER d ° AT TOP AND 250 4TH AVE. S., SUITE 200 • �� °°4 PROVIDES/8"0x2'-0" HALL NOT EDMONDS, WASHINGTON 98020 SMOOTH SLIP DOWEL BARS OINT PHONE (425) 778-8500 AT 12"OC,TYP UNO FAX (425) 778-5536 STD 90'HOOKTYP UNO T/2 UNO,VERT CORNER BARS SHALL BE TRENCH EXCAVATION 1.5 H LAP SPLICE SAME SIZE TABULATED FOR MIN PARALLELTO FTG MIN TYP WALL REINF FOR THICKER WALL d p "A"=SPLICE LENGTH GREASETHIS j - d _ 4 d GAF WAsg"9S HALF OF BAR /� SLEEVES TO CLEAR p•$ •4 % 1�-6�� PIPE 1"ALLSIDES - - NO PIPES ALLOWED IN v TYPICAL CONSTRUCTION JOINT //j MIN _ - ° THIS REGION.LOWER FTGS AS REQ'D F o ° SEE NOTES,DETAILS,OR PLANS FOR (1)#5 VERT REQ'D REINF.ALL BARSTO BE CONT d E a \ u d OR SPLICED PER STRUCTURAL NOTES SAWCUT JOINT FL ORS FIAS WITH CONC SLAB ON GRADE TOF `SjONAL EXPOSED CONC.FLOORS,FILL JOINT PIPE 4 - z WITH SEALANT.IN LIEU OF SAWCUT STD 180°HOOK JOINTS CONTRACTOR MAY USE ZIP ° v /�/9 4 HORIZ CORNER BARS OF SIZE STRIP PLACED WITH SLAB SLAB REINF AT BOF - "-__ BENT BARS TO MATCH AND SPACING RI MATCH °d CENTER OF SLAB OR &LAP FOOTING (2)#5 VERT d REINF OF THINNER WALL v AT TOP AND BOT Z m ° d ® = /\ BOTTOM REINF LOWER BOF ° d AS REQ'D z ° \ UNDISTURBED EARTH OR _ COMPACTED FILL PER d i • ° - ° 4 a X—X�-X X—x—X ° " STRUCTURAL NOTES 4 PIPE TRENCH EXCAVATION PARALLEL 9"MIN III-III- 3"CLR TO FOOTING IS NOT ALLOWED TYP TYP PLACE VERT REINF OUTSIDE EXCEPT BELOW THIS LINE.STEP FTG AS T AS OTHERWISE NOTED OR SHOWN A TYPICAL CONTRACTION JOINT REQUIRED FOR THIS CONDITION T=FTG THICKNESS PER PLAN, SCHED,AND DETAILS �F TYPICAL CONCRETE WALL REINFORCING DETAIL � TYPICAL SLAB ON GRADE DETAILS � TYPICAL PIPE PENETRATION AT WALLS AND FOOTINGS � TYPICAL STEPPED WALL FOOTING F � SCALE. NTS L SCALE: 1"=1'0" J SCALE: 1/2"=1'-0" Y SCALE: 1/2"= z0 m la N NOTE: SILL PLANDABDIA ~ RAISE STEM WALL AS REQ'D AT PERIMETER AREAS AND SPACING PER O WHERE NEEDED DUE TO CIVIL GRADES. SHEAR WALL SCHED wCl w (2)#5 CONT TOP STUD WALL PER PROVIDE BLOCK OUT p, FRAMING PLAN NOTES AT DOOR OPENINGS SHEATHING PER SHEAR w\ WALL SCHED SHEATHING AND NAILING STUD WALL PER NOTE: F pl SLAB ON GRADE AND FRAMING PLAN NOTES WHERE CONCRETE WALL WITH HT>3'-0" Q O PER PLAN AND SHEAR SUBGRADE PER 00 WALL SCHEDULE AT PLAN CHORD 512E PER EXISTS,ROD MAY EXTEND 24"MIN INTO SHEAR WALL PER mo 4"0 PERFORATED PVC PIPE PER HOEDOWN SCHED WALL W/NUT&WASHER AS SHOWN PLAN AND SCHED LOCAL CODES WITH 6"OF 1" z #5 @ 15"OC EA WAY 1' MINUS GRAVEL ALL AROUND, PAVING OR FINISHED CENTERED IN WALL COUNTERSINK 1 WRAPPED IN NON-WOVEN y HOEDOWN PER PLAN ADDITIONAL END GE FABRIC.SLOPE TO GRADE PER ARCH AB PER SHEAR WALL SCHED AND SCHED,WHERE STUD AS REQ'D DRAWINGS OR STRUCTURAL NOTES APPLICABLE DRAIN 1/8"PER 1'-0"MIN.TURN • • X—X AB PER SHEAR WALL DESIGN: RMK DOWN PERFORATIONS AS SHOWN '° ` 1 rr, PT SILL PL SCHED OR THREADED ROD AS REQ'D HOEDOWN PER PLAN °d e o °e Oo bb STRUCTURAL NOTES THREADED ROD AS REQ'D FOR HOLDOWN W/NUT AND SCHED DRAWN:cp JEG �o on ° SLAB ON GRADE AND FOR HOEDOWN W/NUT AND WASHER AT BASE. Ro 4O 00 0°°O o�° SUBGRADE PER PLAN AND WASHER AT BASE EXTEND ROD INNTO NGOCHECK: JGG z 00 0 111 34. JOB NO: 18386.10 0 O 0 0 °ao oX 4X—X 4�X Z+�pc— —X—X—X dC X -4•X�- iX X—.ac TOP OF FTGDATE: 08�09�19 d Q 00 � - on °`a � o0 00 � I d °O dO 0oo ° - - d II O o0 0 0 1�4 .III-iTi L�4 ° LL FTGS 1 AT SHEAR WALL FTGS I' LINE OF MAX EXCAVATION. / -1I-1I-III: FOOTING / _ `� - -III - PROVIDE TOP REINF PROVIDE TOP REINF IF SOIL IS OVER EXCAVATED, /�1 DRAIN / 8 m ^'u 1 TO MATCH BOT REINF TO MATCH BOT REINF - 4 d 4 I REPLACE WITH LEAN MIX /� ) 1 ° 11 44 CONCRETE.J , / ALT HOOK AS SIZE AND REINF REINF PER PLAN I d 4 ° SIZE&REINF MAXIMUM //A SIZE&REINF AND SCHED - SHOWN J SLOPE PER PLAN&SCHED PER PLAN AND SCHED °- a FIRM BEARING SOIL OR PER PLAN&SCHED COMPACTED STRUCTURAL FILL W I.SINGLE WALL II.PARTY WALL m� Z TYPICAL FOOTING DRAIN TYPICAL STEM WALL DETAIL CONTINUOUS FOOTING DETAIL HOLDOWN DETAIL L� (� 'J 8 SCALE: 1"=1'-0" a 5 SCALE: 1"=1'-0" v SCALE:PIA, 1' HOEDOWN&CHORD PER PLAN AND SCHED = v (WHERE APPLICABLE) GAP PER SHEATHING AND ARCH ~ J SILL PL,AB DIA AND NAILI NG PER PLAN AND Q SPACING PER SHEAR SJHEED STUD WALL PER WALL SCHED FRAMING PLAN NOTES COL PER PLAN �[ M AND SCHED .6 N W SLAB ON GRADE AND EER (2)#4 TOP SUBGRADE PER CH 8"x 8"CONCRETE SIMPSON ABU POST BASE. 00 Q PROVIDE BLOCKOUT CONTRACTOR HASTHE Y W 0) FOUNDATION PLAN AT DOOR OPENINGS PLINTH EQ SPACED OPTION TO USE SIMPSON Ln SLAB ON TIES EQ SPACED ADE AND TITEN HD ANCHORS. •I • —q�C - —�#( EA S BGRADER PER PLAN PAVING OR FINISHED CL ~ Q 11 ACE _(4)#4 HOOKED L�J GRADE PER ARCH _ 4 IL ___R _____I _ z • - • 4-X X—X Bo DOWELS DRAWINGS _j -- Q Z O4 d a oO° 099 dJ O opg ° 6" Q o BOO - - - ` a_.• °oo°0 N 0 O ° z1-� � � ZO 0O O D °� p LLI Z 0000 o 0 O 0 O - REINF PER PLAN Z Z 0 /'�0 FOOTING&REINFORCEMENT _ p O o o O ° 00� PER PLAN.PROVIDE DOWELS O O °O°o a o AND SCHEDULE Z N J w O o 0 EPDXIED INTO STEM WALL o 0 °OO W ^ 0 o O O o0 - - TO MATCH LONGITUDINAL O O OO o0 • °• d U Q L.L H O O oOO11 o 0 •, d j a_ • BARS W/5"EMBED a• ° - - / NE: FOOTING FOROT INFORMATION NOT DRAIN / Id / SPECIFICALLY CALLED OUT // REFER TO DETAIL 6. SIZE&REINF PER PLAN AND SCHEDULE SIZE AND REINF PER PLAN AND SCHED PER PLAN&SCHED /� 1 I EXTERIOR FTG AT INTERIOR FTG INTERSECTION STEM WALL DETAIL AT BRICK VENEER i ISOLATED COLUMN FOOTING S4. 1_I 9 SCALE: 1"=1'-0" O SCALE: 1"=1'-0" SCALE: 1"=1'-0" C I�M STUD WALL PER PLAN ENGINEERING (WHERE APPLICABLE) GYPCRETE TOPPING PER ARCH 250 4TH AVE. S., SUITE 200 30" #4 DOWELS @ 2x LEDGER W/3/4"01-BOLTS @ 32"OC EDMONDS,(425)WASH GTON 0 020 1'-6"OC AND WITHIN 12"OF EA END(EMBED 6"). PHONE (425) 778-8500 FAX (425) 778-5536 DISCONTINUE LEDGER AT CROSS BEAMS. CONCRETE SLAB ON GRADE DO NOT OVER-DRILL HOLES. AND SUBGRADE PER FLOOR SHEATHING PER PLAN NOTES k GEOTECH REPORT CONCRETE PLINTH .41 // I PER ARCH W/#4 .I X TIES @ 6"OC I• y VY G C WAS (2)#5 BARS 17 /n COLUMN AND BASE PL I l 1 1'-0" FLOOR JOIST s PER PLAN AND SCHED I BACKFILL W/FREE MIN PER PLAN -II ' j O ynp5 1 2X BLOCKING@ L DRAINING MATERIAL mo' i DIAMOND SHAPED BLOCK ONAL S`YI 4f'�4ti 11/2" 24 OC t� I d I' OUT.GROUT SOLID AFTER b} CUR #4 @ 10"OC HORIZ EA FACE o I SETTING COLUMN 08109119 OF WALL(#5 @ 15"OC c SLAB ON GRADE OR "S"BARS FOR 4'&6'WALLS) a ASPHALT PAVING PER a EDGE BLOCK OUT WITH t+ NOTE: FOUNDATION PLAN I 1/8"MAX RADIUS AND FILL �% #4 VERT @ 12"OC I JOINT WITH SEALANT TYPICAL FTG �oPo OUTSIDE FACE(NOT REQ'D WALLS WITH 4'AND 6'MAX RETAINED HEIGHT �"rT� DRAIN FOR 4'&6'WALLS) LISTED IN SCHEDULE HAVE ONE LAYER OF a. REINFORCING CENTERED IN THE WALL. X—X— X -.I —X—X—X a X •�o p Q SLAB-ON-GRADE ALTERNATE HOOK DIRECTION INTO FOOTING 2"CUR TO - 00 00 p• PER PLAN NOTES EVERY OTHER BAR. °p a - ° ° °0 0 0 BASE PLATE ^� �'° ro IIIIII o° o° —X—X—X d z a,.II aii \o o 1ii 111 0°oo�o - RETAINING WALL SCHEDULE �� • WALL GEOMETRY WALL REINFORCING ° W - rc ry ua ° o • • = MAX "T" "B" "t" "D" "S"BARS "F"BARS z z "H" O m ^u - - _ 5 4'-0" 0'-8" 0'-8" 8" 12" #5 @ 15"OC t NOT REQ'D Ia � -III-III-I -I I- "F"BARS m" 6'-0" 1'-0" V-10" 8" 12" #5 @ 12"OC E #5 @ 15" SIZE&REINF U "S"BARS #5 @ 12"OC 8'-0" 1'-6" 2'-10" 10" 14" #5 @ 10"OC #5 @ 15" PER PLAN&SCHED w w � a 1'-6" 3'-4" 30" 14" #5 @ 8"OC #5 @ 10" Ol BUILDING RETAINING WALL SECTION ISOLATED FOOTING DETAIL 1 SCALE: 3/4"-1'0" SCALE: 1"=1'0" 00 Y lr Q DESIGN: RMK DRAWN: JEG CHECK: JGG JOB NO: 18386.10 DATE: 08/09/19 W z L LJ a H J M Q �S N w Y N rn M Q Q Z a_ w3 O_ a LLI z N o w 0 U Z F- z Z Z w n � O U Q L� S4.2-L NOTE: 2x OR 3x BLOCKING ONLY STAGGER SHEATHING AS SHOWN. IF BLOCKED DIAPHRAGM o FOR 2x4 STUDS,PROVIDE SINGLE ENGINEERING (IBC TABLE 2306.3.1,CASE 1 OR 3) 15 SPECIFIED w ROW OF NAILS STAGGERED EASIDE FRAMING MEMBERS W/ '-a\z WITH 11/2"EDGE DISTANCE.FOR 250 4TH AVE. S., SUITE 200 INTERMEDIATE SPACING PER PLAN ..F 2x6 STUDS,PROVIDE(2)ROWS OF EDMONDS, WASHINGTON 98020 FRAMING MEMBERS ^'o NAILS SPACED AT 21/2"W/11/2" PHONE (425) 778-8500 STAGGER NAILS ON EA SIDE PANELHIINIG EDGE DISTANCE FAX (425) 778-5536 OF PANELJOINT AS REQUIRED PER SHEAR WALL SCHED PANEL EDGE NAILING ADJACENT NAILS IN A 9"OC MAX SPACING BETWEEN PER SHEAR WALL - - - ROW ARE TO BE ADJACENT NAILS IN A ROW _ SCHEDULE,TYP CONTINUOUS ------ PANEL EDGES DRIVEN FROM _____ —n-------n— — ------n-------n-------n-------n-----rn II OPPOSITE SIDES,TYP I•I I•I I'I I'I I'I I•I I I•I PANEL EDGE NAILING INTO O�VY C,p" II II II II II II III HOEDOWN CHORDS,TYP II pF'AS °`9s I I I I I I I I I I I I III INTERMEDIATE — — — — — �a io'Y HEADER PER PLAN I I I I I I I I I I I I III NAILING @ 12"OC I•I I•I I•I I•I I•I I•I I I. I •I I I I I I I I I I I I I I I I 0.131"0 x 3"NAILS,TYP O ynzs I I I I I I I I I I I I L gF' ti PLAN CRIPPLE DO NOT CUT PER I•I I I I I I I FRAMING ATADJOINING I I SHEATHING PER PLAN AND I I II it II S`Sj0NAL IIII I II •• I PANEL EDGES PER SHEAR II I SHEAR WALL SCHEDULE I I AWAY MATERIAL I I I I I I III I•I I•I I, I•I WALLSCHED I I PANELEDGES _ _ - OBI 09119 FROM CRIPPLE STUD$ i I• I I I I I I I I I I (5)STUDS MAX TO I I I I I I I I I I I I I III HOEDOWN CHORD PER BE USED FOR I•I I I I I I� I 11 I I I I�� SCHEDULE.REFER TO 1 II I•I II II II I I III II , I I I I I lip I BUILT-UP COLUMNS DFULL-HEIGHT II I TYPICAL BUILT-UP HOL OWN CHORD , , COLUMN DETAIL I•I I I I I I� I I H---_-_H H_____ '-7r------ '--'--' TYPICAL FLOOR ROOF SHEATHING DETAIL Q TYPICAL BUILT-UP STUD COLUMN DETAIL I I I I I •� I I I I,I I,I 2 SCALE: NTS I I•I I•I I, I I•I ADDITIONAL END STUD I•I I I I I I I I I I I I I IF REQUIRED TO IIII I j I I I,•I I I I I I I I I PROVIDE I•I I I I I I I I I I I COUNTERSINK FOR IIII I I I I •I I I I I I I I I HOEDOWN BOLTS J I I, I,I I,I Q I I I•I I•I I, I I•I TYP DOUBLE I•I I I I I J I I I I I I I I HOEDOWN ANCHORAGE TOP PLATE II II I, II II II II PER PLAN AND SCHEDULE 0 AB W/SIMPSON BP I I I I I I I I I I I I 2 1/4"END (2)ELSEWHERE 0 x 3"NAILS @ 9"OC O m I I •I I I I I I I I I DISTANCE,TYP ELSEWHERE W/11/2"EDGE DISTANCE 1= PL WASHER,TYP I•I I,I I,I I I I,I I,I 1/2"TO d � I I I I I•I I I I (2)ROWS OF(8)0.131"0 x 3" - � I I I I I I SIMPSON CNW COUPLER SHEATHED EDGE PLATE 3"OC SIMPSON A35 - I I NAILS @ 3"OC EA SIDE OF SPLICE U NUT W/SIZE TO MATCH WASHER SPACING (ONLY REQUIRED m m I I I I I I I PER SHEAR AT EXTERIOR a I I I I HOEDOWN ANCHORAGE PT SILL PL PER I•I I,•I A ,I I I 41 41 WALL SCHED HEADERS GREATER SHEAR WALLSCHED I I I I•I I I I I THAN 6'SPAN) ____i __ _ J1__ II II II PANEL EDGE NAILING /� JI< -1L---_--i�--_---i PERSHEARWALL SCHED) II TOP CHORD w\ -° SPLICE AT LOCATIONS SPECIFIED IT ISNOT POSSIBLE BOTTOM 6 0.131"0 x 3" ~� II II II I I I I I li TO INSTALL THE SPECIFIED 0.131"O SPLICE CHORD O Q O II ^� II II IIV�—CONTINIJEHOUDIDWNCHOR. I-I NAILS,THE CONTRACTOR SHALL INSTALL SPLICE NAILS o W yy I I I I I I TO FOUNDATION SIMPSON C520 STRAPS EA SIDE OF WALL O AT SPLICE.INSTALL EA STRAP W/(12)10d Y - AT EA END.WHERE BOTH PLATES ARE BEAM OR HEADER PER SECTION A-A TYPICAL STUDS 1 CONCRETE FOOTING = — = AND A — = CUT,INSTALL CS20 STRAPS AT EA PLATE PLAN AND NOTES OR P/T SLAB PER PLAN AND SHEAR I SCALE:1 1/2"=1'-0" WALL SCHEDULE,TYP RIM BOARD AND EA SIDE OF THE WALL. \�� DESIGN: RMK OR BLOCKING /l L 6'-0"MIN BETWEEN SPLICES NAILING PER TYP ii CONCRETE STEM WALL BUILT-UP STUD NOTES: � DRAWN: JEG 1. REFER TO STRUCTURAL NOTES FOR ADDITIONALINFORMATION. SPLICES TO OCCUR AT COLUMN DETAIL 2.FOR SHEAR WALLS WHERE NO HOEDOWNS ARE SPECIFIED THE CONCRETE FOOTING CENTER OF VERTICAL STUDS CHECK: JGG FIRST AB SHALL BE LOCATED NOT MORE THAN V-0"AND NOT CRIPPLE STUDS PER PLAN JOB NO: 18386.1 O LESS THAN(7)BOLT DIAMETERS FROM END OF WALL. AT HOEDOWNS:PROVIDE FULL HT AND COLUMN SCHEDULE OR TOP CHORD SPLICE BOTTOM CHORD SPLICE HOEDOWN CHORDS PER HD SCHED. STRUCTURAL NOTES DATE: 08/09/19 OTHERWISE:(1)2x FULL HT TYPICAL SHEAR WALL DETAIL d TYPICAL TOP PLATE SPLICE DETAIL TYPICAL HEADER DETAIL 7 SCALE: 3/4"=V-0" T SCALE: 1"=1'-0" SCALE: 1"=1'-0" EDGE NAILING PER PLAN BEAM PER PLAN AND SCHEDULE W AND SHEAR WALL EDGE NAILING PER PLAN AND JOIST DIREC ION CHORD SIZE PER Z SCHEDULE OR EDGE NAILING PER PLAN 2x6 STUD @ 2x4 CROSS WALL SHEAR WALL SCHEDULE OR PER PLAN SIDE OF EA EACH HOEDOWN SCHEDULE STRUCTURAL NOTES,TYP AND SHEAR WALL 2x8 STUD @ 2x6 CROSS WALL STRUCTURAL NOTES,TYP SIDE OF BEAM SCHEDULE OR 0.131"0 x 3" STRUCTURAL NOTES,TYP (2)ROWS OF 0.131"0 x 3" NOTE: SIMPSON STRAP WITH Lil (� NAILS @ 9"OC NAILS @ 9"OC 5UPPORTSA1 N FASTENERS PER Q J SOLID POSTS SIM o a HOEDOWN SCHEDULE STUD p STUD INSTALL MAX NAILING = Q WALL WALL INTO RIM OR BLOCKING F- WHERE POSSIBLE w BEAM PER PLAN Q (2)ROWS OF 0.131"0 x 3" EDGE NAILING PER PLAN AND EDGE NAILING PER PLAN AND AND SCHEDULE NAILS @ 9"OC SHEAR WALL SCHEDULE OR SHEAR WALL SCHEDULE OR ad IN STRUCTURAL NOTES,TYP STRUCTURAL NOTES,TYP SIMPSON LTP4 OR A35 'r� FRAMINGANCHOR N v (2)ROWS OF 0.131"0 x 3" EACH SIDE OF BEAM Y W 0 Z STUD WALL PER FRAMING 0.131"0 x 3" NAILS @ 9"OC(EACH SIDE F z N _ PLAN NOTES,TYP NAILS @ 9"OC OF PARTY WALL) SOLID OR MULTIPLE k m 4 Q Q C STUD COLUMN PER PLAN L STUD WALL PER FRAMING STUD WALL PER FRAMING m c g \ JOIST DIRECTION 0- PLAN NOTES,TYP PLAN NOTES,TYP a LL p H PER PLAN W Q SHEATHING(OR GWB)AND BEAM WIDTH, p o FILL JOIST SPACE WITH FULL J NAILING PER PLAN AND SHEAR SHEATHING(OR GWB)AND SHEATHING(OR GWB)AND MIN LINO SOLID OR MULTIPLE z o i z DEPTH BLOCKING TO Q Z L.L WALL SCHEDULE OR NAILING PER PLAN AND SHEAR NAILING PER PLAN AND SHEAR STUD COLUMN PER PLAN Oz s N o MATCH DIMENSIONS OF Z (n O STRUCTURAL NOTES,TYP WALL SCHEDULE OR WALL SCHEDULE OR o a�'^ STUD COLUMN ABOVE STRUCTURAL NOTES,TYP STRUCTURAL NOTES,TYP wff Q (') Q PARALLEL TO STUD WALL PERPENDICULAR TO STUD WALL F- Z Z O A.CORNER INTERSECTION B.'T INTERSECTION C.PARTY WALL INTERSECTION Z c,4 J O TYPICAL WALL INTERSECTION DETAIL TYPICAL FLUSH BEAM SUPPORT DETAILS TYPICAL STRAP HOLDOWN DETAIL ^ a LL SCALE: 1"=V-0" 8 SCALE: 1"=1'-0" S5.1-L STUD WALL PER FRAMING PAN NOTES STUD WALL PER FRAMING PAN NOTES STUD WALL PER ENGINEERING SHEATHING AND NAILING NOTE: FRAMING PAN NOTES PER PAN AND SHEAR SILL PLATE NAILING PER PAN SHEATHING AND NAILING SILL PATE NAILING PER PAN FORNOTES AND DETAILS 250 4TH AVE. S., SUITE 200 WALL SCHEDULE OR AND SHEAR WALL SCHEDULE PER PAN AND SHEAR AND SHEAR WALL SCHEDULE NOT CALLED OUT REFER SHEATHING AND SILL PATE NAILING SILL PATE NAILING PER EDMONDS, WASHINGTON 98020 STRUCTURAL NOTES OR STRUCTURAL NOTES WALL SCHEDULE OR OR STRUCTURAL NOTES TO DETA11 1 NAILING PER PAN AND PER PAN AND SHEAR SHEAR WALL PHONE 425 778-8500 STRUCTURAL NOTES SHEAR WALL SCHEDULE WALL SCHEDULE OR ( ) BREAK SHEATHING OR STRUCTURAL NOTES STRUCTURAL NOTES FAX (425) 778-5536 AT PATE LINO SHEATHING AND SHEATHING AND (4)10d NAILS ALIGNED 2x WOODJOIST (4)10d NAILS NAILING PER PAN NAILING PER PAN 13/4"LSL BLOCKING SHEATHING AND PER PAN AND SCHEDULE 2x CONTINUOUS RIM- 2x CONTINUOUS RIM NAILING PER PAN Ir 2x WOOD SILL PATE NAILING PER RIM JOIST SHEARWALL SCHEDULE GVY C BREAK SHEATHING BREAKSHEATHIN ov WAS "7S AT PATE UNO RIM AND PROVIDE PANNELEL V�� \1� NAILING EA SIDE OF - - 1 P o PANEL EDGE NAILING JOINT PER SW SCHED PER PAN AND SHEAR WOOD JOISTS PER PAN AND (3)0.131"O x 3" - - PROVIDE PANEL EDGE WOOD JOISTS PER WALL SCHEDULE OR SCHEDULE JOISTS PER PAN NAILING PER SHEAR WALL PAN AND SCHEDULE O LzsS PANEL EDGE NAILING NAILS EACH END -JOISTS PER PAN C' STRUCTURAL NOTES PER PAN AND SHEAR AND SCHEDULE SILL PATE NAILING PER AND SCHEDULE, SCHEDULE AT TOP PATE 2x BLOCKING @ 4'-0"OC 9Sj0 2x4 BLOCKING AT SHEAR WALLS WALLSCHEDULEOR WOOD JOISTS PER PAN SHEARWALLSCHEDULE LAPPED E BUTTED FIRSTJCKIN BAY ONLY NAL NOTE: ONLY STRUCTURAL NOTES AND SCHEDULE PANEL EDGE NAILING 08109119 NON-SHEAR WALL 2x WOOD BLOCKING PER PAN AND SHEAR 2x4 BLOCKING AT 2x4 BLOCKING OR A35 NAILING SHALL BE PER @ 4'-0"OC MAX WALL SCHEDULE OR SHEAR WALLS MODETAIL (PER SW SCHED)BETWEEN IBC TABLE 2304.9 STRUCTURAL NOTES OTES AND DETAILS BLOCKING AND TOP PATE ALLED OUT REFER AT SHEAR WALLS ONLY 2 A.TYPICAL FRAMING B.ALTERNATIVE SHEAR WALL FRAMING EXTERIOR WALL PARALLEL TO JOISTS INTERIOR BEARING ON BOTH SIDES INTERIOR WALL PARALLEL TO JOISTS TYPICAL STUD WALL FRAMING DETAIL TYPICAL STUD WALL FRAMING DETAIL !� TYPICAL STUD WALL FRAMING DETAIL d TYPICAL STUD WALL FRAMING DETAIL 2 SCALE: 1"=1'-0" v SCALE: 1"=1'-0" T SCALE: 1"=1'-0" 1 SCALE: 1"=1'-0" FF F 0 m O m SHEATHING AND (- NAILING PER PAN AND NOTE: SHEAR WALL SCHEDULE FOR NOTES AND H SILL PATE NAILING PER PAN DETAILS NOT CALLED SHEAR WALL SHEAR WALL O 2 &SHEAR WALL SCHEDULE OR SILL PLATE NAILING PER OUT REFER TO CASE A PER PAN PER PAN w w STRUCTURAL NOTES SILL PATE NAILING PER 2x CONTINUOUS RIM SHEAR WALL SCHEDULE CHORD SIZE PER a SHEAR WALLSCHED BOARDS.PERPENDICULAR DIAPHRAGM HOEDOWN SCHEDULE BEAMS SHALL FULLY BEAR PANEL EDGE NAILING PER BOUNDARY NAILING ALIGNED 2x WOODJOIST (4)lOd NAILS ON WALL SHEAR WALL SCHEDULE PER PAN AND SCHEDULE INTO BLOCKING SIMPSON HOEDOWN HOLDOWN STRAP HOLDOWN w SHEATHING AND SIMPSON A35 PER PER PAN AND PER PAN,FIELD STRAP PER PAN, F p� NAILING PER PAN SHEAR WALL SCHEDULE (4)10d NAILS A SCHEDULE BEND AROUND BEAM FIELD BEND Q O AROUND BEAM W O I y I I I BEAM PER PAN � I II 1 II CONTINUOUS II RIM WOOD JOISTS PER WOOD JOISTS PER II DESIGN: RMK II PAN AND SCHEDULE PAN AND SCHEDULE DRAWN: JEG JOISTS PER PAN NOTES: 2x BLOCKING @ ONLY ° 1 SHEATH COMMON SIDE FOR OC 2x BLOCKING EA JOIST DIRECTION FULL DEPTH 3/4 . CHECK: JGG PROVIDE PANEL EDGE FIRST JOIST BAY ONLY SIDE OF RIM @ PER PAN NAILING PER SHEAR WALL SHEATHING OR lx FRAMING STACKED SHEAR WALLS. SCHEDULE AT TOP PATE 2x4 BLOCKING OR A35 BETWEEN RIM BOARDS 2.WHERE HOLDOWNIS REQUIRED 4'-0"OC JOB NO: 18386.10 (PER SW SCHED)BETWEEN INSTALL HOEDOWN ON FILL JOIST SPACE WITH BLOCKING AND TOP PATE PARTY WALL W/SIZE SHEATHED SIDE OF PARTY WALL. BLOCKING TO MATCH JOIST PER PAN JOIST PER PAN DATE: 08�09�19 NOTE: AT SHEAR WALLS ONLY AND SPACING OF 3.SHEATHING IS SHOWN ON DIMENSIONS OF STUD (DIRECTION VARIES) (DIRECTION VARIES) FORNOTES AND DETAILS OUTSIDE FACE OF WALL,BUT COLUMN ABOVE NOT CALLED OUT REFER STUDS PER PAN NOTES MAY ALTERNATELY BE INSTALLED HEADER BEAM TO DETAILS 1&2 ON INSIDE FACE. COUNTER SINK PER PAN ADDITIONAL END `INTERIOR WALL PARALLEL TO JOISTS A.PERPENDICULAR TO JOISTS B.PARALLEL TO JOISTS STUD FOR BOLTS FLUSH BEAM HEADER TYPICAL STUD WALL FRAMING DETAIL TYPICAL PARTY WALL FRAMING DETAIL 'J TYPICAL ROD HOEDOWN DETAIL f� TYPICAL STRAP HOEDOWN TO WOOD BEAM SCALE: 1"=1'-0" 6 SCALE: 1"=1'-0" SCALE: 1"=1'-0" v SCALE: 1"=1..' W Z W /^ > J SHEATHING&NAILING Q _ PER PAN&SHEAR WALL SCHEDULE OR NOTE: _ PARTY WALL W/SIZE& STRUCTURAL NOTES FOR NOTES&DETAILS NOT I— N6 WOOD SCREWS SPACING OF STUDS PER SPECIFICALLY CALLED OUT bi PAN NOTES SILL PATE NAILING REFER TO CASE A. Q OR 8d @ 6"OC (2)8d NAILS AT A PLANK PER PAN&SHEAR M WALL SCHEDULE OR N 2x LEGER A7TACHEDTORIM 2x WOOD BLOCKING 2x LEGER ATTACHED TO RIM STRUCTURAL NOTES DIAPHRAGM BOUNDARY ad N W/(2)1/4"0 x 31/2"SIMPSON @ 4'-0"OC MAX W/(2)1/4"0 x 3 1/2"SIMPSON SILL PATE NAILING PER SHEATHING&NAILING 2x FULL HEIGHT BLKG NAILING INTO BLKG 00 SIDS SCREWS @ 12"OC SIDS SCREWS @ 24"OC SHEAR WALL SCHED PER PAN SHEATHING& (3)lOd NAILS NAILING PER PAN N cc Q Q L CL w 3 Q J w� WOODJOIST&HANGER WOOD JOISTS PER WOOD JOIST PER FP-N ISTS PER Z PE N PER PAN&SCHEDULE PAN&SCHEDULE PAN&SCHEDULE CHEDULE JOISTS PER PAN&SIMPSON A35 PER JOISTS PER PAN& LLI PROVIDE PANEL EDGE PROVIDEPANELEDGE SHEAR WALL SCHEDULE SCHEDULE,LAPPED 2x BLKG @ 4'-0"OC SCHEDULE,APPED F- Z 0 2x4 BLOCKING OR A35 KING OR A35 PER PLAN I NAILING PER SHEAR WALL NAILING PER SHEAR WALL PANEL EDGE NAILING FIRST BAY ONLY Z IN J II SCHEDULEATTOP PLATE (PER SHEAR WALL SCHED) SCHEDULE AT TOP PATE (PER SHEAR WALL SCHED) PER PLAN AND SHEAR W ^ 0 W BETWEEN BLOCKING AND TOP BETWEEN BLOCKING AND $ WALLSCHEDULE H WOOD BEAM PATE AT SHEAR WALLS ONLY TOP PATE AT SHEAR U � Q PER PAN FOR NOTES AND DETAILS FOR NOTES AND DETAILS WALLS ONLY STUD WALL PER NOT CALLED OUT REFER NOT CALLED OUT REFER STRUCTURAL NOTES -. BEARING PATE TO DETAILS 1&2 TO DETAIL51&2 3/8 x 3 1/2 x 0'-3 1/2" A.JOISTS PERPENDICULAR TO WALL B.JOISTS PARALLEL TO WALL A.DECK JOISTS BEARING B.DECK JOISTS NON-BEARING ROD HOLDOWN TO WOOD BEAM i DECK FRAMING DETAIL ii TYPICAL STUD WALL FRAMING DETAIL ��.�-I 9 SCALE: 1"=V-0" •O SCALE: 1"=V-0" •• SCALE: 1"=V-0" TREAD/RISER PER ARCH USE 1 1/8"PLYWOOD TREADS UNO NOTCHED STRINGER TREAD AND 2x12 BLOCKING RISERS PER ARCH (4)8d @BLOCKING DO NOT OVERCUT NOTCHES 2x6 SISTERED 4X12 DF#2 BEAM BEAM PER PLAN ENGINEERING AB PER STRUCTURAL NOTES OR FOR TREAD/RISER PER SECTION A VARIES PER PLAN PROVIDE HILTI X-DNI(0.145"0)@ 250 4TH AVE. S., SUITE 200 12"OC.EMBED MIN 2"INTO EDMONDS, WASHINGTON 98020 CONCRETE W/STANDARD STEEL 2x12 STRINGER 2x12 STRINGER STAIR PHONE (425) 778-8500 WAS • SIMPSON HUC28-2, FAX (425) 778-5536 TREATED 2x SILL PLATE EACH STRINGER,WITH •�i a,. FULL NAILING • 2x12 TREADS SHEATHING ? NOTCHED PER ARCH WHERE NOTED 2x6 SISTERED TO SIDE 2x12 NOTCHED STRINGER ON PLAN OF 2x12 W/(2)ROWS 2x6 BLOCKING STRINGER JOIST PER • OF 10d NAILS STAGGERED @ 6"OC 2x6 SISTERED PLAN C,tIEV A Cp W X—XI—X—X�-�I—X_g—df—�—X 3x BEVELED PLATE PERSERIONA of WAsg`9S _ d JI a AS SHOWN BLOCKING @ V�� /--,�f4 F' N - OO° c HUC28-2 W/ 24"OC �o q° oMo o o NOTCH BEAM AS FULL NAILING 05 ob 1 �� a ♦° a 6 REQUIRED 2x STUD WALL OR I ,0" BEAM PER PLAN 8'-0"MAX SPAN BETWEEN 12"OC MAX ONAL SIZE&REINFORCING LANDINGS MAXIMUM SLOPE PER PLAN AND SCHEDULE 8 0 MAX LANDINGS TWEEN 2x6 SISTERED TO 2x12 PER ON PLAN _lj 08/09119 TYPICAL STAIR SECTION A.TYPICAL STRINGER TO LOWER LANDING B.TYPICAL STRINGER TO PONY WALL C.TYPICAL STRINGER TO CENTER BEAM D.TYPICAL STRINGER TO UPPER LANDING GAP(IF REQUIRED)TO SUIT ARCH FINISHES. TYPICAL STAIR SECTIONS 2 TYPICAL STAIR SECTION 1 SCALE: 1"=1'-0" SIMPSON HUC610 FACE MOUNT BEAM PER PLAN HANGERW/MAXNAILING AND SCHEDULE Q SIMPSON HUC610 FACE MOUNT BEAM PER PLAN HANGER W/MAXNAILING AND SCHEDULE m HANDRAIL W/CONN TO STRINGERS PER MFR Ia v=i H DIM PER ARCH DRAWINGS HANDRAIL W/CONN TO (Oi1 STRINGERS PER MFR w w � a PTGLULAM NOTCH CAREFULLY ai STRINGERS,TYP WITHOUT w PIERS,TM (2 x 3 x 1/4 x0'-6" OVER-CUTTINGPRESS Q p DECK) IS TREK PLAN STRINGERS,TYP a. W/(2)1/2"0 x 4"LAG p DECK JOIST PER PLAN NOTCH CAREFULLY SCREWS INTO BEAM AND 00 00 WITHOUT INTO STRINGER 21 FLAT DECKING L3 x 3 x 1/4 x 0'-6" OVER-CUTTING Y BEAM PER PLAN AND SCHED W/(2)1/2"0 x 3" W/SIMPSON PLAN H N EA END EXPANSION BOLTS AND(2) < 1/2"0 x 4"LAG SCREWS PRECAST CONCRETE CLOSED RISER TREADS W/ . I DESIGN: RMK PRECAST CONCRETE CONN TO STRINGERS PER DRAWN: JEG NOTES: 2x CONT LEDGER W/ CLOSED RISER TREADS + t CHECK: JGG 1.FOR NOTES AND DETAILS (2)1/4"0 x 3 1/2'SDS W/CONN TO JOB NO: 18386.1 O NOT CALLED OUT REFER SCREWS @ 12"OC 2x WOOD JOISTS STRINGERS PER MFR TO TYPICAL DETAILS. PER PLAN AND t t DATE: 08/09/19 SCHED 1! 1! DECK POST PER PLAN 2x WOOD BLKG x x 1i L x x @ 4'-0"OC MAX BEAM PER PLAN -� III III-1 r AND SCHEDULE Q SECTION AT EXTERIOR WOOD DECKS d STAIR SECTION STAIR SECTION v SCALE: 1"=V-0" T SCALE: 1"=1'-0" SCALE: 1"=1'-0" W PROVIDE CONTINUOUS TOP CHORD Z PROVIDE CONTINUOUS TOP CHORD AT SIMPSON SHEARWALLORPROVIDE W SI ILSAT LL NAIL STRAP AL NG SHEAR WALL SHEATHING& SHEAR WALL OR PROVIDE SIMPSON SHEAR WALL SHEATHING& NAILS AT ALL NAIL HOLES ALONG NAILING PER PLAN&SCHEDULE CMSTI4 STRAP W/16d NAILS AT ALL NAIL NAILING PER PLAN&SCHEDULE ENTIRE TOP CHORD AT PERFORATION Q J APPLIED TO ALL FACES OF WALL HOLES ALONG ENTIRE TOP CHORD AT APPLIED TO ALL FACES OF WALL PERFORATION 4x HF BLOCKING,TYP Q I I. -I I I I.. SHEATHING AND NAILING w PER PLAN AND SW SCHED EXTERIOR SW SHEATHING M M AND NAILING PER PLAN CONT FULL WIDTH AND IN I - - -- - �I - - -- - ___ _____ AND SW SCHED FULL DEPTH LSL RIM AT '''SJ N '^ FLOOR LEVEL V I I. HEADER PER PLAN 4x HIF I I. HEADER PER PLAN CONT FULL WIDTH AND 2x CONTINUOUS RIM Y N 0 Z I. FULL DEPTH RIM AT WHERE SHAFT IS AT A II II. BLOCKING,TYPII II. FLOOR LEVEL SHEATHING AND CORNER,LAP BEAMS AT cc NAILING PER PLAN CORNER AND PROVIDE Q Q L II II. II I II. WHERE SHAFT 15 AT A CONTINUOUS CMSTI4 I I I I I I. SIMPSON L90 CLIP AT I I. STRAP W/16d NAILS AT I I I I. CONTINUOUS CMST16 STRAP W/10d LAP SHEATHING AT RIM CORNER,LAP BEAMS AT INSIDE OF CORNER W I L J I. I I I. NAILS AT ALL NAIL HOLES OVER ENTIRE CORNER AND PROVIDE W HEADER SUPPORTS PER ALL NAIL HOLESNGTH OVER AND PROVIDE PANEL J _ LENGTH OF PERFORATED SHEAR WALL SIMPSON L90 CLIP AT 1 I: PLAN&SCHEDULE ENTIRE LENGTH OF .� -I EDGE NAILING PER SW INSIDE OF CORNER FULL DEPTH 3/4" Q Z I I PERFORATED SHEAR I I I HEADER SUPPORTS PER SCHEDULE EA SIDE OF SHEATHING OR Ix FRAMING Z N 0 I I' WALLI I I PLAN&SCHEDULE ADJOINING PANEL EDGE BETWEEN RIM BOARDS 0 II 7 ADDITIONAL II IIIh - 1 - --NI - z Z Z 0 INTERMEDIATE I I. -�- JOISTS PER PLAN I CHORD PER SHEAR { I II. Z N J m II WALLSCHEDULE 'Il W w O I I END STUDS PER T I I NMD SHEPSON A35 PER PLAN AND SHEAR WALL SCHED U Q HOLDOWN II II SCHEDULE,TYP 'I II PLYWOODSHERPLAN II I I.- AND NAILING PER PLAN I II I II �6 AND SHEAR WALL SCHED __ ___4 PARTY WALL W/SIZE AND SPACING OF END STUDS PER HOLDOWN STUDS PER PLAN NOTES A.ELEVATION AT DOOR SCHEDULE(HOLDOWN NOT SHOWN) EXTERIOR SIDE INTERIOR SHAFTSIDE INTERIOR SIDE INTERIOR SHAFT SIDE I FORCE-TRANSFER SHEAR WALL DETAIL J FORCE-TRANSFER SHEAR WALL DETAIL f� STAIRWAY&SHAFT SECTIONS S5.3_I 6 SCALE: NTS • SCALE: NTS v SCALE: 1"=1'-0" C � DIAPHRAGM BOUNDARY SHEATHING PER ROOF ENGINEERING SHEATHING AND NAILING PER DIAPHRAGM BOUNDARY NAILING NAILING PER ROOF FRAMING PLAN NOTES 250 4TH AVE. S., SUITE 200 ROOF FRAMING PLAN NOTES PER ROOF FRAMING PLAN NOTES FRAMING PLAN NOTES EDMONDS, WASHINGTON 98020 ROOF SHEATHING AND PHONE (425) 778-8500 NAILING PER ROOF TRUSS BLOCKING DESIGNED AND FAX (425) 778-5536 FRAMING PLAN NOTES — PROVIDED BYTRUSS MFR.DESIGN BLOCKING FOR 242 PLF IN-PLANE 2x OUTLOOKER 2x4 BLOCKING SHEAR AT SHEAR WALLS ONLY DIAPHRAGM BOUNDARY 2x4 BLOCKING W/SILL EACH BRACE NAILING PER ROOF PLATE NAILING PER FRAMING PLAN NOTES SHEAR WALL SCHEDULE GABLE END TRUSS 6)10d VY Cl Cp_ FULL DEPTH BLOCKING SHEATHING AND NAILING TO of easg S RIPPED TO MATCH SLOPE MATCH SHEAR WALL BELOW OFROOF PROVIDE(2)2x4 OR SIMPSON A35 FRAMING 000l A35 EACH LINE SIMPSON LSTA35 (1)2x6 DIAGONAL ANCHOR PER SHEAR znss OF BLOCKING BRACE AT 4'-0"OC WALL SCHEDU LES, LfJs' ti SILL PLATE NAILING STRAP EACH SPLICE TONAL PER SHEAR WALL PRE-ENGINEERED ROOF SCHEDULE TRUSS PER PLAN SIMPSON LTP4 PER /�/9 SHEAR WALL SCHEDULE PROVIDE BOUNDARY SIMPSON H2.5A NAILING ATTOP PLATE PER TIE AT EACH TRUSS SHEATHING AND 2x4 BLOCKING BOUNDARY NAILING PER PRE-ENGINEERED SHEAR WALL SCHEDULE 2x4 BLOCKING FOR EACH BRACE OTE ROOF TRUSS PER PLAN NAILING PER PLAN AND (3)TRUSS SPACES @ N : SHEAR WALL SCHEDULE SHEAR WALL SCHEDULE 4'-0"OC MAX REFER TO CASE A FOR SHEATHING AND STUD WALL FRAMING INFORMATION NOT SIMPSON H2.SA NAILING PER PLAN AND PER PLAN NOTES 6d COOLER NAILS @ SPECIFICALLY CALLED OUT SHEATHING AND EACH TRUSS SHEAR WALL SCHEDULE 6"OC OVER EXTENTS NAILING PER PLAN AND OF BLOCKING SHEAR WALL SCHEDULE OPTION A.BLOCKING AND STRAPS OPTION B.BRACING J 1- TYPICAL TRUSS SUPPORT DETAIL TYPICAL GABLE END SECTION Q TYPICAL TRUSS BLOCKING DETAIL - 7 SCALE: 1"=1'-0" `+ SCALE: 1"=1'-0" z O m a � TRUSS BLOCKING PER H MFR.PROVIDE SOLID WEB 2 BLOCKING AT HANGERS w w � a ROOF SHEATHING AND PANEL EDGE NAILING SHEATHING AND NAILING NAILING PER ROOF PER PLAN NOTES PER ROOF FRAMING PLAN ai FRAMING PLAN NOTES DIAPHRAGM BOUNDARY NOTES ti NAILING PER ROOF FRAMING PLAN NOTES Q p DIAPHRAGM BOUNDARY SHEATHING AND NAILING PER W NAILING PER ROOF ROOF FRAMING PLAN NOTES FRAMING PLAN NOTES ROOF SHEATHING AND PRE-ENGINEERED ROOF TRUSS Y NAILING PER ROOF PER ROOF PLAN.DESIGN ROOF 2x FLAT OUTLOOKER FRAMING PLAN NOTES TRUSS FOR 310 PLF IN-PLANE 2x BLKG W/ Q I N2x4 BLKG W/ (ASO)SHEAR UNO ON PLAN 16d @ 6"OC 16d@6"OC DESIGN: RMK SILL PLATE NAILING SIMPSON A35 NAILS0x3" PER SW SCHED ROOF RAFTERS @16"0C DRAWN: JEG NAILS @ 5"OC PER PLAN FULL DEPTH BLKG CHECK: JGG RIPPED TO MATCH CONT 2x4 NAILER -- JOB NO: 18386.10 $LOPTOMATCHF ROOF SIMPSON H2.5A TIE PANEL EDGE NAILING PER SHEATHING AND DATE: 08/09/1 9 16d @ 6"OC SHEAR WALL SCHEDULE NAILING PER PLAN AND SIMPSON LUS HANGER SHEAR WALL SCHED W/SLOPED SEAT PRE-ENGINEERED ROOF CONT FULL WIDTH TRUSSES PER PLAN TOP PLATE ON 2x4 BOUNDARY NAILING PER ROOF RAFTERS PLATES SIMPSON H2.5A SHEAR WALL SCHEDULE AT EA TRUSS PER PLAN SHEATHING AND NAILING SHEATHING AND NAILING BEAM PER PLAN PER PLAN AND SHEAR PER PLAN AND SHEAR WALL SCHEDULE FULL HEIGHT STUDS WALL SCHEDULE PARTY WALL PER PLAN AT GABLE END LIJ Z TYPICAL RAFTER SUPPORT DETAIL TYPICAL DRAG TRUSS SECTION AT PARTY WALL Q SECTION 'J TRUSS FRAMING DETAIL SCALE: 1"=1'-0" v SCALE: 1"=1'-0" SCALE: 1"=1'-0" Q /^ SHEATHING&NAILING J PER PLAN&SHEAR WALL = SCHEDULE SHEATHING AND NAILING PER PANEL EDGE NAILING w DIAPHRAGM BOUNDARY NAILING ROOF FRAMING PLAN NOTES PER PLAN NOTES M PER ROOF FRAMING PLAN NOTES ROOF SHEATHING&NAILING STUD WALL PER PER PLAN NOTES FRAMING PLAN NOTES N N SW6 DIAPHRAGM BOUNDARY SILL PLATE NAILING 00 OVERFRAMING PER SHEATHING NAILING PER ROOF PER PLAN AND SHEAR Y W 0) TYPICAL TRUSS &NAILING FRAMING PLAN NOTES ROOF SHEATHING AND WALL SCHEDULE OR N Z OVERFRAMING NAILING PER ROOF STRUCTURAL NOTES DETAIL FRAMING PLAN NOTES Q W j SHEATHING AND � 2x4 BLKG W/SILL PL NAILING DRAG TRUSS PER NAILING PER PLAN LLI Q PER SHEAR WALL SCHED PLAN&MFR J Q Z 16d@6"OC Z N O Z Q 2x8 BLOCKING FULL DEPTH BLKG SIMPSON H2.5A TIE Lv INTRUSSWEB RIPPED TO MATCH ... ~ Z Z 0 SLOPE OF ROOF JOISTS PER PLAN L'i r" c 0 ' PROVIDE BOUNDARY &SCHEDULE (, Q 16d @ 6"OC NAILING AT TOP PLATE PER SHEAR WALL SCHEDULE PANEL EDGE NAILING 2x4 CONT AT PER SHEAR WALL SHEAR WALLS 2x BLOCKING RIPPED TO ROOF RAFTERS PER PLAN SCHEDULE MATCH ROOF SLOPE SHEATHING AND NAILING SHEATHING&NAILING CONT FULL WIDTH TOP PER PLAN AND SHEAR STUD WALL FRAMING PER PLAN&SHEAR PLATE ON 2x4 PLATES ROOF RAFTERS TRUSS PER PLAN&MFR WALL SCHEDULE PER PLAN NOTES WALL SCHEDULE PER PLAN PARTY WALL PER PLAN w GIRDER TRUSS PER PLAN ��.�— TRUSS SECTION AT RAFTER CONNECTION TYPICAL RAFTER SUPPORT DETAIL i TRUSS FRAMING AT PARTY WALL SCALE: 1"=V-0" •O SCALE: 1"=1'-0" C � SHEATHING AND NAILING PER ROOF FRAMING PLAN NOTES ENGINEERING DIAPHRAGM BOUNDARY NAILING PER ROOF FRAMING PLAN NOTES 250 4TH AVE. S., SUITE 200 EDMONDS, WASHINGTON 98020 2x BLKG W/16d @ 6"OC PHONE (425) 778-8500 FAX (425) 778-5536 SW65HEATHING&NAILING DIAPHRAGM BOUNDARY NAILING PER ROOF ROOFSHEATHINGAND FRAMING PLAN NOTES GYl/;VY Cp DIAPHRAGM BOUNDARY DIAPHRAGM BOUNDARY NAILING PER ROOF of WAS "9S NAILING PER ROOF NAILING PER ROOF FRAMING PLAN NOTES ROOF SHEATHING AND 2x8 BLKG FRAMING PLAN NOTES ROOF SHEATHING AND FRAMING PLAN NOTES NAILING PER ROOF NAILING PER ROOF FRAMING PLAN NOTES 2x6 WALL W/(2)16d ROOF RAFTER PER PLAN FRAMING PLAN NOTES FULL DEPTH BLKG RIPPED / @ 8"OC SILL PLATE RAFTERS PER TO MATCH SLOPE OF ROOF 16d @ 6"OC J NAILING 16d @ 8"OC PLAN&MFIR �tysj LDS ' 41 SIMPSON LU$HANGER O NNAL b} W/SLOPED SEAT OBI 09119 ROOF RAFTERS TRUSS MFR TO PROVIDE PER PLAN BLOCKING WITHIN TRUSS AS ` ROOF TRUSSES " REO'D FOR RAFTER SUPPORT 16d @ 6"OC 2x4 BLKG W/ PER PLAN 2x W/l6d 16d @ 6"OC CONT FULL WIDTH TOP VOC NAILING 16d @ 6"OC 16d @ 6"OC PLATE ON 2x4 PLATES SIMPSON H2.SA TIE GIRDER TRUSS SHEATHING AND CONT FULL WIDTH TOP SHEATHING AND PER PLAN&MFR NAILING PER PLAN AND PLATE ON 2.4 PLATES BEAM PER PLAN NAILING PER PLAN AND SHEAR WALL SCHED SHEAR WALL SCHED PARTY WALL PER PLAN PARTY WALL PER PLAN. RAKE WALL TO MATCH FTR�UER PLAN&MFR RAKE WALL TO MATCH ROOF SLOPE HANGER PR TRUSS MFR -' a ROOF SLOPE FF F Z RAFTER FRAMING AT PARTY WALL TYPICAL RAFTER SUPPORT DETAIL RAFTER FRAMING AT PARTY WALL TRUSS FRAMING DETAIL Q d N 1 SCALE: 1"=1'-0" � SCALE: 1"=1'-0" U � to w w o a STUD WALL PER ROOF SHEATHING AND PLAN&NOTES ROOF SHEATHING AND Oi NAILING PER ROOF FRAMING PLAN NOTES DIAPHRAGM BOUNDARY NAILING PER ROOF F m NAILING PER ROOF FRAMING PLAN NOTES Q O FRAMING PLANTS FULL DEPTH BLKG RIPPED Y OFLEDGER TO MATCH SLOPE OF ROOF <i DESIGN: RMK ROOF RAFTERS DRAWN: JEG 2x HF LEDGER PER PLAN W/(2)16d NAILS CHECK: JGG @ 12"OC PROVIDE BOUNDARYI LING AT TOP PLATE PER NAILING PER SHEAR JOB NO: 18386.10 SHEAR WALL SCHEDULE jrWALLSCHED DATE: 08/09/19 2x ROOF RAFTERS SIMPSON H2.5A TIE PER PLAN SHEATHING AND NAILING PER PLAN AND SHEAR STUD WALL FRAMING WALL SCHEDULE PER PLAN NOTES RAFTER LEDGER DETAIL Q TYPICAL RAFTER SUPPORT DETAIL W Z Lid a N J 2 Q W M C) 04 W 00 Lu J u < Z (n O Lao L.L_ F- Z Z O w n � O U Q S6.2-L WF 1/2" FL HSS COL FLANGE 1'-3" TYP 1/2" � ry 1'-2" 41/2" 3" 3" 41/2" TYp 4" 3° 3" t 4" ENGINEERING 13/4"0 _ EDMONDS, WASHINGTON 98020 PHONE (425) 778-8500 FAX (425) 778-5536 ( 5 1/2"AT HSS5x5 61/2"AT HSS6x6W32x3S EQ EQ W12x96 - 3 16 CVY C 1/4"CAP PL,TYP ^� [COL G•�$of//W\I;6� \ \ EA COL 7 3" 11/2" WF BEAM cCOL x x PER PLAN a a 11"AT HSS5x5 2n�5 3" 1 1/2" 3" 1 1/2" ` - L 4SF' 1 12"AT HSS6x6 I I + 5 1/2"AT HSS5x5 m m 14"AT HSS8x8 2x NAILER RIPPED TO WIDTH ONAL I I = 61/2"AT HS56x6 FLOOR SHEATHING PER OF BEAM W/5/8"0 CARRIAGE BEAM TO BEAM BEAM TO COLUMN I + EQ EQ FRAMING PLAN NOTES BOLTS @ 24"OC STAGGERED 08109119 I EQ EQ TVP PERIMETER HSS OR I I + HSS WITHIN STUD WALL EACH SIDE OF WEB I [ C I BEAM NO OF PLLENGTH PL WELD DIM(a) DIM(b) N. a x x $ SIZE BOLTS (L) THICKNESS SIZE REFERTO DETAILIFOR PLATE&BOLTS,TYP �r FFF W10 (2)7/8"0 6" 3/8" 1/4" 11/2" 11/2" COL PER PLAN a a W12& (3)7/8"0 9" 3/8" 1/4" 11/2" 11/2" ry d AND/OR SCHED AND/OR PLAN W14 I - SCHED I COL PER PLAN 3" P JOIST AND HANGER PER FNOTES: PLAN AND JOISTSCHED -� OLTS SHALL BE A490,TYP UNO BOLT HOLES SHALL BE STANDARD SIZE,TYP UNO. USE 3/4"0 ANCHOR BOLTSBOLT INSTALLATION SHALL BE PER AISC SPECIFICATIONS,LATEST EDITION. I I TYP PERIMETER HSS OR AND 3/4"BASE PLATE TYP HSS NOT BEAM PER PLAN HSS WITHIN STUD WALL THICKNESS UNO. WITHIN STUD WALL AND SCHED z O m JE TYPICAL SINGLE PLATE SHEAR CONNECTION TABLE TYPICAL SHEAR PLATE CONNECTORS STEEL BASE PLATE DETAILS SECTION H- 1 SCALE: NTS SCALE: 1"=1'-0" w SCALE: NTS SCALE: 1"=1'-O" w o a HOLDOWN PER PLAN SCHED PLYWOOD SHEATHING& 3/8"SIDE PLATES SPACED AT HOLDOWN STRAP PER NAILING PER PLAN AND w WIDTH OF BEAM+1/8"W/ PLAN AND SCHED.FIELD SHEAR WALL SCHEDULE Q o (2)3/4'.A307 BOLTS BEND AT STEEL BEAM STEEL BEAM PER PLAN, SILL PLATE NAILING PER o W STUD WALL PER PLAN PROVIDE 12"LONG p BE PER PLAN AND SCHED BEAM PER PLAN (2)1/4"STIFF PL SOLID WEB BLOCK SHEAR WALL SCHED OR WOOD NAILER STEEL BEAM PER NOTCHED AT WF W/SMOOTH AND SCHED EA SIDE OF WEB @ CONNECTED W/(4) I2)l6d @ 8"OC PLAN&SCHEDULE RADIUS AS REQ'D 8"OC;(4)TOTAL 1/2"0 CARRIAGE BOLTS WOOD NAILER PANEL EDGE NAILING PER < FLOOR SHEATHING PER PLAN SHEAR WALL SCHEDULE I - op DRAWN: JEG I m 7 11 CHECK: JGG BEAM PER PLAN L I in AND SCHED - - 1[ _ JOB NO: 18386.10 3/4"BRNG PL AN JOIST PER PLAN JOIST PER PLAN STEEL BEAM 3/8"STIFF PL SPACED AT (DIRECTION VARIES) (DIRECTION VARIES) DATE: 08/09/19 TWEB FLOOR JOISTS PER 3/4"BREARING PL PER PLAN WIDTH OF BEAM+1/8° FLOOR JOISTS&HANGER BLOCKING PLAN(DIRECTION Typ VARIES) 1�4� g^ 11/2" (3)SIDES 1 4 8' 11/2" W/(2)3/4"A307 BOLTS BEAM PER PLAN STEEL BEAM PER PLAN PER PLAN&SCHEDULE 14 STEEL BEAM AT EXTERIOR WOOD BEAM CONNECTION TO STEEL J TYPICAL HOLDOWN TO STEEL BEAM f� SECTION SCALE: 1"=1'-0" 6 SCALE: 1" 0" • SCALE: 1"=1'-O" v SCALE: 1"=V-0" LIJ STIFF PLATE Z PERSCHED LLJ /^ I' ll, 1/2" 14 >Q I I = Q I I COL PER PLAN STUDWALLPERPLAN GYPCRETETOPPING M 0 I - (WHERE APPLICABLE) PERARCH (V 1 WOOD NAILER 10^ N NOTE: T CONCRETE SLAB ON GRADE FLOOR SHEATHING W 00 IN CASES WHERE COLUMN WIDTH AND SUBGRADE PER 11/2" 7" 11/2" Y 07 Z EXCEEDS FLANGE WIDTH,PROVIDE GEOTECH REPORT PER PLAN NOTES (n ry 5/8"COL TOP PLATE WELDED TO NOTE: 7. - 3/8"STIFF PL EA I r' -- 'x BEAM END AND SIDE PLATES SKEW CONNECTION PER PLAN WHERE -� SIDE OF WEB I BEARING PLATE n x X= —a —- - I •• D W REQUIRED.AT SKEWED CONNECTION Q STEEL BEAM PER PLAN 6"MIN.BEARING LENGTH REQUIRED. W/DIMENSIONS oo0 — A W TYP ALL IN. SHALL BE 3/4"0 A307. PER SCHED e o o'o 0 I + J 3 16 PL 3/8 x 3 1/2 x 0'-71/2" TYP 1 4 Obo I + 3 16 - Q ~ Z (..L 3 16 I + ^ (4)WFIS Z (n 0 KERF PLATE SCHEDULE A w o Z J CONCRETE WALL PER STEEL WF BEAM Z Z w BEAM PER PLAN BEAM SIZE BEARING PLATE STIFFENER PLATE BOLTS 11 2" I PLAN&RETAINING � PER PLAN \ Z N J w (2)3/4"0 BOLTS TYP 2 11/16"PSL 1/2 x 211/16 x 0'-7 1/4" 1/4 x 6 x 0'-7 1/4" (2)3/4"0 WALL DETAIL SINGLE PLATE SHEAR PL 3/4 x BEAM WIDTH 0'-11"W/(4)3/4"0 BOLTS 3 1/2"PSL 1/2 x 31/2 x 0'-71/4" 3/8 x 6 x 0'-71/4" (2)3/4"0 n CONN PER DETAIL 1 (, Q N H WOOD COL PER PLAN 3 16 PL 3/4 x 10 x 0'-10" LL HIS COLUMN PER PLAN 5 1/4"PSL 5/8 x 5 1/4 u 0'-7 1/4" 1/2 x 6 x 0'-7 1/4" (2)3/4°0 W/(4)3/4"0 x 6"WHS SECTION A-A 7"PSL 3/4 x 7 x 0'-7 1/4" 1/2 x 6 x 0'-71/4" (2)3/4"0 SECTION i STEEL BEAM-COLUMN CONNECTION ii KERF PLATE DETAIL i STEEL BEAM CONNECTION FLOOR 9 SCALE: 11/2"=V-0" •O SCALE: 1"=1'-0. •• SCALE: NTS •2 SCALE: 1"=1'-O" S7.1-L C I�M PLYWOOD SHEATHING& 1 ENGINEERING NAILING PER PLAN AND ,� (2)3/4"THRU BOLTS SHEAR WALL SCHEDULE DEMAND CRITICAL NOTES: T&B OF BEAM(ONLY EDMONDS, WASHINGTON 98020 TYP 6 REQ'D WHERE CROSS PHONE (425) 778-8500 SILL PLATE NAILING PER ( BEVEL AS REQUIRED PER AWS Dl.l FOR SELECTED BEAM IS CANTILEVERED) FAX (425) 778-5536 SHEAR WALL SCHED OR 3 GROOVE WELD PROCEDURE. BEAM PER PLAN (2)16d @ 8"OC $ O5 O2 LARGER OF ttf OR 1/2"(PLUS 1/2t,OR MINUS 1/4t�). COL PER PLAN WOOD NAILER PANEL EDGE NAILING PER � 4 SHEAR WALL SCHEDULE O3 3/4tyf TOtef W/3/4"MIN(±1/4"). ® 3/8"MIN RADIUS(PLUS NOT LIMITED,MINUSO). GVY Cp. FLAG NOTES: V•$of WAsyjd`,9S.cn 5 O 3tyf(±1/2). CONTINUITY PLATES I ti SURFACE ROUGHNESS O 4 MATCH BEAMTHICK FLANGEESS OF a b ��•. _ NOT GREATER THAN 500 © REFER TO FEMA 353 DOCUMENT,RECOMMENDED BEAM FLANGE F o (2)3/4"THRU MICROINCHES. 3 SPECIFICATIONS AND QUALITY A55URANCE GUIDELINES BOLTST&B OF FOR STEEL MOMENT-FRAME CONSTRUCTION FOR ma .,�ti BEAM(ONLY REOID 9 � STEEL SHEAR PLATE 1 SEISMIC APPLICATIONS,FOR FABRICATION DETAILS S`Sj0NAL FLOOR JOISTS&HANGER WHERE BEAM IS 56.1 CONNECTION. INCLUDING CUTTING METHODS AND SMOOTHNESS a=0.66f b=0.75d NOTES: STEEL BEAM PER PLAN PER PLAN&SCHEDULE CANTILEVERED) REQUIREMENTS. c=0.2 bf 1.TOLERANCES FOR RBS SECTION-a:±15% 08/09/19 PANEL EDGE NAILING PER D,�:- NO DRILLING OR WELDING b:±15% SHEAR WALL SCHEDULE CONTINUITY TYP AT CONT IN THIS PROTECTED AREA. 401 b' c:±1/4" PLATES EA SIDE PLATES f= 2.GOUGES UP TO 1/4"DEEP SHALL BE REPAIRED BY GRINDING PLYWOOD SHEATHING& OF WEB(T&B) Q He OUT A LENGTH OF lOx DEPTH OF GOUGE. NAILING PER PLAN AND SHEAR WALL SCHEDULE SECTION TYPICAL SEISMIC BEAM SECTION !� TYPICAL WELD ACCESS HOLE TYPICAL REDUCED BEAM SECTION SCALE: 1"=1'-O" `+ SCALE: 3"=1'-0" SCALE: 1"=1'-O" a z m O JE a � O � rn w w o a am ti w� H m ao o00 0 Y lr Q DESIGN: RMK DRAWN: JEG CHECK: JGG JOB NO: 18386.10 DATE: 08/09/19 L,J Z LLJ N � J a Ld M04 0 N Y N rn Z Q Q � Lu Q J LLI Q Z L-L. Z N O w 0 O J F- Z Z W Z N J Ld Ld r� cl:� U Q N S7.2-L STRUCTURAL NOTES C (THESE NOTES ARE TYPICAL UNLESS NOTED OR DETAILED OTHERWISE ON DRAWINGS) ENGINEERING CODE SHOP DRAWINGS MINIMUM LAPS AND EMBEDMENT WELDING 250 4TH AVE. S., SUITE 200 ALL MATERIALS,WORKMANSHIP,DESIGN,AND CONSTRUCTION SHALL CONFORM TO THE DRAWINGS, SHOP DRAWINGS FOR THE FOLLOWING ITEMS SHALL BE SUBMITTED TO THE ARCHITECT AND STRUCTURAL UNLESS OTHERWISE NOTED,REINFORCING SPLICE LENGTHS AND DEVELOPMENT LENGTHS SHALL BE AS WELDING SHALL CONFORM TO AWS"STRUCTURAL WELDING CODE",LATEST EDITION.ALL WELDING SHALL BE EDMONDS, WASHINGTON 98020 SPECIFICATIONS,AND THE INTERNATIONAL BUILDING CODE(IBC),2015 EDITION.SPECIFICATIONS AND ENGINEER FOR REVIEW PRIOR TO FABRICATION: TABULATED BELOW: DONE WITH 70 KSI LOW HYDROGEN ELECTRODES.WHERE NOT CALLED OUT,MINIMUM FILLET WELD SIZE SHALL PHONE (425) 778-8500 STANDARDS WHERE REFERENCED ON THE DRAWINGS ARE TO BE THE LATEST EDITION. BE PER TABLE 5.8 IN AWS DI.J.,LATEST EDITION. FAX (425) 778-5536 1.REINFORCING STEEL 3.PREMANUFACTURED WOOD TRUSSES f'c=3000 PSI DESIGN LOADS 2.CONCRETE MIX DESIGN 4.WOOD I-JOISTS&ENGINEERED WOOD BEAMS DEVELOPMENT LENGTH LAP SPLICE WELDING OF REINFORCING BARS SHALL NOT BE PERMITTED UNLESS SPECIFICALLY CALLED OUT ON DRAWINGS OR APPROVED BY STRUCTURAL ENGINEER.WELDING OF GRADE 60 REINFORCING BARS SHALL BE PERFORMED DEAD LOADS: SHOP DRAWINGS SHALL BE REVIEWED,REVISED AS REQUIRED FOR FIELD CONDITIONS,AND DATE STAMPED BY BAR TENSION COMPRESSION TENSION COMPRESSION USING LOW HYDROGEN ELECTRODES.WELDING OF GRADE 40 REINFORCING BARS SHALL BE PERFORMED USING ROOF 15 PSF THE CONTRACTOR PRIOR TO REVIEW BY THE ENGINEER.CONTRACTOR SHALL PROVIDE(3)SETS OF SHOP SIZE E70XX ELECTRODES.SEE REINFORCING NOTES FOR MATERIAL REQUIREMENTS OF WELDED BARS.WELDING FLOOR 24 PSF DRAWINGS FOR ENGINEER'S REVIEW.ALLOW TWO WEEKS FOR SHOP DRAWING APPROVAL BY ENGINEER. TOP BARS OTHER BARS ALL BARS TOP BARS BARS ALL BARS WITHIN 4"OF COLD BENDS IN REINFORCING BARS IS NOT PERMITTED. OVY C w LIVE LOADS: ENGINEER'S SHOP DRAWING REVIEW IS FOR GENERAL CONFORMANCE WITH THE DESIGN CONCEPT AND #3 22 17 9 28 22 12 ALL WELDING SHALL BE DONE BY WASHINGTON ASSOCIATION OF BUILDING OFFICIALS(WABO)CERTIFIED C'��F// 1 f sF' ROOF(SNOW LOAD) 25 PSF CONTRACT DOCUMENTS.MARKINGS OR COMMENTS SHALL NOT BE CONSTRUED AS RELIEVING THE WELDERS. T pup.- PRIVATE DECKS 60 PSF CONTRACTOR FROM COMPLIANCE WITH THE PROJECT PLANS AND SPECIFICATIONS.THE CONTRACTOR REMAINS #4 29 22 11 37 29 15 1 RESIDENTIAL 40 PSF RESPONSIBLE FOR DETAILS AND ACCURACY,FOR CONFORMING AND CORRELATING ALL QUANTITIES AND #5 36 28 14 47 36 19 LUMBER DIMENSIONS,FOR SELECTING FABRICATION PROCESSES,FOR TECHNIQUES OF ASSEMBLY,AND FOR PERFORMING O z 25 (LIVE LOADS ARE REDUCED WHERE PERMISSIBLE PER IBC SECTION 1607.10). THE WORK IN A SAFE MANNER. #6 43 33 17 56 43 23 GALL RADING ES SPECIFIED ARE MINIMUM KILN-DRIED TO MC GRADES OF THE FIRED.ALL LUMBER MINIMUM STANDARDS:BE IN ACCORDANCE WITH WWPA SSIONAL � EARTHQUAKE LOADS: ENGINEER'S SHOP DRAWING REVIEW OF STRUCTURAL COMPONENTS DESIGNED BY OTHERS IS FOR LOADS #7 63 48 20 81 63 27 IMPOSED ON THE BASIC STRUCTURE.THE COMPONENT DESIGNER IS RESPONSIBLE FOR CODE CONFORMANCE #8 72 55 22 93 72 30 SIZE CLASSIFICATION SPECIES GRADE Fb(PSI) Fc(PSI) 08/09119 EQUIVALENT LATERAL FORCE PROCEDURE PER ASCE 7-10 SECTION 12.8. AND ALL CONNECTIONS TO TH E BASIC STRUCTURE.SHOP DRAWINGS SHALL INDICATE MAGNITUDE AND LIGHT FRAMING(STUDS) DOUG-FIR STUD 776(REP) 800 DIRECTION OF THE LOADS IMPOSED ON THE BASIC STRUCTURE AND SHALL BE STAMPED&SIGNED BY A SITE CLASS D PROFESSIONAL ENGINEER REGISTERED IN THE SAME STATE AS THE PROJECT. f'c=4000 PSI 2x JOISTS AND PLANKS DOUG-FIR #2 978(REP) - SHORTPERIODSPECTRALRESPONSEACCEL(Ss) 1.071 DEVELOPMENT LENGTH LAP SPLICE PLATES AND BLOCKING DOUG-FIR #2 850 ONE SECOND SPECTRAL RESPONSE ACCEL N 0.417 FABRICATION SHALL BEGIN ONLY AFTER SHOP DRAWINGS BEARING THE STAMP AND SIGNATURE OF THE - SHORT PERIOD DESIGN SPECTRAL RESPONSE ACCEL(Sos) 0.765 PROJECT ARCHITECT,ENGINEER OF RECORD,AND CONTRACTOR HAVE BEEN RECEIVED. BAR TENSION COMPRESSION TENSION COMPRESSION 6x AND LARGER BEAMS AND DOUG-FIR #2 875 - ONE SECOND DESIGN SPECTRAL RESPONSE ACCEL(So,) 0.440 SIZE STRINGERS RISK CATEGORY II FOUNDATIONS:SPREAD FOOTINGS TOP BARS OTHER ALL BARS TOP BARS OTHER ALL BARS SEISMIC IMPORTANCE FACTOR 1.0 BARS BARS 4x AND SMALLER BEAMS AND DOUG-FIR #2 850 - (e) SOILS REPORT: REPORT NO: 18-0408 #3 19 15 8 24 19 12 STRINGERS SEISMSEISMGN CATEGORY D PREPARED BY: GEOTEST ALL POSTS AND TIMBERS DOUG-FIR #1 1200 1000 BASIC SEISMIC IC FORCE-RESISTING-SYSTEM WOOD SHEAR WALLS DATED: MAY 17,2019 #4 25 19 10 33 25 15 RESPONSE MODIFICATION FACTOR,(R) 1.5 REFER TO PLAN NOTES,SCHEDULES,AND DETAILS FOR MORE SPECIFIC LUMBER SIZE AND GRADE REQUIREMENTS. REDUNDANCY FACTOR(p) 1.0 #5 31 24 12 41 31 19 SEISMIC RESPONSE COEFFICIENT(C 0.118 ALLOWABLE SOIL PRESSURE: 2000 PSF ALL LUMBER IN CONTACT WITH CONCRETE,MASONRY,OR WITHIN 8"OF SOIL SHALL BE PRESSURE-TREATED. F s) #6 37 29 15 49 37 23 F W=TOTAL SEISMIC DEAD LOAD AS DEFINED PER ASCE 7-10 SECTION 12.7.2. LATERAL EARTH PRESSURE: #7 54 42 17 71 54 27 NAILS,BOLTS,AND METAL CONNECTORS FOR WOOD z UNRESTRAINED: 35 PCF+ANY APPLICABLE SURCHARGE O m RESTRAINED: 55 PCF+ANY APPLICABLE SURCHARGE #8 62 48 19 81 62 30 ALL NAILS SHALL CONFORM TO THE STANDARDS SET FORTH BY THE NATIONAL DESIGN STANDARDS(NDS)FOR I- BASE SHEAR(V),V=CsW= SD5 W � PASSIVE: 300 PCF WOOD CONSTRUCTION,LATEST EDITION.NAILING NOT SPECIFIED SHALL BE PER IBC TABLE 2304.9.1 NAILING _ � COEFFICIENT OF FRICTION: 0.35 NOTE: SCHEDULE.ALL NAILS CALLED OUT ON PLANS SHALL BE COMMON NAILS UNLESS NOTED OTHERWISE AND SHALL WIND LOADS: 1.ALL LENGTHS ARE IN INCHES. MEET OR EXCEED THE FOLLOWING MINIMUM GUIDELINES: FOUNDATIONS SHALL BEAR ON NATIVE SITE SOILS OR STRUCTURAL FILL,PREPARED AND COMPACTED AS 2.ALL LAP SPLICES ARE CLASS B. m BASIC WIND SPEED(3 SECOND GUST) 110 MPH REQUIRED BY THE GEOTECHNICAL REPORT AND AT LEAST 18"BELOW ADJACENT EXTERIOR GRADE.ANY 3.'TOP BARS"ARE HORIZONTAL REINFORCEMENT PLACED SUCH THAT MORE THAN 12 INCHES OF NAIL SHANKS MIN LENGTH p a EXPOSURE B FOUNDATION ELEVATIONS SHOWN IN THE DRAWINGS REPRESENT MINIMUM DEPTHS AND ARE FOR BIDDING CONCRETE IS CAST IN THE MEMBER BELOW THE BAR. 8d COMMON 0.1310 2 1/2"SHANK Kn 1.0 ONLY.ACTUAL FOUNDATION ELEVATIONS ARE SUBJECT TO SITE CONDITIONS AND MUST THEREFORE BE a, ESTABLISHED BY THE CONTRACTOR. CONCRETE WALL REINFORCING 10d COMMON 0.1480 3"SHANK w\ SEE PLANS FOR ADDITIONAL DESIGN LOADS. H p� 12d COMMON 0.1480 3 1/4"SHANK IMPORTED STRUCTURAL FILL AND BACKFILL MATERIAL SHOULD CONSIST OF CLEAN,WELL GRADED GRANULAR PROVIDE THE FOLLOWING MINIMUM REINFORCING UNLESS NOTED OR DETAILED OTHERWISE(GRADE 60): o STATEMENT OF SPECIAL INSPECTIONS MATERIAL FREE OF DEBRIS OR ORGANICS AS SPECIFIED IN THE GEOTECHNICAL REPORT. i6d COMMON 0.1620 31/2"SHANK 000 THICKNESS REINFORCING PLACEMENT J.d SPECIAL INSPECTIONS ARE REQUIRED AS INDICATED IN THE FOLLOWING TABLE.THE CONTRACTOR SHALL BACKFILL BEHIND ALL RETAINING WALLS WITH WELL-DRAINING,GRANULAR FILL AND PROVIDE FOR SUBSURFACE #4 @ 13"OC ME BOX NAILS MAY BE SUBSTITUTED FOR&COMMON NAILS WITH NO CHANGE IN NAIL SPACING.FRAMING Y SUBMIT WRITTEN STATEMENT OF RESPONSIBILITY TO THE BUILDING OFFICIAL AND OWNER PRIOR TO DRAINAGE. 6"WALLS EA WAY CENTERED MEMBERS MAY BE NAILED WITH 16d SINKERS(0.148"0 x 31/4"),BUT ONLY 16d COMMON NAILS SHALL BE USED Q COMMENCEMENT OF WORK IN ACCORDANCE WITH CHAPTER 1704.40F THE IBC. 8"WALLS #5 @ 15"OC EA WAY CENTERED WHERE l6d NAILS ARE INDICATED IN THIS DRAWING SET.ENGINEER MAY APPROVE OTHER NAILS IF NAIL LABELS 7 L STRUCTURAL OBSERVATION OF THE STRUCTURAL SYSTEM BY THE ENGINEER IS NOT REQUIRED. EXCAVATIONS AND DRAINAGE INSTALLATION SHALL BE OBSERVED BY A SOILS ENGINEER RETAINED BY THE ARE SUBMITTED TO ENGINEER PRIOR TO START OF CONSTRUCTION. OWNER.IF EXCAVATION SHOWS SOIL CONDITIONS TO BE OTHER THAN THOSE ASSUMED ABOVE NOTIFY THE 30"WALLS #4@16"OC EA WAY,EA FACE DESIGN: RMK FREQUENCY AND DISTRIBUTION OF REPORTS-INSPECTION REPORTS SHALL BE PROVIDED FOR EACH DAY ON STRUCTURAL ENGINEER FOR POSSIBLE FOUNDATION REDESIGN. ALL BOLTS IN WOOD MEMBERS SHALL CONFORM TO ASTM A307.PROVIDE WASHERS UNDER THE HEADS AND CONCRETE GENERAL NOTES NUTS OF ALL BOLTS AND LAG SCREWS BEARING ON WOOD.LEAD HOLES FOR LAG BOLTS SHALL BE BORED FOR DRAWN: J EG SITE BY SPECIAL INSPECTOR.STRUCTURAL OBSERVATION REPORTS SHALL BE PROVIDED AFTER EACH DEFERRED APPROVAL ITEMS THE SHANK AND THREADED PORTIONS PER NDS 11.1.3. OBSERVATION.REPORTS SHALL BE DISTRIBUTED TO TH E CONTRACTOR,ARCHITECT,ENGINEER AND BUILDING CHECK: JGG OFFICIAL. SUBMITTAL DOCUMENTS FOR DEFERRED SUBMITTAL ITEMS SHALL BE SUBMITTED TO THE ARCHITECT AND VERTICAL BARS SHALL START FROM TOP OF FOOTING.HORIZONTAL BARS SHALL STARTA DISTANCE OF I/2 THE CONNECTORS CALLED OUT BY LETTERS AND NUMBERS SHALL BE"STRONG-TIE"BY SIMPSON COMPANY, NORMAL BAR SPACING FROM TOP OF FOOTING AND TOP OF FRAMED SLABS.IN ADDITION,THERE SHALL BE A CATALOG TO BE THE LATEST EDITION,OR ENGINEER APPROVED EQUAL.CONNECTORS SHALL BE INSTALLED IN ENGINEER REVIEWED WHO SHALL REVIEWHAVE THEM ANDFOUND INDICATE IN GENERAL CONFORMANCE SUBMITTAL DOCUMENTS HORIZONTAL BAR AT A MAXIMUM OF 3"FROM TOP OF WALL AND BOTTOM OF FRAMED SLABS. JOB NO: 8/09/19 SPECIAL INSPECTION HAVE BEEN REVIEWED AND THAT THEY HAVE BEEN FOUND TO BE IN GENERAL CONFORMANCE WITH THE DESIGN ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS AND WITH THE NUMBER AND SIZE OF OF THE BUILDING.THE DEFERRED SUBMITTAL ITEMS SHALL NOT BE INSTALLED UNTIL THEIR DESIGN AND FASTENERS AS SPECIFIED BY THE MANUFACTURER.WHERE CONNECTOR STRAPS CONNECT TWO MEMBERS, DATE: 08�09�19 OPERATION CONT PERIODIC REMARKS SUBMITTAL DOCUMENTS HAVE BEEN APPROVED BY THE BUILDING OFFICIAL. PROVIDE CORNER BARS TO MATCH THE HORIZONTAL REINFORCING WITH TENSION LAP SPLICE AT EACH SIDE PER TABLE,OR BEND ONE SIDE OVER TO PROVIDE TENSION LAP. PLACE ONE-HALF OF THE NAILS,SCREWS,OR BOLTS IN EACH MEMBER. SOILS 1.PREMANUFACTURED WOOD TRUSSES INSTALL SOLID BLOCKING AT ALL BEARING POINTS.ALL SHIMS SHALL BE SEASONED,DRIED,AND THE SAME 2.HANDRAILS AND GUARDRAILS PROVIDE CONTROL OR CONSTRUCTION JOINTS IN SLABS ON GRADE TO BREAK UP SLAB INTO RECTANGULAR AREAS EXCAVATION&FILL&COMPACTION&DRAINAGE X GEOTECH ENGINEER 3.PREMANUFACTURED BOLT-ON DECKS OF NOT MORE THAN 400 SQUARE FEET EACH.AREAS TO BE AS SQUARE AS PRACTICALAND HAVE NO ACUTE GRADE(MINIMUM)AS MEMBERS CONNECTED. CONCRETE ANGLES.JOINT LOCATIONS TO BE APPROVED BY THE ARCHITECT. CONCRETE GALVANIZATION REINFORCING PLACEMENT X ALL CONSTRUCTION JOINTS SHALL BE THOROUGHLY CLEANED AND PROPERLY PREPARED IMMEDIATELY PRIOR TO ANCHOR BOLTS X ALL CONCRETE SHALL BE MIXED,PROPORTIONED,CONVEYED,AND PLACED IN ACCORDANCE WITH SECTION POURING OF CONCRETE.DOWEL STEEL SHALL BETHE SAME SIZE AND SPACING AS MAIN REINFORCING DETAILED UNLESS NOTED OTHERWISE,STEELCONNECTORS IN CONTACT WITH TREATED WOOD SHALL BE GALVANIZED Y CHAPTER 5 OF ACI 318 AND THE AMERICAN CONCRETE INSTITUTE'S SPECIFICATIONS FOR STRUCTURAL BEYOND JOINT. ACCORDING TO THE FOLLOWING TABLE: HOLDOWN PLACEMENT X CONCRETE FOR BUILDINGS(ACI 301). UNTREATED ACQ-C CBA-A OTHER OTHER PT CONCRETE TEST SPECIMENS X BARS PARTIALLY EMBEDDED IN HARDENED CONCRETE SHALL NOT BE FIELD BENT UNLESS SO DETAILED OR GALVANIZATION WOOD CCA-C SBX ACQ-D CA-B BORATE ACZA WOOD W ALL CONCRETE SHALL BE STONE-AGGREGATE CONCRETE HAVING AUNIT WEIGHT OF APPROXIMATELY 150 APPROVED BY THE STRUCTURAL ENGINEER. Z CONCRETE PLACEMENT X POUNDS PER CUBIC FOOT. G90 X X X SEE ARCHITECTURAL DRAWINGS FOR ALL GROOVES,NOTCHES,CHAMFERS,FEATURE STRIPS,COLOR,TEXTURE AND ADHESIVE ANCHORS X IF USED CONCRETE STRENGTHS AT 28 DAYS(f'c)AND MIX CRITERIA SHALL BE AS FOLLOWS: OTHER FINISH DETAILS AT ALL EXPOSED CONCRETE SURFACES.PROVIDE 3/4"CHAMFER AT ALL CORNERS EXCEPT AS G185 X X X X X X W EXPANSION ANCHORS X IF USED NOTED. HDG X X X X X X MAXIMUM MIN CEMENT MAXIMUM Q STRUCTURAL STEEL TYPE OF CONSTRUCTION f'c WATER/CEMENT CONTENT PER CUBIC STRUCTURAL STEEL STT300 X X X X X X X X SHRINKAGE$TRAIN FABRICATION&ERECTION X RATIO YARD STRUCTURAL STEEL DESIGN,FABRICATION AND ERECTION SHALL BE IN ACCORDANCE WITH THE AISC G90=0.90 OZ.OF ZINC PER SQUARE FOOT OF AREA = HIGH STRENGTH BOLTING X SLAB ON GRADE 3000 PSI 0.55 51/2 SACK N/A "SPECIFICATION FOR THE DESIGN,FABRICATION,AND ERECTION OF STRUCTURAL STEEL FOR BUILDINGS",LATEST G185=1.85 OZ.OF ZINC PER SQUARE FOOT OF AREA HOG=HOT DIP GALVANIZED SHOP&FIELD WELDING FOOTINGS 4000 PSI 0.50 51/2 SACK N/A EDITION. SST300=TYPE 316L STAINLESS STEEL W SINGLE PASS FILLET WELDS<5/16" X WALLS 4000 PSI 0.48 51/2 SACK N/A SHAPES SHALL CONFORM TO ASTM A992,Fy=50 KSI. RATED SHEATHING Cal 0 WOOD FRAME THE MINIMUM AMOUNT OF CEMENT LISTED ABOVE MAY BE CHANGED IF A CONCRETE PERFORMANCE MIX IS PLATES,ANGLES,AND RODS SHALL CONFORM TO ASTM A36,Fy=36 KSI. N RATED SHEATHING SHALL BE GRADE C-DINT-APA WITH EXTERIOR GLUE OR O5B SHEATHING WITH EXTERIOR 00Z SHEARWALL&DIAPHRAGM NAILING X SPACING 54-Oc SUBMITTED TO THE ENGINEER AND THE BUILDING DEPARTMENT FOR APPROVAL TWO WEEKS PRIOR TO PLACING STRUCTURAL TUBING SHALL CONFORM TO ASTM ASOO GRADE B,Fy=46 K51. GLUE IN CONFORMANCE WITH IBC STANDARD 2303.1.4. Y N ANY CONCRETE.THE PERFORMANCE MIX SHALL INCLUDE THE AMOUNTS OF CEMENT,FINE AND COARSE STRAP NAILING X AGGREGATE,WATER,AND ADMIXTURES AS WELLASTHE WATER-CEMENT RATIO,SLUMP,CONCRETE YIELD,AND TIMBERSTRAND,MICROLLAM,AND PARALLAM MEMBERS J STEEL PIPE SHALL CONFORM TO ASTM A53 GRADE B,Fy=35 KSI. NOTE: SUBSTANTIATING STRENGTH DATA IN ACCORDANCE WITH CHAPTER 5 OF ACI 318. Q � Q ALL ITEMS MARKED WITH AN"X"SHALL BE INSPECTED IN ACCORDANCE WITH IBC CHAPTER 17.SPECIAL FABRICATED IN CONFORMANCE WITH THE INTERNATIONAL CODE COUNCIL EVALUATION SERVICE(ICC-ES) CL Q INSPECTION SHALL BE PERFORMED BY A QUALIFIED TESTING AGENCY DESIGNATED BY THE OWNER.THE ALL CONCRETE EXPOSED TO WEATHER OR TO FREEZING TEMPERATURES SHALL BE AIR-ENTRAINED IN BOLTS CONNECTING STEEL MEMBERS SHALL CONFORM TO ASTM A325-N.BOLTS SHALL BE 3/4"0 MINIMUM, REPORT NO.ESR-13870R CCMC REPORT NO.12627-R,08675-R,AND 11161-R.EACH MEMBER SHALL BE W ACCORDANCE WITH ACI 318 TABLE 4.2.1 FOR MODERATE EXPOSURE CONDITION. UNO ANCHOR BOLTS SHALL CONFORM TO ASTM A307. IDENTIFIED BY A STAMP INDICATING THE PRODUCT TYPE AND GRADE,ICC-ES OR CCMC REPORT NUMBER, L IJ RESULARCHITS.ANYI STRUCTURALAILINGENGINEER, MEETND HE PROJECTS SPECIFICATIONS TIONSSBE ALLBEISHED I MEDIATEH COPIES OF ALL AND J D TO ATTENTION FAILING TO MEET THE PROJECTSPECIFICATIONS SHALL BE IMMEDIATELY BROUGHT REINFORCING STEEL CONTRACTOR SHALL PROVIDE CONNECTION ADJUSTMENT TOLERANCES TO SATISFY THE REQUIREMENTS OF AISC MANUFACTURER'SCERTIFIED. MEMBERS S ALLMEET THE FOLLOWING MSTANI STANDARDS: AGENCY'S LOGO.FABRICATOR SHALL Q Z TO THE ATTENTION OF THE DESIGN TEAM. MAN UAL OF STEEL CONSTRUCTION. BE CERTIFIED.MEMBERS SHALL MEET THE FOLLOWING MINIMUM STANDARDS: Z N 0 REI NFORCING STEEL SHALL BE DEFORMED BILLET STEEL CONFORMING TO ASTM A615,AND SHALL BE GRADE 60 SIZE CLASSIFICATION SPECIES GRADE Fb(PSI) FV(PSI Fc(PSI) Z U (Fy=60,000 PSI),UNLESS NOTED OTHERWISE.GRADE 60 REINFORCING BARS INDICATED ON DRAWINGS TO BE UNLESS SPECIFIED AS STAINLESS STEEL,ALL STEEL MEMBERS,SHAPES,BOLTS,AND ACCESSORIES EXPOSED TO BEAMS&POSTS(d<91/2") LSL 1.3E 1,700 425 1,835 z WELDED SHALL CONFORM TO ASTM A706.REINFORCING COMPLYING WITH ASTM A615 MAY BE WELDED IF WEATHER SHALL BE HOT DIP GALVANIZED. Z MATERIAL PROPERTY RELA PORTS INDICATING CONFORMANCE WITH WELDING PROCEDURES SPECIFIED IN AWS NON-SHRINK GROUT RIMS&BEAMS(d>_91/2") LSL 1.55E 2,325 310 - Z N J D1.4 ARE SUBMITTED. m BEAMS&POSTS LVL 2.OE 2,600 285 2,510 L,J r� cl:� WELDED WIRE FABRIC SHALL CONFORM TO ASTM A185.PROVIDE WELDED WIRE FABRIC IN SHEETS NOT ROLLS. NON-SHRINK GROUT SHALL BE CEMENT-BASED WITH A MINIMUM COMPRESSIVE STRENGTH OF 5000 PSI WHEN L U Q N LAP WELDED WIRE FABRIC 12"AT SIDES AND ENDS. TESTED IN ACCORDANCE WITH ASTM C-109.GROUT SHALL BE MIXED AND PLACED IN STRICT ACCORDANCE WITH POSTS(d<91/2") PSL 1.8E 2,400 190 2,500 THE MANUFACTURER'S RECOMMENDATIONS. BEAMS(d>_91/2") PSL 2.2E 2,900 290 - REINFORCING STEEL SHALL BE DETAILED INCLUDING HOOKS AND BENDS IN ACCORDANCE WITH SP-66 AND ACI I I I 318R,LATEST EDITIONS.UNLESS OTHERWISE NOTED,REINFORCING SPLICE LENGTHS AND DEVELOPMENT TIMBERSTRAND,MICROLLAM,AND UNTREATED PARALLAM MEMBERS ARE INTENDED FOR DRY-USE LENGTHS SHALL BE PER SCHEDULE. APPLICATIONS.UNLESS NOTED OTHERWISE,ENGINEERED WOOD BEAMS EXPOSED TO WEATHER SHALL BE TREATED PER MANUFACTURES RECOMMENDATIONS. REINFORCING SHALL BE PLACED AND ADEQUATELY SUPPORTED PRIOR TO PLACING CONCRETE.WET-SETTING EMBEDDED ITEMS IS NOT ALLOWED WITHOUT PRIOR ENGINEER APPROVAL.BARS PARTIALLY EMBEDDED IN HARDENED CONCRETE SHALL NOT BE FIELD BENT UNLESS SO DETAILED OR APPROVED BY THE STRUCTURAL ^�.�- ENGINEER.REFER TO CHAPTER 7 OF ACI 318 FOR OTHER REINFORCING STEEL REQUIREMENTS. `V STRUCTURAL NOTES C (THESE NOTES ARE TYPICAL UNLESS NOTED OR DETAILED OTHERWISE ON DRAWINGS) ENGINEERING GLUE-LAMINATED TIMBER GENERAL 250 4TH AVE. S., SUITE 200 GLUE-LAMINATED TIMBER SHALL BE DOUGLAS FIR,FABRICATED IN CONFORMANCE WITH ANSI/AITC STANDARD STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH ARCHITECTURAL,CIVIL,ELECTRICAL,AND LEGEND EDMONDS, WASHINGTON 98020 A 90.1,LATEST EDITION.EACH MEMBER SHALL BEAR AN AITC IDENTIFICATION MARK AND SHALL BE MECHANICAL DRAWINGS FOR BIDDING AND CONSTRUCTION.CONTRACTOR SHALL VERI FY ALL DIMENSIONS AND PHONE (425) 778-8500 DEFINITION SYMBOL DEFINITION SYMBOL FAX (425) 778-5536 ACCOMPANIED BY AN AITC CERTIFICATE OF CONFORMANCE.FABRICATOR SHALL BE CERTIFIED.MEMBERS SHALL CONDITIONS FOR COMPATIBILITY BEFORE PROCEEDING.ANY DISCREPANCIES SHALL BE BROUGHT TO THE BE OF THE FOLLOWING MINIMUM STANDARDS: ATTENTION OF THE ARCHITECT BEFORE PROCEEDING. DIRECTION OF SPAN COMBINATION Fb NATIVE SOIL FRAMING = — CONTRACTOR TOSEEARCHITECTURAL,CIVIL,ELECTRICAL AND MECHANICAL DRAWINGS FOR SIZE AND LOCATION EXTENT OF SIMPLE SPAN BEAMS 24F-V4 2400 PSI OF PIPE,VENT,DUCT AND OTHER OPENINGS AND DETAILS NOT SHOWN ON THESE DRAWINGS. FRAMING GRANULAR FILL CANTILEVER OR MULTI-SPAN BEAMS 24F-V8 2400 PSI CONTRACTOR SHALL BE RESPONSIBLE FOR ERECTION STABILITY AND TEMPORARY SHORING AS NECESSARY UNTIL COLUMNS STRUCTURAL STEEL GIVY Cp WOOD I-JOISTS PERMANENT SUPPORT AND STIFFENING ARE INSTALLED. of WAS "9S CONTRACTOR-INITIATED CHANGES SHALL BE SUBMITTED IN WRITING TO THE ARCHITECT AND STRUCTURAL COLUMN BEARING RATED SHEATHING WOOD I-JOISTS,MANUFACTURED BY THE TRUS JOIST CORPORATION SHALL BE SIZED AND DETAILED TO FIT THE ENGINEER FORAPPROVAL PRIOR TO FABRICATION OR CONSTRUCTION.CHANGES SHOWN ON SHOP DRAWINGS ON BEAM ?° DIMENSIONS AND LOADS INDICATED ON THE PLANS.ALL DESIGN SHALL BE IN ACCORDANCE WITH THE ONLY WILL NOT SATISFY THIS REQUIREMENT. ALLOWABLE VALUES AND SECTION PROPERTIES ASSIGNED BY THE BUILDING CODE. BEAM CONTINUOUS SHEAR WALL SWX znss DRAWINGS INDICATE GENERAL AND TYPICAL DETAILS OF CONSTRUCTION.WHERE CONDITIONS ARE NOT OVER SUPPORT (SEE SCHEDULE) L$F' ti PROVIDE TEMPORARY BRACING UNTIL SHEATHING AND PERMANENT BRACING IS INSTALLED.MANUFACTURER SPECIFICALLY INDICATED BUT ARE OF A SIMILAR CHARACTER TO DETAILS SHOWN,SIMILAR DETAILS OF „L `SjONAL SHALL PROVIDE ALL SPECIALTY ITEMS REQUIRED FOR ACOMPLETE INSTALLATION OF JOISTS.INSTALL PER CONSTRUCTION SHALL BE USED,SUBJECTTO REVIEW AND APPROVAL BY THE ARCHITECT AND THE STRUCTURAL CONCRETE WALL COLUMN MARK /�S�' MANUFACTURER'S RECOMMENDATIONS. ENGINEER. (SEE SCHEDULE) 08109119 BEARING STUD FOOTING(SEE SC O ALL TRUSS JOISTS ARE TO BE CONNECTED TO FLUSH BEAMS WITH SIMPSON TYPE ITS,IUS OR LBV HANGERS, WALL (SEE SCHEDULE) PROVIDE WEB STIFFENERS AS REQUIRED. NON-BEARING HOLDOWN MARK PRE-MANUFACTURED WOOD TRUSSES STUD WALL (SEE SCHEDULE) WOOD TRUSSES SHALL BE SIZED AND DETAILED TO FIT DIMENSIONS AND LOADS INDICATED ON THE PLANS.ALL BEARING STUD ( TTTT{ HANGER MARK O DESIGN SHALL BE IN ACCORDANCE WITH THE ALLOWABLE VALUES AND SECTION PROPERTIES ASSIGNED BYTHE SHEAR WALL (SEE SCHEDULE) BUILDING CODE.SUBMIT SHOP DRAWINGS FOR ENGINEER REVIEW PRIOR TO FABRICATION.CALCULATIONS AND NON-BEARING �j- �-( FLAG NOTE SHOP DRAWINGS SHALL BE SIGNED BY A PROFESSIONAL ENGINEER REGISTERED IN THE SAME STATE AS THE STUD SHEAR WALL )--�-�� (SEE PLAN NOTES) PROJECT.TRUSS DESIGN AND SHOP DRAWINGS SHALL BE IN CONFORMANCE WITH IBC 2303.4 CMU WALL STEEL MOMENT PROVIDE TEMPORARY BRACING UNTIL SHEATHING AND PERMANENT BRACING IS INSTALLED.MANUFACTURER FRAME CONN. Q SHALL PROVIDE ALL SPECIALTY ITEMS REQUIRED FOR A COMPLETE INSTALLATION OF JOISTS.INSTALL PER MANUFACTURER'S RECOMMENDATIONS. FOR TOP CHORD DESIGN LIVE LOADS,REFER TO THE DESIGN LOAD SECTION.IN ADDITION TO ROOF LOADING ABBREVIATIONS zO j LISTED IN THE DESIGN LOAD SECTION,ROOF TRUSSES SHALL BE DESIGNED FORA BOTTOM CHORD LIVE LOAD OF (A) ABOVE GLB GLUE-LAMINATED BEAM is N 10 PSF.TOP AND BOTTOM CHORD LIVE LOAD DO NOT NEED TO BE DESIGNED FOR SIMULTANEOUSLY. AB ANCHOR BOLT HORIZ HORIZONTAL U IN ADDITION TO THEIR SELF WEIGHT,ROOF TRUSSES SHALL BE DESIGNED FOR A TOP CHORD DEAD LOAD OF 13 ALT ALTERNATE KP KING POST w w PSF AND A BOTTOM CHORD DEAD LOAD OF 30 PSF ACTING SIMULTANEOUSLY.SEE ARCHITECTURAL AND MECHANICAL DRAWINGS FOR LOADS AND OPENINGS NOT SHOWN ON THE STRUCTURAL DRAWINGS. ARCH ARCHITECT KSI KIPS PER SQUARE INCH a DEFLECTIONS SHALL NOT EXCEED L/360 FOR LIVE LOADS,OR L/240 FOR TOTAL LOADS. (B) BELOW L ANGLE Ol TYPICAL FRAMING NOTES BD BAR DIAMETER MECH MECHANICAL w H C7 1.BEARING WALL FRAMING BLKG BLOCKING MF MOMENT FRAME Q O o� BM BEAM MTL METAL 00 REFER TO STUD SCHEDULE ON FRAMING PLANS FOR BEARING WALL FRAMING. BOT BOTTOM NS NEAR SIDE y ALLCOLUMNS NOT CALLED OUTOTHERWISE SHALL BETWO STUDS. BRNG BEARING OC ON CENTER Q 2.WALL BASE PLATE ON CONCRETE BTWN BETWEEN OPP OPPOSITE CIP COMPLETE JOINT PENETRATION PL PLATE DESIGN: RMK WALL PLATES BEARING ON CONCRETE SHALL BE PRESSURE-TREATED.FOR ALL EXTERIOR WALLS AND INTERIOR SHEAR WALLS,BOLT PLATES OR SILLS TO CONCRETE WITH 3/41NCH DIAMETER ANCHOR BOLTS WITH 71NCH CUR CLEAR PLCS PLACES DRAWN: JEG MINIMUM EMBEDMENT.REFER TO SHEAR WALL SCHEDULE,AND PLACE AT 5'-0"OC MAXIMUM UNO.SILL CMU CONCRETE MASONRY UNIT PSI POUNDS PER SQUARE INCH PLATES FOR INTERIOR NON-SHEAR WALLS SHALL BE BOLTED USING 1/21NCH ANCHOR BOLTS @ 6'-0"OC WITH 7 CHECK: JGG INCH EMBEDMENT.AT ALL SILL PLATE ANCHOR BOLTS,CONTRACTOR SHALL INSTALL 1/4"x 3"x 3"FLAT PLATE COL COLUMN PSF POUNDS PER SQUARE FOOT WASHERS.INTERIOR NON-SHEAR WALL SILL PLATES MAY BE ANCHORED PER THE BEARING WALL GUILDELINES CONC CONCRETE P/T POSTTENSIONED JOB NO: 18386.10 OR MAY USE 1/4"x 3"SIMPSON CSD SPLIT DRIVE ANCHORS @ 4'-0"OC WITH J."ROUND FENDER WASHERS.USE DATE: 08/09/1 9 MINIMUM OF TWO ANCHOR BOLTS PER SILL AND PLACE ONE WITHIN 12 INCHES OF EITHER END TYPICAL UNLESS CONN CONNECTION PT PRESSURETREATED NOTED OTHERWISE. CONT CONTINUOUS REINF REINFORCING 3.ROOF AND FLOOR FRAMING COORD COORDINATE RE(XD REQUIRED PROVIDE 11/2"FULL DEPTH BLOCKING FOR JOISTS AND RAFTERS AT ALL SUPPORTS AND AT 8'-0"OC MAXIMUM DEL DOUBLE SCHED SCHEDULE U NO.INTERMEDIATE 8'-0"OC BLOCKING NOT REQ'D IF GWB CEILING 15 INSTALLED DIRECTLY TO UNDERSIDE OF DET DETAIL SIM SIMILAR FRAMING.INSTALL DOUBLE JOISTS UNDER PARTITIONS EXTENDING ONE HALF OR MORE OF THE JOIST SPAN. DIA DIAMETER SOG SLAB ON GRADE PROVIDE TRUSS BLOCKING PANELS FOR ROOF TRUSSES AT SUPPORTS AND SHEAR WALLS,AND WHERE INDICATED ON PLANS AND DETAILS. DIM DIMENSION STD STANDARD 4.DIAPHRAGM NAILING DIR DIRECTION STIFF STIFFENER W ALL SHEAR WALLS,FLOOR AND ROOF DIAPHRAGM NAILINGS SHALL BE AS CALLED OUT ON SCHEDULES OR ON EA EACH STL STEEL Z THE PLANS.EXTERIOR WALLS NOT INDICATED AS SHEAR WALLS SHALL BE SHEATHED AND NAILED TO ELEV ELEVATION SYMM SYMMETRICAL W SUPPORTING FRAMING WITH 10d NAILS AT 6"OC AT ALL PANEL EDGES AND 12"OC AT ALL INTERMEDIATE ES EACH SIDE SW SHEARWALL SUPPORTS. EX EXISTING TOC TOP OF CONCRETE Q THE USE OF NAIL GUNS WILL BE APPROVED IF NAILING INTO THE DIAPHRAGMS CAN BE INSTALLED FLUSH WITH EXP EXPANSION TOS TOP OF STEEL FACE OF SHEATHING.NAIL PENETRATIONS GREATER THAN 1/16"ARE NOT ACCEPTABLE. FUR FLOOR TOW TOP OF WALL V) 5.ALLOWABLE STUD AND PLATE PENETRATIONS FDN FOUNDATION TYP TYPICAL w CUTTING AND/OR NOTCHING OF WOOD STUDS OR PLATES SHALL NOT EXCEED 25%OF THE STUD/PLATE WIDTH FTG FOOTING UNO UNLESS NOTED OTHERWISE P� IN EXTERIOR AND BEARING WALLS AND SHALL NOT EXCEED 40%OF THE STUD/PLATE WIDTH IN ANY �[ NON-BEARING PARTITIONS.BORED HOLE DIAMETER IS LIMITED TO 40%OF STUD/PLATE WIDTH IN ANY STUD FS FAR SIDE VERT VERTICAL ad N O AND MAY BE 60%IN NONBEARING PARTITIONS OR IF STUD IS DOUBLED.MAINTAIN 5/8"MINIMUM EDGE GC GENERAL CONTRACTOR WF WIDE FLANGE 00 Z DISTANCE FROM HOLE EDGE. Y W � N Q Q J bi w �' < a � z D z N o U w o F__ z Z Z N J W I� U Q N S1.2-M FOUNDATION PLAN NOTES: 1.SPREAD FOOTINGS SHALL BEAR A MIN OF V-6"BELOW ADIACENTGRADE ATTHE PERIMETER. 2.WHERE SLAB ON GRADE IS INDICATED,SLAB SHALL BE 4"THICK W/H4 @ 18"OC EACH WAY,CENTERED.SLAB ENGINEE RING SHALL BE POURED OVER A 10 MIL VAPOR BARRIER OVER 6"OF 5/8"CRUSHED ROCK. 250 4TH AVE. S., SUITE 200 3.REFER TO SHEET 54.1 FOR TYPICAL FOUNDATION DETAILS. EDMOND GTON 0 020 PHONE E(425)425)778-8500 4. ® INDICATES FOOTING TYPE,REFER TO FOOTING SCHEDULE ON SHEET 53.1 FOR SIZE&REINFORCEMENT. FAX (425) 778-5536 5.REFER TO"CONCRETE GENERAL NOTES"ON SHEET S1.1 FOR CONTROL JOINT PLACEMENT AND DETAIL 2/S4.1 FOR CONTROL JOINT CONSTRUCTION. 6.REFER TO FLOOR FRAMING PLANS AND SHEAR WALL&HOLD-DOWN SCHEDULES FOR LOCATION OF SHEAR WALL ANCHOR BOLTS AND HOLD-DOWN ANCHORS.ANCHORAGE AT NON-SHEAR WALLS SHALL BE PER STRUCTURAL G VY C+ NOTES. OF'\ 7.PLACE ALL REINFORCEMENT PER THE STRUCTURAL NOTES AND FOUNDATION DETAILS. •_ 8.CONTRACTOR SHALL VERIFY ALL DIMENSIONS,WALL LOCATIONS,SLAB SLOPES,AND CONCRETE ROUGH oe OPENINGS WITH ARCHITECTURAL,CIVIL,AND MEP DRAWINGS AND NOTIFY ALL PARTIES OF ANY DISCREPANCIES. L2 9.CONTRACTOR SHALL PROVIDE FOOTING AND SLAB SUBSTRATE PREPARATION,WATERPROOFING,AND BACKFILL `rIONAL v` PER THE GEOTECHNICAL REPORT. 08109119 10.ALL BUILDING SYSTEMS THAT PENETRATE THE CONCRETE WORK INCLUDING BUT NOT LIMITED TO ARCH,MECH, ELECT,PLUMBING,&FIRE PROTECTION DUCTS,CONDUITS,EMBEDS,&SLEEVES SHALL BE INSTALLED PRIOR TO CONCRETE PLACEMENT. a z O a H^ 1 2 3 4 5 6 7 oa 17'-6 3/4° 17'-0" 16'0" 16'-0" 17'-0" 17-6 7/16" Ol w� H m ao 0000 0 I I I I I I Q DESIGN: RMK F - DRAWN: JEG E CHECK: JGG I I I I I I I JOB NO: 18386.10 RW DATE: 08/09/19 v - -+- - I I W W 1 1 > III 541.2 III SLAB ON GRADE III III 4• < PER STRUCTURAL KD +96 A6 FS +96 +96 (D Z 1 I P---� I '1�' M F6 F6 Tf F6 F6 Q O I I O F4 y F4 I - _ - O "CJ N J C _ _ _ _ + B - - - - - L___I__ I___J - - - - - W 0 N CL W � 0 J W III' Z N 0 Q L3 env W T 0 Z u Z N J T H �I W I� 0 u I U Q L.L. w S2.1-M FOUNDATION PLAN © NTS KEY PLAN 1 SCALE: 5'-0" 0 5'-0" 10,1_1 TYPICAL FLOOR FRAMING PLAN NOTES: 1. REFER TO SHEET S3.I FOR BEAM,COLUMN,JOIST,SHEAR WALL AND HOEDOWN SCHEDULES. 2.FLOOR SHEATHING SHALL BE3/4"PLY OR 23/32"OSB WITH 10d COMMON NAILS SPACED AT 6"OC AT ALL ENGINEERING DIAPHRAGM BOUNDARIES,PANEL EDGES AND SHEAR WALLS AND 12"OC AT INTERMEDIATE FRAMING.FOR 250 4TH AVE. S., SUITE 200 PLYWOOD LAYOUT AND NAILING REFER TO DETAIL 2/55.1. EDMONDS, WASHINGTON 98020 PHONE (425) 778-8500 3.HEADERS AT EXTERIOR BEARING AND NON-BEARING WALLS SHALL BE 4x8 DF#2 UNO WHERE MAXIMUM SPAN= FAX (425) 778-5536 6'-6". 4.DOOR HEADERS AT INTERIOR BEARING WALLS SHALL BE 4x6 DF#2 LINO MAXIMUM SPAN=4'-0". 5.COLUMNS AND BEARING WALLS SHOWN ON PLANS SHALL BE CONTINUED DOWN TO THE FOUNDATION UNLESS CARRIED BY A BEAM BELOW. GVY C7j 6.ALL DIAPHRAGMS UNBLOCKED UNO.SEE NOTE 9. G, of.4sgr qS 7.REFER TO SHEET 55.1 THRU 55.3 FORTYPICALFLOOR FRAMINGDETAILS. `' p�f_L + F o 8. INDICATES COLUMN BELOW AND BEAM SHALL BE CONTINUED OVER COLUMN,-1. 101 G q LpsF 9.ALL FLOOR DIAPHRAGMS SHALL BE UNBLOCKED EXCEPT WHERE(OR IF)NOTED ON THE SPECIFIC FLOOR PLANS. WHERE BLOCKING IS SPECIFICED,PLYWOOD PANEL EDGES SHALL BE BLOCKED WITH 2x4 DF FLAT.PANEL EDGE OflAL NAILING AT BLOCKED DIAPHRAGM AREAS SHALL BE 10d @ 4"OC ALL PANEL EDGES. 08/09119 10.FINISHED FLOOR ELEVATIONS PER ARCHITECT.CONTRACTOR TO VERIFY ALL ELEVATIONS PRIOR TO CONSTRUCTION. 11.ALL COLUMNS NOT OTHERWISE CALLED OUT SHALL BE Cl.SEE COLUMN SCHEDULE.PROVIDE SOLID BLOCKING IN JOIST SPACE BELOW ALL COLUMNS. TYPICAL HEADER SUPPORTS(LINO) FRAMING EXTERIOR INTERIOR INTERIOR LEVEL (RO>T-4") (RO5TA") ROOF +(1)FULL HT (1)FULL HT (1)FULL HT Q (1)CRIPPLE (1)CRIPPLE +(1)CRIPPLE (1)FULL HT (1)FULL H O coT (1)FULL HT z 3RD co +(1)CRIPPLE +(1)CRIPPLE (1)CRIPPLE L 2ND (1)FULL HT (1)FULL HT (1)FULL HT +(2)CRIPPEE 1(2)CRIPPLE +(1)CRIPPLE u 1 2 3 4 5 6 7 NOTES: p d 1.THE COLUMNS LISTED IN THE TABLE ABOVE SHALL BE PLACED IMMEDIATELY 17'-6 3/4" 17'-4" 16'-0" 16'-0" 17'-4" 17'-6 7/16" BELOW THE"FRAMING LEVEL"INDICATED. 2.HEADER SUPPORTS SHALL HAVE THE SAME GRADE OF LUMBER AS THE WALL IN a, WHICH THEY ARE LOCATED. �a,3.REFER TO TYPICAL ROOF PLAN NOTES FOR TYPICAL BEARING WALL HEADERS Q p 11 Sq1 NOT SPECIFICALLY CALLED OUT ON THE PLANS. pip e o 54. H \ \ F2 F2 B 1 F2 0F3 F2 F2 1 y v ^ TYPICAL FRAMING SCHEDULE Q 6 - - - BEARING WALLS � I S4.1 I 'I I 54. I F3 FRAMING F3 F3 1 I I F3 1 O F3 LEVEL EXTERIOR INTERIOR 2x6 INTERIOR PARTY WALLS DESIGN: RMK F 2x4 DRAWN: JEG -- c==- --------- III -- ---� -- 2x6 DF STUD 2x6 DF STUD 2x4 DF STUD 2x4 DF STUD c y r __ 6 l Ir- -- --� ___ I ROOF CHECK: JGG E I F3 = J , -- I @ 16"OC @ 16"OC @ 16"OC EA FACE @ 16"OC _ __ I I SLAB ON GRADE PER I FS[ II 54 JOB NO: 18386.10 p F1C F3 I� it III �I F1C STRUCTURAL NOTES II F1C I 3RD 2x6 DF STUD 2x6 DF STUD 2x4 DF STUD 2x4 DF STUD II @16"OC @16"OC @16"OC EA FACE @16"OC DATE: 08/09/19 1 jl I FlC II 6 F3 I I F3 j ti y 1 I S4. 2x6 DF STUD 2x6 DF STUD 2x4 DF#1 2x4 DF STUD a F3 OrJ II j 2ND @ 16"OC @ 16"OC @ 16"OC EA FACE @ 16"OC 4 I F1C H `__ F3 r SLAB ON GRADE PER j j - r--� ti r F3 yl NOTES: 7 STRUCTURAL NOTES ,I lO 1.THE WALLS LISTED IN THE TABLE ABOVE SHALL BE PLACED IMMEDIATELY SQ 54. z 7 III I I F2 r F3 z J III 10 BELOW THE"FRAMING LEVEL"INDICATED. Z __I I 54. 2.NON BEARING WALLS SHALL BE 2x4 OR 2x6 DF STUD GRADE AT 16"OC UNO. o 3 7.1 ---- ---- I J --- =--- --- W ---- 12 1 DET 1/57.1 / LLI V F 71 FJ354 EA END J DET 12/57.11 q FJ3 3 Q Z \ o % EA END cc x ry L _ FJ3 3 F13 Q 8 3�+ob +fib �6 57.14NDE DET.14/S7.1 ti 1' DET 14/S7.1 5 ��' MY5 . cVDET 1/57.1 W10x54 W10x54 NEAEND W12x40 W12x40� W32x40 W12x40 LLI 00 0 9 DET 10/S7.1 7 DET 10/57.1 Y Cn O EA END EA END O BOLT-ON DECK - - - BOLT-ON DECK - - "' L~ JBOLT-ON DECK PER MFR PER MFR 1 �:[ W LL PER MFR [I,�j f�ji \ /I J Z Q Z N 0 Z El z u � La O n Z CV J L"j ILA ® LLJ ILAH I U Q Ln ( 11 2 3 4 5 6 7 SHEET: S2.2-M FIRST FLOOR FRAMING PLAN © KEY PLAN 1 SCALE: 1/8"=V-0" NTS 5'4" 0 5'-0" 10'-0" TYPICAL FLOOR FRAMING PLAN NOTES: 1.REFER TO SHEET S2.2 FOR TYPICAL FLOOR FRAMING PLAN NOTES. ENGINEERING THIS FLOOR FRAMING PLAN NOTES: 250 4TH AVE. S., SUITE 200 EDMONDS, WASHINGTON 98020 1. WALLS SHOWN ON THIS PLAN ARE WALLS BELOW THE FLOOR INDICATED. PHONE (425) 778-8500 FAX (425) 778-5536 2.HOLDOWNS SHOWN ON THIS PLAN SHALL BE PLACED AT THE BASE OF THE WALLS SHOWN. TYPICAL HEADER SUPPORTS(LINO) FRAMING INTERIOR INTERIOR C, VY LEVEL EXTERIOR (RO>T-4") (RO 53'-4) O tly WAsgr'9S� (1)FULL HT (1)FULL HT (1)FULL HT ROOF +(1)CRIPPLE +(1)CRIPPLE +(1)CRIPPLE 3RD (1)FULL HT (1)FULL HT (1)FULL HT (1)CRIPPLE +(1)CRIPPLE +(1)CRIPPLE .iG„ 2L25�. 1 2ND 1 (1)FULL HT (1)FULL HT (1)FULL HT `rjONAL +(2)CRIPPLE +(2)CRIPPLE +(1)CRIPPLE 08/09119 NOTES: 1.THE COLUMNS LISTED IN THE TABLE ABOVE SHALL BE PLACED IMMEDIATELY BELOW THE"FRAMING LEVEL"INDICATED. 2.HEADER SUPPORTS SHALL HAVE THE SAME GRADE OF LUMBER AS THE WALL IN WHICH THEY ARE LOCATED. 3.REFER TO TYPICAL ROOF PLAN NOTES FOR TYPICAL BEARING WALL HEADERS NOT SPECIFICALLY CALLED OUT ON THE PLANS. TYPICAL FRAMING SCHEDULE FRAMING BEARING WALLS J LEVEL EXTERIOR INTERIOR 2x6 INTz 4IOR PARTY WALLS 2x6 DF STUD 2x6 DF STUD 2x4 DF STUD 2x4 DF STUD z0 co ROOF @ 16"OC @ 16"OC @ 16"OC EA FACE @ 16"OC Er 3RD 2x6 DF STUD 2x6 DF STUD 2x4 DF STUD 2x4 DF STUD U 1 2 3 4 5 6 7 @ 16"OC @ 16"OC @ 16"OC EA FACE @ 16"OC Q 17'-6 3/4" 17'-4" 16'-0" 16'-0" 17'-4" 17'-6 7/16" 2ND 2x6 DF STUD 2x6 DF STUD 2x4 DF#1 2x4 DF STUD @ 16"OC @ 16"OC @ 16"OC EA FACE @ 16"OC a, w a, NOTES: Q 00 1.THE WALLS LISTED IN THE TABLE ABOVE SHALL BE PLACED IMMEDIATELY p W 2 2 BELOW THE"FRAMING LEVEL"INDICATED. p H2x6 HF#2 56. 2.NON BEARING WALLS SHALL BE 2x4 OR 2x6 DF STUD GRADE AT @ 24"OC C.s 56. ub (h (.b 2x6 H F#2 OS (? v h G5 @ 24"OC h 2x6 HF#2 FLAG NOTES: Q G - 2SW3 BM2 2x6 HF#2 BM S(L) BM2 @ 24"OC 25W3 BM8 5W2 M8 @24"OC SW2 L3 � 4x6 DF#2(UNO)EA END OF EACH BALCONY,TYP.CONNECT COLTOTOP&BOT PLATES W/A35 CLIPS EA DESIGN: RMK F+ BM8 BM8 SIDE.COORDINATE LOCATION&ALL OTHER REQUIREMENTS W/BOLT-ON DECK MFR. [t::- PROVIDE 51/2"RIM AT ALL BOLT-ON DECKS.REFER TO BOLT-ON MFR DRAWINGS FOR ADDITIONAL DRAWN: JEG c > JBB'M l 8 u BLOCKING AND STRAPPING REQUIREMENTS. CHECK: JGG E F13 m 2ii FJ3 5 14 SWh' 41 2 JOB NO: 18386.10 F13 S --- - - F13 6.2 m C�v v ti `yv N F13 F13 m F13 DATE: 08/09/19 3G5F13 a BM8 BM9FBM8mFJ3BM9Z B BMSL FJ3 6 L1 �, 6. Q Lv Z 3 3 9 6+6 FJ3 _- 2x6 HF#2 '^ FJ3 Fla T 3 �'° m 3 - - = m @ 24"OC ; V Z - --- B 8 Gp C1 BM8 v Q c—c � L1a G1 m Gti 13 � ('L h �CJ L 1 F- Q 1 Lti EA 9 u EA 9 m C2 55.2 a COL 57.1 e, COL 57.1 m y 55.2 I� FJ3 o N 3 3 x ry FJ3 M m3 4 S7.1 G� 4 4 4 3 m Cti/ N 2 _ SW2 SW2 rs 3 00 B - 6 6 3 4 C9 DET 6/S7.1 TYP DET 6/S7.1 TYP C9 4 M3 - Y N 0) O SW2 SW2 %4,BM12 SW2 g BM12 SW2 SW2 A m 57. 57. 55.2 EL � Q O - BOLT-ON L---------J BOLT-ON DECK 9 J L--BM9 J -------- J BOLT-PER MFR Ems: - - - - � W 6 I I I I PER MFR ,� L,7 a 1.- Z 0 W � o u U, z N J Lij � Z �H SHEET: S2.3-M SECOND FLOOR FRAMING PLAN © KEY PLAN 1 SCALE: 1/8"=V-W in M 19 OEMNTS 5'4" 0 5'4" 10'-0" TYPICAL FLOOR FRAMING PLAN NOTES: 1.REFER TO SHEET S2.2 FOR TYPICAL FLOOR FRAMING PLAN NOTES. ENGINEERING THIS FLOOR FRAMING PLAN NOTES: 250 4TH AVE. S., SUITE 200 EDMONDS, WASHINGTON 98020 1. WALLS SHOWN ON THIS PLAN ARE WALLS BELOW THE FLOOR INDICATED. PHONE (425) 778-8500 FAX (425) 778-5536 2.HOLDOWNS SHOWN ON THIS PLAN SHALL BE PLACED AT THE BASE OF THE WALLS SHOWN. TYPICAL HEADER SUPPORTS(LINO) FRAMING INTERIOR INTERIOR C, VY LEVEL EXTERIOR (RO>T-4") (RO 53'-4") O tly WAsgr'9S� (1)FULL HT (1)FULL HT (1)FULL HT ROOF +(1)CRIPPLE +(1)CRIPPLE +(1)CRIPPLE 3RD (1)FULL HT (1)FULL HT (1)FULL HT (1)CRIPPLE +(1)CRIPPLE +(1)CRIPPLE .iG„ 2L25�. 2ND 1 (1)FULL HT (1)FULL HT (1)FULL HT `rjONAL +(2)CRIPPLE +(2)CRIPPLE +(1)CRIPPLE 08/09119 NOTES: 1.THE COLUMNS LISTED IN THE TABLE ABOVE SHALL BE PLACED IMMEDIATELY BELOW THE"FRAMING LEVEL"INDICATED. 2.HEADER SUPPORTS SHALL HAVE THE SAME GRADE OF LUMBER AS THE WALL IN WHICH THEY ARE LOCATED. 3.REFER TO TYPICAL ROOF PLAN NOTES FOR TYPICAL BEARING WALL HEADERS NOT SPECIFICALLY CALLED OUT ON THE PLANS. TYPICAL FRAMING SCHEDULE FRAMING BEARING WALLS J LEVEL EXTERIOR INTERIOR 2x6 INTz 4IOR PARTY WALLS 2x6 DF STUD 2x6 DF STUD 2x4 DF STUD 2x4 DF STUD z0 co ROOF @ 16"OC @ 16"OC @ 16"OC EA FACE @ 16"OC Er 3RD 2x6 DF STUD 2x6 DF STUD 2x4 DF STUD 2x4 DF STUD C7 1 2 3 4 5 6 7 @ 16"OC @ 16"OC @ 16"OC EA FACE @ 16"OC Q 17'-6 3/4" 17'-4" 16'-0" 16'-0" 17'-4" 17'-6 7/16" 2ND 2x6 DF STUD 2x6 DF STUD 2x4 DFgl 2x4 DF STUD @ 16"OC @ 16"OC @ 16"OC EA FACE @ 16"OC a, w a, NOTES: Q 1.THE WALLS LISTED IN THE TABLE ABOVE SHALL BE PLACED IMMEDIATELY p W BELOW THE"FRAMING LEVEL"INDICATED. 00 2.NON BEARING WALLS SHALL BE 2x4 OR 2x6 DF STUD GRADE AT 16"OC UNO. FLAG NOTES: 7 LL 2 2 3 W3 BM3 SW S5. D S5. W3 BM3 SW 5 3 4x6 DF#2(UNO)EA END OF EACH BALCONY,TYP.CONNECT COLTOTOP&BOT PLATES W/A35 CLIPS EA DESIGN: RMK SIDE.COORDINATE LOCATION&ALL OTHER REQUIREMENTS W/BOLT-ON DECK MFR. [t::- PROVIDE 51/2"RIM ATALL BOLT-ON DECKS.REFER TO BOLT-ON MFR DRAWINGS FOR ADDITIONAL DRAWN: JEG E 10 p L6 I DJ1 = BLOCKING AND STRAPPING REQUIREMENTS. CHECK: JGG r 55 m m JOB NO: 18386.10 ,� SW3 SW3 BM11, F14 DATE: 08/09/19 o r e 3 sw3 3 0 10 rF9 S5. 2 a 3 a 3 W Q D - _-- - - - - - - Z LLJ 3 F13 3 3 FJ3 `^ F13 F13 Q r^ V Z S6. 9 S6.1 6 5. 55.2 N N C - - - - - - - - - N LL 3 3 Y W00 RMA B - SW2 3 SW2 - - - - 3 5W2 SW2 M N 02 W2 SW2 W < Q O 1 - wz swz �_IW24 - - 1 - p - - W Q 6. BOLT-ON DECK BOLT-ON DECK 56. I J W J PER MFR BOLT-ON DECK 2 BOLT-ON DECK PER MFR \ / PER MFR 55 PER MFR :5Z LL Z Q fqV'' u u Lv u Z Z Z u — .. M H O U Q H SHEET: ` - - - - - � S2.4-M THIRD FLOOR FRAMING PLAN © KEY PLAN 1 SCALE: 1/8"=V-0" in =9NTS 5'4" 0 5'4" 10'-0" Ohl TYPICAL ROOF FRAMING PLAN NOTES: 1. WALLS SHOWN ON ROOF FRAMING PLAN ARE WALLS BELOW ROOF FRAMING. 2.BEAMS SHOWN ON ROOF FRAMI NG PLAN SHALL BE ABOVE DOUBLE TOP PLATE UNLESS USED AS A DOOR OR ENGINEERING WINDOW HEADER. 250 4TH AVE. S., SUITE 200 3.ROOF SHEATHING SHALL BE 1/2"PLY OR 7/16 OSB WITH 8d COMMON NAILS SPACED AT 6"OC AT ALL EDMOND 5HINGTON 020 DIAPHRAGM BOUNDARIES,PANEL EDGES,SHEAR WALLS,COLLECTOR TRUSSES,AND BLOCKING OR TRUSS PHONEE (425) 778-8500 BLOCKING PANELS INDICATED ON PLANS.NAILING AT INTERMEDIATE FRAMING SHALL BE 8d COMMON NAILS @ FAX (425) 778-5536 12"OC.REFER TO DETAIL 2/S5.1 FOR SHEATHING LAYOUT AND NAILING. 4.HEADERS AT EXTERIOR BEARING AND NON-BEARING WALLS SHALL BE 4x8 DF#2 UNO WHERE MAXIMUM SPAN= 6'-6". 5.DOOR HEADERS AT INTERIOR BEARING WALLS SHALL BE 46 DF#2 LINO MAXIMUM SPAN=4"0". C,tlEVY Cp. wAsq�``99S'cA 6.REFER TO DETAIL 3/S5.1 FOR CONSTRUCTION OF MULTIPLE STUD COLUMNS. 7. ACi p t: ll' INDICATES COLUMN BELOW AND BEAM SHALL BE CONTINUED OVER COLUMN,TIP. le S.ALL DIAPHRAGMS UNBLOCKED UNO. 2 25 9. HATCHED AREAS INDICATE ROOF OVER-FRAMING APPLIED ABOVE PLYWOOD SHEATHING.REFER TO `rjONAL D* ARCH DRAWINGS FOR FULL EXTENT OF CRICKETS. 08109119 10.COLUMNS AND BEARING WALLS SHOWN ON PLAN SHALL BE CONTINUED DOWN TO THE FOUNDATION UNLESS CARRIED BY A BEAM BELOW. 11.ROOF TRUSSES SHALL BE PRE-ENGINEERED BY OTHERS AND SPACED AT 24"OC,TYP. 12.ATTACH ALL ROOF TRUSSES TO SUPPORTS WITH SIMPSON H2.5A HURRICANE TIES.TRUSSES SHALL HAVE A MIN OF(2)HURRICANE TIES,ONE AT EACH END 13.ALIGN(2)STUDS MIN BELOW ENDS OF GIRDER TRUSSES LINO ON PLANS. 14.TRUSSES MARKED"DRAG TRUSS"SHALL BE DESIGNED FOR A SERVICE LEVEL SEISMIC LOAD OF 310 PLF. 15.ROOF TRUSSES SHALL BE DESIGNED FOR CONCENTRATED LOADS WHERE MEP SYSTEMS SUCH AS AIR HANDLER rJr OR CONDENSER UNITS ARE SHOWN ON MEP PLANS.VERIFY SIZE,WEIGHT,AND LOCATION OF UNITS W/MEP F DRAWINGS. Z ca 16.ALL COLUMNS NOT OTHERWISE CALLED OUT SHALL BE Cl.SEE COLUMN SCHEDULE. j a H^ a' � 1 2 3 4 5 6 ] TYPICAL HEADER SUPPORTS(UNO) o d 17-63/4" 174" 16'-0" 16'1" 171" IT-6 7/16" FRAMING EXTERIOR INTERIOR INTERIORLEVEL (RO>3'-C) (RO 53'4") 'a, ROOF (1)FULL HT (1)FULL HT (1)FULL HT a,+(1)CRIPPLE +(1I CRIPPLE (1)CRIPPLE o O EXTERIOR GRADE (1)FULL HT (1)FULL HT (1)FULL HT00 0 H 31/8"x131/2"GLB 4 3RD +(1)CRIPPLE (1)CRIPPLE +(1)CRIPPLE -TT L � � 6. Y (1)FULL HT (1)FULL HT (1)FULL HT v C6 C6 2ND (2)CRIPPLE +())CRIPPLE +(1)CRIPPLE 1 NOTES: 6. 6. 1.THE COLUMNSLISTED IN THE TABLE ABOVE SHALL BE PLACED IMMEDIATELY DESIGN: RMK `6_ _ _ BELOW THE"FRAMING LEVEL"INDICATED. DRAWN: JEG 2.HEADER SUPPORTS SHALL HAVE THE SAME GRADE OF LUMBER AS THE WALL IN WHICH THEY ARE LOCATED. CHECK: JGG E c ` L 3.REFER TO TYPICAL ROOF PLAN NOTES FOR TYPICAL BEARING WALL HEADERS NOT SPECIFICALLY CALLED OUT ON THE PLANS. JOB NO: 18386.10 SW23 DATE: 08/09/19 3 TYPICAL FRAMING SCHEDULE a 56. SW2 BEARING WALLS FRAMING 4 7 LEVEL EXTERIOR INTERIOR 2x6 INTERIOR IIOR PARTY WALLS T 2x6 DF STUD 2x6 DF STUD 2x4 DF STUD 2x4 DF STUD 3 2 ROOF @ 16"OC @ 16"OC @ 16"OC EA FACE @ 16"OC 6. r 2x6 DF STUD 2x6 DF STUD 2x4 DF STUD 2x4 DF STUD 3RD LLI @ 16"OC @ 16"OC @ 16"OC EA FACE @ 16"OC z 2x6 DF STUD 2x6 DF STUD 2x4 DF#1 2x4 DF STUD 5 „3i 2ND @ 16"OC @ 16,OC @ 16"OC EA FACE @ 16"OC LLI 56.1 8 6.1 a - GIRDER NOTES: GIRDER S1 GIRDER 1.THE WALLS LISTED IN THE TABLE ABOVE SHALL BE PLACED IMMEDIATELY \ 3 C2 L3 GIRD C� (ti 3 BELOW THE"FRAMING LEVEL"INDICATED. = Z 4 2.NON BEARING WALLS SHALL BE 2x4 OR 2x6 DF STUD GRADE AT 16"OC UNO. 56. 6 r J 6 UPPER 6 FLAG NOTES: M 56. 56. R11 N C - - - - - - - - - - SIDE.COORDINATE LOCAIONE&ALL OTHER REQUIREMENTS W/BOLTALCONY,TYP.CONNECT COL TOT-ON D OP&C K MFOT R. W/A35 CLIPS EA o� N LOWER 3fil 1 co cn = BMS EMS Zc_ SW3 SW BM 2 i 5 3 SW3 _ - EL Q L SW3 SW3 zrnNW3 2 - - 0 - W Q BOLT-ON DECK PER MFR 6. BOLT-ON DECK 9 BOLT-ON DECK BOLT-ON DECK 6. \ J Q Z PER MFR 6- PER MFR PER MFR � Z o u Lj p " LL_ u H Z N J L11-R.7 1 O ULd ^ Q y l SHEET: S2.5-M ROOF FRAMING PLAN © KEY PLAN NTS 5'-0" 0 5'-0" 10'-0' C 4�M ENGINEERING SHEAR WALL SCHEDULE (DF) BEAM SCHEDULE 250 4TH AVE. S., SUITE 200 SILL PLATE MARK BEAM REMARKS HANGER AS REQ'D EDMONDS, WASHINGTON 98020 MIN.FRAMING AT SHEAR WALL RIM JOIST OR SILL PLATE ANCHOR SHEAR PHONE (425) 778-8500 TYPE APA RATED ADJOINING PANEL NAILING BLOCK CONN TO NAILING TO BOLT TO SLAB OR FOUNDATION CAPACITV FAX 425 778-5536 SHEATHING RIM/BLKG. SILL PLATE SIZE BM3 4x6 OF#2 - HU46 MAX ( ) EDGES(SEE NOTE 5) AT PANEL EDGES TOP PLATE BELOW FOUNDATION (PLF) BM2 4x8 OF#2 - HU48 MAX SW6 15/32" 2x STUD 0.148"0 x 2 1/4" LTP4 OR A35 0.131"0 x 3 1/4" 3/4"0 AB ONE SIDE AND BLKG @ 6"OC @ 24"OC @ 5"OC @ 5'-0"OC 2x 310 BM3 4x10 OF#2 - HU410 MAX 15/32" (2)2x STUD AND 0.148"0 x 2 1/4" LTP4 OR A35 0.131"0 x 3 1/4" 3/4"0 AB BM4 3 1/2"x 9 1/4"PSL SEE NOTE 5 HU410 MAX SW4 ONE SIDE 2x FLAT BLKG @ 4"OC @ 16"OC @ 3"OC @ 4'-3"OC 2x 460 BM5 5 1/4"x 9 1/4"PSL SEE NOTE 5 HHUS5.50/10 G VY Cp. 15/32" (2)2x STUD AND 0.148"0 x 2 1/4" LTP4 OR A35 0.131"0 x 3 1/4" 3/4"0 AB V. of WAS S� SW3 2x 600 BM6 7'x91/4"PSL SEE NOTES HGU57.25/10 F /�"�4- $1/n- ONESIDE 2x FLAT BLKG @ 3"OC @ 12'OC @ 2.5"OC @ 3'-4"OC v c 15/32" 3x STUD AND 0.148"0 x 2 1/4" LTP4 OR A35 0.131"0 x 3 1/4" 3/4"0 AB BM7 4x12 OF#2 - HU412 MAX SW2 ONE SIDE 2x FLAT BLKG @ 2"OC @ 10"OC @ 2"OC @ 2'-6"OC 2x 770 BM8 31/2"x 111/4"PSL SEE NOTE 5 HHUS410 L151 25W4 15/32"BOTH (2)2x STUD 0.148"0 x 2 1/4" LTP4 OR A35 0.131"0 x 3 1/4" 3/4"0 AB BM9 5 1/4"x 111/4"PSL SEE NOTE 5 HUCQ612-SDS �S SIDES AND BLKG @ 4"OC @ 8"OC @ 1.S"OC @ 2'-0"OC 2x 920 SjONAL 15/32"BOTH 3x STUD 0.148"0 x 2 1/4" LTP4 OR A35 0.162"0 x 3 1/2" 3/4"0 AB BM10 7"x 111/4"PSL SEE NOTE 5 HGUS7.25/12 25W3 SIDES AND BLKG @ 3"OC @ 6"OC @ 2"OC @ 1'-6"OC 2x 1200 BM11 3 1/2"x 14"PSL - HGU5414 OBI 09119 2SW 2 15/32"BOTH 3x STUD 0.148"0 x 2 1/4" LTP4 OR A35 0.162"0 x 3 1/4" 3/4"0 AB BM12 5 1/4"x 14"PSL - HGUS5.50/14 SIDES AND BLKG @ 2.OC @ 5"OC @ 1.5,OC @ 1'-3"OC 2x 1540 BM13 6x10 OF#2 - HUCQ610-SD5 NOTES: 1.REFER TO THE TYPICAL SHEAR WALL DETAIL. BM14 31/2"x 18"PSL - HGUS418 2.THE VALUES IN THIS TABLE ARE APPROPRIATE FOR DF GRADE STUDS AND OF GRADE PLATES&RIM/BLOCKING. NOTES: 3.NAILS AT ADJOINING PANEL EDGES SHALL BE STAGGERED EACH SIDE OF THE COMMON JOINT. 1.REFER TO THE LATEST SIMPSON STRONG-TIE CATALOG FOR HANGER INSTALLATION INFORMATION. 4.WHERE PANELS ARE APPLIED ON BOTH FACES OF A WALL,PANELJOINTS SHALL BE OFFSET TO FALL ON DIFFERENT FRAMING MEMBERS,OR FRAMING SHALL 2.REFER TO FRAMING PLANS AND NOTES FOR SUPPORTS AT BEAM ENDS. BE 3x AT ADJOINING PANEL EDGES AND NAILS SHALL BE STAGGERED. 3.ALL BEAMS EXPOSED TO WEATHER OR IN CONTACT WITH CONCRETE OR MASONRY SHALL BE 5.WHERE TABLE SPECIFIES(2)2x FRAMING,CONNECT(2)2x STUDS AND BLOCKING AS FOLLOWS:SW4=(2)0.131"0 @ 4"O.C.,SW3=(2)0.131"0 @ 3"OC. PRESSURE TREATED. 6.NOTE THAT 3x FRAMING MAY BE USED IN LIEU OF(2)2x FRAMING SPECIFIED IN TABLE. 4.REFER TO PLAN NOTES FOR BEAMS&HEADERS AT BEARING LOCATIONS THAT ARE NOT CALLED 7.INTERMEDIATE FRAMING TO BE WITH 2x NOMINAL MEMBERS(MIN)U.N.O.FIELD NAILING 12"O.C.MAXIMUM. OUT a 8.AT ALL 3/4"0 SILL PLATE ANCHOR BOLTS,INSTALL 1/4"x 3"x 3"PLATE WASHERS.EDGE OF PLATE WASHER SHALL BE WITHIN 1/2"OF SHEATHED EDGE.FOR 5.IF BEAM DEPTH SHOWN IS NOT AVAILABLE IN STOCK,THE SUPPLIER SHALL RIP BEAMS TO EXACT DOUBLE SIDED SHEAR WALLS,USE WIDER PLATE WASHERS AS REQUIRED TO MEETTHIS REQUIREMENT. DEPTH PRIOR TO SHIPMENT. 9.PROVIDE A MINIMUM OF 7"EMBEDMENT FOR A.B.INTO FOUNDATION OR STEM WALL. Z 10.PROVIDE A MINIMUM OF(1)ANCHOR BOLT WITHIN 12"OF EACH WALL END. a N o H cl � rn w w o a am ti w0, H m ao COLUMN SCHEDULE o HOLDOWN SCHEDULE (DF) MARK COLUMN SIZE COLUMN SIZE REMARKS 2x4 WALL 2x6 WALL a MARK TYPE MIN CHORD STUD NAILS OR BOLTS ANCHOR BOLT CAPACITY(LB) Cl (2)2x4 (2)2x6 SEE NOTE 2 7 SIZE (SEE NOTE 4) C2 (3)2x4 (3)2x6 SEE NOTE 2 Ol MST37 (2)2x (11)16d EA END - 2,710 C3 (4)2x4 (4)2x6 SEE NOTE 2 DESIGN: RMK O2 MST60 (2)2x (23)16d EA END - 6,235 C4 46 DF#2 4x6 DF#2 - DRAWN: J EG O3 MST72 (2)2x (31)SDS 1/4"x 21/2"SCREWS - 6,730 C5 4x8 DF#2 6x6 DF#2 CHECK: JGG ® HDUS (2)2x (14)SDS 1/4"x 2 1/2"SCREWS 5/8"0 4,065 C6 4110 DF#2 6x8 DF#2 - JOB NO: 18386.10 < HDUS 4x OF (20)SDS 1/4"x 21/2"SCREWS 7/8"0 6,970 C7 6x10 DF#2 6x10 DF#2 - © HOUll 4x OF (30)SDS 1/4"x 21/2"SCREWS 1"0 9,535 C8 (3)11/2"x 5 1/2"ESE - DATE: 08/O9/19 C9 5 1/8"x 6"GLB - O7 HDIJ14 6x OF (36)SDS 1/4"x 21/2"SCREWS 1"0 14,445 C10 5 1/8"x 7 1/2"GLB - HDU19 1 6x OF 1 (5)1"0 THRU BOLTS 11/4"0 19,070 Cll H555x5x5/16 I H555x5x5/16 NOTES: NOTES: 1.REFER TO THE LATEST SIMPSON STRONG-TIE CATALOG FOR ADDITIONAL INSTALLATION REQUIREMENTS. 1.REFER TO THE LATEST SIMPSON STRONG-TIE CATALOG FOR PRE-FABRICATED 2.REFER TO DETAIL 8/55.1 FOR INSTALLATION OF MST TYPE FLOOR TO FLOOR STRAPS.REFER TO DETAIL CONNECTION INSTALLATION REQUIREMENTS. 8/55.2 FOR CONNECTION OF STRAP TO BEAM BELOW. 2.MULTIPLE STUD COLUMNS SHALL USE GRADE OF STUD INDICATED ON WALL 3.REFER TO DETAIL 7/55.2 FOR INSTALLATION OF ROD TYPE FLOOR TO FLOOR HOEDOWNS.REFER TO FRAMING SCHEDULE.REFER TO TYPICAL DETAILS FOR FABRICATION OF MULTIPLE DETAIL 9/55.2 FOR CONNECTION OF ROD HOEDOWN TO WOOD BEAM BELOW. STUD COLUMNS. 4.WHERE APPLICABLE,REFER TO 57.1 FOR HOEDOWNS AT STEEL BEAMS. 3.CONTRACTOR TO PROVIDE BLOCKING EQUAL TO COLUMN DIMENSIONS AT JOIST W 5.INSTALL HDU TYPE HOLDOWNS AT FOUNDATION OR SLAB PER DETAIL 8/54.1. SPACE BELOW ALL COLUMNS. Z 6.AT ALL HOEDOWN CHORDS,PROVIDE PANEL EDGE NAILING PER SHEAR WALL SCHEDULE. W a � M � N JOIST SCHEDULE N FOOTING SCHEDULE MARK JOIST SPACING REMARKS N 00 0) MARK FOOTING SIZE REINFORCING COMMENTS FJl 2x10 OF#2 16"OC SEE NOTE Q Q FS` V-6"x V-0"DEEP x CONTINUOUS (3)#5 CONTINUOUS SEE NOTE 2 F12 2x10 OF#2 12"OC SEE NOTE 2 CL W �:: v/ FJ3 2x12 OF#1 16"OC SEE NOTE 2 Lv Ld F2 1 2'-0"x 2'-0"x l'-O"DEEP (3)#5 EACH WAY BOTTOM - J J F14 2x12 OF#1 12"OC SEE NOTE 2 Q I.- Z F3 3'-0"x T-O"x 1'-0"DEEP (4)#5 EACH WAY BOTTOM - DJ3 2x6 HF#2 16"OC SEE NOTE 2 Z N 0 0 F4; 4'-0".4'-0"x 1'-0"DEEP (5)#5 EACH WAY BOTTOM _ D12 2x8 HF#2 16"OC SEE NOTE 2 LLL, (-'� w D13 2xl2 HF#2 16"OC SEE NOTE 2 F__ Z Z = F5 5'-0"x 5-0"x 1'-2"DEEP (6)#5 EACH WAY BOTTOM - RJl 2x12 HF#2 24"OC SEE NOTE 2 w F6 6'-0"x 6'-0"x V-4"DEEP (7)#5 EACH WAY BOTTOM R12 13/4"x 111/4"EVIL 24"OC SEE NOTE 2 (, Q N H REFER TO RETAINING REFERTO RETAINING NOTES: RW WALL SCHEDULE WALLSCHEDULE WHERE APPLICABLE 1.FOR JOIST HANGERS REFER TO THE LATEST SIMPSON STRONG-TIE CATALOG FOR ALL INSTALLATION REQUIREMENTS.USE MAX NAILING ONO. NOTES: 2.TIMBER JOISTS FRAMING INTO WOOD BEAMS OR RIMS SHALL USE LUS OR HU SERIES 1.ALL FOOTINGS SHALL BEAR ON FIRM,UNDISTURBED NATIVE SOIL OR COMPACTED STRUCTURAL FILL FACE MOUNT HANGERS.TIMBER JOISTS FRAMING INTO STEEL BEAMS SHALL USE PER GEOTECHNICAL ENGINEERING REPORT. LBV SERIES TOP FLANGE HANGERS. 2.REINFORCEMENT SHALL BE CONTINUED FROM CONTINUOUS FOOTINGS THRU SPREAD FOOTINGS WHERE APPLICABLE. ^^.1-M CORNER BARS x�Q IN ALL AREAS WITH EXPOSED C CON/FLOORS,EDGE SLAB ENGINEERING ''A" MAY BE SUBSTITUTED FOR ALL 4PASS ON GRADE 90°HOOKED BARS WITH LJOI MAX WITH IUSSEA AND FILLJOINT WITH SEALANT T CENTER d ° AT TOP AND 250 4TH AVE. S., SUITE 200 • �� °°4 PROVIDES/8"0x2'-0" HALL NOT EDMONDS, WASHINGTON 98020 SMOOTH SLIP DOWEL BARS OINT PHONE (425) 778-8500 AT 12"OC,TYP UNO FAX (425) 778-5536 STD 90'HOOKTYP UNO T/2 UNO,VERT CORNER BARS SHALL BE TRENCH EXCAVATION 1.5 H LAP SPLICE SAME SIZE TABULATED FOR MIN PARALLELTO FTG MIN TYP WALL REINF FOR THICKER WALL d p "A"=SPLICE LENGTH GREASETHIS j - d _ 4 d GAF WAsg"9S HALF OF BAR /� SLEEVES TO CLEAR p•$ •4 % 1�-6�� PIPE 1"ALLSIDES - - NO PIPES ALLOWED IN v TYPICAL CONSTRUCTION JOINT //j MIN _ - ° THIS REGION.LOWER FTGS AS REQ'D F o ° SEE NOTES,DETAILS,OR PLANS FOR (1)#5 VERT REQ'D REINF.ALL BARSTO BE CONT d E a \ u d OR SPLICED PER STRUCTURAL NOTES SAWCUT JOINT FL ORS FIAS WITH CONC SLAB ON GRADE TOF `SjONAL EXPOSED CONC.FLOORS,FILL JOINT PIPE 4 - z WITH SEALANT.IN LIEU OF SAWCUT STD 180°HOOK JOINTS CONTRACTOR MAY USE ZIP ° v /�/9 4 HORIZ CORNER BARS OF SIZE STRIP PLACED WITH SLAB SLAB REINF AT BOF - "-__ BENT BARS TO MATCH AND SPACING RI MATCH °d CENTER OF SLAB OR &LAP FOOTING (2)#5 VERT d REINF OF THINNER WALL v AT TOP AND BOT Z m ° d ® = /\ BOTTOM REINF LOWER BOF ° d AS REQ'D z ° \ UNDISTURBED EARTH OR _ COMPACTED FILL PER d i • ° - ° 4 a X—X�-X X—x—X ° " STRUCTURAL NOTES 4 PIPE TRENCH EXCAVATION PARALLEL 9"MIN III-III- 3"CLR TO FOOTING IS NOT ALLOWED TYP TYP PLACE VERT REINF OUTSIDE EXCEPT BELOW THIS LINE.STEP FTG AS T AS OTHERWISE NOTED OR SHOWN A TYPICAL CONTRACTION JOINT REQUIRED FOR THIS CONDITION T=FTG THICKNESS PER PLAN, SCHED,AND DETAILS �F TYPICAL CONCRETE WALL REINFORCING DETAIL � TYPICAL SLAB ON GRADE DETAILS � TYPICAL PIPE PENETRATION AT WALLS AND FOOTINGS � TYPICAL STEPPED WALL FOOTING F � SCALE. NTS L SCALE: 1"=1'0" J SCALE: 1/2"=1'-0" Y SCALE: 1/2"= z0 m la N NOTE: SILL PLANDABDIA ~ RAISE STEM WALL AS REQ'D AT PERIMETER AREAS AND SPACING PER O WHERE NEEDED DUE TO CIVIL GRADES. SHEAR WALL SCHED wCl w (2)#5 CONT TOP STUD WALL PER PROVIDE BLOCK OUT p, FRAMING PLAN NOTES AT DOOR OPENINGS SHEATHING PER SHEAR w\ WALL SCHED SHEATHING AND NAILING STUD WALL PER NOTE: F pl SLAB ON GRADE AND FRAMING PLAN NOTES WHERE CONCRETE WALL WITH HT>3'-0" Q O PER PLAN AND SHEAR SUBGRADE PER 00 WALL SCHEDULE AT PLAN CHORD 512E PER EXISTS,ROD MAY EXTEND 24"MIN INTO SHEAR WALL PER mo 4"0 PERFORATED PVC PIPE PER HOEDOWN SCHED WALL W/NUT&WASHER AS SHOWN PLAN AND SCHED LOCAL CODES WITH 6"OF 1" z #5 @ 15"OC EA WAY 1' MINUS GRAVEL ALL AROUND, PAVING OR FINISHED CENTERED IN WALL COUNTERSINK 1 WRAPPED IN NON-WOVEN y HOEDOWN PER PLAN ADDITIONAL END GE FABRIC.SLOPE TO GRADE PER ARCH AB PER SHEAR WALL SCHED AND SCHED,WHERE STUD AS REQ'D DRAWINGS OR STRUCTURAL NOTES APPLICABLE DRAIN 1/8"PER 1'-0"MIN.TURN • • X—X AB PER SHEAR WALL DESIGN: RMK DOWN PERFORATIONS AS SHOWN '° ` 1 rr, PT SILL PL SCHED OR THREADED ROD AS REQ'D HOEDOWN PER PLAN °d e o °e Oo bb STRUCTURAL NOTES THREADED ROD AS REQ'D FOR HOLDOWN W/NUT AND SCHED DRAWN:cp JEG �o on ° SLAB ON GRADE AND FOR HOEDOWN W/NUT AND WASHER AT BASE. Ro 4O 00 0°°O o�° SUBGRADE PER PLAN AND WASHER AT BASE EXTEND ROD INNTO NGOCHECK: JGG z 00 0 111 34. JOB NO: 18386.10 0 O 0 0 °ao oX 4X—X 4�X Z+�pc— —X—X—X dC X -4•X�- iX X—.ac TOP OF FTGDATE: 08�09�19 d Q 00 � - on °`a � o0 00 � I d °O dO 0oo ° - - d II O o0 0 0 1�4 .III-iTi L�4 ° LL FTGS 1 AT SHEAR WALL FTGS I' LINE OF MAX EXCAVATION. / -1I-1I-III: FOOTING / _ `� - -III - PROVIDE TOP REINF PROVIDE TOP REINF IF SOIL IS OVER EXCAVATED, /�1 DRAIN / 8 m ^'u 1 TO MATCH BOT REINF TO MATCH BOT REINF - 4 d 4 I REPLACE WITH LEAN MIX /� ) 1 ° 11 44 CONCRETE.J , / ALT HOOK AS SIZE AND REINF REINF PER PLAN I d 4 ° SIZE&REINF MAXIMUM //A SIZE&REINF AND SCHED - SHOWN J SLOPE PER PLAN&SCHED PER PLAN AND SCHED °- a FIRM BEARING SOIL OR PER PLAN&SCHED COMPACTED STRUCTURAL FILL W I.SINGLE WALL II.PARTY WALL m� Z TYPICAL FOOTING DRAIN TYPICAL STEM WALL DETAIL CONTINUOUS FOOTING DETAIL HOLDOWN DETAIL L� (� 'J 8 SCALE: 1"=1'-0" a 5 SCALE: 1"=1'-0" v SCALE:PIA, 1' HOEDOWN&CHORD PER PLAN AND SCHED = v (WHERE APPLICABLE) GAP PER SHEATHING AND ARCH ~ J SILL PL,AB DIA AND NAILI NG PER PLAN AND Q SPACING PER SHEAR SJHEED STUD WALL PER WALL SCHED FRAMING PLAN NOTES COL PER PLAN �[ M AND SCHED .6 N W SLAB ON GRADE AND EER (2)#4 TOP SUBGRADE PER CH 8"x 8"CONCRETE SIMPSON ABU POST BASE. 00 Q PROVIDE BLOCKOUT CONTRACTOR HASTHE Y W 0) FOUNDATION PLAN AT DOOR OPENINGS PLINTH EQ SPACED OPTION TO USE SIMPSON Ln SLAB ON TIES EQ SPACED ADE AND TITEN HD ANCHORS. •I • —q�C - —�#( EA S BGRADER PER PLAN PAVING OR FINISHED CL ~ Q 11 ACE _(4)#4 HOOKED L�J GRADE PER ARCH _ 4 IL ___R _____I _ z • - • 4-X X—X Bo DOWELS DRAWINGS _j -- Q Z O4 d a oO° 099 dJ O opg ° 6" Q o BOO - - - ` a_.• °oo°0 N 0 O ° z1-� � � ZO 0O O D °� p LLI Z 0000 o 0 O 0 O - REINF PER PLAN Z Z 0 /'�0 FOOTING&REINFORCEMENT _ p O o o O ° 00� PER PLAN.PROVIDE DOWELS O O °O°o a o AND SCHEDULE Z N J w O o 0 EPDXIED INTO STEM WALL o 0 °OO W ^ 0 o O O o0 - - TO MATCH LONGITUDINAL O O OO o0 • °• d U Q L.L H O O oOO11 o 0 •, d j a_ • BARS W/5"EMBED a• ° - - / NE: FOOTING FOROT INFORMATION NOT DRAIN / Id / SPECIFICALLY CALLED OUT // REFER TO DETAIL 6. SIZE&REINF PER PLAN AND SCHEDULE SIZE AND REINF PER PLAN AND SCHED PER PLAN&SCHED /� 1 A A EXTERIOR FTG AT INTERIOR FTG INTERSECTION STEM WALL DETAIL AT BRICK VENEER i ISOLATED COLUMN FOOTING S4. 1—I V 9 SCALE: 1"=1'-0" O SCALE: 1"=1'-0" SCALE: 1"=1'-0" C I�M STUD WALL PER PLAN ENGINEERING (WHERE APPLICABLE) GYPCRETE TOPPING PER ARCH 250 4TH AVE. S., SUITE 200 30" #4 DOWELS @ 2x LEDGER W/3/4"01-BOLTS @ 32"OC EDMONDS,(425)WASH GTON 0 020 1'-6"OC AND WITHIN 12"OF EA END(EMBED 6"). PHONE (425) 778-8500 FAX (425) 778-5536 IS LEDGER AT CROSS BEAMS. CONCRETE SLAB ON GRADE DO NOT OVER-DRILL HOLES. AND SUBGRADE PER FLOOR SHEATHING PER PLAN NOTES k GEOTECH REPORT CONCRETE PLINTH .41 // I PER ARCH W/#4 .I X TIES @ 6"OC I• y VY G C WAS (2)#5 BARS 17 /n COLUMN AND BASE PL I l 1 1'-0" FLOOR JOIST s PER PLAN AND SCHED I BACKFILL W/FREE MIN PER PLAN -II ' j O ynp5 1 2X BLOCKING@ L DRAINING MATERIAL mo' i DIAMOND SHAPED BLOCK ONAL S`YI 4f'�4ti 11/2" 24 OC t� I d I' OUT.GROUT SOLID AFTER b} CUR #4 @ 10"OC HORIZ EA FACE o I SETTING COLUMN 08109119 OF WALL(#5 @ 15"OC c SLAB ON GRADE OR "S"BARS FOR 4'&6'WALLS) a ASPHALT PAVING PER a EDGE BLOCK OUT WITH t+ NOTE: FOUNDATION PLAN I 1/8"MAX RADIUS AND FILL �% #4 VERT @ 12"OC I JOINT WITH SEALANT TYPICAL FTG �oPo OUTSIDE FACE(NOT REQ'D WALLS WITH 4'AND 6'MAX RETAINED HEIGHT �"rT� DRAIN FOR 4'&6'WALLS) LISTED IN SCHEDULE HAVE ONE LAYER OF a. REINFORCING CENTERED IN THE WALL. X—X— X -.I —X—X—X a X •�o p Q SLAB-ON-GRADE ALTERNATE HOOK DIRECTION INTO FOOTING 2"CUR TO - 00 00 p• PER PLAN NOTES EVERY OTHER BAR. °p a - ° ° °0 0 0 BASE PLATE ^� �'° ro IIIIII o° o° —X—X—X d z a,.II aii \o o 1ii 111 0°oo�o - RETAINING WALL SCHEDULE �� • WALL GEOMETRY WALL REINFORCING ° W - rc ry ua ° o • • = MAX "T" "B" "t" "D" "S"BARS "F"BARS z z "H" O m ^u - - _ 5 4'-0" 0'-8" 0'-8" 8" 12" #5 @ 15"OC t NOT REQ'D Ia � -III-III-I -I I- "F"BARS m" 6'-0" 1'-0" V-10" 8" 12" #5 @ 12"OC E #5 @ 15" SIZE&REINF U "S"BARS #5 @ 12"OC 8'-0" 1'-6" 2'-10" 10" 14" #5 @ 10"OC #5 @ 15" PER PLAN&SCHED w w � a 1'-6" 3'-4" 30" 14" #5 @ 8"OC #5 @ 10" Ol BUILDING RETAINING WALL SECTION ISOLATED FOOTING DETAIL 1 SCALE: 3/4"-1'0" SCALE: 1"=1'0" 00 Y lr Q DESIGN: RMK DRAWN: JEG CHECK: JGG JOB NO: 18386.10 DATE: 08/09/19 W z L LJ a H J M Q �S N w Y N rn M Q Q Z a_ w3 O_ a LLI z N o w 0 U Z F- z Z Z w n � O U Q L� S4.2-M NOTE: 2x OR 3x BLOCKING ONLY STAGGER SHEATHING AS SHOWN. IF BLOCKED DIAPHRAGM o FOR 2x4 STUDS,PROVIDE SINGLE ENGINEERING (IBC TABLE 2306.3.1,CASE 1 OR 3) 15 SPECIFIED w ROW OF NAILS STAGGERED EASIDE FRAMING MEMBERS W/ '-a\z WITH 11/2"EDGE DISTANCE.FOR 250 4TH AVE. S., SUITE 200 INTERMEDIATE SPACING PER PLAN ..F 2x6 STUDS,PROVIDE(2)ROWS OF EDMONDS, WASHINGTON 98020 FRAMING MEMBERS ^'o NAILS SPACED AT 21/2"W/11/2" PHONE (425) 778-8500 STAGGER NAILS ON EA SIDE PANELHIINIG EDGE DISTANCE FAX (425) 778-5536 OF PANELJOINT AS REQUIRED PER SHEAR WALL SCHED PANEL EDGE NAILING ADJACENT NAILS IN A 9"OC MAX SPACING BETWEEN PER SHEAR WALL - - - ROW ARE TO BE ADJACENT NAILS IN A ROW _ SCHEDULE,TYP CONTINUOUS ------ PANEL EDGES DRIVEN FROM ----------------------------- -n-------n— — ------I-I-------I-I-------I-I-------n-----rn II OPPOSITE SIDES,TYP I•I I•I I'I I'I I'I I•I I I•I PANEL EDGE NAILING INTO O�VY C, I I I I I I I I I I I I III HOEDOWN CHORDS,TYP I I of WAsg"9S I I I I I I I I I I I I III INTERMEDIATE — — — — — HEADER PER PLAN I I I I I I I I I I I I III NAILING @ 12"OC I•I I•I I•I I•I I•I I•I I I. I •I I I I I I I I I I I I I I I I I 0.131"0 x 3"NAILS,TYP O ynys I I I I ICRIPPE STUDS PER PLAN;L DO NOT CUT I•I I I I I I I FRAMING AT ADJOINING I I SHEATHING PER PLAN AND I I II it I IIS`SjONAL IIII I II •• I A iI II•II I IIII•IIIII IIII•IIII II, I IIII•IIII PANEL EDGESPER SHEAR IIII III IIII II•IIII SHEAR WALL SCHEDULE OAWAY MATERI WALL SCHED FRM CRIPPLE STUDS PANELEDGES I I _ I lip_ I I I (5)STUDS MA X TO 08109119 DHOEDOWN CHORD PER BE USE FOR LTSCHEDULE.REFER TO BUI -UPCOLUMNS FULL-HEIGHT I• TYPICAL BUILT-UP HOEDOWN CHORDII I•I II II II I I III II , , I, COLUMN DETAIL I I•I I I I I I I�I I I H______H H_____ -7r------ '--'--' TYPICAL FLOOR ROOF SHEATHING DETAIL !� TYPICAL BUILT-UP STUD COLUMN DETAIL I I I I I •� 1 I I I,1 I,I ADDITIONAL END STUD SCALE: NTS I I I•I I•I I, I I•I I•I I I I I I I I I I I I I IF REQUIRED TO IIII I j I I I,•I I I I I I I I I PROVIDE I•I I I I I I I I I I I COUNTERSINK FOR IIII I I I I •I I I I I I I I I HOEDOWN BOLTS J I I I•I I•I I, I I•I TYP DOUBLE 1•I I I I I J I I I I I I I I HOEDOWN ANCHORAGE TOP PLATE PER PLAN AND SCHEDULE z AB W/SIMPSON BP I I 11 I I I I I I 2 1/4"END (2)0.131"0 x 3"NAILS @ 9"OC O m I I •I I I I I I I I I DISTANCE,TYP 1/2"TO ELSEWHERE W/11/2"EDGE DISTANCE PL WASHER,TYP I•I I,I I,I I I I,I I,I a � I I I I I•I I I I (2)ROWS OF(8)0.131"0 x 3" - I I I I I I SIMPSON CNW COUPLER SHEATHED EDGE PLATE 3"OC SIMPSON A35 - I I NAILS @ 3"OC EA SIDE OF SPLICE U NUT W/SIZE TO MATCH WASHER SPACING (ONLY REQUIRED m m I I I I I I I PERSHEAR AT EXTERIOR a I I I I HOEDOWN ANCHORAGE PT SILL PL PER I•I I,•I A ,I I I ;I ;I WALL SCHED HEADERS GREATER SHEAR WALLSCHED I I I I•I I I I I THAN 6'SPAN) 11 II PANEL EDGE NAILING JI< ai -1L---_--i�--_---i PER SHEAR WALL SCHED II TOP CHORD w\ LI- _' SPLICE AT LOCATIONS WHERE IT IS NOT POSSIBLE BOTTOM 6 0.131"0 x 3" ~ = li TO INSTALL THE SPECIFIED 0.131"O SPLICE CHORD O Q O II II II I I I I I CONTINUE HOEDOWN CHORD I-I °� NAILS,THE CONTRACTOR SHALL INSTALL SPLICE NAILS o m yy I I I I I I TO FOUNDATION SIMPSON CSC20 STRAPS EA SIDE OF WALL O 1L_ _1L______lI AT SPLICE.INSTALL EA STRAP W/(12)10d Y - AT EA END.WHERE BOTH PLATES ARE BEAM OR HEADER PER SECTION A-A TYPICAL STUDS 1 A CONCRETE FOOTING = — = — = CUT,INSTALL C520 STRAPS AT EA PLATE PLAN AND NOTES OR P/T SLAB PER PLAN AND SHEAR I SCALE:1 1/2"=1'-0" AND EA SIDE OF THE WALL. WALL SCHEDULE,TYP RIM BOARD \ DESIGN: RMK OR BLOCKING /l L 6'-0"MIN BETWEEN SPLICES NAILING PER TYP NOTES: (� CONCRETE STEM WALL � BUILT-UP STUD DRAWN: JEG 1. REFERTO STRUCTURALNOTES FOR ADDITIONAL INFORMATION. SPLICES TO OCCUR AT COLUMN DETAIL 2.FOR SHEAR WALLS WHERENO HOEDOWNS ARE SPECIFIED THE CHECK: JGG FIRST AB SHALL BE LOCATED NOT MORE THAN V-0"AND NOT CONCRETE FOOTING CENTER OF VERTICAL STUDS LESS THAN(7)BOLT DIAMETERS FROM END OF WALL. AT HOEDOWNS:PROVIDE FULL HT CRIPPLE STUDS PER PLAN JOB NO: 18386.1 O TOP CHORD SPLICE BOTTOM CHORD SPLICE AND COLUMN SCHEDULE OR HOEDOWN CHORDS 2x FULL SCHED. STRUCTURAL NOTES DATE: 08/09/19 OTHERWISE:(1)2x FULL HT TYPICAL SHEAR WALL DETAIL TYPICAL TOP PLATE SPLICE DETAIL TYPICAL HEADER DETAIL SCALE: 3/4"=1'-0" 4 SCALE: 1"=1'-0" SCALE: 1"=1'-0" EDGE NAILING PER PLAN BEAM PER PLAN AND SCHEDULE Lyl AND SHEAR WALL EDGE NAILING PER PLAN AND JOIST DIRECTION CHORD SIZE PER Z SCHEDULE OR EDGE NAILING PER PLAN 2x6 STUD @ 2x4 CROSS WALL SHEAR WALL SCHEDULE OR PER PLAN SIMP50N A35 EACH HOEDOWN SCHEDULE STRUCTURAL NOTES,TYP AND SHEAR WALL 2x8 STUD @ 2x6 CROSS WALL STRUCTURAL NOTES,TYP SIDE OF BEAM SCHEDULE OR 0.131"0 x 3" STRUCTURAL NOTES,TYP (2)ROWS OF 0.131"0 x 3" NOTE: SIMPSON STRAP WITH W (� NAILS @ 9"OC NAILS @ 9"OC SUPPORTS AT N FASTENERS PER > J SOLID POSTS SIM o a HOEDOWN SCHEDULE Q _ STUD STUD STALL IN MAX NAILING Q WALL WALL INTO RIM OR BLOCKING I-- WHERE POSSIBLE w BEAM PER PEAN 0 (2)ROWS OF 0.131"0 x 3" EDGE NAILING PER PLAN AND EDGE NAILING PER PLAN AND AND SCHEDULE M NAILS @ 9"OC SHEAR WALL SCHEDULE OR SHEAR WALL SCHEDULE OR IN 00 STRUCTURAL NOTES,TYP STRUCTURAL NOTES,TYP SIMPSON LTP4 OR A35 /r� FRAMI NG ANCHOR N (2)ROWS OF0.131"0x3" EACH SIDE OF BEAM �� Y W Z STUD WALL PER FRAMING 0.131"0 x 3" NAILS @ 9"OC(EACH SIDE F z Ld _ PLAN NOTES,TYP NAILS @ 9"OC OF PARTY WALL) SOLID OR MULTIPLE k m 4 Q Q C STUD COLUMN PER PLAN L STUD WALL PER FRAMING STUD WALL PER FRAMING m c g \ JOIST DIRECTION d La PLAN NOTES,TYP PLAN NOTES,TYP 1 a LL p H PER PLAN LLd Q SHEATHING(OR GWB)AND BEAM WIDTH, o o FILL JOIST SPACE WITH FULL J NAILING PER PLAN AND SHEAR SHEATHING(OR GWB)AND SHEATHING(OR GWB)AND MIN UNO SOLID OR MULTIPLE O o i z DEPTH BLOCKING TO Q Z LL WALLSCHEDULE OR NAILING PER PLAN AND SHEAR NAILING PER PLAN AND SHEAR STUD COLUMN PER PLAN zz N o MATCH DIMENSIONS OF Z (n O STRUCTURAL NOTES,TYP WALL SCHEDULE OR WALL SCHEDULE OR a R'^ STUD COLUMN ABOVE STRUCTURAL NOTES,TYP STRUCTURAL NOTES,TYP W 0 0 Q PARALLELTO STUD WALL PERPENDICULAR TO STUD WALL F- Z Z O A.CORNER INTERSECTION B.'T INTERSECTION C.PARTY WALL INTERSECTION Z (N J O w TYPICAL WALL INTERSECTION DETAIL TYPICAL FLUSH BEAM SUPPORT DETAILS f� TYPICAL STRAP HOLDOWN DETAIL Ld � a � 7 SCALE: 1"=V-0" v SCALE: 1"=1'-0" �HFF I: S5.1-M STUD WALL PER FRAMING PAN NOTES STUD WALL PER FRAMING PAN NOTES STUD WALL PER ENGINEERING SHEATHING AND NAILING NOTE: FRAMING PAN NOTES PER PAN AND SHEAR SILL PLATE NAILING PER PAN SHEATHING AND NAILING SILL PATE NAILING PER PAN FOR NOTES AND DETAILS 250 4TH AVE. S., SUITE 200 WALL SCHEDULE OR AND SHEAR WALL SCHEDULE PER PAN AND SHEAR AND SHEAR WALL SCHEDULE NOT CALLED OUT REFER SHEATHING AND SILL PATE NAILING SILL PATE NAILING PER EDMONDS, WASHINGTON 98020 STRUCTURAL NOTES OR STRUCTURAL NOTES WALL SCHEDULE OR OR STRUCTURAL NOTES TO DETA11 1 NAILING PER PAN AND PER PAN AND SHEAR SHEAR WALL PHONE 425 778-8500 STRUCTURAL NOTES SHEAR WALL SCHEDULE WALL SCHEDULE OR ( ) BREAK SHEATHING OR STRUCTURAL NOTES STRUCTURAL NOTES FAX (425) 778-5536 AT PATE LINO SHEATHING AND SHEATHING AND (4)10d NAILS ALIGNED 2x WOODJOIST (4)10d NAILS NAILING PER PAN NAILING PER PAN 13/4"LSL BLOCKING SHEATHING AND PER PAN AND SCHEDULE 2x CONTINUOUS RIM- 2x CONTINUOUS RIM NAILING PER PAN Ir 2x WOOD SILL PATE NAILING PER RIM JOIST SHEARWALL SCHEDULE GVY C BREAK SHEATHING BREAKSHEATHIN ov WAS "7S AT PATE UNO RIM AND PROVIDE PANNELEL V�� \1� NAILING EA SIDE OF - - 1 P o PANEL EDGE NAILING JOINT PER SW SCHED PER PAN AND SHEAR WOOD JOISTS PER PAN AND (3)0.131"O x 3" - - PROVIDE PANEL EDGE WOOD JOISTS PER WALL SCHEDULE OR SCHEDULE JOISTS PER PAN NAILING PER SHEAR WALL PAN AND SCHEDULE O LzsS PANEL EDGE NAILING NAILS EACH END -JOISTS PER PAN C' STRUCTURAL NOTES PER PAN AND SHEAR AND SCHEDULE SILL PATE NAILING PER AND SCHEDULE, SCHEDULE AT TOP PATE 2x BLOCKING @ 4'-0"OC 9Sj0 2x4 BLOCKING AT SHEAR WALLS WALLSCHEDULEOR WOOD JOISTS PER PAN SHEARWALLSCHEDULE LAPPED E BUTTED FIRSTJCKIN BAY ONLY NAL NOTE: ONLY STRUCTURAL NOTES AND SCHEDULE PANEL EDGE NAILING 08109119 NON-SHEAR WALL 2x WOOD BLOCKING PER PAN AND SHEAR 2x4 BLOCKING AT 2x4 BLOCKING OR A35 NAILING SHALL BE PER @ 4'-0"OC MAX WALL SCHEDULE OR SHEAR WALLS MODETAIL (PER SW SCHED)BETWEEN IBC TABLE 2304.9 STRUCTURAL NOTES OTES AND DETAILS BLOCKING AND TOP PATE ALLED OUT REFER AT SHEAR WALLS ONLY 2 A.TYPICAL FRAMING B.ALTERNATIVE SHEAR WALL FRAMING EXTERIOR WALL PARALLEL TO JOISTS INTERIOR BEARING ON BOTH SIDES INTERIOR WALL PARALLEL TO JOISTS TYPICAL STUD WALL FRAMING DETAIL TYPICAL STUD WALL FRAMING DETAIL !� TYPICAL STUD WALL FRAMING DETAIL d TYPICAL STUD WALL FRAMING DETAIL 2 SCALE: 1"=1'-0" v SCALE: 1"=1'-0" T SCALE: 1"=1'-0" 1 SCALE: 1"=1'-0" FF F 0 m O m SHEATHING AND (- NAILING PER PAN AND NOTE: SHEAR WALL SCHEDULE FOR NOTES AND H SILL PATE NAILING PER PAN DETAILS NOT CALLED SHEAR WALL SHEAR WALL O 2 &SHEAR WALL SCHEDULE OR SILL PLATE NAILING PER OUT REFER TO CASE A PER PAN PER PAN w w STRUCTURAL NOTES SILL PATE NAILING PER 2x CONTINUOUS RIM SHEAR WALL SCHEDULE CHORD SIZE PER a SHEAR WALLSCHED BOARDS.PERPENDICULAR DIAPHRAGM HOEDOWN SCHEDULE BEAMS SHALL FULLY BEAR PANEL EDGE NAILING PER BOUNDARY NAILING ALIGNED 2x WOODJOIST (4)lOd NAILS ON WALL SHEAR WALL SCHEDULE PER PAN AND SCHEDULE INTO BLOCKING SIMPSON HOEDOWN HOLDOWN STRAP HOLDOWN w SHEATHING AND SIMPSON A35 PER PER PAN AND PER PAN,FIELD STRAP PER PAN, F p� NAILING PER PAN SHEAR WALL SCHEDULE (4)10d NAILS A SCHEDULE BEND AROUND BEAM FIELD BEND Q O AROUND BEAM W O I y I I I BEAM PER PAN � I II 1 II CONTINUOUS II RIM WOOD JOISTS PER WOOD JOISTS PER II DESIGN: RMK II PAN AND SCHEDULE PAN AND SCHEDULE DRAWN: JEG JOISTS PER PAN NOTES: 2x BLOCKING @ ONLY ° 1 SHEATH COMMON SIDE FOR OC 2x BLOCKING EA JOIST DIRECTION FULL DEPTH 3/4 . CHECK: JGG PROVIDE PANEL EDGE FIRST JOIST BAY ONLY SIDE OF RIM @ PER PAN NAILING PER SHEAR WALL SHEATHING OR lx FRAMING STACKED SHEAR WALLS. SCHEDULE AT TOP PATE 2x4 BLOCKING OR A35 BETWEEN RIM BOARDS 2.WHERE HOLDOWNIS REQUIRED 4'-0"OC JOB NO: 18386.10 (PER SW SCHED)BETWEEN INSTALL HOEDOWN ON FILL JOIST SPACE WITH BLOCKING AND TOP PATE PARTY WALL W/SIZE SHEATHED SIDE OF PARTY WALL. BLOCKING TO MATCH JOIST PER PAN JOIST PER PAN DATE: 08�09�19 NOTE: AT SHEAR WALLS ONLY AND SPACING OF 3.SHEATHING IS SHOWN ON DIMENSIONS OF STUD (DIRECTION VARIES) (DIRECTION VARIES) FORNOTES AND DETAILS OUTSIDE FACE OF WALL,BUT COLUMN ABOVE NOT CALLED OUT REFER STUDS PER PAN NOTES MAY ALTERNATELY BE INSTALLED HEADER BEAM TO DETAILS 1&2 ON INSIDE FACE. COUNTER SINK PER PAN ADDITIONAL END `INTERIOR WALL PARALLEL TO JOISTS A.PERPENDICULAR TO JOISTS B.PARALLEL TO JOISTS STUD FOR BOLTS FLUSH BEAM HEADER TYPICAL STUD WALL FRAMING DETAIL TYPICAL PARTY WALL FRAMING DETAIL 'J TYPICAL ROD HOEDOWN DETAIL f� TYPICAL STRAP HOEDOWN TO WOOD BEAM SCALE: 1"=1'-0" 6 SCALE: 1"=1'-0" SCALE: 1"=1'-0" v SCALE: 1"=1..' W Z W /^ > J SHEATHING&NAILING Q _ PER PAN&SHEAR WALL SCHEDULE OR NOTE: _ PARTY WALL W/SIZE& STRUCTURAL NOTES FOR NOTES&DETAILS NOT I— N6 WOOD SCREWS SPACING OF STUDS PER SPECIFICALLY CALLED OUT bi PAN NOTES SILL PATE NAILING REFER TO CASE A. Q OR 8d @ 6"OC (2)8d NAILS AT A PLANK PER PAN&SHEAR M WALL SCHEDULE OR N 2x LEGER A7TACHEDTORIM 2x WOOD BLOCKING 2x LEGER ATTACHED TO RIM STRUCTURAL NOTES DIAPHRAGM BOUNDARY ad N W/(2)1/4"0 x 31/2"SIMPSON @ 4'-0"OC MAX W/(2)1/4"0 x 3 1/2"SIMPSON SILL PATE NAILING PER SHEATHING&NAILING 2x FULL HEIGHT BLKG NAILING INTO BLKG 00 SIDS SCREWS @ 12"OC SIDS SCREWS @ 24"OC SHEAR WALL SCHED PER PAN SHEATHING& (3)lOd NAILS NAILING PER PAN N cc Q Q L CL w 3 Q J w� WOODJOIST&HANGER WOOD JOISTS PER WOOD JOIST PER FP-N ISTS PER Z PE N PER PAN&SCHEDULE PAN&SCHEDULE PAN&SCHEDULE CHEDULE JOISTS PER PAN&SIMPSON A35 PER JOISTS PER PAN& LLI PROVIDE PANEL EDGE PROVIDEPANELEDGE SHEAR WALL SCHEDULE SCHEDULE,LAPPED 2x BLKG @ 4'-0"OC SCHEDULE,APPED F- Z 0 2x4 BLOCKING OR A35 KING OR A35 PER PLAN I NAILING PER SHEAR WALL NAILING PER SHEAR WALL PANEL EDGE NAILING FIRST BAY ONLY Z IN J II SCHEDULEATTOP PLATE (PER SHEAR WALL SCHED) SCHEDULE AT TOP PATE (PER SHEAR WALL SCHED) PER PLAN AND SHEAR W ^ 0 W BETWEEN BLOCKING AND TOP BETWEEN BLOCKING AND $ WALLSCHEDULE H WOOD BEAM PATE AT SHEAR WALLS ONLY TOP PATE AT SHEAR U � Q PER PAN FOR NOTES AND DETAILS FOR NOTES AND DETAILS WALLS ONLY STUD WALL PER NOT CALLED OUT REFER NOT CALLED OUT REFER STRUCTURAL NOTES -. BEARING PATE TO DETAILS 1&2 TO DETAIL51&2 3/8 x 3 1/2 x 0'-3 1/2" A.JOISTS PERPENDICULAR TO WALL B.JOISTS PARALLEL TO WALL A.DECK JOISTS BEARING B.DECK JOISTS NON-BEARING ROD HOLDOWN TO WOOD BEAM i DECK FRAMING DETAIL ii TYPICAL STUD WALL FRAMING DETAIL �� -A 9 SCALE: 1"=V-0" •O SCALE: 1"=V-0" •• SCALE: 1"=V-0" . 1 v 1 TREAD/RISER PER ARCH USE 1 1/8"PLYWOOD TREADS UNO NOTCHED STRINGER TREAD AND 2x12 BLOCKING RISERS PER ARCH (4)8d @BLOCKING DO NOT OVERCUT NOTCHES 2x6 SISTERED 4X12 DF#2 BEAM BEAM PER PLAN ENGINEERING AB PER STRUCTURAL NOTES OR FOR TREAD/RISER PER SECTION A VARIES PER PLAN PROVIDE HILTI X-DNI(0.145"0)@ 250 4TH AVE. S., SUITE 200 12"OC.EMBED MIN 2"INTO EDMONDS, WASHINGTON 98020 CONCRETE W/STANDARD STEEL 2x12 STRINGER 2x12 STRINGER STAIR PHONE (425) 778-8500 WAS • SIMPSON HUC28-2, FAX (425) 778-5536 TREATED 2x SILL PLATE EACH STRINGER,WITH •�i a,. FULL NAILING • 2x12 TREADS SHEATHING ? NOTCHED PER ARCH WHERE NOTED 2x6 SISTERED TO SIDE 2x12 NOTCHED STRINGER ON PLAN OF 2x12 W/(2)ROWS 2x6 BLOCKING STRINGER JOIST PER • OF 10d NAILS STAGGERED @ 6"OC 2x6 SISTERED PLAN C,tIEV A Cp W X—XI—X—X�-�I—X_g—df—�—X 3x BEVELED PLATE PERSERIONA of WAsg`9S _ d JI a AS SHOWN BLOCKING @ V�� /--,�f4 F' N - OO° c HUC28-2 W/ 24"OC �o q° oMo o o NOTCH BEAM AS FULL NAILING 05 ob 1 �� a ♦° a 6 REQUIRED 2x STUD WALL OR I ,0" BEAM PER PLAN 8'-0"MAX SPAN BETWEEN 12"OC MAX ONAL SIZE&REINFORCING LANDINGS MAXIMUM SLOPE PER PLAN AND SCHEDULE 8 0 MAX LANDINGS TWEEN 2x6 SISTERED TO 2x12 PER ON PLAN _lj 08/09119 TYPICAL STAIR SECTION A.TYPICAL STRINGER TO LOWER LANDING B.TYPICAL STRINGER TO PONY WALL C.TYPICAL STRINGER TO CENTER BEAM D.TYPICAL STRINGER TO UPPER LANDING GAP(IF REQUIRED)TO SUIT ARCH FINISHES. TYPICAL STAIR SECTIONS 2 TYPICAL STAIR SECTION 1 SCALE: 1"=1'-0" SIMPSON HUC610 FACE MOUNT BEAM PER PLAN HANGERW/MAXNAILING AND SCHEDULE Q SIMPSON HUC610 FACE MOUNT BEAM PER PLAN HANGER W/MAXNAILING AND SCHEDULE m HANDRAIL W/CONN TO STRINGERS PER MFR Ia v=i H DIM PER ARCH DRAWINGS HANDRAIL W/CONN TO (Oi1 STRINGERS PER MFR w w � a PTGLULAM NOTCH CAREFULLY ai STRINGERS,TYP WITHOUT w PIERS,TM (2 x 3 x 1/4 x0'-6" OVER-CUTTINGPRESS Q p DECK) IS TREK PLAN STRINGERS,TYP a. W/(2)1/2"0 x 4"LAG p DECK JOIST PER PLAN NOTCH CAREFULLY SCREWS INTO BEAM AND 00 00 WITHOUT INTO STRINGER 21 FLAT DECKING L3 x 3 x 1/4 x 0'-6" OVER-CUTTING Y BEAM PER PLAN AND SCHED W/(2)1/2"0 x 3" W/SIMPSON PLAN H N EA END EXPANSION BOLTS AND(2) < 1/2"0 x 4"LAG SCREWS PRECAST CONCRETE CLOSED RISER TREADS W/ . I DESIGN: RMK PRECAST CONCRETE CONN TO STRINGERS PER DRAWN: JEG NOTES: 2x CONT LEDGER W/ CLOSED RISER TREADS + t CHECK: JGG 1.FOR NOTES AND DETAILS (2)1/4"0 x 3 1/2'SDS W/CONN TO JOB NO: 18386.1 O NOT CALLED OUT REFER SCREWS @ 12"OC 2x WOOD JOISTS STRINGERS PER MFR TO TYPICAL DETAILS. PER PLAN AND t t DATE: 08/09/19 SCHED 1! 1! DECK POST PER PLAN 2x WOOD BLKG x x 1i L x x @ 4'-0"OC MAX BEAM PER PLAN -� III III-1 r AND SCHEDULE Q SECTION AT EXTERIOR WOOD DECKS d STAIR SECTION STAIR SECTION v SCALE: 1"=V-0" T SCALE: 1"=1'-0" SCALE: 1"=1'-0" W PROVIDE CONTINUOUS TOP CHORD Z PROVIDE CONTINUOUS TOP CHORD AT SIMPSON SHEARWALLORPROVIDE W SI ILSAT LL NAIL STRAP AL NG SHEAR WALL SHEATHING& SHEAR WALL OR PROVIDE SIMPSON SHEAR WALL SHEATHING& NAILS AT ALL NAIL HOLES ALONG NAILING PER PLAN&SCHEDULE CMSTI4 STRAP W/16d NAILS AT ALL NAIL NAILING PER PLAN&SCHEDULE ENTIRE TOP CHORD AT PERFORATION Q J APPLIED TO ALL FACES OF WALL HOLES ALONG ENTIRE TOP CHORD AT APPLIED TO ALL FACES OF WALL PERFORATION 4x HF BLOCKING,TYP Q I I. -I I I I.. SHEATHING AND NAILING w PER PLAN AND SW SCHED EXTERIOR SW SHEATHING M M AND NAILING PER PLAN CONT FULL WIDTH AND IN I - - -- - �I - - -- - ___ _____ AND SW SCHED FULL DEPTH LSL RIM AT '''SJ N '^ FLOOR LEVEL V I I. HEADER PER PLAN 4x HIF I I. HEADER PER PLAN CONT FULL WIDTH AND 2x CONTINUOUS RIM Y N 0 Z I. FULL DEPTH RIM AT WHERE SHAFT IS AT A II II. BLOCKING,TYPII II. FLOOR LEVEL SHEATHING AND CORNER,LAP BEAMS AT cc NAILING PER PLAN CORNER AND PROVIDE Q Q L II II. II I II. WHERE SHAFT 15 AT A CONTINUOUS CMSTI4 I I I I I I. SIMPSON L90 CLIP AT I I. STRAP W/16d NAILS AT I I I I. CONTINUOUS CMST16 STRAP W/10d LAP SHEATHING AT RIM CORNER,LAP BEAMS AT INSIDE OF CORNER W I L J I. I I I. NAILS AT ALL NAIL HOLES OVER ENTIRE CORNER AND PROVIDE W HEADER SUPPORTS PER ALL NAIL HOLESNGTH OVER AND PROVIDE PANEL J _ LENGTH OF PERFORATED SHEAR WALL SIMPSON L90 CLIP AT 1 I: PLAN&SCHEDULE ENTIRE LENGTH OF .� -I EDGE NAILING PER SW INSIDE OF CORNER FULL DEPTH 3/4" Q Z I I PERFORATED SHEAR I I I HEADER SUPPORTS PER SCHEDULE EA SIDE OF SHEATHING OR Ix FRAMING Z N 0 I I' WALLI I I PLAN&SCHEDULE ADJOINING PANEL EDGE BETWEEN RIM BOARDS 0 II 7 ADDITIONAL II IIIh - 1 - --NI - z Z Z 0 INTERMEDIATE I I. -�- JOISTS PER PLAN I CHORD PER SHEAR { I II. Z N J m II WALLSCHEDULE 'Il W w O I I END STUDS PER T I I NMD SHEPSON A35 PER PLAN AND SHEAR WALL SCHED U Q HOLDOWN II II SCHEDULE,TYP 'I II PLYWOODSHERPLAN II I I.- AND NAILING PER PLAN I II I II �6 AND SHEAR WALL SCHED __ ___4 PARTY WALL W/SIZE AND SPACING OF END STUDS PER HOLDOWN STUDS PER PLAN NOTES A.ELEVATION AT DOOR SCHEDULE(HOLDOWN NOT SHOWN) EXTERIOR SIDE INTERIOR SHAFTSIDE INTERIOR SIDE INTERIOR SHAFT SIDE AA FORCE-TRANSFER SHEAR WALL DETAIL J FORCE-TRANSFER SHEAR WALL DETAIL f� STAIRWAY&SHAFT SECTIONS S5.3-'�/' 6 SCALE: NTS • SCALE: NTS v SCALE: 1"=1'-0" C � DIAPHRAGM BOUNDARY SHEATHING PER ROOF ENGINEERING SHEATHING AND NAILING PER DIAPHRAGM BOUNDARY NAILING NAILING PER ROOF FRAMING PLAN NOTES 250 4TH AVE. S., SUITE 200 ROOF FRAMING PLAN NOTES PER ROOF FRAMING PLAN NOTES FRAMING PLAN NOTES EDMONDS, WASHINGTON 98020 ROOF SHEATHING AND PHONE (425) 778-8500 NAILING PER ROOF TRUSS BLOCKING DESIGNED AND FAX (425) 778-5536 FRAMING PLAN NOTES - PROVIDED BYTRUSS MFR.DESIGN BLOCKING FOR 242 PLF IN-PLANE 2x OUTLOOKER 2x4 BLOCKING SHEAR AT SHEAR WALLS ONLY DIAPHRAGM BOUNDARY 2x4 BLOCKING W/SILL EACH BRACE NAILING PER ROOF PLATE NAILING PER FRAMING PLAN NOTES SHEAR WALL SCHEDULE GABLE END TRUSS (6)10d VY Gt1E Cp_ FULL DEPTH BLOCKING SHEATHING AND NAILING TO of wesg S RIPPED TO MATCH SLOPE MATCH SHEAR WALL BELOW OF ROOF PROVIDE(2)2x4 OR SIMPSON A35 FRAMING A35 EACH LINE SIMPSON LSTA35 (1)2x6 DIAGONAL ANCHOR PER SHEAR m25�,� OF BLOCKING STRAP EACH SPLICE BRACE AT 4'-0"OC WALL SCHEDULESSjs SILL PLATE NAILING ONAL PER SHEAR WALL PRE-ENGINEERED ROOF SCHEDULE TRUSS PER PLAN SIMPSON LTP4 PER /�/g SHEAR WALL SCHEDULE PROVIDE BOUNDARY SIMPSON H2.5A NAILING ATTOP PLATE PER TIE AT EACH TRUSS SHEATHING AND 2x4 BLOCKING BOUNDARY NAILING PER PRE-ENGINEERED SHEAR WALL SCHEDULE 2x4 BLOCKING FOR EACH BRACE OTE ROOF TRUSS PER PLAN NAILING PER PLAN AND (3)TRUSS SPACES @ N : SHEAR WALL SCHEDULE SHEAR WALL SCHEDULE 4'-0"OC MAX REFER TO CASE N FOR SHEATHING AND STUD WALL FRAMING INFORMATION NOT EACHTSIMPSON SS NAILING PER PLAN AND PER PLAN NOTES 6d COOLER NAILS @ SPECIFICALLY CALLED OUT SHEATHING AND EACH TRUSS SHEAR WALL SCHEDULE 6"OC OVER EXTENTS NAILING PER PLAN AND OF BLOCKING SHEAR WALL SCHEDULE OPTION A.BLOCKING AND STRAPS OPTION B.BRACING J 1- TYPICAL TRUSS SUPPORT DETAIL TYPICAL GABLE END SECTION Q TYPICAL TRUSS BLOCKING DETAIL - 7 SCALE: 1"=1'-0" 2 SCALE: 1"=V-0" a N TRUSS BLOCKING PER H MFR.PROVIDE SOLID WEB 2 BLOCKING AT HANGERS w w � a ROOF SHEATHING AND PANEL EDGE NAILING SHEATHING AND NAILING NAILING PER ROOF PER PLAN NOTES PER ROOF FRAMING PLAN ai FRAMING PLAN NOTES DIAPHRAGM BOUNDARY NOTES ti NAILING PER ROOF FRAMING PLAN NOTES Q p DIAPHRAGM BOUNDARY SHEATHING AND NAILING PER W NAILING PER ROOF ROOF FRAMING PLAN NOTES FRAMING PLAN NOTES ROOFSHEATHINGAND PRE-ENGINEERED ROOF TRUSS Y NAILING PER ROOF PER ROOF PLAN.DESIGN ROOF 2x FLAT OUTLOOKER FRAMING PLAN NOTES TRUSS FOR 310 PLF IN-PLANE 2x BLKG W/ 1 (ASO)SHEAR UNO ON PLAN 16d @ 6"OC 2x4 BLKG W/ [L l6d@6"OC DESIGN: RMK SILL PLATE NAILING SIMPSON A35 0.131"0x3" PER SW SCHED ROOF RAFTERS @16"OC DRAWN: JEG NAILS @ 5"OC PER PLAN FULL BLKG CHECK: JGG RIPPEDTO MATCH CONT 2x4 NAILER - JOB NO: 18386.10 SLOPE OF ROOF SIMPSON H2.5A TIE PANEL EDGE NAILING PER SHEATHING AND DATE: 08�09�19 16d @ 6"OC J SHEAR WALL SCHEDULE NAILING PER PLAN AND SIMPSON LUS HANGER SHEAR WALL SCHED W/SLOPED SEAT PRE-ENGINEERED ROOF CONT FULL WIDTH TRUSSES PER PLAN TOP PLATE ON 2x4 BOUNDARY NAILING PER ROOF RAFTERS PLATES SIMPSON H2.SA SHEAR WALL SCHEDULE AT EA TRUSS PER PLAN SHEATHING AND NAILING SHEATHING AND NAILING BEAM PER PLAN PER PLAN AND SHEAR PER PLAN AND SHEAR WALL SCHEDULE FULL HEIGHT STUDS WALL SCHEDULE AT GABLE END PARTY WALL PER PLAN W Z TYPICAL RAFTER SUPPORT DETAIL TYPICAL DRAG TRUSS SECTION AT PARTY WALL Q SECTION 'J TRUSS FRAMING DETAIL SCALE: 1"=1'-0" SCALE: 1"=1'-0" a /^ SHEATHING&NAIL ING J PER PLAN&SHEAR WALL = SCHEDULE SHEATHING AND NAILING PER PANEL EDGE NAILING w DIAPHRAGM BOUNDARY NAILING ROOF FRAMING PLAN NOTES PER PLAN NOTES M PER ROOF FRAMING PLAN NOTES ROOF SHEATHING&NAILING STUD WALL PER PER PLAN NOTES FRAMING PLAN NOTES N N SW6 DIAPHRAGM BOUNDARY SILL PLATE NAILING 00 OVERFRAMING PER SHEATHING NAILING PER ROOF PER PLAN AND SHEAR Y W � TYPICAL TRUSS &NAILING FRAMING PLAN NOTES ROOF SHEATHING AND WALL SCHEDULE OR N Z OVERFRAMING NAILING PER ROOF STRUCTURAL NOTES DETAIL FRAMING PLAN NOTES 0- W j SHEATHING AND 0- 2x4 BLKG W/SILL PL NAILING DRAG TRUSS PER NAILING PER PLAN W Q PER SHEAR WALL SCHED PLAN&MFR J Q Z 16d@6"OC Z N 0 Z Q 0 2x8 BLOCKING FULL DEPTH BLKG SIMPSON H2.5A TIE W IN TRUSS WEB RIPPED TO MATCH ... F- Z Z 0 SLOPE OF ROOF JOISTS PER PLAN W 0 ' PROVIDE BOUNDARY &SCHEDULE 16d @ 6"OC NAILING AT TOP PLATE PER SHEAR WALL SCHEDULE PANEL EDGE NAILING 2x4 CONT AT PER SHEAR WALL -; -. SHEAR WALLS 2x BLOCKING RIPPED TO ROOF RAFTERS PER PLAN SCHEDULE MATCH ROOF SLOPE SHEATHING AND NAILING SHEATHING&NAILING CONT FULL WIDTH TOP PER PLAN AND SHEAR ST GIRDER TRU55 PER PLAN UD WALL FRAMING PER PLAN&SHEAR PLATE ON 2x4 PLATES ROOF RAFTERS TRUSS PER PLAN&MFR WALL SCHEDULE PER PLAN NOTES WALL SCHEDULE PER PLAN PARTY WALL PER PLAN � TRUSS SECTION AT RAFTER CONNECTION TYPICAL RAFTER SUPPORT DETAIL i TRUSS FRAMING AT PARTY WALL Sww.1— SCALE: 1"=V-0" •O SCALE: 1"=1'-0" C � SHEATHING AND NAILING PER ROOF FRAMING PLAN NOTES ENGINEERING DIAPHRAGM BOUNDARY NAILING PER ROOF FRAMING PLAN NOTES 250 4TH AVE. S., SUITE 200 EDMONDS, WASHINGTON 98020 2x BLKG W/16d @ 6"OC PHONE (425) 778-8500 FAX (425) 778-5536 SW65HEATHING&NAILING DIAPHRAGM BOUNDARY NAILING PER ROOF ROOFSHEATHINGAND FRAMING PLAN NOTES GYl/;VY Cp DIAPHRAGM BOUNDARY DIAPHRAGM BOUNDARY NAILING PER ROOF of WAS "9S NAILING PER ROOF NAILING PER ROOF FRAMING PLAN NOTES ROOF SHEATHING AND 2x8 BLKG FRAMING PLAN NOTES ROOF SHEATHING AND FRAMING PLAN NOTES NAILING PER ROOF NAILING PER ROOF FRAMING PLAN NOTES 2x6 WALL W/(2)16d ROOF RAFTER PER PLAN FRAMING PLAN NOTES FULL DEPTH BLKG RIPPED / @ 8"OC SILL PLATE RAFTERS PER TO MATCH SLOPE OF ROOF 16d @ 6"OC J NAILING 16d @ 8"OC PLAN&MFIR �tysj LDS ' 41 SIMPSON LU$HANGER O NNAL b} W/SLOPED SEAT OBI 09119 ROOF RAFTERS TRUSS MFR TO PROVIDE PER PLAN BLOCKING WITHIN TRUSS AS ` ROOF TRUSSES " REO'D FOR RAFTER SUPPORT 16d @ 6"OC 2x4 BLKG W/ PER PLAN 2x W/l6d 16d @ 6"OC CONT FULL WIDTH TOP VOC NAILING 16d @ 6"OC 16d @ 6"OC PLATE ON 2x4 PLATES SIMPSON H2.SA TIE GIRDER TRUSS SHEATHING AND CONT FULL WIDTH TOP SHEATHING AND PER PLAN&MFR NAILING PER PLAN AND PLATE ON 2.4 PLATES BEAM PER PLAN NAILING PER PLAN AND SHEAR WALL SCHED SHEAR WALL SCHED PARTY WALL PER PLAN PARTY WALL PER PLAN. RAKE WALL TO MATCH FTR�UER PLAN&MFR RAKE WALL TO MATCH ROOF SLOPE HANGER PR TRUSS MFR -' a ROOF SLOPE FF F Z RAFTER FRAMING AT PARTY WALL TYPICAL RAFTER SUPPORT DETAIL RAFTER FRAMING AT PARTY WALL TRUSS FRAMING DETAIL Q d N 1 SCALE: 1"=1'-0" � SCALE: 1"=1'-0" U � to w w o a STUD WALL PER ROOF SHEATHING AND PLAN&NOTES ROOF SHEATHING AND Oi NAILING PER ROOF FRAMING PLAN NOTES DIAPHRAGM BOUNDARY NAILING PER ROOF F m NAILING PER ROOF FRAMING PLAN NOTES Q O FRAMING PLANTS FULL DEPTH BLKG RIPPED Y OFLEDGER TO MATCH SLOPE OF ROOF <i DESIGN: RMK ROOF RAFTERS DRAWN: JEG 2x HF LEDGER PER PLAN W/(2)16d NAILS CHECK: JGG @ 12"OC PROVIDE BOUNDARYI LING AT TOP PLATE PER NAILING PER SHEAR JOB NO: 18386.10 SHEAR WALL SCHEDULE jrWALLSCHED DATE: 08/09/19 2x ROOF RAFTERS SIMPSON H2.5A TIE PER PLAN SHEATHING AND NAILING PER PLAN AND SHEAR STUD WALL FRAMING WALL SCHEDULE PER PLAN NOTES RAFTER LEDGER DETAIL Q TYPICAL RAFTER SUPPORT DETAIL W Z Lid a N J 2 Q W M C) 04 W 00 Lu J u < Z (n O Lao L.L_ F- Z Z O w n � O U Q S6.2-M WF 1/2" FL HSS COL FLANGE 1'-3" TYP 1/2" � ry 1'-2" 41/2" 3" 3" 41/2" TYp 4" 3° 3" t 4" ENGINEERING 13/4"0 _ EDMONDS, WASHINGTON 98020 PHONE (425) 778-8500 FAX (425) 778-5536 ( 5 1/2"AT HSS5x5 61/2"AT HSS6x6W32x3S EQ EQ W12x96 - 3 16 CVY C 1/4"CAP PL,TYP ^� [COL G•�$of//W\I;6� \ \ EA COL 7 3" 11/2" WF BEAM cCOL x x PER PLAN a a 11"AT HSS5x5 2n�5 3" 1 1/2" 3" 1 1/2" ` - L 4SF' 1 12"AT HSS6x6 I I + 5 1/2"AT HSS5x5 m m 14"AT HSS8x8 2x NAILER RIPPED TO WIDTH ONAL I I = 61/2"AT HS56x6 FLOOR SHEATHING PER OF BEAM W/5/8"0 CARRIAGE BEAM TO BEAM BEAM TO COLUMN I + EQ EQ FRAMING PLAN NOTES BOLTS @ 24"OC STAGGERED 08109119 I EQ EQ TVP PERIMETER HSS OR I I + HSS WITHIN STUD WALL EACH SIDE OF WEB I [ C I BEAM NO OF PLLENGTH PL WELD DIM(a) DIM(b) N. a x x $ SIZE BOLTS (L) THICKNESS SIZE REFERTO DETAILIFOR PLATE&BOLTS,TYP �r FFF W10 (2)7/8"0 6" 3/8" 1/4" 11/2" 11/2" COL PER PLAN a a W12& (3)7/8"0 9" 3/8" 1/4" 11/2" 11/2" ry d AND/OR SCHED AND/OR PLAN W14 I - SCHED I COL PER PLAN 3" P JOIST AND HANGER PER FNOTES: PLAN AND JOISTSCHED -� OLTS SHALL BE A490,TYP UNO BOLT HOLES SHALL BE STANDARD SIZE,TYP UNO. USE 3/4"0 ANCHOR BOLTSBOLT INSTALLATION SHALL BE PER AISC SPECIFICATIONS,LATEST EDITION. I I TYP PERIMETER HSS OR AND 3/4"BASE PLATE TYP HSS NOT BEAM PER PLAN HSS WITHIN STUD WALL THICKNESS UNO. WITHIN STUD WALL AND SCHED z O m JE TYPICAL SINGLE PLATE SHEAR CONNECTION TABLE TYPICAL SHEAR PLATE CONNECTORS STEEL BASE PLATE DETAILS SECTION H- 1 SCALE: NTS SCALE: 1"=1'-0" w SCALE: NTS SCALE: 1"=1'-O" w o a HOLDOWN PER PLAN SCHED PLYWOOD SHEATHING& 3/8"SIDE PLATES SPACED AT HOLDOWN STRAP PER NAILING PER PLAN AND w WIDTH OF BEAM+1/8"W/ PLAN AND SCHED.FIELD SHEAR WALL SCHEDULE Q o (2)3/4'.A307 BOLTS BEND AT STEEL BEAM STEEL BEAM PER PLAN, SILL PLATE NAILING PER o W STUD WALL PER PLAN PROVIDE 12"LONG p BE PER PLAN AND SCHED BEAM PER PLAN (2)1/4"STIFF PL SOLID WEB BLOCK SHEAR WALL SCHED OR WOOD NAILER STEEL BEAM PER NOTCHED AT WF W/SMOOTH AND SCHED EA SIDE OF WEB @ CONNECTED W/(4) I2)l6d @ 8"OC PLAN&SCHEDULE RADIUS AS REQ'D 8"OC;(4)TOTAL 1/2"0 CARRIAGE BOLTS WOOD NAILER PANEL EDGE NAILING PER < FLOOR SHEATHING PER PLAN SHEAR WALL SCHEDULE I - op DRAWN: JEG I m 7 11 CHECK: JGG BEAM PER PLAN L I in AND SCHED - - 1[ _ JOB NO: 18386.10 3/4"BRNG PL AN JOIST PER PLAN JOIST PER PLAN STEEL BEAM 3/8"STIFF PL SPACED AT (DIRECTION VARIES) (DIRECTION VARIES) DATE: 08/09/19 TWEB FLOOR JOISTS PER 3/4"BREARING PL PER PLAN WIDTH OF BEAM+1/8° FLOOR JOISTS&HANGER BLOCKING PLAN(DIRECTION Typ VARIES) 1�4� g^ 11/2" (3)SIDES 1 4 8' 11/2" W/(2)3/4"A307 BOLTS BEAM PER PLAN STEEL BEAM PER PLAN PER PLAN&SCHEDULE 14 STEEL BEAM AT EXTERIOR WOOD BEAM CONNECTION TO STEEL J TYPICAL HOLDOWN TO STEEL BEAM f� SECTION SCALE: 1"=1'-0" 6 SCALE: 1" 0" • SCALE: 1"=1'-O" v SCALE: 1"=V-0" LIJ STIFF PLATE Z PERSCHED LLJ /^ I' ll, 1/2" 14 >Q I I = Q I I COL PER PLAN STUDWALLPERPLAN GYPCRETETOPPING M 0 I - (WHERE APPLICABLE) PERARCH (V 1 WOOD NAILER 10^ N NOTE: T CONCRETE SLAB ON GRADE FLOOR SHEATHING W 00 IN CASES WHERE COLUMN WIDTH AND SUBGRADE PER 11/2" 7" 11/2" Y 07 Z EXCEEDS FLANGE WIDTH,PROVIDE GEOTECH REPORT PER PLAN NOTES (n ry 5/8"COL TOP PLATE WELDED TO NOTE: 7. - 3/8"STIFF PL EA I r' -- 'x BEAM END AND SIDE PLATES SKEW CONNECTION PER PLAN WHERE -� SIDE OF WEB I BEARING PLATE n x X= —a —- - I •• D W REQUIRED.AT SKEWED CONNECTION Q STEEL BEAM PER PLAN 6"MIN.BEARING LENGTH REQUIRED. W/DIMENSIONS oo0 — A W TYP ALL IN. SHALL BE 3/4"0 A307. PER SCHED e o o'o 0 I + J 3 16 PL 3/8 x 3 1/2 x 0'-71/2" TYP 1 4 Obo I + 3 16 - Q ~ Z (..L 3 16 I + ^ (4)WFIS Z (n 0 KERF PLATE SCHEDULE A w o Z J CONCRETE WALL PER STEEL WF BEAM Z Z w BEAM PER PLAN BEAM SIZE BEARING PLATE STIFFENER PLATE BOLTS 11 2" I PLAN&RETAINING � PER PLAN \ Z N J w (2)3/4"0 BOLTS TYP 2 11/16"PSL 1/2 x 211/16 x 0'-7 1/4" 1/4 x 6 x 0'-7 1/4" (2)3/4"0 WALL DETAIL SINGLE PLATE SHEAR PL 3/4 x BEAM WIDTH 0'-11"W/(4)3/4"0 BOLTS 3 1/2"PSL 1/2 x 31/2 x 0'-71/4" 3/8 x 6 x 0'-71/4" (2)3/4"0 n CONN PER DETAIL 1 (, Q N H WOOD COL PER PLAN 3 16 PL 3/4 x 10 x 0'-10" LL HIS COLUMN PER PLAN 5 1/4"PSL 5/8 x 5 1/4 u 0'-7 1/4" 1/2 x 6 x 0'-7 1/4" (2)3/4°0 W/(4)3/4"0 x 6"WHS SECTION A-A 7"PSL 3/4 x 7 x 0'-7 1/4" 1/2 x 6 x 0'-71/4" (2)3/4"0 SECTION i STEEL BEAM-COLUMN CONNECTION ii KERF PLATE DETAIL i STEEL BEAM CONNECTION FLOOR 9 SCALE: 11/2"=V-0" •O SCALE: 1"=1'-0. •• SCALE: NTS •2 SCALE: 1"=1'-O" S7.1-M C I�M PLYWOOD SHEATHING& 1 ENGINEERING NAILING PER PLAN AND ,� (2)3/4"THRU BOLTS SHEAR WALL SCHEDULE DEMAND CRITICAL NOTES: T&B OF BEAM(ONLY EDMONDS, WASHINGTON 98020 TYP 6 REQ'D WHERE CROSS PHONE (425) 778-8500 SILL PLATE NAILING PER ( BEVEL AS REQUIRED PER AWS Dl.l FOR SELECTED BEAM IS CANTILEVERED) FAX (425) 778-5536 SHEAR WALL SCHED OR 3 GROOVE WELD PROCEDURE. BEAM PER PLAN (2)16d @ 8"OC $ O5 O2 LARGER OF ttf OR 1/2"(PLUS 1/2t,OR MINUS 1/4t�). COL PER PLAN WOOD NAILER PANEL EDGE NAILING PER � 4 SHEAR WALL SCHEDULE O3 3/4tyf TOtef W/3/4"MIN(±1/4"). ® 3/8"MIN RADIUS(PLUS NOT LIMITED,MINUSO). GVY Cp. FLAG NOTES: V•$of WAsyjd`,9S.cn 5 O 3tyf(±1/2). CONTINUITY PLATES I ti SURFACE ROUGHNESS O 4 MATCH BEAMTHICK FLANGEESS OF a b ��•. _ NOT GREATER THAN 500 © REFER TO FEMA 353 DOCUMENT,RECOMMENDED BEAM FLANGE F o (2)3/4"THRU MICROINCHES. 3 SPECIFICATIONS AND QUALITY A55URANCE GUIDELINES BOLTST&B OF FOR STEEL MOMENT-FRAME CONSTRUCTION FOR ma .,�ti BEAM(ONLY REOID 9 � STEEL SHEAR PLATE 1 SEISMIC APPLICATIONS,FOR FABRICATION DETAILS S`Sj0NAL FLOOR JOISTS&HANGER WHERE BEAM IS 56.1 CONNECTION. INCLUDING CUTTING METHODS AND SMOOTHNESS a=0.66f b=0.75d NOTES: STEEL BEAM PER PLAN PER PLAN&SCHEDULE CANTILEVERED) REQUIREMENTS. c=0.2 bf 1.TOLERANCES FOR RBS SECTION-a:±15% 08/09/19 PANEL EDGE NAILING PER D,�:- NO DRILLING OR WELDING b:±15% SHEAR WALL SCHEDULE CONTINUITY TYP AT CONT IN THIS PROTECTED AREA. 401 b' c:±1/4" PLATES EA SIDE PLATES f= 2.GOUGES UP TO 1/4"DEEP SHALL BE REPAIRED BY GRINDING PLYWOOD SHEATHING& OF WEB(T&B) Q He OUT A LENGTH OF lOx DEPTH OF GOUGE. NAILING PER PLAN AND SHEAR WALL SCHEDULE SECTION TYPICAL SEISMIC BEAM SECTION !� TYPICAL WELD ACCESS HOLE TYPICAL REDUCED BEAM SECTION SCALE: 1"=1'-O" `+ SCALE: 3"=1'-0" SCALE: 1"=1'-O" a z m O JE a � O � rn w w o a am ti w� H m ao o00 0 Y lr Q DESIGN: RMK DRAWN: JEG CHECK: JGG JOB NO: 18386.10 DATE: 08/09/19 L,J Z LLJ N � J a Ld M04 0 N Y N rn Z Q Q � Lu Q J LLI Q Z L-L. Z N O w 0 O J F- Z Z W Z N J Ld Ld r� cl:� U Q N S7.2-M STRUCTURAL NOTES C (THESE NOTES ARE TYPICAL UNLESS NOTED OR DETAILED OTHERWISE ON DRAWINGS) ENGINEERING CODE SHOP DRAWINGS MINIMUM LAPS AND EMBEDMENT WELDING 250 4TH AVE. S., SUITE 200 ALL MATERIALS,WORKMANSHIP,DESIGN,AND CONSTRUCTION SHALL CONFORM TO THE DRAWINGS, SHOP DRAWINGS FOR THE FOLLOWING ITEMS SHALL BE SUBMITTED TO THE ARCHITECT AND STRUCTURAL UNLESS OTHERWISE NOTED,REINFORCING SPLICE LENGTHS AND DEVELOPMENT LENGTHS SHALL BE AS WELDING SHALL CONFORM TO AWS"STRUCTURAL WELDING CODE",LATEST EDITION.ALL WELDING SHALL BE EDMONDS, WASHINGTON 98020 SPECIFICATIONS,AND THE INTERNATIONAL BUILDING CODE(IBC),2015 EDITION.SPECIFICATIONS AND ENGINEER FOR REVIEW PRIOR TO FABRICATION: TABULATED BELOW: DONE WITH 70 KSI LOW HYDROGEN ELECTRODES.WHERE NOT CALLED OUT,MINIMUM FILLET WELD SIZE SHALL PHONE (425) 778-8500 STANDARDS WHERE REFERENCED ON THE DRAWINGS ARE TO BE THE LATEST EDITION. BE PER TABLE 5.8 IN AWS DI.J.,LATEST EDITION. FAX (425) 778-5536 1.REINFORCING STEEL 3.PREMANUFACTURED WOOD TRUSSES fc=3000 PSI DESIGN LOADS 2.CONCRETE MIX DESIGN 4.WOOD I-JOISTS&ENGINEERED WOOD BEAMS DEVELOPMENT LENGTH LAP SPLICE WELDING OF REINFORCING BARS SHALL NOT BE PERMITTED UNLESS SPECIFICALLY CALLED OUT ON DRAWINGS OR APPROVED BY STRUCTURAL ENGINEER.WELDING OF GRADE 60 REINFORCING BARS SHALL BE PERFORMED DEAD LOADS: SHOP DRAWINGS SHALL BE REVIEWED,REVISED AS REQUIRED FOR FIELD CONDITIONS,AND DATE STAMPED BY BAR TENSION COMPRESSION TENSION COMPRESSION USING LOW HYDROGEN ELECTRODES.WELDING OF GRADE 40 REINFORCING BARS SHALL BE PERFORMED USING ROOF 15 PSF THE CONTRACTOR PRIOR TO REVIEW BY THE ENGINEER.CONTRACTOR SHALL PROVIDE(3)SETS OF SHOP SIZE E70XX ELECTRODES.SEE REINFORCING NOTES FOR MATERIAL REQUIREMENTS OF WELDED BARS.WELDING FLOOR 24 PSF DRAWINGS FOR ENGINEER'S REVIEW.ALLOW TWO WEEKS FOR SHOP DRAWING APPROVAL BY ENGINEER. TOP BARS OTHER BARS ALL BARS TOP BARS BARS ALL BARS WITHIN 4"OF COLD BENDS IN REINFORCING BARS IS NOT PERMITTED. GVY C w LIVE LOADS: ENGINEER'S SHOP DRAWING REVIEW IS FOR GENERAL CONFORMANCE WITH THE DESIGN CONCEPT AND #3 22 17 9 28 22 12 ALL WELDING SHALL BE DONE BY WASHINGTON ASSOCIATION OF BUILDING OFFICIALS(WABO)CERTIFIED f4 sF' ROOF(SNOW LOAD) 25 PSF CONTRACT DOCUMENTS.MARKINGS OR COMMENTS SHALL NOT BE CONSTRUED AS RELIEVING THE WELDERS. PRIVATE DECKS 60 PSF CONTRACTOR FROM COMPLIANCE WITH THE PROJECT PLANS AND SPECIFICATIONS.THE CONTRACTOR REMAINS #4 29 22 11 37 29 15 �° RESIDENTIAL 40 PSF RESPONSIBLE FOR DETAILS AND ACCURACY,FOR CONFORMING AND CORRELATING ALL QUANTITIES AND #5 36 28 14 47 36 19 LUMBER DIMENSIONS,FOR SELECTING FABRICATION PROCESSES,FOR TECHNIQUES OF ASSEMBLY,AND FOR PERFORMING W25 � (LIVE LOADS ARE REDUCED WHERE PERMISSIBLE PER IBCSECTION 1607.10). THE WORK IN A SAFE MANNER. #6 43 33 17 56 43 23 ALL GRADES SPECIFIED ARE MINIMUM GRADES REQUIRED.ALL LUMBER SHALL BE IN ACCORDANCE WITH WWPA " , L EARTHQUAKE LOADS: ENGINEER'S SHOP DRAWING REVIEW OF STRUCTURAL COMPONENTS DESIGNED BY OTHERS IS FOR LOADS #7 63 48 20 81 63 27 GRADING RULES,KILN-DRIED TO MC 19 AND OF THE FOLLOWING MINIMUM STANDARDS: `rrONAL IMPOSED ON THE BASIC STRUCTURE.THE COMPONENT DESIGNER IS RESPONSIBLE FOR CODE CONFORMANCE 48 72 55 22 93 72 30 SIZE CLASSIFICATION SPECIES GRADE Fb(PSI) Fc(PSI) 03109119 EQUIVALENT LATERAL FORCE PROCEDURE PER ASCE 7-10 SECTION 12.8. AND ALL CONNECTIONS TO THE BASIC STRUCTURE.SHOP DRAWINGS SHALL INDICATE MAGNITUDE AND LIGHT FRAMING(STUDS) DOUG-FIR STUD 776(REP) 800 DIRECTION OF THE LOADS IMPOSED ON THE BASK STRUCTURE AND SHALL BE STAMPED&SIGNED BY A SITE CLASS D PROFESSIONAL ENGINEER REGISTERED IN THE SAME STATE AS THE PROJECT. fc=4000 PSI 2x JOISTS AND PLANKS DOUG-FIR #2 978(REP) - SHORTPERIODSPECTRALRESPONSEACCEL(SS) 1.071 DEVELOPMENT LENGTH LAP SPLICE PLATES AND BLOCKING DOUG-FIR #2 850 ONE SECOND SPECTRAL RESPONSE ACCEL(S) 0.417 FABRICATION SHALL BEGIN ONLY AFTER SHOP DRAWINGS BEARING THE STAMP AND SIGNATURE OF THE - SHORT PERIOD DESIGN SPECTRAL RESPONSE ACCEL(Sos) 0.765 PROJECT ARCHITECT,ENGINEER OF RECORD,AND CONTRACTOR HAVE BEEN RECEIVED. BAR TENSION COMPRESSION TENSION COMPRESSION 6x AND LARGER BEAMS AND DOUG-FIR #2 875 - ONESECONDDESIGNSPECTRALRESPONSEACCEL(SDI) 0.440 SIZE STRINGERS RISK CATEGORY II FOUNDATIONS:SPREAD FOOTINGS TOP BARS OTHER pLL BARS TOP BARS OTHER pLL BARS SEISMIC IMPORTANCE FACTOR I 1.0 BARS BARS 4x AND SMALLER BEAMS AND DO -FIR #2 850 - (E) SOILS REPORT: REPORT NO: 18-0408 #3 19 15 8 24 19 12 STRINGERS BASIC MSEISM C FORCGN E-RESISTING-SYSTEM D PREPARED BY: GEOTEST ALL POSTS AND TIMBERS DOUG-FIR #1 1200 1000 BASIC SEISMIC FORCE-RESISTING-SYSTEM WOOD SHEAR WALLS DATED: MAY 17,2019 #4 25 19 10 33 25 15 RESPONSE MODIFICATION FACTOR,(R) 1.5 REFER TO PLAN NOTES,SCHEDULES,AND DETAILS FOR MORE SPECIFIC LUMBER SIZE AND GRADE REQUIREMENTS. REDUNDANCY FACTOR(p) 1.0 #5 31 24 12 41 31 19 ALLOWABLE SOIL PRESSURE: 2000 PSF ALL LUMBER IN CONTACT WITH CONCRETE,MASONRY,OR WITHIN 8"OF SOIL SHALL BE PRESSURE-TREATED. F SEISMIC RESPONSE COEFFICIENT(Ls) 0.118 #6 37 29 15 49 37 23 F W=TOTAL SEISMIC DEAD LOAD AS DEFINED PER ASCE 7-10 SECTION 12.7.2. LATERAL EARTH PRESSURE: #7 54 42 17 71 54 27 NAILS,BOLTS,AND METAL CONNECTORS FOR WOOD Z UNRESTRAINED: 35 PCF+ANY APPLICABLE SURCHARGE O o0 RESTRAINED: 55 PCF+ANY APPLICABLE SURCHARGE #8 62 48 19 81 62 30 ALL NAILS SHALL CONFORM TO THE STANDARDS SET FORTH BY THE NATIONAL DESIGN STANDARDS INDS)FOR F BASE SHEAR(V),V=CsW= Sos W a 'n � PASSIVE: 300 PCF WOOD CONSTRUCTION,LATEST EDITION.NAILING NOT SPECIFIED SHALL BE PER IBC TABLE 2304.9.1 NAILING - � COEFFICIENT OF FRICTION: 0.35 NOTE: SCHEDULE.ALL NAILS CALLED OUT ON PLANS SHALL BE COMMON NAILS UNLESS NOTED OTHERWISE AND SHALL WIND LOADS: 1. ALL LENGTHS ARE IN INCHES. MEET OR EXCEED THE FOLLOWING MINIMUM GUIDELINES: FOUNDATIONS SHALL BEAR ON NATIVE SITE SOILS OR STRUCTURAL FILL,PREPARED AND COMPACTED AS 2.ALL LAP SPLICES ARE CLASS B. BASIC WIND SPEED(3 SECOND GUST) 110 MPH REQUIRED BY THE GEOTECHNICAL REPORT AND AT LEAST I8"BELOW ADJACENT EXTERIOR GRADE.ANY 3.'TOP BARS"ARE HORIZONTAL REINFORCEMENT PLACED SUCH THAT MORE THAN 12 INCHES OF NAIL SHANK MIN LENGTH p a EXPOSURE B FOUNDATION ELEVATIONS SHOWN IN THE DRAWINGS REPRESENT MINIMUM DEPTHS AND ARE FOR BIDDING CONCRETE IS CAST IN THE MEMBER BELOW THE BAR. 8d COMMON 0.1310 2 1/2"SHANK KZ 1.0 ONLY.ACTUAL FOUNDATION ELEVATIONS ARE SUBJECT TO SITE CONDITIONS AND MUST THEREFORE BE rn 3"S 10d COMMON 0.1480 HANK ti ESTABLISHED BY THE CONTRACTOR. CONCRETE WALL REINFORCING SEE PLANS FOR ADDITIONAL DESIGN LOADS. 12d COMMON 0.1480 3 1/4"SHANK _ O1 IMPORTED STRUCTURAL FILL AND BACKFILL MATERIAL SHOULD CONSISTOF CLEAN,WELL GRADED GRANULAR PROVIDE THE FOLLOWING MINIMUM REINFORCING UNLESS NOTED OR DETAILED OTHERWISE(GRADE 60): 0 STATEMENT OF SPECIAL INSPECTIONS MATERIALFREE OF DEBRIS OR ORGANICS AS SPECIFIED IN THE GEOTECHNICAL REPORT. 16d COMMON 0.1620 31/2"SHANK o THICKNESS REINFORCING PLACEMENT lOd BOX NAILS MAY BE SUBSTITUTED FOR Sd COMMON NAILS WITH NO CHANGE IN NAIL SPACING.FRAMING Y SUBMIT WRITTEN STATEMENT OF RESPONSIBILITY TO THE BUILDING OFFICIAL AND OWNER PRIOR TO DRAINAGE. 6"WALLS #4 @ 13"OC EA WAY CENTERED MEMBERS MAY BE NAILED WITH 16d SINKERS(0.148"0 x 31/4"),BUT ONLY 16d COMMON NAILS SHALL BE USED SPECIAL INSPECTIONS ARE REQUIRED AS INDICATED IN THE FOLLOWING TABLE.THE CONTRACTOR SHALL BACKFILL BEHIND ALL RETAINING WALLS WITH WELL-DRAINING,GRANULAR FILL AND PROVIDE FOR SUBSURFACE Q COMMENCEMENT OF WORK IN ACCORDANCE WITH CHAPTER 1704.40E THE IBC. 8"WALLS #5 @ 15"OC EA WAY CENTERED WHERE 16d NAILS ARE INDICATED IN THIS DRAWING SET.ENGINEER MAY APPROVE OTHER NAILS IF NAIL LABELS 7 STRUCTURAL OBSERVATION OF THE STRUCTURAL SYSTEM BY THE ENGINEER IS NOT REQUIRED. EXCAVATIONS AND DRAINAGE INSTALLATION SHALL BE OBSERVED BY SOILS ENGINEER RETAINED BY THE ARE SUBMITTED TO ENGINEER PRIOR TO START OF CONSTRUCTION. OWNER.IF EXCAVATION SHOWS SOIL CONDITIONS TO BE OTHER THAN THOSE ASSUMED ABOVE NOTIFY THE 10"WALLS #4@16"OC EA WAY,EA FACE DESIGN: RMK FREQUENCY AND DISTRIBUTION OF REPORTS-INSPECTION REPORTS SHALL BE PROVIDED FOR EACH DAY ON STRUCTURAL ENGINEER FOR POSSIBLE FOUNDATION REDESIGN. ALL BOLTS IN WOOD MEMBERS SHALL CONFORM TO ASTM A307.PROVIDE WASHERS UNDER THE HEADS AND CONCRETE GENERAL NOTES NUTS OF ALL BOLTS AND LAG SCREWS BEARING ON WOOD.LEAD HOLES FOR LAG BOLTS SHALL BE BORED FOR DRAWN: J EG SITE R SPECIAL INSPECTOR.STRUCTURAL OBSERVATION REPORTS SHALL C PROVIDED AFTER EACH DEFERRED APPROVAL ITEMS THE SHANK AND THREADED PORTIONS PER NDS 11.1.3. OBSERVATION.REPORTS SHALL BE DISTRIBUTED TO THE CONTRACTOR,ARCHITECT,ENGINEER AND BUILDING CHECK: JGG OFFICIAL. SUBMITTAL DOCUMENTS FOR DEFERRED SUBMITTAL ITEMS SHALL BE SUBMITTED TO THE ARCHITECT AND VERTICAL BARS SHALL START FROM TOP OF FOOTING.HORIZONTAL BARS SHALL START A DISTANCE OF 1/2 THE CONNECTORS CALLED OUT BY LETTERS AND NUMBERS SHALL BE"STRONG-TIE"BV SIMPSON COMPANY, NORMAL BAR SPACING FROM TOP OF FOOTING AND TOP OF FRAMED SLABS.IN ADDITION,THERE SHALL BE A CATALOG TO BE THE LATEST EDITION,OR ENGINEER APPROVED EQUAL.CONNECTORS SHALL BE INSTALLED IN ENGINEER REVIEWED WHO SHALL REVIEWHAVE THEM ANDFOUND INDICATE IN GENERAL CONFORMANCE SUBMITTAL DOCUMENTS HORIZONTAL BAR AT A MAXIMUM OF 3"FROM TOP OF WALL AND BOTTOM OF FRAMED SLABS. JOB NO: 18386.10 SPECIAL INSPECTION HAVE BEEN REVIEWED AND THAT THEM HAVE BEEN FOUND TO BE E I GENERAL CONFORMANCE WITH THE DESIGN ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS AND WITH THE NUMBER AND SIZE OF OF THE BUILDING.THE DEFERRED SUBMITTAL ITEMS SHALL NOT BE IN STALLED UNTIL THEIR DESIGN AND FASTENERS AS SPECIFIED BY THE MANUFACTURER.WHERE CONNECTOR STRAPS CONNECT TWO MEMBERS, DATE: 08�09�19 SUBMITTAL DOCUMENTS HAVE BEEN APPROVED BY THE BUILDING OFFICIAL. PROVIDE CORNER BARS TO MATCH THE HORIZONTAL REINFORCING WITH TENSION LAP SPLICE AT EACH SIDE PER OPERATION CONT PERIODIC REMARKS TABLE,OR BEND ONE SIDE OVER TO PROVIDE TENSION LAP. PLACE ONE-HALF OF THE NAILS,SCREWS,OR BOLTS IN EACH MEMBER. SOILS 1.PREMANUFACTURED WOOD TRUSSES INSTALL SOLID BLOCKING AT ALL BEARING POINTS.ALL SHIMS SHALL BE SEASONED,DRIED,AND THE SAME 2.HANDRAILS AND GUARDRAILS PROVIDE CONTRALOR CONSTRUCTION JOINTS IN SLABS ON GRADETO BREAK UP SLAB INTO RECTANGULAR AREAS EXCAVATION&FILL&COMPACTION&DRAINAGE X GEOTECH ENGINEER OF NOT MORE THAN 400 SQUARE FEET EACH.AREAS TO BE AS SQUARE AS PRACTICALAND HAVE NO ACUTE GRADE(MINIMUM)AS MEMBERS CONNECTED. 3.PREMANUFACTURED BOLT-ON DECKS CONCRETE ANGLES.JOINT LOCATIONS TO BE APPROVED BY THE ARCHITECT. CONCRETE GALVANIZATION REINFORCING PLACEMENT X ALL CONSTRUCTION JOINTS SHALL BE THOROUGHLY CLEANED AND PROPERLY PREPARED IMMEDIATELY PRIOR TO ANCHOR BOLTS X ALLCONCRETE SHALL BE MIXED,PROPORTIONED,CONVEYED,AND PLACED IN ACCORDANCE WITH SECTION POURING OF CONCRETE.DOWEL STEEL SHALL BETHE SAME SIZE AND SPACING AS MAIN REINFORCING DETAILED UNLESS NOTED OTHERWISE,STEELCONNECTORS IN CONTACT WITH TREATED WOOD SHALL BE GALVANIZED Y CHAPTER 5 OF ACI 318 AND THE AMERICAN CONCRETE INSTITUTE'S SPECIFICATIONS FOR STRUCTURAL BEYOND JOINT. ACCORDING TO THE FOLLOWING TABLE: HOLDOWN PLACEMENT X CONCRETE FOR BUILDINGS(ACI 301). UNTREATED ACQ-C CBA-A OTHER OTHER PT CONCRETE TESTSPECIMENS X BARS PARTIALLY EMBEDDED IN HARDENED CONCRETE SHALL NOT BE FIELD BENT UNLESS SO DETAILED OR GALVANIZATION WOOD CCA-C SBX ACQ-D CA-B BORATE ACZA WOOD LLJ ALL CONCRETE SHALL BE STONE-AGGREGATE CONCRETE HAVING A UNIT WEIGHT OF APPROXIMATELY 150 APPROVED BY THE STRUCTURAL ENGINEER. Z CONCRETE PLACEMENT X POUNDS PER CUBIC FOOT. G90 X X X SEE ARCHITECTURAL DRAWINGS FOR ALL GROOVES,NOTCHES,CHAMFERS,FEATURE STRIPS,COLOR,TEXTURE AND ADHESIVE ANCHORS X IF USED CONCRETE STRENGTHS AT 28 DAYS(fc)AND MIX CRITERIA SHALL BE AS FOLLOWS: OTHER FINISH DETAILS AT ALL EXPOSED CONCRETE SURFACES.PROVIDE 3/4"CHAMFER AT ALL CORNERS EXCEPT AS G185 X X X X X X W EXPANSION ANCHORS X IF USED NOTED. HDG X X X X X X MAXIMUM MIN CEMENT MAXIMUM Q STRUCTURALSTEEL TYPE OF CONSTRUCTION f'c WATER/CEMENT CONTENT PER CUBIC STRUCTURAL STEEL STT300 X X X X X X X X SHRINKAGE STRAIN FABRICATION&ERECTION X RATIO YARD G90=0.90 OZ.OF ZINC PER SQUARE FOOT OF AREA = STRUCTURAL STEEL DESIGN,FABRICATION AND ERECTION SHALL BE IN ACCORDANCE WITH THE AISC HIGH STRENGTH BOLTING X SLAB ON GRADE 3000 PSI 0.55 51/2 SACK N/A "SPECIFICATION FOR THE DESIGN,FABRICATION,AND ERECTION OF STRUCTURAL STEEL FOR BUILDINGS",LATEST G185=1.85 OZ.OF ZINC PER SQUARE FOOT OF AREA N EDITION. HOG=HOT DIP GALVANIZED SHOP&FIELD WELDING FOOTINGS 4000 PSI 0.50 51/2 SACK N/A SST300=TYPE 316L STAINLESS STEEL (� M w SINGLE PASS FILLET WELDS<5/16" X WALLS 4000 PSI 0.48 51/2 SACK N/A SHAPES SHALL CONFORM TO ASTM A992,Fy=50 KSI. RATED SHEATHING N N 0 WOOD FRAME THE MINIMUM AMOUNT OF CEMENT LISTED ABOVE MAY BE CHANGED IF A CONCRETE PERFORMANCE MIX IS PLATES,ANGLES,AND RODS SHALL CONFORM TO ASTM A36,Fy=36 KSI. RATED SHEATHING SHALL BE GRADE C-DINT-APA WITH EXTERIOR GLUE OR OSB SHEATHING WITH EXTERIOR 00Z SHEARWALL&DIAPHRAGM NAILING X SPACING s4'OC SUBMITTED TO THE ENGINEER AND THE BUILDING DEPARTMENT FOR APPROVAL TWO WEEKS PRIOR TO PLACING STRUCTURAL TUBING SHALL CONFORM TO ASTM ASOO GRADE B,Fy=46 KSI. GLUE IN CONFORMANCE WITH IBC STANDARD 2303.1.4. Y (W ANY CONCRETE.THE PERFORMANCE MIX SHALL INCLUDE THE AMOUNTS OF CEMENT,FINE AND COARSE STRAP NAILING X AGGREGATE,WATER,AND ADMIXTURES AS WELL AS THE WATER-CEMENT RATIO,SLUMP,CONCRETE YIELD,AND TIMBERSTRAND,MICROLLAM,AND PARALLAM MEMBERS STEEL PIPE SHALL CONFORM TO ASTM A53 GRADE B,Fy=35 KSI. J NOTE: SUBSTANTIATING STRENGTH DATA IN ACCORDANCE WITH CHAPTER S OF ACI 318. Q � Q ALL ITEMS MARKED WITH AN"X"SHALL BE INSPECTED IN ACCORDANCE WITH IBC CHAPTER 17.SPECIAL FABRICATED IN CONFORMANCE WITH THE INTERNATIONAL CODE COUNCIL EVALUATION SERVICE(ICC-ES) 0- W Q INSPECTION SHALL BE PERFORMED BVA QUALIFIED TESTING AGENCY DESIGNATED BY THE OWNER.THE ALL CONCRETE EXPOSED TO WEATHER OR TO FREEZING TEMPERATURES SHALL BE AIR-ENTRAINED IN BOLTS CONNECTING STEEL MEMBERS SHALL CONFORM TO ASTM A325-N.BOLTS SHALL BE 3/4"O MINIMUM, REPORT NO.ESR-13870R CCMC REPORT NO.12627-R,08675-R,AND 11161-R.EACH MEMBER SHALL BE ACCORDANCE WITH ACI 318 TABLE 4.2.1 FOR MODERATE EXPOSURE CONDITION. END ANCHOR BOLTS SHALL CONFORM TO ASTM A307. IDENTIFIED BY A STAMP INDICATING THE PRODUCT TYPE AND GRADE,ICC-ES OR CCMC REPORT NUMBER, L>_I ARCHITECT,STRUCTURAL ENGINEER,AND BUILDING OFFICIAL SHALL BE FURNISHED WITH COPIES OF ALL J D RESULTS.ATTENTION OF TO MEET THE PROJECT SPECIFICATIONS SHALL BE IMMEDIATELY BROUGHT REINFORCING STEEL CONTRACTOR SHALL PROVIDE CONNECTION ADJUSTMENT TOLERANCES TO SATISFY THE REQUIREMENTS OF AISC MANUFACTURER'S ME BERSNAM SHALL ANT THE FOLLOWAND ING PENDENT MINIMUM NSPECTION LOGO.FABRICATOR SHALL Q Z TO THE ATTENTION OF THE DESIGN TEAM. MANUAL OF STEEL CONSTRUCTION. BE CERTIFIED.MEMBERS SHALL MEET THE FOLLOWING MINIMUM STANDARDS: Z N 0 REINFORCING STEEL SHALL BE DEFORMED BILLET STEEL CONFORMING TO ASTM A615,AND SHALL BE GRADE 60 SIZE CLASSIFICATION SPECIES GRADE Fb(PSI) FV(PSI Fc(PSI) Z � (Fy=60,000 PSI),UNLESS NOTED OTHERWISE.GRADE 60 REINFORCING BARS INDICATED ON DRAWINGS TO BE UNLESS SPECIFIED AS STAINLESS STEEL,ALL STEEL MEMBERS,SHAPES,BOLTS,AND ACCESSORIES EXPOSED TO BEAMS&POSTS(d<91/2") LSL 1.3E 1,700 425 1,835 z WELDED SHALL CONFORM TO ASTM A706.REINFORCING COMPLYING WITH ASTM A615 MAY BE WELDED IF WEATHER SHALL BE HOT DIP GALVANIZED. Z MATERIAL PROPERTY REPORTS INDICATING CONFORMANCE WITH WELDING PROCEDURES SPECIFIED IN AWS NON-SHRINK GROUT RIMS&BEAMS(d>_91/2") LSL 1.55E 2,325 310 - Z N J D3.4 ARE SUBMITTED. m BEAMS&POSTS WE 2.OE 2,600 285 2,510 L'i ll`� w WELDED WIRE FABRIC SHALL CONFORM TO ASTM A185.PROVIDE WELDED WIRE FABRIC IN SHEETS NOT ROLLS. NON-SHRINK GROUT SHALL BE CEMENT-BA5ED WITH A MINIMUM COMPRESSIVE STRENGTH OF 5000 PSI WHEN U Q LAP WELDED WIRE FABRIC 12"AT SIDES AND ENDS. TESTED IN ACCORDANCE WITH ASTM C-109.GROUT SHALL BE MIXED AND PLACED IN STRICT ACCORDANCE WITH POSTS(d<9 1/2") PSL 1.8E 2,400 190 2,500 THE MANUFACTURER'S RECOMMENDATIONS. BEAMS(d>_91/2") PSL 2.2E 2,900 290 - REINFORCING STEEL SHALL BE DETAILED INCLUDING HOOKS AND BENDS IN ACCORDANCE WITH SP-66 AND ACI SHEET: 318R,LATEST EDITIONS.UNLESS OTHERWISE NOTED,REINFORCING SPLICE LENGTHS AND DEVELOPMENT TIMBERSTRAND,MICROLLAM,AND UNTREATED PARALLAM MEMBERS ARE INTENDED FOR DRY-USE LENGTHS SHALL BE PER SCHEDULE. APPLICATIONS.UNLESS NOTED OTHERWISE,ENGINEERED WOOD BEAMS EXPOSED TO WEATHER SHALL BE TREATED PER MANUFACTURES RECOMMENDATIONS. REINFORCING SHALL BE PLACED AND ADEQUATELY SUPPORTED PRIOR TO PLACING CONCRETE.WET-SETTING EMBEDDED ITEMS 15 NOT ALLOWED WITHOUT PRIOR ENGINEER APPROVAL.BARS PARTIALLY EMBEDDED IN HARDENED CONCRETE SHALL NOT BE FIELD BENT UNLESS SO DETAILED OR APPROVED BY THE STRUCTURAL ^�.�-N ENGINEER.REFER TO CHAPTER 7 OF ACI 318 FOR OTHER REINFORCING STEEL REQUIREMENTS. `V STRUCTURAL NOTES C (THESE NOTES ARE TYPICAL UNLESS NOTED OR DETAILED OTHERWISE ON DRAWINGS) ENGINEERING GLUE-LAMINATED TIMBER GENERAL 250 4TH AVE. S., SUITE 200 GLUE-LAMINATED TIMBER SHALL BE DOUGLAS FIR,FABRICATED IN CONFORMANCE WITH ANSI/AITC STANDARD STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH ARCHITECTURAL,CIVIL,ELECTRICAL,AND LEGEND EDMONDS, WASHINGTON 98020 A 90.1,LATEST EDITION.EACH MEMBER SHALL BEAR AN AITC IDENTIFICATION MARK AND SHALL BE MECHANICAL DRAWINGS FOR BIDDING AND CONSTRUCTION.CONTRACTOR SHALL VERI FY ALL DIMENSIONS AND PHONE (425) 778-8500 DEFINITION SYMBOL DEFINITION SYMBOL FAX (425) 778-5536 ACCOMPANIED BY AN AITC CERTIFICATE OF CONFORMANCE.FABRICATOR SHALL BE CERTIFIED.MEMBERS SHALL CONDITIONS FOR COMPATIBILITY BEFORE PROCEEDING.ANY DISCREPANCIES SHALL BE BROUGHT TO THE BE OF THE FOLLOWING MINIMUM STANDARDS: ATTENTION OF THE ARCHITECT BEFORE PROCEEDING. DIRECTION OF NATIVE SOIL SPAN COMBINATION Fb FRAMING — — CONTRACTOR TOSEEARCHITECTURAL,CIVIL,ELECTRICAL AND MECHANICAL DRAWINGS FOR SIZE AND LOCATION EXTENT OF SIMPLE SPAN BEAMS 24F-V4 2400 PSI OF PIPE,VENT,DUCT AND OTHER OPENINGS AND DETAILS NOT SHOWN ON THESE DRAWINGS. FRAMING GRANULAR FILL CANTILEVER OR MULTI-SPAN BEAMS 24F-V8 2400 PSI CONTRACTOR SHALL BE RESPONSIBLE FOR ERECTION STABILITY AND TEMPORARY SHORING AS NECESSARY UNTIL COLUMNS STRUCTURAL STEEL GIVY Cp WOOD I-JOISTS PERMANENT SUPPORT AND STIFFENING ARE INSTALLED. of WAS "9S G�� CONTRACTOR-INITIATED CHANGES SHALL BE SUBMITTED IN WRITING TO THE ARCHITECT AND STRUCTURAL COLUMN BEARING RATED SHEATHING ',1yu WOOD I-JOISTS,MANUFACTURED BY THE TRUS JOIST CORPORATION SHALL BE SIZED AND DETAILED TO FIT THE ENGINEER FORAPPROVAL PRIOR TO FABRICATION OR CONSTRUCTION.CHANGES SHOWN ON SHOP DRAWINGS ON BEAM DIMENSIONS AND LOADS INDICATED ON THE PLANS.ALL DESIGN SHALL BE IN ACCORDANCE WITH THE ONLY WILL NOT SATISFY THIS REQUIREMENT. le ALLOWABLE VALUES AND SECTION PROPERTIES ASSIGNED BY THE BUILDING CODE. BEAM CONTINUOUS SHEAR WALL SWX znss DRAWINGS INDICATE GENERAL AND TYPICAL DETAILS OF CONSTRUCTION.WHERE CONDITIONS ARE NOT OVERSUPPORT (SEE SCHEDULE) PROVIDE TEMPORARY BRACING UNTIL SHEATHING AND PERMANENT BRACING IS INSTALLED.MANUFACTURER SPECIFICALLY INDICATED BUT ARE OF A SIMILAR CHARACTER TO DETAILS SHOWN,SIMILAR DETAILS OF `rrONAL SHALL PROVIDE ALL SPECIALTY ITEMS REQUIRED FOR A COMPLETE INSTALLATION OF JOISTS.INSTALL PER CONSTRUCTION SHALL BE USED,SUBJECTTO REVIEW AND APPROVAL BY THE ARCHITECT AND THE STRUCTURAL CONCRETE WALL COLUMN MARK MAN UFACTU RER'S RECOMMENDATIONS. ENGINEER. (SEE SCHEDULE) 03/09/19 BEARING STUD FOOTING MARK O ALL TRUSS JOISTS ARE TO BE CONNECTED TO FLUSH BEAMS WITH SIMPSON TYPE ITS,IUS OR LBV HANGERS, WALL (SEE SCHEDULE) PROVIDE WEB STIFFENERS AS REQUIRED. NON-BEARING HOLDOWN MARK PRE-MANUFACTURED WOOD TRUSSES STUD WALL (SEE SCHEDULE) WOOD TRUSSES SHALL BE SIZED AND DETAILED TO FIT DIMENSIONS AND LOADS INDICATED ON THE PLANS.ALL BEARING STUD ii-( HANGER MARK O DESIGN SHALL BE IN ACCORDANCE WITH THE ALLOWABLE VALUES AND SECTION PROPERTIES ASSIGNED BYTHE SHEAR WALL (SEE SCHEDULE) BUILDING CODE.SUBMIT SHOP DRAWINGS FOR ENGINEER REVIEW PRIOR TO FABRICATION.CALCULATIONS AND NON-BEARING FLAG NOTE SHOP DRAWINGS SHALL BE SIGNED BY A PROFESSIONAL ENGINEER REGISTERED IN THE SAME STATE AS THE STUD SHEAR WALL )--�-�L/� (SEE PLAN NOTES) PROJECT.TRUSS DESIGN AND SHOP DRAWINGS SHALL BE IN CONFORMANCE WITH IBC 2303.4 CMU WALL STEEL MOMENT PROVIDE TEMPORARY BRACING UNTIL SHEATHING AND PERMANENT BRACING IS INSTALLED.MANUFACTURER FRAME CONN. Q SHALL PROVIDE ALL SPECIALTY ITEMS REQUIRED FOR A COMPLETE INSTALLATION OF JOISTS.INSTALL PER MANUFACTURER'S RECOMMENDATIONS. ABBREVIATIONS Z FOR TOP CHORD DESIGN LIVE LOADS,REFER TO THE DESIGN LOAD SECTION.IN ADDITION TO ROOF LOADING O_ j LISTED IN THE DESIGN LOAD SECTION,ROOF TRUSSES SHALL BE DESIGNED FOR A BOTTOM CHORD LIVE LOAD OF (A) ABOVE GLB GLUE-LAMINATED BEAM yL 10 PSF.TOP AND BOTTOM CHORD LIVE LOAD DO NOT NEED TO BE DESIGNED FOR SIMULTANEOUSLY. tL AB ANCHOR BOLT HORIZ HORIZONTAL U F- IN ADDITION TO THEIR SELF WEIGHT,ROOF TRUSSES SHALL BE DESIGNED FOR A TOP CHORD DEAD LOAD OF 13 ALT ALTERNATE KP KING POST w w PSF AND A BOTTOM CHORD DEAD LOAD OF 30 PSF ACTING SIMULTANEOUSLY.SEE ARCHITECTURAL AND MECHANICAL DRAWINGS FOR LOADS AND OPENINGS NOT SHOWN ON THE STRUCTURAL DRAWINGS. ARCH ARCHITECT KSI KIPS PER SQUARE INCH a DEFLECTIONS SHALL NOT EXCEED L/360 FOR LIVE LOADS,OR L/240 FOR TOTAL LOADS. (B) BELOW L ANGLE Ol METAL 0, TYPICAL FRAMING NOTES BD BAR DIAMETER MECH MECHANICAL BLKG BLOCKING MF MOMENT FRAME Q O 1.BEARING WALL FRAMING O 00 BM BEAM MI METAL REFER TO STUD SCHEDULE ON FRAMING PLANS FOR BEARING WALL FRAMING. BOT BOTTOM NS NEAR SIDE y ALL COLUMNS NOT CALLED OUT OTHERWISE SHALL BE TWO STUDS. BRING BEARING OC ON CENTER Q 2.WALL BASE PLATE ON CONCRETE BTWN BETWEEN OPP OPPOSITE CIP COMPLETEJOINT PENETRATION PL PLATE DESIGN: RMK WALL PLATES BEARING ON CONCRETE SHALL BE PRESSURE-TREATED.FOR ALL EXTERIOR WALLS AND INTERIOR SHEAR WALLS,BOLT PLATES OR SILLSTO CONCRETE WITH 3/4 INCH DIAMETERANCHOR BOLTS WITH 7INCH CUR CLEAR PLCS PLACES DRAWN: JEG MINIMUM EMBEDMENT.REFER TO SHEAR WALL SCHEDULE,AND PLACE AT 5'-0"OC MAXIMUM UNO.SILL CMU CONCRETE MASONRY UNIT PSI POUNDS PER SQUARE INCH PLATES FOR INTERIOR NON-SHEAR WALLS SHALL BE BOLTED USING 1/2 INCH ANCHOR BOLTS @ 6'-0"OC WITH 7 CHECK: JGG INCH EMBEDMENT.AT ALL SILL PLATE ANCHOR BOLTS,CONTRACTOR SHALL INSTALL 1/4"x 3"x 3"FLAT PLATE COL COLUMN PSF POUNDS PER SQUARE FOOT WASHERS.INTERIOR NON-SHEAR WALL SILL PLATES MAY BE ANCHORED PER THE BEARING WALL GUILDELINES CONC CONCRETE P/T POSTTENSIONED JOB NO: 18386.10 OR MAY USE 1/4"x 3"SIMPSON CSD SPLIT DRIVE ANCHORS @ 4'-0"OC WITH 1"ROUND FENDER WASHERS.USE DATE: 08/09/1 9 MINIMUM OF TWO ANCHOR BOLTS PER SILL AND PLACE ONE WITHIN 12 INCHES OF EITHER END TYPICAL UNLESS CONN CONNECTION PT PRESSURETREATED NOTED OTHERWISE. CONT CONTINUOUS REINF REINFORCING 3.ROOF AND FLOOR FRAMING COORD COORDINATE REQ'D REQUIRED PROVIDE 11/2"FULL DEPTH BLOCKING FOR JOISTS AND RAFTERS AT ALL SUPPORTS AND AT 8'-0"OC MAXIMUM DEL DOUBLE SCHED SCHEDULE UNO.INTERMEDIATE 8'-0"OC BLOCKING NOT REQ'D IF GWB CEILING 15 INSTALLED DIRECTLYTO UNDERSIDE OF DET DETAIL SIM SIMILAR FRAMING.INSTALL DOUBLE JOISTS UNDER PARTITIONS EXTENDING ONE HALF OR MORE OF THE JOIST SPAN. DIA DIAMETER SOG SLAB ON GRADE PROVIDE TRUSS BLOCKING PANELS FOR ROOF TRUSSES AT SUPPORTS AND SHEAR WALLS,AND WHERE INDICATED ON PLANS AND DETAILS. DIM DIMENSION STD STANDARD 4.DIAPHRAGM NAILING DIR DIRECTION STIFF STIFFENER W ALL SHEAR WALLS,FLOOR AND ROOF DIAPHRAGM NAILINGS SHALL BE AS CALLED OUT ON SCHEDULES OR ON EA EACH STL STEEL Z THE PLANS.EXTERIOR WALLS NOT INDICATED AS SHEAR WALLS SHALL BE SHEATHED AND NAILED TO ELEV ELEVATION SYMM SYMMETRICAL W SUPPORTING FRAMING WITH 10d NAILS AT 6"OC AT ALL PANEL EDGES AND 12"OC AT ALL INTERMEDIATE ES EACH SIDE SW SHEARWALL SUPPORTS. EX EXISTING TOC TOP OF CONCRETE Q THE USE OF NAIL GUNS WILL BE APPROVED IF NAILING INTO THE DIAPHRAGMS CAN BE INSTALLED FLUSH WITH EXP EXPANSION TOS TOP OF STEEL FACE OF SHEATHING.NAIL PENETRATIONS GREATER THAN 1/16"ARE NOT ACCEPTABLE. FUR FLOOR TOW TOP OF WALL ,^ 5.ALLOWABLE STUD AND PLATE PENETRATIONS FDN FOUNDATION TYP TYPICAL V/ w CUTTING AND/OR NOTCHING OF WOOD STUDS OR PLATES SHALL NOT EXCEED 25%OF THE STU D/PLATE WIDTH FTG FOOTING UNO UNLESS NOTED OTHERWISE P� IN EXTERIOR AND BEARING WALLS AND SHALL NOT EXCEED 40%OF THE STUD/PLATE WIDTH IN ANY FS FAR SIDE VERT VERTICAL d�2 04 NON-BEARING PARTITIONS.BORED HOLE DIAMETER IS LIMITED TO 40%OF STUD/PLATE WIDTH IN ANY STUD "V (V O AND MAY BE 60%IN NONBEARING PARTITIONS OR IF STUD IS DOUBLED.MAINTAIN 5/8"MINIMUM EDGE GC GENERAL CONTRACTOR WF WIDE FLANGE 0 Z DISTANCE FROM HOLE EDGE. Y W (n <0- J Q w �' < a z :D z N o U � w o F- z Z Z N J W Il w U Q N SHEET: S1.2-N FOUNDATION PLAN NOTES: 1.SPREAD FOOTINGS SHALL BEAR A MIN OF V-6"BELOW ADJACENTGRADE ATTHE PERIMETER. 2.WHERE SLAB ON GRADE IS INDICATED,SLAB SHALL BE 4"THICK W/A4 @ 18"OC EACH WAY,CENTERED.SLAB ENGINES RING SHALL BE POURED OVER A 10 MIL VAPOR BARRIER OVER 6"OF 5/8"CRUSHED ROCK. 250 4TH AVE. S., SUITE 200 3.REFER TO SHEET S4.I FOR TYPICAL FOUNDATION DETAILS. EDMOND E(425)WASH 78- 98020 PHONE(425) 778-8500 4. ® INDICATES FOOTING TYPE,REFER TO FOOTING SCHEDULE ON SHEET S3.1 FOR SIZE&REINFORCEMENT. FAX (425) 778-5536 5.REFER TO"CONCRETE GENERAL NOTES"ON SHEET Sl.l FOR CONTROL JOINT PLACEMENT AND DETAIL 2/S4.1 FOR CONTROL JOINT CONSTRUCTION. 6.REFER TO FLOOR FRAMING PLANS AND SHEAR WALL&HOLD-DOWN SCHEDULES FOR LOCATION OF SHEAR WALL ANCHOR BOLTS AND HOLD-DOWN ANCHORS.ANCHORAGE AT NON-SHEAR WALLS SHALL BE PER STRUCTURAL G�EVY CJJaa NOTES. g WAsq�`7,1,� 7.PLACE ALL REINFORCEMENT PER THE STRUCTURAL NOTES AND FOUNDATION DETAILS. 7 S.CONTRACTOR SHALL VERIFY ALL DIMENSIONS,WALL LOCATIONS,SLAB SLOPES,AND CONCRETE ROUGH OPENINGS WITH ARCHITECTURAL,CIVIL,AND MEP DRAWINGSAND NOTIFY ALL PARTIES OF ANY DISCREPANCIES. mss .,� 9.CONTRACTOR SHALL PROVIDE FOOTING AND SLAB SUBSTRATE PREPARATION,WATERPROOFING,AND BACKFILL `rIONAL PER THE GEOTECHNICAL REPORT. 08109119 10.ALL BUILDING SYSTEMS THAT PENETRATE THE CONCRETE WORK INCLUDING BUT NOT LIMITED TO ARCH,MECH, ELECT,PLUMBING,&FIRE PROTECTION DUCTS,CONDUITS,EMBEDS,&SLEEVES SHALL BE INSTALLED PRIOR TO CONCRETE PLACEMENT. a z o d V1 TT 3 T T T T 8 9 T 11 Ww oa rn I I I I I I I I I a o z 00 u � 11 F3 F3 F3 F3 4. F3 F3 Y F3 — — < 9 9 6 — F1C 54.1 54.1 — 6 ❑� — DESIGN:LC RMK 4. 54.1 F1C r r F1C DRAWN: JEG CHECK: JGG r --- - j F1C I I SLAB ON GRADE j j I I II JOB NO: 18386.10 I I I FlC I PER STRUCTURAL I I F1C I I DATE: 08/09/19 I I I I . I I SLAB ON GRADE I 7 I I NOTES I I 4 I PER STRUCTURAL 54 6 I 4. F3 I I I I I NOTES I I TL 54. I I Or' ti I I r' ti I I I SLAB ON GRADE I I I I I I F3 PER STRUCTURAL F3 `t r q I I ti r F3 F3 ! I I F3 NOTES I I I I Or L, r I F3 I ? i I r I I H I yll I j l I `t r I I ti r F3 W I I I I I I I I I I I I I I Z FlC I I I I I - I I F1C I I I I I I I I I I I I I I I I W Q II i i 7 I I II FlC I I F1C 6 II 7 I I II 30 4. 6 I I 54. I Sa. I I 54.1 J F3 I 4.1 I I __ F3 I I '1 I I F3 �_____ r� C - _ -----� - - _ Q F1C -----I — 0,0 4 F3 F1C 9 6 F3 �_____ I N L---- — __-_-� — — F I _ I L—__6___J — — Q Q Z ----J 54.1 4. I1r'T=�I �� !� W Oil O F1C q. ( ( Q Z sa. �r I Z N p a u LLJ Z ri Z Z u �H wnw O � I U � Q L.L. w 1 2 3 4 5 6 7 8 9 S2.1-N FOUNDATION PLAN © KEY PLAN 1 SCALE: 5'-0" 0 5'-0,. 10'-0" TYPICAL FLOOR FRAMING PLAN NOTES: 1. REFER TO SHEET S3.I FOR BEAM,COLUMN,JOIST,SHEAR WALL AND HOLDOWN SCHEDULES. 2.FLOOR SHEATHING SHALL BE 3/4"PLY OR 23/32"OSB WITH 10d COMMON NAILS SPACED AT 6"OC AT ALL ENGINEE RING DIAPHRAGM BOUNDARIES,PANEL EDGES AND SHEAR WALLS AND 12"OC AT INTERMEDIATE FRAMING.FOR 250 4TH AVE. S., SUITE 200 PLYWOOD LAYOUT AND NAILING REFER TO DETAIL 2/55.1. EDMONDS. WASHINGTON 98020 PHONE(425)778-8500 3.HEADERS AT EXTERIOR BEARING AND NON-BEARING WALLS SHALL BE 4x8 DF#2 UNO WHERE MAXIMUM SPAN= FAX(425)778-5536 6'-6" 4.DOOR HEADERS AT INTERIOR BEARING WALLS SHALL BE 4x6 DF#2 UNO MAXIMUM SPAN=4'-0". 5.COLUMNS AND BEARING WALLS SHOWN ON PLANS SHALL BE CONTINUED DOWN TO THE FOUNDATION UNLESS CARRIED BY BEAM BELOW. GVY Cp 6.ALL DIAPHRAGMS UNBLOCKED UNO.SEE NOTE 9. G.�$pF XAsg2"7S� 7.REFER F TO SHEET 55.1 THRU 55.3 FOR TYPICAL FLOOR FRAMING DETAILS. `' �pry�1 + o 8. jll INDICATES COLUMN BELOW AND BEAM SHALL BE CONTINUED OVER COLUMN,TYP. ool G _ L 5FS1' 1 9.ALL FLOOR DIAPHRAGMS SHALL BE UNBLOCKED EXCEPT WHERE(OR IF)NOTED ON THE SPECIFIC FLOOR PLANS. WHERE BLOCKING IS SPECIFICED,PLYWOOD PANEL EDGES SHALL BE BLOCKED WITH 2x4 DF FLAT.PANEL EDGE SjONAL NAILING AT BLOCKED DIAPHRAGM AREAS SHALL BE 10d @ 4"OC ALL PANEL EDGES. 08109119 10.FINISHED FLOOR ELEVATIONS PER ARCHITECT.CONTRACTOR TO VERIFY ALL ELEVATIONS PRIOR TO CONSTRUCTION. 11.ALL COLUMNS NOT OTHERWISE CALLED OUT SHALL BE Cl.SEE COLUMN SCHEDULE.PROVIDE SOLID BLOCKING IN JOIST SPACE BELOW ALL COLUMNS. TYPICAL HEADER SUPPORTS(LINO) FRAMING EXTERIOR INTERIOR INTERIOR LEVEL (RO>T-4") (RO5TA") (l)FULL HT (1)FULL HT (1)FULL HT Q ROOF (1)CRIPPLE +(1)CRIPPLE +(1)CRIPPLE (1)FULL HT (1)FULL HT (1)FULL HT z m 3RD m +(1)DRIPPLE +(1)CRIPPLE +(1)CRIPPLE d � 2ND Il)FULL HT (1)FULL HT (1)FULL HT TT 3 4 T T T 8 9 10 11 1(2)CRIPPLE +(2)CRIPPLE +(1)CRIPPLE u NOTES: wp d 1.THE COLUMNS LISTED IN THE TABLE ABOVE SHALL BE PLACED IMMEDIATELY BELOW THE"FRAMING LEVEL"INDICATED. 2.HEADER SUPPORTS SHALL HAVE THE SAME GRADE OF LUMBER AS THE WALL IN WHICH THEY ARE LOCATED. w 3.REFER TO TYPICAL ROOF PLAN NOTES FOR TYPICAL BEARING WALL HEADERS Q p NOT SPECIFICALLY CALLED OUT ON THE PLANS. pip 0 3 3 Y 4FJ1 - -ss.3TYPICAL FRAMING SCHEDULE- - - BEARING WALLS 2 FRAMING25. 2LEVEL INTERIOR DESIGN: RMK 5. S5. EXTERIOR INTERIOR 2x6 PARTY WALLS2 SW2 SW2 - - 2x4DRAWN: JEG 5W4 SW2 BTF11 a 8 W2 25W 8 2x6 DFSTUD 2x6 DF STUD 2x4 DF STUD 2x4 DF STUDSW W2 5W W2 ROOF CHECK@ 16"OC @ 16"OC @ 16"OC EA FACE @ 16"OCJOB NO: 18386.10 2x6 DFSTUD 2x6 DF STUD 2x4 DF STUD 2x4 DF STUD FJ3 FJl 3RD @ 16"OC @ 16"OC @ 16"OC EA FACE @ 16"OC DATE: 08/09/1 9 3 GA N 2x6 DF STUD 2x6 DF STUD 2x4 DF#1 2x4 DF STUD C3 3 I I G3 c3 2ND @ 16"OC @ 16"OC @ 16"OC EA FACE @ 16"OC b C3 3 NOTES: (.b 6 6 55.2 1.THE WALLS LISTED IN THETA LE ABOVE SHALL BE PLACED IMMEDIATELY S5.2 v FAFJ1 BELOW THE"FRAMING LEVEL"INDICATED. Z 1 L (`Q Lb (Q b 2.NON BEARING WALLS SHALL BE 2x4 OR 2x6 DF STUD GRADE AT 16"OC UNO. 55.2 C3 m 6+6 m C3 1 J a 7 f 10 6 6. S5. 55. S5. W V v3i G1 G3 Gti C1 v Z NIL SW6 D11 5 SW6D11 SW6 L'S FJl v Q 5 2x6 HF#2 0 = L 6' @24"OC `°I BM8 FJl FJl BM8 5' Im Q 3 3 3 FA ___- NIL ad N 04 B - - - - --- - --__ - - - - - W FJl -� -i FJl I ----BM8 L SW2 SW2 SW2 BM -- Y N 0) O 5. ----- DJ1 SW2 SW - BM4 L B 0 ---- W SW2 SW2 2 - - -- m d Q J L. A - w swz c - S5.- - SW2 � L�' J 2 55.2 Q Z Q ss. I Z (n O Z n I W 0 Z rD z N U 1 2 44 5 6 7 8 9 10 11 1 SHEET. - - - - - � S2.2-N SECOND FLOOR FRAMING PLAN © KEY PLAN 1 SCALE: 1/8"=1'4" in M 19 OEMNTS 5'4" 0 5.4. 10'-0" TYPICAL FLOOR FRAMING PLAN NOTES: 1.REFER TO SHEET S2.2 FOR TYPICAL FLOOR FRAMING PLAN NOTES. ENGINEERING THIS FLOOR FRAMING PLAN NOTES: 250 4TH AVE. S., SUITE 200 EDMONDS. WASHINGTON 98020 1. WALLS SHOWN ON THIS PLAN ARE WALLS BELOW THE FLOOR INDICATED. PHONE(425)778-8500 FAX(425)778-5536 2.HOLDOWNS SHOWN ON THIS PLAN SHALL BE PLACED AT THE BASE OF THE WALLS SHOWN. TYPICAL HEADER SUPPORTS(LINO) FRAMING EXTERIOR INTERIOR INTERIOR GVY C LEVEL (RO>YA") (RO 53'-4") V 0F WASB,�s� (1)FULL HT (1)FULL HT (1)FULL HT ROOF (1)CRIPPLE +(1)CRIPPLE +(1)CRIPPLE 7 1-pry- 3RD (1)FULL HT (1)FULL HT (1)FULL HT ool (1)CRIPPLE +(1)CRIPPLE +(1)CRIPPLE .,G„ 2L25�. 2ND 1 (1)FULL HT (1)FULL HT (1)FULL HT `rjOMAL +(2)CRIPPLE +(2)CRIPPLE +(1)CRIPPLE 08109119 NOTES: 1.THE COLUMNS LISTED IN THE TABLE ABOVE SHALL BE PLACED IMMEDIATELY BELOW THE"FRAMING LEVEL"INDICATED. 2.HEADER SUPPORTS SHALL HAVE THE SAME GRADE OF LUMBER AS THE WALL IN WHICH THEY ARE LOCATED. 3.REFER TO TYPICAL ROOF PLAN NOTES FOR TYPICAL BEARING WALL HEADERS NOT SPECIFICALLY CALLED OUT ON THE PLANS. TYPICAL FRAMING SCHEDULE FRAMING BEARING WALLS J LEVEL EXTERIOR INTERIOR 2x6 INTz 4IOR PARTY WALLS 2x6 DF STUD 2x6 DF STUD 2x4 DF STUD 2x4 DF STUD z ROOF @ 16,OC @ 16"OC @ 16"OC EA FACE @ 16"OC 17 � r 1 2 3 4 5 6 7 8 9 10 11 L2N 2x6 DF STUD 2x6 DF STUD 2x4 DF STUD 2x4 DF STUD C) 2 @ 16"OC @ 16"OC @ 16"OC EA FACE @ 16"OC w w 0d 2x6 DF STUD 2x6 DF STUD 2x4 DF#1 2x4 DF STUD @ 16"OC @ 16"OC @ 16"OC EA FACE @ 16"OC ti NOTES: 1.THE WALLS LISTED IN THE TABLE ABOVE SHALL BE PLACED IMMEDIATELY O W BELOW THE"FRAMING LEVEL"INDICATED. 00 2.NON BEARING WALLS SHALL BE 2x4 OR 2x6 DF STUD GRADE AT 16"OC LINO. Ss.3 c° f6 �6 ss.3 a FLAG NOTES: g 2 2 LLJS- 24x6 DF#2(UNO)EA END OF EACH BALCONY,TYP.CONNECT COLTOTOP&BOT PLATES W/A35 CLIPS EA DESIGN: RMK 5. 2 SW2 5W2 55. o — — — SIDE.COORDINATE LOCATION&ALL OTHER REQUIREMENTS W/BOLT-ON DECK MFR. W2 SW2 W2 s__ � PROVIDE 51/2"RIM ATALL BOLT-ON DECKS.REFER TO BOLT-ON MFR DRAWINGS FOR ADDITIONAL DRAWN: JEG SW W2 — — — 6 SW W2 — — BLOCKING AND STRAPPING REQUIREMENTS. CHECK: JGG JOB NO: 18386.10 FJl FJ3 FJ3 FJ3 DATE: 08/09/19 BOLT-ON DECK PER MFR 6 S5. pL 6 BOLT-ON DECK C9 m SB. G� PER MFR m FA CZ C2 FJl m CQ `b Z ti 3 3 Z Q 6 a J 1 10 LJ 55.2 S. Gti C1 5. 1 S5. > FJ1 SW6•+ S W6 10 FA V ml o Im = Z �C 3 B 8 FJI FJI BMBS FA a FJl ad N 04 LL. SW3 5W3 3 SW3 I ___ La.l 3 --- 3 (n � I Im ml � W3 W ____ BM_4 L JI B 0 I` ___ SW3 NMIM SW 3 SW — — - — — A - - 2 2 J LL.I S5. S5. J�u L.Tu Q Z L_ Z (n O Z u Z 04 z J � �H I wnw 2 8 9 10 11 SHEET. S2.3-N THIRD FLOOR FRAMING PLAN © KEY PLAN in M 19 OEMNTS 5.4, 0 5'-0., 10'-0" TYPICAL ROOF FRAMING PLAN NOTES: 1. WALLS SHOWN ON ROOF FRAMING PLAN ARE WALLS BELOW ROOF FRAMING. 2.BEAMS SHOWN ON ROOF FRAMING PLAN SHALL BE ABOVE DOUBLE TOP PLATE UNLESS USED AS A DOOR OR ENGINES RING WINDOW HEADER. 250 4TH AVE. S., SUITE 200 3.ROOF SHEATHING SHALL BE 1/2"PLY OR 7/16 OSB WITH 8d COMMON NAILS SPACED AT 6"OC AT ALL EDMOND GTON 020 DIAPHRAGM BOUNDARIES,PANEL EDGES,SHEAR WALLS,COLLECTOR TRUSSES,AND BLOCKING OR TRUSS PHONEE(425)425)778-8500 BLOCKING PANELS INDICATED ON PLANS.NAILING AT INTERMEDIATE FRAMING SHALL BE Ed COMMON NAILS @ FAX(425)778-5536 12"OC.REFER TO DETAIL 2/S5.1 FOR SHEATHING LAYOUT AND NAILING. 4.HEADERS AT EXTERIOR BEARING AND NON-BEARING WALLS SHALL BE 4x8 DF#2 UNO WHERE MAXIMUM SPAN= 6'-6" 5.DOOR HEADERS AT INTERIOR BEARING WALLS SHALL BE 46 DF#2 LINO MAXIMUM SPAN=4--0". C,tlEVY Cyr. G, of WAS sC� 6.REFER TO DETAIL 3/S5.1 FOR CONSTRUCTION OF MULTIPLE STUD COLUMNS. 7. All' INDICATES COLUMN BELOW AND BEAM SHALL BE CONTINUED OVER COLUMN,11. ool 8.ALL DIAPHRAGMS UNBLOCKED UNO. 2 25 9. HATCHED AREAS INDICATE ROOF OVER-FRAM ING APPLIED ABOVE PLYWOOD SHEATHING.REFER TO 3'SrONAL D* ARCH DRAWINGS FOR FULL EXTENT OF CRICKETS. OBI 09119 10.COLUMNS AND BEARING WALLS SHOWN ON PLAN SHALL BE CONTINUED DOWN TO THE FOUNDATION UNLESS CARRIED BY A BEAM BELOW. 11.ROOF TRUSSES SHALL BE PRE-ENGINEERED BY OTHERS AND SPACED AT 24"OC,TYP. 12.ATTACH ALL ROOF TRUSSES TO SUPPORTS WITH SIMPSON H2.5A HURRICANE TIES.TRUSSES SHALL HAVE A MIN OF(2)HURRICANE TIES,ONE AT EACH END 13.ALIGN(2)STUDS MIN BELOW ENDS OF GIRDER TRUSSES LINO ON PLANS. 14.TRUSSES MARKED"DRAG TRUSS"SHALL BE DESIGNED FOR A SERVICE LEVEL SEISMIC LOAD OF 310 PLF. 15.ROOF TRUSSES SHALL BE DESIGNED FOR CONCENTRATED LOADS WHERE MEP SYSTEMS SUCH AS AIR HANDLER FJF OR CONDENSER UNITS ARE SHOWN ON MEP PLANS.VERIFY SIZE,WEIGHT,AND LOCATION OF UNITS W/MEP F DRAWINGS. Z co co 16.ALL COLUMNS NOT OTHERWISE CALLED OUT SHALL BE Cl.SEE COLUMN SCHEDULE. F_ j a � TT 3 4 T T T 8 9 I 11 TYPICAL HEADER SUPPORTS(LINO) w w 0 d FRAMING EXTERIOR INTERIOR INTERIOR LEVEL (RO.X-4") (RO 53'4") ti ROOF H a,(1)FULL HT (1)FULL HT (1)FULL HT (1)CRIPPLE +(1)CRIPPLE +(1)CRIPPLE o O 3RD (1)FULL HT (1)FULL HT (1)FULL HT W 0 +(1)CRIPPLE +(1)CRIPPLE (1)CRIPPLE Y _TML L0 b L0 (1)FULL HT (1)FULL HT (1)FULL HT Ir - L6 L6 2 L6 `6 2ND (2)CRIPPLE +())CRIPPLE +(1)CRIPPLE NOTES: - 56. R11 m RJ1 m 56. 6 1.THE COLUMNS LISTED IN THE TABLE ABOVE SHALL BE PLACED IMMEDIATELY DESIGN: RMK E 9 = g _ Sw 5 6 SW6 _ _� _ BELOW THE"FRAMING LEVEL"INDICATED. 6. SW6 SW6 SW6 SW6 I 2.HEADER SUPPORTS SHALL HAVE THE SAME GRADE OF LUMBER AS THE WALL IN DRAWN: JEG SW6 END W6 SW BM2 WG WHICHTHEYARE LOCATED. CHECK: JGG l v - - - - - - - - - 3.REFER TO TYPICAL ROOF PLAN NOTES FOR TYPICAL BEARING WALL HEADERS N q I 3 NOT SPECIFICALLY CALLED OUT ON THE PLANS. JOB NO: 18386.10 1 5 6 SIM 4 ) 56.2 RJl 6 DATE: OS/09/19 56. RJl TRUSSES 56') S6. TRUSSES TRUSSES BOLT-PERMFR 3 sIM a rrsuss6s 8 q N TYPICAL FRAMING SCHEDULE 56.2 3 6. 56. BOLT-ON DECK FRAMING BEARING WALLS RJl R11 PER MFR LEVEL INTERIOR 5 6 5 EXTERIOR INTERIOR 2x6 2x4 PARTY WALLS 6.2 IF 6. T 3 - 3 2x6 DF STUD 2x6 DF STUD 2x4 DF STUD 2x4 DF STUD Lb ILL I L L Lb Cp ROOF @ 16"OC @ 16"OC @ 16"OC EA FACE @ 16"OC STUD 2x6 DF STUD 2x4 DF STUD 2x4 DF STUD v, 3RD @ 16"OC @ 16"OC @ 16"OC EA FACE @ 16"OC Li.l 3 2.1 DF STUD 2x6 DF STUD 2x4 DF#1 2x4 DF STUD 2 7 56. 6. 7 2ND @ 16'OC @ 16"OC @ 16"OC EA FACE @ 16"OC L>J 56. 6.1 SW6 k SW6 NOTES: Q 1.THE WALLS LISTED IN THE TABLE ABOVE SHALL BE PLACED IMMEDIATELY BELOW THE"FRAMING LEVEL"INDICATED. = Z 3 56. 2 3 2.NON BEARING WALLS SHALL BE 2x4 OR 2x6 OF STUD GRADE AT 16"OC UNO. Q FLAG NOTES: G 2 L L 0 56. 4x6 OF#2(UNO)EA END OF EACH BALCONY,TYP.CONNECT COL TO TOP&BOT PLATES W/A35 CLIPS EA N _ _ _ _ _ _ _ SIDE.COORDINATE LOCAION&ALL OTHER REQUIREMENTS W/BOLT-ON DECK MFR. '^ 6 SW6 w Y N 0 Z 6 6 _ �\ 6.1 1 6. Q Q W SW6 _ EL - SW6 W 6 _ _ O - _ - W SW6 6 C�' W 1 SW6 1 \ J J W Q 5 9 Q Z 6.1 6' 6. S6. �7 � I Z N u F1 F_ Z Z p H I Z N J LJ1-1t.P U R I U ^ Q 1 2 44 5 6 7 8 9 10 11 1 ri, SHEET: S2.4-N ROOF FRAMING PLAN © KEY PLAN NTS 5'-0" 0 5'-0., 10'-0' C 4�M ENGINEERING SHEAR WALL SCHEDULE (DF) BEAM SCHEDULE 250 4TH AVE. S., SUITE 200 SILL PLATE MARK BEAM REMARKS HANGER AS REQ'D EDMOND E (425)WASH GTON 0 020 MIN.FRAMING AT SHEAR WALL RIM JOIST OR SILL PLATE ANCHOR SHEAR PHONE (425) 778-8500 TYPE APA RATED ADJOINING PANEL NAILING BLOCK CONN TO NAILING TO BOLT TO SLAB OR FOUNDATION CAPACITY FAX 425 778-5536 SHEATHING RIM/BLKG. SILL PLATE SIZE BM3 4x6 OF#2 - HU46 MAX ( ) EDGES IS NOTE 5) AT PANEL EDGES TOP PLATE BELOW FOUNDATION (PLF) BM2 48 OF#2 - HU48 MAX SW6 15/32" 2x STUD 0.148"0 x 2 1/4" LTP4 OR A35 0.131"0 x 3 1/4" 3/4"0 AB ONE SIDE AND BLKG @ 6"OC @ 24"OC @ 5"OC @ 5'-0"OC 2x 310 BM3 4x10 DF#2 - HU410 MAX 15/32" (2)2x STUD AND 0.148"0 x 2 1/4" LTP4 OR A35 0.131"0 x 3 1/4" 3/4"0 AB BM4 3 1/2"x 9 1/4"PSL SEE NOTE 5 HU410 MAX SW4 ONE SIDE 2x FLAT BERG @ 4"OC @ 16"OC @ 3"OC @ 4'-3"OC 2x 460 BM5 5 1/4"x 9 1/4"PSL SEE NOTE 5 HHUS5.50/10 G VY Cp. 15/32" (2)2x STUD AND 0.148"0 x 2 1/4" LTP4 OR A35 0.131"0 x 3 1/4" 3/4"0 AB G. of WAS SW3 2x 600 BM6 7'x91/4"PSL SEE NOTE HGU57.25/10 ,�$ ONE SIDE 2x FLAT BERG @3"OC @12"OC @2.5"OC @3'-4"OC Fv ,y"�cc�. o 15/32" 3x STUD AND 0.148"0 x 2 1/4" LTP4 OR A35 0.131"0 x 3 1/4" 3/4"0 AB BM7 4x12 DF#2 - HU412 MAX '1 SW2 ONE SIDE 2x FLAT BERG @ 2"OC @ 10"OC @ 2"OC @ 2'-6"OC 2x 770 BM8 31/2"x 111/4"PSL SEE NOTE 5 HHUS410 2SW4 15/32"BOTH (2)2x STUD 0.148"0 x 2 1/4" LTP4 OR A35 0.131"0 x 3 1/4" 3/4"0 AB BM9 5 1/4"x 111/4"PSL SEE NOTE 5 HUCQ612-SDS L�Svs¢ 1 SIDES AND BURG @ 4"OC @ 8"OC @ 1.5"OC @ 2'-0"OC 2x 920 SrONAL 15/32"BOTH 3x STUD 0.148"0 x 2 1/4" LTP4 OR A35 0.162"0 x 3 1/2" 3/4"0 AB BM10 7"x 111/4"PSL SEE NOTE 5 HGU57.25/12 25W3 SIDES AND BLKG @ 3"OC @ 6"OC @ 2"OC @ 1'-6"OC 2x 1200 BM11 31/2"x 14"PSL - HGUS414 03109119 2S12 15/32"BOTH 3x STUD 0.148"0 x 2 1/4" LTP4 OR A35 0.162"0 x 3 1/4" 3/4"0 AB BM12 5 1/4"x 14"PSL - HGUS5.50/14 SIDES AND BURG @ 22 OC @ 5"OC @ 1.5"OC @ 1'-3"OC 2x 1540 BM13 6x10 OF#2 - HUCQ610-SDS NOTES: 1.REFER TO THE TYPICAL SHEAR WALL DETAIL. BM14 31/2"x 18"PSL - HGUS418 2.THE VALUES IN THIS TABLE ARE APPROPRIATE FOR DF GRADE STUDS AND OF GRADE PLATES&RIM/BLOCKING. NOTES: 3.NAILS AT ADJOINING PANEL EDGES SHALL BE STAGGERED EACH SIDE OF THE COMMON JOINT. 1.REFER TO THE LATEST SIMPSON STRONG-TIE CATALOG FOR HANGER INSTALLATION INFORMATION. 4.WHERE PANELS ARE APPLIED ON BOTH FACES OF A WALL,PANEL JOI NTS SHALL BE OFFSET TO FALL ON DIFFERENT FRAMING MEMBERS,OR FRAMING SHALL 2.REFER TO FRAMING PLANS AND NOTES FOR SUPPORTS AT BEAM ENDS. BE 3x AT ADJOINING PANEL EDGES AND NAILS SHALL BE STAGGERED. 3.ALL BEAMS EXPOSED TO WEATHER OR IN CONTACT WITH CONCRETE OR MASONRY SHALL BE 5.WHERE TABLE SPECIFIES(2)2x FRAMING,CONNECT(2)2x STUDS AND BLOCKING AS FOLLOWS:SW4=(2)0.131"0 @ 4"O.C.,SW3=(2)0.131"0 @ 3"OC. PRESSURE TREATED. 6.NOTE THAT 3x FRAMING MAY BE USED IN LIEU OF(2)2x FRAMING SPECIFIED IN TABLE. 4.REFER TO PLAN NOTES FOR BEAMS&HEADERS AT BEARING LOCATIONS THAT ARE NOT CALLED 7.INTERMEDIATE FRAMING TO BE WITH 2x NOMINAL MEMBERS(MIN)U.N.O.FIELD NAILING 12"O.C.MAXIMUM. OUT a 8.AT ALL 3/4"0 SILL PLATE ANCHOR BOLTS,INSTALL 1/4"x 3"x 3"PLATE WASHERS.EDGE OF PLATE WASHER SHALL BE WITHIN 1/2"OF SHEATHED EDGE.FOR 5.IF BEAM DEPTH SHOWN IS NOT AVAILABLE IN STOCK,THE SUPPLIER SHALL RIP BEAMS TO EXACT DOUBLE SIDED SHEAR WALLS,USE WIDER PLATE WASHERS AS REQUIRED TO MEETTHIS REQUIREMENT. DEPTH PRIOR TO SHIPMENT. 9.PROVIDE A MINIMUM OF 7"EMBEDMENT FOR A.B.INTO FOUNDATION OR STEM WALL. Z 2 10.PROVIDE A MINIMUM OF(1)ANCHOR BOLT WITHIN 12"OF EACH WALL END. O m d d' ~ U w W W C) d O1 ti 0, Q O 00 COLUMN SCHEDULE HOLDOWN SCHEDULE (DF) MARK COLUMN SIZE COLUMN SIZE REMARKS 2x4 WALL 2x6 WALL Q MARK TYPE MIN CHORD STUD NAILS OR BOLTS ANCHOR BOLT CAPACITY(LB) Cl (2)2x4 (2)2x6 SEE NOTE 2 SIZE (SEE NOTE 4) C2 (3)2x4 (3)2x6 SEE NOTE 2 Ol MST37 (2)2x (11)16d EA END - 2,710 C3 (4)2x4 (4)2x6 SEE NOTE 2 DESIGN: RMK O2 MST60 (2)2x (23)16d EA END - 6,235 C4 4x6 DF#2 46 DF#2 - DRAWN: J EG 0 MST72 (2)2x (31)SDS 1/4"x 21/2"SCREWS - 6,730 C5 4x8 DF#2 6x6 DF#2 CHECK: JGG ® HDU5 (2)2x (14)SDS 1/4"x 2 1/2"SCREWS 5/8"0 4,065 C6 4110 DF#2 6x8 DF#2 - JOB NO: 18386.10 O HDU8 4x OF (20)SDS 1/4"x 21/2"SCREWS 7/8"0 6,970 C7 6x10 DF#2 6x10 DF#2 - - © HDU11 4x OF (30)SDS 1/4"x 21/2"SCREWS 1"0 9,535 CS (3)11/2"x 51/2"LSE DATE: 08/09/19C9 5 1/8"x 6"GLB - 0 HDU14 6x OF (36)SOS 1/4"x 21/2"SCREWS 1"0 14,445 C10 5 1/8"x 7 1/2"GLB - ® HDU19 6x DF (5)1"0 THRU BOLTS i l/4"0 19,070 Cil H555x5x5/16 I HSS5x5x5/16 NOTES: NOTES: 1.REFER TO THE LATEST SIMPSON STRONG-TIE CATALOG FOR ADDITIONAL INSTALLATION REQUIREMENTS. 1.REFER TO THE LATEST SIMPSON STRONG-TIE CATALOG FOR PRE-FABRICATED 2.REFER TO DETAIL B/55.1 FOR INSTALLATION OF MST TYPE FLOOR TO FLOOR STRAPS.REFER TO DETAIL CONNECTION INSTALLATION REQUIREMENTS. 8/S5.2 FOR CONNECTION OF STRAP TO BEAM BELOW. 2.MULTIPLE STUD COLUMNS SHALL USE GRADE OF STUD INDICATED ON WALL 3.REFER TO DETAIL 7/55.2 FOR INSTALLATION OF ROD TYPE FLOOR TO FLOOR HOEDOWNS.REFER TO FRAMING SCHEDULE.REFER TO TYPICAL DETAILS FOR FABRICATION OF MULTIPLE DETAIL 9/55.2 FOR CONNECTION OF ROD HOEDOWN TO WOOD BEAM BELOW. STUD COLUMNS, 4.WHERE APPLICABLE,REFER TO S7.I FOR HOEDOWNS AT STEEL BEAMS. 3.CONTRACTOR TO PROVIDE BLOCKING EQUAL TO COLUMN DIMENSIONS ATJOIST W 5.INSTALL HDU TYPE HOEDOWNS AT FOUNDATION OR SLAB PER DETAIL 8/54.1. SPACE BELOW ALL COLUMNS. Z 6.AT ALL HOLDOWN CHORDS,PROVIDE PANEL EDGE NAILING PER SHEAR WALL SCHEDULE. IL J a � M N JOIST SCHEDULE N FOOTING SCHEDULE 00 MARK JOIST SPACING REMARKS (W 0) MARK FOOTING SIZE REINFORCING COMMENTS FJl 2x10 OF#2 16"OC SEE NOTE Q Q Fl 1 V-6"x 1'-0"DEEP x CONTINUOUS (3)#5 CONTINUOUS SEE NOTE 2 F12 2x10 OF#2 12"OC SEE NOTE 2 CL Lu v/ F13 2x12 OF#1 16"OC SEE NOTE 2 W LLJ F2 2'-0"x 2'-0"x 1'-0"DEEP (3)#5 EACH WAY BOTTOM - J w J F14 2x12 OF#1 12"OC SEE NOTE 2 Q Z F3 j 3'-0"x 3'-0"x 1'-0"DEEP (4)#5 EACH WAY BOTTOM - DJ3 2x6 HF#2 16"OC SEE NOTE 2 Z N 0 Q F4) 4'-0".4'-0"x 1'-0"DEEP (5)#5 EACH WAY BOTTOM _ D12 2x8 HF#2 16"OC SEE NOTE 2 LLLI in 0 LLJ D13 242 HF#2 16"OC SEE NOTE 2 [__ Z Z = FS j 5'0.x 5'-0"x 1'-2"DEEP (6)#5 EACH WAY BOTTOM - RJl 2x12 HF#2 24"OC SEE NOTE 2 W � w U w F6 j 6'-0"x 6'-0"x l'-4"DEEP (7)#5 EACH WAY BOTTOM R12 13/4"x 111/4"LVL 24"OC SEE NOTE 2 () Q N H REFER TO RETAINING REFER TO RETAINING NOTES: RW) WHERE APPLICABLE 1.FOR JOIST HANGERS REFER TO THE LATEST SIMPSON STRONG-TIE CATALOG FOR ALL SHEET: WALL SCHEDULE WALL SCHEDULE INSTALLATION REQUIREMENTS.USE MAX NAILING UNO. NOTES: 2,TIMBER JOISTS FRAMING INTO WOOD BEAMS OR RIMS SHALL USE LUS OR HU SERIES 1.ALL FOOTINGS SHALL BEAR ON FIRM,UNDISTURBED NATIVE SOIL OR COMPACTED STRUCTURAL FILL FACE MOUNT HANGERS.TIMBER JOISTS FRAMING INTO STEEL BEAMS SHALL USE PER GEOTECHNICAL ENGINEERING REPORT. LBV SERIES TOP FLANGE HANGERS. 