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Home My WebLink About20410 SMokey Point Blvd_BLD1524_2026 ♦�Y O ` f COMMERCIAL APPLICATION PERMIT SUBMITTAL Department of Community & Economic Development City of Arlington• 18204 59th Ave NE• Arlington, WA 98223• Phone(360) 403-3551 The following minimum information Is required for your Comm erciallMulti-Family Building Permit Application. Mark each box to designate that the Information has been provided. Please submit this checklist as part of your submittal documents. Incomplete applications will delay the review. ❑ One (1) City of Arlington Comm erciallMulti-Family Permit Application (One (1)permit application per building or structure is required) ❑ One (1) City of Arlington Commercial/Multi-Family Submittal Requirements Form ❑ Two (2)Architectural Drawings ❑ Two (2) Structural Drawings ❑ Two (2) Structural Calculations ❑ One (1) Profect 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 ced@,arlingtonwa.gov. I acknowledge that all items designated above are Included as part of this application. REV 2015 Page 1 of 9 COMMERCIAL APPLICATION s • PERMIT SUBMITTAL Department of Community & Economic Development City of Arlington• 18204 59th Ave NE• Arlington,WA 98223- Phone(360)403-3551 A. PEES 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. WAG 51-50 Washington State Building Code 2. WAG 51-51 Washington State Residential Code 3. WAG 51-52 Washington State Mechanical Code 4. WAG 51-54 Washington State Fire Code 5. WAG 51-56&51-57 Washington State Plumbing Code and Standards 6. WAG 51-11 Washington State Energy Code 7. WAG 296-46B Electrical Safety Standards,Administration, and Installation C. CITY OF ARLINGTON DESIGN REQUIREMENTS Design Wind Speed: 85 miles per hour(Exposure C) Ground Snow Load: 25 pounds per square foot Seismic Zone: D2 Rainfall: 2 inches per hour for roof drainage design. Frost Line Depth: 12 inches Soil Bearing Capacity: 1,500 psf unless a 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 Nate: A separate submittal of plans is required for each building or structure. REV 2015 Page 2 of 9 COMMERCIAL APPLICATION PERMIT SUBMITTAL Department of Community & Economic Development City of Arlington• 18204 59th Ave PEE• 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. ❑ 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 Flan a) Plan View 1/8"minimum scale.Details a minimum %-inch scale. b) Plans must show the entire tenant space. c) Specify the use of each room/area. d) Provide an occupant load calculation on the floor plan.(on every floor,in all rooms and spaces) e) Show ALL exits on the plans;include new,existing or eliminated. f) Show Barrier-Free information on the drawings. g) Show the location of all permanent rooms,walls and shafts. h) Note the uses in the adjacent tenant spaces,if applicable. i) Provide a door and door hardware schedule. REV 2015 Page 3 of 9 COMMERCIAL APPLICATION PERMIT SUBMITTAL Department of Community & Economic Development City of Arlington• 18204 59th Ave NE• Arlington,WA 98223• Phone(360) 403-3551 j) Show the location of all new walls, doors,windows. etc. k) Provide details and assembly numbers for any fire resistive assemblies. I) Indicate on the plans all rated walls,doors,windows and penetrations. m) Provide a legend that distinguishes existing walls,walls to be removed and new walls. 3. ❑ Reflected Ceiling Plan a) Plan view 1/8"minimum scale.Details a minimum 1<-inch scale. b) Provide ceiling construction details. c) Provide suspended ceiling details complying with IBC 803.9.1.1. Show seismic bracing details. d) Show the location of all emergency lighting and exit signage. e) Detail the seismic bracing of the fixtures. f) Include a lighting fixture schedule. 4. ❑ Framing Plan a) Specify the size,spacing, span and wood species or metal gage for all stud walls. b) Indicate all wall,beam and floor connections. c) Detail the seismic bracing for all walls. d) Include a stair section showing rise, run,landings, headroom,handrail and guardrail dimensions. 5. [?f 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 t.One(1) completed Washington State Non-Residential Energy Code Envelope Summary forms. E. OCCUPANT'S STATEMENT OF INTENDED USE 1. The Occupant's Statement of Intended Use form shall be completely filled out and may require the submittal of a Hazardous Materials inventory Statement(HMIS).Contact the Arlington REV 2015 Page 4 of 9 `,A Y COMMERCIAL APPLICATION '.�� PERMIT SUBMITTAL Department of Community & Economic Development City of Arlington• 18204 59th Ave NE• Arlington,WA 98223• Phone(360) 403-3551 The building permit does not include any mechanical, electrical, plumbing or fire 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 Dist€ict approval before the permit can be issued. You must provide the Permit Center a copy of the approval letter or the approved plans. Contact the Snohomish County Health District at (425) 339-5250 with any questions or for more information. An intake appointment is required for all large Tenant Improvement Building Permit Applications. To determine if your project requires an intake appointment,to schedule an appointment or to ensure that you have the most current information,please contact the City of Arlington Permit Center at(360)403-3551 or by email to ced@arlingtonwa.gov. Incomplete applications will not be accepted. acknowledge that all items designated as submittal requirements must accompany my Building Permit Application to be considered a complete submittal. REV 2015 Page 5 of 9 COMMERCIAL APPLICATION PERMIT SUBMITTAL Department of Community & Economic Development City of Arlington- 18204 59th Ave NE- Arlington,WA 98223- Phone(360) 403-3551 THIS APPLICATION TO BE USED FOR NEW COMMERCIAL STRUCTURES AND RESIDENTIAL DWELLINGS NOT REGULATED UNDER THE IRC. THIS APPLICATION MUST BE ACCOMPANIED BYA COMMERCIAL APPLICATION SUBMITTAL CHECKLIST AND AN OCCUPANT'S STATEMENT OF INTENDED USE. Name of Project: DWM E LANES ARLINCiTON Valuation: _gDIC Project Address: 7-0410 c tA0Y_ V POINT BWA , AR.LtNCiTON , WA_ agZz3 , Parcel ID#: Legal Description 4W- Z1zs Owner: _�l_WA�(NE ANES P V_U t4QiTON• Phone Number: 366-%A- Address: 7_0y1b SMOkE.y tAC3-S-oN state: WA zip Code: Was. Engineer: DoNAID iZ mvc Phone Number: (21n21- oi- low Cell Phone: E-mail: Address 5y_$3 WEST21DC-ire De. City: NEW SEI2I IN State: N1 Zip Cade: 531S1 General Contractor:_lDmo MATFRIPL HANDuNe\ - IC kk Phone Number: _3tDb-�SS'5�133 Cell Phone: E-mail KuLE wo DA=,Q_?•Com Address 9RZS S, MWD ST• City: 1!F.NT State: yqA Zip Code: CRW Contractor's License Number: DAC.Q(r '* ()IMG Expiration: 51SVZOIF, Contact Person: KYLE \/JESTEN Phone Number: 3lnQ-�5S-S433 Cell Phone: 3w- %SS-SA6S E-mail: KVLEw ZA COCOQ?- CoM Address: brb-M S• I?A V ST• City: V_E TN State: _ \..tJA_ Zip Code:_ 97031. Proposed Scope of Work:_PRU STQ1ZRbE DIAT'F0QVL- REV 2€115 Page 6 oI 9 COMMERCIAL APPLICATION e e PERMIT SUBMITTAL Department of Community & Economic Development City of Arlington• 18204 59th Ave NE• Arlington,WA 98223• Phone(360) 403-3551 Project Name/Tenant ANC LANES CHE\JQp�-r—T - A1?I.INC-1TON Site Address 20410 SMOtcEV POINT (3�yt7 A2lINC�TON, Bldg/Unit/Suite WA gloZZ& IBC Construction Type TENANT tMPt2ovE► AA--MT IBC Occupancy Type Description of Use _ PkryS S-MVAGF_ Building Square Footage Number of Stories 2 Square Footage Per Floor Will there be any installation, modification or removal of the following? (Check all that apply) ❑ Automatic fire extinguishing systems ❑ Compressed gas systems ❑ Fire alarm and detection systems ❑ Fire pumps ❑ Flammable and combustible liquids(tanks,piping etc...) ❑ Hazardous materials ❑ High piledfrack storage ❑ Industrial ovens/furnace ❑ Private fire hydrants ❑ Spraying or dipping operations ❑ Standpipe systems ❑ Temporary membrane structure,tents(>200sq ft)or canopies (�-400 sq ft) Provide details on any of the above checked items: Installation,changes, modifications or removal of any of the above may require additional submittals, Information,or permits during the plan review or construction process. Statement of Special Inspection REV 2015 Page 7 of 9 COMMERCIAL APPLICATION ' tJ�,`{,1� PERMIT SUBMITTAL Department of Community & Economic Development City of Arlington• 18204 59th Ave NE• Arlington,WA 98223• Phone(360) 403-3551 Name of Project: 1JWA�NE LANES CkEVROIF—T - ARI.iNC,TON Project Address: 20410 s AQKEV poINT PjIVD , AQtrtNGTON, WA q$J7& Special Inspection Firm: PST - jNTERT-S Address: _?_OSOR) S<QTN MENV_E WEST SWT A LyNNVJOpD , WA q%0310 Contact Person: __DAU_l_P_L _Y_V Phone: gZ5-g09- 2504 Email: Special Inspection Firm Special Inspectors: The Special inspection Firm of will perform special inspection for the following types of work(separate forms must be submitted if more than one firm is to be employed). ( ) Reinforced Concrete (yC,) Bolting in Concrete ( ) Pre-stressed Concrete ( ) Shotcrete ( ) Structural Masonry ( ) Structural Steel and Welding ( ) High-Strength Bolting ( ) Spray-Applied Fireproofing ( 1 Smoke-Control Systems ( ) Other Specify: All individual inspectors to be employed on this project will be WABO certified for the type of inspection they are to perform. If inspection is for work that is not covered by the WABO categories,a detailed resume of the inspector and firm must be submitted.The resume must show the inspector and firm are qualified to perform the work and testing required by the project design and specifications. The work shall be inspected for conformance with the plans and specifications approved by the City. Revisions and addenda sheets will not be used for inspection unless approved by the City.The special inspector shall report to the City revisions that are not approved. A daily record will be maintained on site itemizing the inspections performed,for the review of all parties.Any nonconforming items shall be brought to the immediate attention of the contractor for resolution_A weekly shall be submitted to the City;detailing the inspections and testing performed, listing any nonconforming items and resolution of nonconforming items.Unresolved nonconforming items will be detailed on a discrepancy report and presented to the building department. A final report shall be submitted to the Building Division prior to the Certificate of Occupancy being issued. This report will indicate that inspection and testing was completed in conformance with the approved plans,specifications and approved revisions and addenda. Any unresolved discrepancies must be detailed in the final report. The special inspector and special inspection firm serve in the role as`deputy"City of Arlington inspectors and as such are responsible to the City of Arlington Building Division in the performance of the required work. Contractor: The contractor shall provide the special inspector or agency adequate notification of work requiring inspection. The City approved plans and specifications must be made available,at the job site for the use of the special inspector and the City Inspector. The contractor shall maintain all daily inspections reports,on site,for review. REV 20 15 Page 8 of 9 `A 1 fir -- COMMERCIAL APPLICATION '•�lj PERMIT SUBMITTAL Department of Community & Economic Development City of Arlington• 18204 59th Ave NE• Arlington,WA 98223• Phone(360) 403-3551 The special inspection functions are considered to be in addition to the normal inspections performed by the City and the contractor is responsible for contacting the City to schedule regular inspections.No concrete shall be poured or other work covered until approved by the City Inspector. Building Division: The Building Division shall review any revisions and addenda.Approved copies will be given to the contractor to maintain as part of the approved plan set. The City Inspector will monitor the special inspection functions for compliance with the agreement and the approved plans. The City Inspector shall be responsible for approving various stages of construction to be coverer]and work to proceed. Design Professionals: The architect and engineer will clearly indicate on the plans and specifications for the specific types of special inspection required, and shall include a schedule for inspection and testing. The architect and engineer will coordinate their revisions and addenda process in such a way as to insure all required City approvals are obtained,prior to work shown on the revisions being performed. Owner: The project owner, or the architect or engineer acting as the owners agent, shall employ the special inspector or agency. ENFORCEMENT: A failure of the special inspector or firm to perform in keeping the requirements of the IBC,the approved plans and this document may void this agreement and the Building Officials approval of the special inspector. In such case a new special inspector and/or firm would need to be proposed for approval.A failure of the design and/or construction parties to perform in accordance with this agreement may result in a STOP WORK notice being posted on the project, until nonconforming items have been resolved. ACKNOWLEDGEMENTS I have read and agree to comply with the terms and conditions of this agreement. Owner: Date: hereby certify that the above information is correct and that the construction on,and the occupancy and the use of the above-described properly will be in accordance with the laws, les and regulation of the State of Washington. Applicants Signature NL `/J EST EN 10�221_201� Print Applicants Name Date FOR STAFF USE ONLY Permit# Accepted By Amount Received Receipt# Date Received REV 2€115 Page 9 of 9 CITY OF ARLINGTON -ARLINGTON, WA. 98223 238 N. OLYMPIC AVE PHONE; (360)403-3551 BUILDING PERMIT Address:20410 Smokey Point Blvd Permit#:1524 Parcel#:31050800301000 Valuation:50000.00 OWNER APPLICANT CONTRACTOR Name:LANE PROPERTIES LLC Name:Kyle Westen Name:Daco Material Handling Address: 10515 EVERGREEN WAY Address:8825 S. 184th Street Address:8825 S. 184th Street City,State Zip:EVERETT,WA 98204 City,State