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19311 59th Avenue NE_BLD1668_2026
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 Commercial/Multi-Family Building Permit Application. Mark each box to designate that the information has been provided. Please submit this checklist as part of your submittal documents. Incomplete applications will delay the review. 12 One (1) City of Arlington Comm erciaVMulti-Family Permit Application (One (1) permit application per building or structure is required) 12 One (1) City of Arlington Commercial/Multi-Family Submittal Requirements Form 10 Two (2)Architectural Drawings 10 Two (2) Structural Drawings Two (2) Structural Calculations ❑ One (1) Project Specification Manuals (if applicable) One (1) NREC Code Compliance Forms One (1) Special Inspection Requirements Forms ® One(1) Occupant's Statement of Intended Use Form Drawings shall be BOUND SEPARATELY BY TYPE, architectural, structural and landscape, and then ROLLED TOGETHER IN COMPLETE SETS> An intake appointment is required for all new Commercial or Multi-Family Building Permit Applications. To schedule an appointment please contact the City of Arlington Permit Center at(360)403 3551 or by email to ced0arlingtonwa.gov. I acknowledge that all items designated above are included as part of this application. REV 2015 Page 1 of 9 COMMERCIAL APPLICATION O • INC'- PERMIT SUBMITTAL Department of Community& Economic Development City of Arlington• 18204 59th Ave NE• Arlington,WA 98223• Phone(360)403-3551 A. FEES DUE AT TIME OF PERMIT ISSUANCE B. CODES The City of Arlington currently enforces the following: International Codes 1. 2015 International Building Code(IBC) 2. 2015 International Residential Code(IRC) 3. 2015 International Mechanical Code(IMC) 4. 2015 International Fuel Gas Code(IFGC) 5. 2015 International Fire Code(IFC) 6. 2015 International Plumbing Code(IPC) 7. 2015 International Property Maintenance Code(IPMC) 8. 2015 International Existing Property Code(IEBC) 9. 2015 Washington State Energy Code(WESC) 10. 2009 Accessible&Usable Buildings and Facilities(ICC/ANSI 1417.1) Washington State Amendments 1. WAC 51-50 Washington State Building Code 2. WAC 51-51 Washington State Residential Code 3. WAC 51-52 Washington State Mechanical Code 4. WAC 51-54 Washington State Fire Code 5. WAC 51-56&51-57 Washington State Plumbing Code and Standards 6. WAC 51-11 Washington State Energy Code 7. WAC 296-46B Electrical Safety Standards,Administration, and Installation C. CITY OF ARLINGTON DESIGN REQUIREMENTS Design Wind Speed: 85 miles per hour(Exposure C) Ground Snow Load: 25 pounds per square foot Seismic Zone: D2 Rainfall: 2 inches per hour for roof drainage design. Frost Line Depth: 12 inches Soil Bearing Capacity: 1,500 psf unless a Geo-Technical Report is provided.(IBC Table 1804.2&IRC R401.4.1) 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 '�L�tvcylo 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. I;i Cover Sheet a) Building Information 1. Specify model code information. 2. Construction Type. 3. Number of stories and total height in feet. 4. Building square footage(per floor and total) 5. IBC Occupancy Type(show all types by floor and total). 6. Mixed-use ratio(if applicable) 7. Occupant load calculation (show by occupancy type and total) 8. List work to be performed under this permit b) Design Team Information 1. Design Professional in Responsible Charge 2. Architects 3. Structural Engineers 4. Owner 5. Developer 6. Any other Design Team Members 2. Floor Plan a) Plan view 1/8"minimum scale. Details a minimum %-inch scale. b) Plans must show the entire tenant space. c) Specify the use of each room/area. d) Provide an occupant load calculation on the floor plan.(on every floor,in all rooms and spaces) e) Show ALL exits on the plans;include new,existing or eliminated. f) Show Barrier-Free information on the drawings. g) Show the location of all permanent rooms,walls and shafts. h) Note the uses in the adjacent tenant spaces,if applicable. i) Provide a door and door hardware schedule. REV 2015 Page 3 of 9 COMMERCIAL APPLICATION '�l�ticy`to 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 118"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 1. Where special inspection is required by IBC 1704,the registered design professional in responsible charge shall prepare a special inspection program that will be submitted to the City of Arlington and approved prior to issuance of the building permit to comply with IBC 106.1. D. WASHINGTON STATE ENERGY CODE 1.One(1)completed Washington State Non-Residential Energy Code Envelope Summary forms. E. OCCUPANT'S STATEMENT OF INTENDED USE 1. The Occupant's Statement of Intended Use form shall be completely filled out and may require the submittal of a Hazardous Materials inventory Statement(HMIS). Contact the Arlington REV 2015 Page 4 of 9 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 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 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:Pearson Millwork Metal Building Addition Valuation: 96 6, 00 Project Address: 19311 59th Ave NE, Arlington, WA 98223 Parcel ID#:0130286 Legal Description Section 15 Township 31 Range 5 Quarter Owner: 59th Holdings, LLC Phone Number: 360.435.9516 Address: 19311 59th Ave NE City:Arlington State:WA Zip Code:98223 Engineer:Terra Vista NW Phone Number: 425.422.0840 Cell Phone: E-mail: EricS(a)TerraVistaNW.com 2304 Smoke Pt r #207 Arlin ton WA 98223 Address: Y City: g State: Zip Code: General Contractor:Axthelm Construction, Inc. Phone Number:360.424.6848 Cell Phone: 360.391.2800 E-mail: Alan@AxthelmConstruction.com Address:PO Box 2947 City.Mount Vernon State: WA Zip Code: 98273 Contractor's License Number:AXTH EC1019DU Expiration:3/3 1/2019 Contact Person: Alan Perkes Phone Number: 360.424.6848 Cell Phone: 360,391.2800 E-mail:Alan@AxthelmConstruction.com Address: PO Box 2947 City:Mount Vernon State: WA Zip Code: 98273 Proposed Scope of Work:65'x91'x18'h, 5,915 sf new pre engineered steel bldg, addition for warehouse, REV 2015 Page 6 of 9 COMMERCIAL APPLICATION PERMIT SUBMITTAL IN O Department of Community & Economic Development City of Arlington• 18204 59th Ave NE• Arlington,WA 98223• Phone(360)403-3551 Project Name/Tenant Pearson Millwork Metal Building Addition SiteAddress19311 59th AVe NE, Arlington, WA 98223 Bldg/Unit/Suite 115 IBC Construction Type II B IBC Occupancy Type F-1 Description of Use Warehouse Building Square Footage 5,915 sf Number of Stories 1 Square Footage Per Floor _ Will there be any installation,modification or removal of the following? (Check all that apply) 10 Automatic fire extinguishing systems ❑ Compressed gas systems ❑ Fire alarm and detection systems ❑ Fire pumps ❑ Flammable and combustible liquids(tanks,piping etc...) ❑ Hazardous materials ❑ High piled/rack storage ❑ Industrial ovens/furnace ❑ Private fire hydrants ❑ Spraying or dipping operations ❑ Standpipe systems ❑ Temporary membrane structure,tents(>200sq ft)or canopies(>400 sq ft) Provide details on any of the above checked items: Extension Installation,changes,modifications or removal of any of the above may require additional submittals, Information, or permits during the plan review or construction process. Statement of Special Inspection REV 2015 Page 7 of 9 COMMERCIAL APPLICATION PERMIT SUBMITTAL Department of Community & Economic Development City of Arlington• 18204 59th Ave NE• Arlington,WA 98223• Phone(360)403-3551 Pearson Millwork Metal Building Addition Name of Project: _ - Project Address: 19311 59th AVe NE Bldg 115, Arlington, WA 98223 Special Inspection Firm: MTC - Material Testing & Consulting, Inc Address: 777 Chrysler Drive, Burlington, WA 98233 Beth Edwards 360.755.1990 Contact Person: Phone: Email: Beth.Edwards@MTC-INC.net Special Inspection Firm Special Inspectors: The Special inspection Firm of will perform special inspection for the following types of work(separate forms must be submitted if more than one firm is to be employed). ( ) Reinforced Concrete ( ) Bolting in Concrete ( ) Pre-stressed Concrete ( ) Shotcrete ( ) Structural Masonry ( ) 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 -- COMMERCIAL APPLICATION '�l,vclo PERMIT SUBMITTAL Department of Community& Economic Development City of Arlington• 18204 59th Ave NE• Arlington, WA 98223• Phone(360)403-3551 The special inspection functions are considered to be in addition to the normal inspections performed by the City and the contractor is responsible for contacting the City to schedule regular inspections.No concrete shall be poured or other work covered until approved by the City Inspector. Building Division: The Building Division shall review any revisions and addenda.Approved copies will be given to the contractor to maintain as part of the approved plan set. The City Inspector will monitor the special inspection functions for compliance with the agreement and the approved plans. The City Inspector shall be responsible for approving various stages of construction to be covered and work to proceed. Design Professionals: The architect and engineer will clearly indicate on the plans and specifications for the specific types of special inspection required,and shall include a schedule for inspection and testing. The architect and engineer will coordinate their revisions and addenda process in such a way as to insure all required City approvals are obtained, prior to work shown on the revisions being performed. Owner: The project owner, or the architect or engineer acting as the owners agent,shall employ the special inspector or agency. ENFORCEMENT: A failure of the special inspector or firm to perform in keeping the requirements of the IBC,the approved plans and this document may void this agreement and the Building Officials approval of the special inspector. In such case a new special inspector and/or firm would need to be proposed for approval.A failure of the design and/or construction parties to perform in accordance with this agreement may result in a STOP WORK notice being posted on the project, until nonconforming items have been resolved. ACKNOWLEDGEMENTS I have read and agree to comply with the fterms and conditions of this agreement. Owner: Q.cv �Y c— — Date: 0 hereby certify th the above infor tion is correct and that the construction on,and the occupancy and the use of the above-described property will b 'n ccor anc wit th laws,rules and regulation of the State of Washington. Applicants Signatur XMA) N , LZ Y Print Applicants Na Date FOR STAFF USE ONLY Received 1uely W SEP 2 5 2017 Permit# Accepted By Amount Received Receipt# Date Received REV 2015 Page 9 of 9 r! CITY OF ARLINGTON 238 N. OLYMPIC AVE -ARLINGTON, WA. 98223 PHONE; (360) 403-3551 BUILDING PERMIT Address: 19311 59th Avenue NE Permit#:1668 Parcel#:31051500401200 Valuation:262866.00 OWNER APPLICANT CONTRACTOR Name:City of Arlington Name:Axthelm Construction,Inc. Name:Axthelm Construction,Inc Address: 18204 59th Drive NE Address:PO Box 2947 Address: 17160 Dike Rd City,State Zip:Arlington,WA 98223 City,State Zip:Mount Vernon,WA 98273 City,State Zip:Mt Vernon,WA 98273 Phone: Phone:360-424-6848 Phone:360-424-6848 MECHANICAL CONTRACTOR PLUMBING CONTRACTOR Name: Name: Address: Address: City,State,Zip: City,State,Zip: Phone: Phone: LIC#: EXP: LIC#: EXP: JOB DESCRIPTION PERMIT TYPE: Commercial Addition CODE YEAR: 2015 STORIES: I CONST.TYPE: 11-B DWELLING UNITS: O OCC GROUP: F-I BUILDINGS: I OCC LOAD: PERMIT APPROVAL I AGREE TO COMPLY WITH CITY AND STATE LAWS REGULATING CONSTRUCTION AND IN DOING THE WORK AUTHORIZED THEREBY;NO PERSON WILL BE EMPLOYED IN VIOLATION OF THE LABOR CODE OF THE STATE OF WASHINGTON RELATING TO WORKMEN'S COMPENSATION INSURANCE AND RCW 18.27. THIS APPLICATION IS NOT A PERMIT UNTIL SIGNED BY THE BUILDING OFFICIAL OR HIS/HER DEPUTY AND ALL FEES ARE PAID. IT IS UNLAWFUL TO USE OR OCCUPY A BUILDING OR STRUCTURE UNTIL A FINAL INSPECTION HAS BEEN MADE AND APPROVAL OR A CERTIFICATE OF OCCUPANCY HAS BEEN GRANTED. IBC110/IRC110. I SALES TAX NOTICE:Sales tax relating to construction and construction materials in the City of Arlington must be reported on your sales tax return form and coded City of Arlington#3101. Signature Print Name D: c Released By ate CONDITIONS See red lined drawings. Adhere to approved plans. THIS PERMIT AUTHORIZS ONLY THE WORK NOTED.THIS PERMIT COVERS WORK TO BE DONE ON PRIVATE PROPERTY ONLY. ANY CONSTRUCTION ON THE PUBLIC DOMAIN(CURBS,SIDEWALKS,DRIVEWAYS,MARQUEES,ETC.)WILL REQUIRE SEPARATE PERMISSION. PERMIT FEES Date Description Fee Amount 11/6/2017 Building Permit Fee $2,695 94 11/6/2017 Building Plan Review Fee $20.00 11/6/2017 Building Plan Review Fee $1,732.52 11/6/2017 Processing/Technology Fee $25.00 11/6/2017 State Building Code Surcharge Fee $4.50 Total Due: $4,477.96 Total Payment: $1,732.52 Balance Due: $2,745.44 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: 19311 59th Avenue NE Permit#:1668 Parcel#:31051500401200 Valuation:262866.00 OWNER APPLICANT CONTRACTOR Name:City of Arlington Name:Axthelm Construction,Inc. Name:Axthelm Construction,Inc Address: 18204 59th Drive NE Address:PO Box 2947 Address: 17160 Dike Rd City,State Zip:Arlington,WA 98223 City,State Zip:Mount Vernon,WA 98273 City,State Zip:Mt Vernon,WA 98273 Phone: Phone:360-424-6848 Phone:360-424-6848 MECHANICAL CONTRACTOR PLUMBING CONTRACTOR Name: Name: Address: Address: City,State,Zip: City,State,Zip: Phone: Phone: LIC#: EXP: LIC#: EXP: JOB DESCRIPTION PERMIT TYPE: Commercial Addition CODE YEAR: 2015 STORIES: I CONST.TYPE: 11-B DWELLING UNITS: 0 OCC GROUP: F-I BUILDINGS: I OCC LOAD: PERMIT APPROVAL I AGREE TO COMPLY WITH CITY AND STATE LAWS REGULATING CONSTRUCTION AND IN DOING THE WORK AUTHORIZED THEREBY;NO PERSON WILL BE EMPLOYED IN VIOLATION OF THE LABOR CODE OF THE STATE OF WASHINGTON RELATING TO WORKMEN'S COMPENSATION INSURANCE AND RCW 18.27. THIS APPLICATION IS NOT A PERMIT UNTIL SIGNED BY THE BUILDING OFFICIAL OR HIS/HER DEPUTY AND ALL FEES ARE PAID, IT IS UNLAWFUL TO USE OR OCCUPY A BUILDING OR STRUCTURE UNTIL A FINAL INSPECTION HAS BEEN MADE AND APPROVAL OR A CERTIFICATE OF OCCUPANCY HAS BEEN GRANTED, IBC110/IRC110, SALES TAX NOTICE:Sales tax relating to construction and construction materials in the City of Arlington must be reported on your sales tax return form and coded City of Arlington#3101. Signature Print Name I): r Released By Ffatc CONDITIONS See red lined drawings. Adhere to approved plans. THIS PERMIT AUTHORIZS ONLY THE WORK NOTED.THIS PERMIT COVERS WORK TO BE DONE ON PRIVATE PROPERTY ONLY. ANY CONSTRUCTION ON THE PUBLIC DOMAIN(CURBS,SIDEWALKS,DRIVEWAYS,MARQUEES,ETC.)WILL REQUIRE SEPARATE PERMISSION. PERMIT FEES Date Description Fee Amount 11/6/2017 Building Permit Fee $2,695.94 11/6/2017 Building Plan Review Fee $20.00 11/6/2017 Building Plan Review Fee $1,732 52 11/6/2017 Processing/Technology Fee $25.00 11/6/2017 State Building Code Surcharge Fee $4.50 Total Due: $4,477.96 I Total Payment: $1,732.52 Balance Due: $2,745.44 CALL FOR INSPECTIONS I 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 Sn o h o rn i s h Onllne Government Information S Services County Washington Home Other Property Data► Help Property Search>Search Results>Property Summary Property Account Summary 11/6/2017 :Parcel IPro ert 19311 59TH AVE NE BLDG 115 ,ARLINGTON, WA Number 31051500401210 Address 98223 General Information Property Description Section 15 Township 31 Range 5 Quarter SE BLDG ONLY ON LEASED LAND ON 31051500401200(AIRPORT LOT 75B) Property Category Leased Land and/or Structure Status Active, Locally Assessed Tax Code Area 100110 Property Characteristics Use Code 399 Other Miscellaneous Manufacturing NEC Unit of Measure Acre(s) Size(gross) 0.00 Related Properties No Related Properties Found Parties Role Percent Name Address Taxpayer 100 59TH HOLDINGS PO BOX 3246, ARLINGTON, LLC WA 98223 Owner 100 59TH HOLDINGS 19311 59TH AVE NE, LLC ARLINGTON, WA 98223 Property Values Value Type Tax Year Tax Year Tax Year Tax Year Tax Year 2017 2016 2015 2014 2013 Taxable Value Regular $298,400 Exemption Amount Regular Market Total $298,400 .Assessed Value $298,400 Market Land Market Improvement $298,400 Personal Property Active Exemptions No Exemptions Found Events Effective Entry Date- ype Remarks Date 'Time ,02/06/2017 02/06/2017 Tax Bill Recalculation Manifest Error Board for 2017 performed by strgmm 13:17:00 02/03/2017 02/03/2017 Value Modification Type: Manifest Error, Status: Approved,Tax Year: 16:29:00 2017 by SASLMS 02/03/2017 02/03/2017 The situs address has by sasjra 13:20:00 changed 02/02/2017 02/02/2017 Taxpayer Changed Party/Property Relationship by strafd 13:56:00 12/15/2016 12/15/2016 The situs address has by sasjmk 16:36:00 Ichanged 05/18/2016 02/02/2017 Property Assigned To Property Assigned to Transfer/Sale. Filing No.: 07:15:00 Transfer/Sale JE066989, Quit Claim Deed by sasset ax Balance The Taxes Balance Calculator is not available. Installments Payable/Paid for Tax Year(Enter 4-digit Year, then Click-Here): 2017 Distribution of Current Taxes Voted Non- District Rate Amount Amount Voted Amount ARLINGTON SCHOOL DIST NO 16 4.93 $1,470.67 $1,470.67 $0.00 CITY OF ARLINGTON 2.21 $659.261 $126.22 $533.04 PUB HOSP#3 CASCADE VALLEY 0.64 $192.281 $192.28 $0.00 PUB HOSP#3 CASCADE VALLEY 0.34 $100.74 $0.00 $100.74 SNO-ISLE INTERCOUNTY RURAL LIBRARY 0.42 $123.95 $0.00 $123.95 SNOHOMISH COUNTY-CNT 0.88 $262.35 $0.00 $262.35 STATE 2.03 $605.031 $0.001 $605.03 TOTAL 11.44$3 414.28$1 789.17 1 625.11 Pending Property Values Market Market Pending Land Improvement Market Total Current Use Current Use Current Use Tax Year Value Value Value Land Value Improvement Total Value 20181 $0.001 $397,300.00 $397,300.001 $0.001 $0.001 $0.00 Levy Rate History Tax Yead Total Le Rate No Levy Rate History Found Real Property Structures Descri tion IType IYear Built More Information LOT 075B/PEARSON MILL WORK lCommercial 11978 View Detailed Structure information Receipts Date lReceipt No. Amount Appliedl Amount Due 04/19/2017 00:00:00 19380321 $1,707.14 $3,414.28 Sales History Transfer Receipt Recording Sale Excise Deed'Transfer Grantor Grantee Other Date Date lNumber Amount NumbeF Type Type (Seller) (Buyer) Parcels CITY OF 59TH 05/18/201605/19/2016 $400,000.00 E066989 QC S ARLINGTON HOC DINGS No Property Maps Neighborhood Township Range Section Quarter Parcel Map Code 5203002 31 05 15 SE View parcel maps for this Township/Range/Section Printable Version Developed by Thomson Reuters. @2005-2017 All rights reserved. Version 4.0.2.4 I i I I I Permit Information Date 9/26/2017 Permit Number 1668 Project Name Pearson Millwork Applicant Name Axthelm Construction, Inc. Applicant Address PO Box 2947 City, State,Zip Mount Vernon,WA 98273 Contact Alan Perkes Phone 360-424-6848 Email alan@asthelmconstruction.com Permit Type Commercial Addition Site Address 19311 59th Avenue NE Valuation 262866.00 Status Applied Permit Issued Permit Expires Square Feet 5915 Type of Construction/Occupancy Load II-B Number of Stories 1 Proposed Use Warehouse Assigned To Kristin Foster Property Parcel Address Legal Owner Owner Phone Zoning 31051500401200 19311 59th Avenue NE City of Arlington Contractors Contractor Name Primary Phone Email Contractor License License# Contact Type Axthelm Construction, Alan Parkes 360-424- alan@axthelmconstruction.com CONTRACTOR (Labor and 4XTHECI019DU Inc 5848 (Industries Review Date Type Description Target Date Completed Date Assigned To Status 10/4/2017 Commercial Addition '10/18/2017 Kevin Olander In Review 9/26/2017 Commercial Addition No comments,LT 10/4/2017 /28/2017 PW Admin Rev Complete /26/2017 Commercial Addition No issues FR 10/4/2017 10/4/2017 PW-Sew-Rev Complete /26/2017 Commercial Addition No comments for this review.Gus 10/4/2017 9/27/2017 PW-Wat-Rev Complete 9/26/2017 Commercial Addition 10/4/2017 9/27/2017 (Rick Karns pkpproved Fees Fee I Description I Notes Amount Building Permit Fee 322.10.00.Oq $2,695.94 Building Plan Review Fe 345.83.00.Oq $20.0 Building Plan Review Fe 345.83.00.09 $1,732.52 Processing/Technology Fel 341.43.00.021 $25.0 State Building Code Surcharge FeO386.00.01.001 $4.50 Total $4,477.9 Payments Date Paid By Amount Description = Payment Type Accepted B 9/26/2017 IPearson Millwork, Inc. $1,732.52 lCheck#8064 jKristin Foster Total $1,732,521 Amount Outstanding:$2,745.4 Notes Date Note 10/4/2017 Original plans were preliminary these are Final plans.-Ip 9/26/2017 Plans are available for review at the CED plan review room. Uploaded Files ` Upload File Date File Uploaded B 9/27/2017 8:32:35 AM 11668 Application.odf Foster, Kristin Permit Information Date 9/26/2017 Permit Number 1668 Project Name Pearson Millwork Applicant Name Axthelm Construction,Inc. I Applicant Address PO Box 2947 City,State,Zip Mount Vernon,WA 98273 zj� 1 Contact Alan Perkes Phone 360-424-6848 ✓ Email alan@asthelmconstruction.com Permit Type Commercial Addition \ Site Address 19311 59th Avenue NE a 11 Valuation 262866.00 / J Status Applied Permit Issued t Permit Expires Square Feet 5915 Type of Construction/Occupancy Load II-B v 1 Number of Stories 1 Proposed Use 'Warehouse Assigned To Kristin Foster Property Parcel Address Subdivision Lot Owner 31051500401200 19311 59th Avenue NE 175 1 City of Arlington Contractors Contractor Name Primary Contact Phone Email Contractor Type License License# Axthelm Construction,Inc PkIan Perkes 360-424-6848 clan axthelmconstruction.com CONTRACTOR -abor and Industries 4XTHECI014DU Review Date Type Description Target Date Completed Date Assigned To Status 1 0/412 0 1 7 :ommercial Addition 10/18/2017 <evin Olander In Review a/26/2017 commercial Addition No comments.LT 10/4/2017 /28/2017 3W Admin Rev Complete 3/26/2017 'ommercial Addition '10/4/2017 3W-Sew-Rev In Review 3/26/2017 ommercial Addition No comments for this review. Gus 10/4/2017 3/27/2017 :1W-Wat-Rev _Complete 3/26/2017 -ommercial Addition 10/4/2017 )/27/2017 Rick Karns Approved Fees Fee Description Notes Amount AST/Piping AST/Piping 322.10.00.00 $25.00 Building Permit Fee 322.10.00.00 $2,695.94 Building Plan Review Fee 345.83.00.00 $20.00 Building Plan Review Fee 345.83.00.00 $1.732.52 Processing/Technology Feel 43.00.021 1 $25.00� State Ruildin0 Code 4urcharge Feel 396.00.01.001 1 $4 50 Total $4 502.96 Payments Date Paid By Amount Description Payment Type Accepted By 9/26/2017 Pearson Millwork, Inc. $1,732.521 Oheck#8064 <ristin Foster Total $1.732.521 Amount Outstanding: 2 770.44 Notes Date Note 10/4/2017 Original plans were preliminary these are Final plans.-Ip 9/26/2017 Plans are available for review at the CED plan review room. Uploaded Files Upload File Date File Uploaded B 9/27/2017 8:32:35 AM• 11668 Application.gdf _ Foster.Kristin I x Permit Information Date 9/26/2017 Permit Number 1668 Project Name Pearson Millwork F' Applicant Name Axthelm Construction,Inc. ti Applicant Address PO Box 2947 City,State,Zip Mount Vernon,WA 98273 l� Contact Alan Perkes v Phone 360-424-6848 Email alan@asthelmconstruction.com � Permit Type Commercial Addition Site Address 19311 59th Avenue NE Valuation 262866.00 V f r Status Applied Permit Issued Permit Expires Square Feet 5915 Type of Construction/Occupancy Load II-B Number of Stories 1 Proposed Use Warehouse Assigned To Kristin Foster Property Parcel Address Legal Owner Owner Phone Zoning 31051500401200 19311 59th Avenue NE City of Arlington Contractors Contractor Name Primary Phone Email Contractor License License# Contact Type Axthelm Construction, Alan Perkes 360-424- alan@axtheimconstruction.com CONTRACTOR I-abor and AXTHECI019DU Inc 3848 Industries Review Date Type Description Target Date COmDleted Date Assigned To Status 9/26/2017 Commercial Addition 10/4/2017 PW Admin Rev In Review 9/26/2017 Commercial Addition 10/4/2017 PIN-Sew-Rev In Review 9/26/2017 Commercial Addition '10/412017 PW-Wat-Rev In Review 9/26/2017 Commercial Addition 10/4/2017 IRick Karns In Review Fees Fee IDescription I Notes Amount Building Plan Review Fe 345.83.00.Oq $20.0 Building Plan Review Feel 345.83.00.01 $1,732.52 Total $1,752.52 Payments Date Paid By Amount Description Payment Type Accepted B 9/26/2017 [Pearson Millwork,Inc. 1 $1.732.52 ;heck#8064 Kristin Foster Total $1,732.521 Amount Outstanding:$20.0 Notes Date Note 9/26/2017 Plans are available for review at the CED plan review room. Uploaded Files Upload File Date. File Uploaded B 9/27/2017 8:32:35 AM IL668 Ap2lication.pdf Foster,Kristin v COMMERCIAL APPLICATION '�► 4INV � PERMIT SUBMITTAL Department of Community& Economic Development City of Arlington• 18204 59th Ave NE- Arlington,WA 98223• Phone(360)403-3551 The following minimum Information is required for your Commercial/Multi-Family Building Permit Application.Mark each box to designate that the information has been provided. Please submit this checklist as part of your submittal documents. Incomplete applications will delay the review. One (1) City of Arlington Commercial/Multi-Family Permit Application (One (1) permit application per building or structure is required) One (1) City of Arlington Commercial/Multi-Family Submittal Requirements Form Two (2) Architectural Drawings Two (2) Structural Drawings Two (2) Structural Calculations ❑ One (1) Project Specification Manuals(if applicable) One (1) NREC Code Compliance Forms One (1) Special Inspection Requirements Forms One(1)Occupant's Statement of Intended Use Form Drawings shall be BOUND SEPARATELY BY TYPE, architectural, structural and landscape, and then ROLLED TOGETHER IN COMPLETE SETS> An intake appointment Is required for all new Commercial or Multi-Family Building Permit Applications. To schedule an appointment please contact the City of Arlington Permit Center at (360)403 3551 or by email to cedParlincitonwa.gov. I acknowledge that all items designated above are included as part of this application. REV 2015 Page 1 of 9 -IV Ol' COMMERCIAL APPLICATION PERMIT SUBMITTAL Department of Community & Economic Development City of Arlington• 18204 59th Ave NE• Arlington,WA 98223• Phone(360) 403-3551 A. FEES DUE AT TIME OF PERMIT ISSUANCE B. CODES The City of Arlington currently enforces the following: International Codes 1. 2015 International Building Code(IBC) 2. 2015 International Residential Code(IRC) 3. 2015 International Mechanical Code(IMC) 4. 2015 International Fuel Gas Code(IFGC) 5. 2015 International Fire Code(IFC) 6. 2015 International Plumbing Code(I PC) 7. 2015 International Property Maintenance Code(IPMC) 8. 2015 International Existing Property Code(IEBC) 9. 2015 Washington State Energy Code(WESC) 10. 2009 Accessible&Usable Buildings and Facilities(ICC/ANSI 1417.1) Washington State Amendments 1. WAC 51-50 Washington State Building Code 2. WAC 51-51 Washington State Residential Code 3. WAC 51-52 Washington State Mechanical Code 4. WAC 51-54 Washington State Fire Code 5. WAC 51-56&51-57 Washington State Plumbing Code and Standards 6. WAC 51-11 Washington State Energy Code 7. WAC 296-46B Electrical Safety Standards,Administration, and Installation C. CITY OF ARLINGTON DESIGN REQUIREMENTS Design Wind Speed: 85 miles per hour(Exposure C) Ground Snow Load: 25 pounds per square foot Seismic Zone: D2 Rainfall: 2 inches per hour for roof drainage design. Frost Line Depth: 12 inches Soil Bearing Capacity: 1,500 psf unless a Geo-Technical Report is provided.(IBC Table 1804.2&IRC R401.4.1) D. PLANS AND DRAWINGS Submit two(2)complete sets of drawings and plans.Drawings and plans must be submitted on minimum 18"X 24", or maximum 30"X 42"paper.All sheets are to be the same size and sequentially labeled. Plans are required to be clearly legible,with scaled dimensions, in indelible ink,blue line,or other professional media.Plans will not be accepted that are marked preliminary or not for construction,that have red lines,cut and paste details or those that have been altered after the design professional has signed the plans. Please Note:A separate submittal of plans is required for each building or structure. REV 2015 Page 2 of 9 I I I G1�Y Ul, 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. L2 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 1/8"minimum scale.Details a minimum %4-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 i, COMMERCIAL APPLICATION ��lrNclo 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 118"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 1. Where special inspection is required by IBC 1704,the registered design professional in responsible charge shall prepare a special inspection program that will be submitted to the City of Arlington and approved prior to issuance of the building permit to comply with IBC 106.1. D. WASHINGTON STATE ENERGY CODE 1.One(1)completed Washington State Non-Residential Energy Code Envelope Summary forms. E. OCCUPANT'S STATEMENT OF INTENDED USE 1. The Occupant's Statement of Intended Use form shall be completely filled out and may require the submittal of a Hazardous Materials inventory Statement(HMIS). Contact the Arlington REV 2015 Page 4 of 9 r� Pv 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 anytenant 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 i -- COMMERCIAL APPLICATION �1Vr,L� 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. Pearson Millwork Metal Building Addition yA (�� �� ot7 Name of Project: Valuation: Project Address: 19311 59th Ave NE, Arlington, WA 98223 Parcel ID#: 0130286 Legal Description Section 15 Township 31 Range 5 Quarter Owner: 59th Holdings, LLC Phone Number: 360.435.9516 Address: 19311 59th Ave NE City:Arlington State:WA Zip Code:98223 Engineer:Terra Vista NW Phone Number: 425.422.0840 Cell Phone: E-mail: EricSO)TerraVistaNW.com 2304 Smoke Pt r#207 Arlin ton WA 98223 Address: Y City: g State: Zip Code: General Contractor:Axthelm Construction, Inc. Phone Number:360.424.6848 Cell Phone: 360.391.2800 E-mail: Alan@AxtheImConstruction.com Address:PO Box 2947 City:Mount Vernon State: WA Zip Code: 98273 Contractor's License Number:AXTHEC1019DU Expiration:3/31/2019 Contact Person: Alan Perkes Phone Number: 360.424.6848 Cell Phone: 360.391.2800 E-mail:Alan@AxthelmConstruction.com Address: PO Box 2947 City:Mount Vernon State: WA Zip Code: 98273 Proposed Scope of Work:65'x91'x18'h, 5,915 sf new pre engineered steel bldg, addition for warehouse, REV 2015 Page 6 of 9 i� a, G1TY_- Off, COMMERCIAL APPLICATION PERMIT SUBMITTAL Department of Community & Economic Development City of Arlington• 18204 59th Ave NE• Arlington, WA 98223• Phone(360)403-3551 Project Name/Tenant Pearson Millwork Metal Building Addition Site Address19311 59th AVe NE, Arlington, WA 98223 Bldg/Unit/Suite 115 IBC Construction Type II B IBC Occupancy Type F-1 Description of Use Warehouse Building Square Footage 5,915 sf Number of Stories 1 Square Footage Per Floor Will there be any installation, modification or removal of the following? (Check all that apply) 2 Automatic fire extinguishing systems ❑ Compressed gas systems ❑ Fire alarm and detection systems ❑ Fire pumps ❑ Flammable and combustible liquids(tanks,piping etc...) ❑ Hazardous materials ❑ High piled/rack storage ❑ Industrial ovens/furnace ❑ Private fire hydrants ❑ Spraying or dipping operations ❑ Standpipe systems ❑ Temporary membrane structure,tents (>200sq ft)or canopies(>400 sq ft) Provide details on any of the above checked items: Extension 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 G1�1 Off, - � COMMERCIAL APPLICATION xNr}�o PERMIT SUBMITTAL Department of Community & Economic Development City of Arlington• 18204 59th Ave NE• Arlington, WA 98223• Phone(360)403-3551 Pearson Millwork Metal Building Addition Name of Project: Project Address: 19311 59th AVe NE Bldg 115, Arlington, WA 98223 Special Inspection Firm: MTC - Material Testing & Consulting, Inc Address: 777 Chrysler Drive, Burlington, WA 98233 _ Contact Person: Beth Edwards Phone: 360.755.1990 _ Email: Beth.Edwards@MTC-INC.net Special Inspection Firm Special Inspectors: The Special inspection Firm of will perform special inspection for the following types of work(separate forms must be submitted if more than one firm is to be employed). ( ) Reinforced Concrete ( ) Bolting in Concrete ( ) Pre-stressed Concrete ( ) Shotcrete ( ) Structural Masonry ( ) 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 +I I -- COMMERCIAL APPLICATION �l�Nr,°lo PERMIT SUBMITTAL Department of Community & Economic Development City of Arlington• 18204 59th Ave NE• Arlington,WA 98223• Phone(360)403-3551 The special inspection functions are considered to be in addition to the normal inspections performed by the City and the contractor is responsible for contacting the City to schedule regular inspections.No concrete shall be poured or other work covered until approved by the City Inspector. Building Division: The Building Division shall review any revisions and addenda.Approved copies will be given to the contractor to maintain as part of the approved plan set. The City Inspector will monitor the special inspection functions for compliance with the agreement and the approved plans. The City Inspector shall be responsible for approving various stages of construction to be covered and work to proceed. Design Professionals: The architect and engineer will clearly indicate on the plans and specifications for the specific types of special inspection required, and shall include a schedule for inspection and testing. The architect and engineer will coordinate their revisions and addenda process in such a way as to insure all required City approvals are obtained, prior to work shown on the revisions being performed. Owner: The project owner, or the architect or engineer acting as the owners agent,shall employ the special inspector or agency. ENFORCEMENT: A failure of the special inspector or firm to perform in keeping the requirements of the IBC,the approved plans and this document may void this agreement and the Building Officials approval of the special inspector. In such case a new special inspector and/or firm would need to be proposed for approval.A failure of the design and/or construction parties to perform in accordance with this agreement may result in a STOP WORK notice being posted on the project, until nonconforming items have been resolved. ACKNOWLEDGEMENTS I have read and agree to comply with the terms and conditions of this agreement. Owner: .a.