Loading...
The URL can be used to link to this page
Your browser does not support the video tag.
Home
My WebLink
About
19704 60TH AVE NE_BLD2241_2026
CITY OF ARLINGTON CERTIFICATE OF OCCUPANCY INTERNATIONAL BUILDING CODE SECTION 111 NOTE: THIS CERTIFICATE DOES NOT CERTIFY ELECTRICAL WORK At 19704 60th Avenue NE, Suite 101 Building Permit Number 2241 Name &Address of Owner Occupant Load Number of Stories 19704 PROPERTIES LLC Industrial Main Floor 187/Industrial Mezzanine 26/ Office 14 1 7722 21ST AVENUE NE Type of Construction/Sprinkler System Required Use SEATTLE,WA 98115 J VB Yes Manufacturin �Office THE Structure HAS BEEN INSPECTED AND APPROVED AS COMPLYING WITH THE 2015 EDITION OF THE INTERNATIONAL BUILDING CODE FOR GROUP F-1/13 OCCUPANCY ISSUED October 4, 2019 BY ���� BUILDING OFFICIAL � Gt� �� �z�i �a��`I l�o'�J��- �lol a CITY OF ARLINGTON CERTIFICATE OF OCCUPANCY INTERNATIONAL BUILDING CODE SECTION 111 NOTE: THIS CERTIFICATE DOES NOT CERTIFY ELECTRICAL WORK At 19704 601h Avenue NE, Suite 102 Building Permit Number 2241 Name&Address of Owner Occupant Load Number of Stories 19704 PROPERTIES LLC Industrial Main Floor 103/Office 3 1 7722 21ST AVENUE NE Type of Construction /Sprinkler System Required Use SEATTLE,WA 98115 VB/Yes Manufacturing/Office THE Structure HAS BEEN INSPECTED AND APPROVED AS COMPLYING WITH THE 2015 EDITION OF THE INTERNATIONAL BUILDING CODE FOR GROUP 17-1/13 OCCUPANCY ISSUED October 4, 2019 BY BUILDING OFFICIAL ��'� �9 � �,o�lol ��� "�'� I CITY OF ARLINGTON COPY CERTIFICATE OF OCCUPANCY INTERNATIONAL BUILDING CODE SECTION 111 NOTE: THIS CERTIFICATE DOES NOT CERTIFY ELECTRICAL WORK At 19704 60th Avenue NE, Suite 102 Building Permit Number 2241 Name &Address of Owner Occupant Load Number of Stories 19704 PROPERTIES LLC Industrial Main Floor 103/Office 3 1 AVENUE NE SEATTL Type of Construction/Sprinkler System Required Use SEATLE,WA 98115 VB Yes Manufacturing/Office THE Structure HAS BEEN INSPECTED AND APPROVED AS COMPLYING WITH THE 2015 EDITION OF THE INTERNATIONAL BUILDING CODE FOR GROUP F-1 B OCCUPANCY ISSUED October 4, 2019 BY BUILDING OFFICIAL CITY OF ARLINGTON copy CERTIFICATE OF OCCUPANCY INTERNATIONAL BUILDING CODE SECTION 111 NOTE: THIS CERTIFICATE DOES NOT CERTIFY ELECTRICAL WORK At 19704 601h Avenue NE,Suite 101 Building Permit Number 2241 Name&Address of Owner Occupant Load Number of Stories 19704 PROPERTIES LLC Industrial Main Floor 187/Industrial Mezzanine 26/ Office 14 1 7722 21ST AVENUE NE Type of Construction/ Sprinkler System Required Use SEATTLE,WA 98115 VB/Yes Manufacturing/Office THE Structure HAS BEEN INSPECTED AND APPROVED AS COMPLYING WITH THE 2015 EDITION OF THE INTERNATIONAL BUILDING CODE FOR GROUP F-1/13 OCCUPANCY ISSUED October 4, 2019 BY BUILDING OFFICIAL s� CITY OF ARLINGTON CERTIFICATE OF OCCUPANCY INTERNATIONAL BUILDING CODE SECTION 111 NOTE: THIS CERTIFICATE DOES NOT CERTIFY ELECTRICAL WORK At 19704 60th Avenue NE, Suite 101 Building Permit Number 2241 Name&Address of Owner Occupant Load Number of Stories 19704 PROPERTIES LLC Industrial Main Floor 187/Industrial Mezzanine 26/ Office 14 1 7722 21ST AVENUE NE Type of Construction/ Sprinkler System Required Use SEATTLE,WA 98115 VB/Yes ManufaCtUrin /Office THE Structure HAS BEEN INSPECTED AND APPROVED AS COMPLYING WITH THE 2015 EDITION OF THE INTERNATIONAL BUILDING CODE FOR GROUP F-1 B OCCUPANCY ISSUED October 4, 2019 BY G BUILDING OFFICIAL Permit Information Date 10/24/2018 Permit Number 2241 Project Name Meeco Manufacturing Applicant Name Meeco Manufacturing Applicant Address 9100 15th PL S. City,State,Zip Seattle,WA 98108 Contact Danielle Fowler Phone 425-252-2153 Email danielle@2812architecture.com Permit Type Commercial Addition Site Address 19704 60th Ave NE Valuation 360000.00 =3 rF #, 1 Status Ready to Issue Permit Issued Permit Expires Square Feet 1440 Type of Construction/Occupancy Load Number of Stories 1 Proposed Use Assigned To Raelynn Jones Property Parcel Address Legal Owner Owner Phone Zoning 00746300001100 119704 60TH AVE NE C&L WORKS LLC 1399 Other Miscellaneous Manufacturing NEC Contractors Contractor Name Primary Contact Phone Email Contractor Type License License# GAFFNEY CONSTRUCTION t•25-355-5500 nfo affne construction.com CONTRACTOR -abor&Industries 3AFFNCI104K3 Review Date Type Description Target Date Completed Date Assianed To Status 10/24/2018 3ommercial Addition '10/31/2018 Josh Grandlienard Npproved 10/24/2018 :ommercial Addition 10/31/2018 3uilding n Review 10/24/2018 3ommercial Addition No comments.LT 10/31/2018 11/1/2018 3W Admin Rev mom lete 10/24/2018 ommercial Addition Vo Comments JL 10/31/2018 10/30/2018 �W-Sew-Rev :om lete 10/24/2018 ommercial Addition Vo Comments.GUS 10/31/2018 10/30/2018 'W-Wat-Rev mom lete Fees Fee Description Notes Amount Building Permit Fee 322.10.00.00 $3,540.23 Building Plan Review Fee 345.83.00.00 $2,301.15 Process in fTech nology Fee 341.43.00.02 $25.00 State Surcharge-Commercial 386.00.01.00 $25.00 Total) $5,891.381 Payments Date Paid By Amount Description Payment Type Accepted B 10/24/20.18 S-12 Architecture $2.301.15 Clieuk YRaelynn Jones Total $2.301.151 Amount Outstanding:$3,590.23 Notes Date Note 1/30/2019 Revised Site Plan and Structural Plans received. 12/4/2018 Deferred Submittals: 1.Sprinkler 2.Fire Alarm 3.Rack storage floor plan and engineering for anchoring 4.High pile storage requirements 12/4/2018 Special Inspections: 1.Concrete 2.Epoxy Anchors 3.Expansion anchors 4.Steel frame bolting/torque 10/24/2018 Contractor TBD Uploaded Files Upload File Date File Uploaded B 12/5/2018 9:13:11 AM External-RE Meeco Mfa Contractor.msg Jones,Raelynn x 12/4/2018 10:39:48 AM 2241 Building Plan Requirernents.pdf Jones,Raelynn x 10/24/2018 11:20:23 AM 2241 Statement of Intended Use.pdf Jones,Raelynn }i 10/24/2018 11:20:23 AM 2241 A-plication.pdf Jones,Raelynn x CITY OF ARLII � GTON 238 N. OLYMPIC AVE -ARLINGTON, WA. 98223 PHONE; (360)403-3551 BUILDING PERMIT Address:19704 60th Ave NE Permit#:2241 Parcel#:00746300001100 Valuation:360000.00 OWNER APPLICANT CONTRACTOR Name:C&L WORKS LLC Name:Meeco Manufacturing Name:Coast Construction Group Address: 19810 W WATT RD Address:9100 15th PL S. Address:328 N Olympic Ave City,State Zip:CHENEY,WA 99206 City,State Zip:Seattle,WA 98108 City,State Zip:Arlington,WA 98223 Phone: Phone:425-252-2153 Phone:360-474-0600 LIC:COASTCG865CG EXP:02/18/2020 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 Addition CODE YEAR: 2015 STORIES: CONST.TYPE: `IB DWELLING UNITS: OCC GROUP: F 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 USE OR OCCUPY A BUILDING OR STRUCTURE UNTIL A FINAL INSPECTION HAS BEEN MADE AND APPROVAL OR A CERTIFICATE OF OCCUPANCY HAS BEEN GRANTED. IBC110/IRC110. SALES TAX NOTI E:Sal lax relating to construction and construction materials in the City of Arlington must be reported on your sales tax return form ZM gto101 . Signature Print Name Date Released By at CONDITIONS Adhere to approved plans. Please call for final inspection. Special Inspections: 1. Concrete 2. Epoxy Anchors 3. Expansion Anchors 4. Steel Frame Bolting/Torque. Deferred Submittals: 1. Sprinkler 2. Fire Alarm 3. Rack Storage floor plan and engineering for anchoring 4. High pile storage requirements 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 2/13/2019 Building Permit Fee $3,540.23 2/13/2019 Building Plan Review Fee $2,301.15 2/13/2019 Processing/Technology Fee $25.00 2/13/2019 State Surcharge-Commercial $25.00 Total Due: $5,891.38 Total Payment: $2,301.15 Balance Due: $3,590.23 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 y�- �� � I Lc,/Gou vJ-r1b.4e-)s Permit Information Date 10/24/2018 Permit Number 2241 Project Name Meeco Manufacturing Applicant Name Meeco Manufacturing Applicant Address 9100 15th PL S. City,State,Zip Seattle,WA 98108 Contact Danielle Fowler Phone 425-252-2153 Email danielle@2812architecture.com Permit Type Commercial Addition Site Address 19704 60th Ave NE Valuation 360000.00 Status Applied Permit Issued Permit Expires Square Feet 1440 Type of Construction/Occupancy Load Number of Stories 1 Proposed Use Raelynn Jones Assigned To Property Parcel Address Legal Owner Owner Phone Zoning 00746300001100 119704 60TH AVE NE C&L WORKS LLC 1399 Other Miscellaneous Manufacturing NEC Review Date Type Description Target Date Completed Date Assigned To Status 10/24/2018 "ommercial Addition '10/31/2018 Josh Grandlienard n Review 10/24/2018 -ommercial Addition 10/31/2018 Building n Review 10/24/2018 ommercial Addition '10/31/2018 3W Admin Rev n Review 10/24/2018 .,ommercial Addition 10/31/2018 3W-Sew-Rev n Review 10/24/2018 ommercial Addition 10/31/2018 3W-Wat-Rev in Review Fees Fee Description Notes Amount Building Permit Fee 322.10.00.00 $3 540.23 Building Plan Review Fee 345.83.00.00 $2 301.15 Process in [Tech n ology Fee 341.43.00.02 $25.00 State Surcharge-Commercial 386.00.01.00 $25.00 Total $5 891.38 Payments Date Paid By Amount Description Payment Type Accepted B 10/24/2018 -812 Architecture 1 $2.301.151 ICheck Paelynn Jones I _ $2.301.15I Amount Outstanding:$3,590.231 Notes Date Note 10/24/2018 Contractor TBD Uploaded Files Upload File Date File Uploaded B 10/24/2018 11:20:23 AM 2241 Statement of Intended Use.pdf Jones, Raelynn h 10/24/2018 11:20:23 AM 2241 Ahplication.pdf Jones,Rael nn - M_��r�o M►.�1tI E: /. 4::'© CXU rl t7EFcr'�-� _ m M- �1ZC e.L�M. - - 3 L NC;,o . Is in F[oorrz Pc.e h1 ►.*1» — E�Itcc -l�l cc r. p�*Sc1� Gam. COMMERCIAL REMODEL PERMIT APPLICATION Department of Community & Economic Development City of Arlington• 18204 59th Ave NE -Arlington, WA 98223 • Phone(360) 403-3551 Project Name/Tenant j4gg,40 �AA i1 N T1 &'tLA v I'll q Site Address I t 7U q )kvt - Bldg•/UniVSuite IBC Construction Type IBC Occupancy Type ' Description of Use a K N f V%1 60"",&e Q" "I"S Building Square Footage 3 3. of-,8 Number of Stories Cane- p(os iM C Z Z . Square Footage per Floor Mqi^ V ipar = 3 i ( 11 qD1 S _ WIII 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 Jff High piled/rack storage ❑ Industrial ovens/furnace ❑ Private fire hydrants ❑ Spraying or dipping operations ❑ Standpipe systems ❑ Temporary membrane structure, tents(>200sq it)or canopies(>400 sq ft) Provide it n any of We abovecheck d 49ms: Awkmajic, Eire i Alarwv s c.tnnS w k �e lm&-Ak�'J auD o c�a uJ v► ' e a S ret- C w-I1 o C- -1::";44 h� Installation,changes,modifications or removal of any of the above may require additional submittals,Information,or permits during the plan review or construction process. 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 iy�aFcordance with the laws, rules and reWlation of the State of Washington. e-Ac Applicants Signature T?dv-i I`C� e,-y'- C. l8 gal Print Applicants Name Date FOR STAFF USE ONLY Receiveo, Permi(a -- AoceoliR By Amount Received Receipt# d tb RecbNed-V — REV 2015 Page 7 of 7 1 � 1 L �1 1 1f: � 1 j • 1 I h I I t=: j� Y °� COMMERCIAL REMODEL PERMIT APPLICATION Department of Community & Economic Development City of Arlington• 18204 59th Ave NE -Arlington, WA 98223 • Phone(360) 403-3551 THIS APPLICATION MUST BE ACCOMPANIED BY TWO(2)SETS OF CONSTRUCTION PLANS,TWO(2) SETS OF SPECIFICATIONS,TWO(2)SETS OF STRUCTURAL CALCULATIONS,ONE (1)SETS OF NREC ENERGY CODE APPLICATIONS AND ONE(1) OCCUPANTS'S STATEMENT OF INTENDED USE, Type of Permit: /� ( ) Commercial Remodel V) Commercial Addition V) Tenant Improvement Project Address: 11 L7o q (P d A q 2. Parcel ID#: 0b 7 4 3 (stow 1100 Project Description: IYl l W 'U� 1�e w,ail ed 4A VA;,) Legal Description; ry�c<{ �✓ 7 3� ez f,pa�1 Protect Valuation: �, D��� Owner: A v1q- %rt v1 Phone Number: Address: 9 1 DU I e �1 City: 11cq State: W A Zip Code: 9 a tapi Contact Person:�Lt in ik llt_ ��t� ���I Z at�Lan11►�e�1 rt Phone Number: �Z,. Cell Phone: E-mail: _cl,A vi i!&A<e, Address: 2-91.4&d 6J Ave City: State; Wit Zip Code: t ZO Contractor: -r?,D Phone Number: Address: City: State; Zip Code: Contractor's License Number: _ _Expiration: Plumbing Contractor:� i� Phone Number: Address: _ _ City: State: Zip Code: Contractor's License Number: Expiration: Mechanical Contractor: Phone Number: Address: City: State: Zip Code: Contractor's License Number: Expiration: REV 2015 Page 6 of 7 Y �t COMMERCIAL REMODEL PERMIT APPLICATION 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(ICC/ANSI 1417.1) Washington State Amendments 1. WAC 51-50 Washington State Building Code 2. WAC 51-51 Washington State Residential Code 3. WAC 51-52 Washington State Mechanical Code 4. WAC 51-54 Washington State Fire Code 5. WAC 51-56&51-57 Washington State Plumbing Code and Standards 6. WAC 51-11 Washington State Energy Code 7. WAC 296-46B Electrical Safety Standards,Administration,and Installation C. CITY OF ARLINGTON DESIGN REQUIREMENTS Design Wind Speed: 85 miles per hour(Exposure C) Ground Snow Load: 25 pounds per square foot Seismic Zone: D2 Rainfall: 2 inches per hour for roof drainage design. Frost Line Depth: 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 24",or maximum 30"X 42"paper.All sheets are to be the same size and sequentially labeled. Plans are required to be clearly legible.with scaled dimensions,in indelible ink, blue line,or other professional media.Plans will not be accepted that are marked preliminary or not for construction,that have red lines,cut and paste details or those that have been altered after the design professional has signed the plans. Please Note:A separate submittal of plans is required for each building or structure. REV 2015 Page 2 of 7 COMMERCIAL REMODEL PERMIT APPLICATION 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. La SITE FLAN —REQUIRED WITH ALL SUBMITTALS (May be included as part of the Architectural Drawing cover Sheet) 1. Drawing shall be prepared at scale not to exceed 1"=20 feet. 2. Show building outline and all exterior improvements. 3. Provide property legal description and show properly lines. 4. Provide dimensions from the property lines to a minimum of two building corners(or two identifiable locations for irregular plan shapes). 5. Show building setbacks,easements and street access locations, 6. Indicate North direction. 7. Indicate finish floor elevation for the first level. 8. Provide topographical map of the existing grades and the proposed finished grades with maximum five feet elevation contour lines. 9. Show the location of all existing underground utilities, including water,sewer,gas and electrical. 10. Flood hazard areas,floodways,and design flood elevations as applicable. B. F1 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 1f8"minimum scale. Details a minimum Y.-inch scale. b) Plans must show the entire tenant space. c) Specify the use of each room/area. d) Provide an occupant load calculation on the floor plan.(on every floor,in all rooms and spaces) e) Show ALL exits on the plans;include new,existing or eliminated. f) Show Barrier-Free information on the drawings. g) Show the location of all permanent rooms,walls and shafts. h) Note the uses in the adjacent tenant spaces,if applicable. i) Provide a door and door hardware schedule. J) Show the location of all new walls,doors,windows,etc. REV 2015 Page 3 of 7 FS COMMERCIAL REMODEL PERMIT APPLICATION Department of Community & Economic Development City of Arlington• 18204 59th Ave NE •Arlington, WA 98223 • Phone(360) 403.3551 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 Coiling Plan a) Plan view 1/8°minimum scale. Details a minimum %-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 alighting fixture schedule. 4. ❑ Framing Plan a) Specify the size, spacing,span and wood species or metal gage for all stud walls. b) Indicate all wall, beam and floor connections. c) Detail the seismic bracing for all walls. d) Include a stair section showing rise,run,landings, headroom,handrail and guardrail dimensions. 5. ❑ Storage Racks(if applicable) a) Structural calculations are required for seismic bracing of storage racks eight feet or greater in height. b) Eight feet or less,show a positive connection to floor or walls. NOTE:High pile storage shall meet the requirements of current International Building and Fire Codes. C. ❑ 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 Page 4 of 7 i • e COMMERCIAL REMODEL IN o PERMIT APPLICATION Department of Community & Economic Development City of Arlington• 18204 59th Ave NE •Arlington, WA 98223 • Phone(360) 403-3551 The building permit does not include any mechanical, electrical, plumbing or fire sprinkler/alarm work.These permits are issued separately.Mechanical,electrical, plumbing, or fire sprinkler/alarm permits require a separate permit application and may also require separate plan review. Please note that any tenant improvement work in a space that involves food handling or preparation requires Snohomish County Health District approval before the permit can be issued. You must provide the Permit Center a copy of the approval letter or the approved plans.Contact the Snohomish County Health District at(425) 339-5250 with any questions or for more information. An intake appointment is required for all large Tenant Improvement Building Permit Applications. To determine if your project requires an intake appointment,to schedule an appointment or to ensure that you have the most current information, please contact the City of Arlington Permit Center at(360)403-3551 or by email to ced arlingtonwa.gov Application by courier or mail will not be accepted. 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 Page 5 of 7 COMMERCIAL REMODEL PERMIT APPLICATION Department of Community & Economic Development City of Arlington- 18204 59th Ave NE -Arlington, WA 98223 - Phone(360) 403-3551 The following minimum Information Is required for your Commensal/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 not be accepted. XOne (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 JS 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 Pre App Appointment Request. I acknowledge that all items designated above are Included as part of this application. REV 2015 Page 1 of 7 COMMERCIAL APPLICATION PERMIT SUBMITTAL Department of Community & Economic Development City of Arlington• 18204 591h Ave NI: • Arlington,WA 9822.3 • Phone(360) 403-3551 Name of Project: Meeco Manufacturing Addition & T.I. Project Address: Airport 37 Industrial Park Lot 44 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 it more than one firm Is to be employed). (X) Reinforced Concrete (X) Bolling in Concrete ( ) Pre-stressed Concrete ( ) Sholcrete ( 1 Structural Masonry (X) Structural Steel and Welding (X) High-Strength Bolling ( ) 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. II 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 Iho 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 Iho immediate attention of Iho contractor for resolution.A weekly shall be submitted to the City;detailing tho 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 lho 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 Statement of Intended Use This building has two tenants, MEECO Manufacturing and Country Save, both providing manufacturing services. MEECO manufactures and markets a complete line of safety and maintenance products for the solid fuel industry (wood stoves, pellet stoves, coal stoves, corn stoves and fireplaces), the fuel oil industry and the gas appliance industry. In addition, it is an OEM supplier of gasketing material to other manufacturers within these industries. Country Save will use this building to manufacture a line of natural laundry detergents. Search L&I Lab a Indust ries Safety&Health o Claims&Insurance a Workplace Rights 8 Trades Washington State Department of " Labor & Industries GAFFNEY CONSTRUCTION INC Owner or tradesperson 8105 BROADWAY GAFFNEY,JAMES L EVERETT,WA 98203 425-355-5500 Principals SNOHOMISH County GAFFNEY,JAMES L,PRESIDENT Gaffney,Joel C,VICE PRESIDENT GAFFNEY,JANET FAY,SECRETARY GAFFNEY,JAMES L,AGENT WA UBI No. Business type 600 173 764 Corporation License Verify the contractor's active registration/license/certification(depending on trade)and any past violations. Construction Contractor Active. Meets current requirements. License specialties GENERAL License no. GAFFNC1104K3 Effective—expiration 05/23/1990—03/31/2019 Bond Merchants Bonding Co(Mutual) $12,000.00 Bond account no. WA31100 Received by L&I Effective date 08/22/2011 08/18/2011 Expiration date Until Canceled Merchants Bonding Co(Mutual) $12,000.00 Bond account no. WAC46802 Received by L&I Effective date 03/25/2011 03/23/2011 Expiration date Until Canceled Insurance Continental Insurance Co $1,000,000.00 Policy no. 4013692483 Received by L&I Effective date Help us improve 03/23/2018 03131/2018 Expiration date 0 3/3112 01 9 Insurance history Savings ................ .... No savings accounts during the previous 6 year period. Lawsuits against the bond or savings ........ No lawsuits against the bond or savings accounts during the previous 6 year period. L&I Tax debts No L&I tax debts are recorded for this contractor license during the previous 6 year period,but some debts may be recorded by other agencies. License Violations No license violations during the previous 6 year period. Workers' comp Do you know if the business has employees?If so,verify the business is up-to-date on workers'comp premiums. L&I Account ID Account is current. - 363,020-00 Doing business as JAMES GAFFNEY CONST INC Estimated workers reported Quarter 3 of Year 2018"11 to 20 Workers" L&I account contact T2/KATHY ULRICH(360)902-4829-Email:WITE235@lni.wa.gov Public Works Strikes and Debarments Verify the contractor is eligible to perform work on public works projects. Contractor Strikes No strikes have been issued against this contractor. Contractors not allowed to bid No debarments have been issued against this contractor. Workplace safety and health No inspections during the previous 6 year period. �I1 hinglon, Help us improve Raelynn Jones From: Adam Clark <Adam@2812architecture.com> Sent: Tuesday, December 4, 2018 4:33 PM To: Raelynn Jones;Joe Gaffney Cc: Launa Peterson; Kristin Foster;Clark Schaefer(cschaefer@meecomfg.com); Brent Esping (besping @ meecomfg.com) Subject: [External] - FW: Meeco Mfg. Contractor Raelynn, The owner is using Gaffney construction for this project. Contact is Joe Gaffney (425)355-5500. Please let us know if you need additional information. Thanks, Adam From: Danielle Fowler Sent: Tuesday, December 04, 2018 4:19 PM To: Adam Clark Subject: Fwd: Meeco Mfg. Contractor Sent from my Whone Begin forwarded message: From: Raelynn Jones<riones@arlingtonwa. ov> Date: December 4, 2018 at 4:08:46 PM PST To: "danielle@2812architecture.com"<danielle@2812architecture.com> Cc: Launa Peterson<lpeterson@arlingtonwa.gov>, Kristin Foster<kfoster@arlinstonwa.gov> Subject: Meeco Mfg. Contractor Good Afternoon Danielle, Has a contractor been chosen for the Meeco Manufacturing commercial addition at 19704 60th Ave NE? The permit is ready to issue once we have the contractor information. Please advise.Thank you Sincerely, Raelynn Jones Permit Technician City of Arlington Community& Economic Development 18204 59th Ave NE Arlington,WA 98223 Office: 360-403-3436 www.arlingtonwa.gov 1 City of Arlington qFire Department June 13, 2019 Permit Number: BLD 2241 Project Address: 19704 60th Avenue NE, Arlington Project Description: Site Review Fire Protection for Meeco Manufacturing Commercial Addition Re: Marking of fire lane on property The Arlington Fire Department has conducted a review of the site at 19704 60th Avenue NE. The following fire code items shall be addressed and corrected prior to the completion and approval of Building permit 2241: 1. Mark all fire access roads on property per Arlington Municipal Code, Title 15, Chapter 15.10, Section 503.3 Signs: "When required by the Fire Code Official, identified fire access roads shall be identified with permanent approved signage that indicates FIRE LANE-NO PARKING-TOW AWAY ZONE. Signs shall be permanently mounted in locations as directed by the Fire Code Official. The use of ground level markings on pavement, curbing or other shall only be allowed in applications as approved by the Fire Code Official". 2. Vehicles are not permitted to park in the fire access roadway along the south, west and north sides of the building. Parking is only allowed in the parking stalls along the east side of the property. 3. Vegetation growing over the curb(s) into the fire access roadway along the south, west and north sides of the property shall be trimmed to the back side of the curb. The full width and height of the fire access roadway is required to be clear and free of any obstructions, including vegetation. Final approval will not be provided until all conditions are verified If there are any questions please do not hesitate to call. Sincerely, Mike Makela Assistant Fire Chief Arlington Fire Department NFICEOPY I October 8, 2018 QUANTUM C 00 S U LT UG [n G1 U[e RS STRUCTURAL CALCULATIONS (Permit Submittal) MEECO MANUFACTURING Arlington, WA 98223 Quantum Job Number: 18712.01 Prepared for: 2818 ARCHITECTURE 2812 Colby Avenue Everett, Washington 98201 CITY OF ARLINGTON BUILDING DEPARTMENT APPROVED Prepared by: DATE BYA&-e,2 QUANTUM CONSULTING ENGINEERS 1511 Third Avenue, Suite 323 NO CHANGESAIJI"HORIZED Seattle, WA 98101 UNLESS APPROVED BY THE TEL 206.957.3900 BUILDING INSPECTOR FAX 206.957.3901 Received OCT 18 2018 LLD 2A( KU`I'w')'fI,I.TA '37 TIT-) 70 . } QUANTUM I CONSULTING ENGINEERS 1511 Third Avenue, Suite 323 Seattle, WA 98101 TEL 206.957.3900 FAX 206.957.3901 Meeco Manufacturing Arlington,WA 98223 Quantum Job Number: 18712.01 INDEX DESIGNCRITERIA..........................................................................................................................C- 1 LOADINGS MINIMUMREQUIRED.........................................................................................................L- 1 SNOW......................................................................................................................................L-2 WIND ......................................................................................................................................L-5 SEISMIC..................................................................................................................................L- 13 WOOD FRAMING DESIGN ROOF JOISTS AND WALL STUDS .....................................................................................W- I ROOFDIAPHRAGM .............................................................................................................W- 10 SHEARWALLS .....................................................................................................................W- 11 EXISTING CONCRETE WALL ANALYSIS&OPENING DESIGN WALL HAND CALCULATIONS .........................................................................................E- 1 WALLANALYSIS.................................................................................................................E-2 NEW OPENING FRAMING DESIGN...................................................................................E- 10 MEECO MANUFACTURING Arlington, WA 98223 Quantum Job Number: 18712.01 DESIGN CRITERIA •i QUANTUM I CONSULTING ENGINEERS STRUCTURAL DESIGN CRITERIA MEECO MANUFACTURING ARLINGTON, WA 98223 QUANTUM JOB NUMBER: 18712.01 CODE CRITERIA: BUILDING CODE.................................................................2015 INTERNATIONAL BUILDING CODE BUILDING DEPARTMENT..................................................................................CITY OF ARLINGTON WIND CRITERIA ...................................................................................... 110 MPH; EXPOSURE "C" ........................................................................................................................RISK CATEGORY= II .........................................................................................................................................KZT= 1.00 SEISMICZONE................................................................................................................... SDC = D .............................................................................................................................. SITE CLASS = D ................................................................................ WOOD PANEL BEARING SHEAR WALL, R = 6.5 ............................................................................................................................ IE= 1.0 ......................................................................................................... SS = 1.05, S, = 0.41 ...............................................................................................................Sps = 0.76, SDI = 0.43 SNOW ...........................................................,.....................................................................25 PSF SOILS CRITERIA: ALLOWABLE BEARING PRESSURE...................................................................................2,000 PSF MINIMUM FOOTING WIDTH ...................................... CONTINUOUS: 18" MIN., ISOLATED: 24" MIN. FROSTDEPTH ..................................................................................................................18" MIN. ACTIVE SOIL PRESSURE (RESTRAINED/ UNRESTRAINED).....................................50 PCF/35 PCF SEISMIC SURCHARGE PRESSURE (RESTRAINED/ UNRESTRAINED)......................8H PSF/6H PSF PASSIVE SOIL PRESSURE..................................................................................................350 PCF COEFFICIENT OF FRICTION ......................................................................................................0.35 MATERIALS CRITERIA: CONCRETE (28 DAY STRENGTH): FOUNDATION/S.O.G.....................................................,................................f'c=3,000 PSI REINFORCING STEEL: GRADE 60............................................. .....................................................Fy=60,000 PSI STRUCTURAL STEEL: WIDE-FLANGE SECTIONS: A-992..................................................................Fy=50,000 PSI MISCELLANEOUS SECTIONS: A-36............................................ .................Fy=36,000 PSI TUBE SECTIONS: A-500................................... ...........................................Fy=46,000 PSI PIPE SECTIONS: A-53..................................................................................Fy=35,000 PSI WELDING....................................................................................................Fy=70,000 PSI WOOD FRAMING: 2X, 3X, &4X FRAMING MBRS.......................................................................HF#2 OR DF#2 LSL MEMBERS— BEAMS & HEADERS.................................................................1.55 E LSL WOODSHTG.............................................................................................. .... APA RATED C-1 i STRUCTURAL DESIGN CRITERIA MEECO MANUFACTURING ARLINGTON, WA 98223 QUANTUM JOB NUMBER: 18712.01 ASSEMBLY WEIGHTS ROOF LOADS COMMENTS GRAVITY: SEISMIC: METAL ROOF PANEL 2.0 PSF 2.0 PSF 1/z" PLYWOOD SHEATHING 3.0 PSF 3.0 PSF (2) LAYERS 4" FOAM INSULATION 3.5 PSF 3.5 PSF ROOF JOISTS Q 24" O.C. 2.1 PSF 2.1 PSF R30INSULATION 1.0 PSF 1.0 PSF 5/8" GWB 2.6 PSF 2.6 PSF SPRINKLERS 3.0 PSF 1.0 PSF LIGHTS, DUCTS 1.0 PSF 0.5 PSF MISCELLANEOUS 1.8 PSF 0.8 PSF PARTITIONS - 6 PSF ROOF DL 20 PSF 23.0 PSF SL= 25 PSF WALL LOADS GRAVITY& SEISMIC: METAL WALL PANEL 1.0 PSF 1/2" PLYWOOD SHEATHING 1.5 PSF FRAM I NG- 2X6 Q 16" O.C. 1.7 PSF INSULATION 0.5 PSF 1/2 " GWB 2.2 PSF MISCELLANEOUS MECHANICAL/ELEC. 3.1 PSF 10.0 PSF C-2 i MEECO MANUFACTURING Arlington, WA 98223 Quantum Job Number: 18712.01 LOADINGS 9/28/2018 •� Arlington,WA f� ♦ Building Division Categories All Categories Show All Answers • Animal Services 1. May I do the work myself or do I need to hire a contractor? • B ilding Division Cemetery 2. What are the Building Codes used in the City of Arlington? . Code Enforcement The City of Arlington does not have its own Building Code. The Washington . Contact City State Building Code Council determines, through legislative action, which Departments building codes will be used by the local jurisdictions throughout the State of • Emergency Washington. Please email the Permit Center or call at 360-403-3551 or for Management-Rea<ly Arlington! additional information. • Fire/EMS Building Codes Used in Arlington Hangar Questions Human Resources • 2015 IRC— Residential Code with WA State Amendments Passport Services • 2015 IBC— Building Code with WA State Amendments Permit Assistance • 2015 IFC— Fire Code with WA State Amendments Center Planning&Land Use • 2015 IMC— Mechanical Code with WA State Amendments Division • 2015 UPC— Plumbing Code with WA State Amendments Planning&Land Use Division-Annexations • 2015 IFGC— Fuel Gas Code with WA State Amendments Police • 2015 WSEC— Energy Code Public Works- Stormwater Utility 3. What are the climatic and geographic design criteria? Public Works- • Seismic Design Category D Wastewater • Wind Speed 85 mph (exposure C) Public Works-Water • Stormwater Utility • Roof Snow Load 25 psf, with 10 lb Dead Load Street Maintenance Frost Depth 18-inches . Transportation Benefit District . Utility Billing 4. What do I need to know when hiring a contractor or remodeler? 5. What hours is construction allowed in the City of Arlington? L-1 it 9/28/2018 ATC Hazards by Location A This is a beta release of the new ATC Hazards by Location website. Please contact us with feedback. OTC Hazards by Location Search Information Address: Arlington,WA,USA Coordinates: 48.19871179999999,-122,1251418 Timestamp: 2018-09-28T20:21:51.832Z Hazard Type: Snow Map Results rc Nanairnoo RlChmondo o LO � tri Surrey oAbbotsford_ _ _ IL•q A Fo�F r mt Baker-Snoqualmie Nauonal Forest Victoria 108 ft 0 1 I COLVILLE RESERVATION Olympic v Okanogan Wenatchee National park Seattle National Forest 0 Olympic WlMNChm National Forest ° oma Go gle Tac o W A S H I N G T O N Map d9epaitA7Rib0ugie r'A IAnaael aYw Text Results ASCE 7-16 Ground Snow Load A 17 Iblsgft The reported ground snow load applies at the query location of 108 feet up to a maximum elevation of 120 feet with a tolerance of 100 feet. ASCE 7-10 Ground Snow Load ------------------- ... ... . .... _... A 15 lb/sqfl --und snow load applies at the query location of 108 feet up to a maximum elevation of 400 feet. ASCE 7-05 Ground Snow Load e A 15 Ib/sgft The reported ground snow load applies at the query location of 108 feet up to a maximum elevation of 400 feet. The results indicated here DO NOT reflect any state or local amendments to the values or any delineation lines made during the building code adoption process. Users should confirm any output obtained from this tool with the local Authority Having Jurisdiction before proceeding with design. Disclaimer Hazard loads are interpolated from data provided in ASCE 7 and rounded up to the nearest whole integer. While the information presented on this website is believed to be correct,ATC and its sponsors and contributors assume no responsibility or liability for its accuracy.The material presented in the report should not be used or relied upon for any specific application without competent examination and verification of its accuracy,suitability and applicability by engineers or other licensed professionals.ATC does not intend that the use of this information replace the sound judgment of such competent professionals,having experience and knowledge in the field of practice,nor to substitute for the standard of care required of such professionals in interpreting and applying the results of the report provided by this website.Users of the information from this website assume all liability arising from such use.Use of the output of this website does not imply approval by the governing building code bodies responsible for building code approval and interpretation for the building site described by latitude/longitude location in the report. L-2 https:Hhazards.atcouncil.org/#/snow?lat=48.19871179999999&ing=-l22.1251418&address=Arlington%2C%20WA%2C%20USA 1/1 Snow Drifting Per IBC 2015 and ASCE 7-10 Structure: Meecco Manufacturing Address: Arlington,WA Roof Designation: py(psf): 15 Ground Snow Load ps(psf): 11 Roof Snow Load y(pcf): 16.0 =Minimum of 0.13p9+ 14 or 30 pcf: per ASCE Eq. 7.7-1 hb(ft): 0.66 =(ps)/y. per ASCE Section 7.7.1 Cause of Snow Drift: Lower Roof of a Structure per ASCE 7.7.1 Not Applicable Do not fill in the blank ehorpo M I ASCE Figure 7-8 S Load Du to oi;nln0 Configuration of Snow Drifts on Lower Roofs 4Balanced Snow Load L i i W Wind W Leeward Drift ASCE Figure 7-7 Windward Leeward g Windward Miltetep Step Drifts Formed at Windward / and Leeward Steps Snow Li(ft): 20.00 lower roof length Lu(ft): 140.00 upper roof length(zero if parapet) hproi(ft): 5.50 h�(ft): 4.84 h,/hb: 7.35 =>0.2; Snow Drift Calc Required per ASCE 7.7.1 Windward Snow Drift Loading per ASCE Section 7.7 hd(ft): 0.98 <he hd use(ft): 1.0 pd(psf): 15.69 W(ft): 3.93 <LI Leeward Snow Drift Loading per ASCE Section 7.7 hd(ft): 3.49 <he hd use(ft): 3.5 pd(psf): 55.71 W(ft): 13.97 <LI Quantum Consulting Engineers LLC Project: Meeco Manufactur. Date: 10/4/18 Job No: 18712.01 1511 Third Avenue,Suite 323 Designer: TVM Sheet: SeatUe,WA 98101 Client: 2812 Architect. Checked: L-3 •1 I Sliding Snow Per IBC 2015 and ASCE 7-10 Structure: Meecco Manufacturing Address: Arlington, WA Upper Roof Designation: Existing Building Low Roof Designation: New Shed Pw�e MAX uFFTR ROOF LOW ROOF Upper Roof Information Slippery Surface: Yes per ASCE Section 7.4 Roof Slope ("/12): 2.0/12 =9.46 deg Sliding Snow Required pupper(psf): 11 pf per ASCE Section 7.3 W(ft): 70.00 horizontal distance from eave to ridge. Psiide(plf): 294 sliding surcharge per ASCE Section 7.9 Lower Roof Information Lion,(ft): 20.00 lower roof length pioW(psf): 11 Low Roof Snow Load Psiide(psf): 20 = Psiide/15 Lsiide(ft): 15.00 =LioW(15ft Max) Quantum Consulting Engineers LLC Project: Meeco Manufactur. Date: 10/4/18 Job No: 18712,01 1511 Third Avenue,Suite 323 Designer: TVM Sheet: Seattle,WA 98101 Client: 2812 Architect. Checked: L-4 9/28/20-18 Search Results for Map ) Apphad Technology Council wlwosearBrLOCAPON ASCE 7 Windspeed ASCE 7 Ground Snow Load Related Resources Spnne,' About ATC Contact This site will be taken offline on June 30th 2018.Please start using the new site at q ss:11 azards.atcouncil.org. n Search Results �' C P, J. L J a.tvui� , Query Date: Fri Sep 28 2018 Latitude:48.1987 Longitude:-122.1251 ASCE 7-10 Windspeeds (3-sec peak gust in mph*): Risk Category I: 100 N_n - Ivl=(N�RAI� Il r:ii: Risk Category II: 110 r W-1—V!,Irinl Risk Category III-IV: 115 MRI**10-Year: 72 A�u ` r• t Ko, MRI**25-Year: 79 �u�nr� 4 WVOMINb MRI**50-Year: 85 L:k MRI**100-Year: 91 � ASCE 7-05 Windspeed: 85(3-sec peak gust in mph) ASCE 7-93 Windspeed: Go gle Map data©tors coogle,INFCI 70(fastest mile in mph) 'Miles per hour "Mean Recurrence Interval Users should consult with local building officials to determine if there are community-specific wind speed requirements that govern. n Print your results WINDSPEED WEBSITE DISCLAIMER While the information presented on this website is believed to be correct,ATC and its sponsors and contributors assume no responsibility or liability for its accuracy. The material presented in the windspeed report should not be used or relied upon for any specific application without competent examination and verification of its accuracy, suitability and applicability by engineers or other licensed professionals. ATC does not intend that the use of this information replace the sound judgment of such competent professionals, having experience and knowledge in the field of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the results of the windspeed report provided by this website. Users of the information from this website assume all liability arising from such use. Use of the output of this website does not imply approval by the governing building code bodies responsible for building code approval and interpretation for the building site described by latitude/longitude location in the windspeed load report. L-5 http://windspeed.atcouncil.org/index.php?option=com_content&view=article&id=10&dec=1&latitude=48.1987118&longitude=-122.1251418&risk_categ... 