Zip:Kent,WA 98031 City,State Zip:Kent,WA 98031 Phone: Phone:360-855-5433 Phone:360-855-5433 MECHANICAL CONTRACTOR PLUMBING CONTRACTOR Name: Name: Address: Address: City,State,Zip: City,State,Zip: Phone: Phone: LIC#: EXP: LIC#: EXP: JOB DESCRIPTION PERMIT TYPE: Tenant Improvement CODE YEAR: 2015 STORIES: CONST.TYPE: DWELLING UNITS: 0 OCC GROUP: BUILDINGS: I OCC LOAD: PERMIT APPROVAL I AGREE TO COMPLY WITH CITY AND STATE LAWS REGULATING CONSTRUCTION AND IN DOING THE WORK AUTHORIZED THEREBY;NO PERSON WILL BE EMPLOYED IN VIOLATION OF THE LABOR CODE OF THE STATE OF WASHINGTON RELATING TO WORKMEN'S COMPENSATION INSURANCE AND RCW 18.27. THIS APPLICATION IS NOT A PERMIT UNTIL SIGNED BY THE BUILDING OFFICIAL OR HIS/HER DEPUTY AND ALL FEES ARE PAID. IT IS UNLAWFUL TO USE OR OCCUPY A BUILDING OR STRUCTURE UNTIL A FINAL INSPECTION HAS BEEN MADE AND APPROVAL OR A CERTIFICATE OF OCCUPANCY HAS BEEN GRANTED. IBC 110/IRC 110. SALE TA OTICE:Sales t ing to construction and construction materials in the City o rlin to ust be reported on your sales tax return form and E ity A gtSa p i �� .r sTt=rl S 2ol"i a ure Print Name Date Releascd By Date CONDITIONS Adhere to approved plans. THIS PERMIT AUTHORIZS ONLY THE WORK NOTED.THIS PERMIT COVERS WORK TO BE DONE ON PRIVATE PROPERTY ONLY. ANY CONSTRUCTION ON THE PUBLIC DOMAIN(CURBS,SIDEWALKS,DRIVEWAYS,MARQUEES,ETC.)WILL REQUIRE SEPARATE PERMISSION. PERMIT FEES Date Description Fee Amount 6/30/2017 Building Permit Fee $911.78 6/30/2017 Building Plan Review Fee $592.66 6/30/2017 Processing/Technology Fee $25.00 6/30/2017 State Building Code Surcharge Fee $4.50 Total Due: $1,533.94 Total Payment: $592.66 Balance Due: $941.28 CALL FOR INSPECTIONS BUILDING(360)403-3417 When calling for an inspection please leave the following information: Permit Number,Type of Inspection being requested,and whether you prefer morning or afternoon CITY OF ARLINGTON 238 N. OLYMPIC AVE -ARLINGTON, WA. 98223 PHONE; (360) 403-3551 BUILDING PERMIT Address:20410 Smokey Point Blvd Permit#:1524 Parcel#:31050800301000 Valuation:50000.00 OWNER APPLICANT CONTRACTOR Name:LANE PROPERTIES LLC Name:Kyle Westen Name:Daco Material Handling Address: 10515 EVERGREEN WAY Address:8825 S. 184th Street Address:8825 S. 184th Street City,State Zip:EVERETT,WA 98204 City,State Zip:Kent,WA 98031 City,State Zip:Kent,WA 98031 Phone: Phone:360-855-5433 Phone:360-855-5433 MECHANICAL CONTRACTOR PLUMBING CONTRACTOR Name: Name: Address: Address: City,State,Zip: City,State,Zip: Phone: Phone: LIC#: EXP: LIC#: EXP: JOB DESCRIPTION PERMIT TYPE: Tenant Improvement CODE YEAR: 2015 STORIES: CONST.TYPE: DWELLING UNITS: 0 OCC GROUP: BUILDINGS: I OCC LOAD: PERMIT APPROVAL I AGREE TO COMPLY WITH CITY AND STATE LAWS REGULATING CONSTRUCTION AND IN DOING THE WORK AUTHORIZED THEREBY;NO PERSON WILL BE EMPLOYED IN VIOLATION OF THE LABOR CODE OF THE STATE OF WASHINGTON RELATING TO WORKMEN'S COMPENSATION INSURANCE AND RCW 18.27. THIS APPLICATION IS NOT A PERMIT UNTIL SIGNED BY THE BUILDING OFFICIAL OR HIS/HER DEPUTY AND ALL FEES ARE PAID. IT IS UNLAWFUL TO USE OR OCCUPY A BUILDING OR STRUCTURE UNTIL A FINAL INSPECTION HAS BEEN MADE AND APPROVAL OR A CERTIFICATE OF OCCUPANCY HAS BEEN GRANTED. IBC110/IRC1I0. SALE. TA. OTI E:Sales t ing to construction and construction materials in the C'ty oVlt—nfl—o-h, orted on your sales tax return form and cg�ed ity A ' gton C �E 5 - S Zol? � v��7 ftn a ure I Print Name Date Released By Date CONDITIONS Adhere to approved plans. THIS PERMIT AUTHORIZS ONLY THE WORK NOTED.THIS PERMIT COVERS WORK TO BE DONE ON PRIVATE PROPERTY ONLY, ANY CONSTRUCTION ON THE PUBLIC DOMAIN(CURBS,SIDEWALKS,DRIVEWAYS,MARQUEES,ETC.)WILL REQUIRE SEPARATE PERMISSION PERMIT FEES Date Description Fee Amount 6/30/2017 Building Permit Fee $911.78 6/30/2017 Building Plan Review Fee $592.66 6/30/2017 Process inglfechnology Fee $25.00 6/30/2017 State Building Code Surcharge Fee $4.50 Total Due: $1,533.94 Total Payment: $592.66 Balance Due: $941.28 CALL FOR INSPECTIONS BUILDING(360)403-3417 When calling for an inspection please leave the following information: Permit Number,Type of Inspection being requested,and whether you prefer morning or afternoon i _ � Permit Information Date 6/26/2017 Permit Number 1524 Project Name Dwayne Lanes Arlington Applicant Name Kyle Westen Applicant Address 8825 S. 184th Street City,State,Zip Kent,WA 98031 Contact Kyle Westen Phone 360-855-5433 Email kylew@dacocorp.com Permit Type Tenant Improvement Site Address 20410 Smokey Point Blvd Valuation 50000.00 Status Applied Permit Issued Permit Expires Square Feet 0 Type of Construction/Occupancy Load Number of Stories 0 Proposed Use Mezzanine for Storage Assigned To Kristin Foster Property Information Owner Information Parcel#:31050800301000 LANE PROPERTIES LLC LANE PROPERTIES LLC 10515 EVERGREEN WAY 20410 SMOKEY POINT BLVD EVERETT,WA 98204 Contractors Contractor Name Primary Contact Phone Email Contractor Type License License# Daco Material Handling jKyle Westen 360-855-5433 kylew@dacocorp.com CONTRACTOR Review Date Type Description I Tar et Date Completed Date Assigned To Status 3/27/2017 Commercial T.I 7/4/2017 JiRick Karns 111n Review Fees Fee Description Notes Amount Building Plan Review Feel 345.83.00.001 $592.6 Total $592.6 Payments Date Paid By Amount Description Payment Type Accepted B 6/26/2017 IKyle Westen $592.66 5286768 c Tota $592.661 Amount Outstanding:$0.0 Uploaded Files f Upload File Date File I Uploaded By 777= 6/27!2017 11:01:19 AM 11524 Application.pdf I Foster,Kristin I x COMMERCIAL APPLICATION '•�� PERMIT SUBMITTAL Department of Community& Economic Development City of Arlington• 18204 59th Ave NE- Arlington,WA 98223• Phone(360) 403-3551 The following minimum information is required for your CommerciaUMulti-Family Building Permit Application.Mark each box to designate that the Information has been provided. Please submit this checklist as part of your submittal documents. Incomplete applications will delay the review. ❑ One(1) City of Arlington Comm erciaUMulti-Family Permit Application (One (1) permit application per building or structure is required) ❑ One (1) City of Arlington Commercial/Multi-Family Submittal Requirements Form ❑ Two (2) Architectural Drawings ❑ Two (2) Structural Drawings ❑ Two(2) Structural Calculations ❑ One (1) Project Specification Manuals(if applicable) ❑ One (1) NREC Code Compliance Forms ❑ One (1) Special Inspection Requirements Forms ❑ One(1) Occupant's Statement of Intended Use Form Drawings shall be BOUND SEPARATELY BY TYPE, architectural, structural and landscape, and then ROLLED TOGETHER IN COMPLETE SETS> An Intake appointment is required for all new Commercial or Multi-Family Building Permit Applications. To schedule an appointment please contact the City of Arlington Permit Center at(360)403 3551 or by small to ced0arlinatonwa.4ov. I acknowledge that all Items designated above are Included as part of this application. REV 2015 Wage 1 of 9 COMMERCIAL APPLICATION PERMIT SUBMITTAL IN {'�� 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(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. WAG 51-50 Washington State Building Code 2. WAG 51-51 Washington State Residential Code 1 WAG 51-52 Washington State Mechanical Code 4. WAG 51-54 Washington State Fire Code 5. WAG 51-56&51-57 Washington State Plumbing Code and Standards 6. WAG 51-11 Washington State Energy Code 7. WAG 296-46B Electrical Safely 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 9 COMMERCIAL APPLICATION PERMIT SUBMITTAL Department of Community & Economic Development City of Arlington• 18204 59th Ave NE• Arlington, WA 98223• Phone(360) 403-3551 DETAILED SUBMITTAL REQUIREMENTS Mark each box to designate that the information has been provided. Please submit this checklist as part of your submittal documents A. ❑ 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. ❑ 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 1l8"minimum scale.Details a minimum %-inch scale. b) Plans must show the entire tenant space. c) Specify the use of each room/area. d) Provide an occupant load calculation on the floor plan (on every floor,in all rooms and spaces) e) Show ALL exits on the plans;include new,existing or eliminated. f) Show Barrier-Free information on the drawings. g) Show the location of all permanent rooms.walls and shafts. h) Note the uses in the adjacent tenant spaces,if applicable. i) Provide a door and door hardware schedule. REV 2015 Page 3 of 9 COMMERCIAL APPLICATION PERMIT SUBMITTAL Department of Community& Economic Development City of Arlington• 18204 59th Ave NE• Arlington,WA 98223• Phone(360) 403-3551 j) Show the location of all new walls,doors,windows.etc. k) Provide details and assembly numbers for any fire resistive assemblies. 1) Indicate on the plans all rated walls,doors,windows and penetrations. m) Provide a legend that distinguishes existing walls,walls to be removed and new walls. 3. ❑ Reflected Ceiling Plan a) Plan view 11$°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 a lighting fixture schedule. 4. ❑ Framing Plan a) Specify the size,spacing,span and wood species or metal gage for all stud walls. b) Indicate all wall, beam and floor connections. c) Detail the seismic bracing for all walls. d) Include a stair section showing rise,run,landings, headroom,handrail and guardrail dimensions. 5. [� Storage Racks(if applicable) a) Structural calculations are required for seismic bracing of storage racks eight feet or greater in height. b) Eight feet or less,show a positive connection to floor or walls. NOTE:High pile storage shall meet the requirements of current International Building and Fire Codes. C. ❑ SPECIAL INSPECTION I 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 I BC 106.1. D. ❑ WASHINGTON STATE ENERGY CODE 1,One(1)completed Washington State Non-Residential Energy Code Envelope Summary forms. E. OCCUPANT'S STATEMENT OF INTENDED USE 1. The Occupant's Statement of Intended Use form shall be completely filled out and may require the submittal of a Hazardous Materials inventory Statement(HMIS). Contact the Arlington REV 2015 Page 4 of 9 r L1 1 COMMERCIAL APPLICATION PERMIT SUBMITTAL Department of Community & Economic Development City of Arlington• 18204 59th Ave NE• Arlington,WA 98223• Phone(360) 403-3551 The building permit does not include any mechanical, electrical, plumbing or fire sprinklerlalarm work. These permits are issued separately.Mechanical, electrical, plumbing, or fire sprinkler/alarm permits require a separate permit application and may also require separate plan review. Please note that any tenant improvement work in a space that involves food handling or preparation requires Snohomish County Health District approval before the permit can be issued. You must provide the Permit Center a copy of the approval letter or the approved plans. Contact the Snohomish County Health District at (425) 339-5250 with any questions or for more information. An intake appointment is required for all large Tenant Improvement Building Permit Applications. To determine if your project requires an intake appointment,to schedule an appointment or to ensure that you have the most current information,please contact the City of Arlington Permit Center at(360)403-3551 or by email to ced@)arlingtonwa.gov. Incomplete applications will not be accepted. I acknowledge that all items designated as submittal requirements must accompany my Building Permit Application to be considered a complete submittal. REV 2015 Page 5 of 9 COMMERCIAL APPLICATION s s PERMIT SUBMITTAL Department of Community & Economic Development City of Arlington- 18204 59th Ave NE- Arlington,WA 98223- Phone(360) 403-3551 THIS APPLICATION To BE USED FOR NEW COMMERCIAL STRUCTURES AND RESIDENTIAL DWELLINGS NOT REGULATED UNDER THE IRC. THIS APPLICATION MUST BE ACCOMPANIED BYA COMMERCIAL APPLICATION SUBMITTAL CHECKLIST AND AN OCCUPANT'S STATEMENT OF INTENDED USE. Name of Project: •DWAyNE LANES A21-INCiTON Valuation. 1®0K Project Address: _ 20410 SMo�4" polNT Bw4 , ARLINC-,TON , WA Q$ZZ3 . Parcel ID#: Legal Description 4W- ZIZS Owner: 1MMNC I_ANES ARLINCITON• Phone Number: 3100- - Address: 20yi0 SMOkEy IPOiUT DC'tS' K1121 It4C_jrnN State: Zip Code: Engineer: IDpNAI.O 9— . MTV Phone Number: 2 7 q Iglvlp Cell Phone: E-mail: Address WESTOM--Ire De. City: NEW SE12UN State: N1 Zip Code: 531S1 General Contractor: DHCO MA7E(Wok NANO 1NG - NUL Phone Number: 3100-BSS•5�33 Cell Phone: 31oO-SSS-5N 33 E-mail: jWt_E w 0 DAQQCQg?-COM Address: Q82,G S. MLITL' ST City kFNT State: WA Zip Code: OROM Contractor's License Number: DACOC, -` bIZNC Expiration: SI31I20ls Contact Person: qLE WESTEN1 Phone Number: 3�p_RSS-5433 Cell Phone: 3100- %SS-Sg33 E-mail: KvL.Ew @•OAcocoep. COI-A Address: MIS S• ST• City: ICE NT State: WA Zip Code: q$0S%. Proposed Scope of Work: PRU 510I C-iE DlATE0l2MS• REV 2015 Page 6 of 9 1 r, ,• 1 � I I - � �. . � 1 I 1 — L • i N — .1'1�U 1 �• 1 c r _ 1 1 1 1 1 � •• � 1 � llrl 1 1 ..• � I I 1 _ _ 1 1 � i II 1 • .l • 1 1 • �. 