— _ _ __ Date: I hereby certify th the above infor tion is correct and that the construction on, and the occupancy and the use of the above-described property will b n ccor an- wit th laws,rules and regulation of the State of Washington. V -Iqq 110 Applicants Signatur ,&hk N . Print Applicants Na Date FOR STAFF USE ONLY Neceived SEP 2 5 2.017 Permit# Accepted By Amount Received Receipt# Date Received REV 2015 Page 9 of 9 ' . _ 11.r' ' 9/26/2017 AXTHELM CONSTRUCTION INC Search L&I Washington State Department of " Labor & Industries AXTHELM CONSTRUCTION INC Owner or tradesperson PO BOX 2947 Principals MOUNT VERNON,WA 98273 6848 AXTHELM,JAMES DEAN,PRESIDENT SKAGI County County AXTHELM,APRIL LYNNE,VICE PRESIDENT AXTHELM,APRIL LYNNE,SECRETARY DICE,DEBORAH D (End:01101/1980) AXTHELM,WADE B (End:0 110 1/1980) PEDERSON,RUNE O (End:03/31/2011) Doing business as AXTHELM CONSTRUCTION INC WA UBI No. Business type 601 926 138 Corporation Governing persons APRIL LYNRE AXTHELM JAMES DEAN AXTHELM; License Verify the contractor's active registration/license/certification(depending on trade)and any past violations. Construction Contractor Active. Meets current requirements. License specialties GENERAL License no. AXTHEC1019DU Effective—expiration 03/31/1999—03/31/2019 Bond Lexon Ins Co $12,000.00 Bond account no. 9812289 Received by L&I Effective date 01/25/2012 03/03/2012 Expiration date Until Canceled Bond history Insurance Ohio Security Ins Co $1,000,000.00 Policy no. hftps://secure.Ini.wa.gov/verify/Detaii.aspx?UBI=601926138&LIC=AXTHEC1019DU&SAW= 1/2 I 9/26/2017 AXTHELM CONSTRUCTION INC BKS57641986 Received by L&I Effective date 12/09/2016 12131/2016 Expiration date 12/31/2017 Insurance history Savings No savings accounts during the previous 6 year period. Lawsuits against the bond or savings No lawsuits against the bond or savings accounts during the previous 6 year period. L&I Tax debts No L&I tax debts are recorded for this contractor license during the previous 6 year period,but some debts may be recorded by other agencies. License Violations No license violations during the previous 6 year period. Workers' comp Do you know if the business has employees?If so,verify the business is up-to-date on workers'comp premiums. L&I Account ID Account is current. 834,450-02 Doing business as AXTHELM CONSTRUCTION INC Estimated workers reported Quarter 2 of Year 2017"11 to 20 Workers" L&I account contact TO/JULIE SUR(360)902-4715-Email:SURJ235@lni.wa.gov Public Works Strikes and Debarments Verify the contractor is eligible to perform work on public works projects. Contractor Strikes No strikes have been issued against this contractor. Contractors not allowed to bid No debarments have been issued against this contractor. Workplace safety and health Check for any past safety and health violations found on jobsites this business was responsible for. Inspection results date 06/17/2015 No violations Inspection no. 317936704 Location 510 Eleanor Ln Mount Vernon,WA 98273 P Washington State Dept,of Labor&Industries.Use of this site is subject to the laws of the state of Washington. r hftps://secure.ini.wa.gov/verify/Detail.aspx?UBI=601926138&LIC=AXTHEC1019DU&SAW= 2/2 �. I I w Date:9/13/2017 1 7-01 922 7-01 Reaction Report Time:02:52 PM Page: 1 of 27 w VP Buildings 3200 Players Club Circle Memphis,TN 38125-8843 STRUCTURAL DESIGN DATA Project: Pearson Millworks Name: Pearson Millworks FT Builder PO #: Jobsite: 19311 59th AVE NE City, State:Arlington, Washington 98223 County: Snohomish Country: United States Received SEP 2 5 2017 TABLE OF CONTENTS DA L POW Ynwr+l.Wrnw nE GY E•Jtmler aYq �.O-V—pm" 804—.1 1•M.Myv S�Taw.�n..f..tf5 Re.•ert TM Cuplllril O IN.ONn elecQMtY, .Noce v.l..eyo q H Sneun&Fciwior,PE.9uwV.091 pBONIae .— rnMp mr Op41 OlpiWure .mm nE ree.aoa. Top..a we -. rest �ne.NrNp sr0 wo 49651 rwu a ral.a m rn �" 004 ~ 00;o ois sSIONAL��� 09/19/2017 File:Pearson Millworks FT Version:2017.1c Varco Pruden Buildings is a division of B1ueScope Buildings North America,Inc. Jt Y �. � �� �/.` � a Date:9/13/2017 1 VkA i�-M- 1 7-01 922 7-01 Reaction Report Time:02:52 PM Page: 2 of 27 Letter of Certification Contact:Alan Perkes Project:Pearson Millworks Name:Axthelm Construction Builder PO#: Y Address: Jobsite:19311 59th AVE NE City,State:Mount Vernon, Washington 98273 City,State:Arlington, Washington 98223 Country:United States County,Country: Snohomish, United States This is to certify that the above referenced project has been designed in accordance with the applicable portions of the Building Code specified below. All loading and building design criteria shown below have been specified by contract and applied in accordance with the building code. Overall Building Descri lion Shape Overall Overall Floor Area Wall Area Roof Area Max.Eave Min.Eave Max.Roof Min.Roof Peak Width Length (sq.ft. (sq.ft. (sq.ft. Height Height 2 Pitch Pitch Height Addition 56/0/0 65/0/0 3640 2439 3837 18/0/0 18/0/0 4.000:12 4.000:12 27/4/0 Addition-LT on Wall 2 35/0/0 65/0/0 2275 1717 2276 18/0/0 17/0/0 0.343:12 Total For All Shape Shapeg 5915 1 4156 1 6113 Loads and Codes-Shape:Addition City: Arlington County: Snohomish State: Washington Country: United States Building Code:2015 Washington State Building Code Structural: l0AISC-ASD Rainfall:I:4.00 inches per hour Based on Building Code:2015 International Building Code Cold Form: 12AISI-ASD fc:3000.00 psi Concrete Building Risk/Occupancy Category:II(Standard Occupancy Structure) Dead and Collateral Loads Roof Live Load Collateral Gravity:5.00 psf Roof Covering+Second.Dead Load:Varies Roof Live Load:20.00 psf Not Reducible Collateral Uplift: 0.00 psf Frame Weight(assumed for seismic):2.50 psf Wind Load Snow Load Seismic Load Wind Speed:Vult:110,00(Vasd:85.21)mph Ground Snow Load:pg:25.00 psf Lateral Force Resisting Systems using Equivalent Force Procedure The'Envelope Procedure'is Used Flat Roof Snow:pf 17.50 psf Mapped NICE Acceleration:Ss: 105.00%g Wind Exposure:C-Kz:0.926 Design Snow(Sloped):ps: 13,88 psf Mapped NICE Acceleration:S 1:37.50%g Parts Wind Exposure Factor:0.926 Rain Surcharge:0.00 Site Class:Stiffsoil(D) Wind Enclosure:Enclosed Specified Minimum Roof Snow:25.00 psf(USR) Seismic Importance:Ie:1.000 Topographic Factor:Kzt:1.0000 Exposure Factor:2 Partially Exposed-Ce:1.00 Design Acceleration Parameter:Sds:0.7560 Snow Importance:Is:1.000 Design Acceleration Parameter:Shc:0.4125 NOT Windbome Debris Region Thermal Factor:Heated-Ct:1.00 Seismic Design Category:D Base Elevation:0/0/0 Ground/Roof Conversion:0.70 Seismic Snow Load:0.00 psf Primary Zone Strip Width:2a:18/l/I0 %Snow Used in Seismic:0.00 Parts/Portions Zone Strip Width:a:9/0/l3 Diaphragm Condition:Flexible Basic Wind Pressure:q:24.38 psf Fundamental Period Height Used: 18/0/0 Transverse Direction Parameters Ordinary Steel Moment Frames Redundancy Factor:Rho: 1.30 Fundamental Period:Ta:0.2827 R-Factor:3.50 Overstrength Factor:Omega:2.50 Deflection Amplification Factor:Cd:3.00 Base Shear:V:0.2160 x W Longitudinal Direction Parameters Ordinary Steel Concentric Braced Frames Redundancy Factor:Rho:1.30 Fundamental Period:Ta:0.1748 R-Factor:3.25 Overstrength Factor:Omega:2.50 Deflection Amplification Factor:Cd:3.25 Base Shear:V:0.2326 x W File: Pearson Millworks FT Version: 2017.1c Varco Pruden Buildings is a division of BlueScope Buildings North America,Inc. r I 1 Date:9/13/2017 1 7-01 922 7-01 Reaction Report Time:02:52 PM -a& Page: 3 of 27 Loads and Codes-Shape:Addition-LT on Wall 2 City: Arlington County: Snohomish State: Washington Country: United States Building Code:2015 Washington State Building Code Structural: 1 OAISC-ASD Rainfall:I:4.00 inches per hou Based on Building Code:2015 International Building Code Cold Form: 12AISI-ASD fc:3000.00 psi Concrete Building Risk/Occupancy Category:II(Standard Occupancy Structure) Dead and Collateral Loads Roof Live Load Collateral Gravity:5,00 psf Roof Covering+Second.Dead Load:Varies Roof Live Load:20.00 psf Not Reducible Collateral Uplift: 0.00 psf Frame Weight(assumed for seismic):2.50 psf Wind Load Snow Load Seismic Load Wind Speed:Vult: 110.00(Vasd:85.21)mph Ground Snow Load:pg:25.00 psf Lateral Force Resisting Systems using Equivalent Force Procedure The'Envelope Procedure'is Used Flat Roof Snow:pf.17.50 psf Mapped MCE Acceleration:Ss:105.00%g Wind Exposure:C-Kz:0.872 Design Snow(Sloped):ps:17,50 psf Mapped MCE Acceleration:S1:37.50%g Parts Wind Exposure Factor:0.872 Rain Surcharge:0,00 Site Class:Stiff soil(D) Wind Enclosure:Enclosed Specified Minimum Roof Snow:25.00 psf(USR) Seismic Importance:Ie:1,000 Topographic Factor:Kzt:1.0000 Exposure Factor:2 Partially Exposed-Ce: 1.00 Design Acceleration Parameter:Sds:0.7560 Snow Importance:Is:1.000 Design Acceleration Parameter:Shc:0.4125 NOT Windbome Debris Region Thermal Factor:Heated-Ct: 1.00 Seismic Design Category:D Base Elevation:0/0/0 Ground/Roof Conversion:0.70 Seismic Snow Load:0.00 psf Primary Zone Strip Width:2a:13/7/3 %Snow Used in Seismic:0.00 Parts/Portions Zone Strip Width:a:6/9/10 Diaphragm Condition:Flexible Basic Wind Pressure:q:22.95 psf Fundamental Period Height Used:17/6/0 Transverse Direction Parameters Ordinary Steel Moment Frames Redundancy Factor:Rho:1.30 Fundamental Period:Ta:0.2764 R-Factor:3.50 Overstrength Factor:Omega:2.50 Deflection Amplification Factor:Cd:3.00 Base Shear:V:0.2160 x W Longitudinal Direction Parameters Ordinary Steel Concentric Braced Frames Redundancy Factor:Rho:1.30 Fundamental Period:Ta:0.1711 R-Factor:3.25 Overstrength Factor:Omega:2.00 Deflection Amplification Factor:Cd:3.25 Base Shear:V:0,2326 x W 1 �a File:Pearson Millworks FT Version: 2017.1c Varco Pruden Buildings is a division of B1ueScope Buildings North America, Inc. Date:9/13/2017 17-019227-01 Reaction Report Time:02:52 PM • Page: 4 of 27 Building design loads and governing building code is provided by the Builder and is not validated by Varco Pruden Buildings,a division of BlueScope Buildings North America,Inc.The Builder is responsible for contacting the local Building Official or project Design Professional to obtain all code and loading information for this specific building site. The design ofthis building is in accordance with Varco Pruden Buildings,a division of BlueScope Buildings North America,Inc.design practices which have been established based upon pertinent procedures and recommendations ofthe Standards listed in the Building Code or later editions. t This certification DOES NOT apply to the design ofthe foundation or other on-site structures or components not supplied by Varco Pruden Buildings,a division of BlueScope Buildings North America,Inc.,nor does it apply to unauthorized modifications to building components. Furthermore,it is understood that certification is based upon the premise that all components will be erected or constructed in strict compliance with pertinent documents for this project. Varco Pruden Buildings,a division of BlueScope Buildings North America,Inc.DOES NOT provide general review of erection during or after building construction unless specifically agreed to in the contract documents. i The undersigned engineer in responsible charge certifies that this building has been designed in accordance with the contract documents as indicated in this letter. A L Fps y��oQ WASF�,Q�P y� O� rO R 48651 Ecl$T� Engineer in responsible charge Date: Engineer's Seal: S`rtONpLQ�G 09/19/2017 File:Pearson Millworks FT Version: 2017.1c Varco Pruden Buildings is a division of BlueScope Buildings North America,Inc. V I 1 Date:9/13/2017 17-019227-01 Reaction Report Time:02:52 PM A& Page: 5 of 27 Reactions-Summary Report w/Controlling Load Comb Shape:Addition Builder Contact:Alan Perkes Project:Pearson Millworks Name:Axthelm Construction Builder PO#: Address: Jobsite: 19311 59th AVE NE i City,State Zip:Mount Vernon,Washington 98273 City,State Zip:Arlington,Washington 98223 Country:United States County,Country:Snohomish,United States Loads and Codes-Shape:Addition City: Arlington County: Snohomish State: Washington Country: United States Building Code:2015 Washington State Building Code Structural: 1 OAISC-ASD Rainfall:I:4.00 inches per hour Based on Building Code:2015 International Building Code Cold Form: 12AISI-ASD fc:3000.00 psi Concrete Building Risk/Occupancy Category:II(Standard Occupancy Structure) Dead and Collateral Loads Roof Live Load Collateral Gravity:5,00 psf Roof Covering+Second,Dead Load:Varies Roof Live Load:20.00 psf Not Reducible Collateral Uplift: 0.00 psf Frame Weight(assumed for seismic):2.50 psf Wind Load Snow Load Seismic Load Wind Speed:Vult: 110,00(Vasd:85.21)mph Ground Snow Load:pg:25.00 psf Lateral Force Resisting Systems using Equivalent Force Procedure The'Envelope Procedure'is Used Flat Roof Snow:pf. 17.50 psf Mapped MCE Acceleration:Ss: 105.00%g Wind Exposure:C-Kz:0.926 Design Snow(Sloped):ps: 13.88 psf Mapped MCE Acceleration:S l:37.50%g Parts Wind Exposure Factor:0.926 Rain Surcharge:0.00 Site Class:Stiffsoil(D) Wind Enclosure:Enclosed Specified Minimum Roof Snow:25.00 psf(USR) Seismic Importance:Ic:1.000 Topographic Factor:Kzt: 1,0000 Exposure Factor:2 Partially Exposed-Cc:1.00 Design Acceleration Parameter:Sds:0.7560 Snow Importance:Is: 1.000 Design Acceleration Parameter:Shc:0.4125 NOT W indbome Debris Region Thermal Factor:Heated-Ct:1.00 Seismic Design Category:D Base Elevation:0/0/0 Ground/Roof Conversion:0.70 Seismic Snow Load:0.00 psf Primary Zone Strip Width:2a:18/l/10 %Snow Used in Seismic:0.00 Parts/Portions Zone Strip Width:a:9/0/13 Diaphragm Condition:Flexible Basic Wind Pressure:q:24.38 psf Fundamental Period Height Used: 18/0/0 Transverse Direction Parameters Ordinary Steel Moment Frames Redundancy Factor:Rho:1.30 Fundamental Period:Ta:0.2827 R-Factor:3.50 Overstrength Factor:Omega:2.50 Deflection Amplification Factor:Cd:3,00 Base Shear:V:0.2160 x W Longitudinal Direction Parameters Ordinary Steel Concentric Braced Frames Redundancy Factor:Rho:1.30 Fundamental Period:Ta:0.1748 R-Factor:3.25 Overstrength Factor:Omega:2.50 Deflection Amplification Factor:Cd:3,25 Base Shear:V:0,2326 x W File: Pearson Millworks FT Version: 2017.1c Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc. I II I Date:9/13/2017 17-019227-01 Reaction Report Time:02:52 PM Page: 6 of 27 Overall Building,Description Shape Overall Overall Floor Area Wall Area Roof Area Max.Eave Min.Eave Max.Roof Min.Roof Peak Width Length (sq.ft.) (s ,ftJ (sq.f Height Hei ht2 Pitch Pitch Height Addition 56/0/0 65/0/0 3640 2439 3837 18/0/0 18/0/0 4.000:12 4.000:12 27/4/0 Addition-LT on Wall 2 35/0/0 65/0/0 2275 1717 2276 18/0/0 17/0/0 0.343:12 Existing(Existing) 91/0/0 65/0/0 5915 4157 6113 18/0/0 17/0/0 4.000:12 0 343:12 27/4/0 Total For All Shape 11830 8314 1 12226 Overall Shape Description Roof 1 I Roof2 I From Grid To Grid Width Length Eave Ht. Eave Ht.2 Pitch Pitch:2 Dist.to Ride Peak Hei ht A B 1-C 1-F 56/0/0 65/0/0 l8/0/0 18/0/0 4,000:12 4 000:12 28/0/0 27/4/0 1 File:Pearson Millworks FT Version: 2017.1c Varco Pruden Buildings is a division of BlueScope Buildings North America,Inc. - � I I I I Date:9/13/2017 17-019227-01 Reaction Report Time:02:52 PM Page: 7 of 27 I q q o0 �i4 ? m } } 4 m <> L L <*>The building is designed with bracing diagonals in the designated bays.Column base reactions,base plates and anchor rods are affected by this bracing and diagonals may not be relocated without consulting the building supplier's engineer. File: Pearson Millworks FT Version: 2017.1c Varco Pruden Buildings is a division of B1ueScope Buildings North America,Inc. .� I Date:9/13/2017 1 7-01 922 7-01 Reaction Report Time:02:52 PM Page: 8 of 27 Wall: 2 Frame ID:Portal Frame Frame Type:Portal Frame r C-3 C-2 I W �y Hx Hx Values shown are resisting forces ofthe foundation. Base Connection Design is Based on 3000.00 (psi)Concrete Reactions-Unfactored Load Type at Frame Cross Seetion:C Type Exterior Column Exterior Column X-Loc 0/0/0 21/0/0 Gridl-Grid2 C-3 C-2 Base Plate W x L(in.) 8 X 10 8 X 10 Base Plate Thickness(in.) 0.375 0.375 Anchor Rod Qty/Diam. (in) 4-0.750 4-0.750 Column Base Elev. 100'-01, 100'-0" Load Type Load Description Desc Hx Vy Hx V D Material Dead Weight Frm 0.01 0.38 -0 01 0,38 CG Collateral Load for Gravity Cases Frm - - - - L> Live-Notional Right Frm <L Live-Notional Left Frm - SMS> Specified Min.Roof Snow-Notional Right Frm <SMS Specified Min.Roof Snow-Notional Left Frm - US1* Unbalanced Snow Load 1,Shifted Right Frm *US1 Unbalanced Snow Load 1,Shifted Left Frm W 1> Wind Load,Case 1,Right Frm <W 1 Wind Load,Case 1,Left Frm W2> Wind Load,Case 2,Right Fnii <W2 Wind Load,Case 2,Left Frm WPL Wind Load,11 Ridge,Left Frm WPR Wind Load,11 Ridge,Right Frm MW Minimum Wind Load Frm MW Minimum Wind Load Frm MW Minimum Wind Load Frm MW Minimum Wind Load Frm CU Collateral Load for Wind Cases Frm L Roof Live Load Frm S Snow Load Frm E> Seismic Load,Right Frm EG+ Vertical Seismic Effect,Additive Frm <E Seismic Load,Left Frm - EG- Vertical Seismic Effect,Subtractive Frm - - - - WBI> Wind Brace Reaction,Case 1,Right Brc 0.66 121 0.66 -1 21 <WB1 Wind Brace Reaction,Case 1,Left Brc -1.38 -2.52 -1.38 2.52 WB2> Wind Brace Reaction,Case 2,Right Brc 1.70 3.12 1.70 -3.12 - <WB2 Wind Brace Reaction,Case 2,Left Brc -0.35 -0.65 -0.35 0.65 - WB3> Wind Brace Reaction,Case 3,Right Brc 0.70 1.29 0.70 -1.29 - <WB3 Wind Brace Reaction,Case 3,Left Brc -1.40 -2.56 -1.40 2.56 - File: Pearson Millworks FT Version: 2017.1c Varco Pruden Buildings is a division of B1ueScope Buildings North America,Inc. �, } r •' Date:9/13/2017 17-019227-01 Reaction Report Time:02:52 PM Page: 9 of 27 WB4> Wind Brace Reaction,Case 4,Right Brc 1.72 3.14 1 72 -3 14 - <WB4 Wind Brace Reaction,Case 4,Left Brc -0.39 -0.72 -0.39 072 MWB Minimum Wind Bracing Reaction Brc 2.93 5.37 2.93 -5 37 MWB Minimum Wind Bracing Reaction Brc - - - - MWB Minimum Wind Bracing Reaction Brc -1.66 -3.03 -1.66 3.03 MWB Minimum Wind Bracing Reaction Brc - - - - EB> Seismic Brace Reaction,Right Brc 1.85 3.39 1.85 -3.39 <EB Seismic Brace Reaction,Left Brc -L85 -339 -1.85 3.39 SMS Specifiod Min.Roof Snow frm Maximum Combined Reactions Summary with Factored Loads-Framing Note:All reactions are based on 1st order structural analysis. Appropriate Load Factors must be applied for deli n of foundations. X-Loc Grid Hrz left Load Hrz Right Load Hrz In Load Hrz Out Load Uplift Load Vrt Down Load Mom cw Load Mom ccw Load (-Hx) Case (Hx) Case (-Hz) Case (Hz) Case (-Vy) Case (Vy) Case (-Mzz) Case (Mzz) Case k k) (k) k k) k (in-k) I (in-k 0/0/0 C-3 1.68 99 1.76 79 - - - 2.85 99 3.46 83 - 21/0/0 C-2 1.69 95 1.76 79 - 3.22 79 3.47 95 Maximum Frame Reactions-Factored Load Cases at Frame Cross Section:C Note:All reactions are based on 1 st order structural analysis. X-Loc 0/0/0 21/0/0 Gridl-Grid2 C-3 C-2 Ld Description Hx vy Hx V Cs (application factor not shown) k k) k k) 79 MWB-Wall:1 1.76 3.22 1.76 -3.22 83 D+CG+E>+EG++EB> 1.69 3.46 1.67 -2.70 - 95 D+CG+E>+EG++<EB -1.67 -2.70 -1.69 3.47 - - 99 D+CU+E>+EG-+<EB -1.68 -2,85 -1.69 3.31 ASD Load Combinations-Framing No. Origin Factor Application Description 79 System Derived 1 000 0.6 MWB MWB-Wall:1 83 System Derived 1.000 1.0 D+1.0 CG+0.273 E>+0.7 EG++0.91 EB> D+CG+E>+EG++EB> 95 System Derived 1.000 1.0 D+1.0 CG+0.273 E>+0.7 EG++0.91 <EB D+CG+E>+EG++<EB 99 System Derived 1-000 0.6 D+0.6 CU+0.273 E>+0.7 EG-+0.91<EB D+CU+E> 1 File: Pearson Millworks FT Version: 2017.1c Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc. I I ., r 1 1 Date:9/13/2017 1 7-01 922 7-01 Reaction Report Time:02:52 PM h&- Page: 10 of 27 Wall: 4,Frame at: 0/6/0 Frame ID:Continuous Beam with Turned interior columns Frame Type:Continuous Beam Q Q Q W \tY vv ivy Wr Hx Flx Hx Values shown are resisting forces of the foundation. Base Connection Design is Based on 3000.00 (psi)Concrete Reactions-Unfactored Lund Type at Frame Cross Section: t Type Exterior Column Interior Column Interior Column Exterior Column X-Loc 0/0/0 16/0/0 40/0/0 56/0/0 Grid]-Grid2 1-F l-E 1-D 1-C Base Plate W x L(in.) 8X13 8X1] 8X11 8X13 Base Plate Thickness(in.) 0,375 0.375 0.375 0 375 Anchor Rod Qty/Diam. (in.) 4-0.750 4-0.750 4-0.750 4-0 750 Column Base Elev. 100'-01, too,-0" 100'-01, 100'-0" Load Type Load Description Desc. Hx I Hz Vy Hx Hz I Vv Hx Hz I Vv Hx Vv D Materiel Dead Weight Frm 0,02 - 0.40 - 0.98 0.99 -0.02 063 CG Collateral Load for Gravity Cases Frm 0.03 - 0,34 - 1.16 - - 1.17 -0.03 060 L> Live-Notional Right Frm 0.12 - 1.37 - - 4.64 - - 4.66 -0,12 241 <L Live-Notional Left Frm 0.12 1.37 - - 4.64 - - 4.66 -0.12 2.41 SMS> Specified Min.Roof Snow-Notional Right Frm 0.15 1.72 - - 5.81 - - 5.83 -0.15 3.01 <SMS Specified Min.Roof Snow-Notional Left Frm 0.15 1.72 - - 5.81 - 5.83 -0.15 3.01 US 1* Unbalanced Snow Load 1,Shifted Right Frm 0.03 0.09 - - 1.79 - - 4.15 -0.03 0.73 *US1 Unbalanced Snow Load 1,Shifted Left Frm 0.04 0.75 - - 4.10 - - 1.81 -0.04 0.08 W 1> Wind Load,Case 1,Right Frm -2.28 -3.16 - 5.32 -5.43 - 5.32 -6.97 -1.20 -0.71 <WI Wind Load,Case I,Left Frm 2.15 -1.63 - -4.78 -5.22 -4.78 -4.31 1.38 -5-80 W2> Wind Load,Case 2,Right Frm -2.94 - -1.92 - - -4.03 - -5.55 -1.34 0.92 <W2 Wind Load,Case 2,Left Frm 1.49 -0.39 - - -3.82 - - -2.89 1.23 -4.17 WPL Wind Load, Ridge,Left Frm 0.59 -3-34 - -2.01 - - -6.99 -0.55 -3.37 WPR Wind Load, Ridge,Right Frm 1.66 -2,56 - -6.39 - -1.69 1.13 -4.46 MW Minimum Wind Load Frm - - - - - - - - MW Minimum Wind Load Frm 0.66 1.19 -1.41 - - 1.26 0.98 -1.08 MW Minimum Wind Load Frm - - - - - - - - MW Minimum Wind Load Frm -2.29 -0.43 0.76 - -3.12 -1.62 2.78 CU Collateral Load for Wind Cases Frm - - - - - - - - L Roof Live Load Frm 0.12 1.37 - 4.64 - - 4.66 -0.12 2.41 S Snow Load Frm 008 0.95 3.22 - - 324 -0 08 1.86 E> Seismic Load,Right Frm -088 -1.43 0.09 1.51 - 0.09 -1.91 -1,29 1.86 EG+ Vertical Seismic Effect,Additive Frm 0.10 - - 0.34 - - 0.34 - 0.18 <E Seismic Load,Left Frm 088 1.43 - -0,09 -1.51 -0.09 1-91 1.29 -1.86 EG- Vertical Seismic Effect,Subtractive Frm - - -0.10 - - -0.34 - -0.34 - -0.18 WBI> Wind Brace Reaction,Case 1,Right Brc 0 03 -2.48 -2.28 - - - -0.06 -0.03 0.06 <W131 Wind Brace Reaction,Case 1,Left Brc -0.04 - 4.46 - -0.11 - 0.09 0.04 -0.07 WB2> Wind Brace Reaction,Case 2,Right Brc 0.08 -5.92 -5.46 - - 0.01 -0.15 -0.08 0.14 <WB2 Wind Brace Reaction,Case 2,Left Brc -0.01 - 1.27 - - -0.03 0.02 0.01 -0.02 WB3> Wind Brace Reaction,Case 3,Right Brc 0.03 -2.11 -2.06 - - -0.06 -0.03 0.05 <WB3 Wind Brace Reaction,Case 3,Left Brc -0.04 - 4.40 - - -0.11 - 0.09 0-04 -0.07 File: Pearson Millworks FT Version: 2017.1c Varco Pruden Buildings is a division of B1ueScope Buildings North America, Inc. J f I Date:9/13/2017 17-019227-01 Reaction Report Time:02:52 PM Page: 11 of 27 WB4> Wind Brace Reaction,Case 4,Right Brc 008 -5 54 -5.31 - 0.01 -0.15 -0.08 0.14 <WB4 Wind Brace Reaction,Case 4,Left Brc - - 1.09 - -0 03 0.02 - -0 02 MWB Minimum Wind Bracing Reaction Brc 0 13 -10.75 -9.44 002 -0.25 413 0.23 MWB Minimum Wind Bracing Reaction Brc - - - - MWB Minimum Wind Bracing Reaction Brc -0.04 - 4.51 - -0.11 0.09 0.04 -0.07 MWB Minimum Wind Bracing Reaction Brc - - - - - - - - EB> Seismic Brace Reaction,Right Brc 0.08 -5.71 -5.38 - 0.01 -0.15 -0.08 0.14 <EB Seismic Brace Reaction,Left Brc -0.05 - 5.57 - -0.14 0.11 0-05 -0.09 SMS Specified Min.Roof Snow Frm 0.15 1.72 5.81 5.83 -0.15 3.01 Maximum Combined Reactions Summary with Factored Loads-Framing Note:All reactions are based on i st order structural analysis ADpropriatc Load Factors must bLappliedfor izn of foundations X-Loc Grid Hrz left Load Hrz Right Load Hrz In Load Hrz Out Load Uplift Load Vrt Down Load Mom cw Load Mom ccw Load (-Hx) Case (Hx) Case (-Hz) Case (Hz) Case (-Vy) Case (Vy) Case (-Mzz) Case (Mzz) Case k k (k) k k k in-k in-k) 0/0/0 1-F 1.75 19 1.34 8 645 79 - 5.66 79 6.27 95 - - - - 16/0/0 1-E - - - 2 87 8 3.19 7 3.31 52 7.95 3 - - - - 40/0/0 i-D - - - - 2.87 8 3.19 7 3.69 72 7.99 3 - - - 56/0/0 i-C 1.25 84 1.18 100 1.15 1.15 3.10 18 4.24 3 Note:User loads are in bold. Maximum Frame Reactions-Factored Load Cases at Frame Cross Section:1 Note:All reactions are based on I st order structural analysis. X-Loc 0/0/0 16/0/0 40/0/0 56/0/0 Gridl-Grid2 1-F 1-E 1-D 1-C Ld Description Hx Hz I Vy Hx Hz Vv Hx Hz I Vy Hx Vv Cs (application factor not shown) k) (k) (k) (k) (k) k ) k k k k 3 D+CG+SMS> 0.20 2.46 - 7.95 - - 7.99 -0.20 4.24 7 D+CG+W1> -1.32 -1.15 3.19 -1.11 - 3.19 -2.02 -0,77 0.80 8 D+CG+<Wl 1.34 -0.23 - -2.87 -0.99 - -2.87 -0.43 0.78 -2.25 18 D+CU+<W 1 1.30 - -0.74 - -2.87 -2.54 -2 87 -1.99 0.82 -3.10 19 D+CU+W2> -1.75 - -0.91 - - -1.83 - -2.793 0.82 0.93 52 D+CU+WPR+<WB1 0.99 - 1.38 - - -3.31 - -0.36 0.69 -2.34 72 D+CU+WPL+WB4> 0.41 -3.32 -4.95 - - -0.61 -3.69 -0.39 -1.56 79 MWB-Wall: 1 0.08 -6.45 -5.66 - - 0.01 -0.15 -0.08 0.14 84 D+CG+E>+EG++EB> -0,73 -1.56 -1.96 0.08 3.76 - 0.08 0.62 -1.25 3.08 95 D+CG+<E+EG++<EB 0.25 - 6.27 -0.03 1.84 - -0.03 3.02 0.35 0.77 100 D+CU+<E+EG-+<EB 0.80 2.99 -0.08 -1,06 -0.08 2.12 1.18 -1.46 ASD Load Combinations-Framin No. Ori in Factor Application Description 3 System 1.000 L0 D+1.0 CG+1.0 SMS> D+co+SMS> 7 System 1.000 I.0D+I.0CG+0.6W1> D+CG+WI> 8 System 1.000 1.0 D+1.0 CG+0.6<W 1 D+CG+<W i 18 System 1.000 0.6 D+0,6 CU+0.6<W 1 D+CU+<W 1 19 System 1.000 0.6 D+0.6 CU+0.6 W2> 1)+CU+W2> 52 System Derived 1.000 0.6D+0.6CU+0.6WPR+0.6<WBI O+CU+WPR+<WB1 72 System Derived 1.000 .6 D+0.6 CU+0.6 WPL+0.6 WB4> D+CU+WPL+WB4> 79 System Derived L.000 .6 MWB MWB-Wall:1 84 System Derived 1.000 1.0 D+1.0 CG+0.91 E>+0.7 EG++0.273 EB> D+CG+E>+EG++EB> 95 System Derived 1.000 1.0 D+1.0 CG+0.273<E+0.7 EG++0.91<EB D+CG+<E+EG++<EB 100 System Derived 1.000 .6 D+0.6 CU+0.91 <E+0.7 EG-+0.273<EB D+CU+<E+EG-+<EB Bracin X-Loc Grid Description 0/0/0 1-F Diagonal bracing at base is attached to column. Reactions ARE included with frame reactions. File: Pearson Millworks FT Version: 2017.1c Varco Pruden Buildings is a division of B1ueScope Buildings North America,Inc. � ,., L _ I 1 Date:9/13/2017 17-019227-01 Reaction Report Time:02:52 PM Page: 12 of 27 Wall: 4,Frame at: 21/0/0 Frame ID:Rigid Frame Frame Type:Rigid Frame Q Q Vy ti Hx � Values shown are resisting forces of the foundation. Base Connection Design is Based on 3000.00 (psi)Concrete Reactions-Unfactored Load TM at Frame Cross Section:2 Type Exterior Column Exterior Column X-Loc 0/0/0 56/0/0 Gridl-Grid2 2-F 2-C Base Plate W x L(in,) 8 X 13 9 X 13 Base Plate Thickness(in.) 0.375 0.375 Anchor Rod Qty/Diam. (in.) 4-0.750 4-0.750 Column Base Elev. too,-0" 100'-01, Load Type Load Description Desc. Hx I Hz VV Hx I Vy D Material Dead Weight Frm 0.92 2.31 -0.92 3.47 CG Collateral Load for Gravity Cases Frm 1.47 2.93 -1.47 4.66 L> Live-Notional Right Frm 5.87 11.71 -5.87 18.65 <L Live-Notional Left Frm 5.87 11.71 -5.87 18.65 SMS> Specified Min.Roof Snow-Notional Right Frm 7.34 - 14.63 -7.34 23.31 <SMS Specified Min,Roof Snow-Notional Left Frm 7.34 - 14.63 -7.34 23.31 US 1* Unbalanced Snow Load 1,Shifted Right Frm 3.59 - 4.90 -3.59 8.13 *US1 Unbalanced Snow Load 1,Shifted Left Frm 3.66 - 8.13 -3.66 4.90 W 1> Wind Load,Case 1,Right Frm -9.35 - -14.25 4.40 -15.21 - <Wl Wind Load,Case 1,Left Frm -1.11 -10.62 7.20 -21.91 - W2> Wind Load,Case 2,Right Frm -8.97 - -9.15 2.29 -7.19 - <W2 Wind Load,Case 2,Left Frm -0.73 -5.52 5.09 -13.90 - WPL Wind Load,11 Ridge,Left Frm -2.72 -10.82 3.92 -19.79 - WPR Wind Load,11 Ridge,Right Frm -0.88 -12.12 5.87 -15.51 - MW Minimum Wind Load Frm - - - - - MW Minimum Wind Load Frm 1.16 - 1,03 2.00 -1.11 MW Minimum Wind Load Frm - - - - - MW Minimum Wind Load Frm -5.79 - -1.45 -1.73 1.45 CU Collateral Load for Wind Cases Frm - - - - - L Roof Live Load Frm 5.87 - 11.71 -5.87 18.65 S Snow Load Frm 4.09 - 8.14 -4.09 14-22 E> Seismic Load,Right Frm -1.91 - -1.69 -2.29 1.74 EG+ Vertical Seismic Effect,Additive Frm 0.43 - 0.87 -0.43 1.38 <E Seismic Load,Left Frm 1.91 - 1.69 2.29 -1.74 EG- Vertical Seismic Effect,Subtractive Frm -0.43 - -0.87 0.43 -1.38 WB1> Wind Brace Reaction,Case 1,Right Brc - - 2.32 0.06 -0.04 <WB1 Wind Brace Reaction,Case 1,Left Brc 0.07 4.74 -4.42 -0.07 0.02 WB2> Wind Brace Reaction,Case 2,Right Brc -0.01 - 5.57 0.16 -0.11 - <WB2 Wind Brace Reaction,Case 2,Left Brc 0.02 1.31 -1.26 -0.02 0.02 - WB3> Wind Brace Reaction,Case 3,Right Brc - 2.10 0.07 -0.04 - <WB3 Wind Brace Reaction,Case 3,Left Brc 006 4.49 -4.36 -0 06 0.01 - File: Pearson Millworks FT Version: 2017.1c Varco Pruden Buildings is a division ofBlueScope Buildings North America,Inc. r: i Y I r Date:9/13/2017 17-019227-01 Reaction Report Time:02:52 PM 6)& Page: 13 of 27 WB4> Wind Brace Reaction,Case 4,Right Brc - - 5.41 0.16 -0 11 <WB4 Wind Brace Reaction,Case 4,Left Brc 002 1-05 -1.07 -0.02 MWB Minimum Wind Bracing Reaction Brc -0.04 9.61 0.24 -0.17 MWB Minimum Wind Bracing Reaction Brc - - - - MWB Minimum Wind Bracing Reaction Brc 007 5.03 -4.47 -0.07 0.01 MWB Minimum Wind Bracing Reaction Brc - - - EB> Seismic Brace Reaction,Right Brc - 5.49 0.17 -0.11 <EB Seismic Brace Reaction,Left Brc 0.08 5.70 -5.51 -0.08 0.01 SMS Spccified Min.Roof Snow Frm 1 7.34 14.63 -7.34 23.31 Maximum Combined Reactions Summary with Factored Loads-Framing Note:All reactions are based on 1 st order structural analysis Appropriate Load Factors must beappliedd for deSi n of foundations. X-Loc Grid Hrz left Load Hrz Right L3 - Load Hrz Out Load Uplift Load Vrt Down Load Mom cw Load Mom ccw Load (-Hx) Case (Hx) Case (Hz) Case (-Vy) Case (Vy) Case (-Mzz) Case (Mzz) Case k k (k) k k (in-k) (in-k) 0/0/0 2-F 5.05 ]7 9.73 5.19 93 8.54 52 19.87 3 56/0/0 2-C 9.73 3 3.76 - 11.06 18 31.44 3 Maximum Frame Reactions-Factored Load Cases at Frame Cross Section:2 Note:All reactions are based on I st order structural analysis, X-Loc j 56/0/0 Grid -Grid2 2-C Ld Description V Hx V Cs (application factor not shown k k (k 3 D+CG+SMS> 19.87 9.73 31.44 - 17 D+CU+W l> -7.17 2.09 -7.0418 D+CU+<W1 -4.99 3.76 -11.0652 D+CU+WPR+<WB 1 -8.54 2.93 -7.21 93 D+CG+E>+EG++<EB 0.36 3.39 9.58 ASD Load Combinations-Framing No. Origin Factor Application Description 3 System 1.000 1.0 D+1.0 CG+1.0 SMS> D+CG+SMS> 17 System 1.000 O.6D+0.6CU+0.6W1> D+CU+W1> 18 System 1.000 0.6 D+0.6 CU+0.6<W 1 D+CU+<W 1 52 System Derived 1.000 0,6D+0.6CU+0.6WPR+0.6<WB1 D+CU+WPR+<WB1 93 System Derived 1.000 1.0 D+1.0 CG+0.273 E>+0.7 EG++0.91<EB D+CG+E>+EG++<EB Bracin X-Loc Grid Description 0/0/0 2-F Diagonal bracing at base is attached to column. Reactions ARE included with frame reactions. 