1/2 .f Wind Loads Criteria ASCE 7-10 Wind Load Criteria Risk Category: II Table 1.5-1 Roof Type: Monoslope Roof Basic Wind Speed: 110 Figure 26.5.1 Roof Slope: 2.0:12 Exposure Category: C Section 26.7.3 Mean Roof HT: 15.3 ft UP TO 60FT Wall Ht: 14.0 ft Parapet: No Wind Topographic Factor. Kam_ per Section 26.8 win f r Direction of Wind Lh w r X h H/2 H H/2 Terrain Type: Flat Terraiii Direction: Upwind of Crest Lh O 11 DIST UPWIND OF CREST TO HALF HT OF HILL OR ESCARP. H O ft HT.OF HILL OR ESCARP.RELATIVE TO THE UPWIND TERRAIN X: n ft DIST.(UPWIND OR DOWNWIND)FROM THE CREST TO THE BUILDING h: 15.3 ft MEAN ROOF HT ABOVE LOCAL GROUND LEVEL KZt. 1.00 EQUATION 26.8-1 Kzt I.00 MANUALLYINPUT Quantum Consulting Engineers LLC Project: Meeco Manufacturing Date: 10/4/18 Job No: 1511 Third Avenue, Suite 323 Designer: TVM Sheet: 1 Seattle,WA 98101 Client: 2812 Architecture Checked By: L-6 - - - - - - - - - - - - - - s _Wind Loads - Main Wind Force Resisting) System ASCE 7-10 Chapter 27 Part 2- Enclosed Simple Diaphragm, h<160ft Wind Load Criteria Risk Category: II Table 1.5-1 Basic Wind Speed: 110 mph Figure 26.5.1 �. 62L 5 B 53L .I Exposure Category: C Section 26.7.3 L Kzr 1.00 Section 26.8 plan fhss I BullJlug ld"n rooflu } LhS GB 11 FT Cltwian W311FIt BSLt SB52L ' LIB Ratio: 'I�1 Building Type: Class 1 1*--L—N Wall Height: 14.0 ft Short Dimension: 160.0 ft '"a" WIND Long Dimension: 240.0 ft —' tl4 Mp —flu. CI...2 Bulldlog Transverse Wind L/B: 0.666667 Longitudinal Wind L/B: 1.5 PLAN h-F"-moB Hlccatiun N"1c:Rnaf f.un may be flat,gable......d or hip FIGURE 27.5-1 Wall Pressures: Sep Fig 27.6-2 fur Minpes wind R—r pressures Transverse Longitudinal pressures SteTuble27.6-2 Wind Direction Wind Direction Ph: 26.2 psf 24.4 psf 6 � [// Po: 25.8 psf 24.0 psf L Wall I'm sums Wind *Values from ASCE table 27.6-1 SpeTablp27.6•1 h *All Values Ultimate(multiply x0.6 for ASD) I'la•i rlevaiiun FIGURE 27.6-1 Quantum Consulting Engineers LLC Project: Meeco Manufacturing Date: 10/4/18 Job No: 1511 Third Avenue, Suite 323 Designer: TVM Sheet: 2 Seattle, WA 98101 Client: 2812 Architecture Checked By: L-7 i Wind Loads - Main Wind Force Resisting System (Cont.) ASCE 7-10 Chapter 27 Part 2- Enclosed Simple Diaphragm, h<160ft Roof Pressure: 0 .0 Slope: 2.0:12 Mean Roof HT: 15.3 ft y Zone (PSF) Load Case 1 2 3 4 5 �. %• 1 NA NA -25.2 -22.4 -18.4 2 NA NA 0.0 0.0 0.0 —t *Values from Table 27.6-2 *All Values Ultimate (multiply x0.6 for ASD) r U c•> �.� uip Rear � Mrnte�lopa sear w.r Table 27.6-2 Roof Overhang (PSF) Rwf cQc prccurc from tnblc zArr"I or r,a applicable Po„I,: -18.9 Psf ps or r. Wind Direction p,.n-0.75 a p,or pr as appllcaNk. applied as an additiond upward loading (poaltivo pmmiure)to tmr oagativa edge premm$town Figure 27.6-3 Quantum Consulting Engineers LLC Project: Meeco Manufacturing Date: 10/4/18 Job No: Lie 1511 Third Avenue, Suite 323 Designer: TVM Sheet: 3 Seattle,WA 98101 Client: 2812 Architecture Checked By: L-8 Wind Loads - Components and Cladding ASCE 7-10 Chapter 30 - Part 4 Enclosed Buildings With h<160 FT (Simplified) Wind Load Criteria Risk Category: II Table 1.5-1 Basic Wind Speed: 110 mph Figure 26.5.1 Exposure Category: C Section 26.7.3 K,t: 1.00 Section 26.8 Roof Type: Monoslope Roof ' 7 O , s , Zone 2, 3, and 5 Dimensions :) ' (i,bk Roof Least Horiz. BLDG Dimension: 160 ft Flm Itunf a: 6.4 ft 0,lodes 2a 12.8ft ' 'j , s , 4a 25.6 ft s • Wall and Roof Pressures ` I lip kouf ftcwxf Effective Wind Area: Mono,lupe Zone 1: 133 ft"2 2 Zone 2: 133 ft'2 Zone 3: 133 ft"2 ' Zone 4: 65 ft'2 '` , • M Rwf Zone 5: 65 ft^2 s Zone (PSF) Load Case 1 2 3 4 5 1 -32.8 -39.6 -58.7 -27.5 -37.9 2 12.0 12.0 12.0 23.9 23.9 *Values from Table 30.7-2 'All Values Ultimate (multiply x0.6 for ASD) Quantum Consulting Engineers LLC Project: 2812 Architecture Date: 10/4/18 Job No: 1511 Third Avenue, Suite 323 Designer: Sheet: 4 Seattle,WA 98101 Client: Checked By: L-9 Wind Loads - Components and Cladding (Cont.) ASCE 7-10 Chapter 30 - Part 4 Enclosed Buildings With h<160 FT (Simplified) WWward parapet Leeward parapet Load Came A Load Casa B Top of parapet Parapets Pi Ps P3 P4 Windward Leeward Zone 4: 67.1 PSF 51.4 PSF Pr Zone 5: 96.7 PSF 61.9 PSF `Ref. ASCE Section 30.7.1.2 *All Values Ultimate(multiply x0.6 for ASD) ps Pa WUdward Parapet Load Case A I. Windward parapet pressure(pi)is delem+ined using We positive wall pessswe(ps)swo 4 or S Dom Table 30,7-2_ Leeward paned pressure(gar)is detennlrred using the negative roof pressure(pr)zones 2 or 3 flom Table 303-2. Leeward Parapet Load Case B 1. Windward parapet pressure(p3)is determined wing the positive wall pressure(p,)zoom 4 or S flom Table 30.7.2. 2- Leeward parapet pressure(ps)is doormined using The negative wall tresswe W cores 4 or S horn Tanta in 7-9 Figure 30.7-1 poPn Overhang Wind Loads Pooh: 42.3 PSF Roof Edge Pooh: 78.6 PSF Roof Corner PS: 27.5 PSF Roof Edge r Pa s: 37.9 PSF Roof Corner "Ref.ASCE 7-10 Sec. 30.7.1.3 -- 'All Values Ultimate(multiply x0.6 for ASD) Pw Notes: I, pooh s roof prossure at overhang for edge or comer zone as applicable from figures in roof pressure table. 2, pa h from figures includes load from both top and bottom surfbee of overhang. 3. Pressure N at soffit of overhang can be assumed same as wall pressure p- Figure 30.7-2 L um Consulting Engineers LLC Project: 2812 Architecture Date: 10/4/18 Job No: hird Avenue,Suite 323 Designer: Sheet: 5 ,WA 98101 Client: Checked By: L-10 Wind Loads - Components and Cladding ASCE 7-10 Chapter 30- Part 4 Enclosed Buildings With h<160 FT (Simplified) Wind Load Criteria EXISTING BUILDING Risk Category: II Table 1.5-1 Basic Wind Speed: 110 mph Figure 26.5.1 Exposure Category: C Section 26.7.3 Kz1: 1.00 Section 26.8 Roof Type: Monoslope Roof ' s C' . 01 C Zone 2, 3, and 5 Dimensions _. -� ' 0. � Gablc Runf Least Horiz. BLDG Dimension: 160 ft Fluff R.r a: 9.6 ft s 2a: 19.2 ft s n' ' • 0. s s Wall and Roof Pressures ; urn R<wr Effective Wind Area: Morroslopc Rmif71 Zone 1: 133 ft"2 Zone 2: 133 ft"2 , O Zone 3: 133 ft^2 ' Zone 4: 65 ft^2 , : , Munaanl Roof Zone 5: 65 ft^2 ' ✓ C4J s Zone (PSF) Load Case 1 2 3 4 5 1 -35.7 -43.0 -64.0 -29.9 -41.3 2 13.0 13.0 13.0 26.1 26.1 *Values from Table 30.7-2 *All Values Ultimate(multiply x0.6 for ASD) ejQuantum Consulting Engineers LLC Project: 2812 Architecture Date: 10/4/18 Job No: 1511 Third Avenue, Suite 323 Designer: Sheet: 4 Seattle,WA 98101 Client: Checked By: L-11 I I Wind Loads - Components and Cladding (Cont.) ASCE 7-10 Chapter 30- Part 4 Enclosed Buildings With h<160 FT(Simplified) Windward parapet Leeward parapet Load Cox A Load Case B Top or pampei Parapets p, N Windward Leeward Zone 4: 73.0 PSF 56.0 PSF Zone 5: 105.3 PSF 67.4 PSF 'Ref.ASCE Section 30.7.1.2 *All Values Ultimate(multiply x0.6 for ASD) ps Pb Windward parapet Load Care A 1. Windward parapet!ire Cps)is deterndrsc4 using the positive Wall pressure(pt)toms 4 or S ham Table 30.7-2. L ee"rd parapet pressure(pr)is detanniaed using the oegalfvo roof pressure(pr)zones 2 or 3 rsau Table 303.2, isewwd Parapet Coed can a 1. Wmdward perepet pressure(pt)is datermined using the positive wall prasmc(N)zones 4 or S hem Table 30.7-2. 2. Leeward parapet pressure(ps)is dete m ncd using the mgalive wall prewsme(p.)zones 4 or S tram Table Figure 30.7-1 pave Overhang Wind Loads Povh: 46.0 PSF Roof Edge Povh: 85.7 PSF Roof Corner Ps: 29.9 PSF Roof Edge rh ; rs: 41.3 PSF Roof Corner *Ref.ASCE 7-10 Sec. 30.7.1.3 *All Values Ultimate(multiply x0.6 for ASD) P. Notes: 1. p.A—roof pressm at overhang for edge or comer zone as applicable from figures in roof preserve table. 2. papfkom Figures Includes load from both top and bottom surface of overhang. 3, Pressure prat soffit of overhang can be assumed same as wall pressure p_ Figure 30.7-2 Quantum Consulting Engineers LLC Project: 2812 Architecture Date: 10/4/18 Job No: 1511 Third Avenue, Suite 323 Designer: Sheet: 5 Seattle,WA 98101 Client: Checked By: L-12 9/28/2018 I Design Maps Summary Report uSM Design Daps Summary Report User—Specified Input Building Code Reference Document 2012/2015 International Building Code (which utilizes USGS hazard data available in 2008) Site Coordinates 48.194291N, 122.12633°W Site Soil Classification Site Class D — "Stiff Soil" Risk Category I/II/III lanwood. EBEY HILL PORT RESE v�npN - SU SAW 5T►LLA6VAMISH BAY 4ESER1 AT" rfl t �� P -' on' [ `14 •y , � t Warm Beach +ARLivGToivuU'NtA1RvoRr � f 9MINA l >rfr�.�.��, jl ., • . USGS-Provided Output SS = 1.053 g SMs = 1.136 g SDS = 0.757 g Sl = 0.409 g SMl = 0.651 g SDI = 0.434 g For information on how the SS and S1 values above have been calculated from probabilistic (risk-targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the"2009 NEHRP"building code reference document. hfCEx RaponfiteSpectrum Detfpn RespmseSpedrum 0M f:) qJV n" OAN oil �.�► v ie 4,f 0M 0JM 7m Sim 0,33 OAO UJW OW im LID NO t.a1J i>al'f 2M onn ov o4o oao ow im im iAn ian im uv Period,V(SM) r'W&A T wo Although this information is a product of the U,S. Geological Survey,we provide no warranty, expressed or implied, as to the accuracy of the data contained therein.This tool is not a substitute for technical subject-matter knowledge. L-13 https://prod01-earthquake.cr.usgs.gov/designmaps/us/summary.php?template=minimal&latitude=48.194288228905&longitude=-122.12633207181653... 1/1 a Seismic Base Shear for the Equivalent Lateral Force Procedure Per IBC 2015&ASCE 7-10 Structure: Meeco Manufacturing Address: Arlington,WA Latitude: Longitude: Structure Classification Risk Category: II per ASCE Table 1.5-1 Seismic Force-Resisting System: Light-Framed Wood Walls Sheathed with Structural Panels R: 6 112 per ASCE Table 12.2-1 W.: 2 1/2 per ASCE Table 12.2-1 Cd: 4 per ASCE Table 12.2-1 hn(ft): 19.00 height above the base to the highest level of the structure Site Ground Motion Reg.Structure 5 Stories or Less: Yes Ss(max)= 1.5 Per ASCE 12.8.1.3 S, (g-sec): 0.41 SS(g-sec): 1.05 Site Class: D Assumed Value per ASCE Table 20.3-1 Spy (g-sec): 0.43 SpS(g-sec): 0.76 per ASCE 11.4.4 Seismic Design Category: D per ASCE 11.6 IE: 1.00 per ASCE Table 1.5-2 Fundamental Period per ASCE 12.8.2 Period Method: Approximate Fundamental Period Structure Type: All Other Structural Systems TL(sec): 6.00 ASCE Figures 22-12 through 22-16 Ta(sec): 0.18 Ct*hnx per ASCE Eq. 12.8-7 Tuse(Sec): 0.18 -—TL Equivalent Lateral Force Procedure Design Base Shear per ASCE 12.8 CS: 0.12 =SpS/(R/IE)per ASCE Eq. 12.8-2 CS-max: 0.37 =Soj/(Ta*R/IE)for T—TL per ASCE Eq. 12.8-3 CS-max: 12 =So,*TL/(Ta2*R/IE)for T>TL per ASCE Eq. 12.8-4 Cs-min: 0.03 per ASCE Eq. 12.8-5 Cs-min: -- =0.5S, /(R/IE)for S, _>0.6g per ASCE Eq. 12.8-6 Cs-use: 0.116 V: 0.116 W =Ca-use*W per ASCE Eq.12.8-1 Quantum Consulting Engineers LLC Project: Date: 10/4/18 Job No: 1511 Third Avenue,Suite 323Designer: heet: Seattle,WA 98101 Client: Checked By: L-14 -1 j 1 Vert. Distribution of Seismic Forces for the Equiv. Lateral Force Procedure Per IBC 2015 &ASCE 7-10 Structure: Meeco Manufacturing Seismic Parameters IE: 1.00 per ASCE Table 1.5-2 SDS(g-sec): 0.76 per ASCE 11.4.4 Period (Sec): 0.18 per ASCE 12.8.2.1 k: 1.00 per ASCE 12.8.3 Vertical Distribution of Seismic Forces per ASCE 12.8.3 Fx= CvxV per ASCE Eq. 12.8-11 Cvx= (wxhxk)/(Sw;h;k)per ASCE Eq. 12.8-12 Level hx(ft) wx(k) %of W total wx*hxk Cvx(%) Fx(k) Vx(k) Roof 17.00 33.12 100.0% 563.04 100.0% 3.86 3.86 Total WT(k): 33.12 Sum: 563.04 Cs-use: 0.116 V(k): 3.86 per ASCE 12.8.1 Vertical Distribution of Seismic Diaphragm Forces per ASCE 12.10.1.1 Fpx= (SF;/Sw;)*wpx per ASCE Eq 12.10-1 Fpx-max= 0.4*SDS*IE*wpx per per ASCE 12.10.1.1 Fpx-,,,;,,= 0.2*SD3*IE*wpx per per ASCE 12.10.1.1 Level wpx(k) fw,(k) Fx(k) I 7F,(k) I Fpx(k) INotes Roof 33.12 33.12 3.86 3.86 5.01 =Fp-min Quantum Consulting Engineers LLC Project: Date: 10/4/18 Job No: 1511 Third Avenue, Suite 323 Designer: Sheet: 2 Seattle,WA 98101 Client: Checked By: L-15 I MEECO MANUFACTURING Arlington, WA 98223 Quantum Job Number: 18712.01 WOOD FRAMING ]DESIGN �� I itMEMBER REPORT Roof, Roof Joist(Snow Drift) PASSED F 0 R T E 1 piece(s) 2.x 12 Hem-Fir No. 2 @ 16" OC Overall Sloped Length:20'7 3/16' 0 1 0M 0 " - 2 1'. 17 2' 1 All locations are measured from the outside face of left support(or left cantilever end).AII dimensions are horizon taL;Drawing is Conceptual Design Results Actual @ Location Allowed Result LDF Load:Combination(Pattern) System:Roof Member Reaction(Ibs) 781 @ 20' 911(1.505 Passed(86%) — 1.0 D+1.0 S(Alt Spans) Member Type:Joist Shear(Ibs) 676 @ 19'7/8" 1941 Passed(35%) 1.15 1.0 D+ 1.0 S(Alt Spans) Building Use:Residential Moment(Ft-Ibs) 2990 @ 11'8 1/4" 2964 Passed(101%) 1.15 1.0 D+1.0 S(Alt Spans) Building Code:IBC 2015 Live Load DeFl.(in) 0.502 @ 11'1/4" 0.634 Passed(L/455) -- 1.0 D+1.0 S(Alt Spans) Design Methodology:ASD Total Load Defl.(in) 0.833 @ 10'10 5/16" 0.951 1 Passed(1-1274) -- 1.0 D+ 1.0 S(Alt Spans) Member Pitch:2112 • Deflection criteria:LL(L/360)and TL(L/240). •Overhang deflection criteria:LL(2L/360)and TL(2L/240). •Top Edge Bracing(Lu):Top compression edge must be braced at 6"o/c unless detailed otherwise.. •Bottom Edge Bracing(Lu):Bottom compression edge must be braced at 20'3"o/c unless detailed otherwise. •A 15%increase in the moment capacity has been added to account for repetitive member usage. •Applicable calculations are based on NDS. Bearing Loads to Supports(Ibs) Supports Total Available Required Dead Roof Snow Total Accessories Live 1-Beveled Plate-HE 5.50" 5.50" 1.50" 288 284 286 858 Blocking 2-Hanger on 11 1/4"HE beam 2.00" HangeO 1.50" 257 254 530 1041 See note' - Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. •At hanger supports,the Total Bearing dimension is equal to the width of the material that is supporting the hanger • 'See Connector grid below for additional information and/or requirements. Connector:Simpson Strong-Tie Connectors Support Model Seat Length Top Nails Face Nails Member Nails Accessories 2-Face Mount Hanger LSSU28 3.50" N/A 10-10d common 5-10d x 1-1/2 Dead Roof Live Snow Loads Location(Side) Spacing (0.90) (non-seowr 1.25) (2.15) Comments 1-Uniform(PSF) 0 to 20'2" 16" 20.0 20.0 11.0 Roof 2-Tapered(PLF) 6'to 20, N/A 0.0 to 74.3 Snow Drift Weyerhaeuser Notes AA l SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software.Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record,builder or framer is responsible to assure that this calculation is compatible with the overall project.Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards.Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards.For current code evaluation reports,Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodprGducts/document-library. The product application,input design loads,dimensions and support information have been provided by Forte Software Operator Forte Software Operator ,lob Notes 10/4/2018 9:59:59 AM Travis Michaud Forte v5.3,Design Engine:V7.0.0.5 Quantum Consulting Engineers Wood Framing.4te (206)957-3917 Imichaud@quantumce.com Page 2 Of 4 W-1 r ti F O R T E MEMBER REPORT I Roof, Roof.'Joist ! PASSED 1 piece(s) 2 x 12 Hem-Fir No. 2 @ 16" OC Coverall Sloped Length:20'7 3/16' D o 2 72 " 1' 17 2' 1 All locations are measured from the outside face of left support(or left cantilever end).AII dimensions are horizontal.;Drawing is Conceptual Design Results Actual @ Location Allowed Result LDF Load:Combination(Pattern) System:Roof Member Reaction(Ibs) 540 @ 20' 911(1.50") Passed(59%) •• 1.0 D+1.0 S(Alt Spans) Member Type:Joist Shear(Ibs) 486 @ 19'718" 1941 Passed 25% 1.15 1.0 D+1.0 S(Alt Spans) Building Use:Residential Moment(Ft-Ibs) 2524 @ 10'7 11/16" 2964 Passed(85%) 1.15 1.0 D+1.0 S(Alt Spans) Building Code:IBC 2015 Live Load Defl.(in) 0.411 @ 10'7 7/16" 0.634 Passed(L/555) — 1.0 D+1.0 S(Alt Spans) Design Methodology:Aso Total Load Defl.(in) 0.710 @ 10'7 V2" 0.951 Passed(L/322) — 1.0 D+1.0 S(Alt Spans) Member Pitch:2112 • Deflection criteria:LL(L/360)and TL(L/240). •Overhang deflection criteria:LL(2L/360)and TL(2L/240). •Top Edge Bracing(Lu):Top compression edge must be braced at 3'8"o/c unless detailed otherwise. • Bottom Edge Bracing(Lu):Bottom compression edge must be braced at 20'3"o/c unless detailed otherwise. •A 15%increase in the moment capacity has been added to account for repetitive member usage. •-361 Has uplift at support 1'2 3/4".Strapping or other restraint may be required. • -310 Ibs uplift at support 20'.Strapping or other restraint may be required. •Applicable calculations are based on Nos. Bearing Loads to Supports(Ibs) Supports Total Available Required Dead Roof Snow Wind Total Accessories Live 1-Beveled Plate-HF 5.50" 5.50" 1.50" 259 284 355 -861 898/-861 Blocking 2-Hanger on 11 1/4"HF beam 2.00" Hanger' 1.50" 231 254 318 -748 803/-748 See note' • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. •At hanger supports,the Total Bearing dimension is equal to the width of the material that is supporting the hanger • 'See Connector grid below for additional information and/or requirements. Connector:Simpson Strong-Tie Connectors Support Model Seat Length Top Nails Face Nails Member Nails Accessories 2-Face Mount Hanger LSSU28 3.50" N/A 9-10d common 5-10d x 1-112 Dead Roof Live Snow Wind Loads Location(Side) Spacing (0.90) (non-snow:1.25) (1.15) (1.60) Comments 1-Uniform(PSF) 0 to 20'2" 16" 18.0 20.0 25.0 -58.7 Roof 2-Uniform(PSF) 0 to V 16" - - -19.9 Overhang /^Z�� Weyerhaeuser Notes _ Y SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software.Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record,builder or framer is responsible to assure that this calculation is compatible with the overall project.Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards.Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards.For current code evaluation reports,Weyerhaeuser product literature and installation details refer to www.weyerhaeriser.com/woodproducts/document-library. The product application,input design loads,dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes 10/4/2018 9:59:59 AM Travis Michaud Forte v5.3,Design Engine:V7.0.0.5 Quantum Consulting Engineers Wood Framing.4te (206)957-3917 lmichaud@quanlumce.com Page 3 of 4 W-2 it F 0 R T E MEMBER REPORT Roof,Roof:Joist(Snow Slide) PASSED 1 piece(s) 2 x 12 Hem-Fir No. 2 @ 16" OC Overall Sl d e20'7 3/16" 0 0 72 1' 19'2" LJ All locations are measured from the outside face of left support(or left cantilever end).AII dimensions are horizonta I.;Drawing is Conceptual Design Results Actual @Location Allowed Result LDF Load:CombtnaWn(pattern) System:Roof Member Reaction(Ibs) 605 @ 20' 911(1.50") Passed(66%) -- 1.0 D+1.0 S(Alt Spans) Member Type:joist Shear(Ibs) 544 @ 19'7/8" 1941 Passed 28%) 1.15 1.0 D+1.0 S(Alt Spans) Building Use:Residential Moment(Ft-Ibs) 2786 @ 10'9 7/16" 2964 Passed(94%) 1.15 1.0 D+1.0 S(Alt Spans) Building Code:IBC 2015 Live Load Deft.(in) 0.481 @ 10'8 3/8" 0.634 Passed(L/475) -- 1.0 D+1.0 S(Alt Spans) Design Methodology:ASD Total Load Defl. in 0.780 @ 10'8 V16" 0.951 Passed L/293) 1.0 D+1.0 S(Alt Spans) Member Pitch:2/12 • Deflection criteria:LL(L/360)and TL(L/240). •Overhang deflection criteria:LL(2L/360)and TL(2L/240). •Top Edge Bracing(Lu):Top compression edge must be braced at 2'5"o/c unless detailed otherwise. • Bottom Edge Bracing(Lu):Bottom compression edge must be braced at 20'3"o/c unless detailed otherwise. •A 15%increase in the moment capacity has been added to account for repetitive member usage. •Applicable calculations are based on NDS. Bearing Loads to Supports(Ibs) Supports Total Available Required Dead Roof Snow Total Accessories Live 1-Beveled Plate-HF 5.50" 5.50" 1.50" 259 284 316 859 Blocking 2-Hanger on 11 1/4"HF beam 2.00" Hanger' 1.50" 231 254 380 865 See note' • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. •At hanger supports,the Total Bearing dimension is equal to the width of the material that is supporting the hanger • 'See Connector grid below for additional information and/or requirements. Connector:Simpson Strong-Tie Connectors Support Model Seat Length Top Nails Face Nails Member Nails Accessories 2-Face Mount Hanger LSSU28 3.50 N/A 9-10d common 5-10d x 1-1/2 Dead Roof Live Snow Loads Location(Side) Spacing (0.90) (non-snow:1.25) (1:1S) Comments 1-Uniform(PSF) 0 to 20'2" 16" 18.0 20.0 11.0 Roof 2-Uniform(PSF) 5'to 20' 16" - 20.0 Snow Slide Weyerhaeuser Notes I SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software.Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record,builder or framer is responsible to assure that this calculation is compatible with the overall project.Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards.Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards.For current code evaluation reports,Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application,input design loads,dimensions and support information have been provided by Forte Software Operator Forte Software Operator ,lob Notes 10/4/2018 9:59:59 AM Travis Michaud Forte v5.3, Design Engine:V7.0.0.5 Quantum ConsulLing Engineers Wood Framing.4te (206)957-3917 imichaud@quanlumce.coin Page 4 Of 4 W-3 �) Project Title: MEEC(.,.,ANUFACTURING Engineer: TVM Project ID: Project Descr: Wood CO�U111r1 File=M:12812Architeclure118712,01Meeco ManufacturinglcalculationslWoodFraming,ec6. Softwarecopyltght ENERCALC,INC 1983-2018,Build:10.18.924 . t:tt CONSULTING ENGINEERS Description: 14'-0"Stud(Gable) Code References Calculations per 2012 NDS, IBC 2012, CBC 2013,ASCE 7-10 Load Combinations Used : IBC 2018 General Information Analysis Method: Allowable Stress Design Wood Section Name 2x6 End Fixities Top&Bottom Pinned Wood Grading/Manuf. Graded Lumber Overall Column Height 14 ft Wood Member Type Sawn (Used for non-slender calculations) Exact Width in Allow Stress Modification Factors Wood Species Hem-Fir 1.50 Exact Depth 5.50 in Cf or Cv for Bending 1.30 Wood Grade No.2 Area 8.250 in12 Cf or Cv for Compression 1.10 Fb+ 850.0 psi Fv 150.0 psi Ix 20.797 in^4 Cf or Cv for Tension 1.30 Fb- 850.0 psi Ft 525.0 psi Fc-Prll 1,300.0 psi Density 26.840 pcf ly 1.547 in^4 Cm:Wet Use Factor 1.0 Ct:Temperature Factor 1.0 Fe-Perp 405.0 psi Cfu:Flat Use Factor 1.0 E:Modulus of Elasticity x-x Bending y-y Bending Axial Kf:Built-up columns 1.0 NDS 15.3.2 Basic 1,300.0 1,300.0 1,300.0 ksi Use Cr:Repetitive? Yes Minimum 470.0 470.0 Brace condition for deflection(buckling)along columns: X-X(width)axis: Fully braced against buckling about X-X Axis Y-Y(depth)axis: Lu for Y-Y Axis buckling:14 ft,K=1.0 Applied Loads Service loads entered.Load Factors will be applied for calculations. Column self weight included:21.528 Ibs*Dead Load Factor AXIAL LOADS. . . Roof Loads:Axial Load at 14.0 ft,D=0.2590,Lr=0,2840,S=0.3550,W=0.1760 k BENDING LOADS. .. Wind Load:Lat.Uniform Load creating Mx-x,W=0.050 k/ft DESIGN SUMMARY Bending&Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.6606:1 Maximum SERVICE Lateral Load Reactions.. Load Combination +D+0.60W+H Top along Y-Y 0.350 k Bottom along Y-Y 0.350 k Governing NDS Forumla Comp+Mxx, NDS Eq.3.9-3 Top along X-X 0.0 k Bottom along X-X 0.0 k Location of max.above base 6.953 ft Maximum SERVICE Load Lateral Deflections... At maximum location values are... Along Y-Y 1.616 in at 7.047 ft above base Applied Axial 0.3861 k for load combination:W Only Applied Mx 0.7350 k-ft Applied My 0.0 Wt Along X-X 0.0 in at 0.0 ft above base Fc:Allowable 397.369 psi for load combination:nla Other Factors used to calculate allowable stresses... PASS Maximum Shear Stress Ratio= 0.1591 :1 Bendina Compression Tension Load Combination +D+0.60W+H Location of max.above base 14.0 ft Applied Design Shear 38.182 psi Allowable Shear 240.0 psi Load Combination Results Maximum Axial+Bendin,, Stress Maximum Shear Ratios Load Combination C D C P Stress Ratio Status Location Stress Ratio Status Location +D+H 0.900 0.297 0.08905 PASS 0.00 0.0 PASS 14.0 ft +D+L+H 1.000 0.270 0.08818 PASS 0.0 ft 0.0 PASS 14.0 ft +D+Lr+H 1.250 0.219 0.1745 PASS 0.0 ft 0.0 PASS 14.0 ft +D+S+H 1.150 0.237 0.1976 PASS 0.0 ft 0.0 PASS 14.0 ft +D+0.750Lr+0.750L+H 1.250 0.219 0.1526 PASS 0.0 ft 0.0 PASS 14.0 ft +D+0.750L+0.750S+H 1.150 0.237 0.170 PASS 0.0 ft 0.0 PASS 14.0 ft +D+0.60W+H 1.600 0.174 0.6606 PASS 6.953 ft 0.1591 PASS 14.0 ft +D+0.70E+H 1.600 0.174 0.08557 PASS 0.0 ft 0.0 PASS 14.0 ft +D+0.750Lr+0.750L+0.450W+H 1.600 0.174 0.5474 PASS 6.953 ft 0.1193 PASS 0.0 ft W-4 Project Title: MEECO rv1ANUFACTURING Engineer: TVM Project ID: Project Descr: Wood Column File=M:12812 Architeclure118712.01 Meew ManufacluringlCalculalionslWood Framing.ec6 Softwdre copyrightENERCALC,INC.1983-2018,Build:10 18.9 24 . Description: 14'-0"Stud(Gable) Load Combination Results Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination C D C p Stress Ratio Status Location Stress Ratio Status Location +D+0.750L+0.750S+0.450W+H 1.600 0.174 0.5632 PASS 6.953 fl 0.1193 PASS 0.0 ft +D+0.750L+0.750S+0.5250E+H 1.600 0.174 0.1668 PASS 0.01( 0.0 PASS 14.0 ft +0.60D+0.60W+0.60H 1.600 0.174 0.6306 PASS 6.953 ti 0.1591 PASS 14.0 ft +0.60D+0.70E+0.60H 1.600 0.174 0.05134 PASS 0.0 ft 0.0 PASS 14.0 ft Maximum Reactions Note:Only non-zero reactions are listed. X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction My-End Moments k-ft Mx-End Moments Load Combination @ Base @ Top @ Base @ Top @ Base @ Base @ Top @ Base @ Top +D+H - - 0.281 - - - - - - +D+L+H 0.281 +D+Lr+H 0.565 +D+S+H 0.636 +D+0.750Lr+0.750L+H 0.494 +D+0.750L+0.750S+H 0,547 +D+0.60W+H 0.210 0.210 0.386 +D+0.70E+H 0.281 +D+0.750Lr+0.750L+0.450W+H 0.158 0.158 0.573 +D+0.750L+0.750S+0.450W+H 0.158 0.158 0,626 +D+0.750L+0.750S+0.5250E+H 0.547 +0.60D+0.60W+0.60H 0.210 0.210 0.274 +0.60D+0.70E+0.60H 0.168 D Only 0.281 Lr Only 0.284 L Only S Only 0.355 W Only 0.350 0.350 0.176 E Only H Only Maximum Deflections for Load Combinations Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance +D+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+L+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+Lr+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+S+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750Lr+0.750L+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750L+0.750S+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.60W+H 0.0000 in 0.000 ft 0.969 in 7.047 ft +D+0,70E+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750Lr+0.750L+0.450W+H 0.0000 in 0.000 ft 0.727 in 7.047 ft +D+0.750L+0.750S+0.450W+H 0.0000 in 0.000 ft 0.727 in 7.047 ft +D+0.750L+0.750S+0.5250E+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +0.60D+0.60W+0.60H 0.0000 in 0.000 ft 0.969 in 7,047 ft +0.60D+0,70E+0.60H 0.0000 in 0.000 ft 0.000 in 0.000 ft D Only 0.0000 in 0.000 ft 0.000 in 0.000 ft Lr Only 0.0000 in 0.000 ft 0.000 in 0.000 ft L Only 0.0000 in 0.000 ft 0.000 in 0.000 ft S Only 0.0000 in 0.000 ft 0.000 in 0.000 ft W Only 0.0000 in 0.000 ft 1.616 in 7.047 ft E Only 0.0000 in 0.000 ft 0.000 in 0.000 ft H Only 0.0000 in 0.000 ft 0.000 in 0.000 ft W-5 Project Title: MEECC.,MANUFACTURING Engineer: TVM Project ID: Project Descr Wood Column FIIe=M:12812AIchitecture118112.0tMercoManufatturGlgl(alclilalrorulWaodFrammg.ecS WhyarecopynghtI-NERCAIC,INC t983.2018.Build•t0,18,9,24 KW-06005835 Licensee:QUANTUM CONSULTING ENGINEERS Description: W-V Stud(Gable) Sketches - - I"4k ,.m4k LO$44 s 26 1 1 - 1.50 in w-6 ti .• �l Project Title: MEECG.viANUFACTURING Engineer: TVM Project ID: Project Descr Wood CO�UY1111 Fl1e=MVBI8 aaMteeture118712 01 Meeao Manufactudngc iculalianslwood Framing.ec6 Software copyrightENERMC,INC 1983-2018,Build:10.18.9.24'Lic,4:KW-06005835 Licensee:QUANTUM CONSULTING ENGINEERS - Description: 17'-0"Stud(Gable) Code References Calculations per 2012 NDS, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used : IBC 2015 General Information Analysis Method: Allowable Stress Design Wood Section Name 2x6 End Fixities Top&Bottom Pinned Wood GradinglManuf. Graded Lumber Overall Column Height 17.0 ft Wood Member Type Sawn (Used for non-slender calculations) Exact Width 1.50 in Allow Stress Modification Factors Wood Species Hem-Fir Exact Depth Wood Grade No.2 p 5.50 in Cf or Cv for Bending 1.30 Area 8.250 in12 Cf or Cv for Compression 1.10 Fb+ 850.0 psi Fv 150.0 psi Ix 20_797 in14 Cf or Cv for Tension 1.30 Fb- 850.0 psi Ft 525.0 psi ly 1.547 in^4 Cm:Wet Use Factor 1.0 Fc-Pril 1,300.0 psi Density 26.840 pcf Ct:Temperature Factor 1.0 Fc-Perp 405.0 psi Cfu:Flat Use Factor 1,0 E:Modulus of Elasticity... x-x Bending y-y Bending Axial Kf:Built-up columns 1.0 Jvos 15.a.2 Basic 1,300.0 1,300.0 1,300.0 ksi Use Cr:Repetitive? Yes Minimum 470.0 470.0 Brace condition for deflection(buckling)along columns: X-X(width)axis: Fully braced against buckling about X-X Axis Y-Y(depth)axis: Lu for Y-Y Axis buckling:17 ft,K=1.0 Applied Loads Service loads entered.Load Factors will be applied for calculations. Column self weight included:26.141 Ibs*Dead Load Factor BENDING LOADS. . . Wind Load:Lat.Uniform Load creating Mx-x,W=0.050 k/ft DESIGN SUMMARY Bending &Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.8555:1 Maximum SERVICE Lateral Load Reactions.. Load Combination +D+0.60W+H Top along Y-Y 0.4250 k Bottom along Y-Y 0.4250 k Governing NDS Forumla Comp+ Mxx, NDS Eq. 3.9-3 Top along X-X 0.0 k Bottom along X-X 0.0 k Location of max.above base 8.443 ft Maximum SERVICE Load Lateral Deflections... At maximum location values are Along Y-Y 3.513 in at 8.557 ft above base Applied Axial 0.02614 k for load combination:W Only Applied Mx 1.0 k-ft Along X-X 0.0 in at 0.0 ft above base Fc:Allowable 273.404 Applied 0.0 for load combination:nla psi si Other Factors used to calculate allowable stresses... PASS Maximum Shear Stress Ratio= 0.1932:1 Bending Compression Tension Load Combination +D+0.60W+H Location of max.above base 0.0 ft Applied Design Shear 46.364 psi Allowable Shear 240.0 psi Load Combination Results Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination C D C P Stress Ratio Status Location Stress Ratio Status Location _ +D+H 0.900 0.207 0.01187 PASS 0.0 ft 0.0 PASS 17.0 ft +D+L+H 1.000 0.188 0.01181 PASS 0.0 ft 0.0 PASS 17.0 ft +D+Lr+H 1.250 0.152 0.01169 PASS 0.0 ft 0.0 PASS 17.0 ft +D+S+H 1.150 0.164 0.01173 PASS 0.0 It 0.0 PASS 17.0 ft +D+0.750Lr+0.750L+H 1.250 0.152 0.01169 PASS 0.0 ft 0.0 PASS 17.0 ft +D+0.750L+0.750S+H 1.150 0.164 0.01173 PASS 0.0 It. 0.0 PASS 17.0 ft +D+0.60W+H 1.600 0.119 0.8555 PASS 8.443 ft 0.1932 PASS 0.0 ft +D+0.70E+H 1.600 0.119 0.01159 PASS 0.0 ft 0.0 PASS 17.0 ft +D+0.750Lr+0.750L+0.450W+H 1.600 0.119 0.6417 PASS 8.443 ft 0.1449 PASS 0.0 ft +D+0.750L+0.750S+0.450W+H 1.600 0.119 0.6417 PASS 8.443 ft 0.1449 PASS 0.0 ft +D+0.750L+0.750S+0.5250E+H 1.600 0.119 0.01159 PASS 0.0 ft 0.0 PASS 17.0 ft +0.60D+0.60W+0.60H 1.600 0.119 0.8516 PASS 8.443 ft 0.1932 PASS 0.0 ft W-7 i ^� Project Title: MEECC.. .AUFACTURING Engineer: TVM Project ID: Project Descr: Wood Column File=MA2812 Architecture118712.01 Meeco Menufactunng%CalculaoonslWooa Framing.eo6 Software copyright ENERCALC,INC 1983-2018.Buikl:1018.9.24 r rr QUANTUM CONSULTING Description: 17'-0"Stud(Gable) Load Combination Results Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination C D C P Stress Ratio Status Location Stress Ratio Status Location +0.60D+0.70E+0.60H 1.600 0.119 0.006954 PASS 0.0 ft 0.0 PASS 17.0 ft Maximum Reactions Note:only non-zero reactions are listed. X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction My-End Moments k-ft Mx-End Moments Load Combination @ Base @ Top @ Base @ Top @ Base @ Base @ Top @ Base @Top +D+H 0.026 +D+L+H 0.026 +D+Lr+H 0.026 +D+S+H 0.026 +D+0.750Lr+0.750L+H 0.026 +D+0.750L+0.750S+H 0.026 +D+0.60W+H 0.255 0.255 0.026 +D+0.70E+H 0.026 +D+0.750Lr+0.750L+0.450W+H 0,191 0.191 0.026 +D+0.750L+0.750S+0,450W+H 0.191 0.191 0.026 +D+0.750L+0.750S+0.5250E+H 0.026 +0.60D+0.60W+0.60H 0.255 0.255 0.016 +0.60D+0.70E+0.60H 0.016 D Only 0.026 Lr Only L Only S Only W Only 0.425 0.425 E Only H Only Maximum Deflections for Load Combinations Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance +D+H 0.0000 in 0.000 ft 0.000 in 6A66 ft +D+L+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+Lr+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+S+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750Lr+0.750L+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750L+0.750S+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.60W+H 0.0000 in 0.000 ft 2,108 in 8.557 ft +D+0.70E+H 0.0000 in 0.000 It 0.000 in 0.000 ft +D+0.750Lr+0.750L+0.450W+H 0.0000 in 0.000 ft 1.581 in 8.557 ft +D+0.750L+0.750S+0.450W+H 0.0000 in 0.000 ft 1,581 in 8.557 ft +D+0.750L+0.750S+0.5250E+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +0.60D+0.60W+0.60H 0.0000 in 0.000 ft 2.108 in 8.557 ft +0.60D+0.70E+0.60H 0.0000 in 0.000 ft 0.000 in 0.000 ft D Only 0.0000 in 0.000 ft 0.000 in 0.000 ft Lr Only 0.0000 in 0.000 ft 0.000 in 0,000 ft L Only 0.0000 in 0.000 ft 0.000 in 0.000 ft S Only 0.0000 in 0.000 ft 0.000 in 0.000 ft W Only 0.0000 in 0.000 ft 3.513 in 8.557 ft E Only 0.0000 in 0.000 ft 0.000 in 0.000 ft H Only 0.0000 in 0.000 ft 0.000 in 0.000 ft W-8 Project Title: MEECt,,...ANUFACTURING Engineer: TVM Project ID: Project Descr: Wood Column File=MA2812Architedure118)12.O1MeecoMenuradunnglCakxtlallonslWoodFraining.ec6 Software copyrighl ENERCAI.C.INC 1983-2018,ftld'10 18.9.24 r.rr QUANTUM CONSULTING Description: t T-0"Stud(Gable) Sketches c� +x 0 to + 26 1.50 in W-9 ,;, I �I� PNC'. A h'\ pCSiGsl USE (Z) DAP}RRCZVIIS P�s Nbww I N ap SWi �, i5',N2 Q� $W3 wed ^ (S. b1 1C -7- a)(0,-1) 0 PLC r ,Ib' PLF � CoN�tzo:Ls KS (48'1) f`n(S1mCfA 7 �1 - IILIPI.F (3L'_a v s0E,ha �r = I,P8 K = 9 g PLC I$u PLC ALLOVil-N13LE JI< — C }1NT11*.E7 -To 5\�PPoK1 �A- 4 bI 1C 'ay ,4 PSF (j1') �0, 6� L� 0 �l �- C)\,r-)2ZDL ACTIoNs �?. : `�`�� PLF �?,U,� a�0 (?LF Q? 14,(4 jc V y 4 7 K1 �' 1 6 .6 K 120, -7T y 6 ► PLC 3 oP LC ND DiAPH(ZWGIn, Ir�Lc , 1K tNG P.CQ\)1RED. �� S NEA R W AL►-s 55(� SPRE-ADSHeEFT (:7oZ 9]� ?�N, U5E )Y PLF FaR WALL v-4EI6NT + )t b PLF �- 6R, R00i' 3D1sT C� A)-L WALLS ARE SW -4, H OLb C)Ow1J ?,C R D AO FL 4 SAC-HR WNLL 7 RtNL-r -lb 13V IL17JN C ANm OSE CV)GAR WALL ALb" G FL -V 7q4 RES15T JPL)Vf. IC O N S U L T I N G E N G I N E E R S N\EECo V A 0 IN 1,5 I00111,61 1511THIRDAVENUE project date project no. SUITE 323 -r U SEATTLE,WA 98101 designer sheet TEL 206.957.3900 7 6L FAX 206.957.3901 I d� O�R C I�I T E U R C W-10 www.quantumce.com client checked by LIGHT FRAMED WOOD SHEATHED PANEL SHEAR WALL DESIGN Per IBC 2015,ASCE 7-10, SDPWS 2015&NDS 2015 Structure: MEECO MANUFACTURING ADDITION Floor Level: FIRST FLOOR Sds= 0.76 Depth of Floor Framing&Plates(Clearspan)at Interstory(in)= 12.00 Shear Wall Line Information SW Mark Lsw(ft) hsw(ft) hsw/Lsw Wall Framing Specific Interstory of Species Gravity G Base? SW GRID 2.815.2 20.00 16.00 SW Segment 1.01 20.00 16.00 0.80 HF#2 043 Base SW GRID 3 20.00 16.00 - SW Segment 2.01 20.00 16.00 0.80 HF#2 0.43 Base SW GRID F 72.00 14.00 - - - SW Segment F.01 72.00 1400 0.19 HF#2 0.43 Base SW GRID 0.00 - - Shear Wall Loads and Summary EQ(lb)Wall Wind(lb)Wall Wall DL(lb) Wall DL(lb) Wall DL(lb) MIN.