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Home My WebLink About19014 63RD AVE NE_BLD1368_2026 COMMERCIAL APPLICATION s 4 PERMIT SUBMITTAL Department of Community & Economic Development City of Arlington• 18204 591h 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 COMMERCIAL APPLICATION SUBMITTAL CNECKLISTAND AN OCCUPANT'S STATEMENT OF INTENDED USE. Name of Project:Backstrom Lai Valuation. S�S_- Project Address: 19014LEBrdL.AireLuE,CAI•Iington"t LID 8A,LAjrportL.LAaseLEtoperty Parcel ID#: Legal Description Owner: DonL.Bhickstrom Phone Number:36oW)3-4866 Address: 190/L{ ( 3, rD &6 &6 City:Arlington State:WA Zip Code:98223 Engineer:Engineering,SbrvicesLCbm pany 1Sbn Ghston —Phone Number: 360 Zb6-0121 Cell Phone: E-mail: Address: 2501 lis City:Bellingham State:\AA Zip Code 98225 General Contractor: bA6V, r0,bt11 CIAO& -DCA&AI IC j,/islCPhone Number: �(ZZ�/� [�/c A6 Cell Phone: E-mail: Address:I Qt71�—( t rAy llh� City: /?L7L[��State: Zip Code: �ZZ3 Contractor's License Number: �itK J��pC L Expiration: Contact Person: Eric[Sbrtle Phone Number:425WO-2202 Cell Phone: 425[ikO-2202 E-mail:Ericbartle@frontier.com Address: POLE Xa5 City:Arlington State: WA Zip Code:98223 Proposed Scope of Work:6000Ls4LEcJfice&hrehouse REV 2015 Page 6 of 9 COMMERCIAL APPLICATION PERMIT SUBMITTAL C Department of Community & Economic Development City of Arlington• 18204 59th Ave NE• Arlington,WA 98223• Phone(360)403-3551 Project Name/Tenant Backstrom Il Site Address190145Drdl�l6✓el@---, lntEb8A K[lingtonl ilrport Bldg/Unit/Suite IBC Construction Type IBC Occupancy Type Description of Use OfficeE%rehouse Building Square Footage 6000,M90®'®ezzanine Number of Stories 1®ory®th®ezzanine Square Footage Per FloorMainMorEb000s�Q®ezzanineGI90E�EE 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 pifedirack storage ❑ Industrial ovens/furnace ❑ Private fire hydrants ❑ Spraying or dipping operations ❑ Standpipe systems ❑ Temporary membrane structure. tents (�200sq ft)or canopies (A00 sq ft.) Provide details on any of the above checked items: 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 2015 Page 7 of 9 COMMERCIAL APPLICATION PERMIT SUBMITTAL Department of Community & Economic Development City of Arlington• 18204 591h Ave NE• Arlington,WA 98223• Phone(360)403-3551 Backstrom L3J Name of Project: Project Address: 19014LardLAi e,LALlingtonLL6tL108ALAflingtonLAjrport Special Inspection Firm: Address: Contact Person: Phone: Email: Special Inspection Firm Special Inspectors: The Special inspection Firm of _ will perform special inspection for the following types of work(separate forms must be submitted if more than one firm is to be employed). ( ) Reinforced Concrete ( ) Bolting in Concrete ( ) Pre-stressed Concrete ( ) Shotcrete ( ) Structural Masonry V) Structural Steel and Welding High-Strength Bolting ( ) Spray-Applied Fireproofing ( ) 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, 11 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 2015 Page 8 of 9 COMMERCIAL APPLICATION s • r PERMIT SUBMITTAL Department of Community & Economic Development City of Arlington• 18204 591h 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 lailure of the design and,'or construction parties to perform in accordance with this agreement may result in a STOP WORK notice being pasted on the project. until nonconforming items have been resolved. ACKNOWLEDGEMENTS I have read and agree to comply with the terms and conditions of this agreement. Don�ckstrom Owner: Date: I hereby certify that the above information is correct and that the construction on. and the occupancy and the use of the above-described property will be in accordance with the laws. rules and regulation of the State of Washington, (=--7> Applicants Signature DonMckstrorn _ 3�7 �j 7 Print Applicants Name Date FOR STAFF USE ONLY Permit tt Accepted By Amount Received Receipt 9 Date Received REV 2015 Page 9 of 9 COMMERCIAL APPLICATION PERMIT SUBMITTAL Department of Community & Economic Development City of Arlington- 18204 591h 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) ❑ One (1) City of Arlington Commercial"Multi-Family Submittal Requirements Form ❑ Two (2) Architectural Drawings ❑ Two (2) Structural Drawings ❑ Two (2) Structural Calculations ❑ One (1) Project Specification Manuals (if applicable) ❑ One (1) NREC Code Compliance Forms ❑ One (1) Special Inspection Requirements Forms ❑ One (1) Occupants 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 I acknowledge that all items designated above are included as part of this application. REV 2015 Page 1 of 9 COMMERCIAL APPLICATION r PERMIT SUBMITTAL Department of Community & Economic Development City of Arlington• 18204 591h 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 International Plumbing Code(IPC) 7. 2015 International Property Maintenance Code (IPMC) 8. 2015 International Existing Property Code (IEBC) 9. 2015 Washington State Energy Code (WESC) 10. 2009 Accessible& Usable Buildings and Facilities(ICCrANSI 1417.1) Washington State Amendments 1. WAC 51-50 Washington State Building Code 2. WAC 51-51 Washington Slate 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 loot Seismic Zone: D2 Rainfall: 2 inches per hour for roof drainage design. Frost Line Depth: 12 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 2C, 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 2015 Page 2 of 9 Y Q� COMMERCIAL APPLICATION PERMIT SUBMITTAL Department of Community & Economic Development City of Arlington• 18204 591h 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. ❑ 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 properly 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 live feet elevation contour lines. 9. Show the location of all existing underground utilities. including water.sewer. gas and electrical. 10. Flood hazard areas. ffoodways.and design flood elevations as applicable. B. ❑ 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/$"minimum scale. Details a minimum Ya-inch scale. b) Plans must show the entire tenant space. c) Specify the use of each roomiarea. 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. it Provide a door and door hardware schedule. REV 2015 Page 3 of 9 COMMERCIAL APPLICATION PERMIT SUBMITTAL Department of Community & Economic Development City of Arlington• 18204 591h 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 118"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. 1) Include a lighting fixture schedule. 4. ❑ Framing Plan a) Specify the size. spacing. span and wood species or metal gage for all stud walls. b1 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 leet 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. ❑ SPECIAL INSPECTION 1, Where special inspection is required by IBC 1704. the registered design processional 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 2015 Page 4 of 9 a COMMERCIAL APPLICATION PERMIT SUBMITTAL Department of Community & Economic Development City of Arlington• 18204 50th 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 2015 Paqe 5 of 9 CITY OF ARLINGTON CERTIFICATE OF OCCUPANCY INTERNATIONAL BUILDING CODE SEC. 110 NOTE: THIS CERTIFICATE DOES NOT CERTIFY ELECTRICAL WORK At 19014 63rd Avenue NE Building Permit Number 1368 Name &Address of Owner Sprinkler System Number of Stories Backstrom Curb&Sidewalk, Inc. No 1 Plus Mezzanine 19014 63rd Ave NE Type of Construction/Occupant Load Use Arlington,WA 98223 II-B 46 Office and Storage THE Structure HAS BEEN INSPECTED AND APPROVED AS COMPLYING WITH THE 2015 EDITION OF THE INTERNATIONAL BUILDING CODE FOR GROUP B/S-1 OCCUPANCY ISSUED BY — BUILDING OFFICIAL CITY OF ARLINGTON 238 N. OLYMPIC AVE-ARLINGTON, WA. 98223 ` PHONE; (360)403-3551 BUILDING PERMIT Address:19014 63rd Avenue NE Permit#:1368 Parcel#:3 105 150040 1200 Valuation:525000.00 OWNER APPLICANT CONTRACTOR Name:City of Arlington Name:Arbor Homes Name:Arbor Homes Inc Address: 18204 59th Drive NE Address:P.O.Box 355 Address:PO Box 355 City,State Zip:Arlington,WA 98223 City,State Zip:Arlington,WA 98223 City,State Zip:Arlington,WA 98223 Phone: Phone:425-870-2202 Phone:425-870-2202 MECHANICAL CONTRACTOR PLUMBING CONTRACTOR Name: Name: Address: Address: City,State,Zip: City,State,Zip: Phone: Phone: LIC#: EXP: LIC#: EXP: JOB DESCRIPTION PERMIT TYPE: Commercial New CODE YEAR: 2015 STORIES: 1 CONST.TYPE: 11-B DWELLING UNITS: OCC GROUP: B and S-1 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 1S 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/IRCI10. SALES TAX OTIC'E:Sales t relating to construction and construction materials in the of n on must be reported on your sales tax return form an 'ty o r i �01. Signature Print Name Date �-Rclemd By Date CONDITIONS See redlined drawings. Adhere to approved plans. THIS PERMIT AUTHORIZS 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 4/27/2017 Building Permit Fee $4,752.78 4/27/2017 Building Plan Review Fee $3,089.31 4/27/2017 State Building Code Surcharge Fee $4.50 Total Due: $7,846.59 Total Payment: $3,089.31 Balance Due: $4,757.28 CALL FOR INSPECTIONS BUILDING(360)403-3417 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:19014 63rd Avenue NE Permit#:1368 Parcel#:31051500401200 Valuation:525000.00 OWNER APPLICANT CONTRACTOR Name:City of Arlington Name:Arbor Homes Name:Backstrom Curb and Sidewalk Inc Address: 18204 59th Drive NE Address:P.O.Box 355 Address: 19014 63rd Ave NE City,State Zip:Arlington,WA 98223 City,State Zip:Arlington,WA 98223 City,State Zip:Arlington,WA 98223 Phone: Phone:425-870-2202 Phone:360-403-4866 MECHANICAL CONTRACTOR PLUMBING CONTRACTOR Name: Name: Address: Address: City,State,Zip: City,State,Zip: Phone: Phone: LIC#: EXP: LIC#: EXP: JOB DESCRIPTION PERMIT TYPE: Commercial New CODE YEAR: 2015 STORIES: 1 CONST.TYPE: 11-B DWELLING UNITS: OCC GROUP: B and S-1 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 O C A BUILDING OR STRUCTURE UNTIL A FINAL INSPECTION HAS BEEN MADE AND APPROVAL OR A CERTIFICATE OCCUP NC AS BEEN GRANTED. IBC110/IRC110. SALES T N C S [ r lacing to construction-Noconstructionmaterials in th FAdin must be reported on your sales tax return form and • cd C� of A n n# Signature Print Name Date Released By Date CONDITIONS See redlined drawings. Adhere to approved plans. THIS PERMIT AUTHORIZS 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 6/26/2017 Building Permit Fee $4,752.78 6/26/2017 Building Plan Review Fee $3,089.31 6/26/2017 State Building Code Surcharge Fee $4.50 Total Due: $7,846.59 Total Payment: $7,846.59 Balance Due: $0.00 CALL FOR INSPECTIONS BUILDING(360)403-3417 When calling for an inspection please leave the following information: Permit Number,Type of Inspection being requested,and whether you prefer morning or afternoon BACKSTROM 5 SYMBOLS / ABBREVIATIONS DRAWING INDEX BUILDING CLASSIFICATION SEE ENLARGEMENT SLDR SLIDER OH OVER HEAD DOOR COM—STEEL DRAWINGS BUILDING CLASSIFICATION HR HOUR SHEET A-1 COVER SHEET CONSTRUCTION TYPE 2—B HCRR HANDICAP ACCESSIBLE REST ROOM SHEET A-2 FLOOR PLAN & MEZZANINE PLAN OCCUPANCY — BUSINESS B EXH. EXHAUST FAN SHEET A-3 CROSS SECTION, DETAILS, DOOR & WINDOW SCH OCCUPANCY — MODERATE HAZARD STORAGE S-1 R.E. RIM ELEVATION SHEET A-4 DETAILS BUILDING AREA PSF POUNDS PER SQUARE FOOT SHEET A-5 ELEVATIONS FIRST FLOOR 6,000 S.F. SF SQUARE FOOT SHEET A-6 REFLECTIVE CEILING PLAN CY CUBIC YARDS MEZZANINE AREA SY SQUARE YARDS MEZZANINE 1,890 S.F. HB HOSE BIB GARCO DRAWINGS FIRE AREA YH YARD HYDRANT SHEET E1 COVER PAGE AGGREGATE 7,890 S.F. GWB GYPSUM WALL BOARD SHEET F1 ANCHOR ROD PLAN SHEET F2 ANCHOR ROD DETAILS ALLOWABLE AREA DRAWING OR DETAIL NAME SHEET E2-15 BUILDING ERECTION AREA TYPE PROPOSED ALLOWED RATIO SCALE SHEET R1-16 ERECTION DETAILS DIRECTION INDICATOR GARCO ENGINEERING PACKET B BUSINESS (NS) 3, 0 S.F. , 00 S.F. .17 _ BUILDING SECTION/VIEW NUMBER S-1 STORAGE (NS) 4,110 S.F. 17,500 S.F. 24 \\\ DESIGN CERTIFICATION 41 0 REFERENCE DRAWING NUMBER BUILDING SPECIFICATIONS ALLOWABLE HEIGHT DETAIL NUMBER COMPUTER PRINTOUTS AREA TYPE HEIGHT ABOVE GRADE PLANE STORIES —� REFERENCE SHEET NUMBER DESIGN CALCULATIONS B BUSINESS (NS) 55 FEET 3S-1 STORAGE (NS) 55 FEET 2 B WINDOW MARKER WINDOW TYPE ENGINEERING SERVICES CO. SPRINKLER SYSTEM: NOT REQUIRED SHEET 1 FOUNDATION PLAN & DETAILS FIRE ALARM SYSTEM: NOT REQUIRED DOOR MARKER SHEET 2 STAIR & FRAMING PLAN DOOR NUMBER OCCUPANCY LOAD ❑ SHEET 3 BRACING PLAN & DETAILS E 1 B BUSINESS — OFFICE 3,780 S.F./100 S.F.= 37.8 OCC. ENGINEERING CALCULATIONS S-1 STORAGE — WAREHOUSE 4,110 S.F./500,S.F.= 8.2 OCC. 0 TOTAL OCCUPANTS = 46 OCC.* CASCADE SURVEYING & ENGINEERING DRAWINGS • BASED ON IBC TABLE 1004.1.2 SHEET 1 OF 1 SITE PLAN LOT COVERAGE LOT AREA 22,924 S.F. APPLICABLE CODES AND EDITIONS TOTAL BUILDING AREA 6,000 S.F. English 02n S=' Lskewooa S pokey Point Eage<amn ALL PLANS ARE TO CONFORM TO THE APPLICABLE LOT COVERAGE 26.2 MATERIALS LEGEND CODES AND EDITIONS LISTED BELOW. IBC-2015, UPC-2015, NREC-2015, IFC-2015, IMC-2015 ZONING DESIGNATION INSULATION GENERAL INDUSTRIAL VICINITY MAP N.T.S. AIRPORT PROTECTION DISTRICT 0 PROTECTION DISTRICT B ARLIN SOIL OWNER/CONTRACTOR/STR. ENG —� GTON PARKING CALCULATIONS SITE AMC TITLE 20 CONCRETE OWNER: TABLE 20.72-1 TABLE OF PARKING REQUIREMENTS - � BACKSTROM PROPERTIES, LLC. USE 3.120 6,000 S.F./800 S.F. = 7.5 DON BACKSTROM STEEL PANEL 19705 60TH AVE NE, SUITE A ARLINGTON, WA 98223 PHONE: (360)403-4866 REGULAR SPACES PROVIDED 16 ® STEEL HC SPACES PROVIDED 1 CONTRACTOR: TOTAL 17 COM—STEEL LLC CONTACT PERSON: ANDY KAMMENGA 2321 E. BA, WA 1 W 98226 ROAD BELL , SUITE D SPECIAL INSPECTIONS BELLING WA PHONE: (360)733-3769 FAX: (360)746-8475 STRUCTURAL WELDING: z ONE PASS FILLETS VISUALLY INSPECTED ° FOUNDATION/STRUCTURAL ENGINEER: ENGINEERING SERVICES CO. BOLTING: Pi NL KEN GASTON P.E. AISC "TURN—OF—THE—NUT" SPECIFIED FOR A325 2501 ELLIS STREET BUILDING DESCRIPTION BELLINGHAM, WA 98225 Sa1L5 PHONE: (360)75756-0121 THIS PROJECT INCLUDES CONSTRUCTING A 60' CO lC X 100' X 19' EAVE TYPE II—B CIVIL ENGINEER PRE—ENGINEERED STEEL BUILDING. THE CASCADE SURVEYING & ENGINEERING INC. m BUILDING WILL BE USED AS OFFICE & ICK POYNER P.E. P.O. BOX DEFERRED SUBMITTALS 188thPINE WAREHOUSE SHOP. THE BUILDING WILL BE P.O. B / ARLINGTON,, WA 98223 INSULATED TO MEET WSNREC REQUIREMENTS FOR FULLY CONDITION SPACE. SITE WORK TO LEGAL DESCRIPTION ELECTRICAL DESIGN CONSIST OF GRADING OF SITE, EXCAVATION FOR CITY OF ARLINGTON UTILITIES, AND STORM WATER PIPING PER BUILDING DEPARTMENT MECHANICAL DESIGN CASCADE SURVEYING & ENGINEERING PLANS. APPROVED TAX PARCEL NUMBER: rf CQpY 310515 004012 01 Ir5[, DATE L ti_ 1'1 BY P� OFF�CiE NO CHANGES AUTHORIZED SITE ADDRESS: UNLESS APPROVED BY THE LOT 108A AIRPORT LEASE PROPERTY BUILDING INSPECTOR AREA MAP N.T.S. ARLINGTON, WA 98223 Received LEGAL DESCRIPTION: MAR 0 7 2017 NOTICE: SEE SITE PLAN 1 OF 1 FOR R A f`!/G^�p7®p p 1)Lb 1:3��. The drawings and plans set forth on this sheet, as instruments a``h oEScalPnoH sei 2521 E.ELLINGHAM,WAWROAD Vflls l�aJ i 1� !N1 of service, are, and shall remain the property of COM—STEEL BELLINGHAM,WA 98226 m�e L.L.C. Use of these drawings is limited to a specified project n TEL: (360)733-3769 COVER SHEET named hereon, and for the construction of one building, for YOm-steel which Com—Steel L.L.C. has been commissioned. Any use or ue UCEN5E S C0M5TLL 056J4 reuse of said drawings is strictly prohibited without the written B�ckeGomS pF16.n NT3 p permission of Com—Steel L.L.C. Written dimensions on this sheet Integrated Structural Systems 5ALES000M-STEELCOM /t e� have precedence over scaled dimensions. A 7n Kammy 1 1/4.0 MIN-1 1/2"0 MAX TYP 54"MIN 58'MIN 12'MAX, AX 42"MIN ACCESSIBLE NOTES MIN 1 1/40 MIN-1 1/2'OMA% 12'MAX 42'MIN - _ ACCESSIBLE PARKING SPACES: - �/30 A 39 -o10E65I6LERESTRODM 1. REQUIRED FOR BUILDINGS PROVIDING OVER ONE PARKING - - _ _ SPACE PER UNIT._ xS n � � 4b•MIN / - ENTRY J - 7-9 m 1. PROVIDE 60" X 60" CLEAR SPACE ON SWING SIDE OF DOOR. 4 Ma( / •� .:� _ 2. 36" DOOR, 1/2" MAX. THRESHOLD r 3068 MIN >< - ALL DOORS: . ALT DOOR 1. 36" WIDE DOORS MIN. RESTROOM PLAN TYPICAL RESTROOM ELEVATION TYPICAL 59" IN F WALLLOOR HUNGMOUNT NOB 2: LEVER TYPE DOOR HARDWARE. "59'MIN,FLOOR MOUNT 1. All REST ROOMS WILL CONFORM TO MINIMUM STANDARDS SET FORTH IN ANSI Ai 1].1-2003 ""62'MIN,WALL HUNG "8'ME CLEARANCE 603 TOILET AND BATHING ROOMS 85"MIN.FLOOR MOUNT boa WATER CLQSEIS AND TOILET COMPARTMENTS so URINALS BOB BOO UVATORICSAND SINKS 60 9 GRABBARS 809.2 BARS CROSS SECTION:1 1/4'MIN TO 2'MAX-WA NAMENOMEM 1 1/2'MAX. WHEELCHAIR ACCESSIBLE COMPARTMENTS NOS 2. 603.2.2 OVERLAP. CLEAR FLOOR SPACES,CLEARANCES AT MIXTURES,AND TURNING SPACES SHa1 BE PERMRiED M OVERW+. ALL WHEELCHAIR ACCESSIBLE COMPARTMENT$WILL CONFORM TO 3. BOJ.23 DOOR SWING DOORS SHALL NOT SWING INTO THE CLEAR FLOOR SPACE OR CLEARANCE FOR ANY MIXTURE. MINIMUM STANDARDS SET FORTH IN ANSI A 2003 4. 604.7 DISPENSER DISPENSERS SHA NOT BE OF A TYPE THAT CONTROL DELIVERY.OR DO NOT ALLOW CONTINUOUS PAPER FLOW. 604.8 WHEELCHAIR ACCESSIBLE COMPARNENRRAENTS S LL 604.8. TOE CLEARANCE 6 604.8. GRAB BARS BOO GRAB BARS 5. RESTROOM S PER 1110.1 AND -2003 SECTION: fi09.2 CROSS SECTION:1 1/4'MIN TO b,"MAX-WA A TACTILE IXR SIGNS PER A11].1 SECTION 703 AMMT 1 1/2'MAX. ]03.3.11 HEIGHT ABOVE FLOOR:ALB'MIN.ABOVE FLOOR TO BOTTOM OF THE LOWEST CHARACTER AND 80'MAX ABOVE THE BOOR MEASURED i0 604.5.1 MIXED SIDEIDE WALL GRAB BARS THE BOTTOM OF THE HIGHEST CHARACTER. 804.5.2 REAR WALL GRAB CARS 703.3.11 LOCATION:NEXT TO SINGLE DOOR-ALONG SIDE THE DOOR AT THE LATCH SIDE SOCIS TOE CLEARANCE: B.VISUAL CHARACTER HEIGHT: ]0 40'TO LESS THAN OR EQUAL TO 'WITH HORZ VIEWING DISTANCE LESS THAN 6'THE MIN CHARACTER HEIGHT IS 5/8" •THE FROM PARTITION AND AT LEAST ONE SIDE PARTITION SHALL PLUS 1/5"PER FOOT OF VIEWING DISTANCE ABOVE 6. PROVIDE A TOE CLEARANCE OF 9"ABWE THE FLOOR AND EMENDING 8'BEYOND THE COMPARTMENT SIDE FACE OF THE PARTITION. 6. ALL'DISPENSERS NOT SHOWN 40'ABOVE FLOOR TO CONTROL EXCEPTIONS: 7. WATER SUPPLY AND DRAIN PIPES UNDER LAVATORIES AND SINKS SHALL BE INSULATED OR OTHERWISE CONFIGURED TO PROTECT AGAINST CONTACT. TOE CLEARANCE AT THE FRONT IS NOT REQUIRED IN A COMPARTMENT B. THERE SHALL BE NO SHARP OR ABRASNE SURFACES UNDER LAVATORIES AND SINKS. GREATER THAN 62"IN DEPTH WITH.A WALL HUNG OR GREATER THAN 0'IN DEPTH WITH A FLOOR MOUNT. "an TOE CLEARANCE AT THE SIDE IS NOT REQUIRED WITH 66"WIDTH. DADA RESTROOM DETAIL N'rs 1 2 3 4 5 1 2 3 4 5 100'-0" TOP OF PLYWOOD 9'-Qt"AB25'-D /_ OVE SLAB ON GRADE J•PLYWOOD( DEEN SHEET A-a, DETAa D FOR ALL) 104 +04 121 OJ 112 22GA B-DECKIN D D 1 11 x 2-1/1"CEE,2GA.JOISTS EXIT O 2'-0'O.C.TAP.SEE GMCO I I s'-a" EMT X BRACE SHEET E3 DETAILS X BRACE 105 x0 PIPE STRUT BRACE 11J o DON'S OFFICE I UP N DETAIL ETYPICAL FSHEET AA- I SHOP/STORAGE eETwEEN cwD,e z I - 1,915 S.F. X BRACE J x BRACE J TTPIGAL DWINc wALL S-1 OCC. -5/a'x 20GA.STEEL 07 STUDS 0 24•D.C. 7 OCCUPANTS ICE I I OFF STEEL sn+0s o za•o.c. C 106 1 na 8•x i-5/8'z zaGlmO TOP PLYWOOD 9'-Oj•A80VE O WALL O 24.O.C. SIAB ON GRADE < LOAD BEARING OWING WALL. SHOP/STORAGE 25'-0" s a a STEEL snuos N �'P YWOOU(SEE OE ALL SHEET1-4. 0 0 OFFICE 110 e 2,195 S.F. +s 16 FUTURE OFFICE DUAL o FOR DEraq f 1,140 S.F. sa S-1 OCC. 1,140 S.F. N Ds EMT .I I ns B OCC. zzGA.e-DEacuNc O B OCC. II 8 OCCUPANTS I II II gv 12 OCCUPANTSI 3 I R II 12 OCCUPANTS 10'x 1-5/5"x 12GA JOISTS 1 I 11 0 2`'O.C.TYR.SEE DETAIL MTaL E ON SHEET SHEET A-4 DErA1L•r FOR sDMPPMG I I A-4 TAP. 1 I QLLNaIIY AID._U, J_6 NOIN; 5/820GA.STEEL.STU 5/8"x 18GA.LOAD 8'x 1-5/8•x 12GA lDAD 7�BERING WALL I I i] BEAING WALL Ir SEE DETAL E ON SHEET M FUTURE OFFICE -6a ,� 11,-6. ne I I I 6 x,-5/9 x,zca OAD 750 S.F. ING a'-6" 4 BEARING WALL,DETAIL I ON SHEET A-4 I I B OGG. 211 6 I I0r 36._7I Ia jyp.ON SHEEI I8 OCCUPANTS THICKENED FaonNc NO ACCESS TO 1 � IxIII I DEAL I ON SHEET A-4 3'PLTNOOO uPMEZZANINE UNTIL N11PPE STRUT BRACE OFFICE o I I LOADxBEAMNc 1 oNroP oF ..FUTURE OFFICE BUILT 1 I WALL I I toI 750 S.F.a I RR 4 I ,B OCC. NO STORAGE ALLOWED R 1 8 OCCUPANOFFCE I EXIT I I I PORTAL BRACE PORTAL BRACEif A � 5'-10" a m, +s +az 103 zD U +w nD IS FLOOR PLAN �1/MEZZANINE PLAN NOTICE _ TwTB1DM6 FOR ��® The drawngs and plans set forth on this sheet as instruments I DATE DESCRIPTION REV 25M E.BAKEMEW ROAD of service are, and shall remain the property of COM-STEEL BELLINGHAM.WA 98226 T LLC. Use of these drawings is limited to a.specified project TEL• (360)733-8768 FLOOR PLAN&MEZZANINE PLAN named hereon, and for the construction of one building, for Yom-steel FAK (360)240_�7 Which Com-Steel L.L.C. has been commissioned. Any use or Ll.0 LICENSE scOMMUOWJa reuse of said drawings is strictly prohibited without the written eecbolWl+B OMB?/ 1YB'=p-0' R D aT seue permission of Com-Steel LLC. Written dimensions on this sheet Integrated Structural Systems SALEBOCOM-STEELCOM /�-2 have precedence over scaled dimensions. A I�fi /"� K�+aaoM,l SOLID GROUTED CORE W'/(1) #5 GR60 REBAR 16" X 6" SPLIT FACED DRILLED & EPDXY 5" INTO CMU BLOCKS GRADE BEAM HORZ #4 GR40 REBAR GROUTED 8" CEE 16GA 24 GA DOUBLE LOCK' STANDING SEAM ROOF OVER R-36 BANDED LINER 12 ROOF.INSULATION SYSTEM R-11 FIBERGLASS BLANKET 2 .INSULATION.❑VER PURLINS V STYROFOAM THERMAL BLOCKS I BETWEEN PURLIN & ROOF R-25 FIBERGLASS BATT INSULATION BETWEEN PURLINS ;u. POLYPROPYLENE VAPOR BARRIER WITH METAL BAND SUPPORT BUILDING RARER BY G.B.S. � 4'-0„ GRADE BEAM III ''I 8' 16 GA GALVALNIZED PURLIN 26 GAUGE 'AVP' PANEL OVER—, BUILDING RAFTER LEG BY G.B.S. 6'x3' FOAM THERMAL TAPE OVER.8'x 16 GA GALVANIZED ZEE GIRT BY G.B.& 8" CEE 16GA R-30 FIBERGLASS BATT INSULATION BETWEEN GIRTS HELD IN PLACE BY POLYPROPYLENE VAPOR BARRIER 2" R-10 EXTRUDEDPOLYSTYRENE BOARD INSULATION 6" SPLIT FACED 6" SPLIT FACED WITH METAL BANDING SUPPORT CMU BLOCKS CMU BLOCKS GRADE BEAM FOUNDATION SEE FOUNDATION DRAWINGS R-30 FIBER GLASS INSULATION BANDED 2" R-10 EXTRUDED POLYSTYRENE BOARD LINER SYSTEM 8" CEE 16GA INSULATION " 6 CONCRETE SLAB ON GRADE 6' SPLIT FACE CMU WALL NN SEE DETAIL 2" COMPACTED SAND I FND GRADE BEAM 1 FND GRADE BEAM / / `.'?, ., 2 R-1 EXTRUDED POLYSTYRENE BOARD INSULATION 19 PSI .. ..�:: PROT ECT EXPOSURE WITH ..FLASHING TO 6' BELOW GRADE III CMU WAINSCOT DETAIL A CROSS SECTION AT GRID LINE 1 1/s" AT GRID LINE A 1/4' - 1-D" SYMBOL KEY Door Schedule 0 Window Schedule O Rough W3.7 Door./Win. Jamb Additional -Rough Nom. Window Door opening material & core Cite Dims.SwingAddn'I. Hrdwr Width Notes Window o enin Size Frame Finish T e Glass Additional Notes 102 DOOR SYMBOL 101 C Pal urethane Ins. Steel Door v - = 101-105 (2) 1/2"X1" BOLTS / \ 1 C P ur th ne I e Da LH U-Value = 0.37 108-113 EACH SIDE OF \ 103 C rethane In e I Door LH U-Value = 0.37 115,117 A 6040Vin I White Slider 3 4" HPU-Factor 0.30. SHGC 0.26 118 WINDOW SYMBOL TREAD 104 C Pol r a e Ins. Steel r RH toe Ext. Door U-Value = 0.37 106 07 LHR Ext. Door U-Value = 0.48 114:116 B 3040Vin I White Slider 3 4" HPU-Factor 0.30, SHGC 0.26106 D Aluminum Storefront Door LHR Ext. Door U-Value = 0.48 TOTAL AREA OF EXTERIOR GLAZING = 360 S.F. 068 SC or W Ti e J RH 4-7 8" t'-o 108 E 3068 SC Birch Door W1 Timely Jamb LH P 7-1 4" TS70" x 2"x 3/16" STAIR STRINGER SC Birch Door W Timely Jamb RH 7-1 4" 110 E 3068 SC Birch Door W TimelyJamb v Lockset 7-1 4" \ 111 E 3068 Birch LH rivac Lever Lockset 4-7/8" 112 E 3068 LHR assa a I-- Lockset 4-7/8" ROUGH OPENING FOR WINDOWS 3/4" PLYWOOD �71° �-2 113 E 3068 SC Birch Door W Timely Jamb LHR nt Lever Lockset 7-1 4 WIDTH WEARING SURFACE 114 E 3068 SC Birch Door W Timely Jamb RH rivac Lever Lockset 4-7 8 OVER 22GA STEEL DECKING 2x2z3/16 ANGLE 115 E 3068 SC Birch Door W Timely Jamb LH rivac Lever Lockset 7-1 4 116 E 3068 SC Birch Door W TimelyJamb RH nt Lever Lockset 7-1/4 3.5" x1.25" z 18GA STUDS ® 24" D.C./ PRECAST CONCRETE TREADS 117 E 3068 SC Birch Door W Timely Jamb LH rivac Lever Lockset 7-1 4 4-4" SAME AS WINDOW - SAME AS WINDOW W/ 18GA TRACK TOP & BOTTOM , BY BODE'S PRECAST 118 E 3068 SC Birch Door W TimelyJamb LH Ent Lever Lockset 4- ._ 119 F 14 x 14 Insul. Overhead Door Ext. Door U-Value = 0.31 11 RUN 120 F 13 x 14 Insul. Overhead Door Ext. Door U-Value = D.31 1 F 14 14 Insul. Overhead Door Ext. Door U-Value = 0.31 03 o _ 6-49/64" RISE \ TS3"x 3" x 3/16"STAIR/SUPPORT COLUMN ROUGH OPENING FOR DOORS \ < ¢ `� n /6" x 200A BACKING SIZE + 4"-1 SIZE + 4" SIZE + 1-1/4" w w \ FOR HANDRAIL.SUPPORT STEEL STUDS 2' O.C. _ HANDRAIL TO MEET IBC 1014 VINYL WINDOW ` VINYL WINDOW TS1o" x 2• x 3/16"STAIR STRINGER OPENING OPENING / \ + + WINDOW TYPE t u N OVERHEAD SECTIONAL DOOR N.T.S. STEEL EXT. DOOR ALUMINUM STOREFRONT WOOD DOOR W1 B STAIR DETAIL 5/8" GWB W/ #6 S-12 BUGLE HEAD D.W. SCREWS 1'-O" O.C. F - (TYP.) DOOR (TYP.) TIMELY `JAMBS GWB INSTALLED VERTICAL.O NOTICE PEYISWNS OR �b�lsl\J�I\®IMI 3The drawings and plans set forth on this sheet, as instruments mm oEscRIMON Rev 2321 E.15AKEWEW ROAD of service, are, and shall remain the property of COM-STEEL BELLINGHAM,WA 98226 trt�E L.L.C. Use of these drawings is limited to a specified project A TEL: (360)733-8769 CROSS 5ECTION,DETAILS,DOOR/MN SCHEDULE named hereon, and for the construction of one building,for coo-steel Fes' (360)746 8475 which Com-Steel L.LC. has been commissioned. Any use or Y.0 LICENSE SCOMSTLL066J4 reuse of said drawings is strictly prohibited without the written s ay-1gn "-D permission of Com-Steel L.LC.. Written dimensions on this sheet Integrated Structural.Systems SALESOCOM-STEELCOM owr°i q m� have precedence over scaled dimensions. A. n 1/2" S-12 PAN HEAD SCREW AT EA. MEMBER (TYP.) CONT. 20 GA. x 2"STRAP 3.5 OR 6"20 GA. 1/2"S-12 PAN HEAD SCREW AT EACH SIDE OF MEMBERS, 20 GA. STUDS TRACK 3" D.C. E.A. SIDE TO ALL BLDG.. PANELS 'FULL LENGTH OF RUN 24"O.C.TYP. X SOLID BLOCKING AT END TWO BAYS OF A RUN ARE THE SAME. BLOCKING 20 GA. TOP & BOT.TO BE THE SAME GAGE AND SIZE AS y. TRACK TYP. MEMBERS. SEE BRACING TABLE BELOW FOR SPACING. (ADDITIONAL BLOCKING AT 30'-0" D.C.MAX. ALONG MEMBERS STUDS R 6" 20 GA RUN IF RUN EXCEEDS 30'-0".) 3.5" OR 6"20 GA T STUDS 20 GA. 2"x 2"ANGLE x MEMBER. DEPTH LESS 2 W/ (2)- 1/2" PAN HEAD SCREWS EA. FACE. NON—BEARING HEADER A �, SCREW OPTION " TRACK WELD OPTION X v BRACING TABLE JOIST SPAN BRIDGING DOUBILE 20 GA. STUDS UP TO 14' ONE ROW AT MID-SPAN DOUBLE 6" X 1.25 X 20 GA HEADER F JOIST BRACING 14'-20' TWO ROWS AT THIRD POINTS � — NTa 20'-26' THREE ROWS AT QUARTER POINTS L= 1 LOAD BEARING HEADER -2 rrrs FASTEN B-DECKING TO 10" -16GA. RIM TRACK 0 8"O.C. W/ #8 SCREW. FASTEN RIM TRACK �\� TO STUD WALL TOP TRACK ON SAME PATTERN Lt ANON LOAD BEARING WALL PTs WEB STIFFENER SHEATHING RIM TRACK 10"-14GA. JOIST 18GA. STUD UNDER JOIST (TYP.) .TOP TRACK I u 1 FLOOR JOIST TO LOAD BEARING WALL LOAD BEARING STUD WALL NTS (2) # 5 CONTINUOUS. O J >n THICKENED FOOTING NOTICE [A. V l�li R��®� The drawings and plans set forth on this sheet as instruments DATE aEaaRIMN REV 2321 E.BAKERMEW ROAD of service are, and shall remain the property of COM-STEEL BELLINGHAM.WA 98226 LLC. Use of these drawings is limited to a specified'project / TEL: (360)733-3769 DETAILS named hereon, and for the construction of one building, for com steel which Com-Steel L.L.C. has been commissioned. Any useorNC UGENSE SC0STLL G66J4 reuse of said drawings is strictly prohibited without the written - npermission of Com-Steel L.L.C. Written dimensions on this sheet Integrated Structural Systems 5ALE5000M-STEELCOM i �o� have precedence over scaled dimensions. K.nnlelw 24 GA. "DOUBLE—LOK" STANDING SEAM PANEL OVER R-36 BANDED LINER ROOF INSULATION SYSTEM 2 26 GA. "AVP" PANEL OVER R-30 3 q 5 26 GA. "7.2" PANEL HORIZONTAL OVER R-30 26 GA "PBD" PANEL OVER R-30 BANDED LINER WALL INSULATION SYSTEM BANDED LINER WALL INSULATION SYSTEM BANDED LINER WALL INSULATION SYSTEM tzi2s, A z�- 113 1 4 ELE 1 6 117 109 110 111 o 119 120 105 1 6 105 t 7 108 ' 101 101 106 102 103 IF SPLIT FACE CMU BLOCK WAINSCOT SPLIT FACE CMU BLOCK WAINSCOT 26 GA. "7.2" PANEL HORIZONTAL �1EAST ELEVATION ONORTH ELEVATION 24 GA. .,DOUBLE—LOK" STANDING SEAM PANEL OVER R-36 BANDED LINER ROOF INSULATION SYSTEM 5 4 3 26 GA. "AVP PANEL OVER'R-30 2 TRJB�ND GA: "AVP" PANEL OVER R-30 BANDED LINER WALL INSULATION SYSTEM ED LINER WALL INSULATION SYSTEM 12 A 2�= �- „z 0 m 121 o. 102 103 ,04 104 0 OWEST ELEVATION a/i6• 1'-0" SOUTH ELEVATION NOTICE: REVOILM ra ®/��°°pp��p��j �$ DALE DESORI"ON REV 2321 E.BAKERVIEW ROAD 15C AA/K5 Y ROM 3 The drawings and plans set forth on this sheet, as instruments BELLINGHAM,WA 98220 r- of service, are,.and shall remain the.property of COM—STEEL , L.LC. Use of these drawings is limited to a specified project / TEL: (360)733-3769 ELEVATION5 named hereon, and for the construction of one building,for Yom-steel FAX- (360)746— which Com—Steel L.L.C. has been commissioned. Any use or . LICENSE t COM51LL 066J4 Fly_ are wre aze reuse of said drawings itrictly prohibited without the written Becte[rom3 OH8-T/ NOIED p permission of Com—Steel s L.L.C. Written dimensions on this sheet Integrated Structural Systems SALES61COM-51EELCOM have precedence over scaled dimensions. AKammngs "`vg rl UP RESTROOMS TO HAVE GYPSUM WALLBOARD CEILING IT 2' Xi 4' ACOUSTICAL CEILING GRID CEILING TILES TO HAVE CENTER SCORE E IT FOR 2' X 2' APPEARANCE ® 1 2' X 4' ACOUSTICAL CEILING GRID CEILING TILES TO HAVE CENTER SCORE J FOR 2' X 2' APPEARANCE RESTROOMS TO HAVE GYPSUM WALLBOARD CEILING / e REFLECTIVE CEILING PLAN 3/18" = 1'-0" 1 mint 3/8' ARMSTRDNG STABILIZER BAR, OR OTHER SUITABLE SYSTEM, ARMSTRDNG STABILIZER BAR, TO KEEP PERIMETER COMPONENTS STEEL STUD OR OTHER SUITABLE SYSTEM, FROM SPREADING APART. TO KEEP PERIMETER COMPONENTS COMPRESSION POST STRONG FROM SPREADING APART. ARMSTRDNG ANGLE MOLDING CROSS TEE #12 HANGER PRMSTRONG SHADOW MOLDING --#12 HANGER WIRE WIRE->' Hr.3/8 ANCHORED TO ARMSTRDNG 45•or less MAIN HE ��M[Z'NSTIYAM ^ARMSTRDNG min.7/8' STRUCTURE ABOVE 45'or les MAIN BEAM f min.I 3/4'AT UN-ATTACHED WALLS min, min.3/8' ARMSTRDNG STABILIZER BAR, OR OTHER SUITABLE SYSTEM, 45'or less 45•or less TO KEEP PERIMETER COMPONENTS ARMSTRDNG STABILIZER BAR, FROM SPREADING APART. ARMSTRDNG OR OTHER SUITABLE SYSTEM, TO KEEP PERIMETER COMPONENTS ARMSTRONG O O CROSS TEE RONG FROM SPREADING APART. MAIN BEAM —ARMSTRDNG ARMSTRONG ANGLE MO � LDING CROSS TEE � MAIN BEAM ARMSTRDNG SHADOW MOLDING min.3/8, MSTRO 7/8' ARMSTRDNG —ARMSTRDNG CROSS T ROSS TEE CROSS TEE ARMSTRDNG STABILIZER BAR, Mr. 3/4'AT UN-ATTACHED WALLS OR OTHER SUITABLE SYSTEM, TO KEEP PERIMETER COMPONENTS FROM min.2' L SPREADING APART. ACOUSTICAL INSTALLATION DETAILS NTS NOTICE: Ifw,HaNa FOR BACKSTR®M 3 — The drawings and plans set forth on this sheet, as instruments DATE DESCRI"ON REV 2521 E.I3AKEMEW ROAD of service, are, and shall remain the property of COM-STEEL BELLINGHAM,WA 952W n%E L.L.C. Use of these drawings is limited to a specified project /� TEL• (5W)755-5769 REFLECTIVE CEILING PLAN&DETAILS named hereon, and for the construction of one building, for com-steel. PAX. (—)746-8475 which Com-Steel L.L.C. has been commissioned. Any use or LICENSE#COMSTLL 058.E r. are reuse of said drawings is strictly prohibited without the written SALESOCOM-STEELCOM ° "g 0146-v NOTED yz11 permission of Com-Steel L.L.C. Written dimensions on this sheet Integrated Structural Systems �o� have precedence over scaled dimensions. A.K—W 5 GENERAL NOTES: REVISIONS BY DESIGN STANDARDS: 1 2 3 INTERNATIONAL BUILDING CODE,2015 Edition i SEVASCE 7-10 100'-W 2005 NATIONAL DESIGN SPECIFICATION r _-- _ _.. _. .:.CONCRETE..-. AISC"Manual of Steel Construction"9th Edition, FEMA-350 _:..__ -____ ...-__- -27'_8":..__ __ .... SNOW DESIGN,Pg= 25 psi WIND DESIGN ___._. _ 27,A4.:_ -_--_ _.__ __ ___ ..- ___ __-- 27-8"- �__- ______ __-_-__ ____ 25'-0" _-__ _-__.__- __ -_ ._--_- 18'-6' ___ '-2" Basic Wind Speed= 110 m.p.h. _ Exposure= 9q 18'_8�" _8. T_2 '. 14,_3ZSs- 1.061 _24" SEISMIC DESIGN Site Class= D Seismic design category(Sds)- D Seismic design category(Shc)_ D 1 ADD(2)#5 GR60 X 120"TO BOTTOM MINIMUM SOIL BEARING CAPACITY 2000 psf class IV soil t �c� MAT @ GRIDS 2D,3D&46 O O CONCRETE 3500 psi @ 28 days REINFORCING STEEL Grade 60:#5 and larger [ - 3 Grade 40#4 and smaller SOIL AND FOUNDATION DATA (. 1:Footing shall be extended to a soil with a minimum bearing rapacity of 2000 psf.Fill placed below grade beams and piers shall be in 4 accordance with recommendations made by a geo-technical engineer. 2.Where footings are placed on compacted material,fill shall be well graded granular material with not more than five percent passing a (, number two hundred sieve.Fill shall be laced in eight inch maximum loose lifts and shall be compacted to ninety-five P 9 Pa ty- Percent of the i maximum density at optimum moisture content.(Modified Proctor Test) 3.Fill placement shall be in accordance with geotechnical engineers report for this site. CONCRETE AND REINFORCING STEEL 1 t 1.Concrete shall be 3,500 psi ultimate strength at 28 days,Concrete shall not have less than 5 sacks cement per cubic yard and not O more than 4 inches of slump.Maximum size of aggregate shall not exceed 1 112 inches. I B 0' 2.Reinforcing steel shall be ASTM A615,Grade 60.Reinforcement shall be fabricated and placed in accordance with the latest edition ADD(1)#5 GR60 X 120"TO BOTTOM --- "ACI Manual of Standard Practice".Right angle bars"L"bars shall be lapped with straight bars at footings and wall intersections.Lap { MAT @GRIDS 5B&5C CV) shall not be placed at transverse construction joints.#5 and#6 caber around perimeter shall be connected at comers with 15"x 15"'L"bars(inside and outside bars). l N I _ _W 00 3.Minimum clear cover for reinforcing steel shall be: Z Bottom of Footing 3" Top of Footing 2" ( P2 P2 Ch Uj Vertical face exposed to earth 1.51. E 4-Minimum steel reinforcement of concrete walls shall be according to the following schedule unless specified otherwise.Steel shall be ' - -- -- -- - -- - - Q placed in 2 equal mats for walls more than 10"thick. t f ------ -,-- " -- --.. ---.____- O t.wall 6" 8" 10" 12" grade horizomal vertical horizontal vertical horizontal vertical horizontal vertice ~M 40 #4@13"#4@18" #4@10"#4@16" #4@1a" #4@13" #4@8" #4@11" 60 #4@16"#4@18' #4@12"#4@18" #5@15" #5@18" #5@12"#5@18" Z 5.Reinforcement shall be spliced with the following lap splices.Reinforcement shall not be welded. ADD(1)#5 GR60 X 120"TO BOTTOM #3 3 ° - l•8 Q GABar tW #5 #6 #7 #8 #9 #10 40 15" 19" MAT@GRIDSIB&lC 60 36" 43" 63" 72' 80" 89" it 6.All anchor bolts shall meet or exceed ASTM A307 and shall be of such length shown on the plan.Diameter and location shall be as j specified by the steel building manufacturer. 7.Floor slab shall be 6"thick unless noted otherwise. Reinforcement and contraction joint spacing shall be submitted to engineer by contractor for approval.Unless noted otherwise,contraction joints shall be sawn at 20'o.c. STRUCTURALSTEEL ,I l' i.Material shall meet the following specifications: Beams,Channels,Angles and Plate ASTM A36,Fy=36,000 psi t Square and Rectangular Tubing ASTM A500 Grade"B' Ci co 2.Welding shall be by WABO certified welders in accordance with the"Welding Handbook"by the American Welding Society Of N 3.All Welds not specified shall be 3/16"minimum continuous fillet welds using AWS E70XX electrodes. 1 j (,� 00 4.All steel not embedded in concrete or masonry shall receive one shop coat of approved primer paint. I �(.. J W Q 5.Fabricator shall provide one complete set of shop drawings to the Engineer for approval prior to fabrication. t --ADD(2)#5 GR60 X 120"TO BOTTOM A 'L--i � J .O O MAT @ GRIDS 2A,3A&4A: Q, j 0 O O A a w UJ Y of LIGHT GAUGE STEEL - ._. -. ._-. _. _.- 1.All structural framing shall meet the standards outlined in"Specification For The design of Cold-Formed Structural Members"published ( � �� (JJ Q = by the American Iron and Steel Institute(AISI). A �"�CO (� 1 (n 2.All structural members shall be supplied according to the design drawings.Substitution of comparable members by other 3 1 1. 1 t 1� 1'_2° r LLI Z manufacturers may be done with approval of project Engineer. 6"X 32"SPLIT FACE CMU SHOWN HATCHED - 1 2" O C-4 W 3.Cold formed structural framing shall be manufactured from standard quality steel having minimum yield strength of33 KS)for all design 25-0" 2'-&d" T-3g^ 2'-Bd" V N m thicknesses,or optional 50 KSI for 16 gage and heavier members and have a minimum protective coating equal to G-60 galvanized finish. FOUNDATION PLAN -- - 4.Structural framing members shall be properly spaced,plumbed,leveled squared,fit properly against abutting members and held 3 securely in place until permanently fastened.Wire tying of structure is not permitted. SCALE, 0" 5.Fabrication,handling and erection of framing members and assemblies shall be done in a manner to prevent any damage or distortion of the framing. 6.Where wall sheathing is not attached directly to either side of stud wall,bracing of axially loaded wall framing shall be accomplished by _ .�1 �W♦ either cold rolled channel,run horizontally through punch-outs and attached at each stud,or by two 2"(min)straps oriented installed •F1'�/I U horizontally both sides of studs and attached at each stud-Vertical spacing of bracing shall be limited to 4'o.c. 7.Structural C members are not permitted to have splices or cutouts in the flanges. y� 8.Structural joists shall have a minimum 1.5"bearing support and a minimum of 10"un-punched web from any bearing support. j W 9.Joist web stiffeners shall be located and installed as specified on the construction documents or approved shop drawings.. A f� 1 OR�5 w E DOUBLE �NUT ALL THREAD WITH �/ 24X24"CONCRETE GRADE BEAM DOUBLE NUT AT BOLT SETTING TEET (3)#5 GR60 X CONTINUOUS @ TOP N p 10.Where floor sheathing and/or ceiling is not attached directly to the joist;blocking(or bridging)shall be installed between joists 24"X24'CONCRETE GRADE BEAM Z N 't) according to the manufactures recommendations:One row of mid-span blocking(or bridging)shall be installed at mid-span forjoist CONSTRUCTION JOINT {3)#5 GR60 X CONTINUOUS @ TOP (3)#5 GR60 X CONTINUOUS @BOTTOM T 12"X 12"GRADE BEAM n��y� W N spans 14'or less.Blocking(or bridging)shall be metalled at 6'o.c.for all other joists.Blocking shall be provided where joist ends are not n 3'-0'MIN. (3)#5 GR60.X CONTINUOUS @ BOTTOM - (1)#3 GR40 X 19.5"X 19"TIE @ 48"O.C.TO 24'X24"CONCRETE GRADE BEAM W/(1)#5 GR60 TOP& LL restrained against rotation. rCONTROL JOINT (1)#3 G1 40 X 19-5"X 19"TIE @ 48-O.C. it (2)#5 GR60 X CONTINUOUS @ TOP BOTTOM.PROVIDE 3" W Q- £ " -'"---- -GRID LINE w 1 ADD 2CLOSE LONGITUDINAL BARS. j STEEL ADDOCATI GR60 X 12(r TO ONS SHOWN ON PO�TTNOM MAT .STEEL- (2)#b GR60 X CONTINUOUS @ BOTTOM CLEAR COVER TO W 9a ENCLOSE LONGITUDINAL BARS. INSPECTIONS: O SHOWN ON PLAN 120"AT LOCATIONS O O ( (1)#3 GR40 X 19.5"X 19"TIE @ 48"O.C. BOTTOM,2'CLEAR E Structural inspections shall be at the Engineers prerogative and shall not be a substitute for any inspections required by the Building ® U LINE (I TO ENCLOSE LONGITUDINAL BARS. COVER TO TOP Z N N d U. STEEL- U LINE 2-CLEAR COVER TO TOP,3"CLEAR Official.Special inspections shall be by the Engineer or by an Engineer approved Special Inspector ^ DOUBLE NUT AND WASHER LINE I, 2"CLEAR COVER TO TOP,3"CLEAR w COVER TO BOTTOM. w �I, i ADD(1)#5 GR60 X 120"TO BOTTOM `^W r, O @ END OF 3/4'�A307 ALL THREAD ugi COVER TO BOTTOM. ¢ ¢ ( MAT AT LOCATIONS SHOWN ON PLAN m ® �•J C in Special inspections:(As Required By Engineer) j 2"CLEAR COVER TO TOP,3"CLEAR Z O-Lo(1)WT 4 X 17.5 X 8"BOLT SETTING TEE - (. N i, COVER TO BOTTOM. y 6". I W NCID COm Y A.Boltinginspection as required b building manufacturer. U U PY 9 w a Please notify project Engineer 48 hours(2 working days)prior to the desired inspection.Do not order concrete delivery prior to `r '`-` _ ____ satisfactory inspection.Failure to arrange inspections shall relieve Engineer of all responsibility for the project,Contact Ken Gaston P E ,-,I j .1 I) S � I Engineering Services,Bellingham(360)756-0121.. i N. 4 _ i N ' N L1 0 of2,�. ¢ 2� Lo.-I DATE: 2/9/2017 SCALE: NOTED BOLT SETTING TEE UO GRADE BEAM AO GRADE BEAM OD U O. GRADE BEAMS 1( )&(5) -GRADE BEAM DRAWN: KG WITH SLAB ANCHORS SCALE:1f2"=V-0' SCALE:112"=V-0" SCALE:112"=1'-0" scua:rrr=ro- SCALE:1/2"=1'-0" JOB: 16-637 SHEET: 1 OF 3 REVISIONS BY !° 1 W'-0"STEEL m c -.-<CJP _-.(BELOW 1TO")_._ ,.4 2"X12"X42"PRE-CAST - 3q". 2T-44« __ _- -. __.. ..-._. 2T-8'-.-. _._ -._ -__ _...__ ___:-25'-0" ___ ... _.__ -18'-6" -� CONCRETE TREADS "____ T-24-___ 14, •._ -.-._T_-_-6-24•___ N D 3"X3')(r PLATE W/(1)SIMPSON' o 1 TITEN HD i"X 4"TO SLAB -.. 4" X 3" 32•_ T-10• 13'-9° ---__ _1.102 r_ PRE-FABRICATED STAIR:ELEVATION SCALE:41«=1'0« is ? MEZZANINE 1 -t MEZZANINE 2 N 7 m N w W W $.W Z rn X O L3•�r�.J (2)3.X3« « uj O ,III-•-- � O Q _ _.-.Y-10" -_.__ .._.13-_g« - .1'-102 N m' °`eV A500 GRB is 1 - _., Z x COLUMNS -p O SEE DETAILS y a y I ~ mO7 f I L PRE-FABRICATED STAIR:PLAN }_..J -FLOOR JOIST BY OTHERS - -� f Y co SCALE:A'=1'0" d' Z 0) Q N 'N m PROVIDE RIM JOIST OR SOLID Ls BLOCKING AT BEARING WALL rn a (2)#10-16X1"JOIST/PLATE TYR x �• O 64 FJ1:10"X1-5/8"Xt N CO N Lj N 3 10" __ ____._. __ 13••9« :--_. - 1'-102" v�X'a I °° } V 500 3: i xN e ------3-z"x1-g"x 20g 33 KSI STUD---_ : -_. J W Q 24"O.C. . ,J 5 I ..Ly- _ PRE-FABRICATED STAIR:PLAN �p 1 1 -J W SCALE: "=1'0" /01. Egli W m t --- W Z 4' _.-19'-04'-.. _...____ -8.4« -T-24 _-_-_-___ -14'32-___ :._-_-_� 6'_2g"- -8'-3" -��__8-0, __ 1T_g•- _13'_32 1 2' C J --_6"X 32"SPLIT FACE CMU SHOWN HATCHED 1 1 0 N W 25-0" -__--- _-_.. 2'-84« -2-64" U N C� MEZZANINE FRAMING PLAN in t A. W PROVIDE6 X2 X20g TOP...._ `�•�e�.�.C�' 4 � ILLjI - .TRACK SLOTTED HOLE(IN TRACK)TO ALLOW FOR Z cn « VERTICAL DEFLECTION t4 all "Alu1' U' N E Z U — o W E W03ow 2(MIN)STRUCTURAL PANEL OVER 1 z $:a:Z (1)#12 X 1"SCREW @ 24 I.. Z N E 0 C O.C.STAGGERED SIDEISIDE + tO X 22g B-36 STEEL DECKING.JOISTS - F. 2#tOXt�"TRACK/STUD f 11 W f�O SPECIFIED ELSEWHERE va O BOTTOM OF SLOT 4 / 1/4" X4" -_--- 1/4°i X4° �J O a @ - _..TYP.. ;---<TYP. C w QUO o o W Lf) 6"X6"X114"A36 TOP PLATE / U07 N O i I mop ! i Eo PROVIDE(1)0.177.0 POWER --�`6� DATE: 2/9/2017 ACTUATED FASTENER @ 24" - O.C.TRACK/SLAB !- SCALE: NOTED �- _- _.. - I 1 ___ -:_-_ 1 :__ .: - "_ iO 6"X 6'X'"A36 STEEL BASE PLATE -_ _._ --I _-__. _- _-_ _ .- W1(2)SIMPSON TITEN HD DRAWN: KG s"X 4"TO SLAB _ -Y-, JOB: 16-637 9q'--- _ 19•4" __ _- _-----F-4- -- MEZZANINE 1 SECTION g_0« 4.-3« y.. _ MEZZANINE 2 SECTION DEMISING WALL SECTION SHEET: 12'-0"- STEEL COLUMN CONNECTIONS 2 SCALE:a"=1'.0" SCALE:41"=1.0' SCALE:1"=I'0" SCALE:z"=1'0" OF 3 REVISIONS BY 100'-0•STEEL :._ ...(BELOW IT O").. -__ 27,-44. -:... __-,- _._ ____ _.._ 27'-8"-__- 18,-84"-__- 8'A^..____ _,--__7-24• __._._-. �1q•' ^__ -___ ,6,-24" BOTH SIDES: STRAP: 129%15- DUS$ET{hxv) !2('X70'.J "STRAP_L0.16)' 9 i ` -,'i•,. TRACK(#1016). 7 ...,_ -. STUD(#10-161. ] 11 -. _ ;' TRACKED 177 PA):10 t _ HOLD DOWN 5/HTT 14' N (1)#4 GR40X14"@12"C.C. BOTH DIRECTIONS MINIMUM CONTACT_ STEEL COLUMN SPECIFIED AREA=3.5"X 3.5" ELSEWHERE DI ONESIDE. __ ONE SIDE 'STRAP _ 1 6gxt 75" STRAP: 16gX7 BOTH SIDES: GUSSET(hxv).-_11'X9' GUSSET{hxv)' iB^X9• ._.__:.._ STRAP: �12gX1.5". ,GUSSET(hxv) 20'X10' STRAP(#10.167.__r7 STRAP P"o 16) S _ 0 la STRAP-(#1416) 9 TRACK(#1a1fi): 4 ;TRACK(#10 t6y ti \\ \,\.. -•�� STUD TRACK(D01T7 PAJ 8 ,TRACK(0 176)P A)9 N TRACK.(W 016). 7 _ Y t- - 1 a V STUD(#ia16) 7 - ` / :!/ HOLD DOWN; S/LTT20 HOLD DOWN SILTT20 N TRACK(0.177 PA7 10 - W HOLD DOWN S/HTT 14 OD W SCALE:2=1'0" O Q Z ONE SIDE: 4 L�-2 O STRAP -. _. i -_ STRAP, 129XY f c) 9 15'. STRAP(10AO 29"X15'_{ - ' _ GUSSET Ih v) 2gXt5•_� y/((� ':.. :..STRAP(#10-is) 14 _ 4 4 STRAP(ulats> ia._.�' Y TRACK(#1016) 10 l TRACK�0.761. 10._ r Z - STUD(#70-i6) 10 -- STUD(#70.16L 10 �.J J TRACK10,177 PA)14 - ,TRACK(D 177 PA1 14 Q a/ HOLD DOWN S/HTT14 ._ '�`-.. ONE SIDE: HOLD DOWN SMTTib m o L STRAP 12gx2- r GUSSET(hxv): _25•x12• _. STRAP(#70.16) :11 0 1 BOTH SIDES STUDK(#-16): ,a j STRAP 12g X 1 5' (� STUD(#70.76). 1 -- GUSSET(h-) 20-MI, TRACK(0177 P.A):17 STRAP(#1016) 9 _. �_ .�I HOLDDOWN. -__5/LTT20 TRACK(#10.16) 7 . STUD(#10-16). 7 TRACK(0.177 P.A.):10 HOLD DOWN: .S/HTT 14 Ir"-.. ._ ..�._: ONE SIDE 11 b GUSSET(h zv).-:_.25XP: 129)12• Ik - BOTH SIDES STRAP(#tat6) _-- STRAP: 12g X 2" 8, GUS: ): Po9X11 5" TRADK(#-16): a o TRAC(#i 177 1 -, _ _-_ p TRACK CO OWN P A.);SI Q N N STRAP(#10.16) 9 HOLD DOWN -_SA.TT20 GUSSET L x V): 13"x 21" b TRACK(#latsy 7 :_ ONE P. N .._.... .._ •-__- STUD(#1_D-162 7 ONE SIDE:. _ _ I STRAP: 729%� co STRAP SCREWS(#10 16): 13 c - GUSSET(h i -29%,5 r, SCREWS -- TRACK(0,17]PA)I10 _ STRAP: 12g X2"i U ( TRACK SCREWS #10-16�_-_ 11.-_.- Td.. HOLD DOWN S/HTT 14 GUSSET(h xv) 29"%15" i ( STRAP(#10.18) ,74._ _ J W - STRAP(#1016) 14 o STUD SCREWS#10-16; 7 e TRACK(#a76): to TRADK{#-16):. 110_ — Q> p STUD,(N1a16) 10_.: J 16 f- TRACK(U.177PA),14 HOLD D0177PA.).74 T TRACK�177 P.A.-PINS/SLAB): - g _-. - - �:a HOLD � i •_6• � HOLD DOWN: SMTT74 W Y HOLD DOWN: S/HTT14 oowNN: sH ,4 A 16g STEEL GUSSET -PROVIDE 16g TOP TRACK W/(1)0.157"0 -- _ c�c �J,f Z DIMENSIONS wxh POWER ACTUATED FASTENER(�6.O.C.TO STEEL BEAM . _.__ _._ _-._-.___..1g,-0-1"-- __-__-- ,_ _-8'-4"_. -_-7,_21. _-_ -14,-31"-__ -. .___.._.._ __-fi'_24• —_-- 8'-3"_:___.-y'.__3,_0„ _ -11'-9"_ —..____.--13'-3Z .2. G J OR(1)#10-16 S.M.SCREW Q 6"O.C.TO 14g STEEL RIM JOIST 4 4 4 2 - N 1 24"X3"X16g STRAP TRACK/BEAM :_.-. _.__._- _.-_25 0" _.-'._ ___._.. 2'-8q" -64'^ O N W W/(1)#12-14 S.M.SCREW @2. O.C.STAGGERED SIDEISIDE ONE SIDE GUSSET(hxv): 2TX23' I STRAP 129X25° STRAP(#10-16): 13 I 'TRACK'#1016):. 10 STUD(#1016) 16 TRACK(0.177 RA.I:14 J 11 1•F l -L-�'4'- _� HOLD DOWN: SIHTTI4, t t C 'Q4 c#10 i6 SCREWS ..g a� C'45T 0) t n r TRAPIGUSSET,TYP r. , J MEZZANINE BRACING PLAN �� `c-.Q V #12,14 SCREWS TYP. SCALEis°=1'0" ; JaW(2)DIAGONAL STRAPSDTH AND GAGE w \ ww ai .� '149 I SPIEC F ED ELSEWHERE U) = .LIGHT GAGE STEEL GUSSET : Z N E 3 p / SPECIFIED ELSEWHERE (2)16g JAMB STUDS BOTH nN/ w op LL I( �_ ENDS OF PANEL Q E aa11 V _ ( '' ......'a� jr WHERE COLUMN IS W( O W 7U 1 /i i ! ENCLOSED BY WALL,PROVIDE IF STEEL REINFORCEMENT IS USED IN z N LLO Q. O¢ ( I { (1)#10.16 SCREW @ 4"O.C. O 4 /{ JAMB STUD/COLUMN w SLAB,BREAK BARS AT CONTROL JOINTS W �U - / z w 6ml VAPOR BARRIER M w /f I c#10-16 SCREWS C w 718"X 1-1/4'SAWN w N m...`L TRAP/GUSSET,TYP. H 3 HOLD DOWN SPECIFIED �w CONTROL JOINT WHERE I�r f (1)#5 GR60 @ 48"O.C.VERTICAL p F- ANCHOR BOLTS SHALL BE ASTM // I ELSEWHERE @ CENTER OF 6•CMU WALL - m O GRADE A307 GRADE A U.N.O. : SHOWN ON PLAN 5"(MIN)FIBER ��0.177.0 POWER ACTUATED (1)#4 GR40 X CONTINUOUS Q 40"O.C. L 6•REINFORCED SPLIT FACE CMU WALL a z PROVIDE(2)NUTS&MALLEABLE EINFORCED FASTENER TRACKISLAB Q HORIZONTAL � W/(1)#5 GR60 @ 48"O.C.VERTICAL(r� ANCHOR BOLTS SHALL BE WASHER BOTTOM END CONCRETE SLAB o�y SPECIFIED ELSEWHERE GROUT ALL CELLS CONTAINING CENTER OF WALL AND(1)#4 GR40 X CONT. -. ASTM ASTM F1554 GR 36 - i: �`/ - 40.O.C.HORIZONTAL.GROUT ALL CELLS G#10-16 SCREWS REINFORCEMENT m �. ( -!� USSET/JAMB STUD TYP. N CONTAINING REINFORCEMENT.PROVIDE iN i SEE BOLT SETTING PLAN cg,j ' SIMPSON SET EPDXY ANCHOR ...r - �- : DATE' 2Ig/2017 "d ,b1 b1 f gJ 'e�#10-16 SCREWS P -_ ,r_ .-, "(-' CONNECTION TO FOUNDATION W/6" �' FORPRO DIAMETER AND :..' s ",= 4"MIN SAND SCALE: NOTED .y..7 _.-,.,._ 1,-I �UECTION SSET/JAMB STUD TYP. ( __ ; d .,L EMBEDMENT ALL VERTICAL BARS +--ADD SUPPLEMENTAL L--- .. I:t-� 7 ! REINFORCEMENT ABOVE _ �i. HOOK WHERE NOTED w.+6" 4.5 MI ON PLAN.TIE BAR TO A.B. DRAWN: KG 16g BOTTOM TRACK LENGTH VARIES 4'-0" - 8 AND LONGITUDINAL REINF. JOB: 16-637 - SHEET: 3 DIAGONAL BRACING DIAGRAM CMU WALL PLAN CMU WALL SECTION TYPICAL ANCHOR BOLTS,`k) DEEP ANCHOR BOLTS''B) CONTROL JOINT SCALE' SCALE:1/2"=IT" SCALE:1/2"=V0" SCALE:3/4"=TAW - SCALE:3/4•=T-V SCALE:z=1,0" SCALE:3/4"=V-O" of 3 Builder/Con tractor Responsibilities Drawing Index v Drawing Validity- These drawings, supporting structural calculations and design certification are Page Description based on the order documents as of the date of these drawings. These documents describe the GARCo BUILDING SYSTEMS m documents supplied h the manufacturer wi of the date of these drawings. Any changes ur the order F1 Anchor Rod documents after the date on these drawings may void these drawings, supporting structural calculations and design certification. The Builder/Contractor is responsible for notifying the building 2714 S. GARFIELD RD., AIRWAY HEIGHTS, WA 99001 F2 Anchor Rod Details outhority of all changes to the order documents which result in changes to the drawings, supporting F3-F4 Reaction Drawings structural calculations and design certification. PHONE (844) 840-4603 Builder Acceptance of Drawings - Approval of the manufacturer's drawings and design data affirms E1 Cover Sheet that the manufacturer has correctly Interpreted and applied the requirements of the order documents and constitutes Builder/Contractor acceptance of the manufacturer's Interpretations of E2 Primary Steel BLDGA the order documents and standard product specifications, including its design, fabrication and quality E3 Mezzanine Layout & Details BLDGA c criteria standards and tolerances. (April 2010 Section 4.4.1) ENGINEERING DESIGN CRITERIA PROJECT NOTES E4 Roof Framing BLDGA a Code Official Approval - It is the responsibility of the Builder/Contractor to ensure that all project E5 Roof Sheeting plans and specifications comply with the applicable requirements of any governing building authority. Building Code ........ .........1. 2015 IBC BOLT TIGHTENTING - Bolted Joints with ASTM A325 Type 1 bolts greater than The Builder/Contractor Is responsible for securing all required approvals and permits from the Building Risk Category Normal (Risk Category II) 1/2' diameter are specified as pretensioned joints in accordance with E6 Soffit SheetingO appropriate agency as required. Roof Dead Load the Specification for Structural Joints Using High-Strength Bolts, E7 Sidewall BLDGA WALLSWA Superimposed ...............„ 2.80 psf December 31, 2009. Pretense on I ng can be accomp Ll shed by us Ing the Building Erection - The Builder/Contractor is responsible for all erection of the steel and associated Co l Latera t .. ., 3.00 psf turn-of-nut method of t ghten i ng, ca l I brated wrench, twist-off-type E8 Sidewall BLDGA WALLSWC (0.00 psf Ceiling 3.00 psf Other) tension-control bolts or direct-tension-Indicator as acceptable to work in compliance with the Metal Building Manufacturers drawings. Temporary supports, such as Roof Live Load .................... 20.00 psf no reduction the Inspecting Agency and BulLding Officlal, Installation inspection E9 Endwall BLDGA WALLEWB temporary guys, braces, false work or other elements required for erection will be determined, requirements for pretens i oned joints (Specification for Structural E10 Endwall BLDGA WALLEWD furnished and Installed by the erector(April 2010 Section 7.10.3) (CSA/S16-Og Section 29). Snow Joints Section 9.2) using twist-off-type tension-control. bolts is Ground Snow Load (Pg) 25.00 psf suggested. The connections on this project are not slip critical. Ell-E13 Main Frame Cross Sections Discrepancies - Where discrepancies exist between the Metal Building plans and plans for other Snow Load Importance Factor (I) 1.00 Portal F C Section 14 trades, the Metal Building plans will govern. (April 2010 Section 3.3) Fiat Roof Snow Load (Pf) Frame Cross 20.00 psf (per code) Material properties of steel bar, plate, and sheet used In the fabrication E14 Frame rossSWA Minimum Roof Snow Load (Pf) ., 25.00 psf (used In design) of built-up structural framing members conform to ASTM A529, ASTM A572, Materials by Others - All Interface and compatibility of any materials not furnished by the Snow Exposure Factor (Ce) .... 1.00 ASTM AI011 SS, or ASTM A1011 HSLAS with a minimum yield point of 50 ksi, E15 Connection Detail manufacturer are the responsibility of and to be coordinated by the Builder/Contractor or A/E firm. Thermal Factor (Ct) ,,,.., ,, 1.00 Material properties of hot rotted structural shapes conform to ASTM A992, o° Unless specific design criteria concerning any interface between materials if furnished as a part of ASTM A529, or ASTM A572 with a minimum specified yield point of 50 ks 1. the order documents, the manufacturers assumptions will govern. Wind Hot rolled angles, other than flange braces, conform to ASTM 36 minimum. R1-R4 Erection Guides Ultimate Wind Speed (Vint) ... 110.00 mph Hollow structural shapes conform to ASTM A500 grade B, minimum yield R5-R17 Construction Drawings Modification of the Metal Building from Plans - The Metal Building supplied by the manufacturer has Nominal Wind Speed (Vasd) ..., 85 mph (IBC section 1609.3,1) point is 42 ksl for round HSS and 46 ksi for rectangular HSS. h Serviceability Wind Speed ,,,, 72 mph Material a t properties i es of cold-formed tight ht gage steel members conform to s been designed according to the Building Code and specifications and the loads shown on this P P P P 9 5 9 Rib Trim Profiles v 9 9 9 P Wind Exposure Category ,,,.,,, C the requirements of ASTM AI011 SS Grade 55, ASTM A1011 HSLAS Grade 55 � drawing. Modification of the building configuration, such as removing wall panels or braces, from Intern L Pressure Coef (GCp I) 0.18/-0.18 Class 1, ASTM A653 SS Grade 55, or ASTM A653 HSLAS Grade 55 Class 1 that shown on these plans could affect the structural integrity of the building. The Metal Building Loads for components not provided by bullding manufacturer with a minimum yield point of 55 ksi, For Canada, material properties Manufacturer or a Licensed Structural Engineer should be consulted prior to making any changes to Corner Areas (within 6,00' of corner) 25.37 psf pressure -33.82 psf suction conform to CAN/CSA G40,20/G40,21 or equivalent. the building configuration shown on these drawings. The Metal Building Manufacturer will assume no Other Areas 25.37 psf pressure -27,48 psf suction E o responsibility for any loads applied to the building not indicated on these drawings. These values are the maximum values required based on a 10 sq ft area. Design criteria as noted is as given within order documents and a o Components with Larger areas may have lower wind loads. is applied In general accordance with the applicable provisions o Foundation Design of the model code and/or specification indicated. Neither the O1 c m The Metal Building Manufacturer is not responsible for the design, materials and workmanship of the Seismic manufacturer nor the certifying engineer declares or attests that 3 foundation. Anchor rod plans prepared by the manufacturer are intended to show only location, Seismic Importance Factor (Is) 1.00 the loads as designated are proper for Local provisions that may yj diameter and projection of the anchor rods required to attach the Metal Building System to the seismic Design Category ....,, B apply or for site specific parameters. The design cr i ter i a is w N foundation. It is the responsibility of the end customer to ensure that adequate provisions are Solt Site Class .,,,,,...... D Stiff Solt supplied by the builder, project owner, or an Architect and/or a M z c made for specifying rod embedment, bearing values, tie rods and or other associated items Ss ,,,,,,,,,,,,,,,,,,,,,,,,,,, 1.066 g Sets ,,,,, 0.763 g Engineer of Record for the overall construction project. 10 gy rn W embedded in the concrete foundation, as well as foundation design for the loads imposed by the SI ,,, ,,, ,,,,,,..,. 0,415 g Soil ,,,,, 0.439 g Q y Z.<a Metal Building System, other imposed loads, and the bearing capacity of the soil and other Analysis Procedure .........,, Equivalent Lateral Force ThIs project Is des I gned us Ing manufacturer's standard E o 3 V, Column Line 5 1-4 SWA L SWC serviceabilitycriteria. Generale this means that all ® ❑ conditions of the building site. (MBMA O6 Sections 3.2.2 and A3) y 2 °o g:z Basic Force Resisting System B3 C4 C4 & B3 deflections are within typical performance limits for normal 2��o Response Modification Coefficient (R) 3.25 3.50 3.25 occupancy and standard metal building products. (Project Notes Cont.) 9 v),0 R Seismic Response Coefficient (Cs) 0,235 0,218 0,235 W •T YZ Basic Structural System (from ASCE 7-10 Table 12.2-1) In accordance with the specified building code, snow drift surcharge Mater l a is suppI.led by metal bullding manufacturer for this mezzan l me COJ 4¢m rn a B3 - Ordinary Steel Concentrically Braced Frame loads (Pd) have been applied as follows, have not been evaluated for vibration serviceability due to human C4 - Ordinary Steel Moment Frame - 57.87 psf to 36,30 psf drift surcharge with a width of 5.0 ft activities, Including effects on sensitive equipment, at endwall canopy at EWB. - 44.76 psf to 23.19 psf drift surcharge with a width of 5,0 ft " m at sidewall canopy at SWA. It Is the response bl I ty of the owner and/or contractor to retain - 14,00 psf sLlding surcharge with a width of 5.0 ft a professional engineer to Insure the following- N o DEFLECTION CRITERIA at sidewall canopy at SWA 1, Joist connection to bearing wall design and supply is not by G.B.S. e 2. Joist connection to bearing wall must not adversely affect any •E IL Q The design collateral load of 3 psf has been uniformly applied to the Garco supplied members. v�i The material supplied by the manufacturer has been designed with �2 design of the building. Hanging loads are to be attached to the 3. A load path from the Joist to the bearing wall (not by G.B.S.) must o 0 g, the following minimum deflection criteria. The actual deflection purlin web. This may not be appropriate for heavily concentrated be provided to transfer lateral seismic Loads to the bearing wall. m N may be less depending on actual foondad and actual member length, Loads. Any attached Load in excess of 150 pounds shall be accounted ;m El 1:1 for by speclaL design performed by a licensed engineer using Load l ng to the bear I ng wall from each Joist Is the following- w a' BUILDING DEFLECTION LIMITS..,- HLDG-A concentrated Loads and may require separate support members within - Gravity Load = 1.54 kips,! 0 v 5;3 w .«the roof system, - Seismic Load (ED) = 0.90 kips Roof Limits Rafters Purllns Panels Y x g Live L/ ISO 150 60 �w m a o: h This metal building system Is designed as enclosed. ALL exterior Bearing wall (not by G.B.S.) shall not support the sidewall mezzanine e x Snow Serviceability 180 180 60 components (1�e. doors, windows,ndows, vents, etc.) must be designed ned to beams b G.B.S. FF(w Z g a TotalcGra ity Wind L/ 120 120 60 P p y d N Z Y •a withstand the specified wind loading for the design of components '3 Total Gravity L/ 120 120 60 m f N m Total Uplift L/ N/A N/A 60 and cladding in accordance with the specified building code. U c0 m m OO Doors are to be closed when a maximum of 50Y of design wind Frame Limits Sldesway Portal Frame Sidesway velocity is reached. Scale: NOT TO SCALE Live H/ 60 The metal bullding manufacturer has not designed the structure for Drawn by. GPL 1/18/17 Snow 60 Se snow accumulation loads at the ground level which may impose snow Checked by. Seismic Serviceability Drift Ft ty Wind H/ 60 H/ 40 qQ fonds on the wall framing provided by the manufacturer. Service-Level Crane H/ 100 Project Englneen MVN Portal Service Wind H/ N/A 60 The rigid frame at frameline '1' is designed as a non-expandable Total Gravity H/ 60 rigid frame. The bearing frame at framellne, '5' Is designed as a Job Number: 15-B-63255 Service Seismic H/ 40 40 non-expandable bearing frame. Corresponding frames reactions are calculated based upon actual tributary area. Sheet Number: E1 of 15 Wall Limits Limit 0 Using7'x7' save utter with 4'x5' downspouts, the roof drainage Total Wind Panels L/ 60 g P g The engineer whose seal Total Wind Glrts L/ 90 PP employee ears system has been designed using the method outlined In the MBMA a hereon is an e P Total Wind EW Columns L/ 120 Metal Building Systems Manual, Downspout locations have not been for the manufacturer for the located on these drawings. The downspouts are to be placed on materials described herein. Said the bu i Ld I ng sidewalks at a spacing not to exceed 60 feet with seal or certification is limited The Service Seismic limit as shown here Is at service level loads, the first downspout from both ends of the gutter run within to the products designed and 1,16 feet of the end. Downspout spacing that does not exceed the manufactured by manufacturer maximum spacing w l l be in compliance with the building code. CITY OF ARLINGTON only.The undersigned engineer is The gutter and downspout system as provided d by the manufacturer is designed to accommodate 4 I n/hr ra I nfa l l intensity. BUILDING DEPARTMENT not the overall engineer of APPROVED record for this project. Framed openings, walk doors, and open areas shall be located In the bay and elevation as shown In the erection drawings. The ByP Jeffrey M. Conrad, P.E. cutting or removal of girts shown on the erection drawings Washington P.E. 35755 due to the addition of framed openings, walk doors, or open areas NO CHANGES AUTHORIZED not shown may void the design certifications supplied by the metal UNLESSAPPROVED 9Y THE building manufacturer. B"LDINGINSPECTOR BUILDING DESCRIPTIONS_ X-Bracing is to be Installed to a taut condition with all slack Buildin ID Width Len th Hei ht Slo a removed, Do not tighten beyond this state. BuildingA 60'-0 100'-0 19'-0 2.,12 The 2'8 CMU wa l t (not by G.B.S,) at s I dewa L l SWA and endwa l l EWB are self-supported and shall not transfer any load to any materials supplied OFFICE�ppY J"0 A325 BOLT GRIP TABLE by G.B.S GRIP LENGTH BOLT LENGTH NOTE: FULL THREAD Stair Is to be self-supported and will not transfer any 0 TO 4 9/16" 1 1 " F.T. ENGAGEMENT IS DEEMED TO load to the mezzanine and other material supplied by G.B.S. / HAVE BEEN MET WHEN THE Over 9/16" TO 1 1/16" 1 3/4" F.T. END OF THE BOLT IS FLUSH The application of mezzanine loads different from those described Jon 24,2017 Over 1 1/16" TO 1 5/16" 2" WITH THE FACE OF THE NUT. below could void warranties and certifications as they apply to the material supplied by metal building manufacturer. Over 1 5/16" TO 1 9/16" 2 1/4" Dead Load 8 psf M co Load 50 ps f Over 1 9/16" TO 1 13/16" 2 1/2" WASHER REQUIRED ONLY WHEN SPECIFIED. Coll Liveateral Load 3 psf Z, Over 1 13/16" TO 2 1/16" 2 3/4" GRIP WASHER MAY BE LOCATED UNDER HEAD Partition Load 20 psf Received q °z OF BOLT, UNDER NUT, OR AT BOTH AT x LOCATIONS OF BOLTS LONGER THAN 2 3/4" LOCATIONS NOTED ON ERECTION DRAWINGS. MAR 0 7 2017 NOTED ON ERECTION DRAWINGS ADD 5/32" FOR EACH WASHER TO pp F.T. DENOTES FULLY THREADED MATERIAL THICKNESS TO DETERMINE GRIP. IONAL`c`` m 0 .a 0 1" Q Q Q Q Q i i U U Q O BMW48 "a O O 6xi=FLG./0.185xl'—O=WEB DE AIL T c 1 U I o 1 (TYP. ®SWC) I o 1 o N F M x0 m Type 25 Single Plate Connection with Holes I I N 3 o o in the Single Plate&Holes in the Beam(DG 24" Q rn `o n `o 35-12-04).With 4"Bolt diameter and Q m Q z N lmife-plate-Tension control bolts. FX > g d>Q DETAIL "q„ RCWSA r �` I I CE7A /� Q Q o m Z MEZZANINE BEAM CONNECTION ~ M`W2A SEE I W8X10�+ DUI o N o ® ❑ W10X22 BEAMS 0 EWB (TC BOLTS2 `DETAIL 'A" `.JJ @ 2 0 moo? (TYP 0 Ewe) CJ a- a m°< a N Ga m mN ❑ ❑ I 10 I I O O i nIm� RCWSA CE6A CMW3A W8X70 —Iml ci 0 N m m O O i lJJ (6)y"O x 2-7 IIJJ Scale., NOT 70 SCALE TC BOLTS Drawn by. GPL 1/18/17 Q m _oI 01 Q o: o: of Qc I 3 Checked by N Im Project Engineer: MVN Job Number: 15—B-63255 M X Type 25 Single Plate Connection with Holes in m Sheet Number: E2 of 15 the Single Plate&Holes in the Beam(DG I I The engineer whose seal 35-12-04).With Jq"Bolt diameter. 