56/0/0 2-C Portal Frame is next to column.See p2rtal frame section for reactions File: Pearson Millworks FT Version: 2017.1c Varco Pruden Buildings is a division of BlueScope Buildings North America,Inc. ��� g r� i I 7 Date:9/13/2017 17-019227-01 Reaction Report Time:02:52 PM • Page: 14 of 27 Wall: 4,Frame at: 42/0/0 Frame ID:Rigid Frame Frame Type:Rigid Frame Q Q I Hx Values shown are resisting forces of the foundation. Base Connection Design is Based on 3000.00 (psi)Concrete Reactions-Unfactored Load'l*ype at Frame Cross Section:3 Type Exterior Column Exterior Column X-Loc 0/0/0 56/0/0 Gridl -Grid2 3-F 3-C Base Plate W x L(in.) 8 X 13 9 X 13 Base Plate Thickness(in.) 0.375 0.375 Anchor Rod Qty/Diam. (in.) 4-0.750 4-0.750 Column Base Elev. 100'-0" 100'-01, Load Tv el Load Description Desc. Hx I Vy Hx Vv _ D Material Dead Weight Frm 0.94 2.31 -0.94 3.50 CG Collateral Load for Gravity Cases Frm 1.49 2.96 -1.49 4.72 L> Live-Notional Right Frm 5.94 11.85 -5.94 18.87 <L Live-Notional Left Frm 5.94 11.85 -5.94 18.87 SMS> Specified Min.Roof Snow-Notional Right Frm 7.43 14,81 -7.43 23.59 <SMS Specified Min.Roof Snow-Notional Left Frm 7.43 14.81 -7 43 23.59 US 1* Unbalanced Snow Load 1,Shifted Right Frm 3.66 4.96 -3.66 8.23 *US1 Unbalanced Snow Load 1,Shifted Left Frm 3.69 8.23 -3.69 4.96 W 1> Wind Load,Case 1,Right Frm -8.57 -13.91 4.54 -15.04 <W 1 Wind Load,Case 1,Left Frm -1.58 -10.64 6.91 -21 05 W2> Wind Load,Case 2,Right Frm -8.19 -8.75 2.41 -6.93 <W2 Wind Load,Case 2,Left Frm -1.20 -5.48 4.77 -12 94 WPL Wind Load, Ridge,Left Frm -2.68 -10.70 3.89 -19 10 WPR Wind Load, Ridge,Right Frm -0.84 -11.97 5.74 -15 17 MW Minimum Wind Load Frm - - - - MW Minimum Wind Load Frm 1 19 104 2.01 -1 12 MW Minimum Wind Load Frm - - - MW Minimum Wind Load Frm -5.89 -1.46 -1.73 1.46 CU Collateral Load for Wind Cases Frm - - - - L Roof Live Load Frm 5.94 11.85 -5.94 18.87 S Snow Load Frm 4.14 8-24 -4.14 14.39 E> Seismic Load,Right Fnn -1.95 -1.71 -2.29 1.76 EG+ Vertical Seismic Effect,Additive Frm 0.44 0.88 -0.44 1.39 <E Seismic Load,Left Frm 1.95 1.71 2.29 -L76 EG- Vertical Seismic Effect,Subtractive Frm -0.44 -0.88 0.44 -L39 WB1> Wind Brace Reaction,Case 1,Right Brc - - - -0.02 <WBI Wind Brace Reaction,Case 1,Left Brc 0.02 0.01 0.03 -0.01 WB2> Wind Brace Reaction,Case 2,Right Brc - - - -0.05 <WB2 Wind Brace Reaction,Case 2,Left Brc - WB3> Wind Brace Reaction,Case 3,Right Brc - - -0.02 <WB3 Wind Brace Reaction,Case 3,Left Brc 0.02 002 003 -0.02 - File: Pearson Millworks FT Version: 2017.1c Varco Pruden Buildings is a division ofBlueScope Buildings North America,Inc. T - I I Date:9/13/2017 1 7-01 922 7-01 Reaction Report Time:02:52 PM h& Page: 15 of 27 WB4> Wind Brace Reaction,Case 4,Right Brc - - -0.05 - <WB4 Wind Brace Reaction,Case 4,Left Brc - MWB Minimum Wind Bracing Reaction Brc -0.06 - MWB Minimum Wind Bracing Reaction Brc - MWB Minimum Wind Bracing Reaction Brc 0-02 002 003 402 MWB Minimum Wind Bracing Reaction Brc - - - EB> Seismic Brace Reaction,Right Brc - - - -0 05 <EB Seismic Brace Reaction,Left Brc 0.02 002 004 -0.02 SMS S ified Min.Roof Snow Frm 7.43 1481 -7 43 2359 Maximum Combined Reactions Summary with Factored Loads-Framing Note:All reactions are based on 1 st order structural analysis. Appropriate Load Factors must be WOW for ign of foundations X-Loc Grid Hrz left Load Hrz Right Load Hrz In Load Hrz Out Load Uplift Load Vrt Down Load Mom cw Load Mom ccw Load (-Hx) Case (FIX) Case (-Hz) Case (Hz) Case (-Vy) Case (Vy) Case (-Mzz) Case (Mzz) Case (k) (k) k k (k (k (in-k) (in-k 0/0/0 3-F 4,58 17 9.85 3 - 6.96 17 20.08 3 - - - 56/0/0 3-C 9.85 3 3.58 18 1 10.53 18 31.81 3 Maximum Frame Reactions-Factored Load Cases at Frame Cross Section:3 Note:All reactions are based on I st order structural analysis. X-Loc 0/0/0 56/0/0 Gridl-Grid2 3-F 3-C Ld Description Hx VY Hx V Cs (application factor not shown) (k) k (k k 3 D+CG+SMS> 9.85 20.08 -9.85 31.81 - 17 D+CU+WI> -4.58 -6.96 2.16 -6.93 - 18 D+CU+<Wl -0.39 -5.00 3.58 -10.53 ASD Load Combinations-Framing No. Ori in Factor Application Description 3 System 1.000 1.0 D+1.0 CG+1.0 SMS> D+CG+SMS> 17 System 1.000 0.6 D+0.6 CU+0.6 W1> D+CU+W1> 18 System 1.000 .6 D+0.6 CU+0.6<W i ID+CU+<W 1 Bracin X-Loc Grid Description 56/0/0 3-C Portal Frame is next to column.See portal frame section for reactions File: Pearson Millworks FT Version: 2017.1c Varco Pruden Buildings is a division of B1ueScope Buildings North America,Inc. i i Date:9/13/2017 17-019227-01 Reaction Report Time:02:52 PM Page: 16 of 27 Wall: 4,Frame at: 63/0/0 Frame ID:Rigid Frame Frame Type:Rigid Frame Q VY ro Hx ttu Values shown are resisting forces of the foundation. Base Connection Design is Based on 3000.00 (psi)Concrete Reactions-Unfactored Load Type at Frame Cross Section:4 Type Exterior Column Exterior Column X-Loc 0/0/0 56/0/0 Gridl-Grid2 4-F 4-C Base Plate W x L(in.) 8 X 13 9 X 13 Base Plate Thickness(in.) 0.375 0.375 Anchor Rod Qty/Diam. (in.) 4-0.750 4-0.750 Column Base Elev. 100'-01, 100'-01, Load Tv e Load Description Desc. Hx I Vy Hx Vv D Material Dead Weight Frm 0.62 1.59 -0-62 2.41 - CG Collateral Load for Gravity Cases Frm 098 199 -0 98 3.17 - L> Live-Notional Right Frm 3 93 7,95 -3.93 12.67 <L Live-Notional Left Frm 393 7.95 -3 93 12.67 - SMS> Specified Min.Roof Snow-Notional Right Frm 4.46 9-00 -4.46 14.91 - <SMS Specified Min.Roof Snow-Notional Left Frm 4-46 900 -4 46 14.91 us* Unbalanced Snow Load 1,Shifted Right Frm 2,19 3.01 -2.19 5.00 *US1 Unbalanced Snow Load 1,Shifted Left Frm 2.21 5-00 -2.21 3.01 W 1> Wind Load,Case 1,Right Frm -5,77 -10 26 3.69 -1 1.02 <W 1 Wind Load,Case 1,Left Frm -1.91 -8.06 4.77 -15.05 W2> Wind Load,Case 2,Right Frm -5.54 -7.12 2.41 -5 90 <W2 Wind Load,Case 2,Left Frm -1-67 4.92 3.49 -9.93 WPL Wind Load, Ridge,Left Frm -2.56 -7.91 2.85 -13.76 WPR Wind Load, Ridge,Right Frm -1.03 -8.98 441 -10.92 MW Minimum Wind Load Frm - - - MW Minimum Wind Load Frm 0.72 0.62 1.20 -0,67 MW Minimum Wind Load Frm - - - - MW Minimum Wind Load Frm -3 52 -0 88 -1 04 088 CU Collateral Load for Wind Cases Frm - - - L Roof Live Load Frm 3,93 795 -3 93 12.67 S Snow Load Frm 2,49 501 -2 49 9.14 E> Seismic Load,Right Frm -1.29 -1 14 -L51 1.17 EG+ Vertical Seismic Effect,Additive Frm 0.29 0.58 -0.29 0.92 <E Seismic Load,Left Frm 1.29 1.14 1.51 -L 17 EG- Vertical Seismic Effect,Subtractive Frm -0.29 -0.58 0.29 -0.92 SMS Specified Min.Roof Snow Frm 4.46 9-00 -4.46 14.91 Maximum Combined Reactions Summary with Factored Loads-Framing Note:All reactions are based on 1 st order structural analysis. Appropriate Load Factors must be applied for design of foundations. File: Pearson Millworks FT Version: 2017.1c Varco Pruden Buildings is a division of B1ueScope Buildings North America,Inc. lip Date:9/13/2017 17-019227-01 Reaction Report Time:02:52 PM Page: 17 of 27 X-Loc Grid Hrz left Load Hrz Right Load Hrz In Load Hrz Out Load Uplift Load Vrt Down Load Mom cw Load Mom ccw Load (-Hx) Case (Hx) Case (-Hz) Case (Hz) Case (-Vy) Case (Vy) Case (-Mzz) Case (Mzz) Case (k) k) (k) (k) (k) (k) (in-k) (in-k) _ 0/0/0 4-F 309 17 6.06 3 5.20 17 1257 3 56/0/0 4-C 606 3 2.49 18 758 18 20.49 3 Maximum Frame Reactions-Factored Load Cases at Frame Cross Section:4 Note:All reactions are based on 1st order structural analysis. X-Loc 0/0/0 56/0/0 Gridl-Grid2 4-F 4-C Ld Description Hx yy Hx V Cs (application factor not shown) (k) (k) k) (k) 3 D+CG+SMS> 606 1257 -6.06 20.49 - 17 D+CU+Wl> -3.09 -5.20 184 -5.17 - 18 D+CU+<W1 -0.78 -388 2.49 -7.58 ASU Load Combinations-Framing No. Origin Factor Application Description 3 System 1,000 [CL).6 .0 D+1.0 CG+1.0 SMS> D+CG+SMS> 17 System 1.000 ,6D+0.6CU+0.6W1> D+CU+W1> 18 Svstem 1.000 D+0.6 CU+0.6<W 1 11D+CU+<W 1 File: Pearson Millworks FT Version: 2017.1c Varco Pruden Buildings is a division of B1ueScope Buildings North America,Inc. �: 1 I I Date:9/13/2017 17-019227-01 Reaction Report Time:02:52 PM • Page: 18 of 27 Shape: Addition-LT on Wall 2 Loads and Codes-Shape:Addition-LT on Wall 2 City: Arlington County: Snohomish State: Washington Country: United States Building Code:2015 Washington State Building Code Structural: IOAISC-ASD Rainfall:I:4.00 inches per hour Based on Building Code:2015 International Building Code Cold Form: 12AISI-ASD fc:3000.00 psi Concrete Building Risk/Occupancy Category:II(Standard Occupancy Structure) i Dead and Collateral Loads Roof Live Load Collateral Gravity:5.00 psf Roof Covering+Second.Dead Load:Varies Roof Live Load:20.00 psf Not Reducible Collateral Uplift: 0.00 psf Frame Weight(assumed for seismic):2.50 psf Wind Load Snow Load Seismic Load Wind Speed:Vult:110.00(Vasd:85.21)mph Ground Snow Load:pg:25.00 psf Lateral Force Resisting Systems using Equivalent Force Procedure The'Envelope Procedure'is Used Flat Roof Snow:pf 17.50 psf Mapped MCE Acceleration:Ss: 105.00%g Wind Exposure:C-Kz:0.872 Design Snow(Sloped):ps:17.50 psf Mapped MCE Acceleration:S l:37.50%g Parts Wind Exposure Factor:0.872 Rain Surcharge:0.00 Site Class:Stiff soil(D) Wind Enclosure:Enclosed Specified Minimum Roof Snow:25.00 psf(USR) Seismic Importance:Ie:1.000 Topographic Factor:Kzt:1.0000 Exposure Factor:2 Partially Exposed-Ce:1.00 Design Acceleration Parameter:Sds:0.7560 Snow Importance:Is:1.000 Design Acceleration Parameter:Shc:0.4125 NOT Windbome Debris Region Thermal Factor:Heated-Ct:1.00 Seismic Design Category:D Base Elevation:0/0/0 Ground/Roof Conversion:0.70 Seismic Snow Load:0.00 psf Primary Zone Strip Width:2a:13/7/3 %Snow Used in Seismic:0.00 Parts/Portions Zone Strip Width:a:6/9/10 Diaphragm Condition:Flexible Basic Wind Pressure:q:22.95 psf Fundamental Period Height Used:17/6/0 Transverse Direction Parameters Ordinary Steel Moment Frames Redundancy Factor:Rho:1.30 Fundamental Period:Ta:0.2764 R-Factor:3.50 Overstrength Factor:Omega:2.50 Deflection Amplification Factor:Cd:3.00 Base Shear:V:0.2160 x W Longitudinal Direction Parameters Ordinary Steel Concentric Braced Frames Redundancy Factor:Rho:1.30 Fundamental Period:Ta:0.1711 R-Factor:3.25 Overstrength Factor:Omega:2.00 Deflection Amplification Factor:Cd:3.25 Base Shear:V:0.2326 x W Overall Shape Description Roof 1 Roof 2 From Grid To Grid Width Length Eave HL Eave Ht.2 Pitch Pitch 2 Dist.to Ride Peak Hei ht A I 1-F 35/0/0 65/0/0 17/0/0 18/0/0 0,343:12 I File:Pearson Millworks FT Version:2017.1c Varco Pruden Buildings is a division of B1ueScope Buildings North America, Inc. ,'� r � r I I I Date:9/13/2017 17-019227-01 Reaction Report Time:02:52 PM • Page: 19 of 27 Q Q Q I a BL BL <*>The building is designed with bracing diagonals in the designated bays.Column base reactions,base plates and anchor rods are affected by this bracing and diagonals may not be relocated without consulting the building supplier's engineer. File:Pearson Millworks FT Version: 2017.1c Varco Pruden Buildings is a division of B1ueScope Buildings North America,Inc. M 1; 1 Date:9/13/2017 17-019227-01 Reaction Report Time:02:52 PM Page: 20 of 27 Wall: 2,Frame at:2/0/0 Frame ID:Leanto Frame Type:Lean-To Q VY ti Hx L z,-rr t Values shown are resisting forces of the foundation. Base Connection Design is Based on 3000.00 (psi)Concrete Reactions-Unfactored Load Type at Frame Cross Section:4 Type Exterior Column X-Loc 0/0/0 Gridl -Grid2 4-A Base Plate W x L(in.) 8 X 11 Base Plate Thickness(in.) 0.375 Anchor Rod Qty/Diam. (in.) 4-0.750 Column Base Elev. 100'-01, Load Tye Load Description Desc Hx V I D Material Dead Weight Frm 0.02 0.95 CG Collateral Load for Gravity Cases Fnn 0.03 1.26 L> Live-Notional Right Frm 0.13 5.03 <L Live-Notional Left Frm 0.13 5.03 SMS> Specified Min.Roof Snow-Notional Right Frm 0.16 6.29 <SMS Specified Min.Roof Snow-Notional Left Frm 0.16 6.29 W 1> Wind Load,Case 1,Right Frm 1.00 -3 20 <W 1 Wind Load,Case 1,Left Frm -0.64 -5.00 W2> Wind Load,Case 2,Right Frm 0.22 -1.10 <W2 Wind Load,Case 2,Left Frm -1.41 -2.90 WPL Wind Load,11 Ridge,Left Frm 1.32 -5.06 WPR Wind Load,11 Ridge,Right Frm 1.37 -3.21 MW Minimum Wind Load Frm - - MW Minimum Wind Load Frm -1.61 0.05 MW Minimum Wind Load Frm - - MW Minimum Wind Load Frm - - CU Collateral Load for Wind Cases Frm - - L Roof Live Load Frm 0.13 5.03 S Snow Load Frm 0.12 4.40 E> Seismic Load,Right Frm 0,04 EG+ Vertical Seismic Effect,Additive Frm - 0.37 <E Seismic Load,Left Frm -0.04 - EG- Vertical Seismic Effect,Subtractive Frm - -0 37 SMS Specified Min.Roof Snow Frm 0.16 629 Maximum Combined Reactions Summary with Factored Loads-Framing Note:All reactions are based on 1 st order structural analysis. Appropriate Load Factors must be applied for design of foundations. X-Loc Grid Hrz IeR Load HrzRightlLoadl Hrz In Load Hrz Out Load Uplift Load Vrt Down Load Mom cw Load Mom ccw Load (-Hx) Case (Hx) Case (-Hz) Case (Hz) Case (-Vy) Case (Vy) Case (-Mzz) Case (Mzz) Case File: Pearson Millworks FT Version: 2017.1c Varco Pruden Buildings is a division of B1ueScope Buildings North America,Inc. i I Date:9/13/2017 17-019227-01 Reaction Report Time:02:52 PM Page: 21 of 27 I I I tk1 I I (k) I 11ki I I (k) I I ik1 l I (k) I I (in-k) I I iu)-k) ( I 0/0/0 4-A 0,96 12 088 10 1 - - - 246 19 850 3 � �� Maximum Frame Reactions-Factored Load Cases at Frame Cross Section:4 Note:A]I reactions are based on 1st order structural anal sib. X-Loc 0/0/0 Gridl-Grid2 4-A Ld Description Hx V Cs (application factor not shown k k 3 D+CG+SMS> 0.22 8.50 10 D+CG+WPR 0.88 0.28 12 MW-Wall:2 -0.96 0.03 19 D+CU+WPL 0.81 -2.46 ASD Load Combinations-Framing No. Origin Factor Application Description 3 System 1.000 1.0 D+1.0 CG+1.0 SMS> D+CG+SMS> 10 System 1.000 1.0 D+1.0 CG+0.6 WPR D+CG+WPR 12 System 1.000 0.6 MW MW-Wall:2 19 System 1.000 D.6 D+0.6 CU+0.6 WPL D+CU+WPL File:Pearson Millworks FT Version: 2017.1c Varco Pruden Buildings is a division of BlueScope Buildings North America,Inc. i Date:9/13/2017 17-019227-01 Reaction Report Time:02:52 PM • Page: 22 of 27 Wall:2,Frame at: 23/0/0 Frame ID:Leanto Frame Type:Lean-To Q Vy i Hx Values shown are resisting forces of the foundation. Base Connection Design is Based on 3000.00 (psi)Concrete Reactions-Unfactored Load Type at Frame Cross Section:3 Type Exterior Column X-Loc 0/0/0 Gridl-Grid2 3-A Base Plate W x L(in.) 8 X 11 Base Plate Thickness(in.) 0.375 Anchor Rod Qty/Diam, (in,) 4-0.750 Column Base Elev. 100'-0" Load Twel Load Description Desc. Hx Hz V D Material Dead Weight Frm 0.03 - 1.30 CG Collateral Load for Gravity Cases Frm 0.05 - 1.87 L> Live-Notional Right Frm 0.20 - 7.50 <L Live-Notional Left Frm 0.20 - 7.50 SMS> Specified Min.Roof Snow-Notional Right Frm 0.24 - 9.37 <SMS Specified Min.Roof Snow-Notional Left Frm 0.24 - 9.37 Wl> Wind Load,Case 1,Right Frm 1.68 - -4.78 <W l Wind Load,Case 1,Left Frm -1.04 - -7.45 W2> Wind Load,Case 2,Right Frm 0.38 - -1.64 <W2 Wind Load,Case 2,Left Frm -2.34 - -4.31 WPL Wind Load,11 Ridge,Left Frm 2.22 - -7.54 WPR Wind Load,11 Ridge,Right Frm 2.30 - -4.80 MW Minimum Wind Load Frm - - - MW Minimum Wind Load Frm -2.68 - 0.08 MW Minimum Wind Load Frm - - - MW Minimum Wind Load Frm - - CU Collateral Load for Wind Cases Frm - - - L Roof Live Load Frm 0.20 - 7.50 - S Snow Load Frm 0.17 - 6.56 E> Seismic Load,Right Frm 0.06 - - EG+ Vertical Seismic Effect,Additive Frm 0.01 - 0.55 <E Seismic Load,Left Frm -0.06 - - EG- Vertical Seismic Effect,Subtractive Frm -0.01 - -0.55 WB1> Wind Brace Reaction,Case 1,Right Brc 0.04 - 1.46 <WB1 Wind Brace Reaction,Case 1,Left Brc 0.04 -3.36 -3.00 WB2> Wind Brace Reaction,Case 2,Right Brc 0.10 - 3.96 <WB2 Wind Brace Reaction,Case 2,Left Brc 0.01 -0.80 -0.76 WB3> Wind Brace Reaction,Case 3,Right Brc 0.04 - 1.71 <WB3 Wind Brace Reaction,Case 3,Left Brc 0.05 -3.50 -3.32 WB4> Wind Brace Reaction,Case 4,Right Brc 0.11 - 4.17 <WB4 Wind Brace Reaction,Case 4,Left Brc 0.01 -0.94 -0.89 File: Pearson Millworks FT Version:2017.1c Varco Pruden Buildings is a division of B1ueScope Buildings North America,Inc. u !' � i ,: %/;7 Date:9/13/2017 17-019227-01 Reaction Report Time:02:52 PM Page: 23 of 27 MWB Minimum Wind Bracing Reaction Brc 0.14 5.18 MWB Minimum Wind Bracing Reaction Brc - - MWB Minimum Wind Bracing Reaction Brc 0.05 -4.44 -3.59 MWB Minimum Wind Bracing Reaction Brc - - - EB> Seismic Brace Reaction,Right Brc 0.12 - 453 <EB Seismic Brace Reaction,Left Brc 0.07 -4.90 -4.48 SMS SpLcified Min.Roof Snow Frm 0.24 - 9.37 - i Maximum Combined Reactions Summary with Factored Loads-Framing Note:All reactions are based on 1st order structural analysis. Appropriate Load Factors must be a I ied for design of foundations. X-Loc Grid Hrz left Load Hrz Right Loadl Hrz In Load Hrz Out Load Uplift Load Vrt Down Load Mom cw Load Mom ccw Load (-Hx) Case (Hx) Case (-Hz) Case (Hz) Case (-Vy) Case (Vy) Case (-Mzz) Case (Mzz) Case (k) (k) (k) (k) (k) (k) (in-k) (in-k) 0/0/0 1 3-A 1 1.61 12 1.52 53 4.46 91 5.73 66 12.55 3 - Maximum Frame Reactions-Factored Load Cases at Frame Cross Section:3 Note_All reactions are based on 1 st order structural analysis. X-Loc 0/0/0 Gridl-Grid2 3-A Ld Description Hx Hz Vv Cs (application factor not shown) (k) (k) (k) 3 D+CG+SMS> 033 12.55 - 12 MW-Wall:2 -1.61 0.05 53 D+CG+WPR+WB2> 1.52 267 66 D+CU+WPL+<WB3 1.38 -2.10 -5.73 91 D+CG+E>+EG++<EB 0.17 -446 -051 ASD Load Combinations-Framing No. Origin Factor Application Description 3 System I.000 1.0 D+1.0 CG+1.0 SMS> D+CG+SMS> 12 System 1,000 .6 MW MW-Wall:2 53 System Derived 1.000 1.0 D+1.0 CG+0.6 WPR+0.6 WB2> D+CG+WPR+W B2> 66 System Derived 1.000 .6 D+0.6 CU+0.6 WPL+0.6<WB3 D+CU+WPL+<WB3 91 System Derived 1.000 1.0 D+1.0 CG+0.273 E>+0.7 EG++0.91<EB D+CG+E>+EG++<EB Bracing X-Loc Grid Description 0/0/0 A-3 Diagonal bracing at base is attached to column. Reactions ARE included with frame reactions. File:Pearson Millworks FT Version: 2017.1c Varco Pruden Buildings is a division of B1ueScope Buildings North America,Inc. 11 !1 �. Y X47 Date:9/13/2017 17-019227-01 Reaction Report Time:02:52 PM Page: 24 of 27 Wall:2,Frame at: 44/0/0 Frame ID:Leanto Frame Type:Lean-To Q f w �L Wx l W-W 1 Values shown are resisting forces of the foundation. Base Connection Design is Based on 3000.00 (psi)Concrete Reactions-Unfactored Load Type at Frame Cross Section:2 Type Exterior Column X-Loc 0/0/0 Gridl-Grid2 2-A Base Plate W x L(in,) 8 X 1 1 Base Plate Thickness(in,) 0.375 Anchor Rod Qty/Diam. (in.) 4-0,750 Column Base Elev. l00'-0" Load Type Load Description Desc, Hx I Hz Vv D Material Dead Weight Frm 003 - 1.29 _ CG Collateral Load for Gravity Cases Frm 005 185 L> Live-Notional Right Frm 0,19 741 <L Live-Notional Left Frm 0,19 7 41 SMS> Specified Min,Roof Snow-Notional Right Frrn 0.24 - 926 <SMS Specified Min.Roof Snow-Notional Left Frm 0.24 - 9,26 W 1> Wind Load,Case 1,Right Frm 1.76 -5.00 <W 1 Wind Load,Case 1,Left Frm -1 21 -8 00 W2> Wind Load,Case 2,Right Frm 0.48 -1 90 <W2 Wind Load,Case 2,Left Frm -2.49 -4 91 - WPL Wind Load,11 Ridge,Left Frm 220 -8.11 WPR Wind Load,11 Ridge,Right Frm 2.28 -5.01 MW Minimum Wind Load Frm - MW Minimum Wind Load Frm -2.65 0 08 MW Minimum Wind Load Frm - - MW Minimum Wind Load Frm CU Collateral Load for Wind Cases Frm _ L Roof Live Load Frm 0.19 7.41 S Snow Load Frm 0.17 6.48 _ E> Seismic Load,Right Frm 0,06 EG+ Vertical Seismic Effect,Additive Frm 0.01 055 <E Seismic Load,Left Frm -0,06 - EG- Vertical Seismic Effect,Subtractive Frm -0.01 -0.55 - _ WB1> Wind Brace Reaction,Case 1,Right Brc 0.05 1.59 -1.44 - _ <WB1 Wind Brace Reaction,Case 1,Left Brc 0.08 - 3.04 - _ WB2> Wind Brace Reaction,Case 2,Right Brc 0_15 4,15 -3.91 - <WB2 Wind Brace Reaction,Case 2,Left Brc 0.02 - 0.77 - W B3> Wind Brace Reaction,Case 3,Right Brc 0.06 1,80 -1.69 - _ <WB3 Wind Brace Reaction,Case 3,Left Brc 009 - 3.36 - _ WB4> Wind Brace Reaction,Case 4,Right Brc 0 15 4.36 -4.11 - <WB4 Wind Brace Reaction,Case 4,Left Brc 002 - 0.91 - _ File: Pearson Millworks FT Version: 2017.1c Varco Pruden Buildings is a division of BlueScope Buildings North America,Inc. Date:9/13/2017 1 7-01 922 7-01 Reaction Report Time:02:52 PM Page: 25 of 27 MWB Minimum Wind Bracing Reaction Brc 0.20 633 -5.12 - MWB Minimum Wind Bracing Reaction Brc - - - MWB Minimum Wind Bracing Reaction Brc 0.10 3.64 - MWB Minimum Wind Bracing Reaction Brc - - - - EB> Seismic Brace Reaction,Right Brc 0.17 490 -4.47 - <EB Seismic Brace Reaction,Left Brc 0.12 454 SMS Specified Min.Roof Snow Frm 0.24 9.26 Maximum Combined Reactions Summary with Factored Loads-Framing Note:All reactions are based on 1 st order structural analysis. Appropriate Load Factors must be ap Aied for dosim of foundations. X-Loc Grid Hrz left Load Hrz Right Load Hrz In Load Hrz Out Load Uplift Load Vrt Down Load Mom cw Load Mom ccw Load (-Hx) Case (Hx) Case (-Hz) Case (Hz) Case (-Vy) Case (Vy) Case (-Mzz) Case (Mzz) Case (k) (k k k k) (k) (in-k in-k) 0/0/0 2-A 159 12 154 53 4,45 81 6.56 70 12.41 3 Maximum Frame Reactions-Factored Load Cases at Frame Cross Section:2 Note:All reactions are based on i st order structural analysis. X-Loc 0/0/0 Grid -Grid2 2-A Ld Description Hx Hz V Cs (application factor not shown) (k) (k k 3 D+CG+SMS> 0.32 - 12,41 12 MW-Wall:2 -1.59 - 0.05 53 D+CG+WPR+WB2> 1.54 2,49 -2.21 - 70 D+CU+WPL+WB4> 1.43 2.62 -6.56 81 1 D+CG+E>+EG++EB> 026 4.45 -0.54 ASD Load Combinations-Framing No. Origin Factor Application Description 3 System 1 000 1.0 D+1.0 CG+1.0 SMS> D+CG+SMS> 12 System 1.000 .6 MW MW-Wall:2 53 System Derived 1.000 1.0 D+1.0 CG+0.6 WPR+0.6 W B2> D+CG+WPR+WB2> 70 System Derived 1.000 .6 D+0.6 CU+0.6 WPL+0.6 WB4> D+CU+WPL+WB4> 81 System Derived 1.000 1.0 D+1.0 CG+0.273 E>+0.7 EG++0,91 EB> D+CG+E>+EG++EB> Bracing X-Loc Grid Description 0/0/0 A-2 Diagonal bracing at base is attached to column. Reactions ARE included with frame reactions. File: Pearson Millworks FT Version: 2017.1c Varco Pruden Buildings is a division of B1ueScope Buildings North America,Inc. Date:9/13/2017 17-019227-01 Reaction Report Time:02:52 PM Page: 26 of 27 Wall: 2,Frame at: 64/6/0 Frame ID:Post&Beam Lean-to Frame Type:Lean-To(Post&Beam) V Q 14 V9 ii Hx Hx Values shown are resisting forces ofthe foundation, Base Connection Design is Based on 3000.00 (psi)Concrete Reactions-Unfactored Load Type at Frame Cross Section: 1 Type Exterior Column Interior Column X-Loc 0/0/0 20/0/0 Gridl-Grid2 1-A 1-B Base Plate W x L(in.) 8 X 8.5 8 X 10 Base Plate Thickness(in.) 0.313 0.375 Anchor Rod Qty/Diam. (in.) 2-0.750 4-0.750 Column Base Elev. 100'-01, 100'-01, Load Tv e Load Description Desc. Hx VY Hx Hz Vv D Material Dead Weight Frm 0.36 0.86 CG Collateral Load for Gravity Cases Frm 044 1.18 L> Live-Notional Right Frm 0.04 1.77 4.71 <L Live-Notional Left Frm 0.04 1.77 4.71 - SMS> Specified Min.Roof Snow-Notional Right Frm 0.05 222 - 5.89 - <SMS Specified Min.Roof Snow-Notional Left Frm 0.05 2.22 - 5.89 W 1> Wind Load,Case 1,Right Frm 1.13 -1 43 3.10 -3.74 <W 1 Wind Load,Case 1,Left Frm -0.85 -2.42 -2,79 -6 51 W2> Wind Load,Case 2,Right Frm 0.44 -0.68 - - -139 <W2 Wind Load,Case 2,Left Frm -1.54 -1.67 4.55 WPL Wind Load,11 Ridge,Left Frm 1.24 -2.48 -6.52 WPR Wind Load,11 Ridge,Right Frm 1.26 -1 44 -3.74 MW Minimum Wind Load Frm - - - - MW Minimum Wind Load Frm -1.37 0.04 - MW Minimum Wind Load Frm - - - MW Minimum Wind Load Frm - CU Collateral Load for Wind Cases Frm L Roof Live Load Frm 0.04 1.77 471 S Snow Load Frm 0.03 1.55 4 12 E> Seismic Load,Right Frm 0.03 - 006 - EG+ Vertical Seismic Effect,Additive Frm - 0.13 - 035 <E Seismic Load,Left Frm -0.03 - -0-06 - EG- Vertical Seismic Effect,Subtractive Frm - -0,13 - -0 35 SMS Specified Min,Roof Snow Frm 0.05 222 5.89 Maximum Combined Reactions Summary with Factored Loads-Framing Note:All reactions are based on 1 st order structural analysis. Appropriate Load Factors must be applied for design of foundations. X-Loc I Grid Hrz left Load I 11rr.Right Loadj Hrz In Load Hrz Out Load Uplift Load Vrt Down Load Mom cw Load Mom ccw Load (-Hx) Case (Hx) Case (-Hz) Case (Hz) Case (-Vy) I Case I (Vy) I Case (-Mzz) Case (Mzz) Case File:Pearson Millworks FT Version:2017.1c Varco Pruden Buildings is a division of B1ueScope Buildings North America,Inc. r00 Date:9/13/2017 1 7-01 922 7-01 Reaction Report Time:02:52 PM Page: 27 of 27 (kl (k) ('k) (k) (k) 0/0/0 1-A 092 10 0.75 12 127 21 302 3 20/0/0 1-13 - 168 8 1 86 7 3.40 21 793 3 Maximum Frame Reactions-Factored Load Cases at Frame Cross Section:1 Note:All reactions are based on i st order structural analvsis X-Loc 0/0/0 20/0/0 Gridl -Grid2 1-A I-B i Ld Description Hx Vy Hx Hz VY Cs (application factor not shown) W W W W W I 3 D+CG+SMS> 0.05 3.02 - 7,93 - 7 D+CG+WI> 0.68 -0,01 1.86 -0.21 _ 8 D+CG+<W 1 -0.51 -0.65 -1.68 -1.87 10 D+CG+<W2 -0.92 -0.20 - -0.70 _ 12 D+CG+WPR 0.75 -0.06 - -0.21 - - 21 D+CU+WPL 0.74 1 -1 27 -3.40 ASD Load Combinations-Framing No. Origin Factor Application Description 3 System 1.000 1.0 D+1.0 CG+1.0 SMS> D+CG+SMS> 7 System 1.000 1.0D+1.0CG+0.6W1> D+CG+WI> 8 System 1.000 1.0 D+1.0 CG+0.6<W 1 D+CG+<W 1 10 System 1.000 1.0 D+1.0 CG+0,6<W2 D+CG+<W2 12 System 1,000 1.0 D+1.0 CG+0.6 WPR D+CG+WPR 21 System 1.000 06D+0.6CU+0.6WPL D+CU+WPL 1 I File: Pearson Millworks FT Version: 2017.1c Varco Pruden Buildings is a division of B1ueScope Buildings North America,Inc. If 4 `� ,Project Summary . . • 2015 WSEC Compliance Forms for Commercial Buildings including R2,R3,&R4 over 3 stories and all R1 Revised Jun 2016 General Info Project Title: Pearson Millwork ADD Date 7/1/2016 This PROJ-SUM form Project Street Address: j 311 51 fh /1 PE NF For Building Department Use shall be provided as a Project City,County,Zip: WA cover sheet for all 0 w� compliance form Project Owner ep: submittals.Project 6 0 591— ?'6D Title matches project Jurisdiction: plans title block. Project Description New Construction and Additions Select all that apply to the ❑ New Building D Building Addition ❑ Addition+Existing scope of project. Select Addition+Existing or Existing Building Retrofit Alteration+Existing if the existing building will be ❑ Alteration ❑ Alteration+Existing ❑ Change in Space Conditioning combined with the addition or alteration to demonstrate ❑ Chan a of Occupancy ❑ Historic Building compliance per Section g p y g C502.1 or C503.1. Building Elements Scope-Select all that apply ❑ All ❑ Building Envelope ❑ Mechanical Systems ❑ Service Hot Water Systems ❑ Lighting Systems ❑ Electrical Systems 0 All Commercial 0 Group R-R2, R3,&R4 0 over 3 stories and all R1 Occupancy Type Mixed Use-Building is greater than three stories above grade and it has both Commercial and Group R p Y Yp occupancies. Mixed Occupancy-Building is three stories or less above grade and it has both Commerical and Group R2,R3 or R4 occupancies.Select All Commercial to document compliance for the commercial areas of the building. The residential spaces shall comply with the WSEC Residential Provisions. Select all that apply to the scope ofproject ❑� Fully Conditioned ❑ Semi-heated' ❑ Refrigerated Warehouse, Walk-in Cooler/Freezer, Space Conditioning ❑ Low Energy Space Category' Refrigerated Display Case' Categories Eligible Low Energy Spaces ❑ Unconditioned ❑ Low energy heating/cooling capacity ❑ Wireless service ❑ Greenhouse4 ❑ Equipment building equipment shelter Floors Above Floor Area and Grade Building Gross Conditioned Floor Area Project Gross Conditioned Floor Area Stories Prescriptive 0 Total Building Performance Prescriptive-Projects complying prescriptively shall demonstrate compliance with all applicable mandatory and prescriptve requirements of this code. Refer to C401.2.Item 1 for more information. Compliance forms to General Compliance include with a Prescriptive submittal:All applicable ENV,LTG,MECH and C406 Path Total Building Performance-Projects complying via total building performance(TBP)shall include a summary of results from a whole building energy model per Section C407 and shall demonstrate compliance with all applicable mandatory provisions in this Code. Refer to Section C401.2,Item 2 for more information. Compliance forms to include with a TPB submital:PROJ-SUM. C406-SUM&C406-DETAIL,ENV-CHK,LTG- EXT,LTG-CHK,and all MECH forms(except MECH-ECONO) 0 - R@C81V@d 5EP 2 5 2017 Envelope Summary ENV-SUM 2015 WSEC Compliance Forms for Commercial Buildings including R2,R3,&R4 over 3 stories and all R1 Revised Jun 2016 Project Info Project Title: Pearson Millwork ADD Date 07/01/2016 Compliance forms Applicant Information. Provide contact information for individual who can For Building Department Use do not require a respond to inquiries about compliance form information provided password to use Company Name: Axthelm Construction Instructional and p calculating cells are Company Address: 3610 Cedardale Rd,C Mount Vernon,WA 98274 write-protected Applicant Name: Alan Perkes Applicant Phone: (360)391-2800 Applicant Email: Alan@Axthelmconstruction.com Project Description ❑ New Building 2 Addition ❑ Alteration Occupancy Type * All Commercial O Group R-All R1 and R2,R3,R4 over 3 stories O Selection required to enable forms Envelope Compliance Path O Prescriptive O Component Performance Selection required to enable forms. Component Performance • Standard� Q Change of Occupancy/Conditioning Q Calculation Type Selection required to enable ENV-UA ❑ Additional Efficiency Package Option-C406.8 Enhanced Envelope and ENV-SHGC forms. To comply,demonstrate building thermal envelope performance is 15%lower than the Target UA. ❑ Air barrier testing per Section C402.5.1.2 ❑ Air barrier testing not required included in project scope Air Barrier Testing ❑ Additional Efficiency Package Option-C406.9 Reduced Air Infiltration To comply,demonstrate that measured air leakage of building envelope does not exceed 0.25 cfm/ftz(air barrier surface area)under test pressure of 0.3 inch w.g Vertical Fenestration and Total Vertical Gross Exterior Skylight Area Calculation Fenestration Above Grade %Vertical Prescriptive Path-Enter values for (rough opening) divided by Wall Area times 100 equals Fenestration vertical fenestration,skylights,gross walls 0. 0 _ 4591 . 0 X 100 - 0. 0% and roof on this ENV-SUM worksheet. Component Performance-Enter values Gross Exterior Roof in ENV-UA and/or ENV-UA-GROUP-R worksheet. These values auto-fill from Total Skylight divided by Area times 100 equals %Skylight ENV-UA and are write-protected on ENV- 0. 0 _ 6111. 0 X 100 — 0. 0% Vertical Fenestration VERTICAL FENESTRATION AREA COMPLIES Fenestration Area Compliance Area Skylight Area SKYLIGHT AREA COMPLIES Vertical Fenestration O High performance fenestration U-factors and SHGC per C402.4.1.3 Alternates 0 Dedicated outdoor air system per C402.4.1.4 and C403.6 Show locations of qualifying daylight zone 0 In buildings>_3 stories,25%or more of NET floor area is in daylight zones per C402.4.1.1 areas and ftz on project plans. Q In buildings<3 stories,50%or more of CONDITIONED floor area is within daylight zones per For Daylight Zone Area Calculations- C402.4.1.1 a)Sidelight areas include primary+ Daylight Zone Calculations secondary daylght zone areas. Daylight Zone Fenestration Alternate Sidelight Daylight Toplight Daylight Percent Daylight b)Include overlapping toplight and Not Selected.No Calculations Required Zone Area Zone Area Zone Area sidelight daylight zone areas under Toplight. c)Refer to Chapter 2 for net floor area Spaces in Single Story List all enclosed spaces that exceed 2,500 ftz,have ceiling height greater than 15 ft,and are space Building Requiring Skylights types required to comply with this provision. Code requires a minimum of 50%of the floor Space Area(ftz) DLZ Area(ft2) SRR or Aperature Exception area to be within a skylight daylight zone for snecific space tunes_Refer to C4024.2 for I�� V • requirements. DLZ=Daylight zone, SRR=Skylight to roof ratio Indicate aperature with"AP"prefix(AP 1.1%) I _ Component • • • 2015 WSEC Compliance Forms for Commercial Buildings including R2,R3,&R4 over 3 stories and all R1 Revised Jun 2016 Project Title: Pearson Millwork ADD Date 07/01/2016 Calculation Adjustments For Building Department Use None Applied Fenestration Area as%gross above-grade wall area 0.0% Max.Target: 30.0% Skylight Area as%gross roof area 0.0$ Max.Target: 3.0% Vertical Fenestration Alternates: None Selected on ENV-SUM Envelope Component Proposed UA Target UA Cavity+Cl Plan/Detail# U-factor Source&Table#2 U-factor x Area(A) =UA(U x A' U-factor x Area(A)= UA(U x A) le R= 0.027 a R= Above Deck Insulation U-0.027 R= a R=36 R-36 liner system with thermal blocks 0.031 6111 189.4 0.031 6111 189.4 00 R= R-25 btwn purlins R-11 over purlins Metal Building U-0.031 o R= Per WSEC 2015 table Al02.2.5 ° R R= 0.027 o: a R= Joist/single rafter U-0,027 0 R= L R= 0.021 Z R= Single raft,attic,other U-0.021 R= a� R= 0.055 :? R= Steel/metal frame U-0.055 U) R= R=30 R-30 liner system with thermal break tape 0.049 4157 203.7 0.052 4157 216.2 m R= R-30 btwn girts with thermal break tape on the outside. Metal Building U-0.052 (D R= Per attached Owens Corning Compliance 0' Guide. Q R= 0.054 0 R= Wood Frame,other U-0.054 � R= v R= 0.104 U) nn mR= Mass Wall U-0.104 O R= y R= 0.200 R= Mass Transfer Deck U-0.20 R= of R= 0.078 U,o n u) R= Group R Mass Wall U-0.078 2 R= I R= 0.104 a E R= Assumed to be Mass Wall U-0.104 m ° C7 U R= o R= 0.078 m 00 c R= Assumed to be Mass Wall U-0.078 O (D im= w R= 0.031 m R= Mass Floor U-0.031 o R= ° R= 0.029 E R= Joist/Framing U-0.029 ii R= ' Area UA Area UA Page 1 Subtotal 10268 393 10268 406 Component Performance Compliance (UA) UA COMPLIES J "Component • • • 2015 WSEC Compliance Forms for Commercial Buildings including R2,R3,&R4 over 3 stories and all R1 Revised Jun 2016 Project Title: Pearson Millwork ADD Date 07/01/2016 Fenestration Area as%gross above-grade wall area Max.Target: 30.0% For Building Department Use Skylight Area as%gross roof area Max.Target: 3.0% Building Component Proposed UA Target UA Ins.R Plan/Detail# F-factor Source&Table#s F-factor x Perimeter =UA(U x A) F-factor x Perimeter= UA(U x A) R= 0.540 L R= Slab-On-Grade F-0.54 oM c R= ? R= 0.550 Um 76 R= Heated Slab-On-Grade F-0.55 = R= Schedule ID U-factor Source910 U-factor x Area(A) =UA(U x A U-factor x Area(A)= UA(U x A) m 0.37 434 160.6 Personal Doors QTY 2:3070 0.370 42 15.5 Opaque Swing Doors U-0.37 c N 3 o Over Head Doors QTY 2: 14 x 14 0.063 392 24.7 0 0.34 a) y Opaque rollup&sliding U-0.34 O 0.30 Non-Metal Frame U-0.30 c 0 Z (D 0.38 o Metal Frame,Fixed U-0.38 m m m N a) m a 0.40 Metal Frame,Operable U-0.40 U � N (D L) 0.60 P Metal Entrance Door U-0.60 c m w 0.50 N � n All types U-0.50 rn � Y � Q Area UA Area UA Page 2 Subtotal 434 40 434 161 TO COMPLY-The Proposed Total UA shall not Page 1 Subtotal 10268 393 10268 406 exceed the Target Total UA. Project Total 10702 433 10702 566 Component Performance Compliance (UA) UA COMPLIES Note 1-If vertical fenestration or skylight area exceeds maximum allowed per C402.4.1.then Target Area Adjustment of all applicable envelope elements will be calculated automatically by the compliance form. Refer to Target Area Adjustments worksheet for this calculation. Note 2-Opaque assembly U-factors shall come from Appendix A or calculated per approved method as specified in C402.1.5.1. Note 3-Proposed CMU mass wall in non-Group R that meet Table C402.1.4 Footnote D requirements can enter the target U-value of 0.014 Note 4-For semi-heated spaces utilizing the wall insulation exception,enter Target Wall U-factors under Proposed Wall U-factors so exterior walls are neutral to the calculation. Note 5-Mass transfer slab edges must be covered with an assembly having an overal U-factor of 0.2. ` Note 6-Demising walls,doors,and vertical fenestration separating spaces with different degrees of space conditioning(unconditioned,semi-heated, fully conditioned)shall be included only on the ENV-UA form for the space with the greatest degree of space conditioning. Note 7-List Group R above grade mass walls here. List all other mass walls, Commercial and Group R,in the Opaque Walls-Above Grade section. Note 8 -Slab-on-grade F-Factors shall come from Appendix A or calculated per approved method as specified in C402 1.5 1 Note 9 -Opaque door U-factors shall come from Appendix A or calculated per approved method as specified in C402.1.5.1.A door is defined as opaque if less than 50%of the door area has glazing. Note 10-Fenestration assembly U-Factors shall be the manufacturer's NFRC product rating, which includes the glazing and frame, or shall be the default value per Section C303.1.3. 7 t A _ T r .I August 27, 2017 QUANTUM CONSULTING ENGINEERS STRUCTURAL CALCULATIONS (Permit Submittal) PEARSON MILLWORK 19311 59" Ave NE Bldg 115 Arlington, WA Quantum Job Number: 17348.01 Prepared for. AXTHELM CONSTRUCTION, INC. 3610 Cedardale Rd., Unit C ,d Mount Vernon, WA 98274 �'p 28%3 IONAL Prepared by. QUANTUM CONSULTING ENGINEERS 1511 Third Avenue, Suite 323 \ Seattle, WA 98101 TEL 206.957.3900 FAX 206.957.3901 Received SEP 2 5 2017 i :_ a QUANTUM I CONSULTING ENGINEERS STRUCTURAL DESIGN CRITERIA PEARSON MILLWORK 19311 59TH AVE NE BLDG 115 ARLINGTON, WA QUANTUM JOB NUMBER: 17348.01 CODE CRITERIA: BUILDING CODE.................................................................2015 INTERNATIONAL BUILDING CODE BUILDING DEPARTMENT..................................................................................CITY OF ARLINGTON WIND CRITERIA ...................................................................................... 