#of SW Mark ULT CULT) Wall End 1 End 2 Shear Wall Type End Studs Holdown SW GRID 2.815.2 1253 3300 - - - - - - SW Seg ment 1.01 1253 3300 2800 2240 2240 SW-6 2 No HD SW GRID 3 2520 6600 SW Segment 2.01 2520 6600 2800 4480 10000 SW-6 2 No HD SW GRID F 5100 4133 SW Segment F.01 5100 4133 23040 0 0 SW-6 2 No HD VjQ,5u.jjjantum Consulting Engineers LLC Project: MEECO MANUFACT. Date: 10/4/18 Job No: 18712.00 Third Avenue, Suite 323 Desi ner. TVM Sheet: 1 eattle,WA 98101 Client: 2812 ARCHITECTURE Checked By: W-11 LIGHT FRAMED WOOD SHEATHED PANEL SHEAR WALL DESIGN Per IBC 2015,ASCE 7-10, SDPWS 2015&NDS 2015 Structure: MEECO MANUFACTURING ADDITION Floor Level: FIRST FLOOR Shear Wall Schedule(LRFD) qb= 0.8 Panel Edge LRFD Sheathing Shear Wall Type Sheathing Grade,Sheathing Thickness,&Nail Size Nail Spacing Nominal Seismic Seismic SW Shear (in) SW Capacity(plf) Capacity Stiffness,G. (plf) (lb/in) SW-6 APA Rated,15/32",8d Common 6 520 416 10 SW-4 APA Rated,15132",8d Common 4 760 608 13 SW-3 APA Rated,15/32",8d Common 3 980 784 15 SW-2 APA Rated,15132",8d Common 2 1280 1024 20 2SW-4 APA Rated,15/32",Bd Common 4 1520 1216 26 2SW-3 APA Rated,15/32",ed Common 3 1960 1568 30 2SW-2 APA Rated,15/32",8d Common 2 2560 2048 40 Determine Shear Wall Type(LRFD) Seismic Adjusted Adjusted Shear Wall Seismic Shear Wind Shear Shear Wall SW Segment Mark Aspect Ratio Seismic (pin Wind Shear Req'd Shear(pin Capacity Check (pin Reduction Shear(pin tp Type(pin (pin 1.01 63 1.00 67 165 127 127 SW-6 416 OK 201 126 1.00 135 330 253 253 SW-6 416 OK F.01 71 1.00 76 57 44 76 SW-6 416 OK Determine Shear Wall 0 ertuming Moment Lever Arm SW Segment Mark Wall Length Calculated Override Wall User Input Lever Arm(ft) %Differ Lever Arm(ft) ent Length M.,Lever Arm ft 1.01 20.00 19.63 1.91% No No No No No 2.01 2000 19.63 1.91% No No No No No F 01 72.00 71.63 0.52% No No No No No Quantum Consulting Engineers LLC Project: MEECO MANUFACT. Date: 10/4/18 Job No: 18712.00 1511 Third Avenue,Suite 323 Designer: TVM Sheet: 2 61un' Seattle,WA 98101 Client: 2812 ARCHITECTURE Checked By: W-12 LIGHT FRAMED WOOD SHEATHED PANEL SHEAR WALL DESIGN Per IBC 2015,ASCE 7-10, SDPWS 2015&NDS 2015 Structure: MEECO MANUFACTURING ADDITION Floor Level: FIRST FLOOR Shear Wall End Axial Load(ASD) ASD Seismic Seismic ASD Wind SW Segment Mark Seismic Tension Tension Wind Tension Tension Wind Tension End 1 Dead End 2 Dead Tension(lb) Above(lb) Total(lb) (lb) Above(lb) Total(lb) (lb) (lb) 1.01 702 0 702 1584 0 1584 3640 3640 2.01 1411 0 1411 3168 0 3168 5880 11400 F.01 694 0 694 482 0 482 11520 11520 Determine Required Holdown(ASD) Controlling Wind End 1 End 1 Eq.16- End 2 Eq.1 End 2 Eq.16- Holdown SW Segment Mark Ten.Load Holdown Eq.16-15 16 15 16 (lb) I Capacity(lb) Status 1.01 600 1095 600 1095 600 No HD 0 OK 201 360 1491 3672 4216 360 No HD 0 OK F 01 6430 4992 6430 4992 4992 No HD 0 OK Quantum Consulting Engineers LLC Project: MEECO MANUFACT. Date: 10/4/18 Job No: 18712.00 1511 Third Avenue,Suite 323 Designer: TVM Sheet: 3 Seattle,WA 98101 Client: 2812 ARCHITECTURE Checked By: W-13 MEECO MANUFACTURING Arlington, WA 98223 Quantum Job Number: 18712.01 EXISTING CONCRETE WALL ANALYSIS E -K)5T10 G "-004k67C V\1 ALL J) Ex1S-T \N IAL1. Lopb)tAG THE V3ALt_ 1S <VRREN'tLV EQ E(J LaAbcr, Qv wlNb ALI-IG !Ts Roos I RaaF �vLL N Cl GHT, VOL I ;vPPORT "LI SVPPotiT VS I I�G 1 g(-2o15 LdAQs I j i LaAb - a� NEw W Ikl).. L0ArD106 If 'f �HC WWLL $V(3PORL' N NO wiw%,3 NE\,J v ,-Tv L14AID (:RQrn , 1N TN15 i orw SN TiAG ' ARE)%, ego W10P Lbl:\p prI -rt�E QQ11,01NC f WILL RES-161 DV b�� l�� I 11J1Nq LupA. U< N Ps RCovc�� sLwr; SLAB M A LTERnT1bQ WI LL. IS Qk TT Ex1iSIrJG LtjAb 3� W A L-L OPENING \) EW QPENIIJG WILL RE AWbEn FbR Nsw w O6oR; (ISO QcF) y') + 17-5 r--LF D L = 1';�1 $� PLFIN (NEW �EH�) SCE RISA O �SIGr1 (EWALL) VSC q w8� 1� QE �'m W/ w 6 X 9 CoLoY vs_ ``-2 WR REAL-TitO IS 5.62 K USE - BOLT � HEpR TAe- r 6,. PLaYITC w / WI b" L b QUANTUM! I CONSULTING ENGINEERS OEECo (N l�cN�FA cTaR�r)G I d /I / Olg I 01 1511 THIRDAVENUE project date project no. SUITE 323 T V M SEATTLE,WA 98101 ^ y� designer sheet TEL 206.957.3900 d� T C�V E-1_ FAX 206.957.3901 _ www.quantumce.com client checked by Project Title: MEECL, .,.ANUFACTURING Engineer: TVM Project ID: Project Descr: File=M:12812 Architecture11871201 Meeco ManufacluringlCalculationslWood 8 Concrele.ec13 Concrete Slender Wall SoNvarc copynght ENERCALC,INC 1983.2018,autld:1018.9.24 . r:tr QUANTUM CONSULTING Description: Existing Wall I New Loads Code References Calculations per ACI 318-11 Sec 14.8, IBC 2012, CBC 2013,ASCE 7-10 Load Combinations Used : IBC 2015 General Information fc:Concrete 28 day strength = 4.0 ksi Wall Thickness 5.50 in Temp Diff across thickness = deg F Fy:Rebar Yield = 60.0 ksi Rebar at wall center Min Allow Out-of-Plane Defl Ratio = L 1 0 Ec:Concrete Elastic Modulus = 3,605.0 ksi Rebar"d"distance 2.750 in Minimum Vertical Steel% = 0.0020 Lt Wt Conc Factor - 1.0 Lower Level Rebar. Using Stiff.Reduction Factor per ACI RA 0.12.3 Fr:Rupture Modulus 316.228 psi Bar Size ## 4 Max%of p balanced = 0.01806 Bar Spacing 16.0 in Max PulAg=fc* = 0.060 Concrete Density 150.0 pcf Width of Design Strip 16.0 in _One-Story Wall Dimensions A Clear Height = 24.0 ft B Parapet height = 2.0 ft B Wall Support Condition Top&Bottom Pinned Root Attach nent Initial Lateral Disp.@ Top Support 1.440 in A Floor Atlochment Vertical Loads Vertical Concentrated Loads.., (Applied to full"Strip Width") DL:Dead Lr:Roof Live Lf:Floor Live S.Snow :Win Beam Load#1 Eccentricity 5.750 in 0.230 0.250 0.530 k Dist from Base 18.0 ft Lateral-Loads Wind Loads: Seismic Loads Full area WIND load psf Wall Weight Seismic Load Input Method: ASCE seismic factors entered SDS Value per ASCE 12.11.1 S Ds*I = 0.7570 Fp=Wall Wt.* 0.3028 20.818 psf (Applied to full"STRIP Width") D Lr L E W Endpoints from Base top bottom Distributed Lateral Load 0.0360 klft 24.0 18.Oft Distributed Lateral Load 0.0850 klft 26.0 24.0 ft E-2 ,�` :r� :.: Project Title: MEEC(,,.,ANUFACTURING Engineer: TVM Project ID: Project Descr: Concrete Slender Wall File=M:\2812Architecture118712.01Meeco Manufacturing\Calculations\Wood&Concrete.ec6. Software coWighl ENERCALC,INC,1983-2018,BuiMA 18 9 24. r rr QUANTUM CONSULTINGENGINEERS , Description: Existing Wall/New Loads DESIGN SUMMARY _ Results reported for"Strip Width"of 16.0 in _ Goveming Load Combination... Actual Values... Allowable Values... FAIL Moment Capacity Check Maximum Bending Stress Ratio = 1.129 +1.351 D+0.50L+0.70S+E+1.60H Max Mu 3.217 k-ft Phi*Mn 2.849 k-ft PASS Service Deflection Check Actual Defl.Ratio L/ 849 Allowable Defl.Ratio 150 E Only Max.Deflection 0.3390 in PASS Axial Load Check Max Pu/Ag 29.706 psi Max.Allow.Defl. 1.920 in +1.351 D+0.50L+0.70S+E+1.60H Location 10.80 ft 0.06*fc 240.0 psi PASS Reinforcing Limit Check Controlling As/bd 0.004545 As/bd= 0.0 rho bal 0.01806 Maximum Reactions.,. for Load Combination.... Top Horizontal E Only 0.3909 k Base Horizontal E Only 0.3308 k Vertical Reaction +D+S+H 3.143 k Design Maximum Combinations-Moments Results reported for"Strip Width"=12 in. Axial Load Moment Values 0.6 Load Combination Pu 0.06*fc*b*t Mcr Mu Phi Phi Mn As As Ratio rho bal k k k-ft k-ft k-ft W2 +1.40D+1.60H at 16.00 to 16.80 1.204 15.840 1.59 0.06 0.90 2.01 0.150 0.0045 0.0181 +1.20D+0.50Lr+1.60L+1.60H at 16.00 to 16. 1.126 15.840 1.59 0.08 0.90 1.99 0.150 0.0045 0.0181 +1.20D+1.60L+0.50S+1.60H at 16.00 to 16.8 1.231 15.840 1.59 0.12 0.90 2.01 0.150 0.0045 0.0181 +1.20D+1.601-r+0.50L+1.60H at 16.00 to 16. 1.332 15.840 1.59 0.15 0,90 2.03 0.150 0.0045 0.0181 +1.20D+1.60Lr+0.50W+1.60H at 16.00 to 16, 1.332 15.840 1.59 0.31 0.90 2.03 0.150 0.0045 0.0181 +1.20D+0.50L+1.60S+1.60H at 16.00 to 16.8 1.668 15.840 1.59 0.26 0.90 2.10 0.150 0.0045 0.0181 +1.20D+1.60S+0.50W+1.60H at 16.00 to 16.8 1.668 15.840 1.59 0.42 0.90 2.10 0.150 0.0045 0.0181 +1.20D+0.50Lr+0.50L+W+1.60H at 16.00 to 1 1.126 15.840 1.59 0.40 0.90 1.99 0.150 0.0045 0.0181 +1.20D+0.50L+0.50S+W+1.60H at 16.00 to 1E 1.231 15.840 1.59 0.44 0.90 2.01 0.150 0.0045 0.0181 +1.351D+0.50L+0.70S+E+1.60H at 10.40 to 1 1.961 15.840 1.59 2.41 0.90 2.15 0.150 0.0045 0.0181 +0,90D+W+0.90H at 16.00 to 16.80 0.774 15.840 1.59 0.36 0.90 1.93 0.150 0.0045 0.0181 +0.7486D+E+0.90H at 11.20 to 1200 0.891 15.840 1.59 1.52 0.90 1.95 0.150 0.0045 0.0181 Design Maximum Combinations-Deflections Results reported for"Strip Width"=12 in. Axial Load Moment Values Stiffness Deflections Load Combination Pu Mcr Mactual I gross I cracked I effective Deflection Defl.Ratio k k-ft k-ft inA4 inA4 hnA4 in +D+H at 11.20 to 12.00 1.190 1.59 0.03 166.38 7.66 124.781 0.005 55,982.7 +D+L+H at 11.20 to 12.00 1.190 1.59 0.03 166.38 7.66 124.781 0.005 55,982.7 +D+Lr+H at 11,20 to 12.00 1.377 1.59 0.08 166.38 7.78 124.781 0.014 20,949.3 +D+S+H at 11,20 to 12.00 1.587 1.59 0.13 166.38 7.91 124.781 0.023 12,294.0 +D+0.750Lr+0,750L+H at 11.20 to 12.00 1.331 1,59 0.06 166.38 7.75 124.781 0.012 24,841.9 +D+0.750L+0.750S+H at 11.20 to 12.00 1.488 1.59 0.10 166.38 7.85 124.781 0.019 15,286.4 +D+0.60W+H at 12.80 to 13.60 1.080 1.59 0.19 166.38 7.59 124.781 0.043 6,723.7 +D+0.70E+H at 11.20 to 12.00 1.190 1.59 1.09 166.38 7.66 124.781 0.247 1,164.6 +D+0.750Lr+0,750L+0.450W+H at 12.80 to 13 1.221 1.59 0.19 166.38 7.68 124.781 0.040 7.241.0 +D+0.750L+0.750S+0.450W+H at 12.00 to 12. 1.433 1.59 0.22 166.38 7.81 124,781 0.047 6.126.7 +D+0.750L+0,750S+0.5250E+H at 11.20 to 12 1.488 1.59 0.90 166.38 7.85 124.781 0.201 1.432.5 +0.60D+0.60W+0,60H at 12.80 to 13.60 0.648 1.59 0.17 166.38 7.32 124.781 0.041 7,101.8 +0.60D+0.70E+0.60H at 11.20 to 12.00 0.714 1.59 1.06 166.38 7.36 124.781 0.243 1,183.9 D Only at 11.20 to 12.00 1.190 1.59 0.03 166.38 7.66 124.781 0.005 55,982.7 LrOnly at 12.00 to 12.80 0.188 1.59 0.05 166.38 7.02 124.781 0.008 34,168.4 E-3 ti ::.- Project Title: MEM ...ANUFACTURING Engineer: TVM Project ID: Project Descr: Concrete Slender Wall File, ArmitectureI1871201MeecoManuIacIuringCalcul2hon51w"R�,ctele,ed Solhme copyright ENERCAEC,INC 1983-2018 Build 10 18.9.2A mo QUANTUM CONSULTING Description: Existing Wall I New Loads 0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 S Only at 12.00 to 12.80 0.398 1.59 0.10 166.38 7.16 124,781 0,018 16,080.3 W Only at 13.60 to 14.40 0.000 1.59 017 166.38 6.90 124.781 0.062 4.643.7 E Only at 11.20 to 12.00 0.000 1.59 1.48 166.38 6,90 124.781 0.339 849.5 E-4 f1 Project Title: MEECt—ANUFACTURING Engineer: TVM Project ID: Project Descr: `ZiOt7CCEDt@ S��fld@r WallFile=M12812Architeciure118]12.01Meeco MaouladuringlCsiculatwnskwoed8Concrete.e(k . Soltmre coprghl ENERCAIC,INC 1983,2018,Bwid:10.18.9.24 . - i.ei QUANTUM CONSULTING Description: Existing Wall/New Loads Design Maximum Combinations-Deflections Results reported for"Strip Width"=12 in. Axial Load Moment Values Stiffness Deflections Load Combination Pu Mcr Mactual I gross I cracked I effective Deflection Defl.Ratio k k-ft k-ft W4 n14 in^4 m 0.000 0.00 0.00 0,00 0.00 0.000 0.000 0.0 Reactions-Vertical&Horizontal Results reported for"Strip Width"=12 in. Load Combination Base Horizontal Top Horizontal Vertical @ Wall Base E-5 Project Title: MEED- —AN UFACTURING Engineer: TVM Project ID: Project Descr: Concrete Slender Wall free=M.12812 Ard*ecture118712.01 Meeco KmWactunnglCalculWionslWood 8 Connote ed �1I SoftoereoopyrightENERCALC,INC 1983-2016.Build,1018.9.24 r.rr QUANTUM CONSULTING Description: Existing Wall I Existing Loads Code References Calculations per ACI 318-11 Sec 14.8, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used : IBC 2015 General,nformation fc:Concrete 28 day strength = 4.0 ksi Wall Thickness 5.50 in Temp Diff across thickness = deg F Fy:Rebar Yield = 60.0 ksi Rebar at wall center Min Allow Out-of-Plane Defl Ratio = L I 0 Ec:Concrete Elastic Modulus = 3,605.0 ksi Rebar"d"distance 2.750 in Minimum Vertical Steel% = 0.0020 X :Lt Wt Conc Factor = 1.0 Lower Level Rebar. - Using Stiff.Reduction Factor per ACI R 10.12.3 Fr:Rupture Modulus = 316.228 psi Bar Size # 4 Max%of p balanced = 0.01806 Bar Spacing 16.0 in Max PulAg=fc* = 0.060 Concrete Density = 150.0 pcf Width of Design Strip - 16.0 in One-Story Wall:Dimensions A Clear Height i 24.0 ft B Parapet height = 2.0 ft B Wall Support Condition Top&Bottom Pinned Root Alwrhment Initial Lateral Disp.@ Top Support 1.440 in A Floor Attnchment Lateral Loads _ Wind Loads: Seismic Loads Full area WIND load psf Wall Weight Seismic Load Input Method: ASCE seismic factors entered SIDS Value per ASCE 12.11.1 S Dg *1 = 0.7570 Fp=Wall Wt.* 0.3028 = 20.818 psf (Applied to full"STRIP Width") D Lr L E W Endpoints from Base top bottom Distributed Lateral Load 0.0360 klft 24.0 It Distributed Lateral Load 0.0850 klft 26.0 24.0 It E-6 -��� it Project Title: MEECU...ANUFACTURING Engineer: TVM Project ID: Project Descr: Concrete Slender Wall File=M:12812Architecture118712.01Me=MamAaclunnglCatculatrons%Wood&Concfete,ec6 Software copydghl ENERCALC,INC.1983-2018,Build:10.18.9 24 . r:ri. QUANTUM CONSULTING Description: Existing Wall/Existing Loads DESIGN SUMMARY _ Results reported for"Strip Width"of 16.0 in_ _ Governing Load Combination Actual Values... Allowable Values... FAIL Moment Capacity Check Maximum Bending Stress Ratio = 1.378 +1.20D+0.5OLr+0.50L+W+1.60H Max Mu 3.697 k-ft Phi*Mn 2.683 k-ft FAIL Service Deflection Check Actual Defl.Ratio L/ 53 Allowable Defl.Ratio 150 W Only Max.Deflection 5.472 in PASS Axial Load Check Max Pu/Ag 19.498 psi Max.Allow.Defl. 1.920 in +1.20D+0.5OLr+0.50L+W+1.60H Location 10.80 ft 0.06*fc 240.0 psi PASS Reinforcing Limit Check Controlling As/bd 0.004545 As/bd= 0.0 rho bal 0.01806 Maximum Reactions... for Load Combination.... Top Horizontal W Only 0.6034 k Base Horizontal W Only 0.4306 k Vertical Reaction +D+0.60W+H 2.383 k Design Maximum Combinations-Moments Results reported for"Strip Width"=12 in. Axial Load Moment Values 0.6* Load Combination Pu 0.06*f'c*b*t Mcr Mu Phi Phi Mn As As Ratio rho bal k k k-ft k-ft k-rt in12 +1.40D+1.60H at 22.40 to 23.20 0.347 15.840 1.59 0.03 0.90 1.85 0.150 0.0045 0.0181 +1.20D+0.50Lr+1.60L+1.60H at 22,40 to 23. 0.297 15.840 1.59 0.02 0.90 1.84 0.150 0.0045 0.0181 +1.20D+1.60L+0.50S+1.60H at 22.40 to 23.2 0.297 15.840 1.59 0.02 0.90 1.84 0.150 0.0045 0.0181 +1.20D+1.60Lr+0.50L+1.60H at 22,40 to 23. 0.297 15.840 1.59 0.02 0.90 1.84 0.150 0.0045 0.0181 +1.20D+1.60Lr+0.50W+1.60H at 11.20 to 12. 1.221 15.840 1.59 0.97 0.90 2.01 0.150 0.0045 0.0181 +1.20D+0.50L+1.60S+1.60H at 22.40 to 23.2 0.297 15.840 1.59 0.02 0.90 1.84 0.150 0.0045 0.0181 +1.20D+1.60S+0.50W+1.60H at 11.20 to 12.0 1.221 15.840 1.59 0.97 0.90 2.01 0.150 0.0045 0.0181 +1.20D+0.50Lr+0.50L+W+1,60H at 10.40 to 1 1.287 15.840 1.59 2.78 0.90 2.02 0.150 0.0045 0.0181 +1.20D+0.50L+0.50S+W+1.60H at 10.40 to 11 1.287 15.840 1.59 2.78 0.90 2.02 0.150 0.0045 0.0181 +1.351D+0.50L+0.70S+E+1.60H at 11.20 to 1 1.375 15.840 1.59 1.50 0.90 2.04 0.150 0.0045 0.0181 +0.90D+W+0,90H at 11.20 to 12.00 0.916 15.840 1.59 2.49 0.90 1.95 0.150 0.0045 0.0181 +0.7486D+E+0.90H at 11.20 to 12.00 0.762 15.840 1.59 1.49 0.90 1.93 0.150 0.0045 0.0181 Design Maximum Combinations-Deflections Results reported for"Strip Width"=12 in. _ Axial Load Moment Values Stiffness Deflections Load Combination Pu Mcr Mactual I gross I cracked I effective Deflection Defl.Ratio k k-ft k-ft In"4 inA4 in14 in +D+H at 13.60 to 14.40 0.853 1.59 0.01 166.38 7.45 124.781 0.003 101421.7 +D+L+H at 13.60 to 14.40 0.853 1.59 0.01 166.38 7.45 124.781 0.003 101421.7 +D+Lr+H at 13.60 to 14.40 0.853 1.59 0,01 166.38 7.45 124.781 0.003 101421.7 +D+S+H at 13.60 to 14.40 0.853 1.59 0.01 166.38 7.45 124.781 0.003 101421.7 +D+0.750Lr+0.750L+H at 13.60 to 14.40 0.853 1.59 0.01 166.38 7.45 124.781 0.003 101421.7 +D+0.750L+0.750S+H at 13.60 to 14.40 0.853 1.59 0.01 166.38 7.45 124.781 0.003 101421.7 +D+0.60W+H at 11.20 to 12.00 1.017 1.59 1.17 166.38 7.56 124.781 0.268 1,073.3 +D+0.70E+H at 11.20 to 12.00 1.017 1.59 1.04 166.38 7.56 124.781 0.239 1,205.2 +D+0.750Lr+0.750L+0.450W+H at 11.20 to 12 1.017 1.59 0.87 166.38 7.56 124.781 0.201 1,436.0 +D+0.750L+0.750S+0.450W+H at 11.20 to 12. 1.017 1.59 0.87 166.38 7.56 124.781 0.201 1,436.0 +D+0.750L+0.750S+0.5250E+H at 11.20 to 12 1.017 1.59 0.78 166.38 7.56 124.781 0.179 1,613.1 +0.60D+0.60W+0.60H at 11.20 to 12.00 0.610 1.59 1.16 166.38 7.30 124.781 0.267 1,076.9 +0.60D+0.70E+0.60H at 11.20 to 12.00 0.610 1.59 1.04 166.38 7.30 124.781 0.238 1,208.6 D Only at 13.60 to 14.40 0.853 1.59 0.01 166.38 7.45 124.781 0.003 101421.7 0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 E-7 Project Title: MEECU...ANUFACTURING Engineer: TVM Project ID: Project Descr: Concrete Slender Wall File-M:12812MWadurel18712.01Mecm WnufaduringlCakutallornlWoodBConcrete.ecfi ' software tWighl ENERCALC,INC 1983.2018,Build 10J8.9.24 r:rt : s e Description Existing Wall!Existing Loads 0.000 0.00 0.00 0.00 000 0.000 0.000 0.0 0.000 0.00 0.00 0.00 000 0.000 0.000 0.0 W Only at 11.20 to 12.00 0.000 1.59 1.93 166.38 6.90 15 036 5.472 52.6 E Only at 11.20 to 12.00 0.000 1.59 1.48 166.38 6.90 124.781 0.339 849.5 E-8 Project Title: MEECC. .MANUFACTURING Engineer: TVM Project ID: Project Descr: Concrete Slender Well — ` - File=M:12Ard;tecWre118712.01MumMenute�Iionslcalculat Wood&Cowdeecs. Software copyright ENERCACC.INC.19832016.Boild:10.18.9.24. i•ii.: • • Description: Existing Wall/Existing Loads Design Maximum Combinations-Deflections Results reported for"Strip Width"=12 in. Axial Load Moment Values Stiffness Deflections Load Combination Pu Mcr Mactual I gross I cracked I effective Deflection Defl. Ratio k k-ft k-ft W4 n14 in^4 In 0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 Reactions•Vertical&Horizontal Results reported for"Strip Width"=12 in. Load Combination Base Horizontal Top Horizontal Vertical @ Wall Base E-9 ti Q °O N O 6X9M o N r m c r d NO `o r � O Y U 3 (A O z C9 X co rn r 6X9M a� O L O O Q N N t i 6X9M Z 00 X 6X9M w X U E � N �0 Q Cl) 0 Cj o T N (� C 0 T a NO 0 C, � U � (n O z n . N Q 0 L Q 0 0 ZW z co �� LW W X U C T O C N W =f` Company Quantum CE Oct4, 2018 IIIRI �� Designer TVM Checked Job Number 18712.01 Checkeded By._ ,Nr_6aErsaiEKCOMPANY Model Name : New Door Opening Hot Rolled Steel Design Parameters Label_ Sha a Le Lbout[ft] Lb-in[R�__ LeOm�tO�[f]Lcompbot[RIL-tpr ... K-0out K-in _ Cb Function P_ n9th[-1 - - _1 M1 W6X9 7.5 Lateral 2 M2 W6X9 7.5 Lateral 3 M3� W8X18 7-5 j - - Lb out _- r -- _ -- (Lateral 4 M4 W6X9 7.5 _ __ Lateral 1 -5 M5 I W6X9 7.5 �- - �� _— - - I Lateral 6 M6 W8X18 6.5 _, _ Lbout _ Lateral Basic Load Cases BLC Description Category X Gravity Y Gravity Joint Point Distributed 2 _] 2 SL- SL - - _ - 2 l Member Distributed Loads (BLC 1 :DL) Member Label Direction Start Magnih�de.lk/ll,... End Ma nitudelk/ft,F... Start Location[M%]_ End Loca6on[f °/q] 1 M3 _ _ Y 1 -1.48 1.48 - 0 - _ J - 0. —_ -1 2 M6 Y -1.48 _ _ -1.48 _ 0 _ __ 0- Member Dis tributed Loads (BLC 2 :SL) _ Member Label Direction Start ManniWdelldft,_.. End M gnitude[k/R,F... Start Location[ft,%ol End LOCaBonL%nb I M3 Y -.398 _-- -.398 - -- 0 I 0 2 M6 - - Y -.398 -.398 0 _ 0' Load Combinations Description_Sol..PD._.SR..BLC Fact...BLC Fact...BLC Fact...BLC Fact...BLC Fact...BLC Fact...BLC Fact...BLC Fact...BLC Fact...BLC Fact... _1 �IBC 16-81Yesl Y I DL I 1 2 IBC 16-10...Yes Y DL 1 SL 1 I I Joint Reactions LC Joint Label X_1k] _ Y kj- __ _ _ _ MZ lk-ft_L 1 1 _ N 1 _ _ 0 5.686 _ 0 2 1 N2 _ 0 5.686 0 _ - 3 1 _- - N3 - — --- 0 - 0 - - 0 - 4 N 5 _ _ .325 4.937 0__ -5 1 N 6 -.325 _ 4.937 --j— 0 - 6- 1 N 7- _0 - 0_ 7 -1 N4 - - - -- 0 -- -- --8 - - 8 - 1 - N8 _ _ _ .325 _ 0 _ 0 9 1 r Totals: _ 0 21.244 10 1- CQC3 (fty __ X:8.397_ Y:7.452 11--- 2 N1 - - - - 0 - - 7.178 - .� - 0- - -- � 12 2 i N2 _ _ 0 7.178 0 13 2 1 N 3 0__ - _ ____ 0 [J4 2 N 5 .411 _ _623 _ 0 _ 5 2 1 N6 - - - --.411 - - J - - 6.23 �� 0 - RISA-2D Version 17.0.0 [MA..\18712.01 Meeco Manufacturing�Calculations\New DoorOpening.r2d] Page 1 E-12 i Company Quantum CE Oct4, 2018 IIRISA Designer TVM 10:04 Job Number : 18712.01 Checked By-._- %Ner:1 1SGFIEKCDMPANY. Model Name New Door Opening _ Joint Reactions (Continued) LC Joint Label Y LC]__ MZ -ft _16 2 N7 0 -- -0- 17_ 2 N4 0 0 0 18 2 N8 .411 _ _0 _ 0-� 19 2 _Totals: 0 J 26.816 i 20 2 COG (ft): X:8.397 -` Y:7.462' MemberA/SC 14th(360-10):ASD Steel Code Checks LC Member Shape _ UC Max Loc[ft] ShearUC LogiftJ Pnc/om [k] Pnt/om[k] Mn/om_jk-ft Cb_ - Eqn_ 1 1 �_ MI i W6X9 .146 0 .000 _0 38.999 80.24 j 11.713 - 1 H 1-1 b* 2 1 M2 W6X9 .146 0 .0 00 _0 38.999 80.24_ _11.713 1- H1-W 3 1 l M3 W8X18 .251 3.75 .150 0 106_534 157.485� 41.995 1.136 H1-1b 4 1 1N4 _ W6X9 _ .219 7.5 .016 0 38.999 80.24 15.54��1.667 H1-1b _5 1 M5 W6X9 .219 7.5 .016 _0 38.999 80.24-1 15.54 11_.667 _H 1-1 b 6 1 M6 W8X18 .187 3.25 .130 0 117.418 157.485 42.415 1_ .136 1_H1-1b 7 2 1 M 1 W_6X9 .184 0 .000 _ 0 38_. _ I 80.24 11.713 1 1 H 1-1 b 8 2 M2 _ W6X9 _ .184 0 0_ _ .000 _ 38.999 80.24 11.713 1 1 H1-1b* 9 2 M3 W8X18 _ .317 3.75 _.190_ 0 106.534 157.485 41.995 1.136 H1-1b_ 10 2 M4 W6X9 I .2777.5 .020 0 38.999 80.24 15.54 1.667 HI-1b 12 2 M6 W8X 8 236 3.5 ,1065 0 17.4 8 , 157.485_ 42.41.5 1.1.136, H1_-14 Joint Deflections LC Joint Label _ _ X1n] _ Y [in] _ Rotation[ dJ 1 1 N 1 0 J 0 0 2_ 1 _ N2 _;0 0 0 3 1 N 3 0 -.008 0 4 _ 1 _ N4 _ 0 -.008 _ _ 0 _5 _- 1 - N5 0 _ 0 ` _ 0 6 1 i N6 0 _ 0 ! _ 0 _ 7 1 N7 _ - 0 - -.007 _ -2335e 8 1 I NS _ 0 -.007 2.335e-03 9 1 N 9 0 021 0 10 _1 _ _ _ _ _N10 _ 0_- -.021 _ 0 11 2 N1 0 0 0 _ 12 2 N2 0 0 0 13 _2 _ _ N3 0__ _ Al 0 14 2 N4 0 - -.01 0 15 _ 2 N5 _ 0 0 0 _ �16_ , 2_ N6 0_ 0 0 _ 17 2__ N7 0 _� -.009 -2.955e-03 18 2 N8 _ 0 -.009 2.955e-03 20 2 N 10 - - - 0 I -.027 0 RISA-2D Version 17.0.0 [MA..\18712.01 Meeco Manufacturing'Calculations\New DoorOpening.i2d] Page 2 E-13 Corn;any Quantum CE Oct4,2018 11RIS�► Designer : TVM 10:04 Job Number : 18712.01 Checked By.___ 1.NFI.I"SCNEnc0+.tPMY Model Name New Door Opening Beam Deflections LC Member Label _ _ _Span Location [ft] y'[n] (n)L'/y'ReGo { 1 1 M3 _� _3.75 , -.074_ J 1212 2 1 M 6 1 3625 _ -.042 1861 3 2 - - - M3 - 1 3.75 - -.094 957 - 4 2 ]M6 1 325 -.053 1471 RISA-2D Version 17.0.0 [MA..\18712.01 Meeco Manufacturing�Calculations\New Door 0 pening.r2d] Page 3 E-14 "BEAMTAB13.xls"Program Created By:Joel Berg,P.E. Based on a Program by:Alex Tomanovich,P.E. Version 1.3 AISC BEAM END CONNECTION (ASD) Using Beam Tab(Single Plate)Bolted to Beam Web and Welded to Column Flange Subjected to Shear and/or Axial Load Project Name:IMEECO MANUFACTURING I Client: 12812 ARCHITECTURE Project No.: 118712 1 Prep. By ITVM I Date: 1 10/1/2018 Input Data: Beam and Column Data: tf=0.215 Beam Size= W8X18 d=5.9 Column Size= W6X9 Beam Yield Stress, Fyb= 50 ksi Column Yield Stress, Fyc= 50 ksi Face of Col. Flange ED2=1.75 tp=0.25 S2=0 Connection Loading: ED1=1.5 D2=3 Beam End Reaction (Shear), R= 6.00 ]kips D1=3 Beam Axial Force, P= 0.00 kips Hp=6 S1=3 YSo,.0 P=Ok Connection Data and Parameters: R= 6 k Beam Tab Height, Hp= 6.0000 in. Beam Tab Width, Wp= 4.7500 in. 3/16 s=0.5 Beam Tab Thickness, tp= 1/4 in. 3/16 Wp=4.75 Beam Tab Yield Stress, Fyp= 50 ksi Diameter of Bolts, db= 3/4 in. General Nomenclature ASTM Bolt Desig. (A325 or A490)= A325 Bolt Type (N,X, or SC)= N tw=0.23 IIIG--00 III Faying Surface Class= N.A. tf=0.33 - I I dc1=0 Bolt Hole Type in Beam Tab= Standard No. of Bolts per Row, Nb= 2 Number of Vertical Rows, Nr= 1 d=8.14 ;t. Dist.from Top/Beam to Bolts, D1 = 3.0000 in. Bolt Vertical Spacing, S1 = 3 in. Vertical Edge Distance, ED1 = 1.5000 in. bf=5.25 �jq&2=0 Dist.to 1st Row of Bolts, D2= 3.0000 in. C=0 Bolt Horizontal Spacing, S2= 0.0000 in. Horizontal Edge Distance, ED2= 1.7500 in. Beam and Cope Nomenclature Beam Setback Distance, s= 0.5000 in. Length of Flange Cope(s), c= 0.0000 in. Depth of Top Flange Cope, del = 0.0000 in. Depth of Bottom Flange Cope, dc2= 0.0000 in. Max.Shear Cai3acitv of Connection: Fillet Weld Size at Beam Tab, w= 3/16 in. R(max)= 20.72 kips Member Properties: R= 6.00 kips Beam: Column: S.R. = 0.29 S.R.<= 1.0, O.K. A= 5.26 A= 2.68 in.^2 d = 8.140 d = 5.9_00 in. tw= 0.230 tw= 0.170 in. bf= _5.250 bf= 3.94_0 in. tf= 0.330 tf= 0.215 in. k=1 0.630 k= 0.465 in. (continued) 10/4/2018 M:\2812 Arch itecture\18712.01 Meeco Manufacturing\Calculations\ Page 1 10:01 AM BEAMTAB13.xls of 6 E-15 } "BEAMTAB13.xls"Program Created By:Joel Berg,P.E. Based on a Program by:Alex Tomanovich,P.E. Version 1.3 Results: General Parameters: Bolt and Material Data: dhy1 = 0.8125 in. dhy1 =db+1/16(Standard hole for 0.75 in. bolts in plate) dhx1 = 0.8125 in. dhx1 =db+1/16(Standard hole for 0.75 in. bolts in plate) dh2 = 0.8125 in. dh2 =db+1/16 (Standard hole for 0.75 in. bolts in beam web) Ab = 0.4418 in.A2 Ab=Tt*db^2/4 Fup= 65.0 ksi Fup=65 for Fyp= 50(for plate) Fub= 65.0 ksi Fub=65 for Fyb= 50(for beam) Fuc= 65.0 ksi Fuc= 65 for Fyc= 50(for column) Beam Tab to Beam Connection: Design as: Conventional Configuration Bolt Shear(ignores eccentricity): a = N.A. Eccentricity may be ignored for short-slots and for Standard holes when Nb:59 C= N.A. Pr= 6.00 kips Pr=SQRT(RA2+PA2) (total resultant load taken by bolts) 6= 0.000 de(J. 6=90-(ATAN(R/P)) (angle from vertical) 6(for Charts)= 0 deg. 8(for Charts)= next lower angle increment to be used for AISC charts vb = 3.00 kipslboft vb= Pr/Nb fv= 6.79 ksl fv=vb/Ab p = N.A. Tb = N.A. kips Fv= 24.00 ksi Fv =Allow. shear stress from AISC Table 7-1, page 7-22(for N bolts) Vb = 10.60 kipsibolt Vb = Fv*Ab Rbr= 21.21 kips Rbr=Vb*Nb (resultant) Rbv= 21.21 kips Rbv= Rbr*COS6 (vertical) Rbv>= R, O.K. Rba= 0.00 Ilkips Rba = Rbr*SING (axial) Beam Tab Checks: Bolt Bearing Capacity of Plate(for Vertical): Lce = 0.844 in. Lce=Clear distance between edge bolt hole and edge Lcs = 2.188_ in. Lcs =Clear distance between bolt holes Rpe = 8.23 kips Rpe= (1/2)*min{(1.2*Lce*tp*Fup), (2.4*db*tp*Fup)) Rps = 14.63 kips Rps= (1/2)*min{(1.2*Lcs*tp*Fup), (2.4*db*tp*Fup)) Rpv= 22.85 kips Rpv= Rpe+(Nb-1)*Rps Rpv>= R, O.K. Bolt Bearing Capacity of Plate(for Axial): Lce = 1.344 in. Lce = Clear distance between edge bolt hole and edge Lcs = 0.000 in. Lcs= Clear distance between bolt holes Rpe = 13.10 kips Rpe= (1/2)*min{(1.2*Lce*tp*Fup), (2.4*db*tp*Fup)) Rps = 0.00 kips Rps= (1/2)*min{(1.2*Lcs*tp*Fup), (2.4*db*tp*Fup)) Rpa = 26.20 kips Rpa = Nb*Rpe (Ref.:"Comb.Shear&Tension Stress"by:S.C.Goel,AISC Journal,3rd Qtr.-1986) Shear Yieldirif 1 Ca acit of Plate: Avg = 1.500 in.A2 Avg = Hp*tp Rvg = 30.00 kips Rvg =(1/1.5)*0.60*Fyp*Avg Rvg >= R, O.K. (continued) 10/4/2018 M:\2812 Architecture\18712.01 Meeco Manufacturing\Calculations\ Page 2 10:01 AM BEAMTAB13.xls of 6 E-16 "BEAMTAB13.xls"Program Created By:Joel Berg,P.E. Based on a Program by:Alex Tomanovich,P.E. Version 1.3 Beam Tab Checks(continued): Shear Rupture Ca acit of Plate: Avn = 1.063 ksi Avn = (Hp-Nb*(dhy1+1/16))*tp Rvn = 20.72 kips Rvn =(1/2)*0.60*Fup*Avn Rvn>= R, O.K. Gross Tension Capacityof Plate: Atg = 1.500 in.^2 Atg = Hp*tp Rtg =1 43.20 kips Rtg = (0.60*Fyp*Atg)*(1-(R/Rvg)A2) Net Tension Ca acit of Plate: Atn = 1.063 in.^2 Atn =Atg-(Nb*(dhy+1/16))*tp Rtn = 31.64 kips Rtn =(0.50*Fup*Atn)*(1-(R/Rvn)^2) <_ (0.60*Fyp*Atg)*(1-(R/Rvn)^2) Block Shear('L-shaped")Capacity of Plate: Anv= 0.797 in.^2 Anv=((ED1+(Nb-1)*S1)-((Nb-1)*(dhy1+1/16)+(dhy1+1/16)/2))*tp Agv= 1.125 in.^2 Agv=(ED1+(Nb-1)*S1))*tp Ant= 0.328 in.^2 Ant= (ED2-((dhx1+1/16)/2))*tp Ubs= 1.0 Ubs = 1.0 for single row connections Rbs= 26.20 kips Rbs=min(0.30*Fup*Anv+0.50*Fup*Ant,0.30*Fyp*Agv+0.50*Fup*Ant) Rbs>=R, O.K. Tension Tear-Out "L-sha ed")Capacity of Plate: Anv= 0.328 in.^2 Anv=(ED2-((dhx1+1/16)/2))*tp Agv= 0.438 in.^2 Agv= ED2*tp Ant= 0.734 in.^2 Ant= ((ED1+(Nb-1)*S1)-((Nb-1)*(dhy1+1/16)+(dhy1+1/16)/2))*tp Rto= 28.68 kips Rto=(min(0.30*Fup*Anv+0.50*Fup*Ant,0.30*Fyp*Agv+0.50*Fup*Ant))*(1-(R/Rbs)^2) Tension Tear-Out "U-shaped")Capacity of Plate: Anv= 0.656 in.^2 Anv=2*(ED2-(dhx1+1/16)/2))*tp Agv= 0.875 in.^2 Agv=2*ED2*tp Ant= 0.531 in.^2 Ant=((Nb-1)*S1-(Nb-1)*(dhy1+1/16))*tp Rto= 30.06 kips Rto= min(0.30*Fup*Anv+0.50*Fup*Ant, 0.30*Fyp*Agv+0.50*Fup*Ant) Axial Compression Capacity of Plate: Acg= 1.500 in.^2 Acg = Hp*tp Lc= 3.000 in. Lc= Max. of D2 or S2 K= 1.20 (assumed effective length factor for plate supported on one edge) r= 0.072� in. r=tp/(SQRT(12)) KL/r= 49.88 KL/r= K*Lc/r Non-Compact? Yes Is (ED1-0.25)/tp <0.56*sgrt(E/Fyp) Fe = 11_5.0 ksi Fe= pi^2* E/(KL/r)^2 Fa = 24.96 ksi If KL/r<_4.71*sgrt(E/Fy): Fa=(1/1.67)*(0.658A(Fy/Fe))*Fy --- If KL/r>4.71*sgrt(E/Fy): Fa=0.877*Fe Rc= 37.44 kips Rc= Fa*Acg continued) 10/4/2018 M:\2812 Architecture\18712.01 Meeco Manufacturing\Calculations\ Page 3 10:01 AM BEAMTAB13.xls of 6 E-17 i i "BEAMTAB13.xls"Program Created By:Joel Berg,P.E. Based on a Program by:Alex Tomanovich,P.E. Version 1 3 Beam Tab Checks (continued): Gross Bendin Capacityof Plate with Von Mises reduction: M = N.A. in.-kips M= R*a fv= N.A. ksi fv= R/(tp*Hp) Fbg = N.A. ksi Fbg =sgrt{(Fy/1.67)A2-3*fVA 2) Zg = N.A. in.A3 Zg =tp*HpA2/4 Ma= N.A. in.-kips Ma = Fbg*Zg Rbg =1 N.A. kips Rbg = Fbg*(Zg/e)*(1-(P/Rtg)) Net Bending C;apacit of Plate: M = N.A. in.-kips M= R*a Fbn = N.A. ksi Fbn = Fup/0, where 0=2.0 Zn = N.A. in.A3 Zn=Zg*{1 -(dhy1/S1))(Exact for even#of bolts,cons.for odd#of bolts) Ma = N.A. in.-kips Ma = Fbn*Zn Rbn = N.A. kips Rbn =(Fbn*Zn/e)*(1-(P/Rtn)) Local Buckling Capacityof Plate: A= N.A. A ={Hp*sgrt(Fyp)}/{10*tp*sgrt[475+280*(Hp/D2)A2]} Q= N.A. Q=1 for a<_0.7,Q=(1.34-0.486*A)for 0.7< A<_1.41,and Q=1.30/AA2 for A>1.41 Sn = N.A. in.A3 Sn =tp*Hp"2/6-S1A2*(Nb)*(Nb)A2-1)*(tp*(dhy1+1/16))/(6*Hp) Fblb= N.A. ksi Fblb =(Fy*Q)/1.67 Ma = N.A. in.-kips Ma = Fbn*Sn Rblb= N.A. kips Rblb= (Fblb*Sn/D2)*(1-(P/Rtg)) Maximum Plate Thickness: Fv= N.A. ksi Fv= not applicable for Conventional Configuration C'= N.A. C'= not applicable for Conventional Configuration Mmax= N.A. in.-kips Mmax= not applicable for Conventional Configuration tmax= N.A. in tmax=not applicable for Conventional Configuration Check Req'd?= N.A. Max. plate thickness check is not applicable for Conventional Configuration Beam Checks for Uncoped Flanges: Bolt Bearing Ca acit of Beam Web(for Vertical): Lce = 1.734 in. Lce =Clear distance between edge bolt hole and edge Lcs = 2.188 in. Lcs=Clear distance between bolt holes Rpe= 13.46 kips Rpe =(1/2)*min{(1.2*Lce*tw*Fub), (2.4*db*tw*Fub)} Rps= 13.46 kips Rps =(1/2)*min{(12*Lcs*tw*Fub), (2.4*db*tw*Fub)} Rpv= 26.91 kips Rpv= Nr*Rpe+Nr*(Nb-1)*Rps Rpv>= R, O.K. Bolt Bearing Ca acit of Beam Web (for Axial): Lce= 2.094 in. Lce = Clear distance between edge bolt hole and edge Lcs= 0.000 in. Lcs =Clear distance between bolt holes Rpe= 13.46 kips Rpe = (1/2)*min{(1.2*Lce*tw*Fub), (2.4*db*tw*Fub)} Rps = 0.00 kips Rps = (1/2)*min{(1.2*Lcs*tw*Fub), (2.4*db*tw*Fub)} Rpa = 26.91 kips Rpa = Nb*Rpe (continued 10/4/2018 M:\2812 Architecture\18712,01 Meeco Manufacturing\Calculations\ Page 4 10:01 AM BEAMTAB13.xls of 6 E-18 r "BEAMTAB13.xls"Program Created By:Joel Berg,P.E Based on a Program by:Alex Tomanovich,P.E. Version 1.3 Beam Checks for Uncoped Flanges (continued): Shear Yielding Ca aci of Beam Web: ho= N.A. in. ho=not applicable for uncoped beam Avg = 1.872 in.A2 Avg=d*tw Rvg = 37.44 kips Rvg =(1/1.5)*0.60*Fyb*Cv*Avg Rvg>=R, O.K. Shear Rupture Ca acit of Beam Web: Avn = 2 N.A. in Avn = not applicable for uncoped beam Rvn N.A. kips Rvn = not applicable for uncoped beam Gross Tensionff.lin of Beam: Atg = .^2 Atg =A Rtg = kips Rtg = (0.60*Fyb*Atg)*(1-(R/Rvg)^2) Net Tension Capacity of Beam: Atn = 4.858 lin.A 2 Atn =Atg-(Nb*(dh2+1/16))*tw Rtn = 157.80 kips Rtn = (0.50*Fub*Atn) <_ (0.60*Fyb*Atg) Block Shear('L-shaped")Capacity of Beam Web: D3 = N.A. in. Anv= N.A. in.^2 Anv= not applicable for uncoped beam Agv= N.A. in.^2 Agv= not applicable for uncoped beam Ant= N.A. Ant=not applicable for uncoped beam Ubs = N.A. Ubs = not applicable for uncoped beam Rbs = N.A. kips Rbs =not applicable for uncoped beam Tension Tear-Out "L-sha ed")Capacity of Beam Web: Anv= N.A. in.^2 Anv=not applicable for uncoped beam Agv= N.A. in.^2 Agv=not applicable for uncoped beam Ant= N.A. in.^2 Ant= not applicable for uncoped beam Rto= N.A. kips Rto=not applicable for uncoped beam Tension Tear-Out "U-shaped")Capacity of Beam Web: Anv= 0.834 in.^2 Anv=2*{(D2-s-1/4)+(Nr-1)*S2-[(Nr-1)*(dh2+1/16)+0.5*(dh2+1/16)])*tw assuming-1/4"for underrun in beam length Agv= 1.035 in.^3 Agv=2*{(D2-s-1/4)+(Nr-1)*S2)*tw,assuming-1/4"for underrun in beam length Ant= 0.489 in.^2 Ant= ((Nb-1)*S1-(Nb-1)*(dh2+1/16))*tw Rto= 31.41 kips Rto=min(0.30*Fub*Anv+0.50*Fub*Ant, 0.30*Fyb*Agv+0.50*Fub*Ant) Web Buckling Flexural Rupture)Capacity for Uncoped Flanges: ho= N.A. in. ho=not applicable for uncoped beam e= N.A. in e= not applicable for uncoped beam yc= N.A. in. yc= not applicable for uncoped beam In = N.A. in.^4 In = not applicable for uncoped beam Sn = N.A. in.^3 Sn =not applicable for uncoped beam Fbc= N.A. ksi Fbc= not applicable for uncoped beam Rwb = N.A. kips Rwb = not applicable for uncoped beam continued 10/4/2018 M:\2812 Architecture\18712.01 Meeco Man ufacturing\Calculations\ Page 5 10:01 AM BEAMTAB13.xls of 6 E-19 "BEAMTAB13.xls"Program Created By:Joel Berg,P.E. Based on a Program by:Alex Tomanovich,P.E. Version 1.3 Beam Checks for Uncoped Flanges (continued): Web Buckling Flexural Local Buckling)Capacity for Uncoped Flanges: c/d = N.A. c/d = not applicable for Uncoped beam f= N.A. f= not applicable for uncoped beam c/ho= N.A. c/ho = not applicable for uncoped beam k= N.A. k= not applicable for uncoped beam fd = N.A. fd =not applicable for uncoped beam lambda= N.A. lambda = not applicable for uncoped beam Q= N.A. Q=not applicable for uncoped beam Fbc= N.A. ksi Fbc=not applicable for uncoped beam Rwb = N.A. kips Rwb= not applicable for uncoped beam Beam Tab to Column Connection: Plate to Column Welding: w(req'd)= 3/16 in.(size) w=tp*(5/8), rounded to nearest 1/16" Weld used >=weld req'd., O.K. L= 6.000 in. L = Hp 0= 0.000 deg. 0=90-(ATAN(R/P)) (angle from vertical) Rwr= 33.41 kips Rwr= w*0.707*0.3*70ksi*2*L (w= actual weld size used) Rwv= 33.41 kips Rwv= Rwr*COSO (vertical) Rwv>=R. O.K. Rwa = 0.00 Ikips Rwa = Rwr*SING (axial) Column Checks: Shear Yieldinq Capacityof Flange at Plate: Av=1 1.290 in.^2 AV= Hp*tfc Rv=1 25.80 kips Rv= (1/1.5)*0.60*Fyc*Av Rv>= R, O.K. Shear Rupture Capacity of Flange at Plate: tmin =1 0.143 lin. tmin =49.50*w/Fuc tmin <=tf, O.K. Gross Tension Capacity of Flange at Plate: At= 1.290 in.A2 At= Hp*tfc Rt= 36.53 kips Rt= (1/1.67)*Fyc*At*(1-(R/Rv)^2) Local Web Yieldin : (Criteria is assumed for beam near column end per AISC Eqn.J10-3) N = 6.000 in. N = Hp Rwy= 40.59 kips Rwy=(1/1.5)*Fyc*twc*(N+2.5*kc) Web Crippling: (Criteria is for beam near column end per AISC Eqn.J10-5a) N = 6.000 in. N = Hp Rwc= 24.62 kips Rwc=(1/2.0)*0.4*twc^2*(1+3*(N/d)*(twC/tfC)^1.5)*SQRT(E*Fyc*tfc/twc) Sidesway We Buckling: (Criteria for col.with unrestrained loaded flange per AISC Eqn. J10-7) h = 4.9_70 in. h =d-2*k do= 4.970 in. do=d-2*k Lb(max)= 5.65 ft. For(h/tw)/((Lb*12)/bf)> 1.7, sidesway web buckling will not occur Rwb = 22.92 kips Rwb=6,800*twC^3/h*(0.4*((dc/twc)/(Lb(max)/bfc))^3) Stiff. Req'd? No 10/4/2018 M:\2812 Architecture\18712.01 Meeco Manufacturing\Calculations\ Page 6 10:01 AM BEAMTAB13.xls of 6 E-20 - - - - - ,: I January 29, 2019 QUANTUM CO N S ULTI IIG EII G I II EE RS STRUCTURAL CALCULATIONS (Permit Submittal) MEECO MANUFACTURING Arlington, WA 98223 Quantum Job Number: 18712.02 Prepared for: 2818 ARCHITECTURE 2812 Colby Avenue RI!VISED Everett, Washington 98201 Received Prepared by. JAN 3 0 2019 QUANTUM CONSULTING ENGINEERS 1511 Third Avenue, Suite 323 $ILD ZVA Seattle, WA 98101 TEL 206.957.3900 FAX 206.957.3901 OFFICE COPY WAS d"baLjPk``t%r0. ? . Y 1 � 1. � r�,�28%3 y0� DATE4&COY—�� �'c�D +c NO CHANGES AUTHORIZED �sfaNAL UNLESS APPROVED BY THE BUILDING INSPECTOR k_ _ J QUANTUM I CONSULTING ENGINEERS 1511 Third Avenue, Suite 323 Seattle, WA 98101 TEL 206.957.3900 FAX 206,957.3901 Meeco Manufacturing Arlington,WA 98223 Quantum Job Number: 18712.02 INDEX DESIGN CRITERIA..........................................................................................................................A- 1 LIGHT GAUGE FRAMING DESIGN CEILING JOISTS AND WALL STUDS ...............................................................................B- 1 LATERAL FORCE RESISTING SYSTEM...........................................................................B-7 I I I QUANTUM I CONSULTING ENGINEERS MEECO MANUFACTURING ARLINGTON, WA 98223 QUANTUM JOB NUMBER: 18712.02 DESIGN CRITERIA i QUANTUM C O N S U L T I N G E N G I N E E R S STRUCTURAL DESIGN CRITERIA MEECO MANUFACTURING ARLINGTON, WA 98223 QUANTUM JOB NUMBER: 18712.02 CODE CRITERIA: BUILDING CODE.................................................................2015 INTERNATIONAL BUILDING CODE BUILDING DEPARTMENT..................................................................................CITY OF ARLINGTON WIND CRITERIA ...................................................................................... 110 MPH; EXPOSURE "C" ........................................................................................................................RISK CATEGORY= II .........................................................................................................................................Kn= 1.00 SEISMICZONE...................................................................................................................SDC = D .............................................................................................................................. SITE CLASS = D ................................................................................WOOD PANEL BEARING SHEAR WALL, R = 6.5 ....................................................................................................................I...................... IE= 1.0 .......................................................................................................................I SS= 1.05, S, =0.41 .....................................................................................................................SDS= 0.76, SDI = 0.43 SNOW .................................................................................................................................25 PSF SOILS CRITERIA: ALLOWABLE BEARING PRESSURE...................................................................................2,000 PSF MINIMUM FOOTING WIDTH..............---... ... ......... . CONTINUOUS: 18" MIN., ISOLATED: 24" MIN. FROST DEPTH ..................................................................................................................18" MIN. ACTIVE SOIL PRESSURE (RESTRAINED/ UNRESTRAINED).....................................50 PCF/35 PCF SEISMIC SURCHARGE PRESSURE (RESTRAINED/ UNRESTRAINED)......................8H PSF/6H PSF PASSIVE SOIL PRESSURE..................................................................................................350 PCF COEFFICIENT OF FRICTION ......................................................................................................0.35 MATERIALS CRITERIA: CONCRETE (28 DAY STRENGTH): FOUNDATION/S.O.G......................................................................................f'C=3,000 PSI REINFORCING STEEL: GRADE60..................................................................................................Fy=60,000 PSI LIGHT GAUGE STEEL: 43 AND 33 MIL.: ASTM A-653 SS GRADE 33 .......... .....................................Fy=33,000 PSI 118, 97, 68 AND 54 MIL.: ASTM A-653 SS GRADE 50..................................Fy=50,000 PSI WELDING....................................................................................................Fy=60,000 PSI WOOD FRAMING: WOOD SHTG......................................................................................................APA RATED A- 1 m STRUCTURAL DESIGN CRITERIA MEECO MANUFACTURING ARLINGTON, WA 98223 QUANTUM JOB NUMBER: 18712.01 ASSEMBLY WEIGHTS TYPICAL CEILING LOADS COMMENTS GRAVITY: SEISMIC: 3/4" SHEATHING 2.5 PSF 2.5 PSF FLOOR JOISTS Q 24" O.C. 2.0 PSF 2.0 PSF 5/8" GWB 2.6 PSF 2.6 PSF SPRINKLERS 3.0 PSF 1.0 PSF LIGHTS, DUCTS 1.0 PSF 0.5 PSF MISCELLANEOUS 0.9 PSF 1.1 PSF PARTITIONS - 6.0 PSF STORAGE - 31.3 PSF FLOOR DL 12.0 PSF 45.0 PSF LL= 125 PSF WALL LOADS GRAVITY& SEISMIC: SUREBOARD 200 2.0 PSF 1/2" PLYWOOD SHEATHING 1.5 PSF STUDS Q 24" O.C. 1.7 PSF INSULATION 0.5 PSF 1/2 " GWB 2.2 PSF MISCELLANEOUS MECHANICAUELEC. 2.1 PSF 10.0 PSF A-2 J , .J 9/28/2018 Arlington,WA ♦ Building Division Categories • All Categories Show All Answers Animal Services 1. May I do the work myself or do I need to hire a contractor? Building Division Cemetery. 