Loading...
The URL can be used to link to this page
Your browser does not support the video tag.
Home
My WebLink
About
7304 197TH PL NE_BLD5020_2026
i COMMERCIAL BUILDING PERMIT APPLICATION Community and Economic Development City of Arlington• 18204 59th Ave NE•Arlington,WA 98223•Phone(360)403-3551 The following information is required for Commercial, Multi-Family,and Mixed-Use Building Permit Applications. Mark each box to designate that the information has been provided. Please submit this checklist as part of the submittal documents. Incomplete applications will not be accepted. SUBMIT ELECTRONIC FILES AND THE NUMBER COPIES REQU IRED FOR EACH OF THE FOLLOWING; EACH BUILDING OR STRUCTURE REQUIRES A SEPARATE SUBMITTAL. QTY REQUIRED DOCUMENTS 1 City of Arlington Commercial Permit Application ❑ 1 City of Arlington Commercial Submittal Requirements Form ❑ 1 Building Design Requirements(detailed information regarding plan preparation) 2 Site Plan 2 Architectural Plans 2 Structural Plans 2 Structural Calctdations ❑ 1 Project Specification Manuals(if applicable) 1 WSEC Compliance Forms https://waenergycodes.conl/ [� 1 Special Inspection and Testing Agreement 1 Deferred Submittal Request ❑ 1 Airport Property Lease (if building is located within the Arlington Airport Property Boundary) ❑ 1 USB Flash Drive or email a link to ced@arlingtonwa.gov 1. Architectural and Structural Plans shall be bound separately and rolled together with the Site Plan in complete sets. 2. Plan Review fee is due at time of submittal and remaining balance will be due at time of issuance. 3. The City of Arlington does not review or inspect electrical systems. Contact Labor and Industries at lni.wa.gov or 360-416-3000. Contact the Permit Center to verify if an intake appointment is required. City of Arlington Permit Center at (360) 403 3551 or by email to ced0arlingtonwa.gov. ( /acknowledge that all items designated as submittal requirements must accompany my Building Permit Application to be considered a complete submittal. REV 12/2021 Pagel of4 COMMERCIAL BUILDING PERMIT APPLICATION Community and Economic Development City of Arlington• 18204 59th Ave NE•Arlington,WA 98223•Phone(360)403-3551 Type of Permit: 12 Commercial ❑ Multi-Family ❑ Mixed-Use XXX 197th PL NE, Arlington, WA 1,300,00 Property Address: Project Valuation: ILot#: 13-F parcel ID No.: 31051400203300 Subdivision: R05QW1/21_13 Project Scope of Work: 44,314 S.F. Warehouse with small office. Primary Contact: ❑ Owner [2 Architect ❑ Engineer ❑ Contractor Owner Name: Arne Zenneck Office No.: (360)454-0268 IEmail Address: arne@ rnwdist.com Cell No.: IMailing Address: 14219 Smoky Point City: Marysville State: WA Zip: 98271 Architect Name: Adam Clark 2812 architecture. Contact: Paul Office No.: (425) 252-2153 Email Address: Paul@ 2812architecture.com/adam@2812architec Cell No.: Mailing Address: 2812 Colby Avenue City: Everett State: WA Zip: 98201 _ =-� April 05, 2024 Professional License Nlunber: 6Rm J Ex iration Date: Engineer Name: Kingworks structural Engineers Office No.: 360.714.8260 (ext. 106) Email Address: brian@ king-works.com Cell No.: Mailing Address: 600 Dupont Street City: Bellingham State: WA Zip: 98225 °-1 July 17, 2023 Professional License Number: 4777R Ex iration Date. Contractor Name: Axthelm Construction (Brandon Axthelm) Office No.: 360.424.6848 IEmail Address: Brandon@ Axthelmconstruction.com Cell No.: IMailing Address: 3610 Cedardale Rd Unit City. Mount Vernon State: WA Zip: 98273 IL&I Contractor License Number: AXTH EC 1019DU Expiration Date: 04/05/2023 IBC Construction Type: VB IBC Occupancy Type: S-1 Building Square Footage: 15,748 Number of Stories:1 Square Footage Per Floor: 1st 15,748 2nd 3rd 4th 50, 6th Description of Use:Warehouse with Small office REV 12/2021 Paget of4 i COMMERCIAL BUILDING PERMIT APPLICATION Community and Economic Development City of Arlington• 18204 59th Ave NE•Arlington,WA 98223•Phone (360)403-3551 A. THE CITY OF ARLINGTON CURRENTLY ENFORCES THE FOLLOWING: International Codes 1. 2018 International Building Code(IBC) 2. 2018 International Residential Code(IRC) 3. 2018 International Mechanical Code (IMC) 4. 2018 International Fuel Gas Code(IFGC) 5. 2018 International Fire Code(IFC) 6. 2018 Uniform Plumbing Code(UPC) 7. 2018 International Property Maintenance Code(IPMC) 8. 2018 International Existing Property Code(IEBC) 9. 2018 Washington State Energy Code (WSEC) 10. 2017 Accessible&Usable Buildings and Facilities(ICC/A117.1) Washington State Amendments 1. WAC 51-50 Washington State Building Code 2. WAC 51-51 Washington State Residential Code 3. WAC 51-52 Washington State Mechanical Code 4. WAC 51-54 Washington State Fire Code 5. WAC 51-56&51-57 Washington State Plumbing Code and Standards 6. WAC 51-11 Washington State Energy Code 7. WAC 296-46B Electrical Safety Standards,Administration,and Installation B. CITY OF ARLINGTON DESIGN REQUIREMENTS Design Wind Speed: Exposure C-Ultimate Design-98 miles per hour Exposure C-Nominal Design-72 miles per hour Ground Snow Load: 25 pounds per square foot Dead Snow Load: 10 pounds per square foot Seismic Zone: D1 Seismic category-D,E,or F,subject to soil,location,risk category and building characteristics. Climate Zone: 4-C Rainfall: 2 inches per hour for roof drainage design. Frost Line Depth: 18 inches Soil Bearing Capacity: 11500 psf unless a Geo-Technical Report is provided.(IBC Table 1804.2&IRC R401.4.1) C. DEFERRED SUBMITTALS If the project requires any of the following,a Deferred Submittal Request MUST be completed.Deferred submittals require separate applications,plans and plan review. 1. Mechanical Plans(if not included in the plan set) 2. Plumbing Plans(if not included in the plan set) 3. Fire Sprinkler 4. Fire Alarm 5. Signnage D. SPECIAL INSPECTION AND TESTING AGREEMENT A Special Inspection Finn is required to perform special inspections for the following type of work. *The Special Inspection and Testing Agreement MUST be submitted with the Building Application. ❑ Reinforced Concrete ❑ Structural Steel and Welding ❑ Bolting in Concrete ❑ High-Strength Bolting ❑ Pre-stressed Concrete ❑ Spray-Applied Fireproofing ❑ Shotcrete ❑ Smoke-Control Systems ❑ Structural Masonry ❑ Other-Specify: REV 12/2021 Page 3 of COMMERCIAL BUILDING PERMIT APPLICATION Community and Economic Development City of Arlington•18204 59th Ave NE•Arlington,WA 98223•Phone(360)403-3551 E. INSTALLATION,MODIFICATION OR REMOVAL MAY REQUIRE A SEPARATE PERMIT SUBMITAL *CHECKALL THAT APPLY ❑ Automatic fire extinguishing systems ❑ Compressed gas systems ❑ Fire pinups ❑ Flammable and combustible liquids (tanks,piping etc.) ❑ Standpipe systems ❑ Hazardous materials ❑ Private fire hydrants ❑ Industrial ovens/furnace ❑ Fire alarm and detection systems ❑ Spraying or dipping operations ❑ High piled/rack storage ❑ Temporary membrane structure,tents(>200 sq.ft.)or canopies(>400 sq.ft.) ❑ Provide details on any of the above checked items: I hereby certify that I am the ❑Owner U Architect ❑Engineer ❑Contractor and authorized to sign this application and that the above information is correct and construction on,and the occupancy and the use of the above-described property will be in accordance with the laws,rides and regulation of the State of Washington,and the City of Arlington. -76 titre Print je ate FOR STAFF USE ONLY PERMIT N ACCEPTED BY: DATE STAMP REV 12/2021 Page of W In In A NEW BUILDING FOR LU 1-- Z W LU C, 'D ILL LU � N ry NYY zIL RNW A a l w w �e 9 Owner: Arne Zenneck 14219 Smokey Point Blvd, E Unit B2, Marysville WA ID cQ ad 0 >0)N Ph: 360.454.0268 L Q N N arne@rnwdist.com o N cq U N N N N W v Axthelm Construction Inc 3610 Cedardale Rd Unit C Mt Vernon,WA 98274 P.(360)424-6848 cn n Kingworks i O ' � _------- Structural Engineers _--_-- --- 600 Dupont Street Suite B Bellingham,WA 98225 (360)714-8260 • .- ...... TerraVista NW 3204 Smokey Point Drive i Suite 207 Arlington,WA 98223 (360)691-9272 Metron and Associates,Inc 307 N.Olympic,Suite 205 Arlington,WA 98223 Phone:(360)435-3777 Fa.(360)435-4822 Owner. Arne Zenneck 14219 Smokey Point Blvd, Unit B2,Marysville WA Ph:360.454.0268 Brandon Axthelm ME T RO N arne@rnwdistcom Axthelm Construction S.,00 KINGWORKS AND ASSOCIATES, INC. O LAND SURVEYS I MAPS I LAND-USE PLANNING Axthelm WENGINEERS CITY OF ARLINGTON Eric J. Scott, PE 307 N. Olympic, Suite 205 CONSTRUCTION DRAWING REVIEW ACKNOWLEDGMENT m CON S T RUCTION Principal/Project Manager Arlington, WA 98223 THIS PLAN HAS BEEN REVIEWED AND EVALUATED FOR GENERAL COMPLIANCE WITH THE Brian Andersen,PE CITY OF ARLINGTON CODES AND ORDINANCES.CONFORMANCE OF THE DESIGN WITH ALL www.axtheimconstruction.com Phone:(360)435-3777 APPLICABLE LAWSANDREGULATIONS IS THE FULL AND COMPLETE RESPONSIBILITY OF y Kingworks Structural Engineers Terra Vista NW, LLC THE LICENSEDDESIGN ENGINEER WHOSE STAMP AND SIGNATURE APPEAR ON THIS 0 Z PO Box 2947, Mount Vernon,WA 98273 SHEET.ACKNOWLEDGEMENT OF CONSTRUCTION DRAWING REVIEW DOES NOT IMPLY W Phone:360.714.8260(ext.106) Consulting Civil Engineers Fax:(360)435-4822 CITY APPROVAL FOR CONSTRUCTION ACTIVITIES THAT REQUIRE OTHER COUNTY,STATE d Z W O 360.424.6848 I C O = www.king-works.com 3204 Smokey Point Drive DESIGN ENGINEER SHALL BE RESPONSIBLE FOR THE ACQUISITION AND COMPLIANCE OF m0 ALL APPLICABLE PERMITS ANDIOR AUTHORIZATION WHICH MAY INCLUDE,BUT ARE NOT M Suite 207 LIMITED TO,WSDFW HYDRAULIC PROJECT APPROVAL(HPA),WSDOE NOTICE OF INTENT Arlington, WA 98223 ((NOI), ORP OF ENGINEERS a)NOI),ENDAN ERED SPECIES ACT FILL PERMITS AND THE REQUIREMENTS OF THE z m Q www.Terra VistaNW.com BY. Drawing: EricS(a�Terra VistaNWcom DevelopmentServlcesManager DATE (360) 386-9997[D] THESE APPROVED CONSTRUCTION PLANS EXPIRE AFTER 18 MONTHS FROM THE DATE A1 .0 (425)422-0840[C] SHOWN ABOVE OR UPON EXPIRATION OF PRELIMINARY PLAN OR SITE PLAN APPROVAL. (360) 691-9272(OJ DESIGN REVIEW PLN#885 SPECIAL PLN#884 21c-4317 BOARD PERMIT USE _3e 18C 197TH PL NE SITE PLAN N07E5 O PROJECT GR I TER I A ARLIN6TON ROAD DRAW I N6 INDEX 19 BICYCLE ACCESS. TAX ACCOUNT NO. 51051400205500 1. HANDICAP P ING W/ CURB GUTS AND SECTION: 14 TOWN5HIP 31 NORTH RAN6E 5 EAST ARK 11 a 5 ,3 21 S88°1 NAVD66 NAD656'20"E 238.21 516N5 PER DETAILS 4,5 b 10/A1.2 ARCHITECTURAL SHEET - ---- - - - - 2. ADA AGGE55 AISLE. PAINTED, LEGAL DESCRIPTION: 3. EXTRUDED CURB SEE DET.2 DW6.A1.2 AI.I SITE PLAN z z� 5ectlon 14 Townshi 31 Range O5 Quarter W1/2 . LOT A1.2 51TE DETAILS 3 a a Iq o /�� � 4. CONCRETE SIDEWALKS WITH THICKENED p g LU � 0 19 , E o-� 13 OF CITY ARL BLA SURV REG AFN 9605085005 BE1N6 PTN LI.I LANDSCAPE PLAN .. $ g a ED6E5 PER DETAIL 3/A1.2 104I/2 EXG R/W TO CITY ARL PER SWDS REG AFN 201802230401 A2.1 FLOOR PLAN b 16 n 1 5. E06E OF ASPHALT PAVING SEE DET.I � EXG TH PTN THOF PAP TH PTN SEC LY19.00FT ELY d 41.00FT A2.2 REFLECTED CEILING PLAN .. .. .. .. pppp���� 8" BUMP OUT 18 DW6 A1.2 PER CIVIL DRAWIN65. WLY OF FOL6 DE5G RD C/L COM AT 5W COR OF LOT 13 AS SHOWN A2.3 REFLECTED CEILIN6 PLAN F 1 - AIM - - -- --+ 0 6. 4" WIDE TRAFFIC 5TRIPPIN6 AT PARKING ON SD CITY ARL BLA REG AFN 9605085005 TH 58 f 56 19E AL6 A3.1 EXTERIOR ELEVATIONS I �4=55.0 0" I q -0' U� STALLS, TYP 5 LN OF 5D LOT 13 564.66FT TO TPB OF THE HERE IN DE5G RD A4.1 BU I LD I N6 SECTIONS R=55.00 ��, 11 ® I ` T 1. GLASS B ASPHALT PAVING PER CIVIL 0 C/L THN53 30 50E 2T.02FT TH AL6 A CRV TO L WH GTR OF GRV A4.2 FIRE RATED WALL ASSEMBLY r r== '`�� 11 j 8. TYPE 'A'A OPAQUE SCREENING: BEARS N36 29 IOW HAVING A RAP OF 440.00FT AN ARC P15T OF AS.I DOOR, WINDOW b FINISH LL 56'1.55FT TH N20 23 16A 113.15FT TH AL6 A CRV TO R WH GTR SCHEDULE - 8 a . 20.16.040 OF CRV BEARS Nbq 36 34E HAVING ARAD OF 528.00FT AN ARC, A5.2 DETAILS tN r+ try n I ® 0 1 A \ Z q. NEW APRON PER CAVIL DRAWINGS. DI5T OF 41.22FT TO N LN OF 5D LOT 13 WH AL50 15 5 LN OF A5.5 DETAILS cl = 10. EXISTING 8' HIGH GHAINLINK FENCE TH CERTAIN PRIVATE ACCESS d UTILITY EASE KNOWN AS 14TH n ry 10 S m O 19 -0 b tt II. BOLLARD PET. II DWG A1.2. AVE NE AS DESG AFN c1601110532 clbI25500cl c1605085005 STRUCTURAL Qj DI VC) 12. 3'4" WARD RAIL.DET 1 DW6 A1.2 g60516008120050g14112q d 201401010240 d TERM OF HEREIN 51.0 STRUCTURAL NOTES (gyp t 213. TRASH ENCLOSURE SECTION PET 8d9. DW6 DESG C/L d ALSO EXG TH PTN THOF LY ELY OF LN LY Iq.00FT 52.1 FOUNDATION d PARTIAL LOFT C m ro o v A1.2 (TRASH ENCLOSURE TO BE GLARED ELY OF FOL6 DE56 RD C/L COM AT SW COR OF LOT 13 AS SHOWN FRAMIN6 PLANS WITH RNW SYNTHETIC SIDING TO MATCH ON 50 CITY ARL BLA REG AFN g605085005TH 561 56 1qE AL6 5 54.1 FOUNDATION PLANS THE PARKIN6 LOT SGREENIN6 FENCE.) LN OF 5D LOT 13 564.66FT TO TPB OF THE HEREIN DE56 RD 54.2 WOOD FRAMIN6 DETAIL5 14. NEW FIRE HYDRANT OIL TH N53 30 50E 21.02FT TH AL6 A CRV TO L WH CTR OF " eD I + 15. EXI5TIN6 FIRE HYDRANT CRV BEARS N36 2q IOW HAVING A RAP OF 440.00FT AN ARC METAL BUI LIP IN6 DRAWINGS I 2 •N TPAVEMQIT REPAIR I5 TO BE 8: g Ib. 25' SET BACK. DIST OF 561.55FTTH N20 23 I6W 113.15FT TH AL6 A GRV TO R - -; 11. REMOVAL OF EXI5TIN6 CURB WH GTR OF CRV BEARS N69 36 34E HAVING A RAP OF 528.00FT y I DN ,.jv :^12 _ �• COMPLETED WITH THE REMOVAL BUMP I8. 10' UTILITY EASEMENT AN ARC, DI5T OF 41.22FT TO N LN OF SD LOT 13 NH AL50 IS 5 k b p OF THE CUL-DE-5AC AND OUT z7 Iq. NEW SIDE WALK. SEE DET.b DW6.A1.2. LN OF TH CERTAIN PRIVATE ACCESS d UTILITY EASEKNOWN AS n + INSTALLATION OF FRONTAGE 1 a \ IMPROVEMENTS. 20. 4'-0' HIGH FENCE WITH RNW SYNTHETIC 14TH AVE NE AS DESG AFN 9601110532 9b1255009 9605085005 p /...�.,.. 1 r` �, SIDING. BURMA GOLOR.DETI2 DW6 A1.2 9605160081 200509141129 b 201401010240 d TERM OF HEREIN • 51PERALK MUST BE POURED TO w I n I1 r 21. MAIL BOX DESG G/L PER SVID REG AFN 201802230402 r 12 II A STRAIGHT JOINT AND A o V) A \_ 22. ELECTRICAL METER o Lo „ MATCHED IN. t 25. PEDESTRIAN L I6HT FIXTURE. BU I LD I N6 CR I TER I A 4 I e • MUST VERIFY IF EXI5TIN6 ADA PER:20.40. i PERMI55IBLE USES 2 12 Ib 24. PLAZA, SEE DET.b IN6.A1.2. ZONIN6: 61 (6ENERAL INDUSTRIAL) ® RAMPS MEET STANDARDS, IF + 25. PARKING LOT LIGHTING 4. 120 Pr i mar i I y consists, Of MAX. HEIGHT (ZONIN6): 50'.TABLE 20.48-5 n Z I fl NOT THEY MUST BE REPLACED. 26. EXTERIOR LI6HTIN6 business not done With m it 11'e 1q • IF EXISTING 5IDEWALK b/ \ 21. BIKE RACK. -1-51ke Saddleback Bike MAX LOT COVERAGE: 1016 Walk-in trade. ao t2 ` IMPROVEMENTS ARE DAMA6ED 8" Rack - 62"L - 2-3/8"OD Galvanized ��` 2018 IBC >Q N m 13 DURIN6 CONSTRUCTION THEY BUMP - 1 OCCUPANCY: 5-I Desi nation Z5. o m 14 o Pipe - Surface Base Plate g U 2;N co o U WILL NEED TO BE REPLACED. OUT I Mount. Provided b Bic ale Rack FIRE SPRINKLER: YES a 2OJ y y 10.220 Warehouse Storage m FIRE ALARM: YES m > - Source (800)2q 1-1442. FQG 1 I 1 ty.. N w a � _ _ _ _ � � 28. CONCRETE LANDING GONSTRUGTION TYPE: VB - - - - - - -} - + 24. EXISTIN6 CHAIN-LINK FENCE TO BE PROPERTY SIZE: I.02 AG. (44.3I4 S.F.) Designation Z5. 5 S 87°56'19"W 296.03' 65'-q \ REMOVED, 5 I TE PLAN 50. RETAININ6 WALL AT 6RADE CHAN6E. AIRPORT SECTOR: G PER:20.12-1 W/6UARD RAIL PER DET.1 DW6 A1.2 PARK I N6 CALCULAT I ON5 cric 50ALE: 1" = 20'-0" ® ELECTRIC VEHICLE CHAR6IN6 STATION PTIILITY DI5T�RIIGT5 REQUIRED PARKING: V NORTH WOCCUPANCY ARE O�G5EE WATER: CITY OF ARLIN6TON WAREHOUSE:10.220 Warehouse Storage - - PLUMB I NG FIXTURE ANALYS I 5 (500 S.F./ OCCUPANT) 2018 H5EG LIGHTING ALLOWANCES LIGHT LEGEND SCR CITY OF ARLIN6TON Facl ity I LOYEES ON WATEROL05ET5 12,g34 6.5.F. 5.F./500 Table C405.5.3.(2) TELEPHONE: ZIPLY, GOMGAST THE AXII SPACE PMUUMOR � BUT NOT THAN OCCUPANCY OOG. LOAD WOMEN MEN = 26 OCCUPANTS NOTE: LI6HT FIXTURES TO BE SHIELDED 5-1 (WAREHOUSE ) 26 13/100= 0.15 13/100=0.13 TOTAL PARK I N6 AREA = 13,160 FT FROM THE SKY b ADJACENT PROPERT I E5. CODES I SPACE PER 10,OOO SQUARE FEET OF J B+A 2q 15/25= 0.60 15/32= 0.41 BUSINESS: 2015 INTERNATIONAL BUILDING GORE AREA DEVOTED TO STORAGE (WHETHER AREA X WSEG ALLOYED WATTS/S.F. = TOTAL ALLOWED WATTS I REQU I RED I REQU I RED (I 50 5.F./ OCCUPANT) PARKINS LOT 14,4165 FT X 0.06 W/FT'= 8q1 TOTAL ALLOWED WATTS (I BC) I N5[DE OR OUTSIDE). 3610 Ce Construction Inc 423 S.F./150 = PARKING LOT L I6HT I N6 26 OL/4 = 1 STALLS FEW I RED. 3610 Cedardale Rd Unit t TOTAL PROVIDED 2 2 3 P-LOT LIGHTS ® IOOW EA + TOTAL WATTAGE = 300 WATTS 2015 INTERNATIONAL MECHANICAL Mt Vernon,WA 98274 3 OCCUPANTS (IOOYV) LED SHOE BOX FIXTURE TOTAL FACADE WALL AREA = 10,500 S.F. STALLS PROVIDED = 22 p.(360)424-6848 FACADE WALL AREA X WDEC ALLOWED WATT5/5.F. = TOTAL �` 25' POLE W/IS" VIA 24" HI6H GONG. BASE CODE (IMG) LAVATORIES BUILDING Kingworks CONFERENCE ROOM ALLOWED WATT5.10,500 S.F. X .015 W/S.F. = 181 TOTAL 2018 INTERNATIONAL FIRE GORE FACADES WALL PAC, ® I OOw EACH I Structural Engineers 5-1 (WAREHOUSE) 26 13/100= 0.13 13/100=0.13 (I 5 5.F. / OCCUPANT) ALLOWED WATTS ON BU I LD I N6 FACADES. TOTAL(&)X I OOW A (I MC) OFF I GE:4.120 600 Duvont street B+A 211 15/40= 0.60 15/40= 0.38 428 S.F. / 15 = _ (32 W) LED WATT EQUIVALENT Suite TOTALS 1 REQUIRED I REQUIRED 2018 UNIFORM PLUMBING CODE (UPC) I space per 400 square feet of Bellingham,WA98225 29 OCCUPANTS BUILDING TOTAL 5' IN.FT LK LIN.FT =1060 S.F. 201D WA5HINSTON STATE ENERGY CODE gross floor area. e TOTAL PROVIDED 2 2 ICI I�YS WALKWAY LIN.FT WSEG ALLOYED WATTS/S.F. = TOTAL A (360)714-8260 TOTAL OCCUPANCY = 58 ALLOWED WATT5. 1060 S.F. X .5 W/LIN.FT = 530 WATTS c151 5.F. / 400 = 3 PARING STALLS TerraVista NW I < 10, WIDE WALKWAY PEDESTRIAN LI6HTIN6 A 15 W EACH 10 PARKIN& STALLS REQUIRED. 3204 Stookey Point Drive -------- -----1-MIN DOOR WIDTH ALLOWED AT 5' WALK WAYS. TOTAL (6 L16HT5 X 20K ® ALLOWABLE AREA Suite207 OFFICES 1 CANFERENC LED)=120W p (20W) LED WATT EQUIVALENT 10' POLE TOTAL PARKING STALLS PROVIDED.22 Arlington,WA 98223 OCCUPANT LOAD: 42 423 S.F./150 /1 I ROOM 428 1 DOOR WIDTH: OCCUPANCY 5-1 EV GHAR6I N5 STALLS REQU I RED (360)691-9272 OL 5� /441 5.F./15 1 42X.15 = b.3" REQUIRED TABLE 506.2 Metron and Associates,Inc. OL 2q 1 1081 PROVIDED IN `v't�'t"` 5-1 OCGUPANCY:FOR VB = 36.000 10% OF 22 = 2 STALLS 3o7 N.Olympic,Suite 205 o---------- - ---------+- Postage oree" Arlington,WA 98223 WA1SE AREA w�m,rerte ewe L S.F.MAX Phone:(360)435-3777 j 12" PROVIDED IN OFFICE cemat y w PROVIDED 15.618 IMPERVIOUS SURFACES. Fa1t:(36o)435-4822 o---------- AREA z 5.F. ASPHALT: 13,054 S.F. Owner. gy Cemetery R6 EXITS v a' SITE PER 20.16.130 ALLOWABLE BUILDING HEIGHT: VB 40 CONCRETE: 3,001 S.F. Arne Zenneck14219Stooke Point Blvd, + CORRIDOR WIDTH; SHAPE TREES IN NS 5 BUILDIN6 FOOT PRINT: 15.148 5.F. Unit82,MarysvilleWA o--------- j PARKING AREA. Q 42X.20 = 8° REQUIRED w ¢ 31.803 S.F. Ph:360nwdis 68 cor 44" MIN I o"4g.C° �� Oj 1368 S.F.*.20 = 214 S.F. erne@rnwdistcom j _ & w OF SHADPROVIDED. I DED BU I LD I N6 AREAS TOTAL IMPERVIOUS SURFACES _ I PER TABLE 1011 118 5.F .2: $ � n o OFFICE BUILDING 31,803 S.F./ 44,314 S.F. = 12% O EXIST TRAVEL DISTANCE: a B2ndS1NE m �� 0 1368 5.F.*.20 = 2-14 S.F. MAIN FLOOR WAREHOU5E:15.618 5.F O B 5PRINKLERED 500' OF SHADE 6.5.F. j 15-I SPRINKLERED 250' I� 198 5.F PROVIDED. �- IFtre Sranon ®l I ql 5.F.*.20 = 239 S.F. CITY OF ARLINGTON ON I 188ih St NE 188ih St NE OF SHADE j _ _ 188th St NE 240 5 P PROVIDED CONSTRUCTION DRAWING REVIEW ACKNOWLEDGMENT m_ -'-- �' --* - DR I NK I N6 FOUNTA I N5 >,. ./ 'n ' e THIS PLAN HAS BEEN REVIEWED AND EVALUATED FOR GENERAL COMPLIANCE WITH THE co STORA6E: REQUIRED: f Anmgron o p a CITY OF ARLINGTON CODES AND ORDINANCES.CONFORMANCE OF THE DESIGN WITH ALL I r f '` DEFERRED SU BM I TTALS: APPLICABLE LAWS AND REGULATIONS IS THE FULL AND COMPLETE RESPONSIBILITY OF rn (500 5.F. / l n 4 MAu', �a1 m THE LICENSED DESIGN ENGINEER WHOSE STAMP AND SIGNATURE APPEAR ON THIS o Z e0ow OCCUPANT) 1 For 5-1 1 per 1000. �•i ELECTRICAL SHEET.ACKNOWLEDGEMENT OF CONSTRUCTION DRAWING REVIEW DOES NOT IMPLY Q POr B 1 er 100. eGo CITY APPROVAL FOR CONSTRUCTION ACTIVITIES THAT REQUIRE OTHER COUNTY,STATE rn Z 12,q 15 S.F. / P MECHANICAL GAL OR FEDERAL PERMIT REVIEW AND APPROVAL.THE PROPERTY OWNER AND LICENSED c .L.O z Per 2902.5.1 occupant load over a 500 =O'---- p PLUMBI N6 DESIGN ENGINEER SHALL BE RESPONSIBLE FOR THE ACQUISITION AND COMPLIANCE OF Q EX1T(� B0 shal I have one drinking m IBOthSfNE Ti ALL APPLICABLE PERMITSANDIORAUTHORIZATIONWHICHMAYINCLUDE,BUTARENOT m Z 6 e�---- FIRE ALARM I OCCUPANT founta I n for the first 150 n w F LIMITED TO,WSDFW HYDRAULIC PROJECT APPROVAL(HPA),WSDOE NOTICE OF INTENT 3 Z o� w o0ouponts and one for each 500 4,, n z o SPRINKLER (NOI),ARMY CORP OF ENGINEERS FILL PERMITS AND THE REQUIREMENTS OF THE m to - ~ OCCUPANT LOAD { e ° 516N PERMIT NOI,ENDANGERED SPECIES ACT. Z n Q 1n IS 26 I additional occupants. s Q"'s, *BIDDIN6 CONTRACTOR RE5PON51BLE FOR ( ) REGitJIRED L OM16N d PERMIT7IN6 OF ALL DEFERRED BY: DATE: Drawing: PER TABLE: 508.4. Required o---------' --- -- ITEMS Development Services Manager A1 .1 OGGU PANGY PLAN 9eparat i an: q VICINITY MAP *ALL DEFERRED SUBMITTALS MUST BE THESE APPROVED CONSTRUCTION PLANS EXPIRE AFTER 18 MONTHS FROM THE DATE Betweenorat 1 on p M b 5-1 No 5e REVIEWED BY ARG41 TEGT PRIOR TO SHOWN ABOVE OR UPON EXPIRATION OF PRELIMINARY PLAN OR SITE PLAN APPROVAL. 5GALE: I" = 20'-0" required. ® 51UBMITTAL TO THE CITY. DESIGN REVIEW SPECIAL NORTHNOR1N BOARD PLN#885 PERMIT USE PLN#884 21 c-4317 5 I TE PLAN DETA I L5 *5I6N MAY BE MOUNTED ON o BUILDIN6 WALL WHERE APPLICABLE N T z SCALE: A5 NOTED I NEW ADA 5I6N o o iv PET. 5 THI5 WHITE LETTERS d SYMBOL 5IDEWALK DWG. @ EA. ON BLUE BACKGROUND CONSTRUCTION: STALL ® WORDED "STATE DISABLED „ to PARKING PERMIT REQUIRED" S EXPANSION F m 4" GONGRETE TOOL JOINT S JOINT z z o SLAB W/ CONTROL 6„ GONG' FILLER a a JOINTS @ 5'-0" BULLN05E SIDEWALK CLASS 'B' ASPHALT VAN ACCESSIBLE 5I6N AT EXPANSION JOINT E.J. s 0- d O.G. o GONG.WHEELSTOP PAVING TOPSOIL AT I (I) STALL ~ z WHERE REQ'D. + t6i '6 8 _ EXTRUDED GONG. CURB LANDSCAPING ¢ N o z TOOL JOINT a O GUT PER I 2' SQ. 6ALV. P05T 7- CUPS H z SITE PLAN 51 DEWALK BOND I N6 AGENT ra nwM1 °r� K ° D O 4'-0"x4 -0" ID 7 ti v t .\ INTE]"TIGNAL e _ ASPHALT PAV I N6 5YMB0.-GF ACCE5{6 ILL iL tL ASPHALT PAVING , #5 CANT. PAINTED ON 8" DIA. X 24" DEEP TOOL JOINT (T.J J tv ry -CRUSHED BASE COURSE IC 4" COMPACT - PAvetNT, TYP. GONG. FOOTIN6 y 8" L STRUCTURAL ' .'° 9'-0" 9'-0" 9'-0" •* SEE NOTES 14 d 24, DWG. AI.2. PROVIDE n FILL *LOCATE 5I6N 2'-0" *PROVIDE ONE 5I6N EXPANSION JOINTS ® 12'-0" O.G. MAX. b" b" CONTINUE REINF. 1' WIDE BARS FROM FACE OF CURB. AT EACH H.G. STALL COORDINATE LAYOUT WITH ARCHITECT. � I TO HERE CENTER ON STALL ASPHALT PAYING CONCRETE CURB CONCRETE SIDEWALK ADA PARKING STALL H. G. 5I6N , SIDEWALK JOINTS - NO SCALE 1" = I'-0" I" = 1'-0" NO SCALE NO SCALE I/2" = 1'-0.. 6 1 1/2" O.D. METAL PIPE TOP AND BOTTOM RAIL5 � h (PAINT) -1 1/2" O.D. METAL POST PER IBC 1607.S.I.HAND RAILS d 6UARD RAILS 6" DIA. 5GHED. 80 e AT b'-O' o/c MAX. SHALL RESIST A LINIER fl PIPE. FILL W/ CONC. 4'- SHALL RNW SYNTHETIC 5IDIN6 (PAINT) LOAD OF 50 PLF APPLIED IN PAINT: TRAFFIC RNA SYNTHETIC 5IDIN6 E ANY DIRECTION TO THE TOP YELLOW _ OF THE ASSEMBLY. I/2" x 1/2" x 1/4" cg METAL MESH Al MT'L Ti PAVING PER PLAN _ c o a FRAME (PAINT) PER IBC I607.I.I.HAND -% � -_ >`� _ D RAILS d GUARD RAILS -PROVIDE EMBED SLEEVE SHALL BE DE5I6NED TO m FLUSH W/ TOP OF WALL RESIST A CONCENTRATED -2 -0" X 3'-0" GONG. _ a Q N N LOAD OF 200 LBS IN # PER 2.4.3.2 OF THE o?V W.- FOOTING W/ (4) 4 O DESI6N STANDARD U C11 N t ACCORDANCE W/ SECT 4.5.1 VERT. AND (5) #4 % ; ' COMPATIBILITY a �'04 d d ASCE7. m TIES - - r MATRIX. FENCES N w'N� _ AROUND PARKINS E CAST 12" x 1-1/2" I.D. _ - AREAS CAN NOT BE PIPE FOR EMBED SLEEVE - MORE THAN 70% PARKING LOT LIGHT A55EMBLY SHALL RESIST A 2'-0" SOLID. non LOAD OF 50 PLF APPLIED "► IN ANY DIRECTION TO THE � 6UARDRA I L I NG DETAIL TOP OF THE ASSEMBLY. 1 1 PIPE GUARD _ _; -- � 1/2" = l'-O" 4X4 PT FENCING P05T LAND5CAPIN6 SLOPE AWAY FROM HALL. '11_ FOOTING PER CAULK ALL AROUND - MA50NRY GAP III L�JII STRUCTURALCr NOTES: RNW SYNTHETIC 5101N6 e III ll 6" CRUSHED STONE COLOR TO MATCH FENCE.SEE _ IIIT��I II a: -� WALL PAC 8" GONG. BLOCK -- - - -1TI= .[- •.i::_':;i - =1i Axthelm Construction Inc 1. GMU COLOR AND TEXTURE TO NOTE 13 DW6 A I.I WALL FILL GELL5 �_- _-� - WALKWAY PIED.LIGHTS 3630 Cedardale Rd Unit C MATCH BUILDING. OUR-O-WALL HORIZ. W/ GONG. 7 Tr�r - � IVernon 6848 WA 274 2. 6" GONG. SLAB W/b"X b" W/ TP III' -� p.(360 4 W2.9 X W2.9 W.W.F. REINF.-ALTERNATE COURSES OF III - - 3. TYP. WALL 1 12" X 12" o BLOCK AND UNDER GAP - Structural Engineers GONT. W/ (2) #5 BOTTOM o VERTICAL 6ALVE.HAT #4 VERT. AT 2'-8" FENCE DETAIL EXTERIOR L I 6HT I N6 600 Dupont Street REINF. CHANNEL ® I6" O.G. 0.1 1 ��NOSuiteB 4. 6" GONG. APRON W/#4 BARS ® #4 DOWEL AT 2'-8" 1/2" = I'-0" SCALE Bellingham,WA98225 RNW SYNTHETIC 5IDIN6 0 G (360)714-8260 16" O.G. EA. WAY. COLOR TO MATCH 5. FOR SLAB FINISHED 6RADE5 FENCE.5EE NOTE 13 PHIS (2) #5 3204S keyPohrcDrtve sta NW SEE CIVIL DW65. AI.I CONT. TYP. Suite b. PROVIDE SATE PER PET. Cl2" MIN CLEARANCE Arlington, WA28223 DW6. A1.2. (V Metron and Associates,Inc 307 N.Olympic,Suite �, 445 Arlington,WA 98223 205 Phone:(360)435-3777 Fax:(360n 435-4822 TRASH ENCLOSURE SECTION 12 Owner. Arne Zenneck 1" = I'_V. Uni 82,Marysville PointBlvd, WA Ph:360.454.0268 10'-01. RNW SYNTHETIC 5IDIN6 COLOR TO VIA. }" 6ALV. 5TL. PLATE arne@rnwdisLcom MATCH FENCE ALL AROUND.5EE b" 3'-0" STEEL ROD " WELDED TO TOP Z NOTE 13 DW6 AI.I PRE-FINISHED q'-0"� METAL PANELS T.O. P05T --- 0 O PROVIDE DETECTABLE (5) HEAVY DUTY 5"X5"Xj" 6ALV. 5TL. TUBE WARNING SURFACE AT O � HIN5E5 BOTTOM 24" OF RA 0 PI TOP d PER ANSI A117.1 0 m c b" DIA. 6ALV. (6) HEAVY DUTY p SECTION 705 ® O TAC ED CURB o v POST-FILL W/ HINGES rn o' GONG. o b" GONG.WHEELSTOP, GAU ON YELLOW, c GMU WALL PER I"X3"Xj" 6ALV. STLE. IYP, TYP' W. TUBE- TYP. DIA ND MESH o o SATE PER 4' 6ALV. 0,_O„� PA N C D a z rn ' - J ROD W/ - Y 32 o Q m THIS DWG. TURNBUCKLE O T.O. SLAB CITY OF ARLINGTON rn C7 I '' DIA. X 30' k 6"Xb°X�" GUSSET - CONSTRUCTION DRAWING REVIEW APPROVAL m Z .-IZ m DROP RODS PLATE INSIDE ONLY o N g U, (ALL CORNERS) HELD ACCE55I BLE n THIS PLAN SHEET HAS BEEN REVIEWED AND APPROVED PER THE Z LJ� n Q VI 6" CONC. SLAB I'-0" DIA. ALL ATOUND-TYP. PARKING 5I6N CON. FDN. CONDITIONS ON THE TITLE SHEET. PER NOTE 2 PER DETAIL q,-0" BY: Drawing: * FACE 6ATC-5 W/ 24 6A. 5/A I.2 q'-0' Q 4' 0" E.Q Development services Manager GMU WALL PER 6ALV. E GORRISHED IMSA A1 .2 THIS DETAIL TYP. HAVE CORRUGATED MTL. DATE: THIS APPROVAL Is VALID FOR 18 MONTHS PLAN VIEW TRASH ENCLOSURE GATE PANEL CURB GUT DETAIL ( TYP) NO SCALE 1/2 = 1'-0.1 ® I/8" 1'_O.. DESIGN REVIEW PLN#885 SPECIAL PLN#884 m 21 c-4317 BOARD PERMIT USE - 197TH PL NE ' - IL, ° uC ARLINGTON ROAD \ NOTE: p®o BICYCLE ACCESS. STREET TREE5 WITH ROOT BARRIER oN ARE REQUIRED TO BE PLANTED IN S 88°16'20"E 238.21 a THE EXISTING LANDSCAPE STRIP ALON6 Ig7TH PLACE. \ e r s a o MEDIUM TREES(35'-50•HT.) .- LARGE TREES(50•HT.AND LARGER) 24 6/ LOW SHRUBS.LAWN,OR "FOR LARGE TREES z \\ GROUNDCOVER(24"AND LESS) 24"FOR MEDIUM TREES A42"31'30" V� D �D D LU T �i R=55.00 CURB NOTE: b y j PAVEMENT REPAIR 15 TO BE a SIDEWA K N "� • \ � z 24"DEPTH N N N e COMPLETED WITH THE REMOVAL OF y OPSOIIL ri "' Z THE GUL-DE-SAG AND L., ROOT BARRIER 18"DEPTH i d 15•LONG,6"FROM SID-- O INSTALLATION OF FRONTAGE Ia ra (SIDEWALK SIDE ONLY) � I MPROVEMENT5. to Vt 1 \ Z COMPACTED NATIVE SOIL in O O In O N — TRAFFC LANES BIKE LANE 5 MIN.SIDEWALK 4.5'MIN. MEDIUM AND LARGE TREES BEHIND SIDEWALK 2 04T W in LAND50APE NOTES e Cn gti 8 \ EVERGREEN TREE PLANTING 4) Z �\ n TRILL I5 NO SCALE c o a >cND C7 L \ JI >,�N N g lr. I. BAGKFILL MIX FOR PLANTING TREE5, 5HRU55 AND GROUND COVER SHALL o 04 M BUMP \ WEAVE VINE BRANCHES BE: ONE PART BY VOLUME OF 3-WAY TOP50IL MIXED WITH ONE PART L) N co 04 OUT II THROUGH TRELLI5 NATIVE SOIL. a; d N I STARTING FROM THE 2. PLANTER AREA5 TO RECEIVE 3—WAY TOPSOIL. N Lu f BOTTOM. FASTEN W/ 3. ALL TREES, SHRUBS AND 60UNDGOVER SHALL BE FERTILIZED WITH A6RO O—DEGRADABLE TIES 4-2-2 TRANSPLANTER OR EQUAL AT PLANTING TIME. BI BAS I REQUIRED 4. AFTER PLANTING OF ALL PLANTS, MULCH ALL AREAS WITH A MINIMUM . non LANDSGAPE PLAN OF 2" OF MEDUIM FINE BARK MULCH. PLANT I NCB &G4�EDU1� 5. OWNER TO APPROVE PLANTING PRIOR TO INSTALLATION. SCALE: 1" = 20'-0" 6. PLANT TYPES MAY BE SUBSTITUTED DUE TO AVAILABILITY WITH / SIMILAR 5PEGIE5 AND VARIETIES. NORTH �/ 1 / /B4B OR CONTAINER A5 T• LANDSCAPING CONTRACTOR RESPONSIBLE FOR MAINTENENGE DURING SYMBOL QUANTITY BOTANICAL COMMON SIZE REMARKS \ SPECIFIED CONSTRUCTION PERIOD. TILIA LITTLE LEAF MIN 6'TALL � , 8. ALL PLANTS TO BE HEALTHY AT THE TIME OF PLANTING AND 35 CORDATA LINDEN 2 GAL. AT PLANT I N6 j/ '•'` �\// LREMOVE OOSEN ROOTS I NER AND (NH HRACH FOR IS 6ONE j L YEAR OR UNTIL THE NEXT SPR I N6 15 RHODODENDRON LIPPENB�NII AZALIA ROYAL 2 GAL. 24" TALL �\��\��\�j��j��/� 0. REMOVq. ALL E TY BARK EXISTINGTO AND GRASSES PRIOR TO PLANTIR. NG LAND50APE AKthelm Construction Inc PRUNUS TOP50I L d AREAS. 3610 Cedardale Rd Unit C 21 OTTO LUYKEN 2 GAL. 24" TALL FERTILIZER II. SEE DETAILS FOR PLANTING AND LANDSCAPING DETAILS. Mt Vernon,WA98274 LAUROCERASUS 12. A SPRINKLER SYSTEM 15 REQU I RED FOR THIS PROJECT. DESIGN p.(360)424-6848 RHODODENDRON NATIVE 24" TALL AND INSTALLATION OF THE SYSTEM WILL BE THE RE5PON5IBILI7Y Kingworks 21 GALIFORNIGUM RHODODENDRON 2 GAL. MIXED VARIETY OF THE BIDDING CONTRACTOR. GENERAL CONTRACTOR TO SUBMIT Structural Engineers SHOP DRAWIN65 TO THE ARCHITECT PRIOR TO INSTALLATION OF 600 Dupont Street THE SYSTEM. Suite B PLANTING DETA I L5 a S LEMPERVI FENS HONEYSUCKLE1 GAL A5 `�THOWTRELLI VINE PLANT I N6 (36Bel10)714-8260 ingham,WA 98225 L NO SCALE TerraVista NW _ ARGT05TAPHL05 3204 Smokey Point Drive _ A5 REQ'D KINNIKINNIK 4" POTS 24" O.G. Suite ton �—_ UVA—URSI Arlington,WA 98223 (360)691-9272 AS REO'D GRASS LAWN Metron and Associates,Inc 307 N.Olympic,Suite 205 I � Arlington,WA 98223 F DR I VEOITO I REFUSAL Phone:(360)435-3777 d (24") MIN. SECURE TO Owner Fa,c 360 435-4822 I/2" REINFORCED +Q TREE WITH 2 STRANDS Arne Zenneck OF NURSURYMEN5 TAPE. 14219 Smokey Point Blvd, RUBBER HOSE , � .r. ff TOP OF STAKE TO POINT unit 82,Marysville WA Ad DOLLAR TO PREVA I L I N6 HIND. Ph:360.454.0268 12 GA. 6ALV. \ ri (SOUTHWEST) arne@rnwdisuom m WIRES TWI5T / Ln Z TO TIGHTEN F 1-2"X2" _ O CEDAR STAKE PLANTING HOLDBACK OR �' ���6" RIM BERM PER PLAN FINISH BURLAP N FINISH E co • GRAVE 3-WAY . . . MRE OVE TOP50I L BURLAP FROM �� Bd6 OR \� \ U) ;O .'� TOP I/3 OF P RB PER �j/ROOTBALL , \/ CONTAINER �j/ . ./�j/ '� ,P z 5 a AS Ij E:;i TOPSOIL d . . .. . . . v_ y 0 ¢ % �j FERTILIZER ASPHALT . . .J \ SPECIFIED / / . . . .. c L. U CRY OF ARLINGTON m(:) PAVING TOP50I L d "" " to \ FERTILIZER / //�//�//� CONSTRUCTION DRAWING REVIEW APPROVAL Z g Z EXISTING -- MIN. 2X MIN. 24" OR ------------ -------- PLANTING THIS PLAN SHEET HAS BEEN REVIEWED AND APPROVED PER THE Z 5UB6RADE NATIVE SOIL ROOTBALL 12" SOIL d �¢ 2X ROOTBALL CONDITIONS ON THE TITLE SHEET. E OR 24" 2" FERTILIZER BY: Drawing: GREATER OF TWO Development Services Manager L 1 .1 REMOVE ALL DATE: THIS APPROVAL IS VALID FOR 18 MONTHS ASPHALT IN DEG I DUOUS TREE PLANTING PLANTER DETAIL THIS AREA SHRUB PLANT I N6 EVERGREEN TREE PLANTING DESIGN REVIEW SPECIAL NO SCALE NO SCALE NO SCALE NO SCALE BOARD PERMIT USE PLN#885 PLN#884 � m 21 c-4317 1 2 3 4 5 ,�'_b• 6 7 8 5YM50LS LEGEND o V. 26'-0" 26-0" 25'-0" 22'-b' ( DOOR NUMBER. SEE DOOR 5GHEDULE DW6. A5.1 14'-8" '-8 40'-4" XXX ROOM NUMBER. SEE FINISH SCHEDULE DW .G A5.1 t 4 b'-5' '-q 18'-b" '-qf II'-2" I o Xf- WALL TYPE. SEE TH I 5 DRAW[N6. 2'-2J A _ _ _ _ WINDOW OR RELIGHT. SEE WINDOW AND RELIGHT I"1 I I 5GHEDULE DW6. A5.2 _ I q'-0° 4'-0' 13 -4" '- '- 10'-0" '-8"lI,-0 '-10"4'-p"2'-8" � r 5 LB.-2A IOBG FIRE EXTINGUISHER SURFACE MOUNTED. © A A c A A - - - _ - B IHOUR FIRE RATED WALL IL � g of o m A I TO _ 4 A LOBBY A 1 A N ry 1 1 i �� q ® F5 A 4 t- IGO F�— B I o N �ERENCE o OFF I GE sw os o , A ® B RECEPTIONo — — " ® B 4 �— rBI WALL TYPES B o os I .A Furr wall from floor to underside of structure ' e s above with 2xb wd studs o Ib" o.c. with 5/8" w gwb on Interior lido. Sae structural drawings w- o D 8' ® B gip K i for minimum furring distance. Finish per , o B ,— AL ES RES ® N schedule. y o `r B OCI - - «B Construct wall from floor to underside of a structure above with 2x6 wd studs ® 16" o.c. OFF I GE 08 09 °A�o' c o with 5/6" gwb on ea s i de.F i n i sh per schedu l e ivl SINK I o fl Construct wall from floor to 5'-b" above E finished floor with 2X4 WD studs o 16" o.c. q - i with 5/6" 6M ea. side. Provide 5/6' 6WB on top 5 of wall. Finish per schedule. o a 4'- "b'-0" '-0" 10'-5 -"I" 8'-b" 8'-5 8'- 4'-5"4'-2 SW Shear wall per struct. Provide 5/8" g.w.b. o a¢ 2 Interior side. after all structural members o have been Installed d Inspected. finish per c) a N ' I I schedule. >N 22'-b' c� Use 5/8" water resistant 6W6 with in w v restrooms 4 adjacent to other wet areas ' WAREHOUSE m FFL -4'-0° - - to DOCK LEVELER-' o t'� I In 1 ( ' Axthelm Construction Inc N 3610 Cedardale Rd Unit C V7NMt Verno WA 98 O� �i P.(360)42 6848274 O N W ir ..I,_8n Kingworks (V 4. 4. Structural Engineers b" CURB ALL _ Sui Dupont Street AROUND �} — _. y -- — SuiBelte 98225 6 W •_' (3610)714-8 60 TerraVista NW 3204 Smokey Point Drive Suite 207 50'-6" Arlington,WA(360 691-272 8223 I I Matron and Associates,Inc. FFL O'—0" 307 N.Olympic,Suite 205 p O p Arlington,)4 5-377 8223 Phone:(360)5-48227 cV Far(360)435-4822 Owner. -KV 12G 1 I Arne Zenneck —KV U1 14219 Smokey Point Blvd, tj fV Unit B2,Marysville WA Ph:360.454.0268 arne@rnwdistcom P w — —FIRE Q �, - - i SPRINKLER — In 6'-b ROOM I n m B ELEGTRI AL 5ERVIGEI I ~ N z Z s 3 FIRE RATED WALL rn a z " ----4 0 3 --- -- ------ ------------------- - --- ----- o' -- ---------- ---------------- -® cn Z -'z O - \'`J o::i O FLOOR PLAN Drawing: ® I 1 NORTH �,m". 1 2 5 b 7 g DESIGN REVIEW PLN#885 SPECIAL PLN#884 � 21c-4317 BOARD PERMIT USE UJI o 25'-b" 26'-O" 26'-0" 25'-0" 22'-b" 1 I I 1 I H z z lug, s 11 d R _ 0- 11 _ fl 6" ° ° ~ CE I L I N6 5' MBOLS LEGEND L.. Z z Z I y - - - - - - - - - - - B I_, � (ARROW INDIGATE5 DIRECTION)" lL LL w Ed EXIT 5I6N W/ EMERGENCY LI&HTIN6# tr r+ c`ry n NEW EMERGENCY LIGHT FIXTURE' = n �I N z `a) wzl- N ® LED 2'X 2' PANEL/TROFFER - DIMMABLE - 21W `� E - 2400 LUMEN5 - 3500K - METALUX O m is n I I I LED 2'X 2' PANEL/TROFFER - DIMMABLE - 21W ® - 2400 LUMENS - 5500K - METALUX (SUSPENDED GEILIN(5) (EMER(5ENCY LI6HT) w I I I 1.5'X4' LED ENDEAVOUR HIGH BAY, 52 WATT, ; Q 120-211V, IIg15 LUMENS, 4000K, OR 5000K, b p WHITE OR BLACK FINISH. < WCE-55M GEILIN6 FAN I I N ® OCCUPANCY SENSOR FOR LI6HTIN6 � E PROVIDE AN EMER6ENCY POWER SUPPLY WITH — — A MINIMUM DURATION OF q0 MINUTES. EXIT d n 5I6N5 SHALL BE L I6HTED 24/1. c n m `/ aoNp�t GKEY KE IY 5 N N N� U N co ® ® p ® ® ® ® ® 1 ® I ACOUSTICAL GEILIN6 04 d N 22'-b" TILE. SEE 5EI5MIC Co w BRACIN6 DETAIL 1 n DW6 A5.1 r 6YP BD GEILIN6 n o n xLLI o - - GEILIN6 PLAN NOTES O K o ® ® ® o ® I. SEE ROOM FINISH SCHEDULE FOR GEILIN6 CONSTRUCTION AND FINISHE5. 2. CON5TRUCT GEILIN6 W/ 6005125-55 METAL WAREHOUSE * N JOISTS ® 16" 0.C. W/ 5/5" 61,113 ATTACHED TO Axthelm Construction Inc o I LOAD I N6 DOG I 1 UNDER5I DE OF JOI ST5. 3610 Cedardale Rd Unit C ' J 3. CON5TRUCT GEILIN6 U5IN6 METAL FURRING Mt Vernon,WA 98274 r CHANNEL5 ® 16" 0.C. W/ 5/8" 6W5 ATTACHED TO p•(360)424-6848 1 -12 LI6HT5 FURRIN6. Kingworks Structural Engineers 600 Dupont Street Suite B (310)lin ham,WA 714-8260 98225 6 TemaVista NW E.Q. 12'-0° E.Q. 3204 Smokey Point Drive Suite 207 Arlington,WA 98223 I (360)691-9272 Metro.and Associates,Inc 307 Nton Olympic,Suite 205 cV N Arlington,,WA 98223 Phone:(360)435-3777 j Fa.(360)435-4822 I Owner. Arne 2enneck 14219 Smokey Point Blvd, Unit B2,Marysville WA Ph:360.454.0268 arne@rnwdist.com O Z j O 0 110'-01, E.O. Q 12 LI6HT5 ® 10'-0" O.G. o m Z a- IO p C= p I® C= ® ry L w —I l0 8J rn a 2 Cl c > c p W ID > z w REFLECTED GEILIN6 PLAN ( z w �< ( WAREHOUSE) I I I Drawing: 126'-Or A 2.2 1 2 5 6 7 8 DESIGN REVIEW SPECIAL N.— BOARD PLN#885 PERMIT USE PLN#884 21 c-4317 W fizz o � d O 2 3 4 5 � zz < � � vlili I I�ii u� u3] u31 OFFICE GLOS I I LOBBY RECEPTION WNFERENGE ~ CE I L I NCB 5YMBOLS LEGEND ® i exi EXIT 5I6N (ARROW INDICATES DIRECTION)* U o `� q o LL ri EXIT 5I6N W/ EMER6ENGY LI6HTIN6* r+ rryv n ® — 'L::J' NEW EMER6ENGY LIGHT FIXTURE* n LED 2'X 2' PANEL/TROFFER - DIMMABLE - 21W CU CU ~ - 2400 LUMEN5 - 5500K - METALUX 0 o m 61 Al ® LED 2'X 2' PANEL/TROFFER - DIMMABLE - 21W - 2400 LUMEN5 - 5500K - METALUX (SUSPENDED CEILING) (EMER6ENGY LIGHT) OFFICE I F111 I 1.5'X4' LED ENDEAVOUR HIGH BAY, 82 WATT, 105-- - — 120-2 11918 LUMEN5, 4000K, OR 5000K, b — WHITE OR BLACK FINISH. ❑ bfi �Ct7, B RECESSED GEILIN6 FAN ® OCCUPANCY SENSOR FOR LI6HTIN6 E * PROVIDE AN EMER6ENCY POWER SUPPLY WITH 8 A MINIMUM DURATION OF 90 MINUTES. EXIT y I 5I6N5 SHALL BE LI6HTED 24/1. c o a l OFFICE REST REST BREAK a ® RO ® 11 aQNN ® KEY N00 00 V a `N^N 04 ® ACOUSTICAL GEILIN6 m 04 TILE. SEE SEISMIC N w _ BRACING DETAIL 1 v—fl DW6 A5.1 6YP BD GEILIN6 n o n REFLECTED GEILIN6 PLAN ( OFFICE) NORTH CEILING PLAN NOTES O I. SEE ROOM FINISH SCHEDULE FOR GEILIN6 CONSTRUCTION AND FINISHES. 2. CONSTRUCT GEILIN6 W/ 6005125-55 METAL .JOISTS @ 16" 0.G. W/ 5/6" 6WB ATTACHED TO Axthelm Construction Inc UNDER5I DE OF .JOISTS. 3610 Cedardale Rd Unit C 3. CONSTRUCT GEILIN6 U5IN6 METAL FURRIN6 Mt Vernon,WA98274 CHANNELS @ 16" 0.C. W/ 5/8" 6W5 ATTACHED TO p•(360)424-6848 FURRI N6. Icingworks Structural Engineers 600 Dupont Street Suite B Bellingham,WA 98225 (360)714-8260 TerraVista NW 3204 Smokey Point Drive Suite 207 Arlington,WA 98223 (360)691-9272 Matron and Associates,Inc 307 N.Olympic,Suite 205 Arlington,WA 98223 Phone:(360)435-3777 Fax:(360)435-4822 Owner. Arne Zenneck 14219 Smokey Point Blvd, Unit 82,Marysville WA Ph:360.454.0268 arne@rnwdistcom Z _0 U F— ILL LL O m g a c ?z c /A J ,P z cWi rn dz o YO w m' Cz LU Z a w J g LL z Drawing: A 2.3 DESIGN REVIEW SPECIAL "—r, BOARD PLN#885 PERMIT USE PLN#884 21 c-4317 a -t 6 5 4 3 2 ELEVATION NOTES OR T 1. STOREFRONT COLOR C-I. SEE DOOR SCHEDULE DW6. A5.1 -by-0" 4'-0 2. 26 6A. PREFINI514ED METAL BUILDIN6 PANEL: COLOR 6-2 F z 3. SAFETY 6LA55. SEE HATCHED 6LA55 AREA5 T.O.ROOF 4. HOLLOW METAL DOOR 4 FRAME PAINT COLOR G-I. SEE DOOR z z SCHEDULE 01,16. A5.1 a a 25 -0 +/_- 6 5. SECTIONAL OVERHEAD DOOR. PAINT COLOR C-I. SEE DOOR s T.O.BLD6 FRAME 8 SCHEDULE DWG. A5.1. w 6. METAL ROOF PANELS: COLOR G-3. q 7. PREFINI514ED METAL FLASHING. COLOR TO MATCH ADJACENT Z ~ 18'-0 ROOF. WINDOW HEAD �__ 8. PREFINI5HED METAL 6U11ER. COLOR TO MATCH ADJACENT ROOF. ` ID ID q. SCHEDULE 40 PVC DOWNSPOUT PAINT TO MATCH ADJACENT WALL. O A IS A 15 _ _ 10. PIPE GUARD. SEE CIVIL DRAWINGS DET q DW6 A1.2 w q T.0.WALL /- 124 --._-__--_-- _ -� I I. LIGHT FIXTURE. COLRD. W/ ELECTRICAL. ri- �1�4'-0" 12. EMER6ENGY AND MEANS OF E6RE55 L16HT FIXTURE. FIXTURE t`ry Y WINDOW 51LL - SHALL BE CONTROLLED BY LI6HT SENSOR 50 THAT IT I5 c`�v q>- 1 - 8-b"+/_--� LI6HTED AT ALL NON-DAYLI6HT HOURS. PROVIDE AN EMER6ENGY x `Y -- - B.O. CANOPY POYER SUPPLY WITH A MINIMUM DURATION OF q0 MINUTES FOR - THI5 FIXTURE. N ai f 2'-8" A'l9 A 15 ® A IS A IS 2,_8" 15. FIRE DEPARTMENT KEY BOX WITH BUILDING ACCESS KEYS. m o ctv WINDOW SILL - ® - W NDOW SILL - - s CONTACT: COUNTY FIRE DISTRICT. WWW.KNOXBOX.COM TO 0-0 ------- 1'7 - OBTAIN. FINAL FLOOR LEVEL 14. 8" HI6H ADDRESS LETTERS. FONT: ARIAL. COLOR TO CONTRAST NORTH ELEVATION 13 I WITH BAGK6ROUND COLOR. VERIFY APPRE55 WITH COUNTY PRIOR w 50ALE: I/8" = 1'-0" Ao IRE555FABRINUMBEERRS HEI6HT TABLE. DISTANCE FROM ROAD MINIMUM LETTER SIZE w h 1 2 T. - 6 �f 8 SIFT - 100 FT b" IOIFT - 150 FT 8" 4'-0"5'-0" -4"4'-O" -0" '-2" '-2"4'-O" 4'-0" -2" '-2"4'-0" 4'-0"-2" '-0" '-0" -O"4'-6" I5. INSULATED VINYL WINDOWS (U-VALUE < 0.38 AND SH6G < 0.40) �30'-5' +/- T.O.ROOF 16. RNW SYNTHETIC SIDING. BURMA DOLOR 11. RNW SYNTHETIC SIDING. - COLOR E I8. 3'-6" 6UARD RAIL PET 7 DW6 A1.2 25=0 +/- b Icl. TRELIS. - T.O.BLD6 FRAME 8 _ SOUTH ELEVATION ALLOWABLE WALL 20. DECORATIVE EAVE BRACKET PET 13 DM A5.2 d OPEN I N65 a I8'-0 EEJJ PER TABLE 705.6 ¢°i CM WINDOW HEAD q CM Ili FIRE SEPARATION DISTANCE: 5' TO 10 ------ to 1�4'-0" D 15 DIS D 15 _ D 15 D 15 D 15 D 15 5 5 D 15 FULLY SPRINKLED - 25% MAX CAS w�I Y WINDOW SILL ELEVATION AREA 3,056 5.F.'.25% >N = ALLOWABLE ,64. EXTERIOR GOLORS N w WINDOW AREA = 160 S.F. TOTAL AREA = 604 S.F. 1 604 S.F. > 7g2.75 S.F. GI PAINT 2 _$ 02 METAL BLD6. MFR. STANDARD DOLOR -` WINDOW AREA: 4'X4'=Ib S.F. C3 METAL BLD6. MFR. STANDARD COLOR WINDOW SILL - X 10 WINDOWS = I60 S.F. C4 RNW SYNTHETIC 5IDIN6 BURMA COLOR 0 G5 RNW SYNTHETIC SIDIN6 BURMA COLOR v �� FINAL FLOOR LEVEL SOUTH ELEVATION ELEVATION LEGEND SCALE: I/8" = I'-O" �2�164 -0' 4 -2''L.-8" b'-3" _0„ b'-3�b _7„ _0"5'-11 4'-0" L.4 2'-4' '- I}'-0" 4 -0 I q;-6 4"-0"L. 4'-0 C" Q Q XQ ELEVATION NOTES I I I I I I WINDOW PER SCHEDULE ON DW6.A5.1 I 1 I I I I I Axthelm Construction Inc 12 T.O.ROOF I 1•7 I I I I I Mt Vernon,WA 9274rt C I $ I I 1 p.(360)424-6848 25 - $ I ( 7 I I I Kingworks Structural Engineers T.0.BLD6 FRAME I I I NOTE 600 Dupont Street i Suite B 12 ALL MECHANICAL CAL UNITS ROOF, FACADE MOUNTED (360)7ham,WA 9225 _ q I 1 (360)714-8260 OR EXTERNAL PORTIONS OF A BU I LD I N6 ARE TO Terravista NW WINDOR HEAD - I.75 $ BE ARCHITECTURALLY SCREENED 50 AS TO NOT BE 3204 Smokey Point Drive 14' 15 D 5 DIS D 5 I D 5 D 5 DIS D I D 5' --15 _ VISIBLE FROM THE ADJACENT PROPERT I E5. Suite 207 WINDOW SILL T.0.BLD6 Arlington,WA 98223 ME (360)691-9272 Matron and Associates,Inc 307 N.Olympic,Suite 205 1 I lone(on,WA 98223 Ph 360)435--3777 Fax:(360)435-4822 WI NDOW SILL - Owner. FINAL FLOOR LEVEL Arne Zenna 14219 Smokey Point Blvd, N N Unit 82,Marysville sville WA EAST ELEVATION Ph:360 erne@rnwdiswdis tcom SCALE: 1/8" = 1'-0" n n (7 J ,_ „ (7� P Q 10„4,_0 _0R Z 4, O $ 30'-5"+/- 1 O T.O.ROOF I I I I I I 12 I F- i 1.75 I � m I 1 12 I I I T.O.BLD6 2 z FRAME �- t °-° 15'-11" +/- WINDOW HEAD w T.0.BLD6 FRAME 8 D I DIS D I 14'-0" a Z w v 12'-O' - WINDOW SILL CITY OFARLINOTON 5 �j ON T.O. FRAME $ ----___ ____. ___--_. CONSTRUCTION DRAWING REVIEW APPROVAL o] Z 'a J w -- - 3 g� -- - - - - 7 5 7q -- ti THIS PLAN SHEET HAS BEEN REVIEWED AND APPROVED PER THE Z L L. n Q W - �� - O CONDITIONS ON THE TITLE SHEET. WINDOW SILL I� 4 - �i � l- 4 _r BY: Drawing: Development Services Manager -_---- - DATE: THIS APPROVAL IS VALID FOR 18 MONTHS A3. 1 WEST ELEVATION ,0 10 DESIGN REVIEW SPECIAL BOARD PLN#885 PERMIT USE PLN#884 21 c-4317 SCALE: 1/8" = 1'-0" I zILI 0T6-. F/- zz kn 4. METAL za9 ROOF 12 12 4. METAL w s a IV METAL 1.15 �5 ROOF BUILDING FRAME q T.O.BLD6 FRAME 1: 5 5 moo N N 2. EXTERIOR N `� n n WALL n N- ----�� - 10 _ 18,-0" aj Wz f 4. METAL 12 ROOF I. f5 5. WINDOW HEAD h IS'-I 3. EXTERIOR 5 METAL WINDOW T.O.BLD6 FRAME BUILDING 11 _ 14'-0" h F--METAL FRAME WINDOW SILL Y 10. RNW _�-� BUILDIN6 w SYNTHETIG� FRAME I-HR RATED WALL ASSEMBLY w SIDING RE: DESIGN NO. W413, BXUV.W15. FIRE RE515TANCE 2. EXTERIOR 11'-0" RATIN6 - AN5I/UL 263 WALL 2 _ T.O. PLY OPTION (A) 5L� DRAWING A4.2 WINDOW HEAD NOTE: E a <- 10. RNW VERIFY ALL DOCK LEVELER SYNTHETIC $ WINDO5. W I DIMENSIONS 8 SIDING = 2'-8" d PROVISIONS _ _ _ cc) o. mNf7~ WINDOW SI Y L _ W DOCK LL > m 2 8 1. FLOOR � ¢rn 2 W W SILL N N 3 1. FLOOR LEVELER MFR. SLAB ¢ 0. SLAB _ _ 0'-0" - N Y FINAL FLOOR LEVEL b. PERIMETER FINAL FLOOR L�/EL N N N 5. FOOTING r - - IN5ULATION m > N W DRAIN b. PERIMETER _ INSULATION 5. FOOTING DRAIN 'I. FOOTIN6 PER B.O. TRUE T. FOOTING PER n n 5TRUGT. b. PERIMETER5TRUGT. INSULATION UWALL SECTION WALL SECTION WALL SECTION � I/4" = I'-0" 1/4" = 1'-0" 1/4" = 1'-0" I I I 4. METAL SEGT I ON NOTES / I ROOF 1. FLOOR SLAB: Concrete slab and reinforcing per mmm1 _ Ir structural on b" gravel base on b mil. vapor barrier. Axthelm Construction Inc 5. 2. EXTERIOR WALL: Metal Siding panels s on continuous R-1 q 3610 Cedar aA Rd Unit C p Mt Vernon,WA 98274 11. DECORATIVE rigid insulation and vapor barrier over framing per metal p.(360)424-6848 EAVE BRACKET building manufacturer. Kingworks 1 Structural Engineers 3. EXTERIOR WINDOW: Vinyl H i ndovi w 1 th I" I nsu I ated 91059. 600 Dupont Street See exterior elevations. Suite Bellingham,WA 98225 4. METAL ROOF: Meta I roof I ng and from I ng H i th R-25 + R-1 1 (360)714-8260 TerraV2. EXTERIOR linear Insulations stem and vapor barrier over from in 3204Smo ey NW SAE BU I LD I N6 WAL.L per metal building manufacturer.. g Suite 207 key Point Drive Arlington,WA 98223 5. FOOTIN6 DRAIN: 4" minimum Clio. perforated PVC, pipe (360)691-9272 surrounded H 1 th free draining gravel backf I I I wrapped in Matron and Associates,Inc 17 f i I ter fobr I c. Route dra I ns to nearest catch bas I n. 307 N.Olympic,Suite 205 Arlington,WA 98223 (360) 77 b. PERIMETER INSULATION: R-10 min. Rigid Insulation Fax:(360)435-4822 14_-0" 10. RNW board. Extend 2'-0" minimum into Interior of building Owner. Y 8.0. OPENIN6 DOOR PER SYNTHETIC Arne Zenneck SGHED. 51 DI N6 7. WALL FOOTIN6: footing per future Ha 1 1 see structural 14219 Smokey Point Blvd, draw I ngs for details Unit B2,Marysville WA Ph:360.454.0268 1 8. GE I L I N6 FRAMI N6: see ref I ected ce i I i ng p I an arne@rnwdistcom - - - - - dwg A2.2 Z cl. GUARD RAIL: 3'-b" guard rail det 'I dwg A1.2 O 10. RNW SYNTHETIC 5IDIN6.OVER MTL STUDS. SEE ELEVATIONS DW6 A3.1 FOR LOCATION 8 COLOR D m z 11. DECORATIVE EAVE BRACKET. det 13 dwg A5.2 N-N 0 0 If W 6. PERIMETER r o INSULATION � N _ T.O. SLAB o - Z -_ a:z 3 o CITY OF ARLINGTON 7 phi U' z CONSTRUCTION DRAWING REVIEW APPROVAL m Z Z t 5. FOOTING W 0 b. PERIMETER DRAIN THIS PLAN SHEET HAS BEEN REVIEWED AND APPROVED PER THE Z LL n¢ c0 INSULATION CONDITIONS ON THE TITLE SHEET. -- B.O. TRUCK WELLY 'I. FOOTING PER BY: Drawing: 1. FOOTIN6 PER 8. FOOTIN6 5TRUCT. Development Services Manger A 4.1 STRUGT. PER 5TRUGT. DATE: THIS APPROVAL IS VALID FOR 18 MONTHS WALL SECTION WALL SECTION 1 I/4" = 1'-0" 1/4" = 1'-0.. DESIGN REVIEW PLN#885 SPECIAL PLN#884 ""m r 21 c-4317 BOARD PERMIT USE ONLINE CERTIFICATIONS DIRECTORY w 0) o a0- Design No. W413 BXUV.W413 ~ z z aa � Fire Resistance Ratings - ANSI/UL 263 Page Bottom 1.Girts-"Z"or"C"shaped girts,minimum 0.056 in.thick steel,minimum 8 inch deep,with minimum 3 in.wide 7.Batts and Blankets*-Min.3.5 in thick(R-10)glass fiber blankets placed in the cavities of exterior walls,and flanges,including the angled returns.Girts placed horizontally(with flanges up or down)and spaced maximum 90 in. attached to the girts.As an alternate,1"min.Rigid Foam Board,Rem 8,shall be permitted,in addition to the glass Design/System/Construction/Assembly Usage Disclaimer OC.Girts are secured to columns with girt clips,Item 2,or bolted to the column through the girt flange. fiber blankets. LLIi 3.Steel Wall Panels-Minimum No.26 MSG,minimum 1-1/8 in depth,minimum 36 in.wide coated steel panels. See Batts and Blankets(BZJZ)categories for names of manufacturers. c+ n ry •Authorities Having Jurisdiction should be consulted in all cases as to the particular requirements covering the installation and use of UL Vertical raised rib profiles of adjacent panels are overlapped and attached to each other with self-drilling or self- n ry n Certified products,equipment,system,devices,and materials. tapping screws spaced 15 in.OC(max.)along the lap.Metal panel attachment to steel girt using self-drilling or self- 8.Rigid Foam Board*-(Optional)-Min.1 in,thick rigid foam board(Thermax).Applied horizontally or vertically m c+ r •Authorities Having Jurisdiction should be consulted before construction. tapping screws spaced 12"OC(max)along girt. within the wall cavity(between steel wall panels and/or gypsum wallboard),on exterior face only or on interior face a •Fire resistance assemblies and products are developed by the design submitter and have been investigated by UL for compliance with 4.Furring Channels-Hat shaped,minimum 20 MSG galvanized steel,nominally 3 in.wide,1-1/2 in.deep,spaced only or on both faces.First layer attached to furring channels,Item 4,or to girt,Item 1. a applicable requirements.The published information cannot always address every construction nuance encountered in the field. maximum 24 in.OC perpendicular to girts.Channels are secured to each girt with 3/8 in.(minimum)long self-drilling •When field issues arise,it is recommended the first contact for assistance be the technical service staff provided by the product sheet steel type screws.Two screws are used at each fastening location,one through each leg of the furring channel. The following fastener diameter,length and spacing is required for each thickness when Thermax is attached on the manufacturer noted for the design.Users of fire resistance assemblies are advised to consult the general Guide Information for each metal panel side(see optional details A&C): product category and each group of assemblies.The Guide Information includes specifics concerning alternate materials and alternate 4A.Furring Channels(Optional)-In place of the furring channels,the following standard steel framing for rated methods of construction. gypsum board walls may be used: Thermax Thickness: Fastener Diameter and Spacing Required: •Only products which bear UL's Mark are considered Certified. w Steel framing(steel studs,runners and their attachment)for support of the gypsum board wall shall be constructed 1" Min.2-in.long,#12-14 self-drilling H of the materials and in the manner specified in UL Design No.V497. or self-tapping screws spaced 12"OC along girt B BXUV - Fire Resistance Ratings - ANSI/UL 263 Lateral Support Members--(Not shown)-Where required for lateral support of studs,support may be 2" Min.3-in.long,#12-14 self-drilling provided by means of steel straps,channels or other similar means as specified in the design of a particular steel stud or self-tapping screws spaced 12"OC along girt BXUV? - Fire Resistance Ratings - CAN/ULC-S101 Certified for Canada wall system. 5.Wallboard,Gypsum*-Any 5/8 in.thick UL Classified Gypsum Board that is eligible for use in Design 3" Min.4-in.long,#1/4-14 self-drilling See General Information for Fire-resistance Ratings-ANSI/UL 263 Nos.11-501,G512 or U305.Three layers on interior face of wall of any 5/8 in.thick gypsum wallboard bearing the or self-tapping screws spaced 12"OC along girt E UL Classification Mark for Fire Resistance.All layers applied horizontally or vertically.First layer attached to furring 8 See General Information for Fire Resistance Ratings-CAN/ULC-S101 Certified for Canada 4" 5"long,#1/4-14 self-drilling channels,Item 4,using i in.long Type S bugle head drywall screws spaced 24 in.OC maximum vertically and m or self-tapping screws spaced 12"OC along girt Ti horizontally.Second layer attached to furring channels using 1-5/8 in.long Type S bugle head drywall screws spaced c 0 CL Design No. W413 24 in.OC maximum vertically and 24 in.00 maximum horizontally.Third layer attached to furring channels using >N The following fastener diameter,length and spacing is required for each thickness when Thermax is applied under Q 2-1/4 in.long Type S bugle head drywall screws spaced 12 in.OC maximum vertically and 12 in.OC maximum furringchannels on the interior side see optional details B&C .0 4 N N May 26,2015 horizontally.The horizontal or vertical joints of the third layer of wallboard shall be offset a minimum of 12 in.from ( P ) e r�CO 0 T N N Non Load Bearing Wall Rating-2 Hr. those of the first two layers.Wallboard joints finished dry or premixed joint compound applied in two coats to joints a m and screw heads of face layer of gypsum wallboard.Paper or glass fiber tape embedded in first layer of compound Thermax to This design was evaluated using a load design method other than the Limit States Design Method(e.g.,Working Stress Design over all joints. Thickness: Fastener Diameter and Spacing Required: w w-- Method).For jurisdictions employing the Limit States Design Method,such as Canada,a bad restriction factor shall be used- 1" Min.2-in.long,#12-14 self-drilling An optional fourth layer of gypsum board may be attached to furring channels using 2-7/8 in.long Type S screws See Guide BXUV or BXUV7 or self-tapping screws,(2)at each girt location through the furring n I n spaced 12 in.OC.Joints shall be offset 12 in.from the third layer.The 4th layer joints and screw heads shall be finished as described above. channel legs *Indicates such products shall bear the UL or cUL Certification Mark for jurisdictions employing the UL or cUL Certification(such as Canada),respectively. ACADIA DRYWALL SUPPLIES LTD(View Classification)-CKNX.R25370 2" Min.3-in.long,#12-14 self-drilling or self-tapping screws,(2)at each girt location through the furring channel legs AMERICAN GYPSUM CO(View Classification)-CKNX.R14196 3" Min 4-in.long,#1/4-14 self-drilling 7IrOi';Lt+L DETAILS 1[1R T}#1 RLtiAY or self-tapping screws,(2)at each girt location through the furring channel legs • ry ; 3 BEIJING NEW BUILDING MATERIALS PUBLIC LTD CO(View Classification)-CKNX.R19374 4" Min.5-in.long,#1/4-14 self-drilling Axthelm Construction Inc or sell 3610-tapping screws,(2)at each girt location through the furring 3610 Cedardale Rd Unit 4' WAX. channel leg Mt Vernon,WA 98274 CERTAINTEED GYPSUM INC(View Classification)-CKNX.R3660 p.(360)424-6848 Kingworks See Optional Details A,B and C for allowable configurations. structural Engineers 6. 600 Dupont Street CGC INC(View Classification)-CKNX.R19751 THE DOW CHEMICAL CO-Type Thermax Sheathing,Thermax Light Duty Insulation,Thermax Heavy Duty suite B Insulation,Thermax Metal Building Board,Thermax White Finish Insulation,Thermax ci Exterior Insulation,Thermax Bellingham,WA98225 S XARMOR ci Exterior Insulation,Thermax IH Insulation,Thermax Plus Liner Panel and Thermax Heavy Duty Plus(HDP) (360)714-8260 TerraVista NW 3204 Smokey Point Drive GEORGIA-PACIFIC GYPSUM L L C(View Classification)-CKNX.R2717 Suite207 OPTION(A) 9.Mineral Wool Insulation-Min.4 in.thick mineral fiber batts with a min.4 Ib/cu ft.density placed in the cavities Arlington,WA98223 (360)691-9272 of the exterior walls.If 4 layers of gypsum board(Item 5)are used,mineral wool is optional. CONTINENTAL BUILDING PRODUCTS OPERATING CO,L L C( 307 N.View Classification)-CKNX.R18482 307 N.and Associates Inc Olympic,Suite 205 *Indicates such products shall bear the UL or cUL Certification Mark for jurisdictions employing the UL or cUL Arlington,WA 98223 Certification(such as Canada),respectively. Phone:(360)435-3777 Faic(360)435-4822 LOADMASTER SYSTEMS INC(View Classification)-CKNX.R11809 ©2017 UL LLC Owner. Arne Zenneck 14219 Smokey Point Blvd, Unit 82,Marysville WA NATIONAL GYPSUM CO(View Classification)-CKNX.R3501 Ph:360.454.0268 arne@rnwdistcom PASCO BUILDING PRODUCTS L L C,DBA PASCO GYPSUM(View Classification)-CKNX.R7094 0 J PANEL REY S A(View Classification)-CKNX.R21796 m m 1 to c w SIAM GYPSUM INDUSTRY(SARABURI)CO LTD(View Classification)-CKNX.R19262 E Q q z3 rn 0 a Z 0 GEORGIA-PACIFIC GYPSUM L L C(View Classification)-CKNX.R6937 v O W CITY OF ARLIN(iTON ~U' CONSTRUCTION DRAWING REVIEW APPROVAL m z "'�Z m N K THAI GYPSUM PRODUCTS PCL(View Classification)-CKNX.R27517 THIS PLAN SHEET HAS BEEN REVIEWED AND APPROVED PER THE Z L.1- Q LL CONDITIONS ON THE TITLE SHEET. BY. Drawing: UNITED STATES GYPSUM CO(View Classification)-CKNX.111319 Development Services Manager DATE: THIS APPROVAL IS VALID FOR 18 MONTHS A 4.2 USG MEXICO S A DE C V(View Classification)-CKNX.R16089 DESIGN REVIEW PLN#885 SPECIAL PLN#884 21 C-4317 BOARD PERMIT USE DOOR SCHEDULE HARDWARE 6ROUFS FINISH SCHEDULE 0) Q. DOOR # DOOR 51ZE (W X H) DOOR JAMB H.H. FIRE NOTES O O O I. 11/2 PAIR BUTTS ROOM # ROOM NAME FLOOR BASE WALLS WAINSCOT GEILIN6 GEILIN6 NOTES 0 I TYP. TYPE TYPE GROUP RATING I LOCK5ET NORTH EAST SOUTH WE5T HEI6HT IOIA 3'-0" X -1.-0" A III I NOTE T 1 CLOSER (SIZE TO SUIT DOOR) 101 LOBBY F-I 5-2 W-1 W-I W-I W-1 - G-I q'-O" NOTE 5 I z z z 105A 3'-0" X -1.-0" D IV 5 1 THRESHOLD (FULL WIDTH OF 102 RECEPTION F-1 5-2 W-I W-1 W-I W-1 - C-1 q'-O" NOTE 5 104A 3'-0" X 1'-O" D IV 5 RELIGHT ) 103 STORAGE F-1 B-2 W-1 W-I W-I W-I - G-1 q'-0" NOTE 5 4�! `� o\ IOSA 3'-0" X 'f'-O" 1 WEATHER STRIPPING D IV 5 RELIGHT 104 OFFICE F-I 1 5-2 W-I W-I W-I W-1 - G-1 q'-O" NOTE 5 RAINDRIP (FULL WIDTH OF FRAME) IObA 3'-0" X -1'-0" D IV 5 RELIGHT 104 OFFICE F-I B-2 W-I W-I W-I W-1 G-I 1'-0" NOTE 5 101A 3'-0" X -1'-0" B IV b RELIGHT 2• 1 1/2 PAIR BUTTS 105 OFFICE F-I 5-2 W-I W-I W-I W-1 - 0-1 q'-0" INOTE 5 i ~ 105A 3'-0.. X -1'-0" D IV 3 NOTE 5 1 LOGK5ET 10b OFFICE F-I B-2 W-I W-I W-1 W-1 - 0-1 q'-0" NOTE 5 ` 10gA 3'-0" X 7'-0" D [I 3 NOTE 5 I CLOSER (SIZE TO SUIT DOOR) 101 IHALL F-I 5-2 W-I W-I W-I W-I - G-I q'-0.. NOTE 5 110A 3'-0.. X -1'-0" B II 6 RELI6HT I KIGKPLATE (PUSH SIDE OF DOOR) 105 REST ROOM F-2 B-1 W-2 W-2 W-2 W-2 WC-1 0-2 q'-O" NOTE 2,3,4,-1 LPL o 0 0 1106 3'-0.. X -1'-0" D IV 5 RELI6HT RAINDRIP (FULL WIDTH OF FRAME) IOq REST ROOM F-2 B-I W-2 W-2 W-2 W-2 WG-1 0-2 q'-O" NOTE 2,3,4,-1 - IL THRESHOLD (FULL WIDTH OF FRAME) `� i; c`ry n 111A 3'-O" X 7'-0" D IV 5 RELI6HT 110 BREAK ROOM F-2 B-2 W-I W-I W-I W-1 - G-I q'-0" NOTE 5 N 112E q'-0" X 10-0" G fI 4 - 3. 11/2 PAIR BUTTS III CANFERENGE ROOM F-1 8-2 W-I W-1 W-1 W-I - 0-1 q'-0" NOTE 5 N 1120 20'-0" X 14'4-' G II 4 RELIGHT 1 PRIVACY LOGKSET 112 WAREHOUSE F-3 - W-1 W-1 W-1 W-1 - C-3 VARIES NOTE 5,6 z 112D 3'-0" X "I'-0. B I 2 RELI6HT NOTE "1 115 FIRE / F-3 W-2 W-2 W-2 W-2 - I C-2 I 8'-0" IN07F 2,3,8 cc 112E 3'-0" X -11-0. B I 2 1 NOTE -1 4. HARDWARE FURNISHED WITH DOORS SPRINKLER ROOM 1 12F 3'-0" X "1'-0.1 B I 2 NOTE -1 - - 113A 3'-0" X .1,-0., LO B I 2 RELI6HT NOTE 6 5. I FAIR BUTTS 1 GKSET DOOR NOTES 6. 1 1/2 LOGKSETR BUTT5 FINISH MATERIALS FINISH NOTES w I. ALL HARDWARE FINISHES TO BE U526D. OL05ER TO SUIT DOOR FLOOR MATERIALS WALL FINISHES I. ALL METAL DOORS AND FRAMES TO BE B 2. FURNISH DOOR FINISSTOPS AS REQUIRED AT ALL DOORS. F-1 CARPET TILE W-1 E6-- L ENAMEL PAINTED. 3. PROVIDE LEVER HANDLES ON ALL D AT ALLET5 AND LATGHSETS. F-2 SHEET VINYL W-2 5EMI-6LO55 ENAMEL 2. CONSTRUCT GL6. W/ b005125-33 METAL 4. ADA EXIT 5I6NA6E WITH TACTILE LETTERS AND BRAILLE MOUNTED ON LATCH F-3 SEALED CONCRETE OIU ® 16" O.G. Al 5/8" 6WB ATTACHED T SIDE OF 5IN6LE DOOR OR RI6HT OF R.H. DOOR AT ACTIVE DOUBLE DOORS. GEILIN6 TO UNDDERSIDE OF JOISTS. BASE MATERIALS G-I SUSP. ACOUSTICAL GL6 3. USE WATER RE5f5TANT 6WB AT ALL WALLS WHERE THERE I5 NO WALL SPACE ON LATCH 51DE OF 5IN6LE DOOR OR R16HT E SIDE OF DOUBLE DOORS, 516N SHALL BE ON THE NEAREST ADJACENT WALL. B-I COVE FLOORING 6" UP WALL G-2 SEMI-GLOSS ENAMEL WITHIN THts SPACE. GODE REQUIREMENTS 8 5-2 6' VINYL BASE 6-3 EXPOSED FRAMIN6 4. SEE PET 5 46 DW6 A5.3 FOR INTERIOR EXCEPTION: DOOR MOUNTED SIGN PERMITTED ON PUSH SIDE OF DOOR W/ COMPRESSION POST ® 12 6A. VERT. HANGER � ELEVATIONS. m CLOSER WITHOUT HOLD OPEN DEVICE. RE: FIXTURE HEI6HT SCHEDULE ON 12'-0" O.G. E.W. ® 4'-0" O.G. NDJ. DWG. A5.1. WAINSCOT 5. PAINT ALL 6WB WALLS WITHIN THIS SPACE. HANGER SIZE AND �N °��' NO-1 4'-0" PLASTIC LAMINATE b. PAINT ALL EXPOSED METAL WITHIN THIS p`%i LOADING PER GODS. 'aD�_ 5. ADA RE5TROOM 5I6NA6E MOUNTED ON LATCH SIDE OF DOOR. WHERE THERE IS ¢rn� 2 ALUM. ED6E TRIM ® ALL SPACE. p >¢a m NO WALL SPACE ON LATCH SIDE OF DOOR, 5I6N SHALL BE ON THE NEAREST a a ADJACENT WALL. EXCEPTION: DOOR MOUNTED SIGN PERMITTED ON PUSH SIDE EXPOSED ED6E5 7. SEAL AROUND ALL ACCESSORIES SUCH A5 0 N 00 OF DOOR W/ CLOSER WITHOUT HOLD OPEN DEVICE. RE: FIXTURE HEIGHT GRAB BARS, SOAP DISPENSERS, PAPER w ia N SCHEDULE ON DWG. A5.1. 10'-0" TOWEL DISPENSERS ETC. TO PREVENT w 6. PROVIDE 5I6N "FIRE CONTROL ROOM" I" HI6H WHITE LETTERS ON RED 4--0� 8. PROVIDE 1//22" P YWOOD DUST HI E SPLAY 3 TURNS N I'u v BACK6ROUND. b,_O 3'-b" PROVIDE WIRE IN PLANE MINIMUM GOVER.PROVIDE 5I6N,"NO 5TORA6E," WHITE OF EACH RUNNER CROSS RUNNER JAMB TYPES 2 E°. SPAG 1/4" @ EO. SPAC 10 o LETTERS W/ BLACK BAGK6ROUND. non 2 TEMPERED q - MAIN RUNNER I" I N5UL. 5• 6LA55 T P. ®® 5E I 5M I G BRAG I N6 WALL PER 6LA55 TYP. MAX PLAN HEADER AS WALL PER a _ II HANGAR ATTACHMENT ATTACH TEES AT �J CONT. 24 REO'D. (DBL. WALL PER PLAN Q. d _ RUNNER STARTING AND ONE 6A PRE STUD AT PLAN 5TOREFRONT 4 v 8 y 11 �r ADJACENT WALL ONLY FABRICATED JAMB) u� FRAMING � GEILIN6 TILE F.O. WALL p� FLASH W/ N PREFIN. 2" PERIMETER 3/4" 1/2" HEM 3 m 8 -1 ® © PROVIDE 3/4" MIN. WOOD FRAME I I 1 SUPPORT TRACK CLEARANCE AT OPP. DRIP DOOR PER H N AND TRIM rr 5. cl ED6E TREATMENT WALLS Aathelm Construction Inc FLASH I N6 5CHED f;�-FRAME 3610 Cedardale Rd Unit C W/ SEALANT DOOR PER OA FIXED 6LA55 VINYL O FIXED 6LA55 VINYL I" INSULATED / 1 SUSPENDED GEILIN6 SYSTEM TO COMPLY WITH: Mt Vernon,WA 98274 H.M. FRAME SOWED• FLANGE WINDOW FLANGE WINDOW SAFETf 6LA55 l✓ A5TM G 635, A5TT1 G 636, SECTION 9.6 of A5GE 1 p.(360)424-6848 MAX. U=0.28 MAX. U=0.28 WHERE SHOWN DOOR PER DOOR PER SYSTEM TO BE DESIGNED AND INSTALLED IN ACCORDANCE WITH Kingworks MAX. SH6C=0.40 MAX. 5H6C=0.40 HATCHED SCHEDULE A A A 4 Structural Engineers SGHED. CISG RECOMMENDATIONS FOR SEISMIC ZONES 3 AND A. A HEAVY DUTY T-BAR GRID SYSTEM SHALL BE USED. 600 Dupont Street B. THE WIDTH OF THE PERIMETER 5UPPORTIN6 AN6LE SHALL BE Suite B DOOR TYPES `}'_0„ 6LAZIN6 VALUES FOR EXTERIOR NOT LE55 THAN 2". Bellingham,WA 98225 6LAZIN6 6. FOR GEILIN6 AREAS EXGEEDIN6 1000 5F HORIZONTAL (360)714-8260 2 1EQ. SPA RESTRAINT OF THE GEILIN6 STRUCTURAL SYSTEM SHALL BE TerraVista NW EXTERIOR GLAZING VINYL PROVIDED. THE TRIBUTARY AREAS OF THE RESTRAINTS SHALL 3204 Smokey Point Drive 10 a WINDOWS - BE APPROXIMATELY EQUAL. Suite207 --- I D. FOR GEILIN6 AREAS EXCEEOIN6 2500 SF A SEISMIC JOINT Arlington,WA 98223 1' IN5UL. (U-VALUE - 0.30 TYP) iV OR FULL HE16HT PARTITION SHALL BREAK UP THE GEILIN6 50 (360)691-9272 1/4" SAFETY - I/4" NOTE: SAFETY 6LA55 - SAFETY 6LA55 TYP. 1 HOUR RATED WINDOWS _ THAT NO AREA I5 GREATER THAN 2500 SF. _ EXTERIOR STOREFRONT E. EXCEPT WHERE RI6ID BRACES ARE USED TO LIMIT 307 N.and pic,Site 205 ❑ 307 N.Olympic,Suite 205 6LA55 I I RELIGHT -- - ! I 6LA55 D- o FOR SOUTH GLAZING GLAZING (U-VALUE z_ x w HORIZONTAL DEFLECTIONS, SPRINKLER HEADS AND OTHER 8223 �.__.__! ELEVATION SEE a Q� Q PENETRATION5 SHALL HAVE A 2" OVER.51ZE RIN6, SLEEVE, OR Phon.(360)4gton,WA 5-377 WHERE NOTED LOUVER RELIGHT II V' DRAWI N6 A3.1. < 0.34 AND Z ADAPTER THROUGH THE GEILIN6 TO ALLOW FOR FREE MOVEMENT Fax:(3(360)4-4822 -- ON SC.HED. WHERE WHERE -, :� = OF AT LEAST I" IN ALL DIRECTIONS. Faz:(360)435-4822 �CJ NOTED ON N _ ALUMINUM STOREFRONT DOOR ~ F. CHANGES IN GEILIN6 PLAN ELEVATION 5HALL BE PROVIDED Owner. ----- - NOTED 5CHED. 1 1 0 - U=O.b0 Arne Zenneck i WITH POSITIVE BRACING. ENVIRONMENTAL BABY CHANGER 6. GABLE TRAY5 AND ELECTRICAL CONDUITS SHALL BE 142195mokey Point Blvd, CONTROLS AND Unit 82,Marysville WA VISION 5WI TGHE5 H.SUSPENDED GEI�LIIN65 SHALL BE SUI5XXT TO THE SPECIAL Ph:360.454.0268 A MAX. U=0.31 G MAX. U=0.30 LITES D O FIXED 6LA55 VINYL INSPECTION REQIIIREMENT5 OF SECTION A.q.3.3.3.q OF THIS arne@rnwdist.com STOREFRONT INSULATED HOLLOW POWER OPERATED SOLID CARE FLAN6E WINDOW ENTRY DOOR METAL DOOR SECTIONAL OVERHEAD WOOD DOOR STANDARD. O MAX. U=0.40 DOOR MAX. =0.40 w 1 A A. G. T T. SE I SM I C BRAG I NG z u� NO SCALE O = FIXTURE HEIGHTS Q f- U) U U B.O. rL 1Q IL Z HALL-) REFELGTIVE "CENTER ~z aEu m o m o Z 2'-0"1'- „ SURFACE o o _ o �a v BEU. AR 3'-8" I'-0" FIXTURE 8" o F N ❑ z$$$a m o GRAB ®zA® IN FRONT o ¢ OF W.G. z "MOUNT ON WALL (n BAR �F�a °� x zz> o f WzF� o¢¢ LIP I LATCH SIDE OF z o Q z Z O = o f ❑ o fl 4 Q. DOOR SEE DOOR > `�NOTES .50 z O m O i9 cm'V ® (V m W O to m m a V CITY OF ARLINGTON m ti Z K CONSTRUCTION DRAWING REVIEW APPROVAL z d Z O WALL MOUNTED FLOOR MOUNTED FLOOR MOUNTED ACCESSIBLE STANDARD WALL MOUNTED PAPER TOWEL MIRROR SOAP TOILET ACCESSIBLE STANDARD SAN. NAPKIN FIRE RE5TROOM 5I6NA6E EXIT 5I6NA6E THIS PLAN SHEET HAS BEEN REVIEWED AND APPROVED PER THE z n¢ o WATER OL05ET WATER CLOSET WATER CLOSET URINAL URINAL LAV. INSULATE DISPENSER DISPENSER PAPER DRINKIN6 DRINKIN6 DISPENSER EXTIN6UI5HER (WHITE Al BLUE (WHITE W/ RED CONDITIONS ON THE TITLE SHEET. (SIDE VIEW) P TRAP F.O.I.G. DISPENSER FOUNTAIN FOUNTAIN F.O.I.G. CABINET BACKGROUND) BACK6ROUND) BY: Drawing: Development Servleea Manager A 5. 1 DATE: THIS APPROVAL IS VALID FOR 18 MONTHS DESIGN REVIEW SPECIAL "°' BOARD PLN#885 PERMIT USE PLN#884 21 c-4317 8' 8" RNW 24 6A. PREFIN. w twrl uwi SYNTHETIC EAVE FL56. W/ PREFINISHED o 0 R-SEAL METAL BUILDING R-5EAL 5IDIN6 WHERE OPEN HEM TO METAL ROOFIN6 U-CHANNEL OR WALL U-CHANNEL OR _III IT OCCURS. HANG GUTTER 1" 15 6A. METAL IS 6A. METAL METAL H z z LU 24 6A. PREFIN. ANGLE i�SNDIN6 WHEREA 5YNTHETI GIT VERIFY AN6LE BUILDIN6 WALL 24 6A. METAL 6UTTER W� a a Q 24 6A. FREFIN. END CLOSURES II FLANGED PREFIN. METAL Z-GLO5URE. J OCCURS. WINDOW DRIP FL56. BY APPLY SEALANT S IL IL IL DRIP FL56. BY SEALANT SEALANT METAL METAL g" BTWN. ROOF PANEL STOREFRONT METAL BUILDIN6 (2)2X TOP in DRIP FL56. BUILDIN6 RIDGE AND CLOSURE t STOREFRONT RECEPTOR SILL a 1 SUPPLIER PLATE BY METAL L -� SUPPLIER FL56. I CONCRETE SLAB Ill BUILDIN6 STUDS2)2X WALL. \41II, SUPPLIER STUDS .- ` zD zD zp i 5EALANT SEALANT --RNH SEALANT SEALANT 3�� O `� I I I 5YNTHETI0 LL FIRM g ® FLANGED I FLANGED I" 6" WINDOW I 5IDIN6 WHERE WINDOW 2 FASTENERS `' N n n IT OCCURS. MIN. BTWN. FASTEN FL56. TO Z-CLOSURE Z- CLOSURE AT 12" r' ry METAL RNW AND PANEL. O.G. APPLY SEE DETAIL 4 THIS BUILDIN6 SYNTHETIC SEALANT BTWN. DW6. FOR JAMB WALL 5IDIN6 BUMP FL56. AND CLOSURE ca OUT WHERE IT '_^ o � motty SILL WINDOW HEAD WINDOW SILL OCCURS. WINDOW JAMB RIDGE/HIP FLASHING METAL BLDG. GUTTER 1 I" = 1'-0" I" = 1'-0" - 1" = 1'-O" 1" = 1'-O" I. = 1'-O" I" = 1'-0" w 24 6A. PREFIN. METAL 24 &A. PREFIN. METAL 8" ti FL56. RIVET TO SOFFIT PREFINISHED FL56. RIVET TO SOFFIT METAL ROOFING FIRE RATED PANELS @ 12" O.G. HEADER 1`� WALL PER PANELS ® 12" O.G. WALL WHERE IT II w m REO D. PLAN OCCURS. SEE II METAL BUILDIN6 ' 8 ME�i IN 5HEDOOFI DW6 A4.I$ A2.1 N6 CONTINUE 6WB PLAI L FLANGED AROUND OPN'6. -- -RNW SYNTHETIC WINDOW 1 �A!F2A ,� R-SEAL III 5IDIN6 WHERE IT SEALANT ANT E 1/4" SAFETY ; xI U-CHANNEL OR OCCURS' 6LA55 -� 11 I8 6A. METAL m STOREFRONT III DRIP FL56. BY g II ANGLE II METAL BUILDIN6 R-SEAL RIP FL56. �� INTERIOR STOREFRONT HEAD J1 „ SUPPLIER U-CHANNEL OR � BY METAL N PRE-F II 18 6A. METAL INI 11 SCALE: I" = I'-0" PRE-FINI5HED BUILDIN6 METAL 5OFFI II SEAL ALL AROUND. SUPPLIER .o¢N METAL SOFFIT II I ANGLE 11 SEALANT SEALANT m U) RNW SYNTHETIC II EA. SIDE RNW SYNTHETIC II FIRE RATED b" METAL U d�N 5IDIN6 WHERE IT 5IDIN6 WHERE IT WALL WHERE IT w m1O cli OCCURS. II LOCCURS. 11 II OCCURS. SEE it BUILDIN6 WALL N w' PRE-FINISHED SCHEDULE PRE-FINISHED I) DW6 A4.14 A2.1 -RNW METAL 5IDIN6 II METAL 5IDIN6 I n SYNTHETIC II INTERIOR FINISH 5IDIN6 WHERE 71 �J ��I 2'-0"ii WHERE IT OCCURS N15H IT OCCURS. METAL BLDG. RAKE INTERIOR STOREFRONT SILL 4 JAMB ��)METAL BLDG. EAVE HEAD JAMB SILL -� SCALE: I" = 1'-0" � "� I" = I'-O" 1 � I" = 1'-0" 8' CONTINUOUS CONTINUOUS PIPE OR CONDUIT MT'L TRACK - MT'L TRACK - ATTACH TO A STTAAINPq BLESS STEEL SEALANT BTWN. PRE-FINISHED KI II BEAM BEYOND S� Axthelm Construction Inc AND FL56. AND PIPE METAL SOFFIT PRE-FINI5HED ` 3610 Cedardale Rd Unit OR CONDUIT METAL SOFFIT Mt Vernon,WA 98274 METAL STORM 7 I t p.(360)424-6848 COLLAR. COLOR TO PREMOLDED BOOT II Kingworks 11 AfJ Structural Engineers MATCH ROOF I N6 FL56. I o tD 600 Dupont Street rl I I �D W Suite B _ N pad Bellingham,WA 98225 __----- '- > (360)714-8260 I TerraVista NW METAL 2 3204 Smokey Point Drive ROOFING FASTEN BOOT TO207 PANEL AT 3" O.G. ° Suite ton Arlington,WA 98223 PANEL MAX. WITH CONT. RNW SYNTHETIC RNA SYNTHETIC (360)691-9272 COORD I NATE BEAD OF SEALANT 5IDIN6 WHERE IT 2'-O' 5IDIN6 WHERE IT 2'-0' E.0.1�1=.O. Metron and Associates,Inc LOGATION5 WITH BTWN. BOOT AND OCCURS. OCCURS. 307 N.Olympic,Suite 205 MECHANICAL AND ROOF PANEL. PRE-FINI5HED PRE-FINISHED Arlington,WA 98223 ELEGTRI GAL METAL 5IDIN6 A• METAL 5I D I N6 B• G. Phone:(360)435-3777 Fax:(360)435-4822 r', '-,'�TUBULAR PENETRATION IVE SAVE BRAGKET ( SIDE VIEW) FRONT VIEW Owner.Q_J�5�1�EGORAT Arne Zenneck 14219 Smokey Point Blvd, Unit B2,Marysville WA Ph:360.454.0268 arne@rnwdistcom Z O F- M� W C N O LLLL O1 '�r/� t yJ m `OO 2}i rn Fn a Z y0 CITY OF ARLI14 ti(9 J_ CONSTRUCTION DRAWING REVIEW APPROVAL D1 Z Z ¢ n r THIS PLAN SHEET HAS BEEN REVIEWED AND APPROVED PER THE Z LL ¢ CONDITIONS ON THE TITLE SHEET. BY: Drawing: Development Services Manager DATE: THIS APPROVAL IS VALID FOR 18 MONTHS A 5.2 DESIGN REVIEW SPECIAL '°"""^_ BOARD PLN#885 PERMIT USE PLN#884 21 c-4317 4" THICK. CONCRETE RAMP ANTI SLIP STAIR II z z W/ DIAMOND N05IN6. 6.6. TO 4 TREADS TEXTURE FINISH COORDINATE WITH CONCRETE 2'-0" ONNER FOR TYPE. 11" CURB j,TOP OF SLOPE. ® z z o STAIR 4 zz 0- LANDIN6 �� 0 g W 9i M CONC. FLUSH 11MM011, W/ ASPHALT PAV I N6 `�{ r'9 I—III— I P s z z z zi ,FLsw � `�D IREINFORGED mo COI BOTTOM_OF Q Q A STAIR SEE STAIR i� N STRUCTURAL DW65. - LANDING N N REINFORCED GONG. a"� GONG. a FOUNDATION SEE SIDEWALK. �� a �UU OJ N / O STRUCTURAL DW65. = �> ,,, ,_. _ „_< ❑ Z Y� o _ � 1 H. G. RAMP STA I R DETAIL �I _ _ s _ m o �—III I l i_III—III=�j I I B Ai .......... HAND RAIL 4 ® I 0 E m 1 1/2" VIA. GRAB WALL FINI C p 0 N METAL BAR PER FIN. 50H i.0 c�s PIPE 3 _8° 1'-0" 2'-O" X 3'-8" HAND >O M `m RAIL5 AND 3'-0" MIRROR SINK WAINSCOT P a¢N N P05T5.(TYP) I WAINSCOT FIN. 5CHED. U x N N FIN. SGHED. DOOR N m 4)0 9 _ _ N v = BA5E v �i BASE PER---\ N w' PER FIN. LIM FIN. 5GHED. —III—I 1�III F I NN SGHED. n o n FLUSH HANDLE ON ® —I 1=III—III—III=III 50UTH OPEN SIDE OF NEST NORTH EAST N4 11I=I I1=1II—I I I—I I I—I TOILET TYP. i 1/2" —I 1-1 —I 1-1 1-1 I—III COMPRESSIBLE _—I 1—III=III—III—III=I' RESTROOM 1 O'� ELEVATIONS 1 MATERIAL I I-1 I I-1 I I-1 11-1 I—I 11- '" —111E111E111-111—III-1 1/4" = 1'—O" 11I—I 11—I 11-111=1I111;1 I I � 11—I 1—I 1-111-1 1-111= 6RA6 WALL FINISH WALL FINISH 1I-111E111=I11-111-1I1— BAR PER FIN. PER FIN. 56HED • e a ' —III-111E111E11-11 (I 3'-8" I -0° 2'-0" X 3'-8n Azthelm Construction Inc 111E111EIII-111=1 I IE I "3'_0" MIRROR HA 3610 Cedar ale Rd Unit C WAINSCOT PER WAINSCOT SI K FIN. 56HED. Mt360)42 Vernon,-6 48 1=III=III—III —III—III—III—III = FIN. 50HED. 98274 DOOR p.(360)424-6848 —11—III-1 I I- �^g- - Kingworks t BASE PER Structural Engineers BASE 600 Dupont Street -11-11 III-1 1— I- ! PER FIN. d VFIN. SGHED. v Suite —III—III—III—III—I 1- N SGHED. Bellingham,WA 98225 G)� ANDRAIL WAINSCOT PER (360)7istaN 0 SOUTH FLUSH HANDLE OF NEST FIN. sGHED.NORTH EAST 3204 TerraVistaey Sul-207 key Point Drive TOILET TYP. Arlington,WA 98223 3'4" RESTROOM 108) ELEVATIONS Metro91-9272 etron and Associates,Inc 307 N.Olympic,Suite 205 I/4" = I'-0" Arlington,WA 98223 Phone:(360)435-3777 F 60)435-4822 2' bn 3n 8'-10" VFY. Owner. 12" DEEP Arne Zenneck 2'-B 5 EQ. SP. GAB I NE75 W/ 14219 Smokey Point Blvd, 1V DEEP TOP . l-- ADJ. SHELVES unit 60.Marysville WA O 68 � — COUNTERS Ph:360nwdis.co O KNEE AND 3" SPACE REQUIRED FOR arne@rnwdist.com x 8��. FRID6E DOOR HANDLE. _ 7 7o T t¢ _ TOE INFILL WITH FINISH as _ 30" DEEP LOWER 30" DEEP LONER z • CLEARANCE COUNTERS COUNTERS — O b m M1 0 m {v^ AJ( ADA REACH STONE SAGK5PLA5H o n ' r r m _ _ TOP VIEN FRONT VIEN SIDE VIEW AND COUNTERTOPS m WOOD BASDEEPD.F. 4_2" 2,_1.. ADA DR I NK I N6 FOUNTAIN CABINETS SOUTH NORTH EAST D W m DETAIL 1 12 PANTRY > >o REGE/ ION o o a z = Y0 SCALE: 1/4" = 1'-0" SCALE: 1/4" = 1'-0" :2 �I- m 0CITY OF ARLINGTON .5 m 0 CONSTRUCTION DRAWING REVIEW APPROVAL o] Z a? F mIX .. w THIS PLAN SHEET HAS BEEN REVIEWED AND APPROVED PER THE Z LL n Q 0 CONDITIONS ON THE TITLE SHEET. BY: Drawing: Development Services Manager DATE: THIS APPROVAL IS VALID FOR 18 MONTHS A 5.3 DESIGN REVIEW PLN#885 SPECIAL PLN#884 �,a .. 21 c-4317 BOARD PERMIT USE DEFERRED SUBMITTAL REQUEST Community and Economic Development City of Arlington•18204 59th Ave NE•Arlington,WA 98223 • Phone(360)403-3551 The undersigned bas been issued a permit for construction prior to final approval of the following. The following items shall be considered deferred submittals and shall be submitted AND approved prior to installation. XXX 197TH PL NE, ARLINGTON, WA Property Address: 31051400203300 RNW is Parcel ID No.: Project Name: ri u ion Project Description: 17,748 S.F. WAREHOUSE WITH SMALL OFFICE Primary Contact: ❑ Owner ® Owner's Agent Owner Name: Arne Zenneck Office No.: 360 4554 0268 arne@rnwdist.com Email Address: Cell No.: Mailing Address: 14219 Smoky Point Marysville WA 98271 Ci State: Zip Owner's Agent: Adam Clark 2812 architecture. Contact Paul Office No.: (425) 252 2153 Email Address: Paul@2812architecture.com Cell No.: 2812 Colby Avenue Everett WA 98201 Mailing Address: City: State: Zip: LIST ALL ITEMS PROPOSED TO BE DEFERRED ESTIMATED DATE OF SUBMITTAL ITEM:E lect rica I DATE: March 15, 2023 ITEM:Mechanical DATE: March 15, 2023 ITEM:Plumbing DATE: March 15, 2023 ITEM:Sprinkler Sign permit DATE: March 15, 2023 ITEM:Fire alarm DATE: March 15, 2023 ITEM: DATE: 1, ❑Owner/[2 Owner's Agent,hereby assumes all risk,financially and otherwise,for any construction performed that may need to be removed if the deferred submittals listed above are not appropriate. 1 understand that certain inspections will NOT be performed until the submissions are accepted,reviewed and issued.I understand additional fees will be required based on the additional time spent for plan review.All deferred submittals must be submitted to the City of Arlington Community and Economic Development Department for review. 12 7 Signature Print Name Date REV012022 ENVELO PE CO M kIANCE SUMMARY 2018 W SEC Com Iliance Form sfor Com to ecial Buildings including Group R2,R3&R4 over 3 stories and all Rl Adm histered by:(0 2)22 NEEA,All rights reserved Project Title R NW Distribution-2018 WSEC F or Building Departm air Use: I Date' Ott 18,2022 Project Address XXXX 197th PL NE Project&Applicant Arlington,WA98223 Information Applicant Nam a WUL DOUGLAS Applicant Phone 4 25-252-2153 Applicant Email p aul@2812architecture.com For questions about this report,contact WSEC Com to ecial Technical Support at 360-539-5300 or via ern al at corn techsupport@waenergycodes.com G meral O irupancy A 11 Com m ecial neral Building Use Type W rehouse,General Storage B uilding Cond.Floor Area 4 4,314 Project Cond.Floor Area 4 4,314 Project Scope New Building S pace Conditioning Categories F ully Conditioned Floors Above G rade 0 Com pliance Method C om Iiiance Method 1-General Envelope Project Description 15,748 S.F. Envelope W WR/SRR Com pliance Scope S pace Conditioning Category C om pliance Method per Category UA Calculation Adjustm apt F enestration Alternates C om pliance Verification Scope and Method New Building F ully Conditioned P rescriptive 0 .70%/0%N one selected N o alternates selected C O M LIES Air Barrier Testing A it barrier testing included in project scope A it Barrier Com m eits Project Title RNW Distribution-2018 WSEC Date O d 18,2022 Scope&Space Conditioning N EW BUILDING-FULLY CO ISDITIO IWD C om pliance Verification CO M]LIES Window-to-wall Ratio 0 .70`%S kylight-to-roof-ratio 0 %V ertical Fenestration Alternate N o alternates selected O prque Envelope Assem Hies Insulation R-Values Roof/Ceiling Location in Docum arts A ssem Hy ID A ssem Hy Location C avity Continuous 2nd Layer U-Factor et Area(SF) (%penetration) (MB Roof) M dal building(purlins) A b 1 sections,A2.1 floor plan m tal roof E xterior R -25 R 1 -25(<0.04%) R11 U -0.031 15,667 Therm d Spacer Block R-Value:R-35 Is liner system included?:Yes U-Factor Source:WSEC Appendix A U-Factor Source Description: Is this assem fly exterior or interior?:Exterior Walls Location in Docum mts A ssem Hy ID A ssem Hy Location C avity Continuous Insulated Wall U-Factor et Area(SF) (%penetration) Furring Metal building(girts) A 3.1 elevations,A2.1 floor plan m tal walls with rigid insulation xterior R -0 R 1 -19(<0.04%) 10,519 Which insulation code target does wall corn Iiy with?:R-19 Cl U -Factor Source: U-Factor Source Description: Fram fig Depth:Other Fram fig Depth Fram hg Spacing: Is this assem fly exterior or interior?:Exterior Slab-on-grade Floors L ocation in Docum mts A ssem bly ID A ssem Hy Location S lab Edge U nder Slab Factor Perim der Length(SF) Unheated slab A 4.1 sections,A2.1 floor plan c oncrete floor A t grade level R -10 580 Slab Insulation M ethod:Uninsulated slab F-Factor Source: F-Factor Source Description: Fenestration&O Inque Door Assem Hies or Insulation R-Values O Inque Doors L ocation in Docum mts A ssem Hy ID A ssem Hy Location D oor Insulation U -Factor Rough O Irning(SF) Swinging I A 3.1 elevations,A2.1 floor plan,A5.1 door and window schedule in td]Jdoors E I xterior 1 -0.37 6 1 3 W at percentage of this opaque door is glazing?:50%or less U -Factor Source: U -Factor Source Description: Is this assem Uy exterior or interior?:Exterior I s this a public entrance door?:No Garage,Sectional A 3.1 elevations,A2.1 floor plan,A5.1 door and window schedule a td]Jdoors E xterior -0.30 3 70 What percentage of this opaque door is glazing?:50%or less U -Factor Source: U-Factor Source Description: Is this assem Uy exterior or interior?:Exterior Vertical Fenestration L ocation in Docum urts A ssem Hy ID A ssem Hy Location 0 ientation S hading(PF) Fenestration Fenestration Rough SHGC U-Factor Opening(SF) All other fenestration types A 3.1 elevations,A2.1 floor plan,A5.1 door and window schedule xterior storefront E xterior N orth Facing PI F<0.2 S HGC-0.34 -0.30 56 U-Factor&SHGC Source: U-Factor Source Description: Is this assem dy exterior or interior?:Exterior G hzed Doors Location in Docum 4nts A ssem Hy ID A =Fe- y Location 0 ientation S I hading(PF) Fenestration Fenestration Rough SHGC U-Factor Opening(SF) Swinging entrance door E levation A3.1,A5.1 Door&window schedule A lum hum storefront door E xterior N orth Facing PI F<0.2 S I HGC-0.51 q -0.60 1 21 U-Factor&SHGC Source: U-Factor Source Description: Is this assem dy exterior or interior?:Exterior I s this a public entrance door?:Yes Door enclosed within a vestibule?:No vestibule LIG H TNG CO M 1AANCE SUMMARY 2018 W SEC Com Iliance Form sfor Com in ecial Buildings including Group R2,R3&R4 over 3 stories and all Rl Adm histered by:(0 2)22 NEEA,All rights reserved Project Title R NW Distribution-2018 WSEC F or Building Departm air Use: I Date' Ott 18,2022 Project Address XXXX 197th PL NE Project&Applicant Arlington,WA98223 Information Applicant Nam a WUL DOUGLAS Applicant Phone 4 25-252-2153 Applicant Em Al p aul@2812architecture.com For questions about this report,contact WSEC Com in ecial Technical Support at 360-539-5300 or via em al at com techsupport@waenergycodes.com G weral O orupancy A 11 Com neecial G neral Building Use Type aW rehouse,General Storage I I uilding Cond.Floor Area 4 4,314 New Building or Project Cond.Floor Area 4 4,314 G meral Project Types N ew Building Addition Interior Lighting Alteration Floors Above G jade 0 Li htin Sco a Lighting Scope g g P Compliance Method C om Iliance Method 1-General Lighting Project Description Interior/Exterior LPA Calculation Lighting Compliance Scope Project Type (Interior includes both interior&parking) Lum ilaire Replacem mt Scope C om pliance Method Adjustm eat Compliance Verification and Method New Building nterior Lighting B uilding area N o Calculation Adjustm sits selected C O M LIES Additional Efficiency O pdons Included IF k ojec I e RNW Distribution-2018 WSEC Date O d 18,2022 Lighting Power Calculation N M EW BUILDING-INTERIO RLIG H TNG C om pliance Verification I CO M]LIES Com pliance Method B uilding area L PA Calculation Adjustment n one Interior Lighting Power Allowance-Building Area Building Areas G oss Interior Area(SF) L PA(Watts/SF) Total Watts Allowed Total Proposed Watts Com pliance Status by (SF x LPA x 1) By Building Area Building Area Office 1 1441 0 .64 9 22 4 62 C J OMPLIES Warehouse 1 5,748 0 .40 6 1299 6 232 C OMPLIES Proposed Lighting Power Density Watts per Total Watts New or Q mntity of Fixtures,CLD Fixture,s or Lum uaira Total Linear Watts per Linear Proposed Fixture Type/Application fixture ID B uilding Area Existing-to-Rem an Lum itaires(#F) ( F) Feet(LF) Foot(WpLF) (#F x WpF)or (Wp (LF x WpLF) Individual Fixtures Troffer 1 ed 2x2 dim m hle LEDLFPN1000050903 O ffice N ew 2 2 2 1 462 Linear Fixtures LED strip I L ED ENDEAVOUR HIGH BAY W rehouse N ew 7 6 8 2 6,232 Proj RNW Distribution-2018 WSEC Date O d 18,2022 Proposed Fixtures Details NSal EW BUILDING-INTERIO RLIG H TNG 11 Fixture Type/Application ixture ID L ocation in Documents L am pType B uilding Area New or Existing-to-Rem an Individual Fixtures Troffer I ed 2x2 dim m ble LEDLFPNI000050903 D wg A2.3.#103,102,101,104,105,106,107,110,111. L ED O ffice N ew F ixture Description:LED 2ft x 2ft Panel/Troffer-Dim ruble-21 W-2400 Lum ats-3500K-M etalux A re these fixtures located within a daylight zone?:No D o these fixtures require specific application lighting controls?:None required Linear Fixtures LED strip L ED ENDEAVOUR HIGH BAY 1 1 12 warehouse,114 loading dock L a ED W rehouse N ew H ow is linear fixture quantity defined?:Quantity of fixtures with current lim Ling device L ength of track(LT): Fixture Description:LED ENDEAVOUR HIGH BAY,82 WATT,120-277V,11978 LUMENS,4000K,OR 5000K,WHITE OR BLACK FINISH A re these fixtures located within a daylight zone?:No Do these fixtures require specific application lighting controls?: DRAWING INDEX DRAWING RELEASE HISTORY GENERAL NOTES DRAWING TITLE PAGES TYPE DATE DESCRIPTION MATERIALS ASTM DESIGNATION Cover Sheet 3 PLATE WELDED SECTIONS A529,A572,A1011,A1018 GRADE 55 Codes and Loads COLD FORMED LIGHT GAGE SHAPES A653,A1011 GRADE 60 BRACE RODS A572,A510 GRADE 50 Notes HOT ROLLED MILL SHAPES A36,A529,A572,A588,A992 GRADE 36 OR 50 HOT ROLLED ANGLES A529,A572,A588,A992 GRADE 50 ® Anchor Rod Plan HOLLOW STRUCTURAL SECTION(HSS) A500 GRADE B CLADDING A653,A792 GRADE 50 OR GRADE 80 VV 7ILDINGS Primary Structural HIGH STRENGTH BOLT TIGHTENING REQUIREMENTS Secondary Structural IT IS THE RESPONSIBILITY OF THE ERECTOR TO ENSURE PROPER BOLT TIGHTNESS IN ACCORDANCE WITH APPLICABLE Covering REGULATIONS.SEE RCSC SPECIFICATION FOR STRUCTURAL JOINTS USING HIGH STRENGTH BOLTS FOR MORE INFORMATION. VARCO PRU DEN SEE ERECTION GUIDE FOR BOLT TIGHTENING INSTRUCTIONS.THE FOLLOWING CRITERIA MAY BE USED TO DETERMINE Special Drawings THE BOLT TIGHTNESS(I.E.-SNUG TIGHT OR PRE-TENSION)UNLESS REQUIRED OTHERWISE BY LOCAL JURISDICTION OR CONTRACT. a division of BlueScope Buildings North America,Inc. Standard Erection Details ALL A490 BOLTS SHALL BE"PRE-TENSIONED".A325 BOLTS IN PRIMARY FRAMING AND BRACING CONNECTIONS MAY BE Planograph Details "SNUG-TIGHT"EXCEPT AS FOLLOWS; PRE-TENSION A325 BOLTS IF BUILDING SUPPORTS A CRANE GREATER THAN 5 TON CAPACITY. PRE-TENSION A325 BOLTS IF BUILDING SUPPORTS MACHINERY THAT CREATES VIBRATION,IMPACT,OR STRESS REVERSALS ON CONNECTIONS. PRE-TENSION A325 BOLTS IF LOCATED IN HIGH SEISMIC AREAS.FOR IBC BASED CODES;HIGH SEISMIC IS DESIGN CATEGORY D,E OR F.SEE CODES AND LOADS SECTION BELOW FOR DETAILS. PRE-TENSION ANY CONNECTION WITH DESIGNATION A325-SC.SLIP CRITICAL(SC)CONNECTIONS MUST BE FREE OF PAINT,OIL OR OTHER MATERIALS THAT REDUCE FRICTION AT CONTACT SURFACES. GALVANIZED OR LIGHTLY RUSTED SURFACES ARE ACCEPTABLE. IN CANADA,ALL A325 AND A490 BOLTS SHALL BE"PRE-TENSIONED",EXCEPT FOR SECONDARY MEMBERS AND FLANGE BRACES. SECONDARY MEMBERS AND FLANGE BRACE CONNECTIONS ARE ALWAYS"SNUG TIGHT",UNLESS INDICATED OTHERWISE IN ERECTION DRAWING DETAILS. INSPECTION AND TESTING SPECIAL INSPECTIONS AND TESTING REQUIRED BY AUTHORITY HAVING JURISDICTION(AHJ)DURING CONSTRUCTION AND/OR STEEL FABRICATION IS THE RESPONSIBILITY OF THE OWNER OR OWNERS AUTHORIZED AGENT.WHEN REQUIRED,THE OWNER SHALL EMPLOY A QUALITY ASSURANCE AGENCY(QAA)APPROVED BY THE AHJ.THE BUILDER IS RESPONSIBLE TO COORDINATE BETWEEN THE QAA FIRM AND BBNA FABRICATION FACILITIES.THE TYPE AND EXTENT OF SPECIAL INSPECTIONS AND NDT WELD TESTING MUST BE SPECIFICALLY STIPULATED IN CONTRACT DOCUMENTS OR BBNA WILL ASSUME SPECIAL INSPECTIONS AND/OR NDT TESTING ARE WAIVED AS PERMITTED BY THE BUILDING CODE BASED ON BBNA FACILITIES IAS AC472 ACCREDITATION. 0-X000, VP Buildings 3200 Players Club Circle Memphis TN 38125 THE VP ENGINEER'S SEAL APPLIES ONLY TO THE WORK PRODUCT OF VP THIS DRAWING,INCLUDING THE INFORMATION HEREON,REMAINS THE PROPERTY OF VP (Csq D COVER SHEET AND DESIGN AND PERFORMANCE REQUIREMENTS SPECIFIED BY VP.THE BUILDINGS.IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED IN THE VP ENGINEER'S SEAL DOES NOT APPLY TO THE PERFORMANCE OR DESIGN APPLICABLE PURCHASE ORDER AND MAY BE REPRODUCED ONLY FOR THAT PURPOSE.IT SHALL V / BUILDER JOBNO OF ANY OTHER PRODUCT OR COMPONENT FURNISHED BY VP EXCEPT TO NOT BE MODIFIED,REPRODUCED OR USED FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN ( n Axthelm Construction ANY DESIGN OR PERFORMANCE REQUIREMENTS SPECIFIED BY VP. APPROVAL OF VP BUILDINGS. SAR ACCREDITED' CUSTOMER Arne Zenneck GATE THE GENERAL CONTRACTOR AND/OR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE GOOD QUALITY Metal Building Systems LOCATION 9/22I2022 rCertlfi� AC 472 Arlington,Washington VP BUILDINGS WORKMANSHIP IN ERECTING THIS BUILDING IN ACCORDANCE WITH THIS DRAWING,DETAILS REFERENCED IN THIS VARCO PRUDEN DRAWN/CHECK DRAWING,ALL APPLICABLE VP BUILDINGS ERECTION GUIDES,AND INDUSTRY STANDARDS PERTAINING TO PROPER PROJECT RNW Cistribution,Inc. ERECTION,INCLUDING THE CORRECT USE OF TEMPORARY BRACING. BUILDERS POa PAGE VP Quote 0210163 Rev3 WC VERSION:2022.2a 1 10/10/2022 15:43:02 FILENAME Vpc1RNW30fth admsmm m BwaSBelldi, Node Amedce,Inc. Codes and Loads Snow Buildup WHEN MULTIPLE BUILDINGS ARE INVOLVED, SPECIFIC LOAD FACTORS FOR DIFFERING OCCUPANCIES, BUILDING DIMENSIONS, Shape Surface Description X Location Y Location Magnitude HEIGHTS, FRAMING SYSTEMS, ROOF SLOPES, ETC., MAY RESULT IN DIFFERENT LOAD APPLICATION FACTORS THAN RNW Distribution Roof: A Unbalanced Snow Load 1, Shifted Left Roof: A 0.0 ft 0.0 Pt 22.2 psf INDICATED BELOW. SEE CALCULATIONS FOR FURTHER DETAILS. WIND LOADS ARE APPLIED TO OVERALL BUILDING ENVELOPE. 305.5 ft 0.0 ft 22.2 psf COMMON WALLS BETWEEN CONNECTED SHAPES ARE NOT SUBJECT TO EXTERNAL WIND LOADS. 305.5 ft 23.5 ft 22.2 psf City: Arlington County: Snohomish State: Washington Country: United States 0.0 ft 23.5 ft 22.2 psf RNW Distribution Roof: A Unbalanced Snow Load 1, Shifted Left Roof: A 305.5 ft 14.2 ft 13.4 psf Building Code 205.5 ft 0.0 ft 13.4 psf Building Code: 2018 International Building Code Structural: 16AISC - ASD Rainfall: I: 4.00 inches per hour 126.0 ft 0.0 ft 13.4 psf Building Risk/Occupancy Category: II (Standard Occupancy Structure) Cold Form: 16AISI - ASD f'c: 3000.00 psi Concrete 226.0 ft 14.2 ft 13.4 psf RNW Distribution Roof: A Unbalanced Snow Load 1, Shifted Left Roof: A 126.0 ft 0.0 ft 13.4 psf 128.0 ft 0.0 ft 13.4 psf Dead and Collateral Loads Material Dead Weight Roof Live Load 128.0 ft 14.2 ft 13.4 psf Collateral Gravity:6.00 psf Roof Covering + Second. Dead Load: Varies Roof Live Load: 20.00 psf Reducible 226.0 ft 14.2 ft 13.4 psf Collateral Uplift: 0.00 psf Frame Weight (assumed for seismic):2.50 psf RNW Distribution Roof: A Unbalanced Snow Load 1, Shifted Left Roof: A -2.0 ft 23.5 ft 22.2 psf -2.0 ft 0.0 ft 22.2 psf Wind Load Snow Load Seismic Load Wind S eed: Vult: 110.00 (Vasd: 85.21) mph Ground Snow Load: 25.00 psf Lateral Force Resisting Systems usingEquivalent Force Procedure 0.0 ft 23. ft 22.2 psf p P pg' p g y � 0.0 ft 23.5 ft 22.2 psf The 'Envelope Procedure' is Used Flat Roof Snow: pf: 15.75 psf Mapped MCE Acceleration: Ss: 105.30 8g RNW Distribution Roof: B Unbalanced Snow Load 1, Shifted Right Roof: B 0.0 ft 0.0 ft 13.4 psf Primaries Wind Exposure: C - Kz: 0.945 Design Snow (Sloped): ps: 15.75 psf Mapped MCE Acceleration: S1: 37.60 8g 226.0 ft 0.0 ft 13.4 psf Parts Wind Exposure Factor: 0.945 Rain Surcharge: 0.00 Site Class: Stiff soil (D) - Default 126.0 14.2 ft 13.4 psf ft Wind Enclosure: Enclosed Specified Minimum Roof Snow: 25.00 psf (DER) Seismic Importance: Is: 1.000 0.0 ft 14.2 ft 13.4 psf Topographic Factor: Kzt: 1.0000 Exposure Factor: 1 Fully Exposed - Ce: 0.90 Design Acceleration Parameter: Sds: 0.8424 RNW Distribution Roof: B Unbalanced Snow Load 1, Shifted Right Roof: B -2.0 ft 14.2 ft 13.4 psf Ground Elevation Factor: Ke: 1.0000 Snow Importance: Is: 1.000 Design Acceleration Parameter: Shc: 0.4823 -2.0 ft 0.0 ft 13.4 psf Thermal Factor: Heated - Ct: 1.00 Seismic Design Category: D 0.0 ft 0.0 ft 13.4 psf NOT Windborne Debris Region Ground / Roof Conversion: 0.70 Seismic Snow Load: 0.00 psf 0.0 ft 14.2 ft 13.4 psf Base Elevation: 0/0/0 Obstructed or Not Slippery t Snow Used in Seismic: 0.00 RNW Distribution Roof: B Unbalanced Snow Load 1, Shifted Right Roof: B 126.0 ft 0.0 ft 13.4 psf Site Elevation: 0.0 ft Diaphragm Condition: Rigid 128.0 ft 0.0 Pt 13.4 psf Primary Zone Strip Width: 2a: 20/0/0 Fundamental Period Height Used: 23/l/4 128.0 ft 14.2 ft 13.4 psf Parts / Portions Zone Strip Width: a: 10/0/0 126.0 ft 24.2 ft 13.4 psf Velocity Pressure: qz: 24.89, (C&C) 24.89 psf Transverse Direction Parameters RNW Distribution Wall 4 - Canopy 1 Snow Drift (from Wall 4, Shape RNW Distribution) Wall: 4, Canopy:0.0 ft 0.0 ft 51.7 psf Ordinary Steel Moment Frames 15.5 ft 0.0 Pt 51.7 psf Redundancy Factor: Rho: 1.00 15.5 ft 5.1 ft 0.0 psf Fundamental Period: Ta: 0.3452 0.0 ft 5.1 ft 0.0 psf R-Factor: 3.50 Entry Canopy - MAIN Roof: A Snow Drift (from Wall 5, Shape RNW Distribution) Roof: A 18.5 ft 0.0 ft 5.1 psf Overstrength Factor: Omega: 3.00 Deflection Amplification Factor: Cd: 3.00 0.0 ft 2.3 ft 0.0 psf Base Shear: V: 0.2407 x N 18. ft . ft 0.0 psf 8.5 ft 2.3 Pt 0.0 psf 1. The Snow Buildup loading shown is in addition to the flat or sloped roof snow. Longitudinal Direction Parameters 2. The X and Y Location dimensions are from the point of origin of each surface. Ordinary Steel Concentric Braced Frames Redundancy Factor: Rho: 1.30 Fundamental Period: Ta: 0.2108 R-Factor: 3.25 Overstrength Factor: Omega: 2.00 Deflection Amplification Factor: Cd: 3.25 Base Shear: V: 0.2592 x N Y Y RNW Distribution ---- --- ---_ Wall 1 - Canopy 1 X X \ / X RNW Distribution Roof: B RNW Distribution --------\ Wall 55--/Canopy 1 Entry Canopy - MAIN / Roof: A�/ f \ RNW Distribution / Roof: A RNW Distribution Wall 3 - Canopy 1 X tD ss ri�' ibution Wall 4 - Canopy 1�y Y THE VP ENGINEER'S SEAL APPLIES ONLY TO THE THIS DRAWING,INCLUDING THE INFORMATION HEREON,REMAINS THE PROPERTY OF VP BUILDINGS. VP Buildings WORK PRODUCT OF VP AND DESIGN AND IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED IN THE APPLICABLE PURCHASE CODES AND LOADS PERFORMANCE REQUIREMENTS SPECIFIED BY ORDER AND MAY BE REPRODUCED ONLY FOR THAT PURPOSE.IT SHALL NOT BE MODIFIED, 3200 Players Club Circle Memphis TN 38125 VP.THE VP ENGINEER'S SEAL DOES NOT APPLY REPRODUCED OR USED FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF VP TO THE PERFORMANCE OR DESIGN OF ANY BUILDINGS. REV DATE BY DESCRIPTION BUILDER Axthelm Construction JOBNO OTHER PRODUCT OR COMPONENT FURNISHED THE GENERAL CONTRACTOR ANDIOR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE GOOD CUSTOMER Arne Zenneck DATE BY VP EXCEPT TO ANY DESIGN OR QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN ACCORDANCE WITH THIS DRAWING, LOCATION 9/22/2022 PERFORMANCE REQUIREMENTS SPECIFIED BY DETAILS REFERENCED IN THIS DRAWING,ALL APPLICABLE VP BUILDINGS ERECTION GUIDES,AND Arlington,Washington VP BUILDINGS DRANWICHECK VP. INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION,INCLUDING THE CORRECT USE OF PROJECT VARCO PRUDEN TEMPORARY BRACING. RNW Cistribution,Inc.BUILDERS PON A BlueScope Steel Company PAGE NTS VP Quote#210163 Rev3 WC vERSION: 2022.2a 2 10/10/2022 15:43:05 rLENAME: vpcl RNW 30 ft h a dM.I..m Blu.S-e BuadlN.NOM Amalw,Imo. BUILDER/CONTRACTOR RESPONSIBILITIES SIGNAGE SKYLIGHTS VP Buildings follows the guidelines as outlined in the AISC and MBMA Codes of Standard Practice. The Builder is responsible for furnishing signs as required by Code and the Building Department, Local building departments may require added fall restraint due to conditions that may affect the VP Buildings standard product specifications,design,fabrication,quality criteria shall govern all work including but not limited to,exits,occupancy limits,floor loading limits,and bulk storage limits. skylight structural integrity. It is the responsibility of the builder to determine and provide any unless stipulated otherwise in the contract documents. In case of discrepancies between Floor loading signs shall clearly indicate maximum floor live load permitted. added fall restraint under the skylight as may be required by your building department. VP Buildings structural plans and plans for other trades,VP Buildings structural plans shall govern. Bulk storage facilities shall have signs clearly posted on all loaded walls indicating the type of commodity stored and the maximum storage height. Signs shall be clearly visible when RAIN WATER RUNOFF It is the responsibility of the Builder to obtain approvals and permits from all governing agencies and building is fully loaded to design level.Overloading of floors or walls may result in failure. jurisdictions as required. Approval of VP Buildings drawings constitutes the builders acceptance of VP Drainage systems must be designed by the project professional to comply with code requirements. interpretation of the contract purchase order. Unless specific design criteria concerning interface Claims for damage or shorts MUST be noted on the Bill-of-Lading or delivery VP is not responsible for drainage designs,overflow scuppers,down piping,etc. The project design and details are furnished as part of the contract,VP Buildings design assumptions shall govern. receipt and filed against the carrier by the consignee as per VP's Terms of Sales(F.O.B.Plant) professional and contractor are responsible to ensure that primary drains and overflow devices under the Uniform Commercial Code. It is critical that damages or shorts be noted on the such as scuppers and auxiliary drains are provided as required for the required rain intensity at VP engineers are not Project Engineers or Engineer of Record for the overall project. VP engineering Bill-of-Lading or you have little recourse with the carrier. Immediately upon delivery of material, the building perimeter and at valley conditions to prevent ponding. supply sealed engineering design data and drawings for VP supplied material as part of the overall material quantities are verified by the Builder against quantities billed on the shipping document. STEEL SHOP COAT project for use by others to obtain permits,approvals,and coordinate with other trades. All interface Neither the Manufacturer nor the carrier is responsible for material shortages against quantities and/or compatibility of any materials not furnished by VP are to be considered and coordinated by billed on the shipping document if such shortages are not noted on the shipping documents upon The purpose of VP's shop coat is to provide protection for the steel members during the builder or A/E firm. delivery of material and acknowledged by the carriers agent. For materials concealed in bundles, transportation,during temporary job site storage and during erection. Standard shop formulation boxes,or crates,shortages must be reported immediately upon unpacking. Should products get is not designed to perform as a finish coat when exposed to environmental conditions. Members CONSTRUCTION&ERECTION RESPONSIBILITY wet,bundled and crated materials must be unpacked and unbundled immediately to provide shall be kept free of the ground and properly drained during job site storage. It is the Builder's The Builder is responsible for construction in strict accordance with VP Buildings"FOR CONSTRUCTION" drainage of trapped moisture.See Erection Guide for proper job site storage procedure. responsibility to ensure that if a finish coat is being applied over VP shop coat that the drawings and all applicable product installation guides. VP is not responsible for work done from any SEALANTS painting contractor verifies compatibility between his finish coat and VP's shop coat. other VP drawings that are not marked"FOR CONSTRUCTION",nor any drawings prepared by others. VP BUILDINGS ACCREDITATIONS AND APPROVALS Sealants shall be applied in strict accordance with VP details or weather tightness will be compromised. As erected field assemblies of members shall be as specified in MBMA Code of Standard Practice Sealant must be applied in temperatures and weather conditions consistent with labeling. Fabricator Approvals (in Canada-CSA S16),which require L/500 tolerance of installed members. Occasional INDEPENDENT MEZZANINES IAS AC472 Approvals:(www.iasonline.org/services/metal-building-inspection) field work including shimming,cutting,coping,and drilling for final fit-up are considered part of Listed under BlueScope Buildings North America,Inc. erection. Specified field work and field welding conditions indicated on these drawings shall Independent mezzanines must be designed by a professional engineer. The engineer must ensure City of Los Angeles,CA#FB00031;City of Houston,TX 767&429; also be included in the erectors scope of work. See Erection Guide for shimming procedure. that proper isolation from the VP building has been provided to avoid structural damage due to City of Phoenix,AZ C19-02008;Clark County,NV 43&833,San Bernardino County,CA 289 For building with top riding bridge cranes see Crane Data drawing for column plumb tolerance. differential movements,or inadvertently apply loads to the VP structure. VP accepts no State of Utah,City of Richmond,CA. responsibility for the design of the independent mezzanine. The building erector shall be properly licensed and experienced in erecting metal building systems. Design Approvals The Builder is responsible for having knowledge of,and shall comply with,all OSHA requirements FIRE CODE COMPLIANCE P g g P Y q IAS AC472 Approvals:(www.iasonline.orglserviceslmetal-building-inspection) and all other governing site safety criteria. The builder is responsible for designing,supplying, It is the responsibility of the project design professional and builder to comply with local fire code Listed under Varco Pruden Buildings,a Division of BlueScope Buildings North America,Inc. locating and installing temporary supports and bracing during erection of the building. VP regulations including consideration of,but not limited to,building use and occupancy,all building Canadian CSA A660 Certifications bracing is designed for code required loads after building completion and shall not be considered construction materials,separation requirements,egress requirements,fire protection systems,etc. as adequate erection bracing.See Erection Guide. Builder shall advise VP of any special requirements to be furnished by VP. (www.cwbgroup.org) Listed under BlueScope Buildings North America,Inc. Shimming of steel buildings during erection may be required to accomodate allowable tolerances FIELD MODIFICATIONS Engineering Certifications of Authorization during fabrication and erection.Special care should be taken by the building erector to shim connections where key dimensions must be maintained for building performance as even small Modifications to this building from details and instructions contained on these drawings must be USA--AL#CA-5589-E;AZ#22225-0;AR#576;FL#30427;GA#PEF007551;ID#C-2470;IL#184-002649; tolerances can have a significant impact on critical dimensions such as height,clearances and approved in writing by VP Buildings engineers,or other licensed structural engineer. This includes, KS#E-29;KY#4490;LA#EF6722;MS#E-0592;MO#E-2010007736;NC#F-0998;ND#1579PE; plumbness,especially as the size of the member or building increases.Conditions where shimming but is not limited to,removal of roof or wall cladding,removing or moving any flange braces or NJ#24GA28318800;NV#20437;OH#05898;OK#CA417OPE;RI#8838;SC#6206;SD#C-1787;TX#F4828; should be expected can include but are not limited to large door openings,critical clear height rod braces,cutting of openings for doors,windows or RTU's,correction of fabrication errors,etc. VA#0411001520;VA#0411001518;WA#4119;WV#C03059-00 requirements,cranes,buildings greater than 45 feet in height,clear spans greater than 125 feet The owner shall not impose loads to this structure beyond what is specified for this building in CAN--AB#PO8900;NB#F0951;NL#DO044;NS#30123;NT#P062;ON#100148796;and YT#PP134 and adjacent frames with different characteristics(like clear span frames adjacent to an endwall the contract documents. VP Buildings accepts no responsibility for the consequences of any or modular frame).Shims are normally provided by the erector,but may be ordered upon request unauthorized additions,alterations,or added loads to this structure. ICC Evaluation Reports(www.icc-es.org) by contacting your Project Manager. SSR Roof System-#ESR-2527 If the builder intends to invoice VP Buildings for modifications in excess of $1000,The builder State of Florida Product Approvals(www.floridabuilding.org) EXISTING STRUCTURES must notify VP Buildings immediately,and obtain a Work Authorization from VP Buildings prior to proceeding. All final claims must be submitted to VP Buildings with all supporting documentation Approved Products Listed Under VP Buildings,Inc. VP must be advised of any structure that is within 20 ft.of VP's building. Load effects from within 30 days of the building completion. Claims submitted without work authorizations,or after snow drifting,wind effects,and seismic separation must be considered for both the new and 30 days will not be accepted. Correction of minor misfits,shimming and plumbing,moderate VP TextureClad-See Transamerican Structuroc,Inc. existing structures.VP has designed the new VP building for these effects.The owner/builder are amount of reaming,drilling,chipping/cutting and minor welding are considered by Code of Dade Co.Product Approval (www.miamidade.gov/buildingcode) responsible for employing a Professional Engineer to review and verify the existing structure for all Standard Practice to be part of erection are not subject to claim reimbursement. load effects from the adjacent VP building. Approved Products Listed Under Varco Pruden Buildings,Inc. BRACING CONCRETE/MASONRY/CONVENTIONAL STUD WALLS VP TextureClad-See Transamerican Structuroc,Inc. The engineer responsible for the design of the wall system is responsible for coordinating with,or Underwriter's Laboratory Approvals(Available only when specified in contract) Tension brace rods work in pairs to balance forces caused by initial tensioning. Care must be specifying to VP Buildings,any wall to steel compatibility issues such as drift and deflection taken while tightening brace rods so as not to cause accidental or misalignment of components. compatibility,special base details,and wall to VP steel connections. All fasteners,sealant and SSR Roof-UL#TGKX-113;SSR Composite Roof Class 90-UL#TGKX-113A; All rods must be installed loose and then tightened. Rods should not exhibit excessive sag. For counter flashing of wall systems are to be provided by contractor. The engineer responsible for SSR Roof w/Super Block;Class 90-UL#TGKX-328; long or heavy rods,or angles it may be necessary to support the rods at mid-bay by suspending the wall shall design the anchorage to VP supporting elements consistent with Code required forces. them from secondary members. PANELS Panel Rib Roof UL Class 60-UL#TGKX-60;Panel Rib Roof UL Class 90-UL#TGKX-64; Bracing for seismic or wind loading of objects or equipment that are not a part of the VP VP SLR II Roof Class 90-UL#TGKX-90,-180,-435,-435A,-176,-238,-238A,-238B structure must be designed by a qualified professional to deliver lateral loads to primary frames Oil canning is an inherent characteristic of cold formed steel panels. It is the result of several Factory Mutual Approved Assemblies(Available only when specified in contract) and rod bracing struts. Equipment bracing and suspension connections must not impose torsion factors that include induced stresses in the raw material delivered to VP,fabrication methods, or minor axis loads,or cause local distortion in any VP components. VP accepts no installation procedures,and post installation thermal forces. Thru fastened panels will exhibit some SSR Roof Systems are approved in various type applications and listed in FM Approval Guide. responsibility for design or installation of bracing systems not furnished by VP. dimpling when installed,especially when insulation is installed between panels and secondary 24 Ga SSR(0.0227"Nominal),is available in Class 1-60,1-75,1-90. 