110 MPH; EXPOSURE „C" ........................................................................................................................RISK CATEGORY= II .........................................................................................................................................KIT= 1.00 SEISMICZONE................................................................................................................... SDC = D .............................................................................................................................. SITE CLASS = D ........................................................................................................................................... IE= 1.0 ........................................................................................................................ SS = 1.12, S, = 0.40 .....................................................................................................................SDS=0.78, Sol = 0.43 SNOWLOAD.........................................................................................................................25 PSF SOILS CRITERIA: ALLOWABLE BEARING PRESSURE...................................................................................1,500 PSF MINIMUM FOOTING WIDTH......................................CONTINUOUS: 18" MIN., ISOLATED: 24" MIN. FROSTDEPTH ..................................................................................................................18" MIN. ACTIVE SOIL PRESSURE (RESTRAINED/ UNRESTRAINED) .....................................55 PCF/35 PCF PASSIVE SOIL PRESSURE..................................................................................................250 PCF SEISMICSURCHARGE......................................................................................................BH COEFFICIENT OF FRICTION ......................................................................................................0.35 MATERIALS CRITERIA: CONCRETE (28 DAY STRENGTH): FOUNDATION........................... ....................................................................f'c=2,500 PSI EXTERIOR S.O.G....................................................................................f'c=2,500 PSI INTERIOR S.O.G....................................................................................f'c=2,500 PSI REINFORCING STEEL: GRADE40..................................................................................................Fy=40,000 PSI GRADE60...........................................................................................Fy=60,000 PSI b j— - - - - — — - - - — — _ - - — — - - - — — - - — — — - - STRUCTURAL DESIGN CRITERIA PEARSON MILLWORK 19311 59TH AVE NE BLDG 115 ARLINGTON, WA QUANTUM JOB NUMBER: 17348.01 CTRI I('.TI IRAI 4TFF1 WIDE-FLANGE SECTIONS: A-992..................................................................Fy=50,000 PSI MISCELLANEOUS SECTIONS: A-36............................................ .................Fy=36,000 PSI TUBE SECTIONS: A-500................................... ...........................................Fy=46,000 PSI PIPE SECTIONS: A-53..................................................................................Fy=35,000 PSI WELDING....................................................................................................Fy=70,000 PSI Quantum Consulting Engineers 1511 Third Ave.,Suite 323 Seattle,WA 98101 (206)957-3900 QUANTUM General Footing File=M:\Axthelm Constructon\17346-Pearson Millworks\Calcs\Pearson Millworks Foundations.ec6 g ENERCALC,INC.1963-2013.Build:6.13.6.30,Ver:6.13.6.30 0.rr QUANTUM CONSULTING Description: Grid 1 Corners&Grid D Interior Code References Calculations per ACI 318-05, IBC 2006, CBC 2007, ASCE 7-05 Load Combinations Used :ASCE 7-10 General Information Material Properties Soil Design Values fc Concrete 28 day strength = 2.50 ksi Allowable Soil Bearing - 1.50 ksf fy:Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No Ec:Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance(for Sliding) = 250.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = 0.30 cp Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = ft Min Steel%Bending Reinf. = Allowable pressure increase per foot of deptl= ksf Min Allow%Temp Reinf. = 0.00180 when footing base is below = ft Min.Overturning Safety Factor = 1.0 ;1 Min.Sliding Safety Factor = 1.0 :1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of depl= ksf Use ftg wt for stability,moments&shears Yes when maximum length or width is greater4 ft Add Pedestal Wt for Soil Pressure No Use Pedestal wt for stability,mom&shear No Dimensions Width parallel to X-X Axis = 3.0 ft Z Length parallel to Z-Z Axis = 3.0 ft Footing Thicknes = 12.0 in Pedestal dimensions... X px:parallel to X-X Axis = in ih pz:parallel to Z-Z Axis = in Height - in m Rebar Centerline to Edge of Concrete.. at Bottom of footing = 3.0 in CID io n Reinforcing Bars parallel to X-X Axis Number of Bars = 4.0 Reinforcing Bar Size = # 5 Bars parallel to Z-Z Axis Number of Bars = 4.0 Reinforcing Bar Siz( _ # 5 ..:,5•«: . Bandwidth Distribution Check (ACI 15.4.4.2) s::W - Direction Requiring Closer Separation n/a #Bars required within zone n/a #Bars required on each side of zone n/a Applied Loads D Lr L S W E H P:Column Load = 0.650 1.490 6.290 k OB:Overburden = ksf M-xx = k-ft M-zz = k-ft V-x = k V-z = k i Quantum Consulting Engineers 1511 Third Ave.,Suite 323 Seattle,WA 98101 (206)957-3900 QUANTUM General Footing He=WAxthelmConsirucdon117348-Pearson WfflworkslCaUPearsonMiOworksFoundations.ec6 g ENERCALC,INC.1983-2013,Build:6.13.6.30,Ver:6.13.6.30 r.rr QUANTUM CONSULTING Description: Grid 1 Corners&Grid D Interior DESIGN SUMMARY - • Min.Ratio Item Applied Capacity Governing Load Combination PASS 0.6107 Solt Bearing 0.9161 ksf 1.50 ksf +D+S+H about Z-Z axis PASS nla Overturning-X-X 0.0 k-ft 0.0 k-ft No Overturning PASS nla Overturning-Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS nla Sliding-X-X 0.0 k 0.0 k No Sliding PASS nla Sliding-Z-Z 0.0 k 0.0 k No Sliding PASS nla Uplift 0.0 k 0.0 k No Uplift PASS 0.1038 Z Flexure(+X) 1.644 k-ft 15.836 k-ft +1.20D+0.50L+1.60S+1.60H PASS 0.1038 Z Flexure(-X) 1.644 k-ft 15.836 k-ft +1.20D+0.50L+1.60S+1.60H PASS 0.1038 X Flexure(+Z) 1.644 k-ft 15.836 k-ft +1.20D+0.50L+1.60S+1.60H PASS 0.1038 X Flexure(-Z) 1.644 k-ft 15.836 k-ft +1.20D+0.50L+1.60S+1.60H PASS 0.1353 1-way Shear(+X) 10.150 psi 75.0 psi +1.20D+0.50L+1.60S+1.60H PASS 0.1353 1-way Shear(-X) 10.150 psi 75.0 psi +1.20D+0.50L+1.60S+1.60H PASS 0.1353 1-way Shear(+Z) 10.150 psi 75.0 psi +1.20D+0.50L+1.60S+1.60H PASS 0.1353 1-way Shear(-Z) 10.150 psi 75.0 psi +1.20D+0.50L+1.60S+1.60H PASS 0.2559 2-way Punching 38.391 psi 150.0 psi +1.20D+0.50L+1.60S+1.60H t 6; jQuantum Consulting Engineers 1511 Third Ave.,Suite 323 Seattle,WA 98101 (206)957-3900 QUANTUM — File=M:1Axthelm CAn*t dWii17348-Pearson MillworWCal Oearson Millworks Foundalions.ec6 General Footing ENERCALC,INC.1983-2013.Build:6.13.6.30,Ver:6.13.6.30 r.rr QUANTUM Description: Grid 1 Interior&A14 Code References Calculations per ACI 318-05, IBC 2006, CBC 2007,ASCE 7-05 Load Combinations Used :ASCE 7-10 General Information Material Properties Soil Design Values fc:Concrete 28 day strength = 2.50 ksi Allowable Soil Bearing = 1.50 ksf fy Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No Ec:Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance(for Sliding) = 250.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = 0.30 (p Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings - Footing base depth below soil surface = ft Min Steel /B Bending Reinf. - Allowable pressure increase per foot of deptl= ksf Min Allow%Temp Reinf. = 0.00180 when footing base is below = ft Min.Overturning Safety Factor = 1.0 ;1 Min.Sliding Safety Factor = 1.0 ;1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of depl= ksf Use ftg wt for stability,moments&shears Yes when maximum length or width is greater4 ft Add Pedestal Wt for Soil Pressure No Use Pedestal wt for stability,mom&shear No Dimensions Width parallel to X-X Axis = 3.0 ft Z Length parallel to Z-Z Axis = 3.50 ft Footing Thicknes = 12.0 in Pedestal dimensions... I —-- X -- px:parallel to X-X Axis = in ih E pz:parallel to Z-Z Axis =_ in Height in .: _..._.......1.. .. m Rebar Centerline to Edge of Concrete.. at Bottom of footing = 3.0 in ,.,�..-. ,.._.._............... jo ;N. Reinforcing 3. w Bars parallel to X-X Axis Number of Bars - 5.0 Reinforcing Bar Size = # 5 Bars parallel to Z-Z Axis _ Number of Bars = 5.0 — ReinforcingBarSizf = # 5 5-oSBaR 5-DS Bvs Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separationlg X-X Axis #Bars required within zone 92.3 #Bars required on each side of zone 7.7% Applied Loads D Lr L S W E H P:Column Load = 2.080 5.610 8.040 k OB:Overburden = _ _ _ ksf M-xx = k-ft M-zz = k-ft V-x = k V-z = k 1 � � � � � � � ® Quantum Consulting Engineers 1511 Third Ave.,Suite 323 Seattle,WA 98101 (206)957-3900 QUANTUM General F- n File=WAxthelm Construclion117348-Pearson MIIlworks\CalcslPearson Millworks Foundations.ec6 g ENERCALC,INC.1983-2013,Build:6.13.6.30,Ver:6.13.6.30 r.rr. QUANTUM CONSULTING Description: Grid 1 Interior&A/4 DESIGN SUMMARY - • Min.Ratio Item Applied Capacity Governing Load Combination PASS 0.8787 Soil Bearing 1.318 ksf 1.50 ksf +D+0.750L+0.750S+0.5250E+H about Z-. PASS n/a Overturning-X-X 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Overturning-Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Sliding-X-X 0.0 k 0.0 k No Sliding PASS n/a Sliding-Z-Z 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.1268 Z Flexure(+X) 2.142 k-ft 16.897 k-ft +1.20D+0.50L+1.60S+1.60H PASS 0.1268 Z Flexure(-X) 2.142 k-ft 16.897 k-ft +1.20D+0.50L+1.60S+1.60H PASS 0.1494 X Flexure(+Z) 2.916 k-ft 19.512 k-ft +1.20D+0.50L+1.60S+1.60H PASS 0.1494 X Flexure(-Z) 2.916 k-ft 19.512 k-ft +1.20D+0.50L+1.60S+1.60H PASS 0.1763 1-way Shear(+X) 13.222 psi 75.0 psi +1.20D+0.50L+1.60S+1.60H PASS 0.1763 1-way Shear(-X) 13.222 psi 75.0 psi +1.20D+0.50L+1.60S+1.60H PASS 0.2331 1-way Shear(+Z) 17.483 psi 75.0 psi +1.20D+0.50L+1.60S+1.60H PASS 0.2331 1-way Shear(-Z) 17.483 psi 75.0 psi +1.20D+0.50L+1.60S+1.60H PASS 0.3922 2-way Punching 58.824 psi 150.0 psi +1.20D+0.50L+1.60S+1.60H ,. ,. I j- - _ - - - - - - - - - � � - - � - - - - - - - � _ � � _ � Quantum Consulting Engineers 1511 Third Ave.,Suite 323 Seattle,WA 98101 (206)957-3900 QUANTUM ConsVwb0117W-Pearson LtlMrksCaks\Pearson Millworks Fountlat ons.ec6 ' General Footing ENERCALC,INC 1983-2013,Build:6.13.6'XVer:6.13.6.30 r.rr Description: Grid A Interior&F/4 _Code References Calculations per ACI 318-05, IBC 2006, CBC 2007,ASCE 7-05 Load Combinations Used : ASCE 7-10 General Information - Material Properties Soil Design Values = 1 50 ksf fc:Concrete 28 day strength = 2.50 ksi Allowable Soil Bearing = No fy:Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight - 25 No cf Ec:Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance(for Sliding) _ 50.0 p Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. - (P Values Flexure = .750 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = ft Min Steel Bending Reinf. = Allowable pressure increase per foot of deptl_ ksf Min Allow%Temp Reinf. = 000 .0 when fooling base is below - ft Min.Overturning Safety Factor = 1.0 1 Min.Sliding Safety Factor = 1.0 i Increases based on footing plan dimension ksf Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of depl= Use ftg wt for stability,moments&shears Yes when maximum length or width is greater# ft Add Pedestal Wt for Soil Pressure No Use Pedestal wt for stability,mom&shear No Dimensions - Width parallel to X-X Axis = 3.0 ft Z Length parallel to Z-Z Axis = 4.0 ft Footing Thicknes - 12.0 in_ L............-...-. :......:._.......:........_;......: Pedestal dimensions... px:parallel to X-X Axis = in pz:parallel to Z-Z Axis = in Height - in I ........!.. a Rebar Centerline to Edge of Concrete.. at Bottom of footing = 3.0 in ..........- - —0 ca Reinforcing Bars parallel to X-X Axis = Number of Bars 6.0 Reinforcing Bar Size = # 5 Bars parallel to Z-Z Axis - Number of Bars = 6.0 Reinforcing Bar Siz( _ # 5 F � Bandwidth Distribution Check (ACI 15.4.4.2) a- e Direction Requiring Closer Separationig X-X Axis #Bars required within zone 85.7% #Bars required on each side of zone 14.3% Applied Loads - D Lr _ L S — W E - H 3.170 f 9.370 7. P:Column Load 990 k= ksf OB:Overburden -- -- k-ft M-xx = k-ft M-zz = -- - - k V-x = k V-z � I Quantum Consulting Engineers 1511 Third Ave.,Suite 323 Seattle,WA 98101 (206)957-3900 QUANTUM File=M:Wthelm Conatruc6on117348-Pearson Millwoft Catcsftamon MillWorks Foundationssc6 General Footing ENERCALC.INC 1983.2013,Build:613.6.30,Ver.6.13.6.30 • 1 fil I I J, Description Grid A Interior&F14 DESIGN SUMMARY DesignO - Min.Ratio Item Applied Capacity Governing Load Combination PASS 0.9960 Soil Bearing 1.494 ksf 1.50 ksf +D+0.750L+0.750S+0.5250E+H about Z-. PASS nla Overturning-X-X 0.0 k-ft 0.0 k-ft No Overturning PASS nla Overturning-Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS nla Sliding-X-X 0.0 k 0.0 k No Sliding PASS nla Sliding-Z-Z 0.0 k 0.0 k No Sliding PASS nla Uplift 0.0 k 0.0 k No Uplift PASS 0.1319 Z Flexure(+X) 2.332 k-ft 17.688 k-ft +1.20D+1.60L+0.50S+1.60H PASS 0.1319 Z Flexure(-X) 2.332 k-ft 17.688 k-ft +1.20D+1.60L+0.50S+1.60H PASS 0.1797 X Flexure(+Z) 4.147 k-ft 23.075 k-ft +1.20D+1.60L+0.50S+1.60H PASS 0.1797 X Flexure(-Z) 4.147 k-ft 23.075 k-ft +1.20D+1.60L+0.50S+1.60H PASS 0.1920 1-way Shear(+X) 14.398 psi 75.0 psi +1.20D+1.60L+0.50S+1.60H PASS 0.1920 1-way Shear(-X) 14.398 psi 75.0 psi +1.20D+1.60L+0.50S+1.60H PASS 0.3242 1-way Shear(+Z) 24.316 psi 75.0 psi +1.20D+1.60L+0.50S+1.60H PASS 0.3242 1-way Shear(-Z) 24.316 psi 75.0 psi +1.20D+1.60L+0.50S+1.60H PASS 0.4880 2-way Punching 73.204 psi 150.0 psi +1.20D+1.60L+0.50S+1.60H I q f 6; jQuantum Consulting Engineers 1511 Third Ave.,Suite 323 Seattle,WA 98101 (206)957-3900 QUANTUM General Footing File=Wkthelm ConstructioW7348-Pearson MillworkslCalcslPearson Millworks Foundalions.ec6' g ENERCALC,INC.1983-2013,Build:6.13.6.30,Ver:6.13.6.30 r.0r QUANTUM CONSULTING Description: Grid F/4 Code References Calculations per ACI 318-05, IBC 2006, CBC 2007, ASCE 7-05 Load Combinations Used : ASCE 7-10 General Information Material Properties Soil Design Values fc:Concrete 28 day strength = 2.50 ksi Allowable Soil Bearing = 1.50 ksf fy:Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No Ec:Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance(for Sliding) = 250.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = 0.30 cp Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = ft Min Steel%Bending Reinf. = Allowable pressure increase per foot of deptl= ksf Min Allow%Temp Reinf. = 0.00180 when footing base is below = ft Min.Overturning Safety Factor = 1.0 :1 Min.Sliding Safety Factor = 1.0 ;1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of depl= ksf Use ftg wt for stability,moments&shears Yes when maximum length or width is greater4 ft Add Pedestal Wt for Soil Pressure No Use Pedestal wt for stability,mom&shear No Dimensions Width parallel to X-X Axis = 3.0 ft Length parallel to Z-Z Axis = 5.0 ft Footing Thicknes = 12.0 in :•-••••-•••••• • •••-••••••• • i Pedestal dimensions... I X px:parallel to X-X Axis = in pz:parallel to Z-Z Axis - in r Height - in 71 Rebar Centerline to Edge of Concrete.. I a at Bottom of footing = 3.0 in o N II Reinforcing j0" Bars parallel to X-X Axis Number of Bars = 7.0 Reinforcing Bar Size = # 5 Bars parallel to Z-Z Axis Number of Bars = 5.0 Reinforcing Bar Siz( _ # 5 7-.5B- Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separationlg X-X Axis #Bars required within zone 75.0% #Bars required on each side of zone 25.0% Applied Loads D Lr L S W E H P:Column Load = 3.220 8.870 10.430 k OB:Overburden = ksf M-xx = k-ft M-zz = k-ft V-x = k V-z = k Lo f Quantum Consulting Engineers 1511 Third Ave.,Suite 323 Seattle,WA 98101 (206)957-3900 QUANTUM Flle=kWit elm ConsWc§on117348-Pearson ullwomscalr Pearson MdMorks Founda6onsec6 General FOOtlrlg ENERCALC,INC.1983-2013,BuIId:V3.630.Ver:6.13.6:30 r.rr • • Description: Grid F14 DESIGN SUMMARY • Min.Ratio Item Applied Capacity Governing Load Combination PASS 0.8833 Soil Bearing 1.325 ksf 1.50 ksf +D+0.750L+0.750S+0.5250E+H about Z-, PASS n/a Overturning-X-X 0.0 k-ft 0.0 k-ft No Overturning PASS nla Overturning-Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS nla Sliding-X-X 0.0 k 0.0 k No Sliding PASS nla Sliding-Z-Z 0.0 k 0.0 k No Sliding PASS nla Uplift 0.0 k 0.0 k No Uplift PASS 0.1248 Z Flexure(+X) 2.070 k-ft 16.580 k-ft +1.20D+0.50L+1.60S+1.60H PASS 0.1248 Z Flexure(-X) 2.070 k-ft 16.580 k-ft +1.20D+0.50L+1.60S+1.60H PASS 0.2947 X Flexure(+Z) 5.749 k-ft 19.512 k-ft +1.20D+0.50L+1.60S+1.60H PASS 0.2947 X Flexure(-Z) 5.749 k-ft 19.512 k-ft +1.20D+0.50L+1.60S+1.60H PASS 0.1704 1-way Shear(+X) 12.776 psi 75.0 psi +1.20D+0.50L+1.60S+1.60H PASS 0.1704 1-way Shear(-X) 12.776 psi 75.0 psi +1.20D+0.50L+1.60S+1.60H PASS 0.3975 1-way Shear(+Z) 29.812 psi 75.0 psi +1.20D+0.50L+1.60S+1.60H PASS 0.3975 1-way Shear(-Z) 29.812 psi 75.0 psi +1.20D+0.50L+1.60S+1.60H PASS 0.5458 2-way Punching 81.864 psi 150.0 psi +1.20D+0.50L+1.60S+1.60H 6; jQuantum Consulting Engineers 1511 Third Ave.,Suite 323 Seattle,WA 98101 (206)957-3900 QUANTUM �- — File=WAxthelm ConsVuction117348-Pearson PAllwoftXCalcs\Pearson Millworks Foundalions.ec6 I General Footing ENERCALC,INC.1983.2013,Build:6.13.6.30.Ver:613.630 r.00 QUANTUM CONSULTING Description Grid F Interior&C/4 Code References Calculations per ACI 318-05, IBC 2006, CBC 2007,ASCE 7-05 Load Combinations Used :ASCE 7-10 General Information Material Properties Soil Design Values fc:Concrete 28 day strength = 2.50 ksi Allowable Soil Bearing = 1.50 ksf fy:Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No Ec:Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance(for Sliding) = 250.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = 0.30 rp Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = ft Min Steel%Bending Reinf. = Allowable pressure increase per foot of deptl= ksf Min Allow%Temp Reinf. = 0,00180 when footing base is below = ft Min.Overturning Safety Factor = 1.0;1 Min.Sliding Safety Factor = 1.0:1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of dep1= ksf Use ftg wt for stability,moments&shears Yes when maximum length or width is greater# ft Add Pedestal Wt for Soil Pressure No Use Pedestal wt for stability,mom&shear No Dimensions Width parallel to X-X Axis = 3.0 ft Length parallel to Z-Z Axis = 7.0 ft Footing Thicknes = 12.0 in "''""''"'" Load location offset from footing center... ex:Prll to X-X Axis = 0.25 in I Pedestal dimensions... X px:parallel to X-X Axis = in pz:parallel to Z-Z Axis = in Height - n t.._........ --; CL m Rebar Centerline to Edge of Concrete., m at Bottom of footing = 3.0 in ... 41 I I Reinforcing 3'.0" z Bars parallel to X-X Axis Number of Bars = 7.0 Reinforcing Bar Size = # 5 Bars parallel to Z-Z Axis Number of Bars = 7.0 Reinforcing Bar Siz( _ # 5 —. ---. � ZZ`idL/RCI2S1Q13�7f Bandwidth Distribution Check (AC I 15.4.4.2) Direction Requiring Closer Separationlg X-X Axis #Bars required within zone 60.0% #Bars required on each side of zone 40.0% Applied Loads D Lr L S W E H P:Column Load = 5.180 14.770 13.260 k OB:Overburden = ksf M-xx = k-ft M-zz = k-ft V-x = k V-z = k :�•:, I Quantum Consulting Engineers 1511 Third Ave.,Suite 323 Seattle,WA 98101 (206)957-3900 QUANTUM General Footing File=WAxthelm Construction\17348-Pearson Millworks\Calcs\PearsonMipworksFoundations.ec6 ' ENERCALC,INC.1983-2013,Build:6.13.6.30,Ver.6.13.6.30 r.rr.: QUANTUM CONSULTING Description: Grid F Interior&CA DESIGN SUMMARY - • Min.Ratio Item Applied Capacity Governing Load Combination PASS 0.9627 Soil Bearing 1.444 ksf 1.50 ksf +D+0.750L+0.750S+0.5250E+H about Z-. PASS nla Overturning-X-X 0.0 k-ft 0.0 k-ft No Overturning PASS nla Overturning-Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS nla Sliding-X-X 0.0 k 0.0 k No Sliding PASS nla Sliding-Z-Z 0.0 k 0.0 k No Sliding PASS nla Uplift 0.0 k 0.0 k No Uplift PASS 0.1779 Z Flexure(+X) 2.143 k-ft 12.046 k-ft +1.20D+1.60L+0.50S+1.60H PASS 0.1788 Z Flexure(-X) 2.154 k-ft 12.046 k-ft +1.20D+1.60L+0.50S+1.60H PASS 0.4413 X Flexure(+Z) 11.705 k-ft 26.525 k-ft +1.20D+1.60L+0.50S+1.60H PASS 0.4413 X Flexure(-Z) 11.705 k-ft 26.525 k-ft +1.20D+1.60L+0.50S+1.60H PASS 0.1769 1-way Shear(+X) 13.271 psi 75.0 psi +1.20D+1.60L+0.50S+1.60H PASS 0.1769 1-way Shear(-X) 13.271 psi 75.0 psi +1.20D+1.60L+0.50S+1.60H PASS 0.6606 1-way Shear(+Z) 49.546 psi 75.0 psi +1.20D+1.60L+0.50S+1.60H PASS 0.6606 1-way Shear(-Z) 49.546 psi 75.0 psi +1.20D+1.60L+0.50S+1.60H PASS 0.8051 2-way Punching 120.768 psi 150.0 psi +1.20D+1.60L+0.50S+1.60H .. �•, 1 I Quantum Consulting Engineers 1511 Third Ave.,Suite 323 Seattle,WA 98101 (206)957-3900 QUANTUM General Footing File=M:1Axthelm Construction\17348-Pearson MillworWCalc0earson Millworks Foundations.ec6 g ENERCALC.INC.1983-2013,Build:6.13.6.30,Ver:6.13.6.30 r.r0 QUANTUM CONSULTING Description Grid C14 at(E)Building Code References _ Calculations per ACI 318-05, IBC 2006, CBC 2007,ASCE 7-05 Load Combinations Used :ASCE 7-10 General Information Material Properties Soil Design Values fc:Concrete 28 day strength = 2.50 ksi Allowable Soil Bearing = 1.50 ksf fy Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No Ec:Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance(for Sliding) = 250.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = 0.30 (p Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = ft Min Steel%Bending Reinf. = Allowable pressure increase per foot of deptl= ksf Min Allow%Temp Reinf. = 0.00180 when footing base is below = ft Min.Overturning Safety Factor = 1.0:1 Min.Sliding Safety Factor = 1.0:1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of depl= ksf Use ftg wt for stability,moments&shears Yes when maximum length or width is greater4 ft Add Pedestal Wt for Soil Pressure No Use Pedestal wt for stability,mom&shear No Dimensions Width parallel to X-X Axis = 3.0 ft Length parallel to Z-Z Axis = 7.0 ft Footing Thicknes = 12.0 in ............. .... ............. Pedestal dimensions... ;. X px:parallel to X-X Axis = in pz:parallel to Z-Z Axis in =•=: Height in CL m Rebar Centerline to Edge of Concrete- a at Bottom of footing = 3.0 in �... ....' N I I Reinforcing 3' o Bars parallel to X-X Axis Number of Bars = 80 Reinforcing Bar Size = # 5 Bars parallel to Z-Z Axis Number of Bars = 5.0 Reinforcing Bar Sizf = # 5 e., 5..5B.. } Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separationig X-X Axis #Bars required within zone 60.0% #Bars required on each side of zone 40.0% Applied Loads D Lr L S W E H P:Column Load = 5.190 14,160 15.850 k OB:Overburden = ksf M-xx = k-ft M-zz = k-ft V-x = k V-z = k L jQuantum Consulting Engineers 1511 Third Ave.,Suite 323 Seattle,WA 98101 (206)957-3900 QUANTUM File=M:\Axthalm Conscon17348-Pearson MillworWCalcsPearson Millworks Founda8ons.ec6�V�eI@ral Footing ENERCALC,INC.1983-2013,Butld:6.13.6.30,Ver:6.13.6.30 0•00.: QUANTUM CONSULTING Description: Grid C/4 at(E)Building DESIGN SUMMARY - • • Min.Ratio Item Applied Capacity Governing Load Combination PASS 0.9760 Soil Bearing 1.464 ksf 1.50 ksf +D+0.750L+0.750S+0.5250E+H about Z-, PASS n/a Overturning-X-X 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Overturning-Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Sliding-X-X 0.0 k 0.0 k No Sliding PASS n/a Sliding-Z-Z 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.1657 Z Flexure(+X) 2.267 k-ft 13.684 k-ft +1.20D+0.50L+1.60S+1.60H PASS 0.1657 Z Flexure(-X) 2.267 k-ft 13.684 k-ft +1.20D+0.50L+1.60S+1.60H PASS 0.6326 X Flexure(+Z) 12.344 k-ft 19.512 k-ft +1.20D+0.50L+1.60S+1.60H PASS 0.6326 X Flexure(-Z) 12.344 k-ft 19.512 k-ft +1.20D+0.50L+1.60S+1.60H PASS 0.1866 1-way Shear(+X) 13.995 psi 75.0 psi +1.20D+0.50L+1.60S+1.60H PASS 0.1866 1-way Shear(-X) 13.995 psi 75.0 psi +1.20D+0.50L+1.60S+1.60H PASS 0.6967 1-way Shear(+Z) 52.249 psi 75.0 psi +1.20D+0.50L+1.60S+1.60H PASS 0.6967 1-way Shear(-Z) 52.249 psi 75.0 psi +1.20D+0.50L+1.60S+1.60H PASS 0.8505 2-way Punching 127.576 psi 150.0 psi +1.20D+0.50L+1.60S+1.60H i ., f � �- i! .. . �� Quantum Consulting Engineers 1511 Third Ave.,Suite 323 Seattle,WA 98101 (206)957-3900 QUANTUM General Footing File=M:kftlm Construction117348-Pearson ulhvorks�CaicsV'earson Millworks Fourdatbm ec6 g ENERCALC.INC 1983.2013.Build:6.13.6.30,Ver:6.13.6 30 0.00 QUANTUM CONSULTING Description: Grid C Interior Code References Calculations per ACI 318-05, IBC 2006, CBC 2007,ASCE 7-05 Load Combinations Used : ASCE 7-10 General Information Material Properties Soil Design Values fc:Concrete 28 day strength = 2.50 ksi Allowable Soil Bearing = 1.50 ksf fy:Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No Ec:Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance(for Sliding) = 250.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = 0.30 T Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = ft Min Steel%Bending Reinf. = Allowable pressure increase per foot of deptl= ksf Min Allow%Temp Reinf. = 0.00180 when footing base is below = ft Min.Overturning Safety Factor = 1.0 :1 Min.Sliding Safety Factor = 1.0 :1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of depi= ksf Use ftg wt for stability,moments&shears Yes when maximum length or width is greater4 ft Add Pedestal Wt for Soil Pressure No Use Pedestal wt for stability,mom&shear No Dimensions Width parallel to X-X Axis = 6.0 ft Length parallel to Z-Z Axis = 6.0 ft Footing Thicknes = 18.0 in ................__._.... ........................ ..._.;__j..._.;. ..;.......{.......... ._. X Pedestal dimensions... px:parallel to X-X Axis = in pz:parallel to Z-Z Axis = in m Height in :..._.. _...__.�. ._.....:_-.......... CL Rebar Centerline to Edge of Concrete. at Bottom of footing = 3.0 in ...... ................ �o u Reinforcing 6-.0" . 1 Bars parallel to X-X Axis Number of Bars - 80 Reinforcing Bar Size = # 5 Bars parallel to Z-Z Axis Number = 8 0 — — Reinforcing ing Bar BarSizf = # 5 Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation n/a #Bars required within zone n/a #Bars required on each side of zone n/a r Applied Loads D Lr L S W E H _ P:Column Load = 8.210 23.630 20.870 k OB:Overburden = ksf M-xx = k-ft M-zz = k-ft V-x = k V-z = k Quantum Consulting Engineers 1511 Third Ave.,Suite 323 Seattle,WA 98101 (206)957-3900 QUANTUM C7en@�a� FOOtltl File-MAokxftlmConstrurbom17348•Pearson MllworkslCalc0earsonMiNvorksFoundadons.ec6 g ENERCALC INC.1963-2013.Build:6136.30 Ver:6.13.6.30 00 QUANTUM CONSULTING Description: Grid C Interior DESIGN SUMMARY �' • Min.Ratio Item Applied Capacity Governing Load Combination PASS 0.9153 Soil Bearing 1.373 ksf 1.50 ksf +D+0.750L+0.750S+0.5250E+H about Z-. PASS nla Overturning-X-X 0.0 k-ft 0.0 k-ft No Overturning PASS nla Overturning-Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS nla Sliding-X-X 0.0 k 0.0 k No Sliding PASS nla Sliding-Z-Z 0.0 k 0.0 k No Sliding PASS nla Uplift 0.0 k 0.0 k No Uplift PASS 0.3125 Z Flexure(+X) 8.436 k-ft 26.996 k-ft +1.20D+1.60L+0.50S+1.60H PASS 0.3125 Z Flexure(-X) 8.436 k-ft 26.996 k-ft +1.20D+1.60L+0.50S+1.60H PASS 0.3125 X Flexure(+Z) 8.436 k-ft 26.996 k-ft +1.20D+1.60L+0.50S+1.60H PASS 0.3125 X Flexure(-Z) 8.436 k-ft 26.996 k-ft +1.20D+1.60L+0.50S+1.60H PASS 0.250 1-way Shear(+X) 18.748 psi 75.0 psi +1.20D+1.60L+0.50S+1.60H PASS 0.250 1-way Shear(-X) 18.748 psi 75.0 psi +1.20D+1.60L+0.50S+1.60H PASS 0.250 1-way Shear(+Z) 18.748 psi 75.0 psi +1.20D+1.60L+0.50S+1.60H PASS 0.250 1-way Shear(-Z) 18.748 psi 75.0 psi +1.20D+1.60L+0.50S+1.60H PASS 0.4799 2-way Punching 71.990 psi 150.0 psi +1.20D+1.60L+0.50S+1.60H ti r r O cc) 'Q m O N — N N N c Q 0 0 0 _7 v v Of /�0♦♦ o u < < Z V w m m L ti M — � O 0 0 ch Y (� I? o ri o 0 az � r a � w 0 0 Uj `° LA oo `~ o a ¢ U V) bb 1 o LL F- 9F lD 0 U) 0 C w 2 Y Y -seY .0 .(I) C7 p IQ O (D � — N M Cl) ("V N (D O 0000 I d N_ 00 r W Cl) LL, Q W z � ca m zCaJ W O r O O (Q t7 M M CO m Z = L U' N i N U 0n rn Y LA L _ N N O C O U %n LL O _ :? 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WlJaU61Saa JogDuy L WZ/6/9 :ale(] :�uedwo� woo•ai;6uaAs•mmm �L9E'L48'M;xej 0006'099'976:auoyd 98546 VO'uo)ueseeld pJenalnog se;isod set'M 9969 /4i1igisneid jo;palloago aq lsnw sou!lepin6 pue spiepuels ay>'saouelswnono Bugsixa ay;gjIm 3uaweeiBe jol poNoago eq isnw silnsei pue e;ep indul •suoilonj;sui uollepe;sul pue 6umeap aloq jo;ainjuiel!l;onpad s,jain;oe;nuew o;jejab- •elge}Ins si u6isap siq)j!ouiwielep o;;uewe6pnf uMo asiaaxe Isnw jeu6isaa- •uogdo jau6isep jed panleM Si Joyoue aoeld-ui-;seo penbio;jo;Z•8•Q pue g p suoi;oaS 9lC IOV jed epg;o;uawaiinbei eoue;sip 96pe pue 6woeds wnwlulW- souluiem ZL :pew-3 :auoyd :ssaappy 86'9ZE9'9'Z uoisJan :;oafwd 2JrrM}�OS u 9/9 1 :96ed :jaeu16u3 W1Jau6isaa Joy�uy L WZ/6/9 :a;ea :Auedwoo :. +' a I .+ d J (n W mO W fl }}�0 �F- NFF W Ld O p g kVM J0 1HOIN 00 p MN Z N � Y J Q W Z Y 0 09 U) s J ^ U) VI U) J Z = z can w� 0 Li3 = Q Li W W Ld O Ln 2 p Q m a= Z (n OZLO Ogm p (n M O Q p m O J LLI UI v � N J U Q Q LLI W N J=m d U7 g v Q � w U) W NWO O I— ~� mO Zp �' U LLI = o g w of NZ � g3 � 30 0 � m 0 m W Z C) 5 Q W Y m Q LL1 U) W g U li V_ Q F- H ONG-"S� �aavm aL Ouvc DEPART11M OF PUBLIC WOPM STANDARD DETAIL UTE 07/31/2008 STANDARD DETAILS NUMBER PLANTING STRIP BEHINDR-270 SIDEWALK x I �l I� h ' Anchor DesignerT"" Company: Date: 6/9/2017 C= Software Engineer: Page: 1/5 Project: Version 2.5.6326.18 Address: • Phone: E-mail: 1.Prolect Information Customer company: Project description: Customer contact name: Location: Customer e-mail: Fastening description: Comment: 2.Input Data 6 Anchor Parameters General Base Material Design method:ACI 318-11 Concrete: Normal-weight Units:Imperial units Concrete thickness,h(inch):18.00 State:Cracked Anchor Information: Compressive strength,f.(psi):2500 Anchor type:Bonded anchor 4J,v: 1.0 Material:F1554 Grade 36 Reinforcement condition:B tension,B shear Diameter(inch):0.750 Supplemental reinforcement:Not applicable Effective Embedment depth,her(inch):12.000 Reinforcement provided at corners:No Code report:IAPMO UES ER-263 Do not evaluate concrete breakout in tension:No Anchor category:- Do not evaluate concrete breakout in shear:No Anchor ductility:Yes Hole condition: Dry concrete hmin(inch):15.75 Inspection:Continuous cB,(inch):29.09 Temperature range,Short/Long:150/110°F Cmin(inch): 1.75 Ignore 6do requirement:Not applicable S.I.(inch):3.00 Build-up grout pad:Yes Load and Geometry Base Plate Load factor source:ACI 318 Section 9.2 Length x Width x Thickness(inch):13.00 x 8.00 x 0.50 Load combination:not set Yield stress:360 psi Seismic design:No Anchors subjected to sustained tension:No Profile type/size:W12X35 Apply entire shear load at front row: No Anchors only resisting wind and/or seismic loads: No <Figure 1> �Y I OI c6I 1O40 Ib — t Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com DRAWING INDEX DRAWING RELEASE HISTORY GENERAL NOTES DRAWING TITLE PAGES TYPE DATE DESCRIPTION MATERIALS ASTM DESIGNATION Cover Sheet 1 Anchor Rod Drawings 911412017 FOR CONSTRUCTION 3 PLATE WELDED SECTIONS A529. SM.A101 A1011,A101B GRADE 55 COLD FORMED LIGHT GAGE SHAPES A65.3,A1011 GRADE 60 Codes and Loads 2 Final Erection Drawings 9/18/2017 FOR CONSTRUCTION BRACE RODS A572,A510 GRADE50 HOT ROLLED MILL SHAPES A36,A529.A572,A5BB,A992 GRADE 36 OR 50 NOYBS 3 HOT ROLLED ANGLES A529,A572,A500,A992 GRADE 50 CHOLLOW LADDING STRUCTURAL SECTION(HSS) � GRADE B A792 GRADE 50 OR GRADE BO Anchor Rod Plan WVTRC:=RUDEN DINGS Primary Structural 6-12 HIGH STRENGTH BOLT TIGHTENING REQUIREMENTS Secondary Structural 13-23 IT IS THE RESPONSIBILITY OF THE ERECTOR TO ENSURE PROPER BOLT TIGHTNESS IN ACCORDANCE WITH APPLICABLE REGULATIONS SEE RCSC SPECIFICATION FOR STRUCTURAL JOINTS LIS04G HIC 4 STRENGTH BOLTS FOR MORE INFORMATION Covering 24-32 SEE ERECLION GUIDE FOR BOLT TIGHTENING INSTRUCTIONS THE FOLLOWING CRITERIA MAYBE USED TO DETERMINE THE BOLT TITANESS(I E--SMUG TIGHT OR PRE-TENSIONI UNLESS REQUIRED OTHERWISE BY LOCAL JURISDICTION a diHSlon of DlueScope Budd rgs North America,Inc Special Drawings OR Standard Erection Details ALL A490 BOLTS SHALL BE"PRE-TENSIONED" A325 BOLTS IN PRIMARY FRAMING AND BRACING CONNECTIONS MAYBE "SNUG-TIGHT'EXCEPT AS FOLLOWS, Planograph Details 33.39 PRE-TENSION A325 BOLTS IF BUILDING SUPPORTS ACRANE GREATER THAN 5 TON CAPACITY PRE-TENSION BUILDING SUPPORTS MACHINERY THAT CREATES VIBRATION,IMPACT,OR STRESS Note, PRE-TENSION A325 BOLTS IF LOCATED IN HIGH SEISMIC AREAS.FOR IBC BASED CODES;HIGH SEISMIC IS There is no structural attachment between DESIGN CATEGORY D.E OR F. SEE CODES AND LOADS SECTION BELOW FOR DETAILS. buildings. VP is not responsible for any loads PRE-TENSION ANY CONNECTION WITH DESIGNATION AV5-SC.SUP CRITICAL(SC)� CTIONS MUST BE FREE OF PAINT, OIL,OR OTHER MATERIALS THAT REDUCE FRICTION ATCONTACT SURFACES GALVANIZED OR LIGHTLY RUSTED SURFACES imposed on the existing building. ARE ACCEPTABLE IN CANADA ALL A325 AND M90 BOLTS SHALL BE"PRE-TENSIONED",EXCEPT FOR SECONDARY MEMBERS AND FLANGE BRACES SECONDARY MEMBERS AND FLANGE BRACE CAIOIECTI OF CT to", SE IN ERECTION DRAWING DETAILS VP ERECTION GUIDES BASIC ERECTION GUIDE 4001 BASIC PANELS AND ACCESSORIES ERECTION GUIDE 4003 Ft RPR WALL PANEL ERECTION GUIDE 4030 SSR ROOF PANEL ERECTION GUIDE 4005 CITY OF ARLINGTON - --------- BLINDING DEPARTMENT APPROVED NO CKM ON JARRED UNLESS APPF;O BY TNB 13UWWG INSPECTOR ov;e.r M n,ww A LG P e.uS»,Ir�A,ow. L=L4vnrr;i s.T.na,w, � �� rr�oe m awn.l.re UY^^t1 ShauIWY f owlor,PE vdw In 4e�� tr^ a 10' ry wIM PE I.iI P I�N�... ... 48e51 00 G:p,v4 nnl n1iI1Q.A1 M. O - 200.0026 rGrr.an+icceer SS70NAL� 1s xi H-0SOa 09/29/2017 9/29/2017 JAGN REVIEWED PAGES 1-32 w aulcna:azao PIGw�.cl"n a�i.Menp is TN W125 9/14/2017 JAGN REVIEWED PAGES 1-5 THE VP ENGINEER'S SEAL APPLIES ONLY TO THE WORK PRODUCT OF VP AND THIS DRAWING,INCLUDNNG THE INFORMAL ION HEREON,REMAINS THE PROPERTY OF VP BUILDINGS IT IS ts COVER SHEET DESIGN AND PERFORMANCE REQUIREMENTS SPECIFIED BY VP-THE VP PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED IN THE APPLICABLE PURCHASE ORDER AND MAY .y ENGINEER'S SEAL DOES NOT APPLY TO THE PERFORMANCE OR DESIGN OF BE REPRODUCED ONLY FOR THAT PURPOSE IT SHALL NOT BE MODIFIED,REPRODUCED OR USED FOR ANY .Is Axthelm Construction ANY OTHER PRODUCT OR COMPONENT FURNISHED BY VP EXCEPT TO ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF VP BUILDINGS !