2. What are the Building Codes used in the City of Arlington? Code Enforcement The City of Arlington does not have its own Building Code. The Washington Contact City State Building Code Council determines, through legislative action, which Departments building codes will be used by the local jurisdictions throughout the State of Emergency Washington. Please email the Permit Center or call at 360-403-3551 or for Management-Rea y g Arlington! additional information. Finance Department Fire i EMS Building Codes Used in Arlington Hangar Questions .7 Human Resources • 2015 IRC— Residential Code with WA State Amendments Passport Services • 2015 IBC—Building Code with WA State Amendments Permit Assistance • 2015 IFC—Fire Code with WA State Amendments Center Planning&Land Use • 2015 IMC—Mechanical Code with WA State Amendments Division • 2015 UPC—Plumbing Code with WA State Amendments Planning&Land Use Division-Annexations • 2015 IFGC— Fuel Gas Code with WA State Amendments Police • 2015 WSEC— Energy Code Public works- Stormwater Utility, 3. What are the climatic and geographic design criteria? Public Works- • Seismic Design Category D Wastewater • Public Works-Water • Wind Speed 85 mph (exposure C) • Stormwater Utility • Roof Snow Load 25 psf, with 10 lb Dead Load Street Maintenance • Frost Depth 18-inches Transportation Benefit District Utility Billing 4. What do I need to know when hiring a contractor or remodeler? 5. What hours is construction allowed in the City of Arlington? A-3 .+.i , �� 9/28/2018 11�) Design Maps Summary Report JWS Design Maps Summary Report ift User-Specified Input Building Code Reference Document 2012/2015 International Building Code (which utilizes USGS hazard data available in 2008) Site Coordinates 48.19429°N, 122.12633°W Site Soil Classification Site Class D - "Stiff Soil" Risk Category I/II/III 1 - I lanwood, i EBEY HILL - '^� s FVAIML PORT, 5VLLA {AMFS04 MERVA 1-�• SU SAtJ BAY �` •�Ariingto � •I} iI r 'Warm Beach 11f 'i +AR-1 INGTt7N I UW1A1RI'DRT > i II 9 �1 r 'I!, At IP USGS-Provided Output SS = 1.053 g S,s = 1.136 g Sus = 0.757 g S2 = 0.409 g S,2 = 0.651 g SD2 = 0.434 g For information on how the SS and S1 values above have been calculated from probabilistic (risk-targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the"2009 NEHRP"building code reference document. MCEa Response Spectrum Design Response Spec mm om 0m3 1,m 0.72 0% OA4 034 0.se 0.72 OAS y aao DAD 04M 032 036 0.24 0.0 0.16 0.12 ona ono 0.00 ono 0.20 0A0 0!0 ono ,xn 1.20 JAB ,ba 1m0 2n0 ono 0.20 GAO oco 0m0 1n0 1.33 140 1n0 Imo 2no Paled,T(epee) Papd,T(sm) Although this information is a product of the U.S. Geological Survey, we provide no warranty,expressed or implied, as to the accuracy of the data contained therein.This tool is not a substitute for technical subject-matter knowledge. A-4 https://prod0l-earthquake.cr.usgs.gov/designmaps/us/summary.php?template=minimal&latitude=48.194288228905&longitude=-1 22.12633207181653... 1/1 � • pr c I I I QUANTUM I CONSULTING ENGINEERS MEECO MANUFACTURING ARLINGTON, WA 98223 QUANTUM JOB NUMBER: 18712.02 LIGHT GAUGE FRAMING DESIGN I 2007 NASPEC Project: Meeco Manufacturing Addition Date: 1/8/2019 Model: Joist- Office Ceiling Unif Ld 182.7 Ib/ft ra � R1 R2 10.17 ft Section : 8005162-54 Single C Stud (X-X Axis) Fy= 50.0 ksi Maxo= 3065.9 Ft-Lb Moment of Inertia,I= 5.600 in^4 Va= 2091.3 lb Loads have not been modified for strength checks Loads have not been modified for deflection calculations Flexural and Deflection Check Mmax Mmax/ Mpos Bracing Ma(Brc) Mpos/ Deflection Span Ft-Lb Maxo Ft-Lb (in) Ft-Lb Ma(Brc) (in) Ratio Center Span 2361.6 0.770 2361.6 Full 3065.9 0.770 0.266 L/459 Distortional Buckling Check K-phi Lm Brac Ma-d -Mmax/ Span lb-in/in (in) Ft-Lb Ma-d Center Span 0.00 61.0 2734.3 0.864 Combined Bending and Web Crippling Reaction or Load Brng Pa Pn Mmax Intr. Stiffen Pt Load P(lb) (in) (lb) (lb) (Ft-Lb) Value Req'd? R1 928.9 1.50 651.4 1140.0 0.0 0.74 YES R2 928.9 1.50 651.4 1140.0 0.0 0.74 YES Combined Bending and Shear Reaction or Vmax Mmax Va Intr. Intr. Pt Load (lb) (Ft-Lb) Factor V/Va M/Ma Unstiffen Stiffen R1 928.9 0.0 1.00 0.44 0.00 0.20 NA R2 928.9 0.0 1.00 0.44 0.00 0.20 NA B - 1 O 2007 NASPEC Project: Meeco Manufacturing Addition Date: 1/8/2019 Model: Joist- Power/Knit Ceiling Unif Ld 182C.7 Ib/ft R1 R2 20.50 ft Section : 1600S350-68 Single C Stud (X-X Axis) Fy= 50.0 ksi Maxo= 12923.5 Ft-Lb Moment of Inertia,I= 57.437 inA4 Va= 2062.3 lb Loads have not been modified for strength checks Loads have not been modified for deflection calculations Flexural and Deflection Check Mmax Mmax/ Mpos Bracing Ma(Brc) Mpos/ Deflection Span Ft-Lb Maxo Ft-Lb (in) Ft-Lb Ma(Brc) (in) Ratio Center Span 9595.8 0.743 9595.8 Full 12923.5 0.743 0.428 L/574 Distortional Buckling Check K-phi Lm Brac Ma-d Mmax/ Span lb-in/in (in) Ft-Lb Ma-d Center Span 0.00 48.0 11582.4 0.828 Combined Bending and Web Crippling Reaction or Load Brng Pa Mmax Intr. Stiffen Pt Load P(lb) (in) (lb) (Ft-Lb) Value Req'd? R1 1872.3 1.50 NA 0.0 NA YES R2 1872.3 1.50 NA 0.1 NA YES Combined Bending and Shear Reaction or Vmax Mmax Va Intr. Intr. Pt Load (lb) (Ft-Lb) Factor V/Va M/Ma Unstiffen Stiffen R1 1872.3 0.0 1.00 0.91 0.00 0.82 NA R2 1872.3 0.1 1.00 0.91 0.00 0.82 NA B -2 • tii 2007 NASPEC Project: Meeco Manufacturing Date: 1/8/2019 Model: 6'-6" HDR Unif Ld 1.500.0 - Ib/ft t � R1 R2 6.50 ft Section : (2) 120OS200-97 Boxed C Stud (X-XAxis) Fy= 50.0 ksi Maxo= 23252.2 Ft-Lb Moment of Inertia,I= 60.350 inA4 Va= 16294.0 lb Loads have not been modified for strength checks Loads have not been modified for deflection calculations Flexural and Deflection Check Mmax Mmax/ Mpos Bracing Ma(Brc) Mpos/ Deflection Span Ft-Lb Maxo Ft-Lb (in) Ft-Lb Ma(Brc) (in) Ratio Center Span 7921.9 0.341 7921.9 Full 23252.2 0.341 0.034 L/2305 Combined Bending and Web Crippling Reaction or Load Brng Pa Pn Mmax Intr. Stiffen Pt Load P(lb) (in) (lb) (lb) (Ft-Lb) Value Req'd 7 R1 4875.0 1.00 3235.0 5661.3 0.0 0.78 YES R2 4875.0 1.00 3235.0 5661.3 0.0 0.78 YES Combined Bending and Shear Reaction or Vmax Mmax Va Intr. Intr. Pt Load (lb) (Ft-Lb) Factor V/Va M/Ma Unstiffen Stiffen R1 4875.0 0.0 1.00 0.30 0.00 0.09 NA R2 4875.0 0.0 1.00 0.30 0.00 0.09 NA B -3 '� V 2007 NASPEC Project: Meeco Manufacturing Date: 1/8/2019 Model: 6'-6"HDR-Post Unif Ld 10.0 Ib/ft t - M R1 R2 10.00 ft Section : (2)600S162-97 Boxed C Stud (X-X Axis) Fy= 50.0 ksi Maxo= 9454.2 Ft-Lb Moment of Inertia, I= 9.595 in14 Va= 20943.2 lb Loads have not been modified for strength checks Loads have not been modified for deflection calculations Flexural and Deflection Check Mmax Mmax/ Mpos Bracing Ma(Brc) Mpos/ Deflection Span Ft-Lb Maxo Ft-Lb (in) Ft-Lb Ma(Brc) (in) Ratio Center Span 125.0 0.013 125.0 Full 9454.2 0.013 0.008 L/15095 Combined Bending and Web Crippling Reaction or Load Brng Pa Pn Mmax Intr. Stiffen Pt Load P(lb) (in) (lb) (lb) (Ft-Lb) Value Req'd? R1 50.0 1.00 3504.7 6133.1 0.0 0.01 No R2 50.0 1.00 3504.7 6133.1 0.0 0.01 No Combined Bending and Shear Reaction or Vmax Mmax Va Intr. Intr. Pt Load (lb) (Ft-Lb) Factor V/Va M/Ma Unstiffen Stiffen R1 50.0 0.0 1.00 0.00 0.00 0.00 NA R2 50.0 0.0 1.00 0.00 0.00 0.00 NA Combined Bending and Axial Load Axial Ld Bracing(in) Max K-phi Lm Brac Allow Ld Intr. Span (lb) KyLy KtLt KL/r (in-lb/in) (in) (lb) P/Pa Value Center Span 4875.0(c) 48.0 48.0 54 0.0 0.0 31086.7(c) 0.16 0.17 Member Interconnection Spacing= 12.00 in See NASPEC C4.5 for add'nl interconnection requirements B -4 • �� h psf Lateral Load(interior 600SI37 6005162 600S200 Wall Spacing Height (in)oc 33 ksi 50 ksi 33 ksi 50 ksi 33 ksi 50 ksi (k) 33 43 54 68 97 33 43 54 68 97 33 43 54 68 97 12 1.77 2.51 3.81 5.05 7.54 2.42 3.40 5.61 7.45 11.39 2.86 4.31 7.46 9.97 15.65 8 16 1.73 2,47 3.78 5.02 7.52 2.37 3.35 5.57 7.41 11.35 2.81 4.26 7.41 9.93 15.60 24 1.65 2.39 3.72 4.96 7.46 2.28 3.27 5.49 7.33 11.28 2.72 4.16 T31 9.83 15.51 12 1.74 2.47 3.76 5.02 7.52 2.38 3.36 5.57 7.41 11.35 2.80 4.23 7.31 9.79 15.39 9 16 1.69 2.43 3.74 4.98 7.48 2.32 3.30 5.52 7.36 11.31 2.74 4.16 7.25 9.73 15.33 24 1.59 2.33 3.66 4.90 7.41 2.20 3.19 5.42 7.26 11.21 2.62 4.03 7.12 9.61 15.20 12 1,70 2.44 3.75 4.99 7.49 2.33 3.31 5.53 7.37 11.31 2.73 4.13 7.14 9.58 15.07 10 16 1.63 2.37 3.70 4.94 7.44 2.25 3.24 5.46 7.30 11.25 2.65 4.05 7.05 9.50 14.99 24 1.51 2.25 3.59 4.83 7.36 2.10 3.11 5.33 7.17 11.12 2.50 3.88 6.89 9.35 14.83 12 1.60 2,34 3.66 4.90 7.41 2.17 3.15 5.35 7.25 11.19 2.55 3.88 6.67 9.00 14.21 12 16 1.51 2.25 3.59 4.82 7.34 2.06 3.05 24 1.33 2.07 3.43 4.67 7.21 1.85 2.85 Max Joist Reaction = 1.87 k < 4.24 k OK .65 12 1.48 2.22 3.55 4.79 7.31 1.95 2.91 .08 14 16 1.36 2.09 344 4.67 7.20 1.81 2.78 4.80 6.63 10.80 2.17 3.40 5.91 8.10 12.91 24 1.11 1.85 3.21 4.45 7.00 1.54 2.51 4.53 6.35 10.49 1.89 3.09 5.59 7.79 12.58 12 1.34 2.07 3.40 4.63 7.15 1.71 2.62 4.41 6.10 9.89 2.05 3.18 5.38 7.38 11.74 16 416) 1.18 1.90 3.24 4.46 7.00 1.53 2.45 4.24 5.91 9.68 1.87 2.98 5.18 7.17 11.52 24 0.871 1.59 2.95 4.16 6.71 1.201 2.12 3.91 5.57 9.28 1.52 2.61 4.79 6.79 11.09 psf Lateral Load(interior Walls) 800S137 800SI62 BOOS200 Wall Spacing Height (in)oc 33 ksi 50 ksi 33 ksi 50 ksi 33 ksi 50 ksi (k) 43 54 68 97 43 54 68 97 118 43 54 68 97 118 12 2.43 3.57 4.74 7.21 3.35 5.43 7.25 11.25 14.30 4.47 7.74 10.29 15.98 20.46 8 16 2.40 3.55 4.72 7.19 3.32 5.40 7.22 11.23 14.28 4.44 7.71 10.25 15.95 20.43 24 2.35 3.50 4.68 7.16 3.26 5.35 7.16 11.17 14.23 4.36 7.64 10.19 15.68 20.37 12 2.40 3.55 4.73 7.20 3.33 5.41 7.22 11.23 14.28 4.44 7.71 10.26 15.95 20.43 9 16 2.37 3.52 4.70 7.17 3.29 5.37 T19 11.20 14.25 4.39 7.67 10.21 15.91 20.39 24 2.30 3.47 4.65 7.12 3.21 5.30 7.12 11.13 14.19 4.30 7.57 10.13 15.83 20.31 12 2.38 3.53 4.71 7.18 3.30 5.38 7.19 11.20 14.26 4.41 7.68 10.22 15.92 20.40 10 16 2.34 3.49 4.67 7.15 3.25 5.33 7.15 11.16 1422 4.35 7.62 10.17 15.87 20.35 24 226 3.43 4.61 7.09 3.15 5.24 7.06 11.07 1414 4.23 7.50 10.06 15.76 20.25 12 2.32 3.48 4.66 7.13 3.22 5.31 7.13 11.14 14.20 4.32 7.59 10.14 15.84 20.32 12 16 2.26 3.43 4.61 7.09 3.15 5.24 7.06 11.07 14.14 4.23 7.50 10.06 15.76 20.24 24 2.14 3.33 4.51 7.00 3.00 5.11 6.93 10.94 14.03 4.06 7.32 9.90 15.60 20.OB 12 2.25 3.42 4.60 7.08 3.13 5.22 T04 11.05 14.12 4.16 7.36 996 15.72 20.20 14 16 2.16 3.35 4.53 7.01 3.03 5.13 6.94 10.95 14.03 4.04 7.24 9.84 15.61 20.09 24 2.00 3.21 4.40 6.88 2.83 4.94 6.76 10.76 13.87 3.80 6.99 9.61 15.38 19.86 12 2.16 3.34 4.52 7.00 3.02 5.11 6.93 10.93 14.01 3.93 6.95 9.45 15.15 19.78 16 16 2.05 3.25 4.43 6.91 2.89 4.98 6.80 10.80 13.89 3.77 6.78 9.30 15.00 19.62 24 1.83 3.06 4.25 6.74 2.62 4.72 6.54 10.53 13.66 3.46 6.46 9.00 14.68 19.29 15 psf Lateral Load 350SI62 3625137 3625162 3628200 Wall Height Slp11i Oc 33 ksi 50 ksi 33 ksi 50 ksi 33 ksi 50 ksi 33 ksi 50 ksi 33 43 54 68 33 43 54 68 33 43 54 68 33 43 54 68 12 1.37 2.10 3.56 4.66 1.09 1.72 2.95 3.98 1.44 2.20 3.74 4.96 1.77 2.79 4.71 6.22 8 16 1.16 1.89 3.36 4.46 0.91 1.53 2.77 3.80 1.23 1.99 3.55 4.76 1.55 2.56 4.49 6.01 24 0.78 1.49 2.99 4.08 0.561 1.16 2.43 3.44 0.85 1.59 3.17 4.38 1.13 2.13 4.06 5.58 12 1.13 1.82 3.14 4.16 0.90 1.49 2.64 3.59 1.21 1.93 3.35 4.47 1.51 2.47 4.21 5.60 9 16 0.90 1.57 2.91 3.92 0.68 1.26 2.43 3.37 0.97 1.68 3.12 4.23 1,25 2.19 3.94 5.34 24 0.461 1.111 2.48 3.48 0.281 0.831 2.03 2.94 0.531 1.21 2.68 3.77 0.771 1.68 3.44 4.84 12 0.90 1.53 2.71 3.63 0,701 1.25 2.31 3.16 0.97 1.64 2.94 3.94 1.25 2.13 3.69 4.95 10 16 0.641 1.25 2.45 3.37 0.461 0.99 4 2.07 2.91 0.71 4 1.36 2.67 3.66 0.95 1.82 3.38 4.65 24 0.171 0.741 1.99 4 2.88 0.511 1.62 3 2.441 0.231 0.841 2.181 3.15 0.421 1.251 2.83 4.09 12 0.471 0.98 3 1.90 4 2.62 0.331 0.781 1.631 2.30 0.531 1.084 2.10 2.88 0.741 1.46 2.65 3.66 12 16 0.182 0.671 1.621 2.331 0.48 3 1.36 3 2.021 0.242 0.761 1.81 3 2.581 0.411 1.11 3 2.32 4 3.32 24 - 0.132 1.132 1.813 0.892 1.513 0.202 1.291 2.033 - 0.493 1.733 2.723 12 0.132 0.532 1.271 1.831 0.382 1.083 1.603 0.182 0.613 1.423 2.033 0.322 0.903 1.82) 2.611 14 16 - 0.22 2 1.00 2 1.541 0.82 2 1.31 1 - 0.291 1.14 2 1.731 0.54 2 1.49• 2.281 24 - 0.531 1.04 2 0.351 0.82 2 - 0.641 1.192 - 0.92 2 1.692 12 0.201 0.821 1.261 0.682 1.071 - 0.26 2 0.93 2 1.41 3 0.461 1.223 1.851 16 16 - 0.571 0.982 0.42' 0.802 0.661 1.122 0.121 0.912 1.532 24 0.131 0.511 0.34' 0.191 0.621 0.38' 0.971 Ifno note,deflection meets 11720 B 5 `Deflectma meets L1120 'Deflection meets 41240 'Deflection meets L1360 40efJection meets L1600 See Table Notes on page 31. 32 www.SSMA.com Copyright©2015 by the SSMA Fy L" Spacing 5 psf 7.5 psf 10 psf Section (ksi) (in) (in)oc L1120 Lbr L1240 Lbr L1360 Lbr U120 Lbr U240 Lbr 1.1360 Lbr 1-1120 Lbr U240 Lbr L1360 Lbr 12 27'7"d (63) 21'11"d (86) 19'2"d (104) 24'1"d (58) IT 2"d (78) 16'9"d (94) 21'11"d (55) IT 5"d (73) 15'2"d (88) 362S125-68 50 22.7 16 25'1"d (60) 19'11"d (80) 1T 5"d (97) 21'11"d (55) 75"d (73) 15'2"d (88) 19'11"d (52) 15'10"d (69) 13'10"d (82) 24 21'11"d 55 1T 5"d 73 15'2"d 88 IT 2"d 50 15'2"d 67 13'3"d 80 17'0"f 48 IT 10"d 63 12'1"d 75 12 13'9"e f (48) 13'9"e f (48) 1 T 7"e d (49) 11'3"e f (48) 11'3'e f (48) 11'3"e f (48) 9'9"e f (48) 9'9"e f (48) 9'9"e f (48) 40OS125-18 33 28.7 16 11'11"e f (48) 11'11"e f (48) 11'11"e f (48) 9'9"e f (48) 9'9"e f (48) 9'9"e f (48) 8'5"e f (48) 8'5"e f (48) 8'5"e f (48) 24 9'9"e f (48) 9'9"e f (48) 9'9"e f (48) 7'11"e f (48) 7'11"e f (48) 7'11"e f (48) 6'10"e f (48) 6'10"e f (48) 6'10"e f (48) 12 18'6"f (48) 17'10"d (54) 15'8"d (69) 15 2"f (48) 15'2"f (48) 13'8"d (63) IT 1"f (48) 13'1"f (48) 12'4"d (57) 40OS125-27 33 28.5 16 16'1"f (48) 16'1"f (48) 14'2"d (65) 13'1"1 (48) IT 1"f (48) 12'4"d (57) 11'4"f (48) 11'4"f (48) 11'3"d (50) 24 13'1"f (48) 13'1"f (48) 12'4"d (57) 10'8"f (48) 10'8"f (48) 10'8"f (48) 9'3"f (48) 9'3"f (48) 9'3"f (48) 12 19'11"f (48) 18'5"d (60) 16'2"d (72) 16'3"f (48) 16'1"d (50) 14'1"d (66) 14'1"f (48) 14'1"f (48) 12'10"d (62) 40OS125-30 33 28.5 16 17'3"f (48) 16 9"d (53) 14'B"d (68) 14'1"f (48) 14'1"f (48) 12'10"d (62) 12'3"f (48) 12'3"f (48) 11'7"d (56) 24 14'1"f (48) 14'1"f (48) 12'10"d (62) 11'6"f (48) 11'6"f (48) 11'2"d (53) 10'0"f (48) 10'0"f (48) 10'0"f (48) 12 21'7"f (48) 19'1"d (63) 16'8"d (74) 17'7"f (48) 16'8"d (57) 14'7"d (68) 15'3"f (48) 15'1"d (49) 13'3"d (65) 40OS125-33 33 28.4 16 18'8"f (48) 17'4"d (59) 15'2"d (70) IT 3"f (48) 15'1"d (49) IT 3"d (65) 13'2"f (48) IT 2"f (48) 12'0"d (61) 24 15'3"f (48) 15'1"d (49) 13'3"d (65) 12'5"f (46) 12'5"f (48) 11'7"d (59) 10'9"f (48) 10'9"f (48) 10'6"d (53) 12 25'6"f (48) 20'9"d (70) 18'2"d (82) 20'10"f (48) 18'2"d (63) 15'10"d (75) 18'1"f (48) 16'6"d (59) 14'5"d (71) 40OS125-43 33 28.2 16 22'1"f (48) 18'10"d (65) 16'6"d (77) 18'1"f (48) 16'6"d (59) 14'5'd (71) 15'8"f (48) 15'0"d (54) IT 1"d (67) 24 18'1"f (48) 16'6"d (59) 14'5"d (71) 14'9"f (48) 14'5"d (51) 12'7"d (65) 12'9"f (48) 12'9"f (48) 11'5"d (61) 12 28'0"d (57) 22'2"d (75) 19'5"d (89) 24'F d (52) 19'5"d (69) 16'11"d (82) 22'2"d (49) ITT'd (65) 15'5"d (77) 40OS125-54 50 22.7 16 25'5"d (53) (77) 19'5"f (48) 16'0"d (62) 14'0"d (73) 24 22'2"d (49) Max Wall Span = 10'-0" < 22 ��-1 OK 3'5"d (71) 15'10"f (48) 14'0"d (57) 12'3"d (67) 12 29'10"d (61) 8'I'd (90) 23'8"d (53) 18'10"d (71) 16'5"d (84) 40OS125-68 50 22.5 16 27'2"d (58) 21'6"d (77) 18'10"d (92) 23'8"d (53) 18'10"d (71) 16'5"d (84) 21'6"d (50) 17'1"d (66) 14'11"d (79) 24 23'8'd 53 18'10"d 71 16'5'd 20'8"d 48 16'5"d 14'4"d 7 18'0"f 48 14'11"d 61 13'0-d (72 12 23'7"f (48) 22'10"d (53) 20'2"d (67) 19'3"f (48) 19'3"f (48) 1T 6"d (61) 16'8"f (48) 16'8"f (48) 15'11"d (55) 550S125-27 33 27.9 16 20'5"f (48) 20'5"f (48) T 3"d (63) 16'8"f (48) 16 8"f (48) 15'11"d (55) 14'5"f (48) WY f (48) 14'5"d (48) 24 16'8"f (48) 16'8"f (48) 15'11"d (55) IT 7"f (48) 13'7'f (48) 13'7'f (48) 11'9"e f (48) 11'9"of (48) ITT of (48) 12 25'5"f (48) 23'9"d (58) 20'10"d (69) 20'9"f (48) 20'8"d (48) 18'2"d (64) 18'0"f (48) 18'0"f (48) TV d (60) 55OS125.30 33 27.9 16 22'0"f (48) 21'6"d (52) 18'11"d (65) 1 B'0'f (48) 18'0"f (48) 16'6"d (60) 15'7"f (48) 15'7"f (48) 14'11"d (54) 24 18'0"f (48) 18'0"f (48) 16'6"d (60) 14'8"f (48) 14'8"f (48) 14'4"d (52) 12'8"of (48) 12'B"of (48) 12'8"of (48) 12 27'61 (48) 24'8"d (61) 21'6"d (72) 22'5"f (48) 21'6"d (55) 18'10"d (66) 19'5"f (48) 19'5"f (48) 17'1"d (62) 550S125-33 33 27.8 16 23'IT f (48) 22'4"d (57) 19'7"d (68) 19'5"f (48) 19'5"f (48) IT 1"d (62) 16'10"f (48) 16'10"f (48) 15'6"d (58) 24 19'5'f (48) 19'S"f (48) 1T 1"d (62) 15'10"f (48) 15'10"f (48) 14'11"d (57) ITT f (48) 13'9"f (48) 13'6"d (51) 12 32'7"f (48) 26'10"d (66) 23'5"d (76) 26'8"f (48) 23'5"d (61) 20'5"d (71) 23'1"f (48) 21'3"d (57) 18'7"d (67) 550S125-43 33 27.6 16 28'3"f (48) 24'4"d (62) 21'3"d (72) 23'1"f (48) 21'3"d (57) 18'7"d (67) 20'0"f (48) 19'4"d (52) 16'11"d (64) 24 23'1"f (48) 21'3"d (57) 1 B'7"d (67) 18'10"f (48) 18'7"d (50) 16'3"d (62) 16'4"f (48) 16'4"f (48) 14'9"d (59) 12 36'2"d (53) 28'9"d (69) 25'1"d (80) 31'7"d (50) 25'1"d (64) 21'11"d (74) 28'2"f (48) 22'9"d (61) 19'11"d (71) 550S125-54 50 22.1 16 32'10"d (51) 26'1"d (65) 22'9"d (76) 28'2"f (48) 22'9"d (61) IT 11"d (71) 24'4"f (48) 20'8"d (58) 18'1"d (67) 24 28'2"f (48) 22'9"d (61) 19'11"d (71) 23'0"f (48) 19'11"d (57) 1T 5"d (65) 19'11"f (48) 18'1"d (53) 15'10"d (62) 12 38'B"d (55.8) 30'8"d (73) 26'10"d (86) 33'9"d (52) 26'IT d (67) 23'5"d (79) 30'8"d (49) 24'4"d (64) 21'3"d (74) 550S125-68 50 21.8 16 35'2"d (53.0) 27'11"d (69) 24'4"d (81) 30'8"d (49) 24'4"d (64) 21'3"d (74) 27'1"1 (48) 22'2"d (60) 19'4"d (70) 24 30'8"d 49.0 24'4"d 84 21'3"d 74 25'7"f 48 21'3"d 69 18'7'd 69 22'2"f 48 19'4"d 56 16 11"d 65 12 24'8"e f (48) 24'S'e d (49) 21'6"e d (65) 20'2"e f (48) 20'2"e f (48) 18'9"e d (58) ITT'e f (48) 17'6"e f (48) 17'0'e d (52) 60OS125-27 33 27.7 16 21'5"e f (48) 21'5"e f (48) 19'6"e d (60) ITT'e f (48) 76"e f (48) 17'0'e d (52) 15'1"e f (48) 15'1"e f (48) 15'1"e f (48) 24 1 T 6"e f (48) 76"e f (48) 17'0"e d (52) 14'3"e f (48) 14'3"e f (48) 14'3"e f (48) 12'4"e f (48) 12'4"e f (48) 12'4"e f (48) 12 26'7"f (48) 25 4"d (55) 22'4"d (67) 21'9"f (48) 21'9"f (48) 19'6"d (62) 18'10"f (48) 18'10"f (48) ITT d (57) 60OS125-30 33 2T6 16 23'1"f (48) 23'0"d (48) 20'3"d (63) 18'10"f (48) 18'10"f (48) 17'7"d (57) 16'4"f (48) 16'4"f (48) 15'11"d (51) 24 18'10"f (48) 18'10"f (48) IT 7"d (57) 15'4"f (48) 15'4"f (46) 15'4"d (48) 13'4"e f (48) 13'4"e f (48) 13'4"e f (48) 12 28'10"f (48) 26 5"d (59) 23'1"d (69) 23'6"f (48) 23'0"d (52) 20'2"d (64) 20'5"f (48) 20'5"f (48) 18'4"d (60) 60OS125-33 33 27.6 16 25'0"f (48) 23'11"d (54) 21'0"d (65) 20'5"f (48) 20'5"f (48) 18'4"d (60) 17'8"f (48) ITT'f (48) 16'7"d (56) 24 20'5"f (48) 20'5"f (48) 18'4"d (60) 16'8"f (48) 16'8"f (48) 15'11"d (54) 14'5"f (48) 14'5"f (48) 14'5"f (48) 12 34'3"f (48) 28'9"d (65) 25'2"d (75) 28'0"f (4B) 25'2"d (59) 21'11"d (69) 24'3'f (48) 22'10"d (55) 19'11"d (66) 60OS125-43 33 2T3 16 29'8"f (48) 26'2"d (61) 22'IT d (71) 24'3"f (48) 22'10"d (55) 19'11"d (66) 21'0"f (48) 20'9"d (49) 18'2"d (62) 24 24'3"f (48) 22'IT d (55) 19'11"d (66) 19'9"f (48) 19'9"f (48) IT 5"d (61) IT 2"f (48) 17'2"f (48) 15'10"d (57) 12 38'10"d (52) 30'10"d (67) 26'11"d (78) 33'11"d (49) 26'IV d (63) 23'6"d (73) 29'8"f (48) 24'6"d (59) 21'5"d (69) 60OS125-54 50 21.9 16 35'4"d (50) 28'0"d (64) 24'6'd (74) 29'8"f (4B) 24'6"d (59) 21'5"d (69) 25'8"f (48) 22'3"d (56) 19'5'd (65) 24 29'8"f (48) 24'6"d (59) 21'5"d (69) 24'3"f (48) 21'5"d (55) 18'8"d (64) 21'0"f (48) 19'5"d (52) 1T 0"d (61) 12 41'7"d (54.4) 33'0"d (71) 28'10"d (83) 36'4"d (51) 28'10"d (65) 25'2"d (76) 33'0"d (48) 26 2"d (62) 22'10"d (72) 60OS125-68 50 21.6 16 37'9"d (51.6) 30'0"d (67) 26'2"d (78) 3T 0"d (48) 26 2"d (62) 22'IT d (72) 28'7"f (48) 23'9"d (59) 20'9"d (68) 24 3T 0"d 47.9 26'2"d 62 22'10"d 72 26'11"f 48 22'10"d 57 20'0"d 67 23'4"f 48 20'9"d 55 18'2"d 63) 12 40'0'f (48) 36'6"d (57) 31'11"d (68) 32-8'f (48) 31'10"d (51) 27'11"d (63) 28'4'f (48) 28'4"f (48) 25'4"d (59) 800S125-43 33 26.3 16 34'8"f (48) 33'1"d (53) 29'0"d (64) 28'4"f (48) 28'4"f (48) 25 4"d (59) 24'6"f (48) 24'6"f (48) 23'0"d (55) 24 28'4"f (48) 28'4"f (48) 25 4"d (59) 23'1"f (48) 23'1"f (48) 22'1"d (53) 20'0"f (48) 20'0"f (48) NO"d (48) ' :'3-d f 48) 34'3"d (57) 29'11"d (67) 34'3"f (48) 31'1"d (54) 2T 2"d (64) 800S125-54 50 21.1 Max Wall Span = 26'.0" < 28'. � OK ) 31'1"d (54) 27'2"d (64) 29T'1 (48) 28'3"d (51) 24'8"d (60) 27'2"d (50) 23'9"d (59) 24'3"f (48) 24'3"f (48) 21'7"d (55) 12 52'11"d (50) 42'0"d (64) 36'8"d (75) 45'1"f (48) 36'8"d (60) 32'0"d (69) 39'0"f (48) 33'4"d (57) 29'I'd (66) 80OS125-68 50 20.8 16 47'9"f (48) 38'2"d (61) 33'4"d (71) 39'0"f (48) 33'4"d (57) 29'1"d (66) 33'9"f (48) 30'3"d (54) 26'5"d (62) 24 39'0"f 48 33'4"d 29'1"d 31'10"f 48 29'1"d 53 9111.1 d 61 27'7"f 46 26'5"d 50 23'1"d (58) 'Web height-to-thickness ratio exceeds 200. Web stiffeners are required at a//support paints and concentrated loads. 'e"web stiffeners required at ends. °denotes deflection controlled. denotes flexural controlled. See Table Notes on page 23. B -6 24 www.SSMA.com Copyright©2015 by the SSMA Seismic Base Shear for the Equivalent Lateral Force Procedure Per IBC 2015&ASCE 7-10 Structure: Meeco Manufacturing Address: Arlington,WA Latitude: Longitude Structure Classification Risk Category: II per ASCE Table 1.5-1 Seismic Force-Resisting System: Light-Framed Wood Walls Sheathed with Structural Panels R: 6 1/2 per ASCE Table 12.2-1 Wo: 2 1/2 per ASCE Table 12.2-1 Cd: 4 per ASCE Table 12.2-1 hn(ft): 19.00 height above the base to the highest level of the structure Site Ground Motion Reg.Structure 5 Stories or Less: Yes Ss(max)= 1.5 Per ASCE 12.8.1.3 S, (g-sec): 0.41 SS(g-sec): 1.05 Site Class: D Assumed Value per ASCE Table 20.3-1 SD1 (g-sec): 0.43 SDs(g-sec): 0.76 per ASCE 11.4.4 Seismic Design Category: D per ASCE 11.6 IE: 1.00 per ASCE Table 1.5-2 Fundamental Period per ASCE 12.8.2 Period Method: Approximate Fundamental Period Structure Type: All Other Structural Systems TL(sec): 6.00 ASCE Figures 22-12 through 22-16 Ta(sec): 0.18 Ct*hnx per ASCE Eq. 12.8-7 T15e(sec): 0.18 -—TL Equivalent Lateral Force Procedure Design Base Shear per ASCE 12.8 Cs: 0.12 =Sps/(R/IE)per ASCE Eq. 12.8-2 Cs-max: 0.37 =SD1/(Ta*R/IE)for T—TL per ASCE Eq. 12.8-3 Cs-max: 12 =SDi*TL/(Ta2*R/IE)for T>TL per ASCE Eq. 12.8-4 Cs-min: 0.03 per ASCE Eq. 12.8-5 Cs-min: -- =0.5S,/(R/IE)for S, _>0.6g per ASCE Eq. 12.8-6 Cs-use: 0.116 V: 0.116 W =Cs_uSe*W per ASCE Eq.12.8-1 Quantum Consulting Engineers LLC Project: Meeco Manufacturing Date: 1/8/19 Job No: 18712.02 1511 Third Avenue,Suite 323Designer: NI Sheet: 1 Seattle,WA 98101 Client: 2812 Architecture Checked By: B -7 u . LIELVING SHELVING SHELVINIC SWA 10'-0" Top Plate SW3 DI4RHRAGM 1 ROOM `° 108837 sf o E SW4 SW1 F z 0 I b 1 8A SWB F 16'-0" Top Plate SW5 POWDER 107 DIAPHRAG 2 i 569 sf N SW2 1 swc E � MEECO MANUFACTURING 1/8/2019 18712.02 project date job no. 1511 THIRD AVENUE SHEAR WALL MAP - KNIT & POWDER TVM SUITE323 drawn by: SEATTLE,WA 98101 TEL 206.957.3900 2812 ARCHITECTURE B -8 QUANTUM FAX 206.957.3901 C O R E-ING E X G i M E E N E wow+.quanturnce.com client design by: shoot no. .� V SWK SWL DIAPHRAGM 10 DIAPHRi 13M 11 25 sf 225 : f SW10 SW11 SW12 SWM DIAPHRAGM 12 87 sf SWN i DIAPHRAGM 13 SW13 1 c sf I SWO I I MEECO MANUFACTURING 1/8/2019 18712.02 Project date job no. 1511 THIRD AVENUE SHEAR WALL MAP - OFFICES TVM SUITE 323 drawn by; SEATTLE,WA 98101 TEL 206.957.3900 2812 ARCHITECTURE B -9 QUANTUM FAX 206.957.3901 design by: sheet II0. cuesui , snc�xs www.quantumce.com client i I Diaphragm Load Seismic Distribution Structure: Meeco Manufacturing Address: Level Power Knit Direction North South Cs: 0.116 W From QCE IBC 2015 Spreadsheet. Diaphragm Area 1 Area 2 Area 3 Total Seismic Area Weight Area Weight Area Weight Weight Force 1 837 sgft 45 psf 37.67 k 4.37 k 2 569 sqft 45 psf 25.61 k 2.97 k 3 0.00 k 0.00 k 4 0.00 k 0.00 k 5 0.00 k 0.00 k 6 0.00 k 0.00 k 7 0.00 k 0.00 k 8 0.00 k 0.00 k 9 0.00 k 0.00 k 10 0.00 k 0.00 k Percent of Diaphragm Supported By Shear Wall Diaphragm SWi SW2 SW3 SW4 SW5 SW6 SW7 SW8 1 50% 19% 31% 2 50% 50% 3 4 5 6 7 8 9 10 Seismic Force: 2.18 k 1.49 k 0.83 k 1.35 k 1.49 k 0.00 k 0.00 k 0.00 k LG BMR Uplift: -0.38 k -0.60 k -0.67 k -0.64 k -1.55 k Amplified -0.76 k -1.20 k -1.34 k -1.29 k -3.10 k Wall 0.6DL: 2.43 k 4.54 k 1.19 k 1.98 k 1.85 k Net FTG Uplift: 0.84 k 1.67 k -0.08 k 0.35 k -0.63 k Use HDU4 were uplift occurs Net HD Uplift: 0.46 k 1.07 k -0.75 k -0.30 k -2.18 k SW3 OK by inspection HDR&Corner add additional support Quantum Consulting Engineers LLC Project: MEECO MANUFACTURING Job No: 18712.02 1511 Third Avenue, Suite 323 Client: 2812 ARCHITECTUF Sheet: Seattle, WA 98101 Designer: TVM Date: 1/8/19 Chkd By: B - 10 i Diaphragm Load Seismic Distribution Structure: Meeco Manufacturing Address: Level Power Knit Direction East West Cs: 0.116 W From QCE IBC 2015 Spreadsheet. Diaphragm Area 1 Area 2 Area 3 Total Seismic Area Weight Area Weight Area Weight Weight Force 1 837 sqft 45 psf 37.67 k 4.37 k 2 569 sqft 45 psf 25.61 k 2.97 k 3 0.00 k 0.00 k 4 0.00 k 0.00 k 5 0.00 k 0.00 k 6 0.00k 0.00k 7 AM 0.00 k 0.00 k 8 0.00 k 0.00 k 9 Em&- 0.00 k 0.00 k 10 0.00k 0.00k Percent of Diaphragm Supported By Shear Wall Diaphragm SWA SWB SWC 1 50% 50% 2 50% 50% 3 4 5 6 7 8 9� 10 Seismic Force: 2.18 k 3.67 k 1.49 k 0.00 k 0.00 k 0.00 k 0.00 k 0.00 k LG BMR Uplift: -0.80 k -2.15 k -0.87 k Amplified -1.59 k -4.29 k -1.74 k Wall 0.6DL: 1.23 k 1.97 k 1.23 k Net FTG Uplift: -0.18 k -1.17 k -0.26 k Use HDU4 HD Net HD Uplift: -0.98 k -3.31 k -1.13 k Quantum Consulting Engineers LLC Project: MEECO MANUFACTURING Job No: 18712.02 1511 Third Avenue, Suite 323 Client: 2812 ARCHITECTUF Sheet: Seattle, WA 98101 Designer: TVM Date: 1/8/19 Chkd By: B - 11 i Diaphragm Load Seismic Distribution Structure: Meeco Manufacturing Address: Level Offices & Restrooms Direction North South Cs: 0.116 W From QCE IBC 2015 Spreadsheet. Diaphragm Area 1 Area 2 Area 3 Total Seismic Area Weight Area Weight Area Weight Weight Force 10 258 sqft 15 psf 3.87 k 0.45 k 11 225 sqft 15 psf 3.38 k 0.39 k 12 87 sqft 15 psf 1.31 k 0.15 k 13 129 sqft 15 psf 1.94 k 0.22 k 14 0.00 k 0.00 k 15 0.00k 0.00k 16 0.00 k 0.00 k 17 0.00 k 0.00 k 18 0.00 k 0.00 k 19 0.00 k 0.00 k Percent of Diaphragm Supported By Shear Wall Diaphragm SW10 SW11 SW12 SW13 SW14 SW15 SW16 SW17 10 50% 50% 11 50% 50% 12 25% 50% 25% 13 50% 50% 14 15 16 17 18 19 Seismic Force: 0.22 k 0.46 k 0.38 k 0.15 k 0.00 k 0.00 k 0.00 k 0.00 k LG BMR Uplift: -0.11 k -0.27 k -0.09 k -0.12 k Amplified -2.12 k -0.53 k -0.18 k -0.24 k Wall 0.6DL: 1.06 k 1.41 k 1.56 k 0.71 k Net FTG Uplift: 0.43 k 0.44 k 0.69 k 0.23 k No Net Uplift, HD not Req'd Net HD Uplift: -1.59 k 0.17 k 0.60 k 0.11 k All Shear loads are low, use Drywall Quantum Consulting Engineers LLC Project: MEECO MANUFACTURING Job No: 18712.02 1511 Third Avenue, Suite 323 Client: 2812 ARCHITECTUF Sheet: Seattle, WA 98101 Designer: TVM Date: 1/8/19 Chkd By: B - 12 I Diaphragm Load Seismic Distribution Structure: Meeco Manufacturing Address: Level Offices & Restrooms Direction East West Cs: 0.116 W From QCE IBC 2015 Spreadsheet. Diaphragm Area 1 Area 2 Area 3 Total Seismic Area Weight Area Weight Area Weight Weight Force 10 258 sqft 15 psf 3.87 k 0.45 k 11 225 sqft 15 psf 3.38 k 0.39 k 12 87 sqft 15 psf 1.31 k 0.15 k 13 129 sqft 15 psf 1.94 k 0.22 k 14 0.00 k 0.00 k 15 0.00k 0.00k 16 0.00 k 0.00 k 17 0.00k 0.00k is 0.00 k 0.00 k 19 0.00k 0.00k Percent of Diaphragm Supported By Shear Wall Diaphragm SWK SWL SWM SWN SWO 10 50% 50% 11 50% 50% 12 50% 50% 13 50% 50% 14 15 16 17 18 19 Seismic Force: 0.22 k 0.20 k 0.50 k 0.19 k 0.11 k 0.00 k 0.00 k 0.00 k LG BMR Uplift: -0.14 k -0.13 k -0.16 k -0.15 k -0.05 k Amplified -0.29 k -0.26 k -0.32 k -0.30 k -0.09 k Wall 0.6DL: 1.14 k 0.57 k 0.36 k 1.14 k 1.14 k Net FTG Uplift: 0.43 k 0.16 k 0.02 k 0.42 k 0.52 k No Net Uplift, HD not Req'd Net HD Uplift: 0.28 k 0.03 k -0.14 k 0.27 k 0.48 k All Shear loads are low, use Drywall Quantum Consulting Engineers LLC Project: MEECO MANUFACTURING Job No: 18712.02 1511 Third Avenue, Suite 323 Client: 2812 ARCHITECTUF Sheet: Seattle, WA 98101 Designer: TVM Date: 1/8/19 Chkd By: B - 13 i 2007 NASPEC Project: Meeco Manufacturing DATE: 1/21/2019 Model: SW 1 �V 10.00 ft Load Data V(wind)= 0 lb V(seismic)= 1526 lb 40.50 ft Sheathing Data Shear values based on IBC 2009 (2007 AISI Lateral) See 2007 AISI Lateral for additional information Chord Data Seismic Design Category F Chords: 400S162-54 (50) (2)Back-to-Back Stud Thickness = 54 in 2007 NASPEC Sheathing: 15/32 Struct 1 sheathing (4-ply) 1 side Chord Fastener Spacing, a = 16 in Fasteners: 6-inches oc edges, 12-inches oc field Shearwall Chord Force = 380 lb Includes Anchor Offset= 4 in Aspect Ratio=0.25 Additional Axial Loads = 0 lb Max Allowable Aspect Ratio =2.00 Total Axial Loads = 380 lb Unit Shear(Seismic) = 38 lb/ft KyLy, KtLt for Axial Capacity= 48 in Allowable Unit Shear(Seismic) = 356 lb/ft Maximum KL/r= 76 Allowable Axial Load = 11971 lb Ecc. Moment from Sheathing One Side= 63 Ft-Lb Additional Design Moment= 0 Ft-Lb Total Chord Moment= 63 Ft-Lb Flexural Bracing = 48 in Distortional Buckling Inputs for Moment and Axial K-phi = 0 lb-in/in Lm = None Allowable Moment= 2008 Ft-Lb Chord Interaction = 0.06 Overturning Uplift Data Anchor offset Each End = 4 in Uplift at Anchor-Seismic(unfactored)= 380 lb Seismic Uplift Factor= 2.00 Uplift at Anchor-Seismic(FACTORED)= 760 lb B - 14 I I 2007 NASPEC Project: Meeco Manufacturing DATE: 1/21/2019 Model: SW2 �—V Load Data V(wind) = 0 lb 16.00 ft V(seismic)= 1034 lb Sheathing Data Shear values based on IBC 2009 (2007 AISI Lateral) See 2007 AISI Lateral for additional information Seismic Design Category F Stud Thickness = 54 in 27.83 ft Sheathing: 15/32 Struct 1 sheathing (4-ply) 1 side Fasteners: 6-inches oc edges, 12-inches oc field Aspect Ratio=0.57 Chord Data Max Allowable Aspect Ratio= 2.00 Chords:40OS162-54 (50)(2)Back-to-Back Unit Shear(Seismic)=37 Ib/ft 2007 NASPEC Allowable Unit Shear(Seismic)=356 Ib/ft Chord Fastener Spacing, a = 16 in Shearwall Chord Force = 602 lb Includes Anchor Offset= 4 in Additional Axial Loads = 0 lb Total Axial Loads = 602 lb KyLy, KtLt for Axial Capacity= 48 in Maximum KL/r= 122 Allowable Axial Load = 6678 lb Ecc. Moment from Sheathing One Side= 100 Ft-Lb Additional Design Moment= 0 Ft-Lb Total Chord Moment= 100 Ft-Lb Flexural Bracing = 48 in Distortional Buckling Inputs for Moment and Axial K-phi = 0 lb-in/in Lm = None Allowable Moment= 2008 Ft-Lb Chord Interaction = 0.14 Overturning Uplift Data Anchor offset Each End = 4 in Uplift at Anchor-Seismic(unfactored)= 602 lb Seismic Uplift Factor= 2.00 Uplift at Anchor-Seismic(FACTORED)= 1203 lb B - 15 2007 NASPEC Project: Meeco Manufacturing DATE: 1/21/2019 Model: SW3 �V Load Data V(wind)= 0 lb V(seismic)= 581 lb Sheathing Data Shear values based on IBC 2009(2007 AISI Lateral) 10.00 ft See 2007 AISI Lateral for additional information Seismic Design Category F Stud Thickness =54 in Sheathing: 15/32 Struct 1 sheathing (4-ply) 1 side Fasteners: 6-inches oc edges, 12-inches oc field Aspect Ratio= 1.11 Max Allowable Aspect Ratio=2.00 Unit Shear(Seismic)= 65 lb/ft Allowable Unit Shear(Seismic)=356 lb/ft 9.00 ft Chord Data Chords: 400S162-54 (50)(2)Back-to-Back 2007 NASPEC Chord Fastener Spacing, a = 16 in Shearwall Chord Force = 670 lb Includes Anchor Offset= 4 in Additional Axial Loads = 0 lb Total Axial Loads= 670 lb KyLy, KtLt for Axial Capacity= 48 in Maximum KL/r= 76 Allowable Axial Load = 11971 lb Ecc. Moment from Sheathing One Side = 112 Ft-Lb Additional Design Moment= 0 Ft-Lb Total Chord Moment= 112 Ft-Lb Flexural Bracing = 48 in Distortional Buckling Inputs for Moment and Axial K-phi = 0 lb-in/in Lm = None Allowable Moment= 2008 Ft-Lb Chord Interaction = 0.11 Overturning Uplift Data Anchor offset Each End = 4 in Uplift at Anchor-Seismic(unfactored)= 670 lb Seismic Uplift Factor= 2.00 Uplift at Anchor-Seismic(FACTORED) = 1341 lb B - 16 i r, 2007 NASPEC Project: Meeco Manufacturing DATE: 1/21/2019 Model: SW4 —V Load Data V(wind)= 0 lb V(seismic)= 945 lb 10.00 ft Sheathing Data Shear values based on IBC 2009(2007 AISI Lateral) See 2007 AISI Lateral for additional information Seismic Design Category F Stud Thickness = 54 in Sheathing: 15/32 Struct 1 sheathing (4-ply) 1 side Fasteners: 6-inches oc edges, 12-inches oc field 15.00 ft Aspect Ratio = 0.67 Max Allowable Aspect Ratio=2.00 Chord Data Unit Shear(Seismic)= 63 lb/ft Chords:400S162-54 (50)(2)Back-to-Back Allowable Unit Shear(Seismic) = 356 lb/ft 2007 NASPEC Chord Fastener Spacing, a = 16 in Shearwall Chord Force = 644 lb Includes Anchor Offset= 4 in Additional Axial Loads = 0 lb Total Axial Loads= 644 lb KyLy, KtLt for Axial Capacity= 48 in Maximum KL/r= 76 Allowable Axial Load = 11971 lb Ecc. Moment from Sheathing One Side = 107 Ft-Lb Additional Design Moment= 0 Ft-Lb Total Chord Moment= 107 Ft-Lb Flexural Bracing = 48 in Distortional Buckling Inputs for Moment and Axial K-phi = 0 lb-in/in Lm = None Allowable Moment= 2008 Ft-Lb Chord Interaction = 0.11 Overturning Uplift Data Anchor offset Each End = 4 in Uplift at Anchor-Seismic(unfactored) = 644 lb Seismic Uplift Factor= 2.00 Uplift at Anchor-Seismic(FACTORED)= 1289 lb B - 17 i I I 2007 NASPEC Project: Meeco Manufacturing DATE: 1/21/2019 Model: SW5 �V Load Data V(wind)= 0 lb V(seismic) = 1034 lb Sheathing Data Shear values based on IBC 2009 (2007 AISI Lateral) 16.00 ft See 2007 AISI Lateral for additional information Seismic Design Category F Stud Thickness= 54 in Sheathing: 15/32 Struct 1 sheathing (4-ply) 1 side Fasteners: 6-inches oc edges, 12-inches oc field Aspect Ratio= 1.45 Max Allowable Aspect Ratio = 2.00 Unit Shear(Seismic)=94 lb/ft Allowable Unit Shear(Seismic)= 356 lb/ft 11.00 ft Chord Data Chords:40OS162-54 (50)(2)Back-to-Back 2007 NASPEC Chord Fastener Spacing, a = 16 in Shearwall Chord Force = 1551 lb Includes Anchor Offset= 4 in Additional Axial Loads= 0 lb Total Axial Loads= 1551 lb KyLy, KtLt for Axial Capacity= 48 in Maximum KL/r= 122 Allowable Axial Load = 6678 lb Ecc. Moment from Sheathing One Side = 259 Ft-Lb Additional Design Moment= 0 Ft-Lb Total Chord Moment= 259 Ft-Lb Flexural Bracing = 48 in Distortional Buckling Inputs for Moment and Axial K-phi = 0 lb-in/in Lm = None Allowable Moment= 2008 Ft-Lb Chord Interaction = 0.39 Overturning Uplift Data Anchor offset Each End = 4 in Uplift at Anchor-Seismic(unfactored)= 1551 lb Seismic Uplift Factor= 2.00 Uplift at Anchor-Seismic(FACTORED) = 3102 lb B - 18 �+ I I I I 2007 NASPEC Project: Meeco Manufacturing DATE: 1/21/2019 Model: SW 10 �V Load Data V(wind)= 0 lb V(seismic)= 154 lb 8.50 ft Sheathing Data Shear values based on IBC 2009 (2007 AISI Lateral) See 2007 AISI Lateral for additional information Seismic Design Category F Stud Thickness = 33 in Sheathing: 1/2-inch gyp board 1 side of wall Fasteners: 7-inches oc edges, 7-inches oc field 12.67 ft Aspect Ratio= 0.67 Max Allowable Aspect Ratio=2.00 Chord Data Unit Shear(Seismic)= 12 lb/ft Chords: 400S162-33 (33)(2)Back-to-Back Allowable Unit Shear(Seismic) = 116 lb/ft 2007 NASPEC Chord Fastener Spacing, a = 16 in Shearwall Chord Force= 106 lb Includes Anchor Offset= 4 in Additional Axial Loads = 0 lb Total Axial Loads = 106 lb KyLy, KtLt for Axial Capacity= 48 in Maximum KL/r= 66 Allowable Axial Load = 5547 lb Ecc. Moment from Sheathing One Side = 18 Ft-Lb Additional Design Moment= 0 Ft-Lb Total Chord Moment= 18 Ft-Lb Flexural Bracing = 48 in Distortional Buckling Inputs for Moment and Axial K-phi = 0 lb-in/in Lm = None Allowable Moment= 791 Ft-Lb Chord Interaction = 0.04 Overturning Uplift Data Anchor offset Each End = 4 in Uplift at Anchor-Seismic(unfactored)= 106 lb Seismic Uplift Factor= 2.00 Uplift at Anchor-Seismic(FACTORED) = 212 lb B - 19 I I I I I I 2007 NASPEC Project: Meeco Manufacturing DATE: 1/21/2019 Model: SW 11 �V Load Data V(wind) = 0 lb V(seismic)= 322 lb Sheathinq Data 8.50 ft Shear values based on IBC 2009(2007 AISI Lateral) See 2007 AISI Lateral for additional information Seismic Design Category F Stud Thickness = 33 in Sheathing: 1/2-inch gyp board 1 side of wall Fasteners: 7-inches oc edges, 7-inches oc field Aspect Ratio= 0.80 10.67 ft Max Allowable Aspect Ratio=2.00 Unit Shear(Seismic) =30 lb/ft Allowable Unit Shear(Seismic)= 116 lb/ft Chord Data Chords:40OS162-33 (33) (2)Back-to-Back 2007 NASPEC Chord Fastener Spacing, a = 16 in Shearwall Chord Force = 265 lb Includes Anchor Offset= 4 in Additional Axial Loads = 0 lb Total Axial Loads= 265 lb KyLy, KtLt for Axial Capacity= 48 in Maximum KL/r= 66 Allowable Axial Load = 5547 lb Ecc. Moment from Sheathing One Side= 44 Ft-Lb Additional Design Moment= 0 Ft-Lb Total Chord Moment= 44 Ft-Lb Flexural Bracing = 48 in Distortional Buckling Inputs for Moment and Axial K-phi = 0 lb-in/in Lm = None Allowable Moment= 791 Ft-Lb Chord Interaction = 0.10 Overturning Uplift Data Anchor offset Each End = 4 in Uplift at Anchor-Seismic(unfactored) = 265 lb Seismic Uplift Factor= 2.00 Uplift at Anchor-Seismic(FACTORED)= 530 lb B -20 i+ 2007 NASPEC Project: Meeco Manufacturing DATE: 1/21/2019 Model: SW 12 �V 8.50 ft Load Data V(wind) = 0 lb V(seismic) = 266 lb Sheathing Data 26.00 ft Shear values based on IBC 2009 (2007 AISI Lateral) See 2007 AISI Lateral for additional information Seismic Design Category F Chord Data Stud Thickness = 33 in Chords:400S162-33 (33) (2)Back-to-Back Sheathing: 15/32 Struct 1 sheathing (4-ply) 1 side 2007 NASPEC Fasteners: 6-inches oc edges, 12-inches oc field Chord Fastener Spacing, a = 16 in Aspect Ratio = 0.33 Shearwall Chord Force = 88 lb Max Allowable Aspect Ratio=4.00 Includes Anchor Offset= 4 in Unit Shear(Seismic)= 10 lb/ft Additional Axial Loads = 0 lb Allowable Unit Shear(Seismic) = 312 lb/ft Total Axial Loads = 88 lb KyLy, KtLt for Axial Capacity= 48 in Maximum KL/r= 66 Allowable Axial Load = 5547 lb Input Chord Moment= 0 Ft-Lb Flexural Bracing = 48 in Distortional Buckling Inputs for Moment and Axial K-phi = 0 lb-in/in Lm = None Allowable Moment= 791 Ft-Lb Chord Interaction = 0.02 Chord Strength (1.7"Pa) = 9431 lb Overturning Uplift Data Anchor offset Each End = 4 in Uplift at Anchor-Seismic(unfactored) = 88 lb Seismic Uplift Factor= 2.00 Uplift at Anchor-Seismic (FACTORED)= 176 lb B -21 2007 NASPEC Project: Meeco Manufacturing DATE: 1/21/2019 Model: SW13 �V Load Data V(wind)= 0 lb V(seismic)= 105 lb Sheathing Data Shear values based on IBC 2009 (2007 AISI Lateral) 8.50 ft See 2007 AISI Lateral for additional information Seismic Design Category F Stud Thickness =33 in Sheathing: 15/32 Struct 1 sheathing (4-ply) 1 side Fasteners: 6-inches oc edges, 12-inches oc field Aspect Ratio= 1.11 Max Allowable Aspect Ratio=4.00 Unit Shear(Seismic)= 14 lb/ft Allowable Unit Shear(Seismic)= 312 lb/ft 7.67 ft Chord Data Chords:40OS162-33 (33) (2)Back-to-Back 2007 NASPEC Chord Fastener Spacing, a = 16 in Shearwall Chord Force= 122 lb Includes Anchor Offset= 4 in Additional Axial