24" appears hereon is an employee n Note:Provide 3 rows of pq"A325 bolts w/washers for the ma ufacturer for the materials described herein. Said with J"knife plate-Tension Control Bolts. I I seal or certification is limited to the products designed and SEE manufactured by manufacturer Q DETAIL "B" c only.The undersigned engineer is DETAIL "B" Q MW48 ) Q m Q (TYP. ®SWA) m_ I+I 0 m not the overall engineer of MEZZANINE BEAM CONNECTION 5 6xJ=FLG.A1B5xl'-o=WEB 10 1 g BUILT-UP MEZZANINE BEAMS 0 SIDEWALLS o I I H� r' __8 record for this project. -/ CKW1E RKW1E CKW1E �-J Jeffrey M. Conrad, P.E. (6) "0 x 2 (6) "0 x 2 Washin ton P.E. 35755 TC BOLTS I TC BOLTS l3: l� PRIMARY STEEL PLAN SWC Jan 24,2017 M.CO s N EWB KEY PLAN EWD FG5755 tSTEP� SWA lONAl- a 5-B-63255 Y B-Deck On Cee Joists de MEZZANINE BEAM m Note: 1) Exterior Roof Panel or Built—Up Roof 1'-0" 18'-4" VERIFY ---------------------------- atopthe B—Deck is not shown. 3 -- - — 3}" 18'-4" VERIFY 2) Fasener patterns shown satisfyUL90 11/2" 11/2" i° (1)1"bolt for both ends. VIEW ONE requirements for the B—Deck. ° v 9 12-14 Fastener 1/A — — — —— — ------- o 0 12-14 x 1 1/4" ----- ---- - - BMW48 — Provide TEKS/5 for B—Deck to B—Deck SD W/Washer Mezzanine 06"o.c. at 6"D.C. 12"length min. — Support Attachment Type:Screws to 1/2"puTE I o Joist Cass. B—Deck v I q — Sidelop Attachment Type:Screws#10 m y a FACE OF BEARING WALL FACE OF BEARING WALL o Fastener#4A Joist k I BY OTHERS BELOW BY OTHERS BELOW 1/4"-14 x 7/8" End Lao Detail z SD W/Washer \ p6xlo.Ta ro at 18"O.C. m I \ \ 'V PLATE e \ � II I I b Zee Purlins are shown. Cee Purlins are similar. I �, U I v 61 0.625"Base plate with 1"Anchor Rod 8�� 4„ 4" S" N w ® II N 36" 36" F w y N_ 12" 12" 12• 6" 6" 6" 6" 1 �Side ENLARGED DETAIL TWO z^4^aA z' ° --- —'— --- --- ---PIPE STRUT BRACE DETAIL �` o '" o® FRAMELINES "2" zSide Lap Side Lap "B" "B" I c V i a Lu m A I Fastener Spacing at Purlin Fastener Spacing at Panel Endlao o I I a o o z I i�no ® ❑ O W p U p J I I i a M_< B—DECK &WOODFLOOR — DETAIL I C9 vi 16GA CEE EVERY FIFTH ABOVE FORE FASTENERS I a B JOIST SPACE 1/2" BOLTS 1/4" CLIPS I cis in E� e O O in O O to a2 42 m ea ❑ ❑ O O O O I W� IJ, L 5; 0 �w3 No Y s (1) TEK SCREW EACH PURLIN o I �Vim=< " SCREWS TO BE }-140i \\V—/(,) TEK SCREWS (4) TEK SCREWS AT EACH I I I yr N m p L 2x2x1/B" HOT ROLLED SIDE AT SPLICES I o M w o ®1/3 PTS OF BAY THRU 22'0 BAY U 0 a m m o BMW48 /n�a�� Sca/e: NOT TO SCALE SECTION A—A V — Drawn by. GPL 1/18/17 lJ Checked by. "22GA 1.5 FLOOR B—DECK= VIEW ONE 1"GAP FROM TOP OF BRG.WALL DECKING Project Engineer: MVN (OPP. HAND) TO BOTTOM OF MEZZANINE BEAM DECK FINISH = PREGALVANIZED C60 (BOTH AT"A"&"D") Job Number: 15—B-63255 MEZZANINE JOIST LAYOUT MEZZANINE B—DECK LAYOUT Sheet Number: E3 of 15 The engineer whose seal appears hereon is an employee for the manufacturer for the materials described herein. Said "Cee" X„ Beam Clip "e" "ell, 2 1.8 O1 sectheroducta r certification slimiteddesigned Depth Fig. Width Q Q T manufactured by mnufacturer IJate: 6"5 }"x6j"xL 5" 21" 26'-8" only.The undersigned engineer is "L" is clip length and not the overall engineer of to be determined by 10" 3 8'-4" VERIFY 18'-4" VERIFY record for this project. detailing. Min.=6" is req'd. ————_—————— Jeffrey M. Conrad, P.E. Washin ton P.E. 35755 5" }"0 A325 Bolts BMW48 6xJ=FLG./0.185x1'-0=WEB X I FACE OF BEARING— I w WALL BY OTHERS �,I an " �✓III w SEE ENLARGED I Ya w DETAIL TWO�i P6x10.78 I i LL 1/4" Plate o SWC SECTION B—B I I ° a. (CEES ONE SIDE ONLY) I o Jan 24,2017 I � I I ro M 00 ti EWB KEY PLAN EWD \ / -----------� VIEW ONE �y o PARTIAL ELEVATION ® SWC a a (SWC OPP. HAND) gF755 oIST SWA /SAL •- DENOTES: CLIP LOCATION SC90 AT 8" U PURLINS SC92 AT 10" PURLINS SC94 AT 12" PURLINS m I I I I I 5-0 100'-0 OUT OUT OF STEEL 0 ELEV. +17-0 .c 1'-0 26'-8 27'-8 25'-0 18'-6 V-2 y �nI O V KBA1A & KBA1C & \\ KBA1B (TYP)� KBA1B (TYP) P-40 TYP. P-39 TYP. P-37 TYP. \\ P-35 TYP. FB4 8X2. 12 (TYP.)OV lO 8X2.5Z12 (TYP,) OIO 8X2.5Z14 (TYP.) \\8X2.5 Z16 �p I c N %/ \ N •S I e FB4 m a P-38 / P-36 FB4"] M I I 8X2.5Z12 I 8X2.5 12 , \00 y M Z allo N 4L FB4 I N > I "y d.0 Q 3 M0 0 LK�1) ® ❑OCn\FB4- o cYi�� O o 0 o 'ol 1A --- - - - --- ----- --- ---- ---- ------- --- - --- .11 0 fC�� m`mO1a o a PC80 (T ) a o a oa a FB4 m c W N O M N n KBA1 ( ) I H o oc° I X X c w ao o_ao FB4 I u oN a a 0000 0: ❑ ❑ V Fy eRgCF�.� w O1 P-32 P-34 p of 3 8X2.5Z1 8X2.5 12 FB4, <<� m Z Yo, ,G onwo C UN O I FB m°4 Scale: NOT TO SCALE o Drown by. GPL 1/18/17 a <\ o Checked by. Project Engineer: MVN Job Number: 15-B-63255 I p_P9 TYP, (T •)OlO P-30 TYP. (TYP.) OT IOT P_31 �.YP (TYP.) OlO //p_33 TYP. eRH q Sheet Number: E4 of 15 gX2, 12 8X2,5Z12 8X2,5Z14 / 8X2.5 16 B4 The engineer whose seal KBA1A & i ` appears hereon is an employee KBA18 & for the manufacturer for the KBA1 (TYP) KBA1B (TYP) V materials described herein. Sold a dal seal or certification is limited P-27 8X2.5Z12 lJJ to the products designed and manufactured by manufacturer 1 LO c only.The undersigned engineer is not the overall engineer of record for this project. E-5 8X3.5E14 Jeffrey M. Conrad, P.E. Washin ton P.E. 35755 ROOF FRAMING PLAN SWC Jan 24,2017 M Cp EWB KEY PLAN EWD ZEE SECTION LAP TABLE Q Q SYMBOL LAP LENGTH SYMBOL LAP LENGTH s z� -0'-0}" T 2'-51" y 0'-3 " V 3'-1 " SWA 1'-5j" REFER TO CF01122 �0 A)- I a U o ROOF SHEETING PLANE 4 m PANEL TYPE= DLK (GALVALUME) p PANEL OVERHANG = 44 FROM OUTER STEEL * D MOL02016 m 0 0 MDL06008 v [ a MDL06008 y o m 0 DMPR05012X 5•-16 V O O w N [ (TYP) = v n w rn U a o �O>Q ties mza o (2) F32O-1 MPR02005X ` 2"n o M El F797-1 GC _ °Y a z DG LO 00 LO 001 U a am�a y I I F67 —1 C f,Ry�' � ROOF SHEETING PLANE 1 PANEL TYPE = 7.2 (FERN GREEN) a c F797-1 F321-1 .PANEL OVERHANG = 44 N w a FROM OUTER STEEL DOWNSPOUT LAYOUT w E e LL r [6 REQ'D] o �° °2 v �N ❑ ❑ 7.2-P-HEhP-01X 3 m MDL06008 D 0 w 3 J Y ) m wm=¢ ENw(.7J Of H N�NJm p MPR05012X a -- ci o N M m o` o Scale: NOT TO SCALE F32O-1 I F323-1 n Drawn by. GPL 1/18/17 F797-1 F323-1 Checked by. " F32O-1 Project Engineer MVN MDL06008 Job Number 15—B-63255 0 F797-1 F321-1 Sheet Number. E5 of 15 � .— The engineer whose seal DOWNSPOUT LAYOUT appears hereon is an employee [2 REQ'D] for the manufacturer for the materials described herein. Said seal or certification is limited *APPROX. DOWNSPOUT LOCATIONS _ _ __ _ _ _ __ _ _ _ _ __ _ _ to the products designed and manufactured by manufacturer MDL020161 * (1})F326-1C * an y.The undersigned engineer is not the overall engineer of ROOF SHEETING PLANE 2 Using 7'x7' eave gutter with 4'x5' downspouts, the roof drainage PANEL TYPE = DLK (GALVALUME) record for this project. system has been designed using the method outlined in the MBMA PANEL OVERHANG = 4} Metal Building Systems Manual. Downspout locations have not been D7.2-P-HEl7P-01X Jeffrey M. Conrad, P.E. located on these drawings. The downspouts are to be p l aced on FROM OUTER STEEL washin ton P.E. 35755 the building sidewalk at a spacing not to exceed 60 feet with the first downspout from both ends of the gutter run within 1. 16 feet of the end. Downspout spacing that does not exceed the MPRo5o12X T> v maximum spacing will be in compliance with the building code, 0 N ]3MPR05012X The gutter and downspout system as provided by the manufacturer _ __ __ _ is designed to accommodate 4 In/hr rainfall intensity. MPR02005Xa ROOF SHEETING PLANE 3 PANEL TYPE = 7.2 (FERN GREEN) ROOF SHEETING PLAN PANEL OVERHANG = 44 FROM OUTER STEEL SWC Jan 24,2017 MIC EWB KEY PLAN EWD SWA .0NAL • o U m .c O I 0 0 c .o ------------ o VJ 8 0. o 4-11 N o yy J MZm L Z. L° EMo 41 2 UMO �UH WY,Z zi (1})F49-1C U a mr'¢ ^ N a. o e I •E W c� 4'_71J cYi I noy o a MW2 m of N 4,-11} w rn I Ym �wmaac h SOFFIT SHEETING ti u'Z Y .c PANEL TYPE = 7.2 (POLAR WHITE) o n w o U UNmm C1 Scale: NOT TO SCALE I I Drown by. GPL 1/18/17 Checked by. Project Engineer: MVN Job Number: 15—B-63255 I I I I Sheet Number: E6 of 15 The engineer whose seal appears hereon is an employee for the manufacturer for the (A)F49-1c materials described herein. Sold —— —— seal or certification is limited to the products designed and manufactured by manufacturer i only.The undersigned engineer is a e < a a 8 '< 4 not the overall engineer of record for this project. Jeffrey M. Conrad, P.E. SOFFIT SHEETING Washin ton P.E. 35755 PANEL TYPE = 7.2 (POLAR WHITE) SOFFIT SHEETING PLAN AS VIEWED FROM ABOVE ROOF SWC Jan 24,2017 M COY EW8 KEY PLAN EWD �� z 755 0 e Ma'fEP� SWA A. FRAMED OPENING CLIP TABLE ZEE SECTION LAP TABLE SYMBOL LAP LENGTH SYMBOL LAP LENGTH SCHEDULE OF ACCESSORIES TOP TOP T TOMARK CITY DESCRIPTION HEADER L JAMB R JAMB LI JAMB RIRJAMB BLOTTOM JAMB ROJAMB SILL TTOM V JAMBS T -0'-0" T 2'-5"3'-1 NO. REQD DESCRIPTION m 0'-3�" V PC60 1'-5" REFER TO CF01122 4 3'-0 X 4'-0 FIELD LOCATED FRAMED OPENINGS A 1 13'-0 X 14'-0 SC425 CL751 CL751 CL751 CL751 CL753 CL753 N/A CL751 PC60A 1 13'-0 X 14'-0 FACTORY LOCATED FRAMED OPENING B 1 14'-0 X 14'-0 SC425 CL751 CL751 CL751 CL751 CL753 CL753 N/A CL751 2 14'-0 X 14'-0 FACTORY LOCATED FRAMED OPENINGS C 3 6'-0 X 4'-0 SC425 CL751 CL751 CL751 CL751 N/A 6 3'-4 X 7'-2 FIELD LOCATED FRAMED OPENINGS D 3 6'-0 X 4'-0 CL751 C 751 CL753 CL753 SC425 N/A 13 6'-0 X 4'-0 FIELD LOCATED FRAMED OPENINGS E 2 3'-4 X 7'-2 CL751 CL751 N A N A CL753 CL753 N A N A REFER TO DETAILS ON INSTALLATION OF FRAMED OPENINGS. o USE STANDARD WALL PROCEDURES TO ERECT THE SIDEWALL AND ENDWALL PANELS. .a c G-_ m 8X2.5Z16 O DHi u l 8X2.5C16 1'-0 J a SEE o U N N Tr E-1 O E-2Xm]oPC84 PC84DETAIL EZ-3 DETAIL"A]" ^ Xx N m 0 0 m o 3.5 8X3.5E14 8X3.5E14 8X3.5E14 m --------.G-2 -4 8X2.5Z76 8X2.5Z16 SX2.5Z16 - RKW1E(T )OO � U (TYP-)O O1 OR GHOS-3 v� PC60A G-_ 8.25X4C14 DH2 DH3 X 71 8X2.5C16 G-7 BX2.5C16 E G_9 0 G-- G-1 G-3 G-3 516 8X2.5Z76 8X2.5Z16 w 8X2.5Z12 8X2.5Z16 a 8XZ.5Z16 c INTERMEDDIATE _ 0 U G-6 w w 0 A tO r----- - - N a 0 8X2.5Z16 1 3 mU SUB JAMBS 0 1 +8'-10 MEZZANINE BEAM I I G_g �n 'n BAY'3' HORIZ. a T.O.B. 6x.... = G. 0.1 x1-O-WEB: G-3 z'o o x _ i] ] cc, a x oN PANELS ONLY o 1 8X2.5Z76 m o O 8X2.SZ72 SX2.5216 1 BX2.5Z12 1 O N x M m 0 m X2.5Z16 G-_ ro I o ] C G-1 I I 8-2 B ] HOS-2 1] 0 11 ] o 1 U o fa o c� P6X10.78 1 o 1 0 1 8X2.5Z12 1 25X4C1 .25X4C1 GH08-1 I I f m . -1 D N -I p N E o 8.25X4C74 0 Oa 1 1.MOM N N U O U 1 a O 1 a O= x�I I x m N ^ G C-C-_ CMG W17 Imo- I mo__ _-_ __ - TO_-__OPEN TO 2'-8o U OTHER -8 0.1 N REMAIN OPE (TYP)__E T_2 o 71 io M REMAIN OPEN (TYP) h 3 ° ° ` m a m E o ° M W SEE ENLARGED � _------_--_ r "3- i M W N b J MZN ° 8X2.SC16 I--I 6_0 DETAIL"2"/E3 6'-10 8X2 14'-0 6'-10 6'-0 6'-0 2'-10 13'-0 2'-8 3 m m Z a 3 ° 4 3'-4 m N N n q a a i On/CMU BY OTHERS 3 ° 26'-8 2T-8 18'-6 1'-2 or ® ❑ BAY"3" GO j Y a Z ID I� O 5 di a vow r�d-� NOSE U � a anima DISTANCE BETWEEN c , d C1AA C16A C1DB VERTICAL CEES SHALL NOT C1DA CCW4A 6'-0 ELEVATION "SWA„ EXCEED 6'-0 0 BAY"3" 6x}=FLG./O.185xO'-10=WEB vi DETAIL "A° ° ENLARGED ELEVATION c E e TYPE "C" & "D" OPNGS (1)F394-2CL O oN a= 4i (1)F394-3CR m ❑ ❑ F395-2CL (4})F394-1C , Nm F2332-1� (5)F2955-1C F2332 1 U>< 1n F550-1 0 2'-0 O.C. D W 3 w L W M n oI ®I oI oI. oI ®I \��\/ r NwUJ U (1)F394-1C (1J)F326-1C a TO W o ° U VNmm : (1 F2902-1C (1)F394-2CL Scale: N07 TO SCALE - (1 F2955-1C (1)F394-3CR -- -- -- -- -- -- -- -- -- -- - - -- - -- -- Drown by. GPL 1/18/17 0 0 0 o® BAY"3" CANOPY/WALL INTERSECTION / Checked by. F395-2CL F395-1CR -1�F41(1)F 81-2 Project En w eer. MVN F2332-1 1 11 1F2332-1 F550-1 02'-00.C. _ Job Number., 15-B-63255 // --- (14)HW426-2 �w N r-- y1 Iu°i N vai -- � I 1 F981-1 0 BAY"3" CANOPY EAVE 01 N I --F1 - I (1)F481-3 ^�-- F742- Jv v --Fj --- v 1)F481-4 I I o1 o Sheet Number. E7 of 15 `Wa iN N I The engineer whose seal appears hereon is an employee 25'-0 (TYP) for the manufacturer for the NO (1)F481-1 1 F481-2 1 F481-2 o N 1 F 81-2 1 481-1 1W w I I o_1m ni l materials described herein. Said as N �, �.� N o0 O O I I FIELD CUT m 1m m a 0 --- 81-- 1 I w I N seal or certification is limited I AS REO'D I v i,-, �I 17.2 N- to the products designed and NI N mac`+ Iml 1�41 1a a1 1� N� I N N i I I`� "I" 10SC-01X manufactured by manufacturer I�1 I�wl IW wl 1w I 1 I i i not the overall gengineere engineer is F742- -- i I 1 I FL-530 v L-530 (TYP) FL-530 (TYP) N record for this project. FIELD CUT 4 Jeffrey M. Conrad, P.E. AS REQ'D Washin ton P.E. 35755 2'-8" CMU 6"�^ 2'-8" CMU F---SEE PARTIAL ELEVATION THIS AREA -I 2'-8" CMU v HORIZ. 7.2 REV. ROLL WALL PANELS BY OTHERS BY OTHERS AVP WALL PANELS BY OTHERS PANEL COVERAGE = 3'-0 PARTIAL WALL SHEETING PANEL COVERAGE = 3'-0 COLOR = SOLAR WHITE ELEVATION ® BAY "3" (SWA) COLOR = GALVALUME WALL SHEETING ELEVATION "SWA" - PANEL PKG. REQ'D. _ PANEL PKG. REQ'D. = AVS-2 Field Cut Panel and Trim as BLDG "A" Field Cut Panel and Trim as BLDG "A" required per Construction Details required per Construction Details SWC Jan 24,2017 M.CO,s .. EWB KEY PLAN EWD `�kj9FciST��°j SWA - w'S/ONALE c FRAMED OPENING CLIP TABLE TOP TOP GIRT TO GIRT TO BOTTOM BOTTOM VERT LIFT MARK QTY DESCRIPTION HEADER L JAMB R JAMB L JAMB R JAMB L JAMB R JAMB SILL JAMBS m A 1 6'-0 X 4'-0 SC425 N/A B 1 6'-0 X 4'-0 CL751 CL751 CL753 CL753 SC425 N/A C 1 14'-0 X 14'-0 SC425 CL751 CL751 CL751 CL751 CL753 CL753 N/A CL751 / PC84 D 2 S-4 X 7'-2 CL751 CL751 N/A N/A CL753 CL753 N/A N/A ZEE SECTION LAP TABLE SYMBOL LAP LENGTH SYMBOL LAP LENGTH 4-0'-OJ" T 2'-5J" y 0'-3i„ V 3'-1J„ 1'-5j" REFER TO CF01122 E-6 E-7 d• PC84 E_8 PC84 a E-9 8X3.5E14 BX3.5E14 0 8X3.5E14 8X3.5E14 0 G-16 it SC18 G-18 LW1 (TYP) SC18 �'p G-4 'c�N SC18 G-23 1 8X2.5Z16 / 8X2.5Z14 OO SX2.5Z16 ao OO 8X2.5Z16 ] DH1 C 8X2.5C16 0 LW1A (TYP DH2 LO N N a w8X2.5C16 = G-16 G-17 G-19 G-20 G-22 ool oo 8X2.5Z16 i o 8X2.5Z14 BX2.5Z16 8X .5Z16 8X2.5212 GHOB-3 o `�i v v +8'-10 8.25X4C14 o O LU I x`� LW1B 'a p' 'o m r ------------- (V N I - $ j•7 r x x •::::. . x x -0=W :::.:-::::.:: :. ::. T.O.B. G-16 � � G-17 G-19 ao o m I . ........ .... BX2.5Z�6 8X2.5Z14 8X2.5Z16 I © G-21& G-21 _ o 2bX4C? 8 25X4C1 18X2.5Z14 8.25X4C14 N n P6X10.78 1 of 7 C m i tee\ c m N N �� i(NESTED) m B m o DH1O c� N•,' n N I N N BX2.5C16 p,N ^ O x X x p G X I O x x 2C8 m 0 p m m °°� L-- 1•n au ao o ----------- ; o 3-4 SEE ENLARGED 6'-10 14'-0 6'-10 DETAIL 2"/E3 z N m xx u 1'-2 18'-6 25'-0 27'-8 26'-8 1'-0 �1 SAG ANGLES 7'-9 4'-9 4'-9 7'-9 3 2 m n o ® ❑ cb Cb u Now CCW5A C1C C1C C18B C1AB 6xJ=FLG./O.185xO'-10=WEB a m o a ELEVATION "SWC C7' of S N o G v pN Q �N ❑ ❑ 3� J W� (1)F394-2CL -�¢ o (1)F394-3CR v w ¢ a (4J)F394-1C o a In z x .c F395-2CL (5)F2955-1C F395 y 0 N w m o F2332-1 F2332-12332-1 o n W o F550-1 ®2'-0 O.C. �U N m m 1, Scale. NOT TO SCALE Drawn by. GPL 1/18/17 Checked by -- -- - -- - Project Engineer: MVN 0 0 0 o 1 Job Number: 15-8-63255 I I I I F481- 2 Sheet Number: ES of 15 The engineer whose seal p (1)F981-1 ..I 1 I N appears hereon is an employee N j z 2 (1)F481-3 1)F14 N n for the manufacturer for the "� J� I materials described hereto. Said n N seal or certification is limited m N NI N^ to the products designed and II manufactured b manufacturer •-^v (1)F481_1 m a a rnl O F 81-1 N r 1)_F_4_81—_2_�N only.The undersigned engineer is ao W "I N i iN not the overall engineer of AVP WALL PANELS �I la la I I� record for this project. PANEL COVERAGE = 3'-0 v y IN h ZL _-J� Jeffrey M. Conrad, P.E. COLOR = GALVALUME 7,2-H-OSC 01X PANEL PKG. REQ'D. = AVS-3 1�. I� I� (1)F14 n Waehin ton P.E. 35755 Field Cut Panel and Trim as N required per Construction Details g I -- _ _ - —L+_ v ' F408-1 F408-1 6— SWC WALL SHEETING ELEVATION "SWC" Jan za,zol7 BLDG "A" M Op Y EWB KEY PLAN EWD w �u c35s7reaE° SWA IONAI 12 APPROXIMATE MEMBER WEIGHTS 2" PART MARK WEIGHT BGC2A CMW2A 517 m 1 (1)HW7720_1 BGC2A (1)RAT— 1 (1�)FiW77 CMW3A 517 12 G-14 20-1 R1A 747 2" R1A 8X2.5Z16 R1A co 1 6'-0 GC2 u GC5 LJ GC7 DH1 u 8X2.5C14 ] DH5 LJ 8X2.5C14] DH1 7 © O O u O O u m N OSG8XH.220.5S8 XC-41106 1N4 N m M N�Op N �N O2.SC1 6 8X2.5 C14 DHO1 6 X2.5C16 8X 5C16 8X2.SC1 6 N � 8 C N N N N N m a mGHOS-4 GH8-4 GH08-1 u CX .25X4C1 5X4C1 8.25X4C14 UNm G-24 G-25 G-26 _ .OocN GH F 7 7 [ [ - 8X2.5Z14 IIDJ15 DJ15JC GX22.5Z16 11 DJ17 DJ17I[ 8X2.5Z14 w [. . ... 88XX22.5.5ZC1 76 ' '8 W10X22" 26 W10X22' BM .3.8...W1 OX22 ... 4 O N O�_8X2.5C16 N0 OU O OI O uXlq� �Nr o o NO' PC78 cO OaTOP OF BM X �mm m m_8„ N+10, 3 GC1 GC4 GC6 PC78 o X2.5C16 O U I U i N N N N N T X X X X OPEN TO 2' 8 mo m C1 m m GC3 m G mU U O U UO UO O TO REMAIN OPEN OOO PC78 8X2.5C16 ^ 8X2.5C16 w . co 8X25C16 ^ PC78 _ .s NOPEN TO —8� m m m,n� N I w M io f0 REMAIN 2'OPEN X'o o X/ n 10 M _ 20'-0" 20'-0" 20'-0" G (lb Gb BY OTHERS 3'-0 1'-5 3'-4 C1AB CMW2A CMW3A C1AA 20'-0 20'-0 20'-0 ELEVATION "EWB" GIRTS ON FASTENS SIDE OF BETWEEN ETHE E " <�1QTE' `_' C� 2 T J M W V C1AB ENDWALL COLUMNS, AT ALL CMW2A CMW3A DISTANCE BETWEEN C1AA o O> ` MEZZANINE BEAMS LOC. GIRT ELEVATIONS. 8x&--FLG./O.185x8"=WEB ELEVATION "EWB" 8xJ=FLG./O.185x8"=WEB VERTICAL CEES SHALL NOT m m Z<3 �° REFER TO DETAILS. EXCEED 6'-0 e e o z ® ❑L\ t 2UMO o¢o 2 y N�Z FRAMED OPENING CLIP TABLE F679-1 TOP TOP GIRT TO GIRT TO BOTTOM BOTTOM VERT LIFT MARK QTY DESCRIPTION HEADER SILL _ (2D F215_t (21)F215— L JAMB R JAMB L JAMB R JAMB L JAMB R JAMB JAMBS C� H ((1 F367_1 A 2 6'-0 X 4'-0 N A CL750 CL750 N A im CL750 N A N A a `` (1)F867—Z3 1 F367_7R B 1 3'-4 X 7'-2 N/A CL751 CL751 N/A CL753 N A N A o F367 (1 3 C 3 6'-0 X 4'-0 SC425 CL751 CL751 N/A CL751 N/A D 2 3'-0 X 4'-4 SC425 CL751 CL751 N A CL751 N A N/A pF39532-1 _ F395-2CL F2332-1 F2332-1 E 2 3'-0 X 4'-0 N A CL751 CL751 N A CL750 N A N A N ❑ ❑ 3 m _�T_ Yi mQ a_ ^ =Jo Z Y(1 )F326-1 C d o n w o PBD-OSC-01 O FS FILLER STRIP () 1 F394-2CL c�U N m m o FL-870 DRIP TRIM D MXXXX _ (1)F394-3CR Scale: NOT TO SCALE PBD WALL PANELS 1 F394-1C Drawn by. GPL 1/18/17 � � ` �-� O PANEL COVERAGE = 2'-8 WALL SHEETING ELEVATION "EWB" GABLE ,(1J)F2902-1C COLOR - FERN GREEN (14)F2955-1C Checked by. PANEL PKG. REQ'D. _ (® BY—PASS GIRTS ABOVE) Project Engineer: MVN Field Cut Panel and Trim as (0 CANOPY EAVE) required per Construction Details ` Job Number., 15—B-63255 F395-1CR F550-1 0 2'-0 O.C. ` Sheet Number: E9 of 15 F2332-1 (11)HW426-2 `. F395-1CR The engineer whose seal (® CANOPY/WALL INTERSECTION) F2332-1 appears hereon is an employee for the manufacturer for the materials described herein. Said (1)F481-2 (1)F481-5 (1)F481-2 (1)F481-5 (1)F481-2 seal or certification is limited r-----------, -----� r-----------, -----, r-----------, to the products designed and a I 1't al 14 a l 1 a a 1 1 a a l I a manufactured b manufacturer I I 1 21'-3" 11 1 I 1 20'-61 I 11 1 119'-3 im only.The undersigned engineer is I N NI N 1 N N I N not the overall engineer of �I h rl h �I I•� �I I•-• •�I h 9 *� �1 I� `.I 1�. �1 1 1 I I Imo. record for this project. DENOTES: CLIPS AT FLANGE BRACE I 1 1 I 1 I 1 1 I I I � CL196 & CL199 AT 8" PURLINS/GIRTS N L___________J _____J L_____----- J ----_J L_ __ __ CL797 & CL199 AT 10" PURLINS/GIRTS (1)F142 1(1)F142 (1)F142 1 (1)F142 (1)F142 —J w Jeffrey M. Conrad, P.E. CL198 & CL199 AT 12" PURLINS GIRTS N 1 I ,aN-. Washin ton P.E. 35755 1 I 6" LAP ZEE SECTION LAP TABLE TYP. SYMBOL LAP LENGTH SYMBOL LAP LENGTH 1 F481-2 t F481-5 1 F461-1 1 F481-5 1 1 a —2 —O'-0J" T 2'-51" i� 11 II II 11 11 II II II II II 0'-3" 6V 1 3'-1�q" al Io_ al lo_ o_I o_I o_I 10_ al 1a mI IN mI IN NI V)i NI IN vlI Im V-5j" REFER TO CF01122 v1 (1)F142 v1(1)F1421� �I(1)F7421� �I (1)F142 HORIZ. 7.2 REV. ROLL WALLLS�RR L$$ �_ (1)SP-1 w I(1)SP-11v (1)SP-1 v1 vl (1)SP-1 �(1�SF—1av I 1 SP-1 PANEL COVERAGE`11 b (1)SP-1 — ------ (1)SP-1 // — --a _ _ (1)SP-1 �---(-�_-----a (1)SP-1 SWC COLOR = SOLAR WHITE nMWJAA1M1B ��_/� ___ Tf� n PANEL PKG. REQ'D. = 2—8,H, 6.CyfU /Tt'-8,H,T' CMU d Jan 24,2017 Field Cut Panel and Trim as E��YS 1 L NE�%%HERS N __ required per Construction Details UNS DOWN TO F M sCOti EWB KEY PLAN EWD TOP OF CMU VENEER (TYP) NOTE: WALL SHEETING ELEVATION "EWB" CUSTOMERR SHALL VERIFY PREFERRED i HORIZONTAL PANEL LENGTHS AND (@ FLUSH GIRTS BELOW 17'-0) SPLICE LOCATIONS AT ENDWALL WITH NON—SYMMETRICAL OPENING LAYOUT a575ST s o SWA IGONN FRAMED OPENING CLIP TABLE APPROXIMATE MEMBER WEIGHTS PART MARK WEIGHT TOP TOP GIRT TO GIRT TO BOTTOM BOTTOM VERT LIFT 12 C CCW4A 333 m� MARK QTY DESCRIPTION HEADER L JAMB R JAMB L JAMB R JAMB L JAMB R JAMB SILL JAMBS 2" CCW5A 336 A 1 3'-4 X T-2 SC425 CL751 CL751 I CL753 I CL753 N A N/A 1 BGC1A BGC1A (1 TABLE (1)RA1 1 (11)REW2A0— )RA1 REW2q)H�720-1 CE7A 243 SPLICE BOLT HARDENED BEVELED 6x-FLG•/O.156x8"=WEB 6x apLG/0.156x8"syyEB REW2A 411 CONN. QTY. SIZE TYPE WASHERS WASHERS G-14 A (4) X 2" 1 A325 B&N 1 4 0 8X2.5Z16 B (4) X 1J A325 B&N 1 8 0 B B C (8) J X 21 1 A325 B&N 1 8 0 SC58 G-12 n G-13 \�` G-15 .o• SC58 ** DENOTES: CLIPS AT FLANGE BRACE q 8X2.5Z16 8X2.5Z16 `�\ 8X2.5Z16 q ' CL196 & CL199 AT 8" PURLINS/GIRTS `� o CL197 & CL199 AT 10" PURLINS/GIRTS 10 CL198& CL199 AT 12" PURLINS GIRTS I s SC58 G-12 G-13 G-15 SC58 8X2.5Z16 BX2.5Z16 8X2.5Z16 0 , i< o a G-11 o+ SC58 8X2.5Z16 G-13 G-15 �` SC58 �'• 8X25Z16 ° GH08 � (TYP.) ®OR . (TYp,) 0® BX2.5Z16,' `�\ o 4 CL292— FASTENS BETWEEN THE GIRTS ON EACH SIDE OF THE 'U to m N 11 ENDWALL COLUMNS, AT ALL X 0 OA 'o N I GIRT ELEVATIONS. ao m r REFER TO DETAILS. GC8 ' _ ——————————————————————————— a o v, 8 0 4'-6 3'-4 12'-2 VJ Z N Y 20'-0 20'-0 20'-0 J E Zo3 v, ,1� ❑ 0 ® A a 2° (lb V v "� CCW4A CE6A CE7A CCW5A pq W ofV)a Z 6X}=FLG./O.185xO'-10=WEB W8X10 WSX10 6x}=FLG./0.185xO'-10=WEB C •o-, g ONE F84A ®7'-6 LEFT ONE FB4A ®7'-6 LEFT a m b r' ONE FB4A ®11'-5 LEFT ONE F84A ®11'-6 LEFT ONE FB4A ®17'-0 LEFT ONE FB4A ®17'-0 LEFT u ELEVATION "EWD" N e q$ E 2•` no 1 a ON N R d N ❑ ❑ 3m wO1 0 0W3 � F377-1C Y o F679-1 FUF w m<I Lo (2�)F215-1 (21)F215-1 3 y w_Z le .c (1)F367-2L (1)F367_1R y m N:J m o (1D F367-3 (1�)F367_3 ci c°)N m m 0 Scale: NOT TO SCALE F395-1CR _ F395-2CL Drown by. GPL 1/18/17 F2332-1 I F2332-1 Checked by Project Engineer MVN — I — I Job Number: 15—B-63255 Sheet Number.- E10 of 15 I The engineer whose seal appears hereon is an employee for the manufacturer for the materials described herein. Said seal or certification is limited to the products designed and I I manufactured by manufacturer Lye only.The undersigned engineer is n not the overall engineer of I , N I N N N N , record for this project. N N N In T 10 7 f — I 1 Conrad, P.E. N bb, N , W ton P.E. 35755 I (1)F4 51-1 I I i i I I I TI IT I AVP WALL PANELS NI INo PANEL COVERAGE = 3'-0 COLOR = GALVALUME PANEL PKG. REQ'D. �i SWC Field Cut Panel and Trim ae required per Construction Details Li Jan 24,2017 6"� 1'-0 6 i EWB KEY PLAN EWD ZEE SECTION LAP TABLE BACKLAP F408-1 M��Pv COQ SYMBOL LAP LENGTH SYMBOL LAP LENGTH 0'—q T 2'-5j" WALL SHEETING ELEVATION "EWD" O'-3Jr' t 1,V> 1 3'-1J" BLDG "A" G E SWA 1'-5j" 1 REFER TO CF01122 0NA1.�fI97P i OY/PROJECTS\XDS—V6-07-00 FRAME = Active/ENG/15-8-63255/ver01—mvngo/Bldg—A/Drftg/x01L 1/20/17 14:10:19 APPROXIMATE MEMBER WEIGHTS 'o '.. OY/PROJECTS\XDS—V6-07-00 FB SET= Eng/15-8-63255/ver01—mvngo/Bldg—A/DRFTG/x01L - PART MARK WEIGHT GENERAL NOTES R1A 747 'aFRAME CLEARANCES SHOWN ARE APPROXIMATE AND MAY VARY DUE TO CONDITIONS (DEFLECTION). VERTICAL CLEARANCE DIMENSIONS ARE FROM FINISHED FLOOR REFERENCE ELEVATION. •• DENOTES: CLIPS AT FLANGE BRACE CL196 & CL199 AT 8" PURLINS/GIRTS CL197 & CL199 AT 10" PURLINS/GIRTS CL198 & CL199 AT 12" PURLINS GIRTS 0 m O 2 1'-4 Y_4 12. -]2" 5'—O 5'-0 5-0 5'-0 5-0 S'-0 57-0 5'-0 6.OX0. 26.0 156 25 6.0 X0.25 'o 0.156 260 X X . 0. oN' x 0.25 0 26.O A0.156 6.OX 6.OX0.25 26.O X0.156 o ET NSOR4B wy. 4B FS NSORFS F 3 0 NS OR4B +. FS 8 NS OR F3 y o M Z N m 40 .•F B t o m z F540 N a . S OR FS NS OR FS +<F84 q o 0 3 ® El OR FS NS OR a 2 .0)o m� R1A C 2E 2E 0 o¢rn R1A 8 a R m�Q c 0 0 � N (4)r"0 A325 (4)J"0 A32 N V v TC BOLTS TO BOLTS o � B 3E 3E 2'-2J 2.75 X 0.25 54'-1j 2.75 X 0.25 2'-2J no N N 0_N ❑ ❑3 ro w a' w N O w Y g O Q O N X to N x N O Q w O O N is �(] O O I w to N J m p O d' x N N N N x a O dOV Nmm O rn 0 0 0 .............. .BM 18 W10X22........................ .......................BM 28 W10X22........................ ......................BM 38 W10X22................. 0 0 0 m Scale., NOT TO SCALE d ro 00 xo ox oO Drawn by. GPL 1/18/17 cd cd Checked by. Project Engineer- MVN Job Number: 15—B-63255 Sheet Number. E71 of 15 The engineer whose seal appears hereon is an employee for the manufacturer for the l;KIN. FL. materials described herein. Said LEV. seal or certification is limited to the products designed and w CC o o A A o = wp nly.The to tundersigned ured by manufacturer engineer is not the overall engineer of 1 record for this project. - Jeffrey M. Conrad, P.E. Washin ton P.E. 35755 60'-0 OUT OUT OF STEEL Gb 6 cb C1AB CMW2A CMW3A C1AA 8xj%=FLG./0.185x8"=WEB 8x,%=FLG./0.185x8"=WEB CROSS SECTION AT FRAME LINE "1" Jan 24,2017 M C0— PLATE SIZE TABLE SPLICE BOLT TABLE Q 000 CONN. LOW SIDE HIGH SIDE QTY. SIZE TYPE HARDENED BEVELED - a WASHERS WASHERS A 6X0.375X0' 101% B 6 X 0.625 X 2'-9JJ 16 X 0.625 X 2'-91% (12) J X 2J IA325 TC 12 1 0 FQ � C 6 X 0.375 X 2'-9J 16 X 0.375 X 2'-9J (8) J X 2" IA325 TC 8 1 0 TONAL OY/PROJECTS\XDS—V6-07-00 FRAME = Active/ENG/15—B-63255/ver01—mvngo/Bldg—A/Drftg/xO2L 1/17/17 09:21:03 OY/PROJECTS\XDS—V6-07-00 FB SET= Eng/15—B-63255/ver01—mvngo/Bldg—A/DRFTG/xO2L APPROXIMATE MEMBER WEIGHTS PART MARK WEIGHT GENERAL NOTES FRAME CLEARANCES SHOWN ARE APPROXIMATE AND RIB 672 m� MAY VARY DUE TO CONDITIONS (DEFLECTION). VERTICAL CLEARANCE DIMENSIONS ARE FROM FINISHED FLOOR REFERENCE ELEVATION. - DENOTES: CLIPS AT FLANGE BRACE CL196 & CL199 AT 8" PURLINS/GIRTS CL197 & CL199 AT 10" PURLINS/GIRTS CL198 & CL199 AT 12" PURLINS GIRTS Q m O 12 12 2" 5 0 1'-4 1'-4 5, 0 ------12" 5'-0 5'-0 5'-0 5,-0 5'-0 5'-0 5.-0 5,-0 ^� 4'-1 r6.0X0.25 15.0TO24.2.1 X0.155 24.21 To18.0X0.156 6.0X0.25 e 18.0 X 0.156 6.OX0.25 6-0X0.25 18.0 X 0.156 y0 � 6.0X0.25 28.01018.0X0.155 6.0X0.25 6.0 X 0.25 18.0 TO 28.0 X 0.1850 X 0.25 6.0%o.3125 6.0 X 0.3125 .€ c p 8 y o r+F84F '"F84F NS OR FS NS OR FS x5 F0 E �`F84E NS OR FS N 8 NS OR FS '�" p w w NS OR FS y �„1z� rS OR DS *F84D ' od c5 NS EZa3 NSORVS N OR NSORFS a 20oo ® ❑ RIB R7@ W o v z C 3E 3E 0 'o a 8 a a mom¢ fV IV V U{ Y � l ]-! p B 3E 3EB 3E 3E 0 E N 2'-6J 2..75 X 0.3125 53'-51 2.75 X 0.3125 2'-6a cc yr ut w c' mw w^ 0 �w3 W In WO "'N O� N v) NO = •,F�•wm=of H Qo N X " I N I ". X N o Q 3 N 6`1 7Z he .0 N N I N mN7ro p w I o pp v> o o �n p o I w 3 O Q X M N V) Lo m (a N N N M X a O U UNmOm O o> o p c �w I I wta o p o m Scale: NOT TO SCALE id r X Bx io is �e X r o o o O o o Drawn by. GPL 1/18/17 c 16 ~z z� 'd O Checked by Project Engineer: MVN Job Number.- 15-B-63255 Sheet Number: E12 of 15 m m The engineer whose seal appears hereon is an employee for the manufacturer for the IN. FL. materials described herein. Said LEV. seal or certification is limited to the products designed and aq ci w3 _ A A o LL p ufacturer only.The Co tundersign dured nengineerr is 0 0l 'ol not the overall engineer of record for this project. Jeffrey M. Conrad, P.E. Washln ton P.E. 35755 30'-0 30'-0 60'-0 OUT OUT OF STEEL l_J �^J C1BB C1BA CROSS SECTION AT FRAME LINE "2" Jan 24,2017 M CO L PLATE SIZE TABLE SPLICE BOLT TABLE �e goo CONN. LOW SIDE HIGH SIDE CITY. SIZE TYPE HARDENED BEVELED �+ z WASHERS WASHERS A 6 X 0.375 X 0'-101 B 6 X 0.625 X 3'-0 6 X 0.625 X 2'-11J (12) J X 2J A325 TC 12 0 qF° EPA C 6 X 0.375 X 2'-7A 16 X 0.375 X 2'-7J (12) }1 X 2" A325 TC l 12 1 0 Al- OY/PROJECTS\XDS-V6-07-00 FRAME = Active/ENG/15-B-63255/ver01-mvngo/Bldg-A/Drftg/xO3L Active/ENG/15-8-63255/ver01-mvngo/Bldg-A/Drftg/x03R 1/17/17 09:23:54 1/17/17 09:23:54 APPROXIMATE MEMBER WEIGHTS Y OY/PROJECTS\XDS-V6-07-00 FB SET= Eng/15-B-63255/ver01-mvngo/Bldg-A/DRFTG/xO2L Eng/15-8-63255/ver01-mvngo/Bldg-A/DRFTG/xO3R c� PART MARK WEIGHT GENERAL NOTES FRAME CLEARANCES SHOWN ARE APPROXIMATE AND APPROXIMATE MEMBER WEIGHTS R1C 659 MAY VARY DUE TO CONDITIONS (DEFLECTION). PART MARK WEIGHT R1D 659 VERTICAL CLEARANCE DIMENSIONS ARE FROM R1C 659 RCW4A 93 FINISHED FLOOR REFERENCE ELEVATION. R1D 659 C1C 531 ** DENOTES: CLIPS AT FLANGE BRACE RCW4A 93 C1DB 688 CL196 & CL199 AT 8" PURLINS/GIRTS C1C 531 CL197 & CL199 AT 10" PURLINS/GIRTS C1DA 694 CL198 & CL199 AT 12" PURLINS GIRTS c .o $ N 0 12 1'-4 1'_4 5'-0 5'_0 12 2"� g'-0 5'_0 — 12 5'_0 5'_0 5'-0 5'-0 5'-0 5-0 4'_7 6.0X0.25 160TO24.28X0.156 24,28 To 16.0 6.0X0.25 0° 18.0 Xo•156 6.0'A0.25 6.0X0.25 16.0 X 0.156 0 6.0X0.25 X0.185 6.0X0.2.5 6.0X0.25 16.0 TO30, m 8.0 's 30.0 10 16.0 p X 0.785 X 0.25 6.0 X 0.3125 0 X 0.3125 c ++FB4F **FB4,F NS OR FS NS OR FS g � o FB4H o ++FB4H NS OR FS 8 NS OR FS **FS NS F84 H y 5}a7 o n wd ++F54E NS OR OR FS **FB4 7 E7 ++F04G NS OR FS NS OR FS "*FB4G x j qy d y..i rn v w`m NSORFS NSORFS a mza3 I° o 0 ® ❑ E o RIC C 2E 2E R1D @ 2 0 n o m W VNµ N 8 10.D X p N 756 I c3 6 c5.OX0.25 0 x B 3E 3E D 3E 3E x n �.$ oCJ 0 n 2'-6a 2.75 X 0.3125 53'-57J 3.75 X 0.375 2'-61 ,n 0 in Ew c°W O d O o VI4i $o x I- o fO a W 2 U N �iO r ad N JJ W rn 2 *Z N � -12 N W Ol N ^ 0 N 0 "n N Q 1Wm60_' O Y x N 00 N N m RG x �I N W 2 Y .0 I M 7 m O16 0 �lNi ri ^ M O N OM WO LO x BO 'a 'a a0 U UNmm O 0 0 ;i F o Scale., NOT TO SCALE x m x Drown by. GPL 1/18/17 In n d M Checked by. N x N Project Engineer: MVN o O ai Job Number. 15—B-63255 o o Sheet Number. E13 of 15 fV tV The engineer whose seal IN. FL. appears hereon is an employee LEV. for the manufacturer for the materials described herein. Said o A E „� o seal or certification Is limited o to the products designed and ra f manufactured by manufacturer only.The undersigned engineer is not the overall engineer of record for this project. 30'-0 30'-0 Jeffrey M. Conrad, P.E. 60'-0 OUT OUT OF STEEL 5'-0 Washin ton P.E. 35755 g C1c C1DB CROSS SECTION AT FRAME LINE "3" & "4" PLATE SIZE TABLE SPLICE BOLT TABLE Jan 24,2017 CONN. LOW SIDE HIGH SIDE QTY. SIZE TYPE HARDENED BEVELED WASHERS WASHERS A 6 X 0.375 X 1'-0{% .M OOti B 6 X 0.625 X 3'-2J 6 X 0.625 X 3'-1j% (12) J X 2} A325 TC 12 0 j Q oo O C 6 X 0.375 X 2'-7 6 X 0.375 X 2'-7 (8) J X 2" A325 TC 8 0 D 8 X 0.625 X 3'-2TJ 6 X 0.625 X 3'-14 (12) J X 21 A325 TC 12 0 9FG1SEPE� 56 E 8 X 0.375 X 1'-0J T NAI.E� F 6 X 0.375 X O'-10J (6) J X 2" A325 B&N 4 0 OY/PROJECTS\XDS—V6-07-00 FRAME = Active/ENG/15—B-63255/ver01—mvngo/Bldg—A/Drftg/xO5L 1/17/17 10:42:33 o U GENERAL NOTES FRAME CLEARANCES SHOWN ARE APPROXIMATE AND CIO, MAY VARY DUE TO CONDITIONS (DEFLECTION). VERTICAL CLEARANCE DIMENSIONS ARE FROM FINISHED FLOOR REFERENCE ELEVATION. A 8.0 X 0.25 B 0 20.0 X 0.185 V-11 8.0 X 0.25 V-11 14'-8 Portal Frames-Out of Girt Line- Bypass Girls 1 -B-63255 Top Attachment Bracket- Bottom Attachment Floor o°`° R° I 1 0 a Top Factory Welded i c 8XO.25"=FI g./ 8X0.185=Web. Min. Endplate. I _ 3/4"0 A325 Bolts Provide }" weld typ. LO //� ,a w/ washers II a SEE DETAIL "AJ B 3E 3E C 3E 3E II x FOR CONNECTION x TYPICAL q G Lq Or p 2 M I� Ln N II O o y = 0z Portal Frame Rafter q E a 3 a 1 a o�z ® ❑Flange Brace I V Q.m m a II u o y I n v N O I o o II x a x Frame Portal ° 0 N II od U N ad nou! Zi o e Column Frame c d o as Column "p x o N ❑ ❑ II 0 3°a ao00 �5a N II o F�M a x I 33 u z Y c ' Uf Base Plate � o M w o or Finished Floor coN C U N a]'aQ ui I Scale: NOT TO SCALE o Drown by. a o Checked by. o Project Engineer: MVN Job Number: 15-8-63255 TYp 1/4" I Sheet Number: El of 15 The engineer whose seal appears hereon is an employee I AEIN. FL I for the manufacturer for the 3/8"x3.75"x6" Connect to LEV materials described herein. Said late min, stiffner seal or certification is limited ned and p m li � m v: manufactured tbydma of manufacturer 3 x 3 x 1/4 G Flange brace LLo w _ o A A o_ _ � o only.The undersigned engineer is with 3/4"bolts @ each end , T " notrec the rd foroverall his project.lr of ao 0 15'-5 0 n L Flange brace detail-Plan View 18'-6 Jeffrey M. Conrad, P.E. Washin ton P.E. 35755 l_J d') DETAIL "A" CROSS SECTION AT PORTAL FRAME AT GRID LINE "A" Jan 24,2017 M CO PLATE SIZE TABLE SPLICE BOLT TABLE e v o CONN. LOW SIDE HIGH SIDE QTY. SIZE TYPE HARDENED BEVELED y z WASHERS WASHERS A 8" X 0.375 X 0'-10} B 8" X 0.75 X 2'-5J 8" X 0.75 X 2'-4F (12 1" X 3" A325 TC 12 0 F416fEP� C 8" X 0.75 X 2'-41 8" X 0.75 X 2'-5a 12 1" X 3" A325 TC 12 1 0 iONAI. CONNECTION CODES NAME DESCRIPTION FOR A325 BOLT DIMENSIONS A325 CONNECTION BOLT DIMENSIONS Frame Documentation 05-12-10 (FOR TOP AND BOTTOM BOLT PATTERN) D DIAMETER OF THE BOLT 1/2" 3/4" 7/8" 1" 1 1/4" 1 1/2" A325 Connection Bolt Details $e '14"03 HD BOLT HOLE DIAMETER 9/16" 13/16" 15/16" 1 1/16" 1 5/16" 1 9/16., m' BOLT GAUGE 2 1/2" 3" 4" 3 1/2" 4" 5 1/2" G MAX. WEB THICKNESS (Max. " Fillet Weld) WITHOUT WASHER 1" 1 1/8" 1 7/8" 1 1/4" 1 3/8" 2 1/8" MAX. WEB THICKNESS (Max. " Fillet Weld) WITH WASHER 3/4" 7/8" 1 5/8" 7/8" 7/8" 1 7/8" B 4E/2EH HG HEAVY CONN. BOLT GAUGE N/A 2 1/4" 2 5/8" 3" 3 3/4" 4" Connection Code S NORMAL BOLT SPACING 2 1/2" Y 3 1/4" 3 1/2" 4" 4 1/2' (See "Connection Code Format" BSMIN MINIMUM SPACING BETWEEN TOP & BOTTOM SETS OF BOLTS 1 1/2" 2 1/4" 2 5/8" 3" 3 3/4" 4" on this drawing) Connection Location .� CONNECTION 1B, 11 OR 1P CONNECTION 1F CONNECTION 1E MAXIMUM BOLT SPACING BETWEEN 2--0" 2'-0" 2'-0" 2'-0" 2'-0" 2'-0" CROSS SECTION CONNECTION CODE KEY 13 Q BSMAX TOP AND BOTTOM SETS OF BOLTS 1/2 BSMAX (tJ") WHEN BSMAX = 2'-0J" TO 4'-0 2 Q ON CONNECTION PLATES LESS SPLICE BOLT SPACING 1/3 BSMAX (d: ") WHEN BSMAX = 4'-0 �� TO 6'-0 (AS SHOWN AT CONNECTIONS ON FRAME CROSS SECTION DRAWINGS) � THAN OR EQUAL TO 3/4" THICK (NOT TO EXCEED 2'-0) 1/4 BSMAX (d=1�") WHEN BSMAX = 6'-0�6 TO 8'-0 ~ BFCD MINIMUM BOLT—TO—FLANGE CLEARANCE AT OUT OF NUT 1 1/2" 1 3/4" 1 7/8" 2 1/4" 2 1/2" 2 3/4" J SEE BOLT AT FLANGE DETAIL Flange Brace Material Schedule m PF MINIMUM BOLT—TO—FLANGE CLEARANCE AT CONNECTION PLATE (BFCD + RNWT) PF INSIDE OF FLANGE IS INCREASED BASED ON THE YT & YB VALUE. Part Mark Material 7 7 SEE BOLT AT FLANGE DETAIL PF FOR CONNECTION B, F, I AND P ARE THE SAME AS USED ON CONNECTION E FB4_ L 2" x 2" x 14 Ga. ONWT NUT AND WASHER THICKNESS SEE BOLT AT FLANGE DETAIL. NUT THICKNESS IS EQUAL TO THE BOLT DIAMETER FB5_ L 2" x 2" x 14 Ga. RNWT RISE ON NUT AND WASHER THICKNESS AND .15625" WASHER THICKNESS IS USED EVEN IF A WASHER IS NOT REQUIRED. FB6_ L 2" x 2" x CONNECTION 2B, 21 OR 2P CONNECTION 2F CONNECTION 2E () TT THICKNESS TOP FLANGE REFER TO FRAME CROSS SECTION DRAWING FOR LARGEST F67_ L 2}" x 2}" x {" LLJ TB THICKNESS BOTTOM FLANGE FLANGE THICKNESS EITHER SIDE OF THE CONNECTION. o zYT BOLT SPACING TOP (ROUND UP TO NEXT 1/2", MIN = S) 3" + TT 3 1/2" + TT 3 3/4" + TT 4 1/2" + TT 5" + TT 5 1/2" + TT 0 Y8 BOLT SPACING BOTTOM (ROUND UP TO NEXT 1/2", MIN = S) or TB Sloped or TB Sloped or TB Sloped or TB Sloped or TB Sloped or TB Sloped U EED(S) MINIMUM SHEARED END EDGE DIMENSION 1 1/4" 1 1/4" 1 1/2" 1 3/4" 2 1/4" 2 5/8" w e L EED(R) MINIMUM ROLLED END EDGE DIMENSION 3/4" 1" 1 1/8" 1 1/4" 1 5/8" 2 1/4" Gusset Plate EEDK END EDGE DIMENSION AT KNEE CONNECTION 1 3/8" 1 3/8" 1 5/8" 1 7/8" 2 3/8" 2 3/4" (At Rafter Outer Flange shown) ��jj c x MINIMUM BOLT CLEARANCE FROM WITHOUT WASHER 7 16" 5/8" 3/4" 13/16" 1" 1 3/8" [. o 0 BCWM D (BOLT DIAMETER) A FLANGE OR WEB WELD IWITH HARDENED WASHER 9/16" 3/4" 7/8" 1" 1 1/4" 1 1/2" ED R G /�ED(R) HD (HOLE DIAMETER) y °o iN WCSM MINIMUM WIDTH OF CONNECTION PLATE (Standard Connection) 5" 6" 8" 8" toll 12" C� x i n rn62 CONNECTION 38, 31 OR 3P CONNECTION 3F CONNECTION 3E WCHM MINIMUM WIDTH OF CONNECTION PLATE (Heavy Connection) N/A toll 12" 12" 16" 18" EED(S) A E z"I TCMIN MINIMUM THICKNESS OF CONNECTION PLATE 1/4" 3/8" 7/16" 1/2" 5/8" 1° ___ 8 i oxo LJ ❑ �ED(R) G �ED(R) ED(R HIS G HG ED(R S o Y It o z D (BOLT DIAMETER f^T� I� �I D (BOLT DIAMETER) V a m m Q HD (HOLE DIAMETER; I HD (HOLE DIAMETER) JTF EED(S) EED(S) Top Connection Code T YT Ch k 2 _ PF & 76 — — PF PF S N °c Q o TT YT TT YT Splice Bolt Spacing O Top Connection Code — PF Top Connection Code — PF See BSMAX 3 oo CONNECTION 4F CONNECTION 4E _ _ Splice Bolts — and ir; W CONNECTION 4B, 41 OR 4P BSMIN w rn 4 E �2 E H _ _ s — — s (see BSMAX in Table) BSMAX ° r< .2 wm<o: Splice Bolt Spacing Splice Bolt Spacing ,w o Y Z CONNECTION DESIGNATION See BSMAX See BSMAX — — m m N l m c BLANK = STANDARD CONNECTION onwo H = HEAVY CONNECTION S c c�a m m o BSMIN BSMIN Splice Bolts — and Splice Bolts — and — — Scale: NOT 7O SCALE BOTTOM CONNECTION CODE (See BSMAX in Table) BSMAX (See BSMAX in Table) BSMAX PF Drawn by. GPL 1/18/17 Bottom Connection Code TB YB Checked by.BOTTOM QUANTITY OF BOLT ROWS y. PF Project Engineer. JMC CONNECTION DESIGNATION _ _ _ _ BLANK = STANDARD CONNECTION PF PF S ,lob Number: 15—B-63255 H = HEAVY CONNECTION Bottom Connection Code TB YB Bottom Connection Code TB YB TOP CONNECTION CODE — — sheet Number: E15 of 15 PF PF EED(S) or EEDK TOP QUANTITY OF BOLT ROWS — — — — — O me engineer whose seal appears hereon is an employee CONNECTION 4X EED(S) or EEDK EED(S) or EEDK et Plate for the manufacturer for the materials described herein. Sold CONNECTION COD AT (At GussRafter Inner Flange shown) seal or certification is limited STANDARD CONNECTION DESIGNATION HEAVY CONNECTION DESIGNATION 4X CONNECTION DESIGNATION to the products designed and manufactured by manufacturer CONNECTION CODE DESCRIPTION (CODE 4E/2E SHOWN) (CODE 4EH/2EH SHOWN) CODE 4X/4X SHOWN ) only.The undersigned engineer is CONNECTION PLATE ( not the overall engineer of record for this project. B = THIS DESCRIPTION CODE IS USED TO DEFINE SHEAR CONNECTIONS. BOLTS ARE LOCATED INSIDE WASHER(IF REQUIRED) THE TOP FLANGE AND CONNECTION PLATE IS RECESSED 1/8" BELOW THE TOP FLANGE. CONNECTION BOLT NUT Jeffrey M. Conrad, P.E. PLATE LENGTH MUST BE A MINIMUM OF HALF THE RAFTER WEB DEPTH AND SHALL NOT EXCEED THE GRIP Washin ton P.E. 35755 RAFTER TOTAL DEPTH. PLATE THICKNESS E = THIS DESCRIPTION CODE IS USED TO DEFINE MOMENT CONNECTIONS. BOLTS ARE LOCATED WITH COLUMN RAFTER WASHER IF REQUIRED) — ONE SET OUTSIDE THE TOP OR BOTTOM FLANGE AND THE REMAINING SETS ARE LOCATED INSIDE THE TOP OR BOTTOM FLANGE. BFCD PF R F = THIS DESCRIPTION CODE IS USED TO DEFINE MOMENT CONNECTIONS. BOLTS ARE LOCATED INSIDE PF COLUMN OR NWT AFTER FLANGE RNWT THE TOP OR BOTTOM FLANGE AND CONNECTION PLATE PROJECTS 1/2" BEYOND THE TOP OR BOTTOM CONNECTION PLATE FLANGE. (REQ'D SPACES) S LENGTH IS EQUAL TO = THIS DESCRIPTION CODE IS USED TO DEFINE MOMENT CONNECTIONS. BOLTS ARE LOCATED INSIDE OR GREATER THAN HALF RNWT NWT BOLTS MAY BE THE RAFTER WEB DEPTH FIELD INSTALLED IN THE TOP OR BOTTOM FLANGE AND CONNECTION PLATE IS RECESSED 1/8" BELOW THE TOP OR BFCD — — PF BFCD EITHER DIRECTION BOTTOM FLANGE. _ Jon 24,2017 0 P = THIS DESCRIPTION CODE IS USED TO DEFINE SHEAR CONNECTIONS. BOLTS ARE LOCATED INSIDE o,� �w — — THE TOP FLANGE AND CONNECTION PLATE IS RECESSED 1/8" BELOW THE TOP FLANGE. CONNECTION o a o w o w .M co PLATE LENGTH MUST BE A MINIMUM OF HALF THE RAFTER WEB DEPTH AND SHALL NOT EXCEED THE BOLTS MAY LE RAFTER TOTAL DEPTH. FIELD INSTALLED IN w =w EITHER DIRECTION v, F o0 4X = THIS DESCRIPTION CODE IS USED To DEFINE MOMENT CONNECTIONS. BOLTS ARE LOCATED WITH " Z TWO SETS EACH SIDE OF THE TOP OR BOTTOM FLANGE WITH A GUSSET PLATE OUTSIDE THE TOP AND BorroM FLANGE OR COLUMN CAP PLATE. CONNECTION B & P BOLT EDGE DISTANCE BOLT AT FLANGE DETAIL 9 Gis-r � (Low Side Shown, High Side Similar) (Top Flange Shown, Bottom Flange Similar) /ONALE U Q 0 Anchor Rod Drawings 1) This drawing is for anchor rod placement only and is not foundation design. m� 2) Foundation must be square and level with all anchor rods true in size, location, and projection. 3) Projection shown must be held to keep threads clear of finished concrete. 4 This structural design data includes magnitude and location of design loads and support conditions, material properties, and type and size of major structural members necessary to show compliance with the Order Documents at the time of this issue. Any change to building loads or dimensions may change structural member sizes and locations shown. This structural design data will be superseded 1 2 3 4 and voided by any future mailing. 9 P Q Q Q a 5) Anchor rod size is determined by shear and tension at the bottom of the base 100'-8 OUT OUT OF STEEL ABOVE EL: +17'-0 w plate. The length of the anchor rod and method of load transfer to the foundation are to be determined by the foundation engineer, and are not provided by the Q •a manufacturer. 8} 100'-0 OUT OUT OF STEEL LINE BELOW EL: +17'-0 y o 6) Anchor rods are ASTM F1554 Gr. 36 material unless noted otherwise. 3J 27'-4} 27'-8 25'-0 18'-6 1'-2 Z U 19'-04 0 8'-4 0 FINISH. FLOOR AT ELEVATION 100'-0 a 6'-8} 14'-3} 6'-8} 3'-7} o 3_7J N 5 COMPRESSION .� w STRUT X BRACE � O M � I• � N O 0 .y OUT OF 0 BY—PASSEL GIRTS ABOVE—.� o ELEV. +17'-0 19'-0 ¢ 'o 0 NOTE: x OUT OF STEEL ® FACE OFSTUD LOCATION a W FLUSH GIRTS ®BEARING WALL FRAMED--� 3 0 '� E BELOW ELEV. BY OTHERS +17'-0Co I n c i N U C9 x g C5 c4 w OMZ h i 'a 0�Z 0 e am�< 3" w N y O O 1 I O N S o of o 'E� � N iq�l D I N Q pia U �2 0 O I O C U 5 6 JY O o wzx .c > N J aI 3 LL m I : © • ��,I 70M w0 Q UUNo]m O Sco/e: NOT TO SCALE Drawn by GPL 1/18/17 Checked by. DLA 1/19/17 'I Project Engineer: MVN Job Number: 15—B-63255 aI o Sheet Number: F1 of 4 N The engineer whose seal appears hereon is on employee D .• for the manufacturer for the materials described herein. Said 111 seal or certification is limited 16'-8 10� manufacturedproductsto the designed byi manufacturer • o •• •© `=f• •• • g �I• only.The undersigned engineer is not the overall engineer of record for this project. Iva� a COMPRESSION PORTAL FRAME Jeffre M. ANCHOR BOLTS TO BE DESIGNED STRUT y Conrad, P.E. BY FOUNDATION ENGINEER USING 8J 3J 6'-34 3'-7k 3 JIJ'- 6'-3} 6'-3J Washin ton P.E. 35755 DIAMETERS SHOWN IN THIS TABLE, ANCHOR ROD DESCRIPTION QUANTITY 1'-0 19'-01 ZL 8'-4ZL 6'-8} 14'-3J 6'-8} P5-0 2'-8J 13'-34 2'-6} 1'-2 J "0 DIAMETER X 72 J "0 DIAMETER X 48 1"0 DIAMETER X 12 SWC ACCESSORY SCHEDULE MARK DESCRIPTION DEJ) l Feb 14,2017 A❑ 14'-0 X 14'-0 FACTORY LOC. FRAMED OPENINGS ANCHOR ROD SETTING PLAN EWg KEY PLAN EWD B❑ 13'-0 X 14'-0 FACTORY LOC. FRAMED OPENING M CO s N © 3'-4 X 7'-2 FIELD LOCATED FRAMED OPENINGS e000 D� 3'-4 X 7'-2 FIELD LOCATED FRAMED OPENINGS z F❑ 6'-0 X 4'-0 FIELD LOCATED FRAMED OPENINGS © 6'-0 X 4'-0 FIELD LOCATED FRAMED OPENINGS FOI L SWA /ONAL�t� U AISC CODE OF STANDARD PRACTICE TOLERANCES FOR SETTING ANCHOR RODS 8} 1'-1 84 1-1 81 0'-10} 84 0'-11 , Specified Column Centerline Steel Line I�� N Bottom of Base Plate N N N N t1/g" (±3mm) ±1/4" - - (t5mm) - - c * t1/2" 0'-11i 0'-11J I 0'-11} I 0-11J _ t13mm) ' .0 t1/8" y (f3mm) Base of Steel i I (f3mm) *Variation In Elevation to - - - - __ the Tops of Anchor Rods t1 8" BASE PLATE AND ANCHOR ROD TOLERANCES TYPICAL SECTION TYPICAL SECTION TYPICAL SECTION TYPICAL SECTION f3mm J"4 ANCHOR RODS J"O ANCHOR RODS J"O ANCHOR RODS J"O ANCHOR RODS ANCHOR ROD SETTING TOLERANCES O © © O BASE OF STEEL AT ELEV. 100'-0 BASE OF STEEL AT ELEV. 100'-0 BASE OF STEEL AT ELEV. 100'-0 BASE OF STEEL AT ELEV. 100'-0 84 O'-101 8} 7d B.. 24 3" 2J 3„ 2} 3 2} 3 2} 3 3" 4" o I i. m 3 M ntI M rlr M nro �i � i? ` o N o SLOPE I 2} 3 € o 0d 0'-10J 0'-10J 21 3 3} _ ='i� 12} 3 u N v M Z M C _ U SO W W U z z -Z¢3 N a> z°O�o ® ❑ TYPICAL SECTION TYPICAL SECTION TYPICAL SECTION TYPICAL SECTION TYPICAL SECTION TYPICAL SECTION QC °r i Y a z O °4 ANCHOR RODS "� ANCHOR RODS J"0 ANCHOR RODS O ANCHOR RODS 4 ANCHOR RODS O 9 g o a ` O © O � O � O �"� ANCHOR RODS U � BASE OF STEEL AT ELEV. 100'-0 BASE OF STEEL AT ELEV. 100'-0 BASE OF STEEL AT ELEV. 100'-0 BASE OF STEEL AT ELEV. 100'-0 BASE OF STEEL AT ELEV. 102'-8 BASE OF STEEL AT ELEV. 100'-0 8 c 8" loll N o U 2 4 2 0'-11} 0-114 2} 3 2J 2J 3 E ------- ---- - ------ I Io u 00 �Z k� M INSIDE FACE OF _ _ � _ _ xN BEARING WALL - r. BY OTHERS n w o SLOPE cc 3 y Q wm¢o: cn (W TYPICAL SECTION TYPICAL SECTION 9 o u z Y a, m J"O ANCHOR RODS J"O ANCHOR RODS 2J 3 5" 3 N J m W �? _ U SNmm O _ _ _ = v Scale: NOT TO SCALE 0'-10 V-14 I B} V-1 '"�'� - - - - Drown by. GPL 1/18/17 3" 4„ 1'-7 �W - B. Checked by. DLA 1/19/17 � - _ 2, 2, - n Project Engineer., MVN N TYPICAL SECTION Job Number: 15-B-63255 °J N O J"O ANCHOR RODS Sheet Number., F2 of 4 TYPICAL SECTION ' BASE OF STEEL AT ELEV. 100'-0 The engine r whose s an eemployee © 1"0 ANCHOR RODS " , " for the manufacturer for the materials described herein. Said seal or certification is limited BASE OF STEEL AT ELEV. 100'-0 iQ _ i 'ol v manufacprodu tured s designed and manufacturer only.The undersigned engineer Is not the overall engineer of 2'g 2' record for this project. 2k 3" 84 -10� 1-14 Washin tonConrad P.E. 35755 I 0'-10J 0'-11} N M TYPICAL SECTION TYPICAL SECTION O J"0 ANCHOR RODS O J"O ANCHOR RODS C Febfe 2017 BASE OF STEEL AT ELEV. 100'-0 BASE OF STEEL AT ELEV. 100'-0 e �'o N _ Z F5755 G1ST�� /QNA)-F a Q U J FRAME DESCRIPTION: USER NAME:mango DATE 2/07/17 PAGEEW-2 FRAME ID//1 U9ER NAME mmyp DATE:2/7/17 PAOE:1-2 0 Fj�dwell JOB NAME:8325A FILE,RE 4B C1 FRAME OEBCRIPTIaN: VEER NAMEmm. DATE i/17/17 PAGE_ ms2 60./19./10.877 20./110. JOB NAME:63263A FILEframe PATH: R:\Jobe\Acllw\ENC\13-B-83255\ver01-mmgo\Bldg- n07\ N In BracMp Mahar JOB NAME 6]ZSSA FlIE: PAnI: R:\.bbF\Acllw�AgO\16-B-85236\varot-mmpo\Bidg-A`runot\ SUPPORT REACTIONS FOR EACH LOAD GROUPa- OT�EO ATI Reactlo�e OLEO Rn EkiCNp.L tlADi GROUP nME:11:20:19 fUPPaRT REACTaNe Fdt FAd11OAO GROUP -LOCATION:GridIMM: 1 m NOTE Alt nocllme an In klpe and kip-IL LIME 08:10.Z2 NOTE:All reacllone are In kips and kip-k. TIME 09:07:38 REACTION NOTATIONS REACTION NOTATIONS REACTION NOTATIONS T } w HL--'/ H2 HR I , 4 O iVL V1 I V2 VR BA,1.BD 0. O 5-A 5-B 5-C 5-D HL H1 f H2 HR Qy � LOAD oRGw REACTION TABLE 1 VL 1 V1 V2 i VR _ z LOAD GROUP REACTION TABU LOAD ORMWP NM • WA F-IF, I•-� L--e I--n V. COLUMN 5-A 5-8 5-C S-D MEO 26.8 t6.8 LOAD GROUP HL M. U. H1 M Li H2 V2 L2 HR VR LR w 32.s t2.5 LOAD GROUP REACTION TABLE GRIDLINES+ 1 a D 0.0 0.6 0. 0. 1.1 0.0 0. 1.1 0.0 0.0 0.6 0. COLUMN +-D +-A +-C +-S p C 0.0 0.3 0. 0. 0.7 0a 0. .7 0.0 0.0 0.3 0. I�Ao mLnlP eeeamneu w L 0.0 1.8 0. 0. 4.5 0.0 0. .5 0.0 0.0 1.8 0. LOAD GROUP HL VL LNL HR VR LNR Hi M W1 H2 V2 LN2 V1 MEO Mezzanine Seismic Load per Longitudinal direction. S S 0.1 2.2 0. 0. 5.6 0.0 0. .6 0.0 -0.1 2.2 0. DL 0.1 1.1 0.0 -0.1 1.1 0.0 -0.0 2.1 0.1 O.0 2.1 0.1 SBAL 0.0 1.6 0. 0. 3.9 00 0. .9 0.0 oO 1.s 0. W Impoud Wind Load ham Main Stmlure COLL O.0 C 0.0 -0.0 a4 0.0 -0.0 0.9 0.0 0.0 0.9 0.0 SUR 0.0 1.5 0. 0. 5.0 0.0 0. 1.6 0.0 0.0 0.4 0. SNOW 0.4 3.7 0.0 -0.4 3.7 0.0 0.0 8.4 0.2 -0.0 8.4 0.2 SUL 0.0 0.4 0. 0. 1.6 DO 0. •0 0.0 0.0 1.5 0. MD 0.2 3.6 0.0 -0.2 3.6 0.0 GO 6.6 0.0 -0.0 6.6 0.0 � W+ -0.1 -3.4 0.5 0. -6.5 4.2 0. -6.5 4.2 0.1 -9.2 6.0 ILL 0.3 3a 0.0 -0.3 3.0 0.0 -0.0 6.8 0.2 0.0 6.8 0.2 M W- -0.1 -3.4 -0.6 0. -&5 -4.6 0. -6.5 -4.6 0.1 2.4 0. ML 0.4 5.1 0.0 -0.4 5.1 0.0 0.1 9.9 0.0 -0.1 9.9 0.0 O WR -0.1 -3.4 0. 0. -6.5 0.0 0. -4.2 0.0 2.2 -5.7 0. EG -2.9 -3.4 0.0 -2.9 3.4 0.0 -0.6 4.8 0.0 -0.6 -4.8 0.0 N WL -0.1 -3.4 0. 0. -6.5 0.0 -2.1 -8.5 0.0 0.1 -1.4 0. WL1 -3.8 -6.6 2.0 -32 -1.1 0.0 -0.0 -8.5 -0.6 0.0 -11.2 -0.6 c O E+ 0. 0. 0.0 0. 0. 0,2 0. 0. 0.2 0. -6.3 6.5 WL2 -4.3 -4.8 00 -2.5 0.7 0.0 -0.0 -6.6 -0.6 0.0 -9.3 -0.6 O E- 0. 0, 0.0 04 0. -0.2 0. 0. -0.2 0. 3.1 0. LWL1 1.6 -CII 0.0 -0.7 -4.3 0.0 -0.0 -11.5 -5.5 0.0 -6.3 5.5 ER 0. 0. U. U. 0. 0. 0. 1.1 0. 1.0 1 -1.1 0. 1-WL2 0.7 -4.3 0.0 -1.6 -4.8 0.0 -0.0 -6.3 -5.5 0.0 -11.5 5.5 '$ EL 0. 0. U. 0. 0. 0. -1.0 -TO 0. 0. 1.0 0. LWL3 1.0 -2.8 0.0 -0.0 -2.4 0.0 0.0 -3.1 5.5 -0.0 2.1 -5.5 � LWL4 0.0 -2.4 0.0 -1.0 -2.8 0.0 O.0 2.1 5.5 -0.0 -3.1 -5.5 WL3 3.2 -1.0 0.0 3.5 -6.5 0.0 0.0 -11.2 0.6 -0.0 -8.5 0.6 LOAD ORa11P OE4CRi11aN WL4 2.5 0.9 0.0 4.3 -4.6 0.0 0.0 -9.3 0.6 -0.0 -6.6 0.6 D DEAD LOAD RS 0.2 0.8 0.0 -0.2 2.4 0.0 -0.0 2.2 0.0 -0.0 8.8 0.0 C COLLATERAL LOAD LS 0.2 2.4 0.0 -0.2 0.8 0.0 0.0 6.8 0.0 0.0 2.2 0.0 E ,O L LNE LOAD SBAL 0.3 2.6 0.0 -0.3 2.8 0.0 0.0 6.2 0.2 -0.0 6.2 0.2 g p S DESIGN SNOW LOAD SBAL BALANCED ROOF SNOW F a' o in SUR UNBALANCED SNOW-WIND FROM RIGHT TO LEFT 10'r'O oRmN 3 O U SUL UNBALANCED SNOW-WIND FROM LEFT TO RIGHT DL Roof Dead Load ` W+ WIND LOAD AS AN INWARD ACTING PRESSURE COLL Roof Collateral Load }}Cnn C M W- WIND LOAD AS AN OUTWARD ACTING SUCTION SNOW Roof Snow Load Vj �6 O a M ZWR WIND FORCE F OM THE RIGH N G WL WIND FORCE FROM THE LE TT U. RoofaLive Load Load S +� 0U W Deaddo O L O� E+ EARTHQUAKE FORCE ACTING INWARD ML Mezzanine Liw Load Z Q 3 O E- EARTHQUAKE FORCE ACTING OUTWARD EQ Lateral Seismic Load[parallel to plane of frame] q EF O ®. ER EARTHQUAKE FORCE FROM RIGHT WLi Lateral Primary Wind Load ,�\j`.171 a 2 O M O EL EARTHQUAKE FORCE FROM LET WI-2 Lateral Primary Wind Load rp H LW-1 Longitudinal Primary N d Load LD LW.2 Longlludinal Primary WI Load G o22 U Z LWL3 Long lludinal Primary Wind Load Q I"u i O Q rn LWL4 Longitudinal Primary Wind Load E: o. R COQ W_3 Lateral Pri rimary Wind Load WL 4 Lateral Pmary WI Load O RS Unbalanced Right Roof Snow Load u (6 2 LS Unbalanced Left Roof Snow Load I in 0 SBAL . Code Calculated Balanced Roof Snow Load N o U FRAME 0//11 USER NAMEmwgo DATE:2/7/17 PAGE 1-3 FRAME ID/2 USER NAME mmggo DAIS 2/10/11 PAGE:2-2 NOTES C3 0.2 W2 me2 60./19./14.677 20./110. JOB NAME 63255A FlLE:frame-1.f. ce 60./19./27.51 20./110./2 JOB NAME:63255A FILE fromel.ha SUPPORT REACTIONS FOR EACH LOAD P N ❑ ❑GROU SUPPORT REACTIONS FOR EACH LOAD GROUP i) THE REACTIONS PROVIDED ARE BASED ON THE ORDER DOCUMENTS AT qp -LOCATION:Grlaliner. t gACAn :"Imes: 2 THE TIME OF MAILING. ANY CHANGES i0 BUILDING LOADS OR DIMENSIONS W rn NOTE.An reacuone are in kip.and kip-k. TIME:o9:o7:5B NOTES:((1 All reaction.are In kips and kip(ft. TIME:13:02:r7 MAY CHANGE THE REACTIONS. THE REACTIONS WILL BE SUPERSEDED AND (2 The e.*01.ownlror�glh factor(Omagal la no!included In tiro"RBDWEQ"and"RBUPEQ"Load Group reactions. U S Q Selemlc BA9E-ONLY"combination reactions include an owrstrength factor of: 2.000 VOIDED BY ANY FUTURE MAILING. JJ W 3 0 2)THE REACTIONS PROVIDED HAVE BEEN CREATED WITH THE FOLLOWING READ"NOTATIONS REACTION NOTATIONS LAYOUT(UNLESS NOTED OTHERWISE). Y¢4 t W a)A REACTION TABLE IS PROVIDED WITH THE REACTIONS FOR EACH y m=J LOAD GROUP. b)RIGID FRAMES p rn w z_Y .c � (1)GABLED BUILDINGS y N W o W (a)LEFT AND RIGHT COLUMNS ARE DETERMINED AS IF VIEWING THE U OU N CO m O LEFT SIDE OF THE BUILDING,AS SHOWN ON THE ANCHOR ROD DRAWING,FROM THE OUTSIDE OF THE BUILDING. Scale: NOT TO SCALE (b)INTERIOR COLUMNS ARE SPACED FROM LEFT SIDE TO RIGHT SIDE. r1l ti (2)SINGLE SLOPE BUILDINGS Drawn by. GPL 1/18/17 (a))LEFT COLUMN IS THE LOW SIDE COLUMN. Checked by DLA 1/19/17 HL� H2 1 HR HL-- 1 HR (c)INTERIORGHT COLUMNS ARE LUMN IS THE IS ACED FROM LOW SIDE TO HIGH SIDE. Project Engineer: MVN 1 GH SIDE COLUMN. VL i v1V1 V2 VR M. VR c)ENDWALLS *LD I•-u I•-c *LA I•-u +lq (1)WALL FROM RIGHT THE OUTSIDES ARE DETERMINED AS IF VIEWING THE AND Job Number: 15-B-63255 (2)INTERIOR COLUMNS ARE SPACED FROM LEFT TO RIGHT. LOAD GROUP REACTION TABLE GRIDLINES+- 1 LOAD GROUP REACTION TABLE GRIDLINES* 2 d)ANCHOR ROD SIZE IS DETERMINED BY SHEAR AND TENSION AT THE Sheet Number: F3 of 4 BOTTOM OF THE BASE PLATE. THE LENGTH of THE ANCHOR ROD COLUMN I +-D I +-A +-c "-B COLUMN +-D I -A AND METHOD OF LOAD TRANSFER TO THE FOUNDATION ARE TO BE The engineer whose seal LOAD GROUP GROUP HL A. LNL HR VR LNR H1 V1 LN1 H2 V2 LN2 LOAD GROUP HL VL LNL HR VR LNR ,DETERMINED BY THE FOUNDATION ENGINEER. appears hereon is an employee .)ANCHOR RODS ARE ASTM F1554 Gr,36 MATERIAL UNLESS NOTED for the manufacturer for the DSNw 0.0 0.0 0.0 -0.0 0.0 0.0 -0.0 2.5 0.5 0.0 2.5 0.5 DL 1.4 3.4 0.0 -1 4 3.4 0.0 OTHERWISE ON THE ANCHOR ROD LAYOUT DRAWING. COL materials described herein. Said L 1.2 2.5 0.0 -1.2 2.5 0.0 f)X-BRACING SNOW 9.7 20.6 0.0 -9.7 20.6 0.0 (1)ROD BRACING REACTIONS HAVE BEEN INCLUDED IN VALUES SHOWN seal or certification is limited lDAO ORal10 DE47NPTalI MD 0.0 0.8 0.0 -GO 0.6 0.0 IN THE REACTION TABLES. t0 the products designed and DSNW Drifting Snow LL 7.8 16.5 0.0 -7.8 16.5 0.0 (2)FOR IBC AND UBC BASED BUILDING CODES,WHEN X-BRACING IS manufactured by manufacturer ML 0.0 0.5 0.0 -0.0 0,5 0.0 PRESENT IN THE SIDEWALL,INDIVIDUAL LONGITUDINAL SEISMIC only.The undersigned engineer is EQ -1.9 -1.1 0.0 -2.0 1,1 0.0 LOADS(RBUPEQ AND RBDWEQ)DO NOT INCLUDE THE AMPLIFICATION not the overall engineer of RBUPEO 0.0 -6.6 0.0 -0.0 -6.8 0.0 FACTOR, Oa record for this project. WL 1 -10.0 -1 6.8 0.0 1.5 -11.4 0.0 (3)FOR CANADA BUILDING CODE(NBC),WHEN X-BRACING IS PRESENT P WL2 -9.0 -B.8 0.0 0.5 -4.4 0.0 IN THE SIDEWALL OR ENDWALL,INDIVIDUAL LONGITUDINAL SEISMIC W1-2 -1.9 -15.8 0.0 0.5 -4.4 0.0 LOADS(RBUPEQ&RBDWEQ)ARE MULTIPLIED BY FORCE REDUCTION JeffreyM. Conrad, P.E. LWL2 -2.9 -12.5 0.0 1.9 -15.0 0.0 FACTOR,Rd,WHEN SPECIFIED SHORT-PERIOD SPECTRAL Washin tOn P.E. 35755 LWL3 -0.9 -e.t 0.0 2.0 -5.6 0.0 ACCELERATION RATIO IEFeSa(0.2)IS GREATER THAN 045. LWL4 -0.91 -8.1 D.o 0.9 -5.t 0.0 3)REACTIONS ARE PROVIDED AS UN-FACTORED FOR EACH LOAD GROUP WL3 -20 -5. 0.0 10.0 -18.1 0.0 APPLIED TO THE COLUMN. THE FOUNDATION ENGINEER WILL APPLY THE WL3 -1..5 11.4 0.0 9.0 -B.B 0.0 APPROPRIATE LOAD FACTORS AND COMBINE THE REACTIONS IN ACCORDANCE WITH THE BUILDING CODE AND DESIGN SPECIFICATIONS TO RS 5.8 8.3 D.0 -5.8 14.3 0.0 DETERMINE BEARING PRESSURES AND CONCRETE DESIGN. THE FACTORS LS 5.8 14.3 0.0 -5.8 8.3 0.0 APPLIED TO LOAD GROUPS FOR THE STEEL COLUMN DESIGN MAY BE DIFFERENT THAN THE FACTORS USED IN THE FOUNDATION DESIGN. .)FOR PROJECTS USING ULTIMATE DESIGN WIND SPEEDS SUCH AS 2012 LOAD ONIaIIP ePBOAIPRON IBC OR 2014 FLORIDA BUILDING CODE, THE WIND LOAD REACTIONS DL Roof Dead Load ARE AT A STRENGTH VALUE WITH A LOAD FACTOR OF 1.0. COLL Roof Collateral Load THE MANUFACTURER DOES NOT PROVIDE"MAXIMUM"LOAD COMBINATION SNOW Roof Snow Load REACTIONS.HOWEVER,THE INDIVIDUAL LOAD REACTIONS PROVIDED MAY BE D Mezzanine Dead Load USED BY THE FOUNDATION ENGINEER TO DETERMINE THE APPLICABLE M M Root Liw Load LOAD COMBINATIONS FOR HIS/HER DESIGN PROCEDURES AND ALLOW FOR U.ML Mezzanine Liw Load AN ECONOMICAL FOUNDATION DESIGN, EQ Lateral Seismic Load[parallel to plane of frame] Feb 14,2017 RBUPEQ Upward Acting Rod Brace Load from Longit.Seismic WLi Lateral Primary Wind LoadWL2 Lateral ary Wind Load ((((^,'I, LWL1 Longitudinal Primary P ary Wind Load / M CAN LWL2 Longltutllnal Primary Wind Load LWL3 Longltutllnal Primary Wind Load LWL4 Longitudinal Primary Wind Load w _ W.3 Lateral Primary Will Load WL4 Lateral Primary Wind Load 35755 RS Unbalanced Right Roof Snow Load 9FG15755 LS Unbalanced Left Roof Snow Load /ONAI c a U FRAME ID M2 USER NAME:menyyo DATE 2/70/17 PACE:2-3 FRAME ID/s13 USER NAME:manggo DATE 2/B/77 PACES-! FRAME ID/3 USER NAME mengqo DATE 2/B/17 PACE:3-4 es 80./19./27.57 20./770./2 JOB NAME:83255A FIIE:lrams_2.fra cs 80./14./26.334 20./110./ JOB NAME:83255A FILE:fromee�-4.ha ce 80./19./26.334 20./710./ JOB NAME:63255A FlLE:frames}-4.ha SUPPORT REACTIONS FOR EACH LOAD GROUP SUPPORT REACTIONS FOR EACH LOAD GROUP SUPPORT REACTIONS FOR EACH LOAD GROUP �+ d 0.0ES( GNdIMes: 2 +LOCATI CXAlnee: 3 4 _ +WCATI CHAIMes: 3 4 m NOTES:(2 All Cars ovrosrslrer�lh f elm(Omega M not includetl In the"RBDWEQ'tlrd'RBUPEQ'Load Greup na Hunt. TINE:11:02:17 NOTES:(Z An111ersalerQle overoitrok�lgpth factorlp(Omega))Ie not included In the"RBDWEQ'antl'RBUPEQ'Loatl Group roactlone. nME:17;78:25 NOTES:Z Ths eeblolc o elrek�igpth ioeterp pne a))M not Included In the"RBDWEQ'and'RBUPEQ'Load Group TIME:11:18:25 ( Seismic BASE-ONLY combinatien roac ions NoWde an overetrength factor oh 2.000 ( Selsmi< BASE-ONLY"combination rsa<ilone Include an owretrength factor of: 2.000 SebmloNASE-ONLY'eembinatlen roaellons Include an overstrength factor of. 2.000 p reactions. REACTION NOTATIONS REACTION NOTATIONS REACTION NOTATIONS LLI Hk a0 K HL�� XR HL--�� HR HL� HR Q r�I VIL; VIR VL AIR VL VR Z LJ F-LA7 r U LOAD GROUP REACTION TABLE GRIDLINES+ 2 - - a LOAD GROUP REACTION TABLE GRIDLINES" 3 4 LOAD GROUP REACTION TABLE GRIDLINES+- 3 4 COLUMN +-D I +-A COLUMN s-D +-A COLUMN +-D +-A p LOAD GROUP HL VL LNL HR VR LNR LOAD GROUP HL A. LNL HR VR Ld LNR LOAD GROUP HL VL LNL HR VR LNR N RBDWEQ 0.0 6.6 0.0 -0.0 8.6 0.0 DL 1.3 3.2 0.0 -1.3 3.8 1 0.0 DSNR -0.4 -0.3 0.0 0.4 4.5 0.0 W COLL 1.1 2.4 0.0 -1.1 2.4 0.0 SSNR -0.2 -0.7 0.0 0.2 1.9 0.0 CY SNOW 9.3 19.8 0.0 -9.3 21.6 0.0 RBDWLW -0.0 5.9 0'0 0.0 -0.0 0.0 LOAD GROUP DESCRIPTION LL 7.4 15.7 00 -7.4 17.3 0.0 RBDWEQ -0.1 12.6 0.0 0.1 -0.1 0.0 �71 RBDWEQ Downward Acting Rod Brace Load from Long.Seismic ED -1.8 -1.1 0.0 -1.9 1.1 0.0 10 RBUPEQ 0.1 -6.3 -6.5 -0.1 0.0 0.0 O WLi -9.6 -16.0 0.0 1.3 -11.8 0.0 LOAD GROUP DERCRRs710N N WL2 -8.6 -9.4 0.0 0.4 -4.9 0.0 DSNR Drifting Snow Right WL3 -1.4 1-10.8 0.0 1 9.2 -18.2 0.0 SSNR Sliding Snow Right WL4 -0.5 1 -4.1 0.0 1 8.3 -11.5 0.0 RBDWLW Downward Acting Rod Brace Load from Longll.Wind a LWL1 -1.8 -14.4 0.0 2.7 -12.6 0.0 RBDWEQ Downward Acting Rod Brace Load from Lonq.Sesmia •S RBUPLW 0.1 -5.9 -6.0 -0.1 0.0 0.0 LWL2 -2.8 -11.9 0.0 1.6 -15.8 0.0 LWLJ -0.9 -7.7 0.0 1.9 -5.3 0.0 LWL4 -1.9 -5.3 0.0 0.8 -0.3 0.0 RS 5.6 7.9 0.0 -5.6 13.7 0.0 '� o LS 5.6 13.7 0.0 -5.6 8.0 0.0 SEAL 6.5 13.7 0.0 -6.5 15.3 0.0 to g C O LOAD ORDUP DE-=IPTION 3 o U DL Roof Daad Load COLL Roof Collateral Load r0 2 Q SNOW Roof Snow Load Vj C5 ra O UJ N C U U. Roof Llw Load U.I00 EQ Lateral Seismic Load[parallel to plane of frame] si °�'O> RSUPEO Upward Acting Rod Brace Load from Longll Seismic 3 4l O Z Q 3 L2 L�L WLi Lateral Primary Wind Load E t] WL2 Lateral Primary Wind Load a 2 M O WLJ Lateral Primary Wind Load m tp F WL4 i Lateral Primary Wind Load V) C7 LWL1 Longitudinal Primary Wind Load W ,�Y Z RBUPLW Upward Acting Rod Brace Load from Longitud.Wind O m Q LWL2 Longitudinal Primary Wind Load Vyyylll LWL3 Longitutllnal Primary Wind Load LWL4 Longitudinal Primary Wind Load RS Unbalanced Right Roof now Load r, U y VI 2 LS Unbalanced Lett Roof Snow Load m SBAL Code Calculated Balanced Roof Snow Load N O FRAME ID/6 USER NAME:m go DATE:2/8/17 PAGE:5-2 NOTES N 12 02 of 16.5/19.main builEinq at JOB NAME 83255A FILE:portal_hame.fra K N SUPPORT REACTIONS FOR EACH LOAD GROUP 1) THE REACTIONS PROVIDED ARE BASED ON THE ORDER DOCUMENTS AT N LOCATION:bays 4-(Gridnoe Al TIE TIME OF MAILING. ANY CHANGES TO BUILDING LOADS OR DIMENSIONS W rn NOTE:All raaatiane are In kpe and kip-H. TIME11:18:52 MAY CHANGE THE REACTIONS. THE REACTIONS WILL BE SUPERSEDED AND VOIDED BY ANY FUTURE MAILING. Of 3 2)THE REACTIONS PROVIDED HAVE BEEN CREATED WITH THE FOLLOWING -I UJ w 0 REACTION NOTATIONS LAYOUT(UNLESS NOTED OTHERWISE). .�¢ O W a)A REACTION TABLE IS PROVIDED WITH THE REACTIONS FOR EACH U UJ m¢ (Q LOAD GROUP. E N UJ Z Y ,c b)RIGID FRAMES w (1)GABLED BUILDINGS wr 2 N�" p W (a)LEFT AND RIGHT COLUMNS ARE DETERMINED AS IF VIEWING THE U S N m m O ry LEFT SIDE OF THE BUILDING,AS SHOWN ON THE ANCHOR ROD DRAWING,FROM THE OUTSIDE OF THE BUILDING. Scale: NOT TO SCALE (b)INTERIOR COLUMNS ARE SPACED FROM LEFT SIDE TO RIGHT SIDE. (2)SINGLE SLOPE BUILDINGS Drown by: GPL 1/18/17 (a)LEFT COLUMN IS THE LOW SIDE COLUMN. Checked by: DLA 1/19/17 HL HR (b)RIGHT COLUMN IS THE HIGH SIDE COLUMN. 1VL VR c)E(c)INTERIOR COLUMNS ARE SPACED FROM LOW SIDE TO HIGH SIDE. Project Engineer., MVN +-LEFT *-RIGHT (1)LEFT AND FROM ITHE OUTSIDES ARE DETERMINED AS IF VIEWING THE Job Number: 15-8-63255 WALL (2)INTERIOR COLUMNS ARE SPACED FROM LEFT TO RIGHT. LOAD GROUP REACTION TABLE GRIDLINES*- A d)ANCHOR ROD SIZE IS DETERMINED BY SHEAR AND TENSION AT THE Sheet Number: F4 of 4 BOTTOM OF THE BASE PLATE. THE LENGTH OF THE ANCHOR ROD LL'EQ +-LEFT +-RIGHT AND METH00 OF LOAD TRANSFER TO THE FOUNDATION ARE TO BE The engineer Whose seal DETERMINED BY THE FOUNDATION ENGINEER. a ears hereon is an employee XL VL LNL HR VR LNR e)ANCHOR RODS ARE ASTM F1554 Gr.36 MATERIAL UNLESS NOTED pp payee 0.0 0.8 0.0 -0. . 0.0 OTHERWISE ON THE ANCHOR ROD LAYOUT pRAWING. for the manufacturer for the -3.4 -7.4 0.0 3.8 7.4 0.0 f)X-BRACING materl0S deSCFlbedherein. Said -2.9 -6.3 0.0 -3.1 8.3 0.0 (1)ROD BRACING REACTIONS HAVE BEEN INCLUDED IN VALUES SHOWN 560 Or certification isIimttBd 3.1 6.3 0.0 2.9 -6.3 0.0 IN THE REACTION TABLES. to the products designed and (2)FOR IBC AND UBC BASED BUILDING CODES,WHEN X-BRACING IS manufactured by manufacturer PRESENT IN THE SIDEWALL,INDIVIDUAL LONGITUDINAL SEISMIC only.The undersigned engineer is LnAO g�1P�PAN LOADS(RBUPEQ AND RBDWEQ)DO NOT INCLUDE THE AMPLIFICATION not the overall engineer of DL Roof Dead Load FACTOR, Do record for this project. LEO Longitudinal Seismic Load[located In perp.plane] (3)FOR CANADA BUILDING CODE(NBC),WHEN LONGITUDINAL IS PRESENT P 1 IN THE SIDEWALL OR ENDWALL,INDIVIDUAL LONGITUDINAL SEISMIC LWLi Longitudinal Primary Wind Load LOADS(RBUPEQ RBDWEQ)ARE MULTIPLIED BY FORCE REDUCTION LWL2 Longitudinal Primary Wind Load FACTOR,Rd,WHENN SPECIFlED SHORT-PERIOD SPECTRAL Jeffrey M. Conrad, P.E. ACCELERATION RATIO IEFaSe(0.2)IS GREATER THAN 0.45. Washin ton P.E. 35755 3)REACTIONS ARE PROVIDED AS UN-FACTORED FOR EACH LOAD GROUP APPLIED TO THE COLUMN. THE FOUNDATION ENGINEER WILL APPLY THE APPROPRIATE LOAD FACTORS AND COMBINE THE REACTIONS IN ACCORDANCE WITH THE BUILDING CODE AND DESIGN SPECIFICATIONS TO DETERMINE BEARING PRESSURES AND CONCRETE DESIGN. THE FACTORS APPLIED TO LOAD GROUPS FOR THE STEEL COLUMN DESIGN MAY BE DIFFERENT THAN THE FACTORS USED IN THE FOUNDATION DESIGN. a)FOR PROJECTS USING ULTIMATE DESIGN WIND SPEEDS SUCH AS 2012 IBC OR 2014 FLORIDA BUILDING CODE,THE WIND LOAD REACTIONS ARE AT A STRENGTH VALUE WITH A LOAD FACTOR OF 1.0. THE MANUFACTURER DOES NOT PROVIDE"MAXIMUM"LOAD COMBINATION REACTIONS.HOWEVER,THE INDIVIDUAL LOAD REACTIONS PROVIDED MAY BE USED BY THE FOUNDATION ENGINEER TO DETERMINE THE APPLICABLE LOAD COMBINATIONS FOR HIS/HER DESIGN PROCEDURES AND ALLOW FOR AN ECONOMICAL FOUNDATION DESIGN. Feb 14,2017 M coti � _ z m 35755 /0NA%_ FIELD SERVICE PROCEDURES AUTHORIZATION FOR CORRECTIVE WORK UNLOADING,HANDLING,AND STORING MATERIALS ROOF AND WALL PANELS DAMAGE DURING CONSTRUCTION c� IN ORDER TO GIVE YOU PROMPT SERVICES AND KEEP PROBLEMS TO A MINIMUM,PLEASE NORMAL ERECTION OPERATIONS INCLUDE THE CORRECTION OF MINOR MISFITS BY MODERATE STRUCTURAL-A GREAT AMOUNT OF TIME AND TROUBLE CAN BE SAVED IF THE BUILDING MANUFACTURER'S WALL AND ROOF PANELS INCLUDING COLOR COATED,GALVALUME& THE QUALITY OF WORKMANSHIP IN STEEL ERECTION,CONSTRUCTION PRACTICES,AND HANDLE ANY SHORTAGES OR BACK CHARGES IN THE FOLLOWING MANNER: CAREFULLY CHECK AMOUNTS OF REAMING,CHIPPING,WELDING OR CUTTING AND THE DRAWING OF ELEMENTS INTO PARTS ARE UNLOADED AT THE BUILDING SITE ACCORDING TO A PRE-ARRANGED PLAN. GALVANIZED,PROVIDE EXCELLENT SERVICE UNDER WIDELY VARIED CONDITIONS.ALL HANDLING METHODS USED DURING THE CONSTRUCTION OF THE METAL BUILDING CAN N YOUR PACKING LIST WHILE UNLOADING.MARK ANY ITEMS,WHICH APPEAR TO BE MISSING AND LINE THROUGH THE USE OF DRIFT PINS. ERRORS WHICH CANNOT BE CORRECTED BY THE PROPER LOCATION AND HANDLING OF COMPONENTS WILL ELIMINATE UNNECESSARY HANDLING. UNLOADING&ERECTION PERSONNEL SHOULD FULLY UNDERSTAND THAT THESE PANELS ARE SIGNIFICANTLY AFFECT THE APPEARANCE AND PERFORMANCE OF THE BUILDING PANELS. m NOTIFY THE FIELD SERVICE DEPARTMENT AT THE NUMBER SHOWN IN THE TITLE BLOCK AS FOREGOING MEANS OR WHICH REQUIRE MAJOR CHANGES IN THE MEMBER CONFIGURATION QUALITY MERCHANDISE,WHICH MERITS CAUTIOUS CARE IN HANDUNG. PANEL DAMAGE DURING CONSTRUCTION CAN BE THE RESULT OF FAULTY INSTALLATION SOON AS POSSIBLE.CALLING SOMEONE ELSE COULD DELAY THE PROPER RESPONSE. SHOULD BE REPORTED IMMEDIATELY TO THE OWNER AND FABRICATOR BY THE ERECTOR,TO NOTE:PIECE MARKS ARE STENCILED ON PRIMARY STRUCTURAL MEMBERS AT LOWER METHODS AND/OR CARELESSNESS. ENABLE WHOEVER IS RESPONSIBLE EITHER TO CORRECT THE ERROR OR TO APPROVE THE MOST END,1'-O"FROM END.INSPECT ALL SHIPMENTS PRIOR TO RELEASING THE TIE-DOWNS UNDER NO CIRCUMSTANCES SHOULD PANELS BE HANDLED ROUGHLY. PACKAGES OF SHORT MATERIALS-IMMEDIATELY UPON DELIVERY OF MATERIAL,QUANTITIES ARE M BE EFFICIENT AND ECONOMICAL METHOD OF CORRECTION TO BE USED BY OTHERS.