�T TA C A` R 17A19227-01 ACCREDITED DESIGN OR PERFORMANCE REQUIREMENTS SPECIFIED BY VP. a ux. S Pearson Millwork DESIGN ra„o THE GENERAL CONTRACTOR R ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE GOOD QUALITY AC472 " Arlington,Washinglon v+x.�.a wwm,•ncc. WORKMANSHIP IN ERECTING THIS BUILDING IN ACCORDANCE WITH THIS DRAWING,DETAILS REFERENCED IN ` .C1 LP.U OPM THIS DRAWING,ALL APPLICABLE VP BUILDINGS ERECTION GUIDES,AND INDUSTRY STANDARDS PERTAINING TO Pearson Millworks PROPER ERECTION,INCLUDING THE CORRECT USE OF TEMPORARY BRACING pu�°I^c. voN 20171c 1 9/132017 15:25:57 F1EN°Ne PearsonMiIWork.F .ae..aw..o.►+uq.n+r.o+ eceived OCT 04 2017 REVISED -�ab ,wi Codes and Loads WHEN MULTIPLE BUILDINGS ARE INVOLVED, SPECIFIC LOAD FACTORS FOR DIFFERING OCCUPANCIES, BUILDING DIMENSIONS, HEIGHTS, FRAMING SYSTEMS, ROOF SLOPES, ETC., MAY RESULT IN DIFFERENT LOAD APPLICATION FACTORS THAN INDICATED BELOW. SEE CALCULATIONS FOR FURTHER DETAILS. WIND LOADS ARE APPLIED TO OVERALL BUILDING ENVELOPE. COMMON WALLS BETWEEN CONNECTED SHAPES ARE NOT SUBJECT TO EXTERNAL WIND LOADS. City: Arlington County: Snohomish State: Washington Country: United States Building Code Structural: 2AAISC - ASD Rainfall: I: psi inches per hour Building Code: 2015 Washington State Building Code Based on Building Code: 2015 International Building Code Cold Form: 12ISI - ASD f'c: 3000.00 psi Concrete Building Risk/Occupancy Category: II (Standard Occupancy Structure) Dead and Collateral Loads Material Dead Weight Roof Live Load Collateral Gravity:5.00 psf Roof Covering + Second. Dead Load: Varies Roof Live Load: 20.00 psf Not Reducible Collateral Uplift: 0.00 psf Frame Weight (assumed for seismic):2.50 psf Wind Load Snow Load Seismic Load Wind Speed: Vult: 110.00 (Vasd: 85.21) mph Ground Snow Load: pg: 25.00 psf Lateral Force Resisting Systems using Equivalent Force Procedure The 'Envelope Procedure' is Used Flat Roof Snow: pf: 17.50 psf Mapped MCE Acceleration: Ss: 105.00 8g Wind Exposure: C - Kz: 0.926 Design Snow (Sloped): ps: 13.88 psf Mapped MCE Acceleration: S1: 37.50 %g Parts Wind Exposure Factor: 0.926 Rain Surcharge: 0.00 Site Class: Stiff soil (D) Wind Enclosure: Enclosed Specified Minimum Roof Snow: 25.00 psf (USR) Seismic Importance: Is: 1.000 Topographic Factor: Kzt: 1.0000 Exposure Factor: 2 Partially Exposed - Ce: 1.00 Design Acceleration Parameter: Sds: 0.7560 Snow Importance: Is: 1.000 Design Acceleration Parameter: Shc: 0.4125 NOT Windborne Debris Region Thermal Factor: Heated - Ct: 1.00 Seismic Design Category: D Base Elevation: 0/0/0 Ground / Roof Conversion: 0.70 Seismic Snow Load: 0.00 psf Primary Zone Strip Width: 2a: 10/l/10 8 Snow Used in Seismic: 0.00 Parts / Portions Zone Strip Width: a: 9/0/13 Diaphragm Condition: Flexible Basic Wind Pressure: q: 24.38 psf Fundamental Period Height Used: 18/0/0 j Transverse Direction Parameters Note Ordinary Steel Moment Frames % Redundancy Factor: Rho: 1.30 / The specified minimum roof snow (SMS)will be applied as a sepa- Fundamental Period: Ta: 0.2827 R-Factor: 3.50 rate roof load check, combined with dead loads only. Overstrength Factor: Omega: 2.50 The SMS is considered the net sloped roof load, i.e., none of the Deflection Amplification Factor: Cd: 3.00 other snow load related factors such as Importance, Thermal, Unob- Base Shear: v: 0.2160 x w Addition - LT A wall 2 I " ; f: A '7Addition Roo / structed Slippery, Exposure, etc., will apply. Longitudinal g Direction Parameters / Roof; B-// j Addition The SMS is not considered in conjunction with the bracing second Ordinary Steel Concentric Braced Frames 4 X Roof: A_ ` Redundancy Factor: Rho: 1.30 order effects. Fundamental Period: T.a: 0.1748 R-Factor: 3.25 Overstrength Factor: Omega: 2.50 Deflection Amplification Factor: Cd: 3.25 Base Shear: V: 0.2326 x W Snow Buildup Shape Surface Description X Location Y Location Magnitude J�pA L FOR, Addition Roof: A Unbalanced Snow Load 1, Shifted Left Roof: A 0.0 ft 7.7 ft 16.7 psf y,`� OQVIASI(kO 0.0 ft 0.0 ft 16.7 psf 4 65.0 ft 0.0 ft 16.7 psf 65.0 ft 7.7 ft 16.7 psf Addition Roof: B Unbalanced Snow Load 1, Shifted Right : Roof: B 0.0 ft 7.7 ft 16.7 psf 'O 48651 �V 0.0 ft 0.0 ft 16.7 psf PD FO15C�G 65.0 ft 0.0 ft 16.7 psf r� 65.0 ft 7.7 ft 16.7 psf SSIONAL 1. The Snow Buildup loading shown is in addition to the flat or sloped roof snow. 09/29/2017 2. The X and Y Location dimensions are from the point of origin of each surface. FOR CONSTRUCTION THE W ENGWEERS SEAL APPLIES ONLY THIS DRAWING.INCLUDING THE INFORMATION HEREON.REMNNS THE PROPERTY OF VP Buildings TO THE WORK PRODUCT OF VP AND VP BUILDINGS IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED 12.Players Club Circle Memphis TN 3e125 CODES AND LOADS DESIGN AND PERFORMANCE IN THE APPLICABLE PURCHASE ORDER AND MAY BE REPRODUCED ONLY FOR THAT REQUIREMENTS SPECIFIED BY VP THE PURPOSE, IT SHALL NOT BE MODIFIED,REPRODUCED OR USED FOR ANY OTHER osscawna+ �'O'° ,gtlhelm Conatruc0on 17-018227-01 VP ENGINEER'S SEAL DOES NOT APPLY cur*cuc"Pearson MINwrlc TO THE PERFORMANCE OR DESIGN OF THE GENERAL CONTRACTOR ANLVOR ERECTOR IS SOLELY RESPO GS NSIBLE FOR ACCURATE �� VVP BUILDINGSANYOTHER PRODUCT OR COMPONENT GOOD QUALITY WORKMANSMP W ERECTING THIS BUILDING IN ACCORDANCE WITH THIS All ,Wash onrruxz.cu FURNISHED BY VP EXCEPT TO ANY DRAWING.DETAILS REFERENCED IN THIS DRAWING,ALL APPLICABLE VP BUILDINGS ''0p1G1 Pearson FAINwrks � ,AAGN DESIGN OR PERFORMANCE ERECTION GUIDES,AND INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION �uunen�. REQUIREMENTS SPECIFIED BY VP INCLUDING THE CORRECT USE OF TEMPORARY BRACING MS v,cveasun 2017.1E2 MwlYtm�Aunw.rswww.eu w 9/1312017 15:25:57 r`ewme Pearson Millworks F BUILDERICONTRACTOR RESPONSIBILITIES Claims for damage or shorts MUST be rated on the&tl-41•Ladng or delrvmy SKYLIGHTS receipt and filed against the pater try the consignee as per VFs Tema of Sates(F.O'B.Plant) Local bulking departments may require added fall restraint due to condbons that may affect the VP Buildings follows the guidelines as outlined in the AISC and M8MA Codes of Standard Practice. under he Uniform Com erval Cafe.Il is critical that damages or shorts be noted on this Wight snuoural integrity.It Is he responribl!ty,of the builder to dsl r""WW provide any VP Buildings standard product sp¢oikabonk design,fabrication,quality crdeda shall govern all work Billof-Lading ofyou have little mccu se wo the camber InYnedately upon deewry0f miatenal, unless slipulaled oherwise in the contract doa m rmems, In case of discrepancies between atenal quanbliesam wdfied by he Builder agansi quantities billed on the sbpping document a~fall restraint under the skylight as may b0 requared by your txotdirg depanrem. VP Buildings struclural plans and plans for other trades,VP Buildings structural plans shall govern Neither the Manus adurer nor the comer is msponsbfe for material shortages against quantities RAIN WATER RUNOFF tilted on he stripping document If such shortages am not noted on the shipping documents upon rements It Is the responsibility of it*Buolder to obtain approvals and pormis Iron all governing agencies and delivery of material and ackmWedged by the waters agent For materials conwaled In boodles, Drainage re sterns crust be designed si the pvgod po u pers,lu comply with code protect lurlsdctions as requued.Approval of VP Buildings drawings conRdutes he builders acceptance of VP boxes,or crates,shortages must be reported rmmackalely upon unpacking Should products get VP Is not responsible for drainage designs,overflow suppers,dovan piping,etc The project interpretation of lho contract purchase order.Unless speofie design cntena m ming interface wel,bundled and crated materials must be unpacked and unbundled mvnedal-tty to provide professional and contractor are response to ensure that primary drains and overflowdevices design and details are furnished as pan of he contract,VP Buildings design assumptions shall govern drainage of napped nstum See Erection Guide for proper job site storage proced,m. such as ng p rm and auxiliary drains are provided as attend for the required rain intensity at Oho bulldog perimeter and al valley conditions to prevent pending. VP engineers we not Project Engineers or Engineer of Record for the overall project VP orr}Ineenng SEALANTS supply sealed engineering design data and drawings for VP supplied material as part of tho overall STEEL SHOP COAT protect for use by others to obtain pentits,approvals,and coordinate wth other trades The budder Sealants shall a applied in a and accordance with he details orwe consistent tightness will be Corrprortdsed or A/E firm are responsible for the overall project coordination,including cooninabon wih appropriate Sealant must be applied in temperatures aryl weather conditions consistent with labeling The purpose,VFs shop coal Is to jruvke protection during the steel members during transponallon,during!*mpOrary job site storage and donne erection Standard shop formulation inspection and testing agencies Ail Interface muVor corrptakoily of arty mat*nals not furnished by INDEPENDENT MEZZANINES is not designed to perform as a Anish coal when exposed to environmental Conditions Merrbers VP am to be considered and coordinated by the builder or AIE firm shall bit tree of the and and properly dreved during job sia storage-It 15 the 8udders Independent mezzanines rival be do stgnad try a professional ergneer. 7no engineer crust ensure � �° CONSTRUCTION&ERECTION RESPONSIBILITY that isolation from the VP binding has been povided lo avoid starduml damage due to responshdtily to ensure that if a finish wet is being applied over VP shop coat that the V tin contractor verifies compatibility between his Anish coal and VFs stop coal. The Budder is responsible for Conslnrctlan In shed accordance with VP Buldngs"FOR CONSTRUCTION" differential rewerthenls,or nadvenenlly appty loads lo the VP structure VP ncceplz no painting drawings and all applicable product installation guides.VP is not responsibo for work done frorn any responsibility for the design of the independent mezzanine VP BUILDINGS ACCREDITATIONS AND APPROVALS other VP drawings that are not marked'FOR CONSTRUCTION",net any drawings prepared by Whom. FIRE CODE COMPLIANCE Fabricator Approvals As erected field assemblies of members shall be as specified in MBMA Code of Standard Practice It is the responsibility of the project design prolassianat and builder to comply Win local fire code IAS AC472 Approvals(www issordine orgilllMai Budding_Sysetm(MB Nm) [in Canada-CSA S 16),which require U500 lolaranw of installed manners Octagonal regulations including consideration of,Out not limited to.bulling use,and occupancy.all budding Listed under BlueSaope Buildings North Amen.Inc field work incluti^q shaming,cuthng,coping,and drilling for Aral fil-up am considered part of construction materials,separation regwrefrents,egress requirements,NO protection systems,etc City of Los Angeles,CA aFBD0031,City of Houston,TX 767&429; erection.Spedfied field work and field welding conditions Indicated on these drawrigs shall Bolder shaft advise VP of any special requirements to be furnished by VP. City of Pheervx,AZ C19.02008;Clark County.NV 43&833,San Bernardino County,CA 289 also be Induded n h*eiedom scope of oak See Erection Guide for shimming procedure FIELD MODIFICATIONS Stale of Utah,Cary of Rldhm Ond.CA For building with lop riding bridge cranes see Gran Data drawing for column plumb tolerance Modifications to INS booking from delnlls and Instnaions contained on these dmwngs mist he Design Approvals ml The building*redo(shall be property licensed and ehpenereocd re In erecting metal building systems. approved in wisng by VP Buildings wgneers.or olhericensed sWcttral engneer T1vs indudes, IAS AC472 Approvals:(war.iasor ine.org/Misol_Buildrhq_Systis MB.hl The Bolder is responsible for having kfvMedgO of,and shall comply win,all OSHA requirements but Is not hatted to,removal of roof or wall eaddng,reaming or moving any flange braces or Listed under Varco Pruden Buldngs,a Division of BlueScope Buldngs North Americo,Inc and all other govem4mg site safety crflena.The builder is responsible for designing,supplying, rat braces.culling of openings for dam.windows or RTUs.correction of fabrication errors,etc Canadian CSA A660 Certifications locating and installing temporary supports and bracing during emotion of the building VP The timer shall not Impose loads to this slnrChee beyond what is specified for INS building in bmorg is designed for code required loads after building completon and shall cal be considered the contract doaanants.VP Buildings accepts no responsibliy,for the consequences of arty Listed under Blu ep ope BertiAns North America. mpanySearch aspx) as adequate erection bracing.See Erection Guide unauthorized additions,alterations,or added loads to this structure idled ng Certifications BtueSoo so Buildings North Arena.Inc. EXISTING STRUCTURES Engineering C 76;FL icns of Authorization If the lxnker iruands to nwpm VP Buildings for rrodAwtiona in excess of 51000,The budder USA-�ARg576;FL#30427;10MG2170;IUF164002649;K,SaE-29;MSYE-0592; VP must be advised of any erdsbng structure that is vAhn 201I of VFs building. must nofiy VP Bindings amrac alefy,and obtain a Wbrk Authorization from VP Buikkngs prior a MODE-2010007736;NONE-09%;OKMCA417OPE;SON'-1787;TX#F4828;VOMC03059-00; Loadings o1 both bulkkngs may be affected when adjacent bu0dngs are within this distance proceeding.AP Anal duns rout be wWntled to VP B.Idngs wth all supporting docLwmotaton CAN-ABAPO8900;NS030123;ONIT10D148796;and YTOPP 134 VP cannot be responsive for the design or loading of existing buildings within 30 days of Ida building completion.Claims submitted Wth0u1 oak attthonznbons,or after 30 days will not bo accepted Correction of minor misfits.shimming and plumbing,moderate ICC Evaluation Reports(~.icc-esorg) BRACING account of mamng,coding,chipping I cutting and minor welding are considered by Code of Standard Practice to be pad of erection are not subject to dam reimbursement. S Roof System- 527 Tension brace roes erode in pairs to balance forces posed by initial tensioning Cam oust be Stalee o of Florida Product Appro Approvals(w.wv.fioridabuilding erg) taken while 14butwi;brace rods to as not to cause accidental or misalignment of components. CONCRETE/MASONRY/CONVENTIONAL STUD WALLS All toils must bit installed loose and then lightened Rods should roof exhibit excessive sag For Approved Products Listed Under VP Buildings,Inc long or heavy rods,or angles it may be necessary to st*W the rods at mdbay by suspending The engineer responsible for the design of the wall system is responsible for coordinating with,Or VP TexlureClad-See Transamedcen SW duroc,Inc them from secondary members speolymg lo VP Buildings.any wall to steel compatibility issues such as drift and collection compatibility,Special base details,and wall to VP steel connections. All listeners,sealant and Dade Co.Product Approval omw.miamidade gov/buildingcode) Bracing for seismic or wind loading of objects or equipment mat am not a pan of the VP counter Mashing of wall systems are to be provided by con"CW.The engineer responsible for Products Listed Under Varco Pruden Buildings,Inc structure most be designed by a qualified professional to deliver lateral loads to primly flames the wall malt design ate anchorage to VP supporting elements consistent with Code required forces Approved and rod bracing struts Equipment bracing and suspension connections must not impose torsion PANELS VP TextureClad-See Trensamerican Stnucturoc,Ina or mnor axis loads,or cause local distortion in any VP carponenl5 VP accepts no Underwriters Laboratory Approvals(Available only when specified in contract) responsibility for design of Installation of bmang"a"net furnished by VP Oil canning is an inherent characteristic of cold fomed steel panels It is the result of several FIELD WELDING factors that include induced stresses in the raw material delivered to VP,fabrication methods. SSR Roof-UL#TGIO(-113;SSR Composite Roof Gass 90.UL#TGKK-713A; installation procedures,and past installation Kemal form Thru lestened panels will exhbit some SSR Roof WSuper Block;Class 90-UL#TGKX-328; All field welting shall be done at the dmcbm of a design professional,and done in accordance dimpling when installed,especially Men insulation is installed between panels and secondary with gowming mclommenis(AM in USA CWS in Canada)by welders qualified to perform the suppons Dimpling can be minimized by camful instniation.taking cam not to overdnve fasteners Panel Rib Roof UL Class 60-UL#TGKX60;Panel Rib Roof UL Class 90-UL#TGKX64; welding as directed by the applicable welding proeedum specification(VvPS).A VMS shall be VP SLR II Roor Class 90-UL#TGKX-90,-180,-435,435A,-176,-238,-238A,-236B prepared try this contractor for each welding venation specified The contractor is responsible for Roof rumble is a phenomenon Oat Is caused by wind gusts lifting up on the roof panels and then any special welding inspection as required by local jurisdiction Filler moral shall be sponging back Into place-All panels experience his action to soma degree,especially with Factory Mutual Approved Assemblies(Available only when specified in contract) 70 W 1480 Milos)tensile strength For welds in bvgh sbismmic fore insisting system concealed dip Standing Seam panels Roof rumble noise maybe minimized by pmviding a layer SSR Roof Systems am approved in various type applications and listed in FM Approval Guide (Seismic Cat D.E Of F),m irmum Charpy V-Nolch toughness shall meet AISC-341 omens of blanket insulation between the panels and any hard support surface such as steel secondary f20 fl4bs min(�ODeg F7 Inlerpass Idrtpemtures shall rrot ewe¢ed SSODeg F(300Deg C). menrbers,substrates uK h as plywood.stool dat kavg.a rigid board insulation A mirur um of 24 Ga SSR(0 0227"Nominal),is available in Class 160,1-75,1-90.22Ga SSR(0 0277" J�pA 1-FOk, 3 inch Oii(k blanket is recommended over steel secondary members,or or 2 inch over substrates Nominal),is available in Class 1-75,1-90-,1-120 y�sf �WASI DELIVERIES is the responsibility of the builder to have adequate equipment available at the job eta a 01 canning,dimpling,and roof rumble do not affect the structural integrity or weather tightness SLR II Roof Systems are approved in various type applications and listed in FM Approval Guide It is the trucks i s a safe and timely rrto have The adequate erwip be t avanside for cue retention of the panels and is not grounds for rejection of panels. 24 Ga SLR II(0 0227"Nominal),is available in Class 1-75 and 1-120 a charges from carriers as a result ofjob site unloading delays The Standing Seam joint desta91s designed will an Interloddng feature for ease of installation SIGNAGE Howover,d Is mperatiw that installed Standing Seam panels be secured to the secondary � 5 ructund members and properly seamed pdor to departure from the job via each day. 'S R 48651 w The Budder is responsible for furnishing signs as required by Cods and the Building Deportment, �O E-C1S1'L� Inducing but not batted to,eats,occupancy limits,Poor loading limits,and bulk storage limits ALF' G Floor loading signs shall dearly Indicate maximum Poor five load permitted S'S/0N � Bulk storage faelikes shall have signs dearly posted on all loaded walls Indicating the type of conamodty stored and the maximum dotage height Signs shall be dearly visible when building is fully loaded to design level Overloading of Moors or wets may result in failure 09/29/2017 FOR CONSTRUCTION THE VP ENGINEERS SEAL APPLIES ONLY THIS ORAVSNG,MICLUOW.THE WFORMATION HEREON,MMAW8 Tiff MOPERTY OFBI VP Buildings TO THE WORK PRODUCT OF VP AND VP BUILDINGS IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED 32.Players Club Circle Memphis TN 30125 ERECTION NOTES DESIGN AND PERFORMANCE IN THE APPLICABLE PURCHASE ORDER AND MAY BE REPRODUCED ONLY FOR THAT �� REQUIREMENTS SPECIFIED BY VP,THE PURPOSE. IT SHALL NOT BE MODIFIED,REPRODUCED OR USED FOR ANY OTHER SCavnw (E° Adhelm Cahsiluati0n t1 // // 77-019227-01 VP ENGINEER'S SEAL DOES NOT APPLY '^""Pearson Mlltwork \�-„�//r'-J� — TO THE PERFORMANCE OR DESIGN OF THE GENERAL CONTRACTOR AND/OR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE wroI fL1V/yp BUILDINGS 91144017 ANY OTHER PRODUCT OR COMPONENT GOOD QUAUTY WORKMANSHIP IN ERECTING THIS BUILDING IN ACCORDANCE WITH THIS Arlington,Westin n muw.ne a FURNISHED BY VP EXCEPT TO ANY DRAWING,DETAILS REFERENCED IN THIS DRAWING,ALL APPLICABLE VP BUILDINGS "'0"' Pearson Millwork 'AGN DESIGN OR PERFORMANCE ERECTION GUIDES,AND INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION, REQUIREMENTS SPECIFIED BY VP. INCLUDING THE CORRECT USE OF TEMPORARY BRACING tJTS su�°0� vrcveaslrer 2017.1c w"0E3 Pearson Mil 9/13/2017 15:25:58 Millworks F 5 t2O'-6"--- 4 21'-0" 21'-0" 1 'ITDS D3 D3 D3, 1 o In I 1 1 D6 ' 1 � o i i z V 1 1 a aao 1 '•D1- - - - D1 - , H D2 D4 D4 D4i e 1 i o i i 1 i H D3 i 1 i , 1 O O _ — 1 1 I i 1 � 1 W D3 i 0 I ,p D2 D2 D2 D2 [* cn — 14' 3 J=8.5 0 '1 i 5 15'-7 1/2" ��JVIAs's `P lam-20'-6" 21'-0 BL 65'-0" BL ANCHOR ROD PLAN °Po F48651 �{vw 6 11-011 �SS(ONAL4�G 5 3'-4 1/2" J=6.50 4 2'-6" 09l29/2017 3 4'-6- 2 6" 1 21-0" ❑Dimension Key FOR CONSTRUCTION Nshed Floor Elovatiell=1 -0'UNeu Nded Othorvlso <•> THEW ENGINEER'SEAL APPLIES ONLY THIS DRAWING,INCLUDING THE INFORMATION HEREON,REMAINS THE PROPERTY OF VP Bulld logs THE BUILDING IS DESIGNED WITH BRACING DIAGONALS IN THE DESIGNATED TO THE WORK PRODUCT OF VP AND W BULLRINGS IT 15 PROVIDED SOLELY FOR ERECTING T14E BUILDING DESCRIBED BI 32.Players Club Circle Memphis TN 30125 ANCHOR ROD PLAN BAYS COLUMN BASE REACTIONS,BASE PLATES AND ANCHOR RODS ARE DESIGN AND PERFORMANCE IN THE APPLICABLE PURCHASE ORDER AND MAY BE REPRODUCED ONLY FOR THAT AFFECTED BY THIS BRACING AND DIAGONALS MAY NOT BE RELOCATED REQUIREMENTS SPECIFIED BY W.THE PURPOSE IT SHALL NOT BE MODIFIED,REPRODUCED OR USED FOR ANY OTHER screcnav °"'�° Ax9olm Construcl WITHOUTCONSULTING THE BUILDING SUPPLIERS ENGINEER W ENGINEER'S SEAL DOES NOT APPLY 17-018227-01 TO THE PERFORMANCE OR DESIGN OF THE GENERAL CONTRACTOR ANCIOR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE `--'Pearson MilMork o a ANY OTHER PRODUCT OR COMPONENT GOOD QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN ACCORDANCE WITH THIS 1�+`R°A�1 oq y�aynn n W BVILDINGS1A�t7 FURNISHED BY VP EXCEPT TO ANY DRAWING,DETAILS REFERENCED IN THIS DRAWaJG,ALL APPLICABLE W BUILDINGS a+w.c.cc� DESIGN OR PERFORMANCE ERECTION GUIDES,AND INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION, Y"` Pearson Ill REQUIREMENTS SPECIFIED BY W INCLUDING THE CORRECT USE OF TEMPORARY BRACING NTS eucrw rr� vxvessae 20171c ' 4 9/13/2017 15:28:31 """"` Pearson Mtfm.F PITON DIM A a xIDTH a WOTH - LENGTH4TO-o v o z a E 3 E w E N w -E MDTH EDGE 2 I/2' 2 1/2" GAGE GAGE I mm 4mm 2 1/7.' 2 1/2 2s4mm 54m. 2 rE ICE _ s4mm I - DI (4)3/4" Dia. GR36 Anchor Rods D3 (4)3 4" Dia. GR36 Anchor Rods D6 (413 4" Dia. GR36 Anchor Rode Plate W=8" L=10" 2 (9)3/4" Dia. GR36 Anchor Rods Plate W=8" L=11" D4 (9)3/9" Dia. GR36 Anchor Rods DS (2)3/4" Dia. GR36 Anchor Rods Plate W=B" L=10" Dim: A=4 1/B" Plate W=9" L=1'-1" Plate W=B" L=8 1/2" Dim: A=3 5/8" Dim: A=10" B=1'-1" Plate W=B" L=1'-1" Dim: A--4 1/8" Gage�S^ Pitch=5" Edge Out=2 1/2" Gage=5" Pitch=5" Edge Out=2 1/2" Dim: A=5 1/8" Gage Pitch=5" Edge Out=3" Dim: A=5 1/8" pleV.=100'-0^ Elev.=100'-0" Elev-100'-0" Elev.=100'-0" Elev.=100'-0" Elev.=100'-0" 1.ANCHOR RODS,NUTS,HARDENED WASHERS AND ANY OTHER UT 1/2" (13mm) DIAMETER EMBEDDED ITEMS ARE TO BE FURNISHED BY CONTRACTOR HARDENED CONCRETE ANCHORS 2.ANCHOR ROD DIAMETERS WERE DETERMINED BY ALLOWABLE (BY OTHERS) (ASM AIIO TENSION PER A CH R ROD (EFFECTS). WASHER JAMB R (AStM f1554 GRADE 36)ANCHOR R00 LENGTH,EFFECTS 4" (102mm) p i OF DUBEDOED ANCHOR ROD EDGE DIMENSIONS MID METHOD PROJECTION m w OF TRANSFERRING FORCES FROM ANCHOR RODS TO E VARIES VARIES FOOTINGS ARE TO BE DETERMINED BY OTHERS. "1 BOTTOM OF .1 UNLESS OTHERWISE SPECIFIED,ANCHOR RODS ME DESIGNED AND DETAILED AS"CAST-IN-PLACE?ANCHOR RODS WITH _ ItEM71HREOUIREMEIRT BOTTOM OF COLUMN — n 1 AGE POST COLUMN 'SNUG TIGHT"CONNECTIONS. BASE PLATE ELEV. _ ww BASE CLIPS BASE PLATE? 4.FOUNDATION MUST BE LEVEL.SQUARE AND SMOOTH. ATELY PLACED AS SHOVIIN w m 1 ONCTHI5 DHOR RAWING SORBSTEELWILL NOT FIT..THE BULDER FOUNDATION-CONSIDER 4 IS RESPONSIBLE FOR ACCURATE SETTING OF ANCHOR RODS J } CE BETWEEN THE FOUNDATION 1 1�4� OPENING W DTH Ll 1� O7UMN BASE IN ANCHOR ROD PER AISC CODE OF STANDARD PRACTICE,SEC 7.5 32mm 32mm VARIATIONS ARE SUMMARIZED BELOW; NOTE: 1" 25mm PROJECTION ABOVE a.CENTERS OF ANY TWO AR'S NITHIN A COLUMN BASE ( ) GROUP; +-1/0' BOTTOM OF JAMB CLIP STD = 1/2" (13mm) b.CENTERS OF ADJACENT M GROUPS; +-I/4" THE 4"PROJECTION ABOVE THE BOTTOM OF THE BASE PLATE SEE PLAN FOR JAMB SIZES : J= SIZE FLUSH = 0' (Omm) c.TOPS OF AMY5; +-1/2' 15 A SUGGESTED MINIMUM TO ENSURE ADEQUATE ANCHOR ROD d.ACCUMULATED DIM BEIMEEN CENTERS OF AR GROUPS LENGTH, A DIFFERENT PROJECTION MAY BE REQUIRED BY THE JAMB 'EQ.' VALUES: ALONG COLUMN LINT:; +-1/4'PER 100FT,NOT To FOUNDATION DESIGNER. 7 EQ= 2" 51mm, 8.5 EQ = 2 3/4" 70mm EXCEED 1'TOTAL TTHE HEREIM NISHNTERFERENCEEWITH OTHERNPARTS. BE CUT OFF IF 10 EQ=3 1/2"89mm, 11.5 EQ= 4 1/4" 10Bmm TYPICAL GAGE POST TYPICAL COLUMN a.LLIINEFRO 1/4NTER OF ANY AR GROUP FROM COLUMN AND SUGGESTED ANCHOR ROD PROJECTION FRAMED OPENING DETAIL BASE PLATE DETAIL BASE PLATE DETAIL 5 DESIGN LOADS REACTIONS REPOORTRT REACTIONS ARE FURNISHED IN THE . J�pA L FOk, a�UHO, O� N .o�O 48651 36T5L"Q'� �SS/ONALe�G 09/29/2017 FOR CONSTRUC710N THE VP ENGIEERS SF14.APPLIES ONLY THIS ORAWING.WCL.UDING THE INFORMATION HEREON REMAINS THE PROPERTY OF BI VP Buildings TO THE WORK PRODUCT OF VP AND VP BUILDINGS IT IS PROVIDED SOLELY FOR ERECTANG THE SIALOING DESCRIBED 3200 Players Club Circle Memphis TN 38125 ANCHOR ROD PLAN-DETAILS DESIGN AND PERFORMANCE IN THE APPLICABLE PURCHASE ORDER AND MAY BE REPRODUCED ONLY FOR THAT REQUIREMENTS SPECIFIED BY VP.THE PURPOSE IT SHALL NOT BE MODIFIED,REPRODUCED OR USED FOR ANY OTHER !V y� oescarrw" 11f0c" 17 VP ENGINEER'S SEAL DOES NOT APPLY Pasnon 1T-014127-0) TO THE PERFORMANCE OR DESIGN OF THE GENERAL CONTRACTOR MFD'OR ERECTOR 95 SOLELY RESPONSIBLE FOR ACCURATE c"�1°"T"PeLlOn MilM,ork a'E ANY OTHER PRODUCT OR COMPONENT 0000 QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN ACCORDANCE WITH THIS tvurra.AN M BUILDINGS o ro.o4 o�T FURNISHED BY VP EXCEPT TO ANY DRAWING DETAILS REFERENCED IN THIS DRAWING,ALL APPLICABLE VP BUILDINGS t Pearson MIIAIorks DESIGN OR PE ERECTION GUIDES JAGN RFORMANCE ,AND INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION, REQUIREMENTS SPECIFIED BY VP. INCLUDING THE CORRECT USE OF TEMPORARY BRACING IT$ waolvs"a vvcvsasw" 2017.1C 9/13/2017 15:26:00 '""Pearson MilAwrta F •n,.,,,tlM>..rw".ww..s.w Bracing Part Schedule Part Qty Length Detail [ i ' r"'k S 3BSA1904714 1 19'-10 7/8" BR15L1 Y \J Q 4 04RS2402 4 29'-2" BR01G2 T 06RS270B 2 27'-B" BRO1G2 0R26 2 26-10" BR01G2,BR02K1 04RS260707 2 26'-7" HR01G2 121 -20'-e" � 23-0• I 31•-0• IM"Flt 05RT2705 2 27'-5" BROIG2,BR02K1 11YY 3BSA1900714 1 19'-6 7/8" BR15L1 ❑Rod, Strut, and Misc. Connection Bolts DCCO01 CX010 CX012 Cx009 N Id Qty Grade Bolt Diam. Bolt Length PartNo 3BSA1900714 1 2 A325 3/9" 2 1/2" 0097284 ei 1,4 l N O � hQ�v^p �1 O d X � 9 4&, i N � o bpi , t� CX002 /Cx004 CX006 Cx009 V ° ;\--CX013 RSX013---CX011 FH , 416- 0 � 9'-0• e o� 0 4�ry o a l C7 1— CPX002 K S2'02 ,D? �Apy J�pA su°N EPX001 o o ygoQw W° i oe ° 49651 �p Is rJ u 9 �SSfp NAL �10 09/29/2017 3HSA1904714 m CX001 CX003 CX005 If--CXI'007 20•-6• --21•-0" 21-0^ —MFt BL 65 _0. III D�IIAL 2 6^ i 1 2'-0" PRIMARY AND ROOF BRACING PLAN Dimension Key Shape Name=AddKian,Shape=Add'Aian-LT on Wall 2 FOR CONSTRUCTION 1.USE 112 X 1 112 A325T BOLT(49090)AND NUT(47120) THE VP ENGINEER'S SEAL APPLIES ONLY TO THIS DRAWING,INCLUDING THE INFORMATION HEREON,REMAINS THE PROPERTY OF VP /'� VP Buildings W/O WASHERS.SNUG TIGHTEN BOLTS FOR ALL SECONDARY CONNECTIONS, THE WORK PRODUCT OF VP AND DESIGN AND BUILDINGS.IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED IN THE �! PRIMARY AND ROOF BRACING PLAN SECONDARY CUP CONNECTIONS,AND FLANGE BRACE CONNECTIONS, PERFORMANCE REQUIREMENTS SPECIFIED BY VP. APPLICABLE PURCHASE ORDER AND MAY BE REPRODUCED ONLY FOR THAT PURPOSE.IT ]200 Players Club Circle Memphis TN 35125 UNLESS NOTED OTHERWISE. THE VP ENGINEER'S SEAL DOES NOT APPLY TO SHALL NOT BE MODIFIED,REPRODUCED OR USED FOR ANY OTHER PURPOSE WITHOUT 2.SLOT REINFORCEMENT PLATES NEED NOT BE LOCATED ON THE SAME THE PERFORMANCE OR DESIGN OF ANY OTHER PRIOR WRITTEN APPROVAL OF VP BUILDINGS. E u4� ar °E 1Pf10" A.th lm Construction 17-019227-01 SIDE OF THE WEB AS THE HILLSIDE WASHER. PRODUCT OR COMPONENT FURNISHED BY VP THE GENERAL CONTRACTOR AND/OR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE mon MIR—k t EXCEPT TO ANY DESIGN OR PERFORMANCE GOOD QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN ACCORDANCE WITH THIS 911812017 REQUIREMENTS SPECIFIED BY VP. DRAWING,DETAILS REFERENCED IN THIS DRAWING,ALL APPLICABLE VP BUILDINGS �nglan,Washington BUILDINUY cRw+•.omr ERECTION GUIDES,AND INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION, P--Milhvorks LJPM ADS INCLUDING THE CORRECT USE OF TEMPORARY BRACING. -- ABurlooP.elM tamp.�q NTS 2017.1c S 912BI2017 14:24:26 �•� Peanoh M9borksF .aM.w al6nsae•ed4;�ottltiM�..,sa'xc Frame Clearances Frame Member Schedule Horiz. Clearance between members 1(CX011) and 5(CX011): 18'-2" Part Mem Width Thick WebThk.Depthl Depth2 Approx.Lgth Approx.Weight Horiz. Clearance between members 1(CX011) and 6(CX011): 18'-2" CX011 1 6.0000 .2500 .1345 9• 9" 17'-3 13/16" 275# Horiz. Clearance between members 2(CX O11) and 5(CX011): 16'-2" 2 6.0000 .2500 .1644 9. 9" RBX013 3 5.0000 .2500 .1345 1r-3" 1'-3" 18'-1 1/2" 308# Horiz. Clearance between members 2(CX01 and 6(CXO11): 16'-2" Vert. Clearance at member 2(CX011): 15'-10 1/16" 4 5.0000 .2500 .1345 1'-3" 1'-3" CX011 5 6.0000 .2500 .1644 9• 9" 17'-3 13/16" 275# Vert. Clearance at member 5(CXO11): 15'-10 1/16" Finished Floor Elevation = 100'-0" (Unless Noted Otherwise) 6 6.0000 .2500 .1345 9• 9" Bolt Connection 5 Plate Schedule Id Qty Grade Bolt Bolt Plate Rows Rows PartNo /4. Length Thick. Out In j 3 A 12 A325 / " 2 1/2" 1/2" 3 3 0097269 2 B 2 A325 3/4" 2 1/2" 1/2" 0097284 B 0 A A RBX013 U �o ti m r V Jap►.L FpR, ht�QO�WAS!/�o`4 N 'O,p R 48651�p O FOTSTEQ- 6� SSto '%L0 09/29/2017 21'-0• PORTAL FRAME ELEVATION ALONG C 2 1'-0 1/2" 1 8" Dimension Hey FOR CONSTRUCTION Shape Name=Addition Wall 2,Frame 2 1.USE 112 X 1 112 A325T BOLT(49080)AND NUT(47120) THE VP ENGINEER'S SEAL APPLIES ONLY TO THIS DRAWING,INCLUDING THE INFORMATION HEREON,REMAINS THE PROPERTY OF VP VP Buildings NO WASHERS.SNUG TIGHTEN BOLTS FOR ALL SECONDARY CONNECTIONS, THE WORK PRODUCT OF VP AND DESIGN AND BUILDINGS.IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED IN THE PORTAL FRAME ELEVATION ALONG C SECONDARY CUP CONNECTIONS,AND FLANGE BRACE CONNECTIONS, PERFORMANCE REQUIREMENTS SPECIFIED BY VP. APPLICABLE PURCHASE ORDER AND MAY BE REPRODUCED ONLY FOR THAT PURPOSE.IT 3200 Players Club Circle Memphis TN 38126 . UNLESS NOTED OTHERWISE. THE VP ENGINEER'S SEAL DOES NOT APPLY TO SHALL NOT BE MODIFIED,REPRODUCED OR USED FOR ANY OTHER PURPOSE WITHOUT .� 2 SLOT REINFORCEMENT PLATES NEED NOT BE LOCATED ON THE SAME THE PERFORMANCE OR DESIGN OF ANY OTHER O4� B4 —PT- AzMelm Construction 17-019 227-01 PRIOR WRITTEN APPROVAL OF VP BUILDINGS. SIDE OF THE WEB AS THE HILLSIDE WASHER. PRODUCT OR COMPONENT FURNISHED BY VP THE GENERAL CONTRACTOR ANMOR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE Millwork EXCEPT TO ANY DESIGN OR PERFORMANCE GOOD QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN ACCORDANCE WITH THIS round. (,9/18/2017 REQUIREMENTS SPECIFIED BY VP DRAIING,DETAILS REFERENCED IN THIS DRAWING,ALL APPLICABLE VP BUILDINGS Atington,Wmhln0lon BUILDINGS nwr.oco ERECTION GUIDES,AND INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION, < vwc"r�ntt-�Pearson Millworks LJPM ADS INCLUDING THE CORRECT USE OF TEMPORARY BRACING. u u.n r.v A RueSwp•SI•d Q0,•grr/ NTS <unw'2017.14 �c.7 9/1812017 16:40:63 . — Pearson Milh-rk.F ear eun or R".xooeewawo.r•.u.nvKo e,c • Frame Member Schedule Bolt Connection 6 Plate Schedule Frame Clearances Part Mem Width Thick WebThk. Depthl Depth2 Approx.Lgth Approx.Weight Detail Id Qty Grade Bolt Bolt Plate Rows Rows PartNo Horiz. Clearance between members 1(CX001) and 6(CX002): 53'-7" CX001 1 5.0000 .1345 .1345 1-0" 1-0" 17'-6 1/8" 209# Dia. Length Thick, Out In Vert. Clearance at member l(CXO01): 16-3 1/0" RBX001 2 5.0000 .1345 .1345 1'-1" 10" 28'-7 13/16" 299# A 12 A325 3/4" 2 1/2" 3/8" 3 3 0097284 Vert. Clearance at member 6(CX002): 16'-0 1/8" 3 5.0000 .1345 .1345 10" 9" B 4 A325 3/4" 2 1/2" 3/8" 1 1 0097284 Vert. Clearance at member 7(EPX001): 21'-8 7/16" RBX002 4 5.0000 .1345 .1345 9" 10" 28'-8 13/16" 312# C 8 A325 3/4" 2 1/2" 1/2" 2 2 0097284 Vert. Clearance at member 8(EPX002): 21'-8 5/16" 5 5.0000 .1345 .1345 10" 1'-4" D 4 A325 1/2" 1 1/2" 3/8" 1 1 49080 Vert. Clearance at member 7(EPX003): 16'-1 3/8" CX002 6 5.0000 .2500 .1345 1-0" 1-0" 17'-5 3/4" 290# E 4 A325 1/2" 1 1/2" 1/4" 1 1 49080 Finished Floor Elevation = 100-0" (Unless Noted Otherwise) EPX001 7 5.0000 .1345 .1644 10" 10" 21'-9 5/16" 122# BR25CA F 2 A325 1/2" 2" 3/8" 1 - 0097280 EPX002 8 5.0000 .1345 .1644 10" 10" 21'-9 1/4" 122# BR25CA G 4 A325 1/2" 1 1/2" - - - 49080 DCCO01 1 5.2500 .0600 2@.0600 8 1/2" 8 1/2" 15'-4 1/16" 22# <S> - (2) Washers (095872) req'd at Flange Brace to Secondary. RBX011 2 5.0000 .1345 .1345 9" 9" 24'-5 15/16" 226# 3 5.0000 .1345 .1345 9" 9" 4 5.0000 .1345 .1345 9" 9" 5 5.0000 .1345 .1345 9" 9" RBX012 6 5.0000 .1345 .1345 9" 9" 10'-7 1/4" 108# EPX003 7 5.0000 .1345 .1345 9" 9" 16'-1 7/16" 93# BR25CA Q Q Q _ QP I I 1 I I a L 9�,6 3�1 ��� .5-0 3/16" 0.343:12 3116a !5,�0" U V B 5r 6" 4.00 N N a. N 3 5 N o_ 6�m, m v ! n_ \`\` � (1� " �p,yp •J XQ W N o a (J � � �-•a o u v O ~ ------- ------- IrA I RBX012 I RBX011 I I I I I I I I N I I o e I o • I or e I e o = I p1 N ,� I '•'� r o I ee x e o mkj V A' Y I I I I I 1 I 1 I I I I I I I 1 I Ir 16,_0• I 24-0" 16•-0" 20'-0" CL 56'-0• CL CL 35,-0" FRAME CROSS SECTION AT FRAME LINE(S) 1 JNDh fOW y$��DY WAStw,O� N 4 2 @ 9'-2 15/16" �O.P 4$651�p '%�SS B 1'-6 1/4" 10NALO 7 4'-6" 6 27'-4" 09/29/2017 5 2 @ 3'-10 11/16" 4 1'-8 13/16" 3 3'-6" 2 4'-0" 1 1 5/8" ❑Dimension Key FOR CONSTRUCTION Shape Na-Addition Wall4,Frome 1,Shape=Addition-LT m Wall 2 Wall 2,Frame 4 1.USE 1l2 X 1 1l2 A326T BOLT(49080)AND NUT(47120) THE VP ENGINEER'S SEAL APPLIES ONLY TO THIS DRAWING,INCLUDINO THE INFORMATION HEREON,REMAINS THE PROPERTY OF VP VP Buildings W/O WASHERS.SNUG TIGHTEN BOLTS FOR ALL SECONDARY CONNECTIONS, THE WORK PRODUCT OF VP AND DESIGN AND BUILDINGS.IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED IN THE FRAME CROSS SECTION AT FRAME LINE(S)1 SECONDARY CUP CONNECTIONS,AND FLANGE BRACE CONNECTIONS, PERFORMANCE REQUIREMENTS SPECIFIED BY VP. APPLICABLE PURCHASE ORDER AND MAY BE REPRODUCED ONLY FOR THAT PURPOSE.IT 3200 Players Club Circle Memphis TN 38126 UNLESS NOTED OTHERWISE. THE VP ENGINEER'S SEAL DOES NOT APPLY TO SHALL NOT BE MODIFIED,REPRODUCED OR USED FOR ANY OTHER PURPOSE W THOUT r:a.ra tee• 2.SLOT REINFORCEMENT PLATES NEED NOT BE LOCATED ON THE SAME THE PERFORMANCE OR DESIGN OF ANY OTHER PRIOR WRITTEN APPROVAL OF VP BUILDINGS. "cv actE av osscnivriau Althelm Construdim 17-01822/-0/ PRODUCT OR COMPONENT FURNISHED BY VP 510E OP 1 NE ICED AS 1 HE H!L�S[DE WASHER. -THED QUALITY GENERAL CONTRACTOR AND10R ERECTOR IS SOLELY RESPONSIBLE CE VACCURATE � rsarr Millwork EXCEPT TO ANY DESIGN OR PERFORMANCE GOOD WALITY WORKMANSHIP IN ERECTING THIS BUILDING IN ACCORDANCE V1ATH THIS ,. 