2.REINFORCEMENT SHALL BE CONTINUED FROM CONTINUOUS FOOTINGS THRU SPREAD FOOTINGS WHERE APPLICABLE. ^^.1-w ' CORNER BARS x ]Q IN ALL AREAS WITH EXPOSED C CONC FLOORS,EDGE SLAB ENGINEERING "A" MAY BE SUBSTITUTED FOR ALL CONC SLAB ON GRADE 90°HOOKED BARS WITH 1/8"MAX RADIUSAND FILL JOINT WITH SEALANT LPASS AT CENTER d AT TOP AND 250 4TH AVE. S., SUITE 200 • °• °a • PROVIDES/8"Qx2'-0" B.T. HALL NOT EDMONDS, WASHINGTON 98020 SMOOTH SLIP DOWEL BARS OINT PHONE (425) 77AT 12"OC,TYP UNO FAX (425) 778-5536 STD 90'HOOK - TYPUNOT/2 UNO,VERT CORNER BARS SHALL BE TRENCH EXCAVATION 1.5 H LAP SPLICE SAME SIZE TABULATED FOR MIN - - d PARALLEL TO FTG MIN TYP WALL REINF FOR THICKER WALL J zi Id 1 p "A"=SPLICE LENGTH d GREASETHIS y - ° d Gog WAsy"7s HALF OF BAR �� SLEEVESTO CLEAR p•$ •° % 1�-6�� PIPE 1"ALE SIDES - - NO PIPES ALLOWED IN � � v � TYPICAL CONSTRUCTION JOINT %/ MIN _ ° THIS REGION.LOWER FTGS AS REQ'D F o ° SEE NOTES,DETAILS,OR PLANS FOR a >�� (1)#5 VERT ° REQ'D REINF.ALL BARSTO BE CONT d ° E d OR SPLICED PER STRUCTURAL NOTES SAWCUT JOINT-IN ALL AREAS WITH CONC SLAB ON GRADE TOF `101w. EXPOSED CONC.FLOORS,FILL JOINT PIPE WITH SEALANT.IN LIEU OF SAWCUT STD 180"HOOK JOINTS CONTRACTOR MAY USE ZIP 03109119 ° HORIZ CORNER BARS OF SIZE STRIP PLACED WITH SLAB SLAB REINF AT BOF BENT BARS TO MATCH AND SPACING TO MATCH °d CENTER OF$LAB OR - —III\\\ &LAP FOOTING (2)#5 VERT d- REINF OF THINNER WALL v AT TOP AND BOT Z m ° d e = � BOTTOM REINF a a• ¢ c AS RERBOF - - -'° d AS REQ'D z \ UNDISTURBED EARTH OR d • ° - ° q ° • a X—X°�-X X—XrX ° "� STRUCTURAL RAL NOTESMPACTED FILL P PIPE TRENCH EXCAVATION PARALLEL 9"MIN III— - 3"CLR TO FOOTING IS NOT ALLOWED TYP TYP PLACE VERT REINF OUTSIDE EXCEPT BELOW THIS LINE.STEP FTG AS T AS OTHERWISE NOTED OR SHOWN A TYPICAL CONTRACTION JOINT REQUIRED FOR THIS CONDITION T=FTG THICKNESS PER PLAN, SCHED,AND DETAILS �F TYPICAL CONCRETE WALL REINFORCING DETAIL TYPICAL SLAB ON GRADE DETAILS TYPICAL PIPE PENETRATION AT WALLS AND FOOTINGS TYPICAL STEPPED WALL FOOTING F SCALE. NTS L SCALE: 1"=1'-0" V SCALE: 1/2"=V-0" d N NOTE: SILLPLAND ABDIA ~ RAISE STEM WALL AS REQ'D AT PERIMETER AREAS AND SPACING PER O WHERE NEEDED DUE TO CIVIL GRADES. SHEAR WALLSCHED w w (2)#5 CONT TOP STUD WALL PER PROVIDE BLOCK OUT p� FRAMING PLAN NOTES AT DOOR OPENINGS AND SHEATHI WALL SCN HED G PER SHEAR \ _ SHEATHING AND NAILING STUD WALL PER NOTE: SLAB ON GRADE FRAMING PLAN NOTES WHERE CONCRETE WALL WITH HT>3'-0" Q O PER PLAN AND SHEAR SUBGRADE PER oo WALL SCHEDULE FOUNDATION PLAN CHORD SIZE PER EXISTS, ROD MAY EXTEND 24"MIN INTO SHEAR WALL PER o 4"0 PERFORATED PVC PIPE PER HOLDOWN SCHED WALL W/NUT&WASHER ASSHOWN PLAN AND SCHED LOCAL CODES WITH 6"OF 1" z� #5 @ 15"OC EA WAY Y MINUS GRAVEL ALL AROUND, CENTERED IN WALL COUNTERSINK Q WRAPPED IN NON-WOVEN PAVING OR FINISHED "a HOLDOWN PER PLAN ADDITIONAL END GEOTEXTILE FABRIC.SLOPE TO GRADE PER ARCH AB PER SHEAR WALLSCHED AND SCHED,WHERE STUD AS REQ'D DRAWINGS OR STRUCTURAL NOTES APPLICABLE DRAIN 1/8"PER 1 NS MIN.TURN • • a�X�X AB PER SHEAR WALL DESIGN: RMK DOWN PERFORATIONS AS SHOt�'001A THREADED ROD AS REQ'D HOEDOWN PER PLAN °d o �o ,°-p PT SILL PL SCHED OR THREADED ROD AS REQ'D FOR HOLDOWN W/NUT AND SCHED DRAWN: JEG �o 0 o°e CA b STRUCTURAL NOTES on SLAB ON GRADE AND FOR HOLDOWN W/NUT AND WASHER AT BASE. OOp0 0 0° °�aIII—III. SUBGRADE PER PLAN AND WASHER AT BASE EXTEND ROD INNTO NG6 CHECK: JGG oO z OpOo JOB NO: 18386.10 p O p o ° d00 d - O oo Opa X X—X ° X �pc— —X.—X—X do—X -4X�- IX �X—.X� TOP OF FTG DATE: 08/09/1p u d g. ° t 00 ° Q a Oo0 °� - on °oP a �� °o ° °o �° I d °° - d O0 0�6 o o o D o� • �• - • o 0 '�. ° 000°o°�°o°o - •° ° • ° — — I�. d..l 0 . 0 O oQ o 0 1�° .III—iTi Imo° ° - AT SHEAR W LL FIGS 1 AT SHEAR WALL FTGS I' LINE OF MAX EXCAVATION. FOOTING / _ f° — -j I— — PROVIDE TOP REINF PROVIDE TOP REINF IF SOIL 15 OVER EXCAVATED, /�1 DRAIN / " ro 1 TO MATCH BOT REINF TO MATCH BOT REINF REPLACE W ITH LEAN MIX /� 1 ° I °d CONCRETE.J , / ALT HOOK AS SIZE AND REINF REINF PER PLAN SIZE&REINF MA%IMUM - -,//A SIZE&REINF AND SCHED - SHOWN J 1 1' SLOPE PER PLAN&SCHED PER PLAN AND SCHED °- a FIRM BEARING SOIL OR PER PLAN&SCHED COMPACTED STRUCTURAL FILL7 W I.SINGLE WALL II.PARK WALL m� Z TYPICAL FOOTING DRAIN TYPICAL STEM WALL DETAIL CONTINUOUS FOOTING DETAIL HOLDOWN DETAIL Lu (� 'J 8 SALE: 1"=1'-D" a 5 SCALE: 1"=1'-0" v SCALE: 1"=1'-0" SCALE: 1"=1'-0' HOLDOWN&CHORD //s PER PLAN AND SCHED = v (WHERE APPLICABLE) GAP PER SHEATHING AND ARE ~ J SILL PL,AB DIA AND NAIL I NG PER PLAN AND SPACING PER SHEAR SHEAR WALL SCHED STUD WALL PER WALL SCHED FRAMING PLAN NOTES COLPER PLAN �[ M AND SCHED pu (14 W SLAB ON GRADE AND 4"BRICK VENEER (2)#4 TOP SUBGRADE PER PER ARCH 8"x 8"CONCRETE CONTRACTOR N ABU POST BASE. 0) Q PROVIDE OPENINGS CONTRACTOR E SIMPSHAS THE Y LIJ FOUNDATION PLAN AT DOOR OPENINGS PLINTH W/(4)#3 OPTION TO USE SIMPSON � TIES EQ SPACED TITEN HD ANCHORS. •I • —q�C —�#( #4 @ 12"OC EA SLAB ON I I-I S BGRADERADE PER PL a WAY EA FACE AN PAVING OR FINISHED CL ~I (4)#4 HOOKED Lv _ GRADE PER ARCH _ ° (I R _____I _ z • - • °—Xz—,X_X DOWELS DRAWINGS J W e 2 7777-- Q Z dJO o �° 6" Q o 00O o°0 Ode z p 000 00 �� I—� =I w Z Z 0000 .0 0 REINF PER PLAN � Z 00/'�p FOOTING&REINFORCEMENT _ p O o p o 0 O °�o OD PER PLAN.PROVIDE DOWELS O p °O°o a o AND SCHEDULE Z N J w 0 O ( 0 EPDXIED INTO STEM WALL o p °�O - N - W 0 o O ^o Q • `- TO MATCH LONGITUDINAL p °O o • °• 00 U O O op o op ° d BARS W/5"EMBED O 0Q o O 2r4 - SHEET: NOTE: FOOTING / FOR INFORMATION NOT DRAIN / 8 SPECIFICALLY CALLED OUT / / REFER TO DETAIL 6. SIZE&REINF PER PLAN AND SCHEDULE SIZE AND REINF PER PLAN AND SCHED PER PLAN&SCHED /� 1 n I EXTERIOR FTG AT INTERIOR FTG INTERSECTION STEM WALL DETAIL AT BRICK VENEER i ISOLATED COLUMN FOOTING S4. 1-1 V 9 SCALE: 1"=V-0" O SCALE: 1"=1'-0" SCALE: 1"=1'-0" NOTE: 2x OR 3x BLOCKING ONLY STAGGER SHEATHING AS SHOWN. IF BLOCKED DIAPHRAGM o� FOR 2x4 STUDS,PROVIDE SINGLE ENGINEERING (IBC TABLE 2306.3.1,CASE 1 OR 3) IS SPECIFIED w - ROW OF NAILS STAGGERED EASIDE FRAMING MEMBERS W/ --a\z WITH 11/2"EDGE DISTANCE.FOR 250 4TH AVE. S., SUITE 200 INTERMEDIATE SPACING PER PLAN ..F 2x6 STUDS,PROVIDE(2)ROWS OF EDMONDS, WASHINGTON 98020 FRAMING MEMBERS ^'o NAILS SPACED AT 21/2"W/11/2" PHONE (425) 778-8500 STAGGER NAILS ON EA SIDE PANEL, SHEATHIINYG EDGE DISTANCE FAX (425) 778-5536 OF PANELJOINT AS REQUIRED PER SHEAR WALL SCHED PANEL EDGE NAILING ADJACENT NAILS IN A 9"OC MAX SPACING BETWEEN PER SHEAR WALL - - - ROW ARE TO BE ADJACENT NAILS IN A ROW _ SCHEDULE,TYP CONTINUOUS ------ PANEL EDGES DRIVEN FROM _____________________________ —'-T-------n— — ------n n n -n -rn pANEL EDGE NAILING INTO I I OPPOSITE SIDES,TYP VY I•I I•I I•I I•I I•I I•I I I I I I I I I I I I I j HOEDOWN CHORDS,TYP II C.1 pggC s, II II II II II �I I Goa' \f�� I I I I I I I I I I III INTERMEDIATE - - - - - HEADER PER PLAN I I I I I I I I I I III NAILING @ 12"OC - - - - - - I.I I•I I•I I•I I•I I•I 11. Ile •I I I I I I I I I I I I I I I I I I I 0.131"0 x 3"NAILS,TYP ynys � II II II II CRIPPLE STUDS PER I I I I I I I I I I I I�•� I I I I I I I "i3,S L PLAN;DO NOT CUT I•I I I I I I I I FRAMING AT ADJOINING I I III IiI I I II•II II•II I I I•I I I I SHEATHING PER PLAN AND PANEL EDGES PER SHEAR SHARWALLSCHEDULEAWAY MATERIAL WALL SCHEDFROM CRIPPLE STU PANEL EDGES I I TONAL 03/a7/9DS 11 (5)STUDS MAX TO I I I I I I I I I I I III HOEDOWN CHORD PER BE USED FOR I•I I I I I I' I I 11 1�•� SCHEDULE.REFER TO I I I lip I BUILT-UP COLUMNS FULL-HEIGHT I I I I I I I I I•I I I I I I I I I I I TYPICAL BUILT-UP HOEDOWN CHORD1II II•II II II II II II I , , 1, COLUMN DETAIL 11IIL 1 I•I II II II II I�•I� I '- -- -- I, I , FLOOR/ROOF SHEATHING DETAIL TYPICAL BUILT-UP STUD COLUMN DETAIL U 11 SCALE: NTS I•I I•I I, I•I ADDITIONAL END STUD 1 I•I I I I I 1 1 1 I I I I IF REQUIRED TO I I I I I j I I I,•I I I I I I PROVIDE 1 I•I I I I I I I I I COUNTERSINK FOR I I I I I I I I •1 1 I I I I HOEDOWN BOLTS J I,I 1,1 Q I I I•I I•I I, I I•I TYP DOUBLE 1 I•II II II IJ II 11 II II HOEDOWN ANCHORAGE TOP PLATE r PER PLAN AND SCHEDULE z 2 AB W/SIMPSON BP I I I I I I I I I I 1 I 2 1/4"END (2)0.131"0 x 3"NAILS @ 9"OC O m I I •I I I I 1 1 I DISTANCE,TYP ELSEWHERE W/11/2"EDGE DISTANCE F PL WASHER,TYP I•I I,I I,I I I I,I I,I 1/2"TO d I I 1 1 I I•I I I I (2)ROWS OF(8) I I I I I I I I N 0.131"0 x 3" SIMPSON A35 - F- - SIMPSON CNW COUPLER SHEATHED EDGE PLATE 3"OC WAS AILS @ 3"OC EA SIDE OF SPLICE O OT HEDOWN ANCHORAGE (ONLY REQUIRED O HER AT EXTERIORPR SHEAVR T to m PT SILL PL PER I•I I,•I A I,I I I I,I I,I 6fLWALL SCHED , • HEADERS GREATER SHEAR WALL SCHED I I I I I•I I I THAN 6'SPAN) i--____i __ _ J1__ 11 I I PANEL EDGE NAILING 1I° -1L_-__--ice_-___-i PER SHEAR WALL SCHED ° TOPCHORD ti II a-______n___ SPLICE AT LOCATIONS WHERE IT IS NOT POSSIBLE BOTTOM y II z_ II II ;n _--- IJ 6 x3' - II II II I I I I I li TO INSTALL THE SPECIFIED 0.131'0SPLICE CHORD O 0.131"0 Q O CONTINUE HOEDOWN CHORD I-I NAILS,THE CONTRACTOR SHALL INSTALL SPLICE NAILS m TO FOUNDATION SIMPSON CSC20 STRAPS EA SIDE OF WALL O 1L_ _1L______lI AT SPLICE.INSTALL EA STRAP W/(12)1Od y - AT EA END.WHERE BOTH PLATES ARE BEAM OR HEADER PER SECTION A-A TYPICAL STUDS Q CONCRETE FOOTING = — = AB AND A� — = I I I I CUT,INSTALL C520 STRAPS AT EA PLATE PLAN AND NOTES OR P/T SLAB PER PLAN AND SHEAR 1 SCALE:1 1/2"=V-0" WALL SCHEDULE,TYP RIM BOARD AND EA SIDE OF THE WALL. \Y� DESIGN: RMK OR BLOCKING /1 6.4'MIN BETWEEN SPLICES NAILING PER TYP ii CONCRETE STEM WALL BUILT-UP STUD NOTES: � DRAWN: JEG 1. REFERTO STRUCTURALNOTES FOR ADDITIONAL INFORMATION. SPLICES TO OCCUR AT COLUMN DETAIL 2.FOR SHEAR WALLS WHERENO HOEDOWNS ARE SPECIFIED THE CONCRETE FOOTING CENTER OF VERTICAL STUDS CHECK: JGG FIRST AB SHALL BE LOCATED NOT MORE THAN V-0"AND NOT CRIPPLE STUDS PER PLAN JOB NO: 18386.1 O LESS THAN(7)BOLT DIAMETERS FROM END OF WALL. AT HOEDOWNS:PROVIDE FULL HT AND COLUMN SCHEDULE OR TOP CHORD SPLICE BOTTOM CHORD SPLICE HOEDOWN CHORDS PER HD SCHED. STRUCTURAL NOTES DATE: 08/09/19 OTHERWISE:(1)2x FULL HT TYPICAL SHEAR WALL DETAIL d TYPICAL TOP PLATE SPLICE DETAIL TYPICAL HEADER DETAIL 1 SCALE: 3/4„=1'-0„ T SCALE: 1„-1.0„ 5 SCREE: 1„=1.0„ EDGE NAILING PER PLAN BEAM PER PLAN AND SCHEDULE W AND SHEAR WALL EDGE NAILING PER PLAN AND JOIST DIRECTION CHORD SIZE PER Z SCHEDULE OR EDGE NAILING PER PLAN 2x6 STUD @ 2x4 CROSS WALL SHEAR WALL SCHEDULE OR PER PLAN SIMP50N A35 EACH HOEDOWN SCHEDULE STRUCTURAL NOTES,TYP AND SHEAR WALL 2x8 STUD @ 2x6 CROSS WALL STRUCTURAL NOTES,TYP SIDE OF BEAM SCHEDULE OR NAILS 0 x 3" STRUCTURAL NOTES,TYP (2)ROWS OF 0.131"0 x 3" NOTE: FASTEN N STRAP WITH Lil (n NAILS @ 9"OC NAILS @ 9"OC SUPPORTS AT N FASTENERS PER Q J SOLID POSTS SIM o a HOEDOWN SCHEDULE STUD STUD INSTALL MAX NAILING = Q WALL WALL INTO RIM OR BLOCKING WHERE POSSIBLE w BEAM PER PLAN Q (2)ROWS OF 0.131"0 x 3" EDGE NAILING PER PLAN AND EDGE NAILING PER PLAN AND AND SCHEDULE I`� NAILS @ 9"OC SHEAR WALL SCHEDULE OR SHEAR WALL SCHEDULE OR (y STRUCTURAL NOTES,TYP STRUCTURAL NOTES,TYP SIMPSON LTP4 OR A35 'r� FRAM NG ANCHOR N v (2)ROWS OF 0.131"0 x 3" EACH SIDE OF BEAM Y W 0 Z STUD WALL PER FRAMING 0.131"0 x 3" NAILS @ 9"OC(EACH SIDE F z N _ PLAN NOTES,TYP NAILS @ 9"OC OF PARTY WALL) SOLID OR MULTIPLE k m Q Q C STUD COLUMN PER PLAN p� 3 g - JOIST DIRECTION H L STUD WALL PER FRAMING STUD WALL PER FRAMING CL PLAN NOTES,TYP PLAN NOTES,TYP a LL p N PER PLAN W Q SHEATHING(OR GWB)AND BEAM WIDTH, o o FILL101ST SPACE WITH FULL J w NAILING PER PLAN AND SHEAR SHEATHING(OR GWB)AND SHEATHING(OR GWB)AND MIN LINO SOLID OR MULTIPLE O o i z DEPTH BLOCKING TO Q Z L.L WALL SCHEDULE OR NAILING PER PLAN AND SHEAR NAILING PER PLAN AND SHEAR STUD COLUMN PER PLAN Oz z N o MATCH DIMENSIONS OF Z (n 0 STRUCTURAL NOTES,TYP WALL SCHEDULE OR WALL SCHEDULE OR o '^ STUD COLUMN ABOVE STRUCTURAL NOTES,TYP STRUCTURAL NOTES,TYP w PARALLELTO STUD WALL PERPENDICULAR TO STUD WALL F- Z Z O A.CORNER INTERSECTION B.'T'INTERSECTION C.PARTY WALL INTERSECTION Z IN J O Ld TYPICAL WALL INTERSECTION DETAIL TYPICAL FLUSH BEAM SUPPORT DETAILS TYPICAL STRAP HOLDOWN DETAIL c) ^ a SCALE: 1"=V-0" 8 SCALE: 1"=1'-0" SHEET: S5.1-N STUD WALL PER FRAMING PLAN NOTES STUD WALL PER FRAMING PLAN NOTES STUD WALL PER ENGINEERING SHEATHING AND NAILING NOTE: FRAMING PLAN NOTES PER PLAN AND SHEAR SILL PLATE NAILING PER PLAN SHEATHING AND NAILING SILL PLATE NAILING PER PLAN FOR CALLENOTESD AND DETAILS 250 4TH AVE. S., SUITE 200 WALL SCHEDULE OR AND SHEAR WALL SCHEDULE PER PLAN AND SHEAR AND SHEAR WALL SCHEDULE NOT CALLED OUT REFER SHEATHING AND SILL PLATE NAILING $ILL PLATE NAILING PER EDMONDS, WASHINGTON 98020 STRUCTURAL NOTES OR STRUCTURAL NOTES WALL SCHEDULE OR OR STRUCTURAL NOTES TO DETAIL 1 NAILING PER PLAN AND PER PLAN AND SHEAR SHEAR WALL SCHED PHONE 425 778-8500 STRUCTURAL NOTES SHEAR WALL SCHEDULE WALL SCHEDULE OR ( ) BREAK SHEATHING OR STRUCTURAL NOTES STRUCTURAL NOT ES FAX (425) 778-5536 AT PLATE UNO SHEATHING AND SHEATHING AND (4)10d NAILS ALIGNED 2x WOOD (4)lOd NAILS NAILING PER PLAN NAILING PER PLAN 13/4"LSL BLOCKING SHEATHING AND PER PLAN AND SCHEDULE 2x CONTINUOUS RIM 2x CONTINUOUS RIM NAILING PER PLAN 2x WOOD SILL PLATE NAILING PER RIM JOIST SHEAR WALL SCHEDULE G�VY p BREAK SHEATHING BREAK SHEATHING AT pp WAsy"7S JOINT PER EA SCHED F$ AT PLATE LING NAILING S SIDE OF - _ PROVIDE PANEL EDGE WOOD JOISTS PER G PANELED NAILING RIM AND PROVIDE PANEL JOISTS PER PLAN NAILS EACH END -JOISTS PER PLAN NAILING PER SHEAR WALL PLAN AND SCHEDULE Ly ' o PER PLAN AND SHEAR WOOD JOISTS PER PLAN AND (3)O'131"0 x 3" WALL SCHEDULE OR SCHEDULE PANEL EDGE NAILING PER PLAN AND SHEAR AND SCHEDULE SILL PLATE NAILING PER SCHEDULE AT TOP PLATE STRUCTURAL NOTES WOOD JOISTS PER PLAN SHEAR WALL SCHEDULE AND SCHEDULE, 2x BLOCKING @ 4'-0"OC `rrONAL 2x4 BLOCKING AT SHEAR WALLS WALL SCHEDULE ES LAPPED OR BUTTED FIRSTJOIST BAY ONLY NOTE: ONLY STRUCTURAL NOTES AND SCHEDULE PANEL EDGE NAILING 03109119 NON-SHEAR WALL 2x WOOD BLOCKING PER PLAN AND SHEAR 2x4 BLOCKING AT 2x4 BLOCKING OR A35 NAILING SHALL BE PER @ 4'-0"OC MAX WALL SCHEDULE OR SHEAR WALLS NOTE: (PER SW SCHED)BETWEEN IBC TABLE 2304.9 STRUCTURAL NOTES FORNOTES AND DETAILS BLOCKING AND TOP PLATE NOT CALLED OUT REFER AT SHEAR WALLS ONLY TO DETAIL 2 A.TYPICAL FRAMING B.ALTERNATIVE SHEAR WALL FRAMING EXTERIOR WALL PARALLEL TO JOISTS INTERIOR BEARING ON BOTH SIDES INTERIOR WALL PARALLEL TO JOISTS TYPICAL STUD WALL FRAMING DETAIL TYPICAL STUD WALL FRAMING DETAIL !� TYPICAL STUD WALL FRAMING DETAIL d TYPICAL STUD WALL FRAMING DETAIL 2 SCALE: 1"=1'-0" v SCALE: 1"=1'-0" T SCALE: 1"=1'-0" 1 SCALE: 1"=1'-0" FF F 0 m m SHEATHING AND H NAILING PER PLAN AND NOTE: SHEAR WALL SCHEDULE FOR NOTES AND D' F- SILL PLATE NAILING PER PLAN DETAILS NOT CALLED SHEAR WALL SHEAR WALL O &SHEAR WALL SCHEDULE OR SILL PLATE NAILING PER OUT REFER TO CASEA PER PLAN PER PLAN w w STRUCTURAL NOTES SILL PLATE NAILING PER 2x CONTINUOUS RIM SHEAR WALL SCHEDULE CHORD SIZE PER a SHEAR WALLSCHED BOARDS.PERPENDICULAR DIAPHRAGM HOEDOWN SCHEDULE BEAMS SHALL FULLY BEAR PANEL EDGE NAILING PER BOUNDARY NAILING ALIGNED 2x WOOD JOIST (4)10d NAILS ON WALL SHEAR WALL SCHEDULE — INTO BLOCKING SIMPSON HOEDOWN PER PLAN AND SCHEDULE HOEDOWN STRAP HOEDOWN y SHEATHING AND SIMPSON A35 PER PER PLAN AND _ PER PLAN,FIELD STRAP PER PLAN, _ p� NAILING PER PLAN SHEAR WALL SCHEDULE (4)10d NAILS SCHEDULE BEND AROUND BEAM FIELD BEND Q O AROUND BEAM O 000 Jv O I I y I I I BEAM PER PLAN � I II Q II CONTINUOUS � -_ II RIM WOOD JOISTS PER WOOD JOISTS PER II DESIGN: RMK II PLAN AND SCHEDULE PLAN AND SCHEDULE DRAWN: JEG JOISTS PER PLAN NOTES: 2x BLOCKING @ 4'-0"OC 2x BLOCKING EA JOIST DIRECTION CHECK: JGG PROVIDE PANEL EDGE FIRSTJOIST BAY ONLY FULL DEPTH 3/4° 1.SHEATH COMMON SIDE FOR SIDE OF RIM @ PER PLAN NAILING PER SHEAR WALL SHEATHING OR 11 FRAMING STACKED SHEAR U.S.WA SCHEDULE AT TOP PLATE 2x4 BLOCKING OR A35 BETWEEN RIM BOARDS 2.WHERE HOLDOWN IS REQUIRED 4'-0"OC JOB NO: 18386.10 (PER SW SCHED)BETWEEN INSTALL HOLDOWN ON FILL JOIST SPACE WITH BLOCKING AND TOP PLATE PARTY WALL W/SIZE SHEATHED SIDE OF PARTY WALL. BLOCKING TO MATCH JOIST PER PLAN JOIST PER PLAN DATE: 08/09/19 NOTE: AT SHEAR WALLS ONLY ANDSPACINGOF 3.SHEATHINGISSHOWNON DIMENSIONS OF STUD (DIRECTION VARIES) (DIRECTION VARIES) FOT CALLSRNOTES AND DETAILS STUDS PER PLAN NOTES OUTSIDE FACE OF WALL,BUT COLUMN ABOVE NOT CALLED OUT REFER MAY ALTERNATELY BE INSTALLED HEADER BEAM TO DETAILS 1&2 ON INSIDE FACE. CO ADDITIONAL END `INTERIOR WALL PARALLEL TO JOISTS A.PERPENDICULAR TO JOISTS B.PARALLEL TO JOISTS STUD FOR BOLTS FLUSH BEAM HEADER TYPICAL STUD WALL FRAMING DETAIL TYPICAL PARTY WALL FRAMING DETAIL 'J TYPICAL ROD HOLDOWN DETAIL f� TYPICAL STRAP HOLDOWN TO WOOD BEAM SCALE: 1"=1'-0" 6 SCALE: 1"=1'-0" SCALE: 1"=1'-0" v SCALE: 1"=1'-0" W Z W /^ > J SHEATHING&NAILING Q _ PER PLAN&SHEAR WALL SCHEDULE OR NOTE: _ PARTY WALL W/SIZE& STRUCTURAL NOTES FOR NOTES&DETAILS NOT I--_ SPACING OF STUDS PER SPECIFICALLY CALLED OUT bi SILL PLATE NAILING #6 WOOD SCREWS (2)#6 WOOD SCREWS OR PLAN NOTES REFER TO CASE PER PLAN&SHEAR A. OR 8d @ 6"OC 8d NAILS AT EA PLANK M WALL SCHEDULE OR N 2x LEGER ATTACHED TO RIM 2x WOOD BLOCKING 2x LEGER ATTACHED TO RIM STRUCTURAL NOTES DIAPHRAGM BOUNDARY N W/(2)1/4"o x 31/2"SIMPSON @ 4'-0"OC MAX W/(2)1/4"0 x 3 1/2"SIMPSON SILL PLATE NAILING PER SHEATHING&NAILING 2x FULL HEIGHT BLKG NAILING INTO BLKG 0 SDS SCREWS @ 12"OC SIDS SCREWS @ 24"OC SHEAR WALL SCHED PER PLAN SHEATHING& (3)10d NAILS Y W 0 Z NAILING PER PLAN n� N cc Q Q L a w 3 Q J wHOUDOWN ER PLAN WOODJOIST&HANGER WOODJOISTS PER WOOD JOIST PER WOOD JOISTS PER Z N PER PLAN&SCHEDULE PLAN&SCHEDULE PLAN&SCHEP PE DULE PLAN&SCHEDULE JOISTS PER PLAN& SIMPSON A35 PER JOISTS PER PLAN& LI.I in PROVIDE PANEL EDGE PROVIDE PANEL EDGE SHEAR WALL SCHEDULE SCHEDULE,LAPPED 2x BLKG @ 4'-0"OC SCHEDULE,LAPPED Z Z 0 2x4 BLOCKING OR A35 2x4 BLOCKING OR A35 NAILING PER SHEAR WALL NAILING PER SHEAR WALL PANEL EDGE NAILING FIRST BAY ONLY Z IN J II SCHEDULE AT TOP PLATE (PER SHEAR WALL SCHED) SCHEDULE AT TOP PLATE (PER SHEAR WALL SCHED) PER PLAN AND SHEAR W O W BETWEEN BLOCKING AND TOP BETWEEN BLOCKING AND $ WALL SCHEDULE H WOOD BEAM PLATE AT SHEAR WALLS ONLY TOP WALLS TEAT SHEAR U Q PER PLAN NOTE: NOTE: WALLS ONLY STUD WALL PER FOR NOTES AND DETAILS FOR NOTES AND DETAILS STRUCTURAL NOTES SHEET: NOT CALLED OUT REFER NOT CALLED OUT REFER BEARING PLATE TO DETAILS 1&2 TO DETAILS 1&2 3/8 x 31/2 x 0'-3 1/2" A.DECK JOISTS BEARING B.DECK JOISTS NON-BEARING AL A.JOISTS PERPENDICULAR TO WALL B.JOISTS PARALLEL TO WL ROD HOLDOWN TO WOOD BEAM i DECK FRAMING DETAIL ii TYPICAL STUD WALL FRAMING DETAIL ��.�_n 9 SCALE: 1"=V-0" •O SCALE: 1"=V-0" •• SCALE: 1"=V-0" 1 �1 TREAD/RISER PER ARCH USE 1 1/8"PLYWOOD TREADS UNO NOTCHED STRINGER TREAD AND 2x12 BLOCKING RISERS PER ARCH (4)8d @BLOCKING DO NOT OVERCUT NOTCHES 2x6 SISTERED 4X12 DF#2 BEAM BEAM PER PLAQ ENGINEERING AB PER STRUCTURAL NOTES OR FOR TREAD/RISER PER SECTION A VARIES PER PLAN PROVIDE HILTI X-DNI(0.145"0)@ 250 4TH AVE. S., SUITE 200 12"OC.EMBED MIN 2"INTO EDMONDS, WASHINGTON 98020 CONCRETE W/STANDARD STEEL 2x12 STRINGER 2x12 STRINGER STAIR PHONE (425) 778-8500 WASHER • SIMPSON HUC28-2, FAX (425) 778-5536 TREATED 2x SILL PLATE EACH STRINGER,WITH •�i°,. FULL NAILING 2x12 TREADS SHEATHING NOTCHEDPER ARCH WHERE NOTED 2x6 SISTERED TO SIDE 2x12 NOTCHED STRINGER ON PLAN OF 2x12 W/(2)ROWS 2x6 BLOCKING STRINGER JOIST PER OF 10d NAILSXI—X—X�- 1—X _'x— X STAGGERED @ 6"OC 3x BEVELED PLATE 2x6 SISTERED PANWAS PER SECFION A of A AS SHOWN KING@C NOTCH BEAM AS bb 1 �• a ♦° a • 6„ REQUIRED 2x STUD WALL OR 1 A BEAM PER PLAN 'f 8'-0"MAX SPAN BETWEEN SIZE&REINFORCING m u U..OC MAX `rrONAL LANDINGS MAXIMUM SLOPE PER PLAN AND SCHEDULE 8 0 MAX LANDINGS BETWEEN 2x6 SISTERED TO 2x12 PER NO ON PLAN 03109119 TYPICAL STAIR SECTION A.TYPICAL STRINGER TO LOWER LANDING B.TYPICAL STRINGER TO PONY WALL C.TYPICAL STRINGER TO CENTER BEAM D.TYPICAL STRINGER TO UPPER LANDING GAP(IF REQUIRED)TO SUIT ARCH FINISHES. TYPICAL STAIR SECTIONS 2 TYPICAL STAIRSECTION 1 SCALE: 1"= ,, SIMPSON HUC610 FACE MOUNT BEAM PER PLAN HANGERW/MAXNAILING AND SCHEDULE Q SIMPSON HUC610 FACE MOUNT BEAM PER PLAN HANGER W/MAXNAILING AND SCHEDULE ZO m HANDRAIL W/CONN TO STRINGERS PER MFR d v=i D F DIM PER ARCH DRAWINGS HANDRAIL W/CONN TO (Ui1 m STRINGERS PER MFR W w n a PTGLULAM NOTCH CAREFULLY rn STRINGERS,TYP WITHOUT PT GLULAM L3 x 3 x 1/4 x 0'-6" OVER-CUTTING Q 0) DECK)PRESS IS TREK PLAN STRINGERS,TYP a. W/(2)1/2"0 x 4"LAG W DECK JOIST PER PLAN NOTCH CAREFULLY SCREWS INTO BEAM AND o WITHOUT INTO STRINGER 21 FLAT DECKING L3 x 3 x 1/4 x 0'-6" OVER-CUTTING Y BEAM PER PLAN AND SCHED W/(2)1/1"0 x 3" W/SIMPSON HUC EA END EXPANSION BOLTS AND S 1/2"o x 4"LAG SCREWS PRECAST CONCRETE CLOSED RISER TREADS W/ . I DESIGN: RMK CONN TO STRINGERS PER PRECAST CONCRETE MFR DRAWN: JEG NOTES: 2x CONT LEDGER W/ CLOSED RISER TREADS + + CHECK: JGG 1.FOR NOTES AND DETAILS (2)1/4"0 x 3 1/2"SDS . W/CONN TO JOB NO: 18386.1 O NOT CALLED OUT REFER SCREWS @ 12"OC 2x WOOD JOISTS STRINGERS PER MFR TO TYPICAL DETAILS. PER PLAN AND + + DATE: 08/09/19 SCHED 1! 1! DECK POST PER PLAN 2.WOOD BLKG x x J"J x x @ 4'-0"OC MAX BEAM PER PLAN -I 1577III I I-11 1- AND SCHEDULE Q SECTION AT EXTERIOR WOOD DECKS d STAIR SECTION STAIR SECTION v SCALE: 1"=V-0" T SCALE: 1"=1'-0" SCALE: 1"=V-0" W PROVIDE CONTINUOUS TOP CHORD Z PROVIDE CONTINUOUS TOP CHORD AT SIMPSON SHEARWALLORPROVIDE W SAILSAT ALL NAIL HOLESSTRAP AL NG "14 SHEAR WALL SHEATHING& SHEAR WALL OR PROVIDE SIMPSON SHEAR WALL SHEATHING& NAILS AT ALL NAIL HOLES ALONG NAILING PER PLAN&SCHEDULE CMST14 STRAP W/16d NAILS AT ALL NAIL NAILING PER PLAN&SCHEDULE ENTIRE TOP CHORD AT PERFORATION Q J APPLIED TO ALL FACES OF WALL HOLES ALONG ENTIRE TOP CHORD AT APPLIED TO ALL FACES OF WALL PERFORATION 4x HF BLOCKING,TYP . .-_ .-_. I I. -I I I I.. SHEATHING AND NAILING w PER PLAN AND SW SCHED EXTERIOR SW SHEATHING M M I II II. I II II. _ AND NAILING P ER PLAN CONTFULLWIDTHAND (y AND SW SCHED FULL DEPTH LSL RIM AT 04 '^ FLOOR LEVEL 0 I I. HEADER PER PLAN 4.HFI I I. HEADER PER PLAN CONT FULL WIDTH AND 2x CONTINUOUS RIM Y (W 0 Z I. FULL DEPTH RIM AT W HERE SHAFT IS AT A _ II II. BLOCKING,TYPII II. FLOOR LEVEL SHEATHING AND CORNER,LAP BEAMS AT cc NAILING PER PLAN CORNER AND PROVIDE Q Q L II II. II I II. WHERE SHAFT IS ATA � II II II. CONTINUOUS CM5T34II II II. �A�F� SIMPSON L90 CLIP AT I I. STRAP W/16d NAILS AT I I I I. CONTINUOUS CMSTl6 STRAP W/lOd LAP SHEATHING AT RIM CORNER,LAP BEAMS AT INSIDE OF CORNER W HEADER SUPPORTS PER NAILS AT ALL NAIL HOLES OVER ENTIRE CORNER AND PROVIDE W IL J I. ALL NAIL HOLES OVER II. AND PROVIDE PANEL J _ LENGTH OF PERFORATED SHEAR WALL SIMPSON L90 CLIP AT 1 I' PLAN&SCHEDULE ENTIRE LENGTH OF .� 'I I EDGE NAILING PER SW INSIDE OF CORNER FULL DEPTH 3/4" Q Z I I' PERFORATED SHEAR I I I HEADER SUPPORTS PER SCHEDULE EA SIDE OF SHEATHING OR Ix FRAMING Z N O II II II' WALLII II II PLAN&SCHEDULE ADJOINING PANEL EDGE BETWEEN RIM BOARDS l_ IIII I II Z I I h - r --N ILL! N6. ____-__ ,___-__-. Z Z 0 INTERMEDIATE I I. - - JOISTS PER PLAN I CHORD PER SHEAR { I II. Z N J m II WALL SCHEDULE 'Il W � 0 II END STUDS PER II SIMPSON A35 PER PLAN I AND SHEAR WALL SCHED U Q HOEDOWN II II SCHEDULE,TYP 'll II PLYWOOD SHEATHING II I I. AND NAILING PER PLAN I III %I - �I AND SHEAR WALL SCHED SHEET: __4 __ __ _ PARTY WALL W/SIZE AND SPACING OF END STUDS PER HOEDOWN STUDS PER PLAN NOTES A.ELEVATION AT DOOR SCHEDULE(HOEDOWN NOT SHOWN) EXTERIOR SIDE INTERIOR SHAFT SIDE INTERIOR SIDE INTERIOR SHAFT SIDE FORCE-TRANSFER SHEAR WALL DETAIL J FORCE-TRANSFER SHEAR WALL DETAIL f� STAIRWAY&SHAFT SECTIONS S5.3_N 6 SCALE: NTS • SCALE: NTS 1 C 4�M SHEATHING AND NAILING PER DIAPHRAGM BOUNDARY NAILING ENGINEERING ROOF FRAMING PLAN NOTES PER ROOF FRAMING PLAN NOTES ROOF SHEATHING AND 250 4TH AVE. S., SUITE 200 NAILING PER ROOF EDMONDS, WASHINGTON 98020 FRAMING PLAN NOTES - PHONE (425) 778-8500 2x OUTLOOKER 2x4 BLOCKING FAX (425) 778-5536 DIAPHRAGM BOUNDARY 2x4 BLOCKING W/SILL EACH BRACE NAILING PER ROOF PLATE NAILING PER ROOF SHEATHING AND FRAMING PLAN NOTES SHEAR WALL SCHEDULE 7(BRACE DIAPHRAGM BOUNDARY NAILING PER ROOFGABLE END TRUSS (6)10d NAILING PER ROOF FRAMING PLAN NOTESFULL DEPTH BLOCKING SHEATHING AND NAILING TOFRAMING PLAN NOTESRIPPED TO MATCH SLOPE MATCH SHEAR WALL BELOW OFROOF FULL DEPTH BLKG RIPPEDoWAsTO MATCH SLOPE OF ROOF O$VIDE(2)2x40R �'A35 EACH LINE SIMPSON LSTA15x6 DIAGONALOF BLOCKING AT 4'-0"OCSTRAP EACH SPLICESILL PLATE NAILING PER SHEAR WALL PRE-ENGINEERED ROOF ROOF RAFTERSSI ti SCHEDULE TRUSS PER PLAN SIMPSON LTP4 PER PER PLAN OVAL SHEAR WALL SCHEDULE 2x4 BLKG W/SILL PL PROVIDE BOUNDARY PROVIDE BOUNDARY SIMPSON H2.5A NAILING AT TOP PLATE PER NAILING PER SHEAR NAILING AT TOP PLATE PER TIE AT EACH TRUSS SHEATHING AND 2x4 BLOCKING SHEAR WALL SCHEDULE WALLSCHED SHEAR WALLSCHEDULE 2x4 BLOCKING FOR EACH BRACE NAILING PER PLAN AND NOTE: SHEAR WALL SCHEDULE 4'-TRU55 SPACES @ SIMPSON H2.5A TIE 4'-0"OC MAX REFER TO CASE A FOR SHEATHING AND STUD WALL FRAMING INFORMATION NOT SHEATHING AND NAILING NAILING PER PLAN AND 6d COOLER NAILS @ SPECIFICALLY CALLED OUT PER PLAN AND SHEAR STUD WALL FRAMING SHEAR WALLSCHEDULE PER PLAN NOTES 6"OC OVER EXTENTS WALL SCHEDULE PER PLAN NOTES OF BLOCKING OPTION A.BLOCKING AND STRAPS OPTION B.BRACING TYPICAL TRUSS SUPPORT DETAIL TYPICAL GABLE END SECTION TYPICAL RAFTER SUPPORT DETAIL a 2 SCALE: 1"=V-0" ROOF SHEATHING AND DIAPHRAGM BOUNDARY Z NAILING PER ROOF NAILING PER PLAN AND O m FRAMING PLAN NOTES FRAMING NOTES ROOF SHEATHING AND PANEL EDGE NAILING F- NAILING PER ROOF PER PLAN NOTES O n FRAMING PLAN NOTES 1.1 w � a SHEATHING AND NAILING PER PRE-ENGINEERED ROOF ROOF NOTE: ROOF FRAMING PLAN NOTES DIAPHRAGM BOUNDARY FOR NOTES AND DETAILS TRUSS PER PLAN.DESIGN ROOF NAILING PER ROOF NOT SPECIFICALLY CALLED TRUSS FOR 310 PLF IN-PLANE .,1 FRAMING PLAN NOTES OUT REFER TO CASE PRE-ENGINEERED ROOFDESIGN OF Q o 2x FLAT OUTLOOKER ROOF SHEATHING AND SHEAR LOADING UNO ON PLAN PER ROOF PLAN.DESIGN ROOF FRANAILMING PLAN NOTES O 00 ING PER ROOF TRUSS FOR 310 PLF IN-PLANE m 2x4 BLKG W/SILL PL NAILING SILL PLATE NAILING PER (ASD)SHEAR UNO ON PLAN PER SHEAR WALL SCHED 2x4 BLOCKING AND W/SILL SHEAR WALL SCHEDULE SILL PLATE NAILING SILL PLATE NAILING PER PLATE NAILING PER SHEAR Q PERSW SCHED SHEAR WALL SCHEDULE WALLSCHEDULE 2x CONTINUOUS 0.131"¢x3" 7 FULL LENGTH TO NAILS @ 5"OC OVERLAP SHEAR DESIGN: RMK FULL DEPTH BLKG SIMPSON H2.5A TIE PANEL EDGE NAILING PER WALL CONT 2x4 NAILER DRAWN: JEG RIPPED TO MATCH SHEAR WALL SCHEDULE SHEATHING AND SLOPE OF ROOF —PANEL EDGE NAILING PER CHECK: JGG NAILING PER PLAN AND STUD WALL W/SHEATHING SHEAR WALLSCHEDULE SHEAR WALL SCHED PROVIDE BOUNDARY &NAILING PER PLAN AND JOB NO: 18386.10 NAILING AT TOP PLATE PER SHEAR WALLSCHEDULE CONT FULL WIDTH SHEAR WALLSCHEDULE TOP PLATE ON 2x4 DATE: 08/09/19 PLATES SHEATHING AND NAILING ROOF RAFTERS PER PLAN A.DRAG TRUSS AT SHEAR WALL B.ALTERNATIVE DRAG TRUSS AT SHEAR WALL SHEATHING AND NAILING PER PLAN AND SHEAR FULL HEIGHT STUDS PER PLAN AND SHEAR STUD WALL FRAMING WALLSCHEDULE AT GABLE END WALLSCHEDULE PER PLAN NOTES PARTY WALL PER PLAN 4 SECTION TYPICAL RAFTER SUPPORT DETAIL Q TYPICAL DRAG TRUSS SECTION 7 TYPICAL DRAG TRUSS SECTION AT PARTY WALL SCALE: 1"=1'-0" SCALE: 1"=1'-0" v SCALE: 1"=1'-0" • SCALE: 1"=1'-O" W Z LLJ a V) J_ ROOF SHEATHING AND DIAPHRAGM BOUNDARY Q DIAPHRAGM BOUNDARY NAILING PER ROOF NAILING PER ROOF NAILING PER ROOF FRAMING PLAN NOTES FRAMING PLAN NOTES ROOF SHEATHING AND w FRAMING PLAN NOTES NAILING PER ROOF FRAMING PLAN NOTES N FULL DEPTH BLKG RIPPED 2x4 BLKG W/ N TO MATCH SLOPE OF ROOF 16d @ 6"OC 00 7� N � 7 FULL DEPTH BLKG Q Q C ROOF RAFTERS RIPPED TO MATCH W L PER PLAN SLOPE OF ROOF SIMPSON H2.5A TIE Lil Q J 16d @ 6"OC 2.4 BLKG W/ 16d @ 6"OC Q Z 16d @ 6"OC Z N 0 LL- SIMPSON H2.5A TIE w in 0 Li- ROOF RAFTERS F- Z Z O BEAM PER PLAN PER PLAN Z N J w BEAM PER PLAN w I� w O U — Q y SHEET: TYPICAL RAFTER SUPPORT DETAIL TYPICAL RAFTER SUPPORT DETAIL 9 SCALE: 1"=1'4' S6.1-N C I�M ENGINEERING 250 4TH AVE. S., SUITE 200 EDMONDS, WASHINGTON 98020 PHONE (425) 778-8500 DIAPHRAGM BOUNDARY ROOF SHEATHING AND FAX (425) 778-5536 NAILING PER ROOF NAILING PER ROOF FRAMING PLAN NOTES FRAMING PLAN NOTES 2x4 BLKG W/ 16d @ 6"OC ROOF SHEATHING AND NAILING PER ROOF DIAPHRAGM BOUNDARY NAILING G V A C, SIMPSON H2.5A TIE FRAMING PLAN NOTES PER ROOF FRAMING PLAN NOTES G,�$op//_1 f`9s� SHEATHING AND NAILING PER 7 ROOF FRAMING PLAN NOTES �f FULL DEPTH BLKG RIPPEDoll TO MATCH SLOPE OF ROOF TRUSS PER PLAN&MFR SHEATHING AND NAILING L25�1 PER ROOF FRAMING PLAN 2x8 BLKG RIPPED TO NOTES DIAPHRAGM BOUNDARY `rrONAL 16d @ 6"OC MATCH ROOF SLOPE TRUSS BLOCKING PER NAILING PER ROOF MFR.PROVIDE SOLID WEB FRAMING PLAN NOTES 03/09/19 BLOCKING AT HANGERS SW6 SHEATHING 2x BLOCKING &NAILING SW6 SHEATHING SHEATHING AND NAILING W/16d @ 6'OC ROOF RAFTERS &NAILING PER ROOF FRAMING PLAN PER PLAN DIAPHRAGM BOUNDARY NOTES NAILING PER ROOF FRAMING PLAN NOTES SHEATHING&NAILING PER PLAN NOTES ROOF SHEATHING AND 2x BLKG RIPPED TO 2x BLKG W/ MATCH SLOPE OF ROOF NAILING PER ROOF 218 BLOCKING 16d @ 6"OC F FRAMING PLAN NOTES EA BAY SIMPSON A35 F_ FULL DEPTH BLKG RIPPED @ 24 OC SIMPSON A35 Z TO MATCH SLOPE OF ROOF ROOF RAFTERS @ LE"OC ROOF RAFTERS 0 m l6d @ 6"OC 2x8 BLOCKING W/ PER PLAN PER PLAN F N (2)16d @ 12"OC d (2)l6d @ 6"OC SIMPSON LUS HANGER F- W/SLOPED SEAT O 2 to C w w . TRUSS BLOCKING PER n a TRUSS PER PLAN&MFR TRU55 PER PLAN SIMPS0 LUS HANGER TRUSS MFR.PROVIDE CONT FULL WIDTH TOP W/SLOPED SEAT PRE-ENGINEERED ROOF SOLID WEB BLOCKING AT SIMPSON H2.SA TIE rn 16d @ 6"OC PLATE ON 2x4 PLATES SIMPSON H2.5ATIE TRUSSES PER PLAN PRE-ENGINEERED ROOF HANGER LOCATIONS. ti PROVIDE BOUNDARY BOUNDARY NAILING PER TRUSS PER PLAN SIMPSON H2.5A TIE PARTY WALL NAI LING AT TOP PLATE PER CONT FULL WIDTH TOP SHEAR WALL SCHEDULE SIMPSON H2.5A 16d TOE NAILS Q PER PLAN SHEAR WALL SCHEDULE PLATE ON 2x4 PLATES AT EA TRUSS SIMPSON H2.5A @ 12"OC 0 00 PROVIDE BOUNDARY NAILING AT SHEATHING AND NAILING AT EA TRUSS TOP PLATE PER SW SCHEDULE SHEATHING AND NAILING PARTY WALL PER PLAN AND SHEAR �ATSIMIIR SECTION,THE RAFTERS Y SHEATHING AND NAILING PER PLAN AND SHEAR WALL SCHEDULE STUD WALL PER PLAN PER PLAN AND TRUSS TOPCHORD SLOPESIN Q PER PLAN AND SW SCHEDULE Ir WALLSCHEDULE THE OPPOSITE DIRECTION.THE DETAIL IS OTHERWISE THE SAME. DESIGN: RMK ROOF STEP AT PARTY WALL ROOF STEP AT PARTY WALL TRUSSES Q TRUSS FRAMING DETAIL TRUSS FRAMING DETAIL o AWN: JEc 1 SCALE: 1"=1'-0" SCALE: SCALE: CHECK: JGG JOB NO: 18386.10 DATE: 08/09/19 ROOF SHEATHING AND DIAPHRAGM BOUNDARY NAILING NAILING PER ROOF PER ROOF FRAMING PLAN NOTES FRAMING PLAN NOTES SHEATHING AND NAILING PER ROOF SHEATHING AND ROOF SHEATHING AND ROOF FRAMING PLAN NOTES NAILING PER ROOF NAILING PER ROOF FRAMING PLAN NOTES FRAMING PLAN NOTES TRUSS PER PLAN&MFR DIAPHRAGM BOUNDARY DIAPHRAGM BOUNDARY NAILING PER ROOF NAILING PER ROOF 2x8 BLKG RIPPED TO FRAMING PLAN NOTES FRAMING PLAN NOTES MATCH ROOF SLOPE LLJ "" 2x8 BLKG RIPPED TO 2x8 BLKG RIPPED TO Z MATCH ROOF SLOPE MATCH ROOF SLOPE SW6 SHEATHING L�J 16d @ 6"OC 16d @ 6"OC &NAILING > N SHEATHING&NAILING Q J STUD WALL PER PER PLAN NOTES ROOF SHEATHING AND PLAN&NOTES = Q SW6 SHEATHING SW6 SHEATHING NAILING PER ROOF 2x BLKG RIPPED TO &NAILING 2x8 WEB &NAILING 2x8 WEB FRAMING PLAN NOTES MATCH SLOPE OF ROOF BLOCKING TO BLOCKING TO W/16d @ 6"OC SHEATHING&NAILING MATCH SLOPE SHEATHING&NAILING MATCH SLOPE M C) PER PLAN NOTES OF ROOF PER PLAN NOTES OF ROOF SIMPSON B SERIES 2x BLOCKING a N SLOPED HANGER OVER EXTENTS N OFLEDGER LLI 00 SIMPSON A35 Y (/') Z @ 24"OC GIRDER TRUSS GIRDER TRUSS 72x8 Q PER PLAN&MFR PER PLAN&MFR W - --- - 16d@6"OC 2x HF LEDGER J W Q ROOF RAFTER PER W/(2)16d NAILS Q Z PLAN&SCHEDULE @ 12"OC TRUSS PER PLAN — N O LL_ SIMPSON H2.SA TIE Z SIMPSON H2.5A TIE Z � (2)16d @ 6"OC 2x ROOF RAFTERS PROVIDE BOUNDARY CONT FULL WIDTH TOP W in 0 LL_ PER PLAN NAILING AT TOP PLATE PER PLATE ON 2x4 PLATES Z Z 0 SHEAR WALL SCHEDULE Z N J TRUSS PER PLAN ROOF TRUSSES TRUSS PER PLAN SHEATHING AND NAILING PARTY WALL W I� O PER PLAN PER PLAN AND SHEAR PER PLAN U Q y HANGER PER TRUSS MFR HANGER PER TRUSS MFR WALLSCHEDULE - SHEET: TRUSS FRAMING DETAIL TRUSS FRAMING DETAIL RAFTER LEDGER DETAIL f� ROOF STEP AT PARTY WALL 5 SCALE: 1"=1'-0"SCALE: 1"=1'-0" S6.2-N 1 2 3 14 15 D ARCHITECTURAL DRAWINGS jm� Centennial Park in the CityArlingtonof ARCHITECTURE + DESIGN- PROJECT DEVELOPED FOR CONSULTANT: Park 5J LLC SW 1/4 OF SW 1/4 OF SECTION 23, TOWNSHIP 31N, RANGE 5E OF THE WILLAMETTE MERIDIAN 9552 REGISTERED C ARCHITECT C A T AA ON STEVENS STATE OF WASHINGTON PROJECT Centennial Park in the City of Arlington - -- FOR Centennial Park 5J LLC AT 172nd St NE and 67th Ave NE Arlington, WA 98223 BUILDING PERMIT B This drawing is:08/19/2019 B 1.Copyright 2019 Dykeman,Inc. 2.The Architect's Instrument of Professional Service. _ 3.For use on this project only.Obtain Architect's written permission for any other use or reproduction. PROJECT 2018-015 MARK DATE DESCRIPTION 08/19/2019 BUILDING PERMIT PROJECT PRINCIPAL IN CHARGE: MS PROJECT MANAGER: DH PROJECT ARCHITECT:I DH A PROJECT TEAM _ JOB CAPTAIN: SZ A Client Architect General Contractor Civil Engineer Geotechnical Consultant Landscape Architect Structural Engineer Traffic Engineering Wetland Consultant Cover Sheet Centennial Park 5J LLC D kv eman Exxel Pacific,Inc. CG Engineering Geotest ecoosDesion CG Engineering Gibson Traffic Consultants,Inc. Soundview Consultants 2517 Colby Avenue 1716 West Marine View Drive 323 Telegraph Road 250 4th Ave S,Suite 200 20527 67th Ave NE 505 S 1st St Suite B 250 4th Ave S,Suite 200 2813 Rockefeller Ave Suite B 2907 Harborview Drive,Suite D a , Everett,WA 98201 Everett,WA 98201-2098 Bellingham,WA 98226 Edmonds,WA 98020 Arlington,WA 98223 Mt Vernon,WA 98273 Edmonds,WA 98020 Everett,WA 98201 Gig Harbor,WA 98335 Contact: Ryan Kilby Contact: Michael Stevens Contact: Tim Spink Contact: Jared Underbrink Contact: Gerry Bautista Contact: Patrik Dylan Contact: Joe Galusha Contact: Brad Lincoln Contact: Jon Pickett Phone: (425)355 0353 Phone: (425)259 3161 Phone: (360)734 2872 Phone: (425)778 8500 Phone: (360)4351141 Phone: (360)419 7400 Phone: (425)778 8500 Phone: (425)339 8266 Phone: (253)514 8952 Fax: # Fax: (425)259 5242 Fax: (360)6717616 Fax: (425)778 5536 Fax: (360)4351124 Fax: (800)508 2017 Fax: (425)778 5536 Fax: (425)258 2922 Fax: (253)514 8954 , Email: ryan@williamsinvest.com Email: michaels@dykeman.net Email: tims@exxelpacific.00m Email: JaredU@ogengineedng.com Email: gerryb@geotest-ino.com Email: pabik@ecoosdesign.com Email: JGalusha@cgengineering.00m Email: BradL@gibsontraffic.00m Email: jon@soundviewoonsultants.00m 1 2 3 4 5 2 3 4 5 Sheet List- Architectural Drawings Sheet List-See Separate Set Sheet Number Sheet Name Sheet Number Sheet Name Sheet Number Sheet Name Sheet Number Sheet Name Sheet Number Sheet Name STRUCTURAL GENERAL A1.31-E Floor Plan-Level 3-Building E A3.10-J Sections-Building J Building A Buildings K,L,and M G01a Cover Sheet A1.32-E Floor Plan-Level 3-Building E A3.11-J Sections-Building J S11.1-A STRUCTURAL NOTES $1.1-K,L&M STRUCTURAL NOTES G02 Sheet Index A1.41-E Roof Plan-Building E A4.10-J Bathroom and Kitchen Plans-Building J S1.2-A STRUCTURAL NOTES S1.2-K,L&M STRUCTURAL NOTES 52.1-A FOUNDATION PLAN S2.1-K,L&M FOUNDATION PLAN DYKEMAN A1.51-E RCP-Building S2.2-A SECOND FLOOR FRAMING PLAN S2.2-K,L&M FIRST FLOOR FRAMING PLAN CODE SUMMARY A2.11-E Exterior Elevations-Building E Building K S2.3-A THIRD FLOOR FRAMING PLAN S2.3-K,L&M SECOND FLOOR FRAMING PLAN CS01 Project Information&Code Analysis A2.12-E Exterior Elevations-Building E A1.01-K Location Plan-Building K S2.4-A ROOF FRAMING PLAN S2.4-K,L&M THIRD FLOOR FRAMING PLAN ARCHITECTURE + DESIGN CS02 Project Information&Code Analysis A3.10-E Sections-Building E A1.10-K Floor Plan-Level P-Building K S3.1-A SCHEDULES S2.5-K,L&M ROOF FRAMING PLAN CS03 Rated Wall Diagram-Level 1 A4.10-E Bathroom/Kitchen Community Bldg-Building E A1.11-K Floor Plan-Level 1-Building K S4.1-A FOUNDATION DETAILS S3.1-K,L&M SCHEDULES CSO4 Rated Wall Diagram A4.11-E Bathroom Plans-BuildingE A1.12-K Floor Plan-Level1-BuildingK S4.2-A FOUNDATION DETAILS S4.1-K,L&M FOUNDATION DETAILS D CS OS Rated Wall Diagram-Level 3 A4.12-E Kitchen Plans-Building E A1.21-K Floor Plan-Level 2-Building K S5.1-A WOOD FRAMING DETAILS S4.2-K,L&M FOUNDATION DETAILS D S5.2-A WOOD FRAMING DETAILS 55.1-K,L&M WOOD FRAMING DETAILS A1.22-K Floor Plan-Level2-BuildingK S5.3-A WOOD FRAMING DETAILS S5.2-K,L&M WOOD FRAMING DETAILS SITE Building E.2 A1.31-K Floor Plan-Level 3-Building K S6.1-A ROOF FRAMING DETAILS S5.3-K,L&M WOOD FRAMING DETAILS - Survey A1.01-E2 Location Plan-Building E2 A1.32-K Floor Plan-Level 3-Building K S6.2-A ROOF FRAMING DETAILS S6.1-K,L&M ROOF FRAMING DETAILS SD1.1 Building Layout Plan A1.11-E2 Plans-Building E2 A1.41-K Roof Plan-BuildingK S7.1-A STEEL FRAMING DETAILS 56.2-K,L&M ROOF FRAMING DETAILS SD2.1 Site Details-Typical Details A1.41-E2 Roof Plan-Building E2 A1.51-K RCP-Building K Building B S7.1-K,L&M STEEL FRAMING DETAILS SD2.2 Site Details-Signage A1.51-E2 RCP-Building E2 A1.52-K RCP-BuildingK S1.1-B STRUCTURAL NOTES SD2.3 Site Details-Pool A2.11-E2 Exterior Elevations-Building E2 A2.11-K Exterior Elevations-Building K S1.2-B STRUCTURAL NOTES SD2.4 Site Details-Enclosures and Shelters A3.11-E2 Sections-Building E2 A2.12-K Exterior Elevations-Building K S2.1-B FOUNDATION PLAN A2.13-K Exterior Elevations-Building K S2.2-B SECOND FLOOR FRAMING PLAN NOTE:CIVIL AND LANDSCAPE SETS SUBMITTED Building F A3.10-K Sections-Building K S2.3-B THIRD FLOOR FRAMING PLAN WITH SITE/CIVIL PERMIT APPLICATION A1.01-F Location Plan-Building F A4.10-K Bathroom Plans-Building K S2.4-B ROOF FRAMING PLAN 53.1-B SCHEDULES A1.11-F Floor Plan-Level l-BuildingF A4.11-K Bathroom Plans-BuildingK S4.1-B FOUNDATION DETAILS A1.12-F Floor Plan-Level l-BuildingF A4.12-K Kitchen Plans-BuildingK S5.1-B WOOD FRAMING DETAILS A1.21-F Floor Plan-Level 2-Building F St2-B WOOD FRAMING DETAILS Sheet Number Sheet Name A1.22-F Floor Plan-Level 2-Building F Building L S5.3-B WOOD FRAMING DETAILS A1.31-F Floor Plan-Level 3-Building F A1.01-1. Location Plan-Building L S6.1-B ROOF FRAMING DETAILS S6.2-B ROOF FRAMING DETAILS ARCHITECTURAL A1.32-F Floor Plan-Level 3-Building F A1.10-1. Floor Plan-Level P-Building L AD.00 General Notes,Symbols,and Abbreviations A1.41-F Roof Plan-Building F At.11-L Floor Plan-Level 1-Building L Buildings C and D At.00 Wall Types A1.51-F RCP-BuildingF A1.12-L Floor Plan-Level 1-Building L S1.1-C&D STRUCTURAL NOTES A1.01 Floor and Roof Types A1.52-F RCP-Building F A1.21-L Floor Plan-Level 2-Building L S1.2-C&D STRUCTURAL NOTES 9552 REGISTERED A2.11-F Exterior Elevation s-BuildingF A1.22-L Floor Plan-Level2-BuildingL S2.1-C&D FOUNDATION PLAN ARCHITECT S2.2-C&D SECOND FLOOR FRAMING PLAN Building A A2.12-F Exterior Elevations-Building F A1.31-L Floor Plan-Level 3-BuildingL S2.3-C&D THIRD FLOOR FRAMING PLAN A1.01-A Location Plan-Building A AV0-F Sections-Building F A1.32-L Floor Plan-Level 3-Building L S2.4-C&D ROOF FRAMING PLAN A L AA ON STEVENS A1.11-A Floor Plan-Level 1-BuildingA A4.10-F Bathroom Plans-Building F A1.41-L Roof Plan-BuildingL S3.1-C&D SCHEDULES STATE OF WASHINGTON A1.12-A Floor Plan-Level 1-Building A A4.11-F Bathroom Plans-Building F At.5 RCP-Building L S4.1-C&D FOUNDATION DETAILS A4.12-F Kitchen Plans-Buildin F A1.52-L RCP L 55.1-C&D WOOD FRAMING DETAILS A1.21-A Floor Plan-Level2-BuildingA 9 g S5.2-C&D WOOD FRAMING DETAILS A1.22-A Floor Plan-Level 2-BuildingA A2.11-L Exterior Elevations-BuildingL 55.3-C&D WOOD FRAMING DETAILS C A1.31-A Floor Plan-Level 3-Building A Building G A2.12-L Exterior Elevations-Building L S6.1-C&D ROOF FRAMING DETAILS PROJECT C A1.32-A Floor Plan-Level 3-BuildingA At.01-G Location Plan-Building G A2.13-L Exterior Elevations-BuildingL S6.2-C&D ROOF FRAMING DETAILS A1.41-A Roof Plan-Building A A1.11-G Floor Plan-Level 1-Building G A3.10-L Sections-Building L Building E A1.51-A RCP-Building A A1.12-G Floor Plan-Level 1-Building G A4.10-L Bathroom Plans-Building L S1.1-E STRUCTURAL NOTES Centennial Park in A1.52-A RCP-Building A A1.21-G Floor Plan-Level 2-Building G A4.11-L Bathroom Plans-Building L S7.2-E STRUCTURAL NOTES A2.11-A Exterior Elevations-Building A A1.22-G Floor Plan-Level -Building G A4.12-L Kitchen Plans-Building L S2.1-E FOUNDATION PLAN the City of Arlington A2.12-A Exterior Elevations-Building A A1.31-G Floor Plan-Level 3:Building G S2.2-E SECOND FLOOR FRAMING PLAN A3.10-A Sections-Building A A1.32-G Floor Plan-Level 3-Building G Building M S2.3-E THIRD FLOOR FRAMING PLAN A4.10-A Bathroom Plans-Building A A1.41-G Roof Plan-Building G A1.01-M Location Plan-Building M S2.4-E ROOF FRAMING PLAN FOR A1.51-G RCP-Building G A1.10-M Floor Plan-Level P-Building M S3.1-E SCHEDULES A4.11-A Kitchen Plans-BuildingA 54.1-E FOUNDATION DETAILS A1.52-G RCP-Building G A1.11-M Floor Plan-Level 1-Building M S5.1-E WOOD FRAMING DETAILS Centennial Park 5J Building B A2.11-G Exterior Elevations-Building G A1.12-M Floor Plan-Level 1-Building M S5.2-E WOOD FRAMING DETAILS A1.01-B Location Plan-Building B A2.12-G Exterior Elevations-Building G A1.21-M Floor Plan-Level 2-Building M S5.3-E WOOD FRAMING DETAILS L L C A1.11-B Floor Plan-Level 1-Building B A3.10-G Sections-Building G A1.22-M Floor Plan-Level 2-Building M S6.1-E ROOF FRAMING DETAILS A4.10-G Bathroom Plans-Building G A1.31-M Floor Plan-Level 3-Building M S6.2-E ROOF FRAMING DETAILS A1.12-B Floor Plan-Level 1-Building 6 9 g S7.1-E STEEL FRAMING DETAILS A1.21-B Floor Plan-Level 2-Building 6 A4.11-G Bathroom Plans-Building G A1.32-M Floor Plan-Level 3-BuildingM AT A1.22-B Floor Plan-Level 2-Building B A4.12-G Kitchen Plans-Building G A1.41-M Roof Plan-Building M Building E.2 A1.31-B Floor Plan-Level3-Buil ding B A1.51-M RCP-BuildingM $1.1-E.2 STRUCTURAL NOTES 172nd St NE and 67th Ave A1.32-B Floor Plan-Level3-Building B BuildingH A1.52-M RCP-BuildingM S1.2-E.2 STRUCTURAL NOTES A1.41-B Roof Plan:Building B A7.01-H Location Plan-BuildingH A2.11-M Exterior Elevations-BuildingM S2.1-E.2 FOUNDATION PLAN&ROOF FRAMING PLAN NE S3.1-E.2 SCHEDULES A1.51-B RCP-BuildingB A7.11-H Floor Plan-Level l-BuildingH A2.12-M Exterior Elevations-BuildingM S4.1-E.2 FOUNDATION DETAILS Arlington, WA 98223 All M.B RCP-Building B A7.12-H Floor Plan-Level 1-Building H A2.13-M Exterior Elevations-Building M S5.1-E.2 WOOD FRAMING DETAILS A2.11-B Exterior Elevations-Building B A1.13-H Floor Plan-Level 1-Building H A3.10-M Sections-Building M S6.1-E.2 ROOF FRAMING DETAILS BUILDING PERMIT A2.12-B Exterior Elevations-Building B A1.21-H Floor Plan-Level 2-Building H A4.10-M Bathroom Plans-Building M Buildings F and G A3.10-B Sections-Building B At.22-H Floor Plan-Level 2-Building H A4.12-M Kitchen Plans-Building M S1.1-F&G STRUCTURAL NOTES 08/19/2019 A4.10-B Bathroom Plans:But B A1.23-H Floor Plan-Level 2-Building H S1.2-F&G STRUCTURAL NOTES A4.11-B Bathroom Plans-Building B A1.31-H Floor Plan-Level 3-Building H Building N S2.1-F&G FOUNDATION PLAN This drawing is: A4.12-B Kitchen Plans-Building B A1.32-H Floor Plan-Level 3-Building H A1.01-N Location Plan-Building N S2.2-F&G SECOND FLOOR FRAMING PLAN 1.Copyright 2019 Dykeman,Inc. A1.33-H Floor Plan-Level 3-Building H A1.11-N Floor Plan-Level 1-Building N S2.3-F&G THIRD FLOOR FRAMING PLAN 2.The Architect's Instrument of Professional Service. B A1.41-H Roof Plan-Buildin H A1.12-N Floor Plan-Level 1-Building N $2.4-F&G ROOF FRAMING PLAN 3.For use on this project only.Obtain Architect's B Building 9 9 P 1 y A7.51-H RCP-Buildin H A1.21-N Floor Plan-Level 2-Buildin N S3.1-F8G SCHEDULES written permission for any other use or reproduction. Al :C Location Plan-Building C 9 g 54.1-F&G FOUNDATION DETAILS A1.11-C Floor Plan-Level 1-Buildinq C A1.52-H RCP-Building H A1.22-N Floor Plan-Level 2-Building N S4.2-F&G FOUNDATION DETAILS PROJECT A1.12-C Floor Plan-Level 1-Buildinq C A2.11-H Exterior Elevations-Building H A1.31-N Floor Plan-Level 3-Building N S5.1-F&G WOOD FRAMING DETAILS At.21-C Floor Plan-Level 2-Buildinq C A2.12-H Exterior Elevations-Building H A1.32-N Floor Plan-Level 3-Building N S5.2-F&G WOOD FRAMING DETAILS At.22-C Floor Plan-Level 2-Building C A2.13-H Exterior Elevations-Building H A1.41-N Roof Plan-Building N $5.3-F&G WOOD FRAMING DETAILS A1.31-C Floor Plan-Level 3-Building C A3.10-H Sections-BuildingH A1.51-N RCP-BuildingN S6.1-F&G ROOF FRAMING DETAILS 2018-015 57.1-F&G STEEL FRAMING DETAILS A1.32-C Floor Plan-Level 3-Building C A3.11-H Sections-Building H A1.52-N RCP-Building N A1.41-C Roof Plan-Building C A4.10-H Bathroom Plans-Building H A2.11-N Exterior Elevations-Building N Building H A1.51-C RCP-Building C A4.11-H Kitchen Plans-Building H A2.12-N Exterior Elevations-Building N S11.1-H STRUCTURAL NOTES A1.52-C RCP-BuildingC A3.10-N Sections-BuildingN S1.2-H STRUCTURALNOTES MARK DATE DESCRIPTION Building I A3.11-N Sections-Buildin N S2.1-H FOUNDATION PLAN A2.11-C Exterior Elevations-BuildingC 9 9 S2.2-H SECOND FLOOR FRAMING PLAN 08/19/2019 BUILDING PERMIT A2.12-C Exterior elevations Building C A1.01-I Location Plan-Building I A4.10-N Bathroom and Kitchen Plans-Building N S2.3-H THIRD FLOOR FRAMING PLAN A4.10-C Bathroom Plans-Building C A1.11-1 Floor Plan-Level 1-Buildin9 I S2.4-H ROOF FRAMING PLAN A4.11-C Bathroom Plans-BuildingC A1.12-1 Floor Plan-Lovell-Buildingl ARCHITECTURAL S3.1-H SCHEDULES A4.12-C Kitchen Plans-Building C A1.21-1 Floor Plan-Level 2-Building I AS.00 Finish,Bath Accessories,Lighting Fixture-Schedules S4.1-H FOUNDATION DETAILS A1.22-1 Floor Plan-Level 2-Building I A6.01 Accessibility Standards and Mounting Heights S5.1-H WOOD FRAMING DETAILS A1.31-1 Floor Plan 1 A6.02 Accessibili Clearencas S5.2-H WOOD FRAMING DETAILS Building 9 h' S5.3-H WOOD FRAMING DETAILS Al01-D Location Plan-BuildingD A1.32-1 Floor Plan-Level 3-Building I A7.10 Door Schedule S6.1-H ROOF FRAMING DETAILS A1.11-D Floor Plan-Level 1-Building D A1.41-1 Roof Plan-Building I A7.11 Window Schedule S6.2-H ROOF FRAMING DETAILS A1.12-D Floor Plan-Level 1-Building D A1.51-I RCP-Building A7.12 Storefront Schedule Buildings I,J,and N A1.21-D Floor Plan-Level 2-Building D A1.52-1 RCP-Building 1 A7.13 Door and Window Details PROJECT A2.11-I Exterior Elevations I A7.14 Door and Window Details S1.1-I,J&N STRUCTURAL NOTES A1.22-D Floor Plan-Level 2-BuildingD 9 S1.2-I,J&N STRUCTURAL NOTES PRINCIPAL IN CHARGE:I MS A1.31-D Floor Plan-Level3-BuildingD A2.12-1 Exterior Elevation-BuildingI A7.15 Door and Window Details S2.1-I,J&N FOUNDATION PLAN PROJECT MANAGER: IDH A1.32-D Floor Plan-Level 3-Building D A3.10-I Sections-Building A8.11 Details S2.2-I,J&N SECOND FLOOR FRAMING PLAN PROJECT ARCHITECT: DH A1.41-D Roof Plan- BuildingD A3.11-1 Sections-Building A8.11 Details 52.3-I,J&N THIRD FLOOR FRAMING PLAN A1.51-D RCP-Building D A4.10-1 Bathroom and Kitchen Plans-Building I A8.13 Details S2.4-I,J&N ROOF FRAMING PLAN JOB CAPTAIN: SZ A1.52-D RCP: A8.14 Details S3.1-I,J&N SCHEDULES Building J A8.15 Stair Schedule and Sections 54.1-I,J&N FOUNDATION DETAILS A A2.11-D Exterior Elevations-BuildingD 9 S5.1-I,J&N WOOD FRAMING DETAILS A A2.12-D Exterior Elevations-Building D Al.01J Location Plan-Building J A8.16 Stair Location Plan S5.2-I,J&N WOOD FRAMING DETAILS A3.10-D Sections-Building D A1.11J Floor Plan-Level 1-Building J A8.17 Typical Stair Details-Type 1 Stairs S5.3-I,J&N WOOD FRAMING DETAILS A4.10-D Bathroom Plans-Building D A1.12J Floor Plan-Level 1-Building J A8.18 Typical Stair Details-Type 1 Stairs 56.1-I,J&N ROOF FRAMING DETAILS Sheet Index A4.11-D Bathroom Plans-Buidling D A1.21J Floor Plan-Level -Building J A8.19 Typical Stair Details-Type 2 Stairs S6.2-I,J&N ROOF FRAMING DETAILS A4.12-D Kitchen Plans-Building D A1.22J Floor Plan-Level 2-Building J A8.20 Typical Stair Details-Type 3 Stairs A1.31J Floor Plan-Level 3-Building J A8.21 Typical Stair Details-Site Stairs Building E A1.32J Floor Plan-Leve13-Building J A8.22 Typical Stair Details ¢ tr•. A1.01-E Location Plan-Building E A1.41J Roof Plan-Building J A9.30 Interior Ceiling Details A1.11-E Floor Plan-Level 1-BuildingE A1.51J RCP-Building J A10.01 Signage eNi Al.12-E Floor Plan-Level 1-Building E A1.52J RCP-Building J A10.02 Signage , A1.13-E Floor Plan-Level 1-Buildinq E A2.11J Exterior Elevations-Building J A10.03 Signage A1.21-E Floor Plan-Level 2-Buildinq E A2.12J Exterior Elevations-Building J A10.04 Signage A1.22-E Floor Plan-Level 2:Building E 1 2 3 4 5 1 2 3 4 5 SITE INFORMATION LAND USE/ZONING (Cont'd) BUILDING CODE INFORMATION INTERIOR FINISHES(IBC CHAPTER B) DWELLINGWASHINGTON UNITS STATEND AMENDMENTS 1107.I2.2.1:BC ION 1107) Material Class of Interior Wall and Ceiling Requirements per Table 803.11 IBC WASHINGTON STATE AMENDMENTS 1107.6.2.2.1: 5%OF TOT.RESIDENTIAL UNIT REQUIRED TO BE TYPE A UNITS Parcel Number(s): 31052300300800 Building Types: Per 20.110.014(e): Occupancy Corridors Rooms and Enclosed Flex Building(Buildings A,B,C 8 D) JURISDICTION: City of Arlington A_3 B(Sprinklered) C(Sprinklered) 5%X 157=7.85 REQUIRED Multiplex Medium(Buildings E,F,&G) BUILDING CODE: WAC 51-50 INTERNATIONAL BUILDING CODE,2015 Legal Description(s): SEC 23 TWP 31 RGE 05SW 1/4 SW 1/4 SW1/4 EXC ANY PTN Multiplex Large(Buildings H,I,J,K,L,M&N) EDITION B C(Sprinklered) C(Sprinklered) 8 TYPE A UNITS PROVIDED(REFER TO CS03 FOR LOCATIONS( THOF LY WHN 172ND ST NE&67TH AVE NE&EXC ANY Rowhouses/Townhouses(Buildings B,C,D,F,G,K,L&M) TYPE(S)OF CONSTRUCTION: Type V-B per IBC M C(Sprinklered) C(Sprinklered) IBC 1107.7.1.1: PTN THOF LY S OF ST NE&ALSO EXC TH PTN THOF CONVYD TO CITY OFF ARL ARL PER DEED REC AF NO Building Form Required per AMC 20.110.014(c)(2) USE: Multi-Family Residential(Multiple Buildings) AT LEAST ONE STORY WITH DWELLING UNITS INTENDED TO BE 9610250370 Height: 3 stories max Commercial/Offlce/Commons/Utility R-2 C(Sprinklered) C(Sprinklered) OCCUPIED AS RESIDENCE,SHALL BE PROVIDED WITH AN Celina Height(Ground Floor) C(Not Sprinklered) ACCESSIBLE ENTRANCE FROM THE EXTERIOR OF THE STRUCTURE ARCHITECTURE + DESIGN Residential 9'min clear OCCUPANCY Group A-3(Assembly) U No Restrictions No Restrictions AND ARE REQUIRED TO BE TYPE B UNITS Building Address: 172nd St NE and 67th Ave NE Retail 12'min clear CLASSIFICATION(S): Group B(Business) D Arlington,WA 98223 Ceilina Height(Upper Floors) Group M(Mercantile) Floor Finishes ALL UNITS GROUND FLOOR(EXCEPT THOSE DESIGNATED AS dyk_ _ West MarineVie, D 9'min clear Group R-2(Residential) TYPE A UNITS(TO BE TYPE B UNITS Owner: Centennial Park 5J LLC Group U(Utility) Vinyl,concrete floor finishes material not required to be classified per IBC 425.259.3161 M 2nd Floor Everett,WA 98201 Building Placement Per AMC 20.110.014(c)(2) 804.1 Exception Owner Address: 2517 Colby Avenue Build-to-lines: 0'min.10'max. Carpet and similar materials shall meet Class II requirements per NFPA BUILDINGS INFORMATION Everett,WA 98201 Setbacks: 253,or DOC FF-1"Pill test". Units Floors Height Area Total(SF) 1st 2nd 3rd Owner Phone: 425 355 0353 Front: 10'min.20'max. ELECTRIC VEHICLES CHARGING INFRASTRUCTURE REQUIREMENTS(PER IBC ( ) - CONSULTANT: Side Street: 10'min.20'max. WASHINGTON STATE AMENDMENTS SECTION 427) FIRE PROTECTION SYSTEMS(IBC CHAPTER 9) Residential Parcel Size: 8.81 acres(383,608 SF)per Survey Side: 10'min. Building A and E shall be equipped throughout with an Automatic Sprinkler Buildina A 9 3 45'0" 6,151 872 2,638 2,641 Rear: 20'min. 5%OF TOT.PARKING SPACE REQUIRED System in accordance with NFPA 13(per IBC 903.3.1.1) Actual Lot Coverage 251,525 SF All remaining buildings shall be equipped with an Automatic Sprinkler Buildina B 12 3 41'0" 9,620 3,180 2,739 3,701 Parking Per AMC 20.110.014(c)(2) 5%X 197=9.6 REQUIRED System in accordance with NFPA 13R(per IBC 903.3.1.2) (Impervious): Required Spaces: Residential No Spaces Required MEANS OF EGRESS(IBC CHAPTER 10) Buildina C 10 3 41'6" 7,646 2,693 1,929 3,024 Actual Lot Width: +/-619' P q 10 STALLS PROVIDED WITH EV CHARCHING INFRASTRUCTURE Retail(<3,500 s.f.) No Spaces Required (REFER TO S01.0 FOR LOCATION) OCCUPANT LOAD FACTORS Buildina D 10 3 41'6" 7,646 2,693 1,929 3,024 Actual Lot Length: +l-628' Proposed Parking per Owner's Standards (IBC TABLE 1004.1.2) 1BR/1BR Loft/Studio: 87 @ 0.8 stalls: = 70:falls ALLOWABLE BUILDING HEIGHT(PER IBC TABLE 504.3) Buildino E 6 2 41'0" 6,115 - 3,056 3,059 Function of Space Occupancy Load Factor 2BR/2BR Townhouse: 40 @ 1.5 stalls: = 60 stalls TYPE VB sprinklered Buildina F 10 3 38'6" 7,411 2,120 3,434 1,857 3BR/3BR Townhouse: 30 @ 1.8 stalls: = 54 stalls •Accessory Utility:(Sewer&Water) Arington Water Department Tot.Residential Stalls =1B4 stalls ALLOWABLE BUILDING HEIGHT 60'-0" mechanical equipment room 300 Gross Buildina G 10 3 38'6" 7,411 2,120 3,434 1,857 • School District Arington School District 16 •Assembly without fixed seats Retail Area:2,660SF ACTUAL BUILDING HEIGHT Varies:refer to table •Standingspace 5 Net Retail Parking I A00SF = 7 stalls(3 shared) r Buildina H 18 3 43'0" 15,951 5,321 5,318 5,312 Total Required per owner's criteria =188 stalls •Business ArUnconcea (tables and chairs) 15 Net �AA. � P •Business Area 100 Gros: Buildina I 12 3 43'0" 11,183 3,728 3,727 3,728 ALLOWABLE BUILDING STORIES(PER IBC TABLE 504.41 •Exercise Room 60 Gross Parking Stills Provided Mercantile 50 Gross Bulldina J 12 3 43'0" 11,183 3,728 3,727 3,728 (112perpendicular,77 parallel,8 ADA) =197 stalls TYPE VB sprinklered Residen0al 200 Gross VICINITY MAP Parkina Stall DimensionsPer AMC 20.110.014(GI ALLOWABLE BUILDING STORIES 3(2 for Group A-3,M,U)Sprinklered Buildina K 12 3 40'6" 10,734 3,963 4,156 2,615 Perpendicular 8'x 18' ACTUAL BUILDING STORIES 3 EGRESS WIDTH STATE OF wASHiNGTON Parallel 8'x 22' (IBC SECTION 1005) Buildina L 12 3 40'6" 10,734 3,963 4,156 2,615 ADA Standard 8'x 18'+F access aisle Stairways: 0.2 Inches Per Occupant _ ( ADA Van 11,x 18'+5'access aisle Other: 0.15 Inches per Occupant Buildina M 12 3 40'6" 10,734 3,963 4,156 2,615 - FIRE-RESISTIVE REQUIREMENTS(PER IBC TABLES 601&6021 C Bicycle Rack Space Reouired per AMCTable 20.110.10 TYPE VB NUMBER OF EXITS Buildina N 12 3 43'0" 11,183 3,728 3,727 3,728 '• IDENTIFICATION: C -' Residential: 1 every 4 beds (IBC SECTION 1006) " 257 beds(l bed X 87 Studios/1 SIR+2 beds x 40 2BR+3 beds x 30 3BR)l4=64.25 spaces PRIMARY STRUCTURAL FRAME: 0 HR 50 or Less Occupants: 1 Exit • 51-500 Occupants: 2 Exits @ Buildings A and E BEARING WALLS: Non-residential Centennial Park in ( .° Retail: 4 or 20%of required off-street parking. . p q Buildina A - 1 45'0" 2,740 2,740 - - I 8 x 2=16 spaces required EXTERIOR: 0 HR EXIT DOORS(IBC SECTION 1010) .,.,o. Minimum Width:32'Clear Opening Buildina E 1 41'0" 3,546 3,546 the City of Arlington --.° Tot.66 spaces required INTERIOR: 0 HR Maximum Width:48"Leaf - - - NON-BEARING WALLS/PARTITIONS: EXIT STAIRS(IBC SECTION 1011) BI3 do E.2 1 17 1" 849 849 Bicycle Rack Space Provided: 70 Spaces FOR Minimum Width:44" EXTERIOR(X IS IN FEET): Grand Total:157 Area= 137,135 SF(Group ro Parking Lot Landscaping Required Per ACM 20.110.014(1)6. Minimum Riser:4" Units= (14)Studio 7.135 SF(Other Groups) Centennial Park 5 J X<5: 1 HR Maximum Riser:7" SITE LOCATION Minimum Tread:11" (73)12BR 140,837 SF See Landscape sheet L1.1 5</=X<10: 1 HR 40 2BR L L C Maximum Stair Height Before Intermediate Landing:12'-0" ( ) i Shaded Parking Provided 10</=X<30: 0 HR EXIT C (30)3BR 30</=X: 0 HR Min muO W d ALLOWABLE BUILDING AREA CALCULATIONS AT O HALLWAYS(IBC SECTION 1020) i See Landscape sheet 11.1 PER IBC SECTION 503 INTERIOR: 0 HR EMERGENCY ESCAPE AND RESCUE IB Recreational and Open Space Calculations: (IBC SECTION r) Buildina A 172nd St N E and 67th Ave FLOOR CONSTRUCTION: 0 HR Minimum size:nsi sf net clear opening(5 sf h grade floor) Mixed Occupancy let Floor Mini-Parks required: so/u per person per AMC 20.52.010(a) Minimum Dimensions:24"net clear opening height R-2 occupancy* Tabular area per floor 7,00oSF* N E 3BR =3.2 person/unit'30 units = 96 persons ROOF CONSTRUCTION: 0 HR 20"net clear opening width 2BR =2.2 person/unit'40 units = 88 persons Residential 2nd and 3rd Floor it Studio/iBR=1.4 R-2occupancy Tabular areaperfloor 7,000 SF Arlington, WA 98223 person/unit'87 units =121.8 persons ENERGY CODE CRITERIA g --• -, FIRE SEPARATION REQUIREMENTS(IBC 705.51 Actual Buildina Area 8,891 SF < Total Allowable area 21,000 SF Total Residents, =305.8 persons f Mini-Park/Recreational required 65SF*305.8 Persons=19,877SF EXTERIOR WALLS WITH A FIRE SEPARATION DISTANCE>10'NEED Project shall conform to the Residential requirements of Chapter 4,Washington BUILDING PERMIT �,... Mini Parks Provided: ONLY BE RATED FOR INTERIOR FIRE EXPOSURE. State Energy Code.(3 stories or less above grade plane,per WSEC Chapter 2) Buildina B Mini-Park A =1 ,21SF Actual Building Area 9,620 SF R-2 occupancy Tabular area per floor 7,000 SF< Total Allowable area 21.000 SF 08/19/2019 5 Recreational Area B = ,121SF FIRE SEPARATION REQUIREMENTS(IBC 705.61 Prescriptive requirement per R402.1 Mini-Park C = 1,386SF STRUCTURAL ELEMENTS THAT BRACE THE EXTERIOR WALL BUT Buildino C&D This drawing is: t Total Provided =20.466SF>19,877SF ARE LOCATED OUTSIDE OF THE EXTERIOR WALL OR WITHIN Envelope Thermal Performance: Requirement Provided 1.Co right 2019 D keman,Inc. R-2 occupancy Tabular area per floor 7 000 SF PY i9 Y Roof(Attic)Insulation: R-21 minimum R-21 P Y P THE PLANE OF AN EXTERIOR WALL SHALL MEET THE MINIMUM Actual Building Area 7.646 SF < Total Allowable area 21.000 SF 2.The Architect's Instrument of Professional Service. Open space 5%of total development area Per AMC 20.52.030(a) Wood Framed Walls: R-21 minimum R-21 B •,•, r---- -----� RATING OF THE WALL.EXTERIOR WALLS SHALL BE PERMITTED TO 3.For use on this project only.Obtain Architect's B TERMINATE AT THE UNDERSIDE OF THE ROOF SHEATING PER IBC Unheated Slab Edges: R-10 minimum for 24" R-10 ( Opaque Doors: U-0.37 or less U-0.37 Buildina E written permission for any other use or reproduction. Total Lot Area: 383,608 SF - 705.11 EXCEPTION 5) >..�. Mixed Occupanw 1st Floor Wetland and Buffer: 269,158 SF • j - � _. � Total Development Area:269,158 SF EXTERIOR WALL OPENINGS(IBC TABLE 705.81: Windows and Fenestration: U-0.30 U-0.27 A-3 occupancy Tabular area per Floor 24,000 SF* PROJECT NUM= ----J SHGC 0.40 or less 0.28 Residential 2nd and 3rd Floor --- 269,158 SF*5%=13,458 SF open space required Fire Separation Distance Protection Allowable Area R-2 occupancy Tabular area per Floor 7,000 SF 5'to<10' Sprinklered 25%Protected Additional Ene.v Efficiencv(Section 406 Compliance) Actual Buildina Area 9,661 SF Total Allowable area 38,000 SF 2018-015 Open Space A - 1,260SF 25%Unprotected 406.2-Unit size=<1,500 at 1.9 points required Open Space B = 1,735SF 0'to<15' Sprinklered 45%Protected Energy Credit Compliance:(Table 406.2) Buildina E.2 Open Space C = 6,565SF 45%Unprotected Efficient waterheating 5c:Provide electric heat pump water heaters in minimum U occupancy* Tabular area per floor 22,000 SF* 6 Open Space D = 1,834SF 15'to<20' Sprinklered 75%Protected EF of 2.0 and meeting NEEA Northam Climate Specification.(1.5 points) Actual Buildina Area 7,646 SF < Total Allowable area 22.000 SF Open Space E = 4,737SF* 75%Unprotected MARK DATE DESCRIPTION Open Space F = 2,720SF 20'to<25' Sprinklered No Limit Air Barrier: Buildina F&G LOCATION MAP Open Space G =18,273SF*- Provide continuous sheet air barrieer in compliance with WSEC 402.4.1.Air R-2 occupancy Tabular area per floor 7,000 SF 08/19/2019 BUILDING PERMIT Open Space H =13,1425F FIRE BARRIERS(IBC 707): Barrier shall be sealed at all seams,penetrations,and transitions. Actual Buildina Area 9,620 SF < Total Allowable area 21,000 SF Total..an Space =50.266SF>13.458SF At Exterior walls where applicable r 707.4) *[25%of Wetland Buffer Zone(18,948 SF)to count ( At Exterior Exit Stairways1hr)per 1027 towards Open (� Materials shall have a permeability no greater than 0.004cfm/sf at 75 Pa when Buildina H Space per AMC 20.52.030(B)(6)] .6,1023.2 tested per ASTM E2178 R-2 occupancy Tabular area per floor 7,000 SF *'[25%of Stream Buffer Zone(73,093sf)To Count Towards Open Actual Buildina Area 15,951 SF < Total Allowable area 21.000 SF Space Per Amc 20.52.030(B)(6)] FIRE PARTITIONS IIBC 708): Assemblies shall not exceed 0.04 cfm/sf at 75 Pa when tested per ATMK E 2357, At walls separating dwelling units(per 402.2) E 1677 or E283 Buildina I.J&N Highest Existing Grade 159'-9" At Comidor walls(per 1020.1) R-2 occupancy Tabular area per floor 7,000 SF Within 20': At Egress Balconies(per 1021.2) Fenestration:Windows shall not exceed 0.30 cfm/sf and doors shall not exceed Actual Buildina Area 11.183 SF < Total Allowable area 21.000 SF Proposed Building Height: Varies 0.50 cfm/sf when tested per AAMA A440 or NFRC 400. Total Stories: 3 Building Test:The completed building shall not exceed 5 Air changes/Hour,when Buildina K.L&M PROJECT LANDUSE/ZONING CONCEALED SPACES(IBC 7181, tested under a pressure of 50 pascals.,per WSEC 402.4.1.2 R-2 occupancy Tabular area per Floor 7,000 SF GOVERNING CODES Actual Buildina Area 10,734 SF < Total Allowable area 21,000 SF PRINCIPAL IN CHARGE:j MS Provide Vertically ocking per IBC 718.2: Hot Water Pipe Insulation shall have a minimum thermal resistance of R-4. PROJECT MANAGER: CH Applicable Code: Vertically at ceiling and floor levels at walls; *Most restrictive allowance for occupancy group per IBC 508.3.2. Arlington Municipal Code Chapter Title 20 Horizontally at intervals not exceeding 10'at walls; R-2 separated from other occupancy groups per 508.3.3 Exception 2 PROJECT ARCHITECT: DH AMC Chapter 20,Chapter 110 Mixed Use Development Regulations. 2015 INTERNATIONAL BUILDING CODE(IBC) Interior Stairways(per 1011.7.3 Exception); Ventilation Fans shall meet efficacy requirements of WSEC Table R403.5.1 JOB CAPTAIN: SZ 2015 INTERNATIONAL RESIDENTIAL CODE(IRC) Factory-built chimneys and fireplaces. Applicable Zone: 2015 INTERNATIONAL MECHANICAL CODE(IMC) Ligthing Equipment(Mandatorv)Per WSEC R404.1: MECHANICAL CODE CRITERIA NC-Neighborhood Commercial.Per Arlington Zoning Map 2015 INTERNATIONAL FUEL GAS CODE(IFGC) 75%of permanently installed lamps in lighting fixtures shall be high-efficacy A Dra([stopping not required per IBC 718.3.3 and 718.4.3 Exception in A 2015 INTERNATIONAL FIRE CODE(IFC) (LED)lamps. Place Tvpe and Transact.Per Regulating Plan(Chanter 1101: floor/ceiling spaces and in attics or other concealed roof spaces of all other Provide continuously operating whole house ventilation at residential units p 2015 INTERNATIONAL PLUMBING CODE(IPC) Groupbuildings,only at buildings A and E equipped throw throughout with NFPA in compliance with Table 403.8.1 of Washington State Mechanical Code: Project Information & Mined Use Community Center T4N-MV 2015 INTERNATIONAL PROPERTY MAINTENANCE CODE(IPMC) 99 SEE DEFERRED SUBMITTAL FOR UNIT BY UNIT HEAT LOAD P g 13 sprinkler system • 2015 WASHINGTON STATE ENERGY CODE WSEC CALCULATION. Use: per ly Dwellings (c): (WSEC) and intopping required per IBC roof s 2 and of Group in floor/ceiling spaces STUDIO Units(<500 s.f.) 30 cfm continuous Multi-Family Dwellin s(Special Use Permit Required) 2009 ACCESSIBLE&USABLE BUILDINGS AND FACILITIES(ICCIANSI 1417.1) Code Analysis Y 9 ( PB q ) and in attics or other concealed roof spaces of Group R-2 buildings with STUDIO and 1 BR Units(500-1,000 s.f.) 45 cfm continuous General Retail<10,000 sf Permitted outright) WAC 51-50 WASHINGTOINS TATE BUILDING CODE ACCESSIBLE ROUTE(PER IBC 11041 ( 9 ) three or more dwelling units,at all other remaining buildings equipped with 2 BR Units(1,0-1 1,0 0 s. 55 cfm continuous WAC 51-51 WASHINGTON STATE RESIDENTIAL CODE NFPA 13R sprinkler system 1 BR Units 1, Transact Standards: per 20.110.014(c): WAC 51-52 WASHINGTON STATE MECHANICAL CODE P Y For accessible route see SD1.0 ( 0ts(1,000 1,5 60 cfm continuous � Type 2-Mixed Use Community Center-T4N-MV WAC 51-54 WASHINGTON STATE FIRE CODE 2 and 3 BR Units(1,001-1,500 s.f.) 70 cfm continuous Transition from main street to residential areas. WAC 51-56&51-57 WASHINGTON STATE PLUMBING CODE AND STANDARDS PARKING AND PASSENGER LOADING FACILITIES(PER IBC 11061 3 BR Units(1,501-2,000 s.f.) 85 cfm continuous Miz ofuses. WAC 51-11 WASHINGTON STATE ENERGY CODE IBC 7706.2.1: Mix of medium density building types WAC 51-13 WASHINGTON STATE VENTILATION AND INDOOR AIR QUALITY CODE Ventilation shall be provided by connection to whole house exhaust fans. 2%OF TOT.PARKING SPACE REQUIRED , WAC 29646B ELECTRICAL SAFETY STANDARDS,ADMINISTRATION,AND Frontage Tvoes: Der 20.110,014(d): Contractor to coordinate relief requirements at through-window inlet INSTALLATION 2%X 197=3.94 REQUIRED Forecourts(bldgs.A,B,C,D) vents.4 square inches for each 10 rim of outdoor air or equivalent,per ARLINGTON MUNICIPAL CODE,TITLE 20 AND CHAPTER 20.110-MIXED USE Porches and Stoops(all other buildings) WSMC 403.8.6.1 DEVELOPMENT REGULATIONS 8 ACCESSIBLE STALLS PROVIDED(6+2 VAN) CONTINUE ON C502 1 2 3 4 5 1 1 2 3 4 5 Occupant Load Occupant Load Occupant Load PLUMBING FIXTURES REQUIREMENTS DEFERRED SUBMITTALS (IBC WASHINGTON STATE AMENDMENTS TABLE 2902.1) Per IBC TABLE 1004.1.2 Per IBC TABLE 1004.1.2 Per IBC TABLE 1004.1.2 A-3(Bldg E) Tot.Occ. Male Female FIRES RIR KLERS-NFPA-13 211 ENGINEERED ROCKERY AND WALLS Room Room Name Area Occ. Occ.Load Occ. Room Room Name Area Occ. Occ.Load Occ. Room Room Name Area Occ. Occ.Load Occ. RegV Male Waterclosets 0.84 DESIGN-BUILD MECHANICAL,ELECTRICAL,PLUMBING,POOL DESIGN Number Group Factor Load Number Group Facor Load Number Group Factor Load (1 per 125) Req'd Female Waterclosets 1.62 DYKEMAN Building A 242 56 (1 per65) General Notes Level 1 Building E.2 Building K Req'd Lavatones 1.05 101 1 Bedroom Loft 530 SF R-2 200 SF 3 Level 1 Level 1 (1 per 200) 1. CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND COORDINATE THE R-101 Retail 2,599 SF M 60 SF 43 C-110 Otfice 189 SF B 100 SF 2 101 3 Bed Room Townhouse 762 SF R-2 200 SF 4 RegV Drinking Fountain -- 0.42 -- WORK OF ALL TRADES INVOLVED IN THE PROJECT AS PART OF THIS ARCHITECTURE + DESIGN R-102 Riser Room 19 SF C-111 3-Car Garage 660 SF 102 2 Bed Room 1,234 SF R-2 200 SF 6 (1 per 500) CONTRACT. Req'd Service Sink --- 1 --- 2. DO NOT SCALE THESE DRAWINGS.DUE TO REPROGRAPHIC D R-103 Electrical Room 28 SF U 300 SF 0 2 103 2 Bed Room 1,202 SF R-2 200 SF 6 (1) PROCESSES THESE DRAWINGS MAY NOT BE TO SCALE.CONTACT p R-104 Accessible Restroom 59 SF Building F 104 3 Bed Room Townhouse 762 SF R-2 200 SF 4 ARCHITECT FOR ANY NEEDED CLARIFICATION. - - R-105 Janitor 31 SF Level 1 Level 2 Total Waterclosets Provided 1+1 Urinal 3. CONTRACTOR SHALL VERIFY CONDITIONS AT THE SITE AND REPORT Level 1.5 101 2 Bed Room Townhouse 474 SF R-2 200 SF 2 101T 3 Bed Room Townhouse 817 SF R-2 200 SF 4 Total Lavatories Provided 2 ALL DISCREPANCIES TO THE ARCHITECT BEFORE PROCEEDING WITH 101L 1 Bed Room Loft 342 SF R-2 200 SF 2 102 1 Bed Room 574 SF R-2 200 SF 3 104T 3 Bed Room Townhouse 739 SF R-2 200 SF 14 Drinking Fountain Provided 1 THE WORK. Level 103 1 Bed Room 585 SF R-2 200 SF 3 201 1 Bed Room 729 SF R-2 200 SF 4 Service Sink Provided 1 4. CONTRACTOR SHALL PROVIDE A COMPLETE AND PROPER EXECUTION OF THE WORK AS INDICATED ON ALL DRAWINGS ANDCO 201 1 Bedroom 684 SF R-2 200 SF 3 104 2 Bed Room Townhouse 474 SF R-2 200 SF 2 202 1 Bed Room 576 SF R-2 200 SF 3 B(Bldg E) 3 SPECIFICATIONS.IF DISCREPANCIES IN LAYOUT,DIMENSIONS,OR 202 Studio 612 SF R-2 1 200 SF 13 Level 2 203 1 Bed Room 528 SF R-2 200 SF 3 Req'd Waterclosets 0.12' DETAILS ARE FOUND BETWEEN ARCHITECTURAL,STRUCTURAL, 203 Studio 610 SF R-2 200 SF 3 101T 2 Bed Room Townhouse 780 SF R-2 200 SF 4 204 1 Bed Room 759 SF R-2 200 SF 4 (1 per 25 for first 50) MECHANICAL,ELECTRICAL,CIVIL OR LANDSCAPE DRAWINGS, 204 1 Bedroom 730 SF R-2 200 SF 4 104T 2 Bed Room Townhouse 819 SF R-2 200 SF 4 Level 3 Req'd Lavatories 0.075' CONTACT THE ARCHITECT IMMEDIATELY FOR CLARIFICATION Level 3 201 1 Bed Room 700 SF R-2 200 SF 3 301 1 Bed Room 738 SF RR 2 200 SF 4 (1 per 40 for first 80) BEFORE PROCEEDING. 301 1 Bedroom 689 SF R-2 200 SF 3 202 Studio 424 SF R-2 200 SF 2 302 1 Bed Room 576 SF R-2 200 SF 3 5. REGULATIONS,STANDARDS,CONSTRUCTION,MATERIALS AND "Included in provided water loset and lavatories count above. REQUIREMENTS FOR INSTALLATION OF MATERIALS SHALL CONFORM 302 Studio 612 SF R-2 200 SF 3 203 1 Bed Room 700 SF R-2 200 SF 3 303 1 Bed Room 528 SF R-2 1 200 SF 13 AND BE GOVERNED BY THE EDITION OF THE CODE IDENTIFIED IN THE 303 Studio 610 SF R-2 200 SF 3 Level 3 304 1 Bed Room 769 SF R-2 1 200 SF 14 B(Bldg E.2) 2 CODES SHEET OF THESE DRAWINGS. 304 1 Bed Room 730 SF R-2 1 200 SF 14 301 1 1 Bed Room 716 SF R-2 200 SF 4 54 RegV Watemloseis 0.08 6. REFERENCING DRAWINGS IS FOR CONVENIENCE ONLY AND DOES 74 302 Studio 424 SF R-2 200 SF 2 Building L (1 per 25 for first 50) NOT LIMIT APPLICATION FOR DRAWINGS OR DETAILS. Building B 303 1 Bed Room 716 SF R-2 200 SF 4 Level 1 Req'd Lavatones 0.05 7. MATERIALS AND FINISHES LISTED ON INTERIOR AND EXTERIOR Level 1 37 101 3 Bed Room Townhouse 762 SF R-2 200 SF q (1 per 40 for first 80) ELEVATIONS ARE FOR GENERAL INFORMATION AND CONVENIENCE • OF THE CONTRACTOR AND ARE REFERENCED IN ADDITION TO 101 2 Bed Room Townhouse 640 SF R-2 200 SF 3 Building G 102 2 Bed Room 1,234 SF R-2 200 SF 6 Total Waterclosets Provided 1 MATERIALS AND FINISHES INDICATED OR SPECIFIED ELSEWHERE IN 102 1 Bed Room Loft 461 SF R-2 200 SF 2 Level 1 103 2 Bed Room 1,202 SF R-2 200 SF 6 Total Lavatories Provided 1 THE DOCUMENTS. 103 1 Bed Room Loft 489 SF R-2 200 SF 2 101 2 Bed Room Townhouse 474 SF R-2 200 SF 2 104 3 Bed Room Townhouse 762 SF R-2 200 SF 4 8. HEIGHT DIMENSIONS ARE GIVEN FROM FINISHED SLAB WHERE Note:For group B with an occupant load of 15 or fewer,service sink INDICATED.OR RELATIVE TO DATUM NOTED ON THE DRAWINGS. 9552 REGISTERED 104 1 Bed Room Loft 487 SF R-2 200 SF 2 102 1 Bed Room 574 SF R-2 200 SF 3 Level 2 and drinking fountains are not required. 9. N.I.C.EQUIPMENT IS FURNISHED AND INSTALLED BY OTHERS. ARC HITECT 105 1 Bed Room Loft 461 SF R-2 200 SF 2 103 1 Bed Room 585 SF R-2 200 SF 3 101T 3 Bed Room Townhouse 817 SF R-2 200 SF 4 CONTRACTOR IS RESPONSIBLE FOR COORDINATION INSTALLATION 106 2 Bed Room Townhouse 640 SF R-2 200 SF 3 104 2 Bed Room Townhouse 474 SF R-2 200 SF 2 104T 3 Bed Room Townhouse 739 SF R-2 200 SF 4 M(Bldg A) 44 AND PERFORMING WORK AS REQUIRED BY DETAILS OR Level2 Level 2 201 1 Bed Room 729 SF R-2 200 SF 4 Re'd Waterclosets 0.08 SPECIFICATIONS FOR EQUIPMENT INSTALLATION. q A L AA ON STEVENS 101T 2 Bed Room Townhouse 586 SF R-2 200 SF 3 101T 2 Bed Room Townhouse 780 SF R-2 200 SF 4 202 1 Bed Room 576 SF R-2 200 SF 3 (1 per 500) 10.F.O.I.C.EQUIPMENT IS FURNISHED BY OTHERS AND INSTALLED AS STATE oA ON STEVENS 102L 1 Bed Room Loft 231 SF R-2 200 SF 1 104T 2 Bed Room Townhouse 819 SF R-2 200 SF 4 203 1 Bed Room 528 SF R-2 200 SF 3 Req'd Lavatories 0.05 PART OF THIS WORK.THE CONTRACTOR IS RESPONSIBLE FOR (1 per 750) COORDINATING THE WORK AS REQUIRED FOR INSTALLATION. 103L 1 Bed Room Loft 549 SF R-2 200 SF 3 201 1 Bed Room 700 SF R-2 200 SF 3 204 1 Bed Room 759 SF R-2 200 SF 4 Req'd Service Sink 1 11.CONTRACTOR SHALL SEAL AROUND ALL PENETRATIONS FOR FIRE 104E 1 Bed Room Loft 547 SF R-2 200 SF 3 202 Studio 424 SF R-2 200 SF 2 Level 3 (1) RATED WALLS,INCLUDING,BUT NOT LIMITED TO PIPING,DUCT, C 105L 1 Bed Room Lon 239 SF R-2 200 SF 1 203 1 Bed Room 700 SF R-2 200 SF 3 301 1 Bed Room 738 SF R-2 200 SF 4 CONDUIT,ETC.WITH FIRE STOPPING PER CODES THAT GOVERN THIS PROJECT IDENTIFICATION: C 106T 2 Bed Room Townhouse 589 SF R-2 200 SF 3 Level 3 302 1 Bed Room 576 SF R-2 200 SF 3 Total Waterclosets Provided 1 SET OF DOCUMENTS. Level 3 301 1 Bed Room 716 SF R-2 200 SF 4 303 1 Bed Room 528 SF R-2 200 SF 3 Total Lavatories Provided 1 12.CONTRACTOR SHALL MAINTAIN THE INTEGRITY OF THE VAPOR 301 1 Bed Room 682 SF R-2 200 SF 3 302 Studio 424 SF R-2 200 SF 2 304 1 Bed Room 769 SF R-2 200 SF 4 Service Sink Provided 1 BARRIER MEMBRANE AT THE FLOOR SLAB,WALLS,AND ROOF. Centennial Park I n BACKER ROD,SEALANT AND OTHER APPROVED MEANS SHALL BE 302 Studio 513 SF R-2 200 SF 3 303 1 Bed Room 716 SF R-2 200 SF 4 54 APPLIED CONTINUOUSLY AROUND ALL EXTERIOR DOORS AND j Arlington Tvoe Residential Buildings Requirements: the City OI /'lrlll IgtOn 303 1 Bed Room 655 SF R-2 200 SF 3 37 Building M Watical Retp ential ling unit WINDOW PENETRATIONS AND OTHER AREAS OF POTENTIAL AIR 304 1 Bed Room 652 SF R-2 200 SF 3 Building H Level 1 (1) INFILTRATION,INCLUDING STRUCTURAL,MECHANICAL AND 305 Studio 514 SF R-2 200 SF 3 Level 1 101 3 Bed Room Townhouse 762 SF R-2 200 SF 4 Lavatories perdwelling unit ELECTRICAL PENETRATIONS.THE CONTRACTOR SHALL REPAIR ANY 306 1 Bed Room 682 SF R-2 200 SF 3 101 3 Bed Room 1,084 SF R-2 200 SF 5 102 2 Bed Room 1,234 SF R-2 200 SF 6 (1) DAMAGE TO VAPOR BARRIER,OR REPLACE THEM PRIOR TO COVER, FOR Bathtubs/Showersyer dwelling unff AS APPROVED. 48 102 1 Bed Room 618 SF R-2 200 SF 3 103 2 Bed Room 1,202 SF R-2 200 SF 6 13.THERMAL AND SOUND INSULATION IS INTENDED TO PROVIDE A I' G Building C 103 2 Bed Room 949 SF R-2 200 SF 5 104 3 Bed Room Townhouse 762 SF R-2 200 SF 4 (1) CONTINUOUS ENVELOPE AS INDICATED. Centennial Park J J Level 1 104 2 Bed Room 951 SF R-2 200 SF 5 Level STUDI011BR 14.ALL ADA TOILETS,URINALS,AND STALLS SHALL MEET THE 101 2 Bed Room Townhouse 640 SF R-2 200 SF 3 105 1 Bed Room 618 SF R-2 200 SF 3 101T 3 Bed Room Townhouse 817 SF R-2 200 SF 4 Total Waterclosets Provided up to 2(no less than 1) REQUIREMENTS OF THE CODES THAT GOVERN THIS SET OF L L C 102 1 Bed Room Loft 461 SF R-2 200 SF 2 106 3 Bed Room 1,084 SF R-2 200 SF 5 104T 3 Bed Room Townhouse 739 SF R-2 200 SF 4 Total Lavatories Provided up to 2(no less than 1) DOCUMENTS.ALL STANDARD(NON-ADA)TOILETS SHALL BE Total Bathtubs/showers Provitletl 1 CENTERED IN STALLS OR PARTITIONS AS APPLICABLE,UNLESS 103 1 Bed Room Loft 489 SF R-2 200 SF 2 Level 2 201 1 Bed Room 729 SF R-2 200 SF 4 OTHERWISE NOTED. AT 104 1 Bed Room Loft 461 SF R-2 200 SF 2 201 3 Bed Room 1.084 SF R-2 200 SF 5 202 1 Bed Room 576 SF R-2 200 SF 3 15.WHERE EXTERIOR CONCRETE WALKS AND LANDINGS ABUT 105 2 Bed Room Townhouse 640 SF R-2 200 SF 3 202 1 Bed Room 618 SF R-2 200 SF 3 203 1 Bed Room 528 SF R-2 200 SF 3 2BR/3BR BUILDINGS,THEY SHALL BE SLOPED AWAY FROM THE BUILDING AS Total Waterclosets Provided up to 3(no less than 2) NOTED,BUT IN NO CASE LESS THAN.126712". Level 203 2 Bed Room 949 SF R-2 200 SF 5 204 1 Bed Room 759 SF R-2 200 SF 4 Total Lavatories Provided u to 3 no less than 2 172 nd St N E and 67th Ave p ( ) 16.MAINTAIN NOTED SLAB THICKNESS AT ALL RECESSED SLAB AREAS 101T 2 Bed Room Townhouse 588 SF R-2 200 SF 3 204 2 Bed Room 949 SF R-2 200 SF 5 Level 3 Total Bathtubs/showers Provided 2 AND SLOPING SLABS. NE 102L 1 Bed Room Loft 231 SF R-2 200 SF 1 205 1 Bed Room 618 SF R-2 200 SF 3 301 1 Bed Room 738 SF R-2 200 SF 4 17.ALL WOOD IN CONTACT WITH CIVIL,CONCRETE OR SOIL SHALL BE 103L 1 Bed Room Lon 288 SF R-2 200 SF 1 206 3 Bed Room 1,084 SF R-2 200 SF 5 302 12 Room 576 SF R-2 200 SF 3 PRESSURE TREATED,TYP.UON. Arlington, WA 98223 104L 1 Bed Room Lon 232 SF R-2 200 SF 1 Level 3 303 1 Bed Room 528 SF R-2 200 SF 3 18.ALL FOAM PLASTIC INSULATION TO COMPLY WITH THE SURFACE 105T 2 Bed Room Townhouse 588 SF R-2 200 SF 3 301 3 Bed Room 11087 SF R-2 200 SF 5 304 1 Bed Room 769 SF R-2 200 SF 4 ADJOINING SPACES(IBC 1203.5.1.1) BURNING CHARACTERISTICS DEFINED BY THE CODE THAT GOVERNS Level 3 302 1 Bed Room 618 SF R-2 200 SF 3 54 THIS SET OF DOCUMENTS. BUILDING PERMIT WHERE ROOM .SPEAL INSPECTIONS SHALL BE PROVIDED AS REQUIED BY 301 1 Bed Room 679 SF R-2 200 SF 3 303 2 Bed Room 949 SF R-2 200 SF 5 Building N THROUGH AN DJOINING ROOM,NO LESS THANT22 SFF OF UNO STI UCTED ITHOUT OPENINGS TO THE OUDOOR ARE VENTLATED19 JUR SIDICTION THAT GOV ERNS THIS SET OFF DOCUMENRTS.SEETHE 08/19/2019 302 Studio 514 SF R-2 200 SF 3 304 2 Bed Room 952 SF R-2 200 SF 5 Level 1 OPENING SHOULD BE PROVIDED TO THE ADJOINING ROOM. SPECIFICATION SECTION 014523 FOR ADDITIONAL INFORMATION. 303 1 Bed Room 637 SF R-2 200 SF 3 305 1 Bed Room 618 SF R-2 200 SF 3 101 3 Bed Room 1,084 SF R-2 200 SF 5 20.DRAWING KEYNOTES DO NOT CORRELATE DIRECTLY TO INDIVIDUAL This drawing is: 304 Studio 514 SF R-2 200 SF 3 306 3 Bed Room 1,084 SF R-2 200 SF 5 102 2 Bed Room 779 SF R-2 200 SF 4 NO LESS THAN 25SF OPENINGS ARE PROVIDED AT STUDIO UNITS,WHERE SPECIFICATION SECTIONS. 1.Copyright 2019 Dykeman,Inc. 305 1 Bed Room 679 SF R-2 200 SF 3 80 103 2 Bed Room 781 SF R-2 200 SF 4 BEDROOM ARE VENTILATED THROUGH ADJOINING ROOM. 21.BUILDING INSPECTION SHALL BE PERFORMED THROUGHOUT THE 2.The Architect's Instrument of Professional Service. B DURATION OF CONSTRUCTION.THE FREQUENCY OF INSPECTION IS 3.For use on this project only.Obtain Architect's B 38 Building 1 104 3 Bed Room 1,084 SF R-2 200 SF 5 IDENTIFIED IN THE CONTRACT.INSPECTIONS WILL BE PERFORMED BuildingD Level 1 Level 2 written permission for any other use or reproduction. ON SITE.INSPECTIONS WILL BE DOCUMENTED AND RECORDED AS Level 1 101 3 Bed Room 1.0.SF R-2 200 SF 5 201 3 Bed Room 1,084 SF R-2 200 SF 5 DEEMED NECESSARY BY THE PROJECT ENGINEER. ..• JECT NUMBER: 101 2 Bed Room Townhouse 640 SF R-2 200 SF 3 102 2 Bed Room 779 SF R-2 200 SF 4 202 2 Bed Room 779 SF R-2 200 SF 4 102 1 Bed Room Loft 461 SF R-2 200 SF 2 103 1 2 Bed Room 781 SF R-2 200 SF 4 203 2 Bed Room 781 SF R-2 200 SF 4 103 1 Bed Room Loft 489 SF R-2 200 SF 2 1 104 1 3 Bed Room 1,084 SF R-2 200 SF 5 204 3 Bed Room 1,084 SF R-2 200 SF 5 2018-015 104 1 Bed Room Loft 461 SF R-2 200 SF 2 1 Level 2 Level 3 105 2 Bed Room Townhouse 640 SF R-2 200 SF 3 201 3 Bed Room 1,084 SF R-2 200 SF 5 301 3 Bed Room 1,084 SF R-2 200 SF 5 Level 2 202 2 Bed Room 779 SF R-2 200 SF 4 302 2 Bed Room 801 SF R-2 200 SF 4 • 101T 2 Bed Room Townhouse 588 SF R-2 200 SF 3 203 2 Bed Room 781 SF R-2 200 SF 4 303 2 Bed Room 803 SF R-2 200 SF 4 102L 1 Bed Room Lon 231 SF R-2 200 SF 1 204 3 Bed Room 1,084 SF R-2 200 SF 5 304 3 Bed Room 1,084 SF R-2 200 SF 5 MARK DATE DESCRIPTION 103E 1 Bed Room Lot[ 288 SF R-2 200 SF 1 Level 3 1 56 08/19/2019 BUILDING PERMIT 104L 1 Bed Room Loft 1 232 SF I R-2 200 SF 1 301 3 Bed Room 1,084 SF R-2 200 SF 5 105T 2 Bed Room Townhouse 588 SF R-2 200 SF 3 302 2 Bed Room 801 SF R-2 200 SF 4 Level 3 303 2 Bed Room 803 SF R-2 200 SF 4 301 1 Bed Room 679 SFIS-3- 3 304 3 Bed Room 1,084 SF R-2 200 SF 5 302 Studio 514 SF3 56 303 1 Bed Room 637 SF3 Building J 304 Studio 514 SF3 Level 1 305 1 Bed Room 679 SF lot 3 Bed Room 1,084 SF R-2 200 SF 5 38 102 2 Bed Room 779 SF R-2 200 SF 4 PROJECT Building E 103 2 Bed Room 781 SF R-2 200 SF 4 Level 1 104 3 Bed Room 1,084 SF R-2 1 200 SF 15 C-101 Once 315 SF B 100 SF 3 Level 2 PRINCIPAL IN CHARGE: MS PROJECT MANAGER: DH C-102 Lobby 587 SF A-3 5 SF 117 201 3 Bed Room 1,084 SF R-2 200 SF 5 PROJECT ARCHITECT: DH C-103 Community Room 1,120 SF AJ 15 SF 75 202 2 Bed Room 779 SF R-2 200 SF 4 JOB CAPTAIN: I SZ C-104 Pool Storage/Mach 78 SF U 300 SF 0 203 2 Bed Room 781 SF R-2 200 SF 4 C-105 Women 220 SF 204 3 Bed Room 1,084 SF A C-106 Men 219 SF Level 3 A C-107 Janitor 66 SF U 300 SF 0 Ml 3 Bed Room 1,084 SF R-2 200 SF 5 C-108 Exercise Room 915 SF A-3 50-SF 18 302 26ad Room 801 SF R-2 200 SF 4 Project Information & C-109 Chemical Storage 27 SF 303 2 Bed Room 1 803 SF I R-2 200 SF 4 Level 2 L 304 3 Bed Room 1,084 SF R-2 200 SF 5 Code Analysis 201 Corridor 239 SFii 202 1 Bed Room 744 SF R-2 200 SF 4 203 1 Bed Room 1,076 SF R-2 200 SF 5 ao 204 1 Bed Room 986 SF R-2 200 SF 5 Level 3 301 Corridor 239 SF 302 1 Bed Room 744 SF R-2 200 SF 4 303 1 Bed Room 1,076 SF R-2 200 SF 5 304 1 Bed Room 989 SF R-2 200 SF 5 CONTINUED FROM CSOf°J 1 2 3 4 5 1 2 3 4 5 DYKEMAN ARCHITECTURE + DESIGN --� PROPERTY LINE zo ! ' o tBUILBDING D 21'-8•'I V-6" 15'-4 15' _ _ _ p UILDING E.2 FEC �1 HR WALLS AT FEC SEPARATING DWELLING BUILDING 1 HR WALLS I-- `, I EXTERIOR EXIT 1 HR WALLS UNITS PER:IBC 402.4E STAIR PER:IBC 0 BUILDING E I UNITSRPER:IBINGC WELLING 1027.6,1023. 1 HR WALLS AT EXTERIOR EXIT STARIBC U EC 0 102716 P 023.2 24, 7 FEC FEC - 1 HR WALLS AT-1 EXTERIOR EXIT - _ 1 HR CEILING o STAIR PER:IBC 17'-0"OVER CARPORT 1027.6,1023. _ 1 HR EXTERIOR WALL PER:IBC 707.4 T 7.EPARPAET�LNG 1 HR WALLSSEPARATING DWELLING �955236'-11" I 37'-5" UNIITS PER:IBC 402.4 —BUILDINGL WALS HR CEILING DWELLINGUNITS R:IBC 402.4 OVER CARPORT — F I FEC I 1 HR WALLS AT STATE OF WASHINGTGN A 1 HR WALLS AT BUILDING F EXTERIOR EXIT 1 HR WALLS c EXTERIOR EXIT STAIR PER:IBC SEPARATING DWELLING BUILDING STAIR PER:IBC 0 1027.6,1023.2 UNITS PER:IBC 402.4 y 1027.6,1023.2 FEC •- C C I U I FEC F10 46'-11" 2T 0" _ EC I - 1 HR CEILING 9" I _ I --- - 15'-8'OVER CARPORT Centennial Park in 24 H H10 F ;3 D 1 HR EXTERIOR WALL »� >>1 HR EXTERIOR AIA707 PER:IBC707.4 the City of Arlington 707 _ O 0 PER:IBC .4 �1 HR WALLS AT— - �� - 0 EXTERIOR EXIT 1 HR WALLS, EH FOR �- I STAIR PER:IBC SEPARATING DWELLING EC I 1027.6,1023.2- �UNITS PER:IBC 402.4 SEPAL IN Centennial Park 5J BUILDING H BUILDING J 1 HR WALLS AT BUILDING M SEPARATING DWELLING 1 HR WALLS EXTERIOR EXIT I UNITS PER:IBC 402.4 - SEPARATING DWELLING (STAIR PER:IBC — L L C FEC F H10 UNITS PER:IBC 402.4 J10 1027.6,1023.2 1 HR WALLS AT 1 HR WALLS 1 HR WALLS AT EXTERIOR EXIT ..... • • • • YE- STAIR PER:IBC AT SEPARATING DWELLING EXTERIOR EXIT BUILDING � BUILDING( 28'-2" 51'-3 1027.6,1023.2 UNITS PER:IBC 402.4 BUILDING B STAIR PER:IBC 102.6,1023.2 -2 27-0 1101 110' I 101 I FEC 1 HR RATED ASSEMBLY 172nd St NE and 67th Ave G10 13'-T IT-8' 12 I j NE FEC ,1 HR WALLS I > jS -7 12-7" 1 HR CEILING ----- IMAGINARY PROPERTY LINE W I I SEPARATING DWELLING I >> 3> 0 OVER CARPORT Arlington, WA 98223 Z 210'-7" I UNITS PER:IBC 402.4 I 1 HR WALLS _ N I I — SEPARATING DWELLING I NPEAUNIT BUILDING PERMIT > 41'-0"_ 37'-11" - 1 HR CEILING OVER CARPORT UNITS PER:IBC 402.4, 15'-8" FEC 08/19/2019 a i HR WALLS AT —M EXTERIOR EXIT __ FEC FIRE EXTINGUISHER CABINET STAIR PER:IBC This drawing is: 1027.6,1023.2 I I _ 1.Copyright 2019 Dykeman,Inc. __ 2.The Architect's Instrument of Professional Service. B I 3.For use on this project only.Obtain Architect's B / written permission for any other use or reproduction. J _----- ----- _-------------- ------ � PROJECT NUMBER ® A\ 2018-015 1 HR WALLS E \\ SEPARATING DWELLING 1 HR WALLS AT UNITS PER:IBC 402.4 FEC EXTERIOR EXIT 1 HR WALLS AT � STAIR PER:IBC BUILDING A 'ES 1 HR WALLS BUILDING N EXTERIOR EXIT H- 1027.6,1023.2 SEPARATING DWELLING STAIR PER:IBC MARK DATE DESCRIPTION > 0 UNITS PER:IBC 402.4, 1027.6,1023.2 1L' \ 08/19/2019 BUILDING PERMIT 1 HR WALLS AT FEC FEC EXTERIOR EXIT U BALCONY PER: 21'-6" 1021.2 13'-0„ cry i "� 1HRCEILING EN OVER WALKWAY / PROJECT / �\ - __ / ✓ i PRINCIPAL IN CHARGE: MS PROJECT MANAGER: I DH �� ----'- PROJECT ARCHITECT:I CHI JOB CAPTAIN: SZ \ 'r T 172ndStNE Rated Wall Diagram - Level 1 0 20' 40' 80' Rated Wall Plan - Level 1 Scale:l"=40'-0" ' / 1 4a'-0" 2 3 4 5 2 3 4 5 DYKEMAN 1 - - - - - - - - - - - - - - - - - - - - - - - - - - ARCHITECTURE + DESIGN PROPERTY LINE BUILDING E.2 I D ig_g^ I D 131" 1 HR WALLS 1 HR WALLS 1 HR WALLSSEPARATING DWELLING1 HR WALLS AT I SEPARATING DWELLING SEPARATING DWELLING •EXTERIOR EXIT I UNITS PER:IBC 402.4 UNITS PER:IBC 402.4STAIR PER:IBC UNITSPER:IBC402.4 BUILD G E BUILDING FEC 1027.6,1023.2� 1 HR WALLS AT u-I1 HR WALLS EXTERIOR EXITSURROUNDING STAIR PER:IBC EGRESS BALCONY7L 1027.6,1023.2 PER 1021 I FEC 1 HR WALLS SEPARATING DWELLING I 1 HR WALLS AT 6' 0'UNITS PER:IBC 402.4 --- EXTERIOR EXIT _� STAIR PER:IBC 1027.6,1023.2 1 HR EXTERIOR WALL '" • -------- PER:IBC 707.4 I I 9552 REGISTERED 1 HR WALLS ARCHITECT 1 SEPARATING DWELLING VENS 1 HR WALLS UNITS PER:IBC 402.4 SEPARATING DWELLING VENSI UNITS'ERABC 402.4 BUILDING FEC A AA ON STATE OF wASBAA ON MGTGN 1 HR WALLS AT 1 HR WALLS AT 1 HR WALLS AT 1 HR WALLS EXTERIOR EXIT EXTERIOR EXIT EXTERIOR EXIT SEPARATING DWELLING J BUILDING C I STAIR PER:IBC STAIR PER:IBC STAIR PER:IBC C UNITS PER:IBC 402.4 1027.6,1023.2 1027.6,1023.2 1027.6,1023.2 C 32' 4" I 37'-1" FEC I 11 HR WALLS ••• 1 • BUILDI F I SEPARATING DWELLING 2g'-11" 26'-11" vo`i 14 8 UN ITS PER:IBC402.4 Centennial Park in 25' 6. N iT i M FEC �,.....'_`.J ---�- PER:C 7070R WALL - I the City of Arlington -T ----.1 HR WALLS AT I c FOR EXTERIOR EXIT BUILDING H 1 HR WALLS FEC u' STAIR PER:IBC SEPARATING DWELLING r I 1027.6,1023.2 UNITS PERABC402.4 a iHRWA Centennial Park 5J �® 1 SEPARATING DWELLING N 1 HR WALLS BUILDING J 1 HR WALLS AT UNITS PER:IBC 402.4 EXTERIOR EXIT I L L C Ell SEPARATING DWELLING BUILDI FEC � I UNITS PER:IBC 402.4 STAIR PER:IBC FEC 1 1 1027.6,1023.2 1 26'-2" 27'-0" I IHR WALLS AT 1 HR WALLS 1 HR WALLS AT 13'- I 13'-8" I FEC EXTERIOR EXIT AT SEPARATING DWELLING EXTERIOR EXIT 1 HR WALLS AT 15'-5' STAIR PER:IBC C 402.4 BUILDING B UNITS PER:IBC STAIR PER:IBC gUILDING EXTERIOR EXIT I 1027.6,1023.2 1 HR RATED ASSEMBLY I 1027.6,1023.2 BUILDING I I 172nd St NE and 67th Ave STAIR PER:IBC I 28'-1" 28'-1" 1 HR WALLS 1027.6,1023.2 I I SEPARATING DWELLING NE 0 36'-4" 37'-11" I UNITS PER:IBC 402.4 ---- IHRWALLS I I I 14'-8" IMAGINARY PROPERTY LINE Arlington, WA98223 20'-11" SEPARATING DWELLING I I 1 HR WALLS I - UNITS PERABC402.4 SEPARATING DWELLING BUILDING PERMIT UNITS PER:IBC 402.4 08/19/2019 o ' FEC 1 HR WALLS AT FEC ' EXTERIOR EXIT 6 STAIR PER:IBC ------ ------- FEC FIRE EXTINGUISHER CABINET This drawing is: ------ --- 1027.6,1023.2 I 1 Cop yr �ight 2019 Dykeman,Inc. . teds Instrument of Professional B I o - I 3.For use on ice. this project only.Obtain Architects tects B written permission for any other use or reproduction. PROJECT I I 1 HR WALLS I FEC :EE 2018-015 SEPARATING DWELLING 1 HR WALLS AT UNITS PER:IBC 402.4 EXTERIOR EXIT ALLS AT • BUILDING A STAIR PER:IBC 1 HR WALLS BUILDING N IOR EXIT 1027.6,1023.2 SEPARATING DWELLING PER:IBCMARK DATE DESCRIPTION 1 HR WALLS AT UNITS PER:IBC 402.4 1 1023.2 OS/19/2019 BUILDING PERMIT EXTERIOR EXITBALCONY PER: 1021.2 12' 7" 1 HR CEILING OVER WALKWAY DN ❑ \ / / PROJECT / ✓ i PRINCIPAL IN CHARGE: MS PROJECT MANAGER: I DH - - - ' PRO DH T ARCHITECT:I CA JOB CAPTAIN: I SZ A A Rated Wall Diagram - Level 2 0 20' 40' 80' Scale:1"=40'-0" N Rated Wall Plan - Level 2 1 2 3 4 5 2 3 4 5 Will DYKEMAN ARCHITECTURE +411" - - - - - - - - - - - ,ESIGN BUILDING E.2PROPERTY LINE51-9" —dyk-mar— 1716 West Mari-View Drive D II 11HR WALLSI HR WALLS SEPARATING DWELLING TERIORIR S IT I (UNITS PER:BC 402.SEPARATING 4ING EXTERIOR EXIT •UNITS PER:IBC 402.4STAIR PER:IBC BUILDI KFEC 027.6,1023.2 BUILDING E 1 HRWALLSAT EXTERIOR EXIT1 HR WALLS ATSTAIR PER:IBC CORRIDOR PER: 18'-0"1027.6,1023.2 IBC 1020.1 1 HR WALLS 'T I EXTERIOR EXIT - rn - __— STAIR PER:IBC -' n 1027.6,1023.2 FEC ry 4 k.— 1 HR EXTERIOR WALL • _ PER:IBC 707.4 9552 REGISTERED 1 HR WALLS ARCHITECT ! I SEPARATING DWELLING 1 HR WALLS I UNITS PER:IBC 402.4 SEPARATING DWELLING UNITS PER:IBC 402.4 BUILDIN FEC A L AA ON STEVENS FEC I 1 HR WALLS AT STATE AA ON STEVENS 1 HR WALLS AT 1 HR WALLS AT EXTERIOR EXIT 1 HR WALLS EXTERIOR EXIT EXTERIOR EXIT STAIR PER:IBC SEPARATING DWELLING STAIR PER:IBC BUILDIN STAIR PER:IBC 16'-8 1027.6,1023.2 C UNITS PER:IBC 402.4 BUILDING C 1027.6,1023.2 1027.6,1023.2 C 42'-7" r— FEC FEC I 27'-11"126'-11" 25'-3" I Centennial Park in __ 1 HR (� /� :......: FEC •..,� I �� (PER:C7070RWALL the City Oj I Arlington ___________ I -1 HR WALLS AT BUILDING H I FOR EXTERIOR EXIT 1 HR WALLS STAIR PER:IBC SEPARATING DWELLING FEC I 1 HR WALLS 1027.6,1023.2 UNITS PER:IBC 402.4 I Centennial Park 5J FEC I 1 HR WALLS BUILDING J EXTERIOR EXIT I UNITS PER:BC 402.4 NG SEPARATING DWELLING STAIRPER:IBC BUILDI FEC LLC I FEC I UNITS PER:IBC 402.4 1027.6,1023.2 1 HR WALLS AT BUILDING B 1 HR WALLS AT 27 2 27 0" I FEC AT 1 HR WALLS I EXTERIOR EXIT SEPARATING DWELLING EXTERIOR EXIT 13'-i' I 28'-1" I 28'-1" STAIR PER:IBC UNITS PER:IBC 402.4 STAIR PER:IBC i EXTERIOR IT 13'-8" 15'-5 12'-8" 16'-8 1027.6,1023.2 I 1027 6 1023 2 BUILDING EXTERIOR EXIT BOIL INGI I I HR RATED ASSEMBLY 172nd St NE and 67th Ave STAIR PER:IBC I j 1027.6,1023.2 1 I I NE FEC I L�rF:EiIiIMAGINARY PROPERTY LINE Arling!�fton, WA 98223 20'-11" 36'-4" WALLS I yRATING DWELLING I I 1 HR WALLS PER:IBC 402.4 ' USEPARATING NITS PER:BD DWELLING I ® BUILDING PERMIT I I 08/19/2019 FEC 1 HR ALL AT FEC - EXTERIOR EXIT STAIR PER:IBC This drawing is: y 1027.6,1023.2 I 1.Co right 2019 D keman,Inc. ct's Instrument of Professional B I 3.For use on this project only.Obtain A chitecVs ice. B written permission for any other use or reproduction. PROJECT i FEC (-7", 2018-015 1 HR WALLS ATEXTERIOR EXIT EXTERIOR EXITUILDINGA STAIR PER:IBC 1 HR WALLS BUILDING NSTAIR PER:IBC 1 HR WALLS 1027.6,1023.2 SEPARATING DWELLING 1027.6,1023.2 MARK DATE DESCRIPTION SEPARATING DWELLING UNITS PER:IBC 402.4 UNITS PER:IBC 402.4 1 HR WALLS AT 08/19/2019 BUILDING PERMIT EXTERIOR EXIT BALCONY PER: 1021.2 1 HR CEILING OVER WALKWAY DNEl r PROJECT TEAM- i PRINCIPAL IN CHARGE:(MS PROJECT MANAGER: I DH — — — ' PROJECT ARCHITECT:I DH CA JOB CAPTAIN: I SZ A A Rated Wall Diagram - Level 3 0 20' 40' 80' Scale:1"=40'-0" Rated Wall Plan - Level 3 1 2 3 4 5 END 3"SURFACE MON r, W/PUNCH"DATUM PACIFIC" a [� 10-31-16 Li] 7 FND CONC,MON IN FND ON Z ACK IN LEAD o J o CASE W/LEAD&TACK W/DISK"DAUTM m = 3 10-31-16 HIGHLAND VIEW DR. PACIFIC"10-31-16 ° - S89-45'07"E 510.10(MEAS) 510.13(P) ',S HIGHLAND CB HIGHLAND VIEW ES TATES TR. B AF#9707115004 138 END REBAR&CAP TR. C TR. D 142 141 140 39 WE � "DATUM PACIFIC" SSMH0 IS0.24,WO.03 S89'47'30"E 619.38 1 1 SR S3 S SSMH PP w/uc� CA I SURVEY CERTIFICATION: I6 VICINITY MAP THE UNDERSIGNED, BEING A REGISTERED SURVEYOR IN THE STATE OF WASHINGTON, CERTIFIES TO WILLIAMS INVESTMENT, LLC SCALE - 1" = 1000' 40' AND CHICAGO TITLE INSURANCE COMPANY, AND THEIR SUCCESSORS AND ASSIGNS AS FOLLOWS: THIS IS TO CERTIFY THAT THIS MAP OR PLAT AND THE SURVEY ON WHICH IT IS BASED WERE MADE IN ACCORDANCE WITH THE "2016 MINIMUM STANDARD DETAIL REQUIREMENTS FOR ALTA/ACSM LAND TITLE SURVEYS"JOINTLY ESTABLISHED AND ADOPTED BY ALTA AND NSPS, AND INCLUDES ITEMS 1, 2, 4, 7(a), 7(b)(1), 7(c)8, 9, 11(a) AND 16 OF TABLE A THEREOF. 1. THE SURVEY WAS MADE ON THE GROUND ON AUGUST, 2018, AND SHOWS THE AREA OF THE SUBJECT PROPERTY, THE LOCATION ALL BUILDINGS, STRUCTURES AND OTHER IMPROVEMENTS SITUATED ON THE SUBJECT PROPERTY, THE LOCATION OF a UTILITIES OBSERVED OR SHOWN ON RECORD DOCUMENTS AS SERVING THE SUBJECT PROPERTY AND ANY OTHER MATTERS SITUATED ON THE SUBJECT PROPERTY. CB<i 2. EXCEPT AS SHOWN ON THE SURVEY, THERE ARE NO VISIBLE EASEMENTS OR RIGHTS OF WAY OF WHICH THE UNDERSIGNED HAS BEEN ADVISED. �*? 3. EXCEPT AS SHOWN ON THE SURVEY, THERE ARE NO OBSERVABLE, ABOVE GROUND ENCROACHMENTS(a)BY IMPROVEMENTS CB z 3—009 ON THE SUBJECT PROPERTY UPON ADJOINING PROPERTIES, STREETS OR ALLEYS, OR UPON EASEMENTS LOCATED ON THE SUBJECT PROPERTY, OR (b) BY THE IMPROVEMENTS ON ADJOINING PROPERTIES, STREETS OR ALLEYS UPON THE SUBJECT PROPERTY. 4. THE LOCATION OF EACH EASEMENT, RIGHT OF WAY, SERVITUDE, AND OTHER MATTER AFFECTING THE SUBJECT PROPERTY TRAFFIC - AND LISTED IN THE TITLE INSURANCE COMMITMENT DATED DECEMBER 23, 2013, ISSUED BY CHICAGO TITLE COMPANY WITH (TYSIGNAL Box ¢P) PARCEL NO. RESPECT TO THE SUBJECT PROPERTY, HAS BEEN SHOWN ON THE SURVEY, TOGETHER WITH APPROPRIATE RECORDING PP m 310523-003-008-00 REFERENCES, TO THE EXTENT THAT SUCH MATTERS CAN BE LOCATED. THE PROPERTY SHOWN AND DESCRIBED ON THE o SURVEY IS THE SAME PROPERTY DESCRIBED IN THAT TITLE COMMITMENT. THE LOCATION OF ALL IMPROVEMENTS ON THE _?x SUBJECT PROPERTY IS IN ACCORD WITH MINIMUM SETBACK PROVISIONS AND RESTRICTIONS OF RECORD REFERENCED IN SUCH cA a�� TITLE COMMITMENT. 5. THE SUBJECT PROPERTY HAS ACCESS TO AND FROM A DULY DEDICATED AND ACCEPTED PUBLIC STREET OR HIGHWAY AS oRrvew4Y - ssMH INDICATED ON THE SURVEY. 6. THE SUBJECT PROPERTY DOES NOT SERVE ANY ADJOINING PROPERTY FOR DRAINAGE, UTILITIES, OR INGRESS OR EGRESS. EXCEPT AS SHOWN. � 8. THERE WAS NO OBSERVED EVIDENCE OF CURRENT EARTH MOVING WORK, BUILDING CONSTRUCTION OR BUILDING ADDITIONS. s i i THE PARTIES LISTED ABOVE ARE ENTITLED TO RELY ON THE SURVEY AND THIS CERTIFICATE AS BEING TRUE AND ACCURATE. CB GRAPHIC SCALE CB UTILITY DATED: 60 0 30 60 120 VAULT PP i JACKIE H. SIEBERT �E N' S/ w/UG IN FEET) REGISTER N0. �P 1°F�ASN ��'� 1 inch= 60 ft. FND REBAR&CAP o o "MCA"N0.6,E0.04 Pp iaavo S., s ci ncR LEGEND GA J�pNgt L00 FOUND MONUMENT AS DESCRIBED PP SSMH S ' 5 • FOUND CORNER u 0 ONIC.MON IN AS DESCRIBED �r \� N690a 8o2 n i 22PA CASE FND CW/1/2"BRASS DATE: TRAFFIC , F 8 TRAFFIC ,�(; SIGNAL c'p DRAINAGE EASEMENT G1 0 DISK -1PUNCH STAMPED L.S.NO.14490 Q SET 1 2 x 24 REBAR AND CAP NAL AF#9610250370 wo 2A 05 2 10-31-16 (P) DENOTES HIGHLAND VIEW ESTATES PIOLE POLE cZ 4fi 10' �� N69 02 AF#9707175004 L=184. S88'34'22'E 272.18 R=533.32 (MEAS) DENOTES MEASURED DISTANCE VERT C 22 23 S. FL URB LINE,S.W.1/4,S.W.1/4,SEC. 23-31-5 N89-52'40"E(P) •18" / 27 26 S88'34'22"E 372.18 - - R7573.32 SEC.COR.23-31-5 172ND ST. N.E. FND CONC.MON IN CASE W/2"CONC. FILED PIPE 10-31-16 EXISTTVG LEGAL DESCRIPTION: SCHEDULE B-EXCEPTIONS: (CHICAGO TITLE INSURANCE CO.NO.500029439) (CHICAGO TITLE INSURANCE CO.NO.500073414) THE SOUTHWEST QUARTER OF THE SOUTHWEST QUARTER OF THE SOUTHWEST 1. SUBJECT TO A DANGER TREE RIGHTS EASEMENT AS RECORDED UNDER AUDITOR'S QUARTER OF SECTION 23, TOWNSHIP 31 NORTH, RANGE 5 EAST OF THE WILLAMETTE FILE NUMBER 7803280365. INFORMATION PROVIDED NOT SUFFICIENT TO PLOT ITS MERIDIAN; EXACT LOCATION. EXCEPT ANY PORTION THEREOF LYING WITHIN 172ND STREET N.E. 2. SUBJECT TO A ELECTRIC TRANSMISSION AND/OR DISTRIBUTION LINE EASEMENT AS (KINNER-GREENWOOD ROAD) AND 67TH AVENUE N.E. (M. BRICKENMIER-STILLGUAMISH RECORDED UNDER AUDITOR'S FILE NUMBER 78303290397. ROAD); AND 3. SUBJECT TO A CITY OF ARLINGTON DRAINAGE EASEMENT AS RECORDED UNDER EXCEPT ANY PORTION THEREOF LYING SOUTH OF 172ND STREET N.E.; AND AUDITOR'S FILE NUMBER 9610250370. PLOTTED EXCEPT THAT PORTION CONVEYED TO THE CITY OF ARLINGTON BY DEED RECORDED 4. SUBJECT TO A DRAINAGE EASEMENT AS RECORDED UNDER AUDITOR'S FILE NUMBER UNDER AUDITOR'S FILE NO. 9610250370, RECORDS OF SNOHOMISH COUNTY, 9610250370. WASHINGTON. ALTA/ACSM SURVEY SITUATE IN THE COUNTY OF SNOHOMISH, STATE OF WASHINGTON. S 5. SUBJECT T UNDERGROUND AND/OR OVERHEAD ELECTRIC TRANSMISSION AND/OR DISTRIBUTION SYSTEM TEM EASEMENT AS RECORDED UNDER AUDITOR'S FILE NUMBER for 9706040291. 6. SUBJECT TO A CRITICAL SITE PLAN AS RECORDED UNDER AUDITOR'S FILE WILLIAMINVESTMENTS,LLC BASIS OF BEARING: 9707100094. THE WEST LINE OF THE SOUTHWEST QUARTER OF THE A Portion Of the S.W. 1/4 of the S.W. 1/4 of SOUTHWEST QUARTER OF SECTION 23, TOWNSHIP 31 7. SUBJECT TO USE AGREEMENT FOR 67TH AVE NE IMPROVEMENTS AS RECORDED NORTH, RANGE 5 EAST, W.M., REFERENCE PLAT OF UNDER AUDITOR'S FILE NUMBER 200203200014. Section 23, Township 31 North, Range 5Ecst, W.M. HIGHLAND VIEW ESTATES, AF#9707175004 WEST LINE BEING NORTH 00'14'53" EAST Snohomish County, Washington INSTRUMENTATION NOTE: Tri-County INSTRUMENTATION FOR THIS SURVEY WAS A ONE SECOND TOTAL STATION. PROCEDURES Land Surveying Company USED IN THIS SURVEY WERE FIELD TRAVERSE, 4610 MEETING OR EXCEEDING STANDARDS SET BY Lynnwood, St. S.W. Suite A Lynn , Wa. 98036 (425)776-2926 Fax:776-2850 WAC 332-130-090. DRAWN BY B.H. DATE JOB NO. 16-141 AUGUST, 2018 2 3 4 5 BUILDING E.2 DOUBLE POLE EV 17'1"Hit. CHARGING STATION- ADJACENT 1 Story LEATON EVERGREEN RESIDENTIAL AREA 1 Office+3 Car Garage 4000 OR SIMILAR Utility Building APPROVED 6'PERIMETER PROPERTY 6'PERIMETER FENCING LINE — — — FENCING . YKEMAN " OPEN SPACE C — Project Summary:1":40' BUILDING D Building Composition Parking Stalls Provided ARCHITECTURE + DESIGN Forecourt Frontage 1'6"Ht. I Building Studios 112111 2811 3811 Total Units Perpendicular Parallel ADA Total D Stories BUILDING K D 10 Units I j BUILDING WETLANDA Porch Projecting A 4 5 9 lu 77 .42H - - - Flex Building 'R I 41'0"Ht. _ Frontage B 2 8 2 12 Y Y —- - CATEGORY IV H I I J J I 3 Stories Y C 2 6 2 30 3 75 6 Units w 3 Stories BUILDINGS B,C&D I D a a I Multiplex Medium ¢ I I 12 Units D 2 6 2 10 PROVIDED WITH LOFT c I I U V I COMM.AREdd I�SPLIT RAIL SPLIT RAIL y Multiplex Large E 6 6CONSULTANT: UNITS AT LEV 1 FOR '1 / FENCING FENCING c1 BLDG ¢ I F 2 6 2 30 FUTURE RETAIL I I O O V I RECREATIONPIL PROPOSED VAULT CD CONVERSION U I Q z z I I AREA B LOCATION.CONFIRM 3 I H 2 6 6 6 18 I I I Al LAYOUT W/PUD MONUMENTPOOL of I I 6 6 12 SIGN a — I I SD2.3 .� 1 6 6 12 PROPOSED PUD �� I � K 8 2 2 12 MAINLINE.CONFIRM OFT WETLANj D—ONE Z' I L 8 2 2 12 LAYOUT W/PUD _BICYCLE MAIL BOXES— 25%OF BUFFER ZONE(18-fISF)TO M 8 2 2 12 MAIN RACK RESIDENTIAL FRONTAGE STREET COUNT TOWARDS OPEN SPACE PER �'"°°" IN 6 12 CARPORTS °>y SPLIT RAIL AMC 20.52.030(B)(6) Grand Total 14 73 40 30 157 • ENTRY/EXIT `�`k FENCING 41737SF OPEN SPACE E I BUILDING L EV(2) Porch Projecting BUILDING C I �\ DOG RUN I Frontage Forecourt Frontage OPEN SA MINI-PARK C 40'6"Ht. �1112ERED 3 to Hs _ 3 Stories 3 Stories II ;,I III12 Units ACCESSIBLE ROUTE 10 Units BUILDING F ` Multiplez Large Flex Building I Porch Projecting Frontage a38'6Ht. I OPEN SPACE F\ • I �� \ RESIDENTIAL FRONTAGE STREET SHELTERAND Stolle I I STATE OF WASHINGTGN I � � i I TRELLISES I 10 Units ,.I \ STRUCTURES Multiplex Medium-J u l �� — Fw EV(2) till C i K I I PLAYGROUND I PROJECT IDENTIFICATION: C 'gip w > --7 EQUIPMENT BUILDINGS B,C&D j PROVIDED WITH LOFT i a I < �I,�,i t-iryni�s RE iO UNITS AT LEV 1 FOR f6 JXMWIWWI FUTURE RETAIL c OPEN I z I Y I Centennial Park in CONVERSION Y SPACE i it Ir mD I BUILDINGH _ IIthe Cit of Arlin ton E I O "I Porch Projecting Fronts a I I BUILDING M Y g ? I 43'0"Ht. I Porch Projecting U I r --- 0 Y - 3 Stories COMMUNITYGREEN BUILDING J I I Frontage MINI-PARKA I FOR Q I ¢ ;p I 18 Units Porch Projecting Fronts e I 40'6"Ht. a Multiplex Large 43'0"Ht. I i 3 FoB I II I7� I J I I Stores UILDINGB 3Sories 12 Centennial Park 5J 12 nits U nits recourt Frontage ex Large ATONEMENTFREE 41'0"HL ¢ LUTHERAN CHURCH 3 Stories GG EV(2) LLC Y 12 Units I Porch Projecting Frontag — BUILDING I Flex Building I 8'6"Ht. I Porch Projecting Frontage g1l /7 AT I3 Stories I I 43'to Stories Y I PROPERTYr 10 Units 3 StoriesMuItiplex Medium l2Unus 172nd St NE and 67th Ave 111 Multi lex Larg NE I PROPOSED VAULT I ' I 0 ---- I src LOCATION.CONFIRM a I I Arlington, WA 98223 � — ---- — ---------------O— I LAYOUT W/PUD I � Mn MONUMENT --- -- -- -- I I BUILDING PERMIT SIGN RELICT STREAM RESIDENTIAL FRONTAGE STREET I CHANNEL,150'CL I A4 I TRASH/ 08/19/2019 SECONDARYII BUFFER I I I SD2.4 �I—' RECYCLING ENTRY/EXIT Y _ _ _ sE ---- This drawing is: 1.Copyright 2019 Dykeman,Inc. BICYCLE 2.The Architect's Instrument of Professional Service. B BUILDING A �� / ` 3.For use on this project only.Obtain Architect's B Shopfront 8 I art _ OPEN SPACE H I RACK written permission for any other use or reproduction. Forecourt Frontage 45'0"Ht. — 5/o OF BUFFER ZONE(73,01 TO PROJECT \\ Stories 0 COUNT TOWARDS OPEN SPACE PER 9 Units A I I BUILDING N MC 20.52.030(B)(6) NUMBER ch Flex Building16,273SF \\ I PorFrontage [ing 43'0"Hit. 2018-015 //J\\\��\\\ PEN SPACE G 3 Stories IT I 11�1\ �xx` \\ i 12 Units BUILDING A PROVIDED ( Multiplez Large m WITH I LOFT UNIT AND , I \EV CHARGING STATION c RETAIL AT LEV FOR 2 VEHICLES\\\ x``` \ _ MARK DATE DESCRIPTION 8 RESIDENTIAL UNITSS (INFRASTRUCTURE ONLY) c AT LEV2&3 O8119/2019 BUILDING PERMIT � RELICT STREAM CHANNEL,150' -a' �CL BUFFERS DIN ❑❑ 1 6'PERIMETER FENCING / \ t r PROJECT PRINCIPAL IN CHARGE: MS s PROPOSED PUD PROJECT MANAGER: I DH MAINLINE.CONFIRM PROJECT ARCHITECT:I DH LAYOUT W/PUD JOB CAPTAIN; SZ A A 172nd St NE RELICT STREAM CHANNEL; FISH PRESENCE UNLIKELY Site Plan 0 20' 40' 80' Scale:1"=40'-0" Site Plan 1 2 3 4 5 1 2 3 4 5 DYKEMAN WORK POINT WORK POINT LOCATION AND BEARING ARCHITECTURE + DESIGN PROPERTY LINE ORK POIN WORK POINT WORK POINT BUILDING WORK POINT WORK POINT BEARING GRIDLINE D BUILDING E.2 Dimension X Dimension Y Angle from INTERSECTION D I from Reference from Reference Reference A 590'-6" 112'-5" 0° 4,B r j B 594' BUILDING K -5" 282'-1" 0° A,2 H C 594-5" 391'-10" 0° A,2 �p D 594'-3" 548'-11" 0° A,2 .0 BUILDINGD I I gUILDINGE E 434'-4: 544'-4" 0° A Y I 0 E.2 506'-1" 555'-4" 0° A,1 F 469'-5" 399'-5" 0° C,1.1 0 I G 469'-5" 268'-7" 0° C,1.1 0 H .3 -9" 350'-3" 0° D.1 I 294'-5" 238'-7" 88.86° 1,D J 165'-2" 211'-6" 0° D,1 K 61'-1 547'-11" 0° C,1 L 59'-9" 424'-3" 0° C,1 _ M 59'-9" 301'-1" 0° C,1 N 58'-3" 18'-5" 0° D,1 WORKPONT • WORK POINT s'Gr WORK POIN vw O 9552 0 REGISTERED O —BUILDINGL ARCHITECT A L AA DN STEVENs ~ ��JJIIIIWWWWLL-y STATE OF WASHINGTON N N C BUILDING C -_ BUILDING F WORK POINT Imo' PROJECT IDENTIFICATION: C _ I Centennial Park in o �u ORK POINT I the City of Arlington WORK POINT O FOR n WORK POINT BUILDINGN 0 u BUILDINGJ BUILDING Centennial Park 5J WORK POINT D I LLC D AT BUILDING - I I 172nd St NE and 67th Ave Z BUILDING B _ BUILDING I > I � < X DISTANCE NE L a WORK POINT MEASURED PARALLEL 0 v oEEAST PROPERTY Arlington, WA 98223 - - - MEE BUILDING PERMIT 08/19/2019 ANGLES MEASURED IN This drawing is: REFERENCE TO EAST 1.Copyright 2019 Dykeman,Inc. B — PROPERTY LINE 2.The Architect's Instrument of Professional Service. 3.For use on this project only.Obtain Architect's B WORK POINT / �' ,_,— ---- written permission for any other use or reproduction. �---------- i - —--------- Al PROJECT 2018-015 12 BUILDINGA 0 \ BUILDINGN m MARK DATE DESCRIPTION 0 `�\ 08/19/2019 BUILDING PERMIT it m �I WORK POINT DIN 58'-3" PROJECT vX DIM.BUILDING PROPERTY CORNER& PRINCIPAL IN CHARGE:1 MS POINT FOR PROJECT MANAGER: I DH ALL DIMENSIONS PROJECT ARCHITECT:I DH f r JOB CAPTAIN: SZ 172nd St NE Building Layout Plan 0 20' ao' as a .- a Building Layout Plan Scale:1"=40'-0" 1 1"=40' 1 2 3 4 5 2 3 4 5 1-1/2"CIA SS HANDRAIL PIPE C4 1-112"CIA SS SD2.1 HANDRAIL PIPE BEND SS HANDRAIL PIPE TO RETURN BEND SS HANDRAIL TO FLOOR PIPE TO RETURN ARCHITECTURE + DESIGN TO FLOOR 36"MIN. D estD a a r WELD 1-1/2"DIA SS POST TO SS HANDRAIL PIPE. 1-1/2"DIA SS POSTCONSULTANT: GRIND AND SMOOTH EXCESS WELD META PLANTER PER LANDSCAPE PLANTER BOXES BEHIND Aq PER LANDSCAPE SD2.1 ° W I I ° d I I • �1552CONC.RAMP.REFER+2" TO LANDSCAPE 122' "O.D.DIA STEEL SLEEVE TOMIN. M INRECEIVE 1-1/2"DIA SS POST AND NON-METALLIC/NON-SHRINK STATE OF wASHiNGTON GROUT C1 EXTERIOR RAMP HANDRAIL- ELEVATION C4 EXTERIOR RAMP HANDRAIL-SECTION C Centennial Park in the City of Arlington FOR �30112" �18"� Centennial Park 5,11 LLC 6"DIA.PAINTED. ❑ ❑ PREFABRICATED METAL STEEL BOLLARD- • `12 ' AT GUARDRAIL SYSTEM W/GROUT FILL • ❑ • ❑ 4" _ d' n • • I`TI 172nd St NE and 67th Ave El NE —I III—III— 0 473/8" „f 2. Arlington, WA 98223 — ° - - 62"57519' o 811/2" + BUILDING PERMIT — —I III—III— III- II=III—III o® 08/19/2019 — III—III EPDXY SET ANCHORS,TYP. ',� c®❑ 45 This drawing is: q1.Copyright 2019 Dykeman,Inc. 18"DIA.CONC. 2.The Architect's Instrument of Professional Service. B d III — FOOTING @ EA. 3.For use on this project only.Obtain Architect's B d _ III POST written permission for any other use or reproduction. d. 16 1/8" 14., a d o = SECTION 4" 12" PROJECT -III—III—III— _,0" I III �12"y 2018-015 B1 PREFABRICATED METAL GUARDF{ B2 BOLLARD DETAIL B3 MAILBOX DETAIL • MARK DATE DESCRIPTION 08/19/2019 BUILDING PERMIT 9" 11. 9 9" PRECAST CONCRETE 1-1/2"SS POST WHEEL STOP THERMOPLASTICPROJECT TRAFFIC WHITE TEAM- (2)#4 BAR x 12"LONG AT EACH WHEEL STOP 3-1/2'DIA STEEL SLIP-ON- PRINCIPAL IN CHARGE: MS d PROJECT MANAGER: 1 DH PREFABRICATED METAL FLANGE RECEIVE STEEL CARPORT POST,EPDXY IN PLACE PROJECT ARCHITECT:1 CH CONC.SLAB PER PLAN - JOB CAPTAIN: 1 SZ v + 1 - 3"O.D.DIA STEEL SLEEVE TO A RECEIVE 1-112"DIA SS POST A AND NON-METALLIC/NOW SHRINK GROUT Site Details - Typical ? Details VERIFY FOOTING - REQUIREMENTS WITH MFR. '�Y ad -° Q �. I ° d^ 3-1/2"DIA STEEL SLIP-ON- FLANGE TOP VIEW Al PREFABRICATED METAL CARPORT A2 DIRECTIONAL ARROW A3 WHEEL STOP AT CONCRETE CURB A4 EXTERIOR RAMP HANDRAIL- BASE 1'-0" 3/4"=1'-0" 11, =1'-0" 3"=1'-0" 1 2 3 4 5 1 2 3 4 5 DYKEMAN ARCHITECTURE + DESIGN D n. s. D CONSULTANT: 9" 9" GALV.POST CAP GALV.POST CAP • R I^ FASTEN W/(2)3/8"DIA. ■`T7` GALV.BOLTS 955z REGISTERED ARC HITECT TURN - ST©P A L AA ON STEVENS STATE OF WASHINGTON FASTEN W/(2)3/8"DIA. 6" IL 6" GALV,BOLTS C GALVANIZED POST CAP 2"O.D.DIA.14 GAUGE PROJECT IDENTIFICATION: C STEEL ESQ VE GRADE 33.PAINTED EPDXY 40 PIPE 23/8"DIA.GALV.SCHEDULE ACCESSIBLE PARKING SIGN 2'O"HOLDOTOP OFNG MIN. PAID ING q^ OR OTHER DURABLE FOOTING FLUSH W/ COATING.COLOR: CONCRETE Centennial Park in BARRIER FREE SYMBOL PERMA-GREEN PER FASTEN WITH(2) O FEDERAL the City of Arlington SIGN BACKGROUND FIELD STANDARD 595-A,COLOR T MOUNT U-BOLT -I. TO BE NUMBER 14109 OR z EQUIVALENT. SLAB CONCRETE PER PLAN FOR 0t1��9 Peas on CLAMPS 3" ACCESSIBILITY BLUE Centennial Park 5J INI VAN ACCESSIBLE SIGN 2" THERMOPLASTIC ENLARGED CC BIBLE 2"a GALVANIZED TRAFFIC SLAB CONCRETE PER PLAN VIEW U-BOLT SCHEDULE WHITE 2 1/2"I.D.SCHEDULE 40 2 1/2"I.D.SCHEDULE 40 L L C CLAMP - 40 PIPE WELDED TO PLATE GALV.STEEL SLEEVE 30" GALV.STEEL SLEEVE 30" FASTENED TO CONC.SLAB - LONG WITH#4 STEEL LONG WITH#4 STEEL HAMMER WEDGE HAMMER WEDGE AT SLAB PER PLAN + � p e • p• o o °o o o o o 0 172nd St NE and 67th Ave a NE F��V�12T-0"DEEP 12"DIA.X3'-0"DEEPArlington, WA 98223 TE FOOTING CONCRETE FOOTING g V-3" 73/8" BUILDING PERMIT 08/19/2019 ACCESSIBILITY PARKING SIGN ��PAINTED ACCESIBILITY SIGN ��DIRECTIONAL SIGN *SLThis drawing is: /2"=1'-0" 1.Copyright 2019 Dykeman,Inc. 2.The Architect's Instrument of Professional Service. B 3.For use on this project only.Obtain Architect's B written permission for any other use or reproduction. PROJECT NUMBER I I I I I CIP CONCRETE WALL,BASE,AND FOOTING,SMOOTH FINISH Q VISIBLE 2018-015 SURFACES I I __________________ METAL BACKING AND SIGN BY • A4 SIGN COMPANY&ATTACHED 9'-4" TO CONCRETE UPSTAND A4 MARK DATE DESCRIPTION OS/19/2019 BUILDING PERMIT SD2.2 WALL SD2.2 5'-6" Ea. EQ. EQ. LEQ.1 SIGN BY SIGNAGE CONTRACTOR:CUT MAX.AREA: i65Q FT PLAN �� I PLAN r f ALUMINUM LETTERS SCREWED TO MAX.HEIGHT: 6'-0" �� _ E W/EPDXY MIN.SETBACK 2-0" ANCHOR ATTACHMENT CORTEN STEEL TTO CM WALL MAX.AREA: 16 SO FT (2)#4 BARS AT TOP(HORIZONTAL) 48'X 22"LOGO-7.3 S.F. MAX.HEIGHT: 6!-V F MIN.SETBACK T-0" j 8"SOLID GROUTED CMU WALL PROJECT L METAL BACKING AND SIGN BY METAL BACKING AND SIGN BY 'w PRINCIPAL IN CHARGE:I MS SIGN COMPANY B ATTACHED SIGN COMPANY&ATTACHED o- PROJECT MANAGER: DH TO CONCRETE UPSTAND o TO CONCRETE UPSTAND ___ _ io PROJECT ARCHITECT: DH _ _ _ _ (2)#4 BARS AT BOTTOM(HORIZONTAL) WALL W d St. E — — — o WALL j7211tl St.NE — — — v JOB CAPTAIN: SZ www, illiamsi Vest.c ml www.wllllamslnVest corl < _ - HOOK INTO FOOTING A 51'X 6'"CENTENNIAL'-2.1 S.F. Al 1 A �_ (3)#4 BARS CONTINUOUS TOP&BOTTOM. 48"X 20""PARK"-6.6 S.F.. v — — _ — ALTERNATE HOOK EVERY OTHER Site Details - Signage GROUTED CIVIL WALL,AN _-111 rrr-ttt 111 rrr-ttt 111� CIP CONCRETE WALL,BASE,AND�� FI--1.1•+-111� —III—III—III— _ 2'-0' VERTICAL BAR CONCRETE FOOTING _III—III—III—III—III—III—III—III—I LI—III FOOTING,SMOOTH FINISH @ —III—III—III—I �—III—III—III—III—I VISIBLE SURFACES-I SUBGF;ADE COMPACTED TO 95°k OR 4" �t-111rrk ttt-111 Irrrl;tt�—��—FFF--tttTl Fr:ttt-111-rrr:ttt;111 I I—III—III—I I, II WSDOGRUSHEDSU.9(3) G TOP COURSE PER WSDOG 9-063.9(3) AlENTRY SIGN SIGN AT AT67h NORTH ENTRY SIGN AT67h SOUTH ENTRY A^ ENTRY SIGN SECTION 1/2"=1'-0" 1 2 3 4 5 1 2 13 4 5 71rs"[185.7-1 8'[2438.4mm]O.C.Nom 3"[76.2mm](Latch Clearance)— 3'-0"Min. —2"[50.8mm](Hinge Clearance) 114"[44.5mm]Rail T— 7iI6[185.6 114"[44.5-1 Rail DYKEMAN r 4,-10„ ARCHITECTURE + DESIGN Amen., Fence,Aegis Security Mesh, Am Genesis Sstar Gate,Aegis v Series, II Series,Genesis Style 4"10 Panic Hardware Genesis Style or Approved Equivalent D or Approved Equivalent and Lock As Gate Upright 2"[50.8m n]x 11 ga. - - - C Shown In Photo . .. 6'-0" 1"[25.4mm]f�7 6 011 1"[25.4nnr1�x Aga.Picket -— x 14ga.Picket Weld on Box Hinge ',', CONSULTANT: 2"[50.8mm] 2"[50.8-1 N ma 2" — _314"[95.3mm] 4. 314"[94.Smm]TYPICAL 36"[914.5mm]Min. TYPICAL 36"[914.4-1 Min. Footing depth Footing depth �.. ��POOLFENCE ��POOL GATE V 1 1/2—l'-0" GTGN C PROJECT IDENTIFICATION: C Centennial Park in the City of Arlington FOR Centennial Park 5J LLC AT 172nd St NE and 67th Ave NE \ \ \ Arlington, WA 98223 \ \ \ BUILDING PERMIT 08/19/2019 \ \ This drawing is: Cl \ \ 1.Copyright 2019 Dykeman,Inc. . SD2.3 2.The Architect's Instrument of Professional Service. TYP B \ \ 3.For use on this project only.Obtain Architect's B written permission for any other use or reproduction. PROJECT NUMBER o o 2018-015 MARK DATE DESCRIPTION CONTINUOUS 08/19/2019 BUILDING PERMIT TRENCH DRAIN CHEMICAL STORAGE TILE SURROUND POOL STORAGE/ PRECAST MECH ® TILE COPING PROJECT PROVIDE SLOPED RECESS IN SLAB AND SHOWER DRAIN 6'-0" PRINCIPAL IN CHARGE: MS BELOW PIE MI PROJECT MANAGER: DH rH T= N. PROJECT ARCHITECT:I DH I L JOB CAPTAIN: SZ SD2.3 L o z A SLEEVE FOR , A C2 SWIM LIFT / Site Details - Pool GATE W/PANIC HARDWARE AND HASP Al Pool Plan 0. 2 3 4 5 1 2 3 4 5 2X3 STAINED CEDAR 9 114" 2X10 P.T.TRIM @ 8"O.C. 1/2"DIA.GALVANIZED 4"DIA.GALV.FENCE POST BOLTS FYP.) iX6 STAINED TIGHT-KNOT CEDAR FENCING @O C' END POST PLAN . YKEMAN (2)2X6 P.T.FENCE RAILS-ATTACH ARCHITECTURE + DESIGN TO D 3X8 STAINED CARRIAGE BOLT.2"GALV. D - ------- - CEDAR @ 2'O.C. - - 17 6 West Marine 4"DIA.GALV.STEEL POST- 3X10 STAINED REFER TO _______ CEDAR PAIRED 5 PLAN FOR SPACING. SEALANT 1/2"DIA.GALVANIZED 2X6 P.T.FENCE RAIL AND 3X8 GROUT F BOLTS FYP.) P.T.RUB CONSULTANT: JOINT RAIL-ATTACH TO EACH POST 6X6 STAINED W/1/2" 4 PRE-CAST CEDARPOST GALV.CARRIAGE NUT BOLT- CONC. COUNTER SILL SINK NUT FLUSH W/RUB RAIL �Trellis tail P#3BAR rlEXPANSION JOINT&PRE- MOLDED FILLER W/CAP AND N SEALANT AT PERIMETER OF POST. • 6X6 STAINED FIR POST 6"CO NC SLAB W/#3 REBAR 18" O.@C.EA.WAY.SEE PLAN FOR EXTENT. 9552 REGISTERED 6"CMU / III— o 4"CRUSHED ROCK ARCHITECT D,D„ G a GROUT III A L AA ON STEVENS 1/2"DIA.GALVANIZED BOLTS(TYP.) ° ° —I STATE OF WASHINGTON 6 a 4 GALVANIZED STEEL SLEAVE 4 C _ III_ � _ III III-11PROJECT IDENTIFICATION: C _ 12"DIA.CONIC. I -- - GALVANIZED STEEL ANCHOR a SD2.4 III— FOOTING @ EA. Centennial Park in I —III :—I I I- POST =11I—I —I — III—I SECTION the City of Arlington —I 1II=1II—= II;III- _ TI—I FOR =III-1 III Centennial Park 5,11 Post Detail C2 CMU Bench Section C3 Central Shelter-Section C4 Trash Enclosure Fence LLC v ' / 1 1/2"=1'-0" 1 1/2"=1'-0" 1/4"=1'-0" 3/4"=1'-0" � AT ,'-51/2" 3X6@2'O.C. 172nd St NE and 67th Ave SDD2.4 NE Arlington, WA 98223 STAIR EX 14,SEE AS SERIES FOR STAIR DETAILS BUILDING PERMIT 148.67 STAINEDCEDARFENCING/GUARDRAIL ,5456 08/19/2019 i PER C4/SD2.4 MOUNTED TO 4"GALV. STEEL POSTS @ 8'O.C. This drawing is: 1.Copyright 2019 Dykeman,Inc. 2.The Architect's Instrument of Professional Service. B -��,,-�.❑-� ❑ -�'�`� 3.written permission for ny other use o this project only.Obtain r reproduction. B AS' 0 w • SLAB ON GRADE PER N G ECT NUMBER: TRUCTURAL,SLOPE RETAINING WALL PER. @Jm SLAB TO DRAIN STRUCTURAL V 2018-015 K C1 6 DIA.STL BOLLARD a SD2.4 W/3/4"PIN HINGES - • m U ta - - AREA DRAIN PER CIVIL - MARK DATE DESCRIPTION Central Shelter-South Central Shelter-West $DYD COMPACTOR 08/19/2019 BUILDING PERMIT 1'-0" 1 uJ/ 1/4"=1'-0" - - \ 153.09 T-5112• U PAIRED 9 / \ D3 GATES W/3/4 _ SD2.4 DPP. Iij CEDAR SLATS _ TO MATCH ELECTRICAL PER, PROJECT TEAM- :FENCE AND . COMPACTOR S CANE BOLT REQUIREMENTS'. Uri, a PRINCIPAL IN CHARGE:j MS 20 PROJECT MANAGER: DH v wa PROJECT ARCHITECT: DH JOB CAPTAIN: SZ A ❑ ❑ - w HANDRAIL PER C4/SD21 TYP.... ,-• A �'� C].Q❑.❑ ❑'�❑ ❑ Site Details - Enclosures L_ 148.67 30'RAMP@8.2% .,F.r.LT and Shelters PER C7/SD2.1 � � SD2.4 e as a, re Al Central Shelter-North A3 Central Shelter- East A4 Trash Enclosure Plan 1 2 3 4 5 2 3 4 5 ARCHITECTURAL ABBREVIATIONS Architectural Sheet Organization General Notes General Notes- Reflected Ceiling Plans A0.0# GENERAL INFORMATION&GRID PLAN 1. CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND COORDINATE THE A. ALL GWB.CEILING SCREW TO FLOOR JOIST MOUNTED RESILIENT CHANNELS, A0.## SLAB PLANS(#LEVEL,#SECTOR) WORK OF ALL TRADES INVOLVED IN THE PROJECT AS PART OF THIS OR DIRECT SCREWS TO ROOF TRUSSES ABOVE,UNLESS OTHERWISE NOTED. L ANGLE L LENGTH CONTRACT. B. PROVIDE SEISMIC BRACING AT ALL SUSPENDED CEILINGS.REFER TO TYPICAL & AND LAV LAVATORY A1.0# WALL TYPES SIM 2. DO NOT SCALE THESE DRAWINGS.DUE TO REPROGRAPHIC CEILING DETAILS SHEET A9.30. AS ANCHOR BOLT LB LAG BOLT A1.1#-A1.3# FLOOR PLANS(#LEVEL,#SECTOR) PROCESSES THESE DRAWINGS MAY NOT BE TO SCALE.CONTACT C. CEILING AND SOFFIT HEIGHTS ARE FROM FINISHED FLOOR UNLESS OTHERWISE ACT ACOUSTICAL CEILING TILE LKR LOCKER A1.4# ROOF PLANS(#SECTOR) A101 Building Section ARCHITECT FOR ANY NEEDED CLARIFICATION. NOTED. 3. CONTRACTOR SHALL VERIFY CONDITIONS AT THE SITE AND REPORT D. CEILING TYPES-REFER TO MATERIAL LEGEND THIS SHEET. ADD ADDENDUM LS LANDSCAPING A1.5#-A1.9# REFLECTED CEILING PLANS(#SECTOR)A.F.F. ABOVE FINISH FLOOR LVR LOUVER ALL DISCREPANCIES TO THE ARCHITECT BEFORE PROCEEDING WITH E. PROVIDE CONTINOUS MEMBRANE AT RATED AT RATED FLOOR/CEILING AND DYKEMAN ALS AREA LIGHT STANDARD A2.00 EXTERIOR ELEVATION KEY PLAN THE WORK. ROOF/CEILING ASSEMBLIES ABOVE ALL SOFFITS AND LOWERED CEILINGS. ALUM ALUMINUM MAIL MATERIAL A2.1# EXTERIOR ELEVATIONS(#SECTOR) 4. CONTRACTOR SHALL PROVIDE A COMPLETE AND PROPER F. ROOF CONSTRUCTION ASSEMBLIES-REFER TO BUILDING SECTIONS AND ROOF ANOD ANODIZED MAX MAXIMUM SIM EXECUTION OF THE WORK AS INDICATED ON ALL DRAWINGS AND PLANS. ARCHITECTURE + DESIGN MB MARKERBOARD A3.1 SPECIFICATIONS. # BUILDING SECTIONS SPECIFICATIONS.IF DISCREPANCIES IN LAYOUT,DIMENSIONS,OR G. STRUCTURAL ELEMENTS ARE SHOWN FOR CONTRACTOR CONVENIENCE. BC BOTTOM OF CURB MECH MECHANICAL A3.2# WALL SECTIONS A101 Wall Section DETAILS ARE FOUND BETWEEN ARCHITECTURAL,STRUCTURAL, REFER TO STRUCTURAL DRAWINGS FOR ACTUAL SIZE,LOCATION AND D BD BOARD MED MEDIUM MECHANICAL,ELECTRICAL,CIVIL OR LANDSCAPE DRAWINGS, SPACING. p BLDG BUILDING MEZZ MEZZANINE A4.00 FIXTURE HEIGHT MOUNTING LEGEND,CASEWORK LEGEND&SCHEDULE CONTACT THE ARCHITECT IMMEDIATELY FOR CLARIFICATION H. MECHANICAL ELEMENTS ARE SHOWN FOR CONTRACTOR CONVENIENCE. - - BLKG BLOCKING MFR MANUFACTURER A4.1# ENLARGED PLANS&ELEVATIONS:RESTROOMS BEFORE PROCEEDING. I. LOCATIONS OF SMOKE ALARMS,EMERGENCY LIGHTING,NIGHT LIGHTS AND B.M. BENCH MARK MH MANHOLE A4.2# ENLARGED PLANS&ELEVATIONS:MISCELLANEOUS 5. REGULATIONS,STANDARDS,CONSTRUCTION,MATERIALS AND EXIT SIGNAGE-REFER TO ELECTRICAL DRAWINGS. BM BEAM MIN MINIMUM A4.3# ENLARGED PLANS&SECTIONS:STAIRS C�SIM REQUIREMENTS FOR INSTALLATION OF MATERIALS SHALL CONFORM J. DOMESTIC WATER PIPING AND SPRINKLER PIPE NOT SHOWN FOR CLARITY. BOT BOTTOM MIR MIRROR A4.4# DETAILS:STAIRS&RAILINGS U Detail Section AND BE GOVERNED BY THE EDITION OF THE CODE IDENTIFIED IN THE CONTRACTOR TO COORDINATE INSTALLATION OF THESE ELEMENTS WITH BTU BRITISH THERMAL UNIT MISC MISCELLANEOUS A101 CODES SHEET OF THESE DRAWINGS. THOSE OF ALL OTHER TRADES. CONSULTANT: BTWN BETWEEN MTD MOUNTED A5.## FLOOR FINISH PLANS(#LEVEL,#SECTOR) 6. REFERENCING DRAWINGS IS FOR CONVENIENCE ONLY AND DOES K. GWB CEILINGS TO BE INSTALLED PER MANUFACTURER'S REQUIREMENTS. MTL METAL NOT LIMIT APPLICATION FOR DRAWINGS OR DETAILS. L. REFER TO FINISH SCHEDULE FOR ADDITIONAL INFORMATION. E OR C CHANNEL A6.00 FINISH LEGENDS,MOUNTING HEIGHTS 7. MATERIALS AND FINISHES LISTED ON INTERIOR AND EXTERIOR M. WHERE SOFFITS OCCUR ABOVE CASEWORK UPPER CABINETS,SOFFIT CB CATCH BASIN NA NOT APPLICABLE A6.## INTERIOR ELEVATIONS ELEVATIONS ARE FOR GENERAL INFORMATION AND CONVENIENCE ELEVATIONS ARE PROVIDED FOR REFERENCE.COORDINATE SOFFIT ELEVATION CCTV CLOSED CIRCUIT TVNIC NOT IN CONTRACT Building Element Tags OF THE CONTRACTOR AND ARE REFERENCED IN ADDITION TO WITH CASEWORK AND REQUIRED VERTICAL CLEARANCES.REFER TO INTERIOR CG CORNER GUARD NOM NOMINAL A7.00 DETAIL INDEX MATERIALS AND FINISHES INDICATED OR SPECIFIED ELSEWHERE IN ELEVATIONS FOR ADDITIONAL INFORMATION. C.I.P. CAST IN PLACE INS NELSON STUD A7.01 FLASHING PROFILES 000000.00 Keynote Reference THE DOCUMENTS. CLG CEILING NITS NOT TO SCALE A7.10 DOOR LEGENDS 8. HEIGHT DIMENSIONS ARE GIVEN FROM FINISHED SLAB WHERE CLR CLEAR A7.1# DOORSCHEDULES INDICATED.ORRELATIVETODATUMNOTEDONTHEDRAWINGS. General Notes- ROOF Plans CJ CONTROL JOINT OA OVERALL A7.2# EXTERIOR DOOR DETAILS 9. N.I.C.EQUIPMENT IS FURNISHED AND INSTALLED BY OTHERS. CMU CONCRETE MASONRY UNIT OC ON CENTER A7.3# GLAZING ASSEMBLY LEGENDS&SCHEDULES Area name CONTRACTOR IS RESPONSIBLE FOR COORDINATION INSTALLATION A. ROOF ELEVATIONS SHOWN ARE TO TOP OF ROOFING MATERIAL. Area Name&Square Footage AND PERFORMING WORK AS REQUIRED BY DETAILS OR CORR CONTINUOUS O.D. OVERFLOW DRAIN A7.4# EXTERIOR OPENING DETAILS B. SET INTERMEDIATE HEIGHT REQUIRED TO PROVIDE THE SLOPES INDICATED. COR CORRIDOR OD OUTSIDE DIAMETER 150 SF SPECIFICATIONS FOR EQUIPMENT INSTALLATION. C. PROVIDE TAPERED INSULATION CRICKETS CREATING POSITIVE DRAINAGE. • CS.J CONSTRUCTION JOINT OFCI OWNER FURNISHED A8.1# EXTERIOR DETAILS:FOUNDATION 10.F.O.I.C.EQU IPMENT IS FURNISHED BY OTHERS AND INSTALLED AS D. REFER TO ROOF MANUFACTURERS STANDARD DETAILS FOR FLASHING AND CSMT CASEMENT CONTRACTOR INSTALLED A8.2# EXTERIOR DETAILS:WALL PART OF THS WORK.THE CONTRACTOR IS RESPONSIBLE FOR INSTALLATION INSTRUCTIONS AROUND ROOF OPENINGS AND PENETRATIONS. CT CERAMIC TILE OFOI OWNER FURNISHED OWNER A8.3# EXTERIOR DETAILS:ROOF Room Name&Number COORDINATING THE WORK AS REQUIRED FOR INSTALLATION. CTR CENTER INSTALLED 11.CONTRACTOR SHALL SEAL AROUND ALL PENETRATIONS FOR FIRE CL CENTERLINE OH OVERHEAD A9.00 MILLWORK PROFILES RATED WALLS,INCLUDING,BUT NOT LIMITED TO PIPING,DUCT, �9552OPNG OPENING A9.1# INTERIOR DETAILS:WALL WS.10 CONDUIT,ETC.WITH FIRE STOPPING PER CODES THAT GOVERN THIS Wall Type SET OF DOCUMENTS. General Notes- Exterior Elevations DBL DOUBLE OPP OPPOSITE A9.2# INTERIOR DETAILS:FLOORDTL DETAIL OS OUTSIDE A9.3# INTERIOR DETAILS:CEILING 12.CONTRACTOR SHALL MAINTAIN THE INTEGRITY OF THE VAPORA. EXTERIOR MATERIAL TYPES-REFER TO MATERIAL LEGEND THIS SHEET. DF DRINKING FOUNTAIN A9.4# INTERIOR DETAILS:CASEWORK BARRIER MEMBRANE AT THE FLOOR SLAB,WALLS,AND ROOF. B. DOWNSPOUTS SUPPORTS-FOR DOWNSPOUTS UP TO 12'-0"IN LENGTH DIA DIAMETER PIP POURED IN PLACE A9.5# INTERIOR DETAILS:EQUIPMENT 101 Door Number BACKER ROD,SEALANT AND OTHER APPROVED MEANS SHALL BE DIAG DIAGONAL PL PROPERTY LINE APPLIED CONTINUOUSLY AROUND ALL EXTERIOR DOORS AND PROVIDE 2 PREFINISHED METAL STRAPS(TOP AND BOTTOM).12'-0'AND STATE OF wASHwGTGN WINDOW PENETRATIONS AND OTHER AREAS OF POTENTIAL AIR LONGER PROVIDE 3 PREFINISHED METAL STRAPS(TOP,MIDDLE AND BOTTOM). DIM DIMENSION PLAS PLASTER A10.00 SIGNAGE SCHEDULE C. WALL TYPES-SEE SHEET A1.00 DISP DISPENSER PLYWD PLYWOOD A10.01 EXTERIOR SIGNAGE&WAYFINDING PLAN O Window Type INFILTRATION,INCLUDING STRUCTURAL,MECHANICAL AND D. SEE SHEETS A7.13,A7.14 AND A7.15 FOR TYPICAL DOOR AND WINDOW DETAILS DN DOWN PSF PER SQUARE FOOT A10.1#-A10.4# INTERIOR SIGNAGE&WAYFINDING PLANS ELECTRICAL PENETRATIONS.THE CONTRACTOR SHALL REPAIR ANY E. REFER TO DETAIL A1/A7.13 FOR TYPICAL WINDOW FLASHING SEQUENCING C DP DAMPROOFING P.T. PRESSURE TREATED A10.5# EXTERIOR SIGNAGE&WAYFINDING DETAILS DAMAGE TO VAPOR BARRIER,OR REPLACE THEM PRIOR TO COVER, C DR DOOR PVMT PAVEMENT A10.6# INTERIOR SIGNAGE&WAYFINDING DETAILS 0'-0" AS APPROVED. F. EXTERIOR DETAILS-SEE A8.00 SERIES SHEETS '• • • Ceiling Elevation from Floor Level G. KNOX BOX-PROVIDE A KNOX BOX AT EACH BUILDING AS SPECIFIED. IDS DOWN SPOUT 13.THERMAL AND SOUND INSULATION IS INTENDED TO PROVIDE A DT DRAIN TILE R. RADIUS CONTINUOUS ENVELOPE AS INDICATED. COORDINATE LOCATION WITH THE OWNER AND THE FIRE MARSHAL DWG DRAWING R.D. ROOF DRAIN 14.ALL ADA TOILETS,URINALS,AND STALLS SHALL MEET THE H. ALIGN FIBER CEMENT PANEL HORIZONTAL JOINTS AT BUILDING CORNERS,TYP. Centennial Park in REF REFERENCE ANNOTATION LEGEND O Roof Assembly Type REQUIREMENTS OF THE CODES THAT GOVERN THIS SET OF DOCUMENTS.ALL STANDARD(NON-ADA)TOILETS SHALL BE the City of Arlington EA EACH REFR REFRIGERATOR CENTERED IN STALLS OR PARTITIONS AS APPLICABLE,UNLESS EF EXHAUST FAN REQ'D REQUIRED CASEWORK TYPE��Mark OTHERWISE NOTED. General Notes- Doors EJ EXPANSION JOINT REV REVISE OR REVISION NOMINAL WIDTH-j W 15.WHERE EXTERIOR CONCRETE WALKS AND LANDINGS ABUT FOR EL ELEVATION RM ROOM Casework Type ELEC ELECTRICAL R.O. ROUGH OPENING NOMINAL HEIGHT-� H BUILDINGS,THEY SHALL BE SLOPED AWAY FROM THE BUILDING AS A. REFER TO SHEET A7.10 FOR DOOR PANEL AND FRAME TYPES E.O.S. EDGE OF SLAB RCP REFLECTED CEILING PLAN North Arrow NOMINAL DEPTH-i D NOTED,BUT IN NO CASE LESS THAN.125"/12". B. DIMENSIONS AT DOOR LITES ARE TO DAYLIGHT OPENINGS Centennial Park 5 J ENGR ENGINEER 16.MAINTAIN NOTED SLAB THICKNESS AT ALL RECESSED SLAB AREAS C. TYPICAL DOOR HINGE LOCATION 4"FROM ADJACENT WALL,UON.REFER TO EP ELECTRICAL PANEL SB SMART BOARD No TH I"1T Material Mark AND SLOPING SLABS. 1/A7.10 EQ EQUAL SC SOLID CORE 17.ALL WOOD IN CONTACT WITH CMU,CONCRETE OR SOIL SHALL BE L L C EQUIP EQUIPMENT SECT SECTION PRESSURE TREATED,TYP.LON. LEGEND ES EACH SIDE SF SQUARE FOOT - 18.ALL FOAM PLASTIC INSULATION TO COMPLY WITH THE SURFACE EW EACH WAY SHTG SHEATHING Dimensional Control Revisions BURNING CHARACTERISTICS DEFINED BY THE CODE THAT GOVERNS PANEL MATERIAL AT EXST EXISTING SHWR SHOWER THIS SET OF DOCUMENTS. (E) EXPANSION BHT SHEET 19.SPECIAL INSPECTIONS SHALL BE PROVIDED AS REQUIRED BY THE HIM=HOLLOW METAL EXT EXTERIOR SIM SIMILAR AAA.� Revision Tag JURISDICTION THAT GOVERNS THIS SET OF DOCUMENTS. FB=FIBER GLASS-CHEMPRUF-T4 TEXTURE,F1 FLAT PANEL 172nd St NE and 67th Ave Si SEISMIC JOINT //��\ � SPECIFICATION SECTION 014523 FOR ADDITIONAL INFORMATION. AL ALUMINUM FA FIRE ALARM SM SHEET METAL f p +- Grids 20.DRAWING KEYNOTES DO NOT CORRELATE DIRECTLY TO INDIVIDUAL HC WD=HOLLOW CORE WOOD NE FBO FURNISHED BY OTHERS SPEC SPECIFICATION SPECIFICATION SECTIONS. SC WD=SOLID CORE WOOD FD FLOOR DRAIN SQ SQUARE Revision Cloud 21.BUILDING INSPECTION SHALL BE PERFORMED THROUGHOUT THE V=VINYL Arlington, WA 98223 FDN FOUNDATION SS STAINLESS STEEL DURATION OF CONSTRUCTION.THE FREQUENCY OF INSPECTION IS FE FIREEXITNGUISHER STD STANDARD 0 ONSTIEENSP CTIONSWIILLLBEDOCUM NTEDANDRECORDEDAS CT.INSPECTIONS WILL BE PERFORMED PANEL TYPE BUILDING PERMIT FEC FIRE EXTINGUISHER CABINET STL STEEL FF FINISH FLOOR STOR STORAGE DEEMED NECESSARY BYTHE PROJECT ENGINEER. F=FLUSH 08/1 9/201 9 FFE FINISH FLOOR ELEVATION STRUCT STRUCTURAL General Notes- Floor Plans FG=FULL GLAZED FIN FINISH SUSP SUSPENDED Name /1 Level Datum SEC=SECTIONAL GARAGE DOOR FL FLOOR Elevation V This drawing is: FO FACE OF T TEMPERED GLAZING A. EXTERIOR DIMENSIONS ARE TO THE OUTSIDE FACE OF CONCRETE 1.Copyright 2019 Dykeman,Inc. FOC FACE OF CONCRETE TC TOP OF CURB FOUNDATION WALLS,FACE OF MASONRY WALLS,OR TO THE OUTSIDE FACE OF FRAME TYPE 2.The Architect's Instrument of Professional Service. B FOF FACE OF FINISH TEL TELEPHONE STUDS UNLESS OTHERWISE NOTED.DIMENSIONS TO MASONRY UNITS ARE 3.For use on this project only.Obtain Architect's B FOM FACE OF MASONRY T8'G TONGUE AND GROOVE Centerline Mark NOMINAL UNLESS OTHERWISE NOTED. HM-1=HOLLOW METAL written permission for any other use or reproduction. FOS FACE OF STUD THK THICK S. DIMENSIONS AT UNIT DEMISING WALLS ARE TO CENTERLINE OF WALL. AL=ALUMINUM FREE FIRE RETARDANT TREATED TJ TOOL JOINT C. INTERIOR DIMENSIONS ARE TO THE FACE OF CONCRETE,MASONRY,OR FACE WD=WOOD _• JECT FTG FOOTING TP TOP OF PAVEMENT + Spot Elevation-Crosshair OF STUDS AT FRAME WALLS,AND TO CENTERLINE OF COLUMNS UNLESS V=VINYL FURR FURRING TYP TYPICAL OTHERWISE NOTED. TOP TOP OF(MATERIAL) D MASONRY OPENING. D MENSIONS LOCATIOR TONG OF NIISH OPENING UNLESS OTHERWISE NOTED.RS,WINDOWS AND RELIGHTS ARE TO AL T=TEMPERED GLAZING 2018-015 GA GAUGE TOP TOP OF PARAPET Spot Elevation-Target Filled GALV GALVANIZED TOS TOP OF STRUCTURE E. SEE WALL TYPES ON SHEETS A1.00 FOR TYPICAL WALL CONSTRUCTION GB GRAB BAR ASSEMBLIES. GC GENERAL CONTRACTOR LINEN UNFINISHED Label Location&Label F. ALL NON-BEARING WALLS ARE FULL HEIGHT TO UNDERSIDE OF ROOF DECK OR General Notes-Glazing • GL GLASS UNO UNLESS NOTED OTHERWISE FLOOR ABOVE. GND GROUND G. APPLY TWO(2)CONTINUOUS SEALANT BEADS BENEATH STUD TRACK AT ALL A. OVERALL DIMENSIONS ARE TO R.O. MARK DATE DESCRIPTION GVP GYPSUM VENEER PLASTER VB VAPOR BARRIER EXTERIOR STUD WALLS. B. VERIFY ALL OPENINGS INFIELD PRIOR TO FABRICATION. GWB GYPSUM WALL BOARD VERT VERTICAL H. CONTRACTOR SHALL PROVIDE CONTINUOUS HORIZONTAL BLOCKING AT ALL C. WINDOW SCHEDULES ARE PROVIDED FOR REFERENCE ONLY AND SHOULD BE 08/19/2019 BUILDING PERMIT VEST VESTIBULE WALL MOUNTED LAVATORIES,DRINKING FOUNTAINS,CASEWORK,MIRRORS, USED IN CONJUNCTION WITH ENTIRE SET OF CONTRACT DOCUMENTS FOR HB HOSE BIB VFY VERIFY HANDRAILS,ETC.REFER TO ARCHITECTURAL INTERIOR ELEVATIONS. ESTABLISHING FINAL COUNTS. HC HANDICAP I. SEE DETAIL SHEET A6.01 FOR TYPICAL MOUNTING HEIGHTS FOR WALL HDWR HARDWARE W/ WITH Drawing Callout Types MOUNTED ACCESSORIES AND EQUIPMENT. HM HOLLOW METAL WC WATER CLOSET J. SEE FLOOR FINISH PLANS FOR TRANSITION DETAILS AND THRESHOLDS. T=TEMPERED GLAZING HW HOT WATER WD WOOD K. ELECTRICAL PANELS,TRANSFORMERS,BOILERS,AIR HANDLING UNITS,AND HVAC HEATING,VENTILATION AND WE WIDE FLANGE DUCTWORK WHEN SHOWN,ARE INDICATED FOR CONTRACTOR CONVENIENCE. AIR CONDITIONING WG WIRE GLASS O L. SEE REFLECTED CEILING PLAN FOR CEILING MOUNTED EQUIPMENT. BATHROOM PLAN GENERAL NOTES WH WATER HEATER A3.01 1B Exterior Elevation Callout M. THE GENERAL CONTRACTOR SHALL PROVIDE CONCRETE HOUSEKEEPING PADS IN I SUL INSULATION W/O WITHOUT AT MINIMUM 31/2"THICK CONCRETE WITH 6 X 6/W2.9 X 2.9 WWF REINFORCING A. SEE A6.01 AND A6.02 FOR ACCESSIBILITY IN INTERIOR WP WATERPROOFING UNLESS OTHERWISE ERWISE NOTED OR REQUIRED ELSEWHERE IN THESE DOCUMENTS. CLEARANCES,GRAB BAR REINFORCING,AND PROJECT WT WEIGHT PAD DIMENSIONS SHALL BE A MINIMUM 4"GREATER IN HORIZONTAL DIMENSION INSTALLATION REQUIREMENTS AT FIXTURES IN TYPE A JAN JANITOR 1A THAN BASE OF THE EQUIPMENT MOUNTED THEREON,UNLESS OTHERWISE AND TYPE B UNITS. PRINCIPAL IN CHARGE:l MS JT JOINT NOTED.EXACT PAD LOCATIONS SHALL BE VERIFIED IN THE FIELD. PROJECT MANAGER: DH JST JOIST N. CONTRACTOR TO CONFIRM ALL CLEARANCE REQUIREMENTS AS NOTED ON iD A5.01 16 Interior Elevation Callout DETAIL A6.01 and A6.02. PROJECT ARCHITECT:I L. O. REFER TO DETAILS ON SHEET 1/A7.10 FOR TYPICAL DOOR CLEARANCES. JOB CAPTAIN: SZ 1C P. SEE FLOOR PLANS AND BUILDING SECTIONS FOR LOCATION OF DETAILS FOR TYPICAL FLOOR-TO-FOUNDATION,FLOOR-TO-WALL,WALL-TO-ROOF • A ASSEMBLIES AND HEADER,SILL AND SOFFIT CONSTRUCTION. A Q. CONTRACTOR SHALL SEAL AROUND ALL PENETRATIONS AT FIRE RATED WALLS, At/A101 Interior Elevation Callout-Alternate INCLUDING BUT NOT LIMITED TO PIPING,DUCTS,CONDUIT,ETC.,WITH General Notes, Symbols FIRESTOPPING PER I.B.C.REQUIREMENTS. r R. SEE EXTERIOR ELEVATIONS FOR WINDOW AND LOUVER TYPES AND DETAILS. S. SEE ENLARGED PLANS FOR ADDITIONAL DIMENSIONAL AND NOTE and Abbreviations INFORMATION. 1/A101 Drawing Reference T. TYPICAL WALLS: • AT RESIDENTIAL UNIT INTERIORS WALL TYPE WNA 11; a • • AT COMMERCIAL INTERIORS WALL TYPE WN.611A; • AT DEMISING WALLS,WALL TYPE WND.412A; (^ SIM AT PLUMBING WALLS,WHERE WATER CLOSET OCCURS,WALL TYPE WN.6 I 1 Callout 11A; UNLESS OTHERWISE NOTED. \ - U. EXTERIOR WALL TYPE TO BE WX.611,TYP.UON.REFER TO PLANS, ELEVATIONS,AND SHEET A1.00 FOR EXTERIOR FINISH WALL TYPES AND EXTENT. 1 2 3 4 5 2 13 4 5 INTERIOR EXTERIOR INTERIOR EXTERIOR INTERIOR EXTERIOR INTERIOR EXTERIOR INTERIOR EXTERIOR 4" 9 7/8" DYKEMAN (2)LAYERS 5/8"TYPE"X" G.W.B ARCHITECTURE + DESIGN OR 5/8"G W B PLYWOOD PER 1/2"RESILIENT CHANNEL STRUCTURAL OVER 5/8" D 5/8"TYPE"X"G.W.B 5/8"TYPE"X"G.W.B TYPE W'G.W.B 5/8"TYPE"X"G.W.B , D 2X4 WOOD FRAMING 2X6 WOOD FRAMING 2X4 WOOD FRAMING 2X4 WOOD FRAMING 2X6 WOOD FRAMING F.G.BATT INSULATION AT F.G.BATT INSULATION AT F.G.BATT INSULATION AT F.G.BATT INSULATION AT WALL TYPE SAA-A WALL TYPE SAA-A WALL TYPE SAA-A WALL TYPE SAA-ACONSULTANT: 5/8"TYPE"X"G.W.B 5/8"TYPE"X"G.W.B (2)LAYERS 5/8"TYPE"X" G.W.B OR 5/8"TYPE"X"G.W.B PLYWOOD PER STRUCTURAL OVER 5/8" TYPE"X"G.W.B PLAN VIEW PLAN VIEW PLAN VIEW PLAN VIEW PLAN VIEW WALL TYPE WALL DATA WALL TYPE WALL DATA WALL TYPE WALL DATA WALL TYPE WALL DATA WALL TYPE WALL DATA • WN.4 WN.6 WS.4 WND.4 Fire Rating:1 HR WN s Fire Rating:1 HR STC 55 STC 50 11A 11A 01 12A GA FILE NO.WP 5508 21RA GA FILE NO.WP 3245 �AA. Type Legend - Interior Wall Assemblies STATE OF WASHINGTGN CPROJECT IDENTIFICATION: C Centennial Park in INTERIOR EXTERIOR INTERIOR EXTERIOR INTERIOR EXTERIOR INTERIOR 5 5/8" EXTERIOR INTERIOR EXTERIOR INTERIOR EXTERIOR the City of Arlington 5181, 61 1 61 1 61 1 2" FOR DIM.POINT:FACE OF DIM.POINT:FACE OF Centennial Park 5J STUD U.N.O. STUD U.N.O. CMU VENEER FIBER-CEMENT SIDING- FIBER-CEMENT SIDING- SHEATHING PER WEATHER RESISTANT REFER TO ELEVATIONS REFER TO ELEVATIONS L L C STRUCTURAL BERRIER SHEATHING PER 5/8"TYPE"X"G.W.B SHEATHING PER AT STRUCTURAL STRUCTURAL 2"AIR CAVITY 5/4"WOOD FURRING 1/2"WOOD FURRING 172nd St NE and 67th Ave 2X6 WOOD FRAMING 2X6 WOOD FRAMING 2X6 WOOD FRAMING MASONRY TIE NE F.G.BATT INSULATION AT F.G.BATT INSULATION AT F.G.BATT INSULATION AT WALL TYPE SAA-A WALL TYPE SAA-A WALL TYPE SAA-A Arlington, WA 98223 5/8"TYPE"X"G.W.B 50TYPE"X"G.W.B 5/9'TYPE"X"G.W.B BUILDING PERMIT 08/19/2019 This drawing is: 1.Copyright 2019 Dykeman,Inc. GA FILE NO WP 8105 2.The Architect's Instrument of Professional Service. B PLAN VIEW PLAN VIEW PLAN VIEW PLAN VIEW SECTION VIEW SECTION VIEW 3.For use on this project only.Obtain Architect's B written permission for any other use or reproduction. WALL TYPE WALL DATA WALL TYPE WALL DATA WALL TYPE WALL DATA WALL TYPE WALL DATA WALL TYPE WALL DATA WALL TYPE WALL DATA PROJECT NUMBER WX.6 WX.6 Fire Rating:1 HR WX.6 Fire Rating:1 HR FX FX FX 11 21 R ILL. U303 11 R UL Rated o U356rior Exposure Only 1 2 $ 2018-015 INTERIOR EXTERIOR INTERIOR EXTERIOR Type Legend - Exterior Wall Assemblies MARK DATE DESCRIPTION 08/19/2019 BUILDING PERMIT FIBER-CEMENT SIDING- STONE TILE REFER TO ELEVATIONS THIN SET MORTAR 1/2"WOOD FURRING CEMENT BACKER BOARD —1/2"WOOD FURRING PROJECT PRINCIPAL IN CHARGE: MS PROJECT MANAGER: 1 DH PROJECT ARCHITECT:I DH JOB CAPTAIN: 1 SZ A A SECTION VIEW SECTION VIEW Wall Types WALL TYPE WALL DATA WALL TYPE WALL DATA FX FX 4 5 WAM • / / 1 2 3 4 5 2 3 4 5 SCHEDULED FLOOR FINISH V GYPSUM DYKEMAN UNDERLAYMENT 1/4"ACOUSTIC MAT ARCHITECTURE + DESIGN 3/4"PLYWOOD PER CODE D C.I.P.CONCRETE ,.,. ....,. ..... TREX DECKING W/3/8" . - D SLAB-ON-GRADE 2X10 WOOD FRAMING GAP BTWN.BOARDS a 4 a a Oo 0 Oo 0 Oo 0 Oo Oo PERIMETER ACOUSTIC BLANKET 2X10 @ 12"O.C. 0 0 0 0 0 0 0 0 O o INSULATION INSULATION (TREATED) • VAPOR BARRIER I—I I —I I I—I 11/2"RESILIENT CHANNEL CAPILLARY BREAK —1 1 1—I I I-1 1 1-1 1 I— PER GEOTECH 5/8 TYPE"X"G.W.B SECTION VIEW SECTION VIEW SECTION VIEW FLOOR TYPE FLOOR DATA FLOOR TYPE FLOOR DATA FLOOR TYPE FLOOR DATA Type:FC1 Type:FC2 1 HR.CONSTRUCTION Type:FC3 Exterior balcony installed with dry STC/IIC-50 pipe fire sprinkler system at all GA FILE NO.FC 5112 locations. �.. STATE OF WASHINGTGN SCHEDULED FLOOR FINISH 1 1/4"GYPSUM UNDERLAYMENT C 3/4"PLYWOOD ••• • C ...,.:-.......:.....:...,-r—...,. ,,....-,._..,. VAPOR BARRIER Centennial Park in 2X10 WOOD FRAMING R30 F.G BATT the City of Arlington INSULATION WEATHER RESISTANT FOR BERRIER 1/2"RESILIENT CHANNEL Centennial Park 5J 5/8"TYPE"X"GYPSUM L L C SHEATHING FIBER-CEMENT SOFFIT AT SECTION VIEW 172nd St NE and 67th Ave FLOOR TYPE FLOOR DATA NE Type:FC5 1 HR.CONSTRUCTION STC-50 Arlington, WA 98223 GA FILE NO.FC 5112 BUILDING PERMIT Type Legend - Floor/Ceiling Assemblies 08/19/2019 This drawing is: 1.Copyright 2019 Dykeman,Inc. 2.The Architect's Instrument of Professional Service. B 3.For use on this project only.Obtain Architect's B written permission for any other use or reproduction. PROJECT 2018-015 30 LB.FELT,ASPHALT 30 LB.FELT,ASPHALT 30 LB.FELT,ASPHALT 30 LB.FELT,ASPHALT SHINGLES SHINGLES VENTILATION SPACE SHINGLES SHINGLES MARK DATE DESCRIPTION PLYWOOD DECK PER PLYWOOD DECK PER PLYWOOD DECK PER PLYWOOD DECK PER 08/19/2019 BUILDING PERMIT STRUCTURAL STRUCTURAL STRUCTURAL STRUCTURAL WOOD RAFTER PER WOOD RAFTER PER STRUCTURAL STRUCTURAL WOOD TRUSSES PER WOOD TRUSSES PER STRUCTURAL R38 F.G BATT INSULATION STRUCTURAL VAPOR BARRIER PAINT 5/8"TYPE"X"G.W.B PROJECT R-09 F.G.BATT INSULATION PRINCIPAL IN CHARGE:1 MS TYPE X'GYPSUM PROJECT MANAGER: DH SHEATHING PROJECT ARCHITECT:I DH 5/8"TYPE"X"G.W.B WEATHER RESISTANT JOB CAPTAIN: SZ BERRIER A VAPOR BARRIER PAINT A FIBER-CEMENT SOFFIT SECTION VIEW SECTION VIEW SECTION VIEW SECTION VIEW Floor and Roof Types ROOF TYPE ROOF DATA ROOF TYPE ROOF DATA ROOF TYPE ROOF DATA ROOF TYPE ROOF DATA RW1 RW2 RW3 RW4 a Type Legend - Roof/Ceiling Assemblies • , 1 2 3 4 5 2 3 4 5 General Notes 1. CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND COORDINATE THE WORK OF ALL TRADES INVOLVED IN THE PROJECT AS PART OF THIS CONTRACT. 2. DO NOT SCALE THESE DRAWINGS.DUE TO REPROGRAPHIC PROCESSES THESE DRAWINGS MAY NOT BE TO SCALE.CONTACT ARCHITECT FOR ANY NEEDED CLARIFICATION. . YKEMAN 3. CONTRACTOR SHALL VERIFY CONDITIONS AT THE SITE AND REPORT ALL DISCREPANCIES TO THE ARCHITECT BEFORE PROCEEDING WITH THE WORK. 4. CONTRACTOR SHALL PROVIDE A COMPLETE AND PROPER ARCHITECTURE + DESIGN EXECUTION OF THE WORK AS INDICATED ON ALL DRAWINGS AND BUILDING B BUILDING G SPECIFICATIONS.IF DISCREPANCIES IN LAYOUT,DIMENSIONS,OR I_ DETAILS ARE FOUND BETWEEN ARCHITECTURAL,STRUCTURAL, D MECHANICAL,ELECTRICAL,CIVIL OR LANDSCAPE DRAWINGS, - - - 0 CONTACT THE ARCHITECT IMMEDIATELY FOR CLARIFICATION BEFORE PROCEEDING. 5. REGULATIONS,STANDARDS,CONSTRUCTION,MATERIALS AND REQUIREMENTS FOR INSTALLATION OF MATERIALS SHALL CONFORM AND BE GOVERNED BY THE EDITION 4CODES SH ET OF TTH SE DRAWINGSOF THE CODE IDENTIFIED IN THE CONSULTANT: / 6. REFERENCING DRAWINGS IS FOR CONVENIENCE ONLY AND DOES NOT LIMIT APPLICATION FOR DRAWINGS OR DETAILS. 7. MATERIALS AND FINISHES LISTED ON INTERIOR AND EXTERIOR /\ \ ELEVATIONS ARE FOR GENERAL INFORMATION AND CONVENIENCE 77 OF THE CONTRACTOR AND ARE REFERENCED IN ADDITION TO MATERIALS AND FINISHES INDICATED OR SPECIFIED ELSEWHERE IN THE DOCUMENTS. 8. HEIGHT DIMENSIONS ARE GIVEN FROM FINISHED SLAB WHERE INDICATED.OR RELATIVE TO DATUM NOTED ON THE DRAWINGS. 9. N.I.C.EQUIPMENT IS FURNISHED AND INSTALLED BY OTHERS. CONTRACTOR IS RESPONSIBLE FOR COORDINATION INSTALLATION AND PERFORMING WORK AS REQUIRED BY DETAILS OR SPECIFICATIONS FOR EQUIPMENT INSTALLATION. • 10.F.O.I.C.EQUIPMENT IS FURNISHED BY OTHERS AND INSTALLED AS 2 4 42, 6" 10 \/ / PART OF THIS WORK.THE CONTRACTOR IS RESPONSIBLE FOR \ COORDINATING THE WORK AS REQUIRED FOR INSTALLATION. 7'-6' 36-0" 11.CONTRACTORSHALL SEAL AROUND ALL PENETRATIONS FOR FIRE 9552 RATED WALLS,INCLUDING,BUT NOT LIMITED TO PIPING,DUCT, REGISTERED _ l CONDUIT,ETC.WITH FIRE STOPPING PER CODES THAT GOVERN THIS ARCHITECT SET OF DOCUMENTS. WORK POINT 46 \ / / 12.CONTRACTOR SHALL MAINTAIN THE INTEGRITY OF THE VAPOR , / BARRIER MEMBRANE AT THE FLOOR SLAB,WALLS,AND ROOF. A L AA ON STEVENS BACKER ROD,SEALANT AND OTHER APPROVED MEANS SHALL BE STATE OF wASHwGTaN APPLIED CONTINUOUSLY AROUND ALL EXTERIOR DOORS AND WINDOW PENETRATIONS AND OTHER AREAS OF POTENTIAL AIR ® INFILTRATION,INCLUDING STRUCTURAL,MECHANICAL AND C I ELECTRICAL PENETRATIONS.THE CONTRACTOR SHALL REPAIR ANY C DAMAGE TO VAPOR BARRIER,OR REPLACE THEM PRIOR TO COVER, ••• • • SEC AS APPROVED. ------- ® 13.THERMAL AND SOUND INSULATION IS INTENDED TO PROVIDE A I' CONTINUOUS ENVELOPE AS INDICATED. Centennial Park in 14.ALL ADA TOILETS,URINALS,AND STALLS SHALL MEET THE REQUIREMENTS OF THE CODES THAT GOVERN THIS SET OF DOCUMENTS.ALL STANDARD(NON-ADA)TOILETS SHALL BE the City of Arlington CENTERED IN STALLS OR PARTITIONS AS APPLICABLE,UNLESS PROPERTY LINE SECTOR 1 OTHERWISE NOTED. FOR 15.WHERE EXTERIOR CONCRETE WALKS AND LANDINGS ABUT I BUILDINGS,THEY SHALL BE SLOPED AWAY FROM THE BUILDING AS I' = NOTED,BUTINNO CASE LESS THAN.125"/12". Centennial Parr 5J 16.MAINTAIN NOTED SLAB THICKNESS AT ALL RECESSED SLAB AREAS AND SLOPING SLABS. L L C - 17.ALL WOOD IN CONTACT WITH CMU,CONCRETE OR SOIL SHALL BE 117 PRESSURE TREATED,TYP.UON. 18.ALL FOAM PLASTIC INSULATION TO COMPLY WITH THE SURFACE J BURNING CHARACTERISTICS DEFINED BY THE CODE THAT GOVERNS AT BUILDING A"I''I'I'I' THIS SETOF DOCUMENTS. ---- 19.SPECIALINSPECTIONS SHALL BE PROVIDED AS REQUIRED BYTHE V' JURISDICTION THAT GOVERNS THIS SET OF DOCUMENTS.SEE 172nd St NE and 67th Ave / SPECIFICATION SECTION 014523 FOR ADDITIONAL INFORMATION. N E 20.DRAWING KEYNOTES DO NOT CORRELATE DIRECTLY TO INDIVIDUAL SPECIFICATION SECTIONS. Arlington, WA 98223 21.BUILDING INSPECTION SHALL BE PERFORMED THROUGHOUT THE g SECTOR 2 DURATION OF CONSTRUCTION.THE FREQUENCY OF INSPECTION IS o i IDENTIFIED IN THE CONTRACT.INSPECTIONS WILL BE PERFORMED BUILDING PERMIT i ON SITE.INSPECTIONS WILL BE DOCUMENTED AND RECORDED AS 08/19/2019 —— DEEMED NECESSARY BY THE PROJECT ENGINEER. i i This drawing is: I / 1.Copyright 2019 Dykeman,Inc. 2.The Architect's Instrument of Professional Service. B L i A 3.For use on this project only.Obtain Architect's B A written permission for any other use or reproduction. 19 DR PROJECT NUMBER 2018-015 t MARK DATE DESCRIPTION j 08/19/2019 BUILDING PERMIT t t t t r t • JECT TEAM- PRINCIPAL IN CHARGE:1 MS w i PROJECT MANAGER: DH \ \ — — — — — — — — — — — — — — — — — — — — — — — — — — JOB CAT ARCHITECT:I DH \\\ :� � JOB CAPTAIN: I SZ A A j `' ---------- ---- '" Location Plan - Building - KEY PLAN 4 -- NOTE:REFER TO SHEET SD1.1 FOR RELATIONSHIP OF WORKPOINT TO SITE. 0 8' 16' 32' IN •• 64 Buildin A- Location Plan \ / 1/16"=T-O" Scale:1/16"=T-O" NORTH 1 2 3 4 5 1 2 3 4 5 General Notes- Floor Plans 1 A. EXTERIOR DIMENSIONS ARE TO THE OUTSIDE FACE OF CONCRETE FOUNDATION WALLS,FACE OF MASONRY WALLS,OR TO THE OUTSIDE 1 2 3 4 5 3.10- 6 7 8 9 10 11 FACE OF STUDS UNLESS OTHERWISE NOTED.DIMENSIONS TO MASONRY 5'-6 6'-0" T-6" 14'-0" 1'-6" 7'-0" -0" T-V' 7'-6" UNITS ARE NOMINAL UNLESS OTHERWISE NOTED. B. DIMENSIONS AT UNIT DEMISING WALLS ARE TO CENTERLINE OF WALL. C. INTERIOR DIMENSIONS ARE TO THE FACE OF CONCRETE,MASONRY,OR FACE OF STUDS AT FRAME WALLS,AND TO CENTERLINE OF COLUMNS DYKEMAN 32'-0" UNLESS OTHERWISE NOTED. D. DIMENSIONS LOCATING DOORS,WINDOWS AND RELIGHTS ARE TO NOMINAL MASONRYOPENING OR TO FINISH OPENING UNLESS OTHERWISE NOTED. ARCHITECTURE + DESIGN A2.11-A 10 1400.A2 E. SEE WALL TYPES ON SHEETS A1.00 FOR TYPICAL WALL CONSTRUCTION ASSEMBLIES. D J 1 III 7 T T l I 7 F. ALL NON-BEARING WALLS ARE FULL HEIGHT TO UNDERSIDE OF ROOF - - 1716 _ -View D,l- p WORK OINT(Ar1"1) 1 DECK OR TWO FLOOR CONTINUOUS 11 G. APPLY TWO(2)CONTINUOUS SEALANT BEADS BENEATH STUD TRACK AT O 077124.A1 ALL EXTERIOR STUD WALLS. � _ _ _ H. CONTRACTOR SHALL PROVIDE CONTINUOUS HORIZONTAL BLOCKING AT A R1 A ALL WALL MOUNTED LAVATORIES,DRINKING Riser Room INTERIOR CASEWORK, 11 WX. - - MIRRORS,HANDRAILS,ETC.REFER TO ARCHITECTURAL CONSULTANT: 11 O �� ELEVATIONS. (DIR-102 �,. I. SEE DETAIL SHEET A6.01 FOR TYPICAL MOUNTING HEIGHTS FOR WALL i 0 — — — _ — — MOUNTED ACCESSORIES ANDE UIPMENT. WX 6 J. SEE FLOOR FINISH PLANS FOR TRANSITION DETAILS AND THRESHOLDS. ELECTRICAL PANELS,TRANSFORMERS,BOILERS,AIR HANDLING UNITS, V AND DUCTWORK WHEN SHOWN,ARE INDICATED FOR CONTRACTOR CONVENIENCE. LOFTABOVEL. SEE REFLECTED CEILING PLAN FOR CEILING MOUNTED EQUIPMENT. M. THE GENERAL CONTRACTOR SHALL PROVIDE CONCRETE HOUSEKEEPING PADS AT MINIMUM 31/2"THICK CONCRETE WITH 6 X 6 NY2.9 X 2.9 WWF _ REINFORCING UNLESS OTHERWISE NOTED OR REQUIRED ELSEWHERE IN ROOF OVERHANG ABOVE to THESE DOCUMENTS.PAD DIMENSIONS SHALL BE A MINIMUM 4"GREATER IN HORIZONTAL DIMENSION THAN BASE OF THE EQUIPMENT MOUNTED THEREON,UNLESS OTHERWISE NOTED.EXACT PAD LOCATIONS SHALL BE VERIFIED IN THE FIELD. U6 - N. CONTRACTOR TO CONFIRM ALL CLEARANCE REQUIREMENTS AS NOTED ON DETAIL Al and A6.02. Eq EQ _ O. REFER TO DETAILS ON SHEET VA7.10 FOR TYPICAL DOOR CLEARANCES. 9552�LAA 4ONSTEVENSI CANOPYABOVE P. SEE FLOOR PLANS AND BUILDING SECTIONS FOR LOCATION OF DETAILS 101 ROOF OVERHANG ABOVE FOR TYPICAL FLOOR-TO-FOUNDATION,FLOOR-TO-WALL,WALL-TO-ROOF TYP B 6'-21/2" 9'-91/2" ASSEMBLIES AND HEADER,SILL AND SOFFIT CONSTRUCTION. Q. CONTRACTOR SHALL SEAL AROUND ALL PENETRATIONS AT FIRE RATED FROM GRID 9 WALLS,INCLUDING BUT NOT LIMITED TO PIPING,DUCTS,CONDUIT,ETC., A STATE OF WASHINGTGN WITH FIRESTOPPING PER I.B.C.REQUIREMENTS. R. SEE EXTERIOR ELEVATIONS FOR WINDOW AND LOUVER TYPES AND t_ V DETAILS. FROM GRID 9� S. SEE ENLARGED PLANS FOR ADDITIONAL DIMENSIONAL AND NOTE C INFORMATION. 6 C — —— T. TYPICAL WALLS: Q 0 WX.6 WX.6 REF. --___ _- - AT RESIDENTIAL UNIT INTERIORS WALL TYPE WN.411; W-1 ATCOMMERCIAL INTERIORS WALL TYPE Will 11A; Centennial Park In �\ AT DEMISING WALLS,WALL TYPE WND.412A; l t — r — — — C AT PLUMBING WALLS,WHERE WATER CLOSET OCCURS,WALL TYPE �/ UN.611A; the City of Arlington >> UNLESS OTHERWISE NOTED. 1 a U. EXTERIOR WALL TYPE TO BE WX.611,TYP.UON.REFER TO PLANS, ELEVATIONS,AND SHEET A1.00 FOR EXTERIOR FINISH WALL TYPES AND FOR EXTENT. Centennial Park 5J -101 - - -1011, - L L C `I Retail I 1 a` MATERIAL LEGEND- FLOOR FINISHES AT ° CARPET 172nd St NE and 67th Ave NE da D ® VINYL PLANK Arlington, WA 98223 BUILDING PERMIT 13'-6" 14'-0" 13'-6 SEALED HARD TROWELED CONCRETE 08/19/2019 CANOPY ABOVE L - ' • l SEE-FINISH MATERIAL KEY ON SHEET A6.00 FOR PAINT COLORS. This drawing is: 1.Copyright 2019 Dykeman,Inc. 2.The Architect's Instrument of Professional Service. B 3.For use on this project only.Obtain Architect's B P 1 Y written permission for an other use or reproduction. ° KEYNOTE LEGEND P Y P I I I I I I I I II ° BALCON OV RHANG KEYNOTE KEYNOTE TEXT PROJECT NUMBER. 4a' ~ABOVE 077124.A1 DOWNSPOUT li 101400.A1 UNIT SIGNAGE WITH LIGHTING 2018-015 10 1400.A2 ROOM SIGNAGE SaX I• a MARK DATE DESCRIPTION `;I:,,, p,IL I.-- a • 08/19/2019 BUILDING PERMIT ° I ' r - ° � I -----_-- -..--...- I SEE RAWING a — !�_ F a a --- ---- --- --- /. 1.12-A� � aa a ---- 2 ! � d " Qbectrical Room Tz 3.10- 211 StairA-EXi PROJECT A2.12- 2 44 2 A2.11-A ! PRINCIPAL IN CHARGE:I MS a Q iR 3li li I' li PROJECT MANAGER: I DH ° Janitor a PROJECT ARCHITECT:(DH _ _.�° _ _ R-105 i_ _ _ G — r a^� a R-1011 _ ____A2.11-A1 _= ,_____— — — — G JOB CAPTAIN: SZ A A 1 2 3 4 5 6 7 8 9 10 11 ' ___________ ___- - Floor Plan - Level 1 - KEY PLAN Building A 0 2' 4' 8' INBuildin A- Level 1 Floor Plan-Sector 1 Scale:1/4"=T-0" 1 1/4"=1_0" NORTH 1 2 3 4 5 1 2 3 4 5 General Notes- Floor Plans 1 2 3 4 5 g gyp_ 6 7 8 9 10 T A. EXTERIOR DIMENSIONS ARE TO THE OUTSIDE FACE OF CONCRETE FOUNDATION WALLS,FACE OF MASONRY WALLS,OR TO THE OUTSIDE 5'-6" 6'-0" 7'-6" 14'-0" 1'-6" 7'-0" 2'-0" 3'-0" 7'-6" FACE OF STUDS UNLESS OTHERWISE NOTED.DIMENSIONSTO MASONRY UNITS ARE NOMINAL UNLESS OTHERWISE NOTED. 41'-0" B. DIMENSIONS AT UNIT DEMISING WALLS ARE TO CENTERLINE OF WALL. Stair EX 2 C. INTERIOR DIMENSIONS ARE TO THE FACE OF CONCRETE,MASONRY,OR FACE OF STUDS AT FRAME WALLS,AND TO CENTERLINE OF COLUMNS . ^. �O d UNLESS OTHERWISE NOTED. D. DIMENSIONS LOCATING DOORS,WINDOWS AND RELIGHTS ARE TO NOMINAL MASONRY OPENING OR TO FINISH OPENING UNLESS ° a a OTHERWISE NOTED. ARCHITECTURE + DESIGN { SEE RAWING ° ° ° ° c E. SEE WALL TYPES ON SHEETS A1.00 FOR TYPICAL WALL CONSTRUCTION `$ a ASSEMBLIES. F. ALL NON-BEARING WALLS ARE FULL HEIGHT TO UNDERSIDE OF ROOF p I III I} III }I .� _—_— DECK OR FLOOR ABOVE. a _ _ a ! -101 — — — F G. APPLY TWO(2)CONTINUOUS SEALANT BEADS BENEATH STUD TRACK AT T — _ — � ° — � ALL EXTERIOR STUD WALLS r 1 2 H. CONTRACTOR SHALL PROVIDE CONTINUOUS HORIZONTAL BLOCKING AT Electrical Room c TI �i �' I. 3.10- ALL WALL MOUNTED LAVATORIES,DRINKING FOUNTAINS,CASEWORK, I' 21 Stair A-EX1 tr d @ R-103 MIRRORS HANDRAILS ETC.REFER TO ARCHITECTURAL INTERIOR A2.12- 2 y d TI 1 1'.I - ELEVATIONS d 2 A2.11-A I. SEE DETAIL SHEET A6.01 FOR TYPICAL MOUNTING HEIGHTS FOR WALL 1 MOUNTED ACCESSORIES AND EQUIPMENT 1 II 31 1 I I' I' d / a d Janitor I L I 1 1 I I 1 I 1 J. SEE FLOOR FINISH PLANS FOR TRANSITION DETAILS AND THRESHOLDS. — r __ — K. ELECTRICAL PANELS,TRANSFORMERS,BOILERS,AIR HANDLING UNITS, R-105 — A2.11-A — 1 AND DUCTWORK WHEN SHOWN,ARE INDICATED FOR CONTRACTOR G d° ° �O t tO e R-1011y — i -i 1 — — G CONVENIENCE 41 L. SEE REFLECTED CEILING PLAN FOR CEILING MOUNTED EQUIPMENT - 9 ° ° I ❑ 1 1 M. THE GENERAL CONTRACTOR SHALL PROVIDE CONCRETE HOUSEKEEPING g9 1 1 1 PADS AT MINIMUM 31/2"THICK CONCRETE WITH 6 X 6 AV2.9 X 2.9 WWF 1 1 104413.E - REINFORCING UNLESS OTHERWISE NOTED OR REQUIRED ELSEWHERE IN X. 1 THESE DOCUMENTS.PAD DIMENSIONS SHALL BE A MINIMUM 4"GREATER 1 IN HORIZONTAL DIMENSION THAN BASE OF THE EQUIPMENT MOUNTED e ________I___________ _____ _ ____ 1 THEREON,UNLESS OTHERWISE NOTED.EXACT PAD LOCATIONS SHALL BE I— IT- — ° a d — — — — — H VERIFIED IN THE FIELD. �\/ d� °.Accessible I N. CONTRACTOR TO CONFIRM ALL CLEARANCE REQUIREMENTS AS NOTED Restroit 1 ON DETAIL A6.01 and A6.02. o� -- - 1 O. REFER TO DETAILS ON SHEET 1/A7.10 FOR TYPICAL DOOR CLEARANCES. �9552Retail _ R-104 _101 P. SEE FLOOR PLANS AND BUILDING SECTIONS FOR LOCATION OF DETAILS FOR TYPICAL FLOOR-TO-FOUNDATION,FLOOR-TO-WALL,WALL-TO-ROOF- d ° ASSEMBLIES AND HEADER SILL AND SOFFIT CONSTRUCTION. Q. CONTRACTOR SHALL SEAL AROUND ALL PENETRATIONS AT FIRE RATED WALLS INCLUDING BUT NOT LIMITED TO PIPING DUCTS CONDUIT,ETC. a d a I WITH XT E I O ELEVATIONS PER I.B.C.REQUIREMENTS. t_ V° da ° R. SEE EXTERIOR ELEVATIONS FOR WINDOW AND LOUVER TYPES AND °a DETAILS. °I I I al I I ° d° 104413.B S. SEE ENLARGED PLANS FOR ADDITIONAL DIMENSIONAL AND NOTE C ° - INFORMATION. C ° a BALCONY OVERHANG T. TYPICAL WALLS: PROJECT IDENTIFICATION: a 10 ABOVE AT RESIDENTIAL UNIT INTERIORS WALL TYPE WN.411; AT COMMERCIAL INTERIORS WALL TYPE d ° WN.611A; 4 Centennial '� n nni I Park in I ° a ° AT DEMISING WALLS WALL TYPE WND.412A, Ce to a a °� ° ° d ° a° a '� AT PLUMBING WALLS,WHERE WATER CLOSET OCCURS,WALL TYPE - WN.B1,A; the City of Arlington °.°4 ° _ °a ° UNLESS OTHERWISE NOTED. '1 U. EXTERIOR WALL TYPE TO BE WX.611,TYP.UON.REFER TO PLANS, ° d ELEVATIONS,AND SHEET A1.00 FOR EXTERIOR FINISH WALL TYPES AND FOR °d4 ° d EXTENT. ° e Centennial Park 5J d ° 4° a LL C I ° d I I a I °I I I I JII, ° a ° MATERIAL LEGEND FLOOR FINISHES ° AT \ ° d a \ \ ° \ CARPET 172nd St NE and 67th Ave ----° --------------- ------I -I NE r 9 l a VINYL PLANK ..ITA_ ® Arlington, WA 98223 d° \ SEALED HARD TROWLLEDCONCRETE BUILDING PERMIT 101C CANOPY BO E SEE-FINISH MATERIAL KEY ON SHEET A6.00 FOR PAINT COLORS. 08/19/2019 d - ° This drawing is: 4 KEYNOTE LEGEND ,.Copyright 2019 Dykeman,Inc. 11 WX.6 1 2.The Architect's Instrument of Professional Service. ° —� KEYNOTE KEYNOTE TEXT 3.For use on this project only.Obtain Architect's B written permission for any other use or reproduction. K _ — — ° —°_ — -101 -101D — — — K 1104413.B FIRE EXTINGUISHER CABINET -6 101 d° q L - - _ - JECT NUMBER: - - it - - - - - - L 2018-015 X.6 I I I I I I I I I I I _ • MARK DATE DESCRIPTION 08/19/2019 BUILDING PERMIT 1 \ A2.12-A 15'-0' 27'-6" \ PROJECT ( 1 I 2 3 4 5 6 7 8 9 10 11 ! PRINCIPAL IN HAR IEI MS \\J\J PROJECT MANAGER: I DH PROJECT ARCHITECT:I DH JOB CAPTAIN: SZ A e-. A A ---------- Floor Plan - Level 1 - KEY PLAN Building A Q e- 0 2' 4' 8' IN Buildin A- Level 1 Floor Plan -Sector 2 Scale:1/4"=1'-0" 1 1/4"=1'-0" NORTH 1 2 3 4 5 1 2 3 4 5 General Notes- Floor Plans 1 2 3 4 5 3.10- 6 7 TI T3' 10 11 A. EXTERIOR DIMENSIONS ARE TO THE OUTSIDE FACE OF CONCRETE 5'-6" 6'-0" 7'-6" 14'-0" 1'-6" 7'-0" - -0" 7'-6" FOUNDATION WALLS,FACE OF MASONRY WALLS,OR TO THE OUTSIDE FACE OF STUDS UNLESS OTHERWISE NOTED.DIMENSIONS TO MASONRY UNITS ARE NOMINAL UNLESS OTHERWISE NOTED. 41'-0' B. DIMENSIONS AT UNIT DEMISING WALLS ARE TO CENTERLINE OF WALL. C. INTERIOR DIMENSIONS ARE TO THE FACE OF CONCRETE,MASONRY,OR 32'-0" FACE OF STUDS AT FRAME WALLS,AND TO CENTERLINE OF COLUMNS DYKEMAN UNLESS OTHERWISE NOTED. D. DIMENSIONS LOCATING DOORS,WINDOWS AND RELIGHTS ARE TO NOMINAL MASONRY OPENING OR TO FINISH OPENING UNLESS OTHERWISE NOTED. ARCHITECTURE + DESIGN �11-A E. SEE WALL TYPES ON SHEETS A1.00 FOR TYPICAL WALL CONSTRUCTION ASSEMBLIES. D + F. ALL NON-BEARING WALLS ARE FULL HEIGHT TO UNDERSIDE OF ROOF D WX.6 DECK OR FLOOR ABOVE. G. APPLY TWO(2)CONTINUOUS SEALANT BEADS BENEATH STUD TRACK AT O ALL EXTERIOR STUD WALLS. L - - - - - l - - - - - J - A H. CONTRACTOR SHALL PROVIDE CONTINUOUS HORIZONTAL BLOCKING AT ALL WALL MOUNTED LAVATORIES,DRINKING FOUNTAINS,CASEWORK, MIRRORS,HANDRAILS,ETC.REFER TO ARCHITECTURAL INTERIORCONSULTANT: i O , = 11 ELEVATIONS. 3 I. SEE DETAIL SHEET A6.01 FOR TYPICAL MOUNTING HEIGHTS FOR WALL MOUNTED ACCESSORIES AND EQUIPMENT. J. SEE FLOOR FINISH PLANS FOR TRANSITION DETAILS AND THRESHOLDS. K. ELECTRICAL PANELS,TRANSFORMERS,BOILERS,AIR HANDLING UNITS, AND DUCTWORK WHEN SHOWN,ARE INDICATED FOR CONTRACTOR U10 CONVENIENCE. L. SEE REFLECTED CEILING PLAN FOR CEILING MOUNTED EQUIPMENT. M. THE GENERAL CONTRACTOR SHALL PROVIDE CONCRETE HOUSEKEEPING PADS AT MINIMUM 3 1/2"THICK CONCRETE WITH 6 X 6/W2.9 X 2.9 W W F REINFORCING UNLESS OTHERWISE NOTED OR REQUIRED ELSEWHERE IN THESE DOCUMENTS.PAD DIMENSIONS SHALL BE A MINIMUM 4"GREATER ?'-6" 9" IN HORIZONTAL DIMENSION THAN BASE OF THE EQUIPMENT MOUNTED THEREON,UNLESS OTHERWISE NOTED.EXACT PAD LOCATIONS SHALL BE • OPEN Tb U6 _ VERIFIED IN THE FIELD. N. CONTRACTOR TO CONFIRM ALL CLEARANCE REQUIREMENTS AS NOTED BELO - ON DETAIL A6.01 and A6.02. CANOPY BELOW 10+L F CANOPY BELOW O. REFER TO DETAILS ON SHEET 1/A7.10 FOR TYPICAL DOOR CLEARANCES. �1552P. SEE FLOOR PLANS AND BUILDE. ING SECTIONS FOR LOCATION OF DETAILS FOR TYPICAL FLOOR-TO-FOUNDATION,FLOOR-TO-WALL,WALL-TO-ROOF ASSEMBLIES AND HEADER,SILL AND SOFFIT CONSTRUCTION. Q. CONTRACTOR SHALL SEAL AROUND ALL PENETRATIONS AT FIRE RATED WALLS,INCLUDING BUT NOT LIMITED TO PIPING,DUCTS,CONDUIT,ETC., STATE OF wnsewciaN WITH FIRESTOPPING PER I.B.C.REQUIREMENTS. R. SEE EXTERIOR ELEVATIONS FOR WINDOW AND LOUVER TYPES AND 5'-O"NOM. DETAILS, S. SEE ENLARGED PLANS FOR ADDITIONAL DIMENSIONAL AND NOTE C US INFORMATION. .• IDENTIFICATION:JECT C DN - - T. TYPICAL WALLS: WX.6 li li li li li REF- WX.6 AT RESIDENTIAL UNIT INTERIORS WALL TYPE WNA 11; ATCOMMERCIAL INTERIORS WALL TYPE WN.611A; Centennial Park In AT DEMISING WALLS,WALL TYPE WND.412A; lJ C - - - � - - J - C AT PLUMBING WALLS,WHERE WATER CLOSET OCCURS,WALL TYPE • UNLESS OTHERWISE NOTED. the Clty OI Arlington 11 WNA W U. EXTERIOR WALL TYPE TO BE WX.611,TYP.UON.REFER TO PLANS, ++ _ ELEVATIONS,AND SHEET A1.00 FOR EXTERIOR FINISH WALL TYPES AND FOR . Z EXTENT. 210 Centennial Park 5J - 05 5200.A1 LLC 201 3 _ MATERIAL LEGEND- FLOOR FINISHES AT 172nd St NE and 67th Ave „A CARPET - - - - --- US 07 7124.A1 ® N E U3 D ALIGN U6 WN.4 - 5'-4': - U5 11'-01, p57300.A3 D ® VINYL PLANK Arlington, WA 98223 ALLS - a'-+o" 5'-0"- BUILDING PERMIT E E CANOPY �EQ E SEALED HARD TROWLLED CONCRETE 08/19/2019 - BELOW SEE N�kl« .809R-RA1 S. This drawing is: �W- O O _ R�F, -1� u+o u+o N.4 _ KEYNOTE LEGEND +.Copyright2019Dykeman,lnc. Z� 2.The Architect's Instrument of Professional Service. B KEYNOTE KEYNOTE TEXT 3.For use on this project only.Obtain Architect's B written permission for any other use or reproduction. Sim OS 5200.A1 18"DEEP BOLT-ON PREFABRICATED O-O - - REF. ----- 'c 2'-10' 4 METAL BALCONY: ONE PIECE "• FULLY- DED INUM US O CONSTRUCTION WITH A POWDER COAT WX.6 FINISH.1/4"X 3"ALUMINUM SLAT FLOOR. 201 8-01 5 _ R L EF.TO STRUC.DRAWINGS FOR I 11R CONNECTION DETAILS. _ 104413.8 057300.A3 FREMANUFACTURED ALUMINUM • ALIGN --- - U6 GUARDRAIL Sim - g'-0" 5'-6" I 9'-31/2" 077124.A1 DOWNSPOUT MARK DATE DESCRIPTION WALLS- 4.1 104413.E FIRE EXTINGUISHER CABINET OS/19/2019 BUILDING PERMIT U12 202 T.O WALL @ 5'-0" U1 _ ___ _ U3 SEE DRAWING 1/A1.22-A �� -ALIGN z A2 12 2Lo PRINCIPAL IN CHARGE:I MS X.6 If'I I I I 21R. 2A2.11-A:i Stair A-EX 1 PROJECT MANAGER: I CH - G PROJECT ARCHITECT:I CH JOB CAPTAIN: SZ A ! ,_• A -------------------------------- Floor Plan - Level 2 - KEY PLAN Building A 1 2 3 4 5 � 6 7 8 9 10 11 Q ,.. 0 2' 4' 8' A- Level 2 Floor Plan-Sector 1 Scale:1/4"=T-O" IN g 1 �NORTH 1 2 3 4 5 1 2 3 4 5 T2'-.T3'-O"j General Notes- Floor Plans A. EXTERIOR DIMENSIONS ARE TO THE OUTSIDE FACE OF CONCRETE 6. ' " 7'-6" 14'-0" 1'-6' 7'-0" 7'-6" FOUNDATION WALLS,FACE OF MASONRY WALLS,OR TO THE OUTSIDE FACE OF STUDS UNLESS OTHERWISE NOTED.DIMENSIONS TO MASONRY 41-0" UNITS ARE NOMINAL UNLESS OTHERWISE NOTED. B. DIMENSIONS AT UNIT DEMISING WALLS ARE TO CENTERLINE OF WALL. C. INTERIOR DIMENSIONS ARE TO THE FACE OF CONCRETE,MASONRY,OR FACE OF STUDS AT FRAME WALLS,AND TO CENTERLINE OF COLUMNS DYKEMAN UNLESS OTHERWISE NOTED. D. DIMENSIONS LOCATING DOORS,WINDOWS AND RELIGHTS ARE TO NOMINAL MASONRY OPENING OR TO FINISH OPENING UNLESS OTHERWISE NOTED. ARCHITECTURE + DESIGN E. SEE WALL TYPES ON SHEETS A1.00 FOR TYPICAL WALL CONSTRUCTION ASSEMBLIES. D - U12 - F. ALL NON-BEARING WALLS ARE FULL HEIGHT TO UNDERSIDE OF ROOF p DECK OR FLOOR ABOVE. - - - SEE DRAWING 202 G. APPLY TWO(2)CONTINUOUS SEALANT BEADS BENEATH STUD TRACK AT T.O WALL @ 5'-0" a U1 ALL EXTERIOR STUD WALLS. 1/A1.21-A U3 H. CONTRACTOR SHALL PROVIDE CONTINUOUS HORIZONTAL BLOCKING AT _ ALL WALL MOUNTED LAVATORIES DRINKING FOUNTAINS CASEWOR K, MIRRORS,HANDRAILS,ETC.REFER TO ARCHITECTURAL INTERIORCONSULTANT: -ALIGN ELEVATIONS. LLS` .-� I,". .I 2 I. SEE DETAIL SHEET A6.01 FOR TYPICAL MOUNTING HEIGHTS FOR WALL MOUNTED ACCESSORIES AND EQUIPMENT. 2 J. SEE FLOOR FINISH PLANS FOR TRANSITION DETAILS AND THRESHOLDS. A2 12- 2 "- UP K. ELECTRICAL PANELS,TRANSFORMERS,BOILERS,AIR HANDLING UNITS, X6 2 A2.11-A - AND DUCTWORK WHEN SHOWN,ARE INDICATED FOR CONTRACTOR Stair A-EX1 CONVENIENCE. L. SEE REFLECTED CEILING PLAN FOR CEILING MOUNTED EQUIPMENT. - - - - - A2 11 A - - - - - G M. THE GENERAL CONTFACTOR SHALL PROVIDE CONCRETE HOUSEKEEPING e PADS AT MINIMUM 3 1/2"THICK CONCRETE W ITH 6 X 6 NJ2.9 X 2.9 W W F — REINFORCING UNLESS OTHERWISE NOTED OR REQUIRED ELSEWHERE IN I i:.r� i,' I., -,i-- THESE DOCUMENTS.PAD DIMENSIONS SHALL BE A MINIMUM 4"GREATER - L. i''I " I - I'' I' IN HORIZONTAL DIMENSION THAN BASE OF THE EQUIPMENT MOUNTED ' I'. I-.I, I :I . THEREON,UNLESS OTHERWISE NOTED.EXACT PAD LOCATIONS SHALL BE =ALIGN- I' i 1, N. CONTRACTOR TO CONFIRM ALL CLEARANCE REQUIREMENTS AS NOTED 1d -WALLS ON DETAIL A6.01 and A6.02. � Jo U - - - - H O. REFER TO DETAILS ON SHEET 1IA7.10 FOR TYPICAL DOOR CLEARANCES. 9552 REGISTERED El P. SEE FLOOR PLANS AND BUILDING SECTIONS FOR LOCATION OF DETAILS AqC wTECT U3 T.O WALL @ 5'-0" � FOR TYPICAL FLOOR-TO-FOUNDATION,FLOOR-TO-WALL,WALL-TO-ROOF _ U1 ASSEMBLIES AND HEADER,SILL AND SOFFIT CONSTRUCTION. Q. CONTRACTOR SHALL SEAL AROUND ALL PENETRATIONS AT FIRE RATED A L AA ON STEVENS WALLS,INCLUDING BUT NOT LIMITED TO PIPING,DUCTS,CONDUIT,ETC., STATE OF wnsewciaN WITH FIRESTOPPING PER I.B.C.REQUIREMENTS. R. SEE EXTERIOR ELEVATIONS FOR WINDOW AND LOUVER TYPES AND 9-3 1/2" DETAILS. S. SEE ENLARGED PLANS FOR ADDITIONAL DIMENSIONAL AND NOTE C ALIGN U12 _ _ _ _ - INFORMATION. --• • C WALLS U6 - T. TYPICAL WALLS: 9'-0" 5'-6" FF AT RESIDENTIAL UNIT INTERIORS WALL TYPE WN.411; _ AT COMMERCIAL INTERIORS WALL TYPE WN.611A; Centennial Park In U10 U8 yVN q AT DEMISING WALLS,WALL TYPE WND.412A; lJ WX.6 - T— _ 11 = AT PLUMBING WALLS,WHERE WATER CLOSET OCCURS,WALL TYPE 11 WN.4 fn - 2'- 0" -- UNLESS THERWISE NOTED. the City of Arlington REF. ------- U. EXTERIOR WALL TYPE TO BE WX.611,TYP.LION.REFER TO PLANS, FEW 5 ELEVATIONS,AND SHEET A1.00 FOR EXTERIOR FINISH WALL TYPES AND FOR = EXTENT. E E EQ- EQ—� - NA Centennial Park 5J 1 -- -- O 0 - F. U10 U10 N A LLC 8'-10" 11A - 8-10" 5-0" 057300.A3o AT 5'-4" 11'-0 U1 MATERIAL LEGEND- FLOOR FINISHES 1 _ 172nd St NE and 67th Ave WALLS US - ® CARPET U6 WN4 VINYL PLANK Arlington, WA 98223 -tt/r 11A 055200.A1 = 3.�0- BUILDING PERMIT 204 WN.6 i SEALED HARD TROWLLEDCONCRETE 08/19/2019 51, - SEE N�kl« .80F9R-RA1 S. This drawing is: 4.1 - 2'-1- -s v2 _ _ - KEYNOTE LEGEND 1.Copyright 2019 Dykeman,Inc. 2.The Architect's Instrument of Professional Service. B O KEYNOTE KEYNOTE TEXT 3.For use on this project only.Obtain Architect's B WNA - I WN_A - written permission for any other use or reproduction. 05 5200.A1 18"DEEP BOLT-ON PREFABRICATED 11PROJECT METAL BALCONY:ONE PIECE = FULLY-W ELDED ALUMINUM CONSTRUCTION WITH A POWDER COAT G FINISH.1/4"X 3"ALUMINUM SLAT FLOOR. 201 8-01 rJ REF.TO STRUC.DRAWINGS FOR L CONNECTION DETAILS. 057300.A3 PREMANUFACTURED ALUMINUM • GUARDRAIL WX.6 MARK DATE DESCRIPTION CANOPY CANOPY = 08/19/2019 BUILDING PERMIT BELOW BELOW M - - - - - - - - - - - - - - M 1 1 1 � I I I I I Az1zA I I I I I I PROJECT 15'-0" 27'-6" ` PRINCIPAL IN CHARGE: MS ; ' PROJECT MANAGER: I DH /1\ PROJECT ARCHITECT:I DH ( 1 2 3 4 5 6 7 8 9 10 11 JOB CAPTAIN: SZ A A ---------- Floor Plan - Level 2 - KEY PLAN Building A 0 2' 4' 8' IN < - a Building A- Level 2 Floor Plan -Sector 2 Scale:1/4"=T-O" . . 1 ' I 1/4"_1.-0., 1 2 3 4 5 1 2 3 4 5 1 General Notes- Floor Plans 1 2 3 4 5 3.10- 6 7 TI OT 10 11 A. EXTERIOR DIMENSIONS ARE TO THE OUTSIDE FACE OF CONCRETE FOUNDATION WALLS,FACE OF MASONRY WALLS,OR TO THE OUTSIDE 5'-6" 6'-0" 7'-6" 14'-0" 1'-6" 7'-0" - -0" 7'-6" FACE OF STUDS UNLESS OTHERWISE NOTED.DIMENSIONS TO MASONRY UNITS ARE NOMINAL UNLESS OTHERWISE NOTED. 41'-0" B. DIMENSIONS AT UNIT DEMISING WALLS ARE TO CENTERLINE OF WALL. C. INTERIOR DIMENSIONS ARE TO THE FACE OF CONCRETE,MASONRY,OR 32--0" FACE OF STUDS AT FRAME WALLS,AND TO CENTERLINE OF COLUMNS DYKEMAN UNLESS OTHERWISE NOTED. D. DIMENSIONS LOCATING DOORS,WINDOWS AND RELIGHTS ARE TO NOMINAL MASONRY OPENING OR TO FINISH OPENING UNLESS OTHERWISE NOTED. ARCHITECTURE + DESIGN �11-A E. SEE WALL TYPES ON SHEETS A1.00 FOR TYPICAL WALL CONSTRUCTION ASSEMBLIES. p 1 F. ALL NON-BEARING WALLS ARE FULL HEIGHT TO UNDERSIDE OF ROOF p DECK OR FLOOR ABOVE. G. APPLY TWO(2)CONTINUOUS SEALANT BEADS BENEATH STUD TRACK AT � ALL EXTERIOR STUD WALLS. U _ _ _ �� _ _ _ _ _ _ A H. CONTRACTOR SHALL PROVIDE CONTINUOUS HORIZONTAL BLOCKING ALL WALL MOUNTED LAVATORIES,DRINKING FOUNTAINS,CASEWORK,, MIRRORS,HANDRAILS,ETC.REFER TO ARCHITECTURAL INTERIORCONSULTANT: ELEVATIONS. � I. SEE DETAIL SHEET A6.01 FOR TYPICAL MOUNTING HEIGHTS FOR WALL MOUNTED ACCESSORIES AND EQUIPMENT. J. SEE FLOOR FINISH PLANS FOR TRANSITION DETAILS AND THRESHOLDS. K. ELECTRICAL PANELS,TRANSFORMERS,BOILERS,AIR HANDLING UNITS, AND DUCTWORK WHEN SHOWN,ARE INDICATED FOR CONTRACTOR CONVENIENCE. L. SEE REFLECTED CEILING PLAN FOR CEILING MOUNTED EQUIPMENT. M. THE GENERAL CONTRACTOR SHALL PROVIDE CONCRETE HOUSEKEEPING PADS AT MINIMUM 3 1/2"THICK CONCRETE WITH 6 X 6/W2.9 X 2.9 W W F REINFORCING UNLESS OTHERWISE NOTED OR REQUIRED ELSEWHERE IN THESE DOCUMENTS,PAD DIMENSIONS SHALL BE A MINIMUM 4"GREATER IN HORIZONTAL DIMENSION THAN BASE OF THE EQUIPMENT MOUNTED • _ THEREON,UNLESS OTHERWISE NOTED.EXACT PAD LOCATIONS SHALL BE VERIFIED IN THE FIELD. - N. CONTRACTOR TO CONFIRM ALL CLEARANCE REQUIREMENTS AS NOTED ON DETAIL A6.01 and A6.02. ROOF BELOW O. REFER TO DETAILS ON SHEET 11A7.10 FOR TYPICAL DOOR CLEARANCES. �1552 E. P. SEE FLOOR PLANS AND BUILDING SECTIONS FOR LOCATION OF DETAILS FOR TYPICAL FLOOR-TO-FOUNDATION,FLOOR-TO-WALL,WALL-TO-ROOF ASSEMBLIES AND HEADER,SILL AND SOFFIT CONSTRUCTION. Q. CONTRACTOR SHALL SEAL AROUND ALL PENETRATIONS AT FIRE RATED WALLS,INCLUDING BUT NOT LIMITED TO PIPING,DUCTS,CONDUIT,ETC., WITH FIRESTOPPING PER I.B.C.REQUIREMENTS. R. SEE EXTERIOR ELEVATIONS FOR WINDOW AND LOUVER TYPES AND DETAILS. S SEE ENLARGED PLANS FOR ADDITIONAL DIMENSIONAL AND NOTE C INFORMATION. C ___ _______________ _ _ _ __ __ ______ __ __ ___ __ _ _______T PROJECT T. TYPICAL WALLS: IDENTIFICATION: L WX.6 AT RESIDENTIAL UNIT INTERIORS WALL TYPE WNA 11; 11 ATCOMMLRCIAL INTERIORS WALLTYPE WN.6 11A; Centennial Park In AT DEMISING WALLS,WALL TYPE WNDA 12A; lJ C AT PLUMBING WALLS,WHERE WATER CLOSET OCCURS,WALL TYPE WN.611A; the City of Arlington WX,g I I i UNLESS OTHERWISE NOTED. 10 WN 4 U. EXTERIOR WALL TYPE TO BE WX.611,TYP.LION.REFER TO PLANS, j - ELEVATIONS,AND SHEET A1.00 FOR EXTERIOR FINISH WALL TYPES AND FOR I -z - ROOF OVERHANG EXTENT. WN6 - - ABOVE I A 2' ,D" 17. '-91/2 Centennial Park 5J 1 Bedroom 301 ENTIAL i RESID - WN4 _ 689 SF - ii LLC 200SF/OCC IW _ 055200.A1 i 11 - I MATERIAL LEGEND- FLOOR FINISHES AT D - - - -U- - D CARPET 172nd St NE and 67th Ave U6 B 1077124. NE U3 LIGN- 5' 4" U5 11'-0' ® VINYL PLANK Arlington, WA 98223 WALLS- I 057300.A3 U1 BUILDING PERMIT I SEALED HARD TROWELED CONCRETE — — — — 8'-10" 8'-10" 5'-0" 08/19/2019 I I I I 23 3800 Q 0 U10 U10 NA S - MATERIAL KEY ON SHEET A6.00 FOR PCOLORS. This drawing is: SEE FINISH M PAINT COLORS M EQ------EQ_ 1.Copyright 2019 Dykeman,Inc. R F. E4 -- EQ_ — -- N KEYNOTE LEGEND I 2.The Architect's Instrument of Professional Service. g _ 07 7124.A1 _ _ _ E KEYNOTE KEYNOTE TEXT 3.For use on this project only.Obtain Architect's B � 11written permission for any other use or reproduction. _ _ =Q == OS 5200.A1 18"DEEP BOLT-ON PREFABRICATED __ ROOF OVERHANG - -------- - ------ ----- -- = ABOVE ��W -- O ( REF. 4 WN.4 2'- 0' - METAL BALCONY:ONE PIECE • -- - 11A FULLY-WELDED ALUMINUM -`"' I O CONSTRUCTION WITH A POWDER COAT WNA Z --- - U10 U8 11 4 WX6 REFFINISH. 1/4"UC.DRAWIN SFOR X 3" FLOOR. 2018-015 WN.4 CONNECTION DETAILS. ALIGN 11A I U6 i 057300.A3 PREMANUFACTURED ALUMINUM • WALLS 077124.A1 DOWNSPOUTto- MARK DATE DESCRIPTION 23 3800 VENTILATION HOODS OS/19/2019 BUILDING PERMIT U12 I 302 T.O WALL @ 5'-0" U1 _ __ I SEED WING+ F 1/ 32-A r ALIGN— —.��°' 2 ..• T TEAM 2 A2.11-A PRINCIPAL IN CHARGE:I MS PROJECT MANAGER: I DH PROJECT ARCHITECT:I DH G L A2.11- i G JOB CAPTAIN: I SZ I = I I - A ----------------- Floor Plan - Level 3 - JKEY PLAN Building A 1 2 3 4 5 6 7 8 9 10 11 `/ ¢ ,•. 0 2' 4' 8' IN 11 a 1 Buildin A-Level 3 Floor Plan-Sector 1 Scale:1/4"=1'-0"g NORTH •16 • 1/4"=V-0" 1 2 3 4 5 1 2 3 4 5 1 General Notes- Floor Plans 1 2 3 4 5 3.10- 6 7 8 9 10 11 A. EXTERIOR DIMENSIONS ARE TO THE OUTSIDE FACE OF CONCRETE FOUNDATION WALLS,FACE OF MASONRY WALLS,OR TO THE OUTSIDE 5'-6" V-0" T-6" 14'-0" 'If, 6" 7'-0" 2'-0" 3'-0" T-6" FACE OF STUDS UNLESS OTHERWISE NOTED.DIMENSIONS TO MASONRY UNITS ARE NOMINAL UNLESS OTHERWISE NOTED. 41'-0" B. DIMENSIONS AT UNIT DEMISING WALLS ARE TO CENTERLINE OF WALL. C. INTERIOR DIMENSIONS ARE TO THE FACE OF CONCRETE,MASONRY,OR FACE OF STUDS AT FRAME WALLS,AND TO CENTERLINE OF COLUMNS DYKEMAN UNLESS OTHERWISE NOTED. D. DIMENSIONS LOCATING DOORS,WINDOWS AND RELIGHTS ARE TO NOMINAL MASONRY OPENING OR TO FINISH OPENING UNLESS OTHERWISE NOTED. ARCHITECTURE + DESIGN E. SEE WALL TYPES ON SHEETS A1.00 FOR TYPICAL WALL CONSTRUCTION U12 ASSEMBLIES. D P.A. Fsit di. . ALL NON-BEARING WALLS ARE FULL HEIGHT TO UNDERSIDE OF ROOF p SEE WING 302 - DECK OR FLOOR ABOVE. - - - }I T.O WALL 5'-0" G. APPLY TWO(2)CONTINUOUS SEALANT BEADS BENEATH STUD TRACK AT 1/A 31-A U3 _ U1 ALLEXTERIORSTUDWALLS. - ----- H. CONTRACTOR SHALL PROVIDE CONTINUOUS HORIZONTAL BLOCKING AT F - � - - - - - - i F ALL WALL MOUNTED LAVATORIES,DRINKING FOUNTAINS,CASEWORK, I ALIGN— I MIRRORS,HANDRAILS,ETC.REFER TO ARCHITECTURAL INTERIOR • WALLS- -,y - 2 ELEVATIONS. _ _ - I, I. SEE DETAIL SHEET A6.01 FOR TYPICAL MOUNTING HEIGHTS FOR WALL ',I. I."J I i,.:� MOUNTED ACCESSORIES AND EQUIPMENT. A2.12- 12 J. SEE FLOOR FINISH PLANS FOR TRANSITION DETAILS AND THRESHOLDS. 2 A2.11-A K. ELECTRICAL PANELS,TRANSFORMERS,BOILERS,AIR HANDLING UNITS, -;-I ,� -,9 -`�- AND DUCTWORK WHEN SHOWN,ARE INDICATED FOR CONTRACTOR CONVENIENCE. L. SEE REFLECTED CEILING PLAN FOR CEILING MOUNTED EQUIPMENT. A2.11- G M. THE GENERAL CONTRACTOR SHALL PROVIDE CONCRETE HOUSEKEEPING PADS AT MINIMUM 3 1/2"THICK CONCRETE WITH 6 X 6/W2.9 X 2.9 W W F R REINFORCING UNLESS OTHERWISE NOTED OR REQUIRED ELSEWHERE IN THESE DOCUMENTS.PAD DIMENSIONS SHALL BE A MINIMUM 4"GREATER {1rr 'i IN HORIZONTAL DIMENSION THAN BASE OF THE EQUIPMENT MOUNTED i • _WX.6 . ir - THEREON,UNLESS OTHERWISE NOTED.EXACT PAD LOCATIONS SHALL BE -ALIGN-= 21R. L i. VERIFIED IN THE FIELD. - WALLS- N. CONTRACTOR TO CONFIRM ALL CLEARANCE REQUIREMENTS AS NOTED _ ON DETAIL A6.01 and A6.02. H H 0. REFER TO DETAILS ON SHEET VA7.10 FOR TYPICAL DOOR CLEARANCES. �9552P. SEE FLOOR PLANS AND BUILDING SECTIONS FOR LOCATION OF DETAILS U3 - - - Ui FOR TYPICAL FLOOR-TO-FOUNDATION,FLOOR-TO-WALL,WALL-TO-ROOF TO WALL @ 5'-0" ASSEMBLIES AND HEADER,SILL AND SOFFIT CONSTRUCTION. Studio °' Q. CONTRACTOR SHALL SEAL AROUND ALL PENETRATIONS AT FIRE RATED I WALLS,INCLUDING BUT NOT LIMITED TO PIPING,DUCTS,CONDUIT,ETC., STATE of wASHiNGTaN - - _ - WITH FIRESTOPPING PER I.B.C.REQUIREMENTS. R. SEE EXTERIOR ELEVATIONS FOR WINDOW AND LOUVER TYPES AND U12 ALIGN ---- S. SEE ENLARGED PLANS FOR ADDITIONAL DIMENSIONAL AND NOTE C - -� - �� -rt INFORMATION. PROJECT C WALLS 9'-0" 5'-6"- U6 T. TYPICAL WALLS • - - NA AT RESIDENTIAL UNIT INTERIORS WALL TYPE WNA 11; • AT COMMERCIAL INTERIORS WALL TYPE WIN 611A; Centennial Park In WN.4 z 1A AT DEMISING WALLS,WALL TYPE WNDA 12A; lJ W '6 U10 U8 - 11 AT PLUMBING WALLS,WHERE WATER CLOSET OCCURS,WALL TYPE 1 WNA 0 WNA ATVVI LU A; 0 REF. 11A U. v UNLESS OTHERWISE NOTED. the CI rll g n �tyoA �nto --------- > U. EXTERIOR WALL TYPE TO BE WX.611,TYP.UON.REFER TO PLANS, 1 - ELEVATIONS,AND SHEET A1.00 FOR EXTERIOR FINISH WALL TYPES AND FOR 1 - - - - - - EXTENT. / -_ __ _____ WN.4-_ - Centennial Park 5J MEF. 0 - U10 �1A- U70 11A LLC -10" 8'-10" 5'-0" I _ MATERIAL LEGEND- FLOOR FINISHES AT ALIGN ip_0^ Ui 057300.A3 ALL9 - U5 CARPET 172nd St NE and 67th Ave J U3 U6 NE US 077124.A1 J -� l fO - WN4 WX6 3 ® VINYL PLANK Arlington, WA 98223 r 1BedRoom - 310 BUILDING PERMIT = SEALED HARD TROWLLED CONCRETE 304 —� 3 08/19/2019 _ SEE-FINISH MATERIAL KEY ON SHEET A6.00 FOR PAINT COLORS. This drawing is: 1.Copyright 2019 Dykeman,Inc. "RjAia2 KEYNOTE LEGEND - 2.The Architect's Instrument of Professional Service. B L O--a 11 KEYNOTE KEYNOTE TEXT 3.For use on this project only.Obtain Architect's B - WNAwritten permission for any other use or reproduction. WX.6 1 51 057300.A3 PREMANUFACTUREDALUMINUM "• 11 - 4.1- GUARDRAIL - 077124.A1 I DOWNSPOUT _ - - - --------- - - 1 - K 0 2018-015 MARK DATE DESCRIPTION 08/19/2019 BUILDING PERMIT 1 AzizA PROJECT 27'I&' ! ` PRINCIPAL IN CHARGE:I MS PROJECT MANAGER: CH 1 2 3 4 5 6 7 8 9 10 11 PROJECT ARCHITECT:I DH JOB CAPTAIN: SZ A • A ---------- Floor Plan - Level 3 - KEY PLAN Building A 0 2' 4' 8' � � ••• Building A- Level 3 Floor Plan - Sector 2 scaled/4"=1'-0" NORTH • • 1 2 3 4 5 1 2 3 4 5 General Notes- Roof Plans A. ROOF ELEVATIONS SHOWN ARE TO TOP OF ROOFING MATERIAL. B. SET INTERMEDIATE HEIGHT AS REQUIRED TO PROVIDE THE SLOPES INDICATED. C. PROVIDE TAPERED INSULATION CRICKETS CREATING POSITIVE DRAINAGE. D. REFER TO ROOF MANUFACTURERS STANDARD DETAILS FOR FLASHING AND INSTALLATION INSTRUCTIONS AROUND ROOF OPENINGS AND PENETRATIONS. MATERIAL LEGEND- ROOF 0 DESIGNARCHITECTURE + -ROOF ASPHALT SHINGLES D estC ROOF-ICE&WATER SHIELD ROOF-TPO CRICKETS CONSULTANT: LEGEND 1 2 3 6 7 8 9 10 11 KEYNOTE LEGEND T T KEYNOTE KEYNOTE TEXT 07712301 077124.A1 07701 DRAFT STOP LOCATION 07 701 WALLS BELOW,TYP. 077124 At PREFIDOWNSPOUTSHED GUTTER — — — 077124.A1 DOWNSPOUT ------- -�I 077228.A1 ROOF VENTILATOR iI I © I I �I �.ON 11 STATE OF WASHINGTON C _ _ T C _____ _____ __ _ _________ -• • \� TYP. 077226.A1 � ii Centennial Park in 077,24.A, the City of Arlington D — — — — — — — FOR II I I Centennial Park 5J E — — — LLC ® ® 077000.A1 07712301 AT I 077,230, 172nd St NE and 67th Ave II NE Arlington, WA 98223 ---------- ---- - 2"/T-0: - -2"?1'4' - - - - — BUILDING PERMIT I � I ' I' 08/19/2019 G _ L______ _________ _________ _______ This drawing is: I i 1.Copyright 2019 Dykeman,Inc. ------------- 2.The Architects Instrument of Professional Service. B H - -------- -- 3 written permission for ny othher use or Architect's B PROJECT I� 11 I I 07 7000.A, 2018-015 07 7124.A1 ' I - • MARK DATE DESCRIPTION FFE71 08/19/2019 BUILDING PERMIT I i; I I I I ii I I I I I - PROJECT L — L ___--------__�_� — — — — — PRINCIPAL IN CHARGE: MS PROJECT MANAGER: DH PROJECT ARCHITECT:I L. 7t JOB CAPTAIN: SZ M — — — A 7124.A1 07712301 ,• A Roof Plan - Building A 0 4' 8' 16' 64 N%EMM%==EEiiiii IN Scale:1/8"=V-0" Building A- Roof Plan NORTH 1 2 3 4 5 1 2 3 4 5 General Notes-Reflected Ceiling Plans A. ALL GWB.CEILING SCREW TO FLOOR JOIST MOUNTED RESILIENT CHANNELS, OR DIRECT SCREWS TO ROOF TRUSSES ABOVE,UNLESS OTHERWISE NOTED. B. PROVIDE SEISMIC BRACING AT ALL SUSPENDED CEILINGS.REFER TO TYPICAL CEILING DETAILS SHEET A9.30. C. CEILING AND SOFFIT HEIGHTS ARE FROM FINISHED FLOOR UNLESS OTHERWISE NOTED. D. CEILING TYPES-REFER TO MATERIAL LEGEND THIS SHEET. DYKEMAN E. PROVIDE CONTINOUS MEMBRANE AT RATED AT RATED FLOORICEILING AND ROOF/CEILING ASSEMBLIES ABOVE ALL SOFFITS AND LOWERED CEILINGS. F. ROOF CONSTRUCTION ASSEMBLIES-REFER TO BUILDING SECTIONS AND ROOF PLANS. ARCHITECTURE + DESIGN G. STRUCTURAL ELEMENTS ARE SHOWN FOR CONTRACTOR CONVENIENCE. REFER TO STRUCTURAL DRAWINGS FOR ACTUAL SIZE,LOCATION AND D SPACING. p H. MECHANICAL ELEMENTS ARE SHOWN FOR CONTRACTOR CONVENIENCE. - - 1716 - I. LOCATIONS OF SMOKE ALARMS,EMERGENCY LIGHTING,NIGHT LIGHTS AND EXIT SIGNAGE-REFER TO ELECTRICAL DRAWINGS. J. DOMESTIC WATER PIPING AND SPRINKLER PIPE NOT SHOWN FOR CLARITY. CONTRACTOR TO COORDINATE INSTALLATION OF THESE ELEMENTS WITH — THOSE OF ALL OTHER TRADES. CONSULTANT: K. GWB CEILINGS TO BE INSTALLED PER MANUFACTURER'S REQUIREMENTS. L. REFER TO FINISH SCHEDULE FOR ADDITIONAL INFORMATION. M. WHERE SOFFITS OCCUR ABOVE CASEWORK UPPER CABINETS,SOFFIT ELEVATIONS ARE PROVIDED FOR REFERENCE.COORDINATE SOFFIT ELEVATION WITH CASEWORK AND REQUIRED VERTICAL CLEARANCES.REFER TO INTERIOR ELEVATIONS FOR ADDITIONAL INFORMATION. 1 2 3 4 5 8 7 T 9 10 T TT 3 T T T 7 Tr7 T KEYNOTE LEGEND 9552 REGISTERED JI ARCHITECT KEYNOTE TEXT 233800 VENTILATION HOODS A L AA ON STEVENS HI IL STATE OF WAS NGTON l OPEN TO C OTS ABOVE OTS { C 8-0 � T-T i" � �8 p �f.- PROJECTD • O; �;' 23 3800 %F 9 Centennial Park in e'-°" 1 the City of Arlington FOR a 1 { a MATERIAL LEGEND- RCP Centennial Park 5J LLC GYPSUM CEILING BOARD DROPCEILING -., GYPSUM CEILING BOARD-ATTACHED TO AT O STRUCTURE 172nd St NE and 67th Ave 41 E — — — — — — — — — — E 233800 — $-° _ _ FIBER CEMENT SOFFIT NE O 233800 771 Arlington, WA 98223 e7 7 @ 6 0 .e 8, °• CEILING TAG-CEILING ELEVATION FROM BUILDING PERMIT 1 �r {� - 0-0" FLOOR LEVEL OPEN TO STRUCTURE ABOVE-PAINT 08/19/2019 This drawing is: SLOPED CEILING SLOPED WITH STRUCTURE 1.Copyright 2019 Dykeman,Inc. OO ---- -_ 2.The Architect's Instrument of Professional Service. — — — — OTS III - li — — SPOT ELEVATION 3.For B use on this project only.Obtain Architect's B 1$r written permission for any other use or reproduction. - --� SEE-FINISH MATERIAL KEY ON SHEET A6.00 FOR PROJECT OTS 9' p PAINTCOLORS. L = I 1 2018-015 0 t r FIXTURE LEGEND- RCP MARK DATE DESCRIPTION 08/19/2019 BUILDING PERMIT CEILING FAN:2-STORYLOFTS 233800 5.5"LED RECESSED CAN LIGHT:CLOSETS AND .�.,�.:._;.;'$ °. 