Loads= 0 lb Total Axial Loads= 122 lb KyLy, KtLt for Axial Capacity= 48 in Maximum KL/r= 66 Allowable Axial Load = 5547 lb Ecc. Moment from Sheathing One Side = 20 Ft-Lb Additional Design Moment= 0 Ft-Lb Total Chord Moment= 20 Ft-Lb Flexural Bracing = 48 in Distortional Buckling Inputs for Moment and Axial K-phi = 0 lb-in/in Lm = None Allowable Moment= 791 Ft-Lb Chord Interaction = 0.05 Overturning Uplift Data Anchor offset Each End = 4 in Uplift at Anchor-Seismic(unfactored)= 122 lb Seismic Uplift Factor= 2.00 Uplift at Anchor-Seismic(FACTORED)= 243 lb B -22 i 2007 NASPEC Project: Meeco Manufacturing DATE: 1/21/2019 Model: SWA �V Load Data V(wind)= 0 lb 10.00 ft V(seismic)= 1526 lb Sheathing Data Shear values based on IBC 2009 (2007 AISI Lateral) See 2007 AISI Lateral for additional information Seismic Design Category F 19.50 ft Stud Thickness=33 in Sheathing: 15/32 Struct 1 sheathing (4-ply) 1 side Fasteners: 6-inches oc edges, 12-inches oc field Chord Data Aspect Ratio=0.51 Chords: 400S162-33 (33) (2)Back-to-Back Max Allowable Aspect Ratio=4.00 2007 NASPEC Unit Shear(Seismic)=78 lb/ft Chord Fastener Spacing, a = 16 in Allowable Unit Shear(Seismic)= 312 lb/ft Shearwall Chord Force = 796 lb Includes Anchor Offset= 4 in Additional Axial Loads= 0 lb Total Axial Loads= 796 lb KyLy, KtLt for Axial Capacity= 48 in Maximum KL/r= 76 Allowable Axial Load = 5260 lb Ecc. Moment from Sheathing One Side = 133 Ft-Lb Additional Design Moment= 0 Ft-Lb Total Chord Moment= 133 Ft-Lb Flexural Bracing = 48 in Distortional Buckling Inputs for Moment and Axial K-phi = 0 lb-in/in Lm = None Allowable Moment= 791 Ft-Lb Chord Interaction = 0.33 Overturning Uplift Data Anchor offset Each End = 4 in Uplift at Anchor-Seismic(unfactored)= 796 lb Seismic Uplift Factor= 2.00 Uplift at Anchor-Seismic(FACTORED) = 1592 lb B -23 I �I it I I 2007 NASPEC Project: Meeco Manufacturing DATE: 1/21/2019 Model: SWB �V Load Data V(wind)= 0 lb V(seismic) = 2569 lb Sheathing Data 16.00 ft Shear values based on IBC 2009 (2007 AISI Lateral) See 2007 AISI Lateral for additional information Seismic Design Category F Stud Thickness =54 in Sheathing: 15/32 Struct 1 sheathing (4-ply) 1 side Fasteners: 6-inches oc edges, 12-inches oc field Aspect Ratio= 0.82 Max Allowable Aspect Ratio=2.00 19.50 ft Unit Shear(Seismic)= 132 lb/ft Allowable Unit Shear(Seismic)= 356 lb/ft Chord Data Chords:400S162-54 (50)(2)Back-to-Back 2007 NASPEC Chord Fastener Spacing, a = 16 in Shearwall Chord Force = 2145 lb Includes Anchor Offset= 4 in Additional Axial Loads = 0 lb Total Axial Loads = 2145 lb KyLy, KtLt for Axial Capacity= 48 in Maximum KL/r= 122 Allowable Axial Load = 6678 lb Ecc. Moment from Sheathing One Side= 357 Ft-Lb Additional Design Moment= 0 Ft-Lb Total Chord Moment= 357 Ft-Lb Flexural Bracing = 48 in Distortional Buckling Inputs for Moment and Axial K-phi = 0 lb-in/in Lm = None Allowable Moment= 2008 Ft-Lb Chord Interaction = 0.55 Overturning Uplift Data Anchor offset Each End = 4 in Uplift at Anchor-Seismic(unfactored)= 2145 lb Seismic Uplift Factor= 2.00 Uplift at Anchor-Seismic(FACTORED)= 4289 lb B -24 i 2007 NASPEC Project: Meeco Manufacturing DATE: 1/21/2019 Model: SWC �V Load Data V(wind)= 0 lb V(seismic)= 1043 lb Sheathing Data 16.00 ft Shear values based on IBC 2009 (2007 AISI Lateral) See 2007 AISI Lateral for additional information Seismic Design Category F Stud Thickness=54 in Sheathing: 15/32 Struct 1 sheathing (4-ply) 1 side Fasteners: 6-inches oc edges, 12-inches oc field Aspect Ratio=0.82 Max Allowable Aspect Ratio =2.00 19.50 ft Unit Shear(Seismic) = 53 lb/ft Allowable Unit Shear(Seismic) = 356 lb/ft Chord Data Chords: 40OS162-54 (50)(2)Back-to-Back 2007 NASPEC Chord Fastener Spacing, a = 16 in Shearwall Chord Force= 871 lb Includes Anchor Offset= 4 in Additional Axial Loads= 0 lb Total Axial Loads = 871 lb KyLy, KtLt for Axial Capacity= 48 in Maximum KL/r= 122 Allowable Axial Load = 6678 lb Ecc. Moment from Sheathing One Side= 145 Ft-Lb Additional Design Moment= 0 Ft-Lb Total Chord Moment= 145 Ft-Lb Flexural Bracing = 48 in Distortional Buckling Inputs for Moment and Axial K-phi = 0 lb-in/in Lm = None Allowable Moment= 2008 Ft-Lb Chord Interaction = 0.20 Overturning Uplift Data Anchor offset Each End = 4 in Uplift at Anchor-Seismic(unfactored)= 871 lb Seismic Uplift Factor= 2.00 Uplift at Anchor-Seismic(FACTORED)= 1741 lb B -25 I 2007 NASPEC Project: Meeco Manufacturing DATE: 1/21/2019 Model: SWK �V Load Data 8.50 ft V(wind) = 0 lb V(seismic)= 314 lb Sheathing Data Shear values based on IBC 2009 (2007 AISI Lateral) See 2007 AISI Lateral for additional information 19.00 ft Seismic Design Category F Stud Thickness=33 in Sheathing: 15/32 Struct 1 sheathing (4-ply) 1 side Chord Data Fasteners: 6-inches oc edges, 12-inches oc field Chords:400S162-33 (33) (2)Back-to-Back Aspect Ratio=0.45 2007 NASPEC Max Allowable Aspect Ratio=4.00 Chord Fastener Spacing, a = 16 in Unit Shear(Seismic)= 17 lb/ft Shearwall Chord Force = 143 lb Allowable Unit Shear(Seismic) =312 lb/ft Includes Anchor Offset= 4 in Additional Axial Loads = 0 lb Total Axial Loads = 143 lb KyLy, KtLt for Axial Capacity= 48 in Maximum KL/r= 66 Allowable Axial Load = 5547 lb Ecc. Moment from Sheathing One Side = 24 Ft-Lb Additional Design Moment= 0 Ft-Lb Total Chord Moment= 24 Ft-Lb Flexural Bracing = 48 in Distortional Buckling Inputs for Moment and Axial K-phi = 0 lb-in/in Lm = None Allowable Moment= 791 Ft-Lb Chord Interaction = 0.06 Overturning Uplift Data Anchor offset Each End = 4 in Uplift at Anchor-Seismic (unfactored) = 143 lb Seismic Uplift Factor= 2.00 Uplift at Anchor-Seismic(FACTORED) = 286 lb B -26 2007 NASPEC Project: Meeco Manufacturing DATE: 1/21/2019 Model: SWL �V Load Data V(wind)= 0 lb V(seismic)= 140 lb Sheathing Data 8.50 ft Shear values based on IBC 2009 (2007 AISI Lateral) See 2007 AISI Lateral for additional information Seismic Design Category F Stud Thickness = 33 in Sheathing: 15/32 Struct 1 sheathing (4-ply) 1 side Fasteners: 6-inches oc edges, 12-inches oc field Aspect Ratio=0.89 Max Allowable Aspect Ratio=4.00 Unit Shear(Seismic)= 15 lb/ft 9.50 ft Allowable Unit Shear(Seismic)= 312 Ib/ft Chord Data Chords:400S162-33 (33)(2)Back-to-Back 2007 NASPEC Chord Fastener Spacing, a = 16 in Shearwall Chord Force = 130 lb Includes Anchor Offset= 4 in Additional Axial Loads = 0 lb Total Axial Loads = 130 lb KyLy, KtLt for Axial Capacity= 48 in Maximum KL/r= 66 Allowable Axial Load = 5547 lb Ecc. Moment from Sheathing One Side= 22 Ft-Lb Additional Design Moment= 0 Ft-Lb Total Chord Moment= 22 Ft-Lb Flexural Bracing = 48 in Distortional Buckling Inputs for Moment and Axial K-phi = 0 lb-in/in Lm = None Allowable Moment= 791 Ft-Lb Chord Interaction = 0.05 Overturning Uplift Data Anchor offset Each End = 4 in Uplift at Anchor-Seismic(unfactored) = 130 lb Seismic Uplift Factor= 2.00 Uplift at Anchor-Seismic(FACTORED)= 260 lb B -27 2007 NASPEC Project: Meeco Manufacturing DATE: 1/21/2019 Model: SWM -- �-V Load Data V(wind)= 0 lb V(seismic)= 105 lb Sheathing Data Shear values based on IBC 2009(2007 AISI Lateral) 8.50 ft See 2007 AISI Lateral for additional information Seismic Design Category F Stud Thickness = 33 in Sheathing: 15/32 Struct 1 sheathing (4-ply) 1 side Fasteners: 6-inches oc edges, 12-inches oc field Aspect Ratio= 1.42 Max Allowable Aspect Ratio=4.00 Unit Shear(Seismic)= 18 lb/ft Allowable Unit Shear(Seismic)=312 lb/ft I 6.00 ft Chord Data Chords:40OS162-33(33)(2)Back-to-Back 2007 NASPEC Chord Fastener Spacing, a = 16 in Shearwall Chord Force = 158 lb Includes Anchor Offset= 4 in Additional Axial Loads= 0 lb Total Axial Loads= 158 lb KyLy, KtLt for Axial Capacity= 48 in Maximum KL/r= 66 Allowable Axial Load = 5547 lb Ecc. Moment from Sheathing One Side= 26 Ft-Lb Additional Design Moment= 0 Ft-Lb Total Chord Moment= 26 Ft-Lb Flexural Bracing = 48 in Distortional Buckling Inputs for Moment and Axial K-phi = 0 lb-in/in Lm = None Allowable Moment= 791 Ft-Lb Chord Interaction = 0.06 Overturning Uplift Data Anchor offset Each End = 4 in Uplift at Anchor-Seismic(unfactored)= 158 lb Seismic Uplift Factor= 2.00 Uplift at Anchor-Seismic(FACTORED) = 315 lb B -28 �: i? 2007 NASPEC Project: Meeco Manufacturing DATE: 1/21/2019 Model: SWN �V Load Data V(wind)= 0 lb V(seismic)= 133 lb Sheathing Data Shear values based on IBC 2009(2007 AISI Lateral) 8.50 ft See 2007 AISI Lateral for additional information Seismic Design Category F Stud Thickness =54 in Sheathing: 15/32 Struct 1 sheathing (4-ply) 1 side Fasteners: 6-inches oc edges, 12-inches oc field Aspect Ratio= 1.02 Max Allowable Aspect Ratio= 2.00 Unit Shear(Seismic)= 16 lb/ft Allowable Unit Shear(Seismic)=356 lb/ft 8.33 ft Chord Data Chords: 40OS162-54 (50)(2)Back-to-Back 2007 NASPEC Chord Fastener Spacing, a = 16 in Shearwall Chord Force= 141 lb Includes Anchor Offset= 4 in Additional Axial Loads = 0 lb Total Axial Loads= 141 lb KyLy, KtLt for Axial Capacity= 48 in Maximum KL/r= 66 Allowable Axial Load = 13095 lb Ecc. Moment from Sheathing One Side = 24 Ft-Lb Additional Design Moment= 0 Ft-Lb Total Chord Moment= 24 Ft-Lb Flexural Bracing = 48 in Distortional Buckling Inputs for Moment and Axial K-phi = 0 lb-in/in Lm = None Allowable Moment= 2008 Ft-Lb Chord Interaction = 0.02 Overturning Uplift Data Anchor offset Each End = 4 in Uplift at Anchor-Seismic(unfactored)= 141 lb Seismic Uplift Factor= 2.00 Uplift at Anchor-Seismic(FACTORED) = 283 lb B -29 2007 NASPEC Project: Meeco Manufacturing DATE: 1/21/2019 Model: SWN �V Load Data V(wind)= 0 lb V(seismic)= 77 lb 9.00 ft Sheathing Data Shear values based on IBC 2009 (2007 AISI Lateral) See 2007 AISI Lateral for additional information Seismic Design Category F Stud Thickness=33 in I Sheathing: 15/32 Struct 1 sheathing (4-ply) 1 side 15.50 ft Fasteners: 6-inches oc edges, 12-inches oc field Aspect Ratio=0.58 Chord Data Max Allowable Aspect Ratio=4.00 Chords: 40OS162-33 (33)(2)Back-to-Back Unit Shear(Seismic)= 5 lb/ft 2007 NASPEC Allowable Unit Shear(Seismic)=312 lb/ft Chord Fastener Spacing, a = 16 in Shearwall Chord Force= 46 lb Includes Anchor Offset= 4 in Additional Axial Loads= 0 lb Total Axial Loads = 46 lb KyLy, KtLt for Axial Capacity= 48 in Maximum KL/r= 68 Allowable Axial Load = 5482 lb Ecc. Moment from Sheathing One Side = 8 Ft-Lb Additional Design Moment= 0 Ft-Lb Total Chord Moment= 8 Ft-Lb Flexural Bracing = 48 in Distortional Buckling Inputs for Moment and Axial K-phi = 0 lb-in/in Lm = None Allowable Moment= 791 Ft-Lb Chord Interaction = 0.02 Overturning Uplift Data Anchor offset Each End = 4 in Uplift at Anchor-Seismic(unfactored)= 46 lb Seismic Uplift Factor= 2.00 Uplift at Anchor-Seismic(FACTORED)= 91 lb B -30 . I I I October 8, 2018 QUANTUM C 0.$V 1 1 1 11 i 1.0 1 11 1/1 1 STRUCTURAL CALCULATIONS (Permit Submittal) MEECO MANUFACTURING Arlington, WA 98223 ORIGINAL Quantum Job Number: 18712.01 OFFICE COPY Prepared for: 2818 ARCHITECTURE Ever Colby Avenue CITY OF ARLINGTON Everett, Washington 98201 BUILDING DEPARTMENT Prepared by: APPROVED QUANTUM CONSULTING ENGINEERS DATE BY 1511 Third Avenue, Suite 323 -_ Seattle, WA 98101 NO CHANG6A,UTHORIZED TEL 206.957.3900 UNLESS APPROVED BY THE FAX 206.957.3901 BUILDING INSPECTOR Received OCT 18 ?018 Ill •T•.-i•' r� :.\�, •}.� _/ Si rlj - 3TACt QUANTUM I CONSULTING ENGINEERS 1511 Third Avenue, Suite 323 Seattle, WA 98101 TEL 206.957.3900 FAX 206.957.3901 Meeco Manufacturing Arlington, WA 98223 Quantum Job Number: 18712.01 INDEX DESIGN CRITERIA .........................C- 1 ................................................................................................. LOADINGS MINIMUMREQUIRED.........................................................................................................L- 1 SNOW.......................... - WIND......................................................................................................................................L- 5 SEISMIC..................................................................................................................................L- 13 WOOD FRAMING DESIGN ROOF JOISTS AND WALL STUDS .....................................................................................W- I ROOFDIAPHRAGM .............................................................................................................W- 10 SHEARWALLS .....................................................................................................................W- 11 EXISTING CONCRETE WALL ANALYSIS&OPENING DESIGN WALL HAND CALCULATIONS .........................................................................................E- 1 WALLANALYSIS .................................................................................................................E-2 NEW OPENING FRAMING DESIGN...................................................................................E- 10 MEECO MANUFACTURING Arlington, WA 98223 Quantum Job Number: 18712.01 DESIGN CRITERIA 1 I ,., I I QUANTUM I CONSULTING ENGINEERS STRUCTURAL DESIGN CRITERIA MEECO MANUFACTURING ARLINGTON,WA 98223 QUANTUM JOB NUMBER: 18712.01 CODE CRITERIA: BUILDING CODE.................................................................2015 INTERNATIONAL BUILDING CODE BUILDING DEPARTMENT..................................................................................CITY OF ARLINGTON WIND CRITERIA ...................................................................................... 110 MPH; EXPOSURE „C„ ........................................................................................................................RISK CATEGORY= II .........................................................................................................................................K,= 1.00 SEISMICZONE................................................................................................................... SDC = D .............................................................................................................................. SITE CLASS = D ................................................................................WOOD PANEL BEARING SHEAR WALL, R = 6.5 E _ 1.0 ........................................................................................................................ SS = 1.05, S, = 0.41 .....................................................................................................................SDS= 0.76, Sol = 0.43 SNOW .................................................................................................................................25 PSF SOILS CRITERIA: ALLOWABLE BEARING PRESSURE...................................................................................2,000 PSF MINIMUM FOOTING WIDTH ...................................... CONTINUOUS: 18" MIN., ISOLATED: 24" MIN. FROSTDEPTH ..................................................................................................................18" MIN. ACTIVE SOIL PRESSURE (RESTRAINED / UNRESTRAINED).....................................50 PCF/35 PCF SEISMIC SURCHARGE PRESSURE (RESTRAINED/ UNRESTRAINED)......................8H PSF/ 6H PSF PASSIVE SOIL PRESSURE..................................................................................................350 PCF COEFFICIENT OF FRICTION ......................................................................................................0.35 MATERIALS CRITERIA: CONCRETE (28 DAY STRENGTH): FOUNDATION/S.O.G......................................................................................f'c=3,000 PSI REINFORCING STEEL: GRADE60..................................................................................................Fy=60,000 PSI STRUCTURAL STEEL: WIDE-FLANGE SECTIONS: A-992..................................................................Fy=50,000 PSI MISCELLANEOUS SECTIONS: A-36............................................ .................Fy=36,000 PSI TUBE SECTIONS: A-500................................... ...........................................Fy=46,000 PSI PIPE SECTIONS: A-53..................................................................................Fy=35,000 PSI WELDING....................................................................................................Fy=70,000 PSI WOOD FRAMING: 2X, 3X, &4X FRAMING MBRS.......................................................................HF#2 OR DF#2 LSL MEMBERS — BEAMS & HEADERS.................................................................1.55 E LSL WOOD SHTG...................................................................................................... APA RATED C-1 I I STRUCTURAL DESIGN CRITERIA MEECO MANUFACTURING ARLINGTON, WA 98223 QUANTUM JOB NUMBER: 18712.01 ASSEMBLY WEIGHTS ROOF LOADS COMMENTS GRAVITY: SEISMIC: METAL ROOF PANEL 2.0 PSF 2.0 PSF 1/2" PLYWOOD SHEATHING 3.0 PSF 3.0 PSF (2) LAYERS 4" FOAM INSULATION 3.5 PSF 3.5 PSF ROOF JOISTS @ 24" O.C. 2.1 PSF 2.1 PSF R30INSULATION 1.0 PSF 1.0 PSF 5/8" GWB 2.6 PSF 2.6 PSF SPRINKLERS 3.0 PSF 1.0 PSF LIGHTS, DUCTS 1.0 PSF 0.5 PSF MISCELLANEOUS 1.8 PSF 0.8 PSF PARTITIONS - 6 PSF ROOF DL 20 PSF 23.0 PSF SL= 25 PSF WALL LOADS GRAVITY& SEISMIC: METAL WALL PANEL 1.0 PSF 1/2" PLYWOOD SHEATHING 1.5 PSF FRAMING - 2X6 @ 16" O.C. 1.7 PSF INSULATION 0.5 PSF 1/2 " G W B 2.2 PSF MISCELLANEOUS MECHANICAL/ELEC. 3.1 PSF 10.0 PSF C-2 MEECO MANUFACTURING Arlington, WA 98223 Quantum Job Number: 18712.01 LOADINGS 9/28/2018 Arlington,WA ♦ Building Division Categories All Categories Show All Answers Animal Services 1. May I do the work myself or do I need to hire a contractor? Building Division 2. What are the Building Codes used in the City of Arlington? CemeteryCode Enforcement The City of Arlington does not have its own Building Code. The Washington Contact City State Building Code Council determines, through legislative action, which Departments building codes will be used by the local jurisdictions throughout the State of Emergency Washington. Please email the Permit Center or call at 360-403-3551 or for Management-Rea y Arlington! additional information. Finance Department Fire/EMS Building Codes Used in Arlington Hangar QuestionsHuman Resources • 2015 IRC— Residential Code with WA State Amendments Passport Services • 2015 IBC— Building Code with WA State Amendments Permit Assistance • 2015 IFC— Fire Code with WA State Amendments Center Planning&Land Use • 2015 IMC— Mechanical Code with WA State Amendments Division • 2015 UPC— Plumbing Code with WA State Amendments Planning&Land Use • 2015 IFGC— Fuel Gas Code with WA State Amendments Division-AnnexationsPolice • 2015 WSEC— Energy Code Public Works- Stormwater Utility 3. What are the climatic and geographic design criteria? Public Works- • Seismic Design Category D Wastewater Public Works-Water • Wind Speed 85 mph (exposure C) Stormwater Utility • Roof Snow Load 25 psf, with 10 lb Dead Load Street Maintenance • Frost Depth 18-inches Transportation Benefit District Utility Billing 4. What do I need to know when hiring a contractor or remodeler? 5. What hours is construction allowed in the City of Arlington? L-1 9/28/2018 ATC Hazards by Location A This is a beta release of the new ATC Hazards by Location website. Please contact us with feedback. ATC Hazards by Location Search Information Address: Arlington,WA,USA Coordinates: 48.19871179999999,-122.1251418 Timestamp: 2018-09-28T20:21:51.832Z Hazard Type: Snow Map Results _r�nro - o Nanairnoo ch ondo ° '` Lr rflr S fey oAbbotstold I] Mi Baker-Snoqualmle National Forest 1h;,tUfiu 108ft F VI4 FII Olymhrc 0kanogan-Wenatchee National Park Seattle National Forest , 0 Olympic Wcnaterhv National Forest aroma WASHINGTON GOi9g�Q o _ Map dN!paV-QMi:a ert to Text Results ASCE 7-16 Ground Snow Load ..__- A 17 Ib/sgft The reported ground snow load applies at the query location of 108 feet up to a maximum elevation of 120 feet with a tolerance of 100 feet ASCE 7-10 Ground Snow Load . ..... .................. ........................................................_._..... A 15 Ib/sq fl The reported ground snow load applies at the query location of 108 feet up to a maximum elevation of 400 feet. ASCE 7-05 Ground Snow Load ---. —....................................... . ..,......... .... _.. ............. . .. . A 15 Ib/sgft The reported ground snow load applies at the query location of 108 feet up to a maximum elevation of 400 feet. The results indicated here DO NOT reflect any state or local amendments to the values or any delineation lines made during the building code adoption process. Users should confirm any output obtained from this tool with the local Authority Having Jurisdiction before proceeding with design. Disclaimer Hazard loads are interpolated from data provided in ASCE 7 and rounded up to the nearest whole integer. While the information presented on this website is believed to be correct,ATC and its sponsors and contributors assume no responsibility or liability for its accuracy.The material presented in the report should not be used or relied upon for any specific application without competent examination and verification of its accuracy,suitability and applicability by engineers or other licensed professionals.ATC does not intend that the use of this information replace the sound judgment of such competent professionals,having experience and knowledge in the field of practice,nor to substitute for the standard of care required of such professionals in interpreting and applying the results of the report provided by this website.Users of the information from this website assume all liability arising from such use.Use of the output of this website does not imply approval by the governing building code bodies responsible for building code approval and interpretation for the building site described by latitude/longitude location in the report. L-2 https:Hhazards.atcou ncil.org/#/snow?lat=48.19871179999999&ing=-1 22.1251418&address=Arlington%2C%20WA%2C%20U SA 1/1 Snow Drifting Per IBC 2015 and ASCE 7-10 Structure: Meecco Manufacturing Address: Arlington,WA Roof Designation: p9(psf): 15 Ground Snow Load ps(psf): 11 Roof Snow Load y(pcf): 16.0 = Minimum of 0.13p9+ 14 or 30 pcf: per ASCE Eq. 7.7-1 hb(ft): 0.66 =(ps)/y. per ASCE Section 7.7.1 Cause of Snow Drift: Lower Roof of a Structure per ASCE 7.7.1 Not Applicable Do not fill in the blank saroearpLem ASCE Figure 7-8 Due to Dftrg Configuration of Snow Drifts M on Lower Roofs Balancearrow Load w Wind ♦ Windward Leeward Laewnrd Drift ASCE Figure 7-7 Windward Drift Step step Drifts Formed at Windward and Leeward Steps Snow Li(ft): 20.00 lower roof length L.(ft): 140.00 upper roof length(zero if parapet) hpraj(ft): 5,50 h�(ft): 4.84 h, b: 7.35 =>0.2;Snow Drift Calc Required per ASCE 7.7.1 Windward Snow Drift Loading per ASCE Section 7.7 hd(ft): 0.98 <he hd use(ft): 1.0 pd(psf): 15.69 W(ft): 3.93 < LI Leeward Snow Drift Loading per ASCE Section 7.7 hd(ft): 3.49 <he hd use(ft): 3.5 pd(psf): 55.71 W(ft): 13.97 <LI Quantum Consulting Engineers LLC Project: Meeco Manufactur. Date: 10/4/18 Job No: 18712.01 1511 Third Avenue,Suite 323 Designer: TVM Sheet: Seattle,WA 98101 Client: 2812 Architect. Checked: L-3 i i Slid itT Snow_ Per IBC 2015 and ASCE 7-10 Structure: Meecco Manufacturing Address: Arlington, WA Upper Roof Designation: Existing Building Low Roof Designation: New Shed Pure¢ MAXw� uFFER ROOF LOW ROOF Upper Roof Information Slippery Surface: Yes per ASCE Section 7.4 Roof Slope (X/12): 2.0/12 =9.46 deg Sliding Snow Required pupper(psf): 11 pf per ASCE Section 7.3 W(ft): 70.00 horizontal distance from eave to ridge. Psiide(plf): 294 sliding surcharge per ASCE Section 7.9 Lower Roof Information LioW(ft): 20.00 lower roof length plow(psf): 11 Low Roof Snow Load PsIlde(PS* 20 = Ps11de/15 L.1ide(ft): 15.00 =L1.w(15ft Max) Quantum Consulting Engineers LLC Project: Meeco Manufactur. Date: 10/4/18 Job No: 18712.01 1511 Third Avenue,Suite 323 Designer: TVM Sheet: Seattle,WA 98101 Client: 2812 Architect. Checked: L-4 9/28/2018 Search Results for Map Applitd TeChnology WINA 1 • ASCE 7 Windspeed ASCE 7 Ground Snow Load Related Resources Sponsors About ATC Contact This site will be taken offline on June 30th 2018.Please start using the new site at g. Search Results C r , J: L J 4;1v1 Kle Query Date: Fri Sep 28 2018 i:.:rY.F r4;blt mil.to Latitude:48.1987 4 Longitude: -122.1251 ASCE 7-10 Windspeeds (3-sec peak gust in mph*): Risk Category I: 100 Risk Category II: 110 ��str�ti'•=�'r� �r,,t+i raF °.hr>> Risk Category III-IV: 115 •� MRI**10-Year: 72 4F `O11t ** 0 pEt"fl r4 P�k0, MRI 25-Year: 79 to'"o wroMrHg MRI**50-Year: 85 MRI**100-Year: 91 ASCE 7-05 Windspeed: 85(3-sec peak gust in mph) ASCE 7-93 Windspeed: Google Map data @2018 Google,INECI 70(fastest mile in mph) 'Miles per hour "Mean Recurrence Interval Users should consult with local building officials to determine if there are community-specific wind speed requirements that govern. n � Print your results WINDSPEED WEBSITE DISCLAIMER While the information presented on this website is believed to be correct,ATC and its sponsors and contributors assume no responsibility or liability for its accuracy. The material presented in the windspeed report should not be used or relied upon for any specific application without competent examination and verification of its accuracy, suitability and applicability by engineers or other licensed professionals. ATC does not intend that the use of this information replace the sound judgment of such competent professionals, having experience and knowledge in the field of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the results of the windspeed report provided by this website. Users of the information from this website assume all liability arising from such use. Use of the output of this website does not imply approval by the governing building code bodies responsible for building code approval and interpretation for the building site described by latitude/longitude location in the windspeed load report. L-5 http://windspeed.atcouncil.org/index.php?option=com_content&view=article&id=10&dec=1&latitude=48.1987118&longitude=-122.1251418&risk_categ... 112 Wind Loads Criteria ASCE 7-10 - - -- - Wind Load Criteria Risk Category: II Table 1 5-1 Roof Type: Monoslope Roof Basic Wind Speed: 110 Figure26.5.1 Roof Slope: 2.0:12 Exposure Category: C Section 26 7 3 Mean Roof HT: 15.3 ft UP TO 60FT Wall Ht: 14.0 ft Parapet: No Wind Topographic Factor, Kam_ per Section 26.8 i d of Crest Direction of Wind x h H/2 H H/2 Terrain Type: Flat Terrain Direction: Upwind of Crest Lh• 0 ft DIST UPWIND OF CREST TO HALF HT OF HILL OR ESCARP. H: 0 ft HT.OF HILL OR ESCARP.RELATIVE TO THE UPWIND TERRAIN X: 0 ft DIST.(UPWIND OR DOWNWIND)FROM THE CREST TO THE BUILDING h: 15.3 ft MEAN ROOF HT ABOVE LOCAL GROUND LEVEL Kzt• 1.00 EQUATION 26.8-1 Kzt• 1.00 MANUALLYINPUT 1JQuantum Consulting Engineers LLC Project: Meeco Manufacturing Date: 10/4/18 Job No: 1511 Third Avenue,Suite 323 Designer: TVM Sheet: 1 Seattle,WA 98101 Client: 2812 Architecture Checked By: L-6 i I I Wind Loads - Main Wind Force Resisting System ASCE 7-10 Chapter 27 Part 2 - Enclosed Simple Diaphragm, h<160ft Wind Load Criteria Risk Category: II Table 1.5-1 Basic Wind Speed: 110 mph Figure26.5.1 02«11551_ Exposure Category: C Section 26.7.3 Kzt: 1.00 Section 26.8 Plan flus 1 BuIlUing Mcxn roof hi Ff liksolww — Wall H[ n.tlj_ sus11. LIB Ratio: Building Type: Class r-'L Wall Height: 14.0 ft Short Dimension: 160.0 ft Long Dimension: 240.0 ft WIND m M—in.flu. floss 29wi1Uing Transverse Wind L/B: 0.666667 1 Longitudinal Wind L/B: 1.5 PLAN a rl-I�ig Elecarion N,,IC:g"um-n.y he Om,phle,nun d,,r hlp FIGURE 27.5-1 Wall Pressures: See Fig 27.6.1 fur panpa wind Itauf Prcssums Transverse Longitudinal press"rr� ,��,�ahlcd7.6.a Wind Direction Wind Direction Ph: 26.2 psf 24.4 psf wan""f'" I'n 6 Po: 25.8 psf 24.0 psf f *Values from ASCE table 27.6-1 well Pm.ssuns Wind 5cc"ruble 27.6-1 -• h *All Values Ultimate(multiply x0.6 for ASD) Man f lcvolian FIGURE 27.6-1 Quantum Consulting Engineers LLC Project: Meeco Manufacturing Date: 10/4/18 Job No: 1511 Third Avenue, Suite 323 Designer: TVM Sheet: 2 Seattle, WA 98101 Client: 2812 Architecture Checked By: L-7 i i Wind Loads - Main Wind Force Resisting System (Cont.) ASCE 7-10 Chapter 27 Part 2- Enclosed Simple Diaphragm, h<160ft Roof Pressure: OFlat Raor Slope: 2.0:12 t I• te<laangl as Mean Roof HT: 15.3 ft 'w Zone (PSF) Load Case 1 2 3 4 5 NA NA -25.2 -22.4 -18.4 / .T „•w 2 NA NA 0.0 0.0 0.0 'Values from Table 27.6-2 0) , *All Values Ultimate(multiply x0.6 for ASD) � ��> slip hoof aw ' u'l .1. r a. , M w xear Table 27.6-2 Roof Overhang (PSF) Roofedgepreasure&aaable Zones 1 or1 a applimble Pt or Pt P') f': -18.9 Psf Wind Direction P.& pv,,,-0.751P,or 0asappllcable, - sMIW as an additional upward loading (poshive press=)to roof negative edge ptcaeuroa shown Figure 27.6-3 Quantum Consulting Engineers LLC Project: Meeco Manufacturing Date: 10/4/18 Job No: 1511 Third Avenue, Suite 323 Designer: TVM Sheet: 3 Seattle,WA 98101 Client: 2812 Architecture Checked By: L-8 Wind Loads - Components and Cladding ASCE 7-10 Chapter 30 - Part 4 Enclosed Buildings With h<160 FT (Simplified) Wind Load Criteria Risk Category: II Table 1.5-1 Basic Wind Speed: 110 mph Figure 26.5.1 Exposure Category: C Section 26.7.3 KZI: 1.00 Section 26.8 Roof Type: Monoslope Roof , . 01 ' 3 ') � s Zone 2, 3, and 5 Dimensions t'ghle Roof Least Horiz. BLDG Dimension: 160 ft Flw Itwr a: 6.4 ft e<loae� 2a: 12.8 ft ' � , 3 , 4a: 25.6 ft o 1, 0 o , CD o , _ 4 Wall and Roof Pressures s Ilip Wwf oof Effective Wind Area: Monoskwc R Zone 1: 133 ft^2 Zone 2: 133 ft^2 U Zone 3: 133 ft^2 Zone 4: 65 ft"2 , s M.ma,+xwf Zone 5: 65 ft A 2 ' ✓ U s Zone (PSF) Load Case 1 2 3 4 5 1 -32.8 -39.6 -58.7 -27.5 -37.9 2 12.0 12.0 12.0 23.9 23.9 *Values from Table 30.7-2 *All Values Ultimate(multiply x0.6 for ASD) JIJQuantum Consulting Engineers LLC Project: 2812 Architecture Date: 10/4/18 Job No: 1511 Third Avenue, Suite 323 Designer: Sheet: 4 Seattle, WA 98101 Client: Checked By: L-9 Wind Loads - Components and Cladding (Cont.) ASCE 7-10 Chapter 30- Part 4 Enclosed Buildings With h<160 FT (Simplified) Windward parapet Leeward parapet Load Case A Load Case tt Top of parapet Parapets Pi Pr P3 — P4 Windward Leeward — Zone 4: 67.1 PSF 51.4 PSF —' nr Zone 5: 96.7 PSF 61.9 PSF "Ref.ASCE Section 30.7.1.2 *All Values Ultimate(multiply x0.6 for ASD) hp Pr nt WlnAward Parapet Load Case A 1. W indward parapet pressure(p;)is 4lacrminod wing the positive wal I pressure(pq)zones 4 or S front Table 30-7.1 [coward parnpet pressure(pa)is dclemdned using The negative roof pressure(pv)zooes 2 or 3 from Table 30.7.2, Leeward Parapet Load Case B 1. Windward parapet pressure(p))is determined wing the positive wall pressure(ps)zones 4 or 1 from Table 30.7-2. 2 Looward parapet pressure(p4)is determlued using Ibr negalive wall pressure(ps)zsors 4 or 3 fnm4 Table to 7.7 Figure 30.7-1 Povh Overhang Wind Loads Povh: 42.3 PSF Roof Edge Povh: 78.6 PSF Roof Corner Ps: 27.5 PSF Roof Edge nq rs: 37.9 PSF Roof Corner *Ref. ASCE 7-10 Sec. 30.7.1.3 — *All Values Ultimate(multiply x0.6 for ASD) P'V Notes: 1. prrh=roof pressure at overhang for edge or corner zone as applicable from figures in roof pressure table. 2. N h from figures includes load flom both top and bottom surface of overhang. 3. Pressure ps at soffit of overhang cau be assumed same as wall pressure p.. Figure 30.7-2 r um Consulting Engineers LLC Project: 2812 Architecture Date: 10/4/18 Job No: hird Avenue, Suite 323 Designer: Sheet: 5 ,WA 98101 Client: Checked By: L-10 i i Wind Loads - Components and Cladding ASCE 7-10 Chapter 30 - Part 4 Enclosed Buildings With h<160 FT (Simplified) Wind Load Criteria EXISTING BUILDING Risk Category: II Table 1.5-1 Basic Wind Speed: 110 mph Figure 26,5.1 Exposure Category: C Section 26,7.3 K,t: 1.00 Section 26.8 Roof Type: Monoslope Roof a '� Ca s a � 0. Zone 2, 3, and 5 Dimensions . '� � Gable Ronf Least Horiz. BLDG Dimension: 160 ft Flm Ruof a: 9.6 ft R`10deg 2a: 19.2 ft '`� , s a , a 4a: 38.4 ft ., 0 s a � • � a n- 0 4 , � O Wall and Roof Pressures (s Uip Nnof Effective Wind Area: Monpsltapc Rmf 71 a Zone 1: 133 ft"2 2 Zone 2: 133 ft"2 Zone 3: 133 ft"2 Zone 4: 65 ft"2 , �: M..W Roof Zone 5: 65 ft^2 '-✓ s Zone (PSF) Load Case 1 2 3 4 5 1 -35.7 -43.0 -64.0 -29.9 -41.3 2 13.0 13.0 13.0 26.1 26.1 "Values from Table 30.7-2 *All Values Ultimate(multiply x0.6 for ASD) 11) r151 um Consulting Engineers LLC Project: 2812 Architecture Date: 10/4/18 Job No: hird Avenue, Suite 323 Designer: Sheet:,WA 98101 Client: Checked By: �L�4 � l Wind Loads - Components and Cladding (Cont.) _ ASCE 7-10 Chapter 30- Part 4 Enclosed Buildings With h<160 FT(Simplified) Windward parapet I cewanl parapet Load Case A l.oad Case l) Top of parapet Parapets Pt pr Pr pr Windward Leeward Zone 4: 73.0 PSF 56.0 PSF Zone 5: 105.3 PSF 67.4 PSF *Ref.ASCE Section 30.7.1.2 *All Values Ultimate (multiply x0.6 for ASD) hP pi ps Windward Parapet I mad Case A L Windward parapet pressure(pi)is iletamined using the positive wall pressure(pi)woes 4 or S fran Table 30.7-2. 1 ocwArd parapet prevwte(fig)it determined using ibe nepiive roof pressure(pr)zones 2 or 3 from Table 30.7.2. Leeward Parapet Load case a I. Windward parupet pressure(pet)is delemuned using the proUive wall pressure(N)zones 4 or S from Table 30.7.2. 2 Leeward parapet pressure(pet)is detennfued using the negeiive wall pressure(p.)zones 4 or 3 from Table in 1.1 Figure 30.7-1 P-h Overhang Wind Loads Povh: 46.0 PSF Roof Edge Povh: 85.7 PSF Roof Corner Ps: 29.9 PSF Roof Edge Pa rs: 41.3 PSF Roof Corner *Ref.ASCE 7-10 Sec. 30.7.1.3 *All Values Ultimate (multiply x0.6 for ASD) Pw Notes: I. p,„r,=roof pressure at overhang for edge or comer zone as applicable from figues in roof pressure table. 2. p.r,from figures includes load(font Gosh top and bottom surface of overhang. 3. Pressure p,at sofllt of overhang cant be assumed same as wall pressure p- Figure 30.7-2 Quantum Consulting Engineers LLC Project: 2812 Architecture Date: 10/4/18 Job No: 1511 Third Avenue, Suite 323 Designer: Sheet: 5 Seattle,WA 93101 Client: Checked By: L-12 9/28/2018 Design Maps Summary Report rUSGS Design Maps Summary Report User-Specified Input Building Code Reference Document 2012/2015 International Building Code (which utilizes USGS hazard data available in 2008) Site Coordinates 48.1942911N, 122.12633°W Site Soil Classification Site Class D - `Stiff Soil" Risk Category I/II/III Aanwood. _ f '� EBEY HILL PO RES ERYA71 !' . PLLAbUAY6N SUSA RESERVATION , BAY k-Y S rlington `Warm Beach +ARLWGTONA, MIAIRPORT !W,ft1W USGS-Provided Output SS = 1.053 g SMS = 1.136 g Sns = 0.757 g Sl = 0.409 g SMl = 0.651 g So, = 0.434 g For information on how the SS and S1 values above have been calculated from probabilistic (risk-targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the"2009 NEHRP"building code reference document. MCE„ Response Spedrum Dsilan Response SpKlmm ON 1:W urn 10304 �x um uA►1 "Ju 0 4k n.ua c+�i P,12 Din 0JW Pm QM q.b (JAO tTW 0X0 Lan LW IAP Ida IM 7xn ODD ow 040 ow 0JP IUD IAA IAD IW Im Y'i7A Neepud,T(m) ftr&d.T Ups) Although this information is a product of the U.S. Geological Survey,we provide no warranty,expressed or implied,as to the accuracy of the data contained therein.This tool is not a substitute for technical subject-matter knowledge. L-13 https://prod0l-earthquake.cr.usgs.gov/designmaps/us/summary.php?template=minimal&latitude=48.194288228905&longitude=-l22.12633207181653... 1/1 i Seismic Base Shear for the Equivalent Lateral Force Procedure Per IBC 2015&ASCE 7-10 Structure: Meeco Manufacturing Address: Arlington,WA Latitude: Longitude: Structure Classification Risk Category: II per ASCE Table 1.5-1 Seismic Force-Resisting System: Light-Framed Wood Walls Sheathed with Structural Panels R: 6 1/2 per ASCE Table 12.2-1 W.: 2 1/2 per ASCE Table 12.2-1 Cd: 4 per ASCE Table 12.2-1 hn(ft): 19.00 height above the base to the highest level of the structure Site Ground Motion Reg.Structure 5 Stories or Less: Yes Ss(max)= 1.5 Per ASCE 12.8.1.3 S, (g-sec): 0.41 Ss(g-sec): 1.05 Site Class: D Assumed Value per ASCE Table 20.3-1 Spl (g-sec): 0.43 Sos(g-sec): 0.76 per ASCE 11.4.4 Seismic Design Category: D per ASCE 11.6 IE: 1.00 per ASCE Table 1.5-2 Fundamental Period per ASCE 12.8.2 Period Method: Approximate Fundamental Period Structure Type: All Other Structural Systems TL(sec): 6.00 ASCE Figures 22-12 through 22-16 Ta(sec): 0.18 Ct*hnx per ASCE Eq. 12.8-7 Tuse(sec): 0.18 -<=TL Equivalent Lateral Force Procedure Design Base Shear per ASCE 12.8 Cs: 0.12 =Sps/(R/IE)per ASCE Eq. 12.8-2 Cs-max: 0.37 =Spi/(Ta*R/IE)for T<=TL per ASCE Eq. 12.8-3 Cs-max: 12 =Sp,*TL/(Ta2*R/IE)for T>TL per ASCE Eq 12.8-4 Cs-min: 0.03 per ASCE Eq. 12.8-5 CS-Min: -- =0.5S,/(R/IE)for S, _>0.6g per ASCE Eq. 12.8-6 Cs-use: 0.116 V: 0.116 W =Cs-use k W per ASCE Eq.12.8-1 Quantum Consulting Engineers LLC Project: Date: 10/4/18 Job No: 1511 Third Avenue,Suite 323 Designer: ee: Seattle,WA 98101 Client: Checked B L-14 I I I Vert. Distribution of Seismic Forces for the Equiv. Lateral Force Procedure Per IBC 2015 &ASCE 7-10 Structure: Meeco Manufacturing Seismic Parameters IE: 1.00 per ASCE Table 1.5-2 Sps(g-sec): 0.76 per ASCE 11.4.4 Period (Sec): 0.18 per ASCE 12.8.2.1 k: 1.00 per ASCE 12.8.3 Vertical Distribution of Seismic Forces per ASCE 12.8.3 Fx= C xV per ASCE Eq. 12.8-11 Cvx= (wxhxk)/(Swih;k)per ASCE Eq. 12.8-12 Level hx(ft) wx(k) %of Wtotai wx*hxk C x(%) Fx(k) Vx(k) Roof 17.00 33.12 100.0% 563.04 100.0% 3.86 3.86 Total WT(k): 33.12 Sum: 563.04 CS-use: 0.116 V(k): 3.86 per ASCE 12.8.1 Vertical Distribution of Seismic Diaphragm Forces per ASCE 12.10.1.1 Fpx= (SF;/Sw;)*wpx per ASCE Eq 12.10-1 Fpx-max= 0.4*Sps*IE*wpx per per ASCE 12.10.1.1 Fpx-mlu= 0.2*Sos*IE*wpx per per ASCE 12.10.1.1 Level w x(k) I 1w;(k) Fx(k) I FF;(k) I Fpx(k) Notes Roof 33.12 33.12 3.86 3.86 5.01 =Fp-min Quantum Consulting Engineers LLC Project: Date: 10/4/18 Job No: 1511 Third Avenue,Suite 323 Designer: Sheet: 2 Seattle,WA 98101 Client: Checked B : L-15 MEECO MANUFACTURING Arlington, WA 98223 Quantum Job Number: 18712.01 WOOD FRAMING DESIGN i I it F 0 R T E MEMBER REPORT Roof,Roof,Joist(Snow Drift) PASSED 1 piece(s) 2 x 12 Hem-Fir No. 2 @ 16" ®C Overall Sloped Length:20'7 3116' 0 0 112 2 � 1' 17 2' 1 All locations are measured from the outside face of left support(or left cantilever end).AII dimensions are horizontal.;Drawing is Conceptual Design Results Actual o Location Allowed Result LDF Load:Combination(Pattern) System:Roof Member Reaction(Ibs) 781 @ 20' 911(1.50") Passed(86%) — 1.0 D+1.0 S(Alt Spans) Member Type:Joist Shear(Ibs) 676 @ 19'7/8" 1941 Passed(35%) 1.15 1.0 D+1.0 S(Alt Spans) Building Use:Residential Moment(Ft-Ibs) 2990 @ 11'8 1/4" 2964 Passed(101%) 1.15 1.0 D+1.0 S(Alt Spans) Building Code:IBC 2015 Live Load Defl.