(AISC 303-10, FOR LOADS THAT MAY HAVE SHIFTED DURING TRANSITI SHEETS SHOULD BE LIFTED OFF THE TRUCK WITH EXTREME CARE TAKEN TO ENSURE THAT NO OVERDRIVEN FASTENERS CAUSE INDENTATIONS OR SHALLOW POCKETS IN THE PANEL AROUND VERIFIED BY THE CUSTOMER AGAINST QUANTITIES THAT ARE BILLED ON THE SHIPPING SECTION 7.14)(MAR 05 SECTION 7.14)IF THE ERROR IS THE FAULT OF THE MANUFACTURER, DAMAGE OCCURS TO ENDS OF THE SHEETS OR TO SIDE RIBS.THE PACKAGES SHOULD BE THE FASTENER HEAD.RAIN WATER OR CONDENSED MOISTURE COMBINED WITH ATMOSPHERIC DOCUMENT.NEITHER THE MANUFACTURER NOR THE CARRIER IS RESPONSIBLE FOR THE AN "AUTHORIZATION FOR CORRECTIVE WORK"MUST BE ISSUED IN WRITING BY THE REMEMBER,SAFETY FIRSTI STORED OFF THE GROUND SUFFICIENTLY HIGH TO ALLOW AIR CIRCULATION UNDERNEATH THE POLLUTANTS(PRINCIPALLY SULFUR DIOXIDES)AND DIRT PARTICLES COLLECT IN THESE MATERIAL SHORTAGES AGAINST THE QUANTITIES BILLED ON SHIPPING DOCUMENT IF SUCH MANUFACTURER TO AUTHORIZE THE CORRECTIVE WORK AT A COST NOT TO EXCEED THE BLOCKING UNDER THE COLUMNS AND RAFTERS PROTECTS THE SPLICE PLATES AND THE SLAB PACKAGES.THIS AVOIDS GROUND MOISTURE&DETERS PEOPLE FROM WALKING ON THE POCKETS.THE COMBINATION OF POLLUTANTS AND WATER CREATES ACID SOLUTIONS THAT SHORTAGES ARE NOT NOTED ON SHIPPING DOCUMENTS WHEN THE MATERIAL IS DELIVERED, MAXIMUM TOTAL COST SET FORTH.ALTERNATIVE CORRECTIVE WORK OTHER THAN THAT FROM DAMAGE DURING THE UNLOADING PROCESS.IT ALSO FACILITATES THE PLACING OF PACKAGES.ONE END OF THE PACKAGE SHOULD ALWAYS BE ELEVATED TO ENCOURAGE WILL CAUSE CORROSION DAMAGE TO THE PANEL AND FASTENER.RAIN MAY WASH SOME AND THEN ACKNOWLEDGED BY THE CARRIER'S AGENT.IF THE CARRIER IS THE MANUFACTURER, PROPOSED IN THE"INITIAL CLAIM"MAY BE DIRECTED BY THE MANUFACTURER IN THE SLINGS OR CABLES AROUND THE MEMBERS FOR LATER LIFTING AND ALLOWS MEMBERS TO BE DRAINAGE IN CASE OF RAIN.THE MFR EXERCISES EXTREME CAUTION DURING FABRICATING AND POLLUTANTS AWAY,BUT MOISTURE IN THE FORM OF HIGH HUMIDITY CAN KEEP THESE AREAS CLAIMS FOR SHORTAGES ARE TO BE MADE BY THE CUSTOMER TO THE COMMON CARRIER.IF "AUTHORIZATION OF CORRECTIVE WORK."ONLY THE FIELD SERVICE DEPARTMENT MAY BOLTED TOGETHER INTO SUB-ASSEMBLIES WHILE ON THE GROUND.EXTRA CARE SHOULD SHIPPING OPERATIONS TO ENSURE THAT ALL PANEL STOCK IS KEPT DRY.HOWEVER,DUE TO WET AND CONTINUE THE PROBLEM.OVERDRIVING THE FASTENER ALSO FORCES THE SEALING THE MATERIAL QUANTITIES RECEIVED ARE CORRECT ACCORDING TO THE QUANTITIES THAT ARE AUTHORIZE CORRECTIVE WORK. ALWAYS BE EXERCISED IN THE UNLOADING OPERATION TO PREVENT INJURIES FROM CLIMATIC CONDITIONS,WATER FORMED BY CONDENSATION OF HUMID AIR CAN BECOME WASHER FROM UNDER THE FASTENER HEAD CREATING A LEAK AT THIS POINT.PROPER BILLED ON THE SHIPPING DOCUMENTS,BUT ARE LESS THAN THE QUANTITIES ORDERED OR THE HANDLING THE STEEL AND TO PREVENT DAMAGE TO MATERIALS AND THE CONCRETE SLAB. TRAPPED BETWEEN STACKED SHEETS.WATER CAN ALSO BE TRAPPED BETWEEN THE STACKED TORQUE ADJUSTMENT OF THE SCREW GUN OR PREFERABLY THE USE OF A DEPTH GAUGE QUANTITIES THAT ARE NECESSARY TO COMPLETE THE METAL BUILDING ACCORDING TO THE IF WATER IS ALLOWED TO REMAIN FOR EXTENDED PERIODS IN BUNDLES OF PRIMED PARTS SHEETS WHEN EXPOSED TO RAIN.THIS MAY CAUSE DISCOLORATION CAUSED BY TRAPPED WILL ELIMINATE THE PROBLEM OF OVERDRIVEN FASTENERS. '4 FINAL CLAIM -THE"FINAL CLAIM"IN WRITING MUST BE FORWARDED BY THE CUSTOMER TO ORDER DOCUMENTS,CLAIM IS T00 BE MADE Of THE MANUFACTURER. SUCH AS GIRTS,PURLINS,ETC.,THE PIGMENT WILL FADE AND THE PAINT WILL GRADUALLY MOISTURE.THE STAIN IS USUALLY SUPERFICIAL&HAS LITTLE EFFECT ON THE APPEARANCE x THE MANUFACTURER WITHIN TEN(10)DAYS OF COMPLETION OF THE CORRECTIVE WORK y SOFTEN REDUCING ITS BOND TO THE STEEL.THEREFORE,UPON RECEIPT OF A JOB,ALL OR SERVICE LIFE , THE PANELS AS LONG AS IT IS NOT PERMITTED TO REMAIN VE THE ITS EXTREMELY IMPORTANT THAT ALL DRILL SHAVINGS FROM THE INSTALLATION OF PANEL DAMAGED OR DEFECTIVE MATERIAL-DAMAGED OR DEFECTIVE MATERIAL,REGARDLESS OF AUTHORIZED BY THE MANUFACTURER. BUNDLES OF PRIMED PARTS SHOULD BE STORED AT AN ANGLE TO ALLOW ANY TRAPPED PANELS.HOWEVER,MOISTURE IN CONTACT WITH THE SURFACE OF THE PANELS OVER AN FASTENERS AND FILLINGS FROM THE SAW CUTTING OF PANELS BE REMOVED FROM THE � THE DEGREE R DAMAGE,MUST BE NOTED ON THE SHIPPING DOCUMENTS BY THE CUSTOMER THE"FINAL CLAIM"MUST INCLUDE: WATER TO DRAIN AWAY AND PERMIT AIR CIRCULATION FOR DRYING.PUDDLES OF WATER EXTENDED PERIOD CAN SEVERELY ATTACK THE FINISH&REDUCE THE EFFECTIVE SERVICE LIFE. PANEL SURFACE.CORROSION CAN OCCUR IN A MATTER OF HOURS WHEN THESE SHAVINGS SEE R1-07"DAMAGE FROM CONDENSATION OR TRAPPED WATER." AND ACKNOWLEDGED IN WRITING BY THE CARRIER'S AGENT.THE MANUFACTURER IS NOT SHOULD NOT BE ALLOWED TO COLLECT AND REMAIN ON COLUMNS OR RAFTERS FOR THE OR FILLINGS ARE NOT REMOVED AND ARE ALLOWED TO COME IN CONTACT WITH WATER OR RESPONSIBLE FOR MATERIAL DAMAGED IN UNLOADING OF PACKAGED OR NESTED MATERIALS, 1. ACTUAL NUMBER OF MAN-HOURS BY DATE OF DIRECT LABOR USE ON CORRECTIVE WORK SAME REASON. CONDENSED MOISTURE.WHEN PANELS ARE PRE-DRILLED OR CUT IN THE STACK PRIOR TO AND ACTUAL HOURLY RATES OF PAY ERECTION ALL SHAVINGS OR FILLINGS MUST BE CLEANED FROM BOTH SIDES OF THE PANEL INCLUDING,BUT NOT LIMITED T0: FASTENERS,SHEET METAL,"C"&"Z"SECTIONS&COVERING 2•TAXES AND INSURANCE ON TOTAL ACTUAL DIRECT LABOR. THE COAT OF SHOP PRIMER IS INTENDED TO PROTECT THE STEEL FRAMING FOR ONLY A CAUTION:CARE SHOULD ALWAYS BE TAKEN WHEN WALKING ON PANELS.USE SAFETY LINES TO PREVENT CORROSION OF THE P PARTICLES IT IMPERATIVE THAT THE PANELS THAT BECOME WET AND/OR DAMAGED BY WATER WHILE IN THE POSSESSION OF SHORT PERIOD Of EXPOSURE TO ORDINARY ATMOSPHERIC CONDITIONS.THE COAT OF SHOP AND NETS WHEN NECESSARY!PANELS ARE SLIPPERY.WIPE DRY ANY MOISTURE OR SURFACE PANEL BY THESE AR CLES S 3.OTHER DIRECT COSTS ON ACTUAL DIRECT LABOR. ROOF BE SWEPT CLEAN AT LEAST DAILY AND CERTAINLY AT JOB COMPLETION.THE FINAL OTHERS.PACKAGED ED NESTED MATERIAL THAT BECOMES WET IN TRANSIT MUST BE PRIMER DOES NOT PROVIDE THE UNIFORMITY OF APPEARANCE, IN THE DURABILITY AND MATERIAL THAT HAS FUDDLED REATLY FROM BUNDLES STORED ON A SLOPE.DEW,FROST,OR OTHER 4.COST OF MATERIAL(NOT MINOR SUPPLIES)AUTHORIZED BY THE MANUFACTURER TO BE CLEANING OF THE ROOF SHOULD BE DONE PRIOR TO INSTALLING THE GUTTER SO THAT THE UNPACKED,UNSTACKED AND DRIED BY THE CUSTOMER.IF THE CARRIER IS THE CORROSION RESISTANCE OF A FIELD APPLIED FINISH COAT OF PAINT OVER A SHOP PRIMER. FORMS OF MOISTURE GREATLY INCREASE THE SLIPPERINESS OF THE PANELS.ALWAYS PURCHASED FROM OTHER THAN THE MANUFACTURER,INCLUDING COPIES OF PAID INVOICES. SHAVINGS ARE NOT DEPOSITED INTO THE GUTTER AND LEFT TO CORRODE.ANY OTHER MANUFACTURER,THE CUSTOMER MUST MAKE CLAIM FOR DAMAGE DIRECTLY TO THE ASSUME PANEL SURFACE N SLIPPERY&ACT ACCORDINGLY.NEVER WALK OR STEP ON 5.TOTAL ACTUAL DIRECT COST OF CORRECTIVE WORK(SUM OF 1,2,3&4).THE"FINAL TOUCH-UP OF THESE MINOR ABRASIONS IS THE RESPONSIBILITY OF THE END CUSTOMER.ALL FOREIGN OBJECTS R DEBRIS LEFT BY CONSTRUCTION PERSONNEL SHOULD ALSO BE MANUFACTURER.G THE CARRIER IS A COMMON CARRIER,THE CUSTOMER MUST MAKE R A CLAIM"MUST BE SIGNED AND CERTIFIED TRUE AND CORRECT BY THE CUSTOMER.'FINAL SKYLIGHTS OR TRANSLUCENT PANELSI REMOVED FROM THE ROOF.DURING THE ERECTION OF THE ROOF AND THE INSTALLATION OF CLAIM FOR DAMAGE IN THE COMMON CARRIER.THE MANUFACTURER IS NOT LIABLE FOR ANY PRIMER SHOULD BE TOUCHED UP AS REQUIRED BEFORE ERECTIONI -SEE RI-O6 TITLED EQUIPMENT SUCH AS AIR CONDITIONING UNITS,ETC... CLAIM WHATSOEVER INCLUDING,BUT NOT LIMITED TO LABOR CHARGES OF CONSEQUENTIAL CLAIMS"ARE CREDITED TO THE CUSTOMER BY THE MANUFACTURER IN AN AMOUNT NOT TO "SHOP PRIMED STEEL" USE WOOD BLOCKING TO ELEVATE&SLOPE THE PANELS IN A MANNER THAT WILL ALLOW m DAMAGES RESULTING FROM THE CUSTOMER'S USE OF DAMAGED OF DEFECTIVE MATERIALS THAT EXCEED THE LESSER OF THE MAXIMUM TOTAL COST SET FORTH IN WRITING IN THE MOISTURE TO DRAIN.WOOD BLOCKING PLACED BETWEEN BUNDLES WILL PROVIDE ADDITIONAL PERSONNEL WALKING ON THE PANELS CAN CAUSE DAMAGE.WORKMEN SHOULD STEP OR a CAN BE DETECTED BY VISUAL INSPECTION. AUTHORIZATION FOR CORRECTIVE WORK"OR TOTAL ACTUAL DIRECT COST OF CORRECTIVE TEMPORARY SUPPORTS AIR CIRCULATION.WHEN HANDLING OR UNCRATING THE PANELS,LIFT RATHER THAN SLIDE WALK IN THE BROAD FLAT AREAS OF THE PANEL AND AVOID STEPPING ON THE PANEL ENDS WORK. THEM APART.BURRED EDGES MAY SCRATCH THE COATED SURFACES WHEN SHEETS ARE SLID AND EDGES WHICH CAN BE BENT BY CARELESS HANDLING.IF THIS DAMAGE IS SEVERE,THE OIL CANNING IS NOT CAUSE FOR REJECTION IMPORTANT NOTE COST OF EQUIPMENT(RENTAL OR DEPRECIATION),SMALL TOOLS, TEMPORARY SUPPORTS,SUCH AS TEMPORARY GUYS,BRACES,FALSE WORK,CRIBBING OR OVER ONE ANOTHER.NEVER ALLOW PANELS TO BE WALKED ON WHILE ON THE GROUND. EDGES MUST BE STRAIGHTENED PRIOR TO ERECTION SINCE THE APPEARANCE AND/OR •• •• - •� EXCESSIVE MATERIAL-THE MANUFACTURER RESERVES THE RIGHT TO RECOVER ANY SUPERVISION,OVERHEAD AND PROFIT ARE NOT SUBJECTED TO CLAIMS. OTHER ELEMENTS REQUIRED FOR THE ERECTION OPERATION WILL BE DETERMINED AND WEATHER TIGHTNESS OF THE PANEL COULD BE AFFECTED.DRAGGING ONE PANEL ACROSS ,S MATERIAL DELIVERED IN EXCESS OR THOSE REQUIRED BY THE ORDER DOCUMENTS. FURNISHED AND INSTALLED BY THE ERECTOR. THESE TEMPORARY SUPPORTS WILL SECURE ANOTHER CAN CUT OR ABRADE THE COATING CAUSING UNSIGHTLY MARKS ON THE PANEL SHIPMENT ARRIVAL TIME-EVERY EFFORT WILL BE MADE TO SEE THAT THE CARRIER THE STEEL FRAMING,OR ANY PARTLY ASSEMBLED STEEL FRAMING,AGAINST LOADS SURFACE. INITIAL CLAIM -IN THE EVENT OF ERROR,THE CUSTOMER MUST PROMPTLY MAKE A WRITTEN ARRIVES AT THE JOBSITE ON THE REQUESTED DAY AND AT THE REQUESTED HOUR. COMPARABLE IN INTENSITY TO THOSE FOR WHICH THE STRUCTURE WAS DESIGNED,RESULTING FROM WIND,SEISMIC FORCES AND ERECTION OPERATIONS,BUT NOT THE LOADS RESULTING ATTEMPTS TO ERECT PANELS DURING WINDY CONDITIONS SHOULD BE AVOIDED TO PREVENT OR VERBAL"INITIAL CLAIM*TO THE MANUFACTURER FOR THE CORRECTION OF DESIGN, MANUFACTURER MAKES NO WARRANTY AND ACCEPTS NO RESPONSIBILITY FOR COSTS ASSOCIATED WITH A SHIPMENT NOT ARRIVING AT A REQUESTED TIME UNLESS A SEPARATE FROM THE PERFORMANCE OF WORK BY OR THE ACTS OF OTHERS,NOR SUCH UNPREDICTABLE DAMAGE FOR SAFETY CONSIDERATIONS. _ DRAFTING,BILL OF MATERIALS OF FABRICATION ERROR. LOADS AS THOSE DUE TO TORNADO,EXPLOSION OR COLLISION. SECT.7.9.1 AISC CODE OF DRAINAGE o AGREEMENT HAS BEEN MADE IN WRITING FOR A GUARANTEED ARRIVAL TIME. ( _ THE"INITIAL CLAIM"INCLUDES: STANDARD PRACTICE,9TH ED.. LEAVING DIRT PILED AGAINST THE EXTERIOR WALL PANELS AT THE FOUNDATION WILL CAUSE 1. DESCRIPTION OF THE NATURE AND EXTENT OF THE ERRORS,INCLUDING QUANTITIES. ) 4 PANEL DAMAGE.THIS DIRT MAY BE WET OR AT LEAST WILL CONTAIN SOME MOISTURE.MUD VJ 2.DESCRIPTION OF THE NATURE AND EXTENT OF PROPOSED CORRECTIVE WORK INCLUDING ELEVATE MAY HAVE BEEN SPLASHED ONTO THE WALL DURING CONSTRUCTION.CORROSION DAMAGE ESTIMATED MAN-HOURS. MAY OCCUR WHERE THIS DIRT OR MUD CONTACTS THE PANELS.IN AREAS WHERE LIME 4Fs1i 3 0 3.MATERIAL TO BE PURCHASED FROM OTHER THAN THE MANUFACTURER,INCLUDING STABILIZATION OF THE SOIL IS REQUIRED,CORROSION DAMAGE FROM THE SOIL'S CONTENT ESTIMATED QUANTITIES AND COST. WILL BE ACCELERATED AND MOST LIKELY BE SEVERE.ALL DIRT MUST BE REMOVED FROM o rn 4.MAXIMUM TOTAL COST OF PROPOSED CORRECTIVE WORK AND MATERIAL TO BE PURCHASED THE PANEL WALLS AT THE COMPLETION OF THE WORK.PRE-PAINTED PANELS MAY REQUIRE FROM OTHER THAN THE MANUFACTURER. TOUCH-UP IF THE COATING HAS BEEN DAMAGED DURING HANDUNG OR ERECTION. $ "> m W` THE APPEARANCE OF THE BLDG.MAY BE AFFECTED IF DAMAGED SPOTS OR SCRATCHES ARE -,d o LOCATED IN HIGHLY VISIBLE PLACES SUCH AS AROUND DOORS,WINDOWS,ETC...IF THE DAMAGE IS EXTENSIVE THEN REPLACEMENT OF THE ENTIRE PANEL SHOULD BE CONSIDERED. 2 2 o n ii ® ❑ � W °Yaz 0 CL m°r'a R1-01 R1-02 R1-03 R1-04 R1-05 2 TYPES OF FINISHES DAMAGE FROM CONDENSATION OR TRAPPED WATER SAFETY COMMITMENT ROOF MAINTENANCE GUIDELINES c SHOP PRIMED STEEL IT IS EXTREMELY IMPORTANT THAT THE PANELS BE MONITORED FOR EVIDENCE OF TRAPPED THE BUILDER/CONTRACTOR IS RESPONSIBLE FOR APPLYING AND OBSERVING ALL PERTINENT •INSPECT ROOF FOR DAMAGE AFTER HEAVY STORMS. 6� .� WATER OR MOISTURE CONDENSATION WHILE AWAITING ERECTION.HIGH HUMIDITY CONDITIONS ALL STRUCTURAL MEMBERS RI THE METAL BUILDING SYSTEM NOT FABRICATED OF SAFETY RULES AND OSHA STANDARDS O APPLICABLE. •INSPECT AND RESEAL AS NECESSARY ALL ROOF CURBS AND OTHER PENETRATIONS WITH WITH TEMPERATURE CYCLING WILL CAUSE CONDENSATION BETWEEN THE PANELS WITHIN THE O CORROSION RESISTANT MATERIAL OR PROTECTED BY A CORROSION RESISTANT COATING ARE THE BUILDING MANUFACTURER HAS A COMMITMENT TO MANUFACTURE QUALITY BUILDING URETHANE SEALANT. N o �2 BUNDLE.CONDENSATION CAN OCCUR FREQUENTLY NEAR THE SEA COAST OR OTHER LARGE o tO PAINTED WITH ONE COAT OF SHOP PRIMER MEETING THE PERFORMANCE REQUIREMENTS OF BODIES OF WATER. COMPONENTS THAT CAN BE SAFELY ERECTED.HOWEVER,THE SAFETY COMMITMENT AND JOB *ALWAYS GET MANUFACTURER APPROVAL BEFORE MAKING ANY MODIFICATIONS TO THE o:N SSPC PAINT SPECIFICATION NO.15.THE COAT OF SHOP PRIMER IS INTENDED TO PROTECT SITE PRACTICES OF THE ERECTOR ARE BEYOND THE CONTROL OF THE BUILDING ROOF. 3 m D El THE STEEL FRAMING FOR ONLY A SHORT PERIOD OF EXPOSURE TO ORDINARY ATMOSPHERIC MANUFACTURER. •REPAINT ANY AREAS THAT ARE SUSCEPTIBLE TO RUST AS REQUIRED. w O1 CONDITIONS.SHOP PRIMED STEEL WHICH IS STORED IN THE FIELD PENDING ERECTION SHOULD IF JOBSITE COVERS ARE USED,THEY SHOULD BE TIED AWAY FROM THE BUNDLE AT THE IT WHEN PERFORMING ROOF MAINTENANCE,ALWAYS TAKE THE FOLLOWING PRECAUTIONS: 0 5 BE KEPT FREE OF THE GROUND AND SO POSITIONED AS TO MINIMIZE WATER-HOLDING CORNERS TO ALLOW AIR CIRCULATION AROUND THE BUNDLE.THIS WILL HELP PREVENT PRACTICES STRONGLY RECOMMENDED THAT SAFE WORKING CONDITIONS AND ACCIDENT PREVENTION +BE THE TOP PRIORITY OF ANY JOB SITE. +USE FALL PROTECTION AND OTHER SAFETY EQUIPMENT AS REQUIRED .,y�, . w MOISTURE EVAPORATING FROM THE GROUND OR BUILDING FLOOR FROM CONDENSING ON THE DO NOT WALK ON ROOF FLASHINGS SUCH AS GUTTER,RAKE,HIP OR RIDGE J POCKETS,DUST,MUD AND OTHER CONTAMINATION OF THE PRIMER FILM.REPAIRS OF LOCAL,STATE AND FEDERAL SAFETY AND HEALTH STANDARDS,WHETHER STANDARD + Y< o DAMAGE TO PRIMED SURFACES AND/OR REMOVAL OF FOREIGN MATERIAL DUE TO IMPROP PANELS.PLASTIC ED OTHER IMPERMEABLE COVERS ARE NOT RECOMMENDED.IMMEDIATE STATUTORY OR CUSTOMARY,SHOULD ALWAYS BE FOLLOWED TO HELP ENSURE WORKER FLASH. m w =¢ ti ER / ACTION IS REQUIRED IF THE PANELS ARE FOUND TO BE WET FROM ANY CAUSE.THE FIELD STORAGE OR SITE CONDITIONS ARE NOT THE RESPONSIBILITY OF THE MANUFACTURER. SAFETY. •DO NOT WALK ON LIGHT TRANSMITTING PANELS(LTP'S).THEY WILL NOT w o J a BUNDLES MUST BE OPENED AND EACH PANEL UNSTACKED AND THOROUGHLY DRIED ON BOTH MAKE CERTAIN ALL EMPLOYEES KNOW THE SAFEST AND MOST PRODUCTIVE WAY OF ERECTING THE MANUFACTURER IS NOT RESPONSIBLE FOR DETERIORATION OF THE SHOP COAT Of SIDES.RE-STACKING THE PANELS AT A SLIGHT ANGLE TO EACH OTHER TO PREVENT NESTING SUPPORT A PERSON'S WEIGHT. N �Y '; PRIMER OR CORROSION THAT MAY RESULT FROM EXPOSURE TO ATMOSPHERIC AND A BUILDING.EMERGENCY PROCEDURES SHOULD BE KNOWN TO ALL EMPLOYEES.DAILY + y N J m p ENVIRONMENTAL CONDITIONS,NOR THE COMPATIBILITY OF THE PRIMER TO ANY FIELD APPLIED WILL ALLOW AIR CIRCULATION AND ASSIST IN KEEPING THE PANELS DRY.IN SEVERE MEETINGS HIGHLIGHTING SAFETY PROCEDURES ARE ALSO RECOMMENDED.THE USE OF HARD + GUARD ALL LTP'S AND ROOF OPENINGS. USN m m O COATING.MINOR ABRASIONS TO THE SHOP COAT INCLUDING GALVANIZING)CAUSED BY CONDITIONS LARGE FANS CAN BE USED TO CIRCULATE AIR BETWEEN THE UNSTACKED PANELS STEP ONLY IN THE PANEL FLAT DIRECTLY ON OR IN CLOSE PROXIMITY TO A SUPPORTING ( AND ACCELERATE DRYING.DAMAGE TO THE PANEL COATING OCCURS WIZEN PANELS BECOME HATS,RUBBER SOLE SHOES FOR ROOF WORK,PROPER EQUIPMENT FOR HANDLING MATERIAL ROOF STRUCTURAL. Scale: NOT TO SCALE HANDLING,LOADING,SHIPPING UNLOADING AND ERECTION AFTER PAINTING OR GALVANIZING AND SAFETY NETS WHERE APPLICABLE,ARE RECOMMENDED. + THE ROOF ARE UNAVOIDABLE.(MBMA 06 IV 4.2.4) 24-T4B HOURS.THIS DAMAGE STAY STAS CORROSION AND UDISCOLORAT10NPOFE THE WPANEL FOR PURPOSES OF DETERMINING LIFT REQUIREMENTS,NO BUNDLE SUPPLIED BY THE FOR DAMAGE ECA SEDEBYHWORKERS INCLUDING RCHEMICAL OR SOLVENT SPILLS,TSCRATCHES Drawn by. GPL 1/18/17 SURFACE AND IS COMMONLY CALLED WET STORAGE STAIN,ZINC OXIDATION,OR"WHITE MANUFACTURER WILL EXCEED 4,000 POUNDS. FOR FURTHER INFORMATION ALSO REFERENCE IN THE PAINT OR GALVALUME R COATING,EXCESSIVE FOOT TRAFFIC AND PUNCTURES. Checked b GALVALUME THE BILL OF MATERIALS FOR INDIVIDUAL MEMBER WEIGHTS OF OTHER STRUCTURAL MEMBERS. MAKE SURE THAT ANY DEBRIS OR SCRAP LEFT BEHIND BY THE WORKERS IS REMOVED y GALVALUME IS THE TRADE NAME FOR A PATENTED STEEL SHEET&COIL PRODUCT HAVING A RUST". IF ADDITIONAL INFORMATION IS REQUIRED CONTACT THE FIELD SERVICE DEPARTMENT. FROM THE ROOF IMMEDIATELY.AVOID USING CUTOFF SAWS AND WELDING EQUIPMENT OVER Project Engineer: MVN COATING OF CORROSION RESISTANT ALUMINUM-ZINC ALLOY.THE ALLOY MIXTURE IS ICE AND SNOW REMOVAL THE ROOF.IN CASES WHERE THIS IS NOT POSSIBLE,THE ROOF MUST ADEQUATELY BALANCED TO OBTAIN THE COATING THAT RETAINS THE CORROSION RESISTANCE&HEAT PROTECTED. Job Number: 15-B-63255 REFLECTIVITY OF ALUMINUM&THE GALVANIC PROTECTION OF ZINC.THE BEST PROPERTIES EXCESSIVE ICE AND SNOW SHOULD BE REMOVED FROM ROOF IMMEDIATELY TO PREVENT OF BOTH ALUMINUM&ZINC ARE COMBINED IN THIS COATING&OFFER ADDED SERVICE LIFE DAMAGE TO ROOF AND POSSIBLE COLLAPSE.DO NOT USE METAL TOOLS TO REMOVE THE ICE FOOT TRAFFIC Sheet Number. R1 of 18 FOR BUILDING PANELS. TARP OR SNOW AS THIS CAN DAMAGE THE PAINT AND/OR GALVALUME COATINGS.ALSO,BE KEEP FOOT TRAFFIC TO A MINIMUM.HEAVY FOOT TRAFFIC CAN CAUSE PONDING ON LOW CAREFUL AROUND PLUMBING PIPES AND FLASHINGS. PITCHED ROOFS.THIS IS PARTICULARLY TRUE JUST UPSLOPE FROM THE EAVE AND AT The engineer whose seal PRE-PAINTED BE EXTREMELY CAREFUL IF YOUR ROOF HAS UGHT TRANSMITTING PANELS.THESE PANELS ENDLAPS.ALWAYS WALK IN THE FLAT OF THE PANEL NEAR A SUPPORTING RQOF appears hereon is an employee USING GALVALUME STEEL AS A SUBSTRATE,PRE-PAINTED STEEL IS GIVEN AN ADDITIONAL WILL NOT SUPPORT A PERSON'S WEIGHT AND WILL BE DIFFICULT OR IMPOSSIBLE TO SEE IF STRUCTURAL.DO NOT WALK ON TRIM OR IN GUTTERS.ON BARE GALVALUME ROOFS, for the manufacturer for the RUST INHIBITOR PRIMER COAT.THIS PRIMER COAT FURTHER INCREASES THE CORROSION THEY ARE COVERED WITH ICE AND SNOW.SEE 2002 MBMA LOW-RISE BUILDING SYSTEMS EXCESSIVE FOOT TRAFFIC MAY CAUSE BLACK BURNISH MARKS.IF REGULAR FOOT TRAFFIC materials described herein. Said RESISTANCE.THESE COATINGS ARE APPLIED TO THE EXTERIOR SURFACE OF THE PANELS MANUAL APPENDIX AS FOR DETAILS ON SNOW REMOVAL PROCEDURES.THESE PROCEDURES IS PLANNED FOR A ROOF,PROVISIONS SHOULD BE MADE FOR A PROPERLY DESIGNED AND seal or certification Is limited AND THE WASH COAT,DESIGNED ONLY FOR INTERIOR USE,IS APPLIED ON THE OPPOSITE SHOULD COMMENCE WHEN HALF OF THE DESIGN ROOF SNOW LOAD SHOWN ON THIS SHEET IS INSTALLED ROOF WALKWAY SYSTEM.IN ORDER TO LIMIT ACCESS TO THE ROOF,ROOF to the products designed and SIDE.GALVALUME AND PRE-PAINTED STEEL CAN GIVE EXCELLENT SERVICE FOR MANY YEARS AIR CIRCULATION REALIZED. HATCHES OR ACCESS LADDERS SHOULD BE LOCKED AT ALL TIMES.A SIGN SHOULD BE manufactured b manufacturer IF A FEW RULES CONCERNING THEIR CARE AND MAINTENANCE ARE OBSERVED.ALL OF THESE POSTED AT THE POINT OF ACCESS,STATING THAT ONLY AUTHORIZED PERSONNEL ARE y FINISHES ARE EQUALLY SUBJECT TO DAMAGE AND CORROSION WHEN CARE IS NOT PROVIDED. DEBRIS REMOVAL ALLOWED ONTO THE ROOF.IN ADDITION,A LOG BOOK SHOULD BE KEPT OF ALL VISITS TO not the overran undersigned engineer is A SOFTENING OF THE PAINT FILM CAN OCCUR WITH PRE-PAINTED STEEL UNDER WET STORAGEANY FOREIGN DEBRIS SUCH AS SAWDUST,DIRT,LEAVES,ANIMAL DROPPINGS,ETC.WILL CAUSE THE ROOF AND THE REASON FOR SUCH VISITS. not the overall engineer of PAINT AND COATING MAINTENANCE CONDITIONS AND THE DURABILITY OF THE PANEL FINISH SUBSTANTIALLY DECREASED.BARE CORROSION OF THE ROOF,GUTTERS,TRIM,ETC.IF LEFT ON BUILDING SURFACE FOR A LONG record for this protect. GALVANIZED AND GALVALUME PANELS REACT MORE QUICKLY TO SURFACE OXIDATION SINCE ENOUGH TIME.THE ROOF SHOULD BE PERIODICALLY INSPECTED FOR SUCH CONDITIONS AND IF DISSIMILAR METALS REMOVE SMUDGE MARKS FROM BARE GALVALUME®.FORMULA 409 HAS PROVEN TO BE THEY LACK THE ADDITIONAL PROTECTION OF PAINT.ZINC COATED OR GALVALUME PANELS FOUND,THEY SHOULD BE RECTIFIED IN A MANNER CONSISTENT WITH THESE ROOF NEVER ALLOW YOUR ROOF TO COME IN CONTACT WITH,OR WATER RUNOFF FROM,ANY Jeffrey M. Conrad, P.E. SOMEWHAT EFFECTIVE.LIGHTLY RUB WITH A CLEAN CLOTH AND RINSE WITH WATER.DO NOT UNDER NORMAL EXPOSURE FORM A ZINC OR ALUMINUM OXIDE FILM ON THEIR SURFACE MAINTENANCE GUIDELINES.NEVER ALLOW TREATED LUMBER OR CONCRETE/MORTAR/GROUT TO DISSIMILAR METAL INCLUDING BUT NOT LIMITED TO: COPPER,LEAD OR GRAPHITE.THIS Washin ton P.E. 35755 RUB MORE THAN REQUIRED TO REMOVE SMUDGE.NO PRODUCT WILL REMOVE ALL SMUDGE ALLOWING A SLOW OXIDATION PROCESS CALLED"WEATHERING"TO OCCUR THAT INHIBITS COME IN CONTACT WITH ROOF PANELS,ESPECIALLY GALVALUME®,FOR EXTENDED PERIODS INCLUDES COPPER AND ARSENIC SALTS USED IN TREATED LUMBER,CALCIUM USED IN MARKS.REMOVE RUST STAINS.SOFT SCRUB WITHOUT BLEACH HAS PROVEN TO BE FURTHER CORROSION,IN NESTED BUNDLES CONSTANT CONTACT OF THE PANELS WITH OF TIME. CONCRETE,MORTAR AND GROUT. SOMEWHAT EFFECTIVE.LIGHTLY RUB WITH A SOFT CLOTH AND RINSE WITH WATER.DO NOT CONDENSED OR TRAPPED WATER PREVENTS THIS WEATHERING PROCESS. RUB MORE THAN REQUIRED TO REMOVE STAIN.NO PRODUCT WILL COMPLETELY REMOVE RUST PERIODIC INSPECTION STAINS.TO TOUCH-UP SCRATCHES IN PAINT(NOT TO BARE METAL),CLEAN AREA TO BE RAPID OXIDATION OF THE ZINC OR ZINC ALUMINUM COATING CAN NOW OCCUR AND MAY LEAD ALL HIGH-STRENGTH BOLTS SHALL BE PERIODICALLY INSPECTED FOR TIGHTNESS, PAINTED WITH MILD DETERGENT.RINSE THOROUGHLY AND DRY.USING A SMALL ARTIST'S TO"RED RUST"IN A SHORT TIME.IF DISCOLORATION OR STAINS ARE MINOR,A HOUSEHOLD PARTICULARLY IN CRANE BUILDINGS AND AFTER ANY SEISMIC ACTIVITY OR WIND ACTIVITY. BRUSH,LIGHTLY APPLY THE MINIMAL AMOUNT OF COLOR MATCHED TOUCH-UP PAINT CLEANER OF THE TYPE USED ON PORCELAIN SINKS AND BATHTUBS MAY BE USED TO REMOVE THE CRANE MANUFACTURER WILL SPECIFY A MINIMUM PERIOD BUT IT SHOULD NOT EXCEED 2 REQUIRED To FILL/COVER THE SCRATCH.CONTACT BUILDING MANUFACTURER FOR THE STAINS.WIRE BRUSHING OR USING ABRASIVE MATERIALS SHOULD BE AVOIDED SINCE YEARS. ASSISTANCE WITH ORDERING/PURCHASING TOUCH-UP PAINT AS NEEDED. SCRATCHING OR REMOVAL OF THE COATING COULD OCCUR.PANELS WITH SIGNIFICANT DAMAGE SHOULD BE REPLACED BY THE BUYER BEFORE ERECTION. DRAINAGE •KEEP ROOF FREE OF DEBRIS AND KEEP DEBRIS OUT OF GUTTER TO ALLOW WATER TO QUICKLY DRAIN FROM ROOF. •DO NOT USE WOOD BLOCKING TO HOLD EQUIPMENT OFF OF PANEL SEAMS.THIS BLOCKS THE FLOW OF WATER AND HOLDS MOISTURE. Jan 24,2017 •DO NOT ALLOW ROOFTOP AC UNITS OR EVAPORATIVE COOLERS TO DRAIN ONTO THE ROOF. +ANYTHING THAT TRAPS OR HOLDS MOISTURE ON A ROOF WILL CAUSE PREMATURE CORROSION. O R1-06 R1-07 R1-08 R1-09 oa y � 2 Erection Guide E°�T �A r'16p"06 'oNnl.1.�°P BUILDING ANCHORAGE ROOF CURBS o ROOF JACK INSTALLATION (When not Supplied by Building Manufacturer) Specified Column DHwn Curb Base Length 12 Mtn Up Panel varies profile m �Centerline ❑ B" Hill Steel Line Min. Endop 0 0 Bottom of Base Plate = f 1/B" Endo a (±Bmm) — — 4" o `t1/2" Max a• Roof Panel • f13mm) Correct .� (t3mm) Incorrect 'a f 1/B Base of Steel Roof Panel __I (f3mm) * Install Pipe In center to allow base of rubber roof Jack Variation f Elevation to 0 B. I to lay flat on panel.Cannot encompass more than 75% the Tops of Anchor Rods Purlin Line of panel. Indicates Roof Panel Support location TRANSIT BASE PLATE AND ANCHOR ROD TOLERANCES Panel Rib 1. To determine that the foundation is square, measure diagonal dimensions to be t3 Indicates Curb Base Support location ProFlle Floating Panel Support ❑Do not use galvanized roof jacks, lead hats or other residential grade roof jacks. These sure they are of equal length. ROD SETTING TOLERANCES roof jacks do not have 20-year service life and, in the case of lead hats, will cause ANCHOR 2. To determine that the foundation is level, set up a transit or level and use a galvanic corrosion of the roof panels. level rod to obtain the elevation at all columns. o < ; ❑Use EPDM rubber roof jacks with an integral aluminum band bonded into the perimeter of 3. Carefully check the location of all anchor rods against the Anchor Rod Setting o q Up Lift Plate cut Base the base. For high temperature applications (200-400 degrees Fahrenheit) use silicone Plan furnished by the Manufacturer. All dimensions must be identical to �� _ (If Required) N rubber roof jacks. Retrofit rubber roof jacks are available for applications in which the to o° assure a proper start-up. of the pipe is inaccessible, eliminating the possibility of sliding the roof jack over the top AISC CODE OF STANDARD PRACTICE TOLERANCES FOR SETTING ANCHOR RODS "= of the pipe. 7.5.1. Anchor rods, foundation bolts and other embedded items shall be set b the FIELD TOLERANCES < Section: "A` ❑Do not use tube caulk/silicone to seal roof jack to the roof panels. Use only tape sealan Y (Insulation when specified) as supplied by Metal Bldg Manufacturer. Fasten the roof jack to the roof panels with owner's designated representative for construction in accordance with embedment drawings that have been approved by the owner's designated representatives for 1/4"-14 x 7/8" Lap Tek Stitch Screws at 1" on center around base of roof jack. design and construction. The variation in location of these items from the dimensions The curb details shown illustrate the building manufacturers recommended curb ❑Roll down the top of the roof jack and apply tape sealant continuously around the shown in the embedment drawings shall be as follows: H/500 style and installation method. It is the erector / installer's responsibility to exposed portion of the pipe. Roll the top of the roof jack back over the tape sealant. € HEIGHT (t)TOLERANCE provide the proper curb style and install them in accordance with the Apply the stainless steel clamp over top of roof jack and firmly tighten to form a secure �, g a o a The variation in dimension between the centers of an two anchor rods compression seal. A «° ( ) Y 1/4' procedures established by these details. Failure by the erector / installer to o y t 10' 1 ❑Do not install a pipe through the standing seam of the roof panel. Keep pipe penetration W 0 5 within an anchor-rod group shall be equal to or less than 1/8 in. [3 mm]. 12' S ie" follow these recommendations may result in the curbs damaging the roof system P. soo / 50o in center of panel to allow the base of the rubber roof jack to seal to the pan of the � o n (b) The variation in dimension between the centers of adjacent anchor-rod 15' 3/B` or excluded from warranties. 5,,, � panel. r,, B o N groups shall be equal to or less than 1/4 in. [6 mm]. 20' 1/2" All roof curbs to be: If a pipe must be installed through a panel seam, or if the a diameter is so large to v J"Z rn 25' 5/8" 1. .080 Aluminum or 18 a Stainless No Galvalume No Galvanized P P g P pipe g V d (c) The variation in elevation of the tops of anchor rods shall be equal to or 30' 3/4" g ' ( / ) block the flow of water down the roof panel, you must install a "pipe curb" into the roof less than plus or minus 1/2 in. [13 mm]. 45' 1 t/1s" 2. Panel rib to rib installation (No flat skirt or lay-over Curbs) 3 v and then seal the pipe curb with rubber roof jack. For pipes in which tap cannot be (d) The accumulated variation in dimension between centers of the anchor-rod 60, 1 7/15" 3. Installed over low end / under high end application for water flow at accessed, a two-piece pipe curb is available. 2 z°ono ® ❑ alon the column line through multiple anchor-rod groups shall be panel splice groups g g P g P 4. Up lift prevention for clip applied roof systems are required if: ❑In Northern climates, protect all pipe penetrations from moving ice or snow with a snow W Y�z equal to or less than 1/4 in. per 100 ft [2 mm per 10000 mm], but not to retentions system immediate) u sloe from the e. O o<�� a. Wind Toad exceeds 110 mph or Y P P pipe. U - '2 m a exceed a total of 1 in. [25 mm] b. Curb base crosses o purlin (e) The variation in dimension from center of any anchor-rod group to the 5. Supported on (4) four side by primary or secondary framing 6. Max ROOF JACK INSTALLATION column line through that group shall be equal to or less than 1/4 in.[6 mm]. Single Curb weight Recommend = 1500# ^ COLUMN ALIGNMENT TOLERANCES (Nat by Metal Bldg Manufacturer) ** The tolerances that are specified in (b), (c) and (d) shall apply to offset dimensions N Q shown in the structural design drawings, measured parallel and perpendicular to the nearest column line, for individual columns that are shown in the structural design Panel profile varies g no v a2 32 drawings as offset from column lines. SUGGESTED METHOD OF PURLIN ATTACHMENT Roof Jack** I N (FOR BLDG ACCESSORIES) Roll Top Down m 7.5.2. Unless otherwise specified in the contract documents, anchor rods shall be set **Stainless Steel Clomp = USQ with their longitudinal axis perpendicular to the theoretical bearing surface. o zi 1/4-14 x 7/B"Lap Tak MEZZANINE BEAM Step 1 S.D.w/Washer at 1"O.C. w a,¢xin 7.5.3. Embedded items and connection materials that are part of the work of other H n a trades, but that will receive structural steel, shall be located and set by the owner's Tri-Bead Tape Sealant v)w z x 3 designated representative for construction in accordance with an approved HW504 o n w o ° embedment drawing. The variation in location of these items shall be limited to a ±1/4" PURLIN ANGLE(w/2 u N m m o magnitude that is consistent with the tolerances that are specified in Section 7.13 SELF-DRILLERS** ** Scale: NOT TO SCALE for the erection of the structural steel. ANGLE Drawn by. GPL 1/18/17 HANGER ROD** SPRINKLER HANGER Checked b. 7.5.4. All work performed by the owners designated representative for construction MEZZANINE BEAM HEIGHT TOLERANCE PIPE ROD** Project Engineer. MVN shall be completed so as not to delay or interfere with the work of the fabricator Apply Tri-Bead Tape designated representative for construction shall conduct / Sealant Continuously Job Number: 15-B-63255 and the erector. The owner's desi g P **Stainless Steel Clamp around Pipe a survey of the as-built locations of anchor rods, foundation bolts and other SIDEWALL SUGGESTED METHODS Sheet Number: R2 of 18 embedded items, and shall verify that all items covered in Section 7.5 meet the 1 n angle se oppe e we e purlin o catch anger ro 1 ** (Not by Metal Bldg Manufacturer) Roof Jack*• corresponding tolerances. When corrective action is necessary, the owner's designated The engineer whose seal soo soo soo An is to the of the to hanger This Step 2 1/4 14 x 7/B^Lap Talk appears Hereon t employee representative for construction shall obtain the guidance and approval of the owner's D.C.S.D.w/Wasner at 1" for the manufacturerer for the designated representative for design. method does not preclude other forms of attachment to the purlin web. materials described hereto. Said The total hanger load shall not exceed the design collateral load for the building. seal or certification is limited It is extreme) important that anchor bolts be laced accurate) In accordance with A sample calculation is shown below: Tri-Bead Tape Sealant to the products designed and y P P Y I 5' (purlin spacing) x 5' (hanger spacing) x 6 sf collateral load 150 lbs. HW504 manufactured by manufacturer the Anchor Rod Setting Plan. All anchor rods should be held in place with a (P P g) ( g P g) p ( ) - only.The undersigned engineer is template or similar means, so that they will remain plumb and in correct location See cover sheet for design collateral load for this building. not the overall engineer of during placing of the concrete. A final check should be made after the completion Nate: If this building is designed for 0 psf collateral load, then adding any record for this project. of the concrete work and prior to the steel installation. This will allow any I suspended system (i.e. duct work, piping, lights, ceilings, etc.) will correspondingly necessary corrections to be made before the costly installation labor and equipment reduce the design live load. Jeffrey M. Conrad, P.E. arrives. ¢ < � � Washin ton P.E. 35755 TEMPLATE STAKE SHEETING STEEL LINE STEEL LINE o o **Stainless Steel Clamp c Trl-Bead Tape Sealant NOTCH B E w I w a „r FORM BOARD THE INCORRECT WAYS Roof of Ja Jack** PURLIN URLIN Step 3 FORM BOARD _ IIt�>� T: \ TEMPLATE I r 1/4-14 x 7/e"Lap Talk S.D.w/Washer at 1"O.C. 1 ANCHOR RODS • ' J 500 C -�--�- �1fA 500 500 fj — • ----i--1- �A HANGER ROD,ANGLE 'Z"PURLIN NOTE: Roll roof jack up C • -�--�- J. 1 1 1 ROD OR CHAIN CLIP Tri-Bead Tape Sealant over -Bead Tape HW504 Sealant and secure the PROJECTION OF ANCHOR RODS"D" B i E I clamp. Jan 24,2017 GIVEN ON ANCHOR ROD PLAN. \ SIDEWALL DO NOT INSTALL HANGER ROD DO NOT INSTALL PURLIN CUPS OF ANY KIND f r \ PLAN VIEW IN FLANGE OF PURLIN ON FLANGE OF THE PURLIN AS SHOWN f r�� SHEETING NOTCH SHOWN DIMENSIONS A, B, AND C AS GIVEN g M 00,y BUT MAY NOT BE REQUIRED ALIGNMENT TOLERANCE FOR MEMBERS WITH FIELD SPLICES (SEE ANCHOR ROD PLAN) ON ANCHOR BOLT PLAN Q W% Erection Guide P9 R2 35755 'A r'16""06 Far;TEaE° toNALE PRE-ERECTION NOTES: GENERAL ERECTION NOTES CAUTION The following notes, procedures and suggested recommendations are important parts 1.) All clips, flange braces, bolts, bracing systems, ETC. must be installed as shown on Until rafters are bolted in place with purlins and flange braces installed, they are easily of the pre-erection process, erection drawings, damaged by incorrect or careless handling procedures. Use extreme caution when lifting m STEP 1:ERECT FIRST BAY WALL FRAMING rafters. Two booms should be used to lift any pinched rafter section 80 feet or more in 1.) Prior to the time the erection crew arrives, a responsible person should check 2.) It is extremely important, especially during construction, that panels at the eaves, length. the job site for foundation readiness, square, and accuracy and Anchor Rod size rakes and ridges be kept secure. and location. NOTE 2A: Bolt primary frame rafter together at peak connection (unless rafter length requires The drawing shown below indicates a method which may be used to check the 3.) Column bases must not be la screwed or "RED HEADED" to concrete unless Ii is the responsibility of the 9 lifting in sections). Attach the required clips and flange braces to the rafter before lifting foundation and bolts for square. specified on erection drawings for the building. BINARY FRAME erector to provide temporary since these items are more easily installed on the round. Lift rafter into lace between BRACING erection bracing until the Y 9 P 24' structure Is completed. sidewall columns and install bolts in rafter to column knee connections. ANCHOR 4. Tighten column wind brace rods cables exterior and interior before tightening roof 12� RODS ) 9 / ( ) 9 9 .S s� rods/cables. Roof rods/cables are tightened from eave to peak. 5.) High strength AVE STRUT 2B: Install end bay purlins from end frame rafter to the first interior frame rafter. The n bolts (A325) must be used where specified. GIRT end bay purlins will overlap the interior bay purlins at the frame as described in step 1C. b 0 o Complete flange brace connection to purlins. e o �� zF TEMPORARY CONSTRUCTION BRACING 1.) It is the responsibility of the erector to maintain stability of the structure during END FRAME gP't 2C: Install roof bracing systems but do not tighten completely until the bay is plumbed. DIAGONALS all stages of erection, particularly when left overnight. RAFTER a 2D: Plumb and square the first bay. After alignment, tighten wall bracing first and the M EQUAL SHOULD BE END POST roof bracing working from cave to peak. Tighten any remaining bolts. 2.) Temporary supports, such as temporary guys, braces or other elements shall be CORNER COLUMN the total and complete responsibility of the erector. The temporary supports required Plumbing and aligning o total structural system begins with the first braced bay and shall be determined and furnished by the erector. continues through completion. Accurate alignment of the first bay is essential for correct 0 0 1A: Determine from erection drawings furnished with the building the location alignment of succeeding bays. The installer is responsible for choosing the best method 3.) Temporary construction supports shall be provided wherever necessary to of the first braced bay. Framing for this bay will be erected first. suited for plumbing and aligning the structural system. o Measure along adjacent sides of foundation using a pair of dimensions shown. If accommodate all construction loads to which the structure may be subjected, left in place as long as may be required for safety. 19: Stand adjacent primaryframe column and corner column over the anchor the diagonal distance between these points is as noted, the corner is square. PANEL CAUTIONS AND NOTES rods. Shim or chi out under the base late if required to ensure that the STEP 3:ERECT ENDWALL GIRTS AND FIRST INTERIOR BAY base is level, ate correct elevation, and is in full contact with the `o Diagonal measurements between opposite Anchor Rods will indicate if these bolts th are set square. To minimize potential of corrosive action the bottom edge of wall panels, the contractor must foundation. Plumb and align the columns and install washers and nuts onto the NOTE 2.) When unloading the building, carefully check off each item from the packing assure that the following procedures are followed: lowed: Anchor Rods. It is the responsibility of the END BAY erector to provide temporary list. Bundles and boxes will have a list attached indicating the contents, PURLN erection bracing until the 1.) The concrete foundation should be cured for a minimum of seven (7)days before wall panels NOTE: The end frame may be a bearing frame with the rafter supported by structure is completed. € are installed. (uncured concrete is highly alkaline and metal panels can undergo varying degrees of 3.) Unload and layout the building columns on the foundation. end posts, or a rigid frame with the rafter self-supporting, and not attached corrosive attack when in direct contact with the concrete.)After the first week of the curing to the end posts. The procedure shown is for a bearing frame. If the building o cycle, the reaction between metallic coatings on steel and the concrete is essentially halted. has a ri id end frame, it is erected the same as interior frames as described WW A 0 4.) Unload the rafters onto the foundation so that they can be erected from 9 t� whichever end of the building you wish to start. Your crane will move from one CLEAN DIRT FROM WALL PANEL in steps 1 and 2. rn M ? end of the building to the other while standing columns and hanging rafters AROUND PANEL BASE z n PANEL NOTCH(SHOWN)OR OUNDATION 1C: Attach wall girts to the primary frame Column and corner column. Bolt END FRAME TEMPORARY ERECTION BRACING C� > i C5 an U W BASE TRIM girts t0 the corner column with two bolts. Bolt girt t0 primary frame column NO BAY GIRT 5.) Layout the girts and purlins on dunnage or wood blocking around the 9 P y RAFTER foundation as near as possible to where they will be installed. 4•� r a with one bolt through the column flange and secure bolt with sub-nut (see END POST 2 i ono ® ❑ N. detail on erection drawings). ORNER o SLOPE FINISH GRADE AWAY ENDWALL 6.) Unload and place trim crates Out of the way, since these will be the last FROM BUILDING GIRT COLUMN W 5 V)a z required. 1D: Install the eave strut by bolting to the top of the columns. Refer to the O c,S m 2.) Top of finish grade at building to be a minimum of four (4) inches below bottom g g g 3A: After end frame is plumb and square, install endwall arts and flange braces for end U a m o a erection drawings and attach column flange brace where shown. Flange braces P q 9 9 7.) Unload and place panels and insulation out of the way. of panel. may be required on one or both sides of the columns. If a flange brace post if required. connects to a girt in the adjacent bay, that brace will be bolted to the girt after the adjacent bay girts are installed. 3B: Attach wall girts to the primary frame columns (see step 1C). = NOTE: In extremely cold conditions, the vinyl facing on insulation will become 3.) Finish grade is to slope away from building to ensure proper drainage. j y 9 a oc brittle, requiring very careful handling. 4.) Upon completion of finish grading, all dirt is to be cleaned from around base of NOTE: As wall girts are installed around the building, framing for factory 3C: Install eave struts (see step 1D). E g 8.) Avoid lifting panel stacks with cables, chains or other devices which could wall panel where it may have collected in panel notch or on base trim. located framed openings and accessory framing to which the girts attach on be installed. Field located accessory framing may be installed at the 3D: Attach roof purlins for this bay to the two rafters. Puffins will bolt to the rafter oi0 a2 4 damage the panel. Upon unloading, and every morning thereafter, inspect he panel y 9 y N ❑ El s or a a me, see s Connect FASTENER INSTALLATION time as girts later time, flange in the same manner as girts to column flanges (see 1C). Ct flange 3 ro bundles for moisture between the panels. This is especially important with w rn braces to purlins. galvalume or galvanized panels. The panel finish must be protected at all times Correct fastener installation is one of the most critical steps when installing roof/wall panels. Drive c'W 3 before and Burin erection to reserve the appearance and function of the panels. 1E: Install wall bracing systems (rods, cables, knee bracing, portal bracing) at a �w 9 P PP P the fastener in until it is tight and the washer is firmly seated, Do not overdrive fasteners. this time but do not tighten completely until the boyIs plumbed. 3E: Check alignment, plumb and square the two boys just erected. Tighten all bolts and LdY .8 A slight extrusion of neoprene around the washer is a good visual tightness check. Always use the 9 P y P 9 P q 1 g u w m=0: N 9 P 9 9 Ys bracin m a 9.) All hardware boxes should be protected from theft and moisture, especially tool to install fasteners. A fastener driver screw gun) with a RPM of 1700-2000 should 9 N w Z Y .e items such as tube caulkingand locksets. Store mastic away from heat. proper ( 9 ) 1F: Repeat steps 1B thru 1E for wall framing on the opposite side of the i y be used for self-drilling screws. A 500-600 RPM fastener driver should be used for self-tapping building. STEP 4:ERECT REMAINING STRUCTURAL FRAMING o n w o LAYOUT OF BUILDING COMPONENT screws. Discard worn sockets, these can cause the fastener to wobble during installation. U N m m o 1G: Attach clips to the end posts and stand these posts over the Anchor NOTE Scale: NOT TO SCALE Rods. Follow the procedure as described for corner columns in step 1B. It is the reap o sibility of the Drawn by. GPL 1/18/17 CLIPS .• erector to provide temporary Checked by, CORRECT DEGREE OF TOO TIGHT SEALANT SQUEEZED TOO LOOSE SEALANT IS erection bracing until the BOLTS �� e� 1H: Bolt required clips and flange braces to the end frame rafter sections and PURLNS - s ® & TIGHTNESS NOTE SLIGHT TOG THIN EXTRUDES FAR BEYOND NOT COMPRESSED TO structure Is completed. Protect Engineer• MVN SCREWS ° CIRCLE OF SEALANT FASTENER HEAD FORM SEAL lit into place atop the end posts. colt rafter sections to corner column and EAVE STRUT ® end post cap plates. Bolt rafter sections together at peak. Job Number: 15-8-63255 2 NOTE: Always remove metal filings from surface of panels at the end of each work period. Rusting filings can destroy the paint finish and void any warranty, STEP 2:ERECT FIRST BAY ROOF FRAMING Sheet Number: R3 of 18 a MASTIC SEALANT The engineer whose seal appears hereon is an employee C� Proper mastic application is critical to the weather tightness of a building. Mastic NOTE IRTS for the manufacturer for the O should not be stretched when installed. Apply only to clean, dry surfaces. Kee only PURUNs H le the responsibility of the materials described herein.i Said PP y y y p y seal or certification Is limited erector to provide temporary 1. Girts, Eave Struts and Purlins enough mastic on the roof that can be installed in a day. During warm weather, store erection bracing until the to the products designed and 9 RIMARY FRAME manufactured b manufacturer 2. End Frames and Endpost mastic in a cool dry place. During cold weather (below 60°) mastic must be kept _ structure is completed. y i RIMARY FRAME only.The undersigned engineer is 3. Main Frames Warm (60°-90°) Until application. After mastic has been applied, keep protective paper RAFTER TEMPORARY ERECTION BRACING not the overall engineer of 4. Clips, Bolts, Screws, ETC. in place until panel is ready to be installed. END record for this project. 5. Endwall Girts FRAME IMPORTANT NOTE: END RACING Jeffrey M. Conrad, P.E. 1.) Layout primary and secondary framing around the slab as shown. All details, recommendations and suggestions contained in the ERECTION GUIDE portion I POST Washin ton P.E. 35755 of this drawings set are for general guidelines only, and not meant to be all-inclusive. TEMPORARY ERECTION BRACING2.) Place components and crates on the slab or on wood blocking to prevent Industry accepted installation practices with regard to all areas not specifically % Starting at the opposite end of the first bay erected, install the contact with the ground. discussed in this section should be followed. Onlyexperienced, knowledgeable installers FRAME END p g remaining interior frames, girts, purlins, cave struts, bracing, end familiar with accepted practices should be used to assure a quality project. POST RACING frames and end posts using the procedures described in the 3.) Block one end of components higher than other end to allow drainage of rain preceding steps. Be sure all wall girts, roof purlins and flange water. It is emphasized that the Manufacturer is only a manufacturer of metal building braces as shown on the erection drawings are installed. components and is not engaged in the installation of its products. Opinions expressed Constant checks should be made to ensure the building is 4.) Leave one end of the building open for erection equipment access. by the Manufacturer about installation practices noted in the ERECTION GUIDE are square, plumb and aligned. intended to represent only a guide as to the sequencing and how the components 5.) Construct temporary ramp of timbers from grade to slab to prevent damage could be assembled to create a building. Both the quality and safety of installation All X-Bracing should be checked that it is installed to a taut to concrete edge from equipment traffic. and the ultimate customer satisfaction with the completed building are determined by condition with all slack removed. Do not tighten beyond this Jan 24,2017 the experience, expertise, and skills of the installation crews, as well as the equipment state. 6.) Install clips and flange braces onto columns and rafters before these members available for handling the materials. Actual installation operations, techniques and site m CO ti are in the air. Clip and flange brace locations are shown on erection drawings. conditions are beyond the Manufacturers control. N � z Erection Guide 9 R3 .9F35"EP� � r'16R05 STEP 5:INSTALL SIDEWALL PANELS a STEP 7:INSTALL ROOF PANELS(Con't) NOTE 5C: Sidewall panels should be installed so that the panel sidelap is in a direction away44N14,, URLIN It is the responsibility of GABLE ANGLE7C: Install the first run of roof panels across the building from eave to eave, m the erector to provide from the prevailing wind. (refer to appropriate lap detail included with erection EAVE STRUT or eave to ridge. To allow proper installation of rake trim, the starting temporary erection bracing drawings.) CONTACT TAPElocation for the first panel must be as shown in rake details included with until the structure is 5D: Install remaining sidewall insulation and panels, being careful to maintain correct ENDWALL GIRTthe erection drawings. When the first run is properly located and aligned with completed. This bracing is panel coverage. It is suggested that the foundation be marked in increments of panel the correct endlaps and eave overhang, fasten to purlins. Roof panels should to remain in place until all width to allow visual checking of panel coverage as installation progresses. WOOD BLOCKINGbe installed so that the sidelap is in a direction away from the prevailing roof and wall panels are BASE ANGLE/TRIMwind. Refer to appropriate lap detail. installed. NOTE: Check periodically to ensure that all panels are aligned and plumb. WOOD BLOCKING FOR GIRT ALIGNMENT 7D: Install remaining roof insulation and panels. To avoid accumulative error o 5E: At the finishing corner of a sidewall, the last panel may required additional lap or CONTACT TAPE due to panel coverage gain or lass, properly align each panel before it isNSULATION trimming for installation of corner trim refer to the details in the erection drawings. INSS fastened. Occa sional nta n d.eSkec al attention should be ensure be made to given to fastener,at correct masticcoverageISS P 9 PANELS LL and closure requirements. Refer to details with erection drawings. ° Panel 6C: Align and level girts on endwall.Alignment Ali SA: Before installing wall panels, the girts must be aligned to a level position Screw� 7E: At finishing end of roof, the last panels may require field modification for so that there is no visible sag. This should be done directly ahead of panel (Through Fastened Panel only) 61): If the walls are to be insulated, place a continuous run of contact installation of rake trim. Refer to rake details. DO NOT BACK LAP THROUGH installation. tape along the gable angle and base member. Starting at the corner of FASTENED ROOF SHEETS. PRE—DRILLED the endwall, attach the first piece of insulation to the contact tape on Girt levelingmay be accomplished b standinga section of able angle TEMPLATE the able angle, pull tight and adhere to toe at the base. Cut off NOTE: Roof panel types and installation requirements will vary. Refer to the y p y g g SHEET g g P g P details for the s vertically against the outside girt flanges.at approximate mid—bay location. excess insulation. It is recommended that insulation not be installed more appropriatepecific panel used. When girts are level, attach the girt flanges to the angle with vise grip pliers than 6 feet ahead of panels. or temporary screws. Wood blocking cut to fit the spaces may also be used IMPORTANT: Loose fasteners, blind rivets, drill shaving, ETC. must be removed o 9 9 from roof to guard against corrosion. ° for alignment. NOTE: At the base cut off the insulation a minimum of 1/2 inch above the NOTE: Temporary girt blocking is not recommended on concealed fastener bottom of the wall panel. This will prevent the insulation from hanging panels. The removal of the blocks after panel installation can cause oil below the wall panel and wicking moisture. canning. NEVER STEP ON LIGHT TRANSMITTING PANELS, FRAME 6E: Start at the corner, trim panel (if required) and set in place. Refer TRANSLUCENT PANELS,OR UNATTENDED ROOF PANELS. to corner details in the erection drawings for the panel starting distance EAVE STRUT " from the corner, When the panel is located and plumb, install fasteners. `e STACKED SHEETS 6F: Install remaining endwall insulation and panels, being careful to a y IR TO BE DRILLED maintain the correct panel coverage as suggested in step 5D. ti o WOOD 6G: Install corner trim. m J n m ` 2 N BLOCKING STEP 7:INSTALL ROOF PANELS NOTE _' Panels May Collapse If Not Properly Secured! � o d an NOTE: It is the responsibility of 3 m za3 '2 m Wall panel type and installation details will vary. Refer to the erection the erector to provide q Q o o�Z drawings and details for the specific panel used for your building. KEEP END OF temporary erection rj o 2�� PANELS bracing until the NOTE: ALIGNED structure is completed. Roof panels must be completely attached to the purlins and to panels on either side O 9 = o a = CONTACT TAPE After drilling panels, it is important to clean metal filings off all panel surfaces, before they can be a safe walking surface. Light transmitting panels or translucent U m ¢ o including between panels that are not installed that day, to avoid rust stains. This bracing is to remain panels can never be considered as a walking surface. NSULATION in lace until all roof SIDEWALL INSULATION STEP 6:INSTALL ENDWALL PANELS p MUST MEET ENDWALL BASE ANGLE/TRIM and wall panels are Partially attached or unattached panels should never be walked on! n Pg INSULATION TO SEAL installed. 2 THE CORNER CONTACT TAPE Do Not: WOOD BLOCKING FOR no 5B: If walls are to be insulated, place a continuous run of contact tape GIRT ALIGNMENT 1. Step on rib at edge of panel. N along the eave strut and base member. NSULATION w NOTE ENDWALL IDEWALL 2. Step near crease in rib at edge of panel. o w a y 0 3 At the base, cut off the insulation a minimum of 1/2" above the PANELS PANELS 3. Step within 5 feet of edge on unsecured panel. a Wm¢� U) bottom of the wall panel. This will prevent the insulation from hanging E N w=0 n o, below the wall panel and wicking moisture. A single roof panel must never be used as a work platform. An OSHA approved runway o KY .c P g 7A: Install eave trim over top of sidewall panels and eave struts with g P P PP y m N'�m 3 should be used for work platforms! (Consult OSHA Safety and Health Regulations for the o M w o ENDWALL NSULATION fasteners per erection drawings eave detail Roof Panel PANELS Construction Industry). Safety First! o N m m o SIDEWALL Scale.* NOT TO SCALE Insulation CORNER 7B: If the roof is insulated, place a continuous run of contact tape along top PANELS Drown by. GPL t/i8/n Double Faced Tape (Not by manufacturer) TRIM of eave struts at bath sidewalls. Lay a starter roll of blanket insulation from P y. (Not by manufacturer) eave to eave across roof and secure to contact tape. (refer to packing list STEP 8:INSTALL TRIM AND ACCESSORIES Checked b 6A: Install gable angles/supports onto the ends of purlins and eave struts. This angle Project Engineer. MVN in is to butt—up to each other or is spliced as required except at expansion joints be used to secure Note: for width of insulation starter roll). It is recommended that insulation be insulation. Trim insulation and turn vinyl back where a one inch a Is maintained between ends of adjacent sections to allow for installed no more than 6 feet ahead Of panels. Job Number: 15-8-63255 Insulation must not be exposed to gap J weather. expansion. NOTE: For PBR roofs with a ridge panel, it is recommended that both sides of Sheet Number R4 of 18 Gable angle splices may occur on or between purlins and the angle must be attached the ridge of a building be sheeted simultaneously. This will keep the insulation RAKE The engineer whose seal to each purlin and the eave strut. covered for the maximum amount of time and the panel ribs can be kept in TRIM appears hereon is an employee proper alignment for the ride panel. This is critical on the "PBR" panels so that for the manufacturer for the Wall Panel P P g g P P materials described herein. Said NOTE: Wall panel type and installation details will vary. Refer to the erection drawings the ridge caps can be properly installed. Check for proper coverage as the seal or certification is limited Insulation and details for the specific panel used for your building. sheeting progresses. Note panel—sheeting sequence below! to the products designed and manufactured by manufacturer (Not by manufacturer) NOTE only.The undersigned engineer is Fiberglass Insulation Vapor Barrier to URLIN Detail shown for ribbed roof not the overall engineer of to OUTSIDE of Building INSIDE of Building END FRAME /� record for this project. RAFTER / GABLE panel only. For standing seam FRAME PERSONNEL Eave Detail 7' NGLE rake and gable angle installation, OPENING EAVE DOOR Jeffrey M. Conrad, P.E. (See Erection Drawings) AT see erection details. NSULATION GUTTER Washin ton P.E. 35755 EXPANSION Insulation JOINT TYPICAL AVE STRUT 8A: Install rake trim and gable closure. (Not by BUTT LAP 88: If included with the building, install the eave utter, corner closures and downspouts. ate' Trim insulation and CONDITION Wall Panel manufacturer) g p turn vinyl back Insulation must not be exposed to 68: See erection drawings sheeting layouts for panel starting dimensions, panel trim 5 a NOTE: weather. o g y P g P Remove all loose fasteners, blind rivets, drill shavings, etc... from gutter to guard against Finished locations, and lap locations. a corrosion. a oar Base Detail TRIM DIMENSION IS 8C: Install accessories (doors, windows, louvers, etc...) not previously installed. Refer to (See Erection Drawings) TRIM MEASURED FROM CENTER OF FIRST NsuLATION the appropriate details for installation instructions, Jan 24,2017 Starting at a building corner, attach the first piece of blanket insulation to MAJOR RIB. IMPORTANT: Remove debris from roof and wall surfaces during installation and after. the contact tape on the eave strut. Pull tight and adhere to tape at the ENDWALL SIDEWALL PANELS Clean surface of sheeting as required to remove smudges and touch—up any minor/mild kMs oti base. It is recommended that insulation not be installed more than 6 feet PANELS scratches with color match touch—up paint. Z co 0 ahead of panels. Erection Guide na,, R4 ea. 9Gum �`� Ma '14 04 ioNAL. Rigid Frame Endwall -Non-Load Bearing Column PagEF08330 Rigid Frame Endwall-Non-Load Bearing Column-Outside Column Pa9EF08338 Bearing Frame Endwall-Outside Column Extension to Bridge Channel a EF07312 Bearing Frame Endwall-Outside Column Extension to Bridge Channel Pa9EF07328 Dare Rev Extension to Bridge Channel Between Low Side Eave Strut Dare Rex , R., Between Low Side Eave Strut and Purlin Dare Rev Outside Column Extension to Bridge Channel-Between Purlins-Bypass Mar'15 00 and Purlin(Roof Slopes 4 1/2:12 or Less)-Bypass Mar'15 00 Between Purlins-Bypass Mar'15 00 (Roof Slopes 4 1/2:12 or Less)-Bypass Mar'15 00 Pudin Pudin Strut(When Required) Pudin Pudin Strut(When Required) Pudin Pudin Pudin Strut(When Required) m� Denoted On Roof Plan By Denoted On Roof Plan By Purlin Strut(When Required) Denoted On Roof Plan By Symbol-x- Symbol-1(r Denoted On Roof Plan By Symbol-xr Symbol-xr Eave Strut Bridge Channel Bridge Channel i'- /' Bridge Channel Bridge Channel 'A'a ' Purlin +A,a Eave Strut "A"a Pudin .A,a II II II II (4)Bolts •� I (4) "0 Bdta (4)r0 Bolts (4)ro Bolts (4)rO Bolts (4)Bolts m Column Extension Column Extension Column Extension Column Extension (2)Bolts Unless (2)Bolts Unless Noted Otherwise (2)Bolts Unless (2)Bolts Unless Setback Varies On Erection Drawings Setback Varlea Noted Otherwise Setback Varies Noted Otherwise Setback Varies Noted Otherwise On Erection Drawings On Erection Drawings On Erection Drawings Purlin Purlin A. Pudin Purlin (4)Bolts Steel Line (4)Bolts ___ r----� r----� r----� _—_— I j0 OI 10 01 (a)Bolla 1 j0 of j0 of a Bolts l ip--p� i0--off I I-- Di i ° I 1 1 1 W I Bridge Channel I t o I 1 I a Bridge Channel O I 1 o I I OI I I Bridge Channel OI l 0 10 01 l 0 01 p I I I I I I I I Bridge Channel (4)�"0 Bolts G (4)rO Bolts Rafter 1001 1001 Raker (4)r Bolt. 10 01 (4)�Bolts 10 o I Rafter I j I 1 (4)Bolts z Column I j With Washers I Extension Q l Rafter _ Column Column L____I Column Q Column Extension L____J L____J L_ c Ezlenslan ---J Column .o Column I I $ p Extension (4)Bolts o ` Steel Line With Washers Steel Line Column Steel Line f O \\yllI £S O M Uj 4t v�ZN G y r I. GGill W rn U W so zo3 0 All Bolts To Be}b Unless Noted. All Bolts To Be}"0 Unless Noted. Section"A" All Bolts To Be}"0 Unless Noted. All Bolts To Be}"0 Unless Noted. 2 0 0 X Z X El Section"A" Section"A' Section"A" 2 O For Required Length Refer To Grip For Required Length Refer To Grip For Required Length Refer To Grip Far Required Length Refer To Grip Table On Erection Drawings, Table On Erection Drawings. Table On Erectlw Drawings. Table On Erection Drawings. W Y z a 4 ca By-Pass Girt to Column :CF01126 By-Pass Girt to Column CF01129 Cee Girt to Column CF01132 Purlin to Rafter PPo°CF02036 C� Concealed Nut Connection-Flange Brace FB4_ Concealed Nut Connection-Flange Brace FB6_or FB7_ Concealed Nut Connection-Flange Brace FB4_ Standard Connection-Flange Brace FB4_ 9 Jan'14a03 9 oJan'14p03 9 Dec'12a02 9 Dec'10e°00 Erection Note }"0 A325 Bolt- Erection Note Erection Note e a .. A325 Bolt Lap and attachment of Girt each end. Lap and attachment of Girt }"O A325 Bolt Attachment of Cee Girt varies E Flange Brace each end. varies refer to"Elevation Plan" each end. Flange Brace varies refer to"Elevation Plan" Flange Brace refer to Wall Elevation. Erection Note o m FB4_(when and Lap Detail for requirements. FBe_or FB7_ and Lap Detail for requirements. FB4-(when Lap and attachment of Pudin o 4 specified) (when apecifled) specified) varies refer to Roof Plan and N Attach Flange Brace to Column �y Attach Flange Brace to Column Lap Detail for requirement.. 3 FA "Feld Bend"to attach to w Clip. andd"Field Bend"to attach to O U�9 j Clip Clip onrl Roof in o Fraini Symbol Plan .2 �Q o (2)}"0 Bolt.each w <a_ u1 CL199 CL199 CL'liip9 end of Pur11n lap e m g a (2)}"►Bolts (2)}"0 Bolt. y w z Y .c A each and of A each end of A 2-A" ()}" _ o Girt topGlrt la n 0 Bolts R a 0 M w 0 P unless noted on }"0 A325 Bolts }"O A325 Bolts - }"O A325 Bolts erection drawings U U w m m O g Scale: NOT TO SCALE o o j o to I of o o o j o jo I aj o io o o to ®j a ° a ® Drawn by cPL 1/18/17 I I i j i j I 1 0 Checked by. 1 1 o l Project Engineer.• MVN L1g 0 O L _j OJ j 0 Lg_L 0 O L _ ®J 0 LO 0 j Log Job Number., 15-8-63255 1 Clip CIIP ClipI J ® _ CL198(8"Girt) R I O j CL196(8'Girt) R j O I CL98 8"Girt)J"oI �e=� Log Sheet Number: IRS of 18 Bolt A325 ( I Bolts 325 ( ) Bolls 325 CL797(10"Girt) I Bolts CL197 12"Glrt CIL 97 12"Girt I a ears hereon is an employee CL198 12"Girt? (2 }"0 Bolts CL198(12"Girt (2)}"0 Bolts (2)}"0 Bolts The engineer whose seal ( ) ; ) CL198(12"Girt) un esa noted on I unless noted on unless noted on Girt Lap Symbol denoted erection drawings Glrt Lap Symbol denoted erection drawings 2'-8" erection drawings PP i on Wall Framing Elevatlan on Wall Framing Elevation I - for the manufacturer for the 2'-2" 1 2'-2'or 5'-D" _I materials described herein. Said B0 A325 }"0 A325 Bolt Seal or certification 18 limited olts Flange Brace each end. to the products designed and }"O A325 }"0 A325 E[gCtion Note }"O A325 }"0 A325 Erection Note Flange Erection Note FB4_(when Bolts Bolts Flange Braces may be required one Bolts Bolts Flange Bracae may be required one Brace Flange Braces may be required one specified) manufactured by manufacturer Flange or both aides of Column. Rlange or both aides of Column. 