0 7"LED RECESSED CAN LIGHT:PRIMARY SPACES o PENDANT LIGHT:KITCHEN SPACES PROJECT TEAM: 0 0 PRINCIPAL IN CHARGE:1 MS BATHROOM FAN WITH HEATER PROJECT MANAGER: 1DH 1 �/� PROJECT ARCHITECT:1 DH K — — — — — — — — — - — JOB CAPTAIN: 1 SZ EXHAUST DUCT _ QT3 RCP - Building A o a' s' 16, IN Buildin A- RCP-Level 2 Scale:1/8"=1'-0^ NORTH o • • Building A- RCP Level 1 2 g 1 2 3 4 5 1 2 3 4 5 General Notes-Reflected Ceiling Plans A. ALL GWB.CEILING SCREW TO FLOOR JOIST MOUNTED RESILIENT CHANNELS, OR DIRECT SCREWS TO ROOF TRUSSES ABOVE,UNLESS OTHERWISE NOTED. B. PROVIDE SEISMIC BRACING AT ALL SUSPENDED CEILINGS.REFER TO TYPICAL CEILING DETAILS SHEET A9.30. C. CEILING AND SOFFIT HEIGHTS ARE FROM FINISHED FLOOR UNLESS OTHERWISE NOTED. D. CEILING TYPES-REFER TO MATERIAL LEGEND THIS SHEET. DYKEMAN E. PROVIDE CONTINOUS MEMBRANE AT RATED AT RATED FLOORICEILING AND ROOF/CEILING ASSEMBLIES ABOVE ALL SOFFITS AND LOWERED CEILINGS. F. ROOF CONSTRUCTION ASSEMBLIES-REFER TO BUILDING SECTIONS AND ROOF PLANS. ARCHITECTURE + DESIGN G. STRUCTURAL ELEMENTS ARE SHOWN FOR CONTRACTOR CONVENIENCE. REFER TO STRUCTURAL DRAWINGS FOR ACTUAL SIZE,LOCATION AND D SPACING. p H. MECHANICAL ELEMENTS ARE SHOWN FOR CONTRACTOR CONVENIENCE. - - - I. LOCATIONS OF SMOKE ALARMS,EMERGENCY LIGHTING,NIGHT LIGHTS AND EXIT SIGNAGE-REFER TO ELECTRICAL DRAWINGS. J. DOMESTIC WATER PIPING AND SPRINKLER PIPE NOT SHOWN FOR CLARITY. CONTRACTOR TO COORDINATE INSTALLATION OF THESE ELEMENTS WITH THOSE OF ALL OTHER TRADES. CONSULTANT: K. GWB CEILINGS TO BE INSTALLED PER MANUFACTURER'S REQUIREMENTS. L. REFER TO FINISH SCHEDULE FOR ADDITIONAL INFORMATION. M. WHERE SOFFITS OCCUR ABOVE CASEWORK UPPER CABINETS,SOFFIT ELEVATIONS ARE PROVIDED FOR REFERENCE.COORDINATE SOFFIT ELEVATION WITH CASEWORK AND REQUIRED VERTICAL CLEARANCES.REFER TO INTERIOR ELEVATIONS FOR ADDITIONAL INFORMATION. • KEYNOTE LEGEND �1552 KEYNOTE KEYNOTE TEXT 3 � � � 7 � 9 10 11 233800 VENTILATION HOODS STAA L AA ON TE of STEVENS C PROJECT • C Centennial Park in I the City of Arlington 80 80 { FOR �j. MATERIAL LEGEND- RCP Centennial Park 5J 's D LLC SLO_PED GYPSUM CEILING BOARD-DROP CEILING CD GYPSUM CEILING BOARD-ATTACHED TO AT STRUCTURE 172nd St NE and 67th Ave �\ 2338008 0 f — FIBER CEMENT SOFFIT NE 1\E��233800 Arlington, WA 98223 _ 8-0" 0, 0" CEILING TAG-CEILING ELEVATION FROM BUILDING PERMIT e't 7 7 -e• 8 0'T 8 0 FLOOR LEVEL 08/19/2019 OPEN TO STRUCTURE ABOVE-PAINT --, --' - This drawing is: (C� - f SLOPED CEILING SLOPED WITH STRUCTURE L Copyright 2019 Dykemn,Inc. F, 2.The Architect's Instrument of Professional Service. B ;.•j 7, SPOT ELEVATION 3.For use on this project only.Obtain Architect's B written permission for any other use or reproduction. PROJECT NUMBER SEE-FINISH MATERIAL KEY ON SHEET A6.00 FOR _ PAINT COLORS. 2018-015 FIXTURE LEGEND- RCP MARK DATE DESCRIPTION 0--: 7 7 •.0J 8 0 0 - 8 0 - fpr 08/19/2019 BUILDING PERMIT 8 0 CEILING FAN:2-STORY LOFTS 23 3800 0 I — ! — 5.5"LED RECESSED CAN LIGHT:CLOSETS AND 233800 7 0 7"LED RECESSED CAN LIGHT:PRIMARY SPACES - - - SLOPED PENDANT LIGHT:KITCHEN SPACES PROJECT ^•.�,:.. `.: .•.,•_ •_7>,;;,1_ PRINCIPAL IN CHARGE:!MS PROJECT MANAGER: !DH — •" — — OO BATHROOM FAN WITH HEATER 1II PROJECT ARCHITECT:!DH JOB CAPTAIN: !SZ EXHAUST DUCT K 1 _ — A — — — — — — A I 1 —4 — RCP - Building A 0 4' 8' 16, a •-. IN Scale:1/8"=1'-0" \ IN � Building A-RCP-Level 3 NORTH • • 1 2 3 4 5 1 2 3 4 5 KEYNOTE LEGEND KEYNOTE KEYNOTE TEXT 05 5200.A1 18"DEEP BOLT-ON PREFABRICATED METAL BALCONY:ONE 11 10 9 8 7 6 T T 3 T-T 6 7 8 9 10 T 11 10 9 8 7 6 PIECE FULLY-WELDED ALUMINUM CONSTRUCTION WITH POWDER COAT FINISH.1/4"X 3"ALUMINUM SLAT FLOOR.REF.TO DYKEMAN STRUC.DRAWINGS FOR CONNECTION DETAILS. 057300.A3 PREMANUFACTURED ALUMINUM GUARDRAIL 073113 ASPHALT SHINGLES ARCHITECTURE + DESIGN Top of Roof _ _ _ _ Top of Roof _ _ To of Roof 07 7123 01 PREFINISHED GUTTER 45'-U" I 45� 45'-0" 077124.A1 DOWNSPOUT D I. 084113.A1 ALUMINUM STOREFRONT -dyk.--at 1716 West Marine D 073113 FX3 085313 VINYL WINDOWS 07712301 101400.A1 UNIT SIGNAGE WITH LIGHTING -1 07 7123 01 10 1400.A2 ROOM SIGNAGE 07712301 V3-F Ill V15-F V15-F 101400.A4 BUILDING IDENTIFICATION SIGNAGE:24"X24"X6MM DIDBOND IN _ _ _ Roof Plafe. _ ROOF Plate. ROOF Plate. ALUMINUM IDENTIFICATION LETTER MOUNTED WITH SILICONECONSULTANT: I `-' 35'-0 1/ 35'-0 1/� 35'-O 1/ AND FOAM TAPE OVER 36"X36"X3MM DIDBOND IN DARK BRONZE 085313 II r II BACKGROUND SUBSTRATE PANEL.SCREW AND SILICONE II�� 077124.A1 ATTACHMENT TO WALL. 07 7124.A1 IV3. LH FX2 10 aa13.B FIRE EXTINGUISHER CABINET El El FXp 10 7100.A2 WOOD TIMBER CANOPY WITH CORRUGATED METAL ON TOP. 07 7124.A1 Al 233800 VENTILATION HOODS - - - - - o552Level3 / _ _ _Level3 _ Level3 n FX3 _ _ L 01 zs-0" zs-o° 25'-o° General Notes-Exterior Elevations 07 3113 � 23 3800 A. EXTERIOR MATERIAL TYPES-REFER TO MATERIAL LEGEND THIS SHEET. B. DOWNSPOUTS SUPPORTS-FOR DOWNSPOUTS UP TO 12'-O"IN LENGTH • 107100.A2 PROVIDE 2 PREFINISHED METAL STRAPS(TOP AND BOTTOM).12'-0"AND LONGER PROVIDE 3 PREFINISHED METAL STRAPS(TOP,MIDDLE AND BOTTOM). VI Level 2 _ _Level 2 _ Level 2 C. WALL TYPES-SEE SHEET A1.00 15'- 15' ft 15'-U" D. SEE SHEETS A7.13,A7.14 AND A7.15 FOR TYPICAL DOOR AND WINDOW DETAILS �AA. �SF1 I� E. REFER TO DETAIL AVA7.13 FOR TYPICAL WINDOW FLASHING SEQUENCING FX3 +L F. EXTERIOR DETAILS-SEE A8.00 SERIES SHEETS L2Ve11.5 _ LBVe11.5 L-VEI 1.5 G. KNOX BOX-PROVIDE AKNOX BOX AT FACH BUILDING AS SPECIFIED. 510'-5" 1 10'-E"�1 COORDINATE LOCATION WITH THE OWNER AND THE FIRE MARSHAL H. ALIT 05 7300.A3 SF1) C ' ..I I O 104413.B C Level _I _Level 1 __Level- 1 n • ' • 0„ U" 0„ 101400.A2 084113.A1 Centennial Park in the City of Arlington FOR Buildin A- North �Building A-Stair- North ��uilding A-Stair-South 1 1/8"-V-0" U 1/8"-1'-0" U 1/8"-1'-0" Centennial Park 5J LLC AT 172nd St NE and 67th Ave NE M T K J I H G F E D C B A Arlington, WA 98223 BUILDING PERMIT - - - - - - T-P-L�Of 08/19/2019 101400.A7 104413 B This drawing is: 1 _ 1.Copyright 2019 Dykeman,Inc. 101400.A4 2.The Architect's Instrument of Professional Service. B 073113 3.For use on this project only.Obtain Architect's B 3 V3- Roof Plate. F written permission for any other use or reproduction. - - - - - _ 07712301 - V17-F V17-F 35'-0 1/2--710 PROJECT FX2 FF] 077124.A1 3 o V3 2018-015 • FX3 - - - _Level3 FX3 -- 25'-O" MARK DATE DESCRIPTION OS 5313 ------_ 233800 08/19/2019 BUILDING PERMIT V3 17-F 17- V3 07712301 FX7 057300.A3 �{�I��I MATERIAL LEGEND- EXTERIOR ELEVATIONS 107100.A2 - - - iv--F _ V3 �1 077124.A1 _ _Level2 _ 15� SF - - - - _ - Level 1.5 / FX1-CMU VENEER 10'-1 PROJECT F F FX2-FIBER CEMENT LAP SIDING PRINCIPAL IN CHARGE:I MS FX1 SF13 SF13 SF13 PROJECT MANAGER: I CH -.I PROJECT ARCHITECT:I DH CA FX3-FIBER CEMENT SMOOTH PANEL JOB CAPTAIN: I Sy L_ evel 1 - - 0„ A 084113.A7 A FX4-FIBER CEMENT ACCENT Exterior Elevations - FX5-STONE TILE Building A Building A- East G J va"=1-0' o a' a' 16' d%mmm6mmmm� IN Scale:1/8"=T-0" . . Eli SEE-SHEET A1.00 WALL TYPES \ 2 3 4 5 1 2 3 4 5 KEYNOTE LEGEND KEYNOTE KEYNOTE TEXT 05 5200.A1 18"DEEP BOLT-ON PREFABRICATED METAL BALCONY:ONE PIECE FULLY-W ELDED ALUMINUM CONSTRUCTION WITH A POWDER COAT FINISH.1/4"X 3"ALUMINUM SLAT FLOOR.REF.TO DYKEMAN STRUC.DRAWINGS FOR CONNECTION DETAILS. 057300.A3 PREMANUFACTURED ALUMINUM GUARDRAIL 073113 ASPHALT SHINGLES ARCHITECTURE + DESIGN 1 2 3 4 5 6 7 8 9 10 11 07 7123 01 PREFINISHED GUTTER 077124.A1 DOWNSPOUT D 077226.A1 ROOF VENTILATOR _ _ 1716 West Marl- D 084113.A1 ALUMINUM STOREFRONT Top of 077226.A1 085313 VINYL WINDOWS Roof�� 10 7100.A2 WOOD TIMBER CANOPY WITH CORRUGATED METAL ON TOP. 45-0 1 233800 VENTILATION HOODS CONSULTANT: 07 3113 I I I I I I onlza Roof Plate. n 35'-0 1 07 7124.A, V16-F Ll-F V6-F General Notes - Exterior Elevations 05 5200.A1 — — — — A. EXTERIOR MATERIAL TYPES-REFER MATERIAL LEGEND THIS SHEET. Level 3 /1 6. DOWNSPOUTSSUPPORTS-FOR DOWNN SPOUTS UPTO LENGTH • PROVIDE 2 PREFINISHED METAL STRAPS(TOP ANDD BOOTTOMTOM)..12'-0"AND 23 3800 LONGER PROVIDE 3 PREFINISHED METAL STRAPS(TOP,MIDDLE AND BOTTOM). 085313 C. WALL TYPES-SEE SHEET A1.00 3 D. SEE SHEETS A7.13,A7.14 AND A7.15 FOR TYPICAL DOOR AND WINDOW DETAILS �AA. V3 E. REFER TO DETAIL AI/A7.13 FOR TYPICAL WINDOW FLASHING SEQUENCING FX7 V16-F Vifi-F V6-F F. EXTERIOR DETAILS-SEE A8.00 SERIES SHEETSG. KNOX BOX-PROVIDE A KNOX BOX AT EACH BUILDING AS SPECIFIED. 10 7100A2 _ L_eveh2'' COORDINATE LOCATION WITH THE OWNER AND THE FIRE MARSHAL 15' UH. ALIGN FIBER CEMENT PANEL HORIZONTAL JOINTS AT BUILDING CORNERS,TYP. 084113.A1 STATE OF WASHINGTGN 084113.A1 — SF — — SF — — FX1 Level1.5 n T0'--ei c PROJECT IDENTIFICATION: c 05 7300.A3 5F r Centennial Park in ( Levell IC the City of Arlington �1 FOR Centennial Park 5J LLC Buildin A-South AT 172nd St NE and 67th Ave NE Arlington, WA 98223 BUILDING PERMIT 08/19/2019 A B C D E F T H I J K L M This drawing is: 1.Copyright 2019 Dykeman,Inc. 233100 07 3113 2.The Architect's Instrument of Professional Service. B _ _ _ _ _ _ _ _ _ _ _ Top of Rood 3.For use on this project only.Obtain Architect's B 45'_0 written permission for any other use or reproduction. I I I I I I I I I I PROJECT NUMBER on12a a, 2018-015 — — — 4- V15-F—V4-F — V4-F—V15-F V4 F —15- — Roof Plate. n 1/2" • 077124.A1 MARK DATE DESCRIPTION V16-F / Vi6-F V16-F V16-F 08/19/2019 BUILDING PERMIT 055200.Level 3 25'-0" MATERIAL LEGEND- EXTERIOR ELEVATIONS i )� OB 5313 V16-F Vi6-F 66-F V16-F FX1-CMU VENEER 10 7100.A2 084113.A1_ _ — — Levell • <SF 15'-0 FX2-FIBER CEMENT LAP SIDING PRINCIPAL IN IN CHARGE�MS CH — — — — tSF SFn — SF Level 1.5 n PROJECT MANAGER: CH 10'-6" 1 FX3-FIBER CEMENT SMOOTH PANEL PROJECT ARCHITECT: SZ JOB CAPTAIN:FX, FX7 A F1 SET aSF 5F2 SF,14 FX4-FIBER CEMENT ACCENT A Level 1 n Exterior Elevations - O" FX5-STONE TILE Building A 0 4' 8' 16' m •" d%mmm6mmm� IN Scale:1/8"=T-W . . 2 Building A-West SEE-SHEET A1.00 WALL TYPES \ 1 2 3 4 5 1 2 3 4 5 KEYNOTE LEGEND KEYNOTE I KEYNOTE TEXT 05 5200.A1 18"DEEP BOLT-ON PREFABRICATED 3 2 METAL BALCONY:ONE PIECE DYKEMAN FULLY-WELDED ALUMINUM 3.10- 3.10- CONSTRUCTION WITH A POWDER COAT FINISH.114"X 3"ALUMINUM SLAT FLOOR. DESIGN REF.TO STRUC.DRAWINGS FOR ARCHITECTURE + M L K J I H G F E D C B A CONNECTION DETAILS. D 057301 PREMANUFACTURED ALUMINUM GUARDRAIL D RW2 TO of Roof 073113 ASPHALT SHINGLES — — — — — — — — — — — — — — — — 07712301 PREFINISHED GUTTER 45'-0" 07 7124.A1 DOWNSPOUT RWz Rw1 — 10 7101 WOOD TIMBER CANOPY WITH CORRUGATED METAL ON TOP. CONSULTANT: - ------ -—--' - — — — — — — — — Roof Plate.— — — — — 35'-01/ UNIT UNIT UNIT UNIT 304 303 302 301 RW1 — — — — — — Living Room Kitchen Living Room Kitchen Kitchen FC2 Living Raam Kitchen Living Room — — — — Level3 n 25'_ zaa zo UNIT UNIT UNIT UNIT 9552 201 REGISTERED ARC HITECT Living Room Kitchen Living Room Kitchen Ktchen FC2 Living Room Kitchen Living Room — — Level A L AA ON STEVENS - Level 1.5 STATE Cl wASHiNGTC1 r 10'_g�� V C UNIT UNITS PROJECT IDENTIFICATION: C R-101 01 1'-6"5'-0"1' 6" �67_1 Living RoomCentennial Park in Level 1__ _ _ _ ___ __ ____ _ _ _ -0 the City of Arlington — II—III III—III III—I : III—I II —III —I 11—III —I III III—III—III —III III—I I I—I III—III—III=1 II FOR =III III III III III III III III II IIf7r7r4iII III III III III III III II III III III II IIII III= JJ Centennial Park 5J (��nsverse Section- Buiding A LLC 1_0AT 172nd St NE and 67th Ave NE 1 Arlington, WA 98223 3.10- 3.10- BUILDING PERMIT 11 10 9 8 7 6 5 4 3 2 1 11 10 9 8 7 6 5 4 3 2 , 08/19/2019 RW3 RW1 This drawing is: 1.Copyright 2019 Dykeman,Inc. To of Roof _RWa To of Roof 2.The Architect's Instrument of Professional Service. B — — — — — — — — — — — 3.For use on this project only.Obtain Architect's B I RI 1 Rwz — 45'-0" — �45'-0" i 07 3113 i written permission for any other use or reproduction. 1 _ PROJECT 07 7123 01 NUMBER Roof Plate. _ 2018 015 ---- ` -------- ------------- -- _ _ _ Roof Plate. � 35'-0 1/2" 1 35'-0 1/2" `1 • UNIT 304 F UNIT 07 I 7124.A1 MARK DATE DESCRIPTION Bedroom Bathroom Living Room 302 :, 055200.A1 08/19/2019 BUILDING PERMIT FC2 J L .FC3 FC2 Living Room 25 el 3 n r Level 3 T NIT zoo ' - - UNIT ' Bedroom f_ ' loom S. m 2�02 g Bathroom ��g o �e FC2 FC3 FC2 Living Room �L15'-0" 1 • ' o _ = PRINCIPAL IN CHARGE: MS Level 1.5 v 1-0 e1 1.5 10 7100.A2 — — — — — — — — — — — � �0,-6� � PROJECT MANAGER: I DH Q — 1 10-" — PROJECT ARCHITECT: DH JOB CAPTAIN: I SZ UNIT I ul rc p UNIT Aof R-101 1p R-101 OS 7300.A3 A — — — Level — — Level JM _ 0" o" Sections - Building A I -1 III—I I I=1 - III=1 =1 =1 =1 =1 =1 =1 =1 ICI =1 III=1 = III III=1 l l — — — 1 —I 1=1 —III 1=1 I� 1=1 11=CN—III—I 1=1 1=1 1=1 1=1 I I 1=1 11=1 1=111=111-111=1 I— —III —1 I — 11=1 —III I—I 17 1=1 1=1 1=1 0 4' 8' 16' q Scale:1/8"=1'-0" Cross Section 1 -Building A Cross Section 2-Building A , 1 2 3 4 5 2 3 4 5 6 KEYNOTE LEGEND J KEYNOTE KEYNOTE TEXT I� 08 8300.A 30"X 48"MIRROR UNIT 265100.A __ _ 088300.E 24"X48"MIRROR UNIT 3 10 2800.B TOILET TISSUE(ROLL)DISPENSER DYKEMAN 224000.A3 224000.A3 102800.G LIQUID-SOAP DISPENSERS 102813.A4 TOILET TISSUE DISPENSER 088300.A 102813.A5 SANITARY NAPKIN DISPOSAL UNIT ARCHITECTURE + DESIGN 5 A4.10- d 22 4000.A3 10 2813.A7 TOILET SEAT COVER DISPENSER 22 4000.A2 22 4000.A2 BATHROOM LAVATORY D _ _ 224000.A3 TUB SHOWER UNIT _ _ 1716 West Marl-Vie, D e _ _ 26 5100.A BATHROOM LIGHT FIXTURE 224000.A4 TOILET 10 2800.E 10 2800.B 224000.A4 - - 224000.A4 ,02a,3 ADA GRAB BAR K - 254 152 254 ,s z1 3o 21 ,s 21 BATHROOM PLAN GENERAL NOTES 34 34 34 A. SEE A6.01 AND A6.02 FOR ACCESSIBILITY �Building A- Bathroom 204- Plan athroom 204-A Bathroom 204-B ��Bathroom 204-C ��Bathroom 204- D CLEARANCES,GRAB BAR REINFORCING,AND J ,/q•=,_p• *g114•=,_p• JU ,/q•=,_p• Jl, ,/q•=,_p• Ju ,/q•=,_p• INSTALLATION REQUIREMENTS AT FIXTURES IN TYPE AND TYPE B UNITS. *10- 100.A 9552 REGISTERED ARC HITECT 22 4000.A2 Q 22 4000.A2 ,02a00.B _ 102800.E A L AA ON STEVENS I 224000.A4 STATE OF WASHINGTON 7, C 2'-11 3/4" 254 152 PROJECT � � C 12 21 24 21 " 34 34 Building A- Bathroom 203- Plan ��Bathroom 203-A Bathroom 203- B Bathroom 203-C ��Bathroom 203- D Centennial Park in �T 1 ,/4„=,,_0„ 1"rQ/ ,/4„=,,_0„ 4b 114„=,,_0„ 4c ,/4„=,,_O,. `"ru/ ,/4„=,,_0„ the City of Arlington FOR Centennial Park 5J 3a 28 5100.A -� LLC 3 A4.10- 3 224000.A3 224000.A3 224000.A3 - � OS 8300.A AT 30l zza000.Az O zz4000.Az 172nd St NE and 67th Ave NE ,ozaoo.B lozaoo.B a - - lozaoo.B Arlington, WA 98223 ICE - - zza000.Aa - - zza000.Aa BUILDING PERMIT Q ' zsa zsa 08/19/2019 12 21 24421 12 21 34 34 34 This drawing is: 1.Copyright 2019 Dykeman,Inc. Building A- Bathroom 101 L- Plan Bathroom 101 L-A ��, Bathroom 101 L- B �+ Bathroom 101 L-C *�Bathroom 101 L- D 2.TheAchitect'slnstrumentofProfessionalService. B 1 J / JQ 1 J�J / �y / 3.For use on this project only.Obtain Architect's B 1/4"=V-0" 1/4"=1'-0" 1l4"=11-0" 1/4"=1'-0" 114"=1'-0" written permission for any other use or reproduction. 6 B _-- 26 5100.A PROJECT NUMBER: 2a 2018-015 08 8300.B A4.10- 224 000.A MARK DATE DESCRIPTION 102800E - - 08/19/2019 BUILDING PERMIT - _ _ 22 4000.A4 22 4000.A4 254 152 254 12 2124 21 12 21 34 34 34 �Building A- Powder Room M02- Plan Powder Room 102-A Powder Room 102-B ��Powder Room 102-C ��Powder Room 102- D L 1/4"=1'-0' G Q 1/4"=1'-0" G U 1/4"=1'-0" L�+ 1/4"=1'-0" L U 1/4"=1'-0" PROJECT PRINCIPAL IN CHARGE:I MS 6 PROJECT MANAGER: DH PROJECT ARCHITECT:I DH JOB CAPTAIN: SZ A Y A z H ,a. o o Oa 8300.A Bathroom Plans - d 102800.G - �� Building A 1 A4.10-a 1b 102813 224000.A2 IR 102813 O 10 2813.A4 10 2813.A7 10 2813.A5 1 c ~- 0 2' 4' 8' 4 4 a 22 4000.A4 71 22 4000.A4d%MWIEE� IN 22 4000.A4 Scale:1/4"=T-0" Buildin A-Bathroom R-104- Plan Bathroom R-104 -A Bathroom R-104- B Bathroom R-104-C Bathroom R-104-D 1 ,/4"=,'-0' 1 a ,/4= ._0., 1 b ,/4= ._0., 1/4' 1 2 3 4 5 1 2 3 4 5 302 302 301 24 12 302 30 +2 302 18 12 302 KEYNOTE LEGEND 36 30 12 36 30 12 36 30 12 24 18 18 KEYNOTE KEYNOTE TEXT NO SHELF 11 O SHELF 064116 PLASTIC-LAMINATE-FACED ARCHITECTURAL CABINETS 113100.C1 113100.A1 REFRIGERATOR DYKEMAN 11 3100.B1 FREE-STANDING ELECTRIC RANGE I 1 _ 11 3100.A1 11 3100.C1 OVER-THE-RANGE MICROWAVE WITH � - REF. 224000.A1 RECIRCULATING VENTING ARCHITECTURE + DESIGN -- -- _ 113100.D1 STANDARD BUILT-IN DISHWASHER 4a o _ 113,OO.D1 224000.A1 KITCHEN SINK D _ 11 31oo.Bi ,6'-0 5/8" 152 222 254 36 36 30 24 30 24 18 24 36 ��Building A-Kitchen 204-Plan Kitchen 204-A 1830112 30312 2412 6 2 36 36 • 3 4 5 9552 REGISTERED �11 __ __ ARCHITECT 11 3100.A1 A L AA ON STEVENS _ 224000.A1 STATE OF WASHINGTON Q REF. __= 113100.61 C 11 3,OO.D1 - -' -- •-• C Centennial Park in 254 222 ,6 24 30 24 311424 36 36 36 the City of Arlington Building A- Kitchen 203- Plan Kitchen 203-A FOR Centennial Park 5J LLC AT 172nd St NE and 67th Ave 301 302 O 302 N E 3oz 18 1z 3oz 30 72 3oz za 1z Arlington, WA 98223 / 4 5 30 12 36 30 12 36 30 1218 18 36 BUILDING PERMIT Y NO SHELF NO SHELF 24 17'-2' 08/19/2019 A4.11-A 11 3,OO.C1 This drawing is: 1 Copyright 2019 Dykeman,Inc. . The cfs Instrument of Professional Amh Sew B 2a „3100.A, 3.For se on this project only.Obtain A ch tecfs ice. B 224000.A1 written permission for any other use or reproduction. T d3W- PROJECT 2018-015 254 222 152 18 24 30 24 30 24 36 36 36 2 Building A-Kitchen 201 -Plan Kitchen 201 -A MARK DATE DESCRIPTION LQ 1/4"=1'-0" 08/19/2019 BUILDING PERMIT 2430212 302 30 30212 302 1830112 302 6 7 8 9 36 30 12 36 30 12 36 30 12 PROJECT 18 18 13'-93/4" 24 NOSHELF NOSHELF PROJEPRINCIPA IN CHA GE:1 MS I DH PROJECT ARCHITECT:I DH JOB CAPTAIN: SZ 11 3100.C1 A 113100.A1 A � 22 4000.A1 fttj:--�; Kitchen Plans - Building � e e e - 11 3100.D1 A 152 222 254 0 2' 4' 8' m •" 30 24 30 24 11824 36 36 36 d%owm6mmm� IN Scale:1/4"=T-0" �,,�Building A-Kitchen 102-Plan Kitchen 102-A 2 3 4 5 1 2 3 4 5 General Notes 1. CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND COORDINATE THE WORK OF ALL TRADES INVOLVED IN THE PROJECT AS PART OF',.'S FTHIS CONTRACT. 2. DO NOT SCALE THESE DRAWINGS.DUE TO REPROGRAPHIC PROCESSES THESE DRAWINGS MAY NOT BE TO SCALE.CONTACT ARCHITECT FOR ANY NEEDED CLARIFICATION. —— 3. CONTRACTOR SHALL VERIFY CONDITIONS AT THE SITE AND REPORT . ALL DISCREPANCIES TO THE ARCHITECT BEFORE PROCEEDING WITH THE WORK. 4. CONTRACTOR SHALL PROVIDE A COMPLETE AND PROPER EXECUTION OF THE WORK AS INDICATED ON ALL DRAWINGS AND ARCHITECTURE + DESIGN SPECIFICATIONS.IF DISCREPANCIES IN LAYOUT,DIMENSIONS,OR DETAILS ARE FOUND BETWEEN ARCHITECTURAL,STRUCTURAL, D __ MECHANICAL,ELECTRICAL,CIVIL OR LANDSCAPE DRAWINGS, p CONTACT THE ARCHITECT IMMEDIATELY FOR CLARIFICATION - 1716 - BEFORE PROCEEDING. 5. REGULATIONS,STANDARDS,CONSTRUCTION,MATERIALS AND REQUIREMENTS FOR INSTALLATION OF MATERIALS SHALL CONFORM AND BE GOVERNED BY THE EDITION OF THE CODE IDENTIFIED IN THE CODES SHEET OF THESE DRAWINGS. 6. REFERENCING DRAWINGS IS FOR CONVENIENCE ONLY AND DOES NOT LIMIT OR DETAILS. BUILDING C BUILDING F 7. MATERIALS AND APPLICATION INISHES LISTED OININTERIOR AND EXTERIOR ELEVATIONS ARE FOR GENERAL INFORMATION AND CONVENIENCE OF THE CONTRACTOR AND ARE REFERENCED IN ADDITION TO MATERIALS AND FINISHES INDICATED OR SPECIFIED ELSEWHERE IN THE DOCUMENTS. _ B. HEIGHT DIMENSIONS ARE GIVEN FROM FINISHED SLAB WHERE —— INDICATED.OR RELATIVE TO DATUM NOTED ON THE DRAWINGS. 9. N.I.C.EQUIPMENT IS FURNISHED AND INSTALLED BY OTHERS. CONTRACTOR IS RESPONSIBLE FOR COORDINATION INSTALLATION AND PERFORMNG WORK AS REQUIRED BY DETAILS OR SPECIFICATIONS FOR EQUIPMENT INSTALLATION. • 10.F.O.I.C.EQUIPMENT IS FURNISHED BY OTHERS AND INSTALLED AS PART OF THIS WORK.THE CONTRACTOR IS RESPONSIBLE FOR COORDINATING THE WORK AS REQUIRED FOR INSTALLATION. 11.CONTRACTOR SHALL SEAL AROUND ALL PENETRATIONS FOR FIRE RATED WALLS,INCLUDING,BUT NOT LIMITED TO PIPING,DUCT, 4�1 CONDUIT,ETC.WITH FIRE STOPPING PER CODES THAT GOVERN THISSET OF DOCUMENTS. 12.CONTRACTOR SHALL MAINTAIN THE INTEGRITY OF THE VAPORBARRIER MEMBRANE AT THE FLOOR SLAB,WALLS,AND ROOF. BACKER ROD,SEALANT AND OTHER APPROVED MEANS SHALL BEENS APPLIED CONTINUOUSLY AROUND ALL EXTERIOR DOORS AND STATE OF wASHINGTaN WINDOW PENETRATIONS AND OTHER AREAS OF POTENTIAL AIR J WORK POINT(A,2) INFILTRATION,INCLUDING STRUCTURAL,MECHANICAL AND ELECTRICAL PENETRATIONS.THE CONTRACTOR SHALL REPAIR ANY 1 - / AS APPROVED. PROJECT IDENTIFICATION: 13.THERMAL AND SOUND INSULATION IS INTENDED TO PROVIDE A • SEC CONTINUOUS ENVELOPE AS INDICATED. Centennial Park I n 2 — 14.ALL ADA TOILETS,URINALS,AND STALLS SHALL MEET THE REQUIREMENTS OF THE CODES THAT GOVERN THIS SET OF DOCUMENTS.ALL STANDARD(NON-ADA)TOILETS SHALL BE the City of Arlington SECTOR 1 CENTERED IN STALLS OR PARTITIONS AS APPLICABLE,UNLESS OTHERWISE NOTED. l l 15.WHERE EXTERIOR CONCRETE WALKS AND LANDINGS ABUT FOR BUILDINGS,THEY SHALL BE SLOPED AWAY FROM THE BUILDING AS NOTED,BUT IN NO CASE LESS THAN.125"/12". 16.MAINTAIN NOTED SLAB THICKNESS AT ALL RECESSED SLAB AREAS Centennial Park 5 J AND SLOPING SLABS. ` I 17.ALL WOOD IN CONTACT WITH CMU,CONCRETE OR SOIL SHALL BE L L C PRESSURE TREATED,TYP.UON, 18.ALL FOAM PLASTIC INSULATION TO COMPLY WITH THE SURFACE BURNING CHARACTERISTICS DEFINED BY THE CODE THAT GOVERNS AT iiuiliui ® THIS SET OF DOCUMENTS. SPECIAL INSPECTIONS SHALL BE PROVIDED AS REQUIRED BY THE JURISDICTION THAT GOVERNS THIS SET OF DOCUMENTS.SEE 172nd St NE and 67th Ave )� SPECIF CATION SECTION 014523 FOR ADDITIONAL INFORMATION. BUILDING B 20.DRAWINGKEYNSTESDO NOT CORRELATE DIRECTLYTOINDIVIDUALSPECIFICATION NE 1 eee~ 21.BUILDING INSPECTION SHALL BE PERFORMED THROUGHOUT THE DURATION OF CO NSTRUCTION.THE FREQUENCY OF INSPECTION IS Arlington, WA 98223 IDENTIFIED IN THE CONTRACT.INSPECTIONS WILL BE PERFORMED BUILDING G ON SITE.INSPECTIONS WILL BE DOCUMENTED AND RECORDED AS BUILDING PERMIT DEEMED NECESSARY BY THE PROJECT ENGINEER. 08/1 9/201 9 I' i iiii� ii�i U u1V L' This drawing is: 1.Copyright 2019 Dykeman,Inc. 2.The Architect's Instrument of Professional Service. B 3.For use on this project only.Obtain Architect's B _ —— written permission for any other use or reproduction. PROJECT NUMBER SECTOR 21I I _ 2018-015 8 9 I MARK DATE DESCRIPTION 08/19/2019 BUILDING PERMIT 44'-11" PROJECT 4r B PRINCIPAL IN CHARGE: MS w PROJECT MANAGER: I PH PROJECTARCHITECT: DH \ \ JOB CAPTAIN: SZ A i A - ------------------ Location Plan - Building KEY PLAN B Z NOTE:REFER TO SHEET SD1.1 v BUILDING A FOR RELATIONSHIP OF 2 WORKPOINT TO SITE. 0 8' 16' 32' a • Buildin B- Location Plan IN , ll Scale:1/16"=T-0" . NO TH W.M Ra 1 2 3 4 5 2 3 4 5 General Notes- Floor Plans 3 A. EXTERIOR DIMENSIONS ARE TO THE OUTSIDE FACE OF CONCRETE FOUNDATION WALLS,FACE OF MASONRY WALLS,OR TO THE OUTSIDE FACE OF STUDS UNLESS OTHERWISE NOTED.DIMENSIONS TO MASONRY UNITS ARE NOMINAL UNLESS OTHERWISE NOTED. B. DIMENSIONS AT UNIT DEMISING WALLS ARE TO CENTERLINE OF WALL. C. INTERIOR DIMENSIONS ARE TO THE FACE OF CONCRETE,MASONRY,OR FACE OF STUDS AT FRAME WALLS,AND TO CENTERLINE OF COLUMNS DYKEMAN T-0" 8'-0" UNLESS OTHERWISE NOTED. D. DIMENSIONS LOCATING DOORS,WINDOWS AND RELIGHTS ARE TO ROOF OVERHANG NOMINAL MASONRY OPENING OR TO FINISH OPENING UNLESS 26 0125 OTHERWISE NOTED. ARCHITECTURE + DESIGN ABOVE E. SEE WALL TYPES ON SHEETS A1.00 FOR TYPICAL WALL CONSTRUCTION A212 ASSEMBLIES. D WORK POINT (A,2) 4' 77/8" (L F. ALL NON-BEARING WALLS ARE FULL HEIGHT TO UNDERSIDE OF ROOF D 07 7124.A1 4'-0" DECK OR FLOOR ABOVE. - 1716 rt - View D,l- G. APPLY TWO(2)CONTINUOUS SEALANT BEADS BENEATH STUD TRACK AT WX.6 R1 WX. ALL EXTERIOR STUD WALLS. 11 11 11 H. CONTRACTOR SHALL PROVIDE CONTINUOUS HORIZONTAL BLOCKING AT WX.6 WX�6 ALL WALL MOUNTED LAVATORIES,DRINKING FOUNTAINS,CASEWORK, 11 12R MIRRORS,HANDRAILS,ETC.REFER TO ARCHITECTURAL INTERIOR 1 - - - - - - - ELEVATIONS. CONSULTANT: ALIGN -Stair 6106 - _ I. SEE DETAIL SHEET A6.01 FOR TYPICAL MOUNTING HEIGHTS FOR WALL 2 - - WALLS I��i-I��i - - - - 2 MOUNTED ACCESSORIES AND EQUIPMENT. J. SEE FLOOR FINISH PLANS FOR TRANSITION DETAILS AND THRESHOLDS. - EQ EQ UP WN 6 C7 K. ELECTRICAL PANELS,TRANSFORMERS,BOILERS,AIR HANDLING UNITS, WNA AND DUCTWORK WHEN SHOWN,ARE INDICATED FOR CONTRACTOR 11A CONVENIENCE. 2 Bed Room L. SEE REFLECTED CEILING PLAN FOR CEILING MOUNTED EQUIPMENT. 6'-2- 10'-11" ownhouse M. THE GENERAL CONTRACTOR SHALL PROVIDE CONCRETE HOUSEKEEPING w WNA WN.6 ,O6 PADS AT MINIMUM 31/2"THICK CONCRETE WITH 6 X 6 IW2.9 X 2.9 WWF REINFORCINGNLE THERWI E N NOTED R REQUIRED ELSEWHERE IN ALIGN UNLESS OTHERWISE O O QU S WNA - TYPE B WX.6 11A__________ 11A__ THESE DOCUMENTS.PAD DIMENSIONS SHALL BE A MINIMUM 4 GREATER ALLS 11A - --- 11 C3 IN HORIZONTAL DIMENSION THAN BASE OF THE EQUIPMENT MOUNTED THEREON,UNLESS OTHERWISE NOTED.EXACT PAD LOCATIONS SHALL BE • 6'-51/2" EQ. _ _ 7'-0". - - EQ. VERIFIED IN THE FIELD. -------(01 - - - - - - IN N. CONTRACTOR TO CONFIRM ALL CLEARANCE REQUIREMENTS AS NOTED _ ON DETAIL A6.01 and A6.02. U6 I DWO. REFER TO DETAILS ON SHEET 11A7.10 FOR TYPICAL DOOR CLEARANCES. �L. ED II - 2.1P. SEE FLOOR PLANS AND BUILDING SECTIONS FOR LOCATION OF DETAILS T5 7300.A3 WN.6 WX.6 . IFOFLOORTYPIC PLANS AND FOUNDATIONTIONS FOR LOCATION F DEROOFca 11A 12R li I' - i- i- .I ASSEMBLIES AND HEADER,SILL AND SOFFIT CONSTRUCTION. f Q. CONTRACTOR SHALL SEAL AROUND ALL PENETRATIONS AT FIRE RATED EVENN rOu WX.6 WN.4 UP WALLS,INCLUDING BUT NOT LIMITED IR PIPING,DUCTS,CONDUIT,ETC., STATE OF wASHINGTGN _ -; WITH FIRESTOPPING PER I.B.C.REQUIREMENTS. 11 Sim�. - WX.6 "-I Stair B-EX 1 _ _ _ 12R 2 I I I I I I I_ - I- I- � R. SEE EXTERIOR ELEVATIONS FOR WINDOW AND LOUVER TYPES AND REF. rt DETAILS. °ABOVE 0 _ ___________ S SEE ENLARGED PLANS FOR ADDITIONAL DIMENSIONAL AND NOTE I � A2.11-B_______ I C INFORMATION. LL '• s • C - 3 i I � I I I � I I i 3 AT RESIDENTIAL UNIT INTERIORS WALL TYPE WN.411; ATCOMMINGWAINTERIORSWALLTYPEWN.6„A; Centennlal Park In TAIR LANDIN AT DEMISING WA WND.4 I i i I i i I II I I SG _ LLS,WALL TYPE WND.412A; WX.6 WX.6 li ' ABOVE AT PLUMBING WALLS,WHERE WATER CLOSET OCCURS,WALL TYPE Stair EX4 8R 6.3" '�D yyN.q 12R wN.6,1^; the City of Arlington i I i i WN.4 10 l i 077124.A1 UNLESS OTHERWISE NOTED. I ,, q 5 CL 11A �___ -----1-------- - ---- - _ ___ __ __ U. EXTERIOR WALL TYPE TO BE WX.611,TYP.UON.REFER TO PLANS, 1 Be tl Room W - - 3'1 ELEVATIONS,AND SHEET A1.00 FOR EXTERIOR FINISH WALL TYPES AND FOR 11A IA 105 WN4 EXTENT. WH TYPES 11A O7 Centennial Park 5J - U6 U7 US 5'-8" m 5'-0"- 101400.A1 TMP - MATERIAL LEGEND- FLOOR FINISHES AT WNA C3 2 __ 11A - ---- - ® CARPET 172nd St NE and 67th Ave CANOPY .12- - ABOVE .-.-. .-.-.---- - --- ---- --- ------------WNA WN _---- 13'-101/2" 1 ® VINYL PLANK NE WND.4 I; Arlington, WA 98223 UP REF. 1 0 REF. SEE-FINISH MATERIAL KEY ON SHEET A6.00 FOR PAINT COLORS. BUILDING PERMIT I _ wxs StairB105 �W= =- -- === - _� ___ _; ------ 08/19/2019 i This drawin9 is: I I I __ ___ _ =Q =__ =i WXB 1.Co ri ht 2019D eman Inc. Stair B104 WNA '� PY 9 Yk KEYNOTE LEGEND 11A __ _ _ REF. 11 2.The Architect's Instrument of Professional Service. B IU I I i �i i O i KEYNOTE KEYNOTE TEXT 3.For use on this project only.Obtain Architect's B written permission for any other use or reproduction. i I i I I I �I i --------------------- --- I 057300.A3 PREMANUFACTURED ALUMINUM C3 I --- --- ---------- j GUARDRAIL PROJECT 077124.A1 DOWNSPOUT - WNA _ I 101400.AII UNIT SIGNAGE WITH LIGHTING 2018-015 -_ALIGN 11A 9'-2 - 260125 ELECTRICAL PANELS -WALLS �L 1 Bed Room _ Loft US • WN.6 104 µ}- I o 11A MARK DATE DESCRIPTION TYPE B CL CI I 08/19/2019 BUILDING PERMIT CANOPY ABOVE� I 4.10- I FLOOR OVERHANG WN.4 ABOVE WND.4 i 11A U10 A2.11- 4 12A WNA4 4 A2.12-B J SEE DRAWING 1/Al.12-B - PROJECT-- i U10 PRINCIPAL IN CHARGE:(MS PROJECT MANAGER: DH 12'-0,� 21,-4. 11,-7. 4'-8" PROJECT ARCHITECT:I DH JOB CAPTAIN: SZ 49'-7" WN.6 s^ A A _ ---- Floor Plan - Level 1 - A B C C.1 D KEY PLAN Building B 0 2' 4' 8' IN Building B - Level 1 - Sector 1 Scale:1/4"=1'-0" . NO TH � 1 2 3 4 5 1 2 3 4 5 General Notes- Floor Plans A. EXTERIOR DIMENSIONS ARE TO THE OUTSIDE FACE OF CONCRETE FOUNDATION WALLS,FACE OF MASONRY WALLS,OR TO THE OUTSIDE FACE OF STUDS UNLESS OTHERWISE NOTED.DIMENSIONS TO MASONRY UNITS ARE NOMINAL UNLESS OTHERWISE NOTED. A T C7DB. DIMENSIONS ATUNIT DEMISING WALLS ARE TO CENTERLINE OF WALL. 3C. INTERIOR DIMENSIONS ARE TO THE FACE OF CONCRETE,MASONRY,OR 3.10- FACE OF STUDS AT FRAME WALLS,AND TO CENTERLINE OF COLUMNS DYKEMANUNLESS OTHERWISE NOTED. T 7 T D. DIMENSIONS LOCATING DOORS,WINDOWS AND RELIGHTS ARE TO NOMINAL MASONRY OPENING OR TO FINISH OPENING UNLESS WN6 OTHERWISE NOTED. ARCHITECTURE + DESIGN 11A E. SEE WALL TYPES ON SHEETS A1.00 FOR TYPICAL WALL CONSTRUCTION ASSEMBLIES. D F. ALL NON-BEARING WALLS ARE FULL HEIGHT TO UNDERSIDE OF ROOF D DECK OR FLOOR ABOVE. - 1716 West Marne Vie,D,I,e 2_0" G. APPLY TWO(2)CONTINUOUS SEALANT BEADS BENEATH STUD TRACK AT ALL EXTERIOR STUD WALLS. WN.4 H. CONTRACTOR SHALL PROVIDE CONTINUOUS HORIZONTAL BLOCKING AT WND.4 11A _ I ALL WALL MOUNTED LAVATORIES,DRINKING FOUNTAINS,CASEWORK, SEE DRAWING 12A ----- WN.4 i MIRRORS,HANDRAILS,ETC.REFER TO ARCHITECTURAL INTERIOR A A2.11- q 4 A2.12-B ELEVATIONS. /A1.11-B I. SEE DETAIL SHEET A6.01 FOR TYPICAL MOUNTING HEIGHTS FOR WALL ++-rr + r +� - - 5 MOUNTED ACCESSORIES AND EQUIPMENT. r WN 4 J. SEE FLOOR FINISH PLANS FOR TRANSITION DETAILS AND THRESHOLDS. - 11A ------- K. ELECTRICAL PANELS,TRANSFORMERS,BOILERS,AIR HANDLING UNITS, WN.4 U10 AND DUCTWORK WHEN SHOWN,ARE INDICATED FOR CONTRACTOR 11A CONVENIENCE. L. SEE REFLECTED CEILING PLAN FOR CEILING MOUNTED EQUIPMENT. M. THE GENERAL CONTRACTOR SHALL PROVIDE CONCRETE HOUSEKEEPING PADS AT MINIMUM 3 1/2"THICK CONCRETE WITH 6 X 6 M2.9 X 2.9 W W F REINFORCING UNLESS OTHERWISE NOTED OR REQUIRED ELSEWHERE IN Sim 1 Bed Room 1 THESE DOCUMENTS.PAD DIMENSIONS SHALL BE A MINIMUM 4"GREATER WN.6 C1 �L i IN HORIZONTAL DIMENSION THAN BASE OF THE EQUIPMENT MOUNTED � 10fi U6 fit 11A 10 1400.A1 hYP. THEREON,UNLESS OTHERWISE NOTED.EXACT PAD LOCATIONS SHALL BE - - VERIFIED IN THE FIELD. Typg g N. CONTRACTOR TO CONFIRM ALL CLEARANCE REQUIREMENTS AS NOTED L ALIGN 6'-5" WNA ---- i�FLOOR OVERHANG ON DETAIL ETA and N SHEET ALLS ABOVE O. REFER TO DETAILS ON SHEET 11A7.10 FOR TYPICAL DOOR CLEARANCES. �155211A 4_ 11A i P. SEE FLOOR PLANS AND BUILDING SECTIONS FOR LOCATION OF DETAILS 310- FOR TYPICAL FLOOR-TO-FOUNDATION,FLOOR-TO-WALL,WALL-TO-ROOF C3 _ _-_ _-_-_-_-_-_-_-_ ASSEMBLIES AND HEADER,SILL AND SOFFIT CONSTRUCTION. �L Q. CONTRACTOR SHALL SEAL AROUND ALL PENETRATIONS AT FIRE RATED CANOPY WNA WALLS,INCLUDING BUT NOT LIMITED TO PIPING,DUCTS,CONDUIT,ETC., STATE OF waselNCTpN ABOVE 11A WITH FIRESTOPPING PER I.B.C.REQUIREMENTS. _ _ __ R. SEE EXTERIOR ELEVATIONS FOR WINDOW AND LOUVERTYPESAND 0 REF. DETAILS. S. SEE ENLARGED PLANS FOR ADDITIONAL DIMENSIONAL AND NOTE C Stair BlO rI - INFORMATION. PROJECT IDENTIFICATION: C _ _ _ T. TYPICAL WALLS: 6 - - - - - - - ----- 6 AT RESIDENTIAL UNIT INTERIORS WALL TYPE WN.411; Stair B102 r '� ' __'__ __Q AT COMMERCIAL INTERIORS WALL TYPE WN.611A; - WX.6 • AT DEMISING WALLS,WALL TYPEWND.412A; Centennial Park In --- O REF. 11 AT PLUMBING WALLS,WHERE WATER CLOSET OCCURS,WALL TYPE U o a WN4 wN.6 the City of Arlington WX.6 11A 13'-101/2" UNLESS OTHERWISE NOTED. 1 `.7 EXTERIOR WALL TYPE TO BE WX.611,TYP.UON.REFER TO PLANS, ______________ ELEVATIONS AND SHEET A1.00 FOR EXTERIOR FINISH WALL TYPES AND I --- FOR I EXTENT. O3 LOFT Centennial Park 5J ABOVE 4'_2 `�" DB LLC Bed Room MATERIAL LEGEND- FLOOR FINISHES WNP4 _ CL AT A2.12- PE B _wH C1 ® CARPET _ 172nd St NE and 67th Ave ABOVE �t WNA4 WN.4 ® VINYL PLANK NE CANOPY L- �''..' 2 Arlington, WA 98223 Stair EX3 .a w�s �- wxfi 104413.E BUILDING PERMIT I�_ I�r v SEE-FINISH MATERIAL KEY ON SHEET A6.00 FOR PAINT COLORS. I I I z i 08/19/2019 I 7 WX6 �- 'a = I'll I rJ 11 A212 - ___ _______ This drawing is: WNA REF. __t____ -------� KEYNOTE LEGEND 1.Copyright 2019 Dykeman,Inc. 05 7300.A3 - -� WX.6 2.The Architect's Instrument of Professional Service. B 12R 3 1 i- �i KEYNOTE KEYNOTE TEXT 3.For use on this project only.Obtain Architect's B written permission for any other use or reproduction. STAIR LANDING w II WN.6 WX.6 �' .IaI , r ABOVE 057300.A3 PREMANUFACTURED ALUMINUM _ WN.6 12R .+. I.•'I:` GUARDRAIL 6 Stair B-EX 2 077124.A1 DOWNSPOUT I I i° I I � NUMBER: I --------____---------- __� _ 71 101400.A1 UNIT SIGNAGE WITH LIGHTING 2018-015 U6 11A DW 104413.B FIRE EXTINGUISHER CABINET 6'-51/2" EQ. L CA OPY 2 Bed Room - MARK DATE DESCRIPTION A OVE C3 LIGN Townhouse 1 08/19/2019 BUILDING PERMIT WALLS WN.4 w V-51/2" 10,-11"US - 11A - TYPEB 3.10- WN.4 I I I i II ALIGN I WX.611 1 -I 11 C WALLS II Stair B101 - 8 g - - - - _ PROJECT 6 11 O 4'-0" 07 7124.A1 TYP 9 ! g ` PRINCIPAL IN CHARGE1MS 4 7/8 Y'116 WX.6 1 CI JI PROJECT MANAGER. 11 PROJECT ARCHITECT1DH 2'-8" A2.11- JOB CAPTAIN: A ` A 12'-0" 21'-4" 11'-7" 4'-8" 49'-7" ------ -'- Floor Plan - Level 1 - A B C J C.1 D KEY PLAN Building B 0 2' 4' 8' IN < " '6 Building B- Level 1 -Sector 2 Scale:1/4"=1'-0" . 1/4"=VI NO TH 1 2 3 4 5 1 2 3 4 5 General Notes- Floor Plans A. EXTERIOR DIMENSIONS ARE TO THE OUTSIDE FACE OF CONCRETE FOUNDATION WALLS,FACE OF MASONRY WALLS,OR TO THE OUTSIDE FACE OF STUDS UNLESS OTHERWISE NOTED.DIMENSIONS TO MASONRY UNITS ARE NOMINAL UNLESS OTHERWISE NOTED. A B T B. DIMENSIONS AT UNIT DEMISING WALLS ARE TO CENTERLINE OF WALL. 3 C. INTERIOR DIMENSIONS ARE TO THE FACE OF CONCRETE,MASONRY,OR 3.10- FACE OF STUDS AT FRAME WALLS,AND TO CENTERLINE OF COLUMNS DYKEMAN UNLESS OTHERWISE NOTED. D. DIMENSIONS LOCATING DOORS,WINDOWS AND RELIGHTS ARE TO ,101. NOMINAL MASONRY OPENING OR TO FINISH OPENING UNLESS OTHERWISE NOTED. ARCHITECTURE + DESIGN 233800 A2.12- E. SEE WALL TYPES ON SHEETS A1.00 FOR TYPICAL WALL CONSTRUCTION ASSEMBLIES. D TYP. F. ALL NON-BEARING WALLS ARE FULL HEIGHT TO UNDERSIDE OF ROOF _ _ p DECK OR FLOOR ABOVE. 1 ROOF CANOPY G. APPLY TWO(2)CONTINUOUS SEALANT BEADS BENEATH STUD TRACK AT3161 WA 98201 4'-77/8"�L WX.6 BELOW BELOW ALL EXTERIOR STUD WALLS. 11 -- ---- ------------� BALCONY H. CONTRACTOR SHALL PROVIDE CONTINUOUS HORIZONTAL BLOCKING AT WX.6 ABOVE ALL WALL MOUNTED LAVATORIES,DRINKING FOUNTAINS,CASEWORK, 11 MIRRORS,HANDRAILS,ETC,REFER TO ARCHITECTURAL INTERIORCONSULTANT: 1 - - - - - - - ---- - - 1 ELEVATIONS. I. SEE DETAIL SHEET A6.01 FOR TYPICAL MOUNTING HEIGHTS FOR WALL 4 t° - �I o - - - 2 MOUNTED ACCESSORIES AND EQUIPMENT. Ug -z J. SEE FLOOR FINISH PLANS FOR TRANSITION DETAILS AND THRESHOLDS. 11P' K. ELECTRICAL PANELS,TRANSFORMERS,BOILERS,AIR HANDLING UNITS, WN.4 AND DUCTWORK WHEN SHOWN,ARE INDICATED FOR CONTRACTOR CONVENIENCE. _ _ALIGN WALL L. SEE REFLECTED CEILING PLAN FOR CEILING MOUNTED EQUIPMENT. M. THE GENERAL CONTRACTOR SHALL PROVIDE CONCRETE HOUSEKEEPING -5'-10"_ 1'-4" - - - PADS AT MINIMUM 31/2"THICK CONCRETE WITH 6 X 6/W2.9 X 2.9 WWF WNA _ _ _ REINFORCING UNLESS OTHERWISE NOTED OR REQUIRED ELSEWHERE IN 11A WN.4 - 106T WX.6 THESE DOCUMENTS.PAD DIMENSIONS SHALL BE A MINIMUM 4"GREATER 11A U5 -- - IN HORIZONTAL DIMENSION THAN BASE OF THE EQUIPMENT MOUNTED • US - THEREON,UNLESS OTHERWISE NOTED.EXACT PAD LOCATIONS SHALL BE U6 VERIFIED IN THE FIELD. CANOPY �v U10 N. CONTRACTOR TO CONFIRM ALL CLEARANCE REQUIREMENTS AS NOTED BELOW - _ - = WN.4 11A ,}I, ON DETAIL A6.01 and A6.02. �1552 3 11A - 11;J - - 2 1 0. REFER TO DETAILS ON SHEET VA7.10 FOR TYPICAL DOOR CLEARANCES. WNA _ P. SEE FLOOR PLANS AND BUILDING SECTIONS FOR LOCATION OF DETAILS FOR TYPICAL FLOOR-TO-FOUNDATION,FLOOR-TO-WALL,WALL-TO-ROOF U6 - _i � IASSEMBLIES AND HEADER,SILL AND SOFFIT CONSTRUCTION. WN.4 II - - a Q. CONTRACTOR SHALL SEAL AROUND ALL PENETRATIONS AT FIRE RATED WN'6 11A WX6 _A U70 11A - WALLS,INCLUDING BUT NOT LIMITED TO PIPING,DUCTS,CONDUIT,ETC., STATE OF wASHINGTON - - -.- -i - WITH FIRESTOPPING PER I.B.C.REQUIREMENTS. WX.6 -10 FF R. SEE EXTERIOR ELEVATIONS FOR WINDOW AND LOUVER TYPES AND DETAILS. S. SEE ENLARGED PLANS FOR ADDITIONAL DIMENSIONAL AND NOTE C INFORMATION. PROJECT IDENTIFICATION: C _ T. TYPICAL WALLS: AT RESIDENTIAL UNIT INTERIORS WALL TYPE WNA 11; AT COMMERCIAL INTERIORS WALL TYPE WN.611A;AT DEMISING WALLS,WALL TYPE WND.412A; Cen tennial Park In WND.4 TYP. P_4^ >> 12A WX g AT PLUMBING WALLS,WHERE WATER CLOSET OCCURS,WALL TYPE 077124.A1 12R :;�.I �- WN.611A; the City of Arlington 5 1 1 L UNLESS OTHERWISE NOTED. _ _ _ U. EXTERIOR WALL TYPE TO BE WX.611,TYP.UON.REFER TO PLANS, 3'1 ELEVATIONS,AND SHEET A1.00 FOR EXTERIOR FINISH WALL TYPES AND FOR �Al TYP. EXTENT. 1-6„ S` 07 7124.A7 105L 2'_ I -10" WX6 Centennial Park 5J OPEN TO g „ - BELOW - z L L C CANOPY WN.4 WNA - BELOW 11A 10 - _ �BALcoNYABOVE _ MATERIAL LEGEND FLOOR FINISHES AT (_6 ® - - CARPET 10 1� 172nd St NE and 67th Ave WN 4 WN.4 2 6 ® VINYL PLANK NE 11A11A Arlington, WA 98223 U10---� WX.6 y SEE-FINISH MATERIAL KEY ON SHEET A6.00 FOR PAINT COLORS. BUILDING PERMIT i i i i � �- ----- >> � 08/19/2019 4 - - - - - - - - - - U ��/// This drawing is: WND.41 = - KEYNOTE LEGEND 1.Copyright 2019 Dykeman,Inc. 2.The Architect's Instrument of Professional Service. B KEYNOTE KEYNOTE TEXT 3.For use on this project only.Obtain Architect's B - -3'-5' T-0" written permission for any other use or reproduction. 077124.A1 DOWNSPOUT _ U7 -1 107100.A1 WOOD TIMBER CANOPY WITH • WX.6 CORRUGATED METAL ON TOP.TIE WNA „ ROD BACKT04X6WOOD POST IN NB WNA 11A 2018-015 - WALL. 233800 VENTILATION HOODS CANOPY _ US BELOW OPEN TO 104E L -- ----- • BELOW MARK DATE DESCRIPTION U6 08/19/2019 BUILDING PERMIT 0 z I WN.4 ---.._.-.._...------- __---------------------------Ell - WNA _ FLOOR OVERHNAG WN 4 2' 10" FLOOR OVERHNAG A2.11- 4 ABOVE~i 11A ~ABOVE 4 A2.12-B 5 � Ifs SEE DRAWING 1/A1.22-B WND.4 WNA •JECT TEAM: 2'-10" WN 4 -----� ` PRINCIPAL IN CHARGE: MS 10 PROJECT MANAGER: JOB CAPTAIN: DH U6 PROJECT CHITECT: SZ i ... A 12'-0^ zr-a^ 1 r-7^ a'-6" A CANOPY BELOW 49'-7" , _ ---- --- Floor Plan - Level 2 - A B C J C.1 D KEY PLAN Building B 0 2' 4' 8' Q Building B - Level 2 - Sector 1 Scale:1/4"=T-O" E . NO THW.M WA 1 2 3 4 5 1 2 3 4 5 General Notes- Floor Plans A. EXTERIOR DIMENSIONS ARE TO THE OUTSIDE FACE OF CONCRETE FOUNDATION WALLS,FACE OF MASONRY WALLS,OR TO THE OUTSIDE FACE OF STUDS UNLESS OTHERWISE NOTED.DIMENSIONS TO MASONRY UNITS ARE NOMINAL UNLESS OTHERWISE NOTED. B. DIMENSIONS AT UNIT DEMISING WALLS ARE TO CENTERLINE OF WALL. 3 C. INTERIOR DIMENSIONS ARE TO THE FACE OF CONCRETE,MASONRY,OR 3.10- FACE OF STUDS AT FRAME WALLS,AND TO CENTERLINE OF COLUMNS DYKEMAN UNLESS OTHERWISE NOTED. D. DIMENSIONS LOCATING DOORS,WINDOWS AND RELIGHTS ARE TO NOMINAL MASONRY OPENING OR TO FINISH OPENING UNLESS OTHERWISE NOTED. ARCHITECTURE + DESIGN E. SEE WALL TYPES ON SHEETS A1.00 FOR TYPICAL WALL CONSTRUCTION ASSEMBLIES. D F. ALL NON-BEARING WALLS ARE FULL HEIGHT TO UNDERSIDE OF ROOF D U6 DECK OR FLOOR ABOVE. - - View D,l- WN.4 G. APPLY TWO(2)CONTINUOUS SEALANT BEADS BENEATH STUD TRACK AT 1 ALL EXTERIOR STUD WALLS. H. CONTRACTOR SHALL PROVIDE CONTINUOUS HORIZONTAL BLOCKING AT FLOOR OVERHNAG ALL WALL MOUNTED LAVATORIES,DRINKING FOUNTAINS,CASEWORK, SEE DRAWING FLOOR OVERHNAG WN.4 ~ABOVE MIRRORS,HANDRAILS,ETC.REFER TO ARCHITECTURAL INTERIOR ELEVATIONS.11_ q �iCONSULTANT: ABOVE 4 A2.12-B 1/A1.21-B I. SEE DETAIL SHEET A6.01 FOR TYPICAL MOUNTING HEIGHTS FOR WALL 5 - ++-rr ++-ter ++-rr✓•-�-�+ MOUNTED ACCESSORIES AND EQUIPMENT. SEE FLOOR FINISH PLANS FOR TRANSITION DETAILS AND THRESHOLDS. WND 4 WNA K. ELECTRICAL PANELS,TRANSFORMERS,BOILERS,AIR HANDLING UNITS, 12A 11A - AND DUCTWORK WHEN SHOWN,ARE INDICATED FOR CONTRACTOR CONVENIENCE. z WN 4 L. SEE REFLECTED CEILING PLAN FOR CEILING MOUNTED EQUIPMENT. M. THE GENERAL CONTRACTOR SHALL PROVIDE CONCRETE HOUSEKEEPING WNq _ PADS AT MINIMUM 31/2"THICK CONCRETE WITH 6X6 NY2.9X2.9 WWF U6 11A REINFORCING UNLESS OTHERWISE NOTED OR REQUIRED ELSEWHERE IN THESE DOCUMENTS.PAD DIMENSIONS SHALL BE A MINIMUM 4"GREATER OPEN TO 103E IN HORIZONTAL DIMENSION THAN BASE OF THE EQUIPMENT MOUNTED • BELOW THEREON,UNLESS OTHERWISE NOTED.EXACT PAD LOCATIONS SHALL BE CANOPY --------i VERIFIED IN THE FIELD. - (LSTERED WN.4 N. CONTRACTOR TO CONFIRM ALL CLEARANCE REQUIREMENTS AS NOTED BELOW 11A SE DETAIL PLANS and A6.02. O. REFER TO DETAILS ON SHEET VA7.10 FOR TYPICAL DOOR CLEARANCES. 9552 WN.4 3'-11"r 4 ARCHITECT _ P. SEE FLOOR PLANS AND BUILDING SECTIONS FOR LOCATION OF DETAILS AFC HITLCT WX.6 3.10- FOR TYPICAL FLOOR-TO-FOUNDATION,FLOOR-TO-WALL,WALL-TO-ROOF ASSEMBLIES AND HEADER,SILL AND SOFFIT CONSTRUCTION. ' Q. CONTRACTOR SHALL SEAL AROUND ALL PENETRATIONS AT FIRE RATED q L AA ON STEVENS 3-5" 7'-0" WALLS,INCLUDING BUT NOT LIMITED TOPPING,DUCTS,CONDUIT,ETC., STATE OF wasHiNCTON WITH FIRESTOPPING PER I.B.C.REQUIREMENTS. R. SEE EXTERIOR ELEVATIONS FOR WINDOW AND LOUVER TYPES AND DETAILS. _ S. SEE ENLARGED PLANS FOR ADDITIONAL DIMENSIONAL AND NOTE C _ _ (TYPICAL WALLS •JECT •: T. 0 6 _-- 6 AT RESIDENTIAL UNIT INTERIORS WALL TYPE WNA 11; WX.6 WND4 AT COMMERCIAL INTERIORS WALL TYPE WN.611A; Centennial Park In 12A � ' � i I i i i I I i I I I WN.4� U10 11 - AT DEMISING WALLS,WALL TYPE WND.412A; AT PLUMBING WALLS,WHERE WATER CLOSET OCCURS,WALL TYPE WN.611A; the City of Arlington UNLESS OTHERWISE NOTED. U. EXTERIOR WALL TYPE TO BE WX.611,TYP.UON.REFER TO PLANS, W N.4 (L ELEVATIONS,AND SHEET A1.00 FOR EXTERIOR FINISH WALL TYPES AND FOR 11A _ EXTENT. 107100.A1 ---- -------- Centennial Park 5J U6 CL ANOPY wA z 2'-10" I LLC I. BELOW �� ' - OPEN TO I-BALCONY ABOVE wNa MATERIAL LEGEND- FLOOR FINISHES AT BELOW - WX.6 1'-5" 11 I 102E I ! CARPET 172nd St NE and 67th Ave 5 _ NE ? , --------- --- 6.1 I ® VINYL PLANK 2 Arlington, WA 98223 WND.4 WX.6 z' a" wxs 12A 12R BUILDING PERMIT 11 SEE-FINISH MATERIAL KEY ON SHEET A6.00 FOR PAINT COLORS. OI 2-I. L. 08/19/2019 This d is: W-O" .A2.1& rawing 1.Copyright 2019 Dykeman,Inc. wXs U10 - -� ? 11A I; KEYNOTE LEGEND WX.6 2.The Architect's Instrument of Professional Service. B 11 z 12R .3. i' � i` 1i 3.For use on this project only.Obtain Architect's B .Il KEYNOTE KEYNOTE TEXT P 1 Y written permission for any other use or reproduction. 11A WNA - _ wN.4 Wx,6 I I a , , 077124.AI DOWNSPOUT PROJECT 1 - 12R i.i ,i''i'.i': i. I. i �i:` 107100.A1 WOOD TIMBER CANOPY WITH -� U6 I' �'• ..,i' - � CORRUGATED METAL ON TOP.TIE - WN.4 - ROD BACK T04X6 WOOD POST IN WALL. 2018-015 7.1 CANOPY _- - _ 11A WN 4 233800 VENTILATION HOODS BELOW - _ U6 10 _ • WN4 U10 WN.4 UB -- =ALIGN WALLS- MARK DATE DESCRIPTION 11A 11A O8/19/2019 BUILDING PERMIT 101T 3.10- U5 WN.4 - i Fi is - t A. - WN.4 l - i � O I 11 9 - - - - - - __________ PROJECT TTEAM- 11 13'-0" WX.6 L________________I---- -`BALCONY B ` PRINCIPAL IN CHARGE:(MS 4'-77/8" 1 CANOPY ABOVE j PROJECT MANAGER: DH BELOW PROJECT ARCHITECT:(DH TYR TYP. A2.11- 4'-0" JOB CAPTAIN: SZ 233800 07 7124.A1 A A 12'-0" 21'-4" 11'-7" 4'-8" 49'-," ---------- -- Floor Plan - Level 2 - A B C 8D KEY PLAN Building B 0 2' 4' 8' a Building B- Level 2-Sector 2 Scale:1/4"=T-O" . NO TH 1 2 3 4 5 1 2 3 4 5 General Notes- Floor Plans A. EXTERIOR DIMENSIONS ARE TO THE OUTSIDE FACE OF CONCRETE FOUNDATION WALLS,FACE OF MASONRY WALLS,OR TO THE OUTSIDE FACE OF STUDS UNLESS OTHERWISE NOTED.DIMENSIONS TO MASONRY UNITS ARE NOMINAL UNLESS OTHERWISE NOTED. B. DIMENSIONS AT UNIT DEMISING WALLS ARE TO CENTERLINE OF WALL. 3 C. INTERIOR DIMENSIONS ARE TO THE FACE OF CONCRETE,MASONRY,OR 3.10- FACE OF STUDS AT FRAME WALLS,AND TO CENTERLINE OF COLUMNS DYKEMAN UNLESS OTHERWISE NOTED. D. DIMENSIONS LOCATING DOORS,WINDOWS AND RELIGHTS ARE TO NOMINAL MASONRY OPENING OR TO FINISH OPENING UNLESS OTHERWISE NOTED. ARCHITECTURE + DESIGN E. SEE WALL TYPES ON SHEETS A1.00 FOR TYPICAL WALL CONSTRUCTION 12 ASSEMBLIES. D F. ALL NON-BEARING WALLS ARE FULL HEIGHT TO UNDERSIDE OF ROOF View D,l- D �L 233800 1 i6'-0" `L 8'-8" DECK OR FLOOR ABOVE. - - TYP G. APPLY TWO(2)CONTINUOUS SEALANT BEADS BENEATH STUD TRACK AT ALL EXTERIOR STUD WALLS. 4'-7 718• WX.6 WX.6 H. CONTRACTOR SHALL PROVIDE CONTINUOUS HORIZONTAL BLOCKING AT ALL WALL MOUNTED LAVATORIES,DRINKING FOUNTAINS,CASEWORK, MIRRORS,HANDRAILS,ETC.REFER TO ARCHITECTURAL INTERIOR - - - - - - - ELEVATIONS. i = �I i I. SEE DETAIL SHEET A6.01 FOR TYPICAL MOUNTING HEIGHTS FOR WALL U4 - - - c - - - 2 MOUNTED ACCESSORIES AND EQUIPMENT. J. SEE FLOOR FINISH PLANS FOR TRANSITION DETAILS AND THRESHOLDS. ii WNA '"' I WNA i e K. ELECTRICAL PANELS,TRANSFORMERS,BOILERS,AIR HANDLING UNITS, 11A U10 AND DUCTWORK WHEN SHOWN,ARE INDICATED FOR CONTRACTOR 1 eed Room CONVENIENCE. EQ EQ WN.4 L SEE REFLECTED CEILING PLAN FOR CEILING MOUNTED EQUIPMENT. U5 - 306 M. THE------- -- -- GENERAL CONTRACTOR SHALL PROVIDE CONCRETE HOUSEKEEPING WNAqp PADS AT MINIMUM 3 1/2"THICK CONCRETE W ITH 6 X 6/W2.9 X 2.9 W W F - - REINFORCING UNLESS OTHERWISE NOTED OR REQUIRED ELSEWHERE IN 6'-8" 13'-9" THESE DOCUMENTS.PAD DIMENSIONS SHALL BE A MINIMUM 4"GREATER � - - - O1 WX.6 IN HORIZONTAL DIMENSION THAN BASE OF THE EQUIPMENT MOUNTED 0 - Sim �g THEREON,UNLESS OTHERWISE NOTED.EXACT PAD LOCATIONS SHALL BE =E4. - - T-0"- - - EQ._ 11 VERIFIED IN THE FIELD. N. CONTRACTOR TO CONFIRM ALL CLEARANCE REQUIREMENTS AS NOTED S ON DETAIL A6.01 and A6.02. - WN.6 I DW I U2 O. REFER TO DETAILS ON SHEET 11A7.10 FOR TYPICAL DOOR CLEARANCES. D552 REGISTERED 11A -- L 2'1 P. SEE FLOOR PLANS AND BUILDING SECTIONS FOR LOCATION OF DETAILS ARC HITLCT - WN,6 - - - FOR TYPICAL FLOOR-TO-FOUNDATION,FLOOR-TO-WALL,WALL-TO-ROOF - WNA „A - WX.6 i, i i i;- i i-a � ASSEMBLIES AND HEADER,SILL AND SOFFIT CONSTRUCTION. ,1A I WNA 12R .j 'li i ;'i Q. CONTRACTOR SHALL SEAL AROUND ALL PENETRATIONS AT FIRE RATED A L AA ON STEVENS 5'-0"NOM. i. WALLS,INCLUDING BUT NOT LIMITED TO PIPING,DUCTS,CONDUIT,ETC., STATE OF wASHINGTON - U10 I VyX WITH FIRESTOPPING PER I.B.C.REQUIREMENTS. _ WX.6 _ 12R 2' R. SEE EXTERIOR ELEVATIONS FOR WINDOW AND LOUVER TYPES AND DETAILS. S. SEE ENLARGED PLANS FOR ADDITIONAL DIMENSIONAL AND NOTE --�---� C - �_ - = - A2.11-B T. (TYPICAL WALLS '• d C - - 3 AT RESIDENTIAL UNIT INTERIORS WALL TYPE WNA 11; �i - � AT COMMERCIAL INTERIORS WALL TYPE WN.6„A; Centennlal Park In WX.6 _ AT DEMISING WALLS,WALL TYPE WND.412A; b i ___ - 5 WN4 f `� AT PLUMBING WALLS,WHERE WATER CLOSET OCCURS,WALL TYPE � _ _ - W R6 ` ; ,� ! WN.6 the City of Arlington UNLESS OTHERWISE NOTED. \ I WND.4 - i - - 3 1 U. EXTERIOR WALL TYPE TO BE WX.611,TYP.UON.REFER TO PLANS, _ ELEVATIONS,AND SHEET A1.00 FOR EXTERIOR FINISH WALL TYPES AND FO R A2.11-B - WX.6 TVIP EXTENT. i - 07 7124.A1 - Centennial Park 5J Sim OS 5200.A1 2'_10" 0 4 L L C T.O WALL @S-0.� WN.4 WN.4 z WN.4 4.11 11A 11A CE - 10 1112 TVP. MATERIAL LEGEND- FLOOR FINISHES U3 - AT 305 11 A 11A U6 - 101 2'I10" ------8'-9 CARPET 172nd St NE and 67th Ave WNA TIII -3" 9'-8" S-2. NE 11A U1 ® VINYL PLANK Arlington, WA 98223 WX.6 U,0 n 11 - - in 101400.A7 II - O 0 I . . _ US U8 �W- --.-- - _ _ '? i SEE-FINISH MATERIAL KEY ON SHEET A6.00 FOR PAINT COLORS. BUILDING PERMIT u, WX.6 - - - 4 08/19/2019 Sim This drawing is: KEYNOTE LEGEND ,.Copyright 2019 Dykeman,Inc. WX.6 < 2.The Architect's Instrument of Professional Service. B 11 WN.4 +-- CL KEYNOTE KEYNOTE TEXT 3.For use on this project only.Obtain Architect's B _ written permission for any other use or reproduction. iv 05 5200.A1 18"DEEP BOLT-ON PREFABRICATED _ _ n U6 - US METAL BALCONY:ONE PIECE 0 FULLY-WELDED ALUMINUM U3 U5 CONSTRUCTION WITHAPOWDER w x - COAT FINISH.1/4"X3"ALUMINUM 2018-015 3 - c SLAT FLOOR.REF.TO STRUC. DRAWINGS FOR CONNECTION US N DETAILS. 0 304 - Li- 1001400.A1 UNWSIGNAGE WITH LIGHTING MARK DATE DESCRIPTION I I-- O ' CL 233800 VENTILATION HOODS 08/19/2019 BUILDING PERMIT I WN.6 0 ID i WX.6 A2.11- 4 4 A2.12- I I I SEE DRAWINGPROJECT TEAM- - I I li I I PRINCIPAL IN CHARGE:(MS PROJECT MANAGER: I DH WN.6 U10 PROJECT ARCHITECT: DH I 11A JOB CAPTAIN: SZ i ... A ,z'_D° 21._4., I 1r-7" I 4•-8° I A 49' T Floor Plan - Level 3 - IAA B C J C., D KEY PLAN Building B 0 2' 4' 8' a IN Building B - Level 3 - Sector 1 Scale:1/4"=T-O" . 1/4"=VI NO TH � 1 2 3 4 5 1 2 3 4 5 General Notes- Floor Plans A. EXTERIOR DIMENSIONS ARE TO THE OUTSIDE FACE OF CONCRETE FOUNDATION WALLS,FACE OF MASONRY WALLS,OR TO THE OUTSIDE FACE OF STUDS UNLESS OTHERWISE NOTED.DIMENSIONS TO MASONRY UNITS ARE NOMINAL UNLESS OTHERWISE NOTED. A B C C.1 D B. DIMENSIONS AT UNIT DEMISING WALLS ARE TO CENTERLINE OF WALL. 3 C. INTERIOR DIMENSIONS ARE TO THE FACE OF CONCRETE,MASONRY,OR 3.10- FACE OF STUDS AT FRAME WALLS,AND TO CENTERLINE OF COLUMNS DYKEMAN UNLESS OTHERWISE NOTED. D. DIMENSIONS LOCATING DOORS,WINDOWS AND RELIGHTS ARE TO NOMINAL MASONRY OPENING OR TO FINISH OPENING UNLESS OTHERWISE NOTED. ARCHITECTURE + DESIGN E. SEE WALL TYPES ON SHEETS A1.00 FOR TYPICAL WALL CONSTRUCTION ASSEMBLIES. D F. ALL NON-BEARING WALLS ARE FULL HEIGHT TO UNDERSIDE OF ROOF D DECK OR FLOOR ABOVE. - D,l- G. APPLY ALL (2)STUD STIINUUOUS SEALANT BEADS BENEATH STUD TRACK AT A II - H. CONTRACTOR SHALL PROVIDE CONTINUOUS HORIZONTAL BLOCKING AT ALL WALL MOUNTED LAVATORIES,DRINKING FOUNTAINS,CASEWORK, SEE DRAWING - MIRRORS,HANDRAILS,ETC.REFER TO ARCHITECTURAL INTERIOR 4 - 4 A2'12-B ELEVATIONS. 1/A1.31-13 - I. SEE DETAIL SHEET A6.01 FOR TYPICAL MOUNTING HEIGHTS FOR WALL 5 I MOUNTED ACCESSORIES AND EQUIPMENT. J. SEE FLOOR FINISH PLANS FOR TRANSITION DETAILS AND THRESHOLDS. K. ELECTRICAL PANELS,TRANSFORMERS,BOILERS,AIR HANDLING UNITS, AND DUCTWORK WHEN SHOWN,ARE INDICATED FOR CONTRACTOR O WX 6 CONVENIENCE. 11 L. SEE REFLECTED CEILING PLAN FOR CEILING MOUNTED EQUIPMENT. - M. THE GENERAL CONTRACTOR SHALL PROVIDE CONCRETE HOUSEKEEPING WN.6 pJ U10 PADS AT MINIMUM 31/2"THICK CONCRETE WITH 6X6 NV2.9X2.9 WWF +iA REINFORCING UNLESS OTHERWISE NOTED OR REQUIRED ELSEWHERE IN O _ THESE DOCUMENTS.PAD DIMENSIONS SHALL BE A MINIMUM 4"GREATER o IN HORIZONTAL DIMENSION THAN BASE OF THE EQUIPMENT MOUNTED O, THEREON,UNLESS OTHERWISE NOTED.EXACT PAD LOCATIONS SHALL BE - - VERIFIED IN THE FIELD. _ = --1 ° U8 _ - N. CONTRACTOR TO CONFIRM ALL CLEARANCE REQUIREMENTS AS NOTED =ALIGN ON DETAIL A6.01 and A6.02. w 303 a x - -WALLS 0. REFER TO DETAILS ON SHEET VA7.10 FOR TYPICAL DOOR CLEARANCES. �1552 A:, P. SEE FLOOR PLANS AND BUILDING SECTIONS FOR LOCATION OF DETAILS FOR TYPICAL FLOOR-TO-FOUNDATION,FLOOR-TO-WALL,WALL-TO-ROOF p ___ _ U6 _ U5 ASSEMBLIES AND HEADER,SILL AND SOFFIT CONSTRUCTION. Q. CONTRACTOR SHALL SEAL AROUND ALL PENETRATIONS AT FIRE RATED 23'-4" -4'-0" 4'-11" 9'-0" a I WALLS,INCLUDING BUT NOT LIMITED TO PIPING,DUCTS,CONDUIT,ETC., 055200.A 1 _ _ STATE OF wASHINGTaN _____ WITH FIRESTOPPING PER I.B.C.REQUIREMENTS. 1 15 �L R. SEE EXTERIOR ELEVATIONS FOR WINDOW AND LOUVER TYPES AND ++ 1 DETAILS. S. SEE ENLARGED PLANS FOR ADDITIONAL DIMENSIONAL AND NOTE C y Ui WX.6 - - 6 T. (TYPICAL WALLS PROJECT IDENTIFICATION: C N y II 11 AT RESIDENTIAL UNIT INTERIORS WALL TYPE WNA 11; _ __ _ _ - WIN q -- ------- AT COMMERCIAL INTERIORS WALL TYPE WN.6 11A; 11A WX.6 AT DEMISING WALLS,WALL TYPE WND.412A; Centennial Park In O O R. I - 11 M AT PLUMBING WALLS,WHERE WATER CLOSET OCCURS,WALL TYPE UB UB WN.6,1A; the City of Arlington • UNLESS OTHERWISE NOTED. L U70 WN 4 U. EXTERIOR WALL TYPE TO BE WX.611,TYP.LION.REFER TO PLANS, U7 ELEVATIONS,AND SHEET A1.00 FOR EXTERIOR FINISH WALL TYPES AND FOR 10'-6" 2'-10" 11A 81-9.. TyP _ EXTENT. 101400.A1 U6 Centennial Park 5J �L U3 - 4 -- - -- -- U12 LLC ;',q Zit 302 MATERIAL LEGEND- FLOOR FINISHES AT - T.0 WALL @ 5--0" - _ CARPET �12 _� WN.4 104413.E ® ++A 172nd St NE and 67th Ave 5 WND.4 - - 1 0 - - 6.1 ® VINYL PLANK N E 2 ALIGN Arlington, WA 98223 - �' .I WALLS- - WX.6- j- ws - ------------ L. D` BUILDING PERMIT i I SEE-FINISH MATERIAL KEY ON SHEET A6.00 FOR PAINT COLORS. 08/19/2019 7 - - - - - -- WN.4 _ (IL _ -4 This drawing is: --------- REF. --- - --- --- -- WX.6 KEYNOTE LEGEND 1.Copy right 2019 Dykeman,Inc. - t] - - - 2.The Architect's Instrument of Professional Service. B 11 i. .i,'i .I. ,i . 3. I KEYNOTE KEYNOTE TEXT 3.For use on this project only.Obtain Architect's B -- -0" - -5'-0"NOM. written permission for any other use or reproduction. - WN.4 05 5200.A1 18"DEEP BOLT-ON PREFABRICATED WX.6 .�i ,i' I'.I':��i.�i it METAL BALCONY:ONE PIECE , PROJECT NUMBER: 12R. `..'ii. .i.` .I...i .I �I - FULLY-WE CTI DALUMINUM CONSTRUCTION WITH A POWDER U2 iL - - 7.1 COAT FINISH.1/4"X 3"ALUMINUM 2018-015 WN.4 DW WN.6 tl SLAT FLOOR.REF.TO STRUC. WN.6 +iA DRAWINGS FOR CONNECTION To �L 11A - - - - - - DETAILS. A - U6 WX.6 057300.A3 PREMANUFACTURED ALUMINUM 41/2" _ -_-_ _3'-41/2" 11 GUARDRAIL MARK DATE DESCRIPTION tO 1 077124.A1 IDOWNSPOUT 08/19/2019 BUILDING PERMIT m N 101400.A1 UNIT SIGNAGE WITH LIGHTING ALIG r WALLS 3.10- .Q_ FIRE . .. i U5 N.q 3 VENTILATION HOODS 11 A 301 WNA U10 WN.4 8 - - - - 3- �� PROJECT TEAM- Ua _ wx.s _ _ TYP. 07 7124.A1 WX.6 O WX.6 ` PRINCIPAL IN CHARGE:(MS L___ ___________ __________________________ TYP, __________________ ______.________________________ ____ 1 -------- -------------------- j I PROJECT MANAGER: IDI PROJECT ARCHITECT:(CH 4'-77/8" 16'-0" 8'-8" 233800 JOB CAPTAIN: I SZ A A 12'-0" 21'-4" 1l'-7" 4'-8" 49'-7" ---------- Floor Plan - Level 3 - A B C Oct D KEY PLAN Building B 0 2' 4' 8' Ak a .•. IN Building B - Level 3 - Sector 2 Scale:1/4"=T-0" . 1/4"=V-0„ NO TH � 1 2 3 4 5 1 2 3 4 5 General Notes- Roof Plans A. ROOF ELEVATIONS SHOWN ARE TO TOP OF ROOFING MATERIAL. B. SET INTERMEDIATE HEIGHT AS REQUIRED TO PROVIDE THE SLOPES INDICATED. C. PROVIDE TAPERED INSULATION CRICKETS CREATING POSITIVE DRAINAGE. D. REFER TO ROOF MANUFACTURERS STANDARD DETAILS FOR FLASHING AND INSTALLATION INSTRUCTIONS AROUND ROOF OPENINGS AND PENETRATIONS. MATERIAL LEGEND- ROOF ROOF-ASPHALT SHINGLES DESIGNARCHITECTURE + D estC ROOF-ICE 8 WATER SHIELD ROOF-TPO CRICKETS T T T 7 T CONSULTANT: KEYNOTE LEGEND KEYNOTE KEYNOTE TEXT 1 073113 ASPHALT SHINGLES 077000-At DRAFT STOP --------- ----- -- ---- ------- /� 077000.A2 WALLS BELLOW,TYP.ION PREFINISHED GUTTER ® 07 7226.A1 ROOF VENTILATOR • 9552 REGISTERED ICI __z — 21 ARCHITECT_� II I, II II A L AA ON STEVENS l,l I i li STATE OF WASHINGTON JI II II C 3.1 ••• IDENTIFICATION: C II I I I ', 077226.A1 TYP. Centennial Park in II 07712301 i', i 07712301 I l the City of Arlington I , FOR --- ------ ----L------ ----- 670D6A1 Centennial Park 5J I - LLC I _ _ AT 172nd St NE and 67th Ave 2" 1,_0. o I � � NE ----�---- a -R3 ------------ --- Arlington, WA 98223 ® !'', BUI $�N9 2P0E9 MIT 1'3"/ -0"I 3"/1'A" o This drawing is: b 1.Copyright 2019 Dykeman,Inc. u 2.The Architect's Instrument of Professional Service. B E-- 3.For use on this project only.Obtain Architect's B written permission for any other use or reproduction. I I I PROJECT I on000.Az 2018-015 I ', iE 07712301 07 7123 01 i ICI �E • I 073113 MARK DATE DESCRIPTION ------------- 61 08/19/2019 BUILDING PERMIT — — — — all II I — — 7 07 7000.A1PROJECT TEAM- I PRINCIPAL IN CHARGE:I MS PROJECT MANAGER: I DH � PROJECT ARCHITECT: DH _--_ - — — — — — — U JOB CAPTAIN: SZ A 9 A 07 7123 01 Roof Plan - Building B 0 4' 8' 16' a •- IN ��Bu ilddng Roof Plan Scale:10 T-0" NO TH 1 2 3 4 5 1 2 3 4 15 General Notes-Reflected Ceiling Plans A. ALL GWB.CEILING SCREW TO FLOOR JOIST MOUNTED RESILIENT CHANNELS, OR DIRECT SCREWS TO ROOF TRUSSES ABOVE,UNLESS OTHERWISE NOTED. B. PROVIDE SEISMIC BRACING AT ALL SUSPENDED CEILINGS.REFER TO TYPICAL CEILING DETAILS SHEET A9.30. C. CEILING AND SOFFIT HEIGHTS ARE FROM FINISHED FLOOR UNLESS OTHERWISE NOTED. D. CEILING TYPES-REFER TO MATERIAL LEGEND THIS SHEET. DYKEMAN E. PROVIDE CONTINOUS MEMBRANE AT RATED AT RATED FLOOR/CEILING AND ROOF/CEILING ASSEMBLIES ABOVE ALL SOFFITS AND LOWERED CEILINGS. F. ROOF CONSTRUCTION ASSEMBLIES-REFER TO BUILDING SECTIONS AND ROOF PLANS. ARCHITECTURE + DESIGN G. STRUCTURAL ELEMENTS ARE SHOWN FOR CONTRACTOR CONVENIENCE. REFER TO STRUCTURAL DRAWINGS FOR ACTUAL SIZE,LOCATION AND D SPACING. O H. MECHANICAL ELEMENTS ARE SHOWN FOR CONTRACTOR CONVENIENCE. - 1716 West - I. LOCATIONS OF SMOKE ALARMS,EMERGENCY LIGHTING,NIGHT LIGHTS AND EXIT SIGNAGE-REFER TO ELECTRICAL DRAWINGS. J. DOMESTIC WATER PIPING AND SPRINKLER PIPE NOT SHOWN FOR CLARITY. CONTRACTOR TO COORDINATE INSTALLATION OF THESE ELEMENTS WITH THOSE OF ALL OTHER TRADES. CONSULTANT- K. GWB CEILINGS TO BE INSTALLED PER MANUFACTURER'S REQUIREMENTS. L. REFER TO FINISH SCHEDULE FOR ADDITIONAL INFORMATION. M. WHERE SOFFITS OCCUR ABOVE CASEWORK UPPER CABINETS,SOFFIT ELEVATIONS ARE PROVIDED FOR REFERENCE.COORDINATE SOFFIT ELEVATION WITH CASEWORK AND REQUIRED VERTICAL CLEARANCES.REFER TO INTERIOR ELEVATIONS FOR ADDITIONAL INFORMATION. KEYNOTE LEGEND 1 KEYNOTE KEYNOTE TEXT TIMBER CANOPY WITH • 81 °" OPEN TO -ABOVE--__ CORRUGATED METAL ON TOP.TIE ROD BACK TO 4X6 WOOD POST IN WALL. ,j: 8'-0" 113034 CEILING FAN 9552 REGISTERED ��j 0 233800 VENTILATION HOODS ARCHITECT OTS off$ — �v m 2.1 2.1 A L AA ON STEVENS MATERIAL LEGEND- RCP it I I I li .,: � � �p'I Ili I I I li STATE OF WASHINGTON II II GYPSUM CEILING BOARD-DROP CEILING 0 Q it I I I li _ ll I I it iV � C GYPSUM CEILING BOARD-ATTACHED TO PROJECT IDENTIFICATION: 6'-0" t �L JJ� J----J� p 3.1 STRUCTURE 10 7100.A1 OPEN TO 8..0^ 0 FIBER CEMENT SOFFIT Centennial Park in Ts ABOVE Ell the City of Arlington 0 OTS CEILING TAG-CEILING ELEVATION FROM FOR T-T FLOOR LEVEL — OTS OPEN TO STRUCTURE ABOVE PAINT Centennial Park 5J 4 ____ ____ 4 ♦- SLOPED LLC CEILING SLOPED WITH STRUCTURE SPOT ELEVATION AT TS \\OPEN TO g ° TIP 113034 - 1: - -.`-` 172nd St NE and 67th Ave ABOVE =YKI --- - -- SEE-FINISH MATERIAL KEY ON SHEET A6.00 FOR -'`#. 8' 0" --,es:'.-',:-:,.._' PAINTCOLORS. NE Arlington, WA 98223 233800 5 BUILDING PERMIT 5 — — — — FIXTURE LEGEND- RCP 08/19/2019 `':Ci ,Pe<',: This drawing is: 'OPEN TO - ABOVE - _::--' ;,;_.. r CEILING FAN:2-STORY LOFTS 1.Copyright 2019 Dykeman,Inc. B _8„ - e. 2.The Architect's Instrument of Professional Service. "I.`'=!�:'. - 3.For use on thisproject onl Obtain Architect's B 8,-0„ - - - Y 5.5"LED RECESSED CAN LIGHT:CLOSETS AND written permission for any other use or reproduction. HALLWAYS ...:.r.:..;. PROJECT 0 7"LED RECESSED CAN LIGHT:PRIMARY SPACES 6 — 2018-015 ❑ BATHROOM FAN WITH HEATER :]1 T 7" 0 • 7' 7" •], - OTS - — - EXHAUST DUCT TS OPEN TO MARK DATE DESCRIPTION ABOVE O8/19/2019 BUILDING PERMIT 6.1 ll I I II ' ii i Iil i Ili i i II -v _ I I +I Fr ]T� - l i it 6 0 II I II ry II II I is L PROJECT TEAM: OTS 0 e PRINCIPAL IN CHARGE:I MS g 0 PROJECT MANAGER: DH 0" 0 �ljij}` PROJECT ARCHITECT:I DH oUTw JOB CAPTAIN:Jill SZ 8 0 OPEN TO-, A - — — , ABOVE' — — — — A B OTS 0 9 RCP - Building B 12'-0' 21' 4" 11'-7^ 4'-8" 12'-0' 21'-4" 11'-7" V-8- A B C C.1 D A 6 C C.1 D 0 4' 8' 16' IN Scale:1/8"T-W BLA(Tinci B- RCP- Level 1 2 Buildin B- RCP- Level 2 No TH 1 2 3 4 5 1 2 3 4 15 General Notes-Reflected Ceiling Plans A. ALL GWB.CEILING SCREW TO FLOOR JOIST MOUNTED RESILIENT CHANNELS, OR DIRECT SCREWS TO ROOF TRUSSES ABOVE,UNLESS OTHERWISE NOTED. B. PROVIDE SEISMIC BRACING AT ALL SUSPENDED CEILINGS.REFER TO TYPICAL CEILING DETAILS SHEET A9.30. C. CEILING AND SOFFIT HEIGHTS ARE FROM FINISHED FLOOR UNLESS OTHERWISE NOTED. D. CEILING TYPES-REFER TO MATERIAL LEGEND THIS SHEET. DYKEMAN E. PROVIDE CONTINOUS MEMBRANE AT RATED AT RATED FLOOR/CEILING AND ROOF/CEILING ASSEMBLIES ABOVE ALL SOFFITS AND LOWERED CEILINGS. F. ROOF CONSTRUCTION ASSEMBLIES-REFER TO BUILDING SECTIONS AND ROOF PLANS. ARCHITECTURE + DESIGN G. STRUCTURAL ELEMENTS ARE SHOWN FOR CONTRACTOR CONVENIENCE. REFER TO STRUCTURAL DRAWINGS FOR ACTUAL SIZE,LOCATION AND D SPACING. D H. MECHANICAL ELEMENTS ARE SHOWN FOR CONTRACTOR CONVENIENCE. - - I. LOCATIONS OF SMOKE ALARMS,EMERGENCY LIGHTING,NIGHT LIGHTS AND EXIT SIGNAGE-REFER TO ELECTRICAL DRAWINGS. J. DOMESTIC WATER PIPING AND SPRINKLER PIPE NOT SHOWN FOR CLARITY. CONTRACTOR TO COORDINATE INSTALLATION OF THESE ELEMENTS WITH THOSE OF ALL OTHER TRADES. CONSULTANT- K. GWB CEILINGS TO BE INSTALLED PER MANUFACTURER'S REQUIREMENTS. L. REFER TO FINISH SCHEDULE FOR ADDITIONAL INFORMATION. M. WHERE SOFFITS OCCUR ABOVE CASEWORK UPPER CABINETS,SOFFIT ELEVATIONS ARE PROVIDED FOR REFERENCE.COORDINATE SOFFIT ELEVATION WITH CASEWORK AND REQUIRED VERTICAL CLEARANCES.REFER TO INTERIOR ELEVATIONS FOR ADDITIONAL INFORMATION. KEYNOTE LEGEND KEYNOTE KEYNOTE TEXT • 1 MATERIAL LEGEND- RCP �9552TTGYPSUM CEILING BOARD-DROP CEILING GYPSUM CEILING BOARD-ATTACHED TO EVENS ' SLOPED STRUCTURE STATE OF WASHINGTON FIBER CEMENT SOFFIT PROJECT IDENTIFICATION: C CEILING TAG-CEILING ELEVATION FROM N FLOOR LEVEL Centennial Park in e OTS OPEN TO STRUCTURE ABOVE-PAINT the City of Arlington SLOPED CEILING SLOPED WITH STRUCTURE 8 o j FOR - SPOT ELEVATION 6 6 ROOF Centennial Park 5J -;0 OVERHANG SEE-FINISH MATERIAL KEY ON SHEET A6.00 FOR L L C PAINT COLORS. SLOPED 172nd St NE and 67th Ave 8 9 $ 0 FIXTURE LEGEND- RCP NE I j Arlington, WA 98223 CEILING FAN:2-STORY LOFTS 8 0 3 o BUILDING PERMIT 5 5"LED RECESSED CAN LIGHT:CLOSETS AND HALLWAYS 08/19/2019 5 —I — This drawing is: 0 7"LED RECESSED CAN LIGHT:PRIMARY SPACES 1.Copyright 2019 Dykeman,Inc. 2.The Architect's Instrument of Professional Service. 191�^ 8 0 8 0 B 3.For use on this project only.Obtain Architect's B TTT -� OO BATHROOM FAN WITH HEATER written permission for any other use or reproduction. ". — — — EXHAUST DUCT PROJECT g 8 0 0 SLOPED m 2018-015 • MARK DATE DESCRIPTION 08/19/2019 BUILDING PERMIT I PROJECT PRINCIPAL IN CHARGE:1 MS PROJECT MANAGER: DH PROJECT ARCHITECT:1 DH SLOPED JOB CAPTAIN: 1 SZ A A - RCP - Building B 9 12'-0" 21'-4" 11'-7" 4'-W 0 4' 8' 16' a A B CIN Scale:1/8"=T-0" Building B- RCP-Level 3 NO TH • 1/8"=V-0" 1 2 3 4 5 1 2 3 4 5 General Notes-Exterior Elevations KEYNOTE LEGEND A. EXTERIOR MATERIAL TYPES-REFER TO MATERIAL LEGEND THIS SHEET. KEYNOTE KEYNOTE TEXT B. DOWNSPOUTS SUPPORTS-FOR DOWNSPOUTS UP TO 12'-0"IN LENGTH PROVIDE 2 PREFINISHED METAL STRAPS(TOP AND BOTTOM).12'-0"AND LONGER PROVIDE 3 PREFINISHED METAL STRAPS(TOP,MIDDLE AND BOTTOM). 05 5200.A1 18'DEEP BOLT-ON PREFABRICATED METAL BALCONY:ONE PIECE FULLY-WELDED C. WALL TYPES-SEE SHEET A1.00 ALUMINUM CONSTRUCTION WITH A POWDER COAT FINISH.1/4"X 3"ALUMINUM SLAT FLOOR. D. SEE SHEETS A7.13,A7.14 AND A7.15 FOR TYPICAL DOOR AND WINDOW DETAILS REF.TO STRUC.DRAWINGS FOR CONNECTION DETAILS. E. REFER TO DETAIL AIIA7.13 FOR TYPICAL WINDOW FLASHING SEQUENCING 057301 PREMANUFACTURED ALUMINUM GUARDRAIL . F. EXTERIOR DETAILS-SEE A8.00 SERIES SHEETS 073113 ASPHALT SHINGLES YKEMAN G. KNOX BOX-PROVIDE A KNOX BOX AT EACH BUILDING AS SPECIFIED. 07 7123 01 PREFINISHED GUTTER COORDINATE LOCATION WITH THE OWNER AND THE FIRE MARSHAL 077124.A1 DOWNSPOUT ARCHITECTURE + DESIGN H. ALIGN FIBER CEMENT PANEL HORIZONTAL JOINTS AT BUILDING CORNERS,TYP. 07 7226.A1 ROOF VENTILATOR 081000.At DOOR PER SCHEDULE D 084113.At ALUMINUM STOREFRONT D 085313 VINYLWINDOWS 101400.At UNIT SIGNAGE WITH LIGHTING 104413.B FIRE EXTINGUISHER CABINET 10 7101 WOOD TIMBER CANOPY WITH CORRUGATED METAL ON TOP.TIE ROD BACK TO 4X6 WOOD POST IN WALL. CONSULTANT: 1 2 3 4 5 6 7 8 9 233800 VENTILATION HOODS TYP. A T 07 7226.A1 Top of Roof TIP of Roof qf'_ 41 07�A3 233800 TYPV3- 4-F�15-F 15-F�4- V4-F _ oof Plate /� ROof Plate 30'-0 1/2" 30'-0 1/2" 07 71 . V1`6-F V3 VV-F 6-F V3 V7-F A L AA ON STEVENS 055200.A1 055200.A1 STATE OF wASHINGTGN Level Level 3 0" 20'-0" C FX3 OS 4113.A1 O8 5313 FFX21 C• • SF10 I SF11 SF11 SF10 107100.A1 Level2 10,_p, V 107100.A1 10 7100.A1 � Level2 Centennial Park in - - - 10' 0„ V 07712301 084113.A1I the City g of Arlington 084113.A1 - 05 7300.A3 _ FX1 SFJ15 SFJ1 SF11 SF16 SF115 FJ15 FX1 FOR 077124.A1 Levell /� _Levell Centennial Park 5J o„ o" LLC 101400.A1 ryp, AT Building B-West Buildin B- Return North �-+J 18"=,•_g" �� g 172nd St NE and 67th Ave NE Arlington, WA 98223 BUILDING PERMIT 08/19/2019 This drawing is: C.1 D T 1.Copyright 2019 Dykeman,Inc. 2.The Architect's Instrument of Professional Service. B 3.For use on this project only.Obtain Architect's B ( A ) I B ) written permission for any other use or reproduction. Y Y 07 7226 Al PROJECT ; - Top of Roof Top of Roof 1 _ _ Top of Roof a1'-0" ar-0° ar-a" 2018-015 ;, 07712301 MARK DATE DESCRIPTION V3-F 3- 15-F-3-F- Roof Plate Roof Plate On123 01 Roof Plate 08/19/2019 BUILDING PERMIT 30'-too 0 1/2" 30'-0 1/2" Fx3 30'-0 1/2" FX3 I 07 7124.A1 101400.A1 07 7124.A1 v3 1 9 MATERIAL LEGEND- EXTERIOR ELEVATIONS O5 5200.A1 081000.A1 \ FX1-CMU VENEER rYP. Level Level 20_0 23 3800 PROJECT 085313 V14-F FX2 FX2-FIBER CEMENT LAP SIDING 10 7100.A1 V3 � � V3 � PRINCIPAL IN CHARGE: MS FX2 PROJECT MANAGER: DH � I V12-F _ _ Level 2 Level 2 /� _Level 2 FX3-FIBER CEMENT SMOOTH PANEL PROJECT ARCHITECT:I DH 10'-0" 10'-0 I Joy_ 0" JOB CAPTAIN: SZ 3800 8 A A FX2 FX4-FIBER CEMENT ACCENT A 057300.A3 �sF� El _ Exterior Elevations - 10 4413.B Level Levell LBVBII FXS-STONE TILE Building B 0�� 0,� V 0„ FX1 FX3 0 4' 8' 16' Building B-South ��Building B-Stair 1 -North ��Building B-Stair 1 -South 1 1/8"=VI L 1/8"=1'-1. J 1/8"=1'-0" Scale:1/8"=T-0" . SEE-SHEET A1.00 WALL TYPES \ 1 2 3 4 5 1 2 3 4 5 General Notes-Exterior Elevations KEYNOTE LEGEND A. EXTERIOR MATERIAL TYPES-REFER TO MATERIAL LEGEND THIS SHEET. KEYNOTE KEYNOTE TEXT B. DOWNSPOUTS SUPPORTS-FOR DOWNSPOUTS UP TO 12'-0"IN LENGTH PROVIDE 2 PREFINISHED METAL STRAPS(TOP AND BOTTOM).12'-0"AND LONGER PROVIDE 3 PREFINISHED METAL STRAPS(TOP,MIDDLE AND BOTTOM). 05 5200.A, 18'DEEP BOLT-ON PREFABRICATED METAL BALCONY:ONE PIECE FULLY-WELDED C. WALL TYPES-SEE SHEET A1.00 ALUMINUM CONSTRUCTION WITH A POWDER COAT FINISH.1/4"X 3"ALUMINUM SLAT FLOOR. D. SEE SHEETS A7.13,A7.14 AND A7.15 FOR TYPICAL DOOR AND WINDOW DETAILS REF.TO STRUC.DRAWINGS FOR CONNECTION DETAILS. E. REFER TO DETAIL AIIA7.13 FOR TYPICAL WINDOW FLASHING SEQUENCING 057300.A3 PREMANUFACTURED ALUMINUM GUARDRAIL . F. EXTERIOR DETAILS-SEE A8.00 SERIES SHEETS 073113 ASPHALT SHINGLES YKEMAN G. KNOX BOX-PROVIDE A KNOX BOX AT EACH BUILDING AS SPECIFIED. 07 7123 01 PREFINISHED GUTTER COORDINATE LOCATION WITH THE OWNER AND THE FIRE MARSHAL 077124.A, DOWNSPOUT ARCHITECTURE + DESIGN H. ALIGN FIBER CEMENT PANEL HORIZONTAL JOINTS AT BUILDING CORNERS,TYP. 07 7226.A, ROOF VENTILATOR 081000.At DOOR PER SCHEDULE D 084113.At ALUMINUM STOREFRONT D 085313 VINYLWINDOWS 101400.At UNIT SIGNAGE WITH LIGHTING 10 1400.A2 ROOM SIGNAGE 101400.A4 BUILDING IDENTIFICATION SIGNAGE:24"X24"X6MM DIDBOND IN ALUMINUM IDENTIFICATION LETTER MOUNTED WITH SILICONE AND FOAM TAPE OVER 36"X36"X3MM DIDBOND IN DARK CONSULTANT: BRONZE BACKGROUND SUBSTRATE PANEL.SCREW AND SILICONE ATTACHMENT TO WALL. 104413.13 FIRE EXTINGUISHER CABINET 10 7100.A, WOOD TIMBER CANOPY WITH CORRUGATED METAL ON TOP.TIE ROD BACK TO 4X6 WOOD 9 8 7.1 6.1 8 5 4 3.1 2.1 1 POST IN WALL. 233800 ENTILATION HOODS T 260125 L CTRICALPANELS 071226.A1 - - - - - - - - - - - - - Top of Roof Top of Roof � 07 7zzs.A, 41'-0" 1 - - - 41'-0" 1 10 4413.B FX2 � 101400.A4 073113 - � 07712301 V3-F V2-F 9552( IV2-F V3-F 5-F REGISTERED Roof Plate / _ _ _ Roof Plate /1 ARCHITECT - 30'-0 1/2" - - 30'-0 1/2" 077124.A1 A L AA ON STEVENS 057300.A3 V3 Vi E V2• V7 V3 V7-F STATE OF wASHINGTON FX3 05 5200.A1 OS 5200.A1 C _ _ _ _ _ _ Le vell _ _ _ _ _ Level C 20'-0" 20'-0" R• IDENTIFICATION: FX4 / `� 23 3800 08 5313 085313 1 Vi V7 1 III (V3) :p. Centennial Park In 1 I I. M ��7 the City of Arlington Level2 _ Level2 - -_ --- 10'_0� 10'-0� FOR 07 7123 01 FX1 101400.A1 '� 0 Nt 1 MIT is \ N1 0 5F3) 057300.A3 Centennial Park 5J 081000.A1 Level 1 Level 1 - - - LLC 1 AT 172nd St NE and 67th Ave Building B- East �Building B - Return South NE `r 118"=V-O" 1/8"=V-0" Arlington, WA 98223 BUILDING PERMIT 08/19/2019 This drawing is: D C.1 T T T T 1.Copyright 2019 Dykeman,Inc. 2.The Architect's Instrument of Professional Service. B 3.For use on this project only.Obtain Architect's B ( B ) ( A ) written permission for any other use or reproduction. Y Y PROJECT NUMBER Top of Roof Top of Roof L _ _ I Top of Roof a1'-0" 41'-0" a1'-0" 2018-015 FX3 073113 • I I I I � Fxz I I 07 7123 01 MARK DATE DESCRIPTION V3-F V15-F V3-F q I V3-F Roof Plate Roof Plate Roof Plate Lre'-/ 08/19/2019 BUILDING PERMIT 30'--0 1/2" 30'-0 1/2" 30'-0 1 l2" I I I FX3 o77,za.A, MATERIAL LEGEND- EXTERIOR ELEVATIONS V16-F V12-F V3 ------ Lev10 1400.A1 FX3 05 5200.A1 OS 1000.A1 _ 081000.A7 -� el 3 Level 3 Level 3 FX1-CMU VENEER 20'-0" a 20'-0" V 20 e u V14-F � OS JECT TEAM- s313 � • FX2-FIBER CEMENT LAP SIDING V3 - V3 10 7100.A1 FX2 PRINCIPAL IN CHARGE:1 MS FX2 PROJECT MANAGER: PH V12-F - - Level 2 Level 2 /� Level 2 /1 FX3-FIBER CEMENT SMOOTH PANEL JOB CAPTAIN: DA PROJE CHITECT:i SZ I 10'-0" 10'-0" I 10'-0�" 08 4113.A, - A O8 1000.A7 FX1 FX4-FIBER CEMENT ACCENT Exterior Elevations - A 3 0 0 (SF3) ,044,3.E Levelnl''� Level(T1'1 V Level(�1'' �V FXS-STONE TILE Building B TYP. 101400.A2 26 012s - 0 4' 8' 16' Q 2 Building B- North �Building B-Stair 2-North �Building B-Stair 2-South ' I 118"=1'0" , G I 1/8"=1'-0" 1 J I 1/8"=1'-0" Scale:1/8"=T-0" . SEE-SHEET A1.00 WALL TYPES \ 1 2 3 4 5 1 2 3 4 5 KEYNOTE LEGEND KEYNOTE KEYNOTE TEXT 3.10- 3.10- 3.10- ARCHITECTURE + 3 3.10- 9 DESIGN D A B estve RW2 RW3 RW RW1 RW1 RW3 RW2 _pTofRoof � — — — — — — — � — — ToDofRoof � 41'-0" 1 41'-0" 1 CONSULTANT: I I . t_-_,i Roof Plate t1 — — — — — — — Roof Plate /\ UNIT UNIT UNIT UNIT UNIT UNI — — 301 _ 302 I73-037 304 305 306 UNIT Living Room Ent/Stair- Bedroom gedme Bedroom Bedroom n Entry/Stair Living Room Living Room —Living Room Bathroom 303 FC2 Bedroom • Level3�� _ _ _ — Level � 20'-0" UNI I UNIT UNIT UNIT - - UNI � - 955z REGISTERED 101T ry 102E 103E UNIT 105E ry — UNIT ARC MITECT Bedroom Ent/Stair Bedroom edroom a e Bedroom 104E Bedroom a Ent/Stair Bedroom 103E (' FC2 - FC2 A L AA ON STEVENS Level 2 — — — Level 2 STATE OF WASHiNGTON 10'-0" a 10'-0" u UNIT UNIT UNIT UNIT UNIT UNIT C 101 - - 102 103 104 105 - - 106 UNIT •• IDENTIFICATION: C Lvng Room~ EntrylSWi Kitchen itchen Kitchen KI[chen EntrylSta� LVInq Room Living Room 103 FCi FC7 Level l _ — 0 Level l Centennial Park in — — — � — — — — 0 0 =III III 11= __- - — — — — — — — — — — — —III I—III=III= —III=III=III=III=III=III=III 11=III=111= the City of Arlington=1 III III= — — — — — — — — — — — — Y g =1 I I—III—III—III—III—III—III III—III—III—I I I�I I I—III—III—III—III—III—III—III—III- -,I I—III— I III—III- 11= i i i i i i i i i i i i i i i i i i i i i i i i i i i i i i i i i i i i i i I i i I l i I FOR Centennial Park 5J Transverse Section-�wiiding B Cross Section 3-Building B LLC 172nd St NE and 67th Ave NE Arlington, WA 98223 3 3.10- BUILDING PERMIT 3.10- 08/19/2019 T C C.1 D This drawing is: 1.Copyright 2019 Dykeman,Inc. T T RW2 2.The Architect's Instrument of Professional Service. B RVy1 A B 3.For use on this project only.Obtain Architect's B RW1 RW3 written permission for any other use or reproduction. — -Ii Top of Roof 41'-0" _ _ _ _ _ _ _ �_ _ Top of Roofer PROJECT 41 _0 V 2018-015 �T I � i I • Roof Plate gi _ _ _ _ _ Roof 3O'- 1/2" MARK DATE DESCRIPTION ____________________—_____.____________._____.________—_—_ 30'-0 1/2° 08/19/2019 BUILDING PERMIT UNIT 301 UNIT Bedroom Kitchen Living Room 302 FC2 Living Room Entry/Stair Level 3 Fc2 20'-0" Level3 n UNIT 20'-0" III 101T o gi PROJECT TEAM- Bedroom Bed e FC2 room Ali Bedroom EntrylStair - m PRINCIPAL IN CHARGE:1 MS Level 2 FC2 Level 2 UNIT 10'_ PROJECT MANAGER: I DH 0" V PROJECT ARCHITECT: DH UNIT i 102 _ JOB CAPTAIN: I SZ PRECAST CONCRETE STAIR k A - Living Room Kitchen Living Room TREADS AND A FC1 Living Room / Bathroom Entry/Stair m LANDING Level 1 � Fc1 p^ V Level 1 Sections Building B ILI - — _ _ Sect o s - III—III—� I—III—III—III—III—III—III—III—III—III—III I — - -1 —III—III=1 -1 -1 =1 =1 =1 -1 =1 =1 1 11-1 11-1 11-1 I- _III=1 —III— =1 =1 =1 =1 =1 =1 =1 I =1 =1 = = III III III III III III III III III o a' a' ts' .166 I—III—III—III—I I I I I I I I I I I I I I I��III—III—III—III—III—III—III—III—III III—III—III—III— Cross Section 1 - Building B IN Cross Section 2- Building B Scale:i/S"=1'-0" ' vs"=r-o" 2gB 1 2 3 4 5 1 2 3 4 5 C1 KEYNOTE LEGEND 26 5100.A 26 5100.A KEYNOTE I KEYNOTE TEXT g OS 8300.A ♦ 08 8300.A 30"X 48"MIRROR UNIT 22 4000.A3 OS 8300.E 24'X 48"MIRROR UNIT 102800.E TOILET TISSUE(ROLL)DISPENSER 4 A410 d 224000.A3 224000.A3 224000.A2 BATHROOM LAVATORY • YKEMAN 224000.A2 224000.A2 224000.A3 TUB SHOWER UNIT 224000.A4 TOILET ARCHITECTURE + DESIGN 224000.A4 ° - 102800.B 265100.A BATHROOM LIGHT FIXTURE D 224000.A3 - - 224000.A4 D 6' BATHROOM PLAN GENERAL NOTES 254 152 254 '-9 19132' 12 21 24 21 12 21 A CLEARANCES,GRAB BAR REINFOR. SEE A6.01 AND A6.02 FOR CING,AND 34 34 34 INSTALLATION REQUIREMENTS AT FIXTURES IN TYPE A n Building B-Bathroom 102E-Plan Bathroom 102E-A Bathroom 102E- B Bathroom 102E-C 4d Bathroom 102E-D AND TYPE B UNITS. CONSULTANT: a 1/4"=1,-°„ 1/4„=1,-0„ C ,/4"_,'-a' 114"_ ,-0, 26 5100.A � 26 5100.A OS 8300.A 22 4000.A3 22 4000.A3 22 4000.A3 • 3'_1 1/4" 22 4000.A2 22 4000.A2 4" e - - 102800.8 102800.B �1552 224000.A4 22 4000.A4 - 22 4000.A4 A AA ON STEVENS A AA ON STEVENS 3 1 2�21 3 221 1 2>21 STATE OF wASHINGTGN 34 34 34 3d A4.10- 3 3h Aa.10- f �� Powder Room 101T- E *-Eowder Room 101T- F *-Eowder Room 101T-G �� Powder Room 101T- HC �- 3e 114"=1,_0" 1/a..=1'_0" va"=1,_0„ JII V4„=1,_0„ 3 PROJECT ° • C - 7.1 �- 265,°O.A Centennial Park in 265100.A the City of Arlington 22 4000.A3 + OB 8300.A FOR 22 4000.A3 Building B- Bathroom 101T- Plans 224°°o.A2 224000.A3 224000.A2 Centennial Park 5J 102600.8 ,02600.8 LLC 22 4000.A4 22 4000.A4 AT 1525421 3015221 152�21 172nd St NE and 67th Ave 34 34 34 NE Bathroom 101T-A A Bathroom 101T-B Bathroom 101T-C *Y�1�14athroom 101T-D Arlington, WA 98223 /4"_ -°„ 3 b ,/4"_,'-°' c1/4"=,'-0" "=1,-0„ BUILDING PERMIT 08/19/2019 26 5100.A 26 5100.A - _ This drawing is: 1.Copyright 2019 Dykeman,Inc. 2.The Architect's Instrument of Professional Service. B 42a 08 8300.B 3.For use on this project only.Obtain Architect's B written permission for any other use or reproduction. 2 6.1 •• JECT NUMBER 22 4000.A2 22 4000.A2 224666.A4M24 2018-015 MARK DATE DESCRIPTION1 34 08/19/2019 BUILDING PERMIT ��Building B-Powder Room 102- Plan ��„�Powder Room 102-A �h�Powder Room 102-B �„�Powder Room 102-C �,�Powder Room 102-D L 1/a"=T_o• `Ga J 1/4,.=1._0,. `Gv J va.,=1._0., `L�.J va.,=1._0., \Lu J 1/a'=r-o' PROJECT PRINCIPAL IN CHARGE:I MS 265100.A 265100.A _ _ PROJECT MANAGER: DH is PROJECT ARCHITECT:I DH 088300.8 JOB CAPTAIN: I SZ 1d A4.10- 1b _ A � A 1 0 224000.A2 224000.A2 - Bathroom Plans - �- 626°0.6 = Building B 224000.A4 - 224000.A4 254 152 254 0 2' 4' 8' < ° 12 21 30 21 12 21 66 34 34 34 Scale:1/4"=1'-0" Buildin B-Powder Room 101 - Plan a Powder Room 101 -A b Powder Room 101 -B Powder Room 101 -C d Powder Room 101 - D 1/4"=1'-0" 1/4"_,'-0" ,/4"_,•-0" ,/4"_,•-0" 114" 1 2 3 4 5 1 2 3 4 5 5 224000.A3 KEYNOTE LEGEND KEYNOTE KEYNOTE TEXT _ OS 8300.A 08 8300.A 30"X 48"MIRROR UNIT A4.1, 102800.B TOILET TISSUE(ROLL)DISPENSER DYKEMAN 22 4000.A3 224000.A2 BATHROOM LAVATORY 224000.A2 224000.A3 J 224000.A3 TUB SHOWER UNIT 224000.A3 224000.A4 TOILET ® _ = 26 5100.A BATHROOM LIGHT FIXTURE ARCHITECTURE + DESIGN 102800.E _ _ 102800.B D 3 22 4000.A4 - - 22 4000.A4 ❑❑ p BATHROOM PLAN GENERAL NOTES 254 152 254 A. SEE A6.01 AND A6.02 FOR ACCESSIBILITY 12 21 30 21 12 21 CLEARANCES,GRAB BAR REINFORCING,AND 34 34 34 INSTALLATION REQUIREMENTS AT FIXTURES IN TYPE A ��Building B - Bathroom 303- Plan Bathroom 303-A �h�Bathroom 303- B *�Bathroom303C *�Boom303DAND TYPEBUNITS. •5a 0" 1/4"=1'-0" 1/4"=1'-0" CA 26 5100.A a � � _ OB 8300.A � 22 4000.A3 A4.11- 22 4000.A3 22 4000.A3 • 22 4000.A2 22 4000.A2 4) 102800.B _ ° 102800.B 9552 REGISTERED 22 4000 A4 - ARC HITEC T V-6" 22 4000.A4 254 152 A L AA oN STEVENS 12 21 24 21 STATE OF WASHINGTGN 34 34 �,,�Building B- Bathroom 302- Plan �„�Bathroom 302-A Bathroom 302- B Bathroom 302-C Bathroom 302- D C 1/4"=1'-0" 1�Q I ,/4„=,�-O,� 4b 1/4"=1'-6" 4c ,/4„=,�-O,� 4d 1/4„=1�-0„ IDENTIFICATION: C PROJECT Centennial Park in the City of Arlington 26 5100.A FOR ? m 3 088300A 224000.A3 224000.A3 Centennial Park 5J 3 A4.11- 3 22 LLC 22 4000.A2 22 4000.A3 4000.A2 3 - AT ,o z8aa.e - ° 10 2800.e - 224000.A4 172nd St NE and 67th Ave NE 122�2124152P1 Arlington, WA 98223 34 34 BUILDING PERMIT Building B-Bathroom 301 - PlanBathroom 301 -A Bathroom 301 - B Bathroom 301 -C aoom 301 - D 1/4-V-0" JQ 1/4�,=1�-0�, ,/4„=,�-O,� ,/4"=,'-6" *y�,!�r 1-p„ 08/19/2019 This drawing is: -:d19922" CA 1.Copyright 2019 Dykeman,Inc. ds Instrument of Professional B 3.For use on this project only.Obtain Architect's ice. B 3.1 26 5100.A 2651 00.A mitten permission for any other use or reproduction. 08 8300.A PROJECT � � � 22 4000.A3 22 4000.A3 2a 224000.A3 2018-015 2 A4.11- 2 224000.A2 224000.A2 ® 102800.B 102800.13 MARK DATE DESCRIPTION 224000.A4 224000.A4 08/19/2019 BUILDING PERMIT 254 52 254 12 21 24 21 12 21 34 34 34 �Building B - Bathroom 105E- Plan Bathroom 105E-A Bathroom 105E- B ��Bathroom 105E-C athroom 105L- D L 1/4-V-0" �\ LQ 1/4"=,,-0. *,1,4,�=�r. Eli 1/4"=1'A" *,�"=,�-0�� C.1 D ) Y PROJECT 3'-1 1/4" PRINCIPAL IN CHARGE: MS 1'-61/"' PROJECT MANAGER: DH 26 5100.A 26 5100.A PROJECT ARCHITECT: DH 5 088300.A JOB CAPTAIN: I SZ A 1 22 4000.A3 22 4000.A3 22 4000.A3 A 1d A4.11-B ib 224000.A2 224000.A2 Bathroom Plans - ® 102800.B 102800.B Building B 22 4000.A4 - 22 4000.A4 < .•. 0 2' 4' 8' 254 152 25466 ,2 21 24 21 ,2 21 34 34 34 Scale:1/4"=V-0" Building B-Bathroom 103L- Plan Bathroom 103L-A Bathroom 103L-B Bathroom 103L-C *�P !�r?aom 103L-D1/4-V-0" 1/4"!1 114��=,�-0�� C 114��=,�-0�� 1/4�� O 1 2 3 4 5 1 2 3 4 5 r 302 300212 301 300212 KEYNOTE LEGEND 36 12 18 24 12 18 36 NO SHELF 36 NO SHELF n KEYNOTE KEYNOTE TEX ::] 113100.A1 REFRIGERATOR '�' n 11 3100.C1 11 3100.B1 FREESTANDING ELECTRIC RANGE DYKEMAN �j A4.12- 5d 5 A4.12- 5 11 3100.A1 11 3100.C1 OVER-THE-RANGE MICROWAVE WITH 224000.A1 224000.A1 RECIRCULATINGVENTING I, 11 3100.D7 STANDARD BUILT-IN DISHWASHER 224000.A7 KITCHEN SINK ARCHITECTURE + DESIGN LL 11 3100.B1 - 11 3100.D1 A4.12-13 222 254 222 152 222 36 24 2q 2q 30 24 30 24 36 24 3'-7 3/4" 3'-11 1/2" 36 36 36 36 36 CONSULTANT: Kitchen 303-A Kitchen 303- B Kitchen 303-C Kitchen 303- D 5a ,/4"=,._0,. tj. 1/4"=T-0' Sc 1/4"=,'-0" Sd 1/4„=,,_0. Building B-Kitchen 303- Plan 302 362 362 362 301 1/4"=1'-0" 24 1230 12 30 12 30 ,218 12 2 36 24 36 1836 B NO SHELF NO SHELF 6 w- -- ° - REF. • 22 400 I Al 113100.D1 - - 113100.A1 1112 A4.12-� ARC HITEC T 11'-2 13/32' A L AA ON STEVENS Building B-Kitchen 302- Plan 3015224 3022224 1825424 STATE OF wAs"'NGT°" Y 1/4"=1'0" 36 36 36 Kitchen 302-A C 13'-7314" C 4a 1/4"=,'-0' 301 301 301 PROJECT •• IDENTIFICATION: • C 30 02 12 24 36 12 30 02 122+36 12 30115 36 12 Q__ 18 18 2+ +2 Centennial Park in REF. _ ° O _� �_j NO SHELF NO SHELF 36 the City of Arlington a / � A4.12-B 1137100.c, _= FOR 113100.A7 224000.A, 224000.A, Centennial Park 5J I DW I _ _ 113100.D1 113100.131 - - ___ -- AT A4.12-B 3 3 A4.12-B - 3 11- 172nd St NE and 67th Ave T-," 423 101 254 101 211 152 211 18 24 24 24 21 24 5 24 15 24 30 24 15 24 NE 90 36 36 211 36 36 36 36 Kitchen 301 -A 213624 Kitchen 301 - B Kitchen 301 -C Kitchen 301 -D 3@ Kitchen 301 - E Arlington, WA 98223 Buildin B- Kitchen 301 - Plan *3a ,/4"=,'-0" 3b 1/4°=+'-o" 3C 1/a"=,'-o" .�u „q=,-o" ,/a"=,'-o" BUILDING PERMIT 3 ,/q• 302 e136 O30 12O 302 0208/19/2019 24 301 30 9 12 24 12 18 12 18 18 This drawing is: 36 36 NO SHELF NO SHELF C C.1 1.Copyright 2019 Dykeman,Inc. 2.The Architect's Instrument of Professional Service. B 3.For use on this project only.Obtain Architect's B written pemriasion for any other use or reproduction. n--ir - -- u u a ---- - -- -- .. OJECT NUMBER ° REF. 113100.C1 2a 113100.A1 2018-015 -- A4.12- 113100.D1 � - • ++3+pp6+ MARK DATE DESCRIPTION OS/19/2019 BUILDING PERMIT 152 211 30 24 18 24 14824 36 36 36 ��Building B-Kitchen 102- Plan Kitchen 102-A G 1/4"=1'-0" GQ 1/4"=1'_0. C 14'-1 1/2" 7 302 30112 301 �e. 1 302Q_ - __--*---- -_= 30 1224 88 30 +2243g 12 302 PROJECT REF. _ ° _ _ _ 18 18 24 PRINCIPAL IN CHARGE:)MS ,a NO SHELF NO SHELF 36 N PROJECT MANAGER: I DH PROJECT ARCHITECT: DH F �12- --- --- ---� - JOB CAPTAIN: SZ 11 3,OO.C1 A +b A 3'-6 3/8" 7.1 11 3100.A1 22 4000.A1 DW 7 ee - - „3,666, - - Kitchen Plans-Building �6 , A4.12- _ -- --- _-_ A4.12- ---- - 113100.D1 B Ak 4824 23 101 254 101 211 152 211 ° 2' 4' $' A4.12-BI 18 24 2424 24 24 18 24 15 24 30 24 15 24 66 90 36 36 2++ 36 36 36 36 24 36 24 Scale:1/4"=1'-T Buildin B-Kitchen 101 - Plan Kitchen 101 -A Kitchen 101 - B Kitchen 101 -C 1 d Kitchen 101 - D 6 Kitchen 101 - E • 1 1/4•=,'-0' - 1 a 114„=,,_-0„ 1 c 1/4.,= 1/4" 1/4"=1'-0" m 1 2 3 4 5 1 2 3 4 5 General Notes 1. CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND COORDINATE THE WORK OF ALL TRADES INVOLVED IN THE PROJECT AS PART OF'THIS FTHIS CONTRACT. 2. DO NOT SCALE THESE DRAWINGS.DUE TO REPROGRAPHIC PROCESSES THESE DRAWINGS MAY NOT BE TO SCALE.CONTACT ARCHITECT FOR ANY NEEDED CLARIFICATION. C 3. CONTRACTOR SHALL VERIFY CONDITIONS AT THE SITE AND REPORT DYKEMAN ALL DISCREPANCIES TO THE ARCHITECT BEFORE PROCEEDING WITH THE WORK. 4. CONTRACTOR SHALL PROVIDE A COMPLETE AND PROPER EXECUTION OF THE WORK AS INDICATED ON ALL DRAWINGS AND BUILDING D SPECIFICATIONS.IF DISCREPANCIES IN LAYOUT,DIMENSIONS,OR ARCHITECTURE + DESIGN D DETAILS ARE FOUND BETWEEN ARCHITECTURAL,STRUCTURAL, D MECHANICAL,ELECTRICAL,CIVIL OR LANDSCAPE DRAWINGS, CONTACT THE ARCHITECT IMMEDIATELY FOR CLARIFICATION BEFORE PROCEEDING. 5. REGULATIONS,STANDARDS,CONSTRUCTION,MATERIALS AND REQUIREMENTS FOR INSTALLATION OF MATERIALS SHALL CONFORM AND BE GOVERNED BY THE EDITION OF THE CODE IDENTIFIED IN THE CODES SHEET OF THESE DRAWINGS. 6. REFERENCING DRAWINGS IS FOR CONVENIENCE ONLY AND DOES CONSULTANT: NOT LIMIT APPLICATION FOR DRAWINGS OR DETAILS. 7. MATERIALS AND FINISHES LISTED ON INTERIOR AND EXTERIOR ELEVATIONS ARE FOR GENERAL INFORMATION AND CONVENIENCE LA OF THE CONTRACTOR AND ARE REFERENCED IN ADDITION TO MATERIALS AND FINISHES INDICATED OR SPECIFIED ELSEWHERE IN THE DOCUMENTS. 8. HEIGHT DIMENSIONS ARE GIVEN FROM FINISHED SLAB WHERE J INDICATED.OR RELATIVE TO DATUM NOTED ON THE DRAWINGS. 9. N.I.C.EQUIPMENT IS FURNISHED AND INSTALLED BY OTHERS. $E / /\ CONTRACTOR IS RESPONSIBLE FOR COORDINATION INSTALLATION AND PERFORMING WORK AS REQUIRED BY DETAILS OR SPECIFICATIONS FOR EQUIPMENT INSTALLATION. • 10.F.O.I.C.EQUIPMENT IS FURNISHED BY OTHERS AND INSTALLED AS PART OF THIS WORK.THE CONTRACTOR IS RESPONSIBLE FOR — + � � COORDINATING THE WORK AS REQUIRED FOR INSTALLATION. If.CONTRACTOR SHALL SEAL AROUND ALL PENETRATIONS FOR FIRE RATED WALLS,INCLUDING,BUT NOT LIMITED TO PIPING,DUCT, 4�1 CONDUIT,ETC.WITH FIRE STOPPING PER CODES THAT GOVERN THISSET OF DOCUMENTS. 12.CONTRACTOR SHALL MAINTAIN THE INTEGRITY OF THE VAPORBARRIER MEMBRANE AT THE FLOOR SLAB,WALLS,AND ROOF. ENS / \ \ BACKER ROD,SEALANT AND OTHER APPROVED MEANS SHALL BE STATE OF wAsBwcTaN / APPLIED CONTINUOUSLY AROUND ALL EXTERIOR DOORS AND WINDOW PENETRATIONS AND OTHER AREAS OF POTENTIAL AIR \ INFILTRATION,INCLUDING STRUCTURAL,MECHANICAL AND ELECTRICAL PENETRATIONS.THE CONTRACTOR SHALL REPAIR ANY C DAMAGE TO VAPOR BARRIER,OR REPLACE THEM PRIOR TO COVER, PRO -• • C 1 WORK POINT(A,2) AS APPROVED. 13.THERMAL AND SOUND INSULATION IS INTENDED TO PROVIDE A 2 - - - CONTINUOUS ENVELOPE AS INDICATED. Centennial Park I n 14.ALL ADA TOILETS,URINALS,AND STALLS SHALL MEET THE O REQUIREMENTS OF THE CODES THAT GOVERN THIS SET OF 77 pEC T DOCUMENTS.ALL STANDARD(NON-ADA)TOILETS SHALL I--OR 1 CENTERED IN STALLS OR PARTITIONS AS APPLICABLE,UNLESS the City of Arlington OTHERWISE NOTED, L 15.WHERE EXTERIOR CONCRETE WALKS AND LANDINGS ABUT FOR BUILDINGS,THEY SHALL BE SLOPED AWAY FROM THE BUILDING AS O NOTED,BUT IN NO CASE LESS THAN.125"112". 16.MAINTAIN NOTED SLAB THICKNESS AT ALL RECESSED SLAB AREAS Centennial Park 5 J AND SLOPING SLABS. PROPERTY LI E _ _ ___ _ _ 17.ALL WOOD IN CONTACT NP.LION.WITH CMU,CONCRETE OR SOIL SHALL BE L L C PRESSURE TREATED, 18.ALL FOAM PLASTIC INSULATION TO COMPLY WITH THE SURFACE ® BURNING CHARACTERISTICS DEFINED BY THE CODE THAT GOVERNS I -- THIS SET OF DOCUMENTS. AT 19.SPECIAL INSPECTIONS SHALL BE PROVIDED AS REQUIRED BY THE a > JURISDICTION THAT GOVERNS THIS SET OF DOCUMENTS.SEE 172nd St NE and 67th Ave SPECIFICATION SECTION 014523 FOR ADDITIONAL INFORMATION. 20.DRAWING KEYNOTES DO NOT CORRELATE DIRECTLY TO INDIVIDUAL ter; r�~ NE SPECIFICATION SECTIONS. —� — BUILDINGC —�— BUILDING 21.BUILDINGINSPECTION SHALL BE PERFORMED THROUGHOUT THE Arlington, WA98223 m m LL),LCkiiiiCiCu DURATION OF CONSTRUCTION.THE FREQUENCY OF INSPECTION IS DENTCT.INSPECTIONS WILL BE PERFORMED ON SITE.INSPECTIONS WID IN THE ILLL BE DOCUMENTED AND RECORDED AS BUILDING PERMIT DEEMED NECESSARY BY THE PROJECT ENGINEER. 08/1 9/201 9 k= This drawing is: 1.Copyright 2019 Dykeman,Inc. 2.The Architect's Instrument of Professional Service. B 3.For use on this project only.Obtain Architect's B SECTOR 2 w itten permission for anyother use or reproduction. PROJECT 7 - - 8 � ' 2018-015 44' 11" � MARK DATE DESCRIPTION 08/19/2019 BUILDING PERMIT A D 77 SEC I PROJECT PRINCIPAL IN CHARGE: MS PROJECT MANAGER: DI BUILDING B BUILDING G PROJECTARCHITECT:I D. JOB CAPTAIN: SZ A . A ---------------- Location Plan - Building KEY PLAN C NOTE:REFER TO SHEET SD1.1 FOR RELATIONSHIP OF WORKPOINT TO SITE. 0 8' 16' 32' < •- Buildin C - Location Plan 1 1116"=1' Scale:1/16"=1'-0" . , • NO TH 1 2 3 4 5 1 2 3 4 5 General Notes- Floor Plans A. EXTERIOR DIMENSIONS ARE TO THE OUTSIDE FACE OF CONCRETE FOUNDATION WALLS,FACE OF MASONRY WALLS,OR TO THE OUTSIDE 3 FACE OF STUDS UNLESS OTHERWISE NOTED.DIMENSIONS TO MASONRY UNITS ARE NOMINAL UNLESS OTHERWISE NOTED. A B 3.10- D D.1 B. DIMENSIONS AT UNIT DEMISING WALLS ARE TO CENTERLINE OF WALL. C C. INTERIOR DIMENSIONS ARE TO THE FACE OF CONCRETE,MASONRY,OR 49'-7" FACE OF STUDS AT FRAME WALLS,AND TO CENTERLINE OF COLUMNS DYKEMAN UNLESS OTHERWISE NOTED. 12'-0" 2V-33/4" 1V-71/4" 4'-8" D. DIMENSIONS LOCATING DOORS,WINDOWS AND RELIGHTS ARE TO NOMINAL MASONRY OPENING OR TO FINISH OPENING UNLESS OTHERWISE NOTED. ARCHITECTURE + DESIGN A2.11-G E. SEE WALL TYPES ON SHEETS A1.00 FOR TYPICAL WALL CONSTRUCTION ASSEMBLIES. D F. ALL NON-BEARING WALLS ARE FULL HEIGHT TO UNDERSIDE OF ROOF p 1 DECK OR FLOOR ABOVE. G. APPLY TWO(2)CONTINUOUS SEALANT BEADS BENEATH STUD TRACK AT q_4" ALL EXTERIOR STUD WALLS. WORK POINT(A,2) WX.6 4-4 H. CONTRACTOR SHALL PROVIDE CONTINUOUS HORIZONTAL BLOCKING AT WX.6 ALL WALL MOUNTED LAVATORIES,DRINKING FOUNTAINS,CASEWORK, 1 11 MIRRORS,HANDRAILS,ETC.REFER TO ARCHITECTURAL INTERIORCONSULTANT: ELEVATIONS. - WX.6 I. SEE DETAIL SHEET A6.01 FOR TYPICAL MOUNTING HEIGHTS FOR WALL "- - - - - - MOUNTED ACCESSORIES AND EQUIPMENT. yyN,q UP C1 J. SEE FLOOR FINISH PLANS FOR TRANSITION DETAILS AND THRESHOLDS. 7. 11A K. ELECTRICAL PANELS,TRANSFORMERS,BOILERS,AIR HANDLING UNITS, WN.4 Stair C105 AND DUCTWORK WHEN SHOWN,ARE INDICATED FOR CONTRACTOR WX.6 11A L_�_ CONVENIENCE. 11 L. SEE REFLECTED CEILING PLAN FOR CEILING MOUNTED EQUIPMENT. 1 2" US Sim 2 eetl Room 10 1400.A1 TyP M. THE GENERAL CONTRACTOR SHALL PROVIDE CONCRETE HOUSEKEEPING O WN.4 WN.6 1 Townhouse PADS AT MINIMUM 31/2"THICK CONCRETE WITH 6 X 6 IW2.9 X 2.9 WWF C3 Sim 11A 11A 4.12- 105 REINFORCING UNLESS OTHERWISE NOTED OR REQUIRED ELSEWHERE IN 1 - TYPE B THESE DOCUMENTS.PAD DIMENSIONS SHALL BE A MINIMUM 4"GREATER --- -- IN HORIZONTAL DIMENSION THAN BASE OF THE EQUIPMENT MOUNTED WNA EQ. T-0" EQ. • �� - - - THEREON,UNLESS OTHERWISE NOTED.EXACT PAD LOCATIONS SHALL BE VERIFIED T THE FIELD. _ N. CONTRACTOR TO CONFIRM ALL CLEARANCE REQUIREMENTS AS NOTED /X ON DETAIL A6.01 and A6.02. U6 IL J DW J I - - - 4 1 O. REFER TO DETAILS ON SHEET 11A7.10 FOR TYPICAL DOOR CLEARANCES. 9552 REGISTERED O II I P. SEE FLOOR PLANS AND BUILDING SECTIONS FOR LOCATION OF DETAILS ARC HITECT T FOR TYPICAL FLOOR-TO-FOUNDATION,FLOOR-TO-WALL,WALL-TO-ROOF a YyN g III WX.6 :I- _I _•I,_ ASSEMBLIES AND HEADER,SILL AND SOFFIT CONSTRUCTION. a WN.4 i ry Q. CONTRACTOR SHALL SEAL AROUND ALL PENETRATIONS AT FIRE RATED A L AA ON STEVENS m O ' � � 11A 6'-6"�- 13'-6" III II i i I i I I ,i UP i WALLS,I INCLUDING BUT NOT LIMITED TO PIPING,DUCTS,CONDUIT,ETC., .I _ R. LOUVER TYPES AND STATE OF wASHINGTON -- I' 2 -I 1 WITH FTE I OP PING PER I.B.C.REQUIREMENTS. O `--- ------- li "�- '{ SEE DETAILS. EXTERIOR ELEVATIONS FOR WINDOW AND L _ �__�____�_ __ "-� •-�. Stair C-EX7 R - DETAILS. is REF. A2.11-Q �r S. SEE ENLARGED PLANS FOR ADDITIONAL DIMENSIONAL AND NOTE C I, I�i______I__I_______ __i T. (TYPICAL WALLS PROJECT s • C 3 - - - - - - T� � - -i 3 AT RESIDENTIAL UNIT INTERIORS WALL TYPE WNA 11; li - AT COMMERCIALINTERIORSWALLTYPEWN.611A; Centennial Park In '.I.:, I'i ,'o i•'-' WX.6 WX.6 AT DEMISING WALLS,WALL TYPE WND.412A; I q 10 WN 4 N AT PLUMBING WALLS,WHERE WATER CLOSET OCCURS,WALL TYPE I� I. .. I 5 ----------- Im I'�--WX-6----III UN.611AI the City of Arlington Stair EX6 - R Ji. - UNLESS OTHERWISE NOTED ________ - _ _ U I I I i � a --- - ---- - --- 3 1 EXTERIOR WALL TYPE TO 1.WXOR EXTERIOR I ON.REFER AL PLANS, A2>>Q i WN q 11A ELEVATIONS,AND SHEET A1.00 FOR EXTERIOR FINISH WALL TYPES AND FOR EXTENT. i W" °' 677,24.A, TyP. Centennial Park 5J U6 - U23 LLC q' 6r 5'-0" MATERIAL LEGEND- FLOOR FINISHES O Sim WN.4 c , O 1 Bed Room ---_ ¢ C3 12- ___--Loft N CARPETAT 172nd St E and 67th Ave - - - - - ---- FT N n-- ---------- - ---- -- Q c ____-- 1_____________ __ ___ TYPE B N E U 13'-6" VINYL PLANK I Arlington, WA 98223 �I I' D II I I I I I I I I ,I I I I I = - wx.6 ai RE. O SEE-FINISH MATERIAL KEY ON SHEET A6.00 FOR PAINT COLORS. BUILDING PERMIT Stair C104 = d3W= 08/19/2019 I I I I I I This dnewing is: wnD.a ------z- ------- i KEYNOTE LEGEND 1.Copyright 2019Dykeman,Inc. 2.The Architect's Instrument of Professional Service. B 12A 3 Sim I - KEYNOTE KEYNOTE TEXT 3.For use on this project only.Obtain Architect's B 10- 2'-4" 2'-4"' _ written pemlission for any other use or reproduction. I 1 Bed Room 077124.A1 DOWNSPOUT PROJECT NUMBER Loft I LL rn 101400.A1 UNIT SGNAGE WITH LIGHTING 12037 C1 TYPE B w - 2018-015 o m U6 I ¢ ----- - I q A2.11-Q 4 0 O 2 Sim r- _i MARK DATE DESCRIPTION m C3 4.12 13 6" 1 04/19/2019 PRICING SET a l U -T e ( i FLOOR j O OVERHANG L Z i Stair C10 a RE ~ABOVE A2.12- 4 SSEEDRAWING - - I 1/A1.12-C ! o I! RE. - - PROJECT TEAM: WND.4 U Stair ClO WN.4 PRINCIPAL IN CHARGE:1 MS 2 li j PROJECT MANAGER: DH PROJECT ARCHITECT:(DH -- JOB CAPTAIN: SZ s-• --T-------- A � A 4.12- J -- - --------- - - Floor Plan - Level 1 - �A B D D.1 KEY PLAN Building C 0 2' 4' 6' < - Building C- Floor Plan - Level 1 - Sector 1 Scale:1/4"=T-0" . 1/4"-V-0" NO TH 1 2 3 4 5 1 2 3 4 5 General Notes- Floor Plans A. EXTERIOR DIMENSIONS ARE TO THE OUTSIDE FACE OF CONCRETE FOUNDATION WALLS,FACE OF MASONRY WALLS,OR TO THE OUTSIDE FACE OF STUDS UNLESS OTHERWISE NOTED.DIMENSIONS TO MASONRY UNITS ARE NOMINAL UNLESS OTHERWISE NOTED. B. DIMENSIONS AT UNIT DEMISING WALLS ARE TO CENTERLINE OF WALL. C. INTERIOR DIMENSIONS ARE TO THE FACE OF CONCRETE,MASONRY,OR FACE OF STUDS AT FRAME WALLS,AND TO CENTERLINE OF COLUMNS DYKEMAN UNLESS OTHERWISE NOTED. D. DIMENSIONS LOCATING DOORS,WINDOWS AND RELIGHTS ARE TO NOMINAL MASONRY OPENING OR TO FINISH OPENING UNLESS OTHERWISE NOTED. ARCHITECTURE + DESIGN E. SEE WALL TYPES ON SHEETS A1.00 FOR TYPICAL WALL CONSTRUCTION ASSEMBLIES. D F. ALL NON-BEARING WALLS ARE FULL HEIGHT TO UNDERSIDE OF ROOF p DECK OR FLOOR ABOVE. - - 1716 - View D,l- G. APPLY TWO(2)CONTINUOUS SEALANT BEADS BENEATH STUD TRACK AT ALL EXTERIOR STUD WALLS. H. CONTRACTOR SHALL PROVIDE CONTINUOUS HORIZONTAL BLOCKING AT ALL WALL MOUNTED LAVATORIES,DRINKING FOUNTAINS,CASEWORK, MIRRORS,HANDRAILS,ETC.REFER TO ARCHITECTURAL INTERIORCONSULTANT: ELEVATIONS. I. SEE DETAIL SHEET A6.01 FOR TYPICAL MOUNTING HEIGHTS FOR WALL MOUNTED ACCESSORIES AND EQUIPMENT. J. SEE FLOOR FINISH PLANS FOR TRANSITION DETAILS AND THRESHOLDS. K. ELECTRICAL PANELS,TRANSFORMERS,BOILERS,AIR HANDLING UNITS, 3 AND DUCTWORK WHEN SHOWN,ARE INDICATED FOR CONTRACTOR A B 3.10- D D.1 CONVENIENCE. L. SEE REFLECTED CEILING PLAN FOR CEILING MOUNTED EQUIPMENT. C M. THE GENERAL CONTRACTOR SHALL PROVIDE CONCRETE HOUSEKEEPING PADS AT MINIMUM 3 1/2"THICK CONCRETE WITH 6 X 6 M2.9 X 2.9 W W F REINFORCING UNLESS OTHERWISE NOTED OR REQUIRED ELSEWHERE IN THESE DOCUMENTS,PAD DIMENSIONS SHALL BE A MINIMUM 4"GREATER IN HORIZONTAL DIMENSION THAN BASE OF THE EQUIPMENT MOUNTED • THEREON,UNLESS OTHERWISE NOTED.EXACT PAD LOCATIONS SHALL BE VERIFIED IN THE FIELD. 4 A2.1,-Q N. CONTRACTOR TO CONFIRM ALL CLEARANCE REQUIREMENTS AS NOTED ON DETAIL A6.01 and A6.02. 0. REFER TO DETAILS ON SHEET VA7.10 FOR TYPICAL DOOR CLEARANCES. 9552 REGISTERED P. SEE FLOOR PLANS AND BUILDING SECTIONS FOR LOCATION OF DETAILS ARC wTLCT FOR TYPICAL FLOOR-TO-FOUNDATION,FLOOR-TO-WALL,WALL-TO-ROOF ASSEMBLIES AND HEADER,SILL AND SOFFIT CONSTRUCTION. Q. CONTRACTOR SHALL SEAL AROUND ALL PENETRATIONS AT FIRE RATED q L AA ON STEVENS WALLS,INCLUDING BUT NOT LIMITED TO PIPING,DUCTS,CONDUIT,ETC., STATE AA ON STEVENS FLOOR WITH FIRESTOPPING PER I.B.C.REQUIREMENTS. U = - I�OVERHANG R. SEE EXTERIOR ELEVATIONS FOR WINDOW AND LOUVER TYPES AND SEE DRAWING REf�. 0 ABOVE DETAILS. A212- 4 Stair C103 I i I I I I I I I I I I _ S. SEE ENLARGED PLANS FOR ADDITIONAL DIMENSIONAL AND NOTE _ 5 INFORMATION. .• IDENTIFICATION: C T. TYPICAL WALLS: III AT RESIDENTIAL UNIT INTERIORS WALL TYPE WN.411; AT COMMERCIAL INTERIORS WALL TYPE WNA 11A; Centennial Park in a I RED O AT DEMISING WALLS,WALL TYPE WND.412A; AT PLUMBING WALLS,WHERE WATER CLOSET OCCURS,WALL TYPE W2 _ the City of Arlington Stair QiD2 wN.4 WN.611A; 11A 13'-6" UNLESS OTHERWISE NOTED. U. EXTERIOR WALL TYPE TO BE WX.611,TYP.UON.REFER TO PLANS, I ELEVATIONS,AND SHEET A1.00 FOR EXTERIOR FINISH WALL TYPES AND FOR 2 -�'-' -- - --- - EXTENT. -- ------ ------ -------� --------- ---- 12 L-- Centennial Park 5J WN.4 4'-6" 4'-0" 5'-4 5'-0" WX.6 1 Bed Room w L L C U7 10 A Loft MATERIAL LEGEND FLOOR FINISHESo 02 > AT y TYPE B m --- - GL < I WH c, ® 172nd St NE and 67th Ave ai O CARPET OI WN.4 11A _ ___ VINYL PLANK NE Stair EX5 .12-0 .10- WN.4 vaN.4 r 5.1 ® Arlington, WA 98223 104413.B 1 g wxs wxs WNDA rt - 12R III ; IT BUILDING PERMIT v 3.10- SEE-FINISH MATERIAL KEY ON SHEET A6.00 FOR PAINT COLORS. � 2 I 08/19/2019 6 '° - - - - - I� - 'ter � �L - t'- - - 6 l l l l l l i l j �;� -� - _ This drawing is: �j -- --- --- - --- '2GI -------- KEYNOTE LEGEND 1.Copyright 2019Dykeman,Inc. REF. �-1 � r I I I I 2.The Architect's Instrument of Professional Service. I ------------ O WN.4 - KEYNOTE KEYNOTE TEXT 3.For use on this project only.Obtain Architect's n 12R I I i written permission for any other use or reproduction. I WX.6 g I I _ I I I w 11A IIi'. � Stair C-EX2 077124.A1 DOWNSPOUT PROJECT WN.6 WX.6 ,. d 101400.A1 UNIT SIGNAGE WITH LIGHTING 12R 'I �,I 101400.A2 ROOM SIGNAGE � II 1 II IL J 104413.B FIRE EXTINGUISHER CABINET 4.10- 1 WX.6 - - 6.1 260195 ELECTRICAL PANELS 2018-015 - DW 11 U6 077124.A1 TYP. w - - - - - - I 2 Bed Room • 3'-3" - - 7-0"_ - 3-3 1 Townhouse 101 MARK DATE DESCRIPTION a i WN.6 TYPE B 08/19/2019 BUILDING PERMIT � O i C3 0 ----------- 11A -----J U w EQ. EQ. 10'-101/2" WX.6 L 11 WN.4 US Stair C101 ' WN.4 �H 2 ALIGN WN4 UP WN.6 C1 3.10- 7 O - - - - 8 R• JECT TEAM- WX. WX.6 12RI 6 q-q^ PRINCIPAL IN CHARGE: MS 11 12R I ! � w 1 R1 PROJECT MANAGER: I DH �L PROJECT ARCHITECT:I DH 260125 A2.12- yyX,g JOB CAPTAIN: SZ A 101400.A2 A 12'-0" 21'-3314" 11'-71/4" 4'-8" 49'-7" Floor Plan - Level 1 - A B D D., KEY PLAN Building C C � 0 2' 4' 8' < • Building C- Floor Plan - Level 1 - Sector 2 Scale:1/4"=V-0" NO TH • • 1 2 3 4 5 1 2 3 4 5 General Notes- Floor Plans A. EXTERIOR DIMENSIONS ARE TO THE OUTSIDE FACE OF CONCRETE FOUNDATION WALLS,FACE OF MASONRY WALLS,OR TO THE OUTSIDE FACE OF STUDS UNLESS OTHERWISE NOTED.DIMENSIONS TO MASONRY 3 UNITS ARE NOMINAL UNLESS OTHERWISE NOTED. A T B. DIMENSIONS AT UNIT DEMISING WALLS ARE TO CENTERLINE OF WALL. C. INTERIOR DIMENSIONS ARE TO THE FACE OF CONCRETE,MASONRY,OR 49'-7" C FACE OF STUDS AT FRAME WALLS,AND TO CENTERLINE OF COLUMNS DYKEMAN UNLESS OTHERWISE NOTED. 12'-0" 21'-33/4" 1V-7114" 4'-8" D. DIMENSIONS LOCATING DOORS,WINDOWS AND RELIGHTS ARE TO NOMINAL MASONRY OPENING OR TO FINISH OPENING UNLESS OTHERWISE NOTED. ARCHITECTURE + DESIGN A2.11-G E. SEE WALL TYPES ON SHEETS A1.00 FOR TYPICAL WALL CONSTRUCTION LT TYP. ASSEMBLIES. D 1 F. ALL NON-BEARING WALLS ARE FULL HEIGHT TO UNDERSIDE OF ROOF D DECK OR FLOOR ABOVE. U 4•-4114" L \ LL 15'-8' �L 4'-4" G. APPLY TWO(2)CONTINUOUS SEALANT BEADS BENEATH STUD TRACK AT \ WX6 ALL EXTERIOR STUD WALLS. / 11 H. CONTRACTOR SHALL PROVIDE CONTINUOUS HORIZONTAL BLOCKING AT ALL WALL MOUNTED LAVATORIES,DRINKING FOUNTAINS,CASEWORK, _ _ _ _ MIRRORS,HANDRAILS,ETC.REFER TO ARCHITECTURAL INTERIOR 1 11 1 ELEVATIONS. _ I I. SEE DETAIL SHEET A6.01 FOR TYPICAL MOUNTING HEIGHTS FOR WALL - - - - 2 MOUNTED ACCESSORIES AND EQUIPMENT. Ni W J. SEE FLOOR FINISH PLANS FOR TRANSITION DETAILS AND THRESHOLDS. WX.6 11A < K. ELECTRICAL PANELS,TRANSFORMERS,BOILERS,AIR HANDLING UNITS, 11 U5 U8 AND DUCTWORK WHEN SHOWN,ARE INDICATED FOR CONTRACTOR 2 Bed Room (L CONVENIENCE. Townhouse L. SEE REFLECTED CEILING PLAN FOR CEILING MOUNTED EQUIPMENT. ALIGN WALLS 1 9 5'-0" M. THE GENERAL CONTRACTOR SHALL PROVIDE CONCRETE HOUSEKEEPING Sim ALIGN 105T PADS AT MINIMUM 31/2"THICK CONCRETE WITH 6 X 6/W2.9 X 2.9 WWF WNA U5 2 W LLS REINFORCING UNLESS OTHERWISE NOTED OR REQUIRED ELSEWHERE IN 5'-10" 4.10- THESE DOCUMENTS,PAD DIMENSIONS SHALL BE A MINIMUM 4"GREATER U10 IN HORIZONTAL DIMENSION THAN BASE OF THE EQUIPMENT MOUNTED 0 eANOPY U9 - - THEREON,UNLESS OTHERWISE NOTED.EXACT PAD LOCATIONS SHALL BE WX.6 FLOOR OVERHANG BELOW,TYP. U6 o WNA 11 ~ABOVE VERIFIED IN THE FIELD. CL WN.4 1 N. CONTRACTOR TO CONFIRM ALL CLEARANCE REQUIREMENTS AS NOTED ____ ___ _ ON DETAIL A6.01 and A6.02. 3 11A - - 0. REFER TO DETAILS ON SHEET 1IA7.10 FOR TYPICAL DOOR CLEARANCES. 9552 REGISTERED P. SEE FLOOR PLANS AND BUILDING SECTIONS FOR LOCATION OF DETAILS ARC HITECT U6 yyN,q .,� i, i'. FOR TYPICAL FLOOR-TO-FOUNDATION,FLOOR-TO-WALL,WALL-TO-ROOF YyNq WX.6 I I..a„.i 'i ',II ASSEMBLIES ANDHEADER,SILL AND SOFFIT CONSTRUCTION. 4'-0" - 12R L'r "I• r - i,: Q. CONTRACTOR SHALL SEAL AROUND ALL PENETRATIONS AT FIRE RATED I''I' r 'I Y� A L AA ON STEVENS WALLS,INCLUDING BUT NOT LIMITED TO PIPING,DUCTS,CONDUIT,ETC., WN.6 r STATE OF WASHINGTON WITH FIRESTOPPING PER I.B.C.REQUIREMENTS. 11A -10" 2'-10" z .'i II- .I I• � 'i 1 -'I R. SEE EXTERIOR ELEVATIONS FOR WINDOW AND LOUVER TYPES AND - A2.11-Q' DETAILS. WN.4 SEE ENLARGED PLANS FOR ADDITIONAL DIMENSIONAL AND NOTE m m N ; C _ _ _ (TYPICAL WAN. _ C T. WALLS PROJECT IDENTIFICATION: 3 - - - - - AT RESIDENTIAL UNIT INTERIORS WALL TYPE WN 4 1 o-___------ AT COMMERCIAL INTERIORS WALL TYPE WNA 11A;1 WX.6 12R i i - AT DEMISING WALLS,WALL TYPE WND.412A; Centennial Park in WND.4 .. .r.' .I.: 2'-6" 12A 10' 0" '�' .I." '�I..;I..I .( I', 'I. � AT PLUMBING WALLS,WHERE WATER CLOSET OCCURS,WALL TYPE wx.6 WN.6I1A; the City of Arlington 5 UNLESS OTHERWISE NOTED. _ _ _ _ U. EXTERIOR WALL TYPE TO BE WX.611,TYP.UON.REFER TO PLANS, 1 Bed Room Cpi�� C Loft R 3.1 ELEVATIONS,AND SHEET A1.00 FOR EXTERIOR FINISH WALL TYPES AND FOR 6. 104E V-6"� WX.6 \ 07�7124.A1 TYP EXTENT. 107100.A1 OPEN TO/ O -10„ \ 11 Centennial Park 5J BELOW 0 LLC sim° I Z BALCONY ABOVE MATERIAL LEGEND- FLOOR FINISHES q AT a.10- us ____________ ® CARPET 172nd St NE and 67th Ave VINYL PLANK NE Arlington, WA 98223 2WND.4 SEE-FINISH MATERIAL KEY ON SHEET A6.00 FOR PAINT COLORS. BUILDING PERMIT li li 12A a 08/19/2019 4 - tc - - - - --_---- _ q - This drawing is: WN4 Wx.6 KEYNOTE LEGEND 1,Copy B right 2019 Dykeman,Inc. - 11A _ 11 2.The Architect's Instrument of Professional Service. 10" KEYNOTE KEYNOTE TEXT 3.For use on this project only.Obtain Architect's B e written permission for any other use or reproduction. G W WN0.4 z WN.4 077124,A1 DOWNSPOUT PROJECT z> 1 10 7100.A1 WOOD TIMBER CANOPY WITH =m 4.11- U6 WN'q CORRUGATED METAL ON TOP.TIE rr a OPEN TO/ ROD BACK TO 4X6 WOOD POST IN w m > BELOW 1 Bed Ro WALL. 2018-015 0 _ 233800 VENTILATION HOODS q 103E CL . o 3.10- u- N O WN.4 3 11A I MARK DATE DESCRIPTION 1 U7 08/19/2019 BUILDING PERMIT I IIIIIIiiiliiill I � � � - i i I i i I I I I I I I I IDN li _li A A2.12- q WN I 5 - ---«--t+ - - 5 SEE DRAWING --i __------ --- ____ 077124.A1 TYP. TEAM- 1/A1.22-CJECT 11A • wxs 11 li li li iDN WX'6 ! ` PRINCIPAL IN CHARGE:(MS PROJECT MANAGER: I DH PROJECT ARCHITECT:(DH JOB CAPTAIN: SZ A �j s A I I I J -- - ------------------- Floor Plan - Level 2 - A KEY PLAN Building C A j B D D.1 l.! v C 0 2' 4' 8' < s Building C - Floor Plan - Level 2 - Sector 1 Scale:1/4"=T-O" . J 1/4"=r-a' NO TH • 1 2 3 4 5 1 2 3 4 5 General Notes- Floor Plans A. EXTERIOR DIMENSIONS ARE TO THE OUTSIDE FACE OF CONCRETE FOUNDATION WALLS,FACE OF MASONRY WALLS,OR TO THE OUTSIDE FACE OF STUDS UNLESS OTHERWISE NOTED.DIMENSIONS TO MASONRY UNITS ARE NOMINAL UNLESS OTHERWISE NOTED. B. DIMENSIONS AT UNIT DEMISING WALLS ARE TO CENTERLINE OF WALL. C. INTERIOR DIMENSIONS ARE TO THE FACE OF CONCRETE,MASONRY,OR FACE OF STUDS AT FRAME WALLS,AND TO CENTERLINE OF COLUMNS DYKEMAN UNLESS OTHERWISE NOTED. D. DIMENSIONS LOCATING DOORS,WINDOWS AND RELIGHTS ARE TO NOMINAL MASONRY OPENING OR TO FINISH OPENING UNLESS OTHERWISE NOTED. ARCHITECTURE + DESIGN E. SEE WALL TYPES ON SHEETS A1.00 FOR TYPICAL WALL CONSTRUCTION ASSEMBLIES. D F. ALL NON-BEARING WALLS ARE FULL HEIGHT TO UNDERSIDE OF ROOF D DECK OR FLOOR ABOVE. - - - View D,l- G. APPLY TWO(2)CONTINUOUS SEALANT BEADS BENEATH STUD TRACK AT ALL EXTERIOR STUD WALLS. H. CONTRACTOR SHALL PROVIDE CONTINUOUS HORIZONTAL BLOCKING AT ALL WALL MOUNTED LAVATORIES,DRINKING FOUNTAINS,CASEWORK, MIRRORS,HANDRAILS,ETC.REFER TO ARCHITECTURAL INTERIOR ELEVATIONS. I. SEE DETAIL SHEET A6.01 FOR TYPICAL MOUNTING HEIGHTS FOR WALL MOUNTED ACCESSORIES AND EQUIPMENT. J. SEE FLOOR FINISH PLANS FOR TRANSITION DETAILS AND THRESHOLDS. K. ELECTRICAL PANELS,TRANSFORMERS,BOILERS,AIR HANDLING UNITS, 3 AND DUCTWORK WHEN SHOWN,ARE INDICATED FOR CONTRACTOR A B 310 D D 1 CONVENIENCE. L. SEE REFLECTED CEILING PLAN FOR CEILING MOUNTED EQUIPMENT. C M. THE GENERAL CONTRACTOR SHALL PROVIDE CONCRETE HOUSEKEEPING PADS AT MINIMUM 3 1/2"THICK CONCRETE WITH 6 X 6.2.9 X 2.9 W W F REINFORCING UNLESS OTHERWISE NOTED OR REQUIRED ELSEWHERE IN THESE DOCUMENTS,PAD DIMENSIONS SHALL BE A MNIMUM 4"GREATER IN HORIZONTAL DIMENSION THAN BASE OF THE EQUIPMENT MOUNTED THEREON,UNLESS OTHERWISE NOTED.EXACT PAD LOCATIONS SHALL BE VERIFIED IN THE FIELD. N. CONTRACTOR TO CONFIRM ALL CLEARANCE REQUIREMENTS AS NOTED ON DETAIL A6.01 and A6.02. 0. REFER TO DETAILS ON SHEET VA7.10 FOR TYPICAL DOOR CLEARANCES. 9552 REGISTERED P. SEE FLOOR PLANS AND BUILDING SECTIONS FOR LOCATION OF DETAILS ARCHITECT FOR TYPICAL FLOOR-TO-FOUNDATION,FLOOR-TO-WALL,WALL-TO-ROOF U7 ASSEMBLIES AND HEADER,SILL AND SOFFIT CONSTRUCTION. Q. CONTRACTOR SHALL SEAL AROUND ALL PENETRATIONS AT FIRE RATED q L AA ON STEVENS WALLS,INCLUDING BUT NOT LIMITED TO PIPING,DUCTS,CONDUIT,ETC., STATE GR ON STEGTGN WITH FIRESTOPPING PER I.B.C.REQUIREMENTS. - DN R. SEE EXTERIOR ELEVATIONS FOR WINDOW AND LOUVER TYPES AND SEE DRAWING WND.4 DETAILS. A2 12- q i' 12A ? S. SEE ENLARGED PLANS FOR ADDITIONAL DIMENSIONAL AND NOTE C 1 1 A1.21-C T. TYPICAL WALL PROJECT C AT RESIDENTIAL UNIT INTERIORS WALL TYPE WN.411; AT COMMERCIAL INTERIORS WALL TYPE WN.61IA; WNA 077124.A, TYP. I I i I I I i I I I i I I I AT DEMISING WALLS,WALL TYPE WND.412A; Centennial Park in WX.6 ON AT PLUMBING WALLS,WHERE WATER CLOSET OCCURS,WALL TYPE 11 - j WX.61 N UNLESS OTHERWISE NOTED. the City of Arlington U10 U 4 U. EXTERIOR WALL TYPE TO BE WX.611,TYP.UON.REFER TO PLANS, 4.10- WN.4 ELEVATIONS,AND SHEET A1.00 FOR EXTERIOR FINISH WALL TYPES AND FOR 11A EXTENT. - - - - - U6 Centennial Park 5J I 1 Bed Room WNA z WNA :1-BALCONY ABOVE LLC BELOW Loft WN4 OPEN TO wX.6 MATERIAL LEGEND- FLOOR FINISHES 102E AT 10 ' FLOOR OVERHANG 1'-6' ® CARPET 172nd St NE and 67th Ave N ABOVE NE MM.12-G VINYL PLANK wX.6 ;, is_� ,� Arlington, WA 98223 1'_6" i' WND.412R _ i'_ r .i' i..i`._.. 310 ------- T WX.6 14A - �� I 'i" `� e SEE-FINISH MATERIAL KEY ON SHEET A6.00 FOR PAINT COLORS. BUILDING PERMIT 08/19/2019 WX.B KEYNOTE LEGEND This drawing is: ---------- .12-0 1 C right 2019D k Inc.WN.6 YNOTE Cop yeman, ��JJJ 2.The Architect's Instrument of Professional Service. B WNA 11A z y12R 3 -i'•/i i' KEYNOTE KEYNOTE TEXT 3.For use on this project only.Obtain Architect's B U10 WN.4 ,. -_'._:'.I-' - i ' •' .i _ written permission for any other use or reproduction. 4'-0,� U21 ., .: I'. I, i . :.I,.. I •i ..�.�'� -I' �" 077124.A1 DOWNSPOUT 233800 VENTILATION HOODS PROJECT U6 -. .: .. - 2018-015 �i WN.4 CANOPY --- U,0 --- - U9 U6 WIN. r, BELOW TYP. --- - 5'-10" MARK DATE DESCRIPTION 2 Bed Room Ir FLOOR OVERHANG ABOVE 08/19/2019 BUILDING PERMIT 4.10- 1-9„ WILLS Townhouse ALIGN 'LC 5 101T WALLS UB �I Q WX.6 U5 WN4 ' O I 3.10- Dt� i 4' ' ~ ' 11A WNA l y WN.4 WX.6 0 i O C - 8 O O PROJECT 4'-4 114" PRINCIPAL IN CHARGE:1 MS 4'-4" 1 PROJECT MANAGER: DH PROJECT ARCHITECT:I DH A�12- JOB CAPTAIN: SZ 23 3800 TYP - q' 12'-0" 21'-3314" 1 1V-7114" 4'-8" A 49'-7" ` ------ -'- Floor Plan - Level 2 - --------------- A B D D.1 KEY PLAN Building C C 0 2' 4' 8' Buildin C- Floor Plan - Level 2-Sector 2 Scale:1/4"=T-0" . 1/4"=1'-0" NO TH 1 2 3 4 5 1 2 3 4 5 General Notes- Floor Plans A. EXTERIOR DIMENSIONS ARE TO THE OUTSIDE FACE OF CONCRETE FOUNDATION WALLS,FACE OF MASONRY WALLS,OR TO THE OUTSIDE 3 FACE OF STUDS UNLESS OTHERWISE NOTED.DIMENSIONS TO MASONRY 3 10_ UNITS ARE NOMINAL UNLESS OTHERWISE NOTED. A B D D.1 B. DIMENSIONS AT UNIT DEMISING WALLS ARE TO CENTERLINE OF WALL. C. INTERIOR DIMENSIONS ARE TO THE FACE OF CONCRETE,MASONRY,OR 49'-7" C FACE OF STUDS AT FRAME WALLS,AND TO CENTERLINE OF COLUMNS DYKEMAN UNLESS OTHERWISE NOTED. 12'-0" 2V-33/4" 1V-7114" 4'-8" D. DIMENSIONS LOCATING DOORS,WINDOWS AND RELIGHTS ARE TO NOMINAL MASONRY OPENING OR TO FINISH OPENING UNLESS OTHERWISE NOTED. ARCHITECTURE + DESIGN A2.11-G E. SEE WALL TYPES ON SHEETS A1.00 FOR TYPICAL WALL CONSTRUCTION ASSEMBLIES. D 23 3800 TYP. F. ALL NON-BEARING WALLS ARE FULL HEIGHT TO UNDERSIDE OF ROOF p 1 i - i6' " B 8" DECK OR FLOOR ABOVE. - - Marine G. APPLY TWO(2)CONTINUOUS SEALANT BEADS BENEATH STUD TRACK AT3161 WA 98201 ALL EXTERIOR STUD WALLS. 1 4,-4 114" WX.6 2'-9" H. CONTRACTOR SHALL PROVIDE CONTINUOUS HORIZONTAL BLOCKING AT ALIGN / ALL WALL MOUNTED LAVATORIES,DRINKING FOUNTAINS,CASEWORK, WALLS - - - - 1 WX.6 MIRRORS,HANDRAILS,ETC,REFER TO ARCHITECTURAL INTERIOR ELEVATIONS. _ WNA I. SEE DETAIL SHEET A6.01 FOR TYPICAL MOUNTING HEIGHTS FOR WALL 11A MOUNTED ACCESSORIES AND EQUIPMENT. WX.6 _ ip J. SEE FLOOR FINISH PLANS FOR TRANSITION DETAILS AND THRESHOLDS. K. ELECTRICAL PANELS,TRANSFORMERS,BOILERS,AIR HANDLING UNITS, AND DUCTWORK WHEN SHOWN,ARE INDICATED FOR CONTRACTOR U9 Sim 1 Bed Room �L CONVENIENCE. L. SEE REFLECTED CEILING PLAN FOR CEILING MOUNTED EQUIPMENT. ALIGN 305 M. THE GENERALCONTFACTOR SHALL PROVIDE CONCRETE HOUSEKEEPING WALLS PADSATMINIMUM 3 1/2"THICK CONCRETE WITH 6X6Ny2.9X2.9WWF 6'-10" �P- REINFORCING UNLESS OTHERWISE NOTED OR REQUIRED ELSEWHERE IN THESE DOCUMENTS.PAD DIMENSIONS SHALL BE A MINIMUM 4"GREATER IN HORIZONTAL DIMENSION THAN BASE OF THE EQUIPMENT MOUNTED e THEREON,UNLESS OTHERWISE NOTED.EXACT PAD LOCATIONS SHALL BE 2 Si U6 I VERIFIED IN THE FIELD. CL WNA. WX.6 N. CONTRACTOR TO CONFIRM ALL CLEARANCE REQUIREMENTS AS NOTED U2 11 ON DETAIL A6.01 and A6.02. 11A I DW - - 4 1 0. REFER TO DETAILS ON SHEET VA7.10 FOR TYPICAL DOOR CLEARANCES. 9552 REGISTERED - 11A L - P. SEE FLOOR PLANS AND BUILDING SECTIONS FOR LOCATION OF DETAILS ARC HITECT EQ T-0" EQ. WX6 y FOR TYPICAL FLOOR-TO-FOUNDATION,FLOOR-TO-WALL,WALL-TO-ROOF �'•1..' ASSEMBLIES AND HEADER,SILL AND SOFFIT CONSTRUCTION. WN.6� `i 1 Q. CONTRACTOR SHALL SEAL AROUND ALL PENETRATIONS AT FIRE RATED 5'-0"NOM. i A L AA ON STEVENS ;2 WALLS,INCLUDING BUT NOT LIMITED PIPING,DUCTS,CONDUIT,ETC., STATE OF wnsewciaN. i' 1 WITH FIRESTOPPING PER I.B.C.REQUIREMENTS. R. SEE EXTERIOR ELEVATIONS FOR WINDOW AND LOUVER TYPES AND WN.4 WN4 DETAILS. o 10 REF. A2.11-Cr, _' S. SEE ENLARGED PLANS FOR ADDITIONAL DIMENSIONAL AND NOTE C - �- - = - T. INFORMATION. -eTYPICAL WALLS IDENTIFICATION: C AT RESIDENTIAL UNIT INTERIORS WALL TYPE WN.411; v I r r .I I' AT COMMERCIAL INTERI ORS WALL TYPE WN.61IA; Centennial Park In WX.6 AT DEMISING WALLS,WALL TYPE WND.412A; AT PLUMBING WALLS,WHERE WATER CLOSET OCCURS,WALL TYPE W N.611A; the City of Arlington 5 WND.4 ALIGN \ UNLESS OTHERWISE NOTED. _ WALLS - _ _ U. EXTERIOR WALL TYPE TO BE WX.611,TYP.UON.REFER TO PLANS, 3'1 ELEVATIONS,AND SHEET A1.00 FOR EXTERIOR FINISH WALL TYPES AND FOR TYP A2.11-Q \ 077124.A7 EXTENT. WNA Centennial Park 5J O5 5200.A1 T.O WALL @ 5'-0" W N_4 2'-10 � - � 4.11- ) 11Az WNA / Studio U12 wN.4 10 MATERIAL LEGEND- FLOOR FINISHES LLC 304 11A i I U3 Sim � I - 4 7 34' 6'-0" _ T WX.6 AT 11 412 ---9,-11/2"- CARPET 172nd St NE and 67th Ave --- -------------- 10,-8^ 5'-3^ 101400.At ® NE i VINYL PLANK WN.4 Arlington, WA 98223 „A WND.4 - O F WNA WN.4 U` WX.6 y SEE-FINISH MATERIAL KEY ON SHEET A6.00 FOR PAINT COLORS. BUILDING PERMIT 12A 11A 11 08/19/2019 - ��// This drawing is: - - - - - h�l WXs KEYNOTE LEGEND 1.Copy right 2019 Dykeman,Inc. B WN q �- lJ / 2.The Architect's Instrument of Professional Service. 5 11A z WN.11A /o KEYNOTE KEYNOTE TEXT 3.For use on this project only.Obtain Architect's B 1 written permission for any other use or reproduction. 4.12 WN.6 Y O i� 05 5200.A1 18"DEEP BOLT- ON PREFABRICATED ROOF y I ° METAL BALCONY:ONE PIECE "• OV RROOF - WNA �L FULLY-WELDED ALUMINUM _ CONSTRUCTION WITH A POWDER iBedRoo WN.6 WN.4 COAT FINISH.1/4"X3"ALUMINUM 2018-015 SLAT FLOOR.REF.TO STRUC. o 303 11A II II 11A DRAWINGS FOR CONNECTION 4 I - LI-- 4 A2.11-Q _ 3.10- DETAILS. d WNA WN.4 077124.A1 DOWNSPOUT - 11A 101400.At UNIT SIGNAGE WITH LIGHTING MARK DATE DESCRIPTION U3 U6 US I U7 N � 233800 VENTILATION HOODS 08/19/2019 BUILDING PERMIT ------ ------ 2'-l" -3,-4- --q--0„- q.-9„ 9,-q WNA 4 WN.4 `L WX.6 WND.4 11A 4.11- 11A A2.12- 4 11 6'-2" 5'-4" 5'-4" 5'-3" _ �I ---- - - - - - - U1 ------------ SSEE DRAWING TEAM- 1/A1.32-C �i N= WNA _ ______ _ 1A _ WX6 CCCJJJ PROJECT Fm= 11A 1 - 11 ` PRINCIPAL IN CHARGE:(MS US U8 ; ' A PROJECT MANAGER: DH --- U24 PROJECTARCHITECT:I DH Studio WNA JOB CAPTAIN: SZ -�-- 302 -----ALIGN A WALLS e' I A JFloor Plan - Level 3 - �, A B D D.1 KEY PLAN Building C 0 2' 4' 8' < e Building C- Floor Plan - Level 3- Sector 1 Scale:1/4"=T-0" . • / V4"_V-O„ NO TH \ 1 2 3 4 5 1 2 3 4 5 General Notes- Floor Plans A. EXTERIOR DIMENSIONS ARE TO THE OUTSIDE FACE OF CONCRETE FOUNDATION WALLS,FACE OF MASONRY WALLS,OR TO THE OUTSIDE FACE OF STUDS UNLESS OTHERWISE NOTED.DIMENSIONS TO MASONRY UNITS ARE NOMINAL UNLESS OTHERWISE NOTED. B. DIMENSIONS AT UNIT DEMISING WALLS ARE TO CENTERLINE OF WALL. C. INTERIOR DIMENSIONS ARE TO THE FACE OF CONCRETE,MASONRY,OR FACE OF STUDS AT FRAME WALLS,AND TO CENTERLINE OF COLUMNS DYKEMAN UNLESS OTHERWISE NOTED. D. DIMENSIONS LOCATING DOORS,WINDOWS AND RELIGHTS ARE TO NOMINAL MASONRY OPENING OR TO FINISH OPENING UNLESS OTHERWISE NOTED. ARCHITECTURE + DESIGN E. SEE WALL TYPES ON SHEETS A1.00 FOR TYPICAL WALL CONSTRUCTION ASSEMBLIES. D F. ALL NON-BEARING WALLS ARE FULL HEIGHT TO UNDERSIDE OF ROOF p DECK OR FLOOR ABOVE. - - - G. APPLY TWO(2)CONTINUOUS SEALANT BEADS BENEATH STUD TRACK AT ALL EXTERIOR STUD WALLS. H. CONTRACTOR SHALL PROVIDE CONTINUOUS HORIZONTAL BLOCKING AT ALL WALL MOUNTED LAVATORIES,DRINKING FOUNTAINS,CASEWORK, MIRRORS,HANDRAILS,ETC.REFER TO ARCHITECTURAL INTERIOR ELEVATIONS. I. SEE DETAIL SHEET A6.01 FOR TYPICAL MOUNTING HEIGHTS FOR WALL MOUNTED ACCESSORIES AND EQUIPMENT. J. SEE FLOOR FINISH PLANS FOR TRANSITION DETAILS AND THRESHOLDS. K. ELECTRICAL PANELS,TRANSFORMERS,BOILERS,AIR HANDLING UNITS, 3 AND DUCTWORK WHEN SHOWN,ARE INDICATED FOR CONTRACTOR A e 310- D D 1 CONVENIENCE. C L. SEE REFLECTED CEILING PLAN FOR CEILING MOUNTED EQUIPMENT. M. THE GENERAL CONTRACTOR SHALL PROVIDE CONCRETE HOUSEKEEPING PADS AT MINIMUM 3 1/2"THICK CONCRETE WITH 6 X 6IW2.9 X 2.9 W W F REINFORCING UNLESS OTHERWISE NOTED OR REQUIRED ELSEWHERE IN THESE DOCUMENTS,PAD DIMENSIONS SHALL BE A MINIMUM 4"GREATER IN HORIZONTAL DIMENSION THAN BASE OF THE EQUIPMENT MOUNTED THEREON,UNLESS OTHERWISE NOTED.EXACT PAD LOCATIONS SHALL BE VERIFIED IN THE FIELD. N. CONTRACTOR TO CONFIRM ALL CLEARANCE REQUIREMENTS AS NOTED ON DETAIL A6.01 and A6.02. O. REFER TO DETAILS ON SHEET 11A7.10 FOR TYPICAL DOOR CLEARANCES. 9552 REGISTERED P. SEE FLOOR PLANS AND BUILDING SECTIONS FOR LOCATION OF DETAILS ARC HITECT FOR TYPICAL FLOOR-TO-FOUNDATION,FLOOR-TO-WALL,WALL-TO-ROOF ASSEMBLIES AND HEADER,SILL AND SOFFIT CONSTRUCTION. Q. CONTRACTOR SHALL SEAL AROUND ALL PENETRATIONS AT FIRE RATED q L AA ON STEVENS WALLS,INCLUDING BUT NOT LIMITED TO PIPING,DUCTS,CONDUIT,ETC., STATE AA ON STEVENS WITH FIRESTOPPING PER I.B.C.REQUIREMENTS. IICTCl R. SEE EXTERIOR ELEVATIONS FOR WINDOW AND LOUVER TYPES AND SEE DRAWING WX.6 WND.4 DETAILS. 12A 6'-2" 5'-4" 5'-4" 5'-3" A S. SEE ENLARGED PLANS FOR ADDITIONAL DIMENSIONAL AND NOTE C 1/A1.31-C 4 _ _ _ _ _ _ _ _ Ui v _ T. INFORMATIO WALLS: PR• C 5 -� ��-� #-� AT RESIDENTIAL UNIT INTERIORS WALL TYPE WN.411; WN4 WN.4 AT COMMERCIAL INTERIORS WALL TYPE WN.611A; Centennial Park in �y}1- ------ - - WX.6 _ AT DEMISING WALLS,WALL TYPE WND.412A; -- - O o - FtO 11A `� AT PLUMBING WALLS,WHERE WATER CLOSET OCCURS,WALL TYPE U8 US UNLESS OTHERWISE NOTED. the City OIj Arlington U24 WNA Ui U. EXTERIOR WALL TYPE TO BE WX.611,TYP.UON.REFER TO PLANS, -1 51/2" g_1 112'. 11A ELEVATIONS,AND SHEET A1.00 FOR EXTERIOR FINISH WALL TYPES AND FOR Studio WN.4 g 302 EXTENT.ALIGN 11A 4.11- _ _ _ TYP. I WALLS �g 101400.A1 Centennial Park 5J 4.4 T.OWALL cuff) WN.4 LLC C�S,-6" 11A wN.4 = ` MATERIAL LEGEND- FLOOR FINISHES U8 2'-10 1 05 7300.A3 AT 1 j ® CARPET 172nd St NE and 67th Ave 05 5200.A1 W N.4 1 10 4413.B 11A - NE m A�12-. i WND.4 - i VINYL PLANK 5.1 WX.6 . Arlington, WA 98223 ____ yyX.6 WN.4 12R r- 5 A BUILDING PERMIT 3.10- 2'-6" 11 r,�I .i�� ,r. i�� I I 'v � SEE-FINISH MATERIAL KEY ON SHEET A6.00 FOR PAINT COLORS. 08/19/2019 _ \/ This drawing is: REF. --_-- �- - --- --- -- KEYNOTE LEGEND 1.Cop right 2019 D eman,Inc. 2a YNOTE y - - 2.The Architect's Instrument of Professional Service. B � - KEYNOTE KEYNOTE TEXT 3.For use on this project only.Obtain Architect's B 3 'i- i written permission for any other use or reproduction. 4'-0' 5'-0"NOM. 05 5200.A1 18"DEEP BOLT- P ON PREFABRICATED WN.6 METAL BALCONY:ONE IECEJECT NUMBER N.4 PRO - 11A W 12R i ,I FULLY-WELDED ALUMINUM i ..�. .. 11A CONSTRUCTION WITH A POWDER U2 ,• - - - 61 COAT FINISH.1/4"X3'ALUMINUM 2018-015 - 2 I DW SLAT FLOOR.REF.TO STRUC. WX.6 DRAWINGS FOR CONNECTION - DETAILS. 3'-31/2" 3 057300.A3 PREMANUFACTURED ALUMINUM � - --6'-10"---- 4.12- GUARDRAIL MARK DATE DESCRIPTION � 1077124.A1 IDOWNSPOUT WN.6 WN.4 101400.A1 UNIT SIGNAGE WITH LIGHTING 08/19/2019 BUILDING PERMIT 11A WALLS 104413.B FIRE EXTINGUISHER CABINET US WIVA 00 VENTILATION HOODS U9 1 Bed Room ■ W N.4 J 2 WNA 301 3.10- 11A = I I 7 - - - 3-83/8" 2'-85/8" O 8 - - - - - - WX.6PROJECT TEAM- O i ALIGN07 L_---t-----------------------------r_____WAL _____________ ______ W __________ _____ __ ___ _____7---- LS _ PTYP. 233800 PRINCIPAL IN CHARGE:1 MS 4'-4114" 1 j ' PROJECT MANAGER: I CH PROJECT ARC ig�_�. g�_g. ARCHITECT:I DH A2.12-Q JOB CAPTAIN: SZ A � �^ A 12'-0" 21'-3 3/4" 11'-7 1/4" 4'-8" 49'-7" ---------- - Floor Plan - Level 3 - - ---- A B D D.1 KEY PLAN Building C C 0 2' 4' 8' < " Building C - Floor Plan - Level 3- Sector 2 Scale:l/4"=1'-0" . • 1 I / va^=1`g" NO TH \ 1 2 3 4 5 1 2 3 4 5 General Notes - Roof Plans A. ROOF ELEVATIONS SHOWN ARE TO TOP OF ROOFING MATERIAL. B. SET INTERMEDIATE HEIGHT AS REQUIRED TO PROVIDE THE SLOPES INDICATED. C. PROVIDE TAPERED INSULATION CRICKETS CREATING POSITIVE DRAINAGE. D. REFER TO ROOF MANUFACTURERS STANDARD DETAILS FOR FLASHING AND INSTALLATION INSTRUCTIONS AROUND ROOF OPENINGS AND PENETRATIONS. MATERIAL LEGEND- ROOF ARCHITECTURE + DESIGN ROOF-ASPHALTSHINGLES D —dykD ROOF-ICE 8 WATER SHIELD _ _ _ ROOF-TIED CRICKETS CONSULTANT: KEYNOTE LEGEND KEYNOTE KEYNOTETEXT 073113 ASPHALT SHINGLES 07 7000.A1 DRAFT STOP LOCATION 07712301 PREFINISHED GUTTER 077226.A1 ROOF VENTILATOR 9552 REGISTERED 1 ARC HITECT I I I I --__---- — — — — — A L AA ON STEVENS 1 STATE OF WASHINGTON Ili ® � lil C !E PROJECTC _--------- ---- Centennial Park in the City of Arlington FOR II II 37 Centennial Park 5J ------------- Typ, 07 7123 01 L L C 07 7123 01 ii I I AT I I I 172nd St NE and 67th Ave 4 -- -------------- NE 077000.A1 Arlington, WA 98223 I b BUILDING PERMIT I I 2 3' 1'-0' I� 08/19/2019 This drawing is: I 1.Copyright 2019 Dykeman,Inc. 2.The Architect's Instrument of Professional Service. B — 3.For use on this project only.Obtain Architect's B — written permission for any other use or reproduction. I I PROJECT II I II II 2018-015 I I 07 7123 01 I I I I it it • MARK DATE DESCRIPTION i i i i O811912019 BUILDING PERMIT FRI 07 7000 Ai 6.1 li 07 3113 PROJECT I IL 2 PRINCIPAL IN IN CHARGE1MS PROJECT MANAGER: --------------------- --------------- PROJECT ARCHITECT: DH 8 JOB CAPTAIN: A 07 7123 01 A Roof Plan - Building C A B D D.1 C 0 4' 8' 16' Building C- Roof Plan- Roof Plan Scale:1/8 V-0" NO TH • 1 2 3 4 5 1 2 3 4 5 General Notes-Reflected Ceiling Plans A. ALL GWB.CEILING SCREW TO FLOOR JOIST MOUNTED RESILIENT CHANNELS, OR DIRECT SCREWS TO ROOF TRUSSES ABOVE,UNLESS OTHERWISE NOTED. B. PROVIDE SEISMIC BRACING AT ALL SUSPENDED CEILINGS.REFER TO TYPICAL CEILING DETAILS SHEET A9.30. C. CEILING AND SOFFIT HEIGHTS ARE FROM FINISHED FLOOR UNLESS OTHERWISE NOTED. D. CEILING TYPES-REFER TO MATERIAL LEGEND THIS SHEET. DYKEMAN E. PROVIDE CONTINOUS MEMBRANE AT RATED AT RATED FLOORICEILING AND ROOF/CEILING ASSEMBLIES ABOVE ALL SOFFITS AND LOWERED CEILINGS. F. ROOF CONSTRUCTION ASSEMBLIES-REFER TO BUILDING SECTIONS AND ROOF PLANS. ARCHITECTURE + DESIGN G. STRUCTURAL ELEMENTS ARE SHOWN FOR CONTRACTOR CONVENIENCE. REFER TO STRUCTURAL DRAWINGS FOR ACTUAL SIZE,LOCATION AND D SPACING. O H. MECHANICAL ELEMENTS ARE SHOWN FOR CONTRACTOR CONVENIENCE. - - - View D,l- I. LOCATIONS OF SMOKE ALARMS,EMERGENCY LIGHTING,NIGHT LIGHTS AND EXIT SIGNAGE-REFER TO ELECTRICAL DRAWINGS. J. DOMESTIC WATER PIPING AND SPRINKLER PIPE NOT SHOWN FOR CLARITY. CONTRACTOR TO COORDINATE INSTALLATION OF THESE ELEMENTS WITH — THOSE OF ALL OTHER TRADES. CONSULTANT: K. GWB CEILINGS TO BE INSTALLED PER MANUFACTURER'S REQUIREMENTS. L. REFER TO FINISH SCHEDULE FOR ADDITIONAL INFORMATION. M. WHERE SOFFITS OCCUR ABOVE CASEWORK UPPER CABINETS,SOFFIT ELEVATIONS ARE PROVIDED FOR REFERENCE.COORDINATE SOFFIT ELEVATION WITH CASEWORK AND REQUIRED VERTICAL CLEARANCES.REFER TO INTERIOR ELEVATIONS FOR ADDITIONAL INFORMATION. • KEYNOTE LEGEND �9552 KEYNOTE KEYNOTETEXT 10 7100.A1 WOOD TIMBER CANOPY WITH A L AA ON VENSI CORRUGATED METAL ON TOP.TIE STATE OF wASRMGTGN ROD BACK TO 4X6 WOOD POST IN WALL. C 2 " - �OPEN TO� - - 2 - - - - - C a� ABOVE V -• • 0 m a Centennial Park in �:;.: l] 0 TS 0 the City of Arlington ; ^-! 0 r� ==----- � 4.1 `,!4{`: r __ 4.1 fit.;''. - - -�_- FOR �� ' j _-_,#� +`( ` 'r --- - , � MATERIAL LEGEND- RCP Centennial Park 5J 3 _ --�1�;I- LLC \ / L GYPSUM CEILING BOARD-DROP CEILING 107100.A1 AT OPEN TO - \ T ABOVE o GYPSUM CEILING BOARD-ATTACHED TO STRUCTURE / -� 172nd St NE and 67th Ave 0 / FIBER CEMENT SOFFIT NE / F=====------ Arlington, WA 98223 CEILIFILING ELEVATION FROM FLOOR L TAG-EVEL BUILDING PERMIT 4 —\ FLOOR LEVEL 08/19/2019 4 — — / OPEN TO STRUCTURE ABOVE-PAINT \ / "}•I?:::':::...�::.L:;:':.i,, This drawing is: / ;:':•]:•�%; SLOPED CEILING SLOPED WITH STRUCTURE 1.Copyright 2019 Dykeman,Inc. OPEN TO 2.The Architect's Instrument of Professional Service. B F. T ABOVE e 0 B' B" - $ SPOT ELEVATION 3.For use on this project only.Obtain Architect's B / "\ written permission for any other use or reproduction. SEE-FINISH MATERIAL KEY ON SHEET A6.00 FOR PROJECT e PAINTCOLORS. 71 5 - - - ---------------- - " 5 - - - - 2018-015 - I 7.7 ors _ \ , _ FIXTURE LEGEND- RCP MARK DATE DESCRIPTION 08/19/2019 BUILDING PERMIT OPEN TO E, -."'j•., \ ABOVE / CEILING FAN:2-STORY LOFTS iv 5.5"LED RECESSED CAN LIGHT:CLOSETS AND HALLWAYS o L- -- 0 7"LED RECESSED CAN LIGHT:PRIMARY SPACES L ----- � --�----- BATHROOM FAN WITH HEATER - • JECT TEAM: TS _ e PRINCIPAL IN CHARGE:1 MS EXHAUST DUCT PROJECT MANAGER: I DH PROJECT ARCHITECT:I DH JOB CAPTAIN: 1 EZ OPEN TO' A — — ABOVE — — — 7 I _ —— — — — — — 7 I A OTS ors B \, B RCP - Building C 12'-0" 21'-33/4" 11'-71/4" 4'-8" 0 4' 8' 16' Q - AAk Scale:1/8"=T-0" . BuildingC-RCP-Level 1 2 Buildin C- RCP- Level 2 No TH 1 2 1 3 4 5 1 2 3 4 5 General Notes-Reflected Ceiling Plans A. ALL GWB.CEILING SCREW TO FLOOR JOIST MOUNTED RESILIENT CHANNELS, OR DIRECT SCREWS TO ROOF TRUSSES ABOVE,UNLESS OTHERWISE NOTED. B. PROVIDE SEISMIC BRACING AT ALL SUSPENDED CEILINGS.REFER TO TYPICAL CEILING DETAILS SHEET A9.30. C. CEILING AND SOFFIT HEIGHTS ARE FROM FINISHED FLOOR UNLESS OTHERWISE NOTED. D. CEILING TYPES-REFER TO MATERIAL LEGEND THIS SHEET. DYKEMAN E. PROVIDE CONTINOUS MEMBRANE AT RATED AT RATED FLOORICEILING AND ROOF/CEILING ASSEMBLIES ABOVE ALL SOFFITS AND LOWERED CEILINGS. F. ROOF CONSTRUCTION ASSEMBLIES-REFER TO BUILDING SECTIONS AND ROOF PLANS. ARCHITECTURE + DESIGN G. STRUCTURAL ELEMENTS ARE SHOWN FOR CONTRACTOR CONVENIENCE. REFER TO STRUCTURAL DRAWINGS FOR ACTUAL SIZE,LOCATION AND D SPACING. p H. MECHANICAL ELEMENTS ARE SHOWN FOR CONTRACTOR CONVENIENCE. - - 1716 - I. LOCATIONS OF SMOKE ALARMS,EMERGENCY LIGHTING,NIGHT LIGHTS AND EXIT SIGNAGE-REFER TO ELECTRICAL DRAWINGS. J. DOMESTIC WATER PIPING AND SPRINKLER PIPE NOT SHOWN FOR CLARITY. CONTRACTOR TO COORDINATE INSTALLATION OF THESE ELEMENTS WITH THOSE OF ALL OTHER TRADES. CONSULTANT: K. GWB CEILINGS TO BE INSTALLED PER MANUFACTURER'S REQUIREMENTS. L. REFER TO FINISH SCHEDULE FOR ADDITIONAL INFORMATION. M. WHERE SOFFITS OCCUR ABOVE CASEWORK UPPER CABINETS,SOFFIT ELEVATIONS ARE PROVIDED FOR REFERENCE.COORDINATE SOFFIT ELEVATION WITH CASEWORK AND REQUIRED VERTICAL CLEARANCES.REFER TO INTERIOR ELEVATIONS FOR ADDITIONAL INFORMATION. KEYNOTE LEGEND KEYNOTE I KEYNOTE TEXT • MATERIAL LEGEND- RCP �AA�N REGISTERED GYPSUM CEILING BOARD-DROP CEILING GYPSUM CEILING BOARD-ATTACHED TO STATE OF wASHiNGTON STRUCTURE C [Ell PROJECT CEMENT SOFFIT IDENTIFICATION: C I 8 0 B 0 - SLO`PED CEILING TAG CEILING ELEVATION FROM Centennial Park in FLOOR LEVEL OTS OPEN TO STRUCTURE ABOVE PAINT the City of Arlington 8 0 8.4. 4.1 B 0 SLOPED CEILING SLOPED WITH STRUCTURE FOR -�- SPOT ELEVATION Centennial Park 5J 3 t - SEE-FINISH MATERIAL KEY ON SHEET A6.00 FOR L L C J _ PAINT COLORS. AT ;e: g o e'o r g o 172nd St NE and 67th Ave 0 g o' Arlin FIXTURE LEGEND- RCP NE Arlington, WA 98223 4 _ _ '— L. \ CEILING FAN:2-STORYLOFTS BUILDING PERMIT 08/19/2019 5.5"LED RECESSED CAN LIGHT:CLOSETS AND HALLWAYS This drawing is:9 Dykeman,Inc. e u 0 7"LED RECESSED CAN LIGHT:PRIMARY SPACES 2.The Architect's Instrument of Professional Service. B _ 3.For use on this project only.Obtain Architect's B P written permission for any other use or reproduction. BATHROOM FAN WITH HEATER .-• SLOPED - 8 0 a,-a, — EXHAUST DUCT 2018-015 5 M1 }tA MARK DATE DESCRIPTION 08/19/2019 BUILDING PERMIT 5.1 aoPROJECT 6.1 PRINCIPAL IN CHARGE:I MS PROJECT MANAGER: DH PROJECT ARCHITECT:I DH 8. JOB CAPTAIN: SZ SLOPED 8 RCP - Building C 12'-0" 21'-3 3/4" 11'-7 1/4" 4'-8" 0 4' 8' 16' Ak A B D D.1 C Scale:1/8"=T-0" . Building C - RCP- Level 3 NO TH \ 2 3 4 5 1 2 3 4 5 KEYNOTE LEGEND KEYNOTE KEYNOTE TEXT 05 5200.A1 18"DEEP BOLT-ON PREFABRICATED METAL BALCONY:ONE PIECE FULLY-WELDED ALUMINUM CONSTRUCTION W ITH A POWDER COAT FINISH.114"X 3"ALUMINUM SLAT FLOOR.REF.TO STRUC.DRAWINGS DYKEMAN FOR CONNECTION DETAILS. 073113 A3 ASPHPREMATSHIN LED ALUMINUM GUARDRAIL DESIGN 0 Y 073113 ASPHALT SHINGLES ARCHITECTURE + 07 7123 01 PREFINISHED GUTTER 077124.A1 DOWNSPOUT 077226.A1 ROOF VENTILATOR _ _ _ 081o00.A1 DOOR PER SCHEDULE2nd Floor Everett,WA 98201 - - - - - - - - - - - - - - 10 1400.A1 ALUMINUM STOREFRONT - 085313 VINYL WINDOWS Top of Roof _ _ To of Roof 101400.A1 UNIT SIGNAGEWlTH LIGHTING L07 7226.A7 �. 104413.B _ 41'-6" 41'-6" 101400.A4 BUILDING IDENTIFICATION SIGNAGE:24"X24"X6MM DIDBOND INCONSULTANT: p- ALUMINUM IDENTIFICATION LETTER MOUNTED WITH SILICONE AND - �- FOAM TAPE OVER 36"X36"X3MM DIDBOND IN DARK BRONZE jV#�5�-F- General BACKGROUND SUBSTRATE PANEL.SCREW AND SILICONE 101400.A4 ATTACHMENT TO WALL104413.B FIRE EXTINGUISHER CABINET A-j _ _ _ _ - �.. 10 7100.A1 WOOD TIMBER CANOPY WITH CORRUGATED METAL ON TOP.TIE ROD X3 V3-F V3-F BACK TO 4X6 WOOD POST IN WALL. _ Roof Plate Roof Plate 1-F � Vi-F _8 30'-0 1/2" 30'-0 1/2" 233800 VENTILATION HOODS 085313 / I1/077124.A1 13 - �,, - Notes-Exterior Elevations V3 V1 V2 V3 _ A. EXTERIOR MATERIAL TYPES-REFER TO MATERIAL LEGEND THIS SHEET. • OS 5200.A7 B. DOWNSPOUTS SUPPORTS-FOR DOWNSPOUTS UP TO 12'-O"IN LENGTH OS 7300.A3 PROVIDE 2 PREFINISHED METAL STRAPS(TOP AND BOTTOM).12'-0"AND _ Level 3 _ _ - _ Level 3g LONGER PROVIDE 3 PREFINISHED METAL STRAPS(TOP,MIDDLE AND BOTTOM). FX4 - - 20' - 20'-V" � C. WALL TYPES-SEE SHEET A1.00 �1552 -F� D. SEE SHEETS A7.13,A7.14 AND A7.15 FOR TYPICAL DOOR AND WINDOW DETAILS STERED 3 1a V4 1 3 ll 107100.A1 ��.�� FX2 F. EXTERIOR DETAILS REFER TO D ETAIL -I SEE A8.00E13 FOR RIESS E CAL IETSW FLASHING SEQUENCING U G. KNOX BOX-PROVIDE A KNOX BOX AT EACH BUILDING AS SPECIFIED. COORDINATE LOCATION WITH THE OWNER AND THE FIRE MARSHAL FX2 _ H. ALIGN FIBER CEMENT PANEL HORIZONTAL JOINTS AT BUILDING CORNERS,TYP. STATE of wASHiNGTaN _ Level2 _ _ Level 10'-0" 10'-0" 1084113.A1 C I FX1 PROJECT IDENTIFICATION: C 0 1 1 N1a) o 057300.A3 I Centennial Park in Level n Levell o" o" 1 the City of Arlington rn 1400.A1 oa 1000.A1 FOR Centennial Park 5J Building C - East Elevation ��Building C - North Return LLC AT 172nd St NE and 67th Ave NE Arlington, WA 98223 BUILDING PERMIT 08/19/2019 This drawing is: D.1 D B A C T 7D.1 D C 1.Copyright 2019 Dykeman,Inc. 2.The Architect's Instrument of Professional Service. B 3.For use on this project only.Obtain Architect's B written permission for any other use or reproduction. PROJECT NUMBER To-of f -o" _T_o _ I -6" Top 2018-015pRo6 - 41RR6" • MARK DATE DESCRIPTION 07712301 08/19/2019 BUILDING PERMIT 07 7123 01 - V3-F - - V3-F- V3-F I _ Roof Plate /1 ROOF Plate /\ Roof Plate a7 71za Al 30'-0 1/27I 30'-0 1/2�I 30'-0 1/2" / FX2 077124A1 FX3 MATERIAL LEGEND- EXTERIOR ELEVATIONS I \ - I 1olaoo.A1 I FX3 V3 V3 081000.A1 FX1-CMU VENEER Level _ Level Level Fxa 20'-0" 20'-0" 20'-0" PROJECT 23 3800 FX2-FIBER CEMENT LAP SIDING PRINCIPAL IN CHARGE:1 MS V3 _ V14F &212, PROJECT MANAGER: 1 DH FX3-FIBER CEMENT SMOOTH PANEL PROJECT ARCHITECT:1 DH JOB CAPTAIN: 1 SZ w2-F Level2 Level 2A 10' 0" 10'-0" A FX4-FIBER CEMENT ACCENT xterior evations - FX5-STONE TILE Building C HEM Level1 Level l n Level /-� Scale:1/8"=T-0" . Building C-North Elevation 2 Building C-Stair 1 -North 3 Building C-Stair 1 -South 1/8"=V-0" 1/8"=1'-0" 1/8"=1'-0'• SEE-SHEET A7.00 WALL TYPES \ 1 2 3 4 5 1 2 3 4 5 General Notes- Exterior Elevations KEYNOTE LEGEND A. EXTERIOR MATERIAL TYPES-REFER TO MATERIAL LEGEND THIS SHEET. B. DOWNSPOUTS SUPPORTS-FOR DOWNSPOUTS UP TO 12'-0"IN LENGTH KEYNOTE KEYNOTE TEXT PROVIDE 2 PREFINISHED METAL STRAPS(TOP AND BOTTOM).12'-0"AND LONGER PROVIDE 3 PREFINISHED METAL STRAPS(TOP,MIDDLE AND BOTTOM). 05 5200.A1 18"DEEP BOLT-ON PREFABRICATED METAL BALCONY:ONE C. WALL TYPES-SEE SHEET A1.00 PIECE FULLY-WELDED ALUMINUM CONSTRUCTION WITH D. SEE SHEETS A7.13,A7.14 AND A7.15 FOR TYPICAL DOOR AND WINDOW DETAILS POWDER COAT FINISH.il4"X 3"ALUMINUM SLAT FLOOR.REF.TO . E. REFER TO DETAIL Ai/A7.13 FOR TYPICAL WINDOW FLASHING SEQUENCING SOWD DRAWINGS FOR CONNECTION DETAILS. F. EXTERIOR DETAILIDE A KNOXEE BOX AT EACH BUILDING 057300.A3 PREMANUFACTURED ALUMINUM GUARDRAIL YKEMAN G. KNOX BOX-PROVIDE A KNOX BOX AT EACH BUILDING AS SPECIFIED. COORDINATE LOCATION WITH THE OWNER AND THE FIRE MARSHAL 073113 ASPHALT SHINGLES H. ALIGN FIBER CEMENT PANEL HORIZONTAL JOINTS AT BUILDING CORNERS,TYP. 07 7123 01 PREFINISHED GUTTER ARCHITECTURE + DESIGN 077124.A1 DOWNSPOUT 07 7226.A1 ROOF VENTILATOR D 081000.A1 DOOR PER SCHEDULE - - - D 084113.A1 ALUMINUM STOREFRONT 085313 VINYL WINDOWS Y ( ' 1 g 101400.A1 UNIT SIGNAGE WITH LIGHTING - Y Y Y Y Y 10 1400.A2 ROOM SIGNAGE 104413.E FIRE EXTINGUISHER CABINET CONSULTANT: 10 7100.A1 WOOD TIMBER CANOPY WITH CORRUGATED METAL ON TOP.TIE ROD BACKTO 4X6 WOOD POST IN WALL. 233800 VENTILATION HOODS - - - - - - - - - - -260125 - LEC CA PANELS _ Top of Roof n 41'-6" V 07 3113 FX2 07 7123 01 07 7123 01 • FX2 V3-F V15-F V4-F V3-F _ � _ _ _ _ _ ROOF Plate � Roof Plate 30'-0 1/2" `1 30'-0 1/2" v�F' �.�N 085313 3 V16-FV3055200.A1 055200.A1 11 � _ _ _ Level 3 STATE OF WASHINGTON - _ _ _ _ _ _ _ Level 1-5� 20'-0"20'-0 FX3 C - V7-F 107100.A1 • IDENTIFICATION: C 084113.A1 V3 V3 107100.A7 SF10 i SF11 SF10 1 y - - - - - -CD Le �2�el Centennial Park in Lev_el 2 10'-0" 10'-0" Fx1 084113.A1 the City of Arlington FOR SF75 SF15. SF1 .SF15 F7 SF3 057300.A3 FX1 Lever - - _ - Level Centennial Park 5J L L C 08 4113.A1 () AT Building C-West Elevation ��Building C-South Return 4 1/8"=1•_0• ,/g"=,•_o• 172nd St NE and 67th Ave NE Arlington, WA 98223 BUILDING PERMIT 08/19/2019 D.1 D D.1 This drawing is: 1.Copyright 2019 Dykeman,Inc. 2ThAmlr 3.For use o�nthis project only.Obtain A ch tecfs ice. D.1 T cts Instrument of Professional Sery B B I I written permission for any other use or reproduction. 07 7226.A1 PROJECT " To of Roof Top of Roof Top of Roof - - ar- - - ar - - - 41' 6 2018-015 I I 073113 07 7123 01 MARK DATE DESCRIPTION - 3-F - Roof Plate /ll _ Roof Plate 07712301 - Roof Plate 08/19/2019 BUILDING PERMIT 30'-0 1/22 FX3 1, 30'-0 1/2" 30'-0 1/2" _ 07 7124.A1 085313 V3 _ V3 077124.A1 101400.A1 FX3 MATERIAL LEGEND- EXTERIOR ELEVATIONS 055200.A7 057300.A3 081000.A1 FX3 05 7300.A3 FX1-CMU VENEER Level 3 n Level _Level 3 20'-0" V 20'-0" 20'_0" V14-F / FX4 PROJECT V3 FX2-FIBER CEMENT LAP SIDING PRINCIPAL IN CHARGE:1 MS 107100.At ® PROJECT MANAGER: 1 CH - V12-F FX2 FX3-FIBER CEMENT SMOOTH PANEL PROJECT ARCHITECT:1 CH Level 2 _ _Level 2 _Level 2 JOB CAPTAIN: SZ 084113.A7 A ) 10,-U" 10� 10' 0 _ ET A FXi �•%057300.A3 C N3� � FX4-FIBER CEMENT ACCENT A 13F3) Exterior elevations 10 4413.E LevelJ Levell _Levell FX5-STONE TILE Building C 0" 0" 0" 26 0125 081000.A1 101400.A2 0 4' 8' 16' eii Building C-South Elevation �Building C-Stair 2- North Building C-Stair 2-South 1 1/8"=V-0" L 1/8"=1'-0" J 1/8"=1'-0" Scale:1/8"=T-0" . • SEE-SHEET A1.00 WALL TYPES \ 1 2 3 4 5 1 2 3 4 5 KEYNOTE LEGEND KEYNOTE KEYNOTE TEXT 3 8 YKEMAN 7 T T TT T 2 1 3.to- . DESIGN ARCHITECTURE + D 3.10- I 3.10. I I 3.10- I I I I I I I � I I —dyk RW3 RW2 RW7 RW2 - - 1716 West Marine Vie,Drive p Rwz Rwa1 — — Rw1 _ T000f 41R�6f Top ofloo I l CONSULTANT: I I I -°--'---- - — - -_ n---_° Roof Plate r;-1-.`s _ �_ Roof Plate 30'-0 1/2" — — 30-0 1/2" UNIT UNIT _ NIT y UNIT UNI UNITE 301a02 3I 304 305 — — 303 • Bedroom EntrylStair— Bedroom Bathroom Bedroom Entry/Stair Bedroom Kitchen Lving Room Bedroom Fcz Fcz Fc2 _Level 3 Fcz _Level 3 20'-0" V 20' 9552 1REGISTERED [HUN UNIT NIT UNIT UNI UNIT ARc wTECT 1 3104E 105T 103L Entry/Stair— Bedroom Bedroom Ent/Stair Bedroom BedrooFC2ry' A L AA ON STEVENS FC2 STATE OF WASHINGTON _Level 2 _ _ _ _Le__el 10'-0" 10'-0" C _ UNIT UNI _ UNIT C 102 03 104 NI PROJECT IDENTIFICATION: Kitchen Livin Room Entry/Stair d Kitchen Ki then Kitchel —Entry/Stair Livin Rao Living Room FC1 FC1. FCi _ _ _Level1 FC1 Level Centennial Park in III _ _ _ —All I _ 1I -1I -1I I_ III—III—III-1I -1I -1I -1I -1 =1I I-1I -11I-111= ° the City of Arlington Iliii liiillliiillliii iiilllii II llllllll llllll iilllll 1-III-IIIIII -III-�111=III-III-III-III-III 1-III-111111-1 FOR Centennial Park 5J LLC ( � Transverse Section-Building C ��Cross Section 3-Building C AT �uJ 1/B"=r-°" 1/B"=1'0' 172nd St NE and 67th Ave 3 NE 3.10- 3.10. Arlington,, WA 98223 D.1 D.1 BUILDING PERMIT 08/19/2019 This drawing is: RW7 RW2 1.Copyright 2019 Dykeman,Inc. 2.The Architect's Instrument of Professional Service. B RW3 RW 1 3.For use on this project only.Obtain Architect's B TO Of ROOF / _ _ _ _ Top of ROof mitten permission for any other use or reproduction. 41 _6" I 41'-6" I I r771room Roof Plate Roof Plate30'-0 1/2 �l 30'-0 1/2"LJMARK DATE DESCRIPTION UNIT UNIT08/19/2019 BUILDING PERMIT Ell301EntrylStair Kitchen IL Kitchen � living Room FC2 _i120'"' _ Level 3 20'-0" 20'-00"" I I —EnVylStair S. g Bedroom BedroomPROJECT FC2 S FC2 L@V21�2 \ _ _ _ -- _ LeVBI 2 � PRINCIPAL IN CHARGE:I MS PRECAST CONCRETE ti..., UNIT 1 1 Q'_Q" V 1 Q'_Q" V STAIR TREADS AND 102 PROJECT MANAGER: PH LANDING PROJECT ARCHITECT:I DH JOB CAPTAIN: I SZ A 4`�EnVy/Stair Bathrooms Living Room Living Room Living Room FC1 , A 4 FCi _ _1Level 1 _1 _ �� Level 1 III-1 -1 III-1 -1 =1 =1 =1 I—III—III=1 -1 =1 1= ° Sections - Building C IIIII IIIII I I I FIIII II II II II II II II II II II II II III III II II II I- I- I- I- -1 -1 -1 -1 -1 II II II II II II II III III II II II II II II II II II II II II II III III II II J 0 4' B' 16' 2916 = - ,� Cross Section 1 - Building C Cross Section 2- Building C In �1I8"=1'-0=1•_0" , G I 1/8•=1•-0" Scale:1/8"=V-0" 1 2 3 4 5 1 2 3 4 5 KEYNOTE LEGEND D KEYNOTE KEYNOTE TEXT 26 5100.A 26 5100.-A 08 8300.A 30"X 48"MIRROR UNIT 4c 088300.B 24"X48"MIRROR UNIT . YKEMAN �, 088300.A j 102800.13 TOILET TISSUE(ROLL)DISPENSER 224000.A2 BATHROOM LAVATORY q A4.10- d 224000.A3 TUB SHOWER UNIT ARCHITECTURE + DESIGN 224000.A3 224000.A3 224000.A3 224000.A4 TOILET 224000.A2 224000.A2 265100.A BATHROOM LIGHT FIXTURE D ° _ = WestD 102800.B 102800.B - - BATHROOM PLAN GENERAL NOTES 22 4000.A4 A. SEE A6.01 AND A6.02 FOR ACCESSIBILITY 1'-6" 22 4000.A4 CLEARANCES,GRAB BAR REINFORCING,AND 254 152 254 INSTALLATION REQUIREMENTS AT FIXTURES IN TYPE A CONSULTANT: 12 21 24 21 12 21 AND TYPE B UNITS. 34 34 34 �,,�Building C- Bathroom 102E-Plan Bathroom 102E-A 4b Bathroom 102E- B Bathroom 102E-C ��lhroom 102E-D1/4"=1'-0" F Q 1/4"=1'-0" 114"=1'-0" Y V 1/4"=1'-0" '-0" • - 26 5100.A 26 5100.A 3a 3d A4.10- 3b 5A 088300.B �1552U+6 ON T C PROJECT IDENTIFICATION: C 2442112421 Building C-Powder Room 102-Plan �„�Powder Room 102-A ��Powder Room 102-B ��Powder Room 1 34 34Powder Room 102-D Centennial Park in J 1/4-V-0" JQ 1/4"=,'-t," Ju 1/4"=,'-t," J� 1/4"=,'-0" Ju 114-=1'-0- the City of Arlington FOR 265100.A 265100.A Centennial Park 5J 08 8300.A g L L C 22 4000.A3 22 4000.A3 AT 22 4000.A3 T-a" zza°°o.Az zz4°°O.A2 172nd St NE and 67th Ave e C m zaoo.6 _ _ m zaoo.6 NE 6 224000A4 - - Arlington, WA 98223 2 254 152 2 2f - 15 21 30 21 152� BUILDING PERMIT 21 Aa.10- 08/19/2019 34 64 34 B A4.10 2g 2e Bathroom 101T- E 2fi Bathroom 101T- F 2 Bathroom 101T- G 2h Bathroom 101T- H This drawing is: B IL- 1/4"=1'-0" 1/4"=1'-0" g 1/4"=1'-0" 1/4"=1'-0" 1.Copyright 2019 Dykeman,Inc. 2.The Architect's Instrument of Professional Service. 2 3.For use on this project only.Obtain Architect's 6.1 26 5100.A 26 5100.A written permission for any other use or reproduction. PROJECT " OB 8300.A 22 4000.A2 22 4000.A3 2018-015 22 4000.A3 22 4000.A2 • � 22 4000.A3 Building C- Bathrooms 101T-Plan = _ 102800.B 102800.E MARK DATE DESCRIPTION G 1/4-V-0" 224000. Ej A4 08/19/2019 BUILDING PERMIT 14152 254 521 30 21 1 21 34 34 34 Bathroom 101T-A 2b Bathroom 101T-B ��Bathroom 101T-C ��Bathroom 101T-D LQ 1/4"=,r. 1/V:Y-- Ll.i 1/4"=1'-0" LU 1/4•=,Y-0- PROJECT 6 PRINCIPAL IN CHARGE:I MS Ell _ 265100.A 265100.A _ ___ _ _ _ PROJECT MANAGER: DH ,a - ^ PROJECT ARCHITECT:I L. \�`-o}I�Illll 088300.B JOB CAPTAIN: SZ 1 A4.10- Ilb A A 1c II 224000.A2 224000.A2 Bathroom Plans - '�- 10 2660.E 22 4000.A4 - - Building C 0 2' 4' 8' < •- 254 52 254 12 21 30 21 12 21 34 34 34 Scale:1/4"=1'-0" . , , • Building C- Bathroom101 -Plan Bathroom 101 -A Bathroom 101 - B Bathroom 101 -C 1 d Bathroom 101 - D 1 1/4- V-0" 1 a ,/4"=,'-0" 1 b 1/4" 1 c 1/4"=,'-0" \ 2 3 4 5 1 2 3 4 5 KEYNOTE LEGEND 4 KEYNOTE KEYNOTE TEXT 26 5100.A 22 4000.A3 a 088300.A 30"X48"MIRRORUNIT 102800.13 TOILET TISSUE(ROLL)DISPENSER . YKEMAN 22 4000.A3 22 4000.A3 - 22 4000.A3 22 4000.A2 BATHROOM LAVATORY HILL- 088300.A 224000.A3 TUB SHOWER UNIT 4d A4.11- IL _ 224000.A4 TOILET ARCHITECTURE + DESIGN II 26 5100.A BATHROOM LIGHT FIXTURE a 22 4000.A2 22 4000.A2 D 102800.B - 752 - ° - - - 0 �- _ _ 102800.B zza000.Aa 224000.A4 - - z2a000.Aa BATHROOM PLAN GENERAL NOTES A. SEE A6.01 AND A6.02 FOR ACCESSIBILITY 254 254 CLEARANCES,GRAB BAR REINFORCING,AND 12 21 2 21 INSTALLATION REQUIREMENTS AT FIXTURES IN TYPE A CONSULTANT: AND TYPE B UNITS. 34 34 34 �-" Building C- Ba hroom 303- Plan Bathroom 303-A *�Bathroom 303- B ��,00rn 303-C ��lroom 303-D1/4'•=,,_0„ ` rQ/ 1/a„=,,_0„ ,/a"=,'-0" '-0" ,_0„ 9552 REGISTERED ARC HITECT 26 5100.A 26 5100.A 3a g J2124 A L AA DN STEVENSAAONSTEVENS3d A411- 3b C 3c 224000.A2 224000.A •••JECT ° • C 102800.B ° ------224°°O.A4 224DDD.Aa Centennial Park in the City of Arlington 1 FOR 34 34 Building C- Bathroom 302-Plan lathroom 302-A 3b Bathroom 302-B Bathroom 302-C 3d Bathroom 302- D Centennial Park 5J J 1/4-V-0" 3a 114"=,'-0" 1/4"=,,-0„ Jl.i 1/4"=1'-0" 1/4"=,'-0" LLC AT 172nd St NE and 67th Ave NE Arlington, WA 98223 B BUILDING PERMIT s zs s,00.A 08/19/2019 08 8300.A 22 4000.A3 22 4000.A3 + This drawing is: 22 4000.A3 1.Copyright 2019 Dykeman,Inc. 2.The Architect's Instrument of Professional Service. B - 2 3.For use on this project only.Obtain Architect's B 22 4000.A2 written ermission for an other use or re roduction. 224000.A2 � P Y P - 2 A4.11- 2 102800.E - ° 102800.BPROJECT NUMBER: 2 - 22 4000.A4 22 4°°O.A4 2018-015 -11 12 2 254 1 24421 • 34 34 MARK DATE DESCRIPTION �.��Building C- Bathroom 301 -Plan Bathroom 301 -A 2b Bathroom 301 -B �� Bathroom 301 -C �,�Bathroom 301 -D 08/19/2019 BUILDING PERMIT G 1/4,.=,._0" LQ 1/4"=,,A" 1/4,�=,r. Eli 1/4"=,'-0. LU 1/a"=,._0., D 1 D.1 PROJECT TEAM: 3'-1 1/4" 1_g 26 5100.A 224000.A3 PRINCIPAL IN CHARGE:l MS PROJECT MANAGER: CH a PROJECTARCHITECT:I DH 08 8300.A JOB CAPTAIN: I SZ � � 22 4000.A3 22 4000.A3 _ A - , 22 4000.A3 ° A 22 4000.A2 22 4000.A2 1 A4.11- , Bathroom Plans - - - ° 102800.B 102800.B - - 224000.A4Lj Building C -. 152 254 0 2' 4' 8' om 12421 24 21 it 21 16 34 34 34 Scale:1/4"=V-0" Building C- Bathroom 103E-Plan Bat103E-A 1 b Bathroom 103E-B 1 Bathroom 103E-C 1 d Bathroom 103L- D 1 1/4"=1'-0" *114 �"= 1/4"_1'-0" 1/4"=1'-0" 1/4"_,'-0" 1 2 3 4 5 1 2 3 4 5 _ 302 301 III 363612 300212243812300212 18 18 KEYNOTE LEGEND NO SHELF NO SHELF A4 12 d KEYNOTE KEYNOTE TEM -J _ 3 --- -- ---- 113100.A1 REFRIGERATOR 11 3100.C1 11 3100.B1 FREESTANDING ELECTRIC RANGE . 5 A4,12- 5 11 3100.C1 OVER-THE-RANGE MICROWAVE WITH YKEMAN RECIRCULATING VENTING 11 3100.A1 224000.A1 11 3100.D1 STANDARD BUILT-IN DISHWASHER ARCHITECTURE + DESIGN "243. 224000.A1 KITCHEN SINK 5c a == �Q 113100.61 = _DO __ _ _ _ . D A4.12- 222 2542223/4" 3'-11 1", 36 24 24 24 30 24 36 36 36 36 36 Building C- Kitchen 303- Plan ��„�Kitchen 303-A �h�Kitchen 303-B �+ Kitchen 303-C ��,�Kitchen 303-D CONSULTANT: 1/a"=1'0" �Q 1/4"=1'-0" Ju 1/4"=1,_0" 5c 1/4"=1'-0" Ju 1/4"=1,_0„ B 24 30212 30 30z12 3030212 30 02 12 8 3611'I 12 /1 36 24 36 18 18 \5/) NO SHELF NO SHELF -- -- — 1131 OO.C1 • 4a 11 3100.A1 A4.12-5 o "p _ _ = 9552 11 3100.D1 REGISTERED ARCHITECT Building C- Kitchen 302 - Plan STATE of ON STEVENS Y 1/4"=T-0' 152 222 254 30 24 30 gT24 18 24 13'-53/4" KitchenOZ-A 36 C -- 301 301 301 REF. DI= - # 302 24 12 302 21 12015 12 Centennial Park in 30 12 36 30 12 36 2130112 36 16 18 36 the City of Arlington NO SHELF NO SHELF 12-C FOR 4242<1 Centennial Park 5J 1bSim .-2 114 DW E A4.12- jo E1dSim 1 A4.12-Ct ,_ _ AT 113100.B1 172nd St NE and 67th Ave az3 101 zsa 101NE 18 24 24 24 15 24 90 36 36 211 36 Arlington, WA 98223 Building C - Kitchen 301 - Plan 21 3624 BUILDING PERMIT 1/4°=1'-D" Kitchen 301 -A 3 11 -0" 08/19/2019 302 18 12 302 18 12 302 24 12 This drawing is: 39 72 301 30 12 301 30 72 302 1.Copyright 2019 Dykeman,Inc. 36 36 36 2.The Architect's Instrument of Professional Service. B 18 ,g 2q 3.For use on this project only.Obtain Architect's B C NO SHELF NO SHELF written permission for any other use or reproductionPROJECT NUMBER 5 Tr-R- E RE --- �- - --- -- -- - 11 3100.C1 I -- -- -- -- - -- 2018-015 1 1 3100.A1 II I u I 2a II II I e e = o= o • 113100.B1 113100.D1 MARK DATE DESCRIPTION 08/19/2019 BUILDING PERMIT 254 211 152 ��Building C-Kitchen 102-Plan 163624 183624 303624 1/4"=V-6" Kitchen 102-A LQ 1/4"=1'-0- 6 =REI 1530112 213011202430112 ..•Q36 301 36 302M 36 302 1. 21 12 30 12 30 12 PRINCIPAL IN CHARGE: MS 36 NO SHELF NO SHELF PROJECT MANAGER: DH A 2-0 PROJECT ARCHITECT:I DH y JOB CAPTAIN: SZ 1b 11 3100.C7 -- --- --- F •. A —— 6.1 A DW 224000.A1 224000.A1 Kitchen Plans - Building o _1d C 113100.B1 -- F 11 3100.D1 (A�4JQ L < 3'-1 7/8" 7'-1" 3'-1 7/8" 101 211 254 101 423 211 152 211 15 24 21 24 21 24 24 24 18 24 1 24 30 24 1 24 36�36 36 90 36 36 36 Scale:1/4"=1'-0" . ,Buildin C-Kitchen 101 - Plan Ki01 -A Kitchen 101 - B Kitchen 101 -C Kitchen 101 - D Kitchen 101 - E1/4—T-d" ,/ 1 2 3 4 5 1 2 3 4 5 General Notes 1. CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND COORDINATE THE WORK OF ALL TRADES INVOLVED IN THE PROJECT AS PART OF'THIS FTHIS CONTRACT. 2. DO NOT SCALE THESE DRAWINGS.DUE TO REPROGRAPHIC PROCESSES THESE DRAWINGS MAY NOT BE TO SCALE.CONTACT ARCHITECT FOR ANY NEEDED CLARIFICATION. 3. CONTRACTOR SHALL VERIFY CONDITIONS AT THE SITE AND REPORT DYKEMAN ALL DISCREPANCIES TO THE ARCHITECT BEFORE PROCEEDING WITH THE WORK. 4. CONTRACTOR SHALL PROVIDE A COMPLETE AND PROPER EXECUTION OF THE WORK AS INDICATED ON ALL DRAWINGS AND ARCHITECTURE + DESIGN SPECIFICATIONS.IF DISCREPANCIES IN LAYOUT,DIMENSIONS,OR DETAILS ARE FOUND BETWEEN ARCHITECTURAL,STRUCTURAL, D MECHANICAL,ELECTRICAL,CIVIL OR LANDSCAPE DRAWINGS, p CONTACT THE ARCHITECT IMMEDIATELY FOR CLARIFICATION - - - BEFORE PROCEEDING. 5. REGULATIONS,STANDARDS,CONSTRUCTION,MATERIALS AND REQUIREMENTS FOR INSTALLATION OF MATERIALS SHALL CONFORM AND BE GOVERNED BY THE EDITION OF THE CODE IDENTIFIED IN THE CODES SHEET OF THESE DRAWINGS. CONSULTANT: 6. REFERENCING DRAWINGS IS FOR CONVENIENCE ONLY AND DOES NOT LIMIT APPLICATION FOR DRAWINGS OR DETAILS. 7. MATERIALS AND FINISHES LISTED ON INTERIOR AND EXTERIOR ELEVATIONS ARE FOR GENERAL INFORMATION AND CONVENIENCE OF THE CONTRACTOR AND ARE REFERENCED IN ADDITION TO MATERIALS AND FINISHES INDICATED OR SPECIFIED ELSEWHERE IN THE DOCUMENTS. 8. HEIGHT DIMENSIONS ARE GIVEN FROM FINISHED SLAB WHERE INDICATED.OR RELATIVE TO DATUM NOTED ON THE DRAWINGS. 9. N.I.C.EQUIPMENT IS FURNISHED AND INSTALLED BY OTHERS. CONTRACTOR IS RESPONSIBLE FOR COORDINATION INSTALLATION AND PERFORMING WORK AS REQUIRED BY DETAILS OR SPECIFICATIONS FOR EQUIPMENT INSTALLATION. , 10.F.O.I.C.EQUIPMENT IS FURNISHED BY OTHERS AND INSTALLED AS PART OF THIS WORK.THE CONTRACTOR IS RESPONSIBLE FOR COORDINATING THE WORK AS REQUIRED FOR INSTALLATION. If.CONTRACTOR SHALL SEAL AROUND ALL PENETRATIONS FOR FIRE RATED WALLS,INCLUDING,BUT NOT LIMITED TO PIPING,DUCT, �1552 PROPERTY LINE CONDUIT,ETC.WITH FIRE STOPPING PER CODES THAT GOVERN THIS _ _ SET OF DOCUMENTS. 12.CONTRACTOR SHALL MAINTAIN THE INTEGRITY OF THE VAPOR BARRIER MEMBRANE AT THE FLOOR SLAB,WALLS,AND ROOF. BACKER ROD,SEALANT AND OTHER APPROVED MEANS SHALL BE APPLIED CONTINUOUSLY AROUND ALL EXTERIOR DOORS AND STATE OF wAsBwcTGN WINDOW PENETRATIONS AND OTHER AREAS OF POTENTIAL AIR INFILTRATION,INCLUDING STRUCTURAL,MECHANICAL AND ELECTRICAL PENETRATIONS.THE CONTRACTOR SHALL REPAIR ANY C DAMAGE TO VAPOR BARRIER,OR REPLACE THEM PRIOR TO COVER, PROJECT C 1 WORK POINT(A,2) AS APPROVED. IDENTIFICATION: _ 13.THERMAL AND SOUND INSULATION IS INTENDED TO PROVIDE A 2 — CONTINUOUS ENVELOPE AS INDICATED. C III I I I I I I I BUILDING E.2 14.ALL ADA TOILETS,URINALS,AND STALLS SHALL MEET THE e me n n l a l Park in SECTOR 1 REQUIREMENTS OF THE CODES THAT GOVERN THIS SET OF CT Nw DOCUMENTS.ALL STANDARD(NON-ADA)TOILETS SHALL BE the City of Arlington CENTERED IN STALLS OR PARTITIONS AS APPLICABLE,UNLESS T—I—I OTHERWISE NOTED, 15.WHERE EXTERIOR CONCRETE WALKS AND LANDINGS ABUT FOR BUILDINGS,THEY SHALL BE SLOPED AWAY FROM THE BUILDING AS O l n l NOTED,BUT IN NO CASE LESS THAN.125'/12'. i6.MAINTAIN NOTED SLAB THICKNESS AT ALL RECESSED SLAB AREAS Centennial Park 5 J AND SLOPING SLABS. 17.ALL WOOD IN CONTACT WITH CIVIL,CONCRETE OR SOIL SHALL BE L L C PRESSURE TREATED,TYP.UON. u 18.ALL FOAM PLASTIC INSULATION TO COMPLY WITH THE SURFACE C —— BURNING CHARACTERISTICS DEFINED BY THE CODE THAT GOVERNS AT THIS SET OF DOCUMENTS. 19.SPECIAL INSPECTIONS SHALL BE PROVIDED AS REQUIRED BY THE < > JURIS%TION THAT GOVERNS THIS SET OF DOCUMENTS.SEE 172nd St NE and 67th Ave ___ _ __ SPECIFICATION SECTION 014523 FOR ADDITIONAL INFORMATION. ICI ~� 20.DRAWING KEYNOTES DO NOT CORRELATE DIRECTLY TO INDIVIDUAL NE Illl IIII SPECIFICATION SECTIONS. BUILDING C �� 21.BUILDINGINSPECTION SHALL BE PERFORMED THROUGHOUT THE Arlington, WA 98223 LLUL Giliii" — DURATION OF CONSRUCTION.THE FREQUENCY OF INSPECTION IS T CT.INSPECTIONS WILL BE PERFORMED ON STIDENTIE.INSPECTIONSWIDINTHE LL BE DOCUMENTED ANDRECORDEDAS BUILDING PERMIT DEEMED NECESSARY BY THE PROJECT ENGINEER.�i 08/1 9�201 9 ________� _ C7 I�i i OOO o k=_i i This drawing is: l 1.Copyright 2019 Dykeman,Inc. 2.The Architect's Instrument of Professional Service. B 3.For use on this project only.Obtain Architect's B SECTOR2 written permission for anyother use or reproduction. 6 2018-015 44'-11" MN MARK DATE DESCRIPTION S€C / �� 08/19/2019 BUILDING PERMIT — — PROJECT TEAM- PRINCIPAL IN CHARGE:1 MS PROJECT MANAGER. DH PROJECT ARCHITECT:I CH JOB CAPTAIN: SZ A A - ----_---. Location Plan - Building KEY PLAN rm� NOTE:REFER TO SHEET SD1.1 FOR RELATIONSHIP OF Tm 1 1 4__J 1 WORKPDINT TO SITE. 0 8' 16' 32' < - a Building D- Location Plan 1/16"=1'-0" Scale:1/16"=1'-0" NO TH 1 2 3 4 5 1 2 3 4 5 General Notes- Floor Plans A. EXTERIOR DIMENSIONS ARE TO THE OUTSIDE FACE OF CONCRETE FOUNDATION WALLS,FACE OF MASONRY WALLS,OR TO THE OUTSIDE 3 FACE OF STUDS UNLESS OTHERWISE NOTED.DIMENSIONS TO MASONRY UNITS ARE NOMINAL UNLESS OTHERWISE NOTED. B. DIMENSIONS AT UNIT DEMISING WALLS ARE TO CENTERLINE OF WALL. C C. INTERIOR DIMENSIONS ARE TO THE FACE OF CONCRETE,MASONRY,OR 49'-7" FACE OF STUDS AT FRAME WALLS,AND TO CENTERLINE OF COLUMNS DYKEMAN UNLESS OTHERWISE NOTED. 12'-0" 21'-33/4" 1V-7114" 4'-8" D. DIMENSIONS LOCATING DOORS, NOMINAL MA WINDOWS AND RELIGHTS ARE TO SONRY OPENING OR TO FINISH OPENING UNLESS OTHERWISE NOTED. ARCHITECTURE + DESIGN E. SEE WALL TYPES ON SHEETS A1.00 FOR TYPICAL WALL CONSTRUCTION ASSEMBLIES. D A2.11-Di F. ALL NON-BEARING WALLS ARE FULL HEIGHT TO UNDERSIDE OF ROOF D DECK OR FLOOR ABOVE. - - 1716 - View D,l- G. APPLY TWO(2)CONTINUOUS SEALANT BEADS BENEATH STUD TRACK AT " � 4'-4" ALL EXTERIOR STUD WALLS. I 4'-4 1/4" Wx'6 H. CONTRACTOR SHALL PROVIDE CONTINUOUS HORIZONTAL BLOCKING AT WORK POINT(A,2) ALL WALL MOUNTED LAVATORIES,DRINKING FOUNTAINS,CASEWORK, WX.6 MIRRORS,HANDRAILS,ETC.REFER TO ARCHITECTURAL INTERIOR BI _ •ELEVATIONS. I. SEE DETAIL SHEET A6.01 FOR TYPICAL MOUNTING HEIGHTS FOR WALL - - - 2 MOUNTED ACCESSORIES AND EQUIPMENT. WN.4 WN.4 C1 J. SEE FLOOR FINISH PLANS FOR TRANSITION DETAILS AND THRESHOLDS. K. ELECTRICAL PANELS,TRANSFORMERS,BOILERS,AIR HANDLING UNITS, 111A 11A AND DUCTWORK WHEN SHOWN,ARE INDICATED FOR CONTRACTOR WX.6 11A US - CONVENIENCE. 11 Sim L. SEE REFLECTED CEILING PLAN FOR CEILING MOUNTED EQUIPMENT. M. THE GENERAL CONTRACTOR SHALL PROVIDE CONCRETE HOUSEKEEPING - 6'-2" 11'-2" 1 2 Bed Room PADS AT MINIMUM 3 1/2"THICK CONCRETE WITH 6 X 6IW2.9 X 2.9 W W F .12- Townhouse REINFORCING UNLESS OTHERWISE NOTED OR REQUIRED ELSEWHERE IN C3 Si WN.4 _ _ _ _ _ _ _ _ 105 WX 6 THESE DOCUMENTS.PAD DIMENSIONS SHALL BE A MINIMUM 4"GREATER TYPE B 11 IN HORIZONTAL DIMENSION THAN BASE OF THE EQUIPMENT MOUNTED • 4.to- 6'-6" 3'-3" 7'-O" 3'-3" THEREON,UNLESS OTHERWISE NOTED.EXACT PAD LOCATIONS SHALL BE _ VERIFIED IN THE FIELD. N. CONTRACTOR TO CONFIRM ALL CLEARANCE REQUIREMENTS AS NOTED U6 DW - - - ON DETAIL Al and A6.02. J J T 41 O. REFER TO DETAILS ON SHEET VA7.10 FOR TYPICAL DOOR CLEARANCES. 9552 REGISTERED I �Mfl P. SEE FLOOR PLANS AND BUILDING SECTIONS FOR LOCATION OF DETAILS ARC HITECT m ilr WX 6 FOR TYPICAL FLOOR-TO-FOUNDATION,FLOOR-TO-WALL,WALL-TO-ROOF < ' . ASSEMBLIES AND HEADER,SILL AND SOFFIT CONSTRUCTION. 12R I" I 'Ii i I Q. CONTRACTOR SHALL SEAL AROUND ALL PENETRATIONS AT FIRE RATED II _ A L AA ON STEVENS z IL -r I� li- 'i WALLS,INCLUDING BUT NOT LIMITED TO PIPING,DUCTS,CONDUIT,ETC., STATE OF wnsewciON < i I WN.4 I I � i1 '� WITH FIRESTOPPING PER I.B.C.REQUIREMENTS. O = 11A _ _ 2 �i--' .i R. SEE EXTERIOR ELEVATIONS FOR WINDOW AND LOUVER TYPES AND m i o � 0 O REF. I' DETAILS. *___ ___ _ __= 11-D`i- - S. SEE ENLARGED PLANS FORADDITIONAL DIMENSIONAL AND NOTE C - __� = it I__-__I_I_____I_� (TYPICAL WALNLS: PROJECT IDENTIFICATION: C T. 3 - - - - - 3 T 1 I I I I I �- -i - - - AT RESIDENTIAL UNIT INTERIORS WALL TYPE WN.411; ATCOMMERCIAL INTER IORS WALL TYPE Will 11A; Centennial Park In WX.6 WX.6 - AT DEMISING WALLS,WALL TYPE WND.412A; 11 11 J ,i•" r., � ".-" 5 } � it i WX.6 i i i I 704413.8 AT PLUMBINGWALLS,WHERE WATER CLOSET OCCURS,WALL TYPE t -4" / WX.6 I WN.6 11A; I WN.q 12R UNLESS OTHERWISE NOTED. he City of Arlington ______ 10 In i' f,' A2.11-Di w ---- ---- ----------- -- - --- - --- U. EXTERIOR WALL TYPE TO BE WX.611,TYP.UON.REFER TO PLANS, ` 1 Bed Room > Loft m - ELEVATIONS,AND SHEET A1.00 FOR EXTERIOR FINISH WALL TYPES AND FOR EXTENT. �12 1- 11A 1A W WN.4 W" TYPE B O Centennial Park 5J C1 --- U23 /T J y4im U6 N-_ U7 LLC w �o a'-s" d'-o" 1 s-a" s-o" MATERIAL LEGEND- FLOOR FINISHES AT Om < 2 m o 41�2- v^- - -_��-�_�__-_-_ N _ ® CARPET 172nd St NE and 67th Ave O i i ---1--------- iii 1 N E U i I i I I I I i_T 13-91/2 VINYL PLANK ---- ------ ;I Arlington, WA 98223 RE. O SEE-FINISH MATERIAL KEY ON SHEET A6.00 FOR PAINT COLORS. BUILDING PERMIT L - -A, T1'P. 08/19/2019 a - - - - - a This drawingis: Sim i WND,4 3 ----`' ------- ` KEYNOTE LEGEND 2 The Copyright Dykemen,Inc. --- 12A 4.10- I US U8 I 2.The Architect's Instrument of Professional Service. B KEYNOTE KEYNOTE TEXT 3.For use on this project only.Obtain Architect's B 2'-4" 2'-4" written permission for any other use or reproduction. 077124.A1 IDOWNSPOUT PROJECT NUMBER: . _ 1 Bed Room A I I I 104413.B FIRE EXTINGUISHER CABINET oft I WN.4 e 1A E TYPE B E 2018-015 is- q A2.11-0 4 r w 3.10- p ALIGN F L(3FT W A t__ _ _ _ - to WALLS AE VE FLOOR OVERH NG 08/19/2019 BUILDING PERMIT } ____________________ -- - ----------- ABOVE .!, TI WN.4 I Z ___ C3 21 ISI 1 V I � ul 1A l l l l l l 7. RE O v SEE DRAWING 1/A1.12-D - --- ^^-- --- -- - PROJECT WND.4 F. ---------- 12A RE O m ` PRINCIPAL IN CHARGE:1 MS l I I I I I I I I I v j PROJECT MANAGER: DH ----- -____- ____-___� �L j PROJECT ARCHITECT:(DH JOB CAPTAIN: SZ A 'i ,-• A I J ------ -- Floor Plan - Level 1 - -- A B D D.1 KEY PLAN Building D C � 0 2' 4' 8' < a Building D - Floor Plan - Level 1 - Sector 1 Scale:1/4"=1'-O' . . va"=r-o" NO TH 1 2 3 4 5 1 2 3 4 5 General Notes- Floor Plans A. EXTERIOR DIMENSIONS ARE TO THE OUTSIDE FACE OF CONCRETE FOUNDATION WALLS,FACE OF MASONRY WALLS,OR TO THE OUTSIDE FACE OF STUDS UNLESS OTHERWISE NOTED.DIMENSIONS TO MASONRY UNITS ARE NOMINAL UNLESS OTHERWISE NOTED. B. DIMENSIONS AT UNIT DEMISING WALLS ARE TO CENTERLINE OF WALL. C. INTERIOR DIMENSIONS ARE TO THE FACE OF CONCRETE,MASONRY,OR FACE OF STUDS AT FRAME WALLS,AND TO CENTERLINE OF COLUMNS DYKEMAN UNLESS OTHERWISE NOTED. D. DIMENSIONS LOCATING DOORS,WINDOWS AND RELIGHTS ARE TO NOMINAL MASONRY OPENING OR TO FINISH OPENING UNLESS OTHERWISE NOTED. ARCHITECTURE + DESIGN E. SEE WALL TYPES ON SHEETS A1.00 FOR TYPICAL WALL CONSTRUCTION ASSEMBLIES. D F. ALL NON-BEARING WALLS ARE FULL HEIGHT TO UNDERSIDE OF ROOF D DECK OR FLOOR ABOVE. - - Marine G. APPLY TWO(2)CONTINUOUS SEALANT BEADS BENEATH STUD TRACK AT ALL EXTERIOR STUD WALLS. H. CONTRACTOR SHALL PROVIDE CONTINUOUS HORIZONTAL BLOCKING AT ALL WALL MOUNTED LAVATORIES,DRINKING FOUNTAINS,CASEWORK, MIRRORS,HANDRAILS,ETC.REFER TO ARCHITECTURAL INTERIORCONSULTANT: ELEVATIONS. I. SEE DETAIL SHEET A6.01 FOR TYPICAL MOUNTING HEIGHTS FOR WALL MOUNTED ACCESSORIES AND EQUIPMENT. J. SEE FLOOR FINISH PLANS FOR TRANSITION DETAILS AND THRESHOLDS. K. ELECTRICAL PANELS,TRANSFORMERS,BOILERS,AIR HANDLING UNITS, 3 AND DUCTWORK WHEN SHOWN,ARE INDICATED FOR CONTRACTOR CONVENIENCE. A B 3.10- T 7L. SEE REFLECTED CEILING PLAN FOR CEILING MOUNTED EQUIPMENT. C M. THE GENERAL CONTRACTOR SHALL PROVIDE CONCRETE HOUSEKEEPING PADS AT MINIMUM 3 1/2"THICK CONCRETE WITH 6 X 6 IW2.9 X 2.9 W W F REINFORCING UNLESS OTHERWISE NOTED OR REQUIRED ELSEWHERE IN THESE DOCUMENTS,PAD DIMENSIONS SHALL BE A MINIMUM 4"GREATER IN HORIZONTAL DIMENSION THAN BASE OF THE EQUIPMENT MOUNTED • THEREON,UNLESS OTHERWISE NOTED.EXACT PAD LOCATIONS SHALL BE VERIFIED IN THE FIELD. N. CONTRACTOR TO CONFIRM ALL CLEARANCE REQUIREMENTS AS NOTED ON DETAIL A6.01 and A6.02. 0. REFER TO DETAILS ON SHEET 11A7.10 FOR TYPICAL DOOR CLEARANCES. 9552 REGISTERED P. SEE FLOOR PLANS AND BUILDING SECTIONS FOR LOCATION OF DETAILS ARCHITECT FOR TYPICAL FLOOR-TO-FOUNDATION,FLOOR-TO-WALL,WALL-TO-ROOF ASSEMBLIES AND HEADER,SILL AND SOFFIT CONSTRUCTION. Q. CONTRACTOR SHALL SEAL AROUND ALL PENETRATIONS AT FIRE RATED VENS STE WALLS,INCLUDING BUT NOT LIMITED TO PIPING,DUCTS,CONDUIT,ETC., q L AA ON STATE GR ON STEGTGN WITH FIRESTOPPING PER I.B.C.REQUIREMENTS. __ _ ___ I R. SEE EXTERIOR ELEVATIONS FOR WINDOW AND LOUVER TYPES AND SEE DRAWING L DETAILS. li REf( - _ __ _a S. SEE ENLARGED PLANS FOR ADDITIONAL DIMENSIONAL AND NOTE f- - C 1/A1.11-D WXs _ (TYPICAL WALLS: PROJECTc 5 T. AT RESIDENTIAL UNIT INTERIORS WALL TYPE WNA 11; AT COMMERCIAL INTERIORS WALL TYPE WN.611A; WND.4 I, - -- - --- -- - AT DEMISING WALLS,WALL TYPEWN .412A;D Centennial Park In 12A AT PLUMBING WALLS,WHERE WATER CLOSET OCCURS,WALL TYPE i I __-- l li li 13-9112 VI HA, the City of Arlington I I I i � UNLESS OTHERWISE NOTED. --_.._--_.._-- ;-� CL U. EXTERIOR WALL TYPE TO BE WX.611,TYP.UON.REFER TO PLANS, ELEVATIONS,AND SHEET A1.00 FOR EXTERIOR FINISH WALL TYPES AND FOR C3 2 __ EXTENT. - _ I LOFT ABOVE 4.12- -r- - ------ -------� - I �,�, �- -�-- -- - ----- Centennial Park 5J 4'-6" 4'-0" J 5'-4" 5'-0" LLC 0 1BedoRn oom N6 MATERIAL LEGEND- FLOOR FINISHES AT + 10 102 - --- - CARPET o TYPES W" �� ® 172nd St NE and 67th Ave - - - NE a __T__N _ 1 ® VINYL PLANK Q Az.1z-D `----------- wxs--- 3'10 Arlington, WA 98223 WX.6 3 'r 104413.B ' 5 wxs WND.4 4.,0 �- 1zR BUILDING PERMIT o 2 li v SEE-FINISH MATERIAL KEY ON SHEET A6.00 FOR PAINT COLORS.r r, p 08/19/2019 6 ICI r KEYNOTE LEGEND pyright A2.12-D I 1_ I This drawing is: _ REF. ir ------- ,.Th i ads D umen,Inc. I �-�- 0 3 I L I I I � I 2.The Architect's Instrument of Professional Service. B WX.6 li -II'.'"i - KEYNOTE KEYNOTE TEXT 3.For use on this project only.Obtain Architect's B NA 12R .I 1 i written pem+ission for any other use or reproduction. m 107 077124A1 DOWNSPOUT 104 PROJECT WN.6 3.B FIRE EXTINGUISHER CABINET 1X 260125 ELECTRICAL PANELS - -- --- ----1- --- _ 6., 2018-015 - > US DW I m 6'-6" T-3" T-0" T-3" • 1 z C3 WNil.4 1 26ed Room WX.6 MARK DATE DESCRIPTION U WN-4 J�II�� `/�4U1�2_C� Townhouse 11 08/19/2019 BUILDING PERMIT 6'-2" 10'-10 1/2" 101 US ------------- --- TYPES ^y I L WN.4 WN4F +�i 11A CJ WN.6 C1 3.10- ALIGN F + 11" WX.6 �NAL7S PROJECT TEAM: in 07 7124.A, 4'-2" WX.6 �2R6 12R TyP. ` PRINCIPAL IN IN CHARGEjMS 26 0125 11 R1 ! ' PROJECT MANAGER: 1 PROJECT PROJECT ARCHITECT:i A C O WX.6 JOB CAPTAIN: A 12'-0" 21'-3314" 1V-7114" 4'-8" 49'-7" Floor Plan - Level 1 - A KEY PLAN Building D C 0 2' 4' 8' Building D- Floor Plan - Level 1 - Sector 2 Scale:1/4"=T-0" . . NO TH 1 2 3 4 1 5 1 2 3 4 5 General Notes- Floor Plans A. EXTERIOR DIMENSIONS ARE TO THE OUTSIDE FACE OF CONCRETE FOUNDATION WALLS,FACE OF MASONRY WALLS,OR TO THE OUTSIDE 3 FACE OF STUDS UNLESS OTHERWISE NOTED.DIMENSIONS TO MASONRY UNITS ARE NOMINAL UNLESS OTHERWISE NOTED. A B 3.10- D D.1 B. DIMENSIONS AT UNIT DEMISING WALLS ARE TO CENTERLINE OF WALL. C C. INTERIOR DIMENSIONS ARE TO THE FACE OF CONCRETE,MASONRY,OR 49'-7" FACE OF STUDS AT FRAME WALLS,AND TO CENTERLINE OF COLUMNS DYKEMAN UNLESS OTHERWISE NOTED. 12'-0" 21'-33/4" IV-71/4" 4'-8" D. DIMENSIONS LOCATING DOORS,WINDOWS AND RELIGHTS ARE TO NOMINAL MASONRY OPENING OR TO FINISH OPENING UNLESS OTHERWISE NOTED. ARCHITECTURE + DESIGN E. SEE WALL TYPES ON SHEETS A1.00 FOR TYPICAL WALL CONSTRUCTION 233800 TYP. CANOPY ASSEMBLIES. D A2.11-DI ROOF BELOW BELOW,TYP. F. ALL NON-BEARING WALLS ARE FULL HEIGHT TO UNDERSIDE OF ROOF D DECK OR FLOOR ABOVE. -dyke-- 1716 West - G. APPLY TWO(2)CONTINUOUS SEALANT BEADS BENEATH STUD TRACK AT / W i 6 1 4'-4" ALL EXTERIOR STUD WALLS. FC2 H. CONTRACTOR SHALL PROVIDE CONTINUOUS HORIZONTAL BLOCKING AT ALL WALL MOUNTED LAVATORIES,DRINKING FOUNTAINS,CASEWORK, 1 WX.6 MIRRORS,HANDRAILS,ETC.REFER TO ARCHITECTURAL INTERIOR CONSULTANT: ELEVATIONS. _ I. SEE DETAIL SHEET A6.01 FOR TYPICAL MOUNTING HEIGHTS FOR WALL 2 - - - - - -I WN.4 c - - - - 2 MOUNTED ACCESSORIES AND EQUIPMENT. ALIGN " WN.4 J. SEE FLOOR FINISH PLANS FOR TRANSITION DETAILS AND THRESHOLDS. WX.6 WALLS 11A 11A < K. ELECTRICAL PANELS,TRANSFORMERS,BOILERS,AIR HANDLING UNITS, 11 U5 US AND DUCTWORK WHEN SHOWN,ARE INDICATED FOR CONTRACTOR 2 Bed Room �L Clj- ONVENIENCE. 10 7100.A1 9 5'-0" Townhouse L. SEE REFLECTED CEILING PLAN FOR CEILING MOUNTED EQUIPMENT. Si.Sim IGN M. THE GENERAL CONTRACTOR SHALL PROVIDE CONCRETE HOUSEKEEPING 2 ALES 105T FLOOR OVERHANG PADS AT MINIMUM 3 1/2"THICK CONCRETE WITH 6 X 6/W2.9 X 2.9 W WF WN.4 4.10- WN q U5 I�ABOVE REINFORCING UNLESS OTHERWISE NOTED OR REQUIRED ELSEWHERE IN 8'-3" 11A 5'-10" 101/2" THESE DOCUMENTS.PAD DIMENSIONS SHALL BE A MINIMUM 4"GREATER _ WX.6 IN HORIZONTAL DIMENSION THAN BASE OF THE EQUIPMENT MOUNTED • U70 U9 -------- � 11 III THEREON,UNLESS OTHERWISE NOTED.EXACT PAD LOCATIONS SHALL BE U6 WN q VERIFIED IN THE FIELD. N. CONTRACTOR TO CONFIRM ALL CLEARANCE REQUIREMENTS AS NOTED 11A I WN q ON DETAIL A6.01 and A6.02. �9552 O. REFER TO DETAILS ON SHEET 1IA7.10 FOR TYPICAL DOOR CLEARANCES.P. SEE FLOOR PLANS AND BUILDING SECTIONS FOR LOCATION OF DETAILS WN.4FOR TYPICAL FLOOR-TO-FOUNDATION,FLOOR-TO-WALL,WALL-TO-ROOF 11A I.. 1... . I.:� .: li ASSEMBLIES AND HEADER,SILL AND SOFFIT CONSTRUCTION. .I •,.r .- Q. CONTRACTOR SHALL SEAL AROUND ALL PENETRATIONS AT FIRE RATED 2R . ., . I ' WALLS,INCLUDING BUT NOT LIMITED TO PIPING,DUCTS,CONDUIT,ETC., �• STATE OF WASHINGTON O YyN q I'•I :,I •-I ,,II, WITH FIRESTOPPING PER I.B.C.REQUIREMENTS. ? 2 -.I 1 R. SEE EXTERIOR ELEVATIONS FOR WINDOW AND LOUVER TYPES AND I., r .. WN.6 _ _ �I" DETAILS. WX.6 WN.4 S. SEE ENLARGED PLANS FOR ADDITIONAL DIMENSIONAL AND NOTE r�A2.11-D r 0 C 11A - : INFORMATION. C - 3 T. TYPICAL WALLS: PROJECTe • 3 - - - - - - - AT RESIDENTIAL UNIT INTERIORS WALL TYPE WN 4 1. 1 r .l 'I I• AT COMMERCIAL In 611A; Centennlal P ar k- AT DEMISINGING W AALLS,WALL TYPE WND.412A; WND.4 5 12A - WX 6 AT PLUMBING WALLS,WHERE WATER CLOSET OCCURS,WALL TYPE 10'-p" 12R 'I -I - I� WN.6I1A; the City of Arlington UNLESS OTHERWISE NOTED. A2.11-DI _ _ _ _C U. EXTERIOR WALL TYPE TO BE WX.611,TYP.UON.REFER TO PLANS,--- 3.1 ELEVATIONS,AND SHEET A1.00 FOR EXTERIOR FINISH WALL TYPES AND FOR Lott 1 Bed Room ` 077124.A1 TyP EXTENT. - OPEN TO 104L Centennial Park 5J BELOW - 2'-10" WX.6 I�BALCONY ABOVE 1-6 WNA WNA 11 LLC W A , „A z MATERIAL LEGEND- FLOOR FINISHES us AT ® CARPET 172nd St NE and 67th Ave --- ALIGN NE 4.10- 3'_p' \ ® VINYL PLANK Arlington, WA 98223 FLOOR OVERHANG WX 6 III li / l 12A WNA 11 \ ABOVE 11 WND.4 U10 WX.6 a SEE-FINISH MATERIAL KEY ON SHEET A6.00 FOR PAINT COLORS. BUILDING PERMIT 4 - - - - - - - - - o- - - 08/19/2019 This drawing is: 10-0„ WX.6 KEYNOTE LEGEND 1.Cop yright 2019Dykeman,Inc. 2.The Architect's Instrument of Professional Service. 1 KEYNOTE KEYNOTE TEXT 3.For use on this project only.Obtain Architect's B 4.11- a WNA 0 written permission for any other use or reproduction. 10 ? 077124,A1 DOWNSPOUT _ WNA 107100A1 WOOD TIMBER CANOPY WITH • CORRUGATED METAL ON TOP.TIE 1 Bed Room ROD ROD BACK TO 4X6 WOOD POST IN Loft WALL. BELOW OPEN TO _ 233800 VENTILATION HOODS 2018-015 � 103E _ _ U23 , ----� FC2 4 A2.11-q� • 3.10- I I 3 y11A MARK DATE DESCRIPTION WN.4 08/19/2019 BUILDING PERMIT 11A U7 ' 2'-T' L 7'-0" I I I i WN4 11A ta ______$SEDAWNG PROJECT TEAM: _ IT;7 wxs 11 ` PRINCIPAL IN CHARGE:1 MS PROJECT MANAGER: I CH --I- CL PROJECT ARCHITECT:I DH U10 JOB CAPTAIN: SZ A A I J Floor Plan - Level 2 - ---------- ��• KEY PLAN I Building D A i B D D.1 Building _ C 0 2' 4' 8' Building D- Floor Plan - Level 2-Sector 1 Scale:1/4"=T-O" va=r-a" NOTH \ . . 1 2 3 4 1 5 1 2 3 4 5 General Notes- Floor Plans A. EXTERIOR DIMENSIONS ARE TO THE OUTSIDE FACE OF CONCRETE FOUNDATION WALLS,FACE OF MASONRY WALLS,OR TO THE OUTSIDE FACE OF STUDS UNLESS OTHERWISE NOTED.DIMENSIONS TO MASONRY UNITS ARE NOMINAL UNLESS OTHERWISE NOTED. B. DIMENSIONS AT UNIT DEMISING WALLS ARE TO CENTERLINE OF WALL. C. INTERIOR DIMENSIONS ARE TO THE FACE OF CONCRETE,MASONRY,OR FACE OF STUDS AT FRAME WALLS,AND TO CENTERLINE OF COLUMNS DYKEMAN UNLESS OTHERWISE NOTED. D. DIMENSIONS LOCATING DOORS,WINDOWS AND RELIGHTS ARE TO NOMINAL MASONRY OPENING OR TO FINISH OPENING UNLESS OTHERWISE NOTED. ARCHITECTURE + DESIGN E. SEE WALL TYPES ON SHEETS A1.00 FOR TYPICAL WALL CONSTRUCTION ASSEMBLIES. D F. ALL NON-BEARING WALLS ARE FULL HEIGHT TO UNDERSIDE OF ROOF D DECK OR FLOOR ABOVE. - - - G. APPLY TWO(2)CONTINUOUS SEALANT BEADS BENEATH STUD TRACK AT ALL EXTERIOR STUD WALLS. H. CONTRACTOR SHALL PROVIDE CONTINUOUS HORIZONTAL BLOCKING AT ALL WALL MOUNTED LAVATORIES,DRINKING FOUNTAINS,CASEWORK, MIRRORS,HANDRAILS,ETC.REFER TO ARCHITECTURAL INTERIORCONSULTANT: ELEVATIONS. I. SEE DETAIL SHEET A6.01 FOR TYPICAL MOUNTING HEIGHTS FOR WALL MOUNTED ACCESSORIES AND EQUIPMENT. J. SEE FLOOR FINISH PLANS FOR TRANSITION DETAILS AND THRESHOLDS. K. ELECTRICAL PANELS,TRANSFORMERS,BOILERS,AIR HANDLING UNITS, 3 AND DUCTWORK WHEN SHOWN,ARE INDICATED FOR CONTRACTOR A B D D.1 CONVENIENCE. 3.10- L. SEE REFLECTED CEILING PLAN FOR CEILING MOUNTED EQUIPMENT. C M. THE GENERAL CONTRACTOR SHALL PROVIDE CONCRETE HOUSEKEEPING PADS AT MINIMUM 3 1/2"THICK CONCRETE WITH 6 X 6 AN2.9 X 2.9 W W F REINFORCING UNLESS OTHERWISE NOTED OR REQUIRED ELSEWHERE IN THESE DOCUMENTS,PAD DIMENSIONS SHALL BE A MINIMUM 4"GREATER IN HORIZONTAL DIMENSION THAN BASE OF THE EQUIPMENT MOUNTED • THEREON,UNLESS OTHERWISE NOTED.EXACT PAD LOCATIONS SHALL BE VERIFIED IN THE FIELD. 4 N. CONTRACTOR TO CONFIRM ALL CLEARANCE REQUIREMENTS AS NOTED ON DETAIL A6.01 and A8.02. 3.10- O. REFER TO DETAILS ON SHEET 1/A7.10 FOR TYPICAL DOOR CLEARANCES. 5552 R4ONSTEVENS P. SEE FLOOR PLANS AND BUILDING SECTIONS FOR LOCATION OF DETAILS A FOR TYPICAL FLOOR-TO-FOUNDATION,FLOOR-TO-WALL,WALL-TO-ROOF ASSEMBLIES AND HEADER,SILL AND SOFFIT CONSTRUCTION. Q. CONTRACTOR SHALL SEAL AROUND ALL PENETRATIONS AT FIRE RATED q L A WALLS,INCLUDING BUT NOT LIMITED TO PIPING,DUCTS,CONDUIT,ETC., STATE OF WASHINGTGN WITH FIRESTOPPING PER I.B.C.REQUIREMENTS. - li li li li WND.4 R. SEE EXTERIOR ELEVATIONS FOR WINDOW AND LOUVER TYPES AND SEE DRAWING �' li li 12A S. SEE ENLARGED PLANS FOR ADDITIONAL DIMENSIONAL AND NOTE I I I I I Q 1/A1.21-D v INFORMATION. PROJECT IDENTIFICATION: C _ _ _ T. TYPICAL WALLS: 5 t -�� -��-r-��-_�- 11A ~ 5 AT RESIDENTIAL UNIT INTERIORS WALL TYPE WNA 11; WX.6 I AT COMMERCIAL INTERI ORS WALL TYPE WN.611A; Centennial Park In AT DEMISING WALLS,WALL TYPE WND.412A; AT PLUMBING WALLS,WHERE WATER CLOSET OCCURS,WALL TYPE „ WNA _ WN.611A; the City of Arlington UNLESS OTHERWISE NOTED. 11A U. EXTERIOR WALL TYPE TO BE WX.611,TYP.UON.REFER TO PLANS, i I I I ELEVATIONS,AND SHEET A1.00 FOR EXTERIOR FINISH WALL TYPES AND FOR I � � U1 \ I _ EXTENT. ALIGN US -0 WALLS - - Centennial Park 5J I i I U6 � Q j I LLC WN.4 Z OPEN TO 11 WX.6 _,p^ j BALGON ABOVE MATERIAL LEGEND- FLOOR FINISHES AT BELOW 1 Bed Room 4 - Loft .110- p_6- WX.6 ® CARPET 172nd St NE and 67th Ave 102L I 3.10- 12-DI --- - - - - 5.1 ® VINYL PLANK NE FLOOR OV G "WX.6 " I' Arlington, WA 98223 A OVE 5 wx6 "12A4 BUILDING PERMIT 2 SEE-FINISH MATERIAL KEY ON SHEET A6.00 FOR PAINT COLORS. 08/19/20 19 - �S.1 ,. .. This drawing is: Wx.6 L W,"A a' KEYNOTE LEGEND 1.Copyright 2019 Dykeman,Inc. pyV 2.The Architect's Instrument of Professional Service. B z z 12R -i' /i i' KEYNOTE KEYNOTE TEXT 3.For use on this project only.Obtain Architect's B written permission for any other use or reproduction. 4'-0" U10 i -10" L10 'uQi WN.4 II_,i„ i,,li .•,.,, 077124.A1 DOWNSPOUT PROJECT • NUMBER:- CORRUGATED WN.4 10 WX.6 !! v A 12R i .ili li {.I ";I 107,00.All WOOD TIMBER CANOPY WITH U6 _ r`•I. _I. I" ,I'' "� METAL ON TOP.TIE 4 10. WOALLL BACK TO 4X6 WOOD POST IN 2018-015 CANOPY ------- --- 3 WN4 WN.4 077124.A1 TYP- BELOW,TYP. -- U70 ------ U9 10 • U6 WINMARK DATE DESCRIPTION WN.4 A 1 1 U5 � 08/19/2019 BUILDING PERMIT 107100.A7 14'-1" 1'-9" 6_0^ LIGN WALLS 2 Bed Room FLOOR OVERHANG Townhouse ABOVE 101T j D 2 U5 U6 O WX.6 (�� III 3.10- ON yyN,q WN.4 0 7 I l l l l l l l l l i I 11A ` 7 7 O WX.6 - - - - TEAM- O 8 PROJECT PRINCIPAL IN CHARGE:I MS PROJECT MANAGER: CH ' / 1 PROJECT ARCHITECT:I DH JOB CAPTAIN: SZ A ... 12'-0" 21'-33/4" 1V-7114" 4'-8" 49'-7" ` ---- Floor Plan - Level 2 - ---------- A B D D.1 KEY PLAN 6 CBuilding D 0 2' 4' 8' Building D- Floor Plan - Level 2 - Sector 2 Scale:1/4"=T-0" . . 1/4" V-0` NO TH \ 1 2 3 4 5 1 2 3 4 5 General Notes- Floor Plans A. EXTERIOR DIMENSIONS ARE TO THE OUTSIDE FACE OF CONCRETE FOUNDATION WALLS,FACE OF MASONRY WALLS,OR TO THE OUTSIDE 3 FACE OF STUDS UNLESS OTHERWISE NOTED.DIMENSIONS TO MASONRY UNITS ARE NOMINAL UNLESS OTHERWISE NOTED. A B 3.10- D D.1 B. DIMENSIONS AT UNIT DEMISING WALLS ARE TO CENTERLINE OF WALL. C. INTERIOR DIMENSIONS ARE TO THE FACE OF CONCRETE,MASONRY,OR 49'-7" C FACE OF STUDS AT FRAME WALLS,AND TO CENTERLINE OF COLUMNS DYKEMAN UNLESS OTHERWISE NOTED. 12'-0" 21'-33/4" 1V-7114" 4'-8" D. DIMENSIONS LOCATING DOORS,WINDOWS AND RELIGHTS ARE TO NOMINAL MASONRY OPENING OR TO FINISH OPENING UNLESS OTHERWISE NOTED. ARCHITECTURE + DESIGN E. SEE WALL TYPES ON SHEETS A1.00 FOR TYPICAL WALL CONSTRUCTION ASSEMBLIES. D A2.11-DI 23 3800 F. ALL NON-BEARING WALLS ARE FULL HEIGHT TO UNDERSIDE OF ROOF D DECK OR FLOOR ABOVE. G. APPLY TWO(2)CONTINUOUS SEALANT BEADS BENEATH STUD TRACK AT __________________________________________________ ____ _______L_____ ______ �______ ___________ ____________________ ----- ALL EXTERIOR STUD WALLS. r--- � H. CONTRACTOR SHALL PROVIDE CONTINUOUS HORIZONTAL BLOCKING AT ALL WALL MOUNTED LAVATORIES,DRINKING FOUNTAINS,CASEWORK, 1 WX.6 1 MIRRORS,HANDRAILS,ETC.REFER TO ARCHITECTURAL INTERIORCONSULTANT: ELEVATIONS. I. SEE DETAIL SHEET A6.01 FOR TYPICAL MOUNTING HEIGHTS FOR WALL 2 - - - - 3 -- F - - MOUNTED ACCESSORIES AND EQUIPMENT. WX.6 J. SEE FLOOR FINISH PLANS FOR TRANSITION DETAILS AND THRESHOLDS. WNA 11 K. ELECTRICAL PANELS,TRANSFORMERS,BOILERS,AIR HANDLING UNITS, 11 WN.4 AND DUCTWORK WHEN SHOWN,ARE INDICATED FOR CONTRACTOR 11A CONVENIENCE. U9 3 Sim 1 Bed Room L. SEE REFLECTED CEILING PLAN FOR CEILING MOUNTED EQUIPMENT. ALIGN WALLS ALIGN 4 12- 305 M. THE GENERAL CONTRACTOR SHALL PROVIDE CONCRETE HOUSEKEEPING W N.4 WALLS PADS AT MINIMUM 3 1/2"THICK CONCRETE WITH 6 X 6/W2.9 X 2.9 W W F 11A S-10'� -_-_-_-_-_-_-_ _- REINFORCING UNLESS OTHERWISE NOTED OR REQUIRED ELSEWHERE IN THESE DOCUMENTS.PAD DIMENSIONS SHALL BE A MINIMUM 4"GREATER ___ IN HORIZONTAL DIMENSION THAN BASE OF THE EQUIPMENT MOUNTED Ea. 7'-0" EQ THEREON,UNLESS OTHERWISE NOTED.EXACT PAD LOCATIONS SHALL BE U6 . VERIFIED IN THE FIELD. WN.6 . N. CONTRACTOR TO CONFIRM ALL CLEARANCE REQUIREMENTS AS NOTED 11A - DW U2 ON DETAIL A6.01 and A6.02. O. REFER TO DETAILS ON SHEET 1IA7.10 FOR TYPICAL DOOR CLEARANCES. ��NWX.6 . FOR TYPICAL FLOOR-TO-FOUNDATION,FLOOR-TO-WALL,WALL-TO-ROOF Sim . , l ..-i ASSEMBLIES AND HEADER,SILL AND SOFFIT CONSTRUCTION. 2 ] Q. CONTRACTOR SHALL SEAL AROUND ALL PENETRATIONS AT FIRE RATED Ell +: �" WALLS,INCLUDING BUT NOT LIMITED TO PIPING,DUCTS,CONDUIT,ETC., STATE OF WASHINGTGN WITH FIRESTOPPING PER I.B.C.REQUIREMENTS. R. SEE EXTERIOR ELEVATIONS FOR WINDOW AND LOUVER TYPES AND - - - r- DETAILS. REF. 0 S. SEE ENLARGED PLANS FOR ADDITIONAL DIMENSIONAL AND NOTE . IA2.11-DIC � - - - - 3T. (TYPICAL WALLS: '• dNFORMATION. C �3/.', ;., r - i. r r. .; WX6 L.I_.r .r�_,I_._ I�. AT COMMERCIAL INTERIORS WALL TYPE WN.6 11A; WX.6 ,,II 'r '' - AT DEMISING WALLS,WALL TYPEWND.412A; Centennial Park In 1^ WN.4 WX6 .I.'II..;I.•I .I I', - \ AT PLUMBING THERW SE NOTEDWHERE WATER CLOSET OCCURS,WALL TYPE n WN.6,IA; the City of Arlingto WND.4 ALIGN \ + UNLESSO A2.11-DI WALLS _ - I _ _ - 31 U. EXTERIOR WALL TYPE TO BE WX.611,TYP.UON.REFER TO PLANS, 05 5200. �- ELEVATIONS,AND SHEET A1.00 FOR EXTERIOR FINISH WALL TYPES AND FOR EXTENT. �12 4 Centennial Park 5J wxs � 12R 2'-10 Si 07 7124.A1 Typ, TO WALL @ 5'-0" O t 3 o i 10.4 z .11 - LLC U12 WNA to WNAU3 4 Sir§tudio - '9 11A I104413.B MATERIAL LEGEND- FLOOR FINISHES AT 11A .12- 804 U6 6'-43/4" WX.6 CARPET ----------- „ ® 172nd St NE and 67th Ave ALIGN WALLS 6'-2" 10'-8" NE _ ® VINYL PLANK U24 U8 W A US 101400.A1 TYP. Arlington, WA 98223 I WND.4 --- WN4 U7 WX.6 \ T SEE-FINISH MATERIAL KEY ON SHEET A6.00 FOR PAINT COLORS. BUILDING PERMIT 11 ° WNA 12A 11A - 11 i \ 08/19/2019 4 - - - � - - - This drawing is: -- -- WX.6 KEYNOTE LEGEND 1.Copyright 2019 Dykeman,Inc. WN.4 g / 2.The Architect's Instrument of Professional Service. g 11A W A Z I � KEYNOTE KEYNOTE TEXT 3.For use on this project only.Obtain Architect's B III _ written permission for any other use or reproduction. Q I� WN.6 055200.A1 18"DEEP BOLT-ON PREFABRICATED NUMBER. 1 Bed Room o u 11A - - METAL BALCONY:ONE PIECEPROJECT FULLY-WELDED ALUMINUM 6 303 CONSTRUCTION WITHAPOWDER k�OOF COAT FINISH.1/4"X 3"ALUMINUM 2018-015 OVERrANG a _ WNn,4 SLAT FLOOR.REF.TO STRUC. DRAWINGS FOR CONNECTION 4 - - 4 A2.11-q DETAILS. _ 3.10- �WN.4 rt 077124.A1 DOWNSPOUT d 101400.A1 UNIT SIGNAGE WITH LIGHTING MARK DATE DESCRIPTION WNA U6 104413.B FIRE EXTINGUISHER CABINET to 08/19/2019 BUILDING PERMIT U7 5 233800 VENTILATION HOODS 2�_6. 3._ 4,_0. q-_9�. 9._q�� --- WND.4 WX.6 4 i 11 - i ---- - ------------ $ SEEDRAWING may- WN.4 -WH- WNA WNA -- WNA - WX.6 PROJECT 1/A1.32-D O O - 11A 11A 11A 11 --wxs --- -- - 11 4,12- ` PRINCIPAL IN CHARGE: MS U8 U8 ; ' PROJECT MANAGER: (DH U2q PROJECT ARCHITECT:(DH ALIGN JOB CAPTAIN: I SZ J --------- Floor Plan - Level 3 - - A B D D.1 KEY PLAN Building D 0 2' 4' 8' Building D- Floor Plan - Level 3- Sector 1 Scale:1/4"=T-0" . . 