(in) 0.502 @ 11'1/4" 0.634 Passed(L/455) — 1.0 D+1.0 S(Alt Spans) Design Methodology:Aso Total Load Defl.(in) 0.833 @ 10'10 5/16" 1 0.951 Passed(L/274) 1.0 D+1.0 S Alt Spans Member Pitch:2/12 • Deflection criteria:LL(L/360)and TL(L/240). •Overhang deflection criteria:LL(2L/360)and TL(2L/240). •Top Edge Bracing(Lu):Top compression edge must be braced at 6"o/c unless detailed otherwise. • Bottom Edge Bracing(Lu):Bottom compression edge must be braced at 20'3"o/c unless detailed otherwise. •A 15%increase in the moment capacity has been added to account for repetitive member usage. •Applicable calculations are based on NDS. Bearing Loads to Supports(Ibs) --' — Supports Total Available Required Dead Lfevf Snow Total Accessories 1-Beveled Plate-HF 5.50" 5.50" 1.50" 288 284 286 858 Blocking 2-Hanger on 11 1/4"HF beam 2.00" Hangers 1.50" 257 254 530 1041 See note r • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. •At hanger supports,the Total Bearing dimension is equal to the width of the material that is supporting the hanger • 1 See Connector grid below for additional information and/or requirements. Connector:Simpson Strong-Tie:Connectors v Support Model Seat Length Top Nails Face Nails Member Nails Accessories 2-Face Mount Hanger LSSU28 3.50" N/A 10-10d common 5-10d x 1-1/2 Dead Root Live Snow Loads Location(Side) Spacing (0.90) (non mowi 1.25) (1.15) Comments 1-Uniform(PSF) 0 to 20'2" 16" 20.0 20.0 11.0 Roof 2-Tapered(PLF) 6'to 20' N/A - 0.0 to 71.3 Snow Drift Weyerhaeuser Notes f} SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software.Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record,builder or framer is responsible to assure that this calculation is compatible with the overall project.Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards.Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards.For current code evaluation reports,Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application,input design loads,dimensions and support information have been provided by Forte Software Operator Forte Software Operator ,lob Notes 10/4/2018 9:59:59 AM Travis Michaud Forte v5,3,Design Engine:V7.0.0.5 Quantum Consulting Engineers Wood Framing.4te (206)957-3917 tmichaud@quantumce coin Page 2 of 4 W-1 I MEMBER REPOR�r Roof, Roof.'Joist PASSED it F 0 R T E 1 piece(s) 2 x 12 Hem-Fir No. 2 @ 16" Oa: Overall Sloped Length:20'7 3116' + + 0 _r - 0 2 r�tt I n 1' 17 2' 1 All locations are measured from the outside Face of left support(or left cantilever end).AII dimensions are horizontal.;Drawing is Conceptual Design Results Actual @ Location Allowed Result LDF Load:Combination(Pattern) System:Roof Member Reaction(Ibs) 540 @ 20' 911(1.50") Passed(59%) -- 1.0 D+1.0 S(Alt Spans) Member Type:3oist Shear(Ibs) 486 @ 19'7/8" 1941 Passed(25%) 1.15 1.0 D+ 1.0 S(Alt Spans) Building Use:Residential Moment(Ft-Ibs) 2524 @ 10'7 11/16" 2964 Passed(85%) 1.15 1.0 D+1.0 S(Alt Spans) Building Code:IBC 2015 Live Load Deft.(in) 0.411 @ 10'7 7/16" 0.634 Passed(L/555) 1.0 D+1.0 S(Alt Spans) Design Methodology:ASD Total Load Defl.(in) 0.710 @ 10'7 112" 0.951 Passed(L/322) 1.0 D+1.0 S(Alt Spans) Member Pitch:2/12 • Deflection criteria:LL(L/360)and TL(L/240). •Overhang deflection criteria:LL(2L/360)and TL(2L/240). •Top Edge Bracing(Lu):Top compression edge must be braced at 3'8"o/c unless detailed otherwise. • Bottom Edge Bracing(Lu):Bottom compression edge must be braced at 20'3"o/c unless detailed otherwise. A 15%increase in the moment capacity has been added to account for repetitive member usage. •-361 Ibs uplift at support 1'2 3/4".Strapping or other restraint may be required. •-310 Ibs uplift at support 20'.Strapping or other restraint may be required. •Applicable calculations are based on NDS. Bearing Loads to Supports(Ibs) Supports Total Available Required Dead Roof Snow W Live ind Total Accessories 1-Beveled Plate-HE 5.50" 5.50" 1.50" 259 284 355 -861 898/-861 Blocking 2-Hanger on 11 1/1"HE beam 2.00" HangeO 1.50" 231 251 318 -748 803/-748 See note' • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. •At hanger supports,the Total Bearing dimension is equal to the width of the material that is supporting the hanger • 'See Connector grid below for additional information and/or requirements. Connector:Simpson Strong-Tie Connectors £ Support Model Seat Length Top Nails Face Nails Member Nails Accessories 2-Face Mount Hanger LSSU28 3.50" N/A 9-10d common 5-10d x 1-1/2 Dead Roof Live Snow Wind Loads Location(Side) Spacing (0.90) (noreonowt 1.25) (1.15) (1.60) Comments 1-Uniform(PSF) 0 to 20'2" 16" 18.0 20.0 25.0 -58.7 Roof 2-Uniform(PSF) 0 to 1' 16" - - -19.9 Overhang Weyerhaeuser Notes 4 SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Y Weyerhaeuser expressly disclaims any other warranties related to the software.Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction,The designer of record,builder or framer is responsible to assure that this calculation is compatible with the overall project.Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards.Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards.For current code evaluation reports,Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application,input design loads,dimensions and support information have been provided by Forte Software Operator Forte Software Operator ,Job Notes 10/4/2018 9:69:59 AM Travis Michaud Forte v5.3, Design Engine:V7.0.0.5 Quantum Consulting Engineers Wood Framing.4te (206)957-3917 hnichaud@quantumce.com Page 3 of 4 -- W-2 it F 0 R T E MEMBER REPORT Roof,Roof.Joist(Snow Slide) PASSED 1 piece(s) 2 x 12 Hem-Fir No. 2 @ 16" OC Overall Sloped Length:20'7 3/16' 0 0 2 lL- tr u All locations are measured from the outside face of left support(or left cantilever end).AII dimensions are horizontal.;Drawing is Conceptual Design Results Actual @ Location Allowed Result LDF Load:Combination(Pattern) System:Roof Member Reaction(Ibs) 605 @ 20' 911(1.50") Passed(66%) •• 1.0 D+1.0 S(Alt Spans) Member Type:Joist Shear(Ibs) 544 @ 19'7/8" 1941 Passed(28%) 1.15 1.0 D+1.0 S(Alt Spans) Building Use:Residential Moment(Ft-Ibs) 2786 @ 10'9 7/16" 2964 Passed(94%) 1.15 1.0 D+1.0 S(Alt Spans) Building Code:IBC 2015 Live Load Defl.(in) 0.481 @ 10'8 3/8" 0.634 Passed(L/475) 1.0 D+1.0 S(Alt Spans) Design Methodology:ASD Total Load Defl.(in) 0.780 @ 10'8 1/16" 0.951 Passed(L/293) 1.0 D+1.0 S(Alt Spans) Member Pitch:2/12 • Deflection criteria:LL(L/360)and TL(L/240). • Overhang deflection criteria:LL(2L/360)and TL(2L/240). •Top Edge Bracing(Lu):Top compression edge must be braced at 2'5"o/c unless detailed otherwise. • Bottom Edge Bracing(Lu):Bottom compression edge must be braced at 20'3"o/c unless detailed otherwise. •A 15%increase in the moment capacity has been added to account for repetitive member usage. •Applicable calculations are based on NDS. Bearing Loads to Supports(Ibs) Supports Total Available Required Dead Roof Snow Total Accessories Live 1-Beveled Plate-HF 5.50" 5.50" 1.50" 259 284 316 859 Blocking 2-Hanger on 11 1/4"HE beam 2.00" Hangerr 1.50" 231 254 1 380 1 865 See note' • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. •At hanger supports,the Total Bearing dimension is equal to the width of the material that is supporting the hanger • 'See Connector grid below for additional information and/or requirements. Connector:Simpson Stron -Tile Connectors Support Model Seat Length Top Nails Face Nails Member Nails Accessories 2-Face Mount Hanger LSSU28 3.50" N/A 9-10d common 5-10d x 1-1/2 Dead Roof Live Snow Loads Location(Side) Spacing (0.90) (non-snowy 1.25) (1.15) Comments 1-Uniform(PSF) 0 to 20'2" 16" 18.0 20.0 11.0 Roof 2-Uniform(ESE) 5'to 20' 16" - 20.0 Snow Slide Weyerhaeuser Notes t�SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software.Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record,builder or framer is responsible to assure that this calculation is compatible with the overall project.Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards.Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards.For current code evaluation reports,Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application,input design loads,dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes 10/4/2018 9:59:59 AM Travis Michaud Forte v5.3,Design Engine:V7.0.0.5 Quantum Consulting Engineers Wood FYaming.4te (206)957-3917 tmichaud@quantumce.com Page 4 Of 4 W-3 I Project Title: MEECt. ,✓IANUFACTURING Engineer: TVM Project ID: Project Descr: Wood Column File=M12812 Architecture08712 01 Meeco ManufacturinglCalculationslWood Framing.ec8 . Software copyright ENERCALC,INC 1983-2018,Build70 18.9.24 . i:rr QUANTUM CONSULTING Description: 14'-0"Stud(Gable) Code References Calculations per 2012 NDS, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used : IBC 2018 General Information Analysis Method: Allowable Stress Design Wood Section Name 2x6 End Fixities Top&Bottom Pinned Wood Grading/Manuf. Graded Lumber Overall Column Height 14 ft Wood Member Type Sawn (used for non-slender-calculations) Exact Width Allow Stress Modification Factors Wood Species Hem-Fir 1.50 in Exact Depth 5.50 in Cf or Cv for Bending 1.30 Wood Grade No.2 Area 8.250 inA2 Cf or Cv for Compression 1.10 Fb+ 850.0 psi Fv 150.0 psi Ix 20_797 inA4 Cf or Cv for Tension 1.30 Fb- 850.0 psi Ft 525.0 psi ly 1.547 in14 Cm:Wet Use Factor 1.0 Fc-Prll 1,300.0 psi Density 26.840 pcf Cl:Temperature Factor 1.0 Fc-Perp 405.0 psi Cfu:Flat Use Factor 1.0 E:Modulus of Elasticity... x-x Bending y-y Bending Axial Kf:Built-up columns 1.0 NDS 15.3.2 Basic 1,300.0 1,300.0 1,300.0 ksi Use Cr:Repetitive? Yes Minimum 470.0 470.0 Brace condition for deflection(buckling)along columns: X-X(width)axis: Fully braced against buckling about X-X Axis Y-Y(depth)axis: Lu for Y-Y Axis buckling:14 ft,K=1.0 Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included:21.528 Ibs*Dead Load Factor AXIAL LOADS.. . Roof Loads:Axial Load at 14.0 ft,D=0.2590,Lr=0.2840,S=0.3550,W=0.1760 k BENDING LOADS. . . Wind Load:Lat.Uniform Load creating Mx-x,W=0.050 k/ft DESIGN SUMMARY Bending&Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.6606:1 Maximum SERVICE Lateral Load Reactions.. Load Combination +D+0.60W+H Top along Y-Y 0.350 k Bottom along Y-Y 0.350 k Governing NDS Forumla Comp+Mxx, NDS Eq.3.9-3 Top along X-X 0.0 k Bottom along X-X 0.0 k Location of max.above base 6.953 ft Maximum SERVICE Load Lateral Deflections... At maximum location values are... Along Y-Y 1.616 in at 7.047 ft above base Applied Axial 0.3861 k for load combination:W Only Applied Mx 0.7350 k-ft Applied My 0.0 k-ft Along X-X 0.0 in at 0.0 ft above base Fc:Allowable 397.369 psi for load combination:n/a Other Factors used to calculate allowable stresses... PASS Maximum Shear Stress Ratio= 0.1591 :1 Bending Compression Tension Load Combination +D+0.60W+H Location of max.above base 14.0 ft Applied Design Shear 38.182 psi Allowable Shear 240.0 psi Load Combination Results Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination C D C P Stress Ratio Status Location Stress Ratio_ Status Location +D+H 0.900 0.297 0.08905 PASS 0.0 ft 0.0 PASS 14.0 ft +D+L+H 1.000 0.270 0.08818 PASS 0.0 ft 0.0 PASS 14.0 ft +D+Lr+H 1.250 0.219 0.1745 PASS 0.0 ft 0.0 PASS 14.0 ft +D+S+H 1.150 0.237 0.1976 PASS 0.0 ft 0.0 PASS 14.0 ft +D+0.750Lr+0.750L+H 1.250 0.219 0.1526 PASS 0.0 ft 0.0 PASS 14.0 ft +D+0.750L+0.750S+H 1.150 0.237 0.170 PASS 0.0 ft 0.0 PASS 14.0 ft +D+0.60W+H 1.600 0.174 0.6606 PASS 6.953 ft 0.1591 PASS 14.0 ft +D+0.70E+H 1.600 0.174 0.08557 PASS 0.0 ft 0.0 PASS 14.0 ft +D+0.750Lr+0.750L+0.450W+H 1.600 0.174 0.5474 PASS 6.953 ft 0.1193 PASS 0.0 ft W-4 Project Title: MEEC�- .,ANUFACTURING Engineer: TVM Project ID: Project Descr: Wood CO�U11111 File=M:128Qkchitecture118712.01MeewManulaclunngl(:alculalionslWoodFraming.ec6 l� So(IwarewlryrightENERCALC.INC.1983-2018,Build:1018.9.24. -- KW-06003835 Licensee:QUANTUM CONSULTING ENGINEERS Description: 14'-0"Stud(Gable) Load Combination Results Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination C D C P Stress Ratio Status Location Stress Ratio Status Location +D+0.750L+0.750S+0.450W+H 1.600 0 174 0.5632 PASS 6.953 ft 0.1193 PASS 0.0 ft +D+0.750L+0.750S+0.5250E+H 1.600 0.174 0.1668 PASS 0.0 ft 0.0 PASS 14.0 ft +0.60D+0.60W+0.60H 1.600 0.174 0.6306 PASS 6.953 ft 0.1591 PASS 14.0 ft +0.60D+0.70E+0.60H 1.600 0.174 0.05134 PASS 0.0 ft 0.0 PASS 14.0 ft Maximum Reactions Note:Only non-zero reactions are listed. X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction My-End Moments k-ft Mx-End Moments Load Combination @ Base @ Top @ Base @ Top @ Base @ Base @ Top @ Base @ Top +D+H 0.281 - - -- - +D+L+H 0.281 +D+Lr+H 0.565 +D+S+H 0.636 +D+0.750Lr+0.750L+H 0.494 +D+0.750L+0.750S+H 0.547 +D+0.60W+H 0.210 0.210 0.386 +D+0.70E+H 0.281 +D+0.750Lr+0.750L+0,450W+H 0.158 0.158 0.573 +D+0.750L+0.750S+0.450W+H 0.158 0.158 0.626 +D+0.750L+0.750S+0.5250E+H 0.547 +0.60D+0.60W+0.60H 0.210 0.210 0.274 +0.60D+0.70E+0.60H 0.168 D Only 0.281 Lr Only 0.284 L Only S Only 0.355 W Only 0.350 0.350 0.176 E Only H Only Maximum Deflections for Load Combinations Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance +D+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+L+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+Lr+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+S+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750Lr+0.750L+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750L+0.750S+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.60W+H 0.0000 in 0.000 ft 0.969 in 7.047 ft +D+0.70E+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750Lr+0.750L+0.450W+H 0.0000 in 0.000 ft 0.727 in 7.047 ft +D+0.750L+0.750S+0.450W+H 0.0000 in 0.000 ft 0.727 in 7.047 ft +D+0.750L+0.750S+0.5250E+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +0.60D+0.60W+0.60H 0.0000 in 0.000 ft 0.969 in 7.047 ft +0.60D+0.70E+0.60H 0.0000 in 0.000 ft 0.000 in 0.000 ft D Only 0.0000 in 0.000 ft 0.000 in 0.000 ft LrOnly 0.0000 in 0.000 ft 0.000 in 0.000 ft L Only 0.0000 in 0.000 ft 0.000 in 0.000 ft S Only 0.0000 in 0.000 ft 0.000 in 0.000 ft W Only 0.0000 in 0.000 ft 1.616 in 7.047 ft E Only 0.0000 in 0.000 ft 0.000 in 0.000 ft H Only 0.0000 in 0.000 ft 0.000 in 0.000 ft W-5 i. .- ProjectTitfe: MEECt MANUFACTURING Engineer: NM Project ID: Project Descr: Wood ColumnHe=M:12812Mdn1eaWM18712.01Memo AtanutarAunnglcatculaeordWoodFraming.ec6 Software copyright ENERCAIC,INC 1983.2018.8wId:1018.9.24 _ i:rr QUANTUM CONSULTING Description: 14'-0°Stud(Gable) Sketches c •- Loaa4 0 Un I + I � 1 2 6 111%in w-6 1 Project Title: MEECk .oIANUFACTURING Engineer: TVM Project ID: Project Descr: File=lvA2812 AMhIt0dUre118712.01 Meeco ManufaduringlCaicurauonslWood Framing ec6 Wood Column t Software copyright ENERCALC,INC 1983-2018,Build:10 18 9 24 1 1 115835 Licensee:QUANTUM CONS111 Description: 17'-0"Stud(Gable) Code References Calculations per 2012 NDS, IBC 2012, CBC 2013,ASCE 7-10 Load Combinations Used : IBC 2015 _ General Information Analysis Method: Allowable Stress Design Wood Section Name 2x6 End Fixities Top&Bottom Pinned Wood GradinglManuf. Graded Lumber Overall Column Height 17.0 ft Wood Member Type Sawn (Used for non-slender calculations) Exact Width in Allow Stress Modification Factors Wood Species Hem-Fir 1.50 Wood Grade No.2 Exact Depth 5.50 in Cf or Cv for Bending 1.30 Area 8.250 in12 Cf or Cv for Compression 1.10 Fb+ 850.0 psi Fv 150.0 psi Ix 20.797 in14 Cf or Cv for Tension 1.30 Fb- 850.0 psi Ft 525.0 psi Fc-Prll 1,300.0 psi Density 26.840 pcf iy 1.547 n^4 Cm:Wet Use Factor 1.0 i Ci:Temperature Factor 1.0 Fc-Perp 405.0 psi Cfu:Flat Use Factor 1.0 E:Modulus of Elasticity. . x-x Bending y-y Bending Axial Kf:Built-up columns 1.0 rvos 1&3.2 Basic 1,300.0 1,300.0 1,300.0 ksi Use Cr:Repetitive? Yes Minimum 470.0 470.0 Brace condition for deflection(buckling)along columns: X-X(width)axis: Fully braced against buckling about X-X Axis Y-Y(depth)axis: Lu for Y-Y Axis buckling:17 ft,K=1.0 Applied Loads _ Service loads entered.Load Factors will be applied for calculations. Column self weight included:26.141 Ibs*Dead Load Factor BENDING LOADS. . . Wind Load:Lat.Uniform Load creating Mx-x,W=0.050 klft DESIGN SUMMARY Bending &Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.8555:1 Maximum SERVICE Lateral Load Reactions.. Load Combination +D+0.60W+H Top along Y-Y 0.4250 k Bottom along Y-Y 0.4250 k Governing NDS Forumla Comp+Mxx, NDS Eq. 3.9-3 Top along X-X 0.0 k Bottom along X-X 0.0 k Location of max.above base 8.443 ft Maximum SERVICE Load Lateral Deflections... At maximum location values are... Along Y-Y 3.513 in at 8.557 ft above base Applied Axial 0.02614 k for load combination:W Only Applied Mx 1.084 k-ft Applied My 0.0 k-ft Along X-X 0.0 in at 0.0 ft above base Fc:Allowable 273.404 psi for load combination:nla Other Factors used to calculate allowable stresses... PASS Maximum Shear Stress Ratio= 0.1932:1 Bending Compression Tension Load Combination +D+0.60W+H Location of max.above base 0.0 ft Applied Design Shear 46.364 psi Allowable Shear 240.0 psi Load Combination Results Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination C D C P Stress Ratio Status Location Stress Ratio Status Location +D+H 0.900 0.207 0.01187 PASS 0.0 ft 0.0 PASS 17.0 ft +D+L+H 1.000 0.188 0.01181 PASS 0.0 ft 0.0 PASS 17.0 ft +D+Lr+H 1.250 0.152 0.01169 PASS 0.0 ft 0.0 PASS 17.0 ft +D+S+H 1.150 0.164 0.01173 PASS 0.0 ft 0.0 PASS 17.0 ft +D+0.750Lr+0.750L+H 1.250 0.152 0.01169 PASS 0.0 ft 0.0 PASS 17.0 ft +D+0.750L+0.750S+H 1.150 0.164 0.01173 PASS 0.0 ft 0.0 PASS 17.0 ft +D+0.60W+H 1.600 0.119 0.8555 PASS 8.443 ft 0.1932 PASS 0.0 ft +D+0.70E+H 1.600 0.119 0.01159 PASS 0.0 ft 0.0 PASS 17.0 ft +D+0.750Lr+0.750L+0.450W+H 1.600 0.119 0.6417 PASS 8.443 ft 0.1449 PASS 0.0 ft +D+0.750L+0.750S+0.450W+H 1.600 0.119 0.6417 PASS 8.443 ft 0.1449 PASS 0.0 ft +D+0.750L+0.750S+0.5250E+H 1.600 0.119 0.01159 PASS 0.0 ft 0.0 PASS 17.0 ft +0.60D+0.60W+0.60H 1.600 0.119 0.8516 PASS 8.443 ft 0.1932 PASS 0.0 ft W-7 :�, _ I Project Title: MEECt- MANUFACTURING Engineer: TVM Project ID: Project Descr: Wood Column File=M:12812Architecture118712.OiMeeco ManufacluringlCalculalionslWoodFraming.ec6 Software coWghl ENERCALC,INC 1983-2018,Build:1018 9 24 I:11 QUANTUM • Description: 17'-0"Stud(Gable) Load Combination Results Maximum Axial+Bendino Stress Ratios Maximum Shear Ratios Load Combination C D C p Stress Ratio Status Location Stress Ratio Status Location +0.60D+0.70E+0.60H 1.600 0.119 0.006954 PASS 0.0 ft 0.0 PASS 17.0 ft Maximum Reactions Note:Only non-zero reactions are listed. X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction My-End Moments k-ft Mx-End Moments Load Combination @ Base @ Top @ Base @ Top @ Base @ Base @ Top @ Base @ Top +D+H 0.026 +D+L+H 0.026 +D+Lr+H 0.026 +D+S+H 0.026 +D+0.750Lr+0.750L+H 0.026 +D+0.750L+0.750S+H 0.026 +D+0.60W+H 0.255 0.255 0.026 +D+0.70E+H 0.026 +D+0.750Lr+0.750L+0.450W+H 0.191 0.191 0.026 +D+0.750L+0.750S+0.450W+H 0.191 0.191 0.026 +D+0.750L+0.750S+0.5250E+H 0.026 +0.60D+0.60W+0.60H 0.255 0.255 0.016 +0.60D+0.70E+0.60H 0.016 D Only 0.026 Lr Only L Only S Only W Only 0.425 0.425 E Only H Only Maximum Deflections for Load Combinations Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance +D+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+L+H 0.0000 in 0.000 ft 0.000 in 0.000 fl +D+Lr+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+S+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750Lr+0.750L+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750L+0.750S+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.60W+H 0.0000 in 0.000 ft 2.108 in 8.557 ft +D+0.70E+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750Lr+0.750L+0.450W+H 0.0000 in 0.000 ft 1,581 in 8.557 ft +D+0.750L+0.750S+0.450W+H 0.0000 in 0.000 ft 1.581 in 8.557 ft +D+0.750L+0.750S+0.5250E+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +0.60D+0.60W+0.60H 0.0000 in 0.000 ft 2.108 in 8.557 ft +0.60D+0.70E+0.60H 0.0000 in 0.000 ft 0.000 in 0.000 ft D Only 0.0000 in 0.000 ft 0.000 in 0.000 ft Lr Only 0.0000 in 0,000 ft 0.000 in 0.000 ft L Only 0.0000 in 0.000 ft 0.000 in 0.000 ft S Only 0.0000 in 0.000 ft 0.000 in 0.000 ft W Only 0.0000 in 0.000 ft 3.513 in 8.557 ft E Only 0.0000 in 0.000 ft 0.000 in 0.000 ft H Only 0.0000 in 0.000 ft 0.000 in 0.000 ft W-8 ;,kx Project Title: MEEC,.,�ANUFACTURING Engineer. TVM Project ID: Project Descr: Wood ColumnFile=MA2812A1thleclwe118712.01Maw ManufadiOng%alculaMnslWoodFiammg.ec8 SolhvaietopynghtENERCALC.INC 1983-2018 Build,1018,9.24 t tt QUANTUM CONSULTING Description: 17'-0"Stud(Gable) Sketches i +X � l + 2 6 1.50 in W-9 )� �bRTH Sd�T>-1 �J12Ec�ia� : (E� �v1Lb1NG N ao sw1 Is,�z sw3 W£� 9! swy Q r-A (C b.Ls Y cTlatQs . Ib C? ,9'K ELF I�� PLF f\LLi�wWQLF CIS � Il�PN.P- C AS ,I L�� Ei� �IRPN� NG'�, T� S�PPoc�Y ri"1 SW- 4 `ay .4 a,0 ('1 � � G��ri2oLS v �. I`1`j ELF 1)C'TINN5 qu: (.:,0_) iQ 4, r i `1q,bdo Ib-f-} 30PL 1 I � � Q 6 K N D DI A 911 IM F D3 K G Qv)RG1), S 9 c A R W ALLS 5C(� SPR-E ADSHEFT Fvtz DIP5$<.N, U5E Jyo IFLF FOR WALL Y-� E15NT + ►fib PLF F a RUtif --Io\ST �DL.. ALL. WALLS ARE 5w -4, 1l�Lb OOws�1 K R v KT �L 4 SNCNR wNL1 CaL7 70 [3\1I1-biN C ANm OSE SY)6PR WALL A1,016 FL -V 'To REsIsT L)FT, IC ON S U L T ING E N G IN E E R 5 �EEco ��RNv�nc�bcclNG lol� /�.bl$ 1$�la,al 1511THIRDAVENUE project date project no. SUITE 323 -r U WN _ SEATTLE,WA 98101 designer sheet TEL 206.957.390 6L FAX 206.957.3901 R C IA I T E Cl 0 R E W-10 _ _ _ _ www.quantumce.com client checked by LIGHT FRAMED WOOD SHEATHED PANEL SHEAR WALL DESIGN Per IBC 2015,ASCE 7-10,SDPWS 2015&NDS 2015 Structure: MEECO MANUFACTURING ADDITION Floor Level: FIRST FLOOR Sds= 0.76 Depth of Floor Framing&Plates(Clearspan)at Interstory(in)= 12.00 Shear Wall Llne Information SW Mark Lsw(ft) hsw(ft) hsw/Lsw Wall Framing Specific Interstory of Species Gravity G Base? SW GRID 2.8/5.2 20.00 16.00 SW Segment 1.01 20.00 1600 0.80 HF#2 0.43 Base SW GRID 3 20.00 16.00 - - SW Segment 2.01 20.00 1 1&00 0-80 HF#2 0.43 Base SW GRID F 72.00 14.00 SW Segment F.01 72.00 14.00 0.19 HF#2 0.43 Base SW GRID 0.00 - Shear Wall Loads and ummary EQ(lb)Wall Wind(lb)Wall Wall DL(lb) Wall DL(lb) Wall DL(Ib) MIN.#of SW Mark ULT (ULT Wall End 1 End 2 Shear Wall Type End Studs Holdown SW GRID 2.8/5.2 1253 3300 - - - - - SW Segment 1.01 1253 3300 2800 2240 2240 SW-6 2 No HD SW G721D 3 2520 6600 SW Segment 2.01 2520 6600 2800 4480 10000 SW-6 2 No HD SW GRID F 5100 4133 - - SW Segment F.01 5100 4133 23040 0 0 SW-6 2 No HD Quantum Consulting Engineers LLC Project: MEECO MANUFACT. Date: 10/4/18 Job No: 18712.00 1511 Third Avenue,Suite 323 Designer: TVM Sheet: 1 Seattle,WA 98101 Client: 2812 ARCHITECTURE Checked By: W-11 r LIGHT FRAMED WOOD SHEATHED PANEL SHEAR WALL DESIGN Per IBC 2015,ASCE 7-10,SDPWS 2015& NDS 2015 Structure: MEECO MANUFACTURING ADDITION Floor Level: FIRST FLOOR Shear Wall Schedule( F11) qb n 0.8 Panel Edge LRFD Sheathing Shear Wall Type Sheathing Grade,Sheathing Thickness,&Nail Size (Nail Spacing Nominal Seismic Seismic SW Shear (in) SW Capacity(plf) Capacity Stiffness,G. (plf) (lb/in) SW-6 APA Rated,15/32",8d Common 6 520 416 10 SW-4 APA Rated,15132",8d Common 4 760 608 13 SW-3 APA Rated,15132",8d Common 3 980 784 15 SW-2 APA Rated,15/32",8d Common 2 1280 1024 20 2SW-4 APA Rated,15132",8d Common 4 1520 1216 26 2SW-3 APA Rated,15/32",8d Common 3 1960 1568 30 2SW-2 APA Rated,15/32",8d Common 2 2560 2048 40 Determine Shear Wall Type(LRFD) Seismic Adjusted Adjusted Shear Wall SW Segment Mark Seismic Shear Aspect Ratio Seismic Wind Shear Wind Shear Req'd Shear(plf) Shear Wall Capacity Check (plf) Reduction Shear(plf) (plf) (plf) Type (plf) 101 63 1.00 67 165 127 127 SW-6 416 OK 2.01 126 1.00 135 330 253 253 SW-6 416 OK F,01 71 1.00 76 57 44 76 SW-6 416 OK Determine Shear Wall arturning Moment Lever Arm Wall Length Calculated Override Wall �Leftver SW Segment Mark Lever Arm(ft) Lever Arm(ft) 51.Different Length MOT 1.01 20.00 19.63 1.91% No No No No No 2.bi 20.00 19.63 1.91% No No No No No F.01 72.00 71.63 0.52/ No No _ No N0 No 4 Quantum Consulting Engineers LLC Project: MEECO MANUFACT. Date: 10/4/18 Job No: 18712.00 1511 Third Avenue,Suite 323 Designer: TVM Sheet: 2 Seattle,WA 98101 Client: 2812 ARCHITECTURE Checked By: W-12 LIGHT FRAMED WOOD SHEATHED PANEL SHEAR WALL DESIGN Per IBC 2015,ASCE 7-10,SDPWS 2015&NDS 2015 Structure: MEECO MANUFACTURING ADDITION Floor Level: FIRST FLOOR Shear Wall End Axial Load ASD SW Segment Mark Seismic ASD Seismic Seismic ASD Wind Tension Tension Wind Tension Tension Wind Tension End 1 Dead End 2 Dead Tension(lb) Above(lb) Total(lb) (lb) Above(lb) Total(lb) (lb) (lb) 101 702 0 702 1584 0 1584 3640 3640 201 1411 0 1411 3168 0 3168 5880 11400 F 01 694 0 694 482 0 482 11520 11520 Determine Required Holdown(ASD) SW Segment Mark Eq. Controlling End 1 End 1 Eq.16- End 2 Eq.1 End 2 Eq.16- Ten.Load Holdown Holdown Status Eq.16-15 16 15 16 lb Capacity(lb) 101 600 1095 600 1095 600 No HD 0 OK 201 360 1491 3672 4216 360 No HD 0 OK F 01 6430 4992 6430 4992 4992 No HD 0 OK Quantum Consulting Engineers LLC Project: MEECO MANUFACT. Date: 10/4/18 Job No: 18712.00 1511 Third Avenue,Suite 323 Designer: TVM Sheet: 3 Seattle,WA 98101 Client: 2812 ARCHITECTURE Checked By: W-13 I I MEECO MANUFACTURING Arlington, WA 98223 Quantum Job Number: 18712.01 EXISTING CONCRETE WALL ANALYSIS E �G)ST1►�1 G CbNc P�ET� WALL l� Ex1�c �N WLL LaA�iaG THG WtkLL 1S <\1RRVNTLY WLp EQ Wit L06bCD L?Y W1Np ALoaC !TS RooF 1 RaoF �\JLL H 61 Gr1T, WL I S�PPaRT LI If`Sv'4PotiT VS IS )gc2w5 LOAps LOAD a� NEW W ALt. L0pD►N6 , HC �I�1LL ->VPPoRT la NO WING NE`J GRAv ITY L-'MD FRQ►r - IN THIS NFw Sr r3\JILDINc- Tot; AREA. e,860 � 'ATOP LOT-\b NN7h1E R911,01,4G I WILL RES15-1 W►Lt [?E cv b.Q3Y 7 Rr5 lNWo LoArx v HAS Iz Cw tE sLt� S►Ah Qy A L.T E(Z Y]T 1 It; I S O K L Ex1iTIr1G LitiAb 3) WALL. OPENING MEW OPENING W ILL RC ADbET) FbR NEW ORS F P.gV.,,I r1 G p L = )';�! 80 PLC (NEW e6w) 5L = `3 9� P LF sCE R► �P1 DES1Gr1 (EWALL] I VIs IS REAM 7 W$ 1ZI-A 0 ► S 62 K S . Q USC 901-T S HEAtz TAe r, x C- FLATC w b" w E L j t IC ONSU LTING ENGINEERS YAEECo M AN\)FA CT&R\0 G 1511 THIRD AVENUE prom date protect no. SUITE 323 M _ SEATTLE,WA 98101 designer sheet TEL 206.957.3900 r1 g a C") ` C-T V Rr- E-1 FAX 206 957.3901 d• __ www.quantumce.com client checked by .�n. �ti I I Project Title: MEECU MANUFACTURING Engineer: TVM Project ID: Project Descr: Concrete Slender Wall Filo=M:12812Archltea=118712.O1 Mom MamoacturovOlcuiabonslWoodBConcteleec6 Software copyright ENERCALC,INC 1983.2018,WkI 10.1&9.24 t:ri QUANTUM CONSULTING Description: Existing Wall I New Loads We References Calculations per ACI 318-11 Sec 14.8, IBC 2012, CBC 2013,ASCE 7-10 Load Combinations Used : IBC 2015 General=Information fc:Concrete 28 day strength 4.0 ksi Wall Thickness 5.50 in Temp Diff across thickness = deg F Fy:Rebar Yield = 60.0 ksi Rebar at wall center Min Allow Out-of-Plane Defl Ratio = L 1 0 Ec:Concrete Elastic Modulus = 3,605.0 ksi Rebar"d"distance 2.750 in Minimum Vertical Steel% = 0.0020 X :Lt Wt Conc Factor = 1.0 Lower Level Rebar... Using Stiff.Reduction Factor per ACI R.10-12.3 Fr:Rupture Modulus = 316.228 psi Bar Size # 4 Max%of p balanced = 0.01806 Bar Spacing 16.0 in Max PulAg=fc* = 0.060 Concrete Density = 150.0 pcf Width of Design Strip = 16.0 in One-Story-Wall,Dimensions - A Clear Height = 24.0 ft i B Parapet height = 2.0 ft B Wall Support Condition Top&Bottom Pinned Root Auactunent - Initial Lateral Disp.@ Top Support 1.440 in A Flocx Altrnfifipni Vartical Loads _ Ner'WaMo-&-et11�8dLoads... (Applied to full"Strip Width") DL:Dead Lr:Roof Live U:Floor Live S:Snow W:Win Beam Load#1 Eccentricity 5.750 in 0.230 0.250 0.530 k Dist,from Base 18.0 ft - Lateral Loads —— - - - - Wind Loads: Seismic Loads: Full area WIND load psf Wall Weight Seismic Load Input Method: ASCE seismic factors entered SIDS Value per ASCE 12.11.1 S DS*I = 0.7570 Fp=Wall Wt.* 0.3028 = 20.818 psf (Applied to full"STRIP WWII") D Lr L E W Endpoints from Base top bottom Distributed Lateral Load 0.0360 klft 24.0 18.0 ft Distributed Lateral Load 0.0850k1ft 26.0 24.0ft E-2 r� Project Title: MEECU ivIANUFACTURING Engineer: TVM Project ID: Project Descr: File=MA12812 Architecture11871201 Meeco Manufactunng%Cakatatronsmooa 8 Concrete ec6. Concrete Slender Wall Software co"111 ENERCALC,INC 1983-2018,8uild:10.18.9.24 . KW-06005835 Licensee Description: Existing Wall/New Loads DESIGN SUMMARY Results reported for"Strip Width"of 16.0 in Governing Load Combination... Actual Values, Allowable Values... FAIL Moment Capacity Check Maximum Bending Stress Ratio = 1.129 +1.351 D+0.50L+0.70S+E+1.60H Max Mu 3.217 k-ft Phi"Mn 2.849 k-ft PASS Service Deflection Check Actual Defl.Ratio LI 849 Allowable Defl.Ratio 150 E Only Max.Deflection 0.3390 in PASS Axial Load Check Max Pu I Ag 29.706 psi Max.Allow.Defl. 1.920 in +1.351 D+0.50L+0.70S+E+1.60H Location 10.80 ft 0.06'fc 240.0 psi PASS Reinforcing Limit Check Controlling Aslbd 0.004545 Aslbd= 0.0 rho bal 0.01806 Maximum Reactions... for Load Combination.... Top Horizontal E Only 0.3909 k Base Horizontal E Only 0.3308 k Vertical Reaction +D+S+H 3.143 k Design Maximum Combinations-Moments Results reported for"Strip Width"=12 in. Axial Load Moment Values ' 0.6 Load Combination Pu 0.061c`b`t Mcr Mu Phi Phi Mn As As Ratio rho bal k k k-It k-11 k-R in^2 +1.40D+1.60H at 16.00 to 16.80 1.204 15.840 1.59 0.06 0.90 2.01 0,150 0.0045 0.0181 +1.20D+0.50Lr+1.60L+1.60H at 16.00 to 16. 1.126 15.840 1.59 0.08 0.90 1.99 0,150 0.0045 0.0181 +1.20D+1.60L+0.50S+1.60H at 16.00 to 16.8 1.231 15.840 1.59 0.12 0.90 2.01 0,150 0.0045 0.0181 +1.20D+1.60Lr+0.50L+1.60H at 16.00 to 16. 1.332 15.840 1.59 0.15 0,90 2.03 0.150 0.0045 0.0181 +1.20D+1.60Lr+0.50W+1.60H at 16,00 to 16. 1.332 15.840 1.59 0.31 0,90 2.03 0.150 0.0045 0.0181 +1.20D+0.50L+1.60S+1.60H at 16.00 to 16.8 1.668 15.840 1.59 0.26 0,90 2.10 0.150 0.0045 0.0181 +1.20D+1.60S+0.50W+1.60H at 16.00 to 16.8 1.668 15.840 1.59 0.42 0,90 2.10 0.150 0.0045 0.0181 +1.20D+0.50Lr+0.50L+W+1.60H at 16.00 to 1 1.126 15.840 1.59 0.40 0190 1.99 0.150 0.0045 0.0181 +1.20D+0.50L+0.50S+W+1.60H at 16.00 to 1E 1.231 15,840 1.59 0.44 0.90 2.01 0.150 0.0045 0.0181 +1.351D+0.50L+0.70S+E+1.60H at 10.40 to 1 1.961 15.840 1.59 2.41 0.90 2.15 0.150 0.0045 0.0181 +0.90D+W+0.90H at 16.00 to 16.80 0.774 15.840 1.59 0.36 0.90 1.93 0.150 0.0045 0.0181 +0.7486D+E+0.90H at 11.20 to 1200 0.891 15.840 1.59 1.52 0.90 1.95 0.150 0.0045 0.0181 Design Maximum Combinations-Deflections Results reported for"Strip Width"=12 in. Axial Load Moment Values Stiffness Deflections Load Combination Pu Mcr Mactual I gross I cracked I effective Deflection Defl.Ratio k k-ft k-ft i11^4 n14 in14 in +D+H at 11.20 to 12.00 1.190 1.59 0.03 166.38 7.66 124.781 0.005 55,982.7 +D+L+H at 11.20 to 12.00 1.190 1.59 0.03 166.38 7.66 124.781 0.005 55,982.7 +D+Lr+H at 11.20 to 12.00 1.377 1.59 0.08 166.38 7.78 124.781 0.014 20,949.3 +D+S+H at 11.20 to 12.00 1.587 1.59 0.13 166.38 7.91 124.781 0.023 12,294.0 +D+0.750Lr+0.750L+H at 11,20 to 12.00 1.331 1.59 0.06 166.38 7.75 124.781 0.012 24,841.9 +D+0.750L+0.750S+H at 11.20 to 12.00 1.488 1.59 0.10 166.38 7.85 124.781 0.019 15,286.4 +D+0.60W+H at 12.80 to 13.60 1.080 1.59 0.19 166.38 7.59 124.781 0.043 6.723.7 +D+0.70E+H at 11,20 to 12.00 1.190 1.59 1.09 166.38 7.66 124.781 0.247 1,164.6 +D+0.750Lr+0.750L+0,450W+H at 12.80 to 13 1.221 1.59 0.19 166.38 7.68 124.781 0.040 7,241,0 +D+0.750L+0.750S+0.450W+H at 12.00 to 12. 1.433 1.59 0.22 166.38 7.81 124.781 0.047 6,126.7 +D+0.750L+0.750S+0.5250E+H at 11,20 to 12 1.488 1.59 0.90 166.38 7.85 124.781 0.201 1,432.5 +0.60D+0.60W+0.60H at 12.80 to 13.60 0.648 1.59 0.17 166.38 7.32 124.781 0.041 7,101.8 +0.60D+0.70E+0.60H at 11.20 to 12.00 0.714 1.59 1.06 166.38 7.36 124.781 0.243 1,183.9 D Only at 11.20 to 12,00 1.190 1.59 0.03 166.38 7.66 124.781 0.005 55,982.7 Lr Only at 12.00 to 12.80 0.188 1.59 0.05 166.38 7.02 124.781 0.008 34,168.4 E-3 LU 1 Project Title: MEECu MANUFACTURING Engineer: TVM Project ID: Project Descr: Concrete Slender Wall RIa=WV812 Ardutecture118712.01 Meeco ManulactunngtCalculationmeod 8 concreto.ec6 Software copynght ENERCALC,INC 19812018.Bulld:10 18.9 24 I'I1 QUANTUM CONSULTING Description: Existing Wall/New Loads 0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 S Only at 12.00 to 12.80 0.398 1.59 0.10 166.38 7.16 12.4.781 0.018 16,0803 WOnly at 13.60 to 14.40 0.000 1.59 0.2.7 166.38 6.90 124,781 0.062 4,643.7 EOnly at 11.20 to 12.00 0.000 1.59 1,48 166.38 6.90 124.781 0,339 849.5 EA VK Project Title: MEEC(i MANUFACTURING Engineer: TVM Project ID: Project Descr: Fie=M:012Arcdtecturel18712.01 Memo Concrete Slender Wall I Software copyright ENERCALC.INC.1983.2018.Suild:10.18.9 24 0:ri QUANTUM CONSULTING Description: Existing Wall/New Loads Design Maximum Combinations-Deflections Results reported for"Strip Width"=12 in. Axial load Moment Values Stiffness Deflections Load Combination Pu Mcr Mactual I gross I cracked I effective Deflection Den.Ratio k k•h k-ft in"4 m14 in"I ut 0,000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 Reactions •Vertical&Hoftntel Results reported for"strip Width"=12 in. Load Combination Base Horizontal Top Horizontal Vertical @ Wall Base E-5 ,I Project Title: MEECO MANUFACTURING Engineer: TVM Project ID: Project Descr: Concrete Slender Wall File=MA2812 Architecture\18712.01 Meeco ManufacludnglCalculationslWood 8 Concrete.ec6. Software coMigld ENERCALC,INC 19812018,Bulki:t0.f8.9.24 . I.00 QUANTUM CONSULTING Description: Existing Wall I Existing Loads Code Re}iarences Calculations per ACI 318-11 Sec 14.8, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used : IBC 2015 Generallnformation fc:Concrete 28 day strength = 4.0 ksi Wall Thickness 5.50 in Temp Diff across thickness = deg F Fy:Rebar Yield = 60.0 ksi Rebar at wall center Min Allow Out-of-Plane Defl Ratio = L I 0 Ec:Concrete Elastic Modulus = 3,605.0 ksi Rebar"d"distance 2.750 in Minimum Vertical Steel% = 0.0020 X :Lt Wt Conc Factor 1.0 Lower Level Rebar. Using Stiff.Reduction Factor per ACI RA O 12 3 Fr:Rupture Modulus 316.228 psi Bar Size # 4 Max%of p balanced 0.01806 Bar Spacing 16.0 in Max PulAg=fc* = 0.060 Concrete Density - 150.0 pcf Width of Design Strip 16.0 in One-St _ Wall plrnenslons A Clear Height = 24.0 ft B Parapet height = 2.0 ft B Wall Support Condition Top&Bottom Pinned - — Rod Anachment -- Initial Lateral Disp.@ Top Support 1.440 in A — FlarAWmeN Lateral Loads Wind Loads: Seismic Loads: Full area WIND load psf Wall Weight Seismic Load Input Method: ASCE seismic factors entered SDS Value per ASCE 12.11.1 S Ds *1 = 0.7570 Fp=Wall Wt.* 0.3028 = 20.818 psf (Applied to full"STRIP NOW) D Lr L E W Endpoints from Base top bottom Distributed Lateral Load 0.0360 klft 24.0 ft Distributed Lateral Load 0.0850 kIft 26.0 24.0 ft E-6 Project Title: MEECG mANUFACTURING Engineer: TVM Project ID: Project Descr: File=M:12812 Architecture11871201 Meeco ManufacturinglCalculationslWood&Cwcrele.ea Concrete Slender Wall Software oopyngnl ENERCALC,INC 1983-2018,Build:10 18.9 24 r:ri QUANTUM Description: Existing Wall/Existing Loads DESIGN SUMMARY Results reported for"Strip Width"of 16.0 in Governing Load Combination... Actual Values... Allowable Values... FAIL Moment Capacity Check Maximum Bending Stress Ratio = 1.378 +1.20D+0.50Lr+0.50L+W+1.60H Max Mu 3.697 k-ft Phi*Mn 2.683 k-ft FAIL Service Deflection Check Actual Defl.Ratio L/ 53 Allowable Defl.Ratio 150 W Only Max.Deflection 5.472 in PASS Axial Load Check Max Pu/Ag 19.498 psi Max.Allow.Defl. 1,920 in +1.20D+0.50Lr+0.50L+W+1.60H Location 10.80 ft 0.06*fc 240.0 psi PASS Reinforcing Limit Check Controlling As/bd 0.004545 As/bd= 0.0 rho bal 0.01806 Maximum Reactions.., for Load Combination.... Top Horizontal W Only 0.6034 k Base Horizontal W Only 0.4306 k Vertical Reaction +D+0.60W+H 2.383 k Design Maximum Combinations-Moments Results reported for"Strip Width"=12 in. Axial Load Moment Values 0.6* Load Combination Pu 0.06*fc*b*t Mcr Mu Phi Phi Mn As As Ratio rho bal k k k-ft k-ft k-ft W2 +1.40D+1.60H at 22.40 to 23.20 0.347 15.840 1.59 0.03 0.90 1.85 0.150 0.0045 0.0181 +1.20D+0.50Lr+1.60L+1.60H at 22.40 to 23. 0.297 15.840 1.59 0.02 0.90 1.84 0.150 0,0045 0.0181 +1.20D+1.60L+0.50S+1.60H at 22.40 to 23.2 0.297 15.840 1.59 0.02 0.90 1.84 0.150 0.0045 0.0181 +1.20D+1.60Lr+0.50L+1.60H at 22.40 to 23. 0.297 15.840 1.59 0.02 0.90 1.84 0.150 0.0045 0.0181 +1.20D+1.60Lr+0.50W+1.60H at 11.20 to 12. 1.221 15.840 1.59 0.97 0.90 2.01 0.150 0.0045 0.0181 +1.20D+0.50L+1.60S+1.60H at 22.40 to 23.2 0.297 15.840 1.59 0.02 0.90 1.84 0.150 0.0045 0.0181 +1.20D+1.60S+0.50W+1.60H at 11.20 to 12.0 1.221 15.840 1.59 0.97 0.90 2.01 0.150 0.0045 0.0181 +1.20D+0.50Lr+0.50L+W+1.60H at 10.40 to 1 1.287 15.840 1.59 2.78 0.90 2.02 0.150 0.0045 0.0181 +1.20D+0.50L+0.50S+W+1.60H at 10.40 to 11 1.287 15.840 1.59 2.78 0.90 2.02 0.150 0.0045 0.0181 +1.351D+0.50L+0.70S+E+1.60H at 11.20 to 1 1.375 15.840 1.59 1.50 0.90 2.04 0.150 0.0045 0.0181 +0.90D+W+0.90H at 11.20 to 12.00 0.916 15.840 1.59 2.49 0.90 1.95 0.150 0.0045 0.0181 +0.7486D+E+0.90H at 11.20 to 12.00 0.762 15.840 1.59 1.49 0.90 1.93 0.150 0.0045 0.0181 Design Maximum Combinations-Deflections Results reported for"Strip Width"=12 in. Axial Load Moment Values Stiffness Deflections Load Combination Pu Mcr Mactual I gross I cracked I effective Deflection Defl. Ratio k k-ft k-ft W4 n^4 11,A4 in +D+H at 13.60 to 14.40 0.853 1.59 0.01 166.38 7.45 124.781 0.003 101421.7 +D+L+H at 13.60 to 14.40 0.853 1.59 0.01 166.38 7.45 124.781 0.003 101421.7 +D+Lr+H at 13.60 to 14.40 0.853 1.59 0.01 166.38 7.45 124.781 0.003 101421.7 +D+S+H at 13.60 to 14.40 0.853 1.59 0.01 166.38 7.45 124.781 0.003 101421.7 +D+0.750Lr+0.750L+H at 13.60 to 14,40 0.853 1.59 0.01 166.38 7.45 124.781 0.003 101421.7 +D+0.750L+0.750S+H at 13.60 to 14.40 0.853 1.59 0.01 166.38 7.45 124.781 0,003 101421.7 +D+0.60W+H at 11.20 to 12.00 1.017 1.59 1.17 166.38 7.56 124.781 0.268 1,073.3 +D+0.70E+H at 11.20 to 12.00 1.017 1.59 1.04 166.38 7.56 124.781 0.239 1,205.2 +D+0.750Lr+0.750L+0.450W+H at 11.20 to 12 1.017 1.59 0,87 166.38 7.56 124.781 0.201 1,436.0 +D+0.750L+0.750S+0.450W+H at 11.20 to 12. 