9/1812017 REQUIREMENTS SPECIFIED BY VP. Adkglkm,Washln0lm BUILDINGS w.sv+wu DRAWING,DETAILS REFERENCED IN THIS DRAWING.ALL APPLICABLE VP BUILDINGS ERECTION GUIDES,AND INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION, r.o�ra Pearson Mill-k. wAtt.vat.R." LJPM AIDS INCLUDING THE CORRECT USE OF TEMPORARY BRACING. � • AOvSwp•gad NTS 201117.1c r wcwmai 7.1c 8 9/2912017 14:05:32 ��` - Pears-Millwerk.F •a�nn"or atu.s.."eswns•n•lu so.r.•,vs Frame Member Schedule Bolt Connection 6 Plate Schedule Part Mem Width Thick WebThk.Depthl Depth2 Approx.Lgth Approx.Weight Id Qty Grade Bolt Bolt Plate Rows Rows PartNo CX003 1 6.0000 .3750 .1644 1'-0. 21-8" 17'-10 7/8" 567# Dia. Length Thick. Out In RBX003 2 5.0000 .2500 .1644 2'-6" 11-0- 27'-4 1/2" 469# A 6 A325 3/4" 2 1/2" 1/2" 2 1 0097284 3 5.0000 .1875 .1345 1-0" 9- B 4 A325 3/4" 2 1/2" 3/8" 1 1 0097284 RBX004 4 5.0000 .1875 .1345 9" 1/-2- 27'-9 13/16" 492# C 8 A325 3/4" 2 1/2" 1/2" 2 2 0097284 5 5.0000 .2500 .1644 1'-2" 2/-60 D 2 A325 3/4" 2 1/2" 3/8" 1 - 0097284 CX004 6 6.0000 .3750 .1644 1-0" 2--30 17'-9 3/16" 636# CX010 1 5.0000 .1345 .1345 10" 10" 16'-3 13/16" 181# Frame Clearances RBX009 2 5.0000 .3125 .1345 9" 2--1" 34'-1 3/16" 641# Vert. Clearance between members 1(CX00 and 6(CX009): 50'-9 7/16" 3 5.0000 .3125 .1345 2'-1" 9 1/160 Vertt.. Clearance at member 1(CX003): 15'-6 1/ " Vert. Clearance at member 6(CX009): 15-4 1/22" Vert. Clearance at member l(CX010): 15'-11 5/16" Finished Floor Elevation = 100-0" (Unless Noted Otherwise) I s 29, 4,000'12 `6 3�J 6 3116" 0. i @ 6"9 000; - ,. 12 L 33'-0 3/16" 0.343:12 20. 4 @ 5 u e u 5,�0, m oe o I � S @ 5'-D•_ LrOi N V 6 'a V� N V N N A 001'0p3 I I _ I I I RBX009 � 1 1 (2)GF83026 I I (2)KMA1. 1 (4)WBBC2 o I 1 � e 1 � I I I I I I J I I I I I l el- II t-- FRAME CROSS SECTION AT FRAME LINE(S) 2. J�DA L FOR, BL b 48651 � FO1S V 'SSIONALY' 10 2 @ 4-2 15/16" 09/29l2017 9 1'-6 1/4" 8 4-6" 7 27'-4" 6 2 @ 3'-10 11/16" 5 1'-8 13/16" 4 2 @ 2'-9" 3 3'-6" 2 4'-0" 1 1 5/8" Dimension Key FOR CONSTRUCTION Shape Name=Addition Wall 4,Frame 2,Shape=Addition-LT on Wall 2 Wall 2,Frame 3 1.USE 112 X 1 1/2 A326T BOLT(49080)AND NUT(47120) THE VP ENGINEER'S SEAL APPLIES ONLY TO THIS DRAWING,INCLUDING THE INFORMATION HEREON,REMAINS THE PROPERTY OF VP ^ VP Buildings W/O WASHERS.SNUG TIGHTEN BOLTS FOR ALL SECONDARY CONNECTIONS, THE WORK PRODUCT OF VP AND DESIGN AND BUILDINGS.IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED IN THE FRAME CROSS SECTION AT FRAME LINE(S)2 SECONDARY CUP CONNECTIONS,AND FLANGE BRACE CONNECTIONS, PERFORMANCE REQUIREMENTS SPECIFIED BY VP. APPLICABLE PURCHASE ORDER AND MAY BE REPRODUCED ONLY FOR THAT PURPOSE.IT 3200 Players Club Circle Memphis TN 38125 UNLESS NOTED OTHERWISE. THE VP ENGINEER'S SEAL DOES NOT APPLY TO SHALL NOT BE MODIFIED,REPRODUCED OR USED FOR ANY OTHER PURPOSE WITHOUT rw. hn un THE PERFORMANCE OR DESIGN OF ANY OTHER PRIOR WRITTEN APPROVAL OF VP BUILDINGS. °"� °E1Pi1ON AKlhelm Construction 2.SLOT REINFORCEMENT PLATES NEED NOT BE LOCATED ON THE SAME 17-019227-01 SIDE OF THE WEB AS THE HILLSIDE WASHER. PRODUCT OR COMPONENT FURNISHED BY VP THE GENERAL CONTRACTOR AND/OR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE ' )Peamon Mllhvork EXCEPT TO ANY DESIGN OR PERFORMANCE GOOD QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN ACCORDANCE WITH THIS 911812017 REQUIREMENTS SPECIFIED BY VP. DRAWING,DETAILS REFERENCED IN THIS DRAWING,ALL APPLICABLE VP BUILDINGS locnrw�Arlk'0le",WashinQten BUILDINGS 1na1n ERECTION GUIDES,AND INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION, l �a Pearson Milhvorks wxw�mcen LJPM ADS INCLUDING THE CORRECT USE OF TEMPORARY BRACING. ►at a. A SieStope Bed Caen-"1 NTS "'c`V'�"201T.1c 9 912812017 16:04:67 lsuwvt Pearson Millwarks F .as.Ma0.3-a.,-"-�.-- RAKE BEAU 1/2'x 1 1/2" A325 BOLTS (490BO)FILLALL HOLES 8� &' ENDPOST DU15ET GIRTS V-3'AT 10'k 11 1/2'E.W.GIRTS V-0'AT 7'A 8 1/2'E.W. GIRTS 6'AT ALL INSET GIRTS �,areoy^Au sn wm RAKE BEAM CONNECTION PF10C2 TO ENDPOST JapA L FOk, y.Z3'�oi'l1Asf(GyO� O� N 1po RF48651�p SSIONAi- 09/29/2017 FOR CONSTRUCTION THE VP ENOINEER'S SEAL APPLIES ONLY TO THIS DRAWINO,INCLUDING THE INFORMATION HEREON,REMAINS THE PROPERTY OF VP VP Buildings THE WORK PRODUCT OF VP AND DESIGN AND BUILDINGS.IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED IN THE C PRIMARY BRACING SEWS PERFORMANCE REQUIREMENTS SPECIFIED BY VP. APPLICABLE PURCHASE ORDER AND MAY BE REPRODUCED ONLY FOR THAT PURPOSE.IT 3200 Players Club Circle Memphis TN 38125 THE VP ENGINEER'S SEAL DOES NOT APPLY TO SHALL NOT BE MODIFIED,REPRODUCED OR USED FOR ANY OTHER PURPOSE WTHOUT THE PERFORMANCE OR DESIGN OF ANY OTHER PRIOR WRITTEN APPROVAL OF VP BUILDINGS. AlMlakn Censlludbn ocv anre er °esnei'*I°e 17.019227-01 PRODUCT OR COMPONENT FURNISHED BY VP "� non — MMaak THE GENERAL CONTRACTOR ANOfOR ERECTOR 13 SOLELY RESPONSIBLE FOR ACCURATE — lea EXCEPT TO ANY DESIGN OR PERFORMANCE 0000 QUALITY WORKMANSHIP IN ERECTING THIS BUILOWG IN ACCORDANCE VATH THIS REQUIREMENTS SPECIFIED BY VP. iccnrw.Arlim9m Washk om BUILDINGS 8/18 2017 DRAWING,DETAILS REFERENCED INTHIS DRAVANO,ALL APPLICABLE VP BUILDINGS ERECTION Out ES.AND INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION, xwaYcr P'&,.MONymlm LJP81 AOS INCLUDING THE CORRECT USE OF TEMPORARY BRACING. ^in:enalo. ABvSmp SIMCa^pw/ NTS ML1Fnsv,2017.14 13 912812017 SEDSheet 15:40A6 rn�w,c Pearson MllkvoftF • 'b^J lw•Gceer aa'we�NeM A.ww,eo Secondary Part Schedule Mark Part Thick. Depth Lap Detail E1 0010BES2011414B04 0.0790 8 1/2" RS12PF,R512PE E2 08E2011414DDB04 0.0790 8 1/2" RS12PE E3 0020BES2211414B09 0.0790 8 1/2" RS12PF,RS12PE E7 0050BES2011417BOO 0.0600 8 1/2" RS12PH,RSI2PA ^ ^ $ EB 0060BES2211417B 0.0600 8 1/2" RS12PA E9 00606E52211917B00 0.0600 8 1/2" A512PH,R512PA Y Y E10 001OBCS2311416B2 0.0680 6 1/2" RS12PF,RSI2PE,RSI2PJ Ell 00208CS2011416B2 0.0680 8 1/2" RS12PE,RS12PJ E12 00308CS2011416B2 0.0680 8 1/2" RS12PF,RSI2PE,RSI2PJ20'-6" 21-0' 21-0" P1 08Z2311416B4BO 0.06BO 8 1/2" 2'-10 1/2" RS02T1,RSO1T1 FI P2 08Z231141722BO 0.0600 8 1/2" 1'-4 1/2" RS01T1 1RB1 1R2B2 2R1B1 2R1B2 1R2B1R2H1 P3 00908ZS2511414BO 0.0790 B 1/2" 2'-10 1/2" RS02T1,RSO1T1 N P4 01008ZS2511415BO 0.0730 8 1/2" 2'-10 1/2" RS02T1,RS01T1 I I 4 w P5 01108ZS2511414BO 0.0790 8 1/2" 2'-10 1/2" RS02T1,RSO1T1 ; 7 �{ E8 P6 0120BZS2511415BO 0.0730 8 1/2" 2'-10 1/2" RS02T1,ASO1T1 1�1J 1�1(Pllp)1111--411 �I�r /�11P2(Pllp)'1 - 0 Secondary Bracing Schedule Id Qty Mark No Spacing 1 24 CPBRED20002 1'-B 13/16" I I I I I 1 I I 1 1 1 1 I 2 132 CPBB00 (Typ.) -10 1 r n r r r r r r r r r 3 29 CPBB04090004 31-10 11/16" � 4 52 PBA0403 3'-10 11/16" P1(Fllp) P2(F1lp) PI(Pllp) _ 5 12 PBA0110 1'-6 1/4" I I I l I I I 1 I I t 6 12 CPBA041110 5'-0" o Imo' 7 12 CPBC050306 5-0" 8 12 CPBA040210 9'-2 15/16" 9 26 PHA0906 9'-2 15/16" See SED: BR09PK, BR09RY, BR09RZ, BR09PH, BR09JH + BR09JG, BR09K5, BR09K2, BR09PW, BR09PP I I I 1 1 1 I 1 I I I I I I I I ( I I 1 I I 1 I BR09JR, FV562 I I 1 1 I 1 1 1 1 OPart Mark Key I t 1 1 1 1 l I I I I 1 RKC15 I I I I 1 I I I 1 I I (+) SSR Fixed Clip Location I 1 I I 1 I 1 1 1 (Typ.) I (Typ.) PI(TYP•) [U�� ♦ 912 �� Ell "' N SIO \/ I (D 1 1 1 Q S O C�J Q C9 CJ I I t 1 ( I I I ( I - ( ( I I I I ( I I 1 I 1 1 ) PS ' I 1 1 I I 1 I 1 t I I I I 1 I I I I 1 1 I I ( I I I I I I I I I t I 1 I I I I I 1 I 1 1 I p6(Typ'). I Pl(Typ. P2(Typ. P6 ! �' 1 i 1 I 1 pi ITyp.) P2(Typ.) I 1 I I PI(TYP•) , 1 I I I I I I I t t 1 �pA�-FOB 1 I I I 1 1 I I I I P3 I 48651 fy�4 �O RFCIST � � G SSIONAL 09I29/2017 4 ( E1 ( ( ) (• (:j (:) 2 1Y (•� N ea- 't I m TS 7� Ts � � ll 1R1B1 1111132 1R1B3 I_' p�••20'-6• 21,� 2l•-p" N1H TlT 65 --0" BIL BL 2 6" ROOF SECONDARY PLAN E]Dimenrsion Key FOR CONSTRUCTION Shape Nam=Addition,Shape=Addition-LT on Wall 2 1.UNLESS NOTED,USE 112 X 1 112 A32ST BOLT(49060)AND NUT(47120) THE VP ENGINEER'S SEAL APPLIES ONLY TO THIS DRAWING,INCLUDING THE INFORMATION HEREON,REMAINS THE PROPERTY OF VP ^ VP Buildings W10 WASHERS.SNUG TIGHTEN BOLTS FOR ALL SECONDARY CONNECTIONS. THE WORK PRODUCT OF VP AND DESIGN AND BUILDINGS.IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED IN THE �.I ROOF SECONDARY PLAN 2.FLANGE BRACES ARE AN INTEGRAL PART OF THE STABILITY OF THE PERFORMANCE REQUIREMENTS SPECIFIED BY VP. APPLICABLE PURCHASE ORDER AND MAY BE REPRODUCED ONLY FOR THAT PURPOSE.IT 3200 Players Club Circle Memphis TN 36125 STRUCTURAL SYSTEM AND MUST BE PROPERLY INSTALLED PRIOR TO ERECTION THE VP ENGINEER'S SEAL DOES NOT APPLY TO SHALL NOT BE MODIFIED,REPRODUCED OR USED FOR ANY OTHER PURPOSE WITHOUT 00. OF WALL AND ROOF SHEETS. THE PERFORMANCE OR DESIGN OF ANY OTHER PRIOR WRITTEN APPROVAL OF VP BUILDINGS. aon= er oeunivrwR A.U.I.Consb clian 17 19227•M MiIMlark 3.REMOVAL OR ALTERATION OF ANY COMPONENT IS PROHIBITED. PRODUCT OR COMPONENT FURNISHED BY VP THE GENERAL CONTRACTOR AND/OR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE mm EXCEPT TO ANY DESIGN OR PERFORMANCE on REQUIREMENTS SPECIFIED BY VP. GOOD QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN ACCORDANCE WITH THIS AAn�O"Washingtl✓A �� $ 811&2017 DRAWING,DETAILS REFERENCED IN THIS DRAWING,ALL APPLICABLE VP BUILDINGS pWMO[9( ERECTION GUIDES,AND INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION, paarsgt µpis VAPCOO WPM ADS INCLUDING THE CORRECT USE OF TEMPORARY BRACING. pp AB,e9e"pe Sa+l Campny NTS Nca"w130TJ.tc v 14 912812017 16A7:66 Person MiYwoHls F °d6abn ex,.smpa bdewy.Ronn a„"w;°.rK 1! BRACE Q BRACE Q AT EAVE STRUT BEND PBA TABS BOLTS FRAME 00 TS ERECTION NOTE: USE(2)1/2" AND USE(2111/32"X 1 1/4" 1-45 GRAY LOCA"OR LOCAL" USE(1)11/32"X 1 1/4' GALV.HEX NUTS SCRUBOLT(097352)ANDSCRUBOLT NUT((0�97267) MAT tip /WAu WHEN A CHANNEL BRACE DOES NOT LINE UP WITH ANOTHER i-45 CRAY SCRUBOLT(097352) (4712D)LOCATE (HEAD OF SCRUBOLT TO BE ON OUTSIDE OF EAVE STRUT) SECONDARY M1710U1 CHANNEL BRACE OR THE SLOTS IN THE PURUN WEB FOR SCRUBOLT NUT(097267) (1)NUT ON EACH I U (MAY BE INSET) A DROP PIN CONNECTION BEND THE CHANNEL TABS TOWARD HEAD OF SCRUBOLT TO SIDE OF PURLIN EAVE PURUN SEE FACE OF THE PURUN WEB AND USE A SELF-DRILLER(55307)TO ATTACH. CHANNEL URUNj0.BRACE BE ON OUTSIDE OF USE TOP HOLE OF BRACE ASSY. EAVE STRUT VIEW O Y O ANTI-ROLL CLIP (PBA_) FOR TAB ATTACHMENT (CPB-)(TYP.) EAVE STRUT O =11 O IF PRESENT. \ 2) 1/4-14 x 1 1/4" it °e•e (2)1/4 SCREWS I/4" IRUCT. SCREWS (55307) (2j NSIXAION VAPOR (55307) CUPS BARPoER SEE DETAIL BELOW CHANNEL ANNEL ® FACE Of BRACE BRACE EAVE STRUT (Gre-)OR BRACE BRACE (CPB-) (CPB-) O Q PURUN o e e A3325 SMI(TYP) D! O DURING ERECTION, iM IIAROENtO EAVE PURLIN BRACE EAVE TEMPORARILY INSTALL WBBC2 WASHER(095872) 3/4 — DETAIL BR09JG PURUN 0 NUTS CL ER CUP TO KMA1 CUP WITH(2) AGAINST PLpUNUSE 1/4-14d 1/4°503 IN CENTER CUP�0°0 W/ H MAST P V VE STRUT (PBA-)AT 8 1/2", ID", ( )) O() STRUT RLSS URUN I BRACE STRAP 11 1/2"PURLINS. NUT EACH SATE OF PUIiLiN HOLES TO KEEP FRAME STABLE BARRIER L WHEN UNER IS INSTALLED, (1) 1/4"X 6 1/4" (ESBS-) (NOT RE(J. AT 7"PURUN EAVE PURUN REMOVE WBBC2,INSTALL LINER, (6)1/4-4 1 1/4' DROP PIN 097556) TO 7"EAVE STRUT) BRACE ASSY. THEN REIN5TALL WBOC2 W/(0) (s5307) USE WHEN CHANNEL BRACE USE WHEN CHANNEL BRACE (TYP. PER END) SOS AS SHOWN,00 BQI REUSE O DOES LINE UP WITH THE ODES NOT LINE UP WITH PURUN (PBA-)(TYP.) CENTER HOLES SLOTS IN THE PURLIN THE SLOTS IN THE PURLIN WEB. AYE STRUT NOTE: SEE EREACBO DRAWINGS ALIERRAIT Ca+NECDNS FOR LOW OR HIGH EAVE LOCATIONS OR MON . «<mnrnr cr« ROOF/WALL FLANGE BRACING "`0'L'00n R''°' CHANNEL BRACE ENDING AT PURLIN WEB a e"eW wm '0 NQe1AOe 11 '°O EAVE BRACE STRAP AND EAVE PURLIN BRACE IRON; a. )Rv.MM EAVE STRUT BRACE BRO6K3 PURUN/GRtT WTH INSULATION VAPOR BARRIER BR09JG SELF-DRILLER WTH BENT TABS BR09JH SINGLE ENOINCCiiA PURUN PURR LIB BRACE BR09K2 LOCATED AT EAVE-CENTERLINE OF FRAME BR09K5 ERECTION NOTE: NOTE: CHANNEL BRACES THAT END AT A PURUN 1. SEE CHART FOR RIDGE BRACE NEST AND WEB, BUT DO NOT HAVE TABS i0 BEND AND ASSEMBLY SELECTION. �� ROTATE �1�1/4•%(6 1(4- SECURE.INSERT CUP (544015)THROUGH 2. NEST CHANNELS TO ACHIEVE C ALIGN CHANNEBRACE TYP PIN P.PER EACHtj56) WEB SLOTS AND USE A DROP PIN TO ATTACH 5"BETWEEN HOLES AND TO CHANNEL BRACE. CHANNEL USE DROP PINS TO SECURE. END)HOLES (CPB-)(TYP) CW.NNEL PURLIN BRACE USED TO (CPS-)(Mr) T SECTION SECURE PURUN TRACE (1) 1/4"X 6 1/4" WITH DROP (CPB-)(TYP,) DROP PIN(097556) (2) 1/4" x 6 1/4" PINS DROP PINS (0975511 (2)1/4-14 x 1 1/4" - STRUCT. SCREWS (55307) 0 0 � �• � •`�RIDGE EBRACE ASSEANBLY PURLIN ENDING CLIP PURLIN (CPB/,ry\"'( G� (0544013) I ' / R� FLIPPED PURUN — FLIPPED PURLIN PURLIN 1/4"%6 1/4- DROP PIN(097556) PURLIN PURLIN ROP PIN(097556) USE WHEN CHANNEL BRACE USE WHEN CHANNEL BRACE (TYP. PER EACH END) (TYP. PER EACH END) DOES LINE UP WITH THE DOES NOT LINE UP WITH SLOTS IN THE PURLIN WEB. THE SLOTS IN THE PURUN WEB. Rr«+w«nr r r a w.«ca. Vm.ry a« w.«K.« ve"o r m R.«o nrwns i"w a r«x» ,/m Rv.r m CHANNEL BRACE ENDING AT PURLIN WEB SINGLE CHANNEL PURLIN BRACE CHANNEL RIDGE BRACE ASSEMBLY SINGLE CHANNEL PURLIN BRACE SINGLE CHANNEL PURLIN BRACE BR09JR WEB ENDING CLIP PATH DROP PIN BR09PH INTERMEDIATE LOCATION BR09PK SINGLE BRACE AT SYMMETRICAL RIDGE BR09PP REVERSE TOP FLANGE LOCATION BR09PW REVERSE TOP FLANGE LOCATION END FRAME TNT. FRAME INT. FRAME INT-FRAME END BAY INTERIOR BAY 1 PURUN BRACE 0 ] o o (1) PURUN BRACE -III CHANNEL 0. 1 0 0 CHANNEL ADJUST. CODES (2) PURUN BRACE T ] o o GAGE �OAE-FOR, CH+IRNELS 2 PURUN BRACE 0 ] ] 0 �I. 9iAS1 (3) PURUN BRACE CHANNELS y'C�prk �O CHANNELS ] ] ] o IN g �y FTH millimeters r3 (4) PURUN BRACE (4)PURUN BRACf y _ CHANNE ] ] ] ] ] ] ] ]CHANNEL SHAPES DEPTIi 48651 STANDARD NOTES: � �TYPICAL STANDARD NOTES: n TYPICAL 8 R NAL O CLUSTER �'—t�'—i� CLUSTER NAL S70 DEPTH SHAPE CAGE - PURLINS HAVE CLUSTERS OF 4 HOLES FOR ATTACHING PURLIN BRACES. - PURUNS HAVE CLUSTERS OF 4 HOLES FOR ATTACHING PURLIN BRACES 07 =7" Z=ZEE 11 =0113 THESE CLUSTERS ARE REPRESENTED BY ONE OF THE SYMBOLS BELOW: THESE CLUSTERS ARE REPRESENTED BY ONE OF THE SYMBOLS BELOW: 08=B 1/2- C=CEE 12=0.09E 09/29/2017 0 - 00 NOT INSTALL PURUN BRACES AT THIS CLUSTER LOCATION. 0 - DO NOT INSTALL PURUN BRACES AT THIS CLUSTER LOCATION 10=To' E=LOW EAVE STRUT 13=0.008 11 =11 1/2" H-HIGH EAVE STRUT 14=0.079 - INSTALL PURUN BRACES AT THIS CLUSTER LOCATION. ] - INSTALL PURLIN BRACES AT THIS CLUSTER LOCATION. 15=0073 SEE SECONDARY ROOF DRAWING FOR BRACE REQUIREMENTS. SEE SECONDARY ROOF DRAWING FOR BRACE REQUIREMENTS. 16=0068 - INSTALL PURLIN BRACES AT THE RIDGE AND WORK TOWARD THE EAVE. - INSTALL PURLIN BRACES AT THE RIDGE AND WORK TOWARD THE EAVE. 17=0.060 - CHANNEL BRACE MAY BE LOCATED IN EITHER SET OF SLOTS IN CLUSTER - CHANNEL BRACE MAY BE LOCATED IN EITHER SET OF SLOTS IN CLUSTER PROVIDED THEY ARE ALIGNED FROM EAVE TO EAVE IN A GIVEN BAY. PROVIDED THEY ARE AUGNED FROM EAVE TO EAVE IN A GIVEN BAY. m oecrr n as PURLIN BRACE CLUSTER LOCATION T—" r'a"MPOe PURUN BRACE CLUSTER LOCATION "°'"`'"^' 1tO'°e SECONDARY PART MARK NUMBER BR09RY END BAY CHANNEL LOCATION BR09RZ INTERIOR BAY CHANNEL LOCATION EN5181 COMMON GENERATED MARK NUMBERS FOR CONSTRUCTION 1.UNLESS NOTED,USE 1/2 X 1 112 A325T BOLT(49000)AND NUT(47120) THE VP ENGINEER'S SEAL APPLIES ONLY TO THIS DRAWING,INCLUDING THE INFORMATION HEREON,REMAINS THE PROPERTY OF VP ■/1 VP Buildings W/O WASHERS.SNUG TIGHTEN BOLTS FOR ALL SECONDARY CONNECTIONS. THE WORK PRODUCT OF VP AND DESIGN AND BUILDINGS.IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED IN THE V 9 ROOF SECONDARY SED�S 2.FLANGE BRACES ARE AN INTEGRAL PART OF THE STABILITY OF THE PERFORMANCE REQUIREMENTS SPECIFIED BY VP. APPLICABLE PURCHASE ORDER AND MAY BE REPRODUCED ONLY FOR THAT PURPOSE.IT 3200 Players Club Circle Memphis TN 38125 STRUCTURAL SYSTEM AND MUST BE PROPERLY INSTALLED PRIOR TO ERECTION THE VP ENGINEER'S SEAL DOES NOT APPLY TO SHALL NOT BE MODIFIED,REPRODUCED OR USED FOR ANY OTHER PURPOSE WITHOUT _OF WALL AND ROOF SHEETS. THE PERFORMANCE OR DESIGN OF ANY OTHER PRIOR WRITTEN APPROVAL OF VP BUILDINGS. oev Dore sr eeswwnoe AAtlwlm Cmshue8on ime 3.REMOVAL OR ALTERATION OF ANY COMPONENT IS PROHIBITED. PRODUCT OR COMPONENT FURNISHED BY VP ter. 17-019227-01 EXCEPT TO ANY DESIGN OR PERFORMANCE THE GENERAL CONTRACTOR AND/OR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE " ;P-.on Miwork r REQUIREMENTS SPECIFIED BY VP. (THE QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN ACCORDANCE WITH THIS „ BIIW2017 DRAWING,DETAILS REFERENCED IN THIS DRAWING,ALL APPLICABLE VP BUILDINGS Arlington,VWshngten �&f ERECTION GUIDES,AND INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION, �.,r_ti1 P�rsan Mall—d s WPM ADS INCLUDING THE CORRECT USE OF TEMPORARY BRACING. m�seae A&u"Smpe Seel Canpsry na:t NTS ar 2017.1c 16 9110/2017 SEDSheet 16:41:09 ".lo— Pumm AMltworko F Opening 3 op. Opening 5 opening 7 �— b6-Oa 91,_pw h�'��Or1 WASJIr.OT� BBC SL SECONDARY ELEVATION AT 5 B ti °p R 48651 (�wa O FC1ST'�4' Gig 5;4/ONALC� 09/29/2017 Shape Name=Addition,Wall=3,Shape-Addition-LT on Wall 2,Wall=3 FOR CONSTRUCTION 1.UNLESS NOTED,USE 112 X 1 112 A32ST BOLT(49080)AND NUT(47120) THE VP ENGINEER'S SEAL APPLIES ONLY TO THIS DRAWING,INCLUDING THE INFORMATION HEREON,REMAINS THE PROPERTY OF VP ^ VP Buildings WIG WASHERS.SNUG TIGHTEN BOLTS FOR ALL SECONDARY CONNECTIONS. THE WORK PRODUCT OF VP AND DESIGN AND BUILDINGS.IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED IN THE SECONDARY ELEVATION AT 5 2.FLANGE BRACES ARE AN INTEGRAL PART OF THE STABILITY OF THE PERFORMANCE REQUIREMENTS SPECIFIED BY VP. APPLICABLE PURCHASE ORDER AND MAY BE REPRODUCED ONLY FOR THAT PURPOSE.IT 3200 Players Club Circle Memphls TN 38126 STRUCTURAL SYSTEM AND MUST BE PROPERLY INSTALLED PRIOR TO ERECTION THE VP ENGINEER'S SEAL DOES NOT APPLY TO SHALL NOT BE MODIFIED,REPRODUCED OR USED FOR ANY OTHER PURPOSE WITHOUT OF WALL AND ROOF SHEETS. THE PERFORMANCE OR DESIGN OF ANY OTHER PRIOR WRITTEN APPROVAL OF VP BUILDINGS. - aore er osscaiaria� °� AKyreYn Construction 17-01 92 27-01 3.REMOVAL OR ALTERATION OF ANY COMPONENT IS PROHIBITED. PRODUCT OR COMPONENT FURNISHED BY VP THE GENERAL CONTRACTOR ANDIOR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE `�iO 1p_ Jar EXCEPT TO ANY DESIGN OR PERFORMANCE rsan Millwork REQUIREMENTS SPECIFIED BY VP. GOOD QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN ACCORDANCE WITH THIS ra;,r,d, 9/1012017 DRAWING,DETAILS REFERENCED IN THIS DRAWING,ALL APPLICABLE VP BUILDINGS Adittwr,Washington �&" GS E« ERECTION GUIDES,AND INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION, vnaecr Pearson Millworks LJPM AOS INCLUDING THE CORRECT USE OF TEMPORARY BRACING. Lv�s— A8kn3oa.swd ca^'" NTS wcwas'on 2017.1c 19 911012017 16:48:21 r— Pearson Millworks F •aAY'a,rd enn6easr Buianps nau,nm.a.,iu Secondary Part Schedule Mark Part Thick. Depth Detail _ G10 OOBOBZS011041710 0.0600 B 1/2" WS0IH2,WS12H6(Sim.) Gll OBZ2003417EEIO 0.0600 8 1/2" WSR004,WS01H2 G12 0OZ200341GEEIQ 0.0680 8 1/2" WSR004,WS01H2 G13 OBZ2003415EEIO 0.0730 8 1/2" WSR004,WS01H2 G14 OBZ0401417EG10 0.0600 8 1/2" WS20F2,WS01H2 G15 OBZ0201417EGIO 0.0600 B 1/2" WSOIH2,WS2OF2 G16 08Z2009413EE10 0.08BO 8 1/2" WS01H2 G17 OBZ1503017EG10 0.0600 8 1/2" WS20F2,WSOlH2 G10 08Z2009417EE10 0.0600 B 1/21, WSR004,WSO1H2 G19 08Z2009415EE10 0.0730 B 1/211 WS01H2 G20 OBZ0107417EGIO 0.0600 B 1/2" WS20F2,WSOlH2 H1 00108JS1400017 0.0600 B 1/2" WS20F9 H2 DHC0304417 0.0600 8 1/2" WS20F9 Jl 00208JS1411217 0.0600 B 1/2" WS20F9,WS20F2,WS20B2,WS20B6 J2 00308JS0702217 0.0600 8 1/2" WS20F9,WS20F2,WS20B2,WS20B8 Bracing Part Schedule Part Qty Length Detail 06RS2610 2 261-10" BROIG2,BRRO50 Each 14'x14' OHD jamb was designed to carry 696 lbs of door weight. IT ____________- _ _ ______--_______________ _________________ _____________--_---_-___----_-_-____�______- l I 1 1 a 1 r l 1 ^IS I N I I N j *4 H1 61 I I6f0 13 -1l4 O '--�by-- 19 I I I I I I I e I I I 2 322 XI I -Gib�' o 6 30 O M I I ED II I 1 1 02 OO z 20 1 ^ll -------G19 1 1 I I 1 I 1 IW4131 11014132 1W4B3 1W4133 1W4B0 141-0• 15'-7 1/2• apt.4 F0 I 20'-6• ..1-0• 21 v CL CL ' 65'-0• CL CL BL BL SECONDARY ELEVATION AT F h� °p R 48651 �+ FC1S37� SS/ONAL� 09/29/2017 7 31-4 1/2" 7 GFA106 6 21-6" 6 G20 5 41-6" 5 H2 4 31-6" 4 G15 3 41-0" 3 PG1 2 21-0" 2 JTG1 '! 1 6" 1 G10(Typ.) Dimension Key OPart Mark Key FOR CONSTRUCTION Shape Name=Addition,Wall=4 1.UNLESS NOTED,USE 1/2 X 1 112 A32ST BOLT(49080)AND NUT(47120) THE VP ENGINEER'S SEAL APPLIES ONLY TO THIS DRAWING,INCLUDING THE INFORMATION HEREON,REMAINS THE PROPERTY OF VP /'+ VP Buildings W10 WASHERS.SNUG TIGHTEN BOLTS FOR ALL SECONDARY CONNECTIONS. THE WORK PRODUCT OF VP AND DESIGN AND BUILDINGS.IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED IN THE �,I SECONDARY ELEVATION AT F 2.FLANGE BRACES ARE AN INTEGRAL PART OF THE STABILITY OF THE PERFORMANCE REQUIREMENTS SPECIFIED BY VP. APPLICABLE PURCHASE ORDER AND MAY BE REPRODUCED ONLY FOR THAT PURPOSE.IT 3200 Players Club Circle Memphis TN 38125 STRUCTURAL SYSTEM AND MUST BE PROPERLY INSTALLED PRIOR TO ERECTION THE VP ENGINEER'S SEAL DOES NOT APPLY TO SHALL NOT BE MODIFIED,REPRODUCED OR USED FOR ANY OTHER PURPOSE WITHOUT , OF WALL AND ROOF SHEETS. THE PERFORMANCE OR DESIGN OF ANY OTHER PRIOR WRITTEN APPROVAL OF VP BUILDINGS. °^TE ar °E 1PT10''� Axthelm Construction 3.REMOVAL OR ALTERATION OF ANY COMPONENT IS PROHIBITED. PRODUCT OR COMPONENT FURNISHED BY VP1 17-019227-01 EXCEPT TO ANY DESIGN OR PERFORMANCE THE GENERAL CONTRACTOR AND/OR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE earsan Milhvark REQUIREMENTS SPECIFIED BY VP. GOOD QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN ACCORDANCE WITH THIS i, 9/18/2017 DRAWING,DETAILS REFERENCED IN THIS DRAWING,ALL APPLICABLE VP BUILDINGS un Arlinglon,Weshirgtorr gBUILDIN7W ERECTION GUIDES,AND INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION, 'Pearson Millworks LJPM A. INCLUDING THE CORRECT USE OF TEMPORARY BRACING. su�oeas rax AIII Sc"SlMdC-P" NTS wc�cAro'2017.1c A 20 9/18/2017 16:41:16 rn craur Psadan hBllwork.F I I I I Opening 1 Il 20-6^CL CL e�pA!-FOk, BL 6S._O^ CL WAS) ,0 SECONDARY ELEVATION AT C BL T0� °p R 46651 wa o FOIsI "''SIONALe�G 09/29/2017 2 6" 1 2'-0^ ❑Dimension Key Shape Name=Addi[im,Wall=2 FOR CONSTRUCTION 1.UNLESS NOTED,USE 112 X 1 112 A325T BOLT(49080)AND NUT(47120) THE VP ENGINEER'S SEAL APPLIES ONLY TO THIS DRAWING,INCLUDING THE INFORMATION HEREON,REMAINS THE PROPERTY OF VP THE WORK PRODUCT OF VP AND DESIGN AND C VP Buildings WIO WASHERS.SNUG TIGHTEN BOLTS FOR ALL SECONDARY CONNECTIONS. BUILDINGS.IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED IN 7HE 2.FLANGE BRACES ARE AN INTEGRAL PART OF THE STABILITY OF THE PERFORMANCE REQUIREMENTS SPECIFIED BY VP. APPLICABLE PURCHASE ORDER AND MAY BE REPRODUCED ONLY FOR THAT PURPOSE.IT 3200 Players Club Circle Memphis TN 38725 SECONDARY ELEVATION AT C STRUCTURAL SYSTEM AND MUST BE PROPERLY INSTALLED PRIOR TO ERECTION THE VP ENGINEER'S SEAL DOES NOT APPLY TO SHALL NOT BE MODIFIED,REPRODUCED OR USED FOR ANY OTHER PURPOSE WITHOUT THE PERFORMANCE OR DESIGN OF ANY OTHER �,. Axdrelm CmsWClim OF WALL AND ROOF SHEETS. PRIOR WRITTEN APPROVAL OF VP BUILDINGS. an*E er saay.ioN 3.REMOVAL OR ALTERATION OF ANY COMPONENT IS PROHIBITED. PRODUCT OR COMPONENT FURNISHED BY VP THE GENERAL CONTRACTOR ANDIOR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE L — 17-019227-01 EXCEPT M ANY DESIGN OR PERFORMANCE GOOD QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN ACCORDANCE WITH THIS earson Millwork -,e REQUIREMENTS SPECIFIED BY VP. DRAWING,DETAILS REFERENCED IN THIS DRAWING,ALL APPIICABLE VP BUILDINGS AAkrgtm,Washbglm ERECTION GUIDES,AND INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION, Pearson Milhvorkstl`��" LJPM AOS INCLUDING THE CORRECT USE OF TEMPORARY BRACING. -� �pt„ A&ueScope SaN Canpeny __ NTS wcuEasioN 20171c r�21 9/10/2017 16:41:14 ,�rv, Pearson MilhvorksF MACE 4 ANE mAct Aoa/ t��24' Locb3a I lau,ra Q�yr, '1' riyg01 PRIMARY WALL BRACE R00 PORTALFRAME �// COLUMN OR BEAM O•• »OI FRAME ( WEB HEX NUT ° Y __ __ —° iWASHER'A' CAGE R00 WASHER'B' FIELD SLOT THE SIDEWALLHILLSIDE WASHER aa•1w M"-1 GIRT AT FEET CONDITIONRANI[aw Wt TA CALLY coNNKT TD THE WEB aF THEWEB REINFORCEMENT PLATE IF THE YwHa w1l INK TO FlRD mAur urMER.( wm.ol/r m D/n'OW HDIE w TK /Y x 1 1/2'PRESENT)MAY BE SHOP WELDED ON WCONDaaY W.KAS 10 D/1V OMN my KQID W/ A-325 BOLTEITHER SIDE OF THE WEB. Hats(FOR TIE 13Wm_rasa Iwo ft.r1AYQ3 49080 TIP. DEPTH A3/4•r13A.AMgat ( )REOLIKD.) REMENTS:H FLANGE BRACEKWNAR C4NN[Ca1316HFB]O60DEPTH SHAPE GAGE FLANGE BRACE REQUIREMENTS: >24°&S•36" HFBat D6 MAXIMUM 2"x4 SL07 07=7" Z=ZEE 11 =0.113 RULENI- ALL FLANGE BRACES ON CROSS SECTIONS MUST BE INSTALLED. DO NOT CUT INTO GIRT 08=8 1/2' C=CEE 12=0.098 >36' HFB6032 VARIES FLANGE 10=1D' 13=0088 DESCRIPTION ART NO E LOW SAVE STRUT RULEN2- SINGLE RANGE BRACES ARE REQUIRED WHEN PART MARK IXN Rao HARD STEEL ROOM WASHER HEAL 6Ttil RASHER HR13b€ H=HIGH SAVE STRUT auA NUT A a WA91ER CROSS SECTION IS NOT ACCOMPANIED BY(2). 11 =11 1/2' 14=D.079 3 a D)nl 3 RA1 WA91" Kbm I AM SOUARE ra91m 46"a RULE,f3- FLANGE BRACES ARE REWIRED BOTH SIDES OF THE FRAME WEB NOTES: 15=M073 1 D)230 I 1 Wk%fR DSa1 fl4- WHENEVER POSSIBLE. PLACE SINGLE BRACES TOWARD THE /4-57 WHEN PART MARK IS ACCOMPANIED BY(2). 16=0060 W 453/4•FLAT ROUND WASHER(9594I6) RULE FIELD DRILL 9 16-HOLES IN PRIMARY AND PORTAL FRAME WEBS 3o62533 RAT A%xj9593/1 A J A'RAI YNSIIER tSDM CENTER OF THE BUILDING. FOR FLANGE BRACE CONNECTIONS / 17=0.060 RAT WA lyH7 1•FLAT ROUND WASHER(95948) 43658 RULE#5- WHENEVER POSSIBLE,PLACE ALL SINGLE BRACES ON THE SAME © DRILL 9/16"HOLE IN PORTAL FRAME COLUMN WEB APPROX,2' / I Ar rAg[R 189tF SIDE OF THE FRAME WEB. FROM BOLTING PLATE 4y BEAM fE. 11 B M79 T l e M1�W9[ Yba! 1 I/8'MT ROUND WASHER(95949) 4M59 4 10-&11 1/2-PURLINS REQUIRE 3 BOLTS AT EACH END OF PURLIN LAP. ROD BRACE '"""a" TYPICAL FLANGE BRACE CONNECTIONS "0 aaO PORTAL FRAME DETAIL � WALL BRACING " ° SECONDARY PART MARK NUMBER BR01G2 WEB SLOT ASSEMBLY BR06AE CONT.PURLIN LAP SHOWN.CONT.GIRT&SIMPLE PURLIN BR12J1 CONNECTION TO FRAME BRRO50 THRU INSET GIRT EN51131 COMMON GENERATED MARK NUMBERS ERECTION DRAWING PART MARK C F2 1/22 1/2" II"22 5/B/B° ADJUST. CODES ri I MAY BE HOPC UP EGA) RAKE BEAM CAGE r I MAY BE SHOP EIGHTHS R I WELDED((X:2 OR(9CB-) INCH N 1 W 1 B 3 ' FFFIJ -U millimeters ' SHAPE TTDEPTH COUNTER T ' BAY NUMBER q� W CANOPY (C)/PARTITION(P)/ UP DEPTH SHAPE GAGE ROOF(R)/WALL(W) NUMBER .A INSET GIRT 07=7' ZS=ZEE 11 =0.113 A COLUMN CEE GIRT SHOWNZEE CIRT SIMILAR / 08=B I/2" CS=CEE 13=0.099 BUILDING SHAPE *• BEAM 10 8 1 ES=LOW EAVE STRUT RACE 11 = 11 1/2' HS-HIGH EAVE STRUT 14=0.079 2 1/2° 2�/B ( BB=BACK TO BACK CEE THE BAY/BUNDLE CODE IDENTIFIES GABLE GIRT CUPFA FB=FACE TO BACK CEE 15=0.0 GC19 i,)AT 7"&10"GIRT(RIGHT SHOWN) FF=FACE TO FACE CEE 16=0.068 68 ZEE GIRT SHOWN 17=0.060 THE BUILDING CANOPY/PARTITION/ CEE GIRT SIMILAR (GC78-)AT81/2'GIRT ROOF/WALL PLANE AND BAY (GC20-)AT 111/2'GIRT B 1/2"&1D'INSET GIRT 'avowr. o.aMo SPECIAL SECONDARY PART MARK KEY "0"r" '""`" SECONDARY BUNDLE LOCATION KEY t'urRrrolawYbee' PURLIN AND GIRT SIZES ""r"`'""A"'"'M3p GIRT CONN. AT COLUMN n..wrzs+ rs:Y.WAa GABLE GIRT CONN. TO RAKE BEAM EN51B2 COMMON GENERATED MARK NUMBERS EN5163 ALL SECONDARY DEPTHS EN53F1 8 1/2"216mm WS01H2 INSET GIRTS WSO4E2 INSET GIRTS OPTION SECOND CEE ON A DOUBLE JAW aPRI FOR FO'S UP TO 9'%9-USE 3 1 1-14 X 114 JAMB IS HELD BACK 6•FRgA GRT TD GIRT CLIP () /O /• EACH END OF MAIN JAMB JAMB cup (BOLTED)(WELDED) SDS(55307)LOCATED APPRO%AS SHOWN 7 CORNER (PGI) (GCI) AT 7-GIRT NO CLOSER THAN 3/B FROM ECU A OF CUP OR HOLES.SCREW SPACING NOT 7' JTGJ JTG6 COLUMN (PGI) (GC1) AT 8 1/2"GIRT LESS THAN 3/4•APART a (GCD-) (GCA-) AT 10'GIRT FIELD LOOAR µD Dlrxt(2)9/16' n B 1/2' LC JIGS JTG7 (GCD-) (GCA-) AT 11 I/2"GIRT <O n.-A1ER 7—n III rN1 JTO4 JTC2 10 A1TAD1.Awl((7)Try•x 1 1/z' N A3z0 eat(g9ee) A Tt 1/2" JTCl SINGLE JAMB JNVA�-FOq, JAMB,SINGLE ydaQ aA�+tyo4°f I OR DOUBLE USE AT OPEN A3 BOX 1 1/2 RAKE T OP ; ,,`IRF���e�� A325 BOLT(4 y �l WALLS ONLY 1 B A Clq DOUBLE JAMB I ) T JAMB BASE CONNECTION (2)1/2"A307 THIN ri e� l\ VA CUP(Poi) DIM.AHEAD BOLT(096636)&NUT(095032)AM TH14 ,P48651ZEEGIRT HEAD BOLE(0068J6) I ' � FSSIDEWALL /2-ANCHORGIRT S (JAMB SUPPORT A RODS WTH &NUT(095032) pRi CLIP NAL GIRT) DOUBLE JAMB HARDENED WASHER A/�N` CI (SEE CHAR(2)1/2"A307 THIN CONNECTION t�/IEM" 14. nHEAD BOLT(095636) JAMB.LE 6" � � 09/29/2017 -11 &NUT(095032) IX2SINGDOUBLE MAX SECTION A—AWALL S x 1 1/a" I JAMB CAN BE 1 1/2'OEFI'F.A WNCRETE FSrMWALL SIRIICT nMN THE JAMB 1/27 DEE GIRT. AT 24'O.C. n OIL/.A OWN 3 1 4 AT 7"•B 1 2 10"JAMB CEE GIRT SIMILAR (l3PER 1r/�-I�}--E'I�1f CAN(ONLYBE EXCEPTION:TI 1/2•JAMB (Ely gA0O7) BASE MEMBER p 6 1/4'AT 11 1 2/JAMB 2 PER OIRf N-IyI t{ CAN BE USED W/B 1/2'GIRT) / / JAN8 CAN BE 1 1 F II`—All Al1GN JAMB AND tlaT AT BL � � /2•DEEPER •1'-0'AT 7'&8 1/2'EW GIRTS I Wa CAN riff DE I I DDrd T.A.THE Jae SLPPORT aRT. 1'-3'AT 10'&11 1/2'EW GIRTS PC CUP=3 3/4'AT 7'.8 1/2%10-GIRTS µXA1 Aug AND ORr AT 8L SECTION A—A (ONLY E%LEPTON:Il I/Y JAMB CAN BE USED W/6 1/Y GRT) SECTION A-A PCV1067 CLIP=4 3/4"AT 11 1/2'GIRTS ALIGN JAMB AND QRT AT EL °M GIRT CONN. AT CORNER COLUMN ° °/ "Y Mpp1 JAMB TO GIRT `10"r' 'D "O0 JAMB BASE ATTACHMENT "0 " GIRT TO JAMB WS12H6 NO EW GIRT,ANY OUTSET GIRT AT SIN WS2OB2 SINGLE OR DOUBLE JAMB,ANY ZEE GIRT WS20BB SINGLE OR DOUBLE JAMB WS20F2 SINGLE JAMB FOR CONSTRUCTION 1.UNLESS NOTED,USE 112 X 1 112 A32ST BOLT(49080)AND NUT(47120) THE VP ENGINEER'S SEAL APPLIES ONLY TO THIS DRAWING,INCLUDING THE INFORMATION HEREON,REMAINS THE PROPERTY OF VP W/O WASHERS.SNUG TIGHTEN BOLTS FOR ALL SECONDARY CONNECTIONS. THE WORK PRODUCT OF VP AND DESIGN AND BUILDINGS.IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED IN THE C VP Buildings2.FLANGE BRACES ARE AN INTEGRAL PART OF THE STABILITY OF THE PERFORMANCE REQUIREMENTS SPECIFIED BY VP. APPLICABLE PURCHASE ORDER AND MAY BE REPRODUCED ONLY FOR THAT PURPOSE.IT 32oD Players Club Circle Memphis TN 38126 WALL SECONDARY SED'S STRUCTURAL SYSTEM AND MUST BE PROPERLY INSTALLED PRIOR TO ERECTION THE VP ENGINEER'S SEAL DOES NOT APPLY TO SHALL NOT BE MODIFIED,REPRODUCED OR USED FOR ANY OTHER PURPOSE WITHOUT OF WALL AND ROOF SHEETS. THE PERFORMANCE OR DESIGN OF ANY OTHER PRIOR WRITTEN APPROVAL OF VP BUILDINGS. DATE °EWY1PT101'+ Nna7r AAg1Nm Coosllucti- PRODUCT OR COMPONENT FURNISHED BY VP 17-019217-01 3.REMOVAL OR ALTERATION OF ANY COMPONENT IS PROHIBITED. EXCEPT TO ANY DESIGN OR PERFORMANCE THE GENERAL CONTRACTOR AND/OR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE CLAY rson mia—k I GOOD QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN ACCORDANCE WITH THIS REQUIREMENTS SPECIFIED BY VP. --T1 9I1812017 DRAWING,DETAILS REFERENCED IN THIS DRAWING,ALL APPLICABLE VP BUILDINGS V'Adngmn,Washington An ERECTION GUIDES,AND INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION, "`•"•'1Pearson MLllworksWPM ADS INCLUDING THE CORRECT USE OF TEMPORARY BRACING. e,n;,ar T•-s ABeaBwpe Steil Canpany rAOT: NTS wcwlsim 2017.10 22 raawlAl a eA:sgn ar IDwsw1»TAWa'naa NMN AmaR:.,nr 9/1812017 SEDSheet 16:41:20 Pearson MlthYorks F DOOR HEADER CHANNEL GIRT CLIP FZ1 [AC('iKN OAAWPKS ((OHA-)0 7"GIRT ZEE GIRT RE QP (O0.IEDxNLLOFA) MO UP MARK FIELD BOLT CLIP TO HEADER TO JAMB (DEC-)0 B 1/2"GIRT (B0.IE0 BflDE0) CORNER COLUMN (" x 1( ' GC64_)AT 7"CRT POST IF REOUIRFD CUP(PG1) CORNER COLUMN (GCS) (GC?)AT B 1/2"GIRT (DHD-)O 10'GIRT ENDµALL (GC34-(OC65_)AT 8 1/2"GIRT (DHE-)0 11 1/2'GIRT (GCC, (GCfl_)AT 10"GIRT GIRT (CC62J(OC66_)AT 10'GIRT GIRT CAT ENDWALL CAGE CORNER COLUMN (CCS)AT 8 1/2"GIRT FULL WIDTH OF fJRT- (GC63J(OC67_)AT 11 1/2'CART 0 1/7•,10",11 1/2" (GC91A)AT 10"GIRT ODOR HEADER FRAMED OPENING i (a-, '°'-SEE DETAL W9R009 ENDWALI. 4 �`�j B 1/Y&10" Id fpG FOR BOLTED CLIP TO GIRT B I/S'&10' O INSET Wq� 7"GIRT INSET F 1 SMALL SIDEWALL pITT P/ANCIF GIRT A o A 7� I� • <� i'1 • t'AIO) �-SINGLE JAMB ` F / • USE AT OPEN -1/4-14 z 1 I/4' �� • Q WADS oNLr <g STRLN;T FSNR li5307) a:f • • •SINGLE JAMB ' 1?