1/4"=V-o" NO TH 1 2 3 4 5 1 2 3 4 5 General Notes- Floor Plans A. EXTERIOR DIMENSIONS ARE TO THE OUTSIDE FACE OF CONCRETE FOUNDATION WALLS,FACE OF MASONRY WALLS,OR TO THE OUTSIDE FACE OF STUDS UNLESS OTHERWISE NOTED.DIMENSIONS TO MASONRY UNITS ARE NOMINAL UNLESS OTHERWISE NOTED. B. DIMENSIONS AT UNIT DEMISING WALLS ARE TO CENTERLINE OF WALL. C. INTERIOR DIMENSIONS ARE TO THE FACE OF CONCRETE,MASONRY,OR FACE OF STUDS AT FRAME WALLS,AND TO CENTERLINE OF COLUMNS DYKEMAN UNLESS OTHERWISE NOTED. D. DIMENSIONS LOCATING DOORS,WINDOWS AND RELIGHTS ARE TO NOMINAL MASONRY OPENING OR TO FINISH OPENING UNLESS OTHERWISE NOTED. ARCHITECTURE + DESIGN E. SEE WALL TYPES ON SHEETS A1.00 FOR TYPICAL WALL CONSTRUCTION ASSEMBLIES. D F. ALL NON-BEARING WALLS ARE FULL HEIGHT TO UNDERSIDE OF ROOF D DECK OR FLOOR ABOVE. - - Marine G. APPLY TWO(2)CONTINUOUS SEALANT BEADS BENEATH STUD TRACK AT ALL EXTERIOR STUD WALLS. H. CONTRACTOR SHALL PROVIDE CONTINUOUS HORIZONTAL BLOCKING AT ALL WALL MOUNTED LAVATORIES,DRINKING FOUNTAINS,CASEWORK, MIRRORS,HANDRAILS,ETC.REFER TO ARCHITECTURAL INTERIOR ELEVATIONS. I. SEE DETAIL SHEET A6.01 FOR TYPICAL MOUNTING HEIGHTS FOR WALL MOUNTED ACCESSORIES AND EQUIPMENT. J. SEE FLOOR FINISH PLANS FOR TRANSITION DETAILS AND THRESHOLDS. K. ELECTRICAL PANELS,TRANSFORMERS,BOILERS,AIR HANDLING UNITS, 3 AND DUCTWORK WHEN SHOWN,ARE INDICATED FOR CONTRACTOR 3 10- CONVENIENCE. L. SEE REFLECTED CEILING PLAN FOR CEILING MOUNTED EQUIPMENT. M. THE GENERAL CONTRACTOR SHALL PROVIDE CONCRETE HOUSEKEEPING PADS AT MINIMUM 3 1/2"THICK CONCRETE WITH 6 X 6/W2.9 X 2.9 W W F REINFORCING UNLESS OTHERWISE NOTED OR REQUIRED ELSEWHERE IN THESE DOCUMENTS,PAD DIMENSIONS SHALL BE A MINIMUM 4"GREATER IN HORIZONTAL DIMENSION THAN BASE OF THE EQUIPMENT MOUNTED THEREON,UNLESS OTHERWISE NOTED.EXACT PAD LOCATIONS SHALL BE VERIFIED IN THE FIELD. N. CONTRACTOR TO CONFIRM ALL CLEARANCE REQUIREMENTS AS NOTED ON DETAIL A6.01 and A6.02. 0. REFER 70 DETAILS ON SHEET 11A7.10 FOR TYPICAL DOOR CLEARANCES. 5552 R4ONSTEVENS P. SEE FLOOR PLANS AND BUILDING SECTIONS FOR LOCATION OF DETAILS A FOR TYPICAL FLOOR-TO-FOUNDATION,FLOOR-TO-WALL,WALL-TO-ROOF ASSEMBLIES AND HEADER,SILL AND SOFFIT CONSTRUCTION. Q. CONTRACTOR SHALL SEAL AROUND ALL PENETRATIONS AT FIRE RATED q L A WALLS,INCLUDING BUT NOT LIMITED TO PIPING,DUCTS,CONDUIT,ETC., AGTGN WITH FIRESTOPPING PER I.B.C.REQUIREMENTS. R. SEE EXTERIOR ELEVATIONS FOR WINDOW AND LOUVER TYPES AND yVX g WND.4 DETAILS. SEE DRAWING 12A S. SEE ENLARGED PLANS FOR ADDITIONAL DIMENSIONAL AND NOTE C 1/A1.31-D INFORMATION. PROJECT IDENTIFICATION: C 5 - - -�-�-1 U i F - - T. TYPICAL WALLS: AT RESIDENTIAL UNIT INTERIORS WALL TYPE WN.411; _Q AT COMMERCIAL INTERIORS WALL TYPE WN.611A; Centennial Park In WN.4 WN.4 -- WN.4 WX.6 lJ�- -- -- ----- --- WN.4 �1- 11A 11A 11A i AT DEMISING WALLS,WALL TYPE WND.412A; `-- WX.6 --- - - 11A AT PLUMBING WALLS,WHERE WATER CLOSET OCCURS,WALL TYPE 11 UNLESS the City of Arlington US US � UNLESS OTHERWISE NOTED. U. EXTERIOR WALL TYPE TO BE WX.611,TYP.UON.REFER TO PLANS, uz4 FOR 10'-6" 2'-5 1/2" ELEVATIONS,AND SHEET A1.00 FOR EXTERIOR FINISH WALL TYPES AND ALIGN 9'-11/2" Ui ' EXTENT. - - - 101400'g1 Centennial Park 5J Studio U12 WN.4 NP. LLC 3oz z 11A i MATERIAL LEGEND- FLOOR FINISHES us AT WNA 055200.A1 4 T.O WALL @5'-0" 1iA I ® CARPET 172nd St NE and 67th Ave Bo 4.1& ALIGN - 104413.E - 3.10- .12-D� WND.4 WALLS - 5.1 VINYL PLANK NE wX6 12R Arlington, WA 98223 6 wN.a 4'. 'v SEE-FINISH MATERIAL KEY ON SHEET A6.00 FOR PAINT COLORS. BUILDING PERMIT i _ 08/19/2019 WX.6 WN.4 Q- KEYNOTE LEGEND This drawing is: 12-DD WN.4 10 REF. - 1.Copyright 2019 Dykeman,Inc. - - 3, 2.The Architect's Instrument of Professional Service. B 11A `'i.' i' - KEYNOTE KEYNOTE TEXT 3.For use on this project only.Obtain Architect's B 4•_0" U10 N WX.6 ".i;-': .i-'i- r � written permission for any other use or reproduction. 5'-0"NOM. 12R 055200,A1 18"DEEP BOLT-ON PREFABRICATED EQ. T-0" EQ. PROJECT WN4 WX.6I.'t .(i :1 1 METAL BALCONY:ONE PIECE - 11A 12R .r •I. FULLY-WELDED ALUMINUM � CONSTRUCTION WITH A POWDER io F_ U2 ! - - - 61 COAT FINISH.1/4"X 3"ALUMINUM 2018-015 SLAT FLOOR.REF.TO STRUC. DW DRAWINGS FOR CONNECTION 11A U6 DETAILS. 0 057300,A3 PREMANUFACTURED ALUMINUM GUARDRAIL MARK DATE DESCRIPTION 6-10 ----- 077124.Al DOWNSPOUT ' 08/19/2019 BUILDING PERMIT 101400.A1 1 UNIT SIGNAGE WITH LIGHTING WN.4 11A 4.11- WALLS 3 10ALIGN 4413.B FIRE EXTINGUISHER CABINET US U9 4.12- WN 4 1 Bed Room D 3.10- LI LLS WN.4 WX.6 O L_ i i 8 WX.6 - - - - PROJECT i - - O - - ____+____________________________________________________________ ______�_____________ __________ _____ _____ ___F PRINCIPAL IN CHARGE: MS \ TYR ; ' PROJECT MANAGER: CH 1 i6'-0" PROJECT ARCHITECT:I DH 0 JOB CAPTAIN: SZ OS 52 0.A7 I I �12 A i A 12'-0" 21'-33/4" 11'-71/4" 4'-8" 49'-7" --------- Floor Plan - Level 3 - - A B D D.1 KEY PLAN Building D C 0 2' 4' 8' Building D - Floor Plan - Level 3- Sector 2 Scale:1/4"=T-0" . . 1/4"=V-0" NO TH 1 2 3 4 5 1 2 3 4 5 General Notes - Roof Plans A. ROOF ELEVATIONS SHOWN ARE TO TOP OF ROOFING MATERIAL. B. SET INTERMEDIATE HEIGHT AS REQUIRED TO PROVIDE THE SLOPES INDICATED. C. PROVIDE TAPERED INSULATION CRICKETS CREATING POSITIVE DRAINAGE. D. REFER TO ROOF MANUFACTURERS STANDARD DETAILS FOR FLASHING AND INSTALLATION INSTRUCTIONS AROUND ROOF OPENINGS AND PENETRATIONS. MATERIAL LEGEND- ROOF ARCHITECTURE + DESIGN ROOF-ASPHALT SHINGLES D D ROOF-ICE&WATER SHIELD _ _ _ ROOF-TPO CRICKETS CONSULTANT: KEYNOTE LEGEND KEYNOTE KEYNOTE TEXT 0731,3 ASPHALT SHINGLES 07 7000.A1 DRAFT STOP LOCATION 07712301 PREFINISHED GUTTER 07 7226.A1 ROOF VENTILATOR • 9552 REGISTERED 1 ARC HITECT I I I I AA ON " _® WASHTNGTGN C 1 !E • • C __________-+� Centennial Park in II ! the City of Arlington ________ _ _ ________=________= - FOR Centennial Park 5J -------------- 3.1 7yp, i � 07 7123 01 07 7226.A1 ® L L C 07 7123 01 ii t I AT I I I 172nd St NE and 67th Ave N E 07 7000.A,-- - I I i Arlington, WA 98223 b BUILDING PERMIT I 2 1 08/19/2019 This drawing is: 1.e Copyright 2019 Dykeman,Inc. 2.The Architect's Instrument of Professional Service. B — 3.For use on this project only.Obtain Architect's B 5 — _ _ — — — written permission for any other use or reproduction. ------------- I PROJECT II 2 II II II 2018-015 I I 07 7123 01 I I I I it it • MARK DATE DESCRIPTION 08/19/2019 BUILDING PERMIT I I 07 7000 Ai � I i I 81 07 3113 PROJECT PRINCIPALINPRINCIPAL IN CHARGElMS — PROJECT ------------_____________ _______________ 8PROJECT ARCHITECT: L. _- - - — JOBJOB CAPTAIN�SZ A 07 7123 01 A Roof Plan - Building D A B D D.1 C 0 4' 8' 16' < - �Building D - Roof Plan Scale:i/8 V-0" NO TH . 118"=V-0=V-0„ 1 2 3 4 5 1 2 3 4 5 General Notes-Reflected Ceiling Plans A. ALL GWB.CEILING SCREW TO FLOOR JOIST MOUNTED RESILIENT CHANNELS, OR DIRECT SCREWS TO ROOF TRUSSES ABOVE,UNLESS OTHERWISE NOTED. B. PROVIDE SEISMIC BRACING AT ALL SUSPENDED CEILINGS.REFER TO TYPICAL CEILING DETAILS SHEET A9.30. C. CEILING AND SOFFIT HEIGHTS ARE FROM FINISHED FLOOR UNLESS OTHERWISE NOTED. D. CEILING TYPES-REFER TO MATERIAL LEGEND THIS SHEET. DYKEMAN E. PROVIDE CONTINOUS MEMBRANE AT RATED AT RATED FLOORICEILING AND ROOF/CEILING ASSEMBLIES ABOVE ALL SOFFITS AND LOWERED CEILINGS. F. ROOF CONSTRUCTION ASSEMBLIES-REFER TO BUILDING SECTIONS AND ROOF PLANS. ARCHITECTURE + DESIGN G. STRUCTURAL ELEMENTS ARE SHOWN FOR CONTRACTOR CONVENIENCE. REFER TO STRUCTURAL DRAWINGS FOR ACTUAL SIZE,LOCATION AND D SPACING. O H. MECHANICAL ELEMENTS ARE SHOWN FOR CONTRACTOR CONVENIENCE. - - 1716 - View D,l- I. LOCATIONS OF SMOKE ALARMS,EMERGENCY LIGHTING,NIGHT LIGHTS AND EXIT SIGNAGE-REFER TO ELECTRICAL DRAWINGS. J. DOMESTIC WATER PIPING AND SPRINKLER PIPE NOT SHOWN FOR CLARITY. CONTRACTOR TO COORDINATE INSTALLATION OF THESE ELEMENTS WITH THOSE OF ALL OTHER TRADES. CONSULTANT: K. GWB CEILINGS TO BE INSTALLED PER MANUFACTURER'S REQUIREMENTS. L. REFER TO FINISH SCHEDULE FOR ADDITIONAL INFORMATION. M. WHERE SOFFITS OCCUR ABOVE CASEWORK UPPER CABINETS,SOFFIT ELEVATIONS ARE PROVIDED FOR REFERENCE.COORDINATE SOFFIT ELEVATION WITH CASEWORK AND REQUIRED VERTICAL CLEARANCES.REFER TO INTERIOR ELEVATIONS FOR ADDITIONAL INFORMATION. KEYNOTE LEGEND KEYNOTE I KEYNOTE TEXT 10 7100.A1 WOOD TIMBER CANOPY WITH • CORRUGATED METAL ON TOP.TIE ROD BACK TO 4X6 WOOD POST IN WALL. �AA�N MATERIAL LEGEND- RCP WASHINGTON C 2 — OPEN TO — — — 2 — — — — —— GYPSUM CEILING BOARD-DROP CEILING C a` / ABOVE \ a� "• • GYPSUM CEILING BOARD-ATTACHED TO 0 - STRUCTURE Centennial Park in 0 - FIBER CEMENT SOFFIT T the City of Arlington 0 0 irr r-- i Ir r___ �I FOR L ;. I' CEILING TAG- OPEN TO STRUCTURE ABOVE PAINT CEILING ELEVATION FROM '.��.,,,,; ,�'-� [}� - I I FLOOR LEVEL : °: _- � � ! -_- _- � � Centennial Park 5J 3 — — � —� OTS - - SLOPED CEILING SLOPED WITH STRUCTURE LLC 10 7100.A1 SPOT ELEVATION AT OPEN ABOVEE - ° `' 172nd St NE and 67th Ave _ OT / - _"� : / SEE-FINISH MATERIAL KEY ON SHEET A6.00 FOR / 0 0 - - PAINTCOLORS. NE / 0 Arlington, WA 98223 / \ \ BUILDING PERMIT 08/19/2019 \ FIXTURE LEGEND- RCP This drawing is: Copyright 2019 Dykeman,Inc. / CEILING FAN:2-STORY LOFTS 2.The Architect's Instrument of Professional Service. B OTS OPEN TO 0 0 - _ 'i,,-,-;__ (� 3.For use on this project only.Obtain Architect's B ABOVE written permission for any other use or reproduction. 5.5"LED RECESSED CAN LIGHT:CLOSETS AND HALLWAYS PROJECT 0 7"LED RECESSED CAN LIGHT:PRIMARY SPACES 5 — � — — 5 — � — — 2018-015 \\ // / po BATHROOM FAN WITH HEATER • EXHAUST DUCT MARK DATE DESCRIPTION 08/19/2019 BUILDING PERMIT OPEN TO ABOVE 6 - - - Lam ,; _ L "---------- PROJECT s.1 PRINCIPAL IN CHARGE:I MS T e PROJECT MANAGER: DH PROJECT ARCHITECT:I DH e '�"�{j•F= JOB CAPTAIN: SZ OPEN A BOVE� — — — 7 I _ — — — — — 7 1 A ors ors B \, e RCP - Building D I I I 12'-0" 21'-33/4" 11'-11/4" 1 4'-8" 12'-0" 21'-33/4" 11'-71/4" 0 4' 8' 16' A B C D D.1 A B C Scale:1/8"=T-0" NO TH • . Building D- RCP- Level 1 2 Building D- RCP- Level 2 1/8"=1'-0" 1/8"=1'-1. 1 2 1 3 4 5 1 2 3 4 5 General Notes-Reflected Ceiling Plans A. ALL GWB.CEILING SCREW TO FLOOR JOIST MOUNTED RESILIENT CHANNELS, OR DIRECT SCREWS TO ROOF TRUSSES ABOVE,UNLESS OTHERWISE NOTED. B. PROVIDE SEISMIC BRACING AT ALL SUSPENDED CEILINGS.REFER TO TYPICAL CEILING DETAILS SHEET A9.30. C. CEILING AND SOFFIT HEIGHTS ARE FROM FINISHED FLOOR UNLESS OTHERWISE NOTED. D. CEILING TYPES-REFER TO MATERIAL LEGEND THIS SHEET. DYKEMAN E. PROVIDE CONTINOUS MEMBRANE AT RATED AT RATED FLOORICEILING AND ROOF/CEILING ASSEMBLIES ABOVE ALL SOFFITS AND LOWERED CEILINGS. F. ROOF CONSTRUCTION ASSEMBLIES-REFER TO BUILDING SECTIONS AND ROOF PLANS. ARCHITECTURE + DESIGN G. STRUCTURAL ELEMENTS ARE SHOWN FOR CONTRACTOR CONVENIENCE. REFER TO STRUCTURAL DRAWINGS FOR ACTUAL SIZE,LOCATION AND D SPACING. p H. MECHANICAL ELEMENTS ARE SHOWN FOR CONTRACTOR CONVENIENCE. - - 1716 - I. LOCATIONS OF SMOKE ALARMS,EMERGENCY LIGHTING,NIGHT LIGHTS AND EXIT SIGNAGE-REFER TO ELECTRICAL DRAWINGS. J. DOMESTIC WATER PIPING AND SPRINKLER PIPE NOT SHOWN FOR CLARITY. CONTRACTOR TO COORDINATE INSTALLATION OF THESE ELEMENTS WITH THOSE OF ALL OTHER TRADES. CONSULTANT: K. GWB CEILINGS TO BE INSTALLED PER MANUFACTURER'S REQUIREMENTS. L. REFER TO FINISH SCHEDULE FOR ADDITIONAL INFORMATION. M. WHERE SOFFITS OCCUR ABOVE CASEWORK UPPER CABINETS,SOFFIT ELEVATIONS ARE PROVIDED FOR REFERENCE.COORDINATE SOFFIT ELEVATION WITH CASEWORK AND REQUIRED VERTICAL CLEARANCES.REFER TO INTERIOR ELEVATIONS FOR ADDITIONAL INFORMATION. KEYNOTE LEGEND KEYNOTE KEYNOTE TEXT • MATERIAL LEGEND- RCP �AA�N GYPSUM CEILING BOARD-DROP CEILING STATE OF WASHINGTON 1 GYPSUM CEILING BOARD-ATTACHED TO STRUCTURE C FIBER CEMENT SOFFIT ••• • C _ I SLOPED CentennialPark in - CEILING TAG-CEILING ELEVATION FROM O FLOOR LEVEL the City g of Arlington OTS 4.1 O OPEN TO STRUCTURE ABOVE PAINT 8'-0" - FOR 8' 0" SLOPED CEILING SLOPED WITH STRUCTURE SPOT ELEVATION Centennial Park 5J 3 - - LLC •,:?..q_;,•,,. :. ,-,r,.:..'.i•;7_ a SEE-FINISH MATERIAL KEY ON SHEET A6.00 FOR AT PAINT COLORS. 172nd St NE and 67th Ave NE 7 7 •,•', FIXTURE LEGEND- RCP Arlington, WA 98223 BUILDING PERMIT CEILING FAN:2-STORY LOFTS 08/19/2019 8 0 / 5.5"LED RECESSED CAN LIGHT:CLOSETS AND This drawing is: HALLWAYS 1.Copyright 2019 Dykeman,Inc. gyp 2.The Architect's Instrument of Professional Service. B 3.For use on this project only.Obtain Architect's B 1�71U o 7"LED RECESSED CAN LIGHT:PRIMARY SPACES written permission for any other use or reproduction. �` - :i ,� O BATHROOM FAN WITH HEATER SLOPED 2018-015 0 MARK DATE DESCRIPTION _ � OS/19/2019 BUILDING PERMIT 8 0 � 0 5.1 jal1 a { 8 0 PROJECT 8'-0. 8'-0" - - PRINCIPAL IN CHARGE:1 MS zo PROJECT MANAGER: CH PROJECT ARCHITECT:I L. '.SLOPED JOB CAPTAIN: SZ RCP - Building D I 12'-0- 21'-33/4" 11'-71/4' 4'-8" 0 4' 8' 16' A 6 C D D.1 Scale:1/8"=T-0" . . Building D - RCP- Level 3 NO TH 1 1/8"=T-0" 1 2 3 4 5 1 2 3 4 5 General Notes- Exterior Elevations A. EXTERIOR MATERIAL TYPES-REFER TO MATERIAL LEGEND THIS SHEET. KEYNOTE LEGEND B. DOWNSPOUTS SUPPORTS-FOR DOWNSPOUTS UP TO 12'-0"IN LENGTH PROVIDE 2 PREFINISHED METAL STRAPS(TOP AND BOTTOM).12'-0-AND KEYNOTE I KEYNOTE TEXT LONGER PROVIDE 3 PREFINISHED METAL STRAPS(TOP,MIDDLE AND BOTTOM). C. WALL TYPES-SEE SHEET A1.00 05 5200.A1 18"DEEP BOLT-ON PREFABRICATED METAL BALCONY:ONE D. SEE SHEETS A7.13,A7.14 AND A7.15 FOR TYPICAL DOOR AND WINDOW DETAILS PIECE FULLY-WELDED ALUMINUM CONSTRUCTION WITH A E. REFER TO DETAIL A1/A7.13 FOR TYPICAL WINDOW FLASHING SEQUENCING POWDER COAT FINISH.1/4"X 3"ALUMINUM SLAT FLOOR.REF.TO DYKEMAN F. EXTERIOR DETAILS-SEE A8.00 SERIES SHEETS STRUC.DRAWINGS FOR CONNECTION DETAILS. G. KNOX BOX-PROVIDE A KNOX BOX AT EACH BUILDING AS SPECIFIED. OS 7300.A3 PREMANUFACTUREDALUMlNUM GUARDRAIL COORDINATE LOCATION WITH THE OWNER AND THE FIRE MARSHAL 07 3113 ASPHALT SHINGLES ARCHITECTURE + DESIGN H. ALIGN FIBER CEMENT PANEL HORIZONTAL JOINTS AT BUILDING CORNERS,TYE. 07 7123 01 PREFINISHED GUTTER 077124.A1 DOWNSPOUT D 08 1000.A1 DOOR PER SCHEDULE -dyk.--at 1716 West Marine D 084113.A1 ALUMINUM STOREFRONT 085313 VINYL WINDOWS 101400.A1 UNIT SIS E WITH LIGHTING - 101400.A4 BUILDING IDENTIFICATION SIGNAGE:24"X24"X6MM DIDBOND IN ALUMINUMINUM ID IDENTIFICATION LETTER MOUNTED WITH SILICONECONSULTANT: AND FOAM TAPE OVER 36"X36"X3MM DIDBOND IN DARK BRONZE BACKGROUND SUBSTRATE PANEL.SCREW AND SILICONE ATTACHMENT TO WALL. - - - - - - - - - - - - - 104413.E FIRE EXTINGUISHER CABINET 10 7100.A1 WOOD TIMBER CANOPY WITH CORRUGATED METAL ON TOP.TIE To of Roof TO of Roof ROD BACK T04X6 WOOD POST IN WALL. 10 1400.A1 41'-6" 41'-6" 23 3800 VENTILATION HOODS 104413.E D 101400.A4 073113 07 7123 01 • V,3-F 07 7123 01 Y3-F Roof Plate _ _ _ I Roof Plate LV1-F V1-F B 30'-0 1/2" 30'-Q 1/2" �9552 07 7124.A1 ffi 0.A3 V3 ' V4 N2 \ 1 \,1 D V3 OS 5313 V7-F 055200.A1 - - - STATE OF WASHINGTON Level3 _ _ Level 20'-0" 20'-0" C FX4 V3 _ i N1a) V1 A _ = Vg 107100.A1 V7F FX2 • • C OS 5313 - FX2 Centennial Park in 8 8 10Level02 _ _ _ Level 2 10'� the City of Arlington / 084113.A1 FX1 081000.A1 ❑ N1a) N1 ❑ N1a ❑ gaj 057300.A3 5F3) FOR Centennial Park 5J Level 1 Level L L C 0" 0" 101400.A1 AT Building D- East Elevation Building D- North Return `r 1/e"=1'-0" J 1/8"=V-0" 172nd St NE and 67th Ave NE Arlington, WA 98223 BUILDING PERMIT 08/19/2019 D.1 D D.1 D.1 D This drawing is: 1.Copyright 2019 Dykeman,Inc. cfs Instrument of Professional Sery B 3.For use o�nthis project only.Obtain A ch tecfs ice. B written permission for any other use or reproduction. PROJECT NUMBER TOP of Roof�� _ Top of Roof�� To of Roof 41'-6" 1 41'-6" 1 2018-015 FX3 07 3113 07 7123 01 MARK DATE DESCRIPTION 07712301 V3-F 6-P -V3-F 08/19/2019 BUILDING PERMIT Roof Plate Roof Plat Roof Plate / 30'-0 112' 30-0 1/2' 30- FX3 o771za.A1 V3 /I vs o 1olaoo.A1 On1za.A1 MATERIAL LEGEND- EXTERIOR ELEVATIONS 081000.A1 FX4 _ Level 3 Level 3 Level 3 FX1-CMU VENEER 20'-0" V 20 e V 20'-0" V 233800 •-• 08 5313 V14,F FX2-FIBER CEMENT LAP SIDING M3r! .A1 PRINCIPAL IN CHARGE:I MS.A1ANAGER: I DH FX2 V12-F FX3-FIBER CEMENT SMOOTH PANEL PROJECT ARCHITECT:I DHLeve Level 2 Level JOBCAPTAIN: SZB 10'- 10' 10'-�A \ FX1 FX4-FIBER CEMENT ACCENT A / (SF3) 057300.A3 I Exterior Elevations - Levelt Levelt Level FXS-STONE TILE Building D 0" 0" 0" 0 4' 8' 16' Building D-North Elevation (_O_'�Building D-Stair 1 - North (_q'�Building D-Stair 1 -South 1/8"=V-0" J 1/8"=1'-0" Scale:1/8"=P-0" . . Eli SEE-SHEET A7.00 WALL TYPES \ 1 2 3 4 5 1 2 3 4 5 General Notes- Exterior Elevations A. EXTERIOR MATERIAL TYPES-REFER TO MATERIAL LEGEND THIS SHEET. KEYNOTE LEGEND B. DOWNSPOUTS SUPPORTS-FOR DOWNSPOUTS UP TO 12'-0"IN LENGTH PROVIDE 2 PREFINISHED METAL STRAPS(TOP AND BOTTOM).12'-0-AND KEYNOTE I KEYNOTE TEXT LONGER PROVIDE 3 PREFINISHED METAL STRAPS(TOP,MIDDLE AND BOTTOM). C. WALL TYPES-SEE SHEET A1.00 05 5200.A1 18"DEEP BOLT-ON PREFABRICATED METAL BALCONY:ONE D. SEE SHEETS A7.13,A7.14 AND A7.15 FOR TYPICAL DOOR AND WINDOW DETAILS PIECE FULLY-WELDED ALUMINUM CONSTRUCTION WITH A E. REFER TO DETAIL Ai/A7.13 FOR TYPICAL WINDOW FLASHING SEQUENCING POWDER COAT FINISH.1/4"X 3"ALUMINUM SLAT FLOOR.REF.TO DYKEMAN F. EXTERIOR DETAILS-SEE A8.00 SERIES SHEETS STRUC.DRAWINGS FOR CONNECTION DETAILS. G. KNOX BOX-PROVIDE A KNOX BOX AT EACH BUILDING AS SPECIFIED. OS 7300.A3 PREMANUFACTUREDALUMlNUM GUARDRAIL COORDINATE LOCATION WITH THE OWNER AND THE FIRE MARSHAL 07 3113 ASPHALT SHINGLES ARCHITECTURE + DESIGN H. ALIGN FIBER CEMENT PANEL HORIZONTAL JOINTS AT BUILDING CORNERS,TYP. 07 7123 01 PREFINISHED GUTTER 077124.A1 DOWNSPOUT D 077226.A1 ROOF VENTILATOR _ _ _ D 08 1000.A1 DOOR PER SCHEDULE �� 084113.A1 ALUMINUM STOREFRONT 1 8 B A 101400 VINYL WINDOWS 101400.A1 UNIT SIGNAGE WITH LIGHTING 10 1400.A2 ROOM SIGNAGECONSULTANT: 104413.B FIRE EXTINGUISHER CABINET 10 7100.A1 WOOD TIMBER CANOPY WITH CORRUGATED METAL ON TOP.TIE ROD BACK TO 4X6 WOOD POST IN WALL. - - - - - - - - - - 233800 VENTILATION HOODS 07 7226.A1 260125 ELECTRICAL PANELS T�of Roo>� �o_o� 41'-6" 41'-6" 07 3113 FX2 FX2 07 7123 01 • 07 7123 01 07 7124.A1 V3-F V15-F-V4-F V3-F -VS-F _ _ _ _ _ _ _ Roof 9552 REGISTERED OS 5313 ARC HITECT V16-F V3 V6-F V6-F V3 V7-F 055200.A1 077124.A1 A L AA ON GTEVENS Level-3 � _ _ _ Level�3 � sTATL oR wnsewcTaN 207_0^ V - - 20'_0^ V C 085313 084113.A1 ••• IDENTIFICATION: C 107100.A1 V3 V3 V7-F 107100.A1 SF10 SF11 SF10 _ Level n _ _ _ _ _ Le_vel2 n Centennial Park in ,o o ,o' o the City 9 of Arlington FX1 084113.A1 FX1 SF15 SF15, SF16 �SF15 SF15 �SF3 057300.A3 FOR Centennial Park 5J Level- / _ _ Lever LLC 10 1400.A1 �I AT Building D-West Elevation Building D-South Return Y 1/8"=V-0" J ,/6" " 172nd St NE and 67th Ave NE Arlington, WA 98223 BUILDING PERMIT 08/19/2019 A D.1 T T T D.1 T T This drawing is: 1.Copyright 2019 Dykeman,Inc. cts Instrument of Professional B 3.For use o�nthis project only.Obtain Architects ice. B written permission for any other use or reproduction. I I I I I I PROJECT NUMBER Top of Rooff _ Top 0f Roof � To of Roofer 41'-6" 1 - 41'-6" 1 41'-6" 1 2018-015 I I I 07712301 MARK DATE DESCRIPTION FX2 3-F Roof Plate Roof Plate 07 7123 01 Roof Plate 08/19/2019 BUILDING PERMIT 8 30'-0 1/ Fx3 30'-0 1/2" V 30'-0 1/ 07 7124.A1 085313 v3 - v3 onlza.A1 161aoo.A1 Fx3 MATERIAL LEGEND- EXTERIOR ELEVATIONS LE 055200.A7 057300.A3 081000.A1 FX3 FX1-CMU VENEER _ Level 3 _Level 3 _ _ Level 3 20'-0" V 20'-0" 8 PROJECT V14-F FX2-FIBER CEMENT LAP SIDING V3 V3 PRINCIPAL IN CHARGE:I MS 107100.A1 PROJECT MANAGER: DH v1z-F DH Level 2 Level 2 Fxz Level 2 FX3-FIBER CEMENT SMOOTH PANEL JOB CAPTAIN:PROJECT CHITECT: SZ 08 4113.A1 - - - ,�O,_O� - A FX1 057300.A3 N3a) � FX4-FIBER CEMENT ACCENT A SF3 I 0 ,044,3.E I Exterior Elevations - Levelel Level, Lev0 el FXS-STONE TILE Building D 0.1 o° o° 260125 101400.A2 081000.A11 101400.A1 0 4' 8' 16' < •" Building D-South Elevation �Building D-Stair 2- North Building D-Stair 2-South 1 1/8"=1'-0" L 1/8"=1'-0" J 1/8"=1'-0" Scale:1/8"=1'-0" . . SEE-SHEET A1.00 WALL TYPES \ 1 2 3 4 5 1 2 3 4 5 KEYNOTE LEGEND KEYNOTE I KEYNOTE TEXT 3 8 7 2 6.1 6 5.1 T 3.10- I C I I B I A • YKEMAN 1 4 Y Y Y YESIGN 3.10- 3.10- 3.10- , I I ARCHITE RW2 RW3 RW3 RW2 D � RW1 RW1 RW2 �_ . U _ T000f Roof Top of Roof —I — — — —I — — — 41� — — — — 41, v • I , -` -`------- ° -° -tl '� _ , r --`-- , , Roof Plate —- `—— -- - -- - ---- — — Roof Plate 30'-0 1/2" — 30'-0 1/2" UNIT, UNIT- UNIT_ UNIT UNIT 301 302 303 304 305 Livin Room Ent lStair Bedroom Ent(Stair Bedream Ent(Stair Livin Room Kitchen Lin Room FC2 ry FC2 ry FC2 Bedroom FC2 9 Level 3 Level 3 • _ 20 0 20 0 UNIT _UNIT U IT UNIT UNIT 101T 102E �1 3L� 104E 105T 9552 RW2 REGISTERED Bedroom EntrylStair Bedroom ARCHITECT Bedroom Ent/Stair— Bedroom Entry/Stair Bedroom Bedroom FC2 FC2 Fcz Fcz Level 2 Level 2 10'-0' A L AA oN sTEVENs STATE AA ON STEGTON UNIT UNIT r UNIT UNIT XUNIT5�101 102 103 104 'ICI Nft�'. 0 Livin Room Ent/Stair L1 Kitchen Kit hen KI[chen (�. Ent(Stair Livin Roo _ Kitchen .•JECT • C FC1 _ Level1Level 0 0 I—III — — — — I—III—III — — III— Centennial Park In =III I III III _ III II III III II III III III II - III III III III III — III III _ I I =III-III-III-III-III-III— -III-III-III-III-1 =III-III-III-III- the City of Arlington ICI ICI -1 —1 -1 -1 -1 -1 —1 -1 ICI -1 y g FOR Centennial Park 5J 3 Transverse Section- BuildingD 4 Cross Section 3-BuildingD LLC AT 172nd St NE and 67th Ave 3 NE 3.10- 310- Arlington, WA 98223 D., n DD.1 BUILDING PERMIT I `IT I I `IT I I I 08/19/2019 Rw1 RW2 This drawing is: RW3 RWi 1.Copyright 2019 Dykeman,Inc. 2.The Architect's Instrument of Professional Service. B 3.For use on this project only.Obtain Architect's B _ — Top Of ROOF —I — Top Of ROOF written permission for any other use or reproduction. I I 41'-6" 41'-6" PROJECT 2018-015 �a Roof Plate — — _ _--_-_. ... ..._ _..'_..' — Roof Plate MARK DATE DESCRIPTION UNIT r I I UNIT 08/19/2019 BUILDING PERMIT 302 L 301 FC3 EntrylStair FC2 Ktchen -- Bedroom Kitchen Living Room Level Fcz Level3 — -- — — — — 20 — — — — 20. I I IT TI EntrylStair Bathroom Bedroom Bedroom -• FC2 e 2 i� 7 �eVel 2 a — — - U Level 2 PRINCIPAL IN CHARGE:(MS PRECAST CONCRETE NIT 11 O UNIT 1 O' PROJECT MANAGER: DH STAIR TREADS AND 102 101 PROJECT ARCHITECT:(DH LANDING JOB CAPTAIN: SZ r Ent IB[air BathroomA Livin Room - Livin Raom Livin Room ' ' A L�J�ry g g gi FCi A FC1 _ Level _ — — — — Level I—III—III—III—III—III _III—III—III—III—I III—III—III—III—III— I —III—I III—III—I III—III—III—III—III—III—III—III—II —I 1= Sections - Building D _ 11=1 I—III—III—III—III—III—III I—III—I II =1 =1 I— — — — — — — — —III—III I—III—I ICI I—III—III—III—III—III—III=1 - - -1 1=�lliiilll iillli it ii ii ii ii ii III III III II III II - 0 4' 8' 16' Cross Section 1 - Building D 2 Cross Section 2- Building D Scale:1/8 V-0^ 'll. 2 3 4 5 1 2 3 4 5 KEYNOTE LEGEND D KEYNOTE KEYNOTE TEXT 265100.A 265100.A 088300.A 30"X48"MIRROR UNIT 088300.B 24"X48"MIRROR UNIT . YKEMAN q A4.10- d 088300.A + 102800.B TOILET TISSUE(ROLL)DISPENSER 224000.A2 BATHROOM LAVATORY 224000.A3 224000.A3 TUB SHOWER UNIT ARCHITECTURE + DESIGN 224000.A3 224000.A3 224000.A4 TOILET 22 4000.A2 22 4000 A2 26 5100.A BATHROOM LIGHT FIXTURE D 5.1 _ _ 102800.B 102800.B zz 4000.A4 BATHROOM PLAN GENERAL NOTES 1'-6" 22 4000.A4 A. SEE A6.01 AND A6.02 FOR ACCESSIBILITY 2'-9 3/32" CLEARANCES,GRAB BAR REINFORCING,AND 152 254 INSTALLATION REQUIREMENTS AT FIXTURES IN TYPE A 12421 2a 21 12 21 AND TYPE B UNITS. CONSULTANT: 34 34 34 �� ' Building D- Bathroom 102E-Plan Bathroom 102L-A ��Bathroom 102E-B- ��Bathroom 102L-C 4d Bathroom 102L- D "r va„_I,_o„ o„ • - 26 5100.A 26 5100.A 410- 3b 9552 REGISTERED ARc wTEGTA AA ON EVENS 224000.A2 224000A2 STT102800.B 22 4000.A4 C ..•JECT e • C ,52 254 24 21 12 21 Centennial Park in 34 34 �Building D- Powder Room 102- PlanPowder Room 102-A ter, Powder Room 102- B Powder Room 102-C 3d Powder Room 102- D the City of Arlington J / 1/4"=,._0., 1 vCl/ 14,.=,._O,. `Ju/ 1/a^=,'-0^ �C ,/a"=,'-o^ ,/a=,'-0^ FOR Centennial Park 5J 26 5100.A 26 5100.A LLC AT B 1'-6 3/4" 1'-9 1/4" 22 4000.A3 22 4000.A3 22 4000.A3 zza000.Az zza000.Az 172nd St NE and 67th Ave 6 NE - 102800.8 _ _ 102800.8 Arlington, WA 98223 e zza000.Aa - - BUILDING PERMIT 2h A4.10- 2f 254 08/19/2019 254 152 15 21 30 21 1 21 2d A4.10- 2 3434 34 This drawing is: npp Bathroom 101T-E oom 101T- F ��Bathroom 101T-G ��Bathroom 101T-H 1.Copyright 2019 Dykeman,Inc. G (��y!Bathr Lu L 1 1 2.The Architect's Instrument of Professional Service. B 6.1 114"=1'-0" 1/4"=V-0" J 114"=1'-0" 114"=1'-0" 3.For use on this project only.Obtain Architect's B written permission for any other use or reproduction. 26 5100.A -• ECT NUMBER: OS 8300.A + 2018-015 22 4000.A2 22 4000.A3 22 4000.A3 �� - • �Building D- Bathrooms 101T- Plan 224000.A3 224000.A2 MARK DATE DESCRIPTION - 10 2800.B 10 2800.B 08/19/2019 BUILDING PERMIT Lf - - 22 4000.A4 254 254 1 21 311421 1 21 34 34 34 2a Bathroom 101T-A 2b Bathroom 101T- B 2c Bathroom 101T-C 2d Bathroom 101T- D 1la"=1'-0" 1/4"=1'-0" il4"=1'-0" PROJECT PRINCIPAL IN CHARGE:j MS 6 265100.A _ PROJECT MANAGER: DH A-- 'v PROJECT ARCHITECT:I DH 088300.B JOB CAPTAIN:Jill SZ A . Bathroom Plans - Building D 0 2' 4' 8' < •- 152 254 12421 30 21 12 21 34 34 34 Scale:1/4"=V-0" . , ,114 . Building D - Powder Room 101 - Plan Powder Room 101 -A Powder Room 101 - B Powder Room 101 - C d Powder Room 101 - D va^=r-o° va^=r-o° 1/a^=r-o" 1 2 3 4 5 1 2 3 4 5 Q KEYNOTE LEGEND KEYNOTE KEYNOTE TEXT 4 26 5100.A 22 4000.A3 - 088300.A 30"X48"MIRROR UNIT 102800.B TOILET TISSUE(ROLL)DISPENSER . YKEMAN $ _ 224000.A2 BATHROOM LAVATORY 22 4000.A3 22 4000.A3 22 4000.A3 088300.A 224000.A3 TUB SHOWER UNIT -4 A411- b II _ 224000.A4 TOILETARCHITECTURE + DESIGN II 224000.A2 224000.A2 265100.A BATHROOM LIGHT FIXTURE D - ,02600.E _ _ ,azaoo.B ❑❑ BATHROOM PLAN GENERAL NOTES 224000.A4 224000.A4 - - 224000.A4 A. SEE A6.01 AND A6.02 FOR ACCESSIBILITY CLEARANCES,GRAB BAR REINFORCING,AND 152 254 INSTALLATION REQUIREMENTS AT FIXTURES IN TYPE A 12421 30 21 12 21 AND TYPE B UNITS. CONSULTANT: 34 34 34 Bathroom 303-A Bathroom 303-B ��Bathroom 303-C ��Bathroom 303-D 4a 1/4 Yu 1/4 4,_ , `tU 4,_ , Building D-Bathroom 303- Plan "r 1/4"=1'-0" • 265100.A 265100.A - p 8 058300.AJ2421 g �1552 FEEI V 22 4000.A3 3 22 4000.A3 22 4000.A3 224000.A2 224000.A2 3d A4.11- 3 C . 224000.A4 C • •254,z Centennial Park In 34 34 2'-93/4" _ the City of Arlington Bathroom 302-A Bathroom 302- B Bathroom 302- C Bathroom 302- D FOR 3 Buildin D-Bathroom 302- Plan ,,,=,-6" 3C ,/40„ - 3d 1/4"=,-0• Centennial Park 5J LLC AT 172nd St NE and 67th Ave 265100.A B NE Arlington, WA 98223 6 08 8300.A 22 4000.A3 22 4000.A3 g zza000.A3 BUILDING PERMIT 22 40o0.Aj124 p 47= 08/19/2019 2 This drawing is: 10 2800.B ° 1.Copyright 2019 Dykeman,Inc. 2.TheArchitect's Instrument of Professional Service. B - 2 A4.11- 2c 224000.A4 3.For use on this project only.Obtain Architect's B written permission for any other use or reproduction. 2d -� 1 PROJECT 34 34 2018-015 2 Buildin D- Bathroom 301 - Plan �„ Bathroom 301 -A 2b Bathroom 301 - B *Rathroom 301 - C *Bathroorn 301 - D MARK DATE DESCRIPTION 114"=1'-0" 114"=1'-0" 1/4"=1'-0" 1/4" 08/19/2019 BUILDING PERMIT D I D.1 3'-1 1/4• PROJECT TEAM: -6, 265100.A 224000.A3 PRINCIPAL IN CHARGE:1 MS PROJECT MANAGER: 1 DH PROJECT ARCHITECT:1 D. 4 08 9300.A JOB CAPTAIN: 1 SZ 22 4000.A3 22 4000.A3 _ A , 224000.A3 A 22 4000.A2 � 22 4000.A2 1 A4.11- 1b Bathroom Plans - - - ® 102800.B 10 2800.B - - 224000.A4 Buidling D -. 152 254 0 2' 4' S' 12421 24 21 1221 34 34 34 Scale:1/4"=T-O" Building D - Bathroom 103L- Plan Bathroom 103L-A Bathroom 103L- B Bathroom 103L- C 1 d Bathroom 103L- D 1 1/4"-1'_0" 1 a 1/4"-1'_d. 1 b 114"_,,_0„ 1 C 1/4"_,._0„ 1 2 3 4 5 1 2 3 4 5 4 I 302 301 363612 300212243812300212 KEYNOTE LEGEND 18 18 NO SHELF NO SHELF A4 12 Sd n KEYNOTE KEYNOTE TEM --- -- ---- 113100.A1 REFRIGERATOR m 11 3100.C1 11 3100.B1 FREESTANDING ELECTRIC RANGE . A4.12-D 11 3100.C1 OVER-THE-RANGE MICROWAVE WITH YKEMAN RECIRCULATING VENTING 11 3100.A1 224000.A1 11 3100.D1 STANDARD BUILT-IN DISHWASHER o= 0 224000.A1 KITCHEN SINK ARCHITECTURE + DESIGN IN 4A4.12-D1 113100.D1D _ _ _ . D 13/4" 3'-11 1/2" 222 254 222 152 36 24 24 24 30 24 30 24 3.424 36 36 36 36 36 �Building D-Kitchen 303- Plan when 303-A Kitchen 303-B �+ Kitchen 303-C Kitchen 303-D CONSULTANT: 5a 1/4"=1'-0" J U 1/4"=1'-0" �`+ 1/4"=1'-0" JU 1/4"=1'-0" 24 302 302123030212 3012 300212g 361130302M2 36 24 36 18 18 B 13'-925/32' NOSHELF NOS1HELF I _� __ ____ __ __ __ 113100.C1 • O O — REF. 3100.A1 F. �.ON ilding D-Kitchen 302-Plan ,52222254STERED ATE f SHTN�ToN 30 24 30 24 18 24 36 36 36 13'-53/4" Kitchen 302-A 6 Q- 2430,12 2'301,2 ,630112 Centennial Park in ___ ___ __ REF. _ O O - j 300212 36 300212 36 213fi1236 the City of Arlington 3a 18 18 NO SHELF NO SHELF A4.12-D 7: FOR 1bSim 11 3100.C1 ---- --- --- -- Centennial Park 5J —— � 6.1 11 3100.A1 DWI LLC A4.12- 1 1 .12-D E - N AT T-23/8" Sim1 3'-21/2" 113100.61 , - _ --- -- - 172nd St NE and 67th Ave A4.12-D N E 1842324 2410124 212�24 1510124 Arlington, WA 98223 90 36 36 36 Building D-Kitchen 301 - Plan Kitchen 301 -A BUILDING PERMIT 08/19/2019 302 1830112 1830112 2430212 This drawing is: 39 12 300212 303p212 ,.Copyricht20,9 Dykemen,Inc. 2.The Architect's Instrument of Professional Service. 18 B 36 36 36 3.For use on this project only.Obtain Architect's B C NO SHELF NO SHELF 24 written permission for any other use or reproduction. JECT NUMBER 11 3100.A1 ..• REEE 2018-015 2a _ 3100.D1 MARK DATE DESCRIPTION 11 3100.B1 11 08/19/2019 BUILDING PERMIT 254 211 152 18 24 18 24 30 24 �Building D - Kitchen 102 - Plan Kitchen 1026 A 36 36 6 �21 301 111022 302 24 12 30236 •30 12 30 12 2118 1S PRINCIPAL IN CHARGE: MS 1a 36 NO SHELF NO SHELF PROJECT MANAGER: DH PROJECT ARCHITECT:I DH A4.12-DI y - JOB CAPTAIN: SZ � 6.1 DW o0 0 00 0 .o A42-q -_- _ � _ _ Kitchen Plans - Building 11 310o.D1 D 1d _ A4.12-q 211 152 211 p 2' q g 101 211 254 �4115 24,3 24 15 241 24 21 24 21 24 244 36 36 36 36 36 36 38 90 Scale:1/4"=T-0" Building D- Kitchen 101 - Plan Kitchen 101 -A 1r.' Kitchen 101 - B �114 Kitchen 101 -D Kitchen 101 - E 1 1 a 1^� 1/4"=1.-0,. 1 1 d 1/4"=1'-0" 1 e 1/4"=1'p„ 1 2 3 4 5 1 2 3 4 5 General Notes 1. CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND COORDINATE THE WORK OF ALL TRADES INVOLVED IN THE PROJECT AS PART OF'THIS FTHIS CONTRACT. 2. DO NOT SCALE THESE DRAWINGS.DUE TO REPROGRAPHIC PROCESSES THESE DRAWINGS MAY NOT BE TO SCALE.CONTACT ARCHITECT FOR ANY NEEDED CLARIFICATION. 3. CONTRACTOR SHALL VERIFY CONDITIONS AT THE SITE AND REPORT DYKEMAN ALL DISCREPANCIES TO THE ARCHITECT BEFORE PROCEEDING WITH THE WORK. 4. CONTRACTOR SHALL PROVIDE A COMPLETE AND PROPER EXECUTION OF THE WORK AS INDICATED ON ALL DRAWINGS AND ARCHITECTURE + DESIGN SPECIFICATIONS.IF DISCREPANCIES IN LAYOUT,DIMENSIONS,OR DETAILS ARE FOUND BETWEEN ARCHITECTURAL,STRUCTURAL, D MECHANICAL,ELECTRICAL,CIVIL OR LANDSCAPE DRAWINGS, D CONTACT THE ARCHITECT IMMEDIATELY FOR CLARIFICATION - - - View D,l- BEFORE PROCEEDING. 5. REGULATIONS,STANDARDS,CONSTRUCTION,MATERIALS AND REQUIREMENTS FOR INSTALLATION OF MATERIALS SHALL CONFORM AND BE GOVERNED BY THE EDITION OF THE CODE IDENTIFIED IN THE CODES SHEET OF THESE DRAWINGS. 6. REFERENCING DRAWINGS IS FOR CONVENIENCE ONLY AND DOES NOT LIMIT APPLICATION FOR DRAWINGS OR DETAILS. 7. MATERIALS AND FINISHES LISTED ON INTERIOR AND EXTERIOR ELEVATIONS ARE FOR GENERAL INFORMATION AND CONVENIENCE OF THE CONTRACTOR AND ARE REFERENCED IN ADDITION TO MATERIALS AND FINISHES INDICATED OR SPECIFIED ELSEWHERE IN THE DOCUMENTS. 8. HEIGHT DIMENSIONS ARE GIVEN FROM FINISHED SLAB WHERE INDICATED.OR RELATIVE TO DATUM NOTED ON THE DRAWINGS. 9. N.I.C.EQUIPMENT IS FURNISHED AND INSTALLED BY OTHERS. CONTRACTOR IS RESPONSIBLE FOR COORDINATION INSTALLATION — — — — AND PERFORMING WORK AS REQUIRED BY DETAILS OR A H SPECIFICATIONS FOR EQUIPMENT INSTALLATION. 10.F.O.I.C.EQUIPMENT IS FURNISHED BY OTHERS AND INSTALLED AS PART OF THIS WORK.THE CONTRACTOR IS RESPONSIBLE FOR COORDINATING THE WORK AS REQUIRED FOR INSTALLATION. 55'-6" 11.CONTRACTOR SHALL SEAL AROUND ALL PENETRATIONS FOR FIRE RATED WALLS,INCLUDING,BUT NOT LIMITED TO PIPING,DUCT, 9552 REGISTERED CONDUIT,ETC.WITH FIRE STOPPING PER CODES THAT GOVERN THIS ARCHITECT WORK POINT(A,1) SET OF DOCUMENTS. 12.CONTRACTOR SHALL MAINTAIN THE INTEGRITY OF THE VAPOR BARRIER MEMBRANE AT THE FLOOR SLAB,WALLS,AND ROOF. BACKER ROD,SEALANT AND OTHER APPROVED MEANS SHALL BE A L AA ON STEVENS BUILDING E.2 APPLIED CONTINUOUSLY AROUND ALL EXTERIOR DOORS AND STATE OF wAsBwcTGN 1 WINDOW PENETRATIONS AND OTHER AREAS OF POTENTIAL AIR "_ INFILTRATION,INCLUDING STRUCTURAL,MECHANICAL AND ELECTRICAL PENETRATIONS.THE CONTRACTOR SHALL REPAIR ANY C DAMAGE TO VAPOR BARRIER,OR REPLACE THEM PRIOR TO COVER, PROJECT C AS APPROVED. 13.THERMAL AND SOUND INSULATION IS INTENDED TO PROVIDE A CONTINUOUS ENVELOPE AS INDICATED. Centennial Park I n Pit* REQUIREMENTS ALL ADA TOILETS,URINALS,AND STALLS SHALL MEET THE REQUIREMENTS OF THE CODES THAT GOVERN THIS SET OF DOCUMENTS.ALL STANDARD(NON-ADA)TOILETS SHALL BE the City of Arlington SECTOR 1 CENTERED IN STALLS OR PARTITIONS AS APPLICABLE,UNLESS OTHERWISE NOTED. 15.WHERE EXTERIOR CONCRETE WALKS AND LANDINGS ABUT FOR BUILDINGS,THEY SHALL BE SLOPED AWAY FROM THE BUILDING AS NOTED,BUT IN NO CASE LESS THAN.125"112". BUILDING D - 16.MAINTAIN NOTED SLAB THICKNESS AT ALL RECESSED SLAB AREAS Centennial Park 5J \ AND SLOPING SLABS. BUILDING E m 17.ALL WOOD IN CONTACT WITHCMU,CONCRETE OR SOIL SHALL BE LLC - L PRESSURE TREATED,TYP.UON. 18.ALL FOAM PLASTIC INSULATION TO COMPLY WITH THE SURFACE BURNING CHARACTERISTICS DEFINED BY THE CODE THAT GOVERNS AT \ THIS SET OF DOCUMENTS. 19.SPECIAL INSPECTIONS SHALL BE PROVIDED AS REQUIRED BY THE JURISDICTION THAT GOVERNS THIS SET OF DOCUMENTS.SEE 172nd St NE and 67th Ave SPECIFICATION SECTION 014523 FOR ADDITIONAL INFORMATION. N E \ 20.DRAWING KEYNOTES DO NOT CORRELATE DIRECTLY TO INDIVIDUAL \, SPECIFICATION SECTIONS. SECTOR 2 POOL 21.BUILDING INSPECTION SHALL BE PERFORMED THROUGHOUT THEDURATION OF CONSTRUCTION.THE FREQUENCY OF Arlington, WA 98223 IDENTIFIED IN THE CONTRACT. INSPECTION INSPECTIONS WILL PERFORMED ON SITE.INSPECTIONS WILL BE DOCUMENTED AND RECORDED AS BUILDING PERMIT DEEMED NECESSARY BY THE PROJECT ENGINEER. Q 8/19/2019 This drawing is: y 1.Copyright 2019 Dykeman,Inc. 2.The Architect's Instrument of Professional Service. B 3.For use on this project only.Obtain Architect's B written permission for any other use or reproduction. AM PROJECT NUMBER 2018-015 — — — — — — — MARK DATE DESCRIPTION Sk 08/19/2019 BUILDING PERMIT �T AAN \ E PROJECT TEAM PRINCIPAL IN CHARGE:1 MS PROJECT MANAGER: DH I PROJECT ARCHITECT:I CH JOB CAPTAIN: SZ Location Plan - Building BUILDING C BUILDING F KEY PLAN E NOTE:REFER TO SHEET SD1.1 FOR RELATIONSHIP OF / \ WORKPOINTTO SITE. 0 8' 16' 32' Q �- Building E - Location Plan ' I 1/16"=T-0" Scale:1/16"=1'-0" WAM 1 2 3 4 5 2 3 4 5 General Notes- Floor Plans . EXTERIOR DIMENSIONS ARE TO THE OUTSIDE FACE OF CRETE 3 A2 11 E D E F, A UFACE OF NITS ARE STUDSDE UNLESS UNLESS OTHERWISE OTHER FOUNDATION WALLS,FACE OF MASONRY SE ED.DIMENSIONS TO MASONRY 3.10. 21'-10" 1 2'-1 13'-6" 6'-0' T-4" B. DIMENSIONS AT UNIT DEMISING WALLS ARE TO CENTERLINE OF WALL. C. INTERIOR DIMENSIONS ARE TO THE FACE OF CONCRETE,MASONRY,OR 2'-0" 6'-0" 6'-0" 2'-0" 1/8" FACE OF STUDS AT FRAME WALLS,AND TO CENTERLINE OF COLUMNS DYKEMAN WORK POINT (A,1) UNLESS OTHERWISE NOTED. D. DIMENSIONS LOCATING DOORS,WINDOWS AND RELIGHTS ARE TO WX.6 NOMINAL MASONRY OPENING OR TO FINISH OPENING UNLESS 11 OTHERWISE NOTED. ARCHITECTURE + DESIGN E. SEE WALL TYPES ON SHEETS A1.00 FOR TYPICAL WALL CONSTRUCTION ASSEMBLIES. D F. ALL NON-BEARING WALLS ARE FULL HEIGHT TO UNDERSIDE OF ROOF View D,l- D DECK OR FLOOR ABOVE. - - - G. APPLY TWO(z)CONTINUOUS SEALANT BEADS BENEATH STUD TRACK AT ALL EXTERIOR STUD WALLS. H. CONTRACTOR SHALL PROVIDE CONTINUOUS HORIZONTAL BLOCKING AT _ ALL WALL MOUNTED LAVATORIES,DRINKING FOUNTAINS,CASEWORK, LINE OF DECK MIRRORS,HANDRAILS,ETC.REFER TO ARCHITECTURAL INTERIORCONSULTANT: ABOVE - ELEVATIONS. I. SEE DETAIL SHEET A6.01 FOR TYPICAL MOUNTING HEIGHTS FOR WALL - MOUNTED ACCESSORIES AND EQUIPMENT. J. SEE FLOOR FINISH PLANS FOR TRANSITION DETAILS AND THRESHOLDS. K. ELECTRICAL PANELS,TRANSFORMERS,BOILERS,AIR HANDLING UNITS, - 7'-0 518" AND DUCTWORK WHEN SHOWN,ARE INDICATED FOR CONTRACTOR WX.6 CONVENIENCE. -- L. SEE REFLECTED CEILING PLAN FOR CEILING MOUNTED EQUIPMENT. M. THE GENERAL CONTRACTOR SHALL PROVIDE CONCRETE HOUSEKEEPING PADS AT MINIMUM 31/2"THICK CONCRETE WITH 6 X 6 AN2.9 X 2.9 WWF WX.6 REINFORCING UNLESS OTHERWISE NOTED OR REQUIRED ELSEWHERE IN 11 L_J 11 THESE DOCUMENTS,PAD DIMENSIONS SHALL BE A MINIMUM 4"GREATER i IN HORIZONTAL DIMENSION THAN BASE OF THE EQUIPMENT MOUNTED THEREON,UNLESS OTHERWISE NOTED.EXACT PAD LOCATIONS SHALL BE i VERIFIED IN THE FIELD. LINE OF DECK N. CONTRACTOR TO CONFIRM ALL CLEARANCE REQUIREMENTS AS NOTED ABOVE _ ON DETAIL A6.01 and A6.02. I O. REFER TO DETAILS ON SHEET 11A7.10 FOR TYPICAL DOOR CLEARANCES. 9552 REGISTERED P. SEE FLOOR PLANS AND BUILDING SECTIONS FOR LOCATION OF DETAILS ARC HITECT FOR TYPICAL FLOOR-TO-FOUNDATION,FLOOR-TO-WALL,WALL-TO-ROOF AS AND HEADER,SILL AND SOFFIT CONSTRUCTION. o Q. CONTRACTOR SHALL SEAL AROUND ALL PENETRATIONS AT FIRE RATED A L AA ON STEVENS I 0 6'-1013/16" WALLS,INCLUDING BUT NOT LIMITED TO PIPING,DUCTS,CONDUIT,ETC., `N� STATE OF WASHINGTON WITH FIRESTOPPING PER I.B.C.REQUIREMENTS. 't 11 R. SEE EXTERIOR ELEVATIONS FOR WINDOW AND LOUVER TYPES AND DETAILS. 3 - - - - - - - - 3 S. SEE ENLARGED PLANS FOR ADDITIONAL DIMENSIONAL AND NOTE C _ _ _ _ _ INFORMATION. PROJECT C T. TYPICAL WALLS: --- -------- AT RESIDENTIAL UNIT INTERIORS WALL TYPE WN11; 10 4413.B 1 .4 W6 ATCOMMERCIALINTERIORS WALL TYPE Will 1IA; Centennial Park In _ AT DEMISING WALLS,WALL TYPE WNDA 12A; AT PLUMBING WALLS,WHERE WATER CLOSET OCCURS,WALL TYPE WN.611A; the City of Arlington UNLESS OTHERWISE NOTED. m U. EXTERIOR WALL TYPE TO BE WX.611,TYP.UON.REFER TO PLANS, Com mu C-1 C ELEVATIONS,AND SHEET A1.00 FOR EXTERIOR FINISH WALL TYPES AND FOR nlry I EXTENT. Col03 IIIIIIII I I I I I I I I I I I II IIIII I Centennial Park 5J LLC I I I IIIII III III III III I I I I I I I III 111 1 11 1 1 I I I -- ------ MATERIAL LEGEND- FLOOR FINISHES I II1111111 ' I I I I I I I wx.6 AT cARPEr WALK-OFF MAT 172nd St NE and 67th Ave IIIII III I I I I I I I I I I I I I I � I I I I I I I I I I I I I I I I I I I I I I III I I I I I I I ® 3 4 A2.11-E� LVT ATHLETIC FLOORING NE Arlin on, E 98223 A212 z WX g ( I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 11 CERAMIC TILE BUILDING PERMIT I I I I I I I I I I I I I I I I I III I I I I I I IIII I I I I I I I I I I I I I I I I I I I I I I I I - SEE-FINISH MATERIAL KEY ON SHEET A6.00 FOR PAINT COLORS. 08/1 9/201 9 C-103C o F3.N I I I I I I I I I I I I I I I I I I I I I I i This drawing is: 1.Copyright 2019 Dykeman,Inc. KEYNOTE LEGEND 2.The Architect's Instrument of Professional Service. g ----- �{ KEYNOTE TEXT 3.For use on this project only.Obtain Architect's B Examisa Room KEYNOTE 11 written permission for any other use or reproduction.I I I I I I I I I C-1oa ( I I I I I I I I I I I I 101400.A3 ROOM SIGNAGE WITH KEYPAD PROJECT -- —' -- ------- 104'113.. FIRE EXTINGUISHER CABINET NUMBER III 1 2018-015 3.10. V/ NOPY ABOVE '�5 Lobby - iw - MARK DATE DESCRIPTION 6 I 1 04/19/2019 PRICING SET 3F1.N r LINE OF BALCONY 777 ABOVE I I I - E �_________ IN I i- �SF1.N WN6 WN.6 WX.6 11A 101400.A3 SF3.N JECT TEAM: S,�E C-1 OS 5 -• I X. � � ` PRINCIPAL IN CHARGE:(MS 11 ; ' PROJECT MANAGER: PH C-101 A211 E PROJECT ARCHITECT:I DH JOB CAPTAIN: SZ A 3 +M A Floor Plan - Level 1 - A B C D E G 4 KEY PLAN Building E 0 2' 4' 8' Q Building E & E.2 - Level 1 Scale:1/4"=1'-O" . 1/4"=V-0^ NO TH 1 2 3 4 5 1 2 3 4 5 General Notes- Floor Plans A. EXTERIOR DIMENSIONS ARE TO THE OUTSIDE FACE OF CONCRETE FOUNDATION WALLS,FACE OF MASONRY WALLS,OR TO THE OUTSIDE FACE OF STUDS UNLESS OTHERWISE NOTED.DIMENSIONS TO MASONRY UNITS ARE NOMINAL UNLESS OTHERWISE NOTED. B. DIMENSIONS AT UNIT DEMISING WALLS ARE TO CENTERLINE OF WALL. C. INTERIOR DIMENSIONS ARE TO THE FACE OF CONCRETE,MASONRY,OR FACE OF STUDS AT FRAME WALLS,AND TO CENTERLINE OF COLUMNS DYKEMAN UNLESS OTHERWISE NOTED. D. DIMENSIONS LOCATING DOORS,WINDOWS AND RELIGHTS ARE TO NOMINAL MASONRY OPENING OR TO FINISH OPENING UNLESS OTHERWISE NOTED. ARCHITECTURE + DESIGN E. SEE WALL TYPES ON SHEETS A1.00 FOR TYPICAL WALL CONSTRUCTION ASSEMBLIES. D F. ALL NON-BEARING WALLS ARE FULL HEIGHT TO UNDERSIDE OF ROOF D DECK OR FLOOR ABOVE. - - - View D,l- G. APPLY TWO(2)CONTINUOUS SEALANT BEADS BENEATH STUD TRACK AT ALL EXTERIOR STUD WALLS. H. CONTRACTOR SHALL PROVIDE CONTINUOUS HORIZONTAL BLOCKING AT ALL WALL MOUNTED LAVATORIES,DRINKING FOUNTAINS,CASEWORK, — MIRRORS,HANDRAILS,ETC.REFER TO ARCHITECTURAL INTERIORCONSULTANT: ELEVATIONS. I. SEE DETAIL SHEET A6.01 FOR TYPICAL MOUNTING HEIGHTS FOR WALL MOUNTED ACCESSORIES AND EQUIPMENT. J. SEE FLOOR FINISH PLANS FOR TRANSITION DETAILS AND THRESHOLDS. K. ELECTRICAL PANELS,TRANSFORMERS,BOILERS,AIR HANDLING UNITS, AND DUCTWORK WHEN SHOWN,ARE INDICATED FOR CONTRACTOR CONVENIENCE. L. SEE REFLECTED CEILING PLAN FOR CEILING MOUNTED EQUIPMENT. M. THE GENERAL CONTRACTOR SHALL PROVIDE CONCRETE HOUSEKEEPING PADS AT MINIMUM 3 1/2"THICK CONCRETE WITH 6 X 6IW2.9 X 2.9 W W F REINFORCING UNLESS OTHERWISE NOTED OR REQUIRED ELSEWHERE IN THESE DOCUMENTS,PAD DIMENSIONS SHALL BE A MINIMUM 4"GREATER IN HORIZONTAL DIMENSION THAN BASE OF THE EQUIPMENT MOUNTED • THEREON,UNLESS OTHERWISE NOTED.EXACT PAD LOCATIONS SHALL BE VERIFIED IN THE FIELD, N. CONTRACTOR TO CONFIRM ALL CLEARANCE REQUIREMENTS AS NOTED ON DETAIL AS.01 and A6.02. 0. REFER TO DETAILS ON SHEET 11A7.10 FOR TYPICAL DOOR CLEARANCES. 9552 REGISTERED P. SEE FLOOR PLANS AND BUILDING SECTIONS FOR LOCATION OF DETAILS ARC HITECT g FOR TYPICAL FLOOR-TO-FOUNDATION,FLOOR-TO-WALL,WALL-TO-ROOF ASSEMBLIES AND HEADER,SILL AND SOFFIT CONSTRUCTION. Q. TED WALLS,INCLUDING ING BUT NOT LIMITED REQUIREMENTS. PIPING, UCCTOR SHALL SEAL AROUND ALL OTSSCONDUIT AT FIRE�ETC. A L AA ON STEVENS Y Y Y Y Y Y Y WITH S,INCLOPPING PER I.B C.REQUIREMENTS STATE AA ON STEVENS R. SEE EXTERIOR ELEVATIONS FOR WINDOW AND LOUVER TYPES AND DETAILS. S. SEE ENLARGED PLANS FOR ADDITIONAL DIMENSIONAL AND NOTE C LINE OF BALCONY INFORMATION. PROJECT .• IDENTIFICATION: C ABOVE T. TYPICAL WALLS: • AT RESIDENTIAL UNIT INTERIORS WALL TYPE WNA 11; AT COMMERCIAL INTERIORS WALL TYPE WN.6 11A; AT DEMISING WALLS,WALL TYPE WND.412A; Centennial Park In �6F1 PFT WNA6 L li � 1 � 11 AT PLUMBING WALLS,WHERE WATER CLOSET OCCURS,WALL TYPE wi6 - - ,�, 101400.A3 WN.611A; j SF3.N UNLESS OTHERWISE NOTED. the City OI Arlington U. EXTERIOR WALL TYPE TO BE WX.611,TYP.LION.REFER TO PLANS, 5 C-108 f 5ELEVATIONS,AND SHEET A1.00 FOR EXTERIOR FINISH WALL TYPES AND FOR EXTENT. Centennial Park 5J 101 A2. LLC W4 W A C-106 MATERIAL LEGEND- FLOOR FINISHES AT 6 — — — — — — 6 ® CARPET WALK-OFF MAT 172nd St NE and 67th Ave _ a a Chemical 10 4413.B N E Storage C-109 C-109 ® LVT ATHLETIC FLOORING Arlington, WA 98223 6 a 6 O O zz,3,sA, BUILDING PERMIT CERAMIC TILE a a Women W" Men WN a SEE-FINISH MATERIAL KEY ON SHEET A6.00 FOR PAINT COLORS. 08/1 9/201 9 - C-101 C-105 C-106 - - - 11A-. C-104 This drawing is: w — O O - - - 1.Copyright 2019 Dykeman,Inc. _ PROVIDE(4)IPE WOOD KEYNOTE LEGEND r - - c_22 1319.A7 DECK TILES(2'X 2')BY 2.The Architect's Instrument of Professional Service. B Janito WX.6 C-107 <. BISON INNOVATIVE KEYNOTE KEYNOTE TEXT 3.For use on this project only.Obtain Architect's B O PRODUCTS written permission for any other use or reproduction. -'WN.6 101400.A3 ROOM SIGNAGE WITH KEYPAD "�- - 104413.B FIRE EXTINGUISHER CABINET PROJECT 221319.A1 FLOOR DRAIN 7 — — m — - — 7 224000.A5 EXTERIOR SHOWERCOLUMN 2018-015 d N Pool Storage Mach 2 • T T 3.10- CL I .i,. 1.., X.6., 11A — — 224000.A5 8 MARK DATE DESCRIPTION m I I I I 08/19/2019 BUILDING PERMIT ------------ v I I w II i i l y l E li li DECK -- -- ABOVE I I I I I I I I I [IN I I I l i l l l l i l l 1 II _ sPROJECT TEAM- 7T 0 0 Stair E-EX 1 WX.6 LINE OF DECK ` PRINCIPAL IN CHARGE:I MS ABOVE PROJECT MANAGER: DH PROJECT ARCHITECT:I DH JOB CAPTAIN: I SZ W a A 2'-8" 2'-0" 3'-6" 12'-2" 6'-2" 2'-2" 13'-6'1 V-0" 7'-4" _ A Az.1z-E a - - ------------------- Floor Plan - Level 1 - G H KEY PLAN Building E A B C C.1 C.2 D E F 0 2' 4' 8' Q " Building E - Level 1 Scale:1/4"=T-O" . / 1/4"=V-0" NO TH \ 1 2 3 4 5 1 2 3 4 5 General Notes- Floor Plans A. EXTERIOR DIMENSIONS ARE TO THE OUTSIDE FACE OF CONCRETE FOUNDATION WALLS,FACE OF MASONRY WALLS,OR TO THE OUTSIDE FACE OF STUDS UNLESS OTHERWISE NOTED.DIMENSIONS TO MASONRY UNITS ARE NOMINAL UNLESS OTHERWISE NOTED. B. DIMENSIONS AT UNIT DEMISING WALLS ARE TO CENTERLINE OF WALL. C. INTERIOR DIMENSIONS ARE TO THE FACE OF CONCRETE,MASONRY,OR H FACE OF STUDS AT FRAME WALLS,AND TO CENTERLINE OF COLUMNS DYKEMAN UNLESS OTHERWISE NOTED. D. DIMENSIONS LOCATING DOORS,WINDOWS AND RELIGHTS ARE TO NOMINAL MASONRY OPENING OR TO FINISH OPENING UNLESS OTHERWISE NOTED. ARCHITECTURE + DESIGN LI; E. SEE WALL TYPES ON SHEETS A1.00 FOR TYPICAL WALL CONSTRUCTION ASSEMBLIES. p � F. ALL NON-BEARING WALLS ARE FULL HEIGHT TO UNDERSIDE OF ROOF p �h Q DECK OR FLOOR ABOVE. WX6 G. APPLY TWO(2)CONTINUOUS SEALANT BEADS BENEATH STUD TRACK AT ALL EXTERIOR STUD WALLS. H. CONTRACTOR SHALL PROVIDE CONTINUOUS HORIZONTAL BLOCKING AT ALL WALL MOUNTED LAVATORIES,DRINKING FOUNTAINS,CASEWORK, MIRRORS,HANDRAILS,ETC.REFER TO ARCHITECTURAL INTERIOR 4 A2.11- ELEVATIONS. I. SEE DETAIL SHEET A6.01 FOR TYPICAL MOUNTING HEIGHTS FOR WALL MOUNTED ACCESSORIES AND EQUIPMENT. J. SEE FLOOR FINISH PLANS FOR TRANSITION DETAILS AND THRESHOLDS. K. ELECTRICAL PANELS,TRANSFORMERS,BOILERS,AIR HANDLING UNITS, AND DUCTWORK WHEN SHOWN,ARE INDICATED FOR CONTRACTOR CONVENIENCE. 1 4 — — — — — — L. SEE REFLECTED CEILING PLAN FOR CEILING MOUNTED EQUIPMENT. \� M. THE GENERAL CONTRACTOR SHALL PROVIDE CONCRETE HOUSEKEEPING PADS AT MINIMUM 3 1/2"THICK CONCRETE WITH 6 X 6IW2.9 X 2.9 W W F REINFORCING UNLESS OTHERWISE NOTED OR REQUIRED ELSEWHERE IN THESE DOCUMENTS,PAD DIMENSIONS SHALL BE A MINIMUM 4"GREATER IN HORIZONTAL DIMENSION THAN BASE OF THE EQUIPMENT MOUNTED THEREON,UNLESS OTHERWISE NOTED.EXACT PAD LOCATIONS SHALL BE I VERIFIED IN THE FIELD. N. CONTRACTOR TO CONFIRM ALL CLEARANCE REQUIREMENTS AS NOTED ON DETAIL A6.01 and A6.02. O. REFER TO DETAILS ON SHEET 11A7.10 FOR TYPICAL DOOR CLEARANCES. 9552 REGISTERED P. SEE FLOOR PLANS AND BUILDING SECTIONS FOR LOCATION OF DETAILS ARC FIITECT 3.10 ro T FOR TYPICAL FLOOR-TO-FOUNDATION,FLOOR-TO-WALL,WALL-TO-ROOF ASSEMBLIES AND HEADER,SILL AND SOFFIT CONSTRUCTION. Q. CONTRACTOR SHALL SEAL AROUND ALL PENETRATIONS AT FIRE RATED \ \ WALLS,INCLUDING BUT NOT LIMITED TO PIPING,DUCTS,CONDUIT,ETC., A L AA ON STEVENS STATE OF WASHINGTGN \\ \ WITH EXTERIOR O ELEVATIONS PER I.B.C.REQUIREMENTS. R. SEE EXTERIOR ELEVATIONS FOR WINDOW AND LOUVER TYPES AND \ DETAILS. CL S. SEE ENLARGED PLANS FOR ADDITIONAL DIMENSIONAL AND NOTE C \ INFORMATION. PROJECT IDENTIFICATION: C T. TYPICAL WALLS: \ \ AT RESIDENTIAL UNIT INTERIORS WALL TYPE WNA 11; • AT COMMERCIAL INTERIORS WALL TYPE WN.611A; Centennial Park In AT DEMISING WALLS,WALL TYPE WND.412A; lJ • AT PLUMBING WALLS,WHERE WATER CLOSET OCCURS,WALL TYPE 01400.A3 i� UNLESS THERWISE NOTED. the City OIj Arlington U. EXTERIOR WALL TYPE TO BE WX.611,TYP.LION.REFER TO PLANS, 5 ELEVATIONS,AND SHEET A1.00 FOR EXTERIOR FINISH WALL TYPES AND FOR WX. EXTENT. r 11 DESIGN/BUILDING POOL Centennial Park 5J G_1026 A2 L L C .11-E 3 WX.6 MATERIAL LEGEND- FLOOR FINISHES AT E — — — — ® CARPET WALK-OFF MAT 172nd St NE and 67th Ave Chemical 10 44113.13 13.B ® LVT ATHLETIC FLOORING N E G-1o9 Arlington, WA 98223 22 1 319.A1 CERAMIC TILE BUILDING PERMIT WN SEE-FINISH MATERIAL KEY ON SHEET A6.00 FOR PAINT COLORS. 08/1 9/201 9 11A. C-104 This drawing is: 1.Copyright 2019 Dykeman,Inc. PROVIDE(4)WE WOOD KEYNOTE LEGEND 2.The Architect's Instrument of Professional Service. g 221319.A1 DECK TILES(2'X 2')BY \ 3.For use on this project only.Obtain Architect's B 4 BISON INNOVATIVE KEYNOTE KEYNOTE TEXT written permission for any other use or reproduction. WN.6 a PRODUCTS 11A PREFABRIC TED METAL FENCING 101400.A3 ROOM SIGNAGE WITH KEYPAD PROJECT° 104413.B FIRE EXTINGUISHER CABINET 122131 21319-At FLOOR DRAIN 1224000.A5 EXTERIOR SHOWER COLUMN 2018-015 a Pool Storage Mach 2 C-1 D4 MARK DATE DESCRIPTION 6 _ 22 4000.A5 O8119/2019 BUILDING PERMIT WX.6 11 DECK E ABOVE WX.6 11 � - LINE OF DECK 1 PRINCIPAL IN CHARGE: MS I ABOVE W PROJECT MANAGER: I DH I ---N PROJECTARCHITECT:I DH JOB CAPTAIN: SZ a .- A A --- 4. Floor Plan - Level 1 - ------- KEY PLAN Building E 0 2' 4' 6' a •- Building E- Level 1 - Pool Scale:1/4"=T-O" . NO TH 1 2 3 4 5 1 2 3 4 5 General Notes- Floor Plans A. EXTERIOR DIMENSIONS ARE TO THE OUTSIDE FACE OF CONCRETE A2.11-E FOUNDATION WALLS,FACE OF MASONRY WALLS,OR TO THE OUTSIDE FACE OF STUDS UNLESS OTHERWISE NOTED.DIMENSIONS TO MASONRY A B C D E F G H I UNITS ARE NOMINAL UNLESS OTHERWISE NOTED. B. DIMENSIONS AT UNIT DEMISING WALLS ARE TO CENTERLINE OF WALL. 3 C. INTERIOR DIMENSIONS ARE TO THE FACE OF CONCRETE,MASONRY,OR 3 10- FACE OF STUDS AT FRAME WALLS,AND TO CENTERLINE OF COLUMNS DYKEMAN UNLESS OTHERWISE NOTED. D. DIMENSIONS LOCATING DOORS,WINDOWS AND RELIGHTS ARE TO NOMINAL MASONRY OPENING OR TO FINISH OPENING UNLESS WX.6 5'-0" OTHERWISE NOTED. ARCHITECTURE + DESIGN L 1 E. SEE WALL TYPES ON SHEETS A1.00 FOR TYPICAL WALL CONSTRUCTION D - F. ALL NOW EARING WALLS ARE FULL HEIGHT TO UNDERSIDE OF ROOF p DECK OR FLOOR ABOVE. G. APPLY TWO(2)CONTINUOUS SEALANT BEADS BENEATH STUD TRACK AT ALL EXTERIOR STUD WALLS. H. CONTRACTOR SHALL PROVIDE CONTINUOUS HORIZONTAL BLOCKING AT (L ALL WALL MOUNTED LAVATORIES,DRINKING FOUNTAINS,CASEWORK, MIRRORS,HANDRAILS,ETC.REFER TO ARCHITECTURAL INTERIOR ELEVATIONS. CL I. SEE DETAIL SHEET A6.01 FOR TYPICAL MOUNTING HEIGHTS FOR WALL MOUNTED ACCESSORIES AND EQUIPMENT. J. SEE FLOOR FINISH PLANS FOR TRANSITION DETAILS AND THRESHOLDS. K. ELECTRICAL PANELS,TRANSFORMERS,BOILERS,AIR HANDLING UNITS, AND DUCTWORK WHEN SHOWN,ARE INDICATED FOR CONTRACTOR WX.6 CONVENIENCE. w W .e L. SEE REFLECTED CEILING PLAN FOR CEILING MOUNTED EQUIPMENT. P 1 M. THE GENERAL CONTRACTOR SHALL PROVIDE CONCRETE HOUSEKEEPING _ _ PADS AT MINIMUM 31/2"THICK CONCRETE WITH 6 X 6/W2.9 X 2.9 WWF _ WX.6 - - REINFORCING UNLESS OTHERWISE NOTED OR REQUIRED ELSEWHERE IN THESE DOCUMENTS.PAD DIMENSIONS SHALL BE A MINIMUM 4"GREATER WX.6 o IN HORIZONTAL DIMENSION THAN BASE OF THE EQUIPMENT MOUNTED e 1 Bed Roo - THEREON,UNLESS OTHERWISE NOTED.EXACT PAD LOCATIONS SHALL BE -J VERIFIED IN THE FIELD. 204 3 N. CONTRACTOR TO CONFIRM ALL CLEARANCE REQUIREMENTS AS NOTED o U4 ON DETAIL A6.01 and A6.02. _ O. REFER TO DETAILS ON SHEET 1IA7.10 FOR TYPICAL DOOR CLEARANCES. �9552GL PSEE FLOOR PLANS AND BUILDING SECTIONS FOR LOCATION OF DETAILS FOR TYPICAL FLOOR-TO-FOUNDATION,FLOOR-TO-WALL,WALL-TO-ROOF ASSEMBLIES AND HEADER,SILL AND SOFFIT CONSTRUCTION. Q. CONTRACTOR SHALL SEAL AROUND ALL PENETRATIONS AT FIRE RATED WALLS,INCLUDING BUT NOT LIMITED TO PIPING,DUCTS,CONDUIT,ETC., 7-2 WITH FIRESTOPPING PER I.B.C.REQUIREMENTS. STATE OF WASHINGTON WX.6 R. SEE EXTERIOR ELEVATIONS FOR WINDOW AND LOUVER TYPES AND DETAILS. 1�3 SEE ENLARGED PLANS FOR ADDITIONAL DIMENSIONAL AND NOTE C U WNA - U INFORMATION. 10 - - - T. TYPICAL WALLS: W .6 N U _ � - AT RESIDENTIAL UNIT INTERIORS WALL TYPE WN.411; nWX6 1 _ - AT COMMERCIAL INTERIORS WALL TYPE WN.611A; Centennlal Park In 11 5'-0"NOM. - U9 AT DEMISING WALLS,WALL TYPE WND.412A; • AT PLUMBING WALLS,WHERE WATER CLOSET OCCURS,WALL TYPE WN.61IA; the City of Arlington • UNLESS OTHERWISE NOTED. U. EXTERIOR WALL TYPE TO BE WX.611,TYP.UON.REFER TO PLANS, WN. WN.4 ELEVATIONS,AND SHEET A1.00 FOR EXTERIOR FINISH WALL TYPES AND FOR 11A L-IbAJ + EXTENT. us N Centennial Park 5J 1 - U9 -- - LLC 3 - -,eedR°em- MATERIAL LEGEND- FLOOR FINISHES 0 203 AT U10 I - ® CARPET WALK-OFF MAT 172nd St NE and 67th Ave U W .4 2 4 A2.11-E ® LVT ATHLETIC FLOORING NE w Arlington, WA 98223 z wxs I WN.4 CERAMIC TILE BUILDING PERMIT _ SEE-FINISH MATERIAL KEY ON SHEET A6.00 FOR PAINT COLORS. O8�1 9�201 9 - - - 12R O Fit R A N.6 U1 N U8 - This drawing is: 101400.A1 -. ------- ------- - KEYNOTE LEGEND +Copyright 2019 Dykennan,Inc. 2.The Architect's Instrument of Professional Service. B CE 3.For use on this project only.Obtain Architect's B KEYNOTE I KEYNOTE TEXT written permission for any other use or reproduction. - 11 101400.A1 UNIT SIGNAGE WITH LIGHTING '• NUMBER A W 6 2018-015 U1-N WN.4 �L A2++-E OPEN TO - • BELOW U9 / U6 - 6 MARK DATE DESCRIPTION WN.4 1 04/19/2019 PRICING SET CANOPY BELOW % w X.6 5'-0"NOM. Corridor N.6 201 2 R - 111 W E IWN. WINS 6 2, U7 12R PROJECT - 1/A1.22-E WN.6 W 2 WX ` PRINCIPAL IN CHARGE: MS 11RA 12 PROJECTMANAGER: I DH PROJECT ARCHITECT: DH YyN - ++ m JOB CAPTAIN: SZ A 10 3031 3 e A Floor Plan - Level 2 - A B C D E F G I KEY PLAN Building E 0 2' 4' 6' 4 ° S Building E - Level 2 Scale:1/4"=T-O" 'NO TH . 1 2 3 4 5 1 2 3 4 5 General Notes- Floor Plans A. EXTERIOR DIMENSIONS ARE TO THE OUTSIDE FACE OF CONCRETE FOUNDATION WALLS,FACE OF MASONRY WALLS,OR TO THE OUTSIDE FACE OF STUDS UNLESS OTHERWISE NOTED.DIMENSIONS TO MASONRY UNITS ARE NOMINAL UNLESS OTHERWISE NOTED. B. DIMENSIONS AT UNIT DEMISING WALLS ARE TO CENTERLINE OF WALL. C. INTERIOR DIMENSIONS ARE TO THE FACE OF CONCRETE,MASONRY,OR FACE OF STUDS AT FRAME WALLS,AND TO CENTERLINE OF COLUMNS DYKEMAN UNLESS OTHERWISE NOTED. D. DIMENSIONS LOCATING DOORS,WINDOWS AND RELIGHTS ARE TO NOMINAL MASONRY OPENING OR TO FINISH OPENING UNLESS OTHERWISE NOTED. ARCHITECTURE + DESIGN E. SEE WALL TYPES ON SHEETS A1.00 FOR TYPICAL WALL CONSTRUCTION ASSEMBLIES. D F. ALL NON-BEARING WALLS ARE FULL HEIGHT TO UNDERSIDE OF ROOF D DECK OR FLOOR ABOVE. - - 1716 West Marine Vie,D,I,e G. APPLY TWO(2)CONTINUOUS SEALANT BEADS BENEATH STUD TRACK AT ALL EXTERIOR STUD WALLS. H. CONTRACTOR SHALL PROVIDE CONTINUOUS HORIZONTAL BLOCKING AT ALL WALL MOUNTED LAVATORIES,DRINKING FOUNTAINS,CASEWORK, MIRRORS,HANDRAILS,ETC.REFER TO ARCHITECTURAL INTERIORCONSULTANT: ELEVATIONS. I. SEE DETAIL SHEET A6.01 FOR TYPICAL MOUNTING HEIGHTS FOR WALL MOUNTED ACCESSORIES AND EQUIPMENT. J. SEE FLOOR FINISH PLANS FOR TRANSITION DETAILS AND THRESHOLDS. K. ELECTRICAL PANELS,TRANSFORMERS,BOILERS,AIR HANDLING UNITS, AND DUCTWORK WHEN SHOWN,ARE INDICATED FOR CONTRACTOR CONVENIENCE. L. SEE REFLECTED CEILING PLAN FOR CEILING MOUNTED EQUIPMENT. M. THE GENERAL CONTRACTOR SHALL PROVIDE CONCRETE HOUSEKEEPING PADS AT MINIMUM 3 1/2"THICK CONCRETE WITH 6 X 6 NJ2.9 X 2.9 W W F REINFORCING UNLESS OTHERWISE NOTED OR REQUIRED ELSEWHERE IN THESE DOCUMENTS.PAD DIMENSIONS SHALL BE A MINIMUM 4"GREATER IN HORIZONTAL DIMENSION THAN BASE OF THE EQUIPMENT MOUNTED • T TT TT T T TT THEREON,UNLESS OTHERWISE NOTED.EXACT PAD LOCATIONS SHALL BE VERIFIED IN THE FIELD, N. CONTRACTOR TO CONFIRM ALL CLEARANCE REQUIREMENTS AS NOTED ON DETAIL A6.01 and A6.02. 0. REFER TO DETAILS ON SHEET VA7.10 FOR TYPICAL DOOR CLEARANCES. �AA. P. SEE FLOOR PLANS AND BUILDING SECTIONS FOR LOCATION OF DETAILS 3FOR TYPICAL FLOOR-TO-FOUNDATION,FLOOR-TO-WALL,WALL-TO-ROOF ASSEMBLIES AND HEADER,SILL AND SOFFIT CONSTRUCTION. Q. CONTRACTOR SHALL SEAL AROUND ALL PENETRATIONS AT FIRE RATED WALLS,INCLUDING BUT NOT LIMITED TO PIPING,DUCTS,CONDUIT,ETC., STATE OF WASHINGTON WITH FIRESTOPPING PER I.B.C.REQUIREMENTS. R. SEE EXTERIOR ELEVATIONS FOR WINDOW AND LOUVER TYPES AND CANOPY DETAILS. BELOW S. SEE ENLARGED PLANS FOR ADDITIONAL DIMENSIONAL AND NOTE C INFORMATION. PROJECT C T. TYPICAL WALLS e • Corridor WN.4 AT RESIDENTIAL UNIT INTERIORS WALL TYPE WN.411; 201 2R 1 tA,4 ATCOMMERCIALI INTERIORS WALL TYPE WN.61IA; Centennial Park In AT DEMISING WALLS,WALL TYPE WNDA 12A; AT PLUMBING WALLS,WHERE WATER CLOSET OCCURS,WALL TYPE WN.61IA; the City of Arlington 'I/A1.21-E _ 12R 21 _ UNLESS OTHERWISE NOTED. U. EXTERIOR WALL TYPE TO BE WX.611,TYP.UON.REFER TO PLANS, FOR O ELEVATIONS,AND SHEET A1.00 FOR EXTERIOR FINISH WALL TYPES AND WN.6 WX EXTENT. 12A Centennial Park 5J z LLCW N. 3032 10 3031 MATERIAL LEGEND- FLOOR FINISHES _ AT — — — — — — — —W WN.4 W ,g ® CARPET WALK-OFF MAT .6 3032 172nd St NE and 67th Ave 21 RA NE WN.6 - WF� ® LVT ATHLETIC FLOORING 11RA 3033 Arlington, WA 98223 101400.A7 6'-0" -1 Bed Room_ T CERAMIC TILE BUILDING PERMIT ROOF OVERHANG I 202 ABOVE�i 1RA 11A - r SEE-FINISH MATERIAL KEY ON SHEET A6.00 FOR PAINT COLORS. 08/19/2019 7 � U1-N This drawing is: 21 RA - 1.Copyright 2019 Dykeman,Inc. KEYNOTE LEGEND 2.The Architect's Instrument of Professional Service. B WX.6 US 3.For use on this project only.Obtain Architect's B 11 — WIN q— : KEYNOTE KEYNOTE TEXT written permission for any other use or reproduction. I 101400.A1 UNIT SIGNAGE WITH LIGHTING -• NUMBER 104413.B FIRE EXTINGUISHER CABINET — — — — ° U2 _- 2018-015 WN.6 I 104413.B _ MARK DATE DESCRIPTION Stair E-EX 1 g WN 6 — .4 OS/19/2019 BUILDING PERMIT 12R — WX. WX.6 8.1 PROJECT 0 PRINCIPAL IN CHARGE:I MS 6 71/2" 4'-6° PROJECT MANAGER: DH PROJECT ARCHITECT:I DH LJOB CAPTAIN: SZ A 1 A _ ---- - Floor Plan - Level 2 - KEYPLAN Building E 0 2' 4' 8' 4 Building E- Level 2 Scale:1/4"=T-O" 'NO TH . 1 2 3 4 5 1 2 3 4 5 General Notes- Floor Plans A. EXTERIOR DIMENSIONS ARE TO THE OUTSIDE FACE OF CONCRETE FOUNDATIONFACE F DIMENSIONS MASONRY UNITSOAREOUIUSNOT NLESS OTHERWISE NOTED. B. NSIO DEVHALLSAETOCI OF WALL. C. INTERIOR NETEMA R 3.10_ FACE OF STUDS AT FRAME WALLS,AND TO CENTERLINE OF COLUMNS DYKEMAN 5'-0 - UNLESS OTHERWISE NOTED. D. DIMENSIONS LOCATING DOORS,WINDOWS AND RELIGHTS ARE TO _____ _____ _____________ ____ P7)C6 _____________________ __1_________ _ NOMINAL MAS OPENING OR TO FINISH OPENING UNLESS OTHERWI SE NOTED. ARCHITECTURE + DESIGN E. SEE WALL TYPES ON SHEETS A1.00 FOR TYPICAL WALL CONSTRUCTION D U U ASSEMBLIES. U F. ALL NON-BEARING WALLS ARE FULL HEIGHT TO UNDERSIDE OF ROOF DECK OR FLOOR ABOVE. - - 1716 West - G. APPLY TWO(2)CONTINUOUS SEALANT BEADS BENEATH STUD TRACK AT ALL EXTERIOR STUD WALLS. H. CONTRACTOR SHALL PROVIDE CONTINUOUS HORIZONTAL BLOCKING AT ALL WALL MOUNTED LAVATORIES,DRINKING FOUNTAINS,CASEWORK, CLtl� MIRRORS,HANDRAILS,ETC.REFER TO ARCHITECTURAL INTERIORCONSULTANT: ELEVATIONS. I. SEE DETAIL SHEET A6.01 FOR TYPICAL MOUNTING HEIGHTS FOR WALL _ MOUNTED ACCESSORIES AND EQUIPMENT. J. SEE FLOOR FINISH PLANS FOR TRANSITION DETAILS AND THRESHOLDS. K. ELECTRICAL PANELS,TRANSFORMERS,BOILERS,AIR HANDLING UNITS, - AND DUCTWORK WHEN SHOWN,ARE INDICATED FOR CONTRACTOR WX.6 ------___------_______________ __ � CONVENIENCE. 'I W. � i L. SEE REFLECTED CEILING PLAN FOR CEILING MOUNTED EQUIPMENT. � w 11 M. THE GENERAL CONTRACTOR SHALL PROVIDE CONCRETE HOUSEKEEPING PADS AT MINIMUM 3 1/2"THICK CONCRETE WITH 6 X 6 fW2.9 X 2.9 W WF REINFORCING UNLESS OTHERWISE NOTED OR REQUIRED ELSEWHERE IN THESE DOCUMENTS.PAD DIMENSIONS SHALL BE A MINIMUM 4"GREATER X.6 IN HORIZONTAL DIMENSION THAN BASE OF THE EQUIPMENT MOUNTED • 11 1 Bed Room W ND.4 - THEREON,UNLESS OTHERWISE NOTED.EXACT PAD LOCATIONS SHALL BE VERIFIED IN THE FIELD. 304 12A N. CONTRACTOR TO CONFIRM ALL CLEARANCE REQUIREMENTS AS NOTED �1 ❑ U4 ON DETAIL A6.01 and A6.02. �1552 _ 0. REFER TO DETAILS ON SHEET 11A7.10 FOR TYPICAL DOOR CLEARANCES. P. SEE FLOOR PLANS AND BUILDING SECTIONS FOR LOCATION OF DETAILS ROOF OVERHANG FOR TYPICAL FLOOR-TO-FOUNDATION,FLOOR-TO-WALL,WALL-TO-ROOF7'-2" ABOVE ASSEMBLIES AND HEADER,SILL AND SOFFIT CONSTRUCTION. Si Q. CONTRACTOR SHALL SEAL AROUND ALL PENETRATIONS AT FIRE RATEDWALLS,INCLUDING BUT NOT LIMITED TO PIPING,DUCTS,CONDUIT,ETC., WN.4 STATE OF WASHINGTON a j 11A 1 WX.6 WITH FIRESTOPPING PER I.B.C.REQUIREMENTS. WX.6 11 R. SEE EXTERIOR ELEVATIONS FOR WINDOW AND LOUVER TYPES AND DETAILS. S. SEE ENLARGED PLANS FOR ADDITIONAL DIMENSIONAL AND NOTE C U - - - - U INFORMATION. -• • C T. TYPICAL WALLS: W .6 AT RESIDENTIAL UNIT INTERIORS WALL TYPE WNA 11; AT COMMERCIAL INTERIORS WALL TYPE WN.611A; Centennial Park In U9 AT DEMISING WALLS,WALL TYPE WNDA 12A; lJ 11 ----------- AT PLUMBING WALLS,WHERE WATER CLOSET OCCURS,WALL TYPE i WN.611 ,q UNLESS OTHERWISE NOTED. the City of Arlington U. EXTERIOR WALL TYPE TO BE WX.611,TYP.UON.REFER TO PLANS, T I WNA ELEVATIONS,AND SHEET A1.00 FOR EXTERIOR FINISH WALL TYPES AND FOR 11A -+J �_ q_1p EXTENT. U5 WNA - - Centennial Park 5J ROOF - _-z I OVERHANG 18e3 3oom MATERIAL LEGEND- FLOOR FINISHES AT r- - - YyNq - ® CARPET WALK-OFF MAT 172nd St NE and 67th Ave U10 A LVT ATHLETIC FLOORING N E 11A ILL 4 A2.11-E Arlington, WA 98223 Az.12- 2 WX.6 I� WX.6 CERAMIC TILE WNA PERMIT _ SEE-FINISH MATERIAL KEY ON SHEET A6.00 FOR PAINT COLORS. 08/1 9/201 9 iv x UEN I US 11 a This drawing is: 1.KEYNOTE LEGEND 2.The Amht2019 Dyri-ri Inc. 10 1400.A1 z 2.The Architect's Instrument of Professional Service. B � 3.For use on this project only.Obtain Architect's B t KEYNOTE KEYNOTE TEXT written permission for any other use or reproduction. 101400.A1 I UNIT SIGNAGE WITH LIGHTING "PROJECT 1 11A 2018-015 U1-N WN.4 2 US O B 11 4.11- A2.11-EI r U9 - • U6 - MARK DATE DESCRIPTION 6 Corridor _ 08/19/2019 BUILDING PERMIT 301 WH WN.6 2 R.6 21 RA WN.4 E { 11A WN4 - \ r 1 U7 W N -- PROJECT I 21 I I 1/A1.32-E - -- - N .42 iWX.6 �� ` PRINCIPAL IN CHARGE: MS 1 - 2 t �1 PROJECT MANAGER: DH A211 F1 PROJECT ARCHITECT:I DH WND IJ M JOB CAPTAIN: SZ r� - 3053 j A A Floor Plan - Level 3 - A B D H I KEY PLAN Building E 2 0 2' 4' 8' 4 Building E - Commons- Level 3 Scale:1/4"=T-O" . 1 I / 114"=V-0" NO TH \ 1 2 3 4 5 1 2 3 4 5 General Notes- Floor Plans A. EXTERIOR DIMENSIONS ARE TO THE OUTSIDE FACE OF CONCRETE FOUNDATION WALLS,FACE OF MASONRY WALLS,OR TO THE OUTSIDE FACE OF STUDS UNLESS OTHERWISE NOTED.DIMENSIONS TO MASONRY UNITS ARE NOMINAL UNLESS OTHERWISE NOTED. B. DIMENSIONS AT UNIT DEMISING WALLS ARE TO CENTERLINE OF WALL. C. INTERIOR DIMENSIONS ARE TO THE FACE OF CONCRETE,MASONRY,OR FACE OF STUDS AT FRAME WALLS,AND TO CENTERLINE OF COLUMNS DYKEMAN UNLESS OTHERWISE NOTED. D. DIMENSIONS LOCATING DOORS,WINDOWS AND RELIGHTS ARE TO NOMINAL MASONRY OPENING OR TO FINISH OPENING UNLESS OTHERWISE NOTED. ARCHITECTURE + DESIGN E. SEE WALL TYPES ON SHEETS A1.00 FOR TYPICAL WALL CONSTRUCTION ASSEMBLIES. D F. ALL NON-BEARING WALLS ARE FULL HEIGHT TO UNDERSIDE OF ROOF D DECK OR FLOOR ABOVE. - - - G. APPLY TWO(2)CONTINUOUS SEALANT BEADS BENEATH STUD TRACK AT ALL EXTERIOR STUD WALLS. H. CONTRACTOR SHALL PROVIDE CONTINUOUS HORIZONTAL BLOCKING AT ALL WALL MOUNTED LAVATORIES,DRINKING FOUNTAINS,CASEWORK, MIRRORS,HANDRAILS,ETC.REFER TO ARCHITECTURAL INTERIOR ELEVATIONS. I. SEE DETAIL SHEET A6.01 FOR TYPICAL MOUNTING HEIGHTS FOR WALL MOUNTED ACCESSORIES AND EQUIPMENT. J. SEE FLOOR FINISH PLANS FOR TRANSITION DETAILS AND THRESHOLDS. K. ELECTRICAL PANELS,TRANSFORMERS,BOILERS,AIR HANDLING UNITS, AND DUCTWORK WHEN SHOWN,ARE INDICATED FOR CONTRACTOR CONVENIENCE. L. SEE REFLECTED CEILING PLAN FOR CEILING MOUNTED EQUIPMENT. M. THE GENERAL CONTRACTOR SHALL PROVIDE CONCRETE HOUSEKEEPING PADS AT MINIMUM 3 1/2"THICK CONCRETE WITH 6 X 6 NJ2.9 X 2.9 W W F REINFORCING UNLESS OTHERWISE NOTED OR REQUIRED ELSEWHERE IN THESE DOCUMENTS.PAD DIMENSIONS SHALL BE A MINIMUM 4"GREATER IN HORIZONTAL DIMENSION THAN BASE OF THE EQUIPMENT MOUNTED A B E H I THEREON,UNLESS OTHERWISE NOTED.EXACT PAD LOCATIONS SHALL BE VERIFIED IN THE FIELD, N. CONTRACTOR TO CONFIRM ALL CLEARANCE REQUIREMENTS AS NOTED ON DETAIL A6.01 and A6.02. 3 0. REFER TO DETAILS ON SHEET 11A7.10 FOR TYPICAL DOOR CLEARANCES. 9552 REGISTERED 3 10- P. SEE FLOOR PLANS AND BUILDING SECTIONS FOR LOCATION OF DETAILS ARC HITECT FOR TYPICAL FLOOR-TO-FOUNDATION,FLOOR-TO-WALL,WALL-TO-ROOF ASSEMBLIES AND HEADER,SILL AND SOFFIT CONSTRUCTION. Q. CONTRACTOR SHALL SEAL AROUND ALL PENETRATIONS AT FIRE RATED q L AA ON STEVENS Sim WALLS,INCLUDING BUT NOT LIMITED TO PIPING,DUCTS,CONDUIT,ETC., U6 2 WITH FIRESTOPPING PER I.B.C.REQUIREMENTS. STATE OF WASHINGTON Corridor '11- WN 4 R. SEE EXTERIOR ELEVATIONS FOR WINDOW AND LOUVER TYPES AND DETAILS. SEE ENLARGED PLANS FOR ADDITIONAL DIMENSIONAL AND NOTE C INFORMATION. PROJECT C WN.6 T. TYPICAL WALLS: WN.6 21 RA - AT RESIDENTIAL UNIT INTERIORS WALL TYPE WNA 11; 21R AT COMMERCIAL INTERIORS WALL TYPE WN.61IA; - \ AT DEMISING WALLS,WALL TYPEWND.412A; Centennial Park In AT PLUMB WN 6 t U7 ING WALLS,WHERE WATER CLOSET OCCURS,WALL TYPE WN.611A; the City of Arlington 1/A1.31-E _ 21 -t - UNLESS OTHERWISE NOTED. U. EXTERIOR WALL TYPE TO BE WX.611,TYP.UON.REFER TO PLANS, _ ELEVATIONS,AND SHEET A1.00 FOR EXTERIOR FINISH WALL TYPES AND FOR EXTENT. 2 - iWX6 Centennial Park 5J t 2 �1 1 1 Sim A211 EI CL LLC WND 4.11- Ll WN4 30533053 I 3 j MATERIAL LEGEND- FLOOR FINISHES AT W \/ ® CARPET WALK-OFF MAT 172nd St NE and 67th Ave WNA NE WF� 11 ® LVT117 ATHLETIC FLOORING 305617 1 Arlington, WA 98223 101400.A1 ------- ,Bed Room CERAMIC TILE BUILDING PERMIT N.6 WN.4 302 1 RA 11A SEE-FINISH MATERIAL KEY ON SHEET A6.00 FOR PAINT COLORS. 08/1 9/201 9 U1-N WN.4 CL WN.6 11A This drawing is: 21 RA 1.Copyright 2019 Dykeman,Inc. Q B L KEYNOTE LEGEND 2.The Architect's Instrument of Professional Service. g US 3.For use on this project only.Obtain Architect's B N 4 KEYNOTE KEYNOTE TEXT written permission for any other use or reproduction. Sim p 101400.A1 I UNIT SIGNAGE WITH LIGHTING PROJECT 412- 104413.13 1 FIRE EXTINGUISHER CABINET U10 I WN.6 D2 2018-015 I',il', i,-;I_ ;_i _,.I .104413.8 U4 2 •r 3.10- t �� MARK DATE DESCRIPTION - WNA I - 08/19/2019 BUILDING PERMIT I I 1 ---------------- ------------------------------ WX.6 WX.6 E 4'-p^ B.1 r. �... r. 'I � I'j / 3 GL � 1 ( g PROJECT O WX.6 PRINCIPAL IN CHARGE: MS + --- N ' A PROJECT MANAGER: 1 DH 6'-71/2" PROJECT ARCHITECT:1 DH JOB CAPTAIN: 1 SZ iA 12,_2. 6,_2,' �Z-2" 19'_6" 7'_4" 1'_6" A 1 ` Floor Plan - Level 3 - KEY PLAN Building E A 0 2' 4' B' 4 Building E - Commons- Level 3 Scale:1/4"=1'-0" . 1 I / 114"=V-0" NO TH \ 1 2 3 4 5 1 2 3 4 5 General Notes-Roof Plans A. ROOF ELEVATIONS SHOWN ARE TO TOP OF ROOFING MATERIAL. B. SET INTERMEDIATE HEIGHT AS REQUIRED TO PROVIDE THE SLOPES INDICATED. C. PROVIDE TAPERED INSULATION CRICKETS CREATING POSITIVE DRAINAGE. D. REFER TO ROOF MANUFACTURERS STANDARD DETAILS FOR FLASHING AND INSTALLATION INSTRUCTIONS AROUND ROOF OPENINGS AND PENETRATIONS. MATERIAL LEGEND- ROOF ARCHITECTURE + DESIGN ROOF-ASPHALT SHINGLES Ds. D ROOF-ICE&WATER SHIELD _ _ _ ROOF-TPO CRICKETS CONSULTANT: KEYNOTE LEGEND KEYNOTE KEYNOTE TEXT 073113 ASPHALT SHINGLES 07 7000.A1 DRAFT STOP LOCATION 07712301 1 PREFINISHED GUTTER 07 7226.A1 I ROOF VENTILATOR • Y Y Y Y 9552 REGISTERED ARCHITECT A L AA ON STEVENS �J STATE OF WASHINGTON � I I II C I I C M — ..• IDENTIFICATION: v-------- — — 4 I - - - - - - Centennial Park in i, r I the City of Arlington 1 FOR - ' - - --------- ------- ®--1-- --- --- -_----- Centennial Park 5J 07 7123 01 'll � I III� IIII I LLC I � I I AT IIII III ` III 'II 172nd St NE and 67th Ave NE allll I Arlington, WA 98223 — BUILDING PERMIT 07 7000.A1 III 08/19/2019 li 07 7226.A1 07 7123 01 This drawing is: I I 1.Copyright 2019 Dykeman,Inc. 2.The Architect's Instrument of Professional Service. B ® 3.For use on this project only.Obtain Architect's B f I written permission for any other use or reproduction. PROJECT I 5 Ili f-- 07 7123 01 07 7123 01 • — ® — 6 — — — — — — — MARK DATE DESCRIPTION 08/19/2019 BUILDING PERMIT II I I I I 07 3113 II i IliI 0 I - - --------------- - 7VOL- ------ ---- 1 PROJECT TEAM: PRINCIPAL IN CHARGE: MS PROJECT MANAGER: DH PROCA T ARCHITECT:I DH JOB CAPTAIN: SZ A 8.1 — — — — - _— — — A s I I 07712301 Roof Plan - Building E C.1 C.2 0 4' 6' 16' 7t •. Building E- Roof Plan Scale:10=T-0" NORTH 1 2 3 4 5 1 2 3 4 5 General Notes-Reflected Ceilinq Plans A. ALL GWB.CEILING SCREW TO FLOOR JOIST MOUNTED RESILIENT CHANNELS, OR DIRECT SCREWS TO ROOF TRUSSES ABOVE,UNLESS OTHERWISE NOTED. B. PROVIDE SEISMIC BRACING AT ALL SUSPENDED CEILINGS.REFER TO TYPICAL CEILING DETAILS SHEET A9.30. C. CEILING AND SOFFIT HEIGHTS ARE FROM FINISHED FLOOR UNLESS OTHERWISE NOTED. D. CEILING TYPES-REFER TO MATERIAL LEGEND THIS SHEET. DYKEMAN E. PROVIDE CONTINOUS MEMBRANE AT RATED AT RATED FLOORICEILING AND ROOF/CEILING ASSEMBLIES ABOVE ALL SOFFITS AND LOWERED CEILINGS. F. ROOF CONSTRUCTION ASSEMBLIES-REFER TO BUILDING SECTIONS AND ROOF PLANS. ARCHITECTURE + DESIGN G. STRUCTURAL ELEMENTS ARE SHOWN FOR CONTRACTOR CONVENIENCE. REFER TO STRUCTURAL DRAWINGS FOR ACTUAL SIZE,LOCATION AND D SPACING. 0 H. MECHANICAL ELEMENTS ARE SHOWN FOR CONTRACTOR CONVENIENCE. - - - I. LOCATIONS OF SMOKE ALARMS,EMERGENCY LIGHTING,NIGHT LIGHTS AND EXIT SIGNAGE-REFER TO ELECTRICAL DRAWINGS. J. DOMESTIC WATER PIPING AND SPRINKLER PIPE NOT SHOWN FOR CLARITY. CONTRACTOR TO COORDINATE INSTALLATION OF THESE ELEMENTS WITH THOSE OF ALL OTHER TRADES. K. GWB CEILINGS TO BE INSTALLED PER MANUFACTURER'S REQUIREMENTS. L. REFER TO FINISH SCHEDULE FOR ADDITIONAL INFORMATION. M. WHERE SOFFITS OCCUR ABOVE CASEWORK UPPER CABINETS,SOFFIT ELEVATIONS ARE PROVIDED FOR REFERENCE.COORDINATE SOFFIT ELEVATION WITH CASEWORK AND REQUIRED VERTICAL CLEARANCES.REFER TO INTERIOR ELEVATIONS FOR ADDITIONAL INFORMATION. KEYNOTE LEGEND KEYNOTE KEYNOTE TEXT 10 7101 WOOD TIMBER CANOPY WITH CORRUGATED METAL ON TOP.TIE ROD BACK TO 4X6 WOOD POST IN WALL. 26 5500.A1 SPECIALTY LIGHTING OVER LOBBY ENTRY 26 5500.A2 PENDANT LIGHTING OVER KITCHEN �1552 A B C D E F G H I ( � � ARC A B C D r E ) F T H I -8" 2'-0" 21'-10" 2'-2" 13'-6" 13�'-4" 1 c {. PROJECT IDENTIFICATION: C OTS OTS ..,.;.,s,,,;;,:;,;•.,,,;,,,,,,,,,,;, ,;`.•, m MATERIAL LEGEND - RCP Centennial Park in } a rJ GYPSUM CEILING BOARD-DROP CEILING the City ton of Arlington :;:. r.. 0 7-r FOR GYPSUM CEILING BOARD-ATTACHED TO 0 OTS STRUCTURE :.:. :........:. Centennial Park 5J FIBER CEMENT SOFFIT LLC CEILING TAG-CEILING ELEVATION FROM AT •'' FLOOR LEVEL 26 5501 :,`�};• J L J I 8'-0^ 172nd St NE and 67th Ave T os OPEN TO STRUCTURE ABOVE-PAINT O e LJ NE SLOPED CEILING SLOPED WITH STRUCTURE Arlington, WA 98223 T SPOT ELEVATION } BUILDING PERMIT :- LJ 0 SEE-FINISH MATERIAL KEY ON SHEET A6.00 FOR 08/19/2019 �_.' a o" — PAINT COLORS. This drawing is: 1.Copyright 2019 Dykeman,Inc. 10 7100.A1 o :}, 8'-0" 2.The Architect's Instrument of Professional Service. B 3.For use on this project only.Obtain Architect's B written permission for any other use or reproduction. ors OBOVE 265500.A1 FIXTURE LEGEND - RCP PROJECT NUMBER SLOPED CEILING FAN:2-STORY LOFTS 2018-015 � �\ 5.5"LED RECESSED CAN LIGHT:CLOSETS AND HALLWAYS MARK DATE DESCRIPTION 0 7"LED RECESSED CAN LIGHT:PRIMARY SPACES 08/19/2019 BUILDING PERMIT — h I }- __ 9-P I =} I 0 I 0 BATHROOM FAN WITH HEATER OPEN TO ABOVE SLOPED - _ g 0 — — — EXHAUST DUCT I m JECT TEAM: ----- - • r r- , 9'-U r __r__ i:f •^8-0 p-p PRINCIPAL IN CHARGE: Ms iF L' a PROJECT MANAGER: I DH t t PROJECT ARCHITECT:I DH 0 JOB CAPTAIN: I SZ III 0 L OTS A ---- _ _ -- 3 7 a A C- a -- - -2 / f.I o 77 3' 6" 12'-2" RCP - Building E 0 4' 8' 16' 7t .•. C.1 C.2 1'-0^Scale:l/s^ Bu}Id}n E-RCP-Level 1 2 BuildingE-RCP-Level 2 = NORTH • 1/8"=VI 1/8"=1'-0" 1 2 3 4 5 1 2 3 4 5 General Notes-Reflected Ceilinq Plans A. ALL GWB.CEILING SCREW TO FLOOR JOIST MOUNTED RESILIENT CHANNELS, OR DIRECT SCREWS TO ROOF TRUSSES ABOVE,UNLESS OTHERWISE NOTED. B. PROVIDE SEISMIC BRACING AT ALL SUSPENDED CEILINGS.REFER TO TYPICAL CEILING DETAILS SHEET A9.30. C. CEILING AND SOFFIT HEIGHTS ARE FROM FINISHED FLOOR UNLESS OTHERWISE NOTED. D. CEILING TYPES-REFER TO MATERIAL LEGEND THIS SHEET. DYKEMAN E. PROVIDE CONTINOUS MEMBRANE AT RATED AT RATED FLOORICEILING AND ROOF/CEILING ASSEMBLIES ABOVE ALL SOFFITS AND LOWERED CEILINGS. F. ROOF CONSTRUCTION ASSEMBLIES-REFER TO BUILDING SECTIONS AND ROOF PLANS. ARCHITECTURE + DESIGN G. STRUCTURAL ELEMENTS ARE SHOWN FOR CONTRACTOR CONVENIENCE. REFER TO STRUCTURAL DRAWINGS FOR ACTUAL SIZE,LOCATION AND D SPACING. U H. MECHANICAL ELEMENTS ARE SHOWN FOR CONTRACTOR CONVENIENCE. - - I. LOCATIONS OF SMOKE ALARMS,EMERGENCY LIGHTING,NIGHT LIGHTS AND EXIT SIGNAGE-REFER TO ELECTRICAL DRAWINGS. J. DOMESTIC WATER PIPING AND SPRINKLER PIPE NOT SHOWN FOR CLARITY. CONTRACTOR TO COORDINATE INSTALLATION OF THESE ELEMENTS WITH THOSE OF ALL OTHER TRADES. CONSULTANT: K. GWB CEILINGS TO BE INSTALLED PER MANUFACTURER'S REQUIREMENTS. L. REFER TO FINISH SCHEDULE FOR ADDITIONAL INFORMATION. M. WHERE SOFFITS OCCUR ABOVE CASEWORK UPPER CABINETS,SOFFIT ELEVATIONS ARE PROVIDED FOR REFERENCE.COORDINATE SOFFIT ELEVATION WITH CASEWORK AND REQUIRED VERTICAL CLEARANCES.REFER TO INTERIOR ELEVATIONS FOR ADDITIONAL INFORMATION. KEYNOTE LEGEND KEYNOTE KEYNOTE TEXT • ARCHITECT 95S5T2A TE REGISTERED AAA�13'/42-2^ 13 G TGN C 1 — PROJECT IDENTIFICATION: C K; MATERIAL LEGEND- RCP Centennial Park in - SLOP-PE 'u` OTS rL GYPSUM CEILING BOARD-DROP CEILING the City of Arlington LJ SGYPSUM TRUC UREILING BOARD-ATTACHED TO FOR OTS Centennial Park 5J ❑ FIBER CEMENT SOFFIT L L C SLOPED ' 8 0 8'-0 0,-0. CEILING TAG-CEILING ELEVATION FROM AT FLOOR LEVEL OPEN TO STRUCTURE ABOVE PAINT 172nd St NE and 67th Ave r-1 SLOPEDSLOPED CEILING SLOPED WITH STRUCTURE NE LJ i I Arlington, WA 98223 SPOT ELEVATION BUILDING PERMIT 08/19/2019 SEE-FINISH MATERIAL KEY ON SHEET A6.00 FOR LJ PAINT COLORS. This drawing is: 4 _ _ 1.Copyright 2019 Dykeman,Inc. B 7 T^ 2.The Architect's Instrument of Professional Service. 3.For use on this project only.Obtain Architect's B written permission for any other use or reproduction. FIXTURE LEGEND- RCP PROJECT - `7. } CEILING FAN:2-STORY LOFTS 2018- 015 5.5"LED RECESSED CAN LIGHT:CLOSETS AND • 8 0" HALLWAYS 8 0 MARK DATE DESCRIPTION B.-O. / 0 7"LED RECESSED CAN LIGHT:PRIMARY SPACES OS/19/2019 BUILDING PERMIT BATHROOM FAN WITH HEATER EXHAUST DUCT I I SLOPED PROJECT :'as LOPED PRINCIPAL IN CHARGE:I MS PROJECT MANAGER: CH 7'.7" PROJECT ARCHITECT:I DH JOB CAPTAIN: SZ I I GT B ^ A � SLOP PED A L OTS 8.1 _ _ _ �_ _ _ _ RCP - Building E 1 12'-2" 9 0 4' S' 16' 4d"60mm6mmimi —Ft • c.1 c.z Buildin E- RCP- Level 3 Scale:i/s^=1'-0^ NORTH 1 1 1/8"=1._0" 1 2 3 4 5 1 2 3 4 5 General Notes- Exterior Elevations KEYNOTE LEGEND A. EXTERIOR MATERIAL TYPES-REFER TO MATERIAL LEGEND THIS SHEET. B. DOWNSPOUTS SUPPORTS-FOR DOWNSPOUTS UP TO 12'-0"IN LENGTH KEYNOTE KEYNOTE TEXT PROVIDE 2 PREFINISHED METAL STRAPS(TOP AND BOTTOM).12'-0-AND LONGER PROVIDE 3 PREFINISHED METAL STRAPS(TOP,MIDDLE AND BOTTOM). 05 7300.A3 PREMANUFACTURED ALUMINUM GUARDRAIL C. WALL TYPES-SEE SHEET A1.00 073113 ASPHALT SHINGLES D. SEE SHEETS A7.13,A7.14 AND A7.15 FOR TYPICAL DOOR AND WINDOW DETAILS 07 7123 01 PREFINISHED GUTTER DYKEMAN E. REFER TO DETAIL Ai/A7.13 FOR TYPICAL WINDOW FLASHING SEQUENCING F. EXTERIOR DETAILS-SEE A8.00 SERIES SHEETS 07 7124.At DOWNSPOUT G. KNOX BOX-PROVIDE A KNOX BOX AT EACH BUILDING AS SPECIFIED. 07 7226.At ROOF VENTILATOR COORDINATE LOCATION WITH THE OWNER AND THE FIRE MARSHAL 084113.A7 ALUMINUM STOREFRONT ARCHITECTURE + DESIGN H. ALIGN FIBER CEMENT PANEL HORIZONTAL JOINTS AT BUILDING CORNERS,TYP. 085313 VINYL WINDOWS 10 1400.A2 ROOM SIGNAGE D 10 1400.A3 ROOM SIGNAGE WITH KEYPAD p 107100.A1 WOOD TIMBER CANOPY WITH CORRUGATED - - - METAL ON TOP.TIE ROD BACK TO 4X6 WOOD POST IN WALL. 224000.A5 EXTERIOR SHOWER COLUMN 233800 VENTILATION HOODS 260125 ELECTRICAL PANELSCONSULTANT: 9 Y Y Y � I I I I ` • I I I I I I I I I I I I I - - -07 7226.A1- - - - - - - - - - _ To of Roo1f, To of Roof' - Hof Roof P 41'0" 41' ! 41 _ Bs52 REGISTERED ARCHITECT 073113 073113 2- V1-F/ Vi-F 2- V3-F _ Roof Plate STATE of OASHTEVENS Roof Plate _ Roof Plate - - - 33'-0 1/2�1 �� 077123 01 - 33'-0 1/! 33'-0 1/ OS 5313 FX3 C V2- V7 V3 V1 V2- V3 PROJECT IDENTIFICATION: C on124.A1 /® ® ® FX2 07 7123 01 3 _ Level3 elj_.50 - - - - - - 24'-0" Centennial Park in 24 0 - - - -24, 233800 g77124.A1 the City of Arlington FX3 FX2 V2- V, V3 V4-11 V2 V3 FOR 07 7124.A1 Level 2 n _ _ _ _Level 2 - - - Level 2 13'e6" I 1g'_g" - - 13'- Centennial Park 5J FX1 22 4000.A5 10 7100 Al 10 7100.A1 sF, AT FX1 260125 �sFa� �sFa� `SF� Fx, 172nd St NE and 67th Ave 05 7300.A3 - - - - - I NE Level l n _ _ Levell Level 1 o" Arlington, WA 98223 101400.A2 BUILDING PERMIT Building E- East Elevation ��Building E- Return 1 -South 08/19/2019 Y 1/6„=�,D„ ��Building E-Return 1 -North This drawing is: 5 1/8"=V-o^ 1.Copyright 2019 Dykeman,Inc. 2.The Architect's Instrument of Professional Service. B I H F E A H I I H 3.For use on this project only.Obtain Architect's B written permission for any other use or reproduction. PROJECT I I I I I I 23 3800 2018-015 _lop of Roof n Top of Roof Top of Roof 1 1 1 1 1 41'-0" I 41'-0' 41'-0" • OL :RoofPlate "V3-F V2-F MARK DATE DESCRIPTION YY 08/19/2019 BUILDING PERMIT Roof0 1/2' 33'�f Plate 0 1/2'4.A7V2- MATERIAL LEGEND- EXTERIOR ELEVATIONS Level 3 _Level 3 Level 3 S FX1-CMU VENEER 24'-0" 1 24'-0" 1 24'-0" 1 23 3800 085313 PROJECT - V3 V2- FX2-FIBER CEMENT LAP SIDING PRINCIPAL IN TEAMCHAIR E:I MS PROJECT MANAGER: DH Level ll _Levell Levell FX3-FIBER CEMENT SMOOTH PANEL PROJECT ARCHITECT:I CH 13'-6" V 13'-6" 1 13'-6" V JOB CAPTAIN: SZ A A CID- FX4-FIBER CEMENT ACCENT 084113.A1 FX1 7 224000.A5 Exterior Elevations - OS 7300.A3 101400.A3 05 7300.A3 I SF 5F3> SF19� �3F19 � FXS-STONE TILE Building E Level _Level 1 Level 1 a . 0" 0" 0" 0 4' 8' 16' 05 7300.A3 Scale:1/8"=1'-0" . Building E- North Elevation 2 Building E- Return 2- North 3 Building E-Return 2-South 1/8"=V-0" 1/8"=1'-0" 1/8"=1'-0" VAN SEE-SHEET A1.00 WALL TYPES \ 1 2 3 4 5 1 2 3 4 5 General Notes- Exterior Elevations KEYNOTE LEGEND A. EXTERIOR MATERIAL TYPES-REFER TO MATERIAL LEGEND THIS SHEET. B. DOWNSPOUTS SUPPORTS-FOR DOWNSPOUTS UP TO 12'-0"IN LENGTH KEYNOTE KEYNOTE TEXT PROVIDE 2 PREFINISHED METAL STRAPS(TOP AND BOTTOM).12'-0"AND LONGER PROVIDE 3 PREFINISHED METAL STRAPS(TOP,MIDDLE AND BOTTOM). 05 7300.A3 PREMANUFACTURED ALUMINUM GUARDRAIL C. WALL TYPES-SEE SHEET A1.00 073113 ASPHALT SHINGLES D. SEE SHEETS A7.13,A7.14 AND A7.15 FOR TYPICAL DOOR AND WINDOW DETAILS 07 7123 01 PREFINISHED GUTTER DYKEMAN E. REFER TO DETAIL Ai/A7.13 FOR TYPICAL WINDOW FLASHING SEQUENCING F. EXTERIOR DETAILS-SEE A8.00 SERIES SHEETS 07 7124.At DOWNSPOUT OVIDE A KNOX BOX AT EACH ING AS ROOFVENTILATOR 7 8 1 H. ALIGN COORDINATE IBER EM LOCATION T PANEEL HORIZONTALRJOINTS AT BUILDHE FIRE ING SPECIFIED. ORNERS,TYP.AL 084113 Al STOREFRONTS ALUMINUM-FRAMED ENTRANCES AND ARCHITECTURE + 084113.A1 ALUMINUM STOREFRONT DESIGN 085313 VINYLWINDOWS D 101401 BUILDING IDENTIFICATION SIGNAGE: - - - D 077226.A1 24"X24"X6MM DIDBOND IN ALUMINUM IDENTIFICATION SILICONE AND FOAM TAPE OVER 36"X36"X3MM LETTER MOUNTED WITH To Roof S — '-O" DDBOND IN DARK BRONZE BACKGROUND 1 SUBSTRATE PANEL.SCREW AND SILICONE 073113 ATTACHMENT TO WALL. CONSULTANT: 104413.13 FIRE EXTINGUISHER CABINET V`33--'F 3-F FX3 107100.A7 WOOD TIMBER CANOPY WITH CORRUGATED ROOF Plate METAL ON TOP.TIE ROD BACK TO 4X6 WOOD WALL. 33'-0 1/2" POST IN 233800 IVENTILATION HOODS FX2 V3 11 V3 101 4 V2 (SF 073113 _ — Level3 • —24'-0" u 23 3800 � � OS 5313 ® � _ K11 � JV3 V2 (SFW (SF8> �1112Level 2133' STATE OF WASHINGTON 084113 SF1 SF11a C 5F4) 5F4) •-• IDENTIFICATION: C —Level0l Centennial Park in 107100.A1 the City of Arlington FOR Centennial Park 5J 2 Buildin E-West Elevation LLC 1/8"=1'-0" AT 172nd St NE and 67th Ave NE Arlington, WA 98223 BUILDING PERMIT A (� G.1 G.2 n (� (� I 08/19/2019 This drawing is: 1. m Copyright 2019 Dykean,Inc. 2.The Architect's Instrument of Professional Service. B 3.For use on this project only.Obtain Architect's B 10 4413.B 07 7226.A7 written permission for any other use or reproduction. — — — Top 4T"Of PROJECT 073113 2018-015 — — — — 33'-0 1/2' MARK DATE DESCRIPTION FX3 `� V3 Vi O8119/2019 BUILDING PERMIT Fxz 2a e1 MATERIAL LEGEND EXTERIOR ELEVATIONS 07 7123 01 ( Q 233800 101400.A4 _ OS 5313 FX1-CMU VENEER I I I v3 v1 I 07 7124.A1 Level 2 FX2-FIBER CEMENT LAP SIDING PROJECT TEAM: 136" PRINCIPAL IN CHARGE:I MS PROJECT MANAGER: I DH 0.A1 10710 PROJECTARCHITECT:I DH 084113.A7 FX3-FIBER CEMENT SMOOTH PANEL JOB CAPTAIN: SZ A FX1 OS 7300.A3 A SF FX4-FIBER CEMENT ACCENT Exterior Elevations - Level� FXS-STONE TILE Building E 0 4' 8' 16' Q a Scale:1/8"=V-0" . Building E-South Elevation 1/8"=V-0" SEE-SHEET A1.00 WALL TYPES \ 1 2 3 4 5 1 2 3 4 5 KEYNOTE LEGEND KEYNOTE KEYNOTE TEXT 1 2 3.10- 7 3.10. 8.1 9 RW2 RW1 _.� � •. CHITECTURE + DESIGN — _ _ _ _ To�of Roof 41'_0" 1716 o -------- r' ------- 33'of01/2' CONSULTANT:Plate Air) IT I � � !t• — I Level 3 _a —24�_0„ UNIT 204 • FC2 _Level2 13' STERED Ent IStair- ; essz ARCHITECT • 1 ARCHHITECTITECT 7 A L AA ON STEVENS *R. ly Lobb Otflce FC1 C-102 C-101 _Level 1 c _ 0" PROJECT IDENTIFICATION: IIII IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII II II IIIIIIIIIIIIIII Centennial Park in the City of Arlington FOR (�) Centennial Park 5J Transverse Section-Building E LLC AT 172nd St NE and 67th Ave 3 NE 3.10- Arlington, WA 98223 n n c., Y Y Y Y Y Y Y Y BUILDING PERMIT I 08/19/2019 RW1 This drawing is: 1.Copyright 2019 Dykeman,Inc. _ _ TO Of ROOF _ _ _ _ _ _ _ _ TO Of ROO� 2.The Architect's Instrument of Professional Service. B — — P P 3.For use on this project only.Obtain Architect's B 41'-0- Rwz Rwa 41 -0" written permission for any other use or reproduction. RW2 PROJECT - --- — — — _ Roof Plate _ — Roof Plate _ fi--- - - 33=0 1/2" — 1I 33'-0 1/2" 2018 015 EntrylStair UNIT UNIT]03 .I 302 J MARK DATE DESCRIPTION 303 omidor 301 FC2 i` Level 3 FC2 FC3 I Level 3 O8/19/2019 BUILDING PERMIT 24 V — — — — 24 I — r Entry/Stair I. UNI 203 omid r UNIT FC2 ❑ 20+ — 20z FC2 FC3 Level Level 13el2 V 13'-6" V PROJECT TEAM: PRECAST PRINCIPAL IN CHARGE: MS EntrylStair CONCRETE STAIR PROJECT MANAGER: 1.1 TREADSAND ool Storage LANDING PROJECT ARCHITECT:E.IN Rom o Lo by Mach M in m n JOB CAPTAIN�SZ FC1 C-108 C-102 C-104 C-106 FC1 C-105 A I I I I v�l II I I I I I I I I I I I I I I I I I I I I I I I I I I I I I III I I I I I I Aeel vel_ — HH=1 =1 =11 =111=III=III=III=III=III=11II11=III=11I -1 -1 =1 =1 =1 =1 =1 =1 =1 =11 =11 II11= Sections - Building E 0 4' 8' 16' Q •- Cross Section 1 -Buildin E 2 Cross Section 2-Buildin E Scale:+/6°=+-0 ' 2 3 4 5 1 2 3 4 5 KEYNOTE LEGEND 6 C D E KEYNOTE KEYNOTE TEXT 08 8300.0 72"X 48"MIRROR UNIT A4.+0- 093033 STONE TILING 102800.0 PAPER TOWEL(ROLL)DISPENSER . � 3a 102800.G LIQUID-SOAP DISPENSERS 093033 103216 FIREPLACE INSERTS 113101 ADA-COMPLIANT REFRIGERATOR ARCHITECTURE + DESIGN O 11 3100.B1 FREESTANDING ELECTRIC RANGE q — 113101 ADA-COMPLIANT 32"HIGH DISHWASHER 113101 DS D 3 22 4001 BATH ROOM LAVATORY - - -Y 224000.132 ADACOMPLIANT SHOWER A4.10- 224102 TOILET 224104 JURINAL _ 224216.16 COMMERCIAL SINKS CONSULTANT:Building E-Community Room C-103- Fireplace- Plan BATHROOM PLAN GENERAL NOTES J 1/4"=V-0" A. SEE A6.01 AND A6.02 FOR ACCESSIBILITY CLEARANCES,GRAB BAR REINFORCING,AND 10 3216 INSTALLATION REQUIREMENTS AT FIXTURES IN TYPE A A B C AND TYPE B UNITS. �� „�Community R000m Fireplace -A A4.10-E 4 0' 2 6' _ ALIGN TILE TO TOP OF MULLION 9552 REGISTERED ARCHITECT LL=== 11 3100.E A L AA ON STEVENS A410 2 — A410-FL 103216 STATE OF WASHINGTON 771 H _ _� Communit Room Fire lace- B H L-L Centennial Park in 2 ® _ the City of Arlington PM T FOR 113100.A2 1 311 111 224216.16 113100.D2 Centennial Park 5J LLC AT Community Room- Kitchen Comm. Rm. -Kitchen-D �.� Comm. Rm. -Kitchen-C Comm. Rm.-Kitchen- B ��„�Comm. Rm. -Kitchen- E 172nd St NE and 67th Ave L Q 1/4"=1'-0" G 1/4"=1'-0" G V 1/4"=1'-0" L U 1/4"=1'-0" G G 114"=1'-0" NE Building E-Community Kitchen C-103- Plan Arlington, WA 98223 G va•=r-o• 224000.A2 088300.0 224000.B2 CHANGING TABLE 102800.0 1 102800.0 ,02800.G BUILDING PERMIT E 11 9'-11 29/32" This drawing is:08/19/2019 6'-10 13/32" 1.Copyright 2019 Dykeman,Inc. � _ _ _ �_ 2.The Architect's Instrument of Professional Service. B 6 3.For use on this project only.Obtain Architect's B \ \ \ written permission for any other use or reproduction. \II \ \ PROJECT + O O 2018-015 - 102800.G 102801 224102 2z 4102 • 1 A4.10- 1e ® (D1a Aa.10- 1c M MARK DATE DESCRIPTION + 1 e Women Tlt C105-A 1 f Women Tlt C105- B 1 Women Tlt C105-C 1 h Women Tlt C105- D OS/1112011 BUILDING PERMIT 7 zza000.Bz oss3ao.c 1o2aoo.c 1o2soo.c 1o2soo.c PROJECT TEAM: PRINCIPAL IN CHARGE:l MS PROJECT MANAGER: DH PROJECT ARCHITECT:I DH JOB CAPTAIN: SZ A A \ Bathroom/Kitchen \ \ Community Bldg - Building E 22 41021 224104 1122 4001 22 4000.A2 Men Tlt C106-A 1 b Men Tlt C106-B Men Tlt C106-C 1 d Men Tlt C106-D 1 BuildingE-Women/Men Tit C105/C106- Plan 'Q 1/4°=+'-o" 1/4"=,'-o" +� 114"=1'-0" 114"=1'A" � . ,WAR , 11 1/4•=1'-0• 0 2' 4' 8; Scale:114"=1'-0" 1 2 3 4 5 1 2 3 4 5 KEYNOTE LEGEND KEYNOTE KEYNOTE TEXT 08 8300.A 30"X 48"MIRROR UNIT 10 2800.B TOILET TISSUE(ROLL)DISPENSER 224000.A2 BATHROOM LAVATORY . 224000.A3 TUB SHOWER UNIT YKEMAN 224102 TOILET 26 5100.A BATHROOM LIGHT FIXTURE ARCHITECTURE + DESIGN D BATHROOM PLAN GENERAL NOTES p A. SEE A6.01 AND A6.02 FOR ACCESSIBILITY CLEARANCES,GRAB BAR REINFORCING,AND INSTALLATION REQUIREMENTS AT FIXTURES IN TYPE A AND TYPE B UNITS. CONSULTANT: B C • 3 26 5100.A 26 5100.A 9552 REGISTERED A4.11- 3 Y 224000.A3 ARCHITECT 08 8300.A 224000.A3 AT AA ON STEVENS 11 3 STATE OF WASHINGTON 22 4000.A2 22 4000.A2 Q 10 2800.8 10 2800.B 10 2800.E e C _ 224102 22 4102 PROJECT IDENTIFICATION: C 254 152 15 21 30 21 15254 21 Centennial Park in 34 34 34 Building E- Bathroom 204- Plan Bathroom 204-A 3b Bathroom 204- B Bathroom 204-C ��Bathroom 204-D the City Of Arlington ,/4" °" 1/4"=1'-0.1 1/4"=1'-0" au ,/4"=1'-0" FOR Centennial Park 5J LLC AT E 172nd St NE and 67th Ave NE Arlington, WA 98223 2c 26 5100.A 26 5100.A BUILDING PERMIT A411 08/19/2019 08 8300.A This drawing is: 1.Copyright 2019 Dykeman,Inc. 22 4000 A3 224000.A2 2.The Architect's Instrument of Professional Service. B _ 3.For use on this project only.Obtain Architect's B 5 -_ 10 2800.B a written permission for any other use or reproduction. 10 2800.8 1'-6" 22 4102 22 4102 22 4000.A3 22 4000.A3 PROJECT 4'-7 23/32" 1 21 254 34021 1 254 21 2018-015 34 34 34 �.��Building E - Bathroom 203- Plan ��„�Bathroom 203-A �h�Bathroom 203- B ��Bathroom 203- C �,�Bathroom 203- D • G / 1/4"=1.-0" 1 LQ I 1/4"=1'-0" 1 G�/ 1/4"=1'-0" 1/4"=1'-0" 1 LU I 1/4"=1'-0" MARK DATE DESCRIPTION O8119/2019 BUILDING PERMIT 4'-6 17132" D E 1' 617132" PROJECT 5 26 5100.A PRINCIPAL IN CHARGE: MS - 265100.A PROJECT MANAGER: DH 1 PROJECT ARCHITECT:I DH A ^♦ � -� + JOB CAPTAIN: I SZ A 1 A4.11- 1 224000.A3 224000.A3 088300.A 224000.A3 �- 6 ° 22400°`� 22400° Bathroom Plans - e '°2a°°.B '°2a°°.e Building E _ W F� 22 4102 22 4102 254 ,52 254 0 2' 4' 8' 15 21 30 2115 21 34 34 34 Scale:1/4"=1'-0" Buildin E-Bathroom 202- Plan �1/4throom 202-A Bathroom 202-B Bathroom 202-C ,�Bathroom 202- D 1 g 1 b 1 c I 1/4"=1'-0" 1/4"=1'-0" _,'-0" 1/4"_,'-0" ,/4"=1'-0" �� 1 2 3 4 5 1 2 3 4 5 3'-7" 3'-10" D E KEYNOTE LEGEND KEYNOTE KEYNOTE TEXT 113100.A1 REFRIGERATOR 11 3100.B7 FREE-STANDING ELECTRIC RANGE A4�2- 11 3100.D1 STANDARD BUILT-IN DISHWASHER YKEMAN 233800 VENTILATION HOODS • ARCHITECTURE + DESIGN I I D 2 WestMarl-Vie, D � I A4.12- d p A4.12- 3 —J 233100 I o j � • —� ff I _ 11 3100.B1 � ' — 3 — 11 3100.D1 7777 A4.12-E' ��Buildin//�1 E- Kitchen 204- Plan Kitchen 204-A Kitchen 204-B Kitchen 204-C Kitchen 204-D itchen 204- E �.�N `JZ �hQ �/� *,_K ERED 1/4"=1,-0" 1 Ju I1/4"=1'-0" � 1/4"=1'-0" 1 JU I1/4"=1,-0" 1/4"=1,-0" STATE OF WASHINGTGN C 3'-10" T-7" F PROJECT IDENTIFICATI• C A4.12-E Centennial Park in 2 the City of Arlington FOR Centennial Park 5J - o LLC F- AT (� A4.12-E U 172nd St NE and 67th Ave �- NE Arlington, WA 98223 BUILDING PERMIT 4 A4.12- b A4.12- — I\ �I\ 08/19/2019 113100.B1 LLJJ II ��II 11 3100.D1 This drawing is: 1.Copyright 2019 Dykeman,Inc. cfs Instrument of Professional Sery B 3.For use o�nthis project only.Obtain Architects ice. B written permission for any other use or reproduction. Buildin E- Kitchen 203- Plan Kitchen 203-A �h Kitchen 203-B Kitchen 203-C �,� Kitchen 203- D Kitchen 203- EPROJECT 2 ,/4"=,•_0,. 2a ,/4"=,•_0,. Lu 1/4"= ,-0, 2C 1/4"=1,-0, G�/ ,/4.,= ._o., 2e 1/4"=1'-0" �-� 2018-015 MARK DATE DESCRIPTION 08/19/2019 BUILDING PERMIT Iw I� I PROJECT 1 A4.12-E PRINCIPAL IN CHARGE:1 MS 1b PROJECT MANAGER: DH + � PROTARCHITECT:I D L H g A4.12- 1 CA JOB CAPTAIN: I SZ A A J , 3'-10 n�E — — — — 113100.A1 — — o ,o Kitchen Plans - Building 1 n 0 = E 0 11 3100.81 11 3100.D1 Q �• 8.1 — 0 2' 4' 8' $ Scale:1/4"=1'-0" W.. , BuildingE- Kitchen 202- Plan Kitchen 202-A hen 202- B Kitchen 202-C 1.-0" 1 a 1/4"= *111P 1'-0" 'I 1 2 3 4 5 1 2 3 4 5 General Notes 1. CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND COORDINATE THE WORK OF ALL TRADES INVOLVED IN THE PROJECT AS PART OF'THIS FTHIS CONTRACT. 2. DO NOT SCALE THESE DRAWINGS.DUE TO REPROGRAPHIC PROCESSES THESE DRAWINGS MAY NOT BE TO SCALE.CONTACT ARCHITECT FOR ANY NEEDED CLARIFICATION. 3. CONTRACTOR SHALL VERIFY CONDITIONS AT THE SITE AND REPORT DYKEMAN ALL DISCREPANCIES TO THE ARCHITECT BEFORE PROCEEDING WITH THE WORK. 4. CONTRACTOR SHALL PROVIDE A COMPLETE AND PROPER EXECUTION OF THE WORK AS INDICATED ON ALL DRAWINGS AND ARCHITECTURE + DESIGN SPECIFICATIONS.IF DISCREPANCIES IN LAYOUT,DIMENSIONS,OR DETAILS ARE FOUND BETWEEN ARCHITECTURAL,STRUCTURAL, D MECHANICAL,ELECTRICAL,CIVIL OR LANDSCAPE DRAWINGS, D CONTACT THE ARCHITECT IMMEDIATELY FOR CLARIFICATION - - - BEFORE PROCEEDING. 5. REGULATIONS,STANDARDS,CONSTRUCTION,MATERIALS AND REQUIREMENTS FOR INSTALLATION OF MATERIALS SHALL CONFORM AND BE GOVERNED BY THE EDITION OF THE CODE IDENTIFIED IN THE CODES SHEET OF THESE DRAWINGS. 6. REFERENCING DRAWINGS IS FOR CONVENIENCE ONLY AND DOES NOT LIMIT APPLICATION FOR DRAWINGS OR DETAILS. 7. MATERIALS AND FINISHES LISTED ON INTERIOR AND EXTERIOR ELEVATIONS ARE FOR GENERAL INFORMATION AND CONVENIENCE OF THE CONTRACTOR AND ARE REFERENCED IN ADDITION TO MATERIALS AND FINISHES INDICATED OR SPECIFIED ELSEWHERE IN THE DOCUMENTS. 8. HEIGHT DIMENSIONS ARE GIVEN FROM FINISHED SLAB WHERE INDICATED.OR RELATIVE TO DATUM NOTED ON THE DRAWINGS. 9. N.I.C.EQUIPMENT IS FURNISHED AND INSTALLED BY OTHERS. CONTRACTOR IS RESPONSIBLE FOR COORDINATION INSTALLATION AND PERFORMING WORK AS REQUIRED BY DETAILS OR SPECIFICATIONS FOR EQUIPMENT INSTALLATION. 10.F.O.I.C.EQUIPMENT IS FURNISHED BY OTHERS AND INSTALLED AS PART OF THIS WORK.THE CONTRACTOR IS RESPONSIBLE FOR COORDINATING THE WORK AS REQUIRED FOR INSTALLATION. ,,.CONTRACTOR SHALL SEAL AROUND ALL PENETRATIONS FOR FIRE RATED WALLS,INCLUDING,BUT NOT LIMITED TO PIPING,DUCT, 9552 REGISTERED CONDUIT,ETC.WITH FIRE STOPPING PER CODES THAT GOVERN THIS ARCHITECT SET OF DOCUMENTS. 12.CONTRACTOR SHALL MAINTAIN THE INTEGRITY OF THE VAPOR BARRIER MEMBRANE AT THE FLOOR SLAB,WALLS,AND ROOF. — — — BACKER ROD,SEALANT AND OTHER APPROVED MEANS SHALL BE A L AA ON STEVENS APPLIED CONTINUOUSLY AROUND ALL EXTERIOR DOORS AND STATE OF wAsBwcTGN 40'-5 1/2• WINDOW PENETRATIONS AND OTHER AREAS OF POTENTIAL AIR INFILTRATION,INCLUDING STRUCTURAL,MECHANICAL AND ELECTRICAL PENETRATIONS.THE CONTRACTOR SHALL REPAIR ANY WORK POINT(A,1) DAMAGE TO VAPOR BARRIER,OR REPLACE THEM PRIOR TO COVER, C ---- AS APPROVED. PROJECT IDENTIFICATION: 13.THERMAL AND SOUND INSULATION IS INTENDED TO PROVIDE A 1 CONTINUOUS ENVELOPE AS INDICATED. Centennial Park I n 14.ALL ADA TOILETS,URINALS,AND STALLS SHALL MEET THE REQUIREMENTS OF THE CODES THAT GOVERN THIS SET OF DOCUMENTS.ALL STANDARD(NON-ADA)TOILETS SHALL BE the City of Arlington - CENTERED IN STALLS OR PARTITIONS AS APPLICABLE,UNLESS BUILDING E2 OTHERWISE NOTED, 15.WHERE EXTERIOR CONCRETE WALKS AND LANDINGS ABUT FOR MTV BUILDINGS,THEY SHALL BE SLOPED AWAY FROM THE BUILDING AS NOTED,BUT IN NO CASE LESS THAN.125'/12'. 16.MAINTAIN NOTED SLAB THICKNESS AT ALL RECESSED SLAB AREAS Centennial Park 5 J AND SLOPING SLABS. 17.ALL WOOD IN CONTACT WITH CMU,CONCRETE OR SOIL SHALL BE L L C PRESSURE TREATED,TYP.UON. 18.ALL FOAM PLASTIC INSULATION TO COMPLY WITH THE SURFACE BURNING CHARACTERISTICS DEFINED BY THE CODE THAT GOVERNS AT THIS SET OF DOCUMENTS. 19.SPECIAL INSPECTIONS SHALL BE PROVIDED AS REQUIRED BY THE A C JURISDICTION THAT GOVERNS THIS SET OF DOCUMENTS.SEE 172nd St NE and 67th Ave SPECIFICATION SECTION 014523 FOR ADDITIONAL INFORMATION. 20.DRAWING KEYNOTES DO NOT CORRELATE DIRECTLY TO INDIVIDUAL NE SPECIFICATION SECTIONS. 21.BUILDING INSPECTION SHALL BE PERFORMED THROUGHOUT THE Arlington, WA 98223 DUTIONIS BUILDING D BUILDING E DENTIFEDONTHE CONTRACT.INSPECTIONS WILL EF CONS RUCTN.THE FREQUENCY OFINSPECTION PERFORMED ON SITE.INSPECTIONS WILL BE DOCUMENTED AND RECORDED AS BUILDING PERMIT DEEMED NECESSARY BY THE PROJECT ENGINEER. 08/1 9/201 9 This drawing is: C7 1.Copyright 2019 Dykeman,Inc. Instrument of Professional Sery B 3.For use o�nthis project only.Obtain A chiteers ice. B written permission for any other use or reproduction. PROJECT 2018-015 — MARK DATE DESCRIPTION NV\/ 08/19/2019 BUILDING PERMIT — — — — — — — PROJECT TEAM- PRINCIPAL IN CHARGE:I MS PROJECT MANAGER: DH n� PROJECT ARCHITECT:I CH JOB CAPTAIN: SZ A A 0 Location Plan - Building BUILDING C i BUILDING F E2 Location Plan-Buiding E2 MA IN 1 2 3 4 5 1 2 3 4 5 KEYNOTE LEGEND General Notes- Floor Plans A. EXTERIOR DIMENSIONS ARE TO THE OUTSIDE FACE OF CONCRETE KEYNOTE KEYNOTE TEXT FOUNDATION WALLS,FACE OF MASONRY WALLS,OR TO THE OUTSIDE FACE OF STUDS UNLESS OTHERWISE NOTED.DIMENSIONS TO MASONRY 077124.A1 DOWNSPOUT UNITS ARE NOMINAL UNLESS OTHERWISE NOTED. B. DIMENSIONS AT UNIT DEMISING WALLS ARE TO CENTERLINE OF WALL. 10 1400.A3 ROOM SIGNAGE WITH KEYPAD C. INTERIOR DIMENSIONS ARE TO THE FACE OF CONCRETE,MASONRY,OR 10 4413.B FIRE EXTINGUISHER CABINET FACE OF STUDS AT FRAME WALLS,AND TO CENTERLINE OF COLUMNS DYKEMAN 224000.A2 BATHROOM LAVATORY UNLESS OTHERWISE NOTED. 224000.A4 TOILET D. DIMENSIONS LOCATING DOORS,WINDOWS AND RELIGHTS ARE TO 260125 ELECTRICAL PANELS NOMINAL MASONRY OPENING OR TO FINISH OPENING UNLESS OTHERWISE NOTED. ARCHITECTURE + DESIGN 102813 ADA GRAB BAR E. SEE WALL TYPES ON SHEETS A1.00 FOR TYPICAL WALL CONSTRUCTION ASSEMBLIES. D BATHROOM PLAN GENERAL NOTES F. ALL NON-BEARING WALLS ARE FULL HEIGHT TO UNDERSIDE OF ROOF p DECK OR FLOOR ABOVE. - - A. SEE A6.01 AND A6.02 FOR ACCESSIBILITY G. APPLY TWO(2)CONTINUOUS SEALANT BEADS BENEATH STUD TRACK AT CLEARANCES,GRAB BAR REINFORCING,AND ALL EXTERIOR STUD WALLS. INSTALLATION REQUIREMENTS AT FIXTURES IN TYPE A H. CONTRACTOR SHALL PROVIDE CONTINUOUS HORIZONTAL BLOCKING AT AND TYPE B UNITS. ALL WALL MOUNTED LAVATORIES,DRINKING FOUNTAINS,CASEWORK, MIRRORS,HANDRAILS,ETC.REFER TO ARCHITECTURAL INTERIOR ELEVATIONS. I. SEE DETAIL SHEET A6.01 FOR TYPICAL MOUNTING HEIGHTS FOR WALL MOUNTED ACCESSORIES AND EQUIPMENT. J. SEE FLOOR FINISH PLANS FOR TRANSITION DETAILS AND THRESHOLDS. K. ELECTRICAL PANELS,TRANSFORMERS,BOILERS,AIR HANDLING UNITS, 5'-1" T_6" AND DUCTWORK WHEN SHOWN,ARE INDICATED FOR CONTRACTOR CONVENIENCE. L. SEE REFLECTED CEILING PLAN FOR CEILING MOUNTED EQUIPMENT. M. THE GENERAL CONTRACTOR SHALL PROVIDE CONCRETE HOUSEKEEPING PADS AT MINIMUM 3 1/2"THICK CONCRETE WITH 6 X 6 Ny2.9 X 2.9 W W F REINFORCING UNLESS OTHERWISE NOTED OR REQUIRED ELSEWHERE IN E. THESE DOCUMENTS.PAD DIMENSIONS SHALL BE A MINIMUM 4"GREATER IN HORIZONTAL DIMENSION THAN BASE OF THE EQUIPMENT MOUNTED � THEREON,UNLESS OTHERWISE NOTED.EXACT PAD LOCATIONS SHALL BE VERIFIED IN THE FIELD. 2c 102813 N. CONTRACTOR TO CONFIRM ALL CLEARANCE REQUIREMENTS AS NOTED ON DETAIL Al and A6.02. 2 1.11-E 2 O. REFER TO DETAILS ON SHEET 11A7.10 FOR TYPICAL DOOR CLEARANCES. �155222 4000.A2 P SEE FLOOR PLANS AND BUILDING SECTIONS FOR LOCATION OF DETAILS IFOR TYPICAL FLOOR-TO-FOUNDATION,FLOOR-TO-WALL,WALL-TO-ROOF 2a Y ASSEMBLIES AND HEADER,SILL AND SOFFIT CONSTRUCTION. 224000.A2 Q. CONTRACTOR SHALL SEAL AROUND ALL PENETRATIONS AT FIRE RATED WALLS,INCLUDING BUT NOT LIMITED TO PIPING,DUCTS,CONDUIT,ETC., E O WITH FIRESTOPPING PER I.B.C.REQUIREMENTS. 224000.A4 R. SEE EXTERIOR ELEVATIONS FOR WINDOW AND LOUVER TYPES AND DETAILS. S. SEE ENLARGED PLANS FOR ADDITIONAL DIMENSIONAL AND NOTE C g C INFORMATION. PROJECT IDENTIFICATION: C T. TYPICAL WALLS: • AT RESIDENTIAL UNIT INTERIORS WALL TYPE WN.411; • AT COMMERCIAL INTERIORS WALL TYPE Will11A;AT E WND.412A; Centennial Park In Building E2- Restroom C-109A- Plan Restroom C-109A-A 111, Restroom C-109A-B Restroom C-109A-C ��Restroom C-109A-D ATPLUMBI NG WANG LLLS WHLERE WATERCLOSETOCCURS,WALL TYPE lJ ,/4"=1'-0" Gl.r 1/4"=1'-0" GU 1/4"=1'-0" wN.6,1A' the City Of Arlington • UNLESS OTHERWISE NOTED. U. EXTERIOR WALL TYPE TO BE WX.611,TYP.UON.REFER TO PLANS, ELEVATIONS,AND SHEET A1.00 FOR EXTERIOR FINISH WALL TYPES AND FOR EXTENT. Centennial Park 5J LLC T A2� MATERIAL LEGEND- FLOOR FINISHES T 2 T AT WORK POINT (A, 1) + 311 ® CARPET 172nd St NE and 67th Ave zs a,zs NE - --------------------- ----------------------WX6 ------- _--- ----------- _______________________1____i ® VINYL PLANK Arlington, WA 98223 1 077124.A1 SEE-FINISH MATERIAL KEY ON SHEET A6.00 FOR PAINT COLORS. BUILDING PERMIT 08 19 2019 This drawing is: + i 1.Copyright 2019 Dykeman,Inc. 3++ 2.The Architect's Instrument of Professional Service. B 3.For use on this project only.Obtain Architect's B written permission for any other use or reproduction. i W .4 i 11AN _ WX.B PROJECT 2 I 1.11-E C-110B C-110 X.6 - - 2 ,,-E2 2018-015 I I WN.4 A2.11-E 4 3-Car Garage 11A C+++ MARK DATE DESCRIPTION 08/19/2019 BUILDING PERMIT N wzA4 104413.E Office C-110 j 101400.A3 I 1 C-111 � ---------------------------- PROJECT TEAM: PRINCIPAL IN CHARGE:j MS PROJECT MANAGER: DH PROJECTARC_.TECT:I DH 2 _ c-ill 0 _ r JOB CAPTAIN: SZ I I KEY PLAN Plans - Building E2 3 0 4 8 16 < ' ' ' e- A2.11-E2 � a Scale:1/8"=1'-0" Floor Plan - Level 1 - Building E2 NORTH \ 1/4"-1'-0" 2 3 4 5 1 2 3 4 5 General Notes- Roof Plans A. ROOF ELEVATIONS SHOWN ARE TO TOP OF ROOFING MATERIAL. B. SET INTERMEDIATE HEIGHT AS REQUIRED TO PROVIDE THE SLOPES INDICATED. C. PROVIDE TAPERED INSULATION CRICKETS CREATING POSITIVE DRAINAGE. D. REFER TO ROOF MANUFACTURERS STANDARD DETAILS FOR FLASHING AND INSTALLATION INSTRUCTIONS AROUND ROOF OPENINGS AND PENETRATIONS. MATERIAL LEGEND - ROOF ARCHITECTURE + DESIGN ROOF-ASPHALT SHINGLES D D ROOF-ICE&WATER SHIELD _ _ _ ROOF-TPO CRICKETS CONSULTANT: KEYNOTE LEGEND KEYNOTE KEYNOTE TEXT 073113 ASPHALT SHINGLES 07 7226.A1 ROOF VENTILATOR • �.M STATE OF WASHINGTON CPROJECT IDENTIFICATION: C Centennial Park in the City of Arlington FOR Centennial Park 5J LLC AT 172nd St NE and 67th Ave NE Arlington, WA 98223 — — — — — — — — — — 1 BUILDING PERMIT 08/19/2019 073113 This drawing is: 1.Copyright 2019 Dykeman,Inc. 2.The Architect's Instrument of Professional Service. B 3.For use on this project only.Obtain Architect's B written permission for any other use or reproduction. PROJECT 07 3113 2018-015 07 7226.A1 • MARK DATE DESCRIPTION 2"/1 ^ 2"/1 0' - 08/19/2019 BUILDING PERMIT I I I I PROJECT I I I PRINCIPAL IN CHARGE:I MS PROJECT MANAGER: DH PROJECT ARCHITECT:I DH 2 JOB CAPTAIN: SZ I I I A A B Q Roof Plan - Building E2 0 4' 8' 16' � ¢ �•. Scale:1/8"=1'-0" Roof Plan- BuildingE2 NORTH IFA� 1 114^=1'-0^ 1 2 3 4 5 1 2 3 4 5 General Notes-Reflected Ceilinq Plans A. ALL GWB.CEILING SCREW TO FLOOR JOIST MOUNTED RESILIENT CHANNELS, OR DIRECT SCREWS TO ROOF TRUSSES ABOVE,UNLESS OTHERWISE NOTED. B. PROVIDE SEISMIC BRACING AT ALL SUSPENDED CEILINGS.REFER TO TYPICAL CEILING DETAILS SHEET A9.30. C. CEILING AND SOFFIT HEIGHTS ARE FROM FINISHED FLOOR UNLESS OTHERWISE NOTED. D. CEILING TYPES-REFER TO MATERIAL LEGEND THIS SHEET. DYKEMAN E. PROVIDE CONTINOUS MEMBRANE AT RATED AT RATED FLOORICEILING AND ROOF/CEILING ASSEMBLIES ABOVE ALL SOFFITS AND LOWERED CEILINGS. F. ROOF CONSTRUCTION ASSEMBLIES-REFER TO BUILDING SECTIONS AND ROOF PLANS. ARCHITECTURE + DESIGN G. STRUCTURAL ELEMENTS ARE SHOWN FOR CONTRACTOR CONVENIENCE. REFER TO STRUCTURAL DRAWINGS FOR ACTUAL SIZE,LOCATION AND D SPACING. p H. MECHANICAL ELEMENTS ARE SHOWN FOR CONTRACTOR CONVENIENCE. - - 1716 - I. LOCATIONS OF SMOKE ALARMS,EMERGENCY LIGHTING,NIGHT LIGHTS AND EXIT SIGNAGE-REFER TO ELECTRICAL DRAWINGS. J. DOMESTIC WATER PIPING AND SPRINKLER PIPE NOT SHOWN FOR CLARITY. CONTRACTOR TO COORDINATE INSTALLATION OF THESE ELEMENTS WITH THOSE OF ALL OTHER TRADES. CONSULTANT: K. GWB CEILINGS TO BE INSTALLED PER MANUFACTURER'S REQUIREMENTS. L. REFER TO FINISH SCHEDULE FOR ADDITIONAL INFORMATION. M. WHERE SOFFITS OCCUR ABOVE CASEWORK UPPER CABINETS,SOFFIT ELEVATIONS ARE PROVIDED FOR REFERENCE.COORDINATE SOFFIT ELEVATION WITH CASEWORK AND REQUIRED VERTICAL CLEARANCES.REFER TO INTERIOR ELEVATIONS FOR ADDITIONAL INFORMATION. KEYNOTE LEGEND KEYNOTE KEYNOTETEXT • 9552 REGISTERED ARC HITECT MATERIAL LEGEND- RCP A L AA ON STEVENS STATE OF WASHINGTON C GYPSUM CEILING BOARD-DROP CEILING PROJECT IDENTIFICATION: C GYPSUM CEILING BOARD-ATTACHED TO STRUCTURE Centennial Park in FIBER CEMENT SOFFIT the City of Arlington FOR CEILING TAG-CEILING ELEVATION FROM FLOOR LEVEL Centennial Park 5J OTS OPEN TO STRUCTURE ABOVE-PAINT L L C SLOPED CEILING SLOPED WITH STRUCTURE SPOT ELEVATION AT 172nd St NE and 67th Ave SEE-FINISH MATERIAL KEY ON SHEET A6.00 FOR NE PAINT COLORS. Arlington, WA 98223 BUILDING PERMIT 08/19/2019 FIXTURE LEGEND - RCP This drawing is: 1.Copyright 2019 Dykeman,Inc. 1 CEILING FAN:2-STORY LOFTS 2.The Architect's Instrument of Professional Service. B 3.For use on this project only.Obtain Architect's B { written permission for any other use or reproduction. 5.5"LED RECESSED CAN LIGHT:CLOSETS AND F HALLWAYS PROJECT 0 7"LED RECESSED CAN LIGHT:PRIMARY SPACES _ 2018 015 pp BATHROOM FAN WITH HEATER • MARK DATE DESCRIPTION_ _ _ SC N O EXHAUST DUCT 08/19/2019 BUILDING PERMIT .1 PROJECT TEAM: @. PRINCIPAL IN?? CHARGE:I MS PROJECT MANAGER: I DH PROJECT ARCHITECT:I DH JOB CAPTAIN: SZ j. A A .._:. :.. ........:.......�.;..- :.,:..:;.:.�.... . . ........:.. .. .. -.,... RCP - Building 2 A 2 E n B C 0 4' 8' 16' ¢ ••. a RCP-Level 1 -Building E2 NORTH \ 1 2 3 4 5 1 2 3 4 5 General Notes- Exterior Elevations A. EXTERIOR MATERIAL TYPES-REFER TO MATERIAL LEGEND THIS SHEET. B. DOWNSPOUTS SUPPORTS-FOR DOWNSPOUTS UP TO 12'-0"IN LENGTH PROVIDE 2 PREFINISHED METAL STRAPS(TOP AND BOTTOM).12'-0"AND LONGER PROVIDE 3 PREFINISHED METAL STRAPS(TOP,MIDDLE AND BOTTOM). C. WALL TYPES-SEE SHEET A1.00 D. SEE SHEETS A7A3,A7.14 AND A7.15 FOR TYPICAL DOOR AND WINDOW DETAILS . E. REFER TO DETAIL AI/A7.13 FOR TYPICAL WINDOW FLASHING SEQUENCING F. EXTERIOR DETAILS-SEE A8.00 SERIES SHEETS G. KNOX BOX-PROVIDE A KNOX BOX AT EACH BUILDING AS SPECIFIED. COORDINATE LOCATION WITH THE OWNER AND THE FIRE MARSHAL H. ALIGN FIBER CEMENT PANEL HORIZONTAL JOINTS AT BUILDING CORNERS,TYP. ARCHITECTURE + DESIGN ° KEYNOTE LEGEND KEYNOTE KEYNOTE TEXT 073113 ASPHALT SHINGLES 07712301 PREFINISHED GUTTERCONSULTANT: 077124.A1 DOWNSPOUT 08 1000.A1 DOOR PER SCHEDULE 08 3700.A1 GARAGE DOORS PER SCHEDULE 084113.A1 ALUMINUM STOREFRONT 085313 VINYLWINDOWS 10 1400.A3 ROOM SIGNAGE WITH KEYPAD 233800 VENTILATION HOODS 260125 ELECTRICAL PANELS • �.nN STATE OF WASHINGTGN CPROJECT IDENTIFICATION: C Centennial Park in the City of Arlington FOR Centennial Park 5J y Y LLC Top of Roof _ TPP of Roof AT V7 1! 17' 172nd St NE and 67th Ave 07 3113 on,z3 0, N E Roof Plate o7712301 LRate Arlington, WA 98223 FX2 FX3 10'-0 1/2" 7 7124.A1 2" Al 084113.A1 FX2 BUILDING PERMIT <SF3) 260125 08/19/2019 07 7124.A1 This drawing is: Level 1 / _ Level 1 ,.Copyright 2019 Dykemen,Inc. 0" I �' 2.The Architect's Instrument of Professional Service. B 3.For use on this project only.Obtain Architect's B written permission for any other use or reproduction. PROJECT 3 Buildin E2- South Elevation 4 Buildin E2-West Elevations 2018-015 • MARK DATE DESCRIPTION 08/19/2019 BUILDING PERMIT n n n n n MATERIAL LEGEND- EXTERIOR ELEVATIONS Y Y Y Y Y FX1-CMU VENEER _I _ _ _ _ _ _ Top of Roof n _ _ _ I Top of RoopiIIII f n PROJECT TEAM- I imam, FX2 FX2-FIBER CEMENT LAP SIDING 07 7123 01 07 3113 PRINCIPAL IN CHARGE:I MS / _ _ _ _ Roof Plate _ _ _ _ _ _ Roof Plate PROJECT MANAGER: DH 23 3800 / 2" FX3-FIBER CEMENT SMOOTH PANEL JOB CAT ARCHITECT:I DH 10'-0 1/2" 07712301 10'-0 1/2" JOB CAPTAIN: SZ FX3 _ FX2 OS 4113 Ai V2-F 085313 A 07 7124.A1 0 07 7124.A1 [SF19 FX3 FX4-FIBER CEMENT ACCENT A Exterior Elevations - _ Level—I /� _ _ Level 1 0 FX5-STONE TILE Building E2 26 0125 101400.A3 0 4' 8' 16' a - �,,�Building E2- North Elevation �2�Building E2- East Elevation Scale:1/8—V-0" SEE-SHEET A1.00 WALL TYPES \ 1 2 3 4 5 1 2 3 4 5 KEYNOTE LEGEND KEYNOTE KEYNOTE TEXT ARCHITECTURE + DESIGN D estD CONSULTANT: • 9552 REGISTERED ARCHITECT 1 AT AA ON STEVENS STATE OF WASHINGTON P1.05 C PROJECT • C Centennial Park in 3." the City of Arlington 2 T FOR RWi _ To Rom Centennial Park 5J LLC — _ Roof PlaI AT 10'-0 1/2" Office 172nd St NE and 67th Ave c-110 N E Once Bathrcam Arlington, WA 98223 Level BUILDING PERMIT 08/19/2019 —III This drawing is: 1.Copyright 2019 Dykeman,Inc. Cross Section- Building 2E 2.The Architect's Instrument of Professional Sewice. B I L / 3.For use on this project only.Obtain Architect's B written permission for any other use or reproduction. PROJECT 2018-015 2 , P1.04 P1.04 B C • 2 MARK DATE DESCRIPTION 3„- 08/19/2019 BUILDING PERMIT I I I I I I R A _ Top of Roof Rw1 — 17 1" V PROJECT —— PRINCIPAL IN CHARGE:(MS _ -----_----_- -_----_----------_----_----_--- — _-_-_---_ _ Roof P�late PROJECT MANAGER: DH -- -� 10-0 1/2" `1 PROJECT ARCHITECT:(DH 3-Car Garag Office JOB CAPTAIN: SZ C-111 C-110 A Garage (Bathroom A Levell Sections - Building E2 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I — - - - - - - - — —III—III= a r,•. Transverse Section-Building�E WAS an 1 2 3 4 5 1 2 3 4 5 General Notes 1. CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND COORDINATE THE WORK OF ALL TRADES INVOLVED IN THE PROJECT AS PART OF'THIS FTHIS CONTRACT. u u 2. DO NOT SCALE THESE DRAWINGS.DUE TO REPROGRAPHIC PROCESSES THESE DRAWINGS MAY NOT BE TO SCALE.CONTACT `\ ARCHITECT FOR ANY NEEDED CLARIFICATION. 3. CONTRACTOR SHALL VERIFY CONDITIONS AT THE SITE AND REPORT DYKEMAN ALL DISCREPANCIES TO THE ARCHITECT BEFORE PROCEEDING WITH THE WORK. 4. CONTRACTOR SHALL PROVIDE A COMPLETE AND PROPER EXECUTION OF TE WORK ASON ALL DRAWINGS AND ARCHITECTURE + DESIGN BUILDING D BUILDING E SPEC FATIONS.IFDISCR P N ANCIES E LAYOUT,DIMENSONS,OR DETAICLS ARE FOUND BETWEEN ARCHITECTURAL,STRUCTURAL, D MECHANICAL,ELECTRICAL,CIVIL OR LANDSCAPE DRAWINGS, D CONTACT THE ARCHITECT IMMEDIATELY FOR CLARIFICATION - - West Ma,i,e BEFORE PROCEEDING. 5. REGULATIONS,STANDARDS,CONSTRUCTION,MATERIALS AND REQUIREMENTS FOR INSTALLATION OF MATERIALS SHALL CONFORM AND BE GOVERNED BY THE EDITION OF THE CODE IDENTIFIED IN THE CODES SHEET OF THESE DRAWINGS. CONSULTANT: 6. REFERENCING DRAWINGS IS FOR CONVENIENCE ONLY AND DOES NOT LIMIT APPLICATION FOR DRAWINGS OR DETAILS. 7. MATERIALS AND FINISHES LISTED ON INTERIOR AND EXTERIOR ELEVATIONS ARE FOR GENERAL INFORMATION AND CONVENIENCE OF THE CONTRACTOR AND ARE REFERENCED IN ADDITION TO MATERIALS AND FINISHES INDICATED OR SPECIFIED ELSEWHERE IN _ ____ THE DOCUMENTS. i -- 8. HEIGHT DIMENSIONS ARE GIVEN FROM FINISHED SLAB WHERE INDICATED.OR RELATIVE TO DATUM NOTED ON THE DRAWINGS. NW 9. N.I.C.EQUIPMENT IS FURNISHED AND INSTALLED BY OTHERS. J CONTRACTOR IS RESPONSIBLE FOR COORDINATION INSTALLATION - - � AND PERFORMING WORK REQUIRED DETAILS OR �\ SPECIFICATIONS FOR EQUIPMENT INSTALLATION. • 10.F.O.I.C.EQUIPMENT IS FURNISHED BY OTHERS AND INSTALLED AS PART OF THIS WORK.THE CONTRACTOR IS RESPONSIBLE FOR COORDINATING THE WORK AS REQUIRED FOR INSTALLATION. If.CONTRACTOR SHALL SEAL AROUND ALL PENETRATIONS FOR FIRE RATED WALLS,INCLUDING,BUT NOT LIMITED TO PIPING,DUCT, 4�1 CONDUIT,ETC.WITH FIRE STOPPING PER CODES THAT GOVERN THISSET OF DOCUMENTS. 12.CONTRACTOR SHALL MAINTAIN THE INTEGRITY OF THE VAPORBARRIER MEMBRANE AT THE FLOOR SLAB,WALLS,AND ROOF. BACKER ROD,SEALANT AND OTHER APPROVED MEANS SHALL BEENS APPLIED CONTINUOUSLY AROUND ALL EXTERIOR DOORS AND STATE OF wAsBwcTaN \ WORK POINT AT C, 1.1 WINDOW PENETRATIONS AND OTHER AREAS OF POTENTIAL AIR INFILTRATION,INCLUDING STRUCTURAL,MECHANICAL AND MN ELECTRICAL PENETRATIONS.THE CONTRACTOR SHALL REPAIR ANY C DAMAGE TO VAPOR BARRIER,OR REPLACE THEM PRIOR TO COVER, PROJECT IDENTIFICATION: C AS APPROVED. 13.THERMAL AND SOUND INSULATION IS INTENDED TO PROVIDE A III M 14.ALLLADA TOILETS,URNALS,ANDCONTINUOUS ENVELOPE AS ISTAL SSHALLMEETTHE Centennial Park in REQUIREMENTS OF THE CODES THAT GOVERN THIS SET OF I-T-I DOCUMENTS.ALL STANDARD(NON-ADA)TOILETS SHALL BE the City of Arlington L� CENTERED IN STALLS OR PARTITIONS AS APPLICABLE,UNLESS �J OTHERWISE NOTED, 7115.WHERE EXTERIOR CONCRETE WALKS AND LANDINGS ABUT FOR SECTOR 1 BUILDINGS,THEY SHALL BE SLOPED AWAY FROM THE BUILDING AS NOTED,BUT IN NO CASE LESS THAN.125'/12'. 16.MAINTAIN NOTED SLAB THICKNESS AT ALL RECESSED SLAB AREAS Centennial Park 5 J AND SLOPING SLABS. —— 17.ALL WOOD IN CONTACT WITH CMU,CONCRETE OR SOIL SHALL BE L L C PRESSURE TREATED,TYP.UON. 18.ALL FOAM PLASTIC INSULATION TO COMPLY WITH THE SURFACE BURNING CHARACTERISTICS DEFINED BY THE CODE THAT GOVERNS AT THIS SET OF DOCUMENTS. 19.SPECIAL INSPECTIONS SHALL BE PROVIDED AS REQUIRED BY THE JURISDICTION THAT GOVERNS THIS SET OF DOCUMENTS.SEE 172nd St NE and 67th Ave BUILDING C BUILDING F' - SPECIFICATION SECTION 014523 FOR ADDITIONAL INFORMATION. \ = 20.DRAWING KEYNOTES DO NOT CORRELATE DIRECTLY TO INDIVIDUAL NE _= SPECIFICATION SECTIONS. / 21.BUILDINGINSPECTION SHALL BE PERFORMED THROUGHOUT THE Arlington, WA 98223 _ DURATION OF CONSTRUCTION.THE FREQUENCY OF INSPECTION IS IDENTIFIED IN THE CONTRACT.INSPECTIONS WILL BE PERFORMED ON SITE.INSPECTIONS WILL BE DOCUMENTED AND RECORDED AS BUILDING PERMIT DEEMED NECESSARY BY THE PROJECT ENGINEER. 08/1 9/201 9 SECTOR 2 This drawing is: C7 1.Copyright 2019 Dykeman,Inc. I{m 2.The Architect's Instrument of Professional Service. B N C 3.For use on this project only.Obtain Architect's B LLLJJJ written permission for any other use or reproduction. PROJECT NUMBER 2018-015 50'-1 114' 5'-6" 44'-7114 • MARK DATE DESCRIPTION 08/19/2019 BUILDING REVISION A, C k! FPROJECT PRINCIPAL IN CHARGE:I MS w PROJECT MANAGER: DH PROJECT ARCHITECT:I DH JOB CAPTAIN: SZ A BUILDING B — BUILDING G - BUILDING H A 0 -- - ----------------------.------ Location Plan - Building KEY PLAN NOTE:REFER TO SHEET SDI.1 FOR RELATIONSHIP OF WORKPOINT TO SITE. 0 8' 16' 32' � a ••. Buildin F - Location Plan 1 1/16"=1'0" Scale:1/16"=T-0" . ' NORTHzi 1 2 3 4 5 1 2 3 4 5 General Notes- Floor Plans A. EXTERIOR DIMENSIONS ARE TO THE OUTSIDE FACE OF CONCRETE FOUNDATION WALLS,FACE OF MASONRY WALLS,OR TO THE OUTSIDE FACE OF STUDS UNLESS OTHERWISE NOTED.DIMENSIONS TO MASONRY A C D 3 E F G UNITS ARE NOMINAL UNLESS OTHERWISE NOTED. B. DIMENSIONS AT UNIT DEMISING WALLS ARE TO CENTERLINE OF WALL. C. INTERIOR DIMENSIONS ARE TO THE FACE OF CONCRETE,MASONRY,OR FACE OF STUDS AT FRAME WALLS,AND TO CENTERLINE OF COLUMNS DYKEMAN UNLESS OTHERWISE NOTED. D. DIMENSIONS LOCATING DOORS,WINDOWS AND RELIGHTS ARE TO NOMINAL MASONRY OPENING OR TO FINISH OPENING UNLESS OTHERWISE NOTED. ARCHITECTURE + DESIGN E. SEE WALL TYPES ON SHEETS A1.00 FOR TYPICAL WALL CONSTRUCTION ASSEMBLIES. D F. ALL NON-BEARING WALLS ARE FULL HEIGHT TO UNDERSIDE OF ROOF p DECK OR FLOOR ABOVE. G LLEXTWOI(2) WALLS. SEALANT BEADS BENEATH STUD TRACK AT A H. CONTRACTOR SHALL PROVIDE CONTINUOUS HORIZONTAL BLOCKING AT A2 11 ALL WALL MOUNTED LAVATORIES,DRINKING FOUNTAINS,CASEWORK, MIRRORS,HANDRAILS,ETC.REFER TO ARCHITECTURAL INTERIORCONSULTANT: ELEVATIONS. I. SEE DETAIL SHEET A6.01 FOR TYPICAL MOUNTING HEIGHTS FOR WALL �A� 2 MOUNTED ACCESSORIES AND EQUIPMENT. V-6" y y O RK POINT C 24:-10" J. SEE FLOOR FINISH PLANS FOR TRANSITION DETAILS AND THRESHOLDS. K. ELECTRICAL PANELS,TRANSFORMERS,BOILERS,AIR HANDLING UNITS, AND DUCTWORK WHEN SHOWN,ARE INDICATED FOR CONTRACTOR 1 1 Fit FIN \\ 1 1 CONVENIENCE. L. SEE REFLECTED CEILING PLAN FOR CEILING MOUNTED EQUIPMENT. M. THE GENERAL CONTRACTOR SHALL PROVIDE CONCRETE HOUSEKEEPING �\ PADS AT MINIMUM 3 1/2"THICK CONCRETE WITH 6 X 6 M2.9 X 2.9 W W F REINFORCING UNLESS OTHERWISE NOTED OR REQUIRED ELSEWHERE IN Stair F104 THESE DOCUMENTS.PAD DIMENSIONS SHALL BE A MINIMUM 4"GREATER A - -I- ---- IN HORIZONTAL DIMENSION THAN BASE OF THE EQUIPMENT MOUNTED U1 UP f WN.4 4 THEREON,UNLESS OTHERWISE NOTED.EXACT PAD LOCATIONS SHALL BE • BALCONY VERIFIED IN THE FIELD. ABOVE I\ "AI N. CONTRACTOR TO CONFIRM ALL CLEARANCE REQUIREMENTS AS NOTED 2 ON DETAIL A6.01 and A6.02. U9 3.10. O. REFER TO DETAILS ON SHEET VA7.10 FOR TYPICAL DOOR CLEARANCES. �95522" P. SEE FLOOR PLANS AND BUILDING SECTIONS FOR LOCATION OF DETAILS WX6 WX.6FOR TYPICAL FLOOR-TO-FOUNDATION FLOOR-TO-WALL WALL-TO-ROOF ASSEMBLIES AND HEADER,SILL AND SOFFIT CONSTRUCTION. 11 11 . CONTRACTOR SHALL SEAL AROUND ALL PENETRATIONS AT FIRE RATED 4 6'-4" Q 1 A WX.6 I WALLS,INCLUDING BUT NOT LIMITED TO PIPING,DUCTS,CONDUIT,ETC., STATE OF wnsewciaN 4.10.E 10 _ WITH Si PER I.B.C.REQUIREMENTS. ELEVATIONS FOR WINDOW AND LOUVER TYPES AND t_ �1 U6 --------------- ---- I - DETAILS. I S. SEE ENLARGED PLANS FOR ADDITIONAL DIMENSIONAL AND NOTE C 2 Bed Rom - INFORMATION. PROJECT IDENTIFICATION: C Townho e I T. TYPICAL WALLS: -- AT RESIDENTIAL UNIT INTERIORS WALL TYPE WN.411; - 1 - v AT COMMERCIAL INTERIORS WALL TYPE .6 Centennial Park In 4.12-F TYPE WN.6 AT DEMISING WALLS,WALL TYPE WND.412A; AT PLUMBING WALLS,WHERE WATER CLOSET OCCURS,WALL TYPE j WN.6 - 00 UNLESS OTHERWISE NOTED. the City OI Arlington 11A 3 U. EXTERIOR WALL TYPE TO BE WX.611,TYP.LION.REFER TO PLANS, a ,• FLOOR OVERHANG ELEVATIONS,AND SHEET A1.00 FOR EXTERIOR FINISH WALL TYPES AND FOR WX.6 WND.4 - ABOVE EXTENT. 2 - _ _ _ _ _ _ _ Centennial Park 5J WX.6 WN.4 DW - LALC N 1,A o - REF. I� J MATERIAL LEGEND- FLOOR FINISHES BALCONY U' U9 z ® CARPET 172nd St NE and 67th Ave - 1 ABOVE I �______ __ Of ® NE TYP. 10 1400.A1 - -�`-_-_-_ W N.4 ¢a VINYL PLANK 2 Sim ------- 11A J o Arlington, WA 98223 12 104413.B 4.12- WN.4 e - W'.6 11A _ _ _ _ SEE-FINISH MATERIAL KEY ON SHEET A6.00 FOR PAINT COLORS. BUILDING PERMIT 1 Bed Room --I------ 08/19/2019 o Z_ 1 A2.11- TYPE B 3 Sim - This drawing is: 1.Copyright 2019 Dykeman,Inc. 410- U9 KEYNOTE LEGEND 2.The Architect's Instrument of Professional Service. B 3.For use on this project only.Obtain Architect's B KEYNOTEI KEYNOTE TEXT written permission for any other use or reproduction. 2'-6" 5'-0" 3'-5" PROJECT 077124.A1 DOWNSPOUT -i 077124 Al 101400.A1 UNI Sit WITH LIGHTING TYP. 1104413.E FIRE EXTINGUISHER CABINET 2018-015 12 93 13.A1 I BICYCLE RACKS A 12 93 13.A1 TYP. � I 1 • MARK DATE DESCRIPTION r 1 WX.6 WN.4 '-10' 08/19/2019 BUILDING REVISION a I I � A2.12- F___________Lj J 1 oc __ ___ __ 3 _ _ ------- SEE 4 _ __ A2.12-- -i --- 4 SEE DRAWING A2.11- 4 _ ___ _ __________ P O 1/Al.12-F WND.4 z_6, -- --- ---------- 2A PROJECT Bedroom - --- - __________ PRINCIPAL IN CHARGE: MS ^n j ' PROJECT MANAGER: DH U10 / WN'4 \�vU PROJECT ARC DHHITECT:I JOB CAPTAIN: SZ 11A Stair F-EX 1 A �j e A 5,_6. 2,_q„ 22'_6" 19'-91/4" 50'-11 ----- Floor Plan - Level 1 - ----- KEYPLAN Building F A C D E F G 0 2' 4' 8' Ak 4 • Building F- Floor Plan - Level 1 - Sector 1 Scale:1/4"=T-O" . 1/4"=1._0" NO TH 1 2 3 4 5 1 2 3 4 5 General Notes- Floor Plans A. EXTERIOR DIMENSIONS ARE TO THE OUTSIDE FACE OF CONCRETE FOUNDATION WALLS,FACE OF MASONRY WALLS,OR TO THE OUTSIDE FACE OF STUDS UNLESS OTHERWISE NOTED.DIMENSIONS TO MASONRY UNITS ARE NOMINAL UNLESS OTHERWISE NOTED. B. DIMENSIONS AT UNIT DEMISING WALLS ARE TO CENTERLINE OF WALL. 3 C. INTERIOR DIMENSIONS ARE TO THE FACE OF CONCRETE,MASONRY,OR A C D 3.10- E F G FACE OF STUDS AT FRAME WALLS,AND TO CENTERLINE OF COLUMNS DYKEMAN UNLESS OTHERWISE NOTED. D. DIMENSIONS LOCATING DOORS,WINDOWS AND RELIGHTS ARE TO NOMINAL MASONRY OPENING OR TO FINISH OPENING UNLESS OTHERWISE NOTED. E. SEE WALL TYPES ON SHEETS A1.00 FOR TYPICAL WALL CONSTRUCTION ASSEMBLIES. ARCHITECTURE + DESIGN D F. ALL NON-BEARING WALLS ARE FULL HEIGHT TO UNDERSIDE OF ROOF p DECK OR FLOOR ABOVE. - - G. APPLY TWO(2)CONTINUOUS SEALANT BEADS BENEATH STUD TRACK AT _ ALL EXTERIOR STUD WALLS. WX.6 WN.4 H. CONTRACTOR SHALL PROVIDE CONTINUOUS HORIZONTAL BLOCKING AT ALL WALL MOUNTED LAVATORIES,DRINKING FOUNTAINS,CASEWORK, MIRRORS,HANDRAILS,ETC.REFER TO ARCHITECTURAL INTERIORCONSULTANT: F-----------' ELEVATIONS. - ---------- I. SEE DETAIL SHEET A6.01 FOR TYPICAL MOUNTING HEIGHTS FOR WALL MOUNTED ACCESSORIES AND EQUIPMENT. J. SEE FLOOR FINISH PLANS FOR TRANSITION DETAILS AND THRESHOLDS. K. ELECTRICAL PANELS,TRANSFORMERS,BOILERS,AIR HANDLING UNITS, AND DUCTWORK WHEN SHOWN,ARE INDICATED FOR CONTRACTOR 4 - - - - - �12-- ---- - --------- - - 4 CONVENIENCE. SEE DRAWING 11 4 --- -- ---------- L. SEE REFLECTED CEILING PLAN FOR CEILING MOUNTED EQUIPMENT. I � I � 1/A1.11-F WND.4 2'-6", o ---------- M. THE GENERAL CONTRACTOR SHALL PROVIDE CONCRETE HOUSEKEEPING 4 PADS AT MINIMUM 3 1/2"THICK CONCRETE WITH 6 X 6 M12.9 X 2.9 W W F REINFORCING UNLESS OTHERWISE NOTED OR REQUIRED ELSEWHERE IN LL i THESE DOCUMENTS.PAD DIMENSIONS SHALL BE A MINIMUM 4"GREATER Bedroom -- --- - ---------- IN HORIZONTAL DIMENSION THAN BASE OF THE EQUIPMENT MOUNTED '-'-=' THEREON,UNLESS OTHERWISE NOTED.EXACT PAD LOCATIONS SHALL BE Eo VERIFIED IN THE FIELD. e WX.6 / Stair F-EX 1 N. CONTRACTOR TO CONFIRM ALL CLEARANCE REQUIREMENTS AS NOTED 2 I ON DETAIL A6.011 and A6.02. / O. REFER TO DETAILS ON SHEET 11A7.10 FOR TYPICAL DOOR CLEARANCES. 9552 REGISTERED WN 4 I 12 93 13.A1 Typ, P. SEE FLOOR PLANS AND BUILDING SECTIONS FOR LOCATION OF DETAILS ARC HITECT _ 1'-6' I, - FOR TYPICAL FLOORADEFOUNDATION,FLOORONSTRLL,WALL-TO-ROOF I� ASSEMBLIES AND HEADER,SILL AND SOFFIT CONSTRUCTION. Q. CONTRACTOR SHALL SEAL AROUND ALL PENETRATIONS AT FIRE RATED U5 U6 - Typ A L AA ON STEVENS WALLS,INCLUDING BUT NOT LIMITED IR PIPING,DUCTS,CONDUIT,ETC., I 077124.A1 STATE OF WASHINGTGN 2'-6" 8'-4" I WITH FIRESTOPPING PER I.B.C.REQUIREMENTS. R. SEE EXTERIOR ELEVATIONS FOR WINDOW AND LOUVER TYPES AND O DETAILS.S. SEE ENLARGED PLANS FOR ADDITIONAL DIMENSIONAL AND NOTE C 3 (NIF TYPICAL WALLS: C T. 4.10- o o ..• IDENTIFICATION: � a i AT RESIDENTIAL UNIT INTERIORS WALL TYPE WN.411; • AT COMMERCIAL INTERIORS WALL TYPE WN.611A; Centennial Park In • AT DEMISING WALLS,WALL TYPE WND.412A; lJ 1 Bed Room AT PLUMBING WALLS,WHERE WATER CLOSET OCCURS,WALL TYPE - ,p2 WN.4 _ _ _ _ I_ _ wN.6„A, the City of Arlington WX.6 TYPE A „A -T UNLESS OTHERWISE NOTED. 11 - WNA - U. EXTERIOR WALL TYPE TO BE WX.611,TYP.LOW REFER TO PLANS, _ 2 -------- ----- ELEVATIONS,AND SHEET A1.00 FOR EXTERIOR FINISH WALL TYPES AND FOR 104413.B - EXTENT. 4.12- o TYP. 101400.A1 - - - - - - -p Centennial Park 5J BALCONY ABOV U, i ,5'-6" �'-a" LLC MATERIAL LEGEND- FLOOR FINISHES AT O O WX.611 WN.4 11A DW - REF. ® CARPET 172nd St NE and 67th Ave NE VINYL PLANK Arlington, WA 98223 WND.4 WN6 o z SEE-FINISH MATERIAL KEY ON SHEET A6.00 FOR PAINT COLORS. BUILDING PERMIT o O W A 08/19/2019 gyp_ This drawing is: 1.Copyright 2019 Dykeman,Inc. 2 Bed Room KEYNOTE LEGEND 2.The Architect's Instrument of Professional Service. B i Townhouse � 3.For use on this project only.Obtain Architect's B WX.6 ipi - II KEYNOTE KEYNOTE TEXT written permission for any other use or reproduction. TYPE B U6 --- ------- - --- ------- 071 . DOWNSPOUT PROJECT 2'-4" 6'-4" ---- r 10 7140024.A A11 UNIT SIGNAGE WITH LIGHTING 104413.E FIRE EXTINGUISHER CABINET 2018-015 WX.6 WX.6 WN.4 129313.A1 BICYCLE RACKS 11 11 4.12-F WN.4 11A 6 2" „A WX.6 FLOOR OVERHANG ABOVE U9 0 BALCONY ABOVE __ _ MARK DATE DESCRIPTION 08/19/2019 BUILDING REVISION Ui U „A _ Stair F101 _- - - - - O - 7/) IyPli 7.1 7.1 3 F PROJECT A2.11- PRINCIPAL IN CHARGE:(MS PROJECT MANAGER: DH PROJECT JOB CAPTAIN:CHITECT: SZ A 5'-6- 2'-4„ 22,-6,� 19'-911" e_ A 50'-1 1/4' Floor Plan - Level 1 - KEYPLAN Building F 0 2' 4' S' a •- �,,�Building F- Floor Plan - Level 1 -Sector 2 Scale:1/4"=T-O" . NO TH 1 2 3 4 5 1 2 3 4 5 General Notes- Floor Plans A. EXTERIOR DIMENSIONS ARE TO THE OUTSIDE FACE OF CONCRETE FOUNDATION WALLS,FACE OF MASONRY WALLS,OR TO THE OUTSIDE 3 FACE OF STUDS UNLESS OTHERWISE NOTED.DIMENSIONS TO MASONRY A C D 3.14 E F G UNITS ARE NOMINAL UNLESS OTHERWISE NOTED. B. DIMENSIONS AT UNIT DEMISING WALLS ARE TO CENTERLINE OF WALL. A2 11- C. INTERIOR DIMENSIONS ARE TO THE FACE OF CONCRETE,MASONRY,OR FACE OF STUDS AT FRAME WALLS,AND TO CENTERLINE OF COLUMNS DYKEMAN UNLESS OTHERWISE NOTED. 2 D. DIMENSIONS LOCATING DOORS,WINDOWS AND RELIGHTS ARE TO LL GL 2 3/4" NOMINAL E SONRY OTED.OPENING OR TO FINISH OPENING UNLESS OTHERW ARCHITECTURE + DESIGN E. SEE WALL TYPES ON SHEETS A1.00 FOR TYPICAL WALL CONSTRUCTION ASSEMBLIES. D 1.1 1.1 F. ALL NON-BEARING WALLS ARE FULL HEIGHT TO UNDERSIDE OF ROOF p ____ ___________________________________________________�_________ __________________________ ______________________ _____I _ _ est _ . ABOVE. DECK OR G. PPLY ONTINUOUS SEALANT S BENEATH STUD LL 1 H. CONETRACTTWO OR SHALL ROV DE CONTINUOUS HORIZONTAL BLOCKING AT XTERIO W A D o I O --U9-------U9---- ALL WALL MOUNTED LAVATORIES,DRINKING FOUNTAINS,CASEWORK, ?� - MIRRORS,HANDRAILS,ETC.REFER TO ARCHITECTURAL INTERIOR • I I i I i i I I WN q fn i ELEVATIONS. WX.6 11A WN.4 I. SEE DETAIL SHEET A6.01 FOR TYPICAL MOUNTING HEIGHTS FOR WALL 11 �, MOUNTED ACCESSORIES AND EQUIPMENT. J. SEE FLOOR FINISH PLANS FOR TRANSITION DETAILS AND THRESHOLDS. U 8 � U5 3 " U8 US 3.10. K. ELECTRICAL PANELS,TRANSFORMERS,BOILERS,AIR HANDLING UNITS, I AND DUCTWORK WHEN SHOWN,ARE INDICATED FOR CONTRACTOR WX.6 CONVENIENCE. 11 9'-7" 5'-10. 9'-5" 5'-10" 2'-3^ L. SEE REFLECTED CEILING PLAN FOR CEILING MOUNTED EQUIPMENT. M. THE GENERAL CONTRACTOR SHALL PROVIDE CONCRETE HOUSEKEEPING ._ PADS AT MINIMUM 3 1/2"THICK CONCRETE WITH 6 X 6 NJ2.9 X 2.9 W W F REINFORCING UNLESS OTHERWISE NOTED OR REQUIRED ELSEWHERE IN U10 U6 - N.6 THESE DOCUMENTS.PAD DIMENSIONS SHALL BE A MINIMUM 4"GREATER WNA II Q a IN HORIZONTAL DIMENSION THAN BASE OF THE EQUIPMENT MOUNTED • w 2 Bell Room 11A _ W'.6 THEREON,UNLESS OTHERWISE NOTED.EXACT PAD LOCATIONS SHALL BE To In --- ------- IOJ VERIFIED IN THE FIELD. 104T " N. CONTRACTOR TO CONFIRM ALL CLEARANCE REQUIREMENTS AS NOTED Sim ON DETAIL A6.01 and A6.02. - 2_ 0. REFER TO DETAILS ON SHEET VA7.10 FOR TYPICAL DOOR CLEARANCES. �15520WNA IP. SEE FLOOR PLANS AND BUILDING SECTIONS FOR LOCATION OF DETAILS FORTYPICALFLOOR-TO-FOUNDATION,FLOOR-TO-WALL,WALL-TO-ROOF Z1 � ASSEMBLIES AND HEADER,SILL AND SOFFIT CONSTRUCTION. wy _ Q. CONTRACTOR SHALL SEAL AROUND ALL PENETRATIONS AT FIRE RATED WND.4 I - N.4 WALLS,INCLUDING BUT NOT LIMITED TO PIPING,DUCTS,CONDUIT,ETC., STATE OF wgsHwciaN WITH FIRESTOPPING PER I.B.C.REQUIREMENTS. 10 as OVER ANG R. SEE EXTERIOR ELEVATIONS FOR WINDOW AND LOUVER TYPES AND DETAILS. rWN - S. SEE ENLARGED PLANS FOR ADDITIONAL DIMENSIONAL AND NOTE T. TYPICAL WALLSI FSim1 - AT RESIDENTIAL UNIT INTERIORS WALL TYPE WN.411; 3 I WX.6 AT COMMERCIAL INTERIORS WALL TYPEWN.611A; Centennlal Park In 11 - AT DEMISING WALLS,WALL TYPE WND.412A;IAT PLUMBING WALLS,WHERE WATER CLOSET OCCURS,WALL TYPEUNLE11A; the City of Arlington U4 UNLESS OTHERWISE NOTED.U. EXTERIOR WALL TYPE TO BE WX.611,TYP.UON.REFER TO PLANS, i I ELEVATIONS,AND SHEET A1.00 FOR EXTERIOR FINISH WALL TYPES AND FOR 00 WN.4 EXTENT. Centennial Park 5J 1 Bed RoomWN.4 , A2,,- LLC ";;6MATERIAL LEGEND- FLOOR FINISHESAT -------- 6'-6518" - -4'-,11/4„-- 4'-41/8" 2'-9" 4'-6" ® CARPET 172nd St NE and 67th Ave Sim WN 4 VINYL PLANK NE WND.4 11A ® Arlington, WA 98223 SEE-FINISH MATERIAL KEY ON SHEET A6.00 FOR PAINT COLORS. BUILDING PERMIT - - - u2 3 08/19/2019 WX.6 WNA IIA WN_4 2'-10" 11A - WH - 11A -- WN.6 - 077124.A1 Typ, This drawing is: 12R 1.Copyright 2019 Dykeman,Inc. 1 U8 U8 V12R - 3.10. KEYNOTE LEGEND 2.The Architect's Instrument of Professional Service. B - _ 3.For use on this project only.Obtain Architect's B w - _ - --- -- KEYNOTE KEYNOTE TEXT written permission for any other use or reproduction. A2.12- WNA 4'-8" � �_� _ ___� " U2 05 5200.A1 18"DEEP BOLT-ON PREFABRICATED METALPROJECT WALLS ALIGN WNA13'=10' " .1'-91/4^ BALCONY:ONE PIECE FULLY-WELDED ALUMINUM I --- -- CONSTRUCTION WITH A POWDER COAT FINISH. G Studio 10.-0" 3 _ _ __ __ 1/4"X 3"ALUMINUM SLAT FLOOR.REF.TO STRUC. 201 8-01 J _ _ DRAWINGS FOR CONNECTION DETAILS. U U4 202 - - - -- - - - - _ --- _ --- - - q 077124.A1 DOWNSPOUT A2.12-FF A211- q 101400.A7 UNIT SIGNAGE WITH LIGHTING • O 055200.A1 104413.B FIRE EXTINGUISHER CABINET 4 MARK DATE DESCRIPTION WN.4 101400.A1 ITYP. - 08/19/2019 BUILDING REVISION 5'-0"NOM. O A2.12- WN.6 __ WX.6 10 4413.13 2 11 - J 101400.A1 TY. REF WX.6 DW O O 12R U2 ! F C SEE DRAWING 1 PROJECT TEAM: 1/A1.22-F WND.4 PRINCIPAL IN CHARGE:1 MS PROJECT MANAG DH �2--9" 4'-6" PROJECT ARCHITEER:CT:1 DH JOB CAPTAIN: 1 SZ A 5,-6" 1 2'-4" 1 22'-6" 19'-9ilk ,-• A 50'-1 1/4" "' ' ---------- Floor Plan - Level 2 - A C D E F G KEY PLAN Building F 0 2' 4' 8' a • Building F- Floor Plan - Level 2-Sector 1 �i14" Scale:1/4"=T-0" . NO TH 1 2 3 4 5 1 2 3 4 5 General Notes- Floor Plans A. EXTERIOR DIMENSIONS ARE TO THE OUTSIDE FACE OF CONCRETE FOUNDATION WALLS,FACE OF MASONRY WALLS,OR TO THE OUTSIDE FACE OF STUDS UNLESS OTHERWISE NOTED.DIMENSIONS TO MASONRY UNITS ARE NOMINAL UNLESS OTHERWISE NOTED. B. DIMENSIONS AT UNIT DEMISING WALLS ARE TO CENTERLINE OF WALL. C. INTERIOR DIMENSIONS ARE TO THE FACE OF CONCRETE,MASONRY,OR FACE OF STUDS AT FRAME WALLS,AND TO CENTERLINE OF COLUMNS DYKEMAN UNLESS OTHERWISE NOTED. D. DIMENSIONS LOCATING DOORS,WINDOWS AND RELIGHTS ARE TO NOMINAL MASONRY OPENING OR TO FINISH OPENING UNLESS OTHERWISE NOTED. ARCHITECTURE + DESIGN E. SEE WALL TYPES ON SHEETS A1.00 FOR TYPICAL WALL CONSTRUCTION ASSEMBLIES. D F. ALL NON-BEARING WALLS ARE FULL HEIGHT TO UNDERSIDE OF ROOF D DECK OR FLOOR ABOVE. - - Marine G. APPLY TWO(2)CONTINUOUS SEALANT BEADS BENEATH STUD TRACK AT ALL EXTERIOR STUD WALLS. H. CONTRACTOR SHALL PROVIDE CONTINUOUS HORIZONTAL BLOCKING AT ALL WALL MOUNTED LAVATORIES,DRINKING FOUNTAINS,CASEWORK, MIRRORS,HANDRAILS,ETC.REFER TO ARCHITECTURAL INTERIORCONSULTANT: ELEVATIONS. I. SEE DETAIL SHEET A6.01 FOR TYPICAL MOUNTING HEIGHTS FOR WALL g MOUNTED ACCESSORIES AND EQUIPMENT. J. SEE FLOOR FINISH PLANS FOR TRANSITION DETAILS AND THRESHOLDS. A C D 3.10- E F G K. ELECTRICAL PANELS,TRANSFORMERS,BOILERS,AIR HANDLING UNITS, AND DUCTWORK WHEN SHOWN,ARE INDICATED FOR CONTRACTOR CONVENIENCE. L. SEE REFLECTED CEILING PLAN FOR CEILING MOUNTED EQUIPMENT. M. THE GENERAL CONTRACTOR SHALL PROVIDE CONCRETE HOUSEKEEPING PADS AT MINIMUM 3 1/2"THICK CONCRETE WITH 6 X 6 NJ2.9 X 2.9 W W F REINFORCING UNLESS OTHERWISE NOTED OR REQUIRED ELSEWHERE IN THESE DOCUMENTS,PAD DIMENSIONS SHALL BE A MINIMUM 4"GREATER IN HORIZONTAL DIMENSION THAN BASE OF THE EQUIPMENT MOUNTED • �12- THEREON,UNLESS OTHERWISE NOTED.EXACT PAD LOCATIONS SHALL BE A2.11- 4 1 1 1 1 1 1 VERIFIED IN THE FIELD. l�1 J N. CONTRACTOR TO CONFIRM ALL CLEARANCE REQUIREMENTS AS NOTED 4 ON DETAIL A6.01 and A6.02. 0. REFER TO DETAILS ON SHEET 1IA7.10 FOR TYPICAL DOOR CLEARANCES. 9552 REGISTERED P. SEE FLOOR PLANS AND BUILDING SECTIONS FOR LOCATION OF DETAILS ARCHITECT WN.6 _ __ FOR TYPICAL FLOOR-TO-FOUNDATION,FLOOR-TO-WALL,WALL-TO-ROOF A2.12- L 12R - ASSEMBLIES AND HEADER,SILL AND SOFFIT CONSTRUCTION. WX.6 10 4413.B Q. CONTRACTOR SHALL SEAL AROUND ALL PENETRATIONS AT FIRE RATED A L AA ON STEVENS 1 it101400.A1 N. WALLS,INCLUDING BUT NOT LIMITED TO PIPING,DUCTS,CONDUIT,ETC., STATE OF WASHINGTON 2 FTT-- Q Q - - WITH FIRESTOPPING PER I.B.C.REQUIREMENTS. SEE DRAWING WX 6 DW REF. _g WN.6 R. SEE EXTERIOR ELEVATIONS FOR WINDOW AND LOUVER TYPES AND DETAILS. 1/A1.21-F O S. SEE ENLARGED PLANS FOR ADDITIONAL DIMENSIONAL AND NOTE C 5 - - - U2 - 5 INFORMATION. PROJECT • IDENTIFICATION: C T. TYPICAL WALLS: WND.4 AT RESIDENTIAL UNIT INTERIORS WALL TYPE WNA 11; �41 AT COMMERCIAL INTERIORS WALL TYPE WIN 611A; =I WNA ATDEMISINGWALLS,WALL TYPE WND.4,2A; Centennial Park In -F A AT PLUMBING WALLS,WHERE WATER CLOSET OCCURS,WALL TYPE 6'-91/2" 4'-81/2' 4'-4" 2'�9" 4'-6" wN.611A; the City of Arlington UNLESS OTHERWISE NOTED. WX.6 U. EXTERIOR WALL TYPE TO BE WX.611,TYP.UON.REFER TO PLANS, 1 Bfd Room 11 ELEVATIONS,AND SHEET A1.00 FOR EXTERIOR FINISH WALL TYPES AND FOR 201 U8 EXTENT. M. Centennial Park 5J O „A LLC WX.6 j - J I wN.4 MATERIAL LEGEND- FLOOR FINISHES AT 101.12- CARPET U4 o = 172nd St NE and 67th Ave - '-W NOM NE T I WX6 ry ® VINYL PLANK Arlington, WA 98223 WX.6 W Aq - -- 11A - 11 1----- FL SEE-FINISH MATERIAL KEY ON SHEET A6.00 FOR PAINT COLORS. BUILDING PERMIT _ 08/19/2019 0 2 This drawing is: .10-F 1.Copyright 2019 Dykeman,Inc. '-10" J WN.6 ° KEYNOTE LEGEND 2.TheArchitect's Instrument of Professional Service. B - IN 3.3.For use on this project only.Obtain Architect's B 11A o 2'-10" 1A KEYNOTE KEYNOTE TEXT written permission for any other use or reproduction. o WN.4 U7 0 iiac:) 07 7124.A1 DOWNSPOUTPROJECT WX.6 101400.A1 UNIT POUT WITH LIGHTING 11 WN.4 iv - 104413.E FIRE EXTINGUISHER CABINET 2018-015 WN.4 WN.6 r. WX.6 To Room -- -1-- -- 11A 11 To U70 • 101T - 9'-7" 5'-10" 9'-5" 5'-10" MARK DATE DESCRIPTION WX.6 `R D OF 0 8/1 912 01 9 BUILDING REVISION 11 US WN'4 US ERI iANG 3'-8" 14 US WN.4 1 WX.6 'l` _ 11A WN4 U9 F PROJECT TEAM: PRINCIPAL INCHARGE:1 MS 07 7124.A1 WX6 7.1EIHPROJECT M 2 3/4" PROJECT ARCHITECT: DH 11 JOB CAPTAIN: 1 SZ A 2'-4" 22'-6" 19'-911" 1 s_ A 1 50'-1 1/4'1 1 1 Floor Plan - Level 2 - A C D E F G KEY PLAN Building F 0 2' 4' 8' a • Building F - Floor Plan - Level 2 - Sector 2 Scale:1/4"=1'-0" . NO TH 1 2 3 4 5 1 2 3 4 5 General Notes- Floor Plans A. EXTERIOR DIMENSIONS ARE TO THE OUTSIDE FACE OF CONCRETE FOUNDATION WALLS,FACE OF MASONRY WALLS,OR TO THE OUTSIDE 3 FACE OF STUDS UNLESS OTHERWISE NOTED.DIMENSIONS TO MASONRY UNITS ARE NOMINAL UNLESS OTHERWISE NOTED. A T T 11 3.10. T T B. DIMENSIONS AT UNIT DEMISING WALLS ARE TO CENTERLINE OF WALL. C. INTERIOR DIMENSIONS ARE TO THE FACE OF CONCRETE,MASONRY,OR FACE OF STUDS AT FRAME WALLS,AND TO CENTERLINE OF COLUMNS DYKEMAN UNLESS OTHERWISE NOTED. 2 D. DIMENSIONS LOCATING DOORS,WINDOWS AND RELIGHTS ARE TO NOMINAL MASONRY OPENING OR TO FINISH OPENING UNLESS OTHERWISE NOTED. ARCHITECTURE + DESIGN E. SEE WALL TYPES ON SHEETS A1.00 FOR TYPICAL WALL CONSTRUCTION ASSEMBLIES. D F. ALL NON-BEARING WALLS ARE FULL HEIGHT TO UNDERSIDE OF ROOF D DECK OR FLOOR ABOVE. - - Marine 1 1 G. ALL EXTERIOR STUD CONTIN SS SEALANT BEADS BENEATH STUD TRACK AT H. CONTRACTOR SHALL PROVIDE CONTINUOUS HORIZONTAL BLOCKING AT ALL WALL MOUNTED LAVATORIES,DRINKING FOUNTAINS,CASEWORK, MIRRORS,HANDRAILS,ETC.REFER TO ARCHITECTURAL INTERIORCONSULTANT: ELEVATIONS. I. SEE DETAIL SHEET A6.01 FOR TYPICAL MOUNTING HEIGHTS FOR WALL 2 MOUNTED ACCESSORIES AND EQUIPMENT. J. SEE FLOOR FINISH PLANS FOR TRANSITION DETAILS AND THRESHOLDS. 3.10. K. ELECTRICAL PANELS,TRANSFORMERS,BOILERS,AIR HANDLING UNITS, AND DUCTWORK WHEN SHOWN,ARE INDICATED FOR CONTRACTOR CONVENIENCE. L. SEE REFLECTED CEILING PLAN FOR CEILING MOUNTED EQUIPMENT. M. THE GENERAL CONTRACTOR SHALL PROVIDE CONCRETE HOUSEKEEPING _ PADS AT MINIMUM 3 1/2"THICK CONCRETE WITH 6 X 6/W2.9 X 2.9 W WF REINFORCING UNLESS OTHERWISE NOTED OR REQUIRED ELSEWHERE IN THESE DOCUMENTS.PAD DIMENSIONS SHALL BE A MINIMUM 4"GREATER IN HORIZONTAL DIMENSION THAN BASE OF THE EQUIPMENT MOUNTED • THEREON,UNLESS OTHERWISE NOTED.EXACT PAD LOCATIONS SHALL BE VERIFIED IN THE FIELD. OOF BE N. CONTRACTOR TO CONFIRM ALL CLEARANCE REQUIREMENTS AS NOTED ON DETAIL A6.01 and A6.02. 0. REFER TO DETAILS ON SHEET VA7.10 FOR TYPICAL DOOR CLEARANCES. 9552 REGISTERED P. SEE FLOOR PLANS AND BUILDING SECTIONS FOR LOCATION OF DETAILS ARCHITECT 1 4'-61/8" 9'-619/32" FOR TYPICAL FLOOR-TO-FOUNDATION,FLOOR-TO-WALL,WALL-TO-ROOF 23 3800 07 7124.A1 ASSEMBLIES AND HEADER,SILL AND SOFFIT CONSTRUCTION. QHIH . CONTRACTOR SHALL SEAL AROUND ALL PENETRATIONS AT FIRE RATED A L AA ON STEVENS TYP WALLS,INCLUDING BUT NOT LIMITED TO PIPING,DUCTS,CONDUIT,ETC., WX.6 WITH FIRESTOPPING PER I.B.C.REQUIREMENTS. STATE OF WASHINGTON 11 R. SEE EXTERIOR ELEVATIONS FOR WINDOW AND LOUVER TYPES AND DETAILS. S. SEE ENLARGED PLANS FOR ADDITIONAL DIMENSIONAL AND NOTE C TR IT INFORMATION. PROJECT C W 0 _ T. TYPICAL WALLS: IDENTIFICATION: -J l 10 T WN.4 _ AT RESIDENTIAL UNIT INTERIORS WALL TYPE WN.411; 5 - 11A WX6 iv AT COMMERCIAL INTERIORS WALL TYPE WIN 611A; ri L_ 12F WA NS'-0"NOM. 11 AT DEMISINGWALLS,WALL TYPE WND.412A; Centennial Park In AT PLUMBING WALLS,WHERE WATER CLOSET OCCURS,WALL TYPE -- WN.6,IA; the City of Arlington �L U4 3 - _ UNLESS OTHERWISE NOTED. O O O ^ U. EXTERIOR WALL TYPE TO BE WX.611,TYP.UON.REFER TO PLANS, WN.4 ELEVATIONS,AND SHEET A1.00 FOR EXTERIOR FINISH WALL TYPES AND FOR 0 EXTENT. WX.6 Centennial Park 5J I _ 4 � - 1 Bed R6om - __ W N. 1 A2.11- L L C NY 6' 6�, O u8 4 us ,_0�� MATERIAL LEGEND- FLOOR FINISHES AT - - - - - - - - -` N 7'-2" ® CARPET 172nd St NE and 67th Ave I 2_g I NE I i � VINYL PLANK WND.4 ® Arlington, WA 98223 11-F WX6 SEE-FINISH MATERIAL KEY ON SHEET A6.00 FOR PAINT COLORS. BUILDING PERMIT 3 - - - - U2 - 3 wx.s 08 19 2019 WH WN.6 This drawing is: 1 - 2' 10" _'4_12R,_ _ 3.10. 1.Copyright 2019 Dykeman,Inc. U6 KEYNOTE LEGEND 2.The Architect's lnstrumen[of Professional Service. B 1 (L 3.For use on this project only.Obtain Architect's B O U8 q•_g^ KEYNOTE KEYNOTE TEXT written permission for any other use or reproduction. w _ A212 Sim _ _ _ _ 077124.A1 IDOWNSPOUT PROJECT 411 U2 101400.A1 UNIT SIGNAGE WITH LIGHTING 3 104413.E FIRE EXTINGUISHER CABINET 2018-015 _ --- _ 233800 VENTILATION HOODS Studio ------- A2.12- --- -- A2.11- q 302 U6 ____ __ ___ • Sim I 4 MARK DATE DESCRIPTION -� - - - - - - --- __ ROOF 08/19/2019 BUILDING REVISION 12-F I I OVERH NG M�j �12�F �' WN.6 10140.At TYE. 2 O -� 104413.B WN.6 WX.6 DW ( }'I' O RE I 12R 5 EE DRAWING U2 WX_g - 5 F 1/A1.32-F WND.4 PROJECT PRINCIPAL IN CHARGE:j MS PROJECT MANAGER: DH PROJECT ARCHITECT:I DH JOB CAPTAIN: SZ 5'-6" 2'-4" 1 42'-31/4" A U A WN.6 50'-11/4" O LIGN 11A WALLS ------ Floor Plan - Level 3 - ---- A C D F G KEY PLAN Building F 0 2' 4' 8' Ak < • Building F - Floor Plan - Level 3 - Sector 1 Scale:1/4"=T-0" . NO TH 1 2 3 4 5 1 2 3 4 5 General Notes- Floor Plans A. EXTERIOR DIMENSIONS ARE TO THE OUTSIDE FACE OF CONCRETE FOUNDATION WALLS,FACE OF MASONRY WALLS,OR TO THE OUTSIDE FACE OF STUDS UNLESS OTHERWISE NOTED.DIMENSIONS TO MASONRY UNITS ARE NOMINAL UNLESS OTHERWISE NOTED. B. DIMENSIONS AT UNIT DEMISING WALLS ARE TO CENTERLINE OF WALL. C. INTERIOR DIMENSIONS ARE TO THE FACE OF CONCRETE,MASONRY,OR FACE OF STUDS AT FRAME WALLS,AND TO CENTERLINE OF COLUMNS DYKEMAN UNLESS OTHERWISE NOTED. D. DIMENSIONS LOCATING DOORS,WINDOWS AND RELIGHTS ARE TO NOMINAL MASONRY OPENING OR TO FINISH OPENING UNLESS OTHERWISE NOTED. ARCHITECTURE + DESIGN E. SEE WALL TYPES ON SHEETS A1.00 FOR TYPICAL WALL CONSTRUCTION ASSEMBLIES. D F. ALL NON-BEARING WALLS ARE FULL HEIGHT TO UNDERSIDE OF ROOF D DECK OR FLOOR ABOVE. - - Marine G. APPLY TWO(2)CONTINUOUS SEALANT BEADS BENEATH STUD TRACK AT ALL EXTERIOR STUD WALLS. H. CONTRACTOR SHALL PROVIDE CONTINUOUS HORIZONTAL BLOCKING AT ALL WALL MOUNTED LAVATORIES,DRINKING FOUNTAINS,CASEWORK, MIRRORS,HANDRAILS,ETC.REFER TO ARCHITECTURAL INTERIORCONSULTANT: ELEVATIONS. I. SEE DETAIL SHEET A6.01 FOR TYPICAL MOUNTING HEIGHTS FOR WALL A T T 8 T MOUNTED ACCESSORIES AND EQUIPMENT. J. SEE FLOOR FINISH PLANS FOR TRANSITION DETAILS AND THRESHOLDS. K. ELECTRICAL PANELS,TRANSFORMERS,BOILERS,AIR HANDLING UNITS, AND DUCTWORK WHEN SHOWN,ARE INDICATED FOR CONTRACTOR CONVENIENCE. L. SEE REFLECTED CEILING PLAN FOR CEILING MOUNTED EQUIPMENT. M. THE GENERAL CONTRACTOR SHALL PROVIDE CONCRETE HOUSEKEEPING .-D', PADS AT MINIMUM 31/2"THICK CONCRETE WITH 6 X6 AN2.9 X 2.9 WWF 1 REINFORCING UNLESS OTHERWISE NOTED OR REQUIRED ELSEWHERE IN Studio 4.11-F __ THESE DOCUMENTS.PAD DIMENSIONS SHALL BEAM INIMUM 4"GREATER A2 12- --- - IN HORIZONTAL DIMENSION THAN BASE OF THE EQUIPMENT MOUNTED • 302 U6 ---=---- ___ THEREON,UNLESS OTHERWISE NOTED.EXACT PAD LOCATIONS SHALL BE A2.11- q _; VERIFIED IN THE FIELD. I 4 N. CONTRACTOR TO CONFIRM ALL CLEARANCE REQUIREMENTS AS NOTED Sim 4 - - --- ___ __ ON DETAIL A6.01 and A6.02. O. REFER TO DETAILS ON SHEET 11A7.10 FOR TYPICAL DOOR CLEARANCES. 9552 REGISTERED 4.12- ROOF P. SEE FLOOR PLANS AND BUILDING SECTIONS FOR LOCATION OF DETAILS ARCHITECT OVERHANG w - - - - - - FOR TYPICAL FLOOR-TO-FOUNDATION,FLOOR-TO-WALL,WALL-TO-ROOF A2.12- I ASSEMBLIES AND HEADER,SILL AND SOFFIT CONSTRUCTION. WN.6 10 140.At TYE. Q. CONTRACTOR SHALL SEAL AROUND ALL PENETRATIONS AT FIRE RATED A L AA ON STEVENS _ _ WALLS,INCLUDING BUT NOT LIMITED TO PIPING,DUCTS,CONDUIT,ETC., WN.6 STATE OF WASHINGTON 2 0 7REF �--� 104413.B 12R I WITH FIRESTOPPING PER I.B.C.REQUIREMENTS. WX.6 DW I R. SEE EXTERIOR ELEVATIONS FOR WINDOW AND LOUVER TYPES AND -I� O DETAILS. _ _ _ _ _ S. SEE ENLARGED PLANS FOR ADDITIONAL DIMENSIONAL AND NOTE C 5 EE DRAWING U2 WX.6 5 INFORMATION. PROJECT IDENTIFICATION: C T. TYPICAL WALLS: 1/A1.31-F WND.4 AT RESIDENTIAL UNIT INTERIORS WALL TYPE WN.411; Sim 12A 2 ATCOMMERCIALINTERIORSWA WND.4WN.611A; Centennial Park In 4.11- WN 4 rn AT DEMISING WALLS,WALL TYPE WND.412A; 11A - AT PLUMBING WALLS,WHERE WATER CLOSET OCCURS,WALL TYPE j CL 2'-6" 6'-6" 5'-4" 4'-0" 7'-2" UNLESS OTHERWISE NOTED. the City OI Arlington m U. EXTERIOR WALL TYPE TO BE WX.611,TYP.UON.REFER TO PLANS, U5 � ELEVATIONS,AND SHEET A1.00 FOR EXTERIOR FINISH WALL TYPES AND FOR U8 _ U7 _ EXTENT. WN6 Centennial Park 5J N I I I WALLS - - 7 Bed Room I J - L L C 301 i :E1 11Aa wN.a o MATERIAL LEGEND- FLOOR FINISHES AT O Ct Sim I 3 ® CARPET uq 5 0 0 0 172nd St NE and 67th Ave O WN.6 5'-0"NOM. NE 11A I ® VINYL PLANK I I J wN.4 Arlington, WA 98223 WX.6 - WN.4 L-_11A SEE-FINISH MATERIAL KEY ON SHEET A6.00 FOR PAINT COLORS. BUILDING PERMIT 6 - - ---- - - - - 6 08/19/2019 I This drawing is: 1.Copyright 2019 Dykeman,Inc. KEYNOTE LEGEND 2.The Architect's Instrument of Professional Service. B 23 31100 07 7124.A1 3.For use on this project only.Obtain Architect's B KEYNOTE KEYNOTE TEXT written permission for any other use or reproduction. 077124.A1 DOWNSPOUT •JECT NUMBER 01400.A1 UNIT SIGNAGE WITH LIGHTING 104413.E FIREEXTINGUISHERCABINET 2018-015 1233800 IVENTILATION HOODS I I L • MARK DATE DESCRIPTION 0811912019 BUILDING REVISION - - - - - - - - - - - - - - - - - - - I I I ; � PROJECT F - - 7.1 PRINCIPAL IN CHARGE: MS PROJECT MANAGER: DH 3 50' 11/4'� PROJECT ARCHITECT:I DH JOB CAPTAIN: SZ V-6" 2'-4" A2.11- 42'-31/4" "• A A Floor Plan - Level 3 - A C D F G KEY PLAN Building F 0 2' 4' 8' < • Building F- Floor Plan - Level 3-Sector 2 Scale:1/4"=T-O" . NO TH 1 2 3 4 5 1 2 3 4 5 General Notes-Roof Plans A. ROOF ELEVATIONS SHOWN ARE TO TOP OF ROOFING MATERIAL. B. SET INTERMEDIATE HEIGHT AS REQUIRED TO PROVIDE THE SLOPES INDICATED. C. PROVIDE TAPERED INSULATION CRICKETS CREATING POSITIVE DRAINAGE. D. REFER TO ROOF MANUFACTURERS STANDARD DETAILS FOR FLASHING AND INSTALLATION INSTRUCTIONS AROUND ROOF OPENINGS AND PENETRATIONS. MATERIAL LEGEND- ROOF ARCHITECTURE + DESIGN ROOF-ASPHALT SHINGLES D D ROOF-ICE&WATER SHIELD _ _ _ ROOF-TPOCRICKETS CONSULTANT: KEYNOTE LEGEND KEYNOTE KEYNOTE TEXT 073„3 ASPHALT SHINGLES 077,2301 PREFINISHED GUTTER 077226.A1 ROOF VENTILATOR • A C D F G 9552 REGISTERED ARC HITECT A L AA ON STEVENS — 3"/,'-0" ,i li 1 I III C I�li Ili -• IDENTIFICATION: C iI Ili 07712301 Centennial Park in the City of Arlington FOR ---------------------------- ------------------T--------_ - Centennial Park 5J IIII LLC AT II II II 172nd St NE and 67th Ave FrJ NE Arlington, WA 98223 - - BUILDING PERMIT 08/19/2019 I This drawing is: ,.Copyright 2019 Dykemn,Inc. li I i i li 2.The Architect's Instrument of Professional Service. B 3.For use on this project only.Obtain Architect's B li li written permission for any other use or reproduction. II I II PROJECT I II _-------------------- ------- -------t-------=11 - 2018-015 II �I II II II II [;l • III MARK DATE DESCRIPTION 07 7123 01 O8/19/2019 BUILDING REVISION II II lii I li I I I IIII -------------------------- PROJECT TEAM- PRINCIPAL IN CHARGE:I MS III 07 7123 01 PROJECT MANAGER: I DH PROJECT ARCHITECT:I DH JOB CAPTAIN: I SZ 3"/1'-0" 7 A A Roof Plan - Building F 0 4' 6' 16' Ali < •- �,��Building F - Roof Plan Scale:1/6 V-0" . NO FTH 1 2 3 4 5 1 2 3 4 5 General Notes-Reflected Ceilinq Plans A. ALL GWB.CEILING SCREW TO FLOOR JOIST MOUNTED RESILIENT CHANNELS, OR DIRECT SCREWS TO ROOF TRUSSES ABOVE,UNLESS OTHERWISE NOTED. B. PROVIDE SEISMIC BRACING AT ALL SUSPENDED CEILINGS.REFER TO TYPICAL CEILING DETAILS SHEET A9.30. C. CEILING AND SOFFIT HEIGHTS ARE FROM FINISHED FLOOR UNLESS OTHERWISE NOTED. D. CEILING TYPES-REFER TO MATERIAL LEGEND THIS SHEET. DYKEMAN E. PROVIDE CONTINOUS MEMBRANE AT RATED AT RATED FLOORICEILING AND ROOF/CEILING ASSEMBLIES ABOVE ALL SOFFITS AND LOWERED CEILINGS. F. ROOF CONSTRUCTION ASSEMBLIES-REFER TO BUILDING SECTIONS AND ROOF PLANS. ARCHITECTURE + DESIGN G. STRUCTURAL ELEMENTS ARE SHOWN FOR CONTRACTOR CONVENIENCE. REFER TO STRUCTURAL DRAWINGS FOR ACTUAL SIZE,LOCATION AND D SPACING. 0 H. MECHANICAL ELEMENTS ARE SHOWN FOR CONTRACTOR CONVENIENCE. - - I. LOCATIONS OF SMOKE ALARMS,EMERGENCY LIGHTING,NIGHT LIGHTS AND EXIT SIGNAGE-REFER TO ELECTRICAL DRAWINGS. J. DOMESTIC WATER PIPING AND SPRINKLER PIPE NOT SHOWN FOR CLARITY. CONTRACTOR TO COORDINATE INSTALLATION OF THESE ELEMENTS WITH THOSE OF ALL OTHER TRADES. CONSULTANT: K. GWB CEILINGS TO BE INSTALLED PER MANUFACTURER'S REQUIREMENTS. L. REFER TO FINISH SCHEDULE FOR ADDITIONAL INFORMATION. M. WHERE SOFFITS OCCUR ABOVE CASEWORK UPPER CABINETS,SOFFIT ELEVATIONS ARE PROVIDED FOR REFERENCE.COORDINATE SOFFIT ELEVATION WITH CASEWORK AND REQUIRED VERTICAL CLEARANCES.REFER TO INTERIOR ELEVATIONS FOR ADDITIONAL INFORMATION. • KEYNOTE LEGEND �AA�N KEYNOTE KEYNOTE TEXT A C D E F G A C D E F G STATE OF wASHiNGTON 1.1 1.1 C OTS C - B Centennial Park in 1� the City of Arlington s` FOR MATERIAL LEGEND- RCP Centennial Park 5J J 2 j 2 GYPSUM CEILING BOARD DROPCEILING LLC _ V , GYPSUM CEILING BOARD-ATTACHED TO 7' 7" STRUCTURE 172nd St NE and 67th Ave • " e FIBER CEMENT SOFFIT NE ;_:a 0 B•-6• B'-D. Arlington, WA 98223 T-7' 6' 6 CEILING TAG-CEILING ELEVATION FROM BUILDING PERMIT FLOOR LEVEL 08/19/2019 OTS OPEN TO STRUCTURE ABOVE-PAINT — — ___---1 3 — ---1 3 This drawing is: SLOPEDJ CEILING SLOPED WITH STRUCTURE ' r 8'-0" r1.Copyright 2019 Dykeman,Inc. cts Instrument of Professional TS SPOT ELEVATION 3.For use on this project only.Obtain A ch teers ice. B Q I � 6,-0, OTS J � i ir� 7 T �izo � written permission for any other use or reproduction. PROJECT NUMBER 4 — — — —ii � ''.'� 4 SEE-FINISH MATERIAL KEY ON SHEET A6.00 FOR m - PAINTCOLORS. 2018-015 . :: zo 8 0 I III f;.`::,' I I I • 5 FIXTURE LEGEND- RCP MARK DATE DESCRIPTION 08/19/2019 BUILDING REVISION CEILING FAN:2-STORYLOFTS 8 0" ;•`!�,+_ 0 HALLWAR9 CESSED CAN LIGHT:CLOSETS AND 1'; . ;;1 7'-7" 0 7"LED RECESSED CAN LIGHT:PRIMARY SPACES 8'-0" � >. _ _ 6 ,.` - 6 ❑ BATHROOM FAN WITH HEATER PRINCIPAL IN CHARGEA MS �''7 Cr:'. EXHAUST DUCT PROJECT MANAGERT:: DH H T-7" PR E TAR HITEC D OJ C C -.�:.::::.;:, _�.�; • `,,,�:-`,�.,?t•:�-9.1-"9_,`,`,� JOB CAPTAIN: I SZ A A RCP - Building F OPEN TO- ABOVE cro — Fo 5'-6' 2'-4" 22' 6" 18'-8 /4' 0 4' 8' 16' ¢ 7.1 5'-6" 2'-4" 22,-6" 19'-9 /4" 7.1 Scale:1/8"=T-0" NO TH • BuildingF- RCP- Level 1 2 Buildin F- RCP- Level 2 2 3 4 5 1 2 3 4 5 General Notes-Reflected Ceilinq Plans A. ALL GWB.CEILING SCREW TO FLOOR JOIST MOUNTED RESILIENT CHANNELS, OR DIRECT SCREWS TO ROOF TRUSSES ABOVE,UNLESS OTHERWISE NOTED. B. PROVIDE SEISMIC BRACING AT ALL SUSPENDED CEILINGS.REFER TO TYPICAL CEILING DETAILS SHEET A9.30. C. CEILING AND SOFFIT HEIGHTS ARE FROM FINISHED FLOOR UNLESS OTHERWISE NOTED. D. CEILING TYPES-REFER TO MATERIAL LEGEND THIS SHEET. DYKEMAN E. PROVIDE CONTINOUS MEMBRANE AT RATED AT RATED FLOORICEILING AND ROOF/CEILING ASSEMBLIES ABOVE ALL SOFFITS AND LOWERED CEILINGS. F. ROOF CONSTRUCTION ASSEMBLIES-REFER TO BUILDING SECTIONS AND ROOF PLANS. ARCHITECTURE + DESIGN G. STRUCTURAL ELEMENTS ARE SHOWN FOR CONTRACTOR CONVENIENCE. REFER TO STRUCTURAL DRAWINGS FOR ACTUAL SIZE,LOCATION AND D SPACING. p H. MECHANICAL ELEMENTS ARE SHOWN FOR CONTRACTOR CONVENIENCE. - - 1716 - I. LOCATIONS OF SMOKE ALARMS,EMERGENCY LIGHTING,NIGHT LIGHTS AND EXIT SIGNAGE-REFER TO ELECTRICAL DRAWINGS. J. DOMESTIC WATER PIPING AND SPRINKLER PIPE NOT SHOWN FOR CLARITY. CONTRACTOR TO COORDINATE INSTALLATION OF THESE ELEMENTS WITH THOSE OF ALL OTHER TRADES. CONSULTANT: K. GWB CEILINGS TO BE INSTALLED PER MANUFACTURER'S REQUIREMENTS. L. REFER TO FINISH SCHEDULE FOR ADDITIONAL INFORMATION. M. WHERE SOFFITS OCCUR ABOVE CASEWORK UPPER CABINETS,SOFFIT ELEVATIONS ARE PROVIDED FOR REFERENCE.COORDINATE SOFFIT ELEVATION WITH CASEWORK AND REQUIRED VERTICAL CLEARANCES.REFER TO INTERIOR ELEVATIONS FOR ADDITIONAL INFORMATION. • KEYNOTE LEGEND �AA�N KEYNOTE KEYNOTE TEXT STATE OF WASHINGTON A 4CD YFC — — — — — — — — — 1 ..• • C I I Centennial Park in the City of Arlington FOR I I MATERIAL LEGEND- RCP Centennial Park 5J LLC r 2 GYPSUM CEILING BOARD-DROP CEILING T AT ❑ j{ _ A GYPSUM ILINGBOARD-ATTACHED TO STRUCTURE 172nd St NE and 67th Ave 8 0 q k - FIBER CEMENT SOFFIT NE SLOPED g 0- Arlington, WA 98223 CEILING TAG-CEILING ELEVATION FROM BUILDING PERMIT FLOOR LEVEL 08/19/2019 OTS OPEN TO STRUCTURE ABOVE-PAINT 3 This drawing is: SLOPED CEILING SLOPED WITH STRUCTURE 1.Copyright 2019 Dykeman,Inc. B _ 2.The Architect's Instrument of Professional Service. _ SPOT ELEVATION 3.For use on this project only.Obtain Architect's B written permission for any other use or reproduction. PROJECT NUMBER r SLOPED—[3— — 4 SEE-FINISH MATERIAL KEY ON SHEET A6.00 FOR PAINT COLORS. 8..°... 2018-015 ,,-,,, ; r 5 FIXTURE LEGEND- RCP MARK DATE DESCRIPTION 8 0 8'-0 08/19/2019 BUILDING REVISION CEILING FAN:2-STORY LOFTS ,�,Q /� ❑ 8 -0 5.5"LED RECESSED CAN LIGHT:CLOSETS AND SLO`PED - ° HALLWAYS ff o 7"LED RECESSED CAN LIGHT:PRIMARY SPACES L g ZI BATHROOM FAN WITH HEATER PROJECT PRINCIPAL IN CHARGE:I MS — — — EXHAUST DUCT PROJECT MANAGER: DH PROJECT ARCHITECT: DH JOB CAPTAIN: SZ _ �'• A I I A RCP - Building F L I 1 _ _ _ - - — — — — — o a' a' 16' g Scale:1/8"=T-0" . J'��BLfilcflnq -RCP-Level 3 NO TH 1 2 3 4 5 1 2 3 4 5 1.1 1 2 3 4 5 6 7 7.1 KEYNOTE LEGEND Top of Roof KEYNOTE KEYNOTE TEXT 055200.A1 18"DEEP BOLT-ON PREFABRICATED METAL BALCONY:ONE PIECE FULLY-WELDED ALUMINUM CONSTRUCTION WITH A POWDER COAT FINISH.1/4"X 3"ALUMINUM SLAT FLOOR.REF.TO STRUC.DRAWINGS FOR CONNECTION DETAILS. DYKEMAN V3-F V3-F -V5-F=V3-F=V5-F V3 F �V3-F Upper Roof Plate 073113 ASPHALT SHINGLES 31'-01/2" 07712301 PREFINISHED GUTTER 077124.At DOWNSPOUT ARCHITECTURE + DESIGN 081000.Al DOOR PER SCHEDULE V3 V7-F V3 V7-F V3 073113 085313 VINYLWINDOWS D � ® - 101400.A1 UNIT SIGNAGE WITH LIGHTING p 07712301 101400.A2 ROOM SIGNAGE V5-F V3-F V5-F' - _ Val 3 101400.A4 BUILDING IDENTIFICATION SIGNAGE:24"X24"X6MM DIDBOND IN ALUMINUM 21 -0" IDENTIFICATION LETTER MOUNTED W ITH SILICONE AND FOAM TAPE OVER 36"X36" FX2 - - - - - X3MM DIDBOND IN DARK BRONZE BACKGROUND SUBSTRATE PANEL.SCREW AND Lower Roof Plate SILICONE ATTACHMENT TO WALL. 19'-61/2" 104413.B FIRE EXTINGUISHER CABINETCONSULTANT: V3 V3 V\6-F \V� 3 V3 077124.A1 129313.At BICYCLE RACKS 055200.A1 233800 VENTILATION HOODS 260125 ELECTRICAL PANELS Level 2 - _ - - 10'-66 General Notes-Exterior Elevations FX3 085313 A. EXTERIOR MATERIAL TYPES-REFER TO MATERIAL LEGEND THIS SHEET. - o �V3 V3 V1 1 V3 OS 1000.A1 B. DOWNSPOUTS SUPPORTS-FOR DOWNSPOUTS UP TO 12'-0"IN LENGTH PROVIDE 2 PREFINISHED METAL STRAPS(TOP AND BOTTOM).12'-0"AND LONGER PROVIDE 3 PREFINISHED METAL STRAPS(TOP,MIDDLE AND BOTTOM). C. WALL TYPES-SEE SHEET A1.00 • Level 1 D. SEE SHEETS A7.13,A7.14 AND A7.15 FOR TYPICAL DOOR AND WINDOW DETAILS 104413.B 104413.B 101400.A1 0 E. REFER TO DETAIL AI/A7.13 FOR TYPICAL WINDOW FLASHING SEQUENCING F. EXTERIOR DETAILS-SEE A8.00 SERIES SHEETS Building F-West Elevation G. KNOXBOX-PROVIDEAKNOXBOXATEACHBUILDINGASSPECIFIED. 4 1/8"-1'0" COORDINATE LOCATION WITH THE OWNER AND THE FIRE MARSHAL �.�N H. ALIGN FIBER CEMENT PANEL HORIZONTAL JOINTS AT BUILDING CORNERS,TYP. STATE OF WASHINGTGN G F D C A A C D F G 23 3800 Q _ _ _ _ _ _ _ _ _ Top of Roof _ _ _ _ _ _ _ _ _ Top of Roof C PROJECT IDENTIFICATION: Centennial Park in V3-F 3- 3-F V3-F 101aoo.Aa -/ 1 _ _ �p Roof Plate _ _ _ _ Upper Roof Plate 31'-01/� I - 31'-01/2" the City of Arlington rb FX2 / (\ !Q FOR 07 7124.A1 Centennial Park 5J _Level3 0771 3_0, - - - - // - - Level / LLC 2170 - - - 21'--0' 233800 Lower Roof Plate y Lower Roof Plate 19'-6 1/2" 085313 � / 19'-6 1/2" AT V3 V3 FX3 © V10-F FX3 172nd St NE and 67th Ave I v14-F 07 7124.A1 I N E Level 2 Level 2 10' - + - - - - - - 10,_6 Arlington, WA 98223 p8s313 BUILDING PERMIT V3 p 08/19/2019 FX1 FX1 _Level 1 Level 1 n 1.Copyright drawing Is: 0" 260125 701400.A2 0" 1 1.The Arcects Dykemen,Inc. 2.The Architect's Instrument of Professional Service. B 3.For use on this project only.Obtain Architect's B Building F-North Elevation Building F-South Elevation written permission for anyother use orreproduction. L 1/8"=1'-0" J 1/8"=V-0" PROJECT 2018-015 7.1 7 6 5 4 3 2 1 1.1 104413.B 101400.A1 - - - _ Top of Roof 38'-6" MARK DATE DESCRIPTION 08/19/2019 BUILDING REVISION I I I I I I V3-F V3-F U� ep r Roof Plate 085313 - 1�m 31'-01//2 MATERIAL LEGEND- EXTERIOR ELEVATIONS V3 V1FX1-CMUVENEER 07 3113 ..•Level 3 FX2-FIBER CEMENT LAP SIDING_ PRINCIPALIN CHARGE: MS 1007 7123 01 _233800 _ Lower Roof Plate PROJECT MANAGER: I19'-6 1/2" FX3-FIBER CEMENT SMOOTH PANEL PROJECT ARCHITECT: DH077124.At V1 V3 V3 V1 V3 V3 V1 JOB CAPTAIN: SZ �� A FX3 L2V21 2 /1 FX4-FIBER CEMENT ACCENT A < ♦ 1o'-s^ Exterior Elevations - 7 °o- FXS-STONE TILE Building F 4. FX1 ]ONW, Level 1 n o a' a' 16' 0' 12 93 13.A1� Scale:1/8"_T-0"Building F-East Elevation � SEE-SHEET A1.00 WALL TYPES \ 1 2 3 4 5 1 2 3 4 5 KEYNOTE LEGEND KEYNOTE KEYNOTE TEXT 055200.A1 18"DEEP BOLT-ON PREFABRICATED METAL BALCONY:ONE PIECE FULLY-WELDED ALUMINUM CONSTRUCTION WITH A POWDER COAT FINISH.1/4"X 3"ALUMINUM SLAT FLOOR.REF.TO STRUC.DRAWINGS FOR CONNECTION DETAILS. . 07712301 PREFINISHED GUTTER YKEMAN 077124.A1 DOWNSPOUT 081000.Al DOOR PER SCHEDULE ARCHITECTURE + DESIGN 101400.Al UNIT SIGNAGE WITH LIGHTING 129313.A1 BICYCLE RACKS D 233800 VENTILATION HOODS p General Notes-Exterior Elevations A. EXTERIOR MATERIAL TYPES-REFER TO MATERIAL LEGEND THIS SHEET. CONSULTANT: B. DOWNSPOUTS SUPPORTS-FOR DOWNSPOUTS UP TO 12'-0-IN LENGTH PROVIDE 2 PREFINISHED METAL STRAPS(TOP AND BOTTOM).12'-0"AND LONGER PROVIDE 3 PREFINISHED METAL STRAPS(TOP,MIDDLE AND BOTTOM). C. WALL TYPES-SEE SHEET A1.00 E SEE SHEETS A7.13,A7.14 AND A7.15 FOR TYPICAL DOOR AND WINDOW DETAILS E. REFER TO DETAIL A11A7.13 FOR TYPICAL WINDOW FLASHING SEQUENCING F. EXTERIOR DETAILS-SEE A8.00 SERIES SHEETS G. KNOX BOX-PROVIDE A KNOX BOX AT EACH BUILDING AS SPECIFIED. COORDINATE LOCATION WITH THE OWNER AND THE FIRE MARSHAL H. ALIGN FIBER CEMENT PANEL HORIZONTAL JOINTS AT BUILDING CORNERS,TYP. • E F G G F E 9552 ARC HITEECTCT ARCH To opRofpof8of f 3 6R 3 A L AA ON ITEIEN111 STATE OF WASHINGTGN _ _Upper Roof Plate _ Upper Roof Plate G Fx3 31'-0 l FX3 31'-0 1/2" • • o 101400.A7 rill IFX2 FX2 o I 081000.A7 Centennial Park in OS 5200.A7 Level _ _Level3 the City of Arlington — 21'-0" o771z3o1 21 _0„ FOR 07 712 - 07712301 4.A1 , G Centennial Park 5J 07 7124.A1 10 1400.A1 I I OS 5200.A1 I I 08 1000.A1 L L C Level 2 / _ _Level 2 23 3800 10'_6„ I 23 3800 1 O,_6" AT 172nd St NE and 67th Ave 12 93 13.A1 12 93 13.A1 NE FX, FX,Level Arlington, WA 98223 _1 n _Leve101 �1 BUILDING PERMIT Building F-Stair- North Building F- air-South 08/19/2019 A . This drawing is: 1.Copyright 2019 Dykeman,Inc. 2.The Architect's Instrument of Professional Service. B 3.For use on this project only.Obtain Architect's B written permission for any other use or reproduction. PROJECT A C D D C A _ Top of Roo _ Top of Roof 2018-015 38,-6" 38-6" • MARK DATE DESCRIPTION Upper Roof Plate _ _Upper Roof Plate 08/19/2019 BUILDING REVISION 31'-01/� 31'-01/ FX2 FX2 MATERIAL LEGEND- EXTERIOR ELEVATIONS Level _ _Level 3 FX1-CMU VENEER f1'-0" 21'-0" PROJECT TEAM: FX3 FX2-FIBER CEMENT LAP SIDING FX3 PRINCIPAL IN CHARGE:1 MS PROJECT MANAGER: I DH FX3-FIBER CEMENT SMOOTH PANEL JOB CA PROJECT T ARPTAIN: SZ CHITECT:1 DH Level 2 /� _ _Level 2 1 I I 10'-6" I I 10'-6" A FX4-FIBER CEMENT ACCENT A Exterior Elevations - Level1 Level _ FX5-STONE TILE Building F n _ 0„ 1 0„ � 0 4' 8' 16' a - ,� Building F- North Return Buildin F-South Return 1 ' / 1/8"= 1/8"=1'-0" Scale:1/8"=1'-0" . SEE-SHEET A1.00 WALL TYPES \ 1 2 3 4 5 1 2 3 4 5 KEYNOTE LEGEND KEYNOTE KEYNOTE TEXT ARCHITECTURE + DESIGN 2 1 3.to_ 3.10- D , D 1.1 1 2 3 4 5 RW1 6 7 7.1 - - - To1J of Roof — 38'-6" V --- i�i r r r o r _ --- _ UDDer Roof Plate —--- — -- -- — — 31'-01/2" UNIT } �—I UNIT UNIT j 303 �, 302 301 + Bathrooms � FC2 Bedroom u i.Bathroom Level 3 — — — — — Lower Roof Plate UNIT_ UNIT UNIT UNIT ,q _UNI 19'-61/2" 104T REGISTERED TECT �9552203 Bathoom Bathrom 'Fr Kitchen Bathroom Level ITEIENII STATE OF WASHINGTON UNIT UNIT a F— TUNI1� - UNIT 10_4 - C 103 102 - —1—01 C Bathroom KitchlIan� Bathr om FC1 o gathroom Kitchen Bathroom C U u U U _Level0l I_ - Centennial Park in III lull iii IH = the City of Arlington FOR Centennial Park 5J Transverse Section- Building F LLC AT 172nd St NE and 67th Ave NE Arlington, WA 98223 3 3 BUILDING PERMIT 3.to- D 3.10- 08/19/2019 This drawing is: G F RW3 E RWi RW2 — G —F — E— — — D C T- --T-.p 3thisrojtoi2 The Architect'sInstrument of Professional Service. B 3For use on this project only.Obtain Architect's B Top of ROOF Of ROOF written permission for any other use or reproduction. 38'_6" I 38'_6" PROJECT / I ---_ -_ _ Upper Roof Plate _ �_ Upper Roof Plate 2018-015 31'-0 1/2" — ® I 31 -0 1/2" UNIT 302 MARK DATE DESCRIPTION En /S it —FC3 08/19/2019 BUILDING REVISION FC2 Living Room _Level 3 _ _ _ _ _ _ _ Level 3 21� — — — — 21� of Plate Lower Roof Plate UNIT _Lower '-61/2" I- UNIT 19'-61/2" 202 104T 9,111f FC3 FC5 Crying Room FC2 FC5 FC2 Bedroom Balcon I Level2 1 FC3 Level 6 10, PROJECT TEAM UNIT UNIT PRINCIPAL IN CHARGE: MS PROJECT MANAGER: 1 DH 103 104 PROJECT ARCHITECT:1 DH Parking 0�Bathroo Bedroo Parking L FCi Mng Room - JOB CAPTAIN: 1 SZ FC1 _ _ Level 1 _ Level 1 - A IIIIII _ —III - � — —II III III III—III III III—II III—III III—III=III—III III III II III—III—III—III—I III—III—I =iTi=iTi=iTi=iTi=i =i =i =i =i i= iTi=iTi=i =i = =iTi=iTi=iTi=iTi= =iTi=iTi= Sections - Building F 0 4' 8' 16' Q •- x Cross Section 1 -Building F Scale:i/8 T-0" , g ��Cross Section 2- Building F 1 2 3 4 5 2 3 4 5 KEYNOTE LEGEND II KEYNOTE KEYNOTE TEXT -� - 265100.A I 265100.A Foe 088300.A 30"X 48"MIRROR UNIT 088300.13 24"X 48"MIRROR UNIT • 102800.13 TOILET TISSUE(ROLL)DISPENSER - 22 4000.A3 22 4000.A3 OS 8300.A 22 4000.A3 22 4000.A2 BATHROOM LAVATORY • YKEMAN 224000.A3 TUB SHOWER UNIT 224000.A4 TOILET A4.10- 265100.A BATHROOM LIGHT FIXTURE ARCHITECTURE + DESIGN 224000.A2 224000.A2 D -dyke-- _ D 10 2800.B zza000.Aa - - BATHROOM PLAN GENERAL NOTES A. SEE A6.01 AND A6.02 FOR ACCESSIBILITY 254 152 254 CLEARANCES,GRAB BAR REINFORCING,AND - 1 21 30 21 15 21 INSTALLATION REQUIREMENTS AT FIXTURES IN TYPE A CONSULTANT: 6 34 34 34 AND TYPE B UNITS. Bathroom 201 -A Bathroom 201 -B 4C Bathroom 201 -C 4A(Bathr'oorn 201 - D 4a 1/4^-,'-0" - Yu il4„=,._0„ il4„=,._0„ " - E ( Building F-Bathroom 201 - Plan `•r 1/a"=T-0" - • OB 8300.A 22 4000.A3 22 4000.A3 22 4000.A3 9552 REGISTERED ARCHITECT 22 4000.A2 22 4000.A2 102800.B 102800.E A L AA ON STEVENS A4.10- 3 _ STATE GR ON STEVENS 22 4000.A4 A 22 4000.A4 C = �- 5 152 254 21 • C 24 21 12 PROJECT 34 34 Bathroom 102- D Bathroom 102-A Bathroom 102- B Bathroom 102-C 3d 1/4"=1•-0" Centennial Park in 3b the ton Building F-Bathroom 102- Plan City of Arlington FOR 265100.A 265100.A Centennial Park 5J 22 4000.A3 22 4000.A3 g L L C 2'-11" 22 4000.A3 088300.A AT 1•-s" p 224000.Az 22400°"2 172nd St NE and 67th Ave s F2130 - 10 zaoos NE 22a000.A4 22400°Aa2a BUILDING PERMIT 2e 2542 A4.10- 2 1 1 21 08/19/2019 2h Aa. - M 34 34 34 2 _ Bathroom 101 T- E - Bathroom 101 T- F '- Bathroom 101 T- G ��Bathroom 101 T- H This drawing is: 29 1/4"=1'-0" 1/a"=1'-0" L I I 1.Copyright 2019 Dykeman,Inc. B 3.For use ointhis project only.Obtain Architects Instrument of Professional ice. B written permission for any other use or reproduction. PROJECT NUMBER 26 5100.A 26 5100.A OS 8300.A 22 4000.A3 22 4000.A3 22 4000.A3 E 2018-015 2 Buildin F-Bathroom 101 T- Plans 22400° 224000.A2 - 1/4"=1'-0" _ 102800.E _ ® ,02g°°.g MARK DATE DESCRIPTION 08/19/2019 BUILDING REVISION 22 4000.Aa 22 4000.A4 254 152 12 21 24 21 34 34 Bathroom 101T-A Bathroom 101T-B Bathroom 101T-C Bathroom 101T-D �a 1/a^=,'-o^ 2b ,/a„=,,-°„ 2C 1/a^=,'-o^ 2d 1/4•=,,-0. PROJECT TEAM: PRINCIPAL IN CHARGE: MS _ 265100.A 265100.A _ _ PROJECT MANAGER: DH PROJECT ARCHITECT:I DH 1 JOB CAPTAIN: SZ OS 8300.E A 1 A4.10- 1 A 22a°°O.A2 224°°0.A2 Bathroom Plans - _� Building F 22 4000.A4 22 4000.A4 � 0 2' 4' 8' a - 254 152 254 E 1 21 30 21 15 21 34 34 34 Scale:1/4"=1•-0" . , , Building F- Powder Room 101 - Plan *F114 owder Room 101 -A Powder Room 101 -B Powder Room 10TT- *Y�114� Room 101 - D ll v4"=r-o° "=r-o° va°_,.-o° va'•=1'-°" =r-o 1 2 3 4 5 1 2 3 4 5 KEYNOTE LEGEND KEYNOTE KEYNOTE TEXT 088300.A 30"X 48"MIRROR UNIT 10 2800.B TOILET TISSUE(ROLL)DISPENSER 224000.A2 BATHROOM LAVATORY . 224000.A3 TUB SHOWER UNIT YKEMAN 224000.A4 TOILET 26 5100.A BATHROOM LIGHT FIXTURE ARCHITECTURE + DESIGN D BATHROOM PLAN GENERAL NOTES o A. SEE A6.01 AND A6.02 FOR ACCESSIBILITY CLEARANCES,GRAB BAR REINFORCING,AND INSTALLATION REQUIREMENTS AT FIXTURES IN TYPE A AND TYPE B UNITS. CONSULTANT: • �.ON STATE OF WASHINGTON CPROJECT IDENTIFICATION: C Centennial Park in the City of Arlington FOR Centennial Park 5J LLC AT 172nd St NE and 67th Ave 2 NE Arlington, WA 98223 265100.A zs5loo.A _ _ _ _ __ _ _ _ _ BUILDING PERMIT a 08/19/2019 g 22 4000.A3 � This drawing is: A4.11- b 088300.A 224000.A3 22 4000.A3 1.Copyright 2019 Dykeman,Inc. 2.The Architect's Instrument of Professional Service. B — 3.For use on this project only.Obtain Architect's B 2 22 4000.A2 22 4000.A2 written permission for any other use or reproduction. 10 2800.B — — ° 10 2800.8 PROJECT NUMBER 2018-015 254 152 254 15 21 30 21 15 21 34 34 34 • Bathroom 303-A �Bathroom 303- B 2C Bathroom 303-C *Y�114 athroom 303-D MARK DATE DESCRIPTION Building F- Bathroom 303 - Plan_ 2a 1/4"=1'-0" 1T!"1-0" 4"=1'-0" "=1'-P' 08/19/2019 BUILDING REVISION 2 1/4"=V-0" 4 PROJECT 1 PRINCIPAL IN CHARGE:I MS 265100.A PROJECT MANAGER: I DH 1 A411- 1 PROJECT ARCHITECT:I DH JOB CAPTAIN: SZ 08 8300.A 22 4000.A3 1 a 22 4000.A3 224000.A3 A A 224000.A2 224000.A2 Bathroom Plans - 5 R21 Building F 1'-EE 224000A40 2' 4' 8' 215 34 34 34 Scale:1/4"=V-0" Building F- athroom 202- Plan a Bathroom 202-A b Bathroom 202- B Bathroom 202-C d Bathroom 202-D 1/4"=1'-0" 1/4"=1'-0" 1/4"=1'-0" 1/4"=1'-0" 1/4"=1'-0" 1 2 3 4 5 2 3 4 5 I II_ 153011203612 30�8 1224 36 7230�812 KEYNOTE LEGEND 36 NO SHELF NO SHELF � KEYNOTE KEYNOTE TEXT I I II 113100.A1 REFRIGERATOR —JS A412 a II 113100.C1 113100.A2 ADA-COMPLIANT REFRIGERATOR Aa,,2_ d ��rrll 11 3100.A1 11 3100.B1 FREE-STANDING ELECTRIC RANGE DYKEMAN o O i� 22 4000.A1 11 3100.132 ADA-COMPLIANT DROP-IN ELECTRIC RANGE-INSTALL CASEWORK O FILLER PANEL W/TOE KICK AT BASE 11 3100.131 _ - - o. o - - - 11 3100.C1 OVER-THE-RANGE MICROWAVE WITH RECIRCULATING VENTING ARCHITECTURE + DESIGN 11 3100.D1 STANDARD BUILT-IN DISHWASHER 113100.D1 - - _ _ - __= 113100.D2 ADA-COMPLIANT 32"HIGH DISHWASHER D — - - 11 3100.E1 UNDER-CABINET HOOD _ _ 1716 W.,t M.H_Vl D 224000.A1 KITCHEN SINK 254 222 254 222 152 222 254 1 24 30 24 24 24 30 24 3015224 30 24 15 24 36 36 36 36 36 36 36 ��„�Kitchen 303-A Kitchen 303- B 5C Kitchen 303-C 5d Kitchen 303-DCONSULTANT: 3'-7 3/4" 3'-11 1/2" 1�Q/ 1la"=1'-0" u 1/4"=1'-0" 1/4"=1'-0' 1/a"=1'-0" 301 5 Building F- Kitchen 303- Plan 302M+8 + 302 302 302 302 30 12 36 30 12 30 12 30 1224 12 1/4"=1'-0" 18 18 36 24 36 NO SHELF NO SHELF A4.12- 11 3100.C1 a • 9 REF. 11 3100.A1 o 0 - _ °° 0 9552 REGISTERED _ 11 3100.D1 5 11 3100.61 ARc HITEGT 15'-6 19/32" ��Building F-Kitchen 202- Plan A AA DN GTEVENS 254 STATE OF WASHINGTGN "r 1/4"=1'-0" 18 24 304243.424 36 36 36 Kitchen 202-A C C 3'-7 3/4" 3'-11 1/2" 1"'r Q/ 1/4"=1'-0" PROJECT IDENTIFICATION: 302 302M 301 302 30 12 30 1224 1230 12 36 1530112 18 36 18 36 Centennial Park in NO SHELF NO SHELF the City of Arlington w _ 113100.C1 � FOR A4.12- 3d 113100.A7 Centennial Park 5J I zz aaaa.A, 6 _ "245 _ _ oT324 � �°-- -- AT o Ib11 310061 254 254 ,52 172nd St NE and 67th Ave E�j * 24 24 4 1 36 24 222 30 36 2436 N E I 36 36 36 L II 303624 Arlington, WA 98223 — Kitchen 201 -A Kitchen 201 - B �c�?n Kitchen 201 -D6 „4. 3b ,,, 3d ,/4"=,.A• BUILDING PERMIT 3 Building F - Kitchen 201 - Plan 08/19/2019 �18 36112� O O O 9 302 302 302 301 This drawing is: 30 12 30 12 30 12 302 24 12 18 18 36 30 12 36 2 Copyright 2019 Dykemots en,Inc. B NO SHELF NO SHELF 24 3.For use ointhis project only.Obtain Architects'nt of Professional ice. B written permission for any other use or reproduction. �„2 ) PROJECT NUMBER 11 3100.E1 _N z +131oo.Az 2018-015 r---}I�-- — REF. - o= �W-+�-�-q� ----- - _� --- �_ __ 1131 oo.Bz • `--�-� 6 _ 11 3100.D2 MARK DATE DESCRIPTION 15'-1 3/4" OS/19/2019 BUILDING REVISION 423 101 152M Building F-Kitchen 102-Plan 16902a 18342a 304 24 3024 1 G / 1/4"=,�_0�� 34 REMOVABLE REMOVABLE Kitchen 102-A 6 301 301 r II 15 1 302M 24 12 302 PROJECT u 36 30 12 3P 30 12 3 0 Ip 18 18 PRINCIPAL IN CHARGE:I MS A4,12- 1d NO SHELF NO SHELF PROJECT MANAGER: DH PROJECT ARCHITECT:I DH JOB CAPTAIN: SZ ao lii 113100.C1 �' A — A ri 224000.A7 + K e 3100.A1 _ _ Kitchen Plans - Building A4.12- _= o == 11 1100.D1 --- 3100.81 31 254 222 152 101 1 101 24 24 24 30 24 30 24 1 24 36 36 36 36 36 Scale:1/4"=T-W Building F - Kitchen 101 -Plan Kitchen 101 -A Kitchen 101 - B �114 101 - C 1 d Kitchen 101 - D 1 ,/4•=,�_0., 1 a 1/4•=,�-. 1 b 1/4"=,�_0„ 1 c — ,/4•=,,_0„ 1 2 3 4 5 1 2 3 4 5 General Notes 1. CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND COORDINATE THE WORK OF ALL TRADES INVOLVED IN THE PROJECT AS PART OF'THIS FTHIS CONTRACT. 2. DO NOT SCALE THESE DRAWINGS.DUE TO REPROGRAPHIC V PROCESSES THESE DRAWINGS MAY NOT BE TO SCALE.CONTACT ARCHITECT FOR ANY NEEDED CLARIFICATION. 3. CONTRACTOR SHALL VERIFY CONDITIONS AT THE SITE AND REPORT DYKEMAN ALL DISCREPANCIES TO THE ARCHITECT BEFORE PROCEEDING WITH THE WORK. 4. CONTRACTOR SHALL PROVIDE A COMPLETE AND PROPER EXECUTION OF THE WORK AS INDICATED ON ALL DRAWINGS AND ARCHITECTURE + DESIGN SPECIFICATIONS.IF DISCREPANCIES IN LAYOUT,DIMENSIONS,OR DETAILS ARE FOUND BETWEEN ARCHITECTURAL,STRUCTURAL, D BUILDING C BUILDING F MECHANICAL,ELECTRICAL,CIVIL OR LANDSCAPE DRAWINGS, p CONTACT THE ARCHITECT IMMEDIATELY FOR CLARIFICATION BEFORE PROCEEDING. 5. REGULATIONS,STANDARDS,CONSTRUCTION,MATERIALS AND REQUIREMENTS FOR INSTALLATION OF MATERIALS SHALL CONFORM AND BE GOVERNED BY THE EDITION OF THE CODE IDENTIFIED IN THE CODES SHEET OF THESE DRAWINGS. CONSULTANT: 6. REFERENCING DRAWINGS IS FOR CONVENIENCE ONLY AND DOES NOT LIMIT APPLICATION FOR DRAWINGS OR DETAILS. 7. MATERIALS AND FINISHES LISTED ON INTERIOR AND EXTERIOR ELEVATIONS ARE FOR GENERAL INFORMATION AND CONVENIENCE OF THE CONTRACTOR AND ARE REFERENCED IN ADDITION TO MATERIALS AND FINISHES INDICATED OR SPECIFIED ELSEWHERE IN THE DOCUMENTS. 8. HEIGHT DIMENSIONS ARE GIVEN FROM FINISHED SLAB WHERE INDICATED.OR RELATIVE TO DATUM NOTED ON THE DRAWINGS. 9. N.I.C.EQUIPMENT IS FURNISHED AND INSTALLED BY OTHERS. CONTRACTOR IS RESPONSIBLE FOR COORDINATION INSTALLATION AND PERFORMING WORK AS REQUIRED BY DETAILS OR SPECIFICATIONS FOR EQUIPMENT INSTALLATION. • 10.F.O.I.C.EQUIPMENT IS FURNISHED BY OTHERS AND INSTALLED AS PART OF THIS WORK.THE CONTRACTOR IS RESPONSIBLE FOR COORDINATING THE WORK AS REQUIRED FOR INSTALLATION. it. CONTRACTOR SHALL SEAL AROUND ALL PENETRATIONS FOR FIRE _ RATED WALLS,INCLUDING,BUT NOT LIMITED TO PIPING,DUCT, 4�1 OSEC CONDUIT,ETC.WITH FIRE STOPPING PER CODES THAT GOVERN THISSET OF DOCUMENTS. n12.CONTRACTOR SHALL MAINTAIN THE INTEGRITY OF THE VAPOR BARRIER MEMBRANE AT THE FLOOR SLAB,WALLS,AND ROOF. BACKER ROD,SEALANT AND OTHER APPROVED MEANS SHALL BEENS WORK POINT AT C, 1.1 APPLIED CONTINUOUSLY AROUND ALL EXTERIOR DOORS AND STATE OF wns9wcTce WINDOW PENETRATIONS AND OTHER AREAS OF POTENTIAL AIR INFILTRATION,INCLUDING STRUCTURAL,MECHANICAL AND ELECTRICAL PENETRATIONS.THE CONTRACTOR SHALL REPAIR ANY Q DAMAGE TO VAPOR BARRIER,OR REPLACE THEM PRIOR TO COVER, THERMAL AND AS APPROVED. -_• IDENTIFICATION: C 13 SOUND TIO INDICATED. TO PROVIDE A CONTINUOUS ENVELOPE AS ND -—-— 14.ALL ADA TOILETS,URINALS,AND STALLS SHALL MEET THE Centennial Park in REQUIREMENTS OF THE CODES THAT GOVERN THIS SET OF DOCUMENTS.ALL STANDARD(NON A)TOILETS SHALL the City of Arlington CENTERED IN STALLS OR PARTITIONSNS AS APPLICABLE,UNLESS OTHERWISE NOTED, 15.WHERE EXTERIOR CONCRETE WALKS AND LANDINGS ABUT FOR SECTOR 1 BUILDINGS,THEY SHALL BE SLOPED AWAY FROM THE BUILDING AS F� NOTED,BUT IN NO CASE LESS THAN.125'/12'. 16.MAINTAIN NOTED SLAB THICKNESS AT ALL RECESSED SLAB AREAS CentennialAND SLOPING SLABS. Park 5 J -—-— 17.ALL WOOD IN CONTACT WITH CMU,CONCRETE OR SOIL SHALL BE L L C PRESSURE TREATED,TYP.UON. 18.ALL FOAM PLASTIC INSULATION TO COMPLY WITH THE SURFACE ___ BURNING CHARACTERISTICS DEFINED BY THE CODE THAT GOVERNS AT THIS SET OF DOCUMENTS. 19.SPECIAL INSPECTIONS SHALL BE PROVIDED AS REQUIRED BY THE F-=x=i 172nd St NE and 67th Ave BUILDING B BUILDING G. BUILDING J SPECIFICATIIONSECTION01453HFORADDITIONALII FORMATION. 20.DRAWING KEYNOTES DO NOT CORRELATE DIRECTLY TO INDIVIDUAL NE SPECIFICATION SECTIONS. / 21.BUILDING INSPECTION SHALL BE PERFORMED THROUGHOUT THE Arlington, WA 98223 DURATION OF CONSTRUCTION.THE FREQUENCY OF INSPECTION IS IDENTCT.INSPECTIONS WILL BE PERFORMED Li ON SITE.INSPECTIONS WD IN THE ILL BE DOCUMENTED AND RECORDED AS BUILDING PERMIT - _= DEEMED NECESSARY BY THE PROJECT ENGINEER. 08/19/2019 77 SECTOR 2' This drawing is: (1) 1.Copyright 2019 Dykeman,Inc. 2.The Architect's Instrument of Professional Service. B 0 3.For use on this project only.Obtain Architect's B _ _— - - written permissi7 L on for any other use or reproduction. PROJECT 7.1 44'_7114" -- 2018-015 f 50'-1 114" • / \ MARK DATE DESCRIPTION _= 08/19/2019 BUILDING REVISION A C G 71 -- ---------------------------------------------/ '-�`-----I'--`-----------�' PROJECT TEAM: -- G � PRINCIPAL IN CHARGE: MS i -�'i -------- --- - j PROJECT MANAGER: DH PROJECT ARCHITECT:I DH J -- � JOB CAPTAIN: I SZ SEC ;;=' ` Location Plan - Building KEY PLAN G NOTE:REFER TO SHEET SD1.1 FOR RELATIONSHIP OF WORKPOINT TO SITE. a �• 0 8' 16' 32' Buildin G-Location Plan Scale:1/16"=T-0" . , NO TH 1 2 3 4 5 1 2 3 4 5 General Notes- Floor Plans A. EXTERIOR DIMENSIONS ARE TO THE OUTSIDE FACE OF CONCRETE FOUNDATION WALLS,FACE OF MASONRY WALLS,OR TO THE OUTSIDE 3 FACE OF STUDS UNLESS OTHERWISE NOTED.DIMENSIONS TO MASONRY UNITS ARE NOMINAL UNLESS OTHERWISE NOTED. A C D 3 10_ E F G B. DIMENSIONS AT UNIT DEMISING WALLS ARE TO CENTERLINE OF WALL. C. INTERIOR DIMENSIONS ARE TO THE FACE OF CONCRETE,MASONRY,OR FACE OF STUDS AT FRAME WALLS,AND TO CENTERLINE OF COLUMNS DYKEMAN UNLESS OTHERWISE NOTED. D. DIMENSIONS LOCATING DOORS,WINDOWS AND RELIGHTS ARE TO NOMINAL MASONRY OPENING OR TO FINISH OPENING UNLESS OTHERWISE NOTED. ARCHITECTURE + DESIGN E. SEE WALL TYPES ON SHEETS A1.00 FOR TYPICAL WALL CONSTRUCTION ASSEMBLIES. D F. ALL NON-BEARING WALLS ARE FULL HEIGHT TO UNDERSIDE OF ROOF p DECK OR FLOOR ABOVE. G. APPLY TWO(2)CONTINUOUS SEALANT BEADS BENEATH STUD TRACK AT ALL EXTERIOR STUD WALLS. H. CONTRACTOR SHALL PROVIDE CONTINUOUS HORIZONTAL BLOCKING AT ALL WALL MOUNTED LAVATORIES,DRINKING FOUNTAINS,CASEWORK, MIRRORS,HANDRAILS,ETC.REFER TO ARCHITECTURAL INTERIORCONSULTANT: ELEVATIONS. 101401 I DETAILSEE MOUNTING HEIGHTS FOR WALL MOUNTED ACCESSORIES AND EQUIPMENT. WORK 26 0125 1.1) J. SEE FLOOR FINISH PLANS FOR TRANSITION DETAILS AND THRESHOLDS. K. ELECTRICAL PANELS,TRANSFORMERS,BOILERS,AIR HANDLING UNITS, Fit AND DUCTWORK WHEN SHOWN,ARE INDICATED FOR CONTRACTOR 11 WX.6 Yy;6WXO.6 CONVENIENCE. WX.6 L. SEE REFLECTED CEILING PLAN FOR CEILING MOUNTED EQUIPMENT. M. THE GENERAL CONTRACTOR SHALL PROVIDE CONCRETE HOUSEKEEPING PADS AT MINIMUM 3 1/2"THICK CONCRETE WITH 6 X 6IW2.9 X 2.9 W W F 1 - U REINFORCING UNLESS OTHERWISE NOTED OR REQUIRED ELSEWHERE IN WN.6 _I_ THESE DOCUMENTS.PAD DIMENSIONS SHALL BE A MINIMUM 4"GREATER Ui 11A Q IN HORIZONTAL DIMENSION THAN BASE OF THE EQUIPMENT MOUNTED • WN4 THEREON,UNLESS OTHERWISE NOTED.EXACT PAD LOCATIONS SHALL BE BALCONY 11A WX.6 VERIFIED IN THE FIELD. ABOVE '01400.A1 U9 10 N. CONTRACTOR TO CONFIRM ALL CLEARANCE REQUIREMENTS AS NOTED 6, 2" 2 ON DETAIL A6.01 and A6.02. O. REFER TO DETAILS ON SHEET 11A7.10 FOR TYPICAL DOOR CLEARANCES. 9552 REGISTERED TYP. P. SEE FLOOR PLANS AND BUILDING SECTIONS FOR LOCATION OF DETAILS ARC wTLCT 11 4 FOR TYPICAL FLOOR-TO-FOUNDATION,FLOOR-TO-WALL,WALL-TO-ROOF WX.6 WX.6 11A WNA ASSEMBLIES AND HEADER,SILL AND SOFFIT CONSTRUCTION. >> Sim 1A Q. CONTRACTOR SHALL SEAL AROUND ALL PENETRATIONS AT FIRE RATED 1 2'-6" -6'-4" A L AA ON STEVENS HINGTON NP.07 7124.A1 .10- WALLS,INCLUDING BUT NOT LIMITED TO PIPING,DUCTS,CONDUIT,ETC., STATE OF wns9wciGN WITH FIRESTOPPING PER I.B.C.REQUIREMENTS. R. SEE EXTERIOR ELEVATIONS FOR WINDOW AND LOUVER TYPES AND 1 Sim U6 --------------- - DETAILS. q,,2- S. SEE ENLARGED PLANS FOR ADDITIONAL DIMENSIONAL AND NOTE - INFORMATION. "• IDENTIFICATION:JECT C T. TYPICAL WALLS: 2 Bed Room - AT RESIDENTIAL UNIT INTERIORS WALL TYPE WNA 11; Townhous • AT COMMERCIAL INTERIORS WALL TYPE WN.611A; AT DEMISING WALLS,WALL TYPE WND.412A; Centennial Park In e) I WN.6 „q I - AT PLUMBING WALLS,WHERE WATER CLOSET OCCURS,WALL TYPE 'TYPE B W"'6 -- oo the City of Arlington WN.611A; UNLESS OTHERWISE NOTED. a FLOOR OVERHANG U. EXTERIOR WALL TYPE TO BE WX.611,TYP.LION.REFER TO PLANS, WNDA ° ° 11 ABOVE ELEVATIONS,AND SHEET A1.00 FOR EXTERIOR FINISH WALL TYPES AND FOR 2 - - W 16 - - - - - - - 2 Centennial Park 5J W'6 WNA DW �� O ° REF. =I LLC -- I� MATERIAL LEGEND- FLOOR FINISHES AT Ili 15•_4�j 3._5' 3._5„ F - it D, 4�� ----------- CARPET 172nd St NE and 67th Ave BALCONY LKABOVE VINYL PLANK NE _J o ® Arlington, WA 98223 104413.B z _-_4__ _ y SEE-FINISH MATERIAL KEY ON SHEET A6.00 FOR PAINT COLORS. BUILDING PERMIT 1 FT'1;1 1 Bed Room WNA wN.4 08/19/2019 103 11A I TYPES This drawing is: 1.Copyright 2019 Dykeman,Inc. KEYNOTE LEGEND B 3 Sim 2.The Architect's Instrument of Professional Service. 3.For use on this project only.Obtain Architect's B 4.10- KEYNOTE KEYNOTE TEXT written permission for any other use or reproduction. I I 2'-6- 5'-0" 3'-51 0 Al DOWNSPOUTPROJECT 10 1401400.A1 UNIT SIGNAGE WITH LIGHTING U5 10 1400.A2 ROOM SIGNAGE U6 2018-015 104413.E BIRE CYCLE RACKS CABINET _____ 3 129313.A1 BICYCLE RACKS I i--- WNA 12 93 13.A1 260125 ELECTRICAL PANELS A IIA ��TYP. • 3.10- MARK DATE DESCRIPTION r 1 WX6 U,p - 08/1 912 01 9 BUILDING REVISION '-10" a' �12-G O ---------- In I Z W N.4 WN.4 I 11A - ---------- I }T II I 11A /3� I _ -1--- -- ---------- a - - - - - -/ id SEEDRAWING . __________1/A1.12 G WND.4 ---------- 92A • GPRINCIPAL IN CHARGE1MS L -- --- PROJECTPROJECT MANAGERG H i� 3 PROJECT PROJECT ARCHITEC Z U10 WNA �(� JOB CAPTAIN: A .11- 4 5-6 2,_4�� 22'-6" 1 Tl'P 19'-91/d" 1 A2.11-G e A 50'-11/4" Floor Plan - Level 1 - - - ---------- - KEY PLAN Building G A C D E F G a e- 0 2' 4' 8' Building G - Floor Plan - Level 1 - Sector 1 Scale:1/4"=T-O" . 