1 1 or both aides of Column. Attach Flange Brace to Rafter only.The undersigned engineer is Brace For requirements,and locations at Brace For requirements,and Iocationa at r y" "r , For requirements,and locations of and FIe1d Bend"to attach to y nOt the Overall engineer of Main Frame and Rigid Frame in Main Frame and Rigld Frame In 'I----I��I�I Main From and Rigid Frame in lower Purlin web hole located 7° record for this project. Endwall refer to"Cross Section". Endwall refer to"Cress Section". Endwall refer to Cress SecRen". Clip 2'-4"from center of Rafter. For requirements,and Iocati no at For requirements,and locations at For requirements,and Iocationa at CL198(8"Glrt) Bearing Frame Endwall refer to Bearing Frame Endwall refer to Baaring Frame Endwall refer to Erectlon Note Jeffrey M. Conrad, P.E. CL197 10"Girt Flange Baides may Rafts, required one Washin ton P.E. 35755 Elevation Plan". Elevatan Plan". -- ( ) Elevation Plan". CL198(12"Girt) or both aides of Rafter. tlww-— For requirements,and locations at I`{\ Iy¢} Main Frame and Rigid Frame in Attach this Clip and Flanga Brace with CII Attach thin CII and Flan Brace with CIIP \I Attach this Clip and Flan a Brace with Endwall refer to Cress Seetlan Clip CL196(8"Girt) Bolts"Finger Tightened"as Girts are CL199 }"O A325 Bolts"Finger Tightened"as Girta aro For requirements,and locations at CL198(8"Girt) Bolts"Finger Tightened as Girte are Clip CL197 10"Girt) created to maintain atablllty.Un-bolt Clip CL197(10"Glrt) erected to maintain stability.Un-bolt Bolts created to maintain stability.Un-bolt Bearing Frame Endwall refer to CL199 ( ) CII to inatoll Vapor Barrier Membrane CL199 CII to Install Vapor Barrier Membrane Clip to Install Vapor Barrier Membrane Root Plan". CL198(12'Girt) g P CL198(12"Girt) P P Section A P P (Not by Bldg.Mir.).Pierce Membrane (Not by Bldg.Mir.).Pierce Membrane (Not by Bldq.Mfrs)•Pierce Membrane for Clip bolts and reattach clip. Fully for Clip bolts and reattach clip. Fully for Clp bolts and reattach clip. Fully Section A tighten bolts via preten.ioning method Section A tighten bolts via pretenaioning method tighten bolts via pretensioninq method specified Per job. specified per job, apecifled per job. Jan 24,2017 M COti F e Po O 2�JjY' Q55 grP�rAc IONAt. Purlin to Rafter Po°CF02038 CF03042 Sag Angles at Sidewall Framed Opening CF03045 Portal Frame not to Floor PF04014 x Concealed Nut Connection•Flange Brace FB4— Sag Angle Attachment at Sidewall 3 or 4 Sided Framed Opening with Jambs to Floor with Clip Inside of Girt Line ° 9 nDec'12e02 �Mar'15p02 ( P g � Dec'10p01 P' �Feb'16"°02 Erection Note Note: See Erection Drawings for Mark Number Locations and Spacing. 01� Lap and attachment of Purlin varies refer to Roof Plan and Lap Detail for requirements. Sag Angles Not Required � Angle (2)Fastener p1B If Fouling Occur. to Extend to Header motto Purlin Lap Symbol denoted CI - at Each end. Use Sag Angle Unless Noted Otherwise on of Attachment to Erection Drawings. f1 on Roof Framing Plan c endBolts each jl Angle CL472 Eave and of Purlin lap J_I _ Sag Angle mo Heavy Clip(Shown) 1-2 (2)k"d Bolts Ft _ �' Sag Angle AttLW1ach /O II II II II I <�e w/2(8)3"e A325 Bolts unless noted on LWi- Attach W 1 Fastener '< G erection drawings l I /113 at Each and.(Typ) Girt 0 or .o. e Standard Clip I I CL111 or PC20_ 'I Ol A325 0 ® rs r� 3 w/(6)t"e A325 Bolts O iolte 'i a Girt See"-rose Sealer" s i ® �—+Fa.taner,yi8 for applicable Clip dap (Typ at Each end) J ea er Header 31 -� ® Sag Angle Attachment to Angle CL472 i JI Bypaee shown,eimilar Portal Frame Lo Girt for Flush and Inset " Flange Brace 0 Rafter clip FB4_(when Sap Angle Attachment to Eave Strut a Clip at 8"Pudin E I CL197 at 10`Purlin specified) Note: Use Sag Angle Attachment Sill r3 CL198 at 12"Pudin Attach Fl.q.Brace to to Angle CL472 W/Wall Liner Raker and Field Bend"to attach to lower Clip hole. Girt See"Cross Seeman" Q Finished Floor for Bolt requirements J"e A325 Bolt Field Cut Angle Sag Angle Not Required From each endcli . CL472_ (2)Fastener#IB F.O.Sill to Girt,Unless Noted Portal Frame CL199 at Each end. Sag Angles Not Otherwise on Erection Drawings. Column Required If Location Attach this Clip and Flange Brace with ie 1'-0 or Lees (4)k"e A325 Bolts Bolts"Finger Tightened"as Purlins are yl From Jamb,Unless erected to maintain stability.Un-bolt Y Noted Otherwise on Clip to Install Vapor Barrier Membrane Fastener pie Erection Drawings. pp (Not by Bldg.Mfr.).Pierce Membrane Sag for Clip 11 J bolts and reattach clip. Fully ° LW Angle dtpe g tighten bolt.via preteneioning method M rN� specified per Job. m Erection Note Flange Mounted Tube or Pipe C� y Ld o r0 Flange Braces may be required one or both elder 'a p W N of Rafter. v M z 00 U For requirements,and locations at Main Frame and I Rigid Frame in Endwall refer to"Crone Section". > qy O<For requirement.,and locations at Bearing Frame Sap Angle Attachment E z o 9 0 0 Endwall refer to"Roof Plan. W/Flange Mounted Tube or Pipe 8 0 0 0:z NOTE: FRAME SHAPES MAY VARY. `� 2 N O SEE FRAMING PLAN FOR PORTAL FRAME LOCATIONS p°�• yu)t- O V a a mom¢ Rod Brace PF04101 Welded Clip Interior Bay PCF01113 Attachment at Web I�Jan'1402 with Nested Zee Girt ee '13e60 z O Rod Brace e� (See Erection Drawings for Part q Column CL Column no m �+o 'g Mark and required location) p N a. , N m Burt threads otter MAIN GIRT w Ca final tightening U 5¢ NESTED GIRT W 3 rWOJ Slope Washer a to z Y ,of 3 ® O M W O Note; U UNmm Q Thee.Items shipped loose. ® Flat Washer See table below for Pont Mark.. Scale: NOT TO SCALE Hex Nut Drawn by. GPL 1/18/17 Checked by. Project Engineer: MVN Job Number: 15-B-63255 ERECTION NOTE: DETAIL SHOWN AT COLUMN SIMILAR AT RAFTER. Sheet Number. R6 of 18 The engineer whose seal appears hereon is an employee NFs� for the manufacturer for the For Rod Bracing that falls withln ai materials desi ribed he tion isrein. Sa limi d Gisealrt id the Gt Web,the Erector la to '1'T Align slot with add a minimum size slot for to the products deli Rod Bracing the passage of the Rod. �a gned and manufactured by manufacturer A/\ h ART lt the overall undersigned eng engineer of engineer is no record for this project. Jeffrey M. Conrad, P,E. Washin ton P.E. 35755 PART MARKS FOR ROD BRACE ROD ROD SLOPE FLAT HEX DIAMETER BRACE WASHER WASHER NUT J70 WRO8_ WS110 WFH500 HSN500 i"e WR10_ WS110 WFH625 HSN625 i"s WR12_ WS120 WFH750 HSN750 b"e WR14_ WS120 WFH875 HSN875 1110 WR18— WS130 WFH1000 HSN1000 SEE ERECTION DRAWINGS FOR GIRT ELEVATIONS Jan 24,2017 M C Y Q a0 Q y z G5755 Is_ IONAl- - page lle v"r. page U Cee Girt to Column CF01115 Girt Connection 1111601120 a CF01120 CF01121 Girt and Purlin Connection 601122 Standard Connection sae JR. At Bypass Column Dare Rev By-Pass Zee Installation DBC'10 a°00 At Bypass Column and Rafter Dare Rev Jun'15 00 Jun'16 02 Jun'16 02 O 3t 3t O m Column (2) }°0 Bolts Typical at Connection. O II O O O (2)}°0 Bolts at Each and (4) re Bolts when Girt Lop is I I I Unless Noted on Erection Drawings Denoted With Symbol*on /4^fthe Erection Drawings. �� O O T r��( It I each-endooflap ————————— �� Girt or Pullin Girt or Pullin rl Factory Wdded Clip (4) rO Bolts Factory Welded Gip (4)ril Bolts R Column or Rafter Column or Rafter m 0 I I I I II Triangle Punch Section A �O O; PoOflnla Large F in lange oo-ecnon Lap Symbol G Lap Symbol S II a Z Lap A" Large (Typical) " Outer Zee Girt c I I Flange A 5�'at R t'-5�'at R 1 l I I 2'-Sr at O 2'-5r at O Channel Girt 1 V 1 I V 1 VI 1. 3'-lf atO S-1r atO t eoch end of lap O Inner Zee Girt I ' Large -- O-----___==O _o---=---___—I---- a Channel Girt Column Flange m Factory Welded Clip O o O j Girt or Purlin (2) rO Bolts Typical at Connection. ¢-rLFram rL-rrFrame Factory Wei Clip (4) j°0 Bolts when Girt or Pull Lap is E Column a Denoted With Symbol the o Alternate Connection Column or Rafter Drawings. o a (Shape may Vary) Refer to Erection Drowngs for Erection Drawings m ' Girt Lap Symbols and CFo1122 The large leg of the Zee must be alternated from top w 3 o- for Lap Symbols and Lengths. to bottom in order to nest the member correctly. A - Er ` r� \ La S bol OR &O Refer to Erection.Drawings for Lap vi n r triangle has been added to the end of the Zee near p Symbol at Girt and Purlin Connection. M' w ry y r t the connection holes, that will point to the large leg v, o o Z ry c I - of the member. I 1 SYMBOL LAPELENGTH�$YAIBOL LAP SLAP LENGTH ; > J t\ i 0'-or T 2'-'r z Section"A" All Bolts to be j°®Unless Noted All Bolts to be j°0 Unless Noted. p ® ❑ For Required Length Refer to Grip For Required Length Refer to Grip 0,- V 3_i 2 p Table on Erection Drawings Table on Erection Drawings it to Pill W o 0 2 er0 E3Z V g a Eave Strut Connection at Main Frame CF02030 Eave Strut Stiffener Plate-4 Bolt Connection "a F02031 Eave Strut Connection at End Bay a"CF02033 Purlin with Anti-Roll Back-up Clip pagCF02035 Interior BayLow Eave Interior Bay-Slope Thru 41:12 Date Rev Bypass And Flush Girts Rafter Dare zev Feb'11 01 FebF '12 03 OctOct'14 01 Dec'14 04 /-Roof LineRoof Line �ROof Line Roof Line Anti-Roll Back-up Gip N oU Seal Framing Plan for Location O m SC90 at 8° Purlins Purlin o SC92 at 10°Purlins N Eave Strut Stiffener Eave Strut CII or o a � y p y y SC94 at 12'Purlins m in in Plate SC-18 J Frame Rafter or Column in in w m 0 0 F�p o o+ m o (2)j°a x 11" >¢ s t °J m •-y 'o v A325 Bolts D w 3 u`' 2" 2" 5: i w 2" 2" s x w 2" 2" g Unless Noted on J Y o + + O O O O + + Erection Drawings w m¢ tq w \ I w I orn t"zY .c O O��O O a�N�m o D'A' 0Nmm �. I Rafter Sco/e: N07 TO SCALE =�1 °A°a Bay Bay Drawn by. GPL 1/18/17 d I Checked by: Frame Eave Strut I - Project Engineer: MVN 75 Bottom Flange — in in in Job Number: 15-B-63255 Girt Depth + 1/4" Girt Depth + 1/4" Anti-Roll Back-up Gip Sheet Number: R7 of 18 See Roof Framing By-Pas Flush By-PassGiit; Flush Gift Plan for Location The engineer whose seal Pullin @ of Rafter SC90 at 8" Purlins appears hereon is an employee SC92 at 10"Purlins for the manufacturer for the Rafter 1/4" --___ SC94 at 12"Purlins materials described herein. Said ----------- ----- -———y———— seal or certification is limited LE.ve Roof Line (2)}°®x 1r to the products designed and 1 1/4h 1/4' (4)1/2"X 1 1/4" A325 Eave Strut EaveStrut Stiffener ----____— � A325 Bolts manufactured by manufacturerPlate SC-18 O - Unless Noted on only.The undersigned engineer is Bolts without Washers Erection Drawings not the overall engineer of (8)}°0 A325 Bolt W/Nut record for this project. StrutEave Strut I Jeffrey M. Conrad, P.E. Bottom Flange _ O Washin ton P.E. 35755 JEave Strut Clip orSteel Line � Frame Rafter or column � ----�--``- 1 4" l 1/4" SecBs on"A"° 4 t 0 A325 Bolts r (Low Eave) ( ( ) 1" Bay Bay Varies Column or Rrafter Rafter End Bay � s Jan 24,2017 M 00755 rY ep� /op1AL Page Page 8"Endwall Girts and Non-Aligned Girls or Open Sidewall at Page '- u 8"Sidewall Zee Girls and 8"Endwall Zee Girls EF03500 8"Sidewall Girls and Non-Aligned Girls or Open Endwall EF03503 EF03509 Open Cee-Framed Opening Connections AC01121 x at Bypass Corner Column with Variable Frame Setback wm Rev at Bypass Corner Column with Variable Frame Setback Dam Rav Bypass Comer Column with Variable Frame Setback Dala Rev U YP Jan'16 01 YP Jan'16 01 Endwall Girt Attaches with Bolted Clip Jan'1s o1 Cold Form Open Cee-Vertical Lift Hardware N0 11 a"01 See AC00915 thru AC00923 Cal Sub Jamb DJ_ I and AC01124 thru AC01130 H— Zee/Cee Girt J "A. Clip CL150 Steel Line °' Alternate ills direction xw for Screw installation. Girt Girt Sub Jamb DJ Zee/Cee Girt J "A.`71 3 L Sidewall Comer Column Sidewall _ �� Sidewall Corner Column " m e r______ Comer Column I L— Header DH_ IO O III O 1 I O O I Sea AC01123 I IQ O Zee/Cee Girt ••Zee/Cee Girt Zee/Cee Girt B Clip SC58 Girt --- I See AC01123 xw Girt Cltp CL150 e I rn T at Girt 1 'u I and Header I II E E See AC01123 o 1 Q O O O e 1 Sleel Line '�' I. Finish Floor ——— 1 / Lo_ 1 CL152 at 8}"Jamb c L• —_---- —___ Endwall -------------------------- -------- 1 - ------ - Opening Width CL753 at 10'Jamb rn Three Sided Framed Ooenina CL754 at 12}-Jamb i at Sheeting Gip PC31 Fastener Y12A Endwall Endwall with Vertical Lift Hardware 12-14 x 1"Pancake **Girt within opening i SD W/O Washer Clip PC78 provided when Framed Opening (2)Per Sheeting Clip is to be paneled over. sub Jamb DJ_ o (TYP) Fa— __ ro Bolt. pt 8 a Clip CL150 Steel Line 0 0 \ 3 a Girt Zee/CeeGlrt Not (8)Faemner;ne w ZeeeGirt Shown Note: Height Clip CL150 zm u n Z m o Cee Girt Similar Zee Girt Shown V = Cee Girt Similar O J-b Bolts Q g z Q¢ o All Bolts To Be J"e Unless Noted All Bolts To Be)"O Unless Noted All Bolts To Be k"8 Unless Noted. Jamb or Sub Jamb DJ_ m o.p B: ® ❑ For Required Length Refer To Grip For Required Length Refer To Grip For Required Length Refer To Grip Section'A' a o �' �_ n r Table On Erection Drawings. Table On Erection Drawings. Table On Erection Drawings. W u• N Z O 9 � o v ow Welded Clips-Framed Opening Connections P�AC01221 Bolted Clips-Framed Opening Connections AC01320 Bolted Clips-Framed Opening Connections AC01321 Bolted Clips-Framed Opening Connections AC01322 v Cold Form and Hot Rolled Cee-Vertical Lift Hardware Nov Illa"01 Cold Form and Hot Rolled Cee-Three and Four Sided Openings Ma '14"U2 Cold Form and Hot Rolled-Vertical Lift Hardware Ma -14 02 Three and Four Sided Openings-Girt Header jun'15 03 Note; All Horizontal Members within clear Opening are Clipped and attached See AC00915 thru AC00923 c Sub Jamb Sub Jamb See AC00915 thru AC00923 to Jambs with 0 Fin Head Bolts. SC425 Clip See AC00915 thru AC00923 Sub Jamb Sub Jamb W and AC01215 thru AC01232 J" T at Header and AC01324 thru AC01332 and AC01324 thru AC01332 E z M JL_(Hot Rolled) JR_(Hot Rolled) JL_(Hot Rolled) JR_(Hot Rolled) to o Header DJ_(Cold Form) DJ_(Cold Form) See AC01324 i `oZ p N Q JLC_(Cold Form) JRC_(Cold Form) H_ (Hot Rolled) •A"a N ❑ ❑ Zee/Cee Girt A"a DH_(Cold Form) Zee/Cee Girt Zee Girt "A"a 3 m rn Sub Jamb Sub Jamb See ACO1323 2, Sub Jamb TCL7551 at Girt Sub Jamb U 5¢ y xw JL_(Hot Rolled) JR-(Hot Rolled) rn CL751 Clip (sae Chartr J O i JL_(Hot Rolled) JR_(Hot Rolled) 0 W JLC_(Cold Form) JRC_(Cold Form) Y DJ_(Cold Form) DJ_(Cold Form) - 7 at Girt ) ¢ Zee/Gee Girt •*Zee/Cee Girt Zee Cee Girt p i YP is w 4¢ to r- m Zee/Cee Girt "A"a CL751 Clip See AC01323 s Zee Cee Girt sAea a Sill E m J o, / SC4255 Clip o on Z Y ,c P o T t Sill H_ (Hot Rolled) See AC01323 J 3 TyP.at Girt _ SC425 Clip - oa �' DH_(Cold Fo o M w m0 0 t Header cm - TYP.at Header J U U N w m O i H_(Hot Rolled) _ oa r 1 E HC_(Cold Form) xe Jamb Jamb Header Scale: NOT TO SCALE JL_(Hot Rolled) JR- (Hot Rolled) t3 H_ Hot Rolled _ Jamb Jamb DH_(cold Farm o Drawn by. GPL 1/18/17 See AC01223 G DJ_(Cold Form) DJ_(Cold Form) ) See AC01323 i JL_ (Hot Rolled) JR_ (Hot Rolled) DJ_(Cold Form) DJ_(Cold Farm) Checked by. See AC01323 rn Zee Cee Girt ••Zee Cee Girt Zea/Cee Girt Zee/Cee Girt ••Zee/Cee Girt Zee Cee Girt Project Engineer- MVN / / J Fnish Floor L t J Finish Floor L � xw Three Sided F.O. Job Number: 15-B-63255 Sae AC01223 i CL751 Clip See AC01323 See ACO1323 Clip SC252 TyP.at Girt Four Sided F.O. Opening Width o, Typ.at Girt c Opening Width o, xw Jamb within Opening Jamb a Three Sided Framed Ooen'na i Jamb Jamb o Sheet Number: RS of 18 o JL_(Hot Rolled JR_(Hot Rolled Y JL_(Hot Rolled) JR_(Hot Rolled) ••Girt when opening's ) ) The engineer whose seal JLC_(Cold Forth) JRC_(Cold Forth) provided when Framed Opening SC425 Clip i3 DJ_(Cold Form) DJ_(Cold Form) appears hereon is an employee is to be paneled over. Typ.at Header/Sill See A000915 thru AC00923 Jamb for the manufacturer for the and AC01324 thru AC01332 J Finish Floor L JR_ Hot Rolled materials described herein. Said Finish Floor and ( ) H_(Hot RolledV Opening Width (2)k'P Bolts DJ_(Cold Form) seal or certification is limited See AC01323 a Field Drill N'O Holes in Girt at to the products designed and Opening Width Sae AC01223 L DH_(Cold Forth) Field Located Framed Openings manufactured by manufacturer WV Sided Framed Opening Fastener 12A JI (TYP) onl The undersigned engineer is Three Sided Framed Ooen'na See AC01323 th Vertical Lift Hardware - �'m Y• 9 9 with Vertical Litt Hardware o, 12-14%1"P.H. N x `v not the overall engineer of ••Girt within opening is DP3 AT 1'-0 O.C. Zee Girt record for this project. •*Giri within opening is Zee/Cee Girt **Zee/Cee Girt Zee Cee Girt xw provided when Framed Opening Sub Jamb (T�) J P J provided when Framed Opening 1f- is to be paneled over. ca c is to be paneled over. Sub Jamb Girt Header oil 3 CL751 Cli L751 Clip CL751 Cn o___oJeffrey M. Conrad, P.E. P See AC01323 Ey a See Chart PCold Form Shown, o L __-_-_ ( )*Lme Typ.at Glrt o Washin ton P.E. 35755 Hot Rolled Similar) k"s Bolts o,Ste s Sill Steel Llnell ld Drill&"0 Holes'n Girt at 5 O O51 CI'p See irt Chart2)k"e Bolts ld Located Framed Openings _ ( ) H_(Hot Rolled ield Drill A"Holes in Girt at Y ) o, Y Jamb xw ield Located Framed Openings t3 Jamb DH_(Cold Form) Jamb - Zee Cee Girt JR_(Hot Rolled) t Girt JL_(Hot Rolled) JR_(Hot Rolled) i / Form) Zee Girt rn in Girt DJ_(Cold Heigh DJ_(Cold Form) DJ_(Cold Form) _ Hei ht C-51 Clip z Zee/Cea Girt 9J Finish Floor L or Chartor Framing Member O O Jamb/Sub Jamb TB' GH'08 amb/Sub Jamb See AC01323 h ----i (Cold Form Shown,Cold Form Shown, Open ng Wdth thru AC01332 Hot Rolled Similar) Section"A" Optional Use as Sill Hot Rolled Similar) Four Sided Framed Dpenina Section"A" Jan 24,2017 M s C) � 6 O 7 ti oO z 2 9�GIgfEPEa !C NAL Bolted Clips-Framed Opening Connections °AC01323 Bolted Clips-Framed Opening Connections AC01324 Bolted Clips-Framed Opening Connections AC01325 Bolted Clips-Framed Opening Connections AC01327 Cold Form and Hot Rolled-Base,Girt,Header,and Sill to Jamb IMay'14 14112 Cold Form and Hot Rolled-Jamb/Sub Jamb to Zee Girt o Jul'11 A 00 Cold Form and Hot Rolled-Jamb/Sub Jamb to Cee Girt]Header/Sill JUI'11 00 Cold Form and Hot Rolled Cee-Jamb/Sub Jamb to Eave Strut 1,1,-42:12 "jul'11 p"00 Hole Location from face of Cee m SC425 Clip Cold Form DJ_use 11" i (2)}"O Bolts / Hot Rolled JL&JR_use 1}"+Web Thk (2)}"0 Fin ••Girt within opening is *Hole Location from face of Cee Head .It. Jamb/Sub Jamb Hot Rolled JL&JR_use 1}"+Web Thickness }" provided when Framed Opening *1}" Cold Form DJ_use 1}° CL750 Clip Jamb/Sub Jamb Low Side Eave Strut Hot Rolled Similar (Cold Form Show Is to be paneled over. p 2 0 Bolts O Cee Girt/Sill(Toed Down) . q " Bolts Jamb/Sub Jamb Cee Girt/Header(Toed Up) s1g"0 Holes in Eave Strut Header Opening Width (Cold Form Shown, ocated Framed Openings (Cold Formshown, Opening Height Jamb/Sub Jamb Hot Rolled Similar) Girt o Hot Rolled Simla) (Cold Form Shown, CL751 Clip Heigh ______________t Iw CL751 Clip Hot Rolled Similar) (2)}"0 Bolts CL751 Clip Girt within opening Girt Zee Girt (2)}"0 BoltsOpening Width (2)}°0 Bolts (2)}"0 Bolls Field Drll&"0 Hales i G'rt at (2)}"0 BoltsField Located Framed Openings PC64_Clip Jamb/Sub Jamb Q Header to Jamb (Cold Form Shown, Steel LineGirtT Hot Rolled Similar) amb/Sub Jamb Height 11 Cold Form Shown, ot Rolled Similar) 79- T-7Girt Height Jamb/Sub Jamb to Ce Girt/Sill(Toed Down) Opening Width ()}. Cee Girt/Header(Toed Up) Jamb/Sub Jamb to Law Side Eave Strut 2 0 Bolts (2)}70 Fin Field Drill "0 Holes in Girt at (2)}70 Bolts (2)1"0 Bolts Jamb/Sub Jamb 112 lingo 4}:12 Roof Slopes Head Bolts Feld Located Framed Openings . Field Drill&"0 Hales in Girt at -- (Cold F Shown, SC42 Jamb/Sub Jamb Field Located Framed Openings O O Hot Rolled Similar) Sill CL751 Clip (Cold Form Shown, CL751 Clip Jamb Sub Jamb Girt to Jamb Cee Girt (Cold Form Shown, Cold Form Shown, Hot Rolled Similar) ' (Toed Up or Down m Hot Rolled Similar) ( ` GirtCee Girt Hot Rolled Similar) Height or Double) Height r (Toed U or Down Q Jamb/Sub Jamb to Zee Girt 9 CL751 Clip 9 �� J or Double) O c (2)}°0 Bolts _ High Side Eave Strut Sill Height F------1 Jamb/Sub Jamb -I p 9 (Cold Form Shown, yl Field Located Framed Openings Field Drill 0 Holes in Eave Strut Field Drill 1}"0 Holes to Girt at xa (2)}"0 Bolts (2)}'0 Fin Hot Rolled Similar) " Head Bolts CL753 at 6" I Jomb/Sub Jamb to Cee Girt Jamb/Sub Jamb to Cee Girt w° at Field Located Framed Openings � CL755 L/R at 10" (2)}"O Bolts I I Jamb Sub Jamb (2)}"0 Bolts CL757 L/R at 12" cl Field Drill A"O Holes'n Girt at Y�--O� (Cold Farm Shown, Cold Form Jambs Field Located Framed Openings Hot Rolled Similar Jamb/Sub Jamb ------ 2 0 Bolts Sill to Jamb ml ) 9 (2)}°0 Bolt. O}" E Zee Girt Field Drill&°0 Holes in Girt at (Cold Form Shown, y At Cold Form Jamb Jamb/sub Jamb CL751 Clip m Field Located Framed Openings Hot Rolled Similar) 0 (2)}"O Fin Bolts at (Cold Form Shown, N CL751 Clip N -- PC85_Clip ` Three Sided Framed Opening. Hot Rolled S'm lag) Girt Girt Zee Girt Cee Girt/Header p I p Q CL750 Cli (2)}'O Bolts at 'I Height Height e Four Sided Framed Opening - (2)}"f Bolts Steel Line l f"0 Anchor Rods Tit Jamb/Sub Jamb �I Header 'Jamb/Sub Jamb _ M o L� _____ Field Drill&°0 Holes in Girt at Height O O Cee Girt/Sill wr o CL750 ClipSillCold Form Shawn, -� (Cold Form Shown, a Feld Located Framed Openings - Height _ Hot Rolled Similar W J M z o r Hat Rolled Similar) in I ) I ----- Jamb/sub Jamb m 22)}"0 Bolts O 4 2yi .iamb/S_ub Jamb to Zee Girt I (Cold Form Shown, Field Drill&"0 Holes in Girt at .iamb/S_ub Jemh to Htgh Side Eave Stmt ti ; ro O z¢3 4 tp }"Base Plate on JL&JR Hot Rolled Similar) h� Field Located Framed Openings 1412 thm 4}:12 Roof Slopes 2 p 0 Of ® ❑ Hot Rolled Jambs Jamb/Sub Jamb to Zee Girt ¢ 2 O r°'i O Jamb to F'n'sh Floor Jamb/Sub Jamb to Cee Girt/Header Jamb/Sub Jamb to Cee Girt/Sill l.� o so F ro a: U o o m�a Page Page lo'-ov Bolted Clips-Framed Opening Connections AC01333 Structural Canopy PF05102 GD06002 D06003 ` Cold Form and Hot Rolled Cee-Framing Between Jambs Mar'14a02 At Below Eave oats Rev Single Skin Wall Panel Outside Closure Requirements at Eave Dare Rav Single Skin Wall Panel Outside Closure Requirements at Rake U v Rev Apr'16 04 Nov'15 00 '15 00 O Eave Strut Eave Strut Rake A g1c Rake Angle w ,E Jamb/Sub Jamb RA1 an (Cold Fonn Shown, on Q m Hot Rolled Similar) Eave Trim Eave Trim 0 n ❑ ❑ RA1 Sheeting Angle (Profile Varies) (Profile Varies) 3 rn Field Cut and Attach with (2)Fastener/12A 12-14 x 1"P.H.DP3 w t Cold Form Jamb and Rake Trim (2)Fastener#16 12-24 x 1}"P.H.DP5 Flange Brace Rake Trim w 3 (Profile Varies) (Pr Varies) w Y $ at Hot Rolled Jamb (See Cross Section for Outside Foam Closure w m=4 1n Piece Mark and R fired Location (See Chart) Outside PBR w c7 a eq ) Outside Foam Closure Outside Metal Closure Metal Closure e4"Thru i'-1° (See Chart and Note p2) PBR Wall Panel HW429 or HW429A 3 Eave Strut Purl'm HW429 o N�m o Wall Panel Wall Panel (See Note�3) U 0 N m m O CL751 Clip with (See Chart) PBR Wall Panel (See Chart) Scale.* NOT 70 SCALE (2)}"O Fin Head Bolts Sy Detail at Foam Closure Detail at Oa6onal Metal Closure Drawn by. GPL 1/18/17 Far PBR Panel Only Checked b Jamb/Sob Jamb �' y r (cold Form Shown, a Project Engineer. MVN 07 O Hat Rolled similar) s ii Detail at Foam Closure Detal at 0 tional Metal Closure Notes: )e 9 P— 1.Outside Panel Closures are Required at all Sheeted Endwalls. O o 2 w (Low Eave Shown High Eave Similar) For PBR Panel Only 2.PBR Wall Panel Outside Foam Closures HW456 Required for Roof Slope 4:12 or Less and HW422 Job Number: 15-B-63255 RA1 Sheeting Angle iz (Low Eave Shown High Eave Similar) O o Field Cut and Attach with for Roof Slope Greater Than 4:12 Field Form/Notch HW422 to Panel Profile. O o (4)Fastener W113�-14 x 1J° 3.PBR Wall Panel Outside Metal Closure HW429 for Roof Slope 0:12 Thru 1}:12 and HW429A for Sheet Number: R9 of 18 J _ - Structural Canopy Connection Bolts Roof Slope Greater Than 3}:12 Thru 4}:12 L o� Rafter(Shape may Vary) (See Cross Section 4.Rake Slide Trim Required far All Standing Seam Roofs and at Screw Down Roof Runs Greater Than 100'-0" The engineer whose seal for Quantity and Size) appears hereon is an employee Wall Panel Foam Closure for the manufacturer for the 1'-1J Thru 1'-e PBR HW456 materials described herein. Said Canopy Projection Rake Angle Wall Panel Foam Closure seal or certification is limited AVP/PBA HW465 RA1 PBR HW456/HW422 to the products designed and Column PBU HW460 onln Thetured undersiyned manufacturer CL751 Clip with Below Eave Structural Canopy (Shape may Vary. p HW460 not the overall engineer of PYa. VataShadow HW465 AVP PBA HW465 y 9 9 (2)}"0 Fin Head Bolts Bypass Column Smile) NuWall HW424 record for this project. _ Jamb/Sub Jamb PBC VIstaShadow HW465 HW462 Rake Trim (Cold Form Shown, PBD HW463 (Profile Varies) NuWall HW424 Jeffrey M. Conrad, P.E. 0I �O Hot Rolled Simla) ShodowRtb HW412 Rake Slide Trim PBD HW463 Washington P.E. 35755 OI O Girt Designer Series HW4037 F215 Attached with}70 Bolt (Fluted Only) (See Note/4) ShadowRib HW412 —j————— RBR(Reverse HW455 Outside Foam Closure Shown Designer Series HW4037 Rolled PBR) Metal Closure Optional Fluted Onl RBU(Reverse HW459 Wall Panel RBR(Reverse HW455Rolled PBR Rolled PBU) (See Chart RBU(Reveres HW459 Greater Than 1'-6" 7.2 HW461 Detail at Rake Side Trim Rolled PBU) 7.2 HW461 Jan 24,2017 M.CO s /V 9FG/STEP�� AVP/PBA/Vistashadow Wall Panel PePA02103X AVP/PBA Wall Panel PugPA03001 AVP/PBA Wall Panel 9"PA05002 AVP/PBA Wall Panel "Po°PA05004 Base Channel Without Panel Recess Da`e Re" Outside Corner Trim-Less Than or Equal to 4"Insulation Da`e Panel Side Lap Mar'14"02 Fastener Location Apr'16 01 May'16 07 Mar'14"04 m Membe 12° crews Building Side Note 1 ,^ c AVP/PBA and 12 Sheeting Panel Direction •U Base Channel m Extended Leg / Fastener(l12A 12-14 x 1'Pancake SD W/O Washer (3)Per Base Trim --/7, Refer to PA05004 ,_ - Fastener g17A For Screw Type&Spacing Fastener y17A v 12-14 x 1}"SD W/Washer Sheeting Direction AVP/PBA/Vistashadow 12-14 x jr SD W/Waeher Iul at Each Girt Wall Panel r-D D.C. Fastener p4A CORRECT Concrete Fastener & J"-14 x b"SD W/Washer f rO Minimum at V-8"O.C.Max. 4'-6 Sim O.C.Maximum Between Each Girt hgWp No by Metal Building Mfr.) 5trd6 Starter Trim Building Side {5 ildr w Optional Foam Closure F620 Fastener#17A f o HW464 12-14 x 1 j"SD W/Washer Ede pP9� tO = at Each Girt Rdk6 e _ •: Steel Lin m R � Rib Refer to PA05004 F408 J 8" AVP/PBA For Screw Type&Spacing Base Trim Corner Trim (Standard) panel Extended Leg E Base m Fastener 17A i; Trim F830 or F862 - Starter Trim # a Sheeting Direction 12-14 x 1�'SD W/Washer F406 F620 V-0 o.c. 3 o o WRONG Note l Fn �' n .. _ Fastener /14A Vj w � m JF El�-14 x r SD W/Washer 6 P: * w rn1'-B o.c. za a Rd56 N < 2 oo M O J o ® GO W U N O _ Page Page c AVP/PBA Wall Panel-Four Sided Framed Opening PA06022X AVP 1 PBA Wall Panel-Four Sided Framed Opening _A06023X AVP/PBA Wall Panel-Four Sided Framed Opening PA06026X AVP 1 PBA Wall Panel-Four Sided Framed Opening ""PA06027X Dale Trim Installation With Field Notch Panel at Head Sep'16 R05 Field Notch Panel at Head Trim Se '14x04 Sill Trim Installation Sep'Date R04 Se '14"02 Jamb Trim Field Cut Details _ Nste: Trim Installation can be done by Feld Notch Panel as shown on PA06022&PAO6023 q• Nate; Trim Installation can be done by Field Notch Panel as shown PA-022&PA06023 4g with Field Notch and Bend Tabs at Head Trim as shown on PA06024&PAO6025. !Note;_Field measure Opening width+6'(+2'Lap when read) b .c 4B.with Field Notch and Bend Tabs at Head Trim as shown on PA06024&PAO6025. Opening Width and cut Sill E Opening Width+V(+2"Lap when req'd) Opening Width+6'(+2"Lap when req'd) Trim to required length. "Opening Width+3' 0 u2 0 3" Opening Width 3' 13. '0*Opening Width ik" ^� 1�" N t` *Field Cut Remainder co ❑ ❑ See PA06023 and Remove 3 rn SIR Trim F848 &PA06027 Head Trim F481 1}" w Top View m I Jamb Trim SP-4 Alternate Jamb Trim SP-4 -i W�' 1 1 I i I 2"Lap withw Q Q HW54- 4J" y w m=4 y Head Trim F481 Front View I Caulking E N w a See bend degrees -p ------- --- ?Y 3 2'Lap with(2)Fasteners End View up t 90 d " " I k" 3d k b"x J" P under Sill Trim Field Cut and Remove N m m O PA06030 Note. and HW54 Caulking t Fleld cut and remove [, o For Optional Channel Do not cut or remove Scale: NOT TO SCALE v Fastener W14A b"x r Pop Rivet Closure Trim see face of SIII Trim.See a at P-8"O.C.at Cold Form PA06028 Opening Width 3" OpeningWidth 3" Field notch Panel - Corner Detail. ,n ,a i I z Drawn by. GPL 1/18/17 OR at Head Trim Checked b c Fastener#16 Sill Trim Not*, Jamb&Head Tr'm are C I I a y i 12-24 x 1k"Pancake SD DP5 F142 to be ins al BEFORE blanket 3 W/O Washer at 1' 8"O.C. insulation is applied to walls Project Engineer: MVN at Hot Rolled y - - Out and remove Job Number: 15-B-63255 Nate;.Panel position's shown with Panel Rib v remainder of front fold ± "Bead of HW54_Tube Caulking starting 6"from Steel Line and Opening on c from Header to Sill(see aect'on) ® • Caulk with HW54_at 1'-0"module.Location of Panel Rib may ,vory ° Sheet Number- R10 of 18 + 0 2'Lap with this edge after installation depending on the Opening Width and location. s (2)Fasteners#14 (2)Fasteners 14 -r° Feld measure before cutting Panel and Trim. o b'x 4-Pop Rivet The engineer whose seal a Jamb Trim SP-4 Jamb Trim SP-4 b x 11"Pop Rivet Head Trim F481 J ® t " Corner Detail s at lap appears hereon is an employee J/ Side View at Head Trim for the manufacturer for the Ca Ik with eW54 �+, _ materials described herein. Said m at Head,Sill& _ t th d Fleld cut Pa Ja be rim heno III 9 ° requi d.Fleld teh See PA06027 after t II t I { n 2'Lap when required. seal Or certification Is limited for Jamb Trim it Jamb Trim SP-4 I I to the products deli `, Seev as read. -- - field cut details + �' P designed and oa PA06029 See III 1 c Field cut notch PA06030 (2)Fastener/14 oa Field cut 2"tab and k" o as required. manufactured by manufacturer Fastener g4A d'x J"Pop Rivet bend up 90 degrees II o only.The undersigned engineer is (:"-14 x a"SD W/Washer a at Tabs Jamb Trim SP-4 III under sill Trim m not the overall engineer Of at 1'-0"O.C.at Panel II Sea PA08026 II (2)Fastener#14 x° tabdandt bend - record for this project. SIII Trim F142 &PA06027 b"x{�"Pop a, up 90 degrees o 2" Jeffre M. Conrad, P.E. Rivet at Tab II to fit under o ° o Sill Trim Field cut 2"tab and Washin ton P.E. 35755 bend up 90 degrees (2)Fastener#14 Fastener 14A a"x Po Sill Trim fl42 a to fit der Sill Trim p Field cut Panel a"z "Pop Rivet Rivet at 20 O.C.at Cold Form Opening Width 1k" at Corners OR o �I Fastener�16 w Field Cut Opening Width+.3" Field Remove 12-24 x i}"Pancake SD DP5 and Remove W/O Waaher at V-8 O.C. (2)Fastener/14 Side Vlew at Sill Trim Opening Width+6"(+2"Lap when req'd) at Hot Rolled Note: Panel poalti.n is shown with Panel Rib d"x{�'Pop Rivet starting 6"from Steel Line and Opening on at Corners — Jamb Trim SP-4 Naie:.All trim is to fie Nst�Field measure 0 Width MAR trim is to be 1' 0 module.Location of Panel Rib may vary Opening Width 1k Not,, Field measure Opening Height Front view Opening Right Jamb Trim as shown installed BEFORE blanket and Height before making field cuts tnatailed BEFORE blanket depending on the Open ng Width and location. before making field cute and adjust insulation is applied to walla. and adjuat cut dimensions accordingly. insulation is applied to walls Feld m re before cutting Panel and Trim. Opening Width+3" Opening Width cut dimensions accordingly 8o that Left Jamb Trim opposite hand Jamb Trim fits to Head and SIII Trim. Jan 24,2017 S N 5765 Q !sTEPE ONAL AVID I PBA Wall Panel-Three Sided Framed Opening PA07022X AVP 1 PBA Wall Panel-Three Sided Framed 0 enin PA07023X PA06029 Peg' P 9 p 9 AVP I PBA Wall Panel-Four Sided Framed Opening AVP/PBA Wall Panel-Four Sided Framed Opening PA06030X Trim Installation with Field Notch Panel at Head Trim Se '14 p64 Field Notch Panel at Head Trim Se '14 04 Jamb Trim Installation Ma '14 a"03 Head and Sill Trim Installation Dare Rev Se 16 03 Hale: Trim Installation can be done by Field Notch Panel as shown n PA07022&PA07023 Nate: Trim Installation can be done by Field Notch Panel as shown on P107022&PA07023 gR with Flald Notch and Bend Tabs at Head Trim as shown on PA07024&PA07025. Qg with Field Notch and Bend Tabs at Head Trim as shown on PA070.4&PA07025. m AVP/PBA Wall Panel Opening Width+6"(+2"Lap when req d) Opening Width+6 (+2"Lap when req'd) Fastener#17A 3" Opening Width 3` SO W/Washer at 1 01 0.0.1.1, See PA07023 Head Trim F481 Cold Form *IF,,tne14A "x "Po Rivet at &PA07027 I Jamb Fastener N07D.C.at Cold FormFastener f4A}"x I"Pop Rivet (Cold Form shown 12_24 x 1}" ORat 20 O.C.at Cold Form Hot Rolled similar) SD DP5 W/Wsher at P-o"O.C. Fastener gibOR at Hot Rolled 24 z 1}"PancakeHead Trim F481 --#i---2"Lap with(2)Faatenen ems- Fastener�18 DPS W/0 Washerp14}"x J"Po Rivet 12-24 x 1}"Pancake SO DPS "Optional`Channel Closure Trim 8"O.C.at Hot Rolled 4P Sae PA08028 for details.Seeand HW54_Caulking W/0 Washer at V-8 O.C.PA07030 at Hot RolleddDouble Sided Tape }"For"0 tlonal" Channel°' P Opening Width 3" enin Width 3" (Not by Bldg Mfg) Head Trim F4 ` Channel Closure Trim Field notch Panel Closure Trlm (Cold Form shown Fastener 14A}"x}"Pop Rivet see PA07028 at Head Trim Blanket Inaulatlon }"Bead of HW54_Tube Caulking See PA06028 Hot Rolled similar) at 20 O.C.at Cold Form (Header to Sill) Are « for details Fastener a OR f— ' + y i/ x iv « 12-24 x 1}"Pancake SD DP5 rn W/0 Washer at i'-8 O.C. v � -__ ,n a at Hot Rolled �tIT s i s x 3 a�, J + 5 }"Bead of HW54_Tube Caulking L 2"Lap with(2) xMd 'r'' �I ,,gg "9t` P AVP PBA Wall Panel P from Header to Floor see as king hY'. .,;wA,%",,,; / Field Cut Wall Panel $ O tlonal Channel R ( ) Fasteners�14 L " ,t �� •,r, Closure Trim Pop Rivet Head Trim F481 a See PA Stll p o, Jamb Trim SP-4 Jamb Trim SP-4 TYP at Head& .3' i;;.• Caulk with HW54 Sill Trim F142 Cold Form shown at these edges rx Nafa;Terminate Blanket Insulation for details ( p Jamb Trim when ? •, j•� at capillary Iip of Jamb Trim Hot Rolled similar) required.Field notch See PA07027 III after installation :. Opening Width q for Jamb Trim °' k7' y, • c $ as required. field cut detail o III r 8 Field flatten Trim leg when required- S77, PA07029 III r 7 ( ) Fasts k4A Jamb Trim F482 shown Jamb Trim SP-4 or Alternate Jamb Trim F484 ' , J }"-14 x j"SD W/Washer Finish Floor Line I I .w .'i at V-0"O.C.at Panel Fastener#17A FF 12-14 x 1" SD W/Washer at c o 1'-0 O.C.at Cold Form Fastener g14A}'z d"Pop Rivet at p Fastener 14A}"x j"Pop OR 1'-e"O.C.at Cold Form tr�� Field cut Panel Rivet at 20 O.C.at Cold Form Fastener 067 Fastener 18 �iGG O1 c OR 12-at .1}"SD DP5 of RollerN W 4 'c� '0 cZ Opening Width Fastener�118 .��JJ at 1'-o"O.C.at Hot Rolled 12-24 z 1}"Pancake Fi 12-24 x 1}"Pancake SO DPS Alternate Jamb SO DP5 W/O Washer r/1 is o r7 W/O Weather at V-8 O.C. Trim F484 Profile at 1'-8"O.C.at Hot Rolled o w N y at Hot Rolled y to Z to o Natal Penal position Is shown with Panel Rib Note: Panel position to shown with Panel Rib AVP/PBA Wall Panel starting 6"from Steel Line and Opening on starting6"from Steel Line and Opening on x � do P 9 Naia All trim is to be > O Nate All trim le to be Nate Field measure Opening Width Notes All trim is to be 1'-0 module.Location of Panel Rib may wry m a¢3 p Installed BEFORE blanket and Height before making field cute Installed BEFORE to be d endin on the 0 enin Width and location Nate All trim le to be 1'-0 module.Location of Panel Rib may vary Installed BEFORE blanket eP 9 Opening Installed BEFORE blanket depending on the Opening Width and location. Inaulatlon Is applied to walla F O ® ❑ Insulation le applied to walla. and adjust cut dimenslone accordingly. Insuiation lea lied to walla Field measure before cutting Panel and Trim. a Y p 0:Z PP 9 Insulation le applied to walls Field measure before cutting Panel and Trim. ] 2 OOf O � YaZ O O U J m p°'a AVID I PBA Wall Panel-Three Sided Framed Opening PA07027X AVP I PBA Wall Panel-Three Sided Framed Opening PA07028 AVP 1 PBA Wall Panel-Three Sided Framed Opening PA07029X AVID 1 PBA Wall Panel-Three Sided Framed Opening PA07030 Ch a1 2 Jamb Trim Field Cut Details Se '14'"02 "Optional"Channel Closure Trim Mar'15a04 Jamb Trim Installation Ma '14p03 Head Trim Installation "Mar'14""62 ry 4 f l Opening Width+7"(+2"Lap when regd) E a 3}" Opening Width 3}" noN �2 ii AVP/PBA Wall Panel I }" W w on Fastener#17ALL Ly 5¢ rn Jamb 12-14 z 1}"SD W/Waeher D W 3 Alternate Jamb Trim SP-4 Channel Closure Trim at 1'-0 O.C. Y 70o View .. See a Fastener 14A}"x I}"Pop Rivet (Cold Form shown at Cold Form ••w¢¢o: u) e Hot Rolled similar Fastener 4A}"z�"Pop m=¢ 4" - PAO7030 at 20 O.C.at Cold Form ) OR U w } OR Fastener#67 Rlvat at 20 O.C.at Cold Form F N w 2 Y c Fastener#18 12-24 z 1}"SD DPS W/Waaher OR gyp• & "Optional"Channel Closure Trim Fastener#16 rn 2 N m p 12-24 x 1}"Pancake SD DP5 P at 1'-0 O.C. O M w O Fastener//14A}"x a"Pop Rivet See PA07028 for details. 12-24 z 1}"Pancake SD DP5 U U N m m Field Cut and Remove W/O Washer at V-8 O.C. at Hot Rolled y at 1'-8"O.C.at Cold Form W/0 Washer 9 at Hot Rolled Scale: NOT TO SCALE OR at 1'-8 O.C.of Hat Rolled Fastener/j18 Double Sided Tape }" R I ? + �' 12-24 z 1}"Pancake SO DP5 _ (Not by Bldg Mfg) Drown d GPL 1�18�17 s W/0 Waehar at 1'-8 O.C. Blanket Insulation }"Bead of HW54_Tube Caulking Checked by, n a at Hot Rolled (Header to Floor) "Optionol"Channel Header 2"Lap typ at Head Trim F481 Closure Trim (Cold Form shown Project Engineer: MVN + a Channel Closure Trim Head&Jamb when /�i i See PA07028 Hot Rolled similar) 'k cut and remove $ requlred.Field cut i ;w for details Job Number: 15-B-63255 Channel Closure Trim to length if req'd i « $ remainder of front fold - and notch. i Sri _ �� " Sheet Number: R11 of 18 (2)Faetenera g14 m Seev -_J Sides Vlew at Head Trim }"x 41'Pop Rivet g PA07029 AVP/PBA Wall Panel Field Cut Wall Panel x appearThe s hereon is an seal employee at IaP c o' 16 Hale;Terminate Blanket Insulation for the manufacturer for the materials described herein. Said ± s, -_ -_ Finish Floor Line at capillary III,of Jamb Trim Opening Width $ seal or certification is limited 1n x 2"Lap when required. t0 the products designed and + f Field cut and notch manufactured by manufacturer 1� P � as required. 1"Field bend tab down 90 degrees Finish Floor Line only-The undersigned engineer is —I $ 2}"Field out and remove O,ti,n,l Jamb Trim SP-4(shown) not the overall engineer of xe Channel Closure Trim Piece Mark Channel F981 -8"Member F2993 -10}"Member record for this project. Closure Trlm F2994 -8}"Member F169 -12"Member $ 3J F982 -10"Member F2995 -12"Member Jeffrey M. Conrad, P.E. Washin ton P.E. 35755 Finish Floor Line �3}"Field cut and remove Nate,All trim Is to be Installed BEFORE blanket Insulation le applied to walls. Channel Closure Trim at Jambe Side View at Sill Trim Nate Field measure Opening Width and Height before making field Bute Jamb Trim F482 and and adjust cut dimensions accordingly Nate:.Panel position is shown with Panel Rib starting 6"from Steel Line and Opening on Nala Field measure Opening He ht Alternate J mb Trim F484 Naia All trim la to be P 9 9 Nate All trim is to be V-0 module.Location of Panel Rib may vary Installed BEFORE blanket before making fleld cuts and adjust Front View Note: The interior leg of the Channel Closure Installed BEFORE blanket depending on the Opening Width and location. Insulation le applied to wall. cut dimensions accordingly. Right Jamb Trim as shown End Cut Detail Trim Is to be oriented(ti/8")to match the Inaulatlon is applied to walla Field measure before cutting Panel and Trim. Left Jamb Trim opposite hand interior leg of the Header or Jamb. Jan 24,2017 M co 357 z FGISTEP� /ONA, ag Page age e9e Fastener Spacing Endlap and Sidelap Detail 7.2-H-ELP-01 Base Without Notch 72-H-BA-02X Framed Opening Head Reverse RollHorizontal Reverse Roll 7.2 Wall Panel ReHorizontal Reverse Roll 7.2 Wall Panel °ate Rev Horizontal Reverse Roll 7.2 Wall Panel ° R°v Horizontal 7.2 Wall Panel��112-1-1-FS-01 a '15 01 May 01 May'15 01 Mey'15 01 m Fastener(!17A Fastener}4A 12-14 x Ir SO W/Washer -14 x P SO W/Waeher at 1'-8"O.C.Between I 0/0 Dimension Support. (See Plan) Metd Stud Framing - I 16 ga.min. I I Fastener/14A SD W/Wo.her at 1'-8"O.C.Between I I '4 Supports I I Fastener a17A Metal Stud Framing o 12-14 x 1r SO W/Washer I 16 ga.min. O HOHmntal Reverse Rolled I I Horizontal Reverse Rolled 7.2 wall Panel 7.2 WWI Panel Fastener p14A Fastener.y/12A I b"0 z-Pop Rivet 55 12-14 x 1"Pancake at 5'-0°O.C. Fastener/17A I SD W/0 Washer I I Base Channel 12-14 z Ir FSDtw/Wosher 12-14 x#1 SD W/Woehar at 5'-0"O.C. 18 go.min. Horizontal Reverse Rolled 7.2 Panel Side Lop Tape Sealer HWx50 I (5)per Panel Framing Finished Floor d A Fastener#14A Note: Bass Trim FL-530 at x 8"Pop Rivet MBCI recommends that a reveres roiled 7.2 at 1'-8"O.C.When Cap o panel be used in horizontal appllcationa so Metal Stud Framing a a Trim Is Used that the lap faslenara can be Installed in 16 go min the low ribs. Head Trim F481 Cold form Header o " Optional Cap Trim .� FL-37(8°Header 'e Only) Note: MBCI recommends that a reverse rolled 7.2 Tape Sealer�"z panel be used in horizontal applications ao c HW-507 Nat the lap fastenere can be Installed in a the low ribs. R O Horizontal Rewroe Rolled Fastener s17A Horizontal Reverse Rolled 7.2 Panel Fastener Spacing 7.2 Wall Panel 12-14 x 1r s5 W/Washer [� o At Panel Ends And Intermediate SupRorts 8 Note: MBCI recommend'that a revs-_relied 7.2 8°Lap V' = rn 00 U panel be used in horizontal application+so O ¢ mat the lop fasteners can be Inatalled in Horizontal Reverse Rolled 7.2 Panel End Lao_ 3 m z¢z ° the law ribs' a O 0 z ® ❑ 0 V))fO OZ a: Pegg P°ge Pas' 0 9 •O¢a^Oj Framed Opening Head °PA07029X Framed Opening Sill-Horizontal Reverse Roll 7.2 Wall Panel 7.2-H-SL-01x Outside Corner-Horizontal Reverse Roll 7.2 Wall Panel 7.2-H-OSC-01 80.10.70 �, a co ¢ 7.2 Wall Reverse Roll Panel Standard Condition w/Panel Below DB18 Rev 7.2 Abutting 7.2 Wall Panel oe% aev PBD Panel Profile Ma Standard Ma '15 01 Ma '1s 01 Jun'13 00 v x a $a N �V a O � 4 x 4 Outside Angle T-6023 0 in in a a2 S Fastener#17A N ❑ ❑ Jamb 12-14 z 1("SD W/lyaehar Fastener N14A w rn Fastener 14A j"x]"Pop Rivet (Cold Form shown Horizontal R2 Wall Paned iY z�'Pop Rivet at 20' O.C.at Cold Form Hot Rolled similar) SS at 5'-0 Fastener/'I6 C.Cloaura F721 2'-9 3/B" aLi J m=¢ a 12-24 z 1�"Pancake SO CPS °Optional°Channel Closure Trim W/o Washer at 1'-8 O.C. Q See PA07 8 for details. Z Y .c at Hot Rolled m F�3 m Window Sill Trim F142 � 3 Double Sided Tape 3" f d a F®lzn Pop Rivet Ss 2'-8"Coverage 1 3 8" U U N m m O (Nat by Bldg Mfg) Fastener/14-�� M B 6 r C +"f z 1}"Pp Rivet SSo S x at 1'-0 O.C. YY Scale: NOT TO SCALE Blanket Insulation "Bead of HW54-Tube Caulking at 1'-0"O.C. o rh Tape Sealer r x d}" 1 (Header to floor) a HW-507 Top and Bottom Drawn by. GPL 1/18/17 !, of Cloeuro 9 i6" 9 i6° Checked by Fastener s SO Inside Closure HW-481 1° Color Side Project Engineer.- MVN 12-14 x 1"Pancake SD W/O Washer at 2'-0"O.C. Open Hem Horizontal Reverse Rolled Job Number., 15-B-63255 Reverse Roll 7.2 Wall Panel `Field Cut Wall Panel 7.2 Wail Panel Metal Stud Framing (Field cut as Required) 16 go.min. 2 11 16" Sheet Number: R12 of 18 Framing The engineer whose seal appears hereon is an employee Opening Width Foatener#17A 1' for the manufacturer for the 12-14 x 11"SO W/Washer materials described herein. Said Field flatten Trim leg when required 0/0 Dimension Sheeting Direction seal or certification is limited Jamb Trim SP-4(shown) (see Plan) manufacturedto the products designed bymanufacturer only.The undersigned engineer is Note: Note: not the overall engineer of MBCI recommends that a reverse rolled 7.2 MBCI recommends that a reverse rolled 7.2 record for this project. panel be used in horizontal applications so panel be used In horizontal appllWNona so P J that the lap fasteners can be installed in that the Ip fasteners can be Installed in the low ribs. the low rib'. Jeffrey M. Conrad, P.E. Washin ton P,E. 35755 Nate: Panel position Is shown with Panel Rib starting 6"from Steel Line and Opening on ote: All trim Is to be 1'-0[d module.Location of Panel Rib may vary Inatalled BEFORE blanket depending on the Opening Width and location. insulation is applied to walls Field measure before cutting Panel and Trim. Jan 24,2017 M OON m Z gEQdaTEPE�� /ONAIE a Pe PBD-OSC-01 7.2 Panel^Signature Northern Standard Gutter ""PR02005 Parapet High Eave With Wall Panel .2 P-HEVP-ot 7.2 Panel-Northern Standard and Northern Large PMPR05012X cyi age PBD Wall Panel-Outside Comer oew Raw Partial) or Full Open Wall 7.2 Roof Panel Dere Raw Signature Rake Trim-Open Wall-Rake Extension Trim Data Rev June'1a 00 Y Y P Ma '16 04 May'1s 01 g P r4ov'1s 00 m Fastener/4 Rake Extension Trim }-14 x r LL SD WWylasher F268 1-0 O.C. Fastener g4 0/0 Dimension Tape Sealer 1"x J" " }-14 x}"LL SO W/Washer (See Plan) HW506 1'-0 O.C. i Sheeting Angle Tape Sealer 1"x " RA1 HW506 Feld out If Re aired P8D Wall Panel Wall Pepsi _ 7.2 Roof Pmel .g AW Or Reveree Roll 7,2 Fastener/17A 1-14 x b"LL SO w�Waeher 12-14 x 11"SO W�W'oaher 1-0 O.C. Fastener{f17A 2-0 OA. O W,II Clrt f—Fastener r17A See Sheeting Fastener#3 12-14 x 1}°SD W/Wa-or Fastener Pop Rake Trim 12-14 x 1}°SD W/Washer Layout 12-14 x 1}"LL SO W/Washer 5 r Penal }'0 x a"Pop Rivet SS ()pe Standard F234(Shown) (Sae Fastener Spacing Detail) Fastener at 5"-7"-5"O.C. Inside Closure HW-461 at 5'-0"O.C. Large F996 1-14 x b"LL SO W/Waaner 1} Inside Panel Closure HW455 Parapet High Eave Trim Zee Girt Both Sides of Major Rlb with Continuous Tape Sealer Fastener/17A FL-875 HW506 top and bottom See Detail Below 12-14 x 1}'SO W/Washer Sheeting Angle As Req'd. Gutter Supporq Fastener/4 At Each Roof Member I F312<m 1:12 }-14 x b"LL SD WHigh Rib F550>1:12 12 at Every Other Major Rib at Each High Rib ---' ------------'-- Tape Sealer 1"x .o d HW-506 Top and Bottom Botom 0 1 Fastener 7.2 Roof Panel Outside Closure HW-461 t) M astener 14A .e.o }-14 x(,• a"0 x S acer Trim o P O LL SD W/Wa,her 5'-0"O.C. F2901-8•Member astener#17A ... F2914-10"Member Fastener 12-14 x 1}"SO W/Washer F2927-12"Member o POD Wall Pan,- 4 x 4 Outside Comer Tape Sealant}"x�j° 'at 2'-0 O.C. Field Cut As Racial.) HW-507 Standard Gutter Z ( e9•) Trim[T-6024] t ] F394 y Fastener p4A Fastener#14 Fastener M3 � }-14 x J"SO W/Washer 1�•0 x{b• 12-14 x 1}'LL SO W/Washer 0 0 Dknension At V-8 O.C. 3-0 O.C. 7.2 Soffit Pane (5)par Panel (See Plan) Eave Trim Zee PurIM Rake Trim Rake Trim F2955 Spacer Trim astener#17A Fastener}14A Rake F219 g o F2901 -8"Member(Shown) 12-14 x 1}"SO W/Waahar }-14 x}" ° o as F2914-10•Member 1'-0 O.C. aD W Oa O.C. Fastener/4A F2927-12"Member t}" Steel Llne14 x r SD W/Washer 1'-0 O.C. V J M Z aq N c y S an Standard Alternate a: m z¢3 Farroof rune For roof no a 100'm less greater than 100' 2 �a O CQ W V)ea ez DoubleLok 1 UltraDek -Fixed Eave "GDL01001 DoubleLok 1 UltraDek "6DL01003 DoubleLok 1 UltraDek GDL01010 Page DoubleLok I UNaDek GDL01011 Rake Support at Building Rake-Start 1 Finish Se '15 a 01 Fixed Eave Plate Dec'12"60 Fastener Spacing at Trim to Outside Metal Closure aMar'14 x°01 outside closure a° Raw ^ Ma '14 00 Rake Support An le Field Block out bottom leg 1}^ 4�" 4}•• 1}" N o P PP 9 Butt against Raka of Raka Su art An le 4' ,c q. HW7710(Low Cllp) Standard Start/Flnlsh Details shown, Support Angle PP g } •E �.` HW7720(High Clip) for Alternate Finish Off Module Details Fastener�5 HW7864(HI-Thermal) see GDLO1002.For requirements see }-14 x 1}" 0 m m y2 HW7722(Utility Clip) Erection Drawing,. Fastener#1 24"O.C. N [Ell ❑}-14 x I" (centered in Blot Rake An Ie Roof Me or 12"O.C. Rake Support Outside Metal Closure Fastener#4 3 m 9 pport Angle 12"Wide Panel w RAi HW442 at 12"Panel }-14 z i" S HW7710(Low Clip) U ¢ y ^p With Trl-Bead Tape Sealant LL SD W/Waeher 0_3 HW7664(High Clip)arm HW504 Top and Bottom D �uu 0 P (3)per 1'-0 Panel Steel Line Rake Support Angle HW7884(HI-Thermal) Tri-Bead Tape Sealant HW504 �<m O Rake Angl° HW7710(Low Clip) 1k" 5" 5" 5" ik" (must follow panel configuration) w m=< y Rake Su art An le RA1 Section"A"A" ^P. HW7720(High Clip) IE y w Z Y Pp g HW7884(HI-Thermal) A„ Outside Metal Closure � ; HW7722(Utility Clip) HW7722(Utility Clip) \ Rake Angle Tri-Bead Tape HW430 24"panel(shown) y 0 n w m0 0 RA1 Sealant HW504 HW432 18"panel Ci U N m m O Eave Strut m t of closure Rake Angle ( W ) HW442 12"panel Scale., N07 70 SCALE RAi Outside Metal Closure Fastener p4 18"Wide Panel Install Fixed Eave Plate flush with outside face of high rlb HW432 at 18"Panel 1-14 z a" Drawn by. GPL 1118117 fp 9 With Tri0Bead Tape Sealant LL SD W/Washer Strut of wall panels.The first Eave Plate will butt against E the HW504 Tap and Bottom (4)per 1'-8 Panel Checked by. vertical leg of the Rake Support Angle.All of the Eave Plates may be installed at this time.Be sure to butt each Project Engineer: MVN 1}" 7" 7" 7" 1}" Tri-Bead Tape Tri-Bead Ta Eave Plate end to end without leaving a gap between the Tape Sealant HW504 fOVg Fastener Strut Metal Closure)plates. Sealant (under (between panel and closure) Job Number: 15-B-63255 }"-14 x 1}7" Outside Metal Detail at High Eave Rake Support Angle 24"o.c• Single Sloe Building HW7710(Low Clip) Sheet Number: R13 of 18 9 P 9 Tube Sealant de Me (centered In slot) Hold Rake Support An le HW7720(High Clip) PP 9 Between Outside Metal Detail ELow Eave flush with Eave Plate HW7884(HI-Thermal) Out,lde Metal Closure Fastener a14 The engineer whose seal Fastener 12A 24"Wide Panel closure robe withoutwithout Eava PlatePlate 9 HW430 at 24"Penal }-14 x(," Male Leg appears hereon is an employee 12 x 1"P,H.DP3 With Trl-Bead Ta a Sealant LL SO W Woaher p / Fastener E for the manufacturer for the eachrequired at HW504 Top and Bottom (4)par 2'-0 Panel material described herein. Said each Roof Member U.S z 1}" Fastener�1 LL sD W aahar seal or certification is limited Rake Support Angie Rake Angle „P }-14 x 1• astener/5 Trim Flashing to the products designed and HW7710(Low Cllp) R/d 12"O.C. }-14 x 1}' (Expansion Ridge,High Side Eave, manufactured by manufacturer HW7720(High Clip) 24'O.C. Parapet and others) only.The undersigned engineer is HW7664(HI-Thermal) g (centered in Rake Angle TubFill eyealant around not the OVerall engineer of tO WP Eave Plata slot) RA1 record for this project. A panel seam on up,-ape Stop Rake SupportAngelAs ide of outside dosum. Pudtn back 2}"minimum on Outside Metal Closure Faetenar�1E Jeffrey M. Conrad, P.E. each side of Rid e el lock out bo am < HW442 at 12"Panel 1-14 x Jr Washin ton P.E. 35755 y t g HW432 at 18"Panel LL SD W/Waaher leg of Rake Support Detail at Building Ridge s° i = a HW430 at 24"Panel (9)24"panel Angle back 4r and �-" ,� _ Eave Strut With Trl-Bead Tape Sealant (8)18"panel hold flush with end of -4 HW504 Top and Bottom (7)12"panel Eave PlateFastener 12A Eave Strut (See GDL01003) t o' 12 z i°F H.DP3 ="tJ (1)required at each Back-UP Plate Roof Member Roof Member HW7760 24"panel(shown) 1}' HW7769 18"panel (Zee shown) HW7761 12"panel Detail at Low Eave Eave Plate Shape May Vary with Eave Plate Section"A" Jan 24,2017 M Co fQISTEP� DoubleLok/UltraDek R�eGDL01012 DoubleLok l UltraDek GDL02040 DoubleLok l UltraDek PGDL06004 UltraDek or DoubleLok "'GDLo5040 Sealant at End Lap DMay'14 Roo Tape Sealer at Low Eave Feb'15 01 Roof Termination at Rake oJan'14 w"01 Sheeting Layout oAug'14 R oo Note: All Back-Up Plates an first panel Tri-Bead Tape Sealer m� Cut and remove run will require field modification to avoid fouling rake support. M�OLeg,,dtr cLontlyo over Closure Ats-IrWde" d Tape Sealer HW504 and side of each 6"Max. to complete the seal Back-Up Plate . Rear Eave Far•Off-Module' 4' HW7760-24"panel Roof Lengths The Edge Dead Zane HW7769-18"panel Bead Tape Sealer Of Roof Sheeting Should HW7761-12"panel 04 1}"Long each - 1 4 of Closure Fall Within This Zane 1" 1" ((Rake Support (Rake Support _ (F'ing L�apul) (R ing L.put) p 5 Sheeting O Rake Support o_ Direction Roof Pa�/ I I Roof P ((See Endwall I (Fremng Layaut) Slide Back-Up Plate onto end of panel — J 3 6 Make sure teeh on top of Basic-Up Plate Minor Rib Tape Sealer HW512 Ridge/Highelde are on top oft panel.Visually check to see Apply to the undera'de of the that holes align. minor rib al the panes Position so tape sealer will cross the 2"x 4"Rake 2"x 4"Rake 2"x 4"Rake 3 6 a Place Tri Bead Tape Sealant over the Tri-Bead Tape Sealer HW504 Anglo(RAl) Angle(RA1) Angle(RAI) _ entire width of panel.It must be centered /�`� \ when panel is installed over pre-punched holes and fallowing panel \ configuration. J \ j Tri-Bead Tape Sheeting_ Sealer HW504 2 5 g - as hi-Bead Tape �> "On-Module means a roof length dimension,in feet,that is a whole number(Le.20'-0)on a a Direction O Sealant HW504 whole number plus 6"(i.e.20'-6").This means that the sheeting area will min from steel line to w steel fine(or module line to module line)without cutting a panel. Roof lengths that are not On-Module will use a Termination Trim to MI the gap between the steel 1 4 7 a line and edge of panel.The dieting area cannot terminate in the a dead zone(the last 47 of •11 Tape Sealant Inside Metal the roof length). Front Eave in male leg. Closure HW426 On-Module sheeting areas may use a combination of panel widths to complete the sheeted area without cutting a panel.Pand widths are 24",18'and 12'.The 18"and 127 wide panels should Each side of the roof can be installed separately or both only be used to make odystments to the shooting area length.See sheeting layout for placement aide.simultaneously,from opposite ends or the same end. of 18"and 12"wide ponds o � ` Caution Forcing tape sealant back into the in comers will lessen the thickness of the h c tape sealant where it is needed most. O O Z N r, W wan J M cup a 3 m Z¢3 ai 0 o Right Way Wrong Way o z��o ® ❑W T Qom, Page < .Ca. Thermal Spacer Installation-Zee Purlins cDl ososs DoubleLok/UltraDek Expansion Ridge GDL06001 DoubleLok 1 UltraDek GDL0600 DoubleLok I UltraDek Roof-Signature Northern Standard Gutter Oay'16r09 IDL02016 C1 m Double-Lok/Ultra-Dek-High Clip System sae Raw End Cap Assembly Expansion Ridge End Cap a0ct'16w0 Dec'16 01 Expansion Fixed High or Hi-Thermal Eave Plate"Sheeted Wall Insulation TrFBead TapeSealant Roof Panel Fastener$4 c o Not b Metal Bid Mfr. HW504 at b x�"LL So Wgh rib r ( Y 9• ) t both sides f high rib •� ¢� Apex Fastener#4 Rake Trim o d 2 Thermal Spacer Tab B1 Tab B2 �14 x a^ Peak Box Gutter Support Fastener 1E of N (See Chart) Tab A LL S W/Washer4 14 x 1}} 3 m (inside) (72 required) End View LL SD W/V/asher W Roof Pullin (inside) Per Pane Tab A Metal Outside 8)Per t8"Panel D 3 _--_ inside (7)Per 18"Panel J Y o .. _ ----—_��- Clowre (6)P 12 I w<¢¢ to --" __ Fastener#4 Inside Metal Closure(HW426) E N w ¢ O, �-14 z i"LL See Sheeting Tri-Bead Tape Sealer(HW504) w Z Y .3 Peale Box SD W/Washer Layout top and bottom.See ODLO2040 o n w o Expansbn \ Parapet Rake V-0 O.C. U UNmm O Clint F292 Fastener Wi Rake Support Angle Ridge Find Cap Sign �'4/0'a� Fastener#4 4-14 x 1'!1" NOT TO SCALE Insulation F679 Rake 9 \ J-14 x J"LL (2 Per closure) Drown by. GPL 1/18/17 (Not by Metal Bldg.Mfr.) Support Angle SD W Washer Thermal Spacer � 3" Fastener g14A (See Chart) ----------------------------------- both aides of high rib "®x it Checked by Tri-Bead Tape Sealant 10'-0"O.C. HW504 Project Enginee, MVN Parapet Rake Cleat F292(Field cut _ Fastener f-' Double Faced Tape Expansion Ridge the 15"long plece in half)Locate one (1)Fastener#4 Fastener z 1" Job Number. 15-B-63255 6"Long Piece.at F675 plea an each aide of Building Ridge. �-14 z _ - -}-O O.C. 3'-0"O.C. Fastener y4 Attach each Cleat with(3)Fasten. LL SD W/Waeher 1 (Not by Metal Bldg.Mfr.) Fxoansion Ridge End Coo A hly J-14 x J" ICE 1/4-14 x 1 1/4"LL SD W/Washer. - Sheet Number: R14 of 18 .................... LL SO W/Washer Fixed Eave Plate 1.Apply(2)inns of tube sealant along vertical and horizontal surfaces of _----- The engineer whose seal expansion end up. (12 req'd.) ®I HW7616(Purlln 2 48") g Standard cutter HW7654(Purlln<48")(Shown) appears hereon is an employee Expanskn Ridge End Cap F679 F394 HW7661 HI-Thermal(DoubleLok for the manufacturer for the Rake Angle Roof Pudin 2.Plose end cap inside expansion ndge flashing,allowing the end cap to Apply two mns tube sealant only) materials described herein. Said conform to the ridge flashing prone.Do not deform the tap of the be Ee onaian Ridge Find Cap Fastener 7A seal or certification is limited before installation Rake Support Angle 12-14 x 11" to the products designed and. r dge by exerting tea much pressure Gutter Support n SD w/Ylaaher manufactured b manufacturer 3 Make sure tab is evea with,but not resting on tap of the peak box h Peak Box Fastens F372<>1:12 y 1 4"-14 x 1 1 a F550>L•12 only.The undersigned engineer is Thermal Spacer-High Clips-Double Lok/Ultm-Dek Tab"A"must be able to t n front of the k box because / Spray Adhesive as Needed pivot pea (See Erection Dwga . Y4•OC At Every Panel Seam not the Overall engineer Of Insulation Thermal Spacer Part Number Part Number of panel contraction. for Piece Mark) (Not al Metal Bldg.Mfr.) Fastener)t17A "Optional"Outslda record for this project. Thickness Thickness 18"Panel 24"Panel Rake Support Thermal Spacer HW578 HW575 4.Using a screendrver,insert the blade in the apex of lab"B1"and'827, 12-14 x 1i'SD W/Washer Panel Closure Fastener (See Closure 2) Angle (See Chart) 8 1 HW572(R5) FIW571(R5) and twist the blode enough to cause tab"B7"to spread sightly N4A Rake Angle RA1 Do NOT use Jeffrey M. Conrad, P.E. *'and 4" i" HW579 HW576 away from tab"B2". 1-14 x i"SD W/Wosher pre-punched holes Washin ton P.E. 35755 Outside Panel aaaure Eave Trim 6" i" HW580 HW577 (See GDo60g3) F2955 5.Secure the end cap to the ridge flashing with(12)Fastens/4 m4 (HI-Thermal Wall Panel Without Closure Rake Angle 8 None - - 1/4"-14 k 7187 as shown. ou ern Piece Mark # F149) Thermal Spacer-High Thermal Clips-Double-Lok Only Trim outhern Nor ern orthern Fastener 14 Insulation Thermal Spacer Part Number Part Number Profile Standard Large Standard L. a i'O x f}" Thickness Thickness 18"Panel 24"Panel Cascadln F1503 F1567 F1634 F1722 3-0"O.C. Insulation HW578 HW575 F758 F4144 F379 F1020 With Closure (Not by Metal 6 7 HW572(R5) HW571(R5) Contoured F2203 F2267 F2334 F2422 Fastener#14A Bldg.Mfr.) Roof Pudin Signature F420 F3844 F377 F1014 i"W x i" g° i" HW579 HW578 1'-0" 9"and10" cog' HW580 Hw577 Flashing profile may vary dependent upon project order. O.C. Attachment as illustrated are applicable for all profiles. 72" None Jan 24,2017 M Co F e c oO 9FG/575 DoubleLok I UltraDek P GDL07001 DoubleLok 1 UltraDek PGDL07002 DoubleLok I UltraDek GDL07003 DoubleLok 1 UltraDek-Below Eave Tie-In PGDL08001 Expansion Ridge Jun 0 03 Expansion Ridge Ma '14 P°OS Expansion Ridge-Expansion Lap Cover oMar'14 ee02 Low Clip-Sheeted Wall-Girt Leg Down �Feb'16 a05 }Fastener 14 x;"LL SO W/Washer Expansion Lap m (4)per 24"&18"panel Fastener#4 Cover F676 (3)per 12"panel 14 x LL SO W/Washer (2)Fastener#4 se GDLO1010 for spacing (4)per 24"&18"panel }-14 x a"LL Expansion Ridge ExpansionRid S per 12"panel SD W/Washer Ridge In line with Flashing F675 Tr'.F675 - _ See GDL01010 for spacing \ Tape Sealant I Outside Metal Closure HW506 Inside Closure with j 24•=HW430 one end only. .Tape Sealant(HW507) "Optional"5 0"of Tape / Sealant(HW507)at each / 18"=HW432 I on both sides panel sidelap above Roof 12 HW4 e2 HW455 PBR with TW4 ad Tape HW459 PBU Sheeting Angle- c Peak Pudin --- ----- O --- Sealant HW504 Top I HW464=Wadow Fastener#17A RA1 .o _ and Bottom A O Back-Up Plate Expansion Ride Htgh Slde Parapet 12-14 x 11"SO W/Washer y HW7760 p 9 I (See Wall Panel Fastener m Trim F875 (38 Fastener 26 Trim F326 Location Detail,Note#1 Outside Metal Closure 1_ fIj I ?8"=HW7769 for Spacing Requirement) HW430 24"Panel -7U1 I with Faastene8e#228d Rivets Fastener#4 HW432 18"Panel �"-- 12"=HW7761 HW442 12"Panel I // 10 x}"Grommet Washer 4)per 24L&S118W Panel a -, / Tape Sealant HW506 (3)per 12"panel • \ Fastener#1E A 9a ° See GDLO1010 for spacing f Girt x 1}" 1"with Tube LL SD W/Washer I �,`t1 \�� Sealant HW54 on 1 Fastener#1B (9)24"Panel `� �t\p oKo ` // top in line with - _ ® (a)18"Panel z ft / Fastener -- -____--- ��"S_- Back-Up Plate (7)12"Panel \\` / --- --1Q�1.+- -001 ® I HW7760 24"Panel HW7769 18"Panel I Expansion Ridge HW7761 12"Pane I Trim F675 a. n -- 1 outside Metal Closure Q �� o HW430-24"panel Fastener#4 r Sym. 7" a. �" Expansion Ridge Panel Clip with Clip Screws HW432-18"panel o V Panel Cli with 2• 2. • \ Trim F675 (2)} 14 x HW442-12"panel} 14aszb" Expansion Ridge CII Screw. Ta a Sealant HW506 Tri-Bead Tape Sealant LL(6)wRequhed is Flashing F675 }"P14 x Fastener#226 \ d}P 1"perimeter (HW504)tap and bottom a; (2)per Clip \'� of Dekstrip HW5227 Back Up Plate F675 _ - _ - Dekstrip an top of Tape Sealant HW7761 -12"panel p Urethane Tube - HW5227 at fastener line. Sealant HW54- _ - -- o O Tape Sealant HW506 2" $ Fastener#1E 'n a o F675 Tube Sealant HW54- a, A at fastener line Sealant"HW54 with Tuon top LL SO W/Washer � 3 a l\/ Expansion Ridge Tape Sealant HW506 in 1'ne with Fastener 11" (9)per 24"panel ryj V A Trim F675 z i"perimeter (8)per 18"panel ,•1 U w N N o }e }" Section A of Dekstri p Note: (7)per 12"panel La Note: Place the edge of the Dekstrip over the F675 making Expansion Ja'nt required V' o vyl O>ce V See GDL01011 and GDLO1012 for outside closure and sure that the end of the Dekstrip Is past the downhill at 100' 0"Intervals. ¢ v ¢ sealants installation information. edge of the Metal Outside Closure.Use Duck-Bill pliers Locate Expansion Joint Z¢3 1 Section A to crimp the flange of the Expansion Lap Cover over between panel ribs only. q a e C z the Expansion Ridge Trim. W F a z mr'a � DoubleLok 1 UltraDek PI�DL05002 DoubleLok 1 UltraDek P�IIIDLO5003 DoubleLok UltraDek"Northern Standard and Northern Large Rake PI�IDLO5006 DoubleLok 1 UltraDek-Northern Standard&Northern Large "ADL05007 C4 us Eave Gutter End Lap Installation '6ct'16 e04 Gutter Expansion Installation-100'-0"Maximum Nov'16 03 Trim-Low Eave Rake Corner with Flat Eave trim"14"Wall Panel Ma '16 a°06 Low Eave Rake Corner with Eave Gutter Ma '1615 ` Field Notts top flange a Fastener#14 Rake End Closure Rake Angle Fastener#1E }"e x�" F2332 w e o >? Expansion Gutter Rake Support }-14 x 1 a"O.C.Max. (3)Fastener#4 E Q 18 t Standard LL SO W .her ( ) }-14 x b" Inn to o Cap(See Table) (17)at Large LL SD W Washer 2'-0 O.C.Max. / p a � Gutter A4 Field Cut flush N (See Table) (2)Fastener#14 ` Rake Trim ( with Roof Panel 3 m side only \ F367-Standard L w one F990-Large Field Notch at Rake Trim Y o Cutter End Flat Eave Trlm \ �°\ w m= Cap(See F2955 '\; 1�: WW 1 1 Table) �'\ 1 Pane1 Closure ' 1 HW426 h MN,m O p \ Field Cut / '�•.� U CV N m m O \ Roke Trim End `� (2)}"bead runs Fastener#14 \ Gutter End Cap Closure Scale. NOT TO SCALE of Tube Sealant }'4 x 11L" (See Table) Rake Tim End Cup / 4 2 o.c.max. Gutter F953 (Standard) \\ F215 j 1 Checked by.Drawn GPL 1/18/17 `Rake Slide Trim I r (For placement see details below) (See Table) F1000(Large) Eave Gutter / ` �� '/ � Project Engineer: MVN (Profile varies,Northern Standard F394 shown) Rake Trim End Cap Installation Rake Trim End Rake Trim End Fastener#14 Field cut flush Job Number: 15-B-63255 \ Closure F2332 Closure F2332 b"o \ 2"D.C.Max with Face of Panel 1• Rake Trim Panel Closure HW426 Panel Closure HW426 Rake Trim or Trim \• ; Field Cut Field Cut (15)at Sttaat nnddard Sheet Number: R15 of 18 \ End Cap End Cap Mitered Rake Trim ?