•O.C. _ SHOWN-DOUBLE • ` • A \\\\/. JAMB SIMILAR `s GIFT A A A • EC'TA�,J', DOOR HEADER 6 0 RAPE CHANNEL FRAME E C (4)1/2'A307 THIN @ @ GIRT FILLER ANGLE FRAME 4 O O I HEAD BOLT(096636) WRT CUP (GFA-)W/(3)55301 4 1 h NUT(095032) (B0.TEDxWEIOED) CRT CLIP I I OPENING �RuPOW'RILY ATTACH DOOR ("')MO-E)AT 7"GIRT GIRT FILLER ANGLE (GC36-)AT 8 1/2"GIRT GIRT FILLER ANGLE I 1 HECHT r�T HEADER CHANNU W/ (GI AT 8 1/2"GIRT (GFA-)W/(3)55307 (GC72-)AT 10"GIRT (CFA_)W/(3)55307 1/4-14 x 1 1/4' (CC62-)(CC56-)AT 10"GIRT (GC73-)AT 11 1/2-GIRT 530' O= STRUCT FSNR(57) (0003-XGC67-)AT 11 1/2"GIRT 12-24 x 1 1/2' SECTION A-A SECTION A-A 4'-0"O.C. STRUCT FSNR SEE DETAIL WSRO15 FOR BOLTED CUP TO 7'GIRT '•-SEE DETAIL W5R007 FOR BOLTED CUP TO 7"GIRT (561D4)2'-0'D.C. 8 1/2"h 10"INSET SW GIRTS HEADER TO JAMB '—"/0y0"`•fO' DOOR HEADER CHANNEL CONN. avuc n aY oao GIRT CONN. AT CORNER COLUMN GIRT CONN. AT CORNER COLUMN "` n`"''•00 GIRT CONN. AT CORNER GAGE POST WS20F9 ANY HEADER,ANY SINGLE JAMB WS21 D7 ANY ZEE GIRT,ANY JAMB WSR004 ANY INSET GIRT AT EW,INSET GIRT AT SW WSR010 ANY INSET GIRT AT EW,NO SW GIRT WSR013 INSET GIRT AT EW.INSET GIRT AT SW JNpA L"F04, y.*t'QOQ aAST�O� 4 N _ .00 48651�p �t{40 O FOIS'[' (� SS/ONALQ�G 09/29/2017 FOR CONSTRUCTION 1.UNLESS NOTED,USE 112 X 1112 A320T BOLT(49000)AND NUT(47120) THE VP ENGINEER'S SEAL APPLIES ONLY TO THIS DRAWING,INCLUDING THE INFORMATION HEREON,REMAINS THE PROPERTY OF VP WIO WASHERS.SNUG TIGHTEN BOLTS FOR ALL SECONDARY CONNECTIONS. THE WORK PRODUCT OF VP AND DESIGN AND BUILDINGS.IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED IN THE C Buildings 2.FLANGE BRACES ARE AN INTEGRAL PART OF THE STABILITY OF THE PERFORMANCE REQUIREMENTS SPECIFIED BY VP. APPLICABLE PURCHASE ORDER AND MAY BE REPRODUCED ONLY FOR THAT PURPOSE.IT 0200 Players Club Circle Memphis TN 3B726 WALL SECONDARY SED'S STRUCTURAL SYSTEM AND MUST BE PROPERLY INSTALLED PRIOR TO ERECTION THE VP ENGINEER'S SEAL DOES NOT APPLY TO SHALL NOT BE MODIFIED,REPRODUCED OR USED FOR ANY OTHER PURPOSE WITHOUT OF WALL AND ROOF SHEETS. THE PERFORMANCE OR DESIGN OF ANY OTHER PRIOR WRITTEN APPROVAL OF VP BUILDINGS. ATE or —PT- r Attlnalm Con49nwti0n C OR COMPONENT FURNISHED BY VP 17-019227-01 EXCEPT T 3.REMOVAL OR ALTERATION OF ANY COMPONENT IS PROHIBITED. THE GENERAL CONTRACTOR AND/OR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE m, EX GOOD QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN ACCORDANCE WITH THIS REQUIREMENTS ENTS SPECIFIED BY VP.ANY DESIGN OR PERFORMANCE rson Mllhvork-s: 9I1012017 DRAINING,DETAILS REFERENCED IN THIS DRIVING,ALL APPLICABLE VP BUILDINGS Arlington,Washington I �WINGS ERECTION GUIDES,AND INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION, Pearson Milhvorks Il ' LJPM AOS INCLUDING THE CORRECT USE OF TEMPORARY BRACING _ � A®u•5ap.9MC•mp•iq vA:� - NITS Pc�Tnsvr 2017.10 1 29 9/1812017 SEDSheet 19:41:22 — P.—A10—k•F .am..�.r m..sxea.9•a.yNenn Anu<•nc Covering Schedule Trim Schedule Id Qty Start Length Type Gage OP Fin. Color Direction Cut Dim. Id Parts Color Details • #10 33 29'-2 5/8" SSR 24 2 K ON Left to Right 1-6" T1 (6)RSC10, (6)RSR310,560597,80539 Cool Cotton White RCV317,RC63C8_MODEL #2 33 20-10 3/4" SSR 24 2 K ON Right to Left 1-6" T2 (3)RCL10, (3)RFR10-130,RKF20,RKF10,(3)RSB10,(3)RSC10 Cool Zinc Gray RC10A2,RC30A1,RS10L5,WC10A2 #1 33 34-7 3/8" SSA 24 2 K ON Left to Right 1-6" T3 (3)EG204,EG124,(6)PCAIOB,PCA05B,(18)STR4 Cool Zinc Gray RC32A1,RC3 BE I,RCV324,WC04G1,WC11F1 Oper. Code:2=SQ,SQ T4 BSI,FPRFI,GGC4,MCC1 Cool Zinc Gray RC38N1 Finish:K=KXL (Kynar) T5 (6)RSC10,(6)RSR310,560597,80539 Cool Cotton White RCV317,XRC900 Color:OW=Cool Cotton White T6 (7)TRMX001,(7)SRP1,560595 Cool Cotton White RC03A2,RCV420,RCV422,RCV0IX Covering Mark Schedule T7 (3)RCL10,(3)RFR10-130,RKF20,RKF10,(3)RSB10,(3)RSC10 Cool Zinc Gray RC10A2,RC3OA1,RS10L5,WC10A2 Id Qty Start Panel Qty Stagger/Last Panel TB SRCF06,(7)SRCFI0,SRCM06,(7)SRCM10 Cool Cotton White RC34A7,RCV4I8,RCV419,RCV420 #10 33 S29025242KOW 0 S29025242KOW T9 SPC40,SRR4 Cool Zinc Gray RCV501,RCV502 #2 33 S28106242KOW 0 S28106242KOW T10 (S)RSC10,(B)RSR310,560597,80539 Cool Cotton White RCV317,XRC900 #1 33 S34073242KOW 0 S34073242KOW T11 (4)RFR10-130,RKF20,RKF16,(4)RSB10, (4)RSC10 Cool Zinc Gray RC10A2,RC30A1,RS10L5 T12 (3)EG201,EG121, (6)PCA10A,PCA05A,(18)STR4 Cool Zinc Gray RC32A1,RC3 BE I,RCV324,WC04G1,WC11F1 T13 BSI,FPRFI,GGCI,MCC1 Cool Zinc Gray RC30N1 m T13 _ _ T12 1 I 1 1 1 1 I I 1 1 0 I 1 65-0" I o (33)9Z — I T9 11_L_�EB 111 , I 1 I I I 1 I I N H F I J�DX L FOB (33)010 �?IASI/i3O� [a 01 _ T4 T3 Ev PO fp 86 t fi5._o. l SSIONAl- BL BL MODULE CONTROL STRIPS 09/29/2017 ROOF COVERING PLAN Use at panel mid-point when panel is 38.0 ft or longer Use at endlaps, first clip from ridge and first from eave Ice Damming Conditions Exist 1 lime" Starter Panel (Cut Dim. = 1'-7") Accessory Schedule Qty Color Description Dimension Key 1 White 3070 Door - Standard _ Fastener Schedule 2 Cool Zinc Gray 3070 PR/LR Door Trim Kit (500/700 Series) -- Part Description 1 White 3070 Door - Standard 55307 (T-3) 1/4-14 x 1 1/4", 5/16" Hex Hd Shape Nam=Addition,Shape=Addition-LT an Wall 2 FOR CONSTRUCTION 1.PRE-DRILLING 118 DIAMETER HOLES FOR STRUCTURAL FASTENERS THE VP ENGINEER'S SEAL APPLIES ONLY TO THIS DRAWING,INCLUDING THE INFORMATION HEREON,REMAINS THE PROPERTY OF VP VP Buildin MAY BE REQUIRED FOR HEAVY GAGE NESTED ZEE'.AND/OR FASTENERS THE WORK PRODUCT OF VP AND DESIGN AND BUILDINGS.IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED IN THE Cj 9S TO STRUCTURAL BEAMS PERFORMANCE REQUIREMENTS SPECIFIED BY VP. APPLICABLE PURCHASE ORDER AND MAY BE REPRODUCED ONLY FOR THAT PURPOSE.IT 3200 Players Club Circle Memphis TN 38125 ROOF COVERING PLAN 2.STEEL PANELS ARE AN INTEGRAL PART OF THE STRUCTURAL SYSTEM. THE VP ENGINEER'S SEAL DOES NOT APPLY TO SHALL NOT BE MODIFIED,REPRODUCED OR USED FOR ANY OTHER PURPOSE WITHOUT REMOVAL OR ALTERATION WITHOUT PRIOR AUTHORIZATION IS PROHIBITED. THE PERFORMANCE OR DESIGN OF ANY OTHER PRIOR WRITTEN APPROVAL OF VP BUILDINGS. nEv Dare av sc"i"ria" AatlwNnn Canatruction V 3.DUE TO MANUFACTURING LIMITATIONS SHORT PANELS MAY REQUIRE PRODUCT OR COMPONENT FURNISHED BY VP 17-019227-01 _ FIELD CUTTING,SEE THE COVERING SCHEDULE FOR CUT LENGTHS. EXCEPT TO ANY DESIGN OR PERFORMANCE THE GENERAL CONTRACTOR AND/OR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE 5aAPaamon Millwork REQUIREMENTS SPECIFIED BY VP. GOOD QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN ACCORDANCE WITH THIS 9110/2017 4.SEE JOB DETAILS FOR COVERING AND TRIM FASTENER SPECIFICATION. DRAWING,DETAILS REFERENCED IN THIS DRAWING,ALL APPLICABLE VP BUILDINGS Arlington,Washington BIJR,pHyG$ ERECTION GUIDES,AND INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION, Pearson Millworks �4`i � LJPM A.INCLUDING THE CORRECT USE OF TEMPORARY BRACING. -i�ors �t S w•swel a NTS '—w*'2017.1. a�24 9126/2017 17:21:38 ranu4 Poanon Mitlwork•F •maw a er,.suo.e.+n'w•rro"n a..a,•w. Covering Schedule Trim Schedule Id Qty Type Start Length Gage OP Fin. Color Increment Direction Id Parts Color Details #3 10 PR 261-11 1/2" 26 D K WA -1.-0. Left to Right TI (3.7)BG2415,(6)BT10 Cool Arctic White EN52A1,ENVO03,RCOOAI,WCOlAB,WC04G1, #4 10 PR 261-11 1/2" 26 C K WA -11-0" Right to Left WS27B2,WS27D2 #7 2 PR 161-9 1/2" 26 1 K WA 1" Left to Right T2 CT20 Cool Arctic White WC20A1 #B 4 PR 2'-11 1/8" 26 1 K WA 1" Left to Right T3 DFTI4,JT14 Cool Zinc Gray WC24A1 #9 6 PR 171-3 3/4" 26 1 K WA 1" Left to Right T4 DFTI4,HTS14 Cool Zinc Gray WC24A2 Oper. Code:D=SQ,RT TS DFTI0,JT07 Cool Zinc Gray NC24A1 Oper. Code:C=SQ,LF T6 DFT05,HTS05 Cool Zinc Gray WC24A2 Oper. Code:l=SQ,SQ T7 (1.2)BG2415,(2)BT10 Cool Arctic White EN52A1,ENVO03,RCOOAI,WC0IAB,WC04G1, Finish:K=KXL (Kynar) NS27B2,WS27D2 Color:WA=Cool Arctic White T8 CT20 Cool Arctic White WC20A1 Covering Mark Schedule Id Qty Start Panel Last Panel Increment Direction Start Dim. #3 10 W2611426DKWA W1711426DKWA -1'-0. Left to Right 0r-0" #4 10 W2611426CKWA W1711426CKWA -1r-0" Right to Left 0'-0. #7 2 W16094261KWA W16104261KNA 1" Left to Right 0r-0" #8 4 W02111261KWA W03021261KWA 1" Left to Right 61-0" #9 6 W17036261KWA W17087261KWA 1" Left to Right 181-0" I T4 I« I� (2)#7 rIb)#9 r �f101 N4 ry " 110)03 I 1 r, F I F F y1 ( I I l T7-5-0" T7-3-0" T7-9-7 1/2" T1 9-7 1/2" 56-0" 35-0" S6'-0" D1 g1•-0� COVERING ELEVATION AT 1 JapAL FOW hr�y�Q V1ASJ(�0� A'Po RE486ST5�1 egWK "S%NAL 09/29/2017 2 31-4 1/2" 1 3r-0" ❑Dimension Key Fastener Schedule Part Color Description 0097584-100 Cool Arctic White (T-2) #12-14 x 1 1/4", 5/16" Hex Hd, SS Cap w/Washer(Panel to Structural) 0097581-100 Cool Arctic White (T-1) 1/4-14 x 7/8", 5/16" Hex Hd, SS Cap w/Washer(Panel to Panel) FOR CONSTRUCTION Shape Name=Add#ion,Wall=1,Shape=Addition-LT on Wall 2,Wall=1 1.PRE-DRILLING 118 DIAMETER HOLES FOR STRUCTURAL FASTENERS THE VP ENGINEER'S SEAL APPLIES ONLY TO THIS DRAWING,INCLUDING THE INFORMATION HEREON,REMAINS THE PROPERTY OF VP ■/� VP Buildings MAY BE REQUIRED FOR HEAVY GAGE NESTED ZEE'.AND/OR FASTENERS THE WORK PRODUCT OF VP AND DESIGN AND BUILDINGS.IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED IN THE V COVERING ELEVATION AT 1 TO STRUCTURAL BEAMS PERFORMANCE REQUIREMENTS SPECIFIED BY VP. APPLICABLE PURCHASE ORDER AND MAY BE REPRODUCED ONLY FOR THAT PURPOSE.IT 3200 Players Club Circle Memphis TN 38125 2.STEEL PANELS ARE AN INTEGRAL PART OF THE STRUCTURAL SYSTEM. THE VP ENGINEER'S SEAL DOES NOT APPLY TO SHALL NOT BE MODIFIED,REPRODUCED OR USED FOR ANY OTHER PURPOSE WITHOUT xry Dore cescaiPT— REMOVAL OR ALTERATION WITHOUT PRIOR AUTHORIZATION IS PROHIBITED. THE PERFORMANCE OR DESIGN OF ANY OTHER PRIOR WRITTEN APPROVAL OF VP BUILDINGS. 1 A"tlrclm Construction 17-019227-01 3.DUE TO MANUFACTURING LIMITATIONS SHORT PANELS MAY REQUIRE PRODUCT OR COMPONENT FURNISHED BY VP ,,;,;� .- FIELD CUTTING,SEE THE COVERING SCHEDULE FOR CUT LENGTHS. EXCEPT TO ANY DESIGN OR PERFORMANCE THE GENERAL CONTRACTOR AND/OR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE 'peaman Millwork win REQUIREMENTS SPECIFIED BY VP. GOOD QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN ACCORDANCE MATH THIS 9118/2017 4.SEE JOB DETAILS FOR COVERING AND TRIM FASTENER SPECIFICATION. DRAWING,DETAILS REFERENCED IN THIS DRAWING,ALL APPLICABLE VP BUILDINGS ,a.Arlington,Washington BUILDINGS 'uwvusx�fa ERECTION GUIDES,AND INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION, Pearson MillworksO`°" '� LJPM ADS INCLUDING THE CORRECT USE OF TEMPORARY BRACING. _ _ NTS101�2017.1c P�25 9/2812017 18:45:36 Pearson Millworks F Covering Schedule Trim Schedule Id Qty Type Start Length Gage OP Fin. Color Direction Id Parts Color Details *11 22 PR 17'-1" 26 1 K WA Left to Right T1 (4.3)BG2415,(7)BT10 Cool Arctic White EN52A1,ENV003,RC00AI,WC01AB,WC04G1, Oper. Code:l=SQ,SQ WS27B2,WS27D2 Finish:K=KILL (Kynar) T2 (2)AT10 Cool Arctic White WC81A6 Color:WA=Cool Arctic White T3 5CE75,(2)CP510,DN1,(4)DSTl Cool Arctic White RC38P1 Covering Mark Schedule Id Qty Start Panel Direction Start Dim. #11 22 W17010261KWA Left to Right 0-0" I I I I I I II i 1 I I I I I I I (22)011 I I I F F F F I I I I I I I I I Tl } 65-0- 1 BL HL COVERING ELEVATION AT A J�ID L FpR C �O x N '0 48651 4+� 'Pen) RFoI 09/29/2017 Fastener Schedule Part Color Description 0097584-100 Cool Arctic White (T-2) #12-14 x 1 1/4", 5/16" Hex Hd, SS Cap w/Washer(Panel to Structural) 0097581-100 Cool Arctic White (T-1) 1/4-14 x 7/8", 5/16" Hex Hd, SS Cap w/Washer(Panel to Panel) FOR CONSTRUCTION Shape Name=Addilim•LT on Wall 2,Wall=2 THE VP ENGINEER'S SEAL APPLIES ONLY TO VP Buildings 1.PRE-DRILLING 1/8 DIAMETER HOLES FOR STRUCTURAL FASTENERS THIS DRAWING,INCLUDING THE INFORMATION HEREON,REMAINS THE PROPERTY OF VP MAY BE REQUIRED FOR HEAVY GAGE NESTED ZEE's ANDIOR FASTENERS THE WORK PRODUCT OF VP AND DESIGN AND BUILDINGS.IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED IN THE TO STRUCTURAL BEAMS PERFORMANCE REQUIREMENTS SPECIFIED BY VP. APPLICABLE PURCHASE ORDER AND MAY BE REPRODUCED ONLY FOR THAT PURPOSE.IT 320o Players Club Circle Memphis TN 38125 COVERING ELEVATION AT A 2.STEEL PANELS ARE AN INTEGRAL PART OF THE STRUCTURAL SYSTEM. THE VP ENGINEER'S SEAL DOES NOT APPLY TO SHALL NOT BE MODIFIED,REPRODUCED OR USED FOR ANY OTHER PURPOSE WITHOUT REMOVAL OR ALTERATION WITHOUT PRIOR AUTHORIZATION IS PROHIBITED. THE PERFORMANCE OR DESIGN OF ANY OTHER PRIOR WRITTEN APPROVAL OF VP BUILDINGS. n0� ev �"1pT1ON Axmelm Consb-flm 3.DUE TO MANUFACTURING LIMITATIONS SHORT PANELS MAY REQUIRE PRODUCT OR COMPONENT FURNISHED BY VP THE GENERAL CONTRACTOR ANDIOR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE - 17-018227-01 FIELD CUTTING,SEE THE COVERING SCHEDULE FOR CUT LENGTHS. EXCEPT TO ANY DESIGN OR PERFORMANCE Pearson Millwork 4.SEE JOB DETAILS FOR COVERING AND TRIM FASTENER SPECIFICATION. GOOD QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN ACCORDANCE WITH THIS REQUIREMENTS SPECIFIED BY VP. DRAWING,DETAILS REFERENCED IN THIS DRAWING,ALL APPLICABLE VP BUILDINGS Arlington,Washington 13UILDING3 9/1812017 ERECTION GUIDES,AND INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION, Pearson Milhwxks AM.CEM WPM ADS INCLUDING THE CORRECT USE OF TEMPORARY BRACING. ssla n g,w_� Sea GongpnF rt NTS 2017.1. 1 26 - 8118/2017 16:41:32 Pearson M*works F a melon a wwsw ama w Rau,a .I"` 4 4 4 P. 13pening 3 Opening 5 c Opening T 2e -o• 2e•-o• 35-0- S6•-0•- 35'-0• �' 91'-0• BL �- COVERING ELEVATION AT 5 J�ph.L FOQ WAStwo�p 'p O R A8651�p �a FO! Tkµ �"TIONALE�G 09/29/2017 Shape Name=Addition,Wall=3,Shape=AddRien-LT on Wall 2,Wall=3 FOR CONSTRUCTION 1.PRE-DRILLING 118 DIAMETER HOLES FOR STRUCTURAL FASTENERS THE VP ENGINEER'S SEAL APPLIES ONLY TO THIS DRAWING,INCLUDING THE INFORMATION HEREON,REMAINS THE PROPERTY OF VP VP Buildings MAY BE REQUIRED FOR HEAVY GAGE NESTED ZEE's AND/OR FASTENERS THE PERFORMANCE PRODUCT REQUIREMENTS SPECIFIEDND VP. BUILDINGS.IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED IN THE C COVERING ELEVATION AT 5 TO STRUCTURAL BEAMSAPPLICABLE PURCHASE ORDER AND MAY BE REPRODUCED ONLY FOR THAT PURPOSE.IT 3200 Players Club Circle Memphis TN 35125 2.STEEL PANELS ARE AN INTEGRAL PART OF THE STRUCTURAL SYSTEM. THE VP ENGINEER'S SEAL DOES NOT APPLY TO SHALL NOT BE MODIFIED,REPRODUCED OR USED FOR ANY OTHER PURPOSE WITHOUT - REMOVAL OR ALTERATION WITHOUT PRIOR AUTHORIZATION IS PROHIBITED. THE PERFORMANCE OR DESIGN OF ANY OTHER PRIOR WRITTEN APPROVAL OF VP BUILDINGS. ogre sr oescniarioa ""` Axlhelm Construction 3.DUE TO MANUFACTURING LIMITATIONS SHORT PANELS MAY REQUIRE PRODUCT OR COMPONENT FURNISHED BY VP 17-019227-01 FIELD CUTTING,SEE THE COVERING SCHEDULE FOR CUT LENGTHS- THE GENERAL CONTRACTOR AND/OR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE EXCEPT TO ANY DESIGN OR PERFORMANCE �' pearson Millwork REQUIREMENTS SPECIFIED BY VP. GOOD QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN ACCORDANCE WITH THIS w 9/1812017 I.SEE JOB DETAILS FOR COVERING AND TRIM FASTENER SPECIFICATION. DRAWING,DETAILS REFERENCED IN THIS DRAWING,ALL APPLICABLE VP BUILDINGS n,Arl ngton,Washfnglon BUILDINGS ERECTION GUIDES,AND INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION, Pearson Millworks `�"'•"�� LJPM AOS INCLUDING THE CORRECT USE OF TEMPORARY BRACING. _µ F was-pe Sim c—my - NTS wcvEasion 2017.1c pf27 9I1812017 16:55:00 � f..v Pearson Millworks F .entabn a ew.sPoo.w"'. Trim Schedule Covering Schedule Id Parts Color Details Id Qty Type Start Length Gage OP Fin. Color Direction T1 DFTI4,JT14 Cool Zinc Gray WC24A1 s #5 18 PR 18'-0 5/8" 26 1 K NA Left to Right T2 DFTI4,HTS14 Cool Zinc Gray WC24A2 #6 4 PR 4'-0 1/B" 26 1 K WA Left to Right T3 DFTI0,JT07 Cool Zinc Gray WC24Al Oper. Code:l=SQ,SQ T4 DFT05,HTS05 Cool Zinc Gray WC24A2 Finish:K=KXL (Kynar) T5 (3.2)BG2415,(5)BT10 Cool Arctic White EN52A1,ENV003,RCOOAI,WCOIAB,WC04G1, Color:WA=Cool Arctic White WS27B2,WS27D2 Covering Mark Schedule T6 (2)AT10 Cool Arctic White WC81A6 Id Qty Start Panel Direction Start Dim. T7 5CE75,(2)CP510,DN1,(4)DST1 Cool Arctic White RC38Pl #5 16 W18005261KWA Left to Right 01-0",39'-0" #6 4 W04001261KWA Left to Right 27'-0" - — I 1 I (d1NG I 1 1 T2 1 I I I t 1 1 1 I I I T4 r F F F F F H I 1 rl m F F T5-25'-6" T5-4'-6" T5-17'-7 1/2" 25'-6- I. 1 "a L 17-7 1/2 BL 2 3'-4 1/2" J�pALFO4, 1 4'-6" COVERING ELEVATION AT F t*1' OY A511G1• Dimension Key 0 0 OT h 'O 49651 �4 �Po Fars � ss/0NALQaG 09/29/2017 Fastener Schedule Part Color Description 0097584-100 Cool Arctic White (T-2) #12-14 x 1 1/4", 5/16" Hex Hd, SS Cap w/Washer(Panel to Structural) 0097581-100 Cool Arctic White (T-1) 1/4-14 x 7/8", 5/16" Hex Hd, SS Cap w/Washer(Panel to Panel) FOR CONSTRUCTION Shape Name=Add'Rion,Wall=4 1.PRE-DRILLING 118 DIAMETER HOLES FOR STRUCTURAL FASTENERS THE VP ENGINEER'S SEAL APPLIES ONLY TO THIS DRAWING,INCLUDING THE INFORMATION HEREON,REMAINS THE PROPERTY OF VP ■/'� VP Buildings MAY BE REQUIRED FOR HEAVY GAGE NESTED ZEE's ANDIOR FASTENERS THE WORK PRODUCT OF VP AND DESIGN AND BUILDINGS.IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED IN THE V 9 COVERING ELEVATION AT F TO STRUCTURAL BEAMS PERFORMANCE REQUIREMENTS SPECIFIED BY VP. APPLICABLE PURCHASE ORDER AND MAY BE REPRODUCED ONLY FOR THAT PURPOSE.IT 3200 Players Club Circle Memphis TN 39126 2.STEEL PANELS ARE AN INTEGRAL PART OF THE STRUCTURAL SYSTEM. THE VP ENGINEER'S SEAL DOES NOT APPLY TO SHALL NOT BE MODIFIED,REPRODUCED OR USED FOR ANY OTHER PURPOSE WITHOUT REMOVAL OR ALTERATION WITHOUT PRIOR AUTHORIZATION IS PROHIBITED. THE PERFORMANCE OR DESIGN OF ANY OTHER PRIOR WRITTEN APPROVAL OF VP BUILDINGS. wn¢ er �scamrian Axthelm ConsWction An. 3.DUE TO MANUFACTURING LIMITATIONS SHORT PANELS MAY REQUIRE PRODUCT OR COMPONENT FURNISHED BY VP 17-019227-01 EXCEPT TO ANY DESIGN OR PERFORMANCE THE GENERAL CONTRACTOR ANOIOR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE cvs` Pearson Millwork F FIELD CUTTING,SEE THE COVERING SCHEDULE FOR CUT LENGTHS. GOOD QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN ACCORDANCE WITH THIS 4.SEE JOB DETAILS FOR COVERING AND TRIM FASTENER SPECIFICATION. REQUIREMENTS SPECIFIED BY VP. r.our �&n 911612017 DRAWING,DETAILS REFERENCED IN THIS DRAWING,ALL APPLICABLE VP BUILDINGS AAington,WAshNtglonERECTION GUIDES,AND INDUSTRYSTANDARDS PERTAINING TO PROPER ERECTION, Pearson Mghvorks LJPM ADS INCLUDING THE CORRECT USE OF TEMPORARY BRACING. Loa,s vox Ag �y ---- NTS wcraesian 201L1c ra"29 9118/2017 16:41:30 ra[.wr: Pearson Millworks sasnanrer.s<.s.e.+a"a.'wnr,nro.rc N Opening 1 1 BL St. COVERING ELEVATION AT C J�pA L FORD h,�-�o,�WAStfiyo`4 p R 48651�pwa O 'cCIs'I' SSIONA1 LAG 09/29/2017 Shape Name=Addition,wail=2 FOR CONSTRUCTION 1.PRE-DRILLING 118 DIAMETER HOLES FOR STRUCTURAL FASTENERS THE VP ENGINEER'S SEAL APPLIES ONLY TO THIS DRAWING,INCLUDING THE INFORMATION HEREON,REMAINS THE PROPERTY OF VP VP Buildings MAY BE REQUIRED FOR HEAVY GAGE NESTED ZEE's AND/OR FASTENERS THE WORK PRODUCT OF VP AND DESIGN AND BUILDINGS.IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED IN THE V COVERING ELEVATION AT C TO STRUCTURAL BEAMS PERFORMANCE REQUIREMENTS SPECIFIED BY VP. APPLICABLE PURCHASE ORDER AND MAY BE REPRODUCED ONLY FOR THAT PURPOSE.IT 82.Players Club Circle Memphis TN 28125 2.STEEL PANELS ARE AN INTEGRAL PART OF THE STRUCTURAL SYSTEM. THE VP ENGINEER'S SEAL DOES NOT APPLY TO SHALL NOT BE MODIFIED,REPRODUCED OR USED FOR ANY OTHER PURPOSE WITHOUT .cr. REMOVAL OR ALTERATION WITHOUT PRIOR AUTHORIZATION IS PROHIBITED. THE PERFORMANCE OR DESIGN OF ANY OTHER PRIOR WRITTEN APPROVAL OF VP BUILDINGS. — °E �r�a' Axthekn C—tructian 3.DUE TO MANUFACTURING LIMITATIONS SHORT PANELS MAY REQUIRE PRODUCT OR COMPONENT FURNISHED BY VP 1-7-019227-01 FIELD CUTTING,SEE THE COVERING SCHEDULE FOR CUT LENGTHS. EXCEPT TO ANY DESIGN OR PERFORMANCE THE GENERAL CONTRACTOR AND/OR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE _ """"" rsan MilMrork REQUIREMENTS SPECIFIED BY RF GOOD QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN ACCORDANCE WITH THIS roorrx„ 9"'B .17 4.SEE JOB DETAILS FOR COVERING AND TRIM FASTENER SPECIFICATION. DRAWING,DETAILS REFERENCED IN THIS DRAWING,ALL APPLICABLE VP BUILDINGS Adti91�.VWsftfn9ton BUWNW ERECTION GUIDES,AND INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION, Pearson Millworks wC°raair LJPM ADS INCLUDING THE CORRECT USE OF TEMPORARY BRACING. — umsw. ASw9oope&eNCcmrurry NTS ° ' 201L1c 21 911812017 16:41:28 rnuwwc Pearson M11tworksF ras.�.rer.troo.9"raop.rwm arnnrs r,n IT IS THE RESPONSIBILITY OF THE ERECTOR TO INSURE PROPER SEAM TIGHTNESS. FAILURE TD PROPERLY SEAM THE JOINT MAY RESULT IN F=FEET G=GAGE C%•'• =COLUMN(PLATE) PR WALL PANEL MARK NO.:W F F II E C C 0 C C C F-FEET PREJAIURE FAILURE OF PANELS AND/OR SECONDARY MEMBERS UNDER =INCHES 0=OPERATION LENGTH CODE I=INCHES F=FEET G=CAGE ROOF PANEL INSTALLATION GUIDE REQUIRED FOR THIS PROJECT: UPDFT DR DOWNWARD LOADING CONBITIIXNS. COX =COLUMN(GAGE) FIR ROOF PANEL MARK NO:R F F II E G G 0 C C C E=EIGHTHS C=RN/COLOR WCX...=COLUMN(HOTROLL) E-EIGHTHS =INCHES 0=OPERATION 0.38'MAX, LENGTH CODE 0=CAGE E=EIGHTHS C=FIN/COLOR REFER TO: PANEL/COVERING PR RIDGE PANEL MARK NO.:P F F I I E 0 G 0 C C C 0=OPERATION VARCD PRUDEN BUILDINGS A'PANEL MODULE 24'PANEL MODULE W 1 3 1 1 7 2 6 1 K T D RBX...=RAFTER(PLATE) LENGTH CODE SSR RODE PANEL MARK NO:5 F F II E C G 0 C C C ' F F I I E G G 0 C C C BG%••'=RAFTER(GAGE) C-RN/COLOR LENGTH CODE LENGTH CODE WRX'••=RAFTER(HOTROLL) 36'COVERAGE SSR ROOF INSTALLATION TRX••.=TRUSS RAFTER INSULATION 112- SMOOTH 13/j6• EXTERIOR - FACTORY I B 1 301 O J 6030 WV APPLIED ICX•'•-INTERIOR COLUMN SURFACE . H •' F F F I I E C C SEALANT SEAM MUST BE u LENGTH WIDTH THK CODE PDX"' PIPE COLUMN FULLY TUCKED TC%-•=TUBE COLUMN 2 JI/ BEARING mC[ '�,E SECONDARY(STANDARD) TYR 2 3 A 2 3 a PANEL RIB ROOF AND WALL PANEL PR 5Mo0nt 0 8 Z 1 9 1 1 4 1 7----- EPX...=ENDPOST(PLATE) ) EXTDHIOR • F F II E G G ' • . EGX"'=ENDPOST(GAGE) I SURFACE OEPTIHT LERCRf GAGE ADJUST.CODES sun CBX•'•=CANOPY(PLATE) NPR WALL PA4n MARK NO:R R F F I I C G 0 0 C C C 1 SECONDARY(SPECIAL) CBX...=PIGGYBACK CANOPY LENGTH CODE 00106 Z 1911417--- •F F 1 1 E G• • DCC•••=B 1/2"GAGE POST 36'COVERAGE G The Field Guide for cnrrectly sterling and installing COUNTER DEPTH PE&LENGTH CAGE ADJUSTCDDES DOE...=10'GAGE POST 12' 1• SMOOTH a VP Buildings Standing Sean Roof System I 3/18' SURFACE 1 ROD BRACING RS=THREADS BOTH ENOS SHA y 2 31/TMPTP, 434•NQID I E FF I I 0 3 R S 2 5 1 0 RT=THREADS ONE END-CLEVIS ONE END • • RV=CLEVIS BOTH ENDS RPR WALL PANEL BEFORE SEAMING,IT IS IMPORTANT TO WIPE THE SEAM CLEAN WITH SOAPY DIA LENGTH RP=THREAD BOTH ENDS-NO HILLSIDES BACK COVER: 4005 SSR INSTALLATION CLOTH IMMEDIATELY BEFORE SEAMING THE PANEL. THIS STEP WILL DRAMATICALLY REDUCE THE CHANCE OF MARRING THE SEAMS AT THE CUP LOCATIONS. "e °AAA — SSR SEAMING GUIDELINES 'A°°'x" '""°• MARK NUMBER KEY star°'Annr•nwa PR ROOF & PR/RPR WALL PANELS "`'01"701"" Oso STANDING SEAM ROOF PANELS (SSR) EN01B2 RIB AND SEAM PROFILE EN5081 COMMON GENERATED MARK NUMBERS EN52A1 EN52D1 ENV001 ROOF INSTALLATION GUIDE— SSR ENDWALL OR PANEL ERECTION GUIDE REQUIRED FOR THIS PROJECT: RAJ(E EXTENSION FIELD HIND I'UP RAKE FASCIA 1/8'X 1"TAPE M TAB 5 1/2" RAKE SUPPORT ON SSR PANEL (PXF-- 41 1 4' MASTIC(027593) REFER TO: � CAP(R9C-j 4 START P DIM —FASTEN PANEL TD(RSC) BOTTGM GF VARCO PRUDEN BUILDINGS - - , SSR PANEL 1 DIM HEGHT 1 1/4 WITH TRUC %1 T/4• ROOF SIEFT C 1 S.S.s1 iUCi FAs>FHEIt BASIC PANELS&ACCESSORIES T OO OO OOC O 00 3/4' TALL I 4-0'O.C. 114' %TALI TOP VIEW 1. STANDARD ERECTION DETAILS(SED) SUPERSEDE SIMILAR DETAILS s FOUND IN THE ERECTION GUIDES. REFER TO THE ERECTION ( 5 7 1/2' GUIDES FOR OTHER DETAILS, INSTALLATION PROCEDURES AND .6 t2-t4 x 1 1 4 ACCESSORIES NOT DESCRIBED IN THE SED' b$ - /_ ———————— S _____ _ THERMAL 1A SS.RBOF STRUCT D.C. CUP BASE 2.ALL PANEL AND TRIM SURFACES MUST BE FREE OF DIRT AND BLOCK ,S FSNR 6.O.C. OIL AT MASTIC AND SEALANT LOCATIONS. (562043) P •RPRIo-IS AVALABLE IN >{ BRONZE OR YMIIE.IF OTHER 1/4-14 K 1 1/4' SSR PANEL �: COLOR Is REQ'D.FIELD PAINT. 5TRUCT FSNR CUP - The Held guide for correct installation of Varao OUPHEIGHT CIIPTYPE&MARK FRONT VIEW (55307) T-0'O.0 Pruden's Wall and Root Systems,Tuff-Lltes, FRIED —7?1 Sf10f4T 977 I 1/4-14 x 7/8= Wolliles,Doas,Windows,Cutlers and Trim. bLDW ddb772 OUTSIDE CLOSURE FIXED GWM RAKE WALL STITCH MEDIUM 4' SUPPORT FSNR VEE a RIB(80140) $LIDWWO aW0774 'NOTE: CLIPS WILL BE STAMPED SHORT, VEE RIB NI BRACKET I'-0'O.C. RPR( FIXED 6au'"'fTb MED,TALL,OR%-TALL (R50-) NOT ISEO10 OKA 2:12 TALL 41Q' SLIDING 5EOT7a FIXED CLIPS WILL HAVE PAINTED NOTE: RAKE FASCIA BACK COVER; 4003 BASIC PANELS AND POND 4S0l17 CUP TARS SEE ERECTION DRAWINGS RETAINER(RFRIO-)- X•7ALL S SLIDING ND77a FOR FIELD CUT STARTER PANEL DIMENSION aie °11°i1 BASIC PANEL AND ACCESSORIES " "` e9° SSR PANEL CLIP 0"e1O10° NOTES n u"nnAnr om SSR STARTING RAKE °i i°` SSR RAKE TRIM ENV003 CONTAINS: PR ROOF-WALLS: PR,RPR, VR ENV011 PROFILE AND MARK NUMBERS RCOOAI RC1OA2 PR,VR,OR RPR WALL W/THERMAL BLOCK RC30A1 PR,VR OR RPR WALL SSR CLOSURE FACE OF ARE FOR GUTTER VP200 RIVET EAVE GUTTER(EG-) PLUG(00135) WALL PANEL SEE STRAP NOTE VP200 RIVET (UPPER HOLES) RAKE FASCIA 2'-C O.C. ATTACHMENT SHOULD BE INSTALLED (RKF-) 1 I/4' AFTER INSTALLATION PANEL RIB FILLER OF EAVE GUTTER 559 (FPRFIBIRD STOP BSI W/4 PLACE)W/4 POP FASTEN ( ) DOWNSPOUT STRAP CUT AND TAB HOLE IN W.P. PoB FASTEN IN PLACE EAVE (SHR4 3/16 lDIA. (L W/4 POP RIVETS STRAP(SIR4 i 3/IS'DIA HCIC RIVETS (OSTI)FASTEN TO SEAVEEAL OUTLET O GU IN SSR PANEL I,A" WALL PANEL WITH SEAL NIPPLE i0 CUTLER FER I/4-14 X 7/B' AT EACH RIVET WALL STITCH FSNR CONNECTION WITH BRONZE FASTEN STITCH TAPE MASTIC9(027893) A TUBE SEALANT 80507 LOCATION. SECTION / BEND TAB ( ) (1)/STRAP OR GUTTER Sra'w / TO SECURE STRAP <� 1/4-14 X 7 8 4'-0"O.C. GUTTER CLOSURE HALVES OF STRAP (1)/STRAP AT / 1" '� (GGC-)FASTEN IN DDWkSP0UT NIPPLE ICE DAMMING S.S.ROOF STITCH (S14) �,..t.� PLACE W/10 POP (DSTI)TOGETHER FASTENER `"� I RIVETS EAVE FASTEN N OUTSIDE CLOSURE (1)PER STRAP i��P EAVE RIVER W/ PANEL R8(80140) 2 STRAPS PER \ 8 POP RIVETS VEE RIB((BOJ62) / 10'SECTION OF 0 k 48651 t/8'X 1'MASH RPR(BO170) S71pNG LINE YY200 DOWNSPOUT O FOISTS (� (OTAPE T 993)CONT /4-14 x 7/8'WALL RIVET j SEAL INSIDE �SSTONAL G AND OVER PLUG STITCH FSNR METAL CORNER I/?. PERIMETER OF 1'-0"O.C. VP200 CAP MCC1 W/ CLOSURE W/ DOWNSPOUT EIBDW EAVE!MITER RIVET 8 POP RIVETS BRONZE TUBE (SCE75)FASTEN TO DOWNSPOUT(CP510) 09/29/2017 (EG-) PANEL CLOSURE SEALANT DOWNSPOUT W/2 POP FASTEN TO DOWNSPOUT ANGLE(PGA-) _ -CUT AWAY (80507) RIVETS NIPPLE W/3 POP 1/4-14 X 7/8" PANEL SHADED AREA \ RIVETS S.S.ROOF STITCH FASTENER —WALL PANEL 1 2'MR1 45' EAVE CUTTER(EG-) SEE ERECTION DWGS 5 PER PANEL r.I I FOR QUANTITY OF SEE EAVE DETAIL RC32•' C37•• F DOWNSPOUTS FOR SAVE GUTTER NOTCH OETAIL ATTACHMENT A-A '°`"^ftInix0°' SSR ROOF W1 EAVE GUTTER "ID° '' " GUTTER STRAP ATTACHMENT ° ""'71'" a°' SAVE GUTTER CORNER ASSEMBLY aRi°�^/'r "0°' DOWNSPOUT ASSEMBLY RC32A1 PR, VR 00 RPR WALL RC38E1 SSR ROOF(NON-fCF DAMMNG) RC38N1 ALL SYSTEMS RC38P1 ALL SYSTEMS - FOR CONSTRUCTION THE VP ENGINEER'S SEAL APPLIES ONLY TO THIS DRAWING,INCLUDING THE INFORMATION HEREON,REMAINS THE PROPERTY OF VP ■/� VP Buildings THE WORK PRODUCT OF VP AND DESIGN AND BUILDINGS.IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED IN THE V COVERING&TRIM SED'S PERFORMANCE REQUIREMENTS SPECIFIED BY VP. APPLICABLE PURCHASE ORDER AND MAY BE REPRODUCED ONLY FOR THAT PURPOSE.IT 3200 Players Club Circle Memphis TN 30126 THE VP ENGINEER'S SEAL DOES NOT APPLY TO SHALL NOT BE MODIFIED,REPRODUCED OR USED FOR ANY OTHER PURPOSE WITHOUT _ THE PERFORMANCE OR DESIGN OF ANY OTHER _ ar cescRiPrlau PRIOR WRITTEN APPROVAL OF VP BUILDINGS. AxBnkn Construction PRODUCT OR COMPONENT FURNISHED BY VP - a'A'F 27-01 EXCEPT TO ANY DESIGN OR PERFORMANCE THE GENERAL CONTRACTOR ANDIO •""'R ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE "pears—MElhvork InrT� GOOD QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN ACCORDANCE MATH THIS REQUIREMENTS SPECIFIED BY VP. DRAVIANG,DETAILS REFERENCED IN THIS DRAWING,ALL APPLICABLE VP BUILDINGS aoaAnoT 911812017 Artin01m W, e.hboart EIl1R.L7INGS ERECTION GUIDES,AND INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION, vsa...e.a arANn�ecx INCLUDING THE CORRECT USE OF TEMPORARY BRACING. Pearson MElknorks LJPM ADS �,��r� A Cs,eSo°pn SrN CamA•nr "rA'u= _ NTS 'Rc'�Rsc'r 2017.7c 30 911012017 SEDSheM 16:41:42 Pearson MElhvarks F 9'PIECE 1/B'A 1 1/2' 1A�DE%MASTIC(027893) 2)1/4-14 x 1 1/4"(55307),5/16"HEX HD SSR FBI PANEL CLIPS: AT BLANKET INS 6'OR LESS SNORT(WO771}BLANKET INS 6'OR LESS TAPE MASTIC(042715) SSR PANEL CUP: -(2)1/4-14 x 2'(55309),5/I6"HEX HD MED(56077J):BLANKET INS GREATER THAN 6' jjy76�p!I»n! AT BLANKET INS GRTR THAN 6' TAIL(560775r T-BLOCK&INS 6"OR LESS W 12-14 x 1 1/2' TALLTYNNF14017R X-TALL(560777r T-BLOCK k INS GREATER THAN 6" 12-14 X 1 1/4'SS ROOF FEMALE RIDGE SEAMED SS.ROOF STRUCT BLANKET INS --- ---- MED(560773):SUPFRBLOCK W/BLANKET STRUCT FSNR @ OF RIDGE COVER SRCT-j RE FSNR(097585-) 6"OR LESS SHORT(560771}R-BOARD INSULATION 10 PER PANEL 7' I)A110 RUBBER EACH SIDE OF 6-.'4A117 TALL(560775):INSUL BRIDGE ) oiaia CLOSURE PLUG MB XTAIl�xmve XTALL(560777):INSUL BRIDGE 12-14 x 1 1/4" (80136) 3/8"CONT.BEAD SS.ROOF STRUCT SKINNING SEALANT BLANKET INS _ _ _ _ SEE S03J_ MATE RIDGE 60507 GRTR THAN 6' FSNR -� ( ) FOR SECONDARY TD COVER EACH SIDE OF FRAME CUP REQUIRED AT (SRCM-) RIB--, SSR FIXED CLIP LOCATIONS I/P'x 1 1/Y I • / SSR TAPE MASTIC 1°THERMAL SSR ,.{ 1 PANEL (042715) BLOCK _ PANEL t/��ir irrl (562043) PANEL STIFFENER LAP EAVE GUTTER SEE ROOF SECONDARY PLAN ( ) * (;_I 3°AND FASTEN FOR REWIRED PURUN BRACING a� WITH D I/B"POP ' ` RIVETS PIIRIIN SHOWN FOR FIXED CUP LOCATIONS SUBSTITUTE 12-24 9 STRIP OF 1/8'X 1" x 2'FSNR(55106) AT ROOF CENTERLINE OR RIDGE TAPE MASTIC OVER RIB AT BAR JOIST CONN. 1/4-14 x 2' NOTE: FIXED CLIPS AT LOW EAVE STRUT SSR PANEL CUP (80347)AND 28"STRIP SRWT TSVR(53309) EAVE OUT= ROOF PURUN MAY BE REPLACED WITH A FASTENED THRU IN FLAT DF PANEL(80315) SEE SSR ERECTION GUIDE FOR OPTIONAL fA51DITR FOR (EG-) rFFASTTENER:LOCATIONS I� EAVE PLATE(�} INSTALLATION PROCEDURE PRE-LOCATING THE CLOSURE 1.FIXED CUPS ARE MARKED WITH (NOT REWIRED BY MANUFACTURER) o 0 0 2 PER CLP PAINTED TAB FOR EASY IDENTIFICATION PURUNS SHOWN 0 0 2.SEE ROOF SECONDARY ERECTION DRAWING JOIST AND TRUSS SEE CV42A FOR FSNR AND FOR PBA-AND CPB-PART NARK NUMBERS PURUN SIMILAR MASTIC PATTERN AND FIXED CUP LOCATION aarr W-W SSR HARD RUBBER CLOSURE PLUG 0i6" "1p00 TRIM SPLICES "x'"'pJ"'^""'`°' SSR PANEL CLIP ATTACHMENT """"'^'^' i°" SSR FIXED PANEL CLIP •rxaa r .em RC42A1 RCV324 EAVE GUTTER SPLICE RCV326 THERMAL BLOCK INSULATION ON PURUNS RCV353 BLANKET,T-BLOp(,S BLOCK,R-BOARD.k BRIDGE RCV41S SSR RIDGE COVER ATTACHMENT USE 12-14 X 1 1/4" CLEAN ALL MATING SURFACES TO BE SSR RIDGE COVER USE 12-14%1 1/4" S.S.ROOF STRUCT SSR RIDGE TO RAKE nEamEx sEALm. REuOVE S.S.ROOF STRUCT 1/11 X 1'TAPE MASTIC FSNRS AT ALL I %1°TAPE FAGRICAMND a15,RAIN•S11M, OR TRANSITION FLASHING WALL PANEL @ TRANSITION(SRR-) FSNR AT ALL LOCATIONS OF SR-AT PERMEIER LOCATIONS TIC(027893) ICE,DEW,DUST AND DIRT 12-14 X 1 1/4'S.S. f/8'X 1°TAPE THICKNESS STIR_ RAKE FASCIA PROR TO APPIUCATION ROOF STRUCT FSNR MASTC(027893) 2 LAYERS AT RIDGE RIB (RKT-) CDVER11 SIR IDGE OF MASTICS AND RAKE TO RIDGE 4'TRIM LAP+{ SEALANTS. 10 PER PANEL. TRANSITION SRC- FIELD CUT PANEL STIFFENER(PS6) I SEE CV421 4"TRIM LAP FLASHING CUT TO BEAR ON SSR STIFF. USE 12-14 X 1° (SLR-) (97641)PANCAKE HEAD 3 1/2"EACH INSTALL(6) STRUCT FSNR IA SIDE _ 3�� 1/4-14 x T I/11' SSR PANEL OF RIB TO SUPPORT _ _\_ SS.ROOF SRTM STIFFENER(PS6) I ' I 3 1/2"EACH 6�// T �T14E PANEL STIFFENER PEAK CAP WF FSNR$�SB01SH I MASTIC X 1"TAPE 'aye' I I (SSG-) N N0.E$WASHERS AT PERIMETER'IF -_- y MASTIC(80347)EACH I PROVIDED FLASHING(2) _- - - ' SIDE OF RIB -�� -I '- —L o LAYERS RIDGE RIB RAKE 0 -� - -W- 1/B"X 1'13' / 1/2 F7 FASCIA 1 2' TAPE MASTIC � �,-�-/ / (BO347)FOLDED ( ) -RFRID-IS AVAILABLE IN 5/16"BEAD OF NON AND TUCKED /7* BRONZE OR WHI11 F OTHER SKIN RUBE SEALANT 5 EQUAL SPACES 1/4-14 x 7/9' COLOR IS RECTD,FIELD PAINT. APPROX.3 5/8° INTO RIB PANEL STIFFENER APPROX.3 5/8" WALL STITCH FSNR PEDPSM�RA� 5 EQUAL SPACES ( ) 1"-0"041 - FLASHING I/8'X 1"x 21' WALL PANEL MARK FOR TAPE MASTIC OUT90E CLOSURE USE 1/8"X 1"x 9'STRIPS (110345)N FLAT USE 1/8'X f z 9'STRIPS RAKE FASCIA TRIM LOCATION 4/8'X V x 28' OF TAPE MASTIC OVER RIBS W NO USE OF PANEL 1/8'X 1"x 28' OF TAPE MASTIC OVER RIBS RETAINER(RFR10-)� WSTALL(12) TAP(MASTIC AND I/8'X 1'x 3'STRIPS PENCIL TAPE MASTIC(80345) AND 1/8'X 1'z 3'STRIPS 12-14 x 1 1/4' (00345) ON EACH SIDE GF RIBS ON EACH SIDE OF RIBS(80347) S.S.ROOF STRUCT (80347) 9061) TAPE MASTIC9(80347) SEE CV502 FOR PLAN NEW W/7/8"S WASHERS OVER RIB OF TRANSRON IN HOLES PROVIDED TYR.UNLESS NOTED !Aa w...o m ea acamM ax b• tv aam r xn"'I a �+.w e^AAA rew •.a mAa^•.n o m SSR SEAM CAP AT HIGH RIB SSR RIDGE/TRANSITION FLASHING SSR SEAM CAP AT HIGH RIB SSR RIDGE TO RAKE TRANSITION SSR RIDGE TO RAKE TRANSITION RCV419 SSR AT RIDGE PANEL SPUCE RCV420 FASTENER AND MASTIC PATTERN RCV422 SSR AT STEPPED ROOF(FLEXIBLE OR METAL) RCV501 ALL WALL PANELS RCV502 PLAN NEW CBA1 BG- ENDWALL@ RAKE CHANNEL @ 1/4-14 x 7/8'WALL STITCH (RNC--)AT 218mm PURUNS FSNR I PER SUPPORT 1 1/4" (RKCB--)AT 254mm PURLINS AND I PER CIRT SPACE VE OR RKCH_)AT 292mm PURUNS PNREL 2 FSNRS REO'D WHEN SPACE ( ILUNER EXCEEDS M-0' RAKE MEMBER PR,VR OR RPR @ NOTE: A CONC.FSNR-MUST BE LOCATE -_-_--- WALL I LESS THAN 6"FROM EACH END OF THE J�nh L FF04,`, BASE MEMBER. 1A44 x 11 ALL C1 4' INTERMEDIATE WALL STRUT 12-14 x 1 1/4' FASTEN RAKE 3/16'x 1/4"TAPE MASTIC(025390) FSNR•aK WALL GIRT FSNR OIANNEL LAPS x 2 PER FOOT 3'-0'O-C- A. WITH(2) O a 12-1 4 x 1 1/4" I y t/4-14 X 32mm p WALL STRUCT FSNR 12-11 x 1 1/4 STRUCTURAL FASTENER Z 2 PER FOOT 0 PANEL RIB WALL STRUCT FSNR 4 (S5307) D 1 PER FOOT 0 VR A,RPR WALL4STR1 RAKE CtU-WP,L 2 PER FOOT 0 PANEL RIO ADO 'PE•4S6.�p,� tp ¢ INSIDE CLOSURE - TRIM(P,CU I PER FOOT 0 VEE RIB A RPR a PANEL RIB(8013D) ANGLE(BA-) F "1Sf q(7 O VEE RIB(80360) 1 PER FOOT 70NAL RPR PANEL(80140) S BASE GHDWN,IRT MAY BE(BG-), �1 AT TNT gRTS 1 OR CONCEALED BASE(CBA) ASE MEMBER L ——— 09/29/2017 (T)1/h14 X 32mm FINISH FLOOR OR 12-14 z 1 1/4' \ CHANNEL ($•+3167) TIJRAL FASTENER BASE TOP OF CURB WALL WALL S RUCT \ PR,VR 8:RPR WALL PANEL TRIM CONCRCIC FASTENER 2 PER FODT---- ANEL SOELAP (SEE ERECTION DRAWINGS) (BT-) 24'0 C(BY B1p0ER) *USE 12-14 x 1 7/8'FASTENER WHEN NBTE:naD ROPE CUT M R EI a RPR WALL *LSE 12-14 x 1 7/8"FSNR IF BLANKET INSULATION THICKNESS IS PANELS WHEN ROOF PITCH EXCEEDS 2,12 INSULATION THICKNESS IS>4" OREATER THAN 4" #USE 12-14 x 1 7/8'FSNR IF INSULATION THICKNESS IS>4' wa r o.