22Ga SSR(0.0277" supports. Dimpling can be minimized by careful installation,taking care not to over drive fasteners. FIELD WELDING Nominal),is available in Class 1-75,1-90-,1-120. All field welding shall be done at the direction of a design professional,and done in accordance Roof rumble is a phenomenon that is caused by wind gusts lifting up on the roof panels and thenspringing back into place. All panels experience this action to some degree,especially with SLR II Roof Systems are approved in various type applications and listed in FM Approval Guide. with governing requirements(AWS in USA,CWB in Canada)by welders qualified to perform the concealed clip Standing Seam panels. Roof rumble noise may be minimized by providing a layer 24 Ga SLR II(0.0227"Nominal),is available in Class 1-75 and 1-120. welding as directed by the applicable welding procedure specification(WPS).A WPS shall be of blanket insulation between the panels and any hard support surface such as steel secondary prepared by the contractor for each welding variation specified.The contractor is responsible for members,substrates such as plywood,steel decking,or rigid board insulation. A minimum of any special welding inspection as required by local jurisdiction. Filler metal shall be 70 ksi(480 MPa)tensile strength.For welds in high seismic force resisting system 3 inch thick blanket is recommended over steel secondary members,or 2 inch over substrates. (Seismic Cat D,E or F),minimum Charpy V-Notch toughness shall meet AISC-341 criteria Oil canning,dimpling,and roof rumble do not affect the structural integrity or weather tightness (20 ft-lbs min @ ODeg F). Interpass temperatures shall not exceed 550Deg F(30ODeg C). of the panels and is not grounds for rejection of panels. DELIVERIES The Standing Seam joint detail is designed with an interlocking feature for ease of installation. It is the responsibility of the builder to have adequate equipment available at the job site to However,it is imperative that installed Standing Seam panels be secured to the secondary unload trucks in a safe and timely manner. The Builder will be responsible for all retention structural members and properly seamed prior to departure from the job site each day. charges from carriers as a result of job site unloading delays. THE VP ENGINEER'S SEAL APPLIES ONLY TO THE THIS DRAWING,INCLUDING THE INFORMATION HEREON,REMAINS THE PROPERTY OF VP BUILDINGS. D VP Buildings WORK PRODUCT OF VP AND DESIGN AND IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED IN THE APPLICABLE PURCHASE ERECTION NOTES PERFORMANCE REQUIREMENTS SPECIFIED BY ORDER AND MAY BE REPRODUCED ONLY FOR THAT PURPOSE.IT SHALL NOT BE MODIFIED, 3200 Players Club Circle Memphis TN 38125 VP.THE VP ENGINEER'S SEAL DOES NOT APPLY REPRODUCED OR USED FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF VP TO THE PERFORMANCE OR DESIGN OF ANY BUILDINGS. REV DATE BY DESCRIPTION BUILDER Axthelm Construction JDBND AL CONTRACTOR AND/OR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE GOOD OTHER PRODUCT OR COMPONENT FURNISHED THE GENERAL CUSTOMER Arne Zenneck DATE BY VP EXCEPT TO ANY DESIGN OR QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN ACCORDANCE WITH THIS DRAWING, LOCATION 9/22/2022 PERFORMANCE REQUIREMENTS SPECIFIED BY DETAILS REFERENCED IN THIS DRAWING,ALL APPLICABLE VP BUILDINGS ERECTION GUIDES,AND Arlington,Washington VP BUILDINGS DRA NICHECK VP. INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION,INCLUDING THE CORRECT USE OF PROJECT RNW Cistribution,Inc. vnRco PRuoeN TEMPORARY BRACING. BUILDERS PO# A Bluescope Steel Company PAGE 3 NTS VP Quote#210163 Rev3 VPC VERSION: 2022.2a 10/10/2022 15:43:07 FLENAME: vpe1RNW30fth ad, fBI-S,o ft.ld,NondAm� 1. ,. T — 109'-6" AHB 10 AR10 30-6" & 69-01" # t'-0" 30 J t SO .0 0" l0 1 II 1 Aa2e Aa10 61 V 1 DI P" AR101 Di 1 HE w rf � HR12, 1 N —12 a 12 12 M121 o 1 t AH2e Auo M10 9 4''-1 1/2" 8 0 -0" ��II LLLL 7 1'-D" IlF 29'-6• 26'-0" i.26'-0" 23'-0" —22'-6--------—1 6 7 1/2" BL er' II77 5 1'-le^ HL HL 126'-0" BL 4 1'-2" ANCHOR ROD PLAN 3 3" 2 3-4 1/2" J-8.50 1 6" F-IDlmonsion Key Finished Floor Elevation=100'-0" Unless Noted Otherwise) <'>THE BUILDING IS DESIGNED WITH BRACING DIAGONALS IN THE DESIGNATED THE VP ENGINEER'S SEAL APPLIES ONLY TO THE THIS DRAWING,INCLUDING THE INFORMATION HEREON,REMAINS THE PROPERTY OF VP BUILDINGS. D VP Buildings BAYS. COLUMN BASE REACTIONS,BASE PLATES AND ANCHOR RODS ARE WORK PRODUCT OF VP AND DESIGN AND IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED IN THE APPLICABLE PURCHASE ANCHOR ROD PLAN AFFECTED BY THIS BRACING AND DIAGONALS MAY NOT BE RELOCATED PERFORMANCE REQUIREMENTS SPECIFIED BY ORDER AND MAY BE REPRODUCED ONLY FOR THAT PURPOSE.IT SHALL NOT BE MODIFIED, 3200 Players Club Circle Memphis TN 38125 VP.THE VP ENGINEER'S SEAL DOES NOT APPLY REPRODUCED OR USED FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF VP REV DATE BY DESCRIPTION BUILDER JOBNO TO THE PERFORMANCE OR DESIGN OF ANY BUILDINGS. Axthelm Construction WITHOUT CONSULTING THE BUILDING SUPPLIERS ENGINEER. OTHER PRODUCT OR COMPONENT FURNISHED THE GENERAL CONTRACTOR ANDIOR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE GOOD CUSTOMER Arne Zenneck DATE BY VP EXCEPT TO ANY DESIGN OR QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN ACCORDANCE WITH THIS DRAWING, LOCATION 9/22/2022 PERFORMANCE REQUIREMENTS SPECIFIED BY DETAILS REFERENCED IN THIS DRAWING,ALL APPLICABLE VP BUILDINGS ERECTION GUIDES,AND Arlington,Washington VP BUILDINGS D-1CHECK VP. INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION,INCLUDING THE CORRECT USE OF PROJECT VARCO PRUDEN TEMPORARY BRACING. RNW Cistribution,InC. A 81ueScope Steel Company BUILDERS PON PAGE NTS VP Quote#210163 Rev3 WC VERSION: 2022.2a 4 10/10/2022 15:43:09 FLENAME: vpcl RNW 30 ft h a dM.I..m Blu.S-e BuadlN.NOM America,Imo. �IJUT 1/2" (13mm)DIAMETER .A Dim. A Di- A HARDENED CONCRETE ANCHORS PITCH DIM HARDENED [(BY OTHERS) 4"t102mm) JAMB o PROJECTION w a — Ea E E 7 E TH � 21/2' (64mm) LENGTH o E o E ' o E a F o BOTTOM OF COLUMN2 1/2" (s4mm) aETxa � � � au l BASE PLATE ELEV�u VV w D It It E ? £ ? £ -TOP OF FOUNDATION-CONSIDERJ ANY SPACE BETWEEN THE FOUNDATION 1 1/4" OPENING WIDTH I 1 1/4" 3 ? E J £ m AND COLUMN BASE IN ANCHOR ROD 21/2" 21/2" pI' q^ g^ \� 4^ \a LENGTH REQUIREMENT 32mm 32mm N 1 1 a 4 ,. NOTE: 1"(25mm)PROJECTION ABOVE s4mm samm WIDTH WIDTH WIDTH m' 102mm127mm m� 102mm BOTTOM OF JAMB CLIP 2 1/2' 2 1/2" 2 1/2" �2 1/2" 2 1/2" �2 1/2" THE 4"PROJECTION ABOVE THE BOTTOM OF THE BASE PLATE SEE PLAN FOR JAMB SIZES: J=SIZE s4mm r 64mm s4mm rr s4mm s4mm 6f 4mm IS A SUGGESTED MINIMUM TO ENSURE ADEQUATE ANCHOR ROD JAMB'EQ.'VALUES: i L L FOUNDATION�ESGNER PROJECTION MAY BE REQUIRED BY THE THE ANCHOR ROD PROJECTION MAY NEED TO BE CUT OFF IF 7 EQ=2"51mm,5.5 EQ=2 3/4"70mm Huto (�)]/� Din. THERE IS INTERFERENCE WITH OTHER PARTS. 10 EQ=3 1/2"89mm,11.5 EQ=4 1/4"108mm Pln!-Y-0^,L-11•,Yin Sh!-9/0^ 0 (0)]/0^Dia. 1 (4)1"D1a. 1Y (4)9/�•Dia. 8 (�)1 1/4^Dia. 1 (2)9/0"D1�. (4)3/4•Dia. "; '1 2/2•M1'-1• Plat-Y.0`,L-1'-1",Mln Pea-]/0" P1nG Y.0",L-1'-1",Min rn!-]/0" P1.G 4hk-]/0" P1IG Y.9^,L-1'-1^,Yin 4hlc-]/0• 'I Y.e",D.1o•,Min rn!-]/e" SUGGESTED ANCHOR ROD PROJECTION FRAMED OPENING DETAIL Plafi OFP",L-31•,Yin Shb]/0^ •Pilaw-0•lOgn Oniri• Din: IW 1/0" DL: a-5 1/0" !e: A-S 1/0" ie: a-]1/0" L: A-S 1/0" w.-300•-0^ w.-100•-0" ■lw.-100•-0• elw.-300'-0" lay.-100'-0" lay.-100'-0" lw.-100'-0" 1.ANCHOR RODS,NUTS,HARDENED WASHERS AND ANY OTHER EMBEDDED ITEMS ARE TO BE FURNISHED BY CONTRACTOR. 2.ANCHOR ROD DIAMETERS WERE DETERMINED BY ALLOWABLE SHEAR AND TENSION PER AISC SPECIFICATIONS(FY=36KSQ. R (ASTM F1554 GRADE 36)ANCHOR ROD LENGTH,EFFECTS L OF EMBEDDED ANCHOR ROD EDGE DIMENSIONS AND METHOD OF TRANSFERRING FORCES FROM ANCHOR RODS TO VARIES FOOTINGS ARE TO BE DETERMINED BY OTHERS. BOTTOM OF 3.UNLESS OTHERWISE SPECIFIED,ANCHOR RODS ARE DESIGNED AND DETAILED AS"CAST-IN-PLACE"ANCHOR RODS WITH COLUMN "SNUG TIGHT"CONNECTIONS. BASE PLATE 1 4.FOUNDATION MUST BE LEVEL,SQUARE AND SMOOTH.ANCHOR RODS MUST BE ACCURATELY PLACED AS SHOWN ON THIS DRAWING OR STEEL WILL NOT FIT.THE BUILDER IS RESPONSIBLE FOR ACCURATE SETTING OF ANCHOR RODS PER AISC CODE OF STANDARD PRACTICE,SEC 7.5 ~II VARIATIONS ARE SUMMARIZED BELOW; a.CENTERS OF ANY TWO AR'S WITHIN A COLUMN BASE STD = 1/2" (13mm) GROUP;+-1/R" Lb.CENTERS OF ADJACENT AR GROUPS;+-1/4" FLUSH = 0" (0—) c.TOPS OF AR'S;+-1/2" d.ACCUMULATED DIM BETWEEN CENTERS OF AR GROUPS ALONG COLUMN LINE;-Ile PER 10OFT.,NOT TO EXCEED 1"TOTAL TYPICAL COLUMN e.DIME FROM1�a NTER OF ANY AR GROUP FROM COLUMN BASE PLATE DETAIL 5.DESIGN LOADS AND REACTIONS ARE FURNISHED IN THE REACTIDNS REPORT. THE VP ENGINEER'S SEAL APPLIES ONLY TO THE THIS DRAWING,INCLUDING THE INFORMATION HEREON,REMAINS THE PROPERTY OF VP BUILDINGS. VP Buildings WORK PRODUCT OF VP AND DESIGN AND IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED IN THE APPLICABLE PURCHASE ANCHOR ROD PLAN-DETAILS PERFORMANCE REQUIREMENTS SPECIFIED BY ORDER AND MAY BE REPRODUCED ONLY FOR THAT PURPOSE.IT SHALL NOT BE MODIFIED, 3200 Players Club Circle Memphis TN 38125 VP.THE VP ENGINEER'S SEAL DOES NOT APPLY REPRODUCED OR USED FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF VP TO THE PERFORMANCE OR DESIGN OF ANY BUILDINGS. REV DATE BY DESCRIPTION BUILDER Axthelm Construction JOexO OTHER PRODUCT OR COMPONENT FURNISHED THE GENERAL CONTRACTOR ANDIOR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE GOOD CUSTOMER Arne Zenneck DATE BY VP EXCEPT TO ANY DESIGN OR QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN ACCORDANCE WITH THIS DRAWING, LOCATION 9/22/2022 PERFORMANCE REQUIREMENTS SPECIFIED BY DETAILS REFERENCED IN THIS DRAWING,ALL APPLICABLE VP BUILDINGS ERECTION GUIDES,AND Arlington,Washington VP BUILDINGS DRAWYICHECK VP. INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION,INCLUDING THE CORRECT USE OF PROJECT VARCO PRUDEN TEMPORARY BRACING. RNW CiStrte#21D,63Inc A BIueScope Steel Company BUILDERS P00 PAGE NTS VP Quote#210163 Rev3 we vERSION: 2022.2a 5 10/10/2022 15:43:10 rLENAME: vpcl RNW 30 ft h e dM.I..m BmeBaoPe BaadII N..Amedw,Inc. Rod, Strut, and Misc. Connection Bolt. Id Qty Grade Bolt Dim. Bolt Length PartNo 1 2 A325 3/4" 2 1/2" 0097284 2 4 A325 3/4" 2 1/2" 0097284 3 6 A325 3/4" 2 1/2" 0097284 CX013 CZ yl$6^ 03 cx016RBxo36Cxolc 0 Bracing Member Schedule 1g06 '^ Id Part Description Length Vert. Clear ��f•-*� '-ff'-o^ SBX001 3P 8" x 1/4" flq - 0.1345 x 9" aeb 25'-0 7/8" ,yeDd SIB 002 3P 8" x 1/4" flg - 0.1345" x 9" reb 25'-0 3/4" ~CX002 1 ~cxoo6 03 =006 czooe cx030 SBX003 3P 8" x 3/8" flq - 3/16" x 12" veb 25'-30 13/16" �~SBX007 � SBX004 3P 8" x 1/4" flg - 0.1345" x 12" veb 22,-5 1/2" cxo15 CZo14�1p SBX005 3P 8" x 1/4" flq - 0.1345" x 9" veb 24'-11" y �310 SBX0D6 3P 8" x 1/4" flg - 0.1345" x 9" veb 25'-10 13/16" pp SBX007 3P 8" x 1/4" flq - 0.1345" x 9" veb 25'-10 13/16" n II 0�101 104. �2 SBXool I A O sezooe 7R8zoo '}SKo11 H o"IR021 — 0 4 0, 32SZ2405711� �6 q cexoo4,�sezoo7 Z80 p3 � it ip64g7'8 o- +--062700 exolo fr {_�06RS2700 [$ ozoo4 BKooc `os� 3�0 ~ �ry09 9� O b BKoo1 o e/'� SSX006� �012 SBX005�m.ex00f 04 �A i ZcxoolxCxoo$ '^�4� 8p4 o- BK005 18p4 Ogg 100 I "t'300 I I I n a i 4 09 45•�'0 '" 04 noo4 Bracing Part Schedulee 0SR828p9 Part Qty Length Detail 06RS2809 2 28'-9" BROIG2 3BSE2405711 2 24'-11 7/8" HR15L1 ,yBp9 e 0 >< 7R02600 1 26'-0" BR02X1 a 000 11 . 07RS2700 1 27'-0" HRO1G2 ¢ ' ------- 07R02704 2 27'-4" BR02X1 rt 08 07RS2803 2 28'-3" HR01G2 ?809 "y l ORU2703 2 27'-3" BR02X1 $ OSRS2809 2 28'-9" HR01G2 609 <_1 0 04RS3003 2 30'-3" BROIG2 0.0TOSRS2804 2 28'-4" HRO1G2 W BK00$ "�o7R0260pBSE24 05RS3209 2 32'-9" BROIG2a 06RS2700 2 27'-0" HR01G2 f_07RS2'7 ,i SBX001 06RS2803 2 28'-3" BROIG2 o- sezooz � 1ORS3109 1 31,-9" HR01G2 \02>0 10RU3101 1 31'-1" BR02X1 1 03R91808 2 18'-8" HR01G2 gp3 y 019S e� oT V1 SBX002 0 9 n 0RD2>0 �1 SBX003�" $ J cX001 CX003 Cx005 I1 Cx007 Cx00f 2-011 0 25,_5. 261_0^ 26'-0^ L251_0^ I. 11. BL BL 126'-0" v' BL 3 1'-0" PRIMARY AND ROOF BRACING PLAN 2 0'-0" 1 6" Dimension Rey Shape Name=RNW Distribution,Shape=Entry Canopy-MAIN 1.USE 1/2 X 1 1/2 A325T BOLT(49080)AND NUT(47120) THE VP ENGINEER'S SEAL APPLIES ONLY TO THE THIS DRAWING,INCLUDING THE INFORMATION HEREON,REMAINS THE PROPERTY OF VP BUILDINGS. D VP Buildings W/O WASHERS.SNUG TIGHTEN BOLTS FOR ALL SECONDARY CONNECTIONS, WORK PRODUCT OF VP AND DESIGN AND IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED IN THE APPLICABLE PURCHASE PRIMARY AND ROOF BRACING PLAN SECONDARY CLIP CONNECTIONS,AND FLANGE BRACE CONNECTIONS, PERFORMANCE REQUIREMENTS SPECIFIED BY ORDER AND MAY BE REPRODUCED ONLY FOR THAT PURPOSE.IT SHALL NOT BE MODIFIED, 3200 Players Club Circle Memphis TN 38125 UNLESS NOTED OTHERWISE. VP.THE VP ENGINEER'S SEAL DOES NOT APPLY REPRODUCED OR USED FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF VP REV DATE BY DESCRIPTION BUILDER JoexO TO THE PERFORMANCE OR DESIGN OF ANY BUILDINGS. Axthelm Construction 2.SLOT REINFORCEMENT PLATES NEED NOT BE LOCATED ON THE SAME OTHER PRODUCT OR COMPONENT FURNISHED THE GENERAL CONTRACTOR AND/OR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE GOOD CUSTOMER Arne Zenneck DATE SIDE OF THE WEB AS THE HILLSIDE WASHER. BY VP EXCEPT TO ANY DESIGN OR QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN ACCORDANCE WITH THIS DRAWING, LOCATION 9/22/2022 PERFORMANCE REQUIREMENTS SPECIFIED BY DETAILS REFERENCED IN THIS DRAWING,ALL APPLICABLE VP BUILDINGS ERECTION GUIDES,AND Arlington,Washington VP BUILDINGS DRAMCHECK VP. INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION,INCLUDING THE CORRECT USE OF PROJECT vARco aRUDEN TEMPORARY BRACING. RNW Ci3tribUtiOn,Inc.BUILDERS POf A BlueScope Steel Company PAGE NTS VP Quote#210163 Rev3 we vERSION: 2022.2a g 10/10/2022 15:43:11 MENAME: vpc1 RNW 30 ft h a dM.I..m BI.eS-.BnIdIN.N..-..,I- Frame Member Schedule OBolt Connection 6 Plate Schedule Frame Clearances Part Mae, Width Thick WebThk. Depthl Depth2 Approx.Lgth Approx.Weight Detail Id Qty Grade Bolt Bolt Plate Rows Rows PartNo Boris. Clearance between members 1(CX001) and 10(CX002): 130-1 5/16" CBX001 10002 5.0000 .1345 .2345 9" 9" 2-0 3/8" 21# Dia. Length Thick. Out In Vert. Clearance at member 1(CX001): 22'-0 5/8" CBX001 20003 5.0000 .1345 .1345 9" 9" 2-0 3/8" 21# A 4 A325 1/2'1 1 1/2" 1/4'1 1 1 49080 Vert. Clearance at member 10(CX002): 13'-1 5/8" CX001 1 5.0000 .3750 .2644 1-0" 2'-9" 24'-7 11/16" 697# B 8 A325 3/4" 2 1/2" 1/2" 3 1 0097284 Vert. Clearance at member 11(EPX001): 21'-0 11/16" RBX001 2 5.0000 .3125 .1644 2'-7" 1-6" 19'-4 1/161' 464# C 8 A325 3/4'1 2 1/2" 1/2'1 1 3 0097284 Finished Floor Elevation = 100-0" (Unless Noted Otherwise) 3 5.0000 .3125 .1345 1'-6" 1'-6" D 8 A325 3/4" 2 1/2" 3/8" 1 3 0097284 RBX002 4 5.0000 .3750 .1345 1-6" 2'-3" 14'-11 15/16" 380# E 8 A325 3/4" 2 1/2" 3/8" 2 2 0097284 REX003 5 5.0000 .2500 .1345 2'-3" 1-3" 24-11 15/16" 485# F 10 A325 3/4" 2 1/2" 3/8" 4 1 0097284 RBX004 6 5.0000 .3125 .1875 1'-3" 3'-3" 22'-6" 685# G 6 A325 3/4" 2 1/2" 1/2" 1 2 0097284 7 5.0000 .3125 .1875 3'-3" 1-10" J 10 A325 3/4" 2 1/2" 5/8" 3 2 0097284 RBX005 8 5.0000 .3125 .1345 1'-10" 1'-10" 40'-0" 868# K 4 A325 1/2" 1 1/2" 3/8" 1 1 49080 REX006 9 5.0000 .3125 .1345 1'-10" 2-2" 10-4 1/8" 275# L 2 A325 3/4" 2 1/2" - - - 0097284 CX002 10 5.0000 .3125 .1345 1-0" 2'-4" 15'-5 3/4" 373# <S> - (2) Washers (095872) req'd at Flange Brace to Secondary. EPX001 11 5.0000 .1345 .1644 10" 10" 21--0 11/16" 233# BR25A3 EPX002 12 5.0000 .1345 .1345 11" 11.. 25-6 3/4" 259# BR25A3 EPX003 13 5.0000 .1875 .1345 10" 10" 26'-1 1/2" 297# BR25A3 EPX004 14 8.0000 .2500 .1345 9" 9" 26--0 1/16" 479# BR25BD EPX005 15 5.0000 .1345 .2345 9" 9" 22-4 7/8" 213# BR25A3 EPX006 16 5.0000 .1345 .1345 9" 91• 19-9 1/16" 190# BR25CA EPX007 17 5.0000 .1345 .1345 9" 9" 17-7 11/16" 172# BR25CA EPX008 18 5.0000 .1345 .1345 9" 91• 16-2 3/16" 151# BR25CA 96"SO S/e"1.7500:12 6 4 6,-0. ggy yy 7 4 S., ryry y{1ny®®�( �� �� ��� ��� w■� �7R ^� 4-8 S/B^ 100•-0 9/16^1.]500:17 r 10 S 31-0^ c L L a32002 a I� � � Vryya•py X C A UX003 a DJC21 Y re3o26 � aaY005 Qa GDBBC2 1MA1 G 11 J A EQ D43006 GPB2025 E 0nCar0 2 01 p NBBC2 aaaC2 1MA1 N -20o4 maa2014 NBM2 eaBC2 2ML1 read 0 I� i r., 20•-0^ ( s•-o^ I 291-0• �20-0" I' S'-0" i, 171-6" I' 141-6• �10-0" 201-6• # m I. d d CL CL CL C1. CL C1. IL FRAME CROSS SECTION AT FRAME LINES) 1 14 2'-0 1/4" 1.7500:12 13 30'-3 7/8•' Ridge St. 12 2'-0 1/4" 11 3'-4 5/8" 10 2 @ 4'-2 11/1611 9 3 3/8" 8 2 @ 2'-7 11/16" 7 1'-7 1/4" 6 2'-6" 5 2'-8" 4 1 5/8" 3 15'-7 1/8" 2 24'-8 1/2" 1 2'-0" Dimension Key Shape Name=RNW Distribution Wall 3,Frame 1 1.USE 1/2 X 1 112 A325T BOLT(49080)AND NUT(47120) THE VP ENGINEER'S SEAL APPLIES ONLY TO THE THIS DRAWING,INCLUDING THE INFORMATION HEREON,REMAINS THE PROPERTY OF VP BUILDINGS. D VP Buildings W/O WASHERS.SNUG TIGHTEN BOLTS FOR ALL SECONDARY CONNECTIONS, WORK PRODUCT OF VP AND DESIGN AND IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED IN THE APPLICABLE PURCHASE FRAME CROSS SECTION AT FRAME LINE(S) 1 SECONDARY CLIP CONNECTIONS,AND FLANGE BRACE CONNECTIONS, PERFORMANCE REQUIREMENTS SPECIFIED BY ORDER AND MAY BE REPRODUCED ONLY FOR THAT PURPOSE.IT SHALL NOT BE MODIFIED, 3200 Players Club Circle Memphis TN 38125 UNLESS NOTED OTHERWISE. VP.THE VP ENGINEER'S SEAL DOES NOT APPLY REPRODUCED OR USED FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF VP REV DATE BY DESCRIPTION TO THE PERFORMANCE OR DESIGN OF ANY BUILDINGS. BUILDER AXthelm Construction JOexO 2.SLOT REINFORCEMENT PLATES NEED NOT BE LOCATED ON THE SAME OTHER PRODUCT OR COMPONENT FURNISHED THE GENERAL CONTRACTOR ANDIOR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE GOOD CUSTOMER Arne 2Rnneck DATE SIDE OF THE WEB AS THE HILLSIDE WASHER. BY VP EXCEPT TO ANY DESIGN OR QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN ACCORDANCE WITH THIS DRAWING, LOCATION 9/22/2022 PERFORMANCE REQUIREMENTS SPECIFIED BY DETAILS REFERENCED IN THIS DRAWING,ALL APPLICABLE VP BUILDINGS ERECTION GUIDES,AND Arlington,Washington VP BUILDINGS DRANNICHECK VP. INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION,INCLUDING THE CORRECT USE OF PROJECT VARCO PRUDEN TEMPORARY BRACING. RNW Cistribution,Inc. A BlueScope Steel Company BUILDERS PON PAGE NTS VP Quote#210163 Rev3 WC WRSION: 2022.2a 7 10/10/2022 15:43:12 FLENAME: vpc1 RNW 30 ft h "dndao"m Blu.S-e BuddlN.N"M Amalw,ice. Frame Member Schedule OBolt Connection 4 Plate Schedule Frame Clearances Part Mess Width Thick WebThk. Depthl Depth2 Approx.Lgth Approx.Weight Id Qty Grade Bolt Bolt Plate Rows Rows PartNo Boris. Clearance between members 1(CX003) and 10(CX004): 129-6 5/16" CRX001 20002 5.0000 .1345 .2345 9" 9" 2'-0 3/8" 21# Dia. Length Thick. Out In Vert. Clearance at member l(CX003): 21'-3 1/4" CRX001 10003 5.0000 .1345 .1345 9" 9" 2'-0 3/8" 21# A 4 A325 1/2" 1 1/2" 1/4" 1 1 49080 Vert. Clearance at member 10(CX004): 12'-5 11/16" CX003 1 6.0000 .3750 .2875 1-0" 3'-2" 24'-8 1/4" 865# B 12 A325 3/4" 2 1/2" 1/2" 4 2 0097284 Vert. Clearance at member 11(ICX001): 21'-1 1/4" REX007 2 5.0000 .3750 .1875 3'-5" 2'-5" 19'-0 7/16" 661# C 8 A325 3/4" 2 1/2" 1/2" 1 3 0097284 Finished Floor Elevation = 100-0" (Unless Noted Otherwise) 3 5.0000 .3750 .1644 2'-5" 2'-5" D 8 A325 3/4" 2 1/2" 1/2" 2 2 0097284 RBX008 4 6.0000 .3750 .1875 2'-5" 2'-6" 14-11 15/16" 552# E 6 A325 3/4" 2 1/2" 3/8" 2 1 0097284 RBX009 5 6.0000 .3125 .1644 2'-6" 1'-4" 24'-11 15/16" 671# F 12 A325 3/4" 2 1/2" 3/8" 4 2 0097284 RBX010 6 6.0000 .5000 .1875 1'-4" 3'-2" 22'-6" 914# G 12 A325 3/4" 2 1/2" 5/8" 3 3 0097284 7 6.0000 .5000 .1875 3'-2" 2-2" J 4 A325 1/2" 2" 3/8" 1 1 0097280 RBX011 8 6.0000 .3750 .1345 2'-2" 2'-2" 40'-0" 1113# RBX012 9 5.0000 .3125 .1644 2'-2" 2-10" 30'-3 5/16" 342# CX004 30 5.0000 .3750 .1644 1-0" 2'-6" 15'-5 13/16" 449# ICX001 11 8.0000 .3750 .1644 10" 10" 21'-1 11/26" 563# I I I 96•�10 5/1"1.7500:12 Q 0� � R ��� �■� �7R 4 100•_0 9/16^1.]500:17 yqyq sm[008 01009 08X041 *ft011 (2)GwBHB3055 ssY011 6 °�9 BC2 6•i '� _ ANAl p G ARX017 csX001 G1.2043 p XBBC2 N XNAI GH82014 Gps2025 NBBC2 () as°c2 XMAI u EYI11 0 731-0•�62•-6• CL FRAME CROSS SECTION AT FRAME LINES) 2 15 2'-0 1/4" 1.7500:12 14 30-3 7/8" Ridge St. 13 2'-0 1/4" 12 1'-0 1/8" 11 2-4 1/2" 10 2 @ 4'-2 11/16" 9 3 3/8" 8 2 @ 2'-7 11/16" 7 1'-7 1/4" 6 2'-6" 5 2'-8" 4 1 5/8" 3 15'-7 l/8" 2 24'-8 1/2" 1 2'-0" Dimension Key Shape Name=RNW Distribution Wall 3,Frame 2 1.USE 1/2 X 1 112 A325T BOLT(49080)AND NUT(47120) THE VP ENGINEER'S SEAL APPLIES ONLY TO THE THIS DRAWING,INCLUDING THE INFORMATION HEREON,REMAINS THE PROPERTY OF VP BUILDINGS. D VP Buildings W/O WASHERS.SNUG TIGHTEN BOLTS FOR ALL SECONDARY CONNECTIONS, WORK PRODUCT OF VP AND DESIGN AND IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED IN THE APPLICABLE PURCHASE FRAME CROSS SECTION AT FRAME LINE(S)2 SECONDARY CLIP CONNECTIONS,AND FLANGE BRACE CONNECTIONS, PERFORMANCE REQUIREMENTS SPECIFIED BY ORDER AND MAY BE REPRODUCED ONLY FOR THAT PURPOSE.IT SHALL NOT BE MODIFIED, 3200 Players Club Circle Memphis TN 38125 UNLESS NOTED OTHERWISE. VP.THE VP ENGINEER'S SEAL DOES NOT APPLY REPRODUCED OR USED FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF VP REV DATE BY DESCRIPTION TO THE PERFORMANCE OR DESIGN OF ANY BUILDINGS. BUILDER AXthelm Construction JOBNO 2.SLOT REINFORCEMENT PLATES NEED NOT BE LOCATED ON THE SAME OTHER PRODUCT OR COMPONENT FURNISHED THE GENERAL CONTRACTOR ANDIOR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE GOOD CUSTOMER Arne Z.enneck DATE SIDE OF THE WEB AS THE HILLSIDE WASHER. BY VP EXCEPT TO ANY DESIGN OR QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN ACCORDANCE WITH THIS DRAWING, LOCATION 9/22/2022 PERFORMANCE REQUIREMENTS SPECIFIED BY DETAILS REFERENCED IN THIS DRAWING,ALL APPLICABLE VP BUILDINGS ERECTION GUIDES,AND Arlington,Washington VP BUILDINGS DRAnNICHECK VP. INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION,INCLUDING THE CORRECT USE OF PROJECT VARCO PRUDEN TEMPORARY BRACING. RNW Cistribution,Inc. A BlueScope Steel Company BUILDERS POO PAGE NTS VP Quote#210163 Rev3 WC VERSION: 2022.2a 8 10/10/2022 15:43:14 FLENAME: vpel RNW 30 ft h a dmao"m m"eS-.BuddlN.N"M Amed00,- Frame Member Schedule OBolt Connection 6 Plate Schedule Frame Clearances Part Mess Width Thick WebThk. Depthl Depth2 Approx.Lgth Approx.Weight Id Qty Grade Bolt Bolt Plate Rows Rows PartNo Boris. Clearance between members 1(CX005) and 10(CX006): 128'-11 5/16" CRX001 20002 5.0000 .1345 .2345 9" 9" 2'-0 3/8" 218 Dia. Length Thick. Out In Vert. Clearance at member 1(CX005): 21'-1 11/16" CRX001 10003 5.0000 .1345 .1345 9" 9" 2'-0 3/8" 218 A 4 A325 1/2" 1 1/2" 1/4" 1 1 49080 Vert. Clearance at member 10(CX006): 12'-6 1/4" CX005 1 6.0000 .3750 .2875 1-0" 3'-5" 24'-8 5/8" 925N B 10 A325 3/4" 2 1/2" 1/2" 4 1 0097284 Vert. Clearance at member ll(ICX002): 21'-1 5/16" REX013 2 5.0000 .3750 .2500 3'-7" 2'-4" 18-9 11/16" 728M C 8 A325 3/4" 2 1/2" 1/2" 1 3 0097284 Finished Floor Elevation = 100-0" (Unless Noted Otherwise) 3 5.0000 .3750 .1345 2'-4" 2'-4" D 6 A325 3/4" 2 1/2" 1/2" 2 1 0097284 RBX014 4 6.0000 .3750 .1644 2'-4" 2'-5" 14'-11 15/16" 524q E 6 A325 3/4" 2 1/2" 3/8" 2 1 0097284 RBX015 5 6.0000 .3125 .1644 2'-5" 1-3" 24-11 15/16" 659# F 8 A325 3/4" 2 1/2" 1/2" 2 2 0097284 RBX016 6 6.0000 .5000 .1875 1'-3" 3'-2" 22'-6" 911q G 12 A325 3/4" 2 1/2" 5/8" 3 3 0097284 7 6.0000 .5000 .1875 3'-2" 2-1" J 4 A325 1/2" 2" 3/8" 1 1 0097280 RBX017 8 6.0000 .3750 .1345 2'-1" 2'-l" 40--0" 11336 RBX018 9 5.0000 .3750 .1644 2'-1" 2-10" 9-11 1/4" 3598 CX006 30 5.0000 .3750 .1644 1-0" 2'-10" 15-6 7/16" 506q ICX002 11 8.0000 .3750 .1644 10" 10" 21'-1 3/4" 5638 I I I Go 96"SO S/6"1.7500:12 0� �� �e� ��� w■� �7R 4 100•-0 9/16^1.]500:17 C D gg 38r014 a9XO15 r � ]9 CBr001D76 a ' 0 00,11 w w (2)GN3073 rrY017 3 XBBC2 _ ANA1 r O ""Z016 caZ001 GF33041 p NBBC2 p rNAl o d cFezol4 crsz423 "^, -2 eases au1 real I 731-0^ 621-6^ CLL U 1 195'-6" IL FRAME CROSS SECTION AT FRAME LINES) 5 15 2'-0 1/4" 1.7500:12 14 30-3 7/8" Ridge St. 13 2'-0 1/4" 12 1'-0 1/8" 11 2-4 1/2" 10 2 @ 4'-2 11/16" 9 3 3/8" 8 2 @ 2'-7 11/16" 7 1'-7 1/4" 6 2'-6" 5 2'-8" 4 1 5/8" 3 15'-7 1/8" 2 24'-8 1/2" 1 2'-0" Dimension Key Shape Name=RNW Distribution Wall 3,Frame 3 1.USE 1/2 X 1 112 A325T BOLT(49080)AND NUT(47120) THE VP ENGINEER'S SEAL APPLIES ONLY TO THE THIS DRAWING,INCLUDING THE INFORMATION HEREON,REMAINS THE PROPERTY OF VP BUILDINGS. D VP Buildings W/O WASHERS.SNUG TIGHTEN BOLTS FOR ALL SECONDARY CONNECTIONS, WORK PRODUCT OF VP AND DESIGN AND IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED IN THE APPLICABLE PURCHASE FRAME CROSS SECTION AT FRAME LINE(S)5 SECONDARY CLIP CONNECTIONS,AND FLANGE BRACE CONNECTIONS, PERFORMANCE REQUIREMENTS SPECIFIED BY ORDER AND MAY BE REPRODUCED ONLY FOR THAT PURPOSE.IT SHALL NOT BE MODIFIED, 3200 Players Club Circle Memphis TN 38125 UNLESS NOTED OTHERWISE. VP.THE VP ENGINEER'S SEAL DOES NOT APPLY REPRODUCED OR USED FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF VP REV DATE BY DESCRIPTION TO THE PERFORMANCE OR DESIGN OF ANY BUILDINGS. BUILDER AXthelm Construction JOBNO 2.SLOT REINFORCEMENT PLATES NEED NOT BE LOCATED ON THE SAME OTHER PRODUCT OR COMPONENT FURNISHED THE GENERAL CONTRACTOR ANDIOR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE GOOD CUSTOMER Arne Z.enneck DATE SIDE OF THE WEB AS THE HILLSIDE WASHER. BY VP EXCEPT TO ANY DESIGN OR QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN ACCORDANCE WITH THIS DRAWING, LOCATION 9/22/2022 PERFORMANCE REQUIREMENTS SPECIFIED BY DETAILS REFERENCED IN THIS DRAWING,ALL APPLICABLE VP BUILDINGS ERECTION GUIDES,AND Arlington,Washington VP BUILDINGS DRAnNICHECK VP. INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION,INCLUDING THE CORRECT USE OF PROJECT VARCO PRUDEN TEMPORARY BRACING. RNW Cistribution,Inc. A 81ueScope Steel Company BUILDERS P06 PAGE NTS VP Quote#210163 Rev3 WC VERSION: 2022.2a 9 10/10/2022 15:43:16 FLENAME: vpel RNW 30 ft h a dmao"m m"eS-.BuddlN.NOM Amed00,- Frame Member Schedule OBolt Connection 6 Plate Schedule Frame Clearances Part Mess Width Thick WebThk. Depthl Depth2 Approx.Lgth Approx.Weight Id Qty Grade Bolt Bolt Plate Rows Rows PartNo Boris. Clearance between members I(CX007) and 10(CX008): 128'-11 5/16" CRX001 20002 5.0000 .1345 .2345 9" 9" 2'-0 3/8" 218 Dia. Length Thick. Out In Vert. Clearance at member l(CX007): 21'-1 11/16" CRX001 10003 5.0000 .1345 .1345 9" 9" 2'-0 3/81' 218 A 4 A325 1/2'1 1 1/2" 1/4'1 1 1 49080 Vert. Clearance at member 10(CXOOS): 12'-6 1/4" CX007 1 6.0000 .3750 .2875 1-0" 3'-5" 24'-8 5/8" 907N B 10 A325 3/4" 2 1/2" 1/2" 4 1 0097284 Vert. Clearance at member 11(ICX003): 21'-3 3/16" REX019 2 5.0000 .3750 .2500 3'-7" 2'-2" 18-9 11/16" 707N C 8 A325 3/4'1 2 1/2" 1/2'1 1 3 0097284 Finished Floor Elevation = 100-0" (Unless Noted Otherwise) 3 5.0000 .3750 .1345 2'-2" 2-2" D 10 A325 3/4" 2 1/2" 1/2" 3 2 0097284 RBX020 4 6.0000 .3750 .1644 2'-2" 2'-6" 14'-11 15/16" 510q E 6 A325 3/4" 2 1/2" 3/8" 2 1 0097284 RBX021 5 5.0000 .3750 .1644 2'-6" 1-2" 24-11 15/16" 661j F 8 A325 3/4" 2 1/2" 1/2" 2 2 0097284 RBX022 6 6.0000 .5000 .1875 1'-2" 3'-0" 22'-6" 898q G 12 A325 3/4" 2 1/2" 5/8'• 3 3 0097284 7 6.0000 .5000 .1875 3'-0" 2-1" J 4 A325 1/2" 2" 3/8" 1 1 0097280 RRX023 8 6.0000 .3750 .1345 2'-1" 2'-l" 40'-0" 11226 REX024 9 5.0000 .3750 .1644 2'-1" 2-10" 9-11 1/4" 359► CX008 30 5.0000 .3750 .1644 1-0" 2'-10" 15'-6 7/16" 505q ICX003 11 8.0000 .3750 .1644 30" 10" 21-3 3/4" 564j I I I Go 96"SO S/6"1.7500:12 y4 ■ 7 R 4-4 S/6^ 100 0 9/16^7.7300:12 3 6 S'_0" &&�gjR'yS G 6 6 Jm1T021 pgr020 a D �DarDG1 22 - 14 a 0 (2)GN3073 UX023 XBBC2 _ ANAl d s A ftZ024 Larool GF33041 p XBBC2 o, KNAI 0 y � cFezc "^, NBBC2 eases sNA1 (z�ozs I { 731-0^ 62'-6^ CL IL FRAME CROSS SECTION AT FRAME LINES) 6 14 2'-0 1/4" 1.7500:12 13 30'-3 7/8•' Ridge St. 12 2'-0 1/4" 11 3-4 5/8" 10 2 @ 4'-2 11/16" 9 3 3/8" 8 2 @ 2'-7 11/16" 7 1'-7 1/4" 6 2'-6" 5 2'-8" 4 1 5/8" 3 15'-7 1/8" 2 24'-8 1/2" 1 2'-0" Dimension Key Shape Name=RNW Distribution Wall 3,Frame 4 1.USE 1/2 X 1 112 A325T BOLT(49080)AND NUT(47120) THE VP ENGINEER'S SEAL APPLIES ONLY TO THE THIS DRAWING,INCLUDING THE INFORMATION HEREON,REMAINS THE PROPERTY OF VP BUILDINGS. D VP Buildings W/O WASHERS.SNUG TIGHTEN BOLTS FOR ALL SECONDARY CONNECTIONS, WORK PRODUCT OF VP AND DESIGN AND IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED IN THE APPLICABLE PURCHASE FRAME CROSS SECTION AT FRAME LINE(S)6 SECONDARY CLIP CONNECTIONS,AND FLANGE BRACE CONNECTIONS, PERFORMANCE REQUIREMENTS SPECIFIED BY ORDER AND MAY BE REPRODUCED ONLY FOR THAT PURPOSE.IT SHALL NOT BE MODIFIED, 3200 Players Club Circle Memphis TN 38125 UNLESS NOTED OTHERWISE. VP.THE VP ENGINEER'S SEAL DOES NOT APPLY REPRODUCED OR USED FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF VP REV DATE BY DESCRIPTION TO THE PERFORMANCE OR DESIGN OF ANY BUILDINGS. BUILDER AXthelm Construction JOBNO 2.SLOT REINFORCEMENT PLATES NEED NOT BE LOCATED ON THE SAME OTHER PRODUCT OR COMPONENT FURNISHED THE GENERAL CONTRACTOR ANDIOR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE GOOD CUSTOMER Arne Z.enneck DATE SIDE OF THE WEB AS THE HILLSIDE WASHER. BY VP EXCEPT TO ANY DESIGN OR QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN ACCORDANCE WITH THIS DRAWING, LOCATION 9/22/2022 PERFORMANCE REQUIREMENTS SPECIFIED BY DETAILS REFERENCED IN THIS DRAWING,ALL APPLICABLE VP BUILDINGS ERECTION GUIDES,AND Arlington,Washington VP BUILDINGS DRANNICHECK VP. INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION,INCLUDING THE CORRECT USE OF PROJECT VARCO PRUDEN TEMPORARY BRACING. RNW Cistribution,Inc. A SlueScope Steel Company BUILDERS P06 PAGE NTS VP Quote#210163 Rev3 WC VERSION: 2022.2a 10 10/10/2022 15:43:17 FILENAME` vpc1 RNW 30 ft h a dmao"m m"eS-.BuddlN.NOM Amed00,- Frame Member Schedule OBolt 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 Boris. Clearance between members I(CX009) and 10(CX010): 129'-0 5/16" CBX001 10002 5.0000 .1345 .2345 9" 9" 2-0 3/8" 21# Dia. Length Thick. Out In Vert. Clearance at member l(CX009): 21'-11 1/16" CBX001 10003 5.0000 .1345 .1345 9" 9" 2-0 3/8" 21# A 4 A325 1/2" 1 1/2" 1/4" 1 1 49080 Vert. Clearance at member 10(CX030): 12'-7 7/8" CX009 1 5.0000 .3750 .2500 1-0" 3'-7" 24'-9 1/8" 1005# B 6 A325 3/4" 2 1/2" 5/8" 2 1 0097284 Vert. Clearance at member ll(EPX009): 21'-4 7/16" RBX025 2 6.0000 .3750 .1644 2-10" 1-10" 18'-6 1/4" 566# C 8 A325 3/4" 2 1/2" 1/2" 1 3 0097284 Finished Floor Elevation = 100-0" (Unless Noted Otherwise) 3 6.0000 .3125 .1644 1-10" 1-10" D 8 A325 3/4" 2 1/2" 3/8" 2 2 0097284 RBX026 4 6.0000 .3750 .1644 1'-10" 2'-7" 14'-11 15/16" 489# E 10 A325 3/4" 2 1/2" 3/8" 4 1 0097284 REX027 5 6.0000 .3750 .1644 2'-7" 1-2" 24-11 15/16" 722# F 6 A325 3/4" 2 1/2" 1/2" 2 1 0097284 RBX028 6 6.0000 .3750 .1875 1'-2" 2'-11" 22'-6" 770# G 10 A325 3/4" 2 1/2" 5/8" 3 2 0097284 7 6.0000 .3750 .1875 2'-11" 2-2" J 4 A325 1/2" 1 1/2" 3/8" 1 1 49080 RBX029 8 5.0000 .3125 .1345 2'-2" 2'-2" 40'-0" 944# K 2 A325 3/4" 2 1/2" - - - 0097284 REX030 9 5.0000 .3750 .1644 2'-2" 2-8" 10-2" 356# <S> - (2) Washers (095872) req'd at Flange Brace to Secondary. CX010 10 5.0000 .3750 .1644 1-0" 2'-7" 15'-6" 464# EPX009 11 5.0000 .1345 .1875 11" 11" 21-4 5/8" 266# BR25A3 EPX010 12 5.0000 .1345 .1345 11" 11.. 18'-8 1/4" 192# BR25CA EPX011 13 5.0000 .1345 .1345 9" 9" 15-9 1/4" 147# BR25CA I I I I I 96"SO 9/e" 500:12 6 Ifl 7R 4 R o i 100•-0 9/16^1.]900:17 C � a 10 B 31_0^ MYX02T D 1� 9er024 m "( A C"001 02s G=, (2)GNBBC23 ANAL aar039 r G a 40,090 cRX001 GF33041 p XBBC2 cFezol4 ° o9s2921 xsacz ammc2 nut nut 0 ]9•-0- I 22•-4^ ao'-o- Sao-o- i m CL CL CL FRAME CROSS SECTION AT FRAME LINE(S) 7 14 2'-0 1/4" 1.7500:12 13 30'-3 7/8•' Ridge St. 12 2'-0 1/4" 11 3'-4 5/8" 10 2 @ 4'-2 11/16" 9 3 3/8" 8 2 @ 2'-7 11/16" 7 1'-7 1/4" 6 2'-6" 5 2'-8" 4 1 5/8" 3 15'-7 1/8" 2 24'-8 1/2" 1 2'-0" Dimension Key Shape Name=RNW Distribution Wall 3,Frame 5 1.USE 1/2 X 1 112 A325T BOLT(49080)AND NUT(47120) THE VP ENGINEER'S SEAL APPLIES ONLY TO THE THIS DRAWING,INCLUDING THE INFORMATION HEREON,REMAINS THE PROPERTY OF VP BUILDINGS. D VP Buildings W/O WASHERS.SNUG TIGHTEN BOLTS FOR ALL SECONDARY CONNECTIONS, WORK PRODUCT OF VP AND DESIGN AND IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED IN THE APPLICABLE PURCHASE FRAME CROSS SECTION AT FRAME LINE(S)7 SECONDARY CLIP CONNECTIONS,AND FLANGE BRACE CONNECTIONS, PERFORMANCE REQUIREMENTS SPECIFIED BY ORDER AND MAY BE REPRODUCED ONLY FOR THAT PURPOSE.IT SHALL NOT BE MODIFIED, 3200 Players Club Circle Memphis TN 38125 UNLESS NOTED OTHERWISE. VP.THE VP ENGINEER'S SEAL DOES NOT APPLY REPRODUCED OR USED FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF VP TO THE PERFORMANCE OR DESIGN OF ANY BUILDINGS. REV DATE BY DESCRIPTION BUILDER AXthelm Construction JOBNO CONTRACTOR ANDIOR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE GOOD 2.SLOT REINFORCEMENT PLATES NEED NOT BE LOCATED ON THE SAME OTHER PRODUCT OR COMPONENT FURNISHED THE GENERAL CUSTOMER Arne Zenneck DATE SIDE OF THE WEB AS THE HILLSIDE WASHER. BY VP EXCEPT TO ANY DESIGN OR QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN ACCORDANCE WITH THIS DRAWING, LOCATION 9/22/2022 PERFORMANCE REQUIREMENTS SPECIFIED BY DETAILS REFERENCED IN THIS DRAWING,ALL APPLICABLE VP BUILDINGS ERECTION GUIDES,AND Arlington,Washington VP BUILDINGS DRAwNICHECK VP. INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION,INCLUDING THE CORRECT USE OF PROJECT VARCO PRUDEN TEMPORARY BRACING. RNW CistribUtiOn,Inc.BUILDERS A BI-Scope Steel Company PO9 PAGE NTS VP Quote#210163 Rev3 we vERSION: 2022.2a 11 10/10/2022 15:43:19 FLENAME: vpc1 RNW 30 ft h "dma""m Bm"S-.BuddlN.N"M Amedw,- Frame Member Schedule OBolt 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 Washer PartNo Boris. Clearance between members l(CX011) and 12(CX012): 71'-0 5/8" CBX002 10001 5.0000 .1345 .1345 9" 9" 2'-0 5/16" 21# Dia. Length Thick. Out In Vert. Clearance at member I(CXO11): 23'-6 1/2" CBX003 10002 5.0000 .1345 .1345 9" 9" 2'-0 1/41' 21# A 4 A325 1/2'1 1 1/2" 1/4'1 1 1 49080 Vert. Clearance at member 12(CX012): 23'-6 1/2" CX011 1 5.0000 .1345 .1345 10" 10" 24'-4 7/8" 269# B 4 A325 1/2" 1 1/2" 3/8" 1 1 49080 Vert. Clearance at member 13(EPX012): 26'-4 5/16" RBX031 2-5 5.0000 .1345 .1644 10" 10" 27'-8 1/161' 295# C 6 A325 1/2'1 1 1/2" 1/4'1 1 2 49080 Vert. Clearance at member 14(EPX013): 28'-9 3/161, REX032 6 5.0000 .1345 .1345 10" 10" 8-4" 85# D 6 A325 1/2" 1 1/2" 1/4" 2 1 49080 Vert. Clearance at member 15(EPX014): 26-4 5/16" RBX033 7-10 5.0000 .1345 .1644 101, 10" 32'-8 15/16" 340# E 4 A325 1/2" 1 1/2" 3/8" 1 1 Yes 49080 Finished Floor Elevation = 100-0" (Unless Noted Otherwise) REX034 11 5.0000 .1345 .1345 10" 10" 3'-3 3/16" 41# <S> - (2) Washers (095872) req'd at Flange Brace to Secondary. CX012 12 5.0000 .1875 .1345 101, 10" 24-4 13/16" 301# EPX012 13 5.0000 .1875 .1345 10" 10" 26-4 11/16" 314# BR25A3 EPX013 14 5.0000 .1875 .1345 101, 10" 28-9 3/16" 338# BR25CA EPX014 15 5.0000 .1875 .1345 10" 10" 26-4 11/16" 310# BR25A3 S0 3/s"1.TS00:12 qq 36'-13 3/8+ 36'- 6 8 3'-0" .D.ryy a yyQQ 3.7500:32 yQ msx032 a 86Y033 „ R a p83031 aar094 Cy3003 C0002 M n4y N El 11 2'-0 1/4" 1.7500:12 ❑' 10 30'-3 7/8" Ridge St. 20'-0" �' 16•-6" ( 16'-6" I_ 20'-0" 2 1/ cL cL cL 8 3 3/8" e 7 2 @ 2'-7 11/16" FRAME CROSS SECTION AT FRAME LINES) 8 6 1'-7 1/4" 5 2'-6" 4 2'-8" 3 1 5/8" 2 24-8 1/2" 1 2'-0" F-IDimension Rey Shape Name=RNW Distribution Wall 3,Frame 6 1.USE 1/2 X 1 112 A325T BOLT(49080)AND NUT(47120) THE VP ENGINEER'S SEAL APPLIES ONLY TO THE THIS DRAWING,INCLUDING THE INFORMATION HEREON,REMAINS THE PROPERTY OF VP BUILDINGS. D VP Buildings W/O WASHERS.SNUG TIGHTEN BOLTS FOR ALL SECONDARY CONNECTIONS, WORK PRODUCT OF VP AND DESIGN AND IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED IN THE APPLICABLE PURCHASE FRAME CROSS SECTION AT FRAME LINE(S)8 SECONDARY CLIP CONNECTIONS,AND FLANGE BRACE CONNECTIONS, PERFORMANCE REQUIREMENTS SPECIFIED BY ORDER AND MAY BE REPRODUCED ONLY FOR THAT PURPOSE.IT SHALL NOT BE MODIFIED, 3200 Players Club Circle Memphis TN 38125 UNLESS NOTED OTHERWISE. VP.THE VP ENGINEER'S SEAL DOES NOT APPLY REPRODUCED OR USED FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF VP REV DATE BY DESCRIPTION TO THE PERFORMANCE OR DESIGN OF ANY BUILDINGS. CONTRACTOR ANDIOR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE GOOD BUILDER AXthelm Construction JOBNO 2.SLOT REINFORCEMENT PLATES NEED NOT BE LOCATED ON THE SAME OTHER PRODUCT OR COMPONENT FURNISHED THE GENERAL CUSTOMER Arne Zenneck DATE SIDE OF THE WEB AS THE HILLSIDE WASHER. BY VP EXCEPT TO ANY DESIGN OR QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN ACCORDANCE WITH THIS DRAWING, LOCATION 9/22/2022 PERFORMANCE REQUIREMENTS SPECIFIED BY DETAILS REFERENCED IN THIS DRAWING,ALL APPLICABLE VP BUILDINGS ERECTION GUIDES,AND Arlington,Washington VP BUILDINGS DRANNICHECK VP. INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION,INCLUDING THE CORRECT USE OF PROJECT VARCO PRUDEN TEMPORARY BRACING. RNW CistribUtiOn,Inc.BUILDERS P08 A BlueScope Steel Company PAGE NTS VP Quote#210163 Rev3 we vERsloN: 2022.2a 12 10/10/2022 15:43:20 MENAME: vpcl RNW 30 ft h a dmao"m BmeS-.BuddlN.N"M Amalw,- Frame Member Schedule OBolt Connection 6 Plate Schedule Part Mem Width Thick WebThk. Depthl Depth2 Approx.Lgth Approx.Weight Id Qty Grade Bolt Bolt Plate Rows Rows PartNo CBX004 10004 5.0000 .1345 .1345 9" 9" 5-0 7/16" 47]I Dia. Length Thick. Out In A 4 A325 1/2" 1 1/2" 1/4" 1 1 49080 a CmToa 5-0" 1 4 5'-0 5/8" 1.7500:12 EMDWALL CANOPY BEAM LOCATED AT [1-E] 3 3'-5 3/16" 2 1'-7 7/16" 1 9'-3 1/4" Dimension Key Shape Name=RNW Distribution Wall 4,Frame 2 1.USE 1/2 X 1 112 A325T BOLT(49080)AND NUT(47120) THE VP ENGINEER'S SEAL APPLIES ONLY TO THE THIS DRAWING,INCLUDING THE INFORMATION HEREON,REMAINS THE PROPERTY OF VP BUILDINGS. D VP Buildings W/O WASHERS.SNUG TIGHTEN BOLTS FOR ALL SECONDARY CONNECTIONS, WORK PRODUCT OF VP AND DESIGN AND IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED IN THE APPLICABLE PURCHASE ENDWALL CANOPY BEAM LOCATED AT[1-E] SECONDARY CLIP CONNECTIONS,AND FLANGE BRACE CONNECTIONS, PERFORMANCE REQUIREMENTS SPECIFIED BY ORDER AND MAY BE REPRODUCED ONLY FOR THAT PURPOSE.IT SHALL NOT BE MODIFIED, 3200 Players Club Circle Memphis TN 38125 UNLESS NOTED OTHERWISE. VP.THE VP ENGINEER'S SEAL DOES NOT APPLY REPRODUCED OR USED FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF VP REV DATE BY DESCRIPTION TO THE PERFORMANCE OR DESIGN OF ANY BUILDINGS. BUILDER AXthelrn Construction JOBNO 2.SLOT REINFORCEMENT PLATES NEED NOT BE LOCATED ON THE SAME OTHER PRODUCT OR COMPONENT FURNISHED THE GENERAL CONTRACTOR ANDIOR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE GOOD CUSTOMER Arne 2Rnneck DATE SIDE OF THE WEB AS THE HILLSIDE WASHER. BY VP EXCEPT TO ANY DESIGN OR QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN ACCORDANCE WITH THIS DRAWING, LOCATION 9/22/2022 PERFORMANCE REQUIREMENTS SPECIFIED BY DETAILS REFERENCED IN THIS DRAWING,ALL APPLICABLE VP BUILDINGS ERECTION GUIDES,AND Arlington,Washington VP BUILDINGS DRAWNICHECK VP. INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION,INCLUDING THE CORRECT USE OF PROJECT VARCO PRUDEN TEMPORARY BRACING. RNW Cistribution,Inc.BUILDERS PON A BlueScope Steel Company PAGE NTS VP Quote#210163 Rev3 WC VERSION: 2022.2a 13 10/10/2022 15:43:22 FLENAME: vpc1 RNW 30 ft h a dmao"m Blu.S-e BuadlN.NOM Amalw,- Frame Member Schedule OBolt Connection 6 Plate Schedule Part Mem Width Thick WebThk. Depthl Depth2 Approx.Lgth Approx.Weight Id Qty Grade Bolt Bolt Plate Rows Rows PartNo CBX004 10004 5.0000 .1345 .1345 9" 9" 5-0 7/16" 474 Dia. Length Thick. Out In A 4 A325 1/2" 1 1/2" 1/4" 1 1 49080 a rycoo� s-0"� 4 5'-0 5/8' 1.7500:12 3 3'-5 3/16" ENDWALL CANOPY BEAM LOCATED AT [1-G] 2 1'-7 7/16" 1 9'-3 1/4" Dimension Key Shape Name=RNW Distribution Wall 4,Frame 3 1.USE 1/2 X 1 112 A325T BOLT(49080)AND NUT(47120) THE VP ENGINEER'S SEAL APPLIES ONLY TO THE THIS DRAWING,INCLUDING THE INFORMATION HEREON,REMAINS THE PROPERTY OF VP BUILDINGS. D VP Buildings W/O WASHERS.SNUG TIGHTEN BOLTS FOR ALL SECONDARY CONNECTIONS, WORK PRODUCT OF VP AND DESIGN AND IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED IN THE APPLICABLE PURCHASE ENDWALL CANOPY BEAM LOCATED AT[1-G] SECONDARY CLIP CONNECTIONS,AND FLANGE BRACE CONNECTIONS, PERFORMANCE REQUIREMENTS SPECIFIED BY ORDER AND MAY BE REPRODUCED ONLY FOR THAT PURPOSE.IT SHALL NOT BE MODIFIED, 3200 Players Club Circle Memphis TN 38125 VP.THE VP ENGINEER'S SEAL DOES NOT APPLY REPRODUCED OR USED FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF VP TO THE PERFORMANCE OR DESIGN OF ANY BUILDINGS. REV DATE BY DESCRIPTION BUILDER UNLESS NOTED OTHERWISE. AXthelrn Construction JOBNO AL CONTRACTOR ANDIOR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE GOOD 2.SLOT REINFORCEMENT PLATES NEED NOT BE LOCATED ON THE SAME OTHER PRODUCT OR COMPONENT FURNISHED THE GENERAL CUSTOMER Arne 2Rnneck DATE SIDE OF THE WEB AS THE HILLSIDE WASHER. BY VP EXCEPT TO ANY DESIGN OR QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN ACCORDANCE WITH THIS DRAWING, LOCATION 9/22/2022 PERFORMANCE REQUIREMENTS SPECIFIED BY DETAILS REFERENCED IN THIS DRAWING,ALL APPLICABLE VP BUILDINGS ERECTION GUIDES,AND Arlington,Washington VP BUILDINGS DRANNICHECK VP. INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION,INCLUDING THE CORRECT USE OF PROJECT VARCO PRUDEN TEMPORARY BRACING. RNW Cistribution,Inc.BUILDERS A BlueScope Steel Company PON PAGE NTS VP Quote#210163 Rev3 WC VERSION: 2022.2a 14 10/10/2022 15:43:24 MENAME: vpc1 RNW 30 ft h a dmao"m BmeS-.BuddlN.NOM Amalw,- Frame Member Schedule OBolt Connection 6 Plate Schedule Frame Clearances Part Mem Width Thick WebThk. Depthl Depth2 Approx.Lgth Approx.Weight Id Qty Grade Bolt Bolt Plate Rows Rows PartNo Boris. Clearance between members 1(CX013) and 4(CX014): 7'-2 3/4" CX013 1 5.0000 .1345 .1345 1'-0" 1'-0" 10'-9 1/8" 1260 Dia. Length Thick. Out In Vert. Clearance at member 1(CX013): 20'-9 1/8" RBX035 2-3 5.0000 .1345 .1345 9" 9" 8-6 15/16" 944 A 4 A325 3/4'1 2 1/21' 3/8" 1 1 0097284 Vert. Clearance at member 4(CX014): 12'-6 9/161, CX014 4 5.0000 .1345 .1345 1'-0" 1'-0" 13'-7 5/16" 1590 Finished Floor Elevation = 100-0" (Unless Noted Otherwise) I I 4.. 9 pp00:12 a ED 0 �3 7 1'-10 1/2" 6 10" FRAME CROSS SECTION AT FRAME LINE(S) 4 5 4'-0' 4 2'-8" 3 2 @ 4'-0 11/16" 2 1-8 1/8" 1 1 5/8" Dimension Key Shape Name=Entry Canopy-MAIN Wall 2,Frame 1 1.USE 1/2 X 1 112 A325T BOLT(49080)AND NUT(47120) THE VP ENGINEER'S SEAL APPLIES ONLY TO THE THIS DRAWING,INCLUDING THE INFORMATION HEREON,REMAINS THE PROPERTY OF VP BUILDINGS. D VP Buildings W/O WASHERS.SNUG TIGHTEN BOLTS FOR ALL SECONDARY CONNECTIONS, WORK PRODUCT OF VP AND DESIGN AND IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED IN THE APPLICABLE PURCHASE FRAME CROSS SECTION AT FRAME LINE(S)4 SECONDARY CLIP CONNECTIONS,AND FLANGE BRACE CONNECTIONS, PERFORMANCE REQUIREMENTS SPECIFIED BY ORDER AND MAY BE REPRODUCED ONLY FOR THAT PURPOSE.IT SHALL NOT BE MODIFIED, 3200 Players Club Circle Memphis TN 38125 UNLESS NOTED OTHERWISE. VP.THE VP ENGINEER'S SEAL DOES NOT APPLY REPRODUCED OR USED FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF VP REv DATE BY DESCRIPTION TO THE PERFORMANCE OR DESIGN OF ANY BUILDINGS. BUILDER AXthelm Construction JOBNO 2.SLOT REINFORCEMENT PLATES NEED NOT BE LOCATED ON THE SAME OTHER PRODUCT OR COMPONENT FURNISHED THE GENERAL CONTRACTOR ANDIOR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE GOOD CUSTOMER Arne 2Rnneck DATE SIDE OF THE WEB AS THE HILLSIDE WASHER. BY VP EXCEPT TO ANY DESIGN OR QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN ACCORDANCE WITH THIS DRAWING, LOCATION 9/22/2022 PERFORMANCE REQUIREMENTS SPECIFIED BY DETAILS REFERENCED IN THIS DRAWING,ALL APPLICABLE VP BUILDINGS ERECTION GUIDES,AND Arlington,Washington VP BUILDINGS DRAWNICHECK VP. INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION,INCLUDING THE CORRECT USE OF PROJECT VARCO PRUDEN TEMPORARY BRACING. RNW Cistribution,Inc. A BlueScope Steel Company BUILDERS POP PAGE NTS VP Quote#210163 Rev3 WC vERSION: 2022.2a 15 10/10/2022 15:43:25 FLENAME: vpc1 RNW 30 ft h a dma""m Blu.S-e BuadlN.N"M Amalw,- Frame Member Schedule OBolt Connection 6 Plate Schedule Frame Clearances Part Mem Width Thick WebThk. Depthl Depth2 Approx.Lgth Approx.Weight Id Qty Grade Bolt Bolt Plate Rows Rows PartNo Boris. Clearance between members 1(CX013) and 4(CX015): 7'-2 3/4" CX013 1 5.0000 .1345 .1345 1'-0" 1'-0" 10'-9 1/8" 1260 Dia. Length Thick. Out In Vert. Clearance at member 1(CX013): 20'-9 1/8" RBX035 2-3 5.0000 .1345 .1345 9" 9" 8-6 15/16" 948 A 4 A325 3/4" 2 1/2" 3/8" 1 1 0097284 Vert. Clearance at member 4(CX015): 12'-6 9/16" CX015 4 5.0000 .1345 .1345 1'-0" 1'-0" 13'-7 5/16" 1590 Finished Floor Elevation = 100-0" (Unless Noted Otherwise) I I 4.. 9 pp00:12 a 0 E� �3 FRAME CROSS SECTION AT FRAME LINE(S) 3 5 1'-10 1/2" 4 2'-8,4 3 2 @ '-0 11/16" 2 1-8 1/8" 1 1 5/8" Dimension Key Shape Name=Entry Canopy-MAIN Wall 2,Frame 2 1.USE 1/2 X 1 112 A325T BOLT(49080)AND NUT(47120) THE VP ENGINEER'S SEAL APPLIES ONLY TO THE THIS DRAWING,INCLUDING THE INFORMATION HEREON,REMAINS THE PROPERTY OF VP BUILDINGS. D VP Buildings W/O WASHERS.SNUG TIGHTEN BOLTS FOR ALL SECONDARY CONNECTIONS, WORK PRODUCT OF VP AND DESIGN AND IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED IN THE APPLICABLE PURCHASE FRAME CROSS SECTION AT FRAME LINE(S)3 SECONDARY CLIP CONNECTIONS,AND FLANGE BRACE CONNECTIONS, PERFORMANCE REQUIREMENTS SPECIFIED BY ORDER AND MAY BE REPRODUCED ONLY FOR THAT PURPOSE.IT SHALL NOT BE MODIFIED, 3200 Players Club Circle Memphis TN 38125 UNLESS NOTED OTHERWISE. VP.THE VP ENGINEER'S SEAL DOES NOT APPLY REPRODUCED OR USED FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF VP REV DATE BY DESCRIPTION TO THE PERFORMANCE OR DESIGN OF ANY BUILDINGS. BUILDER AXthelm Construction JOBNO 2.SLOT REINFORCEMENT PLATES NEED NOT BE LOCATED ON THE SAME OTHER PRODUCT OR COMPONENT FURNISHED THE GENERAL CONTRACTOR ANDIOR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE GOOD CUSTOMER Arne 2Rnneck DATE SIDE OF THE WEB AS THE HILLSIDE WASHER. BY VP EXCEPT TO ANY DESIGN OR QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN ACCORDANCE WITH THIS DRAWING, LOCATION 9/22/2022 PERFORMANCE REQUIREMENTS SPECIFIED BY DETAILS REFERENCED IN THIS DRAWING,ALL APPLICABLE VP BUILDINGS ERECTION GUIDES,AND Arlington,Washington VP BUILDINGS DRANNICHECK VP. INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION,INCLUDING THE CORRECT USE OF PROJECT VARCO PRUDEN TEMPORARY BRACING. RNW Cistribution,Inc. A BlueScope Steel Company BUILDERS PON PAGE NTS VP Quote#210163 Rev3 WC vERSION: 2022.2a 16 10/10/2022 15:43:27 FLENAME: vpc1 RNW 30 ft h a dma""m Blu.S-e BuadlN.N"M Amalw,- Frame Member Schedule OBolt Connection 6 Plate Schedule Frame Clearances Part Mem Width Thick WebThk. Depthl Depth2 Approx.Lgth Approx.Weight Id Qty Grade Bolt Bolt Plate Rows Rows PartNo Boris. Clearance between members l(CX016) and 4(CX016): 13-6" CX016 1 6.0000 .2500 .1345 10" 10" 11'-2 3/4" lei# Dia. Length Thick. Out In Vert. Clearance at member 1(CX016): 10-5 1/4" RBX036 2-3 5.0000 .1345 .1345 9" 9" 13'-5 3/4" 128# A 4 A325 3/4" 2 1/2" 3/8" 1 1 0097284 Vert. Clearance at member 4(CX016): 10'-5 1/4" CX016 4 6.0000 .2500 .1345 10" 10" 11'-2 3/4" lei# Finished Floor Elevation = 100-0" (Unless Noted Otherwise) I I a ■ 060 ■3e3060 ■sr036 Y d ,I if 1S'-2• 1 16'-6• PORTAL FRAME ELEVATION ALONG A 2 1'-0 1/2" 1 8" F-IDimension Key Shape Name=Entry Canopy-MAIN Wall 2,Frame 1 1.USE 1/2 X 1 112 A325T BOLT(49080)AND NUT(47120) THE VP ENGINEER'S SEAL APPLIES ONLY TO THE THIS DRAWING,INCLUDING THE INFORMATION HEREON,REMAINS THE PROPERTY OF VP BUILDINGS. D VP Buildings W/O WASHERS.SNUG TIGHTEN BOLTS FOR ALL SECONDARY CONNECTIONS, WORK PRODUCT OF VP AND DESIGN AND IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED IN THE APPLICABLE PURCHASE PORTAL FRAME ELEVATION ALONG A SECONDARY CLIP CONNECTIONS,AND FLANGE BRACE CONNECTIONS, PERFORMANCE REQUIREMENTS SPECIFIED BY ORDER AND MAY BE REPRODUCED ONLY FOR THAT PURPOSE.IT SHALL NOT BE MODIFIED, 3200 Players Club Circle Memphis TN 38125 UNLESS NOTED OTHERWISE. VP.THE VP ENGINEER'S SEAL DOES NOT APPLY REPRODUCED OR USED FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF VP REV DATE BY DESCRIPTION BUILDER JOBNO TO THE PERFORMANCE OR DESIGN OF ANY BUILDINGS. AXthelm Construction 2.SLOT REINFORCEMENT PLATES NEED NOT BE LOCATED ON THE SAME OTHER PRODUCT OR COMPONENT FURNISHED THE GENERAL CONTRACTOR ANDIOR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE GOOD CUSTOMER Arne Zenneck DATE SIDE OF THE WEB AS THE HILLSIDE WASHER. BY VP EXCEPT TO ANY DESIGN OR QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN ACCORDANCE WITH THIS DRAWING, LOCATION 9/22/2022 PERFORMANCE REQUIREMENTS SPECIFIED BY DETAILS REFERENCED IN THIS DRAWING,ALL APPLICABLE VP BUILDINGS ERECTION GUIDES,AND Arlington,Washington VP BUILDINGS DRAWNICHECK VP. INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION,INCLUDING THE CORRECT USE OF PROJECT VARCO PRUDEN TEMPORARY BRACING. RNW Cistribution,Inc. A 81ueScope Steel Company BUILDERS IPAGE NTS VP Quote#210163 Re WC vERSION: 2022.2a 17 10/10/2022 15:43:28 FLENAME: vpc1 RNW 30 ft h a dmao"m Blu.S-e BuadlN.NOM Amalw,- ROD DIA. CLEVIS CLEVIS BRACE 9 FRAME BRACE SEE ERECTION DRAWINGS MARK ND. PIN CIA. Lo RACE LBRACE ROOF (2 OR 4)A325 BOLTS FOR LOCATIONS AND PART MARKS SECONDARY BRACE ROD 3 8" 097572 MEMBER PRIMARY 1 2" 097573 PORTAL FRAME COLUMN OR BEAM 5/8 095277 0** **o FRAME 1 WEB HEX NUT 3/4" 095278 0 0 o CLEVIS PIN W/COTTER PIN 1 1/4" / (SEE ERECTION DWGS) WASHER "A" 71"8 095280 ° ° ° / WASHER "B" 1 1/8" 09521" ® STRUT CONNECTION BOLTS ROD FUNGE BRACE SEE DRAWINGS FOR HILLSIDE WASHER 1 1 4" 095282 COTTER PIN (GFB-)OR(HFB-) / SIZES AND QUANTITIES 1 3 B" 097593 / 1 1/2- 097594 1 1/2" FLANGE BRACE WILL TYPICALLY FIELD NOTE CONNECT TO THE WEB OF THE WEB REINFORCEMENT PLATE THE BUILDER WILL HAVE TO FIELD FRAME MEMBER. BRACE STRUT(GAGE) IF PRESENT MAY BE SHOP WELDED ON REAM-OUT THE 9/16"DIAM.HOLE N 1/2" x 1 1/2" ( ) THE SECONDARY MEMBERS TO 13/16- CUP REO'D W/ A-325 BOLT EITHER SIDE OF THE WEB. CLEVIS DIAM.HOLES.(FOR THE 12MDB-FLANGE THICK FLANGES (49080)TYP. BRACE WITH A 3/4"X 2 1/2"A325 BOLT WHEN REQUIRED.) FLANGE BRACE REQUIREMENTS: COLUMN PORTAL COLUMN DEPTH FLANGE BRACE BRACE ROD ALTERNATE CONNECTIONS <24" HFB3060 FLANGE BRACE REQUIREMENTS: >24" & <36" HF64106 DESCRI P TION PART NO RULE#1- ALL FLANGE BRACES ON CROSS SECTIONS MUST BE INSTALLED. >36" HFB6032 ROD HARD STEEL ROUND WASHER HARD STEEL WASHER HILLSIDE RULE#2- SINGLE FLANGE BRACES ARE REQUIRED WHEN PART MARK ON DIAM NUT A B WASHER CROSS SECTION IS NOT ACCOMPANIED BY (2). CLEVIS PIN WHERE SLOTTED HOLES ARE PRESENT, BOLTS ARE 3/8" 95321 3/0"FLAT WASHER(96408) 1/2"BEVEL SOUARE WASHER(46040) RULE#3- FLANGE BRACES ARE REQUIRED BOTH SIDES OF THE FRAME WEB NOTES: SLIP CRITICAL AND MUST BE FULLY PRE TENSIDNED. 1/2" 95230 1/2"FLAT WASHER(95872) 3/4"FLAT ROUND WASHER(95946} 543334 (WITH SHOULDER) WHEN PART MARK IS ACCOMPANIED BY (2). FIELD DRILL 9/18"HOLES IN PRIMARY AND PORTAL FRAME WEBS FAYING SURFACES MUST BE PAINT FREE- IF PAINT 5 8" 95233 5 8-FLAT WASHER 95945 MAY BE FURNISHED WITHOUT RULE#4- WHENEVER POSSIBLE, PLACE SINGLE BRACES TOWARD THE FOR FLANGE BRACE CONNECTIONS. IS FOUND ON PAYING SURFACES IN SLOTTED 3 4" 95235 3 4"FLAr wnsHER 95946 A SHOULDER, THEN TWO COTTER CENTER OF THE BUILDING. CONNECTIONS REMOVE WITH LIGHT GRINDING. 7 8" 95237 7 e^FLAT WASHER s5B47 1"FLAT ROUND WASHER(95946) 543335 PIN WILL BE PROVIDED. RULE#5- WHENEVER POSSIBLE, PLACE ALL SINGLE BRACES ON THE SAME © DRILL 9/16" HOLE N PORTAL FRAME COLUMN WEB APPROX. 2° STANDARD HARDENED WASHERS ARE REQUIRED OVER 1" 95238 1"FLAT WASHER 9594a SIDE OF THE FRAME WEB. FROM BDLTING PLATE®BEAM(L. ALL SLOTS. SEE ERECTION DRAWINGS FOR MARK 1 1 8" 95239 1 1 a'FLAT WASHER 95949 1 1/8 FLAT ROUND WASHER(95949) 543336 NUMBERS AND QUANTITIES. ** 10" & 11 1/2" PURLINS REQUIRE 3 BOLTS AT EACH END OF PURLIN LAP. °"/°2r REv ROD BRACE oA1F067"/1II.M.X°°' ROD BRACING E.°6/°"/1°REv.N°.°: TYPICAL FLANGE BRACE CONNECTIONS REv-oaem/n/16 REV-NQai PORTAL FRAME DETAIL RLv.oAE°c/:a/11 REv.No.o1 STRUT BRACING v°ABR01 G2 No WEB SLOT ASSEMBLY BRO2K1 CLEVIS ASSEMBLY UTBR06AE CONT. PURLIN LAP SHOWN, CONT. GIRT & SIMPLE PURLIN BR12J1 CONNECTION TO FRAME BR15J1 GAGE STRUT ON WALL SEE ERECTION DRAWINGS SEE ERECTION DRAWINGS FOR FOR LOCATIONS AND PART MARKS LOCATIONS, PART MARKS AND NOTE: ALL BOLTS TO BE NOTE: ALL BOLTS TO BE NOTE: ALL BOLTS TO BE 1/2" X 1 1/2' 325 1/2"X 1 1/2' A325 BOLT QUANTITIES AND SIZES STRUT CONN. BOLTS BOLTS (49080) (U.N.O.) BOLTS (49080) (�N 0.) PURLIN BOLTS{4906D) (U.N.O.) BRACE ROD SEE DRAWINGS FOR I RAKE SIZES AND QUANTITIES PURLIN BEAM CLEVIS PIN W/COTTER PIN CLEVIS PIN W/COTTER PIN (SEE ERECTION DWGS) (SEE ERECTION DWGS) 1/2" X 1 1/2" A325 BOLTS (490BD) WITH CONNECTOR CLIP 1/2"X 1 1/2- A325 BOLTS 49080 WITH HARDENED(TYP AT PURLIN END OF BRACE) WASHER EACH SIDE (2 BOLTS) ( ) BRACE ROD o e USE BOLTS EACH END) HARDENED WASHER(095872) EACH SIDE (2 BOLTS WHEN READ. (TYP AT PURLIN END OF BRACE) o ® BRACE STRUT %� FRAME REINFORCEMENT ® FLANGE BRACE(GFB- OR HFB-) PLATE (WHEN REQUIRED) a FLANGE BRACE (GFB- OR HFB-) RAFTER ° ENDPOST BRACE STRUT(GAGE)_BSA__ BRSX- GIRT COLUMN J ENDPOST BRACKET ® (MAY BE INSET) (B BOLTS TO ENDPOST) WHERE SLOTTED HOLES ARE PRESENT, BOLTS ARE ENDPOST ENDPOST WHERE SLOTTED HOLES ARE PRESENT, BOLTS ARE SLIP CRITICAL AND MUST BE FULLY PRE TENSIONED. SLIP CRITICAL AND MUST BE FULLY PRE TENSIONED. FAYING SURFACES MUST BE PAINT FREE. IF PAINT RAKE RAKE FAYING SURFACES MUST BE PAINT FREE. IF PAINT IS FOUND ON FAYING SURFACES IN SLOTTED BEAM BEAM IS FOUND ON PAYING SURFACES IN SLOTTED CONNECTIONS REMOVE WITH LIGHT GRINDING. CONNECTIONS REMOVE WITH LIGHT GRINDING. STANDARD HARDENED WASHERS ARE REQUIRED OVER STANDARD HARDENED WASHERS ARE REQUIRED OVER ALL SLOTS. SEE ERECTION DRAWINGS FOR MARK ALL SLOTS. SEE ERECTION DRAWINGS FOR MARK NUMBERS AND QUANTITIES. NUMBERS AND QUANTITIES. REV.DATED"/R3/1, REV.No.ol WALL STRUT BRACING "`V°""-06/"/" "E""a01 STRUT BRACING "`V DA2L.0 "E""°°' ENDPOST TOP BRACING "°�°° TOP OF ENDPOST RrV.°""'�/"/'S �v-Na°' ENDPOST TOP BETWEEN PURLINS BR15JC THREE-PLATE STRUT IN WALL BR15L1 GAGE STRUT IN ROOF BR25A3 ENDPDST WITHIN 6" (152—) OF PURLIN BR25BD ENDPOST BRACKET TO RAKE BEAM BR25CA NO CAP CHANNEL - BRACED TO PURLINS ONLY F = FEET G = GAGE CX*** = COLUMN (PLATE) BASIC ERECTION GUIDE REQUIRED FOR THIS PROJECT: = INCHES 0 = OPERATION CGX***= COLUMN (GAGE) E = EIGHTHS C = FIN/COLOR WCX***= COLUMN(HOTROLL) FULL FRAME REFER TO: RAKE BEAM PANEL/COVERING MARCO PRUDEN BUILDINGS RAKE BEAM W 1 3 1 1 7 2 6 1 K T D RBX*** RAFTER{PLATE) * F F I I E G G 0 C C C BGX*** = RAFTER(GAGE) BASIC ERECTION GUIDE LENGTH CODE WRX*** - RAFTER(HOTROLL) 1/2" x 1 1/2° A325 INSULATION TRX*** = TRUSS RAFTER BOLTS(4-9080) IB 1301036030 WV FILL ALL HOLES ** F F F I I I I I I E C C ICX***-INTERIOR COLUMN PCX*** = PIPE COLUMN NOTE: AY BE LENGTH WIDTH THK CODE TCX*** = TUBE COLUMN A325 BOLTS SHOP SHIOPMWELDED y SECONDARY (STANDARD) (49080) FILL TO RAKE BEAM ® \ 0 8 Z 1 9 1 1 4 1 7 EPX***= ENDPOST(PLATE) ALL HOLES * F F I I E G G * * * * EGX***= ENDPOST(GAGE) DEPTH LENGTH GAGE ADJUST.CODES SHAPE CBX*** = CANOPY(PLATE) SECONDARY(SPECIAL) CBX*** = PIGGYBACK CANOPY U D 108 Z 1 9 1 1 4 1 7- -- * F F 1 1 E G G ' DCC"**= 8 1/2"GAGE POST The Field Guide for correctly storing and erecting ENDPOST �O 9 FULL FRAME TO CDtINTERDEPTH&LENGTH GAGE AOJUST.CODES DCE*** = 10" GAGE POST Varco Pruden Metal Building Systems f ENDPDST CLIP SHAPE OUTSET GIRTS (FFC2) ROD BRACING RS- THREADS BOTH ENDS 1'-3"AT 10° & 11 '.. E.W. GIRTS 1/2" 0 3 R S 2 5 1 0 1'-0"AT 7" & 8 1/2" EW- GIRTS 3-PLATE ENDPOST BOLTSx(0097284)A325 1 E * * F F I I RT= THREADS ONE END- CLEVIS ONE END DIA LENGTH RU= CLEVIS BOTH ENDS RP= THREAD BOTH ENDS- NO HILLSIDES BACK COVER: 4001 BASIC ERECTION GUIDE 6"AT ALL INSET GIRTS REV.oAa:m/:o/u REv.Ro.o1 MARK NUMBER KEY REv oaTE:m/ao/I4 RE¢Naoo REV-M1E:m/o1/os REV-N000 RAKE BEAM CONNECTION REv.DaTEos/z1/u REv No 3-PLATE ENDPOST TO FULL FRAME EN5/0" COMMON GENERATED MARK NUMBERS ENV002 BASIC ERECTION GUIDE - STRUCTURAL PF10C2 TO ENDPOST PF10CA FULL FRAME ENDWALL 1.USE 1/2 X 1 112 A325T BOLT(49080)AND NUT(47120) THE VP ENGINEER'S SEAL APPLIES ONLY TO THE THIS DRAWING,INCLUDING THE INFORMATION HEREON,REMAINS THE PROPERTY OF VP BUILDINGS. D VP Buildings W/O WASHERS.SNUG TIGHTEN BOLTS FOR ALL SECONDARY CONNECTIONS, WORK PRODUCT OF VP AND DESIGN AND IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED IN THE APPLICABLE PURCHASE PRIMARY BRACING SED'S�a� SECONDARY CLIP CONNECTIONS,AND FLANGE BRACE CONNECTIONS, PERFORMANCE REQUIREMENTS SPECIFIED BY ORDER AND MAY BE REPRODUCED ONLY FOR THAT PURPOSE.IT SHALL NOT BE MODIFIED, 3200 Players Club Circle Memphis TN 38125 UNLESS NOTED OTHERWISE. VP.THE VP ENGINEER'S SEAL DOES NOT APPLY REPRODUCED OR USED FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF VP BUILDER JOBNO REV DATE BY DESCRIPTION TO THE PERFORMANCE OR DESIGN OF ANY BUILDINGS. AXthelm Construction CONTRACTOR ANDIOR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE GOOD 2.SLOT REINFORCEMENT PLATES NEED NOT BE LOCATED ON THE SAME OTHER PRODUCT OR COMPONENT FURNISHED THE GENERAL CUSTOMER Arne Zenneck DATE SIDE OF THE WEB AS THE HILLSIDE WASHER. BY VP EXCEPT TO ANY DESIGN OR QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN ACCORDANCE WITH THIS DRAWING, LOCATION 9/22/2022 PERFORMANCE REQUIREMENTS SPECIFIED BY DETAILS REFERENCED IN THIS DRAWING,ALL APPLICABLE VP BUILDINGS ERECTION GUIDES,AND Arlington,Washington VP BUILDINGS DRAWNICHECK VP. INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION,INCLUDING THE CORRECT USE OF PROJECT VARCO PRUDEN TEMPORARY BRACING. RNW Cistribution,Inc.BUILDERS PON A alueScope Steel Company PAGE NITS VP Quote#210163 RI WC VERSION: 2022.2a 18 10/10/2022 SEDSheet 15:43:30 FRENAME: vpcl RNW 30fth adlMsl°R&Bm"S-.BudIN°NnAmerica,- GAGE POST 8 1/2" POST SHOWN 10" POST SIMILAR GAGE POST III III III �`8 1/2" POST REQUIRES III (2) ANCHDR RODS 10" POST REQUIRED III (4) ANCHOR RODS GPBC__ *3/4.. DIA. ANCHOR RODS Y y��QosG 3/4" FLAT WASHERS ti 9ZnFF ANCHOR RODS, NUTS AND WASHERS ARE BY BUILDER REv.DAIE:n/IT/o REV.N0.02 GAGE POST BASE CONNECTION P F�3�2 FACTORY ATTACHED BASE CLIP 1.USE 1/2 X 1 112 A325T BOLT(49080)AND NUT(47120) THE VP ENGINEER'S SEAL APPLIES ONLY TO THE THIS DRAWING,INCLUDING THE INFORMATION HEREON,REMAINS THE PROPERTY OF VP BUILDINGS. D VP Buildings W/O WASHERS.SNUG TIGHTEN BOLTS FOR ALL SECONDARY CONNECTIONS, WORK PRODUCT OF VP AND DESIGN AND IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED IN THE APPLICABLE PURCHASE PRIMARY BRACING SED'S (b) SECONDARY CLIP CONNECTIONS,AND FLANGE BRACE CONNECTIONS, PERFORMANCE REQUIREMENTS SPECIFIED BY ORDER AND MAY BE REPRODUCED ONLY FOR THAT PURPOSE.IT SHALL NOT BE MODIFIED, 3200 Players Club Circle Memphis TN 38125 UNLESS NOTED OTHERWISE. VP.THE VP ENGINEER'S SEAL DOES NOT APPLY REPRODUCED OR USED FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF VP TO THE PERFORMANCE OR DESIGN OF ANY BUILDINGS. REV DATE BY DESCRIPTION BUILDER AXthelm Construction JOBNO 2.SLOT REINFORCEMENT PLATES NEED NOT BE LOCATED ON THE SAME OTHER PRODUCT OR COMPONENT FURNISHED THE GENERAL CONTRACTOR ANDIOR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE GOOD CUSTOMER Arne Zenneck DATE SIDE OF THE WEB AS THE HILLSIDE WASHER. BY VP EXCEPT TO ANY DESIGN OR QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN ACCORDANCE WITH THIS DRAWING, LOCATION 9/22/2022 PERFORMANCE REQUIREMENTS SPECIFIED BY DETAILS REFERENCED IN THIS DRAWING,ALL APPLICABLE VP BUILDINGS ERECTION GUIDES,AND Arlington,Washington VP BUILDINGS DRAWNICHECK VP. INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION,INCLUDING THE CORRECT USE OF PROJECT VARCO PRUDEN TEMPORARY BRACING. RNW Cistribution,Inc. A alueScope Steel Company BUILDERS PON PAGE NTS VP Quote#210163 Rev3 WC VERSION: 2022.2a 19 10/10/2022 SEDSheet 15:43:31 FLENAME: vpc1 RNW 30fth adMSIUR mBmeS-.BuddlN.NOMAmalcR,- Secondary Part Schedule (:)S{condAny eencipg Hc6{dp1{ Mark Part Thick. Depth Lap Detail Id QCy -k So Spacing E1 00108CS2205417BO 0.0600 8 1/2" RSV004,RSV003,RSV002,RSV001 1 6 CPBRCO12110 1'-7 1/4" E10 OSE2411414DDH02 0.0790 8 1/2" RS12PA 2 89 CPBB050308(Typ.5'-0" Ell 00208ES2411414BO2 0.0790 8 1/2" RS12PH,RS12PA 3 3 CPBB020904 2'-7 11/16" E12 00308ES2411411H02 0.1130 8 1/2" RS12PH,RS22PA 4 26 PBA0300 2'-7 11/16" E13 00508ES2705411BO2 0.1130 8 1/2" RS12PF,RS12PE 5 22 PBA0102 3 3/8" E14 08E2411411DDBO2 0.1130 8 1/2" RS12PA 6 22 PBA0500 4-8 5/8" E15 08E2511411DDH02 0.1130 8 1/2" RS12PA 7 25 PBA0407 4'-2 11/16" E16 00608ES2711411BO2 0.1130 8 1/2" RS12PF,RS22PE 8 5 CPBE040404 4'-2 11/16" E17 00408ES1805417H03 0.0600 8 1/2" RS12PE 9 8 CPBB001002 8 5/8" E2 00208CS2711417BO 0.0600 8 1/2" RSV004,RSV003,RSV002,RSV001 10 3 CPBE040414 4'-3 3/8" E3 08C2511417DDBO 0.0600 8 1/2" RSV004,RSV003,RSV002,RSV001 11 4 PBA0309 3'-5 3/16" E4 08C2411417DDBO 0.0600 8 1/2" RSV004,RSV003,RSV002,RSV001 12 CPBH040204 �0 3 16"L6'-6^ ES 00308CS2411417H0 0.0600 8 1/2" RSV004,RSV003,RSV002,RSV001 13 PBA0405 o /16" Y Y Y E6 00110CS1505417AO 0.0600 10" RSV004,RSV003,RSV002,RSV001 Sao ED: E7 00408CS2705417BO 0.0600 8 1/2" RSV004,RSV003,RSV002,RSV001 BR09 103'-6^ E8 00108ES2711414BO2 0.0790 8 1/2" RS12PH,RS22PA ��. HR09 , BR09JR, BR02r, DR09K 17 E9 08E2511414DD802 0.0790 8 1/2" RS12PA C� P1 1OZ1505414BBAO 0.0790 10" RS02T1 C7 P10 02708ZS2811411BO 0.1130 8 1/2" 3-10 1/2" RS02TS,RSOSTl Lc4a4 4a1 1C432 IC431 P11 02808ZS3105413BO 0.0880 8 1/2" 3-10 1/2" RS02T1,RSO1T1 /� 1�2as 20<<yYP> 1 1i3 1R�7i2 (m -j� + H36 E15 15 13 P12 08Z301141744H0 0.0600 8 1/2" 2'-10 1/2" RS01T1 ��JJ n n n n n r n n n n n n n n P13 08Z331141155BO 0.1130 8 1/2" 3'-10 1/2" RSO1T1 + P14 08Z331141355BO 0.0880 8 1/2" 3'-10 1/2" RSO1T1 P15 08Z331141655BO 0.0680 8 1/2" 3'-10 1/2" RSOITI P16 OSZ2611413BEBO 0.0880 8 1/2" HR18E2 P17 08Z311141544BO 0.0730 8 1/2" 2'-10 1/2" RSO1T1 P18 0SZ311141644B0 0.0680 8 1/2" 2 -10 1/2" RS001T1 P19 02908ZS3111413BO 0.0880 8 1/2" ' 3'-10 1/2" RS02T1,RS01T1 P2 0240 BZS3111412BO 0.0980 8 1/2" 3'-10 1/2" RS02T1,RS01T1 U P20 0BZ1805414AAB0 0.0790 8 1/2" RS02T1 P3 0 Z311141444BO 0.0790 8 1/2" 2'-10 1/2" RSO1T1 P4 08Z311141344:0 0.0880 8 1/2" 2'-10 1/2" RSO1T1 P5Part Mark BZ33114125580 0.0980 8 1/2" 3'-10 1/2" RS01T1 P6 RKC15 08Z321141655BO 0.0680 8 1/2" 3'-10 1/2" RSO1T1 39 2 _ P7 RKCH15 OSZ321141355H0 0.0880 8 1/2" 3'-10 1/2" RS01T1 P8 SSR-.d 02508ZS2811413BO 0.0880 8 1/2" 3'-10 1/2" RS02T1,RS01T1 9 P9 02608Z32811412BO 0.0980 8 1/2" 3'-10 1/2" RE 02T1,RS01T1 . 8� Pis p14 6a c p16o ➢1{ 14 V' 2 0 D15(Ryp.) D3 (Typ.) 1CSB0 82 1 H: in F34 pis P14 a P14 pu pL4 (T P17(Tpp.) P11 P12(Typ.) P10(Typ.) p3 PS(Typ.) P6 ➢B P4(Typ.) P71TYP.) P9(Typ.) a O 1 C '� H9 9 H70 `J 1•291 1•192 1•191 1•694 1•S95 1C221 IC252 1C231 1C234 1C225 I�,I 26-0" 26'-0" 23-0^ '�22'-6" tt TTTT1LYYYY HL HL 126'-0" Hy TTTT�fffT ROOF SECONDARY PLAN 3 1'-0" " 2 2'-0 1 6" F-IDizension Key Shape Name=RNW Distribution,Shape=RNW Distribution,Shape=RNW Distribution,Shape=RNW Distribution,Shape=RNW Distribution,Shape=Entry Canopy-MAIN 1.UNLESS NOTED,USE 1/2 X 1 112 A325T BOLT(49080)AND NUT(47120) THE VP ENGINEER'S SEAL APPLIES ONLY TO THE THIS DRAWING,INCLUDING THE INFORMATION HEREON,REMAINS THE PROPERTY OF VP BUILDINGS. D VP Buildings W/O WASHERS.SNUG TIGHTEN BOLTS FOR ALL SECONDARY CONNECTIONS. WORK PRODUCT OF VP AND DESIGN AND IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED IN THE APPLICABLE PURCHASE ROOF SECONDARY PLAN 2.FLANGE BRACES ARE AN INTEGRAL PART OF THE STABILITY OF THE PERFORMANCE REQUIREMENTS SPECIFIED BY ORDER AND MAY BE REPRODUCED ONLY FOR THAT PURPOSE.IT SHALL NOT BE MODIFIED, 3200 Players Club Circle Memphis TN 38125 STRUCTURAL SYSTEM AND MUST BE PROPERLY INSTALLED PRIOR TO ERECTION VP.THE VP ENGINEER'S SEAL DOES NOT APPLY REPRODUCED OR USED FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF VP TO THE PERFORMANCE OR DESIGN OF ANY BUILDINGS. REv DATE BY DESCRIPTION BUILDER AXtheim Construction JOBNO CONTRACTOR ANDIOR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE GOOD OF WALL AND ROOF SHEETS. OTHER PRODUCT OR COMPONENT FURNISHED THE GENERAL CUSTOMER Arne Z.enneck DATE 3.REMOVAL OR ALTERATION OF ANY COMPONENT IS PROHIBITED. BY VP EXCEPT TO ANY DESIGN OR QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN ACCORDANCE WITH THIS DRAWING, LOCATION 9/22/2022 PERFORMANCE REQUIREMENTS SPECIFIED BY DETAILS REFERENCED IN THIS DRAWING,ALL APPLICABLE VP BUILDINGS ERECTION GUIDES,AND Arlington,Washington VP BUILDINGS DRARNICHECK VP. INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION,INCLUDING THE CORRECT USE OF PROJECT VARCO PRUDEN TEMPORARY BRACING. RNW Cistribution,Inc.BUILDERS PON A BlueScope Steel Company PAGE NTS VP Quote#210163 Rev3 WC VERSION: 2022.2a 20 10/10/2022 15:43:34 FLENAME: vpcl RNW 30 ft h "dmao"m Blu.S-"BuadlN.NOM America,mo. BRACE 9FRAME BRACE FIELD DRILLING OF 9/16" DIA. 5CATION LOCATION SEROOF CONDARY HOLE MAY BE REOUIRED BOLTS BRACE LOCATION FRAME BRACE LOCATION BOLTS ERECTION NOTE: MEMBER WHEN A CHANNEL BRACE DOES NOT LINE UP WITH ANOTHER ROOF WALL BOLTS FRAME BOLTS rjKMA1 GUP CHANNEL BRACE E THE SLOTS IN THE PURLIN WEB FOR **OBRACE LOCATION BRACE LOCATION SECONDARYMEMBER A DROP PIN CONNECTION BEND THE CHANNEL TABS TOWARD 0 (MAY BE INSET) THE PURLIN WEB AND USE A SELF-DRILLER 55307 TO ATTACH. CHANNEL ( ) PURLIN BRAC 0 o SECONDARY (CPB-)(TYP.) MEMBER O O FUNCE BRacE (MAY BE INSET) 3 ° (2) 1/4-14 x 1 1/4" (GFB—)OR(HFB—) (2) 1/4-14 x 1 1/4" STRUCT. SCREWS FWJGE BRACE WILL TYPICALLY2 OSTRUCT. SCREWS (553Q7) CONNECT TO THE WEB OF THE �� r INSDLATION VAPOR (55307) THE BUILDER WILL HAVE TO FIELD FRAME MEMBER. (2)WBBD2 REAM—OUT THE 9/16"D. HOLE IN CLIP$ RETARDER THE SECONDARY MEMBERS TO 13/16- CUP REO'D W/ SEE DIAM.HOLES.(FOR THE To FIELD FLANGE THICK FLANGES DETAIL BELOW CHANNEL CHANNEL BRACE WITH A 3/4'.X 2 1/2•A325 o FBLC2 FIELD O BRACE BRACE BOLT WHEN REQUIRED.) SLOT LINER OR - d in F O FLANGE BRACE (CPB—) (CPB—) VAPOR RETARDER FIELD (GFB—) OR (HFB—) O BEND ° WHERE ALTERNATE CONNECTIONS FLANGE BRACE REQUIRED ° ° ° 1/2" x 1 1/2" / FLANGE BRACE REQUIREMENTS: A325 BOLT TYP (GFB—) OR (HFB—) *IMPORTANT DURING ERECTION, ( ) PURLIN RULE#1— ALL FLANGE BRACES ON CROSS SECTIONS MUST BE INSTALLED. WITH HARDENED TEMPORARILY INSTALL WBBC2 WASHER(095672) 3/4" DETAIL BR09JG RULE#2— SINGLE FLANGE BRACES ARE REQUIRED WHEN PART MARK ON CLIP REQ'D W/ CLIP TO KMA1 CLIP WITH (2) CLIP REO'D W/ AGAINST PURLIN CROSS SECTION IS NOT ACCOMPANIED BY (2). THICK FLANGES BOLT FBLC2 CLIP TO 1/4-14x1 1/4" SDS IN CENTER THICK FLANGES PURLIN RULE#3— FLANGE BRACES ARE REQUIRED BOTH SIDES OF THE FRAME WEB ZEE CEE W 2 1/2" HOLES TO KEEP FRAME STABLE. INSULATION VAPO WHEN PART MARK IS ACCOMPANIED BY (2). / / ( ) / RETARDER (1) 1/4" X 6 1/4" A325T BOLTS (49080) WHEN LINER IS INSTALLED, DROP PIN (097556 CENTER RULE#4— WHENEVER POSSIBLE, PLACE SINGLE BRACES TOWARD THE REMOVE WBBC2, INSTALL LINER, CENTER OF THE BUILDING. O W/ WASHERS (095872) /(6) (8) 1/4"-14 1 1/4" USE WHEN CHANNEL BRACE USE WHEN CHANNEL BRACE TYP. PER EACH END THEN REINSTALL WB9C2 W ( ) RULE#5— WHENEVER POSSIBLE, PLACE ALL SINGLE BRACES ON THE SAME AGAINST ZEE/CEE SDS AS SHOWN. DO N9S REUSE O (55307) DOES LINE UP WITH THE DOES NOT LINE UP WITH SIDE OF THE FRAME WEB. MEMBER CENTER HGLEs. SLOTS IN THE PURLIN WEB. THE SLOTS IN THE PURLIN WEB. ** 10" & 11 1/2" PURLINS REQUIRE 3 BOLTS AT EACH END OF PURLIN LAP. ALTERNATE CONNECTIONS ALTERNATE CONNECTIONS E:oS/o6/16 R .No.oz TYPICAL FLANGE BRACE CONNECTIONS RE.oAE:+o/z4/+7 REv.Naoa ROOF WALL FLANGE BRACING RE SAE:+o/z4/+7 PEV.N0.05 ROOF WALL FLANGE BRACING REV•OAE04/01 1 REV.N0.0 CHANNEL BRACE ENDING AT PURLIN WEB E07/o1/W R .No.oO BR06AE CONT. PURLIN LAP SHOWN, CONT. GIRT & SIMPLE PURLIN BR06J3 PURLIN GIRT WITH LINER OR INSUL. VAPOR RETARDER BR06K3 PURLIN GIRT WITH INSULATION VAPOR RETARDER BR09JG SELF—DRILLER WITH BENT TABS SINGLE CHANNEL PURLIN BRACE / / Ev oA BR09JH ENDING AT PURLIN WEB LOCATION ERECTION NOTE: AT EAVE STRUT BEND PBA TABS NOTE: USE (1) 11/32" X 1 1/4" USE (2) 1/2" AND USE (2)11/32" X 1 1/4" T-45 GRAY 1. SEE CHART FOR RIDGE BRACE NEST AND CHANNEL BRACES THAT END AT A PURLIN T-45 GRAY SCRUBOLT 097352) GALV. HEX NUTS SCRUBOLT (097352) AND SCRUBOLT NUT (097267) ASSEMBLY SELECTION. ROTATE WEB, BUT DO NOT HAVE TABS TO BEND AND (4712D) LOCATE HEAD OF SCRUBOLT TO BE ON OUTSIDE OF EAVE STRUT SECURE. INSERT CLIP (544015) THROUGH SCRUBOLT NUT(097267 (1) NUT ON EACH ( ) 2. NEST CHANNELS TO ACHIEVE " CHANNELS HEAD OF SCRUBOLT TO SIDE OF PURLIN SEE FACE OF 5" BETWEEN HOLES AND +� TO ALIGN WEB SLOTS AND USE A DROP PIN TO ATTACH BE ON OUTSIDE OF EAVE PURLIN HOLES TO CHANNEL BRACE. USE TOP HOLE OF BRACE ASSY. EAVE STRUT VIEW CHANNEL USE DROP PINS TO SECURE. (PBA_) PURLIN BRACE USESECTION SECURE (2)EAVE STRUT IFNPRESENT.CLIP FOR TAB ATTACHMENT (CPB-)(TYP.) (1) 1/4" X 6 1/4" WITH DROP DROP PIN (097556) (2) 1/4" x 6 1/4" PINS j DROP PINS (097556) (2) 1/4-14 x 1 1/4" j STRUCT. SCREWS ` (55307) FACE OF EAVE STRUT ® PURLIN �d � � ® **FIELD DRILL � �\CHANNEL ® (1) 5/16" DIA. �l ASSEMBLY RIDGE RACE HOLE (IF REQUIRED) WEB ENDING CUP ® EAVE PURLIN BRACE FOR O SCTIONBOLT EAVE PURLIN (CPBR- ' (0544015) EAVE STRUT (PBA-) AT 8 1/2", 10", STRUT BRACE STRAP /2" PURLINS. PURLIN (ESBS_) (NOT REQ. AT 7" PURLIN USE (2) 1/2" GALV. HEX EAVE PURLIN L (1) 1/4" X 6 1/4" TO 7" EAVE STRUT) NUTS (47120) LOCATE (1) BRACE ASSY. DROP PIN (097556) PURLIN USE WHEN CHANNEL BRACE USE WHEN CHANNEL BRACE NUT EACH SIDE OF PURLIN (pgq-)(TYp,) (TYP. PER EACH END) DOES LINE UP WITH THE DOES NOT LINE UP WITH AVE STRUT PURLIN SEE ERECTION DRAWINGS SLOTS IN THE PURLIN WEB. THE SLOTS IN THE PURLIN WEB. NOTE: FOR LOW OR HIGH EAVE LOCATIONS. FOR LOCATION "a°' CHANNEL BRACE ENDING AT PURLIN WEB RE DA@07/RO/16 REv.Nao6 EAVE BRACE STRAP AND EAVE PURLIN BRACE REV.WTE:02/22/22 REV.NO.05 EAVE STRUT BRACE "� °°"°/°'/°°"° "°°° SINGLE CHANNEL PURLIN BRACE "°"°°"°'/°'/°° °° CHANNEL RIDGE BRACE ASSEMBLY BR09JR WEB ENDING CLIP WITH DROP PIN BRO9K2 LOCATED AT EAVE — CENTERLINE OF FRAME BR09K5 BR09PH NTERMEDIATE LOCATION BR09PK SINGLE BRACE AT SYMMETRICAL RIDGE END FRAME INT. FRAME INT, FRAME INT. FRAME NOTES: END BAY INTERIOR BAY —DO NOT ATTACH PANEL OR PANEL CLIPS TO COMPOSITE STRUT MEMBER. —SECONDARY ORIENTATION OR SHAPE MAY BE OTHER THAN SHOWN —COMPOSITE STRUT MEMBER MAY BE ABOVE OR BELOW SECONDARY MEMBER (1) PURLIN BRACE O ] O O (1) PURLIN BRACE —8 1/2 10 OR 11 1/2" PURLINS ONLY ING O ] O O PC CHANNEL sP CHANNEL (2) PURLIN BRACE ] ] ° ° SEcoNOA ADJUST. CODES CHANNELS COMPOSITE (1) 1/4"X 6 1/4" GAGE (2) PURLIN BRACE O ] p MEMBER 8„ DROP PIN (097556) EIGHTHS (3) PURLIN BRACE ] ] ] D CHANNELS 5 CHANNELS s INCHES LENGTH (4) PURLIN BRACE ] ] ] ] (4) PURLIN BRACE \ (millimeters) CHANNELS CHANNELS ] ] ] SHAPE * T FSNR 4-14 x(55307) CPO 15) DEPTH STRUCT in 3^ TYPICAL 3^ TYPICAL ORJCNo CNP (p5A40 F--'I CLUSTER � � CLUSTER STANDARD NOTES: STANDARD NOTES: r fy DEPTH SHAPE GAGE — PURLINS HAVE CLUSTERS OF 4 HOLES FOR ATTACHING PURLIN BRACES. — PURLINS HAVE CLUSTERS OF 4 HOLES FOR ATTACHING PURLIN BRACES. a 07 = 7" Z = ZEE 11 = 0.113 THESE CLUSTERS ARE REPRESENTED BY ONE OF THE SYMBOLS BELOW: THESE CLUSTERS ARE REPRESENTED BY ONE OF THE SYMBOLS BELOW: 08 = 8 1/2" C = CEE 12 = 0.098 a ROOF/WALL E = LOW EAVE STRUT O — DO NOT INSTALL PURLIN BRACES AT THIS CLUSTER LOCATION. O — DO NOT INSTALL PURLIN BRACES AT THIS CLUSTER LOCATION. i SECONDARY 10 = 10" 13 = 0.088 H = HIGH EAVE STRUT 11 = 11 1/2" 14 = 0.079 ] — INSTALL PURLIN BRACES AT THIS CLUSTER LOCATION. ] — INSTALL PURLIN BRACES AT THIS CLUSTER LOCATION. U, 15 = 0.073 SEE SECONDARY ROOF DRAWING FOR BRACE REQUIREMENTS. SEE SECONDARY ROOF DRAWING FOR BRACE REQUIREMENTS. CHANNEL PURLIN BRACE 16 = 0.068 *NOTE: (CPB—) LOCATE PER 17 — 0.060 — INSTALL PURLIN BRACES AT THE RIDGE AND WORK TOWARD THE EAVE. — INSTALL PURLIN BRACES AT THE RIDGE AND WORK TOWARD THE EAVE. IF NO ADJOINING CPB_ EXISTS, BEND THE CHANNEL ERECTION DRAWINGS — CHANNEL BRACE MAY BE LOCATED IN EITHER SET OF SLOTS IN CLUSTER — CHANNEL BRACE MAY BE LOCATED IN EITHER SET OF SLOTS IN CLUSTER TABS TOWARD THE PURLIN WEB AND USE A SELF— DRILLER (55307) TO ATTACH. IF CPB— EXISTS BOTH PROVIDED THEY ARE ALIGNED FROM EAVE TO EAVE IN A GIVEN BAY. PROVIDED THEY ARE ALIGNED FROM EAVE TO EAVE IN A GIVEN BAY. SIDES OF COMPOSITE PURLIN THEN USE DROP PINS. REV.WTE:O)/Ol/09�.No.00 PURLIN BRACE CLUSTER LOCATION REV.WTE:07/01/W�.No.00 PURLIN BRACE CLUSTER LOCATION REV.WTE:07/01/W�.No.00 COMPOSITE STRUT ASSEMBLY ATTACH. REM.W-7/o1/06 REV.No.00 SECONDARY PART MARK NUMBER BR09RY END BAY CHANNEL LOCATION BR09RZ INTERIOR BAY CHANNEL LOCATION BR1BE2 ROOF SECONDARY EN51B1 COMMON GENERATED MARK NUMBERS 1.UNLESS NOTED,USE 1/2 X 1 1/2 A325T BOLT(49080)AND NUT(47120) THE VP ENGINEER'S SEAL APPLIES ONLY TO THE THIS DRAWING,INCLUDING THE INFORMATION HEREON,REMAINS THE PROPERTY OF VP BUILDINGS. D VP Buildings W/O WASHERS.SNUG TIGHTEN BOLTS FOR ALL SECONDARY CONNECTIONS. WORK PRODUCT OF VP AND DESIGN AND IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED IN THE APPLICABLE PURCHASE ROOF SECONDARY SED'S(a) 2.FLANGE BRACES ARE AN INTEGRAL PART OF THE STABILITY OF THE PERFORMANCE REQUIREMENTS SPECIFIED BY ORDER AND MAY BE REPRODUCED ONLY FOR THAT PURPOSE.IT SHALL NOT BE MODIFIED, 3200 Players Club Circle Memphis TN 38125 STRUCTURAL SYSTEM AND MUST BE PROPERLY INSTALLED PRIOR TO ERECTION VP.THE VP ENGINEER'S SEAL DOES NOT APPLY REPRODUCED OR USED FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF VP REV DATE BY DESCRIPTION TO THE PERFORMANCE OR DESIGN OF ANY BUILDINGS. BUILDER AXtheim Construction JOBNO OF WALL AND ROOF SHEETS. OTHER PRODUCT OR COMPONENT FURNISHED THE GENERAL CONTRACTOR ANDIOR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE GOOD CUSTOMER Arne Zenneck DATE 3.REMOVAL OR ALTERATION OF ANY COMPONENT IS PROHIBITED. BY VP EXCEPT TO ANY DESIGN OR QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN ACCORDANCE WITH THIS DRAWING, LOCATION 9/22/2022 PERFORMANCE REQUIREMENTS SPECIFIED BY DETAILS REFERENCED IN THIS DRAWING,ALL APPLICABLE VP BUILDINGS ERECTION GUIDES,AND Arlington,Washington VP BUILDINGS DRANNICHECK VP. INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION,INCLUDING THE CORRECT USE OF PROJECT VARCD PRUDEN TEMPORARY BRACING. RNW Cistribution,Inc. A alueScope Steel Company BUILDERS IPAGE NTS Vp Quote#210,63 Rev3 WC VERSION: 2022.2a 21 10/10/2022 SEDSheet 15:43:34 FLENAME: vpc1 RNW 30fth adMsl°R m Blu.S-eBuadLg6N..Amalw,- ERECTION DRAWING PART MARK PG1 CLIP C2 1/21/2"{ 2 5/8" 2 3/4" 2 7/8" ADJUST. CODES P I rl A 15 GAGE EIGHTHS R JPRIES INCHE LENGTH 1 W 1 B 3 1AE BOLTED CLIP CONNECTION FFFTI millimeters WELDED CLIP CONNECTION �P ALT. CONNECTION ALT. CONNECTION SHAPE DEPTH COUNTER BAY NUMBER 48' 03 48' T5 JpRIEs e uP CANOPY (C)/PARTITION(P)/ LIP DEPTH SHAPE GAGE ROOF(R)/WALL(W) NUMBER 11�A"BpL 07 = 7" Z5 = ZEE 11 = 0.113 L L D8 - 8 1/2" CS = CEE 12 = 0.098 BUILDING SHAPE CLIPS MAY BE REQUIRED FOR 10 - 10" ES - LOW EAVE STRUT 13 p,pgg ® PURLIN TO FRAME CONNECTIONS. 11 = 11 1/2" HS = HIGH EAVE STRUT 14 - 0 O79 2 1/2" "21/.- "1/4 "27/.- ® REFER TO INDIVIDUAL FRAME BE = BACK TO BACK CEE THE BAY/BUNDLE CODE IDENTIFIES CROSS SECTIONS FOR BOLTED F FB = FACE TO BACK CEE 15 = 0.073 �� CUP PART NUMBERS AND THEIR FF = FACE TO FACE CEE 17 - 00.060 THE BUILDING CANOPY/PARTITION/ LOCATIONS. ROOF/WALL PLANE AND BAY 7" &8 1/2"PURLINS REV, oATE:D7�01/oR REv.No.DO SPECIAL SECONDARY PART MARK KEY REV.OAIEAI/31^3 REV Ol SECONDARY BUNDLE LOCATION KEY "°°° PURLIN AND GIRT SIZES R"'" R-"°°° PURLIN AND GIRT SIZES °""°°^'^' REV"°"°' PURLIN CONNECTION AT INTERIOR FRAME EN51B2 COMMON GENERATED MARK NUMBERS EN5133 ALL SECONDARY DEPTHS EN53F1 8 1/2" 216mm EN53G1 10" 254mm RSO1T1 CONTINUOUS PURLINS PG1 CLIP 7 7" 1/2" NDTE' SHIM PLATE PURLI!:t I/2" URLIN PURLIN (4)1/2"A307 THIN EAVE EAP2 PLATE ROOFPITCH PART EPC2URLIN Lj ARM HEAD BOLT(096636) STRUT (4) 1/2"A307 THIN ONLY REQ'D. RANGE NUMBER WELDED CLIP CONNECTION WHEN CALLED .25 TO 1.99 N A ALT. CONNECTION &NUT(095032) EAVE STRUT HEAD BOLT(096636) OUT ON FRAME EAVE STRUT &NUT(095032) 2.0 TO 2.49 N/A BRACE STRAP 1 O CROSS SECTION 2.5 TO 3.49 ESH1 ENDBAY (ESBS-) O O 3.5 TO 4.00 ESH2 ROOF PURLIN SECTION "A" SECTION "A" ® SHIM PLATE WELDED CLIP BOLTED CLIP d (SEE CHART) - BOLTED SpAOE EAVE STRUT 0 O 1 1 BOLTED CUP CONNECTION FR Y SHIM PLATE PLATE REFER TO ERECTION DRAWINGS gP EAVE STRUT BRACE STRAP (SEE CHART) (EAP2) ALT. CONNECTION FOR ALL CLIP MARK NUMBERS GE AND LOCATIONS. Y SPP o (ESBS_) '� CLIPS MAY BE REQUIRED FOR BP SIDEWALL PURLIN TO FRAME CONNECTIONS. PLATE OR SOLDIER REFER TO INDIVIDUAL FRAME (EAP1) COLUMNS ROOF BEAM CROSS SECTIONS FOR BOLTED •� SHIM PLATE ROOF BEAM CLIP PART NUMBERS AND THEIR A (SEE CHART) SIDEWALL OR LOCATIONS. • SOLDIER COLUMN (2) 1/2" X 2" q 7"OR 8 1/2" A325 BOLT (097280) PURLINS SHIM PLATE FNp ® SHIM PLATE FRAME OR ROOF PITCH GE NUMBER BOLT EAVE STRUT AND \ BOLT EAVE STRUT AND / ROOF PITCH PART SOLDIER EAP2 PLATE TO FRAME W .25 TO 1.99 N A 6 1 2" X 2" RANGE NUMBER / EAP1 PLATE TO FRAME W/ y ( ) / .25 TO 1.99 N/A COLUMN 2.0 TO 2.49 N/A (8)1/2"X 2" woe Tyr/ A325 BOLT(097280) 2 2.5 TO 3.49 ESH1 A325 BOLT(097280) .0 TO 2.49 ESH1 *1'-0" AT 7" &8 1/2"OUTSET RAKE BEAM Q- ccTe' RAFTER 3.5 TO 4.00 ESH2 �¢^ -4r \°c Oj P`�S�.L 2.5 TO 3.49 ESH2 h (r` l'-3"AT 10' &11 1/2"OUTSET 3.5 TO 4.00 ESH3 LOW EAVE STRUT SHOWN - HIGH EAVE STRUT USES SIMILAR PARTS. LOW EAVE STRUT SHOWN - HIGH EAVE STRUT USES SIMILAR PARTS. No.°' PURLIN CONNECTION TO END FRAME RE DA1E:°6A1^R REV_NQ04 ANTI-ROLL PURLIN CLIPS 1.10A1 1/20/1e IREV.RO.03 EAVE STRUT CONNECTION REV.DA 07/20/16 REV.N.. EAVE STRUT W/ ATTACHMENT PLATE REV.DR E3/26/15 REV,NO.02 EAVE STRUT W/ ATTACHMENT PLATE RS02T1 CONTINUOUS PURLINS RS03J1 WHEN REQUIRED BY DESIGN RS12PA AT INTERIOR FRAME RS12PE INTERIOR FRAME RS12PF END FRAME SHIM PLATE NOTES: * TRIM ANGLE ONLY REQUIRED WHEN CALLED NOTES: ROOF PITCH PART ALL CONNECTIONS 1/2" X 1 1/2" A325 BOLTS (49080) TYPICAL U.N. A FOR ON THE ERECTION DRAWINGS. ALL CONNECTIONS 1/2" X 1 1/2" A325 BOLTS (49080) TYPICAL U.N. RANGE NUMBER ** EAVE STRUCTURAL CONN. 1/2 X 1 1/4" THIN HD A307 BOLT. **EAVE STRUCT. CONN. 1/2 X 1 1/4 A307 THIN HD BOLTS (096336). .25 TO 1.99 N/A * TRIM ANGLE ONLY REQUIRED WHEN CALLED A EAVE STRUCTURAL 2.0 TO 2.49 ESHI FOR ON THE ERECTION DRAWINGS. AIN BUILDING IGGYBACK CANOPY 2.5 TO 3.49 ESH2 A EAVE STRU EAVE 3.5 TO 4.00 ESH3 EAVE UCTURAL MAIN BUILDING A MAIN BUILDING STRUCTURAL GCB- CLIP EAVE STRUT EAVE STRUT GCB- CLIP 0 EAVE I (WELDED) TOP OF (WELDED) OR PG1 STRUT I GCE- CLIP IrPURLIN GCE- CLIP 0 SHIM PLATE (BOLTED) ` GCB- CLIP (BOLTED (SEE CHART) ..I 0 (WELDED IP y (WELDED) ---- PG10 MAIN FRAME COLUMN OR -- PIGGYBACK RAFTER *TRIM ANGLE CANOPY OPTIONAL MAIN FRAME SOFFIT PANEL COLUMN OR OPTIONAL SOFFIT PANEL (TA-) OPTIONAL MAIN FRAME RAFTER ROOF BEAM SOFFIT PANEL COLUMN OR PIGGYBACK CANOPY EXTENSION PIGGYBACK CANOPY EXTENSION *TRIM2" x 1 1/2" RAFTER SEE FRAME CROSS SECTION FOR DIM. (2) 1/2" X 2" (MAIN BUILDING ANGLE(25 BOLT MAIN BUILDING A325 BOLT(097280) SEE FRAME CROSS SECTION FOR DIM. REAVE AKE EXTENSION ON (TA-) EAVE STRUT AT EAVE STRUCTURAL J RAKE EXTENSION L 1 1 2' y i *1/4"-14 X 1 1/4" STRUCT FSNR O O O O BOLT ON O O O 0 p (55307) USED TO ATTACH TA- TO CANOPY BEAM I PGI oo :t goy EAVE STRUCTURAL AT 2'-0" O.C. O O O O CANOPY O O O 0 0 �` CC *1'-0" AT 7"&8 1/2" OUTSET SEE FRAME CROSS SECTION FOR DIM. MAIN BUILDING _- 1'-3"AT 10- &11 1/2"OUTSET MAIN BUILDING EAVE STRUT LOW EAVE STRUT SHOWN - HIGH EAVE STRUT SIMILAR SAVE STRUT SECTION A-A SECTION A-A EAVE AT FLOATING ROOF PANEL R DA 03/26/1s I REV 01 EAVE STRUT CONNECTION REv.DA1E:11/20/7 REV.NQOI PIGGYBACK CANOPY REV.DATBOfi/19/14 7NO.1 BOLT ON CANOPY REv.DAM_1/2o/7 REV.NQOI PIGGYBACK CANOPY RS12PH AT END FRAME IL RSVO01 ALL PURLIN DEPTHS - LOW EAVE RSVOO2 ALL PURLIN DEPTHS - LOW EAVE RSV 003 ALL PURLIN DEPTHS - HIGH EAVE 1.UNLESS NOTED,USE 1/2 X 1 1/2 A325T BOLT(49080)AND NUT(47120) THE VP ENGINEER'S SEAL APPLIES ONLY TO THE THIS DRAWING,INCLUDING THE INFORMATION HEREON,REMAINS THE PROPERTY OF VP BUILDINGS. D VP Buildings W/O WASHERS.SNUG TIGHTEN BOLTS FOR ALL SECONDARY CONNECTIONS. WORK PRODUCT OF VP AND DESIGN AND IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED IN THE APPLICABLE PURCHASE ROOF SECONDARY SED'S(b) 2.FLANGE BRACES ARE AN INTEGRAL PART OF THE STABILITY OF THE PERFORMANCE REQUIREMENTS SPECIFIED BY ORDER AND MAY BE REPRODUCED ONLY FOR THAT PURPOSE.IT SHALL NOT BE MODIFIED, 3200 Players Club Circle Memphis TN 38125 STRUCTURAL SYSTEM AND MUST BE PROPERLY INSTALLED PRIOR TO ERECTION VP.THE VP ENGINEER'S SEAL DOES NOT APPLY REPRODUCED OR USED FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF VP TO THE PERFORMANCE OR DESIGN OF ANY BUILDINGS. REV DATE BY DESCRIPTION BUILDER Axthelm Construction JOBNO OF WALL AND ROOF SHEETS. OTHER PRODUCT OR COMPONENT FURNISHED THE GENERAL CONTRACTOR ANDIOR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE GOOD CUSTOMER Arne Z.enneck DATE 3.REMOVAL OR ALTERATION OF ANY COMPONENT IS PROHIBITED. BY VP EXCEPT TO ANY DESIGN OR QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN ACCORDANCE WITH THIS DRAWING, LOCATION 9/22/2022 PERFORMANCE REQUIREMENTS SPECIFIED BY DETAILS REFERENCED IN THIS DRAWING,ALL APPLICABLE VP BUILDINGS ERECTION GUIDES,AND Arlington,Washington VP BUILDINGS DRAWNICHECK VP. INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION,INCLUDING THE CORRECT USE OF PROJECT VARCO PRUDEN TEMPORARY BRACING. RNW CiStribUtion,Inc, A BlueScope Steel Company BUILDERS IPAGE NITSVP Quote#210163 Rev3 we vERsloN: 2022.2a 22 10/10/2022 SEDSheet 15:43:36 MENAME: vpc1 RNW 30fth adMsl°n m BmeS°0Re B°adIDR6 NOM-..,I0 MAIN BUILDING EAVE STRUCTURAL EAVE STRUT TOP OF — PURLIN I OPTIONAL MAIN FRAME SOFFIT PANEL COLUMN OR RAFTER A325 BOLT 1/2" x 1 1/2" EAVE STRUCTURAL BOLT ON CANOPY BEAM TOP OF PURLIN CANOPY SEE FRAME CROSS SECTION FOR DIM. t I I EAVE AT FLOATING ROOF PANEL REv.DATeoa�re�le IEv.Na oo BOLT ON CANOPY RSV004 ALL PURLIN DEPTHS — HIGH EAVE 1.UNLESS NOTED,USE 1/2 X 1 112 A32ST BOLT(49080)AND NUT(47120) THE VP ENGINEER'S SEAL APPLIES ONLY TO THE THIS DRAWING,INCLUDING THE INFORMATION HEREON,REMAINS THE PROPERTY OF VP BUILDINGS. D VP Buildings / W/O WASHERS.SNUG TIGHTEN BOLTS FOR ALL SECONDARY CONNECTIONS. WORK PRODUCT OF VP AND DESIGN AND IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED IN THE APPLICABLE PURCHASE ROOF SECONDARY SED'S lC) 2.FLANGE BRACES ARE AN INTEGRAL PART OF THE STABILITY OF THE PERFORMANCE REQUIREMENTS SPECIFIED BY ORDER AND MAY BE REPRODUCED ONLY FOR THAT PURPOSE.IT SHALL NOT BE MODIFIED, 3200 Players Club Circle Memphis TN 38125 STRUCTURAL SYSTEM AND MUST BE PROPERLY INSTALLED PRIOR TO ERECTION VP.THE VP ENGINEER'S SEAL DOES NOT APPLY REPRODUCED OR USED FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF VP TO THE PERFORMANCE OR DESIGN OF ANY BUILDINGS. REV DATE BY DESCRIPTION BUILDER helm Construction JOBNO CONTRACTOR ANDIOR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE GOOD OF WALL AND ROOF SHEETS. OTHER PRODUCT OR COMPONENT FURNISHED THE GENERAL CUSTOMER Arne Zenneck DATE 3.REMOVAL OR ALTERATION OF ANY COMPONENT IS PROHIBITED. BY VP EXCEPT TO ANY DESIGN OR QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN ACCORDANCE WITH THIS DRAWING, LOCATION 9/22/2022 PERFORMANCE REQUIREMENTS SPECIFIED BY DETAILS REFERENCED IN THIS DRAWING,ALL APPLICABLE VP BUILDINGS ERECTION GUIDES,AND Arlington,Washington VP BUILDINGS DRANNICHECK VP. INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION,INCLUDING THE CORRECT USE OF PROJECT VARCO PRUDEN TEMPORARY BRACING. RNW Cistribution,Inc. A alueScope Steel Company BUILDERS IPAGE NTS VP Quote#210163 Re WC VERSION: 2022.2a 23 10/10/2022 SEDSheet 15:43:37 rILEN ME` vpc1 RNW 30fth admao.m Blu.S-.BuddIN.NOMAmalw,- Secondary Part Schedule Framed Opening Locations !lark Part Thick. Depth Lap Detail Id Width Height Sill St. Frame To Dimen. Description G1 OSZ2110416DEIO 0.0680 8 1/2" WSR004,BRRO52 F01 4'-0" 4-0" 14'-0" 1 Jamb-L 14'-6" 4o4o upper window G2 OSZ2110415DEIO 0.0730 8 1/2" WSR004,BRRO52 Pot 41-0" 4'-01' 14'-0" 1 Jamb-L 3'-0" 4o4o upper window G3 OSZ2110413DEIO 0.0880 8 1/2" WSR004,BRRO52 G4 OOIOBZS061141700 0.0600 8 1/2" WSR004,WS2OF2 G5 08Z0207417EGIO 0.0600 8 1/2" WSR004,WS2OF2,BRRO52 G6 08Z0302417DGIO 0.0600 8 1/2" WSR004,WS20F2 H1 OOIOBJSO400017 0.0600 8 1/2" WS20F9 J1 00208JS0904417 0.0600 8 1/2" WS20F2,WS20FB,WS2OF9,WS2OB2,WS2OH2 —- T - T Ell 7 1 2 S 4 O 2 2 4 4 4 1 201 Tol 2 3 2 7 0 0 0 Ql 9 7 z Z� 01 2 7 01 1 lwlao 1w191 4 71-6" 22'-4" CL 22•-4• aL aL SECONDARY ELEVATION AT J 7 GFA106 6 1'-6" 6 G6 5 4'-0" 5 G5 4 3'-6" 4 JTG1 3 2'-6" 3 H1 2 2-8" 2 PG1 1 6" 1 VCCO5003100 F-IDinaasion Key OPart Nark Key Shape Name=RNW Distribution,Wall=1 1.UNLESS NOTED,USE 1/2 X 1 112 A325T BOLT(49080)AND NUT(47120) THE VP ENGINEER'S SEAL APPLIES ONLY TO THE THIS DRAWING,INCLUDING THE INFORMATION HEREON,REMAINS THE PROPERTY OF VP BUILDINGS. D VP Buildings W/O WASHERS.SNUG TIGHTEN BOLTS FOR ALL SECONDARY CONNECTIONS. WORK PRODUCT OF VP AND DESIGN AND IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED IN THE APPLICABLE PURCHASE SECONDARY ELEVATION AT J 2.FLANGE BRACES ARE AN INTEGRAL PART OF THE STABILITY OF THE PERFORMANCE REQUIREMENTS SPECIFIED BY ORDER AND MAY BE REPRODUCED ONLY FOR THAT PURPOSE.IT SHALL NOT BE MODIFIED, 3200 Players Club Circle Memphis TN 38125 STRUCTURAL SYSTEM AND MUST BE PROPERLY INSTALLED PRIOR TO ERECTION VP.THE VP ENGINEER'S SEAL DOES NOT APPLY REPRODUCED OR USED FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF VP TO THE PERFORMANCE OR DESIGN OF ANY BUILDINGS. REV DATE BY DESCRIPTION BUILDER Axthelm Construction JOBNO OF WALL AND ROOF SHEETS. OTHER PRODUCT OR COMPONENT FURNISHED THE GENERAL CONTRACTOR ANDIOR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE GOOD CUSTOMER Arne Zenneck DATE 3.REMOVAL OR ALTERATION OF ANY COMPONENT IS PROHIBITED. BY VP EXCEPT TO ANY DESIGN OR QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN ACCORDANCE WITH THIS DRAWING, LOCATION 9/22/2022 PERFORMANCE REQUIREMENTS SPECIFIED BY DETAILS REFERENCED IN THIS DRAWING,ALL APPLICABLE VP BUILDINGS ERECTION GUIDES,AND Arlington,Washington VP BUILDINGS DRANWICHECK VP. INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION,INCLUDING THE CORRECT USE OF PROJECT VARCO PRUDEN RNW CiBtribUtiOn Inc,TEMPORARY BRACING. ,I A BlueScope Steel Company BUILDERS IPAGE NITSVP Quote#210163 Rev3 we VERSION: 2022.2a 24 10/10/2022 15:43:40 rILEN`m'E` vpcl RNW 30 ft h a dnda""m BmeS-.B"dmm:N"M Amalw,- Secondary Part Schedule Framed Opening Locations Rod, Strut, and Misc. Connection Bolts Nark Part Thick. Depth Lap Detail Id Width Height Sill St. Frame To Dimon. Descriptions Grade Bolt Dim. Bolt Length PartNo G10 JCP051152 0.0600 8 1/2" WS20F2,BRR052,WSRO04 F01 4'-0" 4'-0" 14'-0" BL Jamb-L 13'-4" 4o4o upper windows 3/4" 2 1/2" 0097284 G11 OSZ0203417EGIO 0.0600 8 1/2" NSR004,BRRO52,WSO1H2,WS2OF2 F01 4'-0" 4'-0" 14'-0" BL Jamb-L 2'-8" 4o4o upper window G12 00508ZS060141700 0.0600 8 1/2" WSR004,NS20F2 F01 4'-0" 4'-0" 14'-0" 1 Jamb-L 6'-3" 4o4o upper window G13 00608ZS180961610 0.0680 8 1/2" NSR004,BRRO52,WSO1H2 F01 4'-0" 4'-0" 14'-0" 2 Jamb-L 6'-7" 4o4o upper window G14 OSZ1603417EZ10 0.0600 8 1/2" BRR052,NSOlH2 F01 4'-0" 4-0" 14'-0" 3 Jamb-L 13'-8" 4o4o upper window G15 OBZ0510417EG10 0.0600 8 1/2" WS20F2,BRRO52,WS01H2 F01 4'-0" 4'-0" 14'-0" 3 Jamb-L 3'-0" 4o4o upper window G16 00708ZS060311710 0.0600 8 1/2" NSO4E2,BRRO52,WSO1H2 G17 OBZ0602417EG10 0.0600 8 1/2" WS20F2,BRRO52,WS01H2 G18 OSZ0506417EG10 0.0600 8 1/2" BRR052,NSOlH2,WS2OF2 G19 02308ZS060141500 0.0730 8 1/2" NSR004,WS20F2 G20 JCP051112 0.0600 8 1/2" BRR052,NSR004,WS2OF2 G5 OBZ0207417EG10 0.0600 8 1/2" NSR004,WS2OF2,BRRO52,WSO1H2 G7 00208ZS180971710 0.0600 8 1/2" NSR004,BRRO52,WSO1H2 G8 00308ZS180971610 0.0680 8 1/2" NSR004,BRRO52,WSO1H2 G9 00408ZS180971510 0.0730 8 1/2" NSR004,BRRO52,WSO1H2 H1 OOIOBJSO400017 0.0600 8 1/2" WS20F9 J1 00208JS0904417 0.0600 8 1/2" NS20F2,NS20FB,WS2OF9,WS2OB2,WS2OH2 I I I I I B B -1B 13 O II O O O O O O O O O O tole 0g4g 1 1 1 1 1 1 1 1 1 1 1 s 1 2 03 03 2 1 OO 2 03 OO 2 03 03 2 OO ® 2 33 10 38861706214 3BSB1504714 388H1504711N sill, so rot RO rot oil rot oil rot 510 rot 1 Os� 1 1 1 1 1 1 1 1 1 1 0 0 0 H 9 9 Bracing Part Schedule Part Qty Length Detail e e 3BSB1706214 1 18'-0 1/4" BR15J1 s e 04RT2507 2 25'-7" BR15JC,BROIG2 03RT2010 1 20'-10" BRO2KI,SROIG2 03RT1911 1 19'-11" BR15JC,BROIG2 38561504714 2 IS'-10 7/8" BR15J1 O1 e Op4 e ^T 14 IT".) 