1 � 1 II . Q• 1 COMMERCIAL APPLICATION PERMIT SUBMITTAL Department of Community &Economic Development City of Arlington• 18204 59th Ave ICE• Arlington,WA 98223• Phone(360) 403-3551 Project Name/Tenant DWAyNC LANES CHEV20tET - A2UNC�ToN Site Address_ 2041D SMoy-E� POMT ZLVD i A9-LINO-)TON, Bldg/Unit/Suite WA 03ZZ6. IBC Construction Type TENANT ItAQtzovEn.nEN1T IBC Occupancy Type Description of Use PA'2TS ST02AGE Building Square Footage Number of Stories_ 2 Square Footage Per Floor Will there be any installation, modification or removal of the following? (Check all that apply) Cl Automatic fire extinguishing systems ❑ Compressed gas systems ❑ Fire alarm and detection systems ❑ Fire pumps ❑ Flammable and combustible liquids(tanks,piping etc...) ❑ Hazardous materials ❑ High piledlrack storage ❑ Industrial ovens/furnace ❑ Private fire hydrants ❑ Spraying or dipping operations ❑ Standpipe systems ❑ Temporary membrane structure, tents(>200sq ft)or canopies (>400 sq ft) Provide details on any of the above checked items: Installation,changes,modifications or removal of any of the above may require additional submittals, Information,or permits during the plan review or construction process. Statement of Special Inspection REV 2015 Page 7 of 9 L I I I 1_ IA I COMMERCIAL APPLICATION '•�� to PERMIT SUBMITTAL Department of Community & Economic Development City of Arlington- 18204 59th Ave NE- Arlington,WA 98223• Phone(360) 403-3551 Name of Project: ICES CFtEVfZ0LF_T - ARutgGTON Project Address: ZOaIO SMok �_ INT _ 6L\JD , MUNUTON, WA OtS123 Special Inspection Firm: sI - INTERTI-I r_ Address: 2050$_ %ToT\JFLWF _T _SUIT K L N.N-MOOD , WA g80310 Contact Person: DAt4 L KURN Phone: 425-408-2504 Email: Special Inspection Firm Special Inspectors: The Special inspection Firm of will perform special inspection for the following types of work (separate forms must be submitted if more than one firm is to be employed). ( ) Reinforced Concrete (A) Bolting in Concrete ( ) Pre-stressed Concrete ( ) Shotcrete ( ) Structural Masonry ( ) Structural Steel and Welding ( ) High-Strength Bolting ( ) Spray-Applied Fireproofing ( ) Smoke-Control Systems ( ) Other Specify: All individual inspectors to be employed on this project will be WABO certified for the type of inspection they are to perform. If inspection is for work that is not covered by the WABO categories,a detailed resume of the inspector and firm must be submitted.The resume must show the inspector and firm are qualified to perform the work and testing required by the project design and specifications. The work shall be inspected for conformance with the plans and specifications approved by the City. Revisions and addenda sheets will not be used for inspection unless approved by the City.The special inspector shall report to the City revisions that are not approved. A daily record will be maintained on site Itemizing the inspections performed,for the review of all parties.Any nonconforming items shall be brought to the immediate attention of the contractor for resolution.A weekly shall be submitted to the City;detailing the inspections and testing performed, listing any nonconforming items and resolution of nonconforming items.Unresolved nonconforming items will be detailed on a discrepancy report and presented to the building department. A final report shall be submitted to the Building Division prior to the Certificate of Occupancy being issued. This report will indicate that inspection and testing was completed in conformance with the approved plans,specifications and approved revisions and addenda. Any unresolved discrepancies must be detailed in the final report. The special inspector and special inspection firm serve in the role as'deputy'City of Arlington inspectors and as such are responsible to the City of Arlington Building Division in the performance of the required work. Contractor: The contractor shall provide the special inspector or agency adequate notification of work requiring inspection. The City approved plans and specifications must be made available,at the job site for the use of the special inspector and the City Inspector.The contractor shall maintain all daily inspections reports,on site,for review. REV 2015 Page 8 of 9 _; _ �. �� ' - ' � _� r � t�' a COMMERCIAL APPLICATION PERMIT SUBMITTAL Department of Community Economic R y & co omic Development City of Arlington ! 18204 59th Ave NE- Arlington,WA 98223• Phone(360) 403-3551 The special inspection functions are considered to be in addition to the normal inspections performed by the City and the contractor is responsible for contacting the City to schedule regular inspections.No concrete shall be poured or other work covered until approved by the City Inspector. Building Division: The Building Division shall review any revisions and addenda.Approved copies will be given to the contractor to maintain as part of the approvea plan set. The City Inspector will monitor the special inspection functions for compliance with the agreement and the approved plans. The City Inspector shall be responsible for approving various stages of construction to be covered and work to proceed. Design Professionals: The architect and engineer will clearly indicate on the plans and specifications for the specific types of special inspection required, and shall include a schedule for inspection and testing. The architect and engineer will coordinate their revisions and addenda process in such a way as to insure all required City approvals are obtained, prior to work shown on the revisions being performed. Owner: The project owner,or the architect or engineer acting as the owners agent, shall employ the special inspector or agency. ENFORCEMENT: A failure of the special inspector or firm to perform in keeping the requirements of the IBC,the approved plans and this document may void this agreement and the Building Officials approval of the special inspector.In such case a new special inspector and/or firm would need to be proposed for approval.A failure of the design and/or construction parties to perform in accordance with this agreement may result in a STOP WORK notice being posted on the project, until nonconforming items have been resolved. ACKNOWLEDGEMENTS have read and agree to comply with the terms and conditions of this agreement. Owner: ©ate: t hereby certify that the above information is correct and that the construction on, and the occupancy and the use of the above-described property will be in accordance with the laws, les and regulation of the State of Washington. Applicants Signature VI'Le WtrSTEl�I to(ZZ ZO1-4 - Print Applicants Name pate FOR STAFF USE ONLY Received JUN 2 6 2017 Permit Pt y Amount Received Receipt# Date Received REV 2015 Page 9 of 9 . ' '`.. ri Lynnwood,WA 98036 Phone:(425)409-2504 ,Er3- f-5rSP� Daily Field Report Client 52 Project Work Order No. Date 4 Technician Cc Al e— A X The information presented in this report is preliminary in nature and presented for informational purposes only. The final report shall be conclusive as to intertek-PSI's findings. The information included herein is not to be used for acceptance,compliance,or contractual purposes. This information is subject to review and change. These test results apply only to the specific locations noted and may not represent any other locations or elevations. Reports may not be reproduced, except in full,without written permission by Intertek-PSI. Rev.2017 0105 1 - - •1 ' II y � _ J II 1 _ I STRUCTURAL CALCULATIONS FOR DWAYNE LANE'S CHEVY 20410 SMOKEY POINT BLVD ARLINGTON, WA 98223 JUNE 14, 2017 6-14-17 OFFICE COPY PREPARED BY: CUBIC DESIGNS, INC. 5487 S. WESTRIDGE DRIVE NEW BERLIN, WI 53151 (262) 789-1966 PROJECT#9523EY Received JUN 2 6 2017 PAT) isZ4 �,.-} ,� . c' . �� DESIGN NOTES AND ASSUMPTIONS All Cubic Designs, Inc. systems are supported by columns anchored to the floor slab with wedge anchors. Systems are designed such that the columns provide lateral stability without bracing. The columns are analyzed assuming a fixed top and a pinned base. Fixity at the top is achieved via a bolted (Gr. 5) connection to the framing ends. The columns and framing ends are designed for the appropriate seismic zones. The framing system consists of cold formed channels using high strength steel with a minimum yield of 50 KSI. The channels are designed per the AISI steel code. Framing channels are positioned with their open sides alternated wherever possible and braced along the flanges (by the deck on top and by bridging on the bottom) to prevent torsional deflection. Framing members transfer loads (joist into a stringer or stringer into a column top) via welded connections (hanger welded to a stringer) or direct compression reaction (stringer end directly atop a column). The deck system is either bar grating or roof deck. In the case of roof deck, it is covered with either plywood or steel plate - neither cover is counted on for strength purposes. The grating or roof deck is designed for appropriate uniform and/or concentrated loads indicated. Page 1 of 43 DESIGN CALCULATIONS JOB# 9523EY PROJECT: DWAYNE LANE'S CHEVY LOCATION: ARLINGTON, WA 98223 DISTRIBUTOR: DACO SEISMIC DESIGN CATEGORY: D CAPACITY: 125 PSF LIVE LOAD 10 PSF DEAD LOAD DECK TYPE: 19W4 BAR GRATING (1x1/8 BEARING BARS) FRAMING: 15CD11 F ( 15 IN. DEEP x 3 IN. WIDE CHANNEL- 11 GAUGE) COLUMNS: TS3x3x11GA HSS6x6x3/16 Page 2 of 43 CHECK CAPACITY OF 19W4 BAR GRATING: MAX. SPAN = 3.63 FT. - 1 SPAN CONDITION LOAD WIDTH = 1.00 FT. LIVE LOAD = 125 PSF DEAD LOAD = 5.1 PSF Mx = LOAD WIDTH x(LL+DL)x MAX. SPAN A2/8 x 12 IN/FT = (1.00) (125+5.1) (3.63)"2/8 x 12 2564 IN.-LBS. MCAP = 0.216 INA3 x 18000 PSI 3888 IN.-LBS. > 2564 IN.-LBS. OK Page 3 of 43 JOIST ANALYSIS FOR 15CD11 F MEMBERS UNIFORM LOAD = 125 PSF(LL) + 5.1 PSF(DECK WT)+9.4 LBS/FT(JOIST WT) CLEAR LOAD ACTUAL MOMENT MOMENT ACTUAL ALLOW. SPAN WIDTH MOMENT CAPACITY INERTIA DEFL. DEFL. (FT) (FT) (IN-LBS) (IN-LBS) (IN-4) (IN) (IN) 16.65 3.08 170362 328600 78.514 0.287 0.832 OK 14.81 3.58 156534 328600 78.514 0.209 0.741 OK Page 4 of 43 FRAMING MEMBER ANALYSIS MEMBER NO.: Al MEMBER SIZE: 15CD11 F MOMENT OF INERTIA: 78.514 INA4 MOMENT CAPACITY: 328600 IN-LBS UNIFORM LOAD: 125.0(LL) + 9.4(DL) = 134.4 PSF LOAD UNIFORM BEAM DISTANCE POINT LOAD MEMBER WIDTH LOAD SEGMENT FROM END LOAD WIDTH LENGTH (IN) (LBS/FT) (IN) (IN) (LBS) (IN) (FT) 0.00 0.00 0 31.00 31.00 3401 35.44 17.15 0.00 0 36.38 67.38 3491 36.38 17.15 0.00 0 36.38 103.75 3545 36.94 17.15 0.00 0 33.50 137.25 BEAM CLEAR SPAN = 137.25 IN. END REACTION @ 0.00 IN. = 5276 LBS END REACTION @ 137.25 IN. = 5162 LBS SHEAR= 0 67.4 IN. FROM SUPPORT AT 0.00 IN. MAX. MOMENT @ POINT OF -0-SHEAR = 231700 IN-LBS < 328600 IN-LBS OK Page 5 of 43 5118t2017 Design Maps Summary Report Design Maps Summary Report User-Specified Input Building Code Reference Document ASCE 7-10 Standard (which utilizes USGS hazard data available in 2008) Site Coordinates 48.182581N, 122.195631W Site Soil Classification Site Class D —"Stiff Soil" Risk Category I/II/III ..T T Stanwood. FRFX HIL4_ k PORT, t. ai '. BAY - q4 ^ ,, Arlington Callan 'Warm Beach 1 TA Ri 0V 6TON Ai!N1AJ9 nR i TVLuPRESMATION .Granite Fat USGS-Provided Output SS = 1.079 g S,,75 = 1.153 g Sos = 0.769 g Si = 0.421 g SM, = 0.665 g So, = 0.444 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. IACFR Reep-onse Spectrum Design Response Spectrum am I.77 a� I.IIB '1 ri Q% QBa 0Al am a®] aL] a4a 0.s2 a2a aa4 a1 a 12 aas QOO QOO 11,91 103 123 3 I-4O 1 W I-.90 ZX aw aza a4-3 a,-,z Qa] ijm 1 20 +/0 t ao IM ZO] Penc4 T(eec) Period,T(sec) For PGA, TL, CRS, and CRl values, please view the detailed report. 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 too] is not a substitute for technical subject-matter knowledge. Page 6 of 43 SEE ASCE-7 TABLE 1-1 FOR OCCUPANCY CATEGORIES FOR BUILDINGS AND OTHER STRUCTURES RESPONSE MODIFICATION FACTOR, R= 3.5 (SEE ASCE-7 TABLE 12.2-1) IMPORTANCE FACTOR 1= 1 (SEE ASCE-7 TABLE 11.5-1) CALCULATE Ta=Ct(hn)^x Ct= 0.028 (SEE ASCE-7 TABLE 12.8-2) x= 0.8 (SEE ASCE-7 TABLE 12.8-2) MEZZANINE HT. (ft.) hn= 10 ft. Ta= 0.18 s OCCUPANCY CATEGORY: OZ (SEE ASCE-7 TABLE 1-1) ENTER VALUES FROM "MCE GROUND MOTION" SHEET Si = 42.1 % SMs = FaSs= 1 15.3 % SMi = FvS1= 66.5 Sos=(2/3*Sons)/100= 0.769 SDI=(2/3*Snni)/100= 0.443 Ts=SD1/SDS= 0.58 s 0.8Ts= 0.46 ASCE-7 SECTION 11.6: IS S1 <75%g IYES 1. CHECK IF Ta<0.8Ts IYES 2. SEE NUMBER 1 ABOVE 3. IS EQ. 12.8-2 USED TO DETERMINE Cs: YES 4. RIGID DIAPHRAGM OR FLEXIBLE DIAPHRAGM WITH SPANS LESS THAN 40 FEET: YES DOES ASCE-7 SECTION 11.6 APPLY: YES SEISMIC DESIGN CATEGORY BASED ON SDS= D SEISMIC DESIGN CATEGORY BASED ON SDI= D THEREFORE SEISMIC DESIGN CATEGORY= OD NOTE: SDC MAY BE BASED ONLY ON SDS IF SECTION 11.6 APPLIES NOTE: IF Si IS EQUAL TO OR GREATER THAN 75%g THEN OCCUPANCY CATEGORY I, II, and III STRUCTURES SHALL BE ASSIGNED TO SEISMIC DESIGN CAT. E AND OCCUPANCY CATEGORY IV STRUCTURES SHALL BE ASSIGNED TO SEISMIC DESIGN CATEGORY F SEISMIC BASE SHEAR,V=CsW CALCULATE Cs: Cs=Sos/(R/1) Cs= 0.220 Csmin=0.044SDs*I Csmin= 0.034 Csmax=SD1/[T(R/1)] Csmax= 0.717 THEREFORE Cs= 0.220 Page 7 of 43 .Y z X I ' Cubic Designs, Inc. SK- 1 Ahmed Ghazai DWAYNE LANE'S CHEVY June 13, 2017 at 11:16 AM 9523EY FULL MODEL 1 MEZZ MODEL-ANG FINAL CHE... Page 8 of 43 .Y z �X MS 5 s �i 1 s d`tig b !j`19 N !1 11 19 O 14 c 0 M 12 39 Cubic Designs, Inc. SK-2 Ahmed Ghazai DWAYNE LANE'S CHEVY June 13, 2017 at 11:17 AM 9523EY JOINTS/ MEMBERS MEzz MODEL-ANG FINAL CHE... Page 9 of 43 .Y z X 125ksf n / / l Loads:BLC 2,LL Cubic Designs, Inc. ' SK- 3 Ahmed Ghazai DWAYNE LANE'S CHEVY June 13, 2017 at 11:18 AM 9523EY LIVE LOAD I MEZZ MODEL-ANG FINAL CHE... Page 10 of 43 .Y Z X r% i i j r Loads:BLC 1,DL Cubic Designs, Inc. SK-4 Ahmed Ghazai DWAYNE LANE'S CHEVY June 13, 2017 at 11:18 AM 9523EY _ DEAD LOAD MEZZ MODEL-ANG FINAL CHE— Page 11 of 43 .Y z+ X Loads:BLC 3,EU Cubic Designs, Inc. I SK-5 Ahmed Ghazai DWAYNE LANE'S CHEVY June 13, 2017 at 11:19 AM 9523EY SEISMIC SHEAR LOAD MEZZ MODEL-ANG FINAL CHE... Page 12 of 43 .v Z. X r' Loads:BLC 4,ELz Cubic Designs, Inc. SK-6 Ahmed Ghazai DWAYNE LANE'S CHEVY June 13, 2017 at 11:20 AM 9523EY SEISMIC SHEAR LOAD MEZZ MODEL-ANG FINAL CHE.. Page 13 of 43 Company Cubic Designs,Inc. June 13,2017 Designer Ahmed Ghazai 11:27 AMJob Number Checked By T E c H N o L o G 1 E s Model Name DWAYNE LANE'S CHEVY Load Combinations Description So...PDelta S...BLCFac..BLCFac...BLC Fae..BLCFac..BLCFac..BLCFac..BLCFac..BLCFac..BLCFac..BLCFac., 1 ASCE ASD 1 Yes C DL 1 2 1 ASCE ASD 2!Yesl C _ DL' 1 .LL; 1 3 ASCE ASD 5(...Yes C DL-1 Sd..__94 Rho... ,7 LL 1_25 1 4 ASCE ASD 5(...;Yes C DC fl_TSd....1 I'Rho..' .7 11 .25 i I 5 ASCE ASD 5(...Yest C DL 1 Sd...•14 Rho..;-,7 LL .25 6 ASUE ASL)5(... Yes C i i DL: 1 JS& .14 Rho... -.7 'LL .25 7 ASCE ASD 6(...'Yesi C DL 1 Sd..'..105 Rho....525 LL .75 $ ASCE ASD 6(...Yesl C 1 ;DL 1 Sd...105 Rho.. .525'LL'• 5 9 ASCE ASD 6(...Yes C DL 1 Sd....105 Rho..r.525 LL i.75 10 'ASCE ASD 6(...Yes, C DL! 1 Sd...105 Rho..'