•oa RAKE CHANNEL TO PURLIN `•t01'D7" ,na BASE OF WALL ATTACHMENT axvao^uu srxoa PANEL RIB WALL era.Mm"""°' PR, VR & RPR ENDWALL AT RAKE RS10L5 SSR.SLR II-PURUN(METAL WALL$) WCDIAB PR, VR OR RPR W/BASE TRIM II WC04G1 FASTENER PATTERNS L WC10A2 I W/BLANKET INSULATION OVER 2:12 PITCHES FOR CONSTRUCTION THE VP ENGINEER'S SEAL APPLIES ONLY TO THIS DRAWING,INCLUDING THE INFORMATION HEREON,REMAINS THE PROPERTY OF VP VP Buildings THE WORK PRODUCT OF VP AND DESIGN AND BUILDINGS.IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED IN THE PERFORMANCE REQUIREMENTS SPECIFIED BY VP. APPLICABLE PURCHASE ORDER AND MAY BE REPRODUCED ONLY FOR THAT PURPOSE.IT 3200 Players Club Circle Memphis TN 3B126 COVERING EA TRIM SED'S THE VP ENGINEER'S SEAL DOES NOT APPLY TO SHALL NOT BE MODIFIED,REPRODUCED OR USED FOR ANY OTHER PURPOSE WTHOlR THE PERFORMANCE OR DESIGN OF ANY OTHER PRIOR WRITTEN APPROVAL OF VP BUILDINGS. mti acre av oRxxiPrlCN "'"`Axthelm Construction nu PRODUCT OR COMPONENT FURNISHED BY VP 17-019227-01 EXCEPT TO ANY DESIGN OR PERFORMANCE THE GENERAL CONTRACTOR ANDIOR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE '"""G"'Peamon Millwork —1 GOOD QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN ACCORDANCE WITH THIS REQUIREMENTS SPECIFIED BY VP. wunv+ 9/18/2- DRAWING,DETAILS REFERENCED IN THIS DRAWING,ALL APPLICABLE VP BUILDINGS _ Adinplan,Wrtshlnplon E�U(Lq(�f - - - ERECTION GUIDES,AND INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION, r""'m Pearson Millworks —'�N LJPM A. INCLUDING THE CORRECT USE OF TEMPORARY BRACING. AS"C..Wy P� NTS wcvaxsroN 2017.1c 31 9/1 612 01 7 SEDSHeet 16:41:44 rzrxw. Peamm MilworksF adly lo„or awascoPe emWm N-Am .mo e FACE OF —DOOR FLASHING PANEL RIB 1/4-14 x 7/8"WALL WALL PANEL WALL PANEL SWCH FSNR e O OF 1'-0.O.C. Q ROOF SHEET I/4-14 x 7/0" t�$10� PANEL EL f Cl OSl)Rf. RIB WALL STITCH PAN 1/2"CLEARANCE FSNR. RIB WALL BETWEEN ROOF 1'-0•D.C. WALL EXISTING AND WALL PANEL w.P. / '� PkIEL RIB SECTION A-A BUILDING AT OUTSIDE FACE OF WALL PANULC 12-14 x 1 1/4" WALL PANEL WALL STRUCT HEALER FSNR TRIM(HIS-) 12-14 x 11/4° 412-14 a 1 1/4' /,,-E,Vh STRUT WALL STRUCT � WALL STRl1CT FS'rR. FSNR.12"0 C 2 PER FOOT A PANEL RIB 1 PER FOOT®VR k RPR J 12-14 x 1 1/4' WALL STRUCT A FSNR. 2 PER FOOT PR.VR OR RPR A OUTSIDE CORNER _ ADMICR WALL PANEL FLASHING(CT-) / ----JAMB A DOOR FLASHING TRIM(AI-) JAMB TRIM PT-) DOOR HEADER 4:USE 12-14 x 1 7/6"FSNR IF INSULATION THICKNESS IS>4" o•IDn nneo PR, VR & RPR WALL AT EAVE awcuro' 'Y1O00 OUTSIDE CORNER TRIM WK *1'O1f°111p. JAMB TRIM AT OVERHEAD DOOR °"` "' WALL TRIM AT DOOR HEAD = r-�'"''a0i ADAPTOR TRIM TO EXISTING BLDG WCllF1 STANDARD EAVE PURLIN WC2OA1 PANEL RIB WALL WC24A1 PANEL RIB WALL WC24A2 OVERHEAD DOOR OPENING WC81A6 PANEL RIB WALL •BASE CRT DEPTH 51A1nDNAR(SIDE EXPANSION SIDE FIELD NOTCH BASE GIRT TO CLEAR (BGO_15)-4- 12"WIDE 12-14 X 1 1/4 S.S SSR ROOF PANEL COLUMN BASE PLATE (BG1-15)-Y W p [aPN.51p4 FLASH 60539 ROOF STRUFTURAL FSNR SSR ROOF P E SUPPORT PACKET IttsR-) ( ) PANEL tt (BG2 15)-B 1/2" FIELD NOTCH BASE GIRT AnACH AI EACH PUBlN MTH FILL VOID WITH LOOSE INSULATION IRMa001 10 PER PANEL (BG3_15)-10' TO CLEAR COLUMN BASE I/4-11,1 1/4'SIR1G1 F FIELD BEND PANEL AS REO°D (BG4_15)-11 1/2' (1)PER PVRLIR 3/16"CO BEAD OF ADHESIVE SEALANT NOTE:TEMPORARY FASTENING Ea15141G PANEL OF PANEL TO(RSC)IS REQUIRED s `JJ DURING INSTALLATION FOR SAREY- (�� si�II SSR PANEL Q ENDWALL SIDEWALL o EXISTING BUILDING �1 I/z taDl -- EXPANSION RAKE CAP(RSC1D) �� �e?ems. •.��' ROOL _ — BASE GIRT �@ '`�•'o�•e��-,� •F eeo v�~ FRAUE PAT'l (600_15)-4• (BC11 mP�? 5)-7' os rBo ^•' E Max (B02_15)-10•5)-8 1/2' (B 3_1 CONCRETE FASTENER C (BG4_15)-1t 1/2• 24 O.C.(BY BUILDER) IGe N M[M/NIa RI•ee hr.nV A/�ulr.,v.p BASE GIRT AT COLUMN BASE GIRT AT CORNER COLUMN SSR EXPANSION JOINT (FLEXIBLE) 'N Y0'` ROOF JOINT CUSTOM FLASHING WS27D2 ALL BASE GIRT DEPTHS WS27D2 ALL BASE GIRT DEPTHS XRC900 PARALLEL WITH ROOF$LOPE RCVOIX SSR ROOF AT PEAK(METAL TRMX TLASHMPC). JapA L FOW t3 oY*Asir y y R 48651 �+Ar O EGIS 0. s'SrONAII, 09/29/2017 FOR CONSTRUCTION THE VP ENGINEER'S SEAL APPLIES ONLY TO THIS DRAWING,INCLUDING THE INFORMATION HEREON,REMAINS THE PROPERTY OF VP THE WORK PRODUCT OF VP AND DESIGN AND BUILDINGS.IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED IN THE C VP Buildings PERFORMANCE REQUIREMENTS SPECIFIED BY VP. APPLICABLE PURCHASE ORDER AND MAY BE REPRODUCED ONLY FOR THAT PURPOSE.IT 3200 Payers Club Circle Memphis TN 3B125 COVERING&TRIM SED'S THE VP ENGINEER'S SEAL DOES NOT APPLY TO SHALL NOT BE MODIFIED,REPRODUCED OR USED FOR ANY OTHER PURPOSE VAT HOLFF THE PERFORMANCE OR DESIGN OF ANY OTHER PRIOR WRITTEN APPROVAL OF VP BUILDINGS. unE ar cesfnivnoN AkRnolm QamtNdlon �• PRODUCT OR COMPONENT FURNISHED BY VP 17-019227f11 EXCEPT TO ANY DESIGN OR PERFORMANCE THE GENERAL CONTRACTOR AND/OR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE `r"""'t'�eerson Milk-irk 17- REQUIREMENTS SPECIFIED BY VP. OOOD QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN ACCORDANCE WITH THIS 911012017 DRAWING,DETAILS REFERENCED IN THIS DRAWING,ALL APPLICABLE VP BUILDINGS Arlingtm,Vf- i glm 4!1 ERECTION GUIDES,AND INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION, rm�ixt.v °J INCLUDING THE CORRECT USE OF TEMPORARY BRACING. Parson Millworks LJPM AOS A9u•$oop fil•,1Gti"Pa'M :A6E 911812017 SEDSheet 16:41.46 is Po—m MRAvorks i •ae�.nn K ea.s:.c.Bwi.y,rwm a,w,� GIRT BELOW B' OR SUB FRAME DOOR SUB FRAME GIRT BELOW B' A �10 X 3 4 UNSLOT I O 0 O D I HEX WA NEFi SDS I® BASF T'r➢.)8 PLACES - -'r((L-tea BY DOOR SUPPLIER) I - '; BO�T1I)SIDES Af q Q wau i kX(XX1 WALL INSULATION® I �XXXX /p/y14-14 X I- PANEL® PANED II (KK HEX#3 PONT SOS -� \I � O D K YxK (BY ODOR SUPPLIER) h I I I A 14 ti� ,� CRT I f t/2• 1 7/2' RFL0 NOTCH GIRT j I ffh�� 1 lAw _ n J FIELD CUT CIRT 2 1/2" I r CLIP ODOR OPENING, 2 1/r FIELD CUT GIRT I � ORi (REF.) QtEF.) CuT1ER tiu II Il �1I / (BY DOOR SUPPUEfl) \\\I all I II Ilrr DOOR OPENING 1T- ___ j{•-- HEADER SUB FRAME -SEE APPROPRIATE DRAVANG FOR LOCATION OF DOCR. II ° 11 II OFFSET DOOR FRAME HORIZONTAL SEC11ON AT 6'-0" OR BELOW GIRT sue FTRAME u H b U ° GIRT BELOW 8' JIG X 3/4'UNSLOT --------- I ORSUB FRAME DOOR SUB FRAME GIRT BELOW 8'• A Hoc WASHER SOS B PLACES Y OOIM SUPPLIER) 10% 3 4 UNSLOTHEX W �PUCE6 (1) a" O OBY 000R SUPPLIER) (�'.; BOTN)SnJES 1 Z BASE L CLIP np COOK SUPPLIER) T211/2'_ ' 1 nELO NOTCH pR1 FIELD CUT CIR 2 1/r FIELD CUT GIRI (REF.) OTEF.) e li DOOR OPENING -SEE APPROPRIATE DRAWING FOR LOCATION OF DOOR, FLUSH DODR FRAME HORIZONTAL SECTION AT 6'-0" OR BELOW GIRT '• �= NDTES: 1.LOCATE AND INSTALL DOOR AT THE APPROPRIATE LOCATION, SECTION A-A 2.FIELD CUT AND NOTCH GIRT SO THAT IT CAN BE FIT INSIDE OF THE DOOR SUB FRAME I INSTALL BASE"I.-CLIP"AT DOOR SUBFRAME TO SUPPORT DOOR 510E GIRT AT DESIRED HEIGHT, 4.INSTALL CIRT TO BASE'L-CLIP" Q-INDICATES IKE EXTERIOR FACE OF THE STRUCIURALS TD WHICH THE PANELS ATTACH. -INDICATES CENTER LINE. KNOCK-DOWN OR PRE ASSY. HM DOOR W/W-0' OR LESS CIRT/ALL WALLS uran oer Oar Masai 2A-M4-01 04 oe + +2 t 5 B B-a81380 -- FOR CONSTRUCTION THE VP ENGINEER'S SEAL APPLIES ONLY TO THIS DRAWING,INCLUDING THE INFORMATION HEREON,REMAINS THE PROPERTY OF VP VP Buildin THE WORK PRODUCT OF VP AND DESIGN AND BUILDINGS.IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED IN THE Cj 9S PERFORMANCE REQUIREMENTS SPECIFIED BY VP. APPLICABLE PURCHASE ORDER AND MAY BE REPRODUCED ONLY FOR THAT PURPOSE.IT 12.Players Club Cimle Memphis TN 38125 B-081380 THE VP ENGINEER'S SEAL DOES NOT APPLY TO SHALL NOT BE MODIFIED,REPRODUCED OR USED FOR ANY OTHER PURPOSE WITHOUT THE PERFORMANCE OR DESIGN OF ANY OTHER PRIOR WRITTEN APPROVAL OF VP BUILDINGS. Axthelm Consbuction PRODUCT OR COMPONENT FURNISHED BY VP 17-019227-01 EXCEPT TO ANY DESIGN OR PERFORMANCE THE GENERAL CONTRACTOR AND/OR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE earson Millwork GOOD REQUIREMENTS SPECIFIED BY VP. QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN ACCORDANCE WITH THIS 911BI20+7 DRAWING,DETAILS REFERENCED IN THIS DRAWING,ALL APPLICABLE VP BUILDINGS rn Arlin9ton.W.I npto° BUWNW _ ERECTION GUIDES,AND INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION, Pearson Millwork. LJPM A.INCLUDING THE CORRECT USE OF TEMPORARY BRACING. AduSrcp dM Canoam " NTS '2017.1. 33 911817017 SEOSheu1 18:27:09 ruoux Pearson Millworks F adtds lBl e,wo Bwidmge Nadh as .mr Z-PURLIN Z-PURLIN Z-PURLIN GENERAL NOTT=S (NOT BY BLUESCOPE�IN 1. CONCENTRATED LOADS GREATER THAN 500Ibs ON ANY SINGLE PURLIN MUST BE EXPLICITLY LOCATED AND DESIGNED ANGLE HANGER I- �NONT DCY BLUESCUPE�IN FOR DURING DESIGN OF BUILDING SYSTEM. NOT BY¶BLUESCDPE) 2. SPECIFIED COLLATERAL LOADS MAY BE CONVERTED TO SAFE CO CENTRATED LOADS AS FOLLOWS WHERE P = MAX SPANE(tIRATED LOADQbs1' W= UNIFORM CQ�1zA0XRE EQUAL (PSF x PURUN SPACING (ft) = Ibsjfl; L = PURLIN !HANGER LOAD BENT PLATE OR STRAP 0 HANGERS 5bND0(1LD BE SPACED A�H�r1Kt HANGER LOAD I HANGER LOADrIP I P f 'P i P WEB HANGERS P MAX= 0.5wl P MAX= 0.4wl P MAX= 0.25WI HANGER p p I PURLIN MUST BEBSPECIFICALLY LIDESI DESIGNED FOR LOADS XGREATER THAN 500 LIB•SEE NOTE J12. r 1 r t IP (P IP /P IP 6 OR MORE HANGERS PER PURLIN P MAX= 0.2w1 P MAX= 0.15w1 P MAX= W x HANGER SPACING WIDE THROAT BEAM EXAMPLE; A PIPE 15 SUSPENDED FROM A PURLIN AT 3 LOCATIONS EQUALLY SPACED C-CLAMP MUST NOT BAY SPACING = 24'-0" PURLIN SPACING = 5'-0" BEND OR C NTACT PURLIN LIP NOT Z-PURLIN SPECIFIED COLLATERAL LOAD = 5 PSF BY BLUESCO ) HALF F'LJ%.N-,E W = 5 PSF x 5 FT = 25 PLF L = Z4'-0" WIDTH HALF FLANGE PMAX — 0.25 X 25 PLF x 24'-0" - 150 LEIS AT EACH LOCATION WIDTH ����LL E THE PURLIN CAN SUPPORT 3 LOADS UP TO 150 LBS EACH_ PICK A HANGER CONNECTION Z- PURLIN FIORORODIIN BOTTOM CAPABLE OF SUPPORTING ACTUAL APPLIED LOADS JDJHHO NOT USE A�E HANGER�DEVICE FIANQF OF PURUN (FLATTCEA IN N�CfS OF IHiS RANGE LIP (N( OT BR ROD (/18 MAX HOLE) 3. FOR LOADS GREATER THAN 250 Ibs, PURLINS MUST BE "BLOCKED" AT LOCATION OF LOAD TO PREVENT PURUN ROTATION. BLUESCOPE) 4. EQUIPMENT LOADS SHOULD BE OBTAINED FROM CERTIFIED EQUIPMENT DRAWINGS AND MANUFACTURER'S DATA. VERIFY OVERALL PURUN DESIGN CAN TAKE APPLIED LOADS. SEE NOTE #2 5. Z-PURUNS WILL DEFLECT UNDER SNOW AND WIND LOADS. ITEMS THAT MAY BE DAMAGED DUE TO DEFLECTIONS, (EX. CAS MAXIMUM LOAD SUSPENDED FROM BOTTOM FLANGE LINES), VERIFY THAT PIPES OR SUSPENDED EQUIPMENT ARE COMPATIBLE WITH EXPECTED DEFLECTION RANGES (±.L/180). ( qq�� p�S (LOCATED AT HALF-FLANGE IDTH) 6. MINWUN LOAD OF FIVEOTMES THE ASSOCIATION OF THE WATEER I'VLED PIPE PLUS 50 POUNDS. THE HANGERMUST THICKNESS MAX LOAD THICKNESS MAX LOAD COMBNATION WITHOTHE DIESIGNALOAd5.T IS NOT NECESSARY TO DESIGN THE SUPPORTING MEMBER FOR THIS LOAD IN 0,060" 110Ibs 0.058" 2001bs 7. SUSPENDED LOADS WILL NEED TO BE BRACED (TO THE PRIMARY FORCE RESISTING SYSTEM) FOR LATERAL STABILITY DUE 0 06e 1201bs TO EARTHQUAKES. 0 073e 1401be 0.098" 2501be B. HANGER DESICN IS NOT THE RESPONSIBILITY OF BLUESCOPE. 0.079" 1801bs 0.113" 2501bs 9. TOP +L,%' IF TOP FLANGE HANGERS AREOREQUIREIU�PLACEOTHEIHANGERS AT THEE ROOF PANEL MAJOR OF FOR LOADS LOCATED MORE THAN HALF FLANGE WIDTH LOCATION TO AVOID DAMAGING THE ROOF PANEL WITH THE HANGER WHEN THE ROOF PANEL IS LOADED OR WALKED ON FROM WEB, USE HALF OF THE LOADS SHOWN ABOVE 10. WHEN BEAM C-CLAMPS DR OTHER ROD HANGERS ARE USED ON THE TOP FLANGE THE ROD SHOULD NOT EXTEND ABOVE THE TOP OF THE CLAMP TO AVOID DAMAGING THE ROOF PANEL WITH THE ROD Wf'IEN THE ROOF PANEL IS LOADED OR WALKED ON. BOTTOM FLANGE CLAMP HANGER BOTTOM FLANGE ROD HANGER (TOP FLANGE SIMILAR) (TOP FLANGE SIMILAR) 11. DO NOT HANG ANY TYPE OF CRANE, HOIST, CONVEYOR OR ANY MOVING LOADS FROM THE Z-PURLINS, DO NOT USE ANY OF THE DETAILS ABOVE IF ROOF SLOPE IS GREATER THAN 4:12 12. DO NOT HANG ANY LOAD FROM BBNA SUPPLIED PURLIN BRACES OR BRIDGING. 13. DO NOT WELD ANY PART OF THE Z-PURLIN. Z-PURLIN HANGER ASSEMBLY Z-PURLIN (NOT BY BLUESCOPE) 14. HOLES MUST NOT EXCEED 9/16" DIAMETER UNLESS AUTHORIZED BY BONA ENGINEER, DRILL OR REAM HOLES WHEN REQUIRED- 00 NOT FLAME CUT RI RI HALF FLANGE HALF FLANGE —� • TABLE ABOVE FOR I (NOT BY BLUESCOPE) EACH PURLIN (HANGER LOAD !HANGER LOAD iii DOUBLE PURLIN HANGERS CONCENTRATED LOADS ON RDOF Z—PURLIN HANGER DETAILS VERIFY OVERALL PURUN DESIGN CAN SUPPORT APPLIED LOADS. wwn necamn tnau►xyYOFF, 60-064_01 REWRITT 1 PHENTON " 1e"'°'°"� B B-081465 07 02 28 1D 11 13 FOR CONSTRUCTION THE VP ENGINEER'S SEAL APPLIES ONLY TO THIS DRAWING,INCLUDING THE INFORMATION HEREON,REMAINS THE PROPERTY OF VP THE WORK PRODUCT OF VP AND DESIGN AND BUILDINGS.IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED IN THE C VP Buildings PERFORMANCE REQUIREMENTS SPECIFIED BY VP. APPLICABLE PURCHASE ORDER AND MAY BE REPRODUCED ONLY FOR THAT PURPOSE.IT 02oD Players Club Circle Memphis TN OB126 B-081465 THE VP ENGINEER'S SEAL DOES NOT APPLY TO SHALL NOT BE MODIFIED,REPRODUCED OR USED FOR ANY OTHER PURPOSE WATHOIIT THE PERFORMANCE OR DESIGN OF ANY OTHER PRIOR WRITTEN APPROVAL OF VP BUILDINGS. Axthelm Construction PRODUCT OR COMPONENT FURNISHED BY VP gE 17-019227-01 EXCEPT TO ANY DESIGN OR PERFORMANCE THE GENERAL CONTRACTOR AND/OR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE Pearson Millwork GOOD QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN ACCORDANCE WITH , u. WI THIS REQUIREMENTS SPECIFIED BY VP. 9110I2017 DRAWING,DETAILS REFERENCED IN THIS DRAWING,ALL APPLICABLE VP BUILDINGS ArIlnOtan,Washfnglon BUILDINGS ERECTION GUIDES,AND INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION, -"JeG Pearson Milhvorks LJPM AOS INCLUDING THE CORRECT USE OF TEMPORARY BRACING. AS.Scope 5�CmP'n➢ NTS —R—2017.1c 04 9/18/2017 SEDSheet 18:29:56 avx.rc Pearson MillworksF .TANp CCNN. TO INSET RAKE StAM JAuU CONN.TD INSET RMQ LE/JJ EAVE STRUT T7 1j1"JAMRBKONBN.M INSET It 1/T JARAK BE'lO INSET I BRACE STRAP 0 \ 0 a 00 pOp O ©0 wT 'I'll 0 o a e e e a e e po ✓� 6 0 '\� �Il O 0 ANTI-RDLL ARC1 DOO(��BCLIP DJ f�l_ DOOR JAMB CUP DOOR JAMB CUP DOOR JAMB CUP E ATTACHMENT E O CLP C I (INSET D J C 2_ omml) D JC 4 L_ ONSET) D J C 4 R_ SAVE PLATE PLATE E A P 1 EAVE ATTACHMENT PLATE EAP2 ESQS_ 12 SLOPE 6 �.{ 00 ® O 1 O t � 0 O \ Qo 0 w w� o O O 0 8 O Y LAW STRUTSHIM PLATE E SH` BOLTED FULL GIRT CUP INTO RAFTER IRICUP RRAME CLIP F F C_ TO RAFTER G C 18_ LEFT RIGHT GC 19!H dRT JLIPAMB G C 5 IN5E'f GIRT G.GAGE GC 53 VARIABLE LEG CLIP C,C 71_ CORNEA COLUMN TO GC 9 COLUMN FLG.CUP d5 GIR7S RAKE CHANNEL CUP O w O 0 6 O O `\ e 0 o � � a � d o e o ^ a a p o ® o a N ' O p GC91� VARIABLE GIRT CLIP A VARIABLE dJl'SE'f GCD NSCL dRT GCE CAGE POSE GCW1 1GI INSET GCZZ DIRT CLE GFA JAMB TO LATE N JC_ QRIIeCUP JTG1 GAGE ENDWALL CIRT CLIP CLIP GIRT CLIP v I, GIRT CLIP vv L µ� MISC PLATE 8.5- K5 t D o fs"0'ITIj 0 t 0 z O O 0 t 0 . m . O Q 0 e hT O O 0 0 �� y ^ W O tV 0 O O Ot O OO O O O O O� O 0 \ � `" 6 �C O �C O O a S O Q. �� O) JA JAMB TO 11.5 O-IIDB/11.5 JTG2 IRT CUP GIRT JTG3 , B CLIP GIRT aro JTG4 �M�aP�R KMA1 W dM PLINPC4/PC5 PURL-ROIN LL IP P`�L7 PVRUN�pGIRT PG1 VARIOiABLERT CP PRUYYN PGV_ .AT HIP FRAME RAT NT MDTA CONNECTION CUP � r woTH IMDTH C2 . 0 ®i ® 1 SIDE M[w 'A' �� m SEC k1[w 'n' ®tll ED SIDE VETY 'A' y" LEN V I J �p1�1 � HEND I VARIABLE CUP CIR VC C_ CAP WB B C 2 CO NIECTION CLIP O 2 H— ar NECTIONP FRAME HP y CUP 06 H_ L �1 1 0 H_ BENT CUPS ! won armor X%S(R. Nf R.R B I B-081765 04 FOR CONSTRUCTION THE VP ENOINEER'S SEAL APPLIES ONLY TO THIS DRAWING,INCLUDING THE INFORMATION HEREON,REMAINS THE PROPERTY OF VP THE WORK PRODUCT OF VP AND DESIGN AND BUILDINGS.IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED IN THE C VP Buildings B-081765 PERFORMANCE REQUIREMENTS SPECIFIED BY VP. APPLICABLE PURCHASE ORDER AND MAY BE REPRODUCED ONLY FOR THAT PURPOSE.IT 3200 Players Club Circle Memphis TN 30126 THE VP ENGINEER'S SEAL DOES NOT APPLY TO SHALL NOT BE MODIFIED,REPRODUCED OR USED FOR ANY OTHER PURPOSE WITHOUT THE PERFORMANCE OR DESIGN OF ANY OTHER PRIOR WRITTEN APPROVAL OF VP BUILDINGS. BY tt� A%thelm Conshuction PRODUCT OR COMPONENT FURNISHED BY VP THE GENERAL CONTRACTOR ANDlOR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE «s c:.c�eirson Milhvork "..1922741 EXCEPT TO ANY DESIGN OR PERFORMANCE GOOD QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN ACCORDANCE MATH THIS REQUIREMENTS SPECIFIED BY VP. DRAWING,DETAILS REFERENCED IN THIS DRAWING,ALL APPLICABLE VP BUILDINGS . Arlington,5'h.hngtM An 911612017 ERECTION GUIDES,AND INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION, a cI �r" .—I INCLUDING THE CORRECT USE OF TEMPORARY BRACING. Pearson Millworks LJPM AOS NTS - a0su6cap Berl caapany •2017.1e �36 9/1 812 01 7 SEDSheet 18:30:41 '....nJtt Pearson MIII-.F .dm—N ew•Uq Gab NoHha Im.we PANEL10 STRUCTURAL FASTENER DOOR SEALANT APPLICATION(TYPICAL) ATTACH DRIP CUTTER MATH II 11 II II II n II II PANEL TO STRUCTURAL SUB FRAME FASTENER 24 O.C. DOOP.ON►L II �,DOOR D'OFF NIL II �, R B'OF, LE I C C�' I C I LOCATE OFF PANEL MODULE nq In SUB FRAMERETAINED HEADER FRAME 12-11 % I F I I INSIDE (BO130) ANDa WALL S1IIS FHR AT ` BASE TNlS1 LOCATION C�--I DRIP GUTTER 3'-0•- (BRDG3) *4'-0'-(BROG2 6OP- 0G5 LJ D Q D D O SEE DRIP GU 2 DOOR WIDTH z TTER �WALL o O o o PREPARATION DETAIL I= IDRIP I GUTTER PANEL IS RETAINED g O O LOCATION SECTION D—D VERTICALLY BY FRAME o AND SUB FRAME FELD CUT PANEL Iv a I D— l I N E E E E E E P 3'—O" DOOR 4'-0" DOOR 6'-0" DOUBLE DOOR BASE H.M.DOOR WIDTH 4• ANGLE S-0',4'-0'OR W-0" FIELD ELEVATIONS taREDIOLL SHOWN 2Are FASTENER (BY BU)LDEit) 1r � ^s BASE TRIM l APPLY SEALANT I•DOOR DOOR DOOR r(INI))OUS SECTON E—E � � CONnNU ` SECTION C—C BASE ANGLE AND BASE TRIM CUICUT DETAJL O © © O 2O b NPANEL OTCH z.0^ �+ AT DRIP 4•-4' (` GUTTER 2'-7• b I -CLOSURE SCRAP 0 S-O' VIDE DOORS-LOCATED ON 1'-O-MOGUL � U DRIP GUTTER Z I (BROGS) PANEL NO DRIP GUTTER PREPARATION DOOR DOOR DOOR (TYPICAL ) \-DOOR FRAME FOR 4'-0"WIDE DOOR(ONLY) © 0 (D I Q SEALANT APPUCA11ON (TYPICAL) INDICATES INDICATES CENTER LINE. @ INDICATES THE EXTERIOR FACE OF THE STRUCTURALS TO WHICH THE PANELS ATTACH. ILL INDICATES THE MODULE LINE OR PANEL SIDELAP. \ IMPORTANT NOTE: V-7" 1'-T T-0' -T 2'-7• (FULL PANEL) PANEL CUT FOR DRIP GUTTER PANELING PREPARATION DETAILS INDICATE POSSIBLE LOCATIONS FOR DOORS, PANEL CONDITION CUTTNG DIMENSION BUILDER MUST DETERMINE WHICH DETAIL IS APPROPRIATE BEFORE PROCEEDING 4'-0' HDE DOORS- LOCATED B'OFF 1'-0'MODULE WITH PANEL PREPARATON FINISHED FLOOR 7-2 1 S- FIF1 D WORK NOTES: BOTTOM OF PANEL WITH BASE TRIM r-2 5/8- DOOR DOOR DOOR BOTTOM OF PANEL WITH NO TRIM r-2 s 6• 1.FIELD CUT DOOR OPENING FROM FULL LENGTH PANELS AND NOTCH FOR DRIP CUTTER. OF PANEL NTH 1 112' 2 PREPARE DRIP GUTTER.(4'-0•DOORS ONLY) O O I O O 2 O Q I © (D BOTTOEIBOTTOM OF PANEL WITH CRIMPRBASENOTQi 7'4;r 11mQUM UAL STEP 1.ATTACH DRIP GUTTER. STEP 2.FIELD WORK PANELS AND INSTALL IN NUMBERED SEQUENCE SHOWN, SEE PANEL FREPARATICN DETAILS ERECTION TIP: WITH INSULATED WALLS,INSTALL PANEL CLOSURES BEFORE P-T J' '-0 I'—T z'-T J'-0' 7" NOTES; IN PANELS (FULL PANEL) (FULL PANEL) FULL PANEL) 1.FIELD CUT DOOR OPENINGS AS INDICATED,SHADED CORRUGATION STEP I APPLY SEALANT(016550)CONTINUOUS AT PANEL TO DRIP CUTTER JOINT. 6'-D' NICE DOORS - LOCATED 6'OFT I'-0'MDOULF INDICATES SIDELAP. 2,SEE DWG. 0-051350 FOR GIRT CONNECTION AT W-01 OR LESS. PR KNOCK—DOWN AND PRE ASSY. DOOR PANEL PREPARATION DETAILS PANEL AND TRIM INSTALLATION A^�^ pq G UP NINUFR; R11e ^07 30/a^^ B S-081372 04 07 3D D FOR CONSTRUCTION THE VP ENGINEER'S SEAL APPLIES ONLY TO THIS DRAWING,INCLUDING THE INFORMATION HEREON,REMAINS THE PROPERTY OF VP VP Buildin THE WORK PRODUCT OF VP AND DESIGN AND BUILDINGS.IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED IN THE C 8S PERFORMANCE REQUIREMENTS SPECIFIED BY VP. APPLICABLE PURCHASE ORDER AND MAY BE REPRODUCED ONLY FOR THAT PURPOSE.IT 3200 Players Club Circle Memphis TN 38125 S-081372 THE VP ENGINEER'S SEAL DOES NOT APPLY TO SHALL NOT BE MODIFIED,REPRODUCED OR USED FOR ANY OTHER PURPOSE WITHOUT THE PERFORMANCE OR DESIGN OF ANY OTHER PRIOR WRITTEN APPROVAL OF VP BUILDINGS. Rp1E BP .—IPi1. u V A>cthelm Cmshuction ^ PRODUCT OR COMPONENT FURNISHED BY VP 17-0PM AOS192 2 7-01 EXCEPT TO ANY DESIGN OR PERFORMANCE THE GENERAL CONTRACTOR AND/OR ERECTOR IS SOLELY RESPONSMt E FOR ACCURATE rson Millwork REQUIREMENTS SPECIFIED BY VP. GOOD QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN ACCORDANCE VWTH THIS DRAWING,DETAILS REFERENCED IN THIS DRAWING,ALL APPLICABLE VP BUILDINGS 'ArNn 9F1B/2017 0lao,Whshnplan E IE,ENNEg$ rnu11 0=1 ERECTION GUIDES,AND INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION, ` Pearson wxonKnn INCLUDING THE CORRECT USE OF TEMPORARY BRACING. FAlllworks %hUAf r.� Atk.Se^pe 9!^I C4+gtry 4 NTS "'r`t�'2017.te 36 r�E+TVI a dNisbn or Btu^Scope Buildlnps Norlh Ameria,Inc 9116/2017 SEDSheet 10:31:33 Pearson Millworks F 12 �T z v fe' �I— L PARTS s TO B[ I 4 aASSEMBLED1B 1 \, �• n 7�• g t B `NOM.LENGTH \ (LEFT 1 1/ _ \ Y I 85 B' n 3 �• 1 1/4' 4 1/2- 4' � a DE ADAPTOR TRIM A T_ BASE TRIM B T_ CANOPY EAVE TRIM C E T_ CORNER TRIM C T_ CA(MANSARD)TMM C T E DOOR FLASHING D F_ EAVE ASSEMBLY E A_ CAW FASCIA E _ —&�A aFE�A 12 ry � VARIES ' VAPJES 1 1 4' t t1/2• 2' 7 B' T/S EAVE GUTTER E G_ EAVE ,RIM E T_ R1T,ER�\LG�,RE G G C_ "'TRIMS I 1 E I HEADER TRIM T_ HEADER TRIM INSIDE CORNER H TS_ ,RIM I C F_ �qMg TPoM J T_ I• j A• ROOF PITCH 12 ji t N 0 T 3/• tc aE,q �„1�� CR065 SEC110N N� 4 3 f— /2 \ A ASSEMBLY \ ry� �� a META L CORNER CAP M C C 1 MASONRYM S_ �— MASONRY FLASHING M WT OUTSIDE cIXtND7 O C T_ PANEL CLOSURE P C A PEAK FASCIA 1 K E_ PANEL RIB RLLER P R F 1 TRIM IASONRY SAVE TRI TRIM ANCU Tula- \ 1 1/4' ` II n \� s0 ��• 5/8'f I-- a - kN .121"-1 DIM A �'! 1 I. 4 1/2ROOF R93GHT • ROOF PEAK RIB CAP P R C CHANGE"FLAS ING RAKE CLOSURE R C L_ RIDGE ROLL R G C CHANCE TRIM R C RAKE FASCIA R I` — SOFFIT SAVE FLASH S E F_ SOFFIT EAVE TRIM a �a ro 12 r 'a I VA` R z1r SHEET METAL S P C SOFFIT TRIM WALL TO ROOF PEAK CAP SSR RIDGE COVER S R C M SOFFIT TRIM S T_ (ROOF EXT.) TUF—LRE TRIM L F1.ASLIING *TRIM COLOR NOTE* DESIGNATES COLOR SIDE STANDARD TRIMS NF R.R z„ B S-081766 01 FOR CONSTRUCTION THE VP ENGINEERS SEAL APPLIES ONLY TO THIS DRAWING,INCLUDING THE INFORMATION HEREON,REMAINS THE PROPERTY OF VP ■/� VP Eluildin S THE WORK PRODUCT OF VP AND DESIGN AND BUILDINGS.IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED IN THE V 9 5+��8�766 PERFORMANCE REQUIREMENTS SPECIFIED BY VP. APPLICABLE PURCHASE ORDER AND MAY BE REPRODUCED ONLY FOR THAT PURPOSE.IT 3200 P.,Club Circle Memphis TN 39126 THE VP ENGINEER'S SEAL DOES NOT APPLY TO SHALL NOT BE MODIFIED,REPRODUCED OR USED FOR ANY OTHER PURPOSE WITHOUT THE PERFORMANCE OR DESIGN OF ANY OTHER PRIOR WRITTEN APPROVAL OF VP BUILDINGS. or —PT10N Axdrelm ConsWclion w PRODUCT OR COMPONENT FURNISHED BY VP - 17-018227-01 EXCEPT TO ANY DESIGN OR PERFORMANCE THE GENERAL CONTRACTOR AND/OR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATEy"`�earson Millwork REQUIREMENTS SPECIFIED BY VP. GOOD QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN ACCORDANCE WITH THIS -s 911B/2017 DRAWING,DETAILS REFERENCED IN THIS DRAWING,ALL APPLICABLE VP BUILDINGS ~Mlington,Wnahi Oqt- �&n ERECTION GUIDES,AND INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION, V"`�Pearson Millworks WPM ADS INCLUDING THE CORRECT USE OF TEMPORARY BRACING. _ w q Buesco�Sed�,,,P,,,y NTS wcvEasiou 2017.1c rp 37 9/18I2017 SEDSheet 18:32:11 ,u Poamon Milw.M.F ROOF/WALL STRUCTURAL FASTENER ROOF STITCH FASTENER PANEL CLOSURES (T-2) #12-14 x 1 1/4. 5/16" HEX HD, SS CAP W/WASHER (T-AB) #17-14 x 1", 5/16" HEX HD, SS CAP W/WASHER MARK MARK NUMBER DESCRIPTION NUMBER COLOR 80130 PANEL RIB 3' INSIDE CLOSURE 0975B4__ SEE COLOR SUFFIX CHART BELOW 80140 PANEL RIB 3' OUTSIDE CLOSURE 80360 VEE RIB 3' INSIDE CLOSURE 80362 VEE RIB 3' OUTSIDE CLOSURE MISC. STRUCTURAL FASTENERS 80140 RPR 3' INSIDE PANEL CLOSURE MARK 80130 RPR 3' OUTSIDE PANEL CLOSURE ROOF/WALL STRUCTURAL FASTENER NUMBER 80136 SSR FOAM INSIDE CLOSURE 80136 SSR HARD RUBBER INSIDE CLOSURE (T-2) #12-14 x 1 1/2', 5/16" HEX HD, SS CAP W/WASHER 55307 {T-3) 1/4-14 x 1 1/4", 3/6' HEX HD MARK 55309 T-3 1/4-14 x 2". 3/8" HEX HD NUMBER COLOR 55310 �T-4.5) T-3) 1/4-14 x 3", 5/16' HEX HD 0975B5 SEE COLOR SUFFIX CHART BELOW 55311 T-3) 1/4-14 x 4'. 5/16" HEX HD 56101 #12-24 x 1 1/4". 5/16" HEX HD 56104 (T-5) #12-24 x 1 1/2 5/16" HEX HD POP RIVETS 59227 IT-5) 1/4-28 x 3;, 5/76 HEX HD POP RIVET 1/8 x 3/8" 59228 T-5 1/4-28 x 4 , 5/16" HEX HO MARK 55308 of WALL STRUCTURAL FASTENER 580115 TT-AB-1) 11714 x 1 11/8". 5/16" HEX HD. SS C P/WASHER W/ 7/B"(BAG WASHER50) NUMBER COLOR 097580__ SEE COLOR SUFFIX CHART BELOW (T-2) #17/#12-14 x 1 7/3'. STAND OFF 5/15" HEX HID. SS CAP W/WASHER MARK NUMBER COLOR RIVETS 097597_ SEE COLOR SUFFIX CHART BELOW BULB TITS STRUCTURAL BLIND RIVET MARK NUMBER DESCRIPTION COLOR ROOF/WALL STITCH FASTENER 55160 VP200 RIVET �RV615134-6-19W OLYMPIC BULD TITS) ALUMINUM (T-1) 1/4-14 x 7/8", 5/16" HEX HD, SS CAP W/WASHER 55181 VP205 RIVET RV66D4-6-4W OLYMPIC BULD TITS COOL ARCTIC WHITE MARK 55185 VP205 RIVET RV66D4-6-4W OLYMPIC BULD TITS COOL DARK BRONZE NUMBER COLOR 097581 SEE COLOR SUFFIX CHART BELOW SEALANT MARK NUMBER DESCRIPTION 016688 GRAY SKINNING ROOF STITCH FASTENER 016688 GRAY SKINNING (T-1) 1/4-14 x 1 1/8'. 5/16' HEX HD, SS CAP W/WASHER 025392 WHITE NON-SKINNING MARK B0507 BRONZE SKINNING NUMBER COLOR 90531 FLEXIBLE FLASHING 097582— SEE COLOR SUFFIX CHART BELOW SILICONE ADHESIVE (GRAY) TAPE MASTIC MARK NUMBER DESCRIPTION COLOR SUFFIX CHART 042715 1/B" X 1 1/2" X 40' ROLL SUFFIX COLOR SUFFIX COLOR 60345 1/8" X V X 28" BOX OF 100 100 = COOL ARCTIC WHITE 112 = COOL GRANITE GRAY 200 LINEAL FEET OF COVERAGE PER BOX 1D1 = COOL EGYPTIAN WHITE 113 = COOL SIERRA TAN 80347 1/8" X 1" X 9" (50) AND 3" (150) BOX 1D2 = COOL COTTON WHITE 115 = COOL COLBALT BLUE 100 LINEAR FEET OF COVERAGE PER BOX 1D3 = COOL COLONIAL RED 116 = COOL ZINC GRAY 027893 1/8" X 1" X 25' ROLL 1D4 = COOL STRAW GOLD 117 = COOL COPPER PENNY 025390 3/16" X 1/4" X 40' ROLL 1D5 = COOL DARK BRONZE 110 = COOL METALLIC SILVER 1D6 = COOL WEATHERED COPPER 119 = COOL JADE GREEN 1D7 = COOL BERMUDA GREEN 120 = COOL BRIGHT RED 1DB = COOL HEMLOCK GREEN 121 = COOL PARCHMENT 109 = COOL LEAF GREEN 122 = COOL OLD TOWN GRAY 110 = COOL EBONY UNPNTO = UN PAINTED 111 = COOL IMPERIAL BLUE SPR = SPECIAL REQUEST VP CDMMON WAREHOUSE PARTS E n ocum n W"WWI BJW RJt DI 2z 3 oa 27,e B I S-081767 04 FOR CONSTRUCTION THE VP ENGINEER'S SEAL APPLIES ONLY TO THIS DRAIAANG,INCLUDING THE INFORMATION HEREON,REMAINS THE PROPERTY OF VP VP Buildings THE WORK PRODUCT OF VP AND DESIGN AND BUILDINGS.IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED IN THE CS-O81767 PERFORMANCE REQUIREMENTS SPECIFIED BY VP_ APPLICABLE PURCHASE ORDER AND MAY BE REPRODUCED ONLY FOR THAT PURPOSE.IT 3200 Players Club Circle Memphis TN 38126 THE VP ENGINEER'S SEAL DOES NOT APPLY TO SHALL NOT BE MODIFIED,REPRODUCED OR USED FOR ANY OTHER PURPOSE WITHOUT THE PERFORMANCE OR DESIGN OF ANY OTHER PRIOR WRITTEN APPROVAL OF VP BUILDINGS. Y Pf10N Aku lm Censtruoion ' PRODUCT OR COMPONENT FURNISHED BY VP 17-019 2 2 7-01 EXCEPT TO ANY DESIGN OR PERFORMANCE THE GENERAL CONTRACTOR AND/OR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE V ')Pearson Millwork REQUIREMENTS SPECIFIED BY VP GOOD QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN ACCORDANCE WITH THIS 911812017 DRAWING,DETAILS REFERENCED IN THIS DRAWING,ALL APPLICABLE VP BUILDINGS 'ANlnpton,W+shYn91� BUILDINGS ERECTION GUIDES,AND INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION, Pearson Millworks LJPM ADS INCLUDING THE CORRECT USE OF TEMPORARY BRACING. NTS f51°'"2017.1c nu38 9/18/2017 SEDSh-t 18:32:56 rsoaxE Poanon M,Ilw.,k,F •�w•a,..t ae,.x.p.ewd pN.aMwe,:•.Y,c 22 STRUCT FSJRS(553D7) IVE FLUSH NTH TOP OF THERMAL SPACER BLOCK (NOTE: REVO AT FIRST RUN ONLY) oPE 0�►� Z-PURUN 9r 1 \\ \\\ HERMAL SPACER BOCK BAR JUST \\ \\\\ 582043- 1 THICK BLANKET INSULATI BLANKET INSULATION \ \N,\\\ Z-PURLIN r12RM 3 S 5/�ER BLOCK (own ERMAL SPA BLOCK \\ ll _-JJ esrn n-r �12� TRUSS FOR PANEL LESS SCRAP VARIES BAR JOIST THAN 24'VADE THERMAL SPACER BLOCK — DETAIL 2 Z—PURLIN (or BAR JOISTDETAIL 1 ((O((( ) 1�02NIVE TLVSPACUt STRUCI S TOPBLOCK 0� () (( Ir \\iNETOJAL SPACER BLOIX D2RIVEI FLUSH MIM lop 3Or) THERMAL SPACER BLOCK - (NOTE REWD AT FIRST RUN ONLY) I — sA \ \ \ \ E >< ROCt'$ECCN04RY STRUCTURAL(or �O INSULAIION BRIDGE THERMAL Sp/l(£R BI.Dry( x IF APPLICABLE) 9 \\\\\ 5620A3- I 1HIUC) "'b", \ \\\\\\ � CUP LOCATION(TIP.) TYP.ALONG \\\ ENONALL DET.1 \\\\\\ ONLY Off, TIPS r IFACEDOINS JTLATION TO REDDE13 THAT F C CONDENSATION AREAS HAVE A MIN MUM OF TRUSS � ENDWALL THESE AREAS.C ONLY BLANKET INSULATION PICA 3 ENDWAALLL�O.H, THERMAL BLOCK AT DP N AREAS — DETAILS THERMAL SPACER BLOCK DEL 3 (675- 1) SIDENALL O.H. 2 3 J 4' FOR PANEL LESS SCRAP VARJCS (�{ THAN 24'MDE BUILDING KEY SSR THERMAL BLOCK INSTALLATION o.+. W-1 u0U►Mll6(t. 00 OD 00 TRUSS PURLIN DETAIL 1 ape RJt aT 19 s` Di o a B S-090()28 00 1 FOR CONSTRUCTION THE VP ENGINEER'S SEAL APPLIES ONLYTO THIS DRAWING,INCLUDING THE INFORMATION HEREON,REMAINS THE PROPERTY OF VP /'� VP Buildings THE WORK PRODUCT OF VP AND DESIGN AND BUILDINGS.IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED IN THE V S_090028 PERFORMANCE REQUIREMENTS SPECIFIED BY VP. APPLICABLE PURCHASE ORDER AND MAY BE REPRODUCED ONLY FOR THAT PURPOSE.IT 32.Players Club Circle Memphis TN 38125 THE VP ENGINEER'S SEAL DOES NOT APPLY TO SHALL NOT BE MODIFIED,REPRODUCED OR USED FOR ANY OTHER PURPOSE WITHOUT r THE PERFORMANCE OR DESIGN OF ANY OTHER PRIOR WRITTEN APPROVAL OF VP BUILDINGS. ev —PT- Aathelm Consbuctien 17-019227-01 PRODUCT OR COMPONENT FURNISHED BY VP THE GENERAL CONTRACTOR ANOR ERECTOR is SOLELY RESPONSIBLE FOR ACCURATE Pmnon Milhvork EX O' CEPT TO ANY DESIGN OR PERFORMANCE � WITH . GOOD QUALITY WORKMANSHIP 1N ERECTING THIS BUILDING IN ACCORDANCE THIS AHn tm Wosldn ton 911&2017 REQUIREMENTS SPECIFIED BY VP DRAWING,DETAILS REFERENCED IN THIS DRAWING,ALL APPLICABLE VP BUILDINGS 4 0 BUIl.WT4G$ o ERECTION GUIDES,AND INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION, pennon MilM.orks vuco:n[nr LJPM AOS INCLUDING THE CORRECT USE OF TEMPORARY BRACING. s,,;, „ , A[4u&oprSNCMrpYry NTS wcwPaur 10T7.ta r 39 9/18/2017 SEDSheet 18:33:35 rivav Pearson Milhvorks F edlvb,W BWeSco Bddhge Nodh Pmedce,be L Z09OLL 'ON 103f0ad L h � SAv"MA" 11005 '3 llOOS •3 j0 q}_lV�(pj r=6r ?atom" 'A8 NMVa 'AS 03NOJS30 °x y ,���' i zozJ-74wylwvdA3.1,Weer AE3 iVOiSiA3i1 'ON 3LV0 L33N5 NV' d ONIAVd o, siaaulBu3bulllnsuo3 -vo £Za86 VM 'N019Nn8v '3N 3AV H169 L L£6L " /YEN elSlAeJJa 'ON„ NOWCOV ONIMine SNHOMI-1IW NOSHV3d 1V0 3 A8 NO3H3 NV-ld i I i •_ _ �I�i� � 3 / - 91 wul mvn sw 31V0 .; :Jq ]jt i+ ;t•;�4� L LSD NOl5f1W!0/JD V300 AM - 133HS 3UU 3H1 NO SNOWON00 3H1 aid 03Ao6ddv ONV 03M31A3a N338 SVH 133HS NVId SIHL �` i aVAOaddV ONIM"O NOLLOna1SN00 BN � ^� I,^ �:.:" �-�-�.._✓ ,.- p., ALL ��il:: 1' -! 1 ': ---- --- - - -- Tuft! 3AM l 1 Tx oc 1J, r $ .�Z so N in n 1 I , H _ O 34Va99ns 9NI15IX3 b0 abNlft ,r, o du _ I I 'j '1N3w3AVd 90 a3Z1lI1TJ3d o OM00 e j +$ rr S ,8L H OOl6 M&LOON do 9/1 dol 1 I Q 00•0OL-di I ; I WONd dViNne 3AOW3a !.' / m `� is GIGS 00'OOL=JJ z ! 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Applicant Address: PO Box 2947 Applicant, City, State, Zip: Mount Vernon,WA 98273 Contact: Alan Perkes Phone: 360-424-6848 Email: alan@asthelmconstruction.com Scope of Work: Warehouse Valuation: 262866.00 Square Feet: 5915 Number of Stories: 1 Construction Type: Occupancy Group: ID Code: Permit Issued: 11/07/2017 Permit Expires: Form Permit Type: Status: COMPLETE Assigned To: Kristin Foster Property Parcel# Address Legal Description Owner Name Owner Phone Zoning 31051500401200 19311 59th Avenue NE City of Arlington Contractors Contractor Primary Contact Phone Address Contractor Type License License# Axthelm Construction, Alan Perkes 360-424-6848 3610 Cedardale CONSTRUCTION Labor and AXTHECI019DU Inc Rd Unit C CONTRACTOR Industries Inspections Date Inspection Type Description Scheduled Date Completed Date Inspector Status 11/17/2017 C20.BUILDING Approved FINAL Plan Reviews Date Review Type Description Assigned To Review Status 09/26/2017 COMMERCIAL No comments,LT PW-ADMIN-GIS ADDITION 09/26/2017 COMMERCIAL No issues.FR PW-SEW-REV ADDITION 09/26/2017 COMMERCIAL No comments for this review. pW-WAT-REV ADDITION Gus 09/26/2017 COMMERCIAL z.Rick Karns ADDITION 10/04/2017 COMMERCIAL BUILDING ADDITION Fees Fee Description Notes Amount Building Plan Review Table 4-2 $20.00 Building Plan Review Table 4-2 $1,732.52 Building Permit Table 4-1 $2,695.94 Processing/Technology $25.00 State Surcharge-1st DU Residential-1st Unit $4.50 Total $4,477.96 Attached Letters Date Letter Description 11/06/2017 Building Permit Payments Date Paid By Description Payment Type Accepted By Amount 09/26/2017 Pearson Millwork,Inc. Check#8064 Kristin Foster $1,732.52 11/07/2017 Pearson Millwork,Inc. Check#8178 Kristin Foster $2,745.44 Outstanding Balance $0.00 Notes Date Note Created By: 10/04/2017 Original plans were preliminary these are Final plans.-1p Launa Black 09/26/2017 Plans are available for review at the CED plan review room. Kristin Foster Uploaded Files Date File Name 11/07/2017 2761499-1668 Issued Permit.pdf 09/27/2017 2654462-1668 Application.pdf OrnT NOo UI on T>.-i0 OmTT NO D OmyymIx I>o D TD N N Z>oO-..p"'� Z�010M Z>IDXpOTA O Z>XOC 0i Z Z(�D r V N D3m,OS C D3fz110NDr n- rZiI�O�O Mbo� /V A CONCPT OO�O No o �� n �m_i3< �v°' .om-mX;A o 1zl�fn0-i .-1-l.A oo..111 moia�.. -� Dow-1N D zxz 1D' 0 XZ r0 `OY�Dmo� ZVN?m DZ TZNO-iD (l Da N���On b3 �0 n 0 mf T zF m°D'c=.D Om ND..Oz� mc��drADx "i Z3,Oo��ny0 DPog 111 v z i- o', o - nvom r m3 oofZ A>�I^' mNND��70 o M O - T Aecn' oDoma Ill AN'?;1 T3 Dmoo °i Oy m.00 c?Z Oiao-+ '- .brnN mC- Al, o mOl" w�n p� -<0 0 mtO. 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