14 IT".) "17 U 1N290 1N231 1N232 1N2B3 6'_3. 6'_3. 3•-11" 6-8" 20._011 16'-6" 20._011 CL CL CL T3'-0" HL k SECONDARY ELEVATION AT 8 10 GFA300 9 GFA306 8 GFA200 7 G20 6 G5 5 1'-6" 5 G10 4 2'-4" 4 G11 3 3'-0" 3 JTG1 2 4'-O" 2 H1 1 2'-8" 1 PG1 Dimension Key (_)Part Nark Rey Shape Name=RNW Distribution,Wall=2 1.UNLESS NOTED,USE 1/2 X 1 1/2 A325T BOLT(49080)AND NUT(47120) THE VP ENGINEER'S SEAL APPLIES ONLY TO THE THIS DRAWING,INCLUDING THE INFORMATION HEREON,REMAINS THE PROPERTY OF VP BUILDINGS. D VP Buildings W/O WASHERS.SNUG TIGHTEN BOLTS FOR ALL SECONDARY CONNECTIONS. WORK PRODUCT OF VP AND DESIGN AND IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED IN THE APPLICABLE PURCHASE SECONDARY ELEVATION AT 8 2.FLANGE BRACES ARE AN INTEGRAL PART OF THE STABILITY OF THE PERFORMANCE REQUIREMENTS SPECIFIED BY ORDER AND MAY BE REPRODUCED ONLY FOR THAT PURPOSE.IT SHALL NOT BE MODIFIED, 3200 Players Club Circle Memphis TN 38125 STRUCTURAL SYSTEM AND MUST BE PROPERLY INSTALLED PRIOR TO ERECTION VP.THE VP ENGINEER'S SEAL DOES NOT APPLY REPRODUCED OR USED FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF VP REV DATE BY DESCRIPTION TO THE PERFORMANCE OR DESIGN OF ANY BUILDINGS. BUILDER Axthelm Construction JoexO OF WALL AND ROOF SHEETS. OTHER PRODUCT OR COMPONENT FURNISHED THE GENERAL CONTRACTOR AND/OR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE GOOD CUSTOMER Arne Zenneck DATE 3.REMOVAL OR ALTERATION OF ANY COMPONENT IS PROHIBITED. BY VP EXCEPT TO ANY DESIGN OR QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN ACCORDANCE WITH THIS DRAWING, LOCATION 9/22/2022 PERFORMANCE REQUIREMENTS SPECIFIED BY DETAILS REFERENCED IN THIS DRAWING,ALL APPLICABLE VP BUILDINGS ERECTION GUIDES,AND Arlington,Washington VP BUILDINGS DRAWNICHECK VP. INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION,INCLUDING THE CORRECT USE OF PROJECT vARco aRUDEN TEMPORARY BRACING. RNW Cistribution,Inc.BUILDERS A BlueScope Steel Company PON PAGE NITS VP Quote#210163 Rev3 WC VERSION: 2022.2a 25 10/10/2022 15:43:41 rILEN`m'E` vpcl RNW 30 ft h a dMslun m BmeS-.BuddlN.NOM Amalce,- Secondary Part Schedule Framed Opening Locations !lark Part Thick. Depth Lap Detail Id Width Height Sill St. Frame To Dimen. Description G21 OSZ2503415EEIO 0.0730 8 1/2" WSR004,WSO1H2,BRRO52 FO1 4'-0" 4-0" 14'-0" 1 Jamb-L 16'-6" 4o4o upper window G22 OSZ2503413EEIO 0.0880 8 1/2" WSR004,WSOSH2,BRRO52 FO1 4'-0" 4'-01' 14'-O" 1 Jamb-L 4'-0" 4o4o upper window G23 OSZ2503412EEIO 0.0980 8 1/2" WSR004,WSO1H2,BRRO52 FO1 4'-0" 4-0" 14'-0" 2 Jamb-L 16'-10" 4o4o upper window G24 OSZ0407417EGIO 0.0600 8 1/2" WSR004,BRRO52,WS01H2,WS20F2 FO1 4'-0" 4'-01' 14'-O" 2 Jamb-L 4'-4" 404o upper window G25 08Z0307417EGIO 0.0600 8 1/2" WSR004,WS2OF2,BRRO52 F01 4-0" 4-0" 14'-0" 3 Jamb-L 4'-2" 404o upper window G26 00808ZS071141700 0.0600 8 1/2" WSR004,WS2OF2 FO1 4'-0" 4'-0" 14'-01. 3 Jamb-L 16'-10" 4o4o upper window G27 08Z2509415EE10 0.0730 8 1/2" BRR052,WSOlH2 F01 4-0" 4-0" 14-0" 4 Jamb-L 16-10" 4o4o upper window G28 08Z2509413EE10 0.0880 8 1/2" BRRO52,WSO1H2 FO1 4'-0" 4'-0" 14'-01. 4 Jamb-L 4'-2" 4o4o upper window G29 08Z2509412EE10 0.0980 8 1/2" BRR052,WS01H2 F01 4-0" 4-0" 14-0" 5 Jamb-L 14-6" 4o4o upper window G30 08Z0409417EGIO 0.0600 8 1/2" BRRO52,WSO1H2,WS2OF2 FO1 4'-0" 4'-0" 14'-01. 5 Jamb-L 5-0" 4o4o upper window G31 08Z0311417EGIO 0.0600 8 1/2" WS20F2,BRR052,WS01H2 G32 08Z0309417EGIO 0.0600 8 1/2" WS20F2,BRRO52,WS01H2 G33 00908ZS080141700 0.0600 8 1/2" WS20F2 G34 08Z2409415EE10 0.0730 8 1/2" BRRO52,WSO1H2 G35 08Z2409413EE10 0.0880 8 1/2" BRR052,WS01H2 G36 08Z2409412EE10 0.0980 8 1/2" BRRO52,WSO1H2 G37 08Z2409414EE10 0.0790 8 1/2" BRR052,WSOlH2 G38 08Z2203416EE10 0.0680 8 1/2" WSR004,BRRO52,WS01H2 G39 08Z2203415EE10 0.0730 8 1/2" WSR004,BRR052,WS01H2 G40 08Z2203413EE10 0.0880 8 1/2" WSR004,BRR052,WS01H2 G41 OIOOBZSO41141700 0.0600 8 1/2" WS20F2 H1 00108JSO400017 0.0600 8 1/2" WS20F9 J1 00208JS0904417 0.0600 8 1/2" WS20F2,WS20FB,WS2OF9,WS2OB2,WS2OH2 I I I I I I S s az ^ze 2F ^97 ^9 O O O O O O O O O O O O O O O O O O O O a? 1 Cl 1 1 1 1 1 S 3 2 2 2 0 2 3`1"O 0 2 3 9 2 0 2 ' 0 2 2 9 S �26 -4 �91- �26 �90 �92- �99 �90 �32- 033 92-�.24 �741 IOl FOS FOl FOS FOl FOS FOl "1 FOl 101 1 1 1 1 1 1 1 1 1 1 1 1 1 1 2 2 2 2 2 2 2 2 2 2 S 0 0 0 0 0 a 0 0 a 0 0 S 29 29 96 40 S S 22 2B B 95 99 �O s s 21 27 27 34 36 Bracing Part Schedule Part Qty Length Detail 12RU3306 2 33'-6" BR02K1 IN3B1 1N9B2 1N3B9 1N9B4 InN9BS 4 B'-6" 5li N 1 5'-2• 7 5 I '-B• N S'-0• S'-6• 25'-6" 26'-0" 26'-0" 25'-0" I 22'-6" CL CL CL CL CL CL 126•-0" BL BL SBCODIDARY BLSVATION AT R 8 '1'-6" 7 4 -2•' 6 4'-4" 5 4'-0•' 5 GFA106 4 4'-6" 4 G25 3 2'-6•' 3 JTG1 2 2'-8" 2 H1 1 6" 1 PG1 F-IDizension Key (Part Nark Rey Shape Name=RNW Distribution,Wall=3 1.UNLESS NOTED,USE 1/2 X 1 112 A325T BOLT(49080)AND NUT(47120) THE VP ENGINEER'S SEAL APPLIES ONLY TO THE THIS DRAWING,INCLUDING THE INFORMATION HEREON,REMAINS THE PROPERTY OF VP BUILDINGS. D VP Buildings W/O WASHERS.SNUG TIGHTEN BOLTS FOR ALL SECONDARY CONNECTIONS. WORK PRODUCT OF VP AND DESIGN AND IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED IN THE APPLICABLE PURCHASE SECONDARY ELEVATION AT R 2.FLANGE BRACES ARE AN INTEGRAL PART OF THE STABILITY OF THE PERFORMANCE REQUIREMENTS SPECIFIED BY ORDER AND MAY BE REPRODUCED ONLY FOR THAT PURPOSE.IT SHALL NOT BE MODIFIED, 3200 Players Club Circle Memphis TN 38125 STRUCTURAL SYSTEM AND MUST BE PROPERLY INSTALLED PRIOR TO ERECTION VP.THE VP ENGINEER'S SEAL DOES NOT APPLY REPRODUCED OR USED FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF VP REV DATE BY DESCRIPTION TO THE PERFORMANCE OR DESIGN OF ANY BUILDINGS. BUILDER Axthelm Construction JOBNO OF WALL AND ROOF SHEETS. OTHER PRODUCT OR COMPONENT FURNISHED THE GENERAL CONTRACTOR ANDIOR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE GOOD CUSTOMER Arne Zenneck DATE 3.REMOVAL OR ALTERATION OF ANY COMPONENT IS PROHIBITED. BY VP EXCEPT TO ANY DESIGN OR QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN ACCORDANCE WITH THIS DRAWING, LOCATION 9/22/2022 PERFORMANCE REQUIREMENTS SPECIFIED BY DETAILS REFERENCED IN THIS DRAWING,ALL APPLICABLE VP BUILDINGS ERECTION GUIDES,AND Arlington,Washington VP BUILDINGS DRAVINICHECK VP. INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION,INCLUDING THE CORRECT USE OF PROJECT VARCO PRUDEN TEMPORARY BRACING. RNW CiStribUtiOn,Inc.BUILDERS POO A BlueScope Steel Company PAGE NTS VP Quote#210163 Rev3 we VERSION: 2022.2a 26 10/10/2022 15:43:42 rILEN`m'E` vpc1 RNW 30 ft h a dmao"m BmeS-.B"amm:NOM Amalw,- Secondary Part Schedule Framed Opening Locations !lark Part Thick. Depth Lap Detail Id Width Height Sill St. Frame To Dimen. Description G103 01208ZS060441700 0.0600 8 1/2" WS20F2,BRRO52,WSR004 FO1 4'-0" 4-0" 14'-0" 3 Jamb-L 3'-2" 4o4o upper window G104 01308ZS171021410 0.0790 8 1/2" WSOSH2,BRRO52,WSR004 F02 4'-0" 4'-011 14'-01' 3 Jamb-L 12-101' 4o4o upper window G105 01508ZS030531700 0.0600 8 1/2" BRR052,WSRO04,WS2OF2 F03 4'-0" 4-0" 14'-0" 8 Jamb-L 13'-4" 4o4o upper window G106 01608ZS180061610 0.0680 8 1/2" WSR004,BRRO52,WSOIR2 F04 4-0" 4'-011 14'-01' 8 Jamb-L 6" 4o4o upper window G107 01708ZS170771510 0.0730 8 1/2" WSR004,BRRO52,WSO1H2 F05 4-0" 4-0" 2'-8" 1 Jamb-L 1-8" 4o4o window G108 01908ZS140241610 0.0680 8 1/2" WSR004,WSO4E2,BRRO52,WSO1H2 F06 4'-0" 4'-0" 2'-8" BL Jamb-L 8'-8" 4o4o window G31 08Z0311417EGIO 0.0600 8 1/2" BRR052,WSOlH2,WS2OF2 G42 01108ZS061041700 0.0600 8 1/2" WS20F2,BRRO52,WSR004 G43 08Z0705417EGIO 0.0600 8 1/2" WSR004,BRRO52,WSO1H2,WS2OF2 G46 JCPOS1150 0.0600 8 1/2" WS20F2,BRRO52,WSO1H2 G47 08Z0909417EEIO 0.0600 8 1/2" BRR052,WSOlH2 G48 08ZO511417EGIO 0.0600 8 1/2" WS20F2,BRRO52,WSO1H2 G49 08Z0405017EGIO 0.0600 8 1/2" BRR052,WSOlH2,WS2OF2 G50 08Z1403417EE10 0.0600 8 1/2" BRRO52,WSO1H2 G51 08Z1703417EEIO 0.0600 8 1/2" BRR052,WSOlH2 G52 JCP051030 0.0600 8 1/2" BRRO52,WSO1H2,WS2OF2 G53 08Z0209417EGIO 0.0600 8 1/2" WS20F2,BRRO52,WSOIH2 G54 01408ZS050141700 0.0600 8 1/2" WS20F2 G55 08Z0409417EEIO 0.0600 8 1/2" BRR052,WSOlH2 G56 08Z1909417EE10 0.0600 8 1/2" BRRO52,WSO1H2 G57 08Z1909416EEIO 0.0680 8 1/2" BRR052,WSOlH2 G58 JCPOS1090 0.0600 8 1/2" WS20F2,BRRO52,WSO1H2 G59 JCP051170 0.0600 8 1/2" BRR052,WSOlH2,WS2OF2 G60 08Z2209413EE10 0.0880 8 1/2" BRRO52,WSO1H2 G61 OSZ2209414EEIO 0.0790 8 1/2" BRR052,WSOlH2 G62 JCP051070 0.0600 8 1/2" BRR052,WSOlH2,WS2OF2 G63 OSZ1101017EGIO 0.0600 8 1/2" WSR004,W32OF2,BRRO52,WSO1H2 G67 01808ZS080341700 0.0600 8 1/2" WSR004,WS2GF2 H1 OOIOBJSO400017 0.0600 8 1/2" WS20F9 H2 DHC0304417 0.0000 8 1/2" WS21137 H3 OOOOBDS1905411 0.1130 8 1/2" H4 00008DS1911411 0.1130 8 1/2" il J10 01308JS1020 702215 0.0730 8 1/2" Q WS20F2,WS20B2,WS2OB8 W320H2,it:"_!0H2 J2 00308JS1202217 0.0600 8 1/2" WS20FB,W32OF9,WS2OF2,WS2OB2,WS20B8 T T T T T T T T J25 00908J80705117 0.0600 8 1/2" WS20F2,WS20FB,W520F:,WS20B4:BRR052,WS20H2 - J26 00608JS0800117 0.0600 8 1/2" WS20F2,W320FB,W320F9,W52084,BRR052,WS20H2 - J27 00708J80:01017 0.0600 8 1/2" WS20F2,WS20F6,W520F9,W:2OB4,BRRO52,WS2OH2 - J28 00808JSO801517 0.0600 8 1/2" WS20F2,WS20FB,WS2OF9,WS2OB4,BRRO52,WS2OH2 - J29 01208JS0603517 0.0600 8 1/2" WS20F2,WS20FB,WS2OF9,WS2OB4,BRRO52,WS2OH2 - J3 00408JS1002217 0.0600 8 1/2" WS20FB,W32OF9,WS2OF2,WS2OB2,WS20B8 - J4 00508J80702217 0.0600 8 1/2" WS20F2,WS2OB2,WS2OB8 - J9 03008JS1702216 0.0680 8 1/2" WS20F2,WS2OB2,WS2OB8 ^37 a ^108 2 - © 0 3 14 9 zO 2 3 19 - 54 6 36 60 67 o T01 oIO2 0 � oI04 oI09 2 a3 34 2 2 3 3 9 1300 Ow Ow 1 1_G n 1 11 © QQ 12 104 sl 9 e{} l07 211 O 47(71ip) --GSO(Tlip) �S1(T11p) 0 12 1Q 1Q 11 1 1 15:0 0l 11 11 -2103 p�A3 y�31 ^SO( .) ^S1 B{}�,,,Sy,,(��,TTT, ._,,,)- ^306 9 3 0 T06 TOS . 11 1 z l a zl C w 1 1 1 1 11 w s Di l 13 �42 9 �49 4 3 �31-�46 -069-�51 -sSS(Typ.)- B{� 1 63 �105- 0 © O N O r 1w430 w 1W432 w IN433 IN434 1143S 1W436 IN433 w e•-e^ �--®--� 7•-10" II -- II s`-e•-�•-�� I. � �.-O- I� 3 10 � 6'-4• 4'-9 1/2" 19'-6" 6 20'-0• ill S 1/2" y-�4l--y-S'-2" # 20`-6• 10•-0" 14•-6" 17'-6" �S•-0" 20•-0" 29`-0• � 20•-0"I CL CL CL CL CL CL CCL 133•-6" eL RL SECONDARY RLRVATION AT 1 15 6" 15 GFA200 14 8" 14 GFA106 13 3'-2" 13 GFA306 12 4'-4" 12 GFA300 11 1'-8" 11 GFA206 30 1'-0" 30 G62 9 9 G58 8 7 1/2" 8 G59 7 1'-10" 1 G53 6 1'-2" 6 G52 5 3" 5 H2 4 3'-4 1/2" 4 G46 3 2'-0" 3 H1 2 3'-0" 2 PG1 1 2'-8" 1 JTG1 Dimension Key OPart Nark Rey Shape Name=RNW Distribution,Wall=4 1.UNLESS NOTED,USE 1/2 X 1 112 A325T BOLT(49080)AND NUT(47120) THE VP ENGINEER'S SEAL APPLIES ONLY TO THE THIS DRAWING,INCLUDING THE INFORMATION HEREON,REMAINS THE PROPERTY OF VP BUILDINGS. D VP Buildings W/O WASHERS.SNUG TIGHTEN BOLTS FOR ALL SECONDARY CONNECTIONS. WORK PRODUCT OF VP AND DESIGN AND IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED IN THE APPLICABLE PURCHASE SECONDARY ELEVATION AT 1 2.FLANGE BRACES ARE AN INTEGRAL PART OF THE STABILITY OF THE PERFORMANCE REQUIREMENTS SPECIFIED BY ORDER AND MAY BE REPRODUCED ONLY FOR THAT PURPOSE.IT SHALL NOT BE MODIFIED, 3200 Players Club Circle Memphis TN 38125 STRUCTURAL SYSTEM AND MUST BE PROPERLY INSTALLED PRIOR TO ERECTION VP.THE VP ENGINEER'S SEAL DOES NOT APPLY REPRODUCED OR USED FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF VP REV DATE BY DESCRIPTION TO THE PERFORMANCE OR DESIGN OF ANY BUILDINGS. BUILDER Axthelm Construction JOBNO OF WALL AND ROOF SHEETS. OTHER PRODUCT OR COMPONENT FURNISHED THE GENERAL CONTRACTOR ANDIOR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE GOOD CUSTOMER Arne Zenneck DATE 3.REMOVAL OR ALTERATION OF ANY COMPONENT IS PROHIBITED. BY VP EXCEPT TO ANY DESIGN OR QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN ACCORDANCE WITH THIS DRAWING, LOCATION 9/22/2022 PERFORMANCE REQUIREMENTS SPECIFIED BY DETAILS REFERENCED IN THIS DRAWING,ALL APPLICABLE VP BUILDINGS ERECTION GUIDES,AND Arlington,Washington VP BUILDINGS DRAWNICHECK VP. INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION,INCLUDING THE CORRECT USE OF PROJECT VARCO PRUDEN TEMPORARY BRACING. RNW CiStribUtiOn,Inc.BUILDERS P06 A BlueScope Steel Company PAGE NTS VP Quote#210163 Rev3 we VERSION: 2022.2a 27 10/10/2022 15:43:43 rILEN`m'E` vpc1 RNW 30 ft h a dmao"m BmeS-.B"amm:NOM Amalw,- Secondary Part Schedule Framed Opening Locations Rod, Strut, and Misc. Connection Bolts Nark Part Thick. Depth Lap Detail Id Width Height Sill St. Frame To Dimen. Descriptionr Grade Bolt Diam. Bolt Length PartNo G14 OSZ1603417EEIO 0.0600 8 1/2" BRR052,WSOlH2 FO1 4'-0" 4-0" 2'-8" 3 Jamb-L 2" 4o4o window A325 7/8" 3 1/2" 0097380 G29 OSZ2509412EEIO 0.0980 8 1/2" BRR052,WSOlH2 F02 4'-0" 4'-0" 2'-8" 2 Jamb-L 16'-2" 4o4o window G34 OSZ2409415EEIO 0.0730 8 1/2" WSR004,WS0lH2,BRR052 F02 4'-0" 4-0" 2'-8" 3 Jamb-L 21'-10" 4o4o window G35 OSZ2409413EEIO 0.0880 8 1/2" WSR004,WSOSH2,BRRO52 F02 4'-0" 4'-0" 2'-8" 4 Jamb-L 13'-0" 4o4o window G70 08Z1509417EGIO 0.0600 8 1/2" WS20F2,BRRO52,WSOIH2 G71 08ZO505417EGIO 0.0600 8 1/2" BRRO52,WSO1H2,WS2OF2 G72 JCP051110 0.0600 8 1/2" WS20F2,BRRO52,WSOIH2 G73 08Z0201417EGIO 0.0600 8 1/2" BRRO52,WSO1H2,WS2OF2 G74 08Z0402417BGOO 0.0600 8 1/2" WS20F2 G75 08Z0309417EE10 0.0600 8 1/2" BRRO52,WSO1H2 G76 OSZ0503417EEIO 0.0600 8 1/2" BRR052,WSOlH2 G77(Flip) 08Z2509417EE10 0.0600 8 1/2" BRRO52,WSO1H2 G78 08ZO801417EGIO 0.0600 8 1/2" WSR004,BRRO52,WS2OF2 G79 08Z2503411EE10 0.1130 8 1/2" WSR004,BRRO52,WSOIH2 G80 08Z1207417EGIO 0.0600 8 1/2" WS20F2,BRRO52,WSOIH2 H1 00108JSO400017 0.0600 8 1/2" WS20F9 H5 01308JS0308617 0.0600 8 1/2" BRR052,WSOlH2,WS2OF9 H6 01408JS0000617 0.0600 8 1/2" WS20F9,BRR052,WSO1H2 H7 01508JSI000O17 0.0600 8 1/2" WS20F9 J12 01608JS1202217 0.0600 8 1/2" WS20FB,WS2OF9,WS2OB2,WS2OB8 J13 01708JS1202217 0.0600 8 1/2" WS20F9,WS2OF2,WS2OB2,WS2OB8 J2 00308JS1202217 0.0600 8 1/2" NS20FB,WS2OF9,WS2OF2,WS2OB2,WS20B8 I I I I I D RNT•1 an7 77(Flip) �5RT2602 9 9 1 G29 14 —676 79 4t�?ejt O O O O ® O O O O O 9 0 Q Q O a7 O 1 30 1 Q Q 9 ^35(xyp.) ^70 2 2 ^71 74 2 2 3 ] 3 roe 5 rot 50 F02 ro2 T,g11 9 .lyr' lj 2 2 1Q e 1 30 1 2 Ql 2 Ql 9 -34 �1 70 5 n 74 6{} 1 Leo(T".)— 7e(1yp•) © O © © © © O O O Bracing Part Schedule 1W581 1WIm2 1N533 1WSs4 1WS34 Part Qty Length Detail 5BSF2400611 1 24'-6 3/4" BR15J1 ls•-2^ .� �.� 5'-l0^ 17•-e^ is•-0^ 9'-0^� 11RU2811 2 28'-11" BR02K1 9'-0^ 10'-0" '-o^ 05RT2602 2 26'-2" BROIG2,BR15JC Lsi 25-0^ 26'-0^ 26•-0^ 25-6^ 1 CL CL CL CL CL 103•-6" BL BL SECONDARY ELEVATION AT B 10 GFA200 9 GFA106 8 G75 7 G73 6 2" 6 G72 5 4'-0•' 5 H6 4 1'-0 1/8" 4 H5 3 2'-4 1/2" 3 Hl 2 2'-8" 2 PG1 1 6" 1 JTGl Dimension Key Part Nark Key Shape Name=RNW Distribution,Wall=5 1.UNLESS NOTED,USE 1/2 X 1 112 A325T BOLT(49080)AND NUT(47120) THE VP ENGINEER'S SEAL APPLIES ONLY TO THE THIS DRAWING,INCLUDING THE INFORMATION HEREON,REMAINS THE PROPERTY OF VP BUILDINGS. D VP Buildings W/O WASHERS.SNUG TIGHTEN BOLTS FOR ALL SECONDARY CONNECTIONS. WORK PRODUCT OF VP AND DESIGN AND IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED IN THE APPLICABLE PURCHASE SECONDARY ELEVATION AT B(a 2.FLANGE BRACES ARE AN INTEGRAL PART OF THE STABILITY OF THE PERFORMANCE REQUIREMENTS SPECIFIED BY ORDER AND MAY BE REPRODUCED ONLY FOR THAT PURPOSE.IT SHALL NOT BE MODIFIED, 3200 Players Club Circle Memphis TN 38125 ` STRUCTURAL SYSTEM AND MUST BE PROPERLY INSTALLED PRIOR TO ERECTION VP.THE VP ENGINEER'S SEAL DOES NOT APPLY REPRODUCED OR USED FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF VP REV DATE BY DESCRIPTION TO THE PERFORMANCE OR DESIGN OF ANY BUILDINGS. BUILDER Axthelm Construction JOBNO OF WALL AND ROOF SHEETS. OTHER PRODUCT OR COMPONENT FURNISHED THE GENERAL CONTRACTOR ANDIOR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE GOOD CUSTOMER Arne Zenneck DATE 3.REMOVAL OR ALTERATION OF ANY COMPONENT IS PROHIBITED. BY VP EXCEPT TO ANY DESIGN OR QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN ACCORDANCE WITH THIS DRAWING, LOCATION 9/22/2022 PERFORMANCE REQUIREMENTS SPECIFIED BY DETAILS REFERENCED IN THIS DRAWING,ALL APPLICABLE VP BUILDINGS ERECTION GUIDES,AND Arlington,Washington VP BUILDINGS DRANNICHECK VP. INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION,INCLUDING THE CORRECT USE OF PROJECT VARCO PRUDEN TEMPORARY BRACING. RNW CiStribUtiOn,Inc,BUILDERS P09 A BlueScope Steel Company PAGE NTS VP Quote#210163 Rev3 we VERSION: 2022.2a 2g 10/10/2022 15:43:44 rILEN`m'E` vpc1 RNW 30 ft h a dmao"m BmeS-.BuddlN.NOM Amalw,- Secondary Part Schedule Framed Opening Locations Nark Part Thick. Depth Lap Detail Id Width Height Sill St. Frame To Dimen. Description G4 00108ZS061141700 0.0600 8 1/2" WS20F2 FO1 4'-0" 4-0" 14'-0" 2 Jamb-L 13'-9" 4o4o upper window G56 OSZ1909417EEIO 0.0600 8 1/2" BRR052,WSOlH2 F02 4'-0" 4'-0" 14'-O" 1 Jamb-L 15-011 4o4o upper window G57 OSZ190941SEEIO 0.0680 8 1/2" BRR052,WSOlH2 F03 4'-0" 4-0" 14'-0" 1 Jamb-L 3'-6" 4o4o upper window G6 OSZ0302417DGIO 0.0600 8 1/2" WSR004,WS2OF2 F04 4-0" 4'-0" 14'-O" 2 Jamb-L 2'-3" 4o4o upper window G81 08Z0310017DGIO 0.0600 8 1/2" WSR004,WS2OF2 G82 08Z2204416DE10 0.0680 8 1/2" WSR004,BRRO52,WS01H2 G83 08Z2204413DE10 0.0880 8 1/2" WSR004,BRR052,WS01H2 G84 08Z0301417EGIO 0.0600 8 1/2" WSR004,BRRO52,WS01H2,WS20F2 G85 08Z1407417EGIO 0.0600 8 1/2" BRR052,WSOlH2,WS2OF2 G86 08ZO110417EGIO 0.0600 8 1/2" WS20F2,BRRO52,WS01H2 G87 02008ZS180361710 0.0600 8 1/2" WSR004,BRR052,WS01H2 G88 02108ZS170831610 0.0680 8 1/2" WSR004,BRRO52,WS01H2 G89 02208ZS170061610 0.0680 8 1/2" WSR004,BRR052,WS01H2 H1 00108JS0400017 0.0600 8 1/2" WS20F9 H2 DHC0304417 0.0000 8 1/2" WS21D7 J14 01808JS0904617 0.0600 8 1/2" WS20F2,WS20FB,WS2OF9,WS2OH2 J18 02208JS0603417 0.0600 8 1/2" WS20F2,WS20FB,WS2OF9,WS2OH2 J19 02308JS0610417 0.0600 8 1/2" WS20F2,WS20FB,WS2OF9,WS2OH2 J20 02408JS0711517 0.0600 8 1/2" WS20F2,WS20FB,WS2OF9,WS2OH2 J21 02508JS0806517 0.0600 8 1/2" WS20F2,WS20FB,WS2OF9,WS2OH2 J30 02008JS0611717 0.0600 8 1/2" WS20F2,WS20FB,WS2OF9,WS2OB4,BRRO52,WS2OH2 J31 01908JS0710617 0.0600 8 1/2" WS20F2,WS20FB,WS2OF9,WS2OB4,BRRO52,WS2OH2 J32 02108JS0802217 0.0600 8 1/2" WS20F2,WS20FB,WS2OF9,WS2OB4,BRRO52,WS2OH2 J4 00508JS0702217 0.0600 8 1/2" WS20F2,WS2OB2,WS2OB8 I I I I 1 2 s 4® ® s 42 2 s ® ® s 42 s 2 4 1 4 4 4 s s s 89 0 0 'ass 89 11 IQ 10 42 �s7 �44 1 G` • 2� s 1w691 1w691 116102 1a6B3 20'-0" �- 20'-0• X CL CL 62-6" ar. SECONDARY ELEVATION AT 7 11 GFA306 10 GFA300 9 GFA206 8 1'-6" 8 G86 7 2'-3•' 7 G84 6 4'-0" 6 G6 5 3'-6•' 5 H1 4 3'-4 1/2" 4 PG1 3 4'-1 1/2" 3 H2 2 2'-8" 2 JTGl 1 0'-0•' 1 VCCO5003100 Dimension Key OPart Nark Key Shape Name=RNW Distribution,Wall=6 1.UNLESS NOTED,USE 1/2 X 1 112 A325T BOLT(49080)AND NUT(47120) THE VP ENGINEER'S SEAL APPLIES ONLY TO THE THIS DRAWING,INCLUDING THE INFORMATION HEREON,REMAINS THE PROPERTY OF VP BUILDINGS. D VP Buildings W/O WASHERS.SNUG TIGHTEN BOLTS FOR ALL SECONDARY CONNECTIONS. WORK PRODUCT OF VP AND DESIGN AND IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED IN THE APPLICABLE PURCHASE SECONDARY ELEVATION AT 7 2.FLANGE BRACES ARE AN INTEGRAL PART OF THE STABILITY OF THE PERFORMANCE REQUIREMENTS SPECIFIED BY ORDER AND MAY BE REPRODUCED ONLY FOR THAT PURPOSE.IT SHALL NOT BE MODIFIED, 3200 Players Club Circle Memphis TN 38125 STRUCTURAL SYSTEM AND MUST BE PROPERLY INSTALLED PRIOR TO ERECTION VP.THE VP ENGINEER'S SEAL DOES NOT APPLY REPRODUCED OR USED FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF VP REV DATE BY DESCRIPTION TO THE PERFORMANCE OR DESIGN OF ANY BUILDINGS. BUILDER Axthelm Construction JOBNO OF WALL AND ROOF SHEETS. OTHER PRODUCT OR COMPONENT FURNISHED THE GENERAL CONTRACTOR ANDIOR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE GOOD CUSTOMER Arne Zenneck DATE 3.REMOVAL OR ALTERATION OF ANY COMPONENT IS PROHIBITED. BY VP EXCEPT TO ANY DESIGN OR QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN ACCORDANCE WITH THIS DRAWING, LOCATION 9/22/2022 PERFORMANCE REQUIREMENTS SPECIFIED BY DETAILS REFERENCED IN THIS DRAWING,ALL APPLICABLE VP BUILDINGS ERECTION GUIDES,AND Arlington,Washington VP BUILDINGS DRANWICHECK VP. INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION,INCLUDING THE CORRECT USE OF PROJECT VARCO PRUDEN TEMPORARY BRACING. RNW CiStribUtiOn,Inc, A BlueScope Steel Company BUILDERS POO PAGE NTS VP Quote#210163 Rev3 we VERSION: 2022.2a 29 10/10/2022 15:43:45 rILEN`m'E` vpcl RNW 30 ft h a dM.I..m BmeS-.B"dmm:NOM Amalw,- Secondary Part Schedule Nark Part Thick. Depth Lap Detail 07C3005411CC20 0.1130 7" NSR004 G90 03208ZS100241700 0.0600 8 1/2" WSR004,BRlOF5,WS20F2,BRR052 G91 03108ZS090841700 0.0600 8 1/2" WSR004,BR10F5,WS20F2 G92 OSZ3005411DDOO 0.1130 8 1/2" WSR004,BRRO52 G93(Nest) 08Z3005413DD00 0.0880 8 1/2" WSR004,BRRO52 J22 02708JS0702217 0.0600 8 1/2" BR10F5,NS2OB2,WS2OB8 J23 02608JS0702217 0.0600 8 1/2" BR10F5,WS20B2,WS20B8 I I I n n 07C3005411CC20 493(T7P.)(e..t) 92 90 �91 201`-6• 1P1E0 126'-0"� �I CLCL 126'-0" ON. EL EL SECONDARY ELEVATION AT N 2 3'-6" 2 PG1 1 4'-0" 1 JTG1 �DJua naion Key Opart hark Key Shape Name=RNW Distribution,Wall=1 1.UNLESS NOTED,USE 1/2 X 1 112 A325T BOLT(49080)AND NUT(47120) THE VP ENGINEER'S SEAL APPLIES ONLY TO THE THIS DRAWING,INCLUDING THE INFORMATION HEREON,REMAINS THE PROPERTY OF VP BUILDINGS. D VP Buildings W/O WASHERS.SNUG TIGHTEN BOLTS FOR ALL SECONDARY CONNECTIONS. WORK PRODUCT OF VP AND DESIGN AND IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED IN THE APPLICABLE PURCHASE SECONDARY ELEVATION AT M 2.FLANGE BRACES ARE AN INTEGRAL PART OF THE STABILITY OF THE PERFORMANCE REQUIREMENTS SPECIFIED BY ORDER AND MAY BE REPRODUCED ONLY FOR THAT PURPOSE.IT SHALL NOT BE MODIFIED, 3200 Players Club Circle Memphis TN 38125 STRUCTURAL SYSTEM AND MUST BE PROPERLY INSTALLED PRIOR TO ERECTION VP.THE VP ENGINEER'S SEAL DOES NOT APPLY REPRODUCED OR USED FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF VP TO THE PERFORMANCE OR DESIGN OF ANY BUILDINGS. REV DATE BY DESCRIPTION BUILDER Axthelm Construction JOBNO OF WALL AND ROOF SHEETS. OTHER PRODUCT OR COMPONENT FURNISHED THE GENERAL CONTRACTOR ANDIOR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE GOOD CUSTOMER Arne 2Rnneck DATE 3.REMOVAL OR ALTERATION OF ANY COMPONENT IS PROHIBITED. BY VP EXCEPT TO ANY DESIGN OR QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN ACCORDANCE WITH THIS DRAWING, LOCATION 9/22/2022 PERFORMANCE REQUIREMENTS SPECIFIED BY DETAILS REFERENCED IN THIS DRAWING,ALL APPLICABLE VP BUILDINGS ERECTION GUIDES,AND Arlington,Washington VP BUILDINGS DRANNICHECK VP. INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION,INCLUDING THE CORRECT USE OF PROJECT VARCO PRUDEN TEMPORARY BRACING. RNW Cistribution,Inc.BUILDERS P09 A BlueScope Steel Company PAGE NTS VP Quote#210163 Rev3 WC VERSION: 2022.2a 30 10/10/2022 15:43:46 rILEN`m'E` vpc1 RNW 30 ft h a dM.I..m BmeS-.B"amm:NOM Amalce,- Secondary Part Schedule Mark Part Thick. Depth Lap Detail G94 OSZ0502417DGOO 0.0600 8 1/2" WSR004,WS20F2 G95 OSZ0406017GPOO 0.0600 8 1/2" WSR004,W82OF2 G96 OSZ1903014DPOO 0.0790 8 1/2" WSR004 G97 OSZ1903016DPOO 0.0680 8 1/2" WSR004 G98 08Z1903015DPOO 0.0730 8 1/2" WSR004 Be 02808JS0900017 0.0600 8 1/2" WS20F9 J24 02908JS1202217 0.0600 8 1/2" WS20F9,WS2OF2,WS2OB2,WS2OB8 T T t T T 2 — �94 a — — 97 0 2 96 9 3 aP 1Q 1 02 �94 �93 Q 1 Q —294 �95 IP230 I 6'-6"-1�9'-0" .� 121'-0" II CL CL CL I 196'-6" aL aL SECONDARY ZLZVATIOM AT 3 3 PG1 2 3'-6" 2 VCC05003084 1 4'-0- 1 JTG1 F-IDimeasion Rey Opart Nark Ray Shape Name=RNW Distribution,Wall=2 1.UNLESS NOTED,USE 1/2 X 1 112 A325T BOLT(49080)AND NUT(47120) THE VP ENGINEER'S SEAL APPLIES ONLY TO THE THIS DRAWING,INCLUDING THE INFORMATION HEREON,REMAINS THE PROPERTY OF VP BUILDINGS. D VP Buildings W/O WASHERS.SNUG TIGHTEN BOLTS FOR ALL SECONDARY CONNECTIONS. WORK PRODUCT OF VP AND DESIGN AND IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED IN THE APPLICABLE PURCHASE SECONDARY ELEVATION AT 3(a 2.FLANGE BRACES ARE AN INTEGRAL PART OF THE STABILITY OF THE PERFORMANCE REQUIREMENTS SPECIFIED BY ORDER AND MAY BE REPRODUCED ONLY FOR THAT PURPOSE.IT SHALL NOT BE MODIFIED, 3200 Players Club Circle Memphis TN 38125 ` STRUCTURAL SYSTEM AND MUST BE PROPERLY INSTALLED PRIOR TO ERECTION VP.THE VP ENGINEER'S SEAL DOES NOT APPLY REPRODUCED OR USED FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF VP TO THE PERFORMANCE OR DESIGN OF ANY BUILDINGS. REV DATE BY DESCRIPTION BUILDER Axthelm Construction JOBNO OF WALL AND ROOF SHEETS. OTHER PRODUCT OR COMPONENT FURNISHED THE GENERAL CONTRACTOR ANDIOR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE GOOD CUSTOMER Arne 2Rnneck DATE 3.REMOVAL OR ALTERATION OF ANY COMPONENT IS PROHIBITED. BY VP EXCEPT TO ANY DESIGN OR QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN ACCORDANCE WITH THIS DRAWING, LOCATION 9/22/2022 PERFORMANCE REQUIREMENTS SPECIFIED BY DETAILS REFERENCED IN THIS DRAWING,ALL APPLICABLE VP BUILDINGS ERECTION GUIDES,AND Arlington,Washington VP BUILDINGS DRANWICHECK VP. INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION,INCLUDING THE CORRECT USE OF PROJECT VARCO PRUDEN TEMPORARY BRACING. RNW Cistribution,Inc.BUILDERS PON A BlueScope Steel Company PAGE NTS VP Quote#210163 Rev3 WC VERSION: 2022.2a 31 10/10/2022 15:43:47 rLENAME: vpc1 RNW 30 ft h a dmao"m BmeS-.B"amm:NOM Amalw,- Secondary Part Schedule Nark Part Thick. Depth Lap Detail 07C2909011CC20 0.1130 7" NSR004 G100 OSZ2909011DPOO 0.1130 8 1/2" WSR004,BRR052 G101(Nest) OSZ2909015DPOO 0.0730 8 1/2" WSR004,BRR052 G102 OSZ2909012DPOO 0.0980 8 1/2" WSR004,BRR052 G90 03208ZS100241700 0.0600 8 1/2" WSR004,BRlOF5,WS20F2,BRRO52 G99 03308ZS090001700 0.0600 8 1/2" WSR004,BR1OF5,WS2OF2 J22 02708JS0702217 0.0600 8 1/2" BR10F5,WS20B2,WS20B8 J33 03008JS0702217 0.0600 8 1/2" BR10F5,WS2OB2,WS2OB8 I I I I I I 0 102 07C2909011CC20 G101(a'tt) 07C2909011CC20 G101(mtt) 2 100 0 0 0 90 n n '99 1P3a0 126'-0" l 201•-6• I (CL CL CL CL CL CL � 126'-0" aL aL SECONDARY ELEVATION AT K 3 3'-2 3/4" 3 PG1 2 3'-6" 2 VCC05003084 1 4'-0•' 1 JTG1 Dimension Key (Part Nark Key Shape Name=RNW Distribution,Wall=3 1.UNLESS NOTED,USE 1/2 X 1 112 A325T BOLT(49080)AND NUT(47120) THE VP ENGINEER'S SEAL APPLIES ONLY TO THE THIS DRAWING,INCLUDING THE INFORMATION HEREON,REMAINS THE PROPERTY OF VP BUILDINGS. D VP Buildings W/O WASHERS.SNUG TIGHTEN BOLTS FOR ALL SECONDARY CONNECTIONS. WORK PRODUCT OF VP AND DESIGN AND IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED IN THE APPLICABLE PURCHASE SECONDARY ELEVATION AT K 2.FLANGE BRACES ARE AN INTEGRAL PART OF THE STABILITY OF THE PERFORMANCE REQUIREMENTS SPECIFIED BY ORDER AND MAY BE REPRODUCED ONLY FOR THAT PURPOSE.IT SHALL NOT BE MODIFIED, 3200 Players Club Circle Memphis TN 38125 STRUCTURAL SYSTEM AND MUST BE PROPERLY INSTALLED PRIOR TO ERECTION VP.THE VP ENGINEER'S SEAL DOES NOT APPLY REPRODUCED OR USED FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF VP TO THE PERFORMANCE OR DESIGN OF ANY BUILDINGS. REV DATE BY DESCRIPTION BUILDER Axthelm Construction JOBNO OF WALL AND ROOF SHEETS. OTHER PRODUCT OR COMPONENT FURNISHED THE GENERAL CONTRACTOR ANDIOR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE GOOD CUSTOMER Arne 2Rnneck DATE 3.REMOVAL OR ALTERATION OF ANY COMPONENT IS PROHIBITED. BY VP EXCEPT TO ANY DESIGN OR QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN ACCORDANCE WITH THIS DRAWING, LOCATION 9/22/2022 PERFORMANCE REQUIREMENTS SPECIFIED BY DETAILS REFERENCED IN THIS DRAWING,ALL APPLICABLE VP BUILDINGS ERECTION GUIDES,AND Arlington,Washington VP BUILDINGS DRANNICHECK VP. INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION,INCLUDING THE CORRECT USE OF PROJECT VARCO PRUDEN TEMPORARY BRACING. RNW CiStribUtiOn,Inc,BUILDERS P09 A BlueScope Steel Company PAGE NTS VP Quote#210163 ReV3 we VERSION: 2022.2a 32 10/10/2022 15:43:48 rLENAME: Vpc1 RNW 30 ft h a dMslun m BmeS-.B"amm:NOM Amalw,- 4 4 01— SECOEDARY ELEVATIOE AT 3 Shape Name=Entry Canopy-MAIN,Wall=1 1.UNLESS NOTED,USE 1/2 X 1 112 A325T BOLT(49080)AND NUT(47120) THE VP ENGINEER'S SEAL APPLIES ONLY TO THE THIS DRAWING,INCLUDING THE INFORMATION HEREON,REMAINS THE PROPERTY OF VP BUILDINGS. D VP Buildings W/O WASHERS.SNUG TIGHTEN BOLTS FOR ALL SECONDARY CONNECTIONS. WORK PRODUCT OF VP AND DESIGN AND IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED IN THE APPLICABLE PURCHASE SECONDARY ELEVATION AT 3(b 2.FLANGE BRACES ARE AN INTEGRAL PART OF THE STABILITY OF THE PERFORMANCE REQUIREMENTS SPECIFIED BY ORDER AND MAY BE REPRODUCED ONLY FOR THAT PURPOSE.IT SHALL NOT BE MODIFIED, 3200 Players Club Circle Memphis TN 38125 ` STRUCTURAL SYSTEM AND MUST BE PROPERLY INSTALLED PRIOR TO ERECTION VP.THE VP ENGINEER'S SEAL DOES NOT APPLY REPRODUCED OR USED FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF VP TO THE PERFORMANCE OR DESIGN OF ANY BUILDINGS. REV DATE BY DESCRIPTION BUILDER Axthelm Construction JOBNO OF WALL AND ROOF SHEETS. OTHER PRODUCT OR COMPONENT FURNISHED THE GENERAL CONTRACTOR ANDIOR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE GOOD CUSTOMER Arne 2Rnneck DATE 3.REMOVAL OR ALTERATION OF ANY COMPONENT IS PROHIBITED. BY VP EXCEPT TO ANY DESIGN OR QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN ACCORDANCE WITH THIS DRAWING, LOCATION 9/22/2022 PERFORMANCE REQUIREMENTS SPECIFIED BY DETAILS REFERENCED IN THIS DRAWING,ALL APPLICABLE VP BUILDINGS ERECTION GUIDES,AND Arlington,Washington VP BUILDINGS DRANMICHECK VP. INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION,INCLUDING THE CORRECT USE OF PROJECT VARCO PRUDEN TEMPORARY BRACING. RNW Cistribution,Inc.BUILDERS A alueScope Steel Company PON PAGE NITS VP Quote#210163 Rev3 WC VERSION: 2022.2a 33 10/10/2022 15:43:49 rILEN`m'E` vpc1 RNW 30 ft h a dmao.m BmeS-.BuddlN.NOM Amalw,- Q 4 OP— CL CL HL HL SECONDARY ELEVATION AT A Dian anion Key Shape Name=Entry Canopy-MAIN,Wall=2 1.UNLESS NOTED,USE 1/2 X 1 112 A325T BOLT(49080)AND NUT(47120) THE VP ENGINEER'S SEAL APPLIES ONLY TO THE THIS DRAWING,INCLUDING THE INFORMATION HEREON,REMAINS THE PROPERTY OF VP BUILDINGS. D VP Buildings W/O WASHERS.SNUG TIGHTEN BOLTS FOR ALL SECONDARY CONNECTIONS. WORK PRODUCT OF VP AND DESIGN AND IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED IN THE APPLICABLE PURCHASE SECONDARY ELEVATION AT A 2.FLANGE BRACES ARE AN INTEGRAL PART OF THE STABILITY OF THE PERFORMANCE REQUIREMENTS SPECIFIED BY ORDER AND MAY BE REPRODUCED ONLY FOR THAT PURPOSE.IT SHALL NOT BE MODIFIED, 3200 Players Club Circle Memphis TN 38125 STRUCTURAL SYSTEM AND MUST BE PROPERLY INSTALLED PRIOR TO ERECTION VP.THE VP ENGINEER'S SEAL DOES NOT APPLY REPRODUCED OR USED FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF VP TO THE PERFORMANCE OR DESIGN OF ANY BUILDINGS. REV DATE BY DESCRIPTION BUILDER Axthelm Construction JOBNO CONTRACTOR ANDIOR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE GOOD OF WALL AND ROOF SHEETS. OTHER PRODUCT OR COMPONENT FURNISHED THE GENERAL CUSTOMER Arne Zenneck DATE 3.REMOVAL OR ALTERATION OF ANY COMPONENT IS PROHIBITED. BY VP EXCEPT TO ANY DESIGN OR QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN ACCORDANCE WITH THIS DRAWING, LOCATION 9/22/2022 PERFORMANCE REQUIREMENTS SPECIFIED BY DETAILS REFERENCED IN THIS DRAWING,ALL APPLICABLE VP BUILDINGS ERECTION GUIDES,AND Arlington,Washington VP BUILDINGS DRANNICHECK VP. INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION,INCLUDING THE CORRECT USE OF PROJECT VARCO PRUDEN TEMPORARY BRACING. RNW Cistribution,Inc. A alueScope Steel Company BUILDERS PON PAGE NITSVp Quote#210,63 ReV3 WC VERSION: 2022.2a 34 10/10/2022 15:43:50 rILEN`m'E` Vpc1 RNW 30fth admao.mBmeS-.BuddIN.NOMAmalw,- Q 4 Gp.. SECONDARY ELEVATION AT 4 Shape Name=Entry Canopy-MAIN,Wall=3 1.UNLESS NOTED,USE 1/2 X 1 112 A325T BOLT(49080)AND NUT(47120) THE VP ENGINEER'S SEAL APPLIES ONLY TO THE THIS DRAWING,INCLUDING THE INFORMATION HEREON,REMAINS THE PROPERTY OF VP BUILDINGS. D VP Buildings W/O WASHERS.SNUG TIGHTEN BOLTS FOR ALL SECONDARY CONNECTIONS. WORK PRODUCT OF VP AND DESIGN AND IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED IN THE APPLICABLE PURCHASE SECONDARY ELEVATION AT 4 2.FLANGE BRACES ARE AN INTEGRAL PART OF THE STABILITY OF THE PERFORMANCE REQUIREMENTS SPECIFIED BY ORDER AND MAY BE REPRODUCED ONLY FOR THAT PURPOSE.IT SHALL NOT BE MODIFIED, 3200 Players Club Circle Memphis TN 38125 STRUCTURAL SYSTEM AND MUST BE PROPERLY INSTALLED PRIOR TO ERECTION VP.THE VP ENGINEER'S SEAL DOES NOT APPLY REPRODUCED OR USED FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF VP TO THE PERFORMANCE OR DESIGN OF ANY BUILDINGS. REV DATE BY DESCRIPTION BUILDER Axthelm Construction JOBNO OF WALL AND ROOF SHEETS. OTHER PRODUCT OR COMPONENT FURNISHED THE GENERAL CONTRACTOR ANDIOR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE GOOD CUSTOMER Arne 2Rnneck DATE 3.REMOVAL OR ALTERATION OF ANY COMPONENT IS PROHIBITED. BY VP EXCEPT TO ANY DESIGN OR QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN ACCORDANCE WITH THIS DRAWING, LOCATION 9/22/2022 PERFORMANCE REQUIREMENTS SPECIFIED BY DETAILS REFERENCED IN THIS DRAWING,ALL APPLICABLE VP BUILDINGS ERECTION GUIDES,AND Arlington,Washington VP BUILDINGS DRANMICHECK VP. INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION,INCLUDING THE CORRECT USE OF PROJECT VARCO PRUDEN TEMPORARY BRACING. RNW Cistribution,Inc.BUILDERS PON A alueScope Steel Company PAGE NITS VP Quote#210163 Rev3 WC VERSION: 2022.2a 35 10/10/2022 15:43:51 rILEN`m'E` vpc1 RNW 30 ft h a dmao.m BmeS-.BuddIN.NOM Amalw,- 4 4 Op,miaq 2 CL CL � 16•-6" BL SECONDARY SLBVATION AT B BL Dian anion Key Shape Name=Entry Canopy-MAIN,Wall=4 1.UNLESS NOTED,USE 1/2 X 1 112 A325T BOLT(49080)AND NUT(47120) THE VP ENGINEER'S SEAL APPLIES ONLY TO THE THIS DRAWING,INCLUDING THE INFORMATION HEREON,REMAINS THE PROPERTY OF VP BUILDINGS. D VP Buildings W/O WASHERS.SNUG TIGHTEN BOLTS FOR ALL SECONDARY CONNECTIONS. WORK PRODUCT OF VP AND DESIGN AND IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED IN THE APPLICABLE PURCHASE SECONDARY ELEVATION AT B(b 2.FLANGE BRACES ARE AN INTEGRAL PART OF THE STABILITY OF THE PERFORMANCE REQUIREMENTS SPECIFIED BY ORDER AND MAY BE REPRODUCED ONLY FOR THAT PURPOSE.IT SHALL NOT BE MODIFIED, 3200 Players Club Circle Memphis TN 38125 ` STRUCTURAL SYSTEM AND MUST BE PROPERLY INSTALLED PRIOR TO ERECTION VP.THE VP ENGINEER'S SEAL DOES NOT APPLY REPRODUCED OR USED FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF VP TO THE PERFORMANCE OR DESIGN OF ANY BUILDINGS. REV DATE BY DESCRIPTION BUILDER Axthelm Construction JOBNO CONTRACTOR ANDIOR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE GOOD OF WALL AND ROOF SHEETS. OTHER PRODUCT OR COMPONENT FURNISHED THE GENERAL CUSTOMER Arne Zenneck DATE 3.REMOVAL OR ALTERATION OF ANY COMPONENT IS PROHIBITED. BY VP EXCEPT TO ANY DESIGN OR QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN ACCORDANCE WITH THIS DRAWING, LOCATION 9/22/2022 PERFORMANCE REQUIREMENTS SPECIFIED BY DETAILS REFERENCED IN THIS DRAWING,ALL APPLICABLE VP BUILDINGS ERECTION GUIDES,AND Arlington,Washington VP BUILDINGS DRANNICHECK VP. INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION,INCLUDING THE CORRECT USE OF PROJECT VARCO PRUDEN TEMPORARY BRACING. RNW Cistribution,Inc. A alueScope Steel Company BUILDERS PON PAGE NITSVp Quote#210,63 Rev3 WC VERSION: 2022.2a 36 10/10/2022 15:43:52 rILEN`m'E` vpcl RNW 30 ft h a dmao.m BmeS-.BuddIN.NOM Amalw,- CLEVS CLEVIS BRACE 9FRAME BRACE FIELD DRILLING OF 9 16' DIA. —I.—IL MUST BE ATTACHED ROD DIA. ROOF / TO SUB GIRTS WITH STRUCTURAL MARK ND. PIN DIA. 5ATION LOCATION HOLE MAY BE REQUIRED BOLTS FRAME BOLTS FASTENERS AT STANDARD LOCATIONS SECONDARY BRACE LOCATION BRACE LOCATION 3 8' 097572 MEMBER Q SUB JAMB) WALL PANEL DOFS NOT ATTACH TO 12" 097573 KMA1 CLIP / 5/8 095277 „,° BOLTS FRAME BOLTS ROOF WALL BRACE LOCATION BRACE LOCATION SECONDARY MEMBER - 3/4 095278 (MAY BE INSET) srANDARD GRr �esc� sue JAMB DEPTH 7 8 095279 1 1/4 ° — —————— ——————— — 7" B 1/2• m" 11 1/2• FLANGE BRAE ) —— ————————— MEMBERARY — —— O JAMB SUS 1 3 8' 095282 1 1 2' (GFB-)OR HFB- ,, p P am3 Jrce 1 0952808" 095281 (MAY BE INSET)B. 095593 COTTER PIN O CORNER sueJAMBT I/a' e I/2" Jrc1 JTCS1I 2' 097594 / FLANGE BRACE WILL TYPICALLY O POST ' JTG4 JTG2 LOCATION CONNECT TO THE WEB OF THE 2 �, 11 1/2" JTG2 SECTION 'A' THE BUILDER WILL HAVE TO FIELD FRAME MEMBER. O O O O (2)WBBD2° IN GULATION VAPQR u REAM-OUT THE 9/i6'DAM.HOLE IN CLIPS RETARDER STANDARD GRi THE SECONDARY MEMBERS TO 13/16" CUP REQ�D W/ SEE CLEVIS OIAM.HOLES.(FOR THE 12MDB-FLANGE THICK FLANGES DETAIL BELOW CLIP(PG1) BRACE WITH A 3/4"X 2 1/2"A325 O FBLC2 FIELD O BOLT WHEN REQUIRED.) SLOT LINER OR I SUB GIRT 49 9D'T/12*I 25 BOLTS rn i p FLANGE BRACE ( ) VAPOR RETARDER < <^ FIELD (GFB-) OR (HFB-) L1 BEND ° (2 Pcl BRACE ROD ALTERNATE CONNECTIONS FLANGE BRACE REQUIRED ° 0 ^0 1/2" x 1 1/2" y _ w�(s)1/2•A325 BOLTS WHERE - H STANDARD GIRT (490TB0)TYPICAL FLANGE BRACE REQUIREMENTS: (GFB-) OR (HFB-) A325 BOLT(TYP) 6 —1 RULE#1- ALL FLANGE BRACES ON CROSS SECTIONS MUST BE INSTALLED. *IMPORTANT DURING ERECTION, WITH HARDENED o �' sua JAMB TEMPORARILY INSTALL WBBC2 (TYPICAL) CUP SEE CHART AHOVE RULE#2- SINGLE FLANGE BRACES ARE REQUIRED WHEN PART MARK ON CLIP REQ'D W/ CLIP TO KMA1 CLIP WITH 2 WASHER(095672) 3/4" "' SUB GIRT (4 O 1/Y A525 BOL ( ) CLIP REQ'D W/ AGAINST PURLIN (-1 1 TYPICAL DIAME CLEVIS PIN CROSS SECTION IS NOT ACCOMPANIED BY (2). THICK FLANGES BOLT FBLC2 CLIP TO 1/4-14x1 1/4" SDS IN CENTER THICK FLANGES 1/2"DIAMETER RULE#3- FLANGE BRACES ARE REQUIRED BOTH SIDES OF THE FRAME WEB ZEE/CEE W� (2) 1/2" HOLES TO KEEP FRAME STABLE. INSULATION VAPO CONCRETE ANCHORS (WITH SHOULDER) WHEN PART MARK IS ACCOMPANIED BY (2). WHEN LINER IS INSTALLED, RETARDER (Br BUILDER) A325T BOLTS (49080) MAY BE FURNISHED WITHOUT RULE#4- WHENEVER POSSIBLE, PLACE SINGLE BRACES TOWARD THE REMOVE WBBC2, INSTALL LINER, A SHOULDER, THEN TWO COTTER CENTER OF THE BUILDING. O W/ WASHERS (095872) THEN REINSTALL WBBC2 W/(8) (5 07)-14 1 1/4 PIN WILL BE PROVIDED. RULE#5- WHENEVER POSSIBLE, PLACE ALL SINGLE BRACES ON THE SAME AGAINST ZEE/CEE SIDS AS SHOWN. DO N_QI REUSE O (55307) SUB JAMB LOCATION A SIDE OF THE FRAME WEB. MEMBER CENTER HOLES. ** 10" & 11 1/2" PURLINS REQUIRE 3 BOLTS AT EACH END OF PURLIN LAP. ALTERNATE CONNECTIONS ALTERNATE CONNECTIONS PER DESIGN REA -°°/2'/" RE °' ROD BRACING TE05/0e/'B R ." TYPICAL FLANGE BRACE CONNECTIONS R .DATE:ro/z4/n REv.Nao3 ROOF/WALL FLANGE BRACING RE DAEao/ze/n REv.ND.o6 ROOF/WALL FLANGE BRACING Te03/30110 e.NO.01 CORNER ZONE BRACING 0A BR02K1 CLEM ASSEMBLY BR06AE CONT. PURLIN LAP SHOWN, CONT. GIRT & SIMPLE PURLIN BR06J3 PURLIN/GIRT WITH LINER OR INSUL. VAPOR RETARDER BR06K3 PURLIN/GIRT WITH INSULATION VAPOR RETARDER °A BR10F5 WALL PLAN VIEW (JAMB SUPPORT) SEE ERECTION DRAWINGS (2 OR 4)A325 BOLTS FOR LOCATIONS AND PART MARKS SEE ERECTION DRAWINGS FOR PRIMARY BRACE ROD LOCATIONS, PART MARKS AND PORTAL FRAME BOLT QUANTITIES AND SIZES FRAME i CLEVIS PIN W/COTTER PIN BRACE ROD (SEE ERECTION DWGS) ADJUST. CODES CLEVIS PIN/ ® O STRUT CONNECTION BOLTS (SEE ERECTION DWGS COTTER PIN GIRT SUPPORT CHANNELS SEE DRAWINGS FOR ) (IF PRESENT) EIGHTHS GAGE SIZES AND QUANTITIES \���IIII WALL BRACE ROD INCHFSI T FEET(millimeters) BRACE STRUT(GAGE) 1-3 x 1 25 LT ® _BSB__ BRACE STRUT FIELD SLOT THE SIDEWALL GIRT SHAPE (49080)TYP. ® AT INSET GIRT CONDITION DEPTH FLANGE BRACE REQUIREMENTS: COLUMN JJ PORTAL COLUMN DEPTH FLANGE BRACE 5,24" HFB3060 DEPTH SHAPE GAGE >24" & - 36" HFB41D6 07 = 7" Z = ZEE 11 = 0.113 08 = 8 1/2" C = CEE 12 = 0.098 >36" HFB6032 E = LOW EAVE STRUT COLUMN VARIES NOTE: MAXIMUM 2" X 4" 10 = 10" 13 = 0.068 H = HIGH EAVE STRUT SLOT. DO NOT CUT INTO 11 = 11 1/2" 14 = 0.079 WHERE SLOTTED HDM S ARE PRESENT. BOLTS ARE / NOTES: SLIP OR AND MUST BE FULLY PRE TENSIONED. WHERE SLOTTED HOLES ARE PRESENT, BOLTS ARE GIRT FLANGE. 15 = 0.073 (D FIELD DRILL 9/16"HOLES IN PRIMARY AND PORTAL FRAME WEBS PAYING SURFACES MUST BE PAINT FREE. IF PAINT SUP CRITICA AN MUST BE T EFULLY .TEFSIONED 16 = 0.068 FOR FLANGE BRACE CONNECTIONS. IS FOUND ON FAYING SURFACES IN SLOTTED IS FOUND ON CASING SURFACES PAINT FREE SLOTTED 17 = 0.060 CONNECTIONS REMOVE WITH LIGHT GRINDING. IN PAINT © DRILL 9/16"HOLE IN PORTAL FRAME COLUMN WEB APPROX. 2" STANDARD HARDENED WASHERS ARE REQUIRED OVER CONNECTIONS REMOVE WITH LIGHT GRINDING. FROM BOLTING PLATE®BEAM CL. ALL SLOTS. SEE ERECTION DRAWINGS FOR MARK STANDARD HARDENED WASHERS ARE REQUIRED OVER NUMBERS AND QUANTITIES. ALL SLOTS. SEE ERECTION DRAWINGS FOR MARK NUMBERS AND QUANTITIES. RE¢DATE:m/n/19 REV.Naos PORTAL FRAME DETAIL REv.DATE:aa/T3/11 REv.x0.o1 STRUT BRACING alv.oATE:o9n3/11 REv."°.°' WALL STRUT BRACING TE09/'°/2°REM."°°° INSET GIRTS WITH BRACE RODS REv.WE:07/01/09 MIDI.NO.W SECONDARY PART MARK NUMBER BR12J1 CONNECTION TO FRAME BR15J1 GAGE STRUT ON WALL BR15JC THREE-PLATE STRUT IN WALL BRR052 FIELD WORK BRACE SLOT EN51B1 I COMMON GENERATED MARK NUMBERS ERECTION DRAWING PART MARK PURLIN 1/2' PURLIN PU'RLN C2 1/2/2 { 2 5/8" EPC2 EPC3 PURLIN PC27 ARCS ADJUST. CODES P I — GAGE rl EIGHTHS SECTION "A" SECTION "A' WELDED CLIP BOLTED CLIP INCHE LENGTH FFF millimeters �to SPACE SHAPE N REFER TO ERECTION DRAWINGS eA� FOR ALL CLIP MARK NUMBERS GE PT COUNTER BAY NUMBER 48' DO AND LOCATIONS.DNS. gy sPA D CANOPY (C)/PARTITION(P)/ LIP DEPTH SHAPE GAGE ROOF(R)/WALL(W) NUMBER A m 07 = 7' ZS = ZEE 11 = 0.113 08 = 8 1/2" CS = CEE 12 = 0.098 10 = 10" ES = LOW EAVE STRUT 13 = 0.0B BUILDING SHAPE 8 A PURLINS 1/2" 11 = 11 1/2' HS - HIGH EAVE STRUT 14 = 0.079 BE = BACK TO BACK CEE THE BAY/BUNDLE CODE IDENTIFIES ° FB = FACE TO BACK CEE 15 = 0.073 FF = FACE TO FACE CEE 16 - 0.06 17 - 0.060 THE BUILDING CANOPY/PARTITION/ ROOF/WALL PLANE AND BAY RAFTER Ev.nAe°v/DI o9 �v.NaDD SPECIAL SECONDARY PART MARK KEY READATE:m/ai/13 REV.N0.0 SECONDARY BUNDLE LOCATION KEY Rn-OaEm/o1/oR RD NOOD PURLIN AND GIRT SIZES REV.OAEDB 1 / REV.NaM ANTI—ROLL PURLIN CLIPS EN51B2 COMMON GENERATED MARK NUMBERS EN51B3 ALL SECONDARY DEPTHS EN53F1 8 1/2" 216mm RSO3J1 WHEN REQUIRED BY DESIGN 1.UNLESS NOTED,USE 1/2 X 1 1/2 A325T BOLT(49080)AND NUT(47120) THE VP ENGINEER'S SEAL APPLIES ONLY TO THE THIS DRAWING,INCLUDING THE INFORMATION HEREON,REMAINS THE PROPERTY OF VP BUILDINGS. D VP Buildings W/O WASHERS.SNUG TIGHTEN BOLTS FOR ALL SECONDARY CONNECTIONS. WORK PRODUCT OF VP AND DESIGN AND IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED IN THE APPLICABLE PURCHASE WALL SECONDARY SEDRS(a) 2.FLANGE BRACES ARE AN INTEGRAL PART OF THE STABILITY OF THE PERFORMANCE REQUIREMENTS SPECIFIED BY ORDER AND MAY BE REPRODUCED ONLY FOR THAT PURPOSE.IT SHALL NOT BE MODIFIED, 3200 Players Club Circle Memphis TN 38125 STRUCTURAL SYSTEM AND MUST BE PROPERLY INSTALLED PRIOR TO ERECTION VP.THE VP ENGINEER'S SEAL DOES NOT APPLY REPRODUCED OR USED FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF VP TO THE PERFORMANCE OR DESIGN OF ANY BUILDINGS. REV DATE BY DESCRIPTION BUILDER Axthelm Construction JOBNO OF WALL AND ROOF SHEETS. OTHER PRODUCT OR COMPONENT FURNISHED THE GENERAL CONTRACTOR ANDIOR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE GOOD CUSTOMER Arne Z.enneck DATE 3.REMOVAL OR ALTERATION OF ANY COMPONENT IS PROHIBITED. BY VP EXCEPT TO ANY DESIGN OR QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN ACCORDANCE WITH THIS DRAWING, LOCATION 9/22/2022 PERFORMANCE REQUIREMENTS SPECIFIED BY DETAILS REFERENCED IN THIS DRAWING,ALL APPLICABLE VP BUILDINGS ERECTION GUIDES,AND Arlington,Washington VP BUILDINGS DRANNICHECK VP. INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION,INCLUDING THE CORRECT USE OF PROJECT VARCD PRUDEN TEMPORARY BRACING. RNW Cistribution,Inc. A BlueScope Steel Company BUILDERB PON PAGE NITSVp Quote#210,63 ReI WC VERSION: 2022.2a 37 10/10/2022 SEDSheet 15:43:53 FLENI vpe1 RNW 30fth 0dMsi"RmBIIBudIN..America,- OPTION SECOND CEE ON A DOUBLE FIELD LOCATE AND DRILL(2)9/16" JAMB IS HELD BACK 6'FROM FOR ED'S UP TO 9'X 9'USE(3)1/4-14 X 1 1/4" DIAMETER HOLES IN RAKE BEAM EACH END OF MAIN JAMB. BOB(55307)LOCATED APPRDX AS SHOWN. TO ATTACH(DJC2—,DJG3—,OR DJC4—) SECOND CEE NO CLOSER THAN 3/8'FROM EDGE ON A DOUBLE OF CLIP OR HOLES.SCREW SPACING NOT DOOR JAMB CLIP JAMB IS HELD A 8 1/2"GIRT CLIP (GC5) 4GR RAKE BEAM LESS THAN 3/4"APART. BACK s" (GCE—) FIELD LOCATE AND DRILL(2)9/16" (DJC2—) AT 8 1/A JAMB 10°GIRT CLIP GCE— FROM EACH END MAY BE SHOP `®" DIAMETER HOLES IN ZEE GIRT (DJC3—)1 AT 10" JAMB OF MAIN JAMB WELDED (GC2 OR GCB—) O TO ATTACH JAMB(2)1/2"X 1 1/2" (DJC4—! AT 7" AND A325 BOLT(49080) 11 1/2' JAMB A I I JAMB. SINGLE `® NOTE: THE DOOR JAMB CLIP IS OR DOUBLE G OR IENTE0 WITH THE TOP FLANGE A CIR IN THE DOWNSLOPE DIRECTION. RAKE DOUBLE JAMB �I �f e(f�T ® BEAM JAMB BASE CONNECTION pNCLIP (PG1) ON RAAKECBEAAM 3MAX (2) 1/2'A307 THIN ZEE GIRT \ HEAD BOLT(096636) N (JAMB SUPPORT \\��// A 5� RODS AWTH OR & NUT (095032) 1COLUMN GIRT) DOUBLE JAMB 2 oHARDENED WASHER I(2) 1/2" A307 THIN CONNECTION 6 RAKE HEAD BOLT(096636) JAMB, JAMB SINGLE BEAM &NUT(095032) SINGLE OR DOUBLE rGABLE GIRT CLIP @OR DOUBLE r DF (DOUBLE rJAMBS ONLY JAMB CAN BE 1 1/2"DEEPER HOLES AVAILABLE CONCRETE FSNR ZEE GIRT SHOWN (GC19E/Ir)AT 7"&10" GIRT(RIGHT SHOWN) THAN THE JAMB SUPPORT GIRT. AT 24" O.C.CEE GIRT SIMILAR (GC18-) AT 8 1/2"GIRT (ONLYEXCEPTION: 11�2"JAMB o�y FOR 8 1/2 (BY BUILDER) E MEMBERCAN 8E USED W/B 1 2"GIRT) y AND 10"(GC20-) AT 11 1/2"GIRT ALIGN JAMB AND GIRT AT BL tiO ) JN BE 1 1/2"DEEPER d MEMBERS I q1 P01 CLIP = 3 3/4" AT 7". 8 1/2", 10" GIRTS THAN THE JAMB SUPPORT GIRT SECTION A—A SE A- " AT 11 1/2" GIRTS NOTE: DOOR JAMB CLIPS SHOWN ARE ONLY FOR 6" ENDWALL FRAME OFFSET ALIGN JAMB AND GIRT AT BE. 8 1/2' & 10" INSET GIRT CTION A PGV1067 CLIP =4 3/4 REV.DATE:DB/28/ID REV.NO.01 GIRT CONN. AT COLUMN REV.OAlE:07/23/13 rEv.No.m GABLE GIRT CONN. TO RAKE BEAM REV.DAIEaI/30/15 REV.NQ 03 JAMB TO GIRT REv.DATE:oE/u/n REv.Na Dn JAMB TO RAKE BEAM REv.DATE:m/DI/os REV.Noll JAMB BASE ATTACHMENT WS01H2 INSET GIRTS WSO4E2 INSET GIRTS WS20B2 SINGLE OR DOUBLE JAMB, ANY ZEE GIRT WS20B4 ANY JAMB, INSET ENDWALL WS20B8 SINGLE OR DOUBLE JAMB OPTION GIRT TO JAMB DEPTH FOR ED'S UP TO 9'X 9'USE(3)1/4"-14 X 1 1/4" DOOR HEADER CHANNEL JAMB CLIP 7• 8 1/2" 10' 11 I/2" SOS(55307)LOCATED APPRDX AS SHONN. (DHA—) 0 7"GIRT ZEE GIRT SILL TO JAMB NO CLOSER THAN 3/B'FROM EDGE (DHC—) 0 8 1/2"GIRT 7' Jr. JTG5 HEADER TO JAMB CLIP (PG 1) OF CUP OR HOLES.SCREW SPACING NOT (DHD_ w 8 1/2° JTGI JTGS JTG7 A CLIP (PG1) LESS THAN 3/4"APART. (DHE-) 0 111 1/2T GIRT 10" JTG4 JTG2 FULL WIDTH OF 11 1/2" JTG2 SINGLE JAMB ODOR HEADER �0 FRAMED OPENING SILL I H r� SINGLE JAMB ` U ®' ® A325 BOLT(49050) ® ` ®o JAMB BASE A ®o q `�®a' SINGLE JAMB CLIP (2) 1/2" A307 THIN A (2) 1/2" A307 THIN DIM. A ® HEAD BOLT(096636) HEAD BOLT(096636) ZEE GIRT 1/4-14 SINGLE JAMB X 1 1/4 u \ &NUT(095032) STRUCT FSNR (55307) &NUT(095032) FIELD Q 12" O.C. FIELD LOCATE AND GRILL(21 9/16' \ g SINGLE JAMB DIAMETER HOLES IN ZEE G 0 0 \ SHOWN - DOUBLE TO ATTACH JAMB(2)1/2"X 1 1/2" O GIRT CLIP A A A325 BOLT(49080) A JAMB SIMILAR IO (SEE CHART) EQUAL,3",EQUAL SOLI AL,3 EQUAL E(�RT DOOR A Se yAr10 CHANNEL SECTION A—A O O 1 (4) 1/2"A307 THIN (4) 1/2" A307 THIN BeLOwC�Ol1 HEAD BOLT(096636) O O HEAD BOLT 0 THIN A DIM. A ZEE GIRT SHOWN I & NUT (095032) OPENING ( ) JAMB CAN BE 1 1/2"DEEPER LD CEE GIRT SIMILAR I OPENING HEIGHT & NUT(095032) THAN THE JAMB SUPPORT GIRT. z TEMPORARILY ATTACH DOOR 3 1/4"AT 7",8 1/2", 10"JAMB Z= HEADER CHANNEL.W/ 1 HEIGHT (ONLY EXCEPTION: 11 1/2"JAMB 1/4-14 x 1 1/4° fi 1/4"AT 11 1/2" JAMB JAMB CAN BE 1 1/2"DEEPER I I I IL CAN BE USED W/6 1/2"GIRT) p w THAN THE JAMB SUPPORT GIRT. EQUAL 3" EQUAL ALIGN JAMB AND GIRT AT BE. s STRUCT FSNR (55307) (ONLY EXCEPTION: 11 1/4"JAMB SECTION A-A SECTION A Pc1 CLIP = 3 3/4"AT 7",8 1/2",lo"clRrs SECTION A-A 4-0 O.C. CAN BE USED T GIRT)RT) ALIGN JAMB ANDD GIRTT AT BL. SECTION A-A PGV1067 CLIP= 4 3/4° AT 11 1/2"GIRTS REV.DA,E:D7/21/,e REV.NO.DI GIRT TO JAMB RV.DATE:07/01/Oi IEV.No. HEADER TO JAMB -07/0'/1' RE" SILL TO JAMB REV.D-12/01/15 REV.No 04 JAMB BASE TO GIRT REv-w,EOT/o,/oa REu.ND.oo DOOR HEADER CHANNEL CONN. WS20F2 SINGLE JAMB WS2DF9 ANY HEADER, ANY SINGLE JAMB DA WS20FB ND ANY SILL, ANY SINGLE JAMB WS20H2 ALL JAMB AND GIRT DEPTHS WS21 D7 ANY ZEE GIRT, ANY JAMB RT CLIP (B.-ED)(WELDED) CORNER COLUMN (G05) (GC2) AT 8 1/2"GIRT (GCE-) (GCB-) AT 10" GIRT ENDWALL GIRT 8 1/2"& 10" INSET 1 SIDEWALL GIRT 5 FRAME @ GIRT CLIP (BOLTED)(WELDED) ( ***)(GC64-) AT 7" GIRT GIRT FILLER ANGLE (GC34-)(GC65-) AT 8 1/2"GIRT (GFA-) W/ (3) 55307 (GC62-)(GC66-) AT TO"GIRT (GC63-)(GC67-) AT 11 1/2" GIRT *** - SEE DETAIL WSR007 FOR BOLTED CLIP TO 7"GIRT 8 1/2"&10" INSET SW GIRTS REv.MTCD9/ID/IJ IREM NaoD GIRT CONN. AT CORNER COLUMN WSR004 ANY INSET GIRT AT EW, INSET GIRT AT SW 1.UNLESS NOTED,USE 1/2 X 1 112 A325T BOLT(49080)AND NUT(47120) THE VP ENGINEER'S SEAL APPLIES ONLY TO THE THIS DRAWING,INCLUDING THE INFORMATION HEREON,REMAINS THE PROPERTY OF VP BUILDINGS. D VP Buildings W/O WASHERS.SNUG TIGHTEN BOLTS FOR ALL SECONDARY CONNECTIONS. WORK PRODUCT OF VP AND DESIGN AND IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED IN THE APPLICABLE PURCHASE WALL SECONDARY SEDES(b) 2.FLANGE BRACES ARE AN INTEGRAL PART OF THE STABILITY OF THE PERFORMANCE REQUIREMENTS SPECIFIED BY ORDER AND MAY BE REPRODUCED ONLY FOR THAT PURPOSE.IT SHALL NOT BE MODIFIED, 3200 Players Club Circle Memphis TN 38125 STRUCTURAL SYSTEM AND MUST BE PROPERLY INSTALLED PRIOR TO ERECTION VP.THE VP ENGINEER'S SEAL DOES NOT APPLY REPRODUCED OR USED FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF VP TO THE PERFORMANCE OR DESIGN OF ANY BUILDINGS. REV DATE BY DESCRIPTION BUILDER Axtheirn Construction JOBNO OF WALL AND ROOF SHEETS. OTHER PRODUCT OR COMPONENT FURNISHED THE GENERAL CONTRACTOR ANDICIR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE GOOD CUSTOMER Arne Z.enneck DATE 3.REMOVAL OR ALTERATION OF ANY COMPONENT IS PROHIBITED. BY VP EXCEPT TO ANY DESIGN OR QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN ACCORDANCE WITH THIS DRAWING, LOCATION 9/22/2022 PERFORMANCE REQUIREMENTS SPECIFIED BY DETAILS REFERENCED IN THIS DRAWING,ALL APPLICABLE VP BUILDINGS ERECTION GUIDES,AND Arlington,Washington VP BUILDINGS DRAWNICHECK VP. INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION,INCLUDING THE CORRECT USE OF PROJECT VARCO PRUDEN TEMPORARY BRACING. RNW CiStribUtiOn,Inc, A BlueScope Steel Company BUILDERS IPAGE NTS VP Quote#210163 Re1r3 we VERSION: 2022.2a 38 10/10/2022 SEDSheet 15:43:54 `RENAME: 1rpc1 RNW 30fth adMsi"D m BmeS-.B"adIN.N..Amalw,- Covering Schedule Trim Schedule Id Qty Start Length Qty Stagger LengthType Gage OP Fin. Color Id Parts Color Details #51 66 38'-6 1/8" SSR 24 2 K TD T1 SRCF06,(13)SRCFI0,SRCM06,(13)SRCM10 Match Roof Color RC34A7,RCV418,RCV419,RCV420,RCV421,RCV531 #52 27 46-6 7/8" 27 41-6 7/8" SSR 24 2 K TD T2 (4)RFRIO-130,(2)RKF20,(4)RSB10,(4)RSCIO,(4)STC10B Cool Dark Bronze RClOA2,RC3OA9 #53 27 40'-4" 27 40'-4" SSR 24 2 K TD T3 SPC20,SRR2 Cool Dark Bronze RCV501,RCV502 #54 33 15-5 1/4" 33 20-5 1/4" SSR 24 2 K TD T4 (11)RFR10-130,(5)RKF20,RKF10,(11)RSB10,(11)RSC10,(11)STCIOB Cool Dark Bronze RClOA2,RC3OA9 #55 1 86-6 7/8" SSR 24 2 K TD T5 (4)RFR10-130,(2)RKF20,(4)RSB10,(4)RSC10,(4)STC10B Cool Dark Bronze RC10A2,RC30A9 #56 6 18'-4 7/8" 5 23'-4 7/8" SSR 24 2 K TD T6 SPC20,SRR2 Cool Dark Bronze RCV501,RCV502 #37 8 4-7 1/8" SSR 24 2 G TD T7 RFR10-130,RKF10,RSB10,RSC10,STC10B Cool Dark Bronze RC10A2,RC30A9 #64 10 9'-5 1/4" SSR 24 2 K TD T8 (2)SETIOA,SET05A,(2)TA12,(2)EG122,(13)STR4,(3)GRA10 Cool Dark Bronze RC03A2,RC38E2,RCV009,RCV324,RCV536 Oper. Code:2=SQ,SQ T9 BSI,FPRFI,GGC2,MCC1 Cool Dark Bronze RC38N1 Finish:K=KXL (Kynar) T10 (2)SCE75,CP510 Match Soffit Color RC38R1 Finish:G=Galvalume T11 RFR10-130,RKF10,RSB10,RSC10,STC10B Cool Dark Bronze RC10A2,RC30A9 Color:TD=Standard Color T12 (13)SET10A,(7)TA12,(6)EG202,EG122,(67)STR4,(13)GRA10 Cool Dark Bronze RC03A2,RC38E2,RCV009,RCV324,RCV536 T13 BSI,FPRFI,GGC2,MCC1 Cool Dark Bronze RC38N1 T14 (2)SCE75,CP510 Match Soffit Color RC38R1 T15 RFR10-130,RKF10,RSB10,RSC10,STC10C Cool Dark Bronze RC10A1,RC30A9 T16 (2)ASET102, 1250,EG162 R4,(2)GRA10 Gail Dark Bronze ,-8RC03A2,RC38E2,RCV009,RCV324,RCV536 -1�T17 BSI,FPRF1, 3 C1 5 6 1 Dark Bronze RC38N1 rT18 (2)SCE75,C15 0, tch Soffit Color RC38R1 T19 CPOL,MCC1 Cool Dark Bronze RC50H3 T2:' ^- - r2s x2s;1-6^ C -- Dark Bronze RC50H3 T21 RFR10, "O,RKF10 '" 0 S 0 10D Cool Dark Bronze RC10A2,RC30A9 T22 (11)SET T.IA,(6)T (10)j84 22,(55)STR4,(II)GRAI0 Cool Dark Bronze RC03A2,RC38E2,RCV009,RCV324,RCV536 x23 2 x26 n T23Dark Bronze RC38N1 7 xz2 s• w Sof it Color RC38R1 S IS R C Dark Bronze RC38N1 H 0 1 Dark Bronze RC50H3 7 H 0 1 Dark Bronze RC50H3 � v (441i52 G T173 Tit M 18 F \/ 18 • #55 IFM. x175 20 i 22 (54)#53 g x9 o- R (11)j5 -- -- -- - - - - - - o- (88)f54 1 r a x1-124'-0• a tl� 1 (48)j51 12 F F- -F F F� � 12e•_B" I aL aL BL aL aL ROOF COVERING PLAN 1❑11 o^gee•=tts vasol cue Dia.-11-1^f Shape Name=RNW Distribution,Shape=RNW Distribution,Shape=RNW Distribution,Shape=RNW Distribution,Shape=RNW Distribution,Shape=Ent Canopy-MAIN 316-'S£aURILbIN7l 1D� ETEIj�=k�OLES FOR STRUCTURAL FASTENERS THE VP ENGINEER'S SEAL APPLIES ONLY TO THE THIS DRAWING,INCLUDING THE INFORMATION HEREON,REMAINS THE PROPERTY OF VP BUILDINGS. D VP Buildings MAY B REQUIRED�OR IIEAVYGAGE NESTED ZEE's ANDIOR FASTENERS WORK PRODUCT OF VP AND DESIGN AND IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED IN THE APPLICABLE PURCHASE ROOF COVERING PLAN TO TI�UCTU EAMS L 3 PERFORMANCE REQUIREMENTS SPECIFIED BY ORDER AND MAY BE REPRODUCED ONLY FOR THAT PURPOSE.IT SHALL NOT BE MODIFIED, 3200 Players Club Circle Memphis TN 38125 _A AT S A ap �YJ 6 aY F Y F}.�R U EIS UCTURAL SYSTEM. VP.THE VP ENGINEER'S SEAL DOES NOT APPLY REPRODUCED OR USED FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF VP REV DATE BY DESCRIPTION BUILDER doeNo x TO THE PERFORMANCE OR DESIGN OF ANY BUILDINGS. Axthelm Construction R�� P %A°fgAWJ Qq)��IOR AUTHORIZATION IS PROHIBITED. CUSTOMER IYSFi FA�tI �LIMITATIONS SHORT PANELS MAY REQUIRE OTHER PRODUCT OR COMPONENT FURNISHED THE GENERAL CONTRACTOR ANDIOR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE GOOD Arne Zenneck DATE BY VP EXCEPT TO ANY DESIGN OR QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN ACCORDANCE WITH THIS DRAWING, LOCATION 9/22/2022 FIELD CUTTING,SEE THE COVERING SCHEDULE FOR CUT LENGTHS. PERFORMANCE REQUIREMENTS SPECIFIED BY DETAILS REFERENCED IN THIS DRAWING,ALL APPLICABLE VP BUILDINGS ERECTION GUIDES,AND Arlington,Washington VP BUILDINGS DRANNICHECK 4.SEE JOB DETAILS FOR COVERING AND TRIM FASTENER SPECIFICATION. VP. INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION,INCLUDING THE CORRECT USE OF PROJECT VARCO PRUDEN TEMPORARY BRACING. RNW CiStribUtiOn,Inc.BUILDERS POO A BI-S-pe Steel Company PAGE NTS VP Quote#210163 Rev3 we VERSION: 2022.2a 39 10/10/2022 15:43:57 rILEN`m'E` vpcl RNW 30 ft h a dmao"m Blu.S-e BuadIN.NOM Amalw,- Liner/Soffit Schedule Liner Trim Schedule Id Qty Type Length Gage OP Finish Color Direction Cut Id Parts Color Details #57 8 PR 20'-0" 26 1 K TD Right to Left T1 (3)LTA10 Match Roof Color NC61A7,WCV060 #58 1 PR 20'-0" 26 1 K TD Right to Left T2 (4)JT10 Match Roof Color WC61A9 #7 2 PR 20-4 1/8" 26 1 K TD Left to Right #8 2 PR 16'-10" 26 1 K TD Left to Right #32 1 PR 15-4 1/8" 26 1 K TD Left to Right #33 1 PR 15'-4" 26 1 K TD Left to Right #34 1 PR 6'-10" 26 1 K TD Left to Right #35 1 PR 20'-4 1/8" 26 1 K TD Left to Right #36 1 PR 16'-10" 26 1 K TD Left to Right #47 1 PR 19'-10 1/8" 26 1 K TD Left to Right #48 1 PR 20'-4" 26 1 K TD Left to Right #49 1 PR 15'-4" 26 1 K TD Left to Right #50 1 PR 8'-4 7/8" 26 1 K TD Left to Right #1 7 PR 1'-10 3/4" 26 1 K TD Left to Right #2 1 PR 2'-0 1/4" 26 1 K TD Left to Right ��� #12 43 PR 1'-10 3/4" 26 1 K TD Left to Right n ITT g' 4 5 l o) l,) ,tl I #13 1 PR 2'-0 1/4" 26 1 K TD Left to Right Y Y Y 7 Y Y #31 6 PR 4'-11 1/8" 26 1 K TD Left to Right #44 36 PR 1'-10 3/4" 26 1 K TD Left to Right ) 1 I Oper. Code:l=SQ,SQ 09'-6^ ��. Finish:K=KXL (Kynar) Color:TD=Standard Color 13, 1, #30 II T1 I I i49 � � I O V T1 047 22 I 92 #7 I 99 � I ie I 94 I 2 136 #4 I I a ROOF LINER PLAN (View from outside Building) tss r7 ap 13 (43)#12 — 126'-0" aL aL BL HL aL Shape Name=RNW Distribution,Shape=RNW Distribution,Shape=RNW Distribution,Shape=RNW Distribution,Shape=RNW Distribution,Shape=Entry Canopy-MAIN 1.PRE-DRILLING 1/8 DIAMETER HOLES FOR STRUCTURAL FASTENERS THE VP ENGINEER'S SEAL APPLIES ONLY TO THE THIS DRAWING,INCLUDING THE INFORMATION HEREON,REMAINS THE PROPERTY OF VP BUILDINGS. D VP Buildings MAY BE REQUIRED FOR HEAVY GAGE NESTED ZEE'S AND/OR FASTENERS WORK PRODUCT OF VP AND DESIGN AND IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED IN THE APPLICABLE PURCHASE ROOF LINER PLAN TO STRUCTURAL BEAMS PERFORMANCE REQUIREMENTS SPECIFIED BY ORDER AND MAY BE REPRODUCED ONLY FOR THAT PURPOSE.IT SHALL NOT BE MODIFIED, 3200 Players Club Circle Memphis TN 38125 2.STEEL PANELS ARE AN INTEGRAL PART OF THE STRUCTURAL SYSTEM. VP.THE VP ENGINEER'S SEAL DOES NOT APPLY REPRODUCED OR USED FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF VP REv DATE BY DESCRIPTION TO THE PERFORMANCE OR DESIGN OF ANY BUILDINGS. BUILDER Axthelm Construction JOBNO REMOVAL OR ALTERATION WITHOUT PRIOR AUTHORIZATION IS PROHIBITED. OTHER PRODUCT OR COMPONENT FURNISHED THE GENERAL CONTRACTOR ANDIOR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE GOOD CUSTOMER Arne Zenneck DATE 3.DUE TO MANUFACTURING LIMITATIONS SHORT PANELS MAY REQUIRE BY VP EXCEPT TO ANY DESIGN OR QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN ACCORDANCE WITH THIS DRAWING, 9/22/2022 LOCATION FIELD CUTTING,SEE THE COVERING SCHEDULE FOR CUT LENGTHS. PERFORMANCE REQUIREMENTS SPECIFIED BY DETAILS REFERENCED IN THIS DRAWING,ALL APPLICABLE VP BUILDINGS ERECTION GUIDES,AND Arlington,Washington VP BUILDINGS DRAWNICHECK 4.SEE JOB DETAILS FOR COVERING AND TRIM FASTENER SPECIFICATION. VP. INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION,INCLUDING THE CORRECT USE OF PROJECT VARCO PRUDEN TEMPORARY BRACING. RNW CiStribUtiOn,Inc.BUILDERS P06 A BlueScope Steel Company PAGE NTS VP Quote#210163 Rev3 we VERSION: 2022.2a 40 10/10/2022 15:43:59 rILEN`m'E` vpcl RNW 30 ft h a dMslun m Blu.S-e BuadIN.NOM Amedce,- Covering Schedule Trim Schedule Id Qty Type Start Length Gage OP Fin. Color Direction Id Parts Color Details #3 8 N 25-0 7/8" 26 1 X TS Left to Right T1 (0.9)BA125,(3)BT10 Cool Dark Bronze EN52A1,ENVO03,RCOOAI,WCOIAB,WC04G1 Oper. Code:I=SQ,SQ T2 PCA05A Match Wall Color WC11F1,WC11F4 Finish:E=EXL (Eynar) T3 DFT05,JT05 Cool Dark Bronze WC24A1 Color:TS=Cool Sierra Tan T4 DFT05,HTS05 Cool Dark Bronze WC24A2 T5 TDFH05 Cool Dark Bronze WC24A4 T6 (2)PCAIOA,PCAOSA Match Wall Color NC11F1,WC11F4 T7 CT20,CT05 Match Wall Color WC20A1 T8 ICF20,ICF05 Match Wall Color NC21A1 T9 5CE75,(3)CP510,DN1,(5)DST1 Match Wall Color RC38P1 I I T6 72 T4 24 N N i4 TS TS (4)49 F N N 71 22'-6- BL BL COVERING ELEVATION AT J Fastener Schedule Part Description 0097:84-113 (T-2) #12-14 x 1 1/4 , 5/16•' Hex Ed, SS Cap w/Washer 00:7584-105 (T-2) #12-14 x 1 l/4", 5/16•' Hex Ed, SS Cap w/Washer 0097581-113 (T-1) 1/4-14 x 7/8", 5/16" Hex Ed, SS Cap w/Washer Shape Name=RNW Distribution,Wall=1 1.PRE-DRILLING 1/8 DIAMETER HOLES FOR STRUCTURAL FASTENERS THE VP ENGINEER'S SEAL APPLIES ONLY TO THE THIS DRAWING,INCLUDING THE INFORMATION HEREON,REMAINS THE PROPERTY OF VP BUILDINGS. D VP Buildings MAY BE REQUIRED FOR HEAVY GAGE NESTED ZEE'S AND/OR FASTENERS WORK PRODUCT OF VP AND DESIGN AND IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED IN THE APPLICABLE PURCHASE COVERING ELEVATION AT J TO STRUCTURAL BEAMS PERFORMANCE REQUIREMENTS SPECIFIED BY ORDER AND MAY BE REPRODUCED ONLY FOR THAT PURPOSE.IT SHALL NOT BE MODIFIED, 3200 Players Club Circle Memphis TN 38125 JoexO 2.STEEL PANELS ARE AN INTEGRAL PART OF THE STRUCTURAL SYSTEM. VP.THE VP ENGINEER'S SEAL DOES NOT APPLY REPRODUCED OR USED FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF VP REV DATE BY DESCRIPTION TO THE PERFORMANCE OR DESIGN OF ANY BUILDINGS. BUILDER Axthelm Construction REMOVAL OR ALTERATION WITHOUT PRIOR AUTHORIZATION IS PROHIBITED. OTHER PRODUCT OR COMPONENT FURNISHED THE GENERAL CONTRACTOR ANDIOR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE GOOD CUSTOMER Arne Zenneck DATE 3.DUE TO MANUFACTURING LIMITATIONS SHORT PANELS MAY REQUIRE BY VP EXCEPT TO ANY DESIGN OR QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN ACCORDANCE WITH THIS DRAWING, 9/22/2022 LOCATION FIELD CUTTING,SEE THE COVERING SCHEDULE FOR CUT LENGTHS. PERFORMANCE REQUIREMENTS SPECIFIED BY DETAILS REFERENCED IN THIS DRAWING,ALL APPLICABLE VP BUILDINGS ERECTION GUIDES,AND Arlington,Washington VP BUILDINGS DRANNICHECK 4.SEE JOB DETAILS FOR COVERING AND TRIM FASTENER SPECIFICATION. VP. INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION,INCLUDING THE CORRECT USE OF PROJECT VARCO PRUDEN TEMPORARY BRACING. RNW Cistribution,Inc.BUILDERS PON A BlueScope Steel Company PAGE NTS VP Quote#210163 Rev3 WC VERSION: 2022.2a 41 10/10/2022 15:44:01 rILEN`m'E` vpc1 RNW 30 ft h a dmao"m Blu.S-e BuadlN.NOM America,mo. Covering Schedule Trim Schedule Id Qty Type Start Length Gage OP Fin. Color Increment Direction Id Parts Color Details #4 1 N 30'-3 7/8" 26 1 X TD Left to Right T1 DFT05,JT05 Cool Dark Bronze NC24A1 #5 6 W 29'-1" 26 1 X TD -5 1/4" Right to Left T2 DFT05,HTS05 Cool Dark Bronze WC24A2 #6 7 N 24'-2 3/8" 26 1 X TS 5 1/4" Left to Right T3 TDFH05 Cool Dark Bronze WC24A4 #9 7 W 26'-8 1/8" 26 1 X TS -5 1/4" Left to Right T4 (0.8)BA125,(2)BT10 Cool Dark Bronze EN52Al,ENVO03,RCOOAI,WC01AB,WC04Gl Oper. Code:l=SQ,SQ T5 (1.3)BA125,(4)BT10 Cool Dark Bronze EN52Al,ENV003,RCOOAI,WCOIAB,WC04G1 Finish:X=XXL (Xynar) T6 (2)GAC1024,(2)NLTBIO,NLTBO5,3CS1081L,(3)CSA1081L,(4)CSA2102L Match Wall Color RCSOE2,RC8OE3,RC80G1,RC8OG4,WC12A1 Color:TD=Standard Color T7 GAC1024,(2)NLTB10,(8)CSA2102L,CSA1084L Match Wall Color RC8OE2,RC8OE3,RC80GI,RC80G4,WC12A1 Color:TS=Cool Sierra Tan T8 GAC1024,(2)NLTB10,(8)CSA2102R,CSA1084R Match Wall Color RCSOE2,RC8OE3,RCSOGI,RC8OG4,WC12A1 T9 (2)GAC1024,(2)NLTBIO,NLTBO5,3CS0057R,(6)CSA2102R,CSA006OR Match Wall Color RC8OE2,RC8OE3,RC80GI,RC8OG4,WC12A1 T10 CT20,CT05 Match Wall Color NC20A1 I I T7- re T4 —T9 T2 T2 T2 T2 T2 T2 F F F F F F j4 F F T3 T9 T3 T3 ',T3 T3 (7)44 (7)49 T4 Ts T4 73'-0" BL eL COVERING ELEVATION AT 8 Fastener Schedule Part Description Roof Struct 1 1/4(T-2) #12-14 x 1 1/4", 5/16" Hex Ed, SS Cap w/Washer 0097584-105 (T-2) #12-14 x 1 1/4", 5/16" Hex Ed, SS Cap w/Washer 0097584-113 (T-2) #12-14 x 1 1/4", 5/16" Hex Ed, SS Cap w/Washer Roof Stitch 7/8 :(T-1) 1/4-14 x 7/8", 5/16" Hex Ed, SS Cap w/Washer 0097581-113 (T-1) 1/4-14 x 7/8", 5/16" Hex Ed, SS Cap w/Washer Shape Name=RNW Distribution,Wall=2 1.PRE-DRILLING 1/8 DIAMETER HOLES FOR STRUCTURAL FASTENERS THE VP ENGINEER'S SEAL APPLIES ONLY TO THE THIS DRAWING,INCLUDING THE INFORMATION HEREON,REMAINS THE PROPERTY OF VP BUILDINGS. D VP Buildings MAY BE REQUIRED FOR HEAVY GAGE NESTED ZEE's AND/OR FASTENERS WORK PRODUCT OF VP AND DESIGN AND IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED IN THE APPLICABLE PURCHASE COVERING ELEVATION AT 8 TO STRUCTURAL BEAMS PERFORMANCE REQUIREMENTS SPECIFIED BY ORDER AND MAY BE REPRODUCED ONLY FOR THAT PURPOSE.IT SHALL NOT BE MODIFIED, 3200 Players Club Circle Memphis TN 38125 VP. REV DATE BY DESCRIPTION THE VP ENGINEER'S SEAL DOES NOT APPLY REPRODUCED OR USED FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF VP 2.STEEL PANELS ARE AN INTEGRAL PART OF THE STRUCTURAL SYSTEM. TO THE PERFORMANCE OR DESIGN OF ANY BUILDINGS. BUILDER Axthelm Construction JOBNO REMOVAL OR ALTERATION WITHOUT PRIOR AUTHORIZATION IS PROHIBITED. OTHER PRODUCT OR COMPONENT FURNISHED THE GENERAL CONTRACTOR ANDIOR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE GOOD CUSTOMER Arne Zenneck DATE 3.DUE TO MANUFACTURING LIMITATIONS SHORT PANELS MAY REQUIRE BY VP EXCEPT TO ANY DESIGN OR QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN ACCORDANCE WITH THIS DRAWING, LOCATION 9/22/2022 FIELD CUTTING,SEE THE COVERING SCHEDULE FOR CUT LENGTHS. PERFORMANCE REQUIREMENTS SPECIFIED BY DETAILS REFERENCED IN THIS DRAWING,ALL APPLICABLE VP BUILDINGS ERECTION GUIDES,AND Arlington,Washington VP BUILDINGS DRANWICHECK 4.SEE JOB DETAILS FOR COVERING AND TRIM FASTENER SPECIFICATION. VP. INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION,INCLUDING THE CORRECT USE OF PROJECT VARCO PRUDEN TEMPORARY BRACING. RNW Cistrie#21 ,Inc. A BlueScope Steel Company BUILDERS P09 PAGE NTS VP Quote#210163 Rev3 we VERSION: 2022.2a 42 10/10/2022 15:44:02 rLENAME: vpcl RNW 30 ft h a dma""m BmeS-.BuddlN.N"M Amalw,- Covering Schedule Trim Schedule Id Qty Type Start Length Gage OP Fin. Color Direction Id Parts Color Details #10 26 N 25'-0 7/8" 26 1 K TD Left to Right T1 DFT05,JT05 Cool Dark Bronze WC24A1 #11 9 W 25'-0 7/8" 26 1 K TS Left to Right T2 DFT05,HTS05 Cool Dark Bronze WC24A2 #14 8 W 25'-0 7/8" 26 1 K TS Left to Right T3 TDFH05 Cool Dark Bronze WC24A4 Oper. Code:I=SQ,SQ T4 (1.0)BA125,(3)BT10 Cool Dark Bronze EN52A1,ENVO03,RCOOAI,WC01AB,WC04GI Finish:K=KXL (Kynar) T5 (3.1)BA125,(8)BTIO Cool Dark Bronze EN52A1,ENV003,RCOOAI,WCOIAB,WC04G1 Color:TD=Standard Color T6 (0.9)BA125,(3)BT10 Cool Dark Bronze EN52A1,ENVO03,RCOOAI,WC01AB,WC04G1 Color:TS=Cool Sierra Tan T7 (3)PCAIOA Match Wall Color WC11F1,WC11F4 T8 (8)PCAIOA Match Wall Color WC11F1,WC11F4 T9 (2)PCAIOA,PCA05A Match Wall Color WC11F1,WC11F4 TIO CT20,CT05 Match Wall Color WC20A1 T11 5CE75,(3)CP510,DN1,(5)DST1 Match Wall Color RC38P1 T12 5CE75,(3)CP510,DN1,(5)DSTl Match Wall Color RC38P1 27 TB T9 T2 T2 T2 T2 T2 T2 T2 T2 T2 T2 F F F F F F F T] F F F F F F F F T3 T3 T3 I:. T3 T] T3 T3 T3 (9)fll (26)f10 (6)f14 M N F F T4 TB T6 126•-0" HL BL COVERING ELEVATION AT R Fastener Schedule Part Description Roof Struct 1 1/<(T-2) #12-14x 1 1/4 , 5/16•' Hex Hd, SS Cap w/Washh 00:7 ( ) /16 H E SSCp /W 058 - (T-2) #12-14 x 1 1/4 /16" HexH0o75S4i113 7/8 :(T-2) #12-14 x 1/1/4", 5 d w/w/Wash eeer Ro9f5ttch T1 1/414 78", 5/16" Hex Ed, SSCap Washer 0071-113 T-I) 1/4-14 x rr 7/8", 5/16" Hex Ed, SS Cap w/Washer Shape Name=RNW Distribution,Wall=3 1.PRE-DRILLING 1/8 DIAMETER HOLES FOR STRUCTURAL FASTENERS THE VP ENGINEER'S SEAL APPLIES ONLY TO THE THIS DRAWING,INCLUDING THE INFORMATION HEREON,REMAINS THE PROPERTY OF VP BUILDINGS. D VP Buildings MAY BE REQUIRED FOR HEAVY GAGE NESTED ZEE'S AND/OR FASTENERS WORK PRODUCT OF VP AND DESIGN AND IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED IN THE APPLICABLE PURCHASE COVERING ELEVATION AT R TO STRUCTURAL BEAMS PERFORMANCE REQUIREMENTS SPECIFIED BY ORDER AND MAY BE REPRODUCED ONLY FOR THAT PURPOSE.IT SHALL NOT BE MODIFIED, 3200 Players Club Circle Memphis TN 38125 2.STEEL PANELS ARE AN INTEGRAL PART OF THE STRUCTURAL SYSTEM. VP.THE VP ENGINEER'S SEAL DOES NOT APPLY REPRODUCED OR USED FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF VP REV DATE BY DESCRIPTION BUILDER J08N0 TO THE PERFORMANCE OR DESIGN OF ANY BUILDINGS. Axthelm Construction REMOVAL OR ALTERATION WITHOUT PRIOR AUTHORIZATION IS PROHIBITED. OTHER PRODUCT OR COMPONENT FURNISHED THE GENERAL CONTRACTOR ANDIOR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE GOOD CUSTOMER Arne Zenneck DATE 3.DUE TO MANUFACTURING LIMITATIONS SHORT PANELS MAY REQUIRE BY VP EXCEPT TO ANY DESIGN OR QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN ACCORDANCE WITH THIS DRAWING, LOCATION 9/22/2022 FIELD CUTTING,SEE THE COVERING SCHEDULE FOR CUT LENGTHS. PERFORMANCE REQUIREMENTS SPECIFIED BY DETAILS REFERENCED IN THIS DRAWING,ALL APPLICABLE VP BUILDINGS ERECTION GUIDES,AND Arlington,Washington VP BUILDINGS DRANNICHECK 4.SEE JOB DETAILS FOR COVERING AND TRIM FASTENER SPECIFICATION. VP. INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION,INCLUDING THE CORRECT USE OF PROJECT VARCO PRUDEN TEMPORARY BRACING. RNW Cistribution,Inc.BUILDERS P06 A BlueScope Steel Company PAGE NTS VP Quote#210163 Rev3 WC VERSION: 2022.2a 43 10/10/2022 15:44:03 rLENAME: Vpc1 RNW 30 ft h a dM.I..m Blu.S-e BuadIN.NOM Amalw,- Covering Schedule Trim Schedule Id Qty Typo Start Length Gage OF Fin. Color Increment Direction Id Parts Color Details #15 3 W 241-6 1/2" 26 1 K TD -5 1/4" Right to Left TI DFTI0,JT07 Cool Dark Bronze NC24A1 #16 9 W 22'-5 3/8" 26 1 R TD Right to Left T2 DFT05,HTS05 Cool Dark Bronze WC24A2 #17 2 W 221-6 3/8" 26 1 K TD Right to Left T3 DFTI0,DFT05,JT10,JT05 Cool Dark Bronze NC24A1 #18 1 W 27'-8 3/4" 26 1 R TD Right to Left T4 DFTI2,DFT10,HTS12,HTS10 Cool Dark Bronze WC24A2 #19 6 W 12'-9 1/2" 26 1 K TD -5 1/4" Right to Left T5 (2)DFT10,(2)HTS10 Cool Dark Bronze WC24A2 #20 1 W 24'-8" 26 1 E TD Right to Left T6 DFT05,JT05 Cool Dark Bronze WC24A1 #21 5 W 10'-8 1/8" 26 1 K TD -5 1/4" Right to Left T7 TDFH05 Cool Dark Bronze WC24A4 #22 5 W 10'-0 1/2" 26 1 E TD Right to Left T8 (0.8)BA125,(3)BT10 Cool Dark Bronze EN52A1,ENVO03,RCOOAI,WC01AB,WC04G1 #23 4 W 19'-0 1/4" 26 1 K TD -5 1/4" Right to Left T9 (0.9)BA125,(3)BT10 Cool Dark Bronze EN52A1,ENV003,RCOOAI,WCOIAB,WC04GI #24 7 N 15'-1" 26 1 E TS 5 1/4" Left to Right TIO (0.5)BA125,(2)BT10 Cool Dark Bronze EN52A1,ENVO03,RCOOAI,WC01AB,WC04G1 #25 8 W 21'-7 3/4" 26 1 K TS 5 1/4" Left to Right T11 (0.2)BA125,BT10 Cool Dark Bronze EN52A1,ENV003,RCOOAI,WCOIAB,WC04GI #30 7 N 26'-8 1/8" 26 1 E TS -5 1/4" Left to Right T12 (0.0)BA125,BT10 Cool Dark Bronze EN52A1,ENVO03,RCOOAI,WC01AB,WC04G1 Oper. Code:I=SQ,SQ T13 (O.1)BA125,BT10 Cool Dark Bronze EN52A1,ENV003,RCOOAI,WCOIAB,WC04GI Finish:K=KXL (Rynar) T14 (G)BA125,BT10 Cool Dark Bronze EN52A1,ENVO03,RCOOAI,WC01AB,WC04G1 Color:TD=Standard Color T15 (0.1)BA125,BT10 Cool Dark Bronze EN52A1,ENV003,RCOOAI,WCOIAB,WC04G1 Color:TS=Cool Sierra Tan T16 (0.7)BA125,(2)BT10 Cool Dark Bronze EN52A1,ENVO03,RCOOAI,WC01AB,WC04G1 T17 (0.2)BA125,BT10 Cool Dark Bronze EN52A1,ENV003,RCOOAI,WCOIAB,WC04GI T18 BWA0207,BWC20,(2)BWT110,(2)LTA10,(2)SWRTA2 Match Roof Color RC03A2,RCV104,RCVIOS,RCV420,RCV421,RCV422, RCV450,RCV457,RCV531,WC14A1,WC5OA2 T19 (2)GAC1024,(3)NLTBI0,NLTBOS,(14)CSA2102L,CSA1084L Match Wall Color RCSOE2,RC8OE3,RC80GI,RC8OG4,WC12A1 T20 (2)GAC1024,(2)NLTBI0,NLTBO5,3C32055L,(3)CSA2055L,(4)CSA2102L Match Wall Color RC8OE2,RC8OE3,RC80GI,RC80G4,WC12AI T21 (2)GAC1024,(2)NLTBI0,NLTBOS,(IG)CSA2102L Match Wall Color RCSOE2,RC8OE3,RC80GI,RC8OG4,WC12A1 T22 (2)GAC1024,(2)NLTBIO,NLTBO5,(6)CSA2102L,CSA2084L,3C30057L,CSA0060L Match Wall Color RC8OE2,RC8OE3,RC80GI,RC80G4,WC12AI T23 GAC1024,(2)NLTB10,(8)CSA2102R,CSA1084R Match Wall Color RCSOE2,RC8OE3,RC80GI,RC8OG4,WC12A1 T24 (2)GAC1024,(2)NLTBIO,NLTBO5,3CS1081R,(3)CSA1081R,(4)CSA2102R Match Wall Color RC8OE2,RC8OE3,RC80GI,RCSOG4,WC12A1 T25 CT16 Match Wall Color NC20A1 T26 5CE75,CP510,DN1,(2)DST1 Match Wall Color RC38P1 I I - ---_ _T23 V22 — ry 'Tl Tn_ (s)t1s — T2 T2 T2 T2 120— � w A w (s)f21 n N T] T] w #1# ry ry n ry n ry kry� ry ry n n �+ n ry n (])#10 ry n & 1B rv(#)f25 w #] (6)f16 fl] (1)#16 .. .. (41#23 17}1,224 2 m T2 r2 T2 �• ~ (j)#22 F F F J.7T] FM T16 T37 T9 T34 15 T15 T32 Tip TIl s6'-10" .f—[1� 27'-6 1/2^ i1s•-6^ i 20-0^ " I 12•-5 lie^---�s1-2^ 115'-6" BL eL COVBRING 3LSVATIOM AT 1 3 2'-5 1/2" 2 1'-5" 1 3'-4 1/2" Dimension Key Fastener Schedule Part Description Roof Struct 1/1/<(T-2)) #12-14 1/1/4 •' d /Wash er ( ) Cpw/ Roof 5Stitch 78 : T-1 1/4-14 78 5/16Hexexd SSa Washer 009784-105 T-2 #12-14 1 1/4", 5/16" Hex Hd, SS Cap v/Washer 3 x0097 T-2) #12-14 x 1/1/4" 5/16•eHexB Cap/w/Nasher 00751-1 T-1 1/4-14 78", 16" Hx81 SCap Washer Shape Name=RNW Distribution,Wall=4 1.PRE-DRILLING 1/8 DIAMETER HOLES FOR STRUCTURAL FASTENERS THE VP ENGINEER'S SEAL APPLIES ONLY TO THE THIS DRAWING,INCLUDING THE INFORMATION HEREON,REMAINS THE PROPERTY OF VP BUILDINGS. D VP Buildings MAY BE REQUIRED FOR HEAVY GAGE NESTED ZEE'S AND/OR FASTENERS WORK PRODUCT OF VP AND DESIGN AND IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED IN THE APPLICABLE PURCHASE COVERING ELEVATION AT 1 TO STRUCTURAL BEAMS PERFORMANCE REQUIREMENTS SPECIFIED BY ORDER AND MAY BE REPRODUCED ONLY FOR THAT PURPOSE.IT SHALL NOT BE MODIFIED, 3200 Players Club Circle Memphis TN 38125 VP.THE VP ENGINEER'S SEAL DOES NOT APPLY REPRODUCED OR USED FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF VP JoexO 2.STEEL PANELS ARE AN INTEGRAL PART OF THE STRUCTURAL SYSTEM. REV DATE BY DESCRIPTION TO THE PERFORMANCE OR DESIGN OF ANY BUILDINGS. BUILDER Axthelm Construction REMOVAL OR ALTERATION WITHOUT PRIOR AUTHORIZATION IS PROHIBITED. OTHER PRODUCT OR COMPONENT FURNISHED THE GENERAL CONTRACTOR ANDIOR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE GOOD CUSTOMER Arne Zenneck DATE 3.DUE TO MANUFACTURING LIMITATIONS SHORT PANELS MAY REQUIRE BY VP EXCEPT TO ANY DESIGN OR QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN ACCORDANCE WITH THIS DRAWING, 9/22/2022 LOCATION FIELD CUTTING,SEE THE COVERING SCHEDULE FOR CUT LENGTHS. PERFORMANCE REQUIREMENTS SPECIFIED BY DETAILS REFERENCED IN THIS DRAWING,ALL APPLICABLE VP BUILDINGS ERECTION GUIDES,AND Arlington,Washington VP BUILDINGS DRANeICHECK 4.SEE JOB DETAILS FOR COVERING AND TRIM FASTENER SPECIFICATION. VP. INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION,INCLUDING THE CORRECT USE OF PROJECT VARCO PRUDEN TEMPORARY BRACING. RNW Cistribution,Inc.BUILDERS PON A BlueScope Steel Company PAGE NTS VP Quote#210163 Rev3 WC VERSION: 2022.2a 44 10/10/2022 15:44:04 rILEN`m'E` vpc1 RNW 30 ft h a dmao"m Blu.S-"BuddlN.NOM Amalw,- Covering Schedule Trim Schedule Id Qty Type Start Length Gage OP Fin. Color Direction Id Parts Color Details #38 13 N 15-11 1/2" 26 1 K TO Left to Right TI ICF16 Match Wall Color NC21A1 #39 3 W 14'-51' 26 1 K TO Left to Right T2 DFT05,JT05 Cool Dark Bronze WC24A1 #40 5 W 11 3/4" 26 1 K TO Left to Right T3 DFT05,HTS05 Cool Dark Bronze WC24A2 #41 2 W 6'-4 1/2" 26 1 K TO Left to Right T4 TDFH05 Cool Dark Bronze WC24A4 #42 9 W 15-11 1/2" 26 1 K TS Left to Right T5 DFTI0,JT10 Cool Dark Bronze WC24A1 #43 9 W 15'-11 1/21• 26 1 K TS Left to Right T6 DFTI0,HTS10 Cool Dark Bronze WC24A2 Oper. Code:l=SQ,SQ T7 BA125,(3)BT10 Cool Dark Bronze EN52A1,ENV003,RCOOAI,WCOIAB,WC04GI Finish:K=KXL (Kynar) T8 (1.2)BA125,(3)BT10 Cool Dark Bronze EN52A1,ENVO03,RCOOAI,WC01AB,WC04G1 Color:TD=Standard Color T9 (0.2)BA125,BT10 Cool Dark Bronze EN52A1,ENV003,RCOOAI,WCOIAB,WC04GI Color:TS=Cool Sierra Tan TIO (0.1)BA125,BT10 Cool Dark Bronze EN52A1,ENVO03,RCOOAI,WC01AB,WC04G1 TI1 (0.2)BA125,BT10 Cool Dark Bronze EN52A1,ENV003,RCOOAI,WCOIAB,WC04GI T12 (1.0)BA125,(3)BT10 Cool Dark Bronze EN52A1,ENVO03,RCOOAI,WC01AB,WC04G1 T13 (3)PCAIOA Match Wall Color WCIIFI,WC11F4 T14 (5)PCAIOA,PCAOSA Match Wall Color NC11F1,WC11F4 T15 CT16 Match Wall Color WC20A1 T16 5CE75,(2)CP510,DN1,(4)DST1 Match Wall Color RC38P1 T17 5CE75,(2)CP510,DN1,(4)DST1 Match Wall Color RC38P1 T18 BWA0207,BWC20,(2)BWT110,(2)LTA10,(2)SWRTA3 Match Roof Color RC03A2,RCV104,RCV105,RCV420,RCV421,RCV422, RCV451,RCV457,RCV531,WC14A1,WC5OA2 I I 213 T14 T13 (a)i40 1e (2)#41 T6 (9)#42 (30)#311 (9)i]B (9)#43 ,4 73 13 (2)#39 #39 T] .1 T] H N F F F F T4 T4 T4 N M N T7 TB T9 T10 T11 T12 39'-6" F101-0" I 34'-0" 103'-6" aL sL COVERING ELEVATION AT B Fastener Schedule Part Description Roof Struct 1 1/<(T-2) #12-14 x 1 1/4", 5/16" Hex Hd, SS Cap w/Washer 0097584-105 (T-2) #12-14 x 1 1/4 , 5/16•' Hex Hd, SS Cap w/Washer Roof Stitch 7/8 :(T-1) 1/4-14 x 7/8", 5/16" Hex Hd, SS Cap w/W ash er 0097584-113 (T-2) #12-14 x 1 1/4", 5/16•' Hex Hd, SS Cap w/Washer 0097581-113 (T-1) 1/4-14 x 7/8", 5/16•' Hex Hd, SS Cap w/Washer Shape Name=RNW Distribution,Wall=5 1.PRE-DRILLING 1/8 DIAMETER HOLES FOR STRUCTURAL FASTENERS THE VP ENGINEER'S SEAL APPLIES ONLY TO THE THIS DRAWING,INCLUDING THE INFORMATION HEREON,REMAINS THE PROPERTY OF VP BUILDINGS. D VP Buildings MAY BE REQUIRED FOR HEAVY GAGE NESTED ZEE'S AND/OR FASTENERS WORK PRODUCT OF VP AND DESIGN AND IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED IN THE APPLICABLE PURCHASE COVERING ELEVATION AT B(a TO STRUCTURAL BEAMS PERFORMANCE REQUIREMENTS SPECIFIED BY ORDER AND MAY BE REPRODUCED ONLY FOR THAT PURPOSE.IT SHALL NOT BE MODIFIED, 3200 Players Club Circle Memphis TN 38125 ` VP.THE VP ENGINEER'S SEAL DOES NOT APPLY REPRODUCED OR USED FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF VP JOBNO 2.STEEL PANELS ARE AN INTEGRAL PART OF THE STRUCTURAL SYSTEM. REV DATE BY DESCRIPTION TO THE PERFORMANCE OR DESIGN OF ANY BUILDINGS. BUILDER Axthelm Construction REMOVAL OR ALTERATION WITHOUT PRIOR AUTHORIZATION IS PROHIBITED. OTHER PRODUCT OR COMPONENT FURNISHED THE GENERAL CONTRACTOR ANDIOR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE GOOD CUSTOMER Arne Zenneck DATE 3.DUE TO MANUFACTURING LIMITATIONS SHORT PANELS MAY REQUIRE BY VP EXCEPT TO ANY DESIGN OR QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN ACCORDANCE WITH THIS DRAWING, 9/22/2022 LOCATION FIELD CUTTING,SEE THE COVERING SCHEDULE FOR CUT LENGTHS. PERFORMANCE REQUIREMENTS SPECIFIED BY DETAILS REFERENCED IN THIS DRAWING,ALL APPLICABLE VP BUILDINGS ERECTION GUIDES,AND Adington,Washington VP BUILDINGS DRANWICHECK 4.SEE JOB DETAILS FOR COVERING AND TRIM FASTENER SPECIFICATION. VP. INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION,INCLUDING THE CORRECT USE OF PROJECT VARCO PRUDEN TEMPORARY BRACING. RNW Cistribution,Inc.BUILDERS POO A BlueScope Steel Company PAGE NTS VP Quote#210163 Rev3 WC VERSION: 2022.2a 45 10/10/2022 15:44:06 rILEN`m'E` vpc1 RNW 30 ft h a dmao"m Blu.S-e BuadlN.NOM Amalw,- Covering Schedule Trim Schedule Id Qty Type Start Length Gage OP Fin. Color Increment Direction Id Parts Color Details #45 15 W 23'-9 1/8" 26 1 H TD -5 1/4" Left to Right TI DFT05,JT05 Cool Dark Bronze WC24A1 #46 7 W 17'-6 3/4" 26 1 E TS -5 1/4" Left to Right T2 DFT05,HTS05 Cool Dark Bronze WC24A2 Oper. Code:1=SQ,SQ T3 TDFH05 Cool Dark Bronze WC24A4 Finish:K=KXL (Kynar) T4 DFTI0,JT07 Cool Dark Bronze WC24Al Color:TD=Standard Color T5 (0.8)BA125,(2)BTIO Cool Dark Bronze EN52Al,ENV003,RCOOAI,WCOIAB,WC04GI Color:TS=Cool Sierra Tan T6 (0.2)BA125,BT10 Cool Dark Bronze EN52A1,ENVO03,RCOOAI,WC01AB,WC04G1 T7 (1.4)BA125,(4)BTIO Cool Dark Bronze EN52Al,ENV003,RCOOAI,WCOIAB,WC04GI T8 (3)GAC1024,(4)NLTBI0,NLTBO5,(16)CSA2102R,CSA2084R, Match Wall Color RCSOE2,RC8OE3,RC80GI,RC8OG4,WC12A1 T9 (2)GAC1024,(2)NLTBI0,NLTBO5,3CS2055R,(3)CSA2055R,(4)CSA2102R Match Wall Color RC8OE2,RC8OE3,RC80GI,RCBOG4,WC12AI I I T2 T2 22 T2 - -T9 T3 T3 T3 TS (15)#45 T2 (7)#46 F N T6 T7 TS 1 55-0• 2 3'-4 1/2" 62-6" 1 4'-1 1/2" Bc Ba Dimension Key COVERING ELEVATION AT 7 Fastener Schedule Part Description Roof Struct 1 1/4(T-2) #12-14 x 1 1/4", 5/16" Hex Ed, SS Cap w/Washer 0097584-105 (T-2) #12-14 x 1 1/4", 5/16" Hex Ed, SS Cap w/Washer 0097584-113 (T-2) #12-14 x 1 1/4", 5/16" Hex Ed, SS Cap w/Washer Roof Stitch 7/8 :(T-1) 1/4-14 x 7/8", 5/16" Hex Ed, SS Cap w/Washer 0097581-113 (T-1) 1/4-14 x 7/8", 5/16" Hex Ed, SS Cap w/Washer Shape Name=RNW Distribution,Wall=6 1.PRE-DRILLING 1/8 DIAMETER HOLES FOR STRUCTURAL FASTENERS THE VP ENGINEER'S SEAL APPLIES ONLY TO THE THIS DRAWING,INCLUDING THE INFORMATION HEREON,REMAINS THE PROPERTY OF VP BUILDINGS. D VP Buildings MAY BE REQUIRED FOR HEAVY GAGE NESTED ZEE's AND/OR FASTENERS WORK PRODUCT OF VP AND DESIGN AND IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED IN THE APPLICABLE PURCHASE COVERING ELEVATION AT 7 TO STRUCTURAL BEAMS PERFORMANCE REQUIREMENTS SPECIFIED BY ORDER AND MAY BE REPRODUCED ONLY FOR THAT PURPOSE.IT SHALL NOT BE MODIFIED, 3200 Players Club Circle Memphis TN 38125 VP. REV DATE BY DESCRIPTION THE VP ENGINEER'S SEAL DOES NOT APPLY REPRODUCED OR USED FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF VP 2.STEEL PANELS ARE AN INTEGRAL PART OF THE STRUCTURAL SYSTEM. TO THE PERFORMANCE OR DESIGN OF ANY BUILDINGS. BUILDER Axthelm Construction JOBNO REMOVAL OR ALTERATION WITHOUT PRIOR AUTHORIZATION IS PROHIBITED. OTHER PRODUCT OR COMPONENT FURNISHED THE GENERAL CONTRACTOR ANDIOR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE GOOD CUSTOMER Arne Zenneck DATE 3.DUE TO MANUFACTURING LIMITATIONS SHORT PANELS MAY REQUIRE BY VP EXCEPT TO ANY DESIGN OR QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN ACCORDANCE WITH THIS DRAWING, LOCATION 9/22/2022 FIELD CUTTING,SEE THE COVERING SCHEDULE FOR CUT LENGTHS. PERFORMANCE REQUIREMENTS SPECIFIED BY DETAILS REFERENCED IN THIS DRAWING,ALL APPLICABLE VP BUILDINGS ERECTION GUIDES,AND Arlington,Washington VP BUILDINGS DRANWICHECK 4.SEE JOB DETAILS FOR COVERING AND TRIM FASTENER SPECIFICATION. VP. INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION,INCLUDING THE CORRECT USE OF PROJECT VARCO PRUDEN TEMPORARY BRACING. RNW Cistrie#21 ,Inc. A BlueScope Steel Company BUILDERS P05 PAGE NTS VP Quote#210163 ReV3 we vERsloN: 2022.2a 46 10/10/2022 15:44:07 rILEN`m'E` Vpc1 RNW 30fth adma""mBmeS-.BuddlN.N"MAmalce,- Covering Schedule Trim Schedule Id Qty Type Start Length Gage OP Fin. Color Direction Id Parts Color Details #59 11 N 28-7 3/4" 26 1 K TD Left to Right T1 (1.2)BA125 Match Wall Color EN52Al,ENVO03,RCOOAI,WCOIAD,WC04G1 Oper. Code:l=SQ,SQ T2 (2)HT12,HT05 Match Wall Color WC64C7,WC8OGI,WCSOH2,WCBOJ2,WC8OK2 Finish:K=KXL (Kynar) T3 (2)HT12,HT05,CSF1082,(2)CSA2092R,CSA1082R,(6)CSA2102R,CSA3051R,CSF3Match Wall Color NC64C7,WC8OG1,WC80H2,WC8OJ2,WC8OK2 Color:TD=Standard Color I I q. (11)4B9 N rl 126'-4" BL BL COVERING ELEVATION AT M Fastener Schedule Part Description Roof Struct 1/1/<(T-2)) #12-14 1/1/4 /16" ex , SSSaCaw/Wv/Washer Roof Stitch 78 :(T1 1/414 78 , 5/16" HHHC p asher Shape Name=RNW Distribution,Wall=1 1.PRE-DRILLING 1/8 DIAMETER HOLES FOR STRUCTURAL FASTENERS THE VP ENGINEER'S SEAL APPLIES ONLY TO THE THIS DRAWING,INCLUDING THE INFORMATION HEREON,REMAINS THE PROPERTY OF VP BUILDINGS. D VP Buildings MAY BE REQUIRED FOR HEAVY GAGE NESTED ZEE's AND/OR FASTENERS WORK PRODUCT OF VP AND DESIGN AND IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED IN THE APPLICABLE PURCHASE COVERING ELEVATION AT M TO STRUCTURAL BEAMS PERFORMANCE REQUIREMENTS SPECIFIED BY ORDER AND MAY BE REPRODUCED ONLY FOR THAT PURPOSE.IT SHALL NOT BE MODIFIED, 3200 Players Club Circle Memphis TN 38125 2.STEEL PANELS ARE AN INTEGRAL PART OF THE STRUCTURAL SYSTEM. VP.THE VP ENGINEER'S SEAL DOES NOT APPLY REPRODUCED OR USED FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF VP TO THE PERFORMANCE OR DESIGN OF ANY BUILDINGS. REV DATE BY DESCRIPTION BUILDER Axthelm Construction JOBNO REMOVAL OR ALTERATION WITHOUT PRIOR AUTHORIZATION IS PROHIBITED. OTHER PRODUCT OR COMPONENT FURNISHED THE GENERAL CONTRACTOR ANDIOR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE GOOD CUSTOMER Arne Zenneck DATE 3.DUE TO MANUFACTURING LIMITATIONS SHORT PANELS MAY REQUIRE BY VP EXCEPT TO ANY DESIGN OR QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN ACCORDANCE WITH THIS DRAWING, 9/22/2022 LOCATION FIELD CUTTING,SEE THE COVERING SCHEDULE FOR CUT LENGTHS. PERFORMANCE REQUIREMENTS SPECIFIED BY DETAILS REFERENCED IN THIS DRAWING,ALL APPLICABLE VP BUILDINGS ERECTION GUIDES,AND Arlington,Washington VP BUILDINGS DRANWICHECK 4.SEE JOB DETAILS FOR COVERING AND TRIM FASTENER SPECIFICATION. VP. INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION,INCLUDING THE CORRECT USE OF PROJECT VARCO PRUDEN TEMPORARY BRACING. RNW Cistribution,Inc.BUILDERS PON A BlueScope Steel Company PAGE NTS VP Quote#210163 Rev3 WC VERSION: 2022.2a 47 10/10/2022 15:44:09 `RENAME: vpc1 RNW 30 ft h a dmao"m BmeS-.BuddlN.NOM Amalw,- Covering Schedule Trim Schedule Id Qty Type Start Length Gage OP Fin. Color Increment Direction Id Parts Color Details #60 2 N 24-11 7/8" 26 1 K TD 5 1/4" Left to Right T1 DFTI0,JT10 Cool Dark Bronze WC24A1 #61 2 W 15'-10 3/81• 26 1 K TD 5 1/4" Left to Right T2 DFT10,HTS10 Cool Dark Bronze WC24A2 #62 3 W 26'-8 7/8" 26 1 K TD 5 1/4" Left to Right T3 HT14,HT12,CSF2042,(2)CSA2012R,CSA2042R,(6)CSA2102R,CSA1115R,CSF1115Match Wall Color WC64C7,WC8OG1,NCSOH2,WC8OJ2,WC8OK2 Oper. Code:I=SQ,SQ T4 (0.2)BA125 Match Wall Color EN52A1,ENVO03,RCOOAI,WC01AD,WC04G1 Finish:K=KXL (Kynar) T5 (0.4)BA125 Match Wall Color EN52A1,ENV003,RCOOAI,WCOIAD,WC04G1 Color:TD=Standard Color T6 (2)GAC1024,(2)NLTBI0,NLTBOS,(8)CSA2102L Match Wall Color RCSOE2,RC8OE3,RC80G1,RC8OG4,WC12A2 I I T6 — — „(2)#61 e n (3)#62 (2)#60 22 N T9 23 T4 133•-6" BL aL COVERING ELEVATION AT 3 Fastener Schedule Part Description Roof Struct 1 1/4(T-2) #12-14 x 1 1/4", 5/16" Hex Ed, SS Cap w/Washer 0097584-105 (T-2) #12-14 x 1 1/4 , 5/16" Hex Ed, SS Cap w/Washer Roof Stitch 7/8 :(T-1) 1/4-14 x 7/8", 5/16" Hex Ed, SS Cap w/Washer Shape Name=RNW Distribution,Wall=2 1.PRE-DRILLING 1/8 DIAMETER HOLES FOR STRUCTURAL FASTENERS THE VP ENGINEER'S SEAL APPLIES ONLY TO THE THIS DRAWING,INCLUDING THE INFORMATION HEREON,REMAINS THE PROPERTY OF VP BUILDINGS. D VP Buildings MAY BE REQUIRED FOR HEAVY GAGE NESTED ZEE's AND/OR FASTENERS WORK PRODUCT OF VP AND DESIGN AND IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED IN THE APPLICABLE PURCHASE COVERING ELEVATION AT 3(a) TO STRUCTURAL BEAMS PERFORMANCE REQUIREMENTS SPECIFIED BY ORDER AND MAY BE REPRODUCED ONLY FOR THAT PURPOSE.IT SHALL NOT BE MODIFIED, 3200 Players Club Circle Memphis TN 38125 2.STEEL PANELS ARE AN INTEGRAL PART OF THE STRUCTURAL SYSTEM. VP.THE VP ENGINEER'S SEAL DOES NOT APPLY REPRODUCED OR USED FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF VP TO THE PERFORMANCE OR DESIGN OF ANY BUILDINGS. REV DATE BY DESCRIPTION BUILDER Axthelm Construction JOBNO REMOVAL OR ALTERATION WITHOUT PRIOR AUTHORIZATION IS PROHIBITED. OTHER PRODUCT OR COMPONENT FURNISHED THE GENERAL CONTRACTOR ANDIOR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE GOOD CUSTOMER Arne Zenneck DATE 3.DUE TO MANUFACTURING LIMITATIONS SHORT PANELS MAY REQUIRE BY VP EXCEPT TO ANY DESIGN OR QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN ACCORDANCE WITH THIS DRAWING, 9/22/2022 LOCATION FIELD CUTTING,SEE THE COVERING SCHEDULE FOR CUT LENGTHS. PERFORMANCE REQUIREMENTS SPECIFIED BY DETAILS REFERENCED IN THIS DRAWING,ALL APPLICABLE VP BUILDINGS ERECTION GUIDES,AND Arlington,Washington VP BUILDINGS DRANNICHECK 4.SEE JOB DETAILS FOR COVERING AND TRIM FASTENER SPECIFICATION. VP. INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION,INCLUDING THE CORRECT USE OF PROJECT VARCO PRUDEN TEMPORARY BRACING. RNW CistribUtiOn,Inc,BUILDERS P03 A BlueScope Steel Company PAGE NTS VP Quote#210163 Rev3 we VERSION: 2022.2a qg 10/10/2022 15:44:10 `RENAME: vpcl RNW 30 ft h a dmao"m BmeS-.BuddlN.NOM Amalce,- Covering Schedule Trim Schedule Id Qty Type Start Length Gage OP Fin. Color Direction Id Parts Color Details #63 11 N 25-8 3/4" 26 1 K TD Left to Right TI (1.2)BA125 Match Wall Color EN52A1,ENVO03,RCOOAI,WCOIAD,WC04G1 Oper. Code:I=SQ,SQ T2 HT14,HT12,CSF9012,(2)CSA2102R,CSA9012R,CSA1115R,CSF1115 Match Wall Color WC64C7,WC8OGI,WCSOH2,WCBOJ2,WC8OK2 Finish:K=KXL (Kynar) Color:TD=Standard Color (11)469 F rl 126'-4" aL aL COVERING ELEVATION AT E Fastener Schedule Part Description Roof Struct 1/1/<(T-2)) #12-14 1/1/4 /1 6" ex , SSSaCaw/Wv/Washer Roof Stitch 78 :(T1 1/414 78 , 5/16" HHHC p asher Shape Name=RNW Distribution,Wall=3 1.PRE-DRILLING 1/8 DIAMETER HOLES FOR STRUCTURAL FASTENERS THE VP ENGINEER'S SEAL APPLIES ONLY TO THE THIS DRAWING,INCLUDING THE INFORMATION HEREON,REMAINS THE PROPERTY OF VP BUILDINGS. D VP Buildings MAY BE REQUIRED FOR HEAVY GAGE NESTED ZEE's AND/OR FASTENERS WORK PRODUCT OF VP AND DESIGN AND IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED IN THE APPLICABLE PURCHASE COVERING ELEVATION AT K TO STRUCTURAL BEAMS PERFORMANCE REQUIREMENTS SPECIFIED BY ORDER AND MAY BE REPRODUCED ONLY FOR THAT PURPOSE.IT SHALL NOT BE MODIFIED, 3200 Players Club Circle Memphis TN 38125 2.STEEL PANELS ARE AN INTEGRAL PART OF THE STRUCTURAL SYSTEM. VP.THE VP ENGINEER'S SEAL DOES NOT APPLY REPRODUCED OR USED FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF VP TO THE PERFORMANCE OR DESIGN OF ANY BUILDINGS. REV DATE BY DESCRIPTION BUILDER Axthelm Construction JOBNO REMOVAL OR ALTERATION WITHOUT PRIOR AUTHORIZATION IS PROHIBITED. OTHER PRODUCT OR COMPONENT FURNISHED THE GENERAL CONTRACTOR ANDIOR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE GOOD CUSTOMER Arne Zenneck DATE 3.DUE TO MANUFACTURING LIMITATIONS SHORT PANELS MAY REQUIRE BY VP EXCEPT TO ANY DESIGN OR QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN ACCORDANCE WITH THIS DRAWING, 9/22/2022 LOCATION FIELD CUTTING,SEE THE COVERING SCHEDULE FOR CUT LENGTHS. PERFORMANCE REQUIREMENTS SPECIFIED BY DETAILS REFERENCED IN THIS DRAWING,ALL APPLICABLE VP BUILDINGS ERECTION GUIDES,AND Arlington,Washington VP BUILDINGS DRANWICHECK 4.SEE JOB DETAILS FOR COVERING AND TRIM FASTENER SPECIFICATION. VP. INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION,INCLUDING THE CORRECT USE OF PROJECT VARCO PRUDEN TEMPORARY BRACING. RNW Cistribution,Inc.BUILDERS PON A BlueScope Steel Company PAGE NTS VP Quote#210163 Rev3 WC VERSION: 2022.2a 49 10/10/2022 15:44:11 `RENAME: vpcl RNW 30 ft h a dmao"m BmeS-.BuddlN.NOM Amalw,- Trim Schedule Id Parts Color Details T1 RFR10-130,RKF10,RSB10,RSC10,STC10A Cool Dark Bronze RC10A2,RC30AQ I I =L HL aL COVERING ELEVATION AT 3 Shape Name=Entry Canopy-MAIN,Wall=1 1.PRE-DRILLING 1/8 DIAMETER HOLES FOR STRUCTURAL FASTENERS THE VP ENGINEER'S SEAL APPLIES ONLY TO THE THIS DRAWING,INCLUDING THE INFORMATION HEREON,REMAINS THE PROPERTY OF VP BUILDINGS. D VP Buildings MAY BE REQUIRED FOR HEAVY GAGE NESTED ZEE'S AND/OR FASTENERS WORK PRODUCT OF VP AND DESIGN AND IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED IN THE APPLICABLE PURCHASE COVERING ELEVATION AT 3(b) TO STRUCTURAL BEAMS PERFORMANCE REQUIREMENTS SPECIFIED BY ORDER AND MAY BE REPRODUCED ONLY FOR THAT PURPOSE.IT SHALL NOT BE MODIFIED, 3200 Players Club Circle Memphis TN 38125 VP.THE VP ENGINEER'S SEAL DOES NOT APPLY REPRODUCED OR USED FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF VP 2.STEEL PANELS ARE AN INTEGRAL PART OF THE STRUCTURAL SYSTEM. TO THE PERFORMANCE OR DESIGN OF ANY BUILDINGS. REV DATE BY DESCRIPTION BUILDER Axthelm Construction JOBNO CONTRACTOR ANDIOR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE GOOD REMOVAL OR ALTERATION WITHOUT PRIOR AUTHORIZATION IS PROHIBITED. OTHER PRODUCT OR COMPONENT FURNISHED THE GENERAL CUSTOMER Arne Zenneck DATE 3.DUE TO MANUFACTURING LIMITATIONS SHORT PANELS MAY REQUIRE BY VP EXCEPT TO ANY DESIGN OR QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN ACCORDANCE WITH THIS DRAWING, LOCATION 9/22/2022 FIELD CUTTING,SEE THE COVERING SCHEDULE FOR CUT LENGTHS. PERFORMANCE REQUIREMENTS SPECIFIED BY DETAILS REFERENCED IN THIS DRAWING,ALL APPLICABLE VP BUILDINGS ERECTION GUIDES,AND Arlington,Washington VP BUILDINGS DRAWNICHECK 4.SEE JOB DETAILS FOR COVERING AND TRIM FASTENER SPECIFICATION. VP. INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION,INCLUDING THE CORRECT USE OF PROJECT VARCO PRUDEN TEMPORARY BRACING. RNW Cistrte#21n,63Inc A BI-Scope Steel Company BUILDERS PON PAGE NTS VP Quote#210163 Rev3 we VERSION: 2022.2a 50 10/10/2022 15:44:12 rLENAME: vpcl RNW 30 ft h a dmao.m BmeS-.BuddIN.NOM Amalw,- Trim Schedule Id Parts Color Details T1 (2)1SF23,EG203,(11)STR4,(2)GRA10 Cool Dark Bronze RC03A2,RC38E2,RCV046,RCV324,RCV536 T2 5CE75,(2)CP510,DN1,(3)DST1 Match Nall Color RC38P1 I I x1 OIP— F F � 18'-6• I BL aL COVERING ELEVATION AT A Shape Name=Entry Canopy-MAIN,Wall=2 1.PRE-DRILLING 1/8 DIAMETER HOLES FOR STRUCTURAL FASTENERS THE VP ENGINEER'S SEAL APPLIES ONLY TO THE THIS DRAWING,INCLUDING THE INFORMATION HEREON,REMAINS THE PROPERTY OF VP BUILDINGS. D VP Buildings MAY BE REQUIRED FOR HEAVY GAGE NESTED ZEE'S AND/OR FASTENERS WORK PRODUCT OF VP AND DESIGN AND IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED IN THE APPLICABLE PURCHASE COVERING ELEVATION AT A TO STRUCTURAL BEAMS PERFORMANCE REQUIREMENTS SPECIFIED BY ORDER AND MAY BE REPRODUCED ONLY FOR THAT PURPOSE.IT SHALL NOT BE MODIFIED, 3200 Players Club Circle Memphis TN 38125 VP.THE VP ENGINEER'S SEAL DOES NOT APPLY REPRODUCED OR USED FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF VP 2.STEEL PANELS ARE AN INTEGRAL PART OF THE STRUCTURAL SYSTEM. TO THE PERFORMANCE OR DESIGN OF ANY BUILDINGS. REV DATE BY DESCRIPTION BUILDER Axthelm Construction JOBNO CONTRACTOR ANDIOR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE GOOD REMOVAL OR ALTERATION WITHOUT PRIOR AUTHORIZATION IS PROHIBITED. OTHER PRODUCT OR COMPONENT FURNISHED THE GENERAL CUSTOMER Arne Zenneck DATE 3.DUE TO MANUFACTURING LIMITATIONS SHORT PANELS MAY REQUIRE BY VP EXCEPT TO ANY DESIGN OR QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN ACCORDANCE WITH THIS DRAWING, LOCATION 9/22/2022 FIELD CUTTING,SEE THE COVERING SCHEDULE FOR CUT LENGTHS. PERFORMANCE REQUIREMENTS SPECIFIED BY DETAILS REFERENCED IN THIS DRAWING,ALL APPLICABLE VP BUILDINGS ERECTION GUIDES,AND Arlington,Washington VP BUILDINGS DRANNICHECK 4.SEE JOB DETAILS FOR COVERING AND TRIM FASTENER SPECIFICATION. VP. INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION,INCLUDING THE CORRECT USE OF PROJECT VARCO PRUDEN TEMPORARY BRACING. RNW Cistrte#21n,Inc63 A BlueScope Steel Company BUILDERS PON PAGE NTS VP Quote#210163 Rev3 we VERSION: 2022.2a 51 10/10/2022 15:44:13 rILEN`m'E` vpcl RNW 30 ft h a dmao.m BmeS-.BuddlN.NOM Amalw,- Trim Schedule Id Parts Color Details T1 RFR10-130,RKF10,RSB10,RSC10,STC10A Cool Dark Bronze RC10A2,RC30AQ I I 4y HL aL COVERING ELEVATION AT 4 Shape Name=Entry Canopy-MAIN,Wall=3 1.PRE-DRILLING 1/8 DIAMETER HOLES FOR STRUCTURAL FASTENERS THE VP ENGINEER'S SEAL APPLIES ONLY TO THE THIS DRAWING,INCLUDING THE INFORMATION HEREON,REMAINS THE PROPERTY OF VP BUILDINGS. D VP Buildings MAY BE REQUIRED FOR HEAVY GAGE NESTED ZEE'S AND/OR FASTENERS WORK PRODUCT OF VP AND DESIGN AND IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED IN THE APPLICABLE PURCHASE COVERING ELEVATION AT 4 TO STRUCTURAL BEAMS PERFORMANCE REQUIREMENTS SPECIFIED BY ORDER AND MAY BE REPRODUCED ONLY FOR THAT PURPOSE.IT SHALL NOT BE MODIFIED, 3200 Players Club Circle Memphis TN 38125 VP.THE VP ENGINEER'S SEAL DOES NOT APPLY REPRODUCED OR USED FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF VP 2.STEEL PANELS ARE AN INTEGRAL PART OF THE STRUCTURAL SYSTEM. TO THE PERFORMANCE OR DESIGN OF ANY BUILDINGS. REV DATE BY DESCRIPTION BUILDER Axthelm Construction JOBNO CONTRACTOR ANDIOR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE GOOD REMOVAL OR ALTERATION WITHOUT PRIOR AUTHORIZATION IS PROHIBITED. OTHER PRODUCT OR COMPONENT FURNISHED THE GENERAL CUSTOMER Arne Zenneck DATE 3.DUE TO MANUFACTURING LIMITATIONS SHORT PANELS MAY REQUIRE BY VP EXCEPT TO ANY DESIGN OR QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN ACCORDANCE WITH THIS DRAWING, LOCATION 9/22/2022 FIELD CUTTING,SEE THE COVERING SCHEDULE FOR CUT LENGTHS. PERFORMANCE REQUIREMENTS SPECIFIED BY DETAILS REFERENCED IN THIS DRAWING,ALL APPLICABLE VP BUILDINGS ERECTION GUIDES,AND Arlington,Washington VP BUILDINGS DRAWNICHECK 4.SEE JOB DETAILS FOR COVERING AND TRIM FASTENER SPECIFICATION. VP. INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION,INCLUDING THE CORRECT USE OF PROJECT VARCO PRUDEN TEMPORARY BRACING. RNW Cistrte#21n,63Inc A BI-Scope Steel Company BUILDERS PON PAGE NTS VP Quote#210163 Rev3 we VERSION: 2022.2a 52 10/10/2022 15:44:14 rLENAME: vpcl RNW 30 ft h a dmao.m BmeS-.BuddIN.NOM Amalw,- 4 Q Op.a=nq 2 BL BL COVERING ELEVATION AT B Shape Name=Entry Canopy-MAIN,Wall=4 1.PRE-DRILLING 1/8 DIAMETER HOLES FOR STRUCTURAL FASTENERS THE VP ENGINEER'S SEAL APPLIES ONLY TO THE THIS DRAWING,INCLUDING THE INFORMATION HEREON,REMAINS THE PROPERTY OF VP BUILDINGS. D VP Buildings MAY BE REQUIRED FOR HEAVY GAGE NESTED ZEE'S AND/OR FASTENERS WORK PRODUCT OF VP AND DESIGN AND IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED IN THE APPLICABLE PURCHASE COVERING ELEVATION AT B(b TO STRUCTURAL BEAMS PERFORMANCE REQUIREMENTS SPECIFIED BY ORDER AND MAY BE REPRODUCED ONLY FOR THAT PURPOSE.IT SHALL NOT BE MODIFIED, 3200 Players Club Circle Memphis TN 38125 ` VP.THE VP ENGINEER'S SEAL DOES NOT APPLY REPRODUCED OR USED FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF VP 2.STEEL PANELS ARE AN INTEGRAL PART OF THE STRUCTURAL SYSTEM. TO THE PERFORMANCE OR DESIGN OF ANY BUILDINGS. REV DATE BY DESCRIPTION BUILDER Axthelm Construction JOBNO CONTRACTOR ANDIOR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE GOOD REMOVAL OR ALTERATION WITHOUT PRIOR AUTHORIZATION IS PROHIBITED. OTHER PRODUCT OR COMPONENT FURNISHED THE GENERAL CUSTOMER Arne Zenneck DATE 3.DUE TO MANUFACTURING LIMITATIONS SHORT PANELS MAY REQUIRE BY VP EXCEPT TO ANY DESIGN OR QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN ACCORDANCE WITH THIS DRAWING, LOCATION 9/22/2022 FIELD CUTTING,SEE THE COVERING SCHEDULE FOR CUT LENGTHS. PERFORMANCE REQUIREMENTS SPECIFIED BY DETAILS REFERENCED IN THIS DRAWING,ALL APPLICABLE VP BUILDINGS ERECTION GUIDES,AND Arlington,Washington VP BUILDINGS DRANMICHECK 4.SEE JOB DETAILS FOR COVERING AND TRIM FASTENER SPECIFICATION. VP. INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION,INCLUDING THE CORRECT USE OF PROJECT VARCO PRUDEN TEMPORARY BRACING. RNW Cistribution,Inc. A BlueScope Steel Company BUILDERS IPAGE NTS VP Quote#210163 ReV3 WC VERSION: 2022.2a 53 10/10/2022 15:44:15 rILEN`m'E` Vpc1 RNW 30fth admao.mBmeS-.BuddIN.NOMAmalw,- Wall Liner Schedule Trim Schedule Id Qty Type Length Gage OP Finish Color Increment Direction Id Parts Color Details #26 1 PR 14-8 3/4" 26 1 X TO Left to Right From Peak T1 HT12,HT05 Match Soffit Color FC26A1 #27 5 PR 13'-3 1/2" 26 1 R TO -5 1/4" Left to Right From Peak T2 LTA05 Match Wall Color WC61A7,WCV060 #28 1 PR 21'-9 3/4^ 26 1 E TO Left to Right From Peak T3 JT05 Match Wall Color WC24A1,WCV06O #29 2 PR 11'-8" 26 1 R TO -5 1/4" Left to Right From Peak T4 (2)HTL10 Match Wall Color WC25A3,WCV060 Oper. Code:l=SQ,SQ T5 (3)JT10 Match Wall Color WC61A9 Finish:X=XXL (Xynar) T6 GAD1060,NLTB10 Match Wall Color WC61A3,WCV06O Color:TD=Standard Color T7 (3)GAD1060,(2)NLTBI0,NLTB05 Match Wall Color WC61A3,WCV060 I I T7 T6 #26 w ~ w f28 (2)#29 F1 T4 F T2 _ —i E T1 ^ N OP�a N T1 #—S'-2"-'-4 1/2I 12'-S 1/2" '-4 1/2"-5 1/2" 20-0" �'-S�" 19'-6" ( 27'-6 1/2" 1'-4 1/2� 96'-10" 195'-6" aL aL WALL LINER ELEVATION AT 1 (View from inside Building) Fastener Schedule Part Description Roof Struct 1/1/<(T-2)) #12-14 1/1/"4"5/5/1 6"eH ex dH SSSaCaw/W/Washer Roof Stitch 78 :(T1 1/414 78 , 16" Hxa , C p asher Shape Name=RNW Distribution,Wall=4 1.PRE-DRILLING 1/8 DIAMETER HOLES FOR STRUCTURAL FASTENERS THE VP ENGINEER'S SEAL APPLIES ONLY TO THE THIS DRAWING,INCLUDING THE INFORMATION HEREON,REMAINS THE PROPERTY OF VP BUILDINGS. D VP Buildings MAY BE REQUIRED FOR HEAVY GAGE NESTED ZEE'S AND/OR FASTENERS WORK PRODUCT OF VP AND DESIGN AND IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED IN THE APPLICABLE PURCHASE WALL LINER ELEVATION AT 1 TO STRUCTURAL BEAMS PERFORMANCE REQUIREMENTS SPECIFIED BY ORDER AND MAY BE REPRODUCED ONLY FOR THAT PURPOSE.IT SHALL NOT BE MODIFIED, 3200 Players Club Circle Memphis TN 38125 JOBNO 2.STEEL PANELS ARE AN INTEGRAL PART OF THE STRUCTURAL SYSTEM. VP.THE VP ENGINEER'S SEAL DOES NOT APPLY REPRODUCED OR USED FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF VP REV DATE BY DESCRIPTION TO THE PERFORMANCE OR DESIGN OF ANY BUILDINGS. BUILDER Axthelm Construction REMOVAL OR ALTERATION WITHOUT PRIOR AUTHORIZATION IS PROHIBITED. OTHER PRODUCT OR COMPONENT FURNISHED THE GENERAL CONTRACTOR ANDIOR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE GOOD CUSTOMER Arne Zenneck DATE 3.DUE TO MANUFACTURING LIMITATIONS SHORT PANELS MAY REQUIRE BY VP EXCEPT TO ANY DESIGN OR QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN ACCORDANCE WITH THIS DRAWING, 9/22/2022 LOCATION FIELD CUTTING,SEE THE COVERING SCHEDULE FOR CUT LENGTHS. PERFORMANCE REQUIREMENTS SPECIFIED BY DETAILS REFERENCED IN THIS DRAWING,ALL APPLICABLE VP BUILDINGS ERECTION GUIDES,AND Arlington,Washington VP BUILDINGS DRANwICHECK 4.SEE JOB DETAILS FOR COVERING AND TRIM FASTENER SPECIFICATION. VP. INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION,INCLUDING THE CORRECT USE OF PROJECT VARCD PRUDEN TEMPORARY BRACING. RNW CistribUtiOn,Inc,BUILDERS P09 A BlueScope Steel Company PAGE NTS VP Quote#210163 Rev3 we VERSION: 2022.2a 54 10/10/2022 15:44:19 rILEN`m'E` vpc1 RNW 30 ft h a dmao"m Blu.S-e BuadIN.NOM Amalw,- IT IS THE RESPONSIBILITY OF THE ERECTOR TO INSURE PROPER SEAM TIGHTNESS. FAILURE TO PROPERLY SEAM THE JOINT MAY RESULT IN PR WALL PANEL MARK NO.: W F F I I E G G 0 C C C F FEET PREMATURE FAILURE OF PANELS AND/OR SECONDARY MEMBERS UNDER LENGTH CODE I= INCHES F=FEET G=GAGE ROOF PANEL INSTALLATION GUIDE REQUIRED FOR THIS PROJECT: PANEL ERECTION GUIDE REQUIRED FOR THIS PROJECT: UPLIFT OR DOWNWARD LOADING CONDITIONS. PR ROOF PANEL MARK NO.: R F F I I E G C 0 C C C E= EIGHTHS I = INCHES 0=OPERATION 0.32" MAX. (STANDARD CLIP) LENGTH CODE G= GAGE E=EIGHTHS C= FIN/COLOR REFER TO: REFER TO: 0,38" MAX. (HEAVY CLIP) PR RIDGE PANEL MARK No.: P F F I I E G G a C C C 0=OPERATION VARCO PRUDEN BUILDINGS VARCO PRUDEN BUILDINGS T—f LENGTH CODE C=FINE COLOR SSR ROOF PANEL MARK NO.:S F F I I E G G 0 C C C 24" PANEL MODULE 24" PANEL MODULE LENGTH CODE SSR ROOF INSTALLATION BASIC PANELS & ACCESSORIES 36"COVERAGE SMOOTH 1 3/16" PACAPPLIED TYP. Ire' EXTERIOR SEALANT F SURFACE s -r 24"COVERAGE SEAM MUST BE 2 31 32' FULLY TUCKED i BEARING EDGE 2 3 8" 2 3 8' PANEL RIB ROOF AND WALL PANEL (PR) EXTERIOR SMOOTH SURFACE 1 1/8" PER WALL PANEL MARK NO.: R R F F I I E G G D C C C —F8 LENGTH CODE The Field Guide for correctly storing and installing The field guide for correct installation of Varao 36"COVERAGE a VP Buildings Standing Seam Roof System Pruden's Wall and Roof Systems,Tuff—Lites, 12" 1" SMOOTH Wnllites,Doors,Windows, Gutters and Trim. TYP. TYP, SURFAEXTERICE OR 116" 4 3/4" HOLD 2 31 32" �1 TYP. F� BEFORE SEAMING, IT IS IMPORTANT TO WIPE THE SEAM CLEAN WITH SOAPY RPR WALL PANEL BACK COVER: 4005 SSR INSTALLATION BACK COVER: 4003 BASIC PANELS AND ACCESSORIES CLOTH IMMEDIATELY BEFORE SEAMING THE PANEL. THIS STEP WILL DRAMATICALLY REDUCE THE CHANCE OF MARRING THE SEAMS AT THE CLIP LOCATIONS. °'/39/21 RD " °° SSR SEAMING GUIDELINES RE.