.525i LL .75 11 ASCE ASD 8(a)Yes C DL .6 Sd...,14'Rho... .7 LL .25 12 iASCE ASD 8(b)Yes! C I IDQ .6 Sd•:-.141Rho... ,7 LL,.25 13 ASCE ASD 8(c)Yes C DL .6 'Sd..r.14'Rho...-.7 LL1.25 14 JASCE ASD 8(d)Yesi C I DL .6 Zd.. .14 Rho..;-.7 LL .25 I 15 ASCE ASD 5(... C DL 1 Sd••:.14 Om... _7_ LL .25 116 iASCE ASD 5(... C iDLI 1 iSd.. _14 Om...; 7 17 ASCE ASD 5(...I C DL 1 Sd•••.14 'Om... _.7 LL .25 18 JASCE ASD5(._.I C DL 1 Sd..r.14 Om...; _.7 LL!.25 19 ASCE ASD 6(... C DL 1 Sd....105,0m.....525 LL .75 20 iASCE ASD 6(...I I C DL: 1 Sd...•105 Om...�.525 LL 75 ' 21 ASCE ASD 6(... C DL 1 Sd..'..105 Om -.525 LL .75 22 'ASCE ASD 6(... C DL' 1 Sd...105 Om...r.5251 LL .75 23 'ASCE ASD 8(... C DL .6 'Sd.«.14 Om... .7 LL .25 24 1ASCE ASD 8(... C DI )m...' .7 LLi-2 j J 25 ASCE ASD 8(..._ C DL .6 Sd••-.14 Om... -.7 LL .25 26 ',ASCE ASD 8(... C DL_.6 Sd•,r.14 Om••• -.7 LL .25 Basic Load Cases BLC Description Category X O-ravity_Y Gravity Z Gravity_ Joint Point Oistribut...Area(Me..'SurfM-(' 1 _ _DL DIL -1 _ _ 3 _ I_ 2 LL LL _ 3 _ _ 3 _ EU ELX__ 3 _ { F 4 ELZ _ ELZ_ �. _ _- T� _I 5 BLC 1 Transient Ar. . _ _None ! 15 _ L 6 BLC 2 Transient Ar... None 15 J 7 BLC 3 Transient Ar... None- 8 BLC 4 Transient Ar... None Joint Coordinates and Temperatures Label _-[in] Y[inj_ Z On] _ Tempffj Detach From-Diap... 1 N1 414 111.5 0 0 L 2 N3 291 111.5 0 0 3 N4 291 0 0 0 4 N5 - - 144.25_ 111.5 0 0 5 N6 _ 144.25 0 0 0 i 6 N7 0 111.5 ! 0 , 0 I 7 N8 0 0 0 0 8 N9 414 111.5 183.75 0 9 N11 291 111.5 205 0 10 N12 291 0 205 0 11 N13 144.25 111.5 205 0 12 N14 I 144.25 0 205 0 13 N 15 0 111.5 24R_ - - 0 RISA-3D Version 14.0.0 [\...\...\...\...\...\...\...\SEISMIC\MEZZ MODEL-ANG FINAL CHECK.r3d] Page 1 Page 14 of 43 Company Cubic Designs, Inc. June 13,2017 �� Designer Ahmed Ghazai 11:27 AM Job Number 9523EY Checked By: T e C R N O o o i E s Model Name DWAYNE LANE'S CHEVY Joint Coordinates and Temperatures (Continued) Label X linl y rinlZ in Temp rFl _Detach From Diap... i 14 N16 0 0 205 0 1 _ 15 N17 0 111.5 205 0 16 N18 59 111.5 249 _ 0 17_ _ N 19 _ 59 _ 0 2_49 0 18 N20 59 111.5 T 205 0 19 N21 291 111.5 183.75 0 20 N22 36.68 111.5 0 0 21 N23 36.68 111.5 205 0 22 N24 73.36 111.5 0 I 0 23 N25 73.36 111.5 205 0 _ 24 N26 110.04 111.5 0 0 _25 _ N27 110.04 111.5 205 0 L26 N 180.93 111.5 27 N29 180.93 111.5 205 0 28 N30 i 217.61 111.5 0 i 0 29 _ N31 217.61 111.5 205 0 D0 N32 254.29 ! 111.5 31 N33 1 254.29 111.5 205 0 32 N 34 372.2 111.5 0 33 __ N35 372.2 111.5 183.75 0 34 _ N36 330.4 __ 111.5_ _ 0 _. 0 _ 35 _ N37 330.4 111.5 1 183.75 0 L_36 N38 372.2 0 0 ! 0 37 N39 372.2 0 183.75 0 Member RISC 14th(360-10):ASD Steel Code Checks LC Member Shape QG-&%x _Loc[in] Shear_. Loc[in]Dir Pnc/om...Pnt/om...Mnyylo...Mnzz/o... Cb Eqn 1 1 M2 HSS6x6x3 1 .025 0 .001 0 z 62.274 119.162,19.541 19.541 1.656 1-11-1b 2 1 _ HSS6x6x3 _.024 .0-- t 001 � � z.62274._11s.162 19.541 19 541 1.656 H1-1b 3 1 M4 HSS6x6x3 .017 0 .000 1 0 V.62.274 119.162 19.541 19.541 1.656 H1-1b 4 1 A110 HSS6x6x3' •027 _ .001 TO z 62,274 119.162 19.541 19.541 1.656 H1-1b1 5 1 M11 HSS6x6x3 .023 0 001 0 z 62.274 119.162 19.541 119.541 1.656 H1-1b 6 1 M16 1 HSS5x5x3 002_ 5; .000 0 y 38.084 98.204 14.696 14.696 1 H1-1bj 7 1 M29A HSS6x6x3 .020 0 .001 0 V 62.274 119.162 19.541 19.541 1.656 H1-1b 8 1 M30 HSS6x6x3 015_ 0 .001 0 z;62. 774 119.162 19.541 19.541 1.656W-1b 9 1 M31 HSS6x6x3 014 _ _ 0 .001 0 z 62.274 119.162 19.541 '19.541 1.656 H1-1 b 10 2 M2 HSS6x6x3 ' _ _ 1.402 Q1_5 0 z 62.274 119.162,19.541 19.541 11.6 1-1 b 56 H 11 2 M HSS6x6x3 _ _ .487_ _ 0 .014 0 z 62_274. _ 119.162 19.541 19.54111.656H1-1a .238 .00 0 ,62.2712 2 119.162;19.541 19.541 `1.65601-1bl 13 2 M10 HSS6x6x3 .418_ _ _ 0 I .015 0 ___z 62.274.119.162 19_541 .19.541 1.656 H1-1b 14_ 2 M11 HSS6x6x3 1 �2 i 0 .014 0 z 162-274;119.162 19.541 ' 9.541!1.656TH1-1a) 15 2 M16 HSS5x5x3 .010 111. .000 0 Y_38084 98.204,.14.696 14.696 1 'H1-lb 16 2 M29A HSS6x6x3 281 _ u- y 62.274 119.162i19.541_.19.541 1.656H1-1bl 17 2 M30 HSS6x6x3 1 .235 LL 0 .009 0 z 62.274 119.162 19.541 19.541 1.656 1-11-1b 18 . 2 . M31 ' HSS6x6x3 212_ _ 0 .008 0 z,62.274_119.162119.541_i19.541 1.656 H1-lb; 1.9 . 3 , M2 HSS6x6x3 _344 0 ._016 _0 v,62274. 19.162 19.541:19,541 1.656 H1-1b ( 20 3 ! M3_ ! HSS6x6x3 .360 0 1 _� y,62.274_119.162 19.541 19.541 11.656 H1-1bl 21 3 M4 HSS6x6x3 .216_ 0 .011 0 62.274 119.162 19.541 19.541 1.656 HI-lb 22 3 M10 HSS6x6x3 _ .346 ---r 0 016 0 �y 62.274 _119.162 19. 1 19,541 1.656 H1-ib, 23 M11 HSS6x6x3 .377 --r 0- .017 0 V 62.274 119.162 19.541 19.541_1.656 F11-1 b 24 3 M1.6 HSS5x5x3 .004 1111,51. .000 1 0 y 38.084 98.204,14.696 14.696_ 1 H1-lb 25 3 M29A HSS6x6x3 .236 0 .012 ! 0 y 62.274 119.162 19.541 19.541 1.656 H1-1b 26 3 M30 HSS6x6x3 .309 0 .015 0 y 162.274 119.162 19.54.1 19,541 1.656 H1-1b 27 3 M31 HSS6x6x3 .285 0 .013 0 y 62274'119.162 19_.541 19.541 1.656 H1-1 b 28 4 MZ HSS6x6x3 208 0 010 0 z 6 .22 4 1119.162 19.541 19.541 1.656 H1-1bl RISA-3D Version 14.0.0 [\...\...\...\...\...\...\...\SEISMIC\MEZZ MODEL-ANG FINAL CHECK.r3d] Page 2 Page 15 of 43 Company Cubic Designs, Inc. June 13,2017 • r it Designer Ahmed Ghazai 11:27 AM -•� a j��'� Job Number 9523EY Checked By: T E C H N O L O G I E S Model Name DWAYNE LANE'S CHEVY Member AISC 14th(360-10):ASD Steel Code Checks (Continued) LC Member Shape UC Max _Loc[inj Shear... Loc[in]Dir Pnc/om...Pnt/om...Mnyy/o...Mnzz/o... C4 Eqn 29 4 M3 HSS6x6x3 303 0 .016 0 z 62.274 119.162 19.541 19.541 1.656H1-1b 130 Al M4 HSS6x6x3 .206 1 0 .01Q 1 0 .z!62.274 119.162!19.541119.541 1.656H1-1b 31 4 M10 HSS6x6x3 .372 0 .019 0 z 62.274 119.162 19.541 19.541 1.656 HI-lb 32 4_,._ M11 ; HSS6x6x3 _,q44 Q p24 0 _z�62.274.119.162!19.541 19.541_1•656 H1-1� 33 4 M16 HSS5x5x3 .004 111.5 .000 0 V,38.084 98.204 14.696 14.696 1 H1-lb: 34 4 . M29A HSS6x6x3 .284 ! 0 .014 1 0 1 z 162.274, 19.162119.541 119.541 '1.656 H1-1b 35 4 M30 HSS6x6x3 .263 0 .014 0 z!62.274 119.162 19.541 19.541 1.656 H1-lb j_36 4 M31 HSS6x6x3 ! .163 0 .009 0 iz 162.274 i 119.162119.541 1.19-541 1.65611H1-1b 37 5 M2 HSS6x6x3 .329 0 013 0 62.274 119.162 19.541 19.541 1.656 H1-1b 38 5 M3 HSS6x6x3 .328 0 .014 Y 2.274 119.162i19.541 19.541 1.656H1-1b 39 5 M4 HSS6x6x3 ,294 0 .015 Q 1 V 162.274 119.162 19.541 19.541 1.656 H1-1b 40 . 5 , M10 HSS6x6x3 297 0 012 0 v 162274 1 1 1 9.162,19.541 !19.541 !1.656 H1-1 b 41 5 M11 HSS6x6x3 _ .381 0 017 0 62.2741119.16219.541 19.541 1.6561H1-1bi 142 i 5 M16 HSS5x5x3 ) .004 111_.5, .000 I 0 Iy138.084i98.204'14.696114.696 1 IH1-1h 43 5 M29A HSS6x6x3 .317 0 .017 0 v 62.274 119.162 19.541 19.541 1.656 HI-lb 44 5 M30 1 HSS6x6x3 284 0 0142274 119.162�19.541 A9.541 �1.656H1-1b 45 5 M31 HSS6x6x3 .279 0 .014 0 v 62.274 119.162 19.541 19.541 1.656 H1-1b, 46 ; 6 .' M2 HSS6x6x3 , .358 z! 2. 4,119.162.19.541 119.541 '1.656 H1-1b 47 6 M3 HSS6x6x3 .447 0 .024 0 z 62.274 119.162 19.541 19.541 1.656 H1-1 b 48 6 M4 HSS6x6x3 ; .277 0 .014 0 z 62.274;119.162 19.541 19.541 1.656 H 1-1 b 49 6 M10 HSS6x6x3 .211 0 .010 1 0 z 62.274'119.162 A 9.541 19.541 1.656 H_1-1 bl 11 ' HSS6xsx3' p 1 .016 0 Z;6227¢ 119.162119.541 19.541;1.6561H1-1b) 51 6 M16 HSS5x5x3 .004 111.5 .000 0 v 38.084 98.204.14.6961,14.696 1 1-11-11bi 52 6 M2 I HSS6x6x3 228 0 .010 0 z M.274 119.162�19.541 119.541 1.656 H1-1 bj 53 6 M30 HSS6x6x3 .185 0 .009 0 z 62.274 119.162 19.541 19.541 1.656 H 1-1 b =54-6 M31 7HSS6x6x3 .257 0 I .014 0 z 62.274 119.162 19.541 19.541 1.656 H1-1b 55 7 M2 HSS6x6x3 .488 0 015 0 62.274 119.162 19.541 '19-541 1.656 H1-1b 56 7 ' M3 I HSS6x6x3 A95 _ 0 .014 0 y 62.274:119.162 119.541 '19.541 11.656 H 1-1 b 57 7 M4 HSS6x6x3 .197 0 .006 0 v 62.274.119.162'19.541 '19.541 1.656'1-11-1b 58 7 M10 1 HSS6x6x3 .499 0 ( .017 0 'yi62.274 119.162 19.541 19.541 I1.656 H1-1b1 59 7 M11 HSS6x6x3 .555 0 .013 ! 0 v 62.274 119,162 19.541 19.541 1.656 H1-1a 60 7; M16 HSS5x5x3 ) .008 111.5, .000 0 iy 138.084;98204,14.696 14.696'1 1 11-11-1 b 61 7 M29A HSS6x6x3 .201 0 005 0 62.274 119.162 19.541 19.541 1.656 H1-1b �-62 7 M30 HSS6x6x3 .373 0 1 .013 0 y l62.2741119.16z 19.541_;19_.541 i1.656 H1-1b1 63 7 M31 _ HSS6x6x3 321 0 .010 0 v 62.274 119.162 19.541 19.541 '1.656 H1-1b 648 M2 HSS6x6x3 .125 0 1 004 0 y 162.274 119.162'19.541 i 19.541 1.656 H 1-1 b 65 8 M3 HSS6x6x3 .221 0 .006 0 z 62.274'119.162'119.541 19.541 1.656 H1-1b 1. 66 ! 8 M4 I HSS6x6x3 -190 0 i .005 1 0 z162.2741119.162.1,9.541 ,19.541 ,1.656 H1-1_b 67 8 ' M10 HSS6x6x3 .521 0 .023 0 z'62.274''1119.16219.541 19.541 1.656'H1-1b [ 68 8 M11 HSS6x6x3 .617 0 ' .027 0 z 622741119.162!1.9.541 19.54111-656'H1-1a 69 8 M16 HSS5x5x3 .008 111.5 UUU U ViJd.UtS419b.ZU4 14.bylb 14.bylb 1 -11-10 70 8 M29A HSS6x6x3 .377 0 .014 J 0 z162.274 119.162,19.541 ;19.541 '1.656H1-1b1 71 8 M30 HSS6x6x3 .319 0 .016 0 z 62.274 119.162 19.541 _19.541 '1.656 H1-1b i 72 8 M31 i HSS6x6x3 .097 0 003 ! 0 z 62.274 119.162i,1g.541 19,541 1.656IH1-1� 73 9 M2 HSS6x6x3 .396 0 .012 0 z 62.274 119.162'19.541 19.541 11.656 H1-1b 74 9 M3 HSS6x6x3 .428 0 .011 0 �z 62.274 119.162 19.541 119 5 1 1.656'H1-1b 75 9 M4 HSS6x6x3 .361 0 .015 0 v 62.274 119.162 19.541 119.541 1.656 H 1-1 b 76 9 M10 HSS6x6x3 42 _ 0 .012 0 z 162.274.119.162119.541 ,19.541 11.656 iH1-1b 77 9 M11 HSS6x6x3 .559 0 .013 0 '62.274 119.162 19.541 19.541 1.656 1-11-1a 78 9 M16 i HSS5x5x3 X08 111.5 .000 0 y;38,084:98.204114,696'14.696 1 ;H 1-1 bl 79 9 M29A HSS6x6x3 .403 0 .018 0 62.274 119.162;19.541 19.541 1.656 1-11-1b 80 9 : M30 HSS6x6x3 324 0 .010 0 y 162.274.119.162�19.541 :19.541 '1.656 H -1 hi 81 9 M31 Hss6x6x3 _ .335 0 .012 0 62.274 119.162 19.541 19.541 1.656 H1-lb 182 '10.1 M2 HSS6x6x3 , .502 0 .023 Q z!62.274 119.162'19.541 19.541 ,1.656 1H 1-1 b 83 .10 M3 HSS6x6x3 .625 0_ _ .027 0 z_62.274 119.162 19.541 19.541 11.656 H 1-1 a 184-1 M4 HSS6x6x3 ' .348 I 0 1 .014 0 z i62.274]119.162119.541 19.541 I1.656[�1-1 bj 85 10 M10 HSS6x6x3 , .137 0 .005 0 ,y 62.274 ill9.16219.541 19.541 1.656 H1-1b RISA-3D Version 14.0.0 [\...\...\...\...\...\...\...\SEISMIC\MEZZ MODEL-ANG FINAL CHECK.r3d] Page 3 Page 16 of 43 r Company Cubic Designs,Inc. June 13,2017 OF Designer Ahmed Ghazai 11:27 AM ►� � ,4 � Job Number 9523EY Checked By: T E c H N o L o a i E s Model Name . DWAYNE LANE'S CHEVY Member AISC 14th(360-10): ASD Steel Code Checks (Continued) HSS6x6x3 Shear L�(in(_Dir Pnc/om_..Pnt/om...Mny,Y/o..,,Mnzt/o..._ Cb Egn LC Member hape UC Max Locpn! �86 110 M11 .497_ 0 _.006 0 z62274111s.162 19.541 ,19.541 i1.6561H1-1b] 87 10 M16 HSS5x5x3 .008 111.5. .000 ._ 0 Y.38_.084 98.204 14.696'14.696' 1 H1-1b'l, 88 10, M29A HSS6x6x3 .236 0 .006_ 0 62.274 119.162!19.541 19.541 1.656 1-1 b 89 10 M30_ HSS6x6x3 .122 0 .002 0 z 62.274 119.162 19.541 19.541 1.656 H1-1 b 90 101_ M31 HS 6 31 016 0 z 162.274 1 2 19.541 19.541 11.656 H1-1b _ 91 11 M2 HSS6x6x3 .327 0 .016 1 0 62.274119.16219.541 19.541 !1.656'1H1-1b 92 111 M3 HSS6x6x3 .343 6 .015 0 'y!62274 119.162I19.541 19.541 1.656 H1-1b 93 11 M4 HSS6x6x3 ', .212 0 .011 0 v 62.274 119.16219.541 19.541 1.656',H1-1b t 94 111 M10 HSS6x6x3 1 .328 0 ' _016 0 V 162.274'119.162'19.541 19.541 11.656 H1-lb 95 11 M11 HSS6x6x3 .361 0 .016 0 v 62.274 119,162 19.541 19.541 1.656 Hi-lb, 96. 11�M16 HSS5x5x3_ .003 1111.5 .000 0 ,y i38.084198.204114696 14.696: 1 1-11-17b 97 11 M29A HSS6x6x3 .233 0 .012 0 v 62.274 119.162 19.541 19.541 1.656 H1-1b, 98 i111 M30 HSS6x6x3 .298 0 .045 0 y 62.274!119.162 19.541 '19.541j1.656�H1-1b 99 11 M31 HSS6x6x3 .277 0 .013 0 v 62.274 119.162 19.541 19.541 1.656 111-110 100 121 M2�-7 HSS6x6x3 .208 1 0 I .010 0 z 62.274 119.162 119.541 �19.541 '1.656 H 1-1 b 101 12 M3 HSS6x6x3 .301 0 .016 0 z!62.274 119.162 19.541 19.541 1.656 H1-1b 102 12 M4 1 HSS6x6x3 .202 1 0 010 0 z 162.274 119.162 19.541 19.541,1.656 H 1-1 b 103 '12 M10 HSS6x6x3 .354 0 .018 0 z 62.274 119.162 19.541 119541 1.656 H1-1b. 104 ,12' M11 HSS6x6x3 .427 0 .023 0 z_62.274.119.162 19.541 ,19.541 11.6561H1-1b 105112 M16 HSS5x5x3 .003 111.5I .000 0 v 38.084 98.204 14.696 14.696 1 111-1b 106 12,_ M29A �_HSS6x6x3 .270 0 �_01.3_ 0 :z,62.274'119.16219.541__19.541 ,L6561KI-1b 107 12 M30 HSSsxsx3 .254 0 .014 0 z 62.274 119.162 19.541 '19.541 1.656 HI-lb 108 ,12 M31 HSS6x6x3 .163 0 .009 0 z 162.274'119.162 19.541 19.541 �1.6561H1-1 b 109 13 M2 HSS6x6x3 .319 0 .013 0 62.274 119.162 19.541 19.541 1.656 HI-lb 110 13. M3 HSS6x6x3 .315 0 .014 0 ,�.62.274'119.162'19.541 19.541 1.656IH1-1b 111113 M4 HSS6x6x3 .282 0 .014 0 v 62.274 119.162 19.541 119.541 1.656'H1-1b 112 �13 M10 HSS6x6x3 .289 0 ! .012 ! 0 2.2741119.162.19.541 119.541 i1.656 H1-1b 113 113 M11 HSS6x6x3 .365 0 .016 0 V162.274 119.162119.541 19.541 1.656',H1-1 b 114 ,11 M16 HSS5x5x3 .003 i 111.5, .000 0 y 38.084 98.204;14.696,14.696 1 01-1 b; 115 13 M29A HSS6x6x3 .303 0 .016 0 v 62.274 119.162 19.541 19.541 1.656 H1-lb r1.16 _13;_ M30 HSS6x6x3 .275 0 1 .014 0 j!62.274019.162,19.541 19.541 1.656H1-1b 117 13 M31 HSS6x6x3 .269 0 .014 0 v,62.274 119.162 19.541 119.541 1.656 111-1b 118 141 M2 I HSS6x6x3 .341 0-77018 i 0 ;z 62.274,119.162 19.541 19.541 1.656 H 1-1 b 119 14 M3 HSS6x6x3 .428 1 0 .023 0 z 62.274 119.162 19.541 19.541 1.656 H 1-1 b 120 J 4! M4 I HSS6x6x3 .265 0 1 .014 1 0 1 z i62.274'119.162 19.541 A9.541 '1.656 111-1b 121 14 M10 HSS6x6x3 .210 0 .010 0 z 62.274 119.162 19.541 19.541 1.656 111-1b 122 1141 M11 HSS6x6x3 .29 0 .016 0 z 162.274, 119.162 19.541 19-541 1.656}{i-1b 123 ;_14_ M16 HSS5x5x3 903___ _ 1.11._5_ .000 0 _ _y.38.084 98.204.14.696 14.696, 1 111-1b 124 141 M29A HSS6x6x3 .221 j 0 .011 0 z 62.274.119.162;19.541 ,19.541 1.6561H1-1 b7 125 14 M30 HSS6x6x3 .186 0 .009 0 z 62.274 119.162 19.541 19.541 1.656111-1b 126 �141 M31 HSS6x6x3 .247 I 0 .014 0 z 162.2741119.162 19.541 19.541 1.656 H1-1b Joint Deflections -----LC _ 40in-t Label, X on] --Y Ml Z_Uin] X_R4Wlan. ation[rad] Z Rotation[rad] 1 1 N1 _ .004 _ -.005 0 1.464e-4 -1.34e-5 -1.213e-4 2 .004 9--I 0 - 0AD - 6._ --- 3 1� N4 0 0 0 =1.188e-4 -5.948e-6 -7.725e-5 4 1 N5 .004 -.001 0 2.213e-4_ 1.95ae 6 1..333e-5_ _ 5 1 N6 0 0 0 -1.035e-4_ 1.958e-6 ! -5.452e-5 �_6 1 N7__ __ 004 3 002 i 1.298e-4 - 3e- -1.508e-4 7 1 N8 .._ 0 _ 0 0 -3.96e-5 -1.983e-6 I 2. 69e-5 8 !1_ N9 - --- 0 -.002 - .447e-4 1.497e-5 -3.778e-5_) 9 1 N 11 _ 0 0 f 0 -2.396e-4 i 7.282e-7 1 A39e-4 10 1 N12 0 __ 0 j 0 1.1 15 -4 7 282e-7 -6.825e-5 11 1 N 13 0 -.001 0 -2.196e-4 2.092e-6 ' 4.948e-6 RISA-3D Version 14.0.0 [\...