• Note: Install Rake Trim Standard The engineer whose seal Mitered Eave Gutter End Cap F367L(Shown) End Caps and F2332 Standard Standard (Opposite)) appears hereon is an employee Closure with Tube Sealant F394R(Shown) F395R(Shown) LLa eR 0 to for the manufacturer for the and(10)Fastener#14 F394L(Opposite) F395L(Opposite) F990L(Shown) materials described herein. Said b"a z "Pop Rivets 1.2= Larae F99OR(Opposite) seal or certification is limited F875R(Shown) F889R(Shown) to the products designed and t 1 1 F875L(Opposite) F889L(Opposite) manufactured by manufacturer (10)Fastener o l4 tk' onl The undersigned engineer is me d Iy Finish Section A-A Feld Cut II y e g 1•max. 2"o.c.max. P not the overall engineer of Gutter Expansion (On Module) Termination Trim F117 Gutter record for this project. Cover(See Table) Fastener#4 (At attachment to End Closure apply Tape Typical Spacing }-14 z a"LL Sealant HW504 and attach with Fastener SD wx 1*Lr Jeffrey M. Conrad, P.E. #4}-14 x i'LL SO W/Washer 3"o.c.) y (13)Fastener#14 (14)Fastener#14 (15)Fastener#14 (17)Fastener#14 3"O.C.at end lap End Ca 1.)Apply Tube Sealant to End Cap bottom and side Washin to P.E. 35755 required at lap required at lap required at lap required at lap Notch Leg Panel Closure HW426 p tabs.Install Cap i}"in from and of Gutter.Inspect of Rake Trim Field Cut after Installing and seal any gaps with Tube Sealant. _ at Rake Trim Rake Trim End Closure Gutter .Gutter End Cap Ex Trimn Ex Canssion End Closure F2337L(Shown) 2.)Attach Eave Gutter to Roof Panel locating end 1}" past face of Panel or Trim.(See Gutter Placement) F2337R(Opposite) Southern Standard F38 F39(10)Fastener#14 F648 F654 Rake Trim ik° Southern Large F3800 F3801 (12)Fastener#14 F3802 F3803 End Cap Field Cut Rake Trim End Closure to attach Align edges of Ease Gutter and Rake Trim and length allowing fora}"tab Field bent attach Rake Trim as shown.Apply Tube Sealant along t t t t w Northern Standard F394 F395(15)Fastener#14 F657 F658 back ,b Apply Tape Sealant tack t Steel Face of Panel edges to seal. t at top.bottom,and aides.Attach to Line or Trim t t_rt Northern Largo F875 F889(17)Fastener#14 F642 F629 Finish Eave Strut with(2)Fastener#1 4.)See Eave and Rake Construction Details included Southern Standard Southern Large Northern Standard Northern Large Gutter Placement with Erection Drawings for attachment of Eave Gutter F38 F3800 F394 F875 (Off Module) and Rake Trim to Roof and Walls. Jan 24,2017 M.CO f AS /✓ 9F 35 55 i\ lONALE DoubleLok 1 UltraDek-Sheeted Wall MDL06008 DoubleLok/UltraDek-Signature Northern Standard and Northern Large Pa,, aMDL18102 DLI LID Roof-Structural Canopy-Signature Northern Standard PA9DL22008 o DP00001 y Northern Standard and Northern Large Signature Rake Trim Ma '16 a06 Rake Trim-Purlin Extension-PER Soffit jDate Rav Gutter-PBR or PBU Soffit-Fixed High or Hi-Thermal Eave Plate Ma '16 R'05 Roll Form Downspout Layout Feb'16 a 02 U May'16 03 Roof Panel Fastener#4 m Tri-Bead Tape Sealer A"x d" }-14 x b"LL SD W/Washer HW504 at both"idea of high rib Fastener. 1E Fastener E # Gutter Support °rfe,N Tri-Bead Tape 2"�0"zO.C.LL SD W/Washer }-14 z /W y V. Sealant HW504 LL SD W/Washer End View (8)Per 24"Panel Fastener#1E Fastener jE 2A (7)Per 18"Panel 4-14 z 1}"LL SO IN Washer Rake Support 12-14 x 1"Pancake SD W/0 Washer (6)Per 12"Panel HW7710 Low Field Locate 2-0 O.C. HW7720=High at Each Roof Member HW7664=Hi-Thermal Fastener#4 See Sheeting Inside Metal Closure(HW426) Opening In Gutter Fastener/5 1-14 z�"LL Layaut Tri-Bead Tape Sealer(HW504) 4 s- •o (DoubleLok Only) }-14 z 1}°Shoulder SD W/0 Washer SD W/Washar top and bottom.See GDL02040 Rake Trim 2'-6"O.C. V-0 O.C. Standard F367(shown) Fastener l#1 (4)Fastener#14 'a Standard Large F990 Roof Panel Low Rake Support (2)Fastener 2 Per closure) Seal connection to 1/8'x 3/16" m /4 Gutter connection with Fastene/12A HW7710-Low }-14 z�"LL ( Tube Sealant HW54_ O 12 x 1'SD W 0 Washer HW7720-High SD W/Waeher 3" Fastener#14A _ / HW7664-Hi-Thermal(DoubleLok Only) both sides of high rib g }.e x a" Upper Downspout—� Roof Panel O.C. F320(10'-e ' F313(14'-6 ast"er/1 ------------ ------ - }_14 z 1" - _ Downspout Strap F797(TYP) See DP00011 thru DP00014 For ———— —— (1)Fastener4 _ t 1'-0 O.C. °'� ° Downspout Strap Fasteners Fastener q5 o LL SO W/W}-14asher z}" ----Fixed Eave Plate Lower Downspout 1}"-14 x }° Rake Trim - ----- HW7616(Purlin d 48") 10'-6° f313 F320(14'-6") 24"O.C. HW7654(Purlin<48")(Shown) ( ) Standard F367(Shown) HW7661 HI-Thermal(DoubleLok (6)Fastener#14 y Fastener#17A Large F990 only) 1/8"z 3/16" p 12-14 x 1}"SD W/Washer Standard Gutter - Rake Angle Rake Slide Trim F394 1 /W' ° Fastener 17A (TYP.At Splice) 9 F215 12-14 z 1}"SD W asher RI Gutter Support Eave Trim 2'-0 O.C. N a Rake Side Trim `- '- ---------- F312<=1:12 F2955 F215 F550>1:12 Fastener 14 o F149(Ht-Thermal) '> At Every Panel Seam }"e x fb" Downspout Kickout—+ m Fastener#4A PBR Soffit Panel 3'-0 O.C. F321 }-14 x}"SD W/Washer Do NOT use / 1'-0'O.C. Fastener#17A pre-punched holes net / 12-14 x 1}"SO W/Washer Open Wall Eave Cover Trim Soffit Pa Fastener y4A J Low Eave/Rake Spacer Trim 2'-O"O.C. F2902 e"Member(Shown) F2901-8'Member(Shown) F2915_ ' Fastener#14 }-14 z i"SD W�Was D.C. F2914-10°Member Rake Angle F2928 12"Member I }'e x f}" m - Member 0 O.C. F2927-12"Member RA1 1'-0 O.C. Outside Panel Closure ' »= See GD06003 Fastene#17A Fastener 17A ; o ( ) I 12-14 x 1}°SD W/Washer 12-14 x 1}"SD W/Washer Note. � p n S At 1'-0 O.C. 1.Refer to the building erection drawings for the s of the downspouts. ro1 LLnn U Each Roof Member 9 e g spacing you s. g q w w y 2.Locate all downspouts over a panel major rib if possible. � � u �M Z aNp o u 147I Canopy Projection from Girt/Steel Line 3.A field splice is required for eave heights greater than 16'-0".Always measure the required V' 2 a w rn U length starting at the swaged end.After cutting to length,insert the swaged end of the cut downspout Into the top of the lower downspout. 3 y z¢ 4.Downspout straps F797 are Located at the bottom of a downspout,below a splice,and at mid $ E o ® ❑ point of downspout longer than 10'-6'.See DP00011 thru DP00014 for downspout strap fasteners. ¢ 2 Dh W UNaZ 0 W T oQ�M V C R ca o� DP00002 Downspout Strap Attachment P�DP00011 PER Soffit eoq'GD14000 Pe GD14010 Roll Form Downspout At Eave Canopy oe a Re ° PBR Soffit End Lap Details Daa Rev P Py Dec'12 00 PBR,RBR,AVP,PBA,VistaShadow,&IMP Fully Sheeted Wall Jun'15 02 at Sheeted Wall Feb'16 p65 Nov Y5 04 N Is 0 Is � All fasteners shown are F E Q o Fastener y17A xn v- a Fastener/4A 12-14 x 11"SO W/Washer pro a 4 Projection �14 x}°SD W/Washer "Optional"Outside at 1'-0°O.C.(unless noted) N k Downspout Strap Panel Closure (1)at F797 2 at F81,F903 and F1829 F797-3j°x4'and 4"x5°Downspouts (See GD06002) 3 m O Fastener#4A w Gutter(Profile May Vary) F81-6'x8"Downspout Fastener14 F1829-8"x8"Downspout Li SD W/Wa her 0 w�' }"e x A"Pap Rivet SS F903-9rx9}"Downspout 1'-0 D.C. Y o (1)Per Side at F797 w¢¢ h verhan9 (2)Per Side at F81,F903 Downspout 1 1 y w m=¢ (4"x5"Shown) and F1829 PBR Wall Panel Attachment \ ls p N Sofftt Panel Fg4048 rim O FN'w O 2" Soffit Trim U o a m m O (Typ.) F49 Scale: NOT TO SCALE 12 p-7• .Fastener g4A Downspout Strap Fastener y14 1" -�1 Max. }-14 x b"SD W/Washe span p e x As Req. Drawn by. GPL 1/18/17 1 at F797 F797-3�'z4'and 4°x5°Downspouts } ° Fastener#14 O F81-6"x6'Downspout 1'-0 D.a. }• 3" Checked by. (2)at F81,F903 and F1829 V-z D.C.Downspout offset � F1829-8"x8"Downspout 1'-0 .0 Project Engineer MVN F323 Fastener#14 F903-9rx9}"Downspout Horizontal Soffit Eave Strut Eave Channel Interior Zee Lap Downspout Downspout }"e x 1}"Pap Rivet SS - Job Number: 15-B-63255 F320/F313 Offset F323 (1)Per Side at F797 Downspout (Purlin Extension) Finishing Off Module (6)Fasts/1 (2)Per Side at F81,F903 RBR Wall Panel Attachment (4"z5 Show") Sheet Numbed R16 of 18 1/8"x 3/16"Pop Rivet F320 F313 and F1829 The engineer whose seal (Typical) Dow spout appears hereon is an employee / / for therial manufacturer for the F797spout Stra Fastener/4A Downspout Strap 1°min. seal orceatifica i n ed Is rlimited id }-14 x}"SID W/Washer F797-3k"x4"and 4"x5"Downspouts (1)at F797 F81-6"x6°Downspout I 1°min. W.P. Foam Closure to the products designed and d b HW456 manufacture Gutter(Profile May Vary) (2)at F81,F903 and F7829 F1829-8"z8"Downspout Fastener IIy manufacturer y y -Fastener#14 F903-9}"x9?r°Downspout } 14 x}" not the overall gengineere engineer is }"f z 1}"Pap Rivet SS 12 SD W/Washer Downspout 1'-o O.C. record for this project. (1)Per Side at F797 Ayp�Nstachment (4'x5°Shown) *Varies Over (2)Per Side at F81,F9031829 Wall Panel Attachment }• Jeffrey M. Conrad, P.E. and F7829 1" 1" Downspout optonal"Outside Washin ton P.E. 35755 F322 Fastener#14 I Panel Closure 1} (4)Fastener#14 - Soffit Panel it x 1b" (See GDO6002) Soffit Peak Trim Fastener N4A 1/8"x 3/16"Pop Rivet 1'-0 O.C. F84 }-14 x}"SD W/Washer Fastener/4A Downspout Strap l'-0"O.C. Alternate Detail }-14 z i"SD W/Wash,; F797-3}"x4'and 4"x5"Downspouts Soffit Trim (1)at F797 F81-6°4"Downspout F49 (2)at F81,F903 and F1829 F1829-8"x8"Downspout Sloped Soffit Ridge High Eave Fastener#14 F903-9k4r Downspout 10 x{}"Pop Rivet SS Dawn eat (Canopy) (1)Per Side at F797 Downspout *Standard F49 (2)Per Side at F81,F903 IMP Wall Panel Attachment (4%5"Shown) 0 to 4:12 Maximum and F1829 Jan 24,2017 M.COS e 70NAt-E Perimeter Trim Reference page Perimeter Trim Reference pace NOTE: Refer to bill of materials Fasteners 6o0004 pogo a loans 1R03 MDL00008 G. IR x DoubleLok/UltraDek Dare Rea DoubleLok/UltraDek Data Rea for specific job requirements are � Tape Sealant and Tube Sealant Data Rea Signature Northern Standard Trim Sep'16 os Signature Trim Fastener and Sealants Sep'16 11 Jun its o4 Oct'15 03 FASTENER #271 FASTENER #24 FASTENER #228 ins` TRI-BEAD TAPE SEALER FLAT TAPE SEALER TAPE SEALER - SWAGED S 1 f HW504 HW507 HW515 jj•x;"x 25'-0" JI.X I.X 50._0. tb"X 2J"X e" cutter Gutter Lap Gutter Cap Expansion Cover Gutter Support Sculptured E.- E.-Trim Lap Eaw Trim Cap Panel Clip Closure 24' F394 2'lap F395 F657/T655 F312 or F550 F951 2"Lip 2'Lap Varies HW430 F..bn.µ a'-a"Tube Sealant V-5"Tube Sealant (12)Faebsner#n4 (2)Fastensµ «.tortµ TRIPLE BEAD TAPE SEALER FLAT TAPE SEALER }-i4 x r LL (15)Fastener#14 (15)Fastener#14 Trim Door }-14 x r LL SO W/Waaher }-14 x r 4 so w/weehr (3)Fastener#14 (3)Fastener kmt Panel Per Screw (J Fastener#1E 8 18 x Screw 8 x d D Grommet x 1 et HW502 HW506 SD W/Waaher Trim Color Trim Color Roof Cal« oc. 11"Tube Sealant i t'Tube Sealant (2)Per Clip }-14 x 1}"LL Trim Screw Nibbed Driller Grommet Washer R"ar corer SD W usher ili.� e 1'-o•D.C. (1)Fastenerµ Faelnw IxA per P n.l BOSu erLok S o Roof Color }-14 x r U.SD W/Waeh« }-14 x i'SD wlxsiwr 4'-8'Ta Sealant P p Trim Color ,-o•o.c. Pe "X 2#"X 20'-0' "X 1"X 45'-0" elm Cdor FASTENER #14 FASTENER #14A FASTENER #226 y URETHANE TUBE SEALANT TAPE SEALER NON-SKINNING BUTYL MINOR RIB TUBE(VAPOR SEALANT) HW512 Rake Rake Lap Rake Cop(On Mod) Rake Cap(OR Mod) I Peak Box Rake Trim End Closure Slip Joint End Ridge Flashing Ridge Closure Closure 18 F367 2"Lap F2332/F953 F953/1`2337 F377 F2337-L/R F2805 F675 F679 HW432 -fa Fostenr i1E 1'r—Sedwt 1'9"Tube Sealant 1'2"Tube Sealant (3)Fastea µA 2'-6'Tape Sealant (4)Fastener#14 _�.,y era 4/N'dw 2'-8•Tubs Seaknt (8)Fastener flE 1/8"X 3/16" 1/8"x 3/8" 3/16"X 9/16• �� _ }-14 x 1}•LL ()F"efaw/ia (10)Faster#14 }-14 x r 2 Fastener 1 Trim Color (12)Fastener/4 14 1 LL Po Rivet Po Rivet sow .n.r (s)Fmbir (to)Faet r pa True odor O # b�4 D rw m«Wa) }- }" P P Closed End Rivet HW540 (White) �O µ Trim Color W/1'fOOhef Trim Color ( 0wrwa }-14 }•LL SO W/Waehar Stainless Steal Stainless Steel V-a"O.C. )-14•$LL 9D (2)Fosterer/I Trim Wor rdm Cdor w/waw � z'-6"Tape Hwso4 sorimoio�r 4•-2PiaPos.mant (Gray) 32"X 1a•X 4„ IMP7100 (WHITE) F7872 FASTENER #43 FASTENER #43L FASTENER HW399 Note:25'-0"per Tube at 1/4'Bead Note:12'-6'per Tube at 3/8"Bead �? Q Flashing k• > 2'WIDE X 24 GA. FLEXIBLE MEMBRANE(EPDM) "It Ra STRAPPING ar___ o High Side High Md.Lap Outside Comer Inside Comer Expansion Cover Floating Simple Eave Flat Eave Trim Parapet High Side Transverse Joint Closure(12") [`o-Jt��np U" m .{` F253 2'Lap Right as Shown Fleltl work High Side F2952 F2955-Standard F326 F270 HW442 N - Feetmr µ 2'-2'Tube Sealant 2'-2'rube Sealant 2'2'Tube Sealant F149=Hi-Thermal � N � v 14 z r LL 8D*/wall,. J'-1'HW549 Tube sealant 1'D'Tube ssMd}}-- (12)Fastens#14 (11)Fasten«#14 (11)Fastener#14 9'Tuba Sealant 'Tubs sealant for F2B 2' 8'Tube Sealant 4.(Sn GpAlma far apaaW9) (3)Fastener#4 (3)Fasten 3)Fastensµ (13)Fastener#1{ Fastener#M Y Tube SadmR tar F1 (1))Fastenerµ (7)Fastener Panel #t E Fnbnr µA ofµ ( (3)Fartener µ (2)Fastener La ffi b J-14,�'s0 w/Waelw }-14 x LL �14 x}'LL SO }-ta x�'LL so (-14 x }-1a x{"SD D.C.asher U)h4 z'Lev (+)Fain n.r i,f Per Panel L.T.P.Member Screw L.T.P.Member Screw(Long Life) #6 x t•Rubber Grommet 1-0"cw m w/waeher W/Wa.her W/wpeber 1'-0' .CAu]'o w/od #14 per 2'Lap }-,4 x 1}•u s0 w/wo.h« 3'-8"Tape Sealant 1/4°-14 x 1 1/4" 1/4• 14 z 7 1/4' 1/4"Hex Head w/Washer LL SD W/Waaher Cloaun iIM,'7 oc.Fastener 4 6"O.0 par 2'lop Trim Cd« Trim War Trim Color Trlm Color 2 Trim Color ()Fastener#74 w/awun Roof Color Faalenr/tE 2'-0'0.0 5/16'Hex Washer Head 5/i6'Hex Washer Head hn rsod D°I°' w/1 1/8"O.D.Washer w/1 1/8.O.D.Washer DEKSTRIP 7 WIDE= HW5227 71 irim2Cok,P T Coll. DEKSTRIP 9"WIDE= HW5228 l�.I g ` p {b ��,.` FASTENER #44 FASTENER #44L FAS N R � DEKSTRIP 12"WIDE= HW5229 w o , q'Ar� Rake cutter Cott. a,tter cutter costar •FL470 -25'-0"Roll ' '•HW520 - 16 x 50 0•Roll F 3 ats COLOR - Gray o n o Outside comer Ineke Corner abide Ccmar Inside Comer Termination Trim Parapet Rake Trim Rake Cleat Trim Ezpansion Flash Back-up Plate SCREWS 2"O.C. MAX. PERIMETER Galvalume Plus Only •HW521 - 24"x 50'-0"Roll TAPE SEALAM BOTH SIDES •FL471 - 100'-0•Rall w o Right as Shown Field Work Field Work Field work Ft 17 F300 F292 F215 TUBE SEALANT EACH END Galvalume Plus Only V = j oy 0 U 2'-5'Tube 6wlant -5 rube Sealant a'-4"Tube Sealant 4'-e Tube Sealant +-o Tvb.-I.. r- ne.scud 4•Tab•seal.d TERMINATION STRIP HW5305 EACH ' $ O ¢ (]t)Fasten.#14 05)Faebnr/14 (n)Fastmar#14 (17)Fastens#14 (3)Fastenerµ [P)F«1.wr/,xA (1)ho-wr#tf Fastener#4A 24"WIDE HW7760 •FL569 - 500'-0"ROII l l (3)Faetenr µ (�Fadwr µ Trim Cd« Trim Color (1)Fastener/1E (2)FeaMnn N }-14 x 1}•LL }-14 x$'SO W/Washer 18'WIDE HW7769 ( 9 ) END 1"Wide x 4'-0"Lon Alum. Go volume Plus or A E Z o 3 4 }14•/'u }-14 x#"u }-14 x 1}°u SD W/Waeher 1-1{a}•u W WAbMr so W/Waehar 1-0'O.C. 12•WIDE HW7761 White Wash Coat NOTE: ¢ O tJ Of Z ® ❑ 2•Up pn 2Iwp Trim Cols Z M O so w/Wa.nr so w/wa.nr Der yr 2'L°P L.T.P.Stitch Screw LT.P.Stitch Screw Lan Life 14 x 1 1 8 O.D. Refer to bill of materials m r nm,cow, Trlm Cdor Tdm col« Rod call. (Long ) / /" for specific job requirements o C7 1/4"-14 x 7/8" 1/4"-14 x 7/8" Bonded Washer Cq W 5/16"Hex Washer Head 5/16"Hex Washer Head Q 2 o U o w/1 1/8"D.D.Washer w/1 1/8"O.D.Washer Qm�¢ PBR,PBU,AVP,PBA,VistaShadow G000006 Fasteners G000007 peg0000009 Double-Lok 1 Ultra-Dek GDL00011 C Various Fasteners oeb Rea C9 y 2 Panel Fasteners u '15 06 BattenLok HS 1 SuperLok and DoubleLok 1 UltraDek [Aug'15 O6 NOv'16 11 Perimeter Trim Fastener and Sealant Reference Se '16 p04 Roof Fasteners Optional Roof Or Wall Fasteners Structural Fastener(Fixed) Reef Member Screw Roof Stitch Ssew N p a Wall Fasteners r o Long Life(Optional at Wall) Stainless Steel Cap Luria Life L9a9 Life Ic Fastener#1 Fastener W 1/4"rHe 14 x 1 she Fastener µ 1/4" 14 x 7/8' Fastener#17 Fastener#38 �� F—J �� w E ¢ Member Screw Member Screw Member Screw 5/16'Hex Washer Head w/Washer 5/16'Hex Washer Head w/Washer 12-14 x 1"SD W/Washer }-14 x r SO W/O Washer a 1/4"-14 z 1' 0 {�" High Low 01 `d Fastener#17A Fastener#3 Fastener#355BX 5/16"Hex Washer Head w/Washer f�"Hex Head Has Head Side Side o N rp-y�,,��}��y�y�� /rr---y�0�--� RIDGE VENT CAP PERFORATED VENT `TENT END CAP CONTINUOUS EAVE HIP TRIM a_DO DO Hex W X 1}' 12-W x 1}° 12-14 x 1}" +NED [ lll�\\\\fit`� `--U F301 FL254 F302R/l. F263 F284 F211 1.3J< Hex Washer Head {y"Hex Washer Head {b"Hex Washer Head Optional Stainless Steel Optional stainless Steel f��-J'll""(�lU�l�►°^ww�a�'�-"" CCC�jj(�''''��"^^"'^"" (j�¢ 14 w/washer w/washer W/washer Foacxnr/1Ess-1/a'-14 x 1 1/4• Fastener µSS-1/4•-14 z 7/8" Foster.#1 Faelenr µ (14)Fasten«µ —skier/4A Fastenerµ Q J Of 3 5/1s'Hex wa.hsr Head w/washer 5/16'Hex Washer Head w/Washer }-t{x r LL s0 }-1a x yp u SO �14 x#'LL m }1a:#'so w/w..h.r W/Washer d 6'O.C.a W/Woahr(41 per aeon W/'Top Trim t at 12'O.C. atIs alo'c.xsD cl Y E (Tr.at Upo.w. Trim Cdor 1T TaP•s•dant Trim Color ale OC.4:(8) wee¢< (n per LT.Trim Cdor N w J O, sir Tr. sealant 52'Tube Sealant Z Y F Fastener#12A o m Structural Fastens(Flootina) BattenLdt/suoerlok 12-14 x 1"Pancake SOW 0 Washer rn f N J a3 3 Pend Clio Screw BattenLok/SuosLek / O Member Screw Member Screw Member Screw panel Clio Screw U�U tM�l m m O Optional Optional Optional Fastens#5 Insulation<=a"Material<t/4• Insulation>4'Material<7/4' Fastener#17B Fastener#3A Fastener#3ASSBX /� _ Fastener#RB Fastener/#tF (7 v`� Scale: NOT r0 SCALE 12ller 14 x 1}" 12-14 x A" 5 12 14 x 1k" 1/Shouder DP24 5/16'4HtR Washer Head 5/16"Hex WasheriHea"dDwi/Washer U.^^ ^e— (�•Hex Washer Head {}"Hex Washer Head 16"Hex Washer Head 5/16"Hex Washer Head TRANSVERSE EXPAN. HIP TRIM '2'CLOSURE VALLEY TRIM Checked d GPL 1/1$/17 Checked b w/washer w/washer w/washer F350 F210 F360 F716 r +=Wt!�3 qnmt�� 34"Tub.se , Foetener µ 24'Tape sealant Per Foot (2)Fast—#12A Project Engineer. MVN Fastener#55 Fastener#70 Faatener#142 (6)Feetwer µ }-14 x r u s0 Faatenr 124 12-14 x 1•P.H.s0 Job Number: 15-8-63255 12-24 z 1°SD DP5 W 0 Wmher 12-24 x 111"SD DP5 W 0 Washer }14 x r U.So W/Waehw 8-18 x P Nobel Ddltw 74's.dont/Lop BattenLok/SuOerLok BattenLok/SuOed Ok DaubleLok/UllraOek / E / �-14%1}"$D W/O Wa9hEr W/Wo.,p.Lap at 6"D.C.h(6) w/o Waller et r D.C. 24"Tape Sealant per Fad Panel CI Screw Has Head Has Head Hex Head Trlm cal« per Lap Trim cot« Color PIRI Panel Clio Screw panel clip sarew ID t�' ib" i�" 36"Tate sedont Sheet Number: R17 of 18 Member Screw Member Screw Member Screw Insulation<=a"Material>=1/4" Insulation>4"Material>=1/4• Insulation<=4"Material<1/4" Optional Option I opti nal Fasten.#55 Fastener#70 Fastener#1 Fastener#28 Fastener#58 Fastener#272SSBX 1/4'-14 z 1' The engineer Whose seal 12-24 x 1 1/4"DPS 12-24 x 1 1/2'DP5 5/16'Hex Washer Head w/Washer � appears hereon is an employee 12-14 z 2" 12 x 2" 12-24 z 2•DPS 5/16"Hex Washer Head 5/16"He Washer Head for the s described h for the Hex Washer Head {�"Hex Washer Head (�"Hex Washer Head LJ II�J n materials described herein. Said w/washer w/washer w/washer mwpr-xa stunt anror-P.,•,,}'somt cmwra"sdm c.nwr:T.,•.,}'sdm ar,CwPr seal or certification is limited _ Low Sr coo Low a}"C. Low 10•cee Low 10"cee Low Eaw nun to the products designed and DoubleLek/UltreDelk DoubleLok ItraDek DoubleLe ItraDek Fastens#76 Fastener 1 F2957 FZ95%FZ959,M960 F2961 F2962,F2963,F2964 F2955 manufactured b manufacturer /ll �/l1 #6 Fastener#iB 1Y Tube sealant 12"Tuba sealant 12"Tube sealant IV Tube sealant 9"Tube Sedwt y panel clip Screw panel Gip Screw pond cli sarew 12-14 x 2'SD W/0 Washer 12-14 z 1 SD W 0 Washer oil The undersigned engineer is Insulation>to Materi I<1/4' Insulation<=be Material>=1/4' Insulation>4'Material>=1/4' Hex Hand f / }-14 x He d W/0 Washer (7)Factwr p4 (J)PWR #14 (1]Fasbnr#4 A-Po•twr#14 A"Fallen.pe only.The 9 Fa9tener#1F Fastener#67 Fasten a " {�"Hex Head j�°Hex Head }•x d•POP Powt Per Lao #'x tit"Pap Powl pr Lap }'x 1/'Pap Pow[pr Lap #x,}'Pop Riwl per Lap }'x�"Pep Riwt per lay not the overall engineer of Br FaNwer#17A 12-14 x 1}'Foatwer#17A 12-14 x 1}•FaNwr"A 12-14 x 1}'Fasten.#1Jp 12-14 x 1}"Foetmr/14 38'QC W/O record for this project. 1/4"-14 x 1 1/2•Driller 12-24 x 1 1/4"DP5 12-24 x 1 1/2"CPS W/washer 24'o.c.T se w/wasps za'a.0 o W/wshr 2e O.0 r sD w/wash.24'O.0 Cl—Fastens#1 #". Stitch Screw Stitch Screw Stitch Screw 5/16"Hex Washer Head w/Washer 5/16"Hex Washer Head w/Washer /16"Hax Washer Head w/Washer a 12•aC 2.m F.abner#14 12'... s tY...a— F tw#14 1Y D.e }'Pop Powt 12'O.C.w/ Trim Door trim Caor Tnm color Tdm Cdor ooaun Tnm Cal« Jeffrey M. Conrad, P.E. Washin ton P.E. 35755 Fastener#4A Fastener#4 Fastener _JI }-14 z J" }-14 z i" }-14 z b• 'Hex Washer Head 1�"Hex Washer Head f1i"Hex Washer Head DoubleLok H Dek w/washer w/washer w/washer N r NOTE: Refer to bill of # #4 cw,"px-.x"s"mt cw"p,- co,_..some panel CI'o Screw Fastener 16 Fastener 6 }',r,}•same c.wPr3f.,•a}•sdm nwh cw"Pr 'V materials for specific Insulation S 4'Material<1/4" job requirements 12-24 x lr Pancake SD DIPS NOTE: �5S-14 x#'LL ST Type B W/Washer HighSr Coe High 8r cee High to'Coe High to'Coe Floating E.w Trim 1/Fastener -s14 x 1 1�4" W/0 Washer Refer t0 Bill Of Materials far ♦q"He%Head F2985 F2966,F2957,F2968 F2969 F2970,F2971,F2972 F2952 5/16"Hex Washer Head w/Washer Specific job Requirements IV Tube sealant 12'Tub.sealanl ,2'Tube Sedant IV Tub.sealant 91 Tube sedmt (7)Fastwr#14 (7)Fastener#14 (7)F. i14 (7)FaNenr#14 FaNenr µA}-14 x r }'x 4.Pap Rhet Pr Lap }"x n}'Pap RM par Lop r x d,"POD Rhet pr W #'x J'Pop Rhst Pr tap sp W/Noah.12"D.C. Fmtenr i17A 12-14 x i}'Foatrar/17A 12-14 x'r F.elwr#T7A 12 t4 x 1}'Faatmr#17A 12 14 x 1}' (2)Faebnr/1{1 �• NOTE: Refer to bill Of W/..w 24.O.C.Tap 50 W/Wwher 24'0.0 D W/washer 24'O.a T SD W/Washer 24'O.C. Pop Rivet vet 2p-Lap materials for specific job k IV O.C.Bdtom Fasten#141V D.C. a 12"D.C.Bato Fasten#14 t2"O.C. Trkn Cd« requirements rdm sale Tnm cal« —Cdor Trim Cal« Jan 24,2017 eMs co Q /ONAL ' a 3„ 1„r—I 7 —J,- M I 3�" � 4} ?d''• F42 F49 F123 F215 F320 F321 F323 F326 F408 F420 c Rake Trim I Soffit Trim 1 Open Wall Corner Trim Rake Slide Trim I I[Downspout I I Downspout Elbow I iDownspout Elbow I 1Porapet High Eave Trim I Base Trim Peak Box .a N � Sym 311" Q I 9'� y4" � + 4�„ 4„ � EF 2}„ r' m F481 F2955 F620 F675 F676 F679 F797 F830 F848 F953 0° Framed Opening Head Trim Flat Eave Trim Starter Trim Expansion Ridge Trim Expansion Ridge Lap Cover Ridge End Cap Downspout Strap Outside Corner Trim Framed Opening Sill Trim Rake Trim End Cap c p v E c 0 3 o U F2902 i o o w N o J MZN O F981 F2332 F2337 F2901 Low Eave Spacer and Rake F720 >V = I �y Channel Closure Trim Rake Trim End Closure Rake Trim End Closure Low Eave and Rake Trim Trim Jamb Trim q 3 m m z a 3 4 ~ E ® ❑ 0 v 2 no z m oY<z 090 Yi�z x oa�15�5 u �N ❑ ❑ 3� w Yg a ..W NWzY M E a q MNJm p U SNmm lQ Scale., NOT TO SCALE Drawn by. GPL 1/18/17 Checked by. Project Engineer.- MVN Job Number: 15—B-63255 Sheet Number. R18 of 18 The engineer whose seal appears hereon is an employee for the manufacturer for the materials described herein. Said seal or certification is limited to the products designed and manufactured by manufacturer only.The undersigned engineer is not the overall engineer of record for this project. =Jeffrey M. Conrad, P.E. n ton P.E. 35755 Jan 24,2017 M.CO ,cc,�9Ecrsr�s`E° "iONALEC� ;�m cca oIN Ln z +1 GA N N00 co o Q) %D ai � Q) W V V u O o zz �-+ � F 3 � . F-4 z Iu:4 P;O' w c 411! o 5 F (A d z A acaw Oz � ,tw rA �T w cn a F z zQ [-•r ai CY) E�o wHH xo ZFp `D a� AWN Q V z � 3 °3' � N a 00 C. o y � CY) C v Lz] ,o � � 4-) F lie o S, d a�i �) ¢ C Z � x U F fs1 J •� 9/14/2017 IWORQ Systems Inc. Permit Information Date 3/9/2017 Permit Number 1368 Project Name I Backstrom 3 Applicant Name I Arbor Homes Applicant Address I P.O.Box 355 City,State,Zip I Arlington,WA 98223 Contact(Eric Bartle Phone 1425-870-2202 Email I ericbartle@frontier.com Permit Type I Commercial New Site Address 119014 63rd Avenue NE Valuation 1525000.00 Status I Issued Permit Issued 14/27/2017 Permit Expires Square Feet 16000 Type of Construction/Occupancy Load Number of Stories 11 Proposed Use 16000 sf office&warehouse Assigned To Launa Peterson Property Information Owner Information Parcel#:31051500401200 City of Arlington City of Arlington 18204 59th Drive NE 19014 63rd Avenue NE Arlington,WA 98223 Contractors Contractor Name Primary Contact Phone Email Contractor Type License License# Arbor Homes Inc Eric Bartle 425-870-2202 ericbartle@frontier.com CONTRACTOR Labor and Industries ARBORH1907QB Backstrom Curb and Sidewalk Inc 360-403-4866 CONSULTANT Labor and Industries BACKSCS066CC Inspection Date Type Description Scheduled Date Time Completed Date Assigned To Status 5/9/2017 Inspection Perimeter building insulation approved 5/9/17 KO. 00:00 5/9/2017 Kevin Olander Approved 5/3/2017 Commericial 00:00 Approved Review Date Type Description Target Date Completed Date Assigned To Status 3/9/2017 Commercial Building 3/23/2017 Kevin Olander In Review 3/9/2017 Commercial Building approved with red lines. 3/23/2017 4/12/2017 Rick Kams Complete Fees Fee Description Notes Amount hftp://www.iworq.net/iworq/Permit/popupPermitEditPrint.asp?sid=KQHLLKI BAIECMKE IBGARDJKJ00605&permitid=5754417 1/2 i CITY OF ARLINGTON 238 N. OLYMPIC AVE -ARLINGTON, WA. 98223 PHONE; (360) 403-3551 BUILDING PERMIT Address:19014 63rd Avenue NE Permit#:1368 Parcel#:31051500401200 Valuation:525000.00 OWNER APPLICANT CONTRACTOR Name:City of Arlington Name:Arbor Homes Name:Backstrom Curb and Sidewalk Inc Address: 18204 59th Drive NE Address:P.O.Box 355 Address: 19014 63rd Ave NE City,State Zip:Arlington,WA 98223 City,State Zip:Arlington,WA 98223 City,State Zip:Arlington,WA 98223 Phone: Phone:425-870-2202 Phone:360-403-4866 MECHANICAL CONTRACTOR PLUMBING CONTRACTOR Name: Name: Address: Address: City,State,Zip: City,State,Zip: Phone: Phone: LIC#: EXP: LIC#: EXP: JOB DESCRIPTION PERMIT TYPE: Commercial New CODE YEAR: 2015 STORIES: 1 CONST.TYPE: 11-B DWELLING UNITS: OCC GROUP: B and S-1 BUILDINGS: ] 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 O CIRN A BUILDING OR STRUCTURE UNTIL A FINAL INSPECTION HAS BEEN MADE AND APPROVAL OR A CERTIFICATE CUP NC AS BEEN GRANTED. IBC110/IRC110. SALE. T N .S 1 lating to construcoenT630construction materials in th,elt� f,^►iii7 must reported on your sales tax return form and oded C' of A n n# Signature Print Name Date Released By Date CONDITIONS See redlined drawings. Adhere to approved plans. THIS PERMIT AUTHORIZS 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 6/26/2017 Building Permit Fee $4,752.78 6/26/2017 Building Plan Review Fee $3,089.31 6/26/2017 State Building Code Surcharge Fee $4.50 Total Due: S7,846.59 Total Payment: $7,846.59 Balance Due: $0.00 CALL FOR INSPECTIONS BUILDING(360)403-3417 When calling for an inspection please leave the following information: Permit Number,Type of Inspection being requested,and whether you prefer morning or afternoon i r. -- CITY OF ARLINGTON 238 N. OLYMPIC AVE-ARLINGTON, WA. 98223 PHONE; (360)403-3551 BUILDING PERMIT Address:19014 63rd Avenue NE Permit#:1368 Parcel#:31051500401200 Valuation:525000.00 OWNER APPLICANT CONTRACTOR Name:City of Arlington Name:Arbor Homes Name:Arbor Homes Inc Address: 18204 59th Drive NE Address:P.O.Box 355 Address:PO Box 355 City,State Zip:Arlington,WA 98223 City,State Zip:Arlington,WA 98223 City,State Zip:Arlington,WA 98223 Phone: Phone:425-870-2202 Phone:425-870-2202 MECHANICAL CONTRACTOR PLUMBING CONTRACTOR Name: Name: Address: Address: City,State,Zip: City,State,Zip: Phone: Phone: LIC#: EXP: LIC#: EXP: JOB DESCRIPTION PERMIT TYPE: Commercial New CODE YEAR: 2015 STORIES: 1 CONST.TYPE: 11-B DWELLING UNITS: OCC GROUP: B and S-1 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. IBC110/IRC1I0. SALES TAX OTICE:Sales t relating to construction and construction materials in the,,Ck of Adin on must be reported on your sales tax return form an ty o-fRr ingt n 101. Signature Print Name Date eased By Date CONDITIONS See redlined drawings. Adhere to approved plans. THIS PERMIT AUTHORIZS 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 4/27/2017 Building Permit Fee $4,752.78 4/27/2017 Building Plan Review Fee $3,089.31 4/27/2017 State Building Code Surcharge Fee $4.50 Total Due: $7,846.59 Total Payment: $3,089.31 Balance Due: $4,757.28 CALL FOR INSPECTIONS BUILDING(360)403-3417 When calling for an inspection please leave the following information: Permit Number,Type of Inspection being requested,and whether you prefer morning or afternoon L � 1 Permit Information Date 3/9/2017 Permit Number 1368 Project Name Backstrom 3 Applicant Name Arbor Homes Applicant Address P.O.Box 355 City, State, Zip Arlington,WA 98223 Contact Eric Bartle Phone 425-870-2202 Email ericbartle@frontier.com Permit Type Commercial New Site Address 19014 63rd Avenue NE Valuation 525000.00 Status Applied Permit Issued Permit Expires Square Feet 6000 Type of Construction/Occupancy Load Number of Stories 1 Proposed Use 6000 sf office&warehouse Assigned To ILauna Peterson Property • • Owner Information Parcel#:31051500401200 City of Arlington City of Arlington 18204 59th Drive NE 19014 63rd Avenue NE Arlington,WA 98223 Contractors Contractor Name Primary Contact • • • • License License - rbor Homes Inc i2ric Bartle 25-870-2202 lericbeirtleftfrontler.porn CURTWTOR Labor and Industries IARBORHI9070B DescriptionReview Date T,,pe . • - -• L)ate Assigned lo Status 3/9/2017 ommercial Building /23/2017 Kevin Olander 1!n Review /9/2017 ommercial Building /23/2017 Rick Karns In Review Fees Fee Di-scripl[cm Notes Amount Building Plan Review Feei 345.83.00.00 7770 7— t Total0: Payments Date Description Payment Type Accepted By ackstrom Properties I $3,089.31riackstrom 3 Icheck#2763 auna Peterson Total l8• •utstanding: S0,0U- Uploaded FilesUpload File ■ 3/9/2017 8:56:32 AM 6 A li fion. f etersnn. Launa COMMERCIAL APPLICATION PERMIT SUBMITTAL Y< Department of Community & Economic Development City of Arlington• 18204 59th Ave NE • Arlington,WA 98223• Phone(360)403-3551 THIS APPLICATION TO BE USED FOR NEW COMMERCIAL STRUCTURES AND RESIDENTIAL DWELLINGS NOT REGULATED UNDER THE IRC. THIS APPLICATION MUST BE ACCOMPANIED BY COMMERCIAL APPLICATION SUBMITTAL CHECKLIST AND AN OCCUPANT'S STATEMENT OF INTENDED USE. Name of Project:BackstromL3J Valuation: 'apS��d Project Address: 19014L6.SrdL6ireLUE,[Arlington"tL1.b8A,LAlrportL.LlbaseLp-toperty Parcel ID II: Legal Description Owner: DonL6hckstrom Phone Number:360L4n3-4866 Address: 19opq (03 rD Avt7 N/1� City:Arlington State:WA Zip Code:98223 Engineer:Engineering;SbrvicesLCbm pany An Ghston Phone Number: 360116-0121 Cell Phone: E-mail: 2501©lisp Bellin ham VA 98225 Address: City: State:tate: Zip Codc;: General Contractor: A�(.,5jr2dN� �1A jZe2 r��vy 1s WLPhone Number:•360z (2yg,ALI- Cell Phone: _ E-mail: Address: 'IV q city:lA y: ►ZL��1r,iY�R� State: Zip Code: Z l Contractors License Number e KS �G„�[� Expiration: ��Z �/! Contact Person: EricL6brtle Phone Number:425L810-2202 Cell Phone: 425U0-2202 E-mail:Ericbartle@frontier.com Address: P01dbXM5 City:Arlington State: WA Zip Code:98223 Proposed Scope of Work:6000[s. ft0ficeLwhrehouse C�O''`�JOasLLf��4Sb�+COr�e..�'P-�.Gp w•� Received REV 2015 Pape 6 of 9 MAR 0 7 2017 0b l3�$ 3rrCM : .Lat .: % 1L. IIL- �! WLIAM0.1 ■ .A& ■i THM is L. Z d1LH III . ■ EM ■ . _ . . . EM 0 = L ■ . . H ., J 1 . . . ME ■ ■ ■ MINIMMEN Orin %m ims ■ mon jr MA ■ ' ■ MEME ME me ■ . ■ 1 ■ ME ■ ■ . ■ it 7Ems ■ ■ . . . . . x1.�� . : J . I � ME IME COMMERCIAL APPLICATION r • PERMIT SUBMITTAL Department of Community & Economic Development City of Arlington• 18204 591h Ave NE• Arlington,WA 98223• Phone(360) 403-3551 Project Name.!Tenant Backstrom Site Address 19014MrdaeEgE,O:ltC1b8A[K[lington®rport Bldg/Unit/Suite IBC Construction Type IBC Occupancy Type Description of Use OfficeE%rehouse Building Square Footage 6000,M9052Sezzanine Number of Stories 1®ory®th®ezzanine Square Footage Per FloorMainMorla000i t4®ezzanine 9a90E�FftI 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 tire hydrants ❑ Spraying or dipping operations ❑ Standpipe systems ❑ Temporary membrane structure. tents (>200sq It)or canopies (>400 sq It) Provide details on any of the above checked items: 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 2015 Page 7 of 9 :� - . - -r '. � . -' � 1 r - - ■ - 1 � _ 1 ., 1 _ 1 II _ 1 1 r 1 1 • V 11 • 1 I . ' I L 1 1 1 1 g � COMMERCIAL APPLICATION PERMIT SUBMITTAL Department of Community & Economic Development City of Arlington• 18204 591h Ave NE• Arlington,WA 98223• Phone(360)403-3551 Backstrom L3J Name of Project: Project Address: 19014LardLALe,LAI lingtonLL6tL1b8ALAflingtonLAlrport Special Inspection Firm: Address: Contact Person: Phone: Email: Special Inspection Firm Special Inspectors: The Special inspection Firm of will perform special inspection for the following types of work (separate forms must be submitted if more than one firm is to be employed). Reinforced Concrete ( ) Bolting in Concrete ( ) Pre-stressed Concrete ( I Shotcrete ( ) Structural Masonry V) Structural Steel and Welding High-Strength Bolting ( ) Spray-Applied Fireproofing ( ) Smoke-Control Systems /� f ) Other Specify*. l�"L /i41— 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, fisting 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.specilications 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 2015 Page 8 of 9 k` - � � -- - j � � - !� :� _ I -� COMMERCIAL APPLICATION PERMIT SUBMITTAL Department of Community & Economic Development City of Arlington• 18204 50th 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 andior firm would need to be proposed for approval.A lailure 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 terms and conditions of this agreement. Owner:Don HLlckstrom _ Dater �7 I hereby certify that the above information is correct and that the construction on. and the occupancy and the use of the above-described property will be in accordance with the laws. rules and regulation of the State of Washington. Applicants Signature DonMckstrom Print Applicants Name Dale FOR STAFF USE ONLY Permit u Accepted By Amount Received Receipt k Date Received REV 2015 Page 9 of 9 L I _ 1 1- - � I 1 1 I 1 � � 1 � 1 _ _ 1 I 1 I � - I � . I � ' .� � � I _ � - - - � - - - - � - - - '`II 1 I COMMERCIAL APPLICATION r • f PERMIT SUBMITTAL l �`�� 4Department of Community& Economic Development City of Arlington• 18204 501th 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) ❑ One (1) City of Arlington Commercial:Multi-Family Submittal Requirements Form ❑ Two (2) Architectural Drawings ❑ Two (2) Structural Drawings ❑ Two (2) Structural Calculations ❑ One (1) Project Specification Manuals (if applicable) ❑ One (1) NREC Code Compliance Forms ❑ One (1) Special Inspection Requirements Forms ❑ 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 I acknowledge that all items designated above are included as part of this application. REV 2015 Page 1 of 9 n IlUl1 S 11 ■ 9I■: OLla : '-1 ■ 4 ; '{aZi jL n i ldbaij ro: n bS ■ ■ mose ■ ■ ■ ■ . ■ 1■w ■ ■ ■ momm 00 ■ ■ me ■ so mm mm A i In In oL ■ ' n m ■ i ■ypm Imm mm■ o�Ill '=1 way ■ J r ■ ■ ■N ■ I COMMERCIAL APPLICATION 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 International Plumbing Code (I PC) 7. 2015 International Property Maintenance Code(IPMC) 8. 2015 International Existing Property Code (IEBC) 9. 2015 Washington State Energy Code (WESC) 10. 2009 Accessible& Usable Buildings and Facilities(ICCiANSI 1417.1) Washington State Amendments 1. WAG 51-50 Washington State Building Code 2. WAG 51-51 Washington State Residential Code 3. WAG 51-52 Washington State Mechanical Code 4. WAG 51-54 Washington State Fire Code 5. WAG 51-56&51-57 Washington State Plumbing Code and Standards 6. WAG 51-11 Washington State Energy Code 7. WAG 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: 12 inches Soil Bearing Capacity: 1.500 psf unless a Goo-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 30-1 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 2015 Page 2 of 9 _ � �� ►_ _ t � � � _ - n r _ i 1 • - - � i � � � � I COMMERCIAL APPLICATION ' PERMIT SUBMITTAL 1r� 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. ❑ SITE PLAN—REQUIRED WITH ALL SUBMITTALS (May be included as part of the Architecturaf 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 lirst 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. ❑ 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 118'minimum scale. Details a minimum '/4-inch scale. b) Plans must show the entire tenant space. c) Specify the use of each roomiarca. 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. it Provide a door and door hardware schedule. REV 2015 Page 3 of 9 ' ' I _ -� 1 1 COMMERCIAL APPLICATION P RMIT SUBMITTAL Y;r Department of Community & Economic Development City of Arlington• 18204 591h 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. i) 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 118"minimum scale. Details a minimum Y4-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 al Specify the size, spacing. span and wood species or metal gage for all stud walls. bl 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. ❑ 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 2015 Paqe 4 of 9 J■a :)_ a � reivit! li ; rim s :■ di R• IJI ■ • 1 f11 � ■ V21 - J 1 u c ■ t1i will a, 1 r 1■ ■ a r-.■ = 1 J _ �IM 1■ M 1 _NAM L 1 .7 b m 1 ti VI AN 000 _ 1 _ ■ I COMMERCIAL APPLICATION 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 sprinklerialarm 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. acknowledge that all items designated as submittal requirements must accompany my Building Permit Application to be considered a complete submittal. REV 2015 Page 5 of 9 71_ ■Y AL17n :r . : r, fie _ V . .421yl C Ni . L% 01 TNM a roo n1 I - ■ ■ ■ ■ ■�■ ■ ■ ; 7 . ■ 07ME ■ . ■ ■ ■ ME 1 - « MOM ■ ■■ 7 MEMOMME1 ME MEN ■1 ■ ■ MEMIN ME ■ ■ ■ ■ ME ■ ■ 1■ ■■ ME ■ - ME ME ■ ■ 1 ■ ■ ■ ■ ■ 1 No ■ ■ K ■ = ■ M ■ ■ ■ ME ■ ■ ■ ■ ■ 1 , Project . . • 2015 WSEC Compliance Forms for Commercial Buildings including R2,R3,&R4 over 3 stories and all R1 Revised Jun 2016 General Info Project Title: Backstrom 3 Date 2/10/2017 This PROJ-SUM Project Street Address: Lot 108A Airport Lease Property For Building Department Use form shall be Project City,County,Zip: Arlington,WA 98223 provided as a cover g sheet for all Project Owner or Rep: Don Backstrom compliance form submittals. Project Jurisdiction: City of Arlington,WA Title matches project plans title block. Project Description New Construction and Additions Select all that apply to the 0 New Building ❑ Building Addition ❑Addition+Existing scope of project. Select Addition+Existing or Existing Building Retrofit Alteration+Existing if the existing building will be ❑Alteration ❑ Alteration+Existin combined with the addition 9 El Change in Space Conditioning or alteration to demonstrate compliance per Section ❑Change of Occupancy ❑ Historic Building C502.1 or C503.1. Building Elements Scope-Select all that apply ❑All Q Building Envelope ❑Mechanical Systems ❑Service Hot Water Systems ❑ Lighting Systems ❑Electrical Systems All Commercial Q Group R-R2,R3,&R4 O over 3 stories and all R1 OCCu ariC T e Mixed Use-Building is greater than three stories above grade and it has both Commercial and Group R p Y YP occupancies. Mixed Occupancy-Building is three stories or less above grade and it has both Commerical and Group R2,R3 or R4 occupancies. Select All Commercial to document compliance for the commercial areas of the building. The residential spaces shall comply with the WSF-C Residential Provisions. Select all that apply to the scope of project ❑✓ Fully Conditioned ❑ Semi-heatedz ❑Refrigerated Warehouse, Walk-in Cooler/Freezer, Space Conditioning ElLow Energy Space Category3 Refrigerated Display Case' Categories Eligible Low Energy Spaces ❑Unconditioned ❑ Low energy heating/cooling capacity ❑Wireless service ❑ Greenhouse4 ❑Equipment building equipment shelter Floors Above Floor Area and Grade Building Gross Conditioned Floor Area Project Gross Conditioned Floor Area Stories QQ Prescriptive C Total Building Performance Prescriptive-Projects complying prescriptively shall demonstrate compliance with all applicable mandatory and prescriptve requirements of this code. Refer to C401.2, Item 1 for more information. Compliance forms to General Compliance include with a Prescriptive submittal.All applicable ENV,LTG,MECH and C406. Path Total Building Performance-Projects complying via total building performance(TBP)shall include a summary of results from a whole building energy model per Section C407 and shall demonstrate compliance with all applicable mandatory provisions in this Code. Refer to Section C401.2, Item 2 for more information. Compliance forms to include with a TPB submital:PROJ-SUM,C406-SUM&C406-DETAIL. ENV-CHK.LTG- 0(T,LTG-CHK,and all MECH forms(except MECH-ECONO). Received MAR 0 7 2017 OFFICE COPY -ab13b S �.. � t.J, Envelope Summary low ENV-SUM 2015 WSEC Compliance Forms for Commercial Buildings including R2,R3,&R4 over 3 stories and at R1 Revised Jun 2016 Project Info Project Title: Backstrom 3 Date 02/10/2017 Compliance forms Applicant Information Provide contact information for individual who can For Building Department Use do not require a respond to inquiries about compliance form information provided password to use. Company Name: Com-Steel LLC Instructional and Company Address: 2321 E.Bakerview Rd Ste D,Bellingham,WA 98226 calculating cells are 9 write-protected. Applicant Name: Andy Kammenga Applicant Phone 360-733-3769 Applicant Email: andy@com-steel.com Project Description New Building ❑Addition ❑Alteration Occupancy Type All Commercial 0 Group R-All R1 and R2,R3,R4 over 3 stories Selection required to enable forms. Envelope Compliance Path 0 Prescriptive Q Component Performance Selection required to enable forms. Component Performance 0 Standard 0 Change of Occupancy/Conditioning 0 • Calculation Type Selection required to enable ENV-UA ❑Additional Efficiency Package Option-C406.8 Enhanced Envelope and ENV-SHGC forms. To comply,demonstrate building thermal envelope performance is 15%lower than the Target UA. Q Air barrier testing per Section C402.5.1.2 ❑Air barrier testing not required included in project scope Air Barrier Testing ❑ Additional Efficiency Package Option-C406.9 Reduced Air Infiltration To comply,demonstrate that measured air leakage of building envelope does not exceed 0.25 cfm/ft2(air barrier surface area)under test pressure of 0 3 inch w.g Vertical Fenestration and Total Vertical Gross Exterior Skylight Area Calculation Fenestration Above Grade %Vertical Prescriptive Path-Enter values for (rough opening) divided by Wall Area times 100 equals Fenestration veitical fenestration,skylights,gross walls 360.0 s 7422.0 X 100 = 4 . 9% and roof on this ENV-SUM worksheet. Component Performance-Enter values Gross Exterior in ENV-UA and/or ENV-UA-GROUP-R Total Skylight divided by Roof Area times 100 equals %Skylight worksheet. These values auto-fill from ENV-UA and are write-protected on ENV- 0.0 + 6000.0 X 100 = 0.0$ Vertical Fenestration VERTICAL FENESTRATION AREA COMPLIES Fenestration Area Compliance Area Skylight Area SKYLIGHT AREA COMPLIES Vertical Fenestration 0 High performance fenestration U-factors and SHGC per C402.4.1.3 Alternates 0 Dedicated outdoor air system per C402.4.1.4 and C403.6 Show locations of qualifying daylight zone 0 In buildings z 3 stories,25%or more of NET floor area is in daylight zones per areas and ftz on project plans. 0 In buildings<3 stories,50%or more of CONDITIONED floor area is within daylight zones per For Daylight Zone Area Calculations- C402.4.1.1 a)Sidelight areas include primary+ Daylight Zone Calculations secondary daylght zone areas. Daylight Zone Fenestration Alternate Sidelight Daylight Toplight Daylight Percent Daylight b)Include overlapping toplight and Not Selected.No Calculations Required Zone Area Zone Area Zone Area sidelight daylight zone areas under Toplight. c)Refer to Chapter 2 for net floor area Spaces in Single Story List all enclosed spaces that exceed 2,500 ftz,have ceiling height greater than 15 fi;and are space Building Requiring Skylights types required to comply with this provision. Code requires a minimum of 50%of the floor Space Area(ft) DLZ Area(ftz) SRR or Aperature Exception area to be within a skylight daylight zone for specific space types.Refer to C402.4.2 for requirements DLZ=Daylight zone, SRR=Skylight to roof ratio Indicate aperature with"AP"prefix(AP 1.1%) �� T �� t Envelope Requirements • • 2015 WSEC Compliance Forms for Commercial Buildings including R2,R3,&R4 over 3 stories and all R1 Revised Jun 2016 Minimum Requirements This table summarizes prescriptive compliance requirements for opaque elements and fenestration.Refer for Prescriptive Compliance to Tables C402.1.3,C40Z 1.4 and C402.4 in the 2015 WSEC for important footnotes that apply to these tables. Refer to Section C402 for all applicable requirements that apply for each envelope element type and applicable exceptions. Refer to Section C410 for all applicable information for refrigerated spaces. Table C402.1.3 Notes 1,7 Table C402.1.4 Notes 1,2 Prescriptive Path Insulation Minimum R-Value Assembly Maximum U-factor Occupancy GroupAll Other GroupR All Other Grou R Opaque Elements Roofs Insulation Entirely above Deck R-38 c.i. R-38 c.i. U-0.027 U-0.027 Metal Building with thermalspacer block)Note 3 R-25+R-11 Ls R-25+R-11 Ls U-0.031 U-0.031 Attic and Other R-49 R-49 U-0.021 U-0.021 Joist or single rafter R-49 R-49 U-0.027 11-0.027 Walls,Above-grade Mass R-9.5 c.i.Note 6 R-13.3 c.i. U-0.104 Note 6 U-0.078 Mass transfer deck slab edge No R-Value for prescriptive compliance U-0.200 U-0.200 Metal Building R-19 c.i. R-19 c.i. U-0.052 U-0.052 Steel Framed R-13+R-10c.i. R-19+R-8.5 c.i. U-0.055 U-0.055 Wood Framed and Other R-21 w/int.frame R-21 w/int.frame U-0.054 U-0.054 Below Grade Wall Note 4 Same as above grade Same as above grade Floors Mass R-30 6. R-30 c.i. U-0.031 U-0.031 Steel Joist R-38+R-10 c.i. R-38+R-10 6. U-0.029 U-0.029 Wood Framed and Other R-30 R-30 U-0.029 U-0.029 Slab-On-Grade Floors Unheated R-10 for 24 in.(from top of slab) F-0.54 F-0.54 Heated Note 5 R-10 perimeter&under entire slab F-0.55 F-0.55 Opaque Doors Swinging No R-Value for prescriptive compliance U-0.37 U-0.37 Nonswin in (Roll-up or sliding) R-4.75 I R-4.75 U-0.34 I U-0.34 Table C402.4-0-30%of wall area,or Section C402.3.L3 High Performance 30%-40%per Section C402.3.1.1 DLZ Fenestration Option-0-40%of wall area or Section C402.3.1.4 DOHS Fenestration Assembly Maximum U-factor Notes 1,2- Vertical Fenestration Nonmetal framing U-0.30 U-0.30 U-0.28 U-0.28 Metal framing(fixed) U-0.38 U-0.38 U-0.34 U-0.34 Metal framing(operable) U-0.40 U-0.40 U-0.36 U-0.36 Entrance doors I U-0.60 U-0.60 U-0.60 U-0.60 Sk yfighfs Skylights U-0.50 U-0.50 U-0.50 U-0.50 Fenestration Assembly Maximum SHGC Factor Vertical Fenestration PF<0.2:north-SHGC=0.53; PF<0.2:north-SHGC--0.46; all other SHGC=0.4 all other SHGC=0.35 0.2<_PF<0.5:north-SHGC-0.58; 0.2 5 PF<0.5:north-SHGC-0.51; all other-SHGC-0.48 all other-SHGC-0.42 PF a 0.5:all orientations-SHGC-0.64 PF>_0.5:all orientations-SHGC-0.56 Skylights SHGC-0.35 SHGC-0.35 C410.2 Refrigerated Spaces Insulation Insulation Minimum R-Value Assembly Maximum U-factor Freezers-Walk-in and Warehouse Roof/Ceiling R-32 U-0.030 Wall R-32 U-0.030 Door R-32 U-0.030 Door-transparent reach-in triple-pane,heat-reflective treated or gas Floor R-28 U-0.035 Coolers-Walk-in and Warehouse Roof/Ceiling R-25 U-0.039 Wall R-25 U-0.039 Door R-25 U-0.039 Door-transparent reach-in double-pane,heat-reflective treated&gas fill,or comply with freezer door req. Floor No Requirement 2015 WSEC Compliance Forms for Commercial Buildings including R2,R3.&R4 over 3 stories and all R1 Rovmed Jun 201E Definitions: Ls=Liner system--A continuous membrane installed below the purlins and uninterrupted by framing members.Uncompressed,unfaced insulation rests on top of the membrane between the purlins.Refer to Section A102.2.5.4. c.i.=Continuous insulation--Insulation that is continuous across all structural members without thermal bridges other than service openings and penetrations by metal fasteners with a x-sectional area of less than 0.04%of the opaque surface area of the assembly. Components with more than 0.04%metal penentrations may be eligible to follow the alternate Cl values below. int=Intermediate framing--Includes insulated headers,corners and interior partition wall to exterior wall intersections.Refer to Section A103.2 for framing definitions. t uulnutc Summary: Each table in the 2015 WSEC has footnotes applicable to specific information provided in the table.This footnote summary provides only abbreviated details from these footnotes. Refer to 2015 WSECfor completefootnote information, Note 1-Assembly descriptions can be found in Chapter 2 and Appendix A. Note 2-Use of assembly U-factors,C-fanominal ctors and F-factors from Appendix A and Chapter 3 are required unless otherwise allowed by the provisions of this Code. Note 3-For metal building roofs where using R-value compliance method,a thermal spacer block is required.Otherwise use the U-factor compliance method. Note 4-Where heated slabs are below-grade,below-grade walls shall comply with the exterior insulation requirements for heated slabs. Note 5-Heated slab F-factors shall be determined specifically for heated slabs.Unheated slab F-factors shall not be used. Note 6-CMU walls in all occupancies other than Group R may be eligible for reduced insulation if all provisions stated in applicable footnote are met.Refer to Footnote D in Table C402.1.4 or Footnote C in Table C402.1.3 for eligibility requirements. Note 7-Components with continuous insulation but with metal penetrations/connections may be eligible for alternate continuous insulation R-values if all provisions in applicable footnote are met. Refer to alternate prescriptive R-values in table below and Footnote F in Table C402.1.3 for eligibility requirements. Alternate continuous insulation nominal R-values This alternate nominal R-value compliance option is allowed for projects complying with all ofthe following: 1.The ratio of the cross-sectional area,as measured in the plane of the surface,of metal penetrations of otherwise continuous insulation to the opaque surface area of the assembly is greater than 0.0004(0.04%),but less than 0.0012(0.121/6). 2.The metal penetrations of otherwise continuous insulation are isolated or discontinuous(e.g.,brick ties or other discontinuous metal attachments,offset brackets supporting shelf angles that allow insulation to go between the shelf angle and the primary portions of the wall structure).No continuous metal elements(e.g.,metal studs,z-girts,z-channels, shelf angles)penetrate the otherwise continuous portion of the insulation. 3.Building permit drawings shall contain details showing the locations and dimensions of all the metal penetrations(e.g., brick ties or other discontinuous metal attachments,offset brackets,etc.)of otherwise continuous insulation.In addition, calculations shall be provided showing the ratio of the cross-sectional area of metal penetrations of otherwise continuous Assemblies wilt+ Alternate option for a,.semblir.with Uternate option for asemblits with contianess metal penetrations,greater than mew penetrations,greater than or insulation(see 0.044 but less than O.OSoo gnal to 0.04%but less than 0.12% 494101tisn R 9.50 R-11.9d R-13d R-11.4d R-14 3ci R-15.7d R-13.3ci R-16.6d R-12,3ci R-15.2d R-19.0ci R-21d F.-30d R-39d R4ki R-38d R-48d R-53ci R-13+R-7.5ci R13+R-9.4d R-13+R-10.36 R-13+R-10d R-13+R12.5d R-13+R-13.9ci R-13+R-125ci R-13+R-15.6ci R-13+R-17.2ci R-13+R-13d R-13+R-16.3ci R-13+R-17.96 R-19+R-8.5ci R-19+R-10.6d R-19+R-11.76 R-19+R-14ci R-19+R--17.5d R-19+R-19.2ci R-19+R-16ci R-19+R-20d R-19+R-22d R-20+R-3.8d R-20+R-4.2d R-20+R-5.3ci R-21+R-5d R-21+Rfi3d R-21+R-6.9ci End of Envelope Requirements Summary Component Pe • • • 2015 WSEC Compliance Forms for Commercial Buildings including R2,R3,&R4 over 3 stories and all R1 Revised Jun 2016 Project Title: Backstrom3 Date 02/10/2017 Calculation Adjustments For Building Department Use None Applied Fenestration Area as%gross above-grade wall area 5.5% Max.Target: 30.0% Skylight Area as%gross roof area 0.0% Max.Target: 3.0% Vertical Fenestration Alternates: None Selected on ENV-SUM Envelope Component Proposed UA Target UA Cavity+Cl I Plan/Detail#I U-factor Source&Table#2 U-factor x Area(A) UA(U x A U-factor x Area A = UA U x A Y R= 1 0.027 o R= Above Deck Insulation U-0.027 R= v_ R=36 A-3/CS A WSEC Table A102.2.5-SSR with TB 0.031 6000 186.0 0.031 6000 186.0 m Banded Liner System rn g R= Metal Building U-0.031 0 R= R= 0.027 Mn 'R= Joist/single rafter U-0.027 -0-) 'R= O R= 0.021 a R= Single raft,attic,other U-0.021 R= R= 0.055 a> R= Steel/metal frame U-0.055 R= o R=30 A-3/CS A Thermal Design-Banded Liner System 0.049 6113 299.6 0.052 6113 317.9 m with Thermal Tape R= Metal Building U-0.052 R= 0 0 R=10 A-3/CS A WSEC Table Al03.3.7.1(1) 0.080 179 14.3 0.054 179 9.6 R= Wood Frame,other U-0.054 'R= R= 0.104 o m R= Mass Wall U-0.104 0 R= w R= 0.200 R= Mass Transfer Deck U-0.20 R= R= 0.078 Cl N o a R= Group R Mass Wall U-0.078 0 IR= p R= 0.104 oR= Assumed to be Mass Wall U-0.104 Cc U iR= o R= 0.078 Co � R= Assumed to be Mass Wall U-0.078 P R= v, R= 0.031 m R= Mass Floor U-0.031 o R= 0 LL R= 0.029 E R= Joist/Framing U-0.029 LL IR= Area UA Area UA Page 7 Subtotal 12292 500 12292 514 Component Performance Compliance (UA) UA COMPLIES • • • � • - P a t h 9 • • 2015 WSEC Compliance Forms for Commercial Buildings including R2,R3,&R4 over 3 stories and all R1 Revised Jun 2016 Project Title: Backstrom 3 Date 02/10/2017 Fenestration Area as%gross above-grade wall area 5.5% Max.Target: 30.0% For Building Department Use Skylight Area as%gross roof area Max.Target: 3.0% Building Component Proposed UA Target UA Ins.R I Plan/Detail#I F-factor Source&Table#6 F-factor l x Perimeter I=UA(U x A) F-factor x Perimeter= UA(U x A) m a, R=10 A2.1 WSEC Table Al06.1 -2ft Vertical 0.540 320 172.8 0.540 320 172.8 R= 5lab-On-Grade F-0.54 c 5 R= R= 0.550 a R= IHeated Slab-On-Grade F-0.55 = R= Schedule ID U-factor Source"o U-factor x Area(A) =UA(U x A U-factor x Area(A)= UA(U x A) 101 -104 WSEC Table Al07.1(1)-Foam Ins Steel 0.370 84 31.1 0.37 84 31.1 c Opaque Swing Doors U-0.37 N i O O 0 119-121 WSEC Table Al07.1(4)-2 in Sectional 0.310 574 177.9 0.34 574 195.2 ar Y Opaque rollup&sliding U-0.34 O 01 -105,108-113, 115, 11 Plygem Product Performance Chart 0.30 312 93.6 0.30 360 108.0 106, 107,114,116 Plygem Product Performance Chart 0.30 48 14.4 Non-Metal Frame U-0.30 C O Z g 0.38 `~ Metal Frame,Fixed U-0.38 o - r. m t!O u> w � m c a 0.40 LL � Metal Frame,Operable U-0.40 _ m r � 105-106 U.S.Aluminum Data Table 0.60 42 25.2 0.60 42 25.2 T Metal Entrance Door U-0.60 c ar UN 0.50 o, H An types U-0.50 UIC _T Q Area UA Area UA Page 2 Subtotal 1380 515 1380 532 TO COMPLY-The Proposed Total UA shall not Page 1 Subtotal 12292 500 12292 514 exceed the Target Total UA. Project Total 13672 1015 13672 1046 Component Performance Compliance (UA) UA COMPLIES Note 1-If vertical fenestration or skylight area exceeds maximum allowed per C402.4.1, then Target Area Adjustment of all applicable envelope elements will be calculated automatically by the compliance form. Refer to Target Area Adjustments worksheet for this calculation. Note 2-Opaque assembly U-factors shall come from Appendix A or calculated per approved method as specified in C402.1.5.1. Note 3-Proposed CMU mass wall in non-Group R that meet Table C402.1.4 Footnote D requirements can enter the target U-value of 0.014 Note 4-For semi-heated spaces utilizing the wall insulation exception,enter Target Wall U-factors under Proposed Wall U-factors so exterior walls are neutral to the calculation. Note 5-Mass transfer slab edges must be covered with an assembly having an overal U-factor of 0 2. Note 6-Demising walls,doors,and vertical fenestration separating spaces with different degrees of space conditioning(unconditioned,semi-heated, fully conditioned)shall be included only on the ENV-UA form for the space with the greatest degree of space conditioning. Note 7-List Group R above grade mass walls here. List all other mass walls,Commercial and Group R,in the Opaque Walls-Above Grade section. Note 8 -Slab-on-grade F-Factors shall come from Appendix A or calculated per approved method as specified in C402.1.5.1. Note 9 -Opaque door U-factors shall come from Appendix A or calculated per approved method as specified in C402.1.5.1.A door is defined as opaque if less than 50%of the door area has glazing. Note 10-Fenestration assembly U-Factors shall be the manufacturer's NFRC product rating, which includes the glazing and frame, or shall be the default value per Section C303.1.3. r • • - 1 1 • M • If vertical fenestration area exceeds maximum allowed per Section C402.4.1,then Target Area Adjustment of all applicable envelope elements is required. This worksheet automatically calculates these adjustments and updates target areas in the ENV-UA and ENV-SHGC worksheets. Information shown in this worksheet is for reference only and is write-protected.Submit this Target Area Adjustment form with ENV-UA and ENV-SHGC forms. VF=Vertical fenestration NW=Net above grade wall(excludes fenestration and doors.) DR=Opaque doors Gross Exterior Above-Grade Wall Area=VF+NW+DR AG=Above-grade Proposed Areas Vertical Fenestration-I VF= 402.0 Opaque NW= 6292.0 DR= 658.0 Gross Exterior Max Vert.Fen.% Maximum Target AG Wall Area (C402.3 1) Vert.Fen.Area 7352.0 X 30.0� - 100 = 2205.6 Total Vertical Delta Vertical Excess Vertical Fenestration Maximum Target Fenestration 0 Fenestration 402.0 _ 2205.E = -1803.E Fj greater -1803.E Multiplier applied to all Total Vertical Excess Vertical Target Vertical Total Vertical Proposed Vertical Fenestration Fenestration Fenestration Fenestration Target VF Multiplier Fenestration Areas to calculate Target Vertical 402.0 _ = 402.0 402.0 = 1.00 Fenestration Area Net AG Wall Area Excess Fenestration Target Net Wall Area Net Wall Target Net Wall Mull. Multiplier applied to all 6292.0 + �� = 6292.0 6292.0 = 1.00 Proposed Opaque Above- Grade Wall Areas to Target Areas - UA calculate Target Above- Commercial Grade Wall Area Vertical Fenestration Proposed Area Target VF Mult. Target Area Non-metal frame 360.0 X 1.00 = 360.0 Metal frame,fixed X = Metal frame,operable X Metal frame,entrance door 42.0 X 1.00 - 42.0 Target areas in shaded Above-grade Wall Proposed Area Target Net Wall Mull. 'Target Area boxes are applied to Steel Frame X = target areas on ENV-UA Metal Building 6113.3 X 1.00 = 6113.3 Wood/Other frame 178.7 X 1.00 = 178.7 Mass X = Mass Transfer Deck X Group R Mass X = Sum of Proposed 6694.0 Sum of Target 6694.0 Sum of target above-grade wall and vertical fenestration areas are Target Areas -SHGC x A calculated to equal the Non-North Vertical Fenestration Proposed Area Target VF Mult. Target Area PF<0.2 237.0 X 1.00 = 237.0 0.25PF<0.5 X PF 2 0.5 X = SHGC target areas in North Vertical Fenestration shaded boxes are appliedto target areas on ENV- PF<0.2 165.0 X 1.00 = 165.0 SHGC 0.25PF<0.5 X = PF t 0.5 X = • • 111MIDT-1[oil • if skylight area exceeds maximum allowed per Section C402.4.1,then Target Area Adjustment of all applicable envelope elements is required. This SKY=Skylight NR-Net roof(excludes skylight) Gross Exterior Roof Area=SKY+NR Proposed Areas Skylight(Horizontal Fenestration)-> SKY= Opaque Roof -> NR= 6000.0 Gross Exterior Max Skylight% Maximum Skylight Roof Area (C402.3.1) Fenestration Area 6000.0 X 3.0� r 100 = 180.0 Total Skylight Area Maximum Target Delta Skylight Area 0 Excess Skylight 180.0 = 1 —180.0 greater = 91 —180.0 Total Skylight Area Excess Skylight Target Skylight Area Total Skylight Area Target SKY Multiplier Multiplier applied to all _ Proposed Skylight Areas = to calculate Target Skylight Area Net Roof Area Excess Skylight Target Net Roof Area Net Roof Target Net Roof Muit. Multiplier applied to all 6000.0 +. = 6000.0 6000.0 = r 1.00 Proposed Opaque Roof Areas to calculate Target Roof Area Target Areas - UA and SHGC x A Skylight Proposed Area Target SKY Mult. Target Area All X I = Roof Proposed Area Target Net Roof Mult. Target Area Target areas in shaded Insulation Above Deck X — boxes are applied to target Metal Building 6000.0 X 1.00 6000.0 areas on ENV-UA Joist/Single Rafter X = Attic/All Others X = Sum of Proposed 6000.0 Sum of Target 6000.0 Sum of target roof and skylight areas are calculated to equal the ISHGC Calculation ENV-SHGC 2015 WSEC Compliance Forms for Commercial Buildings including R2,R3,&R4 over 3 stories and all R1 Revised Jun 2016 Project Title: Backstrom 3 Date 02/10/2017 Fenestration Area as%gross above-grade wall area 5.5% Max.Target: 30% For Building Department Use Skylight Area as%gross roof area Max.Target: 3% Vertical Fenestration Alternates: None Selected on ENV-SUM Notes:1-Proposed vertical fenestration and skylight areas entered in ENV-SHGC must match proposed fenestration areas in ENV-UA. 2-If Target Area Adjustment is required per ENV-UA,then target areas will be automatically adjusted in ENV-SHGC.Refer to Target Area Adjustments worksheet for this calculation. 3-Fenestration assembly SHGC shall be the manufacturer's NFRC product rating,or shall be the default value per Section C303.1.3. 