1.017 1.59 0.87 166.38 7.56 124.781 0.201 1,436.0 +D+0.750L+0.750S+0.5250E+H at 11.20 to 12 1.017 1.59 0.78 166.38 7.56 124.781 0.179 1,613.1 +0.60D+0.60W+0.60H at 11.20 to 12.00 0.610 1.59 1.16 166.38 7.30 124.781 0.267 1,076.9 +0.60D+0.70E+0.60H at 11.20 to 12.00 0.610 1.59 1.04 166.38 7.30 124.781 0.238 1,208.6 D Only at 13.60 to 14.40 0.853 1.59 0.01 166.38 7.45 124.781 0.003 101421.7 0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 E-7 �. u Project Title: MEECGNUFACTURING Engineer: TVM Project ID: Project Descr: Concrete Slander Wall _ _Re M:M12,WilummI118�1i.01 meaoo ManutactunngCaWationsftod a concrete.ecti i Software copynghl ENERCALC.INC.19M018.9uwld:1018.9,24 EV-06-005835QUANTUM CONSULTING Description: Existing Wall 1 Existing Loads 0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 W Only at 11.20 to 12.00 0.000 1.59 1.93 166.38 6.90 15.036 5.472 52.6 E Only at 11.20 to 12.00 0.000 1.59 1.48 166.38 6.90 124,781 0.339 849.5 E-8 Project Title: MEECL. -ANUFACTURING Engineer: TVM Project ID: Project Descr: Concrete Slender Waif File=M:t2812A rchiteduret18712.01 Mom ManufadunngtCelcula6onsMood&Cancftee6 III Software oopyrighl ENERCALC.INC 1983.2018.Bold90.18.9.24 . MU 0:ii. QUANTUM CONSULTING Description: Existing Wall I Existing Loads Design Maximum Combinations-Deflections Results reported for"Strip Width"=12 in. Axial Load Moment Values Stiffness Deflections Load Combination Pu Mcr Mactual I gross I cracked I effective Deflection Defl.Ratio k k-ft k-ft W4 04 W4 in 0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 Reactions-Vertical&Horizontal Results reported for"Strip Width"=12 in. Load Combination Base Horizontal Top Horizontal Vertical @ Wall Base E-9 i 1 Q �co N O 6X9M O N T co 00 a 0 0 N o T 0 Y +, 3 cn O z 00 X 00 U� N a O L O O `I 6X9M Z co r X w a 6X9M � W x U ET O " N C N c0 �} ti C� F- 0T E-1 U i ' ' I o co sw o T co co T d O N o N 0 (/) O I z CD 0) bW c m Q O L O Q I ZV'^Y Z M 1 w w X U E N rl� a 2 rl- V > co i Company Quantum CE Oct 4, 2018 IIRISA 18 Designer ; M 10:04 e d Job Number 18712.01 Checked By._ ANEAICTSG IMCCMiPAW Model Name New Door Opening Hot Rolled Steel Design Parameters _ Label Shape Length[f[]_Lb_-ou_t[ft] Lb-in[ftL_Lcomp t_opLft] comp bot[ft L-torqu... K-out K-in Cb Function f 1 M1 W6X9 7.5 I �_ _ Lateral i 2 M2 W6X9 7.5 _ _ _ I Lateral i 3 M3 I W8X18 7.5 �_ Lb out Lateral 4 M4 W6X9 7.5 F Lateral 5 M5 X9 7.5 _�— _Lateral , 6 M6_ ! W8X14 1 6.5 f Lb out l Lateen Basic Load Cases BLC Description Category X Gravity Y Gravky Joint Point Distributed 1 DL i DL -1 I 2 2 SL SL ' S 2 Member Dis tributed Loads (BLC 1 :DL) Member Label Direction Start Magnilude[k/ft,... End Ma nitude F... Start Location °k End Localonft0/, o]_ 1 M3 Y -1.48 �1.48 I 0 0 2 M6 Y -1.48 1 AS 0 0 Member Distributed Loads (BLC 2 :S L) Member Label Direction Start Magnitiade[k/ft,.. End Magnitude StartLocationfft,°k] r EndLoCa6on[ft,%] 1 M3 Y -.398 -.398_ 0 f 0 2 M6 Y -.398 -.398 0 D Load Combinations _ _ �—- - —— — - BLC Fact...BLC Fact... 2 BC16-10..[Yes.:Y sR. DL:F 1t SL'Fa�t...BLC Fact...BLC Fact...BLC Fact..BLC Fact Fact Fact.�� 1 IBC 16-8 Yes Y DL —•--- Joint Reactions LC Jdnt Label X [k] Y_[k]_ MZ [k-ft] F1 I 1 N 1 0 i 5.686 0 2 1 _ N2 0 _ 5.686 0 3 1 N 3 —�—--- 0 0 0 4 1 N 5 .325 4.937 0 5 1 N6 -.325 I 4.937 0 6 - 1 N7 i -,325 j 0 0 7 1 N4 0 I 0 0 8 1 N 8 .325 0 0 9 1 Totals: 0 21.244 10 1 C0© (ft : X:8.397 Y:7 B2 11 2 N1 1 0 7.178 0 12 2 N 2 0 7.178 0 13 2 N3 0 0 0 14_ 2 _ N5 .411 6.23 0 1 15 _1 2 N 6 -,41.1, 6.23 0 RISA-2D Version 17.0.0 [MA.A18712.01 Meeco Manufacturing\Calculatons\New Door 0pening.r2d] Page 1 E-12 I Company Quantum CE Oct 4, 2018 IIIRI �� Designer TVM 10:04 Job Number 18712.01 Checked By:___ n NEr.IrTscHEKcon4'ANY Model Name New Door Opening Joint Reactions (Continued) LC Joint Label X Y1k]_ MZ_k�-ft] _ 16 2 N7 -.411 0 10 117 2 N4 0 0 0 18 2 N8 .411 _ 0 0 19 2 Totals: _�_ _ 0 _ 26.816 i 20 2 C OG ft_ X:8.397 Y:7.462_ _ I MemberA/SC 14th(360-10):ASD Steel Code Checks LC Member Shape UC Max Locft] ShearUC Loc[ft] Pnc/om tkj Pnt/omjk] Mn/om[k_ft] Cb Ean r1 1 M1 W6X9 .146 0 .000 0 38.999 80.24 11.713_, 1_ IH1-lb*! _2 1 M2 I W6X9 .146 _0 .000 0._ 38.999 80.24_ 11.7.13 1 H1_1'�b*l 3 1 M3 W8X18 .251 3.75 .150 0 106.534 1 157.485 41.995 _1.136 H1-1b 4 1 M4 W6X9 219 7.5 _ .016 0 _ 38.999 i 80.24 15.54 1.667 H1-1b 5 1 _ M5 l W6X9 .219 7.5 .016 0 38.999 80.24 15.54 1.667 H1-1b 6 1 M.6 i W8X 18 .187 3.25 .130 0 1 117.418 1157.485 42.415 1.136 H 1-1 b 7 22 M 1 6X9 .184 0 .000 0 38.999 80.24 11.713 1 H 1-1 b' 8 2 _ M2 W6X9 .184 0 .000 0 38.999 80.24 111.713 1 H 1-1 b" 79 2 _ M3 W8X 18 .317 3.75 .190 0 106.534 157.485 .. 41 99995 1.136 H 1-1 b 10 2 _- M4 W6X9 .277 7,5 020' 0 38999!J 80.24 15.54 1.667 HI-l b 11 2 M5 W6X9 .277 7.5 .020 0 38.999 80.24 15.54 1.667 H1-1b 12 2 M6 W8X18 1 .236 3.25 .165 1 0 1117.418 167.485 42.415 1.136 H1-1b Joint Deflections LC Joint Label X_ n,j Y ILn] Rotation fradl 1 1 N1 y 0 0 0 2 1 N2 0 0 _ 0 _ 3 1 _ _ N3 0 -.008 0 4 1 N4 0 -.008 0 5 1 i� N5 �- 0 0 j 0 6 1 N6 0' 0 0_ 7 1 N 7_ 0 -.007 2.335e-03 8 1 N8 0 -.007 2.335e-03 9 1 N 9 0 -.021 0 10 1 N 10 0 -.021 _ 0� 11 2 N1 0 0 0 12 2 1 N2 _0 _ _ 0 0 1 13 2 f N 3 0_ _-� -.01 0 14 2 N4 _ 0 -.01 _ 0 15 2 N 5 0 I 0 0 16 2 I N 6 0 ; 0 0 17 2 I N 7 I 0 -.009 1 _ -2.955e-03 18 2 N 8 0 l.009 2.955e-03 19 2 N9 -_-__ 0 --.027 0 20 2 N 10 0 -.027 0 RISA-2D Version 17.0.0 [MA..\18712.01 Meeco Manufacturing\Calculations\New DoorOpening.r2d] Page 2 E-13 i Company Quantum CE Oct4,2018 IIRISA Designer TVM Checked eAM d Job Number 18712.01 Checked By: n NFR1P T$CHFK COMPANN. Model Name New Door Opening Beam Deflections LC Member Label Span _ Location Ft]_ Y'fin] (n)L' Ratie 1 1 M3 ] 1 3.75 -.074 1212 2 1 M6 i 1 1 _ 3.25 _ -.042 1861 _ 3 2 M3 1 3.75_ -.094 957 4 2 I M6 1 3.25 -.053 1471 RISA-2D Version 17.0.0 [MA..\18712.01 Meeco Manufacturing�Calculabons\New Door 0 pening.r2d] Page 3 E-14 i ..: .'BEAMTAB13.xls"Program Created By:Joel Berg,P.E. Based on a Program by:Alex Tomanovich,P.E. Version 1.3 AISC BEAM END CONNECTION (ASD) Using Beam Tab(Single Plate) Bolted to Beam Web and Welded to Column Flange Subjected to Shear and/or Axial Load Project Name:IMEECO MANUFACTURING I Client: 2812 ARCHITECTURE Project No.: 118712 1 Prep. B TVM I Date: 1 10/1/2018 Input Data: Beam and Column Data: tf=0.215 Beam Size = W8X18 d=5.9 Column Size= W6X9 Beam Yield Stress, Fyb = 50 ksi Column Yield Stress, Fyc= 50 ksi Face of Col.Flange ED2=1.75 tp=0.25 S2=0 Connection Loading: ED1=1.5 D2=3 Beam End Reaction (Shear), R= 6.00 kips �JDI=3 Beam Axial Force, P= 0.00 kips Hp=6 S1=3 - ,• • IS1=3 _ �` 1 P=0 k Connection Data and Parameters: R= 6 k Beam Tab Height, Hp = 6.0000 in. Beam Tab Width, Wp = 4.75 00 1n. 3/16 s=0.5 Beam Tab Thickness, tp = 1/4 in 3/16 Wp=4.75 Beam Tab Yield Stress, Fyp = 50 ksi Diameter of Bolts, db = 3/4 in General Nomenclature ASTM Bolt Desig. (A325 or A490) = A325 Bolt Type(N, X, or SC)= N tw=0.23 c=0 Faying Surface Class= N.A. tf=0.33 dc1=0 Bolt Hole Type in Beam Tab = Standard No. of Bolts per Row, Nb = 2 I L Number of Vertical Rows, Nr= 1 d=8.14 _._ Dist. from Top/Beam to Bolts, D1 = 3.0000 in. Bolt Vertical Spacing, S1 = _3 in. Vertical Edge Distance, ED1 = 1.5600 in. bf=5.25 dc2=0 Dist.to 1st Row of Bolts, D2 = 3.0000 in. c=0 Bolt Horizontal Spacing, S2 = 0.0000 in. Horizontal Edge Distance, ED2 = 1.7500 in. Beam and Cope Nomenclature Beam Setback Distance, s = 0.5000 in. Length of Flange Cope(s), c= 0.0000 in. Depth of Top Flange Cope, dc1 = 0.0000 in, Depth of Bottom Flange Cope, dc2 = 0.0000 in. Max.She Caoacitv of Connection: Fillet Weld Size at Beam Tab, w=1 3/16 in. R(max)= 20.72 kips Member Properties: R= 6.00 kips Beam: Column: S.R. = 0.29 S.R. <= 1.0, O.K. A= 5.26 A= 2.68 in.12 d = 8.140 d = 5.900 in. tw= 0.230 tw= 0.170 in. bf= 5.250� bf= 3.940 in. tf= 0.330 tf= 0.215 in. k=I 0.630 k= 0.465 lin. (continued) 10/4/2018 M:\2812 Architecture\18712.01 Meeco Man ufactu ring\Calculations\ Page 1 10:01 AM BEAMTAB13.xls of 6 E-15 r. "BEAMTAB13.xls"Program Created By:Joel Berg,P.E. Based on a Program by:Alex Tomanovich,P.E. Version 1.3 Results: General Parameters: Bolt and Material Data: dhyl = 0.8125 in. dhyl =db+1/16 (Standard hole for 0.75 in. bolts in plate) dhxl = 0.8125 in. dhx1 =db+1/16 (Standard hole for 0.75 in. bolts in plate) dh2 = 0.8125 in. dh2 =db+1/16 (Standard hole for 0.75 in. bolts in beam web) Ab = 0.4418 in.A2 Ab=Tt*dbA2/4 Fup = 65.0 ksi Fup =65 for Fyp =50 (for plate) Fub= 65.0 ksi Fub = 65 for Fyb=50 (for beam) Fuc= 65.0 ksi Fuc= 65 for Fyc= 50 (for column) Beam Tab to Beam Connection: Design as: Conventional Configuration Bolt Shear(ignores eccentricity): a = N.A. Eccentricity may be ignored for short-slots and for Standard holes when Nb<_9 C= N.A. Pr= 6.00 kips Pr=SQRT(R^2+P^2) (total resultant load taken by bolts) G= 0.000 deg. 0=90-(ATAN(R/P)) (angle from vertical) 6(for Charts)= 0 deg. 0(for Charts)= next lower angle increment to be used for AISC charts vb = 3.00 kips/bolt vb= Pr/Nb fv= 6.79 _ksi fv=vb/Ab p = N.A._ Tb= N.A._kips Fv= 24.00 ksi Fv =Allow. shear stress from AISC Table 7-1, page 7-22(for N bolts) Vb = 10.60 kips/bolt Vb = Fv*Ab Rbr= 21.21 kips Rbr=Vb*Nb (resultant) Rbv= 21.21 kips Rbv= Rbr*COSG (vertical) Rbv>= R, O.K. Rba=1 0.00 kips Rba = Rbr*SING (axial) Beam Tab Checks: Bolt Bearing Capacity of Plate for Vertical): Lee = 0.844 in. Lee = Clear distance between edge bolt hole and edge Les = 2.188 in. Les = Clear distance between bolt holes Rpe= 8.23 kips Rpe = (1/2)*min{(1.2*Lce*tp*Fup), (2.4*db*tp*Fup)} Rps= 14.63 kips Rps = (1/2)*min{(1.2*Lcs*tp*Fup), (2.4*db*tp*Fup)} Rpv= 22.85 kips Rpv= Rpe+(Nb-1)*Rps Rpv>= R, O.K. Bolt Bearing Capac ty of Plate or Axial): Lee= 1.344 in. Lee= Clear distance between edge bolt hole and edge Les= 0.000 in. Les = Clear distance between bolt holes Rpe= 13.10 kips Rpe = (1/2)*min{(1.2*Lce*tp*Fup), (2.4*db*tp*Fup)} Rps = 0.00 kips Rps = (1/2)*min{(1.2*Lcs*tp*Fup), (2.4*db*tp*Fup)} Rpa = 26.20 kips Rpa = Nb*Rpe (Ref.:"Comb.Shear&Tension Stress"by:S.C.Goal,AISC Journal,3rd Qtr.-1986) Shear Yielding Capacityof Plate: Avg = 1.500 in.A2 Avg = Hp*tp Rvg = 30.00_kips Rvg = (1/1.5)*0.60*Fyp*Avg Rvg >= R, O.K. (continued) 10/4/2018 M:\2812 Architecture\18712.01 Meeco Manufacturing\Calculations\ Page 2 10:01 AM BEAMTAB13.xis of 6 E-16 "BEAMTAB13.xls"Program Created By:Joel Berg,P.E. Based on a Program by:Alex Tomanovich,P.E. Version 1.3 Beam Tab Checks(continued): Shear Rupture Capacity of Plate: Avn = 1.063 _ ksi Avn = (Hp-Nb*(dhy1+1/16))*tp Rvn = 20.72 kips Rvn = (1/2)*0.60*Fup*Avn Rvn >= R, O.K. Gross Tension Capacity of Plate: Atg = 1.500]kips in.^2 Atg = Hp*tp Rtg = 43.20 Rtg = (0.60*Fyp*Atg)*(1-(R/Rvg)A2) Net Tension Capacity of Plate: Atn = 1.063 lin.A 2 Atn =.Atg-(Nb*(dhy+1/16))*tp Rtn = 31.64 kips Rtn = (0.50*Fup*Atn)*(1-(R/Rvn)A2) <= (0.60*Fyp*Atg)*(1-(R/Rvn)A2) Block Shear('L-shaped")Capacity of Plate: Anv= 0.797 in.^2 Anv= ((ED1+(Nb-1)*S1)-((Nb-1)*(dhy1+1/16)+(dhy1+1/16)/2))*tp Agv= 1.125 in.^2 Agv= (ED1+(Nb-1)*S1))*tp Ant= 0.328 in.^2 Ant= (ED2-((dhx1+1/16)/2))*tp Ubs = 1.0 Ubs = 1.0 for single row connections Rbs = 26.20 kips Rbs=min(0.30*Fup*Anv+0.50*Fup*Ant, 0.30*Fyp*Agv+0.50*Fup*Ant) Rbs>= R, O.K. Tension Tear-Out "L-sha ed")Capacity of Plate: Anv= 0.328 in.^2 Anv= (ED2-((dhx1+1/16)/2))*tp Agv= 0.438 in.^2 Agv= ED2*tp Ant= 0.734 in 2 Ant= ((ED1+(Nb-1)*S1)-((Nb-1)*(dhy1+1/16)+(dhy1+1/16)/2))*tp Rto= 28.68 kips Rto=(min(0.30*Fup*Anv+0.50*Fup*Ant,0.30*Fyp*Agv+0.50*Fup*Ant))*(1-(R/Rbs)A2) Tension Tear-Out "U-shaped") Capacity of Plate: Anv=L::130.06 in.^2 Anv=2*(ED2-(dhx1+1/16)/2))*tp Agv= in.^2 Agv=2*ED2*tp Ant= in.^2 Ant= ((Nb-1)*S1-(Nb-1)*(dhy1+1/16))*tp Rto= kips Rto = min(0.30*Fup*Anv+0.50*Fup*Ant, 0.30*Fyp*Agv+0.50*Fup*Ant) Axial Compression Ca acity of Plate: Acg = 1.500 in.^2 Acg = Hp*tp Lc= 3.000 in. Lc= Max. of D2 or S2 K= 1.20 (assumed effective length factor for plate supported on one edge) r= 0.072 _in. r=tp/(SQRT(12)) KL/r= 49.88 KL/r= K*Lc/r Non-Compact? Yes Is (ED1-0.25)/tp <0.56*sgrt(E/Fyp) Fe = 115.0 ksi Fe = pi^2* E/(KL/r)^2 Fa = 24.96 ksi If KL/r<_4.71*sgrt(E/Fy): Fa = (1/1.67)*(0.658A(Fy/Fe))*Fy If KL/r>4.71*sgrt(E/Fy): Fa = 0.877*Fe Rc= 37.44 kips Rc= Fa*Acg continued 10/4/2018 M:\2812 Arch itecture\18712.01 Meeco Manufacturing\Calculations\ Page 3 10:01 AM BEAMTAB13.xls of 6 E-17 "BEAMTAB13.xls"Program Created By:Joel Berg,P.E. Based on a Program by:Alex Tomanovich,P.E. Version 1.3 Beam Tab Checks(continued): Gross Bending Capacityof Plate with Von Mises reduction: M = N.A. in.-kips M= R*a fv= N.A. ksi fv= R/(tp*Hp) Flog = N.A. ksi Fbg =sgrt{(Fy/1.67)A2-3*fVA 2) Zg = N.A. in.A3 Zg =tp*Hp^2/4 Ma = N.A. in.-kips Ma = Fbg*Zg Rbg = N.A. kips Rbg = Fbg*(Zg/e)*(1-(P/Rtg)) Net Bending Capacity of Plate: M = N.A. in.-kips M = R*a Fbn = N.A. ksi Fbn = Fup/D, where D=2.0 Zn = N.A. in.A3 Zn=Zg*{1 -(dhy1/S1)}(Exact for even#of bolts, cons.for odd#of bolts) Ma= N.A. in.-kips Ma = Fbn*Zn Rbn= N.A. kips Rbn = (Fbn*Zn/e)*(1-(P/Rtn)) Local Bucklin5 Capacityof Plate: a= N.A. A ={Hp*sgrt(Fyp))/{10*tp*sgrt[475+280*(Hp/D2)A2]} Q= N.A._ Q=1 for A<_0.7.Q=(1.34-0.486*A)for 0.7< a_<1.41,and Q=1.30/AA2 for A>1.41 Sin = N.A. in.A3 Sn =tp*Hp"2/6-S1A2*(Nb)*(Nb)A2-1)*(tp*(dhy1+1/16))/(6*Hp) Fblb = N.A. ksi Fblb = (Fy*Q)/1.67 Ma= N.A. in.-kips Ma = Fbn*Sn Rblb= N.A. kips Rblb= (Fblb*Sn/D2)*(1-(P/Rtg)) Maximum Plate Thickness: Fv= N.A. ksi Fv= not applicable for Conventional Configuration C' = N.A. C'= not applicable for Conventional Configuration Mmax= N.A. in.-kips Mmax= not applicable for Conventional Configuration tmax= N.A. in. tmax= not applicable for Conventional Configuration Check Req'd?=1 N.A. Max. plate thickness check is not applicable for Conventional Configuration Beam Checks for Uncoped Flanges: Bolt Bearing Capacity of Beam Web (for Vertical): Lce= 1.734 in. Lce= Clear distance between edge bolt hole and edge Lcs = 2.188 in. Lcs = Clear distance between bolt holes Rpe = 13.46 kips Rpe = (1/2)*min{(1.2*Lce*tw*Fub), (2.4*db*tw*Fub)} Rps = 13.46 kips Rps = (1/2)*min{(1.2*Lcs*tw*Fub), (2.4*db*tw*Fub)} Rpv= 26.91 kips Rpv= Nr*Rpe+Nr*(Nb-1)*Rps Rpv>= R, O.K. Bolt Bearing Capacity of Beam Web (for Axial): Lce = 2.094 in. Lce= Clear distance between edge bolt hole and edge Lcs = 0.000 in. Lcs= Clear distance between bolt holes Rpe= 13.46 kips Rpe= (1/2)*min{(1.2*Lce*tw*Fub), (2.4*db*tw*Fub)} Rps = 0.00 kips Rps = (1/2)*min{(1.2*Lcs*tw*Fub), (2.4*db*tw*Fub)) Rpa = 26.91 kips Rpa = Nb*Rpe (continued) 10/4/2018 M:\2812 Architecture\18712.01 Meeco Manufacturing\Calculations\ Page 4 10:01 AM BEAMTAB13.xls of 6 E-18 ^l "BEAMTAB13.xls"Program Created By:Joel Berg,P.E. Based on a Program by:Alex Tomanovich,P.E. Version 1.3 Beam Checks for Uncoped Flanges (continued): Shear Yieldin Ca acit of Beam Web: ho= N.A. in. ho= not applicable for uncoped beam Avg= 1.872 in.^2 Avg =d*tw Rvg = 37.44 kips Rvg = (1/1.5)*0.60*Fyb*Cv*Avg Rvg>= R, O.K. Shear Rupture Ca aci of Beam Web: Avn = __N.A. Rvn = A. kips in.^2 Avn = not applicable for uncoped beam N. Rvn = not applicable for uncoped beam Gross Tension Capacit of Beam: Atg = 5.260 in.^2 Atg =A Rtg = 153.75 kips Rtg = (0.60*Fyb*Atg)*(1-(R/Rvg)A2) Net Tension apacity of Beam: Atn = 4.858 in.A Atn =Atg-(Nb*(dh2+1/16))*tw Rtn = 157.80 kips Rtn = (0.50*Fub*Atn) <= (0.60*Fyb*Atg) Block Shear{"L-shaped" Capacity of Beam Web: D3 = N.A. in. Anv= N.A. in.^2 Anv= not applicable for uncoped beam Agv= N.A. in.^2 Agv= not applicable for uncoped beam Ant= N.A. Ant=not applicable for uncoped beam Ubs= N.A. Ubs = not applicable for uncoped beam Rbs = N.A. kips Rbs = not applicable for uncoped beam Tension Tear-Out "L-sha ed")Capacity of Beam Web: Anv= N.A. in.^2 Anv= not applicable for uncoped beam Agv= N.A. in.^2 Agv=not applicable for uncoped beam Ant= N.A. in.^2 Ant=not applicable for uncoped beam Rto=1 N.A. kips Rto=not applicable for uncoped beam Tension Tear-Out "U-shaped") Capacity of Beam Web: Anv= 0.834 in.^2 Anv=2*{(D2-s-1/4)+(Nr-1)*S2-[(Nr-1)*(dh2+1/16)+0.5*(dh2+1/16)])*tw assuming-114"for underrun in beam length Agv= 1.035 in.^3 Agv=2*{(D2-s-1/4)+(Nr-1)*S2)*tw,assuming-1/4"for underrun in beam length Ant= 0.489 in.^2 Ant= ((Nb-1)*S1-(Nb-1)*(dh2+1/16))*tw Rto= 31.41 kips Rto= min(0.30*Fub*Anv+0.50*Fub*Ant, 0.30*Fyb*Agv+0.50*Fub*Ant) Web Buckling Flexural Rupture)Capacity for Uncoped Flanges: ho = N.A. in. ho= not applicable for uncoped beam e = N.A. in. e = not applicable for uncoped beam yc= N.A. in. yc= not applicable for uncoped beam In = N.A. in.^4 In = not applicable for uncoped beam Sn = N.A. in.^3 Sn =not applicable for uncoped beam Fbc= N.A. ksi Fbc= not applicable for uncoped beam Rwb= N.A. lkips Rwb = not applicable for uncoped beam (continued 10/4/2018 M:\2812 Architecture\18712.01 Meeco Manufacturing\Calculations\ Page 5 10:01 AM BEAMTAB13.xls of 6 E-19 1 �� I i "BEAMTAB13.xls"Program Created By:Joel Berg,P.E. Based on a Program by:Alex Tomanovich,P.E. Version 1.3 Beam Checks for Uncoped Flanges (continued): Web Buckling Flexural Local Buckling) Capacity for Uncoped Flanges: c/d = N.A. c/d = not applicable for uncoped beam f= N.A. f= not applicable for uncoped beam c/ho = N.A. c/ho = not applicable for uncoped beam k = N.A. k= not applicable for uncoped beam fd = N.A. fd =not applicable for uncoped beam lambda= N.A, lambda = not applicable for uncoped beam Q= N.A. Q=not applicable for uncoped beam Fbc= N.A. ksi Fbc=not applicable for uncoped beam Rwb = N.A. kips Rwb = not applicable for uncoped beam Beam Tab to Column Connection: Plate to Column Welding: w(req'd) = 3/16 in.(size) w=tp*(5/8), rounded to nearest 1/16" Weld used >=weld req'd., O.K. L= _6.000 in. L= Hp 6= 0.000 deg. 6=90-(ATAN(R/P)) (angle from vertical) Rwr= 33.41_ kips Rwr= w*0.707*0.3*70ksi*2*L (w= actual weld size used) Rwv= 33.41 kips Rwv= Rwr*COSG (vertical) Rwv>= R, O.K. Rwa = 0.00 Ikips Rwa = Rwr*SING (axial) Column Checks: Shear Yielding Capacity of Flange at Plate: AV= 1.290 in.A2 AV= Hp*tfc Rv= 25.80 kips Rv= (1/1.5)*0.60*Fyc*Av Rv>= R, O.K. Shear Rupture Ca acit of Flange at Plate: tmin = 0.143 in, tmin =49.50*w/Fuc tmin <=tf, O.K. Gross Tension Capacity of Flange at Plate: At= 1.290 irl A At= Hp*tfc Rt= 36.53 k!E�r Rt= (1/1.67)*Fyc*At*(1-(R/Rv)^2) Local Web Yieldin (Criteria is assumed for beam near column end per AISC Eqn. J10-3) N = 6.000 in. N = Hp Rwy= 40.59 kips Rwy= (1/1.5)*Fyc*twc*(N+2.5*kc) Web Crippling: (Criteria is for beam near column end per AISC Eqn. J10-5a) N = 6.000 in. N = Hp Rwc= 24.62 kips Rwc= (1/2.0)*0.4*twc^2*(1+3*(N/d)*(twC/tfC)"1.5)*SORT(E*Fyc*tfc/twc) Sidesway Web Buckling: (Criteria for col.with unrestrained loaded flange per AISC Eqn.J10-7) h = 4.970 in. h =d-2*k do= 4.970 in. do=d-2*k Lb(max)= 5.65 ft. For(h/tw)/((Lb*12)/bf) > 1.7, sidesway web buckling will not occur Rwb = 22.92 kips Rwb=6,800*twc^3/h*(0.4*((dc/twc)/(Lb(max)/bfc))^3) Stiff. Req'd? No 10/4/2018 M:\2812 Architecture\18712.01 Meeco Manufacturing\Calculations\ Page 6 10:01 AM BEAMTAB13.xls of 6 E-20 1 1� I - . 5 M f�, NOTICE TO PERMITEE AND/OR OWNER ❑ PARTIAL APPROVAL ❑ CORRECTIONS REQUIRED ❑ DO NOT OCCUPY XAPPROVED PERMIT#: I LOT#: DATE: U' JOB ADDRESS: C�'7( �� fiti' TYPE OF INSPECTION: ❑ NO PERMIT-STOP WORK-OBTAIN PERMIT:AND MAKE WORK COMPLY WITH CURRENT BUILDING AND/OR PLANNING CODES. ❑ CONSTRUCTION IS NOT IN ACCORDANCE WITH APPROVED PLANS AND PERMIT -STOP WORK:MAKE EXISTING WORK COMPLY WITH APPROVED PLAN AND PERMIT OR REMOVE IT. ❑ STOP WORK UNTIL AUTHORIZED TO CONTINUE BY INSPECTOR. ❑ CORRECTIONS LISTED BELOW MUST BE MADE BEFORE WORK CAN BE APPROVED. ❑ WORK NOT READY FOR INSPECTION:$50 REINSPECTION FEE(PER IBC) MUST BE PAID PRIOR TO NEXT INSPECTION. ❑ CONTACT INSPECTOR 360-403-3551 ❑ CALL FOR REINSPECTION THE ACTIONS OR CORRECTIONS INDICATED ABOVE ARE REQUIRED WITHIN DAYS OR PENALTIES IMPOSED BYLAW MAYAPPLY. FOR IINNSPECTION CALL: 360-403-3417 INSPECTOR DAIrt /E UILDING DEPT. Cl PLANNING DEPT. CITY OF ARLINGTON }I I NOTICE TO PERMITEE AND/OR OWNER ❑ PARTIAL APPROVAL ❑ CORRECTIONS REQUIRED ❑ DO NOT OCCUPY `APPROVED PERMIT#: LOT#: DATE: f JOB ADDRESS: }- TYPE OF INSPECTION: �n ❑ NO PERMIT-STOP WORK-OBTAI PERMIT:AND MAKE WORK COMPLY WITH CURRENT BUILDING AND/OR PLANNING CODES. ❑ CONSTRUCTION IS NOT IN ACCORDANCE WITH APPROVED PLANS AND PERMIT -STOP WORK: MAKE EXISTING WORK COMPLY WITH APPROVED PLAN AND PERMIT OR REMOVE IT. ❑ STOP WORK UNTIL AUTHORIZED TO CONTINUE BY INSPECTOR. ❑ CORRECTIONS LISTED BELOW MUST BE MADE BEFORE WORK CAN BE APPROVED. ❑ WORK NOT READY FOR INSPECTION:$50 REINSPECTION FEE (PER IBC) i MUST BE PAID PRIOR TO NEXT INSPECTION. ❑ CONTACT INSPECTOR 360-403-3551 ❑ CALL FOR REINSPECTION r✓U 0 THE ACTIONS OR CORRECTIONS INDICATED ABOVE ARE REQUIRED WITHIN DAYS OR PENALTIES IMPOSED BYLAW MAYAPPLY. FOR INSPECTION CALL: 360-403-3417 INSPECTOR DATIr Q'BUILDING DEPT. �❑PLANNING DEPT. CITY OF ARLINGTON ' „ m � NOTICE TO PERMITEE AND/OR OWNER ❑ PARTIAL APPROVAL ❑ CORRECTIONS REQUIRED ❑ DO NOT OCCUPY 7APPROVED PERMIT#: ZZ Z11 LOT#: DATE: JOB ADDRESS: 1l C TYPE OF INSPECTION: L ❑ NO PERMIT-STOP WORK-OBTAIN PERMIT:AND MAKE WORK COMPLY WITH CURRENT BUILDING AND/OR PLANNING CODES. ❑ CONSTRUCTION IS NOT IN ACCORDANCE WITH APPROVED PLANS AND PERMIT -STOP WORK: MAKE EXISTING WORK COMPLY WITH APPROVED PLAN AND PERMIT OR REMOVE IT. ❑ STOP WORK UNTIL AUTHORIZED TO CONTINUE BY INSPECTOR. ❑ CORRECTIONS LISTED BELOW MUST BE MADE BEFORE WORK CAN BE APPROVED. ❑ WORK NOT READY FOR INSPECTION:$50 REINSPECTION FEE (PER IBC) MUST BE PAID PRIOR TO NEXT INSPECTION. ❑ CONTACT INSPECTOR 360-403-3551 ❑ CALL FOR REINSPECTION THEACTIONS OR CORRECTIONS INDICATED ABOVE ARE REQUIRED WITHIN DAYS OR PENALTIES IMPOSED BYLAW MAYAPPLY. FOR INSPECTION CALL: 360-403-3417 4_1141�� INSPECTOR DATV/11 i BUILDING DEPT. 0 PLANNING DEPT CITY OF ARLINGTON ' o V NOTICE TO PERMITEE AND/OR OWNER ❑ PARTIAL APPROVAL Cl CORRECTIONS REQUIRED ❑ DO NOT OCCUPY ,Z APPROVED PERMIT#: LOT#: DATE: Z f JOB ADDRESS: I Q c-'o 7w k TYPE OF INSPECTION: E- e ! i _ ❑ NO PERMIT-STOP WORK-OBTAIN PERMIT:AND MAKE WORK COMPLY WITH CURRENT BUILDING AND/OR PLANNING CODES. ❑ CONSTRUCTION IS NOT IN ACCORDANCE WITH APPROVED PLANS AND PERMIT -STOP WORK: MAKE EXISTING WORK COMPLY WITH APPROVED PLAN AND PERMIT OR REMOVE IT. ❑ STOP WORK UNTIL AUTHORIZED TO CONTINUE BY INSPECTOR. ❑ CORRECTIONS LISTED BELOW MUST BE MADE BEFORE WORK CAN BE APPROVED. ❑ WORK NOT READY FOR INSPECTION:$50 REINSPECTION FEE(PER IBC) MUST BE PAID PRIOR TO NEXT INSPECTION. ❑ CONTACT INSPECTOR 360-403-3551 ❑ CALL FOR REINSPECTION 5RLA g- I-!AL--I-5 THE ACTIONS OR CORRECTIONS INDICATED ABOVE ARE REQUIRED WITHIN DAYS OR PENALTIES IMPOSED BY LAW MAYAPPLY. FOR INSPECTION CALL: 360-403-3417 � 1 INSPECTOR DATE GAY � /BUILDING DEPT. Cl PLANNING DEPT. CITY OF ARLINGTON ,� 1 so NOTICE TO PERMITEE AND/OR OWNER ❑ PARTIAL APPROVAL ❑ CORRECTIONS REQUIRED ❑ DO NOT OCCUPY APPROVED PERMIT#: AL�` { I LOT#: DATE: JOB ADDRESS: TYPE OF INSPECTION: r _ ❑ NO PERMIT-STOP WORK-OBTAIN PERMIT:AND MAKE WORK COMPLY WITH CURRENT BUILDING AND/OR PLANNING CODES. ❑ CONSTRUCTION IS NOT IN ACCORDANCE WITH APPROVED PLANS AND PERMIT -STOP WORK: MAKE EXISTING WORK COMPLY WITH APPROVED PLAN AND PERMIT OR REMOVE IT. ❑ STOP WORK UNTIL AUTHORIZED TO CONTINUE BY INSPECTOR. ❑ CORRECTIONS LISTED BELOW MUST BE MADE BEFORE WORK CAN BE APPROVED. ❑ WORK NOT READY FOR INSPECTION: $50 REINSPECTION FEE(PER IBC) MUST BE PAID PRIOR TO NEXT INSPECTION. Cl CONTACT INSPECTOR 360-403-3551 ❑ CALL FOR REINSPECTION THE ACTIONS OR CORRECTIONS INDICATED ABOVEARE REQUIRED WITHIN DAYS OR PENALTIES IMPOSED BYLAW MAYAPPLY. FOR INSPECTION CALL: 360-403-33417/ INSPECTOR - - - DATE UILDING DEPT. O PLANNING DEPT. CITY OF ARLINGTON �.O �e CNOTICE11 .r� Pik i TO PERMITEE AND/OR OWNER ❑ PARTIAL APPROVAL CORRECTIONS REQUIRED ❑ DO NOT OCCUPY ❑ APPROVED PERMIT#: `L'l'-{ LOT#: I DATE: JOB ADDRESS: jC(-(f-t- f( l�) - t: - - TYPE OF INSPECTION: `, y f,, 6Xd i I ❑ NO PERMIT-STOP WORK-OBTAIN PERMIT:AND MAKE WORK COMPLY WITH CURRENT BUILDING AND/OR PLANNING CODES. ❑ CONSTRUCTION IS NOT IN ACCORDANCE WITH APPROVED PLANS AND PERMIT -STOP WORK: MAKE EXISTING WORK COMPLY WITH APPROVED PLAN AND PERMIT OR REMOVE I1 ❑ STOP WORK UNTIL AUTHORIZED TO CONTINUE BY INSPECTOR. ❑ CORRECTIONS LISTED BELOW MUST BE MADE BEFORE WORK CAN BE APPROVED. ❑ WORK NOT READY FOR INSPECTION:$50 REINSPECTION FEE(PER IBC) MUST BE PAID PRIOR TO NEXT INSPECTION. ❑ CONTACT INSPECTOR 360-403-3551 ❑ CALL FOR REINSPECTION S NC7t2 W K1-4— �1 i =c1lJ LC Gk Z_s v W/O q �� iVS'iAL�E tJ 1? 'C I1k S i kc�oq Ti T p `� THE ACTIONS OR CORRECTIONS INDICATED ABOVE ARE REQUIRED WITHIN DAYS OR PENALTIES IMPOSED BY LAW MAYAPPLY. FOR INSPECTION CALL: 360-403-3417 92 _ JIAJ INSPECTOR q; E UILDING DEPT Cl PLANNING DEFT. CITY OF ARLINGTON 1 COMMERCIAL APPLICATION P ✓�ttn,c; o PERMIT SUBMITTAL Department of Community& Economic Development City of Arlington• 18204 591h Ave NE• Arlington,WA 98223• Phone(360)403-3551 Name of Project: Meeco Manufacturing Addition & T.I. Project Address: Airport 37 Industrial Park Lot 44 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 lirm Is to be employed). (X) Reinforced Concrete (X) Bolling in Concrete ( ) Pro-stressed Concrete ( } Sholcrete ( ) Structural Masonry (X) Structural Steel and Welding (X) High-Strength Bolling ( ) Spray-Applied Fireproofing ( ) Smoke-Control Systems ( y Other Specify: All individual inspectors to be employed on this project will be WABO certified for the type of inspection they are to perform. II 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 life 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 REMODEL r�c,N o PERMIT APPLICATION Department of Community & Economic Development City of Arlington• 18204 59th Ave NE-Arlington, WA 98223 - Phone(360) 403-3551 The following minimum information Is required for your Commercial/Multi-Family Building Permit Application. Mark each box to designate that the information has been provided. Please submit this checklist as part of your submittal documents. Incomplete applications will not be accepted. 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 JS 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 Pre App Appointment Request. I acknowledge that all items designated above are Included as part of this application. REV 2015 Page 1 of 7 -� COMMERCIAL REMODEL PERMIT APPLICATION 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(ICC/ANSI 1417.1) Washington State Amendments 1. WAC 51-50 Washington State Building Code 2. WAC 51-51 Washington State Residential Code 3. WAC 51-52 Washington State Mechanical Code 4. WAC 51-54 Washington State Fire Code 5. WAC 51-56&51-57 Washington State Plumbing Code and Standards 6. WAC 51-11 Washington State Energy Code 7. WAC 296-46B Electrical Safety Standards, Administration,and Installation C. CITY OF ARLINGTON DESIGN REQUIREMENTS Design Wind Speed: 85 miles per hour(Exposure C) Ground Snow Load: 25 pounds per square foot Seismic Zone: D2 Rainfall: 2 inches per hour for roof drainage design, Frost Line Depth: 12 inches Soil Bearing Capacity: 1,500 psf unless a Geo-Technical Report is provided.(IBC Table 1804.2&IRC R401 A.1) D. PLANS AND DRAWINGS Submit two(2)complete sets of drawings and plans.Drawings and plans must be submitted on minimum 18"X 24",or maximum 30"X 42"paper.All sheets are to be the same size and sequentially labeled. Plans are required to be clearly legible,with scaled dimensions, in indelible ink, blue line,or other professional media.Plans will not be accepted that are marked preliminary or not for construction,that have red lines,cut and paste details or those that have been altered after the design professional has signed the plans. Please Note:A separate submittal of plans is required for each building or structure. REV 2015 Page 2 of 7 COMMERCIAL REMODEL IN o" PERMIT APPLICATION 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 Architectural Drawing cover Sheet) 1. Drawing shall be prepared at scale not to exceed 1"=20 feet. 2. Show building outline and all exterior improvements. 3. Provide property legal description and show property lines. 4. Provide dimensions from the property lines to a minimum of two building corners(or two identifiable locations for irregular plan shapes). 5. Show building setbacks, easements and street access locations. 6. Indicate North direction. 7. Indicate finish floor elevation for the first level. 8. Provide topographical map of the existing grades and the proposed finished grades with maximum five feet elevation contour lines. 9. Show the location of all existing underground utilities, including water,sewer,gas and electrical. 10. Flood hazard areas,floodways,and design flood elevations as applicable. B. a ARCHITECTURAL DRAWINGS 1. [] Cover Sheet a) Building Information 1. Specify model code information. 2. Construction Type. 3. Number of stories and total height in feet. 4. Building square footage(per floor and total) 5. IBC Occupancy Type(show all types by floor and total). 6. Mixed-use ratio(if applicable) 7. Occupant load calculation(show by occupancy type and total) 8. List work to be performed under this permit b) Design Team Information 1. Design Professional in Responsible Charge 2. Architects 3 Structural Engineers 4. Owner 5. Developer 6. Any other Design Team Members 2. ® Floor Plan a) Plan view 1/8"minimum scale. Details a minimum Y,-inch scale. b) Plans must show the entire tenant space. c) Specify the use of each room/area. d) Provide an occupant load calculation on the floor plan.(on every floor,in all rooms and spaces) e) Show ALL exits on the plans;include new,existing or eliminated. f) Show Barrier-Free information on the drawings. g) Show the location of all permanent rooms,walls and shafts. h) Note the uses in the adjacent tenant spaces,if applicable. i) Provide a door and door hardware schedule. )) Show the location of all new walls,doors,windows,etc. REV 2015 Page 3 of 7 COMMERCIAL REMODEL PERMIT APPLICATION Department of Community & Economic Development City of Arlington* 18204 59th Ave NE •Arlington, WA 98223 • Phone(360) 403-3551 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 Coiling Plan a) Plan view 1/8"minimum scale.Details a minimum Veinch scale. b) Provide ceiling construction details. c) Provide suspended ceiling details complying with IBC 803.9.1.1.Show seismic bracing details. d) Show the location of all emergency lighting and exit signage. e) Detail the seismic bracing of the fixtures. f) Include a lighting fixture schedule. 4. ❑ Framing Plan a) Specify the size, spacing,span and wood species or metal gage for all stud walls. b) Indicate all wall, beam and floor connections. c) Detail the seismic bracing for all walls. d) Include a stair section showing rise,run,landings, headroom,handrail and guardrail dimensions. 5. ❑ Storage Racks(if applicable) a) Structural calculations are required for seismic bracing of storage racks eight feet or greater in height. b) Eight feet or less,show a positive connection to floor or walls. (VOTE.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 Page 4 of 7 COMMERCIAL REMODEL PERMIT APPLICATION Department of Community& Economic Development City of Arlington• 18204 59th Ave NE -Arlington, WA 98223 - Phone(360)403-3551 The building permit does not include any mechanical, electrical, plumbing or fire sprinkler/alarm work.These permits are issued separately.Mechanical,electrical, plumbing, or fire sprinkler/alarm permits require a separate permit application and may also require separate plan review. Please note that any tenant improvement work in a space that involves food handling or preparation requires Snohomish County Health District approval before the permit can be issued. You must provide the Permit Center a copy of the approval letter or the approved plans.Contact the Snohomish County Health District at(425) 339-5250 with any questions or for more information. An intake appointment is required for all large Tenant Improvement Building Permit Applications. To determine if your project requires an intake appointment,to schedule an appointment or to ensure that you have the most current information, please contact the City of Arlington Permit Center at(360)403-3551 or by email to cod c arlingtonwa.clov Application by courier or mall will not be accepted. 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 7 COMMERCIAL REMODEL PERMIT APPLICATION Department of Community & Economic Development City of Arlington• 18204 59th Ave NE -Arlington, WA 98223 • Phone(360) 403-3551 THIS APPLICATION MUST BE ACCOMPANIED BY TWO(2)SETS OF CONSTRUCTION PLANS,TWO(2)SETS OF SPECIFICATIONS,TWO(2)SETS OF STRUCTURAL CALCULATIONS,ONE(1)SETS OF NREC ENERGY CODE APPLICATIONS AND ONE(1) OCCUPANTS'S STATEMENT OF INTENDED USE. Type of Permit: ( ) Commercial Remodel Commercial Addition V) Tenant Improvement Project Address: 11 - 0 y (Pd+,% A J_e Parcel ID#: 00'7 4 3 0000 110C) Project Description: l yl te i o y em o�)e;i A✓t 1) s :v..11 Legal Description: A►rha.+ �✓ _ Project Valuation: � do La Owner: Mta Phone Number: Address: DO City: 11� State: W F� Zip Code: ld� Contact Person:T74 in i,,(l(- �el�rf Phone Number: ?F67- - 2 r S 3 Cell Phone: E-mail: �4,i ej I e,0— UI Zd#-",6. e .! w" Address: �aZ4;)i W Ave City: State: Wkt— Zip Code: q 2.6 Contractor: 'C"Fl� Phone Number: Address: City: State: Zip Code: Contractor's License Number: Expiration: Plumbing Contractor:___9D Phone Number: Address: _City: State: Zip Code: Contractor's License Number: Expiration: Mechanical Contractor: Phone Number: Address: City: State: Zip Code: Contractor's License Number: Expiration: REV 2015 Page 6 of 7 s • COMMERCIAL REMODEL IN, �o PERMIT APPLICATION Department of Community & Economic Development City of Arlington. 18204 59th Ave NE •Arlington, WA 98223 • Phone(360) 403-3551 Project Narre/Tenant_ X.�D M,rt i1 H �"tr I'V, Site Address_ 1110q ( Cfk A1Jt Bldg./Unit/Suite_ IBC Construction Type M IBC Occupancy Type ' Description of Use p M&q H ✓ V%1 4 Building Square Footage uN mber of Stories 0,, e_ Cal G z z Square Footage per Floor Main Mood' 3 t� f b Jam. M154z- 4a1 s Lf Will there be any installation,modification or removal of the following? (Check all that apply) JR' Automatic fire extinguishing systems ❑ Compressed gas systems J' Fire alarm and detection systems ❑ Fire pumps ❑ Flammable and combustible liquids(tanks,piping etc...) ❑ Hazardous materials ,®" High piled/rack storage ❑ Industrial ovens/furnace ❑ Private fire hydrants ❑ Spraying or dipping operations ❑ Standpipe systems ❑ Temporary membrane structure,tents(>200sq ft)or canopies(>400 sq ft) Provide 'I on anv of the aboveh items: et 4-66 1" o as' tn.> v► c a S r C W J o!A k o A f 6L Installation,changes,modifications or removal of any of the above may require additional submittals,Information,or permits during the plan review or construction process. 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 r a cordance with the laws, rules and regplation of the State of Washington. .GtiJ� �f✓ �'��-' V Appllcants Signature _`paw 1'r�le� w� ey— iI11 Izbi�S Print Applicants Name Date / FOR STAFF USE ONLY Permit# Accepted By Amount Received Receipt# 13*6 Received" REV 2015 Page 7 of 7 wawmwwawmwj -- -Z.--AFB"-,�- --- -L.- 'GP .4 V- gan, - - _ O TO PERMITEE ANU/OR OWNER ❑ PARTIAL APPROVAL ❑ CORRECTIONS REQUIRED ❑ 'DO NOT OCCUPY APPROVED PERMIT#: 4\ LOT#: DATE: Cj W 1 1C) JOB ADDRESS: c TYPE OF INSPECTION: J ❑ NO PERMIT-STOP WORK-OBTAIN PERMIT:AND MAKE WORK COMPLY WITH CURRENT BUILDING AND/OR PLANNING CODES. ❑ CONSTRUCTION IS NOT IN ACCORDANCE WITH APPROVED PLANS AND PERMIT -STOP WORK:MAKE EXISTING WORK COMPLY WITH APPROVED PLAN AND PERMIT OR REMOVE I1 ❑ STOP WORK UNTIL AUTHORIZED TO CONTINUE BY INSPECTOR. ❑ CORRECTIONS LISTED BELOW MUST BE MADE BEFORE WORK CAN BE APPROVED. ❑ WORK NOT READY FOR INSPECTION:$50 REINSPECTION FEE(PER IBC) MUST BE PAID PRIOR TO NEXT INSPECTION. ❑ CONTACT INSPECTOR 360-403-3551 ❑ CALL FOR REINSPECTION t 00L THE ACTIONS OR CORRECTIONS INDICATED ABOVE ARE REQUIRED WITHIN DAYS OR PENALTIES IMPOSED BY LAW MAYAPPLY. FOR INSPECTION CALL: 360-403-3417 INSPEC 'OR DATE U1LDING DEPT. O PLANNING DEPT. CITY OF ARLINGTON � . NOTICE TO PERMITEE AND/OR OWNER ❑ PARTIAL APPROVAL ❑ CORRECTIONS REQUIRED Cl DO NOT OCCUPY ,eAPPROVED PERMIT#: 2H LOT#: DATE: Lj /IC G' JOB ADDRESS: I j-7( q e L�r, TYPE OF INSPECTION: f (Wl M ❑ NO PERMIT-STOP WORK-OBTAIN PERMIT:AND MAKE WORK COMPLY WITH CURRENT BUILDING AND/OR PLANNING CODES. ❑ CONSTRUCTION IS NOT IN ACCORDANCE WITH APPROVED PLANS AND PERMIT -STOP WORK: MAKE EXISTING WORK COMPLY WITH APPROVED PLAN AND PERMIT OR REMOVE IT. ❑ STOP WORK UNTIL AUTHORIZED TO CONTINUE BY INSPECTOR. ❑ CORRECTIONS LISTED BELOW MUST BE MADE BEFORE WORK CAN BE APPROVED. ❑ WORK NOT READY FOR INSPECTION:$50 REINSPECTION FEE(PER IBC) MUST BE PAID PRIOR TO NEXT INSPECTION. ❑ CONTACT INSPECTOR 360-403-3551 ❑ CALL FOR REINSPECTION THE ACTIONS OR CORRECTIONS INDICATED ABOVE ARE REQUIRED WITHIN DAYS OR PENALTIES IMPOSED BY LAW MAYAPPLY. FOR INSPECTION CALL: 360-403-3417 INSPECTOR DAIrif BUILDING DEPT. ❑PLANNING DEPT. CITY OF ARLINGTON m � NOTICE TO PERMITEE AND/OR OWNER ❑ PARTIAL APPROVAL ❑ CORRECTIONS REQUIRED ❑ DO NOT OCCUPY 2FAPPROVED PERMIT#: ZZ / LOT#: DATE: JOB ADDRESS: 19 p rN A I M5- TYPE OF INSPECTION: ❑ NO PERMIT-STOP WORK-OBTAIN PERMIT:AND MAKE WORK COMPLY WITH CURRENT BUILDING AND/OR PLANNING CODES. ❑ CONSTRUCTION IS NOT IN ACCORDANCE WITH APPROVED PLANS AND PERMIT -STOP WORK:MAKE EXISTING WORK COMPLY WITH APPROVED PLAN AND PERMIT OR REMOVE IT. ❑ STOP WORK UNTIL AUTHORIZED TO CONTINUE BY INSPECTOR. ❑ CORRECTIONS LISTED BELOW MUST BE MADE BEFORE WORK CAN BE APPROVED. ❑ WORK NOT READY FOR INSPECTION:$50 REINSPECTION FEE(PER IBC) MUST BE PAID PRIOR TO NEXT INSPECTION. ❑ CONTACT INSPECTOR 360-403-3551 ❑ CALL FOR REINSPECTION S11Lb.T Oki 0le-11 "TO THE ACTIONS ACTIONS OR CORRECTIONS INDICATED ABOVE ARE REQUIRED WITHIN DAYS OR PENALTIES IMPOSED BY LAW MAYAPPLY. FOR INSPECTION CALL: 360-403-3417 INSPECTOR DA /11 BUILDING DEPT. Cl PLANNING DEPT. CITY OF ARLINGTON 'o NOTICE TO PERMITEE AND/OR OWNER ❑ PARTIAL APPROVAL ❑ CORRECTIONS REQUIRED ❑ DO NOT OCCUPY APPROVED PERMIT#: %'ALA I I LOT#: DATE: H/ JOB ADDRESS: TYPE OF INSPECTION: .nK � I I ❑ NO PERMIT-STOP WORK-OBTAI PERMIT:AND MAKE WORK COMPLY WITH CURRENT BUILDING AND/OR PLANNING CODES. ❑ CONSTRUCTION IS NOT IN ACCORDANCE WITH APPROVED PLANS AND PERMIT -STOP WORK:MAKE EXISTING WORK COMPLY WITH APPROVED PLAN AND PERMIT OR REMOVE IT. ❑ STOP WORK UNTIL AUTHORIZED TO CONTINUE BY INSPECTOR. ❑ CORRECTIONS LISTED BELOW MUST BE MADE BEFORE WORK CAN BE APPROVED. ❑ WORK NOT READY FOR INSPECTION:$50 REINSPECTION FEE(PER IBC) MUST BE PAID PRIOR TO NEXT INSPECTION. ❑ CONTACT INSPECTOR 360-403-3551 ❑ CALL FOR REINSPECTION THE ACTIONS OR CORRECTIONS INDICATED ABOVE ARE REQUIRED WITHIN DAYS OR PENALTIES IMPOSED BYLAW MAYAPPLY. FOR INSPECTION CALL: 360-403-3417 INSPECTOR DATE/ BUILDING DEPT. PLANNING DEPT. CITY OF ARLINGTON o NOTICE TO PERMITEE AND/OR OWNER ❑ PARTIAL APPROVAL ❑ CORRECTIONS REQUIRED ❑ DO NOT OCCUPY Z APPROVED PERMIT#: 047-} lTLl LOT#: DATE: /22 Jy JOB ADDRESS: 147 7 ol GO lw k . TYPE OF INSPECTION: 6E E l?