°AEevn/1 REV. 011 PR ROOF & PR/RPR WALL PANELS BEv.DaE°'/°'/°°R" "°°° STANDING SEAM ROOF PANELS (SSR) REV.0AEe0 Ba/14 RE¢Na90 REVDAemw/u BASIC PANEL AND ACCESSORIES ENO 1 B2 RIB AND SEAM PROFILE EN52A1 EN52D1 ENV001 ROOF INSTALLATION GUIDE — SSR ENV003 CONTAINS: PR ROOF - WALLS: PR, RPR, vR FLA 3/16" BEAD OF FLA ENDWALL OR 5 1/2' 1/8'POP RIVETS 1 1 4" NON-SKINNING APPLY SEALANT BOTH OVER RAKE EXTENSION AT 1'-0" D.C. TUBE SEALANT AND UNDER CLIP TAB AT RAKE SUPPORT (025392) SSR CLIP LOCATIONS CAP (RSC-) FIELD BEND 1" LIP CLIP TAB *20' MIN. DIST. AT LOW EAVE, ON SSR PANEL 0 O 0 0 0 0 1 FULL LENGTH ADJACENT TO START PANEL DIM SSR PANEL ROOF HEIGHT CHANGE AREA, OR O O O O O = 10' MIN DIST. FOR PANELS �14 I BELOW WALL TO ROOF AREA 1 1/4" TOP VIEW w 1. STANDARD ERECTION DETAILS (SED) SUPERSEDE SIMILAR DETAILS SSR PANEL 0 IliFOUND IN THE ERECTION GUIDES. REFER TO THE ERECTION CLIP OUTSIDE CLOSURE GUIDES FOR OTHER DETAILS, INSTALLATION PROCEDURES AND 'I`"S 7 1/2" w i AN EL RIB (80140) FF "1 a VEE RIB 9 (801) ACCESSORIES NOT DESCRIBED IN THE SED'S. NOre STRUCT RPR (80130) TOP OF ELEV. 2, ALL PANEL AND TRIM SURFACES MUST BE FREE OF DIRT AND PURLIN CUP BASE---__. OIL AT MASTIC AND SEALANT LOCATIONS. E E SOFFIT PR,VR OR RPR FASTEN PANEL TO (RSC) U U U U WALL PANEL SSR PANEL p PR, RPR, VR7 CLIP 1/4-14 x 1 1/4" WITH 12-14 X 1 1/4" STRUCT FSNR S.S. STRUCT FASTENER SOFFIT PANEL FACADE SOFFIT (55307) 4'-0" O.C. CLIP EIGHT CLIP TYPE& MARK FRONT VIEW TRIM (HT-) SSR RIB 2'-0" O.C. FP12 1/4-14 x 7/8" MALE HEM FIXED 560771 FACADE SOFFIT WALL STITCH FSNR SHORT 3 1/2" SLIDING 560772 TRIM (AJT097) AT L STITCH O C *NOTE: CLIPS WILL BE STAMPED SHORT, NOTE:ADDITIONAL SEALANT SHOULD BE APPLIED To RAKE FIXED 560773 ALL SSR EAVES, ROOF CURBS AND AREAS ADJACENT MEDIUM 4" MED, TALL, OR X—TALL. FACADE PROJECTION SUPPORT SLIDING 560774 FIXED CLIPS WILL HAVE PAINTED TO WALL TO ROOF,ROOF HEIGHT CHANGES AND BRACKET STEPPED ROOF EXPANSION JOINTS.IT RECOMMENDED TALL 4 1/2" FIXED 56077 CLIP TABS. THAT AREAS ADJACENT TO ROOF HEIGHTT CHANGES (RSB—) NOTE: SLIDING 560776 COVER AT LEAST 3 WITH THE SEALANT. FIXED 560777 SEE THE SSR ERECTIONION GUIDE FOR ADDITIONAL INFORMATION SEE ERECTION DRAWINGS X-TALL 5" FIELD TARTER SLIDING 560778 PANEL DIMENSION 1E:05/19/20 REV.NO.03 REV.M1E 07/01/09 REV.N0.00 REV.D17E07/01/09 REV.N0.00 REV.DATE:09/19/tb REV.N0.02 1E:06/26/19 REV.NO.O] SSR PANEL CLIP (HEAVY CLIP) SOFFIT TRIM AT CLOSED FACADE NOTES SSR PANEL SIDELAP SSR STARTING RAKE oA ENVO11 PROFILE AND MARK NUMBERS FC26A1 PR, VR OR RPR WALL RCOOAI RC03A2 ADDITIONAL WEATHERSEAL AT ICE DAMMING COND. oA RC10A1 PR, VR, OR RPR WALL W/ BLANKET INSUL. fI ENDW ALL OR RAKE FASCIA RAKE FASCIA FLA RAKE EXTENSION (RKF--) Q 1/8" X 1" TAPE (RKF--) 1/8" X 1"TAPE FLA 03 7" x 20" FLASHING MASTIC (027893) 1 1 4" MASTIC(027893) FIELD BEND 1" LIP 1 1/4" MATERIAL KIT (80539) RAKE SUPPORT ON SSR PANEL BOTTOM OF BOTTOM OF START PANEL DIM CAP (RSC-) ROOF SHEET ROOF SHEET CLIP FASTEN PANEL TO (RSC) 1Q FIELD BEND * DIM WITH 12-14 X 1 1/4" SLOT COVER FROM HEIGHT �1 1/4" S.S. STRUCT FASTENER 3" x 14" 2 3/4" TALL 4'-0" O.C. Q Q ALUM STRIP 3 1/4" XTALL r —- 12-14 X 1 1/4" S.S. 'a ROOF STRUCT FSNR `a� 12-14 X 1 1/4•• 20 APPLY ADHESIVE * AT 6"O.C. of STRUCT FSNR 6" O.C. SEALANT F � f 12-14 x 1 1/4" �g� TOP OF WALL STRUCT FSNR _ 1•• PURLIN THERMAL o+p� 2'-0" O.C. a,p� BLOCK *RFR10- IS AVAILABLE IN (562043) off off BRONZE DR WHITE. IF OTHER 1/4-14 x 1 1/4" *RFR10- IS AVAILABLE IN COLOR IS REQ'D, FIELD PAINT. STRUCT FSNR + BRONZE OR WHITE. IF OTHER (55307) �i COLOR IS REO'D, FIELD PAINT. 2'-0" O.C. ®3/16" CONT. BEAD SSR PANEL 1/4-14 x 7/8" STRUCT FSNR 4• OF ADHESIVE SEALANT CLIP WALL STITCH FSNR 1/4-14 x 7/S' L 1'-O' O.C. 2'-0"O.C. WALL STITCH FSNR —— 1/4-14 x 7/8" ———- 01 SAW CUT 1"SLOT IN RIDGE COVER.FASTEN SLOT COVER TO RIDGE COVER AT SLOT AT 1'-0*O.C. STITCH FSNR WITH(2) 1/4-14 x 1 1/8"S,S. ROOF STITCH FASTENERS W/7/8"WASHERS(58015). RAKE SUPPORT AT 1'-0" D.C. ©APPLY A 3/16"BEAD OF ADHESIVE SEALANT OVER RIB 2 3/4"ON BOTH SOFFIT PANEL SOFFIT TRIM SIDES OF NOTCH. BRACKET (RSB—) RAKE FASCIA RAKE FASCIA 3 FORM FLEXIBLE FLASHING OVER RIB CONFORMING TO RIB PROFILE. NOTE: RETAINER (RFR10—)* SOFFIT TRIM RETAINER (RFR10—)* (STC10*+) 0 3TCI0** ®APPLY A 3/16"BEAD OF ADHESIVE SEALANT AT OUTER EDGES OF REMAINING MATERIAL SEE ERECTION DRAWINGS ( ) AND PRESS ONTO RIDGE COVER MAKING SURE BEAD IS CONTINIOUS ALL AROUND. FOR FIELD CUT STARTER PANEL DIMENSION 7E:06/26/19 RE NO.06 SSR STARTING RAKE RE.OAE06/1B/1B REV.N0.05 SSR RAKE TRIM (WITH SOFFIT) REV11111/17/1B REV.N003 SSR RAKE TRIM 06/28/'s RD°" °' SSR RIDGE RC10A2 PR, VR, OR RPR WALL W/ THERMAL BLOCK RC30A9 PR, VR OR RPR CANOPY RAKE - ALL ROOF EXT. RC30AQ OPEN WALL IL RC34A7 EXPANSION JOINT (0 160'-0" O.C. MAX.) THE VP ENGINEER'S SEAL APPLIES ONLY TO THE THIS DRAWING,INCLUDING THE INFORMATION HEREON,REMAINS THE PROPERTY OF VP BUILDINGS. VP Buildings / WORK PRODUCT OF VP AND DESIGN AND IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED IN THE APPLICABLE PURCHASE COVERING&TRIM SED'S(a) PERFORMANCE REQUIREMENTS SPECIFIED BY ORDER AND MAY BE REPRODUCED ONLY FOR THAT PURPOSE.IT SHALL NOT BE MODIFIED, 3200 Players Club Circle Memphis TN 38125 VP.THE VP ENGINEER'S SEAL DOES NOT APPLY REPRODUCED OR USED FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF VP TO THE PERFORMANCE OR DESIGN OF ANY BUILDINGS. REV DATE BY DESCRIPTION BUILDER Axthelm Construction JOBNO OTHER PRODUCT OR COMPONENT FURNISHED THE GENERAL CONTRACTOR ANDIOR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE GOOD CUSTOMER Arne Zenneck DATE BY VP EXCEPT TO ANY DESIGN OR QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN ACCORDANCE WITH THIS DRAWING, LOCATION 9/22/2022 PERFORMANCE REQUIREMENTS SPECIFIED BY DETAILS REFERENCED IN THIS DRAWING,ALL APPLICABLE VP BUILDINGS ERECTION GUIDES,AND Arlington,Washington VVP BUILDINGS DRAWTlICHECK VP. INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION,INCLUDING THE CORRECT USE OF PROJECT VARCO PRUDEN TEMPORARY BRACING. RNW Cistribution,Inc. A alueScope Steel Company BUILDERS IPAGE NTS VP Quote#210163 Rev3 WC VERSION: 2022.2a 55 10/10/2022 SEDSheet 15:44:33 FLENAM6 vpc1 RNW 30 ft h a dMSION&Bm*S-.Buad°gs N..America,I- EAVE GUTTER (EG-) VP200 RIVET FLA FLA FLA FLA ensE of wALL NOTE: VP200 RIVET (UPPER HOLES) CUT AND TAB HOLE IN TRIM (BWT-) SHOULD BE INSTALLED ( ) RAKE FASCIA (RKF-) EAVE GUTTER (EG-)� EAVE GUTTER EG- AFTER INSTALLATION SEAL NIPPLE TO GUTTER CF EAVE GUTTER SSR CONNECTION WITH BRONZE BASE OF WALL RIB PANEL RIB FILLER TUBE SEALANT (80507) MEMBER (BWA-) FIELD DRILL (1) (FPRF1) FASTEN IN DOWNSPOUT STRAP CUT AND TAB HOLE IN DOWNSPOUT NIPPLE (ONCE 7/32" DIA. HOLE PLACE W/ 4 POP RIVETS (DST1) FASTEN TO EAVE GUTTER (EG-) FASTEN IN EAVE GUTTER CORNER IN SSR PANEL "A' i WALL PANEL WITH SEAL NIPPLE TO GUTTER DOWNSPOUT STRAP WALL TO ROOF TRIM AT EACH RIVET 1/8" x 1"x 9'• WITH 8 POP RIVETS TRIM BIRD STOP (LACE WALL STITCH FSNR CONNECTION WITH BRONZE (DST1) FASTEN TO (SWRT-) LOCATION. SECTION TAPE MASTIC (027893) A FASTEN IN PLACE BEND TAB TUBE SEALANT (80507) WALL PANEL WITH (CT- GUTTER STRAP W/ 4 POP RIVETS TO SECURE BOTH 1/4-14 x 7/8" WALL 7-0" O.C. 1/4-14 X 7/8" (STR4) 1 A ���C HALVES OF STRAP � STITCH FSNR BEND DOWNSPOUT NIPPLE S.S. ROOF STITCH _ GUTTER CLOSURE (DST1) TOGETHER TAB TO SECURE BOTH / \ FASTENER '111 11� _ _ — ----A (GGC-) FASTEN IN (ONCE FASTEN IN HALVES OF STRAP19 (2) PER STRAP r�O PLACE W/ 10 POP SAVE GUTTER W/ (DST1) TOGETHER \ METAL 1 / RIVETS 2 STRAPS PER \ 8 POP RIVETS / � CORNER CAP e L1NE \ 10' SECTION ® SSR ROOF STRING VP200 OF DOWNSPOUT MCC1 ATTACH PANEL RIVET METAL CORNER 2 STRAPS PER W/BLIND RIVETS SEAL INSIDE 10' SECTION (097580) 8A POP CRIVETS 2 X/2, \ PERIMETER OF OF DOWNSPOUT DOWNSPOUT (CP510) SEAL W/SKINN- FASTEN CLOSURE PLUG W/ VP200 BRONZE TUBE CLOSURE W/ FASTEN TO DOWNSPOUT ING SEALANT DOWNSPOUT ELBOW W 3 POP RIVETS ATINOD-31V OSC(097580) RIVET SEALANT DOWNSPOUT (CP510) SSR CUT AWAY (80507) ELBOW (5CE75) FASTEN TO DOWNSPOUT CLOSURE PLUG PANEL AREA FASTEN TO NIPPLE W/ 3 POP DOWNSPOUT (HCP-) BEHIND SHADED DOWNSPOUT W/ 2 RIVETS ELBOW (TYP) � CORNER TRIM FIELD COPE & TAB CORNER POP RIVETS \ SEE ERECTION DINGS SEAL W GRAY TRIM & RAKE FASCIA TO FIT 1�2• MIN 45° EAVE GUTTER (EG-) (5CE75) FASTEN FOR QUANTITY OF SKINNING TUBE SEAL OVER FLASHING. CAULK WITH SEE ERECTION DWGS TO DOWNSPOUT DOWNSPOUTS SKINNING TUBE SEALANT GRA10 FOR QUANTITY OF NOTCH WITH 2 POP RIVETS GUTTER REINFORCEMENT ANGLE DOWNSPOUTS RAKE FASCIA (RKF-) SEE DWG S-081767 FOR BLIND RIVET COLOR INFORMATION A-DETAIL A "°3/23/21 R ."°'°6 GUTTER STRAP ATTACHMENT 06/26/19 R ." °° EAVE GUTTER CORNER ASSEMBLY °6/z6/'9 R ." 04 DOWNSPOUT ASSEMBLY E'06/26/19 RE,,." 04 DOWNSPOUT ASSEMBLY E,°6/26/'s REY." 06 WALL TO ROOF TRANS. AT RAKE RC38E2 SSR ROOF (ICE DAMMING) 0A RC38N1 ALL SYSTEMS °A RC38P1 ALL SYSTEMS °�RC38R1 ALL SYSTEMS (WITH CANOPY) °�RC50H3 METAL FLASHING (VIEWED FROM ROOF) PURLIN CLOSURE 12-14 X 1 1/4" WALL FOR GUTTER 12-14 x 1 1/4" WALL 12-14 x 1 1/4" WALL FIELD NOTCH TO FIT STRUCT FSNR (097584) FLA CANOPY WIDTH SEE C38E_ STRAP STRUCT FSNR (097584) STRUCT FSNR(097584) EAVE STRUT FLANGE 2 PER CLOSURE 2 PER CLOSURE 2 PER CLOSURE 12-14 x 1 1/4" SSR CLOSURE ATTACHMENT (-CM-)�7"PURLINS 1/57 BLIND RIVETS STRUCT FSNR (097584) PLUG (80135) (-CL-)5. 8 1/1 PURLIN$ 1/B° BLIND (Z) PER CLOSURE 2'-0" O.C. 1/8" BLIND RIVET (� 1/8" BLIND RIVETS (-CN-)®10" PURLINS 40 PERS0LAP RIVETS (097550) 2 1�A W.P. (097580) RIDGE (097580) (-CP-)®11 1/2" PURLINS 4 PER LAP EAVE GUTTER / 2 PER LAP 4 PER LAP 6• M\N STRAP (STR4) 6 6• M\N 1/4-14 X 7/8" / S.S. ROOF STITCH \� FASTENER TRIM ANGLE \ (1)/STRAP OR (TA-) WITH (2)/STRAP AT 8 1/2" PURLINS 1 ICE DAMMING (GAD-) WITH 11 1/2" PURLINS \ \ . 1/4-14 x 1 1/4" \ 1/8" x 1" q STRUCT FSNR " TAPE MASTIC R (55307) l'-O" O.C. (027893) CONT. �, INSTALL FSNR$ TO AND OVER PLUG — ALIGN ALIGN UNDER i SOFFIT RIBS EAVE PURLIN CLOSURE FELD TO FIELD TRIM LEG PURLIN OTCH FLANGE FIT EAVE GUTTER (EG-) / CF CLOSURE TO 12-14 X 1 1/4" WALL (ET- EAVE TRIM SET-) W/8 1/2" PURLINS PURLIN CLOSURE (-CM-) 0 7"PURLINS ASFT- W 10", 11 1/2" LAP OF CLOSURES CAA- 8 1/2"PURLIN CAA- 8 1 2 PURLIN CNA- 10"PURLIN GSCMPURLIN PURLIN CPA- 11 / 1/4-14 X 7/8 PURLINS. ATTACH W/ ( ) 1/2 PURLIN -CN- 010" PURLINS (CM A-) 7"PVRLIN (CMA-) 7" PURLIN (CAA-E 8 1/2°PURLIN CNA- 10" PURLIN (-CP-) ®11 1/2" PURLINS S.S. ROOF STITCH CALL x 1 1/4" CALL S x 7/8 l(( ))E (( )) 2' PURLIN FSNR. PER PANEL WALL STRUCT FSNR WALL STITCH FASTENER CNA- 1D"PURLIN (CNA-) 10' PURLIN V-0" O.C. 1'-0" O.C. W/ SOFFIT, CPA- 11 1/7 PURLIN SEE COMMON WAREHOUSE DRAWING FOR (CPA-) 11 1/2' PURLIN 12-14 x 1 1/4" SEE COMMON WAREHOUSE DRAWING FOR BLIND RIVET COLOR INFORMATION SEE COMMON WAREHOUSE DRAWING FOR SEE COMMON WAREHOUSE DRAWING FOR STRUCT FASTENER BLIND RIVET COLOR INFORMATION BLIND RIVET COLOR INFORMATION BLIND RIVET COLOR INFORMATION C'-O" O.C. W/O SOFFIT re'c4/n/n _ _ re'oynin Re_ _ re'oynin Re_ _ re�oynin Re xL:06/z6/1s Rtv.No.oz PURLIN CLOSURES PURLIN CLOSURES PURLIN CLOSURES PURLIN CLOSURES SSR ROOF W/ EAVE GUTTER RC80E2 RIDGE PURLINS RC80E3 PURLIN TO PURLIN RC80G1 EAVE PURLIN TO PURLIN RCSOG4 HIGH EAVE PURLIN SPACE a RCV009 AT CANOPY C38E_ FOR GUTTER WALL PANELS, CLOSURES AND BASE OF WALL 12-14 x 1 1/4" S.S. SEE STRAP SEALANTS ARE NOT SHOWN. SEE TRIM (BWT-) ROOF STRUCT FSNR SED'S FOR ADDTIONAL DETAILS LAP BWT- TRIM SSR CLOSURE ATTACHMENT 1'-0" O.C. PLUG(80135) OVER LOWER 2'-0"O.C. BWT- TRIM BASE OF WALL \\ CONTINUOUST(027893)IC ,IFACEOF BASE OF WALL ANGLE(BWA-) \ W,p. TRIM (BWT-) \ EAVE GUTTER ® ® \ \ 3/8"CONT. BEAD STRAP(STR4) \ SKINNING SEALANT 1/4-14 X 7/8" WALL TO s ® \ X 7/8" S.S. s- (80507) ROOF S \ \ ROOF STITCH FSNR. <so STITCH FASTENER ROOF \®\ (1)/STRAP OR FLASHING \\ (2)/STRAP AT (SWRT-) ® ° ICE DAMMING EAVE STRUT USE 12-14 X 1 1/4" S.S. ROOF STRUCT FSNR. 12-14 x 1 1/4" STRUCT FSNR ® ROOF ANGET \e / 1'-0"O.C.1/8"X 1" O c ° FLASHING TAPE MASTIC ® ROOF HGT. (RHC-) i \ LAP EAVE GUTTE (027893)CONT, a CHANGE R i i SSR ROOF \ ®\ WITH AND FASTEN AND OVER PLUG CLOSURE 3/16" X 1" X 28" \\\ WITH (9)1/8" POP EAVE GUTTER PANEL (HCP-) TAPE MASTIC (97662) RIVETS / 4 LAP (EG-) WALL TO ROOF FLASHING INSTALLER NO (SWRT-) \� EAVE GUTTER 1/4-14 x 7/8" USE SEALEX SILICONE FIELD BEND TAB OF 1/4-14 X 7/8" WALL STITCH FASTENER MATERIAL(SEJ1)ANO (EG-) SOFFIT EAVE ONE ROOF HT. CHANGE STITCH FSNR. 1'-0" O.C. W/SOFFIT, SEALANT(NOT SHOWN) CLOSURE (HCP-). SEAL SSR ROOF PANEL 5 PER PANEL TRIM (_SF2_) 12-14 x 1 1 4" TO SEAL INSIDE CORNER / INSIDE CORNER WITH STRUCT FASTENER OVER BOTH HOP CLOSURES. SKINNING TUBE SEALANT 1'-0" O.C. W/0 SOFFIT (016688)AND POP RIVET SEE RCV422 FOR ADDITIONAL NFORMATION lCOtnAnA IaY REV.M1E04/26/16 REV.NQ 01 REV.OATS q./21 REV.NO.06 REV.DAlCO3/O.T/S PEV.N.00 SSR ROOF W/ EAVE GUTTER ROOF STEP O.S. CORNER FLASHING WALL TO ROOF SPLICE TRIM SPLICES r OARCV046 N0. AT OPEN WALLS OR RAKE EXT. AT WALL RCV104 SSR ROOF METAL FLASHING RCV105 SSR ROOF METAL FLASHING RCV324 EAVE GUTTER SPLICE THE VP ENGINEER'S SEAL APPLIES ONLY TO THE THIS DRAWING,INCLUDING THE INFORMATION HEREON,REMAINS THE PROPERTY OF VP BUILDINGS. VP Buildings WORK PRODUCT OF VP AND DESIGN AND IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED IN THE APPLICABLE PURCHASE COVERING&TRIM SED°S(b) PERFORMANCE REQUIREMENTS SPECIFIED BY ORDER AND MAY BE REPRODUCED ONLY FOR THAT PURPOSE.IT SHALL NOT BE MODIFIED, 3200 Players Club Circle Memphis TN 38125 VP.THE VP ENGINEER'S SEAL DOES NOT APPLY REPRODUCED OR USED FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF VP TO THE PERFORMANCE OR DESIGN OF ANY BUILDINGS. REV DATE BY DESCRIPTION BUILDER Axthelm Construction JOexO OTHER PRODUCT OR COMPONENT FURNISHED THE GENERAL CONTRACTOR ANDIOR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE GOOD CUSTOMER Arne Zenneck DATE BY VP EXCEPT TO ANY DESIGN OR QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN ACCORDANCE WITH THIS DRAWING, LOCATION 9/22/2022 PERFORMANCE REQUIREMENTS SPECIFIED BY DETAILS REFERENCED IN THIS DRAWING,ALL APPLICABLE VP BUILDINGS ERECTION GUIDES,AND Arlington,Washington VP BUILDINGS DRAWNICHECK VP. INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION,INCLUDING THE CORRECT USE OF PROJECT VARCD PRUDEN TEMPORARY BRACING. RNW Cistribution,Inc. A alueScope Steel Company BUILDERS IPAGE NTS VP Quote#210163 Re WC VERSION: 2022.2a 56 10/10/2022 SEDSheet 15:44:34 nLENAME: vpc1 RNW 30fth adM.I..m Blu.S-e B°adIN.NOM-..,m (2) 1/4-14 x 1 1/4"(55307), 5/16" HEX HD SSR FIXED PANEL CLIPS: FLA AT BLANKE INS LESS THAN s" FLA SHORT: BLANKET INS LESS THAN 6" FLA F L Al FLA -(2) 1/4-14 x 2"(55309)1 5/16" HEX HD MED: BLANKET INS 6" OR GREATER SSR PANEL CLIP: AT BLANKET INS 6" OR GRTR TALL: T-BLOCK W/ BLANKET INS LESS THAN 6" INSTALL (7) 12-14 X 1 1/4" USE 12-14 X 1 1/4" ————— X-TALL: T-BLOCK W/ BLANKET INS 6" OR GREATER PANEL MAY BE ERECTED S.S. ROOF STRUCT FSNR BLANKET INS LEFT TO RIGHT OR IN DIMPLES ON PANEL S.S. ROOF STRUCT 4" TALL LESS THAN B" ——— SHORT: RIGID BOARD INSULATION 12-14 X 1 1/4" S.S. ROOF MED: SUPERBLOCK W UNFACED INS 6" OR LESS RIGHT TO LEFT OF RIDGE FSNRS AT ALL LOCATIONS TRIM LAP / STRUCT FSNR BLANKET INS TALL: INSUL. BRIDGE W NO T-BLOCK (LEFT TO RIGHT SHOWN) 1/8" X 1" XTALL / 10 PER PANEL �" TAPE MASTIC 027893 s"oR GRTR XTALL: INSUL. BRIDGE W/T-BLOCK FEMALE RIDGE FIELD CUT PANEL STIFFENER ( ) SEE: ENV01* SEE RS03J_ SEE ENVO1* // PANEL UPPER MALE RIDGE (HOVO� (HOLD) COVER (SRCF-) CUT TO BEAR ON SSR STIFF. FOR SECONDARY TO 5/16" BEAD OF NON TYP. COVER (SRCM-) FRAME CLIP REQUIRED AT SKINNING TUBE SSR FIXED CLIP LOCATIONS SEALANT (025392) SSR PANEL 3 1/2" EACH -� 1T T STIFFENER I 1"THERMAL BLOCK ��, i� PANEL STIFFENER 1" 5/16" x 2" BEAD OF \ /SSR // (562043) '� ��' NON SKINNING TUBE PANEL SSR SEALANT (025392) PANEL CONTINUOUS OVER LAP _ — — — — - � USE #8-18 X 1/2" !!!� SEE ROOF SECONDARYPLANTRUSSHEAD STRUCT N PANEL STIFFENER /2 FOR REQUIRED PURLIN BRACING FSNR (97659) ATEA RIB TO SUPPORT 3 "LAP 3 1/2 3 APPROX. 35/8" PURLIN SHOWN FOR FIXED CLIP LOCATIONS PANEL STIFFENER LOWERAT ROOF CENTERLINE OR RIDGE. PANEL5 EQUAL SPACES NOTE: FIXED CLIPS AT LOW SAVESTRUT 9" STRIP OF 1" MAY BE REPLACED WITH A FASTENED THRU TAPE MASTIC OVER RIB ROOF PURLIN SAVE PLATE (FEP_). (80347) AND 28" STRIP FASTENER LOCATIONS NOTES: SR PANEL CLIP (97662) USE 1/8" X 1" x 9" STRIPS 1. FIXED CLIPS ARE MARKED WITH 3/16" X 1" x 28" OF TAPE MASTIC OVER RIBS 0 0 • o 0 0 2 PER CLIP PAINTED TAB FOR EASY IDENTIFICATION PURLINS SHOWN CLEAN ALL MATING SURFACES TO BE WEATHER 3/16" X 1" x 28' TAPE MASTIC (97662) AND 1/8" X 1" x 3" STRIPS 0 0 • o 0 2. SEE ROOF SECONDARY ERECTION DRAWING JOIST AND TRUSS SEALED. REMOVE FABRICATING OILS, RAIN,SNOW, TAPE MASTIC (97662) RCV420 FOR FSNR AND ON EACH SIDE OF RIBS FOR FIRE AND CPB- PART MARK NUMBERS ICE,DEW,DUST AND DIRT PRIOR TO APPLICATION OF SEE MASTIC PATTERN AND FIXED CLIP LOCATION. PURLIN SIMILAR MASTICS AND SEALANTS. (80347) TE 05/19/20 REV.N0.04 REV.DATE:OS/2t/20 REV.NO.OS 1E:06/26/19 REV.NO.05 TE:Oe/28/19 REV.NO.03 1E:06/26/19 R EV.NO.04 SSR PANEL CLIP ATTACHMENT SSR FIXED PANEL CLIP SSR PANEL STAGGERED ENDLAP SSR SEAM CAP AT HIGH RIB RCV326 THERMAL BLOCK INSULATION ON PURLINS RCV353 BLANKET, T-BLOCK, S-BLOCK, R-BOARD, & BRIDGE RCV414 FASTENER AND MASTIC PATTERN RCV418 SSR RIDGE COVER ATTACHMENT RCV419 SSR AT RIDGE PANEL SPLICE FLA ORRTRANSITIONVFLASHING FLA FLA USE 12-14 X 1 1/4" FLA FLA S.S. ROOF STRUCT 12-14 X 1 1 4" S.S. 1 8" X t" x 9" FSNRS AT ALL LOCATIONS CLEAN ALL MATING SURFACES TO BE / SSR RIDGE COVER FEATHER SEALED. REMOVE ROOF STRUCT FSNR TAPE MASTIC (80347) FABRICATING OILS, RAIN,show, 10 PER PANEL OR TRANSITION 1/8" X 1" ICE,DEW,DUST AND DIRT AT RIBS FLASHING 4" TRIM LAP TAPE MASTIC PRIOR TO APPLICATION (027893) q' PR�NFt NR OF MASTICS AND USE #8-18 X 1/2' 3� 1 pR� SEALANTS. TRUSS HEAD STRUCT 12-14 X 1 1/4" S.S. 12-14 X 1 1/4" S.S. FIELD CUT PANEL STIFFENER SSR PANEL 9 3/A pR�NR FSNR (97659) AT ROOF STRUCT FSNR SEE RCV421 Q ROOF STRUCT FSNR CUT TO BEAR ON SSR STIFF. 3 1/2" EACH SSR PANEL 10 1�A OH\ON .� EA RIB TO SUPPORT 2 EACH SIDE EACH SIDE ( 5"C AN T '�\ PANEL STIFFENER OF SEAM CAP W� �h\ � -5 � OF RIB ITT 1/8" X 1" x 3" SSR PANEL CLIP SSR PANEL CLIP y MASTIC (80347) EACH SSR PANEL / SIDE OF RIB STIFFENER 1/8„ X 1„ x 3„ `rlo TAPE MASTIC / \ - ® _® ® ®_®_ _ PANEL \ 80347 FOLDED / STIFFENER PANEL AND TUCKED 1/2" 1/2"J STIFFENER INTO RIB SSR MODULE PANEL STIFFENER CONTROL STRIP SSR MODULE APPROX. 3 5/8" (OPTIONAL) CONTROL STRIP PANEL STIFFENER 5 EQUAL SPACES THERMAL BLOCK (OPTIONAL) TAPE X 1" x 28" PURLIN SHOWN MARK FOR OF PANELT(97662)) TAPIC IN FLAT E MASTIC MASTIC (97662) TRUSS PURLIN SIMILAR) PURLIN SHOWN TRIM LOCATION TRUSS PURLIN SIMILAR) PENCILT USE 3/16" X 1" x 28" USE 1/8" X 1" x 9" STRIPS TAPE MASTIC (97662) OF TAPE MASTIC OVER RIBS 1/8" X 1" x 9" AND 1/8" X 1" x 3" STRIPS TAPE MASTIC (80347) ON EACH SIDE OF RIBS (80347) OVER RIB REV.DAlE 09/10/20 REV.NO.Od REV.M1E 09/10/20 REV.NO.03 REV.OATE:06/26/t9 REV.NO.Od REV.OATE:O6/26/t9 REV.NO.02 REV.OAlE:06/26/t9 REV.NO.02 SSR RIDGE/TRANSITION FLASHING SSR SEAM CAP AT HIGH RIB SSR SEAM CAP AT HIGH RIB SSR AT WALL TO ROOF TRANSITION SSR AT WALL TO ROOF TRANSITION RCV420 FASTENER AND MASTIC PATTERN RCV421 SSR RIDGE/TRANSITION (FLEXIBLE OR METAL) RCV422 SSR AT STEPPED ROOF (FLEXIBLE OR METAL) RCV450 BLANKET INSULATION RCV451 THERMAL BLOCK INSULATION PANEL MAY BE ERECTED SSR RIDGE TO RAKE FLA FLA LEFT TO RIGHT OR SEEM FOR FASTENER FLA FLA TRANSITION (SRRAK & MASTIC LOCATION RIGHT TO LEFT 1/8" X 1"TAPE MASTIC BASE OF WALL (LEFT TO RIGHT SHOWN)l WALL PANEL (027893) AT PERIMETER RAKE FASCIA SSR RIDGE TRIM (BWT-) THICKNESS-y OF SRR- (RKF-) COVER SRC- 5/16" x 2" BEAD OF RAKE TO RIDGE 2 LAYERS AT RIDGE RIB SEE RCV420 1/8' X 1"TAPE MASTIC NON-SKINNING TUBE TRANSITION CONTINUOUS (027893) SEALANT (025392) #8-18 x 1/2 FLASHING INSTALL (6) CONT. OVER LAP EA. SIDE (97659) (SRR-) 1/4-14 x 1 1/8" RCV421 12-14 x 1 1/4" S.S. 3/8" S.S. ROOF STITCH ROOF STRUCT FSNR FSNRS (58015) III 1/8" X 1" TAPE 1'-0" O.C. W/ 7/8" WASHERS MASTIC (027893) PEAK CAP W.P. IN HOLES AT PERIMETER OF STEPPED ROOF (SPC-) PROVIDED G FLASHING (2) FLASHING (SWRT-) E 4" SSR CLIP 1 0 LAYERS OVER RIB NBaP 1 CL RIDGE 1" TAPE MASTIC - 0 (97662 & 80347) PANEL RAKE / STIFFENER FASCIA 5/16" BEAD OF NON 5/16" x 2" BEAD (RKF-) *RFR10- IS AVAILABLE IN SKIN TUBE SEALANT OF NON-SKINNING BRONZE OR WHITE. IF OTHER (025392) AT TUBE SEALANT (025392) 1 4-14 x 7 8' PERIMETER OF W.P. / / COLOR IS REVS, FIELD PAINT. WALL STITCH FSNR FLASHING 0 J • • 0 PT NR 1•-0' D.C. T 3�4' P Pp�VR WALL PANEL 3/16" X 1" x 28" OUTSIDE CLOSURE 1/4 ACH\ON) TAPE MASTIC (97662) RAKE FASCIA INSTALL (12) �1 W� ST PN RETAINER (RFR10-)* 12-14 x 1 1/4" 3/16" X 1" x 28" PURLIN S.S. ROOF STRUCT TAPE MASTIC 97662 12-14 X 1 1/4" S.S. (JOIST AND TRUSS PURLIN FSNRS (59061) ( ) ROOF STRUCT FSNR ) SEE RCV502 FOR PLAN VIEW W/ 7/8"WASHERS SIMILAR OF TRANSITION IN HOLES PROVIDED TYP. UNLESS NOTED D,L:06/26/,9 R ."°.D2 WALL TO ROOF TRANS. FLASHING °"�06/26/,9 R .NO. SSR STAGGERED PANEL ENDLAP °�06/26/,9 R ."°.°' SSR RIDGE TO RAKE TRANSITION °�06/26/,9 R ."°.°' SSR RIDGE TO RAKE TRANSITION PC SSR ROOF (METAL FLASHING) PC PLAN PLAN VIEW RCV501 ALL WALL PANELS RCV502 PLAN VIEW THE VP ENGINEER'S SEAL APPLIES ONLY TO THE THIS DRAWING,INCLUDING THE INFORMATION HEREON,REMAINS THE PROPERTY OF VP BUILDINGS. VP Buildings / WORK PRODUCT OF VP AND DESIGN AND IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED IN THE APPLICABLE PURCHASE COVERING&TRIM SED'S (C) PERFORMANCE REQUIREMENTS SPECIFIED BY ORDER AND MAY BE REPRODUCED ONLY FOR THAT PURPOSE.IT SHALL NOT BE MODIFIED, 3200 Players Club Circle Memphis TN 38125 VP.THE VP ENGINEER'S SEAL DOES NOT APPLY REPRODUCED OR USED FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF VP TO THE PERFORMANCE OR DESIGN OF ANY BUILDINGS. REV DATE BY DESCRIPTION BUILDER Axthelm Construction JOexO OTHER PRODUCT OR COMPONENT FURNISHED THE GENERAL CONTRACTOR ANDIOR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE GOOD CUSTOMER Arne Zenneck DATE BY VP EXCEPT TO ANY DESIGN OR QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN ACCORDANCE WITH THIS DRAWING, LOCATION 9/22/2022 PERFORMANCE REQUIREMENTS SPECIFIED BY DETAILS REFERENCED IN THIS DRAWING,ALL APPLICABLE VP BUILDINGS ERECTION GUIDES,AND Arlington,Washington VP BUILDINGS DRANNICHECK VP. INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION,INCLUDING THE CORRECT USE OF PROJECT VARCD PRUDEN TEMPORARY BRACING. RNW CiStrie#21 ,63Inc A BI-Scope Steel Company BUILDERS PON PAGE NTS VP Quote#210163 Rev3 we VERSION: 2022.2a 57 10/10/2022 SEDSheet 15:44:36 rLENAME: vpc1 RNW 30fth adMSI00 m Blu.S-eB9adIN6N.MAmalw,- FLA FLA ceA1 f BG- FLA CBA1 BG- RIDGE/HIGH EAVE END RCV414 FOR MASTIC AND 3 16" X 1" X 28'• TAPE MASTIC BEAD OF ROOF PANEL: PANEL RIB SEE / CUT FROM 0027893 SECTION A-A PRIOR TO SEAMING PANELS LINER PANEL RIB FASTENER PATTERNS TAPE MASTIC (97662) [ LINER 1/8"x1"x25' ROLL] FOLD TAPE MASTIC TO FORM AN AIR PRO 1/4" DIA. x 6" LONG NOTE: A CONC. FSNR. MUST BE LOCATED FACTORY NOTE: A CONC. FSNR. MUST BE LOCATED 1 BEAD AND PUSH UNDER THE OPEN LESS THAN 6" FROM EACH END OF THE NOTCH-TYP. LESS THAN 6" FROM EACH END OF THE SEAM. REPEAT AT EACH SEAM BASE MEMBER. ALL PANELS y° ALONG ENTIRE LENGTH OF RIDGE � I PR, VR OR BASE MEMBER. SSR PANEL CLIP (BOTH SLOPES) OR HIGH EAVE. I RPR WALL 1 x 1 1/4" UPPER A ( �� / � - PR, VR OR 3/16" x 1/4"TAPE MASTIC (025390) I WALLALL STRUCT LOWER ROOF RPR WALL ROOF PANEL PANEL A / /�" \ /_t_ #12-14 x 1 1/4" 1SPER 12" P �� INSIDE CLOSURE WALL STRUCT FSNR PANEL RIB (80130) 2 PER 12 ® PANEL RIB PANEL //� / 9° \ VEE RIB (80360) 1 PER 12" ® VR & PER BASE ANGLE (BA-) STIFFENER ` / LOW SAVE END OF ROOF PANEL: RPR PANEL (80140) SHOWN, MAY BE / \ APPLY MASTIC TO THE MALE RIB BASE ANGLE (BA-) BASE GIRT (BG-), 1° AS SHOWN TO PREVENT WATER SHOWN, MAY BE OR CONCEALED BASE (CBA) / FROM SIPHONING BACK UP THE EDOE SEAM AND ENTERING THE BUILDING. BASE GIRT (BG-), MASTIC IS APPLIED BEFORE OR CONCEALED BASE (CBA) jMP5T1C 4, 5/16" BEAD OF A� ) SETTING NEXT PANEL RUN. 1/2' �o pF NON-SKINNING REPEAT AT EACH SEAM ALONG - FINISH FLOOR OR 3zrr vkp TUBE SEALANT ENTIRE LENGTH OF LOW EAVE.��/ I < TOP OF CURB WALL ago FINISH FLOOR OR (025392) TOP OF CURB WALL MODULE CONCRETE FASTENER CONCRETE FASTENER _ / BASE TRIM (BT-) 24' O.C. BY OTHERS APPLY SEALANT STRIP 11pF PANE ( ) CONTINUOUS 24" O.C. (BY OTHERS) (OPTIONAL) END TAPE MASTIC APPLY SEALANT SO [CUT FROM 0027893 SECTION A-A (BY OTHERS) 1/8"xi"x25' ROLL] cBYNTOTHERS US USE 12-14 x 1 1/2" FSNR IF USE 12-14 x 1 1/2" FSNR IF ( ) INSULATION THICKNESS IS > 4" INSULATION THICKNESS IS > 4' O6/2 19 RE." SSR PANEL STAGGERED ENDLAP RI o 05/01 e R .No.00 SSR SEAM MASTIC SSR SEAM MASTIC RED.°'TE`06/26/1 ReL"°"°R BASE OF WALL ATTACHMENT FEY.wre,06/a/1 RED."°05 BASE OF WALL ATTACHMENT RCV526 ON PURLINS RCV531 @ RIDGE/HIGH EAVE/WALL TO ROOF TRANSITION RCV536 @ LOW EAVE WC01 AB PR, VR OR RPR W/ BASE TRIM WC01 AD PR, VR OR RPR AT PARTITION FLA STITCH x R. 1 WALL FLA Al FLA FLA STITCH FSNR. 1 PER NOTE:FIELD SLOPE CUT VEE RIB&RPR SUPPORT AND 1 PER FACE OF ROOF EXTENSION WALL PANELS WHEN ROOF PITCH GIRT SPACE 2 FSNRS EAVE OR WALL PANEL BOTTOM OF FACE OF ROOF EXTENSION ROOF PURLIN EXCEEDS 2:12 REQD WHEN SPACE RAKE MEMBER ROOF SHEET INSIDE(80130) WALL PANEL ROOF PURLIN EXCEEDS 6'-0" ———— ——— SSR (80135) PURLIN CLOSURE BETW CLEARANCE I SLR II (NOT REQD.) ——— AND W N ROOF ROOFBOTT SHEET NOTE: FIELD SLOPE CUT VEE RIB&RPR PURLIN AND WALL PANEL W.P. 12-14 x 1 1/4" EWAL XCEEDSN PANELS WHEN ROOF PITCH WALL STRUCT INTERMEDIATE AT OUTSIDE FACE CLOSURE WALL GIRT OF WALL PANEL 1/2" CLEARANCE 1/4-14 x 1 1/4" FSNR.?I* BETWEEN ROOF W P. STRUCT FSNR 2 PER 12" AND WALL PANEL 2 PER PURLIN 1/4-14 x 1 1/4" —� AT OUTSIDE FACE SOFFIT STRUCT FSNR OF WALL PANEL PANEL 2 PER PURLIN 12-14 x 1 1/4'• EAVE STRUT TRIM ANGLE EXTENDED LINER TRIM 1/4" MIN 12-14 x 1 1/4" OR EAVE ANGLE EAVE STRUT EXTENDED LINER TRIM (GAC1024) WALL STRUCT WALL STRUCT FSNR. (NLT-) ® PR & RPR (NLT-) ® PR & PER FSNR.;YF 2 PER 12" O PANEL RIB 1 PER 12" 1 PER 12" @ VR & RPR 1/4-14 x 7/8" WALL (ELT-) ® VEE RIB (ELT-) ® VEE RIB AT INT GIRTS STITCH FSNR *12-14 x 1 1/4" 1'-0" O.C. WALL STRUCT FSNR x 1 1/4" 1-1 TRIM ANGLE BASE MEMBER OUTSIDE CLOSURE 2 PER 12" ® PANEL RIB WALL STRUCT FSNR (GAC1024) - PANEL RIB (80140) 1/4-14 x 7/8" 1 PER 12" ® VEE RIB & PER 2 PER 12" ® PANEL RIB OUTSIDE CLOSURE PANEL CLOSURE WALL STITCH FSNR 1 PER 12" O VR & PER ANGLE (PCA-) VEE RIB (80362) 1 PER 12" PR (80140) 12-14 x 1 1/4" RPR (80130) OUTSIDE CLOSURE VR (80362) WALL STRUCT PR, VR OR RPR PR (80140) PER (80130) FSNR.** WALL PANEL ( ) / - /8" WALL 2 PER 12" PANEL SIDELAP WALL PANEL VR 8001 1 4 14 x 7 (NOT 2:12 PITCHES RPR (80130) STITCH FSNR 1 PER 12" OVER 2:12) (NOT REQD PITCHES WALL PANEL PR, VR, RPR OVER 2:12) *USE 12-14 x 1 7/8" FSNR AT THE GIFTS AND WALL PANEL *USE 12-14 x 1 1/2" FSNR IF **USE 12-14 x 1 1/2" FSNR AT THE BASE/EAVE *USE 12-14 x 1 1/2" FSNR IF #USE 12-14 x 1 1/2" FSNR IF / IF INSULATION THICKNESS IS GREATER THAN 4 INSULATION THICKNESS IS > 4" INSULATION THICKNESS IS > 4" INSULATION THICKNESS IS > 4' ,E,°RizR"R R ." °° PANEL RIB WALL E,°Ri2R"R REV." °` PR, VR & RPR WALL AT EAVE ,E,ORizR"R FEY.NO,°s WALL AT CANOPY ROOF E,°Ri2R"R FEY." °' WALL PANEL AT RAKE EXTENSION E,°RizR"R REV." °' WALL PANEL AT RAKE EXTENSION on WC04G1 FASTENER PATTERNS WC11 F1 STANDARD EAVE MEMBER WC1 1 F4 ALL WALL - ALL ROOFS WC12A1 PR, VR & RPR WALL WITH SOFFIT (ALL ROOFS) on WC12A2 PR, VR & RPR WALL W/O SOFFIT (ALL ROOFS) FLA FLA F L Al FILL VOID 1/4-14 x 7/8" DOOR FLASHING WITH LOOSE I ZEE GIRT WALL STITCH FSNR. INSULATION INSIDE CORNER 1'-0" O.C. 1/4-14 x 7/8" FLASHING (ICF-) 12-14 x 1 1/4" 1/4-14 x 7/8" a BELOW WALL WALL STITCH WALL STRUCT a ( ) FSNR. PANEL FSNR.CHANNEL WALL STITCH FSNR BWC- 1'-0" O.C. RIB 1'-0" O.C. PANEL RIB 1'-0" O.C. WALL WALL PANEL ROOF FLASHING #12-14 x 1 1/4" WALL STRUCT FSNR �—(2) PER 12" ® PANEL RIB \ �1 ALL x 1 1/4" WALL STRUCT (1) PER 12" FSNR. ® VR OR RPR PANEL 1'-0" O.C. RIB INSIDE CLOSURE WALL PANEL RIB (80130) -;-;; VEE RIB (80360) RPR (80140) LINER TRIM BLANKET (LTA-) INSTALL OUTSIDE CORNER JAMB TRIM INSULATION BEFORE ROOF FLASHING (CT-) (JT-) FLASHING *USE 12-14 x 1 1/2" FSNR IF \\ FUSE 12-14 x 1 1/2" FSNR IF INSULATION THICKNESS IS > 4" INSULATION THICKNESS IS GREATER THAN 4" °RizR" R .NO05 WALL CONN. BELOW WALL TO ROOF °RizR" RLY." °' OUTSIDE CORNER TRIM ,,°RizR" R ." °' INSIDE CORNER FLASHING 05 '" RE." °' JAMB TRIM AT OVERHEAD DOOR WC14A1 PR, VR OR RPR WALL WITH SSR ROOF WC20A1 PANEL RIB WALL WC21 Al PANEL RIB WALL WC24A1 PANEL RIB WALL THE VP ENGINEER'S SEAL APPLIES ONLY TO THE THIS DRAWING,INCLUDING THE INFORMATION HEREON,REMAINS THE PROPERTY OF VP BUILDINGS. VP Buildings WORK PRODUCT OF VP AND DESIGN AND IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED IN THE APPLICABLE PURCHASE COVERING&TRIM SED'S(d) PERFORMANCE REQUIREMENTS SPECIFIED BY ORDER AND MAY BE REPRODUCED ONLY FOR THAT PURPOSE.IT SHALL NOT BE MODIFIED, 3200 Players Club Circle Memphis TN 38125 VP.THE VP ENGINEER'S SEAL DOES NOT APPLY REPRODUCED OR USED FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF VP TO THE PERFORMANCE OR DESIGN OF ANY BUILDINGS. REv DATE BY DESCRIPTION BUILDER Axthelm Construction JOBNO OTHER PRODUCT OR COMPONENT FURNISHED THE GENERAL CONTRACTOR ANDIOR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE GOOD CUSTOMER Arne Zenneck DATE BY VP EXCEPT TO ANY DESIGN OR QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN ACCORDANCE WITH THIS DRAWING, LOCATION 9/22/2022 PERFORMANCE REQUIREMENTS SPECIFIED BY DETAILS REFERENCED IN THIS DRAWING,ALL APPLICABLE VP BUILDINGS ERECTION GUIDES,AND Arlington,Washington VP BUILDINGS DRANNICHECK VP. INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION,INCLUDING THE CORRECT USE OF PROJECT VARCO PRUDEN TEMPORARY BRACING. RNW Cistribution,Inc. A alueScope Steel Company BUILDERS IPAGE NTS VP Quote#210163 Rev3 WC VERSION: 2022.2a 58 10/10/2022 SEDSheet 15:44:37 FLENAME: vpc1 RNW 30fth adMsl°n&BmeS-.BuadIN.N°MAmalw,- ERECTION NOTE: DUE TO SEAMIER STRUCT. FSNR. AT 1'-0" O.C. PANEL RIB INSIDE CLEARANCES,GIRT SHOULD BE INSTALLED 1/4-14 X 1 1/4" (55307) PANEL RIB CLOSURE (80130) SEAL AFTER SSR HAS BEEN SEAMED W/FLANGE < 1/4". WALL PANEL W/ 3/16 x 1/4" 12-24 X 1 1 2" (56104) MASTIC (025390) CONT PANEL RIB W/FLANGE >= 1/4". INSIDE LINER PANEL EACH SIDE OF CLOSURE WALL PANEL PRE-DRILL HOLES CLOSURE PANEL RIB IN THICK FLAN ES.� RAKE BEAM (80130) WALL PANEL 1/4-14 x 1 1/4' SEAL WITH 1/4-14 X 7/8" S.S. STRUCT FSNR (55307) SECTION A-A SKINNING �' GAGE ANGLE ROOF STITCH FSNR 4'-0" O.C. AT 6" O.C. GAD1060 SECTION A-A SEALANT (80507) FIELD MITER ( ) AT SIDELAP W/ #12-14 x 1 1/4" (TDF-) AS F 3/16" x 1/4' TAPE NOTE: LINER PANEL HEADER SECTION A—A o' S.S. ROOF STRUCT REO'D. o LINER MASTIC (025390) FOR 12-14 x 1 1 4" WALL MAY REQUIRE FIELD TRIM (HTS-) o w 6'-O" FROM BASE FSNR 4" O.C. STRUCT.FSNR. AT CUTTING UNDER 12-14 x 1 1/4" o s TRIM OF WALL PANEL 1'-0" O.C. RAKE BEAM. WALL STRUCT 1/4-14 x 7/8" (HTL-) 12-14 x 1 1 4" r 1/4-14 x 1 1/4" / FSNR. WALL STITCH WALL STRUCT �� 1'-0" O.C. e FSNR. 8$$ G�GAA�'PPP LINER TRIM FSNR. 12' O.C. 1 1'-0" O.C. (55307) 1' 0" O.C. (NLT-) 1/4-14 x 7/8" 1/4-14 x 7/8" WALL STITCH FSNR. AT BOOR FLASHING LINER DOOR WALL STITCH BASE OF WALL ZEE GIRT 1'-O" O.C. 097581- 12-1a x 1 1/4" q (TDF-) HEADER V-0"O.C. TRIM (Bwi-)— ( ) WALL STRUCT A FSNR. / WALL, x 1 1/4" 2 PER FOOT ',IF12-14 x 1 1/4" WALL STRUCT BELOW WALL / A WALL STRUCT FSNR. CHANNEL DOOR FLASHING FSNR. A (BWC-) 1'-0"O.C. q WINDOW SILL 1'-0" O.C. BOTTOM OF 12-14 x 1 1/4" WALL DOOR FLASHING ROOF PANEL W.P. BASE OF WALL STRUCT. FSNR. AT DOOR HEADER ANGLE (BWA-) V-O" O.C. A LINER PANEL USE 12-14 x 1 1/2" FSNR IF *USE 12-14 x 1 1/2" FSNR IF *USE 12-14 x 1 1/2" FSNR IF INSULATION THICKNESS IS GREATER THAN 4" INSULATION THICKNESS IS GREATER THAN 4" INSULATION THICKNESS IS > 4" TE:05/z,/I RE.No.o3 WALL TRIM AT DOOR HEAD E:05/z,/I6 RE.No.o SILL TRIM RE.DArt:o6roJ 3 REV.NQO LINER TRIM AT DOOR HEAD E:os/o:/o REV.No.oa SSR WALL TO ROOF — METAL FLASH. R .DAE:oa/o</,6 REV.No.ol LINER PANEL ATTACHMENT WC24A2 OVERHEAD DOOR OPENING WC24A4 FRAMED OPENING (PANEL RIB) WC25A3 OVERHEAD DOOR OPENING DA WCSOA2 PANEL RIB WALL (ICE DAMMING) WC61 A3 FULL HEIGHT AT ENDWALL (8.5" OUTSET) LINER TRIM IDOE 1/4-14 x 7/8" (LTA-) SIDEWALL OR ' \ GIRT WALL STITCH ENDWALL COLUMN ALL STITCH/8 CLOSURE FSNR. FSNR. CEILING LINER 1'-0" O.C. V-O"O.C. / \_ GIRT PURUN \ I PARTITION PANEL \ I PANEL IS NOT I I ATTACHED TO HT ZEE GIRT SHOWN LINER PANEL—, MAY BE CEE LINER GIRT LINER PANEL--___,, PANELf I I ITT I I LINER TRIM (LTA-) PANEL RIB SHOWN VEE RIB SIMILAR 1/4-14 x 7/8" JAMB TRIM 3" 12-14 x 1 1/4° STITCH FSNR. AT GIRT (JT-) 12-14 x 1 1/4" STRUCT. FSNR.AT 1'-0" (097581) STRUCT. FSNR. AT 1'-0^O.C. (097584) CLOSURE 12� 1'-0" O.C. (097584) Mph 12-14 x 1 1/4" WALL STRUCT FSNR AT ATTACH HT TO 1'-0" O.C. GIRT CLOSURE 1/4-14 x 7/8" WALL STITCH FSNR. 1'-0"O.C. REV.DAlE:06/RJ/,3 REV.NQ bl REV.MTE:OJ/DI/DO IRY.N0.00 7E:oa/as/ts AEv.N. n 1E:aa/as/ts x[v.ua a, ,[.to/te/ti ve_ LINER PANEL ATTACHMENT LINER PANEL ATTACHMENT LINER PANEL ATTACHMENT PARTITION PANEL ATTACHMENT WC61A7 PARTIAL HEIGHT LINER WC61A9 TRIM AT COLUMN; OUTSET WALL WC61ED CEILING LINER PANEL LAP WC61EG CEILING LINER OR SOFFIT AT RIDGE WC64C7 WALL GIRT CLOSURE EAVE STRUT CLOSURE FIELD NOTCH TO FIT 12-14 x 1 1/4" PURLIN FLANGE WALL STRUCT 12-14 x 1 1/4" 12-14 x 1 1/4" (—CM—) ®7" PURLINS FSNR. (097584) WALL STRUCT WALL STRUCT (—CS—) ®8 1/2" PURLINS 2 PER CLOSURE FSNR. (097584) FSNR (097584) (—CN—) �10" PURLINS (CMA—) ®7" GIRT CLOSUREGIRTS (CMA—) ®Y GIRTS 2 PER CLOSURE GIRT CLOSURE 2 PER CLOSURE (—CP—) e 11 1/2" PURLINS 12-14 x 1 1/4" (CSA-) 0 8 1/2" GIRTS (CSA-) Q 8 1/2" GIRTS WALL STRUCT CNA- 10" GIRTS (CNA-) ®10" GIRTS EAVE CLOSURE FSNR. (097584) GIRT CLOSURE ( ) FIELD MITER TO FIT 2 PER CLOSURE (CMA-) 0 7" GIRTS (CPA-) 0 11 1/2' GIRTS (CPA-) (11 1/2' GIRTS ROOF PITCH (CSA-) @ 8 1/2" GIRTS GIRT CLOSURE (CNA-) D 10" GIRTS (CMF-) ®7" GIRTS 12-14 x 1 1/4" (CPA-) 0 1 1/2" GIRTS (CSF-) ®8 1/2" GIRTS WALL STRUCT (CNF-) ®10" GIRTS FSNR. (097584) (CPF-) 0 11 1/2" GIRTS 2 PER CLOSURE 5� . -!E GIRT CLOSURE 1/8" BLIND RIVETS 1/8" BLIND RIVETS 1/8" BLIND RIVETS 1/8" BLIND RIVETS (CMF-) ®7" GIRTS (097580) GIRT CLOSURE (097580). (097580) �n • (097580) (CSF-) 0 8 1/2" GIRTS 4 PER LAP (CMD-) ®7" GIRTS 4 PER LAP GIRT CLOSURE 4 PER LAP (CNF-) ®iD° GIRTS (CMD-) 0 8 1GIR GIRTS (CMA-) C 7" GIRTS GIRT CLOSURE 4 PER LAP (CND-) @ 5 1 GIRTS (CSA-) ®8 1/2' GIRTS (CMA-) ®7" GIRTS (CPF-) ®11 1/2" GIRTS (CSA-) 0 8 1/2" GIRTS (CPD-) ®11 1/2" GIRTS 12-14 x 1 1/4" (CNA-) 0 10" GIRTS (CNA-) c 10" GIRTS RAMSET CLOSURE �4—�2 WALL STRUCT (CPA-) ®11 1/2" GIRTS 12-14 x 1 1/4 (CPA-) ®11 1/2" GIRTS 12-14 x 1 1/4" FIELD NOTCH GIRT TO FLOOR FSNR. (097584) WALL STRUCT WALL STRUCT CLOSURE TO FIT (BY BUILDER) PER CLOSURE FSNR. FSNR. (097584) OVER BASE MEMBER 2 PER CLOSURE 2 PER CLOSURE SEE COMMON WAREHOUSE DRAWING FOR SEE COMMON WAREHOUSE DRAWING FOR SEE COMMON WAREHOUSE DRAWING FOR BLIND RIVET COLOR INFORMATION BLIND RIVET COLOR INFORMATION SEE COMMON WAREHOUSE DRAWING FOR BLIND RIVET COLOR INFORMATION BLIND RIVET COLOR INFORMATION REv.DArz:oa/n/n REV.NQ 02 GIRT CLOSURES REv.DA—*/n/n IREV.N0.02 GIRT CLOSURES REv.DArz:oa/n/n REV.N0.02 GIRT CLOSURES REV,DA,E:oa/n/n REV.NQ 03 GIRT CLOSURES WC80G1 BASE TO ZEE GIRT WC80H2 ZEE GIRT TD CEE GIRT WC80J2 ZEE GIRT TO ZEE GIRT WCSOK2 GIRT TO EAVE STRUT THE VP ENGINEER'S SEAL APPLIES ONLY TO THE THIS DRAWING,INCLUDING THE INFORMATION HEREON,REMAINS THE PROPERTY OF VP BUILDINGS. VP Buildings WORK PRODUCT OF VP AND DESIGN AND IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED IN THE APPLICABLE PURCHASE COVERING&TRIM SEDES(e) PERFORMANCE REQUIREMENTS SPECIFIED BY ORDER AND MAY BE REPRODUCED ONLY FOR THAT PURPOSE.IT SHALL NOT BE MODIFIED, 3200 Players Club Circle Memphis TN 38125 VP.THE VP ENGINEER'S SEAL DOES NOT APPLY REPRODUCED OR USED FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF VP TO THE PERFORMANCE OR DESIGN OF ANY BUILDINGS. REV DATE BY DESCRIPTION BUILDER Axthelm Construction JOeNO OTHER PRODUCT OR COMPONENT FURNISHED THE GENERAL CONTRACTOR ANDIOR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE GOOD CUSTOMER Arne Zenneck DATE BY VP EXCEPT TO ANY DESIGN OR QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN ACCORDANCE WITH THIS DRAWING, LOCATION 9/22/2022 PERFORMANCE REQUIREMENTS SPECIFIED BY DETAILS REFERENCED IN THIS DRAWING,ALL APPLICABLE VP BUILDINGS ERECTION GUIDES,AND Arlington,Washington VP BUILDINGS DRAWNICHECK VP. INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION,INCLUDING THE CORRECT USE OF PROJECT VARCO PRUDEN TEMPORARY BRACING. RNW Cistribution,Inc. A alueScope Steel Company BUILDERS IPAGE NTS Vp Quote#210,63 Rev3 WC VERSION: 2022.2a 59 10/10/2022 SEDSheet 15:44:39 FRENAME: vpc1 RNW 301th A dMSI00&BmeS-.Buadg6 N.M-..,Io 1/4-14 x 7/8"WALL STITCH EAVE STRUT / FSNR. 1 PER SUPPORT AND 1 PER GIRT SPACE 2 FSNRS REO'D WHEN SPACE EXCEEDS 6'-0" 1/4-14 x 1 1/4" STRUCT. FSNR. AT 1'-0" O.C. (55307) EAVE OR RAKE SUPPORT NTERMEDIATE WALL GIRT CEILING LINER 12-14 x 1 1/4" WALL STRUCT CEILING LINER TRIM FSNR, (LT—) 1 PER FOOT AT ALL SECONDARY 1/4-14 x 7/8' EMBERS WALL STITCH FSNR. AT 1'-0" O.C. (097581—) V17I ASE MEMBER PANEL SIDELAP 12-14 x 1 1/4" WALL STRUCT FSNR. 1 PER FOOT I PANEL SIDELAP "WCV022 LINER PANEL ATTACHMENT - - PANEL RIB LINER LOW EAVE CEILING LINER V nA WCV060 FASTENER PATTERNS THE VP ENGINEER'S SEAL APPLIES ONLY TO THE THIS DRAWING,INCLUDING THE INFORMATION HEREON,REMAINS THE PROPERTY OF VP BUILDINGS. VP Buildings WORK PRODUCT OF VP AND DESIGN AND IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED IN THE APPLICABLE PURCHASE COVERING&TRIM SED'S (f) PERFORMANCE REQUIREMENTS SPECIFIED BY ORDER AND MAY BE REPRODUCED ONLY FOR THAT PURPOSE.IT SHALL NOT BE MODIFIED, 3200 Players Club Circle Memphis TN 38125 VP.THE VP ENGINEER'S SEAL DOES NOT APPLY REPRODUCED OR USED FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF VP TO THE PERFORMANCE OR DESIGN OF ANY BUILDINGS. REV DATE BY DESCRIPTION BUILDER Axthelm Construction JoexO OTHER PRODUCT OR COMPONENT FURNISHED THE GENERAL CONTRACTOR ANDIOR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE GOOD CUSTOMER Arne Zenneck DATE BY VP EXCEPT TO ANY DESIGN OR QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN ACCORDANCE WITH THIS DRAWING, LOCATION 9/22/2022 PERFORMANCE REQUIREMENTS SPECIFIED BY DETAILS REFERENCED IN THIS DRAWING,ALL APPLICABLE VP BUILDINGS ERECTION GUIDES,AND Arlington,Washington VP BUILDINGS DRAWNICHECK VP. INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION,INCLUDING THE CORRECT USE OF PROJECT VARCO PRUDEN TEMPORARY BRACING. RNW Cistribution,Inc. A alueScope Steel Company BUILDERS IPAGE NTS VP Quote#210163 Re WC VERSION: 2022.2a 60 10/10/2022 SEDSheet 15:44:40 rLENAME: vpc1 RNW 30fth adM.I..m Blu.S-eBuadIN.NOMAmalw,- SPECIAL INSPECTION AND TESTING AGREEMENT Community and Economic Development City of Arlington•18204 59th Ave NE• Arlington,WA 98223• Plione(360)403-3551 In accordance with International Building Code Chapter 17,where application is made for constriction as described in this section,the Owner or the License Design Professional responsible for,and acting as the owner's agent shall employ one or more Special Inspectors to provide inspections during construction. XXX 197TH PL NE, ARLINGTON, WA Property Address: 13-F R05Qw1/2L13 Lot#: Parcel ID No.: Subdivision: 17,748 S.F. WAREHOUSE WITH SMALL OFFICE Project Description: Primary Contact: ❑ Owner © Architect ❑ Engineer ❑ Contractor (360) 4554-0268 Owner Name: Arne Zenneck Office No.: Email Address: arne@rnwdist.com Cell No.: Mailing Address: 14219 Smoky Point City: Marysville State: WA Zi :98271 (425) 252 2153 Architect Name: Adam Clark 2812 architecture. Contact Paul Office No.: Email Address: paul@ 2812architecture.com Cell No.: 2812 Colby Avenue Everett WA 98201 Mailing Address: City: State: Zip: 6803 April 05, 2024 Professional License Number: Expiration Date: 360.714.8260 (ext.106) Engineer Name: Kingworks Structural Engineer Office No.: Email Address: Brian@ king-works.com Cell No.: Mailing Address: 600 DuPont street City: Bellingham State: WA Zip:98225 42778 u�023 Professional License Number: Expiration Date: 360.424.6848 Contractor Name: Axthelm Construction (Brandon Axthelm) Office No.: Email Address: Brandon@Axthelmconstruction.com Cell No.: Mailing Address: 3610 Cedardale Rd Unit City: Mount Vernon State: WA Zip: 98273 L&I Contractor License Number: Expiration Date: Before a permit can be issued: The owner, Architect or Engineer of record acting as the owner's agent, shall complete this agreement, including the required aclaiowledgements, and attach structural tests and inspections schedules.A pre-construction conference with the parties involved may be required to review the special inspection requirements and procedures. Page 1 of 4-REV03.2022 SPECIAL INSPECTION AND TESTING SHALL MEET THE MINIMUM REQUIREMENTS OF 2018 IBC. THE FOLLOWING CONDITIONS ARE ALSO APPLICABLE. 1. Duties and Responsibilities of Special Inspector a. Observe Work: The Special Inspector shall observe the work for conformance with City of Arlington approved (stamped) design drawings and specifications and applicable workmanship provisions of the IBC The Architect/ Engineer-reviewed shop drawings and/or project drawings may be used only as an aid to inspection. b. Report Non-Conforming Items: The Special Inspector shall bring non-conforming items to the attention of the Contractor and note all such items in the daily report.If any item is not resolved in a timely manner or is about to be incorporated in the work,the Special Inspector shall immediately notify the City of Arlington by telephone or in person, and notify the project Architect or Engineer. c. Furnish Daily Reports: Each Special Inspector shall complete and sign an inspection report for each day's inspections to remain at theJob site with the contractor for review by the City of Arlington. d. Furnish Weekly Reports: The Special Inspector or agency shall furnish weekly reports of tests and inspections directly to the City of Arlington,project Architect/Engineer,and others as designated.These reports must include the following: i. Description of daily inspections and test made,with applicable locations. ii. Listing of all non-conforming items. iii. Report on how non-conforming items were resolved or unresolved,as applicable. iv. Itemize all changes authorized by the Architect/Engineer of Record and City of Arlington if not included in non-conformance items. e. Furnish Final Report: The Special Inspector or inspection agency shall submit a final signed report to the City of Arlington stating that all items requiring special inspection and testing were fulfilled and reported,and to the best of his/her knowledge,in conformance with the approved design drawings,specifications,approved change orders and the applicable workmanship provisions of the IBC. Items not in conformance, unresolved items or any discrepancies in inspection coverage (i.e., missed inspections, periodic inspections when inspection was required,etc.) shall be specifically itemized in this report 2. Contractor Responsibilities a. Notify the Special Inspector: The Contractor is responsible for notifying the Special Inspector or agency regarding individual inspection items on the summary schedule and as noted on the City of Arlington approved plan as specified by the Architect and or Engineer of record. b. Provide Access to Approved Plans: The Contractor is responsible for providing the Special Inspector access to approved plans at the job site. c. Retain Special Inspection Records: The Contractor is also responsible for retaining at the job site all Special Inspection records submitted by the Special Inspector and providing these records for review by City of Arlington,upon request. 3. City of Arlington a. Approve Special Inspector: The City of Arlington shall approve all Special Inspectors prior to perfonning any inspection. b. Monitor Special Inspection: Work requiring special inspection and the performance of Special Inspectors shall be monitored by the City of Arlington. His/ Her approval must be obtained prior to placement of concrete or similar activities in addition to that of the Special Inspector. Page 2 of4- REV03.2022 4. Owner Responsibilities a. Funding: The project owner or the Architect or Engineer of record acting as the owner's agent shall fund the Special Inspection Services. 5. Architect or Engineer of Record Responsibilities a. Drawings: The Architect or Engineer of record shall include special inspection requirements on the design drawings and specifications. b. Schedule Inspections: Provide a sunmiary schedule of required inspections which would outline frequency of inspections for items which may require multiple inspections which may include but are not limited to concrete and grout testing, compaction,testing of backfill and or road beds as reconn fended by the geo-tech engineer,and structural welding as work progresses. 6. Indicate items requiring special inspection,structural testing,or structural observations by checking the appropriate box. W STRUCTURAL STEEL ......................................................................... (IBC 1705.2.1 &1705.12.1) ❑ STEEL CONSTRUCTION OTHER THAN STRUCTURAL STEEL ....... (IBC 1705.2.2) [ir CONCRETE CONSTRUCTION ............................................................. (IBC 1705.3) ❑ MASONRY CONSTRUCTION ............................................................... (IBC 1705.4) ❑ WOOD CONSTRUCTION ..................................................................... (IBC 1705.5,1705.11.1 &1705.12.2) ❑ SOILS CONSTRUCTION ....................................................................... (IBC 1705.6) ❑ DRIVEN DEEP FOUNDATIONS .......................................................... (IBC 1705.7) ❑ CASTAN-PLACE DEEP FOUNDATIONS ............................................. (IBC 1705.8) ❑ HELICAL PILE FOUNDATIONS .......................................................... (IBC 1705.9) ® SPRAYED FIRE-RESISTANT MATERIALS ......................................... (IBC 1705.14) ❑ MASTIC AND INTUMESCENT FIRE-RESISTANT COATINGS ........... (IBC 1705.15) ❑ EXTERIOR INSULATION AND FINISH SYSTEMS (EIFS) .................. (IBC 1705.16) ❑ FIRE-RESISTANT PENETRATIONS AND JOINTS ............................. (IBC 1705.17) Only required for high-rise buildings or those assigned to Risk Category III or IV per IBC Table 1604.5. ❑ SMOKE CONTROL ............................................................................... (IBC 1705.18) ❑ ARCHITECTURAL COMPONENTS ..................................................... (IBC 1705.12.5) Only required for buildings located within Seismic Design Category D,E, or F ❑ PLUMBING,MECHANICAL&ELECTRICAL COMPONENTS ............. (IBC 1705.12.6) Only required for buildings located within Seismic Design Category C,D,E, or F ❑ SEISMICALLY ISOLATED SYSTEMS ................................................... (IBC 1705.12.8) Material alternatives or unusual design applications ❑ SPECIAL CASES .................................................................................... (IBC 1705.1.1) ❑ MISCELLANEOUS AREA These inspections maybe recommended by the Architect/Engineer and are to be approved by the Building department. Page 3 of4- REV03.2022 Acknowledgements I HAVE READ AND AGREE TO COMPLY WITH THE TERMS AND CONDITIONS OF THIS AGREEMENT. (Attach more sheets for signatures if necessary) Owner Name: Arne Zenneck Date: Signature: Contractor Name: Axthelm Construction (Brandon Axthelm) Date: Signature: ❑ Submit written statement of responsibility in accordance with IBC Section 1704.4. Special Inspector Name: TBD Date: Signature: ❑ Submit WABO certification for special inspection agency and inspectors,(or) ❑ Submit Special Inspection agency documentation for Building Official approval. Names of Special Inspectors Scope of Work. Submit copies of inspector certifications provided for each discipline. Inspector Name: Scope of Work: Inspector Name: Scope of Work: Inspector Name: Scope of Work: Inspector Name: Scope of Work: Inspector Name: Scope of Work: Inspector Name: Scope of Work: Architect En ineer of Record 2812 Architecture Date: Signature: Structural Observer Kingworks Structural Engineer Date- Si nature. ❑ Statement of Special Inspections completed and submitted in accordance with IBC Section 1704.3. ❑ Structural Observations regnired in accordance with IBC Section 1704.5. Page4of4- REV03.2022 Kingworks JOB TITLE RNW Distribution Metal Building STRUCTURAL ENGINEERS 600 Dupont St*Ste B JOB No. 21149 SHEET NO. Bellingham, WA 98225 CALCULATED BY BLA DATE 9/1/22 360-714-8260 www.king-works.com CHECKED BY KQH DATE CS2018 Ver 2020.09.26 www.struware.com Dtgttal y� VC Hanks. C-US i E=q n@kI .co K. ui an s D- wmee E Q. g nn =K. 0 yQ ine Date:2022.09.01 07'00' O��SS�ONAL STRUCTURAL CALCULATIONS FOR RNW Distribution Metal Building Vacant Land Lot F,Arlington,WA 98223 Code: International Building Code 2018 Risk Category: II Loads: Floor: Komatsu FG25T-16 forklift 87501b axle load Roof: Per metal building manufacturer Isnow= 1.00 Interior Office Roof: 15psf DL;20psf LL Wind: 97mph/exp C Seismic: Ss=103.2%g/S1=36.9%g/SDC=D Ieq= 1.00 Soils: Basis: Per GeoTest report dated May 4th,2021 Allowable Bearing Stress: 2500 Lateral Soil Loads(Active/At Rest): 35pcf/55pcf(81-1 Seismic) Description: Foundation design for 126'xl35.5'metal building structure based on preliminary building colum reactions provided by Varco Pruden(dated 8/10/21).Metal building superstructure is designed b others.An additional single story office building,seismically separate from the metal building superstructure,is also included in the design.Wall framing and lateral system are wood framed bearing walls with structural wood shear panels. Page Item 1 Calc Cover Sheet 2 Loads 12 Interior Mezzanine Design 34 Metal Building Column Anchor Design 82 Metal Building Foundation Design 111 VP Reactions Page 1 of 149 Kingworks JOB TITLE RNW Distribution Metal Building STRUCTURAL ENGINEERS 600 Dupont St*Ste B JOB No. 21149 SHEET NO. Bellingham,WA 98225 CALCULATED BY BLA DATE 360-714-8260 www.king-works.com CHECKED BY DATE www.struware.com Code Search Code: International Building Code 2018 Occupancy: Occupancy Group= B Business Risk Category & Importance Factors: Risk Category= II Wind factor= 1.00 Snow factor= 1.00 Seismic factor= 1.00 Type of Construction: Fire Rating: Roof= 0.0 hr Floor= 0.0 hr Building Geometry: Roof angle (0) 0.00/12 0.0 deg Building length 62.3 ft Least width 25.5 ft Mean Roof Ht (h) 12.0 ft Parapet ht above grd 0.0 ft Minimum parapet ht 0.0 ft Live Loads: Roof 0 to 200 sf: 20 psf 200 to 600 sf: 24-0.02Area, but not less than 12 psf over 600 sf: 12 psf Floor: Typical Floor 50 psf Partitions 15 psf Lobbies&first floor corridors 100 psf Corridors above first floor 80 psf Balconies(1.5 times live load) 75 psf Page 2 of 149 Kingworks JOB TITLE RNW Distribution Metal Building STRUCTURAL ENGINEERS 600 Dupont St*Ste B JOB No. 21149 SHEET NO. Bellingham,WA 98225 CALCULATED BY BLA DATE 360-714-8260 www.king-works.com CHECKED BY DATE Wind Loads : ASCE 7- 16 Ultimate Wind Speed 98 mph Nominal Wind Speed 75.9 mph Risk Category II Exposure Category C Enclosure Classif. Enclosed Building Internal pressure +/-0.18 Directionality (Kd) 0.85 Kh case 1 0.849 Kh case 2 0.849 Type of roof Monoslope I Topographic Factor (Kzt) V(z) Topography Flat speed-up Hill Height (H) 80.0 ft Half Hill Length(Lh) 100.0 ft � x(upwind) = stldta,'n!'•!i►'dl Actual H/Lh = 0.80 ~ H..; Use H/Lh = 0.50 Lh H Modified Lh = 160.0 ft Hi? From top of crest:x= 50.0 ft Bldg up/down wind? downwind ESCARPMENT H/Lh= 0.50 K, = 0.000 x/Lh= 0.31 K2= 0.792 V(Z) z/Lh= 0.09 K3= 1.000 Z Speed-up P At Mean Roof Ht: VW x(upwind) x(downwind) Kzt=(1+KjK2K3)^2= 1.00 01 4 i H/2 H Ll, H/2 2D RIDGE or 3D AXISYMMETRICAL HILL Gust Effect Factor Flexible structure if natural frequency<1 Hz(T>1 second). h= 12.0 ft If building h/B>4 then may be flexible and should be investigated. B= 25.5 ft h/B= 0.47 Rigid structure(low rise bldg) /z(0.6h)= 15.0 ft G = 0.85 Using rigid structure default Rigid Structure Flexible or Dynamically Sensitive Structure e = 0.20 34icy (ni)= 0.0 Hz f = 500 ft Damping ratio(0)= 0 Zmin = 15 ft /b= 0.65 c= 0.20 /a= 0.15 9Q, 9v= 3.4 Vz= 82.8 Lz= 427.1 ft Nj = 0.00 Q= 0.94 Rn = 0.000 lz= 0.23 Rh = 28.282 q = 0.000 h= 12.0 ft G = 0.89 use G =0.85 RB = 28.282 q = 0.000 RL= 28.282 q = 0.000 9R = 0.000 R = 0.000 Gf = 0.000 Page 3 of 149 Kingworks JOB TITLE RNW Distribution Metal Building STRUCTURAL ENGINEERS 600 Dupont St*Ste B JOB No. 21149 SHEET NO. Bellingham,WA 98225 CALCULATED BY BLA DATE 360-714-8260 www.king-works.com CHECKED BY DATE Enclosure Classification Test for Enclosed Building: Ao<0.01Ag or 4 sf,whichever is smaller Test for Open Building: All walls are at least 80%open. Ao>_ 0.8Ag Test for Partially Enclosed Building: Predominately open on one side only Input Test Ao 500.0 sf Ao >_ 1.1Aoi NO Ag 600.0 sf Ao>4'or 0.01Ag YES Aoi 1000.0 sf Aoi/Agi <_ 0.20 YES Building is NOT Agi 10000.0 sf Partially Enclosed Conditions to qualify as Partially Enclosed Building. Must satisfy all of the following: Ao>_ 1.1Aoi Ao> smaller of 4'or 0.01 Ag Aoi/Agi<_ 0.20 Where: Ao=the total area of openings in a wall that receives positive external pressure. Ag =the gross area of that wall in which Ao is identified. Aoi=the sum of the areas of openings in the building envelope(walls and roof)not including Ao. Agi=the sum of the gross surface areas of the building envelope(walls and roof)not including Ag. Test for Partially Open Building: A building that does not qualify as open,enclosed or partially enclosed. (This type building will have same wind pressures as an enclosed building. Reduction Factor for large volume partially enclosed buildings (Ri) If the partially enclosed building contains a single room that is unpartitioned ,the internal pressure coefficient may be multiplied by the reduction factor Ri. Total area of all wall&roof openings (Aog): 0 sf Unpartitioned internal volume (Vi): 0 cf Ri= 1.00 Ground Elevation Factor Me) Grd level above sea level= 0.0 ft Ke= 1.0000 Constant= 0.00256 Adj Constant= 0.00256 Page 4 of 149 Kingworks JOB TITLE RNW Distribution Metal Building STRUCTURAL ENGINEERS 600 Dupont St*Ste B JOB No.21149 SHEET NO. Bellingham,WA 98225 CALCULATED BY BLA DATE 360-714-8260 www.king-works.com CHECKED BY DATE Snow Loads : ASCE 7- 16 Nominal Snow Forces Roof slope = 0.0 deg Horiz.eave to ridge dist(W)= 12.8 ft Roof length parallel to ridge(L)= 62.3 ft Type of Roof Hip and gable w/trussed systems Ground Snow Load Pg = 17.0 psf Risk Category = II Importance Factor I = 1.0 Thermal Factor Ct = 1.00 Exposure Factor Ce = 0.9 Pf=0.7*Ce*Ct*I*Pg = 10.7 psf Unobstructed Slippery Surface yes Sloped-roof Factor Cs = 1.00 Balanced Snow Load = 10.7 psf Near ground level surface balanced snow load= 17.0 psf Rain on Snow Surcharge Angle 0.26 deg Code Maximum Rain Surcharge 5.0 psf Rain on Snow Surcharge = 5.0 psf Ps plus rain surcharge = 15.7 psf Minimum Snow Load Pm = 17.0 psf NOTE:Alternate spans of continuous beams shall be loaded with half the design roof snow Uniform Roof Design Snow Load = 17.0 psf use 25.0 load so as to produce the greatest possible effect-see code for loading diagrams and exceptions for gable roofs.. bnbalanced Snow Loads -for Hip &Gable roofs only Required<ebweeen 7 on 12= 30.26 deg nd 2.38 deg= 2.38 deg Unbalanced snow loads are not required d snow load= 25.0 psf d snow load= 25.0 psf Windward Snowainst walls parapets, etc Upwind fetch lu = Projection height h = Projection width/length = Snow density g = 16.2 pcf % Balanced snow height hb = 0.66 ft / hd = 7 ft Surcharge Load he = -0.66 /Due to Drifting he/hb<0.2= -1.0 Ip<15',drift not req'd /f Drift height(hc) = 0.00 ft hC kA Drift w Such PER METAL BUILDING MFR Surcharge load: pd=y*hd Balanced Snow Load Balanced Snow load: = 10.7 psf h 10.7 psf W Windward Snow Drifts 2-Against walls ara ets et Lu Upwind fetch lu = Projection height h = Projection width/length Ip = Note: If bottom of ection is at least 2 feet Snow density = 16.2 pcf above hb then snow d is not required. Balanced snow height hb = 0.66 ft hd = 0.87 ft he = -0.66 ft he/hb<0.2= -1 Ip<15',drift not req'd Drift height( = 0.00 ft Drift widt w = -5.29 ft Surc ge load: pd=y*hd= 0.0 psf anted Snow load: = 10.7 psf 10.7 psf Page 5 of 149 Kingworks JOB TITLE RNW Distribution Metal Building STRUCTURAL ENGINEERS 600 Dupont St*Ste B JOB No. 21149 SHEET NO. Bellingham,WA 98225 CALCULATED BY BLA DATE 360-714-8260 www.king-works.com CHECKED BY DATE Seismic Loads: IBC 2018 Strength Level Forces Risk Category: II Importance Factor(1): 1.00 Site Class:D Ss(0.2 sec)= 103.20%g S1 (1.0 sec)= 36.90%g A site specific ground motion analysis is required for seismically isolated structures or with damping systems,see ASCE7 11.4.8 Fa= 1.087 Sms= 1.122 SDS= 0.748 Design Category= D Fv= 1.931 Sm1 = 0.713 Sol = 0.475 Design Category= D Seismic Design Category= D Redundancy Coefficient p= 1.30 Number of Stories: 1 Structure Type All other building system: Horizontal Struct Irregularities:No plan Irregularity Vertical Structural Irregularities:No vertical Irregularity Flexible Diaphragms:Yes Building System: Building Frame Systems Seismic resisting system: Steel ordinary concentrically braced frames System Structural Height Limit:35ft(see code footnote or 1613.4.1 for exceptions) Actual Structural Height(hn)=12.0 ft See ASCE7 Section 12.2.5 for exceptions and other system limitations DESIGN COEFFICIENTS AND FACTOR Response Modification Coefficient(R)= 3.25 Over-Strength Factor(no)= 2 Deflection Amplification Factor(Cd): 3.25 SDS= 0.748 Sol = 0.475 Seismic Load Effect(E)= Eh+/-Ev = p GE+/-0.2SDs D = 1.3Qe+/- 0.150D QE=horizontal seismic force Special Seismic Load Effect(Em): Emh+/-Ev= DO CE+/-0.2SDs D =2Qe+/- 0.150D D=dead loac PERMITTED ANALYTICAL PROCEDURE Simplified Analysis -Use Equivalent Lateral Force Analysis Equivalent Lateral-Force Analysis Permittec Building period coef. ((T)= 0.020 Cu= 1.40 Approx fundamental period(Ta) CThn,.= 0.129 sec x=0.75 Tmax=CuTa= 0.181 User calculated fundamental period(T)= sec Use T= 0.129 Long Period Transition Period(TL)= ASCE7 map= 16 Seismic response coef.(Cs)= Sdsl/R= 0.230 ASCE7 11.4.8 exception 2 equations used but not less than Cs= 0.044Sdsl= 0.033 USE Cs= 0.230 Design Base Shear V= 0.230W Model&Seismic Response Analysis - Permitted(see code for procedure) ALLOWABLE STORY DRIFT Structure Type: All other structures Allowable story drift Da= 0.020hsx where hsx is the story height below level x Page 6 of 149 Kingworks JOB TITLE RNW Distribution Metal Building STRUCTURAL ENGINEERS 600 Dupont St*Ste B JOB No. 21149 SHEET NO. Bellingham,WA 98225 CALCULATED BY BLA DATE 360-714-8260 www.king-works.com CHECKED BY DATE Seismic Loads: IBC 2018 Strength Level Forces Risk Category: II Importance Factor(1): 1.00 Site Class:D Ss(0.2 sec)= 103.20%g S1 (1.0 sec)= 36.90%g A site specific ground motion analysis is required for seismically isolated structures or with damping systems,see ASCE7 11.4.8 Fa= 1.087 Sms= 1.122 SDS= 0.748 Design Category= D Fv= 1.931 Sm1 = 0.713 Sol = 0.475 Design Category= D Seismic Design Category= D Redundancy Coefficient p= 1.30 Number of Stories: 1 Structure Type All other building system: Horizontal Struct Irregularities:No plan Irregularity FOR INTERIOR WOOD Vertical Structural Irregularities:No vertical Irregularity MEZZANINE Flexible Diaphragms:Yes Building System: Bearing Wall Systems Seismic resisting system: Light frame(wood)walls with structural wood shear panels System Structural Height Limit:65 ft Actual Structural Height(hn)=12.0 ft See ASCE7 Section 12.2.5 for exceptions and other system limitations DESIGN COEFFICIENTS AND FACTOR Response Modification Coefficient(R)= 6.5 Over-Strength Factor(no)= 2.5 Deflection Amplification Factor(Cd): 4 SDS= 0.748 Sol = 0.475 Seismic Load Effect(E)= Eh+/-Ev = p GE+/-0.2SDs D = 1.3Qe+/- 0.150D QE=horizontal seismic force Special Seismic Load Effect(Em): Emh+/-Ev= DO CE+/-0.2SDs D =2.5Qe+/- 0.150D D=dead loac PERMITTED ANALYTICAL PROCEDURE Simplified Analysis -Use Equivalent Lateral Force Analysis Equivalent Lateral-Force Analysis Permittec Building period coef. ((T)= 0.020 Cu= 1.40 Approx fundamental period(Ta) CThn,.= 0.129 sec x=0.75 Tmax=CuTa= 0.181 User calculated fundamental period(T)= sec Use T= 0.129 Long Period Transition Period(TL)= ASCE7 map= 16 Seismic response coef.(Cs)= Sdsl/R= 0.115 ASCE7 11.4.8 exception 2 equations used but not less than Cs= 0.044Sdsl= 0.033 USE Cs= 0.115 Design Base Shear V= 0.115W Model&Seismic Response Analysis Permitted(see code for procedure) ALLOWABLE STORY DRIFT Structure Type: All other structures Allowable story drift Da= 0.020hsx where hsx is the story height below level x Page 7 of 149 ,�Ees OSHPD Arlington, WA, USA Latitude, Longitude: 48.1987118, -122.1251418 W Z CD 530 Gilman Ave y in E Gilman Ave E Gilman Ave v � 2 La Hacienda Arlington ( ®Mirk d Public House E Division St 19 United States E > 7-Eleven Postal Service s < = Z U_ Go gle 9 Map data CO2021 Date 8/24/2021,12:59:06 PM Design Code Reference Document ASCE7-16 Risk Category II Site Class D-Stiff Soil Type Value Description SS 1.032 MCER ground motion.(for 0.2 second period) S1 0.369 MCER ground motion.(for 1.0s period) SMS 1.122 Site-modified spectral acceleration value SMt null-See Section 11.4.8 Site-modified spectral acceleration value SDS 0.748 Numeric seismic design value at 0.2 second SA SDI null-See Section 11.4.8 Numeric seismic design value at 1.0 second SA Type Value Description SDC null-See Section 11.4.8 Seismic design category Fa 1.087 Site amplification factor at 0.2 second Fv null-See Section 11.4.8 Site amplification factor at 1.0 second PGA 0.439 MCEG peak ground acceleration FPGA 1.161 Site amplification factor at PGA PGAM 0.51 Site modified peak ground acceleration TL 6 Long-period transition period in seconds SsRT 1.032 Probabilistic risk-targeted ground motion.(0.2 second) SsUH 1.133 Factored uniform-hazard(2%probability of exceedance in 50 years)spectral acceleration SsD 1.5 Factored deterministic acceleration value.(0.2 second) S1RT 0.369 Probabilistic risk-targeted ground motion.(1.0 second) S1 UH 0.414 Factored uniform-hazard(2%probability of exceedance in 50 years)spectral acceleration. S1D 0.6 Factored deterministic acceleration value.(1.0 second) PGAd 0.5 Factored deterministic acceleration value.(Peak Ground Acceleration) CRS 0.911 Mapped value of the risk coefficient at short periods CRC 0.891 Mapped value of the risk coefficient at a period of 1 s Page 8 of 149 DISCLAIMER While the information presented on this website is believed to be correct,SEAOC/OSHPD and its sponsors and contributors assume no responsibility or liability for its accuracy.The material presented in this web application should not be used or relied upon for any specific application without competent examination and verification of its accuracy,suitability and applicability by engineers or other licensed professionals.SEAOC/OSHPD do not intend that the use of this information replace the sound judgment of such competent professionals,having experience and knowledge in the field of practice,nor to substitute for the standard of care required of such professionals in interpreting and applying the results of the seismic data provided by this website.Users of the information from this website assume all liability arising from such use.Use of the output of this website does not imply approval by the governing building code bodies responsible for building code approval and interpretation for the building site described by latitude/longitude location in the search results of this website. Page 9 of 149 A This is a beta release of the new ATC Hazards by Location website. Please contact us with feedback. 8 The ATC Hazards by Location website will not be updated to support ASCE 7-22. Find out why_. L%TC Hazards by Location Search Information Anacortes sedro-Woolley O Mt Vernon Address: Arlington, WA, USA 108 ft Coordinates: 48.1987118,-122.1251418 _ Elevation: 108 ft Timestamp: 2022-09-01 T19:31:51.671 Z Iwm Marysville 0 W h i d bey Everett Hazard Type: Wind r Island o I I G0 gle Madata©2022 Google Report a map error ASCE 7-16 ASCE 7-10 ASCE 7-05 MRI 10-Year 67 mph MRI 10-Year 72 mph ASCE 7-05 Wind Speed 85 mph MRI25-Year 74 mph MRI25-Year 79 mph MRI 50-Year 79 mph MRI 50-Year 85 mph MRI 100-Year 83 mph MRI 100-Year 91 mph Risk Category I 92 mph Risk Category I 100 mph Risk Category II 98 mph Risk Category II 110 mph Risk Category III 105 mph Risk Category III-IV 115 mph Risk Category IV 109 mph The results indicated here DO NOT reflect any state or local amendments to the values or any delineation lines made during the building code adoption process. Users should confirm any output obtained from this tool with the local Authority Having Jurisdiction before proceeding with design. Please note that the ATC Hazards by Location website will not be updated to support ASCE 7-22. Find out why. Disclaimer Hazard loads are interpolated from data provided in ASCE 7 and rounded up to the nearest whole integer. Per ASCE 7, islands and coastal areas outside the last contour should use the last wind speed contour of the coastal area—in some cases, this website will extrapolate past the last wind speed contour and therefore, provide a wind speed that is slightly higher. NOTE: For queries near wind- borne debris region boundaries, the resulting determination is sensitive to rounding which may affect whether or not it is considered to be within a wind-borne debris region. Mountainous terrain, gorges,ocean promontories, and special wind regions shall be examined for unusual wind conditions. Page 10 of 149 While the information presented on this website is believed to be correct,ATC and its sponsors and contributors assume no responsibility or liability for its accuracy. The material presented in the report should not be used or relied upon for any specific application without competent examination and verification of its accuracy, suitability and applicability by engineers or other licensed professionals.ATC does not intend that the use of this information replace the sound judgment of such competent professionals, having experience and knowledge in the field of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the results of the report provided by this website. Users of the information from this website assume all liability arising from such use. Use of the output of this website does not imply approval by the governing building code bodies responsible for building code approval and interpretation for the building site described by latitude/longitude location in the report. Page 11 of 149 kingworks PROJECT RNW Distribution Metal Building STRUCTURAL ENGINEERS PROJECT# 21149 PAGE OF 600 Dupont St'Suite B BY BLA DATE 8/24/2021 Bellingham,WA 98225 SUBJECT Lateral Loads-Primary LFRS Ph 360-714-8260 LATERAL LOADS-WIND v.SEISMIC AND VERT DISTRIBUTION PAGE: 1/3 ref:ASCE 7-16/2018 IBC Redundancy Factor"p" Cs- 0.115 *W Cs already incl 6= 1.00 Sos= 0.748 (E-W loads) 1.30 T=1 0.129 sec (Note I E NOT added within this spreadsheet) (N-S loads) 1.30 TYPE DESCRIPTION UNIT WT(PSF) LEVEL HT FROM A ROOF inc trib from int walls 27.5 BASE(FT) B Exterior Walls 12 Ceiling 12 C W D W J E = F LL G O N H z J LU K Z LU_ L w M PROJECTED SLOPE APPROX. UNIT WT EFFECTIVE SUBTOTAL LEVEL TYPE AREA SF DEG %SOLID (PSF) UNIT WT(PSF) (KIPS) Ceiling A 1 1671 0 100% 28 27.5 46 z WT SUBTOTAL 46 KIPS O t= Z LL W z WT SUBTOTAL KIPS w 2 w w WT SUBTOTAL KIPS z O N O x WT SUBTOTAL KIPS WT SUBTOTAL KIPS LENGTH TRIB HT APPROX. AREA UNIT WT SUBTOTAL LEVEL ITYPE LF (FT) %SOLID (SF) (PSF) (KIPS Ceiling B 175.5 6 80% 842 12 10 WT SUBTOTAL 10 KIPS z O Z LL Lu o WT SUBTOTAL KIPS z z w 2 w w a WT SUBTOTAL KIPS U Lu W > WT SUBTOTAL KIPS WT SUBTOTAL KIPS Page 12 of 149 kingworks PROJECT RNW Distribution Metal Building STRUCTURAL ENGINEERS PROJECT# 21149 PAGE OF 600 Dupont St*Suite B BY BLA DATE 8/24/2021 Bellingham,WA 98225 SUBJECT Lateral Loads-Primary LFRS Ph 360-714-8260 LATERAL LOADS-CONTINUED PAGE: 2/3 SEISMIC BASE SHEAR SUMMARY V(seismic) (Vertical load distribution LEVEL TOTAL WT Cs p LRFD(1.OE) ASD(0.7E) per ASCE 7-16 is Ceiling 56 0.115 1.30 8.4 5.9 attached separately, EAST-WEST the story forces shown LOAD DIRECTION at left are for purposes of summing total base shear only] SUM= 56.1 8.4 5.9 KIPS Ceiling 56 0.115 1.30 8.4 5.9 NORTH-SOUTH LOAD DIRECTION SUM= 56.1 8.4 5.9 KIPS LATERAL LOADS-WIND(MWFRS) METHOD:�2 ref:ASCE 7-16/2018 IBC Note wind pressures below already include 1 w = 1.00 METHOD 2-GENERAL AREA METHOD *[Wind pressures and zone lengths per"Code Analysis"spreadsheet for MWFRS<60 ft] End Zone"2a"Length FT Q ROOF WALL Q ROOF END WALL END PARAPET WIND OJ Z WIND PRESSURE(PSF)* 0.0 0.0 0.0 1 0.0 0.0 FORCE ELEV FT TRIB AREAS SF KIPS w U Ceiling 12 0.0 0.0 0.0 0.0 0.0 0.0 W_ w 0 0.0 0.0 0.0 0.0 0.0 0.0 c o > 0 0.0 0.0 0.0 0.0 0.0 0.0 w Lu 0 0.0 0.0 0.0 0.0 0.0 0.0 0 0.0 0.0 0.0 0.0 0.0 0.0 SUM= 0.0 KIPS (LRFD) End Zone"2a"Length FT Q ROOF WALL O ROOF END WALL END PARAPET WIND Z WIND PRESSURE(PSF)* 0.0 0.0 0.0 0.0 0.0 FORCE ELEV FT TRIB AREAS SF KIPS p w Ceiling 12 0.0 0.0 0.0 0.0 0.0 0.0 Q? �_ w 0 0.0 0.0 0.0 0.0 0.0 0.0 o > 0 0.0 0.0 0.0 0.0 0.0 0.0 0 O 0 0.0 0.0 0.0 0.0 0.0 0.0 Z 0 0.0 0.0 0.0 0.0 0.0 0.0 SUM= 0.0 KIPS (LRFD) BASE SHEAR SUMMARY-WIND VS.SEISMIC V seismic V wind V overnin LRFD(1.0E ASD(0.7E LOAD DIRECTION LRFD 1.0E ASD 0.7E LRFD 1.OW ASD 0.6W or 1.0W or 0.6W EAST-WEST 8.4 5.9 0.0 0.0 8.4 5.9 (SEISMIC) SEISMIC NORTH-SOUTH 8.4 5.9 0.0 0.0 8.4 5.9 SEISMIC SEISMIC [Note:Seismic detailing provisions shall apply regardless of governing load case,in each direction.] Page 13 of 149 kingworks PROJECT RNW Distribution Metal Building STRUCTURAL ENGINEERS PROJECT# 21149 PAGE OF 600 Dupont St`Suite B BY BLA DATE 8/24/2021 Bellingham,WA 98225 SUBJECT Lateral Loads-Primary LFRS Ph 360-714-8260 LATERAL LOADS-SEISMIC FORCE VERTICAL DISTRIBUTION PAGE: 3/3 ref:ASCE 7-16 Sec. 12.8.3 SEISMIC E-W N-S VLRFD 8.4 8.4 Ikips VASD 5.9 5.9 kips k 1.00 STORY CUMULATIVE SHEAR SHEAR Fx=Cvx x V F V(kips) STORY WX HX W.x HXk Cvx LRFD ASD LRFD ASD Ceiling 56.1 12.0 672.9 1.00 8.4 5.9 8.4 5.9 EAST-WEST LOAD DIRECTION Z=1 672.9 8.4 5.9 kips Ceiling 56.1 12.0 672.9 1.00 8.4 5.9 8.4 5.9 NORTH-SOUTH LOAD DIRECTION Z=I 672.9 1 8.4 5.9 kips "Note that all story and cumulative shears include both IE and Redundancy Factor p" LATERAL LOADS-SEISMIC DIAPHRAGM FORCES ref:ASCE 7-16 Sec. 12.10.1.1 Rho Applied?0 LIMITS VDIA(kips) STORY WX FX F F; F W; Fpx >_ <_ LRFD ASD Ceiling 56.1 8.4 8.4 56.1 8.4 8.4 16.8 8.4 5.9 EAST-WEST LOAD DIRECTION Ceiling 56.1 8.4 8.4 56.1 8.4 8.4 16.8 8.4 5.9 NORTH-SOUTH LOAD DIRECTION Note that all diaphragm shears include IE, but only include Redundancy Factor p"if"Y"checked above. ki ngworks DIAPHRAGM FORCE DISTRIBUTION(Page 2) R F www.king-works.com Project RNW Mtl Bldg # 21149 Level: Ph 360-714-8260 Description Engineer BLA Date 08/24/21 0.00 0.00 All plywood wall deflections convey ed TRUE (if false-adjust trial shears on wood section of walls sht 0.00 0.00 Wood Framed Walls w/Plywood Wall Properties Individual Wall Geometry Wood Light Framed w/Plywood line line reference other vert wall Indivdual Wall Wall Line ridgity summation relative wall Indivdual Wall Wall Line ridgity summation relative Line position length height Panel/Sides/Fastener Type spacing end post MOE hold down slop trial shear shear Max Shear Max Shear trial shear R R stiffness trial shear shear Max Shear Max Shear trial shear R R stiffness label ft ft ft lookup in lookup ksi lookup in kips/ft kip/ft kip kip converged used kip/in kip/in kips/ft kip/ft kip kip converged used kip/in kip/in B.8 9.75 15 11 15/32 OSB-1 SIDE-8d 6 2-2x6 1600 HDU2 0.082 0.082 1.23 2.95 TRUE TRUE 12.57 30.14 0.42 0.082 0.082 1.23 2.95 TRUE TRUE 12.57 30.14 0.42 13.8 27.83 9.83 11 15/32 OSB-1 SIDE-8d 6 2-2x6 1600 HDU2 0.071 0.071 0.70 2.95 TRUE TRUE 7.14 30.14 0.24 0.071 0.071 0.70 2.95 TRUE TRUE 7.14 30.14 0.24 6.8 49.67 13 11 15/32 OSB-1 SIDE-8d 6 2-2x6 1600 HDU2 0.079 0.079 1.02 2.95 TRUE TRUE 10.43 30.14 0.35 0.079 0.079 1.02 2.95 TRUE TRUE 10.43 30.14 0.35 A 0 25.5 11 15/32 OSB-1 SIDE-8d 6 2-2x6 1600 HDU2 0.086 0.086 2.20 2.95 TRUE TRUE 24.27 32.61 0.74 0.086 0.086 2.20 2.95 TRUE TRUE 24.27 32.61 0.74 A 12.17 11 11 15/32 OSB-1 SIDE-8d 6 2-2x6 1600 HDU2 0.069 0.069 0.75 2.95 TRUE TRUE 8.33 32.61 0.26 0.069 0.069 0.75 2.95 TRUE TRUE 8.33 32.61 0.26 1 8.25 9.25 11 15/32 OSB-1 SIDE-8d 6 2-2x6 1600 HDU2 0.027 0.027 0.25 0.66 TRUE TRUE 6.56 17.07 0.38 0.027 0.027 0.25 0.66 TRUE TRUE 6.56 17.07 0.38 1 19.17 13.08 11 15/32 OSB-1 SIDE-8d 6 2-2x6 1600 HDU2 0.031 0.031 0.41 0.66 TRUE TRUE 10.51 17.07 0.62 0.031 0.031 0.41 0.66 TRUE TRUE 10.51 17.07 0.62 1.6 16.92 9.75 11 15/32 OSB-1 SIDE-8d 6 2-2x6 1600 HDU2 0.217 0.217 2.12 2.12 TRUE TRUE 7.06 7.06 1.00 0.217 0.217 2.12 2.12 TRUE TRUE 7.06 7.06 1.00 2.8 16.92 9.75 11 15/32 OSB-1 SIDE-8d 6 2-2x6 1600 HDU2 0.235 0.235 2.29 2.29 TRUE TRUE 7.06 7.06 1.00 0.235 0.235 2.29 2.29 TRUE TRUE 7.06 7.06 1.00 3.5 0 26.67 11 15/32 OSB-1 SIDE-8d 6 2-2x6 1600 HDU2 0.031 0.031 0.83 0.83 TRUE TRUE 25.61 25.61 1.00 0.031 0.031 0.83 0.83 TRUE TRUE 25.61 25.61 1.00 0.000 0.000 0.00 1 0.00 TRUE FALSE 0.00 0.00 0.00 1 0.000 1 0.000 0.00 1 0.00 TRUE FALSE 0.00 0.00 0.00 11.80 TRUE 11.80 TRUE note:walls must be sorted to perform the flexible diaphragm analysis. Click the box to sort walls Line Geometry Flexible Diaphragm Distribution-Load case 1 Flexible Diaphragm Distribution-Load case 2 Forces from line -DIRECTION position tributary boundaries W6 vn/0 = 0.28k1f line Fvx(kip) Fvy(kip) Max Wall line Fvx(kip) Fvy(kip) Max Wall label X or Y ft ystart ystop xstart xstop label due to Vx due to Vy Shear label due to Vx due to Vy Shear loadl 13.8 X 0 0 13.335 0 0 ALL WALLS W6 13.8 3.0 0.0 3.0 13.8 3.0 0.0 3.0 2.95 A X 26.67 13.335 26.67 0 0 A 3.0 0.0 3.0 A 3.0 0.0 3.0 2.95 1 Y 0 0 0 0 7 1 0.0 0.7 0.7 1 0.0 0.7 0.7 0.6590075 1.6 Y 14 0 0 7 29.5 1.6 0.0 2.1 2.1 1.6 0.0 2.1 2.1 2.1182384 2.8 Y 45 0 0 29.5 53.835 2.8 0.0 2.3 2.3 2.8 0.0 2.3 2.3 2.2909925 3.5 Y 62.67 0 0 53.835 62.67 3.5 0.0 0.8 0.8 3.5 0.0 0.8 0.8 0.8317616 0 0 0 0 1 0 1 0.0 1 0.0 0.0 0 0.0 1 0.0 0.0 0 sorted: TRUE i 5.9 5.9 5.9 5.9 MAX TENSION/COMPRESSION =0.235*11 =2.59k, HDU2 OK PLATE CRUSHING F'cl=0.405*5.5*3=6.7k>2.59(2)2x6 OK SEISMIC FORCE N/S=5.9/62.67=0.094kif SEISMIC FORCE E/W=5.9/26.67=0.221 klf MAX DIAPHRAGM SHEAR=2.29/26.67=0.09k1f=> UNBLOCKED 6"O/C 8d =0.18kif>0.09 OK MAX CHORD/COLLECTOR FORCE = MAX(0.094*312/8/26.67, 0.094/2*38.75)= 1.82k USE CS14 STRAP Page 15 of 149 Diaphragm Deflections A 11 Area of chord cross section,in E 1,600,000 Modulus of elasticity of diaphragm chords,psi Ga 5 Apperent shear stiffness from nail slip and panel shear deformation,kips/in L 31 Diaphragm Length,ft v 85.9 Induced unit shear in diaphragm,Ibs/ft W 26.67 Diaphragm Width,ft x 0 Distance from chord splice to nearest support,ft Ac 0 Diaphragm chord splice slip at induced unit shear in diaphragm 6dia 0.14 Maximum mid-span diaphragm deflection,in Shear Wall Deflections b 9.75 Shear wall length,ft Aa 0.103 Total vertical elongation of wall anchorage,in E 1,600,000 Modulus of elasticity of end posts,psi A 11 Area of end post cross-section,in Ga 13 Apparent shear wall shear stiffness from nail slip and panel shear deformation,kips/in h 11 Shear wall height,ft v 235 Induced unit shear,Ibs/ft SSW 0.33 Maximum shear wall deflection,in Max Combined Deflection Cd 4 Deflection Amplification Coefficient p 1.3 Stotai 1.43 in Assuming maximum metal building deflection of H/50 at 12'mezzanine height Seismic Gap= 3.88 in Use 4 in Seismic Gap Page 16 of 149 • Anchor DesignerT"' Company: Date: 8/24/2021 Engineer: Page: 1/5 Software Project: Version 2.9.7376.9 Address: Phone: E-mail: 1I.Project information Customer company: Project description: Customer contact name: Location: Customer e-mail: Fastening description: Comment: 2.Input Data&Anchor Parameters General Base Material Design method:ACI 318-14 Concrete: Normal-weight Units: Imperial units Concrete thickness, h(inch):6.00 State:Cracked Anchor Information: Compressive strength,f'�(psi):3000 Anchor type:Cast-in-place Lp�,v: 1.0 Material: F1554 Grade 36 Reinforcement condition: B tension, B shear Diameter(inch):0.625 Supplemental reinforcement:Not applicable Effective Embedment depth, hef(inch):4.000 Reinforcement provided at corners: No Anchor category:- Ignore concrete breakout in tension: No Anchor ductility:Yes Ignore concrete breakout in shear: No hmin(inch):5.38 Ignore Edo requirement:Yes Cmin(inch): 1.11 Build-up grout pad: No Smin(Inch):2.50 Recommended Anchor Anchor Name: Heavy Hex Bolt-5/8"0 Heavy Hex Bolt, F1554 Gr.36 lillillitilan J TYPICAL SILL ANCHORS 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 Page 17 of 149 • Anchor Designer TM Company: Date: 8/24/2021 Engineer: Page: 2/5 Software Project: Version 2.9.7376.9 Address: Phone: E-mail: Load and Geometry Load factor source:ACI 318 Section 5.3 Load combination: not set Seismic design:Yes Anchors subjected to sustained tension: Not applicable Ductility section for tension: 17.2.3.4.3(d)is satisfied Ductility section for shear: 17.2.3.5.2 not applicable 0o factor: not set Apply entire shear load at front row: No Anchors only resisting wind and/or seismic loads:Yes Strength level loads: Nua[lb]:0 Vuax[lb]:2582 Vuay[lb]:0 <Figure 1> Z i i i 0 lb i 235plf SW FORCE ASD Vu = 235/0.7*Q/P*4' SPACING = 25821b III 0 lb 2582 lb X O �o 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 Page 18 of 149 • Anchor Designer"' Company: Date: 8/24/2021 Engineer: Page: 3/5 Software Project: Version 2.9.7376.9 Address: Phone: E-mail: <Figure 2> 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 Page 19 of 149 • Anchor DesignerT"' Company: Date: 8/24/2021 Engineer: Page: 4/5 Software Project: Version 2.9.7376.9 Address: Phone: E-mail: 3.Resulting Anchor Forces Anchor Tension load, Shear load x, Shear load y, Shear load combined, Nua(Ib) Vuax(lb) Vuay(lb) �(Vuax)Z+(Vuay)Z(Ib) 1 0.0 2582.0 0.0 2582.0 Sum 0.0 2582.0 0.0 2582.0 Maximum concrete compression strain(%o):0.00 Maximum concrete compression stress(psi):0 Resultant tension force(lb):0 Resultant compression force(lb):0 Eccentricity of resultant tension forces in x-axis,e'NX(inch):0.00 Eccentricity of resultant tension forces in y-axis,e'NY(inch):0.00 Eccentricity of resultant shear forces in x-axis,e'vx(inch):0.00 Eccentricity of resultant shear forces in y-axis,e'vy(inch):0.00 8.Steel Strength of Anchor in Shear(Sec. 17.5.1) Vsa(lb) 09r0ut 0 OgroutoVsa(lb) 7865 1.0 0.65 5112 10.Concrete Pryout Strength of Anchor in Shear(Sec.17.5.3) OVcp=Okc^b=okcp(ANcI ANco)Ved,NVc,NYcp,NNb(Sec. 17.3.1 &Eq. 17.5.3.1a) kcp ANc(in') AN.(In2) Ved,N Tc,N �'cp,N Nb(Ib) 0 OVcp(lb) 2.0 144.00 144.00 1.000 1.000 1.000 10516 0.70 14723 11.Results 11.Interaction of Tensile and Shear Forces(Sec.D.7)? Shear Factored Load,Vua(Ib) Design Strength,OW(lb) Ratio Status Steel 2582 5112 0.51 Pass(Governs) Pryout 2582 14723 0.18 Pass 5/8"0 Heavy Hex Bolt, F1554 Gr.36 with hef=4.000 inch meets the selected design criteria. 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 Page 20 of 149 • Anchor DesignerT"' Company: I Date: 8/24/2021 Engineer: I Page: 5/5 Software Project: Version 2.9.7376.9 Address: Phone: E-mail: 12.Warnings -Minimum spacing and edge distance requirement of 6da per ACI 318 Sections 17.7.1 and 17.7.2 for torqued cast-in-place anchor is waived per designer option. Per designer input,ductility requirements for tension have been determined to be satisfied—designer to verify. Per designer input,the shear component of the strength-level earthquake force applied to anchors does not exceed 20 percent of the total factored anchor shear force associated with the same load combination.Therefore the ductility requirements of ACI 318 17.2.3.5.2 for shear need not be satisfied—designer to verify. -Designer must exercise own judgement to determine if this design is suitable. 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 Page 21 of 149 • Anchor DesignerT"' Company: Date: 8/24/2021 Engineer: Page: 1/5 Software Project: Version 2.9.7376.9 Address: Phone: E-mail: 1.Project information Customer company: Project description: Customer contact name: Location: Customer e-mail: Fastening description: Comment: 2.Input Data&Anchor Parameters General Base Material Design method:ACI 318-14 Concrete: Normal-weight Units: Imperial units Concrete thickness, h(inch): 10.00 State:Cracked Anchor Information: Compressive strength,f'�(psi):3000 Anchor type: Bonded anchor Lp�,v: 1.0 Material: F1554 Grade 36 Reinforcement condition: B tension, B shear Diameter(inch):0.625 Supplemental reinforcement:Not applicable Effective Embedment depth, hef(inch):7.000 Reinforcement provided at corners: No Code report: ICC-ES ESR-4057 Ignore concrete breakout in tension: No Anchor category:- Ignore concrete breakout in shear: No Anchor ductility:Yes Hole condition: Dry concrete hmin(inch):8.38 Inspection:Continuous cap(inch): 17.41 Temperature range,Short/Long: 150/110°F Cmin(inch): 1.75 Ignore 6do requirement: Not applicable Smin(inch):3.00 Build-up grout pad: No Recommended Anchor Anchor Name:SET-3G-SET-3G w/5/8"G F1554 Gr.36 Code Report: ICC-ES ESR-4057 11 law WORST CASE HOLDOWN ANCHOR (EPDXY CONTROLS OVER CIP) 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 Page 22 of 149 • Anchor Designer TM Company: Date: 8/24/2021 Engineer: Page: 2/5 Software Project: Version 2.9.7376.9 Address: Phone: E-mail: Load and Geometry Load factor source:ACI 318 Section 5.3 Load combination: not set Seismic design:Yes Anchors subjected to sustained tension: No Ductility section for tension: 17.2.3.4.3(d)is satisfied Ductility section for shear: 17.2.3.5.2 not applicable 0o factor: not set Apply entire shear load at front row: No Anchors only resisting wind and/or seismic loads:Yes Strength level loads: Nua[lb]:7100 Vuax[lb]:0 Vuay[lb]:0 235plf SW FORCE ASD <Figure 1> Z Vu = 235*11ft/0.7*0/p = 71001b i 7100 lb 0 lb 0 lb X� O 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 Page 23 of 149 • Anchor Designer"' Company: Date: 8/24/2021 Engineer: Page: 3/5 Software Project: Version 2.9.7376.9 Address: Phone: E-mail: <Figure 2> 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 Page 24 of 149 • Anchor DesignerT"' Company: Date: 8/24/2021 Engineer: Page: 4/5 Software Project: Version 2.9.7376.9 Address: Phone: E-mail: 3.Resulting Anchor Forces Anchor Tension load, Shear load x, Shear load y, Shear load combined, Nua(lb) V..(lb) Vuay(lb) �(Vuax)2+(Vuay)2(lb) 1 7100.0 0.0 0.0 0.0 Sum 7100.0 0.0 0.0 0.0 Maximum concrete compression strain(%o):0.00 Maximum concrete compression stress(psi):0 Resultant tension force(lb):7100 Resultant compression force(lb):0 Eccentricity of resultant tension forces in x-axis,e'N.(inch):0.00 Eccentricity of resultant tension forces in y-axis,e'Ny(inch):0.00 4.Steel Strength of Anchor in Tension(Sec. 17.4.1) Nsa(lb) 0 ON-(Ib) 13110 0.75 9833 5.Concrete Breakout Strength of Anchor in Tension(Sec.17.4.2) Nb=kca a�fchef.5(Eq. 17.4.2.2a) kc Aa fc(psi) hef(In) Nb(Ib) 17.0 1.00 3000 7.000 17245 0.75ONcb=0.750(ANCI ANco)%d,NYe,NYep,NNb(Sec. 17.3.1 &Eq. 17.4.2.1a) ANC(in2) ANco(In2 Ca,min(in) Ved,N Vc,N Vcp,N Nb(Ib) 0 0.75ONcb(lb) 441.00 441.00 - 1.000 1.00 1.000 17245 0.65 8407 6.Adhesive Strength of Anchor in Tension(Sec. 17.4.5) Tk,cr=Tk,crfshort-ter Ksat(fc/2,500)'aUseis Tk,cr(psi) fshort-term {sat aUseis fc(psi) n Tk,cr(psi) 1356 1.00 1.00 1.00 3000 0.24 1417 Nba=AaTcrndahef(Eq. 17.4.5.2) A a Tcr(psi) de(In) hef(In) Nba(lb) 1.00 1417 0.63 7.000 19471 0.75ONa=0.750(ANa/ANao)%d,NaVcp,NaNba(Sec. 17.3.1 &Eq. 17.4.5.1a) ANa(In2) ANao(In2) CNa(in) Ca,min(in) Ved,Na Vp,Na Nao(lb) 0 0.750Na(lb) 307.10 307.10 8.76 - 1.000 1.000 19471 0.65 9492 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 Page 25 of 149 • Anchor DesignerT"' Company: I Date: 8/24/2021 Engineer: I Page: 5/5 Software Project: Version 2.9.7376.9 Address: Phone: E-mail: 11.Results 11.Interaction of Tensile and Shear Forces(Sec.D.7)? Tension Factored Load, N..(lb) Design Strength,oNn(lb) Ratio Status Steel 7100 9833 0.72 Pass Concrete breakout 7100 8407 0.84 Pass(Governs) Adhesive 7100 9492 0.75 Pass SET-3G w/5/8"0 F1554 Gr.36 with hef=7.000 inch meets the selected design criteria. 12.Warnings -Minimum spacing and edge distance requirement of 6da per ACI 318 Sections 17.7.1 and 17.7.2 for torqued cast-in-place anchor is waived per designer option. Per designer input,ductility requirements for tension have been determined to be satisfied—designer to verify. Per designer input,the shear component of the strength-level earthquake force applied to anchors does not exceed 20 percent of the total factored anchor shear force associated with the same load combination.Therefore the ductility requirements of ACI 318 17.2.3.5.2 for shear need not be satisfied—designer to verify. Designer must exercise own judgement to determine if this design is suitable. Refer to manufacturer's product literature for hole cleaning and installation instructions. 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 Page 26 of 149 kingworks Project: RNW Distribution Metal Building 600 Dupont St*Suite B Project #: 021149 Page of Bellingham,WA 98225 By BLA Date Ph 360-714-8260 Subject Typical Wood Framing Load Combinations: 1 ASD D L L2/S W E 1 LRFD D L 1-2/S W(E) ASD1 1.00 0.75 0.75 0.00 LRFD 1 1.40 0.00 0.00 0.00 ASD2 1.00 1.00 0.00 0.00 LRFD 2 1.20 1.60 0.50 1.00 ASD3 1.00 0.00 1.00 0.00 LRFD 3 1.20 0.50 0.50 1.00 ASD4 1.00 0.75 0.75 0.75 LRFD 4 1.20 0.50 0.50 -1.00 ASD5 1.00 0.00 0.00 1.00 LRFD 5 0.90 0.00 0.00 1.00 ASD6 0.60 0.00 0.00 -1.00 LRFD 6 0.90 0.00 0.00 -1.00 Service TL 1.00 1.00 1.00 1.00 ServiceTL 1.00 1.00 1.00 0.00 Service LLI 0.00 1.00 1.00 1.00 1 Servicel-1-1 0.00 1.00 1.00 0.00 Beam Span 11.0 ft Deflection LL TL number: 2 Comb 1 ASD L/() 360 240 position: D L L2/S W E comments: Wmajor 0.000 0.000 0.000 0.000 Reactions: max min EI Req'd: SWEP Wminor 0.000 0.000 0.000 0.000 RLmajor 0.0 0.0 LLmaj O.oE+00 Axial 0.000 0.000 0.000 4.400 RRmajor 0.0 0.0 TLmaj o.0E+00 2 Qty* 1 2 1 Name I 2x6i DF #21 Edge Bracing(x,ft) 0.5 top 0.5 lbottom Wt 3.575 plf Cr 1.00 CfBend 1.30 Imaj(zz) 42 In4 Bracing(y,ft) 11.0 d 5.5 in Cd 1.60 Cfcomp 1.10 Imin(yy) 3 In4 Wet Use/Incised: FALSE FALSE b 3 in CL(pos) 1.00 CfTens 1.30 Duration W/E Repetitive FALSE (TRUE/FALSE) Cm x Ci Cmisc CL(neg) 1.00 Cfu 1.15 Mode Value Control: t:11 Check Max Fc F135 1.00 1.0o Pallow 4.4 12.5 0.35 TRUE 0.35 Ft 1.00 1.00 Tallow 0.0 19.7 0.00 TRUE 0.22 Interaction (C) 0.12 1.00 0.12 TRUE 9/9/2021 C_SAWN v2.00 11/13/17 TRUE Beam Span 1 3.3 ft Deflection LL TL number: 3 Comb 1 ASD LA) 360 240 position: D L L2/S W E comments: Wmajor 0.193 0.644 0.000 0.000 Reactions: max min EI Req'd: Header H1 Wminor 0.000 0.000 0.000 0.000 RLmajor 1.4 0.2 LLmaj 1.6E+04 3'-4" Span Axial 0.000 0.000 0.000 0.000 RRmajor 1.4 0.2 TLmaj 1.4E+04 3 Qty* 1 2 1 Name I 2x6i DF #21 Edge Bracing(x,ft) 3.3 top 3.3 lbottom Wt 3.575 plf Cr 1.00 CfBend 1.30 Imaj(zz) 42 In4 Bracing(y,ft) 3.3 d 5.5 in Cd 1.00 Cfcomp 1.10 Imin(yy) 3 In4 Wet Use/Incised: FALSE FALSE b 3 in CL(pos) 1.00 Cfrens 1.30 Duration Live Repetitive FALSE (TRUE/FALSE) Cm x Ci Cmisc CL(neg) 1.00 Cfu 1.15 Mode Value Control: t:2 Check Max Fb 900 1.00 1.00 Dimension Adj: Mmajor 1.2 1.5 0.79 TRUE 0.79 Fv 180 1.00 1.00 b: 0.0 Vmajor 0.0 2.0 0.00 TRUE 0.70 E 1600 1.00 1.00 ALlmaj 1493 360 0.24 TRUE *Members are not connected for composite action in minor axis bending ATlmaj 1149 240 0.21 TRUE 9/1/2022 C_SAWN v2.00 11/13/17 TRUE Beam Span 1 4.0 ft Deflection LL TL number: 4 Comb 1 ASD L/() 360 240 position: D L 1-2 S W(E) comments: Wmajor FOOO .119 0.426 0.000 0.000 Reactions: max min EI Req'd: Header H1 Wminor .000 0.000 0.000 0.000 RLmajor 1.1 0.1 LLmaj 1.8E+04 4'-0" Span Axial .000 0.000 0.000 0.000 RRmajor 1.1 0.1 TLmaj 1.6E+04 4 Qty* 2 Name 2x6 DF #2 Edge Bracing(x,ft) 4.0 top 4.0 bottom Wt 3.575 plf Cr 1.00 CfBend 1.30 Imaj(zz) 42 In4 Bracing(y,ft) 4.0 d 5.5 in Cd 1.00 Cfcomp 1.10 Imin(yy) 3 In4 Wet Use/Incised: FALSE FALSE b 3 in CL(pos) 0.99 Cfrens 1.30 Duration Live Repetitive FALSE (TRUE/FALSE) Cm x Ci Cmisc CL(neg) 0.99 Cfu 1.15 Mode Value Control:pt:2 Check Max Fb 900 1.00 1.00 Dimension Adj: Mmajor 1.1 1.5 0.74 TRUE 0.74 Fv 180 1.00 1.00 b: 0.0 Vmajor 0.0 2.0 0.00 TRUE 0.55 E 1600 1.00 1.00 ALlmaj 1302 360 0.28 TRUE *Members are not connected for composite action in minor axis bending ATlmaj 1018 240 0.24 TRUE 9/1/2022 C_SAWN v2.00 11/13/17 TRUE Beam Span 6.0 ft Deflection LL TL number: 5 Comb 1 ASD L/() 360 240 position: D L 1-2/S W(E) comments: Wmajor 0.119 0.426 0.000 0.000 Reactions: max min EI Req'd: Page 27 of 149 1 of kingworks Project: RNW Distribution Metal Building 600 Dupont St'Suite B Project #: 021149 Page of Bellingham,WA 98225 By BLA Date Ph 360-714-8260 Subject Typical Wood Framing Header H2 Wminor 0.000 0.000 0.000 0.000 RLmajor 1.6 0.2 LLmaj 6.2E+04 Eft Span Axial 0.000 0.000 0.000 0.000 RRmajor 1.6 0.2 TLmaj 5.3E+04 5 Qty* 1 1 1 Name I 4x8l DF #21 Edge Bracing(x,ft) 6.0 top 6.0 lbottom Wt 5.498 plf Cr 1.00 CfBend 1.30 Imaj(zz) 111 In4 Bracing(y,ft) 6.0 d 7.3 in Cd 1.00 Cfcomp 1.05 Imin(yy) 26 In4 Wet Use/Incised: FALSE FALSE b 3.5 in CL(pos) 0.99 Cfrens 1.20 Duration Live Repetitive FALSE (TRUE/FALSE) Cm x Ci Cmisc CL(neg) 0.99 Cfu 1.05 Mode Value Control: t:2 Check Max Fb 900 1.00 1.00 Dimension Adj: Mmajor 2.5 3.0 0.83 TRUE 0.83 Fv 180 1.00 1.00 b: 0.0 Vmajor 0.0 3.0 0.00 TRUE 0.54 E 1600 1.00 1.00 ALlmaj 1031 360 0.35 TRUE *Members are not connected for composite action in minor axis bending ATlmaj 806 240 0.30 TRUE 9/1/2022 C_SAWN v2.00 11/13/17 TRUE Beam Span LILLgjft Deflection LL TL number: 6 Comb 1 ASD L/() 360 240 position: D L L2/S W E comments: Wmajor 0.000 0.000 0.000 0.030 Reactions: max min EI Req'd: iWorst-case Wminor 0.000 0.000 0.000 0.000 RLmajor 0.2 -0.2 LLmaj 2.7E+04 Trimmer+King Axial 0.579 1.931 0.000 0.000 RRmajor 0.2 -0.2 TLmaj 1.8E+04 6 Qty* 1 Name 2x6 DF #2 Edge Bracing(x,ft) 0.5 top 0.5 lbottom Wt 1.788 plf Cr 1.00 CfBend 1.30 Imaj(zz) 21 In4 Bracing(y,ft) 11.0 d 5.5 in Cd 1.00 Cfcomp 1.10 Imin(yy) 2 In4 Wet Use/Incised: FALSE FALSE b 1.5 in CL(pos) 1.00 CfTens 1.30 Duration Live Repetitive FALSE (TRUE/FALSE) Cm x Ci Cmisc CL(neg) 1.00 Cfu 1.15 Mode Value Control: t:4 Check Max Fb 900 1.00 1.00 Dimension Adj: Mmajor 0.3 0.7 0.46 TRUE 0.62 d: 0.0 Mneg 0.0 -0.7 0.00 TRUE 0.62 Fv 180 1.00 1.00 b: 0.0 Vmajor 0.0 1.0 0.00 TRUE 0.17 Fc 1350 1.00 1.00 Pallow 2.0 5.8 0.35 TRUE 0.43 Interaction (C) 0.78 1.00 0.78 TRUE E 1600 1.00 1.00 ALlmaj 444 360 0.81 TRUE *Members are not connected for composite action in minor axis bending ATImaj 444 240 0.54 TRUE 9/1/2022 C_SAWN v2.00 11/13/17 TRUE Beam Span 11.0 ft Deflection LL TL number: 7 Comb 1 ASD L/() 360 240 position: D L L2/S W E comments: Wmajor 0.000 0.000 0.000 0.007 Reactions: max min EI Req'd: Typ Wall Stud Wminor 0.000 0.000 0.000 0.000 RLmajor 0.0 0.0 LLmaj 6.0E+03 Axial 0.342 2.853 0.000 0.000 RRmajor 0.0 0.0 TLmaj 4.0E+03 7 Qty* 1 1 IName I 2x6i DF #21 Edge Bracing(x,ft) 0.5 top 0.5 lbottom Wt 1.788 plf Cr 1.00 CfBend 1.30 Imaj(zz) 21 In4 Bracing(y,ft) 11.0 d 5.5 in Cd 1.00 Cfcomp 1.10 Imin(yy) 2 In4 Wet Use/Incised: FALSE FALSE b 1.5 in CL(pos) 1.00 CfTens 1.30 Duration Live Repetitive FALSE (TRUE/FALSE) Cm x Ci Cmisc CL(neg) 1.00 Cfu 1.15 Mode Value Control: t:8 Check Max Fb 900 1.00 1.00 Dimension Adj: Mmajor 0.0 0.7 0.00 TRUE 0.14 d: 0.0 Mneg 0.0 -0.7 0.00 TRUE 0.14 Fv 180 1.00 1.00 b: 0.0 Vmajor 0.0 1.0 0.00 TRUE 0.04 Fc 1350 1.00 1.00 Pallow 2.4 5.8 0.41 TRUE 0.41 Interaction (C) 0.17 1.00 0.17 TRUE E 1600 1.00 1.00 ALlmaj 2005 360 0.18 TRUE *Members are not connected for composite action in minor axis bending ATlmaj 2005 240 0.12 TRUE 9/10/2021 C_SAWN v2.00 11/13/17 TRUE Beam Span 4.3 ft Deflection LL TL number: 8 Comb 1 ASD L/() 360 240 position: D L L2/S W(E) comments: Wmajor 0.364 1.212 0.000 0.000 Reactions: max min EI Req'd: Hall Beam Wminor 0.000 0.000 0.000 0.000 RLmajor 3.3 0.5 LLmaj 6.3E+04 Axial 0.000 0.000 0.000 0.000 RRmajor 3.3 0.5 TLmaj 5.4E+04 8 Qty* 2 Name 2.0E LVL1.75x11.88 Edge Bracing(x,ft) 4.3 top 4.3 bottom Wt 9.009 plf Cd 1.00 CL(pos) 0.99 Imaj(zz) 489 In4 Bracing (y,ft) 4.3 d 11.9 in Cr 1.00 CL(neg) 0.99 Imin(yy) it In4 Wet Use: FALSE b 3.5 in cv 1.00 Repetitive FALSE (TRUE/FALSE) Duration Live cm cmisc Mode Value Control:pt:8 Check Max Page 28 of 149 2 of kingworks Project: RNW Distribution Metal Building 600 Dupont St'Suite B Project #: 021149 Page of Bellingham,WA 98225 By BLA Date Ph 360-714-8260 Subject Typical Wood Framing FbJ 2600 1.00 1.00 Dimension Adj: Mmajor 0.0 17.6 0.00 TRUE 0.20 Fv 285 1.00 1.00 b: 0.0 Vmajor 3.3 7.9 0.42 TRUE 0.42 ALlmaj 5607 360 0.06 TRUE *Members are not connected for composite action in minor axis bending ATlmaj 4312 240 0.06 TRUE 9/1/2022 C_SCL v2.0012/5/17r2/8/19 TRUE Beam Span 11.0 ft Deflection LL TL number: 9 Comb 1 ASD L/() 360 240 position: D L L2 S W E comments: Wmajor 0.000 0.000 0.000 0.000 Reactions: max min EI Req'd: Hall Beam Post Wminor 0.000 0.000 0.000 0.000 RLmajor 0.0 0.0 LLmaj O.oE+00 Axial 0.413 3.586 0.000 0.000 RRmajor 0.0 0.0 TLmaj o.0E+00 9 Qty* 1 2 1 Name I 2x6i DF #21 Edge Bracing(x,ft) 0.5 top 0.5 lbottorn Wt 3.575 plf Cr 1.00 CfBend 1.30 Imaj(zz) 42 In4 Bracing(y,ft) 11.0 d 5.5 in Cd 1.00 Cfcomp 1.10 Imin(yy) 3 In4 Wet Use/Incised: FALSE FALSE b 3 in CL(pos) 1.00 Cfrens 1.30 Duration Live Repetitive FALSE (TRUE/FALSE) Cm x Ci Cmisc CL(neg) 1.00 Cfu 1.15 Mode Value Control: t:8 Check Max Fc 1350 1.00 1.00 Pallow 4.0 11.6 0.35 TRUE 0.35 Interaction (C) 0.12 1.00 0.12 TRUE 9/13/2021 C_SAWN v2.00 11/13/17 TRUE Beam Span 16 A ft Deflection LL TL number: 10 Comb 1 ASD L/() 360 240 position: D L L2 S W E comments: Wmajor 6.115 0.386 0.000 0.000 Reactions: max min EI Req'd: Entry Beam Wminor 0.000 0.000 0.000 0.000 RLmajor 4.0 0.6 LLmaj 1.1E+06 Axial 1 0.000 0.000 0.000 0.000 RRmajor 4.0 0.6 TLmaj 9.2E+05 10 Qty* 1 3 1 Name 2.0E LVL1.75x11.88 Edge Bracing(x,ft) 0.5 top 16.0 lbottorn Wt 13.51 plf Cd 1.00 CL(pos) 1.00 Imaj(zz) 734 In4 Bracing (y,ft) 16.0 d 11.9 in Cr 1.00 CL(neg) 1.00 Imin(yy) 16 In4 Wet Use: FALSE b 5.25 in cv 1.00 Repetitive FALSE (TRUE/FALSE) Duration Live cm cmisc Mode Value Control: t:2 Check Max Fb 2600 1.00 1.00 Dimension Adj: Mmajor 16.0 26.8 0.60 TRUE 0.60 Fv 285 1.00 1.00 b: 0.0 Vmajor 0.0 11.9 0.00 TRUE 0.34 ALlmaj 495 360 0.73 TRUE *Members are not connected for composite action in minor axis bending ATImaj 381 240 0.63 TRUE 9/1/2022 C_SCLv2.0012/5/17r2/8/19 TRUE Beam Span 11.0 ft Deflection LL TL number: 11 Comb 1 ASD L/() 360 240 position: D L L2/S W E comments: Wmajor 0.000 0.000 0.000 0.000 Reactions: max min EI Req'd: Entry Beam Post Wminor 0.000 0.000 0.000 0.000 RLmajor 0.0 0.0 LLmaj 0.0E+00 Axial 0.920 3.088 0.000 0.000 RRmajor 0.0 0.0 TLmaj 0.0E+00 11 Qty* 1 2 1 Name I 2x6i DF #21 Edge Bracing(x,ft) 0.5 top 0.5 lbottom Wt 3.575 plf Cr 1.00 CfBend 1.30 Imaj(zz) 42 In4 Bracing(y,ft) 11.0 d 5.5 in Cd 1.00 Cfcomp 1.10 Imin(yy) 3 In4 Wet Use/Incised: FALSE FALSE b 3 in CL(pos) 1.00 CfTens 1.30 Duration Live Repetitive FALSE (TRUE/FALSE) Cm x Ci cmisc CL(neg) 1.00 Cfu 1.15 Mode Value Control: t:8 Check Max Fc 1350 1.00 1.00 Pallow 4.0 11.6 0.35 TRUE 0.35 T�-T� Interaction (C) 0.12 1.00 0.12 TRUE 9/1/2022 C_SAWN v2.00 11/13/17 TRUE Page 29 of 149 3 of iI FORTE W E B MEMBER REPORT PASSED Level, Floor: Joist 1 piece(s) 11 7/8"TJI®210 @ 16"OC Overall Length:26'71/2.. USE 210 @ 16" 0 0 17' 7" 7'8" ❑1 ❑2 ❑3 All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal. Design Results Actual @ Location Allowed Result LDF Load:Combination(Pattern) System:Floor Member Reaction(Ibs) 1595 @ 18'3 1/4" 2565(5.25") Passed(62%) 1.00 1.0 D+1.0 Lr(All Spans) Member Type:Joist Shear(Ibs) 854 @ 18'1/2" 1821 Passed(47%) 1.00 1.0 D+1.0 Lr(All Spans) Building Use:Residential Building Code:IBC 2018 Moment(Ft-Ibs) -2612 @ 18'3 1/4" 3795 Passed(69%) 1.00 1.0 D+1.0 Lr(All Spans) Design Methodology:Aso Live Load Defl.