\...\...\...\...\...\...\SEISMIC\MEZZ MODEL-ANG FINAL CHECK.r3d] Page 4 Page 17 of 43 Company Cubic Designs, Inc. June 13,2017 v�'' S /,+ Designer Ahmed Ghazai Checked eAM d y ji.l Jab Number 9523EY Checked B r E c + N o L o c I e s Model Name DWAYNE LANE'S CHEVY Joint Deflections (Continued) LQ--. JointL el X fi111 Y(inl Z r1Q] X Ro i n radj Y f2gtation.Rad] Z.RpZa(ign-[rii ( 12 1 1 N14 i 0 ; 0 0 1 1.119e-4 2.092e-6 -5.454e-7 13 1 N15 0 .002 .002 -6.944e-5 2.264e-6 1.514e-4 14 1 1 N16 0 0 _ 0 1 6 739e-5 -1-3le-6 7.57e-5 15 1 N17 _ 0 _ _ 0 .002 -8.918e-5 -1.31e-6 -1.514e-4_ 16 1- 1 _ __ 0 0 .001 -1. 43e-4 17 -6 -4.006_-5_ 17 1 N 19 0 0 0 1.205e-5 3.917e-6 4.991 a-7 18 1 N20 0 -.008 .001 -1 425e-4 1_ 2e-5 -2.7 a-5 19 1 N21 0 -.006 0 -2.442e-4 -5.19e-6 1.352e-4 20 1 N22 .004 -.006 .002 1.53e-4 I 1.029e-5 1.034e-4 21 1 N23 0 -.007 .002 -1.223e-4 9.4e-6 -1.058 4 22 1 N24 004 -.008 .001 I 1.763e-4 1.489e-5 2.2.1 23 1 N25 0 -.008 .001 -1.555e-4 1.485e-5 2.66e-5 _24_ 1 N26 .004 -.005 0 1.996e-4 1.132e-5 9.891 a-5 25 1 N27 0 -.005 0 -1.887e-4 1.277e-5 1.021e-4 26 1 N28 ! .004 -.004 0 1 2.239e-4 i 7.731e-6 -7.338e-5 27 1 N29 0 -.005 0 -2.246e-4 6.297e-6 -9.606 -5 28 1 N30 .004 -.006 0 1 2.265e-4 7.765e-6 -9.583e-6 29 1 N31 0 -.008 0 -2.296e-4 8.047e-6 2.167e-5 30 1 N32 .004 1 -.005 0 2.29e-4_ 4.729e-6 7.738e-5 31 1 N33 0 -.006 0 -2.346e-4 4.672e-6 1.008e-4 32 - N-34 1 .004 0 0- 1.464e-4- 1.437e-5 I -6.297e-5 33 1 N35 0 0 0 -1.447e-4 -1.4e-5 2.053e-5 34-__I_L N36 004 1 0 0 1.903e-4 -8122e-6 4.662e-6 35 1 N37 0 1 -.004 0 -1.959e-4 -8.341 e-6 7.259e-5 36 1 N38 0 0 0 6.736e-5 -1.437e-5 ! -1.693e-5 37 1 N39 0 0 0 7.497e-5 -1.4e-5 ? -8.027e-6 38 2 N1 4 -.069 17 2.403e- -2.27 a-4 -1.5 1 - 39 2 N3 .054 -.012 -.004 4.062e-3 -9.26e-5 8.282e-4 0 2 N4 0 1 0 0 -2.054 -3 -9.26e-5 1.123e-3 41 2 N5 .054 -.019 .006 3.867e-3 -1.438e-5 1.841e-4 42 2 N6 0 0 0 -1.817 - - .4 -8_ -4 43 2 N7 .054 -.007 .018 1.799e-3 ! -8.872e-5 2.113e-3 44 2 -7 N8 0 0 0 -6.449e-4 -8.872e-5 3.129e-4 45 2 N9 -.012 -.013 .017 -2.373e-3 I -2.537e-4 -1.90le-4 46 2 N11 -.011 -.01 1 -.00 -4 -5 1 2. 4 - 47 2 N12 0 0 0 1.952e-3 6.058e-5 -8.404e-4 48 2 N1 -.011 -.02 1 .005 - .841 3 -1.202e-5 7.897e-5 49._ 2 N1,4 0_ 0 i 0 1.95e-3 -1.202e-5 - 1.024e-4 !_50 2 1 N15 -.012 . 5 77. 2 � `- - .09e-5 2.12e-3 51 2 N 16 0 0 0 9.145e-4 -8.025e-5 1.175e-3 r52 2 N17 -.01 -.00 17 1 -1.392e-3 8.025e-5 -2.12e-3 53 2 N18 -.012 0 .015 -2.601 a-3 7.002e-6 -7.754e-4 54 2 N19 1 0 0 0 1.346e-4 -7.002e-6 1.084e-4 55 2 N20 -.01 -.113 .015 -2.394e-3 1.344e-4 -3.971e-4 56 2 N21 -.012 1 -.106 -.006 -4.23 a-3 -3.202 - 1. 91 -3 57 2 N22 .054 -.087 .017 2.325e-3 8.285e-5 -1.4556-3 58 2 N23 -.01 -.091 .017 2.015e-3 7.04 - -1. 1 e-3 59 2 N24 _054 -A 09 .013 2.851 a-3 1.519e-4 3. 5e-4 60 2 N2 -.01 -.114 .013 -2-6 8 - 1 03e-4 3 608e-4 61 2 N26 .054 -.067 .008 3.377e-3 1.056e-4 1.38e-3 62 2 N27 -.01 -.068 .008 -3.26e-3 1.312e-4 i 1.431 a-3 63 2 N28 .054 -.056 .004 3.916e-3 9.541 a-5 1.028e-3 64 2 N29 -.011 -.067 004 -3.915e-3 7.002e-5 -1.344e-3 65 2 N30 .054 -.086 0 3.965e-3 1.11 a-4 -1.331 e-4 66 _2 N31 - All 1 -.109 _ 0 _ _ -3 989e-3 _ _1.176e-4 3.-046e-4 6677 _2 N32 .054 -.064 -.004 4.013e-3 8.609e-5 1.081 a-3 168 2 N33 -_011 -.087 -.004 -4.063e-3 7.666e-5 1.411 a-3 RISA-3D Version 14.0.0 [\...\...\...\...\...\...\...\SEISMIC\MEZZ MODEL-ANG FINAL CHECK.r3d] Page 5 Page 18 of 43 Company Cubic Designs, Inc. June 13,2017 RISADesigner Ahmed Ghazai 11:27 AM Jab Number 9523EY Checked By: T e c H N o i o c i e s Model Name DWAYNE LANE'S CHEVY Joint Deflections (Continued) LC 40JAtLabel X Gnl ---Y 0111. 2[inl X-Rotation[rad] Y_Rotation[radl Z Rotation[rad] 69 2 N34 .054 -008 .007 2.403e-3 -2.44e-4 7.958e-4 70 2 N35 -.012 -01 006 -2 373e-3 -2 375e-4 I 5 757e-4 71 2 N36 .054 -.002 0 3.257e-3 1.258e-4 j 7.338e-5 72_ _ 2_ N37 _.1 -.012 '_ -.062 _ 0 3.332e-3 -1.31.5e-4 _1.243e-3 73 2 N38 0 0 0 -1.087e-3 -2.44e-4 I -3.263e-4 i 74 2 N39 1 0 0 0 1.249e-3 -2.375e-4 -1215e-4 75 3 N1 .49 -.043 1 -.006 7.198e-4 1.234e-4 9.731e-4 76 3 N3 1 .49 -.00 005 1 1.116e-3 3 933e-5 5 586e-5 77 3 N4 0 0 0 -4.822e-4 3.933e-5 -6.575e-3 78 i 3 N5 1 .49 1 -.006 -.003 1.148e-3 8.941 - - 5 7 e-4--1 79 3 N6 0 0 0 6.044e-4 8.941 a-6 -6.464e-3 80 ! 3 N7 1 .49 1 --002 .015 5.748e-4 2.683e-4 -1.3 a-3 81 3 N8 0 0 0 -8.031e-5 2.683e-4 -5.892e-3 82 3 N9 .52 -.036 -.006 -7.24e-4 1 1.155e-4 - 4 - 83 3 N11 .52 -.003 .005 9.946e-4 3.59e-6 -1.757e-4 84 3 N 12 0 0 0 5.495e-4 3.59e-6 i -6.869e-3 85 3 N13 .521 -.006 -.003 1.158e-3 9.531e-6 1.075e-4 86 i 3 N14 0 1 0 1 0 5,221 a-4 9.531 a-6 - _ 7 -3 87 3 N15 .551 .013 1 .015 -3.511e-4 8.096e-4 -1.458e-3 88 3 N16 0 0 0 1 4 023e-4 4 392e-4 I -6 246e-3 89 3 N17 _ .521_ -.002 .015 -4.105e-4 _ 4.39.2e-4 __ -1.458e_3 90 3 N 18-�- .551 ; 0 0 -1 124e-3 5.051 e-4 -2'297e-4 91 3 N19 0 0 0 -2.849e-6 5.051e-4 -4.943e-3 92 3 N20 .521 _Q4 0 -7.16e-4 1.478e-4 -3.407 - 93 3 N21 .52 -.026 .005 I -1.057e-3 5.308e-5 -1.517e-4 94 3 N22 49 -.038 _004 I 7.205e-4 2.565e-4 -5 488e-4 95 3 N23 .521 -.043 .004 6.004e-4 2.211e-4 -6.13le-4 96 3 N24 .49 -.042 2 ! 8.662e-4 8.813e-5 2.629 -4 97 3 N25 .521 -.047 -.002 -7.904e-4 8.735e-5 2.887e-4 8 N26 .49 -. 21 1.012 -3 7.564e-8 5.399e- 99 3 N27 .521 -_024 -.003 9.804e-4 7.578e-6 6.154e-4 100 3 N28 .49 -.021 --002 114e-3 6.205e-5 -3.092e-4 101 3 N29 .521 -.018 -.002 -1.117e-3 -6.897e-5 -2.325e-4 102 ! 3 N30 .49 -.027 0 1.13 a-3 -8.78e-5 .553e- 103 3 1 N31 .521 -.022 0 -1.076e-3 -8.925e-5 8.52e-5 r104 3 N32 .49 i -.017 .004 1 1124e-3 -6.686e-5 3.627e-4 105 3 N33 .52 i -.012 .004 -1.035e-3 -5.229e-5 2.896e-4 106 i 3 N34_ _i _.49 -.004 _ -.001 7.198e-4 1.183e-4 __! -7.316e-4 107 3 N35 .52 -.004 -.001 -7.24e-4 1.206e-4 -5.734e-4 1081 3 1 N36 .49 1 .002 .003 9.238e-4 7.098e-5 5.277e-5 109 3 N37 .52 -.007 .003 -8.955e-4 6.808e-5 3.387e-4 110 3 N38 0 0 0 -3.681 a-4 1.183e-4 - .187e-3 111 3 N39 0 0 0 3.377e-4 1.206e-4 -6.666e-3 112 4 N1 .019 -.0 .436 1.313e-3 7.317e-4 -4. 7 -4 113 4 N3 .019 -.003 .534 2.04e-3 2.038e-3 2.562e-4 114 i 4 N4 0 0 0 6135e-3 2 038e-8 I -3 733e-4 115 4 N5 .019 -.005 1 .741 2.284e-3 -1.516e-4 5.66e-5 _1161 4 N6 0 0 8.78 -3 -1.516e-4 -2.781 a-4 , 117 4 N7 .019 -.002 1 .454 1.245e-3 -2.894e-3 -6.582e-4 118 4 N8 0 __ 0 1 0 1 5.46e-3 -2.894e-3 6.945e-5 119 4 N9 1 -.027 -.009 .436 -1.312e-4 _ _ -7.33e-4 -1.687e-4 120 4 _ N11 1 .006 -.004 .533 1: -4.404e-4 2.232e-3 6.1 a-4 121 4 N12 0 0 0 7.345e-3 2.232e-3 -3.781e-4 122 4 _._ N13 1 .006 -.007 .74 2.147e-5 -1.505e-4 2.125e-5 123 4 N14 0 _ 0 !_ 0-- 9.907e-3 -9.505e-4 8.64e-5_ 124 ; 4 N 15 j -.136 -_017 .454 I 3.187e-4 , -3.321 a-3 1 -6.751 a-4 125 , 4 N16 0 0 0 5.943e-3 -3.03e-3 2.555e-4 RISA-3D Version 14.0.0 [\...\...\...\...\...\...\...\SEISMIC\MEZZ MODEL-ANG FINAL CHECK.r3d] Page 6 Page 19 of 43 Company Cubic Designs, Inc. June 13,2017 11:27 AM 1 RISE Job(gner Number 9523EYAhmedGhazai Checked By: r e c n N o a c i E s Model Name DWAYNE LANE'S CHEVY Joint Deflections (Continued) LC_ Joint Label_ X finl Y rivill z rlrfl X R4tation_jrad.l_Y RotgliQn_fradt-4-Rotation fradL 126 4 , N17 i 006 - -4 - e-3 .751 e-4 1 127 4 N18 -.136 0 .671 -8.296e-4 -3.425e-3 2.908e-4 128 4 N1'9 0 0 0 6.021e-3 3.425e-3 1224e-3 129 �4 N20 _ _ .006 _ -.036 _ .671 1.445e-44 -2.973e-3 -1.24e-4 130 4 N21 - -. 21 5.781 ji4 131 4 N22 .019 -.026 .593 1.509e-3 -3.892e-3 -4.498e-4 132I 4 N23 U 6 -019 593 1.8/9e-4 3.8/4e-3 4./12e-4 133 4 N24 .019 -.033 .708 1.773e-3 2.105e-3 9.896e-5 134 4 N25 .006 -.036 .708 1.1 1.131e-4 135 4 N26 .019 -.02 .745 2.037e-3 -1.192e-4 4.322e-4 136 ' 4 -_022 .745 4.51 a-5 -1.13 e-4 4.462e-4 137 4 N28 .019 -.017 .759 2.223e-3 -2.494e-4 -3.211 e-4 138 4 N2 .006 -.022 .759 -1.262e-4 -2.577e-4 -4.146e-4 139 4 N30 .019 -.026 .737 2.162e-3 ' 1.608e-3 -4. 15e- 140 4 N31 .006 -.035 .737 -2.309e-4 1.616e-3 -9.029e-5 141 4 N32 .019 -.019 .644 2.101 a-3 3.185e-3 3.347e4 142 4 1 N33 .006 -.028 .644 3.356e-4 3.151 e-3 4.383e-4 143 4 N34 .019 -.002 .419 1.313e-3 2.446e-4 2.556e4 144 , 4 35 -.027 -.004 .418 1.312e-4 2.312e-4 7.279e-5 145 4 N36 .019 0 .466 1.687e-3 1.556e-3 2.159e-5 1 146,_ 4 37_ 1 -.02 �,Q14 ..467 -5.269e-4 1.626e-3 2. 09 147 44 N38 0 0 0 4.954e-3 2.446e-4 -1.221 e-4 1148 4 N39 0 0 1 0 1 5.66e-3 2.312e-4 3.226e-4 149 5 N1 -.459 0 .015 7.326e-4 -2.477e4 1.336e-5 ' 150 5 N3 -.459 -.005 -.008 1.312e-3 9.45e-5 4.623e-4� 151 5 N4 0 0 0 -7.459e-4 -9.45e-5 5.912e-3 l 152 5 N5 1 -.459 -.006 .006 1.165e-3 9.576e-6 2.917e-4 153 5 N6 0 0 0 -4.896e-4 -9.576e-6 5.997e-3 154 5 N7 1 -.459 -.003 -.004 5.465e-4 -3.103e-4 2.762e-5 155 5 N8 0 0 0 -3.171 e-4 -3.103e-4 6.123e-3 156 '. 5 N9 -.525 .027 1 .015 7.112e-4 -2.554e-4 6.53 a-4 157 5 N11 -.526 -.003 -. 08 -1.483e-3 5.784e-6 1.429e-3 158 5 1 N12 0 0 1 0 6.198e-4 5.784e-6 6.327e-3 159 5 N13 -.52 -.006 i .006 -1.141 a-3 -8.794e-6 1.554e4 60 � 5 1 N14 1 0 0 1 0 6.37e-4 - .7 e-6 I 6.953e-3 161 5 N15 -.557 .013 1 -.004 -3.8e-4 -8.174e-4 1.38e-4 162 5 N16 i 0 1 0 i 0 1.635e-4 -4.764e-4 6.958e-3 i 163 5 N17 -_ _ -.526 _-_004 _L_ -004 4.394e4 _ -4.764e-4 1.38e-4 1164 , 5 N 18 rt - 57 T Q A09 -4.927e-4 -4.989e-4 -2.2746 4 165 5 N19 0 0 0 8.507e-5 -4.989e-4 4.993e-3 166 ' 5 N20 -.526 -.021 .009 -7.262e-4 -5.804e-5 -2.109e-4 167 5 N21 -.525 -.038 -.008 -1.479e-3 -9.984e-5 1.329e-3 168 5 N22 -.459 -.016 .007 7.036e-4 -1.972e-4 -3.554e-4 169 5 N23 -.526 -.014 _007 6.177e-4 1.693e-4 -3.19e-4 170 5 N24 -.459 -.026 .01 I 8.608e-4 1.192e-5 -7.2 171 5 N25 -.526 -.024 .01 -7.96e-4 1.179e-5 6.26e-5 172 5 N2 -.459 -.021 1.01 Be-3 7.1 -5 3.192 -4 173 5 N27 -.526 -.019 .008 -9.744e-4 7.953e-5 2.756e-4 174 5 N28 9 - 14 1. 01 a-3 2 -4 3.305e-4 175 5 N29 -.526 -.024 .004 1.226e-3 1.127e-4 -6.041 a-4 176 5 N30 -.459 -.002 1. 3 - 1. 07 -4 1.39e-4 177 5 N31 -.526 -.046 1 -.002 -1.312e-3 1.549e-4 -2.745e4 , 178 5 N32 -.459 1 -.023 1 -.007 1.275e-3 1.062e-4 106e-4 179 5 N33 -.526 -.042 1 -.007 -1.398e-3 9.21e-5 5.883e-4 180 . 5 N34 -.459 -.001 _ .005 7.326e-4 -2.521 a-4_ 2.281 a-4 181 5 N35 _ -.525 -.002 .005 -7.112e-4 -2. 03e-4 .95e-4 182 . 5 N36 -.459 -.003 -.003 1.031e-3 -1.405e-4 -&2-5 -6 RISA-3D Version 14.0.0 [\...\...\...\...\...\...\...\SEISMIC\MEZZ MODEL-ANG FINAL CHECK.r3d] Page 7 Page 20 of 43 Company Cubic Designs,Inc. June 13,2017 Designer Ahmed Ghazai 11:27 AM _05A, i J► Job Number 9523EY Checked By: T E C H h O L 0 6 1 E S Model Name DWAYNE LANE'S CHEVY Joint Deflections (Continued) LC Joint LaFZe1- X-11n] Y[in] Z[I-nL---xRctation[Cad] Y Rotation Emtdl-Z Rotation(rad] 183 5 N37 -.525 -.03 -.003 -1.106e-3 -1.413e-4 4.07e-4 1841 5 N38 0 0 0 ! -2 96e-4 -2 521 a-4 ! 6 025e-33� 185 5 N39 0 0 0 4.098e4 -2.503e-4 6.579e-3 186 6 NI 012 ,022__�_ -.428 L i.39-- 6.071 e-4_ =4 4e-4 187 6 N3 .012 -.005 -.536 3.888e-4 -2.089e-3 2.619e-4 188 i 6 N4 0 0 i 0 I -7.362e-3 2.089e-3 -2 894e-4 189 6 N5 .012 -.007 -.737 2.875e-5 ! 1.483e-4 5.942e-5 190 ! 6 N6 0 0 0 -9.872e-3 1.483e-4 -1.892 -4 191 6 N7 .012 -.003 -.442 -1.231 e-4 2.855e-3 -6.536e-4 192 N8 0 0 0 -5.855e-3 2.8 5e-3 1.61 - 193 6 N9 .021 0 -.428 -1.304e-3 5.931 a-4 8.141 a-6 194 , 6 N11 -.011 -.002 ! -537 -2 038e-3 -2 195e-3 6 377e-4 195 6 N12 0 0 0 -6.174e-3 -2.195e-3 -1.659e4 196 6 N13 I -.011 -.005 1 -.738 -2 276e-3 1 485e-4 2 658e-5 197 6 N14 0 0 0 -8.745e-3 1.485e-4 1.295e-4 198 6 N15 .131 .044 ; -.443 -1.049e-3 3.319e-3 -6.454e-4 199 6 N16 0 0 0 5.374e-3 2.997e-3 4.549e-4 200 : 6 N17 -.01 -.002 -443 -1 109e-3 2 997e-3 -6 454e-4 201 6 1 N18 .131 0 -.662 7.875e-4 3.436e-3 -7.477e-4 202 6 1 N19 ! 0 0 0 I -5 939e-3 3 436e-3 -1 177e-3 203 6 1 N20 -.01 ! -.034 _662 1.586e-3 3 064e-3 _-1.21e-4 2204 6 N21 021 042 -537 1 -1 636e-3 -9 518e-4 5 987e-4 205 6 N22 .012 -.028 1 -.582 -8.451 a-5 3.954e-3 -4.544e-4 2061 6 N23 -.01 -.027 -.582 -1 406e-3 3 928e-3 -4 609ee-4� 207 6 I N24 .012 -.035 -.7 -4.589e-5 2.205e-3 9.102e-5 2081 6 N25 i -.011 4 -.7 -1.7 e- 2.195e-3 1.131 e-4 209 6 N26 _012 .022 -.741 -7.269e-6 1.892e-4 4.27e-4 12101 6 N27 -.011 -.02 -741 -2.e-3 1.98e-4 4.449e-4 211 6 N28 .012 -.018 -.757 1.188e-4 3.033e-4 -3.186e-4 1212 , 6 N29 -011 -02 -757 -2 217e-3 2 973e-4 -4 219e-4 213 6 N30 .012 -.028 -.737 2.088e-4 1.548e-3 -4.029e-5 214 6 N31 -.011 -.033 -.737 -2.157e-3 i -1.552e-3 9.895e-5 215 6 N32 .012 -.021 -.646 2.988e-4 I -3.139e-3 3.386e-4 216 6 N -.011 -. 27 -.646 -2. 97e-3 1 -3.11 a-3 4.396e-4 217 6 N34 .012 -.003 -.415 1.396e-4 3.788e-4 -2.479e-4 218 6 N35 .021 -.003 -,415 1 -1. 04e-3 3.615e-4 ' 2.496e-4 219 6 N36 .012 -.001 -.467 2.679e-4 -1.623e-3 2293e-5 220 . 6 _ N37 _ .021 -.023 ,_ -.46 _� _-1�475e4 _ -1.697e-3 _ 5.148e-4 221 6 N38 0 0 0 -5.619e-3 -3.788e-4 -3.961e-5 222 , 6 N39 0 0 0 I -4 913e-3 i -3 615e-4 -4 013e-4 223 7 N1 .421 -.07 .003 1.845e-3 -1.177e-5 -1.596e-3 224 7 N3 .421 -.009 .002 I 3.044e-3 -9.401 a-6 4.783e-4 225 7 N4 0 0 0 -1.471 e-3 -9.401 a-6 -5.87e-3 226 7 N5 422 --015 0 2.966e-3 1.631 a-6 -4.487 - 227 7 N6 0 0 0 -1.446e-3 ! 1.631 a-6 -5.617e-3 1228 7 N7 .422 0 .022 1.404e-3 1.744e-4 2.182e-3 229 7 N8 0 0 0 4.005e-4 1.744e-4 -4.57e-3 230 7 N .413 - 3 .003 -1.833e-3 - .1 4e-5 -7.49e-4 231 7 N11 1 .415 -.008 0 -2.983e-3 6.138e-5 9.086e-4 232 7 N12 1 0 0 0 1.475e-3 6.138e-5 -5 9 e-3 233 7 N13 .416 -.016 0 -2.961e-3 3.38e-6 -4.564e-5 234 7 N14 0 0 0 1.45e-3 3 38e-6 -5.535e- 235 7 N15 .439 .035 021 -9.279e-4 6.254e-4 -2.287e-3 236 7 N16 0 0 0 8.052e-4 3.115e-4 4 - 237 7 _ N17 .416 -_.006 .021 -1.062e-3_ 3.115e-4 -2.287e-3 238 . 7-T- N18 - - 439 0 .008 - 2.268e-3 3.991 a-4 5.957e-4 239 7 1 N19 0 0 0 _6_.892e-5 3.991_e-4 -3.939e-3 RISA-3D Version 14.0.0 [\...\...\...\...\...\...\...\SEISMIC\MEZZ MODEL-ANG FINAL CHECK.r3d] Page 8 Page 21 of 43 Company Cubic Designs, Inc. June 13,2017 Designer Ahmed Ghazai 11:27 AM i Job Number 9523EY Checked By: T E C H N o L o c 1 E s Model Name DWAYNE LANE'S CHEVY Joint Deflections (Continued) LC_ Joint Label _ X(inl Y ' Z[inL X-Rotation frad Y Rotation fradl Z Rotation f rad F240 7 N20 i .416 -.099 .008 1.838e-3 1.887e-4 -2.352e-4 241 7 N21 .414 -.077 0 -3.087e-3 6.176e-5 8.64e-4 242 7 N22 .422 -076 012 1.801 a-3 2.491 a-4 -1.203e-3 243 7 N23 .416 -.082 .012 -1.545e-3 2.15e-4 -1.28e-3 44 - N - - 42 -- [ - -. 