1/4"=V-0" NO TH 1 2 3 4 5 1 2 3 4 5 General Notes- Floor Plans A. EXTERIOR DIMENSIONS ARE TO THE OUTSIDE FACE OF CONCRETE FOUNDATION WALLS,FACE OF MASONRY WALLS,OR TO THE OUTSIDE 3 FACE OF STUDS UNLESS OTHERWISE NOTED.DIMENSIONS TO MASONRY UNITS ARE NOMINAL UNLESS OTHERWISE NOTED. A T T B. DIMENSIONS AT UNIT DEMISING WALLS ARE TO CENTERLINE OF WALL. C. INTERIOR DIMENSIONS ARE TO THE FACE OF CONCRETE,MASONRY,OR FACE OF STUDS AT FRAME WALLS,AND TO CENTERLINE OF COLUMNS DYKEMAN UNLESS OTHERWISE NOTED. D. DIMENSIONS LOCATING DOORS,WINDOWS AND RELIGHTS ARE TO NOMINAL MASONRY OPENING OR TO FINISH OPENING UNLESS OTHERWISE NOTED. ARCHITECTURE + DESIGN E. SEE WALL TYPES ON SHEETS A1.00 FOR TYPICAL WALL CONSTRUCTION ASSEMBLIES. D F. ALL NON-BEARING WALLS ARE FULL HEIGHT TO UNDERSIDE OF ROOF D DECK OR FLOOR ABOVE. G. APPLY TWO(2)CONTINUOUS SEALANT BEADS BENEATH STUD TRACK AT ALL EXTERIOR STUD WALLS. H. CONTRACTOR SHALL PROVIDE CONTINUOUS HORIZONTAL BLOCKING AT ALL WALL MOUNTED LAVATORIES,DRINKING FOUNTAINS,CASEWORK, MIRRORS,HANDRAILS,ETC.REFER TO ARCHITECTURAL INTERIORCONSULTANT: ELEVATIONS. I. SEE DETAIL SHEET A6.01 FOR TYPICAL MOUNTING HEIGHTS FOR WALL MOUNTED ACCESSORIES AND EQUIPMENT. -- a J. SEE FLOOR FINISH PLANS FOR TRANSITION DETAILS AND THRESHOLDS. W 11 6 U10 i K. ELECTRICAL PANELS,TRANSFORMERS,BOILERS,AIR HANDLING UNITS, 1 '-10" AND DUCTWORK WHEN SHOWN,ARE INDICATED FOR CONTRACTOR J CONVENIENCE. z L. SEE REFLECTED CEILING PLAN FOR CEILING MOUNTED EQUIPMENT. ;I WN.4 - M. THE GENERAL CONTRACTOR SHALL PROVIDE CONCRETE HOUSEKEEPING WN.4 11A - ---------- PADS AT MINIMUM 31/2"THICK CONCRETE WITH 6 X 6 IW2.9 X 2.9 WWF o i i 11A REINFORCING UNLESS OTHERWISE NOTED OR REQUIRED ELSEWHERE IN THESE DOCUMENTS.PAD DIMENSIONS SHALL BE A MINIMUM 4"GREATER 4 _ _ _io IN HORIZONTAL DIMENSION THAN BASE OF THE EQUIPMENT MOUNTED • SEE DRAWING � 2-G __________ THEREON,UNLESS OTHERWISE NOTED.EXACT PAD LOCATIONS SHALL BE VERIFIED IN THE FIELD. 1/A1.11 G WND.4 ----____-- N. CONTRACTOR TO CONFIRM ALL CLEARANCE REQUIREMENTS AS NOTED 4 - - ON DETAIL A6.01 and A6.02. O. REFER TO DETAILS ON SHEET VA7.10 FOR TYPICAL DOOR CLEARANCES. �1552 REGISTERED P. SEE FLOOR PLANS AND BUILDING SECTIONS FOR LOCATION OF DETAILS ARC - _ -- J-'� - FOR TYPICAL FLOOR-TO-FOUNDATION,FLOOR-TO-WALL,WALL-TO-ROOF ASSEMBLIES AND HEADER,SILL AND SOFFIT CONSTRUCTION. " SI 4 \ 12 G yyX 6 U10 "N.. j �t� Q. CONTRACTOR SHALL SEAL AROUND ALL PENETRATIONS AT FIRE RATED 2 11 1 I I _ 1 A2.11-G WALLS,INCLUDING BUT NOT LIMITED TO PIPING,DUCTS,CONDUIT,ETC., N WITH FIRESTOPPING PER I.B.C.REQUIREMENTS. STATE OF WASHINGTGN yyN,q I � 12 93 13.A1 Tom' R. SEE EXTERIOR ELEVATIONS FOR WINDOW AND LOUVER TYPES AND 11A 1 DETAILS. - ��5 ) S. SEE ENLARGED PLANS FOR ADDITIONAL DIMENSIONAL AND NOTE C 5 - - - - - - - - - - - - - - - U INFORMATION. C T. TYPICAL WALL PROJECT IDENTIFICATION: S: AT RESIDENTIAL UNIT INTERIORS WALL TYPE WN.411; 8.-4�, AT COMMERCIAL INTERIORS WALL TYPE WIN 611A; Centennial Park In AT DEMISING WALLS,WALL TYPE WND.412A; 0 AT PLUMBING WALLS,WHERE WATER CLOSET OCCURS,WALL TYPE 3 tt WN.611A; the City of Arlington UNLESS OTHERWISE NOTED. U. EXTERIOR WALL TYPE TO BE WX.611,TYP.UON.REFER TO PLANS, Q ELEVATIONS,AND SHEET A1.00 FOR EXTERIOR FINISH WALL TYPES AND FOR EXTENT. 1 Bed Room Centennial Park 5J 102 WN.4 1 WX.6 TYPE 2 11A _----_-------T BALCONY ABOVE-11 11 12- - L L C 104413.8 11A MATERIAL LEGEND- FLOOR FINISHES I I AT TYP. 101400.A1 I U10 1 ® CARPET I 172nd St NE and 67th Ave U1 15'-6" 3'-a" NE y ® VINYL PLANK Arlington, WA 98223 1 WX.6 WN.4 - REF. 11 11A DW _ O SEE-FINISH MATERIAL KEY ON SHEET A6.00 FOR PAINT COLORS. BUILDING PERMIT 08/19/2019 o - - This drawing is: a 1.Copyright 2019 Dykeman,Inc. 2.The Architect's Instrument of Professional Service. B WN.6 0 6' 4„00 z KEYNOTE LEGEND 3.For use on this project only.Obtain Architect's B 1 O FLOOR OVERHANG KEYNOTE KEYNOTE TEXT written permission for any other use or reproduction. 412- 1 ABOVE PROJECT NUMBER WN.6 177124.A1 DOWNSPOUT 2 Bed Room 10 1400.A1 UNIT SIGNAGE WITH LIGHTING Townhouse 11A 104413.E FIRE EXTINGUISHER CABINET 2018-015 WX.6 I 101 - U6 12 93 13.A1 BICYCLE RACKS TYPE B _-_-_ _ _-_ • WN.4 I MARK DATE DESCRIPTION I WX.6 WX,6 4.10- 08/19/2019 BUILDING REVISION 11 11 1 E,Ig 1 1- I _.__ _ WX.6 BALCONY ABOVE v U9 10 Ui WN. l U 11A d I---- I I I I 7 _ YP. _ - _ - - - - _ - _ - - - - O _ - 7 PROJECT ` 7.1 G PRINCIPAL IN CHARGE:1 MS 077124.A1 WX.6 7.1 ; ' PROJECT MANAGER: I DH 5'-6" 2'-4" 22'-6" 19'-91/' PROJECT ARCHITECT:I DH JOB CAPTAIN: 1 SZ A A 3 Floor Plan - Level 1 - / I --------- A - C D A2.11-G P KEY PLAN Building G E a •- 0 2' 4' 8' Buildin G - Floor Plan - Level 1 -Sector 2 Scale:1/4"=T-0" . 1 2 3 4 5 1 2 3 4 5 General Notes- Floor Plans A. EXTERIOR DIMENSIONS ARE TO THE OUTSIDE FACE OF CONCRETE FOUNDATION WALLS,FACE OF MASONRY WALLS,OR TO THE OUTSIDE 3 FACE OF STUDS UNLESS OTHERWISE NOTED.DIMENSIONS TO MASONRY A T T 3.10. E F G UNITS ARE NOMINAL UNLESS OTHERWISE NOTED. �t t G B. DIMENSIONS AT UNIT DEMISING WALLS ARE TO CENTERLINE OF WALL. C. INTERIOR DIMENSIONS ARE TO THE FACE OF CONCRETE,MASONRY,OR FACE OF STUDS AT FRAME WALLS,AND TO CENTERLINE OF COLUMNS .YKEMAN 2 UNLESS OTHERWISE NOTED. D. DIMENSIONS LOCATING DOORS,WINDOWS AND RELIGHTS ARE TO NOMINAL MASONRY OPENING OR TO FINISH OPENING UNLESS OTHERWISE NOTED. ARCHITECTURE + DESIGN E. SEE WALL TYPES ON SHEETS A1.00 FOR TYPICAL WALL CONSTRUCTION 1.1 WX.6 07 7124.A1 ,,, ASSEMBLIES. p ____ _________________ 11 _____________________________L_________ -------------------------- ---------------------_ -- __I F. DECKALL ORFLO RNG ABOVE. ARE FULL HEIGHT TO UNDERSIDE OF ROOF D G. PPLY ONTINUOUS SEALANT BEADS BENEATH STUD LL TUD WALLS. 7 3/8 TYP H. CONETRACTOOR SHALL ROV DE CONTINUOUS HORIZONTAL BLOCKING AT WN 4 o I � = Ug ALL WALL MOUNTED LAVATORIES,DRINKING FOUNTAINS,CASEWORK, li li O MIRRORS,HANDRAILS,ETC.REFER TO ARCHITECTURAL INTERIOR WN.4CONSULTANT: I I I I I I ELEVATIONS. WX.6 II i WNA I. SEE DETAIL SHEET A6.01 FOR TYPICAL MOUNTING HEIGHTS FOR WALL 11 il.rr, 11A MOUNTED ACCESSORIES AND EQUIPMENT. II -3• B^ U8 2 J. SEE FLOOR FINISH PLANS FOR TRANSITION DETAILS AND THRESHOLDS. Uq 3.10- K. ELECTRICAL PANELS,TRANSFORMERS,BOILERS,AIR HANDLING UNITS, AND DUCTWORK WHEN SHOWN,ARE INDICATED FOR CONTRACTOR WX.6 U5 US CONVENIENCE. 11 I.-1., O 5'-61/2" WNA 9'-81/2" 5'-10" L. SEE REFLECTED CEILING PLAN FOR CEILING MOUNTED EQUIPMENT. M. THE GENERAL CONTRACTOR SHALL PROVIDE CONCRETE HOUSEKEEPING p U70T PADS AT MINIMUM 3 1/2"THICK CONCRETE W ITH 6 X 6I M/2.9 X 2.9 W W F 6 WX 6 REINFORCING UNLESS OTHERWISE NOTED OR REQURED ELSEWHERE IN o THESE DOCUMENTS.PAD DIMENSIONS SHALL BE A MNIMUM 4"GREATER 2 B d Room r --- WNA WN.q IN HORIZONTAL DIMENSION THAN BASE OF THE EQUIPMENT MOUNTED • „q ------ - N.6 THEREON,UNLESS OTHERWISE NOTED.EXACT PAD LOCATIONS SHALL BE To house WA 11A VERIFIED IN THE FIELD. 104T '--- - - - - N. CONTRACTOR TO CONFIRM ALL CLEARANCE REQUIREMENTS AS NOTED ON DETAIL A6.01 and A6.02. --� 2 Si. 0. REFER TO DETAILS ON SHEET 11A7.10 FOR TYPICAL DOOR CLEARANCES. 9552 REGISTERED cm:) 6 2'-10" 10. P. SEE FLOOR PLANS AND BUILDING SECTIONS FOR LOCATION OF DETAILS ARC HITECT U7 WN.4 I FOR TYPICAL FLOOR-TO-FOUNDATION,FLOOR-TO-WALL,WALL-TO-ROOF WN.63 L ASSEMBLIES AND HEADER,SILL AND SOFFIT CONSTRUCTION. 11A z ROOF ERHANG i I Q. CONTRACTOR SHALL SEAL AROUND ALL PENETRATIONS AT FIRE RATED q L AA ON STEVENS W .4 WALLS,INCLUDING BUT NOT LIMITED TO PIPING,DUCTS,CONDUIT,ETC., W Zp,q ------ - f f \ _ STATE OF WASHINGTON WX.6 ILJI t��/ 11 I WITH FIRESTOPPING PER I.B.C.REQUIREMENTS. „ I R. SEE EXTERIOR ELEVATIONS FOR WINDOW AND LOUVERTYPESAND DETAILS. - - - - - - 1 1 S. SEE ENLARGED PLANS FOR ADDITIONAL DIMENSIONAL AND NOTE C �/ _ _ __ _ _ _ j \\// INFORMATION. --• • C WX.6 WN.4 r WNA _ T. TYPICAL WALLS: 3 Sim 10 AT RESIDENTIAL UNIT INTERIORS WALL TYPE WN.411; WX.6 AT COMMERCIAL INTERIORS WALL TYPE WN.611A; Centennial Park In 4.12- 5'-0"NOM. 11 AT DEMISING WALLS,WALL TYPE WNDA 12A; lJ �� J AT PLUMBING WALLS,WHERE WATER CLOSET OCCURS,WALL TYPE WN.611A; the City of Arlington U4 3 q UNLESS OTHERWISE NOTED. WN.6 U. EXTERIOR WALL TYPE TO BE WX.611,TYP.UON.REFER TO PLANS, - Q WN.4 ELEVATIONS,AND SHEET A1.00 FOR EXTERIOR FINISH WALL TYPES AND FOR EXTENT. WN.6 I i - WX.6 - Centennial Park 5J 11 1 Bed Room - 203 WN.4 -r LLC „A 3 U5 W"q W;6 MATERIAL LEGEND- FLOOR FINISHES us AT - - -------- -- CARPET 2'-s" ---6�6°-- s-a" a'-o" r-9" a'-s" ® 172nd St NE and 67th Ave 4 Sim WN 4 ® VINYL PLANK NE Arlington, WA 98223 SEE-FINISH MATERIAL KEY ON SHEET A6.00 FOR PAINT COLORS. BUILDING PERMIT - - - - U2 08/19/2019 2'-10" WX.6 WH This drawing is: 11 L 3 10 1.Copyright 2019 Dykeman,Inc. B , W A US WN.6 KEYNOTE LEGEND 2.The Architect's Instrument of Professional Service. 3.For use on this project only.Obtain Architect's B US KEYNOTE KEYNOTE TEXT written permission for any other use or reproduction. .12_G -4-8" 1 = 05 5200.A1 18"DEEP BOLT-ON PREFABRICATED METALPROJECT ,11- IT-,p j_g,/q^ BALCONY:ONE PIECE FULLY-WELDEDALUMINUM ALIGN WALLS WNq - _ CONSTRUCTION WITH A POWDER COAT FINISH. Studio 10' ^3 - --- --- -- ��\ DRAW3NGS FOIR CONNECTION DETAILS.NUM SLAT FLOOR.REF.TO STRUC. 201 8-01G J U - - - - - U4 202 077124.A1 DOWNSPOUT A2.12-G J > q 101400.A7 UNIT SIGNAGE WITH LIGHTING 4 O 104413.E FIRE EXTINGUISHER CABINET 00.A1 q,2=- as q -- MARK DATE DESCRIPTION _-0-_-_-_-_-_- 08/19/2019 BUILDING REVISION WX.6 04413.B --- -- 12-G „ o WN.6 101400.A1 TYP. - 2 WX.6 1 A2.11-G 11 WN 12 2RD.4 n� :RE 2, El" W N.6 �SEE DRAWING- - - - 2 - 5 J 1/A1.22-13 PROJECT I G PRINCIPAL IN CHARGE: MS US PROJECT MANAGER: DH 2•_g^ q•_6^ PROJECT ARCHITECT:I DH JOB CAPTAIN: SZ A i �j , A 5'-6" 2'-4" 22'-6" 19'-911+ 50'-1 114" --------------- - Floor Plan - Level 2 - A C D E F G KEY PLAN Building G a e- 0 2' 4' 8' $ Building G - Floor Plan - Level 2-Sector 1 Scale:1/4"=T-0" . N WIA 1 2 3 4 5 1 2 3 4 5 General Notes- Floor Plans A. EXTERIOR DIMENSIONS ARE TO THE OUTSIDE FACE OF CONCRETE FOUNDATION WALLS,FACE OF MASONRY WALLS,OR TO THE OUTSIDE FACE OF STUDS UNLESS OTHERWISE NOTED.DIMENSIONS TO MASONRY UNITS ARE NOMINAL UNLESS OTHERWISE NOTED. B. DIMENSIONS AT UNIT DEMISING WALLS ARE TO CENTERLINE OF WALL. C. INTERIOR DIMENSIONS ARE TO THE FACE OF CONCRETE,MASONRY,OR FACE OF STUDS AT FRAME WALLS,AND TO CENTERLINE OF COLUMNS DYKEMAN UNLESS OTHERWISE NOTED. D. DIMENSIONS LOCATING DOORS,WINDOWS AND RELIGHTS ARE TO NOMINAL MASONRY OPENING OR TO FINISH OPENING UNLESS OTHERWISE NOTED. ARCHITECTURE + DESIGN E. SEE WALL TYPES ON SHEETS A1.00 FOR TYPICAL WALL CONSTRUCTION ASSEMBLIES. D F. ALL NON-BEARING WALLS ARE FULL HEIGHT TO UNDERSIDE OF ROOF D 3 DECK OR FLOOR ABOVE. - - - View D,l- T T T G. APPLY TWO(2)CONTINUOUS SEALANT BEADS BENEATH STUD TRACK AT ALL EXTERIOR STUD WALLS. H. CONTRACTOR SHALL PROVIDE CONTINUOUS HORIZONTAL BLOCKING AT ALL WALL MOUNTED LAVATORIES,DRINKING FOUNTAINS,CASEWORK, MIRRORS,HANDRAILS,ETC.REFER TO ARCHITECTURAL INTERIORCONSULTANT: ELEVATIONS. I. SEE DETAIL SHEET A6.01 FOR TYPICAL MOUNTING HEIGHTS FOR WALL MOUNTED ACCESSORIES AND EQUIPMENT. J. SEE FLOOR FINISH PLANS FOR TRANSITION DETAILS AND THRESHOLDS. K. ELECTRICAL PANELS,TRANSFORMERS,BOILERS,AIR HANDLING UNITS, AND DUCTWORK WHEN SHOWN,ARE INDICATED FOR CONTRACTOR CONVENIENCE. L. SEE REFLECTED CEILING PLAN FOR CEILING MOUNTED EQUIPMENT. 1311,-10" 1'-9 114" 2 3/4" M. THE GENERAL CONTRACTOR SHALL PROVIDE CONCRETE HOUSEKEEPING WNAPADS AT MINIMUM 3 1/2"THICK CONCRETE WITH 6 X 6IW2.9 X 2.9 W W F Studio 10'-0" REINFORCING UNLESS OTHERWISE NOTED OR REQUIRED ELSEWHERE IN ___ __ THESE DOCUMENTS.PAD DIMENSIONS SHALL BE A MINIMUM 4"GREATER U4 202 - - - _ _-_ _ A G - 4 IN HORIZONTAL DIMENSION THAN BASE OF THE EQUIPMENT MOUNTED • \\.J/ w 1 U6 __ THEREON,UNLESS OTHERWISE NOTED.EXACT PAD LOCATIONS SHALL BE _ // VERIFIED IN THE FIELD. 055200.A1 4.12- a .11V-NO'M.� WN.4 4 -_- -- N. CONTRACTOR TO CONFIRM ALL CLEARANCE REQUIREMENTS AS NOTED - „A ON DETAIL A6.01 and A6.02. 111 O----------- 0. REFER TO DETAILS ON SHEET 11A7.10 FOR TYPICAL DOOR CLEARANCES. 9552 REGISTERED J P. SEE FLOOR PLANS AND BUILDING SECTIONS FOR LOCATION OF DETAILS ARC HITECT WX.6104413.B - -- FOR TYPICAL FLOOR-TO-FOUNDATION,FLOOR-TO-WALL,WALL-TO-ROOF '12-G 11 10 1400.A1 TYP. ASSEMBLIES AND HEADER,SILL AND SOFFIT CONSTRUCTION. 11 4 Q. CONTRACTOR SHALL SEAL AROUND ALL PENETRATIONS AT FIRE RATED 2 _ 1 �11-Ci WALLS,INCLUDING BUT NOT LIMITED TO PIPING,DUCTS,CONDUIT,ETC., A L AA ON STEVENS WX.6 STATE OF WASHINGTGN O FR 2� 8" WN.6 WITH FIRESTOPPING PER I.B.C.REQUIREMENTS. o OCUD ® R. SEE EXTERIOR ELEVATIONS FOR WINDOW AND LOUVER TYPES AND DETAILS. � S. SEE ENLARGED PLANS FOR ADDITIONAL DIMENSIONAL AND NOTE C \/ ---- ----- 2 \/ INFORMATION. C SEE DRAWING •-• IDENTIFICATION: T. TYPICAL WALLS: 1 I A1.21-G AT RESIDENTIAL UNIT INTERIORS WALL TYPE WN.411; • AT COMMERCIAL INTERIORS WALL TYPEWN.611A; Centennial Park In a lJ 4.1 US I AT DEMISING WALLS,WALL TYPE WND.412A; AT PLUMBING WALLS,WHERE WATER CLOSET OCCURS,WALL TYPE 2'-6- 6'-6" 5'-°" 4'-4" 2''9• 4'-6" WN.61IA; the City of Arlington UNLESS OTHERWISE NOTED. EXTERIOR WALL TYPE TO BE WX.611,TYP.UON.REFER TO PLANS, U6 ELEVATIONS,AND SHEET A1.00 FOR EXTERIOR FINISH WALL TYPES AND FOR 1 Bed Roor• EXTENT. Centennial Park 5J wxs I I _ L_� I „A I I 3 LLC III4.12- wN`6 I I I WN4 j I wN4 MATERIAL LEGEND- FLOOR FINISHES AT 11A 3 o O j 11A O ® CARPET I 172nd St NE and 67th Ave V-0"NOM WX.6 ® N E I I VINYL PLANK wN.s I I NN4 " Arlington, WA 98223 WX.6 WZD.411__11A_ - - - - SEE-FINISH MATERIAL KEY ON SHEET A6.00 FOR PAINT COLORS. BUILDING/19 2019 M I T O IL��(^` W q This drawing is: l l / - 11 1.Copyright 2019 Dykeman,Inc. B o IJVV �w�WN.6 j KEYNOTE LEGEND 2.The Architect's Instrument of Professional Service. 3.For use on this project only.Obtain Architect's B 2 B d Room U7 ? WN.4 „A 2 10 2 KEYNOTE KEYNOTE TEXT written permission for any other use or reproduction. To house - U6Lo4.10- PROJECT 101T WX.6 05 5200.A1 18"DEEP BOLT-ON PREFABRICATED METAL it BALCONY:ONE PIECE FULLY-WELDED ALUMINUM G CONSTRUCTION WITH A POWDER COAT FINISH. 2018-01 J WN.4 WNA __ 1/4"X 3"ALUMINUM SLAT FLOOR.REF.TO STRUC. WX.6 11A 11A -- - WNA WN.6 DRAWINGS FOR CONNECTION DETAILS. 11 11AI 077124.A1 DOWNSPOUT U10 U6 O, 101400.A1 UNIT SIGNAGE WITH LIGHTING • Z 104413.B FIRE EXTINGUISHER CABINET O 5'-10" MARK DATE DESCRIPTION WX.6 j WI 1X1 6 i O-3 08/19/2019 BUILDING REVISION O -U4 11A O US WNA 11AU9 IN W DWNPROJECTI I I PRINCIPAL IN CHARGE:1 MS 7.1 GNP' PROJECT MANAGER: I DH 5-6" 2'-4" 22'-6" 077T PROJECT ARCHITECT:I DH JOB CAPTAIN: SZ e A 50'-1 1/4" A `' ---- Floor Plan - Level 2 - A C D E F G KEY PLAN Building G 0 2' 4' 8' , Buildin G - Floor Plan - Level 2 -Sector 2 1/4"V-0" Scale:1/4"=1'-0" . NO TH 1 2 3 4 5 1 2 3 4 5 General Notes- Floor Plans A. EXTERIOR DIMENSIONS ARE TO THE OUTSIDE FACE OF CONCRETE FOUNDATION WALLS,FACE OF MASONRY WALLS,OR TO THE OUTSIDE 3 FACE OF STUDS UNLESS OTHERWISE NOTED.DIMENSIONS TO MASONRY UNITS ARE NOMINAL UNLESS OTHERWISE NOTED. T T T T G B. DIMENSIONS AT UNIT DEMISING WALLS ARE TO CENTERLINE OF WALL. 11-G C. INTERIOR DIMENSIONS ARE TO THE FACE OF CONCRETE,MASONRY,OR FACE OF STUDS AT FRAME WALLS,AND TO CENTERLINE OF COLUMNS DYKEMAN 2 UNLESS OTHERWISE NOTED. D. DIMENSIONS LOCATING DOORS,WINDOWS AND RELIGHTS ARE TO NOMINAL E NONRY OTED.OPENING OR TO FINISH OPENING UNLESS OTHERWISAS ARCHITECTURE + DESIGN E. SEE WALL TYPES ON SHEETS A1.00 FOR TYPICAL WALL CONSTRUCTION ASSEMBLIES. D F. ALL NON-BEARING WALLS ARE FULL HEIGHT TO UNDERSIDE OF ROOF p DECK OR FLOOR ABOVE. - - 1716 West - 1.1 1 1 G ALLPLY EXTERIOR STUD CONTINUOUS WALLS. SEALANT BEADS BENEATH STUD TRACK AT H. CONTRACTOR SHALL PROVIDE CONTINUOUS HORIZONTAL BLOCKING AT ALL WALL MOUNTED LAVATORIES,DRINKING FOUNTAINS,CASEWORK, MIRRORS,HANDRAILS,ETC.REFER TO ARCHITECTURAL INTERIORCONSULTANT: ELEVATIONS. I. SEE DETAIL SHEET A6.01 FOR TYPICAL MOUNTING HEIGHTS FOR WALL 2 MOUNTED ACCESSORIES AND EQUIPMENT. J. SEE FLOOR FINISH PLANS FOR TRANSITION DETAILS AND THRESHOLDS. 3.10- K. ELECTRICAL PANELS,TRANSFORMERS,BOILERS,AIR HANDLING UNITS, AND DUCTWORK WHEN SHOWN,ARE INDICATED FOR CONTRACTOR CONVENIENCE. L. SEE REFLECTED CEILING PLAN FOR CEILING MOUNTED EQUIPMENT. M. THE GENERAL CONTRACTOR SHALL PROVIDE CONCRETE HOUSEKEEPING _ PADS AT MINIMUM 3 1/2"THICK CONCRETE WITH 6 X 6/W2.9 X 2.9 W W F REINFORCING UNLESS OTHERWISE NOTED OR REQUIRED ELSEWHERE IN THESE DOCUMENTS,PAD DIMENSIONS SHALL BE A MINIMUM 4"GREATER IN HORIZONTAL DIMENSION THAN BASE OF THE EQUIPMENT MOUNTED • THEREON,UNLESS OTHERWISE NOTED.EXACT PAD LOCATIONS SHALL BE E VERIFIED IN THE FIELD. N. CONTRACTOR TO CONFIRM ALL CLEARANCE REQUIREMENTS AS NOTED ON DETAIL A6.01 and A6.02. O. REFER TO DETAILS ON SHEET 1IA7.10 FOR TYPICAL DOOR CLEARANCES. 9552 REGISTERED P. SEE FLOOR PLANS AND BUILDING SECTIONS FOR LOCATION OF DETAILS ARC HITECT 10 FOR TYPICAL FLOOR-TO-FOUNDATION,FLOOR-TO-WALL,WALL-TO-ROOF ASSEMBLIES AND HEADER,SILL AND SOFFIT CONSTRUCTION. 23 3800 071124.AI Q. CONTRACTOR SHALL SEAL AROUND ALL PENETRATIONS AT FIRE RATED q L AA ON STEVENS WALLS,INCLUDING BUT NOT LIMITED TO PIPING,DUCTS,CONDUIT,ETC., STATE OF WASHINGTON WX.6 WITH FIRESTOPPING PER I.B.C.REQUIREMENTS. 11HHHHHHH R. SEE EXTERIOR ELEVATIONS FOR WINDOW AND LOUVER TYPES AND HHH � HHHDETAILS. l L ) - - - - 2 S. SEE ENLARGED PLANS FOR ADDITIONAL DIMENSIONAL AND NOTE C �J - - WN q INFORMATION. PROJECT IDENTIFICATION: C T. TYPICAL WALLS: WX.6 AT RESIDENTIAL UNIT INTERIORS WALL TYPE WN.411; 5 11 AT COMMERCIAL INTERI ORS WALL TYPE WN.6 1 1A; Centennial Park In 4.12- AT DEMISING WALLS,WALL TYPE WND.412A; lJ J5'-0"NOM. AT PLUMBING WALLS,WHERE WATER CLOSET OCCURS,WALL TYPE WN.611A; the City of Arlington Ica:] 3 O O UNLESS OTHERWISE NOTED. O WN.4 0 m U. EXTERIOR WALL TYPE TO BE WX.611,TYP.UON.REFER TO PLANS, T WN 6 Q O 11A WN.4 ELEVATIONS,AND SHEET A1.00 FOR EXTERIOR FINISH WALL TYPES AND FOR 11A EXTENT. 18edRoIm W A6 Centennial Park 5J WX.6 303 - ALIGN WALLS LLC US U5 wN.a MATERIAL LEGEND- FLOOR FINISHES U6 us AT ------------- 2'-6 s-s 5-4 a-o 7-2^ CARPET 172nd St NE and 67th Ave I I 2 ® VINYL PLANK NE WND.4 .11- Arlington, WA 98223 U2 WX6 SEE-FINISH MATERIAL KEY ON SHEET A6.00 FOR PAINT COLORS. BUILDING PERMIT - - - - - - 3 08/19/2019 I WX.6 WN.4 WH WN.4 - 2-10" WN.6 11A 12R 1 This drawing is: 1.Copyright 2019 Dykeman,Inc. ■r 1 U8 U8 -- - � KEYNOTE LEGEND 2.The Architect's Instrument of Professional Service. B ■ W N.6 3.For use on this project only.Obtain Architect's B 4'-3" 12R KEYNOTE KEYNOTE TEXT written permission for any other use or reproduction. �12-G w A U2 - - - - ___ __ 077124.A1 DOWNSPOUT • Sim JECT NUMBER Studio 1 WN4 ___ ___ 101400.A1 UNIT SIGNAGE WITH LIGHTING 302 10'-0" g _ 104413.E FIRE EXTINGUISHER CABINET 2018-015 - -- --- _ 233800 IVENTILATION HOODS i - - - - -fig A2.12-G =__- _- ___ I • I 4 MARK DATE DESCRIPTION 4 Sim _ WN.4 - --- --- -- 08/19/2019 BUILDING REVISION ROOF OVERHA G 5'-0"NOM. ~ABOVE .11- q WX.6 2 11 11A 104413.B 1 A2.11-G RE 2_g 101400.A1 YP. WN.6 WX.6 DW O �\ )-SEE DRAWING- - - -( 5 U2 WX6 �/ 1/A1.32-13 PROJECT WND.4 G PRINCIPAL IN CHARGE:I MS PROJECT MANAGER: DH PROJECT ARCHITECT: DH JOB CAPTAIN: SZ A 5'-6" 2'-4" 42'-31/4" 50'-1 114" --------------- - Floor Plan - Level 3 - A C D F G KEY PLAN Building G a •- 0 2' 4' 8' Building G - Floor Plan - Level 3-Sector 1 Scale:1/4"=T-O" WIN wl 1/4"=V-0., NO TH 1 2 3 4 5 1 2 3 4 5 General Notes- Floor Plans A. EXTERIOR DIMENSIONS ARE TO THE OUTSIDE FACE OF CONCRETE FOUNDATION WALLS,FACE OF MASONRY WALLS,OR TO THE OUTSIDE FACE OF STUDS UNLESS OTHERWISE NOTED.DIMENSIONS TO MASONRY UNITS ARE NOMINAL UNLESS OTHERWISE NOTED. B. DIMENSIONS AT UNIT DEMISING WALLS ARE TO CENTERLINE OF WALL. C. INTERIOR DIMENSIONS ARE TO THE FACE OF CONCRETE,MASONRY,OR FACE OF STUDS AT FRAME WALLS,AND TO CENTERLINE OF COLUMNS DYKEMAN UNLESS OTHERWISE NOTED. D. DIMENSIONS LOCATING DOORS,WINDOWS AND RELIGHTS ARE TO NOMINAL MASONRY OPENING OR TO FINISH OPENING UNLESS OTHERWISE NOTED. ARCHITECTURE + DESIGN E. SEE WALL TYPES ON SHEETS A1.00 FOR TYPICAL WALL CONSTRUCTION ASSEMBLIES. D F. ALL NON-BEARING WALLS ARE FULL HEIGHT TO UNDERSIDE OF ROOF D DECK OR FLOOR ABOVE. - - - G. APPLY TWO(2)CONTINUOUS SEALANT BEADS BENEATH STUD TRACK AT ALL EXTERIOR STUD WALLS. 3 H. CONTRACTOR SHALL PROVIDE CONTINUOUS HORIZONTAL BLOCKING AT 3.10- ALL WALL MOUNTED LAVATORIES,DRINKING FOUNTAINS,CASEWORK, MIRRORS,HANDRAILS,ETC.REFER TO ARCHITECTURAL INTERIORCONSULTANT: ELEVATIONS. I. SEE DETAIL SHEET A6.01 FOR TYPICAL MOUNTING HEIGHTS FOR WALL MOUNTED ACCESSORIES AND EQUIPMENT. J. SEE FLOOR FINISH PLANS FOR TRANSITION DETAILS AND THRESHOLDS. K. ELECTRICAL PANELS,TRANSFORMERS,BOILERS,AIR HANDLING UNITS, AND DUCTWORK WHEN SHOWN,ARE INDICATED FOR CONTRACTOR CONVENIENCE. L. SEE REFLECTED CEILING PLAN FOR CEILING MOUNTED EQUIPMENT. Studio M. THE GENERAL CONTRACTOR SHALL PROVIDE CONCRETE HOUSEKEEPING 302 Sim WN 4 10'-01, PADS AT MINIMUM 31/2"THICK CONCRETE WITH 6 X 6/W2.9 X 2.9 WWF 1 REINFORCING UNLESS OTHERWISE NOTED OR REQUIRED ELSEWHERE IN __ ____ THESE DOCUMENTS,PAD DIMENSIONS SHALL BE A MINIMUM 4"GREATER 4.11- - - - �� --- IN HORIZONTAL DIMENSION THAN BASE OF THE EQUIPMENT MOUNTED • A2.12-G THEREON,UNLESS OTHERWISE NOTED.EXACT PAD LOCATIONS SHALL BE VERIFIED IN THE FIELD. 4 N. CONTRACTOR TO CONFIRM ALL CLEARANCE REQUIREMENTS AS NOTED Sim I WN.4 -- --- ___ __ ON DETAIL A6.01 and A6.02. 0. REFER TO DETAILS ON SHEET 1IA7.10 FOR TYPICAL DOOR CLEARANCES. 9552 REGISTERED --- ---- ROOF OVERHANG P. SEE FLOOR PLANS AND BUILDING SECTIONS FOR LOCATION OF DETAILS ARCHITECT - - 5'-0"NOM. _ _ __ ~ABOVE FOR TYPICAL FLOOR-TO-FOUNDATION,FLOOR-TO-WALL,WALL-TO-ROOF �12-G ---------- W N 6 ASSEMBLIES AND HEADER,SILL AND SOFFIT CONSTRUCTION. WX6 y Q. CONTRACTOR SHALL SEAL AROUND ALL PENETRATIONS AT FIRE RATED 11- 4 11 11A 1 A2.11-G A L AA ON STEVENS 2 O 104413.B i WALLS,INCLUDING BUT NOT LIMITED TO PIPING,DUCTS,CONDUIT,ETC., STATE of wnsewciaN RE -� ,2'-1" 101400.A1 YP. WN.6 WITH FIRESTOPPING PER I.B.C.REQUIREMENTS. WX.6 DW W R. SEE EXTERIOR ELEVATIONS FOR WINDOW AND LOUVER TYPES AND '--��' DETAILS. (�b�� _ S. SEE ENLARGED PLANS FOR ADDITIONAL DIMENSIONAL AND NOTE C \/ ~ U2 WX.6 5 INFORMATION. C SEE DRAWING PROJECT IDENTIFICATION: T. TYPICAL WALLS: 1/A1.31-G WIJ2Dn4 2 Sim AT RESIDENTIAL UNIT INTERIORS WALL TYPE WN.411; _ AT COMMERCIAL INTERIORS WALL TYPE WN.611A; Centennial Park In i 4.11 I AT DEMISING WALLS,WALL TYPE WND.412A; lJ AT PLUMBING WALLS,WHERE WATER CLOSET OCCURS,WALL TYPE V-6" V-4" 4'-0" T-2" WIN ii IA; the City of Arlington UNLESS OTHERWISE NOTED. --- US U. EXTERIOR WALL TYPE TO BE WX.611,TYP.UON.REFER TO PLANS, U5 ELEVATIONS,AND SHEET A1.00 FOR EXTERIOR FINISH WALL TYPES AND FOR EXTENT. j WN4 ---- FIN Centennial Park 5J "A LLC 1 Bed Room I - WN 6 L_ v 301III WN.4 MATERIAL LEGEND- FLOOR FINISHES AT 5 Sim O O I 11A 172nd St NE and 67th Ave U4 4.12- o I I I CARPET 0 0 WN 6 5'-0"NOM. ® VINYL PLANK N E I I I I Arlington, WA 98223 WX.6 I WN.4 i I L 11A tO SEE-FINISH MATERIAL KEY ON SHEET A6.00 FOR PAINT COLORS. BUILDING PERMIT - - - 6 08/19/2019 I This drawing is: 1.Copyright 2019 Dykeman,Inc. KEYNOTE LEGEND 2.The Architect's Instrument of Professional Service. TYP. B 3.For use on this project only.Obtain Architect's B 23 3800 07 7124.A1 KEYNOTE KEYNOTE TEXT written permission for any other use or reproduction. 077124.A1 DOWNSPOUT - •JECT NUMBER 101400.A1 UNIT SIGNAGE WITH LIGHTING 104413.E IFIRE EXTINGUISHER CABINET 2018-015 1233800 IVENTILATION HOODS • O 3,F E tO MARK DATE DESCRIPTION 08/1 912 01 9 BUILDING REVISION k! PROJECT TEAM- G PRINCIPAL IN CHARGE: MS PROJECT MAN .1 AG R PROJECT ARCH TECT: DH 50'-1 1/4" JOB CAPTAIN: SZ 5'-6" 2'-4" 42'-31/4" e- A A 3 - Floor Plan - Level 3 - 6A A2.11-G KEY PLAN Building G 0 2' 4' 8' Buildin G - Floor Plan - Level 3-Sector 2 Scale:1/4"=T-0" I 1 2 3 4 5 1 2 3 4 5 General Notes-Roof Plans A. ROOF ELEVATIONS SHOWN ARE TO TOP OF ROOFING MATERIAL. B. SET INTERMEDIATE HEIGHT AS REQUIRED TO PROVIDE THE SLOPES INDICATED. C. PROVIDE TAPERED INSULATION CRICKETS CREATING POSITIVE DRAINAGE. D. REFER TO ROOF MANUFACTURERS STANDARD DETAILS FOR FLASHING AND INSTALLATION INSTRUCTIONS AROUND ROOF OPENINGS AND PENETRATIONS. Oil DYKEMAN MATERIAL LEGEND - ROOF ARCHITECTURE + DESIGN ROOF-ASPHALT SHINGLES Ds. D ROOF-ICE 8 WATER SHIELD _ _ _ ROOF-TEND CRICKETS CONSULTANT: KEYNOTE LEGEND KEYNOTE KEYNOTE TEXT 073113 ASPHALT SHINGLES 07712301 PREFINISHEDGUTTER 077226.A1 ROOF VENTILATOR • A C D F G 9552 REGISTERED ARC HITECT A L AA ON STEVENS _ - _- STATE OF WASHINGTON 3.,/1,0„ ii 1 I II II ii C C 3../ PROJECT IDENTIFICATION: III II IIY'1 ;; 07712301 Centennial Park in II 07 7226.A1 �� II the City of Arlington FOR - - - - - - -_----_ z - ------------------ - - - - - ---------- - �I Centennial Park 5J I� � I� II LLC I� II I� II I II I I II. AT II ® II II II II � 172nd St NE and 67th Ave FED I .I NE Arlington, WA 98223 3 I I BUILDING PERMIT I! 08/19/2019 This drawing is: li li 4 1.Copyright 2019 Dykeman,Inc. B 2.The Architect's Instrument of Professional Service. 1 3.For use on this project only.Obtain Architect's B written permission for any other use or reproduction. li PROJECT I I II NUMBER: __�{ -— III II I 2018-015 I I I I L�l it TII MARK DATE DESCRIPTION 07712301 ® I' O8/19/2019 BUILDING REVISION I� I� --------------- PROJECT TEAM: 07 3113 ® ;; PRINCIPAL IN CHARGE: MS 07 7123 01 r 3"/P_0. i; PROJECT MANAGER: I DH i; PROJECT ARCHITECT:I L. l i i i JOB CAPTAIN: I SZ 3/1-0" A " A I. _- - --------------------- --------— - Roof Plan - Building G a .- 0 4' 8' 16' Building G - Roof Plan Scale:i/6 T-0" NO TH 1/8"=d 1 2 3 4 5 1 2 3 4 5 General Notes-Reflected Ceiling Plans A. ALL GWB.CEILING SCREW TO FLOOR JOIST MOUNTED RESILIENT CHANNELS, OR DIRECT SCREWS TO ROOF TRUSSES ABOVE,UNLESS OTHERWISE NOTED. B. PROVIDE SEISMIC BRACING AT ALL SUSPENDED CEILINGS.REFER TO TYPICAL CEILING DETAILS SHEET A9.30. C. CEILING AND SOFFIT HEIGHTS ARE FROM FINISHED FLOOR UNLESS OTHERWISE NOTED. D. CEILING TYPES-REFER TO MATERIAL LEGEND THIS SHEET. DYKEMAN E. PROVIDE CONTINOUS MEMBRANE AT RATED AT RATED FLOORICEILING AND ROOF/CEILING ASSEMBLIES ABOVE ALL SOFFITS AND LOWERED CEILINGS. F. ROOF CONSTRUCTION ASSEMBLIES-REFER TO BUILDING SECTIONS AND ROOF PLANS. ARCHITECTURE + DESIGN G. STRUCTURAL ELEMENTS ARE SHOWN FOR CONTRACTOR CONVENIENCE. REFER TO STRUCTURAL DRAWINGS FOR ACTUAL SIZE,LOCATION AND D SPACING. D H. MECHANICAL ELEMENTS ARE SHOWN FOR CONTRACTOR CONVENIENCE. - - 1716 - I. LOCATIONS OF SMOKE ALARMS,EMERGENCY LIGHTING,NIGHT LIGHTS AND EXIT SIGNAGE-REFER TO ELECTRICAL DRAWINGS. J. DOMESTIC WATER PIPING AND SPRINKLER PIPE NOT SHOWN FOR CLARITY. CONTRACTOR TO COORDINATE INSTALLATION OF THESE ELEMENTS WITH THOSE OF ALL OTHER TRADES. CONSULTANT: K. GWB CEILINGS TO BE INSTALLED PER MANUFACTURER'S REQUIREMENTS. L. REFER TO FINISH SCHEDULE FOR ADDITIONAL INFORMATION. M. WHERE SOFFITS OCCUR ABOVE CASEWORK UPPER CABINETS,SOFFIT ELEVATIONS ARE PROVIDED FOR REFERENCE.COORDINATE SOFFIT ELEVATION WITH CASEWORK AND REQUIRED VERTICAL CLEARANCES.REFER TO INTERIOR ELEVATIONS FOR ADDITIONAL INFORMATION. KEYNOTE LEGEND KEYNOTE KEYNOTETEXT • �AA�N MATERIAL LEGEND - RCP GYPSUM CEILING BOARD-DROP CEILING A C D E F G A C D E F G STATE OF wnsewciGN 1 1 1 1 GYPSUM CEILING BOARD-ATTACHED TO OTS STRUCTURE C C • IDENTIFICATION: 1 — — 1 OPEN TO' `�'-"" "'' x --- -- - - -- - - FIBER CEMENT SOFFIT :- a FEE Centennial Park in CEILING TAG-CEILING ELEVATION FROM the City of Arlington FLOOR LEVEL 0 8 0 OTS --{ .j OPEN TO STRUCTURE ABOVE-PAINT O FOR SLOPED CEILING SLOPED WITH STRUCTURE Centennial Park 5 J SPOT ELEVATION LLC - - - SEE-FINISH MATERIAL KEY ON SHEET A6.00 FOR AT 8 0 PAINTCOLORS. 7'-7" 172nd St NE and 67th Ave ors ors T3 6 T. NE 01 4 a 0 Arlington, WA 98223 FIXTURE LEGEND - RCP BUILDING PERMIT a 0" CEILING FAN:2-STORY LOFTS 08/19/2019 __l, 3 o This drawing is: _ _ r 5.5"LED RECESSED CAN LIGHT:CLOSETS AND OTS III HALLWAYS B a,l 8-0" - 1 1.Copyright 2019 Dykemen,Inc. 8'-0" 2.The Architect's Instrument of Professional Service. Isu+ 3 For useonthis project only.Obtain Architect's B OTS r� ?^T ir� ^T o 7"LED RECESSED CAN LIGHT:PRIMARY SPACES written permission for any other use or reproduction. PROJECT BATHROOM FAN WITH HEATER 2018-015 — EXHAUST DUCT 8' U' 0, III ;. ,... • MARK DATE DESCRIPTION 08/19/2019 BUILDING REVISION PROJECT TEAM- 1. ors PRINCIPAL IN CHARGE:I MS PROJECT MANAGER: DH PROJECT ARCHITECT:I DH ;- 6 0 { '" •,- JOB CAPTAIN: SZ 77 A 8 0, A I 6t 8 0 {} Q { r { RCP - Building G -OPEN TO ABOVE' 7 L . 7 5'-6" 2'-4" 22'-6" 19'-9 .. 71 S-6" 2'-4" 22'-6" 19'-9 /4" 7.1 0 4' 8' 16' Scale:1/8"=T-0" NO TH • BuildingG- RCP- Level 1 2 Building G-RCP-Level 2 2 3 4 5 1 2 3 4 5 General Notes-Reflected Ceiling Plans A. ALL GWB.CEILING SCREW TO FLOOR JOIST MOUNTED RESILIENT CHANNELS, OR DIRECT SCREWS TO ROOF TRUSSES ABOVE,UNLESS OTHERWISE NOTED. B. PROVIDE SEISMIC BRACING AT ALL SUSPENDED CEILINGS.REFER TO TYPICAL CEILING DETAILS SHEET A9.30. C. CEILING AND SOFFIT HEIGHTS ARE FROM FINISHED FLOOR UNLESS OTHERWISE NOTED. D. CEILING TYPES-REFER TO MATERIAL LEGEND THIS SHEET. DYKEMAN E. PROVIDE CONTINOUS MEMBRANE AT RATED AT RATED FLOORICEILING AND ROOF/CEILING ASSEMBLIES ABOVE ALL SOFFITS AND LOWERED CEILINGS. F. ROOF CONSTRUCTION ASSEMBLIES-REFER TO BUILDING SECTIONS AND ROOF PLANS. ARCHITECTURE + DESIGN G. STRUCTURAL ELEMENTS ARE SHOWN FOR CONTRACTOR CONVENIENCE. REFER TO STRUCTURAL DRAWINGS FOR ACTUAL SIZE,LOCATION AND D SPACING. p H. MECHANICAL ELEMENTS ARE SHOWN FOR CONTRACTOR CONVENIENCE. - - 1716 - I. LOCATIONS OF SMOKE ALARMS,EMERGENCY LIGHTING,NIGHT LIGHTS AND EXIT SIGNAGE-REFER TO ELECTRICAL DRAWINGS. J. DOMESTIC WATER PIPING AND SPRINKLER PIPE NOT SHOWN FOR CLARITY. CONTRACTOR TO COORDINATE INSTALLATION OF THESE ELEMENTS WITH THOSE OF ALL OTHER TRADES. CONSULTANT: K. GWB CEILINGS TO BE INSTALLED PER MANUFACTURER'S REQUIREMENTS. L. REFER TO FINISH SCHEDULE FOR ADDITIONAL INFORMATION. M. WHERE SOFFITS OCCUR ABOVE CASEWORK UPPER CABINETS,SOFFIT ELEVATIONS ARE PROVIDED FOR REFERENCE.COORDINATE SOFFIT ELEVATION WITH CASEWORK AND REQUIRED VERTICAL CLEARANCES.REFER TO INTERIOR ELEVATIONS FOR ADDITIONAL INFORMATION. • KEYNOTE LEGEND �AA�N KEYNOTE KEYNOTE TEXT STATE OF WASHINGTON A 4CD YFC — — — — — — — — — -oo 1 PROJECT IDENTIFICATION: C I Centennial Park in the City of Arlington m FOR MATERIAL LEGEND- RCP Centennial Park 5J 2 GYPSUM CEILING BOARD-DROP CEILING LLC '"�'' `'��"LL'�� '��-�',�`'��•.'�:�'��"��"' GYPSUM CEILING BOARD-ATTACHED TO STRUCTURE 172nd St NE and 67th Ave FIBER CEMENT SOFFIT NE SLOPED D Arlington, WA 98223 ` 9 - .""Y'. .' CEILING TAG-CEILING ELEVATION FROM p-p. FLOOR LEVEL BUILDING PERMIT 08/19/2019 OTS OPEN TO STRUCTURE ABOVE-PAINT 3 This drawing is: 8'-0" ? SLOPED CEILING SLOPED WITH STRUCTURE 1.Copyright 2019 Dykeman,Inc. 2.The Architect's Instrument of Professional Service. B $ SPOT ELEVATION 3.For use on this project only.Obtain Architect's B . 8'-0" written permission for any other use or reproduction. SEE-FINISH MATERIAL KEY ON SHEET A6.00 FOR PROJECT NUMBER PAINTCOLORS. .. 2018-015 5 FIXTURE LEGEND- RCP MARK DATE DESCRIPTION "�:::0,.`t'., 08/19/2019 BUILDING REVISION CEILING FAN:2-STORY LOFTS D8 0 (� 5.5"LED RECESSED CAN LIGHT:CLOSETS AND `-' SLOPED ° HALLWAYS D 0 7"LED RECESSED CAN LIGHT:PRIMARY SPACES i�... g O BATHROOM FAN WITH HEATER PROJECT TEAM: PRINCIPAL IN CHARGE:I MS - — - EXHAUST DUCT PROJECT MANAGER: DH PROJECT ARCHITECT:I DH JOB CAPTAIN: SZ I I I I �'• A A RCP - Building G I I I I 7 1 0 4' 8' 16' Scale:1/8"=T-0" a Buildin G- RCP- Level 3 NO TH \ 1/8"=1'-0" 1 2 3 4 5 1 2 3 4 5 1.1 1 2 3 4 5 6 7 7.1 KEYNOTE LEGEND of Roof /1 KEYNOTE KEYNOTE TEXT 38'-T—� 05 5200.A7 18"DEEP BOLT-ON PREFABRICATED METAL BALCONY:ONE PIECE FULLY-WELDED ALUMINUM CONSTRUCTION WITH A POWDER COAT FINISH.1/4"X 3"ALUMINUM SLAT FLOOR. V3 F - V3 F 5-F�/3-F�5-F V3 F V3 F REF.TO STRUC.DRAWINGS FOR CONNECTION DETAILS. DYKEMAN U per Roof Plate 07 7123 01 PREFINISHED GUTTER 07 7123 01 31'-0 1/2" 07 7124.A1 DOWNSPOUT 055200.A1 101400.At UNIT SIGNAGE WITH LIGHTING ARCHITECTURE + DESIGN 101400.A4 BUILDING IDENTIFICATION SIGNAGE:24"X24"X6MM DIDBOND IN ALUMINUM IDENTIFICATION D V3 V7-F V3 V7-F V3 LETTER MOUNTED WITH SILICONE AND FOAM TAPE OVER 36"X36"X3MM DIDBOND IN DARK D BRONZE BACKGROUND SUBSTRATE PANEL.SCREW AND SILICONE ATTACHMENT TO WALL. 104413.B FIRE EXTINGUISHER CABINET Uzi V5-F V3-F V5-F Level 233800 VENTILATION HOODS Irl _ I 21'_03I 260125 1 ELECTRICAL PANELS FX2 Lower Roof Plate III��III 19'-6 1/2" CO - VINYLWINDOWS V3 V3 V6-F V6- 3 V3 II J Level 2 ffl FX3 19- General Notes-Exterior Elevations A. EXTERIOR MATERIAL TYPES-REFER TO MATERIAL LEGEND THIS SHEET. B. DOWNSPOUTS SUPPORTS-FOR DOWNSPOUTS UP TO 12'-0"IN LENGTH o HOLLOW METAL V3 'Fill Vi 1 V3 PROVIDE 2 PREFINISHED METAL STRAPS(TOP AND BOTTOM).12'-0"AND DOORS LONGER PROVIDE 3 PREFINISHED METAL STRAPS(TOP,MIDDLE AND BOTTOM). C. WALL TYPES-SEE SHEET A1.00 • Level'l � D. SEE SHEETS A7.13,A7.14 AND A7.15 FOR TYPICAL DOOR AND WINDOW DETAILS 00" E. REFER TO DETAIL AI/A7.13 FOR TYPICAL WINDOW FLASHING SEQUENCING 104413.B 104413.B 101400.A1 F. EXTERIOR DETAILS-SEE A8.00 SERIES SHEETS A Building G -West Elevation G. KNOX BOX-PROVIDE A KNOX BOX AT EACH BUILDING AS SPECIFIED. COORDINATE LOCATION WITH THE OWNER AND THE FIRE MARSHAL �.nN H. ALIGN FIBER CEMENT PANEL HORIZONTAL JOINTS AT BUILDING CORNERS,TYP. G F D C A A C D F G STATE OF wnsewciGN 23 3800 Q _ _ _ _ _ Top of Roof _ _ _ _ _ _ _ _ _ Top of Roof C 38,_6„ 38_6„ PROJECT IDENTIFICATION: V3-F 3-F 3- V3-F - Centennial Park in 07 7123 01 _ _ Upper Roof Plate _ �� _ _ _ _p er Do_Plate the Cityof Arlington — 31'-01/ — —I ®1 �� — 31'-01/ g FX2 / \ 10 1400.A4 FOR 077124.A1 Centennial Park 5J __ 07712301 — _ eve13 Leveler LLC 21 Lower Roof Plate / V14-F 19'-6 1/2" Lower Roof Plate AT _ 19'-6 1/2" 1 V3 V3 V10-F FX3 172nd St NE and 67th Ave v14-F 0 - + - - - - - NE �el el2 0' l 10'-� Arlington, WA 98223 - BUILDING PERMIT FX1 0 08/19/2019 ( FX1 _Level 1 Level 1 n This drawing is: 0' 0' 1.Copyright 2019 Dykeman,Inc. 2.The Architect's Instrument of Professional Service. B 26 0125 3.For use on this project only.Obtain Architect's B 2 Buildin G- North Elevation 3 Buildin G-South Elevation written permission for anyother use or reproduction. PROJECT NUMBER 2018-015 7.1 7 6 104413.B 101400.A1 — — TO of Roof -6" MARK DATE DESCRIPTION 08/19/2019 BUILDING REVISION I I I I I I — — — V3-F V3-F — — Upper Roof Plate V7- 31'-0 v MATERIAL LEGEND- EXTERIOR ELEVATIONS I I r V3 V1 Vi V3 ( FX1-CMU VENEER Level PROJECT FX2-FIBER CEMENT LAP SIDING 07 7123 01 — — — — PRINCIPAL IN CHARGE:I MS 233800 Lower Roof Plate PROJECT MANAGER: CH FX3 19'-6 1/2" PROJECT ARCHITECT:I DH CA Vi V3 V3 V7 V7 V3 V3 V1 FX3-FIBER CEMENT SMOOTH PANEL JOB CAPTAIN: SZ 077124.A1 faj�� - A FX4-FIBER CEMENT ACCENT A Exterior Elevations - 7 FX5-STONE TILE Building G FX1 0 4' 8' 16' a Level10 n „ 1 Building G-East Elevation Scale:1/8—T-0" . SEE-SHEET A1.00 WALL TYPES \ 1 2 3 4 5 1 2 3 4 5 KEYNOTE LEGEND KEYNOTE KEYNOTE TEXT 055200.A1 18"DEEP BOLT-ON PREFABRICATED METAL BALCONY:ONE PIECE FULLY-WELDED ALUMINUM CONSTRUCTION WITH A POWDER COAT FINISH.1/4"X 3"ALUMINUM SLAT FLOOR.REF.TO STRUC.DRAWINGS FOR CONNECTION DETAILS. . 07712301 PREFINISHED GUTTER YKEMAN 077124.A1 DOWNSPOUT 101400.At UNIT SIGNAGE WITH LIGHTING ARCHITECTURE + DESIGN 129313.At BICYCLE RACKS 233800 VENTILATION HOODS D D General Notes-Exterior Elevations A. EXTERIOR MATERIAL TYPES-REFER TO MATERIAL LEGEND THIS SHEET. B. DOWNSPOUTS SUPPORTS-FOR DOWNSPOUTS UP TO 12"O"IN LENGTHCONSULTANT: PROVIDE 2 PREFINISHED METAL STRAPS(TOP AND BOTTOM).12'-0"AND LONGER PROVIDE 3 PREFINISHED METAL STRAPS(TOP,MIDDLE AND BOTTOM). C. WALL TYPES-SEE SHEET A1.00 D. SEE SHEETS A7.13,A7.14 AND A7.15 FOR TYPICAL DOOR AND WINDOW DETAILS E. REFER TO DETAIL A11A7.13 FOR TYPICAL WINDOW FLASHING SEQUENCING F. EXTERIOR DETAILS-SEE A8.00 SERIES SHEETS G. KNOX BOX-PROVIDE A KNOX BOX AT EACH BUILDING AS SPECIFIED. COORDINATE LOCATION WITH THE OWNER AND THE FIRE MARSHAL H. ALIGN FIBER CEMENT PANEL HORIZONTAL JOINTS AT BUILDING CORNERS,TYP. • E F G G F E 9552 REGISTERED ARCHITECT Top of Roof Top of Roof 38'-6" 38'-6" A L AA ON STEVENS STATE OF WASHINGTON _ Upper Roof Plate _ Upper Roof Plate C Fx3 — 31'-0 1/2" FX3 31'-0 1/2" • • o 101400.A7 FX2 FX2 Centennial Park in T OS 5200.A7 Level _ _Level3 the City of Arlington 21'-0" o771z3o1 21,_0„ FOR 07 7123 01 07 7124.A1 - 0 077124.q, 101400.A1 Centennial Park 5J LLC Level 2 oL _ _Level 2 23 3800 10'_6„ I 233800 Leve101 1 O,_6" AT 172nd St NE and 67th Ave 12 93 13.A1 12 93 13.A1 NE Level FX7 FX, Arlington, WA 98223 1 n �1 BUILDING PERMIT (�__�Budinci -Stair- North ��Building G -Stair-South 08/19/2019 This drawing is: 1.Copyright 2019 Dykeman,Inc. 2.The Architect's Instrument of Professional Service. B 3.For use on this project only.Obtain Architect's B written permission for any other use or reproduction. PROJECT A C D D Top of Roo _ Top of Roof 2018-015 1 38,-6" C A 38-6" • MARK DATE DESCRIPTION Upper Roof Plate _ _Upper Roof Plate 08/19/2019 BUILDING REVISION 31'-01/� 31'-01/ FX2 FX2 MATERIAL LEGEND- EXTERIOR ELEVATIONS Level _ _Level 3 FX1-CMU VENEER PROJECT FX3 FX2-FIBER CEMENT LAP SIDING FX3 PRINCIPAL IN CHARGE:1 MS PROJECT MANAGER: I PH FX3-FIBER CEMENT SMOOTH PANEL PROJECT ARCHITECT:1 DH CA Level 2 /� _ _Level 2 JOB CAPTAIN: 1 SZ 10'-6" I 10'-6" A FX4-FIBER CEMENT ACCENT A Exterior Elevations - I �.Level FX5-STONE TILE Building G n _ 01„ 1 _Level1 0„ a •- 0 4' 8' 16' � �,,�Building G-North Return ��Building G-South Return 1 1/8"=1'-i G 1/8"=1'-0" Scale:1/8"=1'-0" . SEE-SHEET A1.00 WALL TYPES \ 1 2 3 4 5 1 2 3 4 5 KEYNOTE LEGEND KEYNOTE KEYNOTE TEXT 2 1 .10- 3.10- DYKEMAN 1.1T 2 RW1 3 T 5 — DESIGNARCHITECTURE +— — — Top of Roof 38'- D — estD I�I I I I I ---- ---------- ---r U�Jper Roof Plate n y ---- V V31'-0 1/2"UNIT room .Bathroom t-t t t t r t t t-t t t t —Level 3 L1 _ V - - - - Lower Roof Plate UNIT_ UNIT UNIT UNIT b —UNI 19'-6 1/2" 104T 203 2112 P01 101T FC2rn I BathooBathroom Bathrom. �ofhm J LBV012 - - • �1112UNITUNIT rt ,h �L.....Bathroom Kitchen Balhrom o Bathroom Kitchen Bathroom FC1 — � — Level STATE OF WASHINGTGN II - I II III III .III 0" D MII1=III—III=_ II1—II1=II —III III II—III—III—III—III —I 1=1 1=1 1=1_- 1= =III—III �—�_�—�_�—�—��=��=1��=1��=1�I 1�1=1�1=1�1=1�1=��1=�11=��1=��1=��=��—��_�� PROJECT IDENTIFICATION: Centennial Park in the City of Arlington Transverse Section- Building G FOR 1_! Centennial Park 5J LLC AT 3 3 T Q 3.10 3.10 172nd St NE and 67th Ave E NE G LA! D � A Arlington, WA 98223 RW3 RWi RW2 T Top of Roof Top of Roof BUILDING PERMIT 38� — — — Do BUILDING 08/19/2019 This drawing is: J _-- _ . 1.Copyright 2019 Dykeman,Inc. B _ _ _ _ _ Upper Roof Plate _ _ _ W4 _Up_per Roof Plate 2.The Architect's Instrument of Professional Service. 31'-0 1/2" ® 31'-0 1/2" 3.For use on this projec only.Obtain Architect's B F written permission for any other use or reproduction. PROJECT I I I NUMBER Stair, FC3 FC2 201 8-01 G J III Level3,' _ _ _ _ _ Level 71111 2 _0 - - -- ---- - -- - zoz Lower Roof Plate Lower Roof Plate • Living Room 19'- UNIT Balcony 19'-6 1/2" MARK DATE DESCRIPTION En StaiA 104T 08/19/2019 BUILDING REVISION FC3 FCS � FC2 Bedroom) FCS FC2]I Bedroom) FC3 Level�2 _ u Level 2� 10'-6" `1 10'-6" V PRECAST CONCRETE STAIR UNIT TREADS AND - T_ LANDING UNIT 103 NI Balcony Parking Bathroom Bedroom 7Living Room F C1 �J Level 1 Level 1 PROJECT _ �_ III III III III - PRINCIPAL IN CHARGE:I MS I I I I I I I I I I I I I—III I I I—I I I— III— III III—I I I I I I I I—III I I I—I I I—III—III— III III PROJECT MANAGER: PH III III III III III III III III III III III ��— III III III III III III III III III III �� PROJECT ARCHITECT:I DH JOB CAPTAIN: I SZ A A Sections - Building G a .- 0 4' 8' 16' $ Cross Section 1 - Building G Cross Section 2- Building G Scale:i/8"=1'-0" 1 2 3 4 5 1 2 3 4 5 KEYNOTE LEGEND KEYNOTE KEYNOTE TEXT I� 26 5100.A 26 5100.A 08 8300.A 30"X 48"MIRROR UNIT 08 8300.B 24"X 48"MIRROR UNIT 10 2800.E TOILET TISSUE(ROLL)DISPENSER 4 22 4000.A3 22 4000.A3 OS 8300.A 22 4000.A3 22 4000.A2 BATHROOM LAVATORY • YKEMAN 224000.A3 TUB SHOWER UNIT 4.10-G 224000.A4 TOILET 26 5100.A BATHROOM LIGHT FIXTURE ARCHITECTURE + DESIGN 4 22 4000.A2 22 4000.A2 N D 102800.B - - 102800.B - - Marl- � zza000.Aa -_ -_ BATHROOM PLAN GENERAL NOTES A. SEE A6.01 AND A6.02 FOR ACCESSIBILITY 254 152 254 CLEARANCES,GRAB BAR REINFORCING,AND 6 15 21 30 21 15 21 INSTALLATION REQUIREMENTS AT FIXTURES IN TYPE A CONSULTANT: 34 34 34 AND TYPE B UNITS. E Bathroom 201 -A Bathroom 201 - B Bathroom 201 -C *YP114 athroom 201 -D Buildin G-Bathroom 201 - Plan 4a ,/4"='_°" `tu 114"=''-°" 4C ,/q=,_° "=1'-0" - 4 - 26 5100.A �� - - - • OS 8300.A 22 4000.A3 22 4000.A3 22 4000.A3 �95523d 3 A4.10- 42421112 102800.B 102800.E ST22 4000.A4C 3b5 254 C 21 PROJECT IDENTIFICATION: 34 34 athroom 102- D Bathroom 102-A Bathroom 102- B Bathroom 102-C *yB4„=1 ' Centennial Park in ,/a"=,'-6" Buildin G- Bathroom 102- Plan the City of Arlington FOR 265100.A 265100.A Centennial Park 5J 22 4000.A3 22 4000.A3 g L L C 2 11 224000.A3 088300.A AT O 2z4000.Az zza000.Az 172nd St NE and 67th Ave 6 e P-19IN NE Arlington, WA 98223 22 4000.A4 22 4000.A4 2e _ BUILDING PERMIT 2d A4.10- 2 152 254 2 A4.10- 14521 30 21 15 21 08/19/2019 34 34 34 Bathroom 101 T- E 2 f Bathroom 101 T- F 2 Bathroom 101 T- G Bathroom 101 T- H This drawing is: 1.Copyright 2019 Dykeman,Inc. GG 1/4=,_0" 1/4"=1'-0" �9 1/4"=1'-0" G 1A=1'-0" 2.The Architect's Instrument of Professional Service. B - 3.For use on this project only.Obtain Architect's B written permission for any other use or reproduction. 26 5100.A4126 5100.A ..• JECT NUMBER E 088300.A ► 224000.A3 224000.A3 224000.A3 ,� 2018-015 2 Buildin G-Bathroom 101T- Plans 22q°°°.� 224000.A2 • MARK DATE DESCRIPTION 10 2800.B a 10 2800.E 08/19/2019 BUILDING REVISION Lj 22 4000.A4 22 4000.A4 254 152 12 21 24 21 34 34 Bathroom 101T-A Bathroom 101T- B Bathroom 101T-C 2d Bathroom 101T- D GQ I 1/4"=1'-0" 1/a"=1'-0" v 1/4"=1'-0" 1/a"=1'-0" E PROJECT 6 PRINCIPAL IN CHARGE:l MS PROJECT MANAGER: DH -- - 285100.A - - PROJECT ARCHITECT:I DH 1 JOB CAPTAIN: I SZ 08 8300.B e• A 1 d Aa.10- , A 22q°°O.A2 224000.A2 Bathroom Plans - - = = 102E°6.B Building G 22 4000.A4 22 4000.A4 ii •., 0 2' 4' 8' 254 152 254 15 21 30 21 15 21 34 34 34 Scale:1/4"=1'-0" Building G - Bathroom 101 - Plan *B 101 -A b Bathroom 101 - B C Bathroom 101 -C ��114 hroom 101 -D1/4"=1'-0" 1/4"=1'-0" 1/4"=11-0" 114"=1'-0" 1'-0" 1 2 3 4 5 1 2 3 4 5 KEYNOTE LEGEND KEYNOTE I KEYNOTE TEXT 08 8300.A 30"X 48"MIRROR UNIT 10 2800.B TOILET TISSUE(ROLL)DISPENSER 224000.A2 BATHROOM LAVATORY DYKEMAN 224000.A3 TUB SHOWER UNIT 224000.A4 TOILET ARCHITECTURE + DESIGN 26 5100.A BATHROOM LIGHT FIXTURE D BATHROOM PLAN GENERAL NOTES o A. SEE A6.01 AND A6.02 FOR ACCESSIBILITY CLEARANCES,GRAB BAR REINFORCING,AND INSTALLATION REQUIREMENTS AT FIXTURES IN TYPE A AND TYPE B UNITS. CONSULTANT: • �AA�N STATE OF WASHINGTGN CPROJECT IDENTIFICATION: C Centennial Park in the City of Arlington FOR Centennial Park 5J LLC AT 172nd St NE and 67th Ave 2 NE Arlington, WA 98223 2s5,00.A 2ssloo.A BUILDING PERMIT a is 22 4000.A3 This drawing is: A4,11- b 088300.A 224000.A3 1.Copy right 2019 Dykeman,Inc. 22 4000.A3 2.The Architect's Instrument of Professional Service. B 3.For use on this project only.Obtain Architect's B II 22 4000.A2 224000.A2 written permission for any other use or reproduction. �I 10 2800.B - - a 10 2800.E PROJECT -� 224000.A4 \\, e - 224000.A4 2018-015 254 152 254 15 21 30 21 1 21 34 34 34 • Building G-Bathroom 303- Plan ^/��t,?OM 303-A Bathroom 303-B *Y�1!4 athroom 303-C ��Bathroom 303- D MARK DATE DESCRIPTION GU 1/4"=1'-0" "= ID LU 1/4"=1'-0" 08/19/2019 BUILDING REVISION PROJECT PRINCIPAL IN CHARGE:l MS PROJECT MANAGER: D. 26 5100.A _ - -__ _ _ - _ 26 5100.A PROJECT ARCHITECT: DH JOB CAPTAIN: SZ A4.11- , 08 8300.A 22 4000.A3 22 4000.A3 k A 22 4000.A3 A 1a Bathroom Plans - � 22 4000.A2 � 22 4000.A2 ,02606.E Building G 10 2800.8 22 4000.A4 5 - ;3021 - 22 4000.A4 k7 d LE 2a . 0 2' 4' 8' E 254 254 1 21 15 21 Scale:114-V-0"34 34 34 Bu114ildin G- Bathroom 202- Plan Bathroom 202-A Bathroom 202 - B Bathroom 202-C Bathroom 202- D �+ 4" �Ia) 1/4" 1 b 1/4" 1 d 1/4„= ,_g„ 2 3 4 5 1 2 3 4 5 — 2 302 302 301 302 - 301 30 36 12 30 ,224 36 7230 12 it 15 12 18 18 I I .12- 19 —J'17 .12-G 16 II 113100.C1 --- M1.12-G 0 113100.A1 DYKEM4 01 22 4000.A 11 3100.B1 ARCHITECTURE + DESIGN Ell LL 254 222 254 222 254 1 24 30 24 24 24 304243.424 30 24 1 24 36 36 36 36 36 36 36 3'-73/4" '-„1/2 Kitchen 303-A 3-B 8 Kitchen 303-C .9 Kitchen 303- D Building G-Kitchen 303-Plan "J 1/4-1'0" ��114 ',� +/4"=+'-o" 30302M 2836'300212 3030212 30302122430212 15'-6 19/32" 18 18 36 24 36 NO SHELF I NO SHELF 4.12-6 -- -- -- ---- 11 3100.C1 • 1 REF. 113100.A1 9552 REGISTERED _ 11 ARCHITECT 3100.D1 11 3100.61 A L AA ON ITEVENIII Building G-Kitchen 202-Plan 254 222 ,52 STATE OF WASHINGTON Y *11/M=1'-0" 18 24 30 24 30 24 C 3'-7314" 3'-111/2" en 202-A 36 6 36 4.12-G 02 301 302 3030212 303 1224 1230 ,2 36 1530112 PIZ 18 36 18 36 Centennial Park in NO SHELF NO SHELF the City of Arlington w -- P FAR A4.12- 3dCentennial Park 5J _3 .12- 3 Q _ o� - - _ - - 'O - - LLC 111 3 �I - -- -- - -- -- -- -- __= AT - 0 v 11 3100.61 n254 222 254 254 152 222 1 72 nd St NE and 67th Ave 24 24 30 245 24 1 24 30 24 30 24 — * 36 36 36 36 36 36 NE —A L 'I- Arlington, WA 98223 6 Kitchen 201 -A itchen 201 - B Kitchen 201 -C Kitchen 201 -D Building G-Kitchen 201 -Plan *3a '/4"=1'0" *�K " 3c v4'='°" J '/4"`''-°" BUILDING PERMIT 3 di 3°, 08/19/2019 15'-1 314" 302 36 302 302 301 This drawing is: 30 12 8 '30 12 30 12 302 24 12 1.Copyright 2019 Dykeman,Inc. 1IN 0 8 18 36 30 12 36 2.The Architect's Instrument of Professional Service. B 3.For use on this project only.Obtain Architect's B written permission for any other use or reproduction. pq.12_ 11 3100.E1 2a 2018-015 d3W= - r —— — REF.——_ o, o 113100.B2 3100.D2 MARK DATE DESCRIPTION Building G-Kitchen 102-Plan 08/19/2019 BUILDING REVISION 423 101 152M 18 24 18 24 254M 30 24 90 34 30 24 34 34 REMOVABLE K�tCihen 102-A REMOVABLE 6 301 301 II 15 1 302M 24 12 302PROJECT TEAM, — n 36 30 12 30 12 1 PRINCIPAL IN CHARGE:I MS 8 8 A412- 1d p 0 , PROJECT MANAGER: I DH 0 PROJECT ARCHITECT:I DH JOB CAPTAIN: I SZ I I ii 113100.C1 �' A ° A 22400 "' Kitchen Plans - Building 1cF 3100.A1 A4.12- _ 113100.81 0 -- 113100.D1 --_ G a r,- 0 2' 4' 8- 3'-7 314' 3'-111/2" 101 254 101 1 24 24 24 3.42430424 1 24 Building -Kitchen 101 - Plan 36 36 36 38 36 Scale:l/4"=1'-0" . , 1 ' / 114"=1'-0" a Kitchen 101 -A b Kitchen 101 -B *1�C�?n i 101 -C d Kitchen 101 -D,/4"_,'_o" 6 1/4"_,,�. 1 2 3 4 5 1 2 3 4 5 General Notes 1. CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND COORDINATE THE WORK OF ALL TRADES INVOLVED IN THE PROJECT AS PART OF'THIS FTHIS CONTRACT. \ 2. DO NOT SCALE THESE DRAWINGS.DUE TO REPROGRAPHIC PROCESSES THESE DRAWINGS MAY NOT BE TO SCALE.CONTACT ARCHITECT FOR ANY NEEDED CLARIFICATION. S 3. CONTRACTOR SHALL VERIFY CONDITIONS AT THE SITE AND REPORT DYKEMAN �T ALL DISCREPANCIES TO THE ARCHITECT BEFORE PROCEEDING WITH \ 11 THE WORK. � 4. CONTRACTOR SHALL PROVIDE A COMPLETE AND PROPER \ Nw EXECUTION OF THE WORK AS INDICATED ON ALL DRAWINGS AND ARCHITECTURE + DESIGN SPECIFICATIONS.IF DISCREPANCIES IN LAYOUT,DIMENSIONS,OR p \ DETAILS ARE FOUND BETWEEN ARCHITECTURAL,STRUCTURAL, \ MECHANICAL,ELECTRICAL,CIVIL OR LANDSCAPE DRAWINGS, p \ CONTACT THE ARCHITECT IMMEDIATELY FOR CLARIFICATION - - West Ma,i,eVie, 98201 BEFORE PROCEEDING. 425.259.3161 " 5. REGULATIONS,STANDARDS,CONSTRUCTION,MATERIALS AND REQUIREMENTS FOR INSTALLATION OF MATERIALS SHALL CONFORM / AND BE GOVERNED BY THE EDITION OF THE CODE IDENTIFIED IN THE CODES SHEET OF THESE DRAWINGS. CONSULTANT: �------- 6. REFERENCING DRAWINGS IS FOR CONVENIENCE ONLY AND DOES _ — --- NOT LIMIT APPLICATION FOR DRAWINGS OR DETAILS. 7. MATERIALS AND FINISHES LISTED ON INTERIOR AND EXTERIOR _ ELEVATIONS ARE FOR GENERAL INFORMATION AND CONVENIENCE OF THE CONTRACTOR AND ARE REFERENCED IN ADDITION TO MATERIALS AND FINISHES INDICATED OR SPECIFIED ELSEWHERE IN THE DOCUMENTS. 8. HEIGHT DIMENSIONS ARE GIVEN FROM FINISHED SLAB WHERE ( A ' INDICATED.OR RELATIVE\ TUM NOTED THE DRAWINGS.9. N.I.C.NN.I.C.EQUIPMENT IS FURNISHED AND INSTALLED BY OTHERS. CONTRACTOR IS RESPONSIBLE FOR COORDINATION INSTALLATION AND PERFORMING WORK AS REQUIRED BY DETAILS OR BUILDING F WORK 10. SPECIFICATIONS FOR EQUIPMENT INSTALLATION. • POINT(D,1) 1 F.O.I.C.EQUIPMENT IS FURNISHED BY OTHERS AND INSTALLED AS — _ PART OF THIS WORK.THE CONTRACTOR IS RESPONSIBLE FOR COORDINATING THE WORK AS REQUIRED FOR INSTALLATION. I\ i ry i I 11.CONTRACTOR SHALL SEAL AROUND ALL PENETRATIONS FOR FIRE RATED WALLS,INCLUDING,BUT NOT LIMITED TO PIPING,DUCT, 4�1 = CONDUIT,ETC.WITH FIRE STOPPING PER CODES THAT GOVERN THISSET OF DOCUMENTS. 12.CONTRACTOR SHALL MAINTAIN THE INTEGRITY OF THE VAPORCSECTOR 1 BARRIER MEMBRANE AT THE FLOOR SLAB,WALLS,AND ROOF. BACKER ROD,SEALANT AND OTHER APPROVED MEANS SHALL BEENS APPLIED CONTINUOUSLY AROUND ALL EXTERIOR DOORS ANDSTATE OF wAsBwcTaN WINDOW PENETRATIONS AND OTHER AREAS OF POTENTIAL AIR v INFILTRATION,INCLUDING STRUCTURAL,MECHANICAL AND ELECTRICAL PENETRATIONS.THE CONTRACTOR SHALL REPAIR ANY Q - /I� , ��{)� DAMAGE TO VAPOR BARRIER,OR REPLACE THEM PRIOR TO COVER, C P - Y AS APPROVED. _• IDENTIFICATION: 13.THERMAL AND SOUND INSULATION IS INTENDED TO PROVIDE A CONTINUOUS ENVELOPE AS INDICATED. ?-----' 14.ALL ADA TOILETS,URINALS,AND STALLS SHALL MEET THE Centennial Park in REQUIREMENTS OF THE CODES THAT GOVERN THIS SET OF - '- i DOCUMENTS.ALL STANDARD(NON-ADA)TOILETS SHALL BE the City of Arlington CENTERED IN STALLS OR PARTITIONS AS APPLICABLE,UNLESS OTHERWISE NOTED, 15.WHERE EXTERIOR CONCRETE WALKS AND LANDINGS ABUT FOR BUILDINGS,THEY SHALL BE SLOPED AWAY FROM THE BUILDING AS NOTED,BUT IN NO CASE LESS THAN.125"112". _ 16.MAINTAIN NOTED SLAB THICKNESS AT ALL RECESSED SLAB AREAS CentennialAND SLOPING SLABS. Park 5 J ® EEL] PRESSUREIN CONTACT TREATED,TYPITH UONMU,CONCRETE OR SOIL SHALL BE L L C 18.ALL FOAM PLASTIC INSULATION TO COMPLY WITH THE SURFACE BURNING CHARACTERISTICS DEFINED BY THE CODE THAT GOVERNS AT BUILDING H THIS SET OF DOCUMENTS. o-""''u 19.SPECIAL INSPECTIONS SHALL BE PROVIDED AS REQUIRED BY THE SECTOR 22 JURISDICTION THAT GOVERNS THIS SET OF DOCUMENTS.SEE 172nd St NE and 67th Ave SPECIFICATION SECTION 014523 FOR ADDITIONAL INFORMATION. ® 20.DRAWING KEYNOTES DO NOT CORRELATE DIRECTLY TO INDIVIDUAL NE _ - SPECIFICATION SECTIONS. 21.BUILDING INSPECTION SHALL BE PERFORMED THROUGHOUT THE Arlington, WA 98223 DURATION OF CONSTRUCTION.THE FREQUENCY OF INSPECTION IS IDENTIFIED IN THE CONTRACT.INSPECTIONS WILL BE PERFORMED ON SITE.INSPECTIONS WILL BE DOCUMENTED AND RECORDED AS BUILDING PERMIT DEEMED NECESSARY BY THE PROJECT ENGINEER. 08/19/2019 This drawing is: 1.Copyright 2019 Dykeman,Inc. 2.The Architect's Instrument of Professional Service. B -�-� 3.For use on this project only.Obtain Architect's B jt written permission for any other use or reproduction. BUILDING G LSECTOR 3 BUILDING 1 2018-015 v 10 I MARK DATE DESCRIPTION 08/19/2019 BUILDING PERMIT I I 11 JIII �- - PROJECT PRINCIPAL IN CHARGE:1 MS PROJECT MANAGER: DH PROJECT ARCHITECT:I DH JOB CAPTAIN: SZ A A -- ------------------------.----------- Location Plan - Building KEY PLAN H — = NOTE:REFER TO SHEET SD1.1 J — — — — — — FOR RELATIONSHIP OF � / WORKPOINT TO SITE. 0 8' 16' 32' Q �� Scale:1/16"=T-0" Building H - Location Plan NO TH \ 1116"=V-0" 1 2 3 4 5 1 2 3 4 5 General Notes- Floor Plans A. EXTERIOR DIMENSIONS ARE TO THE OUTSIDE FACE OF CONCRETE FOUNDATION WALLS,FACE OF MASONRY WALLS,OR TO THE OUTSIDE FACE OF STUDS UNLESS OTHERWISE NOTED.DIMENSIONS TO MASONRY UNITS ARE NOMINAL UNLESS OTHERWISE NOTED. B. DIMENSIONS AT UNIT DEMISING WALLS ARE TO CENTERLINE OF WALL. C. INTERIOR DIMENSIONS ARE TO THE FACE OF CONCRETE,MASONRY,OR FACE OF STUDS AT FRAME WALLS,AND TO CENTERLINE OF COLUMNS DYKEMAN 3 1 UNLESS OTHERWISE NOTED. D. DIMENSIONS LOCATING DOORS,WINDOWS AND RELIGHTS ARE TO 3.10- 3.11- NOMINAL MASONRY OPENING OR TO FINISH OPENING UNLESS A B B.2 C D E F ,G OTHERWISE NOTED. ARCHITECTURE + DESIGN E. SEE WALL TYPES ON SHEETS A1.00 FOR TYPICAL WALL CONSTRUCTION ASSEMBLIES. D 5'-3" 7'-6" 32'-11" 3'-0" 4'-0' F. ALL NOW EARING WALLS ARE FULL HEIGHT TO UNDERSIDE OF ROOF p A2.11-H DECK OR FLOOR ABOVE. G. APPLY TWO(2)CONTINUOUS SEALANT BEADS BENEATH STUD TRACK AT ALL EXTERIOR STUD WALLS. 1 H. CONTRACTOR SHALL PROVIDE CONTINUOUS HORIZONTAL BLOCKING AT ALL WALL MOUNTED LAVATORIES,DRINKING FOUNTAINS,CASEWORK, MIRRORS,HANDRAILS,ETC.REFER TO ARCHITECTURAL INTERIORCONSULTANT: ELEVATIONS. I. SEE DETAIL SHEET A6.01 FOR TYPICAL MOUNTING HEIGHTS FOR WALL MOUNTED ACCESSORIES AND EQUIPMENT. J. SEE FLOOR FINISH PLANS FOR TRANSITION DETAILS AND THRESHOLDS. W?RK POINT ( B,1) K. ELECTRICAL PANELS,TRANSFORMERS,BOILERS,AIR HANDLING UNITS, AND DUCTWORK WHEN SHOWN,ARE INDICATED FOR CONTRACTOR 1'-s" 11'-10" 4'-7" WX6 8'-0" 4'-0" CONVENIENCE. 11 L. SEE REFLECTED CEILING PLAN FOR CEILING MOUNTED EQUIPMENT. M. THE GENERAL CONTRACTOR SHALL PROVIDE CONCRETE HOUSEKEEPING 1 PADS AT MINIMUM 31/2"THICK CONCRETE WITH 6X6NV2.9X2.9 WWF WX.6 1 T REINFORCING UNLESS OTHERWISE NOTED OR REQUIRED ELSEWHERE L- WX 6 THESE DOCUMENTS.PAD DIMENSIONS SHALL BE A MINIMUM 4"GREATER IN HORIZONTAL DIMENSION THAN BASE OF THE EQUIPMENT MOUNTED • 2 - O z- THEREON,UNLESS OTHERWISE NOTED.EXACT PAD LOCATIONS SHALL BE 0 ❑ WN.6 VERIFIED IN THE FIELD. WX.6 O O J - 11A N. CONTRACTOR TO CONFIRM ALL CLEARANCE REQUIREMENTS AS NOTED 11 ON DETAIL A6.01 and A6.02. O. REFER TO DETAILS ON SHEET VA7.10 FOR TYPICAL DOOR CLEARANCES. 9552 REGISTERED Ug - 3 Bed Roo PORCr P. SEE FLOOR PLANS AND BUILDING SECTIONS FOR LOCATION OF DETAILS ARC HITECT 101 FOR TYPICAL FLOOR-TO-FOUNDATION,FLOOR-TO-WALL,WALL-TO-ROOF ASSEMBLIES AND HEADER,SILL AND SOFFIT CONSTRUCTION. ri TYPE B Q. CONTRACTOR SHALL SEAL AROUND ALL PENETRATIONS AT FIRE RATED _ -6° v \fD EVENS WALLS,INCLUDING BUT NOT LIMITED TO PIPING,DUCTS,CONDUIT,ETC., A L AA ON STATE OF wASHTNGTaN WITH FIRESTOPPING PER I.B.C.REQUIREMENTS. R. SEE EXTERIOR ELEVATIONS FOR WINDOW AND LOUVER TYPESAND = - U1 DETAILS. S. SEE ENLARGED PLANS FOR ADDITIONAL DIMENSIONAL AND NOTE C 1 INFORMATION. PROJECT IDENTIFICATION: C 3.10- T. TYPICAL WALLS: U5 4'-11/2 '_2 5'-7' '-8" 6'-6' V-6" AT RESIDENTIAL UNIT INTERIORS WALL TYPE WN.411; AT COMMERCIAL INTERIORS WALL TYPE WIN 611A; Centennial Park In • AT DEMISING WALLS,WALL TYPE WND.412A; - - - 2.1 AT PLUMBING WALLS,WHERE WATER CLOSET OCCURS,WALL TYPE U6 WX.6 WN.6 the City of Arlington 11A; LIG i 11 � UNLESS OTHERWISE NOTED. _ W ALIGN U. EXTERIOR WALL TYPE TO BE WX.611,TYP.UON.REFER TO PLANS, _ US ---- - - - ---- - 077124.A1 TYF. ELEVATIONS,AND SHEET AI.00 FOR EXTERIOR FINISH WALL TYPES AND FOR EXTENT. a Centennial Park 5J LLC '-o"NOM. us MATERIAL LEGEND- FLOOR FINISHES AT U9 ® CARPET 172nd St NE and 67th Ave WIND.4 o NE 12A - ® VINYL PLANK Arlington, WA 98223 3 - U2 WX.6 3 2'-0" ---- - ---- WN'4 SEE-FINISH MATERIAL KEY ON SHEET A6.00 FOR PAINT COLORS. BUILDING PERMIT 5'-01/2" WN.6 U7 08/19/2019 --L-5 11A KEYNOTE LEGEND This drawing is: � 1.Copyright 2019 Dykeman,Inc. np KEYNOTE KEYNOTE TEXT 2.The Architect's Instrument of Professional Service. B 101400. - 3.For use on this project only.Obtain Architect's B � � 07 7124 A7 DOWNSPOUT written permission for any other use or reproduction. NA 4 1 _ 1, 6„ Q � 101400.A1 UNIT SIGNAGE WITH LIGHTING -• _ --- -- ------- U7 U6 'c c 104413.B FIRE EXTINGUISHER CABINET III T LIG _ - 3.10- 2018-015 U11 I I II I I 4.2 T-1' T-101/4" U5 I I I - • 3'-0" L yI MARK DATE DESCRIPTION 1 --- WN.4 ----- - 08/19/2019 BUILDING PERMIT 9� 1 fl Xi A2.13-H WN.6 U1 PbRCH - 1 Bed Roo 11 � ------------ 104413.B °� 102 00 o� E A _ 12R o • 2'-0 WX.6 " 0 9'-g^ _ WND.4 H LIGN 12 - J L- 12A M PRINCIPAL IN CHARGE: MS 5 yy-�! 5 PROJECT MANAGER: DH SEE DRAWING PROJECT ARCHITECT:I DH 1 1 A1.12-H N.4 JOB CAPTAIN: SZ A 11 WX6 A2.�3-H A - ------------------------- ---------- Floor Plan - Level 1 - KEY PLAN Building H A B 8.2 C D E F G 0 2' 4' 6' Q • Building H- Floor Plan- Level 1 -Sector 1 1 1/4"=V-0" Scale:1/4"=V-0" . NO TH 1 2 3 4 5 1 2 3 4 5 General Notes- Floor Plans \ 3 1 \ 1 A. EXTERIOR DIMENSIONS ARE TO THE OUTSIDE FACE OF CONCRETE FOUNDATION WALLS,FACE OF MASONRY WALLS,OR TO THE OUTSIDE FACE OF STUDS UNLESS OTHERWISE NOTED.DIMENSIONS TO MASONRY UNITS ARE NOMINAL UNLESS OTHERWISE NOTED. B. DIMENSIONS AT UNIT DEMISING WALLS ARE TO CENTERLINE OF WALL. C. INTERIOR DIMENSIONS ARE TO THE FACE OF CONCRETE,MASONRY,OR FACE OF STUDS AT FRAME WALLS,AND TO CENTERLINE OF COLUMNS DYKEMAN UNLESS OTHERWISE NOTED. 5z 8" D. DIMENSIONS LOCATING DOORS,WINDOWS AND RELIGHTS ARE TO NOMINAL MASONRY OPENING OR TO FINISH OPENING UNLESS OTHERWISE NOTED. ARCHITECTURE + DESIGN 5'-3" 7'-6" 32'-11" 3'-0' 4'- E. SEE WALL TYPES ON SHEETS A1.00 FOR TYPICAL WALL CONSTRUCTION 13-H ASSEMBLIES. D I F. ALL NON-BEARING WALLS ARE FULL HEIGHT TO UNDERSIDE OF ROOF p II DECK OR FLOOR ABOVE. - - - 2 1 Bed Roon WA 98201 G. APPLY TWO(2)CONTINUOUS SEALANT BEADS BENEATH STUD TRACK AT - -_____ 17'_ L[� 102 ALL EXTERIOR STUD WALLS. It PEA H. CONTRACTOR SHALL PROVIDE CONTINUOUS HORIZONTAL BLOCKING AT WX.6 - ALL WALL MOUNTED LAVATORIES,DRINKING FOUNTAINS,CASEWORK, 12R MIRRORS,HANDRAILS,ETC.REFER TO ARCHITECTURAL INTERIOR A ELEVATIONS. E000 SEE DRAWING9' 9 WND.4 I. SEE DETAIL SHEETA6.01 FOR TYPICAL MOUNTING HEIGHTS FOR WALL 12A LIGN MOUNTED ACCESSORIES AND EQUIPMENT. 1 J_A1.1 H� - - J. SEE FLOOR FINISH PLANS FOR TRANSITION DETAILS AND THRESHOLDS. l 5 � f +�f - 5 K. ELECTRICAL PANELS,TRANSFORMERS,BOILERS,AIR HANDLING UNITS, �J AND DUCTWORK WHEN SHOWN,ARE INDICATED FOR CONTRACTOR WNA CONVENIENCE. WX.6 1A L. SEE REFLECTED CEILING PLAN FOR CEILING MOUNTED EQUIPMENT. - ++ z WX 6 M. THE GENERAL CONTRACTOR SHALL PROVIDE CONCRETE HOUSEKEEPING 2'-10" 11 A2'3_H PADS AT MINIMUM 31/2"THICK CONCRETE WITH 6X6M/2.9X2.9 WWF REINFORCING UNLESS OTHERWISE NOTED OR REQUIRED ELSEWHERE IN THESE DOCUMENTS.PAD DIMENSIONS SHALL BE A MINIMUM 4"GREATER IN HORIZONTAL DIMENSION THAN BASE OF THE EQUIPMENT MOUNTED WN.4 `v / TH VERIFIED EREON IN OTHERWISE NOTED.EXACT PAD LOCATIONS SHALL BE 11A - N THE FIELD. WNA N. CONTRACTOR TO CONFIRM ALL CLEARANCE REQUIREMENTS AS NOTED 11A US U6 ON DETAIL A6.01 and A6.02. 5'-6" O. REFER TO DETAILS ON SHEET VA7.10 FOR TYPICAL DOOR CLEARANCES. 9552 REGISTERED _ P. SEE FLOOR PLANS AND BUILDING SECTIONS FOR LOCATION OF DETAILS ARC HITECT US 2 Bed Roo FOR TYPICAL FLOOR-TO-FOUNDATION,FLOOR-TO-WALL,WALL-TO-ROOF WN.4 AS AND HEADER,SILL AND SOFFIT CONSTRUCTION. 4'-4��'-6 5'-4 103 Q. CONTRACTOR SHALL SEAL AROUND ALL PENETRATIONS AT FIRE RATED Ll LIGN- - E B A L AA ON STEVENS - WALLS,INCLUDING BUT NOT LIMITED TO PIPING,DUCTS,CONDUIT,ETC., STATE GR ON STEVENS U5 ---- - -- - - WITH FIRESTOPPING PER I.B.C.REQUIREMENTS. US - - - - - - 51 R. SEE EXTERIOR ELEVATIONS FOR WINDOW AND LOUVER TYPES AND WN.4 WN.6 DETAILS. WX.6 WN4 11A _ S. SEE ENLARGED PLANS FOR ADDITIONAL DIMENSIONAL AND NOTE C _ 3 INFORMATION. PROJECT IDENTIFICATION: C T. TYPICAL WALLS: A2.12-H 2 O - - - - - - AT RESIDENTIAL UNIT INTERIORS WALL TYPE WN.411; AT COMMERCIAL INTERIORS WALL TYPE WN.611A; Centennial Park In n DW P RCH 2 11 H AT DEMISING WALLS,WALL TYPE WNDA 12A; lJ a AT PLUMBING WALLS,WHERE WATER CLOSET OCCURS,WALL TYPE1A; the City of Arlington WN.61 5'-0"NOM. - WX.6 UNLESS OTHERWISE NOTED. WN.4III „ U. E ELEVATIONS,AND SHEET A1.0WX.6 FOR EXTERIOR FINISH WALL TYPES AND FOR I- zo0° U1 CL EXTENT. Centennial Park 5J -. 7 WN.4 REF. WN.4 O LLC 0 11A - - - 5.3 �13-H - 077124A1 T1,P - a s MATERIAL LEGEND- FLOOR FINISHES AT 0 � 6.3 REF. ® CARPET 172nd St NE and 67th Ave - -ro PORCH j WN.4 U1 ® VINYL PLANK N E N Arlington, WA 98223 101400.A1 TYP. �L WN.4 WX6 v \ SEE-FINISH MATERIAL KEY ON SHEET A6.00 FOR PAINT COLORS. BUILDING PERMIT A DW 08/19/2019 B 3'-0" 2'-6fn � --- 4 � 1.Copyright 2019 Dykeman,Inc. WIN.4 = KEYNOTE KEYNOTE TEXT 2.The Architect's Instrument of Professional Service. " 1 WN.6 3.For use on this project only.Obtain Architect's B 61 11A 6 1 101400.A1 DOWNSPOUT written permission for any other use or reproduction. \ 101400.A7 UNIT SIGNAGE WITH LIGHTING PROJECT 104413.B FIRE EXTINGUISHER CABINET NUMBER:WNA 2 Bed Room 2018-015 Ug U5 3-2^ ,-6„ 104 LIGN U6 US 11 WN.4 v WN.4 9 v MARK DATE DESCRIPTION 08/19/2019 BUILDING PERMIT WX.6 WX.6 A2.3-H zo 1 z \� SEE DRAWING 1/A1.13-H W2XR6 WN.6 WIND.4 L'IGNLT= I I PROJECT 0 11A 12A JLLJI _ PRINC IN CHARG :1 MS 00 - 1 Bed Roo P RCH M PROJEICT PAL ARCH ECTEI DH 105 PE WX.6 JOB CAPTAIN: SZ T77, - i �_ ... A 104413.B i A Floor Plan - Level 1 - KEYPLAN Building H A B B.2 C D E F G 0 2' 4' 8' Q e Building H- Floor Plan- Level 1 -Sector 2 Scale:1/4"=V-0" . NO TH 1 2 3 4 5 1 2 3 4 5 General Notes- Floor Plans A. EXTERIOR DIMENSIONS ARE TO THE OUTSIDE FACE OF CONCRETE FOUNDATION WALLS,FACE OF MASONRY WALLS,OR TO THE OUTSIDE 3 FACE OF STUDS UNLESS OTHERWISE NOTED.DIMENSIONS TO MASONRY 3.10. 3.11- UNITS ARE NOMINAL UNLESS OTHERWISE NOTED. A B B.2 C D E F G B. DIMENSIONS AT UNIT DEMISING WALLS ARE TO CENTERLINE OF WALL. C. INTERIOR DIMENSIONS ARE TO THE FACE OF CONCRETE,MASONRY,OR 52'-S" FACE OF STUDS AT FRAME WALLS,AND TO CENTERLINE OF COLUMNS DYKEMAN UNLESS OTHERWISE NOTED. 7'-6" 22, 3'-W 4-- D. DIMENSIONS LOCATING DOORS,WINDOWS AND RELIGHTS ARE TO NOMINAL MASONRY OPENING OR TO FINISH OPENING UNLESS OTHERWISE NOTED. ARCHITECTURE + DESIGN E. SEE WALL TYPES ON SHEETS A1.00 FOR TYPICAL WALL CONSTRUCTION ASSEMBLIES. D F. ALL NON-BEARING WALLS ARE FULL HEIGHT TO UNDERSIDE OF ROOF p DECK OR FLOOR ABOVE. - - G. APPLY TWO(2)CONTINUOUS SEALANT BEADS BENEATH STUD TRACK AT ALL EXTERIOR STUD WALLS. WX.6 WX.6 'A2 3-H H. CONTRACTOR SHALL PROVIDE CONTINUOUS HORIZONTAL BLOCKING AT 11 ALL WALL MOUNTED LAVATORIES,DRINKING FOUNTAINS,CASEWORK, MIRRORS,HANDRAILS,ETC.REFER TO ARCHITECTURAL INTERIORCONSULTANT: � ELEVATIONS. Z I. SEE DETAIL SHEET A6.01 FOR TYPICAL MOUNTING HEIGHTS FOR WALL 7 SEE DRAWING _ 7 MOUNTED ACCESSORIES AND EQUIPMENT. J. SEE FLOOR FINISH PLANS FOR TRANSITION DETAILS AND THRESHOLDS. 1/A1.12-H wxs 2 0 WND.4 ALIGN K. ELECTRICAL PANELS,TRANSFORMERS,BOILERS,AIR HANDLING UNITS, AND DUCTWORK WHEN SHOWN,ARE INDICATED FOR CONTRACTOR fO R 00 9-g 3 W A 12A CONVENIENCE. v WX, L. SEE REFLECTED CEILING PLAN FOR CEILING MOUNTED EQUIPMENT. O O M. THE GENERAL CONTRACTOR SHALL PROVIDE CONCRETE HOUSEKEEPING 1 Bad Room P 7.1 RICH PADS AT MINIMUM 3 1/2"THICK CONCRETE 105 REINFORCING UNLESS OTHERWISE NOTED OIR REQUIRED ELSEWHERE IN - AllPEA WX 6 THESE DOCUMENTS.PAD DIMENSIONS SHALL BE A MINIMUM 4"GREATER ' - „ v IN HORIZONTAL DIMENSION THAN BASE OF THE EQUIPMENT MOUNTED • THEREON,UNLESS OTHERWISE NOTED.EXACT PAD LOCATIONS SHALL BE 104413.B U, VERIFIED IN THE FIELD. N. CO WN.q L NTRACTOR TO CONFIRM ALL CLEARANCE REQUIREMENTS AS NOTED � � Stair H-EX2 ON DETAIL A6.01 and A6.02. - i „A � O. REFER TO DETAILS ON SHEET 11A7.10 FOR TYPICAL DOOR CLEARANCES. 9552 REGISTERED ________ P. SEE FLOOR PLANS AND BUILDING SECTIONS FOR LOCATION OF DETAILS ARC HITECT Y----------------- -�, 5 FOR TYPICAL FLOOR-TO-FOUNDATION,FLOOR-TO-WALL,WALL-TO-ROOF ASSEMBLIES AND HEADER,SILL AND SOFFIT CONSTRUCTION. T-1" T�1 -H Q. CONTRACTOR SHALL SEAL AROUND ALL PENETRATIONS AT FIRE RATED j A WALLS,INCLUDING BUT NOT LIMITED TO PIPING,DUCTS,CONDUIT,ETC., A L AA ON STEVENS STATE OR wASHiNGTaN U11 U5 WX6 WITH FIRESTOPPING PER I.B.C.REQUIREMENTS. giz 11 R. SEE EXTERIOR ELEVATIONS FOR WINDOW AND LOUVER TYPES AND W l - ALIGN DETAILS. 11A1A - S. SEE ENLARGED PLANS FOR ADDITIONAL DIMENSIONAL AND NOTE - - - _ "' T. TYPICAL WALLS: • • • AT RESIDENTIAL UNIT INTERIORS WALL TYPE WN.411; -��-- - ATCOMMERCIAL INTERIORS WALLTYPE WN.611A; Centennial Park In �\w AT DEMISING WALLS,WALL TYPE WND.412A; lJ WN.4 ¢ - 3 AT PLUMBING WALLS,WHERE WATER CLOSET OCCURS,WALL TYPE N.611A; UNLESS OTHERWISE NOTED. the City of Arlington 5'-01/2" I I 10 U7 U t / U. EXTERIOR WALL TYPE TO BE WX.611,TIP.LION.REFER TO PLANS, y12R 2' 0 W11 A w ELEVATIONS,AND SHEET A1.00 FOR EXTERIOR FINISH WALL TYPES AND FOR EXTENT. - -- Centennial Park 5J Wx.6 LLC U9 o WN�D.4 077124.A1 YP. > MATERIAL LEGEND- FLOOR FINISHES AT WN.6 q 2 Is W11AN�4 11A ® 172nd St NE and 67th Ave '-0"NOM.. 5'-0"NOM. U 4.10. CARPET VINYL PLANK N E W 11 N4 US ® Arlington, WA 98223 - 11Ato SEE-FINISH MATERIAL KEY ON SHEET A6.00 FOR PAINT COLORS. BUILDING PERMIT U5 - WN.4 v WN.4 08/19/2019 WN.4 11A O ALIGN ALIGN „A - EQ E W I WX.6 KEYNOTE LEGEND This drawing is: US - 1.Copyright 2019 Dykeman,Inc. B - - - - - - - - - - US - US - - - - - 9.1 KEYNOTE KEYNOTE TEXT 2.The U5 Architect's Instrument of Professional Service. 3.For use on this project only.Obtain Architect's B '-11/2" 5'-2" '-7" 2'-8 '-6" 077124.A7 DOWNSPOUT written permission for any other use or reproduction. WIN.41 101400.A1 UNIT SIGNAGE WITH LIGHTING PROJECT NUMBER 101400.A2 ROOM SIGNAGE 9. 104413.E FIRE EXTINGUISHER CABINET Ui 260125 ELECTRICAL PANELS 2018-015 Be Room PORC - O6 Y • ° TYPE B P.��`� 01400.A1 WX.6 U9 - MARK DATE DESCRIPTION ro WN.4 w 0 8/1 912 01 9 BUILDING PERMIT 00 - 1 wNAs wx.s o WX.6 � 11 260125 WX.6 ------ ------- WX.6 j WX.6 11 1 H PROJECT TEAM: R1 11 8'-0. 4'-0 PRINCIPAL IN IN CHARGE�MS PROJECT MANAGERR H WX.6 PROJECTROJECT ARCHITECTI JOB CAPTAIN: A 101400.A2 A Floor Plan - Level 1 - KEYPLAN Building H A B B.2 C D E F G 0 2' 4' 8' Building H - Floor Plan - Level 1 -Sector 3 1 1/4"=V-0" Scale:1/4"=V-0" . NO TH 1 2 3 4 5 1 2 3 4 5 General Notes- Floor Plans A. EXTERIOR DIMENSIONS ARE TO THE OUTSIDE FACE OF CONCRETE FOUNDATION WALLS,FACE OF MASONRY WALLS,OR TO THE OUTSIDE FACE OF STUDS UNLESS OTHERWISE NOTED.DIMENSIONS TO MASONRY UNITS ARE NOMINAL UNLESS OTHERWISE NOTED. B. DIMENSIONS AT UNIT DEMISING WALLS ARE TO CENTERLINE OF WALL. 3.10- 3.11- C. INTERIOR DIMENSIONS ARE TO THE FACE OF CONCRETE,MASONRY,OR FACE OF STUDS AT FRAME WALLS,AND TO CENTERLINE OF COLUMNS DYKEMAN UNLESS OTHERWISE NOTED. D. DIMENSIONS LOCATING DOORS,WINDOWS AND RELIGHTS ARE TO NOMINAL MASONRY OPENING OR TO FINISH OPENING UNLESS OTHERWISE NOTED. ARCHITECTURE + DESIGN E. SEE WALL TYPES ON SHEETS A1.00 FOR TYPICAL WALL CONSTRUCTION ASSEMBLIES. D 5'-3" 7'-6" 32'-11" 3'-0' 4'-0" F. ALL NOW EARING WALLS ARE FULL HEIGHT TO UNDERSIDE OF ROOF D g2.11_FI DECK OR FLOOR ABOVE. G APPLY ALL EXTERIOR STUD CONTINUOUS STIINUUOUS SEALANT BEADS BENEATH STUD TRACK AT A 1 H. CONTRACTOR SHALL PROVIDE CONTINUOUS HORIZONTAL BLOCKING AT ALL WALL MOUNTED LAVATORIES,DRINKING FOUNTAINS,CASEWORK, MIRRORS,HANDRAILS,ETC.REFER TO ARCHITECTURAL INTERIORCONSULTANT: ELEVATIONS. I. SEE DETAIL SHEET A6.01 FOR TYPICAL MOUNTING HEIGHTS FOR WALL MOUNTED ACCESSORIES AND EQUIPMENT. OS 5200.A7 J. SEE FLOOR FINISH PLANS FOR TRANSITION DETAILS AND THRESHOLDS. 23 3800 8'-0' 4'-0" K. ELECTRICAL PANELS,TRANSFORMERS,BOILERS,AIR HANDLING UNITS, AND DUCTWORK WHEN SHOWN,ARE INDICATED FOR CONTRACTOR 1'-6' 11'-10" 4'-7" WX.6 CONVENIENCE. L. SEE REFLECTED CEILING PLAN FOR CEILING MOUNTED EQUIPMENT. M. THE GENERAL CONTRACTOR SHALL PROVIDE CONCRETE HOUSEKEEPING - WX.6 W t - - 1 PADS AT MINIMUM 31/2"THICK CONCRETE WITH 6 X 6/W2.9 X 2.9 WWF WX.6 11 - Uq - REINFORCING UNLESS OTHERWISE NOTED OR REQUIRED ELSEWHERE IN 11 - NHHORIZONTA EDIMENSIONI HAN BASE OF THE EQUIPMENTIMOUNEDER - - - - - - - - t - - 2 THEREON,UNLESS OTHERWISE NOTED.EXACT PAD LOCATIONS SHALL BE • �/ ❑ VERIFIED IN THE FIELD. 00 - N. CONTRACTOR TO O CONFIRM ALL CLEARANCE REQUIREMENTS AS NOTED WX.6 WNA ON DETAIL A6.01 and A6.02. 9552 . REFER TO DETAILS ON SHEET 11A7.10 FOR TYPICAL DOOR CLEARANCES. REGISTERED 201 P. SEE FLOOR PLANS AND BUILDING SECTIONS FOR LOCATION OF DETAILS Aec wTEGT - U9 WN 6 U3 FOR TYPICAL FLOOR-TO-FOUNDATION,FLOOR-TO-WALL,WALL-TO-ROOF 11q ASSEMBLIES AND HEADER,SILL AND SOFFIT CONSTRUCTION. _ _ Q. CONTRACTOR SHALL SEAL AROUND ALL PENETRATIONS AT FIRE RATED WALLS,INCLUDING BUT NOT LIMITED TO PIPING,DUCTS,CONDUIT,ETC., A L AA°N STEVENS _ WN.4 - WITH FIRESTOPPING PER I.B.C.REQUIREMENTS. STATE OF WASHINGTGN q R. SEE EXTERIOR ELEVATIONS FOR WINDOW AND LOUVER TYPES AND DETAILS. S SEE ENLARGED PLANS AL C 11A WCOUNTE ER �P 3'10 T. TYPICAL CT RESIDENTIAL UNIT OINTERIORS NWALL TYPE I WN 411;D NOTE PROJECT -• IDENTIFICATION: • C US 1'-6' A - 4'-11/2' 5'-2 5'-7 '-8 8'-6 AT COMMERCIAL INTERIORS WALL TYPE WN.611A; Centennial Park In _ AT DEMISING WALLS,WALL TYPE WND.412A; lJ US 2., AT PLUMBING WALLS,WHERE WATER CLOSET OCCURS,WALL TYPE W W WN.4 077124.A1 N.611A; the City of Arlington NA US US WX. - UNLESS OTHERWISE NOTED. -ALIGN Yy".q 11A 3 WN 4 _w 11A LIGN= U. EXTERIOR WALL TYPE TO BE WX.611,TYP.UON.REFER TO PLANS, US - - - - ELEVATIONS,AND SHEET A1.00 FOR EXTERIOR FINISH WALL TYPES AND FOR 11A = WXIo EXTENT. W A4 W"q a WN4 Centennial Park 5J w 11A - WN4 LLC WN.4 WN.4 11A 2'-6" N -0"NOM. 5'-0"NOM. U6 U6 MATERIAL LEGEND- FLOOR FINISHES AT WN.6 U9 A ® CARPET 172nd St NE and 67th Ave 11A 12A - v ® VINYL PLANK I V 3 Arlington, WA 98223 U7 WX.6 SEE-FINISH MATERIAL KEY ON SHEET A6.00 FOR PAINT COLORS. BUILDING PERMIT 2' °" WND.a 08/19/2019 WX.6 12A WN.6 0.A, TyP 11A ,0,40 5'-01/2" KEYNOTE LEGEND This drawing is: KEYNOTE KEYNOTE TEXT ,.Copyright 2019 Dykemn,Inc. 2.The Architect's Instrument of Professional Service. B Z c 3.For use on this project only.Obtain Architect's B WN 4 05 5200.A7 18"DEEP BOLT-ON PREFABRICATED written permission for any other use or reproduction. METAL BALCONY:ONE PIECE 4.1 - E E ¢ 11A FULLY-WELDED ALUMINUM PROJECT CONSTRUCTION WITH A POWDER U7 U6 3 2 COAT FINISH.1/4"X 3"ALUMINUM LIGN- S "t. LAT FLOOR.REF.TO STRUC. . itr, DRAWINGS FOR CONNECTION q- - - - 2 DETAILS. US 077124.A7 DOWNSPOUT I '�ri,. l•.i:',�r ..; .{I, I 3'-8 r-o '-suz I • - 3'-0': � °� WN.4 101400.A1 UNIT SIGNAGE WITH LIGHTING U2 W1A 11A 233800.B VENTILTINGUISHER CABINET MARK DATE DESCRIPTION 104413.B 11A 233800 VENTILATION HOODS OS/19/2019 BUILDING PERMIT Stai X1 "i I A2.13-H 202 U3 - 2 11A II I I I LIJ - - WX.6 12R 11 a WX.6 2'- " 00 WND.4 WNDA H PROJECT 12R 12A ALIGN L ry PRINCIPAL IN CHARGE:1 MS 5 5 PROJECTMANAGER: I DH SEE DRAWING PROJECT ARCHITECT:I DH 1'-61/4" JOB CAPTAIN: SZ 1/A1.22-H A WX.6 A2.13-H A - -------------------------- Floor Plan - Level 2 - KEY PLAN Building H A B B.2 C D E F G 0 2' 4' 8' ¢ j Buildin H - Floor Plan - Level 2 - Sector 1 Scale:1/4"_V-o" W."M NO TH 1 2 3 4 5 2 3 4 5 General Notes- Floor Plans A. EXTERIOR DIMENSIONS ARE TO THE OUTSIDE FACE OF CONCRETE FOUNDATION WALLS,FACE OF MASONRY WALLS,OR TO THE OUTSIDE 8 1 FACE OF STUDS UNLESS OTHERWISE NOTED.DIMENSIONS TO MASONRY UNITS ARE NOMINAL UNLESS OTHERWISE NOTED. 3.10- 3.11- B. DIMENSIONS AT UNIT DEMISING WALLS ARE TO CENTERLINE OF WALL. C. INTERIOR DIMENSIONS ARE TO THE FACE OF CONCRETE,MASONRY,OR FACE OF STUDS AT FRAME WALLS,AND TO CENTERLINE OF COLUMNS DYKEMAN UNLESS OTHERWISE NOTED. DIMENSIONS LOCATING DOORS,WINDOWS AND RELIGHTS ARE TO NOMINAL MASONRY OPENING OR TO FINISH OPENING UNLESS OTHERWISE NOTED. ARCHITECTURE + DESIGN 32'-11" 3'-0' 4'-0" E. SEE WALL TYPES ON SHEETS A1.00 FOR TYPICAL WALL CONSTRUCTION ASSEMBLIES. p F. ALL NON-BEARING WALLS ARE FULL HEIGHT TO UNDERSIDE OF ROOF D 2 DECK OR FLOOR ABOVE. - - G. APPLY TWO(2)CONTINUOUS SEALANT BEADS BENEATH STUD TRACK AT ALL EXTERIOR STUD WALLS. WX 6 H. CONTRACTOR SHALL PROVIDE CONTINUOUS HORIZONTAL BLOCKING AT O - 11 ALL WALL MOUNTED LAVATORIES,DRINKING FOUNTAINS,CASEWORK, � MIRRORS,HANDRAILS,ETC.REFER TO ARCHITECTURAL INTERIOR A o ELEVATIONS. v A2R 0O 0 8'-81/4" _ WNDA WNDA I. SEE DETAIL SHEET A6.01 FOR TYPICAL MOUNTING HEIGHTS FOR WALL SEE DRAWINGr 12A ALIGN MOUNTED ACCESSORIES AND EQUIPMENT. 1/A1.2 H - J. SEE FLOOR FINISH PLANS FOR TRANSITION DETAILS AND THRESHOLDS. 5 f fff 5 K. ELECTRICAL PANELS,TRANSFORMERS,BOILERS,AIR HANDLING UNITS, 1' 61/4" AND DUCTWORK WHEN SHOWN,ARE INDICATED FOR CONTRACTOR CONVENIENCE. O yyN q L. SEE REFLECTED CEILING PLAN FOR CEILING MOUNTED EQUIPMENT. M. THE GENERAL CONTRACTOR SHALL PROVIDE CONCRETE HOUSEKEEPING ? A WX.6 A2.{3-H I PAD SAT MINIMUM 31/2"THICK CONCRETE WITH 6X6/W2.9X2.9WWF 2'-10" REINFORCING UNLESS OTHERWISE NOTED OR REQUIRED ELSEWHERE IN WN q WNA THESE DOCUMENTS.PAD DIMENSIONS SHALL BE A MINIMUM 4"GREATER 11A IN HORIZONTAL DIMENSION THAN BASE OF THE EQUIPMENT MOUNTED a THEREON,UNLESS OTHERWISE NOTED.EXACT PAD LOCATIONS SHALL BE U6 - VERIFIED IN THE FIELD. N UB N. CONTRACTOR TO CONFIRM ALL CLEARANCE REQUIREMENTS AS NOTED _6 ON DETAIL A6.01 and A6.02. O. REFER TO DETAILS ON SHEET 11A7.10 FOR TYPICAL DOOR CLEARANCES. �1112 2'-101/2" 9'-6' _ P. SEE FLOOR PLANS AND BUILDING SECTIONS FOR LOCATION OF DETAILS ASSEMBLIES AND HEADER,SILL AND SOFFIT CONSTRUCTION. S 4" Q. CONTRACTOR SHALL SEAL AROUND ALL PENETRATIONS AT FIRE RATED - WALLS,INCLUDING BUT NOT LIMITED TO PIPING,DUCTS,CONDUIT,ETC., STATE OF wnsewciGN U 203 WITH FIRESTOPPING PER I.B.C.REQUIREMENTS. WN.6 - - - - - - 5.1 R. SEE EXTERIOR ELEVATIONS FOR WINDOW AND LOUVER TYPES AND WA DETAILS. Z ___ 11q- 11A- - - u' S. SEE ENLARGED PLANS FOR ADDITIONAL DIMENSIONAL AND NOTE C WX6 - 3 _ INFORMATION. PROJECT C 11 U8 T. TYPICAL WALLS: IDENTIFICATION: A2.12-H 2 0 LIG M = - AT RESIDENTIAL UNIT INTERIORS WALL TYPE WN.411; WN.4 a 2 11-H AT COMMERCIAL INTERIORS WALL TYPEWN.611A; Centennlal Park In 11A DW e AT DEMISING WALLS,WALL TYPE WND.412A; AT PLUMBING WALLS,WHERE WATER CLOSET OCCURS,WALL TYPE -- - WN.611A; the City of Arlington UNLESS OTHERWISE NOTED. U6 W A U. EXTERIOR WALL TYPE TO BE WX.611,TYP.UON.REFER TO PLANS, U3 ELEVATIONS,AND SHEET A1.00 FOR EXTERIOR FINISH WALL TYPES AND FOR EXTENT. Centennial Park 5J W1A WND.4 - 0 REF. IN 12D, 5.3 O 0 Ux 07 7124.A1 TYP. LLC 6 - ✓•A2.13-H - _ _ MATERIAL LEGEND- FLOOR FINISHES AT a J L- , 0 REF. WN.4 6.3 ® CARPET 233800 172nd St NE and 67th Ave -- - 11A U6 ® VINYL PLANK NE WN.4 5 t,3 Arlington, WA 98223 WN.4 1 SEE-FINISH MATERIAL KEY ON SHEET A6.00 FOR PAINT COLORS. BUILDING PERMIT 1A DW 08/19/2019 1 v 11A Z _______ KEYNOTE LEGEND g LIGN _ _ This p right Is: WX.6 U8 1.Copright 2019 Dykeman,Inc. 11 WN.4 - = 4 ____ __ ____ - KEYNOTE KEYNOTE TEXT 2.They Architect's Instrument of Professional Service. B 3'-0' 2'-6" 11A �_ ___ WN 4 WN 6 3.For use on this project only.Obtain Architect's B 6 1 11A b 6 1 07 7124.A7 DOWNSPOUT written permission for any other use or reproduction. 15 y 233800 VENTILATION HOODS PROJECT WNA 2018-015 101/p 4 6 U5 11q 204 U8 U8 U6 �- MARK DATE DESCRIPTION IN WIN4 WNA 08/19/2019 BUILDING PERMIT 24 11A WN.4 .F- 11A z 11 �13H O 1'-61/4" - 1 z 7 SEE DRAWING I I < 7 1/A1.23-H wx.6 2-g L- w D 4 ALIGN H PROJECT 0 0 PRINCIPAL IN CHARGE:I MS WX.6 0 Q - 11 PROJECT MANAGER: DH PROJECT ARCHITECT:I DH JOB CAPTAIN: SZ A A B B.2 C D E F G A Floor Plan - Level 2 - KEY PLAN Building H 0 2' 4' 8' jok Building H - Floor Plan - Level 2 - Sector 2 Scale:1/4^=V-0" . NO TH 1 2 3 4 5 1 2 3 4 5 General Notes- Floor Plans A. EXTERIOR DIMENSIONS ARE TO THE OUTSIDE FACE OF CONCRETE FOUNDATION WALLS,FACE OF MASONRY WALLS,OR TO THE OUTSIDE 3 1 FACE OF STUDS UNLESS OTHERWISE NOTED.DIMENSIONS TO MASONRY UNITS ARE NOMINAL UNLESS OTHERWISE NOTED. B. DIMENSIONS AT UNIT DEMISING WALLS ARE TO CENTERLINE OF WALL. C. INTERIOR DIMENSIONS ARE TO THE FACE OF CONCRETE,MASONRY,OR 52'-8" FACE OF STUDS AT FRAME WALLS,AND TO CENTERLINE OF COLUMNS DYKEMAN UNLESS OTHERWISE NOTED. 5'-3" 7'-6" 32'-11" 3'-0" 4--0" D. DIMENSIONS LOCATING DOORS,WINDOWS AND RELIGHTS ARE TO NOMINAL MASONRY OPENING OR TO FINISH OPENING UNLESS OTHERWISE NOTED. ARCHITECTURE + DESIGN E. SEE WALL TYPES ON SHEETS A1.00 FOR TYPICAL WALL CONSTRUCTION ASSEMBLIES. D F. ALL NON-BEARING WALLS ARE FULL HEIGHT TO UNDERSIDE OF ROOF p WN.4 DECK OR FLOOR ABOVE. -dyke-- - 11A WN.4 WNA G. APPLY TWO(2)CONTINUOUS SEALANT BEADS BENEATH STUD TRACK AT 11A WX.6 ALL EXTERIOR STUD WALLS. 11 A2.3-H H. CONTRACTOR SHALL PROVIDE CONTINUOUS HORIZONTAL BLOCKING AT ALL WALL MOUNTED LAVATORIES,DRINKING FOUNTAINS,CASEWORK, - O 10 MIRRORS,HANDRAILS,ETC.REFER TO ARCHITECTURAL INTERIOR ELEVATIONS. Z I. SEE DETAIL SHEET A6.01 FOR TYPICAL MOUNTING HEIGHTS FOR WALL 7 L g �fff MOUNTED ACCESSORIES AND EQUIPMENT. SEE DRAWING 1 F J. SEE FLOOR FINISH PLANS FOR TRANSITION DETAILS AND THRESHOLDS. WX.6 2 0" K. ELECTRICAL PANELS,TRANSFORMERS,BOILERS,AIR HANDLING UNITS, 1/A1.22-H L- W 2A4 ALIGN AND DUCTWORK WHEN SHOWN,ARE INDICATED FOR CONTRACTOR O O CONVENIENCE. L. SEE REFLECTED CEILING PLAN FOR CEILING MOUNTED EQUIPMENT. WXRB O Q WX.6 M. THE GENERAL CONTRACTOR SHALL PROVIDE CONCRETE HOUSEKEEPING PADS AT MINIMUM 31/2"THICK CONCRETE WITH 6 X 6/W2.9 X 2.9 WWF z. REINFORCING UNLESS OTHERWISE NOTED OR REQUIRED ELSEWHERE IN THESE DOCUMENTS.PAD DIMENSIONS SHALL BE A MINIMUM 4"GREATER IN HORIZONTAL DIMENSION THAN BASE OF THE EQUIPMENT MOUNTED U3 THEREON,UNLESS OTHERWISE NOTED.EXACT PAD LOCATIONS SHALL BE fi 104413.B VERIFIED IN THE FIELD. 205 N. CONTRACTOR TO CONFIRM ALL CLEARANCE REQUIREMENTS AS NOTED Stair H-EX2 L ON DETAIL A6.01 and A6.02. 0. REFER TO DETAILS ON SHEET 11A7.10 FOR TYPICAL DOOR CLEARANCES. 955z REGISTERED P. SEE FLOOR PLANS AND BUILDING SECTIONS FOR LOCATION OF DETAILS ARC HITECT 5 U2 FOR TYPICAL FLOOR-TO-FOUNDATION,FLOOR-TO-WALL,WALL-TO-ROOF ASSEMBLIES AND HEADER,SILL AND SOFFIT CONSTRUCTION. Q. CONTRACTOR SHALL SEAL AROUND ALL PENETRATIONS AT FIRE RATED A2.13-H A L AA ON STEVENS •r�r. I E.`i e.l " i � - - - - 7,2 WALLS,INCLUDING BUT NOT LIMITED TO PIPING,DUCTS,CONDUIT,ETC., STATE 0R wnsewciaN . I � WITH FIRESTOPPING PER I.B.C.REQUIREMENTS. _ _ _ _ U70 R. SEE EXTERIOR ELEVATIONS FOR WINDOW AND LOUVER TYPES AND i 6. _ - - _ nLIGN_ DETAILS. S. SEE ENLARGED PLANS FOR ADDITIONAL DIMENSIONAL AND NOTE C _ _ _ _ INFORMATION. PROJECT C 7.3 Sim T. TYPICAL WALLS: 3 -- - IGN � AT RESIDENTIAL UNIT INTERIORS WALL TYPE WN.411; 4.10- AT COMMERCIAL INTERIORS WALL TYPEWN.611A; Centennlal Park In• AT DEMISING WALLS,WALL TYPE WND.412A; AT PLUMBING WALLS,WHERE WATER CLOSET OCCURS,WALL TYPE 101400.A1 WN.611A; the City of Arlington 5'-0 112" UNLESS OTHERWISE NOTED. 1y2R 2' 0" U7 W 1 U. ELEVATIONS,AND SHEET A1.0WX.6 FOR EXTERIOR FINISH WALL TYPES AND FOR EXTENT. LIG 233800 - - 9 Centennial Park 5J MATERIAL LEGEND- FLOOR FINISHES LLC wx.s AT U9 2'-73/4" 5'-0"NOM. 5'-0"NOM. ® CARPET 172nd St NE and 67th Ave U6 NE WN.4 VINYL PLANK "A U6 _ ® Arlington, WA 98223 m X.6 m =- SEE FINISH MATERIAL KEY ON SHEET A6.00 FOR PAINT COLORS. BUILDING PERMIT " 08/19/2019 US WN.q 11A E E W KEYNOTE LEGEND This drawing is: O U5 - 1.Copyright 2019 Dykeman,Inc. - - - - - - - - - - 9.1 KEYNOTE KEYNOTE TEXT 2.The Architect's Instrument of Professional Service. B 8 3.For use on this project only.Obtain Architect's B U5 05 5200.A7 18"DEEP BOLT-ON PREFABRICATED written permission for any other use or reproduction. METAL BALCONY:ONE PIECE FULLY-WELDED ALUMINUM •'• -8'-5 1/2„ S FLOOR.REF.TO STUC. CONSTRUCTION W ITH A POW DER COAT FINISH.1/4"X 3"ALUMINUM WNA - DRAWING SFORCO NECTON 2018-015 11A `v DETAILS. 2 73/4 III _ 206 > 077124.At DOWNSPOUT 6 III 101400.A7 UNIT SIGNAGE WITH LIGHTING U9 Ug 104413.B FIRE EXTINGUISHER CABINET MARK DATE DESCRIPTION r. 233800 VENTILATION HOODS OS/19/2019 BUILDING PERMIT WX.6 WN.6 10 WX.6 11 t - - - 4 WX. I I41 11 077124.A1 TYP. ., •'• OS 5200.A1 ! � JLLJI PRINCIPAL IN CHARGE: MS 4'-0" PROJECT MANAGER: PH PROJECT ARCHITECT:I DH JOB CAPTAIN: SZ A B.2 C ' i 6-• A 4' S" Floor Plan - Level 2 - KEYPLAN B Building H A D E F G 0 2' 4' 8' Buildin H - Floor Plan - Level 2-Sector 3 1/4"-T-0" Scale:1/4"=1'-0" . NO THM Wall 1 2 3 4 5 1 2 3 4 5 General Notes- Floor Plans A. EXTERIOR DIMENSIONS ARE TO THE OUTSIDE FACE OF CONCRETE FOUNDATION WALLS,FACE OF MASONRY WALLS,OR TO THE OUTSIDE �� r��y�� / ❑��1 FACE OF STUDS UNLESS OTHERWISE NOTED.DIMENSIONS TO MASONRY UNITS ARE AL UNLESS OTHERWISE NOTED. B. DIMENSIONS DIMENSIONS T S ARE HE FA E OF C CENTERLINE SO WALL. C. INTERIOR DIMENSIONS ARE TO THE FACE OF CONCRETE,MASONRY,OR FACE OF STUDS AT FRAME WALLS,AND TO CENTERLINE OF COLUMNS DYKEMAN UNLESS OTHERWISE NOTED. D. DIMENSIONS LOCATING DOORS,WINDOWS AND RELIGHTS ARE TO NOMINAL MASONRY OPENING OR TO FINISH OPENING UNLESS OTHERWISE NOTED. ARCHITECTURE + DESIGN E. SEE WALL TYPES ON SHEETS A1.00 FOR TYPICAL WALL CONSTRUCTION ASSEMBLIES. D 5'-3" 7'-6" 32'-11" 3'-0' 4'-0" F. ALL NOW EARING WALLS ARE FULL HEIGHT TO UNDERSIDE OF ROOF D A2.11_FI DECK ORB ABOVE. G. APPLY TWO(2)CONTINUOUS SEALANT BEADS BENEATH STUD TRACK AT L23 ALL EXTERIOR STUD WALLS. H. CONTRACTOR SHALL PROVIDE CONTINUOUS HORIZONTAL BLOCKING AT ALL WALL MOUNTED LAVATORIES,DRINKING FOUNTAINS,CASEWORK, MIRRORS,HANDRAILS,ETC.REFER TO ARCHITECTURAL INTERIORELEVATIONS. ISEE DETAIL SHEET A6.01 FOR TYPICAL MOUNTING HEIGHTS FOR WALLMOUNTED ACCESSORIES AND EQUIPMENT. 0 05 5200.A1 J. SEE FLOOR FINISH PLANS FOR TRANSITION DETAILS AND THRESHOLDS. 1'-6' 11'-10., 4'-7' 8'-0' 4'-0" K. ELECTRICAL PANELS,TRANSFORMERS,BOILERS,AIR HANDLING UNITS, _ AND DUCTWORK WHEN SHOWN,ARE INDICATED FOR CONTRACTOR CONVENIENCE. L. SEE REFLECTED CEILING PLAN FOR CEILING MOUNTED EQUIPMENT. M. THE GENERAL CONTRACTOR SHALL PROVIDE CONCRETE HOUSEKEEPING PADS AT MINIMUM 31/2"THICK CONCRETE WITH 6X6/W2.9X2.9 WWF I WX.6 REINFORCING UNLESS OTHERWISE NOTED OR REQUIRED ELSEWHERE IN U4 WX.6 THESE DOCUMENTS.PAD DIMENSIONS SHALL BE A MINIMUM 4"GREATER IN HORIZONTAL DIMENSION THAN BASE OF THE EQUIPMENT MOUNTED 2 - O z - - - - 2 THEREON,UNLESS OTHERWISE NOTED.EXACT PAD LOCATIONS SHALL BE t ❑ t VERIFIED IN THE FIELD. O O ¢X,6 - N. CONTRACTOR TO CONFIRM ALL CLEARANCE REQUIREMENTS AS NOTED WNA ON DETAIL A6.01 and A6.02. 11A _ 0. REFER TO DETAILS ON SHEET 11A7.10 FOR TYPICAL DOOR CLEARANCES. �AA. P. SEE FLOOR PLANS AND BUILDING SECTIONS FOR LOCATION OF DETAILS U3 FOR TYPICAL FLOOR-TO-FOUNDATION,FLOOR-TO-WALL,WALL-TO-ROOF WX.6 WN6 ASSEMBLIES AND HEADER,SILL AND SOFFIT CONSTRUCTION. XQ. CONTRACTOR SWALLS,INCLUDING BUT NOT LIMITED TO PIPING,DUCTS,CONDUIT,ETC., STATE OF WASHINGTONHINGTGN WITH FIRESTOPPING PER I.B.C.REQUIREMENTS. R. DETAILS. EXTERIOR ELEVATIONS FOR WINDOW AND LOUVER TYPES AND - 301 S. SEE ENLARGED PLANS FOR ADDITIONAL DIMENSIONAL AND NOTE C LA .10. INFORMATION. 6 C T. TYPICAL WALLS: - J US TYP. AT RESIDENTIAL UNIT INTERIORS WALL TYPE WN.411; 5'-2" 5'-4" 2'-81/2" 8'-7" AT COMMERCIAL INTERIORS WALL TYPE WN.611A; Centennial Park In U8 US AT DEMISING WALLS,WALL TYPE WNDA 12A; lJ AT PLUMBING WALLS,WHERE WATER CLOSET OCCURS,WALL TYPE - = 077124.A1 WN'611A; the City of Arlington ALIGN U5 " WN4 ----- = UNLESS OTHERWISE NOTED. WX. - 11A = _ =ALIGN i U. EXTERIOR WALL TYPE TO BE WX.611,TYP.UON.REFER TO PLANS, ELEVATIONS,AND SHEET A1.00 FOR EXTERIOR FINISH WALL TYPES AND FOR _ EXTENT. Centennial Park 5J WN.4 U6 - LLC -41/4 0" ROOF'-0"NOM. U6 MATERIAL LEGEND- FLOOR FINISHES ROOF OVERHANG ROOF OVERHANG AT ABOVE ABOVE us wz.s ® CARPET 172nd St NE and 67th Ave 12A ® VINYL PLANK N E Arlington, WA 98223 WND4 SEE-FINISH MATERIAL KEY ON SHEET A6.00 FOR PAINT COLORS. BUILDING PERMIT 101400.A1 ,� 0 12A ------ ALIGN WX.6 08/19/2019 2'-0" z U7 - KEYNOTE LEGEND This drawing is: WN.4 5'-0 112" u' 1.Copyright 2019 Dykeman,Inc. KEYNOTE KEYNOTETEXT 2.The Architect's Instrument of Professional Service. 3 --- lit J WNA 3.For use on this project only.Obtain Architect's B B I Sin] z 05 5200.A7 18"DEEP BOLT-ON PREFABRICATED written permission for any other use or reproduction. FIULLYLWELDOED ALOUMINUM E ••• U7 •, CONSTRUCTION WITH A POWDER SLAT FLOOR.REF. O STRUC.UM WN.6 11A I, ALIGN 3.0. D 2018-015 U10 U5 RAWINGS FOR CONNECTION DETAILS. 7._0. 8,_0. - 4.2 I-.I-,I�.I,.,I'.I'.'I' 077124.A7 DOWNSPOUT 6 52'-8' WN.4 101400.A7 UNIT SIGNAGE WITH LIGHTING - - U2 8'-51/2" 11A 104413.B FIRE EXTINGUISHER CABINET MARK DATE DESCRIPTION 104413.E 233800 VENTILATION HOODS 5'-'3•,� T-6" OS/19/2019 BUILDING PERMIT WX.6 302 U3 .I .,..I. 2 OO _ I I wx.s WX.6 2'-0" 0 0 o WN.6 WND.4 H PROJECT v ALIGN 12A - ! PRINCIPAL IN CHARGE:I MS 5 yy_ff - 5 PROJECT MANAGER: IDH SEE DRAWING PROJECT AR CHITECT: DH 1/A1.32-H O - -- JOB CAPTAIN: SZ A A I - - -- -----'� Floor Plan - Level 3 - ? /l\ ` KEY PLAN Building H A I B I 6.2 F G 0 2' 4' 8' ¢ 6 Building H - Fll00000r Plan - Level 3-Sector 1 1/4"-1'-0" Scale:1/4"=V-0" . NO TH 1 2 3 4 5 1 2 3 4 5 General Notes- Floor Plans A. EXTERIOR DIMENSIONS ARE TO THE OUTSIDE FACE OF CONCRETE FOUNDATION WALLS,FACE OF MASONRY WALLS,OR TO THE OUTSIDE 3 1 rALIGN FACE OF STUDS UNLESS OTHERWISE NOTED.DIMENSIONS TO MASONRY UNITS ARE NOMINAL UNLESS OTHERWISE NOTED. A B B.2 C D T TT B. DIMENSIONS AT UNIT DEMISING WALLS ARE TO CENTERLINE OF WALL. C. INTERIOR DIMENSIONS ARE TO THE FACE OF CONCRETE,MASONRY,OR FACE OF STUDS AT FRAME WALLS,AND TO CENTERLINE OF COLUMNS DYKEMAN UNLESS OTHERWISE NOTED. V-3" 7'-6" 32'-11" 3'-0" 4'-0" D. DIMENSIONS LOCATING DOORS,WINDOWS AND RELIGHTS ARE TO NOMINAL MASONRY OPENING OR TO FINISH OPENING UNLESS OTHERWISE NOTED. ARCHITECTURE + DESIGN E. SEE WALL TYPES ON SHEETS A1.00 FOR TYPICAL WALL CONSTRUCTION 3'-0' A2.13-H ASSEMBLIES. D F. ALL NO WALLS ARE FULL HEIGHT TO UNDERSIDE OF ROOF D 2 DECK OR FLOOR ABOVE. - - 1716 West - G. APPLY TWO(2)CONTINUOUS SEALANT BEADS BENEATH STUD TRACK AT ALL EXTERIOR STUD WALLS. H. CONTRACTOR SHALL PROVIDE CONTINUOUS HORIZONTAL BLOCKING AT Q O - WX.6 ALL WALL MOUNTED LAVATORIES,DRINKING FOUNTAINS,CASEWORK, - MIRRORS,HANDRAILS,ETC.REFER TO ARCHITECTURAL INTERIORCONSULTANT:2'-0" O O o WN.6 ELEVATIONS. v SEE DRAWING 11A Y 12A4 ALIGN I. SEE DETAIL SHEET A6.01 FOR TYPICAL MOUNTING HEIGHTS FOR WALL MOUNTED ACCESSORIES AND EQUIPMENT. 1/A1.3 H _ J. SEE FLOOR FINISH PLANS FOR TRANSITION DETAILS AND THRESHOLDS. K. ELECTRICAL PANELS,TRANSFORMERS,BOILERS,AIR HANDLING UNITS, I 1' 8' I I \�/ AND DUCTWORK WHEN SHOWN,ARE INDICATED FOR CONTRACTOR CONVENIENCE. 0 I . -L _______ L. SEE REFLECTED CEILING PLAN FOR CEILING MOUNTED EQUIPMENT. M. THE GENERAL CONTRACTOR SHALL PROVIDE CONCRETE HOUSEKEEPING WX.6 A2.3-H PADS AT MINIMUM 31/2"THICK CONCRETE WITH 6 X 6/W2.9 X 2.9 WWF WN.6 '-0"NOM. W 4 REINFORCING UNLESS OTHERWISE NOTED OR REQUIRED ELSEWHERE IN yVN q THESE DOCUMENTS.PAD DIMENSIONS SHALL BE A MINIMUM 4"GREATER 11A 4 IN HORIZONTAL DIMENSION THAN BASE OF THE EQUIPMENT MOUNTED • THEREON,UNLESS OTHERWISE NOTED.EXACT PAD LOCATIONS SHALL BE WN.4 VERIFIED IN THE FIELD. 11A - N. CONTRACTOR TO CONFIRM ALL CLEARANCE REQUIREMENTS AS NOTED AAOON DETAIL A6.01 and A6.02. RO F OVERHANG U5 O. REFER TO DETAILS ON SHEET 11A7.10 FOR TYPICAL DOOR CLEARANCES. 9552 REGISTERED ABOVE U10 2'- ~I5" 0' - '- - - P. SEE FLOOR PLANS AND BUILDING SECTIONS FOR LOCATION OF DETAILS AHC wTECT 1 -1" FOR TYPICAL FLOOR-TO-FOUNDATION,FLOOR-TO-WALL,WALL-TO-ROOF WX.6 ASSEMBLIES AND HEADER,SILL AND SOFFIT CONSTRUCTION. 11 - LIGN '-2" 2'-S. '-6" - Q. CONTRACTOR SHALL SEAL AROUND ALL PENETRATIONS AT FIRE RATED -� ROOF OVERHANG A L AA ON STEVENS WALLS,INCLUDING BUT NOT LIMITED TO PIPING,DUCTS,CONDUIT,ETC., ABOVE STATE OF WASHINGTGN WITH FIRESTOPPING PER I.B.C.REQUIREMENTS. U WNA _ R. SEE EXTERIOR ELEVATIONS FOR WINDOW AND LOUVER TYPES AND 5.1 ry - 3' 0" 2' 6" - - - U8x - WN.6 303 - T - - - 5.1 DETAILS. yyNA WN.4 - - S. SEE ENLARGED PLANS FORADDITIONAL DIMENSIONAL AND NOTE 11q - - - - - - INFORMATION. _ C T. TYPICAL WALLS • • A2.12-H 2 0 AT RESIDENTIAL UNIT INTERIORS WALL TYPE WN.411; 2 1-H AT COMMERCIAL INTERI ORS WALL TYPE WN.6 11A; Centennial Park In DW a AT DEMISING WALLS,WALL TYPE WND.412A; AT PLUMBING WALLS,WHERE WATER CLOSET OCCURS,WALL TYPE 11A J --- the City of Arlington WN.6 HA. w UNLESS OTHERWISE NOTED. U. EXTERIOR WALL TYPE TO BE WX.611,TYP.UON.REFER TO PLANS, WN.4 U3 ELEVATIONS,AND SHEET A1.00 FOR EXTERIOR FINISH WALL TYPES AND FO R U 11A - _ I EXTENT. Centennial Park 5J 7 --T OF- 0 REF. W q 5.3 L L C - O WX.6 077124.A1 TY - - 11 -� - - s MATERIAL LEGEND- FLOOR FINISHES AT 283800 O O - REF. 6.3 ® CARPET 172nd St N E and 67th Ave NE ® VINYL PLANK I I Arlington, WA 98223 - I _ U6 SEE-FINISH MATERIAL KEY ON SHEET A6.00 FOR PAINT COLORS. BUILDING PERMIT -- 1 08/19/2019 - _ --- KEYNOTE LEGEND This drawing is: WX.6 = II 1.Copyright 2019 Dykeman,Inc. 11 KEYNOTE KEYNOTE TEXT 2.The Architect's Instrument of Professional Service. B i3'-0" 2'-6" - -- 3.For use on this project only.Obtain Architect's B 6.1 - i � - - - - � - - _ 07 7124.A1 DOWNSPOUT written permission for any other use or reproduction. US U8 WN.6 6.1 233800 VENTILATION HOODS PROJECT • WX.6 U10 5 2'-5. 1 1101-1" 2018-015 I U61 304 • MARK DATE DESCRIPTION i 0 8/1 912 01 9 BUILDING PERMIT 11 A2.3-H _________....-...-_........................._ 24 Imo __�J O 1 I I I I I 7 7 SEE DRAW 1/A1.33-H wxs WND.4 ALIGN H PROJECT 12R O 12A o PRINCIPAL IN CHARGE:1 MS O Q WX.6 PROJECT MANAGER: I DH PROJECT ARCHITECT:I DH II JOB CAPTAIN: SZ A i WN.6 11A - Floor Plan - Level 3 - A KEY PLAN Building H 0 2' 4' 8' < •- �,�Building H - Floor Plan - Level 3- Sector 2 Scale:1/4"=V-0" . NO TH 1 2 3 4 5 1 2 3 4 5 General Notes- Floor Plans A. EXTERIOR DIMENSIONS ARE TO THE OUTSIDE FACE OF CONCRETE 3 1 FOUNDATION WALLS,FACE OF MASONRY WALLS,OR TO THE OUTSIDE FACE OF STUDS UNLESS OTHERWISE NOTED.DIMENSIONS TO MASONRY 3.10- 3.11- UNITS ARE NOMINAL UNLESS OTHERWISE NOTED. A B B.2 C D T TT B. DIMENSIONS AT UNIT DEMISING WALLS ARE TO CENTERLINE OF WALL. C. INTERIOR DIMENSIONS ARE TO THE FACE OF CONCRETE,MASONRY,OR 52'-8" FACE OF STUDS AT FRAME WALLS,AND TO CENTERLINE OF COLUMNS DYKEMAN 10'-, UNLESS OTHERWISE NOTED. 7'-6" - 3'- 0' 4'-0" D. DIMENSIONS LOCATING DOORS,WINDOWS AND RELIGHTS ARE TO NOMINAL MASONRY OPENING ORTO FINISH OPENING UNLESS OTHERWISE NOTED. ARCHITECTURE + DESIGN E. SEE WALL TYPES ON SHEETS A1.00 FOR TYPICAL WALL CONSTRUCTION ASSEMBLIES. D O F. ALL NON-BEARING WALLS ARE FULL HEIGHT TO UNDERSIDE OF ROOF p DECK OR FLOOR ABOVE. G. APPLY TWO(2)CONTINUOUS SEALANT BEADS BENEATH STUD TRACK AT WX.6 ALL EXTERIOR STUD WALLS. I 11 A2.3-H H. CONTRACTOR SHALL PROVIDE CONTINUOUS HORIZONTAL BLOCKING AT � ii_ ____ _ ____, ALL WALL MOUNTED LAVATORIES,DRINKING FOUNTAINS,CASEWORK, - O MIRRORS,HANDRAILS,ETC.REFER TO ARCHITECTURAL INTERIOR ELEVATIONS. I. SEE DETAIL SHEET A6.01 FOR TYPICAL MOUNTING HEIGHTS FOR WALL 7 � MOUNTED ACCESSORIES AND EQUIPMENT. SEE DRAWING y 2' 0" - F J. SEE FLOOR FINISH PLANS FOR TRANSITION DETAILS AND THRESHOLDS. K. ELECTRICAL PANELS,TRANSFORMERS,BOILERS,AIR HANDLING UNITS, 1/A1.32-H WX.6 WND.4 ALIGN AND DUCTWORK WHEN SHOWN,ARE INDICATED FOR CONTRACTOR fO 12R O O 3 12A CONVENIENCE. v WX.6 o WX6 L. SEE REFLECTED CEILING PLAN FOR CEILING MOUNTED EQUIPMENT. 12R O Q - 11 M. THE GENERAL CONTRACTOR SHALL PROVIDE CONCRETE HOUSEKEEPING PADS AT MINIMUM 31/2"THICK CONCRETE WITH 6 X 6/W2.9 X 2.9 WWF REINFORCING UNLESS OTHERWISE NOTED OR REQUIRED ELSEWHERE IN THESE DOCUMENTS.PAD DIMENSIONS SHALL BE A MINIMUM 4"GREATER - ,i _ ,I I-.' IN HORIZONTAL DIMENSION THAN BASE OF THE EQUIPMENT MOUNTED _ 14, ,�i, r �i !''i 8'-5 U3 THEREON,UNLESS OTHERWISE NOTED.EXACT PAD LOCATIONS SHALL BE 305 VERIFIED IN THE FIELD. 11A N. CONTRACTOR TO CONFIRM ALL CLEARANCE REQUIREMENTS AS NOTED L- ON DETAIL A6.01 and A6.02. _ 0. REFER TO DETAILS ON SHEET 11A7.10 FOR TYPICAL DOOR CLEARANCES. �1552 5 WN.4 P. SEE FLOOR PLANS AND BUILDING SECTIONS FOR LOCATION OF DETAILS yyN.4 11A FOR TYPICAL FLOOR-TO-FOUNDATION,FLOOR-TO-WALL,WALL-TO-ROOFq ASSEMBLIESAND HEADER,SILL AND SOFFIT CONSTRUCTION.7'-0' 8'-0' WWN4 - U2 Q. CONTRACTOR SHALL SEAL AROUND ALL PENETRATIONS AT FIRE RATED13-H - WALLS,INCLUDING BUT NOT LIMITED TO PIPING,DUCTS,CONDUIT,ETC., STATE of wASHiNGTaN WITH FIR6 WN.4 U10 R.U7 U6 � _ trio S. SEE ENLARGED PLANS FOR ADDITIONAL DIMENSIONAL AND NOTE C i INFORMATION. PROJECTC z II `�' T. TYPICAL WALLS6Sim _ __ Zi II AT RESIDENTIAL UNIT INTERIORS WALL TYPE WN.411; 410 II „A AT COMMERCIAL INTERIORS WALL TYPE WN.611A; Centennial Park In WN.4 - AT DEMISING WALLS,WALL TYPE WND.412A; ROOF OVERHANG J� AT PLUMBING WALLS,WHERE WATER CLOSET OCCURS,WALL TYPE j /� ABOVE 101400.A1 TYP. 0 WN.6 WN.B HA, the City OI Arlington 11A z UNLESS OTHERWISE NOTED. W-X-6-1 U. EXTERIOR WALL TYPE TO BE WX.611,TYP.UON.REFER TO PLANS, - - WND.4 ---- 11 ELEVATIONS,AND SHEET A1.00 FOR EXTERIOR FINISH WALL TYPES AND FOR 2'-0" EXTENT. Centennial Park 5J W2 MATERIAL LEGEND- FLOOR FINISHES- ,IUA G OO AT '-0"NOM' 5'-0"NOM. ® CARPET 172nd St NE and 67th Ave � I I � I I NE U6 ® VINYL PLANK Arlington, WA 98223 I _ _ i ? _ SEE-FINISH MATERIAL KEY ON SHEET A6.00 FOR PAINT COLORS. BUILDING PERMIT ZD _ WN4 wxs 08/19/2019 WX.6 IGN _ WN.4 � = �5 „A US = KEYNOTE LEGEND This drawing is: O US 1.Copyright 2019 Dykeman,Inc. _ - - - - - - - - - - - 9.1 KEYNOTE KEYNOTE TEXT 2.The Architect's Instrument of Professional Service. B 8 3.For use on this project only.Obtain Architect's B US 4'-1112 5'-2' '-7 2'-8 '-6" 05 5200.A7 18"DEEP BOLT-ON PREFABRICATED written permission for any other use or reproduction. METAL BALCONY:ONE PIECE FULLY-WELDED ALUMINUM •'• COAT FINISH.01/4 XI 3"ALUMINUM SLAT FLOOR.REF.TO DRAWING SFORCO NECTON 2018-015 V DETAILS. - 2-6- � I 306 v i 1001400.A7 UNW S ONAGE WITH LIGHTING 6 ROOF OVERHANG _ U9 U3 23380.B FIRE EXTINGUISHER CABINET MARK DATE DESCRIPTION I ABOVE tO WX.6 � I 233800 VENTILATION HOODS n 11 WN.6 00 __..._________...__...__-------------------------- z 11A 10 - O WX.6 i 11 4 Wx 11 - 1 11 PROJECT TEAM: WX.6 j !j E PRINCIPAL IN CHARGE: MS 23 3800 OS 5200.A 07 7124.A1 -0. 4'-0" PROJECT MANAGER: DH PROJECTARCHITECT:I DH JOB CAPTAIN: SZ A A Floor Plan - Level 3 - KEYPLAN Building H 0 2' 4' 8' 64 Building H - Floor Plan - Level 3-Sector 3 In 1 ' / 1/4"=1'0" Scale:1/4"=V-0" . NO TH 1 2 3 4 5 1 2 3 4 5 General Notes-Roof Plans A. ROOF ELEVATIONS SHOWN ARE TO TOP OF ROOFING MATERIAL. B. VIDE THE SLOPES INDICATED. C. PRO VIDE T HEIGHTSET INTERMEDIATE TI TAPERED CRICKETS CREATING POSITIVE DRAINAGE. D. REFER TO ROOF MANUFACTURERS STANDARD DETAILS FOR FLASHING AND 2 — HF- -----__-'-= — — — — — INSTALLATION INSTRUCTIONS AROUND ROOF OPENINGS AND PENETRATIONS. DYKEMAN I ii I I I i II I ; MATERIAL LEGEND - ROOF DESIGN II ' p 07712301 �' 'L _ 07712301 ROOF-ASPHALTSHINGLES D _ — — 07 7226.A1 TYP.— 2.1 - - - ROOF-ICE 8 WATER SHIELD } ROOF-TPO CRICKETS I I 07 7000.A1 KEYNOTE LEGEND lii KEYNOTE KEYNOTE TEXT I li Ili 07 3113 ASPHALT SHINGLES q 07 7000.At DRAFT STOP LOCATION �,l 07712301 PREFINISHED GUTTER 1_I ® " 07722611 ROOF VENTILATOR I I II, I ii I Ili 9552 REGISTERED 4.3 — ARCHITECT II A L AA ON II I(— I I \\DJJ J — _IIIII�IIIII III' � STATE OF WASHSTEVENS________— __ ------------- c NGTON PROJECT !! Centennial Park in 51 - the City of Arlington FOR Centennial Park 5J � L L C � it II 07712301_ 6.3 III AT 172nd St NE and 67th Ave 'I NE II II ®,J - _ ® Arlington, WA 98223 BUILDING PERMIT 073113 III Ifl 08/19/2019 This drawing is: 1.Copyright 2019 Dykeman,Inc. li 2.The Architect's Instrument of Professional Service. I I lil B 3.For use on this project only.Obtain Architect's B 17 _ `_-------- ------- — ___ _______—______ — written permission for anyother use or reproduction. PROJECT " 2018-015 I II -, MARK DATE DESCRIPTION 7.3 — 0 08/19/2019 BUILDING PERMIT Ili li' I I -------------- ;li 07 7123 01 I I 077000.A1 � i' I Ilii II li I II -O lii ii I I PRINCIPAL IN CHARGE:I MS PROJECT MANAGER: DH PROJECT ARCHITECT:I DH JOB CAPTAIN: SZ A A lii li` 07 3113 07 7123 01 i i �, II II II — Roof Plan - Building H __ J -T 0 4' 8' 16' Q - 07 7123 01 Scale:1/8"=1'-0" . , Buildin H - Roof Plan A B B.2 G D E F c NO TH \ 1/8"=V-O" 1 2 3 4 5 1 2 3 4 5 A B D E F G (A)5' B D E F G General Notes-Reflected Ceilinq Plans 5'-3" T-6" 32'-11" 3'-0 4'- 5'-3" 7'-6" 32'-11" T-0 4'- A. ALL GWB.CEILING SCREW TO FLOOR JOIST MOUNTED RESILIENT CHANNELS, OR DIRECT SCREWS TO ROOF TRUSSES ABOVE,UNLESS OTHERWISE NOTED. 1 r 1 B. PROVIDE SEISMIC BRACING AT ALL SUSPENDED CEILINGS.REFER TO TYPICAL _ _ _ — — CEILING DETAILS SHEET A9.30. rt C. CEILING AND SOFFIT HEIGHTS ARE FROM FINISHED FLOOR UNLESS OTHERWISE NOTED. T-7" T-7" D. CEILING TYPES-REFER TO MATERIAL LEGEND THIS SHEET. DYKEMAN OTS OTS _ E. PROVIDE CONTINOUS MEMBRANE AT RATED AT RATED FLOORICEILING AND y- ROOF/CEILING ASSEMBLIES ABOVE ALL SOFFITS AND LOWERED CEILINGS. F. ROOF CONSTRUCTION ASSEMBLIES-REFER TO BUILDING SECTIONS AND ROOF ARCHITECTURE + DESIGN g-p^ 8'-0" 8'-0' g-p• G. STRUCTURAL ELEMENTS ARE SHOWN FOR CONTRACTOR CONVENIENCE. REFER TO STRUCTURAL DRAWINGS FOR ACTUAL SIZE,LOCATION AND D 2.1 — 2.1 SPACING. 0 H. MECHANICAL ELEMENTS ARE SHOWN FOR CONTRACTOR CONVENIENCE. - - M.Hn- I. LOCATIONS OF SMOKE ALARMS EMERGENCY LIGHTING NIGHT LIGHTS AND a'-6^ EXIT SIGNAGE-REFER TO ELECTRICAL DRAWINGS. _ -- - - - - -- --- - - - - - J. DOMESTIC WATER PIPING AND SPRINKLER PIPE NOT SHOWN FOR CLARITY. CONTRACTOR TO COORDINATE INSTALLATION OF THESE ELEMENTS WITH tj THOSE OF ALL OTHER TRADES. CONSULTANT: K. GWB CEILINGS TO BE INSTALLED PER MANUFACTURER'S REQUIREMENTS. L. REFER TO FINISH SCHEDULE FOR ADDITIONAL INFORMATION. WHERE SOFFITS OCCUR ABOVE CASEWORK UPPER CABINETS,SOFFIT ELEVATIONS ARE PROVIDED FOR REFERENCE.COORDINATE SOFFIT ELEVATION _-_ WITH CASEWORK AND REQUIRED VERTICAL CLEARANCES.REFER TO INTERIOR 8 0 �, - 8 0 - - - ELEVATIONS FOR ADDITIONAL INFORMATION. p"— 4.1 [ -- _______ ___ - - - ir--1 :;....:...':.:, it--1 . �i h - ------- L____L_________ P_7. OTS ____ __________ T-7" OTS KEYNOTE LEGEND 9552 REGISTERED 4.3 ARCHITECT-_ -_-- KEYNOTE KEYNOTE TEXT A L AA ON STEVENS STATE OF WASHINGTGN m m J T L4 PROJECT IDENTIFICATION: Centennial Park in 8 0 — — — the City of Arlington OTS FOR T T MATERIAL LEGEND- RCP Centennial Park 5J E)—' GYPSUM CEILING BOARD DROPCEILING LLC AT 0 0 0 �';_':ji- 0 0 GYPSUM CEILING BOARD-ATTACHED TO T-7^ g-p^ _.:.I' T-T OTS STRUCTURE 172nd St NE and 67th Ave g,_0, FIBER CEMENT SOFFIT N E Arlington, WA 98223 � 'v CEILING TAG-CEILING ELEVATION FROM BUILDING PERMIT 8' 0" 8'-0" 0' 0" U G 0 0 m m O FLOOR LEVEL g p° 08/19/2019 OTS OPEN TO STRUCTURE ABOVE-PAINT This drawingis: SLOPED CEILING SLOPED WITH STRUCTURE 1.Copyright 2019 Dykeman,Inc. B g-o" 2,The Architect's Instrument of Professional Service. _ SPOT ELEVATION 3.For use on this project only.Obtain Architect's B written permission for any other use or reproduction. PROJECT < 0 0 0 < 0 0 0 SEE-FINISH MATERIAL KEY ON SHEET A6.00 FOR NUMBER 7, P �___- PAINT COLORS. OT II __I _ __ T-7" OTS 2018-015 Ili I�I _________ m 8 0 0 I I I� J 0 72 FIXTURE LEGEND- RCP MARK DATE DESCRIPTION 7.3 ----- - 08/19/2019 BUILDING PERMIT ` 8 0 8 0 8'-0" 8'-0" CEILING FAN:2-STORYLOFTS {•. 5.5"LED RECESSED CAN LIGHT:CLOSETS AND n HALLWAYS m g 0 -8 0 o 7"LED RECESSED CAN LIGHT:PRIMARY SPACES 0 0 ❑ BATHROOM FAN WITH HEATERPROJECT TEAM: PRINCIPAL IN CHARGE:I MS PROJECT MANAGER: CH EXHAUST DUCT PROJECT ARCHITECT:I DH fj JOB CAPTAIN: SZ 011 A 0 - - A 8 ° OTS I I 7' 7„ OTS 3' RCP - Building H ,0 — — — — — 0 4' 8' 16Ak ' a - ors Scale:1/8"=T-0" . Building H - RCP- Level 1 Building H - RCP- Level 2H - RCP- Level 2 No TH 1 2 3 4 5 1 2 3 4 5 A B B.2 C D E F G General Notes-Reflected Ceilinq Plans 32'-11" '-0' 4'- A. ALL GWB.CEILING SCREW TO FLOOR JOIST MOUNTED RESILIENT CHANNELS, OR DIRECT SCREWS TO ROOF TRUSSES ABOVE,UNLESS OTHERWISE NOTED. B. PROVIDE SEISMIC BRACING AT ALL SUSPENDED CEILINGS.REFER TO TYPICAL L L — — — CEILING DETAILS SHEET A9.30. C. CEILING AND SOFFIT HEIGHTS ARE FROM FINISHED FLOOR UNLESS OTHERWISE NOTED. SLOPED D. CEILING TYPES-REFER TO MATERIAL LEGEND THIS SHEET. DYKEMAN E. PROVIDE CONTINOUS MEMBRANE AT RATED AT RATED FLOORICEILING AND ROOF/CEILING ASSEMBLIES ABOVE ALL SOFFITS AND LOWERED CEILINGS. F. ROOF CONSTRUCTION ASSEMBLIES-REFER TO BUILDING SECTIONS AND ROOF ARCHITECTURE + DESIGN PLANS. G. STRUCTURAL ELEMENTS ARE SHOWN FOR CONTRACTOR CONVENIENCE. REFER TO STRUCTURAL DRAWINGS FOR ACTUAL SIZE,LOCATION AND SPACING. DestD H. MECHANICAL ELEMENTS ARE SHOWN FOR CONTRACTOR CONVENIENCE. - - Marl-_ I. LOCATIONS OF SMOKE ALARMS,EMERGENCY LIGHTING,NIGHT LIGHTS AND --r EXIT SIGNAGE-REFER TO ELECTRICAL DRAW INGS. 8 0 _ J. DOMESTIC WATER PIPING AND SPRINKLER PIPE NOT SHOWN FOR CLARITY. _ CONTRACTOR TO COORDINATE INSTALLATION OF THESE ELEMENTS WITH 011 THOSE OF ALL OTHER TRADES. CONSULTANT: K. GWB CEILINGS TO BE INSTALLED PER MANUFACTURER'S REQUIREMENTS. L. REFER TO FINISH SCHEDULE FOR ADDITIONAL INFORMATION. M. WHERE SOFFITS OCCUR ABOVE CASEWORK UPPER CABINETS,SOFFIT 8 0 ELEVATIONS ARE PROVIDED FOR REFERENCE.COORDINATE SOFFIT ELEVATION — — — WITH CASEWORK AND REQUIRED VERTICAL CLEARANCES.REFER TO INTERIOR ELEVATIONS FOR ADDITIONAL INFORMATION. 4-11 • KEYNOTE LEGEND 9552 REGISTERED LOPED yl ARCHITECT KEYNOTE KEYNOTE TEXT — I I A L AA ON STEVENS 5 — — STATE OF WASHINGTON —� C 8 0" SLOPED ••• IDENTIFICATION: C B 0 1. n Park o Centennial Pa in 5' - - { g °' �`,, the City of Arlington FOR 77. T-7" N MATERIAL LEGEND- RCP Centennial Park 5J LLC GYPSUM CEILING BOARD-DROP CEILING 6 — — T� AT •''T.f.I ',� +"::: GYPSUM CEILING BOARD-ATTACHED TO STRUCTURE 172nd St NE and 67th Ave 8 0'♦ T-7" o0 FIBER CEMENT SOFFIT NE SLOPED Arlington, WA 98223 CEILING TAG-CEILING ELEVATION FROM BUILDING PERMIT v v FLOOR LEVEL 08/19/2019 " .II:•„_ _ OTS OPEN TO STRUCTURE ABOVE-PAINT This drawing is: SLOPED CEILING SLOPED WITH STRUCTURE 1.Copyright 2019 Dykeman,Inc. rf y _ . 2.The Architect's Instrument of Professional Service. B I 1 SPOT ELEVATION 3.For use on this project only.Obtain Architect's B — I III written permission for any other use or reproduction. NUMBER SEE-FINISH MATERIAL KEY ON SHEET A6.00 FOR PROJECT PAINT COLORS. 7.1 — (�\� — OT � T-T :,,.'.'.a 2018-015 j e o `;,, _ _ 72 FIXTURE LEGEND- RCP MARK DATE DESCRIPTION 08/19/2019 BUILDING PERMIT CEILING FAN:2-STORY LOFTS 9 0 5.5"LED RECESSED CAN LIGHT:CLOSETS AND 8 0', � � o HALLWAYS 8 0 --� 0 7"LED RECESSED CAN LIGHT:PRIMARY SPACES I 1< I I I I O BATHROOM FAN WITH HEATER P • JECT 0, „8 0.. PRINCIPAL IN CHARGE:I MS EXHAUST DUCT PROJECT MANAGER: DH g-p^ PROJECT ARCHITECT:I DH I - JOB CAPTAIN: SZ A I,'�- SLOPED k A a• 0• 9' 0" E' 0" _ II RCP - Building H — — — — — — 0 4' 8' 16' < ��• Scale:1/8"=T-0" NO TH • Buildin H-RCP-Level 3 1/8"=V-0" 1 2 3 4 5 1 2 3 4 5 11 10 9.1 T 76.3 6 5.3 5.1 5 4.2 T TT DYKEMAN ARCHITECTURE + DESIGN I D Top of Roof 43'- I I I 07 7226.AtCONSULTANT: 07 3113 � a � 1-- V4-F V5-F V3-F I&F, 4- V5-F 3- 5- 4-F 4-F—V5-F 3-F V5-F=V4-F I F4- o7 71z3 01 Roof Plate 07 7124.A1 V6-F V3 V2 V6-F V3 V6-F V6-F VS-F III 11 'V2 V3 V6-F 05 5200.A1 _ _ _ _ N _ _ -Lev 13 n • FX3 21'--0" 1 1 9552 RE GISTERED V3 V2 V3 -V2 V3 A V6-F V6-F 6-F V6-F V6- FX5 _ — _ Level 2 A T A 10_ STATE OF WASHINGTGN OS 5313 / 1 � o C - FX2 V3 V2 -V2 -2 V3 -V2 V3 2- C PROJECTIDENTIFICATION: Level Centennial Park in _ 0„ 101400.A1 081000.A1 Porch Ent 1'_0" the City of Arlington �.��Building H - East Elevation FOR 1/8"=V-0" Centennial Park 5J General Notes- Exterior Elevations KEYNOTE LEGEND LLC A. EXTERIOR MATERIAL TYPES-REFER TO MATERIAL LEGEND THIS SHEET. KEYNOTE KEYNOTE TEXT AT B. DOWNSPOUTS SUPPORTS-FOR DOWNSPOUTS UP TO 12'-0"IN LENGTH PROVIDE 2 PREFINISHED METAL STRAPS(TOP AND BOTTOM).12'-0-AND OS 5200.A1 18"DEEP BOLT-ON PREFABRICATED METAL BALCONY:ONE PIECE �+ C. LONGER PIR PES VSEE SHEETAISHOED METAL STRAPS(TOP,MIDDLE AND BOTTOM). FULLY-WELDED ALUMINUM CONSTRUCTION WITH A POWDER COAT FINISH.1/4" 172nd St NE and 67th Ave WALL X 3"ALUMINUM SLAT FLOOR.REF.TO STRUC.DRAWINGS FOR CONNECTION D. SEE SHEETS A7.13,A7.14 AND A7.15 FOR TYPICAL DOOR AND WINDOW DETAILS DETAILS. N E E. REFER TO DETAIL AIIA7.13 FOR TYPICAL WINDOW FLASHING SEQUENCING 073113 ASPHALT SHINGLES G. K OX OXF. EXTERIORD PROVIDE AKNOX BOX AITEACHE BUILDING ASSPECIFIED. 07712301 PREFINISHED GUTTER Arlington, WA 98223 COORDINATE LOCATION WITH THE OWNER AND THE FIRE MARSHAL 077124.At DOWNSPOUT H. ALIGN FIBER CEMENT PANEL HORIZONTAL JOINTS AT BUILDING CORNERS,TYP. 07 7226.A1 ROOF VENTILATOR BUILDING PERMIT rD ( C I B A 081000.At DOOR PER SCHEDULE Y 085313 VINYLWINDOWS 08/19/2019 10 1400.A1 UNIT SIGNAGE WITH LIGHTING 10 1400.A4 BUILDING IDENTIFICATION SIGNAGE:24"X24'X6MM DIDBOND IN ALUMINUM This drawing is: IDENTIFICATION LETTER MOUNTED WITH SILICONE AND FOAM TAPE OVER 1.Copyright 2019 Dykeman,Inc. 36"X36"X3MM DIDBOND IN DARK BRONZE BACKGROUND SUBSTRATE PANEL. 2.The Architect's Instrument of Professional Service. B 07 7226'AI SCREW AND SILICONE ATTACHMENT TO WALL. 3.For use on this project only.Obtain Architect's B — — — 233800 VENTILATION HOODS written permission for any other use or reproduction. T 4TPP g3R�pf PROJECT I I 073113 2018-015 233800 • V7-F V&F V1-F� 07712301 Roof Plate A-�, MARK DATE DESCRIPTION 31'-0-0 1/2 08/19/2019 BUILDING PERMIT / 10 1400.A4 V1 V1 077124.A1 MATERIAL LEGEND- EXTERIOR ELEVATIONS II _ 1055200.A1 Level 3 210 FX1-CMU VENEER FX2 PROJECT V1 V1 FX2-FIBER CEMENT LAP SIDING OS 5313 PRINCIPAL IN CHARGE: MS PROJECT MANAGER: DH _ Level2 PROJECT ARCHITECT:I DH 10 -s" FX3-FIBER CEMENT SMOOTH PANEL JOB CAPTAIN: SZ A V1 V3 V1 FX4-FIBER CEMENT ACCENT A FX3 Exterior Elevations - Levell Building H 10. FX5-STONE TILE Porch Ent 1 -0 0 4' 8' 16' E 5 Building H - North Elevation 1 1/8"=V-0" Scale:1/8"=T-0" . SEE-SHEET A1.00 WALL TYPES \ 1 2 3 4 5 1 2 3 4 5 DYKEMAN 5.3 6 6.3 6.1 7.1 O8 1000.A1 9.1 10 11 Y Y I DESIGNARCHITECTURE + D 10 4413.8 10 4413.B 101400.A1 07 7226.A1 - - - - - 43-0 D - L Top of Roof 073113CONSULTANT: - - - 07 7123 0101 3 oof0 Plate Fxz o f 0 E 1 h( > 0n12a.A1 V2 V3 1 I V2 I V3 V2 I VV2 05 5200.A1 Level 3 • I I I \I �1552 '(yIREGISTERED V3 V2- -V2 V3 / V2 V3 V2 V2- ARCHITECT 085313 Level 2 - - STATE OF WASHINGTGN 1 - 23 31100 10'-6' C FX3 V3 V2- -V2 V3 � // V2 V3 -V2 V2- / 26 0125 PROJECT -• IDENTIFICATION: C F Leve'o Centennial Park in PorchEntO, the City of Arlington ��Building H -West Elevation FOR G 1/8"=V-0" Centennial Park 5J General Notes- Exterior Elevations KEYNOTE LEGEND LLC A. EXTERIOR MATERIAL TYPES-REFER TO MATERIAL LEGEND THIS SHEET. KEYNOTE KEYNOTE TEXT AT B. DOWNSPOUTS SUPPORTS-FOR DOWNSPOUTS UP TO 12'-0"IN LENGTH PROVIDE 2 PREFINISHED METAL STRAPS(TOP AND BOTTOM).12'-0-AND OS 5200.A1 18"DEEP BOLT-ON PREFABRICATED METAL BALCONY:ONE PIECE �+ C. LONGER FIR VSEE SHEETAISHOED METAL STRAPS(TOP,MIDDLE AND BOTTOM). FULLY-WELDED ALUMINUM CONSTRUCTION WITH A POWDER COAT FINISH.1/4" 172nd St NE and 67th Ave WALL X 3"ALUMINUM SLAT FLOOR.REF.TO STRUC.DRAWINGS FOR CONNECTION D. SEE SHEETS A7.13,A7.14 AND A7.15 FOR TYPICAL DOOR AND WINDOW DETAILS DETAILS. N E E. REFER TO DETAIL AIIA7.13 FOR TYPICAL WINDOW FLASHING SEQUENCING 073113 ASPHALT SHINGLES G. K OX OXF. EXTERIORD PROVIDE AKNOX BOX AITEACHE BUILDING ASSPECIFIED. 07712301 PREFINISHED GUTTER Arlington, WA 98223 COORDINATE LOCATION WITH THE OWNER AND THE FIRE MARSHAL 077124.At DOWNSPOUT H. ALIGN FIBER CEMENT PANEL HORIZONTAL JOINTS AT BUILDING CORNERS,TYP. 07 7226.A1 ROOF VENTILATOR BUILDING PERMIT �\ 081000.Al DOOR PER SCHEDULE T T C ) D E F G 085313 VINYLWINDOWS 08/19/2019 Y 101400.A1 UNIT SIGNAGE WITH LIGHTING 10 1400.A2 ROOM SIGNAGE This drawing is: 101400.A4 BUILDING IDENTIFICATION SIGNAGE:24"X24'X6MM DIDBOND IN ALUMINUM 1.Copyright 2019 Dykeman,Inc. IDENTIFICATION LETTER MOUNTED WITH SILICONE AND FOAM TAPE OVER 2.The Architect's Instrument of Professional Service. B 3.For use on this project only.Obtain Architect's B SCREW "X3MM SILICONE OND IN DARK BRONZE BACKGROUND SUBSTRATE PANEL. written permission for any other use or reproduction. SCREW AND SILICONE ATTACHMENT TO WALL. � 23 3800.B FIRE VENTILATION EXTINGUISHER CABINET PROJECT Tom of Roof 23 3800 VENTILATION HOODS �. 43'-0" 1260125 ELECTRICAL PANELS 2018-015 07 3113 • 07712301 V1-F .V3-F 1-F MARK DATE DESCRIPTION Roof Plate 101400.A4 31'-0 1/2" 08/19/2019 BUILDING PERMIT 077124.A1 -- V1 V1 1 MATERIAL LEGEND- EXTERIOR ELEVATIONS 05 5200.A1 _ -- Level 3 21 FX1-CMU VENEER 233800 08 PROJECT -• 5 FX2-FIBER CEMENT LAP SIDING FX2 - V1 V1 PRINCIPAL IN CHARGE:1 MS PROJECT MANAGER: CH FXS PROJECT ARCHITECT: DH 10�LeVEI2,1 FX3-FIBER CEMENT SMOOTH PANEL JOB CAPTAIN: SZ FX4-FIBER CEMENT ACCENT A FX3 A Exterior Elevations - LBVE101 FX5-STONE TILE Building H 26 0125 101400.A2 Porch Ent ¢ -. oa 1000.A1 -1'-0" o a' s' 16' Building H -South Elevation In 1 1/8"=1'-0' Scale:1/8"=T-0" . SEE-SHEET A1.00 WALL TYPES \ 1 2 3 4 5 1 2 3 4 5 General Notes- Exterior Elevations A. EXTERIOR MATERIAL TYPES-REFER TO MATERIAL LEGEND THIS SHEET. KEYNOTE LEGEND B. DOWNSPOUTS SUPPORTS-FOR DOWNSPOUTS UP TO 12'-0"IN LENGTH PROVIDE 2 PREFINISHED METAL STRAPS(TOP AND BOTTOM).12'-0-AND KEYNOTE KEYNOTE TEXT LONGER PROVIDE 3 PREFINISHED METAL STRAPS(TOP,MIDDLE AND BOTTOM). C. WALL TYPES-SEE SHEET A1.00 073113 ASPHALT SHINGLES D. SEE SHEETS A7.13,A7.14 AND A7.15 FOR TYPICAL DOOR AND WINDOW DETAILS 07 7123 01 PREFINISHED GUTTER E. REFER TO DETAIL A1/A7.13 FOR TYPICAL WINDOW FLASHING SEQUENCING 07 7124.A1 DOWNSPOUT DYKEMAN F. EXTERIOR DETAILS-SEE A8.00 SERIES SHEETS 10 1400.A1 UNIT SIGNAGE WITH LIGHTING G. KNOX BOX-PROVIDE A KNOX BOX AT EACH BUILDING AS SPECIFIED. COORDINATE LOCATION WITH THE OWNER AND THE FIRE MARSHAL 23 3800 VENTILATION HOODS H. ALIGN FIBER CEMENT PANEL HORIZONTAL JOINTS AT BUILDING CORNERS,TYP. ARCHITECTURE + DESIGN D n. D 7� — G F E D 43 1 CONSULTANT: To f Roo! ROf 43Rq0 40 �- o I I 4" To 0400� f TopR 43 073113 07 7123 01 07 7123 01 07 7123 01 07 7123 01 077123 01 Roof Plate 1Z Roof Plate — Roof Platen Roof Plate _ Roof Plate n — Roof Plate n 1 1 31'-01/2" 31'-01/2 31 -012 33-01/2" 31'-01/2�1 31'-01/2�1 �1112REGISTERED FX3 FX3101400.A1 10+400.A1 07 7124.A1 07 7124A1077124.A1 — — — — STATE OF WASHINGTGN —Level 3 Leve110 3 / Level 3 / Level 3 Level— / Level 3 21'-0" 21'-0" I 21'-0� 21'-0" 21'-0�I 21'-0�I C 233800 FX2 FX2 _ C I I I • D • t o I I I FXS FXS Centennial Park in FX5 Le Le_ Level2 / Fxs— Level 2 n _Level2 _ Level2 & — 1 Levell the City of Arlington �1 �1 �1 10'-6" 10'-6" 10'-6" 10'-6" 10'-6" 10'-6" Y g FX2 FX2 FX2 FX2 FX5 7 FOR Centennial Park 5J —Leve101 Level1 n Level 1 n _Leve101 _ Levvel l n _ Le_vel1 n LLC �1 �I �1 �1 AT 172nd St NE and 67th Ave 5 Buildin H -Stair 2- North ��iI in H -Stair 2-South 7 Buildin H - Return 2- North Buildin H - Return 2-South Buildin H - Return 3- NorthNE 0" 1/8"=1'-0' 1/8"=1'-0" 1/8"=1'-0" 1/8"_1'-0'• Arlington, WA 98223 BUILDING PERMIT 08/19/2019 7f4 G F E D This drawing is: Y Y Y Y 1 Copyright 2019 Dykeman,Inc. 2.The Architect's Instrument of Professional Service. B 3.For use on this project only.Obtain Architect's B written permission for any other use or reproduction. I I ..•TORoof 43 JECT NUMBER O Ro — — — — �T�of 43R�Of AI `J Ir 1 I 1 I 2018-015 I I I I I 1 07 7123 01 07 7123 01 MARK DATE DESCRIPTION 07 7123 01 Roof Plate _ Roof Plate Roof Plate 08/19/2019 BUILDING PERMIT 1/2' O — — — O v 31 -0 1/2" t — — — 31'-0 1/2" 1 FX3 FX3 077124.A1 0 1o+aoo.A1 +olaoo.A, MATERIAL LEGEND- EXTERIOR ELEVATIONS ' �, � 077124.A1 Level 3 Level 3 Level 3 FX1-CMU VENEER 0° — — — — �O — — — — — 21� FX2 FX2 PROJECT I I I I I I I I o o FX2-FIBER CEMENT LAP SIDING PRINCIPAL IN CHARGE: MS PROJECT MANAGER: 1 DH FX5 1 PROJECTARCHITECT:1 DH i;lIllillLevel 2 I _ _ l LeVel 2 _ _ _ _ Level FX3-FIBER CEMENT SMOOTH PANEL JOB CAPTAIN: SZ 10'_6�� _• 10 _6 10'-6" 1 I-• A FX2 FX2 FX5 ? A FX4-FIBER CEMENT ACCENT Exterior Elevations - FX5-STONE TILE Building H Levell _ _ _ _ Level1 _ _ _ _ _ Levell O o° 0• 0 4' 8' 16' Q Building H -Stair 1 - North ��Building H -Stair 1 -South ��Building H - Return 1 - North ��Building H-Return 1 -South Scale:,/B"=1'-0" 1/9"=1'-0" Y 1/8"=V-0" rn SEE-SHEET A1.00 WALL TYPES \ 1 2 3 4 5 1 2 3 4 5 1 2 3.10- 3.10- DYKEMAN TT 73 T'�T 4.3 5 75.3 8 6.3 6.1 T 7.1 7.2 7.3 T 9.1 1107 0 11 ARCHITECTURE + DESIGN RW1 RW1 RW1 Top of Roof — — — 43, CONSULTANT: -IF - - I - -- ---- - r z-= —_ - Roof o la —� UNIT UNIT F UNIT 303 304 UNIT 301 J..drojm Bedroom EntrylStair Bedroom Bedroom Betlroom BedroomBedroom FC2 FC2 }-ryL# — tl- tl II,hBlllf I Level 3 /1 21'-0" I essz UNIT II REcISTrREg _ ARCHITECT UNIT 204 UNIT UNIT I 201 206 Bedroom Bedroom EntrylStair BedroomH Bedroom Betlroom Bedroom EntrylStair T Bedroom ad room A L AA ON STEVENS FC2 „ FC2 FC2 FC2 �- III STATE OF wASHINGTON Level 2 UNIT UNIT UNIT �� _ • IDENTIFICATION: c 103 104 " UNIT 101 106 Bedroom Bedroom EntrylStair4 Bedroom Bedroom Bedroom Bedroom EntrylStair Bedroom edroom Centennial Park in FC1 FC1 L FC1 '0y FC1 �� _ Level 1 _= III—III—III—III— o the City of ArlingtonI I II I I II —1 FOR Centennial Park 5J LLC 3 Transverse Section 1 - Building H AT 172nd St NE and 67th Ave 3 1 3 KEYNOTE LEGEND NE 3.11- 3.14 _ _ G F E D C B.2 I B I ( A ) GIT D 311 C g,2 3.10 ( p ( A ' KEYNOTE KEYNOTE TEXT Arlington, WA 98223 YY Y Y BUILDING PERMIT 08/19/2019 W4 RW2 RWi RW1 This drawing is: B +Top of Roof R/1 Rw3 �T�of Roof 43'-0" 43'-0" 1.Copyright 2019 Dykeman,Inc. -Q -�-. 2.The Architect's Instrument of Professional Service. h i 3.For use on this project only.Obtain Architect's B written permission for any other use or reproduction. IF wl PROJECT NUMBER: 7 — I I t I r I I t o -- -I--- Roof Plate _ — — ---- -= Roof Plate 2� 8- su'-0" s6'-0" • UNIT - F UNIT 301 302 MARK DATE DESCRIPTION Llving RoomFC2 T Bedroom Bedroom Li ing Room FC2 FC3 EltrylStair OS/19/2019 BUILDING PERMIT FF n 21ve10' � � � 21ve103 NI UNIT 201 202 Living Room a HBedroom Bedroom Li ing Room EntrylStair FC3 FC2 F] FC2 FC3 J I �Level2 � �Level2 � PRINCIPAL IN CHARGE:(MS PRECAST UNIT UNIT A CONCRETE STAIR PROJECT MANAGER: DH 101 102 TREADSAND PROJECT ARCHITECT:I DH Living Room Bedroom Bedroom Li ing Room o EntrylStair LANDING JOB CAPTAIN: I SZ FCi FC1 .I — — — Level 1 A —III III III III I I I I I I I I 0 Porch Ent_1'_0" Sections - Building H J J 0 4' 8' i6' $ Cross Section 1 -Building H (��ssction 2-Building H Scale:1/8"=1'-O" 1 2 3 4 5 1 2 3 4 5 DYKEMAN ARCHITECTURE + DESIGN D entn. D CONSULTANT: • 9552 REGISTERED ARCHITECT AT AA ON STEVENS STATE OF WASHINGTON C PROJECT • C Centennial Park in the City of Arlington FOR Centennial Park 5J LLC 2 3.10- 3.10- AT 172nd St NE and 67th Ave KEYNOTE LEGEND NE 1 2 2.1 3 4.2 T 75.3 6 6.3 T T Arlington, WA 98223 KEYNOTE KEYNOTE TEM BUILDING PERMIT I I I 1 08/19/2019 �RW2 — RW1 — RW1 �RW2 — — RW2 — — — RW2 — RW2� — RWi — —RW7 RW — This drawing is: TOP Of Roof 1. m Copyright 2019 Dykean,Inc. 43'-0° 2.The Architect's Instrument of Professional Service. B 3.For use on this project only.Obtain Architect's B written permission for any other use or reproduction. PROJECT NUMBER 2018-015 ------ _ _ _ _ _ _ _ _ _ - — _ _ _ _ Roof Plate UNIT UNIT UNIT UNIT UNIT UNIT 301 302 303 304 305 • 306 MARK DATE DESCRIPTION �� OS/,9/20,9 BUILDING PERMIT Living Room Bathroom Bathroo /1 Livinq Roo F wing Room K[chen Kitchen Living Raa Living Room (� Bathroom Bathroom Living Room —T u J Level 3 IIUNIT UN I UNI r UNIT I�' UNIT UNI 201 202 203 - 204 I 205 206 Living Rao Bathroom Bathroom Living Room F `Living Room Kitchen Kitchen Living Rao f L Living Room /� Bathroom Bathroom Living Ru � U — Level PROJECT TEAM, Ll PRINCIPAL IN CHAIR E:I MS UNIT UNI_ UNIT UNIT UNIT UNI PROJECT MANAGER: DH - PROJECT ARCHITECT: DH l 111 11 11 101 102 103 104 105 106 �1 JOB CAPTAIN: SZ Living Room Bathroom Bathroom Living,Room Living Raam Kltchen Kitchen Living Rao Living Room Bathroom e Bathroom Lbing Room A It Level 1 A _ _ _ _ = II=III=III=III- 11I-11I-_III-11I-11I-11I-11I -11I-11I—III—III—III I -11I-11 I—III—III—III -1 -1 -1 -1 -1 -1 -1 -1 -11 -1 III-11I-1 I—III—III —I -III-1I -I I Sections - Building H I=1 I I=1 I I—III=1 I I III=1 I I=1 I I=1 I I—III=1 I I III III=1 I I=1 I I=1 I I—III=1 I I III III=1 I I=1 I I=1 I I=1 1 1=III=III=III=III=III=1 I I=1 I I=1 I I—III=1 I I=1 I I_III III III—III=1 I I=1 I I=1 I I— o a' a' ,s' 8 -. (�)Transverse Section 2-Building H e„ Scale:1/8"=1'-0" . 1 2 3 4 5 1 2 3 4 5 265100.A 265100.A KEYNOTE LEGEND KEYNOTE KEYNOTE TEXT 22 4000.A3 A4.10-H 088300.A 088300.A 30"X 48"MIRROR UNIT \ 22 4000.A3 22 4000.A3 2'-111/32" 102800.B TOILET TISSUE(ROLL)DISPENSER 224000.A2 BATHROOM LAVATORY . C 224000.A2 224000.A2 224000.A3 TUB SHOWER UNIT 102800.B - -_ 102800.B a YKEMAN 224000.A4 TOILET y 26 5100.A BATHROOM LIGHT FIXTURE ARCHITECTURE + DESIGN Ll 22 4000.A4 22 4000.A3 D _--� 4 ' D 254 254 - - 12 21 30421 12 21 d .10-H 34 34 34 4.10-H f ^,. Bathroom 106-E �� Bathroom 106- F 4 Bathroom 106-G h Bathroom 106-H BATHROOM PLAN GENERAL NOTES - 1/4"=1'-0" Y 1 1/4"=1'-0" g 1/4"=1'-0" Y 1 1/4"=1'-0" A. SEE A6.01 AND A6.02 FOR ACCESSIBILITYCONSULTANT: CLEARANCES,GRAB BAR REINFORCING,AND INSTALLATION REQUIREMENTS AT FIXTURES IN TYPE A AND TYPE B UNITS. 26 5100.A 26 5100.A OS 8300.A 224000.A3 224000.A3 ��Building H-Bathroom 106- Plans 224000.A2 0 224000.A2 _ _ e 10 2800.E - - 224000.A4 224000.A4 9552 REGISTERED 254 152 254 ARCHITECT 15 21 30 21 15 21 34 34 34 Bathroom 106-A *_qathroom 106-B ��Y114Bathroom106-C Bathroom106- DA`AA°"GTEVENS1/4=1'-0" 1/4"=1'-0" "=1'-0" 1/4" C PROJECT • C Centennial Park in Cf' 3 �- -- - - - - - - - - - 265100.A 265100.A the City of Arlington i FOR 3dCentennial Park 5J � 22 4000.A2 22 4000.A2i � v - - e LLC 102800.B - _ 102800.B 22 4000.A4 L - - zz 4000.Aa AT 9 - 1521- 254 3.421 254 21 172nd St NE and 67th Ave 15 � � NE Buildin H - Bathroom 105- Plan Bathroom 105-A Bathroom 105-B Bathroom 105-C 3d Bathroom 105-D Arlington, WA 98223 1 J I ,/4"=,'-0" 3a ,/4,.=,._g,. 3b ,/a"=,'-g" 3c ,/4"=,'-0" ,/a -� BUILDING PERMIT 2'-93/4" 08/19/2019 c This drawing is: 6 _ - - - - - 26 5100.A 26 5100.A - - - - 1.Copyright 2019 Dykeman,Inc. 2.The Architect's Instrument of Professional Service. B 3.For use on this project only.Obtain Architect's B 22 g000,Ag 22 4000.A3 224000.A3 written permission for any other use or reproduction. 2d� 08 8300.A 2 .10-H 224000.A2 224000.A2 W 2018-015 ° 102800.B -_ -_ 102800.B 22 4000.A4 22 4000.A4 - - 22 4000.A4 • 152 254 MARK DATE DESCRIPTION 12421 30 21 12 21 08/19/2019 BUILDING PERMIT 34 34 34 Buildin H -Bathroom 104 2 -Plan Bathroom 104(2)-A nh Bathroom 104 2 -B ��, Bathroom 104(2)-C ��Bathroom 104(2)-D 2 La 1/4"=1'-0" 2b 1/4„!+r. 114^=1,-0. LU 1/4^=1'-0^ PROJECT 26 5100.A 26 5100.A r� PRINCIPAL IN CHARGE:I MS PROJECT MANAGER: DH 1c PROJECT ARCHITECT:I DH - JOB CAPTAIN: SZ 1 4.10-H 1d 22400o.A3 224000.A3 088300.A A 1 a � � 22 4000.A2 22 4000.A2 A - Bathroom Plans - 10 2800.B 10 2800.B zz a000.Aa - - zz a000.Aa Building H T - < .- 254 152 254 0 2' 4' 8' 12 21 24 21 12 21 34 34 34 Scale:1/4"=1'-0" . , Building H-Bathroom 104(1)-Plan Bathroom 104(1)-A ��Bathroom 104(1)- B ��Bathroom 104(1)-C ��Bathroom 104 (1)- D , 1/4^=V-0" Q 1/4"_,'-0" u +/4„_+r. I V +/4„_+�-0,� 1 U +/4„_+�-0„ rn 2 3 4 5 1 2 3 4 5 KEYNOTE LEGEND KEYNOTE KEYNOTE TEXT 113100.A1 REFRIGERATOR 11 3100.B1 FREE-STANDING ELECTRIC RANGE 11 3100.C1 OVER-THE-RANGE MICROWAVE WITH DYKEMAN RECIRCULATING VENTING 11 3100.D1 STANDARD BUILT-IN DISHWASHER 11 3100.E1 UNDER-CABINET HOOD ARCHITECTURE + DESIGN 224000.A1 KITCHEN SINK D n. D CONSULTANT: • �.nN STATE OF WASHINGTGN CPROJECT IDENTIFICATION: C Centennial Park in the City of Arlington FOR Centennial Park 5J `J LLC 3'-11 112," 3'-7 314' AT 302 302 172nd St NE and 67th Ave A4.11-H 301 0 12 301 30 12 N E 15 12 18 24 12 18 2c 36 NO SHELF 36 NO SHELF it Arlington, WA 98223 11 3100.C1 BUILDING PERMIT 11 3100.A7 a 4.11-H 2b 08/19/2019 22 4000.A1 _ _ o, o This drawing is: 1.Copyright 2019 Dykeman,Inc. 10 — _ __ 2.The Architect's Instrument of Professional Service. B — 11 3100.B1 _ 11 3100.D1 3.For use on this project only.Obtain Architect's B F— written permission for any other use or reproduction. 101 254 222 152 101 PROJECT 15 24 24 24 30 24 30 24 15 24 36 36 36 36 36 2018-015 Building H-Kitchen 106-Plan Kitchen 106-A Kitchen 106-B �+ Kitchen 106-C *Y11itchen 106-D ,'-0' a 1/4"=,,_0,� 2b 1/4"=1'-0' V 1/4"=1'-0" /4•=,,�" MARK DATE DESCRIPTION 08/19/2019 BUILDING PERMIT 13'-6" 6 1 301 301 301 1 21 12 302 24 ,2 302 --*--- --- - -� ---- 36 301 36 30 12 36 30 12 ��—�— — REF. 21 12 18 18 1a 36 NO SHELF NO SHELF PROJECT A4.11-H J-H 113100 E1 PRINCIPAL IN CHARGEI MS A4.11 1e 1 4.11-H - PROJECT MANAGER: I DH 1b 113100.A7 PROJECTARCHITECT:I DH 1 F JOB CAPTAIN: SZ I DW 224000.A1 A T-21/2" - 11 3100.B1 A ' - M124 "°'° °' = Kitchen PlaLn�s - Building 6.1 — — �A4.11-H — 101 a23 211H24 21 24 24 24 18 2434 34 90 ' 3424REMOVABLE 24 11 34 0 2' 4' 8' 21 24 REMOVABLE 34 REMOVABLE Scale:1/4'=T-0" Building H - Kitchen 104- Plan a Kitchen 104-A b Kitchen 104-B C Kitchen 104-C d Kitchen 104- D ��l hen 104- E(�)va'=r-o' va'=r-o° va'=r-o' va'=r-o° va'_r-o' 1 g 1 2 3 4 5 1 2 3 4 5 General Notes 1. CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND COORDINATE THE WORK OF ALL TRADES INVOLVED IN THE PROJECT AS PART OF'THIS FTHIS CONTRACT. 2. DO NOT SCALE THESE DRAWINGS.DUE TO REPROGRAPHIC PROCESSES THESE DRAWINGS MAY NOT BE TO SCALE.CONTACT ARCHITECT FOR ANY NEEDED CLARIFICATION. 3. CONTRACTOR SHALL VERIFY CONDITIONS AT THE SITE AND REPORT DYKEMAN ALL DISCREPANCIES TO THE ARCHITECT BEFORE PROCEEDING WITH THE WORK. 4. CONTRACTOR SHALL PROVIDE A COMPLETE AND PROPER EXECUTION OF THE WORK AS INDICATED ON ALL DRAWINGS AND ARCHITECTURE + DESIGN SPECIFICATIONS.IF DISCREPANCIES IN LAYOUT,DIMENSIONS,OR DETAILS ARE FOUND BETWEEN ARCHITECTURAL,STRUCTURAL, D MECHANICAL,ELECTRICAL,CIVIL OR LANDSCAPE DRAWINGS, p > CONTACT THE ARCHITECT IMMEDIATELY FOR CLARIFICATION - - �{�/, BEFORE PROCEEDING. VJ Cd/, a 5. REGULATIONS,STANDARDS,CONSTRUCTION,MATERIALS AND REQUIREMENTS FOR INSTALLATION OF MATERIALS SHALL CONFORM e AND BE GOVERNED BY THE EDITION OF THE CODE IDENTIFIED IN THE CODES SHEET OF THESE DRAWINGS. 6. REFERENCING DRAWINGS IS FOR CONVENIENCE ONLY AND DOES NOT LIMIT APPLICATION FOR DRAWINGS OR DETAILS. 7. MATERIALS AND FINISHES LISTED ON INTERIOR AND EXTERIOR ELEVATIONS ARE FOR GENERAL INFORMATION AND CONVENIENCE OF THE CONTRACTOR AND ARE REFERENCED IN ADDITION TO / \ MATERIALS AND FINISHES INDICATED OR SPECIFIED ELSEWHERE IN \ THE DOCUMENTS. 8. HEIGHT DIMENSIONS ARE GIVEN FROM FINISHED SLAB WHERE / fr INDICATED.OR RELATIVE TO DATUM NOTED ON THE DRAWINGS. I \ 9. N.I.C.EQUIPMENT IS FURNISHED AND INSTALLED BY OTHERS. CONTRACTOR IS RESPONSIBLE FOR COORDINATION INSTALLATION AND PERFORMING WORK AS REQUIRED BY DETAILS OR \ SPECIFICATIONS FOR EQUIPMENT INSTALLATION. 10.F.O.I.C.EQUIPMENT IS FURNISHED BY OTHERS AND INSTALLED AS PART OF THIS WORK.THE CONTRACTOR IS RESPONSIBLE FOR BUILDING H I COORDINATING THE WORK AS REQUIRED FOR INSTALLATION. 1 t.CONTRACTOR SHALL SEAL AROUND ALL PENETRATIONS FOR FIRE \ RATED WALLS,INCLUDING,BUT NOT LIMITED TO PIPING,DUCT, 4�1 BUILDING J CONDUIT,ETC.WITH FIRE STOPPING PER CODES THAT GOVERN THIS SET OF DOCUMENTS. 12.CONTRACTOR SHALL MAINTAIN THE INTEGRITY OF THE VAPORBARRIER MEMBRANE AT THE FLOOR SLAB,WALLS,AND ROOF. BACKER ROD,SEALANT AND OTHER APPROVED MEANS SHALL BEENS APPLIED CONTINUOUSLY AROUND ALL EXTERIOR DOORS AND STATE OF wASHwGTaN WINDOW PENETRATIONS AND OTHER AREAS OF POTENTIAL AIR 0 K POINT(1,D) INFILTRATION,INCLUDING STRUCTURAL,MECHANICAL AND C ® ® ® ® ELECTRICAL PENETRATIONS.THE CONTRACTOR SHALL REPAIR ANY J DAMAGE TO VAPOR BARRIER,OR REPLACE THEM PRIOR TO COVER, PROJECT - Q AS APPROVED. D 13.THERMAL AND SOUND INSULATION IS INTENDED TO PROVIDE A CONTINUOUS ENVELOPE AS INDICATED. Centennial Park I n 14.ALL ADA TOILETS,URINALS,AND STALLS SHALL MEET THE REQUIREMENTS OF THE CODES THAT GOVERN THIS SET OF DOCUMENTS.ALL STANDARD(NON-ADA)TOILETS SHALL BE the City of Arlington CENTERED IN STALLS OR PARTITIONS AS APPLICABLE,UNLESS OTHERWISE NOTED. SECTOR 2 BUILDING I SECTOR 1 15.WHERE EXTERIOR CONCRETE WALKS AND LANDINGS ABUT FOR BUILDINGS,THEY SHALL BE SLOPED AWAY FROM THE BUILDING AS NOTED,BUT IN NO CASE LESS THAN.125-112". < 16 AND SLOP NOTED ING SLABS THICKNESS AT ALL RECESSED SLAB AREAS Centennial Park 5 J 17.ALL WOOD IN CONTACT WITH CMU,CONCRETE OR SOIL SHALL BE L L C PRESSURE TREATED,TYP.UON. -- -- 18.ALL FOAM PLASTIC INSULATION TO COMPLY WITH THE SURFACE BURNING CHARACTERISTICS DEFINED BY THE CODE THAT GOVERNS AT THIS SET OF DOCUMENTS. 19 JUR SSPECIAL D CTION THAT GOVERNS THIS SET OF DOCUMENTS AS REQUIRED BY THE SEE 172nd St NE and 67th Ave r SPECIFICATION SECTION 014523 FOR ADDITIONAL INFORMATION. SE 20.DRAWING KEYNOTES DO NOT CORRELATE DIRECTLY TO INDIVIDUAL NE SPECIFICATION SECTIONS. 21.BUILDING INSPECTION SHALL BE PERFORMED THROUGHOUT THE Arlington, WA 98223 DURATION OF CONSTRUCTION.THE FREQUENCY OF INSPECTION IS IDENTCT.INSPECTIONS WILL BE PERFORMED ON SITE.INSPECTIONS WD IN THE ILL BE DOCUMENTED AND RECORDED AS BUILDING PERMIT DEEMED NECESSARY BY THE PROJECT ENGINEER. 08/1 9/201 9 This drawing is: 1.Copyright 2019 Dykeman,Inc. 2.The Architect's Instrument of Professional Service. B 3.For use on this project only.Obtain Architect's B written permission for any other use or reproduction. PROJECT 2018-015 MARK DATE DESCRIPTION PROJECT TEAM- PRINCIPAL IN CHARGE:I MS jNZ -- PROJECT MAR: DH PROJECT ARCHITECT:I DH JOB CAPTAIN: I SZ A A--------- Location Plan - Building KEY PLAN NOTE:REFER TO SHEET SD1.1 FOR RELATIONSHIP OF WORKPOINT TO SITE. 0 8' 16' 32' a - Building I - Location Plan 1/16"=T-0" Scale:1/16"=1'-0" NO TH 1 2 3 4 5 1 2 3 4 5 General Notes- Floor Plans A. EXTERIOR DIMENSIONS ARE TO THE OUTSIDE FACE OF CONCRETE FOUNDATION WALLS,FACE OF MASONRY WALLS,OR TO THE OUTSIDE FACE OF STUDS UNLESS OTHERWISE NOTED.DIMENSIONS TO MASONRY UNITS ARE NOMINAL UNLESS OTHERWISE NOTED. B. DIMENSIONS AT UNIT DEMISING WALLS ARE TO CENTERLINE OF WALL. C. INTERIOR DIMENSIONS ARE TO THE FACE OF CONCRETE,MASONRY,OR FACE OF STUDS AT FRAME WALLS,AND TO CENTERLINE OF COLUMNS DYKEMAN UNLESS OTHERWISE NOTED. D. DIMENSIONS LOCATING DOORS,WINDOWS AND RELIGHTS ARE TO NOMINAL MASONRY OPENING OR TO FINISH OPENING UNLESS 1 OTHERWISE NOTED. ARCHITECTURE + DESIGN 3.10- E. SEE WALL TYPES ON SHEETS A1.00 FOR TYPICAL WALL CONSTRUCTION ASSEMBLIES. p 50'-0" O F. ALL NON-BEARING WALLS ARE FULL HEIGHT TO UNDERSIDE OF ROOF p A2 12-I DECK OR FLOOR ABOVE. G. APPLY TWO(2)CONTINUOUS SEALANT BEADS BENEATH STUD TRACK AT 2 2 1 3 ALL EXTERIOR STUD WALLS. 11'-63/4" 11'-91/4" 2 H. CONTRACTOR SHALL PROVIDE CONTINUOUS HORIZONTAL BLOCKING AT ALL WALL MOUNTED LAVATORIES,DRINKING FOUNTAINS,CASEWORK, Stair EX 16 MIRRORS,HANDRAILS,ETC.REFER TO ARCHITECTURAL INTERIORCONSULTANT: ELEVATIONS. Stair EX 15 -- ----- I. SEE DETAIL SHEET A6.01 FOR TYPICAL MOUNTING HEIGHTS FOR WALL MOUNTED ACCESSORIES AND EQUIPMENT. G - - - - - - _ - - - - - -ems'- - I. t - - - J. SEE FLOOR FINISH PLANS FOR TRANSITION DETAILS AND THRESHOLDS. _ - P CH T ��1111 WX.6 K. ELECTRICAL PANELS,TRANSFORMERS,BOILERS,AIR HANDLING UNITS, AND DUCTWORK WHEN SHOWN,ARE INDICATED FOR CONTRACTOR F - - - - a - - - - - - - - - - F CONVENIENCE. A2.11-I 5- 10 1400.A1 TYP' L. SEE REFLECTED CEILING PLAN FOR CEILING MOUNTED EQUIPMENT. a PORCH X.6 M. THE GENERAL CONTRACTOR SHALL PROVIDE CONCRETE HOUSEKEEPING 11 - PADS AT MINIMUM 3 1/2"THICK CONCRETE WITH 6 X 6IW2.9 X 2.9 W W F REINFORCING UNLESS OTHERWISE NOTED OR REQUIRED ELSEWHERE IN WX.6 WIN THESE DOCUMENTS.PAD DIMENSIONS SHALL BE A MINIMUM 4"GREATER _ U1 IN HORIZONTAL DIMENSION THAN BASE OF THE EQUIPMENT MOUNTED • THEREON,UNLESS OTHERWISE NOTED.EXACT PAD LOCATIONS SHALL BE _ _ VERIFIED IN THE FIELD. U1 .Z_ -�� - N. CONTRACTOR TO CONFIRM ALL CLEARANCE REQUIREMENTS AS NOTED Q ON DETAIL Al and A6.02. _ 0. REFER TO DETAILS ON SHEET VA7.10 FOR TYPICAL DOOR CLEARANCES. �1552 P. SEE FLOOR PLANS AND BUILDING SECTIONS FOR LOCATION OF DETAILS U5 WND4 WN.4 WN.4 - FOR TYPICAL FLOOR-TO-FOUNDATION,FLOOR-TO-WALL,WALL-TO-ROOF 12A ASSEMBLIES AND HEADER,SILL AND SOFFIT CONSTRUCTION. U5 -5'-4 '-4'l 11A 11A Q. CONTRACTOR SHALL SEAL AROUND ALL PENETRATIONS AT FIRE RATED -- WALLS,INCLUDING BUT NOT LIMITED TO PIPING,DUCTS,CONDUIT,ETC., STATE OF wnsewciGN _ WITH FIRESTOPPING PER I.B.C.REQUIREMENTS. WN.4 d Room 1 R. SEE EXTERIOR ELEVATIONS FOR WINDOW AND LOUVER TYPES AND WX.6 11A U8 U6 3.11- DETAILS. b'-4'� 102 U6 11 WNA TYPE A _ S. SEE ENLARGED PLANS FOR ADDITIONAL DIMENSIONAL AND NOTE C 3 Bed Room, WNA INFORMATION. PROJECT IDENTIFICATION: C 101 WN 6 11A T. TYPICAL WALLS: TYPE A I' AT RESIDENTIAL UNIT INTERIORS WALL TYPE WN.411; U6 11A AT COMMERCIAL INTERIORS WALL TYPE Will 11A; Centennial Park In 10"- WN 4 AT DEMISING WALLS,WALL TYPE WND.412A; AT PLUMBING WALLS,WHERE WATER CLOSET OCCURS,WALL TYPE 11A - _ the City of Arlington ____ _ 5'-0"NOM. WN.611A; - 0 UNLESS OTHERWISE NOTED. DW U. EXTERIOR WALL TYPE TO BE WX.611,TYP.UON.REFER TO PLANS, ELEVATIONS,AND SHEET A1.00 FOR EXTERIOR FINISH WALL TYPES AND FOR EXTENT. A2.11-I 1 WN.6 j - WNA o W0 Centennial Park 5J 211AMT , ,. LLC H- Q WN4 WN4 MATERIAL LEGEND- FLOOR FINISHES AT � 11A 11A WN.6 WHFWNAJ 10 = REF. ® CARPET 172nd St NE and 67th Ave Q O g-ON WN.4 _ 11A NE VINYL PLANK Arlington, WA 98223 q-9 W n j - FA U8 W A r YyNq SEE-FINISH MATERIAL KEY ON SHEET A6.00 FOR PAINT COLORS. BUILDING PERMIT 3 W A LIGNI ALIGN,A U6 U6 08/19/2019 I UB U2 U5 This drawing is: _____ _ _ - KEYNOTE LEGEND 1.Copyright 2019 Dykeman,Inc. WX.6 104413.E 1'-6" _ - -- 2.The Architect's Instrument of Professional Service. B 12R U8 -� US ALIGN U2 KEYNOTE KEYNOTE TEXT 3.For use on this project only.Obtain Architect's B I - written permission for any other use or reproduction. WN4 3 A2.11-I 2 3.10- 101400.A1 UNIT SIGNAGE WITH LIGHTING PROJECT REF. N.q 11A _ -2'-9"- WN.4 WN.4 _ 104413.E FIRE EXTINGUISHER CABINET O A U5 -_- _ - - - - - = - 2018-015 o _ U9 11A Ug _ -2' NWN4 WX.6 --�-- WX.6 12A MARK DATE DESCRIPTION 11A F. 12R 12R - _ -- ° 08/19/2019 BUILDING PERMIT WN.4 --------------------______..._...--...--...--....--., 11A WX.6 PROJECT TEAM: to CHAR - - - - - - - - - - - - 4 - PRINCIPAL IN :I MS 44 Lr-J PROJECT MANAGER: DH A211 I PROJECT ARCHITECT:I DH WX.6 WX.6 JOB CAPTAIN: SZ A - A Stairl-EX1 „.-0,, ,2-2. _ --"' Floor Plan - Level 1 - 1 2 3 4 5 g KEY PLAN Building 1 0 2' 4' 8' Q Buildin I - Floor Plan- Level 1 -Sector 1 1/4"=V-0" Scale:1/4"=T-0" . NO TH 1 2 3 4 5 1 2 3 4 5 General Notes- Floor Plans A. EXTERIOR DIMENSIONS ARE TO THE OUTSIDE FACE OF CONCRETE FOUNDATION WALLS,FACE OF MASONRY WALLS,OR TO THE OUTSIDE FACE OF STUDS UNLESS OTHERWISE NOTED.DIMENSIONS TO MASONRY UNITS ARE NOMINAL UNLESS OTHERWISE NOTED. B. DIMENSIONS AT UNIT DEMISING WALLS ARE TO CENTERLINE OF WALL. C. INTERIOR DIMENSIONS ARE TO THE FACE OF CONCRETE,MASONRY,OR ( 8 / 9 9 1 ,0 ++ FACE OF STUDS AT FRAME WALLS,AND TO CENTERLINE OF COLUMNS DYKEMAN Y UNLESS OTHERWISE NOTED. D. DIMENSIONS LOCATING DOORS,WINDOWS AND RELIGHTS ARE TO 2 NOMINAL MASONRY OPENING OR TO FINISH OPENING UNLESS 32 OTHERWISE NOTED. ARCHITECTURE + DESIGN E. ASSEMBLIES.PES ON SHEETS A1.00 FOR TYPICAL WALL CONSTRUCTION D F. ALL NON-BEARING WALLS ARE FULL HEIGHT TO UNDERSIDE OF ROOF D A2 12-I DECK OR FLOOR ABOVE. - - - 50'-0" G. APPLY TWO(2)CONTINUOUS SEALANT BEADS BENEATH STUD TRACK AT ALL EXTERIOR STUD WALLS. 2 24'-0" 12'-0" 1V-4" 2'-6" H. CONTRACTOR SHALL PROVIDE CONTINUOUS HORIZONTAL BLOCKING AT ALL WALL MOUNTED LAVATORIES,DRINKING FOUNTAINS,CASEWORK, Stair EX 17 Stair EX 16 MIRRORS,HANDRAILS,ETC.REFER TO ARCHITECTURAL INTERIOR ELEVATIONS. ---- I. SEE DETAIL SHEET A6.01 FOR TYPICAL MOUNTING HEIGHTS FOR WALL MOUNTED ACCESSORIES AND EQUIPMENT. G - - - - - -- _ _ - SEE FLOOR FINISH PLANS FOR TRANSITION DETAILS AND THRESHOLDS. WX.6 LJ '' - K. ELECTRICAL PANELS,TRANSFORMERS,BOILERS,AIR HANDLING UNITS, F - - - - - PORCH - - - PORCH - - - - - F AND DUCTWORK WHEN SHOWN,ARE INDICATED FOR CONTRACTOR CONVENIENCE. ,01400.A1 TYP. - - - 5_ A2.12-1 - - - - - - - L. SEE REFLECTED CEILING PLAN FOR CEILING MOUNTED EQUIPMENT. WX.6 M. THE GENERAL CONTRACTOR SHALL PROVIDE CONCRETE HOUSEKEEPING 11 PADS AT MINIMUM 3 1/2"THICK CONCRETE WITH 6 X 6 M2.9 X 2.9 W W F REINFORCING UNLESS OTHERWISE NOTED OR REQUIRED ELSEWHERE IN WNDA WX 6 v THESE DOCUMENTS.PAD DIMENSIONS SHALL BE A MINIMUM 4"GREATER U, 77 IN HORIZONTAL DIMENSION THAN BASE OF THE EQUIPMENT MOUNTED THEREON,UNLESS OTHERWISE NOTED.EXACT PAD LOCATIONS SHALL BE VERIFIED IN THE FIELD. D N. CONTRACTOR TO CONFIRM ALL CLEARANCE REQUIREMENTS AS NOTED _ z _ ON DETAIL A6.01 and A6.02. ¢- 0. REFER TO DETAILS ON SHEET VA7.10 FOR TYPICAL DOOR CLEARANCES. 9552 REGISTERED WN.4 WORK POINT(D,11) P. SEE FLOOR PLANS AND BUILDING SECTIONS FOR LOCATION OF DETAILS ARC HITECT WN.4 WN.4 +1A WND.4 U5 FOR TYPICAL FLOOR-TO-FOUNDATION,FLOOR-TO-WALL,WALL-TO-ROOF .,A ASSEMBLIES AND HEADER,SILL AND SOFFIT CONSTRUCTION. Q. CONTRACTOR SHALL SEAL AROUND ALL PENETRATIONS AT FIRE RATED A L AA ON STEVENS WALLS,INCLUDING BUT NOT LIMITED TO PIPING,DUCTS,CONDUIT,ETC., STATE OF WASHINGTON WITH FIRESTOPPING PER I.B.C.REQUIREMENTS. 2 B6d Room WN.4 + R. SEE EXTERIOR ELEVATIONS FOR WINDOW AND LOUVER TYPES AND U6 US 103 S-q�- WX.6 11- DETAILS. r - ++ S. SEE ENLARGED PLANS FOR ADDITIONAL DIMENSIONAL AND NOTE TYPES WN.4 INFORMATION. C 11A - 3 Bed Room T. TYPICAL WALLS: PROJECTIDENTIFICATION: I• +Oq AT RESIDENTIAL UNIT INTERIORS WALL TYPE WN.411; 1 U6 TYPEB ATCOMMERCIAL INTERIORS WALLTYPEWN.6,1A; Centennial Park In AT DEMISING WALLS,WALL TYPE WND.412A; II W AT PLUMBING WALLS,WHERE WATER CLOSET OCCURS,WALLTYPE 5'-0"NOM. 3 - III A4 WN.611A; the City of Arlington UNLESS OTHERWISE NOTED. ----- U. EXTERIOR WALL TYPE TO BE WX.611,TYP.UON.REFER TO PLANS, II ELEVATIONS,AND SHEET A1.00 FOR EXTERIOR FINISH WALL TYPES AND FOR DW - 0 U8 - EXTENT. Centennial Park 5J I 1 WN.6o LLC WN.4 WN.4 yyN.g „A „A o _ o MATERIAL LEGEND- FLOOR FINISHES AT WNA WH _ _ 4 R F. O O 1 0 10 - �WN.4 O 5_ ® CARPET 172nd St NE and 67th Ave O j - - - - WN.6 ® VINYL PLANK NE 11A Arlington, WA 98223 WN4 - - 11A US WN4 SEE-FINISH MATERIAL KEY ON SHEET A6.00 FOR PAINT COLORS. BUILDING PERMIT U ALIGN s ++A D`^j 08/19/2019 v lb U5 U2 U6 _ R7 This drawing is: __ 3'-5" KEYNOTE LEGEND 1.Co a Archt2019 Dykemen,Inc. --_ 104413.B WX.6 2.The Architect's Instrument of Professional Service. B -N UB 2R KEYNOTE KEYNOTE TEXT 3.For use on this project only.Obtain Architect's B U2 m ALIGN 3 written permission for any other use or reproduction. 4 A2.12-I 3 __ 1077124.A1 DOWNSPOUT PROJECT r WN4 WN4 g^ WN.4 W"q REF O 101400.A1 UNIT SIGNAGE WITH LIGHTING 11A 11A 11A Q 104413.E FIRE EXTINGUISHER CABINET - ---_---___ U5 US - - Q 2018-015 i WNA - - _U9_-__ 11A1A - U9 WND.4 __________ WX.6 ----- MARK DATE DESCRIPTION WN.4 - 08/19/2019 BUILDING PERMIT A Z - WX.6 w ---------- PROJECT TEAM: y 4 ____ -- 077124.A1 TYP. ! Q ` PRINCIPAL IN CHARGE: MS - - - __� - - - - --- - -- - - - - - - - A I PROJECT MANAGER: I PH A211-I PROJECT ARCHITECT:I DH WX.6 JOB CAPTAIN: SZ A --- -- „ 6-• A I I 12'-2" „-e se - -- Floor Plan - Level 1 - 6 KEY PLAN Building I 7 8 9 10 11 0 2' 4' 6' Q 6 Building I - Floor Plan-Level 1 -Sector 2 1/4"=V-O" Scale:1/4"=1'-0" . NO TH 1 2 3 4 5 1 2 3 4 5 General Notes- Floor Plans A. EXTERIOR DIMENSIONS ARE TO THE OUTSIDE FACE OF CONCRETE FOUNDATION WALLS,FACE OF MASONRY WALLS,OR TO THE OUTSIDE FACE OF STUDS UNLESS OTHERWISE NOTED.DIMENSIONS TO MASONRY UNITS ARE NOMINAL UNLESS OTHERWISE NOTED. B. DIMENSIONS AT UNIT DEMISING WALLS ARE TO CENTERLINE OF WALL. C. INTERIOR DIMENSIONS ARE TO THE FACE OF CONCRETE,MASONRY,OR FACE OF STUDS AT FRAME WALLS,AND TO CENTERLINE OF COLUMNS DYKEMAN UNLESS OTHERWISE NOTED. D. DIMENSIONS LOCATING DOORS,WINDOWS AND RELIGHTS ARE TO NOMINAL MASONRY OPENING OR TO FINISH OPENING UNLESS 1 OTHERWISE NOTED. ARCHITECTURE + DESIGN 3,0- E. SEE WALL TYPES ON SHEETS A1.00 FOR TYPICAL WALL CONSTRUCTION D ASSEMBLIES.Y 0-0"Y F. ALL NON-BEARING WALLS ARE FULL HEIGHT TO UNDERSIDE OF ROOF A2.12-I DECK OR FLOOR ABOVE. 50, G. APPLY TWO(2)CONTINUOUS SEALANT BEADS BENEATH STUD TRACK AT ALL EXTERIOR STUD WALLS. 2'-8" 1 11'-63/4" 11'-91/4" 1 1 24'-0" 2 H. CONTRACTOR SHALL PROVIDE CONTINUOUS HORIZONTAL BLOCKING AT ALL WALL MOUNTED LAVATORIES,DRINKING FOUNTAINS,CASEWORK, MIRRORS,HANDRAILS,ETC.REFER TO ARCHITECTURAL INTERIOR ELEVATIONS. 077124.A1 I. SEE DETAIL SHEET A6.01 FOR TYPICAL MOUNTING HEIGHTS FOR WALL MOUNTED ACCESSORIES AND EQUIPMENT. J. SEE FLOOR FINISH PLANS FOR TRANSITION DETAILS AND THRESHOLDS. WX.6 K. ELECTRICAL PANELS,TRANSFORMERS,BOILERS,AIR HANDLING UNITS, 11 - - - - - F AND DUCTWORK WHEN SHOWN,ARE INDICATED FOR CONTRACTOR CONVENIENCE. A2.11-1 5 233800 - - L. SEE REFLECTED CEILING PLAN FOR CEILING MOUNTED EQUIPMENT. M. THE GENERAL CONTRACTOR SHALL PROVIDE CONCRETE HOUSEKEEPING WX.6 PADS AT MINIMUM 3 1/2"THICK CONCRETE WITH 6 X 6IW2.9 X 2.9 W W F REINFORCING UNLESS OTHERWISE NOTED OR REQUIRED ELSEWHERE IN WX.6 WND.4 THESE DOCUMENTS.PAD DIMENSIONS SHALL BE A MINIMUM 4"GREATER U3 IN HORIZONTAL DIMENSION THAN BASE OF THE EQUIPMENT MOUNTED THEREON,UNLESS OTHERWISE NOTED.EXACT PAD LOCATIONS SHALL BE VERIFIED IN THE FIELD. N. CONTRACTOR TO CONFIRM ALL CLEARANCE REQUIREMENTS AS NOTED O ON DETAIL A6.01 and A6.02. Q- W 2 0. REFER TO DETAILS ON SHEET VA7.10 FOR TYPICAL DOOR CLEARANCES. 9552 REGISTERED WN.4 P. SEE FLOOR PLANS AND BUILDING SECTIONS FOR LOCATION OF DETAILS ARCHITECT U5 WND 4 FOR TYPICAL FLOOR-TO-FOUNDATION,FLOOR-TO-WALL,WALL-TO-ROOF 12A - AS AND HEADER,SILL AND SOFFIT CONSTRUCTION. Q. CONTRACTOR SHALL SEAL AROUND ALL PENETRATIONS AT FIRE RATED q L AA ON STEVENS s/8"- WNA WN.4 WALLS,INCLUDING BUT NOT LIMITED TO PIPING,DUCTS,CONDUIT,ETC., STATE GR ON STEVENS 11A = INGTON WITH FIRESTOPPING PER I.B.C.REQUIREMENTS. WX.6 WN.4 � R. SEE EXTERIOR ELEVATIONS FOR WINDOW AND LOUVER TYPES AND 11 11A �'-4"` _ 3.11- DETAILS. 201 WN.4 202 _ U8 U6 S. SEE ENLARGED PLANS FOR ADDITIONAL DIMENSIONAL AND NOTE C = 11A INFORMATION. PROJECT IDENTIFICATION: C i T. TYPICAL WALLS: AT RESIDENTIAL UNIT INTERIORS WALL TYPE WN.411; WN.6 AT COMMERCIAL INTERIORS WALL TYPE WN.611A; Centennial Park In = US 11A U6 _- 11A WN q AT DEMISING WALLS,WALL TYPE WND.412A; lJ 11A AT PLUMBING WALLS,WHERE WATER CLOSET OCCURS,WALL TYPE 055200.A1 - _ NOM. WN.61IA; the City of Arlington U4 U10 UNLESS OTHERWISE NOTED. U. EXTERIOR WALL TYPE TO BE WX.611,TYP.UON.REFER TO PLANS, ELEVATIONS,AND SHEET A1.00 FOR EXTERIOR FINISH WALL TYPES AND FOR WN.4 O EXTENT. U8 11A z WN.6 DW WINS WN.4 WN.4 _j _ --- ,° Centennial Park 5J 1-4 1/4' WN4 III LLC WN.4 WH 11A z z MATERIAL LEGEND- FLOOR FINISHES AT - � 10 � 0 0 REF. WN.q ® CARPET 172nd St NE and 67th Ave W A6 - 5'_0'NOM. O Q NE WN.4 ® VINYL PLANK Arlington, WA 98223 ------ --- 11A -51/2" 5'-1034" 2-111/4" WN.4 U10 11A - ------- 4-51/4" U6 - WNA SEE-FINISH MATERIAL KEY ON SHEET A6.00 FOR PAINT COLORS. BUILDING PERMIT 11�11 __ I w Aa LIGN p ALIGN U6 11A DW 08/1 9/201 9 8'-10 3/4" U6 U2 US This drawing is: 3'-s" 10140o.A1 - -_ wN.-a KEYNOTE LEGEND 1.Copy right 2019 Dykeman,Inc. B WNA WX.6 104413 B _ 2.The Architect's Instrument of Professional Service. _ KEYNOTE KEYNOTE TEXT 3.For use on this project only.Obtain Architect's B ALIGN U2 12R 3 written permission for any other use or reproduction. IF - RE WN�4 3 A2.11-I � WN.4 US WN.4 WN.4 � 055200.A1 18"DEEP BOLT-ON PREFABRICATED _6 O 11A WX6 Stair V12R 11A FULLY-WELDEDMETA ALUMINUM PIECENE - 12R _ CONSTRUCTION WITH APOWDER 2018-015 S CAT FINISH.1/4"X UM LAT FLOOR.REF. STRUC. -- - --- 1_6" U5 U5 1'-6" -- U9 _ ___ __ _ - DRAWINGS FOR CONNECTION j- -- - _ DETAILS. --- --- WNDA 077124.A1 DOWNSPOUT --- - - ---- 1� - 101400.A1 UNIT SIGNAGE WITH LIGHTING MARK DATE DESCRIPTION WN.4 WNA _ 233800 VENTILATION HOODS .. _ WN.4 „A _ --------- OS/19/2019 BUILDING PERMIT 11A 11A "' 104413.E FIRE EXTINGUISHER CABINET WN.4 _ e - - - - ---- - r---------1 wxs O wxs - - - it 1 N -Z Q A wxs ------ - - - - Q -- - - - N � PROJECT TEAM: PRINCIPAL IN IN CHARGE�MS PROJECT MANAGER�DH A211-I PROJECT PROJECT ARCHII1 DDH WX.6 JOB CAPTAIN: 12._2. - Floor Plan - Level 2 - 1 2 3 4 5 6 KEY PLAN Building I Building I -Floor Plan-Level 2-Sector 1 ° 2' 4' 6' 1 1/4"=V-0" Scale:1/4"=T-O" . NO TH 1 2 3 4 5 1 2 3 4 5 General Notes- Floor Plans A. EXTERIOR DIMENSIONS ARE TO THE OUTSIDE FACE OF CONCRETE FOUNDATION WALLS,FACE OF MASONRY WALLS,OR TO THE OUTSIDE FACE OF STUDS UNLESS OTHERWISE NOTED.DIMENSIONS TO MASONRY UNITS ARE NOMINAL UNLESS OTHERWISE NOTED. B. DIMENSIONS AT UNIT DEMISING WALLS ARE TO CENTERLINE OF WALL. C. INTERIOR DIMENSIONS ARE TO THE FACE OF CONCRETE,MASONRY,OR FACE OF STUDS AT FRAME WALLS,AND TO CENTERLINE OF COLUMNS DYKEMAN UNLESS OTHERWISE NOTED. D. DIMENSIONS LOCATING DOORS,WINDOWS AND RELIGHTS ARE TO 2 NOMINAL MASONRY OPENING OR TO FINISH OPENING UNLESS 3.10- OTHERWISE NOTED ARCHITECTURE + DESIGN . ��\ E. SEE WALL TYPES ON SHEETS A1.00 FOR TYPICAL WALL CONSTRUCTION 6 7 8 ( 9 I 91 10 11 ASSEMBLIES. p � F. ALL NON-BEARING WALLS ARE FULL HEIGHT TO UNDERSIDE OF ROOF p A212-I DECK OR FLOOR ABOVE. `'0-0 G. APPLY TWO(2)CONTINUOUS SEALANT BEADS BENEATH STUD TRACK AT ALL EXTERIOR STUD WALLS. 2 24'-0" 12'-0" 1V-4" 2'-8" H. CONTRACTOR SHALL PROVIDE CONTINUOUS HORIZONTAL BLOCKING AT ALL WALL MOUNTED LAVATORIES,DRINKING FOUNTAINS,CASEWORK, - MIRRORS,HANDRAILS,ETC.REFER TO ARCHITECTURAL INTERIORCONSULTANT: ELEVATIONS. I. SEE DETAIL SHEET A6.01 FOR TYPICAL MOUNTING HEIGHTS FOR WALL MOUNTED ACCESSORIES AND EQUIPMENT. SEE FLOOR FINISH PLANS FOR TRANSITION DETAILS AND THRESHOLDS. WX.6 K. ELECTRICAL PANELS,TRANSFORMERS,BOILERS,AIR HANDLING UNITS, AND DUCTWORK WHEN SHOWN,ARE INDICATED FOR CONTRACTOR CONVENIENCE. 5 A2.12-I L. SEE REFLECTED CEILING PLAN FOR CEILING MOUNTED EQUIPMENT. M. THE GENERAL CONTRACTOR SHALL PROVIDE CONCRETE HOUSEKEEPING PADS AT MINIMUM 3 1/2"THICK CONCRETE WITH 6 X 6 AN2.9 X 2.9 W W F REINFORCING UNLESS OTHERWISE NOTED OR REQUIRED ELSEWHERE IN WNDA WX 6 _ THESE DOCUMENTS.PAD DIMENSIONS SHALL BE A MINIMUM 4"GREATER U3 IN HORIZONTAL DIMENSION THAN BASE OF THE EQUIPMENT MOUNTED THEREON,UNLESS OTHERWISE NOTED.EXACT PAD LOCATIONS SHALL BE D D VERIFIED IN THE FIELD. N. CONTRACTOR TO CONFIRM ALL CLEARANCE REQUIREMENTS AS NOTED _� U3 ON DETAIL A6.01 and A6.02. WNDA O. REFER TO DETAILS ON SHEET 1IA7.10 FOR TYPICAL DOOR CLEARANCES. 9552 REGISTERED 11A P. SEE FLOOR PLANS AND BUILDING SECTIONS FOR LOCATION OF DETAILS ARCHITECT 1P' W ND.4 U5 FOR TYPICAL FLOOR-TO-FOUNDATION,FLOOR-TO-WALL,WALL-TO-ROOF 12A AS AND HEADER,SILL AND SOFFIT CONSTRUCTION. Q. CONTRACTOR SHALL SEAL AROUND ALL PENETRATIONS AT FIRE RATED q L AA ON STEVENS WNA WN.4 US WALLS,INCLUDING BUT NOT LIMITED TO PIPING,DUCTS,CONDUIT,ETC., STATE of ON STEVENS 11A 1 WITH FIRESTOPPING PER I.B.C.REQUIREMENTS. R. SEE EXTERIOR ELEVATIONS FOR WINDOW AND LOUVER TYPES AND -5'-4' 11A 3.11- DETAILS. U6 203 yyN q 204 S. SEE ENLARGED PLANS FOR ADDITIONAL DIMENSIONAL AND NOTE 10 INFORMATION. 6 C PROJECT IDENTIFICATI T. TYPICAL WALLS: - AT RESIDENTIAL UNIT INTERIORS WALL TYPE WN.411; N ATCOMMERCIAL INTERIORS WALL TYPEWN.611A; AT DEMISING WALLS.WALL TYPE WNDA 12A; Centennial Park In WNA 11A U6 y11A US AT PLUMBING WALLS,WHERE WATER CLOSET OCCURS,WALL TYPE 11A 5'-0"NOM. 055200.A1 WN.611A; the Cityof Arlington 'I Uq UNLESS OTHERWISE NOTED. `.7 HHHH U10 U. EXTERIOR WALL TYPE TO BE WX.611,TYP.UON.REFER TO PLANS, ELEVATIONS,AND SHEET A1.00 FOR EXTERIOR FINISH WALL TYPES AND FOR WN.4 WN.4 WN.4 DW WN.6z WN4 U8 - EXTENT. Centennial Park 5J 2'-6" 1 A2.12-I L L C o wx.s MATERIAL LEGEND- FLOOR FINISHES AT z WNA o WH _ 6 1/2" iv WN.4 REF. CARPET „q O 5'-0"NOM. ' WN.s - ® 172nd St NE and 67th Ave NE WNA U10 4 ® VINYL PLANK Arlington, WA 98223 IWN.4 WNAU8 SEE-FINISH MATERIAL KEY ON SHEET A6.00 FOR PAINT COLORS. BUILDING PERMIT U6 11A -� UB ALIGN • ALIGN WNA DVy 08/19/2019 -- - US U2 U6 8-11... This drawing is: WN.q 101g00.A1 3-s' KEYNOTE LEGEND 1.Copyright 2019 Dykeman,Inc. g __ WX.6 WN.4 2.The Architect's Instrument of Professional Service. 104413.E 12R U2 KEYNOTE KEYNOTE TEXT 3.For use on this project only.Obtain Architect's B ALIGN 3 written pemnission for any other use or reproduction. US 4 A2.12-I - 3.10- WN.4 U8 WN.4 WN.4 WX.6 WN4 055200.A1 18"DEEP BOLT-ON PREFABRICATED PROJECT 6 „q Stair I-EX2 12R 11A R F. METAL BALCONY:ONE PIECE O FULLY-WELDED ALUMINUM _ CONSTRUCTION WITHAPOWDER 2018-015 WX.6 -� -� _ _ O COAT FINISH.1/4"X3"ALUMINUM- 12R ,, 6�, 1, 6„ _ 07 7124.A1 SLAT FLOOR.REF.TO STRUC. U5 WX.6 DRAWINGS FOR CONNECTION -------- - - - _ 11 DETAILS. WIND.4 -- - - _ 077124.A1 DOWNSPOUT 12A _- ---- --------- 101400.At UN IT SIGNAGE WITH LIGHTING MARK DATE DESCRIPTION - - - WN.4 WN.4 104413.E FIREEXTINGUISHERCABINET 08/19/2019 BUILDING PERMIT 11A - WNA Q WX.6 r------- -L B z _ --____ WX.6 O W PROJECT N � I PRINCIPAL IN PRINCIPAL IN CHARGEjMS Q - - - - - - - - - WX.6 - - PROJECT MANAGER: DH A A2.11-I ----------- -- -- - 11 r A PROJECT ARCHITECT, O __-__ --- JOB CAPTAIN: WX.6 i A ---------- Floor Plan - Level 2 - 6 7 8 9 10 11 KEY PLAN Building I 0 2' 4' 8' a Buildin I - Floor Plan -Level 2-Sector 2 Ak 1/4"=1'-0" Scale:1/4"=T-0" . NO TH 1 2 3 4 5 1 2 3 4 5 General Notes- Floor Plans A. EXTERIOR DIMENSIONS ARE TO THE OUTSIDE FACE OF CONCRETE FOUNDATION WALLS,FACE OF MASONRY WALLS,OR TO THE OUTSIDE FACE OF STUDS UNLESS OTHERWISE NOTED.DIMENSIONS TO MASONRY UNITS ARE NOMINAL UNLESS OTHERWISE NOTED. B. DIMENSIONS AT UNIT DEMISING WALLS ARE TO CENTERLINE OF WALL. C. INTERIOR DIMENSIONS ARE TO THE FACE OF CONCRETE,MASONRY,OR FACE OF STUDS AT FRAME WALLS,AND TO CENTERLINE OF COLUMNS DYKEMAN 1 2 2.1 3 4 5 6 UNLESS OTHERWISE NOTED. D. DIMENSIONS LOCATING DOORS,WINDOWS AND RELIGHTS ARE TO 2 NOMINAL MASONRY OPENING ORTO FINISH OPENING UNLESS 50'-0" 1 310. OTHERWISE NOTED. ARCHITECTURE + DESIGN E. SEE WALL TYPES ON SHEETS A1.00 FOR TYPICAL WALL CONSTRUCTION 2'-8" 1V-6314" 1 11'-9114" 24'-0" ASSEMBLIES. D F. ALL NON-BEARING WALLS ARE FULL HEIGHT TO UNDERSIDE OF ROOF D A2 12-I DECK OR FLOOR ABOVE. - - Marine1716 West G. APPLY TWO(2)CONTINUOUS SEALANT BEADS BENEATH STUD TRACK AT ALL EXTERIOR STUD WALLS. 2 H. CONTRACTOR SHALL PROVIDE CONTINUOUS HORIZONTAL BLOCKING AT ALL WALL MOUNTED LAVATORIES,DRINKING FOUNTAINS,CASEWORK, - MIRRORS,HANDRAILS,ETC.REFER TO ARCHITECTURAL INTERIOR ELEVATIONS. ROOF OVERHANG I. SEE DETAIL SHEET A6.01 FOR TYPICAL MOUNTING HEIGHTS FOR WALL MOUNTED ACCESSORIES AND EQUIPMENT. G - - _ J. SEE FLOOR FINISH PLANS FOR TRANSITION DETAILS AND THRESHOLDS. K.WX.6 � ELECTRICAL PANELS,TRANSFORMERS,BOILERS,AIR HANDLING UNITS, F = _ _ - _ _ - _ - - 11 - - - - F AND DUCTWORK WHEN SHOWN,ARE INDICATED FOR CONTRACTOR CONVENIENCE. A2.11-I 5 L. SEE REFLECTED CEILING PLAN FOR CEILING MOUNTED EQUIPMENT. M. THE GENERAL CONTRACTOR SHALL PROVIDE CONCRETE HOUSEKEEPING WX.6 PADS AT MINIMUM 31/2"THICK CONCRETE WITH 6 X 6 Nd2.9 X 2.9 WWF REINFORCING UNLESS OTHERWISE NOTED OR REQUIRED ELSEWHERE IN 21"1 yyryp q THESE DOCUMENTS.PAD DIMENSIONS SHALL BE A MINIMUM 4"GREATER U3 - IN HORIZONTAL DIMENSION THAN BASE OF THE EQUIPMENT MOUNTED THEREON,UNLESS OTHERWISE NOTED.EXACT PAD LOCATIONS SHALL BE 7 VERIFIED IN THE FIELD. J D U3 Z- - O N. CONTRACTOR TO CONFIRM ALL CLEARANCE REQUIREMENTS AS NOTED " c2 --- -- - ON DETAIL A6.01 and A6.02. ¢- WNDA O. REFER TO DETAILS ON SHEET 1IA7.10 FOR TYPICAL DOOR CLEARANCES. 9552 REGISTERED WN.4 P. SEE FLOOR PLANS AND BUILDING SECTIONS FOR LOCATION OF DETAILS qac wTLCT US WND 4 FOR TYPICAL FLOOR-TO-FOUNDATION,FLOOR-TO-WALL,WALL-TO-ROOF ASSEMBLIES AND HEADER,SILL AND SOFFIT CONSTRUCTION. Q. CONTRACTOR SHALL SEAL AROUND ALL PENETRATIONS AT FIRE RATED q L AA ON STEVENS 4'- WN.4 WN.4 WALLS,INCLUDING BUT NOT LIMITED TO PIPING,DUCTS,CONDUIT,ETC., STATE OF wASHiNGTaN 11A _ WITH FIRESTOPPING PER I.B.C.REQUIREMENTS. WX.6 1 WN.4 2 1 R. SEE EXTERIOR ELEVATIONS FOR WINDOW AND LOUVER TYPES AND t_ �1 11 11A 5-4= _ U6 3.11- DETAILS. E E U6 E S. SEE ENLARGED PLANS FOR ADDITIONAL DIMENSIONAL AND NOTE WN.4 IL U8 T. (TYPICAL WALLS: PRO ON C I AT RESIDENTIAL UNIT INTERIORS WALL TYPE WN.411; U6 AT COMMERCIAL INTERIORS WALL TYPE WN.611A; Centennial Park In - WN.6 WNA AT DEMISING WALLS,WALLTYPE TER CLOSET 2A; Ug _ 11A WN,q WN.4 11A WN.4 AT PLUMBING WALLS,WHERE WATER CLOSET OCCURS,WALL TYPE 055200.A1 WN.4 _ 11q j /� 5'-0"NOM. 5'-0"NOM. WN.611A, the Clty OI /-lrlingtOn U4 - U10 1 UNLESS OTHERWISE NOTED. ------- -- U. EXTERIOR WALL TYPE TO BE WX.611,TYP.UON.REFER TO PLANS, w ELEVATIONS,AND SHEET A1.00 FOR EXTERIOR FINISH WALL TYPES AND FOR WNA I WN.6 yyNq EXTENT. U8 11q DW WN.4 WN.4 „q Centennial Park 5J A2.11-I 1 2 WN 10 w -6" .6 � I LLC wN.4 2'-4314:'- 6'�" o MATERIAL LEGEND- FLOOR FINISHES wH o I M z AT Q O o WN.4 REF. WNA 11A ® CARPET 172nd St NE and 67th Ave WN.6 O 11A WN.4 _ ® VINYL PLANK NE TT 3'-3" Arlington, WA 98223 U10 - W4.4 W1.4 - ------- ry WN.4 �_ q,- pU8 „A 11AIA SEE-FINISH MATERIAL KEY ON SHEET A6.00 FOR PAINT COLORS. BUILDING PERMIT _ Iw ZLIN� LIGN ALIGN U6 U6 08/19/2019 U6 U2 US - This drawing is: 3-5" III 6" - KEYNOTE LEGEND 1.Copy right 2019 Dykeman,Inc. WN.6 WN.6 WN.4 1 WX 6 104413.E _ _ 1'- 2.The Architect's Instrument of Professional Service. B wN.4 11A KEYNOTE KEYNOTE TEXT 3.For use on this project only.Obtain Architect's B ALIGN' ' U2 12R 101400.A7 11A � � 3 written permission for any other use or reproduction. ' 8 USyNq A2.11-1 2 -8 OS 5200.A1 18"DEEP BOLT-ON PREFABRICATED TYR NUMBER I WN.4 WN.4 11A WX.6 METAL BALCONY:ONE PIECE "'• 233800 REF. WNA O 11A _ WX.6 12R 11A FULLY-WELDED ALUMINUM CONSTRUCTC _ - ER US US - 12R ___ ____ _ - - - U COAT FIINISH1O1/4"I 3HALUMNDUM G GYP. 077124.A1 O WN,4 - --- - DRAWING .R CONNECTION 2018-015 U9 11A 11A U9 _ DRAWINGS FOR CONNECTION DETAILS. �,-6,� - - - WND.4 077124.Al DOWNSPOUT -3'-2"_ ------ - - - - 12A - 101400.A1 UNITSIGNAGE WITHLIGHTING MARK DATE DESCRIPTION F. WN.4 ----- - 233800 VENTILATION HOODS 11A -------- 08/19/2019 BUILDING PERMIT 104413.E FIRE EXTINGUISHER CABINET WX.6 WX.6 ci -c�.- - ROOF OVERHANG y � � PROJECT TEAM: 4 - Q PRINCIPAL IN CHARGE:j MS A WX6 �/ I PROJECT ARCHITECT: DH 0 A2.11-1 WX.6 JOB CAPTAIN: 1 SZ Floor Plan - Level 3 - KEY PLAN Building I 1 2 3 4 5 6 0 2' 4' 8' a " Building I- Floor Plan- Level 3-Sector 1 Scale:1/4"=T-0" . NO TH 1 2 3 4 5 1 2 3 4 5 General Notes- Floor Plans A. EXTERIOR DIMENSIONS ARE TO THE OUTSIDE FACE OF CONCRETE FOUNDATION WALLS,FACE OF MASONRY WALLS,OR TO THE OUTSIDE FACE OF STUDS UNLESS OTHERWISE NOTED.DIMENSIONS TO MASONRY UNITS ARE NOMINAL UNLESS OTHERWISE NOTED. B. DIMENSIONS AT UNIT DEMISING WALLS ARE TO CENTERLINE OF WALL. C. INTERIOR DIMENSIONS ARE TO THE FACE OF CONCRETE,MASONRY,OR FACE OF STUDS AT FRAME WALLS,AND TO CENTERILINE OF YKEMAN UNLESS THERWISE NOTED. 2 7 9 9.1 10 11 D. DDIMENSIONS LOCATRY ING DOINGS, TO OWSHAND RELIGHTS SSE TO COLUMNS . NOTED. ARCHITECTURE + DESIGN 3.10 E. SEE WALL TYPES ON SHEETS A1.00 FOR TYPICAL WALL CONSTRUCTION 0" 12'-0' 1V-4" 2'-8" ASSEMBLIES. p F. ALL NON-BEARING WALLS ARE FULL HEIGHT TO UNDERSIDE OF ROOF D A2.12-1 50'-0" DECK OR FLOOR ABOVE. -ma-at - G. APPLY TWO(2)CONTINUOUS SEALANT BEADS BENEATH STUD TRACK AT ALL EXTERIOR STUD WALLS. 2 H. CONTRACTOR SHALL PROVIDE CONTINUOUS HORIZONTAL BLOCKING AT ALL WALL MOUNTED LAVATORIES,DRINKING FOUNTAINS,CASEWORK, - MIRRORS,HANDRAILS,ETC.REFER TO ARCHITECTURAL INTERIOR ELEVATIONS. ROOF OVERHAIIG I. SEE DETAIL SHEET A6.01 FOR TYPICAL MOUNTING HEIGHTS FOR WALL MOUNTED ACCESSORIES AND EQUIPMENT. - - - - - - - - - G J. SEE FLOOR FINISH PLANS FOR TRANSITION DETAILS AND THRESHOLDS. WX.6 K. ELECTRICAL PANELS,TRANSFORMERS,BOILERS,AIR HANDLING UNITS, = - _ F AND DUCTWORK WHEN SHOWN,ARE INDICATED FOR CONTRACTOR CONVENIENCE. 5_ A2.124 L. SEE REFLECTED CEILING PLAN FOR CEILING MOUNTED EQUIPMENT. M. THE GENERAL CONTRACTOR SHALL PROVIDE CONCRETE HOUSEKEEPING WX.6 PADS AT MINIMUM 3 1/2"THICK CONCRETE WITH 6 X 6 AN2.9 X 2.9 W W F REINFORCING UNLESS OTHERWISE NOTED OR REQUIRED ELSEWHERE IN WND.4 WX 6 _ THESE DOCUMENTS.PAD DIMENSIONS SHALL BE A MINIMUM 4"GREATER U3 IN HORIZONTAL DIMENSION THAN BASE OF THE EQUIPMENT MOUNTED - - Z- THEREON,UNLESS OTHERWISE NOTED.EXACT PAD LOCATIONS SHALL BE D -0 D VERIFIED IN THE FIELD. N. CONTRACTOR TO CONFIRM ALL CLEARANCE REQUIREMENTS AS NOTED ON DETAIL A6.01 and A6.02. WNDA O. REFER TO DETAILS ON SHEET 1IA7.10 FOR TYPICAL DOOR CLEARANCES. �9552WN.4 P. SEE FLOOR PLANS AND BUILDING SECTIONS FOR LOCATION OF DETAILS U5FOR TYPICAL FLOOR-TO-FOUNDATION,FLOOR-TO-WALL,WALL-TO-ROOF ASSEMBLIES AND HEADER,SILL AND SOFFIT CONSTRUCTION. Q. CONTRACTOR SHALL SEAL AROUND ALL PENETRATIONS AT FIRE RATED US WALLS,INCLUDING BUT NOT LIMITED TO PIPING,DUCTS,CONDUIT,ETC., STATE OR wnsewciaN 11A WITH FIRESTOPPING PER I.B.C.REQUIREMENTS. 3 N W .4 3 1 R. WNA SEE EXTERIOR ELEVATIONS FOR WINDOW AND LOUVER TYPES AND U6 -5-4L- 11A 3.11�DETAILS. E U6 S. SEE ENLARGED PLANS FOR ADDITIONAL DIMENSIONAL AND NOTE C IL- -LI Ug „q INFORMATION. PROJECT C II 9 T. TYPICAL WALLS: i 6 - AT RESIDENTIAL UNIT INTERIORS WALL TYPE WN.411; WIN11AS 055200.A1 AT COMMERCIAL INTERIORS WALL TYPE WN.611A; Centennial Park In WN.4 AT DEMISING WALLS,WALL TYPE WND.412A; WN.4 WN.4 11q WNA _ U6 y11A US AT PLUMBING WALLS,WHERE WATER CLOSET OCCURS,WALL TYPE WN.611A; the City of Arlington 5'-0"NOM. 5'-0"NOM. UNLESS OTHERWISE NOTED. I U10 � U4 U. EXTERIOR WALL TYPE TO BE WX.611,TYP.UON.REFER TO PLANS, ELEVATIONS,AND SHEET A1.00 FOR EXTERIOR FINISH WALL TYPES AND FO R WN.6 WN.4 WN.4 WN.4 DW WN.6z WN4 U8 - EXTENT. 10 10 11A -- L 1111A o 11A _ 2_g^ Centennial Park 5J LLC - - WX.6 MATERIAL LEGEND FLOOR FINISHES 2'-4 3/4" O M - z m WN.4 - WH „ _ AT I, 0 0 `� ® CARPET 11A „q REF. O 0 5'-0"NOM. , wN.s 172nd St NE and 67th Ave NE N VINYL PLANK Arlington, WA 98223 WN.4 WN.4 WN.4 w U10 11A 11A U6 4 9" U8I WN4 SEE-FINISH MATERIAL KEY ON SHEET A6.00 FOR PAINT COLORS. BUILDING PERMIT U6 ALIGN w ALIGN 11A -- DN/ 08/19/2019 US US U2 U6 8-10 3/4" This drawing is: 3•-5•' END WN.6 WN.4 KEYNOTE LEG 1.Copyright 2019 Dykeman,Inc. _ 1'- 2.The Architect's Instrument of Professional Service. 11A '10'140..A1 WX.6 WN.4 B WN.4 "� ry KEYNOTE KEYNOTE TEXT 3.For use on this project only.Obtain Architect's B 11, ,044,g.g U2 ALIGN 3 written permission for any other use or reproduction. -8 U8 _g 4 A2.12-I --_ 3.10- OS 5200.A1 18"DEEP BOLT-ON PREFABRICATED PROJECT WN.4 WN.4 WX'6 WX6 w A R F. METAL BALCONY:ONE PIECE 11A 12R NUMBERO 233800 NP. FULLY-WELDED ALUMINUM CONSTRUCTION WITH POWDER ( C - - - - - -- -_WX.6 - - - _ __ _ - O COATFINISH.1/4"X3"ALUMINUM 2018-015 J 07 7124.A1 71'I': SLAT FLOOR.REF.TO STRUC. ------ - = U9 6 U5 U5 1 6 WX.6 DRAWINGS FOR CONNECTION ------ 11 DETAILS. 077124.At DOWNSPOUT 12A - - - -- 101400.A1 UNIT SIGNAGE WITH LIGHTING MARK DATE DESCRIPTION 233800 VENTILATION HOODS 08/19/2019 BUILDING PERMIT „q 104413.E IFIRE EXTINGUISHER CABINET z - WX.6 „ WX.6 v ROOF OVERHANG owi � PROJECT TEAM- 4 ` PRINCIPAL IN CHARGE:I MS U - - - WX.6 - - - A Q PROJECT MANAGER: DH A2.11-I p PROJECT ARCHITECT:I DH WX6 JOB CAPTAIN: SZ A d i A ---------- _ ---- -' Floor Plan - Level 3 - KEY PLAN Building I 6 7 8 9 10 11 0 2' 4' 8' a Buildin I - Floor Plan -Level 3-Sector 2 Ak Scale:1/4"=1'-0" . NO TH 2 3 4 5 1 2 3 4 15 General Notes- Roof Plans A. ROOF ELEVATIONS SHOWN ARE TO TOP OF ROOFING MATERIAL. B. SET INTERMEDIATE HEIGHT AS REQUIRED TO PROVIDE THE SLOPES INDICATED. C. PROVIDE TAPERED INSULATION CRICKETS CREATING POSITIVE DRAINAGE. D. REFER TO ROOF MANUFACTURERS STANDARD DETAILS FOR FLASHING AND INSTALLATION INSTRUCTIONS AROUND ROOF OPENINGS AND PENETRATIONS. MATERIAL LEGEND - ROOF ARCHITECTURE + DESIGN D ROOF-ASPHALT SHINGLES D —dyk ROOF-ICE&WATER SHIELD _ _ _ ROOF-TPO CRICKETS CONSULTANT: — KEYNOTE LEGEND KEYNOTE KEYNOTE TEXT 073113 ASPHALT SHINGLES 07 7000.A1 DRAFT STOP LOCATION 07712301 PREFINISHED GUTTER 07 7226.A1 ROOF VENTILATOR �AAM STATE OF WASHINGTGN C PROJECT IDENTIFICATION: C Centennial Park in the City of Arlington 2.1 9.1 FOR Centennial Park 5J 07 7123 01 07 7123 01 LLC AT 172nd St NE and 67th Ave - - - - - - -- - ---- - ------ -- - - - - — - E NW ----------- - --------- ----------- -_------------ Arlington, A 98223 BUILDING PERMIT 08/19/2019 3"f 1'-0" I III I This drawing is: 1.Copyright 2019 Dykeman,Inc. 2.The Architect's Instrument of Professional Service. B TyP 3.For use on this project only.Obtain Architect's B 07 7226.A1 written permission for any other use or reproduction. 07 7123 01 I I I I II TTi7i:�--- ____ ___________ ______________� ___________ �L______________ _______. _ .____________ _______________�__� •-• - ® � � ® 1 2018-015 I I I I a7 7000.A1 � III I a7 7000.A1 I ;II _ -------------� v -__---------- 073113 MARK• DATE DESCRIPTION 08/19/2019 BUILDING PERMIT it C II IIIII �� ;IIII IIIII iil 'II .I ' --------------t i III II PROJECT TEAM- ------------- I III III 11 Il l'I III ill I IL it PRINCIPAL IN CHARGE:I MS l _____________ PROJECT MANAGER: DH �`-------------- ---�I' - _____ _____________ — — — — — — A PROJECT ARCHITECT:�DH JOB CAPTAIN: SZ 07 7123 01 07 7123 01 A A 1 2 3 4 5 6 7 8 9 10 11 Roof Plan - Building Building I - Roof Plan o a' a' 16' xScale:1/a"=T-0" . EANO TH 2 3 4 5 1 2 3 4 15 General Notes- Reflected Ceiling Plans A. ALL GWB.CEILING SCREW TO FLOOR JOIST MOUNTED RESILIENT CHANNELS, 11'-63/4" 11'-91/4" 48'-0" 12'-0' 11'-4" OR DIRECT SCREWS TO ROOF TRUSSES ABOVE,UNLESS OTHERWISE NOTED. B. PROVIDE SEISMIC BRACING AT ALL SUSPENDED CEILINGS.REFER TO TYPICAL G CEILING DETAILS SHEET A9.30. C. CEILING AND SOFFIT HEIGHTS ARE FROM FINISHED FLOOR UNLESS OTHERWISE NOTED. D. CEILING TYPES-REFER TO MATERIAL LEGEND THIS SHEET. DYKEMAN E. PROVIDE CONTINOUS MEMBRANE AT RATED AT RATED FLOOR/CEILING AND ROOF/CEILING ASSEMBLIES ABOVE ALL SOFFITS AND LOWERED CEILINGS. ARCHITECTURE + DESIGN 8'-0" I, f 8'-0" F. ROOF CONSTRUCTION ASSEMBLIES REFER TO BUILDING SECTIONS AND ROOF — — — — — — — — �\ PLANS. G. STRUCTURAL ELEMENTS ARE SHOWN FOR CONTRACTOR CONVENIENCE. REFER TO STRUCTURAL DRAWINGS FOR ACTUAL SIZE,LOCATION AND D SPACING. - - 1716 West - D 8'-0. �,: a H. MECHANICAL ELEMENTS ARE SHOWN FOR CONTRACTOR CONVENIENCE. I. LOCATIONS OF SMOKE ALARMS,EMERGENCY EXIT SIGNAGE REFER TO ELECTRICAL DRAWINGSTING,NIGHT LIGHTS AND J. DOMESTIC WATER PIPING AND SPRINKLER PIPE NOT SHOWN FOR CLARITY. {I CONTRACTOR TO COORDINATE INSTALLATION OF THESE ELEMENTS WITH 0 THOSE OF ALL OTHER TRADES. CONSULTANT: K. GWB CEILINGS TO BE INSTALLED PER MANUFACTURER'S REQUIREMENTS. 8. 0" 0 �-+-. L. REFER TO FINISH SCHEDULE FOR ADDITIONAL INFORMATION. M. WHERE SOFFITS OCCUR ABOVE CASEWORK UPPER CABINETS,SOFFIT 8'-0" ELEVATIONS ARE PROVIDED FOR REFERENCE.COORDINATE SOFFIT ELEVATION WITH CASEWORK AND REQUIRED VERTICAL CLEARANCES.REFER TO INTERIOR ELEVATIONS FOR ADDITIONAL INFORMATION. 8' 0" • e 1•I 0 e 11?; e 8'-p„ 8-0. .� �AAO.N — KEYNOTE LEGEND YNOTE KEYNOTE TEXT 8'-0" 0" 8'-0" 0 0 0 — STATE OF WASHINGTON - - - - � ' - - - B PROJECT IDENTIFICATION: 23 4" 101L---11.-0.. 12'-2' 2'-2" 11'-0" 10" 23'-4" 6-8'1 Centennial Park in the City of Arlington 1 z 3 4 5 s e s 10 „ FOR MATERIAL LEGEND- RCP Centennial Park 5J Building I - RCP- Level 2 LLC L / 1/g•=1•_p^ GYPSUM CEILING BOARD-DROP CEILING AT GYPSUM CEILING BOARD-ATTACHED TO STRUCTURE 172nd St NE and 67th Ave FIBER CEMENT SOFFIT NE 11'-63/4" 11'-9114" 48'I-0" 12'-0" 11'-4" �\ Arlington, WA 98223 CEILING TAG-CEILING ELEVATION FROM BUILDING PERMIT FLOOR LEVEL 08/19/2019 OPEN TO STRUCTURE ABOVE-PAINT o This drawing is: SLOPED CEILING SLOPED WITH STRUCTURE Copy right 2019 Dykeman,Inc. 2.1.The Architect's Instrument of Professional Service. B — — — — — — — — — U 1 SPOT ELEVATION 3.For use on this project only.Obtain Architect's B 0 �j ,: B i t /�/ written permission for any other use or reproduction. SEE-FINISH MATERIAL KEY ON SHEET A6.00 FOR PROJECT Jfl IFJ� PAINT COLORS. et @ 0 8..0. I • -o" FIXTURE LEGEND- RCP MARK DATE DESCRIPTION 8 ° 7•_7^ 7_7^ 08/19/2019 BUILDING PERMIT e e J e m CEILING FAN:2-STORYLOFTS o 5.5"LED RECESSED CAN LIGHT:CLOSETS AND 0 HALLWAYS o11 - 8-0 0 7"LED RECESSED CAN LIGHT:PRIMARY SPACES T.7. 81-0" o O g,-p. 7-7. JECT TEAM: ZI BATHROOM FAN WITH HEATER P • C PRINCIPAL IN CHARGE: MS e e EXHAUST DUCT PROJECT MANAGER: I DH 8'-0. — — 8..V — PROJECTARCHITECT:I 1).JOB CAPTAIN. I SZ 0 0 0 0 \J k A I � A .... _ _ _L A RCP - Building i 2'-8 23'-4" 10"i 11-0" 12'-2" 12'-2" fl 11',0" �110" 23•-4" 2'-8'� 0 4' 8' 16' a � 1 2 3 4 5 6 7 8 9 10 11 Scale:1/8"=V-0" . Building I - RCP-Level 1 NO TH \ 1/8"=V-0" 2 3 4 5 1 2 3 4 15 General Notes- Reflected Ceiling Plans A. ALL GWB.CEILING SCREW TO FLOOR JOIST MOUNTED RESILIENT CHANNELS, OR DIRECT SCREWS TO ROOF TRUSSES ABOVE,UNLESS OTHERWISE NOTED. B. PROVIDE SEISMIC BRACING AT ALL SUSPENDED CEILINGS.REFER TO TYPICAL CEILING DETAILS SHEET A9.30. C. CEILING AND SOFFIT HEIGHTS ARE FROM FINISHED FLOOR UNLESS OTHERWISE NOTED. D. CEILING TYPES-REFER TO MATERIAL LEGEND THIS SHEET. DYKEMAN E. PROVIDE CONTINOUS MEMBRANE AT RATED AT RATED FLOOR/CEILING AND ROOF/CEILING ASSEMBLIES ABOVE ALL SOFFITS AND LOWERED CEILINGS. F. ROOF CONSTRUCTION ASSEMBLIES-REFER TO BUILDING SECTIONS AND ROOF ARCHITECTURE + DESIGN PLANS. G. STRUCTURAL ELEMENTS ARE SHOWN FOR CONTRACTOR CONVENIENCE. REFER TO STRUCTURAL DRAWINGS FOR ACTUAL SIZE,LOCATION AND D SPACING. p H. MECHANICAL ELEMENTS ARE SHOWN FOR CONTRACTOR CONVENIENCE. - - Marl- I. LOCATIONS OF SMOKE ALARMS,EMERGENCY LIGHTING,NIGHT LIGHTS AND EXIT SIGNAGE-REFER TO ELECTRICAL DRAWINGS. J. DOMESTIC WATER PIPING AND SPRINKLER PIPE NOT SHOWN FOR CLARITY. CONTRACTOR TO COORDINATE INSTALLATION OF THESE ELEMENTS WITH THOSE OF ALL OTHER TRADES. CONSULTANT: K. GWB CEILINGS TO BE INSTALLED PER MANUFACTURER'S REQUIREMENTS. L. REFER TO FINISH SCHEDULE FOR ADDITIONAL INFORMATION. M. WHERE SOFFITS OCCUR ABOVE CASEWORK UPPER CABINETS,SOFFIT ELEVATIONS ARE PROVIDED FOR REFERENCE.COORDINATE SOFFIT ELEVATION WITH CASEWORK AND REQUIRED VERTICAL CLEARANCES.REFER TO INTERIOR ELEVATIONS FOR ADDITIONAL INFORMATION. • KEYNOTE LEGEND �AA�N KEYNOTE KEYNOTE TEXT STATE OF WASHINGTON CPROJECT IDENTIFICATION: C Centennial Park in the City of Arlington FOR MATERIAL LEGEND- RCP Centennial Park 5J GYPSUM CEILING BOARD-DROP CEILING L L C GYPSUM CEILING BOARD-ATTACHED TO AT STRUCTURE 172nd St NE and 67th Ave 2.1 9.1 FIBER CEMENT SOFFIT N E 11'-63/4" „•_91/4" 48'I.0^ 12'_0" 11•_4" Arlington, WA 98223 G p, 0• CEILING TAG-CEILING ELEVATION FROM BUILDING PERMIT FLOOR LEVELEr 08/19/2019 OPEN TO STRUCTURE ABOVE-PAINT _ 0 0 This drawing is: con- � OTS SLOPED CEILING SLOPED WITH STRUCTURE 1.Copyright 2019 Dykeman,Inc. v }lr ..t 2.The Architect's Instrument of Professional Service. B D I$ SPOT ELEVATION 3.For use on this project only.Obtain Architect's B SLO`PED written permission for any other use or reproduction. SLOPED SLOPED f _ SLOPED ' 'e -V: g• p ,"+. �rf {Ktf g p '�` L SEE-FINISH MATERIAL KEY ON SHEET A6.00 FOR PROJECT PAINT COLORS. 2018-015 771 6 p A 8 p FIXTURE LEGEND RCP MARK DATE DESCRIPTION 7 7 T T 08/19/2019 BUILDING PERMIT CEILING FAN:2-STORY LOFTS 8 0 8 0 5.5"LED RECESSED CAN LIGHT:CLOSETS AND HALLWAYS {�, - 8 0 ^•'`� 8 0 o " .7 LED RECESSED CAN LIGHT PRIMARY SPACES 7'-7 7 7 —1 w 8 0 8 0 '•r O BATHROOM FAN WITH HEATER PROJECT �/ PRINCIPAL IN CHARGE: MS EXHAUST DUCT PROJECT MANAGER: CH PROJECT ARCHITECT:I DH JOB CAPTAIN: SZ I i I A RCP - Building '-8 23'-4" 10. 11'-0" 12'-2" 12'-2" 11'-0" 10" 23•_4" 0 4' 8' 16, a 1 2 3 4 5 6 7 8 9 10 11 Scale:1/8"=V-0" . Building I - RCP- Level 3 NO TH \ 1 2 3 4 5 1 2 3 14 5 General Notes-Exterior Elevations KEYNOTE LEGEND A. EXTERIOR MATERIAL TYPES-REFER TO MATERIAL LEGEND THIS SHEET. B. DOWNSPOUTS SUPPORTS-FOR DOWNSPOUTS UP TO 12'-0-IN LENGTH KEYNOTE KEYNOTE TEXT PROVIDE 2 PREFINISHED METAL STRAPS(TOP AND BOTTOM).12'-0"AND LONGER PROVIDE 3 PREFINISHED METAL STRAPS(TOP,MIDDLE AND BOTTOM). 05 5200.A1 18"DEEP BOLT-ON PREFABRICATED METAL BALCONY:ONE PIECE C. WALL TYPES-SEE SHEET A1.00 FULLY-WELDED ALUMINUM CONSTRUCTION WITH A POWDER COAT D. SEE SHEETS A7.13,A7.14 AND A7.15 FOR TYPICAL DOOR AND WINDOW DETAILS FINISH.1/4"X 3"ALUMINUM SLAT FLOOR.REF.TO STRUC. E. REFER TO DETAIL A11A7.13 FOR TYPICAL WINDOW FLASHING SEQUENCING DRAWINGS FOR CONNECTION DETAILS. . F. EXTERIOR DETAILS-SEE A8.00 SERIES SHEETS 073113 ASPHALT SHINGLES G. KNOX BOX-PROVIDE A KNOX BOX AT EACH BUILDING AS SPECIFIED. 07712301 PREFINISHED GUTTER COORDINATE LOCATION WITH THE OWNER AND THE FIRE MARSHAL 077124.A1 DOWNSPOUT H. ALIGN FIBER CEMENT PANEL HORIZONTAL JOINTS AT BUILDING CORNERS,TYP. ARCHITECTURE + DESIGN 077226.A1 ROOF VENTILATOR 081000.At DOOR PER SCHEDULE D 085313 VINYL WINDOWS _ _ WertM.HView D 101400.Al UNIT SIGNAGE WITH LIGHTING 101400.A4 BUILDING IDENTIFICATION SIGNAGE:24"X24"X6MM DIDBOND IN ALUMINUM IDENTIFICATION LETTER MOUNTED WITH SILICONE AND FOAM TAPE OVER 36"X36"X3MM DIDBOND IN DARK BRONZE 1 4 5 7 8 11 TT BACKGROUND SUBSTRATE PANEL.SCREW AND SILICONE •ATTACHMENT TO WALL.233800 VENTILATION HOODS 260125 ELECTRICAL PANEL104413.B FIRE EXTINGUISHERSCABINET I 07 7226.A1 Tog of Roof g Top of Roof 43 O 43'_0 07 3113 • _ 07 7123 01 9552 _ _ _ — _ _ _ _ _ _ Roof Plate I Roof Plate /1 neclHiiecTO 31'-0 1/2" 233800 31'-0 1/2/2" NGTON 077124.A1 FX2 STATE AA ON STEVENS FX2 V3 V2- V2 -V2 V3 t_ V — — — — — — osszoo.A1 —Level3 Level c 217 0" '�V PROJECT IDENTIFICATION: c FX3 085313 Centennial Park in FIE 3 V& FED -V2 �V2 V3 FX4 1 233800 1 the City of Arlington Level Level 077123 01 —10'-6" 10,_6" FOR / Centennial Park 5J FX3 V3 V2; -= V2- 2 � -V2 V3 077124.A7 260125 LLC Level 1 Level 1 - - - - - - - - - - - - - - - - - - - � _ AT 081000.A1 101400.A1 TYP. Porch Ent Porch Ent 172nd St NE and 67th Ave 1'-0" 4 Building I-South Elevation 5 Building I-Return- ast NE 118"=V-0" 1/8"=1.-V' Arlington, WA 98223 BUILDING PERMIT G F D C B A C B A T T T 08/19/2019 This drawing is: 1.Copyright 2019 Dykeman,Inc. 2.The Architect's Instrument of Professional Service. B 3.For use on this project only.Obtain Architect's B written permission for any other use or reproduction. PROJECT NUMBER To of Roof Too of Roof tl Top 4 Roof f _0 1 -0" 43-0" 1 1 1 1 1 1 1 1 1 2018-015 07 7123 01 07 7123 01 07 7124.A1 MARK DATE DESCRIPTION V1-F V3-F V1-Fi Roof Plate Roo Plate 07712301 Roof Plate 08/19/2019 BUILDING PERMIT _ _ f O 31'-0 1/2" 10 31 -0 1/2" 31'-0 1/2" FX3 / 1400.A4 FX3 FX3 CORNER; V1 V1 — CONT.FX3 MATERIAL LEGEND EXTERIOR ELEVATIONS 07 7124.A1 O Level$ � LBV@I 3 Level 3 FX1-CMU VENEER PROJECT 23 3800 FX2-FIBER CEMENT LAP SIDING 101400.A1 PRINCIPAL IN CHARGEA MS V1 FX4 Vt PROJECT MANAGER: I PH OFX4 FX4 FX3-FIBER CEMENT SMOOTH PANEL PROJECT ARCHITECT:I DH _ Level 2 / _Level 2 _ _ Level 2 / JOB CAPTAIN: SZ 10'-6" I 10'-6" iilllliil� 10'-67 A FX2 I FX2 FX2 CORNER; , A / 08 5313 FX4-FIBER CEMENT ACCENT V1 V3 Vi ° CONT.FX2 Exterior Elevations - 104413.6 FX5-STONE TILE Building I Level l / ryP Levell Level l /1 p" I 0„ — 00 Porch Ent Porch Ent Parch Ent 0 4' 8' 16' Building I -West Elevation 1' o" ��Building I -Stair 1 - East 1'-0" ��Building I-Stair 1 -West -1 n _ L 1/8"=1'-0" J Scale:1/8"=V-0" . SEE-SHEET A1.00 WALL TYPES \ 1 2 3 4 5 1 2 3 4 5 General Notes- Exterior Elevations KEYNOTE LEGEND A. EXTERIOR MATERIAL TYPES-REFER TO MATERIAL LEGEND THIS SHEET. KEYNOTE KEYNOTE TEXT B. DOWNSPOUTS SUPPORTS-FOR DOWNSPOUTS UP TO 12"0"IN LENGTH PROVIDE 2 PREFINISHED METAL STRAPS(TOP AND BOTTOM).12'-0"AND 05 5200.A1 18"DEEP BOLT-ON PREFABRICATED METAL BALCONY:ONE PIECE LONGER PROVIDE 3 PREFINISHED METAL STRAPS(TOP,MIDDLE AND BOTTOM). FULLY-WELDED ALUMINUM CONSTRUCTION WITH A POWDER COAT FINISH.1/4" C. WALL TYPES-SEE SHEET A1.00 X W ALUMINUM SLAT FLOOR.REF.TO STRUC.DRAWINGS FOR CONNECTION D. SEE SHEETS A7.13,A7.14 AND A7.15 FOR TYPICAL DOOR AND WINDOW DETAILS DETAILS. DYKEMAN E. REFER TO DETAIL A11A7.13 FOR TYPICAL WINDOW FLASHING SEQUENCING 073113 ASPHALT SHINGLES F. EXTERIOR DETAILS-SEE A8.00 SERIES SHEETS 07 7123 01 PREFINISHED GUTTER G. KNOX BOX-PROVIDE A KNOX BOX AT EACH BUILDING AS SPECIFIED. 077124.A1 DOWNSPOUT ARCHITECTURE + DESIGN COORDINATE LOCATION WITH THE OWNER AND THE FIRE MARSHAL 08 1000.A1 DOOR PER SCHEDULE H. ALIGN FIBER CEMENT PANEL HORIZONTAL JOINTS AT BUILDING CORNERS,TYP. 085313 VINYL WINDOWS D 101400.A1 UNIT SIGNAGE WITH LIGHTING _ _ Marl-WestVie, D 10 1400.A2 ROOM SIGNAGE 10 1400.A4 BUILDING IDENTIFICATION SIGNAGE:24"X24"X6MM DIDBOND IN ALUMINUM 11 10 9.1 9 8 6 3 2.1 2 1 D E F G IDENTIFICATION LETTER MOUNTED WITH SILICONE AND FOAM TAPE OVER 36"X36"X3MM DIDBOND IN DARK BRONZE BACKGROUND SUBSTRATE PANEL. SCREW AND SILICONE ATTACHMENT TO WALL. 233800 VENTILATION HOODS CONSULTANT: 260125 ELECTRICAL PANELS 104413.E FIRE EXTINGUISHER CABINET To ToP 43R 0 43RoOf T � � v 07 7123 01 'I, • _ 07 7123 01 077 4-F 5-F V3-F VS F V4-F V3-F / V3-F 4- 5-F 3-F 5-F V4-F ROOF Plate ROOF Plate FX3 _ 31'-0 1/2" 31'-0 1/2" 9552 REGISTERED \� / / 077124.A1 FX2 ARCHITECT V6-F 6-F V3 V3 V6-F V3 V6-F A L AA ON STEVENS r _ 23 3800 STATE OF WASHINGTGN Level3 Level3 21' 21' O \ 1 I / / / 23 3800 FX3 PROJECT IDENTIFICATION: C III N811�V6-F V V6 F V3 / V3 V6-F V3 6 F FX4 — � _ 055200.A1 Centennial Park in Level 2 Level 2 io' 1o'er the City of Arlington FX2 _ / ( 1 / / / _ � 085313 FOR 2 V3 Centennial Park 5J Level0 ler — Lever LLC 1 0„ 081000.A1 101400.A1 Porch Ent" Porch Ent AT 1'-0 4-0" 172nd St NE and 67th Ave ��Building I - North Elevation ��Building I - Return-West NE 1/6"=1'-0" `� 1/8"=1'-0" Arlington, WA 98223 T T T D E F G T T T T T T BUILDING PERMIT 08/19/2019 This drawing is: 1.Copyright 2019 Dykeman,Inc. 2.The Architect's Instrument of Professional Service. B 3.For use on this project only.Obtain Architect's B Top Of ROof To Of ROOF _ _ _ To Of ROOF written permission for any other use or reproduction. fl 43'-0" 43'-0" PROJECT I I I I I I 2018-015 073113 �V-7F V3-F Vi-F I' 07712301 07712301 • 07 7123 01 Roof Plate Roof Plate Roof Plate 31'-0 late Ro-0 late 31'-O 1/2" MARK DATE DESCRIPTION 101400.A4 OS/19/2019 BUILDING PERMIT FX3 CORNER; FX3 FX3 I V1 V1 CONT.FX3 � ❑ 1 I 1 I 1 I 07 7124.A1 07 7124.A1 MATERIAL LEGEND- EXTERIOR ELEVATIONS Level 3 Level 3 Level 3 21, — —21� — —L2 FX1-CMUVENEER / II 085313 V1 V1 101400.A1 ° _-�— PROJECT FX4 081000.A1 FX4 FX4 FX2-FIBER CEMENT LAP SIDING TEAM- PRINCIPAL IN CHARGE:1 MS Level 2 _Level 2 _Level 2 PROJECT MANAGER: I DH 10'-6" Joy_ 6° 10'-6° PROJECT ARCHITECT:I DH 26 0125 FX2 CORNER; FX2 FX2 FX3-FIBER CEMENT SMOOTH PANEL JOB CAPTAIN: SZ CENT.FX2 A 0 V3 Vi A 1441 .6 NP. FX4-FIBER CEMENT ACCENT ..