(in) 0.275 @ 8'6 1/8" 0.597 Passed(U780) 1.0 D+1.0 Lr(Alt Spans) Total Load Defl.(in) 0.356 @ 8'5 15/16" 1 0.895 1 Passed(U604) 1.0 D+1.0 Lr(Alt Spans) TJ-Pro'""Rating 41 40 Passed • Deflection criteria:LL(L/360)and TL(L/240). •Allowed moment does not reflect the adjustment for the beam stability factor. •A structural analysis of the deck has not been performed. • Deflection analysis is based on composite action with a single layer of 23/32"Weyerhaeuser Edge' Panel(24"Span Rating)that is glued and nailed down. •Additional considerations for the TJ-Pro'"Rating include:None. Bearing Length Loads to Supports(Ibs) Supports Total Available Required Dead Roof Live Factored Accessories 1-Stud wall-DF 5.50" 4.25" 1.75" 153 514 667 1 1/4"Rim Board 2-Stud wall-DF 5.50" 5.50" 3.50" 368 1227 1595 Blocking 3-Stud wall-DF 5.50" 4.25" 1.75" 12 155/-93 167/-81 1 1/4"Rim Board •Rim Board is assumed to carry all loads applied directly above it,bypassing the member being designed. •Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Lateral Bracing Bracing Intervals Comments Top Edge(Lu) 4'9"o/c Bottom Edge(Lu) 4'6"o/c •TJI joists are only analyzed using Maximum Allowable bracing solutions. -Maximum allowable bracing intervals based on applied load. Dead Roof Live Vertical Load Location Spacing (0.90) (non-snow:1.00) Comments 1-Uniform(PSF) 0 to 26'7 1/2" 16" 15.0 50.0 Default Load Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values.Weyerhaeuser expressly disclaims any other warranties related to the software.Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record,builder or framer is responsible to assure that this calculation is compatible with the overall project.Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Products manufactured at Weyerhaeuser facilities are third-parry certified to sustainable forestry standards.Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards.For current code evaluation reports,Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application,input design loads,dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software Operator Job Notes 9/1/2022 2:47:29 PM UTC Brian Andersen Kingworks Structural Engineers AForteWEB v3.4, Engine:V8.2.2.122,Data:V8.1.3.0 (360)714-8260 Page 30 of 149 brian@king-works.com Weyerhaeuser File Name: RNW Page 1/ 1 iI FORTE W E B MEMBER REPORT PASSED Level, Floor: Joist 2 1 piece(s) 11 7/8"TJI@ 110 @ 24"OC Overall Length:26'61/2" A0 0 12'6" ❑1 20 ❑3 All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal. Design Results Actual @ Location Allowed Result LDF Load:Combination(Pattern) System:Floor Member Reaction(Ibs) 2096 @ IT 4 1/4" 2350(5.25") Passed(89%) 1.00 1.0 D+1.0 Lr(All Spans) Member Type:Joist Shear(Ibs) 937 @ 13'1 1/2" 1716 Passed(55%) 1.00 1.0 D+1.0 Lr(All Spans) Building Use:Residential Building Code:IBC 2018 Moment(Ft-Ibs) -2703 @ 13'4 1/4" 3160 Passed(86%) 1.00 1.0 D+1.0 Lr(All Spans) Design Methodology:Aso Live Load Defl.(in) 0.138 @ 6'3 1/16" 0.433 Passed(L/999+) 1.0 D+1.0 Lr(Alt Spans) Total Load Defl.(in) 0.172 @ 6'2 1/8" 1 0.649 1 Passed(L/904) 1.0 D+1.0 Lr(Alt Spans) TJ-Pro'""Rating 47 40 Passed • Deflection criteria:LL(L/360)and TL(L/240). •Allowed moment does not reflect the adjustment for the beam stability factor. •A structural analysis of the deck has not been performed. • Deflection analysis is based on composite action with a single layer of 23/32"Weyerhaeuser EdgeTM Panel(24"Span Rating)that is glued and nailed down. •Additional considerations for the TJ-Pro' Rating include:None. Bearing Length Loads to Supports(Ibs) Supports Total Available Required Dead Roof Live Factored Accessories 1-Stud wall-DF 5.50" 4.25" 1.75" 158 566 723 1 1/4"Rim Board 2-Stud wall-SPF 5.50" 5.50" 4.18" 484 1612 2096 Blocking 3-Stud wall-DF 5.50" 4.25" 1.75" 155 557 712 1 1/4"Rim Board •Rim Board is assumed to carry all loads applied directly above it,bypassing the member being designed. •Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Lateral Bracing Bracing Intervals Comments Top Edge(Lu) 4'3"o/c Bottom Edge(Lu) 3'4"o/c •TJI joists are only analyzed using Maximum Allowable bracing solutions. -Maximum allowable bracing intervals based on applied load. Dead Roof Live Vertical Load Location Spacing (0.90) (non-snow:1.00) Comments 1-Uniform(PSF) 0 to 26'6 1/2" 24" 15.0 50.0 Default Load Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values.Weyerhaeuser expressly disclaims any other warranties related to the software.Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record,builder or framer is responsible to assure that this calculation is compatible with the overall project.Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Products manufactured at Weyerhaeuser facilities are third-parry certified to sustainable forestry standards.Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards.For current code evaluation reports,Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application,input design loads,dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software Operator Job Notes 9/1/2022 8:00:12 PM UTC Brian Andersen Kingworks Structural Engineers AForteWEB v3.4, Engine:V8.2.2.122,Data:V8.1.3.0 (360)714-8260 Page 31 of 149 brian@king-works.com Weyerhaeuser File Name: RNW Page 1/ 1 iI FORTE W E B MEMBER REPORT PASSED Level, Floor: Flush Beam 1 piece(s) 11 7/8"TJI@ 210 Overall Length:2'8" 0 1 0 2'8„ a o All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal. Design Results Actual @ Location Allowed Result LDF Load:Combination(Pattern) System:Floor Member Reaction(Ibs) 560 @ 2 1/4" 1005(1.75") Passed(56%) 1.00 1.0 D+1.0 L(All Spans) Member Type:Flush Beam Shear(Ibs) 560 @ 2 1/4" 1655 Passed(34%) 1.00 1.0 D+1.0 L(All Spans) Building Use:Residential Building Code:IBC 2018 Moment(Ft-Ibs) 639 @ 1'4" 3795 Passed(17%) 1.00 1.0 D+1.0 L(All Spans) Design Methodology:Aso Live Load Defl.(in) 0.010 @ 1'4" 0.076 Passed(L/999+) 1.0 D+1.0 L(All Spans) Total Load Defl.(in) 0.013 @ 1'4" 0.115 Passed(L/999+) 1.0 D+1.0 L(All Spans) • Deflection criteria:LL(L/360)and TL(L/240). •Allowed moment does not reflect the adjustment for the beam stability factor. Bearing Length Loads to Supports(Ibs) Supports Total Available Required Dead Floor Live Factored Accessories 1-Hanger on 11 7/8"TJI 2.25" Hanger' 1.75"/ 132 428 560 See note' 1.75" 2-Hanger on 11 7/8"TJI 2.25" Hanger' 1.75"2 1.75" 132 428 560 See note' •At hanger supports,the Total Bearing dimension is equal to the width of the material that is supporting the hanger •'See Connector grid below for additional information and/or requirements. •z Required Bearing Length/Required Bearing Length with Web Stiffeners Lateral Bracing Bracing Intervals Comments Top Edge(Lu) 2'4"o/c Bottom Edge(Lu) 2'4"o/c •TJI joists are only analyzed using Maximum Allowable bracing solutions. -Maximum allowable bracing intervals based on applied load. Connector:Simpson Strong-Tie Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories 1-Top Mount Hanger ITS2.06/11.88 2.00" 4-10dx1.5 2-10dx1.5 2-Strong-Grip Backer Block(s) 2-Top Mount Hanger ITS2.06/11.88 2.00" 4-10dx1.5 2-10dx1.5 2-Strong-Grip Backer Block(s) •Refer to manufacturer notes and instructions for proper installation and use of all connectors. Dead Floor Live Vertical Loads Location Tributary Width (0.90) (1.00) Comments 0-Self Weight(PLF) 2 1/4"to 2'5 3/4" N/A 2.8 1-Point(lb) 1'4" N/A 257 856 Default Load Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values.Weyerhaeuser expressly disclaims any other warranties related to the software.Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record,builder or framer is responsible to assure that this calculation is compatible with the overall project.Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards.Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards.For current code evaluation reports,Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application,input design loads,dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software Operator Job Notes 9/1/2022 8:28:51 PM UTC Brian Andersen Kingworks Structural Engineers AForteWEB v3.4, Engine:V8.2.2.122,Data:V8.1.3.0 (360)714-8260 Page 32 of 149 brian@king-works.com Weyerhaeuser File Name: RNW Page 1/ 1 kingworks F ACI318-14 Footing 600 Dupont St Suite B Project RNW Distribution Metal Building Bellingham,WA 98225 Description Mezzanine Ftg Check Ph 360-714-8260 Engineer BLA Date 08/24/21 Materials: Load Combinations and Load Factors for maximum downward effect: Dead Live W/E Strength Reduction Factors F'c 3.0 ksi 1 1.40 0.00 0.00 0.90 o-tension cont Fy 60.0 ksi 2 1.20 1.60 0.00 0.65 o-compression cont 3 1.20 1.00 1.00 0.75 o-shear 4 0.90 0.00 1.00 0.65 o-bearing 5 0.90 0.00 1.00 0.60 o-all modes plain concrete Service 1.00 1.00 0.00 Service Transient 0.75 0.75 0.75 Name Text TS1.5 EQ TS1.5 TYP Grid 1 WF Check as Plain Concrete true/false TRUE FALSE TRUE FALSE FALSE FALSE transverse longitudinal transverse longitudinal transverse longitudinal Dimensions Ft 1.5 2.0 1.5 1.0 3.5 1.0 Column Dims Inches 5.5 24.0 5.5 12.0 8.0 12.0 Thickness Inches 10.0 10.0 12.0 Reinforcing Size #3 #4 #3 #4 #4 94 city 0 2 0 2 4 1 bottom clear cover Inches 3.0 in 3.0 in 3.0 in side clear cover Inches 2.0 in 2.0 in 2.0 in 2.0 in 2.0 in 2.0 in As in2 0.00 0.40 0.00 0.40 0.80 0.20 d in 6.81 6.38 6.81 6.38 8.75 8.25 Ftg Area ft2 3.0 1.5 3.5 Axial Load(kip) Dead 0.00 0.26 1.24 Live 0.00 2.14 2.89 W/E 4.40 0.00 0.00 Pu Max(max comb 1 to 6) kip 4.4 3.7 6.1 P Max(max service comb) kip 3.3 2.4 4.1 fu ksf 1.47 2.49 1.75 f(service comb) ksf 1.10 1.60 1.18 Vu Max kip -0.1 0.0 -0.1 0.0 1.2 0.0 Mu Max ki -ft 0.4 0.0 0.3 0.0 1.8 0.0 Allowable Soil bearing stress ksf 2.50 2.50 2.50 check TRUE TRUE TRUE REINF CONCRETE bT in 16.75 bL in 12.00 b0 in 57.50 bearing comp under failure zone kip 2.44 Table 22.6.5.2a kip 107.08 Table 22.6.5.2b kip 124.93 Table 22.6.5.2c kip 211.83 Two Way Shear oPc kip 82.7 check TRUE A2/A1 Bearing Factor 1.22 Bearing oP kip 194.9 check TRUE One Way Shear oVc kip 9.43 9.43 8.63 28.47 check TRUE TRUE TRUE TRUE Beta1 0.85 0.85 0.85 0.85 a in 0.52 0.52 1.57 0.11 Steel Strain in/in 0.000 0.000 0.011 0.000 Phi 0.65 0.65 0.90 0.65 Flexure oMn kip-ft 7.9 7.9 28.7 5.3 check TRUE TRUE TRUE TRUE Min Flexural Reinf. in2 0.00 0.00 0.35 0.00 check TRUE TRUE TRUE TRUE bar length to crit sect in -2.0 -2.0 15.0 -2.0 Id in 21.9 21.9 21.9 21.9 Id hook in 6.0 6.0 6.0 6.0 Development check TRUE TRUE TRUE TRUE Transverse bars in critical band qty 6.22222222 critical band width ft 3.5 PLAIN CONCRETE h in 8.0 8.0 section modulus in3 256.0 128.0 Flexure oMn kip-ft 3.5 1.8 check TRUE TRUE One Way Shear oVc kip 8.41 4.21 check TRUE TRUE bT in 13.50 13.50 bL in 24.00 12.00 b0 in 75.00 51.00 bearing comp under failure zone kip 3.30 2.80 Table 14.5.5.1 kip 21.37 28.58 Two Way Shear oPc kip 16.1 19.9 check TRUE TRUE Bearing oP kip 316.4 149.2 check TRUE TRUE TRANSVERSE LONGITUDINAL TRANSVERSE LONGITUDINAL TRANSVERSE LONGITUDINAL OVERALL CHECK TRUE TRUE TRUE TRUE TRUE TRUE AC1318 FTG jrk/KW-4/18/13 Page 33 of 149 Microsoft Current Date:9/1/2021 12:33 PM Units system:English File name:\\KWSERVER\KW Operations\Projects\21149 Axthelm RNW Distribution Mtl Bldg\CALCULATIONS\Anchor Design.retx Analysis result Envelope for nodal reactions Note.- Ic is the controlling load condition My Fy Mx EDGE FRAME - 2 BOLT FORCES z Fx F��� k bA z Direction of positive forces and moments Envelope of nodal reactions for D1=1.2D+1.2CG+1.6SMSR D3=1.2D+1.2CG+1.6ASLR D4=1.2D+1.2CG+1.6LASL D5=1.2D+1.2CG+1.6SMSR D7=1.2D+1.2CG+1.6SMSR D8=1.2D+1.2CG+1.6SMSR D9=1.2D+1.2CG+WPL D12=1.2D+1.2CG+LW2 D14=1.2D+1.2CG+LW2 D16=1.2D+1.2CG+W2R D17=1.2D+1.2CG+LW2 D20=0.9D+0.9Dsw+CU+LW 1 D21=0.9D+0.9Dsw+CU+W 1 R D22=0.9D+0.9Dsw+CU+LW 1 D23=0.9D+0.9Dsw+WPL+CU D24=0.9D+0.9Dsw+WPR+CU D25=0.9D+0.9Dsw+CU+W 1 R D26=0.9D+0.9Dsw+CU+LW 1 D27=0.9D+0.9Dsw+WPL+CU D28=0.9D+0.9Dsw+CU+W 1 R D29=0.9D+0.9Dsw+CU+LW 1 D30=0.9D+0.9Dsw+WPL+CU D31=0.9D+0.9Dsw+WPR+CU D34=1.2D+1.2CG+0.5LW 1+1.6S D44=0.9D+0.9Dsw+WPR+CU+WB1 R D47=0.9D+0.9Dsw+WPR+CU+LW B 1 D48=0.9D+0.9Dsw+WPL+CU+W B3R D50=0.9D+0.9Dsw+WPL+CU+W B3R D51=0.9D+0.9Dsw+WPL+CU+LWB3 D53=0.9D+0.9Dsw+WPL+CU+LW B3 D56=1.2D+1.2CG+WPR+LWB1 D57=0.9D+0.9Dsw+WPR+CU+WB1 R D60=1.2D+1.2CG+WPR+LWB1 D61=1.2D+1.2CG+0.576923077ER+1.923076923EGP+1.923076923EBR D62=0.9D+0.9Dsw+WPL+CU+LW B3 D63=1.2D+1.2CG+0.576923077E R+1.923076923 EG P+1.923076923EB R D66=1.2D+1.2CG+0.5WPL+1.6L+0.5WB3R D69=0.9D+0.9Dsw+WPL+CU+LW B3 D71=1.2D+1.2CG+0.576923077ER+1.923076923EGP+1.923076923LEB D73=1.2D+1.2CG+0.576923077E R+1.923076923 EG P+1.923076923LEB D74=0.9Dsw+MWB6 Pagel Page 34 of 149 D75=1.2D+1.2CG+0.576923077E R+1.923076923 EG P+1.923076923EB R D77=1.2D+1.2CG+0.576923077E R+1.923076923 EG P+1.923076923EB R D79=0.9D+0.9Dsw+CU+0.576923077ER+1.923076923EGM+1.923076923EB R D80=1.2D+1.2CG+0.576923077E R+1.923076923 EG P+1.923076923EB R D87=1.2D+1.2CG+0.576923077E R+1.923076923 EG P+1.923076923LEB D90=1.2D+1.2CG+0.576923077E R+1.923076923 EG P+1.923076923LEB D91=0.9D+0.9Dsw+CU+0.576923077ER+1.923076923EGM+1.923076923LEB D16B=0.9Dsw+MW6 D7B=1.2D+1.2CG+1.6SR+1.6SD D23B=0.9D+0.9Dsw+CU+W1 R D24B=0.9D+0.9Dsw+WPL+CU D25B=0.9D+0.9Dsw+WPL+CU Forces Moments Node Fx Ic Fy Ic Fz Ic Mx Ic My Ic Mz Ic [Kip] [Kip] [Kip] [Kip*ft] [Kip*ft] [Kip*ft] ------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- 22 Max 4.250 D21 16.740 D1 4.635 D61 0.00000 D1 0.00000 D1 0.00000 D1 Min -3.830 D20 -8.941 D48 0.000 D1 0.00000 D1 0.00000 D1 0.00000 D1 ------------------------------------------------------------------------------------------------------------------------------------------------------------------------------ 21 Max 3.590 D21 14.508 D 1 0.000 D 1 0.00000 D 1 0.00000 D 1 0.00000 D 1 Min -3.240 D20 -7.625 D51 -4.635 D71 0.00000 D1 0.00000 D1 0.00000 D1 -------------------------------------------------- --------------------------------------------------------------------------------------------------------------------------- WORST CASE LOAD COMBO, TENSION = 50901b Paget Page 35 of 149 • Anchor DesignerT"' Company: Date: 9/1/2021 Engineer: Page: 1/5 Software Project: Version 2.9.7376.9 Address: Phone: E-mail: 1.Project information Customer company: Project description: Customer contact name: Location: Customer e-mail: Fastening description: Comment: 2.Input Data&Anchor Parameters General Base Material Design method:ACI 318-14 Concrete: Normal-weight Units: Imperial units Concrete thickness, h(inch): 12.00 State:Cracked Anchor Information: Compressive strength,f'�(psi):3000 Anchor type:Cast-in-place Lp�,v: 1.0 Material: F1554 Grade 36 Reinforcement condition: B tension, B shear Diameter(inch):0.750 Supplemental reinforcement:Not applicable Effective Embedment depth, hef(inch):8.000 Reinforcement provided at corners: No Anchor category:- Ignore concrete breakout in tension: No Anchor ductility:Yes Ignore concrete breakout in shear: No hmin(inch):9.50 Ignore 6do requirement:Yes Cmin(inch): 1.22 Build-up grout pad: No Smin(Inch):3.00 Base Plate Length x Width x Thickness(inch):8.00 x 8.00 x 0.50 Recommended Anchor Anchor Name: Heavy Hex Bolt-3/4"0 Heavy Hex Bolt, F1554 Gr.36 EDGE COL - BRACE 2 BOLT 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 Page 36 of 149 • Anchor Designer TM Company: Date: 9/1/2021 Engineer: Page: 2/5 Software Project: Version 2.9.7376.9 Address: Phone: E-mail: Load and Geometry Load factor source:ACI 318 Section 5.3 Load combination: not set Seismic design: No Anchors subjected to sustained tension: Not applicable Apply entire shear load at front row: No Anchors only resisting wind and/or seismic loads:Yes Strength level loads: Nua[lb]:5090 Vuax[lb]:4250 Vuay[lb]:0 Mux[ft-lb]:0 Muy[ft-lb]:0 Mu [ft-lb]:0 <Figure 1> Z 5090 lb 0 ft-lb 0 lb 42501 X 0 ft-lb 0 ft-lb N 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 Page 37 of 149 • Anchor Designer TM Company: I Date: 9/1/2021 Engineer: I Page: 3/5 Software Project: Version 2.9.7376.9 Address: Phone: E-mail: <Figure 2> 8.00 C) C) 00 M ,-_1 Ui 5.00 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 Page 38 of 149 • Anchor Designer"' Company: Date: 9/1/2021 Engineer: Page: 4/5 Software Project: Version 2.9.7376.9 Address: Phone: E-mail: 3.Resulting Anchor Forces Anchor Tension load, Shear load x, Shear load y, Shear load combined, Nua(Ib) Vuax(Ib) Vuay(lb) 1(Vuax)4(Vuay)2(lb) 1 2545.0 2125.0 0.0 2125.0 2 2545.0 2125.0 0.0 2125.0 Sum 5090.0 4250.0 0.0 4250.0 Maximum concrete compression strain(%o):0.00 <Figure 3> Maximum concrete compression stress(psi):0 Resultant tension force(lb):5090 Resultant compression force(lb):0 Eccentricity of resultant tension forces in x-axis,e'Nx(inch):0.00 Eccentricity of resultant tension forces in y-axis,e'Ny(inch):0.00 Y Eccentricity of resultant shear forces in x-axis,e'vx(inch):0.00 .� 2 Eccentricity of resultant shear forces in y-axis,e'vy(inch):0.00 X 4.Steel Strength of Anchor in Tension(Sec. 17.4.1) Nsa(Ib) 0 ^.(Ib) 19370 0.75 14528 5.Concrete Breakout Strength of Anchor in Tension(Sec.17.4.2) Nb=k.A.4 'chefl'5(Eq. 17.4.2.2a) kc Aa f'c(psi) hef(in) Nb(Ib) 24.0 1.00 3000 8.000 29745 ONcbg=0(ANc/ANco)V'ec,NVed,NY'a,NY'cp,NNb(Sec. 17.3.1 &Eq. 17.4.2.1 b) ANc(In2) ANco(In2) Ca,min(in) %c,N %d,N Y'c,N Yep,N Nb(Ib) 0 ONcbg(Ib) 496.77 576.00 5.13 1.000 0.828 1.00 1.000 29745 0.70 14873 6.Pullout Strength of Anchor in Tension(Sec.17.4.3) ONpn=OWcpNp=oVcp8Abrgf'c(Sec. 17.3.1,Eq. 17.4.3.1 & 17.4.3.4) Yo,P Abg(in2) f'c(psi) 0 ONpn(Ib) 1.0 0.91 3000 0.70 15305 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 Page 39 of 149 • Anchor DesignerT"' Company: Date: 9/1/2021 Engineer: Page: 5/5 Software Project: Version 2.9.7376.9 Address: Phone: E-mail: 8.Steel Strength of Anchor in Shear(Sec. 17.5.1) Vsa(lb) 09r0ut 0 OgroutoVsa(lb) 11625 1.0 0.65 7556 9.Concrete Breakout Strength of Anchor in Shear(Sec.17.5.2) Shear perpendicular to edge in x-direction: Vbx=minJ7(la/da)0.2�daa a�fcca,1.5;9aa�fcCall.51 (Eq. 17.5.2.2a&Eq. 17.5.2.2b) 1a(in) da(in) Aa fc(psi) Ca,(in) Vbx(Ib) 6.00 0.750 1.00 3000 5.13 5728 oVcbgx=0(Avc/Avco)%cy%d,v�'c,v�'hVVbx(Sec. 17.3.1 &Eq. 17.5.2.1b) Avc(in2) Avco(in2) %C,V %d,V Sg,V Yh,y Vbx(Ib) 0 oVcbgx(Ib) 156.90 118.43 1.000 1.000 1.000 1.000 5728 0.70 5312 10.Concrete Pryout Strength of Anchor in Shear(Sec.17.5.3) 0Vcpg=okcpNcbg=Okcp(ANc/ANco)Yec,NYed,NYe,NYep,NNb(Sec. 17.3.1 &Eq. 17.5.3.1 b) kcp ANc(in2) ANco(in2) %cA %d,N V'c,N V'cp,N Nb(Ib) 0 OVcpg(Ib) 2.0 496.77 576.00 1.000 0.828 1.000 1.000 29745 0.70 29746 11.Results Interaction of Tensile and Shear Forces(Sec.R17.6) Tension Factored Load, Nua(lb) Design Strength,oNn(lb) Ratio Status Steel 2545 14528 0.18 Pass Concrete breakout 5090 14873 0.34 Pass(Governs) Pullout 2545 15305 0.17 Pass Shear Factored Load,Vua(lb) Design Strength,OW(lb) Ratio Status Steel 2125 7556 0.28 Pass T Concrete breakout x+ 4250 5312 0.80 Pass(Governs) Pryout 4250 29746 0.14 Pass Interaction check (Nua/ONua)513 (Vua/0V4513 Combined Ratio Permissible Status Sec. R17.6 0.17 0.69 85.7% 1.0 Pass 3/4"0 Heavy Hex Bolt, F1554 Gr.36 with hef=8.000 inch meets the selected design criteria. 12.Warninas -Minimum spacing and edge distance requirement of 6da per ACI 318 Sections 17.7.1 and 17.7.2 for torqued cast-in-place anchor is waived per designer option. -Designer must exercise own judgement to determine if this design is suitable. 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 Page 40 of 149 RAM Elements CONNECT Edition Microsoft Current Date:9/1/2022 12:00 PM Units system:English File name:\\KWSERVER\KW Operations\Projects\21149 Axthelm RNW Distribution Mtl Bldg\CALCULATIONS\Anchor Design.retx Analysis result Envelope for nodal reactions Note.- Ic is the controlling load condition My 1 "� x � Fy Mx Z FFz x EDGE COL - TYP FORCES Mz� Direction of positive forces and moments Envelope of nodal reactions for D1=1.2D+1.2CG+1.6SMSR D3=1.2D+1.2CG+1.6ASLR D4=1.2D+1.2CG+1.6LASL D5=1.2D+1.2CG+1.6SMSR D7=1.2D+1.2CG+1.6SMSR D8=1.2D+1.2CG+1.6SMSR D9=1.2D+1.2CG+WPL D12=1.2D+1.2CG+LW2 D14=1.2D+1.2CG+LW2 D16=1.2D+1.2CG+W2R D17=1.2D+1.2CG+LW2 D20=0.9D+0.9Dsw+CU+LW 1 D21=0.9D+0.9Dsw+CU+W 1 R D22=0.9D+0.9Dsw+CU+LW 1 D23=0.9D+0.9Dsw+WPL+CU D24=0.9D+0.9Dsw+WPR+CU D25=0.9D+0.9Dsw+CU+W 1 R D26=0.9D+0.9Dsw+CU+LW 1 D27=0.9D+0.9Dsw+WPL+CU D28=0.9D+0.9Dsw+CU+W 1 R D29=0.9D+0.9Dsw+CU+LW 1 D30=0.9D+0.9Dsw+WPL+CU D31=0.9D+0.9Dsw+WPR+CU D34=1.2D+1.2CG+0.5LW 1+1.6S D44=0.9D+0.9Dsw+WPR+CU+WB1 R D47=0.9D+0.9Dsw+WPR+CU+LW B 1 D48=0.9D+0.9Dsw+WPL+CU+W B3R D50=0.9D+0.9Dsw+WPL+CU+W B3R D51=0.9D+0.9Dsw+WPL+CU+LWB3 D53=0.9D+0.9Dsw+WPL+CU+LW B3 D56=1.2D+1.2CG+WPR+LWB1 D57=0.9D+0.9Dsw+WPR+CU+WB1 R D60=1.2D+1.2CG+WPR+LWB1 D61=1.2D+1.2CG+0.576923077ER+1.923076923EGP+1.923076923EBR D62=0.9D+0.9Dsw+WPL+CU+LW B3 D63=1.2D+1.2CG+0.576923077E R+1.923076923 EG P+1.923076923EB R D66=1.2D+1.2CG+0.5WPL+1.6L+0.5WB3R D69=0.9D+0.9Dsw+WPL+CU+LW B3 D71=1.2D+1.2CG+0.576923077ER+1.923076923EGP+1.923076923LEB D73=1.2D+1.2CG+0.576923077E R+1.923076923 EG P+1.923076923LEB D74=0.9Dsw+MWB6 Pagel Page 41 of 149 D75=1.2D+1.2CG+0.576923077E R+1.923076923 EG P+1.923076923EB R D77=1.2D+1.2CG+0.576923077E R+1.923076923 EG P+1.923076923EB R D79=0.9D+0.9Dsw+CU+0.576923077ER+1.923076923EGM+1.923076923EB R D80=1.2D+1.2CG+0.576923077E R+1.923076923 EG P+1.923076923EB R D87=1.2D+1.2CG+0.576923077E R+1.923076923 EG P+1.923076923LEB D90=1.2D+1.2CG+0.576923077E R+1.923076923 EG P+1.923076923LEB D91=0.9D+0.9Dsw+CU+0.576923077ER+1.923076923EGM+1.923076923LEB D16B=0.9Dsw+MW6 D7B=1.2D+1.2CG+1.6SR+1.6SD D23B=0.9D+0.9Dsw+CU+W1 R D24B=0.9D+0.9Dsw+WPL+CU D25B=0.9D+0.9Dsw+WPL+CU Forces Moments Node Fx Ic Fy Ic Fz Ic Mx Ic My Ic Mz Ic [Kip] [Kip] [Kip] [Kip*ft] [Kip*ft] [Kip*ft] ------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- 22 Max 4.250 D21 16.740 D1 4.635 D61 0.00000 D1 0.00000 D1 0.00000 D1 Min -3.830 D20 -8.941 D48 0.000 D1 0.00000 D1 0.00000 D1 0.00000 D1 ------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- 21 Max 3.590 D21 14.508 D 1 0.000 D 1 0.00000 D 1 0.00000 D 1 0.00000 D 1 Min -3.240 D20 -7.625 D51 -4.635 D71 0.00000 D1 0.00000 D1 0.00000 D1 ------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- 20 Max 0.000 D 1 5.860 D 1 1.699 D21 0.00000 D 1 0.00000 D 1 0.00000 D 1 Min 0.000 D 1 -2.743 D23 -2.084 D 12 0.00000 D 1 0.00000 D 1 0.00000 D 1 ------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- 19 Max 0.000 D 1 5.256 D 1 2.730 D21 0.00000 D 1 0.00000 D 1 0.00000 D 1 Min 0.000 D 1 -2.911 D23 -3.260 D 12 0.00000 D 1 0.00000 D 1 0.00000 D 1 ------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- 18 Max 4.790 D20 13.056 D 1 0.000 D 1 0.00000 D 1 0.00000 D 1 0.00000 D 1 Min -5.320 D21 -4.868 D9 0.000 D1 0.00000 D1 0.00000 D1 0.00000 D1 ------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- 17 Max 4.790 D20 11.295 D61 5.500 D47 0.00000 D1 0.00000 D1 0.00000 D1 Min 5.320 D21 -8.812 D51 0.000 D1 0.00000 D1 0.00000 D1 0.00000 D1 ------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- 16 Max 4.790 D20 18.595 D91 0.000 D1 0.00000 D1 0.00000 D1 0.00000 D1 Min -5.320 D21 -4.878 D9 -5.577 D61 0.00000 D1 0.00000 D1 0.00000 D1 ------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- 15 Max 0.000 D 1 5.256 D 1 3.240 D 16 0.00000 D 1 0.00000 D 1 0.00000 D 1 Min 0.000 D1 -2.941 D24 -2.710 D20 0.00000 D1 0.00000 D1 0.00000 D1 ------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- 1 Max 0.000 D1 10.449 D20 9.889 D21 0.00000 D1 0.00000 D1 0.00000 D1 Min 0.000 D 1 -0.032 D3 -12.016 D 1 0.00000 D 1 0.00000 D 1 0.00000 D 1 ------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- 2 Max 3.530 D20 0.312 D 1 0.000 D 1 0.00000 D 1 0.00000 D 1 0.00000 D 1 Min -3.930 D21 0.000 D74 0.000 D1 0.00000 D1 0.00000 D1 0.00000 D1 ------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- 3 Max 4.020 D20 0.372 D 1 0.000 D 1 0.00000 D 1 0.00000 D 1 0.00000 D 1 Min -4.470 D21 0.000 D74 0.000 D1 0.00000 D1 0.00000 D1 0.00000 D1 ------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- 4 Max 3.780 D20 0.528 D 1 0.000 D 1 0.00000 D 1 0.00000 D 1 0.00000 D 1 Min -4.200 D21 0.000 D74 0.000 D1 0.00000 D1 0.00000 D1 0.00000 D1 ------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- 29 Max 4.216 D21 6.380 D7B 0.000 D1 0.00000 D1 0.00000 D1 0.00000 D1 Min -2.964 D20 -2.255 D21 0.000 D1 0.00000 D1 0.00000 D1 0.00000 D1 ------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- 5 Max 0.000 D 1 36.704 D 1 12.016 D 1 0.00000 D 1 0.00000 D 1 0.00000 D 1 Min 0.000 D1 -8.442 D9 -5.709 D20 0.00000 D1 0.00000 D1 0.00000 D1 ------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- 28 Max 3.326 D21 6.356 D7B 0.000 D1 0.00000 D1 0.00000 D1 0.00000 D1 Min -2.124 D20 -2.273 D21 0.000 D1 0.00000 D1 0.00000 D1 0.00000 D1 ------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- 27 Max 2.670 D21 33.060 D 1 0.000 D 1 0.00000 D 1 0.00000 D 1 0.00000 D 1 Min -2.410 D20 -9.594 D9 0.000 D1 0.00000 D1 0.00000 D1 0.00000 D1 Paget Page 42 of 149 ------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- 26 Max 0.000 D1 3.488 D4 1.730 D21 0.00000 D1 0.00000 D1 0.00000 D1 Min 0.000 D1 -2.976 D3 -2.030 D12 0.00000 D1 0.00000 D1 0.00000 D1 ------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Page3 Page 43 of 149 • Anchor DesignerT"' Company: Date: 9/1/2021 Engineer: Page: 1/6 Software Project: Version 2.9.7376.9 Address: Phone: E-mail: 1.Project information Customer company: Project description: Customer contact name: Location: Customer e-mail: Fastening description: Comment: 2.Input Data&Anchor Parameters General Base Material Design method:ACI 318-14 Concrete: Normal-weight Units: Imperial units Concrete thickness, h(inch): 12.00 State:Cracked Anchor Information: Compressive strength,f'�(psi):3000 Anchor type:Cast-in-place Lp�,v: 1.0 Material: F1554 Grade 36 Reinforcement condition: B tension, B shear Diameter(inch):0.750 Supplemental reinforcement:Not applicable Effective Embedment depth, hef(inch):8.000 Reinforcement provided at corners: No Anchor category:- Ignore concrete breakout in tension: No Anchor ductility:Yes Ignore concrete breakout in shear: No hmin(inch):9.50 Ignore 6do requirement:Yes Cmin(inch): 1.22 Build-up grout pad: No Smin(Inch):3.00 Base Plate Length x Width x Thickness(inch): 12.00 x 12.00 x 0.50 Recommended Anchor Anchor Name: Heavy Hex Bolt-3/4"0 Heavy Hex Bolt, F1554 Gr.36 EDGE COL - TYPICAL 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 Page 44 of 149 • Anchor Designer TM Company: Date: 9/1/2021 Engineer: Page: 2/6 Software Project: Version 2.9.7376.9 Address: Phone: E-mail: Load and Geometry Load factor source:ACI 318 Section 5.3 Load combination: not set Seismic design: No Anchors subjected to sustained tension: Not applicable Apply entire shear load at front row: No Anchors only resisting wind and/or seismic loads:Yes Strength level loads: Nua[lb]:9594 Vuax[lb]:5320 Vuay[lb]: 12016 Mux[ft-lb]:0 Muy[ft-lb]:0 ENVELOPE OF ALL WORST CASE LOADS Muz[ft-lb]:0 ION ALL COLS (VERY CONSERVATIVE) <Figure 1> Z 9594 0 ft-Ib 12016 lb 5320 lb y X 0 ft-lb 0 ft-lb ti 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 Page 45 of 149 • Anchor Designer TM Company: Date: 9/1/2021 Engineer: Page: 3/6 Software Project: Version 2.9.7376.9 Address: Phone: E-mail: <Figure 2> 12.00 O O O O N M Ln 5.00 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 Page 46 of 149 • Anchor DesignerT"' Company: Date: 9/1/2021 Engineer: Page: 4/6 Software Project: Version 2.9.7376.9 Address: Phone: E-mail: 3.Resulting Anchor Forces Anchor Tension load, Shear load x, Shear load y, Shear load combined, Nua(lb) V..(lb) Vuay(lb) �(Vuax)2+(Vuay)2(lb) 1 2398.5 1330.0 3004.0 3285.3 2 2398.5 1330.0 3004.0 3285.3 3 2398.5 1330.0 3004.0 3285.3 4 2398.5 1330.0 3004.0 3285.3 Sum 9594.0 5320.0 12016.0 13141.0 Maximum concrete compression strain(%o):0.00 <Figure 3> Maximum concrete compression stress(psi):0 Resultant tension force(lb):9594 Resultant compression force(lb):0 Eccentricity of resultant tension forces in x-axis,e'N.(inch):0.00 -' ��--'2 Eccentricity of resultant tension forces in y-axis,e'Ny(inch):0.00 Y Eccentricity of resultant shear forces in x-axis,e'vx(inch):0.00 Eccentricity of resultant shear forces in y-axis,e'vy(inch):0.00 4.Steel Strength of Anchor in Tension(Sec. 17.4.1) N_(Ib) 0 ON-(Ib) 19370 0.75 14528 5.Concrete Breakout Strength of Anchor in Tension(Sec. 17.4.2) Nb=kca a�fchel.5(Eq. 17.4.2.2a) kc Aa fc(psi) hef(In) Nb(Ib) 24.0 1.00 3000 8.000 29745 ONcbg=0(ANC/ANCo)%C,N%d,NVC,NVCp,NNb(Sec. 17.3.1 &Eq. 17.4.2.1 b) ANC(in 2) ANco(in 2) Ca,min(In) rec,N Ved,N Vc,N Vcp,N Nb(Ib) 0 ONcbg(lb) 641.77 576.00 5.13 1.000 0.828 1.00 1.000 29745 0.70 19214 6.Pullout Strength of Anchor in Tension(Sec.17.4.3� ONpn=OV'c,PNp=OYe,P8Abrgfc(Sec. 17.3.1,Eq. 17.4.3.1 &17.4.3.4) V,P Abrg(in 2) fc(psi) 0 ONpn(lb) 1.0 0.91 3000 0.70 15305 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 Page 47 of 149 • Anchor Designer TM Company: Date: 9/1/2021 Engineer: Page: 5/6 Software Project: Version 2.9.7376.9 Address: Phone: E-mail: 8.Steel Strength of Anchor in Shear(Sec. 17.5.1) Vsa(lb) 09r0ut 0 OgroutoVsa(lb) 11625 1.0 0.65 7556 9.Concrete Breakout Strength of Anchor in Shear(Sec.17.5.2) Shear perpendicular to edge in x-direction: Vbx=minj7(/a/da)0.2�daAa�fcca,1.5;9aa�fcCall.51 (Eq. 17.5.2.2a&Eq. 17.5.2.2b) la(in) da(in) Aa fc(psi) Ca,(in) Vbx(Ib) 6.00 0.750 1.00 3000 5.13 5728 oVcbgx=0(Avc/Avco)Y%c,vY%dVYe,vY'h,vVbx(Sec. 17.3.1 &Eq. 17.5.2.1b) Avc(in2) Avco(in2) %C,V Y%d,V Sg,V Yh,v Vbx(Ib) 0 oVcbgx(Ib) 156.90 118.43 1.000 1.000 1.000 1.000 5728 0.70 5312 Shear parallel to edge in y-direction: Vbx=minj7(le/da)0.2�daAa�fcca,1.5;9aa�fcCall.51 (Eq. 17.5.2.2a&Eq. 17.5.2.2b) le(in) da(in) Aa fc(psi) Ca,(in) Vbx(Ib) 6.00 0.750 1.00 3000 5.13 5728 oVcbgy=0(2)(Avc/Avco)%c,v%d,vYc,vYh,vVbx(Sec. 17.3.1, 17.5.2.1(e)&Eq. 17.5.2.1b) Avc(in2) Avco(in2) Y%c,V Y%d,V Ye,V Y'h,V Vbx(Ib) 0 0Vcbgy(Ib) 156.90 118.43 1.000 1.000 1.000 1.000 5728 0.70 10624 10.Concrete Pryout Strength of Anchor in Shear(Sec.17.5.3) OVcpg=okcpNcbg=Okcp(ANc/ANco)Yec,NYed,NYe,NYep,NNb(Sec. 17.3.1 &Eq. 17.5.3.1 b) kcp ANc(in2) ANco(in2) Y%cA Y%d,N Ye,N Yep,N Nb(Ib) 0 0Vcpg(Ib) 2.0 641.77 576.00 1.000 0.828 1.000 1.000 29745 0.70 38428 11.Results Interaction of Tensile and Shear Forces(Sec.R17.6) Tension Factored Load, Nua(lb) Design Strength,oNn(lb) Ratio Status Steel 2399 14528 0.17 Pass Concrete breakout 9594 19214 0.50 Pass(Governs) Pullout 2399 15305 0.16 Pass Shear Factored Load,Vua(lb) Design Strength,0Vn(lb) Ratio Status Steel 3285 7556 0.43 Pass T Concrete breakout x+ 2660 5312 0.50 Pass(Governs) II Concrete breakout x+ 6008 10624 0.57 Pass(Governs) Pryout 13141 38428 0.34 Pass Interaction check (Ma/ON4513 (Vua/0Vua)513 Combined Ratio Permissible Status Sec. R17.6 0.31 0.39 70.1% 1.0 Pass 3/4"P1 Heavy Hex Bolt, F1554 Gr.36 with hef=8.000 inch meets the selected design criteria. 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 Page 48 of 149 • Anchor DesignerT"' Company: Date: 9/1/2021 Engineer: Page: 6/6 Software Project: Version 2.9.7376.9 Address: Phone: E-mail: 12.Warnings -Minimum spacing and edge distance requirement of 6da per ACI 318 Sections 17.7.1 and 17.7.2 for torqued cast-in-place anchor is waived per designer option. -Designer must exercise own judgement to determine if this design is suitable. 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 Page 49 of 149 Microsoft Current Date:9/1/2021 11:47 AM Units system:English File name:\\KWSERVER\KW Operations\Projects\21149 Axthelm RNW Distribution Mtl Bldg\CALCULATIONS\Anchor Design.retx Analysis result Envelope for nodal reactions Note.- Ic is the controlling load condition My Fy Mx END FRAME FORCES z Fx F��� k bA 7 Direction of positive forces and moments Envelope of nodal reactions for D1=1.2D+1.2CG+1.6SMSR D3=1.2D+1.2CG+1.6ASLR D4=1.2D+1.2CG+1.6LASL D5=1.2D+1.2CG+1.6SMSR D7=1.2D+1.2CG+1.6SMSR D8=1.2D+1.2CG+1.6SMSR D9=1.2D+1.2CG+WPL D12=1.2D+1.2CG+LW2 D14=1.2D+1.2CG+LW2 D16=1.2D+1.2CG+W2R D17=1.2D+1.2CG+LW2 D20=0.9D+0.9Dsw+CU+LW 1 D21=0.9D+0.9Dsw+CU+W 1 R D22=0.9D+0.9Dsw+CU+LW 1 D23=0.9D+0.9Dsw+WPL+CU D24=0.9D+0.9Dsw+WPR+CU D25=0.9D+0.9Dsw+CU+W 1 R D26=0.9D+0.9Dsw+CU+LW 1 D27=0.9D+0.9Dsw+WPL+CU D28=0.9D+0.9Dsw+CU+W 1 R D29=0.9D+0.9Dsw+CU+LW 1 D30=0.9D+0.9Dsw+WPL+CU D31=0.9D+0.9Dsw+WPR+CU D34=1.2D+1.2CG+0.5LW 1+1.6S D44=0.9D+0.9Dsw+WPR+CU+WB1 R D47=0.9D+0.9Dsw+WPR+CU+LW B 1 D48=0.9D+0.9Dsw+WPL+CU+W B3R D50=0.9D+0.9Dsw+WPL+CU+W B3R D51=0.9D+0.9Dsw+WPL+CU+LWB3 D53=0.9D+0.9Dsw+WPL+CU+LW B3 D56=1.2D+1.2CG+WPR+LWB1 D57=0.9D+0.9Dsw+WPR+CU+WB1 R D60=1.2D+1.2CG+WPR+LWB1 D61=1.2D+1.2CG+0.576923077ER+1.923076923EGP+1.923076923EBR D62=0.9D+0.9Dsw+WPL+CU+LW B3 D63=1.2D+1.2CG+0.576923077E R+1.923076923 EG P+1.923076923EB R D66=1.2D+1.2CG+0.5WPL+1.6L+0.5WB3R D69=0.9D+0.9Dsw+WPL+CU+LW B3 D71=1.2D+1.2CG+0.576923077ER+1.923076923EGP+1.923076923LEB D73=1.2D+1.2CG+0.576923077E R+1.923076923 EG P+1.923076923LEB D74=0.9Dsw+MWB6 Pagel Page 50 of 149 D75=1.2D+1.2CG+0.576923077E R+1.923076923 EG P+1.923076923EB R D77=1.2D+1.2CG+0.576923077E R+1.923076923 EG P+1.923076923EB R D79=0.9D+0.9Dsw+CU+0.576923077ER+1.923076923EGM+1.923076923EB R D80=1.2D+1.2CG+0.576923077E R+1.923076923 EG P+1.923076923EB R D87=1.2D+1.2CG+0.576923077E R+1.923076923 EG P+1.923076923LEB D90=1.2D+1.2CG+0.576923077E R+1.923076923 EG P+1.923076923LEB D91=0.9D+0.9Dsw+CU+0.576923077ER+1.923076923EGM+1.923076923LEB D16B=0.9Dsw+MW6 D7B=1.2D+1.2CG+1.6SR+1.6SD WORST CASE "FRAME END - BRACE" D23B=0.9D+0.9Dsw+CU+W1 R D24B=0.9D+0.9Dsw+WPL+CU D25B=0.9D+0.9Dsw+WPL+CU MAX THRUST FORCE Forces Moments Node Fx Ic Fy Ic Fz Ic Mx Ic My Ic Mz Ic [Kip] [Kip] [Kip] [Kip [Kip*ft] [Kip*ft] ---------------------------------------------------------... ---- ----------------------------------------------------- ----------------------------------------------------- 1 Max 0.000 D1 10.449 D20 9.889 D21 0.00000 1 0.00000 D1 0.00000 D1 Min 0.000 D1 -0. 2 D3 -12.016 D1 0.0000 D1 0.00000 D1 0.00000 D1 ----------------------------------------------------- -------------- ---------------------------------------- -------------------------------------------------------------- 6 Max 0.000 D 1 48.604 D 12.380 D21 0.0 00 D 1 0.00000 D 1 0.00000 D 1 Min 0.000 D 1 -18.317 1 -22.964 D 1 0 0000 D 1 0.00000 D 1 0.00000 D 1 9 Max 32.942 D 1 49.088 D 1 10.912 D21 0.00000 D 1 0.00000 D 1 0.00000 D 1 Min 0.000 1 -21.11 D79 23.324 D 1 0.00000 D 1 0.00000 D 1 0.00000 D 1 10 Max 0 0 D 1 4 88 D 1 10.912 D21 0.00000 D 1 0.00000 D 1 0.00000 D 1 Min 32.942 D71 -31.722 D91 -23.324 D1 0.00000 D1 0.00000 D1 0.00000 D1 ------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- 11 Max 0.000 D 1 46.208 D 1 14.608 D21 0.00000 D 1 0.00000 D 1 0.00000 D 1 Min 0.000 D 1 -19.513 D21 -21.736 D 1 0.00000 D 1 0.00000 D 1 0.00000 D 1 ------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- 15 Max 0.000 D 1 5.256 D 1 3.240 D 16 0.00000 D 1 0.00000 D 1 0.00000 D 1 Min 0.000 D1 -2.941 D24 -2.710 D20 0.00000 D1 0.00000 D1 0.00000 D1 ------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- 19 Max 0.000 D 1 5.256 D 1 2.730 D21 0.00000 D 1 0.00000 D 1 0.00000 D 1 Min 0.000 D 1 -2.911 D23 -3.260 D 12 0.00000 D 1 0.00000 D 1 0.00000 D 1 ------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- 14 Max 0.000 D 1 52.480 D 1 21.736 D 1 0.00000 D 1 0.00000 D 1 0.00000 D 1 Min 0.000 D1 -10.803 D20 -11.848 D20 0.00000 D1 0.00000 D1 0.00000 D1 ------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- 20 Max 0.000 D 1 5.860 D 1 1.699 D21 0.00000 D 1 0.00000 D 1 0.00000 D 1 Min 0.000 D 1 -2.743 D23 -2.084 D 40. D 1 0.00000 D 1 0.00000 D 1 23 Max 0.000 D 1 42.980 D 1 9.740 D9 0.00000 D 1 0.00000 D 1 0.00000 D 1 Min -36.346 D71 -11.367 D91 - 590 D16B .00000 D1 0.00000 D1 0.00000 D1 ------------------------------------------------------------------------------------ ------------------- -------------------------------------------------------------------- 24 Max 36.346 D61 42.968 D1 9.530 D9 0. 000 D1 0.00000 D1 0.00000 D1 Min 0.000 D1 -22.080 D79 -9.590 16B 0.00 00 D1 0.00000 D1 0.00000 D1 ----------------------------------------------------------------------------------------------- -------------- -------------------------------------------------------------- 25 Max 0.000 D 1 42.628 D 1 9.650 D9 0.0000 D 1 0.00000 D 1 0.00000 D 1 Min 0.000 D1 -13.131 D20 -9.490 D16B .00000 D1 0.00000 D1 0.00000 D1 -------------------------------------------------------------------------------------------------------------------- -------------------------------------------------------- 26 Max 0.000 D1 3.488 D4 1.730 D21 0.00 0 1 0.00000 D1 0.00000 D1 Min 0.000 D 1 -2.976 D3 -2.030 D 12 0.0000 D 1 0.00000 D 1 0.00000 D 1 ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------- WORST CASE "FRAME END 2 BOLT" Paget Page 51 of 149 • Anchor DesignerT"' Company: Date: 9/1/2021 Engineer: Page: 1/5 Software Project: Version 2.9.7376.9 Address: Phone: E-mail: 1.Project information Customer company: Project description: Customer contact name: Location: Customer e-mail: Fastening description: Comment: 2.Input Data&Anchor Parameters General Base Material Design method:ACI 318-14 Concrete: Normal-weight Units: Imperial units Concrete thickness, h(inch): 14.00 State:Cracked Anchor Information: Compressive strength,f'�(psi):2500 Anchor type:Cast-in-place Lp�,v: 1.0 Material: F1554 Grade 36 Reinforcement condition: B tension, B shear Diameter(inch): 1.250 Supplemental reinforcement:Not applicable Effective Embedment depth, hef(inch): 10.000 Reinforcement provided at corners: No Anchor category:- Ignore concrete breakout in tension:Yes Anchor ductility:Yes Ignore concrete breakout in shear:Yes hmin(inch): 12.00 Ignore 6do requirement:Yes Cmin(inch): 1.65 Build-up grout pad: No Smin(Inch):5.00 Base Plate Length x Width x Thickness(inch): 12.00 x 12.00 x 0.50 Recommended Anchor Anchor Name: Heavy Hex Bolt-1 1/4"0 Heavy Hex Bolt, F1554 Gr.36 FRAME ENDS - BRACE 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 Page 52 of 149 • Anchor Designer TM Company: Date: 9/1/2021 Engineer: Page: 2/5 Software Project: Version 2.9.7376.9 Address: Phone: E-mail: Load and Geometry Load factor source:ACI 318 Section 5.3 Load combination: not set Seismic design:Yes Anchors subjected to sustained tension: Not applicable Ductility section for tension: 17.2.3.4.3(d)is satisfied Ductility section for shear: 17.2.3.5.3(c)is satisfied 0o factor: not set Apply entire shear load at front row: No Anchors only resisting wind and/or seismic loads:Yes Strength level loads: Nua[lb]:31722 Vuax[lb]: 1380 Vuay[lb]:32940 Mux[ft-lb]:0 Muy[ft-lb]:0 Mu [ft-lb]:0 <Figure 1> Z 31722 lb 32940 lb 1380 y 0 ft-lb 0 ftAb 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 Page 53 of 149 • Anchor Designer TM Company: Date: 9/1/2021 Engineer: Page: 3/5 Software Project: Version 2.9.7376.9 Address: Phone: E-mail: <Figure 2> 12.00 O O O O Ui r M Ui 5.00 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 Page 54 of 149 • Anchor DesignerT"' Company: Date: 9/1/2021 Engineer: Page: 4/5 Software Project: Version 2.9.7376.9 Address: Phone: E-mail: 3.Resulting Anchor Forces Anchor Tension load, Shear load x, Shear load y, Shear load combined, Nua(lb) V..(lb) Vuay(lb) �(Vuax)Z+(Vuay)Z(lb) 1 7930.5 345.0 8235.0 8242.2 2 7930.5 345.0 8235.0 8242.2 3 7930.5 345.0 8235.0 8242.2 4 7930.5 345.0 8235.0 8242.2 Sum 31722.0 1380.0 32940.0 32968.9 Maximum concrete compression strain(%o):0.00 <Figure 3> Maximum concrete compression stress(psi):0 Resultant tension force(lb):0 Resultant compression force(lb):0 r 4 2 Eccentricity of resultant tension forces in x-axis,e'N.(inch):0.00 1 Eccentricity of resultant tension forces in y-axis,e'Ny(inch):0.00 Y Eccentricity of resultant shear forces in x-axis,e'vx(inch):0.00 Eccentricity of resultant shear forces in y-axis,e'vy(inch):0.00 04X 03 4.Steel Strength of Anchor in Tension(Sec. 17.4.1) N_(Ib) 0 ON-(Ib) 56200 0.75 42150 6.Pullout Strength of Anchor in Tension(Sec.17.4.3) 0.750Npn=0.750Vc,PNp=0.750Vc,P8Abrgfc(Sec. 17.3.1,Eq. 17.4.3.1 &17.4.3.4) VC,P Adrg(in 2) fc(psi) 0 0.750Npn(lb) 1.0 2.24 2500 0.70 23489 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 Page 55 of 149 • Anchor DesignerT"' Company: Date: 9/1/2021 Engineer: Page: 5/5 Software Project: Version 2.9.7376.9 Address: Phone: E-mail: 8.Steel Strength of Anchor in Shear(Sec. 17.5.1) Vsa(lb) 09r0ut 0 OgroutoVsa(lb) 33720 1.0 0.65 21918 10.Concrete Pryout Strength of Anchor in Shear(Sec.17.5.3) OVcpg=Ok(^bg=Okcp(AWI ANco)Yec,N%d,0'c,NYep,NNb(Sec. 17.3.1 &Eq. 17.5.3.1 b) kcp ANc(In2) ANco(In2) %cA %d,N Y'c,N �'cp,N Nb(Ib) 0 0Vcpg(Ib) 2.0 879.55 900.00 1.000 0.803 1.000 1.000 37947 0.70 41670 11.Results Interaction of Tensile and Shear Forces(Sec.R17.6) Tension Factored Load, Nua(lb) Design Strength,oNn(lb) Ratio Status Steel 7931 42150 0.19 Pass Pullout 7931 23489 0.34 Pass(Governs) Shear Factored Load,Vua(lb) Design Strength,OW(lb) Ratio Status Steel 8242 21918 0.38 Pass Pryout 32969 41670 0.79 Pass(Governs) Interaction check (Nua/ON4513 (Vua/0V4513 Combined Ratio Permissible Status Sec. R17.6 0.16 0.68 84.1% 1.0 Pass 1 1/4"0 Heavy Hex Bolt, F1554 Gr.36 with hef=10.000 inch meets the selected design criteria. 12.Warnings -Minimum spacing and edge distance requirement of 6da per ACI 318 Sections 17.7.1 and 17.7.2 for torqued cast-in-place anchor is waived per designer option. -Concrete breakout strength in tension has not been evaluated against applied tension load(s)per designer option. Refer to ACI 318 Section 17.3.2.1 for conditions where calculations of the concrete breakout strength may not be required. -Concrete breakout strength in shear has not been evaluated against applied shear load(s)per designer option. Refer to ACI 318 Section 17.3.2.1 for conditions where calculations of the concrete breakout strength may not be required. Per designer input,ductility requirements for tension have been determined to be satisfied—designer to verify. Per designer input,ductility requirements for shear have been determined to be satisfied—designer to verify. Designer must exercise own judgement to determine if this design is suitable. 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 Page 56 of 149 • Anchor DesignerT"' Company: Date: 9/1/2021 Engineer: Page: 1/6 Software Project: Version 2.9.7376.9 Address: Phone: E-mail: 1.Project information Customer company: Project description: Customer contact name: Location: Customer e-mail: Fastening description: Comment: 2.Input Data&Anchor Parameters General Base Material Design method:ACI 318-14 Concrete: Normal-weight Units: Imperial units Concrete thickness, h(inch): 14.00 State:Cracked Anchor Information: Compressive strength,f'�(psi):2500 Anchor type:Cast-in-place Lp�,v: 1.0 Material: F1554 Grade 36 Reinforcement condition: B tension, B shear Diameter(inch):0.750 Supplemental reinforcement:Not applicable Effective Embedment depth, hef(inch): 10.000 Reinforcement provided at corners: No Anchor category:- Ignore concrete breakout in tension: No Anchor ductility:Yes Ignore concrete breakout in shear: No hmin(inch): 11.50 Ignore 6do requirement:Yes Cmin(inch): 1.22 Build-up grout pad: No Smin(Inch):3.00 Base Plate Length x Width x Thickness(inch):8.00 x 8.00 x 0.50 Recommended Anchor Anchor Name: Heavy Hex Bolt-3/4"0 Heavy Hex Bolt, F1554 Gr.36 FRAME ENDS - CORNER 2 BOLT 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 Page 57 of 149 • Anchor Designer TM Company: Date: 9/1/2021 Engineer: Page: 2/6 Software Project: Version 2.9.7376.9 Address: Phone: E-mail: Load and Geometry Load factor source:ACI 318 Section 5.3 Load combination: not set Seismic design:Yes Anchors subjected to sustained tension: Not applicable Ductility section for tension: 17.2.3.4.3(d)is satisfied Ductility section for shear: 17.2.3.5.3(c)is satisfied 0o factor: not set Apply entire shear load at front row: No Anchors only resisting wind and/or seismic loads:Yes Strength level loads: Nua[lb]:2743 Vuax[lb]:-2084 Vuay[lb]:0 Mux[ft-lb]:0 Muy[ft-lb]:0 Mu [ft-lb]:0 <Figure 1> Z 2743 lb 0 ft-lb 49 0 lb 2084 lb X 0 ft-lb 0 ft-lb ti 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 Page 58 of 149 • Anchor Designer"' Company: Date: 9/1/2021 Engineer: Page: 3/6 Software Project: Version 2.9.7376.9 Address: Phone: E-mail: <Figure 2> 8.00 C) C) o6 IM ,--1 Ui 5.13 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 Page 59 of 149 • Anchor DesignerT"' Company: Date: 9/1/2021 Engineer: Page: 4/6 Software Project: Version 2.9.7376.9 Address: Phone: E-mail: 3.Resulting Anchor Forces Anchor Tension load, Shear load x, Shear load y, Shear load combined, Nua(lb) V..(lb) Vuay(lb) �(Vuax)2+(Vuay)2(lb) 1 1371.5 -1042.0 0.0 1042.0 2 1371.5 -1042.0 0.0 1042.0 Sum 2743.0 -2084.0 0.0 2084.0 Maximum concrete compression strain(%o):0.00 <Figure 3> Maximum concrete compression stress(psi):0 Resultant tension force(lb):2743 Resultant compression force(lb):0 Eccentricity of resultant tension forces in x-axis,e'N.(inch):0.00 Eccentricity of resultant tension forces in y-axis,e'Ny(inch):0.00 Y Eccentricity of resultant shear forces in x-axis,e'vx(inch):0.00 .� 2 Eccentricity of resultant shear forces in y-axis,e'vy(inch):0.00 X 4.Steel Strength of Anchor in Tension(Sec. 17.4.1) Nsa(lb) 0 ^N (lb) 19370 0.75 14528 5.Concrete Breakout Strength of Anchor in Tension(Sec. 17.4.2) Nb=kca a�fchef.5(Eq. 17.4.2.2a) kc Aa fc(psi) hef(In) Nb(Ib) 24.0 1.00 2500 10.000 37947 0.750Ncb,=0.750(ANC/ANCo)%C,N%d,NYe,NYep,NNd(Sec. 17.3.1 &Eq. 17.4.2.1 b) ANC(In2) ANco(In2) ca,min(In) Vec,N Ved,N Vc,N Vcp,N Nb(Ib) 0 0.750Ncbg(lb) 505.87 900.00 5.13 1.000 0.803 1.00 1.000 37947 0.70 8987 6.Pullout Strength of Anchor in Tension(Sec.17.4.3) 0.750Npn=0.750Vc,PNp=0.750Vc,P8Abrgfc(Sec. 17.3.1,Eq. 17.4.3.1 &17.4.3.4) VC,P Abrg(in2) fc(psi) 0 0.750Npn(lb) 1.0 0.91 2500 0.70 9566 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 Page 60 of 149 • Anchor Designer TM Company: Date: 9/1/2021 Engineer: Page: 5/6 Software Project: Version 2.9.7376.9 Address: Phone: E-mail: 8.Steel Strength of Anchor in Shear(Sec. 17.5.1) Vsa(lb) 09r0ut 0 OgroutoVsa(lb) 11625 1.0 0.65 7556 9.Concrete Breakout Strength of Anchor in Shear(Sec.17.5.2) Shear parallel to edge in x-direction: Vby=minJ7(1a/da)1.2�daa a�fccat'.5;gAa�fccall.51 (Eq. 17.5.2.2a&Eq. 17.5.2.2b) le(in) da(in) Aa fc(psi) ca,(in) Vby(Ib) 6.00 0.750 1.00 2500 5.13 5229 oVcbx=0(2)(Avc/Avco)%d,vYc,vYh,vVby(Sec. 17.3.1, 17.5.2.1(c)&Eq. 17.5.2.1a) Avc(in2) Avw(inz) %d,v Yc,v Yh,v Vby(Ib) 0 OVcbx(Ib) 98.69 118.43 1.000 1.000 1.000 5229 0.70 6100 10.Concrete Pryout Strength of Anchor in Shear(Sec.17.5.3) 0Vcpg=okcpNcbg=Okcp(ANc/ANco)YecAYed,NYe,NYep,NNb(Sec. 17.3.1 &Eq. 17.5.3.1 b) kcp ANc(In2) ANco(In2) %cA %d,N Vc,N Vcp,N Nb(Ib) 0 OVcpg(Ib) 2.0 505.87 900.00 1.000 0.803 1.000 1.000 37947 0.70 23966 11.Results Interaction of Tensile and Shear Forces(Sec.17.6.) Tension Factored Load, Nua(lb) Design Strength,0Nn(lb) Ratio Status Steel 1372 14528 0.09 Pass Concrete breakout 2743 8987 0.31 Pass(Governs) Pullout 1372 9566 0.14 Pass Shear Factored Load,Vua(lb) Design Strength,0Vn(lb) Ratio Status Steel 1042 7556 0.14 Pass 11 Concrete breakout y- 1042 6100 0.17 Pass(Governs) Pryout 2084 23966 0.09 Pass Interaction check Nua/ONn V./OV Combined Ratio Permissible Status Sec. 17.6..1 0.31 0.00 30.5% 1.0 Pass 3/4"0 Heavy Hex Bolt, F1554 Gr.36 with hef=10.000 inch meets the selected design criteria. 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 Page 61 of 149 • Anchor DesignerT"' Company: Date: 9/1/2021 Engineer: Page: 6/6 Software Project: Version 2.9.7376.9 Address: Phone: E-mail: 12.Warnings -Minimum spacing and edge distance requirement of 6da per ACI 318 Sections 17.7.1 and 17.7.2 for torqued cast-in-place anchor is waived per designer option. Per designer input,ductility requirements for tension have been determined to be satisfied—designer to verify. Per designer input,ductility requirements for shear have been determined to be satisfied—designer to verify. Designer must exercise own judgement to determine if this design is suitable. 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 Page 62 of 149 • Anchor DesignerT"' Company: Date: 9/1/2021 Engineer: Page: 1/5 Software Project: Version 2.9.7376.9 Address: Phone: E-mail: 1.Project information Customer company: Project description: Customer contact name: Location: Customer e-mail: Fastening description: Comment: 2.Input Data&Anchor Parameters General Base Material Design method:ACI 318-14 Concrete: Normal-weight Units: Imperial units Concrete thickness, h(inch): 14.00 State:Cracked Anchor Information: Compressive strength,f'�(psi):2500 Anchor type:Cast-in-place Lp�,v: 1.0 Material: F1554 Grade 36 Reinforcement condition: B tension, B shear Diameter(inch):0.750 Supplemental reinforcement:Not applicable Effective Embedment depth, hef(inch): 10.000 Reinforcement provided at corners: No Anchor category:- Ignore concrete breakout in tension: No Anchor ductility:Yes Ignore concrete breakout in shear:Yes hmin(inch): 11.50 Ignore 6do requirement:Yes Cmin(inch): 1.22 Build-up grout pad: No Smin(Inch):3.00 Base Plate Length x Width x Thickness(inch): 12.00 x 12.00 x 0.50 Recommended Anchor Anchor Name: Heavy Hex Bolt-3/4"0 Heavy Hex Bolt, F1554 Gr.36 FRAME ENDS - MAX THRUST 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 Page 63 of 149 • Anchor Designer"' Company: Date: 9/1/2021 Engineer: Page: 2/5 Software Project: Version 2.9.7376.9 Address: Phone: E-mail: Load and Geometry Load factor source:ACI 318 Section 5.3 Load combination:not set Seismic design:Yes Anchors subjected to sustained tension:Not applicable Ductility section for tension: 17.2.3.4.3(d)is satisfied Ductility section for shear: 17.2.3.5.3(c)is satisfied Do factor:not set Apply entire shear load at front row: No Anchors only resisting wind and/or seismic loads:Yes Strength level loads: Nua[lb]:0 Vuax[lb]:23320 Vuay[lb]:0 Mux[ft-lb]:0 Muy[ft-lb]:0 Mu.[ft-lb]:0 <Figure 1> Z 0 lb ft-lb 0 lb � Y 23320 lb � r O�X 0 ft-lb 0 ft-lb 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 Page 64 of 149 • Anchor Designer TM Company: I Date: 9/1/2021 Engineer: I Page: 3/5 Software Project: Version 2.9.7376.9 Address: Phone: E-mail: <Figure 2> 12.00 O O O O N M 5.00 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 Page 65 of 149 • Anchor DesignerT"' Company: Date: 9/1/2021 Engineer: Page: 4/5 Software Project: Version 2.9.7376.9 Address: Phone: E-mail: 3.Resulting Anchor Forces Anchor Tension load, Shear load x, Shear load y, Shear load combined, Nua(lb) V..(lb) Vuay(lb) �(Vuax)Z+(Vuay)Z(lb) 1 0.0 5830.0 0.0 5830.0 2 0.0 5830.0 0.0 5830.0 3 0.0 5830.0 0.0 5830.0 4 0.0 5830.0 0.0 5830.0 Sum 0.0 23320.0 0.0 23320.0 Maximum concrete compression strain(%o):0.00 <Figure 3> Maximum concrete compression stress(psi):0 Resultant tension force(lb):0 Resultant compression force(lb):0 Eccentricity of resultant tension forces in x-axis,e'N.(inch):0.00 -'� ��--'2 Eccentricity of resultant tension forces in y-axis,e'Ny(inch):0.00 Y Eccentricity of resultant shear forces in x-axis,e'vx(inch):0.00 Eccentricity of resultant shear forces in y-axis,e'vy(inch):0.00 t�4X 3 8.Steel Strength of Anchor in Shear(Sec. 17.5.1) Vsa(lb) 09r0ut 0 OgroutoVsa(lb) 11625 1.0 0.65 7556 10.Concrete Pryout Strength of Anchor in Shear(Sec.17.5.3) OVcpg=Of(cplylcbg=Okcp(AWI ANco)Yec,N%d,0'c,NYep,NNb(Sec. 17.3.1 &Eq. 17.5.3.1 b) kcp ANc(in 2) ANco(in 2) %cA %d,N Y'c,N Tcp,N Nb(Ib) 0 0Vcpg(Ib) 2.0 879.55 900.00 1.000 0.803 1.000 1.000 37947 0.70 41670 11.Results 11.Interaction of Tensile and Shear Forces(Sec.D.7)? Shear Factored Load,Vua(lb) Design Strength,OW(lb) Ratio Status Steel 5830 7556 0.77 Pass(Governs) Pryout 23320 41670 0.56 Pass 3/4"0 Heavy Hex Bolt, F1554 Gr.36 with hef=10.000 inch meets the selected design criteria. 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 Page 66 of 149 • Anchor DesignerT"' Company: Date: 9/1/2021 Engineer: Page: 5/5 Software Project: Version 2.9.7376.9 Address: Phone: E-mail: 12.Warnings -Minimum spacing and edge distance requirement of 6da per ACI 318 Sections 17.7.1 and 17.7.2 for torqued cast-in-place anchor is waived per designer option. -Concrete breakout strength in shear has not been evaluated against applied shear load(s)per designer option. Refer to ACI 318 Section 17.3.2.1 for conditions where calculations of the concrete breakout strength may not be required. Per designer input,ductility requirements for tension have been determined to be satisfied—designer to verify. Per designer input,ductility requirements for shear have been determined to be satisfied—designer to verify. Designer must exercise own judgement to determine if this design is suitable. 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 Page 67 of 149 Microsoft Current Date:9/1/2021 12:52 PM Units system:English File name:\\KWSERVER\KW Operations\Projects\21149 Axthelm RNW Distribution Mtl Bldg\CALCULATIONS\Anchor Design.retx Analysis result Envelope for nodal reactions Note.- Ic is the controlling load condition My Fy Mx INTERIOR FRAME FORCES z Fx F��� k bA z Direction of positive forces and moments Envelope of nodal reactions for D1=1.2D+1.2CG+1.6SMSR D3=1.2D+1.2CG+1.6ASLR D4=1.2D+1.2CG+1.6LASL D5=1.2D+1.2CG+1.6SMSR D7=1.2D+1.2CG+1.6SMSR D8=1.2D+1.2CG+1.6SMSR D9=1.2D+1.2CG+WPL D12=1.2D+1.2CG+LW2 D14=1.2D+1.2CG+LW2 D16=1.2D+1.2CG+W2R D17=1.2D+1.2CG+LW2 D20=0.9D+0.9Dsw+CU+LW 1 D21=0.9D+0.9Dsw+CU+W 1 R D22=0.9D+0.9Dsw+CU+LW 1 D23=0.9D+0.9Dsw+WPL+CU D24=0.9D+0.9Dsw+WPR+CU D25=0.9D+0.9Dsw+CU+W 1 R D26=0.9D+0.9Dsw+CU+LW 1 D27=0.9D+0.9Dsw+WPL+CU D28=0.9D+0.9Dsw+CU+W 1 R D29=0.9D+0.9Dsw+CU+LW 1 D30=0.9D+0.9Dsw+WPL+CU D31=0.9D+0.9Dsw+WPR+CU D34=1.2D+1.2CG+0.5LW 1+1.6S D44=0.9D+0.9Dsw+WPR+CU+WB1 R D47=0.9D+0.9Dsw+WPR+CU+LW B 1 D48=0.9D+0.9Dsw+WPL+CU+W B3R D50=0.9D+0.9Dsw+WPL+CU+W B3R D51=0.9D+0.9Dsw+WPL+CU+LWB3 D53=0.9D+0.9Dsw+WPL+CU+LW B3 D56=1.2D+1.2CG+WPR+LWB1 D57=0.9D+0.9Dsw+WPR+CU+WB1 R D60=1.2D+1.2CG+WPR+LWB1 D61=1.2D+1.2CG+0.576923077ER+1.923076923EGP+1.923076923EBR D62=0.9D+0.9Dsw+WPL+CU+LW B3 D63=1.2D+1.2CG+0.576923077E R+1.923076923 EG P+1.923076923EB R D66=1.2D+1.2CG+0.5WPL+1.6L+0.5WB3R D69=0.9D+0.9Dsw+WPL+CU+LW B3 D71=1.2D+1.2CG+0.576923077ER+1.923076923EGP+1.923076923LEB D73=1.2D+1.2CG+0.576923077E R+1.923076923 EG P+1.923076923LEB D74=0.9Dsw+MWB6 Pagel Page 68 of 149 D75=1.2D+1.2CG+0.576923077E R+1.923076923 EG P+1.923076923EB R D77=1.2D+1.2CG+0.576923077E R+1.923076923 EG P+1.923076923EB R D79=0.9D+0.9Dsw+CU+0.576923077ER+1.923076923EGM+1.923076923EB R D80=1.2D+1.2CG+0.576923077E R+1.923076923 EG P+1.923076923EB R D87=1.2D+1.2CG+0.576923077E R+1.923076923 EG P+1.923076923LEB D90=1.2D+1.2CG+0.576923077E R+1.923076923 EG P+1.923076923LEB D91=0.9D+0.9Dsw+CU+0.576923077ER+1.923076923EGM+1.923076923LEB D16B=0.9Dsw+MW6 D7B=1.2D+1.2CG+1.6SR+1.6SD D23B=0.9D+0.9Dsw+CU+W1 R D24B=0.9D+0.9Dsw+WPL+CU D25B=0.9D+0.9Dsw+WPL+CU Forces Moments Node Fx Ic Fy Ic Fz Ic Mx Ic My Ic Mz Ic [Kip] [Kip] [Kip] [Kip*ft] [Kip*ft] [Kip*ft] ------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- 59 Max 0.000 D 1 91.744 D 1 23.324 D 1 0.00000 D 1 0.00000 D 1 0.00000 D 1 Min 0.000 D1 -20.953 D48 -9.682 D44 0.00000 D1 0.00000 D1 0.00000 D1 ------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- 61 Max 0.000 D 1 91.744 D 1 23.324 D 1 0.00000 D 1 0.00000 D 1 0.00000 D 1 Min 0.000 D1 F -31.048 D51 -9.682 D47 0.00000 D1 0.00000 D1 0.00000 D1 ---------------------------------------------------------------------- ------------------------------------------------------------------------------------------------------ 67 Max 0.000 D 1 90.880 D 1 22.964 D 1 0.00000 D 1 0.00000 D 1 0.00000 D 1 Min 0.000 D1 -18.668 D9 10.400 D24 0.00000 D1 0.00000 D1 0.00000 D1 ------------------------------------------------------------------------------------------------------------------------------------------------------------------------------ WORST CASE LOAD COMBO, Fz = 83601b Paget Page 69 of 149 • Anchor DesignerT"' Company: Date: 9/1/2021 Engineer: Page: 1/5 Software Project: Version 2.9.7376.9 Address: Phone: E-mail: 1.Project information Customer company: Project description: Customer contact name: Location: Customer e-mail: Fastening description: Comment: 2.Input Data&Anchor Parameters General Base Material Design method:ACI 318-14 Concrete: Normal-weight Units: Imperial units Concrete thickness, h(inch): 16.00 State:Cracked Anchor Information: Compressive strength,f'�(psi):3000 Anchor type:Cast-in-place Lp�,v: 1.0 Material: F1554 Grade 36 Reinforcement condition: B tension, B shear Diameter(inch):0.750 Supplemental reinforcement:Not applicable Effective Embedment depth, hef(inch): 12.000 Reinforcement provided at corners: No Anchor category:- Ignore concrete breakout in tension: No Anchor ductility:Yes Ignore concrete breakout in shear: No hmin(inch): 13.50 Ignore 6do requirement:Yes Cmin(inch): 1.22 Build-up grout pad: No Smin(Inch):3.00 Base Plate Length x Width x Thickness(inch): 12.00 x 12.00 x 0.50 Recommended Anchor Anchor Name: Heavy Hex Bolt-3/4"0 Heavy Hex Bolt, F1554 Gr.36 INTERIOR FRAME 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 Page 70 of 149 • Anchor Designer TM Company: Date: 9/1/2021 Engineer: Page: 2/5 Software Project: Version 2.9.7376.9 Address: Phone: E-mail: Load and Geometry Load factor source:ACI 318 Section 5.3 Load combination: not set Seismic design:Yes Anchors subjected to sustained tension: Not applicable Ductility section for tension: 17.2.3.4.3(d)is satisfied Ductility section for shear: 17.2.3.5.3(c)is satisfied 0o factor: not set Apply entire shear load at front row: No Anchors only resisting wind and/or seismic loads:Yes Strength level loads: Nua[lb]:31048 Vuax[lb]:0 Vuay[lb]:8360 Mux[ft-lb]:0 Muy[ft-lb]:0 Mu [ft-lb]:0 <Figure 1> Z 31048 lb 8360 lb _-y 0 lb 0 ft-lb IX, 0 ft-lb i 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 Page 71 of 149 • Anchor Designer TM Company: Date: 9/1/2021 Engineer: Page: 3/5 Software Project: Version 2.9.7376.9 Address: Phone: E-mail: <Figure 2> 12.00 0 0 0 0 N In 5.00 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 Page 72 of 149 • Anchor DesignerT"' Company: Date: 9/1/2021 Engineer: Page: 4/5 Software Project: Version 2.9.7376.9 Address: Phone: E-mail: 3.Resulting Anchor Forces Anchor Tension load, Shear load x, Shear load y, Shear load combined, Nua(lb) V..(lb) Vuay(lb) �(Vuax)2+(Vuay)2(lb) 1 7762.0 0.0 2090.0 2090.0 2 7762.0 0.0 2090.0 2090.0 3 7762.0 0.0 2090.0 2090.0 4 7762.0 0.0 2090.0 2090.0 Sum 31048.0 0.0 8360.0 8360.0 Maximum concrete compression strain(%o):0.00 <Figure 3> Maximum concrete compression stress(psi):0 Resultant tension force(lb):31048 Resultant compression force(lb):0 02 Eccentricity of resultant tension forces in x-axis,e'N.(inch):0.00 Eccentricity of resultant tension forces in y-axis,e'Ny(inch):0.00 Y Eccentricity of resultant shear forces in x-axis,e'vx(inch):0.00 Eccentricity of resultant shear forces in y-axis,e'vy(inch):0.00 (_,4X o3 4.Steel Strength of Anchor in Tension(Sec. 17.4.1) N_(Ib) 0 ON-(Ib) 19370 0.75 14528 5.Concrete Breakout Strength of Anchor in Tension(Sec. 17.4.2) Nb=16Aa�fcheF/3(Eq. 17.4.2.2b) A.a fc(psi) hef(In) Nb(Ib) 1.00 3000 12.000 55121 0.750Ncb,=0.750(ANC/ANCo)Yec,NYed,NTCATcp,NNb(Sec. 17.3.1 &Eq. 17.4.2.1b) ANC(In2) ANco(In2) Ca,min(In) Tec,N %d,N Ye,N Tcp,N Nb(Ib) 0 0.750Ncbg(lb) 1681.00 1296.00 - 1.000 1.000 1.00 1.000 55121 0.70 37535 6.Pullout Strength of Anchor in Tension(Sec.17.4.3) 0.750Npn=0.750Vc,PNp=0.750Vc,P8Abrgfc(Sec. 17.3.1,Eq. 17.4.3.1 &17.4.3.4) T,P Abrg(in2) fc(psi) 0 0.750Npn(lb) 1.0 0.91 3000 0.70 11479 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 Page 73 of 149 • Anchor DesignerT"' Company: Date: 9/1/2021 Engineer: Page: 5/5 Software Project: Version 2.9.7376.9 Address: Phone: E-mail: 8.Steel Strength of Anchor in Shear(Sec. 17.5.1) Vsa(lb) 09r0ut 0 OgroutoVsa(lb) 11625 1.0 0.65 7556 10.Concrete Pryout Strength of Anchor in Shear(Sec.17.5.3) OVcpg=Ok(^bg=Okcp(AWI ANco)Yec,N%d,0'c,NYep,NNb(Sec. 17.3.1 &Eq. 17.5.3.1 b) kcp ANc(In2) ANco(In2) %cA %d,N Y'c,N �'cp,N Nb(Ib) 0 OVcpg(Ib) 2.0 1681.00 1296.00 1.000 1.000 1.000 1.000 55121 0.70 100094 11.Results Interaction of Tensile and Shear Forces(Sec.R17.6) Tension Factored Load, Nua(lb) Design Strength,oNn(lb) Ratio Status Steel 7762 14528 0.53 Pass Concrete breakout 31048 37535 0.83 Pass(Governs) Pullout 7762 11479 0.68 Pass Shear Factored Load,Vua(lb) Design Strength,OW(lb) Ratio Status Steel 2090 7556 0.28 Pass(Governs) Pryout 8360 100094 0.08 Pass Interaction check (Nua/ONua)513 (Vua/0V4513 Combined Ratio Permissible Status Sec. R17.6 0.73 0.12 84.6% 1.0 Pass 3/4"0 Heavy Hex Bolt, F1554 Gr.36 with hef=12.000 inch meets the selected design criteria. 12.Warnings -Minimum spacing and edge distance requirement of 6da per ACI 318 Sections 17.7.1 and 17.7.2 for torqued cast-in-place anchor is waived per designer option. Per designer input,ductility requirements for tension have been determined to be satisfied—designer to verify. Per designer input,ductility requirements for shear have been determined to be satisfied—designer to verify. Designer must exercise own judgement to determine if this design is suitable. 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 Page 74 of 149 Microsoft Current Date:9/1/2021 12:53 PM Units system:English File name:\\KWSERVER\KW Operations\Projects\21149 Axthelm RNW Distribution Mtl Bldg\CALCULATIONS\Anchor Design.retx Analysis result Envelope for nodal reactions Note.- Ic is the controlling load condition My Fy Mx INTERIOR PORTAL FRAME FORCES z Fx k-, bA z Direction of positive forces and moments Envelope of nodal reactions for D1=1.2D+1.2CG+1.6SMSR D3=1.2D+1.2CG+1.6ASLR D4=1.2D+1.2CG+1.6LASL D5=1.2D+1.2CG+1.6SMSR D7=1.2D+1.2CG+1.6SMSR D8=1.2D+1.2CG+1.6SMSR D9=1.2D+1.2CG+WPL D12=1.2D+1.2CG+LW2 D14=1.2D+1.2CG+LW2 D16=1.2D+1.2CG+W2R D17=1.2D+1.2CG+LW2 D20=0.9D+0.9Dsw+CU+LW 1 D21=0.9D+0.9Dsw+CU+W 1 R D22=0.9D+0.9Dsw+CU+LW 1 D23=0.9D+0.9Dsw+WPL+CU D24=0.9D+0.9Dsw+WPR+CU D25=0.9D+0.9Dsw+CU+W 1 R D26=0.9D+0.9Dsw+CU+LW 1 D27=0.9D+0.9Dsw+WPL+CU D28=0.9D+0.9Dsw+CU+W 1 R D29=0.9D+0.9Dsw+CU+LW 1 D30=0.9D+0.9Dsw+WPL+CU D31=0.9D+0.9Dsw+WPR+CU D34=1.2D+1.2CG+0.5LW 1+1.6S D44=0.9D+0.9Dsw+WPR+CU+WB1 R D47=0.9D+0.9Dsw+WPR+CU+LW B 1 D48=0.9D+0.9Dsw+WPL+CU+W B3R D50=0.9D+0.9Dsw+WPL+CU+W B3R D51=0.9D+0.9Dsw+WPL+CU+LWB3 D53=0.9D+0.9Dsw+WPL+CU+LW B3 D56=1.2D+1.2CG+WPR+LWB1 D57=0.9D+0.9Dsw+WPR+CU+WB1 R D60=1.2D+1.2CG+WPR+LWB1 D61=1.2D+1.2CG+0.576923077ER+1.923076923EGP+1.923076923EBR D62=0.9D+0.9Dsw+WPL+CU+LW B3 D63=1.2D+1.2CG+0.576923077E R+1.923076923 EG P+1.923076923EB R D66=1.2D+1.2CG+0.5WPL+1.6L+0.5WB3R D69=0.9D+0.9Dsw+WPL+CU+LW B3 D71=1.2D+1.2CG+0.576923077ER+1.923076923EGP+1.923076923LEB D73=1.2D+1.2CG+0.576923077E R+1.923076923 EG P+1.923076923LEB D74=0.9Dsw+MWB6 Pagel Page 75 of 149 D75=1.2D+1.2CG+0.576923077E R+1.923076923 EG P+1.923076923EB R D77=1.2D+1.2CG+0.576923077E R+1.923076923 EG P+1.923076923EB R D79=0.9D+0.9Dsw+CU+0.576923077ER+1.923076923EGM+1.923076923EB R D80=1.2D+1.2CG+0.576923077E R+1.923076923 EG P+1.923076923EB R D87=1.2D+1.2CG+0.576923077E R+1.923076923 EG P+1.923076923LEB D90=1.2D+1.2CG+0.576923077E R+1.923076923 EG P+1.923076923LEB D91=0.9D+0.9Dsw+CU+0.576923077ER+1.923076923EGM+1.923076923LEB D16B=0.9Dsw+MW6 D7B=1.2D+1.2CG+1.6SR+1.6SD D23B=0.9D+0.9Dsw+CU+W1 R D24B=0.9D+0.9Dsw+WPL+CU D25B=0.9D+0.9Dsw+WPL+CU Forces Moments Node Fx Ic Fy Ic Fz Ic Mx Ic My Ic Mz Ic [Kip] [Kip] [Kip] [Kip*ft] [Kip*ft] [Kip*ft] ------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- 71 Max 11.324 D71 24.782 D71 0.000 D1 0.00000 D1 0.00000 D1 0.00000 D1 Min -11.415 D79 1 1-23.116 D79 0.000 D1 0.00000 D1 0.00000 D1 0.00000 D1 69 Max 11.261 D91 .743 D79 0.000 D1 0.00000 D1 0.00000 D1 0.00000 D1 Min -11.478 D61 -22. D71 0.000 D1 0.00000 D1 0.00000 D1 0.00000 D1 --------------------------------------------------------------- ------------------------------------------------------------------------------------------------------------- WORST CASE Paget Page 76 of 149 • Anchor DesignerT"' Company: Date: 9/1/2021 Engineer: Page: 1/5 Software Project: Version 2.9.7376.9 Address: Phone: E-mail: 1.Project information Customer company: Project description: Customer contact name: Location: Customer e-mail: Fastening description: Comment: 2.Input Data&Anchor Parameters General Base Material Design method:ACI 318-14 Concrete: Normal-weight Units: Imperial units Concrete thickness, h(inch): 16.00 State:Cracked Anchor Information: Compressive strength,f'�(psi):3000 Anchor type:Cast-in-place Lp�,v: 1.0 Material: F1554 Grade 36 Reinforcement condition: B tension, B shear Diameter(inch): 1.000 Supplemental reinforcement:Not applicable Effective Embedment depth, hef(inch): 12.000 Reinforcement provided at corners: No Anchor category:- Ignore concrete breakout in tension: No Anchor ductility:Yes Ignore concrete breakout in shear: No hmin(inch): 13.75 Ignore 6do requirement:Yes Cmin(inch): 1.44 Build-up grout pad: No Smin(Inch):4.00 Base Plate Length x Width x Thickness(inch): 12.00 x 12.00 x 0.50 Recommended Anchor Anchor Name: Heavy Hex Bolt-1"0 Heavy Hex Bolt, F1554 Gr.36 INTERIOR PORTAL FRAME 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 Page 77 of 149 • Anchor Designer TM Company: Date: 9/1/2021 Engineer: Page: 2/5 Software Project: Version 2.9.7376.9 Address: Phone: E-mail: Load and Geometry Load factor source:ACI 318 Section 5.3 Load combination: not set Seismic design:Yes Anchors subjected to sustained tension: Not applicable Ductility section for tension: 17.2.3.4.3(d)is satisfied Ductility section for shear: 17.2.3.5.3(c)is satisfied 0o factor: not set Apply entire shear load at front row: No Anchors only resisting wind and/or seismic loads:Yes Strength level loads: Nua[lb]:23116 Vuax[lb]:0 Vuay[lb]: 11415 Mux[ft-lb]:0 Muy[ft-lb]:0 Mu [ft-lb]:0 <Figure 1> Z 23116 lb 0 ft-Ib 11415 lb _y 0 lb 0 ft-lb 0 ft-lb 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 Page 78 of 149 • Anchor Designer TM Company: I Date: 9/1/2021 Engineer: I Page: 3/5 Software Project: Version 2.9.7376.9 Address: Phone: E-mail: <Figure 2> 12.00 0 0 0 0 N In 5.00 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 Page 79 of 149 • Anchor DesignerT"' Company: Date: 9/1/2021 Engineer: Page: 4/5 Software Project: Version 2.9.7376.9 Address: Phone: E-mail: 3.Resulting Anchor Forces Anchor Tension load, Shear load x, Shear load y, Shear load combined, Nua(lb) V..(lb) Vuay(lb) �(Vuax)2+(Vuay)2(lb) 1 5779.0 0.0 2853.8 2853.8 2 5779.0 0.0 2853.8 2853.8 3 5779.0 0.0 2853.8 2853.8 4 5779.0 0.0 2853.8 2853.8 Sum 23116.0 0.0 11415.0 11415.0 Maximum concrete compression strain(%o):0.00 <Figure 3> Maximum concrete compression stress(psi):0 Resultant tension force(lb):23116 Resultant compression force(lb):0 2 Eccentricity of resultant tension forces in x-axis,e'N.(inch):0.00 Eccentricity of resultant tension forces in y-axis,e'Ny(inch):0.00 Y Eccentricity of resultant shear forces in x-axis,e'vx(inch):0.00 Eccentricity of resultant shear forces in y-axis,e'vy(inch):0.00 /Y'}4X 03 4.Steel Strength of Anchor in Tension(Sec. 17.4.1) N_(Ib) 0 ON-(Ib) 35150 0.75 26363 5.Concrete Breakout Strength of Anchor in Tension(Sec. 17.4.2) Nb=16Aa�fcheF/3(Eq. 17.4.2.2b) A.a fc(psi) hef(In) Nb(Ib) 1.00 3000 12.000 55121 0.750Ncb,=0.750(ANC/ANCo)Yec,NYed,NTCATcp,NNb(Sec. 17.3.1 &Eq. 17.4.2.1b) ANC(In2) ANco(In2) Ca,min(In) Tec,N %d,N Ye,N Tcp,N Nb(Ib) 0 0.750Ncbg(lb) 1681.00 1296.00 - 1.000 1.000 1.00 1.000 55121 0.70 37535 6.Pullout Strength of Anchor in Tension(Sec.17.4.3) 0.750Npn=0.750Vc,PNp=0.750Vc,P8Abrgfc(Sec. 17.3.1,Eq. 17.4.3.1 &17.4.3.4) T,P Abrg(in2) fc(psi) 0 0.750Npn(lb) 1.0 1.50 3000 0.70 18913 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 Page 80 of 149 • Anchor DesignerT"' Company: Date: 9/1/2021 Engineer: Page: 5/5 Software Project: Version 2.9.7376.9 Address: Phone: E-mail: 8.Steel Strength of Anchor in Shear(Sec. 17.5.1) Vsa(lb) 09r0ut 0 OgroutoVsa(lb) 21090 1.0 0.65 13709 10.Concrete Pryout Strength of Anchor in Shear(Sec.17.5.3) OVcpg=Ok(^bg=Okcp(ANc/ANco)Yec,N%d,0'c,NYep,NNb(Sec. 17.3.1 &Eq. 17.5.3.1 b) kcp ANc(In2) ANco(In2) %cA %d,N Y'c,N �'cp,N Nb(Ib) 0 OVcpg(Ib) 2.0 1681.00 1296.00 1.000 1.000 1.000 1.000 55121 0.70 100094 11.Results Interaction of Tensile and Shear Forces(Sec.17.6.) Tension Factored Load, Nua(lb) Design Strength,oNn(lb) Ratio Status Steel 5779 26363 0.22 Pass Concrete breakout 23116 37535 0.62 Pass(Governs) Pullout 5779 18913 0.31 Pass Shear Factored Load,Vua(lb) Design Strength,OW(lb) Ratio Status Steel 2854 13709 0.21 Pass(Governs) Pryout 11415 100094 0.11 Pass Interaction check Nua/ONn Vua/OV Combined Ratio Permissible Status Sec. 17.6..1 0.62 0.00 61.6% 1.0 Pass 1"0 Heavy Hex Bolt,F1554 Gr.36 with hef=12.000 inch meets the selected design criteria. 12.Warnings -Minimum spacing and edge distance requirement of 6da per ACI 318 Sections 17.7.1 and 17.7.2 for torqued cast-in-place anchor is waived per designer option. Per designer input,ductility requirements for tension have been determined to be satisfied—designer to verify. Per designer input,ductility requirements for shear have been determined to be satisfied—designer to verify. Designer must exercise own judgement to determine if this design is suitable. 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 Page 81 of 149 Microsoft Current Date:9/2/2021 12:59 PM Units system:English File name:\\KWSERVER\KW Operations\Projects\21149 Axthelm RNW Distribution Mtl Bldg\CALCULATIONS\Retaining Wall\4ft Retaining Wall.rtw Design Results Retaining wall TYP DOCK RETAINING WALL GENERAL INFORMATION: Design code ACI 318-2014 Geometry Wall type Cantilever Tt Hf H Df Ttl Bt Thl Tt Ht Kd Btl KW Retained height H 4.83[ft] Wall height above retained soil Hf 0.00[ft] Base depth Df 1.50[ft] Use key No Top toe length Ttl 1.00[ft] Toe thickness Tt 0.67[ft] Bottom toe length Btl 1.00[ft] Top heel length Thl 1.83[ft] Heel thickness Ht 0.67[ft] Base material C 3-60 Stem thickness at base Bt 8.00[in] Stem blocks number 1 Block Thickness Height Material [in] IN -------------------------------------------------------------------------------------------------------------- 1 8.00 4.83 C 3-60 -------------------------------------------------------------------------------------------------------------- Materials Description C 3-60 Concrete,f'c 3.00[Kip/in2] Steel,fy 60.00[Kip/in2] Elasticity modulus 3122.02[Kip/in2] Unit weight 0.15[Kip/ft3] Pagel Page 82 of 149 Soil Modulus of subgrade reaction 130.00[Kip/ft3] Backfill slope 0.00[°] Description U.W. Saturated U.W. phi c Friction Ko [Kip/ft3] [Kip/ft3] N [Lb/ft2] wall/soil --------------------------------------------------------------------------------------------------------------------------------------------------- Base Soil 0.13 0.12 30.00 0.00 19.29 -- Soil1 0.13 -- 30.00 0.00 0.00 0.00 --------------------------------------------------------------------------------------------------------------------------------------------------- Description Equivalent U.W. [Kip/ft3] ------------------------------------------------------ Base Soil 0.16 Soil1 0.04 ------------------------------------------------------ Loads: Backfill surcharge 0.25[Kip/ft2] Stem lateral load(LL) 0.09[Kip/ft2] Initial height 0.00[ft] Final height 4.83[ft] Load conditions included in the design: Service Load Combinations: S1 =DL+LL+H Strength Design Load Combinations: R1 = 1.2DL+1.6LL+1.6H Steel reinforcement bars: Stem free cover 0.29[ft] Base free cover 0.29[ft] Maximum Rho/Rho balanced ratio 0.75 Round longitudinal bar lengths to 1.00[in] Longitudinal reinforcement Element Size Spacing Pos Axis Dist1 Dist2 Hook1 Hook2 [in] IN [ft] --------------------------------------------------------------------------------------------------------------------------------------------------------------------- Heel #5 12.00 Ext. 2 -1.38 1.54 No No Stem #5 12.00 Int. 3 -0.38 4.54 Yes No --------------------------------------------------------------------------------------------------------------------------------------------------------------------- Development and splice lengths Element Diameter Ld Ldh L.Splice L.total [in] [in] [in] IN -------------------------------------------------------------------------------------------------------------- Heel #5 36.00 10.00 47.00 3.00 Stem #5 28.00 10.00 36.00 5.67 -------------------------------------------------------------------------------------------------------------- Horizontal reinforcement Paget Page 83 of 149 Element Diameter Nr @ Position [in] ----------------------------------------------------------------------------------------------- Base #5 3 12.00 Ext. Stem #5 5 12.00 Int. ----------------------------------------------------------------------------------------------- Assumptions Active pressures calculation method Equivalent fluid pressure Use resistant soil pressures for overturning Passive Calculation method for lateral soil pressures Boussinesq Calculation method for soil bearing pressures Hansen Use vertical component of soil pressures for overturning Yes Use vertical component of soil pressures for sliding Yes Use vertical component of soil pressures for bearing Yes Frost depth 1.50[ft] Undermining depth 0.00[ft] RESULTS: OK, STILL MEETS BEARING STRESS REQMTS Status N.G. Resultant out of middle third Insufficient safety factor for sliding Calculation of resisting forces OK SEE BELOW VV3 VVT W2 W4 VV8 VVS W1 VV5 O � VV10 Description Force Distance Moment [Kip] [ft] [Kip*ft] --------------------------------------------------------------------------------------------------------------------------------------------------- Weight of soil over heel(W 1) 1.10 2.58 2.85 Surcharge over heel(W3) 0.46 2.58 1.18 Weight of soil over toe(W5) 0.10 0.50 0.05 Stem weight(W7) 0.48 1.33 0.64 Base weight(W9) 0.35 1.75 0.61 --------------------------------------------------------------------------------------------------------------------------------------------------- Total 2.50 5.34 Toe horizontal soil pressure against sliding(Pp) 0.18 0.09 0.02 Toe horizontal soil pressure against overturning(Pp) 0.18 0.50 0.09 --------------------------------------------------------------------------------------------------------------------------------------------------- Calculation of destabilizing forces Page3 Page 84 of 149 Description Force Distance Moment [Kip] [ft] [Kip*ft] --------------------------------------------------------------------------------------------------------------------------------------------------- Heel horizontal soil pressure(Pah) 0.91 2.22 2.03 Lateral pressure resultant due to stem lateral forces(Plat) 0.42 3.08 1.30 --------------------------------------------------------------------------------------------------------------------------------------------------- Global stability Allowable safety factor for overturning 1.50 Allowable safety factor for sliding 1.00 Minimum additional safety factor for soil pressures 1.00 Load case qmax qa Soil Pres. RM OTM Overt. Res F Slid F Slid. Defl [Lb/ft2] [Lb/ft2] SF [Kip*ft] [Kip*ft] SF [Kip] [Kip] SF [in] ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- S1 1826.18 2500.00 1.37 5.43 3.33 1.63 1.06 1.34 0.79 0.12 Bending and Shear per element USE WALL LENGTH TO SOIL HEIGHT OF 2.55ft(WHERE SLIDING SF=1.0) LENGTH OF WALL= 11.65ft=>wL 2/8= 1.34*11.65 2/8=22.7k-ft,oMn FOR 3.5ft FOOTING w/1#5 EA END=55.8 OK(SEE CALC BELOW) Element:Toe Station d Mu[Kip*ft] O*Mn[Kip*ft] Asreq[in2] Asprov[in2] sb[in] Mu/((p*Mn) Nr. Dist [in] neg pos neg pos ext int ext int ext int ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- 1 0% 8.00 0.00 1.17 -1.80 1.75 0.00 0.00 0.10 0.00 12.00 0.67 2 10% 8.00 0.00 0.96 -1.75 1.75 0.00 0.00 0.08 0.00 12.00 0.55 3 20% 8.00 0.00 0.77 -1.75 1.75 0.00 0.00 0.07 0.00 12.00 0.44 4 30% 8.00 0.00 0.60 -1.75 1.75 0.00 0.00 0.06 0.00 12.00 0.34 5 40% 8.00 0.00 0.45 -1.75 1.75 0.00 0.00 0.04 0.00 12.00 0.25 6 50% 8.00 0.00 0.31 -1.75 1.75 0.00 0.00 0.03 0.00 12.00 0.18 7 60% 8.00 0.00 0.20 -1.75 1.75 0.00 0.00 0.02 0.00 12.00 0.12 8 70% 8.00 0.00 0.12 -1.75 1.75 0.00 0.00 0.00 0.00 12.00 0.07 9 80% 8.00 0.00 0.05 -1.75 1.75 0.00 0.00 0.00 0.00 -- 0.03 10 90% 8.00 0.00 0.01 -1.75 1.75 0.00 0.00 0.00 0.00 0.01 11 100% 8.00 0.00 0.00 -1.75 1.75 0.00 0.00 0.00 0.00 0.00 ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- C 0% 8.00 0.00 1.17 -1.80 1.75 0.00 0.00 0.10 0.00 12.00 -- 0.67 ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Maximum allowed spacing between bars 18.00[in] Base transverse reinforcement: Top reinforcement 0.31 [in2] Bottom reinforcement 0.00[in2] Minimum shrinkage and temperature reinforcement 0.19[in2] TOE: : Ciagrams Mu-Phi'Idn ® 1,1u ❑ Phi'Idn Page4 Page 85 of 149 Station Vu VC O*Vn Vu/(O*Vn) Nr. Dist [Kip] [Kip] [Kip] -------------------------------------------------------------------------------------------------------------------- 1 0% 2.17 5.98 4.49 0.48 2 10% 2.00 5.98 4.49 0.45 3 20% 1.82 5.98 4.49 0.40 4 30% 1.62 5.98 4.49 0.36 5 40% 1.42 5.98 4.49 0.32 6 50% 1.21 5.98 4.49 0.27 7 60% 0.99 5.98 4.49 0.22 8 70% 0.76 5.98 4.49 0.17 9 80% 0.52 5.98 4.49 0.11 10 90% 0.26 5.98 4.49 0.06 11 100% 0.00 5.98 4.49 0.00 -------------------------------------------------------------------------------------------------------------------- C 0% 2.17 5.98 4.49 0.48 -------------------------------------------------------------------------------------------------------------------- TOE : Ciagrams Vu-Phi'Vn ® Vu ❑ PW%In Element: Heel Station d Mu[Kip*ft] O*Mn[Kip*ft] Asreq[in2] Asprov[in2] sb[in] Mu/((p*Mn) Nr. Dist [in] neg pos neg pos ext int ext int ext int ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- 1 0% 8.00 -2.11 0.00 -3.42 1.75 0.11 0.00 0.19 0.00 12.00 0.62 2 10% 8.00 -1.79 0.00 -3.37 1.75 0.10 0.00 0.18 0.00 12.00 0.53 3 20% 8.00 -1.48 0.00 -2.93 1.75 0.08 0.00 0.16 0.00 12.00 0.51 4 30% 8.00 -1.19 0.00 -2.49 1.75 0.06 0.00 0.13 0.00 12.00 0.48 5 40% 8.00 -0.91 0.00 -2.05 1.75 0.05 0.00 0.11 0.00 12.00 0.44 6 50% 8.00 -0.66 0.00 -1.75 1.75 0.00 0.00 0.09 0.00 12.00 0.37 7 60% 8.00 -0.44 0.00 -1.75 1.75 0.00 0.00 0.06 0.00 12.00 0.25 8 70% 8.00 -0.26 0.00 -1.75 1.75 0.00 0.00 0.04 0.00 12.00 0.15 9 80% 8.00 -0.12 0.00 -1.75 1.75 0.00 0.00 0.01 0.00 12.00 0.07 10 90% 8.00 -0.03 0.00 -1.75 1.75 0.00 0.00 0.00 0.00 -- 0.02 11 100% 8.00 0.00 0.00 -1.75 1.75 0.00 0.00 0.00 0.00 0.00 ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- C 0% 8.00 -2.11 0.00 -3.42 1.75 0.11 0.00 0.19 0.00 12.00 -- 0.62 ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Maximum allowed spacing between bars 18.00[in] Pages Page 86 of 149 HEEL::Diagrams Mu-Phi'Mn ® mu ❑ Phi'Mn Station Vu Vc O*Vn Vu/(O*Vn) Nr. Dist [Kip] [Kip] [Kip] -------------------------------------------------------------------------------------------------------------------- 1 0% 1.74 5.57 4.18 0.42 2 10% 1.72 5.57 4.18 0.41 3 20% 1.66 5.57 4.18 0.40 4 30% 1.57 5.57 4.18 0.38 5 40% 1.45 5.57 4.18 0.35 6 50% 1.29 5.57 4.18 0.31 7 60% 1.10 5.57 4.18 0.26 8 70% 0.88 5.57 4.18 0.21 9 80% 0.62 5.57 4.18 0.15 10 90% 0.33 5.98 4.49 0.07 11 100% 0.00 5.98 4.49 0.00 -------------------------------------------------------------------------------------------------------------------- C 0% 1.74 5.57 4.18 0.42 -------------------------------------------------------------------------------------------------------------------- HEEL::Diagrams Vu-Phi'Vn ® Vu ❑ Phi'Vn Element:Stem (Block 1) Station d Mu[Kip*ft] O*Mn[Kip*ft] Asreq[in2] Asprov[in2] sb[in] Mu/((p*Mn) Nr. Dist [in] neg pos neg pos ext int ext int ext int ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- 1 0% 4.24 0.00 3.99 -1.75 4.54 0.00 0.22 0.00 0.25 12.00 0.88 2 10% 4.24 0.00 3.15 -1.75 5.49 0.00 0.17 0.00 0.31 12.00 0.57 3 20% 4.24 0.00 2.42 -1.75 5.49 0.00 0.13 0.00 0.31 12.00 0.44 4 30% 4.24 0.00 1.80 -1.75 5.49 0.00 0.10 0.00 0.31 12.00 0.33 5 40% 4.24 0.00 1.29 -1.75 5.49 0.00 0.07 0.00 0.31 12.00 0.23 6 50% 4.24 0.00 0.87 -1.75 5.14 0.00 0.05 0.00 0.29 12.00 0.17 7 60% 4.24 0.00 0.54 -1.75 4.04 0.00 0.03 0.00 0.22 12.00 0.13 Page6 Page 87 of 149 8 70% 4.24 0.00 0.29 -1.75 2.90 0.00 0.02 0.00 0.16 12.00 0.10 9 80% 4.24 0.00 0.13 -1.75 1.75 0.00 0.00 0.00 0.09 12.00 0.07 10 90% 4.24 0.00 0.03 -1.75 1.75 0.00 0.00 0.00 0.03 12.00 0.02 11 100% 4.24 0.00 0.00 -1.75 1.75 0.00 0.00 0.00 0.00 -- 0.00 ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- C 0% 4.24 0.00 3.99 -1.75 4.54 0.00 0.22 0.00 0.25 -- 12.00 0.88 ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Maximum allowed spacing between bars 18.00[in] Stem transverse reinforcement: Exterior reinforcement 0.00[in2] Interior reinforcement 0.31 [in2] Minimum shrinkage and temperature reinforcement 0.19[in2] STEI.I: : Diagrams Idu-Phi'l.in ® Idu ❑ Phi'Idn Station Vu VC O*Vn Vu/(O*Vn) Nr. Dist [Kip] [Kip] [Kip] -------------------------------------------------------------------------------------------------------------------- 1 0% 1.87 5.57 4.18 0.45 2 10% 1.62 5.57 4.18 0.39 3 20% 1.39 5.57 4.18 0.33 4 30% 1.17 5.57 4.18 0.28 5 40% 0.97 5.57 4.18 0.23 6 50% 0.77 5.57 4.18 0.18 7 60% 0.59 5.57 4.18 0.14 8 70% 0.42 5.57 4.18 0.10 9 80% 0.27 5.57 4.18 0.06 10 90% 0.13 5.57 4.18 0.03 11 100% 0.00 5.98 4.49 0.00 -------------------------------------------------------------------------------------------------------------------- C 0% 1.87 5.57 4.18 0.45 -------------------------------------------------------------------------------------------------------------------- Page7 Page 88 of 149 STEM: : Diagrams Vu-Phi'Vn �ttittiffiTTTTTTTTTTTTTTTTTTTTTT-- Phi r Notes *The soil beneath the wall is considered elastic and homogeneous.A linear variation of pressures is adopted. *The required reinforcement for bending takes into account the minimum reinforcement ratio given by Code. *For bending and shear design,the critical section is adopted at the support faces and axial forces are not considered. *Shear reinforcement is not considered. *Values shown in red are not in compliance with a provision of the code *Ld,Ldh=Development length of each bar. If the bar ends with a hook, it considers the Ldh length. *gprom=Mean compression pressure on soil. *gmax=Maximum compression pressure on soil. *SF=Safety factor,RM=Resisting moment,OTM=Overturning moment. *ResF=Resisting force,SlidF=Sliding force, Defl=Deflection. *sb=Free distance between bars. *If the section at which member flexural strength is being calculated is within the development length of a group of bars,the bars will contribute to the bending capacity an amount proportional to their actual length/their full development length. *Asprov is the provided reinforcement,considering the reduction due to the development length as described previously. Page8 Page 89 of 149 kingworks Project: RNW Metal Building 600 Dupont St*Suite B Project#: 21149 Page of Bellingham,WA 98225 By BLA Date Ph 360-714-8260 Subject Retaining Wall Footing Check Bar# Qty Area Tension Steel(1) 5 1 0.307 Tension Steel(2) 3 0 0.000 0.307 Compression Steel(1) 5 1 0.307 Compression Steel(2) 3 0 0.000 0.307 Tie/Stirrup Size 4 0 0.000 0.000 c 1.855 in bw 8 in Cc 32.174 kip h 42 in Cs -13.767 kip Compression cover 2 in Ts 18.408 kip Tension cover 2 in Converge 0 f'c 3 ksi s's -0.0015 in/in fy 60 ksi Es 0.0612 in/in Mu 22.72 kip-ft 0.9 Vu 7.8 kip d 39.6875 in Moment d' 2.8125 in Concrete Comp.Steel 01 0.85 Moments 104.295 -42.3 kip-ft Min tension bar spacing 1 Mu 22.720 kip-ft Min comp.bar spacing 1 Mn 61.992 kip-ft 4)Mn 1 55.79 kip-ft Shear Check Cap.Ratio Vu 7.80 kip ,�Mn I TRUE 0.41 (�Vc 26.09 kip N/A (�Vc/2 13.04 kip As,min I TRUE 0.54 No shear reinf. required N/A 10 Design OK Page 90 of 149 RAM Elements CONNECt Edition Microsoft Current Date:9/1/2022 11:33 AM Units system:English Design Results Reinforced Concrete Footings F4.5 DESIGN GENERAL INFORMATION: Global status OK Design Code ACI 318-2014 Footing type Spread Column type Steel Geometry T 2 in �~ 4.