4-Fenestration that separates conditioned space from a non-conditioned space shall be included in this worksheet.Enter target SHGC values for this fenestration under proposed SHGC,so it is neutral to the calculation. Skylights Proposed SHGC Target SHGC Sch.ID Provide SHGC source and fenestration schedule ID SHGC I x Area(A) 7=SHGC x SHGC x Area(A)= SHGC x A 0.35 SHGC 0.35 Skylight Totals All Non-North Vertical Fenestration+ Proposed SHGC Target SHGC++ Sch. ID Provide SHGC source and fenestration schedule ID PF SHGC x Area(A)=SHGC x A Category SHGC x Area(A)= SHGC x A 104-108, 112, 113, 0 0.26 168 44 0.40 237 94.8 115, 117 Plygem Product Performance Chart PF<0.2 106,107, 114, 116 Plygem Product Performance Chart 0 0.26 48 12 0.48 q 2spF<0.5' 105 US Alum 0 0.40 21 8 PF 2 0.5 0.64 ++If projection factor(PF)credits are applied to the proposed design, Target SHGC will sum fenestration area by PF category. +If PF credit is applied,then vertical fenestration Non-North Window Totals 237.0 64.6 237.0 94.8 must be entered in the correct table according to orientation If credit is not applied then all vertical fenestration can be entered In either table. North Vertical Fenestration+ Proposed SHGC Target SHGC++ Sch.ID Provide SHGC source and fenestration schedule ID PF SHGC x Area(A) SHGC x A PF Category SHGC x Area(A)= SHGC x A 101-103, 10 -1 Plygem Product Performance Chart 0 0.26 144 37 PF<0.2 0.53 165 87.5 106 US Alum 0 0.40 21 8 0.2sPF<0.5, 0.58 PF a 0.5 0.64 ++If projection factor(PF)credits are applied to the proposed design, Target SHGC will sum fenestration area by PF category. North Window Totals 165.0 45.8 165.0 87.5 TO COMPLY-The Proposed Total SHGC x A Area SHGC x A Area SHGC x A shall not exceed the Target Total SHGC x A. Total(Skylight+Window) 402.0 110.4 402.0 182.3 Com onent Performance Compliance (SHGC) SHGC COMPLIES Building Permit PlansCffcklist, • • 2015 WSEC Compliance Forms for Commercial Buildings including R2,R3,&R4 over 3 stories and all R1 Revised Jun 2016 Project Title: Backstrom 3 Date 02/10/2017 The following information is necessary to check a building permit application for compliance with the building envelope requirements in the Washington State Energy Code,Commercial Provisions. Applicability Code Location in Building (yes,no,na) Section Component Compliance information required in permit documents Documents Department Notes SCOPE Low energy spaces are identified on plans;include project information,and na C402.1.1 Low energy spaces calculations if applicable,that demonstrate spaces are eligible for envelope provisions exemption na C402.1.1.1 Semi-heated spaces Semi-heated spaces are identified on plans,include calculations that demonstrate spaces are eligible for wall insulation exemption Provide building area,average wall and roof U-factor,and installed na C402.1.2 Equipment Buildings equipment information that demonstrates equipment building is eligible for envelope provision exemption Walk-in and Cooler and freezer spaces are identified on plans;C410 envelope na C410.2 warehouse cooler and freezer spaces compliance forms provided(pending) C101.4.1 Mixed occupancy Spaces with different occupancy requirements are identified on plans Existing unconditioned spaces changing to semi-heated or conditioned na C503.2 Change of space space,and existing semi-heated spaces changing to conditioned space,are conditioning identified on plans Include calculations that demonstrate baseline and final level of conditioning. Existing F,S and U-occupancy spaces undergoing a change in occupancy are indicated on plans;include calculations that demonstrate upgrade complies with the current WSEC. Change of Pie-2002 Group R spaces undergoing a change to a commercial nr, C505.1 occupancy are indicated on plans;include calculations that demonstrate occupancy upgrade complies with the current WSEC. Non-Group R occupancy spaces undergoing a change to Group R are indicated on plans;include calculations that demonstrate upgrade complies wilts the current WSEC. ENVELOPE PROVISIONS Indicate envelope insulation compliance path and provide applicable forms; yes C103.2 Compliance ENV-PRESCRIPTIVE or ENV-UA/ENV-SHGC for component performance C103.6.3 documentation If complying via total buidling performance,provide a list of all proposed envelope component types,areas and U-values C303.1.1 Insulation Indicate identification mark shall be applied to all insulation materials and yes C303.12 identification insulation installed such that the mark is readily observable during inspection yes C303.1.3 Fenestration product Fenestration products shall be labeled with rated U-factor,SHGC,VT,and C402.4.3 rating leakage rating Indicate installation methods,thicknesses,densities and clearances to yes C303.1.1 General insulation achieve the intended R-value of all insulation materials; C402.2.1 installation Where two or more layers of rigid insulation will be used,indicate that edge goints between layers are staggered Indicate R-value(s)of cavity/continuous insulation on roof sections; Indicate framing materials on roof sections; Indicate method of framing for ceilings below vented attics and vaulted ceilings per Al02.2(std,adv); yes C1032 Roof assembly Provide area weighted average U-factor calculation for insulation whose C4022.2 insulation thickness varies by 1 inch or less; Indicate effective U-factors of tapered insulation entirely above deck per Al02.2.6;include roof configuration and slope,maximum R-value at peak and minimum R-value at low point for all roof surfaces Indicate R-values for thermal spacers and each insulation layer,and liner system(LS)method for metal building roofs na C402 2 2 Skylight curb Indicate curb insulation R-value on roof section if not included in skylight insulation NFRC rating Indicate R-value(s)of cavity/continuous insulation on wall sections; Indicate framing materials on wall sections; Indicate method of framing for wood const per A103.2(std,int,adv); C403.202 2.3 Above/below grade C Indicate material density category,wall weight and heal capacity for yes C402.2.4 wall insulation qualifying mass walls; C303.2.1 For qualifying ASTM C90 masonry walls,indicate loose-fill core insulation mallWN and percentage of cores filled including grouted cores,bond beams,vertical fills,headers and any other grouted cores; Indicate method of protection of exposed exterior basement/crawlspace wall lnsulatlon l ) Building Permit Plans CffFcklist, 2012 Washington State Energy Code Compliance Forms for Commercial Buildings including R2&R3 over 3 stories and all R1 Project Title: eackstrom 3 Date 02/10/2017 Applicability Code Location in Building (yes,no,na) Section Component Compliance information required in permit documents Documents Department Notes C103.2 Indicate rated U-factor(swinging)or R-value(non-swinging-roll-up/sliding) yes C402.4.4 Opaque doors on wall sections or in door schedules-applies to doors with less than 50% glazed area Floor over outdoor or Indicate R-value(s)of cavity/continuous insulation on floor sections; na C402 2.5 unconditioned space Indicate framing material on floor sections; insulation Indicate material density category and weight of qualifying mass floors Indicate R-value of continuous insulation on wall section or foundation detail; yew C402.2.6 Slab-on-grade floor Indicate insulation extends down vertically and/or horizontally the required C303.2.1 insulation distance from top of slab; Indicate method of protection of exposed exterior slab edge insulation Indicate R-value of continuous insulation on wall section or foundation Radiantly heated slab detail; na C402.2.6 on-grade floor Indicate insulation extends down vertically from top of slab and then C303.2.1 insulation horizontally under the entire slab; Indicate method of protection of exposed exterior slab edge insulation Radiant heating Indicate insulation R-value behind radiant panels,U-bend/headers and na C402.2.8 bottom surface of radiantly heated floors(other than radiantly heated slab- system insulation on-grade) C402.4.1 Provide calculation for total vertical fenestration area as a percentage of yes C502.2.1 Vertical fenestration Provide grade wall area maximum area gross g (WWR)for new construction,additions and C503.3.2 alterations In ENV-SUM Provide calculations showing that the percentage of overall conditioned floor area within daylight zones is equal to or greater than 50%in 1&2 story builidngs:OR Increased Provide calculations showing that the percentage of overall net floor area C402.4.1.1 prescriptive Within daylight zones is equal to or greater than 25%in buildings 3 stories or C405.2.4.1 maximum vertical more;include the gross floor area and list of spaces omitted for the net floor na area; C502.2.1 fenestration area with C503.3.2 daylight zones and Note in envelope plans that all lighting fixtures located within daylight zones controls shall be provided with daylight responsive controls per WSEC Section C405.2.4.1;indicate method of control in lighting fixture schedules Indicate that the VT of vertical fenestration is at least 1.1 times the rated SHGC prescriptive Indicate high performance U-factors and SHGC values In fenestration C402 4.1.3 maximum vertical schedules; na C502.2.1 fenestration area with If applicable,provide area-weighted U-factor calculation(s)used for multiple C503.3.2 high-performance fenestration elements within the same fenestration category per Table C402.3 Increased prescriptive Indicate that for eligibility,all occupied,conditioned spaces will be served by na C402 4.1.4 maximum vertical a dedicated outside air system(DOAS)that delivers ventilation air without C403.6 fenestration area with requiring operation of the heating/cooling system per Section C403.6 DOAS mechanical systems Wall/vertical Indicate if component performance with target area adjustment will be used na C402.1.5 fenestration target 'to account for vertical fenestration area in excess of the prescriptive area adjustment maximum allowed C402A.1 Skylight maximum Provide calculation for total skylight area as a percentage of gross roof area na C502.2.2 ,area (SRR)for new construction,additions and alterations in ENV-SUM C503.3.3 na C402.1.5.2 Roof/skylight target Indicate if component performance with target area adjustment will be used area adjustment to account for skylight area in excess of the prescriptive maximum allowed Indicate U-factors,SHGC and VT values in fenestration schedules; U-factors,SHGC and If applicable,provide area-weighted U-factor calculation(s)used for multiple yes C402.4.3 VT for all fenestration fenestration elements within the same fenestration category per Table C303.1.3 assemblies C402.3 Indicate if values are NFRC or default;if default then specify frame type, glazing layers,gap width,low-e coatings,gas-fill na C402.4.13Permanent shading For windows with overhangs or permanent projection shading devices, na C402.4.3 provide projection factor calculations(Equation C4-6)and associated devices minimum SHGC for north and non-north orientations �J � . Building Permit Plans CWcklist, • • 2012 Washington State Energy Code Compliance Forms for Commercial Buildings including R2&R3 over 3 stories and all R1 Project Title: Baaketrom 3 Date Applicability Code Location in Building (yes,no,na) Section Component Compliance information required in permit documents Documents Department Notes In single story buildings,provide list of enclosed areas that exceed 2,500 sf, have ceiling height greater than 15 ft,and are space types required to comply with this provision.For each area identify space type,floor area, floor to ceiling height,and any exception taken; Spaces in single For each area provide calculations for percentage of conditioned floor area na C402.4.2 story buildings located within a daylight zone including skylight and eligible sidelight requiring skylights daylight zones; For each area provide calculations for percentage of skylight area,OR; Provide calculations for skylight effective aperture(Equation C4-5); Indicate haze factor of skylight glazing material or diffuser AIR LEAKAGE Air barrier Indicate location of continuous air barrier on plans and sections; yes C402.5.1.1 construction and Provide details for all joints,transitions in materials,penetrations in air sealing barrier and note method of sealing(caulked,gasketed,or other approved method) Rooms containing Indicate that room(s)containing non-direct vent appliances is isolated from open combustion fuel inside the thermal envelope with a sealed air barrier, including doorway yes C402.5.3 burning appliances gasketing and sealing around ductwork and piping penetrations; used for space Indicate insulation provided in wall,floor and ceiling of the room envelope, conditioning and insulation required on combustion air ductwork Access openings and Indicate locations of all access openings and doors to shafts,chutes, na C402.5.4 doors to shafts, stairways and elevators; chutes,stairways and Indicate method of gasketing,weatherstripping and sealing of these doors openings Indicate locations of all stairway enclosure,elevator shaft and building C402.5.5 Outdoor air intakes, pressurization relief openings,outside air intakes and exhaust openings; na C403.2.4.3 exhausts and relief Note in envelope plans that all relief,outside air intake and exhaust openings openings shall be provided with dampers in accordance with Mechanical Section C403.2.4.3 Indicate method of sealing between light fixture housing and wall or ceiling; na C402.5.8 Recessed lighting in building envelope Note in envelope plans that all recessed lighting fixtures shall be IC rated and have an air leakage rating not greater than 2 cfm per ASTM E283 test; include these requirements in lighting fixture schedules na C402.5.6 Loading dock seals Indicate weather seal at cargo and loading dock doors Indicate locations and dimensions of vestibules and air curtains; Indicate exception and criteria utilized for all building entrances and exits na C402.5.7 Vestibules that do not have a vestibule or air curtain; Indicate required performance for air curtains installed per exception 7; For unconditioned vestibules,Indicate which envelope assembly(interior or exterior)complies with the requirements for a conditioned space Indicate on plans the air barrier boundaries and area calculations on all six sides of the air barrier; Indicate air barrier test method in accordance with ASTM E779 or approved equivalent; yes C103.2 Building air leakage Indicate required maximum leakage rate for compliance. C402.5.1-2 test Include the following requirements in project documents:(1)Submit air barrier test report to jurisdiction once test is completed;(2)If test results exceed 0.4 cfmfft2 at 0.3 in.wg,then visually inspect air barrier and seal noted sources of leakage;(3)Submit a follow-up report to jurisdiction noting corrective measures taken; (4)Include air barrier test report in compliance documentation provided to owner. If"no"is selected for any question, provide explanation: End of Building Permit Plans Checklist • n � U ��.+.�' I qp�� Building //4,S KGarco. Systems A Division of Robertson-Ceco II Corporation ACCREDITED AC472 DESIGN PACK-AGE. �6Q oe'� o�� CITY OF ARLINGTON BUILDING DEPARTMENT APPROVED DA Received No CHAW;Es AVTHORam UNLESS APPROVE[)BY THE MAR 0 7 2017 BUILDING INSPECTOR I L. .lk r _ I Building A% KGa rco. systems ACCREDITED AC472 01vtAlon of Robefton-Ceco ll_Co"ration Office:(800)-777-9378 (509)244-5611 2714 S.Garfield Road Fax:(509)244-2850 Airway Heights,WA 99001-9595 hftp://www.garcobuildings.com January 24, 2017 COM STEEL LLC 2321 E BAKERVIEW RD STE D BELLINGHAM, WA 98226-7147 15-B-63255 BACKSTROM PROPERTIES j ARLINGTON, WA 60'0" x 100'0" x 19'0" To Whom It May Concern: This is to certify that materials for the subject structure have been designed in accordance with the order documents, specifically as shown per the attached Engineering Design Criteria Sheet. Aspects of code compliance as related to use or occupancy, such as sprinkler requirements, are not addressed by these documents. These materials, when properly erected on an adequate foundation in accordance with the erection drawings as supplied and using the components as furnished, will meet the attached loading requirements. This certification does not cover field modifications or the design of materials not furnished by Garco Building Systems. The attached design criteria information is to remain with and form part of this Letter of Certification. } The calculations and the metal building they represent are the product of Garco Building Systems or a division of its affiliate NCI Building Systems. The engineer whose seal appears hereon is employed by either Garco Building Systems or a division of its affiliate NCI Building Systems and is not the engineer of record for this project. J Cordially, Garco Building Systems Materials for Metal Buildings An NCI Company M. o/�,p Jeffrey M. Conrad, P.E. c0 0 Senior Design Engineer z Jeff Conrad Jan 24 2017 12:19 PM ' 35755 . 15-B-63255 Page 1 of 3 Mailing Address: Office:(800)-777-9378 Garcon Building Systems ) 5611 rfi Fax:(509 2714 S.Ga eld Road )244- Airway Heights,WA 99001 Building 0 Ep'ar System ACCREDITED AC472 DIVIS ton of R0beItson•ceto IICoq*ratlon Office:(800)-777-9378 (509)244-5611 2714 S.Garfield Road Fax:(509)244-2850 Airway Heights,WA 99001-9595 http://www.garcobuildings.com Building Code . . . . . . . . . . . . . . . . . . . . . 2015 IBC Building Risk Category . . . . . . . . . . . . Normal (Risk Category II) Roof Dead Load Superimposed . . . . . . . . . . . . . . . . . 2.80 psf Collateral . . . . .. . . . . . . . . . . . . . 3.00 psf (0.00 psf Ceiling 3.00 psf Other) Roof Live Load . . . . . . . . . . . . . . . . . . . . 20.00 psf no reduction 1 Snow Ground Snow Load (Pg) . . . . . . . . 25.00 psf Snow Load Importance Factor (I) 1.00 Flat Roof Snow Load (Pf) . . . . . 20.00 psf (per code) Minimum Roof Snow Load (Pf) . . 25.00 psf (used in design) Snow Exposure Factor (Ce) . . . . 1.00 Thermal Factor (Ct) . . . . . . . . . . 1.00 Wind Ultimate Wind Speed (Vult) . . . 110.00 mph Nominal Wind Speed (Vasd) . . . . 85 mph (IBC section 1609.3.1) Serviceability Wind Speed . . . . 72 mph Wind Exposure Category . . . . . . . C Internal Pressure Coef (GCpi) 0.18/-0.18 Loads for components not provided by building manufacturer Corner Areas (within 6.00' of corner) 25.37 psf pressure -33.82 psf suction Other Areas 25.37 psf pressure -27. 48 psf suction These values are the maximum values required based on a 10 sq ft area. Components with larger areas may have lower wind loads. Seismic Seismic Importance Factor (Ie) 1.00 Seismic Design Category . . . . . . D Soil Site Class . . . . . . . . . . . . . . D Stiff Soil Ss 1.066 g Sds . . . . . 0.763 g S1 . . . . . . . . . . . . . . . . . . . . . . . . . . . 0.415 g Shc . . . . . 0.439 g J Analysis Procedure . . . . . . . . . . . Equivalent Lateral Force Column Line 5 1-4 SWA & SWC Basic Force Resisting System B3 C4 C4 & B3 Response Modification Coefficient (R) 3.25 3.50 3.25 Seismic Response Coefficient (Cs) 0.235 0.218 0.235 Basic Structural System (from ASCE 7-10 Table 12.2-1) B3 - Ordinary Steel Concentrically Braced Frame C4 - Ordinary Steel Moment Frame 15-B-63255 Page 2 of 3 Mailing Address: Office:(800)-777-9378 Garcon Building Systems (509)244-5611 2714 S.Garfield Road Fax:(509)244-2850 Airway Heights,WA 99001 GarcoBuilding ffv �„ ysteS s 'm ACCREDITED AC472 Dlytston of Ro beltscn -Coco It Corporation Office:(800)-777-9378 (509)244-5611 2714 S.Garfield Road Fax:(509)244-2850 Airway Heights,WA 99001-9595 http://www.garcobuildings.com The material supplied by the manufacturer has been designed with the following minimum deflection criteria. The actual deflection may be less depending on actual load and actual member length. BUILDING DEFLECTION LIMITS. . . : BLDG-A Roof Limits Rafters Purlins Panels Live L/ 180 150 60 1 Snow L/ 180 180 60 Serviceability Wind L/ 180 180 60 Total Gravity L/ 120 120 60 Total Uplift L/ N/A N/A 60 Frame Limits Sidesway Portal Frame Sidesway Live H/ 60 Snow H/ 60 Serviceability Wind H/ 60 Seismic Drift H/ 40 40 Service-Level Crane H/ 100 Portal Service Wind H/ N/A 60 Total Gravity H/ 60 Service Seismic H/ 40 40 Wall Limits Limit Total Wind Panels L/ 60 Total Wind Girts L/ 90 Total Wind EW Columns L/ 120 The Service Seismic limit as shown here is at service level loads. J I 15-B-63255 Page 3 of 3 Mailing Address: Office:(800)-777-9378 Garco® Building Systems Fax:(509)244-5611 2714 S.Garfield Road Airway Heights,WA 99001 i Garco. Building Systemn DESIGN PACKAGE BUILDER: COM STEEL LLC CUSTOMER: BACKSTROM PROPERTIES JOB NUMBER: 15-B-63255 TABLE OF CONTENTS Page Design Criteria 1 Notes on Drawings 2-4 Deflection Criteria NA Project Layout NA Building A 5-21 Building B NA Building C NA Special Details 22-28 7 Original Design Completed thru Change Order# 1 Revision Histo Update Date R#v Reactions Reason for Revision Pages Revised Revised Eng. J 1 Y Revised detail 4912317324 25 01/20/17 MVN 2 Y Change per engineering request 3,4,25,28 01/24/17 MVN Reactions dw s J Project Engineer: Minh V.Ngo (Spokane) Checking Engineer: Jeffrey M. Conrad J Signing Engineer: Jeffrey M. Conrad, P.E. J Job Number . . . . . . . . . . . . . . . . . . . . . . . . 15-B-63255 Builder . . . . . . . . . . . . . . . . . . . . . . . . . . . COM STEEL LLC Jobsite Location . . . . . . . . . . . . . . . . . . ARLINGTON,Washington Building Code . . . . . . . . . . . . . . . . . . . . . 2015 IBC Building Risk Category . . . . . . . . . . . . Normal (Risk Category II) Roof Dead Load Superimposed . . . . . . . . . . . . . . . . . 2 . 80 psf Collateral . . . . . . . . . . . . . . . . . . . 3. 00 psf (0. 00 psf Ceiling 3 . 00 psf Other) Roof Live Load . . . . . . . . . . . . . . . . . . . . 20 . 00 psf no reduction 7 Snow Ground Snow Load (Pg) . . . . . . . . 25 . 00 psf Snow Load Importance Factor (I) 1. 00 Flat Roof Snow Load (Pf) . . . . . 20 . 00 psf (per code) Minimum Roof Snow Load (Pf) . . 25 . 00 psf (used in design) 1 Snow Exposure Factor (Ce) 1. 00 Thermal Factor (Ct) . . . . . . . . . . 1. 00 Wind Ultimate Wind Speed (Vult) . . . 110.00 mph Nominal Wind Speed (Vasd) . . . . 85 mph (IBC section 1609. 3. 1) Serviceability Wind Speed . . . . 72 mph Wind Exposure Category . . . . . . . C Internal Pressure Coef (GCpi) 0. 18/-0. 18 Loads for components not provided by building manufacturer Corner Areas (within 6. 00' of corner) 25 .37 psf pressure -33 . 82 psf suction Other Areas 25 . 37 psf pressure -27 . 48 psf suction These values are the maximum values required based on a 10 sq ft area. Components with larger areas may have lower wind loads. Seismic Seismic Importance Factor (Ie) 1. 00 Seismic Design Category . . . . . . D Soil Site Class . . . . . . . . . . . . . . D Stiff Soil Ss . . . . . . . . . . . . . . . . . . . . . . . . . . . 1. 066 g Sds . . . . . 0 . 763 g S1 . . . . . . . . . . . . . . . . . . . . . . . . . . . 0. 415 g Shc . . . . . 0. 439 g Analysis Procedure . . . . . . . . . . . Equivalent Lateral Force Column Line 5 1-4 SWA & SWC Basic Force Resisting System B3 C4 C4 & B3 J Response Modification Coefficient (R) 3.25 3.50 3.25 Seismic Response Coefficient (Cs) 0 .235 0. 218 0.235 Basic Structural System (from ASCE 7-10 Table 12 . 2-1) B3 - Ordinary Steel Concentrically Braced Frame E C4 - Ordinary Steel Moment Frame `! Page 1 01/20/17 BOLT TIGHTENTING - Bolted joints with ASTM A325 Type 1 bolts greater than 1/2" diameter are specified as pretensioned joints in accordance with the Specification for Structural Joints Using High-Strength Bolts, December 31, 2009. Pretensioning can be accomplished by using the turn-of-nut method of tightening, calibrated wrench, twist-off-type tension-control bolts or direct-tension-indicator as acceptable to the Inspecting Agency and Building Official. Installation inspection requirements for pretensioned joints (Specification for Structural Joints Section 9.2) using twist-off-type tension-control bolts is suqqested. The connections on this project are not slip critical. Material properties of steel bar, plate, and sheet used in the fabrication of built-up structural framing members conform to ASTM A529, ASTM A572, ASTM A1011 SS, or ASTM A1011 HSLAS with a minimum yield point of 50 ksi. Material properties of hot rolled structural shapes conform to ASTM A992, ASTM A529, or ASTM A572 with a minimum specified yield point of 50 ksi. Hot rolled angles, other than flange braces, conform to ASTM 36 minimum. Hollow structural shapes conform to ASTM A500 grade B, minimum yield point is 42 ksi for round HSS and 46 ksi for rectangular HSS. Material properties of cold-formed light gage steel members conform to the requirements of ASTM A1011 SS Grade 55, ASTM A1011 HSLAS Grade 55 Class 1, ASTM A653 SS Grade 55, or ASTM A653 HSLAS Grade 55 Class 1 with a minimum yield point of 55 ksi. For Canada, material properties conform to CAN/CSA G40.20/G40.21 or equivalent. Design criteria as noted is as given within order documents and is applied in general accordance with the applicable provisions of the model code and/or specification indicated. Neither the manufacturer nor the certifying engineer declares or attests that the loads as designated are proper for local provisions that may apply or for site specific parameters. The design criteria is c„rr l i orl by t}-,A 1-,,,i l ricr nrniar-t n,.mar- nr An Arr-hi tart anr9/nr Engineer of Record for the overall construction project. This project is designed using manufacturer' s standard serviceability criteria. Generally this means that all deflections are within typical performance limits for normal occupancy and standard metal building products. In accordance with the specified building code, snow drift surcharge loads (Pd) have been applied as follows : - 57 . 87 psf to 36. 30 psf drift surcharge with a width of 5 . 0 ft at endwall canopy at EWB. - 44 . 76 psf to 23. 19 psf drift surcharge with a width of 5 . 0 ft at sidewall canopy at SWA. - 14 . 00 psf sliding surcharge with a width of 5 . 0 ft at sidewall canopy at SWA The design collateral load of 3 psf has been uniformly applied to the design of the building. Hanging loads are to be attached to the purlin web. This may not be appropriate for heavily concentrated loads . Any attached load in excess of 150 pounds shall be accounted for by special design performed by a licensed engineer using concentrated loads and may require separate support members within the roof system. This metal building system is designed as enclosed. All exterior components (i.e. doors, windows, vents, etc. ) must be designed to Page 2 01/20/17 1 withstand the specified wind loading for the design of components and cladding in accordance with the specified building code. Doors are to be closed when a maximum of 50% of design wind velocity is reached. The metal building manufacturer has not designed the structure for snow accumulation loads at the ground level which may impose snow loads on the wall framing provided by the manufacturer. The rigid frame at frameline "1" is designed as a non-expandable rigid frame. The bearing frame at frameline "5" is designed as a non-expandable bearing frame. Corresponding frames reactions are calculated based upon actual tributary area. Using 7"x7" eave gutter with 4"x5" downspouts, the roof drainage system has been designed using the method outlined in the MBMA Metal Building Systems Manual. Downspout locations have not been located on these drawings. The downspouts are to be placed on the building sidewalls at a spacing not to exceed 60 feet with the first downspout from both ends of the gutter run within 1. 16 feet of the end. Downspout spacing that does not exceed the maximum spacing will be in compliance with the building code. The gutter and downspout system as provided by the manufacturer is designed to accommodate 4 in/hr rainfall intensity. Framed openings, walk doors, and open areas shall be located in the bay and elevation as shown in the erection drawings . The cutting or removal of girts shown on the erection drawings due to the addition of framed openings, walk doors, or open areas not shown may void the design certifications supplied by the metal building manufacturer. X-Bracing is to be installed to a taut condition with all slack removed. Do not tighten beyond this state. The 2 ' 8 CMU wall (not by G.B. S. ) at sidewall SWA and endwall EWB are self-supported and shall not transfer any load to any materials supplied by G.B. S Stair is to be self-supported and will not transfer any load to the mezzanine and other material supplied by G.B. S. J The application of mezzanine loads different from those described below could void warranties and certifications as they apply to the material supplied by metal building manufacturer. Dead Load 8 psf Live Load 50 psf Collateral load 3 psf J Partition load 20 psf Materials supplied by metal building manufacturer for this mezzanine have not been evaluated for vibration serviceability due to human activities, including effects on sensitive equipment. J It is the responsibility of the owner and/or contractor to retain a professional engineer to insure the following: Q 1 . Joist connection to bearing wall design and supply is not by G.B. S. 2 . Joist connection to bearing wall must not adversely affect any Garco supplied members . Page 3 01/24/17 3. A load path from the joist to the bearing wall (not by G.B.S. ) must be provided to transfer lateral seismic loads to the bearing wall. Loading to the bearing wall from each joist is the following: Q - Gravity load = 1.54 kips., - Seismic load (EQ) = 0. 90 kips.H Bearing wall (not by G.B.S. ) shall not support the sidewall mezzanine beams by G.B. S. Page 4 01/24/17 O QM3 i-lvmaN3 �n L > N N i E Q .. 0109 a o U In O J N oii 0 102 0,02 0,02 m > N J %DLa J r J O W _ C D% 0% O as i F- O O w to Z _ E 4 L _ o o w 3 U7 > /T R1 17'0 11'6 7'6 0,02 0,01 0,01 0,02 ru to N w v m m d xp a � o- - - ap •` m n bo +; " IN u p CN L 0 O 4. O y cu N M d m o- Q D 3 0 O to J N O m m D C7 p a = V D� x X x a m W ODPN p� � 0C ^ A 70 _o N N 7 nE zz js n Wo Er Em 7 U>• S m N N roo a V �-3 ? !L lL m O— 7 m p N �� A" f �m O O i �- ^-- - 2- - - �- 19'0 5'0 Struct, 9,L 2101 12 2, 0E- 9111 4 0,L i 4 4 4 ,N w°i V Y8 L8 L m dv H N Mezzanine beam Mezzonine beam x a n e n W m N -oila B x u Y8 Y8 D < N x x 0 a s ID ++ %D O %D IL N N 60'Ox2'B OPEN O E3 1 ti '. 1.3 20'0 t 20'0 2010 i W z w U J 0 it pq s ENDWALL EWB 0 Q GARCO Building Systems, Airway Heights, WA Design Summary Program User: mvngo Job Number: 63255A Design Summary Report Version: 6.06.0 run01 Date: 01/13/17 Start Time: 07:49:09 R:\. .\15-B-63255\ver01-mvngo\Bldg-A\run01\63255A_bldg_A_01.cds ------------------------------------------------------------------------------- B U I L D I N G - A - D E S I G N S U M M A R Y R E P O R T All connections use ASTM A325N bolts, unless noted otherwise. All anchor rods are checked according to ASTM F1554 Gr. 36 strengths. Rafter flange braces use the Optional Concealed Nut attachment Column flange braces use the Optional Concealed Nut attachment ROOF PLANE ------- RPA R:\Jobs\Active\ENG\15-B-63255\ver01-mvngo\Bldg-A\run01\AroofRPA 01.edf Panel . . . . . . . . . . . . . . . . . . . . DLOK 24GA Pancl Width . . . . . . . . . . . . . . 24 in Purlins . . . . . . . . . . . . . . . . . . 55.0 ksi Yield Strength Eave Struts . . . . . . . . . . . . . . 55.0 ksi Yield Strength Note to Drafting: provide G90 Galvanized Secondary. PURLIN SPACING : 4.1378 5@4.9320 1.2022 Bay Length Member Size Brace L Lap R Lap # (ft) Identification Locations Exten Exten --------------------------------------------------------------------- 1 27.667 8X2.5Z12 4 points S 0.000 3.146 C 2 27.667 8X2.5Z12 2 points C 3 .146 2.479 C 3 25.000 8X2.5Z14 2 points C 2.479 3.146 C 4 19.667 8X2.5Z16 2 points C 3 .146 0.000 S Purlin Clip Use 2 A325 Bolts @ Level 2,3,4,5,6,7 @ Supports: 1,2,3,4,5 Purlin Stiffened Clips @ Lcvcl 2,7 @ Supporto: 1,2,3,4,5 Purlin Backup Plate @ Level 2,7 @ Supports: 2,3,4 ------------------------------------------------------------------------------- ROOF PLANE ------- RPC R:\Jobs\Active\ENG\15-B-63255\ver01-mvngo\Bldg-A\run01\AroofRPC_Ol.edf Panel . . . . . . . . . . . . . . . . . . . . DLOK 24GA Panel Width . . . . . . . . . . . . . . 24 in Purlins . . . . . . . . . . . . . . . . . . 55.0 ksi Yield Strength Eave Struts . . . . . . . . . . . . . . 55.0 ksi Yield Strength Note to Drafting: provide G90 Galvanized Secondary. PURLIN SPACING : 4.1378 5@4.9320 1.2022 Bay Length Member Size Brace L Lap R Lap # (ft) Identification Locations Exten Exten ---------------------------------------------------------------------- 1 19.667 8X2.5Z16 2 points S 0.000 3 .146 C 2 25.000 8X2.5Z14 2 points C 3.146 2.479 C 3 27.667 8X2.5Z12 2 points C 2.479 3.146 C 4 27.667 8X2.5Z12 4 points C 3.146 0.000 S Purlin Clip Use 2 A325 Bolts @ Level 2,3,4,5,6,7 @ Supports: 5,4,3,2,1 Purlin Stiffened Clips @ Level 2,7 @ Supports: 5,4,3,2,1 Purlin Backup Plate @ Level 2,7 @ Supports: 4,3,2 Page 6 01/20/17 GARCO Building Systems, Airway Heights, WA Design Summary Program User: mvngo Job Number: 63255A Design Summary Report Version: 6.06.0 run01 Date: 01/13/17 Start Time: 07:49:09 R:\. .\15-B-63255\ver01-mvngo\Bldg-A\run01\63255A_bldg_A_Ol.cds -------------------------------------------------------------------------------- RPC Purlin Strut @ 20.000 (ft) :8X2.5Z12 Bays 4 RPC Purlin Strut @ 20.000 (ft) :8X2.5Z12 Bays 3 RPC Purlin Strut @ 20.000 (ft) :8X2.5Z12 Bays 2 RPC Purlin Strut @ 20.000 (ft) :8X2.5Z12 Bays 1 l RPC Purlin Strut @ 30.000 (ft) :8X2.5Z12 Bays 4 RPC Purlin Strut @ 30.000 (ft) :8X2.5Z12 Bays 3 RPC Purlin Strut @ 30.000 (ft) :8X2.5Z14 Bays 2 RPC Purlin Strut @ 30.000 (ft) :8X2.5Z16 Bays 1 RPA Purlin Strut @ 40.000 (ft) :8X2.5Z12 Bays 1 RPA Purlin Strut @ 40.000 (ft) :8X2.5Z12 Bays 2 RPA Purlin Strut @ 40.000 (ft) :8X2.5Z12 Bays 3 RPA Purlin Strut @ 40.000 (ft) :8X2.5Z12 Bays 4 SWA Eave Strut @ 19.000 (ft) :8X3 .5E14 Bays 1 SWA Eave Strut @ 19.000 (ft) :8X3.5E14 Bays 2 SWA Eave Strut @ 19.000 (ft) :8X3.5E14 Bays 3 SWA Eave Strut @ 19.000 (ft) :8X3.5E14 Bays 4 SWC Eave Strut @ 19.000 (ft) :8X3.5E14 Bays 4 SWC Eave Strut @ 19.000 (ft) :8X3.5E14 Bays 3 SWC Eave Strut @ 19.000 (ft) :8X3.5E14 Bays 2 SWC Eave Strut @ 19.000 (ft) :8X3.5E14 Bays 1 Note: 1) All Purlin strut locations for all roof planes are measured from back sidewall. 2) All purlin strut rows use the same lap lengths as the main purlin design. Eave strut interior connection at SWA uses (2) -1/2" A325 bolts. Eave strut interior connection at SWC uses (4) -1/2" A325 bolts w/SC-18 plate. Double zee strut connection at SWC uses (4) -1/2" A325 bolts. Eave strut connection at end-frame uses (4) -1/2" A325 bolts. BRACING ---- Roof: 1 bays Rod Plane SWA Portal Frame Plane SWC 1 bays Rod: Clevised Plane EWB End Frame Plane EWD 1 bays Rod J I Page 7 01/20/17 GARCO Building Systems, Airway Heights, WA Design Summary Program User: mvngo Job Number: G3255A Design Summary Report Version: 6.06.0 run01 Date: 01/13/17 Start Time: 07:49:10 R:\. .\15-B-63255\ver01-mvngo\Bldg-A\run01\63255A_bldg_A_Ol.cds ------------------------------------------------------------------------------- SIDEWALL PLANE SWA -- ( 8.250" Inset columns ) R:\Jobs\Active\ENG\15-B-63255\ver01-mvngo\Bldg-A\run01\AWal1SWA 01.edf Panel . . . . . . . . . . . . . . . . . . . . AVP/Horizontal 7.2 Reverse(*) Panel Width . . . . . . . . . . . . . . 36 in Panel Gage . . . . . . . . . . . . . . . 26 ga Girts . . . . . . . . . . . . . . . . . . . . 55.0 ksi Yield Strength Note to Drafting: provide G90 Galvanized Secondary. GIRTS SPACINGS 716 218 114 516 Bay Elev. Length Member Size Brace L Lap R Lap # (ft-in) (ft) Identification Locations Exten Exten --------------------------------------------------------------------- 1 716 27.667 8X2.5Z12 None S 0.000 0.000 S 2 716 27.667 8X2.5Z16 None S 0.000 0.000 S 3 716 25.000 8X2.5Z12 None S 0.000 0.000 S 4 716 19.667 8X2.5Z16 None S 0.000 0.000 S 3 1012 25.000 8X2.5Z16 None S 0.000 0.000 S 1 1116 27.667 8X2.5Z12 None S 0.000 0.000 S 2 1116 27.667 8X2.5Z16 None S 0.000 0.000 S 3 1116 25.000 8X2.5Z16 None S 0.000 0.000 S 4 1116 19.667 8X2.5Z16 None S 0.000 0.000 S 1 1710 27.667 8X2.5Z16 None S 0.000 3.146 C 2 1710 27.667 8X2.5Z16 None C 3.14G 3.146 C 3 1710 25.000 8X2.5Z16 None C 3.146 1.479 C 4 1710 19.667 8X2.5Z16 None C 1.479 0.000 S Note(*) : Provide Horizontal 7.2 Reverse Roll 26GA wall panel at bay 3 SWA, from top of CMU wall to underside of canopy. Provide sub--iambs 8x2.5C16 between Qirts _ elev.= 7'6 and 10'2 to support horizontal panel (to have 610 max. distance)_. FRAMED OPENINGS: width Height Sill Ht Jamb IIeader/Sill Bay Distance 610 410 312 8X2.5C16 8X2.5C16 1 316 610 410 1210 8X2.5C16 8X2.5C16 1 316 314 712 N/A 8X2.5C16 8X2.5C16 2 1110 1410 1410 N/A 8X2.5C14 8X2.5C16 2 6110 314 712 N/A 8X2.5C16 8X2.5C16 3 112 610 410 1210 8X2.5C16 8X2.5C16 3 612 610 410 312 8X2.5C16 8X2.5C16 3 612 610 410 312 8X2.5C16 8X2.5C16 3 1712 610 410 1210 8X2.5C16 8X2.5C16 3 1712 1310 1410 N/A 8X2.5C14 8X2.5C16 4 2110 (Double Jambs) OPEN AREAS: Size Wall Distance 10010 x 218 SWA 010 Page 8 01/20/17 GARCO Building Systems, Airway Heights, WA Design Summary Program User: mvngo Job Number: 63255A Design Summary Report Version: 6.06.0 run01 Date: 01/13/17 Start Time: 07:49:10 R:\. .\15-B-63255\ver01-mvngo\Bldg-A\run01\63255A_bldg_A_Ol.cds ------------------------------------------------------------------------------- SIDEWALL PLANE SWC -- ( 8.250" Inset columns ) R:\Jobs\Active\ENG\15-B-63255\ver01-mvngo\Bldg-A\run01\AWal1SWC Ol.edf Panel . . . . . . . . . . . . . . . . . . . . AVP Panel Width . . . . . . . . . . . . . . 36 in l Panel Gage . . . . . . . . . . . . . . . 26 ga Girts . . . . . . . . . . . . . . . . . . . . 55.0 ksi Yield Strength Note to Drafting: provide G90 Galvanized Secondary. GIRTS SPACINGS 716 410 516 Bay Elev. Length Member Size Brace L Lap R Lap # (ft-in) (ft) Identification Locations Exten Exten --------------------------------------------------------------------- 1 716 19.667 8X2.5Z16 None S 0.000 0.000 S 2 716 25.000 8X2.5Z14 3 points S 0.000 0.000 S 3 716 27.667 8X2.5Z16 None S 0.000 0.000 S 4 716 27.667 8X2.5DZ14 (nested) None S 0.000 0.000 S 1 1116 19.667 8X2.5Z16 None S 0.000 0.000 S 2 1116 25.000 8X2.5Z14 3 points S 0.000 0.000 S 3 1116 27.667 8X2.5Z16 None S 0.000 0.000 S 4 1116 27.667 8X2.5Z12 None S 0.000 0.000 S 1 1710 19.667 8X2.5Z16 None S 0.000 0.000 S 2 1710 25.000 8X2.5Z14 3 points S 0.000 3.146 C 3 1710 27.667 8X2.5Z16 None C 3.146 3.146 C 4 1710 27.667 8X2.5Z16 None C 3.146 0.000 S FRAMED OPENINGS: Width Height Sill Ht Jamb Header/Sill Bay Distance 314 712 N/A 8X2.5C16 8X2.5C16 2 1110 1410 1410 N/A 8X2.5C14 8X2.5C16 3 6110 314 712 N/A 8X2.5C16 8X2.5C16 3 22110 610 410 312 8X2.5C16 8X2.5C16 4 1712 610 410 1210 8X2.5C16 8X2.5C16 4 1712 I Page 9 01/20/17 GARCO Building Systems, Airway Heights, WA Design Summary Program User: mvngo Job Number: 63255A Design Summary Report Version: 6.06.0 run01 Date: 01/13/17 Start Time: 07:49:10 R:\. .\15-B-63255\ver01-mvngo\Bldg-A\run01\63255A_bldg_A_Ol.cds ------------------------------------------------------------------------------- Endwall Plane EWB Design . . . . . . . . RIGID BEARING FRAME R:\Jobs\Active\ENG\15-B-63255\ver01-mvngo\Bldg-A\run01\AWallEWB_Ol.edf Panel . . . . . . . . . . . . . . . PBD/Horizontal 7.2 Reverse(*) Panel Width 36 in Panel Gage . . . . . . . . . . . . . . . 26 ga Girts . . . . . . . . . . . . . . . . . . . . . 55.0 ksi Yield Strength Note to Drafting: provide G90 Galvanized Secondary. Girts Spacings 3 '2 4'0 3 '0 1'4 5'6 3'6 Bay Elev. Length Member Size Drace L Lap R Lap # (ft-in) (ft) Identification Locations Exten Exten --------------------------------------------------------------------- 1 312 19.312 8X2.5C16 None S 0.000 0.000 S 2 312 20.000 8X2.5C16 None S 0.000 0.000 S 3 312 19.312 8X2.5C16 None S 0.000 0.000 S 1 712 19.312 8X2.5C16 None S 0.000 0.000 S 2 712 20.000 8X2.5C14 None S 0.000 0.000 S 3 712 19.312 8X2.5C16 None S 0.000 0.000 S 2 1012 20.000 8X2.5Z16 None S 0.000 0.000 S 1 1116 19.312 8X2.5Z14 None S 0.000 0.000 S 2 1116 20.000 8X2.5Z16 None S 0.000 0.000 S 3 1116 19.312 8X2.5Z14 None S 0.000 0.000 S 1 1710 19.312 8X2.5C14 None S 0.000 0.000 S 2 1710 20.000 8X2.5C14 None S 0.000 0.000 S 3 1710 19.372 RX2_5C!,! None S 0.000 0,000 S 2 2016 20.000 8X2.5Z16 None S 0.000 0.000 S Note(*) : Provide Horizontal 7.2 Reverse Roll 26GA wall panel at EWB, from top of CMU wall to elev.=17'0. Provide sub-iambs 8x2.5C16 between crirts up to 1710 to support horizontal panel to have 6'0 max. O.C. Note: Girts are in flush condition from finish floor to elev.= 1710. Cee girts at elev.= 17'0 are by-pass. Girts above elev.=1710 are by-pass. FRAMED OPENINGS: Width Height Sill Ht Jamb Header/Sill Bay Distance 610 410 1210 8X2.5C16 8X2 .5C16 1 410 610 310 312 8X2.5C16 8X2 .5C16 1 410 310 410 312 8X2.5C16 8X2 .5C16 2 110 310 410 1210 8X2.5C16 8X2 .5C16 2 110 610 410 1210 8X2.5C16 8X2.5C16 2 810 314 712 N/A 8X2.5C16 8X2.5C16 2 915 310 410 1210 8X2.5C16 8X2.5C16 3 110 310 410 312 8X2.5C16 8X2.5C16 3 110 610 410 1216 8X2.5C16 8X2 .5C16 3 1010 610 310 312 8X2.5C16 8X2 .5C16 3 1010 OPEN AREAS: Size Wall Distance 6010 x 218 EWB 010 Page 10 01/20/17 GARCO Building Systems, Airway Heights, WA Design Summary Program User: mvngo Job Number: 63255A Design Summary Report Version: 6.06.0 run01 Date: 01/13/17 Start Time: 07:49:10 R:\. .\15-B-63255\ver01-mvngo\Bldg-A\run01\63255A_bldg_A_Ol.cds ------------------------------------------------------------------------------- Endwall Plane EWB Design (con't) COLUMNS ----- ( 8.250" Bypass columns ) Col Dist. Description Base Elev Base plate design information # from left Member Size Ident. (ft) Thickness & rods ----------------------------------------------------------------------------- 1-C -------------------- See Frame Profile -------------------- 1-B -------------------- See Frame Profile -------------------- Note: Use 1/4" NS/FS stiffeners for all endwall canopy rafter connections to endwall columns. ENDWALL COLUMN TO BRIDGE CHANNEL CONNECTIONS: STRUT-TO-COLUMN CLIP COL. NO. ENDWALL PLANE 1 --------- -------------------- 1-C BETWEEN PURLINS, USING TYPE 3 CONN. , (4) -1/2" A325N j CF Brdg Channel (0.375011) (4) -3/4" A325N W8X10 COLUMN EXTENSION w/ 30.00011 LAP LENGTH; 8X2.5C12 BRIDGE CHANNEL 1-B BETWEEN PURLINS, USING TYPE 3 CONN. , (4) -1/2" A325N CF Brdg Channel (0.375011) (4) -3/4" A325N W8X10 COLUMN EXTENSION w/ 30.00D" LAP LENGTH; 8X2.5C12 BRIDGE CHANNEL Note: Clip to column extension to be provided with 3/4" A325 Bolts. 1 Page 11 01/20/17 GARCO Building Systems, Airway Heights, WA Design Summary Program User: mvngo Job Number: 63255A Design Summary Report Version: 6.06.0 run01 Date: 01/13/17 Start Time: 07:49:10 R:\. .\15-B-63255\ver01-mvngo\Bldg-A\run01\63255A_bldg_A_Ol.cds ------------------------------------------------------------------------------- Endwall Plane EWD Design . . . . . . . . BEARING FRAME R:\Jobs\Active\ENG\15-B-63255\ver01-mvngo\Bldg-A\run01\AWallEWD_Ol.edf Panel . . . . . . . . . . . . . . . . . . . . AVP Panel Width . . . . . . . . . . . . . . 36 in Panel Gage . . . . . . . . . . . . . . . 26 ga RAFTERS ----- Mem Description Length Start End # Member Size Identification (ft) (ft) (ft) Q1 BU 6x0.25/0.156x8" 55.O ksi 29.210 0.000- -29.210 Connections. . . Left : Type-V SEP 8_0" X 1 2" (4) -3 4" A325N Bolts Right: Type-I MEP 8_0" X 1 2" (8) -3 4" A325N Bolts A2 BIT 6x0.25/0.156x8" 55.0 ksi 29.210 29.210 58.420 Connections. . . Left : Type-I MEP 8_0" X 1 2" (8) -3 4" A325N Bolts Right: Type-V SEP 8_0" X 1 2" (4) -3 4" A325N Bolts Flange Braces at following purlins (horizontal distance from eave) PLANE SWA: 4.138, 14.002, 18.934, 23.867, 28.798. PLANE SWC: 4.138, 14.002, 18.934, 23.867, 28.798. Girts . . . . . . . . . . . . . . . . . . . . . 55.0 ksi Yield Strength Note to Drafting: provide G90 Galvanized Secondary. Girts Spacings 7'6 4'0 5'6 3 '6 _Ray Fl Py_ T Pnat-h Mamher Ri 7P RracP T, T,an R T,an #f (ft-in) (ft) Identification Locations Exten Exten --------------------------------------------------------------------- 1 716 19.312 8X2.5Z16 None S 0.000 1.479 C 2 716 20.000 8X2.5Z16 None C 1.479 1.479 C 3 716 19.312 8X2.5Z16 None C 1.479 0.000 S 1 1116 19.312 8X2.5Z16 None S 0.000 1.479 C 2 1116 20.000 8X2.5Z16 None C 1.479 1.479 C 3 1116 19.312 8X2.5Z16 None C 1.479 0.000 S 1 1710 19.312 8X2.5Z16 None S 0.000 1.479 C 2 1710 20.000 8X2.5Z16 None C 1.479 1.479 C 3 1710 19.312 8X2.5Z16 None C 1.479 0.000 S 2 2016 20.000 8X2.5Z16 None S 0.000 0.000 S FRAMED OPENINGS: Width Height Sill Ht Jamb Header/Sill Bay Distance 314 712 N/A 8X2.5C16 8X2.5C16 1 416 Page 12 01/20/17 GARCO Building Systems, Airway Heights, WA Design Summary Program User: mvngo Job Number: 63255A Design Summary Report Version: 6.06.0 run01 Date: 01/13/17 Start Time: 07:49:10 R:\. .\15-B-63255\ver01-mvngo\Bldg-A\run01\63255A_bldg_A_Ol.cds ------------------------------------------------------------------------------- Endwall Plane EWD Design (con't) COLUMNS ----- ( 8.25011 Bypass columns ) Col Dist. Description Base Elev Base plate design information "l # from left Member Size Ident. (ft) Thickness & rods ----------------------------------------------------------------------------- 5-A 0.000' BU 6x.25/.185x10 0.00001 0.375" BP thk w/ ( 4) -0.625" A36 5-B 20.0001 W8X10 50.0 ksi 0.00001 0.375" BP thk w/( 4) -0.625" A36 Flange Brace @ 7.5, 11.50, 17.00 elev. 5-C 40.0001 W8X10 50.0 ksi 0.00001 0.375" BP thk w/( 4) -0.625" A36 Flange Brace @ 7.5, 11.50, 17.00 elev. 5-D 60.0001 BU 6x.25/.185x10 0.00001 0.375" BP thk w/ ( 4) -0.625" A36 ENDWALL COLUMN TO BRIDGE CHANNEL CONNECTIONS: STRUT-TO-COLUMN CLIP COL. NO. ENDWALL PLANE 5 --------- -------------------- 5-B BETWEEN PURLINS, USING TYPE 3 CONN. , (4) -1/2" A325N CF Brdg Channel (0.375011) (4) -3/411 A325N W8X10 COLUMN EXTENSION w/ 12.000 " LAP LENGTH; 8X2.5C12 BRIDGE CHANNEL 5-C BETWEEN PURLINS, USING TYPE 3 CONN. , (4) -1/2" A325N CF Brdg Channel (0.375011) (4) -3/4" A325N W8X10 COLUMN EXTENSION w/ 12.000 " LAP LENGTH; -� 8X2.5C12 BRIDGE CHANNEL Note: Clip to column extension to be provided with 3/4" A325 Bolts J Page 13 01/20/17 GARCO Building Systems, Airway Heights, WA Design Summary Program User: mvngo Job Number: 63255A Design Summary Report Version: 6.06.0 run01 Date: O1/13/17 Start Time: 07:49:10 R:\. .\15-B-63255\ver01-mvngo\Bldg-A\run01\63255A_bldg_A_Ol.cds ------------------------------------------------------------------------------- A-SWA-CFO1 C A N O P Y D E S I G N S U M M A R Y R E P O R T BUILDING DATA Live Load: 20,00 psf CANOPY 510 x 2510 x 1010 2. :12 Tributary Check: No Bays: 2618 2718 2510 1816 Ground snow: 25.00 psf Roof Snow Load: 25.00 psf Wind Exposure Category: C Wind Load: 110.00 mph Dead Load: 6.43 psf -------------------------------------------------------------------------------- PANELS ----- Roof/Soffit: "7.2" 26CA Panel Width . . . . . .. . . . . . . . 36 in Panel Gage . . . . . . . . . . . . . . . 26 ga PURLINS ---- Spacings(From Free-End) : 3@1.5399 014-9/16 Bay Length Member Size Brace L Lap R Lap Bear ## (ft) Identification Locations Exten Exten Stiff --------------------------------------------------------------------- 1 27.000 8X2.5Z12 None S 0.000 0.000 S Purlin Clip Use 2 A325 Bolts @ Level 2,3,4 @ Supports: 1,2 Purlin Stiffened Clips @ Level 2,4 @ Supports: 1,2 Purlin Backup Plate @ Level 2,4 @ Supports: 1,2 EAVE STRUTS ---- 8X3 .5E14 E.S @ Bays 1 RAFTER ---- Built-up Starting Ending Web Out Flange Inner Flange Length Web Depth Web Depth Thickness Width Thickness Width Thickness (feet) (inches) (inches) (inches) (in. ) (in.) (in.) (in. ) --------------------------------------------------------------------- 5.069 10.000 10.000 0.1560 5.00 x 0.2500 5.00 x 0.2500 BOSS Starting Ending Web Out Flange Inner Flange Length Web Depth Web Depth Thickness Width Thickness Width Thickness (feet) (inches) (inches) (inches) (in. ) (in. ) (in.) (in. ) --------------------------------------------------------------------- 0.688 10.000 10.000 0.1340 5.00 x 0.2500 5.00 x 0.2500 With 6.00 x 10.62 x 0.3750 (in) Boss End Plate. End Connection ---- Type ---- 2E1F Bolts ---- 0.750 A325 Bolts (Tension Control Bolts) Plate ---- 9.140 X 6.000 X 0.375 (in) Page 14 01/20/17 i GARCO Building Systems, Airway Heights, WA Design Summary Program User: mvngo Job Number: 63255A Design Summary Report Version: 6.06.0 run01 Date: 01/13/17 Start Time: 07:49:10 R:\. .\15-B-63255\ver01-mvngo\Bldg-A\run01\63255A_bldg_A_Ol.cds ------------------------------------------------------------------------------- A-EWB-CFO1 C A N 0 P Y D E S I G N S U M M A R Y R E P O R T BUILDING DATA Live Load: 20.00 psf 1 CANOPY 510 x 2010 x 1010 2. :12 Tributary Check: No Bays: 3@2010 Ground snow: 25.00 psf Roof Snow Load: 25.00 psf Wind Exposure Category: C Wind Load: 110.00 mph Dead Load: 5.72 psf -------------------------------------------------------------------------------- PANELS ----- Roof Soffit: "7.2" 26GA Panel Width . .. . . . . . . . . . . . 36 in Panel Gage . . . . . . . . . . . . . . . 26 ga PURLINS ---- Spacings (From Free-End) : 2@2.3099 014-9/16 Bay Length Member Size Brace L Lap R Lap Bear } # (ft) Identification Locations Exten Exten Stiff --------------------------------------------------------------------- 1 22.000 8X3.5Z12 None S 0.000 0.000 S Purlin Clip Use 2 A325 Bolts @ Level 2,3 @ Supports: 1,2 Purlin Stiffened Clips @ Level 2,3 @ Supports: 1,2 Purlin Backup Plate @ Level 2,3 @ Supports: 1,2 EAVE STRUTS ---- 8X3.5E14 E.S @ Bays 1 RAFTER ---- Built-up Starting Ending Web Out Flange Inner Flange Length Web Depth Web Depth Thickness Width Thickness Width Thickness J (feet) (inches) (inches) (inches) (in.) (in.) (in.) (in.) --------------------------------------------------------------------- 5.069 10.000 10.000 0.1560 5.00 x 0.2500 5.00 x 0.2500 BOSS Starting Ending Web Out Flange Inner Flange Length Web Depth Web Depth Thickness Width Thickness Width Thickness y (feet) (inches) (inches) (inches) (in. ) (in.) (in. ) (in.) --------------------------------------------------------------------- 0.688 10.000 10.000 0.1340 5.00 x 0.2500 5.00 x 0.2500 With 6.00 x 10.62 x 0.3750 (in) Boss End Plate. End Connection ---- Type ---- 2E1F �) Bolts ---- 0.750 A325 Bolts (Tension Control Bolts) Plate ---- 9.140 X 6.000 X 0.375 (in) Page 15 01/20/17 Eds2Xds User: mvngo Job Number: 15-B-63255 Spokane Date: 01/17/2017 01:05:02 PM Relative path: \\SPKFILE01\TS\jobs\Active\Eng\15-B-63255 ---------------------------------------------------------------------------------------------------------------------------- Building: Bldg-A CDS file name: 15-B-63255_Bldg-A_Eds2Xds.cds Planes Name IFile SWA \ver01-mvn o\Bld -A\run01\AwallSWA 01.edf EWD \ver01-mvn o\Bld -A\run01\AwallEWD 01.edf SWC \ver01-mvn o\Bld -A\run01\AwallSWC 01.edf EWB \ver01-mvn o\Bld -A\run01\AwallEWB 01.edf RPA \ver01-mvn o\Bld -A\run01\AroofRPA 01.edf RPC \ver01-mvn o\Bld -A\run01\AroofRPC 01.edf Frames Frame Left Left File Right Right File Line I Frame Frame 1 A \ver01-mvn o\Bld -A\Drft \x01 L A \ver01-mvn o\Bld -A\Drft \x01 L 2 B \ver01-mvn o\Bld -A\Drft \x02L B \ver01-mvn o\Bld -A\Drft \x02L H43 C \ver01-mvn o\Bld -A\Drft \x03L ID \ver01-mvn o\Bld -A\Drft \x03R C \ver01-mvn o\Bld -A\Drft \x03L ID \ver01-mvn o\Bld -A\Drft \x03R Portal Frames Plane Bay Frame File Name SWA 14 IG \ver01-mvn o\Bld -A\DRFTG\x05L Page 16 01/20/17 .� J H ) L P ua)ro 3 N 00 W4J a] o rt 0,J � m W � � M N d ou Q a m y �°a°.n° � aroi - o m H O1 �(6 C OM rl gNzU U a� H o U] o M q C \ �Gmo m m m w o w OHU a a) n d ElE U r6 (ISv1 c o N Ul ri U fd Q) r4-i a)mgq H d al ;:5 0 0 o n \ �OOU W m \ �rt 0ra(do u m o z u0oa w .1 ?a 0rl O N 9T/S x 8 'A*-d w -H rd Ul-,1 4 m W W p.a4J ply S8T'O XHZ HEM E.] W O N s4 w m 91/S x 8 •E•z qW W;:sm a);j n n Id fd� 0 \ o O m F 0zo(0 N N w q m o7 O 0)td 0 N q�-4 on PNovd (L)to(Durn o U iNgNro 4 4 FC4 O1 N rl N W N W N W z F4 z -J a,� Id UO �w U Id U mW u41 Ix C to b/E 0 Tc' C H 4 FC 9 rl d W U O 10 I-7 z z z fO7 r-C 31% (n N s co `� a riN MVLfI � � C _ O � W oCD r- U �• °� 0) E N E o 5, N 04 z z z O :3 U y _ a N 91/S x 8 'J..d Ci L 3 � rwi 1O M 0 0 _ ---------------SOT-0 XHJ. 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E H }� G sz'0 XHI 93M ro 0 PAo�H(n Ch a Q pgP,0 sz,OX9 I'0 � C m c- 0 W (d C11 mN w ,",E 4 a o U4J �4z z+J n �Ft4a N U1 1J r-I O) trl m z m c+i o L m muzsC �w woH U° 3 rn F u m LO c d Nr U� N i m C Q Q n r M I C C 00 iii rn rn \m U1 CS141 rl a d .0 m � � 4 410 \ro o00 o min s� w I rt y.H� c 0)r6 aal,.l a� vj F+41 W CO N f9 F1 W m;i w 0:3 U N Nma.4 y al It m 11 0 ED O` 7 mrz QI N U ~ 0_ oalroy54 ,> �wu M -,,j 3J t1 F1(0 °alb 'd ton:°Pnw \ N rl N G.W p W N co 8� Od�ld7 c�i 1CO OWV N riU N W u1WLi ua0.1.0 ,.9/E Z.TZ r o H FC rl r-1 4-1 Wl t71 U m.a•� a z z z p r°, FC:�aaa U) rlNMcr Lfl o U a li W In o U] N � O Lo �\ M o \ o 0 N (1 r• `l M m o o N x M 11 F ul N z a z z O M lO wEl N W rrn -k ) W U o �o= � N z z �N M M o J n M� F 0 N w -4 H q c — 0 Ln n F r ri li FC 0 N_-� N o W \ \ \ z z z r-iM M.Om 0 vl I° mj ( ^. In oD 0 NON o r r ,.O/T E.91 N �. U O [] M ro p x Nco o '�Q A �' z '� * pq o SI to A � m M LO Nx�S Np H a l a N o a Q mwHalw ti U V •H N 41 1 E o 0 3 y� v E z T a0 0 a w w0 V I -H I >1 u�1 q aww p Ri }.I •• W Nu x u a sn o 0 9z 9 „0.OT o W � W 9ziE'OX9 •3'I ' '9UF0N 01 .9Z Na.'I Ham F F ml5 95T'0 87M O W O] q wa9a S'L'OX9 3'0 a al ) Ej O r axg,25 O.F. O Uil ItON ro r 0.185 0.156 WEB THK. d o W W 6.26 ' 10. ' WEB LEN. U,J 441z 8 0 5 8 0. T I.F. a U? �4 .2 1010.. N al 11H - W G'Q) u LO C 4 3 2 1 £ CNO co N Y 2 4 Hw wOHC) Q vai WI ro �-i,• Y N , J H N N H C4 r 41rorr -0a .0 rl6• W H M I O 110 , O (0 ; 3 H r\i 4 bl of ni O Q d� � vl ri (I U U U V "I w ri ro"I4 O U E 0 -.H m"O al N r 1613 1/8'• qw mama F n n M S4 to:J A G !`• O roro wm ro m a) a w m a)T CI DI N .0mmto� A m mrta�omx �' a z z q Wt J M E (a ° ku UU -rA 41 H(d mLn Lo qN Halww 'J M ro H Ol ^G M M -,OI0 ri, N N o o r7.0 U ro O U o e z m m a)r-I U N o N w al 1�y1 Ri Al Al T4 G •-, M r-Arlww M H H a)fd-ri b 4 o U H N M dl VI v pHa, z z z 04 N O � n o W In o U z z z H a o � \ O p m b a M L O \ d (n W o o N M M H M N M E � �k 01 'ki N A� J z V o z z Wgry a W a M w 0 i \In p ul rn M -x m FC FC o N z z w H-1 U) M w Q �� w 0 z Ln H I �au a M H AID H U 4 a 4 LV ri\_ H /U Ln l0 N O a z z �g m M � 0 In H N y Nd�N M _. H EiNm I� p x= H S4 C7 m O W M 4 41 M U) F,5 3 . Ln 0 m M C7 m w �+ W aN F I E5 H bLin aww b }j N 1! �v (d Id rl a a °0w O a ao - �n fA 7-I W M�-`- O VI H M H0H F 0�Pl C�7 .�7 q 0 w w rH7 L N CD a ao M M N O � i $ W w rt r1 H (u w C E ad) O W JJ W 0 m W o s4 z z z 0 W W f6 a v d O W ry ~ E A W al 0 O rn o N ui — c c O P In f6 CD m m cV a (A m Q +. W r.� H N Y .N. O to U bl uNi �q -0-0in m W z z z �N �v w M �� o W Es-0 O.F. Ncm 0.25 0.185 WEB THK. N v,b c (D M I� b.125 1 WEB LEN. U' o W m W Pq r1 c.p m0) I.F. a o U1 X M H-4 a) H M o z a.FC H a in �", 6.12 ' o W r m ri N i m ,j u x bR 16'1 1/2' N m A U q � a z a o z z M N a _ _ II E a m o o * M o CA R1 04 o o ''+ r o r ro m N k z z + O J 4-)4-4 Z x M 8 Q H W N O W \ \ \ b CFFI z z z + r A Cc co O N I a 1n z E J o .Z T T.BT W o W m M E a m 1 N z 4 s.1 C7 d' m ° H w ai z w l > W �, Ln o a H O 4J 1n E fn ~ m V A � �N 4J ii T 0 m 0 Lna 0 a) 0 r-I a j'A r a a s as ° iwmw x Z SZ'OX T.H a 1n 4-4 W H M o0 U av Z 0'OT NH'iI HAM E 1-1 W aw0 F 9HM aq ° °wa SZ'OXO g p Job Portal Frames - Out of Girt Line - Bypass Girts 15-B-63255 Top Attachment Bracket - Bottom Attachment Floor Date R°". Top Factory Welded 8X0.25"=Flg./ 4j" 8X0.185=Web. Min_ J" Endplate. 3/4"� A325 Bolts Provide " weld typ. � w/ washers u u in qI J Portal Frame Rafter u t n - Flange Brace u n n n n n Frame -� jj ,�- Portal Cnlumn n Frame Column n u n u u Bottom of Base Plate or Finished Floor Typ 1 / 4„ 0 3/8"x3.75"x6" Connect to plate min. stiffner 3 x 3 x 1/4 L Flange brace with 3/4" bolts @ each end L Flange brace detail-Plan View 01/20/17 MEZZANINE LAYOUT Job# 15—B-63255 Note: 1 Connection from light cee joists to bearing wall is not by G.B.S. 1.1 1.8 2 - Top of 0.75" plywood floor: 9'0-1/4". - Top of 1.5" B-Deck steel: 8'11-1/2". 1'—O" 1$'—p" $�—$�� Customer/Builder need to verify distance from left steel line to nearest edge of bearing wall (not by Q, .�-`° G.B.S.) for proper detailing. v o M a 6X3 8"=FI 0.185x12=Web"' m 1 1 D 10X2.5C12 I 1 3 U m \ or T I p m 0 1 I C 1 I I o i I i o N I I f I I — -i B i I I I 0 o i 00 I 1 -r 6X3/8"=Flg./O.185x12=Web 1 A 1"gap from top of bearing wall to bottom of mezzanine beam (both at "A"&"D") Page 23 01/20/17 Job# B-Deck DeckingOn Cee Purlins for Mezzanine 15-B-63255 Date Rev Note: 1) Exterior Roof Panel or Built—Up Roof atop the B—Deck is not shown. 1 I2„ (('�� 2N Fastener patterns Shown Satisfy UL90 1 / „ requirements for the B—Deck. 1 1 Fastener #17A 1?-14 v 1 1 /4" e SD W/Washer A B—Deckat 6" O.C. - Provide TEKS/5 for B-Deck to Mezzanine Beam at 6°O.C. -- B—Deck -Support Attachment Type: Screws to Joist Cees -Sidelap Attachment Type: Screws#10. Purlin Fastener #4A 1/4"-14 x 7/8" End Lap Detail SD W/Washer at18" O.C. Zee Purlins are shown. Cee Purlins are similar. -- -- -- -- -- -- -- -- 36 36" 12" 12" 12" 6" 6" 6" 6" 6" 6" tn Side Lap Side Lap Side Lap Side La Fastener Spacing at Purlin Fastener Spacing at Panel Endlap 01/20/17 BY: JOB NO:15-B-63255 DATE: REV.NO: DESCRIPTION: MEZZANINE FRAMING SHEET OF "Cee" "x" Beam Clip "e" Depth Fig. Width 6"< :"x6j"xL 5" Note: "L" is clip length and to 10" 3" be determined by detailing. Min.=6" is req'd. 5" J70 A325 Bolts 18.0' J X MB2 � 1/4" Plate to Ni rn m SECTION B-B ao (GEES ONE SIDE ONLY) o m N B JB — CEE JOIST to rnC) �]Ox2.5C12 O 2'0 O.C. MB2 WOOD FLOOR 16GA CEE EVERY FIFTH B—Deck JOIST SPACE (See detail for B—deck fastening) 1/4" CLIPS 1/2" BOLTS—A 7 0: iO 1 i IO of �o 16 of io 61 1 . 1 -r� , (1) TEK SCREW EACH PURLIN SCREWS TO BE 4-14x14 \vt, TEK SCREWS L 2x2x1/B" HOT ROLLED \V(4) TEK SCREWS AT EACH ® 1/3 PTS OF BAY THRU 22-0 BAY SIDE AT SPLICES SECTION A-A 01/24/17 W10 10" N- M+PA�-B-UP JOB NO. MEZZANINE BEAM AT EWB 15-B-63255 I „ Back—up weld 12" I O O I I � I I O I I I I Type 25 Single Plate Connection 2j" with Holes in the Single Plate & Holes in the Beam (DG 35-12-04). With 4" Bolt diameter and 8" knife-plate - Tension control bolts. Page 26 BU MEZZANINE BEAMS AT SIDEWALL JOB NO. 15-B-63255 I I Double-fillet 3/16" I back up weld 16" I 10 OI I I 10 OI I 1 10 I I I Type 25 Single Plate Connection with Holes in the Single Plate& 2j„ Holes in the Beam (DG 35-12-04). With 4" Bolt diameter. Note: Provide 3 rows of 4"A325 bolts w/washers with a"knife plate -Tension Control Bolts. All values are in Kips. Resistance factor or factor of safety have been applied. Capacities do not reflect any reduction due to coped beam flanges. Page 27 Ret# Job Number ED482404 Pipe Strut Brace Detail at Frame Lines 2 date Rev 15-B-63255 Jul '16 00 2 MEZZANINE BEAM �j (1) 1" bolt for both ends. 'O 12" length min. 1/2" PLATE al 0 z P6x10.78 c� oo ` 1/2" PLATE o \ +j O 4 � 2 \ 0.625" Base plate with 1" Anchor Rod 8" 4" 4" 3" 2" 4"GA. 2" I Page 28 01/24/17 "t :Garco. Building Systems REACTIONS BUILDER: COM STEEL LLC CUSTOMER: BACKSTROM PROPERTIES JOB NUMBER: 15-11-63255 Notes 1) The reactions provided are based on the Order Documents at the time of mailing. Any changes to building loads or dimensions may change the reactions. The reactions will be superseded and voided by any future mailing. 2) The reactions provided have been created with the following layout(unless noted otherwise). a) A reaction table is provided with the reactions for each load group. b) Rigid Frames (1) Gabled Buildings (a) Left and Right columns are determined as if viewing the left side of the building,as shown on the anchor rod drawing,from the outside of the building. (b) Interior columns are spaced from left side to right side. (2) Single Slope Buildings (a) Left column is the low side column. (b) Right column is the high side column. (c) Interior columns are spaced from low side to high side. c) Endwalls (1) Left and Right columns are determined as if viewing the wall from the outside. (2) Interior columns are spaced from left to right. d) Anchor rod size is determined by shear and tension at the bottom of the base plate. The length of the anchor rod and method of load transfer to the foundation are to be determined by the foundation engineer. _) e) Anchor rods are ASTM F1554 Gr.36 material unless noted otherwise on the anchor rod layout drawing. f) X-Bracing (1) Rod Bracing reactions have been included in values shown in the reaction tables. (2) For IBC and UBC based building codes,when x-bracing is present in the sidewall,individual longitudinal seismic loads(RBUPEQ and RBDWEQ)do not include the amplification factor,00, (3) For IBC and UBC based building codes,when x-bracing is present in the endwall,individual transverse seismic loads(EQ)do not include the amplification factor,no. 3) Reactions are provided as un-factored for each load group applied to the column. The foundation engineer will apply the appropriate load factors and combine the reactions in accordance with the building code and design specifications to determine bearing pressures and concrete design. The factors applied to load groups for the steel column design may be different than the factors used in the foundation design. a) For projects using ultimate design wind speeds such as 2012 IBC or 2014 Florida building code,the wind load reactions are at a siren th value with a load factor of 1.0. J The manufacturer does not provide "maximum"load combination reactions.However,the individual load reactions provided may be used by the foundation engineer to determine the applicable load combinations for his/her design procedures and allow for an economical foundation design. Rev G 7/01/13 FRAME ID #1 USER NAME:mvngo DATE: 1/20/17 PAGE: 1 - ms2 60./19./14.333 20./110. JOB NAME:63255A FILE:frame l.fra SUPPORT REACTIONS FOR EACH LOAD GROUP *LOCATION: Gridlinee: 1 NOTE: All reactions are in kips and kip-ft. TIME:14:10:19 REACTION NOTATIONS I HL--I I/ Hl f H2 HR VL 1 Vl V2 1 VR F*6_1 *-C *-B *-A LOAD GROUP REACTION TABLE GRIDLINES * = 1 COLUMN *-D *-A *-C *-B LOAD GROUP HL VI, LNL HR VR LNR H1 V1 LN1 H2 V2 LN2 DL 0.1 1.1 0.0 -0.1 1.1 0.0 -0.0 2.1 0.1 0.01 2.1 0.1 COLL 0.0 0.4 0.0 -0.0 0.4 0.0 -0.0 0.9 0.0 0.0 0.9 0.0 SNOW 0.4 3.6 0.0 -0.4 3.6 0.0 0.0 8.2 0.2 -0.0 8.2 0.2 MD 0.2 3.6 0.0 -0.2 3.6 0.0 0.0 6.6 0.0 -0.0 6.6 0.0 LL 0.3 2.9 0.0 -0.3 2.91 0.0 -0.0 6.7 0.2 0.0 6.7 0.2 ML 0.4 5.1 0.0 -0.4 5.1 0.0 0.1 9.9 o.o -n.1 9.9 0.0 EQ -2.8 -3.4 0.0 -2.9 3.3 0.0 -0.6 4.8 0.0 -0.6 -4.8 0.0 WL1 -3.5 -6.4 0.0 -3.1 -1.1 0.0 -0.0 -8.4 -0.6 0.0 -11.0 -0.6 WL2 -4.2 -4.7 0.0 -2.4 0.7 0.0 -0.0 -6.5 -0.6 0.0 -9.2 -0.6 LWL1 1.6 -4.7 0.0 -0.7 -4.2 0.0 -0.0 -11.3 -5.5 0.0 -6.2 4.3 LWL2 0.7 -4.2 0.0 -1.6 -4.7 0.0 -0.0 -6.2 -5.5 0.0 -11.3 4.3 LWL3 0.9 -2.8 0.0 -0.0 -2.3 0.0 0.0 -3.0 5.5 -0.0 2.2 -4.3 LWL4 0.0 -2.3 0.0 -0.9 -2.8 0.0 0.01 2.2 5.5 -0.0 -3.0 -4.3 WL3 3.1 -0.9 0.0 3.5 -6.3 0.0 0.0 -11.0 0.6 -0.0 -8.4 0.6 WL4 2.4 0.8 0.0 4.2 -4.S1 0.0 0.0 -9.2 0.6 -0.0 -6.5 0.6 RS 0.2 0.7 0.0 -0.2 2.31 0.0 -0.0 2.1 0.0 -0.0 6.6 0.0 LS 1 0.21 2.31 0.0 -0.21 0.7 0.0 0.0 6.6 0.0 0.0 2.1 0.0 SBAL 1 0.31 2,51 0.0 -0.31 2.51 0.0 0.0 6.0 0.2 -0.0 6.0 0.2 1AAp�3Rp[Ip DSBCRYPTI011 DL Roof Dead Load COLL Roof Collateral Load SNOW Roof Snow Load MD Mezzanine Dead Load LL Roof Live Load ML Mezzanine Live Load EQ Lateral Seismic Load [parallel to plane of frame] WL1 Lateral Primary Wind Load WL2 Lateral Primary Wind Load LWL1 Longitudinal Primary Wind Load LWL2 Longitudinal Primary Wind Load LWL3 Longitudinal Primary Wind Load LWL4 Longitudinal Primary Wind Load WL3 Lateral Primary Wind Load WL4 Lateral Primary Wind Load RS Unbalanced Right Roof Snow Load LS Unbalanced Left Roof Snow Load SEAL Code Calculated Balanced Roof Snow Load FRAME ID #1 USER NAME:mvngo DATE: 1/20/17 PAGE: 1 - ms2 60./19./14.333 20./110. JOB NAME:63255A FILE:frame l.fra SUPPORT REACTIONS FOR EACH LOAD GROUP *LOCATION: Gridlines: 1 NOTE: All reactions are in kips and kip-ft. TIME:14:10:19 .