- 0 3 Levell Level 1 Level1 Exterior Elevations - �� — — — -„ — — — � FXS-STONE TILE Building as 1000.A1 101400.Az Porch Ent Porch Ent Porch Ent 1'-0" 1'-0" 0 4' 8' 16' a Building I- East Elevation ��Building I-Stair 2-East Building I-Stair 2-West Scale:1/8"=T-0" . SEE-SHEET A1.00 WALL TYPES \ 1 2 3 4 5 1 2 3 4 5 2 ' KEYNOTE LEGEND 3.10- KEYNOTE KEYNOTE TEXT 9 6 T 2 1 ARCHITECTURE + DESIGN D — — — — — — RW3 RW1 RW3 — ToQo43'-0"f Roof _ _ 1716 West Marine p RW1 RW1 I I I I I I lo a t t 11 1 1 1 � I I III 1 I I D I D I D I D l l t CONSULTANT: I t t t r t r t r - J_� L Roof Plate — — 31'-0 1/2" UNIT UNIT UNIT UNIT Kitchen 304 303 302 301 Kitchen V FC2 FC3 Entry/Stair FC2 Bedroom Bedroom FC2 EntrylStair FC3 FC2 _Leve13 _ 21'-0" • UNIT _ UNIT (UNIT UNIT _ Kitchen 204 203 202 20� Kitchen RW2 9552 REGISTERED FC2 FC3 'Entry/Stair FC2 Bedroom Bedroom FC2 EntrylStair FC3 FC2 ARCHITECT - Level 2 A L AA ON STEVENS — STATE OF WASHINGTON IF TITKitchen 103 102 ffKdchain Entry/Stair Entry/Stair C FC1 I FC1 Betlroom Bed FC1 FC1 C _ _ Level1 PROJECT IDENTIFICATION: - =1 =1 - —III=1 =1 =1 =1 —III=1 III—III III III=1 =1 III-1 III III=1 =1 =1 =1 =1 1= =1 Centennial Park in IIIIIIIIIIIIIIII IIII IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII IIIIIIIIIIIIIII IIIIIIIIIIIIIII IIIIIII III I III II I III III III III III II -III _ = 11=III=III=1I ICI I1=1I1=1I1=1I1=1I1=1I1=1I1=1I1=1I the City of Arlington FOR Transverse Section 1 - Building I Centennial Park 5J LLC AT G F , 3 C A G F Ti172nd St NE and 67th Ave 3.11- 3.10- NE Arlington, WA 98223 I I I I I RW2 RW1 RW3 BUILDING PERMIT W4_ To of Roof TOp of Roof 08/19/2019 RW1 This drawing is: 1.Copyright 2019 Dykeman,Inc. 2.The Architect's Instrument of Professional Service. IS 3.For use on this project only.Obtain Architect's B � - written permission for any other use or reproduction. z PROJECT NUMBER 'f Roof Plate '`' -' Roof Plate 31'-01/ — — — — 31'-01/2" 2018-015 UNIT • ND rr 303 NIT B cony Livin Room. 302 I—Kitchen EntrylStair Bedroom Bathroom Bathroom Bedroom • FC3 FC2 FC3 FC2 MARK DATE DESCRIPTION _ Level3 5� _ _ Level n _-------__- 21'-0 " I 21'_0�r I OS/19/2019 BUILDING PERMIT UNIT UNIT TBjIdony •Living Room F Kitchen EntrylStair Bedroom Bathroom Bathroo Bedroom FC3 FC2 FC3 FD2 Level2 n _ _ Level2 n — 10'-6" UNIL PRECAST UNIT -• _ CONCRETE STAIR • ,L 102 TREADSAND 103 Porch Llvin Room —Kitchen Entry/Stair— LANDING Bedroom Bathroom Bathroo BedroomO _ PRINCIPAL IN CHARGE:I MS FC1 ' FC1 PROJECT MANAGER: DH Level1 _ Level'I /1 PROJECT ARCHITECT: DH 1 _ �1 JOB CAPTAIN: SZ I I—III—III —III—III—III—III—III—III I—III—III—III—III—I I —' � �1=1 I I— —III—I I =1 I I—III—III—III—III—I I—I�I—I I I IS�I I — I Porch Ent �-. q III— Porch Ent0- = -T-0.1 A Sections Building I 0 4' S' 16' a •�T- ection 1 -Building I Cross Section 2- Buildin 1 1/6"=1'-0" Scale:1/6"=1'-0" 1 2 3 4 5 1 2 3 4 5 KEYNOTE LEGEND KEYNOTE KEYNOTE TEXT ARCHITECTURE + DESIGN D estD CONSULTANT: • 9552 REGISTERED ARC HITECT A L AA ON STEVENS STATE OF WASHINGTON C PROJECT • C Centennial Park in the City of Arlington FOR Centennial Park 5J LLC AT 172nd St NE and 67th Ave NE Arlington, WA 98223 T s T 3 TT BUILDING PERMIT 08/19/2019 This drawing is: 1.Copyright 2019 Dykeman,Inc. 2.The Architect's Instrument of Professional Service. B Ryy2 3.For use on this project only.Obtain Architect's B RW2 RW1 RW2 Ryvi RW1 RWi RW2 written permission for any other use or reproduction. Top of Root I I I PROJECT NUMBER 2018-015 ---_ �/ ------ ------ ------ - 1- _.—__._—_.._—_. _ _ _ Roof Plat MARK DATE DESCRIPTION 31 - 1/2" 08/19/2019 BUILDING PERMIT UNIT UNIT UNIT �j�� UNIT 304 303 302 II III III 301 -LMng Room Bedroom Living Room Bedroom Bedroom - Living Room Bedroom Living Raom FC2 — Level 3 21'-0" 1 UNIT UNIT UNIT UNIT PROJECT 204 203 20 II 201 2 —Living Room Bedroom Living Room Bedroom Bedroom Living Room Betlraam —Living Room PRINCIPAL IN CHARGE71 MS FC2 PROJECT MANAGER: I PH A -_T Level 22 — PROJECT ARCHITECT:I DH - ---L 10'-" JOB CAPTAIN: SZ UNIT UNIT A 103 102 A Living Room Bedroom 'Living Room Bedroom Bedroom Living Room Betlraam —Living Room Lever Sections - Building I —Am=M=M—M�'I I I =1 I I=1 I I=1 I I=1 I I=1 I I I I I I=1 I I—III—III=1 I I I I I I I I-1=1 11=1 11=1 11=1 11=1 11=1 I I I 1=1 11=1 11=1 11= 0 4' 8' 16' a .-• —III—III—III—III —III—III—III—III —III—III=III=III=III=III=III=III=III=III=11 Transverse Section 2- Building I Scale:i/8"=1'-0" . 1 2 3 4 5 1 2 3 4 5 2 KEYNOTE LEGEND 2O KEYNOTE KEYNOTE TEXT C 301 301 12 1 12 302 36 302 36 08 8300.B 24"X 48"MIRROR UNIT REF. b 30 12 30 12 3a 102800.E TOILET TISSUE(ROLL)DISPENSER 18 8 NO SHELF NO SHELF 11 3101 REFRIGERATOR w 11 3100.B1 FREE-STANDING ELECTRIC RANGE A4.10-I 3c A4.10-1 O o_ 1-4 11 3100.C1 OVER-THE-RANGE MICROWAVE WITH ARCHITECTURE + DESIGN _ 4 ---- RECIRCULATING VENTING 4 11 3100.C1 11 31oo.D1 STANDARD BUILT-IN DISHWASHER 31) D -- 11 3100.A1 22 401 KITCHEN SINK p 22 4000.A1 LAVAT D 224000.A3 TUB SHOWER UNIT ORY I _ e o ,o _ _ 224000.A4 TOILET 3d - - 113100.B1 -- 113100.D1 - 265100.A BATHROOM LIGHT FIXTURE CONSULTANT: - Aa.1°-I 254 101 1°1 sz 222 BATHROOM PLAN GENERAL NOTES 24 24 15 24 15 24 30 24 30 24 A. SEE A6.01 AND A6.02 FOR ACCESSIBILITY 36 36 38 36 36 CLEARANCES,GRAB BAR REINFORCING,AND Buildin I - Kitchen 101 -Plan *N__c hen 101 -A Kitchen 101 -B Kitchen 101 -C Kitchn101DINSTALLATION REQUIREMENTS AT FIXTURES IN TYPEA g �� AND TYPEBUNITS. 1/4"=T-0" 1/4"=1'-0" J U 1/4"=1'-0" 1/4"=1'-0" 1/4"=1'-0" • 26 5100.A 26 5100.A I 8 088300.B + 224000.A3 �9552STEVENSI ,I 102800.B _ _ 102800.B ° STATE OF wASHINGTON HINGTON 2f 22 4000.A4 Lj 22 4000.A4 C 2 A4.10-I PROJECT IDENTIFICATION: C 254 52 254 - 2h 1 34 21 30 3421 15 3421 Bathroom 102- E hroom 102-F Bathroom 102-G Bathroom102- HCentennial Park in 14.=,,_°. *yB�!14 ,._ 2g 14.= 2h 4"=,_°" the City of Arlington FOR 265,°O.A 265,°O.A Centennial Park 5J 2a LLC - 224000.A3 224000.A3 ♦ 088300.B � 224000.A3 AT 2 A4.10-I 1,21, = 3 zza000.Az zza000.Az O 172nd St NE and 67th Ave �° lazaoo.6 1oz600.6 _ NE zza000.Aa77 22a000.AI -LIA Arlington, WA 98223 254 152 BUILDING PERMIT 12 34 21 24 34 21 08/19/2019 �Building I - Bathroom 102-Plans r/� Bathroom 102 -ABathroom 102 - B �/1�+ Bathroom 102-C ��Bathroom 102- D This drawing is: 1 G / 1/4"=1'-0" `a 1la"=1'-0" 1 G u I 1/4"=1'-0" `v i/4"=1'-0" 1 LU I 1/4"=1'-0• 1.Copyright 2019 Dykemds en,Inc. B -� 3.For use on this project only.Obtain A ch tecfs nt of Professional ice. B written permission for any other use or reproduction. PROJECT 28 5100.A 26 5100.A 3 2018-015 224000.A3 g 088300.E + 224000.A3 224000.A3 • Q 224000.A2 224000.A2 MARK DATE DESCRIPTION 08/19/2019 BUILDING PERMIT 1f ° 102800.B 102800.B - 22 4001 EA 1 A4.10-1 1g 1h 32 21 34 y BatPROJECT TEAM- hroom 101 REMOVABLE V ELE Bathroom 101 - F 1 Bathroom 101 -G *§114�!t?orn 101 - H ,'-0" I 1 1/a•=1'-0" I =1'-0" - PRINCIPAL IN CHARGE: MS \ ib PROJECT MANAGER: I DH 265100.A 265100.A PROJECT ARCHITECT:I DH I JOB CAPTAIN: I SZ 11 1 A4.10-1 - A 1 088300.B 224000.A3 224000.A3 A zz a000.Az Bathroom and Kitchen 102E°0.6 ° ' Plans - Building I 22 4000.A4 22 4000.A4 1 Building I - Bathroom 101 -Plans 254 152 254 ° 2' a' 6' 1/4"=1'-0' 12 21 30 21 12 21 34 34 34 Scale:1/4"=1'-0" Bathroom 101 -A Bathroom 101 -B Bathroom 101 -C 1 d Bathroom 101 -D la 114"=T-0 1 b ,/a=,'_°" 1 c ,/a=,'_ 4„= ,_°„ 1 2 3 4 5 1 2 3 4 5 General Notes 1. CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND COORDINATE THE WORK OF ALL TRADES INVOLVED IN THE PROJECT AS PART OF'THIS FTHIS CONTRACT. — — 2. DO NOT SCALE THESE DRAWINGS.DUE TO REPROGRAPHIC PROCESSES THESE DRAWINGS MAY NOT BE TO SCALE.CONTACT _ -- ARCHITECT FOR ANY NEEDED CLARIFICATION. —i 3. CONTRACTOR SHALL VERIFY CONDITIONS AT THE SITE AND REPORT DYKEMAN -- ALL DISCREPANCIES TO THE ARCHITECT BEFORE PROCEEDING WITH THE WORK. 4. CONTRACTOR SHALL PROVIDE A COMPLETE AND PROPER ARCHITECTURE + DESIGN ToEXECUTION OF THE WORK AS INDICATED ON ALL DRAWINGS AND SPECIFICATIONS.IF DISCREPANCIES IN LAYOUT,DIMENSIONS,OR DETAILS ARE FOUND BETWEEN ARCHITECTURAL,STRUCTURAL, D 1 MECHANICAL,ELECTRICAL,CIVIL OR LANDSCAPE DRAWINGS, D CONTACT THE ARCHITECT IMMEDIATELY FOR CLARIFICATION BEFORE PROCEEDING. 5. REGULATIONS,STANDARDS,CONSTRUCTION,MATERIALS AND REQUIREMENTS FOR INSTALLATION OF MATERIALS SHALL CONFORM AND BE GOVERNED BY THE EDITION OF THE CODE IDENTIFIED IN THE CODES SHEET OF THESE DRAWINGS. 6. REFERENCING DRAWINGS IS FOR CONVENIENCE ONLY AND DOES NOT LIMIT APPLICATION FOR DRAWINGS OR DETAILS. 7. MATERIALS AND FINISHES LISTED ON INTERIOR AND EXTERIOR ELEVATIONS ARE FOR GENERAL INFORMATION AND CONVENIENCE -- - OF THE CONTRACTOR AND ARE REFERENCED IN ADDITION TO MATERIALS AND FINISHES INDICATED OR SPECIFIED ELSEWHERE IN THE DOCUMENTS. ------------ V B. HEIGHT DIMENSIONS ARE GIVEN FROM FINISHED SLAB WHERE INDICATED.OR RELATIVE TO DATUM NOTED ON THE DRAWINGS. - ------ 9. N.I.C.EQUIPMENT IS FURNISHED AND INSTALLED BY OTHERS. CONTRACTOR IS RESPONSIBLE FOR COORDINATION INSTALLATION • AND PERFORMING WORK AS REQUIRED BY DETAILS OR SPECIFICATIONS FOR EQUIPMENT INSTALLATION. e 10.F.O.I.C.EQUIPMENT IS FURNISHED BY OTHERS AND INSTALLED AS l PART OF THIS WORK.THE CONTRACTOR IS RESPONSIBLE FOR COORDINATING THE WORK AS REQUIRED FOR INSTALLATION. 11.CONTRACTOR SHALL SEAL AROUND ALL PENETRATIONS FOR FIRE l�l RATED WALLS,INCLUDING,BUT NOT LIMITED TO PIPING,DUCT, 4�1 CONDUIT,ETC.WITH FIRE STOPPING PER CODES THAT GOVERN THISSET OF DOCUMENTS. 12.CONTRACTOR SHALL MAINTAIN THE INTEGRITY OF THE VAPOR BARRIER MEMBRANE AT THE FLOOR SLAB,WALLS,AND ROOF.SECTOR 2 EN5 BACKER ROD,SEALANT AND OTHER APPROVED MEANS SHALL BE STATE OF wn^s9wcTc"I\ \ APPLIED CONTINUOUSLY AND ND OTHER AREAEXTES FPOTENSAND LA L— V WINDOW PENETRATIONS AND OTHER AREAS OF POTENTIAL AIR \ INFILTRATION,INCLUDING STRUCTURAL,MECHANICAL AND ® ELECTRICAL PENETRATIONS.THE CONTRACTOR SHALL REPAIR ANY C DAMAGE TO VAPOR BARRIER,OR REPLACE THEM PRIOR TO COVER, Q AS APPROVED PROJECT IDENTIFICATION: .\ ® `---------1 13.THERMAL AND SOUND INSULATION IS INTENDED TO PROVIDE A CONTINUOUS ENVELOPE AS INDICATED. Centennial Park I n 14.ALL ADA TOILETS,URINALS,AND STALLS SHALL MEET THE REQUIREMENTS OF THE CODES THAT GOVERN THIS SET OF DOCUMENTS.ALL STANDARD(NON-ADA)TOILETS SHALL BE CENTERED IN STALLS OR PARTITIONS AS APPLICABLE,UNLESS the City of Arlington BUILDING OTHERWISE NOTED, J 15.� WHERE EXTERIOR CONCRETE WALKS AND LANDINGS ABUT FOR BUILDINGS,THEY SHALL BE SLOPED AWAY FROM THE BUILDING AS NOTED,BUT IN NO CASE LESS THAN.125"/12". 16.MAINTAIN NOTED SLAB THICKNESS AT ALL RECESSED SLAB AREAS Centennial Park 5 J AND SLOPING SLABS. O 17.ALL WOOD IN CONTACT WITH CMU,CONCRETE OR SOIL SHALL BE L L C PRESSURE TREATED,TYP.UON. 18.ALL FOAM PLASTIC INSULATION TO COMPLY WITH THE SURFACE BURNING CHARACTERISTICS DEFINED BY THE CODE THAT GOVERNS AT THIS SET OF DOCUMENTS. ® 19.SPECIAL,OF SHALL BE PROVIDED AS REQUIRED BY THE JURISDICTION THAT GOVERNS THIS SET OF DOCUMENTS.SEE 172nd St NE and 67th Ave SPECIFICATION SECTION 014523 FOR ADDITIONAL INFORMATION. 20.DRAWING KEYNOTES DO NOT CORRELATE DIRECTLY TO INDIVIDUAL NE SECTOR 1 SPECIFICATION SECTIONS. ® 21.BUILDING INSPECTION SHALL BE PERFORMED THROUGHOUT THE Arlington, WA 98223 DUTION OF CONSTRUCTN.THE FREQUENCY OFIS BUILDING I DENTIF ED IN THE CONTRACT.INSPECTIONS WILL EINSPECTION PERFORMED ON SITE.INSPECTIONS WILL BE DOCUMENTED AND RECORDED AS BUILDING PERMIT DEEMED NECESSARY BY THE PROJECT ENGINEER. 08/1 9/201 9 This drawing is: WORK POINT(D,1) 1.Copyright 2019 Dykeman,Inc. 2.The Architect's Instrument of Professional Service. B 45.-6" I 3.For use on this project only.Obtain Architect's B written permission for any other use or reproduction. D APROJECT NUMBER SEC J I 7 2018-015 \ MARK DATE DESCRIPTION 08/19/2019 BUILDING PERMIT PROJECT TEAM- - _ — J PRINCIPAL IN CHARGE: MS PROJECT MANAGER: DH PROJECT ARCHITECT:I DH JOB CAPTAIN: SZ — SEC I , i \ ---------- Location Plan - Building - ----- \ \ KEY PLAN \ NOTE:REFER TO SHEET SD1.1 J \ FOR RELATIONSHIP OF WORKPOINT TO SITE. 0 8' 16' 32, a �• Building J - Location Plan 1 ' / 1/16"=T-0" Scale:1/16"=T-0" NO . 11111 TH 1 2 3 4 5 1 2 3 4 5 General Notes- Floor Plans A. EXTERIOR DIMENSIONS ARE TO THE OUTSIDE FACE OF CONCRETE Y Y FOUNDATION WALLS,FACE OF MASONRY WALLS,OR TO THE OUTSIDE FACE OF STUDS UNLESS OTHERWISE NOTED.DIMENSIONS TO MASONRY UNITS ARE NOMINAL UNLESS OTHERWISE NOTED. B. DIMENSIONS AT UNIT DEMISING WALLS ARE TO CENTERLINE OF WALL. C. INTERIOR DIMENSIONS ARE TO THE FACE OF CONCRETE,MASONRY,OR FACE OF STUDS AT FRAME WALLS,AND TO CENTERLINE OF COLUMNS DYKEMAN UNLESS OTHERWISE NOTED. D. DIMENSIONS LOCATING DOORS,WINDOWS AND RELIGHTS ARE TO NOMINAL MASONRY OPENING OR TO FINISH OPENING UNLESS OTHERWISE NOTED. ARCHITECTURE + DESIGN E. SEE WALL TYPES ON SHEETS A1.00 FOR TYPICAL WALL CONSTRUCTION U6 US ASSEMBLIES. D WN 4 F. ALL NON-BEARING WALLS ARE FULL HEIGHT TO UNDERSIDE OF ROOF p WN.4 DECK OR FLOOR ABOVE. - - M.Hn- �,A G. AP A PLY TWO(2)CONTINUOUS SEALANT BEADS BENEATH STUD TRACK AT A2.11-J 4 _ A2.12-J ALL EXTERIOR STUD WALLS. WN.4 T T T 2 6 WN WND.4 A1.12J/1 4 H. CONTRACTOR SHALL PROVIDE CONTINUOUS HORIZONTAL BLOCKING AT 2._ip• 12A SEE DRAWING ALL WALL MOUNTED LAVATORIES,DRINKING FOUNTAINS,CASEWORK, MIRRORS,HANDRAILS,ETC.REFER TO ARCHITECTURAL INTERIOR ELEVATIONS. �J 2, 10" I. SEE DETAIL SHEET A6.01 FOR TYPICAL MOUNTING HEIGHTS FOR WALL 2'-6" WN.4 MOUNTED ACCESSORIES AND EQUIPMENT. WND.4 WA - _ - 11A J. SEE FLOOR FINISH PLANS FOR TRANSITION DETAILS AND THRESHOLDS. 14A - - K. ELECTRICAL PANELS,TRANSFORMERS,BOILERS,AIR HANDLING UNITS, AND DUCTWORK WHEN SHOWN,ARE INDICATED FOR CONTRACTOR O WNA WN.4 CONVENIENCE. ? 10 11A L. SEE REFLECTED CEILING PLAN FOR CEILING MOUNTED EQUIPMENT. U6 U8 - M. THE GENERAL CONTRACTOR SHALL PROVIDE CONCRETE HOUSEKEEPING PADS AT MINIMUM 31/2"THICK CONCRETE WITH 6 X 6/W2.9 X 2.9 WWF REINFORCING UNLESS OTHERWISE NOTED OR REQUIRED ELSEWHERE IN _ THESE DOCUMENTS.PAD DIMENSIONS SHALL BE A MINIMUM 4"GREATER IN HORIZONTAL DIMENSION THAN BASE OF THE EQUIPMENT MOUNTED e _ THEREON,UNLESS OTHERWISE NOTED.EXACT PAD LOCATIONS SHALL BE WX.6 D W WN.631VERIFIED IN THE FIELD. 11 Ug WN.4 11A WN 4 N. CONTRACTOR TO CONFIRM ALL CLEARANCE REQUIREMENTS AS NOTED " WN 4 11A US ON DETAIL A6.01 and A6.02. LIGN 11A O WX.6 - O. REFER TO DETAILS ON SHEET VA7.10 FOR TYPICAL DOOR CLEARANCES. 9552�LAA 4ONSTEVENSI - 11 P. SEE FLOOR PLANS AND BUILDING SECTIONS FOR LOCATION OF DETAILS a FOR TYPICAL FLOOR-TO-FOUNDATION,FLOOR-TO-WALL,WALL-TO-ROOF U5 - - - - - ASSEMBLIES AND HEADER,SILL AND SOFFIT CONSTRUCTION. 1" 5'-3 112" 4'-7" Q. CONTRACTOR SHALL SEAL AROUND ALL PENETRATIONS AT FIRE RATED WNA WALLS,INCLUDING BUT NOT LIMITED TO PIPING,DUCTS,CONDUIT,ETC., A 11A 104413.B IR WITH FIRESTOPPING PER I.B.C.REQUIREMENTS. STATE oR wnsewcipN R. SEE EXTERIOR ELEVATIONS FOR WINDOW AND LOUVER TYPES AND U7 9,-9. U2 DETAILS. C ' r'-° d T SEE ENLARGED PLANS FOR ADDITIONAL DIMENSIONAL AND NOTE PROJECT e IDENTIFICATION: C = WN.6 w 4'-7" 1400.A1 PP. Stair EX 21 -+-.i " Oa, 102 - WX.6 210 AT RESIDENTIAL UNIT INTERIORS WALL TYPE WN.411; L B d Roo A O EA 2R : AT COMMING IAL WAINTERI WALL WALL TYPE WN 6 11A;TOCCURS WALL TYPE Centennial � a WN.4 AT DEMISING WALLS,WALL TYPE WND.412A; lJe ntennlal Park In :A 3I _ �11-J �E I� L-L- y� -1 - 1 AT PLUMBING WALLS,WHERE WATER CLOSE - oo Whip the City of Arlington I I I I I I I I I I I I "+I '�'I�•.I.�I UNLESS OTHERWISE NOTED. p 3 WX.6 „i,: , Stair J-EX1 U. EXTERIOR WALL TYPE TO BE WX.611,TYP.UON.REFER TO PLANS, ELEVATIONS,AND SHEET A1.00 FOR EXTERIOR FINISH WALL TYPES AND FOR EXTENT. _ - - - - 4 3 - - - O U2 WX.6 Centennial Park 5J _ 1'-6" 2'-5' 11A 11A 11 3 LLC WND.4 WN.4 � WN.4 12A MATERIAL LEGEND- FLOOR FINISHES AT WNA U9 WN.4 W CARPET e U6 11A 5'-0"NOM. 2-10 11A1A ® 172nd St NE and 67th Ave NE �I WN.6 W A U6 =� ® VINYL PLANK Arlington, WA 98223 r. WX.6 11A SEE-FINISH MATERIAL KEY ON SHEET A6.00 FOR PAINT COLORS. BUILDING PERMIT I X - U8 -- a Do U5 WN.4 08/19/2019 LIGN ---- - j 11A - IGN This drawing is: US UB 4„ KEYNOTE LEGEND 1.Copy right 2019 Dykeman,Inc. 2.The Architect's Instrument of Professional Service. B wA 2'-6" 5'-51/2" 9'-0 US KEYNOTE KEYNOTE TEXT 3 mittenruseonpermission only Obtain Architect's B written permission for any other use or reproduction. WX.6 077124.A1 DOWNSPOUT __ 9 9 11A W A 101400.A1 UNIT SIGNAGE WITH LIGHTING 6 101400 SIGNAGE U1 260125� ELECTRICAL PANELS 2018-015 r 3 Bed Roon, 2'-5 104413.E FIRE EXTINGUISHER CABINET 101 Stair EX a E - a WN.6 Ug MARK DATE DESCRIPTION 11A .0- OS/19/2019 BUILDING PERMIT wxs O -� 07 7124.A1 TYP. WX.6 260125 11 li ! PROJECT J D 1 O PROJECT MANAGER: DHI APAL IN EI MS WORK POINT ( ) L---------- - ------ -- ------ PRO- -- I 1 r PROJECT ARCHITECT: DH JOB CAPTAIN: SZ 10 1400.A2 e_ A L 2'-6" 4'-6" I A2.11-J 32' L L-p^ T-0" li 6'-4• A 52'-6" .. . ........._ _ -._" '�-' ' Floor Plan - Level 1 - G F E D C B A KEY PLAN ...... . . .. Building J 0 2' 4' 8' a e - Floor Plan - Level 1 - Sector 1 Scale:1/4"=1'-0" 114"_V-0„ Building J NO TH WASS 1 2 3 4 5 1 2 3 4 5 General Notes- Floor Plans A. EXTERIOR DIMENSIONS ARE TO THE OUTSIDE FACE OF CONCRETE FOUNDATION WALLS,FACE OF MASONRY WALLS,OR TO THE OUTSIDE 3 FACE OF STUDS UNLESS OTHERWISE NOTED.DIMENSIONS TO MASONRY G F E D 3.11- 3.10. C B A UNITS ARE NOMINAL UNLESS OTHERWISE NOTED. B. DIMENSIONS AT UNIT DEMISING WALLS ARE TO CENTERLINE OF WALL. C. INTERIOR DIMENSIONS ARE TO THE FACE OF CONCRETE,MASONRY,OR FACE OF STUDS AT FRAME WALLS,AND TO CENTERLINE OF COLUMNS DYKEMAN UNLESS OTHERWISE NOTED. D. DIMENSIONS LOCATING DOORS,WINDOWS AND RELIGHTS ARE TO NOMINAL MASONRYOPENING OR TO FINISH OPENING UNLESS 1 2'-6" 1 4'-6" 1 32'-2" 7'-0" 6'-4" 1 OTHERWISENOTED. ARCHITECTURE + DESIGN E. SEE WALL TYPES ON SHEETS A1.00 FOR TYPICAL WALL CONSTRUCTION ASSEMBLIES. D 3'-10" 6'-0" F. ALL NON-BEARING WALLS ARE FULL HEIGHT TO UNDERSIDE OF ROOF p DECK OR FLOOR ABOVE. G. APPLY TWO(2)CONTINUOUS SEALANT BEADS BENEATH STUD TRACK AT Typ, ALL EXTERIOR STUD WALLS. - WX.6 07 7124.A1 H. CONTRACTOR SHALL PROVIDE CONTINUOUS HORIZONTAL BLOCKING AT 11 ALL WALL MOUNTED LAVATORIES,DRINKING FOUNTAINS,CASEWORK, MIRRORS,HANDRAILS,ETC.REFER TO ARCHITECTURAL INTERIOR ELEVATIONS. _ I. SEE DETAIL SHEET A6.01 FOR TYPICAL MOUNTING HEIGHTS FOR WALL MOUNTED ACCESSORIES AND EQUIPMENT. WN.6 J. SEE FLOOR FINISH PLANS FOR TRANSITION DETAILS AND THRESHOLDS. WX.6 11A Z _ _ K. ELECTRICAL PANELS,TRANSFORMERS,BOILERS,AIR HANDLING UNITS, 10 ,' - 11 0 (! � - 10 AN 00 L. CONVENIENCE.D DUCTWORK WHEN SHOWN,ARE INDICATED FOR CONTRACTOR Q I SEE REFLECTED CEILING PLAN FOR CEILING MOUNTED EQUIPMENT. M. THE GENERAL CONTRACTOR SHALL PROVIDE CONCRETE HOUSEKEEPING °'. PADS AT MINIMUM 3 1/2"THICK CONCRETE WITH 6 X 6IW2.9 X 2.9 W W F '-r = __ U9 REINFORCING UNLESS OTHERWISE NOTED OR REQUIRED ELSEWHERE IN _.q 3 B d Room g_g 1/y' _ THESE DOCUMENTS.PAD DIMENSIONS SHALL BE A MNIMUM 4"GREATER O 104 -4 1/a" IN HORIZONTAL DIMENSION THAN BASE OF THE EQUIPMENT MOUNTED FEBTHEREON UNLESS OTHERWISE NOTED.EXACT PAD LOCATIONS SHALL BE fair EX 19� �' VERIFIED IN THE FIELD. N. CONTRACTOR TO CONFIRM ALL CLEARANCE REQUIREMENTS AS NOTED Ui - ON DETAIL A6.01 and A6.02. O. REFER TO DETAILS ON SHEET 11A7.10 FOR TYPICAL DOOR CLEARANCES. �1112PS2�_gTs�_g,/2 g 0 U5 SSS ,S SO COSUCO . WALLS,INCLUDING BUT NOT LIMITED TO PIPING,DUCTS,CONDUIT,ETC., STATE OF wgsHwciaN g 1 _ - - o -- WITH FIRESTOPPING PER I.B.C.REQUIREMENTS. U5 US _ R. SEE EXTERIOR ELEVATIONS FOR WINDOW AND LOUVER TYPES AND 'I .12-1 L _ ---- - _ ALIGN DETAILS. IGN S. SEE ENLARGED PLANS FOR ADDITIONAL DIMENSIONAL AND NOTE C - --- - 3 U5 INFORMATION. PROJECT C 5 U8 T. TYPICAL WALLS: WN.4 AT RESIDENTIAL UNIT INTERIORS WALL TYPE WN.411; IEZ3 I11A AT DEMISING WALLS,WALL TYPEWNDP46"" Centennial Park in 2'-10" WN.4 AT PLUMBING WALLS,WHERE WATER CLOSET OCCURS,WALL TYPE Z = - WN.6,1A; the City Of Arlington 5'-0"NOM. UNLESS OTHERWISE NOTED. U. EXTERIOR WALL TYPE TO BE WX.611,TYP.UON.REFER TO PLANS, US W q WINg WN.4 W A ELEVATIONS,AND SHEET A1.00 FOR EXTERIOR FINISH WALL TYPES AND FOR 11A 11A U9 EXTENT. _ WND.4 WN.a -. ,_6 2_q„q" Centennial Park 5J 12A LLC o \/ n WX.6 9 - - -I E31 -Wxs 12 - - - _ 6 MATERIAL LEGEND- FLOOR FINISHES AT WN.6 wx.6 DOOOO I Bed I I I I I I I I I I I I 'I. 'I`J.'I' Stair J-Ex2 CARPET I I I I 12R I I I I I , .I I. I:' 172nd St NE and 67th Ave 0 2 Ili I I 1 WN.4 I I i i I I i I i I i I I I I I ® VINYL PLANK Arlington, WA 98223 Room A2 12-J 11A ` 103 _ "� .U1 TYPES 8'-61/2' d 3 �T SEE-FINISH MATERIAL KEY ON SHEET A6.00 FOR PAINT COLORS. BUILDING PERMIT fair EX 20 I� .a 101400.A1 Typ. 08/19/2019 u, - - - p2 This drawing is: 104413.8 Wx.6 KEYNOTE LEGEND 1.Copy right 2019 Dykeman,Inc. WN.4 2.The Architect's Instrument of Professional Service. B '-5 T-1 5'-31/ 4'-7 12R KEYNOTE KEYNOTE TEXT 3.For use on this project only.Obtain Architect's B o written permission for any other use or reproduction. US o Z 077124.A1 DOWNSPOUT _ _ O it 101400.A1 UNIT SIGNAGE WITH LIGHTING 6 ALIGN- YyN,q a, WN.4 104413.E FIRE EXTINGUISHER CABINET " 11A J WX.6 US WN.4 WN.6 v 11A US 2018-015 - WH 11A 5'-0"MON. • U6 MARK DATE DESCRIPTION 08/19/2019 BUILDING PERMIT U6 z WN.4 WNA 2 11A _ _ 3.10. 4 A2.12-J WND.4 A1.11-J/1 ' 11A 2'-10" „q SEE DRAWING - WN.4 11A WND.4 11A 11A PROJECT ` WN.4 I n J PRINCIPAL IN CHARGE:1 MS 11q PROJECT MANAGER: DH U6 US PROJECT ARCHITECT:I DH pg JOB CAPTAIN: SZ A k-• A I I I I I I ---------- Floor Plan - Level 1 - KEY PLAN Building J G F E D C B A 0 2' 4' 6' Q � Building J - Floor Plan - Level 1 -Sector 2 Scale:1/4"=1'-0" . 1/4"=V-0" NO TH 1 2 3 4 5 1 2 3 4 5 General Notes- Floor Plans WX.6 WX 6 A. EXTERIOR DIMENSIONS ARE TO THE OUTSIDE FACE OF CONCRETE E ALIGN , 3 C B A FOUNDATION WALLS,FACE OF MASONRY WALLS,OR TO THE OUTSIDE US N.4 .10- FACE OF STUDS UNLESS OTHERWISE NOTED.DIMENSIONS TO MASONRY U8 11A UNITS ARE NOMINAL UNLESS OTHERWISE NOTED. B. DIMENSIONS AT UNIT DEMISING WALLS ARE TO CENTERLINE OF WALL. WNA WNA C. INTERIOR DIMENSIONS ARE TO THE FACE OF CONCRETE,MASONRY,OR 11A_ _ U6 FACE OF STUDS AT FRAME WALLS,AND TO CENTERLINE OF COLUMNS DYKEMAN UNLESS OTHERWISE NOTED. - 5'-0"NOM. D. DIMENSIONS LOCATING DOORS,WINDOWS AND RELIGHTS ARE TO NOMINAL MASONRY OPENING OR TO FINISH OPENING UNLESS � L U6 WN�� OTHERWISE NOTED. 11AZ WNA E. SEE WALL TYPES ON SHEETS A1.00 FOR TYPICAL WALL CONSTRUCTION _ 10 WNq 2 ASSEMBLIES. D O 11A Ug Q 3.10- F. ALL NON-BEARING WALLS ARE FULL HEIGHT TO UNDERSIDE OF ROOF p A2.11J q WN.4 _ 4 A2,12_ DECKOR TWO CONTINUOUS 6 WN.4 WND.4 AL22-J/1 G. APPLY TWO(2)CONTINUOUS SEALANT BEADS BENEATH STUD TRACK AT ALL EXTERIOR STUD WALLS. 11A ,2A SEE DRAWING H. CONTRACTOR SHALL PROVIDE CONTINUOUS HORIZONTAL BLOCKING AT ALL WALL MOUNTED LAVATORIES,DRINKING FOUNTAINS,CASEWORK, IF-1- -10 MIRRORS,HANDRAILS,ETC.REFER TO ARCHITECTURAL INTERIORCONSULTANT: ELEVATIONS. w WND.4 WND.4 WN.4 I. SEE DETAIL SHEET A6.01 FOR TYPICAL MOUNTING HEIGHTS FOR WALL > WN.4 -- 11A z MOUNTED ACCESSORIES AND EQUIPMENT. 0 11A ¢ J. SEE FLOOR FINISH PLANS FOR TRANSITION DETAILS AND THRESHOLDS. O WNA U8 K. ELECTRICAL PANELS,TRANSFORMERS,BOILERS,AIR HANDLING UNITS, z WNA AND DUCTWORK WHEN SHOWN,ARE INDICATED FOR CONTRACTOR WNW WN.4 O CONVENIENCE. _ L. SEE REFLECTED CEILING PLAN FOR CEILING MOUNTED EQUIPMENT. U6 11 n 5'-0"NOM. 0 M. THE GENERAL CONTRACTOR SHALL PROVIDE CONCRETE HOUSEKEEPING PADS AT MINIMUM 3 1/2"THICK CONCRETE WITH 6 X 6 AN2.9 X 2.9 W W F U6_ WNA REINFORCING UNLESS OTHERWISE NOTED OR REQUIRED ELSEWHERE IN WN.4 WN.6 THESE DOCUMENTS.PAD DIMENSIONS SHALL BE A MINIMUM 4"GREATER 11A 11A IN HORIZONTAL DIMENSION THAN BASE OF THE EQUIPMENT MOUNTED • a THEREON,UNLESS OTHERWISE NOTED.EXACT PAD LOCATIONS SHALL BE U8 VERIFIED IN THE FIELD. WN.4 - US N. CONTRACTOR TO CONFIRM ALL CLEARANCE REQUIREMENTS AS NOTED WX.6 -LIGN U10 v O WX.6 ON DETAIL A6.01 and A6.02. N �\ in 0. REFER TO DETAILS ON SHEETVA7.10 FOR TYPICAL DOOR CLEARANCES. P SEE FLOOR PLANS AND BUILDING 955z REGISTERED NG SECTIONS FOR LOCATION OF DETAILS ARC FIITECT N ---- ------- -T----- ------ 5 FOR TYPICAL FLOOR-TO-FOUNDATION,FLOOR-TO-WALL,WALL-TO-ROOF ASSEMBLIES AND HEADER,SILL AND SOFFIT CONSTRUCTION. WN.4 104413.B 1. Wx'6 Q. CONTRACTOR SHALL SEAL AROUND ALL PENETRATIONS AT FIRE RATED 'I A L AA ON STEVENS 10 1400.A1 I� li I I I I I WALLS,INCLUDING BUT NOT LIMITED TO PIPING,DUCTS,CONDUIT,ETC.,11A � i I.. III STATE OF WASHINGTON U3 --------- - - TYP. U I.:I ,.I� I I I I I I WITH FIRESTOPPING PER I.B.C.REQUIREMENTS. U2 r i; R. SEE EXTERIOR ELEVATIONS FOR WINDOW AND LOUVER TYPES AND Stair J-EX1 DETAILS. S. SEE ENLARGED PLANS FOR ADDITIONAL DIMENSIONAL AND NOTE C 8' 1,, 4'-7 2 - INFORMATION. C L 202 W A �o T. TYPICAL WALLS: PROJECTIDENTIFICATION: AT RESIDENTIAL UNIT INTERIORS WALL TYPE WNA; AT COMMERCIAL INGWAINTERIORS WALL NPEWN.611A; Centennial Park In " -i -1- I, I 1�...17.'Iii I- 7.'I g10- AT DEMISING WALLS,WALL TYPE WND.412A; O O I I i I I I�I-i -i.1 AT PLUMBING WALLS,WHERE WATER CLOSET OCCURS,WALL TYPE g 3 WX.6 WN.6 11A; o :I .I a,,i ;I . ;.; ;: ;.'I the City of Arlington WX.6 UNLESS OTHERWISE NOTED. J `J US 12R U. EXTERIOR WALL TYPE TO BE WX.611 TYP.UON.REFER TO PLANS z ELEVATIONS,AND SHEET A1.00 FOR EXTERIOR FINISH WALL TYPES AND FOR - - -TYR 23380 - - - OD - - - EXTENT. U2 WX.6 - - Centennial Park 5J- A- WNA 3 3 I I I - WN.4 WND.4 WN.4 12A 11A 10 LLC WN.s 2'-10' yVN.q MATERIAL LEGEND- FLOOR FINISHES 11A wN.4 us AT 5'-0"MON U6 . z 11A wNA ® CARPET _ 172nd St NE and 67th Ave U6 NE V1 A4 Y11A4 - ® VINYL PLANK Arlington, WA 98223 5 WX.6 U8 SEE-FINISH MATERIAL KEY ON SHEET A6.00 FOR PAINT COLORS. BUILDING PERMIT .11-J LIGN v 3 U5 W A LIGN 08/19/2019 U8 a U10 US This drawing is: 6 U5 KEYNOTE LEGEND 1.Copyright 20,9 Dykeman,lnc. WNA '_6 5' 9'-0 2.The Architect's Instrument of Professional Service. B 11A YyN q KEYNOTE KEYNOTE TEXT 3.For use on this project only.Obtain Architect's B written permission for any other use or reproduction. 05 5200.A1 18"DEEP BOLT-ON PREFABRICATED METAL BALCONY:ONE PIECE PROJECT FULLY-WELDED ALUMINUM CONSTRUCTION WITH A POWDER COAT FINISH.1/4"X 3"ALUMINUM G WN.4 SLAT FLOOR.REF.TO STRUC. 201 8-01 C 201 it '-6 DRAWINGS FOR CONNECTION U3 DETAILS. • 1ryx,g 077124.A1 DOWNSPOUT j 11 101400.A1 UNIT SGNAGE WITH LIGHTING MARK DATE DESCRIPTION - 233800 VENTILATION HOODS OS/19/2019 BUILDING PERMIT m z O TYp 04413.E FIRE EXTINGUISHER CABINET 07 7124.A1 - - - - - - WN.6 - -C2:) .--------------------_______------------------------------ U4 11A WX.6 J L- - - - - - - wx.s „ 05 5200.A1PROJECT TEAM: 2'-6' 4'-6' 32'-2" 7'-O" 6--4" PRINCIPAL IN PRINCIPAL IN CHARGE1MS 1 PROJECT MANAGERG H PROJECT PROJECT ARCHITECT1DH O JOB CAPTAIN: A A Floor Plan - Level 2 - KEYPLAN Building J 0 2' 4' 8' a • Building J - Floor Plan -Level 2 - Sector 1 Scale:1/4"=T-O" . i 1 2 3 4 1 5 1 2 3 4 5 General Notes- Floor Plans 3 A. EXTERIOR DIMENSIONS ARE TO THE OUTSIDE FACE OF CONCRETE G F E D 3.11- 3.10. C B A FOUNDATION WALLS,FACE OF MASONRY WALLS,OR TO THE OUTSIDE 52'-6" FACE OF STUDS UNLESS OTHERWISE NOTED.DIMENSIONS TO MASONRY UNITS ARE NOMINAL UNLESS OTHERWISE NOTED. 32'-2" 7'-0" 6'-4" B. DIMENSIONS AT UNIT DEMISING WALLS ARE TO CENTERLINE OF WALL. C. INTERIOR DIMENSIONS ARE TO THE FACE OF CONCRETE,MASONRY,OR FACE OF STUDS AT FRAME WALLS,AND TO CENTERLINE OF COLUMNS DYKEMAN O UNLESS OTHERWISE NOTED. D A2 12 J . DIMENSIONS LOCATING DOORS,WINDOWS AND RELIGHTS ARE TO NOMINAL MASONRY OPENING OR TO FINISH OPENING UNLESS OTHERWISE NOTED. ARCHITECTURE + DESIGN 1 E. SEE WALL TYPES ON SHEETS A1.00 FOR TYPICAL WALL CONSTRUCTION TYP 233800 077124.A7 TYP ASSEMBLIES. p OS 5200.A1 F. ALL NON-BEARING WALLS ARE FULL HEIGHT TO UNDERSIDE OF ROOF D WX.6 DECK OR FLOOR ABOVE. - - 1716 - View D,l- G. APPLY TWO(2)CONTINUOUS SEALANT BEADS BENEATH STUD TRACK AT ALL EXTERIOR STUD WALLS. H. CONTRACTOR SHALL PROVIDE CONTINUOUS HORIZONTAL BLOCKING AT 11 _ 11 ALL WALL MOUNTED LAVATORIES,DRINKING FOUNTAINS,CASEWORK, MIRRORS,HANDRAILS,ETC.REFER TO ARCHITECTURAL INTERIORCONSULTANT: WN.6 _j WX.6 WX.6 ELEVATIONS. U4 - 11 I. SEE DETAIL SHEET A6.01 FOR TYPICAL MOUNTING HEIGHTS FOR WALL z I - - - ip MOUNTED ACCESSORIES AND EQUIPMENT. p J. SEE FLOOR FINISH PLANS FOR TRANSITION DETAILS AND THRESHOLDS. - - C 00 WX.6 K. ELECTRICAL PANELS,TRANSFORMERS,BOILERS,AIR HANDLING UNITS, 11 AND DUCTWORK WHEN SHOWN,ARE INDICATED FOR CONTRACTOR CONVENIENCE. U3 L. SEE REFLECTED CEILING PLAN FOR CEILING MOUNTED EQUIPMENT. M. THE GENERAL CONTRACTOR SHALL PROVIDE CONCRETE HOUSEKEEPING 2-8 PADS AT MINIMUM 31/2"THICK CONCRETE WITH 6X6M/2.9X2.9 WWF I WN.4 a REINFORCING UNLESS OTHERWISE NOTED OR REQUIRED ELSEWHERE IN 204 11A THESE DOCUMENTS.PAD DIMENSIONS SHALL BE A MINIMUM 4"GREATER WX.6 IN HORIZONTAL DIMENSION THAN BASE OF THE EQUIPMENT MOUNTED • 11 THEREON,UNLESS OTHERWISE NOTED.EXACT PAD LOCATIONS SHALL BE -61/2" - _ VERIFIED IN THE FIELD. N. CONTRACTOR TO CONFIRM ALL CLEARANCE REQUIREMENTS AS NOTED ON DETAIL A6.01 and A6.02. ;22-21/2 5'-9" 9'-0" WNA O. REFER TO DETAILS ON SHEET 11A7.10 FOR TYPICAL DOOR CLEARANCES. 9552 REGISTERED WN 4 itA P. SEE FLOOR PLANS AND BUILDING SECTIONS FOR LOCATION OF DETAILS ARCHITECT 11A 3-8" FOR TYPICAL FLOOR-TO-FOUNDATION,FLOOR-TO-WALL,WALL-TO-ROOF US ASSEMBLIES AND HEADER,SILL AND SOFFIT CONSTRUCTION. Q. CONTRACTOR SHALL SEAL AROUND ALL PENETRATIONS AT FIRE RATED US WALLS,INCLUDING BUT NOT LIMITED TO PIPING,DUCTS,CONDUIT,ETC., A L AA ON STEVENS US U10 _ -- WITH FIRESTOPPING PER I.B.C.REQUIREMENTS. STATE of wASHINGTaN U5 WNA wX'6 R. SEE EXTERIOR ELEVATIONS FOR WINDOW AND LOUVER TYPES AND 3 WNA 11 - DETAILS. US 11A S. SEE ENLARGED PLANS FOR ADDITIONAL DIMENSIONAL AND NOTE C WN.4 _ -_ INFORMATION. PROJECT IDENTIFICATION: C WNA - _ - T. TYPICAL WALLS: 11A 11A - - AT RESIDENTIAL UNIT INTERIORS WALL TYPE WNA 11; - AT COMMERCIAL INTERIORS WALL TYPE WIN 611A; Centennial Park In _5'-O"NOM. 2' 10" o U6 AT DEMISING WALLS,WALL TYPE WND.412A; lJ WN.4 AT PLUMBING WALLS,WHERE WATER CLOSET OCCURS,WALL TYPE U6 - WNA "^ - N.611A; UNLESS OTHERWISE NOTED. the City of Arlington E ERIOR TYPE TO WN.6 WN.4 - U LL 11A U9 - U ELEVATIIONS,4AND SHEET A1E.00 FOR EXTERIOR FINISH WALL TYPES AND FOR WND.4 WN.4 -� WN.4 - -2'-6 EXTENT. wX6 wN.a Centennial Park 5J Z U2 WN6 -"A .. - MATERIAL LEGEND- FLOOR FINISHES WX.6 l- O CARPET 2 DN AT 172nd St NE and 67th Ave - WNAA2.12-J 11A VINYL PLANK 203 -J "" 3 - -TJ ® Arlington, WA 98223 SEE-FINISH MATERIAL KEY ON SHEET A6.00 FOR PAINT COLORS. BUILDING PERMIT n Stair J-EX2 i i' li' I. li i i li� I I u3 N2 08/19/2019 TY WNWNAP. 101400.A1 yYX.6 I... - r This drawingIs: 2'-5" T-1" 5'-3 11A -7" 104413.B I. KEYNOTE LEGEND py - 1.Co right 2019 Dykeman,Inc. _ _� ------- -�------------ _ 2.The Architect's Instrument of Professional Service. B - U5 O - KEYNOTE KEYNOTE TEXT 3.For use on this project only.Obtain Architect's B 7 WX.6 0 WX 8 written permission for any other use or reproduction. 11 -ALIGN- - 11 0552 18"DEEP BOLT-ON PREFABRICATED _ _ US U70 a N J U5 N.4 = METAL BALCONY:ONE PIECE • W N.4 FULLY-WELDED ALUMINUM 11A WN4 WA _ e U6 CONSTRUCTIONWITHAPOWDER114 11A 2018-015 COAT FINISH.1/4"X 3"ALUMINUM SLAT FLOOR.REF.TO STRUC. 5'-0"NOM. DRAWINGS FOR CONNECTION DETAILS. 077124.A1 DOWNSPOUT U6 11AZ WN4 101400.A1 UNIT SIGNAGE WITH LIGHTING MARK DATE DESCRIPTION WN 4 233800 VENTILATION HOODS OS/19/2019 BUILDING PERMIT A211J 4 WN4 11A Ug q A212 3.1 104413.6r FIRE EXTINGUISHER CABINET V ..--..._____ rt rt 6„ ------------------------------ NA wN�Da A1.21-J/1 - - - O SEE DRAWING - - - 6 wL WNDA WNDA WN.4 12A 12A WN.4 p WN.4 t US K PROJECT i z WN.4 11A � J Why PRINCIPAL IN CHARGE:I MS WN.4 U6 11A O � PROJECT MANAGER: I DH 5'-0"NOM. it PROJECT ARCHITECT:I DH U6 WNA JOB CAPTAIN: SZ A WNAWN.6 r � 11A , 11A A 11A U5 _ -- Floor Plan - Level 2 - 116 �ALIG W'.8 KEY PLAN Building J 11 0 2' 4' 8' a ••" Building J- Floor Plan-Level 2-Sector 2 Scale:1/4" 1'-0" . NO TH 1 2 3 4 5 1 2 3 4 5 General Notes- Floor Plans 3 A. EXTERIOR DIMENSIONS ARE TO THE OUTSIDE FACE OF CONCRETE 3.11- 3.10- FOUNDATION WALLS,FACE OF MASONRY WALLS,OR TO THE OUTSIDE FACE OF STUDS UNLESS OTHERWISE NOTED.DIMENSIONS TO MASONRY UNITS ARE NOMINAL UNLESS OTHERWISE NOTED. B. DIMENSIONS AT UNIT DEMISING WALLS ARE TO CENTERLINE OF WALL. G F D C B A C. INTERIOR DIMENSIONS ARE TO THE FACE OF CONCRETE,MASONRY,OR FACE OF STUDS AT FRAME WALLS,AND TO CENTERLINE OF COLUMNS DYKEMAN UNLESS OTHERWISE NOTED. D. DIMENSIONS LOCATING DOORS,WINDOWS AND RELIGHTS ARE TO ARCHITECTURE + DESIGN - - - NOMINAL MASONRYOPENING OR TO FINISH OPENING UNLESS - OTHERWISE NOTED. E. SEE WALL TYPES ON SHEETS A1.00 FOR TYPICAL WALL CONSTRUCTION 5'-0"NOM. i ASSEMBLIES. D WN.4 0 yYN q F. ALL NON-BEARING WALLS ARE FULL HEIGHT TO UNDERSIDE OF ROOF p U6 O 11A N DECK OR FLOOR ABOVE. z WN4 G. APPLY TWO(2)CONTINUOUS SEALANT BEADS BENEATH STUD TRACK AT 10 W"'6 3.10 ALL EXTERIOR STUD WALLS. _ 11A US H. CONTRACTOR SHALL PROVIDE CONTINUOUS HORIZONTAL BLOCKING AT A2.11J 4 WN.4 _ 4 A2.12J ALL WALL MOUNTED LAVATORIES,DRINKING FOUNTAINS,CASEWORK, O 11A T T 6 WN.4 w, A 2 A1.32-J/1 MIRRORS,HANDRAILS,ETC.REFER TO ARCHITECTURAL INTERIORCONSULTANT: SEE DRAWING ELE IONS. VATEE DE I. SE SHEET A6.01 FOR TYPICAL MOUNTING HEIGHTS FOR WALL - - - - ti 1 MOUNTED ACCESSORIES AND EQUIPMENT. J. SEE FLOOR FINISH PLANS FOR TRANSITION DETAILS AND THRESHOLDS. rc WN.4 K. ELE WNACTRICAL PANELS,TRANSFORMERS,BOILERS,AIR HANDLING UNITS, 0 w WND.4 WND.4 IIA C9 AND DUCTWORK WHEN SHOWN,ARE INDICATEDFOR CONTRACTOR-� 77A Q CONVENIENCE. O m WN.6 L. SEE REFLECTED CEILING PLAN FOR CEILING MOUNTED EQUIPMENT. U6 z WNA 11A > M. THE GENERAL CONTRACTOR SHALL PROVIDE CONCRETE HOUSEKEEPING WN.4 6 O PADS AT MINIMUM 31/2"THICK CONCRETE WITH 6 X 6 NY2.9 X 2.9 WWF - WN.4 - - = REINFORCING UNLESS OTHERWISE NOTED OR REQUIRED ELSEWHERE IN 77A O - THESE DOCUMENTS.PAD DIMENSIONS SHALL BE A MINIMUM 4"GREATER rc - IN HORIZONTAL DIMENSION THAN BASE OF THE EQUIPMENT MOUNTED • U6 _ THEREON,UNLESS OTHERWISE NOTED.EXACT PAD LOCATIONS SHALL BE VERIFIED IN THE FIELD. I _ N. CONTRACTOR TO CONFIRM ALL CLEARANCE REQUIREMENTS AS NOTED w 11A - 11A _ ON DETAIL A6.07 and A6.02. - 0. REFER TO DETAILS ON SHEET VA7.10 FOR TYPICAL DOOR CLEARANCES. 955z REGISTERED 111 WNA US WNA P. SEE FLOOR PLANS AND BUILDING SECTIONS FOR LOCATION OF DETAILS ARCHITECT -ALIG U10 O 11A WX.6 FOR TYPICAL FLOOR-TO-FOUNDATION,FLOOR-TO-WALL,WALL-TO-ROOF W'.6 -w. ¢ 11 AS AND HEADER,SILL AND SOFFIT CONSTRUCTION. Q. CONTRACTOR SHALL SEAL AROUND ALL PENETRATIONS AT FIRE RATED _ _ _ O- A L AA ON STEVENS T-1 '-31/2 '-7 - - - - WALLS,INCLUDINGBUTNOTLIMITEING,DUCTS,CONDUIT,ETC., STATE OFwnsewciaN WITH FIRESTOPPING PER I.B.C.REQUIREMENTS. WNAWX.6 ,I."is I, i,;. i r' R. SEE EXTERIOR ELEVATIONS FOR WINDOW AND LOUVER TYPES AND 12R -.i'- DETAILS. 104413.E I. I':" -f. S. SEE ENLARGED PLANS FOR ADDITIONAL DIMENSIONAL AND NOTE C U3 U2 r 'I;.Ir t �I+ - - - - - INFORMATION. PROJECT IDENTIFICATION: C Irf T. TYPICAL WALLS: ryp. I _ - - AT RESIDENTIAL UNIT INTERIORS WALL TYPE WNA 11; w 8 11 1/16' 4' 10 1/2 10 400.A1 - - - AT COMMERCIAL INTERIORS WALL TYPE NN67 Centennial Park in 302 WN67LI- - AT DEMISING WALLS,WALL TYPE WND.412A; - AT PLUMBING WALLS,WHERE WATER CLOSET OCCURS,WALL TYPE WN.611A; UNLESS OTHERWISE NOTED. WN.4 .11-J 1 the City of Arlington '-211/12'-31/16' WX.6 _ .-i .I -'+--1 'I i -I - --.-- - 3.10- I - 12R ��,I...i ��I��I- '�I� 'I�:�i��,.I-"�' �- U. EXTERIOR WALL TYPE TO BE WX.611,TYP.UON.REFER TO PLANS, 3 0 O 3 WX.6 + ._, - - - - - ELEVATIONS,AND SHEET A1.00 FOR EXTERIOR FINISH WALL TYPES AND FOR I EXTENT. O - 0 0 U8 r - - - Z L 4 Centennial Park 5J - - - WX.6 a U2 - LLC WND.4 wN.a WNA 3 MATERIAL LEGEND- FLOOR FINISHES 12A 11A - 10 - - - AT CARPET wN.4 U9 = ® 172nd St NE and 67th Ave U6 WNA WN.6 111A W A - ® NE 1'IA 11A - VINYL PLANK WNA U6 - - Arlington, WA 98223 WN.4 11A I i I - 11A yVNq� SEE-FINISH MATERIAL KEY ON SHEET A6.00 FOR PAINT COLORS. BUILDING PERMIT 5 - 11A = = wxs 08/19/2019 WN.4 This drawing is: A2'11-J "A -LIB" KEYNOTE LEGEND 1.Copyright 2019 Dykeman,Inc. US U10 2.The Architect's Instrument of Professional Service. B 2.1 - - US KEYNOTE KEYNOTE TEXT 3.For use on this project only.Obtain Architect's B '-8" written permission for any other use or reproduction. WNA '_6 5'-51/2 9'-0 055200.A1 18"DEEP BOLT-ON PREFABRICATED _ 11A US METAL BALCONY:ONE PIECE • WN.4 WNq FULLY-WELDED ALUMINUM - 8'-61". 11A 11A _ CONSTRUCTION WITHA POWDER _ COAT FINISH.1/4"X 3"ALUMINUM 2018-015 _ SLAT FLOOR.REF.TO STRUC. DRAWINGS FOR CONNECTION DETAILS. • :w_� -'_5 077124.Al DOWNSPOUT 301 101400.A1 UNITSIGNAGE WITH LIGHTING MARK DATE DESCRIPTION U3 - U9 233800 VENTILATION HOODS OS/19/2019 BUILDING PERMIT I � WX.6 104413.E FIRE EXTINGUISHER CABINET - - - - 00 WX.6 - - ua 11A WX.6 PROJECT _______________________________ ____ TYP. 233800 077124.A1 TYP. J PRINCIPAL IN CHARGE:1 MS 055200.A7 j ' PROJECT MANAGER: DH 2'-6" 4'-6- 32'-2" 7'-0" 6'-4" PROJECT ARCHITECT:I DH JOB CAPTAIN: SZ A A ---------- Floor Plan - Level 3 - KEY PLAN Building J Building J - Floor Plan- Level 3-Sector 1 •. 1 ' / 1/4"=V-0" 0 2' 4' 8' Ak Scale:1/4"=T-0" . NO TH 2 3 4 5 1 2 3 4 5 General Notes- Floor Plans A. EXTERIOR DIMENSIONS ARE TO THE OUTSIDE FACE OF CONCRETE FOUNDATION WALLS,FACE OF MASONRY WALLS,OR TO THE OUTSIDE FACE OF STUDS UNLESS OTHERWISE NOTED.DIMENSIONS TO MASONRY 1 3 UNITS ARE NOMINAL UNLESS OTHERWISE NOTED. B. DIMENSIONS AT UNIT DEMISING WALLS ARE TO CENTERLINE OF WALL. 52'-6" C. INTERIOR DIMENSIONS ARE TO THE FACE OF CONCRETE,MASONRY,OR FACE OF STUDS AT FRAME WALLS,AND TO CENTERLINE OF COLUMNS DYKEMAN 2'-6' 4'-6' 32'-2" 7'-0" UNLESS OTHERWISE NOTED. D. DIMENSIONS LOCATING DOORS,WINDOWS AND RELIGHTS ARE TO NOMINAL MASONRY OPENING OR TO FINISH OPENING UNLESS O OTHERWISE NOTED. ARCHITECTURE + DESIGN E. SEE WALL TYPES ON SHEETS A1.00 FOR TYPICAL WALL CONSTRUCTION A2.,2J ASSEMBLIES. D F. ALL NON-BEARING WALLS ARE FULL HEIGHT TO UNDERSIDE OF ROOF p DECK1 G. APP YOTWO(2)CONTTIINUOUS SEALANT BEADS BENEATH STUD TRACK AT 1 1 1 05 5200.A1 ALL EXTERIOR STUD WALLS. WX.6 TYP. 23 3800 07 7124.A1 TYP' H. CONTRACTOR SHALL PROVIDE CONTINUOUS HORIZONTAL BLOCKING AT ALL WALL MOUNTED LAVATORIES,DRINKING FOUNTAINS,CASEWORK, MIRRORS,HANDRAILS,ETC.REFER TO ARCHITECTURAL INTERIORCONSULTANT: ELEVATIONS. SEE DETAIL SHEET A6.01 FOR TYPICAL MOUNTING HEIGHTS FOR WALL 11 MOUNTED ACCESSORIES AND EQUIPMENT. - r WX.6 WX.6 - - - J. SEE FLOOR FINISH PLANS FOR TRANSITION DETAILS AND THRESHOLDS. U4 -JI 11 11 K. ELECTRICAL PANELS,TRANSFORMERS,BOILERS,AIR HANDLING UNITS, 10 Z AND DUCTWORK WHEN SHOWN,ARE INDICATED FOR CONTRACTOR c_'J 10 CONVENIENCE. - v a 00 WX 6 M. THE GENERAL CONTRACTOR SHALL PROVIDE CONCRETE HOUSEKEEPING PADS AT MINIMUM 3 1/2"THICK CONCRETE WITH 6 X 6 M2.9 X 2.9 W W F 1 !E� REINFORCING U3 UNLESS OTHERWISE NOTED OR REQUIRED ELSEWHERE IN THESE DOCUMENTS.PAD DIMENSIONS SHALL BE A MINIMUM 4"GREATER - '-3114' IN HORIZONTAL DIMENSION THAN BASE OF THE EQUIPMENT MOUNTED • THEREON,UNLESS OTHERWISE NOTED.EXACT PAD LOCATIONS SHALL BE e 304 1 11 yA q a VERIFIED IN THE FIELD. 11 N. CONTRACTOR TO CONFIRM ALL CLEARANCE REQUIREMENTS AS NOTED WX.6 1A4.1y ON DETAIL A6.01 and A6.02. ---- -6 1/2" --- 0. REFER TO DETAILS ON SHEET VA7.10 FOR TYPICAL DOOR CLEARANCES. �9552PSEE FLOOR PLANS AND BUILDING SECTIONS FOR LOCATION OF DETAILS FOR TYPICAL FLOOR-TO-FOUNDATION,FLOOR-TO-WALL,WALL-TO-ROOF 11A US WITH FIRESTOPPING PER LB.C.REQUIREMENTS. STATE OF wASHiNGTaN 91 - - - R. SEE EXTERIOR ELEVATIONS FOR WINDOW AND LOUVER TYPES AND U5 DETAILS. U8 U70 _ S. SEE ENLARGED PLANS FOR ADDITIONAL DIMENSIONAL AND NOTE C .12-J LIGN= _ - US WNA WX'6 INFORMATION. PROJECT IDENTIFICATION: C 3 WNA T. TYPICAL WALLS: 11A AT RESIDENTIAL UNIT INTERIORS WALL TYPE WNA 11; _ AT COMMERCIAL INTERIORS WALL TYPE WN.611A; Centennial Park In = WN 4 WN.4 AT DEMISING WALLS,WALL TYPE WND.412A; lJ „A A - - - AT PLUMBING WALLS,WHERE WATER CLOSET OCCURS,WALL TYPE j _ 5'-0"NOM. O U6 UNLESS OTHERWISE NOTED. t�e Clty OI ArlingtOn U6 2'-10" WN.4 U. EXTERIOR WALL TYPE TO BE WX.611,TYP.UON.REFER TO PLANS, WNA A _ ELEVATIONS,AND SHEET A1.00 FOR EXTERIOR FINISH WALL TYPES AND FO R WN.6 WN.4 EXTENT. _ 11A U9 Centennial Park 5J WN.4 - '-31/4 _ LLC WX.6 11A l 8 ) 1 WN.4 "" U2 A _ _ _ MATERIAL LEGEND- FLOOR FINISHES AT 777 - 11A CARPET 00 172nd St NE and 67th Ave 3 U8 WX.6 WX.6 I ',i�._i �.i�,'ik.i •� - NE ® VINYL PLANK Arlington, WA 98223 A2.12-JWINA . 303 _ 11A SEE-FINISH MATERIAL KEY ON SHEET A6.00 FOR PAINT COLORS. BUILDING PERMIT w 3,01400.A, 08/19/2019 ,i �i' i -r•i' This drawing is: U3 --6-61/2 - 4'-1g 1/8" U2 I: I` ll KEYNOTE LEGEND 1.Copyright 2019 Dykeman,Inc. I, f', 2.The Architect's Instrument of Professional Service. B WNA WX.6 �i. I: 104413.B t KEYNOTE KEYNOTE TEXT 3.For use on this project only.Obtain Architect's B 2'-5" 7'-1" 5'-3 „A -7" 12R written permission for any other use or reproduction. _ I - - - 7 OS 5200.A1 18"DEEP BOLT-ON PREFABRICATED _ - U5 Li O METAL BALCONY:ONE PIECE WX.6 WX6 FULLY-WELDED ALUMINUM " >> ALIGN 1 CONSTRUCTION WITHA POWDER _ U70 J U5 N.4 COAT F FLOOR. REF. T"ALUMINUM 2018-015 SLATAWINGSR CON STRUC. WN.4 _ U8 DRAWINGS FOR CONNECTION 11A _ WN.4 -- 11A11A I� I I DETAILS. • U6 077124.A1 DOWNSPOUT 101400.A1 UNIT SIGNAGE WITH LIGHTING MARK DATE DESCRIPTION 5'-0"NOM. 233800 VENTILATION HOODS 08/1 912 01 9 BUILDING PERMIT � � m L U6 WNAyyN q 04413E FIRE EXTINGUISHER CABINET Z WN.4 2 10 WN.6 11A Ug 3.10- A2.11J 4 WNA 2, 6„ 4 A2.12- rt WN q WNDA A1.31-J/1 2A SEE DRAWING - Q - - ---------- 6�/) PROJECT of • w WND.4 WND.4 O J O 0 WN 6 = 1 PRINCIPAL IN CHARGE: MS z WNA o' PROJECT MANAGER: DH U6 - 6" > PROJECT ARCHITECT: DH - WN.4 WNA O JOB CAPTAIN: SZ 1,A G O A - 0 k-• A U6 WN4 - WN6 ---- Floor Plan - Level 3 - B KEY' Building J G F D A 0 2' 4' 8' a Buildin J - Floor Plan - Level 3- Sector 2 Scale:1/4"=T-0" . 1 ' I 1/4"=,•_0" NO TH 1 2 3 4 5 1 2 3 4 15 General Notes- Roof Plans A. ROOF ELEVATIONS SHOWN ARE TO TOP OF ROOFING MATERIAL. B. SET INTERMEDIATE HEIGHT AS REQUIRED TO PROVIDE THE SLOPES INDICATED. C. PROVIDE TAPERED INSULATION CRICKETS CREATING POSITIVE DRAINAGE. D. REFER TO ROOF MANUFACTURERS STANDARD DETAILS FOR FLASHING AND INSTALLATION INSTRUCTIONS AROUND ROOF OPENINGS AND PENETRATIONS. MATERIAL LEGEND- ROOF ARCHITECTURE + DESIGN ROOF-ASPHALT SHINGLES D D ROOF-ICE&WATER SHIELD _ _ _ 7-- 07 3113 ROOF-TPO CRICKETS I I I I I I I r____� ----- - ,=5� — — 11 d KEYNOTE LEGEND r �1 I I — — T� — _------- -- I _ _ -------- ---- KEYNOTE KEVNOTETEXT li 11 073113 ASPHALTSHINGLES 07 7226.A7 Ili III 07 7000.A, DRAFT STOP LOCATION • li 11 07712301 PREFINISHED GUTTER li 07 7226.A1 I ROOF VENTILATOR IL I II II 9.1 07712301 - ® L` �1552 'II I i EVENSI I i 077000.A1 'i STATE OF WASHA L AA ON TNGTON 07 7123 01 1i 7 1 11 II 11 11 - -- - g PROJECTIDENTIFICATION: I g Centennial Park in the City of Arlington II 'Il II ®— ------- -=----- FOR Centennial Park 5J li LLC II 11, AT �� II — -------- ----------- - ---------4'�,A, ------r------ — — 172nd St NE and 67th Ave F- E----------------------- NE j Arlington, WA 98223 1, BUILDING PERMIT I� 08/19/2019 Il IL== Ii Fn— _______ _______ 5 1 This drawing is: 4 1.Copyright 2019 Dykeman,Inc. \ 11 2.The Architect's Instrument of Professional Service. B 1 1 3.For use on this project only.Obtain Architect's B 11 07 7000.A1 written permission for any other use or reproduction. I II I PROJECT NUMBER T,-------------- - 4 07712301 l 1 3 2018-015 • MARK DATE DESCRIPTION 0 8/1 912 01 9 BUILDING PERMIT I II II II lii 11 I1 07712301 II I I PROJECT TEAM: -- __J — ------- PRINCIPAL IN IN CHARGE1MS PROJECT MANAGER�DH PROJECTPROJECTARCHITECT: JOB CAPTAIN: A A Roof Plan - Building J FE D C B A 0 4' 8' 16' a - a Building J - Roof Plan Scale:10 -0" NO . I TH 1 2 3 4 5 1 2 3 4 15 General Notes- Reflected Ceiling Plans A. ALL GWB.CEILING SCREW TO FLOOR JOIST MOUNTED RESILIENT CHANNELS, OR DIRECT SCREWS TO ROOF TRUSSES ABOVE,UNLESS OTHERWISE NOTED. B. PROVIDE SEISMIC BRACING AT ALL SUSPENDED CEILINGS.REFER TO TYPICAL CEILING DETAILS SHEET A9.30. C. CEILING AND SOFFIT HEIGHTS ARE FROM FINISHED FLOOR UNLESS OTHERWISE NOTED. D. CEILING TYPES-REFER TO MATERIAL LEGEND THIS SHEET. DYKEMAN E. PROVIDE CONTINOUS MEMBRANE AT RATED AT RATED FLOOR/CEILING AND ROOF/CEILING ASSEMBLIES ABOVE ALL SOFFITS AND LOWERED CEILINGS. F. ROOF CONSTRUCTION ASSEMBLIES-REFER TO BUILDING SECTIONS AND ROOF ARCHITECTURE + DESIGN PLANS. G. STRUCTURAL ELEMENTS ARE SHOWN FOR CONTRACTOR CONVENIENCE. REFER TO STRUCTURAL DRAWINGS FOR ACTUAL SIZE,LOCATION AND D SPACING. 0 H. MECHANICAL ELEMENTS ARE SHOWN FOR CONTRACTOR CONVENIENCE. - - - I. LOCATIONS OF SMOKE ALARMS,EMERGENCY LIGHTING,NIGHT LIGHTS AND EXIT SIGNAGE-REFER TO ELECTRICAL DRAWINGS. J. DOMESTIC WATER PIPING AND SPRINKLER PIPE NOT SHOWN FOR CLARITY. CONTRACTOR TO COORDINATE INSTALLATION OF THESE ELEMENTS WITH — THOSE OF ALL OTHER TRADES. CONSULTANT: K. GWB CEILINGS TO BE INSTALLED PER MANUFACTURER'S REQUIREMENTS. L. REFER TO FINISH SCHEDULE FOR ADDITIONAL INFORMATION. �\ M. WHERE SOFFITS OCCUR ABOVE CASEWORK UPPER CABINETS,SOFFIT G F D ( C ) B A G F D C 1 T T ELEVATIONS ARE PROVIDED FOR REFERENCE.COORDINATE SOFFIT ELEVATION Y Y WITH CASEWORK AND REQUIRED VERTICAL CLEARANCES.REFER TO INTERIOR ELEVATIONS FOR ADDITIONAL INFORMATION. I I 1 1 1 11 J_11 _ _ _ 11 • a o" N 7 7 f a'-o" 1 KEYNOTE LEGEND 955z ReclsTeeeo OT$ Fc ' KEYNOTE TEXT -0" 8'-0" 6'-0" .;t Y.'{�, " :.�jj STATE OF WASHINGTON o PROJECT IDENTIFICATION: C� 0 [�` a o° a 0" a 6..:....,, 71 a 0" e-01, Centennial Park in � 4 _ g the City of Arlington FOR o� e'-o" oTs - s'-°. e'-° T-T g'-°.DT$ $.-°�� a'-6" s'-° 7'-," _____===�, IR - MATERIAL LEGEND RCP Centennial Park 5J I I I I I LLC GYPSUM CEILING BOARD-DROP CEILING f`F GYPSUM AT CEILING BOARD ATTACHED TO STRUCTURE 172nd St NE and 67th Ave 0 0 0 0 FIBER CEMENT SOFFIT NE e o [ a o s' o" e o �jl s o e'-0" Arlington, WA 98223 6 — 6 CEILING TAG-CEILING ELEVATION FROM FLOOR LEVEL BUILDING PERMIT OPEN TO STRUCTURE ABOVE-PAINT 08/19/2019 This drawing is: SLOPED CEILING SLOPED WITH STRUCTURE 1.Copyright 2019 Dykeman,Inc. e e e 0 2.The Architect's Instrument of Professional Service. B SPOT ELEVATION 3.For use on this project only.Obtain Architect's B b written permission for any other use or reproduction. e 5 e _________ _ � 5 � SEE-FINISH MATERIAL KEY ON SHEET A6.00 FOR PROJECT NUMBER I i PAINT COLORS. F-o" F-o" F-o T-T. _______ 8'-0 T-7" 2018-015 OTS TS i e i li 4 • FIXTURE LEGEND- RCP MARK DATE DESCRIPTION " '� OS/19/2019 BUILDING PERMIT CEILING FAN:2-STORY LOFTS 0 e o 5.5"LED RECESSED CAN LIGHT:CLOSETS AND HALLWAYS — ',.jl 0 7"LED RECESSED CAN LIGHT:PRIMARY SPACES PROJECT TEAM- �+ ZI BATHROOM FAN WITH HEATER a 0 PRINCIPAL IN CHARGE:I MS TS 0 O e OTS 9 e 9 I^": PROJECT MANAGER: DH EXHAUST DUCT 7-7 T. PROJECT ARCHITECT:1 DH JOB CAPTAIN: 1 SZ A — A t I 1 OTS I I I I I I - 32'-2" 7'-0" 6'-4" 2'-6" 4'-6" 32'-2" T-0" 6'-4" RCP Building J 0 4' 8' 16' a Ak a Scale:1/8"=T-O" NO TH • Buildin J - RCP-Level 1 2 Buildin J - RCP- Level 2 /8"_1'0" 1/8"_V-0" 1 2 3 4 5 1 2 3 4 15 General Notes- Reflected Ceiling Plans A. ALL GWB.CEILING SCREW TO FLOOR JOIST MOUNTED RESILIENT CHANNELS, OR DIRECT SCREWS TO ROOF TRUSSES ABOVE,UNLESS OTHERWISE NOTED. B. PROVIDE SEISMIC BRACING AT ALL SUSPENDED CEILINGS.REFER TO TYPICAL CEILING DETAILS SHEET A9.30. C. CEILING AND SOFFIT HEIGHTS ARE FROM FINISHED FLOOR UNLESS OTHERWISE NOTED. D. CEILING TYPES-REFER TO MATERIAL LEGEND THIS SHEET. DYKEMAN E. PROVIDE CONTINOUS MEMBRANE AT RATED AT RATED FLOOR/CEILING AND ROOF/CEILING ASSEMBLIES ABOVE ALL SOFFITS AND LOWERED CEILINGS. F. ROOF CONSTRUCTION ASSEMBLIES-REFER TO BUILDING SECTIONS AND ROOF ARCHITECTURE + DESIGN PLANS. G. STRUCTURAL ELEMENTS ARE SHOWN FOR CONTRACTOR CONVENIENCE. REFER TO STRUCTURAL DRAWINGS FOR ACTUAL SIZE,LOCATION AND D SPACING. p H. MECHANICAL ELEMENTS ARE SHOWN FOR CONTRACTOR CONVENIENCE. - - Marl- I. LOCATIONS OF SMOKE ALARMS,EMERGENCY LIGHTING,NIGHT LIGHTS AND EXIT SIGNAGE-REFER TO ELECTRICAL DRAWINGS. J. DOMESTIC WATER PIPING AND SPRINKLER PIPE NOT SHOWN FOR CLARITY. CONTRACTOR TO COORDINATE INSTALLATION OF THESE ELEMENTS WITH THOSE OF ALL OTHER TRADES. CONSULTANT: K. GWB CEILINGS TO BE INSTALLED PER MANUFACTURER'S REQUIREMENTS. L. REFER TO FINISH SCHEDULE FOR ADDITIONAL INFORMATION. M. WHERE SOFFITS OCCUR ABOVE CASEWORK UPPER CABINETS,SOFFIT �\ ELEVATIONS ARE PROVIDED FOR REFERENCE.COORDINATE SOFFIT ELEVATION G D ( C ) B A WITH CASEWORK AND REQUIRED VERTICAL CLEARANCES.REFER TO INTERIOR YELEVATIONS FOR ADDITIONAL INFORMATION. • KEYNOTE LEGEND 9552 REGISTERED i 8 0 ARCHITECT AA OO O SLOPED 0 - _ KEYNOTE KEYNOTE TEXT AA WASHTEVENS PROJECT IDENTIFICATION: Centennial Park in the City of Arlington — — — B FOR MATERIAL LEGEND- RCP Centennial Park 5J SLOPE -- -"' 8''0^ 6 7 LLC GYPSUM CEILING BOARD-DROP CEILING 7 AT GYPSUM CEILING BOARD-ATTACHED TO 8 0 STRUCTURE 172nd St NE and 67th Ave 0- 6 0 -T ta FIBER CEMENT SOFFIT N E e 6 Arlington, WA 98223 CEILING TAG-— — 6 0-0. FLOOR LEVEL CEILING ELEVATION FROM BUILDING PERMIT 08/19/2019 OTS OPEN TO STRUCTURE ABOVE-PAINT This drawing is: SLOPED CEILING SLOPED WITH STRUCTURE S 1.Copyright 2019 Dykeman,Inc. 2.The Architect's Instrument of Professional Service. r - - - - -- - 3.For use on this project only.Obtain Architect's fy4'(e' ` fl SPOT ELEVATION � written permission for any other use or reproduction. -:',-, SEE-FINISH MATERIAL KEY ON SHEET A6.00 FOR PROJECT "i` ''-' PAINTCOLORS. D 6',D 2018-015 SLOP _ 4 FIXTURE LEGEND- RCP MARK DATE DESCRIPTION 3 08/19/2019 BUILDING PERMIT 8 0 8 0 CEILING FAN:2-STORYLOFTS m 5.5"LED RECESSED CAN LIGHT:CLOSETS AND ° HALLWAYS a o 7"LED RECESSED CAN LIGHT:PRIMARY SPACES 8 0 .,,L :"l. -0" ZI BATHROOM FAN WITH HEATER • JECT PRINCIPAL IN CHARGE: MS L PE PROJECT MANAGER: CH S O — I ''�?�;,,,-;;','c:-.._*";=r'(..•:•t...; EXHAUST DUCT PROJECT ARCHITECT:I DH JOB CAPTAIN: SZ A A 1 RCP - Building J 2'-6" 4'-6" 3Y-2" 0 4' 8' 16' a Scale:1/8"=T-0" . Building J - RCP-Level 3 NO TH \ 1 2 3 4 5 1 2 3 14 5 General Notes-Exterior Elevations KEYNOTE LEGEND A. EXTERIOR MATERIAL TYPES-REFER TO MATERIAL LEGEND THIS SHEET. B. DOWNSPOUTS SUPPORTS-FOR DOWNSPOUTS UP TO 12'-0-IN LENGTH KEYNOTE KEYNOTE TEXT PROVIDE 2 PREFINISHED METAL STRAPS(TOP AND BOTTOM).12'-0'AND LONGER PROVIDE 3 PREFINISHED METAL STRAPS(TOP,MIDDLE AND BOTTOM). 05 5200.A1 18"DEEP BOLT-ON PREFABRICATED METAL BALCONY:ONE PIECE C. WALL TYPES-SEE SHEET A1.00 FULLY-WELDED ALUMINUM CONSTRUCTION WITH A POWDER COAT D. SEE SHEETS A7.13,A7.14 AND A7.15 FOR TYPICAL DOOR AND WINDOW DETAILS FINISH.1/4"X 3"ALUMINUM SLAT FLOOR.REF.TO STRUC. E. REFER TO DETAIL A11A7.13 FOR TYPICAL WINDOW FLASHING SEQUENCING DRAWINGS FOR CONNECTION DETAILS. . F. EXTERIOR DETAILS-SEE A8.00 SERIES SHEETS 073113 ASPHALT SHINGLES G. KNOX BOX-PROVIDE A KNOX BOX AT EACH BUILDING AS SPECIFIED. 07712301 PREFINISHED GUTTER COORDINATE LOCATION WITH THE OWNER AND THE FIRE MARSHAL 077124.A1 DOWNSPOUT H. ALIGN FIBER CEMENT PANEL HORIZONTAL JOINTS AT BUILDING CORNERS,TYP. ARCHITECTURE + DESIGN 077226.A1 ROOF VENTILATOR 081000.At DOOR PER SCHEDULE D 085313 VINYLWINDOWS _ _ MarineWest View D,I,e D 101400.At UNIT SIGNAGE WITH LIGHTING 101400.A2 ROOM SIGNAGE 101400.A4 BUILDING IDENTIFICATION SIGNAGE:24"X24"X6MM DIDBOND IN ALUMINUM IDENTIFICATION LETTER MOUNTED WITH SILICONE AND 11 10 9.1 9 8 6 3 2.1 (PIT 1 TT FOAM TAPE OVER 36"X36"X3MM DIDBOND IN DARK BRONZE CONSULTANT: BACKGROUND SUBSTRATE PANEL.SCREW AND SILICONE ATTACHMENT TO WALL. 233800 VENTILATION HOODS 260125 ELECTRICAL PANELS 104413.B FIRE EXTINGUISHER CABINET 07 7226.A7 f � Topof 43R o! op of 000 073113 -- 07 7123 01 07 7123 01 i�-- - 9552 V4-F V5-F V3-F V5-F V4F 6-F / V3-F V4-F V5-F 3-F 5-F 4-F REGISTERED Roof Plate Roof Platen ARCHITECT 31'--0 1/2" 233800 31'- 077124.A7 FX2 A L AA ON 1 VENS STATE of IASHMCTCN V6- 6-F ® ® V6 V3-F OS 5200.A1 _ ll�� 11 _ _ _ _ Level -Level 3 c -// 21'' 21'- • • o � FX3 V6-F V3 V6F V3 V3 V8-F V3 V6_ Centennial Park in FX4 t-i 1 :_ I the City of Arlington Leve12 / -Level 2 n 10.66 I 10.66 IF 0R ` 085313 2 V3 Centennial Park 5J FX2 V � V3 _ V3 2- LLC Level 1 Level 1 - AT Porch Ent Porch Ent 4 Buildin J - East Elevation o6,000.A, ,0,400.A, 1'-0" 5 Buildin J - Return- Noiho" 172nd St NNEnd 67th Ave Arlington, WA 98223 BUILDING PERMIT TT CBACBAABC08/19/2019 This drawing is: 1.Copyright 2019 Dykeman,Inc. T T T T T T T T T 2.The Architect's Instrument of Professional Service. B 3.For use on this project only.Obtain Architect's B written permission for any other use or reproduction. Top of Roof Tom of Roof _ _ _ _ _ Too 43 Roof - • JECT NUMBER 43-0" 43'-0" I 1 I 1 I 1 2018-015 07 7123 01 • 07 7124.A7 MARK DATE DESCRIPTION V1-F 6-F FX3 Vi-F i 07712301 OS/19/2019 BUILDING PERMIT _ Roof Plate Roof Plate Roof Plate n 31'-0 1/2" 31'-0 1/2" 31'-0 1 l2" V 08 5313 / 07 7123 01 FX3 FX3 CORNER; v1 w - I I 1olaoo.Aa I I o CONT.FX3 MATERIAL LEGEND- EXTERIOR ELEVATIONS 07 7124.A7 O - - Level 3 - - -Level 3 Level 3 FX1-CMU VENEER 21'-0" 1 21'-0" 1 21'-0" 1 / 23 3800 PROJECT V1 FX4 V1 -- 101400.AI FX2-FIBER CEMENT LAP SIDING PRINCIPAL IN CHARGE:1 MS FX4 FX4 081000.A1 PROJECT MANAGER: DH O PROJECT ARCHITECT:I DH Level 2 n _Le_a' Level 2� FX3-FIBER CEMENT SMOOTH PANEL JOB CAPTAIN: SZ 10'-6" 1 10'-6" 1 10'-6" V 05 5200.A1 FX2 FX2 CORNER; I a A V1 IFFX2 260125 CO NT.FX2 FX4-FIBER CEMENT ACCENT A ,044,3.E Exterior Elevations - _ Level 1 rrP. Level 1 Level 1 � FXS-STONE TILE Building J 101400.A2 1 081000.A1 Porch Ent Porch Ent Porch Entrya •-. Buildin J -South Elevation 2 Buildin J -Stalr 1 - North 3 Buildin J -Stalr 1 -South ,18"=V-0,. ,/8"_,._0,. 1/8"=1.-0., Scale:1/8"=1'-0" SEE-SHEET A1.00 WALL TYPES \ 1 2 3 4 5 1 2 3 14 5 General Notes-Exterior Elevations KEYNOTE LEGEND A. EXTERIOR MATERIAL TYPES-REFER TO MATERIAL LEGEND THIS SHEET. B. DOWNSPOUTS SUPPORTS-FOR DOWNSPOUTS UP TO 12'-0-IN LENGTH KEYNOTE KEYNOTE TEXT PROVIDE 2 PREFINISHED METAL STRAPS(TOP AND BOTTOM).12'-0"AND LONGER PROVIDE 3 PREFINISHED METAL STRAPS(TOP,MIDDLE AND BOTTOM). 05 5200.A1 18"DEEP BOLT-ON PREFABRICATED METAL BALCONY:ONE PIECE C. WALL TYPES-SEE SHEET A1.00 FULLY-WELDED ALUMINUM CONSTRUCTION WITH A POWDER COAT D. SEE SHEETS A7.13,A7.14 AND A7.15 FOR TYPICAL DOOR AND WINDOW DETAILS FINISH.1/4"X 3"ALUMINUM SLAT FLOOR.REF.TO STRUC. E. REFER TO DETAIL A11A7.13 FOR TYPICAL WINDOW FLASHING SEQUENCING DRAWINGS FOR CONNECTION DETAILS. . F. EXTERIOR DETAILS-SEE A8.00 SERIES SHEETS 073113 ASPHALT SHINGLES G. KNOX BOX-PROVIDE A KNOX BOX AT EACH BUILDING AS SPECIFIED. 07712301 PREFINISHED GUTTER COORDINATE LOCATION WITH THE OWNER AND THE FIRE MARSHAL 077124.A1 DOWNSPOUT H. ALIGN FIBER CEMENT PANEL HORIZONTAL JOINTS AT BUILDING CORNERS,TYP. ARCHITECTURE + DESIGN 077226.A1 ROOF VENTILATOR 081000.At DOOR PER SCHEDULE D 085313 VINYLWINDOWS _ _ M.HVl D 101400.Al UNIT SIGNAGE WITH LIGHTING 101400.A4 BUILDING IDENTIFICATION SIGNAGE:24"X24"X6MM DIDBOND IN ALUMINUM IDENTIFICATION LETTER MOUNTED WITH SILICONE AND FOAM TAPE OVER 36"X36"X3MM DIDBOND IN DARK BRONZE 1 4 5 7 8 11 D E F G BACKGROUND SUBSTRATE PANEL.SCREW AND SILICONE CONSULTANT: ATTACHMENT TO WALL. 233800 VENTILATION HOODS 260125 ELECTRICAL PANEL 104413.B FIRE EXTINGUISHERSCABINET I I I I I I I 07 7226.A1 Topof Roof Top of Roof 43 0! 43O 07 3113 _ 07 7123 01 _ � 07 7124.A1 9552 REGISTERED Roof Plate Roof Plate ARc wTEGT 31'-0 1/2" 31' 08 5313 FX2 A L AA ON o [ STATE OF WASHTNGTGN FX2 EVENS V3 V2- V2- -V2 V2 V3 05 5200.A1 233800 c _ _ _ _ _ _ _ _ _Leve13 Level3 / c 2T_0„ 21,_0�,• I PROJECT FX3 FX3 FX4 V3 V2- V2- 2 -V2 V3 Centennial Park in 233800 the City of Arlington Leve12 Level2 07712301 — — _ 10'-6" 10'-6" I FOR 077124.A1 ` - Centennial Park 5J V3 V2- V2- 2 I -V2 V3 I 26 0125 LLC Level 1 Level 1 - - - - - - - - - - - - - - - - - - " _ � AT 101400.A1 NP' 081000.A1 Porch Ent Porch Ent -1'-0" 172nd St NE and 67th Ave Building J -West Elevation Building J - Return-South NE Y 1/8"=1'-0" ,/6"=,'-o• Arlington, WA 98223 BUILDING PERMIT T BCDE F GCBAABT 08/19/2019 This drawing is: 1.Copyright 2019 Dykeman,Inc. T T T17 T T T T T 2 The Architect's Instrument of Professional Service. BI I I I I I 1 1 3.For use on this project only.Obtain Architect's B 23 3800 07 7226.A1 05 5200.A1 07 3113 I I written permission for any other use or reproduction. To�ofR� TopofR� TopofR� PROJECT �. 43-0" 43'-0" 43'-0" 2018-015 V1-F FX3 V3FV1 F, 07712301 07712301 MARK DATE DESCRIPTION 07 7123 01 — Roof Plate Roof Plate Roof Plate 31'-0 1/2" 31'-0 1/2" 31'-O 1/2" OS/19/2019 BUILDING PERMIT 1014GI VCORNER; FX3 FX3 077124.A1 V1 v1 I CONT.FX3 s {3 orriza.A1 MATERIAL LEGEND EXTERIOR ELEVATIONS I . _Level 3 _ _Level 3 � _ _ I Level 3 23 3800 21'-O 21'-o' V —21, FX1-CMU VENEER PROJECT 085313 V1 FX4 V1 TEAM- FX2-FIBER CEMENT LAP SIDING PRINCIPAL IN CHARGE�MS _ 081000.A7 FX4 FX4 PROJECT MANAGER: DH Level 2 _Level 2 _Level 2 FX3-FIBER CEMENT SMOOTH PANEL PROJECT ARCHITECT: SZ IVO'_0 V 1 O' 6 1 O' JOB CAPTAIN: / CORNER; FX2 FX2 ' CONT.FX2 � ° � FX4-FIBER CEMENT ACCENT A A V1 FX2 V3 V7 0 L—Lev. 4 ,044,3.E ryP. Exterior Elevations - l, Level, _Level, FX5-STONE TILE Building J — - - - - - - - - - o„ — - - - o„ - - - o„ Porch Ent Porch Ent Porch Ent a 1'-0" -1'-0" 0 4' 8' 16' Building J -North Elevation 2 Buildin J -Stair 2-North 3 Buildin J -Stair 2-South66 Scale:1/8"=T-0" . SEE-SHEET A1.00 WALL TYPES \ 1 2 3 4 5 1 2 3 4 5 KEYNOTE LEGEND KEYNOTE KEYNOTE TEXT 2 1 3.10- 3.10- 11 T 6 3 TT D Top of Roof n RW1 RW3 RW1 TTT RW3� RW1 l�—TT 43'-0�I CONSULTANT: N L y� I _ Roof Plate t1 —� UNIT-1 � ]UNIT UNIT � UNIT 304 303 302 301 Kitchen yy Kitchen • �1 n FC2 7Ent FC2 Bedm Bedroom FC2 Entry/Stair9 FC3 FC2 —Level3 n 9552 REGISTERED —� ARCHITECT UNIT UN I03 UNI UNIT 204 2 202 �FI 201 Kitchen Kitchen RW2 FC2 FC3 STEVENS Entry/Stair FC2 Bedroom Bedroom FC2 EntrylStair FC3 FC2 A L AA ON HINGTON I I I STATE OF WASHINGTON _ _ Level2 10'_66" C UNIT IT UNIT- UNIT UNIT C 7- In • •Entry/Stair � EnVylStairKitc FCi FC1 gedroom Bedroom FCi FC1 Kitchen Centennial Park in Level11 1 - — — — — — — _ — — — o�-� ��—I �� the Cityof Arlington I—��- -� FOR IIIIIIIII IIIII III (III IIII III III III III III III III III III III III I I IIIIIIIIII (IIIII IIIII IIIIIIIIIIIIIIIIIIIII III IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII Centennial Park 5J Transverse Section 1 - Building J LLC -� AT 172nd St NE and 67th Ave NE Arlington, WA 98223 G F 1 3 C A G F C A 3.11- 3.10- 1 3 BUILDING PERMIT 3.11- 3.10- 08/19/2019 I I I I I I This drawing is: 1.Copyright 2019 Dykeman,Inc. RW3 2.The Architect's Instrument of Professional Service. B 3.For use on this project only.Obtain Architect's B Rwz Rw1 To of Roof RN1 To of Roof W4 — — — — — — — — — — — — — written permission for any other use or reproduction. 43'-0" Rw1 PROJECT I I :r 2018-015 Roof Plate r3l': oof Plate • 31'-0 1/2" 0 1/2" MARK DATE DESCRIPTION UNIT 08/19/2019 BUILDING PERMIT 4 alcony Living Room E try/Stair Bedroom Bathroom h Bathroom Bedroom FC3 FC2 FC FC2 Level Ali Level3 — ----------- I f 1'-0" 1 n 21'-0" 1 UNIT UNI 202 203 Ti alcony Living Room Ent(Stair Bedroom Bathroom h Bathroom Bedroom PROJECT FC3 FC2 FC FC2I PRINCIPAL IN CHARGE:(MS L_evel2 _ _ Level Al 10'-b" 10'_6" PROJECT MANAGER: DH PROJECT ARCHITECT:(L. UNIT PRECAST JOB CAPTAIN: SZ CONCRETE STAIR UNIT y A 102 TREADS AND 10� k A LANDING orch Living Room Ent/Stair. Bedroom Bathroom a Bathroom Bedroom FC1 C FC1 Level — — _ Levell n Sections - Building J III III _ III III III III III III III III III � III Porch Ent �III—III— —III— —III—III—III—III—III— —III— III—III— Porch Ent�I - — — — — — — — — — — — — — — — - -1'- -I E 0" -III-III-III-I I -III-III-III-III-III III III III II III II III III III III 0 4' 8' 16' 66 a 66 Cross Section 1 - Building J �Cross Section 2 - Building J Scale:i/8"=1'-0" 1 2 3 4 5 1 2 3 4 5 KEYNOTE LEGEND KEYNOTE KEYNOTE TEXT ARCHITECTURE + DESIGN D estD CONSULTANT: • 9552 REGISTERED ARC HITECT A L AA ON STEVENS STATE OF WASHINGTON C PROJECT • C Centennial Park in the City of Arlington FOR Centennial Park 5J LLC AT 172nd St NE and 67th Ave NE Arlington, WA 98223 T ss3TT BUILDING PERMIT This drawi T T T ng is:08/19/2019 1.Copyright 2019 Dykeman,Inc. 2.The Architect's Instrument of Professional Service. B RW2 RW1 RW2 RW2 3.For use on this project only.Obtain Architect's B RWi RW1 RWiRW2 Top written permission for any other use or reproduction. of Root 43'_p, PROJECT I I I ... 2018-015 ---_ - I I, -- -- _ J- _ _ _ Roof Plat MARK DATE DESCRIPTION 31'-61/2" 08/19/2019 BUILDING PERMIT UNIT UNITTUNIT UNIT 304 303 302 II III III 301 -LMng Room Bedroom Living Room Bedroom Bedroom - Living Room Bedream Living Raom FC2 Level 3 n 21'-0" V UNIT UNIT r UNIT f UNIT 204 203 20 201 PROJECT 2 —LMng Room Bedroom Living Room Bedroom Bedroom living Room Betlraam —Living Room PRINCIPAL IN CHARGE:1 MS FC2 PROJECT MANAGER: I PH LeVBl — PROJECT ARCHITECT:I DH - 10'-" — JOB CAPTAIN: SZ UNIT UNIIT T A 103 102 ,-♦ A LMng Room Bedroom Living Room Bedroom Bedroom Living Room Bedroom —Living Room Level1 Sections - Building J - Flo, 1 -1 -1 - -1 -1 -1 —III—I -1 I-1 I-1 I—III-1 IC�I —III—III—III-1 -1 -1 III=III=I I I I 11111=1 11=1 I F1 I[--I 11=11 I I I I 1=1 11=1 11=1 I I=III=I I I I I I =1 I I—III—III=III III =1 I I=1 I I=1 I I=1 I I=1 I I=1 I =1 I I=1 I I=1 11= 0 4' B' s' 66 ( ,�Transverse Section 2-Building J Scale:l/8"=1'-0" . 1 2 3 4 5 1 2 13 4 5 3'-7314" 3'-11112" C KEYNOTE LEGEND 301 301 24 12 15 12 KEYNOTE KEYNOTE TEXT A4.10,1 302 36 302 36 30 12 30 12 088300.B 24"X 48"MIRROR UNIT A4.10-J 3d 18 18 3 NO SHELF NO SHELF 102800.B TOILET TISSUE(ROLL)DISPENSER DYKEMAN 113100.A1 REFRIGERATOR n 11 3100.31 FREE-STANDING ELECTRIC RANGE n ---- 11 3100.C1 OVER-THE-RANGE MICROWAVE WITH 3 A4.10-J 3a n 11 3100.C1 RECIRCULATING VENTING ARCHITECTURE + DESIGN 0 11 3100.A1 11 3100.D1 STANDARD BUILT-IN DISHWASHER D 3 5'-0"CL �III� - 224000.A1 KITCHEN SINK D AT TYPE A AJ 2 22 4000.A2 BATHROOM LAVATORY mml� P24 . - - 224000.A3 TUB SHOWERUNIT-- -- 224000.A4TOILET HROOM LIGHT FIXTUREz5a 101152 222 BATHROOM PLAN GENERAL NOTES z4 z4 1 24 13 24 30 24 36 36 36 36 36 A. SEE A6.01 AND A6.02 FOR ACCESSIBILITY Buildin J - Kitchen 101 - PlanCLEARANCES,GRAB BAR REINFORCING,AND g Kitchen 101 -A Kitchen 101 -B *��114 n 101 - C itchen 101 - D INSTALLATION REQUIREMENTS AT FIXTURES IN TYPEA 1/4"=1'-0" JIJ 1/4"=1'-0" =,-° *�K 1/a„=,,-°„ - AND TYPEBUNITS. • 26 5100.A 26 5100.A 088300.E + 224000.A3 �11�1 224000.A3 224000.A3 102800.E _ _ 102800.B a STATE OF wASHINGTON 22 4000.A4 22 4000.A4 C T-2 1/4" 4'-7 3/4" C 254 152 254 PROJECT 1 21 30 21 15 21 34 34 34 Centennial Park in Bathroom 102- E ��Bathroom 102-F ��Bathroom 102-G ��Bathroom 102- H 2e 114"=1'-0" 1/4"=,'-0" �y 114"=,'-0" 1/4"= t," the City of Arlington 2e FOR 2 A4.10-J 2a A4.10-J 26 5100.A 26 S,OO.A Centennial Park 5 J 22 4000.A3 22 4000.A3 i OS 8300.E � 22 4000.A3 L L C WH AT 22400o.A2 zza000Az Q 172nd St NE and 67th Ave 10 2800.B �;R� NE Arlington, WA 98223 BUILDING PERMIT 3434 08/19/2019 Bathroom 102-A r Bathroom 102- B r Bathroom 102-C ��Bathroom 102- D This drawing is: 2a 1/4"=1'-0" 0" GU 1/4"=1'-0" 1.Copy right 2019 Dykeman,Inc. 2.The Architect's Instrument of Professional Service. B 3.For use on this project only.Obtain Architect's B written permission for any other use or reproduction. PROJECT 2'-91/8" 3'-03/8" 265100.A 265100.A 2018-015 22 4000.A3 g E Do- MARK DATE 081119/2019 BUILDING PERMITTION eAa.10-J 1 1 A4.10-J 1f 1 1 152 32 21 34 REMOVABLE Bathroom 101 -E f Bathroom 101 - F Bathroom 101 -G Bathroom 101 - H G 1/4„=,,-0„ *l140"=,'-" 1 h 1/4„=,,-0„ PROJECT TEAM PRINCIPAL IN CHARGE:I MS PROJECT MANAGER: PH Building J -Bathroom 101 - Plans 265100.A 265100.A PROJECTARCHITECT:I DH 1/4"=1'-0" JOB CAPTAIN: SZ 224000.A3 e- A 088300.8 224000.A3 224000.A3 A Bathroom and Kitchen 22 4000.A2 Q 22 4000.A2 102800.E a ,D26°°.B Plans - Building J - - 22 4000.A4 22 4000.A4 a e, 52 254 12421 30 21 12 21 34 34 34 Scale:1/4"=1'-0" Bathroom 101 -A Bathroom 101 - B Bathroom 101 - C ,�d Bathroom 101 - D 1/4"=1'-0" 1/4"=1'0" 1/4"=1'0" 1/4" 1 2 3 4 5 1 2 3 4 5 General Notes 1. CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND COORDINATE THE WORK OF ALL TRADES INVOLVED IN THE PROJECT AS PART OF'THIS FTHIS CONTRACT. 2. DO NOT SCALE THESE DRAWINGS.DUE TO REPROGRAPHIC PROCESSES THESE DRAWINGS MAY NOT BE TO SCALE.CONTACT ARCHITECT FOR ANY NEEDED CLARIFICATION. 3. CONTRACTOR SHALL VERIFY CONDITIONS AT THE SITE AND REPORT DYKEMAN ALL DISCREPANCIES TO THE ARCHITECT BEFORE PROCEEDING WITH THE WORK. 4. CONTRACTOR SHALL PROVIDE A COMPLETE AND PROPER EXECUTION OF THE WORK AS INDICATED ON ALL DRAWINGS AND ARCHITECTURE + DESIGN SPECIFICATIONS.IF DISCREPANCIES IN LAYOUT,DIMENSIONS,OR DETAILS ARE FOUND BETWEEN ARCHITECTURAL,STRUCTURAL, D MECHANICAL,ELECTRICAL,CIVIL OR LANDSCAPE DRAWINGS, p CONTACT THE ARCHITECT IMMEDIATELY FOR CLARIFICATION - - BEFORE PROCEEDING. 5. REGULATIONS,STANDARDS,CONSTRUCTION,MATERIALS AND REQUIREMENTS FOR INSTALLATION OF MATERIALS SHALL CONFORM AND BE GOVERNED BY THE EDITION OF THE CODE IDENTIFIED IN THE CODES SHEET OF THESE DRAWINGS. 6. REFERENCING DRAWINGS IS FOR CONVENIENCE ONLY AND DOES NOT LIMIT APPLICATION FOR DRAWINGS OR DETAILS. 7. MATERIALS AND FINISHES LISTED ON INTERIOR AND EXTERIOR ELEVATIONS ARE FOR GENERAL INFORMATION AND CONVENIENCE — — — OF THE CONTRACTOR AND ARE REFERENCED IN ADDITION TO MATERIALS AND FINISHES INDICATED OR SPECIFIED ELSEWHERE IN THE DOCUMENTS. 8. HEIGHT DIMENSIONS ARE GIVEN FROM FINISHED SLAB WHERE NIN INDICATED.OR RELATIVE TO DATUM NOTED ON THE DRAWINGS. 9. N.I.C.EQUIPMENT IS FURNISHED AND INSTALLED BY OTHERS. CONTRACTOR IS RESPONSIBLE FOR COORDINATION INSTALLATION C I F AND PERFORMING WORK AS REQUIRED BY DETAILS OR SPECIFICAT QIONS FOR EQUIPMENT INSTALLATION. W OIN (C,1) 10 PART OFTHIS WORK.THE CONTRACTORS RESPONSIBLE FOR PMENT IS FURNISHED BY OTHERS AND INSTALLED AS 1 COORDINATING THE WORK AS REQUIRED FOR INSTALLATION. UP — 11.CONTRACTOR SHALL SEAL AROUND ALL PENETRATIONS FOR FIRE RATED WALLS,INCLUDING,BUT NOT LIMITED TO PIPING,DUCT, 4�1 CONDUIT,ETC.WITH FIRE STOPPING PER CODES THAT GOVERN THISSET OF DOCUMENTS. 12.CONTRACTOR SHALL MAINTAIN THE INTEGRITY OF THE VAPORBARRIER MEMBRANE AT THE FLOOR SLAB,WALLS,AND ROOF. ENS BACKER ROD,SEALANT AND OTHER APPROVED MEANS SHALL BE STATE OF wgsBwcTaN SECTOR 1 APPLIED CONTINUOUSLY AROUND ALL EXTERIOR DOORS AND WINDOW PENETRATIONS AND OTHER AREAS OF POTENTIAL AIR INFILTRATION,INCLUDING STRUCTURAL,MECHANICAL AND ELECTRICAL PENETRATIONS.THE CONTRACTOR SHALL REPAIR ANY C DAMAGE TO VAPOR BARRIER,OR REPLACE THEM PRIOR TO COVER, PROJECT C AS APPROVED. 13.THERMAL AND SOUND INSULATION IS INTENDED TO PROVIDE A PROPERTY LINE CONTINUOUS ILES,URIN LS,A AS NDISTALL Centennial Park In 14.ALL ADA TOILETS,URINALS,AND STALLS SHALL MEET THE REQUIREMENTS OF THE CODES THAT GOVERN THIS SET OF DOCUMENTS.ALL STANDARD(NON-ADA)TOILETS SHALL BE the City of Arlington CENTERED IN STALLS OR PARTITIONS AS APPLICABLE,UNLESS OTHERWISE NOTED, 15.WHERE EXTERIOR CONCRETE WALKS AND LANDINGS ABUT FOR BUILDINGS,THEY SHALL BE SLOPED AWAY FROM THE BUILDING AS BUILDING K_' NOTED,BUT IN NO CASE LESS THAN.125-112-. , 16.MAINTAIN NOTED SLAB THICKNESS AT ALL RECESSED SLAB AREAS AND SLOPING SLABS. Centennial Park 5 J 17.ALL WOOD IN CONTACT WITH CMU,CONCRETE OR SOIL SHALL BE L L C PRESSURE TREATED,TYP.UON. 18.ALL FOAM PLASTIC INSULATION TO COMPLY WITH THE SURFACE BURNING CHARACTERISTICS DEFINED BY THE CODE THAT GOVERNS AT THIS SET OF DOCUMENTS. 19.SPECIAL INSPECTIONS SHALL BE PROVIDED AS REQUIRED BY THE JURISDICTION THAT GOVERNS THIS SET OF DOCUMENTS.SEE 172nd St NE and 67th Ave SPECIFICATION SECTION 014523 FOR ADDITIONAL INFORMATION. SECTOR 2 20.DRAWING KEYNOTES DO NOT CORRELATE DIRECTLY TO INDIVIDUAL NE SPECIFICATION SECTIONS. — 21.BUILDING INSPECTION SHALL BE PERFORMED THROUGHOUT THE Arlington, WA 98223 DURATION OF CONSTRUCTION.THE FREQUENCY OF INSPECTION IS D IN THE CONTCT.INSPECTIONS WILL BE PERFORMED ON STIE.INSPECTIONS WIILLL BE DOCUM EN AND RECORDED AS BUILDING PERMIT DEEMED NECESSARY BY THE PROJECT ENGINEER. 08/1 9/201 9 This drawing is: C7 7 1.Copyright 2019 Dykeman,Inc. 2.The Architect's Instrument of Professional Service. B 3.For use on this project only.Obtain Architect's B written permission for any other use or reproduction. U - • JECT NUMBER 2018-015 i MARK DATE DESCRIPTION 08/19/2019 BUILDING PERMIT BUILDING L ' K J PROJECT / O PRINCIPAL IN CHARGE:I MS PROJECT MANAGER:ECT: DH 1 __ PROJECT ARCHITI D. JOB CAPTAIN: SZ A i • A ----------- Location Plan - Building KEY PLAN K NOTE:REFER TO SHEET SD1.1 1 FOR RELATIONSHIP OF WORKPOINT TO SITE. a 0 8' 16' 32' Building K- Location Plan Scale:1/16"=T-0" . ' I 1/16^ "=V-0 NO TH 1 2 3 4 5 1 2 3 4 5 General Notes- Floor Plans A. EXTERIOR DIMENSIONS ARE TO THE OUTSIDE FACE OF CONCRETE FOUNDATION WALLS,FACE OF MASONRY WALLS,OR TO THE OUTSIDE FACE OF STUDS UNLESS OTHERWISE NOTED.DIMENSIONS TO MASONRY UNITS ARE NOMINAL UNLESS OTHERWISE NOTED. B. DIMENSIONS AT UNIT DEMISING WALLS ARE TO CENTERLINE OF WALL. C. INTERIOR DIMENSIONS ARE TO THE FACE OF CONCRETE,MASONRY,OR FACE OF STUDS AT FRAME WALLS,AND TO CENTERLINE OF COLUMNS DYKEMAN UNLESS OTHERWISE NOTED. D. DIMENSIONS LOCATING DOORS,WINDOWS AND RELIGHTS ARE TO NOMINAL MASONRY OPENING OR TO FINISH OPENING UNLESS OTHERWISE NOTED. ARCHITECTURE + DESIGN E. SEE WALL TYPES ON SHEETS A1.00 FOR TYPICAL WALL CONSTRUCTION ASSEMBLIES. D F. ALL NON-BEARING WALLS ARE FULL HEIGHT TO UNDERSIDE OF ROOF D DECK OR FLOOR ABOVE. - - - View D,l- A B C CA T� l G. APPLY TWO(2)CONTINUOUS SEALANT BEADS BENEATH STUD TRACK AT3.10- ALL EXTERIOR STUD WALLS. H. CONTRACTOR SHALL PROVIDE CONTINUOUS HORIZONTAL BLOCKING AT ALL WALL MOUNTED LAVATORIES,DRINKING FOUNTAINS,CASEWORK, -K MIRRORS,HANDRAILS,ETC.REFER TO ARCHITECTURAL INTERIOR 1 , ELEVATIONS. I. SEE DETAIL SHEET A6.01 FOR TYPICAL MOUNTING HEIGHTS FOR WALL - - - 11 MOUNTED ACCESSORIES AND EQUIPMENT. J. SEE FLOOR FINISH PLANS FOR TRANSITION DETAILS AND THRESHOLDS. I K. ELECTRICAL PANELS,TRANSFORMERS,BOILERS,AIR HANDLING UNITS, AND DUCTWORK WHEN SHOWN,ARE INDICATED FOR CONTRACTOR CONVENIENCE. 3 L. SEE REFLECTED CEILING PLAN FOR CEILING MOUNTED EQUIPMENT. T 3.10- M. THE GENERAL CONTRACTOR SHALL PROVIDE CONCRETE HOUSEKEEPING PADS MINIMUM 3 1/2"THICK CONCRETE 6 X 6 IW2.9 X 2.9 WWF — -—-—-—- RE NFORCING UNLESS OTHERWISE NOTED OIR REQUIRED ELSEWHERE IN THESE DOCUMENTS,PAD DIMENSIONS SHALL BE A MINIMUM 4"GREATER IN HORIZONTAL DIMENSION THAN BASE OF THE EQUIPMENT MOUNTED b THEREON,UNLESS OTHERWISE NOTED.EXACT PAD LOCATIONS SHALL BE ''''''illlll'''''' VERIFIED IN THE FIELD, RETAININGIALL N. CONTRACTOR TO CONFIRM ALL CLEARANCE REQUIREMENTS AS NOTED I ON DETAIL AS.01 and A6.02. 0. REFER TO DETAILS ON SHEET VA7.10 FOR TYPICAL DOOR CLEARANCES. 9552 REGISTERED P. SEE FLOOR PLANS AND BUILDING SECTIONS FOR LOCATION OF DETAILS ARC HITECT FOR TYPICAL FLOOR-TO-FOUNDATION,FLOOR-TO-WALL,WALL-TO-ROOF 4 ASSEMBLIES AND HEADER,SILL AND SOFFIT CONSTRUCTION. 9 Q. CONTRACTOR SHALL SEAL AROUND ALL PENETRATIONS AT FIRE RATED t Q. AL AA ON STEVENS WALLS,INCLUDING BUT NOT LIMITED TO PIPING,DUCTS,CONDUIT,ETC., Q STATE OF WASHINGTON � WITH FIRESTOPPING PER I.B.C.REQUIREMENTS. -—- R. SEE EXTERIOR ELEVATIONS FOR WINDOW AND LOUVER TYPES AND FLOG OVERHANG z_ DETAILS. ABOVE Y S. SEE ENLARGED PLANS FOR ADDITIONAL DIMENSIONAL AND NOTE C I < INFORMATION. PROJECT IDENTIFICATION: C o- T. TYPICAL WALLS: 0 AT RESIDENTIAL UNIT INTERIORS WALL TYPE WN.411; a ATCOMMERCIAL INTER IORS WALL TYPE WN.61IA; Centennial Park In AT DEMISING WALLS,WALL TYPE WND.412A; 3 - - _ - - - - 3 AT PLUMBING WALLS,WHERE WATER CLOSET OCCURS,WALL TYPE WN.611A; the City of Arlington UNLESS OTHERWISE NOTED. U. EXTERIOR WALL TYPE TO BE WX.611,TYP.LION.REFER TO PLANS, ELEVATIONS,AND SHEET A1.00 FOR EXTERIOR FINISH WALL TYPES AND FOR EXTENT. �I------- Centennial Park 5J W2.12K 1 1 Al_ 3.2 - - - 3.2 2 LLC Try r-r-rT 1- 3.10- IIII illl 4 - - �J " - 4 AT l l i A2.13-K StairEX9 172nd St NE and 67th Ave 4.1 - 2 - 4.1 i � NE Arlington, WA 98223 BUILDING PERMIT 08/19/2019 KEYNOTE LEGEND This drawing ls: 1.Copyright 2019 Dykeman,Inc. B KEYNOTE KEYNOTE TEXT 3.Furuse oitects,,this project only.Obtain Architect's ice. B written permission for any other use or reproduction. z PROJECT -- --- i m. 2018-015 a g � i - - - � J - g I MARK DATE DESCRIPTION 08/19/2019 BUILDING PERMIT I I PROJECT 7.1 ` PRINCIPAL IN CHARGE:I MS _14 PROJECT MANAGER: I PH 7 7 PROJECT ARCHITECT: DH l l l 2 JOB CAPTAIN: SZ A .12-K j A IIIIIIIII - - Floor Plan - Level P - A B C C.1 D D.1 F.1 KEY PLAN Building K 0 2' 4' 8' a jok Building K- Floor Plan - Level P Scale:1/4"=T-O" WIN a ,NO TH 1 2 3 4 5 1 2 3 4 5 General Notes- Floor Plans T TT y T 3 10 D.1 I T T FAG A. EXTERIOR DIMENSIONS ARE THE OUTSIDE FACE OF CONCRETE FOUNDATION WALLSN ACE OFOMASONRY WALLS,OR TO THE OUTSIDE FACE OF STUDS UNLESS OTHERWISE NOTED.DIMENSIONS TO MASONRY UNITS ARE NOMINAL UNLESS OTHERWISE NOTED. B. DIMENSIONS AT UNIT DEMISING WALLS ARE TO CENTERLINE OF WALL. �I C. INTERIOR DIMENSIONS ARE TO THE FACE OF CONCRETE,MASON OR FACE OF STUDS AT FRAME WALLS,AND TO CENTERLINE OF COLUMNRY,S DYKEMAN 1'-6" 20'-0" ZZ-0" 2'_0" 3•_811. UNLESS OTHERWISE NOTED. D. DIMENSIONS LOCATING DOORS,WINDOWS AND RELIGHTS ARE TO NOMINAL MASONRY OPENING OR TO FINISH OPENING UNLESS W A211K OTHERWSEE WALL TYPES ARCHITECTURE + DESIGN WORK POINT( C�1) E. SEE WALL TYPES ON SHEETS A1.00 FOR TYPICAL WALL CONSTRUCTION 6" D WX.6 2 F ALL NON DECK ORF EARING OOR ABOVE ARE FULL HEIGHT TO UNDERSIDE OF ROOF D 6' 5'-6" G. APPLY TWO(2)CONTINUOUS SEALANT BEADS BENEATH STUD TRACK AT ALL EXTERIOR STUD WALLS. 1 1 H. CONTRACTOR SHALL PROVIDE CONTINUOUS HORIZONTAL BLOCKING AT Stair K101 • ALL WALL MOUNTED LAVATORIES,DRINKING FOUNTAINS,CASEWORK, � � i � I � i i i i i i yVN.q � MIRRORS,HANDRAILS,ETC.REFER TO ARCHITECTURAL INTERIOR • ELEVATIONS. WX.6 @ I. SEE DETAIL SHEET A6.01 FOR TYPICAL MOUNTING HEIGHTS FOR WALL o 11 MOUNTED ACCESSORIES AND EQUIPMENT. _J__L_J__L_ L__L_1__L_J_ 3 Bed Room J. SEE FLOOR FINISH PLANS FOR TRANSITION DETAILS AND THRESHOLDS. Townhous Ug K. ELECTRICAL PANELS,TRANSFORMERS,BOILERS,AIR HANDLING UNITS, 101 WN'4 AND DUCTWORK WHEN SHOWN,ARE INDICATED FOR CONTRACTOR 17'-0" 3'-6" 12'-0" CONVENIENCE. WX.6 PE B L. SEE REFLECTED CEILING PLAN FOR CEILING MOUNTED EQUIPMENT. 3 M. THE GENERAL CONTRACTOR SHALL PROVIDE CONCRETE HOUSEKEEPING _-- _-- --_ WN.4 LIGN 3.10- PADS AT MINIMUM 31/2"THICK CONCRETE WITH 6 X 6 Nd2.9 X 2.9 WWF '-0' -q 11A 6'-6' ALLS REINFORCING UNLESS OTHERWISE NOTED OR REQUIRED ELSEWHERE IN THESE DOCUMENTS.PAD DIMENSIONS SHALL BE A MINIMUM 4"GREATER _ - 101400.A7 TYP. IN HORIZONTAL DIMENSION THAN BASE OF THE EQUIPMENT MOUNTED THEREON,UNLESS OTHERWISE NOTED.EXACT PAD LOCATIONS SHALL BE • (L U3 DWI UB O 077124.A1 TYP. VERIFIED IN THE FIELD. N. CONTRACTOR TO CONFIRM ALL CLEARANCE REQUIREMENTS AS NOTED -- - -1 ON DETAIL A6.01 and A6.02. O. REFER TO DETAILS ON SHEET 1IA7.10 FOR TYPICAL DOOR CLEARANCES. 9552 WN.6 REGISTERED P. SEE FLOOR PLANS AND BUILDING SECTIONS FOR LOCATION OF DETAILS ARCHITECT 055200.A1 11A FOR TYPICAL FLOOR-TO-FOUNDATION,FLOOR-TO-WALL,WALL-TO-ROOF ASSEMBLIES AND HEADER,SILL AND SOFFIT CONSTRUCTION. 11A x Q. CONTRACTOR SHALL SAL AROUND ALL PENETRATIONS AT FIRE RATED U CL WALLS,INCLUDING BUT NOT LIMITED TO PIPING,DUCTS,CONDUIT,ETC., A L AA ON STEVENS WITH FIRESTOPPING PER I.B.C.REQUIREMENTS. STATE OF WASHINGTON WND.4 WN.4 - REF. -F--7 , WN.4 U7 a 12A O ALIGN WALLS R. SEE EXTERIOR ELEVATIONS FOR WINDOW AND LOUVER TYPES AND DETAILS. S. SEE ENLARGED PLANS FOR ADDITIONAL DIMENSIONAL AND NOTE C 2 - - - r - - - 2 INFORMATION. PROJECT C � T. TYPICAL WALLS: IDENTIFICATION: WND.4 WND.4 104413.B AT RESIDENTIAL UNIT INTERIORS WALL TYPE WNA 11;W 12A 12A AT COMMERCIAL INTERIORS WALL TYPEN.611A; Centennial Park In WX.6 AT DEMISING WALLS,WALL TYPE WND.412A; lJ • AT PLUMBING WALLS,WHERE WATER CLOSET OCCURS,WALL TYPE the City of Arlington o 0 0 U1 3 11 WN.611A; UNLESS OTHERWISE NOTED. WN.4 rc � 4 U. EXTERIOR WALL TVPE TO BE WX.611,TYP.UON.REFER TO PLANS, 12 7A2.13-K _ ELEVATIONS,AND SHEET A1.00 FOR EXTERIOR FINISH WALL TYPES AND FO R 11 a EXTENT. WN.4 4 WX.6 - - 11 N6 Centennial Park 5J W LLC2 Bed Roo 11A w of WN.4 TYPEB 11A o MATERIAL LEGEND- FLOOR FINISHES �L AT U3 3'-101/z" '-8" 2'-61/z" '-0" 1'-0 fv ® CARPET Re172nd St NE and 67th Ave I I I I `v ® VINYL PLANK NE Arlington, WA 98223 I WN.6 '-2" 3'-91/2' 10'-21/2 SEE-FINISH MATERIAL KEY ON SHEET A6.00 FOR PAINT COLORS. BUILDING PERMIT U6 08/19/2019 U5 - - 3 KEYNOTE LEGEND This drawing is: WX.6 1.Copyright 2019 Dykeman,Inc. B 11A W A - KEYNOTE KEYNOTE TEXT 2.The Architect's Instrument of Professional Service. WX.6 °' 3.For use on this project only.Obtain Architect's B 11 v 05 5200.A1 18"DEEP BOLT-ON PREFABRICATED written permission for any other use or reproduction. U7 METAL BALCONY:ONE PIECE PROJECT _ 11A WN.4 - FULLY-WELDED ALUMINUMER 11A �L COAT FIINISHCONSTRUCT1O1/4"XI 3HA UMNDUM - WASLAT FLOOR.REF.TO STRUC. 2018-015 DRAWINGS FOR CONNECTION DETAILS. �- 9-0"NOM. Ug 077124.A1 DOWNSPOUT • WN.6 LIGN 101400.A7 UNIT SIGNAGE WITH LIGHTING 11A ALLS 1 11-K 129313.A7 BICYCLE RACKS MARK DATE DESCRIPTION W212-K 1 5'-0"NOM. WN'4 - - - 104413.E FIRE EXTINGUISHER CABINET 08/19/2019 BUILDING PERMIT U6 2 O WX.6 I-� � 114-0, 12R . l 9'- Stair K-EX1 � AQ ' - SEE DRAWING r A213 K --- 1/A1.12-K WizA4 -w a P a WX.6 PROJECT wxs 2 ---} - - PRINCIPAL IN CHARGE: MS 4.1 11 T PROJECT MANAGER: DH T _ _____ PROJECTCAARCHITECT:I DH JOB CAPTAIN: SZ A i A I I I I I I I I I I _-- Floor Plan - Level 1 - I A I B C C.1 1 IJ 1 D.1 D.2 ' E ) F FA KEY PLAN - Building K a �- 0 2' 4' 8' Buildin K- Floor Plan- Level 1 -Sector 1 Scale:1/4"=T-0" I NO TH 1 2 3 4 5 1 2 3 4 5 ' General Notes- Floor Plans A B C A. EXTERIOR DIMENSIONS ARE TO THE OUTSIDE FACE OF CONCRETE FOUNDATION WALLS,FACE OF MASONRY WALLS,OR TO THE OUTSIDE FACE OF STUDS UNLESS OTHERWISE NOTED.DIMENSIONS TO MASONRY UNITS ARE NOMINAL UNLESS OTHERWISE NOTED. B. DIMENSIONSAT UNIT DEMISING WALLS ARE TO CENTERLINE OF WALL. C. INTERIOR DIMENSIONS ARE TO THE FACE OF CONCRETE,MASONRY,OR 1 11 K FACE OF STUDS AT FRAME WALLS,AND TO CENTERLINE OF COLUMNS DYKEMAN OTHERWISE NOTED. A2.12-K + 04 - - - D. DIMENSIONS LOCATING DOORS,WINDOWS AND RELIGHTS ARE TO 3'+ NOMINAL MASONRY OPENING OR TO FINISH OPENING UNLESS ARCHITECTURE + DESIGN 129313.A1 OTHERWISE NOTED. .6 2 E. SEE WALL TYPES ON SHEETS A1.00 FOR TYPICAL WALL CONSTRUCTION WX.6 4'r. X.6 310 v d F. ALL NON-BEARING WALLS ARE FULL HEIGHT TO UNDERSIDE OF ROOF D ASSEMBLIES. � SEE DRAWING w 12R 14'-�0" 2R �-'r , - I i DECK OR FLOOR ABOVE. 1/A1.11-K R G. APPLY TWO(2)CONTINUOUS SEALANT BEADS BENEATH STUD TRACK AT `Stair EX --- q ALL EXTERIOR STUD WALLS. H. CONTRACTOR SHALL PROVIDE CONTINUOUS HORIZONTAL BLOCKING AT r iA2 13-K -- ALL WALL MOUNTED LAVATORIES,DRINKING FOUNTAINS,CASEWORK, ? WNDA d WX.6 _ MIRRORS,HANDRAILS,ETC.REFER TO ARCHITECTURAL INTERIOR CONSULTANT: 12A =w Ii i•Q r 12R ELEVATIONS. I. SEE DETAIL SHEET A6.01 FOR TYPICAL MOUNTING HEIGHTS FOR WALL i C MOUNTED ACCESSORIES AND EQUIPMENT. T - - J. SEE FLOOR FINISH PLANS FOR TRANSITION DETAILS AND THRESHOLDS. r K. ELECTRICAL PANELS,TRANSFORMERS,BOILERS,AIR HANDLING UNITS, WN.6 _ _-__-_ - - AND DUCTWORK WHEN SHOWN,ARE INDICATED FOR CONTRACTOR U7 11A f CONVENIENCE WN.4 . - L. SEE REFLECTED CEILING PLAN FOR CEILING MOUNTED EQUIPMENT. 5'-0 OM. --------t- r- r M. THE GENERAL CONTRACTOR SHALL PROVIDE CONCRETE HOUSEKEEPING PADS AT MINIMUM 31/2"THICK CONCRETE WITH 6 X6 Nd2.9 X 2.9 WWF - WNAY---------- ------- -� REINFORCING UNLESS OTHERWISE NOTED OR REQUIRED ELSEWHERE IN - "A �2R THESE DOCUMENTS.PAD DIMENSIONS SHALL BE A MINIMUM 4"GREATER IN HORIZONTAL DIMENSION THAN BASE OF THE EQUIPMENT MOUNTED g--2„ THEREON,UNLESS OTHERWISE NOTED.EXACT PAD LOCATIONS SHALL BE • VERIFIED IN THE FIELD. U6 WN.4 X g N. CONTRACTOR TO CONFIRM ALL CLEARANCE REQUIREMENTS AS NOTED ON DETAIL A6.01 and A6.02. - A 12R °p WX.6 O. REFER TO DETAILS ON SHEET 1IA7.10 FOR TYPICAL DOOR CLEARANCES. 9552 REGISTERED 11 - - - U7 - - - 4.2 P. SEE FLOOR PLANS AND BUILDING SECTIONS FOR LOCATION OF DETAILS ARC HITECT FOR TYPICAL FLOOR-TO-FOUNDATION,FLOOR-TO-WALL,WALL-TO-ROOF WN.6 WN6 w WNAWX.6 ASSEMBLIES AND HEADER,SILL AND SOFFIT CONSTRUCTION. WNA -Al IGN WALLS_ ++ Q. CONTRACTOR SHALL SEAL AROUND ALL PENETRATIONS AT FIRE RATED U5 U6 11A U9 °' A L AA ON STEVENS WALLS,INCLUDING BUT NOT LIMITED TO PIPING,DUCTS,CONDUIT,ETC., STATE OF wnsewciaN WITH FIRESTOPPING PER I.B.C.REQUIREMENTS. 6" WNA 4" -8' 6„- R. SEE EXTERIOR ELEVATIONS FOR WINDOW AND LOUVER TYPES AND ALIGN WALL DETAILS. S. SEE ENLARGED PLANS FOR ADDITIONAL DIMENSIONAL AND NOTE C WN.4 T. (TYPICAL WALLS: PROJECT e •to C "A � AT RESIDENTIAL UNIT INTERIORS WALL TYPE WN.411; • AT COMMERCIAL INTERIORS WALL TYPE WN.6+1A; Centennial Park In AT PLUMB WN.6 - I AT DEMISING WALLS,WALL TYPE WND.412A; lJ 11A PLUMBING WALLS,WHERE WATER CLOSET OCCURS,WALL TYPE U3 - ------ ---- - ----- US - WN.611A; the City of Arlington UNLESS OTHERWISE NOTED. Bed Room O U. EXTERIOR WALL TVPE TO BE WX.611,TYP.UON.REFER TO PLANS, - 103 7•-0" •-91/2• ELEVATIONS,AND SHEET A1.00 FOR EXTERIOR FINISH WALL TYPES AND FO R �L TYPE EXTENT. - - - - - - W A ' Centennial Park 5J � - ( DWI LLC L WX.6 Y11A N116 K Q MATERIAL LEGEND- FLOOR FINISHES AT 14'-5' '-10 •-2" A2.13-K a U10 Ui WX6 L ® CARPET 172nd St NE and 67th Ave WN.4 REF. O O WN.4 O WN.4 6 11 b VINYL PLANK NE ++A O O ++A - +1A 104413.B ® Arlington, WA 98223 SEE-FINISH MATERIAL KEY ON SHEET A6.00 FOR PAINT COLORS. BUILDING PERMIT WND.4 WNA 0-0 12A 11A REF. - 0 O - - U+ _ - 1 08/19/2019 WA o M KEYNOTE LEGEND This drawing is: _ -� a _ 1.Copyright 2019 Dykeman,Inc. B 05 5200.A1 WN.6 WN.6 KEYNOTE KEYNOTE TEXT 3.Foruse orn this project only.Obtain Arch tact s ice. B Bed Roo 11A 11A OS 5200.A1 18"DEEP BOLT-ON PREFABRICATED written permission for any other use or reproduction. ownhous METAL BALCONY:ONE PIECE _ _ �L U3 DW 077124.A1 TYP. FULLY-WELDED ALUMINUM • TYPE B Ug CONSTRUCTION WITH A POWDER - - - - - - T-4" I COAT FINISH.1/4"X 3"ALUMINUM121, 2018-015 WN.4 SLAT FLOOR.REF.TO STRUC. ++A 101400.A+ TYP. DRAWINGS FOR CONNECTION DETAILS. 13'-8" '-6" 077124.A1 DOWNSPOUT • WX.6 1 101400.A1 UNIT SIGNAGE WITH LIGHTING T -6" 12'-0" I 101400.A2 ROOMSIGNAGE MARK DATE DESCRIPTION 129313.A7 BICYCLE RACKS U9 OS/19/2019 BUILDING PERMIT ii �i �i i �i WNA WX.6 I 260125 ELE TRI AL PANEL 11A WX.6 K--,IRE€XTW ISHER A BIN 11A Stair K104 ---- - - 12R v - 8'-0" WX.6 10 1400.A2 11 WX.6 PROJECT WX.612R L R7 PRINCIPAL IN CHARGE:1 MS 260125 O PROJECT MANAGER: DH -TTq WX.6 PROJECTARCHITECT:I DH .'i JOB CAPTAIN: SZ ra. ai r- 2 e-• A Stair EX 10 < ° D 1 A �12-K - - L; .. :, . ... ..,... .: a ;.;.; �--------------------------------- --------- Floor Plan Level 1 KEY PLAN Building K A B C C.1 0 2' 4' 8' Ak Building K- Floor Plan - Level 1 - Sector 2 Scale:1/4"=T-0" . 1/4"=V-0" NO TH 1 2 3 4 5 1 2 3 4 5 General Notes- Floor Plans A. EXTERIOR DIMENSIONS ARE TO THE OUTSIDE FACE OF CONCRETE FOUNDATION WALLS,FACE OF MASONRY WALLS,OR TO THE OUTSIDE T B C D.1 D.2 E F F.1 G FACE OF STUDS UNLESS OTHERWISE NOTED.DIMENSIONS TO MASONRY 3.10- UNITS ARE NOMINAL UNLESS OTHERWISE NOTED. B. DIMENSIONS AT UNIT DEMISING WALLS ARE TO CENTERLINE OF WALL. C. INTERIOR DIMENSIONS ARE TO THE FACE OF CONCRETE,MASONRY,OR FACE OF STUDS AT FRAME WALLS,AND TO CENTERLINE OF COLUMNS DYKEMAN 1'-6" 20'-0" 12'-6" 4'-6" 5'-0" 2'-0" 2'-81/2" UNLESS OTHERWISE NOTED. WX.6 D. DIMENSIONS LOCATING DOORS,WINDOWS AND RELIGHTS ARE TO 11 6'-6" NOMINAL MASONRY OPENING ORTO FINISH OPENING UNLESS A2.11-K OTHERWISE NOTED. ARCHITECTURE + DESIGN E. SEE WALL TYPES ON SHEETS A1.00 FOR TYPICAL WALL CONSTRUCTION D WX.6 ASSEMBLIES. 10'-0" 2 11 F. ALL NON-BEARING WALLS ARE FULL HEIGHT TO UNDERSIDE OF ROOF D WX.6 WX.6 DECK OR FLOOR ABOVE. 0 1 11 0 1 G. APPLY TWO(2)CONTINUOUS SEALANT BEADS BENEATH STUD TRACK AT ALL EXTERIOR STUD WALLS. U9 H. CONTRACTOR SHALL PROVIDE CONTINUOUS HORIZONTAL BLOCKING AT ALL WALL MOUNTED LAVATORIES,DRINKING FOUNTAINS,CASEWORK, WN.4 MIRRORS,HANDRAILS,ETC.REFER TO ARCHITECTURAL INTERIORCONSULTANT: WX.6 DN 11q WNAELEVATIONS. 11A I. SEE DETAIL SHEET A6.01 FOR TYPICAL MOUNTING HEIGHTS FOR WALL WNAWN.4 MOUNTED ACCESSORIES AND EQUIPMENT. J. SEE FLOOR FINISH PLANS FOR TRANSITION DETAILS AND THRESHOLDS. _6 K. ELECTRICAL PANELS,TRANSFORMERS,BOILERS,AIR HANDLING UNITS, `a AND DUCTWORK WHEN SHOWN,ARE INDICATED FOR CONTRACTOR 101T US WN4 US CONVENIENCE. L. SEE REFLECTED CEILING PLAN FOR CEILING MOUNTED EQUIPMENT. M. THE GENERAL CONTRACTOR SHALL PROVIDE CONCRETE HOUSEKEEPING PADS AT MINIMUM 31/2"THICK CONCRETE WITH 6 X 6 NJ2.9X2.9 WWF 118 REINFORCING UNLESS OTHERWISE NOTED OR REQUIRED ELSEWHERE IN THESE DOCUMENTS.PAD DIMENSIONS SHALL BE A MINIMUM 4"GREATER U5 WN.4 IN HORIZONTAL DIMENSION THAN BASE OF THE EQUIPMENT MOUNTED • WN.4 WN.6 11A THEREON,UNLESS OTHERWISE NOTED.EXACT PAD LOCATIONS SHALL BE 11A 11A x yVN q W"4 VERIFIED IN THE FIELD. N. CONTRACTOR TO CONFIRM ALL CLEARANCE REQUIREMENTS AS NOTED _- - -- -0T ON DETAIL A6.01 and A6.02. O. REFER TO DETAILS ON SHEET 1/A7.10 FOR TYPICAL DOOR CLEARANCES. �95525'-0"NOM. 2'-0 2-6 P SEE FLOOR PLANS AND BUILDING SECTIONS FOR LOCATION OF DETAILS WNq WN4 1A WN.6 p _ Q. CONTRACTOR SHALL SEAL AROUND ALL PENETRATIONS AT FIRE RATEDU9 U9 ? - _ WALLS,INCLUDING BUT NOT LIMITED TO PIPING,DUCTS,CONDUIT,ETC., STATE OF wnsewciaN _ _ WITH FIRESTOPPING PER I.B.C.REQUIREMENTS. WX F. .6 - - U9 V11NAq R. SEE EXTERIOR ELEVATIONS FOR WINDOW AND LOUVER TYPES AND 11 O DETAILS. S. SEE ENLARGED PLANS FOR ADDITIONAL DIMENSIONAL AND NOTE C 2 - - - - - _ _ _ T. (TYPICAL WALLS PROJECT • C 3'-0" AT RESIDENTIAL UNIT INTERIORS WALL TYPE WNA 11; WX.6 WND.4 WN.4 AT COMMERCIAL INTERIORS WALL TYPEWN.611A; Centennial Park In 11 12q - 10 N W 16 AT DEMISING WALLS,R ORS PE WND.412A; WN.6 4 5'-0"NOM. U9 3 WX.6BL;MABINGWALLS,WHEREWATERCLOSETOCCURS,WALLTYPE the City of Arlington --I ,_6., WN.4 11 q UNLESS OTHERWISE NOTED. -A2.13-K U. EXTERIOR WALL TYPE TO BE WX.611,TYP,LION.REFER TO PS, _ I W A v PLANS,3.10- ELEVATIONS,AND SHEET A1.00 FOR EXTERIOR FINISH WALL TYPES AND FOR - EXTENT. wN6 W"' ' 4' Centennial Park 5J uLL11A 6„ W WNA WX.6 LLC 201 us _ us - 11 MATERIAL LEGEND-FLOOR FINISHES AT U3 s" o' ,3'-2' 077124.A, ® CARPET 172nd St NE and 67th Ave WN.4 ALIGN WALL O55200.A1 '-4" 5'-6" '-4" 5'-6" NE ® VINYLPLANK Arlington, WA 98223 WN.4 U8 WN.4 U9 - WX.6 �2A4 WNA in x 11A 6 W11 WX.6 o SEE-FINISH MATERIAL KEY ON SHEET A6.00 FORPAINTCOLORS. BUILDING PERMIT 11 11A - - u1 11 " 08/19/2019 3 - - - - - - - 3 I KEYNOTE LEGEND This drawing is: DW O O REF. 3 1 04 WNA 2,_0. 1.Copyright 2019 Dykeman,Inc. 1 A KEYNOTE KEYNOTE TEXT 2.The Architect's Instrument of Professional Service. B -- -- O O - - WX.6 10 1400.A1 3.For use on this project only.Obtain Architect's B 11 O5 5200.A1 18"DEEP BOLT-ON PREFABRICATED written permission for any other use or reproduction. WN4 5'_"NOM. U9 A METAL BALCONY:ONE PIECE 1 W N FULLY-W ELDED ALUMINUM W N.6 CONSTRUCTION WITH A POWDER PROJECT - - - - - _ 11A WN.4 COAT FINISH.1/4"X3"ALUMINUM 2018-015 SLAT FLOOR.REF.TO STRUC. WN.4 -•_6„ DRAWINGS FOR CONNECTION 11A DETAILS. U3 - 202 WN.4 N.4 - 077124.A1 DOWNSPOUT • 11A WNA 11A 101400.A1 UNIT SIGNAGE WITH LIGHTING OS 5200.A1 --- 11A ALIGN WALL 1 2. 10 FIRE EXTINGUISHER CABINET MARK DATE DESCRIPTION 11-K 4413.E A2.12-K 1 U7 U6 US - - OS/19/2019 BUILDING PERMIT 3.1 WX.6 1044133 r + 2 WND.4 , U2 12A 1 e SEEDRAWING� - iA2.13-K --- --- Stair K-EXi 1/A1.22-K U2 N --- --- - --- PROJECT 2 --- -- ; ' � PROJECT MANAGER: I DH U6 PROJECT DH U5 WX 6 JOB CAPTAIN:CHITECT: SZ A OFloor Plan - Level 2 - A E F FA C, KEY PLAN Building K a �- 0 2' 4' 8' Building K- Floor Plan - Level 2-Sector 1 Scale:1/4"=T-O" WIN WIA NO TH \ 1 2 3 4 5 1 2 3 4 5 General Notes- Floor Plans A. EXTERIOR DIMENSIONS ARE TO THE OUTSIDE FACE OF CONCRETE FOUNDATION WALLS,FACE OF MASONRY WALLS,OR TO THE OUTSIDE T T FACE OF STUDS UNLESS OTHERWISE NOTED.DIMENSIONS TO MASONRY B CC.1D.2Ty T UNITS ARE NOMINAL UNLESS OTHERWISE NOTED B DIMENSIONS AT UNIT DEMISING WALLS ARE TO CENTERLINE OF WALL. C. INTERIOR DIMENSIONS ARE TO THE FACE OF CONCRETE,MASONRY,OR FACE OF STUDS AT FRAME WALLS,AND TO CENTERLINE OF COLUMNS DYKEMAN 20'-0" 12'-6" 4'-6" 51-0" -81/2" UNLESS OTHERWISE NOTED. D. DIMENSIONS LOCATING DOORS,WINDOWS AND RELIGHTS ARE TO NOMINAL MASONRY OPENING OR TO FINISH OPENING UNLESS ARCHITECTURE + DESIGN WNA iiq 2 ° 1 ° OTHERWISE NOTED. 1 11 K E. SEE WALL TYPES ON SHEETS A1.00 FOR TYPICAL WALL CONSTRUCTION ASSEMBLIES. p A2.12-K 1 U6 US _ _ _ F. ALL NON-BEARING WALLS ARE FULL HEIGHT TO UNDERSIDE OF ROOF p DECK OR FLOOR ABOVE. - - - View D,l- WX.6 10gg13,g G. APPLY TWO(2)CONTINUOUS SEALANT BEADS BENEATH STUD TRACK AT ALL EXTERIOR STUD WALLS. 12R �- 2 H. CONTRACTOR SHALL PROVIDE CONTINUOUS HORIZONTAL BLOCKING AT WND.4 �L � 3'10- ALL WALL MOUNTED LAVATORIES,DRINKING FOUNTAINS,CASEWORK, SEE DRAWING 12A U2 a MIRRORS,HANDRAILS,ETC.REFER TO ARCHITECTURAL INTERIORCONSULTANT: 1/A1.21-K 1 ELEVATIONS. 4 - - � - - 4 I. SEE DETAIL SHEET A6.01 FOR TYPICAL MOUNTING HEIGHTS FOR WALL - - - - MOUNTED ACCESSORIES AND EQUIPMENT. A2.13-K --- --- -_ Stair K-EX1 J. SEE FLOOR FINISH PLANS FOR TRANSITION DETAILS AND THRESHOLDS. U2 ---_ _-- - K. ELECTRICAL PANELS,TRANSFORMERS,BOILERS,AIR HANDLING UNITS, 2 -_ AND DUCTWORK WHEN SHOWN,ARE INDICATED FOR CONTFACTOR 6'-7" 3'-10" 10'-7" - - CONVENIENCE. L. SEE REFLECTED CEILING PLAN FOR CEILING MOUNTED EQUIPMENT. _ -_ _ - M. THE GENERAL CONTFACTOR SHALL PROVIDE CONCRETE HOUSEKEEPING U6 U5 WX6 - -- -- PADS AT MINIMUM 31/2"THICK CONCRETE WITH 6X6NV2.9X2.9 WWF _ _ ___ REINFORCING UNLESS OTHERWISE NOTED OR REQUIRED ELSEWHERE IN 3I� - I � THESE DOCUMENTS.PAD DIMENSIONS SHALL BE A MINIMUM 4"GREATER _ _ - -- --- IN HORIZONTAL DIMENSION THAN BASE OF THE EQUIPMENT MOUNTED • ----- -_ THEREON,UNLESS OTHERWISE NOTED.EXACT PAD LOCATIONS SHALL BE 11A - - _ VERIFIED IN THE FIELD. U3 - ?yP- `_-1, - L. - N. CONTRACTOR TO CONFIRM ALL CLEARANCE REQUIREMENTS AS NOTED -- 1 N.6 203 „ 101400.A1 - _ A -- _ ON DETAIL A6.01 and A6.02. O. REFER TO DETAILS ON SHEET 11A7.10 FOR TYPICAL DOOR CLEARANCES. 9552 WN.6 WNA .. ,,I REGISTERED _ _ _ _ P. SEE FLOOR PLANS AND BUILDING SECTIONS FOR LOCATION OF DETAILS ARCHITECT 11A FOR TYPICAL FLOOR-TO-FOUNDATION,FLOOR-TO-WALL,WALL-TO-ROOF - WNAWN 4 WX6 ASSEMBLIES AND HEADER,SILL AND SOFFIT CONSTRUCTION. 10 5'-0"NOM. 11A 12R Q. CONTRACTOR SHALL SEAL AROUND ALL PENETRATIONS AT FIRE RATED WALLS,INCLUDING BUT NOT LIMITED TO PIPING,DUCTS,CONDUIT,ETC., A L AA ON STEVENS - - 4.2 WITH FIRESTOPPING PER I.B.C.REQUIREMENTS. STATE OF WASHINGTON -- -- __ US WX.6 g R. SEE EXTERIOR ELEVATIONS FOR WINDOW AND LOUVER TYPES AND REF. W U2 DETAILS. D O O 10 S. SEE ENLARGED PLANS FOR ADDITIONAL DIMENSIONAL AND NOTE C U - - - - - - - - - 5 T. (TYPICAL WALLS: "• • C �/ ALIGN AT RESIDENTIAL UNIT INTERIORS WALL TYPE WNA 11; WX.6 11 WND.4 - - _- - ---- - --- WALLS AT COMMERCIAL INTERIORS WALL TYPE WN.611A; 12A 3 WN.4 1,1rNq AT DEMISING WALLS,WALL TYPEWND.412A; Centennlal Park In Uy WN.4 AT PLUMBING WALLS,WHERE WATER CLOSET OCCURS,WALL TYPE Ui6 WN.611A; the City of Arlington GL UNLESS OTHERWISE NOTED. 05 5200.A1 LIGN 5'-10" 8'-0" U. EXTERIOR WALL TYPE TO BE WX.611,TYP.UON.REFER TO PLANS, ALLS IGN ELEVATIONS,AND SHEET A1.00 FOR EXTERIOR FINISH WALL TYPES AND FO R EXTENT. 14'-1" U3 077124.A1 TYP. v I U6 U5 I I � Centennial Park 5J LLC 204 WN.6 MATERIAL LEGEND- FLOOR FINISHES AT 11A WN.6 WN.4 w MR]- 11A - 5 ® CARPET 172nd St NE and 67th Ave WNA = N E WX.6 3 1 - 11A •-6" WN-4 A213K LIGN ® VINYL PLANK Arlington, WA 98223 O _ 11 - o 5'-0"NOM. - US ALL O 6 WX.6 a WNDA =7WN.4o 11 SEE-FINISH MATERIAL KEY ON SHEET A6.00 FOR PAINT COLORS. BUILDING PERMIT 12A I• 10 WX.6 08/19/2019 - - - 6 KEYNOTE LEGEND This drawing is: WX.6 O 1.Copyright 2019 Dykeman,Inc. KEYNOTE KEYNOTE TEXT 2.The Architect's Instrument of Professional Service. B - -� � 2'-10' _� � WNA _ 3.For use on this project only.Obtain Architect's B WN.6 O 11A OS 5200.A1 18"DEEP BOLT-ON PREFABRICATED written permission for any other use or reproduction. Z = U9 U9 U9 METAL BALCONY:ONE PIECE WN.4 WN.6 - W - WNA FULLY-WELDED ALUMINUMPROJECT '-0"NOM�2'-0" 11A 111A A 26"U7 11A CONSTRUCTION WITH A POWDER COAT FINISH.1/4"X 3"ALUMINUM - -- SLAT FLOOR.REF.TO STRUC. 20 18-01 G J DRAWINGS FOR CONNECTION YyN 4 DETAILS. 104T WNA WN.6 3 WN.4 077124.A1 DOWNSPOUT • _ 11A 11A WN.4 101400.A1 UNIT SIGNAGE WITH LIGHTING U8 US 11A 104913.E IFIRE EXTINGUISHER CABINET MARK DATE DESCRIPTION -'-6" 5'-5 1'-6" 5'-0" OS/19/2019 BUILDING PERMIT " W N.4 U5 US WN.4 WX.6 11A WNA WNA WN.4 6 �N ALIGN WALLS V- WX.6 "• JECT TEAM: -7 - - - PRINCIPAL IN CHARGE:(MS- - - - 7 w PROJECT MANAGER: DH - WX.6 - - - �^ - - - 7.2 PROJECT ARCHITECT:(DH 12R JOB CAPTAIN: SZ y i ... A WX.6 4'-621/32" A Floor Plan - Level 2 - 2 ---------------- �12 KEY PLAN Building K l A 1 B C C.1 1 D 1 D.1 D.2 E FA 0 2' 4' 8' a • Building K- Floor Plan-Level 2-Sector 2 \� ��/ ��/ Scale:1/4"=T-O" I 114"=V-0" NO TH 1 2 3 4 5 ' ' •• • DYKEMAN 1 ■ ■ ■ ■ W ■ ■ '■. ARCHITECTURE + DESIGN - Ilnllllllllnll.- __ - -�.- - - - - - - - - - - - -�_�- -■ ■ ■ ■-+ 1111111Illnlnl .—d,kamanne 1716WtM V D l ve 111111111111111111111111111111111llllllllllllllllllllnllllllllllllllllllllllll • •-•:• • . • : :'• 425.259.3161 m 2ndF .r/E ,WA98201 IN11111111111111llllllllllnlllllllllll •. -. •:= .' -=. . . .- . . : . _ . 1111111111111111111111111111111111111111111111111111111111111111111111111111111111 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 11 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 -•' . • ' ' '� '•' -•� CONSULTANT: 111111111111111111111111111111111l11111111111111111111111111111111111111111111 .' '- • . '- • IAllllllllllllllll11111111111111111111 ' ' '- " • 111111111111111111111111111111111111111 "• •• '• • ' ' • • ' " 11111111111111111111111111111111111111 • '- - �' - - " 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 11 I l l l l l l l l l l l l l l n l n l • '- .- ' '- ' •• '• 11111111111111111111111111111111111111 © .' �II�II�1�1�11�1�1�1�1�1�1�1�1�1�1�1�11�1�1�1�1�1�1�1�1�1�11�1�1�1�1�1�1�1�1�11�1�1 � • ' : _ , ' • _ • _ _ 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 ! I 1 1 i■ 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 .•' ' . •.. REGISTRATION STAMPS: 1111111111111111111111111111111'.111 IILl�llllllllllnllllllllllllllllllllllll - •, •, - 11111111111111111111111111111111111'll'I'lllllllllllllllllllllllllllllllllllllllll '• •. '• ' ' _ . •�. •- ' - • • ' Illlllllllllllllllllllllllllllllllulul 1111111111111111lI11111111111111111111 . - - .. . .- - . ...- ... REGISTERED. Inllllllllllllllllllllllllnllllllllnll •- • :•- : " : . ..- . . .-.. 1 1 1 : r 1 1 1 1 1 r r 1 1 1 1 1 11 1■1 1 1 1 1 1 1 1 1 1 11 1 1 1 1 1 1 1 ►►,- i�_II_■!�■_■_52_ ll � nl■_■_�■_■_■�.! 1 ! I � 1 1 1 1 1 1 1 1 1 1 1 1 1 �-�-U 1 1 ' ' • ' ' Il ■_._■_■ n, _l _�1■1■1■1■1■1■1■1■�■I�`■■■ 1■1■1■® 1 l �vQi��2•__ �i�iQGQ__.,A_vim iQpQ4__ �G.s._`_`_�_._�_�4® — �G��-J��i��i�v i��i�-.-- —■.-- ■ •- © @,,,�'I I I I I I I I I •I I I I•■!■I� i[7�� P�e—�E� ,, ® © •• • -•- PROJECT IDENTIFICATION:, Centennirk in II y ■ I I el�ii1111h�1 IIFArlington _ � �_ I�_I ._I ._I. ,�o�i,■nl r-,� _I,_ ll. .,1,��1�,��I,.��i��® ICI o _ i 111Ir ff - . • 5 III I I == Centennial Park 5J IIII'I� �I !I ■ ■ :-■I;I . ===m=_ ••' IIlII 111 LLC 1m�l` 1 'ems ... �-i ----- ---- �:��. A m Iriiiilii'lillliiiiiiii�dIIIIIIIIIIIIIIIIIQIIIIIIIIIIIII�IIEiiI ! I ! ! I I I I�IIIIIN 1 1 1 1 1 i!1 1 11 1 1 1 1 1 1 1 1 N 1 1 III'1 II172nd St NE and - 'I I 1 ! ! ! ! I IIIIIII I �IllEalll�ll I I I I I IIII i l l 1� � 11■ICI,II� �II�I��,,� II�I®II,�I,�I.�Im■� ,, I ! — Arlington, . .: 223 1 IIIIIIIIIIIWId� �n��la.��III�ILlllllll .lfllll . IIIIII !I II !I!I!I! i -■■■■■■ PERMIT p■! 1 1■��1IIIIr 11IIIIIII1I!11! ��, .11 .--. . .- m \I!n!■11®I■!■I■!■I■!■I■!■I■!■I■lmiui��■�dlllil�■II■II■II■Iliellnn■■ ■7In liiii!!ll m ■ ■I m /• ' / ' ®vel®• ve2 The Architects Instrument of Professional Service. - - • ■ T is 1.Copyright 2019. ykeman,Inc. �" I I II I I I I I I I I IIn�l m pilillll :� :.• . : >il IIIIIIII IIIIIIII IIl11l1 �I� �! � —�- � 0 written pe-!,,I,nfr,ny.1h,r",e,r,p,d,�ti,", PROJECT NUMBER: .. ': •. I I I I ,III .II 6.IL�L�i�1�III��,,�L��■ I,i. �=�_ - _ I _.._:.._.._..,_��,�... i ,IIII II i c � �_ -� ta^�• �• REVISIONS: MARK- �111 u, ml■ :_m �� 'ATE DESCRIPTION r Pill lI1 I.I,l 1p,Il llil.iYl l i!l n.l■■I �;■®i l�i liIiIl�I1 llI ll lIlI.lI1 dI I hI l I.I1 II�I�II�IIIIII I_I1lI l I.IIiII.i�Llu 1 .10111. .I 11 0 .1. 1.1. 1..1..1..1.1.1. 1. 1... I.1..1.. . � .. . . .. .., 1 `` ` ®.1`�,�I �II,II�� ■�®1�1■1■� PROJECT TEAM:11111111111111111111111111111111111111111191 1111 I III■11.11�11m' IIL11■111■11■IOJECT MANAGER: CH lllllm��l■11■11■III■11■11.11 � PROJECT JOB CAPTAIN: Sz ® DRAWING TITLE: ti6�ci Floor Building K \ _ DRAWING NUMBER: IN 111111 A1 .31 —K 1 • . DYKEMAN ■ ■ ARCHITECTURE + DESIGN /E II 1776 West Marine View Drive III I II II IIII III III `I IIIIIIIIIII a III III IIII IIIIIIIIIII,• i ' "® „ -••• • • • . , a 425.259.3161 (T) 2nd Floor vere tt,WA 98201 III I I� I I I I I I`� I I I III I I I I II�r■O��III '. CONSULTANT: .:■II■i■lu■L■11■II■I■II■I■II■I■II■I■II■II■I■II■II■II■I■II■i■lu■li■I■II■I■II■I■II■�■I�■■■■u■I':;j ••- •- Imillions i • . :. • ; • . �I�I��I� I,II,IhII�Vu�II,II,II,II ,IH,�,,��,��II �� . � . . :: . . • -: � ;,'II■I: 11■II■I:'I 11■III■ 5 ■ ■ ■ ■ ■ ■ ■ ■ ■ °—.!I • •. ..• ♦. __■_!___!! !■--■� I!__!■ ■!I 14��■161N111�11�11111611�11■1r �� 1 ��IIi I ia1«: REGISTRATION STAMPS: REGISTERED - zMl STATE OF WASHINGTON _,I III I I I I ��I� s � ^�, - .. . . . . : . ►► IIII II ■��_":..,,' • \ 0,,ic _• it .III • • •- ' -• • • - - -- - .:. � --_ — -- — -- ® , i■� � PROJECT IDENTIFICATION: Centennial -. ■ ■ I I I I I I I I I I I ,��iY�__�E,_ -,■nnm•••••___ the City — - 11 • Arlington IF110111111111111 •!! IIIII1 II I I n r_! ■■_��yL1Y�lYYY■■■■■I■IIIIIIIIIIIINI _ Centennial Park 5J AT 172nd St NE and 67th Ave millillill Arlington, WA 98223 - - III I I �i �' ®� i ■m■ ■ PERMITNE NTON This drawing is: !win in NINE 1.Copyright 2019 n�♦♦�Y33v�♦.J♦:w,.�`.�3��30:♦♦�.��,�r, iJo��..- ♦�1o�m�®<.�fi�F♦:va®�mwiv♦. :S.♦sii�•♦voJ.v.Q♦♦voaln _r_i _ units �il��n�■ ■ ■��■ ■ ■ ■ ■ '�IIIIIII�` ■�IIIIIIIIIIIIIIIIIIIIII�I�I�IMIIIIIIII�I2 The Architects : Professional _ r 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 11 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 PROJECT NUMBER: IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII - ': ... . . 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 11 1 1 1 1 1 1 1 1 .�.. ..•.- •. -• : • 11111111111111111111111111111111 -•�.�-_�_■IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I I l i■I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 �.• REVISIONS: 1111111111111111111111111111111111111111111�-IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII� �� ' 11111111111111111111111111111111111111111111111111111111111111111111111111111MARKDATE . DESCRIPTION- - 1111111111111111111111111111111111111111111111111111111111111111111111111111111 1111111111111111111111111111111111111111111111111111111111111111111111111111111111� 11111111111111111111111111111111111111111111111111111111111111111111111111111 0 11111111111111111111111111111111111111111111111111111111111111111111111111111 11111111111111111111111111111111111111111111111111111111111111111111IIIIIIIIIII PROJECT TEAM: _____oil__�_I.,_,_,_,_,_,-1 1 1 1 1 1 1 1 1 1 1 1 1 1PRINCIPAL IN CHARGE:1 MS .1IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIPROJECT ARCHITECT: LH I� miI�I�II�I�I�I�N�INmi •=CAPTAIN. 1 0ll� DRAWING TITLE: Floor - 000 ® O O 00® OBuilding \ DRAWING NUMBER: Al -32-K 1 2 3 4 5 General Notes-Roof Plans A. ROOF ELEVATIONS SHOWN ARE TO TOP OF ROOFING MATERIAL. B. SET INTERMEDIATE HEIGHT AS REQUIRED TO PROVIDE THE SLOPES INDICATED. C. PROVIDE TAPERED INSULATION CRICKETS CREATING POSITIVE DRAINAGE. D. REFER TO ROOF MANUFACTURERS STANDARD DETAILS FOR FLASHING AND INSTALLATION INSTRUCTIONS AROUND ROOF OPENINGS AND PENETRATIONS. MATERIAL LEGEND- ROOF DESIGN D ROOF-ASPHALT SHINGLES _ _ 1 1716 West MaH,e D TIT C.1T F F 1 G ROOF-ICE&WATER SHIELD 0.1 — - ---- -_ ROOF-TPO CRICKETSCONSULTANT: ----- ------- ---------- II _ Ili ill 07712301 I I; I I I I III I 077226.A, ''' KEYNOTE LEGEND II 2/1-0" 2"/1'-0" KEYNOTE KEYNOTE TEXT 073113 ASPHALT SHINGLES 07712301 PREFINISHED GUTTER • 077226.A1 I ROOF VENTILATOR 9552 REGISTERED ARCHITECT A AA ON EVENS 07712301 i i II STATE OF WASHTNGTON C lii •-• IDENTIFICATION: C II II Centennial Park in - - -----_----------#________________ ___ IE===__'' - - the City of Arlington FOR ® III Centennial Park 5J LLC II AT 21/1,TO., 172nd St NE and 67th Ave 2"/1'-O" Arlington, WA 98223 BUILDING PERMIT ------- -- - I-_-__ 08/19/2019 rT1 __-- 4.2 _ ___________.__ This drawing is: — - - - --------------- ------------- — I i — 1.Copyright 2019 Dykeman,Inc. 2.The Architect's Instrument of Professional Service. B 3.For use on this project only.Obtain Architect's B written permission for any other use or reproduction. 07712301 I I M j PROJECT NUMBE• ® 2018-015 I I I I I II I II II II MARK DATE DESCRIPTION ---- --------- -------- ------- ----------------- - -- 0 8/1 912 01 9 BUILDING PERMIT ; 07712301 07 3113 2" V-O^ ® 2^/1'-0^ I�II IPROJECT II II PRINCIPAL IN CHARGE:1 Ms ---- ------- -------- ----- --- — PROJECT MANAGER: I DH _ +_-Ji — — PROJECT ARCHITECT:I D--- H 7z JOB CAPTAIN: I SZ A 0 A Roof Plan - Building K a �- 0 4' 8' 16' Ak 1/8- 8 i�V-0" K- Roof Plan Scale:l/s^=1'-0^ NO TH • 1 2 3 4 5 1 2 3 4 15 General Notes-Reflected Ceiling Plans A. ALL GWB.CEILING SCREW TO FLOOR JOIST MOUNTED RESILIENT CHANNELS, OR DIRECT SCREWS TO ROOF TRUSSES ABOVE,UNLESS OTHERWISE NOTED. B. PROVIDE SEISMIC BRACING AT ALL SUSPENDED CEILINGS.REFER TO TYPICAL CEILING DETAILS SHEET A9.30. C. CEILING AND SOFFIT HEIGHTS ARE FROM FINISHED FLOOR UNLESS OTHERWISE NOTED. D. CEILING TYPES-REFER TO MATERIAL LEGEND THIS SHEET. DYKEMAN E. PROVIDE CONTINOUS MEMBRANE AT RATED AT RATED FLOOR/CEILING AND ROOF/CEILING ASSEMBLIES ABOVE ALL SOFFITS AND LOWERED CEILINGS. F. ROOF CONSTRUCTION ASSEMBLIES-REFER TO BUILDING SECTIONS AND ROOF PLANS. ARCHITECTURE + DESIGN G. STRUCTURAL ELEMENTS ARE SHOWN FOR CONTRACTOR CONVENIENCE. REFER TO STRUCTURAL DRAWINGS FOR ACTUAL SIZE,LOCATION AND D SPACING. C H. MECHANICAL ELEMENTS ARE SHOWN FOR CONTRACTOR CONVENIENCE. —dyke-- 1716 - I. LOCATIONS OF SMOKE ALARMS,EMERGENCY LIGHTING,NIGHT LIGHTS AND EXIT SIGNAGE-REFER TO ELECTRICAL DRAWINGS. J. DOMESTIC WATER PIPING AND SPRINKLER PIPE NOT SHOWN FOR CLARITY. CONTRACTOR TO COORDINATE INSTALLATION OF THESE ELEMENTS WITH A B C C.1 T D.1 D.2 E F F.1 G THOSE OF ALL OTHER TRADES. CONSULTANT: K. GWB CEILINGS TO BE INSTALLED PER MANUFACTURER'S REQUIREMENTS. L. REFER TO FINISH SCHEDULE FOR ADDITIONAL INFORMATION. M. WHERE SOFFITS OCCUR ABOVE CASEWORK UPPER CABINETS,SOFFIT ELEVATIONS ARE PROVIDED FOR REFERENCE.COORDINATE SOFFIT ELEVATION WITH CASEWORK AND REQUIRED VERTICAL CLEARANCES.REFER TO INTERIOR ELEVATIONS FOR ADDITIONAL INFORMATION. 111 I I I I I 0.1 — al KEYNOTE LEGEND 9552 REGISTERED ARCHITECT ' KEYNOTE KEYNOTE TEXT •i.. ° A L AA ON STEVENS STATE OF WASHINGTON OTS OPROJECT Centennial Park in TS O the City of Arlington FOR 8'-0"`4'. ;:,I a'-D. MATERIAL LEGEND- RCP Centennial Park 5J LLC I GYPSUM CEILING BOARD-DROP CEILING GYPSUM CEILING BOARD-ATTACHED TO AT STRUCTURE 172nd St NE and 67th Ave — 8'-0^ 8'-0 .;{ { { 8'-0" FIBER CEMENT SOFFIT NE Arlington, WA 98223 OTS 0'-0" CEILING TAG-CEILING ELEVATION FROM BUILDING PERMIT FLOOR LEVEL 08/19/2019 OPEN TO STRUCTURE ABOVE-PAINT -�' _' This drawing is: SLOPED CEILING SLOPED WITH STRUCTURE •^ _ S 1.Copyright 2019 Dykeman,Inc. B 8'_0„ -_;-'+,"r.7:,'f'.. 4�' ,i-•,,;;;,;;,;;;,,y.,, ICI 2.The Architect's Instrument of Professional Service. $ SPOT ELEVATION 3.For use on this project only.Obtain Architect's B written permission for any other use or reproduction. PROJECT NUMBER '-"°.:' "�' •';J; I' SEE-FINISH MATERIAL KEY ON SHEET A6.00 FOR PAINT COLORS. 2018-015 I I I I a'_0„ I e I I I • FIXTURE LEGEND- RCP MARK DATE DESCRIPTION 08/19/2019 BUILDING PERMIT e 0 " '"` ° CEILING FAN:2-STORY LOFTS a - OTS 5.5"LED RECESSED CAN LIGHT:CLOSETS AND o O O HALLWAYS U — 0 7"LED RECESSED CAN LIGHT:PRIMARY SPACES ° OTS ZI BATHROOM FAN WITH HEATER PROJECT PRINCIPAL IN CHARGE: MS ° — — — EXHAUST DUCT PROJECT MANAGER: DH PROJECT PROJECT ARCHITECT: L. JOB CAPTAIN: A A L I 1 _ RCP - Building K 7.2 I I I I I o a' a' 16' A Ak AB Q �., Scale:1/8=T-0" NO TH • Building K-RCP-Level P 2 Building K- RCP- Level 1 1 2 3 4 5 1 2 3 4 15 General Notes-Reflected Ceiling Plans A. ALL GWB.CEILING SCREW TO FLOOR JOIST MOUNTED RESILIENT CHANNELS, OR DIRECT SCREWS TO ROOF TRUSSES ABOVE,UNLESS OTHERWISE NOTED. B. PROVIDE SEISMIC BRACING AT ALL SUSPENDED CEILINGS.REFER TO TYPICAL CEILING DETAILS SHEET A9.30. C. CEILING AND SOFFIT HEIGHTS ARE FROM FINISHED FLOOR UNLESS OTHERWISE NOTED. D. CEILING TYPES-REFER TO MATERIAL LEGEND THIS SHEET. DYKEMAN E. PROVIDE CONTINOUS MEMBRANE AT RATED AT RATED FLOOR/CEILING AND ROOF/CEILING ASSEMBLIES ABOVE ALL SOFFITS AND LOWERED CEILINGS. F. ROOF CONSTRUCTION ASSEMBLIES-REFER TO BUILDING SECTIONS AND ROOF PLANS. ARCHITECTURE + DESIGN G. STRUCTURAL ELEMENTS ARE SHOWN FOR CONTRACTOR CONVENIENCE. REFER TO STRUCTURAL DRAWINGS FOR ACTUAL SIZE,LOCATION AND D SPACING. C H. MECHANICAL ELEMENTS ARE SHOWN FOR CONTRACTOR CONVENIENCE. —dyke-- 1716 Mari- I. LOCATIONS OF SMOKE ALARMS,EMERGENCY LIGHTING,NIGHT LIGHTS AND EXIT SIGNAGE-REFER TO ELECTRICAL DRAWINGS. J. DOMESTIC WATER PIPING AND SPRINKLER PIPE NOT SHOWN FOR CLARITY. �\ �\ CONTRACTOR TO COORDINATE INSTALLATION OF THESE ELEMENTS WITH A B ( C ) C.1 ( D [ D.1 D.2 E 1 F ' F.1 G THOSE OF ALL OTHER TRADES. CONSULTANT: Y Y Y K GWB CEILINGS TO BE INSTALLED PER MANUFACTURER'S REQUIREMENTS. L. REFER TO FINISH SCHEDULE FOR ADDITIONAL INFORMATION. M. WHERE SOFFITS OCCUR ABOVE CASEWORK UPPER CABINETS,SOFFIT ELEVATIONS ARE PROVIDED FOR REFERENCE.COORDINATE SOFFIT ELEVATION WITH CASEWORK AND REQUIRED VERTICAL CLEARANCES.REFER TO INTERIOR ELEVATIONS FOR ADDITIONAL INFORMATION. 0.1 zz I ..a p•,. ., 1:,'�_.: a,-p• �1112 Q? KEYNOTE LEGEND TTT T T G ARCHITECT _ KEYNOTE KEYNOTE TEXT -'..:;�<�':L�.�,;�•�-.:-:'�'-' -,....^::'.." .}''�.;:•.::�.,.:.',:.•_..:...:."":'_:r'.:' '','"..•C STATE OF WASHINGTON c � Y`, — 2 . 4 c • . • 8.4. m [ m SLOPED ^�`, ,[ + (8 0 ,G4 Centennial Park in I B.-G. m � I I 8' p the City of Arlington o FOR MATERIAL LEGEND- RCP Centennial Park 5J UL _3 GYPSUM CEILING BOARD-DROP CEILING L L C 3 — — _ _ _ _ m..� m .,� ♦�, 8 0 .i GYPSUM CEILING BOARD-ATTACHED TO AT {� T-7" -0" ��'.t.^ STRUCTURE ' "° "- � 172nd St NE and 67th Ave " FIBER CEMENT SOFFIT NE F 3.1 3.1 Arlington, WA 98223 CEILING TAG-CEILING ELEVATION FROM BUILDING PERMIT FLOOR LEVEL 08/19/2019 f.i L';'•' OTS OPEN TO STRUCTURE ABOVE-PAINT This drawing is: SLOPED OTS SLOPED CEILING SLOPED WITH STRUCTURE 1.Copright 2019 Dykeman,Inc. g - _ 2.They Architect's Instrument of Professional Service. B 8'-0" 8'-0" T-T a'-o' 6'-0 SPOT ELEVATION project Y "� 3.For use on this ro ect only.Obtain Architect's `{ written permission for any other use or reproduction. ; 0 0 �---.,:�_- -.."= ' SEE-FINISH MATERIAL KEY ON SHEET A6.00 FOR PROJECT NUMBER -� PAINT COLORS 2018-015 m y, y^ ,�,,; SLOPED 0 ;-..a FIXTURE LEGEND- RCP MARK DATE DESCRIPTION 08/19/2019 BUILDING PERMIT f 1 CEILING FAN:2-STORY LOFTS - UU�� 5.5"LED RECESSED CAN LIGHT:CLOSETS AND a .: t e ° HALLWAYS 0 7"LED RECESSED CAN LIGHT:PRIMARY SPACES a o f •F•:^�. �,_,_• �� +L O BATHROOM FAN WITH HEATER -�• PRINCIPAL IN CHARGE:I MS EXHAUST DUCT PROJECT MANAGER: DH =i'f:- :'.Y; r ... P." g-p• 8 0 ,';.{, PROJECT ARCHITECT:I DH %.;�'. ';J._ •:' JOB CAPTAIN: SZ 3 A A RCP Building K zz 0 4' 8' 16' 64 Scale:1/8"=T-0" NO TH • Building K-RCP-Level 2 2 Building K- RCP- Level 3 1 2 3 4 5 1 2 3 4 15 General Notes - Exterior Elevations A. EXTERIOR MATERIAL TYPES-REFER TO MATERIAL LEGEND THIS SHEET. B. DOWNSPOUTS SUPPORTS-FOR DOWNSPOUTS UP TO 12'-0"IN LENGTH PROVIDE 2 PREFINISHED METAL STRAPS(TOP AND BOTTOM).12'-0"AND G F.1 F E D C A LONGER PROVIDE 3 PREFINISHED METAL STRAPS(TOP,MIDDLE AND BOTTOM). C. WALL TYPES-SEE SHEET A1.00 D. SEE SHEETS A7.13,A7.14 AND A7.15 FOR TYPICAL DOOR AND WINDOW DETAILS . E. REFER TO DETAIL A11A7.13 FOR TYPICAL WINDOW FLASHING SEQUENCING F. EXTERIOR DETAILS-SEE A8.00 SERIES SHEETS 077226.A1 G. KNOX BOX-PROVIDE A KNOX BOX AT EACH BUILDING AS SPECIFIED. — — COORDINATE LOCATION WITH THE OWNER AND THE FIRE MARSHAL Top of Roof /1 H. ALIGN FIBER CEMENT PANEL HORIZONTAL JOINTS AT BUILDING CORNERS,TYP. ARCHITECTURE + DESIGN 40'-6.6" D FXz KEYNOTE LEGEND KEYNOTE KEYNOTE TEXT 07 7123 01 05 5200.A1 18"DEEP BOLT-ON PREFABRICATED METAL BALCONY:ONE PIECE FULLY-WELDED ALUMINUM CONSTRUCTION WITH A POWDER COAT l)pper ROOF Plate FINISH.1/4"X 3"ALUMINUM SLAT FLOOR.REF.TO STRUC. CONSULTANT: 1/2" DRAWINGS FOR CONNECTION DETAILS. 233800 073113 ASPHALT SHINGLES V2-F 07 7124.A1 07712301 PREFINISHED GUTTER a 077124.A1 DOWNSPOUT O5 5200.A1 ---------__ T 077226.A1 ROOF VENTILATOR FX4 _ _ _ Level 3 081000.A1 DOOR PER SCHEDULE 085313 VINYL WINDOWS Lower Roof Plate 10L116OA1 UNIT SIGNAGE WITH LIGHTING V14-F v2 19'-6 1/2" 233800 VENTILATION HOODS I I v3 I I .. • — — — V12-1 _ LeV212 ITII 10'-6 �9552REG STATE OF WASHINGTGN _ Levele — — 0„ c PROJECT • C FX1 _ _ _ _ I _ Level Pa�rkin0„ Centennial Park in the City of Arlington B FOR 2 Buildin K- North Elevation Centennial Park 5J 1/8"_V-0" LLC AT 172nd St NE and 67th Ave NE Arlington, WA 98223 7.2T s a.z 3.1 z a1 BUILDING PERMIT 08/19/2019 07 7226.A7 This drawing is: 1.Copyright 2019 Dykeman,Inc. 1 TO Of DO! 2.The Architect's Instrument of Professional Service. B + -� Q 3.For use on this project only.Obtain Architect's B 40'-6" written permission for any other use or reproduction. I I 073113 PROJECT NUMBER 07 7123 01 07 7124.A1 2018-015 f 233800 — — — — — — — — Upper Roof Plate OS 5313 30'-0 1/2" • i V3 V3 0 \ -V2 V3 V3 MARK DATE DESCRIPTION 08/19/2019 BUILDING PERMIT _Level 3 217-0" Fxz — Lower Roof Plate MATERIAL LEGEND- EXTERIOR ELEVATIONS /2" - V2- V3 V3 V3 V V2 V3 M V3 -V2 FX1-CMU VENEER 11 Level 2 PROJECT TEAM: 1 o� FX2-FIBER CEMENT LAP SIDING PRINCIPAL IN CHARGE: MS N o PROJECT MANAGER: I PH V2 V3 V2- V -V2 PROJECT ARCHITECT:I DH V6- V6-F V6-F V6-F FX3-FIBER CEMENT SMOOTH PANEL JOB CAPTAIN: I SZ FX3 A A _Level 1 TVP. t1" FX4-FIBER CEMENT ACCENT 101400.A7 Exterior Elevations - FX5-STONE TILE Building K a •- 0 4' 8' 16' Building K- East Elevation 1 ' I 1/8"=V-0" Scale:1/8"=T-0" . SEE-SHEET A1.00 WALL TYPES \ 1 2 3 4 5 1 2 3 4 15 General Notes - Exterior Elevations A. EXTERIOR MATERIAL TYPES-REFER TO MATERIAL LEGEND THIS SHEET. B. DOWNSPOUTS SUPPORTS-FOR DOWNSPOUTS UP TO 12'-0"IN LENGTH PROVIDE 2 PREFINISHED METAL STRAPS(TOP AND BOTTOM).12'-0"AND A B C.1 D E F F.1 G LONGER PROVIDE 3 PREFINISHED METAL STRAPS(TOP,MIDDLE AND BOTTOM). C. WALL TYPES-SEE SHEET A1.00 D. SEE SHEETS A7.13,A7.14 AND A7.15 FOR TYPICAL DOOR AND WINDOW DETAILS E. REFER TO DETAIL A11A7.13 FOR TYPICAL WINDOW FLASHING SEQUENCING DYKEMAN F. EXTERIOR DETAILS-SEE A8.00 SERIES SHEETS G. KNOX BOX-PROVIDE A KNOX BOX AT EACH BUILDING AS SPECIFIED. COORDINATE LOCATION WITH THE OWNER AND THE FIRE MARSHALARCHITECTURE + DESIGN — — — _ — — _ — Top Of ROoff H. ALIGN FIBER CEMENT PANEL HORIZONTAL JOINTS AT BUILDING CORNERS,TYP. 40'-b. -w D KEYNOTE LEGEND 07 7123 01 KEYNOTE KEYNOTE TEXT I FX2 05 5200.A1 18"DEEP BOLT-ON PREFABRICATED METAL BALCONY:ONE PIECE UpperRoof Plate FULLY-WELDED ALUMINUM CONSTRUCTION WITHAPOWDERCOAT CONSULTANT: 23 3800 30'-0 1/ FINISH.1/4"X 3"ALUMINUM SLAT FLOOR.REF.TO STRUC. 07712t Al V2 V2-F' DRAWINGS FOR CONNECTION DETAILS. 073113 ASPHALT SHINGLES 05520).At 07712301 PREFINISHED GUTTER 077124.A1 DOWNSPOUT Level 085313 VINYL WINDOWS 21' 101400.A M ROO SIGNAGE 101400.A4 BUILDING IDENTIFICATION SIGNAGE:24"X24"X6MM DIDBOND IN Lower Roof Plate ALUMINUM IDENTIFICATION LETTER MOUNTED WITH SILICONE AND V14-F 19'-6 1/2" FOAM TAPE OVER SUBSTRATE PAN L.SCR D IN DARK BRONZE V2 V3 BACKGROUND SUBSTRATE PANEL.SCREW AND SILICONE • ATTACHMENT TO WALL. — V12-F — — — 23 3800 VENTILATION HOODS — Level2 /1 260125 !ELECTRICAL PANELS 10'-6�1 9552 REGISTERED ARC HITECT FX3 I V2- c A L AA ON STEVENS STATE OF WASHINGTGN Level_ 1 � — — V 26 0125 101400.A2 I PROJECT IDENTIFICATION: C FX1 Level Parkin Centennial Park in -9'-o O the City of Arlington FOR (�)Mlding K-South Elevation Centennial Park 5J 1/8"=V-0" LLC AT o., (1 7 7.2 172nd St NE and 67th Ave IY `IT `IT `IT `IT `IT IY NE Arlington, WA 98223 TopofRoof BUILDING PERMIT 40 08/19/2019 073113 I _ This drawing is: 1.Copyright 2019 Dykeman,Inc. 2.The Architect's Instrument of Professional Service. V4-B 15-F 4-F F — — V4-F 4-F V15-F 085313 3.For use on this project only.Obtain Architect's B Upper Roof Plate written permission for any other use or reproduction. — — — — — — — — 05 5200.A1 — 30'-0 1/2' PROJECT 23 3600 V16-F 2018-015 — — � — — — 21ve103 lip — — — — — — - • Lower ROOF Plate MARK DATE DESCRIPTION V4 V16-F V76-F V4 08/19/2019 BUILDING PERMIT FX2 Level 2 07712301 10106" MATERIAL LEGEND- EXTERIOR ELEVATIONS 07 7124.A1 FX3 V16-F V4 V4 V76-F FX1-CMU VENEER PROJECT FX2-FIBER CEMENT LAP SIDING 0" PRINCIPAL IN CHARGE:1 MS PROJECT MANAGER: DH FX3-FIBER CEMENT SMOOTH PANEL PROJECT ARCHITECT:I DH CA FX1 a JOB CAPTAIN: I SZ A 9 _ Level Parkin A 10 9'_011 FX4-FIBER CEMENT ACCENT Exterior Elevations - 1.1 3.2 4.1 7.1 FX5-STONE TILE Building K a •- 0 4' 8' 16' � Building K-West Elevation 1 / 1/8"=1•_0" Scale:1/8"=T-0" . SEE-SHEET A1.00 WALL TYPES \ 1 2 3 4 5 1 2 3 4 5 General Notes - Exterior Elevations A. EXTERIOR MATERIAL TYPES-REFER TO MATERIAL LEGEND THIS SHEET. B. DOWNSPOUTS SUPPORTS-FOR DOWNSPOUTS UP TO 12'-0"IN LENGTH PROVIDE 2 PREFINISHED METAL STRAPS(TOP AND BOTTOM).12'-0"AND LONGER PROVIDE 3 PREFINISHED METAL STRAPS(TOP,MIDDLE AND BOTTOM). C. WALL TYPES-SEE SHEET A1.00 D. SEE SHEETS A7.13,A7.14 AND A7.15 FOR TYPICAL DOOR AND WINDOW DETAILS E F F.1 G G F.1 F E E F F.1 G G F.1 F E E. REFER TO DETAIL A11A7.13 FOR TYPICAL WINDOW FLASHING SEQUENCING DYKEMAN F. EXTERIOR DETAILS-SEE A8.00 SERIES SHEETS G. KNOX BOX-PROVIDE A KNOX BOX AT EACH BUILDING AS SPECIFIED. COORDINATE LOCATION WITH THE OWNER AND THE FIRE MARSHAL ARCHITECTURE + DESIGN Top of Roof _ _ Top of Roof _ Top of Roof _ _ Top of Roof / H. ALIGN FIBER CEMENT PANEL HORIZONTAL JOINTS AT BUILDING CORNERS,TYP. 40'-6" 40'-6" 40'-6" 40'-6" D KEYNOTE LEGEND 07 7123 01 07 7123 01 , 07 7123 01 07 7123 01 KEYNOTE KEYNOTE TEXT 05 5200.A1 18"DEEP BOLT-ON PREFABRICATED METAL BALCONY:ONE PIECE Upper Roof Plate _ _Upper Roof Plate Up ep r Roof_Plate _ Upper Roof_Plate FULLY-WELDED ALUMINUM CONSTRUCTION WITH A POWDER COATCONSULTANT: 30'-0 1/2" 30'-0 1/2" 30'-0 1/2" TT 30'-0 1/2�1 FINISH.1/4"X 3"ALUMINUM SLAT FLOOR.REF.TO STRUC. 07 7124.A1 DRAWINGS FOR CONNECTION DETAILS. 077124.A1 07 Ai 077124.A1 07712301 PREFINISHED GUTTER 077124.A1 DOWNSPOUT 101400.A1 UNIT SIGNAGE WITH LIGHTING Level' _ Level _ Leveler _ _ Level 10"13. VENFIRE EXTINGUITION SHER HER _ ODS 21'-0" I_ 21 -0" 21'-0" V _ 21'-0" 104413.B FIRE EXTINGUISHER CABINET Lower Roof Plate Lower Roof Plate Lower Roof Plate Lower Roof Plate 6 1/2" 19'-6 1/2" 19'-6 1/2" 19'-6 1/2"FX2 • Ii;l Fx3 FxzLevel2 Level2 Level2 n10'-6" u 10'� 10'-6" v 10'-6� essz RECISTCRFo ARCHITECT FX3A L AA oN sTEVENsevel 1 n _ Level 1 n _ Level 1 n _ _ Level 1 n c �1 0IIIII1 01 �1 PROJECT • c Centennial Park in Building K- Return 1 - North Building K- Return 1 -South �Building K- Return 2- North ��Building K- Return 2-South the City of Arlington °=1'_0" FOR Centennial Park 5J LLC AT 172nd St NE and 67th Ave NE Arlington, WA 98223 A B I C j C.1 ( D I D.1 D.2 E F F.1 G G F.1 ( F I E D.2 D.1 ( D ) C.1 ( C I B A BUILDING PERMIT Y Y Y Y Y 08/19/2019 This drawing is: Top of Roof _ _ _ _ _ _ TOpof Roof 1.Copyright 2019 Dykeman,Inc. B 40'-6" 40'-6" 3.For use o�nthis project only.Obtain A ch tecrs ots Instrument of Professional ice. B written permission for any other use or reproduction. 07 71z3 01PROJECT FX2 FX3� Upper Roof Plate _ _ _ _ Upper Roof Plate 2018-015 30'-0 1/2" a7 7,za.A1 FX2 30'-0 1/2" I I I I I� I 101aaa.A1 ,a 1aoo.A, I I � m I I I I I • 055200.A1 1044138 MARK DATE DESCRIPTION p Level3 _1 evel3 08/19/2019 BUILDING PERMIT o 21 Lower Roof Plate Lower Roof Plate 1s'-svz• 19'-s1/2" MATERIAL LEGEND EXTERIOR ELEVATIONS 05 5200.A1 '•- FX1-CMU VENEER - - - - - Level 1ev elfi 23 3800 FX2-FIBER CEMENT LAP SIDING PROJECT TEAM: 07 7124.A1 - PRINCIPAL IN CHARGE:I MS 077124.A1 PROJECT MANAGER: DH FX3 PROJECT ARCHITECT:I DH FX3-FIBER CEMENT SMOOTH PANEL JOB CAPTAIN: SZ A � Levelvl Fx3 Levell � 0" '� 0" V �-•FX4-FIBER CEMENT ACCENT Exterior Elevations - A I I I - _ Level Parkin _ _ _ Level ParkingFXS-STONE TILE Building K a r,- 0 4' 8' 16' a Building K-Stair- North ��Building K-Stair-South Scale:l/8-T-0" MOONS SEE-SHEET A1.00 WALL TYPES \ 1 2 3 4 5 1 2 3 4 5 2 4 3 3.10- T T D.1C.1 C B A 7.2 7 7.1 8 5 RW1 4 3 2 1.1 1 0.1 RW1 RW2 — — — — — — — _ _ Tomo�of Roof —1— T Top of Roof . 40'-6" 40'' 0 1 0 1 0 I I 0 1 1 1 I I l 0 1 0 1 0 1 0 1 0 1 1 -- ---- ARCHITECTURE + DESIGN D --- --- — � - - - w1 Upper Roof Plat — — --- -- — - --- - -------- — —Upper Roof Plate 30 01/2 + 30'-01/2 2nd Floor Everett,WA 98201 UNIT UNIT UNIT UNIT UNIT 301 304 [ 303 302 301 — Bedroom Bedroom Bedroom 1 Bedroom Bedroom 6 Bathroom Kitchen Living RoomCONSULTANT: FC2 r r r r r FC2 � r Level 3 n _ — _ 21ve13 n Lower Roof Plate Lower Roof Plate NNIT� UNIT UNIT UNIT UNIT- UNIT UNIT 204 [ 203 202 20, 101T 1 19'-6 1/2" 201 Bedroom Bedroom Bedroom 1 BE rc�m RW4 Bedroom �. Bathroom r FC2 U U Kitchen FC2 Living Room Level 2 Lev 10 6el 2 —_ — — — — 10 6 UNIT UNI UNIT UNIT I UNIT 00 � UNIT 102 104 103 W R A 102 101 102 0 Bathroom Kitchen Bathroo TO PPPP� 1111 Beth— Kitchen Bathroomr Patio Kitchen Living Room 9552 FCi PA NG FC1 FC5 REGISTERED _ LE L 1 _ _ Level1 ARCHITECT II = -Level II II 1 III-1 -1 -1 -1 -1 -1 -1 I—III-1 -1 III-1 -1 I—III-1 -1 I_ -1 -1 -1 -� -1 =1 -1 -1 -1 -1 —III -1 A L AA DN GTEVERS II I—III—III—III—I ICI I—III—III—III—I I'I—III—III III—III—I I'I—III—III—I ICI ICI I—III—I II —IIII —III— I—III—III—III—III— —III �1. Parking STATE OF WASHINGTON _ II I—III—III—III—III—III—III—III—III —III—III —III—III III—III—III —III—III—III—I —IIII —I —I I I—III—III—III—I II —III �� i �� =Level Parkin g n — � _ — — — Level Parkin �I g� � 1 =1 1=1 1=1 1I I I11=1 11=1 11=1 11=1 I ICI 11=1 11=1 I I �I I I =1 11=1 I ICI 11=1 11=1 11=1 11=1 I11=1 11=1 11=1 1=1 11 =�I =1�1=1�1=1�1=1�1=1�I�I I I �1=1 I ICI 11=1 11=1 11=1 I I •• r • I 1 I I 1 I I 1 I I _-II I I I I 1 I I III= = = =1 I III=1 I I=1 I I=1 I I=1 I I=1 I I=1 I I I I�I- =1 I I=1 I I=1 I I=1 I I=1 I I=1 I I III III=1 I I=1 I I III=1 I II TI 11= I I=1 I I=1 I I=1 I I=1 I I=f 11�=1 11=1 11=1 11=1 11=1 11=1 1=1 11= 11=1 I II IIII IIII=III=III=1I I—III=1I =1I =1I =1I III III=III III—III—III— =III—III—III—I 1=1II —II -1I1=1I1=1I1=1I1=1I1=1II—III—III—III—III—III—III—III—III—I I1 Centennial Park in —III—III—I I I —III—III—III—III—III—III — —III—III—III—III—III I I—III—III —I I I I- —III—I I1—III—III—III — — — — — —I —I —I the City of Arlington 4.1 3.2 FOR Centennial Park 5J A)Transverse Section - Building K Cross Section 3- Building K LLC AT KEYNOTE LEGEND 172nd St NE and 67th Ave NE G E D.1 D CAC B YA T F.1 D TA KEYNOTE KEYNOTE TEXT RW, RW2 Arlington, WA 98223 Rwa BUILDING PERMIT T — —I� — — — _ Top 40RD6ot f — — — — — — — — — 40Top of Rosf 08/19/2019 _ This drawing is: _ 1.Copyright 2019 Dykeman,Inc. 1 _ 2.The Architect's Instrument of Professional Service. B 3.For use on this project only.Obtain Architect's B w Upper Roof Plate Upper Roof Plate i ten permission for any other use or reproduction. 30'-0 1/2" — — — Rw1 30'-0 1/2" PROJECT UNIT 302 ®' 2018-015 Entry/Stair FC3 FC2 Living Room '\ —Level 3 — _ _ — — — _ _ Level 3 n • �i Lower Roof Plate Lower Roof Plate MARK DATE DESCRIPTION UNIT 19'-6 1/2" uw� 19'-6 1/2" ES I] BUILDING PERMIT Entry/Stair FC3 FC5 FC2 Living Room 1 Bedroom FC2 Bedroom, —Level 2 — _ Level 2 10'-6" �� 10'-6� CONCRETES STAIR UNIT T UNIT PRECAST - .� 102 n LANDINGEntrylStair ��EntrylStair Living Room LND iving Room Living Room .•• ,Level1 � Level1 � _ — — 0" V — — 0" V PRINCIPAL IN CHARGE: MS U.� v J I PROJECT MANAGER: I DH 1111 I I I I III III I I III—III —III III—III III I I' PROJECT PROJECT ARCHITECT I H Parking —I —III —III—III—I A I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I III III Level Parkin III I I ICI I I III—III I I I� I 9 I JOB CAPTAIN: I SZ _ _ _ _ _ = Level Parkin A - o O - �I - �I--�I -9,-0 =1 I I I C I—I�I—I�I I I III III I I ICI I I—III—III—III I I I� I I I I 1 III—III III—III—III I -1 _—_ —_— _ __ — — — =1 —III III III III III—III—III—III=1 Sections - Building K =1 I I—I I I—I I I—I I< I I—III—III—III—III—III—III—III—III—III—I 11 IIII—I 11=1 11=1 11=1 11=1 I I—I 11=1 =' 1=1 11=1 11=1 11=1 11=1 11=1 I I—I 11= - - - - _ - - - III 11-1 I I,11 11 I I 1-1 D 4' B' 16' 2 ,.�(01. ross Section 1 -Buildin K Cross Section 2-Buildin K "=1'-0" 1/8"=1'-0' Scale:1/8"=1'-0" . VE , ca 1 2 3 4 5 1 2 3 4 5 KEYNOTE LEGEND 8 to 26 5100.A -c= 26 5100.A KEYNOTE KEYNOTE TEM O8 8300.A 30"X 48"MIRROR UNIT OB 8300.B O8 8300.B 24"X 48"MIRROR UNIT DYKEMAN 102800.E TOILET TISSUE(ROLL)DISPENSER a 224000.A2 BATHROOM LAVATORY _JI 224000.A3 TUB SHOWER UNIT ARCHITECTURE + DESIGN II 22 4000.A2 22 g000.A2 22 4000.A4 TOILET 3 4.10-K 3 26 5100.A BATHROOM LIGHT FIXTURE D - II 10 2800.B 10 2800.8 _ _ 10 2800.B _ _ _ p 22 4000.A4 - - 22 4000.A4 "Floor Everett, 98201 GENERAL NOTES - BATHROOM 254 152 12 21 30 21 12 254 21 A. SEE DRAWINGS A6.01 AND A6.02 FOR ACCESSIBILITY 34 34 34 CLEARANCES,GRAB BAR REINFORCING,ANDCONSULTANT: INSTALLATION REQUIREMENTS AT FIMURES IN TYPE A ��Building K-Powder Room 104-Plan 3a Bathroom 104-A 3b Bathroom 104-B 3C Bathroom 104-C athroom 104- D AND TYPE B UNITS. 1M=1'-0" 1/4"=1'-0" 1/4"=1'-0" *�PIA"=1'-0" 26 5100.A 26 5100.A • 08 8300.A 22 4000.A3 22 4000.A3 22 4000.A3 224000.A2 Q 224000.A2 9552�LAA 4ONSTEVENSI 4.1 _ ® 102800.B 102800.B A 224000 A4 224000.A4 STATE OF WASHINGTON 254 152 12 2124 21 C 3 34 34 PROJECT IDENTIFICATION: C Bathroom 103-E 2f Bathroom 103- F 2 Bathroom 103-G Zh Bathroom 103- H 1/4"=1'-0" ,/4"=1'-0" g 114"=1'-0" 1/4"=1'-0" 2 Centennial Park in .10-K 2a 2 .10-K 2g L=j _ 2„ the City of Arlington 26 5100.A 26 5100.A L FOR II - 3 088300.A Centennial Park 5J 22 4000.A3 5 22 4000.A3 22 4000.A3 L L C 22 4000.A2 22 4000.A2 D 102600.E - - mzaoo.e AT 224000.A4 - - 224000.A4 172nd St NE and 67th Ave ��Building K-Bathroom 103-Plans NE L 1/4"=1'-0" 1 2�21 3015221 1 2�21 34 34 34 Arlington, WA 98223 *_�athroorn 103-A h Bathroom 103-B Bathroom 103-C ��Bathroom 103-D BUILDING PERMIT 4„=,,-6,. ZC ,/4"= ._D., Zu 1/4„=,,-g„ 08/19/2019 This drawing is: 1.Copyright 2019 Dykeman,Inc. 2.The Architect's Instrument of Professional Service. B 3.For use on this project only.Obtain Architect's B written permission for any other use or reproduction. 26 5100.A r � PROJECT a 2018-015 D.108 8300.A ;E4 MARK DATE DESCRIPTION ❑❑ 08/19/2019 BUILDING PERMIT 421 34 34 34 1 4.IO-K 19 _ Bathroom 102- E f Bathroom 102- F g Bathroom 102 - G h Bathroom 102- H PROJECT c 1 G 1/a^=1'-0" 1I4"=1'-0" 1I4"=1'-0" 1/a"- '• -� 1 PRINCIPAL IN CHARGE: MS 1 .10-K 1a 265100.A r PROJECT MANAGER: DH PROJECT ARCHITECT:I CH 1 22 4000.A3 j O8 8300.A JOB CAPTAIN: SZ 3.2 A 22 4000.A3 ° A 22 4000.A3 22 4000.A2 22 4000.A2 Bathroom Plans - q ° _ _ 22 4000.A4 10 2800.B _ _ 10 2600.E Building K D 22 4000.A4 Buildin K-Bathroom 102- Plans 122�213015221 122�21 0 2' 4' 8' n 1 114"=1'-0" 34 34 34 Bathroom 102-A Scale:l9-V-6" a Bathroom 102-B ��Bathroom 102-C ��Bathroom 102-D , 1/4"=1'_0" l u =,�-0,� V 40" I U 1/4=1�-0,� rn 2 3 4 5 1 2 3 4 5 KEYNOTE LEGEND 26 5100.A 26 5100.A KEYNOTE I KEYNOTE TEXT 088300.A 30"X48"MIRROR UNIT 224000.A3 224000.A3 224000.A3 102800.E TOILETTISSUE(ROLL)DISPENSER DYKEMAN 4.11-K a 088300.A 224000.A2 BATHROOM LAVATORY 224000.A3 TUB SHOWER UNIT 224000.A4 TOILET ARCHITECTURE + DESIGN 224000.A2 224000.A2 265100.A BATHROOM LIGHT FIXTURE D ® 102800.B 102800.E p zza000.A4 224000.A4 GENERAL NOTES- BATHROOM 6 A. SEE DRAWINGS A6.01 AND A6.02 FOR ACCESSIBILITY 254 12 21 24421 12254 21 CLEARANCES,GRAB BAR REINFORCING,AND 34 34 34 INSTALLATION REQUIREMENTS AT FIXTURES IN TYPE ACONSULTANT: AND TYPE B UNITS. Bathroom 204-A 4b Bathroom 204 - B 4C Bathroom 204 - C 4d Bathroom 204 - D ``fir a J vq„_ ,_6„ vq"_,'-o" v4"_,'-o" vq" 4 Building K- Bathroom 204- Plan �/ - = 26 5100.A 26 5100.A �I �AA�N 224000.A3 OS 8300.A b,77-K 3c 224000.A2 00.A2 STATE OF WASHINGTON 3d 102800.B a 102800.B C p 224000.A4 - - C - - 22 4000.A4 ❑❑ ILJ� PROJECT D • 254 152 254 Centennial Park in 1 21 30 21 1 21 5 34 34 34 Bathroom 203-A Bathroom 203-B Bathroom 203-C Bathroom 203- D the City of Arlington 3a 1/q"=,' ,/q"=,' „4"=,'-6" 3d 4' FOR Centennial Park 5J �Building K-Bathroom 203- Plan LLC v 114"=V-o" AT 172nd St NE and 67th Ave NE 3 265100.A 265100.A Arlington, WA 98223 g g BUILDING PERMIT OB 8300.A 22 4000.A3 22 4000.A3 22 4000.A3 08/19/2019 - 2 224000.A2 Q 224000.A2 This drawing is: 1.Copyright 2019 Dykeman,Inc. _ _ e 2.The Architect's Instrument of Professional Service. 10 zaoo.s o 2600.B B 2 7 K 2 _ _ 3.For use on this project only.Obtain Architect's B - - 22 4000.A4 written permission for any other use or reproduction. 2 PROJECT NUMBER 254 II 12 34 34. 21343425q 21 2018-015 �I Bathroom 202-A ��114 room 202- B *1114 athroom 202-C 2d Bathroom 202- DLQ 1/4"=1'-0" '-0" "=1'-0" 1/4"=1'-0" MARK DATE DESCRIPTION �.��Building K- Bathroom 202- Plan 08/19/2019 BUILDING PERMIT G J 114"=V-0" 2'-9 2 3/4" '-10 3/4" 1'- 2-1 26 5100.A 22 4000.A3 PROJECT TEAM- I 22 4000.A3 22 4000.A3 22 4000.A3 26 5100.A 22 4000.A3 26 5100.A 6 PRINCIPAL IN CHARGE:I MS PROJECT MANAGER: DH PROJECT ARCHITECT:I DI-1 1d JOB CAPTAIN: I SZ A 1 .11-K 1 .11-K 1 A Ffl� Bathroom PlansEjiLL� Building K 22 4000.A4 10 2800.8 22 4000.A4 a �• 22 4000.A21 254 254 10 2800.B 12 21 24421 12 21 D 34 34 34 22 4000.A2 N 0 2' 4' r-',Building K- Bathroom 104T- Plans Bathroom 104T-A Bathroom 104T- B Bathroom 104T-C Bathroom 104T- D Bathroom 104T- E (��YIA Bathroom104T- F,/4"=,,_0" 114.=1,_0., 1/4„=1,_A„ 1 c 114"=1'-0" 1 d ,/4"=1'-0" 1 e 1/4"=1'-0" „=1,_0„ Scale:1/4"=V-0" m 1 2 3 4 5 2 13 4 5 13'-11 3/4" 302 301 302 302 30 128 36 1 3002 12 gp 36 12 303021224 36 12 18 18 24 KEYNOTE LEGEND .12-K NO SHELF I NO SHELF KEYNOTE KEYNOTE TEXT -- - - 113100.A1 REFRIGERATOR 11 3100.C1 11 3100.B1 FREESTANDING ELECTRIC RANGE DYKEMAN REF. 11 3100.C1 OVER-THE-RANGE MICROWAVE WITH �W RECIRCULATING VENTING I 11 3100.A1 224000.A1 11 3100.D1 STANDARD BUILT-IN DISHWASHER ARCHITECTURE + DESIGN 5 00 0 00 _ _ °, 0 224000.A1 ]KITCHEN SINK A B C C.1 EJ 113100.D7 D 113100.B1 -- -- C �Building K- Kitchen 203- Plan 25a 222 152 18 24 30 24 30 24 Kitchen 203 3A 36 CONSULTANT: g JQ 1/4"=T-0" - __ _____ - _� __= REF. 2430212 302 3030212 302M 1530112 302M 38 30 12 36 30 12 36 30 12 24 18 18 NO SHELF NO SHELF 11 3100.C1 16'-1 314" • 22 4000.A1 A B C C.1 LIT �.. 113100.D1 _ 113100.B1� Building K- Kitchen 202- Plan"r 1/4" 1'0" 152222254 30 24 30 24 18 24 STATE OF wnsHiNCTaN Kitchen3202 36` 36 C PROJECT IDENTIFICATION: C 301 301 301 REF. _ Q 0 _�-3a=� 308 24 12 30a 21 1z1 12 12 Centennial Park in 30 12 36 30 12 96 301 36 4.12-K NO SHELF NO SHELF 36 the City of Arlington ____ FOR 11 3100.C1 -- r -A4.12-K 1 DWI I 22400pA, Centennial Park 5J Lj LLC 11 3100.A1 - 113100.B1 - 113100.D1 - -- AT D 423 101 254 101 211 152 211 172nd St NE and 67th Ave 18 24 24 24 21 24 15 24 15 24 30 24 1 24 N E 90 36 36 211 36 36 36 36 3 Building K- Kitchen 104- Plan 213624 Arlington, WA 98223 J / 1/4"=,•-0" *yK itchen 104-A 3b Kitchen 104 - B 3c Kitchen 104 -C *Y!1�IN hen 104- D Kitchen 104- E BUILDING PERMIT 7'-1' 14"=10" 0" 114"=1'-0" '-0" 1/4"=1'-0" A4.12-K 08/19/2019 301 301 301 This drawing is: 18 12024 12 302 24 12 302 36 301 36 30 12 36 30 12 1.Copyright 2019 Dykeman,Inc. B ��12 K 2 24 12 18 18 2.The Architect's Instrument of Professional Service. 4.12-K 36 NO SHELF I NO SHELF 3.For use on this project only.Obtain Architect's B b DW written permission for any other use or reproduction. in LPROJECT A4.12-K 22 4000.A1 2018-015 2 - - 11 3100.A1 - n2415 REF. 0 Q � � � -___ - __ 11 3100.D1 MARK DATE DESCRIPTION IO8119/2019 BUILDING PERMIT 14'-31/2" 101 254 101 423 211 18 2 24 24 24 24 18 24 15 24 D 36 211 36 36 90 36 36 36 24 24 36 Building K- Kitchen 103- Plan 2a Kitchen 103-A *jlKitchen 103- B Kitchen 103-C Kitchen 103- D Kitchen 103- E L / 1/4" ,,_0" 1/4„_,,_0„ /4„_,,_0„ ,,_0,. ,,_0,. ,,_0„ 2 3630212 302 2130112 302 r n 36 30 12 36 30 12 18 18 PRINCIPAL IN CHARGE:1 MS NO SHELF NO SHELF PROJECT MANAGER: CH PROJECT ARCHITECT:I L. W4.12-K 1 o O JOB CAPTAIN: SZ - 11 3100.C1 A 1 .12-K 1a� i A I 22 4000.A1 113100.A1 Kitchen Plans - Building °o K I 1 irl A4.12-K d , 222 254 222 152 101 0 2 4 8 36 24 21 24 36 24 30 24 24 24 '314" 3'-11 112" 36 36 36 36 36 Scale:1/4"=T-O" Buildin K- Kitchen 102- Plan Kitchen 102-A Kitchen 102- B Kitchen 102-C 1 d �114 102 - D 1l4„=,,_0„ 1 b 1/4"=,'-0" 1 c 1/4„=,,-0,. 1 2 3 4 5 1 2 3 4 5 General Notes 1. CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND COORDINATE THE WORK OF ALL TRADES INVOLVED IN THE PROJECT AS PART OF',.'S FTHIS CONTRACT. 2. DO NOT SCALE THESE DRAWINGS.DUE TO REPROGRAPHIC PROCESSES THESE DRAWINGS MAY NOT BE TO SCALE.CONTACT ARCHITECT FOR ANY NEEDED CLARIFICATION. 3. CONTRACTOR SHALL VERIFY CONDITIONS AT THE SITE AND REPORT DYKEMAN ALL DISCREPANCIES TO THE ARCHITECT BEFORE PROCEEDING WITH THE WORK. 4. CONTRACTOR SHALL PROVIDE A COMPLETE AND PROPER EXECUTION OF THE WORK AS INDICATED ON ALL DRAWINGS AND ARCHITECTURE + DESIGN SPECIFICATIONS.IF DISCREPANCIES IN LAYOUT,DIMENSIONS,OR DETAILS ARE FOUND BETWEEN ARCHITECTURAL,STRUCTURAL, D MECHANICAL,ELECTRICAL,CIVIL OR LANDSCAPE DRAWINGS, p CONTACT THE ARCHITECT IMMEDIATELY FOR CLARIFICATION BEFORE PROCEEDING. 5. REGULATIONS,STANDARDS,CONSTRUCTION,MATERIALS AND REQUIREMENTS FOR INSTALLATION OF MATERIALS SHALL CONFORM AND BE GOVERNED BY THE EDITION OF THE CODE IDENTIFIED IN THE O CODES SHEET OF THESE DRAWINGS. 6. REFERENCING DRAWINGS IS FOR CONVENIENCE ONLY AND DOES NOT LIMIT APPLICATION FOR DRAWINGS OR DETAILS. BUILDING K 7. MATERIALS AND FINISHES LISTED ON INTERIOR AND EXTERIOR ELEVATIONS ARE FOR GENERAL INFORMATION AND CONVENIENCE OF THE CONTRACTOR AND ARE REFERENCED IN ADDITION TO MATERIALS AND FINISHES INDICATED OR SPECIFIED ELSEWHERE IN THE DOCUMENTS. 8. HEIGHT DIMENSIONS ARE GIVEN FROM FINISHED SLAB WHERE INDICATED.OR RELATIVE TO DATUM NOTED ON THE DRAWINGS. 9. N.I.C.EQUIPMENT IS FURNISHED AND INSTALLED BY OTHERS. CONTRACTOR IS RESPONSIBLE FOR COORDINATION INSTALLATION AND PERFORMNG WORK AS REQUIRED BY DETAILS OR SPECIFICATIONS FOR EQUIPMENT INSTALLATION. 10.F.O.I.C.EQUIPMENT IS FURNISHED BY OTHERS AND INSTALLED AS PART OF THIS WORK.THE CONTRACTOR IS RESPONSIBLE FOR COORDINATING THE WORK AS REQUIRED FOR INSTALLATION. If.CONTRACTOR SHALL SEAL AROUND ALL PENETRATIONS FOR FIRE RATED WALLS,INCLUDING,BUT NOT LIMITED TO PIPING,DUCT, 4�1 CONDUIT,ETC.WITH FIRE STOPPING PER CODES THAT GOVERN THISSET OF DOCUMENTS. 12.CONTRACTOR SHALL MAINTAIN THE INTEGRITY OF THE VAPORBARRIER MEMBRANE AT THE FLOOR SLAB,WALLS,AND ROOF. BACKER ROD,SEALANT AND OTHER APPROVED MEANS SHALL BEENS C— F APPLIED CONTINUOUSLY AROUND ALL EXTERIOR DOORS AND STATE OF wASHINGTaN WINDOW PENETRATIONS AND OTHER AREAS OF POTENTIAL AIR INFILTRATION,INCLUDING STRUCTURAL,MECHANICAL AND VJ RK POINT.(C,1) ELECTRICAL PENETRATIONS.THE CONTRACTOR SHALL REPAIR ANY Q W DAMAGE TO VAPOR BARRIER,OR REPLACE THEM PRIOR TO COVER, . IDENTIFICATION: C AS APPROVED. fn 1 UP — 13.THERMAL AND SOUND INSULATION IS INTENDED TO PROVIDE A I' CONTINUOUS ENVELOPE AS INDICATED. Centennial Park i n 14.ALL ADA TOILETS,URINALS,AND STALLS SHALL MEET THE REQUIREMENTS OF THE CODES THAT GOVERN THIS SET OF DOCUMENTS.ALL STANDARD(NON-ADA)TOILETS SHALL BE the City of Arlington CENTERED IN STALLS OR PARTITIONS AS APPLICABLE,UNLESS OTHERWISE NOTED. SECTOR 1 15.WHERE EXTERIOR CONCRETE WALKS AND LANDINGS ABUT FOR BUILDINGS,THEV SHALL BE SLOPED AWAY FROM THE BUILDING AS I' G NOTED,BUT NOTE SLAB THICK ESSAT2LLR Centennial Parr 5J 16.MAINTAIN NOTED SLAB THICKNESS AT ALL RECESSED SLAB AREAS AND SLOPING SLABS. 17.ALL WOOD IN CONTACT WITH CMU,CONCRETE OR SOIL SHALL BE L L C PRESSURE TREATED,TYP.UON. 18.ALL FOAM PLASTIC INSULATION TO COMPLY WITH THE SURFACE BURNING CHARACTERISTICS DEFINED BY THE CODE THAT GOVERNS AT THIS SET OF DOCUMENTS. 19.SPECIAL INSPECTIONS SHALL BE PROVIDED AS REQUIRED BY THE JURISDICTION THAT GOVERNS THIS SET OF DOCUMENTS.SEE 172nd St NE and 67th Ave SPECIF CATION SECTION 014523 FOR ADDITIONAL INFORMATION. 20.DRAWING KEYNOTES DO NOT CORRELATE DIRECTLY TO INDIVIDUAL NE _ SPECIFICATION SECTIONS. BUILDING L y'i 21.BUILDING INSPECTION SHALL BE PERFORMED THROUGHOUT THE Arlington, WA 98223 DURATION OF CONSTRUCTION.THE FREQUENCY OF INSPECTION IS CT.INSPECTIONS WILL BE PERFORMED ON SIIDENTTE.INSPECTIONS WIDINTHE ILLL BE DOCUMENTED AND RECORDED AS BUILDING PERMIT DEEMED NECESSARY BY THE PROJECT ENGINEER. 08/1 9/201 9 This drawing is: 1.Copyright 2019 Dykeman,Inc. 2.The Architect's Instrument of Professional Service. B 3.For use on this project only.Obtain Architect's B SECTOR2 written permission for any other use or reproduction. --- PROJECT _L[V ------- V 2018-015 MARK DATE DESCRIPTION 08/19/2019 BUILDING PERMIT k!Irv, F\ 10 I I Io PROJECT PRINCIPAL IN CHARGE:1 MS PROJECT MANAGER: DH JOB CAPTAIN: BUILDING M PROJECT I SZ A A -- - ------------------- Location Plan - Building KEY PLAN L O � NOTE:REFER TO SHEET SDI.1 FOR RELATIONSHIP OF r _ _ WORKPOINT TO SITE. 0 8' 16' 32' a �� h Buildin L - Location Plan Scale:1/16"=1'-0" 1/16"=T-0" . ' NO TH 1 2 3 4 5 1 2 3 4 5 General Notes- Floor Plans A. EXTERIOR DIMENSIONS ARE TO THE OUTSIDE FACE OF CONCRETE FOUNDATION WALLS,FACE OF MASONRY WALLS,OR TO THE OUTSIDE FACE OF STUDS UNLESS OTHERWISE NOTED.DIMENSIONS TO MASONRY UNITS ARE NOMINAL UNLESS OTHERWISE NOTED. B. DIMENSIONS AT UNIT DEMISING WALLS ARE TO CENTERLINE OF WALL. C. INTERIOR DIMENSIONS ARE TO THE FACE OF CONCRETE,MASONRY,OR FACE OF STUDS AT FRAME WALLS,AND TO CENTERLINE OF COLUMNS . UNLESS OTHERWISE NOTED. YKEMAN A B C CA D D.1 F.1 D. DIMENSIONS LOCATING DOORS,WINDOWS AND RELIGHTS ARE TO NOMINAL MASONRY OPENING OR TO FINISH OPENING UNLESS OTHERWISE NOTED. ARCHITECTURE + DESIGN 3 E. SEE WALL TYPES ON SHEETS A1.00 FOR TYPICAL WALL CONSTRUCTION ——— ASSEMBLIES. D 3.10- F. ALL NON-BEARING WALLS ARE FULL HEIGHT TO UNDERSIDE OF ROOF D DECK OR FLOOR ABOVE. G. APPLY TWO(2)CONTINUOUS SEALANT BEADS BENEATH STUD TRACK AT 1 .11-L 1 ALL EXTERIOR STUD WALLS. H. CONTRACTOR SHALL PROVIDE CONTINUOUS HORIZONTAL BLOCKING AT 1 ALL WALL MOUNTED LAVATORIES,DRINKING FOUNTAINS,CASEWORK, MIRRORS,HANDRAILS,ETC.REFER TO ARCHITECTURAL INTERIORCONSULTANT: ELEVATIONS. I. SEE DETAIL SHEET A6.01 FOR TYPICAL MOUNTING HEIGHTS FOR WALL I MOUNTED ACCESSORIES AND EQUIPMENT. J. SEE FLOOR FINISH PLANS FOR TRANSITION DETAILS AND THRESHOLDS. K. ELECTRICAL PANELS,TRANSFORMERS,BOILERS,AIR HANDLING UNITS, 2 AND DUCTWORK WHEN SHOWN,ARE INDICATED FOR CONTRACTOR —— —— 3.10- CONVENIENCE. I — L. SEE REFLECTED CEILING PLAN FOR CEILING MOUNTED EQUIPMENT. I M. THE GENERAL CONTRACTOR SHALL PROVIDE CONCRETE HOUSEKEEPING PADS AT MINIMUM 3 1/2"THICK CONCRETE WITH 6 X 6 M2.9 X 2.9 W W F REINFORCING UNLESS OTHERWISE NOTED OR REQUIRED ELSEWHERE IN Y I I THESE DOCUMENTS,PAD DIMENSIONS SHALL BE A MINIMUM 4"GREATER RETAINING ALL IN HORIZONTAL DIMENSION THAN BASE OF THE EQUIPMENT MOUNTED • THEREON,UNLESS OTHERWISE NOTED.EXACT PAD LOCATIONS SHALL BE — 2 VERIFIED THE FIELD. N. CONTRACTOR TO CONFIRM ALL CLEARANCE REQUIREMENTS AS NOTED ON DETAIL A6.01 and A6.02. 0. REFER TO DETAILS ON SHEET 11A7.10 FOR TYPICAL DOOR CLEARANCES. 9552 REGISTERED o� 4 P. SEE FLOOR PLANS AND BUILDING SECTIONS FOR LOCATION OF DETAILS ARC HITECT 3.10- FOR TYPICAL FLOOR-TO-FOUNDATION,FLOOR-TO-WALL,WALL-TO-ROOF ' F I AS AND HEADER,SILL AND SOFFIT CONSTRUCTION. w Q. CONTRACTOR SHALL SEAL AROUND ALL PENETRATIONS AT FIRE RATED FLOOR OVERHANG WALLS,INCLUDING BUT NOT LIMITED TO PIPING,DUCTS,CONDUIT,ETC., A L AA ON STEVENS z STATE OF wASHINGTGN ABOVE Y WITH FIRESTOPPING PER I.B.C.REQUIREMENTS. R. SEE EXTERIOR ELEVATIONS FOR WINDOW AND LOUVER TYPES AND a DETAILS. p S. SEE ENLARGED PLANS FOR ADDITIONAL DIMENSIONAL AND NOTE C INFORMATION. C — v T. PAT R ICAL SIDENTIAL UNIT INTERIORS WALL TYPE WN.411; PROJECT •• IDENTIFICATION: 3 3 AT COMMERCIAL INTERIORS WALL TYPE WN.611A; Centennial Park In AT DEMISING WALLS,WALL TYPE WNDA 12A; • AT PLUMBING WALLS,WHERE WATER CLOSET OCCURS,WALL TYPE the City of Arlington WN.611A; UNLESS OTHERWISE NOTED. U. EXTERIOR WALL TYPE TO BE WX.611,TYP.LION.REFER TO PLANS, 2 .11-L ELEVATIONS,AND SHEET A1.00 FOR EXTERIOR FINISH WALL TYPES AND FOR EXTENT. Centennial Park 5J LLC — it ail 2.13-L a s air Ex s AT r—-—-—- 172nd St NE and 67th Ave NE r Arlington, WA 98223 - - BUILDING PERMIT N KEYNOTE LEGEND This drawing is: 4 1.Copyright 2019 Dykeman,Inc. B I N I KEYNOTE KEYNOTE TEXT 2.The Architect's Instrument of Professional Service. 3.For use on this project only.Obtain Architect's B ` z written permission for any other use or reproduction. i — ——O ..• JECT NUMBER a 2018-015 I MARK DATE DESCRIPTION 08/19/2019 BUILDING PERMIT i i Z1 — — — — — - — Z •-•JECT TEAM: 77 PRINCIPAL IN CHARGE:1 MS PROJECTH PROJECT ARCHITECT:1 DU .12-L : JOB CAPTAIN: 1 SZ A A B C CA ',- __-__- Floor Plan - Level P - KEY PLAN Building L a •- 0 4' 8' 1' �,��Building L- Floor Plan - Level P Scale:1/8"=T-0" 1/8"=1'0^ NO TH 1 2 3 4 5 1 2 3 4 5 General Notes- Floor Plans 3 3.10- A. EXTERIOR DIMENSIONS ARE TO THE OUTSIDE FACE OF CONCRETE FOUNDATION WALLS,FACE OF MASONRY WALLS,OR TO THE OUTSIDE FACE OF STUDS UNLESS OTHERWISE NOTED.DIMENSIONS TO MASONRY T D D.1 D.2 E F UNITS ARE NOMINAL UNLESS OTHERWISE NOTED. F.1 G B. DIMENSIONS AT UNIT DEMISING WALLS ARE TO CENTERLINE OF WALL. YKEMAN C. INTERIOR DIMENSIONS ARE TO THE FACE OF CONCRETE,MASONRY,OR FACE OF STUDS AT FRAME WALLS,AND TO CENTERLINE OF COLUMNS . 1'-6" 20'-0' 22'-0" T. 3'-81/2" UNLESS OTHERWISENOTED. D. DIMENSIONS LOCATING DOORS,WINDOWS AND RELIGHTS ARE TO NOMINAL MASONRY OPENING OR TO FINISH OPENING UNLESS ARCHITECTURE 11_L I OTHERWISE NOTED. WORK POINT( C,1) -- -- ---- - E. SEE WALL TYPES ON SHEETS A1.00 FOR TYPICAL WALL CONSTRUCTION 1 5'-6" I ASSEMBLIES. p yy;g F. ALL NON-BEARING WALLS ARE FULL HEIGHT TO UNDERSIDE OF ROOF p DECK OR FLOOR ABOVE. 6" � � 1 G. APPLY TWO(2)CONTINUOUS SEALANT BEADS BENEATH STUD TRACK AT ALL EXTERIOR STUD WALLS. WX.6 � H. CONTRACTOR SHALL PROVIDE CONTINUOUS HORIZONTAL BLOCKING AT 11 O ALL WALL MOUNTED LAVATORIES,DRINKING FOUNTAINS,CASEWORK, WN 4 MIRRORS,HANDRAILS,ETC.REFER TO ARCHITECTURAL INTERIORCONSULTANT: ELEVATIONS. ML i I I i I I i I I I. SEE DETAIL SHEET A6.01 FOR TYPICAL MOUNTING HEIGHTS FOR WALL MOUNTED ACCESSORIES AND EQUIPMENT. _L_i_� i_ 1i__L_�_ J. SEE FLOOR FINISH PLANS FOR TRANSITION DETAILS AND THRESHOLDS. U9 K. ELECTRICAL PANELS,TRANSFORMERS,BOILERS,AIR HANDLING UNITS, AND DUCTWORK WHEN SHOWN,ARE INDICATED FOR CONTRACTOR WX.6 WNA ALIGN CONVENIENCE. L. SEE REFLECTED 11 CEILING ITF 11A WN.6 WALLS 2 M. THE GENERAL CONTRACTOR SHALL PROVIDE CONCRETE HOUSEKEEPING WNa 3.10. PADS AT MINIMUM 31/2"THICK CONCRETE WITH 6 X 6/W2.9 X 2.9 WWF REINFORCING UNLESS OTHERWISE NOTED OR REQUIRED ELSEWHERE IN 7'-0" 3'-4 11A '-6" 12'-0" THESE DOCUMENTS.PAD DIMENSIONS SHALL BEAMINIMUM 4"GREATER IN HORIZONTAL DIMENSION THAN BASE OF THE EQUIPMENT MOUNTED • I ------- - ------ I THEREON,UNLESS OTHERWISE NOTED.EXACT PAD LOCATIONS SHALL BE Bed Roo UB 07 7124.A7 TyP VERIFIED IN THE FIELD. U3 ownhouse DW N. CONTRACTOR TO CONFIRM ALL CLEARANCE REQUIREMENTS AS NOTED 101 -- - ON DETAIL A6.01 and A6.02. TYPE B O. REFER TO DETAILS ON SHEET 11A7.10 FOR TYPICAL DOOR CLEARANCES. 95529�� TYR` P. SEE FLOOR PLANS AND BUILDING SECTIONS FOR LOCATION OF DETAILSFORTYPICALFLOOR-TO-FOUNDATION,FLOOR-TO-WALL,WALL-TO-ROOF ASSEMBLIES AND HEADER,SILL AND SOFFIT CONSTRUCTION. 11A WNA x WALLS,INCLUDING BUT NOT , , , ., AENS Now �L STATE OF WASHINGTGN _ O O 11A rl WITH EXTERIOR O ELEVATIONS PER I.B.C.REQUIREMENTS. W 2A4 a WNA4 REF. R. SEE EXTERIOR ELEVATIONS FOR WINDOW AND LOUVER TYPES AND O _ DETAILS. �\ �\ S. SEE ENLARGED PLANS FOR ADDITIONAL DIMENSIONAL AND NOTE C � 2 � - - - � -� - - - - � 2 � INFORMATION. •• e • C WND.4 WND.4 104413.E AT RESIDENTIAL UNIT INTERIORS WALL TYPE WN.411; AT COMMERCIAL INTERIORS WALL TYPE WN.611A; Centennlal Park In I WX.6 AT DEMISING WALLS,WALL TYPE WND.412A; 3 • AT PLUMBING WALLS,WHERE WATER CLOSET OCCURS,WALL TYPE 0 Q UB U1 3 I WN.61IA; the City of Arlington - � x � UNLESS OTHERWISE NOTED. .13-L U. EXTERIOR WALL TYPE TO BE WX.611,TYP.UON.REFER TO PLANS, I I I I 010 v 6 � I 3.10. ELEVATIONS,AND SHEET A1.00 FOR EXTERIOR FINISH WALL TYPES AND FO R YpN 4 a EXTENT. WN.6 - 11A " UB 4W;6 Centennial Park 5J 2 Bed Roo u-. W 1 of N.4 v,l LLC 71PE6 rillA M W A o MATERIAL LEGEND- FLOOR FINISHES _ AT U3 --_-_ -3' 7"-- 2'-8" 2'-10" 51-0" 1'-0 ® CARPET 172nd St NE and 67th Ave NE `v ® VINYL PLANK N Arlington, WA 98223 ALIGN WN.6 -21/2" SEE-FINISH MATERIAL KEY ON SHEET A6.00 FOR PAINT COLORS. BUILDING PERMIT WALLS '-6" '-2 3'-91/2 10'" " U5 08/19/2019 - � � - - - � 3 � \J KEYNOTE LEGEND This drawing is: WX.6 1.Copyright 2019 Dykeman,Inc. B WN q KEYNOTE KEYNOTE TEXT 2.The Architect's Instrument of Professional Service. � WX 6 - 3.For use on this project only.Obtain Architect's B 11 OS 5200.A1 18"DEEP BOLT-ON PREFABRICATED written permission for any other use or reproduction. METAL BALCONY:ONE PIECE U7 11A FULLY-WELDED ALUMINUM PROJECT NUMBER CONSTRUCTION WITH A POWDER COAT FINISH.1/4"X3"ALUMINUM G 11A SLAT FLOOR.REF.TO ST 2O 18-01 J 11A 129313.A1 DRAWINGS FOR CONNECTIOTIO N U9 DETAILS. 6-0"NOM. 077124.A1 DOWNSPOUT • WN.6 2 11 L 129313A7 BICYCLE RACKS WITH LIGHTING MARK DATE DESCRIPTION o WN.4 ALIG _ I �\ 104913.E FIRE EXTINGUISHER CABINET - g,i 08/19/2019 BUILDING PERMIT - --------------------__-_------------------------------ 3.2 - - - _ _ WX.6 I - � WX.B . r,l... 12R ,i 1 12R a 12R ,. I a Li ,ar _ _ __- wNDa Y ___-$ _ I ! ` �PPPROJECT 12 21EA1.12-L T 1 -------- - - PROJECT LL MAN CHARGEMS PROJECT ARCHPROJECT ARCH TECT�DH _T_____ JOB CAPTAIN�SZ e A 5'-0"NOM. A Floor Plan - Level 1 - FA KEY PLAN Building L A B C C.1 D D.1 D.2 E F G a e- 0 2' 4' 6' Building L- Floor Plan - Level 1 - Sector 1 Scale:1/4"=V-0" . 1 1/4"=V-0" NO TH 1 2 3 4 5 1 2 3 4 5 3 General Notes- Floor Plans A B C E F F.1 T A. EXTERIOR DIMENSIONS ARE TO THE OUTSIDE FACE OF CONCRETE 12 93 13.A1 FOUNDATION WALLS,FACE OF MASONRY WALLS,OR TO THE OUTSIDE FACE OF STUDS UNLESS OTHERWISE NOTED.DIMENSIONS TO MASONRY .12-L 2 WNA UNITS ARE NOMINAL UNLESS OTHERWISE NOTED. 12'-6" 4'-6" 5'-0" 2'-0" 3'-81/2" B. DIMENSIONS AT UNIT DEMISING WALLS ARE TO CENTERLINE OF WALL. WN S 2 .11-L C. INTERIOR DIMENSIONS ARE TO THE FACE OF CONCRETE,MASONRY,OR ,. 11A FACE OF STUDS AT FRAME WALLS,AND TO CENTERLINE OF COLUMNS DYKEMAN LIGN_ UNLESS OTHERWISE NOTED. ALLS - - - 3� D. DIMENSIONS LOCATING DOORS,WINDOWS AND RELIGHTS ARE TO '-0"NOM.5" NOMINAL MASONRY OPENING OR TO FINISH OPENING UNLESS ARCHITECTURE + DESIGN OTHERWISE NOTED. E. SEE WALL TYPES ON SHEETS A1.00 FOR TYPICAL WALL CONSTRUCTION 1 ASSEMBLIES. p < WX.6 F. ALL NON-BEARING WALLS ARE FULL HEIGHT TO UNDERSIDE OF ROOF p SEE DRAWING - - WX6 1 DECK OR FLOOR ABOVE. v a 1 I A1.11-L 2R ° e i I G. APPLY TWO CONTINUOUS SEALANT BEADS BENEATH STUD TRACK AT _____ _ ALL EXTERI STUD WALLS. 2.13-L'-�-_ - H. CONTRACTOR SHALL PROVIDE CONTINUOUS HORIZONTAL BLOCKING AT - - - ALL WALL MOUNTED LAVATORIES,DRINKING FOUNTAINS,CASEWORK, ? WND.4 is r r WX.6 I _ MIRRORS,HANDRAILS,ETC.REFER TO ARCHITECTURAL INTERIORCONSULTANT: - - r L'' i. 1211 2 __ ELEVATIONS. - + - -_-- = I. SEE DETAIL SHEET A6.01 FOR TYPICAL MOUNTING HEIGHTS FOR WALL Q ________+_ I _-; __ _ II � MOUNTED ACCESSORIES AND EQUIPMENT. J. SEE FLOOR FINISH PLANS FOR TRANSITION DETAILS AND THRESHOLDS. - - ------ K. ELECTRICAL PANELS,TRANSFORMERS,BOILERS,AIR HANDLING UNITS, U7 WN.6 WN.4 Nq _ ___ t1 rr AND DUCTWORK WHEN SHOWN,ARE INDICATED FOR CONTRACTOR CONVENIENCE. + L I 11 II II iv _ _____ I I I I L. SEE REFLECTED CEILING PLAN FOR CEILING MOUNTED EQUIPMENT. ________ _ _____ M. THE GENERAL CONTRACTOR SHALL PROVIDE CONCRETE HOUSEKEEPING PADS AT MINIMUM 31/2"THICK CONCRETE WITH 6 X 6/W2.9 X 2.9 WWF Y---------- ------- -1 REINFORCING UNLESS OTHERWISE NOTED OR REQUIRED ELSEWHERE IN - THESE DOCUMENTS.PAD DIMENSIONS SHALL BE A MINIMUM 4"GREATER 0 WN.6 IN HORIZONTAL DIMENSION THAN BASE OF THE EQUIPMENT MOUNTED • _ THEREON,UNLESS OTHERWISE NOTED.EXACT PAD LOCATIONS SHALL BE „A IpF- 7/ VERIFIED IN THE FIELD. WNA - N. CONTRACTOR TO CONFIRM ALL CLEARANCE REQUIREMENTS AS NOTED ro m 11A U6 Y 2R ON DETAIL A6.01 and A6.02. °p WX.6 -------- ---- --�---- - 0. REFER TO DETAILS ON SHEET 11A7.10 FOR TYPICAL DOOR CLEARANCES. 9552 REGISTERED P. SEE FLOOR PLANS AND BUILDING SECTIONS FOR LOCATION OF DETAILS ARCHITECT 11A = WX.6 FOR TYPICAL FLOOR-TO-FOUNDATION,FLOOR-TO-WALL,WALL-TO-ROOF j WN.6 WNA ?r WNA YVN q LIGN WALLS- 11 ASSEMBLIES AND HEADER,SILL AND SOFFIT CONSTRUCTION. 11A 11A 11A _ Q. CONTRACTOR SHALL SEAL AROUND ALL PENETRATIONS AT FIRE RATED //C�� US U6 U9 11A //C�� WALLS,INCLUDING BUT NOT LIMITED TO PIPING,DUCTS,CONDUIT,ETC., A L AA ON STEVENS l + - - - __ - _ _ - - - - - - - - - - - + / WITH FIRESTOPPING PER I.B.C.REQUIREMENTS. STATE OF WASHINGTON �/ �/ R. SEE EXTERIOR ELEVATIONS FOR WINDOW AND LOUVER TYPES AND it 8'-6' 6'-4" =8'-6" DETAILS. S. SEE ENLARGED PLANS FOR ADDITIONAL DIMENSIONAL AND NOTE C LIGN INFORMATION. PROJECT IDENTIFICATION: C ALLS WNA T. TYPICAL WALLS: AT RESIDENTIAL UNIT INTERIORS WALL TYPE WN.411; • AT COMMERCIAL INTERIORS WALL TYPEWN.611A; Centennial Park In -LIGN_ AT DEMISING WALLS,WALL TYPE WND.412Azo ; lJ WMIS ALL - AT PLUMBING WALLS,WHERE WATER CLOSET OCCURS,WALL TYPE U3 11A US - WN.611A; the City of Arlington UNLESS OTHERWISE NOTED. Bed Roo O I U. EXTERIOR WALL TYPE TO BE WX.611,TYP.UON.REFER TO PLANS, - 103 7'- 3'-91/2' I ELEVATIONS,AND SHEET A1.00 FOR EXTERIOR FINISH WALL TYPES AND FOR TYPE EXTENT. WN4 „A ' Centennial Park 5J � I DW WX.6 -- „ LLC WN.4 5 WX.6 K MATERIAL LEGEND- FLOOR FINISHES AT 11A 2.13-L CL U10 Ui WX.6 ® CARPET 172nd St NE and 67th Ave AWNA REF. O - WNA 6 ` ,1A O - 11A --WN4 VINYL PLANK NE IN o „A 104413.E ® Arlington, WA 98223 -41 - SEE-FINISH MATERIAL KEY ON SHEET A6.00 FOR PAINT COLORS. BUILDING PERMIT W 2Aq 11A REF. - O 0 - - - WN.4 Ui - 08/19/2019 11A This drawing is: KEYNOTE LEGEND PORCH 1.Copyright 2019 Dykeman,Inc. KEYNOTE KEYNOTE TEXT 2.The Architect's Instrument of Professional Service. B 11A 11A 3.For use on this project only.Obtain Architect's B Bed Roo 7-0 3-4 OS 5200.A1 18"DEEP BOLT-ON PREFABRICATED written permission for any other use or reproduction. owehous r METAL BALCONY:ONE PIECE _ U3 104 FULLY-WELDED ALUMINUM • TYPES Eil 1 DWI I UB O CONSTRUCTION WITHAPOWDER 10 1400.A1 TYP. COAT FINISH.1/4"X 3"ALUMINUM 2018-015 ----13'-8"- - 6'-6" SLAT FLOOR.REF.TO STRUC. OS 5200.A7 DRAWINGS FOR CONNECTION DETAILS. WN.4 LIGN WX.6 WALLS 11 077124.A1 DOWNSPOUT • WX.6 101400.A1 UNIT SIGNAGE WITH LIGHTING 12'-0' I 129313.A1 BICYCLE RACKS MARK DATE DESCRIPTION -6' 104913.E FIRE EXTINGUISHER CABINET 08/19/2019 BUILDING PERMIT -T--r-r-r-r--r-- r-r r-r-r U9 I I I I I WN.4 i I WN.4 I i II o I 1 e WX.6 12R 07 7124.A1 TYP. PROJECT•WR 12R PRINCIPAL IN CHARGE:1 MS r WX6 ___R1__ __ ____ - PROJECT MANAGER: 1 DH 1 12R PROJECT ARCHITECT:1 DH 12L - � s•. A p a D A 4. .I IdI INJ ---- ' Floor Plan - Level 1 KEY PLAN Building L A B C C.1 D D.1 D.2 E F F.1 G a e- 0 2' 4' 8' Building L- Floor Plan - Level 1 - Sector 2 Scale:1/4"=1'-0" . 1 I / 1/4"=V-g" NO TH 1 2 3 4 5 1 2 3 4 5 General Notes- Floor Plans A. EXTERIOR DIMENSIONS ARE TO THE OUTSIDE FACE OF CONCRETE FOUNDATION WALLS,FACE OF MASONRY WALLS,OR TO THE OUTSIDE FACE OF STUDS UNLESS OTHERWISE NOTED.DIMENSIONS TO MASONRY UNITS ARE NOMINAL UNLESS OTHERWISE NOTED. A B C D.1 D,2 E F F.1 1/2'•G B. DIMENSIONS AT UNIT DEMISING WALLS ARE TO CENTERLINE OF WALL. 3.10- C. INTERIOR DIMENSIONS ARE TO THE FACE OF CONCRETE,MASONRY,OR 20'-0" 4'-6" FACE OF STUDS AT FRAME WALLS,AND TO CENTERLINE OF COLUMNS DYKEMAN 12'-6" 5'-0" '-8 UNLESS OTHERWISE NOTED. WX.6 6'-6 D. DIMENSIONS LOCATING DO ORS,WINDOWS AND RELIGHTS ARE TO NOMINAL MASONRY OPENING OR TO FINISH OPENING UNLESS ,,,_L OTHERWISE NOTED. ARCHITECTURE + DESIGN 07 7124.A1 TYP. E. SEE WALL TYPES ON SHEETS A1.00 FOR TYPICAL WALL CONSTRUCTION WX.6 ASSEMBLIES. D i 6'-6" 10'-0" WX.6 1 11 i F. ALL NON-BEARING WALLS ARE FULL HEIGHT TO UNDERSIDE OF ROOF p - 1 - - - 0, DECK ORFLOOR ABOVE. 1 1 1 ' G. APPLY TWO(2)CONTINUOUS SEALANT BEADS BENEATH STUD TRACK AT ALL EXTERIOR STUD WALLS. H. CONTRACTOR SHALL PROVIDE CONTINUOUS HORIZONTAL BLOCKING AT WX.6 ^ ALL WALL MOUNTED LAVATORIES,DRINKING FOUNTAINS,CASEWORK, ALIGN WALLS- 11 MIRRORS,HANDRAILS,ETC.REFER TO ARCHITECTURAL INTERIORCONSULTANT: WX.6 D 2'-6 ELEVATIONS. 11 WN.4 I. SEE DETAIL SHEET A6.01 FOR TYPICAL MOUNTING HEIGHTS FOR WALL WN.4 WN.4 „A MOUNTED ACCESSORIES AND EQUIPMENT. 11A 11A J. SEE FLOOR FINISH PLANS FOR TRANSITION DETAILS AND THRESHOLDS. W,A° K. ELECTRICAL PANELS,TRANSFORMERS,BOILERS,AIR HANDLING UNITS, `a AND DUCTWORK WHEN SHOWN,ARE INDICATED FOR CONTRACTOR U5 CONVENIENCE. 2 L. SEE REFLECTED CEILING PLAN FOR CEILING MOUNTED EQUIPMENT. -_5'-6" =5'-5 6 US M. THE GENERAL CONTRACTOR SHALL PROVIDE CONCRETE HOUSEKEEPING 3.10- PADS AT MINIMUM 31/2"THICK CONCRETE WITH 6 X 6/W2.9 X 2.9 WWF WNA REINFORCING UNLESS OTHERWISE NOTED OR REQUIRED ELSEWHERE IN 11q THESE DOCUMENTS.PAD DIMENSIONS SHALL BE A MINIMUM 4"GREATER U8 ,ryN,q IN HORIZONTAL DIMENSION THAN BASE OF THE EQUIPMENT MOUNTED • US THEREON,UNLESS OTHERWISE NOTED.EXACT PAD LOCATIONS SHALL BE 3 Bed Roo _ _ WN 4 VERIFIED IN THE FIELD. _own house_ „q N. CONTRACTOR TO CONFIRM ALL CLEARANCE REQUIREMENTS AS NOTED 101T ON DETAIL A6.01 and A6.02. PE B- WN.6 0. REFER TO DETAILS ON SHEET VA7.10 FOR TYPICAL DOOR CLEARANCES. 9552 REGISTERED N. WNA U7 p_g P. SEE FLOOR PLANS AND BUILDING SECTIONS FOR LOCATION OF DETAILS ARCHITECT 11AWN.4 FOR TYPICAL FLOOR-TO-FOUNDATION,FLOOR-TO-WALL,WALL-TO-ROOF 5'-0"NOM. ASSEMBLIES AND HEADER,SILL AND SOFFIT CONSTRUCTION. Q. CONTRACTOR SHALL SEAL AROUND ALL PENETRATIONS AT FIRE RATED L U9 ALIGN_ A L AA ON STEVENS _ WALLS,INCLUDING BUT NOT LIMITED TO PIPING,DUCTS,CONDUIT,ETC., STATE of wASHINGTaN ALL WITH FIRESTOPPING PER I.B.C.REQUIREMENTS. WND.4 - WN6 T T WN.4 - R. SEE EXTERIOR ELEVATIONS FOR WINDOW AND LOUVER TYPES AND WX.6 12A _ 11A 11A DETAILS. 11 O �\ S. SEE ENLARGED PLANS FOR ADDITIONAL DIMENSIONAL AND NOTE C ( 2 - - - - - - 2 ) INFORMATION. PROJECT IDENTIFICATION: C W,.6 T. TYPICAL WALLS: WX.6 WN.4 0 AT RESIDENTIAL UNIT INTERIORS WALL TYPE WN.411; � j AT COMMERCIAL INTERIORS WALL TYPE WN.611A; Centennial Park In `� - AT DEMISING WALLS,WALL TYPE 2A; lJ �I 5'-0"NOM. 3 AT PLUMBING WALLS,WHERE WATERTER CLOSET OCCURS,WALL TYPE O 4 UNLES OTHERWISE NOTED. the City OIj Arlington yy"q 2.13-L 3 10- U. EXTERIOR WALL TYPE TO BE WXA 11,TYP,UON,REFER TO PLANS, 11A ELEVATIONS,AND SHEET A1.00 FOR EXTERIOR FINISH WALL TYPES AND FOR EXTENT. WN.6 11A 11A Centennial Park 5J WN.6 _ - 11A - WN.4 W1A _ WX.6 LLC U6 U5 - 1, MATERIAL LEGEND- FLOOR FINISHES U3 201 _- --_g• 2'-6" -_ 7'-0" _- 13'-2" AT I . N.4 ® CARPET 172nd St NE and 67th Ave 055200.A7 WALLS „•_,p 6•_4 •_6 NE ® VINYL PLANK WN.4 U9 U8 U9 Arlington, WA 98223 WIND = WN4 WX.6 WX.6 SEE-FINISH MATERIAL KEY ON SHEET A6.00 FOR PAINT COLORS. BUILDING PERMIT v „ � D1 08/19/2019 WX.6 - This drawing is: o =1 T_1, /2• WX.6 KEYNOTE LEGEND 1.Co Copyright 2019D eman,Inc. DW �� O O REF. 3 1 WN.4 eArc yk B -- - o U9 WX.6 KEYNOTE KEYNOTE TEXT 3.For ointhis project only.Obtain Architect's ice. B written permission for any other use or reproduction. - 5'- NOM. OS 5200.A1 18 DEEP BOLT-ON PREFABRICATED 11A - 101400.A1 Typ, METAL BALCONY:ONE PIECE PROJECT WN4 FULLY-WELDED ALUMINUM WN.4 CONSTRUCT11A ER COAT FIINISH1O1/4"I 3HA UMNDUM G SLAT FLOOR.REF.TO STRUC. 2O 18-01 J -,_6„ 11 A DRAWINGS FOR CONNECTION .12-L 2 U3 11A DETAILS. 202 WN.4 ALIGN 077124.A1 DOWNSPOUT • - 11A ALLS- 2 t�-L 101400.A1 UNIT SIGNAGE WITH LIGHTING U6 US � 104413.E FIRE EXTINGUISHER CABINET MARK DATE DESCRIPTION 31 OS/19/2019 BUILDING PERMIT WX.6 104413.E WNDD.4 11A U2 3.10- 1 SEE DRAWING 2.13-L 1/A1.22-L l.. PROJECT 2 PRINCIPAL IN CHARGE:j MS PROJECT MANAGER: DH PROJECT ARCHITECT:I DH JOB CAPTAIN: SZ A i A Floor Plan - Level 2 - KEY PLAN Building L A e C C.1 D D.1 D.2 E F FAG a •- 0 2' 4' 8' Building L- Floor Plan - Level 2-Sector 1 Scale:1/4"=T-O" . 1 2 3 4 5 1 2 3 4 5 General Notes- Floor Plans A. EXTERIOR DIMENSIONS ARE TO THE OUTSIDE FACE OF CONCRETE FOUNDATION WALLS,FACE OF MASONRY WALLS,OR TO THE OUTSIDE FACE OF STUDS UNLESS OTHERWISE NOTED.DIMENSIONS TO MASONRY A B C UNITS ARE NOMINAL UNLESS OTHERWISE NOTED. C.1 D g D.1 D.2 E F F.1 G B. DIMENSIONS AT UNIT DEMISING WALLS ARE TO CENTERLINE OF WALL. 3.10- C. INTERIOR DIMENSIONS ARE TO THE FACE OF CONCRETE,MASONRY,OR FACE OF STUDS AT FRAME WALLS,AND TO CENTERLINE OF COLUMNS DYKEMAN UNLESS OTHERWISE NOTED. .12-L 2 D. DIMENSIONS LOCATING DOORS WINDOWS AND RELIGHTS ARE TO 20'-0" 12'-6" 4'-6" 5'-0" 2'-61/2" NOMINAL MASONRY OPENING OR TO FINISH OPENING UNLESS 2 .11-L OTHERWISE NOTED. ARCHITECTURE + DESIGN E. SEE WALL TYPES ON SHEETS A1.00 FOR TYPICAL WALL CONSTRUCTION ASSEMBLIES. D F. ALL NON-BEARING WALLS ARE FULL HEIGHT TO UNDERSIDE OF ROOF View D,l- D LJ DECK OR FLOOR ABOVE. - - WX.6 104413.E G. APPLY TWO(2)CONTINUOUS SEALANT BEADS BENEATH STUD TRACK AT 1 ALL EXTERIOR STUD WALLS. H. CONTRACTOR SHALL PROVIDE CONTINUOUS HORIZONTAL BLOCKING AT WND.4 U2 3.10- ALL WALL MOUNTED LAVATORIES,DRINKING FOUNTAINS,CASEWORK, SEE DRAWING 12A 1 MIRRORS,HANDRAILS,ETC.REFER TO ARCHITECTURAL INTERIORCONSULTANT: S. 1/A121-L 'I ~•-� SEEVD TAIL SHEET A6.01 FOR TYPICAL MOUNTING HEIGHTS FOR WALL L y - J. SEE FLOOR FINISH PLANS FOR TRANSITION DETAILS AND THRESHOLDS. K. ELECTRICAL PANELS,TRANSFORMERS,BOILERS,AIR HANDLING UNITS, U2 2 AND DUCTWORK WHEN SHOWN,ARE INDICATED FOR CONTRACTOR 6'-7' 3'-10" 10'-7' CONVENIENCE. --- --- _ _ L. SEE REFLECTED CEILING PLAN FOR CEILING MOUNTED EQUIPMENT. WX.6 -- -- - M. THE GENERAL CONTRACTOR SHALL PROVIDE CONCRETE HOUSEKEEPING -- PADS AT MINIMUM 3 1/2"THICK CONCRETE WITH 6 X 6/W.9 X 2.9 W W F U6 US 12R ___-- _ _ ___ REINFORCING UNLESS OTHERWISE NOTED OR REQUIRED ELSEWHERE IN WN.6 3 WNA THESE DOCUMENTS.PAD DIMENSIONS SHALL BE A MINIMUM 4"GREATER _ - -- --- IN HORIZONTAL DIMENSION THAN BASE OF THE EQUIPMENT M7. OUNTED • THEREON,UNLESS OTHERWISE NOTED.EXACT PAD LOCATIONS SHALL BE - VERIFIED IN THE FIELD. U3 203 j N. CONTRACTOR TO CONFIRM ALL CLEARANCE REQUIREMENTS AS NOTED 101400.A1 _ _ ON DETAIL A6.01 and A6.02. � _ O. REFER TO DETAILS ON SHEET 11A7.10 FOR TYPICAL DOOR CLEARANCES. 955z REGISTERED WN.4 �L _ - ' P. SEE FLOOR PLANS AND BUILDING SECTIONS FOR LOCATION OF DETAILS AeC HITECT 11A wN.6 WX.6 '- -j .� � FOR TYPICAL FLOOR-TO-FOUNDATION,FLOOR-TO-WALL,WALL-TO-ROOF 12R ASSEMBLIES AND HEADER,SILL AND SOFFIT CONSTRUCTION. '-0"NOM. _ Q. CONTRACTOR SHALL SEAL AROUND ALL PENETRATIONS AT FIRE RATED WALLS,INCLUDING BUT NOT LIMITED TO PIPING,DUCTS,CONDUIT,ETC., A L AA oN STEVENS - 4.2 WITH FIRESTOPPING PER I.B.C.REQUIREMENTS. STATE OF WASHINGTON 11 WX.6 R. SEE EXTERIOR ELEVATIONS FOR WINDOW AND LOUVER TYPES AND DW O REF. WN4 U2 11 DETAILS. /� O S. SEE ENLARGED PLANS FOR ADDITIONAL DIMENSIONAL AND NOTE N. C __- - - - - - - - - - s 1 NFORMATIO T. (TYPICAL WALLS: PROJECT s • C WX.Bcc ALIGN �/ AT RESIDENTIAL UNIT INTERIORS WALL TYPE WN.411; AT COMMERCIAL INTERIORS WALL TYPE WN.6 11A; t 3 12A WNA WN.4 AT DEMISING WALLS,WALL TYPEWND.412A; Centennial Park In 11A U9 U10 W q AT PLUMBING WALLS,WHERE WATER CLOSET OCCURS,WALL TYPE C UNLESS the City of Arlington 8- 0„ U ALIGN _ NLESS OTHERWISE NOTED. WALLS U. EXTERIOR WALL TVPE TO BE WX.611,TYP.UON.REFER TO PLANS, W ELEVATIONS,AND SHEET A1.00 FOR EXTERIOR FINISH WALL TYPES AND FO R ALIGN 07 712a Al Typ. EXTENT. U3 I Centennial Park 5J U6 LLC � I zoa I I 1 �- U5 wN.a wxs I A MATERIAL LEGEND- FLOOR FINISHES AT WN.6 WN6 11A 172nd St NE and 67th Ave iEll11A 11A 11A ® CARPET II WNA WN.4 NE 0 5'-0"NOM. .13-L ® VINYL PLANK wX.6 I I 3: - Arlington, WA 98223 O Zbo 11 WND.4 -� O 6 WX6 SEE-FINISH MATERIAL KEY ON SHEET A6.00 FOR PAINT COLORS. BUILDING PERMIT 12A WN.a 11x6 08/19/2019 - - - - - - - KEYNOTE LEGEND This drawing is: WX.6 O 1.Copyright 2019 Dykeman,Inc. B - _ v KEYNOTE KEYNOTE TEXT 2.The Architect's Instrument of Professional Service. =ALIGN 3.For use on this project only.Obtain Architect's B WN.6 WN.4 z W"'4 - - -WALL 077124.A1 DOWNSPOUT written permission for any other use or reproduction. WNA 11A 1 11 WNA 101400.A1 UNIT SIGNAGE WITH LIGHTING PROJECT 11A 2'-0" WN.6 WN.4N :2'_8^. 104413.E FIRE EXTINGUISHER CABINET _ 11A 11A U7 Bed Room_ U6 2018-01G J ownhouse _ WNA104T = WN.4 YPEB= WN.6 3 11A U5 WN.4 • U8 11A MARK DATE DESCRIPTION '-6" 5' 5 1'-6" 5'-0' OS/19/2019 BUILDING PERMIT WNAU8 US --------------------__-___...__...___..__...__....__ US 11A WNA WX.6 WN.4 WN.4 WN.4 1A I 2'-6 _ L ALLS- WX.6 PROJECT PRINCIPAL IN CHARGE:(MS PROJECT MANAGER: DH -6-6"- - - 10'-0" - - WX.6 - - - - - - - - 7.2 PROJECT ARCHITECT:(DH JOB CAPTAIN: SZ 2R W2R A 1 WX.6 ABOVE 1 4'-621/32" 1 A Floor Plan - Level 2 - �21L J KEY PLAN Building L A B C C.1 D.2 E F F.1 G a •- 0 2' 4' 6' � Building L- Floor Plan - Level 2-Sector 2 Scale:1/4"=1'-0" . 1 1/4"V-0" NO TH 1 2 3 4 5 DYKEMAN ARCHITECTURE + DESIGN IIIIIIIIIIIIIIIIII1111� . • • -. . • : ,, .- . . ,.- - . ._■__■—■—■._■—■—■—■—■—■—■—■—■—■—■—■_.■-�— —■ ■ ■ ■ ,I 1 1 1 1 1 11 1 1 1 II 1 1 1 —dyke—net 1716 West M V D IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIINIIIIIIIIIIIIIIIIIIIIIIIIIIII , • , • , , • ; .•• 425.259.3161 m 2,d Fl,,/E....tt.WA 98201 111N111111111111111111111111111111111111111111111111111111111111111111111111 •. -. -:: .' -:. . . .- . . : . _ . 111111111111111111111111111111111111111111111111111111111111111111111111111111111 •. • ,-• •. CONSULTANT: IIINIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIINIIIII ., .- - . - .- . Inlllllllllllllllllllllllllllllllllnll . ' .. .- . . ' . 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 11 1 1 1 1 1 1 1 1 1 1 1 11 1 1 1 II 1 1 1 ••- .. .- - . . . . ' - . . INIIIIIIIIIIIIIIIIIIIIIIIIIl11111111N11 -. .- - �. - .- . . 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 11 1 1 1 1 1 II 1 1 1 1 1 1 1 1 1 1 1 1 1 .. • .- .- . . .- . -. .- 111111111111111111111111111.11111111111 © .. iliuililililililililililililililililililPl�lililulilililililillililillilil�lil � • ' _: _ . ' - _ . _ _1111111111111111111111111111111111111111`�jIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII • REGISTRATION STAMPS: IIINIIIIIIIIIIIIIIIIIIIIIIIIIII-.. : . IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIINIIII ,- -� ,. , ,• : . ' .'. _ •"_' '. REGISTERED 1111111111111111111111111111111111 1 11 1111111111111111111111111111111111111111 • ' 1111111111111111111111111 �' IIIIIIIINII • - •• •- - •••- - 111111N1NE 1111111111111111111111111 111111111111111111111111111111111111111 ; : .••• .: •;. .. . : :•. ,d! 111111111111 _ _ 1 WASHINGTON ' III■p■1■ il_I■1�1■1minim 01■® 1 PROJECT IDENTIFICATION: © � I I I I IIIIIII. I h I I I �� - � ,��_�_ � p .-:..• . - � ;IIII. . . . . I o -�� _.♦, � CentennialPark I �11 'iih�l m� • Arlington la II I I III :�III�IIIIII I II l••IIII I IIIII�� p • ' Centennial Park 5J - . � FOR ME mum AT -� LLC - - - .I III ♦=I� 'a - I I I I `Ilui 'r1191IIII illiiillll�llllllllhlllll llllllllll1111115 - I I I I 1 II YI I' 1 11 11 1� 11 III 11 11 11 1 1 11 11 YI 11 :•r` I172nd St NE and 67th Ave hII; I_II_Ii:�I__Ihli�� l 1.1II_li h_II_ III_II_ NE ,1■1■1 ■IN ,mm� 11111 1 1 1 -- Arlington, 98223 II II - --i------- _.:=::_-.;----------------• IIII .� BUILDING PERMIT ��ir0- IIIIIII• - --m7�I.�II�- `m`�a1lrlln� m Ill I•■ill• •I•I•I•I• NINE I•L I•I.I.L ■ LII Ilnll•11•�1.11.11• �......,rlo- ILI�.ILILiI IIII IIII 1•I08/19/2019 n �= This drawing is: Y 2�TheArchiteds Instrument of Professional Service. 3.For use on this project oni.Obtain Architect's written permission fr,ny the—,or production, 0-�• _ m � I I �� I I I I I I I I I i ��,.��I�11��'- •_m .� ��' ' `I m "• :.• . :- II�I II IIII I. II IIII II II IIII II � �1 C - PROJECT NUMBER: �-I!III� I��II IIIIIII _I�;;�� •• '• •• 1 1 1 1 1 1 -1 1 111 Ir1 I I■ �If1If_i�� IgW=:=�,�_ - �II II III _ I I ��INI_�►--� .� III �__�_�.___�_ 1 ,- , IIII1 .n, 1 ...:..:..:..:Rn♦�V I I ' � i! I^�A '®'• • REVISIONS: �IYII III 'I .I I I I, IIII; m , .. MARK DATE DESCRIPTION I, IIIIIIiI��lluliiinliin� lll! IIIIII I � � � � � III �IIIIIplll�l� Illll�llflll I IIYII ��I��nl Illll�m 11� a 'I 'I "�I' I'I 'I 'I 'I'� i°i'I'I'I■I'I 'f��hllll•7 I'I ' ��illilll0 �' 0 LILII.�.■.ILII.LII_.LILII.L_I__L_L_I_L__�.IL_ILI_L_�_L_�_L_I_V.L_za._I�.IL I_.I_LII.IIIILI.L..� j! I I Y I I I I+I"I I I®I®I I I I I ,I_ I I I•I'Y+•I I,I ,I_ I I®I.I Kill I(IIII ��II PROJECT TEAM: JOB CAPTAIN: I IIIIIIO �I� PRINCIPAL IN CHARGE:1 MS DRAWING TITLE: Floor - Building / \ DRAWING NUMBER: O � ' • - A1 . 31 —L Elm DYKEMAN 1 . . .. ' ' ' '• '• '• ARCHITECTURE + DESIGN .. ww.dykemar— 1716 West Marine View Drive ® •III ® a •• e,• e ,a a 425.259.3161 m 2nd Floor/Everett,Z 98201 O ■_■ ■�"' II ' ' "■II'I�f_I�yPil i �' ' � ' ' ' ' ' '• ' ' ' CONSULTANT: ■■■1'I11■ 1■ in111.11111.11.11111.11111.11. II■Ill�I■■ I/ _I._I._w_I.._I=..I=.I_.I:_.I:_I:_I._I:_I_.:_I=.:I=I:.I:_.I:_I:=�._L:_I_.:_�=.:I=.I:_.I::.I:_I:_I:_I.:_I--�I I I!(IIII �� ;. , .= :. .,_• ; .- III; Illlllll�llllllilllllllllllllllllllllll��lll,�l� �� • �• . . . .- • • :_• :• . . IlIIIII I II I II I II I IGI1 1 1 1 1 1 1 1 1 ■■•Itll �� 11.11-0 ' OV:11 9!:.1 1111111111 Il:n,, .- _•. 1 Ino �, l :. 1 �� REGISTRATION STAMPS: 9552 REGISTERED ARCHITECT A T AA ON STEVENS ME _ � I I V I I I I I I I I � I _,.. n�en11111■■II_� — .-.:—�_:,. ;; - - m � 1i ear � —� ==�V�I 'I I I� I I I I I Ism � •, -. . . .- .. ® - I IIII. IIIIII I Illllk PROJECT IDENTIFICATION: ©- t� �I Y 11111111 1 1 1 1 1 1 1 1 1 1 1 l i � ••=�i'��s `i '1®IIV!-i��1�I�1111. I I I I V © .• -•- � � �� - � �� I�� Ill�llf5lfl II IIin I I . Arlington II1111■ ■■�JIIIl11111111 11111111111 Centennial Park 5J 1 t t• I�I-I la� I �� I��I��I��f��l��f"._'I i �°i _ FOR Ism AT LLC 172nd St NE . 67th Ave BUILDING PERMIT 08/19/2019 This drawing is: o III Innnnm:11 ;,,w =,�.. _ ca��+.:S;vv�J\\cw,�Q�.�v�sas �.. ._�. >:. -..�:oao�:�_aoQ7ate�.`®�®t•'a`.r�im_d:�s�_d\®t.�_a as:dQ�O!',aas�'@Jovo �_■_i__■i ia 1 1 1 1 1 1 1 Irl- 1 1 1 1 1 1 1 1 1 1 1■1■ 1 -' ' 1■1■011■1■11■1■1■ ■1■ ■ '�11111111`i1111L1��1111111111111111111��1 IIII ; ..Professionalr li-i■.L�.�.i-i�i-i-i-�-�-i-�-� 1 1 11 1 1 1 1'1 1 1 1 1 1 1 1 1 1 1'1'1' 1 1 1 1 11• : . .:. . .- `- . . .� :•. . I N 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 11 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 PROJECT NUMBER: 111111111111111111111111111111111111111111111111111111111111111111111111111111 - ': ... . - 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 11 1 1 1 II I I I I .': ••-:• .• -. • : 1 11111111111111111111111111111111 ••• ° • .111111111111111111111111111111111111 IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIi■111111111111111111111111111111111111 �'• '• REVISIONS: Inlllllllllllllllllll-111111111111111111 111111111111111111111111111111111111111111111111111111111111111111111111111111110316, Moruffiliffill MARK '� 1 • : . DESCRIPTION- - 111111111111111111111111111111111111111111111111111111111111111111111111111111 11111111111111111111111111111111111111111111111111111111111111111111111111111111111 11111111111111111111111111111111111111111111111111111111111111111111111111111 1111111111111111111111111111111111111111 1111111111111111111111111111111111111111111111111111111111111111111111111111111 0 IIIIIIIIIIIIIIIIIIt111111111111111111111111111111111111111111111111111111111111 PROJECT TEAM: . _■_■_■_■_■_■_■_■_■_■_■_■_■_■_■_ _L■_■_■_■_■_�1111111111111111111111111111PRINCIPAL IN CHARGE:j MS 1 PRJECT ARCHII OJECT MANAGER: I DH _. 11'1,■�■1'1,1tI''1'1''�1'11�'''l OB CAPTAIN: DRAWING TITLE: , Floor . OO ® O r © O® O Level Building 1 DRAWING NUMBER: Al ■ 32-L 1 2 3 4 5 General Notes- Roof Plans A. ROOF ELEVATIONS SHOWN ARE TO TOP OF ROOFING MATERIAL. B. SET INTERMEDIATE HEIGHT AS REQUIRED TO PROVIDE THE SLOPES INDICATED. C. PROVIDE TAPERED INSULATION CRICKETS CREATING POSITIVE DRAINAGE. D. REFER TO ROOF MANUFACTURERS STANDARD DETAILS FOR FLASHING AND INSTALLATION INSTRUCTIONS AROUND ROOF OPENINGS AND PENETRATIONS. MATERIAL LEGEND- ROOF ARCHITECTURE + DESIGN ROOF-ASPHALT SHINGLES D D ROOF-ICE&WATER SHIELD _ _ FA G ROOF-TPOCRICKETS CONSULTANT: 0.1 ;�I-----Z------ -- ---------- 07 7123 01 KEYNOTE LEGEND I � Ii jl KEYNOTE KEYNOTE TEXT 07 7226.A1 073113 ASPHALT SHINGLES 2^/1'-0" 2"/1'0" 07 7123 01 PREFINISHED GUTTER 077226.A1 IIROOFVENTILATOR I I� I I I I I�� • i 9552 REGISTERED -- _-- _—________-- ----- - — — ARCHITECT 1\�J/ I I STATE OF WASHINGTON 07 7123 01 II II II C L� C PROJECT IDENTIFICATION: Centennial Park in 1 the City of Arlington I FOR II Centennial Park 5J ® _ji LLC AT T' 172nd St NE and 67th Ave I NE z^/r-0^ Arlington, WA 98223 ® BUILDING PERMIT 08/19/2019 This drawing is: 1.Copyright 2019 Dykeman,Inc. 2.The Architect's Instrument of Professional Service. B \J T T 3.For use on this project only.Obtain Architect's B I I i i written permission for any other use or reproduction. II III itPROJECT 077,236, " ;jFD 2018-015 II II II MARK DATE DESCRIPTION — ------ -- ---- ------_- -------- -------------- -- 08/19/2019 BUILDING PERMIT 07 7123 01 II 07 3113 li II II 2"/1--01- PROJECT TEAM: U PRINCIPAL IN CHARGE:I MS LPROJECT MANAGER: IDSII 7 -------------------- ----------— III- - — PROJECT ARCHITECT:I DH ------ JOB— — JOB CAPTAIN: SZ A A Roof Plan - Building L a �- 0 4' 8' 16' �6uilding L- Roof Plan Scale:10 T-0^ NO TH • Eli 1 2 3 4 5 1 2 3 4 15 General Notes-Reflected Ceiling Plans A. ALL GWB.CEILING SCREW TO FLOOR JOIST MOUNTED RESILIENT CHANNELS, OR DIRECT SCREWS TO ROOF TRUSSES ABOVE,UNLESS OTHERWISE NOTED. B. PROVIDE SEISMIC BRACING AT ALL SUSPENDED CEILINGS.REFER TO TYPICAL CEILING DETAILS SHEET A9.30. C. CEILING AND SOFFIT HEIGHTS ARE FROM FINISHED FLOOR UNLESS OTHERWISE NOTED. D. CEILING TYPES-REFER TO MATERIAL LEGEND THIS SHEET. DYKEMAN E. PROVIDE CONTINOUS MEMBRANE AT RATED AT RATED FLOOR/CEILING AND ROOF/CEILING ASSEMBLIES ABOVE ALL SOFFITS AND LOWERED CEILINGS. F. ROOF CONSTRUCTION ASSEMBLIES-REFER TO BUILDING SECTIONS AND ROOF PLANS. ARCHITECTURE + DESIGN G. STRUCTURAL ELEMENTS ARE SHOWN FOR CONTRACTOR CONVENIENCE. REFER TO STRUCTURAL DRAWINGS FOR ACTUAL SIZE,LOCATION AND D SPACING. D H. MECHANICAL ELEMENTS ARE SHOWN FOR CONTRACTOR CONVENIENCE. - I. LOCATIONS OF SMOKE ALARMS,EMERGENCY LIGHTING,NIGHT LIGHTS AND EXIT SIGNAGE-REFER TO ELECTRICAL DRAWINGS. J. DOMESTIC WATER PIPING AND SPRINKLER PIPE NOT SHOWN FOR CLARITY. CONTRACTOR TO COORDINATE INSTALLATION OF THESE ELEMENTS WITH A B C C.1 D D.1 D2 E F F.1 G THOSE OF ALL OTHER TRADES. CONSULTANT- K. GWB CEILINGS TO BE INSTALLED PER MANUFACTURER'S REQUIREMENTS. L. REFER TO FINISH SCHEDULE FOR ADDITIONAL INFORMATION. M. WHERE SOFFITS OCCUR ABOVE CASEWORK UPPER CABINETS,SOFFIT — — — — — — —— ELEVATIONS ARE PROVIDED FOR REFERENCE.COORDINATE SOFFIT ELEVATION 1 0,1 — WITH CASEWORK AND REQUIRED VERTICAL CLEARANCES.REFER TO INTERIOR ELEVATIONS FOR ADDITIONAL INFORMATION. I 8,-p. KEYNOTE LEGEND 9552 REGISTERED 0 7 7 ARCHITECT OTS KEYNOTE KEYNOTE TEXT / — — — — t / — -'' •`J" ° — A AA ON STEVENS STATE OF WASHINGTON C i 1 ors PROJECT IDENTIFICATION: C Centennial Park in the City of Arlington FOR T AA ON STEVENS MATERIAL LEGEND- RCP Centennial Park 5J GYPSUM CEILING BOARD-DROP CEILING L L C AT {�I GYPSUM CEILING BOARD-ATTACHED TO 3.1 STRUCTURE 3.2 172nd St NE and 67th Ave �; — —OTS — — � FIBER CEMENT SOFFIT NE 4 Arlington, WA 98223 CEILING TAG-CEILING ELEVATION FROM BUILDING PERMIT FLOOR LEVEL { i 08/19/2019 OPEN TO STRUCTURE ABOVE-PAINT 8' 0 This drawing is T { r t SLOPED CEILING SLOPED WITH STRUCTURE 1.Copyright 2019 Dykeman,Inc. 2.The Architect's Instrument of Professional Service. 8 0 111 4.2 SPOT ELEVATION 3.For use on this project only.Obtain Architect's B written permission for any other use or reproduction. ..• JECT NUMBER ~ a PANT WISH MATERIAL KEY ON SHEET A6.00 FOR 80 S. 2018-015 {"`'>%``:.''' 3'-0" 1 FIXTURE LEGEND- RCP MARK DATE DESCRIPTION OTS O8/19/2019 BUILDING PERMIT CEILING FAN:2-STORY LOFTS 5.5"LED RECESSED CAN LIGHT:CLOSETS AND o HALLWAYS OTS 0 7"LED RECESSED CAN LIGHT:PRIMARY SPACES O BATHROOM FAN WITH HEATER PROJECT PRINCIPAL IN CHARGE:1 MS — — — EXHAUST DUCT PROJECT MANAGER: 1 DH PROJECT ARCHITECT:I DH A —n -oy` -0.;^ — JOB CAPTAIN: 1 SZ A 7 I I 72 I I I I I I I RCP - Building L a •- 0 4' 8' 16' WAN WIE � Scale:1/8"=T-0" NO TH • Building L- RCP-Level P 2 Building L 11.1=11-0.1 -RCP- Level 1 1 2 3 4 5 1 2 3 4 15 General Notes-Reflected Ceiling Plans A. ALL GWB.CEILING SCREW TO FLOOR JOIST MOUNTED RESILIENT CHANNELS, OR DIRECT SCREWS TO ROOF TRUSSES ABOVE,UNLESS OTHERWISE NOTED. B. PROVIDE SEISMIC BRACING AT ALL SUSPENDED CEILINGS.REFER TO TYPICAL CEILING DETAILS SHEET A9.30. C. CEILING AND SOFFIT HEIGHTS ARE FROM FINISHED FLOOR UNLESS OTHERWISE NOTED. D. CEILING TYPES-REFER TO MATERIAL LEGEND THIS SHEET. DYKEMAN E. PROVIDE CONTINOUS MEMBRANE AT RATED AT RATED FLOOR/CEILING AND ROOF/CEILING ASSEMBLIES ABOVE ALL SOFFITS AND LOWERED CEILINGS. F. ROOF CONSTRUCTION ASSEMBLIES-REFER TO BUILDING SECTIONS AND ROOF PLANS. ARCHITECTURE + DESIGN G. STRUCTURAL ELEMENTS ARE SHOWN FOR CONTRACTOR CONVENIENCE. REFER TO STRUCTURAL DRAWINGS FOR ACTUAL SIZE,LOCATION AND D SPACING. D H. MECHANICAL ELEMENTS ARE SHOWN FOR CONTRACTOR CONVENIENCE. - 1716 West - I. LOCATIONS OF SMOKE ALARMS,EMERGENCY LIGHTING,NIGHT LIGHTS AND EXIT SIGNAGE-REFER TO ELECTRICAL DRAWINGS. J. DOMESTIC WATER PIPING AND SPRINKLER PIPE NOT SHOWN FOR CLARITY. CONTRACTOR TO COORDINATE INSTALLATION OF THESE ELEMENTS WITH THOSE OF ALL OTHER TRADES. CONSULTANT- K. GWB CEILINGS TO BE INSTALLED PER MANUFACTURER'S REQUIREMENTS. L. REFER TO FINISH SCHEDULE FOR ADDITIONAL INFORMATION. M. WHERE SOFFITS OCCUR ABOVE CASEWORK UPPER CABINETS,SOFFIT ELEVATIONS ARE PROVIDED FOR REFERENCE.COORDINATE SOFFIT ELEVATION WITH CASEWORK AND REQUIRED VERTICAL CLEARANCES.REFER TO INTERIOR A B ' C I C.1 FA G ELEVATIONS FOR ADDITIONAL INFORMATION. 0.1 • �1112 KEYNOTE LEGEND A C C.1 D D.1 D.2 E F F.1 G ARC KEYNOTE KEYNOTE TEXT 7 STATE OF WASHINGTON Q - - - L - U PROJECT IDENTIFICATION: C 8-p �i. --® m 1 !SLOPED I ¢G Centennial Park in t e p T T 9 the City of Arlington FOR r r e,_o. s'_o° g._0. m ;,.;f k g'-o `8 0"..�•�,.g ° .i ';:. g ° a MATERIAL LEGEND- RCP Centennial Park 5J GYPSUM CEILING BOARD-DROP CEILING L L C STRUCTUREGYPSUM CILING BOARD-ATTACHED TO AT SLOPED172nd St NE and 67th Ave 'f FIBER CEMENT SOFFIT NE Arlington, WA 98223 CEILINGTAG-CEILING ELEVATION FROM BUILDING PERMIT — — _ FLOOR LEVEL 08/19/2019 -;::_�:"�•.i' i✓!;'.