§ft �) 2.25 ft 4.5 ft 2.2 ft 2.2` ft 2.2`ft r ` ft Pagel Page 91 of 149 Length 4.50[ft] Width 4.50[ft] Thickness 1.00[ft] Base depth 2.50[ft] Base area 20.25[ft2] Footing volume 20.25[ft3] Base plate length 12.00[in] Base plate width 12.00[in] Column length 4.16[in] Column width 4.06[in] Column location relative to footing g.c. Centered Materials Concrete,f'c 3.00[Kip/in2] Steel,fy 60.00[Kip/in2] Concrete type Normal Epoxy coated No Concrete elasticity modulus 3122.02[Kip/in2] Steel elasticity modulus 29000.00[Kip/in2] Unit weight 0.15[Kip/ft3] Soil Modulus of subgrade reaction 200.00[Kip/ft3] Unit weight(wet) 0.13[Kip/ft3] Footing reinforcement Free cover 3.00[in] Maximum Rho/Rho balanced ratio 0.75 Bottom reinforcement//to L(xx) 445 @ 16.00" Top reinforcement//to L(xx) 445 @ 16.00" Bottom reinforcement//to B(zz) 445 @ 16.00" (Zone 1) Top reinforcement//to B(zz) 445 @ 16.00" Load conditions to be included in design Service loads: S1 D+CG+SMSR S3 D+CG+ASLR S4 D+CG+LASL S5 D+CG+SMSR S7 D+CG+SMSR S8 D+CG+SMSR S9 D+CG+0.6WPL S12 D+CG+0.6LW2 S14 D+CG+0.6LW2 S16 D+CG+0.6W2R S17 D+CG+0.6LW2 S20 0.6D+0.6Dsw+0.6CU+0.6LW1 S21 0.6D+0.6Dsw+0.6CU+0.6W1 R S22 0.6D+0.6Dsw+0.6CU+0.6LW 1 S23 0.6D+0.6Dsw+0.6WPL+0.6CU S24 0.6D+0.6Dsw+0.6WPR+0.6CU S25 0.6D+0.6Dsw+0.6CU+0.6W1 R S26 0.6D+0.6Dsw+0.6CU+0.6LW 1 S27 0.6D+0.6Dsw+0.6WPL+0.6CU S28 0.6D+0.6Dsw+0.6CU+0.6W1 R S29 0.6D+0.6Dsw+0.6CU+0.6LW 1 S30 0.6D+0.6Dsw+0.6WPL+0.6CU S31 0.6D+0.6Dsw+0.6WPR+0.6CU S34 D+CG+0.45LW 1+0.75S S44 0.6D+0.6Dsw+0.6WPR+0.6CU+0.6WB1 R S47 0.6D+0.6Dsw+0.6WPR+0.6CU+0.6LWB1 S48 0.6D+0.6Dsw+0.6WPL+0.6CU+0.6WB3R Paget Page 92 of 149 S50 0.6D+0.6Dsw+0.6WPL+0.6CU+0.6WB3R S51 0.6D+0.6Dsw+0.6WPL+0.6CU+0.6LWB3 S53 0.6D+0.6Dsw+0.6WPL+0.6CU+0.6LWB3 S56 D+CG+0.6WPR+0.6LWB1 S57 0.6D+0.6Dsw+0.6WPR+0.6CU+0.6WB1 R S60 D+CG+0.6WPR+0.6LWB1 S61 D+CG+0.21 ER+0.7EGP+0.7EBR S62 0.6D+0.6Dsw+0.6WPL+0.6CU+0.6LWB3 S63 D+CG+0.21 ER+0.7EGP+0.7EBR S66 D+CG+0.45W PL+0.75L+0.45W B3R S69 0.6D+0.6Dsw+0.6WPL+0.6CU+0.6LWB3 S71 D+CG+0.21 ER+0.7EGP+0.7LEB S73 D+CG+0.21 ER+0.7EGP+0.7LEB S74 0.6Dsw+0.6MWB6 S75 D+CG+0.21 ER+0.7EGP+0.7EBR S77 D+CG+0.21 ER+0.7EGP+0.7EBR S79 0.6D+0.6Dsw+0.6CU+0.21 ER+0.7EGM+0.7EBR S80 D+CG+0.21 ER+0.7EGP+0.7EBR S87 D+CG+0.21 ER+0.7EGP+0.7LEB S90 D+CG+0.21 ER+0.7EGP+0.7LEB S91 0.6D+0.6Dsw+0.6CU+0.21 ER+0.7EGM+0.7LEB S16B 0.6Dsw+0.6MW6 S713 D+CG+SR+SD S23B 0.6D+0.6Dsw+0.6CU+0.6W1 R S24B 0.6D+0.6Dsw+0.6WPL+0.6CU S25B 0.6D+0.6Dsw+0.6WPL+0.6CU Design strength loads: D1 1.2D+1.2CG+1.6SMSR D3 1.2D+1.2CG+1.6ASLR D4 1.2D+1.2CG+1.6LASL D5 1.2D+1.2CG+1.6SMSR D7 1.2D+1.2CG+1.6SMSR D8 1.2D+1.2CG+1.6SMSR D9 1.2D+1.2CG+WPL D12 1.2D+1.2CG+LW2 D14 1.2D+1.2CG+LW2 D16 1.2D+1.2CG+W2R D17 1.2D+1.2CG+LW2 D20 0.9D+0.9Dsw+CU+LW 1 D21 0.9D+0.9Dsw+CU+W 1 R D22 0.9D+0.9Dsw+CU+LW 1 D23 0.9D+0.9Dsw+WPL+CU D24 0.9D+0.9Dsw+WPR+CU D25 0.9D+0.9Dsw+CU+W 1 R D26 0.9D+0.9Dsw+CU+LW 1 D27 0.9D+0.9Dsw+WPL+CU D28 0.9D+0.9Dsw+CU+W 1 R D29 0.9D+0.9Dsw+CU+LW 1 D30 0.9D+0.9Dsw+WPL+CU D31 0.9D+0.9Dsw+WPR+CU D34 1.2D+1.2CG+0.5LW 1+1.6S D44 0.9D+0.9Dsw+WPR+CU+WB1 R D47 0.9D+0.9Dsw+WPR+CU+LWB1 D48 0.9D+0.9Dsw+WPL+CU+WB3R D50 0.9D+0.9Dsw+WPL+CU+WB3R D51 0.9D+0.9Dsw+WPL+CU+LWB3 D53 0.9D+0.9Dsw+WPL+CU+LWB3 D56 1.2D+1.2CG+WPR+LWB1 D57 0.9D+0.9Dsw+WPR+CU+WB1 R D60 1.2D+1.2CG+WPR+LWB1 D61 1.2D+1.2CG+0.3ER+EGP+EBR D62 0.9D+0.9Dsw+WPL+CU+LWB3 D63 1.2D+1.2CG+0.3ER+EGP+EBR Page3 Page 93 of 149 D66 1.2D+1.2CG+0.5WPL+1.6L+0.5WB3R D69 0.9D+0.9Dsw+WPL+CU+LWB3 D71 1.2D+1.2CG+0.3ER+EGP+LEB D73 1.2D+1.2CG+0.3ER+EGP+LEB D74 0.9Dsw+MWB6 D75 1.2D+1.2CG+0.3ER+EGP+EBR D77 1.2D+1.2CG+0.3ER+EGP+EBR D79 0.9D+0.9Dsw+CU+0.3ER+EGM+EBR D80 1.2D+1.2CG+0.3ER+EGP+EBR D87 1.2D+1.2CG+0.3ER+EGP+LEB D90 1.2D+1.2CG+0.3ER+EGP+LEB D91 0.9D+0.9Dsw+CU+0.3ER+EGM+LEB D16B 0.9Dsw+MW6 D713 1.2D+1.2CG+1.6SR+1.6SD D23B 0.9D+0.9Dsw+CU+W 1 R D24B 0.9D+0.9Dsw+WPL+CU D25B 0.9D+0.9Dsw+WPL+CU Loads Condition Footing Node Axial Mxx Mzz Vx Vz [Kip] [Kip*ft] [Kip*ft] [Kip] [Kip] ----------------------------------------------------------------------------------------------------------------------------------------------- D 1 27 2.39 0.00 0.00 0.00 0.00 CG 1 27 3.84 0.00 0.00 0.00 0.00 SMSR 1 27 15.99 0.00 0.00 0.00 0.00 ASLR 1 27 6.28 0.00 0.00 0.00 0.00 LASL 1 27 2.90 0.00 0.00 0.00 0.00 WPL 1 27 -17.07 0.00 0.00 0.00 0.00 LW2 1 27 -11.53 0.00 0.00 0.00 0.00 W2R 1 27 -6.78 0.00 0.00 0.00 0.00 Dsw 1 27 11.61 0.00 0.00 0.00 0.00 CU 1 27 0.00 0.00 0.00 0.00 0.00 LW1 1 27 -16.89 0.00 0.00 -2.41 0.00 W 1 R 1 27 -12.13 0.00 0.00 2.67 0.00 WPR 1 27 -9.95 0.00 0.00 0.00 0.00 S 1 27 10.95 0.00 0.00 0.00 0.00 WB1R 1 27 0.00 0.00 0.00 0.00 0.00 LWB1 1 27 0.00 0.00 0.00 0.00 0.00 WB3R 1 27 0.00 0.00 0.00 0.00 0.00 LWB3 1 27 0.00 0.00 0.00 0.00 0.00 ER 1 27 -0.04 0.00 0.00 0.07 0.00 EGP 1 27 1.15 0.00 0.00 0.00 0.00 EBR 1 27 0.00 0.00 0.00 0.00 0.00 L 1 27 9.19 0.00 0.00 0.00 0.00 LEB 1 27 0.00 0.00 0.00 0.00 0.00 MWB6 1 27 0.00 0.00 0.00 0.00 0.00 EGM 1 27 -1.15 0.00 0.00 0.00 0.00 MW6 1 27 0.19 0.00 0.00 0.00 0.00 SR 1 27 10.95 0.00 0.00 0.00 0.00 SD 1 27 0.00 0.00 0.00 0.00 0.00 ----------------------------------------------------------------------------------------------------------------------------------------------- RESULTS: Status OK Soil.Foundation interaction Allowable stress 2.5E03[Lb/ft2] Min.safety factor for sliding 1.00 Min.safety factor for overturning 1.50 Page4 Page 94 of 149 Controlling condition S1 -1 Condition qmean qmax Amax Area in compression Overturning FS Footing [Lb/ft2] [Lb/ft2] [in] [ft2] N FSx FSz slip ------------------------------------------------------------------------------------------------------------------------------------------------------------------------- S1 -1 1.43E03 1.43E03 0.0861 20.25 100 1000.00 1000.00 1000.00 ------------------------------------------------------------------------------------------------------------------------------------------------------------------------ Bending Factor cp 0.90 Min rebar ratio 0.00180 Development length Axis Pos. Id Ihd Distl Dist2 [in] [in] [in] [in] --------------------------------------------------------------------------------------------------------------------------- zz Bot. 25.76 9.02 19.99 19.99 xx Bot. 25.76 9.02 19.96 19.96 zz Top 12.00 6.00 21.97 21.97 xx Top 12.00 6.00 21.92 21.92 --------------------------------------------------------------------------------------------------------------------------- Axis Pos. Condition Mu y*Mn Asreq Asprov Asreq/Asprov Mu/((p*Mn) Footing [Kip*ft] [Kip*ft] [in2] [in2] --------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- zz Top D9-1 -3.90 -46.97 0.10 1.24 0.081 0.083 zz Bot. D1 -1 13.45 46.97 1.17 1.24 0.941 0.286 xx Top D9-1 -3.91 -43.48 0.11 1.24 0.087 0.090 xx Bot. D1 -1 13.48 43.48 1.17 1.24 0.941 0.310 --------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Shear Factor cp 0.75 Shear area(plane zz) 3.26[ft2] Shear area(plane xx) 3.02[ft2] Plane Condition Vu VC Vu/((p*Vn) Footing [Kip] [Kip] --------------------------------------------------------------------------------------------------------------------------- xy D1 -1 9.14 47.69 0.255 yz D1 -1 8.74 51.39 0.227 --------------------------------------------------------------------------------------------------------------------------- Punchinq shear Factor cp 0.75 Perimeter of critical section(b... 5.48[ft] Punching shear area 3.82[ft2] Column Condition Vu VC Vu/((p*Vn) Footing [Kip] [Kip] --------------------------------------------------------------------------------------------------------------------------- column 1 D1 -1 30.00 120.59 0.332 - --------------------------------------------------------------------------------------------------------------------------- Pages Page 95 of 149 Notes *Soil under the footing is considered elastic and homogeneous. A linear soil pressure variation is assumed. *The required flexural reinforcement considers at least the minimum reinforcement *The design bending moment is calculated at the critical sections located at the support faces *Only rectangular footings with uniform sections and rectangular columns are considered. *The nominal shear strength is calculated in critical sections located at a distance d from the support face *The punching shear strength is calculated in a perimetral section located at a distance d/2 from the support faces *Transverse reinforcement is not considered in footings *Values shown in red are not in compliance with a provision of the code *qprom=Mean compression pressure on soil. *qmax=Maximum compression pressure on soil. *Amax=maximum total settlement(considering an elastic soil modeled by the subgrade reaction modulus). *Mn=Nominal moment strength *Mu/((p*Mn)=Strength ratio. *Vn=Nominal shear or punchure force(for footings Vn=Vc). *Vu/((p*Vn)=Shear or punching shear strength ratio. Page6 Page 96 of 149 RAM Elements CONNECT Edition Microsoft Current Date:9/1/2022 11:22 AM Units system:English Design Results Reinforced Concrete Footings F7.5 DESIGN GENERAL INFORMATION: Global status OK Design Code ACI 318-2014 Footing type Spread Column type Steel Geometry f7 C n Z 3.7Eft 3.7Eft ' eft Pagel Page 97 of 149 Length 7.50[ft] Width 7.50[ft] Thickness 1.00[ft] Base depth 2.50[ft] Base area 56.25[ft2] Footing volume 56.25[ft3] Base plate length 12.00[in] Base plate width 12.00[in] Column length 4.16[in] Column width 4.06[in] Column location relative to footing g.c. Centered Materials Concrete,f'c 3.00[Kip/in2] Steel,fy 60.00[Kip/in2] Concrete type Normal Epoxy coated No Concrete elasticity modulus 3122.02[Kip/in2] Steel elasticity modulus 29000.00[Kip/in2] Unit weight 0.15[Kip/ft3] Soil Modulus of subgrade reaction 200.00[Kip/ft3] Unit weight(wet) 0.13[Kip/ft3] Footing reinforcement Free cover 3.00[in] Maximum Rho/Rho balanced ratio 0.75 Bottom reinforcement//to L(xx) 945 @ 10.00" Top reinforcement//to L(xx) 945 @ 10.00" Bottom reinforcement//to B(zz) 945 @ 10.00" (Zone 1) Top reinforcement//to B(zz) 645 @ 16.00" Load conditions to be included in design Service loads: S1 D+CG+SMSR S3 D+CG+ASLR S4 D+CG+LASL S5 D+CG+SMSR S7 D+CG+SMSR S8 D+CG+SMSR S9 D+CG+0.6WPL S12 D+CG+0.6LW2 S14 D+CG+0.6LW2 S16 D+CG+0.6W2R S17 D+CG+0.6LW2 S20 0.6D+0.6Dsw+0.6CU+0.6LW1 S21 0.6D+0.6Dsw+0.6CU+0.6W1 R S22 0.6D+0.6Dsw+0.6CU+0.6LW 1 S23 0.6D+0.6Dsw+0.6WPL+0.6CU S24 0.6D+0.6Dsw+0.6WPR+0.6CU S25 0.6D+0.6Dsw+0.6CU+0.6W1 R S26 0.6D+0.6Dsw+0.6CU+0.6LW 1 S27 0.6D+0.6Dsw+0.6WPL+0.6CU S28 0.6D+0.6Dsw+0.6CU+0.6W1 R S29 0.6D+0.6Dsw+0.6CU+0.6LW 1 S30 0.6D+0.6Dsw+0.6WPL+0.6CU S31 0.6D+0.6Dsw+0.6WPR+0.6CU S34 D+CG+0.45LW 1+0.75S S44 0.6D+0.6Dsw+0.6WPR+0.6CU+0.6WB1 R S47 0.6D+0.6Dsw+0.6WPR+0.6CU+0.6LWB1 S48 0.6D+0.6Dsw+0.6WPL+0.6CU+0.6WB3R Paget Page 98 of 149 S50 0.6D+0.6Dsw+0.6WPL+0.6CU+0.6WB3R S51 0.6D+0.6Dsw+0.6WPL+0.6CU+0.6LWB3 S53 0.6D+0.6Dsw+0.6WPL+0.6CU+0.6LWB3 S56 D+CG+0.6WPR+0.6LWB1 S57 0.6D+0.6Dsw+0.6WPR+0.6CU+0.6WB1 R S60 D+CG+0.6WPR+0.6LWB1 S61 D+CG+0.21 ER+0.7EGP+0.7EBR S62 0.6D+0.6Dsw+0.6WPL+0.6CU+0.6LWB3 S63 D+CG+0.21 ER+0.7EGP+0.7EBR S66 D+CG+0.45W PL+0.75L+0.45W B3R S69 0.6D+0.6Dsw+0.6WPL+0.6CU+0.6LWB3 S71 D+CG+0.21 ER+0.7EGP+0.7LEB S73 D+CG+0.21 ER+0.7EGP+0.7LEB S74 0.6Dsw+0.6MWB6 S75 D+CG+0.21 ER+0.7EGP+0.7EBR S77 D+CG+0.21 ER+0.7EGP+0.7EBR S79 0.6D+0.6Dsw+0.6CU+0.21 ER+0.7EGM+0.7EBR S80 D+CG+0.21 ER+0.7EGP+0.7EBR S87 D+CG+0.21 ER+0.7EGP+0.7LEB S90 D+CG+0.21 ER+0.7EGP+0.7LEB S91 0.6D+0.6Dsw+0.6CU+0.21 ER+0.7EGM+0.7LEB S16B 0.6Dsw+0.6MW6 S713 D+CG+SR+SD S23B 0.6D+0.6Dsw+0.6CU+0.6W1 R S24B 0.6D+0.6Dsw+0.6WPL+0.6CU S25B 0.6D+0.6Dsw+0.6WPL+0.6CU Design strength loads: D1 1.2D+1.2CG+1.6SMSR D3 1.2D+1.2CG+1.6ASLR D4 1.2D+1.2CG+1.6LASL D5 1.2D+1.2CG+1.6SMSR D7 1.2D+1.2CG+1.6SMSR D8 1.2D+1.2CG+1.6SMSR D9 1.2D+1.2CG+WPL D12 1.2D+1.2CG+LW2 D14 1.2D+1.2CG+LW2 D16 1.2D+1.2CG+W2R D17 1.2D+1.2CG+LW2 D20 0.9D+0.9Dsw+CU+LW 1 D21 0.9D+0.9Dsw+CU+W 1 R D22 0.9D+0.9Dsw+CU+LW 1 D23 0.9D+0.9Dsw+WPL+CU D24 0.9D+0.9Dsw+WPR+CU D25 0.9D+0.9Dsw+CU+W 1 R D26 0.9D+0.9Dsw+CU+LW 1 D27 0.9D+0.9Dsw+WPL+CU D28 0.9D+0.9Dsw+CU+W 1 R D29 0.9D+0.9Dsw+CU+LW 1 D30 0.9D+0.9Dsw+WPL+CU D31 0.9D+0.9Dsw+WPR+CU D34 1.2D+1.2CG+0.5LW 1+1.6S D44 0.9D+0.9Dsw+WPR+CU+WB1 R D47 0.9D+0.9Dsw+WPR+CU+LWB1 D48 0.9D+0.9Dsw+WPL+CU+WB3R D50 0.9D+0.9Dsw+WPL+CU+WB3R D51 0.9D+0.9Dsw+WPL+CU+LWB3 D53 0.9D+0.9Dsw+WPL+CU+LWB3 D56 1.2D+1.2CG+WPR+LWB1 D57 0.9D+0.9Dsw+WPR+CU+WB1 R D60 1.2D+1.2CG+WPR+LWB1 D61 1.2D+1.2CG+0.3ER+EGP+EBR D62 0.9D+0.9Dsw+WPL+CU+LWB3 D63 1.2D+1.2CG+0.3ER+EGP+EBR Page3 Page 99 of 149 D66 1.2D+1.2CG+0.5WPL+1.6L+0.5WB3R D69 0.9D+0.9Dsw+WPL+CU+LWB3 D71 1.2D+1.2CG+0.3ER+EGP+LEB D73 1.2D+1.2CG+0.3ER+EGP+LEB D74 0.9Dsw+MWB6 D75 1.2D+1.2CG+0.3ER+EGP+EBR D77 1.2D+1.2CG+0.3ER+EGP+EBR D79 0.9D+0.9Dsw+CU+0.3ER+EGM+EBR D80 1.2D+1.2CG+0.3ER+EGP+EBR D87 1.2D+1.2CG+0.3ER+EGP+LEB D90 1.2D+1.2CG+0.3ER+EGP+LEB D91 0.9D+0.9Dsw+CU+0.3ER+EGM+LEB D16B 0.9Dsw+MW6 D713 1.2D+1.2CG+1.6SR+1.6SD D23B 0.9D+0.9Dsw+CU+W 1 R D24B 0.9D+0.9Dsw+WPL+CU D25B 0.9D+0.9Dsw+WPL+CU Loads Condition Footing Node Axial Mxx Mzz Vx Vz [Kip] [Kip*ft] [Kip*ft] [Kip] [Kip] ----------------------------------------------------------------------------------------------------------------------------------------------- D 1 67 7.33 0.00 0.00 0.00 -1.50 CG 1 67 10.43 0.00 0.00 0.00 -2.69 SMSR 1 67 43.48 0.00 0.00 0.00 -11.21 ASLR 1 67 0.00 0.00 0.00 0.00 0.00 LASL 1 67 0.00 0.00 0.00 0.00 0.00 WPL 1 67 -39.98 0.00 0.00 0.00 10.21 LW2 1 67 -23.00 0.00 0.00 0.00 5.96 W2R 1 67 -14.72 0.00 0.00 0.00 3.00 Dsw 1 67 24.32 0.00 0.00 0.00 0.00 CU 1 67 0.00 0.00 0.00 0.00 0.00 LW1 1 67 -39.71 0.00 0.00 0.00 11.26 W 1 R 1 67 -31.43 0.00 0.00 0.00 8.29 WPR 1 67 -29.90 0.00 0.00 0.00 11.75 S 1 67 27.47 0.00 0.00 0.00 -6.56 WB1R 1 67 0.00 0.00 0.00 0.00 0.00 LWB1 1 67 0.00 0.00 0.00 0.00 0.00 WB3R 1 67 0.00 0.00 0.00 0.00 0.00 LWB3 1 67 0.00 0.00 0.00 0.00 0.00 ER 1 67 0.99 0.00 0.00 0.00 -2.81 EGP 1 67 3.15 0.00 0.00 0.00 -0.82 EBR 1 67 0.00 0.00 0.00 0.00 0.00 L 1 67 0.00 0.00 0.00 0.00 0.00 LEB 1 67 0.00 0.00 0.00 0.00 0.00 MWB6 1 67 0.00 0.00 0.00 0.00 0.00 EGM 1 67 -3.15 0.00 0.00 0.00 0.82 MW6 1 67 1.55 0.00 0.00 0.00 0.01 SR 1 67 27.47 0.00 0.00 0.00 -6.56 SD 1 67 0.00 0.00 0.00 0.00 0.00 ----------------------------------------------------------------------------------------------------------------------------------------------- RESULTS: Status OK Soil.Foundation interaction Allowable stress 2.5E03[Lb/ft2] Min.safety factor for sliding 1.00 Min.safety factor for overturning 1.50 Page4 Page 100 of 149 Controlling condition S1 -1 Condition qmean qmax Amax Area in compression Overturning FS Footing [Lb/ft2] [Lb/ft2] [in] [ft2] N FSx FSz slip ------------------------------------------------------------------------------------------------------------------------------------------------------------------------- S1 -1 1.43E03 1.65E03 0.0987 56.25 100 19.53 1000.00 668.46 ------------------------------------------------------------------------------------------------------------------------------------------------------------------------ Bending Factor cp 0.90 Min rebar ratio 0.00180 Development length Axis Pos. Id Ihd Distl Dist2 [in] [in] [in] [in] --------------------------------------------------------------------------------------------------------------------------- zz Bot. 22.66 7.93 37.99 37.99 xx Bot. 19.08 6.68 37.96 37.96 zz Top 12.00 6.00 39.97 39.97 xx Top 12.00 6.00 39.92 39.92 --------------------------------------------------------------------------------------------------------------------------- Axis Pos. Condition Mu cp*Mn Asreq Asprov Asreq/Asprov Mu/((p*Mn) Footing [Kip*ft] [Kip*ft] [in2] [in2] --------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- zz Top D9-1 -14.50 -104.49 0.37 2.79 0.134 0.139 zz Bot. D1 -1 70.59 104.49 1.94 2.79 0.697 0.676 xx Top D9-1 -16.76 -65.45 0.47 1.86 0.250 0.256 xx Bot. D1 -1 80.62 96.65 2.31 2.79 0.827 0.834 --------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Shear Factor cp 0.75 Shear area(plane zz) 5.43[ft2] Shear area(plane xx) 5.04[ft2] Plane Condition Vu VC Vu/((p*Vn) Footing [Kip] [Kip] --------------------------------------------------------------------------------------------------------------------------- xy D1 -1 37.51 79.49 0.629 yz D1 -1 32.59 85.65 0.507 --------------------------------------------------------------------------------------------------------------------------- Punchinq shear Factor cp 0.75 Perimeter of critical section(b... 5.48[ft] Punching shear area 3.82[ft2] Column Condition Vu VC Vu/((p*Vn) Footing [Kip] [Kip] --------------------------------------------------------------------------------------------------------------------------- column 1 D1 -1 87.85 120.59 0.971 - --------------------------------------------------------------------------------------------------------------------------- Pages Page 101 of 149 Notes *Soil under the footing is considered elastic and homogeneous. A linear soil pressure variation is assumed. *The required flexural reinforcement considers at least the minimum reinforcement *The design bending moment is calculated at the critical sections located at the support faces *Only rectangular footings with uniform sections and rectangular columns are considered. *The nominal shear strength is calculated in critical sections located at a distance d from the support face *The punching shear strength is calculated in a perimetral section located at a distance d/2 from the support faces *Transverse reinforcement is not considered in footings *Values shown in red are not in compliance with a provision of the code *qprom=Mean compression pressure on soil. *qmax=Maximum compression pressure on soil. *Amax=maximum total settlement(considering an elastic soil modeled by the subgrade reaction modulus). *Mn=Nominal moment strength *Mu/((p*Mn)=Strength ratio. *Vn=Nominal shear or punchure force(for footings Vn=Vc). *Vu/((p*Vn)=Shear or punching shear strength ratio. Page6 Page 102 of 149 RAM Elements CONNECT Edition Microsoft Current Date:9/1/2022 11:21 AM Units system:English Design Results Reinforced Concrete Footings F8X 10 DESIGN GENERAL INFORMATION: Global status Warnings in design Design Code ACI 318-2014 Footing type Combined Column type Steel Geometry f '1 "t 1ft ` ft 10 f' Pagel Page 103 of 149 Length 10.00[ft] Width 8.00[ft] Thickness 1.33[ft] Base depth 2.50[ft] Base area 80.00[ft2] Footing volume 106.67[ft3] Base plate length 1 6.00[in] Base plate width 1 6.00[in] Column length 1 4.06[in] Column width 1 4.16[in] Base plate length 2 6.00[in] Base plate width 2 6.00[in] Column length 2 4.06[in] Column width 2 4.16[in] Distance between columns 1.00[ft] Column location relative to footing g.c. Centered Materials Concrete,f'c 3.00[Kip/in2] Steel,fy 60.00[Kip/in2] Concrete type Normal Epoxy coated No Concrete elasticity modulus 3122.02[Kip/in2] Steel elasticity modulus 29000.00[Kip/in2] Unit weight 0.15[Kip/ft3] Soil Modulus of subgrade reaction 200.00[Kip/ft3] Unit weight(wet) 0.13[Kip/ft3] Footing reinforcement Free cover 3.00[in] Maximum Rho/Rho balanced ratio 0.75 Bottom reinforcement//to L(xx) 945 @ 11.00" Top reinforcement//to L(xx) 945 @ 11.00" Bottom reinforcement//to B(zz) 445 @ 13.00" (Zone 1) Bottom reinforcement//to B(zz) 11-#5 @ 3.00" (Zone 2) Bottom reinforcement//to B(zz) 445 @ 13.00" (Zone 3) Top reinforcement//to B(zz) 445 @ 13.00" Top reinforcement//to B(zz) 645 @ 7.00" Top reinforcement//to B(zz) 445 @ 13.00" Load conditions to be included in design Service loads: S1 D+CG+SMSR S3 D+CG+ASLR S4 D+CG+LASL S5 D+CG+SMSR S7 D+CG+SMSR S8 D+CG+SMSR S9 D+CG+0.6WPL S12 D+CG+0.6LW2 S14 D+CG+0.6LW2 S16 D+CG+0.6W2R S17 D+CG+0.6LW2 S20 0.6D+0.6Dsw+0.6CU+0.6LW 1 S21 0.6D+0.6Dsw+0.6CU+0.6W1 R S22 0.6D+0.6Dsw+0.6CU+0.6LW 1 S23 0.6D+0.6Dsw+0.6WPL+0.6CU S24 0.6D+0.6Dsw+0.6WPR+0.6CU S25 0.6D+0.6Dsw+0.6CU+0.6W1 R S26 0.6D+0.6Dsw+0.6CU+0.6LW 1 Paget Page 104 of 149 S27 0.6D+0.6Dsw+0.6WPL+0.6CU S28 0.6D+0.6Dsw+0.6CU+0.6W1 R S29 0.6D+0.6Dsw+0.6CU+0.6LW 1 S30 0.6D+0.6Dsw+0.6WPL+0.6CU S31 0.6D+0.6Dsw+0.6WPR+0.6CU S34 D+CG+0.45LW 1+0.75S S44 0.6D+0.6Dsw+0.6WPR+0.6CU+0.6WB1 R S47 0.6D+0.6Dsw+0.6WPR+0.6CU+0.6LWB1 S48 0.6D+0.6Dsw+0.6WPL+0.6CU+0.6WB3R S50 0.6D+0.6Dsw+0.6WPL+0.6CU+0.6WB3R S51 0.6D+0.6Dsw+0.6WPL+0.6CU+0.6LWB3 S53 0.6D+0.6Dsw+0.6WPL+0.6CU+0.6LWB3 S56 D+CG+0.6WPR+0.6LWB1 S57 0.6D+0.6Dsw+0.6WPR+0.6CU+0.6WB1 R S60 D+CG+0.6WPR+0.6LWB1 S61 D+CG+0.21 ER+0.7EGP+0.7EBR S62 0.6D+0.6Dsw+0.6WPL+0.6CU+0.6LWB3 S63 D+CG+0.21 ER+0.7EGP+0.7EBR S66 D+CG+0.45W PL+0.75L+0.45W B3R S69 0.6D+0.6Dsw+0.6WPL+0.6CU+0.6LWB3 S71 D+CG+0.21 ER+0.7EGP+0.7LEB S73 D+CG+0.21 ER+0.7EGP+0.7LEB S74 0.6Dsw+0.6MWB6 S75 D+CG+0.21 ER+0.7EGP+0.7EBR S77 D+CG+0.21 ER+0.7EGP+0.7EBR S79 0.6D+0.6Dsw+0.6CU+0.21 ER+0.7EGM+0.7EBR S80 D+CG+0.21 ER+0.7EGP+0.7EBR S87 D+CG+0.21 ER+0.7EGP+0.7LEB S90 D+CG+0.21 ER+0.7EGP+0.7LEB S91 0.6D+0.6Dsw+0.6CU+0.21 ER+0.7EGM+0.7LEB S16B 0.6Dsw+0.6MW6 S713 D+CG+SR+SD S23B 0.6D+0.6Dsw+0.6CU+0.6W1 R S24B 0.6D+0.6Dsw+0.6WPL+0.6CU S25B 0.6D+0.6Dsw+0.6WPL+0.6CU Design strength loads: D1 1.2D+1.2CG+1.6SMSR D3 1.2D+1.2CG+1.6ASLR D4 1.2D+1.2CG+1.6LASL D5 1.2D+1.2CG+1.6SMSR D7 1.2D+1.2CG+1.6SMSR D8 1.2D+1.2CG+1.6SMSR D9 1.2D+1.2CG+WPL D12 1.2D+1.2CG+LW2 D14 1.2D+1.2CG+LW2 D16 1.2D+1.2CG+W2R D17 1.2D+1.2CG+LW2 D20 0.9D+0.9Dsw+CU+LW 1 D21 0.9D+0.9Dsw+CU+W 1 R D22 0.9D+0.9Dsw+CU+LW 1 D23 0.9D+0.9Dsw+WPL+CU D24 0.9D+0.9Dsw+WPR+CU D25 0.9D+0.9Dsw+CU+W 1 R D26 0.9D+0.9Dsw+CU+LW 1 D27 0.9D+0.9Dsw+WPL+CU D28 0.9D+0.9Dsw+CU+W 1 R D29 0.9D+0.9Dsw+CU+LW 1 D30 0.9D+0.9Dsw+WPL+CU D31 0.9D+0.9Dsw+WPR+CU D34 1.2D+1.2CG+0.5LW 1+1.6S D44 0.9D+0.9Dsw+WPR+CU+WB1 R D47 0.9D+0.9Dsw+WPR+CU+LWB1 D48 0.9D+0.9Dsw+WPL+CU+WB3R Page3 Page 105 of 149 D50 0.9D+0.9Dsw+WPL+CU+WB3R D51 0.9D+0.9Dsw+WPL+CU+LWB3 D53 0.9D+0.9Dsw+WPL+CU+LWB3 D56 1.2D+1.2CG+WPR+LWB1 D57 0.9D+0.9Dsw+WPR+CU+WB1 R D60 1.2D+1.2CG+WPR+LWB1 D61 1.2D+1.2CG+0.3ER+EGP+EBR D62 0.9D+0.9Dsw+WPL+CU+LWB3 D63 1.2D+1.2CG+0.3ER+EGP+EBR D66 1.2D+1.2CG+0.5WPL+1.6L+0.5WB3R D69 0.9D+0.9Dsw+WPL+CU+LWB3 D71 1.2D+1.2CG+0.3ER+EGP+LEB D73 1.2D+1.2CG+0.3ER+EGP+LEB D74 0.9Dsw+MWB6 D75 1.2D+1.2CG+0.3ER+EGP+EBR D77 1.2D+1.2CG+0.3ER+EGP+EBR D79 0.9D+0.9Dsw+CU+0.3ER+EGM+EBR D80 1.2D+1.2CG+0.3ER+EGP+EBR D87 1.2D+1.2CG+0.3ER+EGP+LEB D90 1.2D+1.2CG+0.3ER+EGP+LEB D91 0.9D+0.9Dsw+CU+0.3ER+EGM+LEB D16B 0.9Dsw+MW6 D7B 1.2D+1.2CG+1.6SR+1.6SD D23B 0.9D+0.9Dsw+CU+W 1 R D24B 0.9D+0.9Dsw+WPL+CU D25B 0.9D+0.9Dsw+WPL+CU Loads Condition Footing Node Column Axial Mxx Mzz Vx Vz [Kip] [Kip*ft] [Kip*ft] [Kip] [Kip] ---------------------------------------------------------------------------------------------------------------------------------------------------------------- D 1 59 1 7.38 0.00 0.00 -1.52 0.00 CG 1 59 1 10.54 0.00 0.00 -2.73 0.00 SMSR 1 59 1 43.90 0.00 0.00 -11.39 0.00 ASLR 1 59 1 0.00 0.00 0.00 0.00 0.00 LASL 1 59 1 0.00 0.00 0.00 0.00 0.00 WPL 1 59 1 -38.38 0.00 0.00 9.63 0.00 LW2 1 59 1 -21.01 0.00 0.00 5.04 0.00 W2R 1 59 1 -13.40 0.00 0.00 2.35 0.00 Dsw 1 59 1 12.15 0.00 0.00 0.00 0.00 CU 1 59 1 0.00 0.00 0.00 0.00 0.00 LW1 1 59 1 -37.88 0.00 0.00 10.41 0.00 W 1 R 1 59 1 -30.27 0.00 0.00 7.71 0.00 WPR 1 59 1 -28.74 0.00 0.00 10.94 0.00 S 1 59 1 27.74 0.00 0.00 -6.67 0.00 W B 1 R 1 59 1 -0.15 0.00 0.00 0.11 0.00 LWB1 1 59 1 0.13 0.00 0.00 -0.16 0.00 WB3R 1 59 1 -0.15 0.00 0.00 0.10 0.00 LWB3 1 59 1 0.12 0.00 0.00 -0.15 0.00 ER 1 59 1 0.98 0.00 0.00 -2.82 0.00 EGP 1 59 1 3.18 0.00 0.00 -0.83 0.00 EBR 1 59 1 -0.24 0.00 0.00 0.15 0.00 L 1 59 1 0.00 0.00 0.00 0.00 0.00 LEB 1 59 1 0.20 0.00 0.00 -0.22 0.00 MW136 1 59 1 0.00 0.00 0.00 0.00 0.00 EGM 1 59 1 -3.18 0.00 0.00 0.83 0.00 MW6 1 59 1 1.57 0.00 0.00 0.01 0.00 SR 1 59 1 27.74 0.00 0.00 -6.67 0.00 SD 1 59 1 0.00 0.00 0.00 0.00 0.00 D 1 69 2 0.94 0.00 0.00 0.00 0.03 CG 1 69 2 0.00 0.00 0.00 0.00 0.00 SMSR 1 69 2 0.00 0.00 0.00 0.00 0.00 Page4 Page 106 of 149 ASLR 1 69 2 0.00 0.00 0.00 0.00 0.00 LASL 1 69 2 0.00 0.00 0.00 0.00 0.00 WPL 1 69 2 0.00 0.00 0.00 0.00 0.00 LW2 1 69 2 0.00 0.00 0.00 0.00 0.00 W2R 1 69 2 0.00 0.00 0.00 0.00 0.00 Dsw 1 69 2 12.15 0.00 0.00 0.00 0.00 Cu 1 69 2 0.00 0.00 0.00 0.00 0.00 LW1 1 69 2 0.00 0.00 0.00 0.00 0.00 W 1 R 1 69 2 0.00 0.00 0.00 0.00 0.00 WPR 1 69 2 0.00 0.00 0.00 0.00 0.00 S 1 69 2 0.00 0.00 0.00 0.00 0.00 W B 1 R 1 69 2 8.54 0.00 0.00 0.00 4.08 LWB1 1 69 2 -8.98 0.00 0.00 0.00 -4.29 WB3R 1 69 2 9.66 0.00 0.00 0.00 4.62 LWB3 1 69 2 -10.41 0.00 0.00 0.00 -4.97 ER 1 69 2 0.00 0.00 0.00 0.00 0.00 EGP 1 69 2 0.00 0.00 0.00 0.00 0.00 EBR 1 69 2 12.46 0.00 0.00 0.00 5.95 L 1 69 2 0.00 0.00 0.00 0.00 0.00 LEB 1 69 2 -12.30 0.00 0.00 0.00 -5.87 MWB6 1 69 2 0.00 0.00 0.00 0.00 0.00 EGM 1 69 2 0.00 0.00 0.00 0.00 0.00 MW6 1 69 2 0.00 0.00 0.00 0.00 0.00 SR 1 69 2 0.00 0.00 0.00 0.00 0.00 SD 1 69 2 0.00 0.00 0.00 0.00 0.00 ---------------------------------------------------------------------------------------------------------------------------------------------------------------- RESULTS: Status Warnings in design -There is punching perimeters superposition due to the proximity between columns Soil.Foundation interaction Allowable stress 2.5E03[Lb/ft2] Min.safety factor for sliding 1.00 Min.safety factor for overturning 1.50 Controlling condition S51 -1 Condition qmean qmax Amax Area in compression Overturning FS Footing [Lb/ft2] [Lb/ft2] [in] [ft2] N FSx FSz slip ------------------------------------------------------------------------------------------------------------------------------------------------------------------------- S51 -1 96.2 226 0.0136 72.33 90 7.04 2.72 1000.00 ------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Bending Factor cp 0.90 Min rebar ratio 0.00180 Development length Axis Pos. Id Ihd Distl Dist2 [in] [in] [in] [in] --------------------------------------------------------------------------------------------------------------------------- zz Bot. 16.07 6.00 42.46 42.46 xx Bot. 27.14 9.50 48.49 48.49 zz Top 12.00 6.00 42.92 42.92 xx Top 12.00 6.00 48.97 48.97 --------------------------------------------------------------------------------------------------------------------------- Pages Page 107 of 149 Axis Pos. Condition Mu cp*Mn Asreq Asprov Asreq/Asprov Mu/((p*Mn) Footing [Kip*ft] [Kip*ft] [in2] [in2] --------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- zz Top D51 -1 -22.90 -155.00 0.40 2.79 0.144 0.148 zz Bot. D1 -1 115.60 155.00 2.76 2.79 0.991 0.746 xx Top D51 -1 -20.16 -227.27 0.37 4.34 0.086 0.089 xx Bot. D1 -1 83.33 304.41 3.46 5.89 0.587 0.274 --------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Shear Factor cp 0.75 Shear area(plane zz) 8.46[ft2] Shear area(plane xx) 10.05[ft2] Plane Condition Vu VC Vu/((p*Vn) Footing [Kip] [Kip] --------------------------------------------------------------------------------------------------------------------------- xy D1 - 1 32.32 158.57 0.272 yz D1 - 1 50.51 133.43 0.505 --------------------------------------------------------------------------------------------------------------------------- Punching shear Factor cp 0.75 Perimeter of critical section(b... 5.81 [ft] Punching shear area 5.99[ft2] Perimeter of critical section(b... 5.81 [ft] Punching shear area 5.99[ft2] Column Condition Vu VC Vu/((p*Vn) Footing [Kip] [Kip] --------------------------------------------------------------------------------------------------------------------------- column 1 D1 -1 89.17 189.03 0.629 column 2 D1 -1 -1.20 189.03 0.008 --------------------------------------------------------------------------------------------------------------------------- Notes *Soil under the footing is considered elastic and homogeneous. A linear soil pressure variation is assumed. *The required flexural reinforcement considers at least the minimum reinforcement *The design bending moment is calculated at the critical sections located at the support faces *Only rectangular footings with uniform sections and rectangular columns are considered. *The nominal shear strength is calculated in critical sections located at a distance d from the support face *The punching shear strength is calculated in a perimetral section located at a distance d/2 from the support faces *Transverse reinforcement is not considered in footings *Values shown in red are not in compliance with a provision of the code Page6 Page 108 of 149 *gprom=Mean compression pressure on soil. *gmax=Maximum compression pressure on soil. *Amax=maximum total settlement(considering an elastic soil modeled by the subgrade reaction modulus). *Mn=Nominal moment strength *Mu/((p*Mn)=Strength ratio. *Vn=Nominal shear or punchure force(for footings Vn=Vc). *Vu/((p*Vn)=Shear or punching shear strength ratio. Page7 Page 109 of 149 i s HOMME ■■■■■►111■� ■ Spacing, in. \\ lomi,��■�i • - •. •MMMAM • Date: 8/10/2021 Reactions Package Time:08:50 AM Page: 1 of 39 VP Buildings 3200 Players Club Circle Memphis, TN 38125-8843 STRUCTURAL DESIGN DATA Project: RNW Cistribution, Inc. Name: vpc 1 RNW Distribution, Inc Builder PO #: VP Quote #210163 Jobsite: 197th Place NE City, State: Arlington, Washington 98223 County: Snohomish Country: United States TABLE OF CONTENTS PRELIMINARY File: vpc1RNW Distribution, Inc Version: 2021.2a Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc. Page 111 of 149 Date: 8/10/2021 Reactions Package Time:08:50 AM Page: 2 of 39 Letter of Certification Contact:Alan Perkes Project:RNW Cistribution,Inc. Name:Axthelm Construction Builder PO#:VP Quote 9210163 Address: Jobsite: 197th Place NE City,State:Mount Vernon, Washington 98274 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 Description Shape Overall Overall Floor Area Wall Area Roof Area Max.Eave Min.Eave Max.Roof Min.Roof Peak Width Len th s .ft.) s _ft.) s . ft.) Height Hei ht 2 Pitch Pitch Hei ht RNW Distribution 1 135/6/0 127/0/0 1 15802 1 11750 16104 24/0/0 16/0/0 1 2.000712 1.344:12 30/1/0 Loads and Codes-Shape:RNW Distribution City: Arlington County: Snohomish State: Washington Country: United States Building Code:2018 International Building Code Structural: 16AISC-ASD Rainfall:1:4.00 inches per hour Building Risk/Occupancy Category:II(Standard Occupancy Structure) Cold Form: 16A1S1-ASD Pc:3000.00 psi Concrete Dead and Collateral Loads Roof Live Load Collateral Gravity:6.00 psf Roof Covering+Second.Dead Load:Varies Roof Live Load:20.00 psf 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: 15.75 psf Mapped MCE Acceleration:Ss: 105.30%g Primaries Wind Exposure:C-Kz:0.937 Design Snow(Sloped):ps: t4.67 psf Mapped NICE Acceleration:S I:37.60°/ug Parts Wind Exposure Factor:0.937 Rain Surcharge:0.00 Site Class:Stiff soil(D)-Default Wind Enclosure:Enclosed Specified Minimum Roof Snow:25.00 psf(USR) Seismic Importance:le: 1.000 Topographic Factor:Kzt: 1.0000 Exposure Factor: 1 Fully Exposed-Cc:0.90 Design Acceleration Parameter:Sds:0.8424 Ground Elevation Factor:Ke: 1.0000 Snow Importance:Is: 1.000 Design Acceleration Parameter:Shc:0.4823 Thermal Factor:Heated-Ct: 1.00 Seismic Design Category:D NOT Windborne Debris Region Ground/Roof Conversion:0.70 Seismic Snow Load:0.00 psf Base Elevation:0/0/0 Unobstructed,Slippery %Snow Used in Seismic:0.00 Site Elevation:0.0 ft Diaphragm Condition:Rigid Primary Zone Strip Width:2a: 19/2/6 Fundamental Period Height Used:27/0/8 Parts/Portions Zone Strip Width:a:9/7/3 Basic Wind Pressure:q:24.68,(Parts)24.68 psf Transverse Direction Parameters Ordinary Steel Moment Frames Redundancy Factor:Rho: 1.00 Fundamental Period:Ta:0.3915 R-Factor:3.50 Overstrength Factor:Omega:3.00 Deflection Amplification Factor:Cd:3.00 Base Shear: V:0.2407 x W Longitudinal Direction Parameters Ordinary Steel Concentric Braced Frames Redundancy Factor:Rho: 1.30 Fundamental Period:Ta:0.2372 R-Factor:3.25 Overstrength Factor:Omega:3.00 Deflection Amplification Factor:Cd:3.25 Base Shear:V:0.2592 x W 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 of this 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 of the Standards listed in the Building Code or later editions. File: vpc1RNW Distribution, Inc Version:2021.2a Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc. Page 112 of 149 X/,;7 . Date: 8/10/2021 Reactions Package Time:08:50 AM Page: 3 of 39 This certification DOES NOT apply to the design of the 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. The undersigned engineer in responsible charge certifies that this building has been designed in accordance with the contract documents as indicated in this letter. Date: Engineer's Seal: Engineer in responsible charge File: vpc1RNW Distribution, Inc Version:2021.2a Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc. Page 113 of 149 Date:8/10/2021 Reactions Package Time:08:50 AM Page: 4 of 39 Building Loading-Summary Report Shape: RNW Distribution Loads and Codes-Shape:RNW Distribution City: Arlington County: Snohomish State: Washington Country: United States Building Code:2018 International Building Code Structural: 16AISC-ASD Rainfall: I:4.00 inches per hour Building Risk/Occupancy Category:II(Standard Occupancy Structure) Cold Form: 16AISI-ASD fc:3000.00 psi Concrete Dead and Collateral Loads Roof Live Load Collateral Gravity:6.00 psf Roof Covering+Second.Dead Load:Varies Roof Live Load:20.00 psf Reducible Collateral Uplift: 0.00 psf Frame Weight(assumed for seismic):2.50 psf Wind Load Snow Load Seismic Load Wind Speed:Volt: 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: 15.75 psf Mapped MCE Acceleration:Ss: 105.30%g Primaries Wind Exposure:C-Kz:0.937 Design Snow(Sloped):ps: 14.67 psf Mapped MCE Acceleration:S1:37.60%g Parts Wind Exposure Factor:0.937 Rain Surcharge:0.00 Site Class:Stiff soil(D)-Default Wind Enclosure:Enclosed Specified Minimum Roof Snow:25.00 psf(USR) Seismic Importance:le: 1.000 Topographic Factor:Kzt: 1.0000 Exposure Factor: 1 Fully Exposed-Cc:0.90 Design Acceleration Parameter:Sds:0.8424 Ground Elevation Factor:Ke: 1.0000 Snow Importance:Is: 1.000 Design Acceleration Parameter:Shc:0.4823 Thermal Factor: Heated-Ct: 1.00 Seismic Design Category:D NOT Windborne Debris Region Ground/Roof Conversion:0.70 Seismic Snow Load:0.00 psf Base Elevation:0/0/0 Unobstructed,Slippery %Snow Used in Seismic:0.00 Site Elevation:0.0 ft Diaphragm Condition:Rigid Primary Zone Strip Width:2a: 19/2/6 Fundamental Period Height Used:27/0/8 Parts/Portions Zone Strip Width:a:9/7/3 Basic Wind Pressure:q:24.68,(Parts)24.68 psf Transverse Direction Parameters Ordinary Steel Moment Frames Redundancy Factor:Rho: 1.00 Fundamental Period:Ta:0.3915 R-Factor:3.50 Overstrength Factor:Omega:3,00 Deflection Amplification Factor:Cd:3.00 Base Shear:V:0.2407 x W Longitudinal Direction Parameters Ordinary Steel Concentric Braced Frames Redundancy Factor:Rho: 1.30 Fundamental Period:Ta:0.2372 R-Factor:3.25 Overstrength Factor:Omega:3.00 Deflection Amplification Factor:Cd:3.25 Base Shear: V:0.2592 x W Deflection Conditions Frames are vertically supporting:Metal Roof Purlins and Panels Frames are laterally supporting:Metal Wall Girts and Panels Purlins are supporting:Metal Roof Panels Girts are supporting:Metal Wall Panels Dcsi n Load Combinations-Framing No Origin Factor Application Dcscri lion l System 1.000 1.0 D+1.0 CG+1.0 L> D+CG+L> 2 System 1.000 1.0D+ LOCG+1.0<L D+CG+<L 3 System 1.000 1.0 D+ 1.0 CG+1.0 ASL^ U+CG+ASL^ 4 System 1.000 1.0 D+1.0 CG+1.0^ASL D+CG+^ASL. 5 System 1.000 1.0 D+1.0 CG+1.0 PL2 D+CG+PL2(Spans I and 2) 6 System 1.000 1.0 D+1.0 CG+1.0 PL2 D+CG+PL2(Spans 2 and 3) 7 System 1.000 1.0 D+1.0 CG+1.0 PL2 1)+CG+PL2(Spans 3 and 4) 8 System 1.000 1.0 D+1.0 CG+1.0 SMS> 1)+CG+SMS> 9 System 1.000 1.0D+I.0CG+ 1.0<SMS 1)+CG+<SMS 10 System 1.000 I.0D+I.0CG+I.0S>+1.0SD 1)+CG+S>+SD 11 System 1.000 1.0D+ I.0CG+I.0S>+ 1.0SS 1)+CG+S>+SS 12 System 1.000 1.0 D+1.0 CG+1.0<S+ 1.0 SD 1)+CG+<S+SD 13 System 1.000 1.0 D+1.0 CG+ 1.0<S+ 1.0 SS D+CG+<S+SS 14 System 1.000 1.0D+ I.0CG+1.0US1* 1)+CG+USI* File: vpc1RNW Distribution, Inc Version: 2021.2a Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc. Page 114 of 149 Date: 8/10/2021 Reactions Package Time:08:50 AM Page: 5 of 39 15 System 1.000 1.0D+1.0CG+1.0*USI 1)+CG+*US1 16 System 1.000 1.0 D+1.0 CG+0.6 W2> D+CG+W2> 17 System 1.000 LO D+LO CG+0.6<W2 D+CG+<W2 18 System 1.000 1.0 D+1.0 CG+0.6 WPL D+CG+WPL 19 System 1.000 1.0 D+1,O CG+0.6 WPR D+CG+WPR 20 System 1.000 0.6 MW MW-Wall: 1 21 System 1.000 0.6 MW MW-Wall:2 22 System 1.000 0.6 MW MW-Wall:3 23 System 1.000 0.6 MW MW-Wall:4 24 System 1.000 0,6 MW MW-Wall:5 25 System 1.000 0.6 MW MW-Wall:6 26 System 1.000 0.6 MW MW-Wall:7 27 System 1.000 0.6 MW MW-Wall:8 28 System 1.000 0.6D+0.6CU+0.6W1> D+CU+W1> 29 System 1.000 0.6 D+0.6 CU+0.6<W1 1)+CU+<W1 30 System 1.000 0.6 D+0.6 CU+0.6 WPL D+CU+WPL 31 System 1.000 0.6 D+0.6 CU+0.6 WPR D+CU+WPR 32 System 1.000 1.0D+I.0CG+0.75L+0.45W1> 1)+CG+L+W1> 33 System 1.000 1.0 D+1.0 CG+0.75 L+0.45<W1 D+CG+L+<W1 34 System 1.000 1.0 D+1.0 CG+0.75 L+0.45 W2> D+CG+L+W2> 35 System 1.000 1.0 D+1.0 CG+0.75 L+0.45<W2 D+CG+L+<W2 36 System 1.000 1.0 D+1.O CG+0.75 L+0.45 WPL D+CG+L+WPL 37 System 1.000 1.0D+I.00G+0.75L+0.45WPR 1)+CG+L+WPR 38 System 1.000 1.0 D+1.0 CG+0.75 S+0.45 W 1> D+CG+S+W I> 39 System 1,000 1,0D+1.0CG+0.75S+0.45<W1 D+CG+S+<W1 40 System 1.000 1.0 D+1.0 CG+0.75 S+0.45 W2> 1)+CG+S+W2> 41 System 1.000 1.0 D+1.0 CG+0.75 S+0.45<W2 D+CG+S+<W2 42 System 1.000 1.0 D+1.0 CG+0.75 S+0.45 WPL D+CG+S+WPL 43 System 1.000 1.0 D+1.0 CG+0,75 S+0.45 WPR D+CG+S+WPR 44 System 1.000 1.0 D+1.0 CG+0,7 E>+0.7 EG+ 1)+CG+E>+EG+ 45 System 1.000 1.0 D+1.0 CG+0.7<E+0.7 EG+ D+CG+<E+EG+ 46 System 1 000 0.6 D+0.6 CU+0.7 E>+0.7 EG- D+CU+E>+EG- 47 System 1,000 0.6 D+0.6 CU+0.7<E+0.7 EG- 1)+CU+<E+EG- 48 Special 1.000 1.OD+ I.0CG+2.IE>+0.7EG+ 1)+CG+E>+EG+ 49 Special 1.000 1.0 D+1.0 CG+2.1<E+0.7 EG+ D+CG+<E+EG+ 50 Special 1.000 0.6 D+0.6 CU+2.1 E>+0.7 EG- 1)+CU+E>+EG- 51 Special 1.000 0.6 D+0.6 CU+2.1 <E+0.7 EG- 1)+CU+<E+EG- 52 OMF Connection 1.000 1.0 D+1.0 CG+2.1 E>+0.7 EG+ 1)+CG+E>+EG+ 53 OMF Connection 1.000 1.0 D+1.0 CG+2.1 <E+0.7 EG+ D+CG+<E+EG+ 54 OMF Connection 1.000 0.6 D+0.6 CU+2.1 E>+0.7 EG- 1)+CU+E>+EG- 55 OMF Connection 1-000 0.6 D+0.6 CU+2.1 <E+0.7 EG- D+CU+<E+EG- 56 System Derived 1-000 1.0 D+1.0 CG+0.6 WPR+0.6 WB1> D+CG+WPR+WB1> 57 System Derived 1.000 0.6 D+0.6 CU+0.6 WPR+0.6 WB1> D+CU+WPR+WB1> 58 System Derived 1.000 1,OD+I.00G+0.75L+0.45 WPR+0.45WB1> 1)+CG+L+WPR+WBI> 59 System Derived 1.000 1.0D+ 1.0CG+0.755+0.45 WPR+0.45WBI> 1)+CG+S+WPR+WB1> 60 System Derived 1.000 1.OD+I.00G+0.6 WPR+0.6<WB1 D+CG+WPR+<WB1 61 System Derived 1.000 0.6 D+0.6 CU+0.6 WPR+0.6<WB 1 1)+CU+WPR+<WB1 62 System Derived 1.000 LOD+I.0CG+0.75L+0.45 WPR+0.45<WB1 D+CG+L+WPR+<WB1 63 System Derived 1.000 I.0D+LOCG+0.75S+0.45 WPR+0.45<WBI D+CG+S+WPR+<WB1 64 System Derived 1.000 1.OD+I.00G+0.6 WPL+0.6WB3> D+CG+WPL+WB3> 65 System Derived 1.000 0.6 D+0.6 CU+0.6 WPL+0.6 WB3> D+CU+WPL+WB3> 66 System Derived 1.000 1.0 D+1.0 CG+0.75 L+0.45 WPL+0.45 WB3> D+CG+L+WPL+WB3> 67 System Derived 1.000 1.0 D+1.0 CG+0.75 S+0.45 WPL+0.45 WB3> D+CG+S+WPL+WB3> 68 System Derived 1.000 1.0 D+1.0 CG+0.6 WPL+0.6<W B3 D+CG+WPL+<WB3 69 System Derived 1.000 0.6 D+0.6CU+0.6 WPL+0.6<WB3 D+CU+WPL+<WB3 70 System Derived 1.000 1.0 D+1.0 CG+0.75 L+0.45 WPL+0.45<WB3 1)+CG+L+WPL+<W133 71 System Derived 1.000 1.0 D+1.0 CG+0.75 S+0.45 WPL+0.45<W B3 D+CG+S+WPL+<W133 72 System Derived 1.000 .6 MWB MWB-Wall: t 73 System Derived 1.000 0.6 MWB MWl3-Wall:2 74 System Derived 1.000 0.6 MWB MWB-Wall:3 75 System Derived 1.000 .6 MWB MWB-Wall:4 76 System Derived 1.000 0.6 MWB MWB-Wall:5 77 System Derived 1.000 0.6 MWB MWB-Wall:6 78 System Derived 1.000 0.6 MWB MWB-Wall:7 79 System Derived 1.000 0.6 MWB MWB-Wall:8 80 System Derived 1.000 1.0 D+1.0 CG+0.21 E>+0.7 EG++0.7 EB> ►)+CG+E>+EG++EB> 81 System Derived 1.000 1.0 D+ 1.0 CG+0.7 E>+0.7 EG++0.21 EB> D+CG+E>+EG++EB> File: vpc1RNW Distribution, Inc Version: 2021.2a Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc. Page 115 of 149 Date: 8/10/2021 Reactions Package Time:08:50 AM Page: 6 of 39 82 System Derived 1.000 1.0 D+1.0 CG+0.21<E+0.7 EG++0.7 EB> D+CG+<E+EG++EB> 83 System Derived 1.000 1.0 D+1.0 CG+0.7<E+0.7 EG++0.21 EB> D+CG+<E+EG++EB> 84 System Derived 1.000 0.6D+0.6CU+0.21E>+0.7 EG-+0.7EB> D+CU+E>+EG-+EB> 85 System Derived 1.000 .6 D+0.6 CU+0.7 E>+0.7 EG-+0.21 EB> D+CU+E>+EG-+EB> 86 System Derived 1.000 0.6 D+0.6 CU+0,21<E+0.7 EG-+0.7 EB> D+CU+<E+EG-+EB> 87 System Derived 1.000 0.6D+0.6CU+0.7<E+0.7 EG-+0.21EB> D+CU+<E+EG-+EB> 88 Special 1.000 1.0 D+1.0 CG+2.1 EB>+0.7 EG+ D+CG+EB>+EG+ 89 Special 1.000 0.6 D+0.6 CU+2.1 EB>+0.7 EG- D+CU+EB>+EG- 90 OMF Connection 1.000 1.0 D+1.0 CG+2.1 EB>+0.7 EG+ D+CG+EB>+EG+ 91 OMF Connection 1.000 0.6 D+0.6 CU+2.1 EB>+0.7 EG- D+CU+EB>+EG- 92 System Derived 1.000 1.0 D+1.0 CG+0.21 E>+0.7 EG++0.7<EB D+CG+E>+EG++<EB 93 System Derived 1.000 1.0 D+1.0 CG+0.7 E>+0.7 EG++0.21 <EB +CG+E>+EG++<EB 94 System Derived 1.000 1.0 D+1.0 CG+0.21<E+0.7 EG++0.7<EB D+CG+<E+EG++<EB 95 System Derived 1 000 1.0 D+ 1.0 CG+0.7<E+0.7 EG++0.21 <EB D+CG+<E+EG++<EB 96 System Derived 1000 0.6 D+0.6 CU+0.21 E>+0.7 EG-+0.7<EB D+CU+E>+EG-+<EB 97 System Derived 1_000 0.6 D+0.6CU+0.7 E>+0.7 EG-+0.21<EB D+CU+E>+EG-+<EB 98 System Derived 1.000 0.6 D+0.6 CU+0.21 <E+0.7 EG-+0.7<EB D+CU+<E+EG-+<EB 99 System Derived 1.000 0,6 D+0.6 CU+0.7<E+0.7 EG-+0.21<EB 1)+CU+<E+EG-+<EB 100 Special 1.000 1.0 D+1.0 CG+2.1 <EB+0.7 EG+ 1)+CG+<EB+EG+ 101 Special 1.000 0.6 D+0.6 CU+2.1 <EB+0.7 EG- 1)+CU+<EB+EG- 102 OMF Connection 1.000 LO D+1.0 CG+2.I <EB+0.7 EG+ 1)+CG+<EB+EG+ 103 OMF Connection 1.000 0.6 D+0.6 CU+2.1<EB+0.7 EG- D+CU+<EB+EG- Desi n Load Combinations-Bracin No. Or in Factor Application Description 1 System 1.000 1.0 D+0.6 Wl> D+Wl> 2 System 1.000 1.0 D+0.6<W 1 D+<W l 3 System 1.000 1.0 D+0.6 W2> D+W2> 4 System 1.000 1.0 D+0.6<W2 D+<W2 5 System 1.000 1.0 D+0.6 W3> D+W3> 6 System 1.000 1.0 D+0.6<W3 1)+<W3 7 System 1 000 1.0 D+0.6 W4> 1)+W4> 8 System 1.000 1.0 D+0.6<W4 D+<W4 9 System 1.000 0.6 MW MW-Wall: I 10 System 1.000 0.6 MW MW-Wall:2 11 System 1.000 0.6 MW MW-Wall:3 12 System 1.000 0.6 MW MW-Wall:4 13 System 1.000 0A MW MW-Wall:5 14 System 1.000 0.6 MW MW-Wall:6 15 System 1.000 0.6 MW MW-Wall:7 16 System 1.000 0.6 MW MW-Wall:8 17 System 1.000 1.0 D+0.7 E> 1)+E> 18 System 1.000 1.0 D+0.7<E D+<E 19 System Derived 1 000 1.0 D+1.0 CG+0.6 W l> D+CG+W 1> 20 System Derived 1.000 1.0 D+1.0 CG+0.6<W 1 D+CG+<W l 21 System Derived 1.000 1.0 D+ 1.0 CG+0.6 W2> 1)+CG+W2> 22 System Derived 1 000 1.0 D+1.0 CG+0.6<W2 O+CG+<W2 23 System Derived 1.000 1.0 D+ 1.0 CG+0.6 W3> D+CG+W3> 24 System Derived 1.000 1.0 D+ 1.0 CG+0.6<W3 D+CG+<W3 25 System Derived 1.000 1.0 D+ LO CG+0.6 W4> D+CG+W4> 26 System Derived 1.000 1.0 D+ 1.0 CG+0.6<W4 1)+CG+<W4 27 System Derived l 000 0.6 D+0.6 CU+0.6 W l> D+CU+W 1> 28 System Derived 1.000 0:6 D+0.6 CU+0.6<W 1 D+CU+<W l 29 System Derived 1.000 0.6 D+0.6 CU+0.6 W2> 1)+CU+W2> 30 System Derived 1 000 0;6 D+0.6 CU+0.6<W2 D+CU+<W2 31 System Derived 1-000 0.6 D+0.6 CU+0.6 W3> D+CU+W3> 32 System Derived 1 000 0.6 D+0.6 CU+0.6<W3 D+CU+<W3 33 System Derived 1.000 0,6 D+0.6 CU+0.6 W4> D+CU+W4> 34 System Derived 1-000 0.6 D+0.6 CU+0.6<W4 D+CU+<W4 35 System Derived 1.000 1.0 D+1.0 CG+0.75 S+0.45 W l> D+CG+S+W 1> 36 System Derived 1.000 1.0 D+1.0 CG+0.75 S+0.45<W 1 D+CG+S+<W 1 37 System Derived 1,000 1.0 D+1.0 CG+0.75 S+0.45 W2> D+CG+S+W2> 38 System Derived 1.000 1.0 D+1.0 CG+0.75 S+0.45<W2 D+CG+S+<W2 39 System Derived 1,000 1.0 D+1.0 CG+0.75 S+0.45 W3> D+CG+S+W3> 40 System Derived 1.000 1.0 D+ 1.0 CG+0.75 S+0.45<W3 D+CG+S+<W3 41 System Derived 1.000 1.0 D+1.0 CG+0.75 S+0.45 W4> D+CG+S+W4> 42 System Derived 1.000 1.0 D+1.0 CG+0.75 S+0.45<W4 D+CG+S+<W4 File: vpcIRNW Distribution, Inc Version:2021.2a Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc. Page 116 of 149 Date: 8/10/2021 Reactions Package Time:08:50 AM Page: 7 of 39 43 System Derived 1.000 [1,0 D+1.0 CG+0.7 E>+0.7 EG+ D+CG+E>+EG+ 44 System Derived L000 .0 D+1,0 CG+0.7<E+0.7 EG+ D+CG+<E+EG+ 45 System Derived 1.000 .6 D+0.6 CG+0.7 E>+0.7 EG- D+CG+E>+EG- 46 S stem Derived 1.000 G D+0.6 CG+0.7<E+03 EG- D+CG+<E+EG- MARn Load Combinations-Purlin No. Origin Factor Application Description 1 System 1.000 1.0 D+L0 CG+1.0 L D+CG+L 2 System 1.000 1.0 D+1.0 CG+1.0 SMS D+CG+SMS 3 System 1.000 1.0 D+1.0 CG+1.0 S+1.0 SD D+CG+S+SD 4 System 1.000 1.0 D+1.0 CG+1.0 S+ LO SS D+CG+S+SS 5 System 1.000 I,0D+I.0CG+1.0US]* D+CG+USI* 6 System 1.000 I.0D+I.00G+1.0*US 1 D+CG+*US] 7 System 1.000 1-0 D+1.0 CG+1.0 PFI D+CG+PF I(Span l) 8 System 1.000 1.0 D+ 1.0 CG+1.0 PF 1 D+CG+PF](Span 4) 9 System 1.000 1.0D+1.0CG+1.0PHI D+CG+PHI(Span 1) 10 System 1.000 1.0 D+1.0 CG+1.0 PHI D+CG+PH I(Span 4) 11 System 1.000 1.0 D+1.0 CG+1.0 PF2 D+CG+PF2-Pattern 1 12 System 1.000 1.0 D+1.0 CG+ 1.0 PF2 D+CG+P172-Pattern 2 13 System 1.000 1.0 D+1.0 CG+1.0 PF2 1)+CG+PF2-Pattern 3 14 System Derived 1.000 1.0D+I.0CG+0.6<W2+0.6WB1> D+CG+<W2+WBI> 15 System Derived 1.000 0.6D+0.6CU+0.6W1>+0.6WB1> 1)+CU+W1>+WB1> 16 System Derived 1.000 1.0D+1.0CG+0.75L+0.45W1>+0.45WB1> D+CG+L+WI>+WB1> 17 System Derived 1.000 1.0 D+ 1.0 CG+0.75 L+0.45<W2+0.45 W 13I> D+CG+L+<W2+WB 1> 18 System Derived 1.000 1.0D+ I.0CG+0.75S+0.45W1>+0.45WB1> 1)+CG+S+WI>+WBI> 19 System Derived 1.000 1.0 D+ 1.0 CG+0.75 S+0.45<W2+0.45 WB I> 1)+CG+S+<W2+WB I> 20 System Derived 1.000 1.0 D+1.0 CG+0.6<W2+0.6<W131 D+CG+<W2+<W B 1 21 System Derived 1.000 D,6D+0.6CU+0.6W1>+0.6<WB1 D+CU+W1>+<WB1 22 System Derived 1.000 1.0D+I.0CG+0.75L+0.45W1>+0,45<W131 D+CG+L+W1>+<WBI 23 System Derived 1.000 1.0 D+ 1.0 CG+0.75 L+0.45<W2+0.45<WB 1 D+CG+L+<W2+<WB I 24 System Derived 1.000 1.0D+ 1.0CG+0.75S+0.45W1>+0.45<WB1 D+CG+S+W1>+<WBI 25 System Derived 1.000 1.0D+I.0CG+0.75S+0.45<W2+0.45<WBI D+CG+S+<W2+<WBI 26 System Derived 1.000 1.0 D+1.0 CG+0.6<W2+0.6 W132> 1)+CG+<W2+W132> 27 System Derived 1.000 0.6D+0.6CU+0.6W1>+0.6W132> D+CU+WI>+WB2> 28 System Derived 1.000 I.0D+ I.0CG+0.75L+0.45W1>+0.45W132> D+CG+L+WI>+WB2> 29 System Derived 1.000 1.0 D+ 1.0 CG+0.75 L+0.45<W2+0.45 W B2> D+CG+L+<W2+W B2> 30 System Derived 1.000 1.0 D+1.0 CG+0.75 S+0.45 W I>+0.45 W B2> D+CG+S+W 1>+W B2> 31 System Derived 1.000 1.0 D+1.0 CG+0.75 S+0.45<W2+0.45 W132> 1)+CG+S+<W2+W132> 32 System Derived 1.000 1.0 D+ 1.0 CG+0.6<W2+0.6<W132 D+CG+<W2+<W132 33 System Derived 1 000 D.6 D+0.6 CU+0.6 W 1>+0.6<W132 D+CU+W 1>+<W132 34 System Derived 1.000 1.0 D+1.0 CG+0.75 L+0.45 W 1>+0.45<W132 1)+CG+L+W I>+<W132 35 System Derived 1.000 1.0 D+1.0 CG+0.75 L+0.45<W2+0.45<WB2 1)+CG+L+<W2+<W B2 36 System Derived 1.000 1.0 D+ 1.0 CG+0.75 S+0.45 W 1>+0.45<W132 1)+CG+S+W 1>+<W132 37 System Derived 1.000 1.0 D+1.0 CG+0.75 S+0.45<W2+0.45<W B2 D+CG+S+<W2+<W B2 38 System Derived 1.000 1.0 D+1.0 CG+0.6<W2+0.6 W133> 1)+CG+<W2+W133> 39 System Derived 1.000 0.6 D+0.6 CU+0.6 W 1>+0.6 W133> D+CU+W 1>+WB3> 40 System Derived 1.000 1.0 D+ 1.0 CG+0.75 L+0.45 W I>+0.45 W B3> D+CG+L+W 1>+WB3> 41 System Derived 1.000 1.0 D+ 1.0 CG+0.75 L+0.45<W2+0.45 W133> D+CG+L+<W2+WB3> 42 System Derived 1.000 1.0D+ I.0CG+0.75S+0,45W1>+0.45WB3> D+CG+S+W1>+WB3> 43 System Derived 1.000 1.0 D+ LO CG+0.75 S+0.45<W2+0.45 W B3> D+CG+S+<W2+W B3> 44 System Derived 1.000 1.0 D+ LO CG+0.6<W2+0.6<W133 D+CG+<W2+<W133 45 System Derived 1,000 0.6D+0.6CU+0.6W1>+0.6<W133 D+CU+WI>+<WB3 46 System Derived 1.000 1.0 D+1.0 CG+0.75 L+0.45 W 1>+0.45<W B3 D+CG+L+W 1>+<W133 47 System Derived 1.000 1.0 D+ 1.0 CG+0.75 L+0.45<W2+0.45<W B3 D+CG+L+<W2+<W133 48 System Derived 1.000 1.0 D+1.0 CG+0.75 S+0.45 W 1>+0.45<W B3 D+CG+S+W I>+<W B3 49 System Derived 1.000 1.0 D+1.0 CG+0.75 S+0.45<W2+0.45<W B3 D+CG+S+<W2+<W B3 50 System Derived 1.000 1.0 D+L0 CG+0.6<W2+0.6 W B4> D+CG+<W2+W B4> 51 System Derived 1,000 0.6 D+0.6 CU+0.6 W1>+0.6 W134> )+CU+W1>+W134> 52 System Derived 1,000 1.0 D+1.0 CG+0.75 L+0.45 WI>+0.45 W134> D+CG+L+W 1>+W B4> 53 System Derived 1.000 1.0 D+1.0 CG+0.75 L+0.45<W2+0.45 W B4> D+CG+L+<W2+W B4> 54 System Derived 1.000 1.0 D+ 1.0 CG+0.75 S+0.45 W 1>+0.45 W B4> 1)+CG+S+W 1>+W134> 55 System Derived 1.000 1.0 D+1.0 CG+0.75 S+0.45<W2+0.45 WB4> D+CG+S+<W2+W134> 56 System Derived 1.000 1.0 D+1.0 CG+0.6<W2+0.6<W B4 D+CG+<W2+<W134 57 System Derived 1.000 .6D+0.6CU+0.6W1>+0.6<WB4 D+CU+WI>+<WB4 58 System Derived 1.000 1.0 D+1.0 CG+0.75 L+0.45 W 1>+0.45<W B4 1)+CG+L+W 1>+<W B4 59 System Derived 1.000 l.0 D+ 1.0 CG+0.75 L+0.45<W2+0.45<W B4 1)+CG+L+<W2+<W134 60 System Derived 1.000 1.0 D+ 1.0 CG+0.75 S+0.45 W 1>+0.45<W134 1)+CG+S+W I>+<W B4 File: vpc1RNW Distribution, Inc Version: 2021.2a Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc. Page 117 of 149 Date: 8/10/2021 Reactions Package Time:08:50 AM Page: 8 of 39 61 System Derived 1.000 1.0 D+1.0 CG+0.75 S+0.45<W2+0,45<W B4 D+CG+S+<W2+<W B4 62 System Derived 1.000 1.0 D+1.0 CG+0.7 EB>+0.7 EG+ D+CG+EB>+EG+ 63 System Derived 1.000 0.6 D+0.6 CU+0.7 EB>+0.7 EG- D+CU+EB>+EG- 64 System Derived 1.000 1.0 D+1.0 CG+0.7<EB+0.7 EG+ 1)+CG+<EB+EG+ 65 S stem Derived 1.000 0.6 D+0.6 CU+0.7<EB+0.7 EG- D+CU+<EB+EG- Dcsi n Load Combinations-Girt No. Ori in Factor Application Description l System Derived 1.000 1.0CG+0.6W1>+0.6WB1> CG+WI>+WB1> 2 System Derived 1.000 1.0CG+0.6<W2+0.6WBI> CG+<W2+WBI> 3 System Derived 1,000 1.0CG+0.6W1>+0.6<W131 CG+W1>+<WB1 4 System Derived 1.000 1.0CG+0.6<W2+0.6<WBI CG+<W2+<WBI 5 System Derived 1.000 1.0 CG+0.6 W 1>+0.6 W132> CG+W l>+W B2> 6 System Derived 1.000 1.0 CG+0.6<W2+0.6 W132> CG+<W2+W132> 7 System Derived 1.000 1.0 CG+0.6 W 1>+0.6<W132 CG+W i>+<WB2 8 System Derived 1.000 1.0 CG+0.6<W2+0.6<WB2 CG+<W2+<WB2 9 System Derived 1.000 1.0 CG+0.6 W 1>+0.6 WB3> CG+W 1>+W B3> 10 System Derived 1.000 1.0 CG+0.6<W2+0.6 WB3> CG+<W2+WB3> I I System Derived 1.000 1.0 CG+0.6 W 1>+0.6<W133 G+W 1>+<WB3 12 System Derived 1.000 1.0 CG+0.6<W2+0.6<W B3 CG+<W2+<W133 13 System Derived 1.000 LO CG+0.6 W 1>+0.6 WB4> G+W 1>+W B4> 14 System Derived 1.000 1.0 CG+0.6<W2+0.6 W134> CG+<W2+W134> 15 System Derived 1.000 1.0 CG+0.6 W l>+0.6<WB4 G+W 1>+<WB4 16 System Derived 1.000 1.0 CG+0.6<W2+0.6<WB4 G+<W2+<W B4 17 System Derived 1.000 0.7 EB> EB> 18 1 System Derived 1 1.000 10.7<EB I<EB Dcsi n Load Combinations-Roof-Panel No. Origin Factor Application Description 1 System 1.000 1.0 D+1.0 L D+L 2 System 1.000 1.0 D+1.0 SMS D+SMS 3 System 1,000 1.0 D+1.0 S+ 1.0 SD D+S+SD 4 System 1.000 I.0D+ I.OS+LOSS D+S+SS 5 System 1.000 1.0D+ 1.0USI* D+USI* 6 System 1.000 1.0 D+1.0*US 1 D+*US 1 7 System 1.000 1.0 D+0.6<W2 D+<W2 8 1 System 1 1.000 10.6D+0.6W1> ID+W1> Dcsi n Load Combinations-Wall-Panel No. Origin I Factor I Application Description 1 System 1 11.000 0.6 W1> IWI> 2 System 1.000 0.6<W2 J<W2 Deflection Load Combinations-Framin No. Origin Factor I Def 1-1 Def V I Application Description I System 1.000 0 180 LO L L 2 System 1.000 0 180 1.0 SMS SMS 3 System 1.000 60 180 .42 W 1> W 1> 4 System 1.000 60 180 0.42<W 1 <W 1 5 System 1.000 60 180 .42 W2> W2> 6 System 1.000 60 180 0.42<W2 <W2 7 System 1.000 60 180 0.42 WPL WPL 8 System 1.000 60 180 0.42 WPR WPR 9 System Derived 1.000 60 180 0.42 WBI> WBl> 10 System Derived 1.000 60 180 0.42<WB1 <WB1 11 System Derived 1,000 60 180 OA2 W132> WB2> 12 System Derived 1.000 60 180 .42<WB2 <WB2 13 System Derived 1.000 60 180 0.42 WB3> WB3> 14 System Derived 1.000 60 180 0.42<W133 <W133 15 System Derived 1.000 60 180 0.42 WB4> W134> 16 System Derived 1.000 60 180 O42<W64 <WB4 17 System 1.000 10 0 1.0 E>+1.0 EG- E>+EG- 18 System 1.000 10 0 1.0<E+1.0 EG- <E+EG- 19 System Derived 1.000 10 0 1.0 EB> EB> 20 1 System Derived 1 1.000 1 10 1 0 11.0<EB I<EB Deflection Load Combinations-Purlin File: vpc1RNW Distribution, Inc Version: 2021.2a Varco Pruden Buildings is a division of B1ueScope Buildings North America, Inc. Page 118 of 149 Date: 8/10/2021 Reactions Package Time:08:50 AM Page: 9 of 39 No. Origin Factor Deflection Application Description 1 System 1.000 150 1.0 L L 2 System 1.000 180 1.0 SMS SMS 3 System 1.000 180 0.42 W 1> W l> 4 S stem 1.000 180 0.42<W2 <W2 Deflection Load Combinations-Girt No. I Origin I Factor I Deflection Application Description 1 System 1.000 1 90 0 42 W 1> W 1> 2 1 System 1 1.000 90 0.42<W2 <W2 Deflection Load Combinations-Roof-Panel No. Origin I Factor I Def H Def V I Application Description 1 System 1 1.000 1 60 60 1.0 SMS SMS 2 System 1.000 60 60 0.42<W2 <W2 File: vpc 1 RNW Distribution, Inc Version: 2021.2a Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc. page 119 of 149 Date:8/10/2021 Reactions Package Time:08:50 AM ,I& Page: 10 of 39 Reactions-Summary Report w/Controlling Load Comb Shape: RNW Distribution Builder Contact:Alan Perkes Project: RNW Cistribution,Inc. Name:Axthelm Construction Builder PO#:VP Quote#210163 Address: Jobsite: 197th Place NE City,State Zip:Mount Vernon,Washington 98274 City,State Zip:Arlington,Washington 98223 Country:United States County,Country:Snohomish,United States Loads and Codes-Shape:RNW Distribution City: Arlington County: Snohomish State: Washington Country: United States Building Code:2018 Intemational Building Code Structural: 16AISC-ASD Rainfall:I:4.00 inches per hour Building Risk/Occupancy Category: [I(Standard Occupancy Structure) Cold Form: 16AIS1-ASD fc:3000.00 psi Concrete Dead and Collateral Loads Roof Live Load Collateral Gravity:6.00 psf Roof Covering+Second.Dead Load:Varies Roof Live Load:20.00 psf 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 15.75 psf Mapped MCE Acceleration:Ss: 105.30%g Primaries Wind Exposure:C-Kz:0.937 Design Snow(Sloped):ps: 14.67 psf Mapped MCE Acceleration:Sl:37.60%g Parts Wind Exposure Factor:0.937 Rain Surcharge:0.00 Site Class:Stiff soil(D)-Default Wind Enclosure:Enclosed Specified Minimum Roof Snow:25.00 psf(USR) Seismic Importance:le: 1.000 Topographic Factor: Kzt: 1.0000 Exposure Factor: 1 Fully Exposed-Ce:0.90 Design Acceleration Parameter:Sds:0.8424 Ground Elevation Factor:Ke: 1,0000 Snow Importance:Is: 1.000 Design Acceleration Parameter:Shc:0.4823 Thermal Factor: Heated-Ct: 1.00 Seismic Design Category: D NOT Windborne Debris Region Ground/Roof Conversion:0.70 Seismic Snow Load:0.00 psf Base Elevation:0/0/0 Unobstructed,Slippery %Snow Used in Seismic:0.00 Site Elevation:0.0 ft Diaphragm Condition:Rigid Primary Zone Strip Width:2a: 19/2/6 Fundamental Period Height Used:27/0/8 Parts/Portions Zone Strip Width:a:9/7/3 Basic Wind Pressure:q:24.68,(Parts)24.68 psf Transverse Direction Parameters Ordinary Steel Moment Frames Redundancy Factor:Rho: 1.00 Fundamental Period:Ta:0.3915 R-Factor:3.50 Overstrength Factor:Omega:3,00 Deflection Amplification Factor:Cd:3.00 Base Shear:V:0.2407 x W Longitudinal Direction Parameters Ordinary Steel Concentric Braced Frames Redundancy Factor:Rho: 1.30 Fundamental Period:Ta:0.2372 R-F actor:3.25 Overstrength Factor:Omega:3.00 Deflection Amplification Factor:Cd:3.25 Base Shear:V:0.2592 x W File: vpclRNW Distribution, Inc Version: 2021.2a Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc. page 120 of 149 Date: 8/10/2021 Reactions Package Time:08:50 AM Page: 11 of 39 Overall Building Description Shape Overall Overall Floor Area Wall Area Roof Area Max.Eave Min.Eave Max.Roof Min.Roof I Peak Width Length (sq.ft (sq.ft. (sq.ft. Height Hei ht 2 Pitch Pitch Height RNW Distribution 135/6/0 127/0/0 15802 11750 16104 24/0/0 16/0/0 1 2.000:12 1.344:12 30/1/0 Ovcrall Shape Description Roof 1 Roof 1 From Grid To Grid Width Length Eave Ht. Eave Ht.2 1 Pitch Pitch 2 Dist.to Ride Peak Hei ht A B 1-F l-P 73/0/0 127/0/0 24/0/0 24/0/0 2.000:12 2.000:12 36/6/0 30/l/0 C 1-A l-F 62/6/0 104/6/0 16/0/0 23/0/0 1.344:12 Q d 4 Ell _ — 12__u File: vpcIRNW Distribution, Inc Version: 2021.2a Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc. page 121 of 149 Date:8/10/2021 Reactions Package Time:08:50 AM Page: 12 of 39 <*>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: vpc l RNW Distribution, Inc Version:2021.2a Varco Pruden Buildings is a division of B1ueScope Buildings North America, Inc. Page 122 of 149 Date: 8/10/2021 Reactions Package Time:08:50 AM • Page: 13 of 39 Wall: 2 Frame ID:Portal Frame Frame Type:Portal Frame F-4 F-3 vy vy Hx >Hx Values shown are resisting forces of the foundation. Base Connection Design is Based on 3000.00 (psi)Concrete Reactions-Unfactored Load lype at Frame Cross Section:F Type Exterior Column Exterior Column X-Loc 0/0/0 26/0/0 Gridl-Grid2 F-4 F-3 Base Plate W x L(in.) 9 X 32 9 X 32 Base Plate Thickness(in.) 0.375 0,375 Anchor Rod Qty/Diam. (in.) 4-1.000 4-1.000 Column Base Elev, 100'-01, 100'-0" Load Type Load Description Desc. Hx Vv Hx Vy D Material Dead Weight Frm 0.03 094 403 0.94 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 S> Snow-Notional Right Frm SD Snow Drift Load Frm SS Sliding Snow Load Frm <S Snow-Notional Left Frm USl* Unbalanced Snow Load 1,Shifted Right Frm *USI Unbalanced Snow Load 1,Shifted Left Frm W2> Wind Load,Case 2,Right Frm <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-Wall: 1 Frm MW Minimum Wind Load-Wall:2 Frm MW Minimum Wind Load-Wall:3 Frm MW Minimum Wind Load-Wall:4 Frm MW Minimum Wind Load-Wall:5 Frm MW Minimum Wind Load-Wall:6 Frm MW Minimum Wind Load-Wall:7 Frm MW Minimum Wind Load-Wall:8 Frm CU Collateral Load for Wind Cases Frm W l> Wind Load,Case 1,Right Frm <W 1 Wind Load,Case 1,Left Frm L Roof Live Load Frm S Snow Load Frm E> Seismic Load,Right Fnn EG+ Vertical Seismic Effect,Additive Frm File: vpcIRNW Distribution, Inc Version: 2021.2a Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc. Page 123 of 149 X/jr-7 Date: 8/10/2021 Reactions Package Time:08:50 AM • Page: 14 of 39 <E Seismic Load,Left Frm EG- Vertical Seismic Effect,Subtractive Frm WBl> Wind Brace Reaction,Case 1,Right Brc 408 8.54 4.08 -8.54 <WB1 Wind Brace Reaction,Case 1,Left Brc -4-29 -8.98 -4.28 8.98 - WB3> Wind Brace Reaction,Case 3,Right Brc 4,62 9.66 4.61 -9.66 <WB3 Wind Brace Reaction,Case 3,Left Brc -4.97 -10.41 -4.97 10.41 - MWB Minimum Wind Bracing Reaction-Wall: I Brc 4.41 9.23 441 -9.23 - MWB Minimum Wind Bracing Reaction-Wall:2 Brc - - - - _ MWB Minimum Wind Bracing Reaction-Wall:3 Brc -2-96 -6.21 -2.96 6.21 - MWB Minimum Wind Bracing Reaction-Wall:4 Brc - - MWB Minimum Wind Bracing Reaction-Wall:5 Brc MWB Minimum Wind Bracing Reaction-Wall:6 Brc _ MWB Minimum Wind Bracing Reaction-Wall:7 Brc MWB Minimum Wind Bracing Reaction-Wall:8 Brc - - - EB> Seismic Brace Reaction,Right Brc 5.95 12.46 5.95 -12.46 - <EB Seismic Brace Reaction,Left Brc -5,87 -12.30 -5.87 12.30 - SMS Specified Min.Roof Snow Frm - - - _ WB2> Wind Brace Reaction,Case 2,Right Brc 4.70 9.85 4.70 -9.85 - <WB2 Wind Brace Reaction,Case 2,Left Brc -3.92 -8.22 -3.92 8.22 - WB4> Wind Brace Reaction,Case 4,Right Brc 5 13 10.74 5.12 -10.74 - <WB4 Wind Brace Reaction.Case 4.Left Brc -4.46 -9.34 1 -4.45 1 9.34 Maximum Combined Reactions Summary with Factored Loads-Framing Note:All reactions are based on I st order structural analysis. Appropriatc Load Factors must be avoliteWd for dcsi n of foundations. X-Loc Grid Hrz left Loadl 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-4 4.09 91 1 4.20 75 - - 8.04 91 9.66 75 - - - 26/0/0 F-3 4.14 87 4.14 79 - 8.16 79 9.55 87 - Maximum Frame Reactions-Factored Load Cases at Frame Cross Section:F Note:All reactions are based on I st order structural analysis. X-Loc 0/0/0 26/0/0 Gridl -Grid2 F-4 F-3 Ld Description fix Vy Hx V Cs (application factor not shown) (k) k k k) 75 D+CG+E>+EG++EB> 4.20 9.66 4.13 -7.78 - 79 D+C U+E>+EG-+EB> 4.19 9.29 4.14 -8.16 - 87 D+CG+E>+EG++<EB -4.08 -7.67 -4.14 9.55 91 D+CU+E>+EG-+<EB -4.09 -8.04 1 -4.13 9.17 - ASD Load Combinations-Framing No. Ori in Factor Application Description 75 System Derived 1.000 1.0 D+1.0 CG+0.21 E>+0.7 EG++0.7 EB> D+CG+E>+EG++EB> 79 System Derived 1.000 D.6 D+0.6 CU+0.21 E>+0.7 EG-+0.7 EB> D+CU+E>+EG-+EB> 87 System Derived 1.000 1.0 D+1.0 CG+0.21 E>+0.7 EG++0.7<EB D+CG+E>+EG++<EB 91 System Derived 1.000 0.6D+0.6CU+0.21 E>+0.7 EG-+0.7<EB D+CU+E>+EG-+<EB File: vpc 1 RNW Distribution, Inc Version:2021.2a Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc. Page 124 of 149 Date: 8/10/2021 Reactions Package Time:08:50 AM Page: 15 of 39 Wall: 4, Frame at: 0/6/0 Frame ID:RF EW Frame Type:Rigid Frame,End Posts Vy Hx Vy Vy Vy Vy Vy ti Hx H 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:1 Type Exterior Column Interior Column Interior Column Interior Column X-Loc 0/0/0 20/0/0 25/0/0 48/0/0 Gridl -Grid2 I-P I-N l-M 1-K Base Plate W x L(in.) 8X13 8X12 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, 100'-01, 100'-01, t00'-0" Load Type Load Description Desc. Fix Vy Hx Hz Vv FIX Hz Vy Hx I-Iz V D Material Dead Weight Frm 0.89 2.32 0.26 - 0.31 - 0.44 CG Collateral Load for Gravity Cases Frm 1.39 289 - - - - SMS> Specified Min.Roof Snow-Notional Right Frm 5 80 12.06 - - <SMS Specified Min.Roof Snow-Notional Left Frm 5 80 12.06 - - - S> Snow-Notional Right Frm 340 7.07 - - - SD Snow Drift Load Frm - - SS Sliding Snow Load Frm - - - - <S Snow-Notional Left Frm 3.40 7.07 - - USl* Unbalanced Snow Load 1,Shifted Right Frm 3.05 4.31 - - *USl Unbalanced Snow Load 1,Shifted Left Frm 3.10 7.25 - W2> Wind Load,Case 2,Right Frm -10.06 -10.83 - - <W2 Wind Load,Case 2,Left Frm -1.31 -6.46 - - - WPL Wind Load,11 Ridge,Left Frm -3.78 -10.65 - - WPR Wind Load,1�Ridge,Right Frm -2.42 -12.75 - - MW Minimum Wind Load-Wall: l Frm - - - - - MW Minimum Wind Load-Wall:2 Frm 1.43 1.05 - - MW Minimum Wind Load-Wall:3 Frm - - - - - - MW Minimum Wind Load-Wall:4 Frm -4.18 -1.05 - - - - MW Minimum Wind Load-Wall:5 Frm - - - - - MW Minimum Wind Load-Wall:6 Frm 1.38 1.03 - - - - MW Minimum Wind Load-Wall:7 Frm - - - - - - MW Minimum Wind Load-Wall:8 Frm - - - - - - CU Collateral Load for Wind Cases Frm - - - - W 1> Wind Load,Case 1,Right Frm -10.69 -15.16 3.93 - 447 - 4.20 <W l Wind Load,Case 1,Left Frm -1.94 -10.79 -3.53 - -4 02 -3.78 S Snow Load Frm 3.40 7-07 - - - E> Seismic Load,Right Frm -2.33 -1.75 0.12 - 0.10 0.12 - EG+ Vertical Seismic Effect,Additive Frm 0.42 088 - - - - <E Seismic Load,Left Frm 2.33 1 75 - -0.12 - - -0.10 - -0.12 - EG- Vertical Seismic Effect,Subtractive Frm -0.42 -0 88 - - - - - SMS Specified Min.Roof Snow Frm 5.80 1206 - - - - - File: vpcIRNW Distribution, Inc Version:2021.2a Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc. Page 125 of 149 X/1;7 Date: 8/10/2021 Reactions Package Time:08:50 AM • Page: 16 of 39 L> Live-Notional Right Frm -0,02 -0.02 - <L Live-Notional Left Frm -0.02 -0.02 ASL^ Alternate Span Live Load,Shifted Right Frm 402 -0,02 ^ASL Altemate Span Live Load,Shifted Left Frm - - - L Roof Livc Load Frm -0.02 -0.02 Type Interior Column Exterior Column X-Loc 60/6/0 73/0/0 Gridl -Grid2 1-G 1-F Base Plate W x L(in.) 8 X 10 10 X 13 Base Plate Thickness(in.) 0.375 0.375 Anchor Rod Qty/Diam. (in.) 2-0.750 4-0.750 Column Base Elev. 114'-0" 100'-0" Load Tye Load Description Desc. Flx Flz Yy Hx V D Material Dead Weight Frm 0.11 -0.89 3.27 - - CG Collateral Load for Gravity Cases Frm - -1.39 4.17 - - SMS> Specified Min.Roof Snow-Notional Right Frm - -5.80 17.36 - - <SMS Specified Min.Roof Snow-Notional Left Frm -5.80 17.36 - - S> Snow-Notional Right Frm - -3.40 10.70 - - SD Snow Drift Load Frm - - - - - SS Sliding Snow Load Frm - - - - _ <S Snow-Notional Left Frm - - -3.40 10.70 US]* Unbalanced Snow Load 1,Shifted Right Frm - -3.05 7.25 - - *US1 Unbalanced Snow Load 1,Shifted Left Frm -3.10 4.31 - - W2> Wind Load,Case 2,Right Frm 1.25 -7.36 - - <W2 Wind Load,Case 2,Left Frm 4.73 -13.70 - - WPL Wind Load,11 Ridge,Left Frm 3.82 -17.37 - - WPR Wind Load,11 Ridge,Right Frm 5.56 -13.06 - MW Minimum Wind Load-Wall: I Frm - MW Minimum Wind Load-Wall:2 Frm - 4.30 -1,05 - MW Minimum Wind Load-Wall:3 Frm - - - MW Minimum Wind Load-Wall:4 Frm - - -1.56 1.05 - MW Minimum Wind Load-Wall:5 Frm MW Minimum Wind Load-Wall:6 Frm - 1.92 -1.45 - - MW Minimum Wind Load-Wall:7 Frm - - _ MW Minimum Wind Load-Wall:8 Frm CU Collateral Load for Wind Cases Frm - - W I> Wind Load,Case 1,Right Frm 1.82 3.03 -1115 - <W 1 Wind Load,Case 1,Left Frm - -L65 6.51 -19.49 - S Snow Load Frm - - -3.40 10.70 - - E> Seismic Load,Right Frm 0.04 - -2.78 2.02 - - EG+ Vertical Seismic Effect,Additive Frm - - -0.42 1.26 - <E Seismic Load,Left Frm -0.04 - 2.78 -2.02 - - EG- Vertical Seismic Effect,Subtractive Frm - - 0.42 -1.26 - SMS Specified Min.Roof Snow Frm - -5.80 17.36 - L> Live-Notional Right Frm 0.02 2.68 - <L Live-Notional Left Frm - 0.02 2.68 - ASL^ Altemate Span Live Load,Shifted Right Frm 0.02 2.83 - ^ASL Alternate Span Live Load,Shifted Left Frm - - -0.15 - - L Roof Live Load Frm 0.02 1 2,68 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 design of lbundations. X-Loc Grid Hrz left Load Hrz Right Load Hrz In Load Hrz Out Load Uplift Load Vrt Down Load Mom ew Load Mom ccw Load (-I-Ix) Case (Hx) Case (-flz) 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-P 5.88 21 8.09 1 - - 7.70 21 17.28 1 - - 20/0/0 I-N - - - - 2.12 22 2.36 21 - - 0.26 1 _ 25/0/0 I-M - 2.41 22 2.68 21 - 0.31 1 - - - 48/0/0 1-K - 2.27 22 2.52 21 0.44 1 - - - 60/6/0 1-G - 0.99 22 1.09 21 0.11 1 - - 73/0/0 I-F 8.09 1 I 1 3-37 1 22 1 - - - 9.73 1 22 1 24.79 1 1 File: vpcI RNW Distribution, Inc Version: 2021.2a Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc. Page 126 of 149 Date: 8/10/2021 Reactions Package Time:08:50 AM Page: 17 of 39 Maximum Frame Reactions-Factored Load Cases at Frame Cross Section:1 Note:All reactions are based on 1st order structural analysis. X-Loc 0/0/0 20/0/0 25/0/0 48/0/0 60/6/0 Grid I-Grid2 1-P 1-N I-M 1-K 1-G Ld Description Hx yy Hx Hz VY Hx Hz I Vv Hx Hz VY Hx Hz Vv Cs (application factor not shown) (k) k) k) k k) k M2.68O. k k k k k) k 1 D+CG+SMS> 8.09 1728 - - 0.26 - - - 0.44 - 0.11 21 D+CU+W 1> -5.88 -7.70 - 2.36 0.16 - - 2.52 0.27 1.0922 D+CU+<WI -0.63 -5 08 - -2.12 0.16 - 2.27 0.27 0.99 0.06 X-Loc 73/0/0 Gridl-Grid2 1-F Ld Description Hx V Cs (application factor not shown) k k) 1 D+CG+SMS> -8.09 24-79 - 21 D+CU+WI> 1.28 -5.93 - - 22 D+CU+<W 1 3.37 -9.73 ASD Load Combinations-Framing No. Ori in Factor Application Description 1 System 1.000 ].0 D+1,0 CG+I.0 SMS> D+CG+SMS> 21 System 1.000 .6D+0.6CU+0.6W1> D+CU+WI> 22 System 1.000 .6D+0.6CU+0.6<WI ID+CU+<Wl File: vpc]RN W Distribution, Inc Version:2021.2a Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc. Page 127 of 149 Date: 8/10/2021 Reactions Package Time:08:50 AM Page: 18 of 39 Wall: 4, Frame at: 26/0/0 Frame ID:RF FL2 Frame Type:Rigid Frame,End Posts Q VY VY VY ti Hx H 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:2 Type Exterior Column Interior Column Exterior Column X-Loc 0/0/0 48/0/0 73/0/0 Grid -Grid2 2-P 2-K 2-F Base Plate W x L(in.) 8 X 13 8 X 10 12 X 13 Base Plate Thickness(in.) 0.375 0.375 0.500 Anchor Rod Qty/Diam. (in.) 4-0.750 ***-*** 4-0.750 Column Base Elev. 100'-01, 1 100'-01, 100'-01, Load Type Load Description Dese. Hx Vy Hx Hz Vy Hx V D Material Dead Weight Frm 1.50 3.77 - 0.40 -1.50 7.33 CG Collateral Load for Gravity Cases Frm 2.69 5.60 - - - -2.69 10.43 SMS> Specified Min,Roof Snow-Notional Right Frm 11.21 23.35 - - - -11.21 43.48 <SMS Specified Min.Roof Snow-Notional Left Frm 11.21 23.35 - - - -11.21 43.48 S> Snow-Notional Right Frm 6.56 13.68 - - - -6.56 2747 SD Snow Drift Load Frm - - - - - - SS Sliding Snow Load Frm - - - - - - <S Snow-Notional Left Frm 6.56 13.68 - - - -6.56 27.47 us]* Unbalanced Snow Load 1,Shifted Right Frm 5.94 8.37 - - -5.94 14.08 *US I Unbalanced Snow Load 1,Shifted Left Frm 5.95 14.08 - - - -5.95 8.37 W2> Wind Load,Case 2,Right Frm -13.93 -14.32 - 3.00 -14.72 <W2 Wind Load,Case 2,Left Frm -2.28 -9.24 - - 5.96 -23.00 WPL Wind Load,11 Ridge,Left Frm -1.95 -14.71 - 10.21 -39 98 WPR Wind Load,11 Ridge,Right Frm -0.55 -18.14 - 11.75 -29 90 MW Minimum Wind Load-Wall: I Frm - - - MW Minimum Wind Load-Wall:2 Frm 2.88 2.03 - 8.26 -2.03 MW Minimum Wind Load-Wall:3 Frm - - - - MW Minimum Wind Load-Wall:4 Frm -8.23 -2.03 -2.92 2.03 MW Minimum Wind Load-Wall:5 Frm - - - MW Minimum Wind Load-Wall:6 Frm -0.01 -0 01 0.01 1 55 MW Minimum Wind Load-Wall:7 Frm - - - MW Minimum Wind Load-Wall:8 Frm - - - CU Collateral Load for Wind Cases Frm - - - - W I> Wind Load,Case 1,Right Frm -13.73 -21.71 794 8.29 -31 43 <W1 Wind Load,Case 1,Left Frm -2.09 -16.63 -7.15 - 11.26 -39.71 S Snow Load Frm 6.56 13.68 - -6.56 27.47 E> Seismic Load,Right Frm -2.75 -2.01 -2.81 0.99 - EG+ Vertical Seismic Effect,Additive Frm 0.82 1.70 -0.82 3.15 - <E Seismic Load,Left Frm 2.75 2.01 - 2.81 -0.99 - EG- Vertical Seismic Effect,Subtractive Frm -0 82 -1.70 - 0.82 -3.15 - SMS Specified Min.Roof Snow Frm 1121 23.35 - -11.21 43.48 - File: vpc1RNW Distribution, Inc Version:2021.2a Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc. page 128 of 149 Date: 8/10/2021 Reactions Package Time:08:50 AM Page: 19 of 39 Maximum Combined Reactions Summary with Factored Loads-Framing Note:All reactions are based on 1st order structural analysis. ADPropriatc Load Factors must be applied for dcsi n of foundations. X-Loc Grid Hrz left Load Hrz Right Load Flrz 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 W k k) k) (k) (k) (in-k) in-k 0/0/0 2-P 734 21 15.40 1 - - 10.76 21 32-72 1 - - - 48/0/0 2-K - - - 4.29 22 4.77 21 - 0.40 1 - - 73/0/0 2-F 15.40 1 6.15 24 - 19.59 23 61.24 1 - Maximum Frame Reactions-Factored Load Cases at Frame Cross Section:2 Note:All reactions are based on 1 st order structural analysis. X-Loc 0/0/0 48/0/0 73/0/0 Grid -Grid2 2-P 2-K 2-F Ld Description Hx Vy I-Ix Hz Vy Hx V Cs (application factor not shown k) k) (k) (k) (k) k) k 1 D+CG+SMS> 15.40 32.72 - 0.40 -15.40 61.24 21 D+CU+W1> -7.34 -10.76 477 0.24 4.07 -14.46 22 D+CU+<W1 -0.35 -771 -429 0.24 5.85 -19.43 23 D+CU+WPL -0.27 -6.56 - - 0.24 5.23 -19.59 24 D+CU+WPR 1 0.57 1 -8.62 - 0.24 1 6.15 1 -13.55 ;LSD Load Combinations-Framing No. Origin Factor Application Description 1 System 1.000 1.0 D+ 1.0 CG+1.0 SMS> D+CG+SMS> 21 System 1.000 16D+0.6CU+0.6W1> D+CU+W1> 22 System 1.000 0.6D+0.6CU+0.6<W1 D+CU+<W1 23 System 1.000 0.6D+0.6CU+0.6WPL D+CU+WPL 24 System 1.000 0.6 D+0.6 CU+0.6 WPR D+CU+WPR File: vpc l RNW Distribution, Inc Version: 2021.2a Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc. Page 129 of 149 Date: 8/10/2021 Reactions Package Time:08:50 AM Page: 20 of 39 Wall: 4,Frame at: 52/0/0 Frame ID:Rigid Frame Frame Type:Rigid Frame Q Vy Vy ti Hx "H. s 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:3 Type Exterior Column Exterior Column X-Loc 0/0/0 73/0/0 Gridl -Grid2 3-P 3-F Base Plate W x L(in.) 9 X 13 12 X 13 Base Plate Thickness(in.) 0.500 0.500 Anchor Rod Qty/Diam. (in.) 4- 1.250 4-0.750 Column Base Elev. 100'-01, 1 100'-0" Load Type Load Descri tion Dese, Hx I Flz Yy Hx V D Material Dead Weight Frm 1.52 - 3.82 -1.52 7.38 CG Collateral Load for Gravity Cases Frm 2.73 - 5.66 -2.73 10.54 SMS> Specified Min.Roof Snow-Notional Right Frm 11.39 - 23.57 -11.39 43.90 <SMS Specified Min.Roof Snow-Notional Left Frm 11.39 - 23.57 -11.39 43.90 S> Snow-Notional Right Frm 6.67 - 13.82 -6.67 27.74 SD Snow Drift Load Frm - - - - SS Sliding Snow Load Frm - - - - - <S Snow-Notional Left Frm 6.67 - 13.82 -6.67 27.74 US1* Unbalanced Snow Load 1,Shifted Right Frm 6.04 - 8.45 -6.04 14.22 *US1 Unbalanced Snow Load 1,Shifted Left Frm 6.04 - 14.22 -6.04 8.45 W2> Wind Load,Case 2,Right Frm •12.46 - -12.23 2.35 -12.91 <W2 Wind Load,Case 2,Left Frm -2.02 - -7.84 5.05 -20,22 WPL Wind Load,11 Ridge,Left Frm -1.18 - -13.46 9.63 -37.54 WPR Wind Load,11 Ridge,Right Frm - -16.39 10.94 -28 39 MW Minimum Wind Load-Wall: 1 Frm - - - MW Minimum Wind Load-Wall:2 Frm 291 2.05 8.34 -2.05 MW Minimum Wind Load-Wall:3 Fnn - - - MW Minimum Wind Load-Wall:4 Frm -8.32 -2.05 -2.93 2.05 MW Minimum Wind Load-Wall:5 Frm - - - MW Minimum Wind Load-Wall:6 Frm -0,01 -0.01 0.01 1.57 MW Minimum Wind Load-Wall:7 Frm - - - - MW Minimum Wind Load-Wall:8 Frm CU Collateral Load for Wind Cases Frm WI> Wind Load,Case 1,Right Frm -12.28 - -19.69 7.72 -29.78 <Wl Wind Load,Case 1,Left Frm -1.84 - -15.30 10.41 -37.09 S Snow Load Frm 6.67 - 13.82 -6.67 27.74 E> Seismic Load,Right Frm -2.73 - -2.01 -2.82 0.99 EG+ Vertical Seismic Effect,Additive Frm 0.83 - 1.72 -0.83 3.18 <E Seismic Load,Left Frm 2.73 - 2.01 2.82 -0.99 EG- Vertical Seismic Effect,Subtractive Frm -0.83 - -1.72 0.83 -3.18 WB1> Wind Brace Reaction,Case 1,Right Brc 0.07 -11,89 -11.04 -0.07 0.13 File: vpcIRNW Distribution, Inc Version: 2021.2a Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc. Page 130 of 149 ';7 . Date: 8/10/2021 WARM M, Reactions Package Time:08:50 AM Page: 21 of 39 <WBI Wind Brace Reaction,Case 1,Left Brc -0.11 - 11.25 0.11 -0-15 - WB3> Wind Brace Reaction,Case 3,Right Brc 0.07 -10.90 -10.29 -0,07 0 12 - <WB3 Wind Brace Reaction,Case 3,Left Brc -0.10 - 10.54 0.10 -0.15 - MWB Minimum Wind Bracing Reaction-Wall: I Brc 0.07 -I L11 -10.30 -0.07 0.05 MWB Minimum Wind Bracing Reaction-Wall:2 Brc - - - MWB Minimum Wind Bracing Reaction-Wall:3 Brc -0.09 9.19 0.09 -0.08 MWB Minimum Wind Bracing Reaction-Wall:4 Brc - - MWB Minimum Wind Bracing Reaction-Wall:5 Brc - 0.08 MWB Minimum Wind Bracing Reaction-Wall:6 Brc -MWB Minimum Wind Bracing Reaction-Wall:7 Brc - - -0.05 MWB Minimum Wind Bracing Reaction-Wall:8 Brc - - - - EB> Seismic Brace Reaction,Right Brc 0.10 -17.13 -15.88 -0.10 0.22 <EB Seismic Brace Reaction,Left Brc -0.15 - 15.95 0.15 -0.24 SMS S eeil-led Min.Roof Snow Frm 11.39 23.57 1 -1 1.39 1 43.90 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 ipji 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 3-P 6.46 21 15.65 1 11.99 63 14.16 44 33.05 1 73/0/0 3-F 15.65 1 5.72 47 - - 1&18 53 61.81 1 Maximum Frame Reactions-Factored Load Cases at Frame Cross Section:3 Note:All reactions are based on Ist order structural analysis. X-Loc 0/0/0 73/0/0 Gridl-Grid2 3-P 3-F Ld Description Hx Hz Vv FIX V Cs (application factor not shown k k k k k) l D+CG+SMS> 15.65 - 33.05 -15.65 61.81 21 D+CU+W 1> -6.46 - -9.52 3.71 -13.44 44 D+CU+WPR+WB1> 0.96 -7.14 -14.16 5.61 -12.53 47 D+C U+WPR+<WB 1 0.85 - -0.79 5-72 -1270 53 D+CU+WPL+<WB3 0.14 - 0.54 4.93 -18.18 63 D+CG+E>+EG++EB> 1 4.34 -11.99 -0.86 1 -5.50 2050 - ASD Load Combinations-Framing No. Ori in Factor Application Description 1 System 1.000 1.0D+I.0CG+1.0SMS> D+CG+SMS> 21 System 1.000 0.6D+0.6CU+0.6W1> D+CU+WI> 44 System Derived 1.000 0.6 D+0.6 CU+0.6 WPR+0.6 WB1> D+CU+WPR+WB1> 47 System Derived 1.000 0.6 D+0.6 CU+0.6 WPR+0.6<WB I D+CU+WPR+<WB1 53 System Derived 1.000 0.6 D+0.6 CU+0.6 WPL+0.6<WB3 D+CU+WPL+<WB3 63 1 System Derived 1 1.000 11.0 D+1.0 CG+0.21 E>+0.7 EG++0.7 EB> ID+CG+E>+EG++EB> Bracing X-Loc Grid Description 0/0/0 3-P Diagonal bracing at base is attached to column, Reactions ARE included with frame reactions. 73/0/0 3-F Portal Frame is next to column.See portal frame section for reactions File: vpcI RNW Distribution, Inc Version: 2021.2a Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc. Page 131 of 149 %oe;7 Date: 8/10/2021 Reactions Package Time:08:50 AM • Page: 22 of 39 Wall: 4, Frame at: 78/0/0 Frame ID:Rigid Frame Frame Type:Rigid Frame Q Vy VY ti Wx hlx Values shown are resisting forces of the foundation. Base Connection Design is Based on 3000-00 (psi)Concrete Reactions-Unfactored Load Type at Frame('rocs Section:4 Type Exterior Column Exterior Column X-Loc 0/0/0 73/0/0 Grid -Grid2 4-P 4-F Base Plate W x L(in.) 9 X 13 12 X 13 Base Plate Thickness(in.) 0.500 0.500 Anchor Rod Qty/Diam, (in.) 4-1.250 4-0.750 Column Base Elev. 100'-0" 100'-01, Load Type Load Description Desc. Hx I Hz I Vy Hx V D Material Dead Weight Frm 1.52 3.82 -1.52 7.38 CG Collateral Load for Gravity Cases Frm 2.73 - 5-66 -2.73 10.54 SMS> Specified Min.Roof Snow-Notional Right Frm 11.39 - 23.57 -11.39 43.90 <SMS Specified Min.Roof Snow-Notional Left Frm 11.39 23.57 -11.39 43.90 S> Snow-Notional Right Frm 6.67 13.82 -6.67 27.74 SD Snow Drift Load Frm - - - - SS Sliding Snow Load Frm - - - - <S Snow-Notional Left Frm 6.67 13 82 -6.67 27.74 US1* Unbalanced Snow Load 1,Shifted Right Frm 6.04 - 8.45 -6.04 14.22 *US1 Unbalanced Snow Load 1,Shifted Left Frm 6.04 14.22 -6.04 8.45 W2> Wind Load,Case 2,Right Frm -12,46 -12.22 2.35 -13.40 <W2 Wind Load,Case 2,Left Frm -2.01 -7.84 5.04 -21.01 WPL Wind Load,11 Ridge,Left Frm -1 18 -13.45 9.63 -38.38 WPR Wind Load,11 Ridge,Right Frm 0.01 -16.38 10.94 -28.74 MW Minimum Wind Load-Wall: 1 Frm - - - MW Minimum Wind Load-Wall:2 Frm 2.91 2.05 8.34 -2.05 MW Minimum Wind Load-Wall:3 Frm - - MW Minimum Wind Load-Wall:4 Frm -8.32 - -2.05 -2.93 2.05 MW Minimum Wind Load-Wall:5 Frm - - - - MW Minimum Wind Load-Wall:6 Frm -0.01 -0.01 0.01 1.57 MW Minimum Wind Load-Wall:7 Frm - - - MW Minimum Wind Load-Wall:8 Frm - CU Collateral Load for Wind Cases Frm - - - - Wl> Wind Load,Case 1,Right Frm -12.28 -19.69 7.71 -30.27 <W I Wind Load,Case 1,Left Frm -1.93 - -15.30 10.41 -37.98 S Snow Load Frm 6.67 - 13.82 -6.67 27.74 E> Seismic Load,Right Frm -2.73 -2.01 -2.82 0.98 EG+ Vertical Seismic Effect,Additive Frm 0.83 1.72 -0.83 3.18 <E Seismic Load,Left Frm 2.73 2.01 2.82 -0.98 EG- Vertical Seismic Effect,Subtractive Frm -0.83 - -1.72 0.83 -3.19 WB1> Wind Brace Reaction,Case 1,Right Bre -0.11 11.08 0.11 -0.15 File: vpc1RNW Distribution, Inc Version:2021.2a Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc. Page 132 of 149 Date:8/10/2021 Reactions Package Time:08:50 AM • Page: 23 of 39 <WBI Wind Brace Reaction,Case 1,Left Brc 0.16 12.01 -11.26 -0.16 0.13 WB3> Wind Brace Reaction,Case 3,Right Brc -0.10 - 10.33 0.10 -0 15 <WB3 Wind Brace Reaction,Case 3,Left Brc 0.15 11.10 -10.55 -0.15 0 12 MWB Minimum Wind Bracing Reaction-Wall: l Brc -0.10 - 10.34 0.10 409 MWB Minimum Wind Bracing Reaction-Wall:2 Brc - - - - MWB Minimum Wind Bracing Reaction-Wall:3 Brc 0.13 9.87 -9 19 -0.13 0.09 MWB Minimum Wind Bracing Reaction-Wall:4 Brc - - - - - MWB Minimum Wind Bracing Reaction-Wall:5 Brc - -0.05 MWB Minimum Wind Bracing Reaction-Wall:6 Brc - MWB Minimum Wind Bracing Reaction-Wall:7 Brc 0.02 MWB Minimum Wind Bracing Reaction-Wall:8 Brc - - F..B> Seismic Brace Reaction,Right Brc -0.15 15.95 0.15 -0.24 <EB Seismic Brace Reaction,Left Brc 0.22 17 13 -15 96 -0.22 0.20 SMS S eeilted Min.Roof Snow Frm 11.39 23.57 -1 L39 43.90 Maximum Combined Reactions Summary with Factored Loads-Framing Note:All reactions are based on 1 st order structural analysis. Arivropriate Load Factors must be applied for design 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 4-P 6.45 21 15.65 1 - - 1199 73 14.29 47 33.05 1 - 73/0/0 4-F 15.65 1 5 71 44 - 18.69 50 61.82 1 Maximum Frame Reactions-Factored Load Cases at Frame Cross Section:4 Note:All reactions are based on 1 st order structural analysis. X-Loc 0/0/0 73/0/0 Gridl -Grid2 4-P 4-F Ld Description Hx Hz Vy Hx V Cs (application factor not shown k) k) k k) k 1 D+CG+SMS> 15.65 - 33.05 -15.65 61.82 - - 21 D+CU+W I> -6.45 - 452 3.71 -13.73 - - 44 D+CU+WPR+WBI> 0.86 - -0.89 5.71 -12.91 - 47 D+CU+WPR+<WB1 1,02 7,21 -14.29 555 -12,74 - 50 D+CU+WPL+WB3> 0.15 - 042 4.92 -18.69 - - 73 D+CG+E>+EG++<EB 442 11 99 -0.92 1 -5.59 20.49 - ASD Load Combinations-Framing No. Origin Factor Application Description 1 System 1.000 LO D+1.0 CG+1.0 SMS> D+CG+SMS> 21 System 1.000 0,6D+0.6CU+0.6W1> D+CU+WI> 44 System Derived 1,000 .6D+0.6CU+0.6WPR+0.6WB1> D+CU+WPR+WBI> 47 System Derived 1.000 ).6 D+0.6 CU+0.6 WPR+0.6<WB1 D+CU+WPR+<WB1 50 System Derived 1.000 ,6D+0.6CU+0.6WPL+0.6WB3> D+CU+WPL+WB3> 73 System Derived 1.000 11.0D+I.0CG+0.21E>+0.7EG++0.7<EB ID+CG+E>+EG++<EB Bracing X-Loc Grid Description 0/0/0 4-P Diagonal bracing at base is attached to column. Reactions ARE included with frame reactions. 73/0/0 4-F Portal Frame is next to column.See portal frame section for reactions File: vpcIRNW Distribution, Inc Version: 2021.2a Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc. Page 133 of 149 Date: 8/10/2021 Reactions Package Time:08:50 AM • Page: 24 of 39 Wall: 4, Frame at: 104/0/0 Frame ID:Rigid Frame Frame Type:Rigid Frame CN vy W �ti L Hx Nx Values shown are resisting forces of the foundation. Base Connection Design is Based on 3000.00 (psi)Concrete Reactions-Unfactored Load'rype at Frame Cross Section:5 Type Exterior Column Exterior Column X-Loc 0/0/0 73/0/0 Grid -Grid2 5-P 5-F Base Plate W x L(in.) 8 X 13 8 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. FIX Vy Hx V D Material Dead Weight Frm 1.48 3.73 -1.48 4.12 CG Collateral Load for Gravity Cases Frm 2.54 5.31 -2.54 6.04 - SMS> Specified Min.Roof Snow-Notional Right Frm 10.57 22.10 -10.57 25.18 - <SMS Specified Min.Roof Snow-Notional Left Frm 10.57 22.10 -10.57 25.18 - S> Snow-Notional Right Frm 6.20 12.97 -6,20 15.07 - SD Snow Drift Load Frm - - - - - SS Sliding Snow Load Frm - - - - <S Snow-Notional Left Frm 6.20 12.97 -6.20 15.07 - US 1* Unbalanced Snow Load 1,Shifted Right Frm 5.51 7.88 -5.51 13.26 - *US1 Unbalanced Snow Load 1,Shifted Left Frm 5.59 13.26 -5.59 7,88 W2> Wind Load,Case 2,Right Frm -14.84 -15.00 -0.46 -7 89 <W2 Wind Load,Case 2,Left Frm -0.57 -7.87 10.82 -16 27 WPL Wind Load,11 Ridge,Left Frm -4.74 -16.12 4.32 -21.46 WPR Wind Load,11 Ridge,Right Frm -2-98 -19.10 6.43 -1726 MW Minimum Wind Load-Wall: 1 Frm - - - - MW Minimum Wind Load-Wall:2 Frm 2,72 1,92 7.77 -1 92 MW Minimum Wind Load-Wall:3 Frm - - - MW Minimum Wind Load-Wall:4 Frm -7.66 -1 92 -2.84 1.92 MW Minimum Wind Load-Wall:5 Frm - - - MW Minimum Wind Load-Wall:6 Frm 1.42 1 02 1.94 -1.40 MW Minimum Wind Load-Wall:7 Frm - - MW Minimum Wind Load-Wall:8 Frm - CU Collateral Load for Wind Cases Frm - W1> Wind Load,Case 1,Right Frm -15.94 -22.87 1.89 -16.58 <W1 Wind Load,Case 1,Left Frm -1.67 -15.74 13-18 -24 96 S Snow Load Frm 6.20 12.97 -6.20 15.07 E> Seismic Load,Right Frm -3.51 -2.58 -3.98 2.83 EG+ Vertical Seismic Effect,Additive Frm 0.77 1.61 -0.77 1.83 <E Seismic Load,Left Frm 3.51 2.58 3.98 -2.83 - EG- Vertical Seismic Effect,Subtractive Frm -0.77 -1.61 0.77 -1.83 SMS Specified Min.Roof Snow Frm 10.57 22 10 -10.57 25.18 - File: vpcI RNW Distribution, Inc Version: 2021.2a Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc. Page 134 of 149 Date: 8/10/2021 Reactions Package Time:08:50 AM Page: 25 of 39 L> Live-Notional Right Frm -0,02 0.02 0,02 2.20 - <L Live-Notional Left Frm -0,02 -0.02 0.02 2.20 - ASL^ Alternate Span Live Load,Shifted Right Frm - - - -0.21 - ^ASL Alternate Span Live Load,Shifted Left Frm -0.02 0.02 0.02 2.40 - L Roof Live Load Frm -0.02 -0.02 0.02 2.20 Maximum Combined Reactions Summary with Factored Loads-Framing Note:All reactions are based on 1 st order structural analysis. AporoDriate Load Factors must be applied for siftn 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 (h[x) 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 5-P 8.67 21 14.59 1 11.48 21 31.14 1 - - - 73/0/0 5-F 14,59 1 7.02 22 12.50 22 35.34 1 - Maximum Frame Reactions-Factored Load Cases at Frame Cross Section:5 Note:All reactions are based on Ist order structural analysis. X-Loc 0/0/0 73/0/0 Grid -Grid2 5-P 5-F Ld Description Hx Vy Hx V Cs (application factor not shown k k k k 1 D+CG+SMS> 14.59 31.14 -14.59 35.34 - 21 D+CU+W 1> -8.67 -11.48 0.25 -7.48 - 22 D+CU+<W1 -0.11 -7.20 1 7.02 -12.50 - ASD Load Combinations-Framin No. Origin Factor Application Description 1 System 1.000 1.0 D+1.0 CG+ 1.0 SMS> p+CG+SMS> 21 System 1.000 .6 D+0.6 CU+0.6 WI> D+CU+W1> 22 System 1.000 0.6 D+0.6 CU+0.6<W1 +CU+<W1 File: vpcIRNW Distribution, Inc Version: 2021.2a Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc. Page 135 of 149 Date: 8/10/2021 Reactions Package Time:08:50 AM Page: 26 of 39 Wall: 4, Frame at: 126/6/0 Frame 1D:Post&Beam Frame Type:Post&Beam Q `/ Q vy vv VY VY Vy 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:6 Type Exterior Column Interior Column Interior Column Interior Column X-Loc 0/0/0 20/0/0 36/6/0 53/0/0 Gridl -Grid2 6-P 6-N 6-L 6-J Base Plate W x L(in.) 8X11 8X11 8X11 8 X I I 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, 100'-01, 100'-01, 100'-01, Load Tye Load Description Desc. Hx Vy Hx Hz Vy Hx Hz I Vy Fix Hz V D Material Dead Weight Frm - 0.51 1.06 - 0.82 - 1.06 CG Collateral Load for Gravity Cases Frm - 0.59 1.50 - - 0.98 - 1.50 L> Live-Notional Right Frm 1.90 4.89 - - 3.29 - 4.89 <L Live-Notional Left Frm 1.90 - 4.89 - - 3.29 - 4.89 ASL^ Alternate Span Live Load,Shifted Right Frm -0.17 2.19 1.65 - 2.71 ^ASL Alternate Span Live Load,Shifted Left Frm 2.07 2.71 1.65 - - 2.19 SMS> Specifed Min.Roof Snow-Notional Right Frm 2.46 6.24 4.07 - 6.24 <SMS Specified Min.Roof Snow-Notional Left Frm 2.46 6.24 407 - 6.24 S> Snow-Notional Right Frm 1.44 3.66 2.39 - 3.66 SD Snow Drift Load Frm - - SS Sliding Snow Load Frm - - - - _ - <S Snow-Notional Left Frm - 1.44 3.66 2.39 - - 3.66 US1* Unbalanced Snow Load 1,Shifted Right Frm - 0.47 0.83 - 3.02 - - 4.58 *US1 Unbalanced Snow Load 1,Shifted Left Frm - 1.35 - 4,58 - 3.02 - _ 0.83 W2> Wind Load,Case 2,Right Frm -3.24 -1.55 - - -5.63 -2.86 - - -3.12 <W2 Wind Load,Case 2,Left Frm 1.51 -1.51 - - -3.12 - -2.79 - - -5.64 WPL Wind Load, Ridge,Left Frm 2.19 -2.13 - -4 36 - -2.79 - - -7.94 WPR Wind Load, Ridge,Right Frm 119 -3.40 -7.95 - -2.79 - - -4.35 MW Minimum Wind Load-Wall: 1 Frm - - - - _ _ - MW Minimum Wind Load-Wall:2 Frm - - -0.49 - - MW Minimum Wind Load-Wall:3 Frm - - - - - _ _ MW Minimum Wind Load-Wall:4 Frm -2.16 0,48 - - -0.49 - - MW Minimum Wind Load-Wall:5 Frm - - - - - _ _ - _ MW Minimum Wind Load-Wall:6 Frm MW Minimum Wind Load-Wall:7 Frm MW Minimum Wind Load-Wall:8 Frm CU Collateral Load for Wind Cases Frm - W1> Wind Load,Case 1,Right Frm -2-04 -2.65 - 5.32 -7.90 5.32 -3.76 5.32 -5.39 <W1 Wind Load,Case 1,Left Frm 2.71 -2.60 - -4.79 -5.40 -4.79 -3.69 -4.79 -T91 L Roof Live Load Frm - 1.90 - - 4.89 - - 3.29 - - 4.89 S Snow Load Frm - 1.44 - - 3.66 - - 2.39 - - 3.66 File: vpc1RNW Distribution, Inc Version: 2021.2a Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc. Page 136 of 149 Date: 8/10/2021 Reactions Package Time:08:50 AM h& Page: 27 of 39 E> Seismic Load,Right Frm -0.08 001 0,14 - 0.11 0 11 - EG+ Vertical Seismic Effect,Additive Frm - 0 18 - 0.45 - 0.30 - 0.45 <E Seismic Load,Left Frm 008 -0 01 -0.14 - - -0.11 - -0 11 - EG- Vertical Seismic Effect,Subtractive Frm - -0.18 - -0.45 - -0.30 -0.45 WB1> Wind Brace Reaction,Case 1,Right Brc 0.05 539 - -6.71 0.00 6.70 0-00 0,02 <WB1 Wind Brace Reaction,Case 1,Left Brc -0.02 -0.00 - 6.70 -5.50 - -6.70 -0.00 - WB3> Wind Brace Reaction,Case 3,Right Brc 0.05 5.39 - -6.77 0.00 - 6.76 0.00 - 0.02 <WB3 Wind Brace Reaction,Case 3,Left Brc -0 02 -0.00 - 6.76 -5.50 -6 76 -0 00 - MWB Minimum Wind Bracing Reaction-Wall: 1 Brc - - - - - - MWB Minimum Wind Bracing Reaction-Wall:2 Brc 002 0.00 3.88 -3.31 -3.88 000 MWB Minimum Wind Bracing Reaction-Wall:3 Brc - - - - - - - MWB Minimum Wind Bracing Reaction-Wall:4 Brc 0.04 4.20 -5.21 0.00 5.20 0-00 0.02 MWB Minimum Wind Bracing Reaction-Wall:5 Brc - - - - - - - MWB Minimum Wind Bracing Reaction-Wall:6 Brc - - - - MWB Minimum Wind Bracing Reaction-Wall:7 Brc - - MWB Minimum Wind Bracing Reaction-Wall:8 Brc - - - EB> Seismic Brace Reaction,Right Brc 024 2.90 -4.46 0.00 4.45 0-00 0.02 <EB Seismic Brace Reaction,Left Brc -0.20 -0 00 4.19 -2.85 -4.19 -0.00 - SMS Specified Min.Roof Snow Frm - 246 0.24 - 407 6.24 Type Exterior Column X-Loc 73/0/0 Gridl -Grid2 6-F 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 Vv D Material Dead Weight Frm 051 - CG Collateral Load for Gravity Cases Frm 059 - L> Live-Notional Right Frm 1-90 - <L Live-Notional Left Frm 1.90 - ASL^ Alternate Span Live Load,Shifted Right Frm 207 - ^ASL Alternate Span Live Load,Shifted Left Frm -0 17 - - SMS> Specified Min.Roof Snow-Notional Right Frm 246 - - <SMS Specified Min.Roof Snow-Notional left Frm 246 - S> Snow-Notional Right Frm 1.44 - - SD Snow Drift Load Frm - - SS Sliding Snow Load Frm - - <S Snow-Notional Left Frm - 1.44 - USI* Unbalanced Snow Load 1,Shifted Right Frm 1.35 - *US1 Unbalanced Snow Load 1,Shifted Left Frm - 0.47 - W2> Wind Load,Case 2,Right Frm -1.53 -1.49 - <W2 Wind Load,Case 2,Left Frm 3.26 -1.59 - WPL Wind Load,11 Ridge,Left Frm -2.20 -3.37 - WPR Wind Load,11 Ridge,Right Frm -2;20 -2.10 - MW Minimum Wind Load-Wall: 1 Frm - - - MW Minimum Wind Load-Wall:2 Frm 2.16 0.48 - MW Minimum Wind Load-Wall:3 Frm - - MW Minimum Wind Load-Wall:4 Frm - - MW Minimum Wind Load-Wall:5 Frm - - MW Minimum Wind Load-Wall:6 Frm - - MW Minimum Wind Load-Wall:7 Frm - - MW Minimum Wind Load-Wall:8 Frm -Cu Collateral Load for Wind Cases Frm - W l> Wind Load,Case 1,Right Frm -2.73 -2.57 - - <WI Wind Load,Case I,Left Frm 2.06 -2.67 - - L Roof Live Load Frm 1.90 - - S Snow Load Frm - 1.44 - E> Seismic Load,Right Frm -0.08 -0.01 - - EG+ Vertical Seismic Effect,Additive Frm - 0.18 - - - <E Seismic Load,Left Frm 0.08 0.01 - - EG- Vertical Seismic Effect,Subtractive Frm - -0.18 - - WB1> Wind Brace Reaction,Case 1,Right Brc 0.06 - - - - <WB1 Wind Brace Reaction,Case 1,Left Brc -0.02 - - WB3> Wind Brace Reaction,Case 3,Right Brc 0.06 - - - File: vpc 1 RN W Distribution, Inc Version:2021.2a Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc. Page 137 of 149 Date: 8/10/2021 Reactions Package Time:08:50 AM Page: 28 of 39 <WB3 Wind Brace Reaction,Case 3,Left Brc -0.02 MWB Minimum Wind Bracing Reaction-Wall: l Brc - MWB Minimum Wind Bracing Reaction-Wall:2 Brc 0.03 MWB Minimum Wind Bracing Reaction-Wall:3 Brc - MWB Minimum Wind Bracing Reaction-Wall:4 Brc 0.05 MW13 Minimum Wind Bracing Reaction-Wall:5 Brc MWB Minimum Wind Bracing Reaction-Wall:6 Brc MWB Minimum Wind Bracing Reaction-Wall:7 Brc MWB Minimum Wind Bracing Reaction-Wall:8 Brc EB> Seismic Brace Reaction,Right Brc 025 <EB Seismic Brace Reaction,Left Bre -0,20 - SMS Specified Min.Roof Snow hnn - 2.46 Maximum Combined Reactions Summary with Factored Loads-Framing Note:All reactions are based on 1 st order structural analysis. Appropriatc Load!actors must be applied I'or dcsign of foundations. X-Loc Grid Hrz left Load Hrz Right Load I Irz In Load Hrz Out Load Uplift Load Vrt Down Load Mom ew Load Mom cew 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 6-P 1.94 16 1.63 29 - - - 1.73 31 3.56 8 - - - 20/0/0 6-N 0.00 90 3.21 56 2.87 29 3.19 28 8.16 57 8.79 8 - - 36/6/0 6-L 3.28 60 0.00 56 2.87 29 3.19 28 5.24 69 6.05 66 - - 53/0/0 64 0.00 90 0.00 80 2.87 29 3.19 28 4.13 30 8.79 8 - 73/0/0 6-F 1.64 1 28 1 1.96 1 17 - - 1 1.72 1 30 1 3.56 1 8 - - Maximum Frame Reactions-Factored Load Cases at Frame Cross Section:6 Note:All reactions arc based on 1st order structural analysis. X-Loc 0/0/0 20/0/0 36/6/0 53/0/0 73/0/0 Grid -Grid2 6-P 6-N 6-L 64 6-F Ld Description IN Vy Hx Hz Vy Hx Hz I Vv Hx I[z VV Hx Vv Cs (application factor not shown k k k) k) k k k k k k k k k 8 D+CG+SMS> - 3.56 8.79 - 5.86 - 8.79 - 3.56 16 D+CG+W2> -1,94 0.17 - - -0.82 - - 0.08 - - 0.69 -0.92 0.21 17 D+CG+<W2 0.91 0-20 - 0.68 - 0.12 - - -0.82 1.96 0.15 28 D+CU+WI> -1.22 -128 3.19 -4.11 3.19 -1.77 - 3.19 -2.60 -1.64 -1.24 29 D+CU+<W 1 1.63 -1 25 -2.87 -2.60 -2.87 -1.73 - -2.87 -4.1 1 1.24 -1.29 30 D+CU+WPL 1.32 -0 97 - -1.98 - -1.18 - -4.13 -1.32 -1.72 31 D+CU+WPR 1.32 -1 73 - -4.13 - -1.18 - -1.98 -1.32 -0.95 56 D+CG+WPR+WB1> 1.35 -094 3.21 0.02 -6.24 0,00 4.14 0.00 - -0.04 -1.28 -0.16 57 D+CU+WPR+WB1> 1.35 -1.73 321 002 -8.16 0.00 - 2.84 0.00 - -1.96 -1.28 -0.95 60 D+CG+WPR+<W B 1 1.30 -0.94 -0 00 - 1.81 -3.28 -0.02 -3.90 -0.00 - -0.05 -1.33 -0.16 66 D+CG+L+WPL+WB3> 1.01 1.57 241 0.02 1.22 0.00 - 6.05 0.00 - 2.66 -0.96 1.01 69 D+CU+WPL+<WB3 1.30 -0.97 -0 00 - 2.07 -3.28 -0.02 -5.24 -0.00 - -4.13 -1.33 -1.72 80 D+CG+E>+EG++EB> 0.15 1.23 2.02 004 -0.25 0.00 0.02 5.12 0.00 0.02 2.89 0,16 122 90 D+CG+E>+EG++<EB -0.15 1.23 -0.00 0.03 1 5.81 1 -1.98 1 0.01 1 -0.93 1 -0.00 1 0.02 1 2.88 1 -0.15 1 122 ASD Load Combinations-Framing No. Ori in Factor Application Description 8 System 1.000 1.0 D+1.0 CG+1.0 SMS> D+CG+SMS> 16 System 1.000 1.0 D+1.0 CG+0.6 W2> D+CG+W2> 17 System 1.000 1.0D+ I.0CG+0.6<W2 D+CG+<W2 28 System 1.000 0.6D+0.6CU+0.6W1> D+CU+WI> 29 System 1.000 0.6 D+0.6 CU+0.6<WI D+CU+<WI 30 System 1.000 .6D+0.6CU+0.6WPL D+CU+WPL 31 System 1.000 .6 D+0.6 CU+0.6 WPR D+CU+WPR 56 System Derived 1.000 l.0 D+ t.0 CG+0.6 WPR+0.6 WB1> D+CG+WPR+WBl> 57 System Derived 1.000 .6 D+0.6CU+0.6 WPR+0.6 WBl> D+CU+WPR+WBl> 60 System Derived 1.000 1.0D+I.0CG+0.6 WPR+0.6<WB1 D+CG+WPR+<WBI 66 System Derived 1.000 1.0 D+1.0 CG+0.75 L+0.45 WPL+0.45 W B3> D+CG+L+WPL+W B3> 69 System Derived 1.000 0.6 D+0.6 CU+0.6 WPL+0.6<WB3 D+CU+WPL+<WB3 80 System Derived 1.000 1.0 D+1.0 CG+0.21 E>+0.7 EG++0.7 EB> D+CG+E>+EG++EB> 90 System Derived 1.000 11.0 D+1.0 CG+0.21 E>+0.7 EG++0.7<EB ID+CG+E>+EG++<EB Bracing File: vpc1RNW Distribution, Inc Version: 2021.2a Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc. Page 138 of 149 Date:8/10/2021 Reactions Package Time:08:50 AM hvilem Page: 29 of 39 X-Loc Grid Description 20/0/0 1 6-N Diagonal bracing at base is attached to column. Reactions ARE included with frame reactions. 36/6/0 6-L Diagonal bracing at base is attached to column. Reactions ARE included with frame reactions. File: vpc1RNW Distribution, Inc Version: 2021.2a Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc. Page 139 of 149 Date:8/10/2021 Reactions Package Time:08:50 AM Page: 30 of 39 Wall: 6, Frame at: 0/6/0 Frame ID:LT EW Frame Type:Lean-To(Post&Beam) Q Vy VV 4/HxHx Hx Values shown are resisting forces of the foundation, Base Connection Design is Based on 3000.00 (psi)Concrete Reactions-Unfactored Load 1ype at Frame Cross Section:5 Type Exterior Column Interior Column Interior Column X-Loc 0/0/0 20/0/0 40/0/0 Grid -Grid2 5-A 5-13 5-D Base Plate W x L(in.) 8 X 8.5 8 X 8.5 8 X 8.5 Base Plate Thickness(in.) 0.313 0.313 0.313 Anchor Rod Qty/Diam. (in.) 2-0.750 2-0,750 2-0.750 Column Base Elev. 100'-0" 100'-0" 100'-0" Load T e Load Description Desc. Hx Vy Hx Hz I Vy Hx Hz V D Material Dead Weight Frm 0.01 043 0.95 I'll - CG Collateral Load for Gravity Cases Frm 0.02 068 1.70 1.96 - L> Live-Notional Right Frm 0.05 2 12 5.32 5.97 - <L Live-Notional Left Frm 0.05 212 5.32 5.97 - ASL^ Alternate Span Live Load,Shifted Right Frm - -0.27 2.82 2.71 - ^ASL Alternate Span Live Load,Shifted Left Frm 0.06 2.38 - - 2.50 3.26 - SMS> Specified Min.Roof Snow-Notional Right Frm 0.07 2.83 - - 7.08 8.16 - <SMS Specified Min.Roof Snow-Notional Left Frm 0.07 2.83 - - 7.08 8.16 S> Snow-Notional Right Frm 0,05 1.94 - - 4.85 5,59 SD Snow Drift Load Frm - - - - - - SS Sliding Snow Load Frm - - - - - - <S Snow-Notional Left Frm 005 1.94 - - 4.85 - 5.59 W2> Wind Load,Case 2,Right Frm 089 -1.28 - - -2.95 - - -3 40 <W2 Wind Load,Case 2,Left Frm -2.12 -1.76 - - -5.11 - -5.91 WPL Wind Load, Ridge,Left Frm 1.42 -3.13 - - -7,47 -8 60 WPR Wind Load, Ridge,Right Frm 1.45 -1.89 - -4.34 -5 00 MW Minimum Wind Load-Wall: 1 Frm - - - - - MW Minimum Wind Load-Wall:2 Frm - - MW Minimum Wind Load-Wall:3 Frm - - - - - MW Minimum Wind Load-Wall:4 Frm - - MW Minimum Wind Load-Wall:5 Frm - MW Minimum Wind Load-Wall:6 Frm -1-61 0.37 - MW Minimum Wind Load-Wall:7 Frm - - - MW Minimum Wind Load-Wall:8 Frm - - CU Collateral Load for Wind Cases Frm - - - - W 1> Wind Load,Case 1,Right Frm 1.69 -2.30 3.59 -5.30 4 25 -6.09 <W I Wind Load,Case 1,Left Frm 132 -2-79 -3-24 -7.45 -3-83 -8.60 L Roof Live Load Frm 0.05 2,12 - 5.32 - 5.97 S Snow Load Frm 0.05 1.94 - 4.85 - 5.59 E> Seismic Load,Right Frm 0.06 - 0.09 - 0.09 - EG+ Vertical Seismic Effect,Additive Frm - 0.20 - 0.51 - 0.59 - File: vpc1RNW Distribution, Inc Version: 2021.2a Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc. Page 140 of 149 Date: 8/10/2021 Reactions Package Time:08:50 AM • Page: 31 of 39 <E Seismic Load,Left Frm -0.06 - - -0.09 - - -0.09 - - EG- Vertical Seismic Effect,Subtractive Frm - -0.20 - - -0.51 - - -0.59 WBl> Wind Brace Reaction,Case 1,Right Brc - - 1.31 1.39 - -1.31 - <WBl Wind Brace Reaction,Case 1,Left Brc -0.90 - -0.96 - - 0.96 WB3> Wind Brace Reaction,Case 3,Right Brc - 1,34 1.39 -1.34 <WB3 Wind Brace Reaction,Case 3,Left Brc -0.90 -1.01 - 1.01 MWB Minimum Wind Bracing Reaction-Wall: 1 Brc - - - MWB Minimum Wind Bracing Reaction-Wall:2 Brc MWB Minimum Wind Bracing Reaction-Wall:3 Brc MWB Minimum Wind Bracing Reaction-Wall:4 Brc - - MWB Minimum Wind Bracing Reaction-Wall:5 Brc - MWB Minimum Wind Bracing Reaction-Wall:6 Brc -3 22 -3-26 3.26 MWB Minimum Wind Bracing Reaction-Wall:7 Brc - - - MWB Minimum Wind Bracing Reaction-Wall:8 Brc - - - EB> Seismic Brace Reaction,Right Brc - - - - 2.23 241 - -2.24 <EB Seismic Brace Reaction,Left Brc - - -2.41 - -2.50 - - 2.50 SMS Specified Min.Roof Snow Frm 1 0.07 1 2.83 7.08 8,16 Maximum Combined Reactions Summary with Factored Loads-Framing Note:All reactions are based on 1 st order structural analysis. Approariatc load Factors must be applied for sign 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 5-A 1.25 14 1.02 25 - - 1.62 27 3.94 7 - - 20/0/0 5-13 L91 74 - - 1,94 26 2.16 25 4.52 66 9.73 7 - - 40/0/0 5-D - 1.67 77 2.30 1 26 2.55 25 5.30 62 11.23 7 Maximum Frame Reactions-Factored Load Cases at Frame Cross Section:5 Note:All reactions arc based on 1st order structural anal sis. X-Loc 0/0/0 20/0/0 40/0/0 Gridl -Grid2 5-A 5-B 5-D Ld Description Hx Vy IIx Hz Vy Hx Hz I V Cs (application factor not shown k) k) k k k k) k k 7 D+CG+SMS> 0.09 3.94 - - 9.73 - - 11.23 14 D+CG+<W2 -1.25 0.05 - -0.42 - - -0.48 25 D+CU+WI> 1.02 -L12 - 2.16 -2.61 - 2,55 -2.99 26 D+CU+<W I -0.79 -1.42 -1.94 -3.90 -2.30 -4.50 27 D+CU+WPL 0.86 -1.62 - -3.91 - -4.50 62 D+CU+WPL+W B3> 0.86 -1.62 - -3.11 0.83 0.01 -5.30 66 D+CU+WPL+<WB3 0.86 -1.62 -0.54 - -4.52 - - -3.89 74 MWB-Wall:6 - - -1.91 -0.02 -1.95 - - 1.95 - 77 D+CG+E>+EG++EB> 0 04 125 0.02 1 4.57 1 1.67 1 0.03 1 1.91 1 - - ASD load Combinations-Framing No. Ori in Factor Application Description 7 System 1.000 1.0 D+1.0 CG+1.0 SMS> D+CG+SMS> 14 System 1,000 1.0 D+ 1.0 CG+0.6<W2 D+CG+<W2 25 System 1.000 0.6D+0.6CU+0.6W1> D+CU+WI> 26 System 1.000 0.6 D+0.6 CU+0.6<WI D+CU+<WI 27 System 1.000 0.6D+0.6CU+0.6WPL ID+CU+WPL 62 System Derived 1.000 .6 D+0.6 CU+0.6 WPL+0.6 W B3> ID+CU+WPL+W B3> 66 System Derived 1.000 0.6 D+0.6 CU+0.6 WPL+0.6<WB3 D+CU+WPL+<WB3 74 System Derived 1.000 0.6 MWB MWB-Wall:6 77 System Derived 1 1.000 11.0 D+1.0 CG+0.21 E>+0.7 EG++0.7 EB> ID+CG+E>+EG++EB> Br-acin X-Loc Grid Description 20/0/0 1 B-5 Diagonal bracing at base is attached to column. Reactions ARE included with Frame reactions. 