� REACTION NOTATIONS S>�y Very HL�i +� Hi H2 HR VL I Vl 1 V2 VR F D I *-C [--B] *-A LOAD GROUP REACTION TABLE GRIDLINES * = 1 COLUMN *-D *-A *-C *-B LOAD GROUP HL VL LNL HR VR LNR H1 V1 LN1 H2 V2 LN2 DSNW 0.0 0.0 0.0 -0.0 O.Oi 0.0 -0.0 2.5 0.5 0.0 2.5 0.5 WAD GROUP DESCRIFTION DSNW Drifting Snow FRAME ID #2 USER NAME:mvngo DATE: 1/17/17 PAGE: 2 - cs 60./19./27.229 20./110./ JOB NAME:63255A FILE:frame_2.fra SUPPORT REACTIONS FOR EACH LOAD GROUP *LOCATION: Gridlines: 2 NOTE: All reactions are in kips and kip-ft. TIME:09:21:03 REACTION NOTATIONS HL- I HR VL VR L l D_ *-A LOAD GROUP REACTION TABLE GRIDLINES * = 2 COLUMN *-D *-A LOAD GROUP HL j VL LNL HR VR LNR DL 1.4 3.4 0.0 -1.4 3.4 0.0 COLL 1.2 2.5 0.0 -1.2 2.5 0.0 SNOW 9.6 20.4 0.0 -9.6 20.4 0.0 MD 0.0 0.6 0.0 -0.0 0.6 0.0 LL 7.7 16.3 0.0 -7.7 16.31 0.0 ML 0.0 0.5 0.0 -0.0 0.5 0.0 EQ -1.9 5.0 0.0 -2.0 7.2 0.0 WL1 -9.9 -16.6 0.0 1.5 -11.3 0.0 WL2 -8.9 -9.7 0.0 0.5 -4.3 0.0 LWL1 -1.9 -14.9 0.0 2.9 -12.4 0.0 LWL2 -2.9 -12.4 0.0 1.9 -14.9 0.0 LWL3 -0.9 -8.0 0.0 1.9 -5.5 0.0 LWL4 -1.9 -5.5 0.0 0.9 -8.0 0.0 WL3 -1.5 -11.3 0.0 9.9 -16.6 0.0 WL4 -0.5 -4.3 0.0 8.9 -9.7 0.0 RS 5.7 8.2 0.0 -5.7 14.2 0.0 LS 5.71 14.21 0.0 -5.71 8.21 0.0 I�OA�(3ROUP Q�SCRIPTIDN DL Roof Dead Load COLL Roof Collateral Load SNOW Roof Snow Load MD Mezzanine Dead Load LL Roof Live Load ML Mezzanine Live Load P,Q Tateral Seismic. Load [parallel to plane of frame] WL1 Lateral Primary Wind Load WL2 Lateral Primary Wind Load LWL1 Longitudinal Primary Wind Load LWL2 Longitudinal Primary Wind Load LWL3 Longitudinal Primary Wind Load LWL4 Longitudinal Primary Wind Load WL3 Lateral Primary Wind Load WL4 Lateral Primary Wind Load RS Unbalanced Right Roof Snow Load LS Unbalanced Left Roof Snow Load FRAME ID #3 USER NAME:mvngo DATE: 1/17/17 PAGE: 3 -3 cs 60./19./26.334 20./110./ JOB NAME:63255A FILE:frames_3-4.fra SUPPORT REACTIONS FOR EACH LOAD GROUP *LOCATION: Gridlines: 3 4 NOTES: (1) All reactions are in kips and kip-ft. TIME:09:23:54 (2) The seismic overstrength factor (omega) is not included in the 11RBDWEQ11 and "RBUPEQ" Load Group reactions. Seismic "BASE-ONLY" combination reactions include an overstrength factor of: 2.000 REACTION NOTATIONS v�v HL HR 1 VL VR *-D [A LOAD GROUP REACTION TABLE GRIDLINES * = 3 4 COLUMN *-D *-A LOAD GROUP HL VL LNL HR VR LNR DL 1.3 3.2 0.0 -1.3 3.8 0.0 COLL 1.1 2.4 0.0 -1.1 2.4 0.0 SNOW 9.3 19.6 0.0 -9.3 21.6 0.0 LL 7.4 15.7 0.0 -7.4 17.3 0.0 EQ -1.7 -1.0 0.0 -1.8 1.0 0.0 RBUPEQ 0.1 -6.3 -6.5 -0.1 0.0 0.0 WL1 -9.6 -16.0 0.0 1.3 -11.6 0.0 WL2 -8.6 -9.4 0.0 0.4 -4.9 0.0 WL3 -1.4 -10.8 0.0 9.2 -18.2 0.0 WL4 -0.5 -4.1 0.0 8.3 -11.5 0.0 LWL1 -1.8 -14.4 0.0 2.7 -12.6 0.0 RBUPLW 0.1 -5.9 -6.0 -0.1 0.0 0.0 LWL2 -2.8 -11.9 0.0 1.6 -15.6 0.0 LWL3 -0.9 -7.7 0.0 1.9 -5.3 0.0 LWL4 -1.9 -5.3 0.0 0.8 -8.3 0.0 RS 5.6 7.9 0.0 -5.6 13.7 0.0 LS 5.6 13.7 0.0 -5.6 8.0 0.0 SBAL 6.5 13.7 0.0 -6.5 15.3 0.0 LOAD__QHOUP DESCRIM.0X DL Roof Dead Load J COLL Roof Collateral Load SNOW Roof Snow Load LL Roof Live Load EQ Lateral Seismic Load [parallel to plane of frame] RBUPEQ Upward Acting Rod Brace Load from Longit. Seismic WL1 Lateral Primary Wind Load WL2 Lateral Primary Wind Load WL3 Lateral Primary Wind Load WL4 Lateral Primary Wind Load LWL1 Longitudinal Primary Wind Load RBUPLW Upward Acting Rod Brace Load from Longitud. Wind LWL2 Longitudinal Primary Wind Load LWL3 Longitudinal Primary Wind Load LWL4 Longitudinal Primary Wind Load RS Unbalanced Right Roof Snow Load LS Unbalanced Left Roof Snow Load SBAL Code Calculated Balanced Roof Snow Load J FRAME ID #3 USER NAME:mvngo DATE: 1/17/17 PAGE: 3 -4 cs 60./19./26.334 20./110./ JOB NAME:63255A FILE:frames 3-4.fra SUPPORT REACTIONS FOR EACH LOAD GROUP *LOCATION: Gridlines: 3 4 NOTES: (1) All reactions are in kips and kip-ft. TINE:09:23:54 (2) The seismic overstrength factor (Omega) is not included in the "RBDWEQ" and "RBUPEQ" Load Group reactions. Seismic "BASE-ONLY" combination reactions include an overstrength factor of: 2.000 REACTION NOTATIONS v�v HL—�I —� HR 1 VL VR *ID *-A LOAD GROUP REACTION TABLE GRIDLINES * = 3 4 COLUMN *-D *-A LOAD GROUP HL VL LNL HR VR LNR DSNR -0.4 -0.3 0.0 0.4 4.5 0.0 SSNR -0.2 -0.1 0.0 0.2 1.9 0.0 RBDWLW -0.0 5.9 0.0 0.0 -0.0 0.0 RBDWEQ -0.1 12.6 0.0 0.1 -0.1 0.0 LOAD GROUP DESCRIPTION DSNR Drifting Snow Right SSNR Sliding Snow Right RBDWLW Downward Acting Rod Brace Load from Longit. Wind a RBDWEQ Downward Acting Rod Brace Load from Long. Seismic FRAME ID #5 USER NAME:mvngo DATE: 1/17/17 PAGE: 5 - pf 1B.5/19. main building at JOB NAME:63255A FILE:portal_frame.fra SUPPORT REACTIONS FOR EACH LOAD GROUP LOCATION:bays 4-(Gridline A) NOTE: All reactions are in kips and kip-ft. TIME:10:42:33 REACTION NOTATIONS HL HR I VL 1 VR *-LEFT *-RIGHT LOAD GROUP REACTION TABLE GRIDLINES * = A COLUMN *-LEFT *-RIGHT LOAD GROUP HL VL LNL HR VR LNR DL 0.0 0.6 0.0 -0.0 0.6 0.0 LEQ -3.4 -7.4 0.0 -3.6 7.4 0.0 LWL1 -2.9 -6.3 0.0 -3.1 6.3 0.0 LWL2 3.1 6.3 0.0 2.9 -6.3 0.0 LOAD GROUP DESCRIDTION DL Roof Dead Load LEQ Longitudinal Seismic Load [located in perp. plane) LWL1 Longitudinal Primary Wind Load LWL2 Longitudinal Primary Wind Load FRAME DESCRIPTION: USER NAME:mvngo DATE: 1/17/17 PAGE: EW-2 Endwall EWD JOB NAME:63255A FILE:REW4BLDG1 PATH: R:\Jobs\Active\ENG\15-B-63255\ver01-mvngo\Bldg-A\run01\ SUPPORT REACTIONS FOR EACH LOAD GROUP NOTE: All reactions are in kips and kip-ft. TIME:06:14:22 REACTION NOTATIONS HL- H2 �� HR 1 VL Vl V2 VR 5-A 5-B 5-C 5-D LOAD GROUP REACTION TABLE COLUMN 5-A 5-B 5-C 5-D LOAD GROUP HL VL LL H1 V1 L1 H2 V2 L2 HR VR LR D 0.0 0.6 0. 0. 1.1 0.0 0. 1.1 0.0 0.0 0.6 0. C 0.0 0.3 0. 0. 0.7 0.0 0. 0.7 0.0 0.0 0.3 0. L 0.0 1.8 0. 0. 4.5 0.0 0. 4.5 0.0 0.0 1.8 0. S 0.1 2.2 0.1 0. 5.6 0.0 0. 5.6 0.0 -0.1 2.2 0. SBAL 0.0 1.6 0.1 0. 3.91 0.0 0. 3.9 0.0 0.0 1.61 0. SUR 0.0 1.5 0.1 0. 5.0 0.0 0. 1.6 0.0 0.0 0.4 0. SUL 0.0 0.4 0. 0. 1.6 0.0 0. 5.0 0.0 0.0 1.5 0. W+ -0.1 -3.4 0.5 0. -6.5 4.2 0. -6.5 4.2 0.1 -9.2 6.0 W- -0.1 -3.4 -0.6 0. -6.5 -4.6 0. -6.5 -4.6 0.1 2.4 0. WR -0.1 -3.4 0. 0. -6.5 0.0 0. -4.2 0.0 2.2 -5.7 0. WL -0.1 -3.4 0. 0. -6.5 0.0 -2.1 -8.5 0.0 0.1 -1.4 0. E+ 0. 0_ 0.0 0.1 0. 0.2 0. 0. 0.2 0. -6.2 6.5 E- 1 0. 0. 0.0 0.1 0. -0.2 0. 0. -0.2 0. 3.1 0. ER 1 0. 0.1 0.1 0.1 0. 0. 0. 1.1 0. 1.0 -1.1 0. EL 0. 0.1 0.1 0.1 0. 0. -1.0 -1.0 0. 0. 1.0 0. LOAD G?BOUE DEBCRIMTuff D DEAD LOAD C COLLATERAL LOAD L LIVE LOAD S DESIGN SNOW LOAD SBAL BALANCED ROOF SNOW SUR UNBALANCED SNOW - WIND FROM RIGHT TO LEFT SUL UNBALANCED SNOW - WIND FROM LEFT TO RIGHT W+ WIND LOAD AS AN INWARD ACTING PRESSURE W- WIND LOAD AS AN OUTWARD ACTING SUCTION WR WIND FORCE FROM THE RIGHT WL WIND FORCE FROM THE LEFT E+ EARTHQUAKE FORCE ACTING INWARD E- EARTHQUAKE FORCE ACTING OUTWARD ER EARTHQUAKE FORCE FROM RIGHT EL EARTHQUAKE FORCE FROM LEFT FRAME DESCRIPTIONi USER NAMEimvngo DATE, 1/17/17 PAGE,---- Hezzanlne Bracingg Anchor JOB NAMEi63255A FILE, __--_-- PATHi Ri\Jobs\Active\ENG\15-B-63255\ver01-mvrgo\Bldg-A\runD SUPPORT REACTIONS FOR EACH LOAD GROUP NOTEi A 11. react I ons are I n k I ps and k I p-ft. TIMEi 061 14,22 REACTION NOTATIONS ZHM I vM 1. 8A, 1. 8D LOAD GROUP REACTION TABLE COLUMN ■ LOAD GROUP HM vM ME f11. 4 t11. 4 W t2. 5 t2. 5 LOAD GR[I P DESS'R I PT I ON MEQ Mezzanine Seismic Load W Imposed Wind Load from Main Struture it v ;n.; 1 �F r� ENGINEERING SERVICES P.O. Box 1272 Bellingham WA 98227-1272 engineeringserviceswa.com (360) 756-0121 Client: Com-Steel,L.L.C. Job#: 16-637 Project: Backstrom $3 Date: 02/16/2017 INDEX Item page I. Vertical A. Mezzanine 1 1. Scope S1 1 2. Stud H 1 1 3. Header 1 4. Stair stringer 4 B. Mezzanine 2 1. Scope 5 2. Joist FJ1 5 3. Stud S2 5 4. Stud S3 5 5. Demising wall S4 9 II. Lateral Design A. Base shear 1. Seismic, mezzanine 2 11 2. Diagonal bracing, mezzanine 1 13 3. Diagonal bracing, mezzanine 2 14 III. Foundation Design CITY OF ARLINGTON A. Model 1. Plan sketch BUILDING DEPARTMENT . 15 2. Spring constant APPROVED 15 B. Building Reactions DATE BY 1. Grid 1, L.C. 1 18 2. Grid 2 NO CHANGES AUTHORIZED 18 3. Grids 3 &4 UNLESS APPROVED BY THE 18 4. Grid 5 BUILDING INSPECTOR 19 5. Grid 1.8 19 6. Portal @ A 19 7. Grid 1, L.C. 2 �` VOA 20 8. Grid 2 V V 20 9. Grids 3 &4 20 10. Grid 5 21 H C Gq 11. Grid 21 t�,�.OF 'SF�w4S o 12. Portall a @ A 21 C. Applied loads 1. Grade beam A, L.C. 1 Received 22 2. Grade beam D 22 r 3. Grade beam 1 MAR 0 7 2017 22 dt �, 4. Grade beam 1.8 I p 23 <ss v �V 5. Grade beam 5 23 �GNgL ENG 6. Grade beam A, L.C. 2 24 ' 7. Grade beam D 24 �� 1,1 8. Grade beam 1 24 /9. Grade beam 1.8 25 10. Grade beam 5 25 �►�� w�ILI t.A/yI"D Y'f 11. Loading diagram, DL 26 12. Loading diagram, CL 27 13. Loading diagram, SL 28 14. Loading diagram, LL 29 15. Loading diagram, WL-long 30 16. Loading diagram, WL-trans 31 17. Loading diagram, E-long 32 18. Loading diagram, E-trans 33 D. Analysis results 1 1. Grade beam A 34 2. Grade beam D 34 3. Grade beam 1 35 4. Grade beam 1.8 35 5. Grade beam 5 36 6. Analysis results, LC1 37 8. Analysis results, LC2 38 9. Analysis results, LC3a 39 10. Analysis results, LC3b 40 11. Analysis results, LC3c 41 12. Analysis results, LC4a 42 13. Analysis results, LC4b 43 14. Analysis results, LC5a 44 15. Analysis results, LC5b 45 16. Analysis results, LC6a 46 17. Analysis results, LC6b 47 18. Analysis results, LC7a 48 19. Analysis results, LC8b 49 F. Foundation design 1. Grade beam A 50 2. Grade beam D 52 3. Grade beam 1 54 4. Grade beam 1.8 56 5. Grade beam 5 58 G. Miscellaneous 1. Thrust tie @ grid A&D 60 2. Anchor bolt design, group 1 61 3. Anchor bolt design, group 2 61 4. Anchor bolt design, group 3 62 5. Anchor bolt design, group 4 62 6. Anchor bolt design, group 5 63 7. Group 1 capacity 63 8. Group 2 capacity 63 I H C. 9. Group 3 capacity 64 ? 10. Group 4 capacity 6440 11. Group 5 capacity 64 12. Anchor group worksheet, group 1 65 1 ,: o 13. Anchor group worksheet, group 2 67 14. Anchor group worksheet, group 3 69 15. Anchor group worksheet, group 4 71 a 16. Anchor group worksheet, group 5 73 AL IV. Appendix A. General notes i-iii u i+ �i .' � � I I i I z� e112o l7 lip -.�37 CotA o 67elf4 - � �� 6 ��- lip '✓1��J/�11 I :�I - - 1 r _r i ClarkWestern Building Systems CW Tech Support: (888)437-3244 clarkwestern.com 2007 North American Specification ASD DATE: 2/11/2017 SECTION DESIGNATION: 600S162-54 [501 Single !j Input Properties: Web Height= 6.000 in Design Thickness= 0.0566 in Top Flange = 1.625 in Inside Corner Radius = 0.0849 in Bottom Flange = 1.625 in Yield Point, Fy= 50.0 ksi Stiffening Lip= 0.500 in Fy With Cold-Work, Fya= 55.3 ksi Punchout Width = 1.500 in Punchout Length = 4.000 in Wall Solver Design Data -Simple Span Wall Height 8.00 ft Deflection Limit U120 Lateral Pressure 25.00 psf Axial Load 1540 lb Stud Spacing 24.0 in Check Flexure Load Multiplier for Flexural Strength = 1.00 Flexural Bracing: Full Mmax =400 Ft-Lb <= Ma =2527 Ft-Lb & Ma(distortional) =2158 Ft-Lb K-phi for Distortional Buckling = 0 Ib*in/in Check Deflection Deflection Limit: L/120 Load Multiplier for Deflection = 1.00 Maximum Deflection = 0.055 in Deflection Ratio= L/1758 Check Shear Vmax=200 lb (Including Flexural Load Multiplier) Shear capacity not reduced for punchouts near ends of member Va=2823 lb >=Vmax Check Web Crippling Rmax=200 lb (Including Flexural Load Multiplier) Web Crippling capacity not reduced for punchouts near ends of member End Bearing Length = 1.00 in Ra = 599 lb >= Rmax, stiffeners not required Check Axial Interactions P = 1540 lb (Including Axial Load Multiplier) Axial Loads Multiplied by 1.00 for Interaction Checks Max unbraced length, KyLy and KtLt=96.0 in Max KL/r= 169 Allowable Pure Axial Load, Pa = 2064 lb : Axial Load Ratio, P/Pa = 0 746 K-phi for Distortional Buckling = 0 Ib*in/in Check Equation C5.2 1-1 Check Equation C5.2.1-2 Cmx= 1.00 Pao= 8521 lb Pcr= 90366 lb Alpha =0.967 Equation C5.2.1-1 =0.938 Equation C5.2.1-2= 0.366 Maximum Interaction = 0.938 <=1.0 i i • I ; ClarkWestern Building Systems CW Tech Support. (888)437-3244 -1 clarkwestern.com I 2007 North American Specification ASD l DATE: 2/11/2017 I SECTION DESIGNATION: 600SI62-54[50] (2) Boxed l Input Properties: Web Height= 6.000 in Design Thickness= 0.0566 in Top Flange= 1.625 in Inside Corner Radius= 0.0849 in Bottom Flange= 1.625 in Yield Point, Fy = 50.0 ksi Stiffening Lip = 0.500 in Fy With Cold-Work, Fya= 55.3 ksi Punchout Width = 1.500 in Punchout Length = 4.000 in Header/Beam Solver Design Data -Simple Span Header/Beam Span 4.00 ft Deflection Limit L/360 Dead Load = 96.0 Ib/ft DL Multiplied by 1.00 for Strength Checks Live Load =674.0 Ib/ft LL Multiplied by 1.00 for Strength Checks I Check Flexure Input Flexural Bracing: None Cb= 1.14 lyy(Box) = 1.994 inA4 J (Box) =4.463 inA4 Lu = 734.1 in Mmax= 1540 Ft-Lb <= Ma= 5054 Ft-Lb Check Deflection Deflection Limit: L/360 - Maximum Deflection =0.026 in Deflection Ratio= L/1826 Check Shear Vmax= 1540 lb (Including Flexural Load Multiplier) _1 Shear capacity not reduced for punchouts near ends of member 1! Va = 5646 lb >= Vmax Check Web Crippling l Rmax = 1540 lb (Including Flexural Load Multiplier) 1 Web Crippling capacity not reduced for punchouts near ends of member End Bearing Length = 1.00 in P Ra = 1198 lb < Rmax, STIFFENERS REQUIRED _J J i k.G�s�r�� - . __ .. 2 l �2 � 20�� . . . . _ .-- _ ._ 1 __ - _. . --.__ . --.--- -�---� .....SrA�� _�T�y�a�� --.. ��-- lg�o$.._._ _. . _-�� -- - - -- . .1— �--� -�— ------- - -.------------- -----_- -- �.� �___ -- ._w_��_ --_ -- _ _ . _._..._ .___....._ �.L - lov � �,� d-._ - .. - ... - -- ------ -.._..�... . .. . _. . _ .. _... . - -- --- ---_ __ - _..---- _: . _ �- 1� 2 ------- ._--. . .._ _.. _ .. .. _. �� - - - _._ - _ _ _ _ s� _ _ _ _ _ __ _ t_�--.- ___�- - . __.. __- .-__--_._ - - - -- — . � - _. - _. - _.. ...._._..-�---- - . ..�______._ .___ .- ._ l__. ___ ._�.__ ____.. .__ __ _ . _ . ,. _ l�__ _. _ _ .. __ . . _ . . _ .. � _._._ _ _ .__ .._:_ .__ .__.. .._ . _. _ .._. _. _ -___ .... --- ----- _._ __ ._ . . . __ --.�--.- -x. �_ � � �--�s---� ��--- -._--� ---- ----. -.-------._..._..------....�._.._.__...__. _ C.--._-- _-..___ ___.._. _ ___ ____. _. _.. . 1 . - ---. .. _ _ _ . . . -- . - _ - -- - _ - - _ _ _� _ -- i ----------- 411 �1 v i } . ClarkWestern Building Systems CW Tech Support: (888)437-3244 t clarkwestern.com 2007 North American Specification ASD DATE: 2/11/2017 SECTION DESIGNATION: 1000S162-97 [50] Single F7J Input Properties: Web Height= 10.000 in Design Thickness= 0.1017 in Top Flange = 1.625 in Inside Corner Radius = 0.1526 in Bottom Flange= 1.625 in Yield Point, Fy= 50.0 ksi Stiffening Lip= 0.500 in Fy With Cold-Work, Fya = 50.0 ksi Punchout Width = 1 500 in Punchout Length = 4.000 in Floor Solver Design Data -Two Equal Spans Joist Span 17.00 ft Joist Spacing 24.0 in Dead Load = 12.0 psf Live Load = 70.0 psf Check Flexure Mmax= 5925 Ft-Lb <= Ma =8157 Ft-Lb & Ma(distortional) = 7713 Ft-Lb K-phi for Distortional Buckling = 0 Ib*in/in Check Deflection Total Load Defl Limit: U240 Total Load Defl. =0.256 in Total Load Defl. Ratio= L/798 Live Load Deflection Checked for Alternate Span Loading Live Load Defl Limit: U360 Live Load Defl. =0.371 in Live Load Defl. Ratio= L/549 Check Web Crippling Web Crippling capacity reduced for punchouts End Bearing Length = 6.00 in Rmax(end) = 1046 lb Ra (end)= 2794 lb >= Rmax, End stiffeners not required Interior Bearing Length = 3.50 in Rmax (center) = 3485 lb JRa (center) =4298 lb < Rmax, STIFFENERS REQUIRED-Center Check Shear Vmax= 1743 lb at center suppport Shear capacity reduced for punchouts Va=7177 lb >=Vmax Combined Bending and Shear Interaction, Unstiffened =0.59 M/Ma = 0.73 V/Va = 0.24 Combined Bending and Shear Interaction, Stiffened = N/A .J 1 ' C ,i{ ClarkWestern Building Systems CW Tech Support: (888)437-3244 1 clarkwestern.com 6 2007 North American Specification ASD DATE: 2/11/2017 SECTION DESIGNATION: 600SI62-97 [50] Single �- Input Properties: Web Height= 6 000 in Design Thickness= 0.1017 in Top Flange = 1.625 in Inside Corner Radius = 0.1526 in Bottom Flange = 1.625 in Yield Point, Fy= 50.0 ksi Stiffening Lip = 0.500 in Fy With Cold-Work, Fya= 59.2 ksi Punchout Width = 1.500 in Punchout Length = 4.000 in Wall Solver Design Data -Simple Span i Wall Height 8.00 ft Deflection Limit L/120 Lateral Pressure 5.00 psf Axial Load 2842 lb Stud Spacing 24.0 in Check Flexure Load Multiplier for Flexural Strength = 1.00 Flexural Bracing: Full Mmax=80 Ft-Lb <= Ma =4727 Ft-Lb & Ma(distortional)=4727 Ft-Lb J K-phi for Distortional Buckling = 0 Ib'in/in Check Deflection Deflection Limit: U120 Load Multiplier for Deflection = 1.00 Maximum Deflection = 0.007 in Deflection Ratio= L/14742 Check Shear Vmax=40 lb (Including Flexural Load Multiplier) Shear capacity not reduced for punchouts near ends of member - Va = 10472 lb >= Vmax Check Web Crippling Rmax=40 lb (Including Flexural Load Multiplier) Web Crippling capacity not reduced for punchouts near ends of member End Bearing Length =6.00 in Ra = 3081 lb>= Rmax, stiffeners not required Check Axial Interactions P=2842 lb (Including Axial Load Multiplier) Axial Loads Multiplied by 1.00 for Interaction Checks Max unbraced length, KyLy and KtLt= 96.0 in Max KL/r= 177 Allowable Pure Axial Load, Pa= 3664 lb : Axial Load Ratio, P/Pa = 0.776 K-phi for Distortional Buckling = 0 Ib"in/in �J Check Equation C5.2.1-1 Check Equation C5.2.1-2 J Cmx= 1.00 Pao = 18530 Ib Pcr= 151558 lb Alpha =0.964 Equation C5.2.1-1 = 0.793 Equation C5.2.1-2 = 0.170 Maximum Interaction = 0.793 <=1.0 I I I I ClarkWestern Building Systems CW Tech Support: (888)437-3244 1 clarkwestern.com 2007 North American Specification ASD l DATE: 2/11/2017 _ f l SECTION DESIGNATION: 350S200-68 [50] Single e?� J Input Properties: Web Height= 3.500 in Design Thickness = 0.0713 in Top Flange= 2.000 in Inside Corner Radius = 0.1070 in Bottom Flange = 2.000 in Yield Point, Fy= 50.0 ksi Stiffening Lip= 0.625 in Fy With Cold-Work, Fya = 50.0 ksi 1 Punchout Width = 1.500 in Punchout Length = 4 000 in Wall Solver Design Data -Simple Span Wall Height 8.00 ft Deflection Limit U120 Lateral Pressure 5.00 psf Axial Load 2628 lb Stud Spacing 24.0 in 1 Check Flexure 1 Load Multiplier for Flexural Strength= 1.00 Flexural Bracing: Full Mmax = 80 Ft-Lb <= Ma= 1592 Ft-Lb &Ma(distortional) = 1640 Ft-Lb K-phi for Distortional Buckling= 0 Ib*in/in Check Deflection Deflection Limit: L/120 Load Multiplier for Deflection = 1.00 Maximum Deflection = 0.027 in Deflection Ratio= L/3586 ICheck Shear Vmax = 40 lb(Including Flexural Load Multiplier) Shear capacity reduced for punchouts Va = 897 lb >=Vmax Check Web Crippling Rmax=40 lb(Including Flexural Load Multiplier) Web Crippling capacity reduced for punchouts End Bearing Length = 6.00 in Ra = 1503 lb >= Rmax, stiffeners not required Check Axial Interactions P= 2628 lb (Including Axial Load Multiplier) Axial Loads Multiplied by 1.00 for Interaction Checks - Max unbraced length, KyLy and KtLt= 96.0 in Max KL/r= 127 Allowable Pure Axial Load, Pa= 2792 lb : Axial Load Ratio, P/Pa = 0.941 K-phi for Distortional Buckling = 0 Ib*in/in Check Equation C5.2.1-1 Check Equation C5.2.1-2 Cmx= 1.00 Pao= 12612 Ib Pcr= 36863 lb Alpha = 0.863 Equation C5.2.1-1 =0.999 Equation C5.2.1-2= 0.259 Maximum Interaction = 0.999<=1.0 J i `� 2 ( 11 �2b1� - �� 1 "�) � � . �� Joao ��- �. � 2�-``�, ;.�, .� 1 1 _ _ : . l e_1 � � . : . _ _ f J � � _ _ J — � _ J � - : . J . . .. . ..1 .�_ J � � . _ — . EQ/ ClarkWestern Building Systems CW Tech Support: (888)437-3244 clarkwestern.com 2007 North American Specification ASD DATE: 2/11/2017 1 SECTION DESIGNATION: 600SI62-33 [33] Single 54 Input Properties: Web Height= 6.000 in Design Thickness= 0.0346 in Top Flange= 1.625 in Inside Corner Radius= 0.0765 in Bottom Flange= 1.625 in Yield Point, Fy= 33.0 ksi Stiffening Lip= 0.500 in Fy With Cold-Work, Fya= 33.0 ksi Punchout Width = 1.500 in Punchout Length = 4.000 in Wall Solver Design Data-Simple Span Wall Height 19.83 ft Deflection Limit L/120 Lateral Pressure 5.00 psf Axial Load 0 lb Stud Spacing 16.0 in 1 Check Flexure Load Multiplier for Flexural Strength = 1.00 Flexural Bracing: Full Mmax=328 Ft-Lb <= Ma = 951 Ft-Lb & Ma(distortional) =789 Ft-Lb K-phi for Distortional Buckling = 0 Ib'in/in Check Deflection i Deflection Limit: L/120 Load Multiplier for Deflection = 1.00 Maximum Deflection = 0.439 in Deflection Ratio= U542 Check Shear Vmax=66 lb (Including Flexural Load Multiplier) Shear capacity not reduced for punchouts near ends of member Va=638 lb >=Vmax Check Web Crippling Rmax=66 lb (Including Flexural Load Multiplier) Web Crippling capacity not reduced for punchouts near ends of member End Bearing Length = 1.00 in Ra = 153 lb >= Rmax, stiffeners not required Engineering Services : h 9 9 Sheet.__ (360)756-0121 CLIENT: Com Steel, L.L.C. Job#: 16-617 PROJECT : Backstrom#3 Date: 5/20/16 By: KG II. Lateral Design I A. Base Shear: Mezzanine 2 1 1. SIMPLIFIED SEISMIC ANALYSIS according to ASCE 7-10 Item AREA UNIT WT WEIGHT a Level 5 Roof 0 b Level 5 Interior walls 0 c Level 5 Exterior walls 0 d Level 4 Roof 15 0 e Level 4 Interior walls 10 0 f Level 4 Exterior walls 0 g Level 4 Floor 0 h Level 4 Deck 0 i Level 4 Stair 0 1 j Level 3 Roof 15 0 I k Level 3 Floor 15 0 1 Level 3 Exterior walls 12 0 m Level 3 Interior walls 10 0 n Level 3 Slab 0 0 o Level 3 Deck 10 0 1 p Level 2 Partition 753 20 15060 q Level 2 Floor 753 12 9036 r Level 2 Exterior walls 12 0 s Level 2 Interior walls 226 10 2259 1 t Level 2 Stair 0.5 0 l u Level 2 Deck 10 0 v Level2 0 0 w Level 1 Floor 753 0 0 x Level 1 Exterior walls 0 0 -� y Level 1 Interior walls 226 0 0 z Level 1 Deck 0 0 Level 1 Stair 0 0 TOTAL WEIGHT 18448.5 Footprint 753 s.f. -� Soil Profile Sd (unknown) Mapped spectral response accel - .2 sec., Ss= 1.066 * g USGS Design Parameters Mapped spectral response accel. - 1sec., S1= 0.415 *g by map coordinates Site Coefficient, Fa= 1.0736 Table 11.4-1 Site Coefficient, Fv= 1.57 Table 11.4-2 Max EQ spectral response accel., Sms= 1.1445 *g Eq'n 11.4-3 Max EQ spectral response accel., Sml= 0.6516 *g Eq'n 11.4-4 Design Spectral Response, Sds= 0.7630 *g Eq'n 11.4-3 Design Spectral Response, Sd1= 0.4344 *g Eq'n 11.4-4 I wxmin = 184 Ibs Eq'n 11.7-1 �J Seismic Use Group II Table 1604.5 Seismic Design Category Table 1613.5.6 (1) J 4� Engineering Services Sheet:_I ._ (360) 756-0121 1 CLIENT: Com Steel, L.L.C. Job#: 16-617 PROJECT . Backstrom#3 Date: 5/20116 -� Seismic Design Category Table 1613.5.6 (2) Occupance Importance Factor, 1= 1 Table 11.5-1 F= 1.1 (f=1.0,1.1&1.3 FOR 1,2,&3 sto I Seismic Base Shear, V=F*SDs/R*W= 7742 Eq'n 12.14-11 ' Response Modification Factor, R= 2.001 Table 12.2-1 Ordinary concentric braced fra DETERMINE GENERAL REDUNDANCY FACTOR For Building Frame If 2 wall lines each way with 50% per wall line 2 wall segment(s) per wall line 25% per wall segment, % Lw= 3.5 feet long carry the shear, Ab= 753 SF ( base level area ) p=2 -(20/(rmax*AbA.5) Eq'n 16-54 pmax= (%Wall ) * 10/Lw= 0.714 p calc= 0.98 Required for Seismic Desigr 1.0<= P<= 1.5 1.00 Categories D, E or F ONLY Pmin=1.3 unless requirements of 12.3 42 are met. 1.30 Use Section 12.3.4 Adjusted Base Shear, p*V= 10064 # j Working Stress Base Shear, p*V/1.4= 7189 # 0.3897 . l J J J J i Engineering Services Sheet: 1�11- (360) 756-0121 CLIENT: Corn Steel, L.L.C. Job M 16-617 PROJECT : Backstrom#3 Date: 2/13/17 Diagonal bracing design: Q= 2 #10 Grid V; panel L h v vh*Q T T-Q w t Tallow -16 gus.gus. n n n ft ft # # # # " 11 # screw hor vert stray hor vert 12 g (in 16g) -1 4.6 9660 a 8 8.08 1208 2415 1717 3433 1 50 0.0598 3588 370 20 10 9 7 7 1 b 8 8.08 1208 2415 1717 3433 1 50 0.0598 3588 370 20 10 9 7 7 c 8 8.08 1208 2415 1717 3433 1 50 0.0598 3588 370 20 10 9 7 7 d 8 8.08 1208 2415 1717 3433 1 50 0.0598 3588 370 20 10 9 7 7 JI e 8 8.08 1208 2415 1717 3433 1 50 00598 3588 370 20 10 9 7 7 f 8 8.08 1208 2415 1717 3433 1 50 00598 3588 370 20 10 9 7 7 g 8 8.08 1208 2415 1717 3433 1 50 0.0598 3588 370 20 10 9 7 7 l In 8 8.08 1208 2415 1717 3433 1 50 0.0598 3588 370 20 10 9 7 7 I 64 9660 i . Hold down and track conn.design wdll= 192.5 ppf Combined hold downs: .177"� na panel T*Q Tv*Q Tnet vh*n Power fastener/16g track 4.6 a &e 6866 4880 1927 < 2775 S/HTT 14 4830 250 10 per gusset b&f 6866 4880 1927 < 2775 S/HTT 14 4830 250 10 I c &g 6866 4880 1927 < 2775 S/HTT 14 4830 250 10 d & h 6866 4880 1927 < 2775 S/HTT 14 4830 250 10 l J J J J J J J I I Engineering Services Sheet.- �4- (360) 756-0121 CLIENT: Com Steel, L.L.C. Job#: 16-617 PROJECT : Backstrom #3 Date: 2112/17 Diagonal bracing design: Q= 2 #10 1 Grid V; panel L h v vh"Q T T"Q w t Tallow -16 gus. gus. n n n Ift ft # # # # # screw hor vert strap hor vert 12 g (in 16g) 3 3594 a -8 8.02 1797 3594 2545 5090 2.00 0.1046 8368 370 29 15 14 10 10 b 8 8.02 1797 3594 2545 5090 2.00 0.1046 8368 370 29 15 14 10 10 16 3594 12g 4 3594 a 8 8.02 1797 3594 2545 5090 2.00 0.1046 8368 370 29 15 14 10 10 b 8 8.02 1797 3594 2545 5090 2.00 0.1046 8368 370 29 15 14 10 10 16 3594 l 16 g I B.5 1797 a 5 802 691 1382 1307 2613 1 75 0.0598 4186 370 11 9 7 4 6 b 8 8.02 1106 2212 1566 3132 2.00 0.0598 4784 370 18 9 8 6 6 13 1797 I 12 g B 3594 a 8.5 8.02 1528 3055 2100 4201 2.00 0.1046 8368 370 25 12 11 8 8 b 11.5 8.02 2067 4133 2520 5040 2.00 0.1046 8368 370 34 12 14 11 8 I 20 3594 ! 12g A 1797 a 5 8.02 1797 3594 3397 6794 2.50 0.1046 10460 370 29 23 18 10 16 Hold down and track conn. design wd = 9 I, 165 ppf wdl2= 80 ppf .177"� na panel T*Q Tv*Q Tnet vh"S2 Power fastener/16g track 3 a 5090 3604 1362 < 2775 S/HTT 14 3594.3 250 14 b 5090 3604 1362 < 2775 S/HTT 14 3594.3 250 14 4 a 5090 3604 1362 < 2775 S/HTT 14 3594.3 250 14 b 5090 3604 1362 < 2775 S/HTT 14 3594.3 250 14 B.5 a 2613 2218 975 < 1200 S/LTT 20 1382.4 250 6 b 3132 2218 895 < 1200 S/LTT 20 2211.9 250 9 B a 4201 2883 494 < 1200 S/LTT 20 30552 250 12 b 5040 2883 414 < 1200 S/LTT 20 4133 250 17 JA a 6794 4663 2198 < 2775 S/HTT 14 3594.3 250 14 . l 'J _1 cc -63� f OA 3 u `-A 2'�`-� 25`-�' b dp (2+",)(rz lz o o . 1 _ i + .,_ Engineering Services sheet CLIENT: Corn Steel, L.L.C. JOB M 16-637 PROJECT: Backstrom #3 DATE: 2/14/17 Garco Building 15-13-63255 Load case 1 K.G. B. BUILDING REACTIONS (kips) S2= 2.0 for ord. concentrically braced frames 1. Grid 1 A B C D 1 DL 4.700 8.700 8.700 4.700 1 2 CL 0.400 0.900 0.900 0.400 i` 3 SL (S) 3.700 8.400 8.400 3.700 4 FLOOR (ML) 5.100 9.900 9.900 5.100 5 W (long) (LWL1) -4.300 -6.300 -11.500 -4.800 6 W (trans) (WL1) -1.100 -11.200 -8.500 -6.600 -� 7 E (long) (EQ) 0.000 0.000 a E (trans) (EQ) 3.400 -4.800 4.800 -3.400 . � 2. Grid 2 A B C D 1 DL 4.000 4.000 2 CL 2.500 2.500 J 3 SL (SNOW) 20.600 20.600 4 FLOOR 0.500 0.500 5 W (long) (LWL1) -15.000 -12.500 Strut(RBUPW) -2.500 -2.500 -17.500 -15.000 6 W (trans) (WL1) -11.400 -16.800 7 Strut(RBUPEQ)) -6.600 -6.600 - s E (trans) (EQ) 1.100 -1.100 3.Grids 3 &4 A B C D J1 DL 3.800 3.200 2 CL 2.400 2.400 J3 SL (SNOW) 21.600 19.600 4 FLOOR 0.000 0.000 4D or 4D 5 W (long) (LWL1) -14.400 -14.400 -14.400 X-Brace/PF 0.000 5.900 -5.900 r -14.400 -8.500 -20.300 J 6 W (trans) (WL1) -11.600 -16.000 4D or 4D 7 E (long) (EQ) 0.0 0.000 X-Brace/PF 6.3 -6 300 6.300 -6.300 _� 8 E (trans) (EQ) 1 1 -1.1 it i Engineering Services sheet 1� - � 4.Grid 5 A B C D 1 DL 0.600 1.100 1.100 0.600 2 CL 0.300 0.700 0.700 0.300 3 SL (SNOW) 2.200 5.600 5.600 2.200 4 FLOOR (ML) 0.000 0.000 0.000 0.000 5D or 5D 6 W (long) (W+) -3,400 -6.500 -6.500 -9.200 -9.200 X-Brace/PF 0.000 -5.900 5.900 -3.400 -15.100 -3.300 6 W (trans) (WR) -3.400 -6.500 -4.200 -5.700 5D or 5D 7 E (long) (EL) 0.000 0.000 X-Brace/PF -6.300 6.300 -6.300 6.300 8 E (trans) (ER) 1.100 -1.100 C 5.Grid 1.8 A A.4 A.8 B.2 B.8 C.2 C.6 D I DL 0.210 KIP @2'O.C. .� 2 CL 0.380 KIP @ 2'O.C. 3 SL (SNOW) 1 4 FLOOR 0.950 KIP @ 2' O.C. 5 W(long)(LWL1) 2.500 2.500 1 6 W (trans) (W) 0.000 0.000 7 E (long) (EQ) 11.400 11.400 8 E (trans) (EQ) 2.775 -2.775 2.775 -2.775 2.775 -2.775 2.775 -2.775 6.Portal @ A 4.2 4.8 1 DL 0.600 0.600 � 2 CL 3 SL (SNOW) J4 FLOOR (ML) 5 W(long) (LWL2) 6.300 -6.300 6 W (trans) 7 E (long) (REQ) 7.400 -7.400 J e E (trans) (EQ) J J i I Engineering Services sheet CLIENT: Com Steel, L.L.C. JOB#: 16-637 PROJECT: Backstrom#3 DATE: 2/14/17 � Garco Building 15-B-63255 Load case 2 K.G. S2= 2.0 for ord. concentrically braced frames 7. Grid 1 A B C D 1 DL 4.700 8.700 8.700 4.700 2 CL 0.400 0.900 0.900 0.400 l 3 SL (S) 3.700 8.400 8.400 3.700 4 FLOOR (ML) 5.100 9.900 9.900 5.100 5 W (long) (LWL2) -4.800 -6.300 -11.500 -4.300 6 W(trans) (WI-3) -6.500 -8.500 -11.200 -1.000 1 7 E (long) (EQ) I 6 E (trans) (EQ) -3.400 4.800 -4.800 3.400 i 8. Grid 2 A B C D 1 DL 4.000 4.000 2 CL 2.500 2.500 3 SL (SNOW) 20.600 20.600 4 FLOOR 0.500 0.500 5 W(long) (LWL2) -15.000 -12.500 I Strut(RBDNW) 2.500 2.500 -12.500 -10.000 - 6 W (trans) (WI-3) -16.800 -11.400 7 Strut(RBDWEQ)) 6.600 6.600 _J 8 E (trans) (EQ) -1.100 1.100 J 9. Grids 3 &4 A B C D J , DL 3.800 3.200 2 CL 2.400 2.400 J3 SL (SNOW) 21.600 19.600 4 FLOOR 0.000 0.000 4D or 4D J 5 W (long) (LWL2) -15.000 -11.900 -11.900 X-Brace/PF 0.000 5.900 -5.900 - -15.000 -6.000 -17.800 6 W (trans) (WI-3) -18.200 -10.800 J 4D or 4D 7 E (long) (EQ) 0.000 0.000 X-Brace/PF 6.300 -6.300 6.300 -6.300 _� 8 E (trans) (EQ) -1.1 1 1 .a Engineering Services sheet 10.Grid 5 A B C D 1 DL 0 600 1.100 1.100 0.600 2 CL 0.300 0 700 0.700 0.300 3 SL (SNOW) 2.200 5 600 5.600 2.200 4 FLOOR (ML) I 5D or 5D 5 W(long) (W-) -3.400 -6.500 -6.500 2.400 2.400 X-Brace/PF 0.000 -5.900 5.900 -3.400 -3.500 8.300 5 W(trans) (WL) -3.400 -6.500 -8 500 -1.400 5D or 5D 7 E (long) (EQ) 0.000 0.000 X-Brace/PF -6.300 6.300 -6.300 6.300 8 E (trans) (EL) -1.000 1.000 11. Grid 1.8 A A.4 A.8 B.2 B.8 C.2 CA D I DL 0.210 KIP @ 2' O.C. 2 CL 0.380 KIP @ 2' O.C. 3 SL (SNOW) 0.000 4 FLOOR 0.950 KIP @ 2' O.C. 5 W (long) (LWL2) -2.500 -2.500 6 W(trans) (W) 0.000 0.000 7 E(long) (EQ) -11.400 -11.400 8 E (trans) (EQ) -2.775 2.775 -2.775 2 775 -2.775 2.775 -2.775 2.775 _J 12. Portal @ A 4.2 4.8 1 DL 0.600 0.600 J 2 CL 3 SL (SNOW) 4 FLOOR (ML) 5 W (long) (LWL1) -6.300 6 300 5 W(trans) 7 E (long) (LEQ) -10.571 10.571 8 E (trans) (EQ) J J i Engineering Services sheet_ CLIENT: Com Steel, L.L.C. JOB#: 16-637 1 PROJECT: Backstrom#3 DATE: 2/14/17 K.G. C.APPLIED LOADS Load case 1 1 1. Grade Beam A 4 -- 1 1.8 2 3 4 4.2 4.8 5 ? 1 DL 4.700 4.000 3.800 3.800 0.6 0.6 0.600 2 CL 0.400 2.500 2.400 2.400 0.300 3 SL 3.700 20.600 21.600 21.600 2.200 4 FLOOR (ML) 5 100 0.500 5 W(Long) -4.300 2.500 -17 500 -14 400 -14.400 6.300 -6.300 -3.400 6 W (trans) (WI-1) -1.100 -11.400 -11.600 -11.600 -3.400 7 E (Long)*(1/.7) 16.286 -9.429 10.5714 -10.571 j 6 E (trans)*(1/.7) 4.857 1.571 1.571 1.571 2. Grade Beam D 4 - 1 1.8 2 3 4 5 1 DL 4.700 4.000 3.200 3.200 0.600 I 2 CL 0.400 2.500 2.400 2.400 0.300 3 SL 3.700 20.600 19.600 19.600 2.200 4 FLOOR LL 5.100 0.500 5 W(Long) -4.800 2.500 -17.500 -14.400 -8.500 -15.100 1 6 W(trans) (WL1) -6.600 -16.800 -16.000 -16.000 -5.700 7 E (Long)*(1/.7) 16.286 -9.429 9.000 -9.000 _ 8 E (trans)*(1/.7) -4.857 -1.571 -1.571 -1.571 -1.571 J 3. Grade Beam 1 A B C D 1 DL 4.700 8.700 8.700 4.700 J2 CL 0.400 0.900 0.900 0.400 3 SL 3.700 8.400 8.400 3.700 ,1 4 FLOOR LL 5.100 9.900 9.900 5.100 5 W (Long) -4.300 -6 300 -11.500 -4.800 6 W (trans) -1.100 -11.200 -8.500 -6.600 J7 E (Long)*(1/.7) 0.000 0.000 0.000 0.000 8 E (trans)*(1/.7) 4 857 -6.857 6.857 -4.857 J r" Engineering Services sheet 23 9 9 V 4. Grade Beam 1.8 - V A A.4 A.8 B.2 B.8 C.2 C.6 D 1 DL 0.210 KIP @2' O.C. 2 CL 0.380 KIP @ 2' O.C. - 1 3 SL 4 FLOOR LL 0.950 KIP @ 2' O.C. 6 W(Long) 2.500 2.500 6 W(trans) 7 E (Long)*(1/.7) 16.286 16.286 8 E (trans)*(1/.7) 3.964 -3.964 3.964 -3.964 3.964 -3.964 3.964 -3.964 5. Grade Beam 5 4 A B C D i DL 0.600 1.100 1.100 0.600 2 CL 0.300 0.700 0.700 0.300 3 SL 2.200 5.600 5.600 2.200 4 FLOOR LL 1 s W(Long) -3.400 -6.500 -6.500 -15.100 6 W(trans) -3.400 -6.500 -4.200 -5 700 7 E (Long)*(1/.7) -9.000 l 8 E (trans)*(1/.7) 1.571 -1.571 J `1 J .J J J J i I Engineering Services sheet 9 9 _ CLIENT: Com Steel, L.L.C. JOB#: 16-637 PROJECT: Backstrom#3 DATE: 2/14/17 K.G. Load case 2 6. Grade Beam A IN. 1 1.8 2 3 4 4.2 4.8 5 1 i DL 4.700 4 000 3.800 3.800 0.600 0.600 0.600 11 2 CL 0.400 2.500 2.400 2.400 0.300 l 3 SL 3.700 20.600 21.600 21.600 2.200 ` 4 FLOOR (ML) 5.100 0.500 5 W(Long) -4.800 -2.500 -12.500 -15.000 -15.000 -6.300 6.300 -3.400 6 W(trans) (WI-3) -6.500 -16 800 -18.200 -18.200 -3.400 7 E(Long)*(1/.7) -16.286 9.429 -15.102 15.102 -4.857 i 8 E (trans)*(1/.7) -4.857 -1.571 -1.571 -1.571 7. Grade Beam D - 1 1.8 2 3 4 5 1 DL 4.700 4.000 3.200 3.200 0.600 1 2 CL 0.400 2.500 2.400 2.400 0.300 3 SL 3.700 20.600 19.600 19.600 2.200 1 4 FLOOR LL 5.100 0.500 0.000 0.000 0.000 5 W(Long) -4.300 -2.500 -12.500 -11.900 -6.000 8.300 6 W(trans) -1 000 -11.400 -6 000 -6 000 -1.400 7 E (Long)*(1/7) -16 286 9.429 0.000 -9.000 9.000 8 E (trans)*(1/.7) 4.857 1.571 1.429 J 8. Grade Beam 1 - ► A B C D i DL 4.700 8.700 8.700 4.700 J2 CL 0 400 0.900 0.900 0.400 3 SL 3.700 8.400 8.400 3.700 4 FLOOR LL 5.100 9.900 9.900 5.100 I 5 W(Long) -4.800 -6.300 -11.500 -4.300 -� 6 W(trans) -6.500 -8.500 -11.200 -1.000 J7 E (Long)*(1/.7) 8 E(trans)*(1/.7) -4.857 6.857 -6.857 4.857 J Engineering Services sheet 2� 9 9 9. Grade Beam 1.8 - --► A A.4 A.8 B.2 B.8 C.2 C.6 D i DL 0.210 KIP @ 2'O.C. 1 2 CL 0.380 KIP @ 2'O.C. -� 3 SL 4 FLOOR LL 0.950 KIP @ 2'O.C. 5 W(Long) -2.500 -2.500 6 W (trans) 1 7 E (Long)*(1/.7) -16.286 -16.286 a E (trans)*(1/.7) -3.964 3.964 -3.964 3.964 -3.964 3.964 -3.964 3.964 10. Grade Beam 5 -► A B C D "1 i DL 0.600 1.100 1.100 0.600 J 2 CL 0.300 0.700 0.700 0.300 J3 SL 2.200 5.600 5.600 2.200 4 FLOOR LL 1 5 W (Long) -3.400 -6.500 -6.500 8.300 6 W(trans) -3.400 -6.500 -8.500 -3.500 7 E Lon( g) (1/.7) -9.286 -12.143 -2.000 Je E(trans)*(1/.7) -1.429 1.429 J J J J J J J J � PL - f `1 J -11001cslal►e__ ti 1 -11001b 3800 ir,— J -600 lb, 1 -3200 Ib -40001 -47001 -3200 u: - 87001b J -4000112�� . -8700 Ib J -4700 J J J ff J it :� I I I l 1 -300 lb -7001b -2400 lb 700 I b -2400 tj -3001p - -25001 -2400 Its -2400 II r -400 lb -900 its -25001b -900 1b— -400 .l f �l i -2200 1 -5600 1 216001 1 .5600 1b -216001 J -22001b 1 _2Q6QQ 1 -1960Q 1 -196001 -3700 1 -J -8400 1 J -20600 Ib -8400 Ib � J -3700 J J J J i I WWW -5001 -5100 1 -090011� -5nn u� �� 11 -99001b -5100 I 100,4�P0o Ir 1100ti1r 1 AI 0099 1006tr 6 I OOZ6 l -�gI 009L 6 E OU9 1 2500 ih- 1 009Z i I OOEb 1 aI OOE9 J 10 6 -2500 lb .1009 6 6 J l aI Oo9v _ 1 J J .J i , , 1 1 �l p1 J GI 00b£ 1 1 0099 1110091.L 1 110092 1009 L L 00t L 1 IMLL 10009 L l I 91 00091, a1 00 L L 91 00"L L L 110098 J 41 0099 J J J J i <1l I Aso� 10571 lb �J I ooc�e 16zt,6 -9000 Ib I -16286 lb _l J i 6"l1iE'i Ili—' J I -4857 �J J J J 1 I 1 1 i 1 l -1571 lb -1571 lb -1571 it.) } 11 GL9G -1571 It 41 1,191, -3964 lb I t? -3964 11 — 41 GL9G -4857lb I i'96£ -3964 11) 1 ql L999 91 b96C 1 4I b96�3857 I I . I Lg" i _J J i Engineering Services sheet CLIENT: Corn Steel, L.L.C. JOB #: 16-637 PROJECT: Backstrom #3 DATE: 2/15117 K.G. D.ANALYSIS RESULTS 1 0 indicates moment occurs MODEL 1 within 2' of columns 1. GRADE BEAM A Smax 1= Mu+ Mu Mu- Vu LOAD COMBINATION PPF FT# FT# F I" # FT# # i 1.4*DL 2138 11893 7264 -10024 -10024 3379 21.2*DL+1.6*LL+.5*SL 42223 25115 -25972 -25972 10287 L3a 1.2*DL+1.0*LL+1.6*SL 87573 52134 -37794 -37794 21543 3b(LONG) 1.2*DL+0.5*W(long)+1.6*SL 70232 42636 -30431 -30431 17482 3c(TRANS) 1.2*DL+0.5*W(trans)+1.6*SL 74836 48957 -30750 -30750 18353 4a(LONG) 1 2*DL+W(long)+1.0*LL+.5*SL 14609 9715 -16853 -16853 5264 4b(TRANS) 1.2*DL+W (trans)+1.0*LL+.5*SL 26302 22358 -11028 -11028 5a(LONG) 1.2*DL+E (long)+1.0*LL+.2*SL 27857 16817 -26113 -26113 5b(TRANS) 1.2*DL+E (trans)+1.0*LL+.2*SL 50722 41905 -18818 -18818 11595 I 6a(LONG) .9*DL+E (long) 7470 7470 -17163 -10604 I 6b(TRANS) .9*DL+E (trans) 12308 12308 -32324 -19983 J 7a(LONG) .9*D+W (long) 10865 6634 -14397 -14397 7b(TRANS) .9*D+W (trans) 38928 33410 -15753 -13586 f 2. GRADE BEAM D Smax Mu+ Mu+ Mu- Mu- Vu 1 LOAD COMBINATION PPF FT# FT# FT# FT# # i 1.4*DL 2018 11977 7122 -10025 -10025 3209 2 1 2*DL+1.6*LL+.5*SL 42399 25222 -25990 -25990 10088 _.� 3a 1 2*DL+1.0*LL+1 6*SL 87977 52131 -36007 -36007 20099 3b(LONG) 1.2*DL+O 5*W(long)+1 6*SL 63737 37600 -25678 -25678 14477 3c(TRANS) 1.2*DL+O 5*W(trans)+1.6*SL 68443 42546 -27594 -27594 16645 `1 4a(LONG) 1.2*DL+W (long)+1.0*LL+.5*SL 2454 1909 -8341 -8341 2551 J 4b(TRANS) 1.2*DL+W (trans)+1.0*LL+.5*SL 24871 18308 -10712 -10712 5581 J5a(LONG) 1.2*DL+E (long)+1.0*LL+.2*SL 22663 13570 -10422 -10422 5454 J5b(TRANS) 1.2*DL+E (trans)+1.0*LL+.2*SL 46742 32206 -24775 -24775 10595 6a(LONG) 9*DL+E (long) 13982 13982 -32009 -20732 9641 i 6b(TRANS) .9*DL+E (trans) 14275 14275 -32466 -20212 7233 J 7a(LONG) .9*D+W (long) 5049 3774 -7047 -7047 2038 7b(TRANS) .9*D+W (trans) 32768 31130 -16024 -13638 7726 i Engineering Services sheet 3. GRADE BEAM 1 Smax Mu+ Mu+ Mu- Mu- Vu LOAD COMBINATION PPF FT# FT# FT# FT# # i 1.4*DL 2131 20697 9906 -12070 -12070 6220 l212*DL+16*LL+.5*SL 54847 26664 -26476 -26476 15578 —1 3a 1.2*DL+1 0*LL+1.6*SL 60317 29714 -29131 -29131 16930 3b(LONG) 1.2*DL+0.5*W(long)+1.6*SL 35489 18223 -19124 -19124 9764 3c(TRANS) 1.2*DL+0.5*W(trans)+1.6*SL 37453 19057 -17532 -17532 10213 4a(LONG) 1.2*DL+W(long)+1.0*LL+.5*SL 31072 16255 -17464 -17464 8423 I 4b(TRANS) 1.2*DL+W(trans)+1.0*LL+.5*SL 35006 17988 -14135 -14135 9416 5a(LONG) 1.2*DL+E (long)+1.0*LL+ 2*SL 59899 33957 -25708 -25708 14684 1 5b(TRANS) 1.2*DL+E (trans)+1.0*LL+.2*SL 39653 19326 -25786 -25786 11506 ` 6a(LONG) .9*DL+E (long) 2953 2953 -9130 -6950 2154 I 6b(TRANS) .9*DL+E (trans) 4533 3408 -9025 -5842 2051 1 7a(LONG) .9*D+W(long) 33966 21293 -13760 -13760 7379 7b(TRANS) .9*D+W (trans) 13718 6775 -13867 -13867 4370 4. GRADE BEAM 1.8 Smax Mu+ Mu+ Mu- Mu- Vu LOAD COMBINATION PPF FT# FT# FT# FT# # 114*DL 927 401 401 -548 -548 525 I I 21.2*DL+1.6*LL+.5*SL 2385 2385 -7515 -7515 2995 ! 3a 1.2*DL+1 0*LL+1.6*SL 320 320 -1509 -1509 801 ! 3b(LONG) 1.2*DL+O 5*W(long)+1.6*SL 3573 3573 -1657 -1657 1814 _J 3c(TRANS) 1.2*DL+0.5*W(trans)+1.6*SL 3841 3841 -1585 -1585 1897 4a(LONG) 1.2*DL+W (long)+1.0*LL+.5*SL 1921 1921 -5979 -5979 2241 4b(TRANS) 1.2*DL+W (trans)+1.0*LL+,5*SL 1779 1779 -4984 -4984 2099 5a(LONG) 1.2*DL+E (long)+1.0*LL+ 2*SL 8199 8199 -6834 -6834 2757 5b(TRANS) 1.2*DL+E (trans)+1.0*LL+.2*SL 647 647 -2792 -2792 1212 6a(LONG) .9*DL+E (long) 540 540 -1645 -1645 615 6b(TRANS) .9*DL+E (trans) 421 421 -690 -690 399 7a(LONG) .9*D+W(long) 7271 7271 -7301 -7301 2153 `� 7b(TRANS) .9*D+W (trans) 3477 3477 -1195 -1 195 1532 I Engineering Services sheet 5. GRADE BEAM 5 Smax Mu+ M u+ Mu Mu- Vu LOAD COMBINATION PPF FT# FT# FT # FT# # 11.4*DL 1016 2692 1324 -2417 -2417 1199 1 21.2*DL+1.6*LL+.5*SL 9490 5064 -3751 -3751 2948 .� 3a 1.2*DL+1.0*LL+1.6*SL 20210 10808 -7617 -7617 5781 3b(LONG) 1.2*DL+0.5*W(long)+1.6*SL 13328 7303 -4897 -4897 3798 3c(TRANS) 1.2*DL+0.5*W(trans)+1.6*SL 14498 9186 -4832 -4832 4118 4a(LONG) 1.2*DL+W(long)+1.0*LL+.5*SL 2037 2037 -8273 -5249 2216 4b(TRANS) 1.2*DL+W(trans)+1.0*LL+.5*SL 11220 11220 -417 -417 3802 5a(LONG) 1.2*DL+E(long)+1.0*LL+.2*SL 9966 6225 -3254 -3254 2786 1 5b(TRANS) 1.2*DL+E (trans)+1.0*LL+.2*SL 11096 11096 -2206 -2206 4051 —� 6a(LONG) .9*DL+E (long) 4528 4528 -15303 -9183 4045 6b(TRANS) .9*DL+E (trans) 14827 14827 -6720 -2778 4142 1 7a(LONG) .9*D+W(long) 6062 4116 -2230 -2230 1626 7b(TRANS) .9*D+W(trans) 13803 13803 -2766 -2766 4171 . l J J J J J J J J 37 1 1 1 1 0)r -0 O N O ENS Jca J J J I l 1 1 1 00o N L? N N0o0q�LOCV 0 X II _ C m Q I I �I r� �l 1 _l 1 J ... a`�o~itiol N II 1 J II "a X C_ m Q J J J �� I 1 1 1 �00 l N Q +- �6 C N In J 0 "� 0 co CO 2 0(8 CO) E c? N II II C X C m Q i �1 1 : 1 1 _ l 1 I J N Q Q CD rl- O �Mg -a CO) E r-cM � II II c x 00 Q�� --I I _l l OD CD -6-6 O r�CD )O'T EMS La N II II C 2 x C m Q2� 1 ._1 � l l _ 1 1 - J mo N M L? O �OLo c'M J -0�� 0) EM— � II II (U = X C m Q�� I ` + 1 1 J � 1 �F, 00 Q�(D J V� J .�omo� c' E In cV � II II J a � M � Q�� rr ytr J J J �1 _l �l I I J a0000 N Q� � 1 N ANC CD C N II , MC J m Q J J J J I 1 �l 1 _l 1 I l �� N ' ' O �0N0C) -0 co N dC1 E C? N II"O � XII (6 C m Q�� J J J i i ti N L 0 - I c t 0 N co lJ -0�cN N II II c x M. c r m Q J I ' 1 �� 1 . I r1 �l - 1 � 1 1 I 1 _ 1 J CF)� T Q N -- �M� N II "E5 X J iA RF J _1 J � �I i i -1 1 o� N 00 CV Q� y-% N -6 E uj o0� O CV CV EMCO a � ° n c x — ca.S m ¢�� { I Engineering Services sheet PROJECT Com Steel, L.L.C. JOB #: 16-637 LOCATION Backstrom #3 DATE 2/15/17 F. FOUNDATION DESIGN 1. Grade Beam A Model 1 Model 2 Mu(-)1= -37794 #' -61524 Mu(-)2= -37794 #' -61524 Mu(+)1= 52134 #' 52131 Mu(+)2= 87573 #' 87445 Vu= 21543 # 17068 h= 24 " b= 24 " REINFORCEMENT DESIGN: TOP STEEL Mn(-)1 3 5 bar AND 0 5 bar 0.93 0.00 As= 0.93 s.i. ROmin= 0.0033 fy= 60000 psi ROnet= 0.0018 fc= 3000 psi b= 24.00 " d= 21.31 " a= 0.91 RO < ROmin Mn= -96983 #' DESIGN FOR 4/3 Mu phi "Mn= -87285 #' 4/3 Mu= -82032 REINFORCEMENT DESIGN: TOP STEEL Mn(-)2 3 5 bar AND 0 5 bar 0.93 0.00 As= 0.93 s.i. ROmin= 0.0033 fy= 60000 psi ROnet= 0.0018 fc= 3000 psi b= 0.001, d= 21.31 " a= 0.91 RO < ROmin Mn= -96983 #' DESIGN FOR 4/3 Mu phi 'Mn= -87285 #' 4/3 Mu= -82032 REINFORCEMENT DESIGN: BOTTOM STEEL Mn(+)1 3 5 bar AND 0 5 bar 0.93 0.00 As= 0.93 s.i. ROmin= 0.0033 fy= 60000 psi ROnet= 0.0019 fc= 3000 psi b= 24.00 " d= 20.31 " a= 0.91 RO < ROmin Mn= 92333 #' DESIGN FOR 4/3 Mu phi "Mn= 83100 #' 4/3 Mu= 69512 i �� I Engineering Services sheet REINFORCEMENT DESIGN: BOTTOM STEEL Mn(+)2 3 5 bar AND 2 5 bar 0.93 0.62 As= 1.55 s.i. ROmin= 0.0033 fy= 60000 psi ROnet= 0.0032 fc= 3000 psi b= 24.00 " d= 20.31 " a= 1.52 " RO < ROmin Mn= 151533 #' DESIGN FOR 4/3 Mu +� phi "Mn= 136380 #' 4/3 Mu= 116764 REINFORCEMENT DESIGN: Shear �*Vc= 45393 # NO SHEAR REINFORCEMENT REQUIRED Vs required= 0 # 1 As= 0.22 s.l. I Vs= 0 spacing= 48.00 " l �*(Vc+Vs)= 45393 # OKAY 1 1 l J J J J J J J J I � " I Engineering Services sheet�2 PROJECT Com Steel, L.L.C. JOB#: 16-637 I LOCATION Backstrom #3 DATE 2/15/17 { 2. Grade Beam D I Model 1 Model 2 Mu(-)l= -37794 #' -63717 V 1 Mu(-)2= -37794 #' -63717 #' J Mu(+)l= 52134 #' 52305 #' Mu(+)2= 87573 #' 87849 #' ~} Vu= 20099 # 20205 # J h= 24 " b= 24 " REINFORCEMENT DESIGN: TOP STEEL Mn(-)1 I I 3 5 bar AND 0 6 bar 0.93 0.00 As= 0.93 s.i. ROmin= 0.0033 fy= 60000 psi ROnet= 0.0018 l fc= 3000 psi I b= 24.00 " d= 21.31 " a= 0.91 " RO < ROmin Mn= -96983 #' DESIGN FOR 4/3 Mu phi 'Mn= -87285 #' 4/3 Mu= -84956 1 REINFORCEMENT DESIGN: TOP STEEL Mn(-)2 3 5 bar AND 0 6 bar 0.93 0.00 1 As= 0.93 s.i. ROmin= 0.0033 fy= 60000 psi ROnet= 0.0018 fc= 3000 psi ` I b= 0.00 " d= 21.31 " a= 0.91 " RO < ROmin Mn= -96983 V DESIGN FOR 4/3 Mu JI phi "Mn= -87285 #' 4/3 Mu= -84956 REINFORCEMENT DESIGN: BOTTOM STEEL Mn(+)1 3 5 bar AND 0 5 bar 0.93 0.00 As= 0.93 s.i. ROmin= 0.0033 J fy= 60000 psi ROnet= 0.0019 fc= 3000 psi b= 24.00 " J d= 20.31 " a= 0.91 RO < ROmin Mn= 92333 # DESIGN FOR 4/3 Mu Jphi "Mn= 83100 #' 4/3 Mu= 69740 J J i Engineering Services sheet l REINFORCEMENT DESIGN: BOTTOM STEEL Mn(+)2 1 3 5 bar AND 2 5 bar 0.93 0.62 As= 1.55 s.i. ROmin= 0.0033 fy= 60000 psi ROnet= 0.0032 fc= 3000 psi b= 24.00 " d= 20.31 " a= 1.52 " RO < ROmin Mn= 151533 V DESIGN FOR 4/3 Mu phi *Mn= 136380 V 4/3 Mu= 117132 I REINFORCEMENT DESIGN: Shear I �*Vc= 45393 # NO SHEAR REINFORCEMENT REQUIRED Vs required= 0 # As= 0.22 s.l. Vs= 0 I spacing= 48.00 " I �*(Vc+Vs)= 45393 # OKAY 1 I J J J .1 J J J i Engineering Services sheet PROJECT Corn Steel, L.L.C. JOB #: 16-637 LOCATION Backstrom #3 DATE 2/15/17 3. Grade Beam 1 Model 1 Model 2 Mu(-)1= -29131 #' -29148 #' Mu(-)2= -29131 #' -29148 #' Mu(+)1= 33957 #' 60346 #' Mu(+)2= 60317 #' 60346 #' Vu= 16930 # 16931 # h= 24 " b= 24 " REINFORCEMENT DESIGN: TOP STEEL Mn(-)1 2 5 bar AND 0 5 bar 0.62 0.00 As= 0.62 s.i. ROmin= 0.0033 fy= 60000 psi ROnet= 0.0012 fc= 3000 psi b= 24.00 " d= 21.31 " a= 0.61 " RO < ROmin Mn= -65127 #' DESIGN FOR 413 Mu phi *Mn= -58614 #' 4/3 Mu= -38841 REINFORCEMENT DESIGN: TOP STEEL Mn(-)2 2 5 bar AND 0 5 bar 0.62 0.00 As= 0.62 s.i. ROmin= 0.0033 fy= 60000 psi ROnet= 0.0012 fc= 3000 psi b= 0.001, d= 21.31 " a= 0.61 " RO < ROmin Mn= -65127 #' DESIGN FOR 413 Mu phi *Mn= -58614 #' 4/3 Mu= -38841 REINFORCEMENT DESIGN: BOTTOM STEEL Mn(+)1 2 5 bar AND 0 5 bar 0.62 0.00 As= 0.62 s.i. ROmin= 0.0033 fy= 60000 psi ROnet= 0.0013 fc= 3000 psi b= 24.00 " d= 20.31 " a= 0.61 RO < ROmin Mn= 62027 #' DESIGN FOR 4/3 Mu phi *Mn= 55824 #' 4/3 Mu= 45276 i ::: Engineering Services sheet REINFORCEMENT DESIGN: BOTTOM STEEL Mn(+)2 " 1 2 5 bar AND 1 5 bar 0.62 0.31 As= 0.93 s.i. ROmin= 0.0033 fy= 60000 psi ROnet= 0.0019 l fc= 3000 psi b= 24.00 " d= 20.31 " rl a= 0.91 " RO < ROmin I Mn= 92333 #' DESIGN FOR 4/3 Mu phi *Mn= 83100 #' 4/3 Mu= 80423 1 REINFORCEMENT DESIGN: Shear �*Vc= 45393 # NO SHEAR REINFORCEMENT REQUIRED Vs required= 0 # As= 0.22 s.l. 1 Vs= 0 spacing= 48.00 " �*(Vc+Vs)= 45393 # OKAY 1 I _J J J J J _l J J Engineering Services sheet 1 PROJECT Corn Steel, L.L.C. JOB#: 16-637 LOCATION Backstrom #3 DATE 2/15/17 4. Grade Beam 1.8 Model 1 - l Mu(-)l= -7515 #' !I Mu(-)2= -7515 #' Mu(+)1= 8199 #' -� Mu(+)2= 8199 #' Vu= 2995 # .� h= 12 " b= 12 " Y REINFORCEMENT DESIGN: TOP STEEL Mn(-)1 I1 5 bar AND 0 5 bar 0.31 0.00 As= 0.31 s.i. ROmin= 0.0033 fy= 60000 psi ROnet= 0.0028 fc= 3000 psi b= 12.00 " d= 9.31 " a= 0.61 " RO< ROmin Mn= -13963 #' DESIGN FOR 4/3 Mu phi "Mn= -12567 #' 4/3 Mu= -10020 IREINFORCEMENT DESIGN: TOP STEEL Mn(-)2 1 5 bar AND 0 5 bar 0.31 0.00 1 As= 0.31 s.i. ROmin= 0.0033 fy= 60000 psi ROnet= 0.0028 fc= 3000 psi - I b= 0.001, J d= 9.31 " a= 0.61 " RO < ROmin Mn= -13963 #' DESIGN FOR 4/3 Mu phi *Mn= -12567 #' 4/3 Mu= -10020 J REINFORCEMENT DESIGN: BOTTOM STEEL Mn(+)1 1 5 bar AND 0 5 bar 0.31 0.00 As= 0.31 s.i. ROmin= 0.0033 J fy= 60000 psi ROnet= 0.0031 fc= 3000 psi b= 12.00 " `� d= 8.31 " a= 0.61 " RO < ROmin Mn= 12413 #' DESIGN FOR 4/3 Mu -� phi "Mn= 11172 #' 4/3 Mu= 10932 J J 1 --I Engineering Services sheet r� REINFORCEMENT DESIGN: BOTTOM STEEL Mn(+)2 l 1 5 bar AND 0 5 bar 0.31 0.00 As= 0.31 s.i. ROmin= 0.0033 fy= 60000 psi ROnet= 0.0031 -1 fc= 3000 psi I b= 12.00 " d= 8.31 " a= 0.61 " RO < ROmin Mn= 12413 V DESIGN FOR 4/3 Mu phi *Mn= 11172 #' 4/3 Mu= 10932 r� REINFORCEMENT DESIGN: Shear �*Vc= 9288 # -1 NO SHEAR REINFORCEMENT REQUIRED IVs required= 0 # As= 0.22 s.l. Vs= 0 spacing= 48.00 " �*(Vc+Vs)= 9288 # OKAY . 1 1 . l �l J J J J i I c r. � Engineering Services sheet PROJECT Corn Steel, L.L.C. JOB#: 16-637 LOCATION Backstrom #3 DATE 2115/17 5. Grade Beam 5 Model 1 Model 2 Mu(-)1= -29131 #' -29148 #' Mu(-)2= -29131 #' -29148 V Mu(+)l= 33957 #' 60346 V Mu(+)2= 60317 V 60346 #' Vu= 16930 # 16931 # h= 24 " b= 24 " 1 REINFORCEMENT DESIGN: TOP STEEL Mn(-)1 2 5 bar AND 0 5 bar 0.62 0.00 As= 0.62 s.i. ROmin= 0.0033 fy= 60000 psi ROnet= 0.0012 fc= 3000 psi b= 24.00 " d= 21.31 " a= 0.61 " RO < ROmin Mn= -65127 #' DESIGN FOR 4/3 Mu Iphi "Mn= -58614 #' 4/3 Mu= -38841 REINFORCEMENT DESIGN: TOP STEEL Mn(-)2 2 5 bar AND 0 5 bar 0.62 0.00 As= 0.62 s.i. ROmin= 0.0033 fy= 60000 psi ROnet= 0.0012 fc= 3000 psi b= 0.001, d= 21.31 " a= 0.61 " RO < ROmin `( Mn= -65127 V DESIGN FOR 4/3 Mu J phi "Mn= -58614 #' 4/3 Mu= -38841 REINFORCEMENT DESIGN: BOTTOM STEEL Mn(+)1 2 5 bar AND 0 5 bar 0.62 0.00 As= 0.62 s.i. ROmin= 0.0033 fy= 60000 psi ROnet= 0.0013 fc= 3000 psi b= 24.00 " j d= 20.31 " J a= 0.61 " RO < ROmin Mn= 62027 V DESIGN FOR 4/3 Mu phi "Mn= 55824 #' 4/3 Mu= 45276 I `I I a Engineering Services sheet REINFORCEMENT DESIGN: BOTTOM STEEL Mn(+)2 2 5 bar AND 1 5 bar 0.62 0.31 As= 0.93 s.i. ROmin= 0.0033 fy= 60000 psi ROnet= 0.0019 1 fc= 3000 psi I b= 24.00 " d= 20.31 " a= 0.91 " RO < ROmin Mn= 92333 V DESIGN FOR 4/3 Mu phi *Mn= 83100 #' 4/3 Mu= 80423 REINFORCEMENT DESIGN: Shear �*Vc= 45393 # NO SHEAR REINFORCEMENT REQUIRED Vs required= 0 # As= 0.22 s.l. -� Vs= 0 spacing= 48.00 " �*(Vc+Vs)= 45393 # OKAY J I I J J J J J J J J I .� I Engineering Services sheetC� PROJECT: Com Steel, L.L.C. JOB #: 16-637 LOCATION: Backstrom #3 DATE 02/15/17 t. Miscellaneous NOTE: + = DOWN 1. Thrust Ties + = OUT GRID LOCATION REACTION Vertical Horizontal Horizontal A & D 2-4 perp. parallel DL= 3200 1300 CL= 2400 1100 SL= 19600 9300 LL= 0 0.6*W= -6480 0 3900 0.7*E= 1100 1900 1 DL= 3200 1300 0 II 2 DL+LL= 5600 2400 0 3 DL+SL= 22800 10600 0 l 4 DL+.75*LL+.75"SL= 19700 9100 0 ` 5b DL+0.6*W(trans)= -3280 1300 3900 6b DL+.7*E(trans)= 4300 3200 0 7b DL+0.75*(0.6*W(trans))+.75*LL+.75*SL= 14840 9100 2925 6b DL+.75*(.7*E)+.75*LL+.75*SL= 20625 10525 0 7 .6*D+0.6*W= -4560 780 3900 8 .6*DL+0.7*E= 3020 2680 0 J22800 10600 # I Net gravity thrust, T= 3760 # ( Net seismic thrust, Ts= 4368 #>ASD capacity of slab anchor I As= 0.16 J req'd J (A)slab= 167 < 30' *21.75' = 652 E Okay req'd 1.6*T= 6016 < Nn: 8530 # 1.6*Ts= 6988 > Nn, 3412 # J (A)s= 0.16 < 2 *0.44 = 0.88 OKAY I am going to accept the capacity of the slab anchor because it is NOT an anchor bolt and not subject to J ACI 318, Appaendix D. Additional capacity from passive pressure will also prevent brittle failure. * Increase for brittle failure required ONLY for seismic loading �J I' �; I 1 I Engineering Services sheet '. PROJECT: Com Steel, L.L.C. JOB #: 16-637 LOCATION: Backstrom #3 DATE: 2/15/17 NOTE: + = DOWN Anchor Bolt Design TRANS: + = OUT r) Group 1 Horizontal Horizontal @ MAIN FRAMES Vertical transverse longitudinal DL= 4000 1400 CL= 2500 1200 SL= 20600 9700 LL= 500 0 -� W(long)= -17500 -1900 2500 W(trans)= -11400 10000 2900 E(long)= -9429 0 0 E(trans)= 1571 2857 0 1 1.4*DL 5600 1960 0 21.2*DL+1.6*LL+.5*SL 19900 8450 0 31.2*DL+1.0*LL+1.6*SL 40760 18400 0 4a 1.2*DL+W(long)+1.0*LL+0.5*SL 600 6830 2500 4b 1.2*DL+W(trans)+1.0*LL+0.5*SL 6700 17730 2900 5a 1 2*DL+E(long)+1 0*LL+.2*SL 2491 4820 0 5b 1.2*DL+E(trans)+1.0*LL+.2*SL 13491 7677 0 -� sa .9*D+W(long) -13900 -640 2500 sb .9*D+W(trans) -7800 11260 2900 7a .9*DL+E(long) -5829 1260 0 7b .9*DL+E(trans) 5171 4117 0 Group 2 Horizontal Horizontal @ COMPRESSION STRUTS Vertical transverse longitudinal I DL= 0 2800 CL= 0 1800 SL= 0 15400 I LL= 0 1700 J W(long)= -2500 0 2500 W(trans)= 0 0 E(long)= -16286 0 16286 E(trans)= 0 0 0 J 11.4*DL 0 3920 0 21.2*DL+1.6*LL+.5*SL 0 16660 0 31.2*DL+1.0*LL+1.6*SL 0 31500 0 `I 4a 1.2*DL+W(long)+1.0*LL+0.5*SL -2500 14560 2500 J 4b 1.2*DL+W(trans)+1.0*LL+0.5*SL 0 14560 0 5a 1.2*DL+E(long)+1.0*LL+.2*SL -16286 9940 16286 5b 1.2*DL+E(trans)+1.0*LL+.2*SL 0 9940 0 sa .9*D+W(long) -2500 2520 2500 sb .9*D+W(trans) 0 2520 0 J 7a .9*DL+E(long) -16286 2520 16286 7b .9*DL+E(trans) 0 2520 0 �J I �� I I I Engineering Services sheet Group 3 Horizontal Horizontal @ PORTAL FRAME Vertical transverse longitudinal DL= 600 CL= 0 SL= 0 LL= 0 W(long)= -6300 3100 W(trans)= 0 E(long)= -10571 4429 E(trans)= 0 1 1 1.4*DL 840 0 0 21.2*DL+1.6*LL+.5*SL 720 0 0 -� 31.2*DL+1.0*LL+1.6*SL 720 0 0 4a 1.2*DL+W(long)+1.0*LL+0.5*SL -5580 3100 4b 1.2*DL+W(trans)+1.0*LL+0.5*SL 720 0 0 5a 1.2*DL+E(long)+1.0*LL+.2*SL -9851 4429 5b 1.2*DL+E(trans)+1.0*LL+.2*SL 720 0 0 6a .9*D+W(long) -5760 3100 6b .9*D+W(trans) 540 0 0 7a .9*DL+E(long) -10031 4429 7b .9*DL+E(trans) 540 0 0 Jr; Group 4 @ X-BRACE, 5C, 5D Horizontal Horizontal Vertical transverse longitudinal DL= 600 CL= 300 SL= 2200 LL= 0 W(long)= -15100 W(trans)= -5700 -2200 J E(long)= -9000 0 E(trans)= -1571 1000 i 1.4*DL 840 0 0 21.2*DL+1.6*LL+.5*SL 2300 0 0 31.2*DL+1.0*LL+1.6*SL 4540 0 0 4a 1.2*DL+W(long)+1.0*LL+0.5*SL -12980 0 0 4b 1.2*DL+W(trans)+1.0*LL+0.5*SL -3580 -2200 0 5a 1.2*DL+E(long)+1.0*LL+.2*SL -7540 0 0 J 5b 1.2*DL+E(trans)+1.0*LL+.2*SL -111 1000 0 6a .9*D+W(long) -14560 0 0 6b .9*D+W(trans) -5160 -2200 0 1 7a .9*DL+E(long) -8460 0 0 J 7b .9*DL+E(trans) -1031 1000 0 J J J I Engineering Services sheet '%' Group 5 @ X-BRACE GRID 4D, 51) Horizontal Horizontal Vertical transverse longitudinal DL= 3200 1300 CL= 2400 1100 SL= 19600 9300 LL= 0 W(long)= -20300 1900 6000 W(trans)= -16000 0 E(long)= -9000 9286 E(trans)= -1571 2714 11.4*DL 4480 1820 0 21.2*DL+1.6*LL+.5*SL 17480 7970 0 31.2*DL+1.0*LL+1.6*SL 37600 17540 0 4a 1.2*DL+W(long)+1.0*LL+0.5*SL -4260 9210 6000 4b 1.2*DL+W(trans)+1.0*LL+0.5*SL 40 7310 0 6a 1.2*DL+E(long)+1.0*LL+.2*SL 1160 4520 9286 5b 1.2*DL+E(trans)+1.0*LL+.2*SL 8589 7234 0 6a .9*D+W(long) -17420 3070 6000 6b .9*D+W(trans) -13120 1170 0 7a .9*DL+E(long) -6120 1170 9286 7b .9*DL+E(trans) 1309 3884 0 Group 1 Capacity: @MAIN FRAMES n d fc grade embed ca Ductile 4 0.75 3500 ASTM F1554, GR36 12 11.25 For Wind: J BOLT �*Nn= 234401# Nua= 13900 OKAY 0.59 no �*Vn X= 22670 # V. 2500 OKAY 0.11 yeS �*Vn Y= 22670 # Vua= -640 OKAY -0.03 yeS Interaction= 0.70 For Seismic: �*Nn= 9376 # Nua= 0 OKAY 0.00 i �*V'X= 22670 # Vua= 0 OKAY 0.00 J �*Vn Y= 22670 # Vua= 7677 OKAY 0.34 Interaction= 0.34 Group 2 Capacity @ MAIN FRAMES, compression strut n d fc grade embed ca Ductile J 6 1.00 3500 ASTM F1554, GR36 21 11 For Wind: HEADED BOLT W/FLAT WASHER �*Nn=1 415801# Nua= 16286 OKAY 0.39 no I �*Vn X= 69870 # Vua= 2520 OKAY 0.04 n0 J Vn Y= 349401# Vua= 0 OKAY 0.00 n0 J Interaction= 0.43 For Seismic: �*Nn= 16632 # Nua= 16286 OKAY 0.98 �*Vn X= 27948 # Vua= 16286 OKAY 0.58 VV.Y= 13976 # Vua= 9940 OKAY 0.71 � I i �� , i i Engineering Services sheet ` Interaction= 1.69 r Group 3 Capacity: @ PORTAL FRAME n d fc grade embed ca Ductile 4 0.75 3500 A307 GR A 21 10.75 For Wind: HEADED BOLT W/ FLAT WASHER �*Nn=1 234401# Nua= 10031 OKAY 0.43 no j �*Vn X= 22670 # Vua= 4429 OKAY 0.20 yes �*Vn Y= 226701# Vua= 0 OKAY 0.00 yes Interaction= 0.62 1 For Seismic: I �*Nn= 9376 # Nua= 10031 NO GOOD 1.07 �*Vn X= 22670 # Vua= 4429 OKAY 0.20 �*Vn Y= 22670 # Vua= 0 OKAY 0.00 Interaction= 1.07 l D Group 4 Capacity: @ X-BRACE, 5C, 5D n d fc grade embed ca Ductile 4 0.625 3500 A307 GR A 12 7.75 For Wind: HEADED BOLT W/FLAT WASHER I *Nn= 305101# Nua= 14560 OKAY 0.48 yeS �*Vn X= 15870 # Vua= 0 OKAY 0.00 yeS I �*Vn Y= 15870 # Vua= 1000 OKAY 0.06 yeS Interaction= 0.54 For Seismic- I �*Nn= 30510 # Nua= 8460 OKAY 0.28 �*Vn X= 15870 # Vua= 0 OKAY 0.00 �*Vn y= 15870 # Vua= 1000 OKAY 0.06 Interaction= 0.34 r Group 5 Capacity' @ COLUMNS @ X-BRACE n d f'c grade embed ca Ductile 4 1.000 3500 ASTM F1554, GR36 12 12.25 For Wind J BOLT �*Nn=1 23440 # Nua= 17420 OKAY 0.74 no �*Vn X= 226701# Vua= 9286 OKAY 0.41 yeS �*Vn Y= 226701# Vua= 17540 OKAY 0.77 yes Interaction= 1.52 For Seismic: �*Nn= 9376 # Nua= 6120 OKAY 0.65 �*Vn X= 22670 # Vua= 9286 OKAY 0.41 �*Vn y= 22670 # Vua= 7234 OKAY 0.32 `I J Note: There are several design requirements used here: Interaction= 0.97 1. �*NN > NUA, 0*VN)perp>(VUA)perp,WVN)par>(VUA)par 2. �*NN/2.5> NUA, WVN/2•5)perp>(VUA)perp,WVN/2.5)par>(VUA)parfor brittle failure modes under seismic loE 3. 02 *NN > NUA, (f4*VN)perp>(VUA)perp,(i-WVN)par>(VUA)parfor steel cross braces under ALL loading. The requirements in (2) & (3) are not cummulative! J 1 �� t �, l A y I 1. STEEL STRENGTH OF ANCHOR IN TENSION, �N,,: i �N„= 10.90 Kips Because load eccentricities are zero, total strength of the group= n�N_=43.59 Kips I 2. CONCRETE BREAKOUT STRENGTH IN TENSION, �Nt,,: �Nw,=26.00 Kips Note: This strength relates to the whole anchor group and needs to be checked against the total tension demand on the whole group 3. PULLOUT STRENGTH OF ANCHOR IN TENSION, �Nw,: �Np,= 5.86 Kips Because load eccentricities are zero, total strength of the group= n�N.=23.44 Kips 4. STRENGTH IN CONCRETE SIDE FACE BLOWOUT FOR HEADED ANCHOR IN TENSION, �N,,,: Concrete side-face blowout does not apply for J or L hooks I5. STEEL STRENGTH OF ANCHOR IN SHEAR, #.=5.67 Kips (in X-as well as in Y-direction) Because eccentricity of shear in X-direction is zero, total strength of the group in X-direction = n# = 22.67 Kips 1 Because eccentricity of shear in Y-direction is zero, total strength of the group in Y-direction = n#.= 22.67 Kips J6. CONCRETE BREAKOUT STRENGTH IN SHEAR, # ,: Because c. > 1.5c,,, concrete breakout strength in X-direction is taken as twice the concrete breakout strength in Y- I direction with edge factor= 1.0 (ACI 318-05 Section D.6.2.1c) Shear in Y-Direction ----------------------------- Mode 1:1: Concrete failure starts at anchor row#1 from the governing edge Design strength in Y-direction in Mode 1 = 36.14 Kips Mode 2: Concrete failure starts at anchor row#2 from the governing edge Design strength in Y-direction in Mode 2 = 27.72 Kips ` 1 Design strength of the present bolt formation in Y-direction is the minimum of the shear strengths calculated from all Jmodes = 27 72 Kips i i 1 Shear in X-Direction Because the minimum edge distance in X-direction is more than 1.5 times the minimum edge distance in Y-direction, design strength in X-direction is assumed as twice that in Y-direction (with edge factor= 1.0) = 2x27.72 = 55.45 Kips 7. CONCRETE PRYOUT STRENGTH OF ANCHOR IN SHEAR, OV,,: l OV,�=48.54 Kips (in X- as well as in Y-direction) I Note: This strength relates to the whole anchor group and needs to be checked against the total shear demand on the whole group SUMMARY OF STRENGTH CALCULATIONS OF THE GROUP: 1 Tension: 23.44 kips...... Brittle failure -see note below. Shear in X-direction: 22.67 kips...... Ductile failure-suitable for SDC C or above. Shear in Y-direction: 22.67 kips...... Ductile failure-suitable for SDC C or above. Note: 1 Strength governed by brittle failure is not permitted in structures in SDC C or higher unless any of the following is satisfied: 1. ACI 318-05 Section D.3.3.5 1 2. 2006 IBC (incl. 2007 Supplement) Section 1908.1.16 modification to ACI 318-05 Section D.3.3.4 3. 2006 IBC (incl. 2007 Supplement) Section 1908.1.16 modification to ACI 318-05 Section D.3.3.5 4. ACI 318-08 Section D.3.3.5 or D.3.3.6 l 1 . l _ 1 .. � � I _l 1. STEEL STRENGTH OF ANCHOR IN TENSION, ON-: I �N =21.82 Kips I Because load eccentricities are zero, total strength of the group = n�N.= 130.90 Kips 1 2. CONCRETE BREAKOUT STRENGTH IN TENSION, ON,: ON,,=41.58 Kips Note: This strength relates to the whole anchor group and needs to be checked against the total tension demand on the whole group 1 3. PULLOUT STRENGTH OF ANCHOR IN TENSION, ON,,,: ONE,= 88 64 Kips Because load eccentricities are zero, total strength of the group = noN = 531 85 Kips 4. STRENGTH IN CONCRETE SIDE FACE BLOWOUT FOR HEADED ANCHOR IN TENSION, ONE: Concrete side-face blowout does not apply for C., >= 0.4he, 1 5. STEEL STRENGTH OF ANCHOR IN SHEAR, OV.: OV�= 12.27 Kips (in X-as well as in Y-direction) Because eccentricity of shear in X-direction is zero, total strength of the group in X-direction = nOV.= 73.63 Kips Because eccentricity of shear in Y-direction is zero, total strength of the group in Y-direction = nOV.= 73.63 Kips 6. CONCRETE BREAKOUT STRENGTH IN SHEAR, OV,,,: Because c„ > 1.5c,,, concrete breakout strength in X-direction is taken as twice the concrete breakout strength in Y- `� direction with edge factor= 1.0 (ACI 318-05 Section D.6.2.1c) Shear in Y-Direction ------------------------------ Mode 1: Concrete failure starts at anchor row#1 from the governing edge ., Design strength in Y-direction in Mode 1 =44.88 Kips Mode 2: Concrete failure starts at anchor row#2 from the governing edge JDesign strength in Y-direction in Mode 2 = 34.94 Kips ` Design strength of the present bolt formation in Y-direction is the minimum of the shear strengths calculated from all modes = 34.94 Kips i y �i �� 1 �3 Shear in X-Direction Because the minimum edge distance in X-direction is more than 1.5 times the minimum edge distance in Y-direction, design strength in X-direction is assumed as twice that in Y-direction (with edge factor= 1.0) = 2x34.94 = 69.87 Kips I 7. CONCRETE PRYOUT STRENGTH OF ANCHOR IN SHEAR, �V,.: �V,�= 73.39 Kips (in X-as well as in Y-direction) Note: This strength relates to the whole anchor group and needs to be checked against the total shear demand on the whole group SUMMARY OF STRENGTH CALCULATIONS OF THE GROUP: Tension: 41.58 kips...... Brittle failure-see note below. Shear in X-direction: 69.87 kips...... Brittle failure-see note below. Shear in Y-direction: 34.94 kips...... Brittle failure- see note below. Note: 1 Strength governed by brittle failure is not permitted in structures in SDC C or higher unless any of the following is satisfied: 1. ACI 318-05 Section D.3.3.5 2. 2006 IBC (incl. 2007 Supplement) Section 1908.1.16 modification to ACI 318-05 Section D.3.3.4 3 2006 IBC (incl. 2007 Supplement) Section 1908.1.16 modification to ACI 318-05 Section D.3.3.5 4. ACI 318-08 Section D.3.3.5 or D.3.3.6 ,i 1 I 9 J I 1. STEEL STRENGTH OF ANCHOR IN TENSION, �N,,: �N�= 11.27 Kips Because load eccentricities are zero, total strength of the group= n�N,=45.09 Kips 2. CONCRETE BREAKOUT STRENGTH IN TENSION, �N„9: �Nce,= 34.11 Kips Note: This strength relates to the whole anchor group and needs to be checked against the total tension demand on the whole group 1 3. PULLOUT STRENGTH OF ANCHOR IN TENSION, ON,,: �N,,,= 53.92 Kips Because load eccentricities are zero, total strength of the group = n�N_=215.68 Kips ! 4. STRENGTH IN CONCRETE SIDE FACE BLOWOUT FOR HEADED ANCHOR IN TENSION, �N.,: Concrete side-face blowout does not apply for C., >=0.4h„ 5. STEEL STRENGTH OF ANCHOR IN SHEAR, V,,: ` �V„= 5.86 Kips (in X-as well as in Y-direction) J Because eccentricity of shear in X-direction is zero, total strength of the group in X-direction = n�V. = 23.45 Kips 1 Because eccentricity of shear in Y-direction is zero, total strength of the group in Y-direction = n�V.= 23.45 Kips 6. CONCRETE BREAKOUT STRENGTH IN SHEAR, OV,,: Because c-> 1.5c,,, concrete breakout strength in X-direction is taken as twice the concrete breakout strength in Y- �J direction with edge factor= 1.0 (ACI 318-05 Section D.6.2.1c) Shear in Y-Direction Mode 1: Concrete failure starts at anchor row#1 from the governing edge Design strength in Y-direction in Mode 1 = 36.14 Kips Mode 2: Concrete failure starts at anchor row#2 from the governing edge Design strength in Y-direction in Mode 2 = 27.72 Kips J Design strength of the present bolt formation in Y-direction is the minimum of the shear strengths calculated from all modes= 27 72 Kips i :r Shear in X-Direction Because the minimum edge distance in X-direction is more than 1 5 times the minimum edge distance in Y-direction, design strength in X-direction is assumed as twice that in Y-direction (with edge factor= 1.0) = 2x27.72 = 55.45 Kips 7. CONCRETE PRYOUT STRENGTH OF ANCHOR IN SHEAR, �V,,,: �V„,= 63.67 Kips(in X-as well as in Y-direction) Note: This strength relates to the whole anchor group and needs to be checked against the total shear demand on the whole group SUMMARY OF STRENGTH CALCULATIONS OF THE GROUP: Tension: 34.11 kips. .... Brittle failure -see note below. Shear in X-direction: 23.45 kips...... Ductile failure-suitable for SDC C or above Shear in Y-direction: 23.45 kips...... Ductile failure-suitable for SDC C or above. Note: Strength governed by brittle failure is not permitted in structures in SDC C or higher unless any of the following is satisfied: 1. ACI 318-05 Section D.3.3.5 2. 2006 IBC (incl. 2007 Supplement) Section 1908 1 16 modification to ACI 318-05 Section D.3.3.4 3. 2006 IBC (incl. 2007 Supplement) Section 1908.1 16 modification to ACI 318-05 Section D.3.3.5 4. ACI 318-08 Section D 3.3.5 or D.3.3.6 i I � 1 _ � I � � 1. STEEL STRENGTH OF ANCHOR IN TENSION, ON,.: �N,= 7.63 Kips Because load eccentricities are zero, total strength of the group= nON.= 30.51 Kips 2. CONCRETE BREAKOUT STRENGTH IN TENSION, ON,: 1 �N,„= 30 91 Kips Note: This strength relates to the whole anchor group and needs to be checked against the total tension demand on the whole group 3. PULLOUT STRENGTH OF ANCHOR IN TENSION, ON,,,: I ON,=41.78 Kips I Because load eccentricities are zero, total strength of the group= nON = 167.11 Kips I 4. STRENGTH IN CONCRETE SIDE FACE BLOWOUT FOR HEADED ANCHOR IN TENSION, ON,,,: Concrete side-face blowout does not apply for C„ — 0.4h„ 5. STEEL STRENGTH OF ANCHOR IN SHEAR, OV.: �V,.= 3.97 Kips (in X-as well as in Y-direction) Because eccentricity of shear in X-direction is zero, total strength of the group in X-direction = nOV„= 15.87 Kips lBecause eccentricity of shear in Y-direction is zero, total strength of the group in Y-direction = nOV„= 15.87 Kips J6. CONCRETE BREAKOUT STRENGTH IN SHEAR, OV,,,: Because c,, > 1.5c_ concrete breakout strength in Y-direction is taken as twice the concrete breakout strength in X- direction with edge factor= 1.0 (ACI 318-05 Section D.6.2.1c) Shear in X-Direction ------------------------------- JMode 1: Concrete failure starts at the bolt column#1 from the governing edge J Design strength in X-direction in Mode 1 =25 19 Kips Mode 2: Concrete failure starts at the bolt column#2 from the governing edge Design strength in X-direction in Mode 2 = 16 41 Kips -J Design strength of the present bolt formation in X-direction is the minimum of the shear strengths calculated from all modes = 16.41 Kips Shear in Y-Direction it �l i �� i �� Because the minimum edge distance in the Y-direction is more than 1.5 times the minimum edge distance in the X- direction, shear strength in the Y-direction is assumed as twice that in the X-direction (with edge factor= 1.0) _ 2x19.67= 39.34 Kips 1 7. CONCRETE PRYOUT STRENGTH OF ANCHOR IN SHEAR, �V,,: �V,.