�.;:;;;. OTS OPEN TO STRUCTURE ABOVE-PAINT This drawing is: SLOPED SLOPED CEILING SLOPED WITH STRUCTURE 1.Copyright 2019 Dykeman,Inc. 0 i'�'{._ 1 2.The Architect's Instrument of Professional Service. B g p 3.For use on this ro'ect only,Obtain Architect's e SPOT ELEVATION P 1 written permission for any other use or reproduction. � . T-p 0 m 1 0 f SEE-FINISH MATERIAL KEY ON SHEET A6.00 FOR PROJECT 8..p^ ---- PAINTCOLORS. 2018-015 5 5 SLOPED } FIXTURE LEGEND- RCP MARK DATE DESCRIPTION e T, 7^ g,_0" 9'-0" Y �p:.y0ia°i S_.'.i;:`: 8' 0 . .97•'„`:a..,: '-;';.t:'.."�: 08/19/2019 BUILDING PERMIT CEILING FAN:2-STORYLOFTS 5.5"LED RECESSED CAN LIGHT:CLOSETS AND o HALLWAYS 1 t: s o h. \/ ry 0 7"LED RECESSED CAN LIGHT:PRIMARY SPACES 1{ BATHROOM FAN WITH HEATER PROJECT TE PRINCIPAL IN CHARGE:I MS EXHAUST DUCT PROJECT MANAGER: DH PROJECT ARCHITECT:I DH JOB CAPTAIN: SZ A A 8 ° RCP - Building L zs 2 0 4' 8' 16' � Scale:1/8"=T-0" NO TH • Building L- RCP-Level 2 2 Building L-RCP- Level 3 1/8"=1'-0" 1/8"=1'-0" 1 2 3 4 5 1 2 3 4 5 General Notes-Exterior Elevations A. EXTERIOR MATERIAL TYPES-REFER TO MATERIAL LEGEND THIS SHEET. B. DOWNSPOUTS SUPPORTS-FOR DOWNSPOUTS UP TO 12'-0"IN LENGTH 7.2 7 6 4.2 3.1 3 2 1 0.1 PROVIDE 2 PREFINISHED METAL STRAPS(TOP AND BOTTOM).12'-0"AND LONGER PROVIDE 3 PREFINISHED METAL STRAPS(TOP,MIDDLE AND BOTTOM). C. WALL TYPES-SEE SHEET A1.00 D. SEE SHEETS A7.13,A7.14 AND A7.15 FOR TYPICAL DOOR AND WINDOW DETAILS E. REFER TO DETAIL AI/A7.13 FOR TYPICAL WINDOW FLASHING SEQUENCING DYKEMAN F. EXTERIOR DETAILS-SEE A8.00 SERIES SHEETS G. KNOX BOX-PROVIDE A KNOX BOX AT EACH BUILDING AS SPECIFIED. TO�Of ROOF COORDINATE LOCATION WITH THE OWNER AND THE FIRE MARSHAL ARCHITECTURE + DESIGN 40' H. ALIGN FIBER CEMENT PANEL HORIZONTAL JOINTS AT BUILDING CORNERS,TYP. D 1 D73„3 KEYNOTE LEGEND D 07712301 '- KEYNOTE KEYNOTE TEXT 07 7124.A1 05 5200.A1 18"DEEP BOLT-ON PREFABRICATED METAL BALCONY:ONE PIECE Upper Roof Plate FULLY-WELDED ALUMINUM CONSTRUCTION WITH A POWDER COAT 23 3800 30-00 1/ FINISH.1/4"X 3"ALUMINUM SLAT FLOOR.REF.TO STRUC. CO 085313 DRAWINGS FOR CONNECTION DETAILS. V3 V3 2 V2 V3 _ V3 073113 ASPHALT SHINGLES 1 ® 07712301 PREFINISHED GUTTER 077124.A1 DOWNSPOUT Level 081000.A1 DOOR PER SCHEDULE 21 _0" V 085313 IVINYLWINDOWS Lower Roof Plate 10 1400.A1 UNIT SIGNAGE WITH LIGHTING FX2 9'-6 1�2° 101400.A2 ROOM SIGNAGE V2- V3 V3 V3 V2 V3 V3 V3 -V2 233800 VENTILATION HOODS 260125 ELECTRICAL PANELS • Level�2 � 10'-6" V 41112�LAA 4ONSTEVENL V2V6-F V6-F V15 FS FX3— —LBVeI 1 STATE OF WASHINGTON 0 101400.A7 TYP 081000.A1 C PROJECT C �2�Building L- East Elevation 1/8"=V-0" Centennial Park in the City of Arlington FOR Centennial Park 5J LLC G F.1 F E D C A AT 172nd St NE and 67th Ave NE Top of Arlington, WA 98223 Roof 40M BUILDING PERMIT 08/19/2019 07 7123 01 This drawing is: 1.Copyright 2019 Dykeman,Inc. 07 7124.A1 FX2 2.The Architect's Instrument of Professional Service. B _ _ _ _ _ _ _ — pper Roof Plate 3.For use on this project only.Obtain Architect's B y 30'--0 12" written permission for any other use or reproduction. 23 3800 � V2-F V2 PROJECT NUM= " 05 5200.A1 i� 2018-015 r Level3 — FX4 TnA 21'_0" Lower Roof Plate 085313 V3 V14F V2 19-61/2 MARK DATE DESCRIPTION I I 08/19/2019 BUILDING PERMIT V12-F Level 2 � 10 g V MATERIAL LEGEND- EXTERIOR ELEVATIONS 113 FX3 081000.A1 0 � FX1-CMU VENEER — — — Level PROJECT I O" FX2-FIBER CEMENT LAP SIDING 101400. 26 0125 PRINCIPAL IN CHARGE:j MS PROJECT MANAGER: I PH FX3-FIBER CEMENT SMOOTH PANEL PROJECT ARCHITECT: DH FX1 JOB CAPTAIN: SZ I I Level Parkin FX4-FIBER CEMENT ACCENT Q, B Exterior Elevations - FX5-STONE TILE Building L a r,- 0 4' 8' 16' Buildin L- North Elevation 1/8"=V-0" Scale:1/8"=T-0" . VAN a SEE-SHEET A1.00 WALL TYPES \ 1 2 3 4 5 1 2 3 4 5 General Notes-Exterior Elevations A. EXTERIOR MATERIAL TYPES-REFER TO MATERIAL LEGEND THIS SHEET. B. DOWNSPOUTS SUPPORTS-FOR DOWNSPOUTS UP TO 12'-0"IN LENGTH 0.1 1 2 3 4 5 T 7 7.2 PROVIDE 2 PREFINISHED METAL STRAPS(TOP AND BOTTOM).12'-0"AND LONGER PROVIDE 3 PREFINISHED METAL STRAPS(TOP,MIDDLE AND BOTTOM). C. WALL TYPES-SEE SHEET A1.00 D. SEE SHEETS A7.13,A7.14 AND A7.15 FOR TYPICAL DOOR AND WINDOW DETAILS E. REFER TO DETAIL AI/A7.13 FOR TYPICAL WINDOW FLASHING SEQUENCING DYKEMAN 10 1400.A4 F. EXTERIOR DETAILS-SEE A8.00 SERIES SHEETS G. KNOX BOX-PROVIDE A KNOX BOX AT EACH BUILDING AS SPECIFIED. _ Top of Roof COORDINATE LOCATION WITH THE OWNER AND THE FIRE MARSHAL ARCHITECTURE + DESIGN 40' H. ALIGN FIBER CEMENT PANEL HORIZONTAL JOINTS AT BUILDING CORNERS,TYP. 073113 ° KEYNOTE LEGEND 07 7123 01 KEYNOTE KEYNOTE TEXT V4-F Vi4 F 4-F 15- 07 7124.A1 — Upper Roof Plate 05 5200.A1 18"DEEP BOLT-ON PREFABRICATED METAL BALCONY:ONE PIECE ` — 233800 30'-00 1/ FULLY-WELDED ALUMINUM CONSTRUCTION WITH A POWDER COAT A FINISH.1/4"X 3"ALUMINUM SLAT FLOOR.REF.TO STRUC. 05 5200.A7 _ 085313 DRAWINGS FOR CONNECTION DETAILS. 073113 ASPHALT SHINGLES Vi6-F V16-F 07712301 PREFINISHED GUTTER 077124.A1 DOWNSPOUT _Level3 085313 VINYL WINDOWS 2101 101400.A4 BUILDING IDENTIFICATION SIGNAGE:24"X24"X6MM DIDBOND IN Lower Roof Plate ALUMINUM IDENTIFICATION LETTER MOUNTED WITH SILICONE AND FOAM TAPE OVER 36"X36"X3MM DIDBOND IN DARK BRONZE BACKGROUND SUBSTRATE PANEL.SCREW AND SILICONE V4 V4 A17ACHMENT TO WALL. 233800 VENTILATION HOODS 0 0'-6" V Level�2 1 9552 REGISTERED Fn ARC HITEC T FX3 Vi6-F V4 Vi6-F A L AA ON STEVENS — I _ I _ _ I _ — _Level 1 STATE oR wasBiNCTaN 0" .a. c a q •• Q 0 Level Parkin - - c Centennial Park in the City of Arlington ��Building L-West Elevation FOR Centennial Park 5J LLC A C.1 D E F F. G AT T 172nd St NE and 67th Ave NE Arlington, WA 98223 -6 Top ofRo BUILDING PERMIT 40' 08/19/2019 This drawing is 1 07 7123 01 9 .Copyright 2019 Dykeman,Inc. FX2 2.The Architect's Instrument of Professional Service. e _ _ _ _ _ _ _ Upper Roof_Plate 3.For use on this project only.Obtain Architect's B 077124.A7 30'-0 1/2' written permission for any other use or reproduction. V2- V2-F PRO = 05 5200.A1 23 3800 2018-015 Level-3. � FX4 21'-U" �v V14-F Lower Roof Plate 085313 19'-6 1/2" MARK DATE DESCRIPTION V2 V3 08/19/2019 BUILDING PERMIT — _I Level 2 10'-6" u MATERIAL LEGEND- EXTERIOR ELEVATIONS I FX3 V2- V3 FX1-CMU VENEER Level1PROJECT 0„ V FX2-FIBER CEMENT LAP SIDING PRINCIPAL IN CHARGE: MS PROJECT MANAGER: CH FX3-FIBER CEMENT SMOOTH PANEL PROJECT ARCHITECT:I DH FXi JOB CAPTAIN: SZ A Level Parking n A FX4-FIBER CEMENT ACCENT Exterior Elevations - FX5-STONE TILE Building L a r,- 0 4' 8' 16' Buildin L-South Elevation 118"=V-O" Scale:1/8"=T-0" . SEE-SHEET A1.00 WALL TYPES WAR A 1 2 3 4 5 1 2 3 4 5 General Notes- Exterior Elevations A. EXTERIOR MATERIAL TYPES-REFER TO MATERIAL LEGEND THIS SHEET. B. DOWNSPOUTS SUPPORTS-FOR DOWNSPOUTS UP TO 12'-0"IN LENGTH PROVIDE 2 PREFINISHED METAL STRAPS(TOP AND BOTTOM).12'-0"AND LONGER PROVIDE 3 PREFINISHED METAL STRAPS(TOP,MIDDLE AND BOTTOM). C. WALL TYPES-SEE SHEET A1.00 D. SEE SHEETS A7.13,A7.14 AND A7.15 FOR TYPICAL DOOR AND WINDOW DETAILS E F F.1 G G F.1 F E E F F., G G F.1 F E E. REFER TO DETAIL AI/A7.13 FOR TYPICAL WINDOW FLASHING SEQUENCING DYKEMAN F. EXTERIOR DETAILS-SEE A8.00 SERIES SHEETS G. KNOX BOX-PROVIDE A KNOX BOX AT EACH BUILDING AS SPECIFIED. COORDINATE LOCATION WITH THE OWNER AND THE FIRE MARSHAL ARCHITECTURE + DESIGN Top of Roof AU Top of Roof To of Roof � Top Of ROQf � H. ALIGN FIBER CEMENT PANEL HORIZONTAL JOINTS AT BUILDING CORNERS,TYP. 40'-6" u 40'-6" u 40'-6" u 40'-6" u ° KEYNOTE LEGEND r�� 07 7123 01 07 7123 01 07 7123 01 KEYNOTE I KEYNOTE TEXT r 05 5200.A1 18"DEEP BOLT-ON PREFABRICATED METAL BALCONY:ONE PIECE FULLY-WELDED ALUMINUM CONSTRUCTION WITH A POWDER COAT Upper ROOF Plate Upper ROOF Plate Upper Roof Plate Upper Roof Plate FINISH.1/4"X 3"ALUMINUM SLAT FLOOR.REF.TO STRUC. CONSULTANT: 30'-0 1/2" 30'-0 1/2" 30'-0 1/2° 30'-0 1/2" �J DRAWINGS FOR CONNECTION DETAILS. 077124.A1 07712301 PREFINISHED GUTTER 077124.A1 077124.A, 077124.A, 077124.A1 DOWNSPOUT 101400.A1 UNIT SIGNAGE WITH LIGHTING 233800 VENTILATION HOODS Level 3 _ Levell _ Level _ _ Levell 104413.E FIRE EXTINGUISHER CABINET _ 21'-01. _ 21'-0" 21'-0" Lower Roof Plate Lower Roof Plate Lower Roof Plate Lower Roof Plate 19'-6 1/2" FX2 FX2 FX3 FX2 Level2 Level2 _ _ Level2 I 10'� 10'-� 10'-� 9ssz �LAA 4ONSTEVENSI ARCHITECT I I I I I I FX3 FX3 FX3 A 104413.B 104413.B STATE OF wASHINGTGN Level 1 n _ Level 1 n _ Level 1 n _ _ Level 1 n 0.. PROJECT IDENTIFICATION: C Centennial Park in Building L- Return 1 - North ��Building L- Return 1 -South ��Building L-Return 2-North ��Building L- Return 2-South the City of Arlington J 1/8" FOR Centennial Park 5J LLC AT 172nd St NE and 67th Ave NE �\ /� /� /� �\ Arlington, WA 98223 A B I C j C.1 ( D I D.1 D.2 E T F.1 G G FA ( F I E D.2 D.1 ( D ) C.1 ( C I B A BUILDING PERMIT Y Y Y 08/19/2019 This drawing is: Top Of Roof _ _ _ _ _ _ TOpof ROOF 1.Copyright 2019 Dykeman,Inc. B 40'-6" 40'-6" 3.For use oArch�nthis project only.Obtain Architects ots Instrument of Professional ice. B written permission for any other use or reproduction. PROJECT NUMBER 07 71za o1 Fxz FX3� Upper Roof Plate _ _ _ _ _ Upper Roof Plate 2018-015 30'--0 1/2" a7 7,za.A, FX2 30'-0 1/2„ u I I � I � 00 101400.A1 101400.A1 m 055200.A, O MARK DATE DESCRIPTION Level3 / _ _ _ _ _LBVEI3 08/19/2019 BUILDING PERMIT - - - - - 21,_0„ 21,_0„ Lower Roof Plate Lower Roof Plate 19'-svr' 19'-s1/2" MATERIAL LEGEND EXTERIOR ELEVATIONS Fx1-CMU VENEERP 10'-6" 7mrl Level 2 u 233800 FX2-FIBER CEMENT LAP SIDING PROJECT TEAM- 07 7124.A1 _ M PRINCIPAL IN CHARGE:I MS 077124.A1 PROJECT MANAGER: I PH FX3 = PROJECT ARCHITECT:I DH FX3-FIBER CEMENT SMOOTH PANEL JOB CAPTAIN: SZ Le vell FX3 Levell � 0 0" VM. A FX4-FIBER CEMENT ACCENT A I I I Exterior Elevations - _ I I Level Parkin I I I _ _ I Level Parkin FX5-STONE TILE Building L -91_0„ a �- 0 4' 8' 16' Building L-Stair-North �2�Building L-Stair-South Scale:1/8"=T-0" . SEE-SHEET A1.00 WALL TYPES \ 1 2 3 4 5 1 2 3 4 5 1 2 4 3 3.10- 3.10- 3.10-3.10. D.1 D C.1 C 7.2 7 7.1 6 5 RWi 4 3 2 1.1 1 I TT RW7 B A RW1 _ �40Ro6o� — �— — Too 40R�6f I I I I I I I V ARCHITECTURE DESIGN 1716 West Marine View Drive D ;' - -- - - - - - - -- - -- - - - _ Uoper Roof Plated _ _ -!6- _ - _ Upper Roof Plate D 30'-0 1/2" `1 30'-0 1/2" 1 UNIT UNIT UNIT UNI' 304 303 302 301 UNIT Bedroom _BIedroIom Bedroom 1 Bedroom ',, Bedroom Bathroom Kitchen Living Room CONSULTANT: r r r r r r FC2 J u r r r r FC2 Level 3 n - _ - -Level 3 Lower Roof Plate Lower Roof Plate UNIT„ UNIT — UNIT UNIT- UNI UNIT 19'-6 1/2° 104T I 203 202 201 101T UNIT de Bedroom Bedroom RW4 Bedream Bathroom �- Bedroom Bedroom Kitchen FC2 ng Raom FC2 Level 2 n _ Level 2 10' 6 V Joy_ 0 6 UNIT UNIT 00 R� UNIT UNIT UNIT 104 103 - WA 102 _]� 101 102 Bathroom Kitchen Bathroo TO 111 .Bathroom EKitchen Bathrooms _ — -Patio Kitchen) Living Room p 955z REGISTERED PARIJNG FCi FCS )l`l j` n FC1 ARCHITECT LEVEL, Level -Leve101 — _ III— A T AA CN STEVENS - `� - STATE OF WASHINGTON - - -I —I III—III—III—III—III III—III III III III III III—I —III III III—i —I -III III—III III III III—I Parkin I II III .I I—I I I—III—III—III—III—III—III—III—III—III—I I III—III—III—III—III—III—III—III—III—III II Ili)I I- _I—III—III—III—III III— I I—III I I � I I _ _ —III—III—III—i—I —III—III—III III—III—III —III—III III—III—III—III—III—III—III— —11 -III—III—III—III III III-11 _ _Level Parkin01. — — — _ —�— --1 — _ — Level Parkin _�� 9'-0" 1 _ �_ - _—_— _ g'_0" 1 •• o 1 I III 11=1 11=1 11=1 11=1 III=1 11=1I 1=1I 1=1I ICI I I I I1=1I I I I� I I I I1=1I1=1I ICI I1=1I1=1I1=1I1=1III I I I I t I IIt1 �11I =1I1=1I1=1I1=1I I �I I ICI I1=1 I �I 11=1I1=1I1=1I I I I ICI I I I I1 I� 1-11I-11I-11I-11I—III-11I-11I-11I-11I-11I-11I-11 -11I-11I-11I-11I-11I-11II I—III-11I-11I = -11I-11I-11I-11I III-1I -1I I_I I1=1I -1I -1I -1 -1I - -1I Centennial Park in 11 1 1 _ I I I I I I I I I I I I I I I I I l l t l l t l l t l l t l l t l l Illthe City of Arlington————— i — — — 4.1 3.2 FOR 3 Transverse Section -Building L 4 Cross Section 4- BuildingL Centennial Park 5J 8"-,'-9" 1/8"-,'-0" LLC AT 3 172nd St NE and 67th Ave T KEYNOTE LEGEND NE E D.1 D C.1 C B A G F.1 D C.1 B A KEYNOTE KEYNOTE TEXT Arlington, WA 98223 RV/4 RW1 Rwz BUILDING PERMIT Top of Roof - - - - - _� - - - - Top of Roofer 08/19/2019 7 40'_6 V 40'_6 V -- II This drawing is: 1.Copyright 2019 Dykeman,Inc. 2.The Architect's Instrument of Professional Service. B rY 3.For use on this project only.Obtain Architect's B `- mitten permission for any other use or reproduction. Upper Roof Plate - - _ - _ - Up ep r Roof Plate PROJECT 30'-0 1/2" 1 Rv/ 30'-0 1/2" 1 I I UNIT = 7 ® 2018-015 302 Entry/Stair Living Room — — — — — — FC3 FC2 21 _° - - - — - -- Level 3 51 - • Level 3 �I — _-- _ 21'-°° MARK DATE DESCRIPTION UNIT Lower Roof Plate u Lower Roof Plate 08/19/2019 BUILDING PERMIT zoz 19'-6 1/2"_50 o IT :Entry/Stair LNing Room - Bedroom Bedroom FC3 FCS FC2 FC2 -Level 2 Level 2 10'-6" u 10'-6" u PRECAST` UNIT UNIT_. - CONCRETE STAIR — - TREADS AND 102 101 - PROJECT •• Living R LANDING EntrylStair ��EntrylStair LMng Room Living Room R. FC1 FCS - FCn1 ` FCS PRINCIPAL IN CHARGE:I MS Level1 Level1 n PROJECT MANAG °• V PROJECT ARCH TECT: DH —III—III—III—III .a III—III III—III III III JOB CAPTAIN: SZ A I—III—III—III—III _n . dun III Parkin A — =1II=1II=1II=1II _ Level Parkin - — =� +i + — - - - Level Parkin 9'-0 -9' °" Sections - Buildin9 L III—III III—III—III—III —III— — — — — —III—� I I 1=1�I III—III—III—III—III—III—I 11=� -�—III—III—IT —ITI—ITI=1 —I —I I-1 11=1 11=1 I I—I —11 1-1 — —I —I —I I—I I —I 1—I 1—I 1- - 0 4' B' ,6' ca ca �•" = - Cross Section 1 - Building L ��Cross Section 2-Building L Scale:118—V-0" 118- 1 2 3 4 5 1 2 3 4 5 KEYNOTE LEGEND KEYNOTE KEYNOTE TEXT 26 5100.A -� 26 5100.A 088300.A 30"X 48"MIRROR UNIT 088300.8 088300.B 24"X48"MIRROR UNIT 3 102800.13 TOILET TISSUE(ROLL)DISPENSER DYKEMAN 224000.A2 BATHROOM LAVATORY 3 .10-L 31, 224000.A3 TUB SHOWER UNIT ARCHITECTURE + DESIGN _JI 224000.A2 224000.A2 224000.A4 TOILET II 3c q _ 26 5100.A BATHROOM LIGHT FIXTURE D 102800.B 102800.B p 224000.A4 GENERAL NOTES- BATHROOM25 254A. SEE DRAWINGS A6.01 AND A6.02 FOR ACCESSIBILITY 12 12 21 CLEARANCES,GRAB BAR REINFORCING,AND 34 34 34 INSTALLATION REQUIREMENTS AT FIXTURES IN TYPE ACONSULTANT: 3 Buildin L- Powder Room 104T- Plan AND TYPES UNITS. 1/a"=1°" 3a Powder Room 104-A Powder Room 104- B Powder Room104-C Powder Room104 - D 3b 3c 1/4"=1'0" 3d 1/4"=1'-," 26 5100.A 26 5100.A • 08 8300.A 224000.A3 224000.A3 224000.A3 9552 REGISTERED 22 4000.A2 Q 22 4000.A2 ARC HITEC T e 10 2800.B 10 2800.E A L AA ON STEVENS 41 224000 A4 224000.A4 STATE OF WASHINGTGN � 254 152 C 12 2124 21 C 34 34 PROJECT IDENTIFICATION: �.� Bathroom 103 - E � Bathroom 103 - F Bathroom 103- G athroom 103- H LG 1/4-V-0" 2f 1/4"=V-0" 2g 1/4"=1'-0" *131/4"=,'-0" Centennial Park in 2 2 - the City of Arlington 2 .10-L 2a _ I� 2h 26 5100.A 26 5100.A FOR 2b - + Centennial Park 5J 08 8300.A L L C _ 22 4000.A3 22 4000.A3 22 4000.A3 5 _ 22 4000.A2 22 4000.A2 (� AT 1oz600.B - - 102600.e ° 172nd St NE and 67th Ave D 22 4000.A4 - - 22 4000.A4 NE 254 ,52 25a Arlington, WA 98223 Building L- Bathroom 103- Plans 153421 34 34 3021 15 21 BUILDING PERMIT Bathroom 103-A Bathroom 103- B Bathroom 103-C Bathroom 103- D �a 2b 2c 2d 08/19/2019 1'-0" 1/4"=1'-0" 1/4"=1'-0" This drawing is: 1.Copyright 2019 Dykeman,Inc. 2.The Architect's Instrument of Professional Service. B 3.For use on this project only.Obtain Architect's B written permission for any other use or reproduction. 265100.A _0_0_A� PROJECT + 2018-015 OB 8300.A 22 4000.A3 22 4000.A3 22 4000.A3 . Q 22 4000.A2 22 4000.A2 D.1 P2547 MARK DATE DESCRIPTION 102800.E ° 08/19/2019 22 4000A41 3'-0 1/4" 34 34 34 Bathroom 102- E 1 f Bathroom 102- F Bathroom 102-G ��Bathroom 102-H y 1/4„=,,-0„ I 1 1 114"=1,-0. PROJECT TEAM- - 265100.A 265100.A PRINCIPAL IN CHARGE: MS � 1d� PROJECT MANAGER: I DH PROJECT ARCHITECT:I DH 10-L 1a 224000.A3 + 088300.A JOB CAPTAIN: SZ 22 4000.A3 e" A 1 A 3.2 - - 224000.A3 224000.A2 224000.A2 Bathroom Plans - 22 4000.A4 a 10 2800.E _ _ 10 2800.B zza000.Aa Building L 4 254 a e�• D 0 2 4 8 8 1242130421 12 21 34 34 34 Bathroom 102-A Bathroom 102-B Bathroom 102-C Bathroom 102- D Scale:114-V-0" Buildin L-Bathroom 102- Plans 1 a „a..=,._g,. 1 b „a•.=,•_o• 1 C ,/a•=,•_o• 1 d „a•=,_o• , 1 2 3 4 5 1 2 3 4 5 KEYNOTE LEGEND 26 5100.A 26 5100.A KEYNOTE I KEYNOTE TEXT d OS 8300.A 30"X 48"MIRROR UNIT 224000.A3 224000.A3 224000.A3 102800.B TOILETTISSUE(ROLL)DISPENSER wpp c .11-L a 08 8300.A 224000.A2 BATHROOM LAVATORY 224000.A3 TUB SHOWER UNIT 224000.A4 TOILET ARCHITECTURE + DESIGN 224000.A2 22 0000.A2 265100.A BATHROOM LIGHT FIXTURE D ® 10 2800.E 10 2800.E p - - zza000.A4 224000.Aa GENERAL NOTES- BATHROOM 6 254 152 254 A. SEE DRAWINGS A6.01 AND A6.02 FOR ACCESSIBILITY 12 21 24 21 12 21 CLEARANCES,GRAB BAR REINFORCING,AND 34 34 34 INSTALLATION REQUIREMENTS AT FIXTURES IN TYPE ACONSULTANT: AND TYPE B UNITS. (A Building L- Bathroom 204- Plan Bathroom 204-A 4b Bathroom 204 - B �114 room 204-C 4d Bathroom 204- D "r 1/4-V-0" YQ 1/4"=1'-0" 1/4'•=,,-0„ Y -0„ 1/4 • _� xl 265100.A 265100.A 9552 REGISTERED 224000.A3 �' j ARCHITECT _�I 3b 088300.A 224000.A3 224000.A3 - II .11-L 3c Q 224000.A2 224000.A2 A L AA oN STEVENS STATE OF WASHINGTON D 102800.E ° 102800.B • C 224000.A4 L]L] C 224000.A4 •• e • 1 25421 30 152 254 21 Centennial Park in 21 15 5 - 34 34 34 the City of Arlington Bathroom 203-A Bathroom 203-B Bathroom 203-C athroom 203- D 3a ,/4"=,'_°" 3b ,/4„= ,_°„ 3c ,/4„= ,_°„ *Y�11'4"=,'-o" FOR 3 14"V-0n L- Bathroom 203- Plan_ Centennial Park 5J LLC AT 3 172nd St NE and 67th Ave NE 26 5100.A 26 5100.A Arlington, WA 98223 088300.A j BUILDING PERMIT 2 224000.A3 224000.A3 224000.A3 08/19/2019 2 4.1+-L 2 224000.A2 Q 224000.A2 This drawing is: _ = 1.Copyright 2019 Dykeman,Inc. _ _ ° 10 2800.B 10 2800 B 2.The Architect's Instrument of Professional Service. B 2d 3.For use on this project only.Obtain Architect's B - 22 4000.A4 written permission for any other use or reproduction. LT 254 152 254 12 PROJECT NUMBER. 34 21 30 34 21 12 34 21 2018-015 D Bathroom 202-A *_Bathroorn 202- B 2C Bathroom 202-C *�PIMathroom 202-Buildin L- Bathroom 202 -Plan +'4"=+`0" +'4"=+`0" 1'4"=1`0" "=1 MARK DATE DESCRIPTION 08/19/2019 BUILDING PERMIT 2'-93/4" 2'-103/4" 26 5100.A 22 4000.A3 PROJECT 6 22 4000.A3 22 4000.A3 22 4000.A3 26 5100.A 22 4000.A3 26 5100.A PRINCIPAL IN CHARGE:I MS PROJECT MANAGER: I DH PROJECT ARCHITECT:I DH 1 JOB CAPTAIN: I SZ A 1 .11-L 1 4.11-L 1 e• A - + � 22 4000.A2 +b - - 0 2' 4' 8' Bathroom Plans - e 224000.A4 Building L Scale:1/4"=V-0" 22 4000.A4 10 2800.B 22 4000.A4 a e• 22 4000.A2 254 254 10 2800.B 21 24421 12 21 34 34 34 22 4000.A2 Building L-Bathroom 104T- Plans Bathroom 104T-A Bathroom 104T-B Bathroom 104T-C Bathroom 104T- D Bathroom 104T- E 1 f Bathroom 104T- F 1 f 1/4"=V-0" 1 a ,,?!: ,-0,� 1 b 1/4"=,,-0. 1 c 1/4"=,,-°„ 1 d 1/4��=,,-°„ 1 e 1/4"=,,-°„ 1/4"=,,-°„ 1 2 3 4 5 11 2 3 4 5 A 13'-11 15/32" 30 12 336+ 2 302 30 12 38 30302 12 362 12 302 18 1 30 12 24 18 18 24 KEYNOTE LEGEND .12-1- NO SHELF 11 O SHELF KEYNOTE KEYNOTE TEXT -- -_ _- - - 113100.A1 REFRIGERATOR 3100.C1 11 3100.B1 FREESTANDING ELECTRIC RANGE . _ REF. 11 3100.C1 OVER-THE-RANGE MICROWAVE WITH T-� -U RECIRCULATING VENTING 11 3100.A7 224000.A1 11 3100.D, STANDARD BUILT-IN DISHWASHER 5 00 0 00ARCHITECTURE + DESIGN - - 0 224000.A1 KITCHEN SINK B C C.1 113100.D7 D 113100.131 =_ _= D �Building L- Kitchen 203- Plan 222 18 24 30 24 34024 36 3 Kitchen 203-A 36 36 CONSULTANT: � _ ._-- _-- 0 0 = REF. 2430212 302 3030212 302M 1830112 302M 36 30 12 36 30 1z 36 30 12 24 18 18 NO SHELF NO SHELF .12-L • B C C.1 224000.A1 o ,o � 113100.A1 4 Buildin L- Kitchen 202- Plan _ _ 8552 REGI3,EREg 1/4"=1'-0" 11 3100.D, 11 3100.B1 ANc HITLc T 34024 7�. 241 8 13'-6 9/32D 254 24 STAAT EL OAAF OwNA SHSTINEGVTEaNNS 36 36H 36 ----- Kitchen 202-A s - - C (�a) 1. PROJECT IDENTIFICATION: C REF. - 301 301 301 302 24 12 302 21 12 1 12 Centennial Park in _ 30 12 36 30 12 36 301 36 .12-L NO SHELF NO SHELF 213612 the City of Arlington FOR .12-L - ° �4006.A, Centennial Park 5J .,2_L __ o0 0 0o LLC 3d 113100.At 113100.B1 113100.D1 =_ --� AT .12-L N%H 423 101 254 101 211 152 211 172nd St NE and 67th Ave Building L- Kitchen 104- Plan 18 24 24 24 21 z4 15 24 15 24 30 24 1 24 NE J J 90 36 36 36 36 36 36 1/4-V-0" Arlington, WA 98223 T-," Kitchen 104 -A rSf Kitchen 104-B Kitchen 104-C itchen 104-D Kitchen 104- E 114"=,'-0" `� 114"=,'-0' 114.,= ._0„ *yK/4"=,'-0" 3C 114"= ._o„ BUILDING PERMIT 08/19/2019 18 12 24 12 302 24 12 302 This drawing is: 301 301 � 301 36 30+ 36 30 12 36 30 12 1.Copyright 2019 Dykeman,Inc. -1. 24 12 18 18 2.The Architect's Instrument of Professional Service. B 4.12-L 2 2 12-L36 NO SHELF NO SHELF 3.For use on this project only.Obtain Architect's B written permission for any other use or reproduction. DW Ib L -- PROJECT - -- --- --- -- 113100.C1 4.12-1 22 4000.A1 2018-015 REF. ---- �- 44� - 1131100.151 11 3100.D1 MARK DATE DESCRIPTION 08119/2019 BUILDING PERMIT 14'-3 1/2" 101 254 101 Y824 211131124 21118 24 24 24 24 24 1 15 215 24 36 36 36 90 36 36 36 2 Buildin L-Kitchen 103- Ian Kitchen 103-A 2b Kitchen 103- B 2c Kitchen 103-C 2d Kitchen 103-D *A114��hen 103- E 1/4"=1' " DA L Q 1/4"=1'-0' 1/4"=1'-0' 1/4"=1'-0" 1/4"=1'-0" 1'-0" 2 302 301 36 12 302 21 12 302 •• 36 30 12 36 30 ,2 18 18 PRINCIPAL IN CHARGE:I MS NO SHELF NO SHELF PROJECT MANAGER: DH 3 lii PROJECT ARCHITECT:I DH .12-L 1d 0 i� JOB CAPTAIN: SZ A _ 1 .12-L + A - ii 11 3100.A1 22 4000.A1 Kitchen Plans - Building 1 -- -- - 113100.B1 --- -- - 113100.D1 L .12-L a .•. 222 254 222 152 101 0 2 4 8 T-11 1/2" 36 24 21 24 36 24 30 24 24 24 36 36 36 36 36 Scale:1/4-T-0" Building L-Kitchen 102- Plan Kitchen 102-A Kitchen 102- B Kitchen 102-C d Kitchen 102 - D 1 1/4,.=1, - 1 a ,/4"=,'-0" 1 b 1/4= C 1/4"= 1, =,'-0" m 1 2 3 4 5 1 2 3 4 5 General Notes 1. CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND COORDINATE THE WORK OF ALL TRADES INVOLVED IN THE PROJECT AS PART OF'THIS FTHIS CONTRACT. 2. DO NOT SCALE THESE DRAWINGS.DUE TO REPROGRAPHIC PROCESSES THESE DRAWINGS MAY NOT BE TO SCALE.CONTACT ARCHITECT FOR ANY NEEDED CLARIFICATION. 3. CONTRACTOR SHALL VERIFY CONDITIONS AT THE SITE AND REPORT DYKEMAN ALL DISCREPANCIES TO THE ARCHITECT BEFORE PROCEEDING WITH — I THE WORK. 4. CONTRACTOR SHALL PROVIDE A COMPLETE AND PROPER EXECUTION OF THE WORK AS INDICATED ON ALL DRAWINGS AND ARCHITECTURE + DESIGN SPECIFICATIONS.IF DISCREPANCIES IN LAYOUT,DIMENSIONS,OR DETAILS ARE FOUND BETWEEN ARCHITECTURAL,STRUCTURAL, D MECHANICAL,ELECTRICAL,CIVIL OR LANDSCAPE DRAWINGS, p CONTACTTHE ARCHITECT IMMEDIATELY FOR CLARIFICATION - - BEFORE PROCEEDING. 5. REGULATIONS,STANDARDS,CONSTRUCTION,MATERIALS AND REQUIREMENTS FOR INSTALLATION OF MATERIALS SHALL CONFORM BUILDING L CAND BE L ODES G E OF DD BY T E EDITION GSOF THE CODE IDENTIFIED IN THE / 6. REFERENCING DRAWINGS IS FOR CONVENIENCE ONLY AND DOES / NOT LIMIT APPLICATION FOR DRAWINGS OR DETAILS. 7. MATERIALS AND FINISHES LISTED ON INTERIOR AND EXTERIOR ELEVATIONS ARE FOR GENERAL INFORMATION AND CONVENIENCE OF THE CONTRACTOR AND ARE REFERENCED IN ADDITION TO MATERIALS AND FINISHES INDICATED OR SPECIFIED ELSEWHERE IN THE DOCUMENTS. 8. HEIGHT DIMENSIONS ARE GIVEN FROM FINISHED SLAB WHERE INDICATED.OR RELATIVE TO DATUM NOTED ON THE DRAWINGS. 9. N.I.C.EQUIPMENT IS FURNISHED AND INSTALLED BY OTHERS. CONTRACTOR IS RESPONSIBLE FOR COORDINATION INSTALLATION AND PERFORMING WORK AS REQUIRED BY DETAILS OR SPECIFICATIONS FOR EQUIPMENT INSTALLATION. \ 10.F.O.I.C.EQUIPMENT IS FURNISHED BY OTHERS AND INSTALLED AS PART OF THIS WORK.THE CONTRACTOR IS RESPONSIBLE FOR COORDINATING THE WORK AS REQUIRED FOR INSTALLATION. \ 11.CONTRACTOR SHALL SEAL AROUND ALL PENETRATIONS FOR FIRE RATED WALLS,INCLUDING,BUT NOT LIMITED TO PIPING,DUCT, 4�1 CONDUIT,ETC.WITH FIRE STOPPING PER CODES THAT GOVERN THISSET OF DOCUMENTS. 12.CONTRACTOR SHALL MAINTAIN THE INTEGRITY OF THE VAPORBARRIER MEMBRANE AT THE FLOOR SLAB,WALLS,AND ROOF. ENS BACKER ROD,SEALANT AND OTHER APPROVED MEANS SHALL BE STATE OF wAsBwcTaN C F I APPLIED CONTINUOUSLY AROUND ALL EXTERIOR DOORS AND 44'-0" WINDOW PENETRATIONS AND OTHER AREAS OF POTENTIAL AIR INFILTRATION,INCLUDING STRUCTURAL,MECHANICAL AND WORK POINT(C,1) ELECTRICAL PENETRATIONS.THE CONTRACTOR SHALL REPAIR ANY C DAMAGE TO VAPOR BARRIER,OR REPLACE THEM PRIOR TO COVER, PROJECT - C 1 AS APPROVED. 13.THERMAL AND SOUND INSULATION IS INTENDED TO PROVIDE A U I CONTINUOUS ENVELOPE AS INDICATED. Centennial Park I n 14.ALL ADA TOILETS,URINALS,AND STALLS SHALL MEET THE REQUIREMENTS OF THE CODES THAT GOVERN THIS SET OF DOCUMENTS.ALL STANDARD(NON-ADA)TOILETS SHALL BE the City of Arlington CENTERED IN STALLS OR PARTITIONS AS APPLICABLE,UNLESS OTHERWISE NOTED. 15.WHERE EXTERIOR CONCRETE WALKS AND LANDINGS ABUT FOR BUILDINGS,THEY SHALL BE SLOPED AWAY FROM THE BUILDING AS SECTOR 1 NOTED,BUT IN NO CASE LESS THAN.125-112-. 16 AMAINTAIN NOTED ND SLOPING SLABS. Centennial THICKNESS AT ALL RECESSED SLAB AREAS Centennial Park 5 J W 17.ALL WOOD IN CONTACT WITH CMU,CONCRETE OR SOIL SHALL BE L L C PRESSURE TREATED,TYP.UON. 18.ALL FOAM PLASTIC INSULATION TO COMPLY WITH THE SURFACE _ BURNING CHARACTERISTICS DEFINED BY THE CODE THAT GOVERNS 19 AT BUILDING J THIS SETOF DOCUMENTS. .SPECIAL,OF SHALL BE PROVIDED AS REQUIRED BY THE JURISDICTION THAT GOVERNS THIS SET OF DOCUMENTS.SEE 172nd St NE and 67th Ave SPECIFICATION SECTION 014523 FOR ADDITIONAL INFORMATION. 20.DRAWING KEYNOTES DO NOT CORRELATE DIRECTLY TO INDIVIDUAL NE _ SPECIFICATION SECTIONS. BUILDING W- 21.BUILDING INSPECTION SHALL BE PERFORMED THROUGHOUT THE Arlington, WA 98223 DURATION OF CONSTRUCTION.THE FREQUENCY OF INSPECTION IS IDENTIFIED IN THE CONTRACT.INSPECTIONS WILL BE PERFORMED "--1 ON SITE.INSPECTIONS WILL BE DOCUMENTED AND RECORDED AS BUILDING PERMIT DEEMED NECESSARY BY THE PROJECT ENGINEER. 08/1 9/201 9 This drawing is: 1.Copyright 2019 Dykeman,Inc. 2.The Architect's Instrument of Professional Service. B 3.For use on this project only.Obtain Architect's B written permission for any other use or reproduction. SECTOR 9-, PROJECT NUMBER i 2018-015 0 -- I � 7 MARK DATE DESCRIPTION SEC J I 08/19/2019 BUILDING PERMIT I ❑❑❑❑❑❑❑❑❑❑❑❑❑ ' � � � M PROJECT j PRINCIPAL IN CHARGE: MS PROJECT MANAGER:CT: DH E-11PROJECT ARCHITE I DH JOB CAPTAIN: I SZ A \ i ,-• A ❑❑❑❑❑❑❑❑❑❑❑❑❑1, - ------- ....- Location Plan - Building \ _. KEY PLAN M SEC � 1V1 0 8' 16' 32' - Building M - Location Plan 1/16"=1'0" Scale:1/16"=1'-0" . , NO TH 1 2 3 4 5 1 2 3 4 5 General Notes- Floor Plans A. EXTERIOR DIMENSIONS ARE TO THE OUTSIDE FACE OF CONCRETE FOUNDATION WALLS,FACE OF MASONRY WALLS,OR TO THE OUTSIDE FACE OF STUDS UNLESS OTHERWISE NOTED.DIMENSIONS TO MASONRY UNITS ARE NOMINAL UNLESS OTHERWISE NOTED. B. DIMENSIONS AT UNIT DEMISING WALLS ARE TO CENTERLINE OF WALL. C. INTERIOR DIMENSIONS ARE TO THE FACE OF CONCRETE,MASONRY,OR - 3 FACE OF STUDS AT FRAME WALLS,AND TO CENTERLINE OF COLUMNS DYKEMAN 3.10- UNLESS OTHERWISE NOTED. A B C CAD DA F.1 D. DIMENSIONS LOCATING DOORS,WINDOWS AND RELIGHTS ARE TO NOMINAL MASONRY OPENING OR TO FINISH OPENING UNLESS OTHERWISE NOTED. ARCHITECTURE + DESIGN E. SEE WALL TYPES ON SHEETS A1.00 FOR TYPICAL WALL CONSTRUCTION ASSEMBLIES. D F. ALL NON-BEARING WALLS ARE FULL HEIGHT TO UNDERSIDE OF ROOF D DECK OR FLOOR ABOVE. G. APPLY TWO(2)CONTINUOUS SEALANT BEADS BENEATH STUD TRACK AT A2.11-M ALL EXTERIOR STUD WALLS. - H. CONTRACTOR SHALL PROVIDE CONTINUOUS HORIZONTAL BLOCKING AT ALL WALL MOUNTED LAVATORIES,DRINKING FOUNTAINS,CASEWORK,, MIRRORS,HANDRAILS,ETC.REFER TO ARCHITECTURAL INTERIOR ELEVATIONS. I. SEE DETAIL SHEET A6.01 FOR TYPICAL MOUNTING HEIGHTS FOR WALL MOUNTED ACCESSORIES AND EQUIPMENT. J. SEE FLOOR FINISH PLANS FOR TRANSITION DETAILS AND THRESHOLDS. 2 K. ELECTRICAL PANELS,TRANSFORMERS,BOILERS,AIR HANDLING UNITS, 3 2 AND DUCTWORK WHEN SHOWN,ARE INDICATED FOR CONTRACTOR -- CONVENIENCE. L. SEE REFLECTED CEILING PLAN FOR CEILING MOUNTED EQUIPMENT. M. THE GENERAL CONTRACTOR SHALL PROVIDE CONCRETE HOUSEKEEPING I PADS AT MINIMUM 3 1/A'THICK CONCRETE WITH 6 X 6 AN2.9 X 2.9 W W F REINFORCING UNLESS OTHERWISE NOTED OR REQUIRED ELSEWHERE IN RETIE THESE DOCUMENTS.PAD DIMENSIONS SHALL BE A MINIMUM 4"GREATER NING WALL IN HORIZONTAL DIMENSION THAN BASE OF THE EQUIPMENT MOUNTED - - - - - 2 THEREON,UNLESS OTHERWISE NOTED.EXACT PAD LOCATIONS SHALL BE _ _ _ _ VERIFIED IN THE FIELD. N. CONTRACTOR TO CONFIRM ALL CLEARANCE REQUIREMENTS AS NOTED ON DETAIL A6.01 and A6.02. 4 0. REFER TO DETAILS ON SHEET VA7.10 FOR TYPICAL DOOR CLEARANCES. �.. -� 3.10- P. SEE FLOOR PLANS AND BUILDING SECTIONS FOR LOCATION OF DETAILS FOR TYPICAL FLOOR-TO-FOUNDATION,FLOOR-TO-WALL,WALL-TO-ROOF F ASSEMBLIES AND HEADER,SILL AND SOFFIT CONSTRUCTION. I y Q. CONTRACTOR SHALL SEAL AROUND ALL PENETRATIONS AT FIRE RATED FLOOR OVERHANG -z WALLS,INCLUDING BUT NOT LIMITED TO PIPING,DUCTS,CONDUIT,ETC., STATE OF WASHINGTON ABOVE Y WITH FIRESTOPPING PER I.B.C.REQUIREMENTS. o: R. SEE EXTERIOR ELEVATIONS FOR WINDOW AND LOUVER TYPES AND a DETAILS. p S. SEE ENLARGED PLANS FOR ADDITIONAL DIMENSIONAL AND NOTE C v I T. (TYPICAL WALNLS: ''• IDENTIFICATION: C AT RESIDENTIAL UNIT INTERIORS WALL TYPE WN.411; ATCOMMERCIAL INTERIORS WALL TYPE WN.611A; Centennial Park In AT DEMISING WALLS,WALL TYPE WND.412A; AT PLUMBING WALLS,WHERE WATER CLOSET OCCURS,WALL TYPE N.611A;U the City of Arlington UNLESS OTHERWISE NOTED. U. EXTERIOR WALL TYPE TO BE WX.611,TYP.LION.REFER TO PLANS, ELEVATIONS,AND SHEET A1.00 FOR EXTERIOR FINISH WALL TYPES AND FOR A2.12-M 2 ——— 2 .11-M I EXTENT. Centennial Park 5J 1 LLC _—VM- illli+ii l . .A2.13-M 4 Stair EX 9 AT 172nd St NE and 67th Ave NE Arlington, WA 98223 BUILDING PERMIT — — _ — — — — — — 08/19/2019 1 This drawing is: KEYNOTE LEGEND F 1.Copyright 2019 Dykeman,Inc. ofs Instrument of Professional Sery B I Q KEYNOTE KEYNOTE TEXT 3.For use o�nthis project only.Obtain Architect's ice. B z p written permission for any other use or reproduction. PROJECT NUMBER: 2018-015 I I MARK DATE DESCRIPTION 08/19/2019 BUILDING PERMIT PA . 7.1 — - 7.1 •-.JECT TEAM: 77M PRINCIPAL IN CHARGE:(MS ., PROJECT MANAGER: I DH PROJECT ARCHITECT:(DHUJOBCAPTAIN: SZC C.1 D.1 F.1 6- A � A - - Floor Plan - Level P - ❑ ❑ KEYPAN Building NOTE:REFER TO SHEET SD1.1 ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ FOR RELATIONSHIP OF WORKPOINT TO SITE. a 0 4' 8' 16' BBuilding M - Floor Plan - Level P Scale:1/8"=T-O" ' NO TH • 1 2 3 4 5 1 2 3 4 5 TTT ��\ General Notes- Floor Plans 7 T I F F. G A. EXTERIOR DIMENSIONS ARE TO THE OUTSIDE FACE OF CONCRETE FOUNDATION WALLS,FACE OF MASONRY WALLS,OR TO THE OUTSIDE T FACE OF STUDS UNLESS OTHERWISE NOTED.DIMENSIONS TO MASONRY UNITS ARE NOMINAL UNLESS OTHERWISE NOTED. B. DIMENSIONS AT UNIT DEMISING WALLS ARE TO CENTERLINE OF WALL. C. INTERIOR DIMENSIONS ARE TO THE FACE OF CONCRETE,MASONRY,OR FACE OF STUDS AT FRAME WALLS,AND TO CENTERLINE OF COLUMNS DYKEMAN 22'-0" 2'-0" T-81/2" UNLESS OTHERWISE NOTED. D. DIMENSIONS LOCATING DOORS,WINDOWS AND RELIGHTS ARE TO NOMINAL MASONRY OPENING ORTO FINISH OPENING UNLESS ARCHITECTURE , OTHERWISE NOTED. WORK POINT C,1) A2.11-M 1__________ E. SEE WALL TYPES ON SHEETS A1.00 FOR TYPICAL WALL CONSTRUCTION ASSEMBLIES. D 1 F. ALL NON-BEARING WALLS ARE FULL HEIGHT TO UNDERSIDE OF ROOF D DECK OR FLOOR ABOVE. G. APPLY TWO(2)CONTINUOUS SEALANT BEADS BENEATH STUD TRACK AT ALL EXTERIOR D H. CONTRACTOR SHAL PROVIDE CONTINUOUS HORIZONTAL BLOCKING AT ALL WALL MOUNTED LAVATORIES,DRINKING FOUNTAINS,CASEWORK, MIRRORS,HANDRAILS,ETC.REFER TO ARCHITECTURAL INTERIOR • WN.4 WN.4 WXB ELEVATIONS. 11A 11A 11 I. SEE DETAIL SHEET A6.01 FOR TYPICAL MOUNTING HEIGHTS FOR WALL l l l l Ili l MOUNTED ACCESSORIES AND EQUIPMENT. SEE FLOOR FINISH PLANS FOR TRANSITION DETAILS AND THRESHOLDS. U9 K. ELECTRICAL PANELS,TRANSFORMERS,BOILERS,AIR HANDLING UNITS, AND DUCTWORK WHEN SHOWN,ARE INDICATED FOR CONTRACTOR WX.6 LIGN WALLS CONVENIENCE. L. SEE REFLECTED CEILING PLAN FOR CEILING MOUNTED EQUIPMENT. 2 M. THE GENERAL CONTRACTOR SHALL PROVIDE CONCRETE HOUSEKEEPING 6'-6 12'-0 3.10- PADS AT MINIMUM 31/2"THICK CONCRETE WITH 6 X 6 AN2.9 X 2.9 WWF 055200.A1 REINFORCING UNLESS OTHERWISE NOTED OR REQUIRED ELSEWHERE IN - ------- WN.4 07 7124 Ai TYP. THESE DOCUMENTS.PAD DIMENSIONS SHALL BE A MINIMUM 4"GREATER IN HORIZONTAL DIMENSION THAN BASE OF THE EQUIPMENT MOUNTED • THEREON,UNLESS OTHERWISE NOTED.EXACT PAD LOCATIONS SHALL BE U3 3 own C9 DWI U6 VERIFIED IN THE FIELD. N. CONTRACTOR TO CONFIRM ALL CLEARANCE REQUIREMENTS AS NOTED 101 -- L - 14 ON DETAIL A6.01 and A6.02. T-0 3'-4' O. REFER TO DETAILS ON SHEET 1/A7.10 FOR TYPICAL DOOR CLEARANCES. �1112 Typ PSIWNA 10 1400.A1 FOR TYPICAL FLOOR-TO-FOUNDATION,FLOOR-TO-WALL,WALL-TO-ROOF WN.6 II ASSEMBLIES AND HEADER,SILL AND SOFFIT CONSTRUCTION. WALLS,INCLUDING BUT NOT LIMITED TO PIPING,DUCTS,CONDUIT,ETC., Ui K STATE OF WASHINGTGN WIND. - W A REF. - WNA4 a WITH FIRESTOPPING PER I.B.C.REQUIREMENTS. R. SEE EXTERIOR ELEVATIONS FOR WINDOW AND LOUVER TYPES AND o 0 DETAILS. S. SEE ENLARGED PLANS FOR ADDITIONAL DIMENSIONAL AND NOTE - - - - 22\) INFORMATION. PROJECT IDENTIFICATION: C T. TYPICAL WALLS: WND.4 104413.8 AT RESIDENTIAL UNIT INTERIORS WALL TYPE WN.411; 12A II WND'4 077124.A7 Np' ATCOMMERCIAL INTERIORS WALL TYPE WN.611A; Centennial Park In it --A WX6 AT DEMISING WALLS,WALL TYPE WND.412A; 3 UB 11 AT PLUMBING WALLS,WHERE WATER CLOSET OCCURS,WALL TYPE the City of Arlington ❑ Ui .3 q WN.6 HA; WNA � f UNLESS OTHERWISE NOTED. 3.10- U. EXTERIOR WALL TYPE TO BE WX.611,TIP.LION.REFER TO PLANS, c7 WN a O 11A WXA2.13-M ELEVATIONS,AND SHEET A1.00 FOR EXTERIOR FINISH WALL TYPES AND FOR 11A U8 EXTENT. wX.6 Centennial Park 5J - - Bed Roo w LLC 102 �I TYPES o MATERIAL LEGEND- FLOOR FINISHES AT ® CARPET 172nd St NE and 67th Ave ® VINYL PLANK NE Arlington, WA 98223 LIGN WALLS W q 8'-6 2" 3'-6 10'-6" SEE-FINISH MATERIAL KEY ON SHEET A6.00 FOR PAINT COLORS. BUILDING PERMIT I I 08/19/2019 WNA x WN_q WN.B KEYNOTE LEGEND This drawing is: WNA11 3 11A 11A WX.6 1.Copyright 2019 Dykeman,Inc. Q 11A KEYNOTE KEYNOTE TEXT 2.The Architect's Instrument of Professional Service. B WX 6 3.For use on this project only.Obtain Architect's B 11 05 5200.A1 18"DEEP BOLT-ON PREFABRICATED written permission for any other use or reproduction. U7 METAL BALCONY:ONE PIECE WNA6 - 11A FULLY-WELDED ALUMINUM _OJECT NUMBER: CONSTRUCTION WITH A POWDER WNq COAT FINISH.1/4"X3"ALUMINUM G WNA WNA 11q6 SLAT FLOOR.REF.TOSTRUC. 2018-015 11A 11A 129313.A1 DRAWINGS FOR CONNECTION DETAILS. 5'-0"NOM. j to .A1 DOWNSPOUT 110 0 1400 • A2.1 -M 2 WN6 'tl 2 11M 101400.A7 UNIT SIGNAGE WITH LIGHTING 3.1 11A _ 129313.A7 BICYCLE RACKS MARK DATE DESCRIPTION WN.4 104413.E FIRE EXTINGUISHER CABINET OS/19/2019 BUILDING PERMIT I WX.6 - - WX.6 11 - 12R i WX.6 I.WX6 � I A2.13-M _ I I SEE DRAWING I - _ a 1/A1.12-M wND a WX.6 _-- _ PROJECT - WX.6 M PRINCIPAL IN CHARGE:I MS 4.1 - LAL-F --------�- - - - - PROJECT MANAGER: DH PROJECT ARCHITECT: DH CA JOB CAPTAIN: I SZ iA I I I I I I I I I I A Floor Plan - Level 1 - A B C C.1 D D.1 D.2 E F F,9 KEY PLAN Building M a �- 0 2' 4' 8' Ak Buildin M- Floor Plan - Level 1 - Sector 1 1 Scale:1/4"=1'-0" . NO TH 1 2 3 4 5 1 2 3 4 5 General Notes- Floor Plans S A. EXTERIOR DIMENSIONS ARE TO THE OUTSIDE FACE OF CONCRETE 3 10 FOUNDATION WALLS,FACE OF MASONRY WALLS,OR TO THE OUTSIDE A B C C.1 T D.1 D. E T7T FACE OF STUDS UNLESS OTHERWISE NOTED.DIMENSIONS TO MASONRY UNITS ARE NOMINAL UNLESS OTHERWISE NOTED. B. DIMENSIONS AT UNIT DEMISING WALLS ARE TO CENTERLINE OF WALL. WN 4 C. INTERIOR DIMENSIONS ARE TO THE FACE OF CONCRETE,MASONRY,OR W"4 12 93 13.A1 FACE OF STUDS AT FRAME WALLS,AND TO CENTERLINE OF COLUMNS DYKEMAN UNLESS OTHERWISE NOTED. 1'-6" 20'-0" 5'-0"NOM. 4'-6- 5'-0" 2'-0" T-8112" D. DIMENSIONS LOCATING DOORS,WINDOWS AND RELIGHTS ARE TO A2.12-M 2 NOMINAL MASONRY OPENING ORTO FINISH OPENING UNLESS ARCHITECTURE + DESIGN WN.6 2 OTHERWISE NOTED. „A 11-M E. SEE WALL TYPES ON SHEETS A1.00 FOR TYPICAL WALL CONSTRUCTION ASSEMBLIES. F. ALL NON-BEARING WALLS ARE FULL HEIGHT TO UNDERSIDE OF ROOF D DECK OR FLOOR ABOVE. G. APPLY TWO(2)CONTINUOUS SEALANT BEADS BENEATH STUD TRACK AT WX 61 - 1 x12xR6 ALL EXTERIOR STUD WALLS. _ WX.6 H. CONTRACTOR SHALL PROVIDE CONTINUOUS HORIZONTAL BLOCKING AT 3.10- ALL WALL MOUNTED LAVATORIES,DRINKING FOUNTAINS,CASEWORK, SEE DRAWING r _ r I' 12R I - WX12R - 1 I MIRRORS,HANDRAILS,ETC.REFER TO ARCHITECTURAL INTERIOR CONSULTANT: - 1/A1.11-M - 12R 4 r -I ELEVATIONS. I I. SEE DETAIL SHEET A6.01 FOR TYPICAL MOUNTING HEIGHTS FOR WALL _ _ r A2.13M MOUNTED ACCESSORIES AND EQUIPMENT. `v SEE FLOOR FINISH PLANS FOR TRANSITION DETAILS AND THRESHOLDS. WND.4 °.� WX.6 -------- j _' _ K. ELECTRICAL PANELS,TRANSFORMERS,BOILERS,AIR HANDLING UNITS, ,2R 2 AND DUCTWORK WHEN SHOWN,ARE INDICATED FOR CONTRACTOR CONVENIENCE. LLL 4.1 - - - ---------- _ _ -- - � L. SEE REFLECTED CEILING PLAN FOR CEILING MOUNTED EQUIPMENT. _ M. THE GENERAL CONTRACTOR SHALL PROVIDE CONCRETE HOUSEKEEPING WN.4 ------__ _ ' __-__= r PADS AT MINIMUM 31/2"THICK CONCRETE WITH 6X6/W2.9X2.9 WWF U7 WIN 10 ______ F REINFORCING UNLESS OTHERWISE NOTED OR REQUIRED ELSEWHERE IN i o i i THESE DOCUMENTS.PAD DIMENSIONS SHALL BE A MINIMUM 4"GREATER r IN HORIZONTAL DIMENSION THAN BASE OF THE EQUIPMENT MOUNTED • F-0"NOM. T THEREON,UNLESS OTHERWISE NOTED.EXACT PAD LOCATIONS SHALL BE WN.4 - ----- - ' VERIFIED IN THE FIELD. i � Y____------ -------- -1 N. CONTRACTOR TO CONFIRM ALL CLEARANCE REQUIREMENTS AS NOTED ON DETAIL A6.01 and A6.02. z WN.6 O. REFER TO DETAILS ON SHEET 1IA7.10 FOR TYPICAL DOOR CLEARANCES. 955z REGISTERED N. P. SEE FLOOR PLANS AND BUILDING SECTIONS FOR LOCATION OF DETAILS ARC HITECT WN 4 FOR TYPICAL FLOOR-TO-FOUNDATION,FLOOR-TO-WALL,WALL-TO-ROOF N o Ug ASSEMBLIES AND HEADER,SILL AND SOFFIT CONSTRUCTION. -71 WN.4 WX.6 Q. CONTRACTOR SHALL SEAL AROUND ALL PENETRATIONS AT FIRE RATED WX.6 11A A L AA DN STEVENS L--------W�7 WALLS,INCLUDING BUT NOT LIMITED TO PIPING,DUCTS,CONDUIT,ETC., STATE OF WASHINGTGN U7 WITH FIRESTOPPING PER I.B.C.REQUIREMENTS. R. SEE EXTERIOR ELEVATIONS FOR WINDOW AND LOUVER TYPES AND WN.6 - - DETAILS. 11AU6 - - - S. SEE ENLARGED PLANS FOR ADDITIONAL DIMENSIONAL AND NOTE C I INFORMATION. PROJECT IDENTIFICATION: C 5 - - - US - U9 - - - - - 5 T. TYPICAL WALLS: it AT RESIDENTIAL UNIT INTERIORS WALL TYPE WN.411; ALIGN -6 6'-4 8'-6'� AT COMMERCIAL INTERIORS WALL TYPE WIN611A; Centennial Park In ALL AT DEMISING WALLS,WALL TYPE WNDA 12A; WN.4 AT PLUMBING WALLS,WHERE WATER CLOSET OCCURS,WALL TYPE UN.611A; the City of Arlington • UNLESS OTHERWISE NOTED. U. EXTERIOR WALL TYPE TO BE WX.611,TYP.LION.REFER TO PLANS, ELEVATIONS,AND SHEET A1.00 FOR EXTERIOR FINISH WALL TYPES AND FOR US EXTENT. U3 c WN.6 1 M Centennial Park 5J 11A Bed Roo 0 103 7'-0" '-91/2 ' LLC TYPE -- ----- wN4 MATERIAL LEGEND- FLOOR FINISHES DW wx AT J s - wzs = 5 ® CARPET 172nd St NE and 67th Ave 14'-5" 7•_ip^ 5'-2 a A2.13-M ® VINYL PLANK NE LI, Arlington, WA 98223 WX.6 1 6 I U10 WN.4 WNA REF. SEE-FINISH MATERIAL KEY ON SHEET A6.00 FOR PAINT COLORS. BUILDING PERMIT 0 - WNA 104413.13 1 08/19/2019 - - - N - - - - -�� KEYNOTE LEGEND This drawing is: WNA O 0 ALIGN WALLS 1.Copyright 2019 D t unnen,Inc. WND.4 wN.a KEYNOTE KEYNOTE TEXT 2.The Architect's Instrument of Professional Service. B - REF. 11A - Q -�-�- U7 = 3.For use on this project only.Obtain Architect's B OS 5200.A1 18"DEEP BOLT-ON PREFABRICATED Q written permission for any other use or reproduction. WN.6 METAL BALCONY:ONE PIECE _ 11A FULLY-WELDED ALUMINUM • 101400.A1 TYP. CONSTRUCTION WITH A POWDER 3 Bed Room T-0 3'-4" COAT FINISH.1/4"X3"ALUMINUM p G ownhouse I SLAT FLOOR.REF.TO STRUC. 2O 18-015 104 DRAWINGS FOR CONNECTION U3 DETAILS. -TYPE B DWI U6 077124.A1 NP' 077124.A1 DOWNSPOUT • _ -13'-8"- 101400.A7 UNIT SIGNAGE WITH LIGHTING 055201 129313.A7 BICYCLE RACKS MARK DATE DESCRIPTION WN.4 104413.E FIRE EXTINGUISHER CABINET OS/19/2019 BUILDING PERMIT WN.6 ALIGN WX.6 11A ALLS 20'-6" 3'-6" U9 I I i I I I WN4 I I WX.6 I li i i I I I 11A � WN.4 11 „A I I I I I I I I I I I I I I I _____ __ � � •"• PROJECT MA G R I I I I I 1 NZ PROJECT ARCH TECT: DH JOB CAPTAIN: SZ A -- Floor Plan - Level 1 - A B C C.1 D D.1 D.2 E F F.1 G KEY PLAN Building M a •- 0 2' 4' S' 66 , Buildin M - Floor Plan - Level 1 - Sector 2 Scale:V4-T-p" NO TH 1 2 3 4 5 1 2 3 4 5 General Notes- Floor Plans A. EXTERIOR DIMENSIONS ARE TO THE OUTSIDE FACE OF CONCRETE FOUNDATION WALLS,FACE OF MASONRY WALLS,OR TO THE OUTSIDE 3 FACE OF STUDS UNLESS OTHERWISE NOTED.DIMENSIONS TO MASONRY UNITS ARE NOMINAL UNLESS OTHERWISE NOTED. A B C C.1 D 3.10- D.1 D.2 E F F.1 G B. DIMENSIONS AT UNIT DEMISING WALLS ARE TO CENTERLINE OF WALL. C. INTERIOR DIMENSIONS ARE TO THE FACE OF CONCRETE,MASONRY,OR 1'-6" 20'-0" 12'-6" 4'-6" 5'-0" 2'-81/2" FACE OF STUDS AT FRAME WALLS,AND TO CENTERLINE OF COLUMNS DYKEMAN UNLESS OTHERWISE NOTED. -0" D. DIMENSIONS LOCATING DOORS,WINDOWS AND RELIGHTS ARE TO NOMINAL MASONRY OPENING OR TO FINISH OPENING UNLESS A211-M OTHERWISE NOTED. ARCHITECTURE + DESIGN E. SEE WALL TYPES ON SHEETS A1.00 FOR TYPICAL WALL CONSTRUCTION ASSEMBLIES. p 1 F. ALL NON-BEARING WALLS ARE FULL HEIGHT TO UNDERSIDE OF ROOF D 01 - - - - - - - - DECK OR FLOOR ABOVE. - - Marine G. APPLY TWO(2)CONTINUOUS SEALANT BEADS BENEATH STUD TRACK AT 1 - - ALL EXTERIOR STUD WALLS. H. CONTRACTOR SHALL PROVIDE CONTINUOUS HORIZONTAL BLOCKING AT ALL WALL MOUNTED LAVATORIES,DRINKING FOUNTAINS,CASEWORK, - MIRRORS,HANDRAILS,ETC.REFER TO ARCHITECTURAL INTERIORCONSULTANT: +WX.6 DIN I ELEVATIONS. I. SEE DETAIL SHEET A6.01 FOR TYPICAL MOUNTING HEIGHTS FOR WALL WNAWN.4 MOUNTED ACCESSORIES AND EQUIPMENT. -_ _ 11A J. SEE FLOOR FINISH PLANS FOR TRANSITION DETAILS AND THRESHOLDS. II WNA K. ELECTRICAL PANELS,TRANSFORMERS,BOILERS,AIR HANDLING UNITS, - U5 AND DUCTWORK WHEN SHOWN,ARE INDICATED FOR CONTRACTOR WNA CONVENIENCE. 11A U5 2 L. SEE REFLECTED CEILING PLAN FOR CEILING MOUNTED EQUIPMENT. M. THE GENERAL CONTRACTOR SHALL PROVIDE CONCRETE HOUSEKEEPING -5'-91/2" _S'-5" 1'-67 5'-0 li 3.10- PADS ATMINIMUM 31/2"THICK CONCRETE WITH 6 X6-2.9 X 2.9 WWF US REINFORCING UNLESS OTHERWISE NOTED OR REQURED ELSEWHERE IN THESE DOCUMENTS.PAD DIMENSIONS SHALL BEAM NIMUM 4"GREATER WNA IN HORIZONTAL DIMENSION THAN BASE OF THE EQUIPMENT MOUNTED • WN.6 US 11A THEREON,UNLESS OTHERWISE NOTED.EXACT PAD LOCATIONS SHALL BE 3 Bed Room = WN,q WN.4 VERIFIED IN THE FIELD. _ownho 3 WN4 N. CONTRACTOR TO CONFIRM ALL CLEARANCE REQUIREMENTS AS NOTED 101 - 11A ON DETAIL A6.01 and A6.02. PE - O. REFER TO DETAILS ON SHEET 11A7.10 FOR TYPICAL DOOR CLEARANCES. �95525'-0"NOM. 2'-0" U7 P. SEE FLOOR PLANS AND BUILDING SECTIONS FOR LOCATION OF DETAILS.6 - _ FOR TYPICAL FLOOR-TO-FOUNDATION,FLOOR-TO-WALL,WALL-TO-ROOF WN.6ASSEMBLIES AND HEADER,SILL AND SOFFIT CONSTRUCTION. z Q. CONTRACTOR SHALL SEAL AROUND ALL PENETRATIONS AT FIRE RATED 2' WALLS,INCLUDING BUT NOT LIMITED TO PIPING,DUCTS,CONDUIT,ETC., STATE OF WASHINGTON WITH FIRESTOPPING PER I.B.C.REQUIREMENTS. WX.6 W 2A4 0. R. SEE EXTERIOR ELEVATIONS FOR WINDOW AND LOUVER TYPES AND 11 p DETAILS. S. SEE ENLARGED PLANS FOR ADDITIONAL DIMENSIONAL AND NOTE C 2 - - - _ T 2 ' INFORMATION. PROJECT IDENTIFICATION: C �� T. TYPICAL WALLS: WX.6 _ AT RESIDENTIAL UNIT INTERIORS WALL TYPE WN.411, 11 WNA COMMERCIAL INTERIORS WALL TYPE WN.611A; Centennlal Park In W'.6 AT DEMISING WALLS,WALL TYPE WND.412A; 01 AT PLUMBING WALLS,WHERE WATER CLOSET OCCURS,WALL TYPE -5'-0"NOM. - 3 PLUMBING the City of Arlington 310- UNLESS OTHERWISE NOTED. 05 5201 WNA U. EXTERIOR WALL TYPE TO BE WX.611,TYP.UON.REFER TO PLANS, 11A .13-M ELEVATIONS,AND SHEET A1.00 FOR EXTERIOR FINISH WALL TYPES AND FO R EXTENT. Centennial Park 5J WNA - I Red Room I 11A x WN.4 WX.6 LLC 201 11 us us = MATERIAL LEGEND- FLOOR FINISHES -6 112" 14'-7 1/2 1AT U3 WALLS 077124i 1 T1P. ® CARPET 172nd St NE and 67th Ave NE WN.4 U9 U8 U9 ® VINYL PLANK Arlington, WA 98223 WND.4 WNAq = W q WX.6 SEE-FINISH MATERIAL KEY ON SHEET A6.00 FOR PAINT COLORS. BUILDING PERMIT W'.6 12A 11 3 wx.s WN.4 wx.s � � � KEYNOTE LEGEND 08/19/2019 WX.6 This drawing is: 11I PW 4 O O REF. 3 10 11 11 1.Copyright 2019 Dykeman,Inc. KEYNOTE KEYNOTE TEXT 3.For use o�n this project only.Obtain Architect's tects Instrument of ice. B 5'- "NOM. U9 OS 5200.A1 18"DEEP BOLT-ON PREFABRICATED written permission for any other use or reproduction. 101400.A1 TYP. METAL BALCONY ONE PIECE WNA FULLY-WELDED:ALUMINUMPROJECT NUMBER. CONSTRUCTION WITH A POWDER � - WNA COAT FINISH.1/4"X3"ALUMINUM 11A SLAT FLOOR.REF.TO STRUC. 201 8-01 5 -j -2_g DRAWINGS FOR CONNECTION DETAILS. A2.12-M 2 U3 202 WNg4 N WNA WN.4 _ 077124.A1 DOWNSPOUT • -� ALIGN_ 101400.A1 UNIT SIGNAGE WITH LIGHTING ALL 2 2.11-M 104913.E FIRE EXTINGUISHER CABINET MARK DATE DESCRIPTION U7 U6 U5 08/19/2019 BUILDING PERMIT 104413.B 3.1 WX.6 IIt I I 12A U2 1 4 SEE DRAWING �A213 MM 1/A1.22-M u2 --- --- -- - - PROJECT `.�; � M PRINCIPAL IN CHARGE: MS - - PROJECT MANAGER: I CH PROJECT ARCHITECT:I DH JOB CAPTAIN: SZ A k A I I I I I I I I Floor Plan - Level 2 - A B C C.1 D D.1 D.2 E F F.1 Q KEY PLAN Building M a •- 0 2' 4' 8' Building M- Floor Plan - Level 2 - Sector 1 Scale:1/4"=T-0" . 114"=V-0° NO TH 1 2 3 4 5 1 2 3 4 5 General Notes- Floor Plans 3 A. EXTERIOR DIMENSIONS ARE TO THE OUTSIDE FACE OF CONCRETE 3.10- FOUNDATION WALLS,FACE OF MASONRY WALLS,OR TO THE OUTSIDE FACE OF STUDS UNLESS OTHERWISE NOTED.DIMENSIONS TO MASONRY UNITS ARE NOMINAL UNLESS OTHERWISE NOTED. A B C C.1 T D.1 D.2 E F 1Z81/2" G B. DIMENSIONS AT UNIT DEMISING WALLS ARE TO CENTERLINE OF WALL. C. INTERIOR DIMENSIONS ARE TO THE FACE OF CONCRETE,MASONRY,OR FACE OF STUDS AT FRAME WALLS,AND TO CENTERLINE OF COLUMNS DYKEMAN UNLESS OTHERWISE NOTED. U3D. DIMENSIONS LOCATING DOORS,WINDOWS AND RELIGHTS ARE TO 20'-0" 12'-6" 4'-6" 5'-0" NOMINALMASONRYOPENINGORTO FINISH OPENING UNLESS A2.12-M 2 WN.4 WN.4 � OTHERWISENOTED. ARCHITECTURE + DESIGN 2 11-M E. SEE WALL TYPES ON SHEETS A1.00 FOR TYPICAL WALL CONSTRUCTION ASSEMBLIES. p U7 U- U5 _ _ _ _ 3 F. ALL NON-BEARING WALLS ARE FULL HEIGHT TO UNDERSIDE OF ROOF p 104413.B DECK OR FLOOR ABOVE. -ma-atWest Marine G. APPLY TWO(2)CONTINUOUS SEALANT BEADS BENEATH STUD TRACK AT , ALL EXTERIOR STUD WALLS. 3 10 H. CONTRACTOR SHALL PROVIDE CONTINUOUS HORIZONTAL BLOCKING AT WND.4 ALL WALL MOUNTED LAVATORIES,DRINKING FOUNTAINS,CASEWORK, SEE DRAWING 12A U2 , MIRRORS,HANDRAILS,ETC.REFER TO ARCHITECTURAL INTERIORCONSULTANT: 1/A121-M ^ ELEVATIONS. _ = FC2 f � - - � y 1 I. SEE DETAIL SHEET A6.01 FOR TYPICAL MOUNTING HEIGHTS FOR WALL A2.13-M 7 2 SEE FLOOR FINIS SORIES AND EQUIPMENT. J. SEE FLOOR FINISH PLANS FOR TRANSITION DETAILS AND THRESHOLDS. U2 ---_ _-- - K. ELECTRICAL PANELS,TRANSFORMERS,BOILERS,AIR HANDLING UNITS, 2 - - - AND DUCTWORK WHEN SHOWN,ARE INDICATED FOR CONTRACTOR 6'-7" T-10" 10'-7" _-- _ - y CONVENIENCE. L. SEE REFLECTED CEILING PLAN FOR CEILING MOUNTED EQUIPMENT. M. THE GENERAL CONTRACTOR SHALL PROVIDE CONCRETE HOUSEKEEPING _ _ -- -- PAD SAT MINIMUM 31/2"THICK CONCRETE WITH 6 X6 AN.9X2.9WWF U6 =I US 12R ----- _ _ ___ REINFORCING UNLESS OTHERWISE NOTED OR REQUIRED ELSEWHERE IN _ WN.4 __ ___ THESE DOCUMENTS.PAD DIMENSIONS SHALL BE A MINIMUM 4"GREATER � 3 I 11A - _ -- --- IN HORIZONTAL DIMENSION THAN BASE OF THE EQUIPMENT MOUNTED • THEREON,UNLESS OTHERWISE NOTED.EXACT PAD LOCATIONS SHALL BE U3 203 11A - WN g _-`- -- - - N. CONTRACTOR TO CONFIRM ALL CLEARANCE REQUIREMENTS AS NOTED 1 N. - -.- -= ON DETAIL A6.01 and A6.02. _ 101400.A1 Typ. 0. REFER TO DETAILS ON SHEET VA7.10 FOR TYPICAL DOOR CLEARANCES. �1112P. SEE FLOOR PLANS AND BUILDING SECTIONS FOR LOCATION OF DETAILS12R'-0NOM. 11A 12R Q. CONTRACTOR SHALL SEAL AROUND ALL PENETRATIONS AT FIRE RATED WALLS,INCLUDING BUT NOT LIMITED TO PIPING,DUCTS,CONDUIT,ETC., WITH FIRESTOPPING PER I.B.C.REQUIREMENTS. STATE OF WASHINGT°N WN.4 O WNA WX.6 a \/ R. SEE EXTERIOR ELEVATIONS FOR WINDOW AND LOUVER TYPES AND t_ V DW 10 DETAILS. I O 0 S. SEE ENLARGED PLANS FOR ADDITIONAL DIMENSIONAL AND NOTE C - - - - - - - - - INFORMATION. PROJECT IDENTIFICATION: C - T. TYPICAL WALLS: WX.6 LIGN WALLS AT RESIDENTIAL UNIT INTERIORS WALL TYPE WN.411; 11 WND.4 - - _- - ----- --- AT COMMERCIAL INTERIORS WALL TYPE WN.61IA; 12A tom' WN.4 AT DEMISING WALLS,WALL TYPEWND.412A; Centennial Park In WN.4 AT PLUMBING WALLS,WHERE WATER CLOSET OCCURS,WALL TYPE p9 U'° „A UN.B11A; the City Of Arlington • UNLESS OTHERWISE NOTED. EXTERIOR WALL TYPE TO BE WX.611,TYP.LION.REFER TO PLANS, ALIGN WALL ALIGN WALL ELEVATIONS,AND SHEET A1.00 FOR EXTERIOR FINISH WALL TYPES AND FOR U3 6'-51/2" 1 13'-71/2" EXTENT. ._. I Centennial Park 5J - - - - - O Wx.6 LLC 204 It D6 u5 - WN4 MATERIAL LEGEND- FLOOR FINISHES AT WN.6 ECARPET li „A „A 172nd St NE and 67th Ave l WN.4 WN.4 055200.A7 11A -6., 11A WX6 .13-M ® VINYL PLANK NE 5'-0"NOM. - 11 Arlington, WA 98223 1 0 0 WIND.4 - WND.4 I 12A- SEE-FINISH MATERIAL KEY ON SHEET A6.00 FOR PAINT COLORS. BUILDING PERMIT W i.6 I 08/19/2019 - - - - - - - - KEYNOTE LEGEND This drawing is: WX.6 O 1.Copyright 2019 Dykeman,Inc. B 11 U9 U9 - - 2'-10' _ KEYNOTE KEYNOTE TEXT 2.The Architect's Instrument of Professional Service. _ 3.For use on this project only.Obtain Architect's B O written permission for any other use or reproduction. -,-2 WN.6 z 055200.A1 18"DEEP BOLT-ON PREFABRICATED WNA _ METAL BALCONY:ONE PIECE _ -1 4 W"�4 FULLY-WELDED ALUMINUM • - WN.4 :2'-6 11A - 11A - 11A _ CONSTRUCTION WITH A POWDER Bed Roo _ _ U6 U7 COAT FINISH.1/4"X 3"ALUMINUM Townhouse SLAT FLOOR.REF.TO STRUC. 201 8-01 5 104T - - DRAWINGS FOR CONNECTION WN 4 DETAILS. 1PEB WN.6 3 077124.A1 DOWNSPOUT • US WNA4 101400.A1 UNIT SIGNAGE WITH LIGHTING - WN.4 1104413.B FIRE EXTINGUISHER CABINET MARK DATE DESCRIPTION 11A -6.. '-0' 08/19/2019 BUILDING PERMIT WN4 U5 11A US WN.4 WX.6 11A WN.4 WNA WX.6 PROJECT M I - - - - - - - - - PRINCIPAL IN CHARGE:I MS O 077124.Al TYP' : PROJECT MANAGER: DH PROJECT ARCHITECT:I DH JOB CAPTAIN: SZ i A A2.12-M A ROOF ABOVE _._---------------- -- Floor Plan - Level 2 - A B C C.1 D D.1 D.2 E F FA C, KEY PLAN Building M 0 2' 4' 8' Ak Building M - Floor Plan - Level 2 - Sector 2 Scale:1/4"=T-0" . 1/4"=V-°" NO TH 1 2 3 4 5 1011561 rzm .. )roil" 00 ® O © O O 00® O DYKEMAN ARCHITECTURE + DESIGN 1111111111111111 _ - . " .- _ . ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ �I 1 1 1 1 1 1 1 1 1 1 1 1 1 -dykaman.net 1716 West M V Drive 1111111111111111111111111111111111111111111111111111111111111111111111111 '.. • ,•• ::• , , • ' ' ; :•• 425.259.3161 m 2nd Floor/Evaratt,WA9820, Illlllllllllllllllllllllllllllllllllllllllllllllnllllllllllllllllllllllllllllll 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 11 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 --• . ' • ' '� '-• -•� CONSULTANT: 11111111111111111111111111111111111111111111111111111111111111111111111111 .' '- - . '• . n l l 11 l l l l l l l l l l l l 11 l l l l l l l l l l l l l l l l l l l . • .. .- . ' - 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 11 I I I I I A l l l l l 11 1 1 1 II 1 1 1 "� :_ • :-•= ;• ' ; ,_ : : : ' 111111111111111111111111111111111111111111111111111111111111111111111111111 I11111111111111111111111111111111111111 ,� ' 'IIIII'111111'111'11111'111'111'llllll'I'IIIII'111'Inlll'llll'lll"11111'lll'llllll • ' _ ' - _ _ _ Illlllllllllllllllllllllllllllllllllllll�i��lllllllllllllllllllllllllllllllll 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I � � I l n l l l l l l l l l l l 11 1 , •, ' • '•. ' • •'• -" • '. REGISTRATION STAMPS: IIIIIIIIIIIIIIIIIIIIIIIIIIIIII -" ` ' IIIIIIIIIIAIIIIIIIIIIIIIIIIIIIIIIIIIIIII •- -' •- • •' - • � - " - ' IIIIIIIIIIIIIIIIIIIIIIIIIIIIIII IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII ' . . .., . ..., 1111111111111111 11111111111111111111 '• ' REGISTERED. IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII 111111111111111111111111111111111111111 • . -. .- '. : .-. :.• - •-. . .• - -. . ►► — IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII III■_N■1■1■II■1■1■1�1■1■1■1■1■1■1■1' _ _ © O_ 01,v�e,�e,�e,v\i!_11�___._Oe,v�:,�lA\e,�_,v��e�s _ � �:\__��,r�' ■1■,_, ` � it ■■ ■■ •I �F, - *�`— c'—II lI l lI l lI l lI l�,lI lI i iI i lI 1I��I ;��I r1llils:1� = -�, = PROJECT IDENTIFICATION:. -. k in Arlington FOR Centennial - ark 5J - LLC AT 172nd St NE and 67th Ave NE III li il'I� II Ilr■■�� 1 I I. ,..��_- � ,,: ..- I �� iiiIIIII �iil� ll�IIIIIIIIIIIIIIIIIII�IIIIIIIIIfilEi \� I I II�h,� IIIIII_III_IIIIIIIIIII! �III_IIII�III_III_ Illln_IIIGi■■■Ili■■illllllll"c■■IIIP■■lP■■ciic■■■■■■■4111111PEll Arlingtonli >IIIIli�Oilllll `—`0� Illllir �llll ° I��II�� WA 98223 '•I .I .■■■.I.I.I.I.I.I.I.I.I.I.I.I.I.I. .II �I,111��i iii iin�■I� !,i : �1 L1 I:�fl I �lI L� :,I m .11 •-. • •- BUILDING .11. .: • . • ®.I ��I ®ISM t � • This drawing is: ' ` ®QI I i[� �� III I ® • 2 The Architects'ykeman,Inc. Instrument of Professional Service. 3.For .. — ( I I I I I I I IIIIIII I \Ili:lpllll'.>� r; � ■�I` ',�'. — I ' "'' PROJECT NUMBER: • - II� nlli► I ®� II _��I'�N �I `IIII:I - — 1 .m,r, � �•- _`O� I •mac ! 1^� �'• '• REVISIONS: �nlll dl�Ihlllllllllllllllll��llllllllt9�lllllllln�:. —� �liu Ipnil nn inn�,m��l nnl nn In;�Ili�ill i� a '` 'I "I■ ■■'I I'I 'I 'I' I'I I ��■I I'I'I I'ah� l l l l l l ,I 11.1,111 .Ilal.d.l��I.I.IL LILIL LIL LII.L_I�.IL__IL_IL_LI_L__L_�I:_.,._,i.�l._ILI_L_LI_L_I.:01 ,, I I n`I I`I`I`I`I I` I`I`•I•I I`I`I I I.I.L.I.�..I.I.L,\I. I.I.L.I �I�01• 1 PROJECT TEAM: illll�� 0 �1111 _I PROJECT ARCHITECT:I LH JOB CAPTAIN. DRAWING TITLE: Floor - OO ® O O © O® O I Building \ DRAWING NUMBER: A1 .31 —M ' • DYKEMAN ARCHITECTURE + DESIGN __ ••_ _ _ • • • ••� W .d k et 1716 West Marine View Drive� , ww y ema�.o 425.259.3161 m 2ed Floor/Everett,WA 98201 I I I I I I I I I I I I I I I I I I 111 l�liil�� o -.� . •, ill !!.l!llu.� uul! !ullu!11u1! !ul! !ul! !ullu!11u1! lulu !ul! !ullu!11u1! lulR�u01�! . > I ►...d CONSULTANT: ♦. ...: •- 1- liL � O L�I I•I hI =I�I I I I ---�-��II�r --1-=-1__I ....................... �� .• .:_._ .�•_ .. . .._. : :•. I: I - �Vw9w11�� 9�VIIIIIIIII1111�,111,1��I �1� :Ilia _, =l,Y�, ,1......�+1�■:.■ o�n■■■■i■,.�Irllrlld:■::■::■:��■::■:Idl' '; �il� illllll� . .• � _-. •. ' . ' ' � • • •• � �ii� ill�dl�! REGISTRATION STAMPS:m r .1 '` ' " �� ` 1111■11� Illilll®i - Mum • • ►► - . = - �� :• :. . .: '-. . �� Illlu' IIIII I IIIII; �`�_-•�„® ___ _ __"<� ___— -- ..:� � PROJECT IDENTIFICATION: ®li�■ii _�al ,i ��'�-i'jj �_ql� . I I I V � © -, • , -•- I :-IIIII 11 1 I l!f■� �I�� I -Ili®��I II��® I I Centennial Park in IIIIIIIII 111111111l111the City of Arlington Hill -0IIIIIII,& !.!,I•. lu AI�II!IIJl I !a 11!II!II!II!II- -- --- Centennial' Park 5J LLC 1 I I I 11 II��IIIE■■ .e. .■;;;;n 1 1 ■lunnnnnmllnnnnl;�lr:�� AT 172nd St NE and 67th Ave NE I- I I I I .I .ILIIIII. I�ii ■�'' e _;..� —�� all Arlington, 98223 BUILDING PERMIT I11I m 08/19/2019 — �` e ilwJo:3:v�va 'c�w::vvJ:v�!:vv: .d��-__�� 6.�ae�®v\®i®i®m �:v2�:vmQFS+-Jov:v:v:�wtvv:3:v.3:33svv. 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I I I I I -�-!• 1 1 of Professional IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIilllllllllllll 'llllllllll�®1111 "_ : ' •:' ' •. .:- . ' permission ' . ' - or reproduction. INllllllllllllllnlllllllll 1111111n11 ' I I I I I I I I I I I I I I n l l I l l l l l n l 11 1 1 PROJECT NUMBER: Inllllllllllllllnlllllllll Illlllllnll - •" - 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 .. : . 1 1 1 1 1 1 1 1 1 1 11 1 1 1 II 1 1 1 1 .': ..-.- •. -• IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII - ■IIIIIIIIIIIII IIIIIIIIIIIIIIIIIIIIII 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 11 1i■1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 �.• REVISIONS: Illlllllllllllllllllllllllllllllllllllll.illllllnllll Illllllllllllnllllllll ;,: . IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII IIIIIIIIIIIIIIIIIIIIIIII MARK DATE DESCRIPTION IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII IIIIIIIIIIIIInIlI1lIlIl IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII Illllllllllllnlllllllll IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIAl1I1 IIIIIIIIIIIIIIIIIIIIII IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII (IIIIIIIIIIIIIIIIIIIIII �1�1�1�1�1�1�1�1�1�1�1�1�1�1�1�1�1�III�I�I�I�I�IN1�1� I�I�INI�I�I�INI�I�I�III PROJECT TEAM: PRO ECTARCIITECT:. _n_■_■_■_■_■_■_■_■_■_■_■_■_■_■_�_I.■_■_■_■_■_■•II111 IIIIIIIIIIIIIIIIIIIIII 11�1�1 I�I�I�I�I�I�Iu1�1�1�1I JOB CAPTAIN: SZ 'DRAWING TITLE: Floor - O Building DRAWING NUMBER: A1 .32-M 1 2 3 4 5 General Notes-Roof Plans A. ROOF ELEVATIONS SHOWN ARE TO TOP OF ROOFING MATERIAL. B. SET INTERMEDIATE HEIGHT AS REQUIRED TO PROVIDE THE SLOPES INDICATED. C. PROVIDE TAPERED INSULATION CRICKETS CREATING POSITIVE DRAINAGE. D. REFER TO ROOF MANUFACTURERS STANDARD DETAILS FOR FLASHING AND INSTALLATION INSTRUCTIONS AROUND ROOF OPENINGS AND PENETRATIONS. "I'll DYKEMAN MATERIAL LEGEND-ROOF DESIGN D ROOF-ASPHALT SHINGLES —dyk_ _ _ D TT? D7GROOF-ICE&WATER SHIELD T ROOF-TPO CRICKETSCONSULTANT: E--- --------------------- ----------- ' li i� 07712301 KEYNOTE LEGEND II I 077226 Al KEYNOTE KEYNOTE TEXT 2"/11- 2"/p_p• ;' 07 3113 ASPHALT SHINGLES }; ;+ 07712301 PREFINISHED GUTTER • 077226.A1 ROOF VENTILATOR it 9552 REGISTERED ARCHITECT iL-------------- ------------_—_____________------- II A L AA ON STEVENS jIl STATE OF WASHINCTON 07712301 L1 C ® L Q II � • • Centennial Park in - _-_- ---- ---_- _ the City of Arlington - ----- ----- I I I I FOR 3° 3' Centennial Park 5J ® LLC AT — ____ ----------------_____--_-_ -III_ - _ _ 172nd St NE and 67th Ave 2"11. NE z^/r-0^ Arlington, WA 98223 I I I ;dI I I ® BUILDING PERMIT 08/19/2019 r---- 4.2 This drawing is: 1.Copyright 2019 Dykeman,Inc. _____ _ _ 2.The Architect's Instrument of Professional Service. B \J 3.For use on this project only.Obtain Architect's B written permission for any other use or reproduction. PROJECT NUMBER II 077,230, �' II 2018-015 r � II II - • II II; MARK DATE DESCRIPTION — - ------ ------- -_------- -------F - - - 08/19/2019 BUILDING PERMIT l�/moo/� 07 7123 01 I I 073113 2„/1,_0. 2� • - TEAM- PRINCIPAL IN CHARGE: MS 7 I PROJECT MANAGER: I DH L___ _____________________ ____________ PROJECT ARCHITECT:I DIA JOB CAPTAIN: SZ A A Roof Plan - Building M a r,- 0 4' 8' 16' a �,�Building M - Roof Plan Scale:i/8 T-0" NO TH 1/8"_d 1 2 3 4 5 1 2 3 4 5 General Notes - Reflected Ceiling Plans A. ALL GWB.CEILING SCREW TO FLOOR JOIST MOUNTED RESILIENT CHANNELS, OR DIRECT SCREWS TO ROOF TRUSSES ABOVE,UNLESS OTHERWISE NOTED. B. PROVIDE SEISMIC BRACING AT ALL SUSPENDED CEILINGS.REFER TO TYPICAL CEILING DETAILS SHEET A9.30. C. CEILING AND SOFFIT HEIGHTS ARE FROM FINISHED FLOOR UNLESS OTHERWISE NOTED. D. CEILING TYPES-REFER TO MATERIAL LEGEND THIS SHEET. DYKEMAN E. PROVIDE CONTINOUS MEMBRANE AT RATED AT RATED FLOOR/CEILING AND ROOF/CEILING ASSEMBLIES ABOVE ALL SOFFITS AND LOWERED CEILINGS. F. ROOF CONSTRUCTION ASSEMBLIES-REFER TO BUILDING SECTIONS AND ROOF PLANS. ARCHITECTURE + DESIGN G. STRUCTURAL ELEMENTS ARE SHOWN FOR CONTRACTOR CONVENIENCE. REFER TO STRUCTURAL DRAWINGS FOR ACTUAL SIZE,LOCATION AND D SPACING. D H. MECHANICAL ELEMENTS ARE SHOWN FOR CONTRACTOR CONVENIENCE. - - - I. LOCATIONS OF SMOKE ALARMS,EMERGENCY LIGHTING,NIGHT LIGHTS AND EXIT SIGNAGE-REFER TO ELECTRICAL DRAWINGS. J. DOMESTIC WATER PIPING AND SPRINKLER PIPE NOT SHOWN FOR CLARITY. CONTRACTOR TO COORDINATE INSTALLATION OF THESE ELEMENTS WITH A B C C.1 D D.1 D.2 E F FA G THOSE OF ALL OTHER TRADES. CONSULTANT: K. GWB CEILINGS TO BE INSTALLED PER MANUFACTURER'S REQUIREMENTS. L. REFER TO FINISH SCHEDULE FOR ADDITIONAL INFORMATION. M. WHERE SOFFITS OCCUR ABOVE CASEWORK UPPER CABINETS,SOFFIT ELEVATIONS ARE PROVIDED FOR REFERENCE.COORDINATE SOFFIT ELEVATION 1 0.1 WITH CASEWORK AND REQUIRED VERTICAL CLEARANCES.REFER TO INTERIOR ELEVATIONS FOR ADDITIONAL INFORMATION. 3'-D^ I I e 0.. ° KEYNOTE LEGEND 9552 REGISTERED ARCHITECT �e e KEYNOTE KEYNOTE TEXT ` ` T — — ` ` -�• •J� ° — — STATE AA ON STEVENS \/ I I 8. c ors PROJECT ° Centennial Park in the City of Arlington � + - + � - - - FOR MATERIAL LEGEND- RCP Centennial Park 5J f ` GYPSUM CEILING BOARD-DROP CEILING L L C AT (� :,:;`• ? ,r'i` GYPSUM CEILING BOARD-ATTACHED TO STRUCTURE :2; 172nd St NE and I Ave kin.,:-+' OTS FIBER CEMENT SOFFIT N E - - - - - — Arlington, WA 98223 — - —� CEILING TAG-CEILING ELEVATION FROM BUILDING PERMIT 8�-p�� } � ,'-'{: :. 0-0. FLOOR LEVEL 3'-0" { O 08/19/2019 OPEN TO STRUCTURE ABOVE-PAINT ' This drawing is: SLOPED CEILING SLOPED WITH STRUCTURE 1.Copyright 2019 Dykeman,Inc. '_',��•,(_,.;i.i ______�__J 2.The Architect's Instrument of Professional Service. B 4.2 $ SPOT ELEVATION 3.For use on this project only.Obtain Architect's B written permission for any other use or reproduction. SEE-FINISH�/ — �/ — g-p• — t — — MATERIAL KEY ON SHEET A6.00 FOR •-. NUMBER PA NT COLORS I I I I I 2018-015 I FIXTURE LEGEND- RCP MARK• DATE DESCRIPTION T-T f f OTS 08/19/2019 BUILDING PERMIT B 0 CEILING FAN:2-STORY LOFTS 1, ° 5.5"LED RECESSED CAN LIGHT:CLOSETS AND 0 8'-0" 0 HALLWAYS 0 7"LED RECESSED CAN LIGHT:PRIMARY SPACES I I I I O BATHROOM FAN WITH HEATER PROJECT TEAM 8'-0 PRINCIPAL IN CHARGE:I MS EXHAUST DUCT PROJECT MANAGER: DH r- - - w� PROJECT ARCHITECT:I DH JOB CAPTAIN: SZ A T zz — — — — — — — A RCP - Building M A 0 4' 8' 16' WAKE 90 Scale:1/3"=T-0" NO TH • Building M-RCP- Level P 2 Building M- RCP-Level 1 1 2 3 4 5 1 2 3 4 5 General Notes - Reflected Ceiling Plans A. ALL GWB.CEILING SCREW TO FLOOR JOIST MOUNTED RESILIENT CHANNELS, OR DIRECT SCREWS TO ROOF TRUSSES ABOVE,UNLESS OTHERWISE NOTED. B. PROVIDE SEISMIC BRACING AT ALL SUSPENDED CEILINGS.REFER TO TYPICAL CEILING DETAILS SHEET A9.30. C. CEILING AND SOFFIT HEIGHTS ARE FROM FINISHED FLOOR UNLESS OTHERWISE NOTED. D. CEILING TYPES-REFER TO MATERIAL LEGEND THIS SHEET. DYKEMAN E. PROVIDE CONTINOUS MEMBRANE AT RATED AT RATED FLOOR/CEILING AND ROOF/CEILING ASSEMBLIES ABOVE ALL SOFFITS AND LOWERED CEILINGS. F. ROOF CONSTRUCTION ASSEMBLIES-REFER TO BUILDING SECTIONS AND ROOF PLANS. ARCHITECTURE + DESIGN G. STRUCTURAL ELEMENTS ARE SHOWN FOR CONTRACTOR CONVENIENCE. REFER TO STRUCTURAL DRAWINGS FOR ACTUAL SIZE,LOCATION AND D SPACING. D H. MECHANICAL ELEMENTS ARE SHOWN FOR CONTRACTOR CONVENIENCE. - - - I. LOCATIONS OF SMOKE ALARMS,EMERGENCY LIGHTING,NIGHT LIGHTS AND EXIT SIGNAGE-REFER TO ELECTRICAL DRAWINGS. J. DOMESTIC WATER PIPING AND SPRINKLER PIPE NOT SHOWN FOR CLARITY. CONTRACTOR TO COORDINATE INSTALLATION OF THESE ELEMENTS WITH THOSE OF ALL OTHER TRADES. CONSULTANT: K. GWB CEILINGS TO BE INSTALLED PER MANUFACTURER'S REQUIREMENTS. L. REFER TO FINISH SCHEDULE FOR ADDITIONAL INFORMATION. M. WHERE SOFFITS OCCUR ABOVE CASEWORK UPPER CABINETS,SOFFIT ELEVATIONS ARE PROVIDED FOR REFERENCE.COORDINATE SOFFIT ELEVATION WITH CASEWORK AND REQUIRED VERTICAL CLEARANCES.REFER TO INTERIOR A B ( C ) C.1 I D ' D.1 D.2 E F F.1 G ELEVATIONS FOR ADDITIONAL INFORMATION. 0.1 Y Y � a 0. • I _ - - I 'r: :, 8'-0" �1112 '?`: KEYNOTE LEGEND TTT T T D.2 E F FA G KEYNOTE TEXT _�:'.,`rl:''1::'``,'::8,�,•-',,:, .8,O^,-'.. .I.i:':'.::�.�.:: ..',:'1'.:' ......_":.'..:�.t STATE OF WASHINGTON L— V C — — 2 C SLOPED Centennial Park in a p the City of Arlington FOR t MATERIAL LEGEND- RCP Centennial Park 5J LLC r GYPSUMGYPSUM CEILING BOARD-DROP CEILING SLOPED p-�" ° �L - a ° -4 STRUCTUREILING BOARD-ATTACHED TO T172nd St NE and 67th Ave FIBER CEMENT SOFFIT NE Arlington, WA 98223 CEILING TAG-CEILING ELEVATION FROM BUILDING PERMIT OT3 — II�L FLOOR LEVEL 08/19/2019 OTS OPEN TO STRUCTURE ABOVE-PAINT SLOPED - OTS SLOPED CEILING SLOPED WITH STRUCTURE This drawing is: _ 1.Copyright 2019 Dykeman,Inc. 0 ! .V{':,_ 2.The Architect's Instrument of Professional Service. 3.For use on this project onl.Obtain Architect's B " . 8'-0 SPOT ELEVATION P 1 Y written permission for any other use or reproduction. SEE-FINISH MATERIAL KEY ON SHEET A6.00 FOR PROJECT PAINT COLORS NUMBER: 2018-015 — — — — — — — — 5 — — — SLOPED f FIXTURE LEGEND- RCP MARK DATE DESCRIPTION T-T O8/19/2019 BUILDING PERMIT CEILING FAN:2-STORY LOFTS o RECESSED CAN LIGHT:CLOSETS AND HALLWAYS .. nC5 .• O 7"LED RECESSED CAN LIGHT:PRIMARY SPACES TEAM , °- El BAT HROOM FAN WITH HEATER - • JECT PRINCIPAL IN CHARGE:I MS EXHAUST DUCT PROJECT MANAGER: I DH PROJECT ARCHITECT:I DH r JOB CAPTAIN: I SZ a o" A ;,.' } A { a p RCP - Building M 72 a .- 0 4' 8' 16' a 66 Scale:1/8=T-0" NO TH • Building M- RCP- Level 2 Building M- RCP-Level 3 2 il- 1 2 3 4 5 1 2 3 4 5 General Notes-Exterior Elevations A. EXTERIOR MATERIAL TYPES-REFER TO MATERIAL LEGEND THIS SHEET. B. DOWNSPOUTS SUPPORTS-FOR DOWNSPOUTS UP TO 12'-0"IN LENGTH PROVIDE 2 PREFINISHED METAL STRAPS(TOP AND BOTTOM).12'-0"AND LONGER PROVIDE 3 PREFINISHED METAL STRAPS(TOP,MIDDLE AND BOTTOM). C. WALL TYPES-SEE SHEET A1.00 D. SEE SHEETS A7.13,A7.14 AND A7.15 FOR TYPICAL DOOR AND WINDOW DETAILS E. REFER TO DETAIL AI/A7.13 FOR TYPICAL WINDOW FLASHING SEQUENCING . F. EXTERIOR DETAILS-SEE A8.00 SERIES SHEETS YKEMAN G. KNOX BOX-PROVIDE A KNOX BOX AT EACH BUILDING AS SPECIFIED. COORDINATE LOCATION WITH THE OWNER AND THE FIRE MARSHAL 77H. ALIGN FIBER CEMENT PANEL HORIZONTAL JOINTS AT BUILDING CORNERS,TYP. ARCHITECTURE + DESIGN 7.2 7 4.2 3.1 1 3 I 2 1 0.1 D Y KEYNOTE LEGEND - - - 8 KEYNOTE KEYNOTE TEXT — — Top-of Roof 05 5200.A1 18"DEEP BOLT-ON PREFABRICATED METAL BALCONY:ONE PIECE — FULLY-WELDED ALUMINUM CONSTRUCTION WITHAPOWDER COAT 07 3113 40'-6" FINISH.1/4"X 3"ALUMINUM SLAT FLOOR.REF.TO STRUC. • DRAWINGS FOR CONNECTION DETAILS. 073113 ASPHALT SHINGLES 07712301 07712301 PREFINISHED GUTTER 077124.A1 DOWNSPOUT 077124.A1 085313 VINYL WINDOWS — — — — — — — — — —I — Upper Roof Plate 101400.A1 UNIT SIGNAGE WITH LIGHTING 23 3800 30'-0 1/2 101400.A2 ROOM SIGNAGE 085313 233800 VENTILATION HOODS V3 V3 2 V3 V3 260125 ELECTRICAL PANELS — — — — — Level 3 21'-0" _ F Lower Roof Plate 9552 REGISTERED I V2- V3 V3 V3 V 2 V3 V3 -V2 19'-6 1/2" ARCHITECT V A L AA ON STEVENS Level 2 STATE OF WASHINGTGN + — —10,_6„ a ❑ ❑ C V2 V6-F V6-FFA V2 V3 V6-F V6-F V2 PROJECT • IDENTIFICATION: • C I _ Fx3 —Level0l Centennial Park in the City of Arlington 101400.A1 TYP. FOR ��Building M- East Elevation Centennial Park 5J LLC AT G F.1 F E 172nd St NE and 67th Ave NE Arlington, WA 98223 _ TopofRoof BUILDING PERMIT —I — — — — 40 08/19/2019 This drawing is: 1.Copyright 2019 Dykeman,Inc. FX2 2.The Architect's Instrument of Professional Service. B 3.For use on this project only.Obtain Architect's B _ _ _ —U er Roof Plate written permission for any other use or reproduction. 30--0 1/2 V2-F V2 PROJECT "• NUMBER 23 3800 OS 5200.A7 2018-015 Leve133 07 7123 01 21'_Q" V 077124.A1 -V2 Lower Roof Plate 19'-6 1/2" MARK DATE DESCRIPTION V3 1 04/19/2019 PRICING SET 08 5313 — — — V12-F — — Level2 10' MATERIAL LEGEND- EXTERIOR ELEVATIONS I I 0 O .V2 FX3 FX1-CMU VENEER I PROJECT FX2-FIBER CEMENT LAP SIDING 00" PRINCIPAL IN CHARGE:1 MS 101400.A2 260125 PROJECT MANAGER: I PH FX3-FIBER CEMENT SMOOTH PANEL PROJECT ARCHITECT: DH FX1 JOB CAPTAIN: I SZ A _ _ _ _ _ Level Parkin A _9._0^ FX4-FIBER CEMENT ACCENT Exterior Elevations - FX5-STONE TILE Building M a •- 0 4' 8' 16' Building M- North Elevation Scale:1/8"=T-0" . SEE-SHEET A1.00 WALL TYPES \ 1 2 3 4 5 1 2 3 4 1s General Notes - Exterior Elevations A. EXTERIOR MATERIAL TYPES-REFER TO MATERIAL LEGEND THIS SHEET. B. DOWNSPOUTS SUPPORTS-FOR DOWNSPOUTS UP TO 12'-0"IN LENGTH 0.1 1 T T 4 T 6 7 7.2 PROVIDE 2 PREFINISHED METAL STRAPS(TOP AND BOTTOM).12'-0"AND LONGER PROVIDE 3 PREFINISHED METAL STRAPS(TOP,MIDDLE AND BOTTOM). C. WALL TYPES-SEE SHEET A1.00 D. SEE SHEETS A7.13,A7.14 AND A7.15 FOR TYPICAL DOOR AND WINDOW DETAILS E. REFER TO DETAIL A11A7.13 FOR TYPICAL WINDOW FLASHING SEQUENCING DYKEMAN 10 1400.A4 F. EXTERIOR DETAILS-SEE A8.00 SERIES SHEETS G. KNOX BOX-PROVIDE A KNOX BOX AT EACH BUILDING AS SPECIFIED. ARCHITECTURE + DESIGN Top of Roof COORDINATE LOCATION WITH THE OWNERAND THE FIRE MARSHAL 4O'-6 H. ALIGN FIBER CEMENT PANEL HORIZONTAL JOINTS AT BUILDING CORNERS,TYR D KEYNOTE LEGEND • D KEYNOTE KEYNOTE TEXT 15-F 4-F V4-F V4-F V4-F�V15-F 05 5200.A1 18"DEEP BOLT-ON PREFABRICATED METAL BALCONY:ONE PIECE �q _ _ _ _ — Upper Roof Plate FULLY-WELDED ALUMINUM CONSTRUCTION W ITH A POWDER COAT 30.-0'I/2" FINISH.1/4"X 3"ALUMINUM SLAT FLOOR.REF.TO STRUC. CONSULTANT: DRAWINGS FOR CONNECTION DETAILS. 233800 07712301 PREFINISHED GUTTER Vi6-F Vi6-F 077124.A1 DOWNSPOUT 085313 VINYL WINDOWS 101400.A4 BUILDING IDENTIFICATION SIGNAGE:24"X24"X6MM DIDBOND IN 07712301 — — — _ — — —Level- ALUMINUM IDENTIFICATION LETTER MOUNTED WITH SILICONE AND 21,- FOAM TAPE OVER 36"X36"X3MM DIDBOND IN DARK BRONZE 07 7124.Al Lower Roof Plate BACKGROUND SUBSTRATE PANEL.SCREW AND SILICONE ATTACHMENT TO WALL. 08 5313 19'-6 1/2" 233800 VENTILATION HOODS FX3 _ V4 V16-F Vi6-F V4 I FX2 — — — .. — — _ _ _ _ Level 10'-6" WL essz REGISTERED ARCHITECT Vi6-F V4 V4 Vi6-F A L AA ON STEVENS —Level 1 STATE oR wnsewcTaN 0" c C Fx1 I I 'atl I! I I •'• IDENTIFICATION: LevelP9kingg �� Centennial Park in g' 0. 32 41 „ the City of Arlington �2�Building M-West Elevation FOR 1/6"-V-0" Centennial Park 5J LLC A B C.1 D E F F.1 G AT 172nd St NE and 67th Ave NE Arlington, WA 98223 - - - - - —I - Top 40R_6 BUILDING PERMIT 08/19/2019 I I 077123 it 07712301 This drawing is: 07 7124.A1 1.Copyright 2019 Dykeman,Inc. 2.The Architect's Instrument of Professional Service. B — — — — — — — Up ep r Roof_Plate 3.For use on this project only.Obtain Architect's B 07 7124.A1 30'-0 1/2' written permission for any other use or reproduction. FX2 V2 V2-F PROJECT 05 5200.A1 23 3800 2018-015 Level- n 21'-0�I oa 5313 V14-F Lower Roof Plate 19'-6 1/2" MARK DATE DESCRIPTION V27-77 L � V3 08/19/2019 BUILDING PERMIT v1 z-F Le el 2 10'-B MATERIAL LEGEND- EXTERIOR ELEVATIONS I I I FX3 V2- V3 FX1-CMU VENEER Level—1PROJECT I I 0" V FX2-FIBER CEMENT LAP SIDING PRINCIPAL IN CHARGE: MS PROJECT MANAGER: I DH PROJECT ARCHITECT:I DH FX3-FIBER CEMENT SMOOTH PANEL FX1 JOB CAPTAIN: SZ A Level Parkin A _g-0 r, FX4-FIBER CEMENT ACCENT Exterior Elevations - FX5-STONE TILE Building M a r,- 0 4' 8' 16' a Building M -South Elevation 1 ' / 1/8"=V-0" Scale:1/8"=T-0" . SEE-SHEET A1.00 WALL TYPES \ 1 2 3 4 5 1 2 3 4 5 General Notes - Exterior Elevations A. EXTERIOR MATERIAL TYPES-REFER TO MATERIAL LEGEND THIS SHEET. B. DOWNSPOUTS SUPPORTS-FOR DOWNSPOUTS UP TO 12'-0"IN LENGTH PROVIDE 2 PREFINISHED METAL STRAPS(TOP AND BOTTOM).12'-0"AND LONGER PROVIDE 3 PREFINISHED METAL STRAPS(TOP,MIDDLE AND BOTTOM). C. WALL TYPES-SEE SHEET A1.00 D. SEE SHEETS A7.13,A7.14 AND A7.15 FOR TYPICAL DOOR AND WINDOW DETAILS E F F.1 G G F.1 F E F F.1 G G F.1 F E E. REFER TO DETAIL A11A7.13 FOR TYPICAL WINDOW FLASHING SEQUENCING DYKEMAN F. EXTERIOR DETAILS-SEE A8.00 SERIES SHEETS G. KNOX BOX-PROVIDE A KNOX BOX AT EACH BUILDING AS SPECIFIED. COORDINATE LOCATION WITH THE OWNER AND THE FIRE MARSHAL ARCHITECTURE + DESIGN Top Of Roofer TOp Of ROOF - Top of Roof TOp Of ROOF H. ALIGN FIBER CEMENT PANEL HORIZONTAL JOINTS AT BUILDING CORNERS,TYP. 40'_6" � - - 40, 6 40,_6„ 40,_6„ V ° KEYNOTE LEGEND 07 7123 01 07 7123 01 KEYNOTE KEYNOTE TEXT 07 7123 01 07 7123 01 05 5200.A1 18"DEEP BOLT-ON PREFABRICATED METAL BALCONY:ONE PIECE - Upper Roof Plate _ _Upper Roof Plate _UP ep r Roof Plate Up ep r Roof Plate OL FULLY-WELDED ALUMINUM CONSTRUCTION WITH POWDER COAT • 30'-0 1/ 30'-0 1/2" 30'-0 1/2" 30'-0 1/2" V NU DRAWINGS FOR CO NFINISH 1/4"XI ECT SLATSION ETAILSR.REF.TO TRUC. 07 7124.A1 - 077124.A7 7712301 PREFINISHED GUTTER 077124.A1 077124 Al 077124.A1 DOWNSPOUT 101400.Al UNIT SIGNAGE WITH LIGHTING 233800 VENTILATION HOODS Level3 _ Level _ Level3 Level3 104413.E FIRE EXTINGUISHER CABINET _ 21,_0" 1 21,_0„ 21'-� - - 21,_ Lower Roof Plate Lower Roof Plate Lower Roof Plate Lower Roof Plate 19'-6 11 19'-6 1/2" 19'-6 1/2" 19'-6 1/2" FX2 FX2 • I I Fxz I I I Level 2 Level 2 / - - 10 e16 - 10'_6„ V - - ��el 10'-6" I �1552FX3FX3 104413.E 104413.B STATE OF WASHINGTON Level1 n _ Level1 n _ Level _ Levell n _ 1 OI 0" I c PROJECT IDENTIFICATION: C Centennial Park in Building M- Return 1 -North ��Building M- Return 1 -South ��Building M- Return 2- North �BLfilcflna - Return 2-South the City of Arlington ,/8"=1'-0" FOR Centennial Park 5J LLC AT 172nd St NE and 67th Ave NE LL�_ Arlington, WA 98223 A ( D I D.1 D.2 E F F.1 G G F.1 ( F I E D.2 D.1 ( D ) C.1 ( C I B A BUILDING PERMIT 08/19/2019 This drawing is:Top of Roof _ _ _ _ _ _ TOpOf ROOF 1.Copyright 2019 Dykeman,Inc. B 40'-6" 40'-6" 3.For on this project only.Obtain Arch tecfs B written permission for any other use or reproduction. 07 71z3 01PROJECT Fxz Fx3� Upper Roof Plate _ _ _ _ _ Upper Roof Plate 2018-015 30'--0 1/2" a7 7,za.A1 Fxz 30'-0 1/2„ a o 1aaa.A1 10 1400.A1 m • 055200.A1 O \ MARK DATE DESCRIPTION Level3 _ _ _ _ _ _Level3 08/19/2019 BUILDING PERMIT Lower Roof Plate Lower Roof Plate 1s'-sv2" 1s'-sv2" MATERIAL LEGEND EXTERIOR ELEVATIONS I I I 1oaa13.B of I I I I osszoo.A, vF. Level 2-AU - - - - - -r -Level 2 FX1-CMU VENEER 10'-6" u 10'-6" u PROJECT FX2-FIBER CEMENT LAP SIDING 07 7124.A1 - 233800 � PRINCIPAL IN CHARGE: MS 0771 .A 24 , PROJECT MANAGER: DH FX3 PROJECT ARCHITECT: DH FX3-FIBER CEMENT SMOOTH PANEL JOB CAPTAIN: SZ Lever FX3 Level0 FX4-FIBER CEMENT ACCENT Exterior Elevations - I - _ Level Parkin _ _ _ Level Parkin FX5-STONE TILE Building M a •- 0 4' S' 16' Building M-Stair- North �2�Building M-Stair-South Scale:l/8-T-0" . SEE-SHEET A1.00 WALL TYPES \ 1 2 3 4 5 1 1 2 3 4 5 1 4 2 3 7.2 7 7.1 6 5 RW7 4 3.10- 3 3.10- 2 1.1 1 0.1 p.1 3.10- RW1 C.1 C A RW2 Top of Roof / Top of Roof n 40'-6�I 40'-6�1DYKEMAN ----- ARCHITECTURE I I I I D _ _- - -. _- - - -_ __-- ---- _-_ U�Jper Roof Plate -_ - _ - - _ _ Up ep r Roof Plate ° ----- - -- --- Vd — - - 30'-01/ - - 30'-01/ UNIT UNIT UNI UNIT 304 303 302 7 301 Bedroom Bedroom Bedroom Bedroom Bedroom Bathroom Kitchen LMng RoomCONSULTANT: r r r r r r FC2 r r r r r FC2 r r 21V-0� Level n -- - Y - - V UNIT UNIT UNIT UNI UNIT UNIT Lower Roof Plate Lower Roof Plate oar * zoa n zo3 202 201 b 1o1T 19'-6 1/2' 19'-6 1/2" H. Bedroom Bedroom Bedroom '1 Bedroom RW4 Bedroom Bathroom FCz ]u Ktehen FCz Lving Room _ Level _ _ _ Level 10 6 10 6 ® UNIT UNI UNIT UNIT. UNIT UNIT 104 103 103 OOV Rr.�J. 102 NIT 102 101 tl oz W wA 1 .r Bathroom 'tch Bathroo TD ',.Bathroom *Kitchen Bathroomr =Patio Kitchen Living Room �1112PA NG 1 ,v�' — FC1 FCS C R —MLEV L� IIII Level 1 . Level1 0.° IU �I I °IIIIIII i_I I I—I —I ICI I—III—III—III—I II—III—III—I III—III—I II—III—III—I I I ICI I—III—I —III— Padding STATE OF WASHINGTGN =1 1=1 1=1 1=1 1=1 1=1 1=1 1=1 11=1 1=1 ICI III=� Level Parkin =1 II 1=1'I 1=1 1=1 II -I 1=1 Level Parkin �I� -f�fi �I�IIt1�1F t�i--Ft1-�tHlfi It1�1t �I Ifi It1� Ali--Ftl l� tlfi Itl �I ttI 9'-o O - �I-Iti-�Ii 1I�If1 Ht1-I 9'-o O D 11I—III—III—III—III—III—III-11 I—III-11 I—III-11 I-11 I 1= I-III=11 I—III-11 I-11 I-11 I—III-III—III-1 1=1 I I—III-1 I =1 I IFI I I-III=III=11 I —11 -11 ICI -11 -11 -11 III- c 11=III=III=III=III=III=III=III=III=III=III=III=III=1 ., III 2 =1 =1 =1 =1 =1 =1 =1 =1 III=1 =1 1= =1 =1 =1 =1 =111=111=111=111=111=1 1=111= 11=11 - - - - =1 =1 =1 =1 =1 =1 =1 =1 III=III=III=III=III= =111=111=111=1 1=111=111=11 - =1 Centennial Park in 1 11=111=111=11 E I 1 the City of Arlington FOR Centennial Park 5J 3 Transverse Section - Building M Cross Section 3- Building M LLC AT 3 3 172nd St NE and 67th Ave 3.10- 3.10- G E D.1 D C.1 C B A G F., D °1 B A NE KEYNOTE LEGEND Arlington, WA 98223 RW4 RW1 RW2 KEYNOTE KEYNOTE TEXT BUILDING PERMIT _ _I� Top of Roof _ _ _ _ _ Top of Roof T 40'-6" V - 40-6" V 08/19/2019 This drawing is: 1.Copyright 2019 Dykeman,Inc. r' 2.The Architect's Instrument of Professional Service. B 1 3.For use on this project only.Obtain Architect's B _ _ Upper Roof Plate _ _ _ _ RW1 _ _Up ep rRoof Plate written permission for any other use or reproduction. — -------- ---------_---- 30'-0 1/2" 30'-0 1/2" V PROJECT NUM_ UNIT — Entry/Stab Living Room — — — — — — — — I — — 2018-0 1 J +I FC3 FC2 Level _ Level3 n 2r-0" _ _ _ 21'-00 UNIT Lower Roof Plate Lower Roof Plate MARK DATE DESCRIPTION zoz 19'-61/2" UN 19'-61/2" 08/19/2019 BUILDING PERMIT Entry/Sta1r FC3 FCS FC2 Living Room - Bedroom FC2 Bedroom _Level 2 _ _ 4 _ Level 2 10'-6" � 10'-6" PRECAST UNIT UNIT CONCRETE STAIR I TREADS AND 102 �. 101 LANDING -EntrylStair ��EntrylStair Living Room Living Room Living Room PROJECT , FC5 FC1 FC5 Leve101 Level PRINCIPAL IN CHARGE:I MS _ PROJECT ARCHITECT: [PH _ III—III —III III—III III III— �h�I n JOB CAPTAIN: I SZ Parki 111 111—I 1 I I 1 I I 1 III �—III I I 1 I� .��m I=III III—III—I I I I I I 1 I I 1 I I 111-111 111-111 111 III_ Parking ,- A — ' Level Parkin _ _ �,.:�._ _ Level Parkin A -9'_0 O o O =1 1 1-1 1-1 1- 11 11 1—III—III—III 1 1 -1 11 1=1 1=1 1=1 1-111=1 1= =1I =1I =1I =1I - -1I1=1I -1I -1I -1I -1 -1I - -1I I1=1 I1=1 I—III—III—I 1=1 =1 1=1 —III—III—III—III—III—I I1=1 Sections - Building M =1 I—III—III—III —III—III—III—III—III—III —III—III- 1=1 11=1 11=1 1=1 11=1 11=1 1= ii— =i —i =i - y�—�i =i III I, III, -1 1-1 1-1 1-1 1-1 1-1 1-1 o 4' B' 15 ,." Cross Section 1 - Building M I Cross Section 2- Building M Scale:1/8"=1'-0" 1 2 3 4 5 1 2 3 4 5 KEYNOTE LEGEND 6 265100.A -� 265100.A KEYNOTE KEYNOTE TEXT 08 8300.B 08 8300.A 30"X 48"MIRROR UNIT 08 8300.B 24"X 48"MIRROR UNIT 10 2800.E TOILET TISSUE(ROLL)DISPENSER DYKEMAN 224000.A2 BATHROOM LAVATORY 3 .10-M 3 224000.A2 224000.A3 TUB SHOWER UNIT 22 4000.A2 _ j2112 224000.A4 TOILET- 102.00.B 265100.A BATHROOM LIGHT FIXTURE D 22 4000A4 C 22 4000.A4 - - - GENERALNOTES- BATHROOM254 221 A. SEE DRAWINGS A6.01 AND A6.02 FOR ACCESSIBILITY 34 34 34 CLEARANCES,GRAB BAR REINFORCING,AND CONSULTANT: INSTALLATION REQUIREMENTS AT FIXTURES IN TYPE A Building M -Powder Room 104- Plan Bathroom 104-A Bathroom 104-B Bathroom 104-C ��Bathroom 104- D AND TYPE BUNITS. 1/4"=1'-0" 3a 14,=,,_0„ 3b 1/4"=1,_0„ 3c 1l4„=,,_0„ ` d f 1/4„=1,_0„ 26 5100.A 26 5100.A • 8 08 8300.A kDo- _ . 9552 REGISTEREDARC HITECT_ 000. A L AA ON STEVENS STATE OF WASHINGTGN 254 52 - � - 12 2124 21 C 34 34 PROJECT IDENTIFICATION: C Bathroom 103- E Bathroom 103- F Bathroom 103-G Bathroom 103- H GG ,/q=,-p ,/q•=,-p• 2h ,/q=,-p Centennial Park in 4.10-M 2 �- the City of Arlington 26 5100.A 26 5100.A b �_ FOR 5 088300.A Centennial Park 5J 22 4000.A3 22 4000.A3 22 4000.A3 L L C 22 4000.A2 22 4000.A2 D -_ AT 10 2800.B 10 2800.B 224000 A4 _ 224000.A4 172nd St NE and 67th Ave Building M-Bathroom 103-Plans G 1/4"=1'-0" NE 254 152 254 15 21 30 21 15 21 Arlington, WA 98223 34 34 34 Bathroom 103-A h Bathroom 103-B �„�Bathroom 103-C �,�Bathroom 103- D BUILDING PERMIT Ga 1/4=,,-0. 2b 114"=,'-0" Gli 1/4"=1'-(1 Gu 114„=,,-p„ 08/19/2019 This drawing is: 1.Copyright 2019 Dykeman,Inc. 2.The Architect's Instrument of Professional Service. B 3.For use on this project only.Obtain Architect's B 26 5100.A � - written permission for any other use or reproduction. PROJECT g oaaaoo.A + 2018-015 22 4000.A3 - 22 4000.A3 22 4000.A3 1 3 1 O 224000.A2 224000.A2 • _ 102800.B ❑❑ MARK DATE DESCRIPTION 3 08/19/2019 BUILDING PERMIT - V-6 - II 1 .10-M 1 254 152 254 1 21 30 21 15 21 34 34 34 1 ��Bathroom 102-E Bathroom 102- F ��Bathroom 102-G Bathroom 102- H 1/4•=,,-0. 1 f 1/4"=,'-0. 1 y 1/4"=,'-0" 1 h 1/4„=,,-0„ PROJECT PRINCIPAL IN CHARGE:I MS 265100.A 265100.A PROJECT MANAGER: I DH PROJECT ARCHITECT:I CH ,E1 JOB CAPTAIN: SZ A . A 22 4000.A3 22 4000.A2 22 4000.A2 Lil Li Bathroom Plans - I 4�� (D 22 4000.A4 10 2800.8 FP ,0 2800.B Building M 22 4000.A4 254 152 254 0 2' 4' 8' 12 2130 21 12 21 Building M - Bathroom 102 - Plans 34 34 34 d"60MM16MME� IN �J ,/4°=1' Bathroom102-C Scale:i/4"=1'-0" o . , ' Bathroom 102-A Bathroom 102- B Bathroom 102-D 1 a 1/4"=,,_-0„ 1 b 1/4„=,,_p„ 1 c 1/4"=1'-6" 1 d 4"=1'-0" 1 2 3 4 5 1 2 3 4 5 KEYNOTE LEGEND KEYNOTE I KEYNOTE TEXT 08830 30"X 48"MIRROR UNIT 265100.A 265100.A 102800.E TOILET TISSUE(ROLL)DISPENSER DYKEMAN d 224000.A2 BATHROOM LAVATORY 224000.A3 TUB SHOWER UNIT I� 22 4000.A3 22 4000.A3 22 4000.A3 22 4000.A4 TOILET ARCHITECTURE + DESIGN 4.11-M a OS 83 00.A 26 5100.A BATHROOM LIGHT FIXTURE D 224°°O.A2 0 224°°O.A2 GENERAL NOTES- BATHROOM _ _ 10 2800.B 10 2800.E A. SEE DRAWINGS A6.01 AND A6.02 FOR ACCESSIBILITY 22 4000.A4 CLEARANCES,GRAB BAR REINFORCING,AND - 22 4000.A4 INSTALLATION REQUIREMENTS AT FIXTURES IN TYPE A CONSULTANT: AND TYPE B UNITS. 6 254 152 254 12 21 24 21 12 21 34 34 34 Buildin M - Bathroom 204-Plan Bathroom 204-A Bathroom 204-B Bathroom 204-C 4d Bathroom 204-D 4 1/4^=1'-0" 4a ,/4"=1.0. 4b 1/4"=1'0" 4c 1/4^=1.-0" 1/4-1'0" _�1 26 5100.A 26 5100.A 3 1 9552 REGISTERED = 224000.A3 � �� + ARCHITECT I OS 8300.A 22 4000.A3 22 4000.A3 b 1 224000.A2 A L AA ON STEVENS 3a 4.11-M 3 Q 224000.A2 STATE OF WASHINGTGN - 10 2800.B a 10 2800.8 C D 224000.A4 - - El❑ C 22 4000.A45 1 ' PROJECT 1 2 254 1 10421 1 254 21 Centennial Park in 5 _ 34 34 34 the City of Arlington *_Bathroom 203-A 3b Bathroom 203-B ��„�Bathroom 203-C 3d Bathroom 203-D 1/4"=1'-0" 1/4"=1'-0" J V 1/4"=1'-0" 1/4"=1'-0" FOR Building M-Bathroom 203-Plan Centennial Park 5J J va^=r-o^ LLC AT 172nd St NE and 67th Ave NE 3 265100.A 265100.A Arlington, WA 98223 088300.A 8 BUILDING PERMIT 224000.A3 224000.A3 224000.A3 08/19/2019 22 4000.A2 Q 22 4000.A2 This drawing is: 1.Copyright 2019 Dykeman,Inc. 2a 4.11-M 2 - - ° 102800.BF 102800.E 2.The Architect's Instrument of Professional Service. B 3.For use on this project only.Obtain Architect's B - - 22 4000.A4 written permission for any other use or reproduction. 2 PROJECT -� 12 34 21 :1. 21 12 34 3�21 2018-015 Bathroom 202-A *A4athroom 202 - B Bathroom 202 -C Bathoom 202-D D4"=1'-0" "=1'-0" G V 1/4"=1'-0" 1/4" MARK DATE DESCRIPTION Building M-Bathroom 202- Plan 08/19/2019 BUILDING PERMIT G 1/4"=1'-0" 2'-9 3/4" 2'-10 3/4" 26 5100.A 22 4000.A3 PROJECT 6 22 4000.A3 22 4000.A3 22 4000.A3 26 5100.A 22 4000.A3 26 5100.A PRINCIPAL IN CHARGE:j MS PROJECT MANAGER: DH PROJECT ARCHITECT:I DH IF 1 JOB CAPTAIN: I SZ _ 1 .,,-M 1 A4.11-M ,f A A - 1 � 22 4000.A2 - - Bathroom Plans - 3 e _ _ 102800.B ° 2' 4' 8' Building M 22 4000.A4 _ 10 2800.8 22 4000.A4 Scale:1/4"=1'-0" 22 4000.A4 a .•. D 22 4000.A2 254 254 10 2800.B 12 21 24421 12 21 15 34 34 34 22 4000.A2IN Buildin M- Bathroom 104T- Plans Bathroom 104T-A *qll?!:�Torn 104T- B Bathroom 104T-C Bathroom 104T- D room 104T-E 1 f Bathroom 104T- FWAR SEEM 1 4"_ ,_0, 1 a il4„_,,_0„ 1 c il4„_,,_0„ (��114"_,,_0„ ��114 '-0" 4" 2 3 4 5 2 13 4 5 13'-111 15/32" 302 1830,12302 30302'2 302 2430212 302 36 30 36 3012 36 18 1 18 12 24 KEYNOTE LEGEND A4.12-M NO SHELF I NO SHELF KEYNOTE KEYNOTE TEXT 5a -- -- - - 113100.A1 REFRIGERATOR _ _ 11 3100.C1 REF. 113100.B1 FREESTE-RA G ELECTRIC ROWAVRANGE WITH . 113100.C1 OVER-THE-RANGE MICROWAVE WITH RECIRCULATING VENTING 11 3100.A1 224000.A1 11 3100.D1 STANDARD BUILT-IN DISHWASHER 224000.A1 KITCHEN SINK ARCHITECTURE + DESIGN B C C.1 _ � _ 113100.D7 D 113100.B1 - -- C �Building M- Kitchen 203-Plan 1/4"=V-0" 254 222 152 18 24 30 24 30 24 A ��Kitchen6203-A 36 36 ----- - _� ___ 2430212 302 3030212 302M 1530112 302M O O _ REF. 36 30 12 36 30 12 36 30 12 -- -- - 24 18 18 NO SHELF NO SHELF 3100.C1 B C C.1 22 4000.A1 =o � 113100.A1 9552 REGISTERED '4 Building M - Kitchen 202-Plan „3,OO.D, __ „3,66.61 ARCHITECT 152 222 254 A L AA ON STEVENS 30 24 30 24 18 24 STATE OF wnsHiNCTaN 36 36 36 13'-6 9/32" Kitchen 202-A C 6 --------- -------- (�a) PROJECT IDENTIFICATION: C 301 301 REF. - 0 Q - -3a=� 30 08 12 24 36 12 30p8,p21 36 121 30112 36 12 Centennial Park in NO SHELF NO SHELF 36 A4.12-M the City of Arlington =I _ -- FOR 11 3100.C1 3'-229/32° Centennial Park 5J -Fill, DW 224000.A1 LLC 11 3100A1 Ell 113100.D1 - -- AT D A4.,2-M 172nd St NE and 67th Ave 423 101 254 101 211 152 211 18 24 24 24 21 24 15 24 15 24 30 24 1 24 NE 90 36 36 36 36 36 36 Building M- Kitchen 104- Plan Arlington, WA 98223 J J �/4 1,p„ Kitchen 104-A Kitchen 104-B Kitchen 104-C itchen 104-D Kitchen 104- ET-1" Q _ _ ,/q=,-p• *yK1/q•=,-p" 3e ,/q^=,-p^ BUILDING PERMIT A4.12-M 08 19 2019 18 12 24 12 302 24 ,2 302 This drawing is: 301 301 301 36 30, 36 30 12 36 30 12 1.Copyright 2019 Dykeman,Inc. 24 12 18 18 2.The Architect's Instrument of Professional Service. B A4A2- 2 4 12_M 36 NO SHELF NO SHELF 3.For use on this project only.Obtain Architect's B r written permission for any other use or reproduction. IDW I ih b L K __11_ ___ ___ PROJECT NUMBE11 3100.C1 Aa.12-M 22 4000.A, 2018-015 2aT --7ff 1 ___= 113100.A1 q11 o soREF. � 0 �-rt-9 -__IT MARK DATE DESCRIPTION �_ _ _�____�__= OS/19/2019 BUILDING PERMIT 14'-3 1/2" 101 254 101 423 2„ 21118 24 24 24 24 24 18 24 15 15 24 36 36 36 90 36 36 36 Buildin M- Kitchen 103- Plan �1 .�„�Kitchen 103-A *!1 itchen 103- B Kitchen 103 -C n Kitchen 103 - D �/1 Kitchen 103- E 2 4"= ,-0 D.1 1/4"=1'-0� /4„= ,-0° 2 C 1/4„=,,p„ 2 d 1/4"=1'-0" 2 e 114,E 1,-0„ 2 _ 302 301 PROJECT 1 II 36 12 302 2, ,2 302 36 30 12 36 30 12 n18 18 PRINCIPAL IN CHARGE: MS NO SHELF I NO SHELF PROJECT MANAGER: DH 3 A412 M ,d o O CA PRO DH PROJECT I \ _=7 JOB CAPTAIN: I SZ I 11 3100.C1 _ A _ 1 4.12-M 1a O , A I � ii 11 3100.A1 22 4000.A1 Kitchen Plans - Building - M--- I - A4.12-M a 222 254 222 152 101 0 2 4 8 T-13/4" 3'-11 112" 36 24 21 24 36 24 30 24 24 24 d"IMEME'l6mmill IN 36 36 36 36 36 Scale:1/4"=V-0" . , Building M- Kitchen 102-Plan Kitchen 102-A Kitchen 102-B Kitchen 102-C 1 d Kitchen 102-D 1 , 1 b 114=,,A. 1 c 114"=,, 1/4"=,, 1 2 3 4 5 1 2 3 4 5 General Notes 1. CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND COORDINATE THE WORK OF AC ALL TRADES INVOLVED IN THE PROJECT AS PART OF'HIS CONTRACT. BUILDING M 2. DO NOT SCALE THESE DRAWINGS.DUE TOETOSCREPROGRAPHIC CO PROCESSES THESE DRAWINGS MAY NOT BE TO SCALE.CONTACT ARCHITECT FOR ANY NEEDED CLARIFICATION. 3. CONTRACTOR SHALL VERIFY CONDITIONS AT THE SITE AND REPORT DYKEMAN I ALL DISCREPANCIES TO THE ARCHITECT BEFORE PROCEEDING WITH THE WORK. 4. CONTRACTOR SHALL PROVIDE A COMPLETE AND PROPER EXECUTION OF THE WORK AS INDICATED ON ALL DRAWINGS AND ARCHITECTURE + DESIGN SPECIFICATIONS.IF DISCREPANCIES IN LAYOUT,DIMENSIONS,OR SEC J I DETAILS ARE FOUND BETWEEN ARCHITECTURAL,STRUCTURAL, D MECHANICAL,ELECTRICAL,CIVIL OR LANDSCAPE DRAWINGS, VI_ D I CONTACT THE ARCHITECT IMMEDIATELY FOR CLARIFICATION BEFORE PROCEEDING. I / 1111111111111111❑❑❑❑❑ 5. REGULATIONS,STANDARDS,CONSTRUCTION,MATERIALS AND REQUIREMENTS FOR INSTALLATION OF MATERIALS SHALL CONFORM AND BE GOVERNED F THE CODE IDENTIFIED IN THE CODES SHEET OFT DRAWINGS. CONSULTANT: 6. REFERENCING DRAWINGS IS FOR CONVENIENCE ONLY AND DOES NOT LIMIT APPLICATION FOR DRAWINGS OR DETAILS. 7. MATERIALS AND FINISHES LISTED ON INTERIOR AND EXTERIOR ELEVATIONS ARE FOR GENERAL INFORMATION AND CONVENIENCE OF THE CONTRACTOR AND ARE REFERENCED IN ADDITION MATERIALS AND FINISHES INDICATED OR SPECIFIED ELSEWHERE IN THE DOCUMENTS. 8. HEIGHT DIMENSIONS ARE GIVEN FROM FINISHED SLAB WHERE INDICATED.OR RELATIVE TO DATUM NOTED ON THE DRAWINGS. 9. N.I.C.EQUIPMENT IS FURNISHED AND INSTALLED BY OTHERS. CONTRACTOR AND P RFORMIS RESPONSIBLE FOR COO NG WORK AS REQU RED BY DI ETAIILLS ON OR INSTALLATION SPECIFICATIONS FOR EQUIPMENT INSTALLATION. J 10.F.O.I.C.EQUIPMENT IS FURNISHED BY OTHERS AND INSTALLED AS PART OF TH S BLE FOR ❑El 1111111111❑El El❑❑El COORDINATINGTOHE WORK AS REQUIRED RK.THE CONTRACTOR I FOR INSTALILATION. If.CONTRACTOR SHALL SEAL AROUND ALL PENETRATIONS FOR FIRE RATED WALLS,INCLUDING,BUT NOT LIMITED TO PIPING,DUCT, 5552 REGISTERED SEC I CONDUIT,ETC.WITH FIRE STOPPING PER CODES THAT GOVERN THIS ARCHITECT NV�I SET OF DOCUMENTS. 12.CONTRACTOR SHALL MAINTAIN THE INTEGRITY OF THE VAPOR BARRIER MEMBRANE AT THE FLOOR SLAB,WALLS,AND ROOF. q L AA oN STEVENS BACKER ROD,SEALANT AND OTHER APPROVED MEANS SHALL BE STATE OF WASHING7oN \ \ - APPLIED CONTINUOUSLY AROUND ALL EXTERIOR DOORS AND WINDOW PENETRATIONS AND OTHER AREAS OF POTENTIAL AIR INFILTRATION,INCLUDING STRUCTURAL,MECHANICAL AND ELECTRICAL PENETRATIONS.THE CONTRACTOR SHALL REPAIR ANY C DAMAGE TO�\ SEa�TOR AS APPROVEDAPOR BARRIER,OR REPLACE THEM PRIOR TO COVER, C PROJECT IDENTIFICATION: 13.THERMAL AND SOUND INSULATION IS INTENDED TO PROVIDE A \ \ CONTINUOUS ENVELOPE AS INDICATED. Centennial Park I n 14.ALL ADA TOILETS,URINALS,AND STALLS SHALL MEET THE REQUIREMENTS OF THE CODES THAT GOVERN THIS SET OF \ _i 1 i i_ DOCUMENTS.ALL STANDARD(NON-ADA)TOILETS SHALL BE \ CENTERED IN STALLS OR PARTITIONS AS APPLICABLE,UNLESS the City of Arlington \ \ OTHERWISE NOTED. WHERE EXTERIOR CONCRETE WALKS AND LANDINGS ABUT FOR \ \ — BUILDINGS,THEY SHALL BE SLOPED AWAY FROM THE BUILDING AS NOTED,BUT IN NoCASE LESS THAN.121-112'. PROPERTY LINE 16.MAINTAIN NOTE SLABTHCKNESSATALLRECESSEDSLABAREAS AND SLOPING SLABS. Centennial Park 5J BUILDING nI 17.ALLWOODINCONTACTWITHCMU,CONCRETEORSOILSHALLBE LLC \-oo L I V V I V PRESSURE TREATED,TYP.UON. 18.ALL FOAM PLASTIC INSULATION TO COMPLY WITH THE SURFACE BURNING CHARACTERISTICS DEFINED BY THE CODE THAT GOVERNS THIS SET OF DOCUMENTS. AT 19.SPECIAL INSPECTIONS SHALL BE PROVIDED AS REQUIRED BY THE \ JURISDICTION THAT GOVERNS THIS SET OF DOCUMENTS.SEE 172nd St NE and 67th Ave SPECIFICATION SECTION 014523 FOR ADDITIONAL INFORMATION. _ 20.DRAWING KEYNOTES DO NOT CORRELATE DIRECTLY TO INDIVIDUAL NE SPECIFICATION SECTIONS. 21.BUILDING INSPECTION SHALL BE PERFORMED THROUGHOUT THE Arlington, WA 98223 ��\ \ DURATION OF CONSTRUCTION.THE FREQUENCY OF INSPECTION IS IDENTIFIED IN THE CONTRACT.INSPECTIONS WILL BE PERFORMED �� \\ ON SITE.INSPECTIONS WILL BE DOCUMENTED AND RECORDED AS BUILDING PERMIT SECTOR 2 DEEMED NECESSARY BY THE PROJECT ENGINEER. 08/19/2019 `q�\ This drawing is: 1.Copyright 2019 Dykeman,Inc. 11 / 2.The Architect's Instrument of Professional Service. B �� i 3.For use on this project only.Obtain Architect's B 1 — — ♦ — written permission for any other use or reproduction. WORK POINT(D,11 / / PROJECT NUMBER 45'-6" / \ / /D 2018-015 A �/ MARK DATE DESCRIPTION C-1 08/19/2019 BUILDING PERMIT 1 � / PROJECT TEAM: 1 / PRINCIPAL IN CHARGE:I MS PROJECT MANAGER: DH PROJECT ARCHITECT: DH JOB CAPTAIN: SZ A A Location Plan - Building KEY PLAN N .1 1 NOTE:REFER TO SHEET SD1 FOR RELATIONSHIP OF WORKPOINT TO SITE. a �• 0 8' 16' 32' Ak Building N - Location Plan Scale:1/16"=T-0" I , 11 1/16"=V-1)' NO TH \ �/ 1 2 3 4 5 1 2 3 4 5 G F E T T T General Notes- Floor Plans I A. EXTERIOR DIMENSIONS ARE TO THE OUTSIDE FACE OF CONCRETE 3.10- FOUNDATION WALLS,FACE OF MASONRY WALLS,OR TO THE OUTSIDE FACE OF STUDS UNLESS OTHERWISE NOTED.DIMENSIONS TO MASONRY UNITS ARE NOMINAL UNLESS OTHERWISE NOTED. B. DIMENSIONS AT UNIT DEMISING WALLS ARE TO CENTERLINE OF WALL. C. INTERIOR DIMENSIONS ARE TO THE FACE OF CONCRETE,MASONRY,OR FACE OF STUDS AT FRAME WALLS,AND TO CENTERLINE OF COLUMNS . UNLESS OTHERWISE NOTED. YKEMAN D. DIMENSIONS LOCATING DOORS,WINDOWS AND RELIGHTS ARE TO NOMINAL MASONRY OPENING OR TO FINISH OPENING UNLESS OTHERWISE NOTED. ARCHITECTURE + DESIGN E. SEE WALL TYPES ON SHEETS A1.00 FOR TYPICAL WALL CONSTRUCTION ASSEMBLIES. D U6 F. ALL NON-BEARING WALLS ARE FULL HEIGHT TO UNDERSIDE OF ROOF p WN.4 DECK OR FLOOR ABOVE. 10 WN.q G. APPLY TWO(2)CONTINUOUS SEALANT BEADS BENEATH STUD TRACK AT ++A UB ALL EXTERIOR STUD WALLS. _ WN.4 _ q A2,12- H. CONTRACTOR SHALL PROVIDE CONTINUOUS HORIZONTAL BLOCKING AT " 411A .- 2 6 WNA WND.4 A1.12-N 11 ALL WALL MOUNTED LAVATORIES,DRINKING FOUNTAINS,CASEWORK, A SEE DRAWING MIRRORS,HANDRAILS,ETC.REFER TO ARCHITECTURAL INTERIORCONSULTANT: ELEVATIONS. SEE DETAIL SHEET A6.01 FOR TYPICAL MOUNTING HEIGHTS FOR WALL MOUNTED ACCESSORIES AND EQUIPMENT. WNA J. SEE FLOOR FINISH PLANS FOR TRANSITION DETAILS AND THRESHOLDS. WND.4 WND.4 K. ELECTRICAL PANELS,TRANSFORMERS,BOILERS,AIR HANDLING UNITS, \ 12A 12A WN.4 = --- AND DUCTWORK WHEN SHOWN,ARE INDICATED FOR CONTRACTOR CONVENIENCE. \ z WN 4 W"4 U8 L. SEE REFLECTED CEILING PLAN FOR CEILING MOUNTED EQUIPMENT. 2 WNA 41/4 M PADS AT MINIMUM CONTRACTOR 1//22CTHICK CONCRETTEIDE CONCRETE WITH 6 X 6 AN2.9 X29 WWFING 4.10- 11 4 REINFORCING UNLESS OTHERWISE NOTED OR REQUIRED ELSEWHERE IN U6 11A fn 5'-O'NOM. THESE DOCUMENTS,PAD DIMENSIONS SHALL BE A MINIMUM 4"GREATER _ 77--1" U6 IN HORIZONTAL DIMENSION THAN BASE OF THE EQUIPMENT MOUNTED THEREON UNLESS OTHERWISE NOTED.EXACT PAD LOCATIONS SHALL BE - VERIFIED IN THE FIELD. N. CONTRACTOR TO CONFIRM ALL CLEARANCE REQUIREMENTS AS NOTED ON DETAIL A6.01 and A6.02. O. REFER TO DETAILS ON SHEET VA7.10 FOR TYPICAL DOOR CLEARANCES. 9552 REGISTEREDPSEE FLOOR PLANS AND BUILDING SECTIONS FOR LOCATION OF DETAILS ARCHITECT ALIGN - - - FOR TYPICAL FLOOR-TO-FOUNDATION,FLOOR-TO-WALL,WALL-TO-ROOF " ASSEMBLIES AND HEADER,SILL AND SOFFIT CONSTRUCTION. Q. CONTRACTOR SHALL SEAL AROUND ALL PENETRATIONS AT FIRE RATED A L AA ON STEVENN2'-5" 5'-31/2" 4'-7" WALL INCLUDING BUT NOT LIMITED IR PIPING,DUCTS,CONDUIT,ETC., STATE of WASHING7oN WITH FIRESTOPPING PER I.B.C.REQUIREMENTS. wN a 104413.E NR R. SEE EXTERIOR ELEVATIONS FOR WINDOW AND LOUVER TYPES AND DETAILS. \ U1 U2 S. SEE ENLARGED PLANS FOR ADDITIONAL DIMENSIONAL AND NOTE C INFORMATION. PROJECT C \ T. TYPICAL WALLS: TYP.10 400.A1 2 6 d Room 1 8•_10^ s q•-7^ WX.6 o AT RESIDENTIAL UNIT INTERIORS WALL TYPE WN.411; 102 WN.B _ 2 _ AT COMMERCIAL INTERIORS WALL TYPE WIN 611A; L TYPEB 11A I? 12R : AT DEMISING WALLS,WALL TYPE WND.412A; Centennial Park In x \ U WN.4 r ,; „I-': •'I AT PLUMBING WALLS,WHERE WATER CLOSET OCCURS,WALL TYPE _ -� "' IyJ ICI wN.611A; the City of Arlington ':- '-I -i UNLESS OTHERWISE NOTED. 4.10- --- - - �iL U. EXTERIOR WALL TYPE TO BE WX.611,TYP,UON,REFER TO PLANS, \ 3 $im 1 3 O 3 EELIEXTENT. AND SHEET Al 00 FOR EXTERIOR FINISH WALL TYPES AND s A FOR WX.6 Centennial Park 5J \ I _ Z - - - 4 1 wX.6 ¢ U2 2 �6 LLC wr oa WNA wo.4 A 3 MATERIAL LEGEND- FLOOR FINISHES AT i +o" V WN.q WN4 U9 ® CARPET 172nd St NE and 67th Ave \ WN.6 11A 11A0 WN.4 NE z 11A ® VINYL PLANK \ w Arlington, WA 98223 W A W A - - - SEE-FINISH MATERIAL KEY ON SHEET A6.00 FOR PAINT COLORS. BUILDING PERMIT \ U6 WN.q 08/19/2019 -I I - WN.4 US 11A This drawing is: .11-Nil ALIGN ---- - ALIGN \ U10 1.Th rl htects D kemen,Inc. 1 KEYNOTE LEGEND Copyright y 2.The Architect's Instrument of Professional Service. B 8" KEYNOTE KEYNOTE TEXT 3.For use on this project only.Obtain Architect's B \ US written permission for any other use or reproduction. 9'- 11A 2'-6" 5'-51/2" 0 WN4 077124.A1 DOWNSPOUT PROJECT NUMBER: 11A 1014N0,Al UNITSIGNAGE WITH LIGHTING 8'-61/2" 104413.E FIRE EXTINGUISHER CABINET \ ----------- 2018-015 \ U1 \ \ x 3 Bed Room I Yi NA z�'-alva^ • V I 1a1 TYPE B I MARK DATE DESCRIPTION II 1 08/19/2019 BUILDING PERMIT l 0 rrP. 0 0 I onlza.A1 WN.6 I I 11A I JI IL I I Wx.s PROJECT 1 \ �" PRINCIPAL IN CHARGE:1 MS �WORKPIUINT( D,1)A2.11-Ni i ' A PROJECT MANAGER: DH 2-�" �\ 4'-6 32-2 7-0 6-4 PROJECT ARCHITECT: DH JOB CAPTAIN: SZ 52,-6• \ - - Floor Plan - Level 1 - G F E \ D C B A KEY PLAN Building N 11r a �- 0 2' 4' 8' Building N - Floor Plan-Level 1 -Sector 1 Scale:1/4"=1'-0" . NO TH 1 2 3 4 5 1 2 3 4 5 General Notes- Floor Plans A. EXTERIOR DIMENSIONS ARE TO THE OUTSIDE FACE OF CONCRETE T F E T 3 C B A FOUNDATION WALLS,FACE OF MASONRY WALLS,OR TO THE OUTSIDE 3.11- 3.10- FACE OF STUDS UNLESS OTHERWISE NOTED.DIMENSIONS TO MASONRY 52'-6" UNITS ARE NOMINAL UNLESS OTHERWISE NOTED. B. DIMENSIONS AT UNIT DEMISING WALLS ARE TO CENTERLINE OF WALL. -2' " 4'-6" 32'-2" 7'-0" (1 C. INTERIOR DIMENSIONS ARE To THE FACE OF CONCRETE,MASONRY,OR FACE OF STUDS AT FRAME WALLS,AND TO CENTERLINE OF COLUMNS DYKEMAN UNLESS OTHERWISE NOTED. D. DIMENSIONS LOCATING DOORS,WINDOWS AND RELIGHTS ARE TO NOMINAL MASONRY OPENING OR TO FINISH OPENING UNLESS 1Y_ OTHERWISE NOTED. ARCHITECTURE + DESIGN WX.6 E. SEE WALL TYPES ON SHEETS A1.00 FOR TYPICAL WALL CONSTRUCTION 1 ASSEMBLIES. D 1 F. ALL NON-BEARING WALLS ARE FULL HEIGHT TO UNDERSIDE OF ROOF p DECK OR FLOOR ABOVE. G. APPLY TWO(2)CONTINUOUS SEALANT BEADS BENEATH STUD TRACK AT WX.6 R1 WX'6 ALL EXTERIOR STUD WALLS. WX"6 11 26 0125 07 7124.A1 TyP' H. CONTRACTOR SHALL PROVIDE CONTINUOUS HORIZONTAL BLOCKING AT 11 ALL WALL MOUNTED LAVATORIES,DRINKING FOUNTAINS,CASEWORK, MIRRORS,HANDRAILS,ETC.REFER TO ARCHITECTURAL INTERIOR 11 ELEVATIONS. I. SEE DETAIL SHEET A6.01 FOR TYPICAL MOUNTING HEIGHTS FOR WALL 11 WN.6 11 MOUNTED ACCESSORIES AND EQUIPMENT. 11A I J J. SEE FLOOR FINISH PLANS FOR TRANSITION DETAILS AND THRESHOLDS. - - - - - (D - - - 10 K. ELECTRICAL PANELS,TRANSFORMERS,BOILERS,AIR HANDLING UNITS, o AND DUCTWORK WHEN SHOWN,ARE INDICATED FOR CONTRACTOR I __ < CONVENIENCE. 2 O WX.6 L. SEE REFLECTED CEILING PLAN FOR CEILING MOUNTED EQUIPMENT. I I O C M. THE GENERAL CONTRACTOR SHALL PROVIDE CONCRETE HOUSEKEEPING PADS AT MINIMUM 3 1/2"THICK CONCRETE WITH 6 X 6 AN2.9 X 2.9 W W F 3 Bed I - 1/4" REINFORCING UNLESS OTHERWISE NOTED OR REQUIRED ELSEWHERE IN 104Room -4Sim THESE DOCUMENTS.PAD DIMENSIONS HALL BE A MINIMUM 4"GREATER TIP. 10 1400.A1 TYPE B 3 WN 4 d IN HORIZONTAL DIMENSION THAN BASES OF THE EQUIPMENT MOUNTED 6 4.10- THEREON,UNLESS OTHERWISE NOTED.EXACT PAD LOCATIONS SHALL BE J VERIFIED IN THE FIELD. U1 6 1/2" - N. CONTRACTOR TO CONFIRM ALL CLEARANCE REQUIREMENTS AS NOTED ON DETAIL A6.01 and A6.02. a 0. REFER TO DETAILS ON SHEET VA7.10 FOR TYPICAL DOOR CLEARANCES. 9552 REGISTERED '-21/2" 5'-9" 9'-0" WN.4 P. SEE FLOOR PLANS AND BUILDING SECTIONS FOR LOCATION OF DETAILS ARCHITECT FOR TYPICAL FLOOR-TO-FOUNDATION,FLOOR-TO-WALL,WALL-TO-ROOF WN.4 11P' ASSEMBLIES AND HEADER,SILL AND SOFFIT CONSTRUCTION.3,-8„ 11A Q. CONTRACTOR SHALL SEAL AROUND ALL PENETRATIONS AT FIRE RATED U5 STATE AA ON STEVENS WALLS,INCLUDING BUT NOT LIMITED TO PIPING,DUCTS,CONDUIT,ETC., 9.1 HINGTON 5 WITH FIRESTOPPING PER I.B.C.REQUIREMENTS. R. SEE EXTERIOR ELEVATIONS FOR WINDOW AND LOUVER TYPES AND q- ALV�GN77-# U10DETAILS. 3 -- WN.4 U5 WN.4 SSEE ENLARGED PLANS FOR ADDITIONAL DIMENSIONAL AND NOTE 11A INFORMATION. PROJECT IDENTIFICATION: C CU6 T. TYPICAL WALLS: AT RESIDENTIAL UNIT INTERIORS WALL TYPE WNA 11; WNA WiA4 AT COMMERCIAL INTERIORS WALL TYPE WN.611A; Centennial Park In _ AT DEMISING WALLS,WALL TYPE WND.412A; • AT PLUMBING WALLS,WHERE WATER CLOSET OCCURS,WALL TYPE 5'-0"NOM. WNA2, z t,6 WN.611A; the City of Arlington U6 `I UNLESS OTHERWISE NOTED. o WNA U. EXTERIOR WALL TYPE TO BE WX.611,TYP.UON.REFER TO PLANS, 1 Sim WN.6 Y' WNA „A ELEVATIONS,ELEVATIONS,AND SHEET A1.00 FOR EXTERIOR FINISH WALL TYPES AND FOR EXTENT. WND.4 WN.4 �-. I WN.4 '-41/4' Centennial Park 5J 12A 11A 10 WNA LLC o WX.6 9 g - - - - - - a 2 - - - - �O MATERIAL LEGEND - FLOOR FINISHES AT - O O U8 2 - - WX.6 it li li I.".'I I. I_" ® CARPET I I � 3900 � I � I I I 1 1 � I I I III ;` II' I_ I'.I 172nd St NE and 67th Ave -I d, NE 2 Bed Room ! - A2.12-NI I. VINYL PLANK I I I I I I I I I II.al,:I:', Arlington, WA 98223 03 i o WNA WX.6 TYPE B _ Sim 12R 3 SEE-FINISH MATERIAL KEY ON SHEET A6.00 FOR PAINT COLORS. BUILDING PERMIT 3 I o. 4.10- 08/19/2019 U1 -.8' 4'-65/8" U2 This drawing is: WNA 04413.E WX6 KEYNOTE LEGEND 1.Copyright 2019 Dykeman,Inc. 2'-5" 7'-1" 5'-3 11A 4'-7" 12R 2.The Architect's Instrument of Professional Service. B KEYNOTE KEYNOTE TEXT 3.For use on this project only.Obtain Architect's written permission for any other use or reproduction. o \/ WX.6 077124.A1 DOWNSPOUT PROJECT NUMBER: �ALIGN� 11 101400.A1 UNIT IT." WITH LIGHTING U5 NA 260125 ELECTRICAL PANELS WX. WNA NB �,° - „A 2018-015 104413.E FIRE EXTINGUISHER CABINET 11A - WNAIIA WNA/IL 11A _� US _ Sim 1 � 4.10 U6 WNA MARK DATE DESCRIPTION 11A WN.4 ' 1 08/19/2019 BUILDING PERMIT WNA J 2 US N 3.10- A2.11- 4 WN.4 2, 6, ® 4 2-NI 11A �-- -.-� W .4 WND.4 1A z 10 WND.4 7WN.4 A1.11-N/1 - WN.4 - _ 11A SEE Dlb RAWING PROJECT A WN.4 US W 0MS 4 11A 2'-41/4" j ' PROJEPRINCCT MA AGER:PAL I HAIR E1 DH U6 PROJECTAIR TECT:1 DH JOB CAPTAIN: I SZ A Us �i U ,-• A ------------------ Floor Plan - Level 1 - G F E D C B A KEY PLAN Building N a r,- 0 2' 4' 8' Building N - Floor Plan-Level 1 -Sector 2 Scale:1/4"=1'-0" . NO TH 1 2 3 4 5 1 2 3 4 5 rt-ll General Notes- Floor Plans 1 M T T T A. EXTERIOR DIMENSIONS ARE TO THE OUTSIDE FACE OF CONCRETE FOUNDATION WALLS,FACE OF MASONRY WALLS,OR TO THE OUTSIDE FACE OF STUDS UNLESS OTHERWISE NOTED.DIMENSIONS TO MASONRY UNITS ARE NOMINAL UNLESS OTHERWISE NOTED. B. DIMENSIONS AT UNIT DEMISING WALLS ARE TO CENTERLINE OF WALL. US NA C. INTERIOR DIMENSIONS ARE TO THE FACE OF CONCRETE,MASONRY,OR U8 „q FACE OF STUDS AT FRAME WALLS,AND TO CENTERLINE OF COLUMNS . WNA WNA - UNLESS OTHERWISE NOTED. I _ D. DIMENSIONS LOCATING DOORS,WINDOWS AND RELIGHTS ARE TO U6 - NOMINAL MASONRY OPENING OR TO FINISH OPENING UNLESS OTHERWISE NOTED. ARCHITECTURE + DESIGN Sim E. SEE WALL TYPES ON SHEETS A1.00 FOR TYPICAL WALL CONSTRUCTION WN 4 ASSEMBLIES. D 410- U6 F. ALL NON-BEARING WALLS ARE FULL HEIGHT TO UNDERSIDE OF ROOF D WN.4 DECK OR FLOOR ABOVE. 10 YyNA L G. APPLY TWO(2)CONTINUOUS SEALANT BEADS BENEATH STUD TRACK AT 11A U8 3'10- ALL EXTERIOR STUD WALLS. A2„- 4 WNA _ 2, 6„ 4 A2.12-NI H. CONTRACTOR SHALL PROVIDE CONTINUOUS HORIZONTAL BLOCKING AT - WNA WND.4 A1.22-N/1 ALL WALL MOUNTED LAVATORIES,DRINKING FOUNTAINS,CASEWORK, 11A 12A SEE DRAWING MIRRORS,HANDRAILS,ETC.REFER TO ARCHITECTURAL INTERIORCO ELEVATIONS. I. SEE DETAIL SHEET A6.01 FOR TYPICAL MOUNTING HEIGHTS FOR WALL MOUNTED ACCESSORIES AND EQUIPMENT. WNA J. SEE FLOOR FINISH PLANS FOR TRANSITION DETAILS AND THRESHOLDS. WND.4 WND.4 K. ELECTRICAL PANELS,TRANSFORMERS,BOILERS,AIR HANDLING UNITS, AND DUCTWORK WHEN SHOWN,ARE INDICATED FOR CONTRACTOR UB C WNA ONVENIENCE. o WN.4 L. SEE REFLECTED CEILING PLAN FOR CEILING MOUNTED EQUIPMENT. yVN;n 2'-4 1/4 M. THE GENERAL CONTRACTOR SHALL PROVIDE CONCRETE HOUSEKEEPING Sim WNA PADS AT MINIMUM 3 1/2"THICK CONCRETE WITH 6 X 6 AN2.9 X 2.9 W W F 2 U6 11A 5'-O"NOM. _ REINFORCING UNLESS OTHERWISE NOTED OR REQUIRED ELSEWHERE IN THESE DOCUMENTS.PAD DIMENSIONS SHALL BE A MINIMUM 4"GREATER US IN HORIZONTAL DIMENSION THAN BASE OF THE EQUIPMENT MOUNTED • WNA THEREON,UNLESS OTHERWISE NOTED.EXACT PAD LOCATIONS SHALL BE WN 4 WN.6 VERIFIED IN THE FIELD. 11A N. CONTRACTOR TO CONFIRM ALL CLEARANCE REQUIREMENTS AS NOTED 53 U8 ON DETAIL A6.01 and A6.02. 9552 WN.4 _ US O. REFER TO DETAILS ON SHEET 11A7.10 FOR TYPICAL DOOR CLEARANCES. REGISTERED P. SEE FLOOR PLANS AND BUILDING SECTIONS FOR LOCATION OF DETAILS ARCHITECT 4WX ALIGN U10 v [D WX6 FOR TYPICAL FLOOR-TO-FOUNDATION,FLOOR-TO-WALL,WALL-TO-ROOF n AS AND HEADER,SILL AND SOFFIT CONSTRUCTION. I I O Q. CONTRACTOR SHALL SEAL AROUND ALL PENETRATIONS AT FIRE RATED a - - - - - - - - - -ill A L AA ON STEVENS N T------------ WALLS,INCLUDING BUT NOT LIMITED TO PIPING,DUCTS,CONDUIT,ETC., 2'-5" 7'-1" 5'-31/2" 4'-7" STATE OF WASHINGTON WN 4 WX.6 I r.I I i i li i I I WITH FIRESTOPPING PER I.B.C.REQUIREMENTS. 11A 12R P I, R. SEE EXTERIOR ELEVATIONS FOR WINDOW AND LOUVER TYPES AND _ 104413.8 t 'I li DETAILS. U3 LI Ir I' S. SEE ENLARGED PLANS FOR ADDITIONAL DIMENSIONAL AND NOTE U2 1014 00.At _ _- ' CI. li INFORMATION. PROJECT IDENTIFICATION: C TYP. T. TYPICAL WALLS: 2 Bed Room 8'-10" 1'4'-7" _ AT RESIDENTIAL UNIT INTERIORS WALL TYPE WN.411; W1A __ 2 ATCOMMINGWAINTERIORSWALLTYPEWN.611A; Centennial Park In 202 „q WX 6 AT DEMISING WALLS,WALL TYPE WND.412A; WNA 12 ,'I• II AT PLUMBING WALLS,WHERE WATER CLOSET OCCURS,WALL TYPE WN.611A - the Cityof Arlington UNLESS OTHERWISE NOTED. `J Sim 3 _ -I - -I -I - U. EXTERIOR WALL TYPE TO 1.WXOR EXTERIOR I ON.REFER AL PLANS, p - WX.6 ELEVATIONS,AND SHEET A1.00 FOR EXTERIOR FINISH WALL TYPES AND FOR 4.10- O US- {.t; I 12R 'I I ,I..I{. I, I.-I - ,I iN,I' I' EXTENT. - 4 Centennial Park 5J LLC3 WX.6 U2 WN.4 WX.6 3 77 WND.4 WN.4 WN.4 12A 11A -- 10 MATERIAL LEGEND - FLOOR FINISHES �l AT j 0 VNA WNA U9 ® CARPET 172nd St NE and 67th Ave WN.6 11A Sim U6 p j 11A 7W-N-4-1 NE 1 z I „ ®A VINYL PLANK U6 Arlington, WA 98223 V11A y11A4 SEE-FINISH MATERIAL KEY ON SHEET A6.00 FOR PAINT COLORS. BUILDING PERMIT SI U6 -_-- -- c 08/19/2019 --_ - WNA US 11A This drawing is: 2.11-NI ALIGN I ----a - ALIGN U10 1.Copyright 2019 D eman,Inc. U6 O KEYNOTE LEGEND 2.The Ahitect's Instrument of Professional Service. B T-81. KEYNOTE KEYNOTE TEXT 3.For use on this project 2'-6" 5'-51/2" only.Obtain Architect's B WN.4 S.-0 U5 written permission for any other use or reproduction. 11A OS 5200.A1 18"DEEP BOLT-ON PREFABRICATED PROJECT NUMBER: 11A4 METAL BALCONY:ONE PIECE 8 61/2 CONST UCTION WI HINUM A POWDER _ COAT FINISH.1/4"X 3"ALUMINUM 2018-015 --- SLAT FLOOR.REF.TO STRUC. r DRAWINGS FOR CONNECTION 38 d . WN.4 DETAILS. • 201 I I 41/4 077124.At DOWNSPOUT _ 101400.A1 UNIT SIGNAGE WITH LIGHTING MARK DATE DESCRIPTION v WX6 233800 VENTILATION HOODS 08/1 912 01 9 BUILDING PERMIT U3 3 Sim °J l0 11 104403.B FIRE EXTINGUISHER CABINET 00 ;. __ _ _ __ �_ ._ ..___ __ ..._..................... Q 11 11A _ L TYP PIX, LP 07 7124.A1 - - - - , X.6 , PROJECT 2'_�, 11 4'-6" 32'-2" 233800 TYP. 7'-0" 6'-4" I � � ` PRINCIPAL IN CHARGE:j MS PROJECT MANAGER: DH 52'-6" PROJECT ARCHITECT:I L. 055200.A1 JOB CAPTAIN: SZ A G F E D C B A �! e A ---------- Floor Plan - Level 2 - KEY PLAN Building N Building N- Floor Plan- Level 2-Sector 1 a •. 1/4"=V-0" 0 2' 4' S' Scale:1/4"=1'-0" . NO TH 1 2 3 4 5 1 2 3 4 5 General Notes- Floor Plans A. EXTERIOR DIMENSIONS ARE TO THE OUTSIDE FACE OF CONCRETE FOUNDATION WALLS,FACE OF MASONRY WALLS,OR TO THE DE FACE OF ESTUDS NOMINAL UN ESS OTHERWISE ISE NO DIMENSIONS TO MASONRY Y IY IY IY UNITS ARE NOMINAL UNLESS OTHERWISE NOTED. B. DIMENSIONS AT UNIT DEMISING WALLS ARE TO CENTERLINE OF WALL. 52'-6" C. INTERIOR DIMENSIONS ARE TO THE FACE OF CONCRETE,MASONRY,OR FACE OF STUDS AT FRAME WALLS,AND TO CENTERLINE OF COLUMNS . 2'- 4'-6" 32'-2" 7'-0" 6'-4" UNLESS OTHERWISE NOTED. WF YKEMAN D. DIMENSIONS LOCATING DOORS,WINDOWS AND RELIGHTS ARE TO NOMINAL MASONRY OPENING OR TO FINISH OPENING UNLESS 12- OTHERWISE NOTED. ARCHITECTURE + DESIGN E. SEE WALL TYPES ON SHEETS A1.00 FOR TYPICAL WALL CONSTRUCTION ASSEMBLIES. D 1 F. ALL NON-BEARING WALLS ARE FULL HEIGHT TO UNDERSIDE OF ROOF D DECK OR FLOOR ABOVE. TYP. 7�, G. APPLY TWO(2)CONTINUOUS SEALANT BEADS BENEATH STUD TRACK AT 07 7124.A1 ALL EXTERIOR STUD WALLS. 1 N116 H. CONTRACTOR SHALL PROVIDE CONTINUOUS HORIZONTAL BLOCKING AT ALL WALL MOUNTED LAVATORIES,DRINKING FOUNTAINS,CASEWORK, 11 } - - t 11 ELEVATIONS.HANDRAILS,ETC.REFER TO ARCHITECTURAL INTERIORCONSULTANT: WXFCGN WX.6 WN.6 11 WX6 I. SEE DETAIL SHEET A6.01 FOR TYPICAL MOUNTING HEIGHTS FOR WALL J MOUNTED ACCESSORIES AND EQUIPMENT. J. SEE FLOOR FINISH PLANS FOR TRANSITION DETAILS AND THRESHOLDS. 10 ->y z 10 K. ELECTRICAL PANELS,TRANSFORMERS,BOILERS,AIR HANDLING UNITS, ❑ AND DUCTWORK WHEN SHOWN,ARE INDICATED FOR CONTRACTOR _ < o 0 WX.6 CONVENIENCE. m L. SEE REFLECTED CEILING PLAN FOR CEILING MOUNTED EQUIPMENT. O M. THE GENERAL CONTRACTOR SHALL PROVIDE CONCRETE HOUSEKEEPING PADS AT MINIMUM 3 1/2"THICK CONCRETE WITH 6 X 6 Ny2.9 X 2.9 W W F i 1 JI eo 4'1/4" REINFORCING UNLESS OTHERWISE NOTED OR REQUIRED ELSEWHERE IN oom THESE DOCUMENTS.PAD DIMENSIONS SHALL BE A MINIMUM 4"GREATER WN 4 i IN HORIZONTAL DIMENSION THAN BASE OF THE EQUIPMENT MOUNTED • ? Sim 11A THEREON,UNLESS OTHERWISE NOTED.EXACT PAD LOCATIONS SHALL BE 3 VERIFIED IN THE FIELD. 1�4.10- N. CONTRACTOR TO CONFIRM ALL CLEARANCE REQUIREMENTS AS NOTED ON DETAIL A6.01 and A6.02. O. REFER TO DETAILS ON SHEET VA7.10 FOR TYPICAL DOOR CLEARANCES. 9552 REGISTERED21/2' 5 9' g 0 WN 4 P. SEE FLOOR PLANS AND BUILDING SECTIONS FOR LOCATION OF DETAILS ARCHITECT11A FOR TYPICAL FLOOR-TO-FOUNDATION,FLOOR-TO-WALL,WALL-TO-ROOF ASSEMBLIES AND HEADER,SILL AND SOFFIT CONSTRUCTION. ' „ Q. CONTRACTOR SHALL SEAL AROUND ALL PENETRATIONS AT FIRE RATED A L AA ON STEVENSWALLS,INCLUDING BUT NOT LIMITED TO PIPING,DUCTS,CONDUIT,ETC., STATE OF WASHINGTON WITH FIRESTOPPING PER I.B.C.REQUIREMENTS. R. SEE EXTERIOR ELE---- - 10 U5 WNA S SEE EDETAINLARGED PLANS FOR ADDITIONAL DIMENSIONAL AND NOTE INFORMATION. -•JECT • C USJTPAT RESICAL IDENTIAL UNIT INTERIORS WALL TYPE WNA 11; WNd WN 4 AT COMMERCIAL INTERIORS WALL TYPE WN.611A; 11A AT DEMISING WALLS,WALLTYPE WND.412A; Centennial Park In • AT PLUMBING WALLS,WHERE WATER CLOSET OCCURS,WALL TYPE j /� 5'-0"NOM. 2, 70 z U6 WN.4 WN.611A, the City OI Arlington U6 0 UNLESS OTHERWISE NOTED. WNA I 11A U. EXTERIOR WALL TYPE TO BE WX.611,TYP.UON.REFER TO PLANS, WN.6 WNA 11A Ug ELEVATIONS,AND SHEET A1.00 FOR EXTERIOR FINISH WALL TYPES AND FOR 11A EXTENT. WX.6 Centennial Park 5J 11 WND.4 WNA �-.-� WN.4 '-41/4" 11A 1 WN.4 LLC g II 11A g 8 23---- - - WNs - 2 - 6 MATERIAL LEGEND - FLOOR FINISHES AT 11A I US �-► :. i' 'I r,.i ..} .H'; CARPET i 3 wX.6 wX.6 ,; l ; L. .;'J ® 172nd St NE and 67th Ave ❑ O O 2 .I. .I-'I...I'.'I. 'I I.: , I• I. I. 1.,. 'I "I "'I•, i' II I, I.„( 9 L, ! NE VINYL PLANK I• .'a .. ,,',.`I.., Arlington, WA98223 2B dRoom I g WN.4 A2.12-N P. ..�'.'I o 11A " 203 ? SEE-FINISH MATERIAL KEY ON SHEET A6.00 FOR PAINT COLORS. BUILDING PERMIT I m w i l l l l 3 Sim 1'Ilii 08/19/2019 10 1400.A7 i -I'. �.i, I i i I I i 104413.E t -I I I. I i I I i This drawing is: KEYNOTE LEGEND 1.Copyright 2019D eman,Inc. WN.4I I- I: Yk 2'-5" T-1" 5'-3 11A 4'-7" I. - r 2.The Architect's Instrument of Professional Service. B o - KEYNOTE KEYNOTE TEXT 3.For use on this project only.Obtain Architect's B 7 ------- -L----- 7 written permission for any other use or reproduction. N WX / US z 4 O OS 5200.A1 18"DEEP BOLT-ON PREFABRICATED _ 11 ALIGN - W'.8 METAL BALCONY:ONE PIECE • US NA FULLY-WELDED ALUMINUM WN4 US U10 11A CONSTRUCTIONFINISH. WITH"X3-A POWDER ALUMINUM 2018-015 11A WN.4 WN.4 COAT FINISH. EF.T"ALUMINUM SLAT FLOOR.REF.TO STRUC. DRAWINGS FOR CONNECTION DETAILS. Sim 077124.At DOWNSPOUT 2 I 101400.A1 UNIT SIGNAGE WITH LIGHTING MARK DATE DESCRIPTION 4.10- U6 WN.4 i 233800 VENTILATION HOODS 0 8/1 912 01 9 BUILDING PERMIT WNA 104413.E FIRE EXTINGUISHER CABINET 1'AWN.4 3.10- A US A2.11- 41 1 1 WNA 2'-6^ 4 A2.12-NI rt WN 4 WND.4 A1.21-N/1 �\ 12A SEE DRAWING WND.4 WND.4 i WN.4 12A 12A WN.4 PROJECT 11A o IIA I US 1 WN 4 11A PRINCIPAL IN CHARGE:1 MS Sim 1 2 41/4 PROJECT MANAGER: 1 DH WN!4 5'-0"NOM. W q PROJECT ARCHITECT: 1 DH �p U6 I JOB CAPTAIN: 1 SZ A' --_ U6- WNA 1 , WNA WN.6 -_- 11A A U6 Floor Plan - Level 2 - U5 G F E D C B A KEY PLAN Building N a •- 0 2' 4' S' Building N - Floor Plan -Level 2-Sector 2 ' I 1/4"=V-0" Scale:1/4"=1'-0" WIN NO TH 1 2 3 4 5 1 2 3 4 5 3 (C� (� (� General Notes- Floor Plans IY 3.11- 3.10- IY IY IY A. EXTERIOR DIMENSIONS ARE TO THE OUTSIDE FACE OF CONCRETE FOUNDATION WALLS,FACE OF MASONRY WALLS,OR TO THE OUTSIDE FACE OF STUDS UNLESS OTHERWISE NOTED.DIMENSIONS TO MASONRY UNITS ARE NOMINAL UNLESS OTHERWISE NOTED. B. DIMENSIONS AT UNIT DEMISING WALLS ARE TO CENTERLINE OF WALL. WNA C. INTERIOR DIMENSIONS ARE TO THE FACE OF CONCRETE,MASONRY,OR 11P• FACE OF STUDS AT FRAME WALLS,AND TO CENTERLINE OF COLUMNS DYKEMAN ��IIII WN4 - WNA UNLESS OTHERWISE NOTED. IA _ D. DIMENSIONS LOCATING DOORS,WINDOWS AND RELIGHTS ARE TO 11A - U6 NOMINAL MASONRY OPENING OR TO FINISH OPENING UNLESS ARCHITECTURE + DESIGN OTHERWISE NOTED. Si 5'-0"NOM. E. SEE WALL TYPES ON SHEETS A1.00 FOR TYPICAL WALL CONSTRUCTION D 410- U6 WN z ASSEMBLIES. F. ALL NON-BEARING WALLS ARE FULL HEIGHT TO UNDERSIDE OF ROOF p WNA DECK OR FLOOR ABOVE. 10 �WN16 2% G. APPLY TWO(2)CONTINUOUS SEALANT BEADS BENEATH STUD TRACK AT 11A U8 3'10- ALL EXTERIOR STUD WALLS. 11 4 WNA 4 A2.12-NI H. CONTRACTOR SHALL PROVIDE CONTINUOUS HORIZONTAL BLOCKING AT WND.4 SEE DRAWING A1.32-N 11 ALL WALL MOUNTED LAVATORIES,DRINKING FOUNTAINS,CASEWORK, fU� WN.4 12A MIRRORS,HANDRAILS,ETC.REFER TO ARCHITECTURAL INTERIORCONSULTANT: 11A ELEVATIONS. ' p � - � .• ,p^ - �� 6 I. SEE DETAIL SHEET A6.01 FOR TYPICAL MOUNTING HEIGHTS FOR WALL �J = MOUNTED ACCESSORIES AND EQUIPMENT. J. SEE FLOOR FINISH PLANS FOR TRANSITION DETAILS AND THRESHOLDS. w WND.4 WND.4 WWNA + WNAK. ELECTRICAL PANELS,TRANSFORMERS,BOILERS,AIR HANDLING UNITS, z 12A 12A - j O AND DUCTWORK WHEN SHOWN,ARE INDICATED FOR CONTRACTOR O A WN.6 y U8 CONVENIENCE. O O L. SEE REFLECTED CEILING PLAN FOR CEILING MOUNTED EQUIPMENT. z WN.4 WN.4 I j M. THE GENERAL CONTRACTOR SHALL PROVIDE CONCRETE HOUSEKEEPING 2'-6" Sim WIN . 11A WN.4 O PADS AT MINIMUM 31/2"THICK CONCRETE WITH 6 X 6 AN2.9 X 2.9 WWF 2 I U6 1"_ 5'-0"NOM. 00 - REINFORCING UNLESS OTHERWISE NOTED OR REQUIRED ELSEWHERE IN _ _ THESE DOCUMENTS.PAD DIMENSIONS SHALL BE A MINIMUM 4"GREATER 10 US IN HORIZONTAL DIMENSION THAN BASE OF THE EQUIPMENT MOUNTED 6 N.4 THEREON,UNLESS OTHERWISE NOTED.EXACT PAD LOCATIONS SHALL BE WN.6 _ VERIFIED IN THE FIELD. 11A -- I N. CONTRACTOR TO CONFIRM ALL CLEARANCE REQUIREMENTS AS NOTED - U8 m ON DETAIL A6.01 and A6.02. O. REFER TO DETAILS ON SHEET VA7.10 FOR TYPICAL DOOR CLEARANCES. 9552 REGISTERED WNAv US P. SEE FLOOR PLANS AND BUILDING SECTIONS FOR LOCATION OF DETAILS ARCHITECT WX f-ALIGN U70 Q WX.6 FOR TYPICAL FLOOR-TO-FOUNDATION,FLOOR-TO-WALL,WALL-TO-ROOF ASSEMBLIES AND HEADER,SILL AND SOFFIT CONSTRUCTION. O Q. CONTRACTOR SHALL SEAL AROUND ALL PENETRATIONS AT FIRE RATED A L AA ON STEVENS T-1 S'-31/2" 4'-7" MI WITH WALLS,INCLUDING BUT NOT LIMITED TO PIPING,DUCTS,CONDUIT,ETC., STATE OF WASHING7oN WNA �'77 WITH FIRESTOPPING PER I.B.C.REQUIREMENTS. 11A R. SEE EXTERIOR ELEVATIONS FOR WINDOW AND LOUVER TYPES AND 104413.B f, ...I i. DETAILS. U2 TYR4I r. i S. SEE ENLARGED PLANS FOR ADDITIONAL DIMENSIONAL AND NOTE C 10 OO.A1 � r r INFORMATION. PROJECT IDENTIFICATION: C i:r i:. .`. ,: .l:. ,`. ..l `. T. TYPICAL WALLS: U3 8' 10 4' 7" - AT RESIDENTIAL UNIT INTERIORS WALL TYPE WN.411; 2 B d Room 2 AT COMMERCIAL INTERIORS WALL TYPE WN.611A; 302 w"s Centennial Park in ■ „A AT DEMISING WALLS,WALL TYPE WND.412A; L WNA Whi PLUMBING WALLS,WHERE WATER CLOSET OCCURS,WALL TYPE the Cityof Arlington 3.10- UNLESS OTHERWISE NOTED. g 3 Sim - 00 ,'. •ii :' i- : �^ U. EXTERIOR WALL TYPE TO BE WX.611,TYP.UON.REFER TO PLANS, WX.6 3 WX6 ELEVATIONS,AND SHEET A1.00 FOR EXTERIOR FINISH WALL TYPES AND FOR 4 4.10- o M US - 12R .1 . .]. �'..I' I 4 EXTENT. - - ;_ _ _ Centennial Park 5J - _ U2 2'-5' \\JJ L L_ WX.6 N.4 C W WND.4 I it WNA WN.4 11A L� - ptZ7 i MATERIAL LEGEND - FLOOR FINISHES AT Sim -- wN4 U9 ® 172nd St NE and 67th Ave 1 0 CARPET I I I I 4.10- WN.6 WN`4 I g U6 5'-0"NOM. zO 11A WN.4 ® NE z „A VINYL PLANK U6 Arlington, WA 98223 wNAa WNA SEE-FINISH MATERIAL KEY ON SHEET A6.00 FOR PAINT COLORS. BUILDING PERMIT 5 " U6' - - - - Wi6 08/19/2019 WN.4 --- WN.4 US 11A This drawing is: 2.11-NI ALIGN I ---- - ALIGN U10 1.Copyright 2019 D eman,Inc. e D6 KEYNOTE LEGEND 2.The Ahitect's In hument of Professional service. g•-g•� KEYNOTE KEYNOTE TEXT 3.For use on this project only.Obtain Architect's B 0 WNAU5 written permission for any other use or reproduction. 2'-6" 5'-51/2" 9'- A WNA 055200.A1 18"DEEP BOLT-ON PREFABRICATED PROJECT „A METAL BALCONY:ONE PIECE FULLY-WELDED ALUMINUM ,o CONSTRUCTION WITH A POWDER - _ COAT FINISH.1/4"X 3"ALUMINUM 2018-015 SLAT FLOOR.REF.TO STRUC. DRAWINGS FOR CONNECTION B d Room WNA DETAILS. 3 - Sim 11A 5^ 077124.Al DOWNSPOUT 6 301 8 I U3 410- 1101400.A1 UNIT SIGNAGE WITH LIGHTING MARK DATE DESCRIPTION i m 233800 VENTILATION HOODS WX.6 08/19/2019 BUILDING PERMIT l0 104413.8 IFIRE EXTINGUISHER CABINET OO 2 ....................................................... WX 6 WN 6 Wti X.6 U4 A 6 , PROJECT A2.11-N 'dA1 233800 077124.A1 .dAl PRINCIPAL IN CHARGE: MS PROJECT MANAGER: I DH 2'- " 4'-6" 055200.A1 32'-2' T-0" 6'-4" PROJECT ARCHITECT:I DH 52-6 JOB CAPTAIN: SZ A G F E I D I 1 B I 1 A ) Floor Plan - Level 3 - A Building N Buildin N - Floor Plan -Level 3-Sector 1 0 2' 4' 8' Scale:1/4"=1'-0" . NO TH 2 3 4 5 1 2 3 4 5 General Notes- Floor Plans A. EXTERIOR DIMENSIONS ARE TO THE OUTSIDE FACE OF CONCRETE G F E D C B A FOUNDATION WALLS,FACE OF MASONRY WALLS,OR TO THE OUTSIDE FACE OF STUDS UNLESS OTHERWISE NOTED.DIMENSIONS TO MASONRY 52'-6" UNITS ARE NOMINAL UNLESS OTHERWISE NOTED. B. DIMENSIONS AT UNIT DEMISING WALLS ARE TO CENTERLINE OF WALL. 2'- N-6- 32'-2" 7'-0" 6'-4" C, INTERIOR DIMENSIONS ARE TO THE FACE OF CONCRETE,MASONRY,OR FACE OF STUDS AT FRAME WALLS,AND TO CENTERLINE OF COLUMNS DYKEMAN UNLESS OTHERWISE NOTED. D. DIMENSIONS LOCATING DOORS,WINDOWS AND RELIGHTS ARE TO 1 3 NOMINAL MASONRY OPENING OR TO FINISH OPENING UNLESS 3.10- OTHERWISE NOTED. ARCHITECTURE + DESIGN E. SEE WALL TYPES ON SHEETS A1.00 FOR TYPICAL WALL CONSTRUCTION ASSEMBLIES. D 1 F. ALL NON-BEARING WALLS ARE FULL HEIGHT TO UNDERSIDE OF ROOF p OS 5200.A7 NP' 07 7124.A1 ryp, DECK OR FLOOR ABOVE. 23 3800 G. APPLY TWO(2)CONTINUOUS SEALANT BEADS BENEATH STUD TRACK AT WX.6 ALL EXTERIOR STUD WALLS. 1 H. CONTRACTOR SHALL PROVIDE CONTINUOUS HORIZONTAL BLOCKING AT ALL WALL MOUNTED LAVATORIES,DRINKING FOUNTAINS,CASEWORK, MIRRORS,HANDRAILS,ETC.REFER TO ARCHITECTURAL INTERIORCONSULTANT: ELEVATIONS. I. SEE DETAIL SHEET A6.01 FOR TYPICAL MOUNTING HEIGHTS FOR WALL " WN.6 WX.6 WX.6 MOUNTED ACCESSORIES AND EQUIPMENT. U4 -J 11 J. SEE FLOOR FINISH PLANS FOR TRANSITION DETAILS AND THRESHOLDS. O K. ELECTRICAL PANELS,TRANSFORMERS,BOILERS,AIR HANDLING UNITS, O_ ¢ WX.6 AND DUCTWORK WHEN SHOWN,ARE INDICATED FOR CONTRACTOR CONVENIENCE. �I o O 10 L. SEE REFLECTED CEILING PLAN FOR CEILING MOUNTED EQUIPMENT. j M. THE GENERAL CONTRACTOR SHALL PROVIDE CONCRETE HOUSEKEEPING PADS AT MINIMUM 3 1/2"THICK CONCRETE WITH 6 X 6 AN2.9 X 2.9 W W F 12'-S• REINFORCING UNLESS OTHERWISE NOTED OR REQUIRED ELSEWHERE IN T 3 B d Room Sim THESE DOCUMENTS PAD DIMENSIONS SHALL BE A MINIMUM 4"GREATER IN HORIZONTAL DIMENSION THAN BASE OF THE EQUIPMENT a 304 10- W A MOUNTED THEREON,UNLESS OTHERWISE NOTED.EXACT PAD LOCATIONS SHALL BE • WX.6 VERIFIED IN THE FIELD. ------ -6 1/ -- N CONTRAC and TORT e CONFIRM ALL CLEARANCE REQUIREMENTS AS NOTED ON 0. REFER TO DETAILS ON SHEET VA7.10 FOR TYPICAL DOOR CLEARANCES. 9552 REGISTERED P. SEE FLOOR PLANS AND BUILDING SECTIONS FOR LOCATION OF DETAILS ARCHITECT '-21/2' 5'-9' 8'-0" WNA FOR TYPICAL FLOOR-TO-FOUNDATION,FLOOR-TO-WALL,WALL-TO-ROOF WN.4 11A ASSEMBLIES AND HEADER,SILL AND SOFFIT CONSTRUCTION. 3'-8" STEVENS 11A Q. CONTRACTOR SHALL SEAL AROUND ALL PENETRATIONS AT FIRE RATED U5 A L AA WA HINGTON WALLS,INCLUDING BUT NOT LIMITED IR PIPING,DUCTS,CONDUIT,ETC., STATE OF WASHING7oN 9.1 US WITH FIRESTOPPING PER I.B.C.REQUIREMENTS. 11, STEVENS R. SEE EXTERIOR ELEVATIONS FOR WINDOW AND LOUVER TYPES AND .12-N ALIGN f� u WX.6 DETAILS. WNA SSEEENLARGED PLANS FOR ADDITIONAL DIMENSIONAL AND NOTE INFORMATION. •••JECT • C T. TYPICAL WALLS: 4 _ AT DEMISING WALLS,WALL TYPEWND.412A;• ATPLUMBING WALLS,WHERE WATER CLOSET OCCURS,WALL TYPEOM' 2' 10 z �6 WN.611A; the City of Arlington WN4UNLESS OTHERWISE NOTED. WNA 11A U. EXTERIORWALL TYPE TO BE WX.611,TYP.UON.REFER TO PLANS, 1 Si .6 WN4 11A Ug ELEVATIONS,AND SHEET A1.00 FOR EXTERIOR FINISH WALL TYPES AND FOR EXTENT.1WND.4 WCentennial Park 5J 1 „A 9 LLC LD U2 WN.B - - -- < MATERIAL LEGEND - FLOOR FINISHES AT ®11A I CARPET 3 wX.6 wX.6 172nd St NE and 67th Ave o 0 L. ,. �i .i' 'II' VINYL PLANK NE I o A2.,2-NI TVP.I ® Arlington, WA 98223 2 6 d Room wN.4 - v- 303 I _ 11A , u: 3 - SEE-FINISH MATERIAL KEY ON SHEET A6.00 FOR PAINT COLORS. BUILDING PERMIT 3 Sim I 10 1400.A1 - - -- - 08/19/2019 - U3 �- - -81-10'---- 4-7" U2 104413.E This drawing is: wN.a wxs WX.s,:.I. L. "I .I: KEYNOTE LEGEND 1.Copyright 2019 Dykem an,Inc. 2'-5" T-1" 5'-3 11A 4'-7" X. 12R 2.The Architect's Instrument of Professional Service. B KEYNOTE KEYNOTE TEXT 3.For use on this project only.Obtain Architect's B 7 - - - - - - - 77\) written permission for any other use or reproduction. WX . US z 05 5200.A1 18"DEEP BOLT- N PREFABRICATED PROJECT NUMBER: 11 LALI N wX.6 METAL BALCONYO:ONE PIECE 11 FULLY-WELDED ALUMINUM US N4 WN.4 U8 U10 - 11A CONSTRUCTION WITH A POWDER 2018-015 COAT FINISH.1/4"X 3"ALUMINUM 11A WN.4 -- WN.4 _ SLAT FLOOR.REF.TO STRUC. DRAWINGS FOR CONNECTION D • 5'-0"NOM. 077124.At DOWNSPOUT 101400.A1 UNIT SIGNAGE WITH LIGHTING MARK DATE DESCRIPTION L Sim I WNRZ I 233800 FIREE EXTINGUISHER 2 U6 "I 08/19/2019 BUILDING PERMIT i� 104413.E FIRE EXTINGUISHER CABINET WN.6 3.?0- ...__...___.__..________..._.................. 11A Ug A2.11- 4 WNA - 2'-5" 4 A2.12-NI \/�/) wN.a WND.4 A1.31-N/1 Yr� 12A SEE DRAWING x 2'-10" �J WND.4 WND.4 WN.4 -� y WN.4 (7 O 12A 12A 11A j Q •'• O O TEAM- WN.6 j US ` PRINCIPAL IN CHARGE: MS x z WN.4 WN.4 11A I > 1 WN4 2'-6' O PROJECT MANAGER: DH 2 Sim U6 �WN,� ,1A O PROJECT ARCHITECT:I DH 5'-0"NOM. I - O JOB CAPTAIN: SZ A - - -- x Q ,1 lot U6 LJ -WNA - WN.6 --- �rl 1 - 11A / II U6 ---- -- Floor Plan - Level 3 - ---------- KEY PLAN Building N G F E D C B A a • 0 2' 4' S' Building N - Floor Plan-Level 3-Sector 2 1 1/4"=V-0" Scale:1/4"=1'-0" . NO TH 1 2 3 4 5 1 2 3 4 15 General Notes- Roof Plans A. ROOF ELEVATIONS SHOWN ARE TO TOP OF ROOFING MATERIAL. B. SET INTERMEDIATE HEIGHT AS REQUIRED TO PROVIDE THE SLOPES INDICATED. C. PROVIDE TAPERED INSULATION CRICKETS CREATING POSITIVE DRAINAGE. D. REFER TO ROOF MANUFACTURERS STANDARD DETAILS FOR FLASHING AND INSTALLATION INSTRUCTIONS AROUND ROOF OPENINGS AND PENETRATIONS. MATERIAL LEGEND- ROOF ARCHITECTURE + DESIGN D G F D C B A ROOF-ASPHALT SHINGLES D ".I ROOF-ICE&WATER SHIELD 07 3113 ROOF-TPO CRICKETS KEYNOTE LEGEND �I II 077226. KEYNOTE KEYNOTE TEXT A1 i I I it i i i I I 073113 IASPHALT SHINGLES 07 7000.A7 I DRAFT STOP LOCATION 107712301 Al PREFIROOIF ENTIL GUTTER • 9.1 .77122101 077226.A7 ROOF VENTILATOR IrI � ii I I 'V Ali ii i�l 9552 REGISTERED ARCHITECT ' 07 7000.A1 i ii 07 7123 01 ----- --------- -------- A L AA ON STEVENS i: STATE OF WASHINGTON g � — — — _________ _______ C 8 C PROJECTIDENTIFICATION: I li �ii ii I li Centennial Park in ---- the City of Arlington 7 FOR !' Centennial Park 5J II II I LLC L-------------------- -��_______________�_____ ___-----�I — ----_-- - - AT I 172nd St NE and I Ave NE Arlington, WA 98223 'I L-- — I� — ------ -------J — 5 BUILDING PERMIT M 7 I' 08/19/2019 i This drawing is: 1.Copyright 2019 Dykeman,Inc. 2.The Architect's Instrument of Professional Service. B 3.For use on this project only.Obtain Architect's B I written permission for any other use or reproduction. -1: 4 PROJECT 07 7123 01 �i 3 2018-015 I; II I� I; • jJ MARK DATE DESCRIPTION 0 8/1 912 01 9 BUILDING PERMIT II II PROJECT TEAM: 'I " 07712301 I I PRINCIPAL IN CHARGE:I MS PROJECT MANAGER: DH PROJECT ARCHITECT:I L. JOB CAPTAIN: SZ A A Building N - Roof Plan Roof Plan - Building N a r,- 0 4' 8' 16' Scale:1/8"=T-0" WIN EA TH 1 2 3 4 5 1 2 3 4 15 General Notes- Reflected Ceiling Plans A. ALL GWB.CEILING SCREW TO FLOOR JOIST MOUNTED RESILIENT CHANNELS, OR DIRECT SCREWS TO ROOF TRUSSES ABOVE,UNLESS OTHERWISE NOTED. B. PROVIDE SEISMIC BRACING AT ALL SUSPENDED CEILINGS.REFER TO TYPICAL CEILING DETAILS SHEET A9.30. C. CEILING AND SOFFIT HEIGHTS ARE FROM FINISHED FLOOR UNLESS OTHERWISE NOTED. D. CEILING TYPES-REFER TO MATERIAL LEGEND THIS SHEET. DYKEMAN E. PROVIDE CONTINOUS MEMBRANE AT RATED AT RATED FLOOR/CEILING AND ROOF/CEILING ASSEMBLIES ABOVE ALL SOFFITS AND LOWERED CEILINGS. F. ROOF CONSTRUCTION ASSEMBLIES-REFER TO BUILDING SECTIONS AND ROOF ARCHITECTURE + DESIGN PLANS. G. STRUCTURAL ELEMENTS ARE SHOWN FOR CONTRACTOR CONVENIENCE. REFER TO STRUCTURAL DRAWINGS FOR ACTUAL SIZE,LOCATION AND D SPACING. p H. MECHANICAL ELEMENTS ARE SHOWN FOR CONTRACTOR CONVENIENCE. I. LOCATIONS OF SMOKE ALARMS,EMERGENCY LIGHTING,NIGHT LIGHTS AND EXIT SIGNAGE-REFER TO ELECTRICAL DRAWINGS. J. DOMESTIC WATER PIPING AND SPRINKLER PIPE NOT SHOWN FOR CLARITY. CONTRACTOR TO COORDINATE INSTALLATION OF THESE ELEMENTS WITH THOSE OF ALL OTHER TRADES. CONSULTANT: K. GWB CEILINGS TO BE INSTALLED PER MANUFACTURER'S REQUIREMENTS. L. REFER TO FINISH SCHEDULE FOR ADDITIONAL INFORMATION. M. WHERE SOFFITS OCCUR ABOVE CASEWORK UPPER CABINETS,SOFFIT �\ �\ ELEVATIONS ARE PROVIDED FOR REFERENCE.COORDINATE SOFFIT ELEVATION G F D ( C ) T AG F D ( C ) B A WITH CASEWORK AND REQUIRED VERTICAL CLEARANCES.REFER TO INTERIOR ELEVATIONSFOR ADDITIONAL INFORMATION. 1 1 1 1 c? 7-7" T-T KEYNOTE LEGEND 9552 REGISTERED - 8-0" _ 8'.0. ARCHITECT OTS m m m OTS m m m KEYNOTE KEYNOTE TEXT m m A L AA ON STEVENS j STATE OF WASHINGTON C C PROJECT • - m Centennial Park in g _ 9 the City of Arlington o - T7- FOR r____ a of e'-o ors MATERIAL LEGEND- RCP Centennial Park 5J s'-o" -o r-r 8'-0 T-7^ ors ------ g , I I o" e' -'7,-=:r•.., GYPSUM CEILING BOARD-DROP CEILING LLC AT GYPSUM CEILING BOARD-ATTACHED TO STRUCTURE 172nd St NE and 67th Ave FIBER CEMENT SOFFIT N E e o I�;C}:*' a-o a-o° Arlington, WA 98223 6 _ 6 FLOOR LEVEL CEILING ELEVATION FROM _ o'-o BUILDING PERMIT 3 OTS OPEN TO STRUCTURE ABOVE-PAINT 08/19/2019 - This drawing is: SLOPED CEILING SLOPED WITH STRUCTURE 1.Copyright 2019 Dykeman,Inc. B 2.The Architect's Instrument of Professional Service. SPOT ELEVATION 3.For use on this project only.Obtain Architect's B written permission for any other use or reproduction. _ PROJECT m --------- SEE-FINISH MATERIAL KEY ON SHEET A6.00 FOR PAINT COLORS. a'-o" e'-o __ F-o• a'-1 e'-o Tr ------ 2018-015 Ts ors 1 ------ - 0 - - m �___ __ m - -- -L===== FIXTURE LEGEND- RCP MARK DATE DESCRIPTION ___________ — 4 �.. _ OS/19/2019 BUILDING PERMIT CEILING FAN:2-STORY LOFTS m ', 8'-0 5.5"LED RECESSED CAN LIGHT:CLOSETS AND m - c HALLWAYS *r7777 - k, a o 7"LED RECESSED CAN LIGHT:PRIMARY SPACES 2.1 ZI BATHROOM FAN WITH HEATER PROJECT m m m PRINCIPAL IN CHARGE:1 MS EXHAUST DUCT PROJECT MANAGER: 1 DH PROJECT ARCHITECT:1 DH 7-7. T-T JOB CAPTAIN: SZ a 2 — A A OTS RCP - Building N 32' 2" 7'-0" 6'-4" 2'-6" 4'-6" 32,-2" 7'-0" 6'-4• a •- 0 4' 8' 16' • Building N - RCP- Level 1 Building N -RCP-Level 2 Scale:va^=1'-0^ NO TH 2 il- 1 2 3 4 5 1 2 3 4 15 General Notes- Reflected Ceiling Plans A. ALL GWB.CEILING SCREW TO FLOOR JOIST MOUNTED RESILIENT CHANNELS, OR DIRECT SCREWS TO ROOF TRUSSES ABOVE,UNLESS OTHERWISE NOTED. B. PROVIDE SEISMIC BRACING AT ALL SUSPENDED CEILINGS.REFER TO TYPICAL CEILING DETAILS SHEET A9.30. C. CEILING AND SOFFIT HEIGHTS ARE FROM FINISHED FLOOR UNLESS OTHERWISE NOTED. D. CEILING TYPES-REFER TO MATERIAL LEGEND THIS SHEET. DYKEMAN E. PROVIDE CONTINOUS MEMBRANE AT RATED AT RATED FLOOR/CEILING AND ROOF/CEILING ASSEMBLIES ABOVE ALL SOFFITS AND LOWERED CEILINGS. F. ROOF CONSTRUCTION ASSEMBLIES-REFER TO BUILDING SECTIONS AND ROOF ARCHITECTURE + DESIGN PLANS. G. STRUCTURAL ELEMENTS ARE SHOWN FOR CONTRACTOR CONVENIENCE. REFER TO STRUCTURAL DRAWINGS FOR ACTUAL SIZE,LOCATION AND D SPACING. p H. MECHANICAL ELEMENTS ARE SHOWN FOR CONTRACTOR CONVENIENCE. I. LOCATIONS OF SMOKE ALARMS,EMERGENCY LIGHTING,NIGHT LIGHTS AND EXIT SIGNAGE-REFER TO ELECTRICAL DRAWINGS. J. DOMESTIC WATER PIPING AND SPRINKLER PIPE NOT SHOWN FOR CLARITY. CONTRACTOR TO COORDINATE INSTALLATION OF THESE ELEMENTS WITH THOSE OF ALL OTHER TRADES. CONSULTANT: K. GWB CEILINGS TO BE INSTALLED PER MANUFACTURER'S REQUIREMENTS. L. REFER TO FINISH SCHEDULE FOR ADDITIONAL INFORMATION. M. WHERE SOFFITS OCCUR ABOVE CASEWORK UPPER CABINETS,SOFFIT �\ ELEVATIONS ARE PROVIDED FOR REFERENCE.COORDINATE SOFFIT ELEVATION G F D ( C ) B A WITH CASEWORK AND REQUIRED VERTICAL CLEARANCES.REFER TO INTERIOR YELEVATIONS FOR ADDITIONAL INFORMATION. I I I • -7 7', 0 {.•. rt.,. 9552 KEYNOTE LEGEND REGIS ERE9 - ?• 8-0 ARCHITECT O SLOPED t a - ";_•_"' KEYNOTE KEYNOTE TEXT 8 0 8 O. a 8' l'f'`;"; A L AA ON STEVENS ,'A STATE OF WASHINGTON 9.1 — PROJECT IDENTIFICATION: a 0 8 0 Centennial Park in e9 so " the City of Arlington — — — — B FOR 0" MATERIAL LEGEND- RCP Centennial Park 5J SLOPB'' 0• ' m,f, GYPSUM CEILING BOARD-DROP CEILING LLC 7 AT GYPSUM CEILING BOARD-ATTACHED TO STRUCTURE 172nd St NE and 67th Ave - , 9' 0 _ - ,�•F.�S`,' FIBER CEMENT SOFFIT NE Arlington, WA 98223 CEILING TAG-FLOOR LEVEL CEILING ELEVATION FROM BUILDING PERMIT OPEN TO STRUCTURE ABOVE-PAINT 08/19/2019 This drawing is: SLOPED CEILING SLOPED WITH STRUCTURE 1.Copyright 2019 Dykeman,Inc. 2.The Architect's Instrument of Professional Service. B ;'- _ -- : �d SPOT ELEVATION 3.For use on this project only.Obtain Architect's B g-0 — written permission for any other use or reproduction. SEE-FINISH MATERIAL KEY ON SHEET A6.00 FOR • JECT NUMBER - PAINT COLORS. SLOP D a'-0° -T° 2018-015 V. EQ EQ • q FIXTURE LEGEND- RCP MARK DATE DESCRIPTION TJ OS/19/2019 BUILDING PERMIT 3 CEILING FAN:2-STORY LOFTS rn 5.5"LED RECESSED CAN LIGHT:CLOSETS AND ° HALLWAYS a o 7"LED RECESSED CAN LIGHT:PRIMARY SPACES 9'-0"•',',,9'-0•.., - ---_"1;�. - ii-L.:"•-•a. O BATHROOM FAN WITH HEATER PROJECT e PRINCIPAL IN CHARGE: MS SL PE PROJECT MANAGER: DH O — I t7.�'('.iY�Y q.`:''.1:�)'.:"��f` EXHAUST DUCT 8 0 `�•,>� " PROJECT ARCHITECT:I DH 7 JOB CAPTAIN: SZ A A 1 I I I RCP - Building N 2--6- 4'-6" 32'-2" T-0" 6'-4" a •- 0 4' 8' 16' Scale:1/8"=V-0" . Building N - RCP- Level 3 NO TH \ 1/8"=1'-0" 1 2 3 4 5 1 2 3 14 5 General Notes-Exterior Elevations KEYNOTE LEGEND A. EXTERIOR MATERIAL TYPES-REFER TO MATERIAL LEGEND THIS SHEET. B. DOWNSPOUTS SUPPORTS-FOR DOWNSPOUTS UP TO 12'-0-IN LENGTH KEYNOTE KEYNOTE TEXT PROVIDE 2 PREFINISHED METAL STRAPS(TOP AND BOTTOM).12'-0"AND LONGER PROVIDE 3 PREFINISHED METAL STRAPS(TOP,MIDDLE AND BOTTOM). 05 5200.A1 18"DEEP BOLT-ON PREFABRICATED METAL BALCONY:ONE PIECE C. WALL TYPES-SEE SHEET A1.00 FULLY-WELDED ALUMINUM CONSTRUCTION WITH A POWDER COAT D. SEE SHEETS A7.13,A7.14 AND A7.15 FOR TYPICAL DOOR AND WINDOW DETAILS FINISH.1/4"X 3"ALUMINUM SLAT FLOOR.REF.TO STRUC. E. REFER TO DETAIL A11A7.13 FOR TYPICAL WINDOW FLASHING SEQUENCING DRAWINGS FOR CONNECTION DETAILS. . F. EXTERIOR DETAILS-SEE A8.00 SERIES SHEETS 073113 ASPHALT SHINGLES G. KNOX BOX-PROVIDE A KNOX BOX AT EACH BUILDING AS SPECIFIED. 07712301 PREFINISHED GUTTER COORDINATE LOCATION WITH THE OWNER AND THE FIRE MARSHAL 077124.A1 DOWNSPOUT H. ALIGN FIBER CEMENT PANEL HORIZONTAL JOINTS AT BUILDING CORNERS,TYP. ARCHITECTURE + DESIGN 077226.A1 ROOF VENTILATOR 081000.At DOOR PER SCHEDULE D 085313 VINYLWINDOWS eman.netD 101400.Al UNIT SIGNAGE WITH LIGHTING 101400.A4 BUILDING IDENTIFICATION SIGNAGE:24"X24"X6MM DIDBOND IN ALUMINUM IDENTIFICATION LETTER MOUNTED WITH SILICONE AND FOAM TAPE OVER 36"X36"X3MM DIDBOND IN DARK BRONZE 11 10 9.1 9 8 6 3 2.1 2 1 G F D BACKGROUND SUBSTRATE PANEL.SCREW AND SILICONE CONSULTANT: ATTACHMENT TO WALL. 233800 VENTILATION HOODS 104413.B FIRE EXTINGUISHER CABINET r-a^ 12'-0" TOP Of 0 _ Top 43'- 43Ro0 07 7226.A1 I I FX3 • 073113 1 07 7123 01 V4-F V5-F V3-F V5-F V4-F V3-F. / V3-F 4-F 5-F 3- 5-F 4-F REGISTERED Roof Plate Roof Platen ANc wTECT 31'-0 1/2" 233800 31'-0 1/2" 077124.A1 \ V3 \\ // V3 II I �1L� / V3 077124.A1 FX2 STATE OF WASHINGTON V6-F 6-F III ryyV6�--F Vs-F 055200.A7 i �l c - Level3 Level3 /1 c FX3 PROJECT IDENTIFICATION: V6-F V3 � V6-F V3 V3 V6-F, V3 V6- Centennial Park in FXa _ the City of Arlington _ Level Level n 1o'-s" FOR Centennial Park 5J V V2- V3 V3 - 2 V3 2- LLC OS 5313 Level 1 Level 1 Porch EntO AT 0„ 101400.A1 081000.A1 Porch Ento -11 172nd St NE and 67th Ave 4 Building N - East Elevation 5 Building N-Return- North NE 1/8"=V-0" 118"=V-0" Arlington, WA 98223 BUILDING PERMIT G F D T B T C B A T T T 08/19/2019 This drawing is: 1.Copyright 2019 Dykeman,Inc. 2.The Architect's Instrument of Professional Service. B 3.For use on this project only.Obtain Architect's B written permission for any other use or reproduction. 07 7226.A1 Topof3R o Roof Top oR'oofTo44f 3 43 PROJECT NUMBER:-0" 1 1 1 1 1 1 2018-015 073113 07 7123 01 07712301 077124.A1 MARK DATE DESCRIPTION V1-F V3-F FX3 V7-F i 07712301 08/19/2019 BUILDING PERMIT _ _ _ Roof Plate Roof Plate Roof Plate di 31'-0 1/ Roof Pl to 31'-0 1/27 / 101400.A4 FX3 FX3 CORNER; V1 V1 _ 077124.A1 CONT.FX3 MATERIAL LEGEND- EXTERIOR ELEVATIONS 05 5200.A1 O _ Level 3 Level 3 Level 3 n FX1-CMU VENEER / 21,_0„ V 21,_0„ 21,_0„ V / 23 3800 • 101400.A1 FX2-FIBER CEMENT LAP SIDING V1 FX4 V1 085313 PRINCIPAL IN CHARGE:1 MS 081000.A1 PROJECT MANAGER: I DH FX4 FX4 PROJECT ARCHITECT:I DH FX3-FIBER CEMENT SMOOTH PANEL Level 2 /1 _ -Level 2 - Level 2 /1 JOB CAPTAIN: SZ A ) LOT FX2 FX2 CORNER; / � FX4-FIBER CEMENT ACCENT A V1 V3 711�lu CONT.FX2 g44,3B Exterior Elevations - _ Level 1 /1 TYP. Level 1 -Level-/1 � FXS-STONE TILE Building N - - 01. I - - - 0„ _ 0�I Porch Ent a Porch Ent Porch Ent o a' a' 1s' 1 -0 Buildin N -South Elevation Buildin N -Stair 1 - North 1'-0" Buildin N -Stair 1 -South 1 9 2 9 1/8"=1'-0" 1/8"=V-0" l J I 1/8"=V-0" Scale:1/8"=V-0" . W. SEE-SHEET A1.00 WALL TYPES \ 1 2 3 4 5 1 2 3 14 5 General Notes-Exterior Elevations KEYNOTE LEGEND A. EXTERIOR MATERIAL TYPES-REFER TO MATERIAL LEGEND THIS SHEET. B. DOWNSPOUTS SUPPORTS-FOR DOWNSPOUTS UP TO 12'-0-IN LENGTH KEYNOTE KEYNOTE TEXT PROVIDE 2 PREFINISHED METAL STRAPS(TOP AND BOTTOM).12'-0"AND LONGER PROVIDE 3 PREFINISHED METAL STRAPS(TOP,MIDDLE AND BOTTOM). 05 5200.A1 18"DEEP BOLT-ON PREFABRICATED METAL BALCONY:ONE PIECE C. WALL TYPES-SEE SHEET A1.00 FULLY-WELDED ALUMINUM CONSTRUCTION WITH A POWDER COAT D. SEE SHEETS A7.13,A7.14 AND A7.15 FOR TYPICAL DOOR AND WINDOW DETAILS FINISH.1/4"X 3"ALUMINUM SLAT FLOOR.REF.TO STRUC. E. REFER TO DETAIL A11A7.13 FOR TYPICAL WINDOW FLASHING SEQUENCING DRAWINGS FOR CONNECTION DETAILS. . F. EXTERIOR DETAILS-SEE A8.00 SERIES SHEETS 073113 ASPHALT SHINGLES G. KNOX BOX-PROVIDE A KNOX BOX AT EACH BUILDING AS SPECIFIED. 07712301 PREFINISHED GUTTER COORDINATE LOCATION WITH THE OWNER AND THE FIRE MARSHAL 077124.A1 DOWNSPOUT H. ALIGN FIBER CEMENT PANEL HORIZONTAL JOINTS AT BUILDING CORNERS,TYP. ARCHITECTURE + DESIGN 077226.A1 ROOF VENTILATOR 081000.At DOOR PER SCHEDULE D 085313 VINYLWINDOWS D 101400.At UNIT SIGNAGE WITH LIGHTING 101400.A2 ROOM SIGNAGE 101400.A4 BUILDING IDENTIFICATION SIGNAGE:24"X24"X6MM DIDBON.IN ALUMINUM IDENTIFICATION LETTER MOUNTED WITH SILICONE AND 1 4 5 7 S 11 TT7 FOAM TAPE OVER 36"X36"X3MM DIDBOND IN DARK BRONZE BACKGROUND SUBSTRATE PANEL.SCREW AND SILICONE ATTACHMENT TO WALL. 233800 VENTILATION HOODS 260125 ELECTRICAL PANELS 104413.B FIRE EXTINGUISHER CABINET II _ _ Top of Roof Top of RoofoU 07 7zzs.A1 43' 0 43' Imo, I I 07 3113 0 07 7123 01 07 7124.A1 9552 REGISTERED _ _ _ _ _ Roof Plate Roof Plate ARCHITECT FX2 A L AA ON STEVENS FX3 V3 V2- V2- FX3 -V2 -V2 V3 STATE OF WASHINGTON 05 5200.A1 23 3800 c _ _ _ _ _ _ _ _ _Level3 Leve13 /� c 2 -1 21'-0" IPROJECT _ FX3 i FX2 V3 V2- V2- FX4 -V2 V2 V3 Centennial Park in FX4 the City of Arlington Level2 Level2 n — 0'_6106" IFOR 7 Centennial Park 5J 22; — V2- FX2 � -V2 V3 LLC Level l _Level 1 0 Porch Ent AT TYP. — — _ — — — O„ _ _ � /Building N -West Elevation oa,000.A, o,aoo.A, Porch Ent ��Building N - Return-South 172nd St NE and 67th Ave Arlington, WA 98223 BUILDING PERMIT T T T Tr T T T T T T 08/19/2019 This drawing is: 1.Copyright 2019 Dykeran,Inc. 2.The Architect's Instrument of Professional Service. B 3.For use on this project only.Obtain Architect's B 05 5200.A1 written permission for any other use or reproduction. PROJECT NUMBER: It Top of Roof Top of Roof T000f Roof 43'-0" 43'-0" 43'-0" I I I I I I 2018-015 41-F FX3 V3- V1-F ( 07712301 07712301 MARK DATE DESCRIPTION _ YY _ Roof Plate Roof Plate Roof Plate 08/19/2019 BUILDING PERMIT 07 7123 01 31'-0 1/2"' 31'-0 1/2" 31'-0 1/2" 10 1400.A4 CORNER; FX3 FX3 CONT. MATERIAL LEGEND EXTERIOR ELEVATIONS 07 7124.A1 -EEV1 Vi 07 7124.A1 — — 9 Level 3 LeVEa 3 I LE:VeI 3 FX1-CMU VENEER z3 3800 21'-0" 21'-0" 21'-0" • • FX2-FIBER CEMENT LAP SIDING V1 TEAM- FX4 V7 10 1400.A1 PRINCIPAL IN CHARGE: MS PROJECT MANAGER: DH 081000.A, FX4 FX4 Y FX3-FIBER CEMENT SMOOTH PANEL PROJECT ARCHITECT:I DH Level 2 _Level 2 _Level 2 JOB CAPTAIN: SZ 10'-6" 10'-6" 10'-6" FX4-FIBER CEMENT ACCENT A 260125 CONT. FX2 FX2 Exterior Elevations — A p FX2 V3 V7 104413.E TYP. FX5-STONE TILE Building N Level 1 Level 1 _Level 1 0„ — — — 0„ — — — 0„ 101400.A2 Porch Ent Porch Ent Porch Ent 0 4' 8' 16' a � Building N - North Elevation -1'-0" �.��Building N -Stair 2- North 1'-0" ��Building N -Stair 2-South 1'-0" va'=r-o' va"=r-a" v J vs"=1.0" . Scale:1/8"=1'-0" SEE-SHEET A1.00 WALL TYPES \ 1 2 3 4 5 1 2 3 4 5 KEYNOTE LEGEND 2 1 KEYNOTE I KEYNOTE TEXT 3.10- 3.10- YKEMAN T T 6 3 TT . I I I I I I D - - - � - - - - —� - - - - _ �ofRoofn o RWi RW3 RWi RW3 RWi 43'-00 CONSULTANT: ---__ __________________________ _-`____________--____--___� �_-___-_________.., --.-_____________ --- ------ -- _ Roof Plat 31'-0 1/2" UNI UNIT UNIT UNIT — 304 303 302 - 301 Kitchen J Kitchen FC2 FC3 Entry/Stair FC2 Bedroom Bedroom FC2 Ent(Stair FC3 FC2 — Levelt • H P1 / UNI UNIT (UNIT UNl 9552 204 203 202 201 REGISTERED Kitchen - LJ Kitchen RW2 ARCHITECT _ FC2 FC3 Entry/Stair FC2 Bedroom Bedroom FC2 EntrylStair FC3 FC2 Levelt 10' 6 A L AA ON STEVENS STATE OF WASHINGTON UNIT UNIT UNIT UNIT 104 ry 103 102 ry 101 C Ent(Stair En[(Stair PROJECT C ` Ktchen FC1 FCi FC1 FCi IDENTIFICATION: - Bedroom Bedroom F IKitchen Level 1 �I Centennial Park in 11 -11 -11 I- -1 -1 -1 -1 -1 -1 1= III-1 -1 -1 -111-1 -1 -1 I- — I—III—III I I —I I I—I —I —III—III I—I I I—I I I—III—III —III—III—III—I I1�1I III—III—III—III—III—I III—III—I11 the City of Arlington 1 I-1 1—II 1=1I 1=1I 1=1I 1=II 1=II 1=II 1=II 1=II I=II I=II I=III-II I=III—III—I I—I —III I—I I—I I—II I—II I=II I=II I=II I=II I=III=III—II FOR (P�� nsverse Section 1 - Building N Centennial Park 5J LLC AT G F 1 3 C A G F c T 172nd St NE and 67th Ave 3.11- 3.10. 3 NE 3.11- 3.10. Arlington, WA 98223 R 4 RW2 RW1 I RW3 11 BUILDING PERMIT tl - To of Roof Rwt Top of Roof 08/19/2019 43'-0, V rr 43'-p, V I I I RW 1 1 This drawing is: 1.Copyright 2019 Dykeman,Inc. Instrument of Professional B r 3.For use oin this project only.Obtain Architect's ice. B - written permission for any other use or reproduction. PROJECT NUMBER: Roof Plate p _ �� -- ,� - Roof Plate 31'-01/ - - - - 31'-01/� 2018-015 UNIT 302 303 ♦ � � • alcony Living Room EntrylStair Bedroom Bathroom N Bathroom Bedroom C3 FC2 FC FC2 MARK DATE DESCRIPTION Level 3 � Level 3 08/19/2019 BUILDING PERMIT — -- 0" 1 21r_0�" 1 UNIT I UNTUEEME J 2 202 �aiwry Living Room FC2 Ent/Stair Bedroom Bathroom a Bathroom Bedroom C3 FC FC2 Level Level2 - 10'-6" u 10'-6" V PRECAST PROJECT UNIT CONCRETE STAIR UNIT 102 TREADSAND ♦ b 103 PRINCIPAL IN CHARGE: MS LANDING PROJECT MANAGER: DH orch Living Room Ent/Stair Bedroom Bathroom n Bathroom Bedroom FCi FC1 PROJECT ARCHITECT:(DH Level Level 1 JOB CAPTAIN: SZ _ _ rt _ i1— _ _ _ _ I\ -- - A =III=111 =111—III=111=1 =1 =1 —III—III—III—III—I Porch Entr _= I— — 1= =1 =111=111=III=111=1 1=III=11 III=III— Porch Ent A I I III I I III I I III III III III I III III III III III I I- -r-o° III III-III � III III III III � III- III - -r-o° Sections - Building N a r,- 0 4' 8' 16' ��Cross Section 2-Building N Cross Section 1 -Building N . Scale:1/8"=1'-0" , Eli W.VOINS 1 2 3 4 5 1 2 3 4 5 KEYNOTE LEGEND KEYNOTE KEYNOTE TEXT ARCHITECTURE + DESIGN D —dyenna-enestD CONSULTANT: • STERED92��. 5 N STEVARC NSITECT STATE OF WASHINGTON C PROJECT • C Centennial Park in the City of Arlington FOR Centennial Park 5J LLC AT 172nd St NE and 67th Ave NE Arlington, WA 98223 T ss3TT BUILDING PERMIT This drawi T T T ng is:08/19/2019 1.Copyright 2019 Dykeman,Inc. 2.The Architect's Instrument of Professional Service. B RW2 RW1 RW2 RW2 3.For use on this project only.Obtain Architect's B RWi RW1 RWi RW2 written permission for any other use or reproduction. Top of Root 43'_0, PROJECT I I I I 2018-015 _L--� _ -_� 1 _--__._-_.._-_. _ _ _ Roof Plat MARK DATE DESCRIPTION 1/2" 08/19/2019 BUILDING PERMIT UNIT UNIT UNIT UNIT 304 303 302 II III II 301 -LMng Room Bedroom Living Room Bedroom Bedroom - Living Room Bedream Living Room FC2 — — Level 3 21'_01, 1 UNIT UNIT �r UNIT UNIT PROJECT 204 203 �I� 202 7 II 201 -LMng Room Ail edroom Living Room Bedroom Bedroom Living Room Bedroom -Living Room PRINCIPAL IN CHARGE: MS FC2 PROJECT MANAGER: DH -- T LeVBl2� PROJECT ARCHITECT:I DH --L 1��-" - JOB CAPTAIN: SZ _ UNIT A 103 t IO2 / , A LMng Room Bedroom Living Room Bedroom B droom Living Room Bedroom -Living Room F°' Lever Sections - Building N -H I I I I I I I—III—I I I I I I I I I—III—III—III—III—I I I I I I I—III—III—III—III I I I�� I—III—III—III—I I I�� I—III—III—III—III—III—I I III—III—III—III 0 4' 8' 16' a .•. =III= —III—III—III=III— —III—III—III—III— —III—III—III—III—III—III—III—III—III—III=� Transverse Section 2- Building IN Scale:i/8"=1'-0" . 1 2 3 4 5 1 2 3 4 5 301 30, KEYNOTE LEGEND 24 12 15 12 3'-7 3/4" 3'-11 1/2" 302 36 302 36 KEYNOTE KEYNOTE TEXT C 30 12 3 ;;;;;] 0 12 18 18 088300.B 24"X 48"MIRROR UNIT NO SHELF NO SHELF A4 10 - 10 2800.B TOILET TISSUE(ROLL)DISPENSER DYKEMAN 113100.A1 REFRIGERATOR Aa.10- 3d u: 11 3100.31 FREE-STANDING ELECTRIC RANGE 3 11 3100.C1 11 3100.C, OVER-THE-RANGE MICROWAVE WITH ARCHITECTURE + DESIGN RECIRCULATING VENTING 11 3100.A1 224000.A1 11 3100.D1 STANDARD BUILT-IN DISHWASHER p 224000.A1 KITCHEN SINK D 3 A4.10- 3a _ M324 224000.A2 BATHROOM LAVATORY113100.B1 113100.D1 -- 22a000.A3TUBSHOWERUNIT224000.A4 TOILET ATTYPEA 0.J 2 265100.A BATHROOM LIGHT FIXTURE •25410124 za 1s 24 1 BATHROOM PLAN GENERAL NOTES 36 36 36 36 36 A. SEE A6.01 AND A6.02 FOR ACCESSIBILITY CLEARANCES,GRAB BAR REINFORCING,AND Kitchen 101 -A .2h Kitchen 101 - B _^S Kitchen 101 -C *�K� ihen 101 - D INSTALLATION REQUIREMENTS AT FIXTURES IN TYPEA 1/4"=1'-0" J U1/4"=1'-0" 1/4"=1'-0" 1/4 1'-0" AND TYPE B UNITS. Building N - Kitchen 101 - Plan J 114"=1'-0" • 26 s100.A 265100.A 088300.B + 224000.A3 9552 REGISTERED 224000.A3 224000.A3 ARCHITECT 3'-21/4" 4'-73/4" 224000.A2 22 4000.A2 A L AA ON STEVENS 1'-6" 1'-6" - - e STATE OF WASHINGTON 102800.B _ _ 102800.B 6 22 4000.A4 22 4000.A4 c _ PROJECT ° • C 152 254 1 21 30 21 15 21 3' 3' 3' Centennial Park in 2d IN - Bathroom 102- E ��Bathroom 102- F ��Bathroom 102-G Bathroom 102- H Gam' 114"rl, Lf 114"=,'-0" Ly 114^=,'-0^ Gf f 114"=1'-0" the City of Arlington - A4.10- FOR 2b 265100.A 26s100.A Centennial Park 5J 22 4000.A3 22 4000.A3 ♦ 08 8300.B 22 4000.A3 L L C AT zza000.Az zza000.Az O 172nd St NE and 67th Ave ��Building N - Bathroom 102- Plans _ /a^=,'-o^ ,ozaoo.B oz800.6 NE zza000.Aa zza000.Aa - Arlington, WA 98223 z5a 15z BUILDING PERMIT ,z 21 za z, 34 34 08/19/2019 Bathroom 102 -A Bathroom 102 - B Bathroom 102-C Bathroom 102- D This drawing is: 7 h y+ l]iJ 1.Copyright 2019 Dykemen,Inc. a 1/4"=1' 1/4"=1'-0" Lll 1/4"=1'-0" 2.The Architect's Instrument of Professional Service. B 3.For use on this project only.Obtain Architect's B written permission for any other use or reproduction. PROJECT 26 5100.A 26 5100.A 2018-015 22 4000.A3 08 8300.E ♦ 22 4000.A3 22 4000.A3 • 2'-91/8" 3'-01/4" MARK DATE DESCRIPTION 224000.A2 224000.A2 1'-6" 1-57/8" 08/19/2019 BUILDING PERMIT 3 F1O28OOB _ 22 4000.A4 432 1d A4.10- 1b= 1 A4.10-N 1f �!�TC E Bathroom 101 - F Bathroom101 - G Bathroom 101 - H 1/4"=1'-0" y 1/4"=1'-0" 1/4"=1'-0" PROJECT 1 ig PRINCIPAL IN CHARGE:j MS PROJECT MANAGER: DH 265100.A 265100.A PROJECT ARCHITECT: DH JOB CAPTAIN: SZ g 224000.A3 °" A 088300.B 224000.A3 224000.A3 A �Building N - Bathroom 101 - Plans Bathroom and Kitchen M!4 Plans - Building N 10 2800.B ° 10 2800.B zz a000.A4 zz a000.Aa i °. -EJ 0 2' 4' 8' zsa 1sz zsa 12 21 30 21 12 21 34 34 34 Scale:1/4^=V-0" *�athroorn 101 -A , Bathoom 101 - B , Bathoom 101 -C , Bathroom 101 - D_,._0., ,•_0" ,l4"_,._0„ 2 3 4 5 2 3 4 5 FINISH SCHEDULE-BASIS OF DESIGN BATH ACCESSORIES SCHEDULE-BASIS OF DESIGN FLOOR: Community Center: Changing Tables-Bradley model 963 Fi CARPET—Units Mfr: Dwellings/Division of Engineered Floors Residential Units: Style:Merriment DW103 Medicine Cabinet:Kohler K00891 Surface mount 20"W x 26"h DYKEMAN F2 CARPET-Community Room Shower Curtain Rod:Moen CSR2145BN low profile curved—Brushed Nickel Mfr: Milliken ARCHITECTURE + DESIGN Style:Color Field Towel Bar:Moen"Align"YB418BN Brushed Nickel F3 CARPET Tile—Entry Walk-off-Units and Community Bldg. Toilet Paper Dispenser:Moen"Align"YBO408BN D Mfr:Mannington _ _ 1716 West Marine View D,I,e D Style:Ruffian II 38 oz. Robe Hook:Moen"Align"YB0403CH F4 LUXURY VINYL TILE—Units and Community Bldg. Mfr: TAS Flooring Style:Destination 2.5mm thick/12 mil wear layer/6"x 48"plank CONSULTANT: F5 LUXURY VINYL TILE—Units and Community Bldg. Mfr: TAS Flooring LIGHTING FIXTURE SCHEDULE-BASIS OF DESIGN Style:Destination 2.5mm thick/12 mil wear layer/6"x 48"plank Community Center: F6 CERAMIC TILE—Community Bldg. TBD Mfr: Daltile-Stone Attache Collection Style:Haute Monde/ColorBody Porcelain Residential Units: Typical Surface Mounted Light Living Room,Kitchen,Bedrooms:Satco S9329 or Cooper Halo SMD6R12 F7 CERAMIC TILE—Community Bldg. Mfr: Daltile-Stone Attache Collection Typical Surface Mounted Light Halls,Closets:Satco S9321 or Cooper Halo SMD6R6 Style:Haute Monde/ColorBody Porcelain Kitchen Pendant Lights at High Bay:Designers Fountain Torino collection#15005DP-35 FS ATHLETIC FLOORING-Commuity Bldg. • Mfr: Johnsonite Fan/light Combination at High Bay:Fanimation Zonix Collection#LK4640WH Style:Commotion Collection l24"x 24"Interlocking Tiles Deck Light(Pendant):Kichler 9021 BK BASE: Exterior Lighting: �AA. Carport Lighting:E-cono Light ECC5 Series F9 RUBBERBASE Mfr:Roppe 25'Light Pole Bases:Oldcastle Precast 24R-V-LB-P Style:4" 25'Light Pole:Lithonia SSS Series STATE OF WASHINGTGN PAINT: Parking Lot Lights:Lithonia D Series DSXP LED 40C C Interior Walls/Ceilings Stairway Lighting:E-cono Light ECC5 Series C Mfr:Benjamin Moore -• IDENTIFICATION: Color:TBD Exterior Wall Packs:E-cono Light E-WFt Series Exterior Field Exterior Walkway Lighting:Hinkley REEF 1951 HE-LEED on direct bury pole Centennial Park i n Mfr: Benjamin Moore Color:TBD the City of Arlington Exterior Field Mfr: Benjamin Moore Color:TBD FOR Exterior Accent Color Mfr: Benjamin Moore Centennial Park 5J Color:TBD Exterior Accent Color L L C Mfr: Benjamin Moore Color:TBD AT Exterior Accent Color 172nd St NE and 67th Ave Mfr: Benjamin Moore Color:TBD NE Exterior Accent Color Mfr: Benjamin Moore Arlington, WA 98223 Color:TBD Exterior Accent Color BUILDING PERMIT Mfr: Benjamin Moore 08/19/2019 Color:TBD Exterior Window Trim This drawing is: Mfr:Benjamin Moore 1.Copyright 2019 Dykeman,Inc. ots Instrument of Professional B Color:TBD (matches window color) 3.For se olnthis project only.Obtain Architects Serrice. B written permission for any other use or reproduction. CASEWORK: PROJECT CB1 Mfr:Lanz Cabinets Style:Southport Collection 2018-015 QT1 Mfr:Cosmos Quartz Surfacing • EXTERIOR MATERIALS: MARK DATE DESCRIPTION 08/19/2019 BUILDING PERMIT WINDOWS Mfr:PlyGem Windows Color:West Sand RAILINGS Mfr:American Railworks Color:Rideau Brown RAL 7022 PROJECT PRINCIPAL IN CHARGE:]MS PROJECT MANAGER: DH PROJECT ARCHITECT:I DH JOB CAPTAIN: SZ A A Finish, Bath Accessories, Lighting Fixture - Schedules � • 11 2 3 4 5 1 2 3 4 5 z 3' 2" . 4 I D B _ _ _ U a g CE CONSULTANT: ACCESSIBLE SOAP DISPENSER TOILET PAPER ACCESSIBLE MIRROR SHOWER HEAD DISPENSER URINAL 8' 8' 54"MIN. 36"MIN. 12"MAX. 42"MIN. MIN. MIN. HAND SHOWER WI 4 40" 12" 1., I FIXABLE HEAD MAX. MAX. 6"MAX. 48"MIN. 6"MAX. 11r-- Ir • Z Z Z g 2'-0" m z 2'-0" lil z 11 01,1, 2'-0" 2'-0" BLOCKING " - FOR FUTURE MIN. MAX. 9552 i MIN. MIN. I M ❑ i GRAB BAR BLOCKING BLOCKING REGISTERED r- ---------- - -- ARCHITECT _ GRAB BAR 1 INSTALLATION 11 11 CONTROLS z mr _ __ A L AA oN STEVENS `--- LOCATION M STATE OF WASHINGTGN LjC „PROJECT • C CHANGING TABLE FIRE EXTINGUISHER GRAB BARS-SIDE GRAB BARS-BACK Centennial Park i n TYPICAL TYPE A UNIT TYPE B UNIT TUB BACK WALL SHOWER HEAD LOCATION TUB CONTROL END WALL TUB CONTROL END WALL the City of Arlington TYPE B UNITS INSTALL BLOCKING ONLY INSTALL GRAB BARS AT TYPE A UNITS. INSTALL GRAB BARS UNITS BLOCKING ONLY AT TYPES FOR Centennial Park 5J LLC z M a 24" AT 172nd St NE and 67th Ave r-- �- BLOCKING --------- - �p NE MIN.. REMOVABLECABINET Arlington, WA 98223 ACCESSIBLE FLOOR LAVATORY SANITARY PAPER TOWEL MOUNT WATER CLOSET NAPKING DISPENSER - `. � Z BUILDING PERMIT DISPENSER 08 2/19/ 0 o v ii ? This drawing is: `� ur 1.Copyright 2019 Dykeman,Inc. 2.The Architect's Instrument of Professional Service. B -------Ta 3.For use on this project only.Obtain Architect's B written permission for any other use or reproduction. TYPICAL SIGN FLOORING EXTENDS PROJECT FMTUB HEAD WALL MIRROR MOUNTING HE COAT HOOKS, UNDER CABINET NUMBER LIGHTING,OUTLETS, INSTALL GRAB BARS AT TYPE AIUFAS HEIGHT THERMOSTATS,AND LAVATORY OR SINK UNITS. CONTROLS AT TYPE A UNITS 2018-015 KNEE CLEAR. v _ INSTALL BLOCKING ONLY AT TYPE B 26"MIN. 14" z v UNITS. • TOE CLEAR. 54"MIN. 36"MIN. MIN. z 14" L. 26"MIN. MARK DATE DESCRIPTION z 12" 42"MIN. 24" 12" BLOCKING FOR REAR T-2" 08/19/2019 BUILDING PERMIT M MAX. GRAB BAR 6"MIN. DRINKING m WALL MOUNTED TYPICAL SIGNAGE FOUNTAIN FRONT 11"MIN. 6"MAX. DOOR OPERATOR MOUNTING HEIGHT SWITCHES, BLOCKING FOR SWING-UP i OUTLETS, SEAT PROTECTOR 40° r,{ g DISPENSER z Tr GRAB BAR WHERE THERE IS NO IN. THERMOSTATS, ADJACENT SIDEWALL FOUNTAIN SIDE) CONTROLS 10"MAX. 46"MIN. ? r � s-' r _________ � 1 1 Z HAND SHOWER W/ L_______________ - 1 4" FIXABLE HEADPROJECT TEAM: 1 tiT 11 a 1 CONTROLS � � �+ � � �+ 72" � El � � PRINCIPAL IN CHARGE: MS z LOCATION MIN. �, - z PROJECT MANAGER: 1 DH --- 38"-48"A.F.F. 1i N 1 �� PROJECT ARCHITECT:1 DH 1 GRAB BAR _ GRAB BARS JOB CAPTAIN: SZ A FOLDING GRAB BAR BLOCKING AT WATER CLOSET GRAB BAR BLOCKING AT TOILET PAPER GRAB BAR BLOCKING AT A SEAT SIDE WALL REAR WALL AT TYPE B UNIT DISPENSER AT TYPE A REAR WALL AT TYPE A ACCESSIBLE WATER CLOSETS WITH NO ACCESSIBLE BATHROOMS AND TYPE B UNIT WATER CLOSETS WITH Accessibility Standards INSTALL GRAB BARS AT TYPE A UNITS SIDE WALL PRESENT SIDE WALL PRESENT INSTALL BLOCKING ONLY AT TYPE B UNITS INSTALL GRAB BARS AT TYPE A/UFAS UNITS and Mounting Heights NOTE: INSTALL BLOCKING ONLY INSTALL BLOCKING ONLY AT TYPE B UNITS � FLUSH CONTROLS TO NOTE: BE LOCATED ON THE FLUSH CONTROLS TO BE LOCATED ON SHOWER-BACK WALL SHOWER-CONTROL WALL OPEN SIDE OF THE THE OPEN SIDE OF THE WATER WATER CLOSET. CLOSET. Mounting Heights Public Spaces 2 Mountin Heights Residential Units • 1/2"=V-0" 1/2"_1'-0" 1 2 3 4 5 1 1 2 3 14 5 60"min. 48"min. 16"min. 18"min. 33"min. DYKEMAN / \ EDGE OF ADJACENT a / COUNTER W/ I ARCHITECTURE + DESIGN LAVATORY 2'-6" ,I F EDGE OFTER CENT COUNTER WI D I j LAVATORY Ly._,'\ _ _ _ a. D ADJAC.E ADJACENT WALL WA ER CLOSET OR FIXTURE ,E 'E CLEAR FLOOR SPACE \ / E ADJACENT WALL --- CLEAR FLOOR SPACE OR I I - - - � I FIXTURE CLEAR FLOOR SPACECONSULTANT: CLEAR FLOOR SPACE LENGTH OF TUB L J - J 60"min. CLEARANCE AT WATER CLOSET CLEARANCE AT TUB TURNING SPACE-REQUIRED AT ALL ROOMS EXCEPT NON- ACCESSIBLE BATHROOMS CLEARANCE AT WATER CLOSET CLEARANCE AT TUB • �1552 32"clear min. 32"clear min. STATE OF WASHINGTON 32"min. 36" 36"clear min. clear min. O O o o C DW I o pW • IDENTIFICATION: C �a L CLEARANCE AT DOORWAY CLEAR PATHWAY WIDTH Centennial Park in - - } CLEARANCE AT DOORWAY CLEAR PATHWAY WIDTH r - - - - - the City of Arlington EO / \ " a 7 - - - - - - , FOR r - - -E - r Centennial Park 5J _ _ - - - - - - , - LLC E I I I AT 0 - '€ - 172nd St NE and 67th Ave O O NE -E -E J� Arlington, WA 98223 Lo� i� O 48" in.m M 48" in. _ _ _ BUILDING PERMIT O � 0 48"min. 48"min. CLEARANCE AT KITCHEN 08/19/2019 CLEARANCE AT SINK OR CLEARANCE AT LAVATORY WASHER/DRYER This drawing CLEARANCE AT SINK OR CLEARANCE AT 9 Is CLEARANCE AT KITCHEN LAVATORY WASHER/DRYER 1.Copyright 2019 Dykeman,Inc. B Fixture Clearances At Type B Units 3.Fore use on this project only.Obtain Architect's Service. B LAVATORY CLEAR 1/2"_V-0" written permission for any other use or reproduction. FLOOR SPACE PER TABLE 1003.11.2.2 PROJECT ICC At 17.1-2009 back wall LAVATORY CLEAR 2018-015 FLOOR SPACE PER TABLE 1004.11.3.1.1 _ • INSTALL BLOCKING ICC At 17.1-2009 PER TABLE 1004.11.1 seat control WATER CLOSET r o ICC At 17.1-2009. MARK DATE DESCRIPTION CLEARANCE PER X REFER TO 2/A60.1 FOR O8119/2019 BUILDING PERMIT wall wall .TABLE 1003.11.2.4.4- --- � MOUNTING HEIGHTS �L-- -- -- --(L ICC EXCEPTION At 17.1-2009 CLEAR FLOOR SPACE BATHTUB '4 FOR DOOR SWING CLEARANCE PER7jF4.TXW1 /4g k30. PER TABLE 1004.11.2.1 TABLE 1004.11.3.1.3.1 6o"x66" \ / 48"X56" ICC At17.1-zoo9 \ / ICC A117.1-2009I---� ---- EXCEPTION F INSTALL BLOCKING / \ / T WATER CLOSET PER TABLE 1003.11.1 \ / WATER CLOSET / CLEARANCE PER ICC A117.1-2009 \ CLEARANCE PERL----- TABLE 1004.11.3.1.2.2 TABLE 1004.11.3.1.2.2 "(FOR REAR WALL o� 30"XLENGTHOFTUB ICC LE1 004.10. ICC At 17.1-2009 PROJECT BLOCKING REFER I /L---Xl J_-- At TO EXCEPTION 4). j i z T REFER TO 2/A60.1 F a / CLEAR FLOOR SPACE / PRINCIPAL IN CHARGE:I MS FOR MOUNTING u / ---, \ / FOR DOOR SWING �/ PROJECT MANAGER: DH HEIGHTS O / `° \ / PER TABLE 1004.11.2.1 PROJECT ARCHITECT: DH L _ \ - _ _ \ ICC A117.1-2009 --�- - -9 INSTALL BLOCKING \ / (L - --L-,50°/J JOB CAPTAIN: SZ g'4y EXCEPTION I PER TABLE 1004.11.1 p ICC At 17.1-2009. I \ O I REFER TO 2/A60.1 FOR x LAVATORY CLEAR A o \ FLOOR SPACE PER MOUNTING HEIGHTS A TABLE 1004,11.3.1.1 Note:inside finished dimensions measured ICC At17.1-200s at the center points of opposing sides — Accessibility Clearances 25" 18"MAX TURNING SPACE BATHTUB 24"MIN. PER TABLE 1003.3.2 CLEARANCE PER (L (L ICC At 17.1-2009 TABLE 1003.11.2.5.1 33"MIN. ICC At 17.1-2009 Fixture Clearances At Type A Units TYP. Type A Bath. Access. Diagram TYP. Type B Bath. Access. Diagram TYP. Type B Powder Room Access. Diagram • 1 1/2"=1'_0" 1/2"=t� �� 1/2"=1'_-0" 1/2"=t_� 1 2 3 4 5 1 2 3 4 5 Door Schedule- Residential TYPE LEGEND - DOOR PANELS General Notes- Doors Opening Panel Details A. REFER TO SHEET A7.10 FOR DOOR PANEL AND FRAME TYPES Panel Hardware B. DIMENSIONS AT DOOR LITES ARE TO DAYLIGHT OPENINGS Door Name Size(W x H) Panic Hardware Fire Rating Panel Material Panel Type Thickness Frame Type Threshold Detail Group Comments STANDARD D 00 RS C. TYPICAL DOOR HINGE LOCATION 4"FROM ADJACENT WALL,UON.REFER TO 1/A7.10 C11 EX-36"x84"Flat 3'-0'x T-0" HM F 13/4" HM-1 WIDTH WIDTH LEGEND C3 Door-Single-SF 3'-0"x 6'-111/2" AL FG 13/4" AL PER SCHED. PER SCHED. • 4 R1 EX-36"x 80"Riser 3'-0"x 6'-8" HM F 1 3/4" HM-1 8" PANEL MATERIAL U7 EX-36"x 80"Unit Entry T-0"x 6'-8" FB F 1 3/4" HM-1 TYP. VARIES/ TYp U1-N IN-36"z80"Unit Entry T-0"x 6'-8" 45 min. SC WD F 13/4" HM-1 DLO HIM HOLLOW METAL ARCHITECTURE + DESIGN FB=FIBER GLASS-CHEM PRUF-T4 TEXTURE,F1 FLAT PANEL U2 E(-36"x 80"Unit Entry Rated T-0"x 6'-8" 45 min. FB F 13/4" HM-1 0 o AL ALUMINUM U3 E(-72"x 8W Unit Balcony 6'-0"x6'-8" V FG 13/4" V HC WD=HOLLOW CORE WOOD D U4 E(-60"x 8W Unit Balcony 5'-0"x6'-8" V FG 13/4" V w rn w _ SC WD SOLID CORE WOOD _ _ MarineWestView D U5 IN-36"x 80"Unit Bedroom T-0"x 6'-8" HC WD F 13/4" WD of a T w a 1'\4,� V=VINYL U6 IN-36"x 80"Unit Bathroom T-0"x 6'-8" HC WD F 1314" WD o_ j o_ U7 IN-36"z80"Unit Closet 3'-0"x 6'-8" HC WD F 13/4" WD E PANEL TYPE — U8 IN-48"z80"Unit Closet 4'-0"x 6'-8" HC WD F 2" NO CASING w w ® F=FLUSH U9 IN-60"z80"Unit Closet 5'-0"x 6'-8" HC WD F 2" NO CASING —_ = FG=FULL GLAZEDCONSULTANT: U10 IN-72"x 80"Unit Closet V-0"x 6'-8" HC WD F 2" NO CASING F FG P SEC=SECTIONAL GARAGE DOOR U11 IN-72"x80"Unit Closet Swing Door V-0"x 6'-8" HC WD F 2" WD U12 IN-72"x 80"Divider Room AL FG 2" NO CASING COX Room Divider FRAME TYPE 6'-0"x6'-8" with Frosted Glass Flush Panel Fully Glazed Vented Panel Panel HM-1=HOLLOW METAL AL=ALUMINUM SPECIALTY DOORS WE)=WOOD V=VINYL Door Schedule-Retail Building A Opening Panel Details PER SCHED. PER SCHED. PER SCHED. T=TEMPERED GLAZING Panel Hardware _______- Mark Type Size(W x H) Panic Hardware Fire-Rating Panel Material Panel Type Thickness Frame Type Threshold Detail Group Comments • Level 1 R-101A Door-Single-SF T-4"x 6'-111/2" AL FG 1 W4" AL o w ® �AA. REGISTERED R-101B Door-Single-SF T-4"x 6'-11112" AL FG 13/4" AL w U i R-101C Door-Single-SF 3'-4"x 6'-111/2" AL FG 13/4" AL yrn ITECTR-101D Ex-96"x 96"Overhead Sectionl Door 8'-0"x V-0" SEC 0" of w Of R-101E Ex-96"x96"Overhead Sectionl Door 8-0"x 8-0" SEC 0" aa T T T a R-101F Door-Single-SF T-4"x 6'-111/2" AL FG 1 3/4" AL STATE OF wASt1iNGTaN R-101G IN-36"x84"Elec. T-0"x T-0" HM F 13/4" HM-1 R-101H IN-36"x84"Bathroom 3'-0"x 7'-0" HM F 13/4" HM-1 G OSD SD R-101I IN-36"x 84"Janitor 1 T-0'x T-0" HM I F 1 3/4" 1 HM-1 (GARAGE DOOR) (OVERHEAD (2-PANEL SLIDING DOOR) G SECTIONAL DOOR) PROJECT IDENTIFICATION: G TYPE LEGEND - DOOR FRAMES Centennial Park in Door Schedule-Commons Building E& E.2 HOLLOW METAL FRAMES the City of Arlington Opening Panel Details FOR Panel Hardware Mark Type Size(W x H) Panic Hardware Fire-Rating panel Material Panel Type Thickness Frame Type Threshold Detail Group Comments w w Centennial Park 5 J Level 1 PER SCHED. w PER SCHED. w L L C C-101 IN-36"x 84"Office T-0"x T-0" HM F 1 3/4" HM-1 n Wo. C-102A Door-Double-SF 5'-11"x 6'-11 AL FG 1 3/4" AL 1'.. AT C-102B Door-Single-SF 3'-4"x T-0" AL FG 1 3/4" AL o 0 C-103A Door.�Single-SF T-0"x 6'-;111/2' AL FG 13/4" AL i i 172nd St NE and 67th Ave C-103B Door.4Single-SF T-0"x 6'-;111/2" AL FG 13/4" AL y w C-103C Door-Single-SF T-4"x 6'-11112" AL FG 1 3/4" AL w w NE C-104 E(-3Wx84N Storage-Vented 3'-0"x 7'-0" HM P 13/4" HM-1 o. o. Arlington, WA 98223 C-105 IN-36"x84"Bathroom T-0"x 7'-0" HM F 13/4" HM-1 g C-106 IN-36"x84"Bathroom 3'-0"z 7'-0' HM F 13/4" HM-1 C-107 IN-36"x84"Storage T-0"x 7'-0" HM F 13/4" HM-1 -Ar2" _A2" - 2" --f2" BUILDING PERMIT C-108 Door-Single-SF T-4"x 7'-0" AL F 1 3/4" AL HM-1 WD-1 08/19/2019 G-108C Ex-96"x 96"Overhead Sectionl Door B-0"x 8'-0" SEC 0" Standard H.M. Standard Wood G-109 EX-36"x 84"Storage-Vented T-0"x T-0" HM P 1 3/4. HM-1 Frame Frame This drawing is: C-110 EX-36"x 84"Storefront FG T-4"x T-0" AL FG 1 3/4" AL 1.Copyright 2019 Dykeman,Inc. C-110A IN-36"x 84"Bathroom T-0"x T-0" HM F 1 3/4" HM-1 2.The Architect's Instrument of Professional Service. B C-1108 IN-28"x 84"Closet 2'-4"x 7'-0" HM F 1 3/4" HM-1 ; i 3.For use on this project only.Obtain Architect's B C-111A EX-36"x84"Storage 3'-0"x T-0" HM F 13/4" HM-1 ,,J,jy� +9m"• ; written permission for any other use or reproduction. C-1118 0" " AL G PROJECT NUMBER: "x8"Garage i6'-0"xxT7--00 G 22" g102G C-111C X- 2018-015 •I+ax�� r4vromx9pwen,vww WI•mnNw•-n.�u•nm • i MARK DATE DESCRIPTION i r k� PULL SIDE e s 08/19/2019 BUILDING PERMIT ®- +as 18"MIN.' � rar9"9.•on^rn,versa lal x•q.x9gocn,vu9 MM 14 see PROJECT YI-/--+ �• PRINCIPAL IN CHARGE: MS m,•u3�a,nc�•wab� PROJECT MANAGER: DH \�y� PROJECT ARCHITECT:I L.PUSH SIDE JOB CAPTAIN: SZ A 4"TYP. alrrw•9w..N..9.n 9w. m�enn9w•.•n.rw vM A UON. 12"MIN." Door Schedule "AT ALL DOORS IN COMMERCIAL BUILDINGS A,E AND E.2,AND IN TYPE A UNITS. AT MAIN ENTRY DOORS IN TYPE B UNITS. SEE FIG.404.2.3.3 FROM 2009 ACCESSIBLE&USABLE BUILDINGS AND mx n or FACILITIES(ICC/ANSI 1417.1) + •xw�9- < 0 191 L•xn Mro•9••n,0.an BIM �TYP. DOOR CLEARANCES ��DOOR CLEARANCES �� , nurnwsnao arwaurc9•rrualw.ew9rara Doan 2 3 4 5 2 3 4 5 General Notes-Glazing Window Schedule-Operable A. Overall dimensions are to R.O. B. Verify all openings in field prior to fabrication. R.O. C. Window schedules are provided for reference only and should be used in conjunction with Mark Comments Width Height entire set of contract documents for establishing final counts. Vi 3'-0" T-8" EQ EQ E ' DYKEMAN We 3'-0" 4'-0" _ D T=TEMPERED GLAZING V2 4'-0" T-8" EGRESS WINDOW ARCHITECTURE • . V3 5'-0" 3'-8" EGRESS WINDOW o V3a 5'-0" 4'-0" EGRESS WINDOW FEI V4 6'-0" 3'-8" EGRESS WINDOW D --------- est • D Window Schedule- Fixed Mark Width R.O.Height Comments V1a V3a V1-F 3'-0" 2'-0" V2-F 4'-0" 2'-0„ E Q ,.EQ E,_ Q EQ E,. Q EQ . V3-F 5'-0" 2'-0" �� 1� — V4-F 6'-0" 2'-0" V6-F 1'-8" 5'-2" - V7-F 1'-8" 3'-8" _ V10-F 5'-0" 6'-5'. V12-F 5'-0" 5-2" V14-F 5'-0" 1 T-8" V15-F T-10" 1 2--C)" V16-F 3'-10" 1 5'-2" V1 V2 * V3* V4* V17-F 2'-0" 3'-8" OPERABLE �1552EQ EQ EQ EQ EQ EQ EQ EQ EQ EQ EQ EQ EQ EQ MULLIONSATEO. o STATE OF WASHINGTON SPACING,TYP. _________ ________ ________ _____ - w w n m rn n n C w to -- w . C PRO w _ w Centennial Park in V1-F V2-F V3-F V4-F V5-F V6-F V7-F V10-F V12-F V14-F V15-F V16-F V17-F the City of Arlington FIXED FOR Centennial Park 5J LLC *Egress window per IBC section 1030 AT 172nd St NE and 67th Ave NE Arlington, WA 98223 BUILDING PERMIT 08/19/2019 This drawing is: 1.Copyright 2019 Dykeman,Inc. 2.The Architect's Instrument of Professional Service. B 3.For use on this project only.Obtain Architect's B written permission for any other use or reproduction. PROJECT 2018-015 MARK DATE DESCRIPTION 08/19/2019 BUILDING PERMIT TYPE PER I --- f WINDOW EXTERIO ELEVATION PROJECT DOOR TYPE PER PRINCIPAL IN CHARGE:i MS PLAN PROJECT MANAGER: DH PROJECT ARCHITECT:I CH WINDOWSILLS 4X6 WOOD POST AT JOB CAPTAIN: SZ WHERE OCCURS - OUTER R.O A A II I Window Schedule R.O PER WINDOW TYPES OVERALL BALCONY DIMENSION a TYP.WINDOW ASSEMBLY AT BALCONY 1 2 3 4 5 1 2 3 14 15 8'-2" 10'-4" General Notes-Glazing Window Schedule-Storefront 2'-4" 3'-6" 2'-4" T-6" 3'-4" 3'-6" A. Overall dimensions areto R.O. B. Verify all openings infield prior to fabrication. R.O. 5' 0" 10'-4" C. Window schedules are provided for reference only and should be used in conjunction with Mark Width Height 7' 0" 10'-4" o entire set of contract documents for establishing final counts. EQ EQ -5" 3'-6" 3'-5" SFi T-0' 8'-0" 3' DYKEMAN SF1.N 10,-0" 9'-0" EQ EQ 3'-5" T-6" 3'-5" _____ __ __ ___ ______ ___ ____ _____ _____ _____ ___`' T=TEMPERED GLAZING SF2 10'-4" 8'-0" - SF3 5'-0" 9' - SF3.N 14'-0" 9'-0" c� ARCHITECTURE + DESIGN SF4 10'-4" 9-a" - SF5 8'-2" 12'-0" o n M D SF6 10'-4" 12'-0" 60 _____ ____ _____ _____ ______ - - __ __ _ _ _ m --- --- ---- ---- ----- _____ __ ___ _____ ___ _____ . D D SF7 10'-4" T-0" SF8 10'-4" T-8" T T T T T T T T T T LLLI T T T SF9 10'-4" T-8" SF10 8'-2" 5'-6" SF11 10'-4" 6-6" SF1 SF2 SF3 SF4 SF5 SF6CONSULTANT: SF11a 10'-4' SF13 10'-4" 8'-0" 8'-2" 10'-4" 10'-4" SF74 10'-4' 12'-0" SF15 8'-2" 9'-0" 10'-4" 10'-4" 10'-4" 2'-6" 3'-2" 2'-6" 3'-5" 3'-6" 3'-5" 3'-5" 3'-6" 3'-5" SF16 1 10'-4" 9'-0" SF17 10'-4" 9'-0" 3'-5" T-6" 3'-5" 3'-5" 3'-6" 3'-5" 2'-2" 3'-0" T-0" 0 SF18 4'-4" 9'-0" ry N_____ __ - __.o 9552 REGISTERED SF7 SF8 SF9 SF10 SF11 S11711a ARCHITECT A L AA CN STEVENS STATE OF WASHINGTGN 10'-4" C C 8'-2" 10'-4" "• IDENTIFICATION: 3'-2" 2'-6" T-5" 3'-5" 3'-5" 3'-5' 3'-6" - 3 - Centennial Park In c� moll - the City of Arlington ---- o --- -- ---- --- --i- - ------ FOR ---- -� ---- --- - ---- -------- ----- ------ ---- --- Centen bo nial Park 5J T T T� E T T� T T' T T T LLC SF13 SF14 SF15 SF16 AT 172nd St NE and 67th Ave NE Arlington, WA 98223 BUILDING PERMIT 08/19/2019 1o'-a" This drawing is: 2'-2" 3'-0" 3'-0" 2'-2" 10" T-6" 2'-6" T-6" 1.Copy right 2019 Dykeman,Inc. 2 Thcts Instrument of Professional Sery B -- --- 3.For se o�nthis project only.Obtain A chitecfs ice. B written permission for any other use or reproduction. -------- ---__--- PROJECT NUMBER -- -- - -\- -- -------- ------ --- -- ---- 2018-015 T `T T' T T T' T T' • SF17 SF18 SF19 MARK DATE DESCRIPTION 08/19/2019 BUILDING PERMIT EXTERIOR STOREFRONT PROJECT TEAM- 10'-4" 14'-0" PRINCIPAL IN CHARGE:l MS PROJECT MANAGER: DH T-5" T-6" T-5" 10'-4" T-6" 3'-6" 3'-6" T-6" PROJECT ARCHITECT:I DH JOB CAPTAIN: SZ A A zo Storefront Schedule T T T T T T T Q �• SF1.N SF2.N SF3.N INTERIOR STOREFRONT 2 3 4 5 1 2 3 4 5 SLIDING GLASS DOOR SEALANT WITH BACKER ROD DYKEMAN _ METAL SILL PAN TREX i ° ° AIR BARRIER/ DECKING ® © WEATHER RESISTIVE ARCHITECTURE + DESIGN 1/2 SCHEDULED BARRIER FLOORING Dma—atest D I SLIDING GLASS DOORS SEALANT WITH BACKER ROD I METAL SILL PAN CONSULTANT: OO SCHEDULED 0 0 o o FLOORING o 00o — — — o0 I 6 2 - ° a. • a o 6 2 I` P.T.2X111 @ 12"O.C. L SCHEDULED ad FLOOR/CEILING 9552 f, ASSEMBLY REGISTERED (- SLAB PER STRUCTURAL AHc wTEGT (1)PAIR SIMPSON SCHEDULED �' DTT2 SET PAN IN BUTYL SEALANT WALL ASSEMBLY @ EACH DECK EDGE A L AA ON STEVENS ( STATE OF WASHINGTON CPROJECT IDENTIFICATION: C Sill @ Deck ��-i @ Patio(Type B Units) 3"=1-10" Centennial Park in SLIDING GLASS DOOR SEALANT WITH BACKER ROD PLYWOOD SHEATHING the City of Arlington NAIL FIN SCHEDULED SIDING I` FOR EXTERIOR SIDE INTERIOR SIDE 1 1/2"X 3 1/2"FIBER II AIR BARRIER/ CEMENT TRIM it WEATHER RESISTIVE SELF-ADHERED FLASHING II BARRIER Centennial Park 5J SEALANT WITH BACKER ROD DOOR PER SCHEDULE AIR BARRIER/WEATHER �t METAL FLASHING L L C DOOR SEAL PER HARDWARE RESISTIVE BARRIER i SCHEDULE g 2 SELF-ADHERED FLASHING AT SCHEDULED SIDING IBER PEMKO 272 6"THRESHOLD- PLYWOOD SHEATHING CEMENT TRIM SET IN FULL BED OF SEALANT 6 2 I, 172nd St NE and 67th Ave ALTERNATE:PEMKO 2748(8") -------- NAIL FIN NE TOP OF CONCRETE SLAB 5/8"GYPSUM WALLBOARD METAL FLASHING Arlington, WA 98223 FLOOR PER SCHEDULE --- --- SEALANT WITH BACKER ROD LL -- ------ @ T. BUILDING PERMIT " ©° 0 08/19/2019 -- This drawing is: a - a @° SLIDING GLASS DOOR 1.Copyright 2019 Dykeman,Inc. d as e ea - 2.The Architect's Instrument of Professional Service. B - d- 4 _ 3.For use on this project only.Obtain Architect's B SEALANT WITH BACKER ROD written permission for any other use or reproduction. PROJECT NUMBER: Threshold Detail-Typical @Entry Doors and 5/6"GYPBUMWALLBOARD 2018-015 g� Patio Doors-Type A Units B3 Typical Sliding Glass Door Jamb B4 Typical Sliding Glass Door Head MARK DATE DESCRIPTION 08/19/2019 BUILDING PERMIT A WEATHER RESISTIVE BARRIER B C D IN FIELD OF WALL -- — ------ @\' — ------ \ ---- /-- \ — PROJECT HEAD FLASHING PRINCIPAL IN CHARGE MS PROJECT MANAGER: DH CORNERS PROJECT ARCHITECT:I DH JAMBS JOB CAPTAIN: SZ A Ei,,f t.N\C\ A METAL HEAD FLASHING W/END DAMS JAMBS SELF ADHERED MEMBRANE SELF ADHERED MEMBRANE Door and Window Details CORNERS WINDOW AND SHIMS WEATHER RESISTIVE BARRIER METAL SILL PAN SHIMS SILL AND JAMB ASSEMBLY HEAD ASSEMBLY WINDOW AND WALL UNDERLAYMENT THRU-WALL HEAD FLASHING Window Flashing Sequence 8202010001 /"1 1 112"=V-0" 1 2 3 4 5 1 2 3 4 5 I AIR BARRIER/ DYKEMAN WEATHER RESISTIVE BARRIER SCHEDULED SIDING SLOTTED MASONRY ANCHORSARCHITECTURE + DESIGN II 5/8"TYPE"X"GWBW/ VAPOR D i AIR BARRIER I BARRIER PAINT D WEATHER RESISTIVE I BARRIER 1/2"PLYWOOD II I 4"CMU VENEER 1 I I WEEPS @ 16" CONSULTANT: 6 2 METAL FLASHING j GALVANIZED)CeEL ANGLE LINTEL I FIBER CEMENT TRIM ..,.:,, CEMENT TRIM 5/8"GYP.WALLBOARD '" SEALANT WITH BACKER ROD METAL FLASHING 5/8"GYPSUM WALLBOARD METAL FLASHING SEALANT WITH BACKER ROD SCHEDULED WINDOW WINDOW FLASHING SCHEDULED WINDOW • C 1 Typical Window Head CMU Head �.M STATE OF WASHINGTON CPROJECT IDENTIFICATION: C 5/8"GWB W/VAPOR BARRIER PAINT WINDOW PER SCHEDULE Centennial Park in the City of Arlington SCHEDULED WINDOW FOR SEALANT WITH BACKER ROD _ SHIM - w Centennial Park 5J -- METAL FLASHING t ' LLC WINDOW FLASHING 2 t a 6 r , 2 6 FIBER t AT CEMENTTRIM 172nd St NE and 67th Ave METAL FLASHING ----------- --------------� NE 7 SCHEDULED WINDOW Arlington, WA 98223 HORIZONTAL WINDOW SELF-ADHERED FLASHING BLINDS.OCCURS AT ALL CONTINUOUS SEALANT BEAD BUILDING PERMIT CLEAR GLASS LOCATIONS 1"x 3 1/2"TRIM 08/19/2019 FIBER CEMENT SIDING, REFER TO EXTERIOR ELEVATIONS This drawing is: Intermediate Sill/Head Window Jamb-Typical AIR BARRIER WEATHER RESISTIVE BARRIER 1.Copyright 2019Dykeman,Inc. U 1 3"=1'-0. 3"=1'-0. 2.The Architect's Instrument of Professional Service. B 3.For use on this project only.Obtain Architect's B written permission for any other use or reproduction. PROJECT 5/8"GYP.BOARD SHIM AS REQUIRED SCHEDULED WINDOW 2018-015 LlSEALANT W/BACKER ROD SHIM(TYP.) • 5/8"GYP.BOARD —— METAL FLASHING MARK DATE DESCRIPTION SHIM AS REQUIRED SCHEDULED WINDOW SELF ADHERED FLASHING 08/19/2019 BUILDING PERMIT CONTINUOUS SEALANT BEAD SEALANT&BACKER ROD GYPSUM BOARD W/ 2X6 WOOD FRAMING VAPOR BARRIER ;3 SHIM PAINT NAIL FIN s$ METAL FLASHING SLOTTED MASONRY SELF ADHERED MEMBRANE < 2 6 I 1 1/2"x 31/2"FIBER ANCHORS 2 6 II CEMENTTRIM WEATHER RESISTIVE BARRIER SELF ADHERED FLASHING 4"CMU ---� PROJECT I I 1/2"PLYWOOD I I PRINCIPAL IN CHAIR E:I MS PROJECT MANAGER: IDH IT METAL"J"CHANNEL PROJECTARCHECT:I DH 5/8"TYPE"X" I I I JOB CAPTAIN: SZ AIR BARRIER/WEATHER > RESISTIVE BARRIER GWB I �I 6X6 POST A SCHEDULED SIDING I----_—_—_—_—_—_—_—_�j A AIR BARRIER/WEATHER RESISTIVE BARRIER NOTE:COORDINATE AND VERIFY SILL HEIGHT AT Door and Window Details - I CLERESTORY WINDOWS, TYR Typical Sill ��Low CMU Sill �Corner Window Jamb 2X PAINTED TRIM BOARD 1 3"=11-0. /"1L 3.=1,-0„ P 4 3• 2 3 4 5 2 3 4 5 DYKEMAN ARCHITECTURE + DESIGN D .—d,k-- 1716 W.,t M.Hn.VI—D,l- D 425.259.3161 M 2ndFI..r/EV—.,WA982O1 III-1Y1.WAIIII.AID CONSULTANT: AIR BARRIER WEATHER RESISTIVE BARRIER SLOTTED MASONRY ANCHORS MASONRY THRU-WALL FLASHING 1/2"PLYWOOD • 4"CMU WEEPS @ 16" 9552 REGISTERED D.C. ARC HITECT GALVANIZED LINTEL ANGLE A L AA ON STEVENS STATE OF WASHINGTON FIBER CEMENT TRIM C STOP/SEAL PROJECT IDENTIFICATION: C ALUMINUM SECTIONAL DOOR Centennial Park in the City of Arlington FOR Centennial Park 5J LLC A AT *)_Sectional Door Head 172nd St NE and 67th Ave _?c Sectional DE NE Arlington, WA 98223 BUILDING PERMIT 08/19/2019 E This drawing is: 1 Copyright 2019 Dykernan,Inc. TRACK BY DOOR MANUFACTURER 2�The Architect's Instrument of Professional Service. B 3.For use on this project only.Obtain Architect's B NEOPRENE ROLLER written permission for any other use or reproduction. PROJECT NUMBER 2018-015 ALUMINUM SECTIONAL DOORS • BULB GASKET MARK DATE DESCRIPTION STOP/SEAL 08119/2019 BUILDING PERMIT SADDLETHRESHOLD ALUMINUM SECTIONAL DOOR L STOP/SEAL COMBINATION -------------------------------------------------------------------------------------------- PROJECT TEAM, SHEET METAL COVER PLATE PRINCIPAL IN=E:l MS PROJECT MA DH PROJECT ARCHITECT:I LH CMU VENEER JOB CAPTAIN: SZ A A RIGID FOAM(R-10) Door and Window Details _ _ II—II III—III—III—III—III—III—III 1 Sectional Door Jamb Sectional Door Sill 1 2 3 4 5 1 2 3 4 5 DYKEMAN ARCHITECTURE + DESIGN D n. D CONSULTANT: • 9552 REGISTERED ARCHITECT AT AA ON STEVENS STATE OF WASHINGTON C PROJECT • C Centennial Park in the City of Arlington FOR Centennial Park 5J LLC AT 172nd St NE and 67th Ave NE Arlington, WA 98223 BUILDING PERMIT 08/19/2019 42"A.F.F_MIN.A POWDER COATED KNIFEPLATE O ~�� This drawing is: 1.Copyright 2019 Dykeman,Inc. THROUGH BOLTED TO 4X6 POST 2.The Architect's Instrument of Professional Service. B (CONFIRM DETAILS WITH MFR.) 3.For use on this project only.Obtain Architect's B written permission for any other use or reproduction. 