40/0/0 D-5 Diagonal bracing at base is attached to column. Reactions ARE included with frame reactions. File: vpc I RN W Distribution, Inc Version:2021.2a Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc. Page 141 of 149 Date:8/10/2021 Reactions Package Time:08:50 AM • Page: 32 of 39 Wall: 6,Frame at: 26/6/0 Frame 1D:LT Frame Type:Contin.Beam Lean-To(Rigid Knee) Q VY Flx 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:4 Type Exterior Column X-Loc 0/0/0 Grid 1 -Grid2 4-A Base Plate W x L(in.) 9 X 13 Base Plate Thickness(in.) 0.375 Anchor Rod Qty/Diam. (in.) 4-1.250 Column Base Elev. l00'-0" Load Type Load Description Desc. Hx Hz I V D Material Dead Weight Frm 3.41 - CG Collateral Load for Gravity Cases Frm - 4.94 - SMS> Specified Min.Roof Snow-Notional Right Frm 20.60 - <SMS Specified Min.Roof Snow-Notional Left Frm 20.60 - S> Snow-Notional Right Frm 14.11 - SD Snow Drift Load Frm SS Sliding Snow Load Frm - <S Snow-Notional Left Frm 14.11 W2> Wind Load,Case 2,Right Frm 3 91 -5.29 <W2 Wind Load,Case 2,Left Frm -4.70 -10.51 WPL Wind Load,11 Ridge,Left Frm 974 -15.10 W PR Wind Load,11 Ridge,Right Frm 831 - -9.11 MW Minimum Wind Load-Wall: 1 Frm - - - MW Minimum Wind Load-Wall:2 Frm MW Minimum Wind Load-Wall:3 Frm MW Minimum Wind Load-Wall:4 Frm - MW Minimum Wind Load-Wall:5 Frm - MW Minimum Wind Load-Wall:6 Frm -9.59 -1.55 MW Minimum Wind Load-Wall:7 Frm - MW Minimum Wind Load-Wall:8 Frm CU Collateral Load for Wind Cases Frm W 1> Wind Load,Case 1,Right Frm 8.79 -11 12 <W 1 Wind Load,Case 1,Left Frm 0.18 -16.33 S Snow Load Frm - - 14.11 - E> Seismic Load,Right Frm 4.41 - 1,50 - EG+ Vertical Seismic Effect,Additive Frm - - 1.49 - - <E Seismic Load,Left Frm -4.41 -1.50 - - EG- Vertical Seismic Effect,Subtractive Frm - - -1.49 - - WB1> Wind Brace Reaction,Case 1,Right Brc - - 6.21 - - <WB1 Wind Brace Reaction,Case 1,Left Brc - -9.87 -6.23 - WB3> Wind Brace Reaction,Case 3,Right Brc - 6.42 - - - File: vpc 1 RN W Distribution, Inc Version:2021.2a Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc. Page 142 of 149 Date: 8/10/2021 Reactions Package Time:08:50 AM • Page: 33 of 39 <WB3 Wind Brace Reaction,Case 3,Left Brc -9.94 -6 38 - MWB Minimum Wind Bracing Reaction-Wall: 1 Brc - - - MWB Minimum Wind Bracing Reaction-Wall:2 Brc MWB Minimum Wind Bracing Reaction-Wall:3 Brc - MWB Minimum Wind Bracing Reaction-Wall:4 Brc MWB Minimum Wind Bracing Reaction-Wall:5 Brc 605 MWB Minimum Wind Bracing Reaction-Wall:6 Bre - MWB Minimum Wind Bracing Reaction-Wall:7 Brc -9.75 -6.02 MWB Minimum Wind Bracing Reaction-Wall:8 Brc - EB> Seismic Brace Reaction,Right Brc - 11.98 - <EB Seismic Brace Reaction,Left Brc -18.90 -11.90 - SMS Spccirted Min.Roof Snow Frm 20.60 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 desi n of foundations, X-Loc Grid Flrz left Load Hrz Right Load FIrz In Load Hrz Out Load UP lift Load Vrt Down Load Mom cw Load Mom cew Load (-Hx) Case (Flx) 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 4-A 5.75 16 5.84 9 1 13.23 71 - 10.85 51 28.96 1 Maximum Frame Reactions-Factored Load Cases at Frame Cross Section:4 Note:All reactions arc based on 1st order structural analysis, X-Loc 0/0/0 Grid -Grid2 4-A Ld Description Hx Hz V Cs (application factor not shown k k) k 1 D+CG+SMS> - - 28.96 - 9 D+CG+WPL 5.84 - -0.71 - 16 MW-Wall:6 -5.75 - -0.93 - 51 D+CU+WPL+<WB3 584 -5.96 -10.85 - 71 D+CG+E>+EG++<EB 1 0.93 1-13.231 1.38 1 - - ASD Load Combinations-Framing No. Ori in Factor Application Description 1 System 1.000 1.0 D+1.0 CG+1.0 SMS> D+CG+SMS> 9 System 1.000 1.OD+ I.00G+0.6WPL D+CG+WPL 16 System 1.000 0.6 MW MW-Wall:6 51 System Derived 1.000 0.6 D+0.6 CU+0.6 WPL+0.6<WB3 D+CU+WPL+<WB3 71 System Derived 1.000 1.0 D+1.0 CG+0.21 E>+0.7 EG++0.7<EB ID+CG+E>+EG++<EB Bracing X-Loc Grid Description 0/0/0 A-4 Diagonal bracing at base is attached to column. Reactions ARE included with frame reactions. File: vpc1RNW Distribution, Inc Version: 2021.2a Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc. Page 143 of 149 ';7 Date:8/10/2021 Reactions Package Time:08:50 AM • Page: 34 of 39 Wall: 6, Frame at: 52/6/0 Frame 1D:LT Frame Type:Contin.Beam Lean-To(Rigid Knee) Q Vy 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 Grid -Grid2 3-A Base Plate W x L(in.) 9 X 13 Base Plate Thickness(in.) 0.375 Anchor Rod Qty/Diam. (in.) 4-1.250 Column Base Elev. 100'-01, Load Tvoel Load Description Desc. Hx I Hz V D Material Dead Weight Frm 340 CG Collateral Load for Gravity Cases Frm 4.94 SMS> Specified Min,Roof Snow-Notional Right Frm - 2060 <SMS Specified Min.Roof Snow-Notional Left Frm - 2060 S> Snow-Notional Right Frm 14.11 SD Snow Drift Load Frm - - - SS Sliding Snow Load Frm - - <S Snow-Notional Left Frm 14.11 - - - W2> Wind Load,Case 2,Right Frm 3,59 -4 91 - - - <W2 Wind Load,Case 2,Left Frm -4.59 -9.73 - WPL Wind Load, Ridge,Left Frm 9.53 -14.37 - - WPR Wind Load, Ridge,Right Frm 8.21 -8.80 MW Minimum Wind Load-Wall: 1 Frm - MW Minimum Wind Load-Wall:2 Frm - MW Minimum Wind Load-Wall:3 Frm MW Minimum Wind Load-Wall:4 Frm - MW Minimum Wind Load-Wall:5 Frm MW Minimum Wind Load-Wall:6 Frm -9.59 -L55 MW Minimum Wind Load-Wall:7 Frm - MW Minimum Wind Load-Wall:8 Frm - CU Collateral Load for Wind Cases Frm W 1> Wind Load,Case 1,Right Frm 8.47 -10.74 <W1 Wind Load,Case 1,Left Frm 0,29 - -15.56 S Snow Load Frm - 14.11 E> Seismic Load,Right Frm 4.36 1.49 EG+ Vertical Seismic Effect,Additive Frm - - 1.49 - <E Seismic Load,Left Frm -4.36 -1.49 - - EG- Vertical Seismic Effect,Subtractive Frm - - -1 49 - WB1> Wind Brace Reaction,Case 1,Right Brc 9.75 -6.24 - <WBl Wind Brace Reaction,Case 1,Left Brc - 6.26 - - WB3> Wind Brace Reaction,Case 3,Right Brc - 9.94 -6.44 - - File: vpclRNW Distribution, Inc Version: 2021.2a Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc. Page 144 of 149 Date:8/10/2021 Reactions Package Time:08:50 AM • Page: 35 of 39 <WB3 Wind Brace Reaction,Case 3,Left Brc 6.42 MWB Minimum Wind Bracing Reaction-Wall: 1 Brc - MWB Minimum Wind Bracing Reaction-Wall:2 Bre - MWB Minimum Wind Bracing Reaction-Wall:3 Brc - MWB Minimum Wind Bracing Reaction-Wall:4 Brc - - MWB Minimum Wind Bracing Reaction-Wall:5 Brc 9.75 -6.07 MWB Minimum Wind Bracing Reaction-Wall:6 Brc - - MWB Minimum Wind Bracing Reaction-Wall:7 Brc - 6.05 MWB Minimum Wind Bracing Reaction-Wall:8 Brc - - - EB> Seismic Brace Reaction,Right Brc 18.90 -12.03 - <EB Seismic Brace Reaction,Left Brc - 11.96 - SMS Specified Min.Roof Snow Frm - 20.60 Maximum Combined Reactions Summary with Factored Loads-Framing Note:All reactions are based on 1 st order structural analysis. Appropriatc Load Factors must be nivolied for d-sign of foundations. X-Loc Grid Flrz left Load Hrz Right Load Hrz In Load Hrz Out Load Uplift Load Vrt Down Load Mom ew LoadgMomccwLoad(-Hx) Case (EIx) Case (-Hz) Case (Hz) Case (-Vy) Case IVY) Case (-Mzz) CaseCasek k k k k) k in-k 0/0/0 3-A 5.75 16 5.72 9 1323 61 1044 48 2895 i Maximum Frame Reactions-Factored Load Cases at Frame Cross Section:3 Note:All reactions are based on Ist order structural analysis. X-Loc 0/0/0 Grid -Grid2 3-A Ld Description Hx Hz V Cs (application factor not shown k k) k 1 D+CG+SMS> - - 2895 9 D+CG+WPL 5.72 - -0 27 16 MW-Wall:6 -5.75 - -0.93 48 D+CU+WPL+WB3> 5.72 5.96 -10.44 61 D+CG+E>+EG++EB> 1 0.92 1 13.23 1 129 ASD Load Combinations-Framing No. Origin Factor Application Description 1 System 1.000 1.0 D+ LO CG+1.0 SMS> D+CG+SMS> 9 System 1.000 1.0D+I.000+0.6WPL D+CG+WPL 16 System 1.000 0.6 MW MW-Wall:6 48 System Derived 1.000 0,6 D+0.6 CU+0.6 WPL+0.6 WB3> D+CU+WPL+W B3> 61 System Derived 1.000 1.0 D+1.0 CG+0.21 E>+0.7 EG++0.7 EB> D+CG+E>+EG++EB> Bracin X-Loc Grid Description 0/0/0 A-3 Diagonal bracing at base is attached to column. Reactions ARE included with frame reactions. File: vpc1RNW Distribution, Inc Version:2021.2a Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc. Page 145 of 149 Date: 8/10/2021 Reactions Package Time:08:50 AM • Page: 36 of 39 Wall: 6, Frame at: 78/6/0 Frame 1D:LT Frame Type:Contin.Beam Lean-To(Rigid Knee) Vy �ti 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:2 Type Exterior Column X-Loc 0/0/0 Gridl -Grid2 2-A Base Plate W x L(in.) 8 X 13 Base Plate Thickness(in.) 0.375 Anchor Rod Qty/Diam. (in.) 4-0.750 Column Base Elev. 100'-01, Load Typd Load Description Dese. Hx V D Material Dead Weight Frm - 3.41 - CG Collateral Load for Gravity Cases Frm - 4.90 - - SMS> Specified Min.Roof Snow-Notional Right Frm - 20.41 - - <SMS Specified Min.Roof Snow-Notional Left Frm - 20.41 - - S> Snow-Notional Right Frm - 13.98 - - - SD Snow Drift Load Frm - - - - SS Sliding Snow Load Frm - - - - <S Snow-Notional Left Frm - 13.98 - W2> Wind Load,Case 2,Right Frm 3.88 -5.25 - <W2 Wind Load,Case 2,Left Frm -4.65 -10,43 - WPL Wind Load, Ridge,Left Frm 9.65 -14.98 - WPR Wind Load, Ridge,Right Frm 8.24 -9.03 - MW Minimum Wind Load-Wall: I Frm - - - MW Minimum Wind Load-Wall:2 Frm - MW Minimum Wind Load-Wall:3 Frm MW Minimum Wind Load-Wall:4 Frm - MW Minimum Wind Load-Wall:5 Frm MW Minimum Wind Load-Wall:6 Frm -9.49 -1.54 MW Minimum Wind Load-Wall:7 Frm - - MW Minimum Wind Load-Wall:8 Frm CU Collateral Load for Wind Cases Frm W 1> Wind Load,Case 1,Right Frm 872 -11.02 <W1 Wind Load,Case 1,Left Frm 0.18 -16.20 S Snow Load Frm - 13.98 E> Seismic Load,Right Frm 4.37 1-48 EG+ Vertical Seismic Effect,Additive Frrn - 1.47 <E Seismic Load,Left Frm -4.37 -1.48 EG- Vertical Seismic Effect,Subtractive Frm - -L47 SMS Specified Min.Roof Snow Frm - 20.41 File: vpcIRNW Distribution, Inc Version:2021.2a Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc. Page 146 of 149 Date:8/10/2021 Reactions Package Time:08:50 AM Page: 37 of 39 Maximum Combined Reactions Summary with Factored Loads-Framing Note:All reactions are based on 1st order structural analysis. Apl3ropriate Load Factors must be avollied for dcsi n of foundations. X-Loc Grid Hrz left Load Hrz Right Load Hrz In Load Flrz Out Loadl 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 fin-k) fin-k) 0/0/0 2-A 5.70 16 5.79 9 7.67 20 28.72 1 Maximum Frame Reactions-Factored Load Cases at Frame Cross Section:2 Note:All reactions arc based on Ist order structural analysis. X-Loc 010/0 Grid I-Grid2 2-A Ld Description Fix V Cs (application factor not shown k k l D+CG+SMS> - 28.72 9 D+CG+W PL 5.79 -0.68 16 MW-Wall:6 -5.70 -0.92 20 D+CU+<W1 0.11 -7.67 ASD load Combinations-Framing No. Ori in Factor Application Description 1 System 1.000 1.0 D+1.0 CG+1.0 SMS> D+CG+SMS> 9 System 1.000 1.0D+I.0CG+0.6WPL D+CG+WPL 16 System 1.000 0.6 MW MW-Wall:6 20 System 1.000 0.6D+0.6CU+0.6<W1 D+CU+<WI File: vpc1RNW Distribution, Inc Version:2021.2a Varco Pruden Buildings is a division of B1ueScope Buildings North America, Inc. Page 147 of 149 Date: 8/10/2021 Reactions Package Time:08:50 AM • Page: 38 of 39 Wall: 6, Frame at: 104/0/0 Frame ID:LT EWl Frame Type:Continuous Beam Lean-To,End Posts �y W W yr Hx ti Hx Hz Hx Values shown are resisting forces of the foundation. Base Connection Design is Based on 3000.00 (psi)Concrete Reactions-Unfactored Loadrype at Frame Cross Section:1 Type Exterior Column Interior Column Interior Column Interior Column X-Loc 0/0/0 20/0/0 30/6/0 45/0/0 Gridl -Grid2 1-A 1-13 1-C I-E Base Plate W x L(in.) 8X13 8X11 8X10 8 X I I Base Plate Thickness(in.) 0.375 0.375 0.375 0.375 Anchor Rod Qty/Diam. (in.) 4-0.750 4-0.750 2-0.750 4-0.750 Column Base Elev- 100'-01, 100'-01, 100'-0" 100'-01, Load Type Load Description Desc. Hx Vy Hx Hz Vy I Hx Hz Vy Hx Hz V D Material Dead Weight Frm 0.04 2.39 -0.06 0.43 - 406 0.45 CG Collateral Load for Gravity Cases Frm -0.l2 - 3.84 - -0.09 0.40 - -0.09 0.40 L> Live-Notional Right Frm 0.01 0.44 - 9.19 - -0.32 133 - -0.29 1.33 <L Live-Notional Left Frm 0.01 0.44 9.19 -0.32 1 33 - -0.29 1.33 ASL^ Alternate Span Live Load,Shifted Right Frm -0.06 -1.80 6.28 - - - - ^ASL Alternate Span Live Load,Shifted Left Frm 0.07 2.24 2.90 - - - - SMS> Specified Min. Roof Snow-Notional Kiehl Frm -0.02 -0.50 - 15.99 - -0.40 1.66 - -0.37 1.66 <SMS Specified Min.Roof Snow-Notional Left Frm -0.02 -0.50 15.99 - -0,40 1.66 - -0.37 1.66 S> Snow-Notional Right Frm -0.01 -0.34 10.95 -0 33 1.39 -0.31 1.39 SD Snow Drift Load Frm - - - - 433 1,96 -0.31 1-96 SS Sliding Snow Load Frm - - - - - - - - - - <S Snow-Notional Left Frm -0.01 -0.34 - - 10.95 - -0.33 1.39 -0.31 1.39 W2> Wind Load,Case 2,Right Frm 0.92 0.17 - -6.78 - 0,76 -2.66 - 0.73 -2.66 <W2 Wind Load,Case 2,Left Frm -2.03 0.59 - -11.53 - 0.30 -1.04 - 0.29 -1.04 WPL Wind Load,11 Ridge,Left Frm 1.49 0.49 -17.07 - 0.23 -0.80 - 0.22 -0.80 WPR Wind Load,11 Ridge,Right Frm 1.48 0.24 - - -9.95 - 0.46 -1.61 - 0.44 -1.61 MW Minimum Wind Load-Wall: 1 Frm - - - - - MW Minimum Wind Load-Wall:2 Frm - - - MW Minimum Wind Load-Wall:3 Frm MW Minimum Wind Load-Wall:4 Frm MW Minimum Wind Load-Wall:5 Frm MW Minimum Wind Load-Wall:6 Frm -1,58 0.24 0.19 - - MW Minimum Wind Load-Wall:7 Frm - MW Minimum Wind Load-Wall:8 Frm - - CU Collateral Load for Wind Cases Frm - - W I> Wind Load,Case 1,Right Frm 1.73 030 267 -12.13 338 -2.66 - 4.27 -2.66 <W1 Wind Load,Case I,Left Frm -1.22 0.71 -2.41 -16.89 - -2.07 -1.04 - -2.91 -1.04 L Roof Live Load Frm 0.01 0.44 - 9.19 -0.32 1.33 - -0 29 1.33 S Snow Load Frm -0.01 -0.34 - 10.95 -0.33 1.39 - -0-31 1.39 E> Seismic Load,Right Frm 0.06 - 0.07 -0-04 -0.03 -0.02 -0 02 -0.02 EG+ Vertical Seismic Effect,Additive Frm - -0.04 115 -0.03 0.13 -0.03 0.13 File: vpc 1 RNW Distribution, Inc Version: 2021.2a Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc. Page 148 of 149 Date: 8/10/2021 Reactions Package Time:08:50 AM Page: 39 of 39 <E Seismic Load,Left Fnn -0 06 -0.07 0 04 0.03 0.02 002 0.02 EG- Vertical Seismic Effect,Subtractive Frm 0,04 - -1.15 0.03 0.13 - 0.03 -0.13 SMS Specified Min.Roof Snow I Frm -0 02 -0.50 15.99 -0.40 1.66 0.37 1.66 Maximum Combined Reactions Summary with Factored Loads-Framing Note:All reactions are based on 1st order structural analysis. Appropriale Load Factors must be aorpliccl for -sijzn 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 I-A 122 12 104 23 - - - - 1.88 3 2.16 4 - - 20/0/0 1-B - - 1.45 24 1-60 23 8.81 25 22,22 5 - - 30/6/0 1-C - - 134 34 199 23 1.34 23 4.18 7 - - 45/0/0 I-E - - 1 78 24 2.53 23 1.32 23 1 4.20 7 1 - Maximum Frame Reactions-Factored Load Cases at Frame Cross Section:1 Note:Al I reactions are based on 1 st order structural analysis. X-Loc 0/0/0 20/0/0 30/6/0 45/0/0 Grid -Grid2 I-A 1-B I-C 1-E Ld Description Hx Vy Hx Hz VY Hx Hz Vy Hx Hz V Cs (application factor not shown) k) k k) k) k k) k k) k) k k 3 D+CG+ASL^ -0.06 -1.88 - - 12.51 - -0.16 0.83 - -0.15 0.85 4 D+CG+^ASL 0.07 2.16 - - 9.13 - -0.16 0.83 -0.15 0.85 5 D+CG+SMS> -0.02 -0.58 - - 22.22 - -0.55 2.48 - -0.51 2.51 7 D+CG+S>+SD -0.01 -0.42 - - 17.18 - -0.82 4.18 - -0.77 4.20 12 D+CG+<W2 -1.22 0.28 - - -0.69 - 0.02 0.21 - 0.03 0.23 23 D+CU+W 1> 1.04 020 1.60 -5.85 - 1.99 -1.34 2.53 -1.32 24 D+CU+<Wl -0.73 045 -1.45 -8.70 -1.28 -0.36 - -1.78 -0.35 25 D+CU+WPL 089 0.32 - -8.81 - 0.10 -0.22 - 0.10 -0.21 34 D+CG+S+<W 1 -0,56 1 -0.01 -1.08 6.84 -1.34 1 1.41 -1.69 1 1.43 ASD Load Combinations-Framing No. Ori in Factor Application Description 3 System 1.000 1.0 D+1.0 CG+1.0 ASL^ D+CG+ASL^ 4 System L000 1.0 D+1.0 CG+1.0^ASL D+CG+^ASL 5 System 1.000 1.0 D+1.0 CG+ 1.0 SMS> D+CG+SMS> 7 System 1.000 1.0 D+1.0 CG+1.0 S>+1.0 SD D+CG+S>+SD 12 System 1.000 1.0 D+1.0 CG+0.6<W2 D+CG+<W2 23 System 1.000 0.6D+0.6CU+0.6W1> D+CU+W1> 24 System 1.000 P.6D+0.6CU+0.6<W1 D+CU+<W1 25 System 1.000 .6 D+0.6 CU+0.6 WPL D+CU+WPL 34 System 1.000 1.0D+I.0CG+0.755+0.45<Wl D+CG+S+<WI File: vpcIRNW Distribution, Inc Version: 2021.2a Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc. Page 149 of 149 GENERAL NOTES-- FOUNDATIONS&SUBGRADE-- REINFORCED CONCRETE- --WOOD FRAMING-- WOOD FRAMING-- K I N G W O R KS 1 DESIGN BASIS:Designed in accordance with the 2018 International 4 UTILITIES:Utilities are not to pass through or beneath footings, -Cement:Type I or II per ASTM C150(Type III OK for precast) 3 MOISTURE CONTENT:All sawn lumber,including heavy timber,shall be 20 SHEATHING FASTENING:Minimum nailing per the following schedule STRUCTURAL Building Code(IBC). slemwalls,and other concrete work on grade except as shown in specific -Fly Ash:Class F per ASTM C618. kiln-dried to a maximum moisture content of 19%.For pressure-treated shall apply at all locations,except where larger nails and/or smallerM ENGINEERS 2 RISK CATEGORY:II(P IBC Table 1604.5)(per details. -Slag: GGBF Slag per ASTM C989,Grade 100 minimum. framing,kiln-drying shall occur after treatment. spacing are required by plans or details.Shearwall nailing is shown by schedule on the tans.Where"bounds nailin BN and/or"edge e a I6Mgh r wrpsNR 25 ^So.]ra ezw 3 DESIGN DEAD/LIVE LOADS 5 MISCELLANEOUS VERIFICATIONS:Verify sizes,slopes and locations of _Concrete exposed to weather shall have air entrainment of 6%(+/- 4 NAILS:Nail sizes shown are'common'(not'box')uon.8d=0.131"x2.5", P rY g"( ) 9 9 9e:zs ..».k�9 tunnels,electrical cells, its, es,floor drains,trenches and floor 10d=0.148"x3",12d=0.148"x3.25",16d=0.162"x3.5".Typical nailing nailing"(EN)are referenced in these drawings,panel edge values per -Slab on Grade:8.75kip axle load from Komatsu FG25T-16 forklift p pipes, 1.5%). e 9 the schedule shall apply.Blocking for edges shall be 2x4 flat,minimum, recesses with architectural,mechanical and electrical contractors. not otherwise shown in the drawings shall be per IBC Table 2304.10.1. PP Y• 9 9 -Mezzanine Dead Load:15 PSF -Reinforcing Steel:ASTM A615,Grade 60 Where nailing occurs in two or more rows,the on-centers spacing unless a greater size is required to avoid splitting.See plans for zones of 6 ALIGNMENT:All footings shall be centered below columns and walls, 9 P 9 s ecial nailin re uirements. 0. H -Mezzanine Live Load:50 PSF Light Storage unless dimensioned otherwise. -Welded Wire Fabric:ASTM At 85 indicated in the drawings shall be for each row.Where on-center nail -Roof Dead Load:Per metal building manufacturer 2 STANDARD COMPLIANCE:All concrete work shall conform to ACI 301 spacing for a single row is less than 6"(for 12d and larger)or less than 4" "k'' 7 been achieved ed not backfill against below-grade walls until strength has and ACI 318-14 unless noted otherwise. (for 10d and smaller),stagger each row of nails into two rows offset by --WOOD SHEATHING SCHEDULE-- K. n n s -Roof Collateral Dead Load:6 PSF been achieved and floor framing is in place. 3 SPLICES:All reinforcingsteel la slices are to be per typical schedule 1/2"min.All nails shall maintain 3/8"min to framing or sheathing edges. BLOCK MIN EDGE MIN FIELD " -+ -Roof Live Load:20 PSF Typical 8 FROST PROTECTION:Maintain minimum 1'-6"soil cover,measured p P YP unless noted otherwise.All welded wire reinforcement lap slices shall be 5 HOLES:Bolt holes in wood for through-bolt connections shall equal bolt USE TYPE EDGES NAILING NAILING 2 „ 4 DESIGN SNOW LOADS(ASCE 7-16) from finished grade to the bottom of the footing,for perimeter wall the greater of one space plus 2 inches or 6 inches,unless otherwise diameter plus 1/8"maximum. Bolt holes in steel fixtures shall be per the Shearwalls 15/32"PLY or Yes Per SW Schad 8d @ 12" P p 7 -Ground Snow Load:Pg=17 PSF foundations and isolated exterior foundations. noted. steel section of these notes.Wood screws and lag screws(lag bolts) OSB(Struct 1) (EN) -Flat Roof Snow Load:Pf=11 PSF 9 EXCAVATION SLOPE:Excavation slope shall not exceed that permitted shall be hex head and shall have redrilled pilot holes equal to `SS�oryAt. 4 CONTINUITY:Horizontal reinforcing steel in walls and wall footings shall P P q Other Sheathed 15/32"PLY or No 8d 6" 8d 12" en local regulation,except as specifically approved by the geotechnical @ oc -Minimum Uniform Roof Snow Load=25 PSF(unreducible) be continuous around corners,same size and spacing.At intersections of approximately 60%of the fastener diameter(70%for 7/8"and larger lag Walls OSB -Themal Factor:Ct=1.0/Exposure Factor:Ce=0.9/Snow Load engineer. walls or footings,extend all bars as far as possible into continuous screws)and shall be installed by turning;do not hammer into hole.Soap Importance Factor:Is=1.0 element and terminate with standard hook. lubrication on threads is acceptable.Provide cut washer beneath all hex Mezzanine Floor 1-1/8"T&G PLY No 8d @ 6"(BN) 8d -SUBMITTALS-- heads and nuts uon. 5 DESIGN WIND LOADS(ASCE 7-16) 5 CLEAR COVER:Provide clear cover from outermost reinforcing to surface -V(ult)=98 MPH/V(asd)=76 MPH 1 GENERAL:Provide PDF of all submittals to the Architect. Allow two weeks of concrete in accordance with the following: 6 SPLITTING:Though very tight nail and screw spacings are used in many Exposure:C/Internal Pressure Coefficient:+/-0.18 for review.Submittals will be reviewed for general conformance to the Elements cast against and permanently exposed to earth:3"clr locations on this project,splitting of wood members by driving nails or - - contract documents. Responsibility for adherence to the contract screws is not acceptable.If splitting occurs,or if splitting may occur as -Components&Cladding:Components and cladding-wind pressures to documents lies solely with the Contractor,including but not limited to -Elements formed and exposed to earth or weather:2"clr(#6-#18),1 1/2" wood dries in place,predrill all holes as required to approximately 60%of be used for the design of exterior components and cladding(by others) dimensions,sizes,connections,and quantities. clr(#3-#5) the nail or screw diameter.Omission of predrilling for fasteners is at the shall be determined in accordance with ASCE 7 and the IBC. 2 CONTRACTOR REVIEW:Contractor shall review,mark,and stamp all -Beams,Columns(longitudinal,hoops,ties,stirrups,spirals):1 1/2"clr Contractor's sole risk,and as such,all split members shall be replaced at 6 DESIGN SEISMIC LOADS(ASCE 7-16) submittals before submittal to the Architect. Unreviewed or unstamped 6 ACCESSORIES:Provide all accessories,chairs,spacer bars and the Contractor's sole expense. -Site Class=D submittals will be returned to the Contractor without review. supports necessary to secure steel In accordance with ACI Code of 7 ALTERATIONS:Do not notch any structural wood members. See typical -Seismic Design Category=D/Importance le=1.0 3 RESUBMITTALS:Resubmittals shall have all revisions clearly identified Standard Practice. detail for allowable hole locations and sizes for mechanical or electrical -Ss=1.03g/S1=0.37g with"drawing clouds"and revision dates. KW shall not be responsible for 7 CHAMFER:Chamfer all exposed comers and edges above grade per the utility passage). review of an unmarked revisions. Contractor. -Sds=0.75g/Sd1=0.48g Y 8 STUD WALLS:All stud walls shown on the structural plans are structural -Building System:Moment-resisting Frame Systems/Building Frame 4 SHOP DRAWINGS:To include typical and unique conditions and all 8 FORM STRIPPING:Do not strip forms until concrete has reached walls and shall be constructed per the structural notes and details of Systems/Bearing Wall System connections,shall be submitted to the Structural Engineer of Record for adequate strength. these drawings. Typical structural walls are 2x6@16"on center,unless the following products prior to fabrication.Shop drawings shall clearly 9 SLEEVES/OPENINGS:Furnish and place all sleeves and openings as noted otherwise.Wall callouts(such as"WL-D2")shall apply to the entire - Ordinary Moment Frames,Ordinary Steel Braced Frames,Light demonstrate the Contractors understanding of the contract documents. shown on the drawings or as specified. wall line at which the callout occurs,uon.Typical structural walls are Frrameame(Wood)Walls with Structural Wood Panels The followingshall be considered minimum structural submittals for this constructed with single sill and double top plate.Continue multiple stud -Response Modification Factor Used:R=3.5 Steel ordinary moment 10 REINFORCING FABRICATION:All reinforcing shall in shop fabricated. ( rY project: Exception:#3 or#4 bars may be field bent one time in any location,do not and solid sawn posts and jambs i r walls from level indicated down to the frames);(wood) w(Ordinary concentrically rio d braced frames);R=6.5(Light _Concrete Reinforcing Steel(incl.wall elevations) rebend or restraighten. foundation,including same size or equiv jambs indicated at each level below. frame(wood)walls with structural wood panels) Note that posts and multiple studs and jambs indicated on an upper level -Concrete Mix Designs(confirm fc prior to construction) 11 HOOKS:All hooked bars shall be a standard shop fabricated hook with are not always indicated on the level below,but shall be provided as -Analysis Procedure:Equivalent Lateral Force Procedure Y -Slab-on-Grade Jointing Plan bend radii and length per ACI 318,LION. desribed above)regardless. 7 QUALITY:Contractor shall ensure high standards of moms an all 12 TESTING:Test cylinders shall be taken b qualified personnel according throughout,with strict adherence to the contract documents and all 5 DEFERRED SUBMITTALS:Shall be designed by a Washington State Y Y q P 9 g STUD WALL BRACING:All bearing walls rely on GW B and/or sheathing Licensed Professional Engineer Structural Engineer where required b to ACI 318-14 Section 26.12 governing codes and standards. 9 ( 9 4 Y to brace the studs against buckling.Where GW B or sheathing is not jurisdiction).Submittals shall clearly indicate all loads and reactions to be 13 MEMBRANE:Provide vapor barrier(per arch/spec,10-mil min where not provided on at least one face of studs,provide full depth blockingat 4'-0" 8 DESIGN RESPONSIBILITY:Kingworks is responsible only for the design imposed on the primary structure.Submittals shall include all components otherwise specified)directly below slab-on-grade(above compacted fill), p of the primary structural system as shown in the contract documents. max h of wall (in each stud bay,"-addition to diagonal bracing for full and connections required to perform the work.Where the Contract reinforce all seams and repair tears as necessary. Design of all secondary structure or non-structural elements are by Documents indicate member or connection qualities and/or quantities, length of wall(Simpson WB in"X"-configuration al approximately 45-deg, others. q q 14 WEATHER PROVISIONS:Observe all ACI recommendations for hot or install per catalog,typ uon). these shall be considered a minimum and remain the design responsibility cold weather concreting cure slabs using an approved curing compound 10 SISTERING(BUILT-UP MULTIPLE STUDS AND BLOCKING):Where 9 DISCREPANCIES:Notify the Architect immediately of any discrepancies of the component engineer to increase as required to satisfy load and or wet cure system per ACI recommendations,with special consideration between these notes,the contract drawings,the specification,or the deflection requirements.Deferred submittals shall include calculation set. multiple 2x studs or blocking occur,each added ply after the first shall be q for slag and fly ash concrete as appropriate. governing code.The Architect shall reply in writing.Any related work Both the calculation set and all related shop drawings of the deferred sistered to the previous plies by face nailing.At shearwalls,sistering nails performed by the Contractor prior to receiving a reply from the Architect is submittal shall be sealed prior to submission.The Architect shall forward 15 CONSTRUCTION JOINTS:All construction joint locations shall be for studs or blocking shall be 0.148"x3"at spacing equal to'EN'per at the Contractor's sole risk. For purposes of bidding,the most stringent submitted to the Architect for approval.Roughen joints to 1/4-inch schedule.At non-shearwall multiple studs,sisterin nails shall be P pl 9. 9 deferred submittals D the Building Official where required.The following P 9 of the conflicting documents shall apply. shall be considered Deferred Submittals on this project: minimum amplitude,remove all laitance.Soak joint continuously for 2 0.148"x3"at 12"on-center,uon.sistering nails shall be staggered in all 10 VERIFICATIONS:Verify all existing conditions;verify all dimensions in hours minimum,then remove all standing water,immediately prior to instances. -Metal building design&calculations second pour.Unless noted otherwise,all reinforcing shall be the field;verify architectural,mechanical and electrical openings for size, spliced/continuous across the construction joints. 11 JOISTS: Provide full-depth blocking or bridging lines at no less than location and number;notify the Architect of any discrepancies, 8'-0"on center between supports.At bearing supports bear rafters and substandard existing conditions,or conditions not included in or contrary -SPECIAL INSPECTIONS,TESTING,AND STRUCTURAL OBSERVATION- joists 2"minimum on plates or beams,uon. At other supports provide to the Contract Documents prior to shop drawing submittal or --ANCHORAGE TO CONCRETE-- hangers per the typical details. W here no detail applies use as a construction. 1 GENERAL:A special inspection agency shall be retained by the owner to minimum Simpson LU series face mount hangers.Provide a doubled perform inspections according to IBC Chapter 17.The following scheduled 1 MATERIALS(unless noted otherwise in the drawings) joist(minimum)beneath each parallel wall,including partition walls. 11 DRAWING COORDINATION:Coordinate the structural drawings with structural special inspection and testing regimen shall be cross-referenced drawings from all other disciplines(including but not limited to -Concrete must cure for a minimum of 21 days prior to drilling any holes 12 BEAMS:Bear beams full length and width on supporting wall plates 9 P ( 9 with the IBC and its referenced standards for more specific requirements or placing post-installed anchors. 9 PP 9 Architectural,Civil,Mechanical,and Electrical). and exceptions. Special inspection and test reports shall be submitted to P 9 P and/or posts,unless shown otherwise per typical details. Provide glulam 12 COMPLETED FORM:The structure shown in these drawings is designed the Building Official,Architect and Structural Engineer in accordance with -Anchor type shall be according to the drawings.All post-installed beam camber equal to 3500-foot radius for all simple span beams, to be stable and to resist the loads above only in a fully completed form. IBC 1704.2.4. anchors installed in concrete shall have ICC-ES reports demonstrating except where special camber is indicated on the plans;install with Contractor shall ensure that the structure is adequately braced and IBC compliance for use in cracked concrete and for seismic loading. upward curvature(highest at midspan). Do not camber cantilever beams Substitutions not permitted without written permission by the Engineer of unless specifically noted.Beams exposed to view shall be Architectural shored during construction for all temporary loads until all elements are in -STRUCTURAL SPECIAL INSPECTION SCHEDULE-- place,and shall ensure that temporary loadings do not exceed the Record. Appearance grade in accordance with AITC 110,with finish per the allowable capacity of any structural elements both before and after these FREQUENCY REFERENCE(2015 -Pre-approved Epoxy for post-installed threaded rod or reinforcing in Architect. elements are in place. STRUCTURAL ITEM (C=continuous,P--periodic) IBC Section,uon) concrete base material:HILTI HIT-RE 500 V3 or Simpson SET-3G or 13 POSTS:Unless noted otherwise,provide Simpson BC or AC caps at all 13 MEANS AND METHODS:Contractor is solely responsible for site safety, 1 STEEL Per metal building 17.05.2 DEWALT/Powers Pure110+, post to beam and post to beam(below)connections.At post to concrete coordination,procedures,construction methodology,shoring,bracing, manufacturer -Pre-approved"Expansion Anchors"in concrete base material:HILTI provide Simpson ABU or CB post bases,uon. Posts in walls may bear sequencing,and all other"means and methods"of construction except Kwik-Bolt TZ or Simpson Strong-Bolt 2,or DEWALT/Powers Power-Stud+ on the sill with connection hardware per typical details.At wood or steel where specifically shown in the Contract Documents. 2 CONCRETE 1705.3,Chap 26 SD2 posts/columns continuous through floor framing,block tight all-around at -Reinf Placement P(and prior to all pours) Table 1705.3 floor to prevent lateral movement or buckling. w 14 PROTECTION AND BRACING:Contractor is solely responsible for the -Pra-approved"Screw Anchors"in concrete base material:HILTI HUS-EZ o -Anchor Placement P(and prior to all pours) Table 1705.3 or Simpson Titan HD or DEWALT/Powers Screw-Bolt+, 14 CONNECTORS:Connectors and/or fasteners called out b letters& ¢ protection of existing buildings,utilities,streets,equipment,etc.during P Y rr -Concrete Placement C Table 1705.3 numbers in the drawings shall be manufactured by Simpson Strong-Tie, construction. Provide temporary bracing and protection as required. -Post-installed or Cast-in-Place Threaded Rod(Anchor):ASTM A36 Concrete Testing Per ACI 318-14 Ch.26.13 Table 1705.3 or approved equal.All connecting hardware shall be installed per the 15 SCALING:Do not scale drawings. See architectural drawings for -Post-installed Reinforcing:ASTM A615 Grade 60 Manufacturer's recommendations and requirements,as per current dimensions,and notifythe Architect of an discrepancies. 3 POST-INSTALLED Table 1705.3 p catalog and related publications. Fill all fastener holes with the fastener Y P 2 EMBEDMENT:Anchor embedment in base material shall be per the 16 ALTERATIONS:Any holes or other alterations to the structure which are ANCHORS drawings,which shall govern over the typical values shown below.Where type(diameter and length)indicated by the Manufacturer,uon.Where m not specifically detailed on the Contract Drawings shall be submitted to -Epoxy or Adhesive C See ICC-ES report not otherwise indicated,provide embedment as follows: P Y 9 P light-gage connector occurs at steel column,weld 1/8"all-around,uon. the engineer for approval. Anchors Used in 9 PP -Epoxy to Concrete:Min Embed= (#x(Rod/Bar OJ)for 5/8"0(#5)or 15 PRESSURE TREATMENT:Except where specifically noted otherwise, � Horizontal or P P Y 17 LOAD COORDINATION:The design a all pre-engineered components smaller,14 x(Rod/Bar 0)for 3/4"0(#6)or larger the following member types shall be pressure treated in accordance with - shall include provisions for precise locations and weights of all Overhead Position 9 YP p P P 9 -Expansion Anchor to Concrete:Min Embed=8 x(Anchor fd) the following guidelines,in addition to any such members noted in the mechanical units and other concentrated loads.Concentrated loads are I All Other Anchors P(except where C req'd by See ICC-ES report not necessarily indicated on the Structural Drawings,and must be Installed in Hardened ICC-ES report) -Screw Anchor to Concrete:Min Embed=9 x(Anchor PJ) plans or details. Minimum treatment retention shall be as recommended S -Cast-In-Place Anchor:Min Embed=7"to to of embedded washer or by AWPA for the"Use Category"appropriate to each application. 3 coordinated by the General Contractor,who shall also inform the Concrete or Masonry P Treatment shall be non-ammonia formulation in all cases. IREVI Description Date zz Architect of any significant loads not shown in the contract documents. 4 SOILS& 1705.6,Table hook The Contractor shall assume full responsibility for coordination of weights, FOUNDATIONS 1705.6,Geotech 3 INSTALLATION:Post-installed anchor hole diameter,drilling depth, -Lumber exposed to exterior,humidity,or within 8"of soil): AWPA C2 Revision scheduie d locations,hanger spacings,methods of attachment and seismic bracing Report cleaning and installation procedure shall be in accordance with the current -Lumber directly against concrete: AWPA C31 of all mechanical units,sprinklers,pipes,ductwork,and other Manufacturer's Printed Installation Instructions(MPII)provided in the -Borate-treated lumber is acceptable in locations where protected from -Subgrade Adequacy P(beneath fill and/or Table 1705.E P miscellaneous MEP assemblies. ICC/ES report.Holes shall be drilled with rotohammer equipment. rainfall or other potential repeated moisture,such as sill tales in an foundations) P P P 18 MEP CONNECTIONS TO STRUCTURE:Unless specifically shownCore-drilled holes are not permitted unless specifically noted otherwise. enclosed wall cavity and interior ledgers. Pe Y PExGa.at1,,,,cn Depth P Table 1705.6 PERMIT otherwise in the Contract Documents,all anchorage,support,and seismic 4 COLD-WEATHER INSTALLATION:Do not use epoxy or adhesive 16 FIELD TREATMENT:Field treat all cuts,ends,and holes in pressure rialsPTabl1705.E anchors outside of their rated tem erature ran e.Contact the StructuralcO bracing of mechanical and electrical equipment,piping,ceilings,fixtures P 9 treated lumber with copper naphthenate applied per manufacturers ment& C Table 1705.6 En ineer for alternate ifthe base material tem erature ma be less thano and other non-structural components shall be designed by a Washington9 P Y recommendations. n 40 de rees Burin installation or curing.State Licensed Professional Engineer and installed by the Contractor. 9 917 GALVANIZING:All steel components,hardware,or fasteners for wood z The engineer shall be retained by the Contractor,and the Contractor is 5 CAST-IN-PLACE ANCHORS:Cast-in-place anchors shall have nut and framing members exposed to moisture,high humidity,or in contact with responsible for all associated engineering,component,and installation -SPECIAL INSPECTIONS,TESTING,AND STRUCTURAL OBSERVATION- washer at embedded end,LON.Anchors shall be affixed to the form to pressure treated lumber shall be hot-dip galvanized per ASTM At 53. 3 costs.Design shall be per ASCE 7 Chapter 13. prevent movement during pouring,vibration,or set-up and shall not be Light gage connectors shall be galvanized per ASTM A653,G185 NoR,R. 2 STRUCTURAL OBSERVATION:Kingworks will perform Structural "slabbed"into wet concrete or grout.Verify adequate length of exposed minimum(Simpson 2-max"or approved equal). The above described 'm 19 DELIVERY,STORAGE AND HANDLING:All products shall be delivered, ( P PP q ) SCALE. u Observations in accordance with IBC Section 1704.6 if/as required.These thread to fully engage all attached work. galvanizing requirements specifically Include,but are not limited to:nails, w stored,and handled according to the Manufacturer's recommendations 9 9 q P Y D_ observations provide intermittent checks of general conformance to the screws,bolts,washers,nuts,anchor bolts,threaded rods,cast-in-place w and installation instructions.Protect all items from damage,moisture, 6 FINISHES:All anchors used at exterior,or where subject to moisture,or P design intent and are in addition to(not replacing)the third-party special and post-installed anchors,Simpson hardware,and weldments. w corrosion,or other deterioration before,during and after installation. where in contact with pressure treated wood,shall be hot-dip galvanized P P c9 inspection regimen.It shall be the Contractor's responsibility to keep the (Exception:not required for SBX/DOT borate-treated wood protected Axthelm-RNW Distribution z 20 COPYRIGHT:These drawings,and all designs shown within these Structural Engineer apprised of the general schedule of construction,such per ASTM A153 or stainless steel,including matching washers and nuts. ( P q i PP 9 from weather.) Metal Building Foundation drawings,are copyrighted by Kingworks Structural Engineers. that observations may be made at appropriate stages before significant 7 REINFORCEMENT LOCATIONS:All post-installed anchors shall be Duplication is not permitted without written permission. The designs structural components such as reinforcing bars,framing members,or wall located to avoid drilling into reinforcement,unless specifically approved by 18 MEMBRANE PROTECTION:Where specified steel hardware in contact o p ( g g Vacant Land Lot F shown herein are intended for this project only and may not be used on holdowns are obscured. the Engineer. Reinforcement shall be placed with consideration for with pressure treated wood is unavailable in HDG or G185 finish,Grace m any other project or for any other purpose. ) locations of post-installed anchors.Do not damage reinforcing during Vycor(or approved eq)membrane shall be placed per manufacturer's Arlington,WA 98223 REINFORCED CONCRETE-- drilling operations. recommendations to isolate the hardware from the treated wood.HDG `o --FOUNDATIONS&SUBGRADE-- 1 MATERIALS fasteners shall be used in such instances. --WOOD FRAMING-- 19 SHEATHING: Place roof and floor sheathing with face grain oriented in = 1 SOIL ALLOWABLE BEARING PRESSURE:2500 PSF(x 1.33 when -Required concrete strength"fc"shall be evaluated at 28 days(56 days the direction of span. Offset adjacent rows of sheathing panels by 24" Axthelm Construction Inc. o subjected to wind or seismic loadings). OK for fly ash or slag concrete). 1 REFERENCED STANDARD:All work shall conform to 2018 IBC unless minimum,with all panel ends bearing on joists,beams,trusses or walls. z 2 GEOTECHNICAL REPORT:Reference GeoTest geotechnical report -Conform to following concrete material schedule requirements. otherwise indicated. Place cants or crickets over continuous basic roof sheathing with drilled dated May 4,2021 for subgrade preparation,backfill,compaction,wet 2 MATERIALS(unless otherwise noted in the drawings) vent holes per the Architect. Install wall sheathing in either the horizontal d weather work,and other recommendations.All provisions of the --CONCRETE MATERIAL SCHEDULE-- Posts/Beams:Doug Fir#2 or up-right orientation.Adjust all sheathing layouts so that no panel is STRUCTURAL NOTES geotechnical report shall be enacted by the Contractor. fc W/CM COARSE FLY SLAG TOT -Solid Sawn Studs:Doug Fir#2 less than 24"in length or width. Where edges are not required to be ¢ blocked per schedule,provide Simpson PSCA clips at spacing per 2"09 3 GEOTECHNICAL VERIFICATION:The Owner shall retain a geotechnical (PSI) (MAX) AGG ASH F.A.+SLAG -Sills/Plates:Equal to stud grade Dw,wN cN�"", cREDN. eaw � a inspection agency to inspect the excavations and confirm that the g catalog recommendation.All sheathing shall be APA rated,with (MAX)( ) -Rimboard:LSL or LVL,1.5E min type/blocking/fastening per the following schedule.Provide 1/8"gaps ISSUED. 09/02/22 N provisions of the Geotechnical Report are followed.All recommendations FOOTINGS 3500 0.60 1 1/2" 0-25% 30-50% 30%-50% between abutting sheet edges,typical. of the geotechnical inspector shall be followed and communicated with the -Blocking/Bridging:Doug Fir'Stud' 9 9 design team via inspection report.Contractor shall coordinate this SLAB 3500 0.50 V. 0-25% 20-40% 20%-40% -Bolts/Lags:ASTM A36 or A307,hex-head,washer under head&nut ginspection ■O ins ection effort with the Owner. WALLS/PLINTHS 4500 0.45 3/4" 0-25% 20-45% 20%-45% �o PRINT.A%2J22]:5]:12AM ®2U21 KINGWORKS STRUCTURAL ENGINEERS 600 D p-st.SN B 360.714.8260 pl BellingOam.WA g6235 www. g wwk 0.. 'Y 5 tiQi. TYP JOIST FRAMING HEADER w/MIU � HANGERS AT INTERRUPTED WALLS. 4"MIN SEISMIC GAP #6 HAIRPIN AROUND TYP AT 4 TYP BTWN �� a PROVIDE CS14 STRAP x 10'-0"MIN w/ BETWEEN MEZZANINE F7151 SE1 I ANCHORS,TYP(10)PLACES 54.1 COL Sa.i COL 9 dz g 10d NAILS(FILL EVERY THIRD HOLE) FRAMING AND METAL _ ___________ O TO BLKG LINE BELOW.TYP GRID 2&3. BUILDING,TYP Q _ - - - Q^ - 7y ] _ - Q'� J,� (3)13/4x117/8LVL2.OE- - - - A BL 9 H1 0 _ Hi H7 `� STRAP EA END PER 4/S4.2 --- --- D2 S S D2 �2 /2 D9 D71 L A 9 - - - - - 9 Fa.S L 4.5 54.2 S4.2 yJJ > > 4"MIN SEISMIC GAP W6 F7.5 ASSUMED F7 5 5 SE2. BETWEEN MEZZANINE BRACED BAY '2 C NTINUE SHTG/BIN FULL PLYWOOD Q I W6 FRAMING AND METAL LENGTH PER 5IS4.2 4 SHTG PER SN Hi 53A� BUILDING,TYP A.A. ADVL JOIST AS i97y Q W6 REQ'D TO ALIGN W/ SHTG OPENING, 117/8"TJI 210 1'-4" PROVIDE BN FULL 1`L+6 �`1}6 F4.5 JOIST LENGTH 2)1 3/ax11 7/8 LVL 2.0E 9 ti ti 1'-0"MIN,TYP S m m m 4 B 5 TS1.5 - - - - - - - - -- TS1.5 - - - - -D7� - - - � - i1 H1 4"MIN SEISMIC 1 TS1.5 L S4.1 GAP,TYP A.A. 4. s7ZSq TYP AT COL ASSUMED - - - - Hi- - - - - - - - - - - - - - J 2 H2- - - - - - -OL�> H1 - H1 - - - - BRACEDBAY _ 117/8"TJI 360@16" g S2.1 D13 - O/C w/ITS HANGERS Sa.2 C AT DBL LVL,SEE 10/S4.2 NOTE: 4"MIN SEISMIC GAP PLAN NOTES: INSTALL I-JOISTS PER ALL MANUFACTURER'S RECOMMENDATIONS, F I'S BETWEEN MEZZANINE 1.SEE STRUCTURAL NOTES FORADDITIONAL INCLUDING(BUT NOT LIMITED TO)BRIDGING,BLOCKING,ERECTION BRACING, FRAMING AND METAL REQUIREMENTS. f4.5 WEB STIFFENERS,AND HEADERS.MAXIMUM STORAGE LOAD SHALL BE SOpsL BUILDING,TYP A.A. 2.SEE ARCHITECTURAL DRAWINGS FOR ALL D12 F- INFORMATION TO BE FRAMEDNOT SHOWN.TYPICAL WALLS MAXIMUM UNLESSTH 2x6 STUDS AT 16"O/C NOTED OTHERWISE. p L 2 Al PARTIAL LOFT FRAMING PLAN L`J 1'-0" - D 3. SWEP-X INDICATES SHEAR WALL 1 ENDPOST&HOEDOWN PER I E - - SCHEDULE 4. HX INDICATES HEADER PER TYPICAL HEADER DETAIL AND SCHEDULE. TYP BTWN COL F.5 TYPICAL HEADERS ARE'H1'UNO. 4 SE2. SEE 1/S4.2 S4.1 5. WX INDICATES WOOD SHEAR WALL PER SHEAR WALL SCHEDULE. TYP WALL AS STEP IN RET SE1. REQUIRED PER I 4'-0" 6'-0" 6'-0" 4'-0" 12/S4.1 y q r r - - r r r - - - - - - - - F77 F BL 9 L J F7.5 ®I - L® D2 - - - - - - - _ D8- _ D8" -- -- JD8 D10 D1 Di SHEARWALL ENDPOST SCHEDULE - - SE2. F10X8 F10X8 F7.5 TYPE DESCRIPTION 1 1 1 11 1 SWEP-1 (2)2x6 MIN DF#2 8 8 1 , TYP NOTE G III SE2 SWEP SIZE SHOWN IS MINIMUM AND MAY > RETAINING WALL REQUIRE ADDITIONAL STUDS PER HEADER& EXTENTS PER 10 WOTHER DETAILS CIVIL/ARCH,TYP 54.1 D5 Of 54.1 Sa. ,0 54.1 54.1 hI - J L it FOOTING SCHEDULE +�� + E2 LOADING DOCK (2)#6 BARS CONT(5)PLACES I TYP AT COL K LEVELER,SEE LOCATED AT COLUMNS. MARK SIZE DEPTH REINFORCING DESCRIPTION DETAIL REF r _ 10/S4.1 TERMINATE w/STD HOOK EA D6- - - - - - DB -� END AS SHOWN(ROTATE AS F4.5 4'-6"x4'-6" 12" (4)#5 EACH WAY TOP&BOT SPREAD FOOTING S/S4.1 S REQ'D FOR FIT) � F7.5 T-6"xT-6" 14" #5 @ 12"O/C BOT,#5 @ 18"O/C TOP SPREAD FOOTING 5/54.1&6/S4.1 TSE1.0, F10X8 101-0"x8'-0" 16" #5 @ 10"O/C BOT,#5 @ 18"O/C TOP SPREAD FOOTING 6/S4.1 TYP UNO TS1.5 1'-6" 10" 1 CONT LONGITUDINAL CONT THICKENED SLAB 11/S4.1 4 5 FOOTING o TSE1.0 1'-0" 1'i MIN i CONT LONGITUDINAL CONT FOOTING 4/S4.1 D5 3 TSE2.0 2'-0" 1'�"MIN (2#4 CONT LONGITUDINAL CONT FOOTING 4/S4.1 L� - - - - - - - - REV Description Dale z TSE2.8 2'-8" 1;1";MIN (4#4 CONT LONGITUDINAL CONT FOOTING 4/S4.1 6"SOG w/#4 @ 18"O/C E EA WAY,2"CLR FROM Revision Schedule SHEAR WALL SCHEDULE(7/16"OR 15/32'SHEATHING WI DF STUDS&M FASTENERS) TOP OF SLAB STEP RET WALLAS ¢ REQ'D PER 12/S4.1 ASSUMED rn BLOCKING AND v STUD SIZE @ F4�E BRACED BAY WALLSHEATHING NAIL SPACING(d ADJOINING WALL MUD SILL PLATE AND ATTACHMENT TYP AT IDS PERMIT WALL APA_RATED S3,14]STRUCTURAL-1 ALL SHEATHING SHEATHING RIMJOISTOR BLOCKINGCONN. WALL BOTTOM PLATE&ATTACHMENT TO CONCRETE STRUCTURE BELOW COL TYPE [1,2,13,14] EDGES[4,5s] EDGES[3,7,14] TOTOP PLATE BELOW[8,9,10] TO WOOD STRUCTURE BELOW[16,17] [11,12,15] W6 15132 OR 7116 6"O/C 2x CLIP 32"O/C 2x PLATE 0.162'0 x3112'NAILS 8"O/C 2x PLATE SIB"AB 48"O/C M � 54.1 J f[4.5 YSHEAR WALL NOTES: - - - - - - - - - - - - IDS - [1]INSTALL SHEATHING EITHER HORIZONTALLY OR VERTICALLY.PROVIDE 1/8" [8]BASED ON 0.131"0x1-112"NAILS USED TO ATTACH FRAMING CLIPS DIRECTLY TO O GAP BETWEEN ALL ABUTTING PANEL EDGES. FRAMING.USE 0.131"0x2-1/2"NAILS WHERE INSTALLED OVER SHEATHING. � SCALE. L NORTH [2]WHERE SHEATHING IS APPLIED ON BOTH FACES,PANEL LAYOUT SHALL BE [9]FRAMING CLIPS:SIMPSON A35 OR LTP4 OR APPROVED EQUIVALENT,SEE DETAILS. TYP BTWN w OFFSET SUCH THAT THE ABUTTING PANEL JOINTS ON EACH FACE DO NOT [10]WHERE BOTTOM PLATE ATTACHMENT SPECIFIES(2)ROWS OF NAILS,PROVIDE COL 4 F4.5 a OCCUR OVER A COMMON(SHARED)STUD OR DOUBLE STUD.OFFSET VERT DOUBLE JOIST,RIM JOIST OR EQUAL BELOW.STAGGER NAILS IN ROWS 1-1/2"APART TYP BTWN COL As indicated wl PANEL JOINTS ON EACH FACE BY 16"HORIZONTAL,MIN. MINIMUM. S4.1 w [3]BLOCKING IS REQUIRED AT ALL SHEATHING EDGES.SEE SCHEDULE FOR [11]TYPICAL SILL ANCHORS AND PLATE WASHERS SHALL BE PER TYPICAL DETAIL. 4 Axthelm-RNW Distribution SIZE. [12]PRESSURE TREATED MATERIAL CAN CAUSE EXCESSIVE CORROSION IN THE SE1. TYP BTWN COL Sa.1 Metal Building Foundation [41 PROVIDE SHEAR WALL SHEATHING AND NAILING FOR THE ENTIRE LENGTH FASTENERS.PROVIDE HOT-DIPPED GALVANIZED(ELECTRO-PLATING IS NOT OF THE WALLS INDICATED ON THE PLANS.ENDS OF FULL HEIGHT WALLS ARE ACCEPTABLE)NAILS AND CONNECTOR PLATES(FRAMING ANGLES,ETC.)FOR ALL TYP 5 TYP AT COL 4 DESIGNATED BY WINDOWS,DOORWAYS OR AS DESIGNATED ON PLANS. CONNECTORS IN CONTACT WITH PRESSURE TREATED FRAMING MEMBERS AND/OR S4.1 S4.1 ASSUMED Vacant Land Lot F a' REFERENCE PLANS FOR HOLDOWN LOCATION AND SIZE. WHERE EXPOSED TO MOISTURE/HUMIDITY. TYP BRACED BAY SPREAD FOOTINGS Arlington,WA 98223 00 [5]SHEATHING EDGE NAILING IS REQUIRED AT ALL SHEAR WALL END POSTS. [13]DO NOT APPLY WOOD SHEATHING OVER GYPSUM BOARD. F SE7 F- F- CENTERED ON COLS, WHERE END POST IS COMPRISED OF MULTIPLE 2x MEMBERS,STAGGER EDGE [14]AT ADJOINING SHEATHING EDGES,DOUBLE 2x STUDS NAILED TOGETHER MAY BE TYP o NAILING EQUALLY TO EACH MEMBER;IN ADDITION,SISTER EACH MEMBER PER USED IN PLACE OF A SINGLE 3x STUD.FASTEN DOUBLE 2x STUDS TOGETHER WITH 3" D2 D� D9 D9 D2 D10 SHEAR WALL NOTE[14]. LONG NAILS WITH THE SAME DIAMETER AND AT THE SAME SPACING AS THE EDGE BL - L - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - c [6]NAIL SIZE TO BE 0A31"0(OR 0.113"0IF HDG)WITH MINIMUM 1-3/8" NAILING.ALL BUILT-UP END POSTS SHALL BE NAILED SIMILARLY. �� �l Axthelm Construction Inc. PENETRATION IN STUD.STAGGER NAILING AT SHEATHING EDGES WHEN NAILS [15]SEE STRUCTURAL NOTES FOR SPECIAL INSPECTION REQUIREMENTS. - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - ARE SPACED AT LESS THAN 4". [i6]PROVIDE(2)ROWS OF NAILS WITH 1/2"ROW SPACING TO RIM JOIST WHERE F4.5 F4.5 z [71 INTERMEDIATE FRAMING SHALL BE 2x MINIMUM MEMBERS.ATTACH BOTTOM PLATE NAILING IS 3"O/C OR LESS. F7.5 F7.5 F7.5 F7.5 SE1. X SHEATHING TO INTERMEDIATE FRAMING WITH 0.131"0x2-1/2"NAILS AT 12"O/C [17]WHERE SHEATHING OCCURS ON BOTH SIDES OF WALL,PROVIDE DOUBLE RIM O O O O FOUNDATION&PARTIAL E WHERE STUDS ARE SPACED AT 16 O/C AND 0.131"0x2-1/2"NAILS AT 6"O/C OR BLOCKING IN ACCORDANCE WITH DETAILS)AND ONE ROW OF PLATE NAILING TO LOFT FRAMING PLANS WHERE STUDS ARE SPACED AT 24"O/C. EACH PLY. I I P-Ecr 211. °0 CHECK. BP q m ISSUED. GKnn 09/02/22 a a`N o FOUNDATION PLAN S2.1 1/8"=1'-01, 1 PRINT.9%/022]57:1- 02 1 BL KINGWORKS NOTE STRUCTURAL 1.'d'=FTG DEPTH PER PLAN OR SCHED 'LD'PER SCHED 2.'S'PER CONTRACTOR BUT 2'-0"MAX 2 x'S' 2^ W—pa"Rp SMENGINEERS68— COLUMN,ANCHOR ADDITIONAL#6 DIAMETER, BARS PER PLAN s w ellingN m.W 98325 ww.king-wwks.c"m BASEPLATE,& (WHERE OCCURS) WALL PER MFR SOG&REINF 1 1/2"CL PER SIDING PER ARCH PER PLAN — ST PL EEL v AA _PER ARCH T/SOG N N BY OTHERS,TYP z �OF BY OTHERS, AA DOCK LEVELER d- 4a �¢ 2 - CONT FTG PER TYP DTLS SLAB ON GRADE EDGE ANGLE BY OTHERS ANGLE PER MFR d PER TYP DETAILS 2"CLR • a 4 CORNER WALL a 1 LONG REINF PER FTG SCHED,CONT 10 27 8 S ° ( 10"MIN AT RET WALL WHERE OCCURS O NOT SHOWN FOR CLARITY,SEE DTL — r Q LOCATIONS ONLY d ° AL ELSE TRANSVERSE AND DOWEL BARS a #4V 12'O/C 2 MIN w/STD HOOKS, J_ a (3)#4 CLOSED TIES ELSE WHERE) SLOPE SIDE OF FTG @ ( ) I I ° a WITHIN TOP 5" -III— STEP IF SOIL WILL NOT INSULATION CENTERED IN WALL.FIELD BEND ONE EDGE ANGLE BY OTHERS #5 DOWEL BARS TO STAND VERTICAL PER ARCH = -8„ TIME MAX AT CONTRACTORS OPTION. I MATCH SIZE AND 'd4 °a 8-1 #4H CONT.@ 12"O/C I QTY OF PLINTH I 12 TYP STEPPED WALL FTG I NOTE: •I VERT REINFORCING A PER MFR— I BALANCE OF °d- 3/4"=1'-O° I DETAILS PER DBL A563 NUT 8/94.1 w/F436 STD • • a • 11/2"CLRA.A. WALL,SILL AND AB's PER 8/S4.2, w ° ° - WASHER,TYP CENTERED ON FTG cz7 4 - a- d a w TYP RETAINING a WALL FTG&REINF. _ _ a #4 CLOSED TIES @ 6"O/C TYP a 8"MIN SOG w/#4 @ 18" PER 8/S4.1 WHERE SOG CONTROL JT PARALLEL TO �° - OIC EA WAY,CENTERED —III—I I— SOG PER TSF,LOCATE AT SECTION WITH TYP BOG • ROUGHEN JOINT (6)#5 VERT.BARS, 1/S4.1 d TERMINATE w/STD HOOKS THICKNESS(NOT OVER TSF).LOCATE ON ��' a I' - PER SN,TYP SIDE OF FTG TO BE COVERED BY FLOOR PER SCHED INTO BOTTOM OF FTG FINISHES WHERE POSSIBLE. a WALL AND REINF PER LOADING DOCK a° PLAN AND TYP DETAILS a v - ° ° °a - PAVEMENT BY OTHERS, ° TYPICAL CONDITION w - - INSULATION PER ARCH ❑ a ° •°d °a J 1 - 3"CL III—III— l SUBGRADE 1 —III- PREP PER SN 3"CLR TSF PER PLAN,SEE 7/S4.1 FOR 10 LOADING DOCK SECTION g COL PLINT LIMNS H AT RETAINING WALL INTERSECTION WITH OTHER FNDNS SUBGRADE PREP PER SN WIDTH PER SCHED BL PER BUILDING MFR r TYP TSF SECTION CL COL= 1"=1'-O" COLUMN,ANCHOR DIAMETER CL FTG z &BASEPLATE PER MFR BL COL,BASE PL AND WALL PER BUILDING MFR ° a 8 0" WALL FRAMING PER a w D HAIRPIN WHERE WHERE OCCURS rn STD HOOK @ FAR FACE OF INDICATED L111"CLLI METAL BLDG MFR WALL,MAINTAIN CLEARANCE PER STRUCT NOTES,TYP SOG PER PLAN SOG AND INSULLATION ° AND TYP DETAILS FINISHED GRADE 8, PER 1/S4.1,WHERE OCCURS z INS ULATIONIFLASHING ° g ADDITIONAL N BY OTHERS w CL COL=CL FTG BARS PER PLAN EXTEND BARS AS - N (UNO ON PLAN) INTENTIONALLY FAR AS POSSIBLE, ° STL COL PER METAL ROUGHEN JOINT TO ° J, TERMINATE IN ° CLASS BUILDING MFR. — - 3"CLR MIN a -2"CLR 1/4'AMPLITUDE ❑ (2)#5 CONT @ TOW,TYP STD HK LAP SPLICE TYP. I w FOOTING AT FRAME THICKENED EDGE FTG w/ COL,PER PLAN CONT LONG REINFORCING w E FREE-DRAINING z OVER FTG BELOW,TYP ° I BACKFILL PER GEOTECH. -a CLEARANCE I DB STD WASHER,TYP 8" PER SN,TYP I BP,AB's AND HS/NS1 1/2'CLR v DO NOT BACKFILL OR GROUT PER TYP DTL = COMPACT HIGH SIDE ALTERNATE: v ❑ UNTIL SOIL ON LOW SIDE I w 'M• r CLR ¢ IS COMPACTED IN PLACE. - USE"L"CORNER SOG PER PLAN 8"MIN A.A. SOG JOINT PER - w FOOTING BARS AS SHOWN AND TYP DTLS I TYP DTL a t f w P f y d TYP CONCRETE REINF a 12"H REINF. - DEVELOPMENT/LAP ° SPLICE LENGTHS('LD') ° ❑ a ° a w 4"MAX,BOT OF FTG TO TOP OF "CUR REINF PER 315 @ 12"O/C V REINF.CENTERED BAR SIZE TOP OTHER a c WASHER.LOCALLY THICKEN SCHEDULE 2 LOADING DOCK IN WALL w/STD HOOKAS SHOWN NOTE 3 2 CL w - - z FTG IF REQ'D TO MAINTAIN 3" w PAVEMENT BY OTHERS #3 16 IN. 12 IN. CLR COVER A.A.ANCHORS ❑ ,. SINGLE CURTAIN ❑ - < ° 'ROUGHEN JOINT #4 21 i6 i - a - PER SCHED Q ° OR FORM 1 1/2"X U Z a^CONT KEYWAY #5 27 21 ° ° 5 TYP FOOTING AT PERIMETER COLUMNS TRANSVERSE REINF. #6 39 30 - - 2"CLR 9 ;'\7 - d ° DEVELOPMENT/LAP SPLICE NOTES 4"MAX,BOT OF FTG TO -- --� CONT REINF PER 1 1/2"MIEN 1.TABULATED VALUES ARE BASED ON GRADE 60 UNCOATED TOP OF WASHER. COL FTG PER PLAN AND SCHED REINFORCING BARS AND 3500 PSI NORMAL WEIGHT CONCRETE. LOCALLY THICKEN FTG IF 3"CLR PLAN AND SCHED 4 z 3"CLR (3)#5 CONT.LONG REINF 2.BAR a-a SPACING MUST BE 6"MIN.AND COVER MUST BE 1.5"MIN. REQ'D TO MAINTAIN 3"CLR a- •°- da; DRAINAGE BY 3."TOP"BARS ARE DEFINED AS ALL HORIZONTAL BARS WITH MORE COVER A.A.ANCHORS PER SCHED SUBGRADE PREPP. - OTHERS SUBGRADE PREP PER SN THAN 12 INCHES OF FRESH CONCRETE CAST BELOW THE BARS. PER SN In In TYP LOADING DOCK RETAINING WALL V — 3/4"-1'-O" 3/4"-1'-O" CONCRETE WALL P z p-p REV Description Dale S/4 - n TYP CONC LAP SPLICE LENGTHS n TYP INTERIOR STL COLUMN FTG I I I LA`;`:e T`°'^ ::,r a PER PLAN AND TYPi:` ` Revision Schedule DETAILS.INSULATION PER ARCH;- e TYP SLAB REINFORCING,TERMINATE FLOOR LEVEL PER ARCH NOTE w/STD HOOK AS SHOWN PERMIT GRADE PER ARCH TYP THICKENED SLAB EDGE AT RETAINING WALLS -•. ,:,..,., a a-° o "' APPROVED FILTER 1.PROVIDE SLEEVES W INSIDE DIAMETER 2"GREATER THAN PIPE OUTSIDE DIAMETER.CENTER PIPE AND BOTTOM OF BASE - FABRIC AND DRAIN WRAP w/COMPRESSIBLE MATERIAL. TYP CJ:1 1/2"MIN DEPTH SAW TYP REINF CONT 1 1/2"x2"KEY -LD' z - a ROCK 2.ADJACENT PENETRATIONS THROUGH TSE SHALL BE SPACED TO PERMIT 6"MIN REMAINING CONCRETE CUT OR FORMED SLOT PER PLAN OR ROUGHEN z BL —III ` d BETWEEN THEM.IF CLOSER PENETRATION SPACING IS REQUIRED,OR IF ANY TYP REINF REQUIRES PER SCHED INTERRUPTION,SUCH LOCATIONS SHALL BE CLEARLY INDICATED ON THE SUBMITTED REINFORCING _ GRID z SHOP DRAWINGS;THE ENGINEER SHALL REVIEW THE SHOP DRAWING FOR ADEQUACY AND ADD REINF g 3 a - - Z NaR,R. . �r - AS REQUIRED.FOR BIDDING PURPOSES ONLY,INCLUDE(2)ADD'L#4 x 6'-0"ON EACH SIDE OF EACH a a ° m ° MULTIPLE-PIPE PENETRATION. rrc SCALE. wa 3.FIGURE BELOW SHOWS ACCEPTABLE PENETRATION LOCATIONS THROUGH AND BELOW TSE's: a a— • As indicated NI `'r�i'1�; •+) VAPOR BARRIER zINVERT zw ° _ a `� _� BYOTHERS 1'-0" CONTINUE50%OF Axthelm-RNW Distribution INTERIOR --1�rr-- 4"RIGID ABS PERF PIPE a a SUBGRADE PREP PER SN —III— 6"MIN CAPILLARY SLAB REINF THRU JT Metal Building Foundation �i MEZZANINE FRAMING OR DRAIN TILE _ BREAK PER SN qa (WHERE OCCURS) OF DRAIN ❑ 2 MM- BOT z TSE PER TYP CONTROLJT AND SUBGRADE TYP CONSTRUCTION JT Vacant Land Lot F FINISHED GRADE& TYP DETAILS O TSE Arlington,WA 98223 p' TYP SOG INSULATION/FLASHING PERIMETER FOUNDATION DRAINS -INVERT MUST BE BELOW FLOOR LEVEL. c BARS BY OTHERS z NOTE -BOTTOM OF DRAIN MUST BE BELOW BOT OF BASE. - w 1.PLACE CONTROL JOINTS AND CONST JOINTS AT NO MORE THAN 15'-0"O/C,EW.ALIGN JOINTS WITH COLS AND °. NOTE SLAB CORNERS WHERE POSSIBLE. ° 1.DRAIN PIPES MUST DISCHARGE BY GRAVITY OR MECHANICAL MEANS TO AN z - 2.CUT CJ's AFTER CONIC HAS SUFFICIENTLY HARDENED TO PREVENT SPALLING OR TEARING BUT NO MORE THAN a APPROVED DRAINAGE SYSTEM THAT COMPLIES WITH THE INTERNATIONAL BOT OF 12 HOURS AFTER POUR. Axthelm Construction Inc. • - �— PLUMBING CODE. •_} O TSE 3.SUBMITA SLAB PLAN SHOWING CONTROL&CONSTRUCTION JOINT LAYOUT AND POUR SEQUENCE FOR 2.MINIMUM SLOPE FOR DRAIN PIPE RUNS IS 0.25% z N O ✓//, APPROVAL. a - _� 3.DO NOT CONNECT FOUNDATION DRAIN SYSTEMS TO RAIN LEADERS OR DOWN 2LLVOIDw/ w 4.THE SUBGRADE SHOWN ABOVE SHALL BE THE MINIMUM REQUIRED AT ANY LOCATION,AND SHALL BE °d ° ° SPOUTS. '' "' a (}°<'' INCREASED OR MODIFIED AS RECOMMENDED IN THE GEOTECH REPORT. E ;. o �M ...,,,_ _;F FOUNDATION DETAILS 1 L a -d 4.PROVIDE APPROVED CLEANOUTS FOR ALL DRAIN PIPE AT ENDS,CORNERS,AND z 5.SEE SPEC AND ARCH/MECH/CIVIL DRAWINGS FOR SLAB EXTENTS,SLOPES,STEPS,DRAINS,ELEVATIONS, rk' ° NO MORE THAN 120'-0"ON CENTER. 1 CHAMFERS,FINISHES AND OTHER RELATED INFORMATION.MAINTAIN MIN THICKNESS PER PLAN THROUGHOUT. 211. rn 1 - • • 5.SEE CIVIL DRAWINGS FOR GRADES,DISCHARGE POINTS,AND OTHER REQMTS. 1-0" CONC OR CDF 6.WHERE SINGLE PENETRATION(OR COMBINED GROUPING OF MULTIPLE PENETRATIONS,SUCH AS AT GROUPS cK""er cRecK. aaww:m ° ALSO SEE GEOTECH REPORT FOR ADDITIONAL REQMTS. TYP.WHERE'W'IS LESS 4"MIN 4"MIN OF PIPES OR CONDUIT)LARGER THAN 0'-10^ANY DIRECTION,PROVIDE ADVL#3 EA SIDE EXTENDING 18"MIN Issued. Og/O2/22 ry 6.SUBMIT A FOUNDATION DRAINAGE PLAN TO THE ARCHITECT FOR REVIEW. THAN T-6",OK TO FILL w/ BEYOND THE PENETRATION EXTENTS. CONT.REINF.PER 7.DRAIN ROCK/BASE MATERIAL SHALL CONSIST OF GRAVEL OR STONE WITH LESS GRAVEL OR SAND. 7.SIM AT EXT SOG's/SIDEWALKS AROUND BLDG,EXCEPT OMIT VAPOR BARRIER,REDUCE CJ SPACING TO 10'-0" PER SCHED SCHED,3"CLR MIN THAN 10%OF MATERIAL PASSING THROUGH A NUMBER 4 SIEVE. O/C MAX,PROVIDE AIR ENTRAINMENT PER SN. A ■ a 2 v\ o �n TYP FOOTING BETWEEN COLUMNS n TYP FOUNDATION DRAINS AT TSE n TYP PENETRATIONS AT TSE n TYP SLAB-ON-GRADE DETAILS PRINT.a o z]:s]:,sun ®2n, LJ 1"=1'-0" -0" U 1'-0" CL MINDISTBETWEENANYTWO KINGWORKS STRUCT WALL STUD(2x6 HOLES=6" BF STRUCTURAL MIN,SIM @ STL COL) ALLOWABLE MAX HOLE DIA=SMALLER JOIST PER PLAN OLSTA 24 @ 48"O/C HOLE ZONE OF H/5 OR 0'-6",TYP ABOVE OR BELOW ENGINEERS z FLOOR SHEATHING MAX HOLE DIA=2 1/4"TYP, _ _ _ i Soo Dive"1 slps�rtes 350.J10.826g 83 - NO HOLES WITHIN V-6"OF `l Q = e0M,,I,m.w ee225 w-1,,g woM1s.cgm TOP OR BOT OF STUD L�1 � J L/4 U4 NO SIDE-BY-SIDE -0'-1"MIN TO EITHER FACE CENTER OF BL 3 112"SEISMIC GAP AT ALL BL N HOLES PERMITTED BEARING,TYP L WEB STIFFENER METAL BUILDING FRAMING OF W4$y� PER MFR BM&HANGER BN NOTES PER PLAN 1-1/4"CONT LSL RIM 8d @ 6"O/C TO BLKG,TYP STUD WALL 1.NO"NOTCHING"PERMITTED OF ANY WOOD MEMBER. SOLID JOIST OR BEAM SOLID WOOD JOIST OR JOIST TO INTERIOR BEAM - 2.ALLOWABLE HOLES THROUGH PRE-ENGINEERED PRODUCTS BEAM PER PLAN(SIM @STL BM)-NO HOLES OUTSIDE (SUCH AS PR P S)SHALL BE A PERMITTED BY MFR. MFR BLOCKING PANEL 3.WHERE PROPOSED PENETRATION WOULD NOT CONFORM TO OF ALLOWABLE HOLE ZONE WEB STIFFNER(S) �`SS/O/yAL THIS DETAIL,SUBMIT TO ENGINEER FOR REVIEW(3)DAYS MIN PRIOR PER JOIST MFR TO DRILLING.ANY ADDITIONAL REINFORCING REQUIRED TO NOTE:BALANCE OF ACCOMMODATE THE NON-CONFORMING PENETRATION SHALL BE DETAIL SIM LEFT PROVIDED AT NO ADDITIONAL EXPENSE TO THE OWNER. 4.HOLE LOCATIONS AND SIZE LIMITATIONS SHOWN FOR WALL I-JOIST PER PLAN,(3)10d TO STUDS SHALL ALSO APPLY FOR HORIZONTAL WALL PLATES. EN STAGGER. PLATE THROUGH B3)1 FLANGE. FULL-DEPTH BLKG TYP ALLOWABLE HOLES THROUGH SIMPSON A35 CLIPS PER @ 48"O/C 11 WOOD MEMBERS SHEARWALL SCHEDULE 1 1/2"_1'-O" WALL PER PLAN O 10d NAILS,TOENAIL OR THROUGH BOT FLANGE TO TOP PL 3 MIN.NAILS(PER JOIST)JOIST MFR I-JOIST(CONTINUOUS JOISTS PERPENDICULAR TO WALL JOISTS PARALLEL TO WALL SPLICE SILL PLATE FLANGE TO PLATE.10d @ 1 1/2" OR INTERUPTED AT WALL) AS REQUIRED FLANGES 12d @ 1 3/4"FLANGES WALL PER PLAN PROVIDE STUDWALL PER PLAN TRIPPLJOIST E TO PL NOT AT E. WHERE STUDS 9 TYP I-JOIST AT EXTERIOR WALL &TYP DETAILS 3/4"=1 'O0 JOIST OVER INTERIOR WALL CENTER ON STD WASHER PT 2X6 SILL PLATE TYP I-JOIST OVER INTERIOR BEARING BN PL,TYP LON r0 WALL BEAM THICKENED FTG PER a 4 a 4 Q PLAN&TYP DETAILS 10d @ SPACING HOEDOWN PER PLAN _ EQUAL TO BN, � , STAGGER SIDES. TYP SECTION 4 12"MIN,10"MAX, 5/8"SILL ANCHORS AT SPACING 5/8"e ANCHOR ROD,SEE NOTE 1 #STUDS x EN, FROM END OF PLATE,TYP PER SHEARWALL SCHED(4'-0" 3I8"MIN TO PANEL TYP(6"MAX O/C MAX ELSEWHERE). O/C EA STUD) EDGE AND TO FRMG SILL BOLT OPTIONS FLOOR LEVEL-(WHERE ) EDGE,TYP OPTION 1: CAST-IN-PLACE ANCHOR RODS;6"MIN EMBEDMENT WITH 2"HOOK OR HEADED BOLT. HOEDOWN IS INDICATED) OPTION 2: MECH GALV SIMPSON TITEN HD ANCHORS,4"MIN EMBEDMENT z a a \ STAGGER EN PER SW WALL DIRECTLY BENEATH JOIST OPTION 3: EPDXY ANCHORS PER SIN,4"MIN EMBEDMENT g .4 - a a SCHED EVENLY TO ALL STUDS ALT:CONTINUE WALL TO NOTES w � PANEL EDGE= ROOF SHEATHING BN TYP 1.SET SILL PLATE FOR EVEN BEARING.PLACE MORTAR UNDER PLATE WHEN GAP EXCEEDS 1/8". a MEMBER EDGE,LON 2.SEE SHEAR WALL SCHEDULE FOR BOLT SPACING AT SHEARWALLS. 3.USE ONLY HOT DIP GALVANIZED SILL BOLTS,WASHERS,CONNECTORS AND FASTENERS IN I CLR BUILT-UP FRMG PRESSURE TREATED WOOD,SEE STRUCTURAL NOTES FOR ADD'L INFORMATION. TSF PER PLAN MEMBER,SISTER PER E 10d @ SPACING EQUAL 4.THIS DETAIL DOES NOT APPLY TO HOLDOWN ANCHORS,SEE MFR REQMTS. AND TYP DETAILS SIN TO BN,STAGGER 5.POST-INSTALLED ANCHORS SHALL BE INSTALLED PER MFR's RECOMMENDATIONS AND REQUIRE NOTE SPECIAL INSPECTION.SEE STRUCTURAL NOTES FOR ADDITIONAL REQUIREMENTS. 1)AT CONTRACTORS OPTION,PROVIDE DRILL AND EPDXY HOG ATR w/7" TYP NAIL STAGGER AT NON-ABUTTING PANEL EDGE 1/2"MIN SHEATHING 10d x 1-1/2"@ 6.HOLE 0 IN SILL PLATE SHALL BE 1/16"MAX LARGER THAN THE ANCHOR 0. EMBED PER SIN,OR PRECAST ANCHOR BOLT PER NOTE 2,MAINTAIN MIN ON BUILT-UP MEMBER(FOR ALL EN) SPACING EQUAL To 7.HOLE IN PL WASHER MAY BE DIAGONALLY SLOTTED WITH MAX SLOT LENGTH OF 1 3/4",PROVIDED A CLR DISTANCE AS SHOWN FOR ALL OPTIONS. LBN TYP STANDARD CUT WASHER IS PLACED BETWEEN PLATE WASHER AND NUT.ALL PLATE WASHERS AT 2)ANCHOR BOLTS SHALL BE SIMPSON HARDWARE AS SPECIFIED,OR A36 SHEARWALLS SHALL EXTEND TO WITHIN 1/2"OF THE EDGE OF THE BOTTOM PLATE ON THE SHEATHED OR F1554-36 ROD w/THE EMBEDDED END TERMINATED WITH A BOLT HEAD NOTE BN SIDE(S). w/WASHER,OR A DOUBLE NUT w/WASHER.HOT DIP GALVANIZE OR VERTICAL(STUD)CONFIGURATIONS SHOWN;STAGGER AT SLEEVE THE ANCHOR TO PREVENT CONTACT w/PT WOOD. HORIZONTAL(PLATE OR BLKG)CONFIGURATIONS SHALL BE SIMILAR WALL BETWEEN JOISTS TYP SHEARWALL ENDPOSTS AND INTERIOR SHEARWALL @ ROOF r 1 TYP SILL&BOLTING n HOEDOWNS n TYP SHEARWALL NAIL STAGGER n PARALLEL TO JOISTS SOLID BLOCKING 4'-0"MIN LAP,PROVIDE(16)10d IN(3)STAGGERED ROWS w/(3)8d TOENAILS MSTA30 STRAP EA END OF BM. TO EA JOIST OR WRAP AROUND WHERE WALL RIM JOIST IS INTERRUPTED PER PLAN. L(HORIZONTAL) IDE A35 P R S CLIPS PER SW SCHED DBLTOP PLRUCTURE ABOVE PER TYP (LON)PER TYP BEAM PARALLEL TO WALL PER PLATES LS DETAILS I III PLAN.BEAR BEAM CENTERED 2 PLATE III III ON DOUBLE TOP PLATE. _----------- w FASTENING: I I I I I I III < 16d@16"O/C i�''----��� —• 0 Oa (4)10d TOENAIL TO PLATE ALIGN STUDS .I BELOW JOISTS 3"MIN BEARING • SHTG PER STRUCT m TYPICAL TOP I,i NOTES PLATE TO STUD: POST PER PLAN(2)2x g (2)16d END NAILS STUDS MINIMUM _ BENEATH BEAMS TYP I� 'N JOIST PER TYP BLOCKING TO PLATE SWEP PER PLAN&DETAILS BEARING DETAILS c 8d @ 6"TOENAIL SHTG PANEL o FIELD NAILING @ 12"O/C, JT,TYP ALIGN STUDS DIRECTLY z EN AT SWEP.WHERE SWEP IS TYP UNDER JOISTS WHERE HEADER REV Descdption Dale z NOTES WIDTH LESS THAN NOTES: BUILT-UP FROM MULTIPLE 1.SEE SW SCHED FOR EDGE NAILING(EN) STUD WIDTH,BLOCK Revision Schedule E 1)SEE IBC TABLE 2304.9.1 FOR OTHER FASTENING REQUIREMENTS. STUDS,STAGGER NAILS AND PLATE NAILING(PN)SIZE&SPACING. SOLID ABOVE 2 WHERE BOTH TOP PLATES ARE INTERRUPTED,SPLICE W SIMPSON LSTA18. BETWEEN ALL STUDS BUT SPACE (4)10d, NO GREATER THAN 6"O/C TO EA 2.PROVINELS,DE 1/8"GAP BETWEEN ADJACENT TYP TO TRIMMER STUDS. STUD 2q MIN PANEL W IDTH AND/OR HT 3.WHEREVETypR EDGE NAIL(EN)SPACING IS HEADER e 4 TYP STUD WALL FRAMING DETAILS LESS THAN 4"O/C,EACH ROW OF NAILS HEADER PER p E RM IT S' 3/4"=1'-O" SHALL BE STAGGERED INTO TWO ROWS. JLSCHEDULE.IF BUILT- cO DISCONTINUOUS SHEATHING THE CENTERLINES OF THESE TWO ROWS UP,SISTER w/16d @ AT SW IS TO BE AVOIDED SHALL BE OFFSET BY 1/2"MIN.ALSO 6"O/C,STAGGERED WHEN POSSIBLE MAINTAIN 318"MIN EDGE DISTANCE FROM TYP FROM EA SIDE. CL OF NAIL TO EDGE OF PANEL AND z EDGE OF FRAMING MEMBER.SEE TYP STAGGER DTL ELSEWHERE. ATMULTIPLE-STUDS,SISTER SINGLE CONTINUOUS O STUD EA SIDE w/12d @ EA STUD PER THE STRUCT 4.SHTG PANELS MAY BE INSTALLED KING STUD CONT PAST TYPE HEADER TRIMMER SILL QTY 3 6"O/C TO ENDPOST, NOTES&SW SCHED VERTICALLY OR HORIZONTALLY. HEADER AS SHOWN KaRTH. STAGGER SHEARWALL 5.WHERE DBL SILL OR SOLE PLATE USED, H1 (2)2x6 (1)2x6 0)2x6 SCALE. ENDPOST AND SISTER UPPER PL TO LOWER PL W PN y HOLDOWN PER PLAN PER SW SCHED;STAGGER EN EVENLY TRIMMER AND KING STUDS H2 4x8 (1)2x6 (1)2x6 As indicated _ EN EA SIDE OF PANEL BETWEEN PLATES. PER SCHEDULE.TOTAL JOINTS,TYP TRIMMER+KING BUILT-UP Axthelm-RNW Distribution z POST PER SCHEDULE IS BLOCK ALL SW MINIMUM,SEE PLANS FOR Metal Building Foundation qa SHEATHING ON ONE FACE SHEATHING EDGES W LARGER SIZES WHERE REQ'D. ❑ EN,STAGGER BETWEEN OR EACH FACE.PER HOLDOWN PER PLAN FLAT 2x4 SISTER EACH PIECE w/10d AT Vacant Land Lot F ENDPOST STUDS,TYP PLANAND SCHEDULES. SHEARWALL EN EA SIDE OF PLY JT, SPACING PER SHEARWALL SILL(QTY PER Arlington,WA 98223 m 2x OR 3x SILL PLATE SCHEDULE OR 12"O/C MAX EN AS REQUIRED BY PROVIDE 3x WHERE REQUIRED PER STAGGERED(AT NON SW). SCHEDULE)TYP T&B OF AT INTERSECTIONS, SW SCHED SW SCHED.WHERE(2)2x MEMBERS OPENING NO SPLICE. ` CONTINUE SHEATHING LAP TOP PLATES AT CONTRACTORS OPTION: I I ARE USED IN LIEU OF 3x,SISTER PER (2)10d TOENAILS, THROUGH w/EDGE AND NAIL w/(4)16d COUPLER NUT&THREADED PN(N/A @FNDN) THE STRUCT NOTES&SW SCHED. TYP(4)LOCATIONS 5 FASTENING PER ROD FOR MISPLACED ANCHOR, A SCHEDULE TO ENDPOST MAX 5-DEG OUT-OF-PLUMB EN PER SW SCHED HOLDOWN PER AXthelm Construction Inc. PROVIDE HDG NAILS AT z 'I PT SILL PLATE TYP DETAIL E HOLDOWN ANCHOR TYP DETAILS PER WOOD FRAMING DETAILS EN STAGGER BETWEEN PER PLAN&TYP FLOOR BN PER THE STRUCT NOTE z 1ag DETAIL NOTES(N/A @ FNDN) THIS DETAIL APPLIES AT ENDPOST STUDS,TYP BEARING AND SILL BOLTS PER cK CHECK. Eamw:m SHEARWALLS ONLY. TYP DETAIL DRnwry SHEARWALL ENDPOST AT FOUNDATION PROVIDE SILL ISSUED. 09/02/22 m AND HOLDOWN PER PLAN ANCHORS PER SW SCHED AND 7TTm TYP DETAIL S4.2 N o 3 TYP WOOD WALL INTERSECTIONS 2 TYP SHEARWALL CONSTRUCTION 1 TYP HEADER FRAMING PRINT.A 022)5):1- .2.1 3/4"=1'-0" 1"=1'-0" 3/4"=1'-0" DRAWING INDEX DRAWING RELEASE HISTORY GENERAL NOTES DRAWING TITLE PAGES TYPE DATE DESCRIPTION MATERIALS ASTM DESIGNATION Cover Sheet 3 PLATE WELDED SECTIONS A529,A572,A1011,A1018 GRADE 55 Codes and Loads COLD FORMED LIGHT GAGE SHAPES A653,A1011 GRADE 60 BRACE RODS A572,A510 GRADE 50 Notes HOT ROLLED MILL SHAPES A36,A529,A572,A588,A992 GRADE 36 OR 50 HOT ROLLED ANGLES A529,A572,A588,A992 GRADE SO ® Anchor Rod Plan HOLLOW STRUCTURAL SECTION(HSS) A500 GRADE B CLADDING A653,A792 GRADE 50 OR GRADE 80 VP BUILDINGS Primary Structural HIGH STRENGTH BOLT TIGHTENING REQUIREMENTS Secondary Structural IT IS THE RESPONSIBILITY OF THE ERECTOR TO ENSURE PROPER BOLT TIGHTNESS IN ACCORDANCE WITH APPLICABLE VARCO PRU DEN Covering REGULATIONS.SEE RCSC SPECIFICATION FOR STRUCTURAL JOINTS USING HIGH STRENGTH BOLTS FOR MORE INFORMATIO SEE ERECTION GUIDE FOR BOLT TIGHTENING INSTRUCTIONS.THE FOLLOWING CRITERIA MAY BE USED TO DETERMINE Special Drawings THE BOLT TIGHTNESS(I.E.-SNUG TIGHT OR PRE-TENSION)UNLESS REQUIRED OTHERWISE BY LOCAL JURISDICTION OR CONTRACT. )f BlueScope Buildings North America,Inc. Standard Erection Details ALL A490 BOLTS SHALL BE"PRE-TENSIONED".A325 BOLTS IN PRIMARY FRAMING AND BRACING CONNECTIONS MAY BE Planograph Details "SNUG-TIGHT'EXCEPT AS FOLLOWS; PRE-TENSION A325 BOLTS IF BUILDING SUPPORTS A CRANE GREATER THAN 5 TON CAPACITY. PRE-TENSION A325 BOLTS IF BUILDING SUPPORTS MACHINERY THAT CREATES VIBRATION,IMPACT,OR STRESS REVERSALS ON CONNECTIONS. PRE-TENSION A325 BOLTS IF LOCATED IN HIGH SEISMIC AREAS.FOR IBC BASED CODES;HIGH SEISMIC IS DESIGN CATEGORY D,E OR F. SEE CODES AND LOADS SECTION BELOW FOR DETAILS. PRE-TENSION ANY CONNECTION WITH DESIGNATION A325-SC.SLIP CRITICAL(SC)CONNECTIONS MUST BE FREE OF PAINT,OIL OR OTHER MATERIALS THAT REDUCE FRICTION AT CONTACT SURFACES. GALVANIZED OR LIGHTLY RUSTED SURFACES ARE ACCEPTABLE. IN CANADA,ALL A325 AND A490 BOLTS SHALL BE"PRE-TENSIONED",EXCEPT FOR SECONDARY MEMBERS AND FLANGE BRACES. SECONDARY MEMBERS AND FLANGE BRACE CONNECTIONS ARE ALWAYS"SNUG TIGHT',UNLESS INDICATED OTHERWISE IN ERECTION DRAWING DETAILS. INSPECTION AND TESTING SPECIAL INSPECTIONS AND TESTING REQUIRED BY AUTHORITY HAVING JURISDICTION(AHJ)DURING CONSTRUCTION AND/OF STEEL FABRICATION IS THE RESPONSIBILITY OF THE OWNER OR OWNERS AUTHORIZED AGENT.WHEN REQUIRED,THE OWN, SHALL EMPLOY A QUALITY ASSURANCE AGENCY(QAA)APPROVED BY THE AHJ.THE BUILDER IS RESPONSIBLE TO COORDINATE BETWEEN THE QAA FIRM AND BBNA FABRICATION FACILITIES.THE TYPE AND EXTENT OF SPECIAL INSPECTIOF AND NOT WELD TESTING MUST BE SPECIFICALLY STIPULATED IN CONTRACT DOCUMENTS OR BBNA WILL ASSUME SPECIAL INSPECTIONS AND/OR NOT TESTING ARE WAIVED AS PERMITTED BY THE BUILDING CODE BASED ON BBNA FACILITIES[AS AC472 ACCREDITATION. t j 00 CITY OF AR 00 BUILDING DEF AP�PRq�C DATE NO CHANGES A UNLESS APPRO BUILDING IN: OFFICE '. Receive 0CT 214 VP Buildings 3200 Players Club Circle Memphis TN 38125 vl-n i SEAL APPLIES ONLY TO THE WORK PRODUCT OF VP THIS DRAWING,INCLUDING THE INFORMATION HEREON,REMAINS THE PROPERTY OF VP (CSA COVER SHEET ERFORMANCE REQUIREMENTS SPECIFIED BY VP.THE BUILDINGS.IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED IN THE Q$� '9G6, 1L DOES NOT APPLY TO THE PERFORMANCE OR DESIGN APPLICABLE PURCHASE ORDER AND MAY BE REPRODUCED ONLY FOR THAT PURPOSE.IT SHALL Cl O (DUCT OR COMPONENT FURNISHED BY VP EXCEPT TO NOT BE MODIFIED,REPRODUCED OR USED FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN ^ BUILDER Axthelm Construction JOB RFORMANCE REQUIREMENTS SPECIFIED BY VP. APPROVAL OF VP BUILDINGS. QUASAR DU.MER Arne Zenneck ACCREDITED- DA, THE GENERAL CONTRACTOR AND/OR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE GOOD QUALITY Certified Metal R AC in, ZSpte LOCATION Arlington,Washington VP BUILDINGS WORKMANSHIP IN ERECTING THIS BUILDING IN ACCORDANCE WITH THIS DRAWING,DETAILS REFERENCED IN THIS - VARCC PRUDER DRI DRAWING,ALL APPLICABLE VP BUILDINGS ERECTION GUIDES,AND INDUSTRY STANDARDS PERTAINING TO PROPER PROJECT RNW Cistribution,Inc. ERECTION,INCLUDING THE CORRECT USE OF TEMPORARY BRACING. pA� BUILDERS PON VP Quote#210163 Rev3 WC VERSION:2022.2a 10/10/2022 15:43:02 FILENAME Vpc1RNW30fth ae,,:,o"or Rlo,S aR0119S Nonn A-0m,tw id. Snow Buildup I BUILDINGS ARE INVOLVED, SPECIFIC LOAD FACTORS FOR DIFFERING OCCUPANCIES. BUILDING DIMENSIONS, Shape Surface Description X Location Y Location SING SYSTEMS, ROOF SLOPES, ETC., MAY RESULT IN DIFFERENT LOAD APPLICATION FACTORS THAN RNW Distribution Roof- A Unbalanced Snow Load 1, Shifted Left Roof: A 0.0 ft 0.0 ft :OW. SEE CALCULATIONS FOR FURTHER DETAILS. WIND LOADS ARE APPLIED TO OVERALL BUILDING ENVELOPE. 105.5 ft 0.0 £t BETWEEN CONNECTED SHAPES ARE NOT SUBJECT TO EXTERNAL WIND LOADS. 105.5 £t 23.5 ft :on County: Snohomish State: Washington Country: United States 0.0 ft 23.5 ft RNW Distribution Roof: A Unbalanced Snow Load 1, Shifted Left Roof: A 105.5 ft 14.2 ft d a: 2018 International Building Code Structural: 16AISC - ASD Rainfall: It 4.00 inches per hour 105.5 ft 0.0 ft c/Occupancy Category: II (Standard Occupancy Structure) Cold Form: 16AISI - ASD f'c: 3000.00 psi.Concrete 126.0 ft 0.0 ft 126.0 ft 14.2 ft RNW Distribution Roof: A Unbalanced Snow Load 1, Shifted Left : Roof: A 126.0 ft 0.0 ft Lateral Loads Material Dead Weight Roof Live Load 128.0 ft 0.0 ft ravi ty:6..00 pef Roof Covering + Second. Dead Load: Varies Roof Live Load: 20.00 psf Reducible 128.0 ft 14.2 ft 126.0 ft 14.2 ft >lift: 0.00 Bsf . Frame Weight (assumed for eaiemic):2.50 Psf RNW Distribution Roof: A Unbalanced Snow Load 1, Shifted Left Roof: A -2.0 ft. 23.5 ft. Snow Load Seismic Load -2.0 ft a.0 ft 7ult: 110.00 (Vaed: 85.21) mph . Ground Snow Load: pg: 25.00 pef Lateral Force Resisting Systems using Equivalent Force Procedure 0.0 ft 0.0 ft a Procedure' is Us ad Flat Roof Snow: pf: 15.75 psf Mapped MCE Acceleration.: Ss: 105.30 %g 0.0 ft 23.5 ft RNW Distribution Roof: B Unbalanced Snow Load 1, Shifted Right Roof: B 0.0 ft 0.0 ft id Exposure: C - Xa: 0.945 Design Snow (Sloped): Be: 15.75 pef Mapped MC8 Acceleration: S1: 37.60 $g cposure Factor: 0.945 Rain Surcharge: 0.00 Site Class: Stiff soil (D) - Default 126.0 ft 0.0 ft :e: 8ncloeed Specified Minimum Roof Snow: 25.00 psf (USR) Seismic Importance: Is: 1.000 126.0 ft 14.2 ft 0.0 ft 14.2 ft ?actor: Rat: K.: 1. Exposure Factors 1 Fully Exposed - Cat 0.90 Design Acceleration Parameter: Sds: 0.4824 RNW Distribution Roof: 8 Unbalanced Snow Load 1, Shifted Right Roof: B -2.0 ft 14.2 ft :ion Factor: 8e: 1.0000 Snow Importance: Ie: 1.000 Design Acceleration Parameter: Shc: 0.4823 Thermal Factor: Heated - Ct: 1.00 Seismic Design Category: D -2.0 ft 0.0 ft a DebrisoRegion. Ground / Roof Conversion: 0.70 Seismic Snow Load: 0.00 pef 0.0 ft 0.0 ft 0.0 ft 14.2 ft - 0/0/0 Obstructed or Not Slippery $ Snow Used in condition, Rigid 0.id BMW Distribution Roof: B Unbalanced Snow Load 1, Shifted Right Roof: B 126.0 ft 0.0 ft ms 0.0 ft Diaphragm Condition: Rigid Strip Width: 2- 20/0/0 Fundamental Period Height Used: 23/l/4 128.0 ft 0.0 ft Lone Zone Strip Width: a: 30/0/0 128.0 ft 14.2 ft 126.0 ft 14.2 ft sure: gz: 24.89, (CBC) 29.89 pef - - Transverse Direction Parameters RNW Distribution Wall 4 - Canopy 1 Snow Drift (from Wall 4, Shape RNW Distribution) Wall: 4, Canopy:0.0 ft 0.0 ft Ordinary Steel Moment Frames 15.5 ft 0.0 fh Redundancy Factor: Rho: 1.00 Fundamental Period: Ta: 0.3452 15.5 ft 5.1 ft 0.0 ft 5.1 ft R-Factor: th3. F EntryCanopy Overetrangth FaCtoi: Omega: 3.00 - MAIN Roof: A Snow Drift (from Wall 5, Shape RNW Distribution) Roof: A 16.5 ft 0.0 ft 0.0 ft 0.0 ft Deflection Amplification Factor: Cd: 3.00 0.0 ft 2.3 ft Hasa Shear: V: 0.2407 x W 18.5 ft 2.3 ft 1. The Snow Buildup loading shown ie i addition to the flat o eloped roof snow. Longitudinal Direction Parameters 2. The X and Y Location dimens ions arenfrom the point of origin of each surface. Ordinary Steel Concentric Braced Frames Redundancy Factor: Rho: 1.30 Fundamental Period: Tat 0.2108 R-Factor: 3.25 Overstringth Factor: Omega: 2.00 Deflecton Amplification Factor: Cd: 3.25 ease Shear: V: 0.2592 x W Y RNW Distribution / --_- wall 1 - Canopy 1 _ - - 1 � \\ \ RNW Distribution �/ \ Roof: 8 BMW Distribution �. Wall�55-- Canopy 1 \. / r Canopy - MAIN \ RNW Distribution / \� Roof: A RNW Distribution Wall 3 - Canopy 1 -_� X j Wall 9 - Canopy 1�8r \ Y THE VP ENGINEER'S SEAL APPLIES ONLY TO THE THIS DRAWING,INCLUDING THE INFORMATION HEREON,REMAINS THE PROPERTY OF VP BUILDINGS. VP Buildings WORK PRODUCT OF VP AND DESIGN AND IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED IN THE APPLICABLE PURCHASE CODES AND LOADS PERFORMANCE REQUIREMENTS SPECIFIED BY ORDER AND MAY BE REPRODUCED ONLY FOR THAT PURPOSE.IT SHALL NOT BE MODIFIED, 3200 Players Club Circle Memphis TN 38125 VP.THE VP ENGINEER'S SEAL DOES NOT APPLY REPRODUCED OR USED FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF VP TO THE PERFORMANCE OR DESIGN OF ANY BUILDINGS. REv DATE BY DESCRIPTION BUILDER AXthelm Construction JOBNC OTHER PRODUCT OR COMPONENT FURNISHED THE GENERAL CONTRACTOR ANDIOR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE GOOD CUSTOMER Arne Zenneck DATE BY VP EXCEPT TO ANY DESIGN OR QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN ACCORDANCE WITH THIS DRAWING, LDcanoN c PERFORMANCE REQUIREMENTS SPECIFIED BY DETAILS REFERENCED IN THIS DRAWING,ALL APPLICABLE VP BUILDINGS ERECTION GUIDES,AND Arlington,Washington �VVMP VP. INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION,INCLUDING THE CORRECT USE OF PROJECT omw RNW Cistribution,Inc. TEMPORARY BRACING. BUILDERS POP A BmeScope Steel Cmnpa:ry -WADE - BUILDERS VP Quote 9210163 Rev3 VPC VERSION: 2022.2a 10/10/2022 15:43:05 FILENAME: Vpc1 RNW 30 ft h a tv-.Blue-Buis N.NOMAmetlra,Inc. I BUILDER/CONTRACTOR RESPONSIBILITIES SIGNAGE SKYLIGHTS VP Buildings follows the guidelines as outlined in the AISC and MBMA Codes of Standard Practice. The Builder is responsible for furnishing signs as required by Code and the Building Department, Local building departments may require added fall restraint due to conditions that may affect the VP Buildings standard product specifications,design,fabrication,quality criteria shall govern all work including but not limited to,exits,occupancy limits,floor loading limits,and bulk storage limits. skylight structural integrity. It is the responsibility of the builder to determine and provide any unless stipulated otherwise in the contract documents. In case of discrepancies between Floor loading signs shall clearly indicate maximum floor live load permitted. added fall restraint under the skylight as may be required by your building department. VP Buildings structural plans and plans for other trades,VP Buildings structural plans shall govern. Bulk storage facilities shall have signs clearly posted on all loaded walls indicating the type of commodity stored and the maximum storage height. Signs shall be clearly visible when RAIN WATER RUNOFF It is the responsibility of the Builder to obtain approvals and permits from all governing agencies and building is fully loaded to design level.Overloading of floors or walls may result in failure. jurisdictions as required. Approval of VP Buildings drawings constitutes the builders acceptance of VP Drainage systems must be designed by the project professional to comply with code requirements. interpretation of the contract purchase order. Unless specific design criteria concerning interface Claims for damage or shorts MUST be noted on the Bill-of-Lading or delivery VP is not responsible for drainage designs,overflow scuppers,down piping,etc. The project design and details are furnished as art of the contract,VP Buildings design assumptions shall govern. professional and contractor are responsible to ensure that primary drains and overflow devices 9 p 9 9 P 9 receipt and filed against the carrier by the consignee as per VP's Terms of Sales(F.O.B.Plant) I such as scuppers and auxiliary drains are provided as required for the required rain intensity at under the Uniform Commercial Code. It is critical that damages or shorts be noted on the VP engineers are not Project Engineers or Engineer of Record for the overall project. VP engineering Bill-of-Lading or you have little recourse with the carrier. Immediately upon delivery of material, the building perimeter and at valley conditions to prevent ponding. supply sealed engineering design data and drawings for VP supplied material as part of the overall material quantities are verified b the Builder against quantities billed on the shipping project for use by others to obtain permits,approvals,and coordinate with other trades. All interface q y g q aping document. STEEL SHOP COAT and/or compatibility of an materials not furnished b VP are to be considered and coordinated b Neither the Manufacturer nor the carrier is responsible for material shortages against quantities P Y Y Y Y billed on the shipping document if such shortages are not noted on the shipping documents upon The purpose of VP's shop coat is to provide protection for the steel members during I the builder or A/E firm. delivery of material and acknowledged by the carriers agent. For materials concealed in bundles, transportation,during temporary job site storage and during erection. Standard shop formulation boxes,or crates,shortages must be reported immediately upon unpacking. Should products get is not designed to perform as a finish coat when exposed to environmental conditions. Members CONSTRUCTION&ERECTION RESPONSIBILITY wet,bundled and crated materials must be unpacked and unbundled immediately to provide shall be kept free of the ground and properly drained during job site storage. It is the Builder's The Builder is responsible for construction in strict accordance with VP Buildings"FOR CONSTRUCTION" drainage of trapped moisture.See Erection Guide for proper job site storage procedure. responsibility to ensure that if a finish coat is being applied over VP shop coat that the drawings and all applicable product installation guides. VP is not responsible for work done from any SEALANTS painting contractor verifies compatibility between his finish coat and VP's shop coat. other VP drawings that are not marked"FOR CONSTRUCTION",nor any drawings prepared by others. VP BUILDINGS ACCREDITATIONS AND APPROVALS Sealants shall be applied in strict accordance with VP details or weather tightness will be compromised. As erected field assemblies of members shall be as specified in MBMA Code of Standard Practice Sealant must be applied in temperatures and weather conditions consistent with labeling. Fabricator Approvals (in Canada-CSA S16),which require L/500 tolerance of installed members. Occasional INDEPENDENT MEZZANINES IAS AC472 Approvals:(www.iasonline.org/services/metal-building-inspection) field work including shimming,cutting,coping,and drilling for final fit-up are considered part of Listed under BlueScope Buildings North America,Inc. erection. Specified field work and field welding conditions indicated on these drawings shall Independent mezzanines must be designed by a professional engineer. The engineer must ensure City of Los Angeles,CA#FB00031;City of Houston,TX 767&429; also be included in the erectors scope of work. See Erection Guide for shimming procedure. that proper isolation from the VP building has been provided to avoid structural damage due to City of Phoenix,AZ C19-02008;Clark County,NV 43&833,San Bernardino County,CA 289 For building with top riding bridge cranes see Crane Data drawing for column plumb tolerance. differential movements,or inadvertently apply loads to the VP structure. VP accepts no State of Utah,City of Richmond,CA. responsibility for the design of the independent mezzanine. The building erector shall be properly licensed and experienced in erecting metal building systems. Design Approvals The Builder is responsible for having knowledge of,and shall comply with,all OSHA requirements FIRE CODE COMPLIANCE pp ( g g-inspection) p 9 9 P Y q ]AS AC472 Approvals: www.iasonline.or /services/metal-buildin and all other governing site safety criteria. The builder is responsible for designing,supplying, It is the responsibility of the project design professional and builder to comply with local fire code Listed under Varco Pruden Buildings,a Division of BlueScope Buildings North America,Inc. locating and installing temporary supports and bracing during erection of the building. VP regulations including consideration of,but not limited to,building use and occupancy,all building Canadian CSA A660 Certifications bracing is designed for code required loads after building completion and shall not be considered construction materials,separation requirements,egress requirements,fire protection systems,etc. as adequate erection bracing.See Erection Guide. Builder shall advise VP of any special requirements to be furnished by VP. (www.cwbgroup.org) Listed under BlueScope Buildings North America,Inc. Shimming of steel buildings during erection may be required to accomodate allowable tolerances FIELD MODIFICATIONS during fabrication and erection.Special care should be taken by the building erector to shim Engineering Certifications of Authorization connections where key dimensions must be maintained for building performance as even small Modifications to this building from details and instructions contained on these drawings must be USA--AL#CA-5589-E;AZ#22225-0;AR#576;FL#30427;GA#PEF007551;ID#C-2470;IL#184-002649; tolerances can have a significant impact on critical dimensions such as height,clearances and approved in writing by VP Buildings engineers,or other licensed structural engineer. This includes, KS#E-29;KY#"90;LA#EF6722;MS#E-0592;MO#E-2010007736;NC#F-0998;ND#1579PE; plumbness,especially as the size of the member or building increases.Conditions where shimming but is not limited to,removal of roof or wall cladding,removing or moving any flange braces or NJ#24GA28318800;NV#20437;OH#05898;OK#CA417OPE;RI#8838;SC#6206;SD#C-1787;TX#F4828; should be expected can include but are not limited to large door openings,critical clear height rod braces,cutting of openings for doors,windows or RTU's,correction of fabrication errors,etc. VA#0411001520;VA#0411001518;WA#4119;WV#C03059-00 requirements,cranes,buildings greater than 45 feet in height,clear spans greater than 125 feet The owner shall not impose loads to this structure beyond what is specified for this building in CAN--AB#PO8900;NB#FO951;NL#DO044;NS#30123;NT#P062;ON#100148796;and YT#PP134 and adjacent frames with different characteristics(like clear span frames adjacent to an endwall the contract documents. VP Buildings accepts no responsibility for the consequences of any ICC Evaluation Reports(www.icc-es.org) or modular frame).Shims are normally provided by the erector,but may be ordered upon request unauthorized additions,alterations,or added loads to this structure. by contacting your Project Manager. SSR Roof System-#ESR-2527 If the builder intends to invoice VP Buildings for modifications in excess of$1000,The builder State of Florida Product Approvals(www.floridabuilding.org) EXISTING STRUCTURES must notify VP Buildings immediately,and obtain a Work Authorization from VP Buildings prior to proceeding. All final claims must be submitted to VP Buildings with all supporting documentation Approved Products Listed Under VP Buildings,Inc. VP must be advised of any structure that is within 20 ft.of VP's building. Load effects from within 30 days of the building completion. Claims submitted without work authorizations,or after snow drifting,wind effects,and seismic separation must be considered for both the new and 30 days will not be accepted. Correction of minor misfits,shimming and plumbing,moderate VP TextureClad-See Transamerican Structuroc,Inc. existing structures.VP has designed the new VP building for these effects.The owner/builder are amount of reaming,drilling,chipping/cutting and minor welding are considered by Code of Dade Co.Product Approval (www.miamidade.gov/buildingcode) responsible for employing a Professional Engineer to review and verify the existing structure for all Standard Practice to be part of erection are not subject to claim reimbursement. load effects from the adjacent VP building. Approved Products Listed Under Varco Pruden Buildings,Inc. BRACING CONCRETE/MASONRY/CONVENTIONAL STUD WALLS VP TextureClad-See Transamerican Structuroc,Inc. The engineer responsible for the design of the wall system is responsible for coordinating with,or Underwriter's Laboratory Approvals(Available only when specified in contract) Tension brace rods work in pairs to balance forces caused by initial tensioning. Care must be specifying to VP Buildings,any wall to steel compatibility issues such as drift and deflection taken while tightening brace rods so as not to cause accidental or misalignment of components. compatibility,special base details,and wall to VP steel connections. All fasteners,sealant and SSR Roof-UL#TGKX-113;SSR Composite Roof Class 90-UL#TGKX-113A; All rods must be installed loose and then tightened. Rods should not exhibit excessive sag. For counter flashing of wall systems are to be provided by contractor. The engineer responsible for SSR Roof w/Super Block;Class 90-UL#TGKX-328; long or heavy rods,or angles it may be necessary to support the rods at mid-bay by suspending the wall shall design the anchorage to VP supporting elements consistent with Code required forces. them from secondary members. PANELS Panel Rib Roof UL Class 60-UL#TGKX-60;Panel Rib Roof UL Class 90-UL#TGKX-64; Bracing for seismic or wind loading of objects or equipment that are not a part of the VP VP SLR 11 Roof Class 90-UL#TGKX-90,-180,-435,-435A,-176,-238,-238A,-238B structure must be designed by a qualified professional to deliver lateral loads to primary frames Oil canning is an inherent characteristic of cold formed steel panels. It is the result of several Factory Mutual Approved Assemblies(Available only when specified in contract) and rod bracing struts. Equipment bracing and suspension connections must not impose torsion factors that include induced stresses in the raw material delivered to VP,fabrication methods, or minor axis loads,or cause local distortion in any VP components. VP accepts no installation procedures,and post installation thermal forces. Thru fastened panels will exhibit some SSR Roof Systems are approved in various type applications and listed in FM Approval Guide. responsibility for design or installation of bracing systems not furnished by VP. dimpling when installed,especially when insulation is installed between panels and secondary 24 Ga SSR(0.0227"Nominal),is available in Class 1-60,1-75,1-90. 22Ga SSR(0.0277" supports. Dimpling can be minimized by careful installation,taking care not to over drive fasteners. FIELD WELDING Nominal),is available in Class 1-75,1-90-,1-120. panels and then on the roof u p gusts lifting wind g g p All field welding shall be done at the direction of a design professional,and done in accordance Roof rumble is a phenomenon that is caused by SLR II Roof Systems are approved in various type applications and listed in FM Approval Guide. with governing requirements(AWS in USA,CWB in Canada)by welders qualified to perform the springing back into place. All panels experience this action to some degree,especially with welding as directed by the applicable welding procedure specification(WPS).A WPS shall be concealed clip Standing Seam panels. Roof rumble noise may be minimized by providing a layer 24 Ga SLR II(0.0227"Nominal),is available in Class 1-75 and 1-120. prepared by the contractor for each welding variation specified.The contractor is responsible for of blanket insulation between the panels and any hard support surface such as steel secondary any special welding inspection as required by local jurisdiction. Filler metal shall be members,substrates such as plywood,steel decking,or rigid board insulation. A minimum of 70 ksi(480 MPa)tensile strength.For welds in high seismic force resisting system 3 inch thick blanket is recommended over steel secondary members,or 2 inch over substrates. (Seismic Cat D,E or F),minimum Charpy V-Notch toughness shall meet AISC-341 criteria Oil canning,dimpling,and roof rumble do not affect the structural integrity or weather tightness (20 ft-lbs min @ ODeg F). Interpass temperatures shall not exceed 5500eg F(30ODeg C). of the panels and is not grounds for rejection of panels. DELIVERIES The Standing Seam joint detail is designed with an interlocking feature for ease of installation. It is the responsibility of the builder to have adequate equipment available at the job site to However,it is imperative that installed Standing Seam panels be secured to the secondary unload trucks in a safe and timely manner. The Builder will be responsible for all retention structural members and properly seamed prior to departure from the job site each day, charges from carriers as a result of job site unloading delays. THE VP ENGINEER'S SEAL APPLIES ONLY TO THE THIS DRAWING,INCLUDING THE INFORMATION HEREON,REMAINS THE PROPERTY OF VP BUILDINGS. D VP Buildings WORK PRODUCT OF VP AND DESIGN AND IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED IN THE APPLICABLE PURCHASE ERECTION NOTES PERFORMANCE REQUIREMENTS SPECIFIED BY ORDER AND MAY BE REPRODUCED ONLY FOR THAT PURPOSE. IT SHALL NOT BE MODIFIED, 3200 Players Club Circle Memphis TN 38125 VP.THE VP ENGINEER'S SEAL DOES NOT APPLY REPRODUCED OR USED FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF VP TO THE PERFORMANCE OR DESIGN OF ANY BUILDINGS. REv DATE I BY DESCRIPTION BUILDER AXthelm Construction �OBNO OTHER PRODUCT OR COMPONENT FURNISHED THE GENERAL CONTRACTOR AND/OR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE GOOD CUSTOMER Arne Zenneck DATE BY VP EXCEPT TO ANY DESIGN OR QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN ACCORDANCE WITH THIS DRAWING, I_ocATiON 9/22/2022 PERFORMANCE REQUIREMENTS SPECIFIED BY DETAILS REFERENCED IN THIS DRAWING,ALL APPLICABLE VP BUILDINGS ERECTION GUIDES,AND Arlington,Washington VP BUILDINGS I OMWNICHECK VP. INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION,INCLUDING THE CORRECT USE OF PROJECT vARco PRuoEN RNW Cistribution,Inc. TEMPORARY BRACING. BUILDERS PO A BlueScope BI Company i-GE 3 NTS VP Quote#210163 Rev3 VPC VERSION: 2022.2a 10/10/2022 15:43:07 FILENAME: vpe1RNW30fth aa1111o8'..uSm Euddmgs hA--.- 103,-6^ \/ H-ARR— —��ARB- ARID ARID 30'-6^ 49-0+ �R'-0 AA30 T.B.50 AA100+� m —10. A AR11 ARID AA10 Q tJ DS OY _ _ ARl] Z h 7R11rr " _ T T AR4 AR4 AR4 AA10 AA11� ARSall ] 0. -1] -A 12 AW31' i AR10 TARS AR]H AA1B AA30 ARID B 4'-1 1/2• e o'-o• y� '-0° IL--]5'-6" 161•0^ 16'-0+ 25 -0^----- ]]'-6" 6 1 --ill 6 7 1/2" TY7 1 I Tf 5 1'-le° 1L HL HL 126' BlL 4 1'-2• ANCHOR ROD PLAN 3 3" 2 3'-4 1/2° J.8.50 1 6" [IDimension Rey Finished Floor Elevation=100'-0"(Unless Noted Otherwise <*>THE BUILDING IS DESIGNED WITH BRACING DIAGONALS IN THE DESIGNATED THE VP ENGINEER'S SEAL APPLIES ONLY TO THE THIS DRAWING,INCLUDING THE INFORMATION HEREON,REMAINS THE PROPERTY OF VP BUILDINGS. D VP Buildings BAYS. COLUMN BASE REACTIONS,BASE PLATES AND ANCHOR RODS ARE WORK PRODUCT OF VP AND DESIGN AND IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED IN THE APPLICABLE PURCHASE ANCHOR ROD PLAN AFFECTED BY THIS BRACING AND DIAGONALS MAY NOT BE RELOCATED PERFORMANCE REQUIREMENTS SPECIFIED BY ORDER AND MAY BE REPRODUCED ONLY FOR THAT PURPOSE.IT SHALL NOT BE MODIFIED, 3200 Players Club Circle Memphis TN 38125 WITHOUT CONSULTING THE BUILDING SUPPLIERS ENGINEER. VP.THE VP ENGINEER'S SEAL DOES NOT APPLY REPRODUCED OR USED FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF VP BUILDER JOBNO TO THE PERFORMANCE OR DESIGN OF ANY BUILDINGS. REv DATE BY DESCRIPPON Axthelm Construction OTHER PRODUCT OR COMPONENT FURNISHED THE GENERAL CONTRACTOR AND/OR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE GOOD CUSTOMER Arne Zenneck ATE BY VP EXCEPT TO ANY DESIGN OR QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN ACCORDANCE WITH THIS DRAWING, Locnnow 9/22/2022 PERFORMANCE REQUIREMENTS SPECIFIED BY DETAILS REFERENCED IN THIS DRAWING,ALL APPLICABLE VP BUILDINGS ERECTION GUIDES,AND Arlington,Washington VP BUILDINGS oRAxmicwECR VP. INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION,INCLUDING THE CORRECT USE OF PROJECT VARCO PRVOEN RNW Cistribution,Inc. P■m AGE TEMPORARY BRACING. BUILDERS PO# A 81-Scope Sieel Com NTS VP Quote#210163 Rev3 vac YERBIow: 2022.2a 4 10/10/2022 15:43:09 FILENAME' vpc1RNW 30fth °dIAWon W BIuaccp Buildings Nohh A,Ww Inc, 1/2" (13mm)DIAMETER PITCH DIM.A ''D'm A A HARDENED CONCRETE ANCHORS WASHER [(BY OTHERS) j 4't102mm) JAMB ci z 1. PROJECTION w a - a a I Ea o � e v m o o o o ----- ry a E r _ BD TOM OF ECOLEU/MN _ m o w 2 1/2" (64mm) LENGTH. _ E a E E a E $ o {I Q- ;., H 9 O, n II E E E w w J W ,{, E E t} E _ r TOP OF FOUNDATION CONSIDER ANY SPACE BETWEEN THE FOUNDATION', 1 1/4" OPENING WIDTH 1 1/4" E AND COLUMN BASE IN ANCHOR ROD 32mm 32mm E LENGTH REQUIREMENT 2 1�2 2 1�2 EDGE 4 7 - 564mm WIDTH WIDTH WIDTH NOTE 1 (25mrl cq TON ABOVE �., .,o2mm 2rt.,n I n, iCC" BOTTOM O: .'3 CLIP 2 i 2" 2 1 2" 2 1 2" 2 1 2" 2 1 2' 2 - LENC , RT F ....WSJ E 3EFREQUIRED BYHTHE JAMB c� �'[ES: J=SIZE M OF THE 64mm r 64mm 64mm r 64mm 64mm r 64mm ,F <C 'N`:<...Y^.- 7 EQ=2 Simrr.8 l �� THE E ICE ABOVE THE BOTTOED TO BE CUTEDFFAIFE SEE PLAN•FOR N VALUES: L i i F111 \ _gax Pl—M=6•,z 11•,Mi.Thk=3/e• JAR10 (403/+•DS.. -'..fin Iu1•Di.. ..___ -._.. .._AR12 (4)3/4M Dia.. _- Arne iaii /4•—Di*. -_ -_-._.---`Di I¢!3/1•.➢1..-.. ___-. __..- PDrD THE ., ILf _.CL ��n OihtH PARTS. 10 EQ=3 7/2 89mm.�150EQ 4 1�4'�Ot O8mm Re 11)3/11 11 - - - D1m, A.-1/1•h=3'-3• —elate K.e•.L.1'-1•,NS¢Thk.3/e• 'Max P1eLe K.B•,L.1'-1•,Mi.Thk.3/9• 1 to K.8•,L.1�-B•,K1¢Thk.3/e• SI elate N.9".L•3'-1",Yin Th /e• blax Plata N.e•,L.le^,NS¢Th ,H11• / 1.� L� p / ICI /� to elate K.9,L•11^,NS¢Thk.3/e• 0 ga=S•Pikeh=5•aGg Olt— A.5 1/e• A.5 1/8• 'DSm: A.5 1/e• SUGGESTED AIVCI101\ R�� PROJECTION FRAMED OPENING DETAIL IDi lev.•100'-B• Ylay.=100'-e• ''81ev..10a'-e• Sl 09'1a•• lev..lee'10'• 3ay..10a'-0• 'alay..300'-e• 1.ANCHCF RODS,NETS RD N_3 �\D AVT OTHER EMBE.. T^,.' 3=FJF\I3 `3Y CCN_'GC'C,. 2.ANCH_ ''D DFSL EFL]It \EC 3"F L'J.ti AE_E SHEAF H IF CS DV I _ \ (ASTI+ N T \ B OF EH D NCFCR c n v 1-ECO VAR=5 of TR v -Ra rr rl RC R;i. Ay .,�E3Do Tc FOOT el -)9 f 1. C,1P, C.,_ 1 UNLESS H -SPEC IEI,A NCH FCL R. -_S CN ED G'. AND L S \ V "'Cn C_L VN SNU Fl '\ TNS. CAS ' 4.FOUNT TCP C,,ST CC G \C SFCTH, ANCHC J] JS L 12 S 5 HOVIN ON IT I J 0 l L N I SJIIDER IS RE rc\ -I - TE 5_:NO ,.\_-AR RODS ...,PER A J \,J'2FC .;I S VANA G - C'JJ; a.CEIC OF'CV _ PS:VIh9N A COLUMN BASE b.C F-�I ti aF COUPS;+-1/4- F�GSH = 0" (Omm) a.Tc r - d.ACCU L - ',r L-\:;_.N'TERS OF AR GROUPS A .NC 7"IRL. N —1;;4'°3 DEFT.,NOT To EX^ 1 TO v7'.CAL 1-0_.:M,N e.C I V„NTE D vA"=,R GHC--FROM COLUMN L\. SASE -A: L IvC-A,I 5.DESIGN LOADS AND -CIICNI,:<- ,t\ hF N THE REACTIDNS REPORT. THE VP ENGINEER'S SEAL APPLIES ONLY TO THE THIS DRAWING,INCLUDING THE INFORMATION HEREON,REMAINS THE PROPERTY OF VP BUILDINGS. VP Buildings D WORK PRODUCT OF VP AND DESIGN AND IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED IN THE APPLICABLE PURCHASE ANCHOR ROD PLAN -DETAILS PERFORMANCE REQUIREMENTS SPECIFIED BY ORDER AND MAY BE REPRODUCED ONLY FOR THAT PURPOSE.IT SHALL NOT BE MODIFIED, 3200 Players Club Circle Memphis TN 38125 VP.THE VP ENGINEER'S SEAL DOES NOT APPLY REPRODUCED OR USED FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF VP TO THE PERFORMANCE OR DESIGN OF ANY BUILDINGS. REV DATE BY DESCRIPTION BUILDER AXthelm Construction DGBNG OTHER PRODUCT OR COMPONENT FURNISHED THE GENERAL CONTRACTOR ANDIOR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE GOOD CUSTOMER.Arne Zenneck DATE BY VP EXCEPT TO ANY DESIGN OR QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN ACCORDANCE WITH THIS DRAWING, LOCATION 9/22/2022 PERFORMANCE REQUIREMENTS SPECIFIED BY DETAILS REFERENCED IN THIS DRAWING,ALL APPLICABLE VP BUILDINGS ERECTION GUIDES,AND Arlington,Washington VP BUILDINGS DRAx HECK VP. INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION,INCLUDING THE CORRECT USE OF PRCXI VARCO PRUOEN RNW Cistribution,Inc. TEMPORARY BRACING. ABI-Scope Steel Company PAGE NTS BDILDERSPoa VP Quote#210163 Rev3 vpcvERSION: 2022.2a 5 10/10/2022 15:43:10 FILENAME: Vpc1RNW30fth ad1,isw fB1utSROtBuiIdia N« AmawIt,. ',Rod, Strut, and Misc. Connection Bolt. Id Qty Grade Bolt Dim. Bolt Length PartNo 1 2 A325 3/4^ 2 1/2" 0097284 2 4 A325 3/4" 2 1/2" 0097284 4 - 3 6 A325 3/4" 2 1/2" 0097284 03 CR016RHY036C801fi- U Bracing Member Schedule '" ZeOa m Id Part Description Length Vert. Clear SBX001 3P e^ x 1/4" flg - 0.1345" x 9" wab 25 -0 7/8• e00 ^y� SHX002 3P e^ x 1/4^ flg 0.1345" x 9" web 25'-0 3/4• o cxoo2 cx004 0'� eo Cx006 %cxooB =ca030 SBX003 3P 8^ x 3/8" flg - 3/16" x 12^ web 25'-10 13/16" 5 Oaf 4—2 SBX007�`r c� �i SBX004 3P 8^ x 1/4" flg - 0.1345" x 12^ web 22'-5 1/2" C8015 CR014\ Zp SB8005 3P 8" x 1/4" E14 - 0.1345. x 9^ web 24'-11" 3Z0 SBX006 3P 8^ x 1/4" f11g - 0.1345" x 9" web 25-10 13/16" '9 SBX007 3P 811 x 1/4" flg - 0.1345^ x 9" web 25'-10 13/16" N SBX001 2 C1 p asaooe >gga80 ^-RPxou _ �./ MU' a 6Rgg3z7B pg3 lt BBR405111 C8x004°311-00o —06R82700 sa010 C8%Oe4 p eel/°yq,93roo9 �. I o cxo12 h - - SHX006 SBX005 3 e o '"BPR005 e 04 xcxool "xcaoo2 xcaoo3 e 80, O%'3 00 a 03 yy m/ 4. Bracing Part.Schedule 0S4g2 Part Oty Length Detail 80g O6Rs2809 2 28'.-9• BR01G2 BRISLl 07RU2600711 1 26'.p. 7/8° HR02K1 p5as1gp7 o / w e 07R82700 1. 27 -0" SRO1G2 ,'G ___-__ __..__ _...___ ..____ __-__. __.___ _ __ �80 <- 05RS _. __ _.._._ ______ _______-- 0 7RU2704 2 27 _4" SR02K1 \06Ag n 0 S2803 2 28'-3" eRO1G2 9 e 1ORII27 U3 2 27'-3^ SR02R1 OSRS2809 2 28'-9" BR0102 K gg �q yy 04RS3003 2 30'-3" HRO1G2 $ 60%% R 05RS2804 2 28'-4" eR0102 a EPx003 p —3BSR2405711 3 2 32'-9" BR01G2 7RII2600 06RS2700 2 27'-0^ BRO1G2 yOq&82700. 06RS2103 2 28'-3" HR0102 o- xexoo2 p SBX001 lORS3109 1 31'-9" HRO1G2 'RDa�p9 IORII3101 1 31'-1^ BR02K1 - 03RS1808 2 181_8" BR01G2 9 e �1a9agp3 A Z 8BX002 ^ N e m ° N e m pR i pa 'p3: �1°R6a SHX003 J cx001 V ex003 ®-Gos �®Cx007 Ca009 m Cx011 I11 -25•-6^ —y26'-0^ 261-0^. 25 0• —23 61. Ti1LTi BL 126--0^ RL 3 1'-0" PRIMARY AND ROOF BRACING PLAN 2 0'.