= 57.70 Kips (in X-as well as in Y-direction) r� Note: This strength relates to the whole anchor group and needs to be checked against the total shear demand on the whole group JSUMMARY OF STRENGTH CALCULATIONS OF THE GROUP: Tension: 30.51 kips...... Ductile failure-suitable for SDC C or above. Shear in X-direction: 15.87 kips...... Ductile failure-suitable for SDC C or above. Shear in Y-direction: 15.87 kips...... Ductile failure-suitable for SDC C or above. I I I _l J J J J J J J I 1 f I ' " `r 1. STEEL STRENGTH OF ANCHOR IN TENSION, �Nv: �N�= 10.90 Kips Because load eccentricities are zero, total strength of the group= n�N =43.59 Kips 2. CONCRETE BREAKOUT STRENGTH IN TENSION, �N,,,: �N�,g=25.75 Kips Note: This strength relates to the whole anchor group and needs to be checked against the total tension demand on the whole group 1 3. PULLOUT STRENGTH OF ANCHOR IN TENSION, �N,„: �Np,= 5 86 Kips 1 Because load eccentricities are zero, total strength of the group= n�N„=23.44 Kips l 4. STRENGTH IN CONCRETE SIDE FACE BLOWOUT FOR HEADED ANCHOR IN TENSION, �N„.: Concrete side-face blowout does not apply for J or L hooks i 5. STEEL STRENGTH OF ANCHOR IN SHEAR, OV,,: #V = 5.67 Kips (in X-as well as in Y-direction) Because eccentricity of shear in X-direction is zero, total strength of the group in X-direction = noV.= 22.67 Kips jBecause eccentricity of shear in Y-direction is zero, total strength of the group in Y-direction = noV„= 22.67 Kips J6. CONCRETE BREAKOUT STRENGTH IN SHEAR, OV,,,: Because c., > 1.5c,,, concrete breakout strength in X-direction is taken as twice the concrete breakout strength in Y- direction with edge factor= 1.0 (ACI 318-05 Section D.6.2.1 c) J Shear in Y-Direction ------------------------------- Mode 1: Concrete failure starts at anchor row#1 from the governing edge J Design strength in Y-direction in Mode 1 = 38.40 Kips Mode 2: Concrete failure starts at anchor row#2 from the governing edge J Design strength in Y-direction in Mode 2 = 29 02 Kips Design strength of the present bolt formation in Y-direction is the minimum of the shear strengths calculated from all modes = 29.02 Kips i+ 1 1 l � � Shear in X-Direction ------------------------------- Because the minimum edge distance in X-direction is more than 1 5 times the minimum edge distance in Y-direction, design strength in X-direction is assumed as twice that in Y-direction (with edge factor= 1.0) = 2x29.02 = 58.05 Kips 7. CONCRETE PRYOUT STRENGTH OF ANCHOR IN SHEAR, �V,,,: �V,„=48 06 Kips (in X-as well as in Y-direction) Note: This strength relates to the whole anchor group and needs to be checked against the total shear demand on the whole group SUMMARY OF STRENGTH CALCULATIONS OF THE GROUP: Tension: 23.44 kips...... Brittle failure-see note below. Shear in X-direction: 22.67 kips... Ductile failure-suitable for SDC C or above Shear in Y-direction: 22.67 kips...... Ductile failure-suitable for SDC C or above. Note: Strength governed by brittle failure is not permitted in structures in SDC C or higher unless any of the following is satisfied: 1. ACI 318-05 Section D.3.3.5 2. 2006 IBC (incl. 2007 Supplement) Section 1908.1.16 modification to ACI 318-05 Section D.3.3.4 3. 2006 IBC (incl. 2007 Supplement) Section 1908 1 16 modification to ACI 318-05 Section D 3.3.5 4. ACI 318-08 Section D.3 3.5 or D.3.3.6 GENERAL NOTES: DESIGN STANDARDS: INTERNATIONAL BUILDING CODE, 2015 Edition SEI/ASCE 7-10 2005 NATIONAL DESIGN SPECIFICATION AISC "Manual of Steel Construction" 9`h Edition FEMA-350 1 SNOW DESIGN JI Pg= 25 psf WIND DESIGN Basic Wind Speed= 110 m.p.h Exposure= "C" Iw= 1 0 SEISMIC DESIGN le= 1.0 Seismic use group= 1 Ss= 1.066 'g S1= 0.415 "g Site Class= D Seismic design category (Sds) = D Seismic design category (Sd1) = D I MINIMUM SOIL BEARING CAPACITY 2000 psf class IV soil CONCRETE 3500 psi @ 28 days REINFORCING STEEL Grade 60:#5 and larger = � 501E AND FOUNDATION DATA Grade 40#4 and smaller 1. Footing shall be extended to a soil with a minimum bearing capacity of 2000 psf. Fill placed below grade beams and piers shall be in accordance with recommendations made by a geo-technical engineer. 2 Where footings are placed on compacted material, fill shall be well graded granular material with not more than five percent passing a number two hundred sieve. Fill shall be placed in eight inch maximum loose lifts and shall be f compacted to ninety-five percent of the maximum density at optimum moisture content. (Modified Proctor Test) 3 Fill placed shall be in accordance with geo-technical engineers report for this site. CONCRETE AND REINFORCING STEEL 1. Concrete shall be 3,500 psi ultimate strength at 28 days for grade beams Concrete shall not have less than 5 sacks cement per cubic yard and not more than 4 inches of slump Maximum size of aggregate shall not exceed 1 1/2 inches. Other concrete may be 2,500 psi. 2. Reinforcing steel shall be ASTM A615, Grade 60. Reinforcement shall be fabricated and placed in accordance with the latest edition "ACI Manual of Standard Practice" Right angle bars"L" bars shall be lapped with straight bars at footings and wall intersections. Lap splices shall not be placed at transverse construction joints.#5 and #6 rebar around perimeter shall be connected at corners with 15"x 15""L" bars (inside and outside bars). 3. Minimum clear cover for reinforcing steel shall be: Bottom of Footing 3" Top of Footing 2" Vertical face exposed to earth 1.5" 4. Minimum steel reinforcement of concrete walls shall be according to the following schedule unless specified p otherwise. Steel shall be placed in 2 equal mats for walls more than 10"thick. J t, wall 6" 8" 10" 12" grade horizontal vertical horizontal vertical horizontal vertical horizontal vertical 40 #4 @ 13" #4 @ 18" #4 @ 10" #4 @ 16" #4 @ 8" #4 @ 13" #4 @ 6" #4 @ 11" 60 #4 @ 16" #4 @ 18" #4 @ 12" #4 @ 18" #4 @ 10" #4 @ 16" #4 @ 8" #4 @ 13" 5 Reinforcement shall be spliced with the following lap splices. Reinforcement shall not be welded Gr0ar #3 #4 #5 #6 #7 #8 #9 #10 40 15" 19" 60 36" 43" 63" 72" 80" 89" 6. All anchor bolts shall meet or exceed ASTM A307 and shall be of such length shown on the plan. Diameter and location shall be as specified by the steel building manufacturer. 7 Floor slab shall be 6"thick unless noted otherwise. Reinforcement and contraction joint spacing shall be submitted to engineer by contractor for approval. Unless noted otherwise, contraction joints shall be sawn at 20' o.c. STRUCTURALSTEEL: 1 Material shall meet the following specifications: Beams, Channels, Angles and Plate ASTM A36, Fy= 36,000 psi Square and Rectangular Tubing ASTM A500 Grade"B" 2 Welding shall be by WABO certified welders in accordance with the"Welding Handbook" by the American Welding Society 3. All Welds not specified shall be 3/16" minimum continuous fillet welds using AWS E70XX electrodes. 4. All steel not embedded in concrete or masonry shall receive one shop coat of approved primer paint. 5. Fabricator shall provide one complete set of shop drawings to the Engineer for approval prior to fabrication. LIGHT GAUGE STEEL 1. All structural framing shall meet the standards outlined in " Specification For The design of Cold-Formed Structural Members" published by the American Iron and Steel Instuitute(AISI). 2. All structural members shall be supplied according to the design drawings. Substitution of comparable members by other manufacturers may be dine with approval of project Engineer. 3 Cold formed structural framing shall be manufactured from standard quality steel having a minimum yoield strength of 33 KSI for all design thicknesses, or optional 50 KSI for 16 gage and heavier members and have a minimum protective coating equal to G-60 galvanized finish. 4. Structural framing members shall be properly spaced, plumbed, leveled squared, fit properly against abutting members and held securely in place until permanently fastened Wire tying of structure is not permitted. 5 Fabrication, handling and erection of framing members and assemblies shall be done in a manner to prevent any damage or distortion of the framing. 6 Where wall sheathing is not attached doirectly to either side of stud wall, bracing of axially loaded wall framing shall be accomplished by either cold rolled channel, run horizontally through punch outs and attached at each stud, or by two 2" (min) straps oriented installed horizontally both sides of studs and attached at each stud. Vertical spacing of of bracing shall be limited to 4' o.c. 7. Structural C members are not permitted to have splices or cutouts in the flanges. 8 Structural joists shall have a minimum 1.5" bearing support and a minimum of 10" unpunched web from any bearing support. 9. Joist web stiffeners shall be located and installed as specified on the construction documents or approved shop drawings.. 10. Where floor sheathing and/or ceiling is not attached directly to the joist, blocking (or bridging) shall be installed between joists acording to the manufactures recommendations: One row of midspan blocking (or bridging) shall be installed at midspan for joist spans 14' or less. Blocking (or bridging) shall be installed at 6' o.c. for all other joists. Blocking shall be provided where joist ends are not restrained against rotation. INSPECTIONS: Structural inspections shall be at the Engineers prerogative and shall not be a substitute for any inspections required by the Building Official. Special inspections shall be by the Engineer or by an Engineer approved Special Inspector. Special inspections: (As Required By Engineer) -� A. High strength bolting as required by steel building manufacturer. B G. D Please notify project Engineer 48 hours (2 working days) prior to the desired inspection. Do not order concrete delivery prior to satisfactory inspection. Failure to arrange inspections shall relieve Engineer of all responsibility for the project. Contact Ken Gaston P.E., Engineering Services Co., Bellingham (360)756-0121. 1 1 J J J J J J J J EXPOSED FASTENING S TEMz When your design calls for a commercial or industrial exposed fastener panel, the 7.2 Panel is an ideal choice. This panel offers versatility and functionality for roofs and walls.The symmetrical rib 7.2 Panel offers excellent spanning and cantilever capabilities, making it an excellent choice for carports and walkway canopies.When used on walls,the 7.2 Panel is typically ordered as"reverse rolled"and can be installed either vertically or horizontally. Features and Benefits: • UL 580 rating is available,as well as UL 790,Class A for external fire, roof assembly for UL 263 for internal fire and the UL 2218 Class 4 impact rating. • 7.2 Panel carries Florida approval. ANIP Product Specifications • Applications: Roof and Wall • Gauges: 24(standard);29,26,22(optional) • Coverage Widths: 36" Finishes: Smooth(standard); ss^ • Rib Spacing: 7.2"on center Embossed(optional) T.zoa° z.ias • Coatings: Galvalume Plus°,Signature°200, Rib Height: 1�/z° 6� Signature°300,Signature°300 Metallic • Minimum Slope: '/z:12 • Panel Attachment: Exposed Fastening System www.mbci.com Metal Roof and Wall Systems HOUSTON,TX 1877.713.6224 ATWATER,CAI 800.829.9324 LUBBOCK,TX 1800.758.6224 OMAHA,NE 800.458.6224 ROME,NY 1800.559.6224 ADEL,GA 1888.446.6224 DALLAS,TX 1800.653.6224 MEMPHIS,TN 1800.206.6224 PHOENIX,AZ 1 888.533.6224 SALT LAKE CITY,UT 1800.874.2404 ATLANTA,GA 1 877.512.6224 INDIANAPOLIS,IN 1800.735.6224 OKLAHOMA CITY,OK 1800.597.6224 RICHMOND,VA 1800.729.6224 SAN ANTON10,TX 1800.598.6224 08-14 "iL--liED -FASTEN EM CATEGORY CHARACTERISTIC TEST METHOD PURPOSE RESULT Determines the air leakage rates of Air leakage ASTM E283 exterior windows,curtain walls,and doors 0.0000 cfm/ftz at 6.24 psf static pressure under specified air pressure differences 0.239 CfM/ft2 at 15.00 psf static pressure across the specimen Determines the resistance of exterior ENVIRONMENTAL windows,curtain walls,skylights,and doors No uncontrolled water penetration Water Penetration ASTM E331 through the panel joints at a static to water penetration when water is applied under uniform static air pressure difference Pressure of 13.24 psf Impact Resistance UL 2218 Determines Impact Resistance of Class 4 Rating prepared Roof Covering Materials Room Fire Performance UL 790 Standard for Standard Test Methods for See Class A Fire Rating Data Sheet Fire Tests of Roof Coverings FIRE RESISTANCE For use in Design Nos.P225,P227,P230, Room Fire Performance UL 263 Standard for Fire Tests of Building P237,P265,P268,P508,P510,P512, Construction and Materials P701,P711,P720,P722,P726,P731, P734,P801,P815,P819. Provides a standard procedure to evaluate See Section Properties and Allowable Uplift Resistance AISI S100 or confirm structural performance under Load Table Section STRUCTURAL uniform static air pressure difference North American Specification for the See Section Properties and Allowable Gravity Loads AISI S100 Design of Cold-Formed Steel Structural Load Table Section Members Roof Performance Determines the uplift resistance of roof Class 90 Rating-Construction -Underwriters UL 580 assemblies consisting ofthe roof and roof Number 244 Laboratories coverings materials ROOF LISTINGS Florida product approval is the approval of Roof Performance-Flori- UL 580 products and systems,which comprise the da Approval FM 4471 building envelope and structural frame,for See FL#15159 UL 790 compliance with the structural require- ments ofthe Florida Building Code. Meta!Roof and Wall Systems Descriptions and specifications contained herein were in effect at the time this publication was approved for printing.In a continuing effort to refine and improve products, MBCI reserves the right to discontinue products at anytime or change specifications and/or designs without incurring obligation.To ensure you have the latest information available,please inquire or visit our website at www.mbci.com.Application details are for illustration purposes only and may not be appropriate for all environmental conditions,building designs or panel profiles.Projects should be designed to conform to applicable building codes,regulations and accepted industry practices.If there is a conflict between this manual and project erection drawings,the erection drawings will take precedence. 08-14 1 s � � I �� email 1• The AVP panel is used for wall application and features pencil ribs, providing improved aesthetics to the building design. Features and Benefits: �/� • The AVP panel allows for more insulation to be added behind the panel, providing greater insulating values that meet the energy codes and R-Value requirements. • UL 263 internal fire rating is available. Product Specifications • Applications:Wall Gauges:26(standard);22,24 and 29 • Coverage Widths: 36" (optional) ss° Rib Spacing: 12"on center Finishes:Smooth(standard); Rib Height: 1 1/8" Embossed(optional) • • Coatings:Galvalume Plus®,Signature®200, • Panel Attachment:Exposed Signature®300 Fastening System CATEGORY CHARACTERISTIC TEST METHOD PURPOSE RESULT North American Specification for the See Section Properties and Allowable Negative Wind Loads AISI S100 Design of Cold-Formed Steel Structural Load Table Section STRUCTURAL Members North American Specification for the See Section Properties and Allowable Positive Wind Load AISI S100 Design of Cold-Formed Steel Structural Load Table Section Members www.mbci.com Metal Roof and Wall Systems HOUSTON,TX 1877.713.6224 ATWATER,CA 1800.829.9324 LUBBOCK,TX 1 800.758.6224 OMAHA,NE 1800.458.6224 ROME,NY 1800.559.6224 ADEL,GA 1888.446.6224 DALLAS,TX 1800.653.6224 MEMPHIS,TN 1800.206.6224 PHOENIX,AZ 1888.533.6224 SALT LAKE CITY,UT 1800.874.2404 ATLANTA,GA 1 877.512.6224 INDIANAPOLIS,IN 1800.735.6224 OKLAHOMA CITY,OK 1800.597.6224 RICHMOND,VA 1800.729.6224 SAN ANTON10,TX 1800.598.6224 Descriptions and specifications contained herein were in effect at the time this publication was approved for printing.In a continuing effort to refine and improve products, MBCI reserves the right to discontinue products at anytime or change specifications and/or designs without incurring obligation.To ensure you have the latest information available,please inquire or visit our website at www.mbci.com.Application details are for illustration purposes only and may not be appropriate for all environmental conditions,building designs or panel profiles.Projects should be designed to conform to applicable building codes,regulations and accepted industry practices.If there is a conflict between this manual and project erection drawings,the erection drawings will take precedence. 08-14 old 0 woo L L f l 11 : lllllllll : : l l ] ; Ir1l�lfll lll , f � � 0 F1177 0 EEI FIT 7 41 FIT F E-T 05 WIN W MIN III IIIIIIII II IIIIIII The drawings and plans set forth on this sheet, as instruments DATE DESCRIPrON 2521 E.DAKERVIEW ROAD 5ACK5TR0M ,3 of service, are, and shall remain the property of COM-STEEL BELLINGHAM,WA 96226 TffLE L-nC-J Use of these drawings is limited to a specified proi-t TEL: (560)755-5709 El"tionc-Color which om-Steel L.L.C. has been commissioned. Any �Eeo.r rLE -T�' reuse of said drawings is strictly prohibited without the written lntcgrcted Stir- LICENSE*001,45TILL 05&4 13.&�5 02-25-2017 1/8'-r-a' permission of Com-Steel L.L.CjimWritten dimensions on this sheet turn System. 6ALESOCOM 3TEEL.00M =� I A-5.1 have precedence over scaled ens,ons. A CITY OF ARLINGTON CERTIFICATE OF OCCUPANCY INTERNATIONAL BUILDING CODE SEC. 110 NOTE: THIS CERTIFICATE DOES NOT CERTIFY ELECTRICAL WORK At 19014 63rd Ave NE Building Permit Number 1368 Name &Address of Owner Sprinkler System Number of Stories Backstrom NO 1 plus mezzanine 19014 63rd Ave NE Type of Construction/Occupant Load Use Arlington WA, 98223 II-B 46 Office and Storage THE STRUCTURE HAS BEEN INSPECTED AND APPROVED AS COMPLYING WITH THE 2015 EDITION OF THE INTERNATIONAL BUILDING CODE FOR GROUP B/S-1 OCCUPANCY ISSUED: BY BUILDING OFFICIAL STANDING SEAM . METAL ROOFING I I _ DOUBLE-LOW The Double-Lok® roof panel is a mechanically field-seamed, trapezoidal leg standing seam roof system. Double-Lok° panels are available in 18-inch and 24-inch widths. Double-Lok@ requires a minimum slope of 1/4:12. Double-Lok° panels are ideal for industrial,commercial and architectural applications. Features and Benefits: • Designed to cope with the forces of expansion and contraction.This is accomplished by allowing the panels to freely move up and down the roof slope. • 2" and 4" sliding clips are available in high and low versions, which allow thermal movement on a wide variety of building widths. 4 • Numerous UL 580 Construction rating are available, as well as UL 790, Class A for external fire,numerous roof assemblies for UL 263 for internal fire and the UL 2218 Class 4 impact rating. + 18" • Double-Lok®carries FM, Florida approval and Dade County ratings. 3" 13W Product Specifications Gauges:24 and 22 • Applications:Roof Finishes:Smooth(standard);Embossed - - (optional)za° � Coverage Widths:18",24" Minimum Slope:Y4:12 Coatings:Galvalume Plus®,Signature°200, Signature®300,Signature®300 Metallic • Panel Attachment:Concealed Fastening 19%11 System;Low,High,and 2"Stand Off Sliding Clips www.mbci.com � HOUSTON,TX 1877.713.6224 ENNIS,TX 800.653.6224 MEMPHIS,TN 1800.206.6224 ROME,NY 1800.559.6224 ADEL,GA 1888.446.6224 INDIANAPOLIS,IN 1800.735.6224 OKLAHOMA CITY,OK 1800.597.6224 SALT LAKE CITY,UT 1800.874.2404 ATLANTA,GA 1 877.512.6224 LUBBOCK,TX 1800.758.6224 PHOENIX,AZ 1888.533.6224 SAN ANTON10,TX 1800.598.6224 ATWATER,CA 1800.829.9324 01-17 wool- CATEGORY CHARACTERISTIC TEST METHOD PURPOSE RESULT Determines the air leakage characteristics Air Leakage Through Roof ASTM E1680 of metal roof panels under specified 0.013 cfm/ft2 at 6.24 psf static pressure Panel Joints air pressure differences at ambient 0.020 cfm/ft2 at 12,00 psf static pressure conditions ENVIRONMENTAL Determines the resistance to water No uncontrolled water penetration Water Penetration ASTM E1646 penetration of metal roof panels under through the panel joints at a static Through Roof Panel Joints uniform static air pressure difference pressure of 12.00 psf Impact Resistance UL 2218 Determines Impact Resistance of Class 4 Rating prepared Roof Covering Materials Room Fire Performance UL 790 Standard for Standard Test Methods for See Class A Fire Rating Data Sheet Fire Tests of Roof Coverings FIRE RESISTANCE For use in Design Nos.P225,P227,P230, Room Fire Performance UL 263 Standard for Fire Tests of Building P237,P265,P268,P508,P510,P512, Construction and Materials P701,P711,P720,P722,P726,P731, P734,P801,P815,P819. Provides a standard procedure to evaluate Uplift Resistance ASTM E 1S92 or confirm structural performance under See Load Chart Section STRUCTURAL uniform static air pressure difference North American Specification for the See Section Properties and Allowable Gravity Loads AISI S100 Design of Cold-Formed Steel Structural Load Table Section Members Roof Performance FM 4471 Sets performance standards for panel See FM Engineering Tech Bulletin FM Global roofs including uplift resistance Roof Performance Determines the uplift resistance of roof Class 90 Rating-Construction Number Underwriters UL 580 assemblies consisting of the roof and roof 165,180C,287,308A,450,538,539 and Laboratories coverings materials 540. The Product Control Approval System establishes a protocol to evaluate the standards of products used in construction in Miami-Dade County. Miami-Dade County,with its inclusion in TAS 125 the High Velocity Hurricane Zone(HVHZ) ROOF LISTINGS Roof Performance TAS 201 has the most stringent code requirements See NOA#13-0425.14 Miami-Dade County TAS 100 of the Florida Building Code.Therefore, FM 4471 App.G all products that comprise the structure's building envelope—doors,shutters, windows,prefabricated buildings and truss plates—require the issuance of an approval in order to be used for construction in Miami-Dade County Florida product approval is the approval Roof Performance ASTM E 1592 of products and systems,which comprise Florida Approval FM 4471 the building envelope and structural See FL#11819.2 UL 790 frame,for compliance with the structural requirements ofthe Florida Building Code. Descriptions and specifications contained herein were in effect at the time this publication was approved for printing.In a continuing effort to refine and improve products, MBCI reserves the right to discontinue products at anytime or change specifications and/or designs without incurring obligation.To ensure you have the latest information available,please inquire or visit our website at www.mbci.com. 01-17 i i _ DIA SLR.L G E/u - �� v, I ,.r Ip jv _ 0 � v ' s V x NI � 1 ti Page of I 1:mac'%�� ..•.� . � %1. ,..+. � , jj''.�� 4 i_ 1 is Permit#: 1368 Permit Date: 03/09/17 Permit Type: COMMERCIAL BUILDING Project Name: Backstrom 3 Applicant Name: Arbor Homes Applicant Address: P.O. Box 355 Applicant, City, State, Zip: Arlington,WA 98223 Contact: Eric Bartle Phone: 425-870-2202 Email: ericbartle@frontier.com Scope of Work: 6000 sf office &warehouse Valuation: 525000.00 Square Feet: 6000 Number of Stories: 1 Construction Type: Occupancy Group: ID Code: Permit Issued: 04/27/2017 Permit Expires: Form Permit Type: Status: COMPLETE Assigned To: Launa Black Property Parcel# Address Legal Description Owner Name Owner Phone Zoning 31051500401200 19014 63RD AVE NE CITY OF 501 AP- ARLINGTON CONTRACTOR Contractors Contractor Primary Contact Phone Address Contractor Type License License# Backstrom Curb and 360-403-4866 19014 63rd Ave CONSULTANT Labor and BACKSCS066CC Sidewalk Inc NE Industries CONSTRUCTION Labor and Arbor Homes Inc Eric Bartle 425-870-2202 PO Box 355 CONTRACTOR Industries ARBORHI907QB Inspections Date Inspection Type Description Scheduled Date Completed Date Inspector Status Perimeter building 05/09/2017 Inspection insulation approved 05/09/2017 BUILDING Approved 5/9/17 KO. 05/03/2017 C20.BUILDING 09/14/2017 Completed FINAL Plan Reviews Date Review Type Description Assigned To Review Status 03/09/2017 COMMERCIAL BUILDING BUILDING 03/09/2017 COMMERCIAL approved with red lines. z.Rick Karns BUILDING Fees Fee Description Notes Amount Building Plan Review Table 4-2 $3,089.31 Building Permit Table 4-1 $4,752.78 State Surcharge- 1st DU Residential- 1st Unit $4.50 Traffic Mitigation-SF Single Family $6,441.60 Total $14,288.19 Attached Letters Date Letter Description 04/27/2017 Building Permit Payments Date Paid By Description Payment Type Accepted By Amount 03/09/2017 Backstrom Properties Backstrom 3 check#2763 Launa Black $3,089.31 04/27/2017 Don Backstrom 64444878 cc $4,757.28 09/01/2017 Backstrom Properties,LLC Check#2815 Kristin Foster $6,441.60 Outstanding Balance $0.00 Notes Date Note Created By: 09/18/2017 Mailed C of O.KF Kristin Foster 06/26/2017 Revised permit dated 4/27/2017 to show Backstrom as the contractor,not Arbor Homes,Inc.KF Kristin Foster Uploaded Files Date File Name 09/18/2017 2612700-1368 Certificate of Occupancy..pdf 06/26/2017 2396339-1368 Revised Issued Permit.pdf 04/27/2017 2247060-1368 Issued Permit.pdf 03/09/2017 2146583-1368 Application.pdf Permit#: 1368 Permit Date: 03/09/17 Permit Type: COMMERCIAL BUILDING Project Name: Backstrom 3 Applicant Name: Arbor Homes Applicant Address: P.O. Box 355 Applicant, City, State, Zip: Arlington,WA 98223 Contact: Eric Bartle Phone: 425-870-2202 Email: ericbartle@frontier.com Scope of Work: 6000 sf office &warehouse Valuation: 525000.00 Square Feet: 6000 Number of Stories: 1 Construction Type: Occupancy Group: ID Code: Permit Issued: 04/27/2017 Permit Expires: Form Permit Type: Status: COMPLETE Assigned To: Launa Black Property Parcel# Address Legal Description Owner Name Owner Phone Zoning 31051500401200 19014 63RD AVE NE CITY OF 501 AP- ARLINGTON CONTRACTOR Contractors Contractor Primary Contact Phone Address Contractor Type License License# Backstrom Curb and 360-403-4866 19014 63rd Ave CONSULTANT Labor and BACKSCS066CC Sidewalk Inc NE Industries CONSTRUCTION Labor and Arbor Homes Inc Eric Bartle 425-870-2202 PO Box 355 CONTRACTOR Industries ARBORHI907QB Inspections Date Inspection Type Description Scheduled Date Completed Date Inspector Status Perimeter building 05/09/2017 Inspection insulation approved 05/09/2017 BUILDING Approved 5/9/17 KO. 05/03/2017 C20.BUILDING 09/14/2017 Completed FINAL Plan Reviews Date Review Type Description Assigned To Review Status 03/09/2017 COMMERCIAL BUILDING BUILDING 03/09/2017 COMMERCIAL approved with red lines. z.Rick Karns BUILDING Fees Fee Description Notes Amount Building Plan Review Table 4-2 $3,089.31 Building Permit Table 4-1 $4,752.78 State Surcharge- 1st DU Residential- 1st Unit $4.50 Traffic Mitigation-SF Single Family $6,441.60 Total $14,288.19 Attached Letters Date Letter Description 04/27/2017 Building Permit Payments Date Paid By Description Payment Type Accepted By Amount 03/09/2017 Backstrom Properties Backstrom 3 check#2763 Launa Black $3,089.31 04/27/2017 Don Backstrom 64444878 cc $4,757.28 09/01/2017 Backstrom Properties,LLC Check#2815 Kristin Foster $6,441.60 Outstanding Balance $0.00 Notes Date Note Created By: 09/18/2017 Mailed C of O.KF Kristin Foster 06/26/2017 Revised permit dated 4/27/2017 to show Backstrom as the contractor,not Arbor Homes,Inc.KF Kristin Foster Uploaded Files Date File Name 09/18/2017 2612700-1368 Certificate of Occupancy..pdf 06/26/2017 2396339-1368 Revised Issued Permit.pdf 04/27/2017 2247060-1368 Issued Permit.pdf 03/09/2017 2146583-1368 Application.pdf IMP10 Series LED High-Output Traditional Style Wall Pack - 9000+ Lumens Replaces 250W MH The traditional look you love-in LED! Efficient Durable • 107lumens per watt • Sturdy die-cast aluminum housing that will last • Uses 35%less energy compared to 250W MH as long as the LEDs inside Recommended Use InputVoltage • Security • Universal(120Vthrough 277V Operation) • Pathways • Perimeter lighting Certifications trr,; Y,i�i �f L C RE E DIMMABLE - LEDs LISTED e-COn01 I g :ht> Making LED easy. 1501961"Street,Sturtevant,WI 531771 Phone(888)243-94451 Fax(262)504-54091 www.e-conolight.com E-WP10 Series 18"W o � - 9-5/6"H Series Overview DIMENSIONS PRODUCT MOUNTING WEIGHT HEIGHT 9-3/8"D x 18"W x 9-516"H 14.3 lbs. 12 to 20 feet the 2 to 3 times mounting height Fixture Specifications Heavy duty,die-cast aluminum housing with hinged doorframe Dark bronze polyester powder-coat finish ASSEMBLVIHeat;and shock-resistant boron licate glass prismatic lens I 1/2"NPS knockouts on top and sides or rear mounting plate for conduit entry _ CORRELATED COLOR TEMPERATURE Electrical Performance (CCT) i ' IHARMONIC 1 DISTORTION COOL Estimated o WHITE 40°C(40°0 172,000 Hours '0.9 <20% No VOLTAGEINPUT I r; I ® 5000K DO- NEUTRAL Current Draw(Amps) 1.02A 0.59A 0.53A 0,47A WHITE 4000K Warranty&Certifications WARM I IENERGVSTAR WHITE 6 5-Year Limited Wet Locations Yes --- Output Specifications COLOR COLORTEMP POWERCOLOR CONSUMPTION _�L ACCURACY E-WPIOLOOCZ 9300 Lumens Cool White(5000K) 81W >_10 CRI 25OWMH E-WPIOL08NZ 9000 Lumens Neutral White(4000K) 87W a 70 CRI 250W MH Due to continuous product improvement,information in this document is subject tochange. ^ Revision Date 05/23/16 1501 961h Street,Sturtevant,Will 531771 Phone(888)243.9445 1 Fax(262)50"4091 www.e-conolight.com a-co n o I i 7ht7 E-WP10 Series Accessories Photocell•Button,120V/208V/24OV/277V SKU: E-ACPI(120V) E-ACP2(208V/240V/277V) USE: Photocell is field installed. Drilling of the back box in the field is required. Photometric Diagrams Mounted 60ft at 15 ft. All published photometric testing performed to IESNA LM-79-08 standards by a NVLAP certified laboratory.Fixture photometry was completed on a single representative fixture. Due to continuous product improvement,information in this document is subject to change. u, Revision Date:05/23/16 1501 96r"Street,Sturtevant,WI 531771 Phone(888)243-94451 Fax(262)504-54091 www.&-conolight.com a-c o n o I i g 1 1 I i 'Exterior Lighting Summary LTG-EXT 2012 Washington State Energy Code Compliance Forms for Commercial Buildings Including R2&R3 over 3 stories and all R1 Revised Jan 2014 Project Info Project Address: Backstrom Property Date 5/21/2013 19014 63rd Ave NE For Building Department Use l Arlington,WA Applicant Name: Applicant Addr: Applicant Phone: Project Description ❑✓ New Building ❑ Addition ❑ Alteration ❑ Plans Included Lighting Zone As specified by jurisdiction. Zone selection O Zone 1 0 Zone 2 0 Zone 3 O Zone 4 required to enable LTG-EXT form Compliance Option 0 Lighting Power Density Calculations Q Total Building Performance Building Grounds 2 Efficacy>60 lumens/W ❑ Controlled by motion sensor Applies to luminaires>100 Watts ❑ Exemption(list) j Exterior Lighting Alterations ❑ No changes are being made to the existing exterior lighting ❑� New wiring installed to serve added fixtures and/or fixtures relocated to new circuit Provide applicable exterior lighting controls per C405.2.4 and commissioning per Tradable Maximum Allowed Lighting Wattage Base Site Allowance: 750 Allowed Watts Area( ),perimeter Allowed Watts Tradable Surfaces Surface Description per fe or per If (If)or#of items x if(or x If) Total Allowed Tradable Watts: Tradable Proposed Lighting Wattage (Use mfgrlisted maximum input wattage for luminaire.) Number of Watts/ Watts Tradable Surface Fixture Description Fixtures Fixture Proposed i i Total proposed tradable watts may not exceed the sum of total allowed tradable Total Proposed Tradable Watts: J watts plus the base site allowance. Any base site allowance not needed to make tradable watts comply can be applied to individual non-tradable categories. Non-Tradable Maximum Allowed Lighting Wattage Base Site Allowance Remaining: 750 Allowed Watts Area(fe),perimeter Allowed Watts Non-Tradable Surfaces Surface Description per fe or per If (If)or#of items x fe(or x If) t Bldg. Fagade (by perim) Building perimter 3.75 W/lf 320 1200 Non-Tradable Pro osed Lighting Wattage Number of Watts/ Watts Non-Tradable Surface Fixture Description Fixtures Fixture Proposed Bldg. Fagade (by perim) LED Wall pack 10 81 810 Non-tradable proposed watts may not exceed allowed watts for any individual Total excess Non-Tradable watts: 0 surface unless the total excess watts for all non-tradable surfaces are less than the remaining site allowance. Site Allowance Balance: 750 Exterior Lighting COMPLIES WITH SITE ALLOWANCE i 1 !Interior Lighting Summary - Space-By-Space LTG-INT-SPACE t{ 2012 Washington State Energy Code Compliance Forms for Commercial Buildings Including R2&R3 over 3 stories and all R1 Revised Jan 2014 Project Address Backstrom Property Date 5/21/2013 Lighting Alterations,Renovations &Building Additions For Building Department Use 0 Less than 60% 0 60%or more 0 Stand alone 0 Addition Notes: a.Lighting fixtures in a building addition may comply as a stand alone project,or they may be combined with the overall existing bidg lighting to demonstrate compliance,Refer to C101.4.3, b.For retrofits and building additions,provide Space Types and gross interior areas in the Maximum Allowed Lighting table.If a builidng addition will comply as combined with the overall existing builidng,include all applicable existing Space Types and gross Interior areas. c.Document new fixtures and all existing to remain fixtures in the Proposed Lighting table. d.If less than 60%of existing fixtures will be replaced,provide total existing lighting wattage (prior to retrofit)in the space provided in the Maximum Allowed Lighting table. Maximum Allowed Lighting Wattage Location(plan#, Allowed Gross interior 'Galls allowed room#) Space Type* Watts per ft2 Area in ftZ (watts/ft2 x area) ,Open Bays Storage 0.63 4123 2597 Offices Office-Open plan 0.98 2840 2783 Restrooms Restroom 0.98 178 174 Atrium"* Enter Height: , Existing Lighting Enter Exist,Watts: Retail Display Allowance from LTG-INT-DISPLAY * Select Table C405.5.2(2)category from drop down menu. Area Allowed Watts ** For atriums,indicate height.Allowed wattage for first 40 feet is 0.03 WIft.ht., Total 7141 5555 i above 40 feet is 0.02 W/ft.ht. Proposed Lighting Wattage Location(plan#, Number of Watts/ Watts room#) Fixture Description*** Fixtures Fixture Proposed Open Bays LED high bay 19 221 4199 Offices LED troffer 31 37 1147 Offices LED recessed can light 4 17 68 Restrooms LED wall mount 3 21 63 Retail Display Lighting from LTG-iNT-DISPLAY Total Proposed Watts may not exceed Total Allowed Watts for Interior Lighting Total Proposed Watt 5477 ***Include existing to remain lighting fixtures and exempt lighting equipment per notes below. Notes: 1.Include ALL proposed lighting fixtures. 2.For proposed Fixture Description,indicate fixture type,lamp type(e.g. T-8),number of lamps in the fixture,and ballast type(if included).For track lighting,list the length of the track(in feet)in addition to the fixture,lamp,and ballast information. 3.For proposed Watts/Fixture,use manufacturer's listed maximum input wattage of the fixture(not simply the lamp wattage)and other criteria as specified in Section C405.5.1.For line voltage track lighting,list the greater of actual luminaire wattage or length of track multiplied by 50, or as applicable,the wattage of current limiting devices of the transformer.For low voltage track lighting list the transformer rated wattage. 4.For lighting equipment eligible for exemption per C405.5.1,note exception number and leave Watts/Fixture blank. 5.Document existing to remain fixtures in Proposed Lighting table in the same manner as new fixtures.Identify as existing in fixture description. 6.if#NA appears in Retail Display cells,information on LTG-INT-DISPLAY is incomplete. Interior Lighting Power Allowance COMPLIES Interior • • Summary LTG-SUM 2012 Washington State Energy Code Compliance Forms for Commercial Buildings including R2&R3 over 3 stories and all R1 Revised Jan 2014 i Project Info Project Address Backstrom Property Date 5/21/2013 1 Compliance 19014 63rd Ave NE For Building Department Use Z forms do not require a Arlington,WA password to Applicant Name: use. Instructional and calculating Applicant Address: cells are vrite- protected. Applicant Phone Project Description ID New Building ❑ Addition ❑ Alteration ❑ Plans Included Lighting Compliance Path Lighting Power Density Calculations O Total Building Performance (If Total Building Performance then only LGT-CHK is required.) Lighting Power Allowance O Building Area Method OQ Space-By-Space Method Method Selection required to enable LPA forms Interior Lighting System LED High bay in warehouse areas Description LED troffers/recessed cans in office areas j LED wall packs on perimeter f Briefly describe lighting system type and features. t Additions and Change of Space Use (C101.4.3 &C101.4.4) ❑ Addition area or Change of Space Use area complies with all applicable provisions as stand alone project ❑ Addition area is combined with existing building lighting systems to demonstrate compliance with all applicable provisions per C101.4.3 Provide Building Area Method(LTG-INT-BLD)or Space-By-Space Method(LTG-INT-SPACE)Compliance Form.Document maximum allowed and proposed(including existing if applicable)lighting wattage of Addition or Change of Use space.Provide applicable lighting } controls per C405.2 and commissioning of lighting controls per C405.13. r Alterations,Renovations and Repairs (C101.4.3.1) ❑ 60%or more of luminaires in space replaced Provide Building Area Method(LTG-INT-BLD)or Space-By-Space Method(L TG-IN T-SPA CE)Compliance Form.Document maximum allowed wattage within the lighting retrofit space in Maximum Allowed Wattage table and proposed(Including existing)lighting wattage in Proposed Wattage table.Retrofit and non-retrofit spaces shall be documented separately using multiple forms. ❑ Less than 60%of luminaires in space replaced Provide a separate Space-By-Space Method(LTG-INT-SPACE)Compliance Form for this retrofit area.Document existing total wattage within the lighting retrofit space in cell provided in the Maximum Allowed Wattage table.Document proposed(including existing)lighting wattage In the Proposed Wattage table. ❑ Lamp and/or ballast replacement within existing luminaires only—existing total interior building wattage not increased ❑ New wiring installed to serve added fixtures and/or fixtures relocated to new circuit Provide applicable manual lighting controls(C405.2.1),occupancy sensors(C405.2.2.2),daylight zone controls(C405.2.2.3),specific application controls(C405.2.3),and commissioning of lighting controls per C405.13 ❑ New or moved lighting panel Provide all applicable lighting controls as noted for New Wiring,automatic time switch controls(C405.2.2.1),and commissioning of lighting controls per C405.13. ❑ Space is reconfigured-luminaires unchanged or moved only Provide all applicable lighting controls as noted for New Wiring and commissioning of lighting controls per C405.13. ❑ No changes are being made to the interior lighting and space use not changed. I EXPO FASTE ___�E,M S ING I , ZZ i- Zz AN ._ -- ` PB The PBD panel is an exposed fastened panel system that can be used for roof and wall applications. When used in wall applications, panels can be installed vertically or horizontally. The ribs in the PBD panel are symmetrical from top to bottom,which makes this panel ideal as a roof liner. Features and Benefits: • UL 790,Class A for external fire and roof assembly for UL 263 for internal fire. Product Specifications • Applications:Roof and Wall Gauges:26(Standard);29,24,22(Optional) • Coverage Widths:32" Finishes:Smooth(standard); • Rib Spacing:2.67"on center Embossed(optional) • Rib Height:5/8" Coatings:Galvalume Plus®,Signature®200, 32° Signature®300 z.s�° • Minimum Slope:3:12 • Panel Attachment:Exposed Fastening System CATEGORY CHARACTERISTIC TEST METHOD PURPOSE RESULT North American Specification for the See Section Properties and Allowable Negative Wind Loads AISI S100 Design of Cold-Formed Steel Structural Load Table Section STRUCTURAL Members North American Specification for the See Section Properties and Allowable Gravity Loads AISI S100 Design of Cold-Formed Steel Structural Load Table Section Members www.mbci.com Metal Roof and Wall Systems HOUSTON,TX 1877.713.6224 ATWATER,CA 1800.829.9324 LUBBOCK,TX 1 800.758.6224 OMAHA,NE 1800.458.6224 ROME,NY 1800.559.6224 ADEL,GA 1888.446.6224 DALLAS,TX 1800.653.6224 MEMPHIS,TN 800.206.6224 PHOENIX,AZ 1888.533.6224 SALT LAKE CITY,UT 1800.874.2404 ATLANTA,GA 1 877.512.6224 INDIANAPOLIS,IN 1800.735.6224 OKLAHOMA CITY,OK 1800.597.6224 RICHMOND,VA 1800.729.6224 SAN ANTON10,TX 1800.598.6224 Descriptions and specifications contained herein were in effect at the time this publication was approved for printing.In a continuing effort to refine and improve products, MBCI reserves the right to discontinue products at anytime or change specifications and/or designs without incurring obligation.To ensure you have the latest information available,please inquire or visit our website at www.mbci.com.Application details are for illustration purposes only and may not be appropriate for all environmental conditions,building designs or panel profiles.Projects should be designed to conform to applicable building codes,regulations and accepted industry practices.If there is a conflict between this manual and project erection drawings,the erection drawings will take precedence. 09-14 BACKSTROM 5 SYMBOLS / ABBREVIATIONS DRAWING INDEX BUILDING CLASSIFICATION SEE ENLARGEMENT SLDR SLIDER LU OH OVER HEAD DOOR COM-STEEL DRAWINGS BUILDING CLASSIFICATION V HR HOUR SHEET A-1 COVER SHEET CONSTRUCTION TYPE 2-13 HCRR HANDICAP ACCESSIBLE REST ROOM SHEET A-2 FLOOR PLAN & MEZZANINE PLAN OCCUPANCY - BUSINESS B EXH. EXHAUST FAN SHEET A-3 CROSS SECTION, DETAILS, DOOR & WINDOW SCH OCCUPANCY - MODERATE HAZARD STORAGE S-1 R.E. RIM ELEVATION SHEET A-4 DETAILS BUILDING AREA ESE POUNDS PER SQUARE FOOT SHEET A-5 ELEVATIONS FIRST FLOOR 6,000 S.F. Arl SF SQUARE FOOT SHEET A-6 REFLECTIVE CEILING PLAN HM CY CUBIC YARDS EZZANINE AREA SY SQUARE YARDS MEZZANINE 1,890 S.F. -' 1 HB HOSE BIB GARCO DRAWINGS FIRE AREA -, YH YARD HYDRANT SHEET E1 COVER PAGE Ad.ngt°" AGGREGATE 7,890 S.F. m mn na GWB GYPSUM WALL BOARD SHEET F1 ANCHOR ROD PLAN 0 DRAWING OR DETAIL NAME SHEET F2 ANCHOR ROD DETAILS "-- SHEET E2-15 BUILDING ERECTION ALLOWABLE AREA SCALE SHEET R1-16 ERECTION DETAILS AREA TYPE PROPOSED ALLOWED RATIO DIRECTION INDICATOR GARCO ENGINEERING PACKET B BUSINESS (INS) 3,780 S.F. 23,000 S.F. .17 Arlington S-1 STORAGE (INS) 4,110 S.F. 17,500 S.F. .24 BUILDING SECTION/VIEW NUMBER DESIGN CERTIFICATION ( ) .41 �, WA-51n NE WA-S30 NE c REFERENCE DRAWING NUMBER Hw,E ,ryc BUILDING SPECIFICATIONS ALLOWABLE HEIGHT � DETAIL NUMBER COMPUTER PRINTOUTS AREA TYPE HEIGHT ABOVE GRADE PLANE STORIES REFERENCE SHEET NUMBER DESIGN CALCULATIONS B BUSINESS (INS) 55 FEET 3 C S-1 STORAGE (INS) 55 FEET 2 2Na,Sr NE $ WINDOW MARKER SPRINKLER SYSTEM: NOT REQUIRED WINDOW TYPE ENGINEERING SERVICES CO. 2 SHEET 1 FOUNDATION PLAN & DETAILS FIRE ALARM SYSTEM: NOT REQUIRED DOOR MARKER SHEET 2 STAIR & FRAMING PLAN DOOR NUMBER OCCUPANCY LOAD SHEET 3 BRACING PLAN & DETAILS SINESS _ _ E ENGINEERING CALCULATIONS SS-B1USTORAGE O WAREHOUSE 4,11FFICE 80 S.F./500 S.F. = 38.2 OCC. TOTAL OCCUPANTS = 46 OCC.* CASCADE SURVEYING & ENGINEERING DRAWINGS BASED ON IBC TABLE 1004.1.2 `1 SHEET 1 OF 1 SITE PLAN ° LOT COVERAGE Q LOT AREA 22,924 S.F. oeaco+s APPLICABLE CODES AND EDITIONS E^nm 171—NE Lakewooa Srnoke Point Eag—mb 26.2 o1^eslr,E ALL PLANS ARE TO CONFORM TO THE APPLICABLE TOTAL BUILDING AREA 6 S.F. 9 y MATERIALS LEGEND CODES AND EDITIONS LISTED BELOW. LOT COVERAGE 6.2 BC-2015, UPC-2015, NREC-2015, IFC-2015, IMC-2015 ZONING DESIGNATION INSULATION GENERAL INDUSTRIAL VICINITY MAP N.T.s. AIRPORT PROTECTION DISTRICT PROTECTION DISTRICT B SOIL OWNER/CONTRACTOR/S T R. E N G ARLINGTON PARKING CALCULATIONS SITE AMC TITLE 20 s CONCRETE OWNER: TABLE 20.72-1 TABLE OF PARKING REQUIREMENTS 9 m BACKSTROM PROPERTIES, LLC. USE 3.120 6,000 S.F./800 S.F. = 7.5 192nd S1 NE DON BACKSTROM STEEL PANEL 19705 60TH AVE NE, SUITE A n ARLINGTON, WA 98223 z F PHONE: (360)403-4866 REGULAR SPACES PROVIDED 16 m STEEL HC SPACES PROVIDED 1 CONTRACTOR: TOTAL 17 COM—STEEL LLC CONTACT PERSON: ANDY KAMMENGA 2321 E. BAKERVIEW ROAD, SUITE D BELLINGHAM, WA 98226 SPECIAL INSPECTIONS m m PHONE: (360)733-3769 FAX: (360)746-8475 STRUCTURAL WELDING: z ONE PASS FILLETS VISUALLY INSPECTED FOUNDATION/STRUCTURAL ENGINEER: ENGINEERING SERVICES CO. BOLTING: 189th PI NE KEN GASTON P.E. AISC 'TURN-OF-THE-NUT" SPECIFIED FOR A325 2501 ELLIS STREET BUILDING DESCRIPTION BELLINGHAM, WA 98225 PHONE: (360)75756-0121 THIS PROJECT INCLUDES CONSTRUCTING A 60' CIVIL ENGINEER n X 1 X 19' EAVE TYPE 11-B PRE—ENGINEERED STEEL BUILDING. CASCADE SURVEYING & ENGINEERING INC.NG. THE t wec,arsFrele FREDERICK POYNER P.E. BUILDING WILL BE USED AS OFFICE & m 188th PI NE WAREHOUSE/SHOP. THE BUILDING WILL BE P.O. BOX 326 DEFERRED SUBMITTALS ARLINGTON WA 98223 INSULATED TO MEET WSNREC REQUIREMENTS , 188th St NE FOR FULLY CONDITION SPACE. SITE WORK TO CONSIST OF GRADING OF SITE, EXCAVATION FOR LEGAL DESCRIPTION ELECTRICAL DESIGN UTILITIES, AND STORM WATER PIPING PER MECHANICAL DESIGN CASCADE SURVEYING & ENGINEERING PLANS. TAX PARCEL NUMBER: 310515 004012 01 SITE ADDRESS: LOT 108A AIRPORT LEASE PROPERTY AREA MAP N.T.S. ARLINGTON, WA 98223 LEGAL DESCRIPTION: NOTICE: SEE SITE PLAN 1 OF 1 MM610145 °R � � �i�® z� REV The drawings and plans set forth on this sheet, as instruments DATE DESCRIPTION 2521 E.BAKERVIEW ROAD Ind' KRBELLINGHAM,WA 98226 TITLE of service, are, and shall remain the property of COM-STEEL L.L.C. Use of these drawings is limited to a specified project TEL: (360)733-3759 COVER SHEET med hereon, and for the construction of one building, for eom steel ( )which Com-Steel L.L.C. has been commissioned. Any use or ELC LI NSE M5TLL 05" of said drawings is strictly prohibited without the written guks 5 01-16.17 Nf5 zD permission of Com-Steel L.L.C. Written dimensions on this sheet Integrated Structural Systems 5ALE50L0M-STEEL.COM one A-1 have precedence o on led dimensions. AK.-O. 0 1/2" 5-12 PAN HEAD SCREW AT EA. MEMBER (TYP.) CONT. 20 GA. x 2" STRAP T 1/2" 5-12 PAN HEAD SCREW AT EACH SIDE OF MEMBERS, 20 GA. STUDS 0 3.5 OR 6" 20 GA. 3" O.C. E.A. SIDE TO ALL BLDG.. PANELS FULL LENGTH OF RUN 24" O.C. TYP. TRACK X SOLID BLOCKING AT END TWO BAYS OF A RUN ARE THE SAME. BLOCKING 20 GA. TOP & BOT. TO BE THE SAME GAGE AND SIZE AS y, TRACK TYP. T MEMBERS. SEE BRACING TABLE BELOW FOR SPACING. (ADDITIONAL BLOCKING 3.5" OR 6" 20 GA. AT 30'-0" O.C. MAX. ALONG MEMBERS STUDS RUN IF RUN EXCEEDS 30'-0".) X 3.5" OR 6" 20 GA. + v STUDS X 20 GA. 2" x 2"ANGLE x MEMBER ++ DEPTH LESS 2" W/ (2)— 1/2" PAN HEAD SCREWS EA. FACE. SCREW OPTION NON—BEARING HEADER + + 3.5 OR 6" 20 GA. TRACK WELD OPTION X BRACING TABLE JOIST SPAN BRIDGING DOUBLE 20 GA. STUDS UP TO 14' ONE ROW AT MID—SPAN DOUBLE 6" X 1.25 X 20 GA HEADER y, F JOIST BRACING 14'-20' TWO ROWS AT THIRD POINTS NTS 20-26' THREE ROWS AT QUARTER POINTS / G ` LOAD BEARING HEADER NTS X FASTEN B—DECKING TO 10" —16GA. RIM TRACK ® 8" O.C. W/ #8 SCREW. FASTEN RIM TRACK TO STUD WALL TOP TRACK ON SAME PATTERN NON LOAD BEARING WALL NTS WEB STIFFENER k� SHEATHING RIM TRACK 10"-14GA. JOIST TOP TRACK 18GA. STUD UNDER JOIST (TYP.) �D FLOOR JOIST TO LOAD BEARING WALL LOAD BEARING STUD WALL NTS (2) # 5 CONTINUOUS 1 THICKENED FOOTING 3/4" = 1'-0" NOME: DNS aR 1� ��® DATE DESCRIPHON REv 2.521 E.15AKEFVIEW ROAD The drawings and plans set forth on this sheet, as instruments BELLINGHAM,WA-%226 TmE of service, are, and shall remain the property of COM—STEEL L.L.C. Use of these drawings is limited to a specified project TII (560)755-3759 DETAILS mad hereon, and for the construction of one building, for com steel ( )which Com—Steel L.L.C. has been commissioned. Any use or ELC LI NSE MI 05" re.seof said drawings is strictly prohibited without the written guksg pI-1617 NOTED zp permission of Com—Steel L.L.C. Written dimensions on this sheet Integrated Structural Systems 5ALE50LOM-STEEL.COM one A—4 have precedence o W scaled dimensions. A.K.- d� 24 GA. "DOUBLE-LOK" STANDING SEAM PANEL OVER R-36 BANDED LINER ROOF INSULATION SYSTEM T T/- 26 GA. "AVP" PANEL OVER R-30 T T T 26 GA. "7.2" PANEL HORIZONTAL OVER R-30 26 GA. "PBD" PANEL OVER R-30 BANDED LINER WALL INSULATION SYSTEM BANDED LINER WALL INSULATION SYSTEM BANDED LINER WALL INSULATION SYSTEM D 12 A 2� 113 1 4 115 1 6 117 109 110 111 0 0 ,19 20 105 1 6 105 1 7 108 � 101 101 106 102 103 ro I I SPLIT FACE CMU BLOCK WAINSCOT SPLIT FACE CMU BLOCK WAINSCOT 26 GA. "7.2" PANEL HORIZONTAL ( EAST ELEVATION 3/16" = 1'V NORTH ELEVATION 03/16" = 1'-0" 24 GA. "DOUBLE-LOK" STANDING SEAM PANEL OVER R-36 BANDED LINER ROOF INSULATION SYSTEM cJ T 3 26 GA. "AVP" PANEL OVER R-30 2 26 GA. "AVP" PANEL OVER R-30 BANDED LINER WALL INSULATION SYSTEM BANDED LINER WALL INSULATION SYSTEM A 12 D 2gg „2 0 0 I I 2, 0 102 103 104 104 � 0 WEST ELEVATION 3/16" = 1 L �SOiJTH ELEVATION 3/16" = 1,—e" NOTICE: MM610145 aR � �� DATE DESCRIPTION REV 2521 E.15AKEFVIEW ROAD The drawings and plans set forth on this sheet, as instruments BELLINGHAM,WA-%226 TITLE of service, are, and shall remain the property of COM—STEEL L.L.C. Use of these drawings is limited to a specified project TII (360)733-3759 ELEVATIONS mad hereon, and for the construction of one building, for com steel ( )which Com—Steel L.L.C. has been commissioned. Any use or ELC LI N5E�M5TLL 05" re.seof said drawings is strictly prohibited without the written 5-5 0I-16-17 NOTED zp permission of Com—Steel L.L.C. Written dimensions on this sheet Integrated Structural Systems 5ALE50L0M-STEEL.COM one. A-5 have precedence o caled dimensions. AKammenge 3 a� 1 1/4"0 MIN-1 1/2"0 MAX TYP 54'MIN 56"MIN ,2"MAX 42"MIN ACCESSIBLE NOTES 54"MIN 1 1/4"0 MIN-1 1/2"0 MAX 12"MA% 42"MIN TYP - / ACCESSIBLE PARKING SPACES: \ ACCESSIBLE RESTROOM 1 . REQUIRED FOR BUILDINGS PROVIDING OVER ONE PARKING 10 - % L� - 39" 4_" SPACE PER UNIT. e N, 48"MIN / - J /_ W ENTRY 6' 1 . PROVIDE 60" X 60" CLEAR SPACE ON SWING SIDE OF DOOR. 2. 36" DOOR, 1/2" MAX. THRESHOLD 3068 MIN ALL DOORS: ALT DOOR 1 . 36" WIDE DOORS MIN. RESTROOM PLAN TYPICAL RESTROOM ELEVATION TYPICAL 561,MIN'WALL HUNG 2. LEVER TYPE DOOR HARDWARE. 1. A *59"MIN,FLOOR MOUNT 1. ALL REST ROOMS WILL CONFORM TO MINIMUM STANDARDS SET FORTH IN ANSI A11 J.1-2003 '•62"MIN,WALL HUNG '6"TOE CLEARANCE 603 TOILET AND BATHING ROOMS **65"MIN,FLOOR MOUNT 604 WATER CLOSETS AND TOILET COMPARTMENTS 605 URINALS 606 LAVATORIES AND SINKS 609 GRAB BARS 609.2 CROSS SECTION:1 1/4"MIN TO 2"MAX-WA AMMENDMENT 1 1/2'MAX. WHEELCHAIR ACCESSIBLE COMPARTMENTS NOTE: 2. 603.2.2 OVERLAP: CLEAR FLOOR SPACES,CLEARANCES AT FIXTURES,AND TURNING SPACES SHALL BE PERMITTED TO OVERLAP. ALL WHEELCHAIR ACCESSIBLE COMPARTMENTS WILL CONFORM TO 3. 603.2.3 DOOR SWING: DOORS SHALL NOT SWING INTO THE CLEAR FLOOR SPACE OR CLEARANCE FOR ANY FIXTURE. MINIMUM STANDARDS SET FORTH IN ANSI A117.1-2003 604.8 WHEELCHAIR ACCESSIBLE COMPARTMENTS 4. 604.7 DISPENSERS: DISPENSERS SHALL NOT BE OF A TYPE THAT CONTROL DELNERY,OR DO NOT ALLOW CONTINUOUS PAPER FLOW. 604.8.5 TOE CLEARANCE 604.8.6 GRAB BARS 609 GRAB BARS 5. RESTROOM SIGNAGE PER 1110.1 AND A117.1-2003 SECTION: 609.2 CROSS SECTION:1 1/4"MIN TOIL"MAX-WA A.TACTILE EXIT SIGNS PER A117.1 SECTION 703 AMMENDMENT 1 1/2"MAX. 703.3.10 HEIGHT ABOVE FLOOR:48"MIN.ABOVE FLOOR TO BOTTOM OF THE LOWEST CHARACTER AND 60"MAX ABOVE THE FLOOR MEASURED TO 604.5A FIXED SIDE WALL GRAB BARS THE B070M OF THE HIGHEST CHARACTER. 604.5.2 REAR WALL GRAB GARS 703.3.11 LOCATION:NEXT TO SINGLE DOOR-ALONG SIDE THE DOOR AT THE LATCH SIDE. 604.8.5 TOE CLEARANCE: B.VISUAL CHARACTER HEIGHT:40"TO LESS THAN OR EQUAL TO 70"WITH HORZ VIEWING DISTANCE LESS THAN 6'THE MIN CHARACTER HEIGHT IS 5/8" *THE FRONT PARTITION AND AT LEAST ONE SIDE PARTITION SHALL PLUS 1/8""PER FOOT OF VIEWING DISTANCE ABOVE 6'. PROVIDE A TOE CLEARANCE OF 9"ABOVE THE FLOOR AND EXTENDING 6"BEYOND THE COMPAFTMENT SIDE FACE OF THE PARTITION. 6. ALL DISPENSERS NOT SHOWN 40"ABOVE FLOOR TO CONTROL. **EXCEPTIONS: ]. WATER SUPPLY AND DRAIN PIPES UNDER LAVATORIES AND SINKS SHALL BE INSULATED OR OTHERWISE CONFIGURED TO PROTECT AGAINST CONTACT. TOE CLEARANCE AT THE FRONT IS NOT REQUIRED IN A COMPARTMENT CREATE THAN 62"IN DEPTH WITH A WALL HUNG OR GREATER THAN g, THERE SHALL BE NO SHARP OR ABRASIVE SURFACES UNDER LAVATORIES AND SINKS. R 65"IN DEPTH WITH A FLOOR MOUNT. -TOE CLEARANCE AT THE SIDE IS NOT REQUIRED WITH 66"WIDTH. DADA RESTROOM DETAIL NTS 1 2 3 4 5 1 2 3 4 5 100'-0" TOP OF PLYWOOD 9'-01"ABOVE SIPS ON GRADE 27'-8" 27•-8" 25'-0" 19'-8" J"PLYWOOD(SEE DETAIL SHEET A-4. DETAIL D FORD AIL) 104 O O 03 �� 112 22GA.B-DECKING D ®" .JOISTS 2=0"O.C.TYPE A SEE 1110 EXIT E%iT X BRACE SHEET E3 DETAILS X BRACE 3'-6" 105 � PIPE STRUT BRACE 3 p DON'S OFFICE Up o DETAIL E SHEET A-4 SHOP STORAGE TYPICAL FOR WALLS /BETWEEN GRID 1 1 2 1,915 S.F. %BRACE %BRACE TPICAL all-WALL S-1 OCC. 6"x t-5/8"x 20GA STEEL 107 STUDS®24'O.C. 7 OCCUPANTS 14'-6" 4'-6'I x 1-5/6"x 20GA. l nl 1 C OFFICE STEEL STUDS 0 24"O.C. 06 106 6"x 1-5/8"x TOGA.STUD L TOP OF PLYWOOD 9'-01"ABOVE WALL®24"O.C. TORAGE SLAB ON GRADE LOAD BEARING DIVIDING WALL 6"WC TOGA STEEL STUDS PLYWOOD(SEE DETAIL SHEET A-4, n2 SHOP/STORAGE 25'-O" SEE DE2C ON SHEET A3 3" 0 0 _ OFFICE B 2,195 S.F. ns O FUTURE OFFICE DETAIL D FOR DETAIL) C) 105 E%IT O 1,1400C.F. A-0 S-1 OCC. 115 1,140 ,1 400S.F 22GA.B-DECKING `6 8 OCCUPANTS J0 03 RR 12 OCCUPANTS 10•x 1-5/8"x 12GA.JOISTS 0 2'-0'O.C.TYP.SEE DETAIL DETAIL ON SHEET SHEET A-4 DETAIL'T"FOR STRAPPING A- QUANTITY AND LAYOUT 1® 6"xt12GA.LOADNON LOAD BEARING WALL 11] BEARING WALL 6"x 1-5/8"20GA.STEEL STUDS I 6 SEEDETAIL E ON SHEET A4 FUTURF OFFGF 6111,-6„ fi"x I-5/8"x 12GA.LOAD 750 S.F. THICKENED FOOTING m 8'-6" BEARING WALLp O/�/x. DETAIL I ON SHEET A-4 U CC//��II I � 8 OCCUPANTS ' '• � pET6L�ONSHE NO ACCESSTO WAKENED FOOTINGMEZZANINE UNTIL DETAIL ON SHEET A-4 3 PLYWOOD CAPO 11 ON TOP OF RESTROOMOFFICE LN °2 "1 PIPE STRUT BRACE 1 LonD BEARNG FUTURE OFFICE BUILT E 750 S.F.e l WALL B OCC. I IEx[Tq_ 1oz NO STORAGE ALLOWED EXIT 1 18 OCCUPANT OFFICEPORTAL BRACE1 _ EXIT PORTAL BRACE A TOOT 6'-1 1" 5'_10„ A 101 119 102 103 120 109 O O A-9 106 FLOOR PLAN MEZZANINE PLAN 1/8" = 1-0" 1/8" = 1'-0" NOTICE, REM5101,15 FOR � �� DATE DESCRIPTION REv 2521 E.15AKEFVIEW ROAD The drawings and plans set forth on this sheet, as instruments ` BELLINGHAM,WA-%226 TITLE of service, are, and shall remain the property of COM-STEEL L.L.C. Use of these drawings is limited to a specified project TEL: (560)755-3759 FLOOR PLAN&MEZZANINE PLAN med hereon, and for the construction of One building, for com steel ( )which Com-Steel L.L.C. has been commissioned. Any use or PLC MLEN5E*C MI 056J4 me 'h Of said drawings is strictly prohibited without the written 111k.-5 01-16-17 1/5'=1'-0" s p permission of Com-Steel L.L.C. Written dimensions on this Sheet Integrated Structural Systems 5ALE5000M-STEEL.COM oR..n' enp �=,�A have precedence o SON dimensions. A.Kammer (G' 9a 1 2 3 4 UP RESTROOMS TO HAVE rg" GYPSUM WALLBOARD CEILING 2' X 4' ACOUSTICAL CEILING GRID CEILING TILES TO HAVE CENTER SCORE E)IT FOR 2' X 2' APPEARANCE U� / ❑ 1 2' 4' ACOUSTICAL CEILING GRID CEILING TILES TO HAVE CENTER SCORE FOR 2' X 2' APPEARANCE RESTROOMS TO HAVE " GYPSUM WALLBOARD CEILING F17] / TJH REFLECTIVE CEILING PLAN 3/16" = 1' 1 6 mIm 3/8' ARMSTRONG STABILIZER BAR, OR OTHER SUITABLE SYSTEM, 1 ARMSTRONG STABILIZER BAR, TO KEEP PERIMETER COMPONENTS STEEL STUD OR OTHER SUITABLE SYSTEM, FROM SPREADING APART TO KEEP PERIMETER COMPONENTS 6 COMPRESSION POST STRONG FROM SPREADING APART ARMSTRONG ANGLE MOLDING CROSS TEE #12 HANGER � n 3/8°ARMSTRONG SHADOW MOLDING —#12 HANGER WIRE WIRE ANCHORED TO, ARMSTRONG MSTRO ARMSTRONG min 7/6' STRUCTURE ABOVE 45° less MAIN BE MAIN BEAM �mI MAIN BEAM 45°a, les 3/4'AT UN-ATTACHED n. CHED WALLS In.2' L mir. 3/8' ARMSTRONG STABILIZER BAR, d OR OTHER SUITABLE SYSTEM, 45'or less 45'or less TO KEEP PERIMETER COMPONENTS ARMSTRONG STABILIZER BAR, FROM SPREADING APART, ARMSTRONG OR OTHER SUITABLE SYSTEM, TO KEEP PERIMETER COMPONENTS ARMSTRONG O O CROSS TEE TRONG FROM SPREADING APART, MAIN BEAM ARMSTRONG —ARMSTRONG ANGLE MOLDING CROSS TEE MAIN BEAM ARMSTRONG SHADOW MOLDING min.3/8' ARMSTRONG ARMSTRO ARMSTRONG min. 7/8' m CROSS T CROSS TEE CROSS TEE ARMSTRONG STABILIZER BAR, min. 3/4' AT UN-ATTACHED WALLS OR OTHER SUITABLE SYSTEM, TO KEEP PERIMETER COMPONENTS FROM min.2' SPREADING APART, ACOUSTICAL INSTALLATION DETAILS NTS NOTICE: �v6oMs aR 5ACK5TRO The drawings and plans set forth on this sheet, as instruments DATE DESCRIPTION REV 2521 E.15AKERVIEW ROAD BELLINGHAM,WA-%226 Ta�E of service, are, and shall remain the property of COM—STEEL L.L.C. Use of these drawings is limited to a specified project TEL: (360)733-3759 REFLECTIVE CEILING PLAN&PETAIL5 mad hereon, and for the construction of one building, for com steel ( )which Com—Steel L.L.C. has been commissioned. Any use or ELC LILENSECOM5TLL 056.14 of said drawings is strictly prohibited without the written guksg 0I-16.17 NOTED 5ZD permission of Com—Steel L.L.C. Written dimensions on this sheet Integrated Structural Systems 5ALE5000M-STEEL.COM % one Ae have precedence o caled dimensions. AKammenge 3 l� SOLID GROUTED CORE W/(1) #5 GR60 REBAR 16" X 6" SPLIT FACED DRILLED & EPDXY 5" INTO CMU BLOCKS GRADE BEAM HORZ #4 CR40 REBAR GROUTED 8" CEE 16GA 24 GA "DOUBLE LOCK" STANDING SEAM ROOF LIVER R-36 BANDED LINER 12 ROOF INSULATION SYSTEM R-11 FIBERGLASS BLANKET 2 INSULATION OVER PURLINS I" STYROFOAM THERMAL BLOCKS BETWEEN PURLIN & ROOF R-25 FIBERGLASS BATT INSULATION BETWEEN PURLINS POLYPROPYLENE VAPOR BARRIER WITH METAL BAND SUPPORT BUILDING RAFTER BY G.B.S. n 4'-0" GRADE BEAM 8' 16 GA GALVALNIZED POPLIN 26 GAUGE "AVP" PANEL ❑VER BUILDING RAFTER LEG BY G.B.S. FOAM THERMAL TAPE OVER 8"x 16 GA GALVANIZED ZEE GIRT BY G.B.S. 8" CEE 16GA R-30 FIBERGLASS BATT INSULATION BETWEEN GIRTS HELD IN PLACE BY POLYPROPYLENE VAPOR BARRIER 2" R-10 EXTRUDED POLYSTYRENE BOARD INSULATION 6" SPLIT FACED 6" SPLIT FACED WITH METAL BANDING SUPPORT CMU BLOCKS CMU BLOCKS GRADE BEAM FOUNDATION SEE FOUNDATION DRAWINGS R-30 FIBER GLASS INSULATION BANDED 2" R-10 EXTRUDED POLYSTYRENE BOARD LINER SYSTEM 8" CEE 16GA INSULATION 6" CONCRETE SLAB ON GRADE po do 6' SPLIT FACE CMU WALL SEE DETAIL N N 2" COMPACTED SAND FND/GRADE BEAM FND/GRADE BEAM 2' R-1 BOARDUDED POLYSTYRENE INSULATION 15 PSI PROTECT FROM EXPOSURE WITH FLASHING TO 6" BELOW GRADE CMU WAINSCOT DETAIL A CROSS SECTION AT GRID LINE 1 — t/a" = I'-o" AT GRID LINE A 1/4" = V-0" Door Schedule SYMBOL KEY Window Schedule _ Rough Nom. Door./Win. Jamb Additional Rough Nom. Window / \ Door opening Size material & core Lite Dims.Swin Addn'I Hrdwr Width Notes Window opening Size Frame Finish Ty2e Glass Additional Notes 102 DOOR SYMBOL \ 101 C 3070 Pol urethane Ins. Steel Door LH Lever Lockset Closer - = 101-105 (2) 1/2"X1•• BOLTS 102 C 3070 Pol urethane Ins. Steel Door LH Lever Lockset Closer U-Value = 0.37 108-113 EACH SIDE OF \ 103 C 3070 Pol urethane Ins. Steel Door LH Lever Lockset Closer U-Value = 0.37 115,117 A 6040 Vinyl White Slider 3/4" HP U-Factor 0.30, SHGC 0.26 118 WINDOW SYMBOL TREAD 104 C 3070 Pol urethane Ins. Steel Door RH Lever Lockset Closer Ext. Door U-Value = 0.37 106,107 105 D 3070 Aluminum Storefront Door LHR Ext. Door U-Value = 0.48 114,116 B 3040 Vinyl White Slider 3 4" HP U-Factor 0.30, SHGC 0.26 106 D 3070 Aluminum Storefront Door LHR Pull/Push, Closer Ext. Door U-Value = 0.48 TOTAL AREA OF EXTERIOR GLAZING = 360 S.F. 107 Birch r W Tim m RH n Lever k 4-7/8" I V-o 108 1 E 3068 ISC Birch Door W Timely Jamb LH Il Lever Lockset 7-1/4" 109 E 3068 SC Birch Door WZ TimeTv Jamb RH Possa e Lever Lockset 7-1/4" TS10" x 2" x 3/16" STAIR STRINGER 110 E 3068 SC Birch Door W TimelyJamb RH Possa e Lever Lockset 7-1/4" 111 E 3068 SC Birch Door W Tim ly JambLH Privacy Lever Lockset 4-7/8" 112 E 3068 SC Birch Door W Timl,'Iv Jame LHR Passage Lever Lockset 4-7/8" ROUGH OPENING FOR WINDOWS 3/4" PLYWOOD a/Is z-z 113 E 3068 SC Birch Door W1 Timely Jamb LHR Entry Lever Lockset 7-1/4" WIDTH WEARING SURFACE 114 E 3068 SC Birch Door W TimelyJamb RH Privac Lever Lockset 4-7 8" OVER 22GA STEEL DECKING 2x2x3/i6 ANGLE 115 E 3068 SC Birch Door W Timel Jamb LH Privac Lever Lockset 7-1/4" 116 E 3068 SC Birch Door W TimelyJamb RH EntryLever Lockset 7-1/4 3.5" x 1.25" x 18GA STUDS @ 24" O.C./ PRECAST CONCRETE TREADS 117 E 3068 SC Birch Door W Time l Jamb LH Privac Lever Lockset 7-1/4" 4 4 SAME AS WINDOW SAME AS WINDOW W/ 18GA TRACK TOP & BOTTOM / BY BODES PRECAST 118 E 3068 SC Birch Door W Timel Jamb LH Ent Lever Lockset 4-7 8 -0" / 119 F 14 x 14 Insul. Overhead Door Ext. Door U-Value = 0.31 11 RUN 120 F 13 x 14 Insul. Overhead Door Ext. Door U-Value = 0.31 6-49/64" RISE / 121 F 14 x 14 Insul. Overhead Door Ext. Door U-Value = 0.31 g 3 TS3•• x 3° x 3/16" STAIyt SUPPORT COLUMN ROUGH OPENING FOR DOORS Q a q io \ /6" x 20GA BACKING SIZE + 4" SIZE + 4" SIZE + 1-1/4" \ FOR HANDRAIL SUPPORT co \ / STEEL STUDS 2' O.C. \ i HANDRAIL TO MEET IBC 1014 VINYL WINDOW VINYL WINDOW TS10" x 2" x 3/16" STAIR STRINGER OPENING OPENING ZZ \ \ + + + WINDOW TYPE OA OB a, N W N N o N vt o OVERHEAD SECTIONAL DOOR N.T.S. y 19'-1 1}•• STEEL EXT. DOOR ALUMINUM STOREFRONT WOOD DOOR W/ O B STAIR DETAIL 1/8- GWB W/ 06 S-12 BUGLE (TYP.) DOOR (TYP.) TIMELY JAMBS F — 3/a" = 1'-O" HEAD D.W. SCREWS ,—D o.c. GWB INSTALLED VERTICAL. NOTICE: MM610145 aR 1� �� DATE DESCRIPTION REV 2521 E.15AKEFVIFW ROAD The drawings and plans set forth on this sheet, as instruments BELLINGHAM,WA-%226 TITLE of service, are, and shall remain the property of COM-STEEL L.L.C. Use of these drawings is limited to a specified project TEL: (360)738-3769 CRO55 5ECTION,®ETAIL5,®OOWWIN SCHEDULE med hereon, and for the construction of one building, for com steel ( )which Com-Steel L.L.C. has been commissioned. Any use or ELC ULENSE M5TLL 05" re.seof said drawings is strictly prohibited without the written 111k.-5 07-18-A NOTED 5Zp permission of Com-Steel L.L.C. Written dimensions on this sheet Integrated Structural Systems 5ALE5000M-STEEL.COM one. �AA m3 have precedence over scaled dimensions. A�mmen W CASCADE SURVEYING 7 �7 o�yJa�Evwc gFN�2 SURVEYORS & ENGINEERING INC . ENGINEERS 105 E.Division -P.0. Box 326 - Arlington,WA 98223 PLANNERS Phone(360)435-5551 Fax(360)4354012 SINCE 19 www. cascadesurveying. c o m Project Description Backstrom 3 March 7, 2017 The new development located at 19014 63rd Ave NE,Arlington,WA,98223 is proposing the construction of a warehouse building.The warehouse totals 6,000 sf and also includes office space.The warehouse will have sidewalk on the north and east sides, parking lots to the north, and a paved storage area to the west.The proposal also includes landscaped areas around the edges of property and in the southeast corner of the lot. Stormwater will be mitigated by the construction of 3 infiltration trenches onsite; one water quality trench, one downspout infiltration trench, and one overflow trench. 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