91 2:1 a-3 1.501 e4 3.707 245 7 N25 .416 -.097 .005 2.027e-3 1.486e-4 4.216e-4 1246 7 N26 .422 -052 .001 2.596e-3 5.573e-5 1.1 5 a-3 247 7 N27 .416 -.055 .001 -2.51 e-3 7.541 a-5 1.245e-3 12481 7 F N28 .422 -.046 0 2.986e-3 -5.454e-6 ! -7 86 a-4 249 7 N29 .416 -.049 0 -2.966e-3 -2.46e-5 -8.893e-4 25 7 422 i 7 I 001 .005e-3 1.854e-5 2.506e-5 251 7 N31 .416 -.074 .001 2.972e-3 -1.538e-5 -8.997e-5 2 7 N32 .422 -.047 .002 3.025e-3 -4.526e-6 8.576e-4 253 7 N33 .415 -.055 .002 -2.978e-3 2.002e-6 9.703e-4 541 7 N34 i .421 -.008 .002 1.845e-3 -2.439e-5 -1.002e-3 255 7 N35 .413 -.008 1 .002 -1.833e-3 -1.921 a-5 -1.554e-4 256 iZ N36 I .421 0 .002 2.462e-3 3.636e-6 1 - 257 1 7 N37 .413 -.038 .002 1 -2.478e-3 -8.585e-6 9.285e4 i 258 7 N38 0 0 0 -8.734e-4 -2.439e-5 5.142e-3 259 7 1 N39 0 0 0 9.25e-4 -1.921 a-5 -5.45e-3 260 N 1 _Q42 _053 _ 355 ! 2.321 a-3 -5.967e-4_ , -1.213e-3 261 1 8 N3 .042 -.009 .431 3.794e-3 -7 1.639e-3 6.393e4 12621 8 N4 0 0 0 3.904e-3 1.639e-3 8.806e-4 263 ! 8 N5 .043 -.014 .621 3.914e-3 -1.396e-4 1.421e-4 264 8 N6 0 0 0 6.381 a-3 1.396e-4 -6.404e-4 265 8 N7 .043 -.005 .377 1.946e-3 -2.399e-3 1.634e-3 266 8 N8 0 0 0 4.081 a-3 2.399e-3 2.261 a-4 267 8 N9 -.028 -.014 .355 -1.357e-3 -6.119e-4 -2.275e-4 268 8 N11 0 -.008 .43 2.532e-3 1.854e-3 1. 8 3 269 8 N12 0 0 0 6.993e-3 1.854e-3 -7.474e-4 270 8 N13 0 -.016 .62 -2.013e-3 -1.375e-4 5.8,51 - 271 8 N14 0 0 0 9.278e-3 -1.375e-4 -1.983e-5 272 8 N15 -.118 01 1 .376 3.861e-4 2.748e-3 1.653e-3 273 8 N16 0 0 0 5.287e-3 -2.516e-3 8.17e- 2 4 8 N17 0 -.0 .37 - .1 -2. 16 3 -1.6 275 8 N18 -.118 0 .555 -2.03e-3 -2.825e-3 -1.747e-4 276 8 N19 1 0 a 0 4.977e-3 -2.825e-3 1.059e-3 _27_7 8_ N20 _0_ -.088 _.555 -1.13.1 a-3 -2.485e-3 -3.081 a-4_ 278 _ 8 T N21 I -_028 7 43 -2 a-3 7. 95e-4 T 1.454e-3 279 8 N22 .043 -.066 .49 2.446e-3 -3.186e-3 -1.123e-3 280 8 IV23 U -.07 1 .49 -8.996e-4 -3.1 7 5e-3 -1.165e-3 281 8 N24 .043 -.084 .586 2.947e-3 -1.813e-3 2.39e-4 282 ' 8 N25 4 1 -.089 .586 -1.279e-3 1.808e-3 279 a 44 283 8 N26 .043 1 -.051 .621 3.447 -3 2.449e-4 1.07e-3 284 8 N27 0 -.054 .621 1.659e-3 2.267e-4 1.108e-3 2815 8-L N28 .043 -.043 .63 3.884e-3 3.23e-5 7.962e-4 286 1 8 1 N29 0 i -.053 .63 -2.143e-3 1.243e-5 e 287 8 N30 .043 -.066 .604 3.854e-3 1.526e-3 -1.046e-4 Lm 1 8 1 N 1 0 -085 .604 -2.273e-3 1.535e-3 -2.317e-4 289 8 N32 .042 -.049 .522 3.824e-3 2.69e-3 8.348e-4 290 i 8 N33 0 522 -2. 2 - 2. 1.091 a-3 291 8 N34 .042 -.006 .34 2.321 a-3 1.264e-4 -6.192e-4 292 8 N35 -.02 -00 339 -1.357e-3 2 4 -4 3.661 a-4 293 8 N36 .042 0 .376 3.079e-3 1.252e-3 5.585e-5 _1294 , 8 1 N37 _ -.028_ _� -.044 _ .376 _ ;_ -2.181 a-3 1.299e-3 _8. -409e-4 295 8 N38 0 0 0 3.403e-3 1.264e-4 -2.632e-4 1296 . 8 N39 0 0 0 5.201 a-3 1_.204e-4 1.943e-4 RISA-3D Version 14.0.0 [\...\...\...\...\...\...\...\SEISMIC\MEZZ MODEL-ANG FINAL CHECK.r3d] Page 9 Page 22 of 43 Company Cubic Designs, Inc. June 13,2017 Designer Ahmed Ghazai 11:27 AM 111WS k Job Number 9523EY Checked By: I c H N o L o a 1 e s Model Name DWAYNE LANES CHEVY Joint Deflections (Continued) LC- Joint Label >(,[nj _ Y Gil Z[n] X Rotation[rad] Y Rotation[rad] Z Rotation[rad] 297 9 N1 -.341 .022 1.856e-3 -3.269e-4 -8.244e-4 2981 9 N3 4 -.341 -.01 -.009 3.202e-3 -1.309e-4 8.049e-4 299 9 N4 0 0 1 0 -1.686e-3 1.309e-4 4.166e-3 I_300 9 N5 -.341, -.0?4_ _0.08_ _ L_2.98e-3 I. -1.916e-5 3.309e-_I 301 9 N6 0 0 0 -1.355e-3 1.916e-5 4.398e-3 302 9 N7 -.341 -.006 .006 1 1.3_8e-3 -3.025e-4 -1.084e-3 303 9 N8 0 i 0 0 -5.994e-4 3.025e-4 5.087e-3 304 9 N9 -.431 .015 .022 -1.822e-3 -3.4 9e-4 4.377e-4 305I 9 N11 -.431 -.008 -.01 -3.379e-3 1.688e-5 2.207e-3 306 9 N12 ! 0- 0 0 J 1.529e-3 1.688e-5 4.685e- 307 9 N13 -.431 -.016 .007 -2.947e-3 -1.73e-5 1.673e-4 3081 9 N14 0 j 0 0 1.541e-3_ -1.73e-5 5.683e-3 309 9 N15 -.457 .034 .005 -9.521e-4 -6.66e-4 -9.947e-4 310 ! 9 i N16 0 0 , 0 6.048e-4 -4 271 e-4 6 247e-3 311 9 N17 -.431 -.008 .005 -1.086e-3 -4.271e-4 -9.947e-4 312 9 1 N18 -.457 0 .015 -1.757e-3 -4.037e-4 5.945e-4 313 9 N 19 0 0 0 1.355e-4 -4.037e-4 4.096e-3 1314 9 N20 1 -.431 -.076 .015 1.847e-3 2.107e-5 315 9 N21 -.431 -.086 -.01 -3.427e-3 -1.242e-4 2.062e-3 13161 9 N22 -,341 -.058 1 .014 1 1.787e-3 -1 174e-4 1 -1.047e-3 317 9 N23 -.431 -.059 1 .014 _ -1.559e-3 -1.024e-4 I -1.042e-3 13181 9 N24 T -.341 -.078 .014 2 194e-3 I 8 615e-5 1.008--A 319 9 N25 -.431 -.079 .014 2.033e-3 8.53e-5 1.373e-4 320 ! 9 N26 -.341 j -.052 .01 2.6e-3 1.095e-4 9.79e-4 321 9 N27 -.431 -.051 .01 1 -2.506e-3 1.292e-4 9.699e-4 322 9 ; N28 -.341 -.041 .005 3.035e-3 1.505e-4 -8.036e-4 323 9 N29 -.431 -.055 .005 3.055e-3 1.307e-4 19e-3 324 9 N30 -341 -.066 -.002 3.091 a-3 1.838e-4 1.814e-4 325 9 N31 -.431 -.094 1 -.002 -3.163e-3 1.901 a-4 -3.81 e-4 1326 , 9 N32 -.341 -.052 -.008 3.147e-3 1.277e-4 8.156e-4 327 9 N33 -.431 -.08 -.008 1 -3.271 e-3 1.145e-4 1.212e-3 328 , 9 N34 -.341 -.005 i .008 1 1.856e-3 3.39e-4 -2.308e-4 329 9 N35 -.431 -.007 .007 -1.822e-3 -3.341e-4 1.031e-3 330 9 N36 - -.003 -.003 2.549e-3 -1.836e-4 3.199e-5 331 9 N37 -.431 -.057 -.003 -2.648e-3 1.875e-4 ! 9.837e-4 3321 9 N38 0 0 I 0 8.066e-4 -3.39e-4 4.673e-3 333 9 N39 0 0 0 9.918e-4 -3.341e-4 5.253e-3 334 : 1.0 _ N1_ .036_ _-_Q53 -.33 1.38e-3 ! _2.584e-4_ 1v207e_3_ 33b 10 N3 .038 -.01 -.438 2.453e-3 -1.775e-3 6.438e-4 1336 10 N4 0 0 0 -7.059e-3 -1.775e-3 -8.226e-4 337 10 N5 .038 -.015 1 -.612 2.033e-3 1.201 a-4 1.44e-4 338 10 N6 0 0 1 0 -9.177e-3 1.201e-4 ' -5.781e- 339 10 N7 .038 -.006 1 -.349 8.386e-4 2.273e-3 -1.632e-3 1 340 10 N8 0 0 1 0 - .078e-3 2.27 e- 2.91 -4 341 10 N9 .01 -.007 -.33 -2.298e-3 2.338e-4 8.328e-5 3421 10 N11 1 -.015 1 -.007 -.439 -3.83e-3 1.756e- .567e- 343 10 N12 0 0 0 -3.987e-3 -1.756e-3 -5.653e-4 344 10 N13 -.015 -.015 -_613 -3.894e-3 1.216e-4 - 345 10 N 14 0 0 0 -6.281 a-3 1.216e-4 1.656e-4 346 1 10 N15 .101 .059 -.349 1 -1.494e-3 2.71e- - 628e- 347 10 N16 0 0 0 -3.873e-3 2.402e-3 9.885e-4 3481 10 1 N17 -.014 , -.007 1 -.349 I -1.627e-3 2.402e-3 -1.628e-3 349 10 N18 .101 0 -.532 1.995e-3 2.822e-3 -1.015e-3 350 1 10 N 19 0 0 -4.77e-3 2.822e-3 t - 043e- 351__ 10 N20 -.014 -.087 -.532__r_-2.555_e-3 2.694e-3 ! -3.055e-4 352 . 10 I N21 .01 � -.09 -.439 3.556e-3 -7.889e-4 1-2 -3 353 10 N22 .038 -.067 -A64 1.142e-3 3_31_8e-3 -1.127e-3 RISA-3D Version 14.0.0 [\...\...\...\...\...\...\...\SEISMIC\MEZZ MODEL-ANG FINAL CHECK.r3d] Page 10 Page 23 of 43 F Company Cubic Designs,Inc. June 13,2017 /� Designer Ahmed Ghazai 11:27 AM Job Numbe 9523EY Checked By: H N o u o 1 e s Model Nam DWAYNE LANE'S CHEVY Joint Deflections (Continued) LC Joint Label X fin] Y find Z fin] X Rotation jrrd -) RQtatib Ladl.Z Rgtatian 1354 16- N23 __ -.014 -.07 -.464 a -2204e-3 3.288e-3 -1.1 6 - 355 10 N24 .038 -.085 -.566 1.446e-3 2.047e-3 2.324e-4 356 J 10 N25 -.014 -.087 -.566 J -2.78e-3 2.04e-3 2.795e-4 357 10 N26 .038 -.053 _ _ -.61_ __1.75e-3 _ _ 4.074e-4 1.065e-3 358 10T N27- -.01 -- 2-.0 -.61 -3._ 7 3 _ 5 4.2 -4 1.1 7� 359 10 N28 .038 -.044 -.624 2.138e-3 1.107e-4 -7.939e-4 360 10 N29 -.015 -.051 -. 24 -3.878e-3 9.21 -1. 43e-3 361 10 N30 .038 -.067 -.603 2.243e-3 -1.361 a-3 -1.018e-4 362 10 N31 -.015 -.084 -.603 ! -3.862e-3 -1. - -2.3 -4 _363 10 N32 .038 -.05 -.528 2.348e-3 -2.56e-3 8.3 3e-4 364 10 N33 -.015 -.067 -.528 3.846e-3 -2.547e-3 I 1 0 2 -3 365 10 N34 .038 -.007 -.329 1.38e-3 -4.896e-4 -6. 36e-4 366 10 N35 i .01 7 9 -3 -4.7 5e-4 5.103e-4 367 10 N36 .038 -.002 -.378 1.932e-3 - .437e-3 5.713e-5 368 10 N37 .01 1 -.051 -.378 1 -2.946e-3 -1.493e-3 1.071 a-3 369 10 N38 0 0 0 -5.082e-3 -4.896e-4 -2.061e-4 370 10 N39 0 0 0 1 -3.284e-3 -4.735e-4 -3.861a-4 371 11 N1 .484 -.04 -.007I 6.298e-4 1.297e-4 8.95e-4 13721 11 N3 .484 1 -.002 .005 9.744e-4 , 4.19e-$ 2.034e-5. 373 11 N4 0 0 0 -4.101 a-4 i 4.19e-5 6.483e-3 1.374. 11 _ N5 _ ._ __.484 -.005 -.003 _ 1.012e-3 7. 7 -6 -1. 2 -4 375 11 N6 0 0 0 5.404e-4 7.387e-6 6.386e-3 1 3761 11 N7 4a4 1 1 4 1 4.947e-4 2.661 -4 I -1.242e- 377 11 _ N8 0 0 0 5.82e-5 2.661 a-4 ' -5.865e-3 378 11 N9 .516 -.035 -.007 -6. 49e-4 1.227e-4 -7.862e-4 379 11 N11 .51C -.003 .005 -8.49e-4 7.656e-7 2.582e-4 380 , 11 N12 0 -0 0 4.811e-4 7.656e-7 -6.777e 3 381 11 N13 .517 -.005 -.004 -1.022e-3 7.892e-6 -1.095e-4 3821 11 N14 0 0 0 4.536e-4 7.892e-6 -6.854e-3 383 11 N15 547 .012 .014 3.086e-4 7.998e-4 -1.359e-3 3 4 11 N16 0 0 0 3.585e-4 -4 -6.242e-3 385 11 N17 .517 -.002 .014 -3.559e-4 4.349e-4 1.359e-3 386 ' 11 i N18 .547 1 0 -.001 1 -1.009e-3 4.972e-4 -2.052e-4 387 11 N19 0 0 0 1.031e-5 4.972e-4 -4.905e-3 88 11 N20 7 -.044 -'001 -6 285e- 7 -4 -1. ae 389 11 N21 .516 -.022 .005 9.084e-4 5.25e-5 -2.293e-4 390 11 N22 .484 -.034 .003 6.2 11 a-4 2.474e-4 -4. 45 -4 391 11 _ _ N23 .517_ _ -.038 .003 _5.253e-4 2.128e-4 -5.469e-4 392 11 N24 .484 -.037 -.003 7 7 576e-4 7.806e-5 e- 393 11 N25 .517 -.042 -.003 -6.948e-4 7.731 e-5 2.71 e-4 1394 11 L N26 .484 -.018 -.004 J 8.89e-4 :1116e-6 4.783e-4 i 395 11 N27 .517 -.021 -.004 -8.643e-4 -3.565e-7 5.513e-4 396 11 1 N28 .484 -.018 -.002 1. 2 -3 73e-5 -2.641 a-4 397 11 N29 .517 -.015 -.002 9.79e-4 -7.176e-5 -1.747e-4 398 11 i N30 _4 4 -023 -9 12 -5 6.074e-5 399 11 N31 .517 -.017 .001 -9 357e-4 -9.291 a-5 9.717e-5 400 11 N3 .484 14 .004 7 -4 4e-5 3.149e-4 401 11 N33 .517 -.008 .004 8.924e-4 -5.463e-5 2.288e-4 402 11 1 N34 484 -.004 01 6.298e-4 1.252e-4 76.895e-4 403 11 N35 .516 -.003 -.001 -6.349e-4 1.272e-4 -5.806e-4 404 11 N36 .484 02 .003 8.072e-4 7.491 a-5 4. a-5 405 11 N37 .516 -.005 .003 -7.757e-4 7.211e-5 2.943e-4 1406 11 N38 0 0 0 -3.26e-4 1.252e-4 -6.133e-3 407 11 N39 0 0 0 2.922e-4 1.272e-4 -6.612e-3 1408 , 12 N1 ;067C -.018_ .433 _____!__1.219e-3___, -7.304e-4 _ -4.223e-4 409 12 _ N3 016 -.003 _ .53I 1.891 a-3 2.025e-3 2.193e-4 410 12 N4 0 0 0 6.158e-3 2.025e-3 -3.24e-4 RISA-3D Version 14.0.0 [\...\...\...\...\...\...\...\SEISMIC\MEZZ MODEL-ANG FINAL CHECK.r3d] Page 11 Page 24 of 43 Company Cubic Designs,Inc. June 13,2017 1� Designer Ahmed Ghazai 11:27 AM J .d am SA Job Number 9523EY Checked By: T E C H N O L O G I E S Model Name DWAYNE LANE'S CHEVY Joint Deflections (Continued) LC Joint Label X[n] Y(ID�- Z[in] X Rotation[radj Y Rotation[rad] Z Rotation[rad) 411 12 N5 016_ _ _-004 .733 2.136e-3 -1.524e-4 4.847e-5 _ 14121 12 N6 j 0 0 0 8.751 a-3 -1.524e-4 -2.427e-4 413 12 N7 .017 -.001 .449 1.159e-3 -2.872e-3 -5.652e-4 414: 12 _ N8 0 i 0 _ _0_ 5.439e-3 i -2.872e-3 5.541e-5 415 12 N9 -.027 .008 .433 -4.618e-5 -7.307e-4 -1.447e-4 416 12 N11 .006 -.003 .529 -2.989e-4 2.216e-3 5.268e-4 417 12 N12 0 0 0 7.226e-3 2216e-3 -3.353e-4 4181 12 N13 j .006 -.006 .733 1.024e-4 1.513e-4 1.822e-5 419 12 N14 0 0 0 9.745e-3 -1.513e-4 -8.519e-5 420 i 1-2 N15 -.135 -.019 .449 3.559e-4 3.294e-3 -5.81� 88 a-4 421 12 1 N16 0 0 0 5.855e-3 -3.006e-3 2.097e-4 422 12 N17 .006 -.003 .449 3.087e-4 -3.006e-3 5.818e-4 423 12 N18 -.135 0 .665 -7.16e-4 -3.399e-3 3.112e-4 14241 12 N19 0 0 i 0 5.965e-3 3.399e-3 1.213e- 425 1 12 N20 .006 -.031 .665 2.243e-4 -2.947e-3 -1.073e-4 14261 12 1 N21 -.027 -.017 .53 -7.524e-4 9.358e-4 4.95e-4 427 12 1 N22 .017 -.023 .587 1.408e-3 -3.864e-3 -3.862e-4 1428 1 12 N23 .006 -.025 7 .588 2.563e-4 3.846e-3 -4.061 a-4 429 12 N24 .016 -.028 .702 1.656e-3 -2.081 a-3 8.512e-5 430 ' 12 N25 .006 -.031 .702 2.038e-4 2.073e-3 9.672e-5 431_ 12 N26 .016 -.017 .738 1.905e-3 -1.055e-4 _ 3.713e-4 L 432 12 N27 .006 -.019 .738 1.513e-4 -1.008e-4 3.833e-4 433 12 N28 .016 -.014 .752 2.075e-3 -2.744e-4 -2.759e4 434 12 N29 .006 -.019 .752 2.093e-6 2.819e-4 3.555e-4 435 12 N30 .016 -.022 .731 2.014e-3 1.573e-3 -3.724e-5 436 12 N31 I .006 -.03 _731 -9.822e-5 1.581 a-3 1 -7.701 a-5 437 12 ! N32 .016 -.016 .639 1.952e-3 3.153e-3 2.871e-4 4 8 12 N33 .006 -.024 .639 -1.985e-4 3.119e-3 3.763e-4 439 12 N34 .016 -.002 .416 1.219e-3 2.465e-4 -2.167e-4 44 i 12 N3 1 -.003 .415 i -4.618e-5 2.328e-4 6.084e-5 441 12 N36 016 0 .463 1.565e-3 1.546e-3 1.872e-5 442 12 N37 -027 -.012 .463 4.097e-4 1.616e-3 1.873e-4 443 12 N38 0 0 0 4.959e-3 2.465e-4 -1.1 e-4 444 12 N39 0 1 0 0 5.577e-3 2.328e-4 .251e-4 445 13 N1 -.458 .003 .014 6.423e-4 -2.362e-4 5.818e-5 i 446 13 N3 -.458 -.004 -.007 i 1.169e-3 -8.918e-5 424e-4 447 13 N4 0 0 0 -6.716e-4 -8.918e-5 5.919e-3 448 j. 11 N5 _ _ _ -.458 _ -.005 .006 1 1.028e-3 -1.043e-5 2.82e-4 449 13 N6 0 0 0 4.269e-4 -1.043e-5 5.99e-3 14501 13 N7 -.458 -.003 -.005 4.668e-4 -3.048e-4 i 1.16e-4 451 13 N8 0 0 0 -2.914e-4 -3.048e-4 6.068e-3 452 ' 13 N9 -.521 .028 _014 -6.223e-4 -2.43e-4 6.713e-4 453 13 N11 -.522 -.003 -.008 -1.334e-3 8.541e-6 1.334e-3 j 4 41 13 N12 0 0 I 0 .512e-4 8.541e-6 6.319e-3 455 13 N13 -.522 -.005 .006 -1.006e-3 -9.723e-6 1.513e-4 14561 13 N14 0 0 0 5.671e-4 9.723e-6 6.9e-3 457 13 N1 -.552 .012 -.005 -3.371 e-4 -8.098e-4 2.251 e-4 1458 13 N16 1 0 1 0 0 1.234e-4 -4.698e-4 6.861e-3� 459 13 N17 -.521 -.003 -.005 -3.843e-4 -4.698e-4 2.251e-4 460 i 13 N18 -.552 0 .009 -3.816e-4 -4.955e-4 I -2.027e-4 461 13 N19 0 0 0 7.697e-5 -4.955e-4 4.954e-3 ! 462 ; 13 N20 I -.522 J -.017 .009 6.385e-4 -6.529e-5 -1.936e-4 463 13 1 N21 =.521 -.034 -.008 -1.327e-3 -9.137e-5 1.24e-3 464_ 13 N22 -.458 -.012 .006 6.096e-4 -2.008e-4 -2.925e-4 465 . 13 N23 _ -.522 _ -.01 .006_ -5.423e-4 _ -1.726e-4 2.55e-4___ 466 13 N24 -.458 -.022 .009 7.523e-4 3.222e-6 +8.562e-5 j 467 13 N25 -.522 -.019 .009 7.003e-4 3.095e-6 -7.762e-5 RISA-3D Version 14.0.0 [\...\...\...\...\...\...\...\SEISMIC\MEZZ MODEL-ANG FINAL CHECK.r3d] Page 12 Page 25 of 43 Company Cubic Designs,Inc. June 13,2017 • Designer Ahmed Ghazai 11:27 AM Job Number 9523EY Checked By: 11 N o L o U 1 E s Model Name DWAYNE LANE'S CHEVY Joint Deflections (Continued) LC _ &OLLPbel X fin] Y[inl Z finl X Rotation radl_Y Rotation ad Z otation(redj. [468_ 13 N26 -.458 -.018 .007 8.951 a-4 6.455e-5 2.591 a-4 469 13 N27 -.522 - 016 .007 -8.583e-4 7.129e-5 2.14e-4 I470 3131 N28 ! -.458 -.012 .004 1.063e-3 1.142e-4 2.853e-4 471 13 _N29 _ _ -.522 -.021 _.004_ T -1.088e73 1.071e-,4 5.435e-4 �472 13 N30 r -.458 I -.023 -.001 1.099e-3 1.438e-4 -1.324e-4 473 13 f N31 -.522 -.041 -.001 -1.17e-3 1.478e-4 -2.598e-4 474 � 13 N 2 -.458 I -.02 -.006 1.134e-3 1.027e-4 2.632e-4 475 13 N33 -.522 -.038 -.006 -1.252e-3 8.831 a-5 5.251 a-4 _ 14761 13 N34 - 1 .004 6.423e-4 -2.401 a-4 ! 