4X6 POST PROJECT NUMBER. WALL PER SCHEDULE i 2018-015 MARK DATE DESCRIPTION 08/19/2019 BUILDING PERMIT MAX.ilk MAX. DOm 000 O PREFABRICATED METAL PROJECT BALCONYAND GUARDRAIL BOLTED TO RIM JOIST AND POST O PRINCIPAL IN CHARGE: MS FLOOR CEILING `� PROJECT MANAGER: CH PER SCHEDULE 2 N 6TTT PROJECT ARCHITECT:I DH 2 6 JOB CAPTAIN: SZ POWDER COATED KNIFEPLATE THROUGH A BOLTED TO RIM JOISTS A DOUBLE RIM JOIST, SEE STRUCTURAL FOR CONNECTIONS Details Q �• Al Prefabricated Metal Balcony and Guardrail • 1 2 3 4 5 1 2 13 4 5 METAL FRAME METAL FRAME CONTINUE SCREW COVER FOR HOOD FOR HOOD LAPPING TO SUB-FRAME, A B C WRAPADHERING/ ELF- D WRAPADHERING/ ELF- E RESISTIVE F INSTALL SIDING. SELF-ADHERED BASE FLASHING MEMBRANE MEMBRANE BARRIER WRAPPED OVER TAPE TAPE WEATHER SET ESISTIVE ® ® FLANGES IN ® ® ® ® r� �J�i DYKEMAN BARRIER SEALANTARCHITECTURE + DESIGN �I II Y ' D SHEET METAL 0 IIIIIIIIIIIIVVV%%%%%% VENT COVER CONSULTANT: EXHAUST VENT FLASHING ��Through-Wall Vent V I 1/2"=V-0" • �.nN STATE OF WASHINGTGN CPROJECT IDENTIFICATION: C Centennial Park in the City of Arlington FOR Centennial Park 5J LLC AT 172nd St NE and 67th Ave >044 4X6 VERTICAL POST INSIDE WALL GALV.KNIFEPLATE,BOLT THROUGH NE >00 GUTTER AND DOWNSPOUT VERTICAL POST >00 GALV.STEEL KNIFEPLATE,BOLT AEP SPAN DESIGN SPAN 24 GALV.CLEVIS PIN AND TURNBUCKLE Arlington, WA 98223 THROUGH KERF IN CEDAR STRUT S. GA.ROOFING,FINISHED 4X6 CEDAR,NOTCHED BOTH SIDES GALV.ROD,THREADED AT ENDS BUILDING PERMIT 4X8 CEDAR,NOTCHEDOCK 08/19/2019 OCK 4X8 CEDAR STRUT 00< This drawing is: O 1.Copyright 2019 Dykeman,Inc. 2.The Architect's Instrument of Professional Service. <XXB OJ __—_ PER ELEVATION/� 3.For use on this project only.Obtain Architect's B 5'-4" 6 3/8" 51/4" written permission for any other use or reproduction. BOLT THROUGH KERF IN 6'-3 5/8"KXA CEDAR STRUT PROJECT 2018-015 a 4X6 CEDAR POSTS EITHER MARK DATE DESCRIPTION SIDE OF STRUT 08/19/2019 BUILDING PERMIT O POST BASE O *Cx _ PRECAST PIER CAP 4" AEP SPAN DESIGN SPAN 24 4X6 VERTICAL POST INSIDE WALL GA.ROOFING,FINISHEDit �I BOTH SIDES 4X8CEDAR,NOTCHED 4X6 CEDAR,NOTCHED a i6"X 16"CMU BASE GALV.STEEL KNIFEPLATE,BOLT 0J 1 O 4X8 CEDAR STRUT PROJECT THROUGH KERF IN CEDAR STRUT ———— _ PRINCIPAL IN CHARGE: MS PROJECT MANAGER: I CH ..... - .. .: 5'-0• PROJECT ARCHITECT:I DH —III—III—III—III—III—III—III—III—III—III o - < .::: —III- GALV.STEEL PLATE,BOLT JOB CAPTAIN: SZ III—III—III—III—III—III—III—III—III—I III THROUGH KERF IN CEDAR STRUT IC11L `' 24"X 24"X 10"FOOTING I' Details -'ll,��llllllllli�llll- ,�" • Al Cano Section- Post Mounted A3 Cano Section-Wall Mounted0. • 1 2 3 4 5 2 3 4 5 2X BLKG.W/(3)1 1/2"VENT SLOPE PER ROOF PLA GRID 2X BLKG.W/(3)1 1/2" HOLES VENT HOLES W/INSECT W/INSECT SCREEN TYP. 1'-6" . ASPHALT SHINGLES OVER#30 1'-6" SCREEN,TYP. RAFTER EXTENSION, BLDG.PAPER OVER 1/2"SHTG. NAIL TO TRUSS ASPHALT SHINGLES OVER 30# ARCHITECTURE + DESIGN TRUSS PER STRUCT. _ BLDG.PAPER ON 1/2" PRE-FIN 24 GA.MTL.PLYWOOD D SLOPE PER ROOF PLAN p 1t0. i I I I PRE-FIN.MTL.FLASHING PRE-FIN MTL.GUTTER I ICONSULTANT: IRE FIN.MTL.GUTTER 3/4"X 5-112"TRIM BD. I R-49 F.G.BATT INSULATION PAINT EXPOSED PLYWOOD DECKING, RAFTER EXTENSIONS,&ADJACENT TRUSS PER STRUCT. WALLS ABOVE TRIM BOARDS _ 5/8"GWB PAINTED 3-1/2"FIBER CEMENT TRIM VAPOR BARRIER I AIR INFILTRATION BARRIER TO I LAP MTL.ROOF WALL I SCHEDULED SIDING FLASHING • I I PAINT EXPOSED PAINTED 3-112"FIBER CEMENT TRIM I PLYWOOD DECKING, �9552R-49BLOWN-ININSULATION I RAFTER EXTENSIONS,5/8"GWB I &ADJACENT WALLS ABOVE TRIM BOARDS SCHEDULED SIDING 5/8"GWB I PAINTED 3-1/2"FIBER CEMENT TRIM I STATE OF WASHINGTON 2X6 FRAMING @ 16"O.C. I I VAPOR BARRIER I SCHEDULED SIDING C I R-21 F.G.BATT.INSULATION SCHEDULED SHEATHING PROJECT IDENTIFICATION: C I WEATHER RESISTIVE BARRIER WEATHER RESISTIVE BARRIER Centennial Park in the City of Arlington FOR Detail Roof Eve Detail Centennial Park 5J LLC AT 172nd St NE and 67th Ave NE Arlington, WA 98223 BUILDING PERMIT 08/19/2019 This drawing is: 1.Copyright 2019 Dykeman,Inc. 2.The Architect's Instrument of Professional Service. B 3.For use on this project only.Obtain Architect's B written permission for any other use or reproduction. PROJECT 2018-015 ASPHALT SHINGLES OVER ROOFING FELT • 3/4"PLYWOOD MARK DATE DESCRIPTION METAL EDGE 08/19/2019 BUILDING PERMIT 234" OUTRIGGERS (TYP.I BLOCKING W/HOLES, PAINTED 2X6 INSECT SCREEN WOOD TRIM PAINTED 3-1/2"FIBER CEMENT TRIM 1/2"PLYWOOD WEATHER RESISTIVE BARRIER PROJECT FIBER CEMENT PRINCIPAL IN CHARGE:I MS SIDING PROJECT MANAGER: I DH R-09 BATT INSULATION PROJECTARCHITECT:I DH JOB CAPTAIN:1111 SZ �. A A I Details ��Roof Edge Detail • A I 11/2,=1'-0„ 2 3 4 5 1 2 3 4 5 2.WOOD STUDS W/R-21 BATT INSULATION SELF-ADHERED MEMBRANE SCHEDULED SIDING I DYKEMAN METAL FLASHING FACE MOUNTED PREFABRICATED ALUMINUM GUARDRAIL(HANDRAIL ARCHITECTURE + DESIGN SYSTEM 1/2"PLYWOOD SHEATHING- W/5/8"GYPSUM SHEATHING WHERE D TREX DECKING W/3/8"GAP BTWN.BOARDS :'1 INDICATED D SLOTTED MASONRY ANCHORS7-7777 — WEATHER RESISTIVE BARRIER 4"CMU CONSULTANT: 1/2"PLYWOOD 5/8"TYPE"X" GWB W/VAPOR BARRIER SLOTTED MASONRY �� ANCHOR 2X10®12"O.C. ) JOINT REINFORCING (TREATED) BEAM PER STRUCTURAL(P.T.) 1/2"DIA.GALVANIZED BOLTS • ��Deck Ed e Detail Detail �1552 STATE OF WASHINGTON CPROJECT IDENTIFICATION: C Centennial Park in ------__- -- , the City of Arlington I FOR SELF-ADHERED MEMBRANE SIDING n Centennial Park 5J I INSIDE CORNER TRIM ; L L C AIR BARRIER I SCHEDULED SHEATHING I AT WEATHER RESISTIVE BARRIER 172nd St NE and 67th Ave side Corner Detail NE *I�n=, Arlington, WA 98223 BUILDING PERMIT 08/19/2019 This drawing is: 1.Copyright 2019 Dykeman,Inc. 2.The Architect's Instrument of Professional Service. B 3.For use on this project only.Obtain Architect's B written permission for any other use or reproduction. PROJECT WEATHER RESISTIVE BARRIER 4"CMU 2018-015 1/2"PLYWOOD 1/2"PLYWOOD q SLOTTED MASONRY • ANCHORS,W/JOINT WEATHER RESISTIVE BARRIER REINFORCINGbWB MARK DATE DESCRIPTION Llidlux- 08/19/2019 BUILDING PERMIT SILL GASKET FIBER CEMENT SILL GASKET SELF-ADHERED FLASHINGSIDING THRU-WALL FLASHING PRESSURE TREATED PRESSURE TREATED H rIIID. SILL PLATE < _ SILL PLATE a d DRIP EDGE a d Q�,. SILL GASKET do SILL GASKET H Ill Ill 2"RIGID FOAM(R-10) _—_—_—_ 2"RIGID FOAM(R-10) PROJECTAll I I 1::::::::l I 1::::::::l I A PRINCIPAL IN CHARGE:1 MS PROJECT MANAGER: I DH _ e PROJECT ARCHITECT:I DH JOB CAPTAIN: SZ A d CONTINUOUS FOOTING DRAIN a-c CONTINUOUS A - FOOTING - DRAIN + ed FOOTING PER STRUCTURAL DPtdIIS FOOTING PER e d - STRUCTURAL Sill Detail-Typical Sill Detail-CMU Wall �L 1 1/2"=T-0" �� 1 1/2"_1'-0" 1 2 3 4 1 5 2 3 4 5 Stair Schedule-Buiding A Stair Schedule-Buiding H Stair Schedule-Site Stairs Mark Building Stair Type Base Level Top Level Heigh Number of Riser Tread Mark Building Stair Type Base Level Top Level Stair Number of Riser Tread Mark Building Stair Type Base Level Top Level Stair Number of Riser Tread Height Risers Height Depth Height Risers Height Depth Height Risers Height Depth SITE STR-1 STRA EX 1 Building A Monolithic Stair Level 1 Level 1 2'-0" 4 6.00 11" 'Opp- DYKEMAN A-EX7 Building A Precast Concrete Tread w/GLAM stringer Level 1 Level 2 15'-0" 26 6.92 11" Hi Buildinq H Precast Concrete Tread w/GLAM stringer Level 1 Level 2 10'-6" 18 7.00 11" EX 2 Building A Monolithic Stair Level 1 Level 1 2'-6" 5 6.00 it 1" A-EX1 BuildingA Precast Concrete Tread w/GLAM stringer Level2 Level3 10'-0" 18 6.67 11" Hi BuildingH Precast Concrete Tread w/GLAM stringer Level2 Level 10'-6" 18 7.00 11" EX Building Monolithic Stair Level Level 4'-0" 7 6.86 1'-01, H-EX2 BuildingH Precast Concrete Tread w/GLAM stringer Leveli Level2 10'-6" 18 7.00 11" EX4 Building Monolithic Stair Level Level 4'-0" 7 6.86 1'-0" STR-3 H-EX2 BuildingH Precast Concrete Tread w/GLAM stringer Level2 Level3 10'-6" 18 7.00 11" EX5 Building Monolithic Stair Level Level 4'-0" 7 6.86 1'-0" DESIGN A102 BuildingA Residential-Open Riser w/CChannel Levell Level 1.5 10,-0" 16 7.50 10 EX6 BuildingC Monolithic Stair Levell Levell 4'-0" 7 6.86 1'-0" EX Building Monolithic Stair Level Level 4'-0" 7 6.86 1'-0" EX8 Building Monolithic Stair Level Level 4'-0" 7 6.86 1'-0" D Stair Schedule-Buiding B Stair Schedule-Buiding I EX 9 Building K Monolithic Stair Level Parking Level 1 9'-0" 16 6.75 it" D EX 10 BuildingK Monolithic Stair Level Parking Level 9'-0" 16 6.75 l'-0" Sta E 11 Building L Monolithic Stair Level Parking Level 1 1.-0. 16 6.75 Mark Building Stair Type Base Level Top Level Heigr I ht Number Risersof HeI Piight Depth ser Tread Mark Building Stair Type Base Level Top Level Height Nupisersof 9M DDeepttl EX 12 Building L Monolithic Stair Level Parking Level 1 9'-0" 16 6.75 1'-0" EX 13 Building M Monolithic Stair Level Parking Level 1 9'-0" 16 6.75 „" STRA STR-1 EX 14 BuildingM Monolithic Stair Level Parking Level 6'-2114" 11 6.75 ,'-0" CONSULTANT: B-EX 1 Building B Precast Concrete Tread w/GLAM stringer Level 1 Level 3 20'-0" 35 6.86 11" I-EXi Building Precast Concrete Tread w/GLAM stringer Level 1 Level 2 10'-6" 18 7.00 ill" EX 15 Building I Monolithic Stair Porch Entry Level 1 1'-0" 2 6.00 v-0" B-EX 2 Building B Precast Concrete Tread w/GLAM stinger Level 1 Level 3 20'-0" 35 6.86 11" I-EXi Building Precast Concrete Tread w/GLAM stringer Level 2 Level 3 10'-6" 18 7.00 „" EX 16 Building Monolithic Stair Porch Entry Level 1 1'-0" 2 6.00 1'-0" I-EX2 Building I Precast Concrete Tread w/GLAM stringer Level 1 Level 2 10'-6" 18 7.00 i l- EX 17 Building I Monolithic Stair Porch Entry Level 1 1'-0" 2 6.00 1'-0" STR-2 I-EX2 Building I Precast Concrete Tread w/GLAM stringer Level 2 Level 3 10'-6" 18 7.00 _ EX 18 Building I Monolithic Stair Porch Entry Level 1 1'-0" 2 6.00 1'-0" B101 Building B Residential-Closed 2 Sides Level 1 Level 2 10'-0" 16 7.50 10" EX 19 Building J Monolithic Stair Porch Entry Level 1 1'-8" 3 6.67 1'-0" 8106 Building B Residential-Closed 2 Sides Level 1 Level 2 10'-0" 16 7.50 10" EX 20 BuildingJ Monolithic Stair Porch Entry Level 1 1'-8' 3 6.67 1'-0" Stair Schedule-Buiding J EX 21 Building J Monolithic Stair Porch Entry Levell 8' 3 6.67 1' STR-3 EX 22 BuildingJ Monolithic Stair Porch Entry eve B102 Buildin B Residential-O en Riser w/C Level Level 10'-0" 16 7.50 10" Mark Bulldin StalrT Base Level To Level Siairgh Number of Riser Tread 9 p g yPe p Height Risers Height Depth EX 23 Building Monolithic Stair Level Parking Level 9'-0" 16 6.75 B103 BuildingE Residential-Open Riser w/CChannel I Level Level2 10'-0" 16 7.50 10" B104 Building B Resdential-Open Riser WC Channel Level 1 Level 2 10'-0" 16 7.50 10" STRA • B105 Building B Residential-Open Riser w/C Channel Level 1 Level 2 10'-0" 116 17.50 110., J_LXI BuildingJ Precast Concrete Tread w/GLAM stringer Level 1 Level 2 10'-6" M 7.00 11" J-F�(1 BuildingJ Precast Concrete Tread w/GLAM stringer Level 2 Level 3 10'-6" 18 7.00 11" Stair Schedule-BuidingC J-EX2 Building J Precast Concrete Tread w/GLAM stringer Level 1 Leve12 10'-6., 18 7.00 i l- �.. J-EX2 Building J Precast Concrete Tread w/GLAM stringer Level 2 Level 3 10,-6" 18 7.00 ill" Mark Building Stair Type Base Level Top Level Stair Number of RiserHeight Risers Heigh Depth Stair Schedule-Buiding K STRA Stair Number of Riser Tread STATE OF WASHINGTON C-FCC 1 BuildingC Precast Concrete Tread w/GLAM stringer Level 1 Level 3 20'-0" 35 6.86 ,1" Mark Building Stair Type Base Level Top Level Height Risere Height Depth C-FCC 2 BuildingC Precast Concrete Tread w/GLAM sidnger Level 1 Level 3 20'-0" 35 6.IS 11" STR-1 C STR-2 K-EX1 Building Precast Concrete Tread w/GLAM stringer Levell Level 10'-6" ,8 7.00 „" PROJECT IDENTIFICATION: C C101 Building Residential-Closed 2 Sides Level 1 Level 2 10'-0" 16 7.50 10" K-EX1 Building K Precast Concrete Tread w/GLAM stringer Level 2 Level 3 10'-6" 18 7.00 „" C105 Building Residential-Closed 2 Sides Level 1 Level 2 10'-0" 16 7.50 10" STR-2 Centennial Park in STR-3 K101 BuildingK Residential-Closed 2 Sides Levell Level2 10'-6" 17 7.41 ,0" C102 BuildingC Residential-Open Riser w/C Channel Level Level 10'-0" 16 7.50 10" K104 Building Residential-Closed 2 Sides Levell Level2 10'-6" 17 7.41 ,0 the City of Arlington C103 BuildingC Residential-Open Riser w/CChannel Levell Level2 10'-0" 16 7.50 10" C104 Building Residential-Open Riser w/C Channel Levell Level2 10'-0" 16 7.50 110., Stair Schedule-Buiding L FOR Stair Schedule-Buiding D Mark I Building Stair Type Base Level I Top Level Stair I Number of Riser Tread Centennial Park 5 J Heigh Risers Height Depth Mark Building Stair Type Base Level Top Level Stan Number of Riser Tread Height Risers Height Depth STR-1 LLC L-EX1 lBuilding L 1 Precast Concrete Tread w/GLAM stringer Level 1 Level 2 10'-6" 118 7.00 ill" STR-1 I L-EX1 I Building L I Precast Concrete Tread w/GLAM stringer Level 2 Level 3 10'-6" 118 7.00 i l- AT D-EX 1 BuildingD Precast Concrete Tread w/GLAM stringer Level 1 Level 3 20'-0" 35 6.86 11" D-F�C2 BuildingD Precast Concrete Tread w/GLAM stringer Levell Level3 20'-0" 35 6.86 11" STR-2 172nd St NE and 67th Ave L701 BuildingC Residential-Closed2 Sides Leveli Level2 10'-6" 17 7.41 10" STR-2 L104 BuildingC Residential-Closed2Sides Levell Level2 10'-6" 17 7.41 10" NE D101 BuildingD Residential Sides eve Level2 10'-0" 16 7.50 10" Arlington, WA 98223 D105 BuildingD Residential-Closed 2 Sides Level 1 Level 2 10'-0" 16 7.50 16" Stair Schedule-Buiding M g STR-3 Mark Building Stair Type Base Level Top Level Stair Number of Riser Tread BUILDING PERMIT D102 BuildingD Residential-Open Riserw/CChannel [Level11 Level ,0'-0" 16 7.50 10" Height Risers HeIgM Depth 08/19/2019 D103 BuildingD Residential-Open Riser w/C Channel Level Level 10'-0" 16 7.50 10" D104 Building D Residential-Open Riser w/C Channel Level 1 Level 2 10'-0" 16 7.50 10" STR-1 This drawing is: M-EX1 Building M Precast Concrete Tread w/GLAM stringer Level 1 Level 2 10'-6" 18 7.00 Ill- 1.Copyright 2019 Dykeman,Inc. g Stair Schedule-Buiding E M-EX1 Buildinq M Precast Concrete Tread w/GLAM stringer Level 2 Level 3 10'-6" 18 7.00 Ill- 2.The Architect's Instrument of Professional Service. 3.For use on this project only.Obtain Architect's B Stair Number of Riser Tread STR-2 written permission for any other use or reproduction. Mark Building Stair Type Base Level Top Level Height Risers Height Depth M101 BuildingM Residential-Closed2 Sides Leveli Level2 10'-6" 17 7.41 10 PROJECT M104 BuildingM Residential-Closed 2 Sides Leveli Level2 10'-6" 17 7.41 10" STR-1 E-EX7 BuildingE Precast Concrete Tread w/GLAM stringer Level Level 1T-6" 24 6.75 11" Stair Schedule-BuidingN 2018-015 E- EX 1 Building E Precast Concrete Tread w/GLAM stringer Level 2 Level 3 10'-6" 18 7.00 11" Mark Building Stair Type Base Level Top Level Stair Number of Riser Tread Stair Schedule-Buiding F Heigh Risere Height Depth • Mark Building Stair Type Base Level Top Level Stair I Number of Riser Tread STR-1 MARK DATE DESCRIPTION Height Risers Heigh Depth N-EX1 BuildingH Precast Concrete Tread w/GLAM stringer Leveli Level2 10'-6" 18 7.00 11" 08/19/2019 BUILDING PERMIT N-EX1 Building N Precast Concrete Tread w/GLAM stringer Level 2 Level 7.00 11" STRA N-EX2 Building N Precast Concrete Tread w/GLAM stringer Level 1 Level 2 10'-6" 18 7.00 11" F-EX 1 BuildingF Precast Concrete Tread w/GLAM stringer Level 1 Level 2 10'-6" 18 7.00 11" N-EX2 Building N Precast Concrete Tread w/GLAM stringer Level 2 Level 3 10'-6" 18 7.00 l l- F-EX 1 BuildingF Precast Concrete Tread w/GLAM stringer Level 2 Level 3 10'-6" 18 7.00 11" STR-2 F101 BuildingF Residential-Closed 2 Sides Level Level 10'-6" 17 L41 10" F104 BuildingF Residential-Closed 2 Sides Level Level 10'-6" 117 1741 10" PROJECT Stair Schedule-Buiding G PRINCIPAL IN CHARGE:i MS PROJECT MANAGER: 1 DH M Stan Number of Riser Tread PROJECTARCHITECT:1 DH Mark Building Stair Type Base Level Top Level Height Risers Height Depth JOB CAPTAIN: 1 SZ STR-1 A G-EXi Building G Precast Concrete Tread w/GLAM stringer Level 1 Level 2 10'-6" 18 7.00 11" A G-EX1 BuildingE Precast Concrete Treadw/GLAMstrin�er Level2 Level3 10'-6" 18 7.00 11'• Stair Schedule and STR-2 9101 BuildingE Residential-Closed2 Sides eve Level2 10'-6" 17 7.41 10" Sections G104 Building G Residential-Closed 2 Sides Level 1 Level 2 10'-B. 17 7.41 10" Q a• oil 2 3 4 5 1 2 3 4 5 DYKEMAN Stair? DESIGN BUILDING E.2 425.259.3161 M 2nd FloorY CONSULTANT: m BUILDING D ° I BUILDING K BUILDING E ° E I Stair EX7 y I ° — Stair FJ(9 a j — — Stair EX 10 • ° n I 9552 REGISTERED ARC HITECT BUILDING L A L AA ON STEVENS Stair EX6 N _ ° STATE OF WASHINGTON ,C - Stair EX 11 Y BUILDING F C y BUILDING C - ° C ° II PROJECT IDENTIFICATION: Stair FMCS - ° Centennial Park in nT - to BairEX,2 the City of Arlington stair EX 22 ° I FOR o ' ° BUILDINGH i° Centennial Park 5J 0 stair EX 21 Stair EX 4 ° ° a'-a' fair EX 1 Stair EX 18� BUILDING J I BUILDING M I L L C I I - 1I Stair EX 13 II Stair EX 2 ° BUILDING B AT ° JJJ��YYYlll�yll iiIWWW � ,• ° BUILDING G ° Stair EX15 4'-0" Stair EX17 4'-0''Pr- stair-19 ° 172nd St NE and 67th Ave BUILDING I NE Stair Ex3 _ Arlington, WA 98223 i o BUILDING PERMIT UJ Stair EX 14 z 08/19/2019 a' This drawing is: i 1.Copyright 2019 Dykeman,Inc. 2.The Architect's Instrument of Professional Service. B _ _ _ _ _ _ _ _ _ _ I 3.For use on this project only.Obtain Architect's B written permission for any other use or reproduction. u ---------- ------ ------ PROJECT NUMBER------ ��\\ 2018-015 BUILDINGA I \\ Stair EX2 0 ° BUILDING MARK DATE DESCRIPTION 0 \\ O8119/2019 BUILDING PERMIT c C Stair FCC 1 \\ � / PROJECT TEAM: PRINCIPAL IN CHARGE:1 MS PROJECT MANAGER: DH i PROJECT ARCHITECT: DH — -__- JOB CAPTAIN: SZ i A A 172ndStNE Stair Location Plan o zo' as as Scale:1"=40'-0" � Stair Location Plan 1 2 3 4 5 1 2 3 4 5 DYKEMAN ARCHITECTURE + DESIGN D estD C1 A8.18 BUILDING EDGE BEYOND CONSULTANT: PROVIDE WALL MOUNTED HANDRAIL SEE STAIR SCHEDULE AT WALL BEYOND WHERE APPLICABLE WOOD COLUMN-EXTEND TO ROOF PREFABRICATED ALUMINUM GUARDRAIUHANDRAIL SYSTEM,TYP. w U Z q� �.ON W J W K > STATE OF WASHINGTON N I ----------------------------------- w C w PROJECT IDENTIFICATION: C --- Centennial Park in -- A2 the City of Arlington A8.22 --;x FOR w ---- Centennial Park 5J N -- SEE LLC w STAIR SCHEDULE � w _ - ' - - AT 172nd St NE and 67th Ave NE w Arlington, WA 98223 BUILDING PERMIT z n_ � U GLULAM STRINGER PER STRUCTURAL i�'I 08/19/2019 u K U This drawing is: F I I 1.Copyright 2019 Dykeman,Inc. w 2.The Architect's Instrument of Professional Service. B w > w 3.For use on this project only.Obtain Architect's B w PRECAST CONCRETE TREADS written permission for any other use or reproduction. NUMBER A3 PREFABRICATED ALUMINUM r �t PREFABRICATED ALUMINUM PROJECT A8.17 GUARDRAIL/HANDRAIL SYSTEM ? GUARDRAIL/HANDRAIL SYSTEM III WHERE OCCURS 2018-015 II II II ___ 1( Ilh I • II 4 - WALL PER PLAN WHERE OCCURS MARK DATE DESCRIPTION II II 08/19/2019 BUILDING PERMIT At it l A8.18 w ---- o illq x y - L II II II II I ,I W IPROJECT N ---,ul II II II I TEAM, II h PRINCIPAL IN CHARGE:1 MS II PROJECT MANAGER: I DH �4 PROJECT ARCHITECT:I DH JOB CAPTAIN: SZ BARRIER RAIL --- GLULAM STRINGER PER STRUCTURAL Typical Stair Details - _ u u PRECAST CONCRETESTAIRTREAD Type 1 Stairs III III III III— III—III—III I- I_I GALVANIZED STEEL ANGLE SEE STAIR SCHEDULE LAG BOLTS n � A�R-1 Stair Section A3 STR-1 Cross Section • 2 3 4 5 2 3 4 5 TOP RAIL A, PREFABRICATED ALUMINUM A8.22 HANDRAIL AND GUARDRAIL SYSTEM HANDRAIL WITH RETURN TO DYKEMAN GUARDRAIL ARCHITECTURE + DESIGN BALUSTER D POST D CONSULTANT: 4"MAX. TYP. -------------- FLOOR ASSEMBLY FC3 �.nN AT STEEL FLANGE 1, SEE, SCHEDUL BEAM PER STRUCTURAL J GLULAM STRINGER PER STATE OF wnsewciGN ® ® w w STRUCTURAL wi rOi> 1/2"RADIUS NOSING C PRECAST CONCRETE STAIR TREAD PROJECT IDENTIFICATION. C ® GALVANIZED BOLTS(TYP.) GALVANIZED STEEL ANGLE Centennial Park in the City of Arlington ® FOR Centennial Park 5J C� STR-1 To Connection LLC AT 172nd St NE and 67th Ave NE HANDRAIL AND GUARDRAIL^ Arlington, WA 98223 SYSTEM TOP RAIL BUILDING PERMIT 08/19/2019 This drawing is: 1.Copyright 2019 Dykeman,Inc. 2.The Architect's Instrument of Professional Service. B 3.For use on this project only.Obtain Architect's B HANDRAIL WITH RETURN TO GUARDRAIL written permission for any other use or reproduction. PROJECT 4 MAX. 2018-015 P TVP. - --- --- A3 A8.22 • BALUSTER MARK DATE DESCRIPTION ® 1" SEE, SCHEDULE W POST ® ® w'o GLULAM STRINGER PER STRUCTURAL U m 1/2"RADIUS NOSING PRECAST CONCRETE STAIR TREAD ® GALVANIZED BOLTS(TYP.) PROJECT GALVANIZED STEEL ANGLE PRINCIPAL IN CHARGE:I MS PROJECT MANAGER: DH SILL PLATE AND EXPANSION BOLTS PER STRUCTURAL PROJECT ARCHITECT:I DH ® ® JOB CAPTAIN: FOOTING PER STRUCTURAL SZ A A a Typical Stair Details - ° az=7F-7T_77 Type 1 Stairs Q I—III—III—III—III— ° a ° III—III—III—III—I STR-1 Bottom'CIII��ectiolll, III, ° III,,,III,,,III,,,III,,,III,III III a• • 1 2 3 4 5 1 2 3 4 5 TOP RAIL PREFABRICATED ALUMINUM GUARDRAIL PREFABRICATED ALUMINUM . HANDRAIL WITH RETURN HANDRAYKEMAN ILAND GUARDRAIL MOUNTED TO OPPOSING WALL. 1 SYSTEM EXTEND TO NOSING OF TOP RISER. TOP RAIL ARCHITECTURE + DESIGN BALUSTER HANDRAIL WITH RETURN D POST MOUNTED TO OPPOSING WALL. p EXTEND TO NOSING OF BOTTOM RISER. II BALUSTER CONSULTANT: 4"MAX. 4"MAX. •��Q �,P. POST TYP. STEEL FLANGE 0 SEES, /2• SCHEDULE. FLOOR FINISH PER PLAN w a � STEEL CHANNEL STRINGER PER STRUCTURAL w 9552 REGISTERED FLOOR ASSEMBLY FC2 — ® ® SEES 112"RADIUS NOSING ARCHITECT BEAM PER STRUCTURAL 1/2" SCHEDULES 3 1/2"X 10 1/2"GLB STAIR TREAD GALVANIZED BOLTS(TYP) VENS GALVANIZED STEEL ANGLE STATE OF wASRVENS L AA ON MGTGN w❑ STEEL CHANNEL STRINGER ® 0 = PER STRUCTURAL SILL PLATE AND EXPANSION BOLTS PER STRUCTURAL 1/2"RADIUS NOSING C 0 0 SCHEDULED FLOOR FINISH PROJECT IDENTIFICATION: C 3 1/2"X 10 1/2"GLB STAIR TREAD WALL PER PLAN 0 GALVANIZED BOLTS(TYP.) II de _ILa ° _ a Centennial Park In GALVANIZED STEEL ANGLE ° the City of Arlington I l l l l l l l l l l l l l l l l l l l l l dI—III—I I I ® d III—III III—III FOR 1111111111111111111111111— ° III—III=III=III=1 Centennial Park 5J ' LLC ��STR-2 Top Connection �STR_2 ottom Connection AT C 1 11/2"=1'-0" C 172nd St NE and 67th Ave NE C, Arlington, WA 98223 A8A9 — BUILDING PERMIT 08/19/2019 I I This drawing is: 1.Copyright 2019 Dykeman,Inc. Th tects Instrument of Professional B 3.For use oin this project only.Obtain A chitecfs ice. B written permission for any other use or reproduction. PROJECT FLOOR TYPE PER PLAN j 2018-015 WALL PER PLAN MARK DATE DESCRIPTION \ _ 08/19/2019 BUILDING PERMIT C3 w i \\ A8.19 m w PROJECT w PREFABRICATED ALUMINUM GUARDRAIL y PRINCIPAL IN CHARGE: MS �`��\`• PREFABRICATED ALUMINUM HANDRAIL PROJECT MANAGER: DH WITH RETURN MOUNTED TO PROJECT ARC HITECT:I DH `.� OPPOSING WALL JOB CAPTAIN:1111 SZ STEEL CHANNEL STRINGER PER • A STRUCTURAL A GLB STAIR TREAD Typical Stair Details - a Type 2 Stairs 111 11 = III III III III III „III III II11 III Ifl II Ifl i — ,, SEE STAIR SCHEDULE - — A1 STR-2 Star Section • 2 3 4 5 2 3 4 5 1X WOOD CAP WALL PER PLAN n DYKEMAN M1ll 1X WOOD CAP A VHANDRAIL WITH RETURN ARCHITECTURE + DESIGN MOUNTED TO EXTERIOR WALL.EXTEND TO NOSING OF WALL PER PLAN TOP RISER. D D HANDRAIL —dyk.rran— 1716 West Marine View DriveCONSULTANT: TA WOOD BLOCKING BEAM PER STRUCTURAL BLOCKING PER STRUCTURAL z � WALL PER PLAN w FLOOR ASSEMBLY FC2 w rn • w 3'-6' w CARPET w� Zo w 9552 REGISTERED ARCHITECT 1" SEE A L AA ON STEVENS .. . . SCHEDULE STATE OF wASHiNGTON WOOD TREADS NOSING WITH 1/2"RADIUS C PROJECTC WOOD STRINGER PER STRUCTURAL WOOD RISERS-SLOPED TO PROJECT I"OVER TREAD Centennial Park in WOOD TREADS the City of Arlington NOTCHED STRINGER PER STRUCTURAL FOR GWB ON UNDERSIDE OF STRINGER Centennial Park 5J STR-3 Cross Section STR-3 Top Connection LLC C 1 1 1/2"_1'-0" CJ 1 1/2"=1'-0" AT 172nd St NE and 67th Ave NE c3 c, Arlington, WA 98223 Aa.zo A8.20 1X WOOD CAP BUILDING PERMIT 1X WOOD CAP 08/19/2019 HANDRAIL WITH RETURN This drawing is: MOUNTED TO EXTERIOR WALL. 1.Copyright 2019 Dykeman,Inc. EXTEND TO NOSING OF 2.The Architect's Instrument of Professional Service. B BOTTOM RISER. 3.For use on this project only.Obtain Architect's B written permission for any other use or reproduction. WALL BEYOND PER PLAN PROJECT 2018-015 BEAM PER STRUCTURAL w CARPET • w� w� STRINGER PER STRUCTURAL ro w MARK DATE DESCRIPTION GWB N 08/19/2019 BUILDING PERMIT I I WOOD COLUMN SEE 1 SCHEDULE w z 1X WOOD CAP o NOSING WITH 1/2"RADIUS z A3 ti � O Ag.2p NOTCHED STRINGER PER rt m J¢ FIRESTOPPING PER CODE STRUCTURAL F O WOOD RISERS-SLOPED TO PROJECT PROJECT 1"OVER TREAD y w WOOD TREADS PRINCIPAL IN CHARGE:!MS PROJECT MANAGER: !DH WALL PER PLAN SILL PLATE AND EMBED PROJECT ARCHITECT:!DH PER STRUCTURAL JOB CAPTAIN: !SZ I FLOOR FINISH PER PLAN A DOOR PER PLAN ° �.d° - A d b ° CARPET ANDCOVEREDWOOD - ° �JJ �.° d a - Typical Stair Details - TREADS AND RISERS c II -11II III a —I 11=III=11 Type 3 Stairs WOOD STRINGER PER STRUCTURAL 0 n III _ a ° III III III II 4 4I—III—III—III W 1111111�i i l l I—III—III—III—III—III—III—III—III—III—III—I I — I III III ° � ° III III III III I I . — 1 Ell 1 I- 1 1 1 11 SEE STAIR SCHEDULEI I I —111, 11.yam. 1 1 Al STR-3 Stair Section A3 STR-3 Bottom Connection � • 1 2 3 4 5 1 2 3 4 5 #4 NOSING BARS TYP. BROOM FINISH 3-GROOVETOOLED DYKEMAN SEE SCHEDULE NOSING,TYP. ARCHITECTURE + DESIGN a a a a d m p ASPHALT EXPANSION JOINT w D °a Qo n y _ma—at 1716 West Marine D Q pp9O Ae Q Q�Oo 2"MINIMUM CRUSHED Q A CONSULTANT: SURFACING TO COURSING 2"COURSE SAND oo #4 AT T-0"O.C.EACH WAY HOOK NOSING AND TRANSVERSE BARS T-0" MINIMUM INTO SIDE WALLS-TYP. • ��Site Stair Bottom Connection 1 C ' I 1 1/2"=V-0" �AAnN STATE OF WASHINGTON PREFABRICATED C ALUMINUM HANDRAILAND C GUARDRAIL SYSTEM •'• • TOP RAIL Centennial Park in HANDRAIL WITH RETURN the City of Arlington TO GUARDRAIL FOR Ai Centennial Park 5J BALUSTER L L C AT A3 172nd St NE and 67th Ave As.22 NE Arlington, WA 98223 BUILDING PERMIT POST 08/19/2019 HANDRAIL WITH RETURN This drawing is: 4" TO GUARDRAIL 1.Copyright 2019 Dykeman,Inc. BOTTOM RAIL -—- - -—- 2.The Architect's Instrument of Professional Service. B MAX. 3.For use on this project only.Obtain Architect's B written permission for any other use or reproduction. '4 PROJECT NUMBER a. 2018-015 °oa°oa°oa°oa° °oa°oao w �,o o - `I MARK DATE DESCRIPTION IIINIIIIIIIII111 IIIIII1 ° 08/19/2019 BUILDING PERMIT ' 111—III w l—III-- I — N 1= =1 CONCRETE STEPS - 0 - d NOSING BAR III;Ills illl=III=III 6"SPHERE SHALL NOT PASS — °a�o PROJECT TEAM- PRINCIPAL IN CHARGE:I MS PROJECT MANAGER: DH PROJECT ARCHITECT: DH ao a ao a ao Ooo Ooo Ooo JOB CAPTAIN: I SZ -III—III—I I I f I—f I I—III—III •" -1 —III a 1 1-1 1-1 1— A I-1I1=1I —1I Typical Stair Details - Site SEE STAIR SCHEDULE =1II III=III=III=11 1 =1 =1 =1 I—III—III—III Stairs lost Site Stair Section 1 A! / 1 1/2"=1.-0., • 2 3 4 5 1 2 3 4 5 DYKEMAN ARCHITECTURE + DESIGN D n. a. D CONSULTANT: • 9552 REGISTERED ARCHITECT AT AA ON STEVENS STATE OF WASHINGTON C PROJECT • C Centennial Park in the City of Arlington FOR Centennial Park 5J LLC AT 172nd St NE and 67th Ave NE Arlington, WA 98223 BUILDING PERMIT WALL PER SCHEDULE 08/19/2019 PREFABRICATED ALUM.GUARDRAIL This drawing is: 3 1r PREFABRICATED ALUM.HANDRAIL 1.Copyright 2019 Dykeman,Inc. /2" 2.The Architect's Instrument of Professional Service. B 3.For use on this project only.Obtain Architect's B written permission for any other use or reproduction. PROJECT 2018-015 DOWN • MARK DATE DESCRIPTION WALL PER SCHEDULE 08/19/2019 BUILDING PERMIT PREFABRICATED ALUM.GUARDRAIL 'I / 31/2 PREFABRICATED ALUM.HANDRAIL 31/2' ADJACENT VERTICAL SURFACE MqX WHERE OCCURS 1 0" Nc 2 1/2" PROJECT PRINCIPAL IN CHARGE:1 MS PROJECT MANAGER: D DOWN UP UP PROJECT ARCHITECT: DH JOB CAPTAIN: SZ A A 1'-0" NTypical Stair Details LUt31/2 31/2" PREFABRICATED ALUM.HANDRAIL WALL PER SCHEDULE PREFABRICATED ALUM.GUARDRAIL rn WALL PER SCHEDULE BARRIER RAIL A� Handrail Extension-Top of Stair A2 Handrail Extension- Intermediate Landin A3 Handrail Extension -Bottom of Stair • 2 3 4 5 1 2 3 4 5 DYKEMAN ARCHITECTURE + DESIGN D n. a. D CONSULTANT: • 9552 REGISTERED ARCHITECT AT AA ON STEVENS STATE OF WASHINGTON C PROJECT • C Centennial Park in 8'MAX SPACER BAR,NOTE 2. the Ie+ City of Arlington NOTE 3 FOR Centennial Park 5J CEILING TILE AT OPP.ADJACENT LLC 1l8 POP RIVETS AT WALLS PROVIDE L/ ADJ"ACENT WALLS SPACE NO POP RIVETS AT WALL ANGLE 172nd St NE and 67th Ave NE PERIMETER NOTES: Arlington, WA 98223 1 THE UNATTACHED 2.LOCK CONTINUOUS S SPAICER BAR TO COMPONENTS N ETER SHALL HAVE A ITSION THEE AUNATTACHED WALL.RANCE AT ENDS OF COMPONENTS. BUILDING PERMIT 3.SUPPORT PERIMETER TERMINAL COMPONENT ENDS BY A 12 GA WIRE ON ALL WALLS. 08/19/2019 NO.12 GUAGE VERTICAL WIRE This drawing is: HANGER AT 4'-0"O.C.TURN 1.Copyright 2019 Dykeman,Inc. UNDERSIDE OF FLOOR OR CEILING GRED LEVEL PRIOR 2.The Architect's Instrument of Professional Service. B ROOF STRUCTURE ABOVE TO SETTING TUBE 3.For use on this project only.Obtain Architect's B written permission for any other use or reproduction. DRILL 5132"HOLE AND INSTALL VERTICAL COMPRESSION 1/8"BOLT ANDLOCKINGNUTTO STRUT AT I2'-0"O.C. •'• JECT NUMBER SECURE ONE TUBE TO THE OTHER LAP TUBES 4'MINIMUM IN "kl'2 MT SLEEVE" FULLY EXTENDED POSITION. 201 8-01 5 LAYED BRACING WIRES AT 2 x 4 WOOD STUD BRACING • '-0"O.C.EACH WAY 1 AT 48"O.C. �1 ,x4WOODSTUDSAT16' MARK DATE DESCRIPTION INDEPENDENT CADDY �D.C.(TYP.)CONTINUE STUDS 08/19/2019 BUILDING PERMIT SUPPORT CLIP AT + TO CEILING ROOF STRUCTURE EACH LIGHT FIXTURE + CONNECTIONAIN RUNNER SIMPSON DTC OR SIM. ROSSTEE zDEFLECTION CHANNEL WALL PER PLAN LOT END OF TUBE TO FIT CEILING HEIGHT OVER CEILING RUNNER PROJECT CEILING FINISH PER RCP VERTICAL COMPRESSION STRUTS METAL EDGE TRIM WITH PRINCIPAL IN CHARGE:1 MS BEAM END RETAINING CLIP PROJECT MANAGER: DH 1.UP T08'-0'USE(1)35/8'25 GAUGE METAL STUD AT I2"O.C. AT EACH RUNNER,TYP. PROJECTARCHITECT:I DH 2.8'-0"TO 10'-0'USE(2)1 5/8'25 GAUGE METALS STUDS AT 12'-0"O.C.FASTENED BACKTOBACKAT EACH SIDEOF MAIN RUNNER,TYPICAL. `�518"GWB PER FINISH PLAN JOB CAPTAIN: SZ 3.10'-0"TO 15'-0"USE(2)21/2"25 GAUGE METAL STUDS AT 12'-0"O.C.FASTEN . A SAME AS NOTE#2 ABOVE ,..,,.:. _ CEILING HEIGHT A 4.ALTERNATE,UP TO 5'-0'USE 3/4"DIAMETER EMT CONDUIT. } CEILING FINISH PER RCP NOTE: Interior Ceiling Details DO NOT ATTACH GWB TO CHANNEL Q f,• C303020-004 C101016-016 TYP SUSPENDED CEILING SUSPENDED PARTITION ��DETAIL • , 1 il2"=1'-0" /"�G 1 112"=V-0" /"�J 1 1/2"=1'-0' 1 2 3 4 5 2 3 4 5 Sign Type A* DYKEMAN Entry Monuments (Single Sided) ARCHITECTURE + DESIGN ° Estimated Quantity: 2 ° Sawtooth background: custom die-cut, corten steel panel 0.25"thick, mounted to concrete base. CONSULTANT: Centennial Park and Logo(TBD): Brushed aluminum 0.25"thick, peg mounted 0.25"off corten steel background. Address and Website: Aluminum 0.25"thick, painted dark bronze, mounted flush to concrete base Capital letters to be 3"tall. �.AnN PLACEHOLDER LOGO, PLACEHOLDER LOGO, FINAL LOGO TBD FINAL LOGO TBD STATE DR WASR NGTGN C Logo/Icon: 48"(w)x 22"(h) = 7.3sf 80" C 120" •------------------------- ------------ Centennial Park in r the City of Arlington - ; Centennial: 51"(w)x 6"(h) = 2.1sf FOR t Centennial Park 5J LLC CENTENNIAL li --- AT 36" 172nd St NE and 67th Ave P 36" NE CENTENNI A Arlington, WA 98223 BUILDING PERMIT 08/19/2019 �, .-..---....-_ ___________ ____- , .____________ -------------_-.s-•.-.- This drawing is: 172 n d St. I A'V E 1.Copyright 2019 Dykeman,Inc. 172 n d St. E 2.The Architect's Instrument of Professional Service. B - 3.For use on this project only.Obtain Architect's B www.williamsinvest.com written permission for any other use or reproduction. www.williamsinvest.com 36" PROJECT NUMBER: 36" 2018-015 •' +. i MARK DATE DESCRIPTION 08119/2019 BUILDING PERMIT 1 Main Entry Monument Park:48"(w)x 20"(h) =6.6sf Profile Secondary Entry Monument Overall estimated square footage Overall estimated square footage PROJECT TEAM- PRINCIPAL IN CHARGE:j MS ofmessaging 16.Osf ofmessaging 16.Osf PROJECT MANAGC: H PROJECT ARRID JOB CAPTAIN: SZ A A Scale 1 " = V-0" Signage *All graphics are conceptual.Actual shop drawings ready for construction are the responsibility of the sign contractor. , 1111 1 2 3 4 5 1 2 3 4 5 DYKEMAN ARCHITECTURE + DESIGN D a. D Sign Type B* Sign Type C* Sign Type D* CONSULTANT: Building Unit Identification Building Floor Directory Apartment Door Signs Estimated Quantity: 42(3 per building) Estimated Quantity: 14 Estimated Quantity: 157 Sawtooth background: Die-cut'dark bronze' dibond, Sawtooth background: Die-cut'dark bronze' dibond, Sawtooth background: Die-cut'dark bronze' 0.125"thick. Flush mounted to wall. 0.125"thick. Flush mounted to wall. dibond,0.125"thick. Flush mounted to wall. • Lettering: Die-cut'brushed silver'dibond 0.125"thick. Lettering: Die-cut'brushed silver' dibond 0.125"thick. Apartment number: Die-cut, applied 3M 'brushed � REGISTERED Flush mounted to sawtooth panel. Flush mounted to sawtooth panel. aluminum'vinyl. 9552 ARCHITC T ECT ARC Unit floor panel: 'Brushed silver' dibond 0.125"thick. A L AA ON STEVENS STATE OF WASHINGTGN Numbers and lettering to be applied die-cut vinyl. C PROJECT IDENTIFICATION: G Dibond panel: Applied vinyl Centennial Park in Flush mount to 34"(w)x 36"(h) unit numbers the City of Arlington d e dibond panel Y 9 Flush mount to Dibond backing panel: FOR dibond panel 13"(w)x 28"(h) -- Centennial Park 5J LLC AT 172nd St NE and 67th Ave Floor 3 Floor 3 Floor 3 NE A300-A307 B308-B315 C322-C329 Unit floor Arlington, WA 98223 Floor Hoorz oorz numbers ' BUILDING PERMIT - A200-A207 B208-B215 C222-C229 panel: 08/19/2019 - ; 10"(w)x 14"(h) Floor t Floor t p FF o�or t This drawing is: T ' A100-A107 B108-B115 C122—C129 ' 1.Copyrightects Dykemen,Inc. ____ ---------� , 2.The Architect's Instrument of Professional Service. B I , .......................... 3.For use on this project only.Obtain Architect's B r r written permission for any other use or reproduction. r r Dibond panel: Unit letter size: 30"(h) • 10"(w)x 4"(h) PROJECT NUMBER . 2018-015 • ATE , MARK OS/1D9/2019 BUILDING PERMIT TION.----.--. --. Unit number size: 7"(w)x 2.25'(h) Flush mount to T dibond panel Unit letter size: 10"(h) PROJECT TEAM- Scale 1 " — V-0" Scale 2" — V-0" Scale 4" - 1,_0„ PRINCIPAL IN CHARGE: MS PROJECT MANAGER: I DH PROJECT ARCHITECT:I DH JOB CAPTAIN: SZ A A Signage "All graphics are conceptual.Actual shop drawings ready for construction are the responsibility of the sign contractor. 1 2 3 4 5 1 2 3 4 5 DYKEMAN ARCHITECTURE + DESIGN D esta. ve, D Sign Type E* Sign Type F* Sign Type G* Leasing Office Sign Parking Stall Signs Pool and Fitness Rules Estimated Quantity: 1 Estimated Quantity:20 Estimated Quantity: 2 Sawtooth background: Die-cut'dark bronze'dibond, Sawtooth background: Die-cut, Dibond 0.125" Sawtooth background: Die-cut, 0.125"thick. Flush mounted to wall. thick panel. Dibond to be dark bronze, blue or Di bond 0.125"thick panel. Artwork green. and graphics to be printed on vinyl =----------------------------------------------------------• - Logo(TBD): 'Brushed silver' dibond 0.25"thick. and applied to dibond. Flush mount Die-cut and applied flush to sawtooth panel. Lettering and logo: Applied die-cut scotchlite signs to wall 8552 REG,S,ERED reflective' silver 3M vinyl "R`"ITECT Details panel: 'Brushed silver' dibond 0.25"thick. Numbers and lettering to be applied die-cut vinyl. Sign post: Standard round galvanized with caps POOL RULES PROJECT IDENTIFICATION: C Parking lot Signs: NO LIFEGUARD ON DUTY Centennial Park in 12"(w) x 20"(h) All persons using this pool do Diapers muathaveatight. the City of Arlington so at their own risk.Owners and fitting pratedive<overing management are not responsible and must be changed in the ; •---------------------------------- -----• for accidents or inju des. designated changing area. ' FOR 36" Pool use is lot resident andguests Pep d olewhselaure,head,or Centennial Park 5J Logo (TBD) only.(6rasts must be y—sidema,a<mmpanled dreulanot swiin alon should byereslMntat ell times.) not swim alone. LLC 24"(w)x 12"(h) FUTURE supervised by 12 or respons MUST be Na running,diving,or AT flush mount ELECTRIC FITNESS ROOM upeged eighteen onsibleadult horseplay is allowed. aged eighteen oroldar. to o to surface VEHICLE r 172nd St NE and 67th Ave PARKING No food or drink is allowed in the pool. 9 PARKING RULESChildren ages 13 17 MUST swim (No Glass allowed inthepoolam) NE oaeY with a buddy age 13 or older. 0 0 .� Arlington, WA 98223 ,.,;Yr m.rxM„ —,iin... Do not use pool when under the Leasing b„u wµ Everyone musttakeadeansing nnuenreorakeholerdrgs BUILDING PERMIT n Qm shower before using pool. GO Office - No Smoking Va a )area 08/19/2019 •ardam,w s::�:^°.e got ping in pool 52" „� w• ,+ w ^nF.� .nm„ If you have a disease that an be This drawing is: transmitted by water or have been •^ •^^ ^„ illwithdiarrhea or vomiting Me 1.Copyright 2019 Dykeman,Inc. rceu e '1'm�„m;, gin If you don'tfellowmherules,you may 2.The Architect's Instrument of Professional Service. ®— last 2 weeks,do not usethe pool. bewmovedlre theprem6es. B n w�.r.�.^a n.a.neo,<ia x 3.For use on this project only.Obtain Architect's B (425) 000-0000 60"to written pemrission for any other use or reproduction. �.,— CALL 911. PROJECT NUMBER Details panel MON-FHI 9AM-5PM bottom °em°°° °A., IN AN SAT-SUN 1OAM-5PM X01001ei^^^� •a w" $ 30"(w)x 38"(h) of sign '-" . :::;. Emergency 2018-015 Ni u�pn.n<mmao-y:uN The Pool deck may only be a -ed v!a nc�main flush mount „. leasing oKca door dunning baalnaaECKG GATES _ your secure acceaa code.POOL DECK GATES panel to surface a^•dwa ARE FOR EXITING THE POOL AREA ONLY. nW,Npwwen. MARK DATE DESCRIPTION 08/19/2019 BUILDING PERMIT Dibond panel with applied printed Dibond panel with applied printed vinyl graphic: 24"(w)x 36"(h) vinyl graphic: 36"(w)x 60"(h) PROJECT TEAM- Scale 2" — V-0" Scale 1 " = V-0" Scale 2" 1 —0" PRINCIPAL IN CHARGE: MS PROJECT MANAGER: I DH PROJECT ARCHITECT:I DH JOB CAPTAIN: SZ A A Signage `All graphics are conceptual.Actual shop drawings ready for construction are the responsibility of the sign contractor. 1 2 3 4 5 2 3 4 5 Logo(TBD): 20"(w)x 10"(h) Dibond panel with applied re: flush mount logo to surface printed D YKEMAN vinyl I texture: Sign Type H* ----------- I------------------- 36"(w)x 36"(h) Sign Type J* Leasing Office Boards A 1 ..Restroom Signs forARCHITECTURE + DESIGN - . 98201 -------------------- ----- ------------------------ Estimated Quantity:2 — Community Building _ Sawtooth background: Die-cut, Estimated Quantity:4 Dibond 0.125"thick panel. Corten -------- ___ Sawtooth background: Die-cut'dark texture to be printed on vinyl and - - -------- ---------- ---- - • • • • bronze' Dibond 0.125"thick panel. applied direct to dibond. Park 77 Features Apartment Options Artwork Panels: Dibond 0.125" ADA Restroom Sign 8"x8": Applied A (� pre-made restroom signs from Alpha thick panel. Map and graphics to - be printed on vinyl and applied to pzc B "°eTH 1 Dog Designs. Grey background black dibond. raised letters and icons: F 9552 REGISTERED �' -- ARC HITEC T 1 Logo(TBD): Die-cut, Dibond � � https://alphadogadasians.com/ G E D '' _ prod uct/womens-handicap-restroom A E AA°"STE ENS • STATE OF WASHINGTGN 0.125"thick panel, brushed p r, � --� _ t signs-8x8 �1 aluminum M _ 1 c C J K L PROJECT • C - Centennial Park in • J N • 1Bedroom/1Ba1h 2 Bedroom 12 Balt 3Bedroom/2Bath the City of Arlington G P B 0_(.0275 d wil,D IDs_.r neDIi. Dibond background panel: 13"(w)x 14"(h) FOR T1(� Centennial Park 5J LLC Dibond panel with applied printed MEN AT vinyl graphic: 30"(w)x 30"(h) 172nd St NE and 67th Ave NE Scale 2" = V-0" Arlington, WA 98223 • BUILDING PERMIT Premade ADA 08/19/2019 restroom sign: This drawing is: 8"(w)x 8"(h) 1 Copyright 2019 Dykeman,Inc, 2.The Architect's Instrument of Professional Service. B WOMEN 3.For use on this project only.Obtain Architect's B Sign Type I* Overall size: 66 written permission for any other use or reproduction. "(w)x 24"(h) Dog Park Sign, Freestanding ------------------- „ _ ,- „ 2018-015 Estimated Quantity: 1 Scale 2 — 1 0 MARK DATE DESCRIPTION Sawtooth background: Die-cut corten steel panel 0.25"thick 08/19/2019 BUILDING PERMIT . w",00 , -A- Centennial Bark and Logo: Die-cut brushed aluminum 0.25"thick, mounted flush to corten steel background. Mounting: 44 metal sign posts, installed outbound entry to dog park PROJECT TEAM- PRINCIPAL IN CHARGE:I MS PROJECT MANAGER: I DH PROJECT ARCHITECT: DH JOB CAPTAIN: 1 SZ A Scale 0.75" = V-0" A Signage `All graphics are conceptual.Actual shop drawings ready for construction are the responsibility of the sign contractor. Ma ' 1 2 3 4 5 Ccivil &structural ENGINEERING engineering & planning STRUCTURAL CALCULATIONS Centennial Park Mixed Use Building H 172"d St SE & 6711 Ave NE Arlington, WA 98223 IVY C 0 WA d �jONAL ' 0810912019 250 41h Ave S Ste 200 Edmonds,WA 98020 Phone:(425)778-8500 Fax:(425)778-5536 CG Project No.: 18386.10 Project Description and Scope The Centennial Park Mixed Use project is located at 172nd St SE&67th Ave NE,Arlington, WA.The development consists of 15 buildings, 157 total units.The buildings vary in height from single-story to four- story. Our scope of work is to perform the structural engineering design and develop structural drawings for construction. This includes mostly wood framed gravity and lateral design.The building's foundation will be conventional spread and continuous concrete footings with concrete slabs-on-grade. Gravity Summary Design Per 2015 IBC Conventional Concrete Foundation Premanufactured Roof Trusses Dimensioned Lumber Floor System Sawn Lumber, Engineered Lumber, and Steel Beams and Columns Floor Gravity Design Loads Roof DL 15 PSF Roof LL(Snow) 25 PSF Wood Floor DL 24 PSF Floor LL 40 PSF Decks LL 60 PSF Stairs & Exits 100 PSF Lateral Summary Design Per 2015 IBC&ASCE 7-10 Flexible Diaphragm Analysis Light-Framed Wood Shear Walls Seismic Parameters Soil Site Class D SDS=0.765 (Lat. 48.153, Long. -122.139) R= 6.5 (Light-Framed Wood Shear Walls) 1 = 1.0(Non-Essential Facility) Wind Parameters 110 MPH Wind Speed, 3-Sec Gust Exposure Category B IW= 1.0 (Non-Essential Facility) JIM Description Project Summary By BT1 Date 08/01/19 (1 Checked Date ENGINEERING Scale Sheet No. 250 4th Ave.South Project Job No. Suite 200 Centennial Park Mixed Use Edmonds,WA98020 18386.10 0,001 GENERAL INDEX Centennial Park 172nd St SE & 67"'Ave NE Arlington, WA 98223 SECTION TITLE /DESCRIPTION SECTION NO. GRAVITY DESIGN 1 LATERAL DESIGN 2 SECTION NO. 1 Centennial Park 1721 d St SE & 67"Ave NE Arlington, WA 98223 SECTION TITLE: Gravity Design SECTION INDEX DESCRIPTION PAGES Gravity Design Loads 1.001 Beam Span Tables 1.003 Key Plans 1.006 Beam Design 1.010 Joist Design 1.019 Column Design 1.030 Bearing Wall Table 1.034 Foundation Design 1.035 Gravity Design Loads RW1 DL Roofing Material 2.5 psf 5/8 Sheathing 1.8 psf Insulation 1.0 psf 5/8 Gypsum 2.8 psf Trusses @ 24"OC 3.0 psf Fire Sprinklers 1.0 psf M/E 1.2 psf Misc 1.5 psf 14.8 psf USE 15.0 psf FC2 DL Flooring Material 2.5 psf 1"Gypsum Concrete 8.7 psf 3/4 Sheathing 2.3 psf 5/8 Gypsum 2.8 psf 2x12 @ 12"OC 4.4 psf Insulation 1.0 psf Fire Sprinklers 1.0 psf M/E 0.5 psf Misc 0.8 psf 24.0 psf USE 24.0 psf FC3 DL Trex Decking 4.0 psf 2x10 @ 12"OC 2.6 psf M/E 0.5 psf Fire Sprinklers 1.0 psf Misc 1.5 psf 9.6 psf USE 10.0 psf Description Gravity Design Loads By NAE Date 05/16/19 n Checked Date ENGINEERING Scale Sheet No. 250 4th Ave.South Project Job No. Suite 200 Centennial Park 1.cgp i Edmonds,WA 98020 18386.10 Gravity Design Loads Exterior Walls Siding 2.0 psf 1/2 Sheathing 1.5 psf Insulation 1.0 psf 5/8 Gypsum 2.8 psf 2x6 @ 16"OC 1.7 psf Misc 1.0 psf 10.0 psf USE 10.0 psf Roof LL(Snow) 25.0 psf Floor LL 40.0 psf Description Gravity Design Loads By NAE Date 05/16/19 Checked Date ENGINEERING Scale Sheet No. 250 4th Ave.South Project Job No. Suite 200 Centennial Park ' 00 Edmonds,WA 98020 18386.10 BEAM SCHEDULE MARK BEAM REMARKS HANGER AS REQ'D BM1 46 DF#2 - HU46 MAX BM2 48 DF#2 - HU48 MAX BM3 410 DF#2 - HU410 MAX BM4 3 1/2" x 9 1/4" PSL SEE NOTE 5 HU410 MAX BM5 5 1/4" x 9 1/4" PSL SEE NOTE 5 HHUS5.50/10 BM6 7" x 9 1/4" PSL SEE NOTE 5 HGUS7.25/10 BM7 412 DF#2 - HU412 MAX BM8 3 1/2" x 11 1/4" PSL SEE NOTE 5 HHUS410 BM9 5 1/4" x 11 1/4" PSL SEE NOTE 5 HUCQ612-SDS BM10 7" x 11 1/4" PSL SEE NOTE 5 HGUS7.25/12 BM11 3 1/2" x 14" PSL - HGUS414 BM12 5 1/4" x 14" PSL - HGUS5.50/14 BM13 6x10 PT DF#2 - HUCQ610-SDS NOTES: 1. REFER TO THE LATEST SIMPSON STRONG-TIE CATALOG FOR HANGER INSTALLATION INFORMATION. 2. REFER TO FRAMING PLANS AND NOTES FOR SUPPORTS AT BEAM ENDS. 3.ALL BEAMS EXPOSED TO WEATHER OR IN CONTACT WITH CONCRETE OR MASONRY SHALL BE PRESSURE TREATED. 4. REFER TO PLAN NOTES FOR BEAMS & HEADERS AT BEARING LOCATIONS THAT ARE NOT CALLED OUT. 5. IF BEAM DEPTH SHOWN IS NOT AVAILABLE IN STOCK,THE SUPPLIER SHALL RIP BEAMS TO EXACT DEPTH PRIOR TO SHIPMENT. Beam Span Table - Roof Beams Allowable Uniform Distributed Load in Pounds Per Lineal Foot(PLF) Span Length in Feet Beam 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 4x6 HF#2 937 600 417 306 234 185 150 124 104 - - - - - - - - 3 1/2 x 5 1/2 LSL 1541 986 685 503 369 259 189 142 109 - - - - - - 4x8 HF#2 1461 1038 721 529 405 320 259 214 180 154 132 115 101 - - - - 3 1/2 x 7 1/4 LSL 2616 1674 1163 854 654 517 419 321 247 195 156 127 104 - - - - 6x8 DF#2 2162 1384 961 706 541 427 346 286 240 205 176 154 135 120 107 - - 211/16 x 91/4 PSL 2405 1924 1603 1374 1193 942 763 631 530 452 378 307 253 211 178 151 130 4x10 HF#2 1863 1490 1084 796 610 482 390 322 271 231 199 173 152 135 120 108 - 31/2 x 91/4 PSL 3600 2880 2400 2057 1785 1411 1143 944 789 620 497 404 333 277 234 199 170 5114 x 91/4 PSL 5399 4319 3600 3085 2677 2115 1713 1416 1183 931 745 606 499 416 351 298 256 211/16 x 91/2 PSL 2470 1976 1647 1411 1235 991 802 663 557 475 409 334 275 229 193 164 141 31/2 x 91/2 LSL 3634 2907 2423 1893 1449 1145 927 766 643 506 405 329 271 226 191 162 139 3112 x 91/2 PSL 3700 2960 2467 2114 1850 1482 1201 992 834 674 540 439 362 302 254 216 185 6x10 DF#2 3404 2219 1541 1132 867 685 555 458 385 328 283 247 217 192 171 154 139 51/4 x 91/2 PSL 5545 4436 3697 3169 2773 2224 1802 1489 1251 1011 810 658 543 452 381 324 278 7 x 91/2 PSL 7390 5912 4927 4223 3695 2966 2402 1985 1668 1349 1080 878 723 603 508 432 370 211/16 x11 1/4 PSL 2925 2340 1950 1671 1463 1300 1104 912 767 653 563 491 431 382 325 276 237 3 1/2 x 11 1/4 LSL 4301 3441 2867 2458 2001 1581 1281 1058 889 758 653 547 450 375 316 269 231 31/2 x11 1/4 PSL 4382 3505 2921 2504 2191 1947 1653 1366 1148 978 843 729 600 501 422 359 307 6x12 DF#2 4123 3253 2259 1660 1271 1004 813 672 565 481 415 361 318 281 251 225 203 51/4 x11 1/4 PSL 6567 5253 4378 3752 3283 2918 2480 2050 1722 1468 1265 1097 904 754 635 540 463 211/16 x11 7/8 PSL 3085 2468 2057 1763 1543 1371 1222 1010 849 723 624 543 478 423 377 324 278 31/2 x11 7/8 LSL 4543 3634 3028 2596 2220 1754 1420 1174 986 841 725 631 530 441 372 316 271 3 112 x 11 7/8 PSL 4623 3698 3082 2642 2312 2055 1831 1513 1271 1083 934 814 709 591 498 423 363 51/4 x11 7/8 PSL - 5548 4623 3963 3467 3082 2747 2270 1908 1626 1402 1221 1063 887 747 635 544 7 x11 7/8 PSL - 6160 5280 4620 4107 3663 3027 2543 2167 1869 1628 1411 1176 991 842 722 Notes: 1. This table is applicable for Simple Span beams with uniformly distributed loads(no point loads) 2. Table values are based on the limiting beam shear&moment capacities,as well as deflection 3. The deflection limit used in the above table is(L/180 Total Load)and(1-/240 Snow Load) 4. This table is applicable for WLL/WDL<=3.0 5. Table values include the Size Factor(CA and the Load Duration Factor(CD) CDescription Beam Span Table BY BTJ Date 05/17/19 O Checked Date ENGINEERING Scale Sheet No. 250 4th Ave.South Suite200 Project Centennial Park Job No. °OO I q Edmonds,WA 98020 18386.10 Beam Span Table - Floor Beams Allowable Uniform Distributed Load in Pounds Per Lineal Foot(PLF) Span Length in Feet Beam 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 4x6 HF#2 815 522 362 266 204 160 117 - - - - - - - - - - 3 1/2 x 5 1/2 LSL 1340 858 546 344 230 162 118 - - - - - - - - - 4x8 HF#2 1270 902 627 460 353 279 226 186 155 122 - - - - - - - 3 1/2 x 7 1/4 LSL 2275 1456 1011 743 522 367 267 201 155 122 - - - - - - 6x8 DF#2 1880 1203 836 614 470 371 301 249 209 178 153 134 114 - - - - 2 11/16 x 9 1/4 PSL 2405 1924 1603 1374 1193 889 648 487 375 295 236 192 158 132 111 - 4x10 HF#2 1620 1296 942 692 530 419 339 280 236 201 173 151 133 113 - - - 3 1/2 x 91/4 PSL 3130 2504 2087 1789 1553 1169 852 640 493 388 310 252 208 173 146 124 106 5114 x 91/4 PSL 4695 3756 3130 2683 2328 1753 1278 960 739 582 466 379 312 260 219 186 160 2 11/16 x 9 1/2 PSL 2470 1976 1647 1411 1235 965 704 529 407 320 256 209 172 143 121 103 - 31/2 x 91/2 LSL 3160 2528 2107 1646 1260 953 694 522 402 316 253 206 170 141 119 101 - 31/2 x 9112 PSL 3215 2572 2143 1837 1608 1270 926 696 536 421 337 274 226 188 159 135 116 6x10 DF#2 2960 1930 1340 984 754 596 482 399 335 285 246 214 188 167 149 134 118 51/4 x 91/2 PSL 4825 3860 3217 2757 2413 1905 1389 1043 804 632 506 412 339 283 238 202 174 7 x 91/2 PSL 6430 5144 4287 3674 3215 2540 1852 1391 1072 843 675 549 452 377 318 270 231 211/16 x11 1/4 PSL 2925 2340 1950 1671 1463 1300 1104 890 686 539 432 351 289 241 203 173 148 31/2 x 11 1/4 LSL 3740 2992 2493 2137 1740 1375 1114 866 667 525 420 342 281 235 198 168 144 31/2 x11 1/4 PSL 3810 3048 2540 2177 1905 1693 1438 1155 889 700 560 455 375 313 264 224 192 6x12 DF#2 3585 2829 1964 1443 1105 873 707 584 491 418 361 314 276 245 218 196 177 51/4 x11 1/4 PSL 5710 4568 3807 3263 2855 2538 2157 1739 1340 1054 844 686 565 471 397 337 289 2 11/16 x 11 7/8 PSL 3085 2468 2057 1763 1543 1371 1222 1010 804 632 506 412 339 283 238 202 174 3 1/2 x 11 7/8 LSL 3950 3160 2633 2257 1930 1525 1235 1018 784 617 494 402 331 276 232 198 169 3 1/2 x 11 7/8 PSL 4020 3216 2680 2297 2010 1787 1592 1316 1050 826 661 538 443 369 311 265 227 5 1/4 x 11 7/8 PSL - 4824 4020 3446 3015 2680 2389 1974 1575 1239 992 807 665 554 467 397 340 7 x11 7/8 PSL - - 5357 4591 4018 3571 3185 2632 2090 1644 1316 1070 882 735 619 526 451 Notes: 1. This table is applicable for Simple Span beams with uniformly distributed loads(no point loads) 2. Table values are based on the limiting beam shear&moment capacities,as well as deflection 3. The deflection limit used in the above table is(L1240 Total Load)and(L/360 Live Load) 4. This table is applicable for WLL/WDL<=4.0 5. Table values include the Size Factor(CF) Description Beam Span Table By BTJ Date 05/17/19 Checked Date ENGINEERING Scale sheet No. 250 4th Ave.South Suite200 Project Centennial Park Job No. C Edmonds,WA 98020 18386.10 d�) $§\,§ \§§0. %m 2K»re , §K) Ho; ng � \ _ _ ° E � � truoo � m § &� s3ssnu& ® o _ � Ea L : m a a �JT',� � ! � Tul TrV ! 2 ,! 2 + > a � m e VAS r t m _ & o•� �/ :` ƒ ~ xms \ - + � � § k l � �2 k� a % / %• / - ! _ _ _ � f � � \ _® c..6. i 'Ra;' 2 f k�§=§� � , � za§/ $»- 2§ . #w � , ae � u c /\2 u ^� � � « • . u. w p U m m Q •� xms x s x N V 9 5 _ EWB EW9 EW9 Qb 3 i q 3 xms xms 00 � '4J '9J \� t SJ 3J 9J 9J xms xm,s M 3 I HIFF 3 9 4 p�?��O�d�t 1 ,pl xms f7a)�6 l�QL xms _ )NS J '9J Nia�Jl S 3 (-7$) /✓ G L'I' l,a��/.SZ✓ m m � ��1 y � � m EW9 3 O )Wj 41 RX xms L xms xms xms a O t ; Q xMS xMS \i e-I si w w 7V 1 9 m \ ENS '}J " 'b IE W9 FW9 3 "1-4^ L Ol O 3S XMS co o G m 9, 9J � 9J 9J XMS xMS n x5 f` EINS N m xM5 ey mq $401 b 094 -77 1jj 96 a 5 9 Tk P" O uwalk.sh a n gyp. n Y S XMS o 4�i 9J 9J xmS .S �t m m (n)�1�17(/pV.I �5 9 e 3 0 EW9 0 O ^J i, �v " (�s1��dS�� • h;+• e xM5 XMS XMS %MS o tN- iz/T 6AT-.E lC I-. .9-,9i u w p U m m a LL W p U m m Q ri � O o� 0 4 0 J 0 0 H0 - ti 1 O O O of o m. J iE Qcro v �n N ILI I FRI M q IL IL J v � a C. z O o i wz u o� m� ry i 5� _ O N � O �1 Z/T S /I LL w U m m Q G61VT,UTAIML, PACK 81ArL✓JrNG p sLU� I-oA► ' Root Of'40 POT (sNaw) rtooe WAJOa�ps� rGdd L�!/� - `�0 s� WA�c d Itss�' a 5/Arx g txl-r s tLw Ioa rr Poo gM a —C) �yp�q�r�� 13q1 )rQsO y xO�gry d�9kLm�� YOR 3 3' 6^ 113�CIOW�r�sQ�r�s�� ti X G Nf v rn_ v Descriptions re1l�LCJA ( f�i l BY Q j Date '/�J Checked Date ENGINEERING Scale Sheet No. 250 4th Ave.South Suite 200 project C tAl j NIVJ�( App Job No. Edmonds,WA 98020 �/V I� 425.778.8500 ig386.10 �,O�O www.cgengineering.com MEMBER REPORT PASSED Roof,BM1 1 piece(s)6 x 10 Douglas Fir-Larch No.2 Overall Length:23'5 1/2" w. w + u , L 4,8" 6,9.. L All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal. Design Results Actual @ Location Allowed, Result LDF Load.Combination(Pattern) System:Floor Member Reaction(Ibs) 4191 @ 16'4" 8181(3.50") Passed(51%) -- 1.0 D+1.0 S(Adj Spans) Member Type:Flush Beam Building Use:Residential Shear(Ibs) 1910 @ 15'4 3/4" 6810 Passed(28%) 1.15 1.0 D+1.0 S(Adj Spans) Building Code:IBC 2015 Moment(Ft-Ibs) -3772 @ 16'4" 6937 Passed(54%) 1.15 1.0 D+1.0 S(Adj Spans) Design Methodology:ASD Live Load Defl.(in) 0.062 @ 10'8 9/16" 0.376 Passed(L/999+) 1.0 D+1.0 S(Alt Spans) Total Load Defl.(in) 0.098 @ 10'8 1/4" 1 0.565 Passed(L/999+) 1.0 D+1.0 S(Alt Spans) •Deflection criteria:LL(L/360)and TL(L/240). '.. •Top Edge Bracing(Lu):Top compression edge must be braced at 23'4"o/c unless detailed otherwise. • Bottom Edge Bracing(Lu):Bottom compression edge must be braced at 23'4"o/c unless detailed otherwise. •Applicable calculations are based on NDS. Bearing Length Loads to Supports(Ibs) Supports Total Available Required Dead Snow Total Accessories 1-Stud wall-HF 5.50" 4.50" 1.50" 130 422/-112 5112 52/ 1"Rim Board '.. 2-Stud wall-SPF 3.50" 3.50" 1.69" 1545 2416 3961 None 3-Stud all-SPF 1 3.50" 3.50" 1.79" 1652 2540 4192 None 4-Stud wall-HF 1 5.50" 4.50" 1 1.50" 369 693 1 1062 1 1"Rim Board •Rim Board is assumed to carry all loads applied directly above it,bypassing the member being designed. Dead Snow Vertical Loafs' Location(Side) Tributary Width' (0.90) (1.15) Comments 0-Self Weight(PLF) 1"to 23'4112" N/A 13.2 1-Uniform(PSF) 0 to 2T 5 1/2"(Top) 9'7 1/2" 15.0 25.0 Default Load Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values.Weyerhaeuser expressly disclaims any other warranties related to the software.Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record,builder or framer is responsible to assure that this calculation is compatible with the overall project.Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards.Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards.For current code evaluation reports,Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application,input design loads,dimensions and support information have been provided by ForteWEB Software Operator • SUSTAINABLE FORESTRY INITIATIVE '.. Weyerhaeuser ForteWEB Software Operator Job Notes 7/30/2019 10:28:58 PM UTC Benjamin James CG Engineering ForteWEB v2.1,Engine:V7.3.2.309,Data:V7.2.0.2 (425)778-8500 benj@cgengi'neering.com File Name: Centennial BLDG H Page 1/ 1 MEMBER REPORT PASSED Roof,BM3 1 piece(s)6 x 8 Douglas Fir-Larch No.2 Overall Length:18'9" t + + i p T 3" 11' 4'6" All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal. Design Results Actual @ Location Allowed Result LDF Load:Combination(Pattern) System:Floor Member Reaction(Ibs) 3498 @ 14'3" 12251(5.50") Passed(29%) -- 1.0 D+1.0 S(Adj Spans) Member Type:Flush Beam Building Use:Residential Shear(Ibs) 1729 @ 13'4 3/4" 5376 Passed(32%) 1.15 1.0 D+1.0 S(Adj Spans) Building Code:IBC 2015 Moment(Ft-Ibs) -3346 @ 14'3" 3705 Passed(90%) 1.15 1.0 D+1.0 S(All Spans) Design Methodology:ASO Live Load Defl.(in) 0.189 @ 18'9" 0.300 Passed(2L/572) -- 1.0 D+1.0 S(Alt Spans) Total Load Defl.(in) 0.249 @ 8'7 1/16" 1 0.550 1 Passed(L/531) 1.0 D+1.0 S(Alt Spans) • Deflection criteria:LL(L/360)and TL(L/240). •Overhang deflection criteria:LL(2L/360)and TL(2L/240). •Top Edge Bracing(Lu):Top compression edge must be braced at 18'9"o/c unless detailed otherwise. • Bottom Edge Bracing(Lu):Bottom compression edge must be braced at 18'9"o/c unless detailed otherwise. •Applicable calculations are based on Nos. Bearing Length Loads to Supports(Ibs) Supports Total Available Required Dead Snow Total Accessories 1-Stud wall-HF 5.50" 5.50" 1,50" 1084 1754 2838 Blocking 2-Stud wall-HF 5.50" 5.50" 1.57" 1362 2136 3498 Blocking •Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Dead Snow Vertical:Loads Location(Side) Tributary Width (0.90) (115) Comments 0-Self Weight(PLF) 0 to 18'9" N/A 10.4 1-Uniform(PSF) 0 to 18'9"(Top) 8' 15.0 25.0 Default Load Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values.Weyerhaeuser expressly disclaims any other warranties related to the software.Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record,builder or framer is responsible to assure that this calculation is compatible with the overall project.Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards.Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards.For current code evaluation reports,Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application,input design loads,dimensions and support information have been provided by ForteWEB Software Operator A10 SUSTAINABLE FORESTRY INITIATIVE \Veyerhaeuser ForteWEB Software Operator Job Notes 7/30/2019 10:29:14 PM UTC '.. Benjamin James CG Engineering ForteWEB v2.1,Engine:V7.3.2.309,Data:V7.2.0.2 (425)778-850 0 benj@cgengineering.com File Name:Centennial BLDG H Page 1/ 1 00 964--PA v ' Q � � s�� RxN (i�3 �� .'I'o Fvww'v✓" , Yv1 t rt t�i r�r �IgO iPcLc) 7"0 r01,Lj v/ To F-. _ 4D 0 2 8$p c i. /� 6ULAONV �13 5� a��l�'��t��ggtr'�w) Nx/ONF ®.8k cep) 1,3k CI t) Igo ao 0,7- d. (ct) flog 3 py 1 i'-O" ps'�� '�a�� °l�'tiK) cj�� '� �5� 0,9 tl<�rr' 70OQ ,1) 1-/YT ��, t!k tot f 371 All- A,m6yy GDescription �ko �G00� S By /�1 Date Checked Date ENGINEERING Scale Sheet No. 250 4th Ave.South Suite 200 Job No. Edmonds,WA98020 Project C��6VA1, t° 425.778.8500 (0 www.cgengineering.com I �21FORTECM MEMBER REPORT PASSED 3rd Floor,BM1 1 piece(s)4 x 10 Hem-Fir No.2 Overall Length:6'61/2" 0 0 6'3" , 0 All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal. Design Results Actual @ Location Allowed Result LDF Load:Combination(Pattern) System:Floor Member Reaction(Ibs) 2503 @ 3 1/2" 2503(1.77") Passed(100%) 1.0 D+1.0 L(All Spans) Member Type:Flush Beam Building Use:Residential Shear(Ibs) 1855 @ 1'3/4" 3238 Passed(57%) 1.00 1.0 D+1.0 L(All Spans) Building Code:IBC 2015 Moment(Ft-Ibs) 3729 @ 3'3 1/4" 4242 Passed(88%) 1.00 1.0 D+1.0 L(All Spans) Design Methodology:ASO Live Load Defl.(in) 0.049 @ 3'3 1/4" 0.199 Passed(L/999+) 1.0 D+1.0 L(All Spans) Total Load Defl.(in) 0.079 @ 3'3 1/4" 1 0.298 Passed(L/901) 1.0 D+1.0 L(All Spans) • Deflection criteria:LL(1-/360)and TL(1-/240). •Top Edge Bracing(Lu):Top compression edge must be braced at 6'o/c unless detailed otherwise. • Bottom Edge Bracing(Lu):Bottom compression edge must be braced at 6'o/c unless detailed otherwise. •Applicable calculations are based on NDS. Bearing Length Loads to Supports(Ibs) Supports Total Available Required Dead Floor Live Total Accessories 1-Hanger on 9 1/4"HF beam 3.50" Hanger' 1.77" 1045 1701 2746 See note' 2-Hanger on 9 1/4"HF beam 3.50" Hanger' 1 1.77" 1045 1701 2746 See note' •At hanger supports,the Total Bearing dimension is equal to the width of the material that is supporting the hanger •'See Connector grid below for additional information and/or requirements. Connector:Simpson Strong-Tie Support Model Seat Length Top Fasteners I Face Fasteners Member Fasteners Accessories 1-Face Mount Hanger HHUS48 3.00" N/A 22-10d 8-10d 2-Face Mount Hanger HHUS48 3.00" N/A 22-10d 8-10d Dead Floor Live Vertical Loads Location(Side) Tributary Width (0.90) (1,00) Comments 0-Self Weight(PLF) 3 1/2"to 6'3" N/A 8.2 -- 1-Uniform(PLF) 0 to 6'6 1/2"(Front) N/A 312.0 520.0 Residential-Living Areas Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values.Weyerhaeuser expressly disclaims any other warranties related to the software.Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record,builder or framer is responsible to assure that this calculation is compatible with the overall project.Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards.Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards.For current code evaluation reports,Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application,input design loads,dimensions and support information have been provided by ForteWEB Software Operator SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser 1, Dlq ForteWEB Software Operator Job Notes 7/10/2019 11:24:41 PM UTC Benjamin lames CG Engineering ForteWEB v2.1,Engine:V7.3.2.309,Data:V7.2.0.2 (425)778-8500 benj@cgengineering.com File Name: Centennial BLDG H Page 1/ 1 P G�2f� 0110617 Description ? d /Q®�/ �LB By J Date vrqM Checked Date ENGINEERING Scale Sheet No. 250 4th Ave.South /�/ ,# �� Suite 200 project % /° �RY` Job No. Edmonds,WA 98020 425.778.8500 �� 'Q www.cgengineering.com JJ MEMBER REPORT PASSED 3rd Floor,BM2 1 piece(s)3 1/2"x 9 1/4"2.0E Parallam@ PSL Overall Length:10'3 1/2" Y + I 0 0 { 10, All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal. Design Results Actual @ Location Allowed Result LDP Load:`Combination(Pattern) System:Floor Member Reaction(Ibs) 3777 @ 3 1/2" 3777(1.73") Passed(100%) -- 1.0 D+1.0 L(All Spans) Member Type:Flush Beam Shear(Ibs) 3177 @ 1'3/4" 6259 Passed(51%) Building Use:Residential 1.00 1.0 D+1.0 L(All Spans) Building Code:IBC 201 Moment(Ft-Ibs) 9167 @ 5'1 3/4" 12416 Passed(74%) 1.00 1.0 D+1.0 L(All Spans) Design Methodology:ASD Live Load Defl.(in) 0.228 @ 5'1 3/4" 0.324 Passed(L/511) 1.0 D+1.0 L(All Spans) Total Load Defi.(in) 0.369 @ 5'1 3/4" 1 0.485 Passed(L/315) 1.0 D+1.0 L(All Spans) • Deflection criteria:LL(L/360)and TL(L/240). •Top Edge Bracing(Lu):Top compression edge must be braced at 9'9"o/c unless detailed otherwise. • Bottom Edge Bracing(Lu):Bottom compression edge must be braced at 9'9"o/c unless detailed otherwise. Bearing Length toads to Supports(Ibs) Supports Total Available Required Dead Floor Live Total Accessories 1-Hanger on 9 1/4"HF beam 3.50" Hanger' 1.73" 1531 2470 4001 See note' 2-Hanger on 9 1/4"HF beam 3.50" Hanger' 1 1.73" 1531 2470 4001 See note' •At hanger supports,the Total Bearing dimension is equal to the width of the material that is supporting the hanger •r See Connector grid below for additional information and/or requirements. Connector:Simpson Strong-Tie Support Model Seat Length Top Fasteners face Fasteners Member Fasteners Accessories 1-Face Mount Hanger HHUS410 3.00" N/A 30-10d 10-10d 2-Face Mount Hanger HHUS410 3.00" N/A 30-10d 10-10d Dead Floor Live Vertical Loads Location(Side) Tributary Width (0.90) (1.00) Comments 0-Self Weight(PLF) 3 1/2"to 10' N/A 10.1 1-Uniform(PSF) 0 to 10'3 1/2"(Front) 12, 24.0 40.0 Residential-Living '.. Areas Weyerhaeuser Notes ' Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values.Weyerhaeuser expressly disclaims any other warranties related to the software.Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record,builder or framer is responsible to assure that this calculation is compatible with the overall project.Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards.Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards.For current code evaluation reports,Weyerhaeuser product literature and installation details refer to wvAy.weyerhaeuser.com/woodproducts/document-library. The product application,input design loads,dimensions and support information have been provided by ForteWEB Software Operator A .0 SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser 1, 016 ForteWEB Software Operator .Job Notes 7/11/2019 3:28:43 PM UTC Benjamin James '.. CG Engineering ForteWEB v2.1,Engine:V7.3.2.309,Data:V7.2.0.2 (425)778-8500 benj@cgengineering.com File Name: Centennial BLDG H Page 1/1 Aga gA+vtSW _ 7 CDescription a^� �LO�� Q �l�ef By Date Checked Date E ENGINEERING Scale Sheet No. 250 4th Ave.South Suite 200 Project G�/I lvl(/�� W/( Job No. Edmonds,WA 98020 425.778.8500 rg to www.cgengineering.com „ r FORT MEMBER REPORT 2nd Floor,BM5 PASSED 1 piece(s) 3 1/2,r x 11 1/4 2AE Parallam® PSL Overall Length: 11'3 1/2” 0 p 0 0 0 All locations are measured from the outside face of left support(or left cantilever end).AII dimensions are horizontal.;Drawing is Conceptual Design Results Actual @ Location Allowed Result LDF Load:Combination(Pattern) System:Floor Member Reaction(Ibs) 5159 @ 3 1/2" 5159(2.36") Passed(100%) -- 1.0 D+1.0 L(All Spans) Member Type:Flush Beam Shear(Ibs) 4765 @ 1'2 3/4" 7613 Passed(63%) 1.00 1.0 D+1.0 L(All Spans) Building Use:Residential Moment(Ft-Ibs) 12451 @ T 3 1/2" 17970 Passed(69%) 1.00 1.0 D+1.0 L(All Spans) Building Code:IBC 2015 Live Load Dell.(in) 0.258 @ 5'4 5/16" 0.357 Passed(L/499) 1.0 D+1.0 L(All Spans) Design Methodology:ASD Total Load Dell.(in) 0.328 @ 5'4 3/8" 0.535 Passed(L/391) 1.0 D+1.0 L(All Spans) Deflection criteria:LL(1-/360)and TL(L/240). Top Edge Bracing(Lu):Top compression edge must be braced at 10'9"o/c unless detailed otherwise. Bottom Edge Bracing(Lu):Bottom compression edge must be braced at 10'9"o/c unless detailed otherwise. Bearing Loads to Supports(Ibs) Supports Total Available Required Dead Floor Total Accessories Live 1-Hanger on 11 1/4"HF beam 3.50" Hanger, 2.36" 1126 4151 5277 See note, 2-Hanger on 11 1/4"HF beam 3.50" Hanger, 1.50" 731 2619 3350 See note 1 •At hanger supports,the Total Bearing dimension is equal to the width of the material that is supporting the hanger • ,See Connector grid below for additional information and/or requirements. Connector;Simpson Stron -Tie Connectors Support Model Seat Length Top Nails Face Nails Member Nails Accessories 1-Face Mount Hanger HGUS48 4.00" N/A 36-10d 12-10d None 2-Face Mount Hanger HHUS48 3.00" N/A 22-16d 8-16d None Tributary Dead Floor Live Loads Location(Side) Width (0.90)?, (100) Comments 0-Self Weight(PLF) 3 1/2"to 11' N/A 12.3 1-Uniform(PLF) 0 to 11'3 1/2" N/A 82.0 325.0 Residential-Living Front Areas 2-Point(Ib) 3'(Front) N/A 800 3100 Weyerhaeuser Notes SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software.Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record,builder or framer is responsible to assure that this calculation is compatible with the overall project.Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards.Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards.For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application,input design loads,dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes 5/20/2019 1:54:04 PM Ben James Forte v5.4,Design Engine:V7.1.1.3 CG Engineering Centennial BLDG J.4te (425)778-8500 benj@cgengineering.com Page 11 Of 11 JOIST SCHEDULE MARK JOIST SPACING REMARKS FJ1 2x10 DF#2 16" OC SEE NOTE 2 FJ2 2x10 DF#2 12" OC SEE NOTE 2 FJ3 2x12 DF#1 16" OC SEE NOTE 2 FJ4 2x12 DF#1 12" OC SEE NOTE 2 DJ1 2x6 HF#2 16" OC SEE NOTE 2 DJ2 2x8 HF#2 16" OC SEE NOTE 2 DJ3 2x12 HF#2 16" OC SEE NOTE 2 RJ1 2x12 HF#2 24" OC SEE NOTE 2 RJ2 1 3/4" x 11 7/8" LVL 24" OC SEE NOTE 2 NOTES: 1. FOR JOIST HANGERS REFER TO THE LATEST SIMPSON STRONG-TIE CATALOG FOR ALL INSTALLATION REQUIREMENTS. USE MAX NAILING UNO. 2. TIMBER JOISTS FRAMING INTO WOOD BEAMS OR RIMS SHALL USE LUS OR HU SERIES FACE MOUNT HANGERS.TIMBER JOISTS FRAMING INTO STEEL BEAMS SHALL USE LBV SERIES TOP FLANGE HANGERS. EM a E MEMBER REPORT PASSED 3rd Floor,F11 1 piece(s)2 x 10 Douglas Fir-Larch No.2 @ 16"OC Overall Length:14'31/2" + + 0 0 14' 0 All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal. Design Results Actual @ Location Allowed Resuit LDF: Load:con,hmation,(Pattern) System:Floor Member Reaction(Ibs) 585 @ 3 1/2" 1406(1.50") Passed(42%) 1.0 D+1.0 L(All Spans) Member Type:Joist Building Use:Residential Shear(Ibs) 519 @ 1'3/4" 1665 Passed(31%) 1.00 1.0 D+1.0 L(All Spans) Building Code:IBC 2015 Moment(Ft-Ibs) 2004 @ 7'1 3/4" 2029 Passed(99%) 1.00 1.0 D+1.0 L(All Spans) Design Methodology:Aso Live Load Defl.(in) 0.268 @ T 1 3/4" 0,457 Passed(L/614) 1.0 D+1.0 L(All Spans) Total Load Defl.(in) 0.428 @ 7'1 3/4" 0.685 1 Passed(L/384) 1.0 D+1.0 L(All Spans) TJ-Prol"Rating N/A N/A •Deflection criteria:LL(L/360)and TL(L/240). •Top Edge Bracing(Lu):Top compression edge must be braced at 1'4"o/c unless detailed otherwise. •Bottom Edge Bracing(Lu):Bottom compression edge must be braced at 13'9"o/c unless detailed otherwise. •A 15%increase in the moment capacity has been added to account for repetitive member usage. •Applicable calculations are based on NOS. •No composite action between deck and joist was considered in analysis. Bearing"Length �` Loadstosupparts(Ibs) SUppOrts Total Available Required Dead Floor Live Tatal Aciessorles 1-Hanger on 9 1/4"HF beam 3.50" Hanger, 1.50" 229 381 610 See note 2-Hanger on 9 1/4"HF beam 3.50" Hanger, 1.50" 229 381 610 See note, •At hanger supports,the Total Bearing dimension is equal to the width of the material that is supporting the hanger •,See Connector grid below for additional information and/or requirements. Connector Simpson Strong.Tie Support Model Seat Length Top,Faste,iers Face Fasteners' Mehl Per Fasteners=- ACceSsoRes 1-Top Mount Hanger LB210 2.00" 2-16d 2-16d 2-10dx1.5 2-Top Mount Hanger LB210 2.00" 2-16d 2-16d 2-10dx1.5 Dead Floor Live Vertical LOad Location(Side) ; Spacing (0 90) (1 00)' Comments; �_ .. n 1-Uniform(PSF) 0 W 14'3 1/2" 16" 24.0 40.0 Default Load We'erhaetise%Notes'. - Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values.Weyerhaeuser expressly disclaims any other warranties related to the software.Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record,builder or framer Is responsible to assure that this calculation Is compatible with the overall project.Accessories(RIm Board,Blocking Panels and Squash Blocks)are not designed by this software.Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards.Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards,For current code evaluation reports,Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application,Input design loads,dimensions and support information have been provided by ForteWEB Software Operator AoSUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser I, a2 ForteWEB Software Operator Job Notes 7/10/2019 7:10:03 PM UTC Benjamin James CG Engineering ForteWEB v2.1,Engine:V7.3.2.309,Data:V7.2.0.2 (425)778-8500 benj@cgengineering.com File Name: Centennial BLDG E Page 6/9 �IiFOR T E MEMBER REPORT PASSED 3rd Floor,FJ2 1 piece(s)2 x 10 Douglas Fir-Larch No.2 @ 12"OC Overall Length:16'31/2" + + 0 0 16' 0 All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal. DeSlgn Results Actual @ Locapon Allowed Result , LDF Load.Comtiination(pattern) System:Floor Member Reaction(Ibs) 503 @ 3 1/2" 1406(1.50") Passed(36%)e - 1.0 D+1.0 L(All Spans) Member Type:Joist Building Use:Residential Shear(Ibs) 453 @ 1'3/4" 1665 Passed(27%) 1.00 1.0 D+1.0 L(All Spans) Building Code:IBC 2015 Moment(Ft-Ibs) 1974 @ 8'1 3/4" 2029 Passed(97%) 1,00 1.0 D+1.0 L(All Spans) Design Methodology:Aso Live Load Defi.(in) 0.346 @ 8'1 3/4" 0.524 Passed(L/545) -- 1.0 D+1.0 L(All Spans) Total Load Defl.(in) 0.554 @ 8'1 3/4" 0.785 1 Passed(L/340) 1.0 D+1.0 L(All Spans) TJ-Pro'"Rating •Deflection criteria:LL(L/360)and TL(L/240). •Top Edge Bracing(Lu):Top compression edge must be braced at 2'5"o/c unless detailed otherwise. •Bottom Edge Bracing(Lu):Bottom compression edge must be braced at 15'9"o/c unless detailed otherwise. •A 15%increase in the moment capacity has been added to account for repetitive member usage, •Applicable calculations are based on NDS. •No composite action between deck and joist was considered in analysis. Bearing Length,' Loads to'Supports(Ibs) SUppOrts Total Avallable Required Dead Floor Live Total Accessories 1-Hanger on 9 1/4"HF beam 3.50" Hanger' 1.50" 196 326 522 See note' 2-Hanger on 9 1/4"HF beam 3.50" Hanger- 1.50" 196 326 522 See note' •At hanger supports,the Total Bearing dimension is equal to the width of the material that is supporting the hanger •'See Connector grid below for additional information and/or requirements. Connector Simpson Strong Tie Support Model Seat Length. Top Fasteners Face Fasteners Member;Fasteneis`- Accessories„ 1-Top Mount Hanger LB210 2.00" 2-i6d 2-16d 2-10dx1.5 2-Top Mount Hanger LB210 2.00" 2-16d 2-16d 2-10dxl.5 'Dead Fioor Live Vertical Load Location,(Side) Spacing (0.90) (1.00) Comments' 1-Uniform(PSF) 0 to 163 1/2" 12" 24.0 40.0 Default Load We e�haeuser,Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values.Weyerhaeuser expressly disclaims any other warranties related to the software,Use of this software Is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record,builder or framer is responsible to assure that this calculation is compatible with the overall project.Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards,Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested In accordance with applicable ASTM standards.For current code evaluation reports,Weyerhaeuser product literature and installation details refer to www,weyerhaeuser.com/woodproducts/document-library. The product application,input design loads,dimensions and support information have been provided by ForteWEB Software Operator l SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser I 1 0 ForteWEB Software Operator Job Notes 7/10/2019 7:10:03 PM UTC Benjamin James CG Engineering ForteWEB v2,1,Engine:V7.3.2.309,Data:V7.2.0.2 (425)778-8500 File Name: Centennial BLDG E benj@cgengineering.com Page 7/9 fps R T F MEMBER REPORT PASSED 3rd Floor,FJ3 1 piece(s)2 x 12 Douglas Fir-Larch No.1 @ 16"OC Overall Length:17'31/2" + + D 0 17' 0 All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal. - System:Floor MembenReaction(Ibs) Actual @Location , Allowed Resu"It LDF . Load:',i ombinahon(Pattern) g Member Type:Joist 13 @ 3 1/2" 1406(1.50") Passed(51%) 1.0 D+1.0 L(All Spans) Building Use:Residential Shear(Ibs) 633 @ 1'2 3/4" 2025 Passed(31%) 1.00 1.0 D+1.0 L(All Spans) Building Code:IBC 2015 Moment(Ft-Ibs) 2978 @ 8'7 3/4" 3032 Passed(98%) 1.00 1.0 D+1.0 L(All Spans) Design Methodology:ASO Live Load Defl.(in) 0.309 @ 8'7 3/4" 0.557 Passed(L/649) 1.0 D+1.0 L(Ail Spans) Total Load Defl.(in) 0,495 @ 8'7 3/4" 0.835 Passed(L/405) 1.0 D+1.0 L(All Spans) TJ-Prop-Rating N/A N/A •Deflection criteria:LL(1-/360)and TL(L/240). •Top Edge Bracing(Lu):Top compression edge must be braced at 1'5"o/c unless detailed otherwise. •Bottom Edge Bracing(Lu):Bottom compression edge must be braced at 16'9"o/c unless detailed otherwise. •A 15%increase In the moment capacity has been added to account for repetitive member usage. •Applicable calculations are based on NDS. •No composite action between deck and joist was considered in analysis. Bearing Length Loads to Supports(Itis) SUppOrts Total Available Required Dead Floor Live Total Accessories, 1-Hanger on 11 1/4"HF beam 3,50" Hanger' 1.50" 277 461 738 See note' 2-Hanger on 11 1/4"HF beam 3.50" Hanger' 1.50" 277 461 738 See note' •At hanger supports,the Total Bearing dimension is equal to the width of the material that is supporting the hanger •'See Connector grid below for additional information and/or requirements. Connector Simpson Strong=Tie Support, , Model Seat Length Top Fasteners' Face Fasteners 1?111T r Fasteners` Accessories` = 1-Top Mount Hanger LB212 2,00" 2-16d 2-16d 2-10dxl.S 2-Top Mount Hanger LB212 2.00" 2-16d 2-16d 2-10dx1.5 or Live Veitical Load 'Location(side) Spacing (0.90) (1.00) Comments' 1-Uniform(PSF) 0 to 17'3 1/2" 16" 24.0 40.0 Default Load We erhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values.Weyerhaeuser expressly disclaims any other warranties related to the software.Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record,builder or framer is responsible to assure that this calculation is compatible with the overall project.Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards.Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards.For current code evaluation reports,Weyerhaeuser product literature and Installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application,Input design loads,dimensions and support information have been provided by ForteWEB Software Operator SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser ll I,oa ForteWEB Software Operator Job Notes 7/10/2019 7:10:03 PM UTC Benjamin James CG Engineering ForteWEB v2.1,Engine:V7.3.2.309,Data:V7.2.0.2 (425)778-8500 benj@cgengineering.com File Name: Centennial BLDG E Page 8/9 s F 0 R T MEMBER REPORT PASSED 3rd Floor,FJ4 1 piece(s)2 x 12 Douglas Fir-Larch No.1 @ 12"OC Overall Length:19'91/2" 0 0 19'6" Fil 0 All locations are measured from the outside face of left support(or left cantilever end),All dimensions are horizontal. -. Design Results . Actual @ LocatonAllowed Result LDF Loa B:Combination(Pattern) System Floor Member Reaction(Ibs) 615 @ 3 1/2" 1406(1.50") Passed(44%) 1.0 D+1.0 L(All Spans) Member Type:Joist Building Use:Residential Shear(Ibs) 555 @ 1'2 3/4" 2025 Passed(27%) 1.00 1.0 D+1.0 L(All Spans) Building Code:IBC 2015 Moment(Ft-Ibs) 2952 @ 9'10 3/4" 3032 Passed(97%) 1.00 1.0 D+1.0 L(All Spans) Design Methodology:ASO Live Load Defl.(in) 0.405 @ 9'10 3/4" 0.640 Passed(L/569) 1.0 D+1.0 L(All Spans) Total Load Dell.(in) 0.648 @ 9'10 3/4" 0.960 Passed(L/356) 1.0 D+1.0 L(All Spans) TJ-ProT'^Rating N/A N/A -- -- -- •Deflection criteria:LL(1-/360)and TL(L/240). •Top Edge Bracing(Lu):Top compression edge must be braced at 1'11"o/c unless detailed otherwise, • Bottom Edge Bracing(Lu):Bottom compression edge must be braced at 19'3"o/c unless detailed otherwise. •A 15%increase in the moment capacity has been added to account for repetitive member usage. •Applicable calculations are based on NOS. • No composite action between deck and joist was considered in analysis. Beanng Length Loads to Supports(Itis), SUppOrts Total Available Required Dead PloorLive Total Accessories _. i-Hanger on it 1/4"HF beam 3.50" Hangers 1.50" 238 396 634 See note' 2-Hanger on 11 1/4"HF beam 3.50" Hanger' 1.50" 238 396 634 See note' •At hanger supports,the Total Bearing dimension is equal to the width of the material that is supporting the hanger •'See Connector grid below for additional information and/or requirements. Copnector.Simpson Strong Support- Model 5gat Length Top Fasteners.. Face Fasteners Member.Fasteners Accessories 1-Top Mount Hanger LB212 2.00" 2-16d 2-16d 2-10dx1.5 2-Top Mount Hanger LB212 2.00" 2-16d 2-16d 2-10dx1.5 Dead Floor Llve Vertical Load Location(Side) Spacing (0.90): (1.00) - Comments ` 1-Uniform(PSF) 0 to 19'9 1/P' 12" 24.0 40.0 Default Load 1Ne erhaeuser Note§ Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values.Weyerhaeuser expressly disclaims any other warranties related to the software.Use of this software is not Intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record,builder or framer is responsible to assure that this calculation is compatible with the overall project.Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards.Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards.For current code evaluation reports,Weyerhaeuser product literature and installation details refer to wvAv.weyerhaeuser.com/woodproducts/document-library. The product application,input design loads,dimensions and support Information have been provided by ForteWEB Software Operator SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser I, o?3 ForteWEB Software Operator Job Notes 7/10/2019 7:10:03 PM UTC Benjamin James CG Engineering ForteWEB v2.1,Engine:V7.3.2.309,Data:V7.2.0.2 (425)778-8500 File Name: Centennial BLDG E beni@cgengineering.com Page 9/9 EM e1 s MEMBER REPORT PASSED 3rd Floor,D11 1 piece(s)2 x 6 Hem-Fir No.2@ 16"OC Overall Length:8'7" 0 0 "0-14 s .:�. ,. - 8' All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal. _ = DBSIgtt_ Results, Actual @Localron Allowed. Result , , LDF_ Load:Combmafioh(Pattern) System:Floor Member Reaction(Ibs) 400 @ 3 1/2" 911(1.50") Passed(44%) 1.0 D+1.0 L(All Spans) Member Type:Joist Building Use:Residential Shear(Ibs) 354 @ 9" 825 Passed(43%) 1.00 1.0 D+1.0 L(All Spans) Building Code:IBC 2015 Moment(Ft-Ibs) 800 @ T 3 1/2" 801 Passed(100%) 1.00 1.0 D+1.0 L(All Spans) Design Methodology:ASO Live Load Defl.(in) 0.273 @ T 3 1/2" 0,267 Passed(L/352) 1.0 D+1.0 L(All Spans) Total Load Defl.(in) 0.341 @ T 3 1/2" 0.400 Passed(L/282) 1.0 D+1.0 L(All Spans) T7-PrOT1"Rating N/A N/A • Deflection criteria:LL(L/360)and TL(L/240). •Top Edge Bracing(Lu):Top compression edge must be braced at 6"o/c unless detailed otherwise. • Bottom Edge Bracing(Lu):Bottom compression edge must be braced at 8'o/c unless detailed otherwise. •A 15%increase in the moment capacity has been added to account for repetitive member usage. •Applicable calculations are based on NDS. • No composite action between deck and joist was considered in analysis. Bearing Length, Loads to Supports(Ibs) Su OCtS Totah Available Required. Dead Floor Live Total Accessories 1-Hanger on 5 1/2"HF beam 3.50" Hanger' 1.50" 86 343 429 See note' 2-Hanger on 5 1/2"HF beam 3.50" Hanger' 1.50" 86 343 429 See note' •At hanger supports,the Total Bearing dimension is equal to the width of the material that is supporting the hanger •'See Connector grid below for additional information and/or requirements. Connector.Simpson Strong Tie_ Supporrt: Model Seat Length Top Fastehers Face Fasteners MembecFasteners Accesso,ries 1-Top Mount Hanger Connector not found N/A N/A N/A N/A 2-Top Mount Hanger Connector not found N/A N/A N/A N/A Dead Floor Live Vertical Load location(side) Spacing (0.90)- (1.00) Comments 1-Uniform(PSF) 0 to 8'7" 16" 15.0 60.0 Default Load haeu We erser Notes Weyerhaeuser warrants that the sizing of its products will be In accordance with Weyerhaeuser product design criteria and published design values.Weyerhaeuser expressly disclaims any other warranties related to the software.Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record,builder or framer is responsible to assure that this calculation is compatible with the overall project.Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards.Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested In accordance with applicable ASTM standards.For current code evaluation reports,Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application,Input design loads,dimensions and support information have been provided by ForteWEB Software Operator A .0 SUSTAINABLE FORESTRY INITIATIVE Neyerhaeuser 1, wq ForteWEB Software Operator Job Notes 7/24/2019 9:59:32 PM UTC Benjamin James CG Engineering ForteWEB v2.1,Engine:V7.3.2.309,Data:V7.2.0.2 (425)778-8500 benj@cgengineering.com File Name: Centennial BLDG E Page 1/ 1 TECM MEMBER REPORT PASSED 3rd Floor,D12 1 piece(s)2 x 8 Hem-Fir No.2@ 16"OC Overall Length:10'7" 0 0 10, F All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal DeSign Results Actual @Location Allowed. Result' LDF Load:jCombmation(Pattern_) Syste� '' m•Foor Member Reaction(Ibs) 500 @ 3 1/2" 911(1.50") Passed(55%) 1.0 D+1.0 L(All Spans) Member Type:Joist Building Use:Residential Shear(Ibs) 440 @ 10 3/4" 1088 Passed(40%) 1.00 1.0 D+1.0 L(Ali Spans) Building Code:IBC 2015 Moment(Ft-Ibs) 1250 @ 5'3 1/2" 1284 Passed(97%) 1.00 1.0 D+1.0 L(All Spans) Design Methodology:ASO Live Load Defi.(in) 0.291 @ 5'3 1/2" 0.333 Passed(L/413) 1.0 D+1.0 L(All Spans) Total Load Defl.(in) 0.363 @ T 3 1/2" 0,500 Passed(L/330) 1.0 D+1.0 L(All Spans) TJ-ProT"Rating N/A N/A - • Deflection criteria:LL(L/360)and TL(L/240). •Top Edge Bracing(Lu):Top compression edge must be braced at 2'8"o/c unless detailed otherwise. • Bottom Edge Bracing(Lu):Bottom compression edge must be braced at 10'o/c unless detailed otherwise. •A 15%increase in the moment capacity has been added to account for repetitive member usage. •Applicable calculations are based on NOS. • No composite action between deck and joist was considered in analysis. Bearing Length Loads to Supports(Ibs) Supports Total_ Available Required Dead• Floor Live Total Accessories 1-Hanger on 7 1/4"HF beam 3.50" Hanger' 1.50" 106 423 529 See note' 2-Hanger on 7 1/4"HF beam 3.50" Hanger' 1.50" 106 423 529 See note' •At hanger supports,the Total Bearing dimension is equal to the width of the material that is supporting the hanger •'See Connector grid below for additional information and/or requirements. 7 Connector Simpson Stroh' Tie Support' Model, Seat Length Top Fasteners, face Fasteners Member Fasteners Accessories 1-Top Mount Hanger Connector not found N/A N/A N/A N/A 2-Top Mount Hanger Connector not found N/A N/A N/A N/A 'Dead Floor Live Verticai L08d ` Location(Side) Spacing (0.90) (1.00) Comments 1-Uniform(PSF) 0 to 10'7" 16" 15.0 60.0 Default Load We` erhaetiser Notes Weyerhaeuser warrants that the sizing of its products will be In accordance with Weyerhaeuser product design criteria and published design values.Weyerhaeuser expressly disclaims any other warranties related to the software.Use of this software Is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record,builder or framer is responsible to assure that this calculation is compatible with the overall project.Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards.Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASiM standards.For current code evaluation reports,Weyerhaeuser product literature and Installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application,input design loads,dimensions and support information have been provided by ForteWEB Software Operator • SUSTAINABLE FORESTRY INITIATIVE '... Weyerhaeuser op 5 ForteWEB Software Operator Job Notes 7/24/2019 10:00:11 PM UTC '.. Benjamin James CG Engineering ForteWEB v2.1,Engine:V7.3.2.309,Data:V7.2.0.2 (425)778-8500 benj@cgengineering.com File Name: Centennial BLDG E Page 1/ 1 CM 4 i T MEMBER REPORT PASSE® 3rd Floor,D33 1 piece(s)2 x 12 Hem-Fir No.2 @ 16"OC Overall Length;13'31/2" 0 0 13' Ifl All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal. -. _ :- DOSIgn Results, Actual @ iocat�on Allowed Resuit '. LOF Load:Combination(Pattern) ;. . System Floor Member Reaction(Ibs) 635 @ 3 1/2" 911(1.50") Passed(70%) -- 1.0 D+1.0 L(All Spans) Member Type:Joist Building Use:Residential Shear(Ibs) 542 @ V 2 3/4" 1688 Passed(32%) 1.00 1.0 D+1.0 L(All Spans) Building Code:IBC 2015 Moment(Ft-Ibs) 2019 @ 6'7 3/4" 2577 Passed(78%) 1.00 1.0 D+1.0 L(All Spans) Design Methodology:ASO Live Load Defl.(in) 0.203 @ 6'7 3/4" 0.424 Passed(L/752) -- 1.0 D+1.0 L(All Spans) Total Load Defl.(in) 0.254 @ 6'7 3/4" 1 0.635 Passed(L/601) 1.0 D+1.0 L(Ail Spans) TJ-ProT"Rating N/A N/A •Deflection criteria:LL(L/360)and TL(L/240). •Top Edge Bracing(Lu):Top compression edge must be braced at 5'1"o/c unless detailed otherwise. Bottom Edge Bracing(Lu);Bottom compression edge must be braced at 12'9"o/c unless detailed otherwise. •A 15%Increase in the moment capacity has been added to account for repetitive member usage. •Applicable calculations are based on NOS. • No composite action between deck and joist was considered in analysis. Bearing Length' Toads to,Siipports'(Ifis� $Upp_pr - - Total Available Required Dead Floor Live ,-Total: Accessories 1-Hanger on it 1/4"HF beam 3.50" Hanger' 1.50, 133 532 665 See note' 2-Hanger on 11 1/4"HF beam 3.50" Hanger' 1.50" 133 532 665 See note' •At hanger supports,the Total Bearing dimension is equal to the width of the material that is supporting the hanger •'See Connector grid below for additional information and/or requirements. Connector Slmpson Strong-Tie' Support, Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories 1-Top Mount Hanger Connector not found N/A N/A 2-Top Mount Hanger Connector not found N/A N/A N/A N/A Dead Floor Live VertlCa)LOad Location(Side) Spacing (0.90) ' (100) Comments' 1-Uniform(PSF) 10 to 13'3 1/2" 16" 15.0 60.0 Default Load We'erhaeuser.Not)-, . Weyerhaeuser warrants that the sizing of its products will be In accordance with Weyerhaeuser product design criteria and published design values.Weyerhaeuser expressly disclaims any other warranties related to the software.Use of this software Is not Intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record,builder or framer is responsible to assure that this calculation Is compatible with the overall project.Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards.Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested In accordance with applicable ASTM standards.For current code evaluation reports,Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library, The product application,input design loads,dimensions and support information have been provided by ForteWEB Software Operator l SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser I, opia ForteWEB Software Operator Job Notes 7/10/2019 7;10:03 PM UTC Benjamin James CG Engineering ForteWEB v2.1,Engine:V7.3.2.309,Data:V7.2.0.2 (425)778-8500 File Name: Centennial BLDG E benj@cgengineeCing.com Page 5/9 I—/ ®R1F MEMBER REPORT PidSSED Roof,RJl 1 piece(s)2 x 12 Hem-Fir No.2 @ 24"OC Sloped Length:21'3 3/8" + 0 0 12 f ..a- - 1T 6" 3' 0 All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal. Member Length:21'6 3/16" DeSI0 R@SUItS, Actual @ Location Allowed, Result. LDF Load:_'Combmation(Pattern), System;Roof Member Reaction(Ibs) 969 @ 1 7 3/4" 2192(3.50") Passed(44%) 1.0 D+1.0 S(AII Spans) Member Type:Joist 7' Building Use:Residential Shear(Ibs) 641 @ 16'7 1/16" 1941 Passed(33%) 1.15 1.0 D+1.0 S(All Spans) Building Code:IBC 2015 Moment(Ft-Ibs) 2951 @ 8'9" 2964 Passed(100%) 1.15 1.0 D+1.0 S(Alt Spans) Design Methodology:ASO Live Load Defl.(in) 0.461 @ 8'10 9/16" 0.899 Passed(L/468) 1.0 D+1.0 S(Alt Spans) Member Pitch:3/12 Total Load Defl.(in) 0.735 @ 8'10 3/8" 1 1.198 1 Passed(L/293) 1.0 D+1.0 S(Alt Spans) •Deflection criteria:LL(L/240)and TL(L/180), •Overhang deflection criteria;LL(2L/240)and TL(2L/180). •Top Edge Bracing(Lu):Top compression edge must be braced at 6"o/c unless detailed otherwise. •Bottom Edge Bracing(Lu):Bottom compression edge must be braced at 21'3"o/c unless detailed otherwise. •A 15%increase in the moment capacity has been added to account for repetitive member usage. •Applicable calculations are based on NDS. Bean ng Length - Loads to;Supports(Ibs) supports Total Available Required Dead Sriow Total Accgssones - _ 1-Beveled Plate-HF 3.50" 3.50" 1.50" 268 440 708 Blocking 2-Beveled Plate-HF 3.50" 3.50" 1.55" 370 599 969 Blocking •Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. - Dead Snow Vertical Load._` Locafimi(Side) §pacing (0 90) (1 15) Comments: 1-Uniform(PSF) 0 to 20'7 3/4" 24" 15.0 25.0 Default Load We erhaeuser.Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values.Weyerhaeuser expressly disclaims any other warranties related to the software.Use of this software is not Intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record,builder or framer is responsible to assure that this calculation is compatible with the overall project.Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards.Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards.For current code evaluation reports,Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application,input design loads,dimensions and support information have been provided by ForteWEB Software Operator 1 1 SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser ForteWEB software operator Job Notes 7/10/2019 7:10:03 PM UTC Benjamin James CG Engineering ForteWEB v2.1,Engine:V7.3.2.309,Data:V7.2.0.2 (425)778-8500 benj@cgengineering.com File Name: Centennial BLDG E Page 2/9 a F R MEMBER REPORT PASSE® Roof,RJ2 1 piece(s)1 3/4"x 11 1/4"2.0E Microllam@ LVL @ 24"OC Sloped Length:27'5 9/16" + + 0 - 0 12 �' r 3 2' 24'6" 0 All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal. Member Length:27'8 3/8" Oesigp Results Actual Location " ,Aitowed Result LDF LoadCombmation(Pattern)„ System.Roof Member Reaction(Ibs) 1157 @ 2' 2557(3.50") Passed(45%) 1.0 D+1.0 S(All Spans) Member Type:Joist Building Use:Residential Shear(Ibs) 910 @ 3'11/16" 4302 Passed(21%) 1.15 1.0 D+1.0 S(All Spans) Building Code:IBC 2015 Moment(Ft-Ibs) 5985 @ 14'3 5/16" 9650 Passed(62%) 1.15 1.0 D+1.0 S(Alt Spans) Design Methodology:ASO Live Load Defl.(in) 1.040 @ 14'2 13/16" 1.259 Passed(L/291) 1.0 D+1.0 S(Alt Spans) Member Pitch:3/12 Total Load Defl.(in) 1,678 @ 14'2 7/8" 1 1.679 1 Passed(L/180) 1.0 D+1.0 S(Alt Spans) • Deflection criteria:LL(L/240)and TL(L/180). •Overhang deflection criteria:LL(2L/240)and TL(2L/180).Upward deflection on left cantilever exceeds overhang deflection criteria. •Top Edge Bracing(Lu):Top compression edge must be braced at 6'5"o/c unless detailed otherwise. •Bottom Edge Bracing(Lu):Bottom compression edge must be braced at 27'6"o/c unless detailed otherwise. •A 4%increase in the moment capacity has been added to account for repetitive member usage. •Upward deflection on left cantilever exceeds 0.4". Bearing Length Loads to.Sgpports(Ibs) SUppOrts Total Available Required Dead Snow Total Accessarres 1-Beveled Plate-HE 3.50" 3.50" 1.58" 442 715 1157 Blocking '.. 2-Beveled Plate-HE 3.50" 3,50" 1.50" 382 619 1001 Blocking •Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Dead 'Snow Vertical Load Location(Side) Spacing (0 90), (1 15) Comments 1-Uniform(PSF) 0 to 26'7 3/4" 24" 15.0 25.0 Default Load 111/e' e'rhaeuser Notes'. Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values.Weyerhaeuser expressly disclaims any other warranties related to the software.Use of this software Is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction,The designer of record,builder or framer is responsible to assure that this calculation is compatible with the overall project.Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards.Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards.For current code evaluation reports,Weyerhaeuser product literature and installation details refer to www,weyerhaeuser.com/woodproducts/document-library. The product application,input design loads,dimensions and support information have been provided by ForteWEB Software Operator .0 SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser �t ear ForteWEB Software Operator Job Notes 7/10/2019 7:10:03 PM UTC Benjamin James CG Engineering ForteWEB v2.1,Engine:V7.3.2.309,Data:V7.2.0.2 (425)778-8500 benj@cgengineering.com File Name: Centennial BLDG E Page 3/9 e�]FORTFCM MEMBER REPORT PASSED Roof,RJ3 1 piece(s)1 3/4"x 11 1/4"2.0E Microllam®LVL @ 12"OC Sloped Length:32'71116" 0 0 Y i 12 rIt .i 2F 2' 30' All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal. Member Length:32'815/16" DCSIJt1 ReSUlts Actual @ Locaton Allowed Result LDF Load:Combination(Patteroj System:Roof _ __. _„ Member Reaction(Ibs) 685 @ 2' 2515(3.50") Passed(27%) -- 1.0 D+1.0 S(All Spans) Member Type:Joist Building Use:Residential Shear(Ibs) 561 @ 3'7/8" 4302 Passed(13%) 1.15 1.0 D+1.0 S(All Spans) Building code:IBC 2015 Moment(Ft-Ibs) 4477 @ 17-3/16" 9650 Passed(46%) 1.15 1.0 D+1.0 S(Alt Spans) Design Methodology:ASD Live Load Defl.(in) 1.129 @ 16'11 3/4" 1.518 Passed(L/323) -- 1.0 D+1.0 S(Alt Spans) Member Pitch:2/12 Total Load Defl.(in) 1.812 @ 16'it 13/16" 2.023 1 Passed(L/201) 1.0 D+1.0 S(Alt Spans) • Deflection criteria:LL(L/240)and TL(L/180). •Overhang deflection criteria:LL(2L/240)and TL(2L/180).Upward deflection on left cantilever exceeds overhang deflection criteria. •Top Edge Bracing(Lu):Top compression edge must be braced at 9'7"o/c unless detailed otherwise. • Bottom Edge Bracing(Lu):Bottom compression edge must be braced at 30'10"o/c unless detailed otherwise. •A 4%increase In the moment capacity has been added to account for repetitive member usage. Heanng_Length Coads to Supports_(Ita); SU o"rts Total Available Required Deatl Snow Total Accessories - 1-Beveled Plate-HF 3.50" 3.50" 1.50" 259 426 685 Blocking 2-Beveled Plate-HF 3.50" 3.50" 1.50" 230 379 609 Blocking •Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Dead � Snow Vertical LOad;3, Location(Side) ; Spacing (0.90) Comments s - 1-Uniform(PSF) 0 to 32'13/4" 12" 15.0 25.0 Default Load We`erhaetiser NoteS Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values.Weyerhaeuser expressly disclaims any other warranties related to the software.Use of this software Is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record,builder or framer is responsible to assure that this calculation is compatible with the overall project.Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards.Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards.For current code evaluation reports,Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application,Input design loads,dimensions and support information have been provided by ForteWEB Software Operator A .0 SUSTAINABLE FORESTRY INITIATIVE '... Weyerhaeuser I,o�� ForteWEB Software Operator Job Notes 7/10/2019 7:10:03 PM UTC Benjamin James CG Engineering ForteWEB v2.1,Engine:V7.3.2.309,Data:V7.2.0.2 (425)778-8500 File Name: Centennial BLDG E benj@cgengineering.com Page 4/9 COLUMN SCHEDULE COLUMN SIZE COLUMN SIZE MARK REMARKS 2x4 WALL 2x6 WALL Cl (2) 2x4 (2) 2x6 SEE NOTE 2 C2 (3) 2x4 (3) 2x6 SEE NOTE 2 C3 (4) 2x4 (4) 2x6 SEE NOTE 2 C4 4x6 DF#2 46 DF#2 - C5 48 DF#2 6x6 DF#2 - C6 410 DF#2 6x8 DF#2 - C7 6x10 DF#2 6x10 DF#2 - C8 (3) 1 1/2" x 5 1/2" LSL - C9 5 1/8" x 6" GLB - C10 5 1/8" x 7 1/2" GLB - C11 HSS5x5x5/16 HSS5x5x5/16 PL 3/4" x 6 x 0'-11" NOTES: 1. REFER TO THE LATEST SIMPSON STRONG-TIE CATALOG FOR PRE-FABRICATED CONNECTION INSTALLATION REQUIREMENTS. 2. MULTIPLE STUD COLUMNS SHALL USE GRADE OF STUD INDICATED ON WALL FRAMING SCHEDULE. REFER TO TYPICAL DETAILS FOR FABRICATION OF MULTIPLE STUD COLUMNS. 3. CONTRACTOR TO PROVIDE BLOCKING EQUALTO COLUMN DIMENSIONS ATJOIST SPACE BELOW ALL COLUMNS. Gravity- Column Desil4n Summary Material: DF Height: 10'-0" BOLD =Controls Column Size Capacity Sill Column Size Capacity Sill Mark 2x4 Wall (kips) (kips) 2x6 Wall (kips) (Dips) C1 (2)2x4 3.3 7.3 (2)2x6 9.8 11 C2 (3)2x4 5.0. 10.7 (3)2x6 14.8 16.5 C3 (4)2x4 6.7 13.1 (4)2x6 19.7 20.6 C4 4x6 7.3 12.9 4x6 7.3 12.9 C5 4x8 9.6 15.9 6x6 15.6 - C6 4x10 12.1 20.2 6x8 20.6 24.9 C7 6x10 23.9 - 6x10 23.9 - Material: Engineered Lumber Height: Varies 10'Height % Mark Column Size Material (kips) Stressed C8 (3) 1-1/2x5-1/2 LSL 17.5 97 C9 5-1/8x6 GLB 32.0 98 C10 5-1/8x7-1/2 GLB 40.0 98 C11 HSS 5x5x5/16 STEEL 57 99 Description By BTJ Date 7/10/19 Checked Date Gravity loads ENGINEERING Scale Sheet No. 250 4th Ave South Project Job No. Suite 200 Centennial Park 18386.10 l'o- / Edmonds,WA 98020 DF Column & DF Sill Plate Capacity TABLE IBC 2015, NDS 2015 Date modified 10-2-14 6 7 8 9 10 11 12 13 14 15 16 2 DF stud rI 18 60 46 14 i"P 80 6 8 826 3;367, -2 QTP PSILL 147 9 2,398� 6.dii rut '3i646 3,143 734 (3)JZ QFStU , 0 T".?39 0 :4,?TO' PSILL (4)2x4 DF Sud 13,603 ;11,561 9,652 , 8.0.. ,- �.-6,734 5,693 A 860 4,196 3i 3 97 8 6': PSILL 13,125 - ' (2)3x4 DF Stud M' U 1 3 4J4 4 ,�- 492 iP60 PSILL - 2 7 14 2 :110304V m 8417:�:, '7,1,16-, TO PSILL 16,406 1,6i 6359 7 12.,8 2b �A2�291 -11"0 "A 1 0- 9,8AM -(2)�?WPF S 8jM8, 62 7,128 PSILL 11,016 11,016 11,016 ;79 , 13,362,� ,973� 10,68_: 9,6181, 8526 A4 1 A'i' 3j - -DF- :S� I 4 �-?,40 �4_ 1A 24-r', - I - ,6169 7,642 PSILL 16,623 16,623 16,523 i 2t -,1,�;-t -x:6' 1 §,96 4 (4)2 DF tud :25,QW� �,24�57 3.202 A 9,722, 17,8,6-, 11 -4 9, IAI AI,1367; 90 PSILL 20,625 20,626 20,625 20,625 - ".6 4 'bF# 4�, _04 P PSILL 12,862 12,852 6, �48 -i�l 11�601 9,694 8,042 6: 2, 5,861 83 4 839 1;7--,6119-, 14j' '7448 3,924 PSILL 15,859 15,859 Q i�27;�4 O�, 2,2�0p, ViW 6�,� '12,108, 0,2g7l �8 8 :7,462 �.6 474. 4xIO' �; 7 1 516,67 5 0'. PSILL 20,234 20,234 11,86 �A 0,A7. -61 4.463 6X-6 D P,#2 1,9fflB :A PSILL .2 72. 22-j2`88" 20,642, 18,870 083",-25,.00, 80k� 3, '1 :,17 11,156 PSILL 24,922 96 -26;tU, 20 "1 8, 1-6,885 5,28 6, 3-j435 621 17,7 5, 0 :23,929 :2�iM 14' Q PSILL Description By BTj Date 06/20/19 Wood Column Capacity Table Checked Date ENGINEERING Scale Sheet No. 250 4th Ave. Centennial South Project Ctial Park Job No. Suite 200 18386.10 0 3p Title Block Line 1 Project Title: You can changes this area Engineer: Project ID: using the"Settings"menu item Project Descr and then using the"Printing& Title Block"selection. Title Block Line 6 Pdnted:7 JUL 2016,6:10PM Cll n 14 Projects114020 Reserve at Lynnwood\_StructurallEngineenng\GravitylColumn Design\Steel Column Des1gn.ec6 ENERCALC,INC.1983-2016,Build:6.16.5.11,Vec6.16.5,11 Description; HSS 5x5x5/16-9'SINGLE STORY Code References Calculations per AISC 360-10, IBC 2012, CBC 2013,ASCE 7-10 Load Combinations Used : IBC 2012 General Information Steel Section Name: HSS5x5x5/l6 Overall Column Height 9.0 ft Analysis Method: Allowable Strength Top&Bottom Fixity Top&Bottom Pinned Steel Stress Grade Brace condition for deflection(buckling)along columns Fy:Steel Yield 46.0 ksi X-X(width)axis: E:Elastic Bending Modulus 29,000.0 ksi Unbraced Length for X-X Axis buckling=9.0 ft,K=1.0 Y-Y(depth)axis: Unbraced Length for Y-Y Axis buckling=9.0 ft,K=1.0 Applied Loads Service loads entered.Load Factors will be applied for calculations. Column self weight included:171.289 Ibs*Dead Load Factor AXIAL LOADS,,. Axial Load at 9.0 ft,Xecc=2.50 in,D=57.0 k DESIGN SUMMARY Bending &Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.9890 :1 Maximum SERVICE Load Reactions.. Load Combination +D+H Top along X-X 1.319 k Location of max.above base 8.940 ft Bottom along X-X 1.319 k At maximum location values are... Top along Y-Y 0.0 k Pa:Axial 57.171 k Bottom along Y-Y 0.0 k Pn/Omega:Allowable_ 116.583 k Ma-x:Applied 0.0 k-ft Maximum SERVICE Load Deflections... M Along Y Y 0.0 in at O.Oft above base n-x/Omega:Allowable 21,026 k-ft for load combination; Ma-y:Applied 11.795 k-ft Mn-y/Omega:Allowable 21.026 k-ft Along X-X 0.1952 in at 5.255ft above base for load combination:+D+H PASS Maximum Shear Stress Ratio= 0.03324 :1 Load Combination +D+H Location of max.above base 0.0 ft At maximum location values are... Va:Applied 1.319 k Vn/Omega:Allowable 39.696 k BEARING WALL TABLE IBC 2015, NDS 2015 Date modified 10-2-14 ALLOWABLE LOAD (PLF) 8ft 9ft loft STUD 8"O.C. 12"O.C. 16"O.C. 8"O.C. 12"O.C. 16"O.C. 8"O.C. 12'.'O.C. 16"O.C. V64—0 2x4 HF#2 3704 2469 1852 2991 1994 1496 2458 1639 1229 -x UHF Cffl 11 U MR- 2x4 DF Stud Grade 3620 2413 1810 3014 2010 1507 2525 1683 1263 4�a- MGM 2X4 DF#1 4808 3205 2404 3901 2601 1950 32.15 2143 1607 fflF SudGrade5318 3546 2659 4401 J T2934 2200 3A HF#2 6113 4075 3056 4986 3324 2493 4097 2732 2049 ��'M V 10 3x4 DF Stud Grade 6033 4022 3016 5024 3349 2512 4209 2806 2104 :761-4 'k-I'MR RT 3A DF#1 8013 5342 4007 6501 4334 3251 5358 3572 2679 mw�atle III6265 X 3177 313Z MERMMMM42 2x6 HF#2 6265 4177 3132 6265 4177 3132 6265 4177 3132 Rg��I=17 2x6 DF Stud Grade 8701 5800 4350 8084 5390 4042 7396 4930 3698 An -3 2x6 DF#1 9668 6445 4834 9668 6445 4834 9668 6445 4834 Notes: 1.This table assumes that the studs are braced by either sheathing or gypsum wall board. 2.Values shown are in plf and represent 100%bearing capacity based on the Dec.2000 report by the American Forest and Paper Association of tests conducted on fire rated wall assemblies. 3.Bold and italicized values are controlled by bottom plate bearing capacity. 4.All DF studs assume a DF bottom plate. 5.All appropriate CF and Cb factors have been included. 6.Engineer should apply the Ci factor to the allowable loads shown when pressure treated studs are necessary. 7.Engineer should consider out of Plane loads where appropriate. IdpNoomb. Description By BTU Date 07/10/19 Bearing Wall Capacity Table Checked Date eNGINIECERING Scale Sheet No. 250 4th Ave.South Suite 200 Project Centennial Park Job No. 3q- Edmonds,WA 98020 18386.10 Gravity-Footing Desir4n Summary Cone. Density= 145 pef f c= 4000 psi Allowable Bearing Pressure= 2000 psf Footing Summary Beaing : Shear Sliear Mark'` Foam`* Size Pn " Bearing' Ratio Ratio Ratio . op"klf)_ (psf), (two,way) (one,Wvay) FIC P-6"x P-0"DEEP 2.78 2000 100.00% - - x CONTINUOUS 2!0"x2:--0" F2 8 2000 100.00% x,I 0„DEEP F2C 2'-0"x I'-0"DEEP 3.71 2000 100.00% - - x CONTINUOUS -,O'f x 3 f_0 f, . F3 18 2600 100 00% 24 68% : 15.94% x DEEP F3C Y-0"x 1'-O"DEEP 5.57 2000 100.00% - - x CONTINUOUS =0"x 4L 0,� F,4 32 2000 : 100.00% 4.6.75% 29;61% 4' x'1'-6°DEEP FS 5'-0"x S'-O" 50 2000 100.00% 52.41% 31.68% x 1'-2"DEEP 6'-0"x 6'-0" F6 - 72 2000 100.00% 77.00% 42.86% x 1-2"DEEP F7 T-0"x T-0" 98 2000 100.00% 78.45% 42.57% x 1'-4"DEEP 8'-0"x 8'-0" F8 128 2000 100.006/6 79.60% 42.36% x 1'-6"DEEP F9 9'-O"x 9'-0" 162 2000 100.00% 80.54% 42.20% x 1'-8"DEEP 10'--0"x IW O" FIO 260 2000 100.00% 67.226/o 36.11% x 2'--0"DEEP FII 11'-0"x 11'-O" 242 2000 100.00% 81.98% 41.97% x 2'-O"DEEP 12'-0"z 12'-0" F12 288 2000. 100.00% 82.54% 41.88% x 2'-2"DEEP *Notes: 1. Load was assumed to act on a 4"x4" square column 2. Refer to Geotechnical report for allowable bearing capacity Description By BTJ... Date 7/24/1 _ .._., Footing Design checked Date ENGINEERING Scale Sheet No. 250 4th Ave South Project Job No. 35 Suite 200 Centennial Park 18386.10 O Edmonds, WA 98020 Use menu item Settings>Printing&Title Block Title 4'w/no seismic Page: 1 to set these five lines of information Job#: Dsgnr: Date: 8 AUG 2019 for your program. Description.... 4'w/no seismic This Wall in File: r:\_2018 projects\18386 centennial park\_structural\engineering\site wall.rpx.RPX RetainPro(c)1987-2016, Build 11.16.07.15 License:KW-06058761 Cantilevered Retaining Wall Code: IBC 2015,AC1 318-14,ACI 530-13 License To: CG ENGINEERING Criteria Soil Data Retained Height = 4.00 ft Allow Soil Bearing = 2,000.0 psf Wall height above soil = 0.00 ft Equivalent Fluid Pressure Method Active Heel Pressure - 35.0 psf/ft Slope Behind Wall = 0.00 = Height of Soil over Toe = 6.00 in Passive Pressure = 300.0 psf/ft Water height over heel = 0.0 ft Soil Density, Heel = 110.00 pcf Soil Density,Toe = 0.00 pcf FootingIlSoil Friction = 0.350 Soil height to ignore for passive pressure = 12.00 in Surcharge Loads Lateral Load Applied to Stem Adjacent Footing Load Surcharge Over Heel = 40.0 psf Lateral Load = 0.0#/ft Adjacent Footing Load = 0.0 Ibs Used To Resist Sliding&Overturning ...Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 40.0 ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning Load Type = Wind(W) Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem (Service Level) Footing Type Line Load Base Above/Below Soil _ 0.0 ft Axial Dead Load = 0.0 Ibs Wind on Exposed Stem = 0.0 psf at Back of Wall Axial Live Load = 0.0 Ibs (Service Level) Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in Design Summary Stem Construction Bottom Stem OK Wall Stability Ratios Design Height Above Ftg ft= 0.00 Overturning = 1.65 OK Wall Material Above"Ht" = Concrete Slab Resists All Sliding ! Design Method = LRFD Thickness = 8.00 Total Bearing Load = 1,152 Ibs Rebar Size = # 5 ...resultant ecc. = 7.02 in Rebar Spacing = 12.00 Soil Pressure @Toe = 1,535 psf OK Rebar Placed at = Center Design Data Soil Pressure @ Heel = 0 psf OK - fb/FB+fa/Fa - 0.150 Allowable = 2,000 psf Total Force @ Section Soil Pressure Less Than Allowable ACI Factored @ Toe = 2,149 psf Service Level Ibs= ACI Factored @ Heel = 0 psf Strength Level Ibs= 529.5 Footing Shear @ Toe = 0.1 psi OK Moment....Actual Footing Shear @Heel = 5.5 psi OK Service Level ft-#=Strength Level ft-#= 760.2 Allowable = 75.0 psi Sliding Calcs Moment.....Allowable = 5,069.7 Lateral Sliding Force 501.1 Ibs Service Level psi= Strength Level psi= 11.0 Shear.....Allowable psi= 75.0 Anet(Masonry) in2= Rebar Depth 'd' in= 4.00 Masonry Data fm psi= Fs psi= Solid Grouting = Vertical component of active lateral soil pressure IS Modular Ratio'n' _ considered in the calculation of soil bearing pressures. Wall Weight psf= 100.0 Load Factors Short Term Factor = Building Code IBC 2015,ACI Equiv.Solid Thick. _ Dead Load 1.200 Masonry Block Type = Medium Weight Live Load 1.600 Masonry Design Method = ASD Earth, H 1.600 Concrete Data Wind,W 1.000 f'c psi= 2,500.0 Seismic, E 1.000 Fy psi= 60,000.0 Use menu item Settings>Printing&Title Block Title 4'w/no seismic Page: 2 to set these five lines of information Job#: Dsgnr: Date: 8 AUG 2019 for your program. Description.... 4'w/no seismic This Wall in File: r:\_2018 projects\18386 centennial park\_structural\engineering\site wall.rpx.RPX RetainPro(c)1987-2016, Build 11.16.07.15 License:KW-06058761 Cantilevered Retaining Wall Code: IBC 2015,AC1 318-14,ACI 530-13 License To: CG ENGINEERING Concrete Stem Rebar Area Details Bottom Stem Vertical Reinforcing Horizontal Reinforcing As(based on applied moment): 0.0459 in2/ft (4/3)*As: 0.0612 in2/ft Min Stem T&S Reinf Area 0.768 in2 200bd/fy:200(12)(4)/60000: 0.16 in2/ft Min Stem T&S Reinf Area per ft of stem Height:0.192 in2/ft 0.0018bh :0.0018(12)(8): 0.1728 in2/ft Horizontal Reinforcing Options: One layer of: Two layers of Required Area: 0.1728 in2/ft #4@ 12.50 in #4@ 25.00 in Provided Area : 0.31 in2/ft #5@ 19.38 in #5@ 38.75 in Maximum Area: 0.5419 in2/ft #6@ 27.50 in #6@ 55.00 in Footing Dimensions &Strengths Footing Design Results Toe Width = 0.67 ft Toe Heel Heel Width = 1.50 Factored Pressure = 2,149 0 psf Total Footing Width = 2.17 Mu': Upward = 411 1 ft-# Footing Thickness = 12.00 in Mu': Downward = 70 268 ft-# Mu: Design = 341 267 ft-# Key Width = 0.00 in Actual 1-Way Shear = 0.12 5.47 psi Key Depth = 0.00 in Allow 1-Way Shear = 75.00 75.00 psi Key Distance from Toe = 0.00 ft Toe Reinforcing = None Spec'd f'c = 2,500 psi Fy = 60,000 psi Heel Reinforcing = None Spec'd Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min.As% = 0.0018 Other Acceptable Sizes&Spacings Cover @ Top 2.00 @ Btm: 3.00 in Toe: #4@ 9.26 in,#5@ 14.35 in,#6@ 20.37 in,#7@ 27.78 in,#8@ 36.57 in,#9@ 46 Heel: Not req'd:Mu<phi*5*lambda*sgrt(fc)*Sm Key: No key defined Min footing T&S reinf Area 0.56 in2 Min footing T&S reinf Area per foot 0.26 in2 ft If one layer of horizontal bars: If two layers of horizontal bars: #4@ 9.26 in #4@ 18.52 in #5@ 14.35 in #5@ 28.70 in #6@ 20.37 in #6@ 40.74 in Summary of Overturning & Resisting Forces & Moments .....OVERTURNING..... .....RESISTING..... Force Distance Moment Force Distance Moment Item Ibs ft ft-# Ibs ft ft-# Heel Active Pressure = 437.5 1.67 729.2 Soil Over Heel = 366.7 1.75 642.9 Surcharge over Heel = 63.6 2.50 159.1 Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = 33.3 1.75 58.4 Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= Load @ Stem Above Soil= *Axial Live Load on Stem = Soil Over Toe = 0.34 Surcharge Over Toe = 26.8 0.34 9.0 Total 501.1 O.T.M. 888.3 Stem Weight(s) = 400.0 1.00 401.3 Earth @ Stem Transitions= Footing Weighl = 325.5 1.09 353.2 Resisting/Overturning Ratio = 1.65 Key Weight = Vertical Loads used for Soil Pressure= 1,152.3 Ibs Vert.Component = 2.17 Total= 1,152.3 Ibs R.M.= 1,464.8 *Axial live load NOT included in total displayed,or used for overturning resistance, but is included for soil pressure calculation. Vertical component of active lateral soil pressure IS considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS considered in the calculation of Overturning Resistance. Use menu item Settings>Printing&Title Block Title 4'w/no seismic Page: 3 to set these five lines of information Job#: Dsgnr: Date: 8 AUG 2019 for your program. Description.... 4'w/no seismic This Wall in File: r:\_2018 projects\18386 centennial park\_structural\engineering\site wall.rpx.RPX RetainPro(c)1987-2016, Build 11.16.07.15 License:KW-06058761 Cantilevered Retaining Wall Code: IBC 2015,AC1 318-14,ACI 530-13 License To: CG ENGINEERING Tilt Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Defl @ Top of Wall(approximate only) 0.079 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. Use menu item Settings>Printing&Title Block Title 4'w/seismic Page: 1 to set these five lines of information Job#: Dsgnr: Date: 8 AUG 2019 for your program. Description.... 4'w/seismic This Wall in File: r:\_2018 projects\18386 centennial park\_structural\engineering\site wall.rpx.RPX RetainPro(c)1987-2016, Build 11.16.07.15 License:KW-06058761 Cantilevered Retaining Wall Code: IBC 2015,AC1 318-14,ACI 530-13 License To: CG ENGINEERING Criteria Soil Data Retained Height = 4.00 ft Allow Soil Bearing = 2,666.0 psf Wall height above soil = 0.00 ft Equivalent Fluid Pressure Method Active Heel Pressure - 35.0 psf/ft Slope Behind Wall = 0.00 = Height of Soil over Toe = 6.00 in Passive Pressure = 300.0 psf/ft Water height over heel = 0.0 ft Soil Density, Heel = 110.00 pcf Soil Density,Toe = 0.00 pcf FootingIlSoil Friction = 0.350 Soil height to ignore for passive pressure = 12.00 in Surcharge Loads Lateral Load Applied to Stem Adjacent Footing Load Surcharge Over Heel = 40.0 psf Lateral Load = 0.0#/ft Adjacent Footing Load = 0.0 Ibs Used To Resist Sliding&Overturning ...Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 40.0 ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning Load Type = Wind(W) Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem (Service Level) Footing Type Line Load Base Above/Below Soil _ 0.0 ft Axial Dead Load = 0.0 Ibs Wind on Exposed Stem = 0.0 psf at Back of Wall Axial Live Load = 0.0 Ibs (Service Level) Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in Earth Pressure Seismic Load Method : Uniform Uniform Seismic Force = 60.000 Multiplier Used = 12.000 Total Seismic Force = 300.000 (Multiplier used on soil density) Design Summary Stem Construction Bottom Stem OK Wall Stability Ratios Design Height Above Ftg ft= 0.00 Overturning = 1.51 OK Wall Material Above"Ht" = Concrete Slab Resists All Sliding ! Design Method = LRFD Thickness = 8.00 Total Bearing Load = 1,320 Ibs Rebar Size = # 5 ...resultant ecc. = 9.51 in Rebar Spacing = 12.00 Soil Pressure @Toe = 1,627 psf OK Rebar Placed at = Center Soil Pressure @ Heel = 0 psf OK Design Data - fb/FB+fa/Fa - 0.245 Allowable = 2,666 psf Total Force @ Section Soil Pressure Less Than Allowable ACI Factored @ Toe = 2,278 psf Service Level Ibs= ACI Factored @ Heel = 0 psf Strength Level Ibs= 769.5 Footing Shear @ Toe = 5.0 psi OK Moment....Actual Service Level ft-#= Footing Shear @Heel 6.8 psi OK Strength Level ft-#= 1,240.2 Allowable = 75.0 psi Sliding Calcs Moment.....Allowable = 5,069.7 Lateral Sliding Force = 711.1 Ibs Service Level psi= Strength Level psi= 16.0 Shear.....Allowable psi= 75.0 Anet(Masonry) in2= Rebar Depth 'd' in= 4.00 Masonry Data f'm psi= Fs psi= Solid Grouting = Vertical component of active lateral soil pressure IS Modular Ratio'n' _ considered in the calculation of soil bearing pressures. Wall Weight psf- 100.0 Load Factors Short Term Factor = Building Code IBC 2015,ACI Equiv.Solid Thick. _ Dead Load 1.200 Masonry Block Type = Medium Weight Live Load 1.600 Masonry Design Method = ASD Earth, H 1.600 Concrete Data Wind,W 1.000 f'c psi= 2,500.0 Seismic, E 1.000 Fy psi= 60,000.0 Use menu item Settings>Printing&Title Block Title 4'w/seismic Page: 2 to set these five lines of information Job#: Dsgnr: Date: 8 AUG 2019 for your program. Description.... 4'w/seismic This Wall in File: r:\_2018 projects\18386 centennial park\_structural\engineering\site wall.rpx.RPX RetainPro(c)1987-2016, Build 11.16.07.15 License:KW-06058761 Cantilevered Retaining Wall Code: IBC 2015,AC1 318-14,ACI 530-13 License To: CG ENGINEERING Concrete Stem Rebar Area Details Bottom Stem Vertical Reinforcing Horizontal Reinforcing As(based on applied moment): 0.0749 in2/ft (4/3)*As: 0.0998 in2/ft Min Stem T&S Reinf Area 0.768 in2 200bd/fy:200(12)(4)/60000: 0.16 in2/ft Min Stem T&S Reinf Area per ft of stem Height:0.192 in2/ft 0.0018bh :0.0018(12)(8): 0.1728 in2/ft Horizontal Reinforcing Options: One layer of: Two layers of Required Area: 0.1728 in2/ft #4@ 12.50 in #4@ 25.00 in Provided Area : 0.31 in2/ft #5@ 19.38 in #5@ 38.75 in Maximum Area: 0.5419 in2/ft #6@ 27.50 in #6@ 55.00 in Footing Dimensions &Strengths Footing Design Results Toe Width = 1.00 ft Toe Heel Heel Width = 1.67 Factored Pressure = 2,278 0 psf Total Footing Width = 2.67 Mu': Upward = 905 0 ft-# Footing Thickness = 12.00 in Mu': Downward = 155 386 ft-# Mu: Design = 750 386 ft-# Key Width = 0.00 in Actual 1-Way Shear = 4.98 6.77 psi Key Depth = 0.00 in Allow 1-Way Shear = 75.00 75.00 psi Key Distance from Toe = 0.00 ft Toe Reinforcing = #4 @ 9.26 in f'c = 2,500 psi Fy = 60,000 psi Heel Reinforcing = None Spec'd Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min.As% = 0.0018 Other Acceptable Sizes&Spacings Cover @ Top 2.00 @ Btm: 3.00 in Toe: #4@ 9.26 in,#5@ 14.35 in,#6@ 20.37 in,#7@ 27.78 in,#8@ 36.57 in,#9@ 46 Heel: Not req'd:Mu<phi*5*lambda*sgrt(fc)*Sm Key: No key defined Min footing T&S reinf Area 0.69 in2 Min footing T&S reinf Area per foot 0.26 in2 ft If one layer of horizontal bars: If two layers of horizontal bars: #4@ 9.26 in #4@ 18.52 in #5@ 14.35 in #5@ 28.70 in #6@ 20.37 in #6@ 40.74 in Summary of Overturning & Resisting Forces & Moments .....OVERTURNING..... .....RESISTING..... Force Distance Moment Force Distance Moment Item Ibs ft ft-# Ibs ft ft-# Heel Active Pressure = 437.5 1.67 729.2 Soil Over Heel = 440.1 2.17 953.7 Surcharge over Heel = 63.6 2.50 159.1 Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = 40.0 2.17 86.7 Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= Load @ Stem Above Soil= *Axial Live Load on Stem = Seismic Earth Load = 210.0 2.50 525.0 Soil Over Toe = 0.50 Surcharge Over Toe = 40.0 0.50 20.0 Total 711.1 O.T.M. 1,413.3 Stem Weight(s) = 400.0 1.33 533.3 Earth @ Stem Transitions= Footing Weighl = 400.1 1.33 533.5 Resisting/Overturning Ratio = 1.51 Key Weight = Vertical Loads used for Soil Pressure= 1,320.2 Ibs Vert.Component = 2.67 Total= 1,320.2 Ibs R.M.= 2,127.2 If seismic is included,the OTM and sliding ratios *Axial live load NOT included in total displayed,or used for overturning be 1.1 per section 1807.2.3 of IBC 2009 or IBC 201 resistance, but is included for soil pressure calculation. Vertical component of active lateral soil pressure IS considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS considered in the calculation of Overturning Resistance. Use menu item Settings>Printing&Title Block Title 4'w/seismic Page: 3 to set these five lines of information Job#: Dsgnr: Date: 8 AUG 2019 for your program. Description.... 4'w/seismic This Wall in File: r:\_2018 projects\18386 centennial park\_structural\engineering\site wall.rpx.RPX RetainPro(c)1987-2016, Build 11.16.07.15 License:KW-06058761 Cantilevered Retaining Wall Code: IBC 2015,AC1 318-14,ACI 530-13 License To: CG ENGINEERING Tilt Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Defl @ Top of Wall(approximate only) 0.068 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. Use menu item Settings>Printing&Title Block Title 6'w/no seismic Page: 1 to set these five lines of information Job#: Dsgnr: Date: 8 AUG 2019 for your program. Description.... 6'w/no seismic This Wall in File: r:\_2018 projects\18386 centennial park\_structural\engineering\site wall.rpx.RPX RetainPro(c)1987-2016, Build 11.16.07.15 License:KW-06058761 Cantilevered Retaining Wall Code: IBC 2015,AC1 318-14,ACI 530-13 License To: CG ENGINEERING Criteria Soil Data Retained Height = 6.00 ft Allow Soil Bearing = 2,000.0 psf Wall height above soil = 0.00 ft Equivalent Fluid Pressure Method Active Heel Pressure - 35.0 psf/ft Slope Behind Wall = 0.00 = Height of Soil over Toe = 6.00 in Passive Pressure = 300.0 psf/ft Water height over heel = 0.0 ft Soil Density, Heel = 110.00 pcf Soil Density,Toe = 0.00 pcf FootingIlSoil Friction = 0.350 Soil height to ignore for passive pressure = 12.00 in • • es • • Surcharge Loads Lateral Load Applied to Stem Adjacent Footing Load Surcharge Over Heel = 40.0 psf Lateral Load = 0.0#/ft Adjacent Footing Load = 0.0 Ibs Used To Resist Sliding&Overturning ...Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 40.0 ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning Load Type = Wind(W) Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem (Service Level) Footing Type Line Load Base Above/Below Soil _ 0.0 ft Axial Dead Load = 0.0 Ibs Wind on Exposed Stem = 0.0 psf at Back of Wall Axial Live Load = 0.0 Ibs (Service Level) Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in Design Summary Stem Construction Bottom Stem OK Wall Stability Ratios Design Height Above Ftg ft= 0.00 Overturning = 1.88 OK Wall Material Above"Ht" = Concrete Slab Resists All Sliding ! Design Method = LRFD Thickness = 8.00 Total Bearing Load = 2,236 Ibs Rebar Size = # 5 ...resultant ecc. = 8.64 in Rebar Spacing = 12.00 Soil Pressure @Toe = 1,646 psf OK Rebar Placed at = Center Design Data Soil Pressure @ Heel = 0 psf OK - fb/FB+fa/Fa - 0.470 Allowable = 2,000 psf Total Force @ Section Soil Pressure Less Than Allowable ACI Factored @ Toe = 2,305 psf Service Level Ibs= ACI Factored @ Heel = 0 psf Strength Level Ibs= 1,130.2 Footing Shear @ Toe = 5.3 psi OK Moment....Actual Service Level ft-#= 75 Allowable .0 psi Footing Shear @Heel = .3 psi OK Strength Level ft-#= 2,382.5 = 75 Sliding Calcs Moment.....Allowable = 5,069.7 Lateral Sliding Force 946.6 Ibs Service Level psi= Strength Level psi= 23.5 Shear.....Allowable psi= 75.0 Anet(Masonry) in2= Rebar Depth 'd' in= 4.00 Masonry Data fm psi= Fs psi= Solid Grouting = Vertical component of active lateral soil pressure IS Modular Ratio'n' _ considered in the calculation of soil bearing pressures. Wall Weight psf= 100.0 Load Factors Short Term Factor = Building Code IBC 2015,ACI Equiv.Solid Thick. _ Dead Load 1.200 Masonry Block Type = Medium Weight Live Load 1.600 Masonry Design Method = ASD Earth, H 1.600 Concrete Data Wind,W 1.000 f'c psi= 2,500.0 Seismic, E 1.000 Fy psi= 60,000.0 Use menu item Settings>Printing&Title Block Title 6'w/no seismic Page: 2 to set these five lines of information Job#: Dsgnr: Date: 8 AUG 2019 for your program. Description.... 6'w/no seismic This Wall in File: r:\_2018 projects\18386 centennial park\_structural\engineering\site wall.rpx.RPX RetainPro(c)1987-2016, Build 11.16.07.15 License:KW-06058761 Cantilevered Retaining Wall Code: IBC 2015,AC1 318-14,ACI 530-13 License To: CG ENGINEERING Concrete Stem Rebar Area Details Bottom Stem Vertical Reinforcing Horizontal Reinforcing As(based on applied moment): 0.1438 in2/ft (4/3)*As: 0.1918 in2/ft Min Stem T&S Reinf Area 1.152 in2 200bd/fy:200(12)(4)/60000: 0.16 in2/ft Min Stem T&S Reinf Area per ft of stem Height:0.192 in2/ft 0.0018bh :0.0018(12)(8): 0.1728 in2/ft Horizontal Reinforcing Options: One layer of: Two layers of Required Area: 0.16 in2/ft #4@ 12.50 in #4@ 25.00 in Provided Area : 0.31 in2/ft #5@ 19.38 in #5@ 38.75 in Maximum Area: 0.5419 in2/ft #6@ 27.50 in #6@ 55.00 in Footing Dimensions &Strengths Footing Design Results Toe Width = 1.00 ft Toe Heel Heel Width = 2.25 Factored Pressure = 2,305 0 psf Total Footing Width = 3.25 Mu': Upward = 1,011 163 ft-# Footing Thickness = 12.00 in Mu': Downward = 155 1,299 ft-# Mu: Design = 856 1,135 ft-# Key Width = 0.00 in Actual 1-Way Shear = 5.29 10.29 psi Key Depth = 0.00 in Allow 1-Way Shear = 75.00 75.00 psi Key Distance from Toe = 0.00 ft Toe Reinforcing = #4 @ 9.26 in f'c = 2,500 psi Fy = 60,000 psi Heel Reinforcing = None Spec'd Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min.As% = 0.0018 Other Acceptable Sizes&Spacings Cover @ Top 2.00 @ Btm: 3.00 in Toe: #4@ 9.26 in,#5@ 14.35 in,#6@ 20.37 in,#7@ 27.78 in,#8@ 36.57 in,#9@ 46 Heel: Not req'd:Mu<phi*5*lambda*sgrt(fc)*Sm Key: No key defined Min footing T&S reinf Area 0.84 in2 Min footing T&S reinf Area per foot 0.26 in2 ft If one layer of horizontal bars: If two layers of horizontal bars: #4@ 9.26 in #4@ 18.52 in #5@ 14.35 in #5@ 28.70 in #6@ 20.37 in #6@ 40.74 in Summary of Overturning & Resisting Forces & Moments .....OVERTURNING..... .....RESISTING..... Force Distance Moment Force Distance Moment Item Ibs ft ft-# Ibs ft ft-# Heel Active Pressure = 857.5 2.33 2,000.8 Soil Over Heel = 1,045.0 2.46 2,569.0 Surcharge over Heel = 89.1 3.50 311.8 Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = 63.3 2.46 155.7 Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= Load @ Stem Above Soil= *Axial Live Load on Stem = Soil Over Toe = 0.50 Surcharge Over Toe = 40.0 0.50 20.0 Total 946.6 O.T.M. 2,312.7 Stem Weight(s) = 600.0 1.33 800.0 Earth @ Stem Transitions= Footing Weighl = 487.5 1.63 792.2 Resisting/Overturning Ratio = 1.88 Key Weight = Vertical Loads used for Soil Pressure= 2,235.8 Ibs Vert.Component = 3.25 Total= 2,235.8 Ibs R.M.= 4,336.8 *Axial live load NOT included in total displayed,or used for overturning resistance, but is included for soil pressure calculation. Vertical component of active lateral soil pressure IS considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS considered in the calculation of Overturning Resistance. Use menu item Settings>Printing&Title Block Title 6'w/no seismic Page: 3 to set these five lines of information Job#: Dsgnr: Date: 8 AUG 2019 for your program. Description.... 6'w/no seismic This Wall in File: r:\_2018 projects\18386 centennial park\_structural\engineering\site wall.rpx.RPX RetainPro(c)1987-2016, Build 11.16.07.15 License:KW-06058761 Cantilevered Retaining Wall Code: IBC 2015,AC1 318-14,ACI 530-13 License To: CG ENGINEERING Tilt Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Defl @ Top of Wall(approximate only) 0.084 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. Use menu item Settings>Printing&Title Block Title 6'w/seismic Page: 1 to set these five lines of information Job#: Dsgnr: Date: 8 AUG 2019 for your program. Description.... 6'w/seismic This Wall in File: r:\_2018 projects\18386 centennial park\_structural\engineering\site wall.rpx.RPX RetainPro(c)1987-2016, Build 11.16.07.15 License:KW-06058761 Cantilevered Retaining Wall Code: IBC 2015,AC1 318-14,ACI 530-13 License To: CG ENGINEERING Criteria Soil Data Retained Height = 6.00 ft Allow Soil Bearing = 2,666.0 psf Wall height above soil = 0.00 ft Equivalent Fluid Pressure Method Active Heel Pressure - 35.0 psf/ft Slope Behind Wall = 0.00 = Height of Soil over Toe = 6.00 in Passive Pressure = 300.0 psf/ft Water height over heel = 0.0 ft Soil Density, Heel = 110.00 pcf Soil Density,Toe = 0.00 pcf FootingIlSoil Friction = 0.350 Soil height to ignore for passive pressure = 12.00 in • • a • • Surcharge Loads Lateral Load Applied to Stem Adjacent Footing Load Surcharge Over Heel = 40.0 psf Lateral Load = 0.0#/ft Adjacent Footing Load = 0.0 Ibs Used To Resist Sliding&Overturning ...Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 40.0 ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning Load Type = Wind(W) Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem (Service Level) Footing Type Line Load Base Above/Below Soil _ 0.0 ft Axial Dead Load = 0.0 Ibs Wind on Exposed Stem = 0.0 psf at Back of Wall Axial Live Load = 0.0 Ibs (Service Level) Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in Earth Pressure Seismic Load Method : Uniform Uniform Seismic Force = 84.000 Multiplier Used = 12.000 Total Seismic Force = 588.000 (Multiplier used on soil density) Design Summary Stem Construction Bottom Stem OK Wall Stability Ratios Design Height Above Ftg ft= 0.00 Overturning = 1.71 OK Wall Material Above"Ht" = Concrete Slab Resists All Sliding ! Design Method = LRFD Thickness = 8.00 Total Bearing Load = 2,653 Ibs Rebar Size = # 5 ...resultant ecc. = 11.88 in Rebar Spacing = 12.00 Soil Pressure @Toe = 1,754 psf OK Rebar Placed at = Center Soil Pressure @ Heel = 0 psf OK Design Data - fb/FB+fa/Fa - 0.768 Allowable = 2,666 psf Total Force @ Section Soil Pressure Less Than Allowable ACI Factored @ Toe = 2,456 psf Service Level Ibs= ACI Factored @ Heel = 0 psf Strength Level Ibs= 1,634.2 Footing Shear @ Toe = 11.4 psi OK Moment....Actual Service Level ft-#= 75 Allowable .0 psi Footing Shear @Heel = .4 psi OK Strength Level ft-#= 3,894.5 = 75 Sliding Calcs Moment.....Allowable = 5,069.7 Lateral Sliding Force = 1,358.2 Ibs Service Level psi= Strength Level psi= 34.0 Shear.....Allowable psi= 75.0 Anet(Masonry) in2= Rebar Depth 'd' in= 4.00 Masonry Data f'm psi= Fs psi= Solid Grouting = Vertical component of active lateral soil pressure IS Modular Ratio'n' _ considered in the calculation of soil bearing pressures. Wall Weight psf- 100.0 Load Factors Short Term Factor = Building Code IBC 2015,ACI Equiv.Solid Thick. _ Dead Load 1.200 Masonry Block Type = Medium Weight Live Load 1.600 Masonry Design Method = ASD Earth, H 1.600 Concrete Data Wind,W 1.000 f'c psi= 2,500.0 Seismic, E 1.000 Fy psi= 60,000.0 Use menu item Settings>Printing&Title Block Title 6'w/seismic Page: 2 to set these five lines of information Job#: Dsgnr: Date: 8 AUG 2019 for your program. Description.... 6'w/seismic This Wall in File: r:\_2018 projects\18386 centennial park\_structural\engineering\site wall.rpx.RPX RetainPro(c)1987-2016, Build 11.16.07.15 License:KW-06058761 Cantilevered Retaining Wall Code: IBC 2015,AC1 318-14,ACI 530-13 License To: CG ENGINEERING Concrete Stem Rebar Area Details Bottom Stem Vertical Reinforcing Horizontal Reinforcing As(based on applied moment): 0.2351 in2/ft (4/3)*As: 0.3135 in2/ft Min Stem T&S Reinf Area 1.152 in2 200bd/fy:200(12)(4)/60000: 0.16 in2/ft Min Stem T&S Reinf Area per ft of stem Height:0.192 in2/ft 0.0018bh :0.0018(12)(8): 0.1728 in2/ft Horizontal Reinforcing Options: One layer of: Two layers of Required Area: 0.2351 in2/ft #4@ 12.50 in #4@ 25.00 in Provided Area : 0.31 in2/ft #5@ 19.38 in #5@ 38.75 in Maximum Area: 0.5419 in2/ft #6@ 27.50 in #6@ 55.00 in Footing Dimensions &Strengths Footing Design Results Toe Width = 1.33 ft Toe Heel Heel Width = 2.67 Factored Pressure = 2,456 0 psf Total Footing Width = 4.00 Mu': Upward = 1,854 147 ft-# Footing Thickness = 12.00 in Mu': Downward = 274 2,073 ft-# Mu: Design = 1,580 1,926 ft-# Key Width = 0.00 in Actual 1-Way Shear = 11.41 14.42 psi Key Depth = 0.00 in Allow 1-Way Shear = 75.00 75.00 psi Key Distance from Toe = 0.00 ft Toe Reinforcing = #4 @ 9.26 in f'c = 2,500 psi Fy = 60,000 psi Heel Reinforcing = None Spec'd Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min.As% = 0.0018 Other Acceptable Sizes&Spacings Cover @ Top 2.00 @ Btm: 3.00 in Toe: #4@ 9.26 in,#5@ 14.35 in,#6@ 20.37 in,#7@ 27.78 in,#8@ 36.57 in,#9@ 46 Heel: Not req'd:Mu<phi*5*lambda*sgrt(fc)*Sm Key: No key defined Min footing T&S reinf Area 1.04 in2 Min footing T&S reinf Area per foot 0.26 in2 ft If one layer of horizontal bars: If two layers of horizontal bars: #4@ 9.26 in #4@ 18.52 in #5@ 14.35 in #5@ 28.70 in #6@ 20.37 in #6@ 40.74 in Summary of Overturning & Resisting Forces & Moments .....OVERTURNING..... .....RESISTING..... Force Distance Moment Force Distance Moment Item Ibs ft ft-# Ibs ft ft-# Heel Active Pressure = 857.5 2.33 2,000.8 Soil Over Heel = 1,320.2 3.00 3,956.5 Surcharge over Heel = 89.1 3.50 311.8 Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = 80.0 3.00 239.8 Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= Load @ Stem Above Soil= *Axial Live Load on Stem = Seismic Earth Load = 411.6 3.50 1,440.6 Soil Over Toe = 0.67 Surcharge Over Toe = 53.2 0.67 35.4 Total 1,358.2 O.T.M. 3,753.3 Stem Weight(s) = 600.0 1.66 998.0 Earth @ Stem Transitions= Footing Weighl = 599.6 2.00 1,198.2 Resisting/Overturning Ratio = 1.71 Key Weight = Vertical Loads used for Soil Pressure= 2,653.0 Ibs Vert.Component = 4.00 Total= 2,653.0 Ibs R.M.= 6,427.8 If seismic is included,the OTM and sliding ratios *Axial live load NOT included in total displayed,or used for overturning be 1.1 per section 1807.2.3 of IBC 2009 or IBC 201 resistance, but is included for soil pressure calculation. Vertical component of active lateral soil pressure IS considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS considered in the calculation of Overturning Resistance. Use menu item Settings>Printing&Title Block Title 6'w/seismic Page: 3 to set these five lines of information Job#: Dsgnr: Date: 8 AUG 2019 for your program. Description.... 6'w/seismic This Wall in File: r:\_2018 projects\18386 centennial park\_structural\engineering\site wall.rpx.RPX RetainPro(c)1987-2016, Build 11.16.07.15 License:KW-06058761 Cantilevered Retaining Wall Code: IBC 2015,AC1 318-14,ACI 530-13 License To: CG ENGINEERING Tilt Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Defl @ Top of Wall(approximate only) 0.073 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. SECTION NO. 2 Centennial Park Mixed Use Building H 172"d St SE and 671h Ave Arlington, WA 98223 SECTION TITLE: Lateral Design SECTION INDEX DESCRIPTION PAGE Lateral Summary & Design Criteria 2.001-2.006 Seismic Analysis 2.007-2.008 Wind Analysis 2.009-2.011 Upper Floor Shear Wall Key Plan 2.012 Upper Floor Shear Wall Design 2.013-2.014 Main Floor Shear Wall Key Plan 2.015 Main Floor Shear Wall Design 2.016-2.017 Lower Floor Shear Wall Key Plan 2.018 Lower Floor Shear Wall Design 2.019-2.020 250 4th Ave S Edmonds,WA 98020 p.425.778.8500 f.425.778.5536 ENGINEERING (Seismic Analysis — Design Per 2015 IBC &ASCE 7-10 Seismic Coefficients j Soil Site Class D (assumed) Occupancy Category II - - Seismic Design Category D From Computer Program: SS= 1.071 Lat. = 48.153 (Short& 1-Sec Period Mapped S, = 0.417 Long. = 122.139 !Aceleration Parameters (MCE) SMs= FaSs- 1.15 -- Fa= 1.072 ASCE 7-10 (Eq. 11.4-1) Snm = FvS, = 0.66 T Fv= 1.583 ASCE 7-10 (Eq. 11.4-2) --- - SoS= (2/3)SMs= 0.765 ASCE 7-10(Eq. 11.4-3) SDI = (2/3)SM 0.440 j ASCE 7-10 (Eq. 11.4-4) Cthnx= 0.35 Ct= 0.02 ASCE 7-10 (Table 12.8-2)� ----- ha= 45 ASCE 7-10 (Table 12.8-2) - ---- - --- ! x= 0.75 R Factor-= 6.5 (Light-Framed Wood Shear Wall) ;ASCE 7-10 (Table 12.2-1) IE Factor= 1.0 (Non-Essential Facility) ASCE 7-10 (Table 1.5-2) ;Seismic Base Shear V= 0.044SDSl = 0.034 W (Minimum Force) ASCE 7-10 (Eq. 12.8-5) V= (SDSIW)/R= 0.118 W (Governing Force) ASCE 7-10 (Eq. 12.8-2) V= (SD1IW)/RTa= 0.195 (Maximum Force) ASCE 7-10 (Eq. 12.8-3) ---- -W-- -- - - i Description Seismic Base Shear By CGP Date 05/28/19 Checked Date ENGINEERING Scale NTS Sheet No. 250 4th Ave.South project Job No. Suite 200 Centennial Park- Bldg Edmonds,WA 98020 18386.10 ATC Hazards by Location https://hazards.atcouncil.org/#/seismic?lat=48.15278&ing=-122.1... Search Information &jrI in v�,no ° Address: 172nd Street SE M Vernon OalN.Harho- 139 ft Coordinates: 48.15278,-122.13944 Elevation: 139 ft pScgl�im Ararys:ille Timestam 2019-04-22T23:57:11.886Z p vlre9andyEv Qrett Hazard Type: Seismic re Reference ASCE7-10 GO 1e t Map dRepdM rriafnersoGz Document: Risk Category: II Site Class: D MCER Horizontal Response Spectrum Design Horizontal Response Spectrum Sa(g) Sa(g) 1.00 0.60 0.80 0.60 0.40 0.40 0.20 0.20 0.00 0.00 0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0 Period(s) 0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0 Period(s) Basic Parameters Name Value Description SS 1.07 MCER ground motion(period=0.2s) S1 0.417 MCER ground motion(period=l.Os) SMS 1.147 Site-modified spectral acceleration value SM1 0.66 Site-modified spectral acceleration value SIDS 0.765 Numeric seismic design value at 0.2s SA Sol 0.44 Numeric seismic design value at 1.Os SA ®Additional Information Name Value Description SDC D Seismic design category Fa 1.072 Site amplification factor at 0.2s Fv 1.583 Site amplification factor at 1.0s CRS 0.98 Coefficient of risk(0.2s) CRI 0.948 Coefficient of risk(1.0s) i PGA 0.43 MCEG peak ground acceleration FpGA 1.07 Site amplification factor at PGA 2. 0 c5`� I of 2 4/22/2019,4:58 PM I�l��i • Topo North AmericaTM 10 - 210TH ST NE s� W�MARION„ST S1Si DR NE } �F. _ "t. �.c w`•-w._, t � ---i - , az z / W)ENSEN ST a �L>>��''.PQi'I 204TH STNE o�203 u°G�� w,�= \C �•ITy(�y��L� as � RDSTjN _ Cw..�w!) 2 1 m 1 `O `i M r{T( !„' r rn =L7 z w Q-('_.'_ J o N z m orlq e% z t�ia pv w � --1 = o �99 HST NEm z Cree,( w �� m, a m r x m O m n _. . rnz za 196TMS _E ¢ zr11— ;19 va mm m z 2 r _ m o z _ ° o .9] z 192ND LP NE`� aLLi D w m z F a - m Nf m w ��A 1I88TH S_T_NE 188TH S NE m rn k=-'i m j a ro > Odr`. rn ^~ if O Cp �N 186TH W � OODBIN DR `< \ `z r D O' Alin-,Wn o Q4 a° �\a 2` m w w Mum A I 00 0�5 182ND ST'NE 183RD PL NE', mTotem Park U1 `C Z O r UP ND DR G'2� y z 1, 4 ti < F X7ZTIj Pl NE 17STH'PL NE N- 206 Z m UP it-RY/m mu74TH PL NE z e.,m ¢ W12208.366'p PR�� z w N > m 0 531 z gecom ;-172ND ST NE u z00 E aT # rJ z ry 206 P Q p w d 66-1 PL a i 2�(QA, 9y •w. 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MN(16.4`E) o x x z h www.deforme.com 1"=3,906.3 ft Data Zoom 12-1 r k f 3 I I L -TTIF AS, - - - - k k i k ; , - _ - -- - 4 4 _. k - ..... 1, l I i I F -6 CLC - = -- TTT T qTT -- �L�G -,V� VrT a �I fo �1 --. ......__ ..:-._._..... _- -____. _: Ss'Z•S�k�+ate -_.-... __ -_. __ _ ._._ ._.-_ ---_ _- ...... : .. -. _.. _.... _. -- : , I --- vct` Za GC�Ki�s KID FF 4_ 'rLt_fij SN E1�7 .- - -- - 10 let - - -... -- - - - - ..... - -- : i _.. -- . . - _ ----- Description 8y � Date_S/, i j L PJr n A L /D IFS7 \ Checked Date I ENGINEERING 1�— 1 Scale Sheet No. 250 4th Ave.South Suite 200 project Job No. Edmonds,WA 98020 i 2 425.778.8500 www.c en ineerin .comS 'RPa- f Seismic Forces -Vertical Distribution Refer to ASCE 7-10 Section 12.8.3 k= 1 Diaphragm DL Area wog Story wi-hi wx.h,, Shear Sum Level (Psf) (ft2) (kips) Elev. (h) (k-ft) Ewi-hik Fx F,, Roof Framing 20 7609 1 152.2 31.75 1 4832 0.42 20.6 20.6 3rd Framing 35'' 5870 205.5 21 1 4314 0.37 18.4 38.9 2nd Framing 35 6425 ! 224.9 10.5 2361 0.21 10.1 49.0 E = 582.505 - 11507 1.00 49.0 Base Shear(ULT) 68.6..kips Base Shear(ASD) 49.0!kips *note that all table forces are ASD Seismic Forces -Vertical Distribution Including Rho Refer to ASCE 7-10 Section 12.3.4.2 Diaphragm Rho Shear Sum Level p Fx Fx Roof Framing 1.0' 20.6 20.6 3rd Framing 1.0 18.4 38.9 2nd Framing 1.0 10.1 49.0 E = 49.0 _ Diaphragm Forces -Vertical Distribution Refer to ASCE 7-10 Section 12.10.1.1 Diaphragm wi E Wi Fi E Fi E F;.wpx Fpx(Min) F,(Max) FPx Level (kips) (kips) (kips) (kips) E wi 0.2Spsiwpx 0.4SDSiwpx Govern Roof Framing 152.2 152.2 20.6 20.6 20.6 16.6 33.3 20.6 3rd Framing 205.5 357.6 18.4 38.9 22.4 22.5 44.9 22.5 2nd Framing 224.9 582.5 10.1 49.0 18.9 24.6 49.2 24.6 Description By Date Seismic& Diaphragm Force Distribution CGP 05/24/19 Checked Date ENGINEERING Scale NTS sheet No. 250 4th Ave.South project Job No. Suite 200 Centennial Park- Bldg i-I Edmonds,WA 98020 18386.10 ........... ATr- F,--A .............. --------- .............. ........... ........... ........... ----------------- .......... PJ /Tr-Ok ? ? ? -7-f2mr—7 Vi 1 D sPE ir=-� 1(-)114-Pl-f .....--------.......... )ry �7 Z A-T 0 ................. ........... ----------- vv) i-)I A: It A6 bI ............... ------------- ...........T3 14 ............. .............. I r ............. .......... 7 OWPI,--I- ................ +.-.......... rD 5,1 ............ q y , L d ............ .......... I E- .............. 'Q- - o ` .......... . ........ ----------- ------- Description By Date Checked Date ENGINEERING A TE Scale Sheet No. 250 4th Ave.South Suite 200 Project Job No. Edmonds,WA 98020 -Z O(Dq 425.778.8500 www.cgengineering.com �r7t-5-PPOA)IAL APT Wind Design (ASCE 28.5 Enclosed Simple Diaphragm) 2015 IBC ASCE 7-10 Building Exposure Exp.= B Section 1609.4 Section 26.7.3 Basic Wind Speed V= 110 Per Jurisdiction Risk Category IW= II Table 1.5-1 Top of Roof Height(feet) h= 45 Mean Roof Height(feet) hmean= 45 Building Length (feet) L= 154.5 Building Width (feet) W= 54 End Zone Width, a (feet) a= 5.4 Figure 28.6-1 Roof Angle Angle= 22.7 Design Wind Pressure, ps30A PS30A= 25.25 Figure 28.6-1 Design Wind Pressure, Ps30B Ps3OB= -1.114 Figure 28.6-1 Design Wind Pressure, 13s3Oc 13s3oc= 17.54 Figure 28.6-1 Design Wind Pressure, Ps3OD Ps3OD= 0.366 Figure 28.6-1 Design Wind Pressure, PS3OE Ps30E= -16.404 Figure 28.6-1 Design Wind Pressure, P13OF Ps3OF= -15.244 Figure 28.6-1 Design Wind Pressure, Ps30G PS30G= -11.518 Figure 28.6-1 Design Wind Pressure, POOH PMH= -11.93 Figure 28.6-1 Design Wind Pressure, Ps30EOH Ps30EOH= -25.604 Figure 28.6-1 Design Wind Pressure, ps30GOH Ps30GOH= -20.818 Figure 28.6-1 Height/Exposure Adjustment,A ama% 1.12 Topo. Effect Coeff., KZt KZt= 1.00 Vasd -Vult*V0.6 Section 1609.3.1 ULT ASD ps=A*Kzt*ps3O =N*Kzt* s30*O.6 Ps30A= 28.3 17.0 PON= -1.2 -0.7 Ps30c= 19.6 11.8 Ps30D= 0.4 0.2 Ps30E= -18.4 -11.0 PON= -17.1 -10.2 Ps30G= -12.9 -7.7 Ps3OH= -13.4 -8.0 Ps30EOH= -28.7 -17.2 Ps30GOH= -23.3 -14.0 Description By �G.P Date i --_ 5 24 2019 Checked Date Wind Summary _ ENGINEERING Scale Sheet No. 250 4th Ave South NTS Project Job No. Suite 200 2. 0 v Edmonds, WA 98020 Centennial Apartments-Bldg E( 18386.10 i { : ! � i t i WI I ...__._s.__. ...._........—....__.:___.... . ._... _. _.._fI _.... .. ..._...._. —._. _.._-- — -._- 1 I i i I _.._.__c.._.._._.;.........._!...._....__..........._ __'._.._...___.—..__..._._ i i ' I { �GV/I' C4 )r202 )<27S T —_ E— E .._..-_i._._._.__�___... ._ . i �._._. __....:.......__ _.......__...._..I_._..._.� ............ — - — - -- i -� I Zl F - �.c r �F N T )<l f f 20 ( 1.G 'PS (2> Ily i { I (18FT')(Z8.3>GSF) +cZG�FT' 1�1.4�r) j I _ , -F f ' , i i i_. ... 3 ' { 1 € : , i : i I �F) 4- (3 , 3 3yI CucY) S U tad CAsA) ! i i : 1 , : : , : ! I i :_....... _. _._....._.._....i._.._._-__-_ f i I ! f Description ey�G7p Date IS/V/q ENGINEERING Scale sheet No. L/AT�rz Ac_. � f=—SI Checked Date / 250 4th Ave.South A) I i,-J b Suite 200 project Job No. Edmonds,WA 98020 425.778.8500 www.cgengineering.com TilFrJN IAL 3 � r ---------- +- m� OA z 10 ol m N N M m�mth flEl .al. r- o ' ' IMVl1 S El t^ ocb q °I Y y T NO o �%1 d. 3 s O I I I ' I o I 1 I. li I m N J N LL _ II , I i�/17--------i------i---'I I V 4 III I m� O N 2.OrL J � 3 � i g s � s dog— R flEl 00 1 n O O M 3 � Ta El ill m ° Fi 1- I IA o O O I I w x s J M a I =I O I I - -3 n IdO � � O °O 1 '� d I I I s $ 81 I I I I I I I I m m � 66 se M � � y UUj lJ 1-Ij U ; mH s 3 r C El oo -- 1S11y1 J I ,,,, Iq. All 1- ,= ✓Q UE3I L I IA o �o 00 QO N O I 1J1� '7 t 3 N •`^ � � b , I � O I rl Nn a '� o � I ID LL � I I I �•.� l —7 l� I o 14-k § a J � 04 Lower Floor Shear Walls-Walls Below the Main Floor Framing ' X-Direction Walls Fx(EQ)= 10.1 kips(Story Shear) Story HT 10.5 Fx(vrind)- 7.9 kips(Story Shear) Wall HT- 9.5 Max h/w ':..3.5 Wx= 207 PLF seismic Ses= 0.77 Wx= 163 PLF wind Line Load r EQ Wind EQ Wind Net Uplift Governing EQ Wind Wall Wall SW Trib From Above EQ EQ Wind SW Reduced Gross Gross (e.e4.14so,)o 0.6`DL From Above Net Uplift Hold-down Line Line Line Mark Len th Width EQ Wind 2w/h Shear Shear Callout HD Len th Uplift Uplift End i End End 1 End! End i End End I End- End! End' Load Load A A-1 3.333 !9A583 7.6 3.3 0.7 316 81 SW4 2.8 2.7 IA 0.1 0.1 0.1 0.1 2.3 2.3 4.9 4.9 HDU5 HDU5 9.5 4.9 B A-2 ;3.0833:! - - - 0.6 342 81 SW4 2.6 2.8 1.4 0.1 0.1 0.1 OA 2.7 2.7 5.3 5.3 HDU5 HDU5 - - A-3 4.9167! - - - 1.0 222 81 SW6 4.4 2.6 1.3 0.2 0.2 0.2 0.2 2.3 2.3 4.7 4.7 HDU5 HDU5 - - A-4 ':!41667! - - - 0.9 253 81 SW6 3.7 2.6 1.4 0.1 0.1 0.2 0.2 2.4 2.4 5.0 5.0 HDU5 HDU5 - - A-5 4.75. - - - 1.0 222 81 SW6 4.3 2.6 1.3 0.1 0.1 0.2 0.2 2.3 2.3 4.8 4.8 HDU5 HDU5 - - A-6 3.9167: - - - 0.8 269 81 SW6 3.4 2.7 1.4 0.1 0.1 0.1 0.1 2.5 2.5 5.0 5.0 HDU5 HDU5 - B-1 _.7.5 ! - - - 1.0 222 61 SW6 7.0 2.5 1.3 0.2 0.2 0.3 0.3 1.9 1.9 4.2 4.2 HDU4 HDU4 - - B-2 3.5_.;: - - - 0.7 301 81 SW6 3.0 2.7 1.4 0.1 0.1 0.1 0.1 2.6 2.6 5.2 5.2 HDU5 HDU5 - - A-7 =3.483,a - - - 0.7 302 81 SW6 3.0 2.7 1.4 0.1 0.1 0.1 0.1 2.6 2.6 5.2 5.2 HDU5 HDU5 - - A-8 4.25 - - - 0.9 248 81 SW6 3.8 2.6 1.3 0.1 0.1 0.2 0.2 2.4 2.4 4.9 4.9 HDU5 HDU5 - A-9 4.8333i - - - 1.0 222 81 SW6 4.3 2.6 1.3 0.1 0.1 0.2 0.2 1.0 1.9 3.4 4.4 HDU4 HDU4 - - A-10 3.5 - - - 0.7 301 81 SW6 3.0 2.7 14 0.1 0.1 0.1 0.1 2.6 2.6 5.2 5.2 HDU5 HDU5 - - A-11 3.8333' - - - 0.8 275 81 SW6 3.3 2.7 1.4 0.1 0.1 0.1 0.1 2.5 2.5 5.1 5.1 HDU5 HDU5 - - - - - 0.0 NA 81 #N/A -0.5 ###### 0.0 0.0 0.0 0.0 0.0 #### #### #### ###### 0.0 NA 81 #N/A -0.5 #9##0 0.0 0.0 0.0 0.0 - - - 0.0 NA 81 #N/A -0.5 t#f # 0.0 0.0 0.0 NO 0.0 NA 81 #N/A -0.5 fit# 0.0 0.0 0.0 0.0 0.0 #a# #### ##t### #### ###ff## # # C C-1 10.25. :24AI67 19.5 8.6 1.0 646 236 SW2 9.8 7.1 3.6 0.3 0.3 0.4 0.4 7.8 7.8 14.6 14.6 HD19 HD19 24.6 12.5 D C-2 .:.:8.75 - - - 1.0 646 236 SW2 8.3 7.2 3.7 0.3 0.3 0.4 0.4 8.0 8.0 14.8 14.8 HD19 HD19 - - C-3 ,8.75....P - - - 1.0 646 236 SW2 8.3 7.2 3.7 0.3 0.3 0.4 0.4 8.0 8.0 14.8 14.8 HD19 HD19 - - C-4 10.251 - - - 1.0 646 236 SW2 9.8 7.1 3.6 0.4 0.4 0.6 0.5 7.8 7.8 14.5 14.5 HD19 HD19 - - 0 - - - 0.0 NA 236 #N/A -0.5 ###### 0.0 0.0 0.0 0.0 0.0 ###### ###1## #### i###F 441444 - 0 - - - 0.0 NA 236 #N/A -0.5 #####!F 0.0 0.0 0.0 0.0 0.0 ##t#A #W i17i1!# ##i#t E D-1 3.0833 ';14.958': 11.9 5.2 0.6 603 143 SW2 2.6 4.9 2.5 0.1 0.1 0.1 0.1 5.8 5.8 10.6 10.6 HDU14 HDU14 15.0 7.7 F D-2 3.5 - - - 0.7 531 143 SW3 3.0 4.8 2.4 0.1 OA 0.1 0.1 5.7 5.7 10.4 10.4 HDU14 HDU14 - - D-3 31667i - - - 0.7 587 143 SW3 2.7 4.9 2.5 0.1 0.1 0.1 OA 5.8 5.8 10.6 10.6 HDU14 HDU14 - - E-1 3.9167! - - - 0.8 475 143 SW3 3.4 4.7 2.4 0.1 OA 0.1 0.1 5.5 5.5 10.1 10.1 HDU14 HDU14 - - E-2 _3.25. - - - 0.7 572 143 SW3 2.8 4.9 2.5 0.1 0.1 0.1 0.1 5.8 5.8 10.5 10.5 HDU14 HDU14 - - D-4 5.25.,.( - - - 1.0 391 143 SW4 4.8 4.5 2.3 0.2 0.2 0.2 0.2 5.2 5.2 9.6 9.6 HDU14 HDU14 - - D-5 3.8333r - - - 0.8 485 143 SW3 3.3 4.7 2.4 0.1 0.1 0.1 0.1 5.6 5.6 10.2 10.2 HDU14 HDU14 - - D-6 .::.:6.25::a - - - 1.0 391 143 SW4 4.8 4.5 2.3 0.2 0.2 0.2 0.2 5.2 5.2 9.6 9.6 HDU14 HDU14 - - E-3 _.3.25.;r - - 0.7 572 143 SW3 2.8 4.9 2.5 0.1 0.1 0.1 0.1 5.8 5.8 10.5 10.5 HDU14 HDU14 D-4 3.9167 - - 0.8 475 143 SW3 3.4 4.7 2.4 0.1 0.1 0.1 0.1 5.5 5.5 10.1 10.1 HDU14 HDU14 D-7 3.16671 - - 0.7 587 143 SW3 2.7 4.9 2.5 0.1 0.1 0.1 0.1 5.8 5.8 10.6 %6 HDU14 HDU14 - D-8 <,,..3.5:,;" - - 0.7 531 143 SW3 3.0 4.8 2.4 0.1 0.1 0.1 0.1 5.7 5.7 10.4 10.4 HDU14 HDU14 - D-9 0 - - 0.0 NA 143 #N/A -0.5 ###### 0.0 0.0 0.0 0.0 0.0 5.1 5A 5.1 5.1 HDU5 HDU5 - 1 0 0 0.0 0.0 0.0 NA #DIV/01 #DIV/OI -0.5 #####i# #DIV/01 0.0 0.0 0.0 0.0 #### #### ##### i#### ###### ilk 0.0 0.0 - - 0.0 NA #DIV/O! #DIV/01 -0.5 k #DIV/01 0.0 0.0 0.0 0.0 5.1 5.1 ####P #### ####pY## ###p##t# - - 1 0 0 0.0 0.0 0.0 NA #DIV/O! #DIV/O! -0.5 ###### #DIV/01 0.0 0.0 0.0 0.0 ###t# ###### ##### ##### ###### ###### 0,0 0.0 - - 0.0 NA #DIV/01 #DIV/O! -0.5 #DIV/O! 0.0 0.0 0.0 0.0 0.0 0.0 ###### #### ####### ###### - - £ 48.8 39.0 17.1 49.1 25.1 Description By Date Lower Floor Shear Walls CGP 07/29/19 Checked Date X-Direction ENGINEERING Scale NTS Sheet No. 250 4th Ave.South Project Job No. Suite200 Centennial Park-Bld H 2 C�IJ Edmonds,WA 98020 18386.10 Upper Floor Shear Walls-Walls Below the Roof Framing X-Direction Walls Fx(EQ)= 20.6 kips(Story Shear) Story HT= 10.75 Fx(vrind)= 9.1 kips(Story Shear) Wall HT= 10.75 Max h1w 3.5 Wx= 421.8 PLF seismic Ses_ 0.77 Wx= 186.9 PLF wind EQ Wind EQ Wind Governing EQ Wind Wall Wall SW Trib EQ EQ Wind SW Reduced Gross Gross (0.6-0.14S.,)DL 0.6 DL Net U Ilft Hold-down Line Line Line Mark Length Width 2w/h Shear Shear Callout HD Length_Uplift Uplift End i End End i End End i End' End i I Endi I Load Load A A-1 ,:3.333:.: 9.45833E 0.6 112 22 SW6 2.8 0.9 0.4 0.4 0.4 0.5 0.5 0.5 0.5 MST37 MST37 4.0 1.8 B A-2 3.0833:! - 0.6 122 22 SW6 2.6 0.9 0.4 0.3 0.3 0.3 0.3 0.5 0.5 MST37 MST37 - - A-3 4.9167 - 0.9 76 22 SW6 4.4 0.8 0.4 0.4 0.4 0.5 0.5 0.4 0.4 None None - - A-4 4.1667I1 - 0.8 90 22 SW6 3.7 0.9 0.4 0.4 0.4 0.5 0.5 0.5 0.5 None None - - A-5 4.75 ' - 0.9 79 22 SW6 4.3 0.8 0.4 0.4 0.4 0.5 0.5 0.4 0.4 None None - - A-6 3.9167', - 0.7 96 22 SW6 3.4 0.9 0.4 0.4 0.4 0.4 0.4 0.5 0.5 None None - - B-1 7.5 - 1.0 70 22 SW6 7.0 0.8 0.4 0.7 0.7 0.8 0.8 0.1 0.1 None None - - B-2 3,5.''I - 0.7 107 22 SW6 3.0 0.9 0.4 0.3 0.3 0.4 0.4 0.6 0.6 MST37 MST37 - - A-7 3A831'. - 0.6 108 22 SW6 3.0 0.9 0.4 0.3 0.3 0.4 0.4 0.6 0.6 MST37 MST37 - - A-8 4.25 - 0.8 88 22 SW6 3.8 0.8 0.4 0.4 0.4 0.5 0.5 0.5 0.5 None None - - A-9 7. - 1.0 70 22 SW6 6.5 0.8 0.4 0.7 0.7 0.8 0.8 0.2 0.2 None None - - A-10 3.5 - 0.7 107 22 SW6 3.0 0.9 0.4 0.3 0.3 0.4 0.4 0.5 0.5 MST37 MST37 - - A-11 3,8333'.. - 0.7 98 22 SW6 3.3 0.9 0.4 0.4 0.4 0.4 0.4 0.5 0.5 MST37 MST37 - - C C-1 10.25i 24.4167 1.0 271 86 SW6 9.8 3.1 1.4 0.6 0.6 0.7 0.7 2.5 2.5 MST48 MST48 10.3 4.6 C-2 8.76 - 1.0 271 86 SW6 8.3 3.1 1.4 0.5 0.5 0.6 0.6 2.6 2.6 MST48 MST48 - - C-3 8.75 1 - 1.0 271 86 SW6 8.3 3.1 1.4 0.5 0.5 0.6 0.6 2.6 2.6 MST48 MST48 - - C-4 10.25':= - 1.0 271 86 SW6 9.8 3.1 1.4 0.6 0.6 0.7 0.7 2.5 2.5 MST48 MST48 - - 0 ':: - 0.0 NA 86 #N/A -0.5 ###### 0.0 0.0 0.0 0.0 0.0 #### #### - 0 - 0.0 NA 86 #N/A -0.5 #t#i### 0.0 0.0 0.0 0.0 0.0 #### ###7 #t###t# ####t#t - - D D-1 3.0833. 14.9583 0.6 286 52 SW6 2.6 2.1 0.9 OA 0.1 0.1 0.1 2.0 2.0 MST37 MST37 6.3 2.8 E D-2 3.5::`:. - 0.7 252 52 SW6 3.0 2.1 0.9 0.1 0.1 0.1 0.1 2.0 2.0 MST37 MST37 - - - D-3 3.1667i - 0.6 279 52 SW6 2.7 2.1 0.9 0.1 0.1 0.1 0.1 2.0 2.0 MST37 MST37 - E-1 3.9167 - 0.7 225 52 SW6 3.4 2.0 0.9 0.1 0.1 0.1 0.1 1.9 1.9 MST37 MST37 - - E-2 3.25's - 0.6 272 52 SW6 2.8 2.1 0.9 0.1 0.1 0.1 0.1 2.0 2.0 MST37 MST37 - - D-4 .5.25. - 1.0 168 52 SW6 4.8 2.0 0.9 0.1 0.1 0.2 0.2 1.8 1.8 MST37 MST37 - - D-5 3.8333i - 0.7 230 52 SW6 3.3 2.0 0.9 0.1 0.1 0.1 0.1 1.9 1.9 MST37 MST37 - - D-6 5.25.4' - 1.0 168 52 SW6 4.8 2.0 0.9 0.1 0.1 0.2 0.2 1.8 1.8 MST37 MST37 - - E-3 3.25..1 - 0.6 272 52 SW6 2.8 2.1 0.9 0.1 0.1 0.1 0.1 2.0 2.0 MST37 MST37 - - D-4 3.91671 - 0.7 225 52 SW6 3.4 2.0 0.9 0.1 0.1 0.1 0.1 1.9 1.9 MST37 MST37 - - D-7 3.1667:% - 0.6 279 52 SW6 2.7 2.1 0.9 0.1 0.1 0.1 0.1 2.0 2.0 MST37 MST37 - - D-8 3.5 - 0.7 252 52 SW6 3.0 2.1 0.9 0.1 0.1 0.1 0.1 2.0 2.0 MST37 MST37 - - D-9 _.6.5 - 1.0 164 52 SW6 6.0 1.9 0.8 0.2 0.2 0.2 0.2 1.7 1.7 MST37 MST37 - - 1 0 0.0 NA #DIV/0! #DIV/01 -0.5 ###### #DIV/01 0.0 0.0 0.0 0.0 #### itli#tl #####tF i#####t 0.0 0.0 1 0 0.0 NA #DIV/01 #DIV/01 -0.5 # #DIV/01 0.0 0.0 0.0 0.0 #### ti7Fttf7 #tttlf!## ###### 0.0 0.0 £ 48.8 20.6 9.1 Description By Date Upper Floor Shear Walls CGP 07/29/19 X-Direction Checked Date '.. ENGINEERING Scale NTS Sheet No. 250 4th Ave.South Project Job No. Suite200 Centennial Park-Bldg H ?.U 1 Edmonds,WA 98020 18386.10 Main Floor Shear Walls-Walls Below the Upper Floor Framing X-Direction Walls Fx(EQ)= 18.4 kips(Story Shear) Story HT= 10.5 Fx wind= 8.0 kips(StoryShear Wall HT= 9.5 Max hhv 3.5 Wx= 377 PLF seismic Sos= 0.77 Wx= 164 PLF wind Line Load EQ Wind EQ Wind Net Uplift Governing EQ Wind Wall Wall SW Trib From Above EQ EQ Wind SW Reduced Gross Gross o.s.0.11so,0 0.6'DL From Above Net U lift Hold-down Line Line Line Mark Len th Width EQ Wind 2wlh Shear Shear Callout HD Length Uplift Uplift End I End End I End End I End End i End End I End Load Load A A-1 3.333 9-4583 4.0 1.8 0.7 251 55 SW6 2.8 2.2 1.0 0.4 0.4 0.5 0.5 0.5 0.5 2.3 2.3 MST37 MST37 7.6 3.3 B A-2 3.0833 - - - 0.6 271 55 SW6 2.6 2.2 1.0 0.1 0.1 0.1 0.1 0.5 0.5 2.7 2.7 MST48 MST48 - - A-3 4. 1167 - - - 1.0 176 55 SW6 4.4 2.1 0.9 0.2 0.2 0.2 0.2 0.4 0.4 2.3 2.3 MST37 MST37 - - A-4 4.1667 - - - 0.9 201 55 SW6 3.7 2.1 0.9 0.1 0.1 0.2 0.2 0.5 0.5 2.4 2.4 MST48 MST48 - - A-5 4.75 - - - 1.0 176 55 SW6 4.3 2.1 0.9 0.1 0.1 0.2 0.2 0.4 0.4 2.3 2.3 MST37 MST37 - - A-6 3.9167 - - - 0.8 214 55 SW6 3.4 2.1 0.9 0.1 0.1 0.1 0.1 0.5 0.5 2.5 2.5 MST48 MST48 - - B-1 7.5 - - - 1.0 176 55 SW6 7.0 2.0 0.9 0.2 0.2 0.3 0.3 0.1 0.1 1.9 1.9 MST37 MST37 - - B-2 3.5 - - - 0.7 239 55 SW6 3.0 2.2 0.9 0.1 0.1 0.1 0.1 0.6 0.6 2.6 2.6 MST48 MST48 - - A-7 3.483 - - - 0.7 240 55 SW6 3.0 2.2 0.9 0.1 0.1 0.1 0.1 0.6 0.6 2.6 2.6 MST48 MST48 - - A-8 4.25 - - - 0.9 197 55 SW6 3.8 2.1 0.9 0.1 0.1 0.2 0.2 0.6 0.5 2.4 2.4 MST48 MST48 - - A-9 7 - - - 1.0 176 55 SW6 6.5 2.0 0.9 0.2 0.2 0.3 0.3 0.2 0.2 1.9 1.9 MST37 MST37 - - A-10 3.5 - - - 0.7 239 55 SW6 3.0 2.2 0.9 0.1 0.1 0.1 0.1 0.5 0.5 2.6 2.6 MST48 MST48 - - A-11 3.8333 - - - 0.8 218 55 SW6 3.3 2.1 0.9 0.1 0.1 0.1 0.1 0.5 0.5 2.5 2.5 MST48 MST48 - - 0.0 NA 55 #N/A -0.6 ###### 0.0 0.0 0.0 0.0 0.0 0.0 0.0 #### #### ###### ##!##J# - - - - - 0.0 NA 55 MIA •0,5 #ttl#7## 0.0 0.0 0.0 0.0 0.0 0.0 0.0 #### #99# ###### - - - 0.0 NA 55 #N/A -0.5 mu### 0.0 0.0 0.0 0.0 0.0 0.0 0.0 #### ####I###### ###### - 0.0 NA 55 MA -0.5 ###### 0.0 0.0 0.0 0.0 0.0 0.0 0.0 #### #### C C-1 10.25 24.4167 10.3 4.6 1.0 513 161 SW3 9.8 5.7 2.5 0.3 0.3 0.4 0.4 2.5 2.5 7.8 7.8 0 19.5 8.6 C-2 8.75 - - - 1.0 513 161 SW3 8.3 5.7 2.5 0.3 0.3 0.3 0.3 2.6 2.6 8.0 8.0 .0 0 - - C-3 8.75 - - - 1.0 513 161 SW3 8.3 5.7 2.5 0.3 0.3 0.3 0.3 2.6 2.6 8.0 8.0 .0 0 C-4 10.25 - - - 1.0 513 161 SW3 9.8 5.7 2.6 0.4 0.4 0.4 0.4 2.5 2.5 7.8 7.8 .0 0 0 - - - 0.0 NA 161 #N/A -0.5 ###### 0.0 0.0 0.0 0.0 0.0 #### #### #### ###! 0 - - - 0.0 NA 161 MIA -0.5 ###### 0.0 0.0 0.0 0.0 0.0 ##t## #### #### #### HOW II E D-1 3.0833 14.958 6.3 2.8 0.6 479 98 SW3 2.6 3.9 1.7 0.1 0.1 0.1 0.1 2.0 2.0 5.8 6.8 MST72 MST72 11.9 6.2 F D-2 3.5 - - - 0.7 422 98 SW4 3.0 3.8 1.7 0.1 0.1 0.1 0.1 2.0 2.0 5.7 5.7 MST72 MST72 - - D3 3.1667 - - - 0.7 466 98 SW3 2.7 3.9 1.7 0.1 0.1 0.1 0.1 2.0 2.0 5.8 5.8 MST72 MST72 - - E-1 3.9167 - - - 0.8 377 98 SW4 3A 3.7 1.6 0.1 0.1 0.1 0.1 1.9 1.9 5.5 5.5 MST72 MST72 - - E-2 3.25 - - - 0.7 454 98 SW4 2.8 3.9 1.7 0.1 0.1 0.1 0.1 2.0 2.0 5.8 6.8 MST72 MST72 - - D-4 5.25 - - - 1.0 311 98 SW4 4.8 3.6 1.6 0.2 0.2 0.2 0.2 1.8 1.8 5.2 5.2 MST60 MST60 - - 1)-5 3.8333 - - - 0.8 385 98 SW4 3.3 3.8 1.6 0.1 0.1 0.1 0.1 1.9 1.9 5.6 6.6 MST72 MST72 - - D-6 5.25 - - - 1.0 311 98 SW4 4.8 3.6 1.6 0.2 0.2 0.2 0.2 1.8 1.8 5.2 5.2 MST60 MST60 - E-3 3.25 - - - 0.7 454 98 SW4 2.8 3.9 1.7 0.1 0.1 0.1 0.1 2.0 2.0 5.8 5.8 MST72 MST72 - - D-4 3.9167 - - - 0.8 377 98 SW4 3.4 3.7 1.6 0.1 0.1 0.1 0.1 1.9 1.9 5.5 5.5 MST72 MST72 - - D-7 3.1667 - - - 0.7 466 98 SW3 2.7 3.9 1.7 0.1 0.1 0.1 0.1 2.0 2.0 5.8 5.8 MST72 MST72 - - D-8 3.5 - - - 0.7 422 98 SW4 3.0 3.8 1.7 0.1 0.1 0.1 0.1 2.0 2.0 5.7 5.7 MST72 MST72 - - D-9 6.5 - - - 1.0 311 98 SW4 6.0 3.5 1.6 0.2 0.2 0.2 0.2 1.7 1.7 5.1 5.1 MST60 MST60 - - 0.0 NA 98 #N/A -0.5 ###### 0.0 0.0 0.0 0.0 0.0 0.0 0.0 #### #"# #Il'XX## ###### - - 0.0 NA 98 #N/A -0.5 #W#N# 0.0 0.0 0.0 0.0 0.0 0.0 0.0 #### 1 0 0 0.0 0.0 0.0 NA #DIV/01 #DIV/01 -0.5 ###### #DIV/01 0.0 0.0 0.0 0.0 #### #### #### #### ###### F 0.0 0.0 1 0 0 0.0 0.0 0.0 NA #DIV/01 #DIW01 -0.5 ##W## #DIV/01 0.0 0.0 0.0 0.0 #### #### #### ##M #1#f### 0.0 0.0 £ 48.8 20.6 9.1 39.0 17.1 Description By Date Main Floor Shear Walls CGP 07/29/19 i Checked Date X-Direction ENGINEERING Seale NTS Sheet No. 250 4th Ave.South Project Job No. �^-1 Suite 200 Centennial Park-Bldg2' H 6 T Edmonds,WA98020 18386.10 Upper Floor Shear Walls-Walls Below the Roof Framing Y-Direction Walls Fy(EQ)= 20.6 kips(Story Shear) Story HT= 10.75 Fy(vdnd)= 35.8 kips(Story Shear Wall HT= 10.75 r� Max hAv 3.5 I Wy= 184 PLF seismic S�= 0.77 Wy- 320 PLF vrind EQ Wind EQ Wind Governing EQ Wind Wall Wall SW TO EQ EQ Wind SW Reduced Gross Gross (0.6-0.1ase,)p 0.6•DL Net U lift Hold-down Line Line Line Mark Length Width 2w/h Shear Shear Callout HD Length Uplift Uplift End I End'End i End I EndilEndj End i End' Load Load 1 1-1 11.75: 15.833 1.0 105 131 SW6 11.3 1.2 2.1 1.1 1 0.4 0.5 0.5 t.5 1.5 MST37 MST37 2.9 5.1 2 1-2 3.083 - 0.6 184 131 SW6 2.6 1.4 2.4 0.1 0.1 0.1 0.1 2.2 2.2 MST37 MST37 - - 1-3 4,483. - 0.8 126 131 SW6 4.0 1.3 2.2 0.2 0.2 0.2 0.2 2.0 2.0 MST37 MST37 - - 2-1 :•.4.3331: - 0.8 131 131 SW6 3.8 1.3 2.2 0.2 0.2 0.2 0.2 2.0 2.0 MST37 MST37 - - 2-2 4....1. - 0.7 142 131 SW6 3.5 1.3 2.3 0.1 0.1 0.2 0.2 2.1 2.1 MST37 MST37 - - 29 0 0.0 NA 131 #NIA -0.5 ##t### 0.0 0.0 0.0 0.0 0.0 #!!!#t ####1 ###### 3 4-1 ..12.333..26.5833. 1.0 122 151 SW6 11.8 1A 2.4 0.4 0.4 0.5 0.5 1.9 1.9 MST37 MST37 4.9 8.5 4 3-1 -:27.833: - 1.0 122 151 SW6 27.3 1.3 2.3 0.9 0.9 1.1 1.1 1.2 1.2 MST37 MST37 - - 5 5-1 11.333 22.75': 1.0 107 133 SW6 10.8 1.2 2.1 0.4 0.4 0.4 0.4 1.7 1.7 MST37 MST37 4.2 7.3 5-2 27,667. - 1.0 107 133 SW6 27.2 1.2 2.0 0.9 0.9 1.1 1.1 1.0 1.0 MST37 MST37 - - 6 6-1 40.25'. 24 1-0 110 136 SW6 39.8 1.2 2.1 1.3 1.3 1.6 1.6 0.5 0.5 MST37 MST37 4.4 7.7 0 - 0.0 NA 136 #NIA -0.5 #####fi 0.0 0.0 0.0 0.0 0.0 ##t# #### ## ##k ft/ ## - - 7 7-1 11.333 22.751I 1.0 107 66 SW6 10.8 1.2 1.0 0.4 0.4 0.4 0.4 0.8 0.8 MST37 MST37 4.2 7.3 7-2 27.667 - 1.0 107 66 SW6 27.2 1.2 1.0 0.9 0.9 1.1 1.1 0.3 0.3 None None - - 8 8-1 12.333 26.583- 1.0 122 90 SW6 11.8 1.4 1.4 0.4 0.4 0.5 0.5 1.0 1.0 MST37 MST37 4.9 8.5 9 9-1 27.833 - 1.0 122 90 SW6 27.3 1.3 1.4 0.9 0.9 1.1 1A 0.4 0.4 None None - - 10 11-1 11.75' 15.8333 1.0 151 131 SW6 11.3 1.7 2.1 0.4 0.4 0.5 0.5 1.5 1.5 MST37 MST37 2.9 5.1 11 11-2 12 - 1.0 151 131 SW6 11.5 1.7 2.1 0.4 0.4 0.5 0.5 1.5 1.5 MST37 MST37 - - 1t-3 4 - 0.7 203 131 SW6 3.5 1.9 2.2 0.1 0.1 0.2 0.2 2.1 2.1 MST37 MST37 - - 10-1 0 S: - 0.0 NA 131 #NIA -0.5 1 0.0 0.0 0.0 0.0 0.0 t##f# #### ###### - 10-2 0 is - 0.0 NA 131 #NIA -0.5 #ftf#t## 0.0 0.0 0.0 0.0 0.0 #### ##1# ###### it#t#ttltl - - 10-3 0 - 0.0 NA 131 #N/A -0.5 #t✓f##t# 0.0 0.0 0.0 0.0 0.0 #### #### t # E 111.9 28.4 49.4 Sheanvalls:1fT'sHeathing w/DF studs Holdom Table(Floor Clear Span=16") Nil - 0 pif Nil - 0 kips SW6 10d@6"o.c 310 pif None - 0.5 kips SW4 10d@4"o,c 460 pif MST37 (2)-2x HF 2.345 kips SW3 10d@3"o.c 600 pif MST48 (2)-2x HF 3.640 kips SW2 10d@To.c 770 pif MST60 (2}2x HF 5.405 kips 2SW4 10d@4"o.c 920 pif MST72 (2)-2x HF 6.475 kips 2SW3 10d@3"o.c 1200 pif kips ZSW2 10d@To.c 1141 pif kips RrCalc - 1550 pif kips kips Re-Calc - e5 kips Description By Date Upper Floor Shear Walls CGP 07/29/19 Y-Direction Checked Date ENGINEERING Scale NTS Sheet No. 250 4th Ave.South Project Job No. Suite 200 Centennial Park-Bldg H 2,011 18386.10 Edmonds,WA 98020 Main Floor Shear Walls Walls Below the Upper Floor Framing Y-Direction Walls Fy(EQ)= 11.9 kips(Story Shear) Story HT= 10.5 Fy(wind)= 20.7 kips(Story Sheaq Wall HT= 9.5 Max hNr 3.5 Wy= 77 PLF seismic WY- 134 PLF wind Line Load EQ Wind EQ Wind Net Uplift Governing EQ Wind Wall Wall SW Trite From Above EQ EQ Wind SW Reduced Gross Gross (o.ea.1<so.)o 0.6'DL From Above Net U lift Hold-down Line Line Line Mark Length Width EQ Wind 2wlh Shear Shear Callout HD Length Uplift Uplift End i End End]End' End i End End i End End i End' Load Load 1 1-1 VL75 15.833'! 2.9 5.1 1.0 150 187 SW6 11.3 1.6 2.9 0.7 0.7 0.9 0.9 1.5 1.5 3.5 3.5 MST48 MST48 4.1 7.2 2 1-2 3.083 - - - 0.6 232 187 SW6 2.6 1.9 3.3 0.2 0.2 0.2 0.2 2.2 2.2 5.3 5.3 MST60 MST60 - - 1-3 4,333 - - - 0.9 165 187 SW6 3.8 1.8 3.1 0.3 0.3 0.3 0.3 2.0 2.0 4.8 4.8 MST60 MST60 - - 2-1 4,333 - - - 0.9 165 187 SW6 3.8 1.8 3.1 0.3 0.3 0.3 0.3 2.0 2.0 4.8 4.8 MST60 MST60 - - 2-2 4 - - - 0.8 179 187 SW6 3.5 1.8 3.1 0.2 0.2 0.3 0.3 2A 2.1 4.9 4.9 MST60 MST60 - - 2-3 0 0.0 NA 187 #N/A -0.5 #####F 0.0 0.0 0.0 0.0 0.0 #### t#t## #### #### ###It#!! ###### 3 4-1 12,333 26.5833 4.9 8.5 1.0 173 215 SW6 11.8 1.9 3.3 0.7 0.7 0.9 0.9 1.9 1.9 4.3 4.3 MST60 MST60 6.9 12.1 4 3-1 ::27.833- - - - 1.0 173 215 SW6 27.3 1.8 3.2 2.3 2.3 2.5 2.5 1.2 1.2 1.9 1.9 MST37 MST37 - - 5 5-1 11.333 22.75 t 4.2 7.3 1.0 152 189 SW6 10.8 1.7 2.9 0.8 0.8 1.0 1.0 1.7 1.7 3.6 3.6 MST48 MST48 5.9 10.3 5-2 27.667 - - - 1.0 152 189 SW6 27.2 1.6 2.8 2.8 2.8 3.5 3.5 1.0 1.0 0.3 0.3 None None - - 6 6-1 40.25 24 4.4 7.7 1.0 156 193 SW6 39.8 1.7 2.9 3.8 3.8 4.6 4.6 0.5 0.5 0.0 0.0 None None 6.3 10.9 0 - - - 0.0 NA 193 #N!A -0.5 #####li 0.0 0.0 0.0 0.0 0.0 ###i #### #### #### #tlt!#t#! ###### - - 7 7-1 11.333: 22.75.1 4.2 7.3 1.0 152 189 SW6 10.8 1.7 2.9 0.8 0.8 1.0 1.0 0.8 0.8 2.8 2.8 MST48 MST48 5.9 10.3 7-2 27.667 - - - 1.0 75 189 SW6 27.2 0.8 2.8 2.8 2.8 3.5 3.5 0.3 0.3 0.0 0.0 None None - - 8 8-1 12.333. 26.5831 4.9 8.5 1.0 173 215 SW6 11.8 1.9 3.3 0.7 0.7 0.9 0.9 1.0 1.0 3.4 3.4 MST48 MST48 6.9 12.1 '.. 9 9-1 27.833; - - 1.0 75 215 SW6 27.3 0.8 3.2 2.9 2.9 3.5 3.5 0.4 0.4 0.2 0.2 None None - - 10 11-1 11.75.. 15.8333 2.9 5.1 1.0 149 185 SW6 11.3 1.6 2.8 0.7 0.7 0.9 0.9 1.5 1.5 3.5 3.5 MST48 MST48 4.1 7.2 11 11-2 12 - - - 1.0 149 185 SW6 11.5 1.6 2.8 0.7 0.7 0.9 0.9 1.5 1.5 3.5 3.5 MST48 MST48 - - 11-3 4..._: - - - 0.8 177 185 SW6 3.5 1.8 3.1 0.2 0.2 0.3 0.3 2.1 2.1 4.9 4.9 MST60 MST60 - - 10-1 0_. - - - 0.0 NA 185 #N/A -0.5 #trSYtH#t 0.0 0.0 0.0 0.0 0.0 #### #### ttt#7tt ###tt ###### #t####! - - 10-2 0....' - - - 0.0 NA 185 MA -0.5 # 0.0 0.0 0.0 0.0 0.0 #### #### #### #### - 10-3 0 - - - 0.0 NA 185 #N/A -0.5 ###### 0.0 0.0 0.0 0.0 0.0 ik#!#F t#tit# t#11#t i#!## ####it# ###t#t# - - £ 154.3 20.6 35.8 40.3 70.1 Sheanvalls:1t7'shea1hingw/DF studs Holdovm Table(Floor Clear Span=16") Nil - 0 pit Nil - 0 kips Input Cell SW6 10d@6"o.c. 310 pit None - 0.5 kips Input Cell w!Formula SW4 10d@4"o.c 460 pit MST37 (2)-2x HF 2.345 kips SW3 10d@3"o.c 600 pit MST48 (2)-2x HF 3.640 kips SW2 10d@2"o.c 770 pif MST60 (2)-2x HF 5.405 kips 2SW4 10d@4"o.c 920 pit MST72 (2)-2x HF 6A75 kips 2SW3 10d@3"o.c 1200 pit kips 2SW2 10d@Yo.c 1540 piF kips Re-Caic - 1550 pif kips kips Re-Cale 6.5 kips Description By Date '.. Main Floor Shear Walls CGP 07/29/19 Checked Date Y-Direction ENGINEERING Scale Sheet No. NTS 250 4th Ave.South Project Job No. n G '.. Suite 200 Centennial Park-BldgH (�C>( 1 Edmonds,WA98020 r- 1 18386.10 Lower Floor Shear Walls-Walls Below the Main Floor Framing Y-Direction Walls Fy(EQ)= 10.1 kips(Story Shear) Story HT= 10.5 Fy(wind)= 20.3 kips(Story Shear) WaII HT= 9.5 _ Max h/w 3.5 Wy- 90 PLF seismic Sos= 0.77 Wy= 181 PLF wind Line Load EQ Wind EQ Wind Net UPI!it Governing EQ Wind Wall Wall SW Trib From Above EQ EQ Wind SW Reduced Gross Gross (0.6-0.14aps)D 0.6'DL From Above Net Uplift I Hold-down Line Line Line Mark Length Width EQ Wind 2wlh Shear Shear Callout HD Length Uplift U lift End i End'End 1 End' End il End J End i Endj End I I End Load Load 1 1-1 11.75 ':15.833` 4.1 7.2 1.0 202 261 SW6 11.3 2.2 4.0 0.7 0.7 0.8 0.8 3.5 3.5 6.7 6.7 HDU8 HDU8 5.6 10.1 1-2 3.083 - - - 0.6 312 261 SW4 2.6 2.5 4.6 0.2 0.2 0.2 0.2 5.3 5.3 9.6 9.6 HOU14 HDU14 - - 1-3 4.333' - - - 0.9 222 261 SW6 3.8 2.4 4.3 0.3 0.3 0.4 0.4 4.8 4.8 8.8 8.8 HDUit HDU11 - - 2-1 4.333 - - - 0.9 222 261 SW6 3.8 2.4 4.3 0.3 0.3 0.3 0.3 4.8 4.8 8.8 8.8 HDU11 HDU11 - - 2-2 4 - - - 0.8 240 261 SW6 3.5 2.4 4.4 0.3 0.3 0.4 0.4 4.9 4.9 8.9 8.9 HDU11 HDU11 - - 2-3 0 - 0.0 NA 261 #N/A -0.5 ###### 0.0 0.0 0.0 0.0 0.0 #### #### #### #### ###### ###### 2 4-1 12.333 26.5833': 6.9 12.1 1.0 233 300 SW6 11.8 2.5 4.6 0.7 0.7 0.9 0.9 4.3 4.3 8.0 8.0 HDU11 HDU11 9.3 16.9 3-1 27.833 - - - 1.0 233 300 SW6 27.3 2.5 4.5 2.3 2.3 2.8 2.8 1.9 1.9 3.6 3.6 HDU4 HDU4 - - 3 5-1 11.333 22.75 1 5.9 10.3 1.0 205 265 SW6 10.8 2.3 4A 0.8 0.8 1.0 1.0 3.6 3.6 6.7 6.7 HDU8 HDU8 8.0 14.5 5-2 27.667c - - - 1.0 205 265 SW6 27.2 2.2 4.0 2.8 2.8 3.5 3.5 0.3 0.3 0.9 0.9 HDU2 HDU2 - - 4 6-1 40.25 i 24 6.3 10.9 1.0 210 271 SW6 39.8 2.2 4.0 3.8 3.8 4.6 4.6 0.0 0.0 0.0 0.0 None None 8.4 15.2 0 - - - 0.0 NA 271 #N/A -0.5 #f#f#!1# 0.0 0.0 0.0 0.0 0.0 #### #04 #tl## #### t#F#1#N! ###### - - 5 7-1 11.333 422.75 is 5.9 W.3 1.0 205 265 SW6 10.8 2.3 4.1 0.7 0.7 0.8 0.8 2.8 2.8 6.0 6.0 HDU8 HDU8 8.0 14.5 7-2 27.667I - - - 1.0 205 265 SW6 27.2 2.2 4.0 2.3 2.3 2.8 2.8 0.0 0.0 1.2 1.2 HDU2 HDU2 - - 6 8-1 12.333 26.583 6.9 12.1 1.0 233 164 SW6 11.8 2.5 2.5 0.7 0.7 0.9 0.9 3.4 3.4 5.2 5.2 HDU5 HDU5 9.3 16.9 9-1 27.833 - - - 1.0 233 164 SW6 27.3 2.5 2.5 2.3 2.3 2.8 2.8 0.2 0.2 0.4 0.4 None None - - 7 11-1 11.75 15.8333 4.1 7.2 1.0 167 216 SW6 11.3 1.8 3.3 0.7 0.7 0.8 0.8 3.5 3.5 6.0 6.0 HDU8 HDU8 5.6 10.1 11-2 17.6 _ - - 1.0 167 216 SW6 17.0 1.8 3.3 1.0 1.0 1.2 1.2 3.5 3.5 5.5 5.5 HDU5 HDU5 - - 11-3 4 - - - 0.8 199 216 SW6 3.5 2.0 3.6 0.3 0.3 0.4 0.4 4.9 4.9 8.1 8.1 HDU11 HDU11 - - 10-1 0 - - - 0.0 NA 216 #N/A -0.5 #f 0.0 0.0 0.0 0.0 0.0 #t#!# i###F #7#F# iN17#1 #tlfltJt7# #MV## - - 10-2 0 - - - 0.0 NA 216 #N/A -0.5 #####It 0.0 0.0 0.0 0.0 0.0 #### itflt7# #### #### ###### ###### 10-3 0 - - - 0.0 NA 216 #N/A -0.5 #f##1## 0.0 0.0 0.0 0.0 0.0 #### #!#F# #### £ 111.9 29.2 50.8 54.2 98.0 She-11s:i!2'sheathing W DF studs Hold-Table Nit - 0 plf Nit - 0 kips Input Cell SW6 10d@6"o.c 310 plf None - 0.5 kips Input Cell w/Formula SW4 10d@4"o.c 460 plf HDU2 (2)-2x HF 3.075 kips SW3 10d@3"o.c 600 plf HDU4 (2}2x HF 4.6 kips SW2 10d@2"o.c 770 plf HDU5 (21-2x HF 5.6 kips 25W4 10d@4"o.c 920 plf HDU8 4x DF#2 TO kips 2SW3 10d@3"o.c 1200 plf HDU11 6.6 DF#1 9.3 kips 2SW2 10d@2"1.c 1540 plf HDU14 6x6 DF#1 14.4 kips Re-Calc - 7550 pif HD19 6x6 DF#1 19.1 kips '.. kips Re-Galt 19.2 kips Description By Date Lower Floor Shear Walls CGP 07/29/19 Checked Date Y-Direction ENGINEERING Scale Sheet No. NTS 250 4th Ave.South Project Job No. Suite 200 Centennial Park-Bldg H 2, Edmonds,WA 98020 18386.10 Centennial Park Permit Fee Calculations: Square Foot Construction Cost: R-2/VB= $112.76 /SF B/VB= $134.99 /SF A-3/VB= $128.78 /SF U/VB= $48.73 /SF $25,001.00 $574.96 For the first $25,000.00 and up $14.94 PLUS for each additional $1,000.00 or fraction thereof $500,001.00 $4,768.46 For the first $500,000.00 and up $7.05 PLUS for each additional $1,000.00 or fraction thereof $1,000,001.00 $8,293.46 For the first $1,000,000.00 and up $5.38 PLUS for each additional $1,000.00 or fraction thereof Building A R-2 B Level 1 872 SF 2740 SF Leve12 2638 SF Leve13 2641 SF Total 6151 R-2 2740 B Cost/SF $693,586.76 R-2 $369,872.60 B Total Bldg A= $1,063,459.36 Fees= $8,293.46 ($63,459.36/1,000.00) = 63.46 = 64.00 + $344.32 Permit Fees= $8,637.78 Building B R-2 Level 1 3180 SF 0 SF Leve12 2739 SF Leve13 3701 SF Total 9620 R-2 0 Cost/SF $1,084,751.20 R-2 $0.00 Total Bldg B= $1,084,751.20 Fees= $8,293.46 ($84,751.20/1,000.00) = 84.75 = 85.00 + $457.30 Permit Fees= $8,750.76 J Building C R-2 Level 1 2693 SF 0 SF Leve12 1929 SF Leve13 3024 SF Total 7646 R-2 0 Cost/SF $862,162.96 R-2 $0.00 Total Bldg C= $862,162.96 Fees= $4,768.46 ($362,162.96/1,000.00) = 362.16 = 363.00 + $2,559.15 Permit Fees= $7,327.61 Centennial Park Permit Fee Calculations 1of5 Building D R-2 Level 1 2693 SF 0 SF Level 2 1929 SF Level 3024 SF Total 7646 R-2 0 Cost/SF $862,162.96 R-2 $0.00 Total Bldg D= $862,162.96 Fees= $4,768.46 ($362,162.96/1,000.00) = 362.16 = 363.00 + $2,559.15 Permit Fees= $7,327.61 J Building E R-2 A-3 Level 1 0 SF 3546 SF Level 2 3056 SF Level 3059 SF Total 6115 R-2 3546 A-3 Cost/SF $689,527.40 R-2 $456,653.88 A-3 Total Bldg E_ $1,146,181.28 Fees= $8,293.46 ($146,181.28/1,000.00) = 146.18 = 147.00 + $790.86 Permit Fees= $9,084.32 Building E.2 R-2 U Level 1 0 SF 849 SF Level 2 0 SF Level 3 0 SF Total 0 R-2 849 A-3 Cost/SF $0.00 R-2 $41,371.77 A-3 Total Bldg E.2= $41,371.77 Fees= $574.96 ($16,371.77/1,000.00) = 16.37 = 17.00 + $253.98 Permit Fees= $828.94 JBuilding F R-2 Level 1 2120 SF 0 SF Level 2 3434 SF Leve13 1857 SF Total 7411 R-2 0 Cost/SF $835,664.36 R-2 $0.00 Total Bldg F= $835,664.36 Fees= $4,768.46 ($335,664.36/1,000.00) = 335.66 = 336.00 + $2,368.80 Permit Fees= $7,137.26 Centennial Park Permit Fee Calculations 2of5 Building G R-2 Level 1 2120 SF 0 SF Level 3434 SF Level 1857 SF Total 7411 R-2 0 Cost/SF $835,664.36 R-2 $0.00 Total Bldg G= $835,664.36 Fees= $4,768.46 ($335,664.36/1,000.00) = 335.66 = 336.00 + $2,368.80 Permit Fees= $7,137.26 J Building H R-2 Level 5321 SF 0 SF Leve12 5318 SF Leve13 5312 SF Total 15951 R-2 0 Cost/SF $1,798,634.76 R-2 $0.00 Total Bldg H= $1,798,634.76 Fees= $8,293.46 (798,634.76/1,000.00) - 798.63 = 799.00 + $4,298.62 Permit Fees= $12,592.08 Building I R-2 Level 1 3728 SF 0 SF Leve12 3727 SF Leve13 3728 SF Total 11183 R-2 0 Cost/SF $1,260,995.08 R-2 $0.00 Total Bldg I= $1,260,995.08 Fees= $8,293.46 ($260,995.08/1,000.00) = 261.00 = 261.00 + $1,404.18 Permit Fees= $9,697.64 Building J R-2 Leve11 3728 SF 0 SF Leve12 3727 SF Leve13 3728 SF Total 11183 R-2 0 Cost/SF $1,260,995.08 R-2 $0.00 Total Bldg 1= $1,260,995.08 Fees= $8,293.46 ($260,995.08/1,000.00) = 261.00 = 261.00 + 1404.18 Permit Fees= $9,697.64 Centennial Park Permit Fee Calculations 3of5 Building K R-2 Level 1 3963 SF 0 SF Level 2 4156 SF Level 2615 SF Total 10734 R-2 0 Cost/SF $1,210,365.84 R-2 $0.00 Total Bldg K= $1,210,365.84 Fees= $8,293.46 ($210,36S.84/1,000.00) = 210.37 = 211.00 + $1,135.18 Permit Fees= $9,428.64 Building L R-2 Level 1 3963 SF 0 SF Level 4156 SF Leve13 2615 SF Total 10734 R-2 0 Cost/SF $1,210,365.84 R-2 $0.00 Total Bldg L= $1,210,365.84 Fees= $8,293.46 ($210,365.84/1,000.00) = 210.366 = 211.00 + $1,135.18 Permit Fees= $9,428.64 J Building M R-2 Level 1 3963 SF 0 SF Leve12 4156 SF Leve13 2615 SF Total 10734 R-2 0 Cost/SF $1,210,365.84 R-2 $0.00 Total Bldg M= $1,210,365.84 Fees= $8,293.46 ($210,365.84/1,000.00) = 210.366 = 211.00 + $1,135.18 Permit Fees= $9,428.64 J Building J N R-2 Level 1 3728 SF 0 SF Leve12 3727 SF Leve13 3728 SF Total 11183 R-2 0 Cost/SF $1,260,995.08 R-2 $0.00 Total Bldg J= $1,260,995.08 Fees= $8,293.46 ($260,995.08/1,000.00) = 261.00 = 261.00 + 1404.18 Permit Fees= $9,697.64 Centennial Park Permit Fee Calculations 4of5 Summary Building A= $8,637.78 Building B= $8,750.76 Building C= $7,327.61 Building D= $7,327.61 Building E= $9,084.32 Building E.2= $828.94 Building F= $7,137.26 Building G= $7,137.26 Building H= $12,592.08 Building 1= $9,697.64 Building J= $9,697.64 Building K= $9,428.64 Building L= $9,428.64 Building M= $9,428.64 Building N= $9,697.64 Total Pert fees= $126,202.46 Permit Building Plan Fee= $82,031.60 *to be submitted at permit pick-up Centennial Park Permit Fee Calculations 5of5 Permit#: 2748 Permit Date: 08/27/19 Permit Type: COMMERCIAL BUILDING Project Name: Centennial Park Applicant Name: CG Engineering Applicant Address: 250 4th Ave S. Applicant, City, State, Zip: Edmonds, WA 98020 Contact: Joe Galusha Phone: 425-778-8500 Email:jgalusha@cgengineering.com Scope of Work: Multi-Family apartments Valuation: 10513 08.96 Square Feet: 10586 Number of Stories: 3 Construction Type: VB Occupancy Group: R-2; Residential ID Code: Permit Issued: 12/19/2019 Permit Expires: 06/19/2020 Form Permit Type: Status: COMPLETE Assigned To: Raelynn Jones Property Parcel# Address Legal Description Owner Name Owner Phone Zoning 17327 67TH AVE NE CENTENNIAL 140 MULTI- 31052300300800 BLDG F PARK 5J,LLC 425-355-0353 FAMILY APARTMENTS Contractors Contractor Primary Contact Phone Address Contractor Type License License# EXXEL PACIFIC INC 360-734-2872 323A CONSTRUCTION UBI 601 175 198 TELEGRAPH RD CONTRACTOR EXXEL PACIFIC INC 360-734-2872 323A CONSTRUCTION Labor a TELEGRAPH RD CONTRACTOR Industri nd EXXELPI073KN es Fees Fee Description Notes Amount Building Permit Table 4-1 $8,569.50 Processing/Technology $25.00 Building Plan Review Table 4-2 $5,570.18 State Surcharge- 1st DU Residential- 1st Unit $6.50 State Surcharge-add'1 DU Residential Additional Units $34.00 Park-Community MF Multi-family $26,946.00 Traffic Mitigation-C/MF Commercial/Multi-family $26,623.62 Total $67,774.80 Payments Date Paid By Description Payment Type Accepted By Amount 08/27/2019 5J Williams Family BLD2748 Check#7953 Raelynn Jones $8,569.50 Investment 12/18/2019 Centennial Park 5J LLC BLD 2748 Check 5020 Raelynn Jones $59,205.30 Outstanding Balance $0.00 Notes Date Note Created By: 03/04/2020 City previously addressed this building as 17231 Bldg.G. Kristin Foster 18 units 12/16/2019 (R-2)8,076 Launa Black (S-2)1,420 (U)1,080 Uploaded Files Date File Name 03/05/2020 6320767-2748 Issued Permit.pdf 12/19/2019 6015943-12.19.19 Issued Permit.pdf 08/27/2019 5518978-Centennial Park-H Structural Calculations 08.09.19.pdf