-,- Wk ❑ NO PERMIT-STOP WORK-OBTAIN PERMIT:AND MAKE WORK COMPLY WITH CURRENT BUILDING AND/OR PLANNING CODES. ❑ CONSTRUCTION IS NOT IN ACCORDANCE WITH APPROVED PLANS AND PERMIT -STOP WORK:MAKE EXISTING WORK COMPLY WITH APPROVED PLAN AND PERMIT OR REMOVE IT. ❑ STOP WORK UNTIL AUTHORIZED TO CONTINUE BY INSPECTOR. ❑ CORRECTIONS LISTED BELOW MUST BE MADE BEFORE WORK CAN BE APPROVED. ❑ WORK NOT READY FOR INSPECTION: $50 REINSPECTION FEE(PER IBC) MUST BE PAID PRIOR TO NEXT INSPECTION. ❑ CONTACT INSPECTOR 360-403-3551 ❑ CALL FOR REINSPECTION L.JA L_C_ L C� vu ALAS THE ACTIONS OR CORRECTIONS INDICATED ABOVE ARE REQUIRED WITHIN DAYS OR PENALTIES IMPOSED BYLAW MAYAPPLY. FOR INSPECTION CALL: 360-403-3417 leo INSPECTOR DATE cct, O� BUILDING DEPT. Cl PL NNING DEPT. rti CITY OF ARLINGTON D NOTICE TO PERMITEE AND/OR OWNER ❑ PARTIAL APPROVAL ❑ CORRECTIONS REQUIRED ❑ DO NOT OCCUPY 171 APPROVED PERMIT#: -I LOT#: DATE: JOB ADDRESS: �g��a TYPE OF INSPECTION: ❑ NO PERMIT-STOP WORK-OBTAIN PERMIT:AND MAKE WORK COMPLY WITH CURRENT BUILDING AND/OR PLANNING CODES. ❑ CONSTRUCTION IS NOT IN ACCORDANCE WITH APPROVED PLANS AND PERMIT -STOP WORK: MAKE EXISTING WORK COMPLY WITH APPROVED PLAN AND PERMIT OR REMOVE IT. ❑ STOP WORK UNTIL AUTHORIZED TO CONTINUE BY INSPECTOR. ❑ CORRECTIONS LISTED BELOW MUST BE MADE BEFORE WORK CAN BE APPROVED. ❑ WORK NOT READY FOR INSPECTION:$50 REINSPECTION FEE (PER IBC) MUST BE PAID PRIOR TO NEXT INSPECTION. ❑ CONTACT INSPECTOR 360-403-3551 ❑ CALL FOR REINSPECTION THE ACTIONS OR CORRECTIONS INDICATED ABOVEARE REQUIRED WITHIN DAYS OR PENALTIES IMPOSED BYLAW MAYAPPLY. FOR INSPECTION CALL: 360-403-3417 INSPECTOR DATE BUILDING DEPT. O PLANNING DEPT. CITY OF ARLINGTON NOTICE J TO PERMITEE AND/OR OWNER ❑ PARTIAL APPROVAL ❑ CORRECTIONS REQUIRED ❑ DO NOT OCCUPY XAPPROVED PERMIT#: LOT#: DATE: JOB ADDRESS: I � j TYPE OF INSPECTION: ❑ NO PERMIT-STOP WORK-OBTAIN PERMIT:AND MAKE WORK COMPLY WITH CURRENT BUILDING AND/OR PLANNING CODES. ❑ CONSTRUCTION IS NOT IN ACCORDANCE WITH APPROVED PLANS AND PERMIT -STOP WORK: MAKE EXISTING WORK COMPLY WITH APPROVED PLAN AND PERMIT OR REMOVE IT. ❑ STOP WORK UNTIL AUTHORIZED TO CONTINUE BY INSPECTOR. ❑ CORRECTIONS LISTED BELOW MUST BE MADE BEFORE WORK CAN BE APPROVED. ❑ WORK NOT READY FOR INSPECTION:$50 REINSPECTION FEE(PER IBC) MUST BE PAID PRIOR TO NEXT INSPECTION. ❑ CONTACT INSPECTOR 360-403-3551 ❑ CALL FOR REINSPECTION G I xj rrz )vc�- . THE ACTIONS OR CORRECTIONS INDICATED ABOVEARE REQUIRED WITHIN DAYS OR PENALTIES IMPOSED BY LAW MAYAPPLY. FOR INSPECTION CALL: 360-403-3417 3l vl INSPECTOR D.4'IT. BUILDING DEPT. Cl PLANNING DEPT. CITY OF ARLINGTON CITY OF ARLINGTON 238 N. OLYMPIC AVE - ARLINGTON, WA. 98223 PHONE; (360) 403-3551 BUILDING PERMIT Address:19704 60th Ave NE Permit#:2241 Parcel#:00746300001100 Valuation:360000.00 OWNER APPLICANT CONTRACTOR Name:C&L WORKS LLC Name:Meeco Manufacturing Name:Coast Construction Group Address: 19810 W WATT RD Address:9100 15th PL S. Address:328 N Olympic Ave City,State Zip:CHENEY,WA 99206 City,State Zip:Seattle,WA 98108 City,State Zip:Arlington,WA 98223 Phone: Phone:425-252-2153 Phone:360-474-0600 LIC:COASTCG865CG EXP:02/18/2020 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 Addition CODE YEAR: 2015 STORIES: CONST.TYPE: `IB DWELLING UNITS: OCC GROUP: F 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 USE OR OCCUPY A BUILDING OR STRUCTURE UNTIL A FINAL INSPECTION HAS BEEN MADE AND APPROVAL OR A CERTIFICATE OF OCCUPANCY HAS BEEN GRANTED. IBC110/IRC110. SALES TAX NOTI E_Sal tax relating to construction and construction materials in the City of Arlington must be reported on your sales tax return form an o ingtu� a `,1 6, g&� - Signature Print Name Date Released By t CONDITIONS Adhere to approved plans. Please call for final inspection. Special Inspections: 1. Concrete 2. Epoxy Anchors 3. Expansion Anchors 4. Steel Frame Bolting/Torque. Deferred Submittals: 1. Sprinkler 2. Fire Alarm 3. Rack Storage floor plan and engineering for anchoring 4. High pile storage requirements 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 2/13/2019 Building Permit Fee $3,540.23 2/13/2019 Building Plan Review Fee $2,301.15 2/13/2019 Processing/Technology Fee $25.00 2/13/2019 State Surcharge-Commercial $25.00 Total Due: $5,891.38 Total Payment: $2,301.15 Balance Due: $3,590.23 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 Statement of Intended Use This building has two tenants, MEECO Manufacturing and Country Save, both providing manufacturing services. MEECO manufactures and markets a complete line of safety and maintenance products for the solid fuel industry (wood stoves, pellet stoves, coal stoves, corn stoves and fireplaces), the fuel oil industry and the gas appliance industry. In addition, it is an OEM supplier of gasketing material to other manufacturers within these industries. Country Save will use this building to manufacture a line of natural laundry detergents. CITY OF ARLINGTON CERTIFICATE OF OCCUPANCY INTERNATIONAL BUILDING CODE SECTION 111 NOTE: THIS CERTIFICATE DOES NOT CERTIFY ELECTRICAL WORK At 19704 60th Avenue NE, Suite 102 Building Permit Number 2241 Name&Address of Owner Occupant Load Number of Stories 19704 PROPERTIES LLC Industrial Main Floor 103/Office 3 1 7722 21ST AVENUE NE Type of Construction/Sprinkler System Required Use SEATTLE,WA 98115 VB Yes I Manufacturing/Office THE Structure HAS BEEN INSPECTED AND APPROVED AS COMPLYING WITH THE 2015 EDITION OF THE INTERNATIONAL BUILDING CODE FOR GROUP F-1/13 OCCUPANCY ISSUED October 4, 2019 BY �Y74�r BUILDING OFFICIAL Permit#: 2241 Permit Date: 10/24/18 Permit Type: COMMERCIAL ADDITION Project Name: Meeco Manufacturing Applicant Name: Meeco Manufacturing Applicant Address: 9100 15th PL S. Applicant, City, State, Zip: Seattle,WA 98108 Contact: Danielle Fowler Phone: 425-252-2153 Email: danielle@2812architecture.com Scope of Work: Valuation: 360000.00 Square Feet: 1440 Number of Stories: 1 Construction Type: Occupancy Group: ID Code: Permit Issued: 02/14/2019 Permit Expires: Form Permit Type: Status: LASERFICHE Assigned To: Raelynn Jones Property Parcel# Address Legal Description Owner Name Owner Phone Zoning 399 Other 00746300001100 19704 60TH AVE NE LLC 4 Properties Miscellaneous Manufacturing NEC Contractors Contractor Primary Contact Phone Address Contractor Type License License# COAST TREVOR 328 N OLYMPIC CONSTRUCTION Labor& CONSTRUCTION GASKIN 360-474-0600 AVE CONTRACTOR Industries COASTCG865CG GROUP COAST TREVOR 328 N OLYMPIC CONSTRUCTION CONSTRUCTION GASKIN 360-474-0600 AVE CONTRACTOR UBI 602 626 922 GROUP Inspections Date Inspection Type Description Scheduled Date Completed Date Inspector Status 04/18/2019 C04.PLUMBING Meeco Manufacturing 04/18/2019 BUILDING Approved GROUNDWORK 04/15/2019 C20.BUILDING AM 04/12/2019 BUILDING Approved FINAL Shear Nailing AM/PM C20.BUILDING Sheer Nailing 04/09/2019 FINAL Shear wall schedule calls out 04/09/2019 BUILDING Completed #10 screw#6 installed Both sheathing types AM 04/05/2019 C20.BUILDING Framing-Meeco Mfg. 04/05/2019 BUILDING Approved FINAL approved and separation wall framing approved C20.BUILDING Sewer line trench rebar 03/28/2019 03/28/2019 03/28/2019 BUILDING Approved FINAL approved 05/31/2019 C20.BUILDING Ceiling Grid Assigned FINAL 05/30/2019 C20.BUILDING Ceiling Grid BUILDING Completed FINAL C20.BUILDING Drywall shear walls 04/22/2019 FINAL approved:office and 04/22/2019 BUILDING Approved restroom 04/18/2019 C20.BUILDING Insulation OK to cover 04/18/2019 BUILDING Approved FINAL Plan Reviews Date Review Type Description Assigned To Review Status 10/24/2018 COMMERCIAL Josh Grandlienard ADDITION 10/24/2018 COMMERCIAL See red-lined drawings BUILDING ADDITION 10/24/2018 COMMERCIAL No comments,LT PW-ADMIN-GIS ADDITION 10/24/2018 COMMERCIAL No Comments JL PW-SEW-REV ADDITION 10/24/2018 COMMERCIAL No Comments.GUS PW-WAT-REV ADDITION Fees Fee Description Notes Amount Building Permit Table 4-1 $3,540.23 Building Plan Review Table 4-2 $2,301.15 Processing/Technology $25.00 State Surcharge-Commercial Commercial Only $25.00 Total $5,891.38 Attached Letters Date Letter Description 12/04/2018 Building Permit Payments Date Paid By Description Payment Type Accepted By Amount 10/24/2018 2812 Architecture Check Raelynn Jones $2,301.15 02/14/2019 Meeco MFG CK 43959 Check Raelynn Jones $3,590.23 Outstanding Balance $0.00 Notes Date Note Created By: O1/30/2019 Revised Site Plan and Structural Plans received. Raelynn Jones 12/04/2018 Special Inspections: 1.Concrete 2.Epoxy Anchors 3.Expansion anchors 4.Steel frame Raelynn Jones bolting/torque 12/04/2018 Deferred Submittals: 1.Sprinkler 2.Fire Alarm 3.Rack storage floor plan and engineering for Raelynn Jones anchoring 4.High pile storage requirements 10/24/2018 Contractor TBD Raelynn Jones Uploaded Files Date File Name 10/04/2021 9820282-2241 IC 4.22.2019.pdf 10/04/2021 9820283-2241 IC 05.31.2019.pdf 10/04/2021 9820284-2241 IC 7.2.2019.pdf 10/04/2021 9820285-2241 IC 4.15.2019.pdf 10/04/2021 9820286-2241 IC 4.18.2019 Insulation.pdf 10/04/2021 9820287-2241 IC 4.18.2019 Rough In.pdf 02/14/2019 4515435-2241 Signed Permit.pdf 12/05/2018 4252985-External-RE Meeco Mfg Contractor.msg 12/04/2018 4249147-2241 Building Plan Reguirements.pdf 10/24/2018 4079450-2241 Application.pdf 10/24/2018 4079451-2241 Statement of Intended Use.pdf Date: 03/26/2026 Permit#: 2241 Permit Date: 10/24/2018 Review Date: 10/24/2018 Permit Type: COMMERCIAL ADDITION Review Type: COMMERCIAL ADDITION Target Date: 10/31/2018 Scheduled Time: 00:00 Completed Date: 02/12/2019 Description: See red-lined drawings Review Status: Assigned To: BUILDING Time In: 00:00 Time Out: 00:00 Hours: 0.0 Property Information Parcel#: 00746300001100 19704 Properties LLC 19704 Properties LLC 7722 21 st Ave NE 19704 60TH AVE NE Seattle,WA 98115 Zoning: 399 Other Miscellaneous Manufacturing NECLot: Block: CITY OF ARLINGTON CERTIFICATE OF OCCUPANCY INTERNATIONAL BUILDING CODE SECTION 111 NOTE: THIS CERTIFICATE DOES NOT CERTIFY ELECTRICAL WORK At 19704 60th Avenue NE, Suite 101 Building Permit Number 2241 Name &Address of Owner Occupant Load Number of Stories 19704 PROPERTIES LLC Industrial Main Floor 187/Industrial Mezzanine 26/ Office 14 1 7722 21ST AVENUE NE Type of Construction/ Sprinkler System Required Use SEATTLE,WA 98115 VB/Yes Manufacturing/Office THE Structure HAS BEEN INSPECTED AND APPROVED AS COMPLYING WITH THE 2015 EDITION OF THE INTERNATIONAL BUILDING CODE FOR GROUP 17-1/13 OCCUPANCY ISSUED October 4, 2019 BY BUILDING OFFICIAL Cit . JR14. r3 Fire Department June 13, 2019 Permit Number: BLD 2241 Project Address: 19704 60th Avenue NE, Arlington Project Description: Site Review Fire Protection for Meeco Manufacturing Commercial Addition Re: Marking of fire lane on property The Arlington Fire Department has conducted a review of the site at 19704 60th Avenue NE. The following fire code items shall be addressed and corrected prior to the completion and approval of Building permit 2241: 1. Mark all fire access roads on property per Arlington Municipal Code, Title 15, Chapter 15.10, Section 503.3 Signs: "When required by the Fire Code Official, identified fire access roads shall be identified with permanent approved signage that indicates FIRE LANE-NO PARKING-TOW AWAY ZONE. Signs shall be permanently mounted in locations as directed by the Fire Code Official. The use of ground level markings on pavement, curbing or other shall only be allowed in applications as approved by the Fire Code Official'. 2. Vehicles are not permitted to park in the fire access roadway along the south, west and north sides of the building. Parking is only allowed in the parking stalls along the east side of the property. 3. Vegetation growing over the curb(s) into the fire access roadway along the south, west and north sides of the property shall be trimmed to the back side of the curb. The full width and height of the fire access roadway is required to be clear and free of any obstructions, including vegetation. Final approval will not be provided until all conditions are verified If there are any questions please do not hesitate to call. Sincerely, Wl.e 7"ea Mike Makela Assistant Fire Chief Arlington Fire Department OFFICE COPY 6231 . . Arlingtonlee!I!?Re City of Fire Department June 13, 2019 Permit Number: BLD 2241 Project Address: 19704 60th Avenue NE, Arlington Project Description: Site Review Fire Protection for Meeco Manufacturing Commercial Addition Re: Marking of fire lane on property The Arlington Fire Department has conducted a review of the site at 19704 601h Avenue NE. The following fire code items shall be addressed and corrected prior to the completion and approval of Building permit 2241 : 1. Mark all fire access roads on property per Arlington Municipal Code, Title 15, Chapter 15.10, Section 503.3 Signs: "When required by the Fire Code Official, identified fire access roads shall be identified with permanent approved signage that indicates FIRE LANE-NO PARKING-TOW AWAY ZONE. Signs shall be permanently mounted in locations as directed by the Fire Code Official. The use of ground level markings on pavement, curbing or other shall only be allowed in applications as approved by the Fire Code Official". 2. Vehicles are not permitted to park in the fire access roadway along the west and north sides of the building. Parking is only allowed in the parking stalls along the south and east sides of the property. 3. Vegetation growing over the curb(s) into the fire access roadway along the south, west and north sides of the property shall be trimmed to the back side of the curb. The full width and height of the fire access roadway is required to be clear and free of any obstructions, including vegetation. Final approval will not be provided until all conditions are verified. If there are any questions please do not hesitate to call. Sincerely, Mike Makela Assistant Fire Chief Arlington Fire Department • ii Street-Arlington, ' •i 61 1 •11 61 1 • • • •• Z I I c g 171 D I rn� I � I — l�l I 13 1-1 N { word i �N Fzn z I Du'D N N - D ZZ O , .. Z N > ~• o! O N z C D D I I F-7) I I ® I W I I � I O � I W I O � I I I — I • �rnrII I \\ O l \ I cn 60TH AVENUE NE m //V-�T� XXXX X X � r$p x z�-—Z-Z- Z rr y0 y0 `Z � 4 Q.QY N N Q D z DT7� � rn IN Yntl NLY '«may fir•, � 3i r ci y —Z z Z z + 'il"IINf3_ (Jl N CpoN� O_000 l� D D -1 OCp CyN W y Z C I I I 11 11 1- C IIIPPP �rAlf O z r1i NwJ lj� 8 ° 62 � 2 �i . W� �6-n 0 N , r^ � N -I -1 8 o-{N 881-1 O .z-. 10 Lftin 91 Ot :101.11 I Ism \ 0 Tn m�y III Oa 0 ` ° y o � z A New Manufacturing Building for: Date: For: j MEECO MANUFACTURING COMPANY, INC. ISTERED 24 AU6 16 PRELIMINARY 1970480th Avenue NE m nR I& 06T le, SUBMIT FOR PERMIT 00 Arlington,Washington 98223 g z I 2812 Colby Avenue pnpn a.curs« 1 23 JAN 19 REVIONS TO PERMIT 1 ' Everett WA 98201 MATE of vpsxn nTON m y (425)252-2153 p O SITE PLAN ER m rn www.2812architecture.com Q > 2r' 10' 40'1' 1 �� O L� nA �ZRw CC Zj C�i � � =p I NG z �--� � � -� ��,� rt 0 �o-4 it { s ? r 7 -j D Z "" -Z•I I I I I i I I -—- 11 11 It It II 11 11 11 i I I I I i i < W -t•Wy W J @ I A I b I I pp O 4i pp 6 it O n O I I i i I I rn� b II' � I I I I -- I I I I r <r( I I i I I I I 1 r T i -_s I � l r >p I pp 111 _ _ _-_ �_� D i -gIN�Af(�� 11�.. J I OJ IV - Hi In A i O i--� a r ._ — - _—---._—_ _ l I O O m a o y o Z o-- - - - - - - -- --- --- p(;A w fJ�.'. r o (; J FR o � D - �z z a �' D � o 3 IP :03 Ft 31 Ft IA tD t+l 2 Z g. 3 l 3 'mil 3 T In c to 0,N c0+: fl NOS' 4 warp c0+ oua 6,Ot' :.datt6fi -� f- lit fgy 3 W 3 1A % s 0 R 3 3• N ln 3 N to 3. : 11 to 3 0 0 N fl -h N, l�Sl p, Epp-Tr rn-b Q Q-hED -h �O O lfl O� lr6 Ul y I v ry�(� O �(1J1UI& 1iJJI !1/, IlFL1'jnl rV1 9 W 3 J J j iJ O N 3 Q 3 QIII m N N C O O C It IL N to N o 4t p n MEECO MANUFACTURING COMPANY, INC. __ _ late: For: _ °� REGISTER n 24 AU6 18 PRELIMINARY � 19704 60th Avenue NE t 15 OGT 18 SUBMIT POR PERM I T 00 Arfington,Washington 98223 2812 Colby Avenue A H,CLAK 23 JAN 111 REVI ONS TO PEWIT W . I ' I7` Everett WA 98201 srArc or vasmnoau (425)252-2153 p FIRST FLOOR PLAN www.2812arehitecture.com � rn — -- — _ Gt1 �0 8 � 1 0-- -- - --- --- - II I I a � i �I b d - --- --- I - - - -- - ------- -- a� i -— — —- -—- -— I I � p o r 43 ob > y y -- - - -—-— -- - - --- - ----- - - m z� FI _D A,oz = � a m Z r- Zli A itl A o � e I I 4a-0. a o 0 0 El � o _ IDQ _ �Si • W � 9 O.LZ \UO C [U N 10+ �. fi cvnn— awp c0+ aw fl h our p c0+ --0 gN.l9N Z 0 �_.� NTt�rttvvtt `I 4 � w rfi a_ 1, �+ lf' �•� -a � a8-+. `�w�, > p tt�t� ate• IN bi to C 'n J C O -N.l N 0 IaA N O in l .pp AS Q ' 1 o > m ° m m am mm � 011\`1t >QR ® o on (9 (0 N m� A New Manuf acturipp Buildin g for: . y - r Date: For: MEECO MANUFACTUAIN �'COMPANY, INC. 24 AU6 la PRELIMINARY a OCTl a SUBM I T FOR PERMIT —► 19704 80th Avenue NE / Arlington,Washington 98223 I� 9 2812 Colby Avenue v Apgm _,RK 23 JAN I i2�lI ON5 TO PERMIT (A) �l w 4 Everett WA 98201 nr s sasnteclrn • 1 / (425)252-2153 p L www.2812architecture.com O FIRST FLOOR PI AN A w w fit $� W (1) rn O ��' w �' LU $I� � r� �i I� N � $jb O II - T - - T o o m p � o ft1 -- f— rn rn > > H �i I ry O p p I p I , I I O O O O - O O O O O O L O 1 I O _ O 0 O j O Z Z o z U frn `s A New Manufacturing Building for: > MEECO MANUFACTURING COMPANY, INC. Date:24 AU6 18 PRELIMINARY d°3 REGISTERED 19704 60th Avenue NE r ARCHITF.eT Arlington,Washin ton 88223 2812 Colby Avenue #' n 18 OGT 18 SUBMIT FOR PERMIT 9 9 Y '`Anw a c ARK L� 25 JAN 19 REV I ON5 TO PERM I T Everett WA 98201 STATE w.—KI W 1 CWO (425)252 2153 P j www.2812archftecture.corn O EXTERIOR ELEVATIONS p7 -y� � �� O .-1 6� N N A W - _ - O � .G � _ O+ � _ Q• Q" N A to �O1 O 6 � v i-IOi A II 9 D Ol D D A 0i (� OI D D D D U1 D D D D D D D # O -iob bbbb bbb jQN6 � r,W W W W 1 W �1v A .CN xlx x -l -1 -1 � -1J J Ili rn �� ___ � r' �J" gbbbbbb0 \t�^ bbabao Nbbb bbb 7 illl J —MI5„ !,� 5TANDARDW.G. \ xxxxxxxx xxxx • b cS • • x C ri HANDIGAP KC,. (Il bbbbbbbbs bob rn T— J D D D I D D D 11 1 1 1 1 1 1 I i l l l 1 1 1 I _10.1 ,4j A RI A tU N ��lljjlUjij O G 1 rTi U+' `�' r{i aG R?o H. '3p3pNggq�w c3pA� -i n �r� �WC ��.. _��WZ �� D � Z V• O'0 �...1�2'�-q" zD:V r _ Nil o� zS $j rn —�Q R Z � R o FY x 11 O � � A w N w $ 40° MAX. Trn ? 20 a > > > > p SET BELOW m x MIRROR AND <ABOVE LAUD w .. * � �_ z coo 3 -4 p«. z a q $ �y 'AD O Z Z us U3 yn6 Z �nAn Z g i -4a OUT _�c ' �c �c �c ��c A �c � 10 1 SP C �r� � �iy _ z 3 -4 HOPERATIN6 zi z r POINT CP -In -Irl -n rpmp c%0 C, ��.� 'Ix23 > Ul Ul lf6lm rm _ Z N N N N N - N ti N - �No�� 71 w Z s I Ta TAT I ss -fix ass I ~ 40" MIN. BASELINE z z w w W W N W A .A N'It 1 1 1 1 60" MAX, OF TACTILE _ ARAGTE�. r� z 1D w www Nu: w rltw Q�$ z 1 zM � :f :E: IIs � � � � 1 zxx 2 rn v� 48" MIN. Drn Z 60" MAX \\� yz-� V• I 1 I 1 1 I 1 r I 1 r, 1 I i 1 1 BASELINE N • IA t7 w iT W W OF TACTILE w Z CHARACTERS W� W o w 4" MIN �y— 0 � c, c, � ' I� ' �. c. � � N I N '. !J I .0 1 ' 1 W W 1 1 i I I .r. W W W It -10. iu cu w O TABLE HANDLE § A New Manufacturing Building for: 1. Date: For: > MEECO MANUFACTURING COMPANY, INC. 6�3 REGISTERED 24 AU6 I6 PRELIMINARY _ —� 1970480thAvenueNE ITE 15 OCT ID SUBMIT FOR PERMIT Arlington,Washington 98223 ^ I� .I� 2812 Colby Avenue An 'm 23 JAN 19 REVIONS TO PERMIT 0. Ci , Everett WA 98201 STATE OF VAS g ITUMN W • (425)252-2153 p www.2812architecture.com 0 SCHEDULES AND DETAILS File:712-02-s100.dw M-r,0112912019 3.0 pm �c m DO ttt-w(�X(� NpO{(1 _ PA No OObN� A1.1 D SIC (` zPP P�N �Tr w ' rn P(� N 20 z zAD (1 z--� z iC1NRz �33z �30z 3 �OD O : A ttn--� �.'�N -0='1 Drc rncZ 7CN OAT T OA N 3 N N_ T A u,° 7C z z ZI 3 T b r� ( T Z P P N 3 �3D �' Ob rn �c rn O °zA z0-- O rn u'c� r ; : : : rat D z b A �rn1 Tb pb` tl A A� ° T� A N P 1) O Q11 1 p z � r A P A'zij A C1 r AD�ttnN (� D-r0 D T zC7 f-N =1_T- 0 D�z0 rn`s0 O Dz0 rz �t A 7C << ZA r-,� Z O- C� -� z 1{ OA NP pttty _T t7t rtl rti �j T{� A ztrn-� AZAj C3�A rZ3AApP �{ zZz$"tl PzA = �DrnA cA c�,DA �P wCi �,°-O : : : : rr z °q „ °u, 3 w °y �y _ z Dzo1�i fTrt ll� PPCi+`�'�A NPz rn �Ff _,x j� Ao � N N . . . oo P �rn{ �b AA� ou Z d� A�P DorP, � <-o 9AA �o° rg _ �y ,D t,v �: vo P RID -� r Ls ' r r r z P A Ij _-i rn TDo T rnA rn� rz rrn p[�=SIN-a C, A 6 -i� �rt °{ N A �.Dp-p zD3 5r=A --oo ftt3 ETA-- Ulu! Z. Cz �T° ftIA=�Au'Iti F97c DN -iz z0 i � UM rn fnb AZ yrn r-O(� P rn <O wfzt+ N 2 Z CI N-t--1 r N -1 N P '�D�' N N D x O 3� l,t A r A 2 y N A f'ft z< o 1t rob. . T'�' v= �rnrnZZ A,Oy � = zp Dfitb t�b� OzDD torn rnA -Na rrn �rD pZtri d`r Z -Ni z PR�j rt v rn` N A 1N -+(� gG o { CAD 1 f .f�1 N{ O P ° �p rn O Pi 0, xrZ�rn-Qx Iiw �r�fi <CA o u,�z t1 �PZ D-F TS A y N. zo TA(zj�A�ol 4\P z� jtl{rn {Ait DZrn�ant2 T� -Na 56 y C�rT03 N NN �r�t D N Oz3 �3 .{-z-{{ �Art1 tl { X.QA �b D- {Or�r�ii O P Cj rn N -9 N z y�tO CAD -1< ' CrTyi IZT zX A= ib N 3 4� AD r_v�z NAz NA Dza O u'- DDr A r-li : : 1-n """ z"'vDr31, W A� 3Crni rnrn� �� c`�s�Zu` 70 j P ,°-t1 OxD-iu, �jAC�D P c rnT_ -o rnrn0-Np O --�u,z ; P D Sri Fo-p� i-1 �N'=0z� o m_"�g =' 3 Aw z A� A z j (p P ,°�z �D1-1 A D ND 'ai 1Z�y D O TT tl�1-, N x-rn AZTo D Nw nI�O nN� In , 1rt1n��Z rtTlwi in,i7 CAZ z y° D O tl NA rnrnOAr $ P �r_r c�0 1�i wgN Izrn u rnA <IT tti Nz T �i A {-1 p { rn O r-1 �� p,-a << rn-nX Or-�' P A° pv C�Orn u' �O rn -tZ r-{i -� T -IA° z =rnDD O°3 TyZ>:k rn6 '-a-rn u,N Tr�a' A� T A. a � rn yczr, 0y r c�A _' OP. �OO �tI -� ti-O P rn�Atri, _D tlT mz �p A<P O rn '°tl ooxc_UZi° �y.zz 9,A ((�� x T �<°DC� N �1rn rnP' �4�z zrrl rnD P rnzNxg lc OT t�lizzo pOrttOAA m� N -a topg z=0 fi,Wb rizND�p� oo Ar NA tiv_p PPP rrt '' �� A?DAO zA °D to P.°i r�i z _3 rnr rnc�z D 3 r'- A�0w,- tl�DtlD �z A°e�T �� P;t1b o P 3� �N 4� cy1�, � 'i 3 Ar<<c�nr N �o O- AN p�pOP m fn Z-zD A O r : fir Prn r x �A o �T�3z Nrn. O if v D-OA zZ m AA TZ A� 33 �. V O 3_I P A b 3 = O c x O zr�fOA O 0 P OO fittl � 1�' -ar nb-A �1 � C� xr�rt�i z O A. .Z-N �y' Q � zD z (zCi 11�z rnrnO rnit rn �v D�m� Cep .:.� �PfitrnN Z zO�j,ri yi. m �p p� rn- CAA �'-x A z z DT�Dz OOm .,�._ �C�P gz D(�nD AP AD r 4c�z. . . !n T $3�m DZzD� a Do Z3 r�yr� = o�z�Av P z3P �n g ,�,o Z b A DD-1rn rv° { C� P-a w{-rnN ADA �Crnj,p-� PZ ° C°(��r Dw ° A z�0 z�D�A A °T rI �° �01> c, ��°OX �° O� AO z o53, 1 F z bar- ::UU rn OA rn�A c� = OA z4 N zz �zA O 4 N wO �i cn �Nczt,� rn rn >DArn D� D==?6 �r-li A<x�rn� z� _� rnA=t Az ZDAz�- cAi, O_IrZ� D PN Alr-lij PP °u,mt=Nx rnn rnp Opz A A A� rn bZ P y _Otlpu ON x rnD-�O ZZ A z DZ r yD Ai�,�3=' DA ri P��b M� N'pp u'NN [� r z AN�'z� ul OVA= � ,= ---j r` 3u'"' N �� t�-gzDOz z rn O TPN SDAOT "DPN. C� rn rn i�n7 t� Dr P� �- xiZdzPrn 1 �Za �GO .. rn1�i �(�vAD u, 1tzi,AA iAA strn�3DDO D 4, ov_NN ,°Oz FoZ r°f1AQ�° 3 A " �P ��A� rn��rrul F rtoi F�fiioNP� zx° OP O�r'it �j z �-Di ➢ z Nr(�itzN i D ° NED a m-11 nC�li DArn o r w 0 0 1�t rt � � porn . ° m0 N p A�-(r�i - czt, ttD Q U+ �z�;T; oo o N A -_1 p. ° C� ccnn ccnn c� yy II�Ct bz wrn--uaw o xaI r�t^N i A> � 3--ID T Xt~t D O 0 A0 rnD ° OO DtnAt" b PrnT O T �Iv �O p,OAtn z�t D<O�n - DD--11 ��yrn O Oltp D �rnn- z zz FFNR FYtnr`- DD °t-,tbpo A Fir 1-IzoDwt-IiZNN3 {oT r7rNC� 9QIN<P pc �O °Pu<'_3AO N T r�r -o-INx� Tz A rAb O A-D _O Dn`zt� O -� z Or0 o A Mit zxlx3rnc� rttPDD frrD^ O� zZ A A" A�1 Pfl zz A�'-0_ CCpp rn0 Tr D�i � (� N °rnwCl 3 t -pO Zr rn NOo3 Orn(\-_per ° D Tin DA� nt z i�rrjt w r O {N Ac01-i (1 C�f�t r{Ar-n- O-� o `-"�b" `� �, °�_A ��°„� °D wA �'P O czii -�-ipp+Al z Oz'rnprnt37j r3�C 3_3 zu'z =1 '_!T A6 rn7: z� zz y_ �1ym to rT N. 2 �CPS A�1 b�O T_�� `Cl�'=i(1 rn �Z rnm 1z � � r~=3ZyA=i�v3 1�� r-t O�Vz fr riT Crfi�A � A � D_a A T� rn rn b -1- �rn--1 -i g CAO zrnbrn rn D r- ..-i �T v Ol Ow N T T bTj r zcD � erg'-o-zi AAy rnrr�t Pzpx(Trtz Cn�y�e� o rnA� �{� Prn myyOo -i0 �tl A f�nT u,1�-i P t C� fn r r N r�G N u'Znt �' 3o3Z Ix nt T 3 r-tr ° z^'u' > mo A z �r1 rnD O pN� n� Nm=C�° A-TXrD(� (� P PT r x_ O A O w oD�r AzCrC�� Oz c� rnAAPD arz' �n-i� u'ZZrn °r ',�fn. u' D NOT z rn OI { ril pr�3rn C-=i r'I, rnoq M3A j rit Lt o� DPNOz iN-n OcN z� N : Z: fn D z Az:K A T°r rn 3F tl mmT zO i4�N ton( -10 O CI s ��AA000 F xbtAP ern 4o�0-1 ul N 7D�Z_�3 cQi Crnn z ' OC17Dp7O0 - �O�D1C� TPFn-Ain OpO D -°p P� tNF u rwttA�=l�itrn mDcv�CnA ' - T ; C�3Cnzc pt-t0_ W ttr D 3ijt tnN3 ?Zy.N � tn A;Px(It � Nj� DOJ Czj, cn f-z�N� ; NAA z NpAAAN ttl tSlir ■t� P DTO mO �D� a 3�z� Drt1 -1 -tOprnA z O. O-ia : tl o z�� T zr-li rn <NDz P �z Z. PD {O. X Pj6 Az-P- Z < T tl prn T1=tiP �-ao tp-zty-1 tPi° T iO Trrn-S=Ay P� U?DOr � tl��0°z � �� : p � rtf�OZ > n r'O 0g3� (zt,D Cj�PT,1D��O� Nu' °Drn�7-c u= N y3 �rn30P �PNON N T T� m -A-i NT -13 j0 Z NFL zttt{m> -U -r�t3ZDAr�t c 3�X � OX-r6D N °�xlZS�rn �ttj zP ATD� -iP { P N ptl rn �ODT> °tn� 3Xr 0 Aq(TTNto m mo U1 rnZ o��1 � A z: N�t1A P z CA O�1 T-1 D 1,n 03 Nz O{ PAZO p. N z cNl p P z o °= A Otn rbAr-{r zP=(�=yo D�`tz�3 _ O- i b �'z 3 D A Pz N PT �> �Pt3z AC7 zP ncc r0'A rnzrnOf 3=tDrnOj ti z� -... °T N O b °u?0 m ? t 0z u, rn (� u,r D _3- N D m AP O�C rnm o Tr zjTrn v � bwZr�i rZy �g+'izO�t�xPrWii PD ?C D(i ?�V�n cn A .�T°�c_z AP �Crrq�-1��O Zt�����7777i zr r�ry �D Arn �tl_ ��1��- >�_o �� N 6 rlt'Aa°�Z wwi zOl r�lt �ttlpA=�(� AjDDz �� -1z to DAzO l7PZj 3 I4 CA 3(O�A 1 rti yu`rnATD _7'f0t u=�rrnrt-P. zzA � Nn Pit r j=°ztl t�rn n °C A O A Z� z N r x_Z O rn to x v b d C� PO �O1 O-T O t- rn ° : : : F Q F ; O N1 rn tlP NP_ N QNZ DN DczT { 7pT(l r�i rn- z0 D T- o zA33D�O1 -{NP TD2fi-,i _C�ii f-o Db°6TD ETAC7 zr�� D NNODr Vz OD �i fl _ wrtttl ODA OO�tlA rye 6>3-OCR lj D' PNN� �-t 0 N yD N ry-rn DD D NoD A -1 _ x=AO -z C� ° D°z : : : J, z it r C�i 'A�.A� - rnsArn pO �rt zrnlx a,z��c rnD� �rn ��P O33 4�IW°�zn. (zi,(zn� U Cj N1f rrt1 70 z Z� P rn��crns+p3D� t � PX No rnrn { ND�Ap N��; ' Y r oA fi"_4 Ort1°NND p�, -z °a lAog P oat, Z�=t zz o�DPvin rpn D �- rn0 ? ° r� A r 6D '� g3Z an °y PD �o �ZF� p�i' � Z� � rn- o '6 Zrt � 3 FF r n AA { Py N z' ul N N �'� .Q tli �� {�2 rn 3 0 ° o ` OZA x rn rn r�i n'c°i1 CTi c n 1 ° T w T T cq ,Nfl m ,-N-1 V• 4. W N tJ Nv�o3N °p� Ilrni rrn1 rn ? fZy TA--��tt D TN D cn -t D P =D OP3_Pl r O °TcXMD NUN To oE Z � I zAD yyOP rn A6 o 3 OO -Ti PO n d rA(Aii r°Apg �D c 3=nD PNO oOD ' 3 °r ZT 3 3b °AFfi cb ��� O- 70om A1. i D o DrnN rat, 3 N D 3 �,bTc`i' �AA zONnt mom rk, `rn + <rnA tT�TBm < Po ZTw �rnz Aa 3 Oz tzn Ti tn�r�, t�i tl ' w C� inr N N N�Dy -t0 Neu' wtD AOIP �i O O �z °�rn�N P Tt u' (�N �r�lt v'30 p?r�li z �,AyA�tn� �w�z ATE ZP Tc�r+� { �'�C D D r�i �P+rn �zN O 1 fTT zz P-z r y O o { N Oz� Zrn�c r T C-ni CZA.cTFrnr� rnt- O-tF =1FyD3-1 Q;C,1ZoPb °�{o rO rr� Art flD PUDr �6 P°AA 3vinv� zzr r u - ' O -Oc RUE; r11FDrnc1�=1� O-D{ wti�s rn yrzc- D to TT° P° 3 a+� N Zrltrnr�lt z rc�-i zh�=z rnrn -i RFt �rdDroT w0 tyZ�Z OD� �tf Dr O �Z- DTo D A�N N� rp z A b rn f z rn c °D'7�D° A A u' P Cn_t Li r A 3 P - r�i w _ mom C� c 9 tlp fti t� ur_5xc t�z rQl � :aFI>ml v DP m ` D �A��D�A A��Ni rnA O O-x D; � fy czn-cA-f t�t �° � A NND N o� TO�'t�tnNfto o =0 ,1 g3a33sC1c�, °T` -rein Olh c�71y �OcTzt �Orn"a b OPrnrnO N _C� �I t��i C� r�ti t�0 t �Z A°TTF^ A�tP3 Nzz fit � Dtl�3° T ~�11 rnrT T pt0 3 rn� _ 3t0� �3 Drn Cziy c AX X T b,Pi rnT xT T O^�rn A CyA I�{C� Cn{>IT Fair rnF D Nr TO�r -i tTitO PL rTz S-t Nc cin O Ag°z.�° Dp ' A� AN DD A O'U 'tA�E- �PE 1 N 3N r z °c UO -Q wu. N A " A�-4 nA� O D RKF rn z A� x.��j �3�cr�ri il�1j�,°u' �6 A� z N -t � i r�i'i in rnt�rFTSi 1-T_r�i11��C11 N NP �lf, NN x� p� NN? ND @ X A i;� -IAA N'�1ZnO Fern (0 -ztt � °DTD�-Z (�3� zz 366 T <AT°�;Aa XA z P o trni,F `TFaiAz� -urn' Z A NSA FCj 10.Drn rn N w cOAttFir A,� gvOr-n-n A � A SpA PMv_ , _ <A3 4- s D-i AgO ��O �mTzrn zv r .=°AP z 13 Az�g r y N E rDtN-v FJrit0� DtNDZzP z g T Zl�tlt-Z gNri O. r rn.p x Do o O(u�ZTOT uA+ NCim�P r� �-1 T NN �,°;C1 F D �p o °y6��r U,D D -�. ,,, c�D Ar71 D,°T A ,�}, (rni.Ozw z�ZCAi�{ AZnN Ri.� r�w' A= - or P r " -zn5 jrn zD0_z < rnD b tTPv brn0 N z w0 DXxrn O czx rn(�_t°o AP -1 rt�+ ��w°� Cfitn 6�A �� D ��cD1_t AS�cPbZ TKO Dol�_N 3 D AOOz -P.-rtt fif (SOT ntg �� o� rn ,rn zwDT-'n z DS y1--t Ci,�i a. D N Oz �N OriNDlcoN DED 1UA -NiFz ZO=t-yzrt O z T TA Ai-tD°v �c ° tt�ib� ro PE�� $ A � Z1� �oarn 0 A p.$ tC�7("1� 1�1° N-�i �O tA��Z (rn(��1A��� EZZ ( y�= t17N (�N{y O��P-AIN D 1 n b _t1(71l'z° c rn�AD ff11NN11b w_i'- 1 (lA .sT Z'A fNt1c N w �' �p� 1rn31 Oc?tZ�O_ (�-oa r vDrj ° u CS��UZ, �o� r�p p�� g 2 tl n �t zPT rn rm�yl1. zNW�' �N � O � I �Fo aEj -cos A-n D F F°it zD-,ern _( n �N. N p n SIT.M �ASOZo�TrnD �y�11�_ �r7�,�t� o �vtPt_ '��22' rn° z N -N w & 0 A New Addition for: „� y =,o Date: For: MEECO MANUFACTURING _ ova m a m .Z sb3 s 1129119 PERMIT SUBMITTAL j, ADDITION & T.I. 0� > > 2812 Colby Avenue r E Airport 37 Industrial Park,Lot 11 g o C Everett WA 98201 N Arlington,Washington 98223 m m (425)252-2153 p f N GENERAL STRUCTURAL NOTES z 3 www.2812architecture.com cle.712-02-10-. P tW iue,01129IM19 3.05 pm w p �f�l1 Oo ffln Ob gg D C�(� yOmD N�Nzy f 33 N Wrn-AO C�b (� Uzi AIr rat D�D ��jp0-DDDi��O O ®D d0 Orn N 70c OZ W N =gOQ�`v' �N =�p0 r O� D M DD r-A °`frt�tllrn � rE c1� AiD rnzVO� �-7 WrOL q�O z -Nj T- � i fD11"' COt�N�A gEb DrnrnD �zNN �� WO v �ir rD_xZ{z/nT� N _N rW ��6:>1F �cDrn2 pr rT O rz�r1Yr=�i �O��r N r v Asp N � CEO (��OIIZ v� Dt�FrONN �� v �A � tn3T~rn 3 N yZ r p fri rn� b30x �TW�O rn N R 3NN 3XV m =Dp z1 W �r a uf�! mrr111 Omru zv �nvrn rn W oom OOttxnn tDn0�D 3WO0 rAD 'o z�aO�- A3 c3 o 8g 4� p ND NZ 3cpnrn3 z �ji rO�t zO�Cp��r'4- b S c � r rnrnc�= i SriiAn -z+NG> vAi�ornOWAO� O➢D O �T ih N D ri nrn� �rnD-�a Fo-�=Tti3 Xb�r� DF� 013 r D n� z � D3Ay ND1 ro 'T"OpO tNrnn rn D '�-it l-� pNDN A- zn A -pX D� r zb pN Arn>c>n-rn, NyA�r'ii z Ozp �riAO-� 7t r-T rn b-y O(�zDDrn Oz rn a0 NZ tps OO �`rny,Ozb�A�y ��OZ.<= 00 �'n �DTr-�iONc1-�. O D Nood r 1 ���rtrt cuA AAA j ,C"X x �f'4ibrnrn -n w� z AWNT rn -h ,C` --p+x o 'y'AA"R'A Or�i p�pb<�� �pr�i rn N O�AO 1z D a� nD Ar-a O �b A�rtiO� r O t1r17n1-{ �v�ttl.� _ Z<l r i? TFb< ONE Pa U'NA Copp 70cz z rn rnyn W1rn mbpA nx�pA� b cv woi �. P T 3DtcsV ui F p u' o7crrcpG`crAp 3 crnn r0C1Frr trj',iu a� A Orrp-P wD Asp A�Fo�, �-p�� rn zz D2 iqu 3,�tR 9Eia �A� „vrn� 3 o O�4�N Y �F trs1 O OO� N3ij C� 1 rit> rni4 d o �g rnrn x D rnzx rv6�2Aorn w r r- otlWiO v-OAT nrn z vY rnyD�D qC1� zt4ND NNv n {-A z 4ti g A O Xx :n xp N cr0Y 1 D x N O N 3 rn D Z$Zvo A ��r�06' rr- rn cn ot" AA z m rr�rt1�z rnbNicgntO �-n Dz z A A z r A rn Fn x z rn r N C u m �- 9 � Nt -ipz�6 AAA �zz�r�D ti'28A?za•�p' �P 3m '.-rniiDrnrnO.vz3%4�D'itM��� A. 000�0000A��'V10>F �3�Wj 7rW��Wrn�QI �� ddUl ten® -aA�iG z. ��� z.t�' ?• C�(A' x r X N_ T 3 O x o m tD x o m-�o N 5 3 3 W O N rn �n —m W O o m T m mW W u>+ n x r fl o- o T rfl RI Ili nl 9 _o S10 -°��d 9 v .W+° -N"i �> �l6 _o T� z _ ° W fl "i SL o 6 x 9 c+ t9 r m< x ° 3 r b W b 9-fl R [� (1�1 Q _(1 9 l0 W W - 3---� W l0 W 3 2 N s m < r}� 9 �9 �9 ° w 9 3 -� 6 tb (�W L'D 3 3 E fl n 3 > > -T L 4 W. m t9 3 O p 9 -.4 O.N N 3 O >,9 m p �'.S l9 fl �^fl 9 `-N' �_O m.� O .W.-9 W_W �- - fl " O .O W W =O 6 W Q 7C O 9 3 c' 0 9 g n (i p O c>+ -11 > n l�(0 S W a 0 O m O 4 O 5 l� O O�` s m.+ S��i s fl W ® F (0 u. �n lB fl�9 .3. m l6 �9 3 t9 Loo s.. sW 4 aam naW W c 1 1-i1 1�� N NNNN N N A '0;0 '0'OT T-0-0 pp 0000 z zzz�2z A X X X 3 333 1roFFFrr x � SS < (NJ �l(J �y1(� AAAA A �C�iTLrrrrfl(�DD tl�' �O(� N' 7c-zT tpyD z 1 TG2� O N OOO�m r=� SJD 3�{'f1 �Att tilrn�D ��- ttTtll-0 A T xIt CJ C1 lP 3' �- �1 X < tPN O. x z - Ac GN W fi c -A 93 n rzn Cy o w N J. Q Q 9 g KY N X6 �_ 5 0 �cN_ J �i x — c� N _ �v Z fl a -e^` T a� O z6 .N,- N O O N 3 9 W O 9 9 N."-.• .6 !S. 9° fl 9� .m+-> fl g Q 9 o fl 3 Q n W 3 Wi W n n 0 w co-s° coo° o wo® 3 � mm 9 < as �3 fl 2 ifflS n� is u+ 3 Wm 3 p A New Addition for: iF Date: For: MEECO MANUFACTURING 1129/19 PERMIT SUBMITTAL ADDITION & T.I. € o z x � y a < n 2812 Colby Avenue r • Airport 37 Industrial Park,Lot 11 o =C Everett WA153 ti N Arlington,Washington 98223 r m (425)252=2153 p www.2812architecture com N GENERALSTRUCTURALNOTES F14 712-02-1200.d19 P10W 111,01/29/2019 5.05 Pm n fA D Y 101-0" 511-0" u' w N - -� ------------- ---------------------- , --S Zouw oo� o N p b c�4' c�Q it b 1 W r�,tziip ZZ�—a?i I N I i N I_ --- 1 IL-- -- - ————— --— �--. -- ----- -------- T T p T -- ------- --- O N a � I r— I A _ rA �HN ut r! i j i c� y x r � �T FH7�' Wp Z tFiNf N ----- ----------------------------- O NM b W05125-55 5TUD5 a 24"O.G. i i b k \+ , - -------- - - ---- Tir �W D �D D o F4� N� g $ n & p A New Addition for: '1 N N Date: For: MEECO MANUFACTURING o ���� =c 1/29/19 PERMIT SUBMITTAL w ADDITION & T.I. 3 :z 2812 Colby Avenue y x ' Airport 37 Industrial Park,Lot 11 I _ "_ lP Everett WA 98201 N 0 Arlington,Washington 98223 3 m C (425)252-2153 pfJ p " =�+ www.2812architecture.com N FOUNDATION/MAIN FLOOR FRAMING PLAN Film J12-02-e201.tlw9 PIOHe.Ta&01/29/2019 3.Y15 Pm —.--__ ytit m ————— r--——— —————— 3�rr4 �� O 1A rn Dzz�o Ill ^ I 10/54J QA:z4 i 5 -D—i ifi -z—i CC���OAN N Z � (Ln zp—z yy pQ O O Ili N is rli A N Q 2 ul `` O a II '? x D T 0O tj rn ce rtf 8 0Z1 41 .I ) b = I422 Act A A2 A rI i-ft� A DA u' r�i cis A '� D n A p I j: S 1 4` N I I A r P O_ O N rn rn o Az ul r yy o O u' ------ ------ 1 rn A ------ ----- ------ ----!- ---------- ------ ---- -- -- 3 O rn � III rn n' D r r�ti � In Z � Fr z i ---------------------'----------- --' to O � I A �y I � I I a Ili I I I � z rn = tJIN I I I I g I I -U> Z j rn -n - ------- ---- ---- -n I i � I R o A New Addition for: =A Date: For: MEECO MANUFACTURING b I Roam c a ����� ova 1/29119 PERMIT SUBMITTAL ADDITION & T.I. _ " -a z A x 0o N v v% > c 2812 Colby Avenue r s Airport 37 Industrial Park,Lot 11 9 o z =C Everett WA 98201 Arlington,Washington 98223 3 m (425)252 2153 p f ~ p =F. www.2812architecture.com N CEILING LEVEL FRAMING PLAN 02-a202.MV PWW.r,.,0112912019 J.06 Pm 6 UI A U1 N - gg �jv �" S zOtn zOZ D Z u _________ > �yz p� �O o �Zo - CCI o " D� ,I f qt-P. A@Cp N Yu p ma; 0 '< ^ I — Ia II II O b 8 I I V L------------J N � NNrnV -O r------------ i v Ox Z21 ors � r�iTA 5W-D I I I I I------------ I I h p ri frt r--- —r I I I I IIL I I t I I I I I I I I I I I I I I I I I I 1 N I I I I I b l I I I I I I Sfi I/T�y'fWII-'�� 1 I 1 4 I I - CC ! o� I ��j, t I 1 o 8005I25-33 STUDS®24'O.G. _I I_ �o-n - - ---------------- - - - m D a N -Q Ili _----_---`' ___ r 0 N i rn pr �g N Dz y 1 L1rn .. r ®Qpp. I � �, tQ yun i o0 �d � do ni olaN��{ b A ^'-------------� W I I I I Z O L, n 0: �; nN II FJ II hN I I � —r7- I I W I .p II li I ®O U I I I it oa 11 I -I II II �L--- ___r,-____JL------------- - - ----- - - - - - - - 0 A_ 8 s p A New Addition for: a,p Date: For: MEECO MANUFACTURING s 6�°�a f 1/29119 PERMIT SUBMITTAL N ADDITION & T.I. 9Fo a z . x �.i a > n� 2812 Colby Avenue r ,� Airport 37 Industrial Park,Lot 11 o C Everett WA 98201 fV fV Arlington,Washington 98223 m (425)252.2153 p f www.2812architecture.com OFFICE FOUNDATION&CEILING LEVEL PLANS FFV 1.711-01-e"dw Plotted.rue,01129IM19 J'M pm D rn a b pz�o �f �a A z zb I " I " o n ro 6"MIN. rn z EMBED D � 1 � � N 2 m Q _ A� Arn 29 4� A N n rn I't7° ni N p O A z �-�rn A n 7i0 N II - � 2' LR. 0 • -per ^rn ## �� g`�' rrnD U yu+ 5�D $ N a at rn UE ® MATCH O rn 7 p (FaFT6. ' DmA o b n - (8"MINA �'A m z U N O Z 3„ z A O Cis Wag GLR. n a B y rn g a �m • GLR. ? A D i ' O ICPo © o u A A 0 7�r3 �rrn g O O rn 3N 0 c;D�Tt�A 71 D n4- 3 `s o A New Addition for: MEECO MANUFACTURING m � � =c 3o�a J Date: For: a m y ysa 1129119 PERMIT SUBMITTAL ADDITION & T.I. m z A x Oo W a > 2812 Colby Avenue ) Airport 37 Industrial Park,Lot 11 o =C Everett WA 98201 N ® Arlington,Washington 98223 m 3 (425)252-2153 p N www.2812architecture.com DETAILS r 112-01-e4004V RbHed..Tue,01/29/2019 3:06 pm N p rnc�N 3 w�p� rn rl a Do g ° FTi 1 m �n .at�,. ut�x tc�� N �i m � W W O x (iyj r � � /xx x D N Cl `b 3 3 D IF 41. g �m3 3"MIN t°,t D pt p�� Q1 �mr w NON c" Ye MIN. ° TYR \ rWii 5/4" ri ;D 6AP �0 0 rn ra I I z c� z rn � m I I 0 I I N 5/4" z MIN. s it Ti 6AP 11 I z 5 I I I zz z- myy Vl ++++++ A I �1 rn � re rn rn � z oo-ox z x w -a xr }n - N W O_ m ;.! a Pi A W N _ O A W N .. N z �rq 71 70 Fn N -, At42 ]ai2 E� PZtuaa 2Ei61i� D Nt0 C 49 a 9 8 a 9! cam am boa (N�_ C1 p1Z O O hh a R Sr" dux ® oospx . N � p A New Addition for: F MEECO MANUFACTURING o � _ c Date: For: � 1129119 PERMIT SUBMITTAL C ADDITION & T.I. m z x 00 2812 Colby Avenue r - Airport 37 Industrial Park,Lot 11 9 =C Everett WA 98201 N 0 Arlington,Washington 98223 c (425)252-2153 p r p a 3 &how www.2812architeCture.com N TYPICAL LIGHT GAUGE DETAILS Rtl.712-02-s40l. Prortee:T..01/291"19 J9 vm �y �j TTTN Nw � O� NCB nDtZ � TTTN NCA rn � �N N� CA D t�trJ rxa DCDi+Dri m7rc c� �Oz (��x D�z rn7 nN O° O�n O-a xNN z A> N xn Ce _ rn ru rn'i zzD. op Arn N. rscx z r z' rn 10 - g ,Tv v0 z �A A �O 3 Arnp � O zV ® ® Itt1p X iPrnD 41 A �r N X NG�Z ni �� c� f tt1 r r Ci x rn cD Y 5�0 _ zp A XJ rn� rtt rn _ _ N A Try I �N i N I yOtt NNo m �0 N rn cz r p rn �"E um yTyaZ` my - A3 ° �X I r}iD Ar y3 O x Ni I Un1D AA rti c�rn rri ra r rn me rn Z3 A �pn zN V3 nr= T r�i rn G, A rni= T my rn Apo On Ln0 D D rnNy O z A zv D u `0 2 z iron tP A of D u'in T r� tC w >v it u, ------ fJ'g N cs x m = Nm a I K3 ARGH. 3'-b"MAX. �\ x N A 1 n �X zrZ�t rtr� D-i x�.. O FA 13 ff x rir ZC rn nt A O � I I -- \ - - - - - X\A X X\A 1 \ X X V. I \ \ X \ \ I I I I I I I I v O g�Nr Op D yltl - 1A G, LArt1 r��t tgo -Ni -Ni x u yr �� Nr zA r-�0 Fn rn A P�'3 tit o n z zd '� N NO �m n u z p az A 2W n D� rrwooffi z =z w bWrn r�3rn T SSpp 300 D� �D N D.N A A Lp OO p 3_-D-I z A z -cl PD Fri 3 r ------ - -- --- i. rn __ ___ + 1 I + +I ... z I I ��:A D I I � r \ I I \\ O T N -_ to �I +' - z - J I -t' V1 z n r°- U'(�q � rD-3'OD O N�z T T C7 pg+ roC\ mE CA MIN. AA rn-c'ovP �� �i inT �i �Axw uZ` t O q rr-r Z: �nrn o rn Om T r xc$ w N cN.1 A Nm � A mA �(11. T rrJ ��Nr rn �D> Drziirnz- z�mOm li ccAA �i 6 rnD 3yyo prn ��p1 � wT t1� O O zV pryN-(� r �O -Ni0 tDli $ >m rb'ti D d c45 Z 3D Q D� (� tf ij Cl p zpD — tP to N t'fi N� a 1� zrnzrn z r N A D r T �0 rAi r ®r� � " ® -` UDrt�T U' nl_ ---------- -- ----------- v D � f:rn TpD `3 O yrny �rn P rn ----------- - --------T 71:2- mnAO7Z . N I I cN rrn O rTl A q A w NN g N m 3c�i 3 pm N s v A New Addition for. iu Date: For: s MEECO MANUFACTURING o I � E c �a � =� � � yy�� � 1129119 PERMIT SUBMITTAL ADDITION&T.I. ego c Z A x OD 3 > n 2812 Colby Avenue r 1 Airport 37 Industrial Park,Lot 11 o Everett WA 98201 \ N Arlington,Washington 98223 a m »3 (425)252-2153 p f p www.2812architecture.com N TYPICAL LIGHT GUAGE DETAILS 4� woo ajnio9;iyojeZl9Z-mmm W Slldl3o (i£96Z-nz(9Z4) W g EZZ96 u016wUseM'u0a6u!PV41, ^' N 1UZ86 VM AaJan3 ¢ L l logy'MJed PA'snPul L£}iodi!y ` V - ant e x z lanVlQlo�Z69Z Ti' R N0IiIGGv IVllIWBnsilnd3d 606Z16 J01 uog!PPV maN V o O Q11Q O C Q Z V m d 0.=W O Y 4 N 4 oo O J iO 2 W J K D- U Z mo of Wa 8- roo 1 I 71 I I I I I I L----•-•- `--- ----- I I Or m ►- _ ZIP �Z 0. l�' ca w IL �` I 1 N n I I I I I I I I I � I I I I I . 1 - L---- -------- ----- 3 a - u o �' o dtgj N z N Q ii"tl JQ 8 LU y N � 0 o Z 0. =4 — ifl lT =J 1.a wd ZIP eiml zlio MP'zoo-z0-zlz:WL/