2.637e-4 477 13 N35 -.521 -.002 .004 -6.223e-4 -2.385e-4 8.769e-4 478 ' 13 N -458 I 3 i -.003 134e-4 i -1.337e-4 -1.092e-5 479 13 ' N37 -.521 -.028 -.003 -9.849e-4 1.343e-4 3.621 e-4 14801 13 N38 0 0 0 2.558e-4 -2.401 a-4 5.996e-3 481 13 N39 0 0 0 3.625e-4 -2.385e-4 6.535e-3 14821 14 1 N1 .01 -.019 -.426 5.347e-5 6235e-4 -4.146e-4 483 14 N3 .01 -.004 -.532 2.525e-4 -2.068e-3 2.25e-4 14841 14 N4 7.238e-3 -2.068e-3 -2.396e-4 485 14 N5 .01 -.006 -.73 -9.624e-5 1.467e-4 5.131 a-5 14861 14 N6 0 0 0 9.716e-3 1.467e-4 1.534e-4 487 14 N7 .01 -.002 -.44 -1.976e-4 2.836e-3 -5.605e-4 �488.� 14 N8 __ 0 0 0 -5.786e-3 2.836e-3 1.473e-4 I 489 14 ! N9 .021 0 -.426 1.211e-3 6.105e-4 3.068e-5 14901 14 N11 11 -.002 -.532 1.884e-3 2.179e-3 5.49e-4 491 14 N12 0 0 0 -6.192e-3 -2.179e-3 -1.251e-4 921 14 N13 -.01 -.005 -.731 2.13e-3 1.468e-4 2.351e-5 493 14 N14 0 0 0 8.722e-3 1.468e-4 1.286e-4 494 14 N15 .13 .042 -.44 1.00le-3 3.29e-3 -5.525e-4 495 14 N16 0 0 0 -5.371e-3 2.975e-3 4.072e-4 496 ' 14 N17 -.01 -.002 -_44 -1.049e-3 2.975e-3 -5.525e-4 497 14 N18 .13 0 -.658 -6.742e-4 3.405e-3 -7.189e-4 1498 14 N19 0 i 0 0 5.898e-3 3.405e-3 -1.168e-3 ! 499 14 N20 -.01 -.029 -.658 -1.491 a-3 3.02e-3 -1.043e-4 500 14 N21 .021 1 -.039 -.532 -1.483e-3 9.415e-4 5.154e-4 501 14 N2-2 .01 -.024 -.579 -1.71 -4 3. 1 - -3.90 -4 502 . 14 N23 1 -.023 -.579 1.324e-3 .888e- -3.959e-4 503 14 N24 .01 -.03 -.695 1.46e-4 2.162e-3 7.724e-5 504 14 N25 -.01 -.029 -.695 1.599e-3 2.153e-3 9.673e-5 505 14 N26 .01 -.019 _ -.734 -1.203e-4T1.611 a-4 3.661 a-4 506 14 N27 1 -.017 -.734 1.874 -3 1. a-4 i 3.82e-4 507 14 N28 .01 -.016 -.75 -9.07e-6 3.182e-4 -2.735e-4 508 14 N29 -.011 -.017 -.75 2.069e-3 3.131 a-4 -3.627e-4 509 i 14 N30 .01 -.024 -.731 7.81e-5 -1.523e-3 -3.446e-5 510 , 14 N31 -.011 - 2 -7 -1.52 - -8.5 511 14 _ N32 .01 -.018 -.641 1.653e-4 -3.113e-3 2.91e-4 51 12 4 N33 -.011 -.023 -.641 -1.946e-3 -3.084e-3 3.776e-4 513 14 N34 .01 -.003 -.413 5.347e-5 -3.618e-4 -2.09e-4 514 14 N35 .02 -,002 -.413 -1.211 a-3 3.446e-4 2.362e-4 515 14 N36 .01 -.001 -.464 1.559e-4 -1.602e-3 2.004e-5 516 14 J N37 .021 -.021 -.464 -1.351 a-3 -1.676e-3 4.691 a-4 I 517 14 N38 _ 0 0 0 -5.542e-3 -3.618e-4 2.7e-5 5 81 14 1 N39 0 0 0 4.923e-3 3.446e-4 3.94e-4 I RISA-3D Version 14.0.0 [\...\...\...\...\...\...\...\SEISMIC\MEZZ MODEL-ANG FINAL CHECK.r3d] Page 13 Page 26 of 43 Company Cubic Designs,Inc. June 13, 2017 r Designer Ahmed Ghazai 11:27 AM Job Number 9523EY Checked By: T E C H N a L o a E s Model Name - DWAYNE LANE'S CHEVY Joint Reactions LC Joint Label - X rk] Y[kj ZLkj MX[k-ft] MY[k-ft] MZ[k-ft] 1 1 N8 .015 .543 .014 0 _ 0 _ 0 2 1 N6 -.006 1.212 .027 0 0 0 3 1 N4 -.011 .812 .029 0 0 0 _ 4 __ N12 -_.018 _68� 09___ �? 0 0 5 1 N14 0 1.279 -.028 0 0 0 r6 1 N16 .019 1 .69 -.013 0 0 0 7 1 N19 _ 0 .166 0 0 0 0 8 _ 1 N38 .004 .637 .018 i 0 0 0 9 1 N39 -.002 .714 -.018 0 _0 0 10 1 1 Totals: 0 6-719 I 0 i 11 1 COG (in): X: 193.758 Y: 102.286 ! Z: 106.08 1 1 12 2 N8 .206 5,756 .205 0 _L 0 0 13 2 N6 -.071 15.832 .474 0 0 0 14 2 1 N4 10.392 .506 0 0 0 15 2 N12 .239 8.15 -.507 0 0 0 16 2 N14 0 16.786 -.481 1 0 0 0 17 2 N16 .273 7.542 1 -.19 0 0 0 18 2 N19 0 0 0 0 0 19 2 N38 .044 7.048 .291 0 0 0 20 2 N39 -.059 8.139 -.301 0 0 0 21 2 _ _ _ Totals: _ 0 80.375_� _ 0 �. 22 2 COG (in): i X: 196.501 Y:110.73. I Z: 103.696 -- -- 23 3 N8 -.37 1.317 1 .055 0 0 0 24 3 N6 -.487 5.297 .146 0 0 0 25 3 N4 -.535 2.43 .133 0 0 0 26 3 N12 2. -.128 1 0 0 27 3 N14 -.527 5.298 -.14 0 0 0 28 1 3 N16 -.385 1.8 -.067 0 0 0 29 3 N19 .002 .325 0 0 0 0 30 3 N38 -.431 3,391 0 0 0 31 3 N39 -.483 3.317 -. 88 1 0 0 0 32 7 Totals: -3.754 25.856 0 33 3 COG (in): X: 195.891 Y: 108.848 1 Z: 104.228 34 4 N8 1 1.451 0 0 0 35 4 N6 -.027 4.259 -.496 0 0 0 36 4 i N4 -.052 2.756 -.32 0 0 0 37 4 N12 -.082 3.203 -.624 0 0 0 1 3 4 N14 -- 0-08 6.0 -.7 3 0 - - 0 - 0 - 39 4 N16 .078 2.919 -.454 0 0 0 40 4 N19 0 2 003 0 0 0 41 4 N38 .012 1.839 -.292 0 0 0 42 1 4 N39 .02 3. 7 -.464 0 0 0 43 4 Totals: 0 25.856 -3.754 44 ! 4 COG in : X: 195.891 Y: 108.848 Z: 104.228 45 5 N8 .491 2.496 .072 0 0 0 46 5 N6 -444 4.69 .138 0 0 0 47 5 N4 .427 4.162 .171 0 0 0 48 5 N12 2.632 -.175 1 0 1 0 0 49 5 N14 .526 5.288 -.148 0 0 0 50 5 N16 .545 3.059 -.05 0 0 0 51 1 5 1 N19 -.002 .325 0 0 0 0 52 5 N38 .475 1.22 .086 0 0 0_ 53 5 N39 .459 1.977 -.093 0 0 0 54 5 Totals: 3,754 1 25.856 0 55 I 5 COG (in):_ 1 X;_195.891 Y: 108.848 Z: 104.228 _ �- 56 6 N8 068 2.362 .463 _ 0 57 6 N6 -.02 5.734 .764 1 0 0 0 RISA-3D Version 14.0.0 [\...\...\...\...\...\...\...\SEISMIC\MEZZ MODEL-ANG FINAL CHECK.r3d] Page 14 Page 27 of 43 Company Cubic Designs,Inc. June 13,2017 #� �' E' Designer Ahmed Ghazai 11:27 AM ,�J Job Number 9523EY Checked By: c H N o L o o 1 E s Model Name DWAYNE LANE'S CHEW Joint Reactions (Continued) t bet X fkl Y[kl Z R1 MX[k-ftl MY fk-ft] MZ[k-ftI 58 _ 6 I Jgiw a N4 -.045 3.836 .616 0 0 10 59 6 I - N12 -.067 2.015 .329 0 0 0 _ 1 60 6 N14 .008 4.553 .491 0 0 0 61 6 N16 _ .091 2.035 .342 _ 0 0 0 62 -- - N19 -�-- _ -.003 0 - 0 - 0- - 63 6 N38 .018 2.773 .463 0 0 0 64 6 N39 -.054 2.224 .287 0 0 0 65 6 Totals: 0 25.856 3.754 166 I 6 COG (in): X: 195.891 , Y: 108,848 Z: 104.228 67 7 N8 -.175 4.024 .151 0 0 0 68 7 N6 - 12-5 6 .367 0 0 0 69 7 N4 -.484 7.368 .376 0 0 0 7 6 7 N12 -.5 7 6.3 -.371 0 0 0 71 7 N14 -.38 13.016 -367 0 0 0 i 72 7 N16 -.147 5.414 -.154 0 I 0 0 73 7 N19 .003 .602 0 0 0 0 i 74 7 N38 I -.307 6.367 .226 0 0 i 0 I 75 7 N39 -.4 6.882 1 -.229 0 0 1 0 ' 76 7 Totals: -2 815 2 503 1 0 __- 77 7 COG (in): X: 196.405 Y: 110.43 Z: 103.781 78 8 N8 .157 4.1 a.__ -.156 __l 0 _ ___ 0 0 _ 79 8 N6 8 11.659 -.102 0 0 0 80 8 N4 - 122 1 7,626 .038 0 0 81 8 N12 -.191 6.816 -.751 0 0 0 82 8 N14 -.007 I 13.63 -.819 0 0 0 83 8 N16 .206 6.242 -.45 0 0 0 84 ! 8 N19 0 603 .004 0 0 0 85 8 N38 .033 5.119 -.065 0 0 0 86 8 , N39 -.017 6.68 -.514 0 0 0 87 8 Totals: 0 62.503 -2.815 88 8 COG (in)-- X.. 196.405 Y: 110.4 Z: 103.781 89 9 N8 A9 1 4.973 .165 0 0 0 1 90 9 N6 .28 i 12.033 .362 0 0 0 91 9 N4 .237 8.761 .406 0 0 0 92 9 1 N12 .167 J 6. 0 0 93 9 N14 .379 13.008 -.372 0 0 0 94 9 N16 .564 i 6.355 -.14 0 0 0 95 9 N19 -.004 602 0 0 0 0 96 9 N38 386 4.621 .222 ---- - - 0 97 9 N39 .316 5.8 1 -.234 0 0 0 98 9 Totals: 2.815 62.503 1 0 99 9 COG (in): X: 196.405 Y: 110.43 1 Z: 103.781 1100 10 N8 .163 4.867 .468 0 0 101 10 N6 -.053 12.89 f .821 0 0 0 102 10 N4 -.117 1 8.502 .739 0 0 0 103 10 N12 -.179 5.85 -.023 0 0 0 104 10 N14 .0 6 12.395 1 0 0 0 105 ' 10 N16 .217 5.527 16 0 0 0 11061 10 N19 0 2 -.004 0 0 107 10 N38 .037 5.87 .51 0 0 0 i 1081 10 N39 -. 74 6.001 054 0 0 0 109 10 Totals: 0 62.503 1 2.815 110 10 COG (in): X: 196.405 Y: 110.43 1 Z 103.781 111 11 N8 -.378 .987 .046 0 0 0 1 112 11 N6 !_ _485 4.55 --, .129 1 0 0 0 113 11 N4 -.528 1.937 .115 10 0 I 0 _ 1114 ; 11 N12 -.527 2.175 -.111 0 0 0 RISA-3D Version 14.0.0 [\...\...\...\...\...\...\...\SEISMIC\MEZZ MODEL-ANG FINAL CHECK.r3d] Page 15 Page 28 of 43 Company Cubic Designs, Inc. June 13,2017 Designer Ahmed Ghazai 11:27 AM Job Number 9523EY Checked By: T E C H H O L U G I E S Model Name DWAYNE LANE'S CHEVY Joint Reactions (Continued) LC Joint Label X jkl Y,[ki _ _CkI MX_ft-41 _ MY Ik4t1_ _ M2 DO]-_ 115 11 N 14 -.528 4.511 -.123 0 0 116 11 N16 -.396 1.475 -.059 0 0 0 117 11 N19 .002 .223 0 0 0 0 118 ' 11 _ N38 - -.433 _ _ .2.992 .079 _ 0 _0 119 11 N39 -.481 2.873 -.077 0 0 0 120 11 Totals: -3.754 21.722 0 121 11 COG (in): X: 196.297 Y: 110.097 Z: 103.875 i 122 12 N8 .052 1.12 -.349 0 0 0 123 12 N6 -.023 3.521 -.514 0 0 0 124 12 , N4 1 2. -.3 8 0 0 0 125 12 N12 -.072 2.789 -.605 0 0 0 126 112 N 14 5.239 -.748 0 0 0 127 12 N16 .066 2.491 -.446 0 0 0 128 12 N19 0 l 2 .002 0 0 0 129 12 N38 .009 1.45 -.303 0 0 0 130 12 N39 021 i2.628 -.453 i 0 1 0 0 131 12 Totals: 0 21.722 -3.754 1321 12 COG (in): X: 196.297 Y: 110.097 Z 103.875 133 13 N8 .481 2.158 .063 0 0 0 134 13 N6 .449 1 3.953 .121 0 0 0 13513 _ N4 .434 3.657 .153 0 0 0 1 36 N 12 --[..� _- _-. 57 - -0 0 0_- 137 13 N 14 .528 4.501 -.131 0 0 0 138 13 N16 .533 2. -.042 0 0 0 139 13 N19 -.002 .223 0 0 0 0 140 13 N38 _472 75 0 1 0 0 141 13 N39 .46 1.543 -.082 0 0 0 142 13 Totals: 3,754 21.722 0 143 13 COG (in): K 196.297 Y: 110.097 i Z: 103.875 144 1 14 NO 2,025 .453 0 145 14 N6 -016 4.981 .749 0 0 0 146 ; 14 N4 -.038 3.333 .598 0 0 0 147 14 N 12 -.056 1.609 .346 0 0 0 148 14 N 14 .008 3.7 0 0 149 14 N16 .08 1.613 .35 0 0 0 150 14 N19 0 .223 -.002 0 0 0 151 14 N38 .015 2.377 .452 0 0 0 152 , 14 1 _ N39 -.052 1.787__ 299 0_ _ _0 0 153 14 Totals: 0 21.722 3.754 154 14 COG in): X: 196.297 Y: 110.097 1 Z: 103.875 1 RISA-3D Version 14.0.0 [\...\...\...\...\...\...\...\SEISMIC\MEZZ MODEL-ANG FINAL CHECK.r3d] Page 16 Page 29 of 43 .Y i�. Z. X 9.6 MOMENT=23,5200 IN-LBS Loads:BLC 4,ELz Member z Bending Moments(k-ft)(Enveloped) Cubic Designs, Inc. SK-7 Ahmed Ghazai DWAYNE LANE'S CHEVY June 13, 2017 at 11:31 AM 9523EY MOMENT IN E-W MEZZ MODEL-ANG FINAL CHE... Page 30 of 43 �Y i �j r v z X t I I i -.4 126- I I 20.4 i -.8 1.5..2 6 i b MOMENT=244,800 IN-LBS I Loads:BLC 4,ELz Member z Bending Moments(k-ft)(Enveloped) Cubic Designs, Inc. SK-8 Ahmed Ghazai DWAYNE LANE'S CHEVY June 13, 2017 at 11:31 AM 9523EY MOMENT IN N-S MEZZ MODEL-ANG FINAL CHE... Page 31 of 43 CHECK COLUMN TOP CONNECTION: PAGE TRY 0.750 IN. DIAMETER GR. 5 BOLTS FROM COLUMN ANALYSIS: NS SEISMIC MOMENT= MEns = 244800 IN-# EW SEISMIC MOMENT= MEew = 235200 IN-# CHECK NS CONN: NS BOLTS PRESENT IN 1 PATTERN OF (4) - t= 1 NS BOLTS ARE IN 1 PLANE OF SHEAR MOMENT AT(4) BOLTS: Mns= MEns /t = 244800 IN-# Mill) HORIZONTAL BOLT SPACING (Dh) = 3.00 IN. VERTICAL BOLT SPACING (Dv) = 11.00 IN. . Sns = (4)SQRT((Dh/2)12 + (Dv/2)^2) = 22.80 INA3 %v- � ACTUAL SHEAR PER BOLT = Mns/Sns = 10735 # CID BOLT CAPACITY FROM (1) PLANE OF SHEAR= (1)(11920)(1.2) = 14304 # OK BEARING CAPACITY OF A 1/4 IN COLUMN TOP PLATE = (0.250)(0.750)(1.2)(1.2)(65000) = 17550 # OK BEARING CAPACITY OF 11 GA FRAMING & 1/4 IN WEB PL= (0.1196+0.2500)(0.750)(1)(1.2)(1.2)(65000) = 25946 # OK CHECK EW CONN: EW BOLTS PRESENT IN: 1 PATTERN OF (4) - t= 1 EW BOLTS ARE IN: 1 PLANE OF SHEAR MOMENT AT (4) BOLTS: Mew= MEew/t = 235200 IN-# HORIZONTAL BOLT SPACING (Dh) = 3.00 IN. VERTICAL BOLT SPACING (Dv) = 11.00 IN. Sew = (4)SQRT((Dh/2)"2 + (Dv/2)^2) = 22.80 INA3 ACTUAL SHEAR PER BOLT = Mew/Sew = 10314 # BOLT CAPACITY FROM (1) PLANE OF SHEAR= (1)(11920)(1.2) = 14304 # OK BEARING CAPACITY OF A 1/4 IN COLUMN TOP PLATE= (0.250)(0.750)(1.2)(1.2)(65000) = 17550 # OK BEARING CAPACITY OF 11 GA FRAMING & 1/4 IN WEB PL= (0.1196+0.2500)(0.750)(1)(1.2)(1.2)(65000) = 25946 # OK Page 32 of 43 STAIR BASE&TOP DETAILS: STAIR HEIGHT = 120 IN. STAIR RUN = 188 IN. STAIR WIDTH = 40 IN. TREAD DEPTH = 11 IN. SHEAR CAPACITY OF (4) 1/2" DIA. GRADE 5 BOLTS AT TOP = (4) (.196) (24000) = 18816 # SHEAR AT TOP = (1/2) (3.33) (15.67) (120 PSF) = 3133 # OK i TOP OF DECK STAIR SIDE PANEL FASTEN 3x3x1/4 ANGLE AT TOP OF STAIR TO MEZZ. FRAMING WITH (4) 1/2" DIA. GRADE 5 BOLTS r SLAB OR FLOOR ANCHOR 3x3x1/4 ANGLE AT BASE OF STAIR WITH (2) 1/2"DIA. EXPANSION ANCHORS INTO SLAB OR FLOOR SHEAR CAPACITY OF (2) 1/2" DIA.ANCHORS AT BASE OF STAIR = (2) (1005) = 2010# OK (BY INSPECTION) Page 33 of 43 TREAD ASSEMBLY: I II I II I II II I II II I 12 GA TREAD 36 IN. III I II I II I II I Il I II I II I II 114"TREAD END PLATE 2IN. V 11 IN. END REACTION IN (2)3/8" DIA. BOLTS = 300# (MAX.) SHEAR CAPACITY OF(2) 3/8" DIA. BOLTS = (2) (.37512 x 3.14/4) (24000/2) = 2650# OK Page 34 of 43 TREAD CAPACITY: TREAD THICKNESS= 0.105 IN. 11 IN. 1 13/16 IN. r - d' - C. G. 12 GA FLOOR PLATE 1 IN. IGNORE RETURN LIP COMPONENT DIMENSIONS AREA=A d A x d A d-d')A 2 Io X Y BOTTOM FACE 1.000 0.105 0.105 1.760 0.184 0.210 0.000 FLANGES 0.105 1.603 0.335 0.906 0.304 0.106 0.072 TOP FACE 11.000 0.105 1.151 0.052 0.060 0.098 0.001 1.591 0.548 0.414 0.073 d' = 0.548/ 1.591 = 0.345 IN. 1 = 0.414+0.073 = 0.487 IN.A4 S bot = 0.487/(1.813-0.345) = 0.332 IN.A3 M cap = 0.332 x 0.60 x 33000 = 6566 IN.-# M act = 300 x 36/4 = 2700 IN.-# OK Page 35 of 43 PAGE CHECK STAIR HANDRAIL CONNECTION: RAIL HEIGHT = 42 IN. FROM PRINT, RAIL UPRIGHT IS 1 1/2" x 1 1/2" x 11 GA(46 KSI) SQUARE TUBE WITH WELD (3/16")ALL AROUND LATERAL LOAD APPLIED AT CENTERLINE OF TOP OF STAIR HANDRAIL = 50 #/FT. HT = 41 IN. LENGTH OF STAIR HANDRAIL ALONG TOP = 18.3 FT. NUMBER OF STAIR HANDRAIL UPRIGHTS = 5 MX = (50) ( 18.3) (41 )/(5) = 7500 IN.-# SX OF 1 1/2" x 1 1/2" x 11 GA TUBE = [ 1.50^4- ( 1.50- .12x2)A4] / (6x1.50) = 0.282 IN.A3 MCAP = (0.282) ( .66 x 46000) = 8560 IN.-# OK CHECK WELD: SX = bd +dA2/3 = ( 1.50/COS 31°) ( 1.5 ) + ( 1.5)"2/3 = 3.375 IN.A3 STRESSWELp = 7500 / 3.375 = 2222 #/IN. < 3 x 928 = 2784 #/IN. OK Page 36 of 43 CHECK MEZZANINE HANDRAIL CONNECTION: (SIDE-OF-FRAME MOUNTING) FROM PRINT, RAIL UPRIGHT IS 2"x 2"x 11 GA(46 KSI) SQUARE TUBE WITH (3) 1 1/2" LONG x 1/8"WELDS TO BRACKET(FITS OVER TOP FLANGE OF FRAMING) LATERAL LOAD APPLIED AT TOP RAIL = 50 #/FT DISTANCE TO LOAD = 42" +DECK THICKNESS = 44 IN. MAXIMUM SPACING BETWEEN RAIL UPRIGHTS = 7.25 FT. Mx = (50) (7.25 ) (44) _ ( 363) (44) = 15950 IN.-# Sx OF 2"x 2"x 11 GA TUBE _ [2.004-(2.00-2 x.120)4]/(6 x 2.00) = 0.534 IN MCAP = (0.534) (.66 x 46000) = 16,200 IN-# OK 363# 2x2x11 GA I� CHECK WELDS TO BRACKET: TUBE DEPTH OF FRAMING = 15 IN 44 IN. 11 GAx6" PULL IN TOP WELDS = WIDE A [363 x(44+ 15)]/15 = 1426 # BRACKET CAPACITY OF TOP (2) 1 1/2"x 1/8"WELDS = 2 x 2 x 1.5 x 928 = 5570# OK 15 IN. p CHECK BRACKET LIP IN BENDING: (POINT A) B Z7" Mx = 1426 x (1.5 x 0.1196) = 256 # 11 GA (INSIDE BEND RADIUS = 0.1196 IN.) x 6"WIDE CHANNEL MCAP = 6.00 x.122/6 x(.75 x 46000) = 497 IN-# OK CHECK CHANNEL LIP IN BENDING: (POINT B) PULL AT BASE _ (363 x 44)/ 15 = 1063 # Mx = 1063 x (1.5 x 0.1196) = 191 # MCAP = [(6.00-2.25) (.12)2]/6 x(.75 x 46000) = 311 IN-# OK Page 37 of 43 2001 NA Cold-Formed Steel Speelllcation Cold Work of Forming-Flexural Members Summary v♦ i C% R i A d iC_ _ _ _ _ A — — --------► x ' e e Cee Zee Input Data: Section designation: Designation = "IOCDI ID" (Stair Stringer) Section overall depth (A): Depth = 10 in Flange width (B): Flange= 2 in Lip (C): Lip = 1.04 in Corner inner radius: R = 0.234 in Thickness: t= 0.12 in Lip angle: 6 = 1.571 rad Elastic modulus: E =2.95 x 104 ksi Weighted arerage of tensile yield Fyf = 50 ksi point of flat portion or virgin steel yield point: Tensile yield point of virgin steel: Fyn, = 50 ksi Tensile strength of virgin steel: FL,v= 65 ksi Input data for web holes: Depth of web hole: d0= 0 in Length of web hole: b = 0 in This example or any revision based on the example shall be for your own use only.Any redistribution must first receive permission from AISI Page 38 of 43 2001 NA Cold-Formed Steel Specification Cold Work oFForming-Flexural Members Applicability Check for Cold Work of Forming: Check section geometry: Clieck ColdWork= 1 Check=1 indicates that all the geometric conditions are satisfied. Otherwise, at least one of the conditions is failed and strength increase due to cold work of forming should NOT be considered. Check whether section is effective: Check Effective= "Section is fully Effective" Results: Unreduced section modulus: Sxnet =4.749 in3 Effective section modulus Sxeff=4.749 in3 under stress level Fyf Average yield point considering Fyal =51.706 ksi cold work of forming: Neutral axis of effective section at y_bar_a = 5 in stress level Fya1: Effective section modulus Sxeff a=4.749 in3 at stress level Fyal: Effective moment of inertia at lex a = 23.747 in4 stress level Fyal: Note: The above effective moment of inertia is based on the given stress level. Hole is also considered. Number of iterations performed: No iter a= 1 Nominal flexural strength: Mn=245.568 kip-in M Strength for ASD: — = 147.046 kip-in nb Strength for LRFD: b•M, =221.011 kip-in This example or any revision based on the example shall be for your own use only Any redistribution must first receive permission from AISI. Page 39 of 43 2001 NA Cold-Formed Steel Specification Cold Work of Forming-Flexural Members Summary YA Ag i B I�--�—►IBC N � (it ' o eL Cee Zee Input Data: Section designation: Designation= "15CDIIP&55ks? Section overall depth (A): Depth= 15 in Flange width (B): Flange = 3 in Lip (C): Lip = 1.375 in Corner inner radius: R = 0.234 in Thickness: r = 0.1= in Lip angle: 0 = 1.571 rad Elastic modulus: E = 2.95 x 104 ksi Weighted arerage of tensile yield F,.1-= 55 ksi point of flat portion or virgin steel yield point: Tensile yield point of virgin steel: F\-%.= 55 ksi Tensile strength of virgin steel: Fuv= 70 ksi Input data for web holes: Depth of web hole: do u in Length of web hole: b = 0 in Page 40 of 43 2001 NA Cold-Formed Steel Specification Cold Work of Forming-Flexural Members Applicability Check for Cold Work of Forming: Check section geometry: Check_ColdWork= I Check=9 indicates that all the geometric conditions are satisfied. Otherwise, at least one of the conditions is failed and strength increase due to cold work of forming should NOT be considered. Check whether section is effective: Check Effective = "Section is not fully Effective" Results: Unreduced section modulus: S111et= 10.946 in3 Effective section modulus S1eff= 9.977 in3 under stress level Fyt Average yield point considering FN.a1 = 55 ksi cold work of forming: Neutral axis of effective section at v bar a = 7.87 in stress level Fyal: Effective section modulus Sxeff a = 9.977 in3 at stress level Fya1: Effective moment of inertia at Ie1_a= 78.514 in4 stress level Fyal: Note: The above effective moment of inertia is based on the given stress level. Hole is also considered Number of iterations performed: No iter a= 3 Nominal flexural strength: M„= 548-728 kip-in Strength for ASD: Mil = 328.58 kip-in Qb Strength for LRFD: +b-Mil= 493.855 kip-in Page 41 of 43 GRATINGMMEL WELDED 1-3/16"CENTER TO CENTER OF ti KW-19-41 "-KW-19-2 CROSS BARS 4"C/C CROSS BARS 2"C/C I� •Tv�`t�r�r. •4• .l !rb.� • STATIC LOAD TABLE-Loads&deflections are theoretical,based on a maximum allowable fiber stress of 18,000 PSI,E=30,000,000 PSI. ' "1"Owl r +M ,at pr"ox- _Pe Ft:-" PAN(LGTH.OF.B RG.BAR NOTE:When grating with serrated bearing bars is specified, � $SISymbol Weight Per FL_ " V4"geealerpth f than t Ih't snoing wndin�he load lr a ab eed load should be ?t.,..., (111s/Sq Ft. Of wfdlh 2-0 2-6 3-0 3'-6' 4-0' 4 -6 NOTE:Spans and iaads to the right of the heavy line exceed 19-4-32 '4.0 U 366 234 163 120 92 72 a deflection of 1i4-for uniform loads of 100#1sq.It.which "4.3 D 096 .150 .216 .295 .386 .484 provide safe pedesinan comfon, but can be exceeded for 3/4"x 1/8" ,4_6 .122 C 366 293 244 209 183 163 other types of loads at the discretion of the engineer. 19-2-32 •4.9 D .077 .120 .173 35 e307 .389 Material:ASTM A-569 standard;ASTM A•570 available on 19-4-33 •5.6 U 549 351 244 179 137 108 specilication. "6.4 D .096 .150 .216 .294 .383 .482 U-Safe Uniform Load in lbs." 3/4"X 3/16" •6,3 18� C 549 439 366 314 275 244 per sq,It. 19 2 33 ••7.1 D .077 .120 .173 .236 .308 .389 $'-o" 5-6" 6'-6 C-Safe Concentrated Load 19-4-42 5.1 U 648 41 S 288 212 162 128 104 86 72 in lbs.per tool of Grating 1"X 1/8" 5.4 216 D 072 .112 .162 .221 288 .364 .451 .546 .647 Width. 19-2-42 '5.7 C 648 518 432 370 324 288 259 236 216 D-Deflection in inches. '"6.0 D .057 .090 .129 .176 .230 .291 359 .435 .517 19-4-43 :7.3 U 975 624 433 318 244 193 156 129 106 "8.0 D .072 .113 .162 .221 .289 366 .451 546 648 1"%3/16" '8.0 .325 C 975 780 650 557 488 435 390 355 325 6'• 19 2-43 ••8.7 D .058 .090 .130 .177 .231 .292 .361 .437 .520 6" 7'-0" 19-4.52 16.1 U 1017 651 452 332 254 201 163 134 113 96 83 "6.5 D 058 .090 .130 .177 .231 .293 .362 .435 .520 609 708 1-1/4"x1/8" '6.6 339 C 1017 814 678 581 509 452 407 370 339 313 291 19-2.52 •'7.2 D .046 .072 .104 .142 .185 .234 .289 0 .416 .488 .560 19-4-53 '8.9 U 1521 973 676 497 380 300 243 201 169 144 124 "9.7 D .055 .090 .130 .177 .230 .291 .359 .435 .518 .608 .705 1-1/4"X 3/16" g 6 507 C 1521 1217 1014 869 761 676 608 553 507 468 435 8'-V 9'-V 19-2-53 •10.4 D .046 .072' .104 .141 .184 .233 .288 .348 415 .487 .565 19-4-62 -7.3 U 1464 937 651 478 366 289 234 194 163 139 120 92 72 1-1/2"X 1/8" "7.9 488 D 048 075 .108 .147 .192 .233 .299 .363 .433 .508 .590 .772 .967 19 2-62 '7.9 C 1464 1171 976 837 732 651 586 532 488 450 418 366 325 "8.5 D .038 .060 .086 .118 .153 .194 .240 .290 .345 .405 .4710 .614 .770 19-4-63 110.6 U 2190 1402 973 715 548 433 350 290 243 207 179 137 108 "11.8 D .048 .075 A 08 .147 .192 .243 .300 .364 .431 .506 .589 .769 .971 1-1/2"X 3/16" 730 C 2190 1752 1460 1251 1095 973 876 796 730 674 626 548 487 19-2-63 "12.4 D .038 .060 -086 .118 .154 .196 .240 .290 .346 .406 471 .615 .778 19 4-73 12.2 U 2982 1908 1325 974 746 589 477 394 331 282 243 186 147 "13.5 D .041 .064 .093 .126 .165 .208 .257 311 I 370 .434 .503 .657 .832 l-3/4"x 3/16" i12.9 994 C 2982 2386 1988 1704 1491 1325 1193 1084 994 918 852 746 663 19-2-73 "14.2 D .033 .051' .074 .101 .132 .167 .206 .249 296 .348 .403 .527 .667 19-4-83 13'9 U 3897 2494 1732 1272 974 770 624 515 433 369 318 244 192 2"X 3/16" 15.1 1.299 D .036 .056 .081 .110 .144 .182 .225 .272 I ,324 .380 .441 .577 .728 19 2 81 '14. C 3897 1 3118 2598 2227 1949 1722 1559 1417 11299 1199 1113 974 866 15.7 D .029 .04S .065 .088 .ii5 .146 .180 2 i 6 I 259 .304 .353 .46i '583 19 4-93 15.4 U 4932 3156 2192 1610 1233 974 789 652 548 467 403 308 244 2-1/4"x 3/16" 16.7 1.644 D .032 .050 .072 .098 .128 .162 .200 .242 .288 .336 .392 .512 .649 19-2-93 '16.1 C 4932 3946 3288 2818 2466 2192 1973 1793 1644 1518 1409 1233 1096 17.4 D .026 .040 .058 .078 .102 130 .160 .194 .230 .271 .314 .410 .518 19-4-103 17.1 U 60871w036 896 2705 1986 1522 1202 974 805 676 570 497 380 301 "18.3 D .029 .045 .065 .088 .115 .146 .180 .218 .259 .304 .353 .460 .584 2-1/2"X 3/16' .1 .7 2.029 C 6087870 4058 3478 3044 2705 2435 2213 2029 1873 1739 1522 1353 19-2-103 .118.9 D .023 .052 .071 .092 .117 .144 .174 .207 .243 .282 .369 .467 "-Weight depends on panel width,cross bar selection,mill tolerance and manufacturing tolerance. PANEL WIDTH CHART IN INCHES DIMENSIONS SHOWN ARE OUT TO OUT OF BEARING BARS W,``e72. :l_3 14 .:75r16 . KW/KPL-19.4 1/,Bar 1 15/,s 21/z 1 311/,s 1 47/a 61/1s 71A 87/1s 1 95/e 1013/16 12 133/1s 1 143/a 1 159i,s 163/4 1715/,s or KW/KPL-19.2 3/16 Bar 1 13/s 29/16 1 33/4 415/16 61/8 75/16 81/2 911/16 107/8 121/16 131/4 1 147/16 155/8 1613/16 1S . 'of Bars''�i"°+,07.4 48V uV ' : 20''r <. 22;-; 1,23; 24,�-i' '�6 Z.'M 028.E X29,�4:30A KW/KPL-19-4 ,/B Bar 1 191/s 205/1s 211/2 2211/16 237/e 1 25Y1s 261/4 277/1s 1 285/e 12913/isl 31 1323/is 333/e 349/,s 353/4 or KW/KPL-19-2 3/16 Bar 193/1s 203/8 219/16 223/4 2315/is 25'/e 26-9/16 271/2 2811/1a 297/e 311/16 321/4 337/,6 34s/e 3513/,s 'KW Page 42 of 43 KPL -Powers FASTENERS PRODUCT INFORMATION Power-Stud m SDI ALLOWABLE • w, Allowable Load Capacities for Power-Stud+SDI in Normal-Weight Concrete,,z �++' • Nominal Minimum Minimum Concrete Compressive Strength-f'c(psi) Anchor Embedment 2,500 3,000 1 4,000 6,000 8,000 Diameter Depth Tension Shear Tension Shear Tension Shear Tension Shear Tension Shear d (in.) (in.) (Ibs.) (lbs.) (Ibs.) (lbs.) (lbs.) (lbs.) (lbs.) (lbs.) (lbs.) (lbs.) 1/4 13/4 895 370 980 370 1,055 370 1,055 370 1,055 370 3/8 2 3/8 1,165 640 1,275 700 1,470 810 1,805 860 2,080 860 V2 21/2 1,310 915 1,435 1,005 1,655 1,160 2,025 1,420 2,340 1,430 1/2 3 3/4 2,245 1,430 2,460 1,430 2,840 1 1,430 3,480 1,430 4,020 1,430 5/8 3 3/8 2,225 1,990 2,435 1,990 2,810 1,990 3,445 1,990 3,975 1,990 5/8 1 4 5/8 3,900 1,990 4,270 1,990 4,935 1,990 6,040 1,990 6,780 1,990 3/4 4 2,695 2,210 2,950 2,420 3,405 2,785 4,170 2,785 4,820 2,785 7/8 41/2 3,190 3,585 3,495 31585 4,040 3,585 4,945 3,585 5,710 3,585 1 51/2 4,460 1 4,440 1 4,885 1 4,440 5,645 4,440 6,910 1 4,440 1 7,980 1 4,440 1114 61/2 1 6,075 1 7,210 1 6,655 1 7,210 1 7,685 1 7,210 1 9,410 1 7,210 1 10,865 1 7,210 1.Tabulated load values are for anchors installed in concrete.Concrete compresive strength must be at the specified minimum at the time of installation. 2.Allowable load capacities are multiplied by reduction factors when anchor spacing or edge distances are less than critical distances. ALLOWABLE Edge Distance and Spacing Distance Tension (Fivs, Fivc)Adjustment Factors for Normal-Weight Concrete Dia.(in) 1/4 3/8 1/2 1/2 5/8 5/8 3/4 7/8 1 1 1/4 Dia.(in) 1 114 1 3/8 1/2 1 1/2 1 5/8 5/8 3/4 7/8 1 1 114 hef(in.) 1 3/4 2 3/8 2 1/2 3 3/4 3 3/8 4 5/8 4 4 112 5 112 6 1/2 hnom(in.) 1 314 2 3/8 2 1/2 3 3/4 3 3/8 4 5/8 4 4 1/2 5 1/2 6 1/2 smin(in.) 2 114 3 3/4 7 1/4 5 11 4 1/4 6 116 112 8 8 cac(in.) 13 1/2 6 1/2 8 1/21 8 6 10 11 12 12 12 2 1/4 0.75 - - - - - - - cmin(in.) 2 3/4 2 3/4'S 114 4 5 112 4 3/4 5 7 8 8 2 112 0.78 1 1 1 1 2 3/4 0.79 0.43 - 3 0.83 3 0.86 0.46 3 1/2 0.89 3 112 1.00 0.54 4 0.95 0.83 4 - 0.62 0.52 4 112 1.00 0.88 0.69 4 112 0.69 0.57 5 - 0.92 0.76 0.71 4 3/4 0.73 0.60 0.50 - 5112 0.96 0.78 0.73 - 1 5 0.77 0.62 0.52 0.45 - - a 6 1.00 0.81 0.75 0.82 5 114 0.81 0.62 0.66 0.54 0.48 s 61/2 - 0.83 0.77 0.85 0.81 s 5 112 0.85 0.65 0.69 0.92 0.56 0.50 v W 7 0.86 0.79 0.87 0.83 S 6 0.92 0.71 0.75 1.00 0.60 0.55 c 7 112 - 0.89 0.81 0.90 0.86 - - 8 6 112 1.00 0.76 0.81 - 0.65 0.59 c 8 0.91 0.83 0.93 0.88 0.81 0.75 `+3 7 0.82 0.88 0.70 0.64 0.58 8 112 0.94 0.85 0.95 0.91 0.82 0.76 7 112 0.88 0.94 0.75 0.68 0.62 ro ra 9 0.96 0.88 0.98 0.93 0.84 0.78 W 8 0.94 1.00 0.80 0.73 0.67 0.67 0.67 91/2 0.99 0.90 - 0.95 0.86 0.80 81/2 11.00 - 0.85 0.77 0.71 0.71 0.71 10 - 0.92 0.98 0.88 0.81 9 - 0.90 0.82 0.75 0.75 0.75 10 1/2 0.94 1.00 0.90 0.83 9 1/2 0.95 0.86 0.79 0.79 0.79 11 - 0.96 - 0.92 0.84 10 1.00 0.91 0.83 0.83 0.83 11 112 0.98 0.94 0.86 10 112 - 0.95 0.88 0.88 0.88 12 1.00 0.96 0.87 11 1.00 0.92 0.92 0.92 12 1/2 - 0.98 0.89 11 112 0.96 0.96 0.96 13 0.00 LLPJ 12 1.00 1.00 1.00 Page 43 of 43 } I I Permit#: 1524 Permit Date: 06/26/17 Permit Type: COMMERCIAL ALTERATION Project Name: Dwayne Lanes Arlington Applicant Name: Kyle Westen Applicant Address: 8825 S. 184th Street Applicant, City, State, Zip: Kent,WA 98031 Contact: Kyle Westen Phone: 360-855-5433 Email: kylew@dacocorp.com Scope of Work: Mezzanine for Storage Valuation: 50000.00 Square Feet: 0 Number of Stories: 0 Construction Type: Occupancy Group: ID Code: Permit Issued: 07/05/2017 Permit Expires: Form Permit Type: Status: COMPLETE Assigned To: Kristin Foster Property Parcel# Address Legal Description Owner Name Owner Phone Zoning 31050800301000 20410 SMOKEY POINT LANE 910 Undeveloped BLVD PROPERTIES LLC (Vacant)Land Contractors Contractor Primary Contact Phone Address Contractor Type License License Daco Material Handling Kyle Westen 360-855-5433 8825 S. 184th Street CONSTRUCTION CONTRACTOR Inspections Date Inspection Type Description Scheduled Date Completed Date Inspector Status 09/18/2017 R20.ACCESSORY Approved STRUCTURE FINAL Plan Reviews Date Review Type Description Assigned To Review Status 06/27/2017 COMMERCIAL z.Rick Karns ALTERATION Fees Fee Description Notes Amount Building Plan Review Table 4-2 $592.66 Building Permit Table 4-1 $817.00 Processing/Technology $25.00 State Surcharge- 1st DU Residential- 1st Unit $4.50 Total $1,439.16 Attached Letters Date Letter Description 06/30/2017 Building Permit Payments Date Paid By Description Payment Type Accepted By Amount 06/26/2017 Kyle Westen 65286768 cc $592.66 07/05/2017 Kyle Westen 65408088 cc $846.50 Outstanding Balance $0.00 Uploaded Files Date File Name 07/05/2017 2422483-1524 Issued Permit.pdf 06/27/2017 2402216-1524 Application.pdf 0 SOP r-2V4" 4° 2'-1° 4'-10' 6'-V2^ 1, 3'-4' SLIDE GATE 15'- 4' 6° SEISMIC GAP -77 LQ ES sg- Zi ire -- I I N 0 I I 2'-�V4°' s'M 4'-10' T-2' �O + SLIDE G4TE g Ls Ki 2dA4' 6° SEISMIC GAP +:� � SEISMIC GAP SEISMIC GAP Uj Ll uw 1 V n m W Wyo 'F (D � zim w 66 rn C)v Amo A 18 � am ------------ C7 c�i� T1 --- -------------- ---- L�s o ¢- m �^ y C r a S a BRIDGING N 3S s $w I n 19 g�, tir^ ." �o og� m Ai s H�+o 8 m '_r6' RiG9 €' oR �oA Z �;• Leg MIS g S CLEARI FRAME DECK 120" UP t0 i� REll Y TOP OF DECK § �� <m I I I CC s I O D O p\ J µ C O O O r FRAMING DEPTH 0 R, PER PUN A �: FRAMING DEPTH p c'> y° I PER PUN z - z m — 2 0 ® -- c A z e o O I ^ r r I I _ .. . .......-- — — _.-._ .._...... _ Z � � - -.I FRAMING DEPTH_ _- - .. 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