-0^ _ -,IDimension Key Shape Name=RNW Distribution,Shape=Entry Canopy-MAIN 1.USE 112 X 1 112 A325T BOLT(49080)AND NUT(47120) THE VP ENGINEER'S SEAL APPLIES ONLY TO THE THIS DRAWING,INCLUDING THE INFORMATION HEREON,REMAINS THE PROPERTY OF VP BUILDINGS. D VP Buildings W/O WASHERS,SNUG TIGHTEN BOLTS FOR ALL SECONDARY CONNECTIONS, WORK PRODUCT OF VP AND DESIGN AND IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED IN THE APPLICABLE PURCHASE PRIMARY AND ROOF BRACING PLAN SECONDARY CLIP CONNECTIONS,AND FLANGE BRACE CONNECTIONS, PERFORMANCE REQUIREMENTS SPECIFIED BY ORDER AND MAY BE REPRODUCED ONLY FOR THAT PURPOSE.IT SHALL NOT BE MODIFIED, 3200 Players Club Circle Memphis TN 38125 VP.THE VP ENGINEER'S SEAL DOES NOT APPLY REPRODUCED OR USED FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF VP UNLESS NOTED OTHERWISE. REV DATE BY DESCRIPTI N BUILDER �oBNo 2.SLOT REINFORCEMENT PLATES NEED NOT BE LOCATED ON THE SAME TO THE PERFORMANCE OR DESIGN OF ANY BUILDINGS. Arne Ze DOnatrUC110n OTHER PRODUCT OR COMPONENT FURNISHED THE GENERAL CONTRACTOR AND/OR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE GOOD cuSroMER Arne ZBMBCk Da7E SIDE OF THE WEB AS THE HILLSIDE WASHER. BY VP EXCEPT TO ANY DESIGN OR QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN ACCORDANCE WITH THIS DRAWING, locanoN 9/22/2022 PERFORMANCE REQUIREMENTS SPECIFIED BY DETAILS REFERENCED IN THIS DRAWING,ALL APPLICABLE VP BUILDINGS ERECTION GUIDES,AND Arlington,Washington VP BUILDINGS DRAW WCHECK VP. INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION,INCLUDING THE CORRECT USE OF PRaECr VARCO PRUDEN RNW Cistribution,Inc. TEMPORARY BRACING. euaDERs POa ABI-Scope Steel Company PAGE NTS VP Quote#210163 Rev3 vnvERsm 2022.2a 6 10/10/2022 15:43:11 RLENAME: vpc1 RNW 30fth xOM"iOnM BWe—Bull.NSN..-wi ,1- Frame Member Schedule OBolt Connection a Plate Schedule Frame Clearance. Part Mem Width Thick WebThk. Depthl Depth2 Approx.Lgth Appro-Weight-Detail - Id Qty Grade Bolt Bolt Plate Row. Rowe PartNo - - - Boris. Clearance between members l(CX001) and 10(CX002): 130'-1 5/16" CBX001 10002 5.0000 .1345 .1345 9" 9" 2'-0 3/8" 21# Dia. Length Thick. Out In Vert. Clearance at member 1(CX001): 22'-0 5/8° CBX001 10003 5.0000 .1345 .1345 9" 9" 2'-0 3/8" 21# A 4 A325 1/2" 1 1/2" 1/4" 1 1 49080 Vert. Clearance at member 10(CX002): 13'-1 5/8" CX001 1 5.0000 .3750 .1644 1-0" 2'-9" 24'-7 11/16" 697# B 8 A325 3/4" 2 1/2° 1/2" 3 1 0097284 .Vert. Clearance at member ll(EPX001): 21'-0 11/16" RBX001 2 5.0000 .3125 .1644 2'-7" 1-6" 19'-4 1/16" 464# C 8 A325 3/4 2 1/2" 1/2" 1 3 0097284 Finished Floor Elevation = 100'-0" (Unless Noted Otherwise) 3 5.0000 .3125 .1345 '1-6° 1-6'. D 8 A325 3/4" 2 1/2" 3/8° 1 3 0097284 RBX002 4 5.0000 .3750 .1345 1-6" 2-3" 14-11 15/16" 380# E 8 A325 3/4" 21/2" 3/8° 2 2 0097284 RBX003 5 5.0000 .2500 .1345 2-3" - 1'-3" 24'-ll 15/16" 485# F 10 A325 3/4" 2 1/2" -3/8° -4 1 0097284 - - - RBX004 6 5.0000 .3125 .1875 1'-3" 3'-3° 22'-6° 685# G 6 A325 3/4" 2 1/2" 1/2" 1 2 0097284 7 5.0000 .3125 .1875 3'-3° 1'-10" 1 10 A325 3/4" 2 1/2" 5/8" 3 2 0097284 RBX005 8 5.0000 .3125 .1345 1'-10" 1'-10" 40--0- 868# X 4 A325 1/2° 1 1/2" 3/8" 1 1 49080 RBX006 9 5.0000 .3125 .1345 1'-10" 2'-2" 10-4 1/8" 275# L 2 A325 3/4° 2 1/2 - - - 0097284 CX002 10 5.0000 .3125 .1345 1'-0° 2'-4" 15-5 3/4" 373# <S> - (2) Washers (095872) req'd at Flange Brace to Secondary. . EPX001 11 5.0000 .1345 .1644 10" 10" 21'-0 11/16" 233# BR25A3 EPX002 12 5.0000 .1345 .1345 11" 11" 25'-6 3/4" 259# BR25A3 EPX003 13 5.0000 .1875 .1345 10" 10" 26'-1 1/2" 297# BR25A3 EPX004 14 8.0000 .2500 .1345 9° 9" 26'-0 1/16" 479# BR25BD EPX005 15 5.0000 .1345 .1345 9° 9" 22-4 7/8" 213# BR25A3 EPXO06 16 5.0000 .1345 .1345 9" 9" 19'-9 1/16" 190# BR25CA EPX007 17 5.0000. .1345 .1345 9" 9" 17 -7 11/16" 172# BR25CA EPX008 18 5.0000 .1345 .1345 9" 9" 16'-2 3/16° 151# BR25CA 7 ] 36_SO 5/B.1.T500:12 4-B 5/e" S00•_p 9/1fi"3.]500:32 r _ u„ n ima - L Eli _ v B8r002 f m -}- - RaY003 CBra01 0y001 " DJC21sl q O a (; M %�•� „gg o V aaY005 -Al OH82025,I a8Y00fi .PHiC.Y002 wB8C2 "NeeC2 8MA1' MMm N e 'ANA1 M PH2O19 eBeC2 N N m 20•-0. 6 p. I 33, 0° 201_0^ 141-6" I 10,-o- ( 201 6° 1 CL CL CL 135CL6^ CL CL CL CL FRAME CROSS SECTION AT FRAME_LINE(.S) 1 14 2-0 1/4" 1.7500:12 13 30'-3 7/8" Ridge at. - 12 2'-0 1/4° 11 3'-4 5/8° 10 2 e 4'-2 11/16° 9 3 3/8" 8 2 W 2'-7 11/16" 6 2'-6^ 5 2--8- 4 1 5/8" 3 15'-7 1/8• 2 24'-8 1/2. 1 2'-D° ''Dimeaeioa Key Shape Name=RNW Distribution Wall 3,Frame 1 THE VP ENGINEER'S SEAL APPLIES ONLY TO THE THIS DRAWING,INCLUDING THE INFORMATION HEREON,REMAINS THE PROPERTY OF VP BUILDINGS. 1.USE 1/2 X 1 RS SNUG BOLT EN BOLTS AND NUT ALL SE) D VP Buildings W/O WASHERS.SNUG TIGHTEN BOLTS FOR ALL SECONDARY CONNECTIONS, WORK PRODUCT OF VP AND DESIGN AND O IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED IN THE APPLICABLE PURCHASE FRAME CiR�.5.5 SECTION AT FRAME LINE(S) SECONDARY CLIP CONNECTIONS,AND FLANGE BRACE CONNECTIONS, PERFORMANCE REQUIREMENTS SPECIFIED BY ORDER AND MAYBE REPRODUCED ONLY FOR THAT PURPOSE.IT SHALL NOT BE MODIFIED, 3200 Players Club Circle Memphis TN 38125 VP.THE VP ENGINEER'S SEAL DOES NOT APPLY REPRODUCED OR USED FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF VP UNLESS NOTED OTHERWISE. REV DATE BY DESCRIPTION BUILDER JOBNO 2.SLOT REINFORCEMENT PLATES NEED NOT BE LOCATED ON THE SAME TO THE PERFORMANCE OR DESIGN OF ANY BUILDINGS. AXthelm Construction OTHER PRODUCT OR COMPONENT FURNISHED THE GENERAL CONTRACTOR AND/OR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE GOOD CUSTOMER Arne Zenneck DnTE SIDE OF THE WEB AS THE HILLSIDE WASHER. BY VP EXCEPT TO ANY DESIGN OR QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN ACCORDANCE WITH THIS DRAWING, LOCATION 9/22/2022 PERFORMANCE REQUIREMENTS SPECIFIED BY DETAILS REFERENCED IN THIS DRAWING,ALL APPLICABLE VP BUILDINGS ERECTION GUIDES,AND Arlington,Washington gPB"LOl1GS DRANMICHECK VP. INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION,INCLUDING THE CORRECT USE OF PROJECT .PRUD RNW Cistribution,Inc. TEMPORARY BRACING. eu0_OERS PC• ABIueScope Steel Company PA E NTS VP Quote#210163 Rev3 w vmslow 2022.2a 7 10/10/2022 15.43:12 FLENAME: Vpcl RNW 30fth -Ieooa BW"3 B"Il., NQ,m Ametka,I"c. Frame Member Schedule )Bolt Connection a Plate Schedule Frame Clearances Part Mem Width Thick WebThk.Depthl Depth2 Approx.Lgth Approx.Weight Id Qty Grade Bolt Bolt Plate Row. Rowe Partxo Norix. Clearance between members 1(CX003) and 10(CX004): 129-6 5./16" CBX001 10002 5.0000 .1345 .1345 9" 9" 2'-0 3/8." 21# Die. Length Thick. Out In Vert. Clearance at member l(CX003): 21'-3 1/4" CBX001 10003 5.0000 .1345 .1345 9" 9" 2'-0 3/8" 21# A 4 A325 1/2" 1 1/2^ 1/4" 1 1 49080 Vert. Clearance at member 10(CX004): 12'-5 11/16" CX003 1 6.0000 .3750 .1875 1-0" 31-2° 24'-8 1/4" 865# E 12 A325 3/4" 2 1/2" 1/2" 4 2 0097284 Vert. Clearance at member ll(ICX001): 21-1 1/4" RBX007 2 5.0000 .3750 .1875 3'-5^ 2'-5" 19'-0 7/16" 661# C 8 A325 3/4^ 2 1/2" 1/2° 1 3 0097284 Finished Floor Elevation " 100-0° (Unless Noted Otherwise) 3 5.0000 .3750 .1644 21-5° 2'-5° D 8 A325 3/4° 2 1/2" 1/2" 2 2 0097284 RBX008 4 6.0000 .3750 .1875 2'-5" 2'-6° 14-11 15/16^ 552# E 6 A325 3/4" 2 1/2" 3/8" 2 1 0097284 RBX009 5 6.0000 .3125 .1644 2'-6" 1'-4° 24-11 15/16" 671# F 12 A325 3/4° 2.1/2" 3/8" 4 2 0097284 RBX010 6 6.0000 .5000 .1875 1-4" 3'-2" 22'-6" 914# G 12 A325 3/4° - 2 1/2" 5/8" - 3 3 0097284 7 6.0000 .5000 .1875 3-2" 2-2" J 4 A325 1/2" 2" 3/8" 1 1 0097280 RBX011 8 6.0000 .3750 .1345 2-2" 2'-2" 40'-0" 1113# RBX012 9 5.0000 .3125 .1644 2'-2^ 2&-10" 101-35/16^ 342# - CX004 10 5.0000 .3750 .1644 1-0° 2'-6" 15'-5 13/16" 449# ICx001 11 8.0000 .3750 .1644 10° 10° 21'-1 11/16" 563# Q Y Q 7 -�36'-SO 5/e•1.'1500 v11 6•5 0• •5'_0. 1 8 3 n o�� �M „ „ 9'6 S/H. 100'_fi 9/lfi•1.)$ 11 � ens§ o�� `� =^•5'-fi." NO m e _ p " A p m CHR001 Ra8'OjO. e M C _ n (2)%3055 Ws.12XT - xNA1 o ti aax011 car001 0...0 3.. , " • HTe2ols GF.2025 m ...c1 weecl WA1 I� ,,,_o• 621_6• BIL FRAME CROSS SECTION AT FRAME LINE(S) 2 a 15 2'-0 1/4" 1.7500:12 14 30'-3 7/8" Ridge Ht. 13 2'-0 1/4" 12 1 -0 1/e^ 11 2.-4 1/2" 10 2 e 4'-2 11/16• 9 3 3/8" 8 2 ® 2'-7 11/16" 11-7 1 6 2'-6" 5 2'-8^ 4 1 5/8° 3 15'-7 1/8." 2 24'-8 1/2" 1 2'-0• ._]Dimension Key Shape Name=RNW Distribution Wall 3,Frame 2 1.USE 112 X 1 1/2 A325T BOLT(49080)AND NUT(47120) THE VP ENGINEER'S SEAL APPLIES ONLY TO THE THIS DRAWING,INCLUDING THE INFORMATION HEREON,REMAINS THE PROPERTY OF VP BUILDINGS. D VP Buildings W/O WASHERS,SNUG TIGHTEN BOLTS FOR ALL SECONDARY CONNECTIONS, WORK PRODUCT OF VP AND DESIGN AND IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED IN THE APPLICABLE PURCHASE FRAME CROSS SECTION AT FRAME LINES 2 SECONDARY CLIP CONNECTIONS,AND FLANGE BRACE CONNECTIONS, PERFORMANCE REQUIREMENTS SPECIFIED BY ORDER AND MAY BE REPRODUCED ONLY FOR THAT PURPOSE.IT SHALL NOT BE MODIFIED, 3200 Players Club Circle Memphis TN 38125 VP.THE VP ENGINEER'S SEAL DOES NOT APPLY REPRODUCED OR USED FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF VP UNLESS NOTED OTHERWISE. REV DATE BY DESCRIPTION BUILDER 108n0 2.SLOT REINFORCEMENT PLATES NEED NOT BE LOCATED ON THE SAME TO THE PERFORMANCE OR DESIGN OF ANY BUILDINGS. Axthelm Construction OTHER PRODUCT OR COMPONENT FURNISHED THE GENERAL CONTRACTOR AND/OR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE GOOD CUSTOMER Arne Zenneck DATE SIDE OF THE WEB AS THE HILLSIDE WASHER. BY VP EXCEPT TO ANY DESIGN OR QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN ACCORDANCE WITH THIS DRAWING, PERFORMANCE REQUIREMENTS SPECIFIED BY DETAILS REFERENCED IN THIS DRAWING,ALL APPLICABLE VP BUILDINGS ERECTION GUIDES,AND LOCAnON Arlington,Washington VP BUILDINGS 9/22/2022 VP. INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION,INCLUDING THE CORRECT USE OF PROJECT vARco PRUDBN DRAPMWHECK RNW Cistribution,Inc. TEMPORARY BRACING. eunDERs Poi' A BlueSwpe Steel Company PAGE NTS VP Quote#210163 Rev3 VPCVERMON: 2022.2a 8 10/10/2022 15:43:14 RKExAMe: Vpe1RNW30fth "dmsm^ Bi°9" euWi"9^N dhA w,me Frame Member Schedule ':Bolt Connection & Plate Schedule Frame Clearance. Part Mem Width Thick WebThk. Depthl Depth2 Approx.Lgth Approx.Weight Id Qty Grade Bolt Bolt Plate Rowe Rowe PartNo eori2. Clearance between member. l(CX005) and 10(CX006): 128-11 5/16" CBX001 10002 5.0000 .1345 .1345 9• 9• 2-0 3/8" 21# Dia. Length Thick. Out In Vert. Clearance at member l(CX005): 21'-1 11/16" CBX001 10003 5.0000 .1345 .1345 9" 9" 2-0 3/8" 21# A 4 A325 1/2" 1 1/2" 1/4" 1 1 49080 Vert. Clearance at member 10(CX006): 12-6 1/4" CX005 1 6.0000 .3750 .1875 1-0" 3'-5" 24-8 5/8" 925# B SO A325 3/4" 2 1/2^ 1/2" 4 1 0097284 Vert. Clearance at member ll(ICX002): 21'-1 5/16" RBX013 2 5.0000 .3750 .2500 3'-7" 2'-4" 18-9 11/16" 728# C 8 A325 3/4" 2 1/2" 1/2" 1 3 0097284 Finished Floor Elevation 100'-0" (Unless Noted Otherwise) 3 5.0000 .3750 .1345 2'-4" 2'-4" D 6 A325 3/4" 2 1/2" 1/2^ 2 1 0097284 RBX014 4 6.0000 .3750 .1644 2'-4" 2'-5" 14-11 15/16" 524# E 6 A325 3/4'. 2 1/2" 3/8" 2 1 0097264 RBX015 5 6.0000 .3125 .1644 2'-5" 1'-3" 24'-11 15/16" 659# F 8 A325 3/4" 2 1/2" 1/2• 2 2 0097284 RBX016 6 6.0000 .5000 .1875 1-3" 3'-2" 22'-6" 911# G 12 A325 3/4" 2 1/2" 5/8• 3 3 0097284 7 6.0000 .5000 .1875 3-2" 2'-1" 1 4 A325 1/2'. 2• 3/8• 1 1 0097280 RBX017 8 6.0000 .3750 .1345 2'-1" 2--1- 40'-0" 1133# RBX018 9 5.0000 .3750 .1644 2-1" 2-10" 9'-11 1/4" 359# CX006 10 5.0000 .3750 .1644 1'-0. 2'-10" 15-6 7/16" 506# ICX002 11 8.0000 .3750 .1644 10• 30• 21'-1 3/4" 563# 7 16,.10 SIB, 1....0,12 6 e a'-0• 7 m 3 p• 1 8 4'-8 3/a 300'-0 9/36.3.7300, e 0., D �n e Dd Rax.13 --- A e cxx6ol e x013 u o e • (2)awneei3 al RAZ01J xaAl A RaXpla Cato01 .1R3 a41 NeRC2 xMA1 a � d .H.S m 77xc2 Q .1u 62s NaaC2 xNA1 x11A1 73'-a• 1 62'-6• ( CLeL n I 13S'-6" e FRAME CROSS SECTION AT FRAME LINES) 5 15 2'-0 1/4" 1.7500:12 14 30'-3 7/8" Ridge Et. 13 2'-0 1/4" 12 1'-0 1/8" 11 2'-4 1/2" 10 2 m 4'-2 11/16" 9 3 3/8" 8 2 ® 2'-7 11/16" 7 1'-7 1/4^ 6 2'-6" s 2'-e^ 4 1 5/8" 3 15'-7 1/0-- 2 24'-8 1/2" 1 2'-0• LDimension Key Shape Name=RNW Distribution Wall 3,Frame 3 1.USE 112 X 1 1/2 A32ST BOLT(49080)AND NUT(47120) THE VP ENGINEER'S SEAL APPLIES ONLY TO THE THIS DRAWING,INCLUDING THE INFORMATION HEREON,REMAINS THE PROPERTY OF VP BUILDINGS. D VP Buildings W/O WASHERS.SNUG TIGHTEN BOLTS FOR ALL SECONDARY CONNECTIONS, WORK PRODUCT OF VP AND DESIGN AND IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED IN THE APPLICABLE PURCHASE FRAME CROSS SECTION AT FRAME LINES 5 SECONDARY CLIP CONNECTIONS,AND FLANGE BRACE CONNECTIONS, PERFORMANCE REQUIREMENTS SPECIFIED BY ORDER AND MAY BE REPRODUCED ONLY FOR THAT PURPOSE.IT SHALL NOT BE MODIFIED, 3200 Players Club Circle Memphis TN 38125 UNLESS NOTED OTHERWISE. VP.THE VP ENGINEER'S SEAL DOES NOT APPLY REPRODUCED OR USED FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF VP TO THE PERFORMANCE OR DESIGN OF ANY BUILDINGS. Axthelm Construction J BN REV DATE BY DESCRIPTION 2.SLOT REINFORCEMENT PLATES NEED NOT BE LOCATED ON THE SAME OTHER PRODUCT OR COMPONENT FURNISHED THE GENERAL CONTRACTOR AND/OR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE GOOD CUSTOMER eck DATE SIDE OF THE WEB AS THE HILLSIDE WASHER. BY VP EXCEPT TO ANY DESIGN OR QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN ACCORDANCE WITH THIS DRAWING, Arne t n,Washington MCHEC 022 PERFORMANCE REQUIREMENTS SPECIFIED BY DETAILS REFERENCED IN THIS DRAWING,ALL APPLICABLE VP BUILDINGS ERECTION GUIDES,AND Arlington,WBShington VP BUILDINGS DRANRUCXECK VIP. INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION,INCLUDING THE CORRECT USE OF PROJECT vnaco PRuoEN RNW Cistribution,Inc. TEMPORARY BRACING. BDI1oERs von A BI-Scope steel Company NTS VP Quote#210163 Rev3 WC VERSION: 2022.2a g 10/10/2022 15:43:16 FILENAME' Vpc1RNW30fth ^p.vi,.worew"S8",ml"9"Noll,A-",Ilo Frame Member Schedule OBolt Connection & Plate Schedule Frame Clearances Part Mem width Thick webThk. Depthl. Depth2 Appro..Lgth Appro-weight Id Qty Grade Bolt Bolt Plate. Rowe .Rowe PartNo Boriz. Clearance between members 1(CX007) and lG(CXG08): 128'-11 5/16" CBXO01 10002 5.0000 .1345 .1345 9" 9" 2'-0 3/8" 21# Dia. Length Thick. Out In Vert. Clearance at member l(CX007): 21-1 11/16" CBX001 10003 5.0000 .1345 .1345 9" 9" 2'-0 3/8" 21# A 4 A325 1/2" 1 1/2" 1/4" 1 1 49080 Vert. Clearance at member 10(CX008): 12'-6 1/4• CX007 1 6.0000 .3750 .1875 1'-0. 3'-5" 24-8 5/8" 907# B 10 A325 3/4" 2 1/2" 1/2" 4 1 0097284 Vert. Clearance at member ll(ICXO03): 21-3 3/16• RBX019 2 5.0000 .3750 .2500 3'-7" 2-2" 18'-9 11/16" 707# C 8 A325 3/4• 2 1/2" 1/2" 1 3 0097284 Finished Floor Elevation 100-0" (Unless Noted Otherwise) 3 5.0000 .3750 .1345 2-2" 2-2" D 10 A325 3/4" 2 1/2" 1/2• 9 2 0097284 - RBX020 4 6.0000 .3750 .1644 2'-2" 2'-6" 14'-11 15/16" 510# E 6 A325 3/4" 2 1/2" 3/8" 2 1 0097284 RBX021 5 5.0000 .3750 .1644 2-6" 1'-2• 24'-11 15/16" 661# F 8 A325 3/4" 2 1/2" 1/2" 2 2 0097204 - RBX022 6 6.0000 .5000 .1875 1'-2• 3'-0• 22'-6" 898# G 12 A325 3/4" 2 1/2" 5/8" 3 9 0097284 7 6.0000 .5000 .1875 3'-0• 2'-1" 1 4 A325 1/2• 2" 3/8" 1 1 0097280 RBX023 8 6.0000 .3750 .1345 2'-1" 2'-1" 40--0- 1122# RBX024 9 5.0000 .3750 .1644 2'-1" 2'-10" 9-11 1/4" 359# CX008 10 5.0000 .3750 .1644 1-0. 2-10" 15'-6 7/16• 505# ICX003 11 0.0000 .3750 .1644 10" 10" 21'-3 3/4" 564# I 36'-10 5/8"1.7500:11 I 8 r Iq u e i g 1 e ry "-9 0 ------------ • ° e� _ rve - asaolo asrou n - e eel ugg_ e (a1°weed 3Wr023 Itexo]s A csaoal e ry , WeeC1 ;3 e WE- 'a;(21GF32025 o : c RaAi p Wa8c2 aaAl 1' 73'-0^ �nr CL -8 135'-6^ e j FRAME CROSS SECTION AT FRAME LINB(S) 6 14 2-0 1/4" 1.7500:12 13 30'-3 7/8" Ridge at. 12 2'-0 1/4" 11 3-4 5/8-- 10 2 @ 4-2 11/16" 9 33/8" 8 2 @ 2'-7 11/16" 7 1'-7 1/4-- 6 2'-6" 5 2'-8" 4 1 5/8" 3 15'-7 1/8" 2 24-8 1/2" 1 2'-0" 'Dimension Key Shape Name=RNW Distribution Wall 3,Frame 4 1.USE 112 X 1 112 A326T BOLT(49080)AND NUT(47120) THE VP ENGINEER'S SEAL APPLIES ONLY TO THE THIS DRAWING,INCLUDING THE INFORMATION HEREON,REMAINS THE PROPERTY OF VP BUILDINGS. D VP Buildings W/O WASHERS.SNUG TIGHTEN BOLTS FOR ALL SECONDARY CONNECTIONS, WORK PRODUCT OF VP AND DESIGN AND IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED IN THE APPLICABLE PURCHASE FRAME CROSS SECTION AT FRAME LINE(S)6 SECONDARY CLIP CONNECTIONS,AND FLANGE BRACE CONNECTIONS, PERFORMANCE REQUIREMENTS SPECIFIED BY ORDER AND MAY BE REPRODUCED ONLY FOR THAT PURPOSE.IT SHALL NOT BE MODIFIED, 3200 Players Club Circle Memphis TN 38125 VP.THE VP ENGINEER'S SEAL DOES NOT APPLY REPRODUCED OR USED FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF VP UNLESS NOTED OTHERWISE. REv DATE By DESCRIPTION BUILDER .wBNo 2.SLOT REINFORCEMENT PLATES NEED NOT BE LOCATED ON THE SAME TO THE PERFORMANCE OR DESIGN OF ANY BUILDINGS. Axthelm Construction SIDE OF THE WEB AS THE HILLSIDE WASHER. OTHER PRODUCT OR COMPONENT FURNISHED THE GENERAL CONTRACTOR ANDIOR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE GOOD CUSTONEa Arne 2enneck DATE BY VP EXCEPT TO ANY DESIGN OR QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN ACCORDANCE WITH THIS DRAWING, LOCAT Oe 9/22/2022 ., PERFORMANCE REQUIREMENTS SPECIFIED BY DETAILS REFERENCED IN THIS DRAWING,ALL APPLICABLE VP BUILDINGS ERECTION GUIDES,AND Arlington,Washington VP BUILDINGS ORAWNICHECK VP. INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION,INCLUDING THE CORRECT USE OF PROJECT VARCO PRUDEN RNW Cistribution,Inc. TEMPORARY BRACING. BUILDERS Pox A BlueScope Steel Company PAGE NITS VP Quote#210163 11e0 VPC VERSION: 2022.2a 10 10/10/2022 16:43.17 nLENAME: Vpc1RNW30fth "ah"ro""rsw soPee "NS No,m Amenw,lna Frame Number Schedule ( 'Bolt Connection & Plate Schedule Frame Clearances Part Mem Width Thick WebThk. Depthl Dapth2 Approx.Lgth Approx.Weight Detail Id Qty Grade Bolt Bolt Plate Rowe Rows PartNo Rorie. Clearance between members 1(CX009) and 10(CX010): 129'-0 5116" CBX001 10002 5.0000 .1345 .1345 9" 9" 2'-0 3/8" 21# Dia. Length Thick. Out In Vert. Clearance at member l(CX009): 21'-11 1/16" CBX001 10003 5.0000 .1345 .1345 9" 9" 2'-0 3/8" 21# A 4 A325 1/2" 1 1/2" 1/4" 1 1 49080 Vert. Clearance at member 10=010): 12'-7 7/8" CX009 1 5.0000 .3750 .2500 1-0" 3'-7" 24'-9 1/8" 1005# B 6 A325 3/4" 2 1/2" 5/8" 2 1 0097284 Vert. Clearance at member ll(EPX009): 21'-4 7/16" REX025 2 6.0000 .3750 .1644 2'-10" 1'-10" 18'-6 1/4" 566# C 8 A325 3/4" 2 1/2" 1/2" 1 3 0097284 Finished Floor Elevation 100'-0" (Unless Noted Otherwise) 3 6.0000 .3125 .1644 1'-10" 1'-10" D 8 A325 3/4" 2 1/2" 3/8" 2 2 0097284 RBX026 4 6.0000 .3750 .1644 1'-10" 2'-7" 14'-11 15/16" 489# E 10 A325 3/4" 2 1/2" 3/8" 4 1 0097284 RBX027 5 6.0000 .3750 .1644 2'-7" 1'-2" 24'-11 15/16" 722# F 6 A325 3/4" 2 1/2" 1/2" 2 1 0097284 RBX028 6 6.0000 .3750 .1875 1'-2" 2'-11" 22'-6" 770# G 10 A325 3/4" 2 1/2• 5/8" 3 2 0097284 7 6.0000 .3750 .1875 2'-11" 2'-2" G 4 A325 1/2" 1 1/2" 3/8" 1 1 49080 RBX029 8 5.0000 .3125 .1345 2'-2" 2'-2" 40'-0" 944# K 2 A325 3/4" 2 1/2" - - - 0097284 RBX030 9 5.0000 .3750 .1644 2'-2" 2'-8" 10'-2" 356# <S> - (2) Washers (095B72) reg'd at Flange Brace to Secondary. CX010 10 5.0000 .3750 .1644 1-0'. 2'-7" 15-6" 464# EPXO09 11 5.0000 .1345 .1875 11" 11" 21'-4 5/8" 266# BR25A3 EPX010 12 5.0000 .1345 .1345 11" li" 18-8 1/4" 192# BR25CA ePX011 13 5.0000 .1345 .1345 9" 9" 15'-9 1/4" 147# BR25CA 7 36,.10 s/B.1.7 soo as 6•S 0• 7•S._0. e 556 5D6 n-s a/e• 300'-0 9/36.3.7soo,la r e a a M� _ eBE026 AB%037 n CS%001 p1s as,To]B - a WBBC2 3 C " ReZO]9 Uhl F • 0 P"030 Ca%OOl 0Pa]da1 Wash] ' RWA3 o a, arm ]o14 •ra]o]6 N Weae2 Q ee] ReAl as RMAS 73'-0" ( 22'-6• �20'-0• ��]0'-0• I CL CL CL � a 13 a'-6• FRANK CROSS SECTION AT FRANK LINE(S) 7 a 14 2'-0 1/4" 1.7500,12 13 30'-3 7/8" Ridge St. 11 3 -4 5/8" 10 2 a 4'-2 11/16" 9 3 3/8" 8 2 a 2'-7 11/16" 7 1'-7 1/4" 6 2'-6" 5 2'-8" 4 1 5/8" 3 15'-7 1/8" 2 24'-8 1/2" 1 2'-0" L]Dimsnsion Key Shape Name=RNW Distribution Wall 3,Frame 5 1.USE 1/2 X 1 1/2 A325T BOLT(49080)AND NUT(47120) THE VP ENGINEER'S SEAL APPLIES ONLY TO THE THIS DRAWING,INCLUDING THE INFORMATION HEREON,REMAINS THE PROPERTY OF VP BUILDINGS. D VP Buildings W/O WASHERS.SNUG TIGHTEN BOLTS FOR ALL SECONDARY CONNECTIONS, WORK PRODUCT OF VP AND DESIGN AND IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED IN THE APPLICABLE PURCHASE FRAME CROSS SECTION AT FRAME LINES 7 SECONDARY CLIP CONNECTIONS,AND FLANGE BRACE CONNECTIONS, PERFORMANCE REQUIREMENTS SPECIFIED BY ORDER AND MAY BE REPRODUCED ONLY FOR THAT PURPOSE.IT SHALL NOT BE MODIFIED, 3200 Players Club Circle Memphis TN 38126 VP.THE VP ENGINEER'S SEAL DOES NOT APPLY REPRODUCED OR USED FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF VP UNLESS NOTED OTHERWISE. REV DATE BY DE8CRIP710N BUILDER TO THE PERFORMANCE OR DESIGN OF ANY BUILDINGS. AXthelm Construction J N 2.SLOT REINFORCEMENT PLATES NEED NOT BE LOCATED ON THE SAME OTHER PRODUCT OR COMPONENT FURNISHED THE GENERAL CONTRACTOR AND/OR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE GOOD CUSTOMER SIDE OF THE WEB AS THE HILLSIDE WASHER. BY VP EXCEPT TO ANY DESIGN OR QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN ACCORDANCE WITH THIS DRAWING, Arne Zenneck DATE 9I2212022 PERFORMANCE REQUIREMENTS SPECIFIED BY DETAILS REFERENCED IN THIS DRAWING,ALL APPLICABLE VP BUILDINGS ERECTION GUIDES,AND LocnnoR Arlington,Washington VP BUILDINGS ORAVYrllCKECK VP. INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION,INCLUDING THE CORRECT USE OF PROJECT RNW Cistribution,Inc. VARCO PRUDEN TEMPORARY BRACING. BUILDERS Pox VP Blu.S-pe Steel Company PAGE 11 NT3 VP Quote#210163 Rev3 VPCVERSON: 2022.2a 10/10/2022 15:43:19 FILENAME: vpcl RNW 30 fth adMalon of Slu@Swpe 8011din0s Nodh A-w ,Inc Frame Member Schedule (-)Bolt Connection & Plate schedule Frame Clearances Pert Mom Width Thick WebThk. Depthl Depth2 Approx.Lgth Approx.Weight Detail Id Qty Grade Bolt Bolt Plate Rowe Rowe Washer PartNo Boris. Clearance between members l(CX011) and 12(CX012): 71'-0 5/8" CBX002 70001 5.0000 .1345 .1345 9" 9" 2'-0 5116" 21# Dia. Length Thick. Out In Vert. Clearance at member l(CXO11): 23'-6 1/2" CBX003 10002 5.0000 .1345 .1345 9" 9" 2'-0 1/4° 21# A 4 A325 1/2" 1 1/2" 1/4'. 1 1 49080 Vert. Clearance at member 12(CX012): 23'-6 1/2" Cx011 1 5.0000 .1345 .1345 10" 10" 24-4 7/8" 269# B 4 A325 1/2" 1 1/2" 3/8'. 1 1 49080 Vert. Clearance at member 13(EPX012): 26'-4 5/16" RBX031 2-5 5.0000 .1345 .1644 10" 10" 27'-8 1/16° 295# C 6 A325 1/2" 1 1/2" 1/4" 1 2 49080 Vert. Clearance at member 14(EPX013): 28'-9 3/168 RBX032 6 5.0000 .1345 .1345 10" 10" 8'-4° 85# D 6 A325 1/2" 1 1/2" 1/4" 2 1 49080 Vert. Clearance at member 15(EPX014): 26'-4 5/16" RBX033 7-10 5.0000 .1345 .1644 lo" 10" 32'-8 15/16" 340# E 4 A325 1/2" 1 1/2" 3/8" 1 1 yes 49080 Finished Floor Elevation 100'-0" (Unless Noted Otherwise) RBX034 11 5.0000 .1345 .1345 lo" 10" 3'-3 3/16" 41# 48> - (2) Washers (095872) req'd at Flange Brace to Secondary. CX012 12 5.0000 .1875 .1345 lo" 10" 24'-4 13/16" 301# KPX012 13 5.0000 .1875 .1345 10" 10" 26'-4 11/16" 314# BR25A3 8PX013 14 5.0000 .1875 .1345 10" 10" 28-9 3/16" 338# BR25CA EPX014 15 5.0000 .1875 .1345 10" 10" 26'-4 11/16° 310# BR25A3 6 36' 10 4/B"S.T400.11 361-- 6 e 4,_0• 30nj 6/e"1.7500,1]v v 6�8 U. 7.6_0. ri rn C 1 C all 8pR011 R8r034 CaR003 C•r00] e I� II 11 2'-0 1/4" 1.7500.12 3 3 10 30'-3 7/8" aidgo Ht. 20'-0^ 36'•6° 1 16'-6" I_ 10'-0" 9 2'-0 1/4„ I CL CL " CL T3,_0 8 3 3/8" R FRAME CROSS SECTION AT FRAME LINE(S) 8 6 1'-7 1/4" 5 2'-6" 4 2,-8„ 3 1 5/8" 2 24'-8 1/2" 1 2'-o" r_Dimension Key Shape Name=RNW Distribution Wall 3,Frame 8 1.USE 112 X 1 1/2 A325T BOLT(49080)AND NUT(47120) THE VP ENGINEER'S SEAL APPLIES ONLY TO THE THIS DRAWING,INCLUDING THE INFORMATION HEREON,REMAINS THE PROPERTY OF VP BUILDINGS. D VP Buildings W/O WASHERS.SNUG TIGHTEN BOLTS FOR ALL SECONDARY CONNECTIONS, WORK PRODUCT OF VP AND DESIGN AND IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED IN THE APPLICABLE PURCHASE FRAME CROSS SECTION AT FRAME LINES 8 SECONDARY CLIP CONNECTIONS,AND FLANGE BRACE CONNECTIONS, PERFORMANCE REQUIREMENTS SPECIFIED BY ORDER AND MAY BE REPRODUCED ONLY FOR THAT PURPOSE.IT SHALL NOT BE MODIFIED, 3200 Players Club Circle Memphis TN 38125 UNLESS NOTED OTHERWISE. VP.THE VP ENGINEER'S SEAL DOES NOT APPLY REPRODUCED OR USED FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF VP 2.SLOT REINFORCEMENT PLATES NEED NOT BE LOCATED ON THE SAME TO THE PERFORMANCE OR DESIGN OF ANY BUILDINGS. REV DATE By DESCRIPTION BUILDER Axthelm Construction J BN SIDE OF THE WEB AS THE HILLSIDE WASHER. OTHER PRODUCT OR COMPONENT FURNISHED THE GENERAL CONTRACTOR AND/OR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE GOOD CUSTOMER Arne Zenneck DATE BY VP EXCEPT TO ANY DESIGN OR QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN ACCORDANCE WITH THIS DRAWING, I LOCATION 9/22/2022 PERFORMANCE REQUIREMENTS SPECIFIED BY DETAILS REFERENCED IN THIS DRAWING,ALL APPLICABLE VP BUILDINGS ERECTION GUIDES,AND Arlington,Washington VP BUILDINGS DRANRBCHECK VP. INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION,INCLUDING THE CORRECT USE OF PROJECT VARCO PRUDEN RNW Cistributlon,Inc. TEMPORARY BRACING. euaDERs PIN VP BluaBcope Steel Company E NTS VP Quote#210163 Rev3 VPC VERSION: 2022.2a 12 10/10/2022 16:43:20 FILENAME` Vpc1RNW30fth adisim&Bwee p13mNmo"NamAwraI,I Frame Member Schedule _)Bolt Connection & Plate Schedule Part Mem Width Thick WebTbk. Depthl Depth2 Approx.Lgth Appro—Weight Id Qty Grade Bolt Bolt plate Rowe Rowe PartNO CBX004. 10004 5.0000 .1345 .1345 9° 9^ 5'-0 7/16° 47# Die. Length Thick. Out In A 4 A325 1/2" 1 1/211 1/4" 1 1 49080 it 3 car004 4 5-0 5/8° 1.7500:12 BNDWALL CANOPY BEAM LOCATED AT (1-E] 3 3-5 3/16" 2 1-7 7/16^ 1 9-3 1/4° '�Dimeneion Rey Shape Name=RNW Distribution Wall 4,Frame 2 1.USE 112 X 1 1/2 A325T BOLT(49080)AND NUT(47120) THE VP ENGINEER'S SEAL APPLIES ONLY TO THE THIS DRAWING,INCLUDING THE INFORMATION HEREON,REMAINS THE PROPERTY OF VP BUILDINGS. D VP Buildings r W/O WASHERS.SNUG TIGHTEN BOLTS FOR ALL SECONDARY CONNECTIONS, WORK PRODUCT OF VP AND DESIGN AND IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED IN THE APPLICABLE PURCHASE ENDWALL CANOPY BEAM LOCATED AT 1_E SECONDARY CLIP CONNECTIONS,AND FLANGE BRACE CONNECTIONS, PERFORMANCE REQUIREMENTS SPECIFIED BY ORDER AND MAY BE REPRODUCED ONLY FOR THAT PURPOSE.IT SHALL NOT BE MODIFIED, 3200 Players Club Circle Memphis TN 38125 ` UNLESS NOTED OTHERWISE. VP.THE VP ENGINEER'S SEAL DOES NOT APPLY REPRODUCED OR USED FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF VP BUILDER 2.SLOT REINFORCEMENT PLATES NEED NOT BE LOCATED ON THE SAME TO THE PERFORMANCE OR DESIGN OF ANY BUILDINGS. REV DATE BY DESCRIPTION AXthelm Construction JOB OTHER PRODUCT OR COMPONENT FURNISHED THE GENERAL CONTRACTOR AND/OR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE GOOD CUSTOMER Arne Zenneck DATE SIDE OF THE WEB AS THE HILLSIDE WASHER. BY VP EXCEPT TO ANY DESIGN OR QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN ACCORDANCE WITH THIS DRAWING, PERFORMANCE REQUIREMENTS SPECIFIED BY DETAILS REFERENCED IN THIS DRAWING,ALL APPLICABLE VP BUILDINGS ERECTION GUIDES,AND - LOCATION Arlington,Washington VP BUILDINCS 9ICHECK VP. INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION,INCLUDING THE CORRECT USE OF PROJECT 22 VARCO PRUDEN DRAWNICHECK RNW Cistrbution,Inc. TEMPORARY BRACING. BmLOERs Poe A BlueScope Steel Company pgGE NTS VP Quote#210163 ReV3 vPcvERmoN: 2022.2a 13 10/10/2022 15:43:22 nLENAME: Vpc1 RNW 30 ft h °dim m&Bw"so B°Imbge N°M A—dm,- " Frame Member Schedule (jBolt Connection & Plate Schedule Part Kem width Thick WebThk. Depthl Depth2 Approx.Lgth Approx.Weight Id Qty grade Bolt Bolt Plate Rowe Rowe PartMo CBX004 10004 5.0000 .1345 .1345 9" 9° 5'-0 7/16° 47# Dia. Length Thick. Out Ia A 4 A325 1/2° 1 1/2" 1/4° 1 1 49080 I % I i�3.-0"� 4 5'-0 5/816°"1.7500,12 3 3'-5 3/ ENDWALL CANOPY BEAM LOCATED AT 11-G] 2 1'-7 7/16" 1 9'-3 1/4- Dim...ion Key _ Shape Name=RNW Distribution Wall 4,Frame 3 THE VP ENGINEERS PP THIS DRAWING INCLUDING THE INFORMATION HEREON REMAINS THE PROPERTY OF VP BUILDINGS. 1.USE 112 X 1 1/2 A325T BOLT(49080)AND NUT(47120) G NEER'S SEAL APPLIES ONLY TO THE VP Buildings D W/O WASHERS.SNUG TIGHTEN BOLTS FOR ALL SECONDARY CONNECTIONS, WORK PRODUCT OF VP AND DESIGN AND IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED IN THE APPLICABLE PURCHASE ENDWALL CANOPY BEAM LOCATED AT 1-G SECONDARY CLIP CONNECTIONS,AND FLANGE BRACE CONNECTIONS, PERFORMANCE REQUIREMENTS SPECIFIED BY ORDER AND MAY BE REPRODUCED ONLY FOR THAT PURPOSE.IT SHALL NOT BE MODIFIED, 3200 Players Club Circle Memphis TN 38125 VP.THE VP ENGINEER'S SEAL DOES NOT APPLY REPRODUCED OR USED FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF VP UNLESS NOTED OTHERWISE. REV DATE BY DESCRIPTION BUILDER JOBNO 2.SLOT REINFORCEMENT PLATES NEED NOT BE LOCATED ON THE SAME TO THE PERFORMANCE OR DESIGN OF ANY BUILDINGS. — AXthelm C0031rUC110r1 SIDE OF THE WEB AS THE HILLSIDE WASHER. OTHER PRODUCT OR COMPONENT FURNISHED THE GENERAL CONTRACTOR AND/OR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE GOOD CUSTOMER Arne Zenneck DATE BY VP EXCEPT TO ANY DESIGN OR QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN ACCORDANCE WITH THIS DRAWING, LOCATION 9/2212022 PERFORMANCE REQUIREMENTS SPECIFIED BY DETAILS REFERENCED IN THIS DRAWING,ALL APPLICABLE VP BUILDINGS ERECTION GUIDES,AND Arlington,Washington NGS VP. INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION,INCLUDING THE CORRECT USE OF PROJECT �VVARCO DRAW WCNECK TEMPORARY BRACING. RNW Cistribution,Inc. BUILDERS PO# A BIUeSCOpe SMI Company ppGE _ ___ NITS VP Quote#210163 Rev3 VPC VER81ON: 2022.2a 14 1011012022 15:43:24 FILENAME: a dlNelon of Blue8mm BuI dings Wnh Amenw,Inc.vpcl RNW 30 ft h Frame Member Schedule (_ Bolt Connection 6 Plate Schedule Frame Clearances Part Mem Width Thick WebThk. Depthl Depth2 Approx.Lgth Appro—Weight Id Qty Grade Solt Bolt plate Row. Rowe PartNo Roriz. clearance between members 1(CX013) and 4(CX014): 7'-2 3/4" CX013 1 5.0000 .1345 .1345 1-0" 1-0" 10-9 1/8" 126# Dia. Length Thick. Out In Vert. Clearance at member 1(CX013): 10'-9 1/8" RBX033 2-3 5.0000 .1345 .1345 9" 9" 8-6 15/16" 94# A 4 A325 3/4" 2 1/2" 3/8" 1 1 0097284 Vert. Clearance at member 4(CX014): 12'-6 9/16" CX014 4 5.0000 .1345 .1345 1'-0" 1-0" 13-7 5/16" 159# Finished Floor Elevation = 100'-0" (Unless Noted Otherwise) I I 1 ',.9 1I1"S.aocc,la 0,13S d I III y -6. a 6 10" FRAME CROSS 88CTION AT FRAME LINE(S) 4 5 4'-0" 4 2'-S" 3 2 e 4'-0 11/16" 2 1'-6 1/6" 1 1 5/8" FjDimension Key Shape Name=Entry Canopy•MAIN Wall 2,Frame 1 THE VP ENGINEER'S SEAL APPLIES ONLY TOT THIS DRAWING INCLUDING THE INFORMATION HEREON REMAINS THE PROPERTY OF VP BUILDINGS. 1.USE WASHERS.X 1 SNUG BOLT(EN BOLTS AND NUT ALL SE) WORK PRODUCT OF VP AND DESIGN AND HE IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED IN THE APPLICABLE PURCHASE D Club Buildings SECONDSNCONNECTE CONNECTIONS, FLANGEBRACEC CONNECTIONS, CONNECTIONS, FRAME CROSS SECTION AT FRAME LINE(S)4 SECONDARY CLIP CONNECTIONS,AND FLANGE BRACE CONNECTIONS, PERFORMANCE REQUIREMENTS SPECIFIED BY ORDER AND MAY BE REPRODUCED ONLY FOR THAT PURPOSE.IT SHALL NOT BE MODIFIED, 3200 Players Club Circle Memphis TN 38125 ' UNLESS NOTED OTHERWISE. VP.THE VP ENGINEER'S SEAL DOES NOT APPLY REPRODUCED OR USED FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF VP DESCRIPTION REV DATE - By 2.SLOT REINFORCEMENT PLATES NEED NOT BE LOCATED ON THE SAME TO THE PERFORMANCE OR DESIGN OF ANY BUILDINGS. euaoER Axthelm Construction J N OTHER PRODUCT OR COMPONENT FURNISHED THE GENERAL CONTRACTOR ANDIOR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE GOOD CUSTOMER Arne Zenneck DATE SIDE OF THE WEB AS THE HILLSIDE WASHER. BY VP EXCEPT TO ANY DESIGN OR QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN ACCORDANCE WITH THIS DRAWING, LOCATION 9/22/2022 PERFORMANCE REQUIREMENTS SPECIFIED BY DETAILS REFERENCED IN THIS DRAWING,ALL APPLICABLE VP BUILDINGS ERECTION GUIDES,AND Arlington,Washington VP BUILDINGS DRAVM/CNECK VP. INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION,INCLUDING THE CORRECT USE OF PROJECT VARCO PRUDEN RNW Ciatrlbutlon,Inc. TEMPORARY BRACING. BUILOERa Po# ABIueBcope Steel Company PAGE NTS VP Quote#210163 R90 VPC VERSION: 2022.2a 15 10/10/2022 15:43:25 FILENAME: Vpc1RNW 30 ft h a°'"°'°n&91.S. 13,1Itling.N 11 A--1,` ' Frame Member Schedule OBolt Connection & Plate Schedule Frame Clearances Part Mem Width Thick WebThk. Depthl Depth2 Approx.Lgth Approx.Weight id Qty Grade Bolt Bolt Plate Rowe Rowe PartNo Horiz. Clearance between members l(CX013) and 4(CX015): 7-2 3/4" CX013 1 5.0000 .1345 .1345 1, J.-O.1'-0" 30-9 1/8" 126# Die. Length Thick. Out In Vert. Clearance at member 1(CX013): 10'-9 1/8" RBX035 2-3 5.0000 .1345 .1345 9" 9" 8'-6 15/16• 94# A 4 A325 3/4• 2 1/2" 3/8" 1 1. 0097284 Vert. Clearance at member 4(CX015): 12'-6 9/16" CX015 4 5.0000 .1345 .1345 1'-0" 1-0.. 13'-1 5/16" 159# Finished Floor Elevation = 100'-0" (Unless Noted Otherwise) 1 3 III I e III o_ i OIL 8 IL FRAME CROSS SECTION AT FRAME LINE(S) 3 5 1-10 1/2" 4 2'-8" 3 2 g 4'-0 11/16" 2 1'-8 1/8„ 1 1 5/8• 11 Dimension Key - __. Shape Name=Entry Canopy-MAIN Wall 2,Frame 2 _ 1.USE 7/2 X 1 1/2 A325T BOLT(49080)AND NUT(47120) THE VP ENGINEER'S SEAL APPLIES ONLY TO THE THIS DRAWING,INCLUDING THE INFORMATION HEREON,REMAINS THE PROPERTY OF VP BUILDINGS. VP Buildings D W/O WASHERS.SNUG TIGHTEN BOLTS FOR ALL SECONDARY CONNECTIONS, WORK PRODUCT OF VP AND DESIGN AND IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED IN THE APPLICABLE PURCHASE FRAME CROSS SECTION AT FRAME LINES 3 SECONDARY CLIP CONNECTIONS,AND FLANGE BRACE CONNECTIONS, PERFORMANCE REQUIREMENTS SPECIFIED BY ORDER AND MAY BE REPRODUCED ONLY FOR THAT PURPOSE.IT SHALL NOT BE MODIFIED, 3200 Players Club Circle Memphis TN 38125 VP.THE VP ENGINEER'S SEAL DOES NOT APPLY REPRODUCED OR USED FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF VP UNLESS NOTED OTHERWISE. REV DATE BY DESCRIPTION BUILDER JOBNO TO THE PERFORMANCE OR DESIGN OF ANY BUILDINGS. AXthelm Construction 2.SLOT REINFORCEMENT PLATES NEED NOT BE LOCATED ON THE SAME OTHER PRODUCT OR COMPONENT FURNISHED THE GENERAL CONTRACTOR ANDIOR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE GOOD CUSTOMER Anne ZenneCk DATE SIDE OF THE WEB AS THE HILLSIDE WASHER. BY VP EXCEPT TO ANY DESIGN OR QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN ACCORDANCE WITH THIS DRAWING, PERFORMANCE REQUIREMENTS SPECIFIED BY DETAILS REFERENCED IN THIS DRAWING,ALL APPLICABLE VP BUILDINGS ERECTION GUIDES,AND LOCATIONArlington,Washington VP BUILDINGS I VP. INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION,INCLUDING THE CORRECT USE OF PROJECT VARCO PRUDEN DRAWMN/CCHECKHECK 2 RNW Cistribution,Inc. TEMPORARY BRACING. emtDERs Pw A BlueBcope Steel Company PACE16 NTS VP Quote#210163 ReV3 vPcvEnKm: 2022.2a 10/10/2022 15:43:27 PLLENAME: Vpe1RNW30fth �,wdBfwe ,eB, hg,Wdha—J- Frame Member Schedule OBolt Connection & Plate Schedule Frame Clearan e Part Mem Width Thick WebThk. Depthl Depth2 Approx.Lgth Appro—Weight 1d Qty Grade Bolt Bolt Plate Rowe Rove PartNo BoriH. Clearance between members 1(CX016) and 4(CX016): 13'-6" _ CX016 1 6.0000 .2500 .1345 10" 10" 11 -2 3/4• 181# Die. Length Thick. Out In Vert. Clearance at member 1(CX016): 10-5 1/4" RBX036 2-3 5.0000 .1345 .1345 9° 9• 13'-5 3/4" 128# A 4 A325 3/4" 2 1/2" 3/8• 1 1 0097284 Vert. Clearance at member 4(CX016): 10-5 1/4" CX016 4 6.0000 .2500 .1345 10" 10" 11'-2 3/4" lei# Finished Floor Elevation = 100'-0" (Dnlees Noted Otherwise) I A H 9U60 HH306D RBr036 PORTAL FRAME ELEVATION ALONG A 1 8• iJ Dimena ion Rey Shape Name=Entry Canopy-MAIN Wall 2,Frame 1 1.USE 112 X 1 1/2 A325T BOLT(49080)AND NUT(47120) THE VP ENGINEER'S SEAL APPLIES ONLY TO THE THIS DRAWING,INCLUDING THE INFORMATION HEREON,REMAINS THE PROPERTY OF VP BUILDINGS. D VP Buildings W/O WASHERS.SNUG TIGHTEN BOLTS FOR ALL SECONDARY CONNECTIONS, WORK PRODUCT OF VP AND DESIGN AND IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED IN THE APPLICABLE PURCHASE PORTAL FRAME ELEVATION ALONG A SECONDARY CLIP CONNECTIONS,AND FLANGE BRACE CONNECTIONS, PERFORMANCE REQUIREMENTS SPECIFIED BY. ORDER AND MAY BE REPRODUCED ONLY FOR THAT PURPOSE.IT SHALL NOT BE MODIFIED, 3200 Players Club Circle Memphis TN 38125 VP.THE VP ENGINEER'S SEAL DOES NOT APPLY REPRODUCED OR USED FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF VP UNLESS NOTED OTHERWISE. REv DATE av oEscwPnoN BUILDER JOBNO Z SLOT REINFORCEMENT PLATES NEED NOT BE LOCATED ON THE SAME TO THE PERFORMANCE OR DESIGN OF ANY BUILDINGS. AXthelm COBStfUCtlOn OTHER PRODUCT OR COMPONENT FURNISHED THE GENERAL CONTRACTOR ANDIOR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE GOOD cusloNER Arne Z.enneck DATE SIDE OF THE WEB AS THE HILLSIDE WASHER. BY VP EXCEPT TO ANY DESIGN OR QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN ACCORDANCE WITH THIS DRAWING, �ocnnoN 8/22/2022 PERFORMANCE REQUIREMENTS SPECIFIED BY DETAILS REFERENCED IN THIS DRAWING,ALL APPLICABLE VP BUILDINGS ERECTION GUIDES,AND Arlington,Washington VP BUILDINGS VP. INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION,INCLUDING THE CORRECT USE OF PR0.IECT vARco PRuoEN oRAwN:cNECR RNW Cistribution,Inc. TEMPORARY BRACING. auaOERs Poi A BlueBcope Steel Comperry PAGE NTS VP Quote#210163 Rev3 V WRVON: 2022.2a 17 10/10/2022 15:43:28 RLENAME: Vpc1RNW 30 ft h Hambndel— -smg6 w&Am m,- ROD DIA. CLEVIS CLEVIS BRACE 9 FRAME BRACE SEE ERECTION DRAWINGS MARK ND. PIN DIA. _ LOCATION LOCATION ROOF (2 OR 4) A325 BOLTS FOR LOCATIONS AND PART MARKS _ IEIONI 3 S 097572 1 MEMBERARY PRIMARY BRACE ROD 1 2" 097573 PORTAL FRAME COLUMN OR BEAM 5/8 095277 O*• ••a FRAME WEB HEX NUT 3 4 095278 0 0 n e CLEVIS PIN W/COTTER PIN WASHER "A" 7 8 095279 1 1/4' 0 0 / J ® (SEE ERECTION DINGS)WASHER "B" 1 095280 —— —— 1 1 8 — ® STRUT CONNECTION BOLTS 095 AC SEE DRAWINGS FOR ROD HILLSIDE WASHER 1 t 4 0952281 82 COTTER PIN (G1BN1�oa(HFB—) 1 3 8" 097593 SIZES AND QUANTITIES 1 1/2" � i 1 1/2' 097594 FLANGE BRACE WILL TYPICALLY FIELD NOTE CONNECT TO THE WEB OF THE WEB REINFORCEMENT PLATE THEEMBOUT ILDER 7EWILL HAVE DIATO ELD M.HOLE IN FRAME MEMBER. 1/2' x 1 1/2" BRACE STRUT(GAGE) REA(IF PRESENT) MAY BE SHOP WELDED ON THE SECONDA MEMBERS TO 13/16" CUP REO'D W/ A-325 BOLT EITHER S10E OF THE WEB. CLEVIS DIAM.HOLES.(FOR THE 12MDB_FLANGE THICK FLANcss (49080) TYP. 100 BRACE WITH A 3/4"X 2 1/2"A325 BOLT WHEN REQUIRED.) FLANGE BRACE REQUIREMENTS: COLUMN RY 40 O - PORTAL COLUMN DEPTH FLANGE BRACE BRACE ROD ALTERNATE CONNECTIONS S 24" HF83060 >24" & L36" HFB4106 FLANGE BRACE REQUIREMENTS: DESCRIPTION/PART NO RULE#1— ALL FLANGE BRACES ON CROSS SECTIONS MUST BE INSTALLED. >38" HFB6039 ROD HARD STEEL ROUNO WASHER HARD STEEL WASHER HILLSIDE RULE#2— SINGLE FLANGE BRACES ARE REQUIRED WHEN PART MARK ON DAM "UT A B WASHER CROSS SECTION IS NOT ACCOMPANIED BY (2). 3 6" 95321 3 B'FLAT WASHER 96406 1 2'BEVEL SW ARE WASHER 4e040 CLEVIS PIN RULE#3— FLANGE BRACES ARE REQUIRED BOTH SIDES OF THE FRAME WEB WHERE SLOTTED HOLES ARE PRESENT, BOLTS ARE 1 2 95230 1 2 FLAT WASHER 95872 543334 (NTH SHOULDER) WHEN PART MARK IS ACCOMPANIED BY (2). NOTES: SLIP CRITICAL AND MUST BE FULLY PRE TENSIONED. 3/4"FLAT ROUND WASHER(95946) ® FIELD DRILL 9/16"HOLES IN PRIMARY AND PORTAL FRAME WEBS FAYING SURFACES MUST BE PAINT FREE. IF PAINT 5 B 95233 5 8"FLAT WASHER 95945 MAY BE FURNISHED WITHOUT , RULE#4— WHENEVER POSSIBLE, PLACE SINGLE BRACES TOWARD THE FOR FLANGE BRACE CONNECTIONS. IS FOUND ON FAYING SURFACES IN SLOTTED 3 a 95235 3 a FLAT WASHER 95948 " A SHOULDER, THEN TWO COTTER CENTER OF THE BUILDING. DRILL 9 1fi"HOLE IN PORTAL FRAME COLUMN WEB APPROX. 2" 1"FLAT ROUND WASHER(95948) 543335 CONNECTIONS REMOVE WITH LIGHT GRINDING. 7 a 95237 7 B FLAT WASHER 95947 PIN WILL BE PROVIDED. RULE#5— WHENEVER POSSIBLE, PLACE ALL SINGLE BRACES ON THE SAME / STANDARD HARDENED WASHERS ARE REQUIRED OVER 1" 95238 I^FLAT WASHER 95948 FLAT ROUND WASHER(95849) 543335 SIDE OF THE FRAME WEB. FROM BOLTING PLATE ®BEAM¢. ALL SLOTS. SEE ERECTION DRAWINGS FOR MARK 1 1 B" 95239 1 1 "FLAT WASHER 95949 1 1/e" 10" & 11 1/2" PURLINS REQUIRE 3 BOLTS AT EACH END OF PURLIN LAP. NUMBERS AND QUANTITIES. REV.DATE:0e/02/17 REv.No.04 ROD BRACE REV.DATE:De/23/1I INV,NO.03 ROD BRACING FEU.DATE:oD/De/,e REV.xo.D2 TYPICAL FLANGE BRACE CONNECTIONS REV.DATE:02/17/18 REV.No D3 PORTAL FRAME DETAIL REV.Dnre00/23/11 REv.xD.01 STRUT BRACING BR01G2 WEB SLOT ASSEMBLY 3R02K1 CLEVIS ASSEMBLY BR06AE CONT. PURLIN LAP SHOWN, CONT. GIRT & SIMPLE PURLIN BR12J1 CONNECTION TO FRAME BR15J1 GAGE STRUT ON WALL SEE ERECTION DRAWINGS SEE ERECTION DRAWINGS FOR FOR LOCATIONS AND PART MARKS NOTE: ALL BOLTS TD BE NOTE: ALL BOLTS TO BE LDCATONS, PART MARKS AND NOTE: ALL BOLTS TO]1E 1/2"X 1 1/2' A325 1/2" X 1 1/2"A325 BOLT QUANTITIES AND SIZES 1/2" X 1 080 A325STRUT AWICONN. BOLTS BOLTS(49080) (U.N.O BOLTS (49080) (U.N.O.) PURLIN BOLTS BRACE ROD SEE DRAWINGS FOR SIZES AND QUANTITIES RAKE PURLIN BEAM CLEVIS PIN W/COTTER PIN CLEVIS PIN W/COTTER PIN (SEE ERECTION DWGS) 1/2" X 1 1/2" A325 BOLTS 49080 WITH a (SEE ERECTON DWGS) ( ) CONNECTOR CLIP HARDENED WASHER(D95872)EACH SIDE (2 BOLTS) 1/2"X 1 1/2" A325 BOLTS(49080) WITH BRACE ROD (TYP AT PURLIN END OF BRACE) a e USE JCP- WHEN READ, HARDENED WASHER(095572) EACH SIDE ® (2 BOLTS EACH END) / (TYP AT PURLIN END OF BRACE) FRAME REINFORCEMENT o FLANGE BRACE GFB- OR HFB- ® BRACE STRUT PLATE (WHEN REQUIRED) ( ) • / " FLANGE BRACE (GFB- DR HFB-} RAFTER BRACE STRUT(GAGE) ENDPDST —BSA-- I BRSX— / COLUMN BSA I ENDPOST BRACKET ® (MAY BE INSET) (8 BOLTS TO ENDPOST) WHERE SLOTTED HOLES ARE PRESENT, BOLTS ARE ENDPOST I WHERE SLOTTED HOLES ARE PRESENT, BOLTS ARE SLIP CRITICAL AND MUST BE FULLY PRE TENSIONED. ENDPOST SLIP CRITICAL AND MUST BE FULLY PRE TENSIONED, FAYING SURFACES MUST BE PAINT FREE. IF PAINT RAKE RAKE FAYING SURFACES MUST BE PAINT FREE. IF PAINT IS FOUND ON FAYING SURFACES IN SLOTTED BEAM BEAM IS FOUND ON FAYING SURFACES IN SLOTTED CONNECTIONS REMOVE WITH LIGHT GRINDING. CONNECTIONS REMOVE WITH LIGHT GRINDING. STANDARD HARDENED WASHERS ARE REQUIRED OVER STANDARD HARDENED WASHERS ARE REQUIRED OVER ALL SLOTS. SEE ERECTION DRAWINGS FOR MARK ALL SLOTS. SEE ERECTION DRAWINGS FOR MARK NUMBERS AND QUANTTIES. NUMBERS AND QUANTITIES, REV.DATE:De/2359 REv.ND.D1 WALL STRUT BRACING REV.DATE:DE/23/,1 R.No.cl STRUT BRACING REv DAE;/24/11 REv.ND.o1 ENDPOST TOP BRACING "�' °""°'/°'/" "`"N.°° TOP OF ENDPOST Nev.Dnrz.,l/1a/m *EV.ND.w ENDPOST TOP BETWEEN PURLINS BR15JC THREE-PLATE STRUT IN WALL BR15L1 GAGE STRUT IN ROOF BR25A3 ENDPOST WITHIN 6" (152mm) OF PURLIN BR25BD ENDPDST BRACKET TO RAKE BEAM BR25CA NO CAP CHANNEL- BRACED TO PURLINS ONLY F- FEET G - GAGE CX*** = COLUMN (PLATE) BASIC ERECTION GUIDE REQUIRED FOR THIS PROJECT: I = INCHES 0 = OPERATION CGX*** - COLUMN (GAGE) E= EIGHTHS C = FIN'/COLOR WCX***= COLUMN(HOTROLL) FULL FRAME PANEL/COVERING REFER TO: VARCO PRUDEN BUILDINGS RAKE BEAM RBX***= RAFTER{PLATE) RAKE BEAM W 1 3 1 1 7 2 6 1 K T D ' *.F F I I E G G 0 C C C BGX*** — RAFTER(GAGE) LENGTH CODE WRX*** — RAFTER (HOTROLL) BASIC ERECTION GUIDE _ INSULATION TRX***= TRUSS RAFTER - - - BOLTS(49080) $-- OF 1 8 1 3 0 1 0 3 6 0 3 0 W V ICX***-INTERIOR COLUMN FILL ALL HOLES ** F F F I I E C C NOTE: PCX***- PIPE COLUMN LENGTH WIDTH THK CODE 132" x 1 1/2" CLIP MAY ETCX*•*= TUBE COLUMN A325 BOLTS SHOP WELDED SECONDARY(STANDARD) (49080) FILL TO RAKE BEAM 0 8 Z 1 9 1 1 4 1 7— — — — — EPX***= ENDPOST(PLATE) ALL HOLES ®* F F I I E C G * * * * * EGX***- ENDPDST(GAGE)OEPTH LENGTHGAGE ADJUST.CODESSHAPE CBX*** = CANOPY(PLATE) SECONDARY(SPECIAL) CBX***= PIGGYBACK CANOPY 00108Z1911417—— —F F 1 1 EGG * " + DCC**'*= 8 1/2"GAGE POST The Field Guide for correctly storing and erecting ENDPOST '0DCE***= 10" GAGE POST Varco Pruden Metal Bulldtn SystemsTO COUNTER SHAPE&LENGTH GAGE ADJUST.CODES 9P RTS ROD BRACING 1'-3"AT 10' & 11 1/2" E.W. GIRTS 0 3 R S 2 5 1 0 RS— THREADS BOTH ENDS 1'-0"AT 7" & 8 1/2" E.W. GIRTS 3—PLATE ENDPOST BOLTS 0097284 A325 E * * F F 1 1 RT= THREADS ONE END— CLEVIS ONE END ( ) CIA LENGTH RV= CLEVIS BOTH ENDS RP THREAD BOTH ENDS NO HILLSIDES BACK COVER: 4001 BASIC ERECTION GUIDE 6"AT ALL INSET GIRTS = — REV.DA E:oe/22/,2 REV.N0.01 MARK NUMBER KEY REV.DA E:D 30 4 EV.NaDo REV.MTE•D7/D,/�REV.N0.00 RAKE BEAM CONNECTION REV.DARIDE MM REv.No.ol 3-PLATE ENDPOST TO FULL FRAME EN50B1 COMMON GENERATED MARK NUMBERS ENVO02 BASIC ERECTION GUIDE - STRUCTURAL PF10C2 TO ENDPOST PF10CA FULL FRAME ENDWALL 1.USE 112 X 1 1/2 A325T BOLT(49080)AND NUT(47120) THE VP ENGINEER'S SEAL APPLIES ONLY TO THE THIS DRAWING,INCLUDING THE INFORMATION HEREON,REMAINS THE PROPERTY OF VP BUILDINGS. D VP Buildings W/O WASHERS.SNUG TIGHTEN BOLTS FOR ALL SECONDARY CONNECTIONS, WORK PRODUCT OF VP AND DESIGN AND IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED IN THE APPLICABLE PURCHASE PRIMARY BRACING SED'S 11 SECONDARY CLIP CONNECTIONS,AND FLANGE BRACE CONNECTIONS, PERFORMANCE REQUIREMENTS SPECIFIED BY ORDER AND MAY BE REPRODUCED ONLY FOR THAT PURPOSE. IT SHALL NOT BE MODIFIED, 3200 Players Club Circle Memphis TN 36125 / UNLESS NOTED OTHERWISE. VP.THE VP ENGINEER'S SEAL DOES NOT APPLY REPRODUCED OR USED FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF VP BUILDER 2.SLOT REINFORCEMENT PLATES NEED NOT BE LOCATED ON THE SAME TO THE PERFORMANCE OR DESIGN OF ANY BUILDINGS. REV DATE BY DESCRIPTION AXth@Im Construction JOBNO SIDE OF THE WEB AS THE HILLSIDE WASHER. OTHER PRODUCT OR COMPONENT FURNISHED THE GENERAL CONTRACTOR ANDIOR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE GOOD CUSTOMER Arne Zenneck BY VP EXCEPT TO ANY DESIGN OR QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN ACCORDANCE WITH THIS DRAWING, LOCATION 9/2212022 PERFORMANCE REQUIREMENTS SPECIFIED BY DETAILS REFERENCED IN THIS DRAWING,ALL APPLICABLE VP BUILDINGS ERECTION GUIDES,AND Arlington,Washington VP BUILDING$ VP. INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION,INCLUDING THE CORRECT USE OF PROJECT VARCO PRUDEN DRAWN/CHECK RNW Cistribution,Inc. TEMPORARY BRACING. BUILDERS I A BlueScope Steel Company PAGE NITS VP Quote#210163 Rev3 VPC VERSION: 2022.2a 18 10/10/2022 SEDSheet 15:43:30 FILENAME: Vpc1 RNW 30Ith adiAeon Dl elDeScoce BVIIdbgx NDNh America,Inc GAGE POST 8 1/2" POST SHOWN 16" POST SIMILAR GAGE POST III III III '8 1/2° POST REQUIRES III (2}ANCHOR RODS. III 10" POST REQUIRED (4) ANCHOR RODS GPBC__ •3/4"DIA.. ANCHOR RODS 3/4" FLAT WASHERS ti ANCHOR RODS, NUTS AND WASHERS ARE BY BUILDER REV. PF13 DpT D2 PF13 Rev.Nn os GAGE POST BASE CONNECTION FACTORY ATTACHED BASE CLIP 1.USE 112 X 1 112 A325T BOLT(49080)AND NUT(47120) THE VP ENGINEER'S SEAL APPLIES ONLY TO THE THIS DRAWING,INCLUDING THE INFORMATION HEREON,REMAINS THE PROPERTY OF VP BUILDINGS. D VP Buildings R W/O WASHERS.SNUG TIGHTEN BOLTS FOR ALL SECONDARY CONNECTIONS, WORK PRODUCT OF VP AND DESIGN AND IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED IN THE APPLICABLE PURCHASE PRIMARY BRACING SED'S b SECONDARY CLIP CONNECTIONS,AND FLANGE BRACE CONNECTIONS, PERFORMANCE REQUIREMENTS SPECIFIED BY ORDER AND MAY BE REPRODUCED ONLY FOR THAT PURPOSE.IT SHALL NOT BE MODIFIED, 3200 Players Club Circle Memphis TN 38125 VP.THE VP ENGINEER'S SEAL DOES NOT APPLY REPRODUCED OR USED FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF VP UNLESS NOTED OTHERWISE. TO THE PERFORMANCE OR DESIGN OF ANY BUILDINGS. REV DATE BY DESCRIPTION BUILDER AXthelm Construction JOB 2.SLOT REINFORCEMENT PLATES NEED NOT BE LOCATED ON THE SAME OTHER PRODUCT OR COMPONENT FURNISHED THE GENERAL CONTRACTOR AND/OR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE GOOD CUSTOMER SIDE OF THE WEB AS THE HILLSIDE WASHER. BY VP EXCEPT TO ANY DESIGN OR QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN ACCORDANCE WITH THIS DRAWING, Arne Zenneck DATE PERFORMANCE REQUIREMENTS SPECIFIED BY DETAILS REFERENCED IN THIS DRAWING,ALL APPLICABLE VP BUILDINGS ERECTION GUIDES,AND _ LOOAnON Arlington,Washington VP BUILDINGS 9/22/2022 DRANTUCHECK VP. INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION,INCLUDING THE CORRECT USE OF PROJECT VARCO PRUDEN RNW Cistribution,Inc. TEMPORARY BRACING. BUILDERS Pop A BIueScops Steel Company PAGE NTS VP Quote#210163 Rev3 wcvemm: 2022.2a 19 10110/2022 SEDSheet 15:43:31 FILENAME' Vpe1RNW 30fth edlmU.d Blu So Buildj sN--r—l- Secondary Part Schedule 05....dary Bra"ieg 91hadma mark Part Thick. Depth Lap Detail xd Ohy Next n" ape"iag El 00108CS2205417BO 0.0600 8 1/2• RSVO04,RSVO03,RSVO02,RSVO01 1 6 CPBRC011110 1'-7 1/4" E30 08E2411414DDBO2 0.0790 8 1/2" RS12PA 2 89 CPBB050108(Typ.5'-0" Ell 002088S2411414BO2 0.0790 8 1/2• RS12PH,R312PA 3 3 CPBB020904 2'-7 11/16• E12 00308ES2411411BO2 0.1130 8 1/2• RS12PH,RS12PA 4 26 PBA0300 2-7 11/16° E13 00508ES2705411BO2 0.1130 8 1/2° RS12PF,RS12P8 5 22 PBA0102 3.3/8° 914 08E2411411DDB02 0.1130 8 1/2" RS12PA 6 22 PBA0500 4-8 5/8• Els 08E25ll4llDDBO2 0.1130 8 1/2• RS12PA 7 25 PBA0407 4'-2 11/16• E16 0060BES2711411BO2 0.1130 8.1/2• R912PF,RS12P8 8 5 CPBB040404 4'-2 11/16• E17 00408E31805417BO3 0.0600 8 1/2• RS12PH 9 8 CPBB001002 8 5/8" E2 00208CS2711417BO 0.0600 8 1/2° RSVO04,RSVO03,RSVO02,RSVO01 10 3 CPBB040414 4'-3 3/8• E3 OBC2511417ODBO 0.0600 8 1/2" RSVO04,RSVO03,RSVO02,RSVO01 11 4 PBAD309 ��3'--5 3/16" E4 OBC2411417DDBO 0.0600 8 1/2" RSVO04,RSV003,RSV002,RSV001 13 ED; PPABB04 204 l O 3�/lb"16' E5 00308CS2411417B0 0.0600 8 1/2" RSVO04,RSVO03,RSVO02,RSVO01 86 00110081505417AO 0.0600 10" RSV004,REV003,RSV002,RSV001 See E7 00408CS2705417BO 0.0600 8 1/2" RSVO04,RSV003,RSVOO2,RSVOOl �N aR09 103•-6^ 88 OOlO88S2711419802 0.0790 B 1/2^ RS12PH,R812 PA ,4 SR09 R, BR09JH, BR09R5, BR09RFF20MW-)�r7 x3�l "x17 n,E9OBE2511414DDH02 0.0790 a 1/2° RS12PAPS SOZ 1505414B13A00.079010" RS02T1 /��,P10 02708ZS2811411 SO 0.1130 8 1/2^ 3'-10 1/2• RS02T1,RSO1T1 1C984 a 0-0 1C9e2 1C481 P11 02808ZS3105413BO 0.0880 8 1/2• 3'-10 1/2" RS02T1,RSO 1T13 1 3 Ska gl - el6 815 3 P12 08Z301141744H0 0.0600 8 1/2• 2'-30 1/2" RSOST7 (1 (1 P13 OBZ33119115560 0.1130 8 1/2' 3'-10 1/2• RSO1T1 P14 O8Z33114135560 0.0880 8 1/2• 3 -10 1/2• RSO1T1 0 O Pis 082331141655B0 O'0680 8 1/2• 3'-10 1/2•. RSO1T1 P16 0as2611413BBBO 0.0880 8 1/2• BR1892 P17 08231119154480 0.0730 8 1/2" 2'-10 1/2• RSO1T1 1e•-6^ P18 08 Z311141644 B0 0.0680 8 1/2° 2'-10 1/2° RSO1T1 P19 02908ZS3111413BO 0.0880 8 1/2" 3'-10 1/2• RS02T1,A601T1 P2 02408ZS311141280 0.0980 8 1/2• 3'-10 1/2• RS02T1,RSO1T1 U P20 08Z1805914AAB0 0.0790 8 1/2" R802T1 P3 08 Z311141444BO 0.0790 8 1/2" 2'-10 1/2• RSO1T1 P4 OB_Z311141344B0 0.0880 8 1/2" 2'-10 1/2" RSO1T1 'Part mark PS 08Z331141255BO 0.0980 8 1/2. 3'-10 1/2. RSO1T1 P6 RKC15 OSZ321141655BO 0.0680 8 1/2. 3'-10 1/2. RSO1T1 M "2 RKC815 P7 OBZ321141355B0 0.0880 8 1/2" 3'-10 1/2^ RSO1T1 Pe eaR razed 02508Z82811413B0 0.0880 8 1/2• 3'-10 1/2" R502T1,RSO1T1 e P9 02608Z32811412BO 0.0980 8 1/2° 3'-10 1/2" RS02T1,RS O1T1 aFYI _ P16 n } 23 ic So 6" PIS ITYP.) P31ITyp.) h 1 1 19 in V P14 2 P33 P34 rl P34 it -3 P14 (Ty 4 111(TYP.) P13 P13(TYP.) P16IT".) ^ T P3 P5(TyP.) 1`6 PB 'i. 14(TY .1 P7(TYP.) M a s 89 a 89 + q81 \� 1°� 1 a`aAl e 1P•3'!2 NMI 1F'g'!9 a 1P85'!5 11281 1-2NMI 1C289 1C28s as•-s. as,-o^ as�_o._ as•-o• 22 6^ 8L xL 126•-g^ 8L IL .ROOF SECONDARY PLAN 2 2,_Oz 1 6z 11 !Di menaion Rey Shape Name=RNW Distribution,Shape=RNW Distribution,Shape=RNW Distribution,Sha e=RNW Distribution,Shape=RNW Distribution,Shape=Entry Canopy-MAIN 1.UNLESS NOTED,USE 112 X 1 1/2 A325T BOLT(49080)AND NUT(47120) THE VP ENGINEER'S SEAL APPLIES ONLY TO THE THIS DRAWING,INCLUDING THE INFORMATION HEREON,REMAINS THE PROPERTY OF VP BUILDINGS. D VP Buildings W/O WASHERS.SNUG TIGHTEN BOLTS FOR ALL SECONDARY CONNECTIONS. WORK PRODUCT OF VP AND DESIGN AND IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED IN THE APPLICABLE PURCHASE ROOF SECONDARY PLAN 2.FLANGE BRACES ARE AN INTEGRAL PART OF THE STABILITY OF THE PERFORMANCE REQUIREMENTS SPECIFIED BY ORDER AND MAY BE REPRODUCED ONLY FOR THAT PURPOSE.IT SHALL NOT BE MODIFIED, 3200 Players Club Circle Memphis TN 38126 STRUCTURAL SYSTEM AND MUST BE PROPERLY INSTALLED PRIOR TO ERECTION VP.THE VP ENGINEER'S SEAL DOES NOT APPLY REPRODUCED OR USED FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF VP REV DATE Br DESCRIPTION BUILDER TO THE PERFORMANCE OR DESIGN OF ANY BUILDINGS. AxthBlm Construction JOBNO OF WALL AND ROOF SHEETS. OTHER PRODUCT OR COMPONENT FURNISHED THE GENERAL CONTRACTOR AND/OR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE GOOD CusmNER 3.REMOVAL OR ALTERATION OF ANY COMPONENT IS PROHIBITED. BY VP EXCEPT TO ANY DESIGN OR QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN ACCORDANCE WITH THIS DRAWING, MinAme Z@n,Waeckshington DATE LocnnoN 9/CHECK 2 - PERFORMANCE REQUIREMENTS SPECIFIED BY DETAILS REFERENCED IN THIS DRAWING,ALL APPLICABLE VP BUILDINGS ERECTION GUIDES,AND ArlingtOn,W83hingtOn VP BUILDINGS DRAVM/CNECK VP. INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION,INCLUDING THE CORRECT USE OF PROJECT vARco PRuoeN RNW Cistribution,Inc. TEMPORARY BRACING. auaoERs Pox A Blue3cope Steal Company PA0 20 NTS VP Quote#210163 Rev3 WC VERSION: 2022.2a 10/10/2022 16:43:34 PILENANE: vpe1 RNW 301th dM"m"m BtwSwp"BWCIn99 N"dn Ame ,Im BRACE 9 FRAME BRACE ROOF FIELD DRILLING OF 9/16" DIA. ERECTION NOTE: LOCATION ocnno" SECONDARY HOLE MAY BE REQUIRED BOLTS BRACE LOCATION FRAME BRACE LOCATION BOLTS MEMBER E WHEN A CHANNEL BRACE DOES NOT LINE UP WITH ANOTHER BOLTS FRAME BOLTS KMA1 CLIP ROOF/WALL CHANNEL BRACE OR THE SLOTS IN THE PURLIN WEB FOR o"* **o SECONDARY MEMBER A DROP PIN CONNECTION BEND THE CHANNEL TABS TOWARD 0 0 BRACE LOCATION BRACE LOCATION (MAY BE INSET) _ _ THE PURLIN WEB AND USE A SELF-DRILLER (55307) TO ATTACH. PURLINS BRACE 0 __ _0 yS�ECONDARY (CPB—)(TYP.) ppIAND[BRACE (MAY BE INSET) O �3" O (GFB—)OR(HFB—) ° Q 2 1/4-14 X 1 1/4" —— —————————————— (( )) (2) 1/4-14 x 1 1/4' $YRUCT. SCREWS FLANGE BRACE WILL TYPICALLY N __ a0 2�+ 0 o STRUCT. SCREWS (55307) FIELD NOTE CONNECT TO THE WE OF THE L 55307 THE BUILDER WILL HAVE TO HELD FRAME MEMBER. O O O o (2)WBBC2 INSULATION VAPOR ( ) REAM—OUT THE 6/16"DIAM.HOLE IN CLIPS RETARDER THE SECONDARY MEMBERS TO 13/15" CUP REO'D W/ DAM.HOLES.(FOR THE 12MDB_FLANGE THICK FLANGES SEE CHANNEL CHANNEL BRACE WITH A 3/4"X 2 1/2'A325 O FBLC2 FIELD 0 —— DETAIL BELOW BOLT WHEN REQUIRED.) SLOT LINER OR !� 0 FLANGE BRACE — BRACE BRACE \ VAPOR RETARDER FIELD (GFB—) OR(HFE—) ) O BEND ° WHERE FLANGE BRACE REQUIREMENTS: ALTERNATE CONNECTIONS FLANGE BRACE REQUIRED c o •° 1/2"x 1 1/2' A325 BOLT(TYP) RULE#1— ALL FLANGE BRACES ON CROSS SECTIONS MUST BE INSTALLED. (GFB—)OR (HFB—) *IMPORTANT DURING ERECTION, W PURLIN ITH HARDENED — TEMPORARILY INSTALL WBBC2 WASHER(095B72) 3 4- DETAIL BR09JG RULE#2— SINGLE FLANGE BRACES ARE REQUIRED WHEN PART MARK ON CLIP REO'D W/ CLIP TO KMA1 CLIP WITH (2) CLIP REQ'D W/ AGAINST PURLIN CROSS SECTION IS NOT ACCOMPANIED BY (2). THICK FLANGES BOLT FBLC2 CLIP TO 1/4-141 1/4"SOS IN CENTER THICK FLANGES PURLIN RULE#3— FLANGE BRACES ARE REQUIRED BOTH SIDES OF THE FRAME WEB ZEE/CEE W/(2) 1/2" HOLES TO KEEP FRAME STABLE. INSULATION VAPO WHEN PART MARK IS ACCOMPANIED BY (2). A325T BOLTS 49080 WHEN LINER IS INSTALLED, RETARDER (1) 1/4" X 6 1/4" RULE#4— WHENEVER POSSIBLE, PLACE SINGLE BRACES TOWARD THE ( ) REMOVE WBBC2, INSTALL LINER, DROP PIN (097556) CENTER OF THE BUILDING. o W/ WASHERS (095872) (6) 1/4"-14 1 1/4" USE WHEN CHANNEL BRACE USE WHEN CHANNEL BRACE TYP. PER EACH END THEN REINSTALL WBBC2 W/(8) ( ) RULE#5— WHENEVER POSSIBLE, PLACE ALL SINGLE BRACES ON THE SAME AGAINST ZEE/CEE SDS AS SHOWN. DO d.QI REUSE ° (55307) DOES LINE UP WITH THE DOES NOT LINE UP WITH SIDE OF THE FRAME WEB. MEMBER CENTER HOLES, SLOTS IN THE PURLIN WEB. THE SLOTS IN THE PURLIN WEB. ** 10" & 11 1/2" PURLINS REQUIRE 3 BOLTS AT EACH END OF PURLIN LAP. ALTERNATE CONNECTIONS ALTERNATE CONNECTIONS REv.waE:oa/o./1a REV.No.o2 TYPICAL FLANGE BRACE CONNECTIONS REV.DA1E40/24/17 IREV.N003 11 ROOF WALL FLANGE BRACING ^�DATE�r°/za/v REv.Nam ROOF WALL FLANGE BRACING REV.DAlL04/01 1 REV.ND.D1 CHANNEL BRACE ENDING AT PURLIN WEB ^Ev.oATc m/o+/w RC/.ND.OD BR06AE CONT, PURLIN LAP SHOWN, CONT. GIRT & SIMPLE PURLIN BRO6J3 PURLIN GIRT WITH LINER OR INSUL. VAPOR RETARDER BR06K3 PURLIN GIRT WITH INSULATION VAPOR RETARDER BR09JG SELF—DRILLER WITH BENT TABS SINGLE CHANNEL PURLIN BRACE / / BR09JH ENDING AT PURLIN WEB LOCATION ERECTION NOTE: AT EAVE STRUT BEND PBA TABS NOTE: USE (1) 11/32" X 1 1/4" USE (2) 1/2" AND USE (2)11/32" X 1 1/4" T-45 GRAY 1. SEE CHART FOR RIDGE BRACE NEST AND CHANNEL BRACES THAT END AT A PURLIN T-45 GRAY SCRUBOLT 097352 GALV, HEX NUTS SCRUBOLT (097352) ANDSCRUBOLT NUT (097267) 47120) LOCATE ASSEMBLY SELECTION. ROTATE WEB, BUT DO NOT HAVE 401 5 TO BEND AND SCRUBOLT NUT 097267� ` (HEAD OF SCRUBOLT TO BE ON OUTSIDE OF SAVE STRUT) CHANNELS SECURE. INSERT CLIP (544015) THROUGH ( 1 NUT ON EACH 2. NEST CHANNELS TO ACHIEVE �� a HEAD OF SCRUBOLT TO E OF PURLIN TO ALIGN WEB SLOTS AND USE A DROP PIN TO ATTACH EAVE PURLIN SEE FACE OF 5" BETWEEN HOLES AND 1 BE ON OUTSIDE OF USE TOP HOLE OF EAVE STRUT VIEW CHANNEL HOLES TO CHANNEL BRACE, BRACE ASSY. USE DROP PINS TO SECURE. EAVE STRUT ANTI-ROLL CLIP PURLIN BRACE USED TO (1) 1/4" X 6 1/4" (PBA-) FOR TAB ATTACHMENT SECTION 'IF PRESENT. (CPB-)(TYP.) SECURE DROP PIN (097556) (2) 1/4" x 6 1/4"�4 WITH DROP DROP PINS (097556) PINS (2) 1/4-14 x 1 1/4° ** STRUCT. SCREWS (55307) FACE OF EAVE STRUT b I PURLIN **FIELD DRILL CHANNEL (1) 5/16" DIA, ARIDGE SEMBLRACE HOLE (IF REQUIRED) ®EAVE PURLIN BRACE FOR SCRU-BOLT EAVE (CPBR-ENDING CEAVE STRUT CONNECTION STRUT PURLIN // E (0544015) (PBA-) AT 8 1/2 10", RI00 BRACE STRAP 11 1/2" PURLINS. PURLIN (ESBS_) (NOT RED. AT 7" PURLIN USE (2) 1/2" GALV. HEX EAVE PURLIN (1) 1/4" X 6 1/4" TO 7" EAVE STRUT) PURLIN NUTS (47120) LOCATE (1) BRACE ASSY DROP PIN (097556) USE WHEN CHANNEL BRACE USE WHEN CHANNEL BRACE NUT E CH SIDE OF PURLIN (PBA )(TYP) (TYP. PER EACH END) DOES LINE UP WITH THE DOES NOT LINE UP WITH AVE STRUT PURLIN SEE ERECTION DRAWINGS SLOTS IN THE PURLIN WEB. THE SLOTS IN THE PURLIN WEB, NOTE: FOR LOCATION FOR LOW OR HIGH EAVE LOCATIONS. CHANNEL BRACE ENDING AT PURLIN WEB Rom'DAMIM/00/1B REV-NO,M EAVE BRACE STRAP AND EAVE PURLIN BRACE flE°'D"Et0�/��9-n"D''N0'06 EAVE STRUT BRACE RE,°°'°°/°'/°°"` °° SINGLE CHANNEL PURLIN BRACE "�o4mm/o1/n RE.No,00 CHANNEL RIDGE BRACE ASSEMBLY BR09JR WEB ENDING CLIP WITH DROP PIN BRO9K2 LOCATED AT EAVE - CENTERLINE OF FRAME BR09K5 BR09PH INTERMEDIATE LOCATION BR09PK SINGLE BRACE AT SYMMETRICAL RIDGE END FRAME INT. FRAME INT. FRAME INT. FRAME NOTES: END BAY INTERIOR BAY —DO NOT ATTACH PANEL OR PANEL CLIPS TO COMPOSITE STRUT MEMBER. SECONDARY ORIENTATION OR SHAPE MAY BE OTHER THAN SHOWN —COMPOSITE STRUT MEMBER MAY BE ABOVE OR BELOW SECONDARY MEMBER 1 PURLIN BRACE o ] o 0 1 PURLIN BRACE —8 1/2", 10", OR 11 1/2" PURLINS ONLY 0 ] o o ( G CHANNEL SPAN CHANNEL (2) PURLIN BRACE SEpoNOA� ADJUST. CODES CHANNELS ] ] 0 0 COMPOSITE (1) 1/4" x 6 1/4" GAGE 2 PURLIN BRACE p ] ] O STRUTS DROP PIN (097556) EIG (3) PCHFSj LENGTH URLIN BRACE ] ] ] O CHANNELS MEMBER\ 8 5 8" CHANNELS \ IN (4 PURLIN BRACE ] ] ] ] (4) PURLIN BRACE ] ] ] ] \ millimeters CHANNELS SHAPE CHANNELS ¢ *STRUCT4FSNRx(55307) p cPB0 s) DEPTH ApaoWlNcaP Co54A0 rl z" TYPICAL �� TYPICAL 0R Fop F^-I CLUSTER f�=�1 CLUSTER STANDARD NOTES: '0" STANDARD NOTES: '� ♦ r Z, DEPTH SHAPE GAGE - PURLINS HAVE CLUSTERS OF 4 HOLES FOR ATTACHING PURLIN BRACES. - PURLINS HAVE CLUSTERS OF 4 HOLES FOR ATTACHING PURLIN BRACES. a 07 = 7" Z = ZEE 11 = 0,113 THESE CLUSTERS ARE REPRESENTED BY ONE OF THE SYMBOLS BELOW: THESE CLUSTERS ARE REPRESENTED BY ONE OF THE SYMBOLS BELOW: /� 08 = 8 1/2" C = CEE 12 = 0.098 ROOF WALL 0 — 00 NOT INSTALL PURLIN BRACES AT THIS CLUSTER LOCATION. 0 — DO NOT INSTALL PURLIN BRACES AT THIS CLUSTER LOCATION. 7- SECONDARY 10 = 10" E = LOW EAVE STRUT 13 = 0.088 O 11 = 11 1/2" H - HIGH EAVE STRUT 14 = 0.079 ] - INSTALL PURLIN BRACES AT THIS CLUSTER LOCATION. ] - INSTALL PURLIN BRACES AT THIS CLUSTER LOCATION. 15 = 0.073 SEE SECONDARY ROOF DRAWING FOR BRACE REQUIREMENTS. SEE SECONDARY ROOF DRAWING FOR BRACE REQUIREMENTS. CHANNEL PURLIN BRACE 6 = 0.068 *NOTE: (CPB-) LOCATE PER 17 - 0.060 - INSTALL PURLIN BRACES AT THE RIDGE AND WORK TOWARD THE EAVE. - INSTALL PURLIN BRACES AT THE RIDGE AND WORK TOWARD THE EAVE, IF NO ADJOINING CPB- EXISTS, BEND THE CHANNEL ERECTION DRAWINGS - CHANNEL BRACE MAY BE LOCATED IN EITHER SET OF SLOTS IN CLUSTER - CHANNEL BRACE MAY BE LOCATED IN EITHER SET OF SLOTS IN CLUSTER TABS TOWARD THE PURLIN WEB AND USE A SELF- DRILLER (55307) TO ATTACH. IF OPB- EXISTS BOTH PROVIDED THEY ARE ALIGNED FROM EAVE TO EAVE IN A GIVEN BAY, PROVIDED THEY ARE ALIGNED FROM EAVE TO EAVE IN A GIVEN BAY. SIDES OF COMPOSITE PURLIN THEN USE DROP PINS. REV.WE:OT 01 E M.NO.00 PURLIN BRACE CLUSTER LOCATION REV.OATE:OT 01/D. R N w PURLIN BRACE CLUSTER LOCATION REV,WE:OT/01/M RD.NO,X COMPOSITE STRUT ASSEMBLY ATTACH. RD.WE;07 o, a Iay.No.0 SECONDARY PART MARK NUMBER BR09RY END BAY CHANNEL LOCATION �11 BR09RZ INTERIOR BAY CHANNEL LOCATION BR1BE2 ROOF SECONDARY EN51B1 COMMON GENERATED MARK NUMBERS 1.UNLESS NOTED,USE 1/2 X 1 1/2 A325T BOLT(49080)AND NUT(47120) THE VP ENGINEER'S SEAL APPLIES ONLY TO THE THIS DRAWING,INCLUDING THE INFORMATION HEREON,REMAINS THE PROPERTY OF VP BUILDINGS. VP Buildings W/0 WASHERS.SNUG TIGHTEN BOLTS FOR ALL SECONDARY CONNECTIONS. WORK PRODUCT OF VP AND DESIGN AND IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED IN THE APPLICABLE PURCHASE D ROOF SECONDARY SED"S 8 2.FLANGE BRACES ARE AN INTEGRAL PART OF THE STABILITY OF THE PERFORMANCE REQUIREMENTS SPECIFIED BY ORDER AND MAY BE REPRODUCED ONLY FOR THAT PURPOSE.IT SHALL NOT BE MODIFIED, 3200 Players Club Circle Memphis TN 38125 STRUCTURAL SYSTEM AND MUST BE PROPERLY INSTALLED PRIOR TO ERECTION VP.THE VP ENGINEER'S SEAL DOES NOT APPLY REPRODUCED OR USED FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF VP REV DATE BY DESCRIPTION BUILDER JOB OF WALL AND ROOF SHEETS. TO THE PERFORMANCE OR DESIGN OF ANY BUILDINGS. Axthelm Construction OTHER PRODUCT OR COMPONENT FURNISHED THE GENERAL CONTRACTOR AND/OR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE GOOD CUSTOMER Arne Zenneck A 3.REMOVAL OR ALTERATION OF ANY COMPONENT IS PROHIBITED. BY VP EXCEPT TO ANY DESIGN OR QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN ACCORDANCE WITH THIS DRAWING, PERFORMANCE REQUIREMENTS SPECIFIED BY LOCATIONTE 9 DETAILS REFERENCED IN THIS DRAWING,ALL APPLICABLE VP BUILDINGS ERECTION GUIDES,AND Arlington,Washington VP BUILDINGS DRANTUCHECK 22 CHECK VP. INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION,INCLUDING THE CORRECT USE OF PROJECT VARCO PRUDEN NW Cistribution,Inc. TEMPORARY BRACING. A Blue3cope Steel Company BUILDERS Poe NTS VP Quote#210163 Rev3 VPC VERSION: 2022.2a 21 10/10/2022 SEDSheet 15:43:34 FILENAME: Vpc1 RNW 30ftIn "dv.I.&BI..Sa Bmldi,g.NMn Am.rl a,lw ERECTION DRAWING PART MARK PG1 CLIP (J 2 1/2- 2 5/8" 2 3/4" 2 7/8" ADJUST. CODES P GAGELENGTH B0� IGHT R RIE$ 1 NC FF (millimeters) 1 W B WELDED CLIP CONNECTION A� VA BOLTED CUP CONNECTION SAE E ALT. CONNECTION FR ALT. CDNNECTION - PTH ENTER BAY NUMBER �P� �P L, yCv-- vARIEs COUNTER e CANOPY (C)/PARTITION(P)/ e� DEPTH SHAPE GAGE ROOF(R)/WALL(W) NUMBER 4" -L L 07 = 7" ZS = ZEE 11 = 0.113 1 1� 08 - 8 1/2" CS = CEE 12 = 0,098 CUPS MAY BE REQUIRED FOR 10 = 1O" ES = LOW EAVE STRUT 13 p,pgg BUILDING SHAPE PURLIN TO FRAME CONNECTIONS. 11 = 11 1/2" HS - HIGH EAVE STRUT 14 0 079 "1/2- "21/.- 2 3/,1 "1/8- o REFER TO INDIVIDUAL FRAME BB = BACK TO BACK CEE ® CROSS SECTIONS.FOR BOLTED FB = FACE TO BACK CEE 15 0,073 THE BAY/BUNDLE .CODE IDENTIFIES �� CLIP PART NUMBERS AND THEIR FF = FACE TO FACE CEE 17 - 0,060 THE BUILDING CANOPY/PARTITION/ LOCATIONS. ROOF/WALL PLANE AND BAY 7' &8 1/2"PURLINS t0'/°'�Pe'"°°° SPECIAL SECONDARY PART MARK KEY �XDAM.m^' "E°'"°° SECONDARY BUNDLE LOCATION KEY "� °E°'/°'/0° "°°° PURLIN AND GIRT SIZES Q 0'/°'/°a"D "°0° PURLIN AND GIRT SIZES EiOp^'"e "`v PURLIN CONNECTION AT INTERIOR FRAME EN51B2 COMMON GENERATED MARK NUMBERS EN51B3 ALL SECONDARY DEPTHS EN53F1 8 1/2" 216mm EN53G1 10" 254mm °aRS01T1 CONTINUOUS PURLINS N DTE: PURLIN PURLIN (4)1/2"A307 THIN EAVE EAP2 PLATE ROOF PITCH PART TE PG1 CLIP 7 1/2" 7" IN (4) 1/2"A307 THIN ONLY REQ'D. OF PI SHIM PLAN PART EPC2 EPC3 PURLIN PC27 ARM &E ND BOLT UT(095032)636) STRUT HEAD BOLT(096636) WHEN CALLED .25 TO 199 N/A MBER WELDED CLIP CONNECTION ALT. CONNECTION EAVE STRUT EAVE STRUT NUT(095032} OUT ON FRAME 2.0 TO 2.49 N A BRACE STRAP T CROSS SECTION ENDBAY __ -� (ESBS� 1 6 2.5 TO 4 ESH1 ROOF ® - �. 3.5 i0 4,00 ESH2 PURLIN SECTION "A" SECTION "A" o o SHIM PLATE 1 i WELDED CLIP BOLTED CLIP 1 I (SEE CHART) 1 �sIE PACE EAVE STRUT o o b 1 BOLTED CLIP CONNECTION REFER TO ERECTION DRAWINGS FR BAYS SHIM PLATE PLATE EAVE STRUT BRACE STRAP (SEE CHART) (EAP2) ALT. CONNECTION FOR ALL CLIP MARK NUMBERS GE AND LOCATIONS. AY SPA o (EBBS_) ' CLIPS MAY BE REQUIRED FOR 9 PLATE SIDEWALL SOLDIER PURLIN TO FRAME CONNECTIONS. b (EAP1)DI COLUMN ROOF BEAM REFER TO INDIVIDUAL FRAME CROSS SECTIONS FOR BOLTED '� SHIM PLATE ROOF BEAM CLIP PART NUMBERS AND THEIR A ° (SEE CHART) SIDEWALL OR LOCATIONS. o (2) 1�2" X 2" SOLDIER COLUMN A 7"OR B 1/2" A325 BOLT (097280) PURLINS SHIM PLATE �� BOLT EAVE STRUT AND ® ROOF PITCH PART SHIM PLATE FRAME OR RANGE NUMBER BOLT EAVE STRUT AND EAP2 PLATE TO FRAME W/ ROOF PITCH PART SOLDIER .25 TO 1.99 N A EAP1 PLATE T0.FRAME W/ (6) 1/2"X 2" RANGE NUMBER COLUMN „ -qr 2.0 TO 2.4s N A (8)1/2"X 2" A325 BOLT(097280) .25 TO 1.99 N/A o. ti p'� 2 0 TO 2.49 ESH1 2.5 TO 3.49 ESH1. A325 BOLT(097280) AT T &8 1/2"OUTSET RAKE BEAM 1\e, o P, c� RAFTER 2.5 TO 3.49 ESH2 3.5 TO 4.00 ESH2 '�'�y"4�' 1'-3" AT 10'& 11 1/2"OUTSET 3.5 TO 4.00 ESH3 LOW EAVE STRUT SHOWN - HIGH EAVE STRUT USES SIMILAR PARTS. LOW EAVE STRUT SHOWN - HIGH EAVE STRUT USES SIMILAR PARTS. '^' ;lN!°' PURLIN CONNECTION TO END FRAME REv. S02 T1 °ae:oe/"^" Rev.eno ANTI-ROLL PURLIN CLIPS REv.oAE:°T/zo^5 REv.ND.03 EAVE STRUT CONNECTION REvoaE:m/�°/+s REV.Nna5 EAVE STRUT W/ ATTACHMENT PLATE REV.°ahW/25 5 Rev.No.az EAVE STRUT W/ ATTACHMENT PLATE 5a R CONTINUOUS PURLINS RS03J1 WHEN REQUIRED BY DESIGN RS12PA I AT INTERIOR FRAME RS12PE INTERIOR FRAME RS12PF END FRAME SHIM PLATE NOTES: I TRIM ANGLE ONLY REQUIRED WHEN CALLED NOTES ROOF PITCH PART ALL CONNECTIONS 1/2" X 1 1/2" A325 BOLTS (49080) TYPICAL U.N. A FOR ON THE ERECTION DRAWINGS. ALL CONNECTIONS 1/2" X 1 1/2" A325 BOLTS (49080) TYPICAL U.N. RANGE NUMBER ** EAVE STRUCTURAL CONN. 1/2" X 1 1/4" THIN HD A307 BOLL •*EAVE STRUCT. CONN. 1/2 X 1 1/4 A307 THIN HD BOLTS (096336). zs TO 1.s9 N A * TRIM ANGLE ONLY REQUIRED WHEN CALLED A SAVE STRUCTURAL 2.D TO 2.49 ESH1 FOR ON THE ERECTION DRAWINGS. AIN BUILDING GGYBACK.CANOPY 2.5 io 3.49 ESH2 A EAVE STRU EAVE 3.5 TO 4.00 ESH3 EAVE STRUCTURAL MAIN BUILDING A MAIN BUILDING jCHART) STRUCTURAL CB- CLIP EAVE STRUT EAVE STRUT GCB- CLIP O EAVE TOP OF PG1 (WELDED) (WELDED) OR STRUT GCE- CLIP PURLIN GCE- CLIP o SHI (BOLTED) � GCB- CLIP (BOLTED yy (WELDED) (SEE p GCB- CLIPPG10 (WELDED ] MAIN FRAME COLUMN OR RAFTER PIGGYBACK MAIN FRAME OPTIONAL *TRIM ANGLE CANOPY - COLUMN OR OPTIONAL SOFFIT PANEL (TA-) SOFFIT PANEL OPTIONAL MAIN FRAME . RAFTER ROOF BEAM SOFFIT PANEL COLUMN OR PIGGYBACK CANOPY EXTENSION RAFTER (2) PIGGYBACK CANOPY EXTENSION *TRIM 1/2" x 1 1/2" SEE FRAME CROSS SECTION FOR DIM. ( A3255 BOLT X 2" EAVE MAIN BUILDINGAT MAIN BUILDING OLT (097280) SEE FRAME CROSS SECTION FOR.DIM. I RAKE EXT ANGLE A325 BOLT ENS ON (TA-) EAVE STRUT AT EAVE STRUCTURAL RAKE EXTENSION " *1/4"-14.X 1 1/4" STRUCT FSNR O O 0 o BOLT ON o O 0 o �:o (55307) USED TO ATTACH TA- TO _ CANOPY BEAM -I O PG1 EAVE STRUCTURAL AT 2'-0" D.C. O O O O O O O O O CANOPY OC *1'-O" AT 7" & 8 1/2" OUTSET SEE FRAME CROSS SECTION FOR DIM. MAIN BUILDING _ V-3"AT 10- & 11 1/2"OUTSET MAIN BUILDING�] EAVE STRUT LOW EAVE STRUT SHOWN HIGH EAVE STRUT SIMILAR EAVE STRUT SECTION A-A SECTION A-A EAVE AT FLOATING ROOF PANEL - _ Rev.DaTD°°/JM2e5 REI 01 EAVE STRUT CONNECTION Rev.o t1l/Eo^T .,NnIn PIGGYBACK CANOPY REv.oaTE:oe/m/u ra;v.Na oo BOLT ON CANOPY REv.DatE_I Eo/1T RE¢NaI PIGGYBACK CANOPY RS12PH AT END FRAME RSVO01 ALL PURLIN DEPTHS - LOW EAVE RSVO02 ALL PURLIN DEPTHS - LOW EAVE RSV003 ALL PURLIN DEPTHS - HIGH EAVE 1.UNLESS NOTED,USE 112 X 1 112 A325T BOLT(49080)AND NUT(47120) THE VP ENGINEER'S SEAL APPLIES ONLY TO THE THIS DRAWING,INCLUDING THE INFORMATION HEREON,REMAINS THE PROPERTY OF VP BUILDINGS. D NO Buildings NO WASHERS.SNUG TIGHTEN BOLTS FOR ALL SECONDARY CONNECTIONS. WORK PRODUCT OF VP AND DESIGN AND IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED IN THE APPLICABLE PURCHASE - ROOF SECONDARY SED'S h 2.FLANGE BRACES ARE AN INTEGRAL PART OF THE STABILITY OF THE PERFORMANCE REQUIREMENTS SPECIFIED BY ORDER AND MAY BE REPRODUCED ONLY FOR THAT PURPOSE.IT SHALL NOT BE MODIFIED, 3200 Players Club Circle Memphis TN 38125 VP.THE VP ENGINEER'S SEAL DOES NOT APPLY REPRODUCED OR USED FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF VP - STRUCTURAL SYSTEM AND MUST BE PROPERLY INSTALLED PRIOR TO ERECTION TO THE PERFORMANCE OR DESIGN OF ANY BUILDINGS. REV DATE BY DESCRI"ON BUILDER AXthelm Construction JOBNO OF WALL AND ROOF SHEETS. OTHER PRODUCT OR COMPONENT FURNISHED THE GENERAL CONTRACTOR ANDIOR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE GOOD CUSTOMER 3.REMOVAL OR ALTERATION OF ANY COMPONENT IS PROHIBITED. Arne 7_eMeCk DATE BY VP EXCEPT TO ANY DESIGN OR QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN ACCORDANCE WITH THIS DRAWING, LocnnoN 9/2212022 PERFORMANCE REQUIREMENTS SPECIFIED BY DETAILS REFERENCED IN THIS DRAWING,ALL APPLICABLE VP BUILDINGS ERECTION GUIDES,AND Arlington,Washington VP.BUILDINGS VP. INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION,INCLUDING THE CORRECT USE OF PROJECT VARCO PRt/DEN RNW C DRAWNICHECK istribution,Inc. TEMPORARY BRACING. BuaDERs Por A BlueScope Steel Comparry FADE NTS VP Quote#210163 Rev3 vpc VERsiom 2022.2a 22 10/10/2022 SEDSheet 15:43:36 FIILENAME: Vpc1 RNW 30fth sdviMSWa_smldnIp N°N,Am In. MAIN BUILDING EAVE 1 STRUCTURAL. EAVE STRUT 1 TOP OF — PURLIN I I OPTIONAL COLU FRAME SOFFIT PANEL RAFTER A7r BOL1/2„ EAVE STRUCTURAL BOLT ON TOP OF CANOPY BEAM PURLIN CANOPY SEE FRAME CRO55 SECTION FOR DIM. I I I EAVE AT FLOATING ROOF PANEL REV.DAIEAe/19/14 I REV.NeW 11 BOLT ON CANOPY RSVO04 ALL PURLIN DEPTHS — HIGH EAVE 1.UNLESS NOTED,USE 112 X 1 112 A325T BOLT(49080)AND NUT(47120) THE VP ENGINEER'S SEAL APPLIES ONLY TO THE THIS DRAWING,INCLUDING THE INFORMATION HEREON,REMAINS THE PROPERTY OF VP BUILDINGS. D VP Buildings WIO WASHERS.SNUG TIGHTEN BOLTS FOR ALL SECONDARY CONNECTIONS. WORK PRODUCT OF VP AND DESIGN AND IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED IN THE APPLICABLE PURCHASE ROOF SECONDARY SED'S C 2.FLANGE BRACES ARE AN INTEGRAL PART OF THE STABILITY OF THE PERFORMANCE REQUIREMENTS SPECIFIED BY ORDER AND MAY BE REPRODUCED ONLY FOR THAT PURPOSE.IT SHALL NOT BE MODIFIED, 3200 Players Club Circle Memphis TN 38125 VP.THE VP ENGINEER'S SEAL DOES NOT APPLY REPRODUCED OR USED FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF VP STRUCTURAL WALL AND ROOF SHEETS. TO THE PERFORMANCE OR DESIGN OF ANY BUILDINGS. ILO Axthelm Construction JOBNO STRUCTURAL SYSTEM AND MUST BE PROPERLY INSTALLED PRIOR TO ERECTION REV DATE ar DESCRIPTION OTHER PRODUCT OR COMPONENT FURNISHED THE GENERAL CONTRACTOR ANDIOR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE GOOD CUSTOMER Arne Zenneck ATE 3.REMOVAL OR ALTERATION OF ANY COMPONENT IS PROHIBITED. BY VP EXCEPT TO ANY DESIGN OR QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN ACCORDANCE WITH THIS DRAWING, PERFORMANCE REQUIREMENTS SPECIFIED BY DETAILS REFERENCED IN THIS DRAWING,ALL APPLICABLE VP BUILDINGS ERECTION GUIDES,AND LOCATION Arlington,Washington VP BUILDING$ 9/22/2022 DRAWN/CHECK VP• INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION,INCLUDING THE CORRECT USE OF PROJECT VARCO PRUCEN RNW Cistribution,Inc. TEMPORARY BRACING. BUILDERE PDR A Blueswpe Steel CDmpeny E NTS VP Quote#210163 Rev3 VPC VERSION: 2022.2a y3 1 011 0/2 0 2 2 SEDSheet 15:43:37 FILENAME' vpc1RNW30fth .dlft.nmew9sweBwdmgsN.0A-1.,ft. Secondary Part Schedule Framed Opening Locations Mark Part Thick. Depth Lap Detail Id Width Height Sill Ht. Frame To Dimen. Description G1 OSZ2110416DE10 0.0680 8 1/2" WSR004,BRRO52 FO1 4'-0" 4'-0" 14--0• 1 Jamb-L 14'-6" 4o4o upper window G2 OBZ2110415DRIO 0.0730 8 1/2" WSR004,BRRO52 FO1 4'-0" 4-0" 14--0- 1 Jamb-L 3'-0" 4o4o u G3 08Z2110413DE30 0.0880 8 1/2" WSR004,BRRO52 upper window 04 0010SZ8061141700 0.0600 8 1/2" WSR004,WS2OF2 G5 08Z0207417EGIO 0.0600 8 1/2" WSR004,WS2OF2,BRRO52 G6 OBZ0302417DG10 0.0600 8 1/2" WSR004,WS2OF2 H1 00108JSO400017 0.0600 8 1/2" WS20F9 J1 00208JS0904417 0.0600 8 1/2" WS20F2,WS20FB,WS2OF9,WS2052,WS2OH2 7 1 a ] 3 3 3 O�4 O� 3 1 4 6 3 Vol Vol s 2 3 2 3 � Ql 3 e3 ] O , 1 1N380 1N131 i �] _B• 21'-0• CL 131-4• as SECONDARY ELEVATION AT J et 7 0FA106 5 4'-0• 5 O-1 4 3'-6" 4 JTG1 3 2'-6" 3 Hi 2 2'-a. 2 PG 1 6" 1 VCC05003100 jDimenaion Kay (_)Part Mark Key Shape Name=RNW Distribution,Wall=1 THE VP ENGINEER'S SEAL APPLIES ONLY TO THE THIS DRAWING,INCLUDING THE INFORMATION HEREON,REMAINS THE PROPERTY OF VP BUILDINGS. 1.UNLESS NOTED,USE 1/2 X 1 1l2 A325T BOLT(49080)AND NUT(47120) WORK PRODUCT OF VP AND DESIGN AND IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED IN THE APPLICABLE PURCHASE D VP Buildings WIO WASHERS.SNUG TIGHTEN BOLTS FOR ALL SECONDARY CONNECTIONS. PERFORMANCE REQUIREMENTS SPECIFIED BY ORDER AND MAY BE REPRODUCED ONLY FOR THAT PURPOSE.IT SHALL NOT BE MODIFIED, 3200 Players Club Circle Memphis TN 38125 SECONDARY ELEVATION AT J 2.FLANGE BRACES ARE AN INTEGRAL PART OF THE STABILITY OF THE VP.THE VP ENGINEER'S SEAL DOES NOT APPLY REPRODUCED OR USED FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF VP STRUCTURAL SYSTEM AND MUST BE PROPERLY INSTALLED PRIOR 70 ERECTION TO THE PERFORMANCE OR DESIGN OF ANY BUILDINGS. REv Dare BY DESCRIPTION BUILDER Axthelm Construction OF WALL AND ROOF SHEETS. OTHER PRODUCT OR COMPONENT FURNISHED THE GENERAL CONTRACTOR AND/OR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE GOOD CUSTOMER 3.REMOVAL OR ALTERATION OF ANY COMPONENT IS PROHIBITED. BY VP EXCEPT TO ANY DESIGN OR Arne Zenneck QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN ACCORDANCE WITH THIS DRAWING, LOCATION9/22/2022 PERFORMANCE REQUIREMENTS SPECIFIED BY DETAILS REFERENCED IN THIS DRAWING,ALL APPLICABLE VP BUILDINGS ERECTION GUIDES,AND Arlington,Washington VP BUILDINGS VP. INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION,INCLUDING THE CORRECT USE OF PROJECT VARCO PRUDEN DRAWNICHECa RNW Cistribution,Inc. TEMPORARY BRACING. BUILDERS POk A BlueScope Steel Company NTS VP Quote#210163 Rev3 vPCvERBIoN: 2022.2a 24 10/10/2022 15:43:40 FILENAME' vpc1 RNW 30fth "011WOd BIu.Sw B.IIdn0.N0 AmW.,ft Secondary Part Schedule Premed Opening Locations n Rod, Strut, and misc. Connection Bolts Nark Part Thick. Depth Lap Detail Id Width Height Sill St. Frame To Dimon. Description/ Grade Bolt Diam. Bolt Length PartNo G10 JCP051152 0.0600 8 1/2' WS20F2,BRRO52,WSR004 FO1 4'-0• 4'-0- 14-0" BL Jamb-L 13'-4" 4o4o upper windows 3/4• 2 1/2• 0097284 Gil OSZ0203417EG10 0.0600 8 1/2• WSR004,BRRO52,WSO1H2,WS2OF2 Vol 4'-0" 4'-0• 14-0" BL Jamb-L 2'-8- 4o4o upper window G12 OOSOBZS060141700 0.0600 8 1/2- WSR004,WS2OF2 FOl 4-0" 4'-0- 14-0" 1 Jamb-L 6-3- 4o4o upper window G13 00608ZS180961610 0.0680 8 1/2- WSR004,BRRO52,WSOlH2 F01 4-0" 4'-0• 14-0" 2 Jemb-L 6'-7• 4o4o upper window 014 OSZ1603417BE10 0.0600 8 1/2- BRRO52,WSO1H2 FO1 4'-0" 4'-0- 14'-0" 3 Jamb-L 13'-8" 4o4o upper window GIs DOZOS10417EGIO 0.0600 8 1/2" WS20F2,BRR052,WS0IH2 FO1 4'-0" 4'-0• 14'-0" 3 Jamb-L 3-0- 4o4o upper window Gib 00708ZSC60311710 0.0600 8 1/2" WSO492,BRRO52,WSO1H2 017 0OZO6024173GIO 0.0600 8 1/2- WS20F2,BRR052,WS0IH2 G18 08ZO5064172GIO 0.0600 8 1/2• BRRO52,WSO1H2,WS2OF2 G19 02308ZS060141500 0.0730 8 1/2" WSR004,WS20F2 - G20 JCP051112 0.0600 8 1/2" BRRO52,WSR004,WS2OF2 05 08Z0207417EG10 0.0600 8 1/2" WSR004,WS20F2,BRR052,WS0lH2 G7 00208ZS180971710 0.0600 8 1/2" WSR004,BRR052,WS0IH2 G8 0030829180971610 0.0680 8 1/2• WSR004,BRRO52,WSOIH2 - 09 00408ZS180971510 0.0730 8 1/2" WSR004,BRRO52,WSO1H2 El 00108JSO400017 0.0600 8 1/2• WS20F9 Jl 00208JS0904417 0.0600 8 1/211 WS20F2,WS20FB,WS2GF9,WS2OB2,WS2OH2 S �D3R2,29 (a613. 11 9 Z 0 O O O O O O 0 O O 2p1O~ III 9 3 2 3O 3 = 3 0 2 O 0 2 38581706214 3BSB1504714 3HSH1504714 © als 11 Pol 10 Fol G 13 F01 P01 1 OtF 1 1 1 1 1 1 1 C. 05 1 1 S' S Bracing Part Schedule Part Sty Length Detail e 3BSH1706214 1 18'-0 1/4• BR15J1 e 6S OB 04RT2507 2 25'-7• BR15JC,BR01G2 j 03RT2010 1 20'-10" BR02x1,BRO1G2 03RT1911 1 19'-11• BR15JC,BROIG2 3BSBI504714 2 15-10 7/8'. BR1SJ1 pT 14(1'yp.) -14 IT".) OT 1W2a0 1W2a1 1W2a2 1W2a3 fit'a" 10 Y3 _� ]. 4, T" 5,-11• I CJ , 6'-6• CL CL CL 7-0- SECONDARY BLHVATIOH AT 8 10 GFA30D 9 GFA306 S GFA200 7 1320 6 GS .. 5 1-6" 5 G10 3 3'-0" 3 JTG1 _Dimension xayFart Nark Key Shape Name=RNW Distribution,Wall=Z THE VP ENGINEER'S SEAL APPLIES ONLY TO THE THIS DRAWING,INCLUDING THE INFORMATION HEREON,REMAINS THE PROPERTY OF VP BUILDINGS. 1.UNLESS NOTED,USE 1/2 X 1 1l2 A325T BOLT(49080)AND NUT(47120) WORK PRODUCT OF VP AND DESIGN AND IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED IN THE APPLICABLE PURCHASE D VP Buildings W/O WASHERS.SNUG TIGHTEN BOLTS FOR ALL SECONDARY CONNECTIONS. PERFORMANCE REQUIREMENTS SPECIFIED BY ORDER AND MAY BE REPRODUCED ONLY FOR THAT PURPOSE.IT SHALL NOT BE MODIFIED, 3200 Players Club Circle Memphis TN 38125 SECONDARY ELEVATION AT 8 2.FLANGE BRACES ARE AN INTEGRAL PART OF THE STABILITY OF THE VP.THE VP ENGINEER'S SEAL DOES NOT APPLY REPRODUCED OR USED FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF VP STRUCTURAL SYSTEM AND MUST BE PROPERLY INSTALLED PRIOR TO ERECTION TO THE PERFORMANCE OR DESIGN OF ANY BUILDINGS. REv DATE BY DESCRIPTION BUILDER Axthelm Construction JOBNO OF WALL AND ROOF SHEETS. OTHER PRODUCT OR COMPONENT FURNISHED THE GENERAL CONTRACTOR AND/OR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE GOOD CuSTOIR R 3.REMOVAL OR ALTERATION OF ANY COMPONENT IS PROHIBITED. BY VP EXCEPT TO ANY DESIGN OR QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN ACCORDANCE WITH THIS DRAWING, Arne Zenneck DATE LOCATION 9/22/2022 - PERFORMANCE REQUIREMENTS SPECIFIED BY DETAILS REFERENCED IN THIS DRAWING,ALL APPLICABLE VP BUILDINGS ERECTION GUIDES,AND Arlington,Washington VP BUILDINGS DRAwN)cHECW VP. INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION,INCLUDING THE CORRECT USE OF PRaECT VARCO PRUDEN RNW Cistribution,Inc. TEMPORARY BRACING. BUILI—Poe A Bl VER-e Steel Company PAGE 25 NITS VP Quote#210163 Rev3 VPC VERSM 2022.2a 10/10/2022 15.43:41 PLENAME: Vpe1 RNW 30 k h amyon w B—s B-Ings Nonn Amens Inc Secondary Part Schedule Framed Opening Locations Hark Part Thick. Depth Lap Detail Id width Height Bill et. Frame To Dimon. Description 021 08Z2503415EE10 0.0730 8 1/2" wSR004,wSGlH2,BRRO52 FO1 4-0" 4'-0" 14-0" 1 Jamb-L 16-68 4o4o upper window 922 08Z2503413EE10 0.0680 8 1/2" wSR004,wSO1H2,BRRO52 FO1 4'-0" 4'-0" 14-0• 1 Jamb-L 4'-0" 4o4o upper window 023 08Z2503412EE10 0.0980 8 1/2" wSR004,wS01H2,BRR052 FOl 4'-0• 4'-0" 14'-0" 2 Jamb-L 16'-10" 4c4o upper window G24 OSZ0407417EG10 0.0600 8 1/2" wSR004,BRRO52,wSO1H2,wS2OF2 FOS 4'-0" 4'-0" 14'-0• 2 Jamb-L 4'-4" 4o4o upper window G25 08Z0307417EQ10 0.0600 8 1/2" wSR004,wS20F2,BRRO52 FO1 4'-0• 4'-0" 14'-0" 3 Jamb-L 4'-2" 4o4o upper window G26 00808ZS071141700 0.0600 8 1/2" wSR004,wS2OF2 F01 4'-0- 4'-0- 14'-0" 3 Jamb-L 16'-10" 4o4o upper window 027 0OZ2509425RE10 0.0730 8 1/2• BRR052,wS01H2 FO1 4'-0" 4'-0" 14'-0" 4 Jamb-L 16'- 10" 904o upper window 028 OBZ2509413SE10 0.0880 8 1/2• BRRO52,wSOIN2 FO1 4'-0" 4'-0" 14--0" 4 Jamb-L 4'-2" 4o4o upper window 029 OBZ2509412EEIO 0.0980 8 1/2• BRRO52,wSO1R2 F01 4'-0" 4'-0• 14'-0" 5 Jamb-L 14'-611 4o4o upper window 030 08ZO4094172GIO 0.0600 6 1/2" BRRO52,wS01H2,wS2OF2 POI 4'-0" 4'-0• 14'-0" 5 Jamb-L 5'-0" 4o4o upper window 031 08Z0311417EG10 0.0600 8 1/2" wS20F2,BRR052,wS0lX2 032 OBZ03094173GIO 0.0600 8 1/2• wS20F2,BRR052,wS0lX2 033 00908ZS080141700 0.0600 8 1/2" WS20F2 034 OSZ2409415RE10 0.0730 8 1/2" BRRO52,wS01332 035 08Z2409413EE10 0.0880 8 1/2" BRR052,wSO1H2 036 08Z2409412EE10 0.0980 8 1/2" BRRO52,wSO1H2 037 OBZ2409414EE10 0.0790 8 1/2" BRR052,wS01H2 038 08Z2203416EE10 0.0680 8 1/2" wSR004,BRR052,w801H2 039 08Z2203415EE10 0.0730 8 1/2" wSR004,BRR052,wS01H2 040 OSZ2203413EXIO 0.0880 8 1/2" wSR004,BRRO52,wSO1H2 G41 01008ZSO41141700 0.0600 8 1/2" WS20F2 - E1 00108JSO400017 0.0600 8 1/2" WS20F9 J1 00208JS0904417 0.0600 8 1/2" WS20F2,WS20FB,WS2OF9,WS2OB2,WS2OH2 ! ! -]3 038 0]8 37 039 fa 1 Cl 1 1 1 1 �pd 1 1 1 1 3 1 1 1 1 1 ! 9 ] 9 3 1 3 ] 9 9 3 9 N` 3 9 ] 3 9 3 9 3 3 3 9 —^ --026 —O]4--0I1— 0]6 ��30--033—" 0' G33 —090--03]— ---13 —03]--0]4—^' —041— 801 801 801 801 801 POl 2 801 801 801 POS 1 1 1 3 1 1 1 1 1 1 1 1 1 1 1 1 1 1 a ] a ] ] ] a ! O O O O O O O O O O O O O O O O O ] O O 2 0 ° 0]3 ]9 036 {p 022 028 019 03! G39 06 I9 ! 21 on 027 34 Bracing Part Schedule O98 Part Qty Length Detail 12RU3306 2 33,-6" BR02K1 1w381 1N3 e2 1N333 1N334 111N383 I 8'-6• ! !'_0x fa 1— it e._ I. I. I 1. J. I �e�l�l—T 1 " 1�--� 6• ��°,_ax _a•�—` BI.—�°,_8• l,./x�—T—1,_6• ` 25-6• �' 2fi._0. 26'-0" 33-0x ]], 6x 1 CL CL CL CL CL 136'-0" 8L SECONDARY ELEVATION AT R eL e 1'-6• 7 4'-2" 6 4'-4" 5 4'-0" 5 GFA106 4 4'-6" 4 G25 3 2'-6" 3 JTG1 2 2'-8" 2 Ill 1 6" 1 PGl Dimension Rey (Fart Hark Key Shape Name=RNW Distribution,Wall=3 1.UNLESS NOTED,USE 112 X 1 1/2 A325T BOLT(49080)AND NUT(47120) THE VP ENGINEER'S SEAL APPLIES ONLY TO THE THIS DRAWING,INCLUDING THE INFORMATION HEREON,REMAINS THE PROPERTY OF VP BUILDINGS. D VP Buildings W/O WASHERS.SNUG TIGHTEN BOLTS FOR ALL SECONDARY CONNECTIONS. WORK PRODUCT OF VP AND DESIGN AND IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED IN THE APPLICABLE PURCHASE SECONDARY ELEVATION AT R 2.FLANGE BRACES ARE AN INTEGRAL PART OF THE STABILITY OF THE PERFORMANCE REQUIREMENTS SPECIFIED BY ORDER AND MAY BE REPRODUCED ONLY FOR THAT PURPOSE.IT SHALL NOT BE MODIFIED, 3200 Players Club Circle Memphis TN 38125 VP.THE VP ENGINEER'S SEAL DOES NOT APPLY REPRODUCED OR USED FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF VP STRUCTURAL SYSTEM AND MUST BE PROPERLY INSTALLED PRIOR TO ERECTION REv DATE ev DESCRIPTION STRUCTURAL WALL AND ROOF SHEETS. TO THE PERFORMANCE OR DESIGN OF ANY BUILDINGS. BUILDER Axthelm Construction JOBNO 3.REMOVAL OR ALTERATION OF ANY COMPONENT IS PROHIBITED. OTHER PRODUCT OR COMPONENT FURNISHED THE GENERAL CONTRACTOR ANDIOR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE GOOD CUSTOMER Arne Zen neck A BY VP EXCEPT TO ANY DESIGN OR QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN ACCORDANCE WITH THIS DRAWING, LOCATION 9/22/2022 PERFORMANCE REQUIREMENTS SPECIFIED BY DETAILS REFERENCED IN THIS DRAWING,ALL APPLICABLE VP BUILDINGS ERECTION GUIDES,AND Arlington,Washington VP BUILDINGS VP. INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION,INCLUDING THE CORRECT USE OF PROJECT VARCO PRUDEN DRAWNICHECK RNW Cistribution,Inc. TEMPORARY BRACING. BUILDERS P0a A BlueScope Steel Company NTS VP Quote#210163 Rev3 VPc yERSION: 2022.2a 26 10/10/2022 15:43:42 FLENAME: Vpcl RNW 30 ft h a d.--of Bw"S�BNminIp None Ame006,Inc Secondary Part Schedule Framed Opening Locations Mark Part Thick. Depth Lap Detail Id Width Height Sill St. Frame To Dimen. Description 0103 01208ZS060441700 0.0600 8 1/2" WS20F2,BRR052,WSR0O4 FO1 4'-0• 4'-0" 14'-0• 3 Jamb-L 3'-211 4o4o upper window G104 01308ZS171021410 0.0790 8 1/2" - WSOIH2,BRRO52,WSR004 F02 4'-0• 4'-0° 14-0• 3 Jamb-L 12'-10" 4o4o upper window alas 015082S030531700 0.0600 8 1/2" BRR052,WSR004,WS20F2 F03 4'-0• 4'-0° 14'-0• 8 Jamb-L 13'-4• 4o4o upper window G106 01608ZS180061610 0.0680 8 1/2° WSRO04,BRR052,WSO1H2 F04 4'-0• 4'-0° 14'-0• 8 Jamb-L 6• 404o upper window 0107 01708ZS170771510 0.0730 8 1/2" - WSR004,BRRO52,WSOlH2 FOS 4'-0• 4'-0° 2'-8" 1 Jamb-L 1'-8" 4o4o window G108 01908ZS140241610 0.0680 8 1/2° WSR004,WSO4E2,ERR052,W501H2 F06 4'-0• 4'-0^ 2'-8° BL Jamb-L 8'-8^ 4o4o window G31 OBZ03114179010 0.0600 8 1/2^ BRRO52,WS01H2,WS20F2 042 01108ZS061041700 0.0600 8 1/2" WS20F2,BRRO52,WSR004 G43 08Z0705417EGIO 0.0600 8 1/2" WSRO04,BRR052,WSO1H2,WS20F2 046 JCPOS1150 0.0600 8 1/2" WS20F2,BRRO52,WSO1H2 047 08ZO909417RE10 0.0600 8 1/2• BRR052,W901H2 G48 OBZOS114179010 0.0600 8 1/2° WS20F2,BRRO52,WSO1H2 " 049 08Z0405017EGID 0.0600 8 1/2" BRRO52,WSO1H2,WS2OF2 G50 0OZ1403417EE10 0.0600 8 1/2• BRRO52,WS01H2 G51 0OZ1703417BRIG 0.0600 8 1/2• BRR052,WS0IH2 052 JCP051030 0.0600 8 1/2• BRR052,WS01H2,WS2OF2 G53 08Z02094173GIO 0.0600 8 1/2" W320F2,BRRO52,WSO1H2 054 01408ZSCS0141700 0.0600 8 1/2" WS20F2 G55 0OZO409417EE10 0.0600 8 1/2" BRR052,WSOIH2 G56 08Z1909417EE10 0.0600 8 1/2" BRR052,WS0lH2 057 08ZI909416BE10 0.0680 8 1/2" SRR052,WS0lH2 G58 JCPOS1090 0.0600 8 1/2" WS20F2,BRROS2.WSOIH2 G59 JCP051170 0.0600 8 1/2" BRR052,WSOlE2,WS2OF2 G60 08Z2209413EE10 0.0880 8 1/2" BRRO52,WS01H2 G61 - 08Z2209414EE30 0.0790 8 1/2" HRR052,WSO1H2 062 JCP051070 0.0600 8 1/2" BRR052,WSOlH2,WS2OF2 - - - - - - - - G63 OSZIIOIO17EGIO 0.0600 8 1/2" WSR004,WS2OF2,BRRO52,WSO1H2 (367 01808ZS080341700 0.0600 8 1/2^ WSRO04,WS20F2 H1 00108JSO400017 0.0600 8 1/2" WS20F9 H2 DEC0304417 0.0000 8 1/2" WS21D7 H3 00008DS1905411 0.1130 8 1/2" H4 OOOOSD91911411 0.1130 8 1/2" J1 01108 JS1702215 0.0630 8 1/2^ `aJ WS20F2:WS2OB2,WS2OB8 WS20H2,tY'.";OH2 `aJ T \"J \16JJ10 01108JS1702215 0.0730 8 1/2" W320F2,wS20B2,WS2068T T T T J2 00308J81202217 0.0600 8 1/2" W920FB,WS20F9,W321F2:WS2OB2:WS2088 T f T J25 00908JS0705117 0.0600 8 1/2^ WS20F2,WS20FH,WS20F9,WS20B4,BRR052,WS2OH2 - J26 0060 a J80800117 0.0600 8 1/2'. WS20F2,WS20FB,WS2OF9,WS2GB4,BRRO52,WS2OH2 _ J27 0070 aJS 0801017 0.0600 8 1/2^ WS20F2,WS20FB,WS2OF9,WS2GB4,BRRO52,WS2OH2 J28. 00808JS 0801517 0.0600 8 1/2^ WS20F2,WS20FB.WS2OF9,WS2OB4,BRRO52,WS2OH2 "- __ J29 01208JS0603517 0.0600 8 1/2^ W520F2,W920FH,W820F9,W320H9,BRR052,WS20H2 --� - ----- J3 00408J81002217 0.0600 a 1/2'. WS20FB,WS2OF9,WS2OF2,WS2OB2,WS2OB8 - - J4 00508 JS 0702217 0.0600 8 1/2" WS20P2,WS20B2,WS20B8 ---- J9 01008JS1702216 0.0680 8 1/2° WS20F2,WS20B2,WS20 1 _ -57 as1 a10e • - D e 0 3 214 l- n 3 3 1 3 1 1 067. 1 0 l3 _- tFOl y -112 0 �Fo4 -1o3 3 3 3 3 13 0 0104 47 051 9 -0e- 107 0 G47(Fl ip) G50(Flip) -51(Flip) oil 13 O1 O1 11 1 1 1S:'� • '• 11 11 -.33 2 G43 9 3 2-031- -.9050( .) 051 9 e -III,OS:yIIr(viy_p�.l'�1)- 0306 O FO6 Fos \ it 1n 11 11 21 I'pi 'pil 35 1 r D. 11 h 15 1 n at 15 092 3 043 3 ^-031--048 u 089-- 051 -055(Typ )- 9 e 10 063 O n -0305-- „ 1.4.0 n 1N4e2 n 1w41113 -4a4 1e4e5 1.4.6 1N488 n } 8'-9• 10 ]'-10•�ll 10 12 �. =71 S'-F" 0 1 1 10 B'-10^ SO 1 6'-4• y-�4�--}-4'-9 1/2" l9'.6. 6 10�-0... 4 11'-5 1/2° S'-1• }- 20'-fi• �30'-0• 19'-6" I6" 5`-0" 20'-0" 23'-0" �S'-0• 20'-0• l CL CL CL CL CL CL CL CL 135`-6- a eL SECONDARY ELEVATION AT 1 15 6" 15 OFA200 14 8" 14 GFA106 13 3'-2" 13 GFA306 12 4'-4° 12 GFA300 11 1'-8° 11 GFA206 10 9 1'-0" �9 G58 6 1'-20 6 G52 5 3" 5 H2 4 3' 4 1/2" 4 G46- 2 3'-0" 2 PGl 1 2'-8" 1 JTGl Dimension Key OPart Mark Key Shape Name=RNW Distribution,Wall=4 1.UNLESS NOTED,USE 1/2 X 1 1/2 A325T BOLT(49080)AND NUT(47120) THE VP ENGINEER'S SEAL APPLIES ONLY TO THE THIS DRAWING,INCLUDING THE INFORMATION HEREON,REMAINS THE PROPERTY OF VP BUILDINGS. D VP Buildings W/O WASHERS.SNUG TIGHTEN BOLTS FOR ALL SECONDARY CONNECTIONS. WORK PRODUCT OF VP AND DESIGN AND IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED IN THE APPLICABLE PURCHASE SECONDARY ELEVATION AT 2.FLANGE BRACES ARE AN INTEGRAL PART OF THE STABILITY OF THE PERFORMANCE REQUIREMENTS SPECIFIED BY ORDER AND MAY BE REPRODUCED ONLY FOR THAT PURPOSE.IT SHALL NOT BE MODIFIED, 3200 Players Club Circle Memphis TN 38125 STRUCTURAL SYSTEM AND MUST BE PROPERLY INSTALLED PRIOR TO ERECTION VP.THE VP ENGINEER'S SEAL DOES NOT APPLY REPRODUCED OR USED FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF VP Rev GATE sr osscRiPnoN TO THE PERFORMANCE OR DESIGN OF ANY BUILDINGS, euaoER AXthelm Construction 3oeao OF WALL AND ROOF SHEETS. OTHER PRODUCT OR COMPONENT FURNISHED THE GENERAL CONTRACTOR ANDIOR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE GOOD CUSTOMER 3.REMOVAL OR ALTERATION OF ANY COMPONENT IS PROHIBITED. BY VP EXCEPT TO ANY DESIGN OR QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN ACCORDANCE WITH THIS DRAWING, Anne Zenneck DATE t.ocanoN 9/CHECK 2 PERFORMANCE REQUIREMENTS SPECIFIED BY DETAILS REFERENCED IN THIS DRAWING,ALL APPLICABLE VP BUILDINGS ERECTION GUIDES,AND Arlington,Washington VP BUILDINGS DRAWN/CHECK VP. INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION,INCLUDING THE CORRECT USE OF PROJECT RNW tilStflbntlOn,Inc. VARCO PRUOEN TEMPORARY BRACING. A BlueScope Steel Comparry NITS BUILDERS IVP Quote#210163 ReV3 VPC VERSION: 2022.2- PacE 27 10/10/2022 15:43:43 HLENAME: Vpe1 RNW 30 fth drown d e1"S awid1g6 140tlh Am60®,Inc. Secondary Part Schedule .Framed Opening Locations _.Rod, Strut, and Niac. Connection Bolts Nark Part Thick. Depth Lap Detail Id Width Height Sill St. Frame To Dimen. Description( Grade Bolt Diam. Bolt Length PartNo 014 08Z1603417EE10 0.0600 8 1/2" ERRO52,WS01H2 FO1 4'-0• 4'-0" 2'.-8" 3 Jamb-L 2" 4o4o window A325 7/8• 3 1/2" 0097380 G29 08Z2509412BE10 0.0980 8 1/2" BRRO52,WS01H2 F02 4'-0• 4'-0" 2'-8" 2 Jamb-L 16'-2• 4o4o window 034 OSZ240941SEE10 0.0730 8 1/2" WSR004,WSO1H2,BRRO52 P02 4'-0" 4'-0" 2'-8" 3 .Jamb-L 21'-10" 4o4o window G35 OSZ2409413RE10 0.0880 8 1/2" WSR004,WSO1H2,BRR052 F02 41-0• 4'-0• 2-8" 4 Jamb-L 13--0" 4o4o window 070 08ZI509417EG10 0.0600 8 1/2" WS20F2,BRRO52,WSOlE2 G71 0820505417EG10 0.0600 8 1/2" BRRO52,WS0lH2,WS20F2 072 JCPOS1110 0.0600 8 1/2" WS20F2,BRRO52,WSO1H2 G73 DSZ0201417EG10 0.0600 8 1/2" BRRO52,WSO1H2,WS2OF2 G74 08Z0402417B000 0.0600 8 1/2" WS20F2 G75 OSZ0309417ERIO 0.0600 8 1/2" BRR052,WS01H2 G76 OBZ0503417SE10 0.0600 8 1/2" BRRO52,WSO1H2 - 077(Flip) 08Z2509417EB10 0.0600 8 1/2" BRRO52,WS01H2 G78 08208014173010 0.0600 8 1/2" WSR004,BRR052,WS2OF2 G79 OSZ2503411EBIO 0.1130 8 1/2" WSR004,BRR052,WS0lH2 G80 OBZ1207417EGIO 0.0600 8 1/2" WS20F2,BRR052,WS0lH2 Hi 00108JSO400017 0.0600 8 1/2" WS20F9 HS 01308JS0308617 0.0600 8 1/2" BRRO52,WSO1H2,WS20F9 H6 01408JS0000617 0.0600 8 1/2" WS20F9,BRR052,WSO1H2 H7 01508JS1000017 0.0600 8 1/2" WS2OF9 J12 01608JS1202217 0.0600 8 1/2" WS20FB,WS20F9,WS20B2,WS20B8 J13 01708JS1202217 0.0600 8 1/2" WS20F9,WS2OF2,WS2OB2,WS2OB8 J2 00308JS1202217 0.0600 8 1/2" WS20FB,WS2OF9,WS2OF2,WS2OB2,WS20B8 I Ell 05Rm3R00 O]7(aliP) 9 .29 9 076 079 Z�aaelt O O O O O O O O O 2. B 035(Tn.) -]0 I I G]3 74 6 3 1 I 1 3 4 3 3 ' 1O2 -1 in POI 5 0803 1,�&4aB11-)0 O I 3 I 71 9 79 Q m to fi t 3 OBO(Tn.) ail O 3 10 O 0 0 O O O 0 0 Bracing Part Schedule SNsa1 1-2 SN533 1N5H4 _ 1-4Part Oty Length Detail 5BSF2400611 1 24.-6 3/4" BR15Jl 1-2- I I s -1o^ 17-8• 13 -0• s 9 -o• y 11RU2811 2 28.-11" BR02N1 B�-o^ .� 10.-a• �_B,-0• 05RT2602 2 26.-2" BR01G2,BR15JC 251-0^ L 21 -0• 261-0• CL CL CL CL CL 10-6^ aL BL SECONDARY ELEVATION AT B 10 OFA200 9 GFA106 B G75 7 G73 6 2• 6 G72 4 1'-0 1/8• 4 HS 3 2'-4 1/2'. 3 H1 2 2'-8" 2 PG1 1 6" 1 JT01 Dimension Nay (-)part Nark Rey Shape Name=RNW Distribution,Wall=5 1.UNLESS NOTED,USE 112 X 1 112 A326T BOLT(49080)AND NUT(47120) THE VP ENGINEER'S SEAL APPLIES ONLY TO THE THIS DRAWING,INCLUDING THE INFORMATION HEREON,REMAINS THE PROPERTY OF VP BUILDINGS. D VP Buildings W/O WASHERS.SNUG TIGHTEN BOLTS FOR ALL SECONDARY CONNECTIONS. WORK PRODUCT OF VP AND DESIGN AND IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED IN THE APPLICABLE PURCHASE SECONDARY ELEVATION AT B(8 2.FLANGE BRACES ARE AN INTEGRAL PART OF THE STABILITY OF THE PERFORMANCE REQUIREMENTS SPECIFIED BY ORDER AND MAY BE REPRODUCED ONLY FOR THAT PURPOSE.IT SHALL NOT BE MODIFIED, 3200 Players Club Circle Memphis TN 38125 ` VP.THE VP ENGINEER'S SEAL DOES NOT APPLY REPRODUCED OR USED FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF VP STRUCTURAL SYSTEM AND MUST BE PROPERLY INSTALLED PRIOR TO ERECTION TO THE PERFORMANCE OR DESIGN OF ANY BUILDINGS. REV DATE BY DESCRIPTION BUILDER Axthelm Construction JOBNO OF WALL AND ROOF SHEETS. OTHER PRODUCT OR COMPONENT FURNISHED THE GENERAL CONTRACTOR ANDIOR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE GOOD CUSTOMER Anne ZeMeCk DATE 3.REMOVAL OR ALTERATION OF ANY COMPONENT IS PROHIBITED. BY VP EXCEPT TO ANY DESIGN OR QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN ACCORDANCE WITH THIS DRAWING, PERFORMANCE REQUIREMENTS SPECIFIED BY DETAILS REFERENCED IN THIS DRAWING,ALL APPLICABLE VP BUILDINGS ERECTION GUIDES,AND L.ocanoN Arlington,Washington VP BUILDINGS 9/2212022 VP. INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION,INCLUDING THE CORRECT USE OF PROJECT VARCO PRUDEN DRAV041CHECK RNW Cistribution,Inc. TEMPORARY BRACING. auaDER3 Pox VIP Steel Company PADE28 ' NTS VP Quote#210163 Rev3 VPC VERBION: 2022.2a 10/10/2022 15.43:44 FILENAME: Vpe1RNW30fth 6dm-Of RW .a Buodin,ft0hAmetlm,Ina Secondary Part Schedule Framed Opening Locations Mark Part Thick. Depth Lap Detail Id Width Height Bill St. Frame To Dimen. Description G4 00108ZS061141700 0.0600 6 1/2" WS20P2 FO1 4'-0" 4'-0" 14'-0" 2 Jamb-L 13'-9" 4o4o upper window 056 OSZ1909417RE10 0.0600 8 1/2" BRR052,WS0lH2 P02 4-0" 4'-0" 14'-0" 1 Jamb-L 15-0" 4o4o upper window G57 08Z1909416EE10 0.0680 8 1/2" BRR052,WSOIR2 P03 4'-0" 4'-0" 14'-0" 1 Jamb-L 3'-6" 4o4o upper window G6 08Z0302417DO10 0.0600 8 1/2" WSR004,WS20F2 PO4 4'-0" 4'-0" 14'-0" 2 Jamb-L 2'-3" 4o4o upper window G81 08Z0310017DGIO 0.0600 8 1/2" WSR004,WS2OF2 082 0OZ2204416DEIO 0.0680 8 1/2" WSR004,BRR052,WS0lH2 G83 08Z2204413DE10 0.0880 8 1/2" WSR004,BRR052,WS0lH2 084 08ZO301417EG10 0.0600 8 1/2" WSR004,HRR052,WS01H2,WS20F2 G85 08Z14074173010 0.0600 8 1/2" BRR052,WS01H2,WS20F2 986 08ZO110417EGIO 0.0500 8 1/2" WS20F2,BRR052,W901H2 G87 02008ZS180361710 0.0600 8 1/2" WSR004,BRRO52,WSO1H2 G88 02108ZS170831610 0.0680 8 1/2" WSR004,BRR052,WSO1H2 G89 02208ZS170061610 0.0680 8 1/2" WSR004,BRRO52,WSO1H2 R1 00108JSO400017 0.0600 8 1/2" WS20F9 H2 DEC0304417 0.0000 8 1/2" WB21D7 J14 01808JS0904617 0.0600 8 1/2" WS20F2,WS20FB,WS20F9,WS20H2 318 02208JS0603417 0.0600 8 1/2" WS20F2,WS20FB,WS2DF9,WS2OH2 J19 02308JS0610417 0.0600 8 1/2" WS20F2,WS20FB,WS2OF9,WS2OH2 J20 02408JS0711517 0.0600 8 1/2" WS20F2,WS20F8,WS20F9,WS20H2 J21 02508JS0806517 0.0600 8 1/2" WS20F2,WS20FB,WS2OF9,WS2OH2 J30 02008JS0611717 0.0600 8 1/2" WS20F2,WS20FB,WS2OF9,WS2OB4,BRRO52,WS2OH2 J31 01908JS0710617 0.0600 8 1/2" WS20F2,WS20FB,WS2OF9,WS2OB4,BRRO52,WS2DH2 J32 02108JS0802217 0.0600 8 1/2" WS20F2,WS20FB,WS2OF9,WS2OB4,BRRO52,WS2OH2 J4 00508JS0702217 0.0600 8 1/2" WS20F2,WS20B2,WS20B8 1 ] 9 4O 5 41 2 4O 9 42 ..... g .......... e a u 803 802 804 801 -""- 4 4 4 4 O O S O O 9 O O 9 O O 9 O li OB3 96 bB9 ' i 1 C11 1W681 1W6e1 1W6S2 1N6S3 9'-6" T 6 7'-1---------- y---16F— 33i_fi ii 20,.9n I 36 0"� CL CL aL sL SECONDARY ELEVATION AT 7 11 GYA306 10 GPA300 9 GPA206 8 1'-6" 8 O86 7 2'-3" 7 084 6 4'-0" 6 G6 5 3'-6" 5 H1 4 3'-4 1/2" 4 PG 3 4'-1 1/2" 3 H2 2 2'-B" 2 J7 01 1 0'-0" 1 VCCO5003100 ',Dimension Key (Part Hark Key Shape Name=RNW Distribution,Wall=6 1.UNLESS NOTED,USE 112 X 1 1/2 A325T BOLT(49080)AND NUT(47120) THE VP ENGINEER'S SEAL APPLIES ONLY TO THE THIS DRAWING,INCLUDING THE INFORMATION HEREON,REMAINS THE PROPERTY OF VP BUILDINGS. D VP Buildings W!O WASHERS.SNUG TIGHTEN BOLTS FOR ALL SECONDARY CONNECTIONS. WORK PRODUCT OF VP AND DESIGN AND IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED IN THE APPLICABLE PURCHASE SECONDARY ELEVATION AT 7 2.FLANGE BRACES ARE AN INTEGRAL PART OF THE STABILITY OF THE PERFORMANCE REQUIREMENTS SPECIFIED BY ORDER AND MAY BE REPRODUCED ONLY FOR THAT PURPOSE.IT SHALL NOT BE MODIFIED, 3200 Players Club Circle Memphis TN 38125 VP.THE VP ENGINEER'S SEAL DOES NOT APPLY REPRODUCED OR USED FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF VP STRUCTURAL SYSTEM AND MUST BE PROPERLY INSTALLED PRIOR TO ERECTION TO THE PERFORMANCE OR DESIGN OF ANY BUILDINGS. Rev DATE sr DESCRIPDON B ILDER Axthelm Construction .I BK OF WALL AND ROOF SHEETS. OTHER PRODUCT OR COMPONENT FURNISHED THE GENERAL CONTRACTOR AND/OR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE GOOD CUSTOMER DATE 3.REMOVAL OR ALTERATION OF ANY COMPONENT IS PROHIBITED. BY VP EXCEPT TO ANY DESIGN OR QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN ACCORDANCE WITH THIS DRAWING, Arne Zenneck LOCATION 9/2212022 PERFORMANCE REQUIREMENTS SPECIFIED BY DETAILS REFERENCED IN THIS DRAWING,ALL APPLICABLE VP BUILDINGS ERECTION GUIDES,AND Arlington,Washington WVP BUILDING;$ DRANMICNECK VP. INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION,INCLUDING THE CORRECT USE OF PROJECT RNW Cistribution,Inc. VARCO PRUDEN TEMPORARY BRACING. euaoERs PO4 A BIueSCope Steel Canpany PA 28 NTS VP Quote#210163 Rev3 VPC VERSION: 2022.2a 10/10/2022 16:43:45 FILENAME: VpclRNW 30fth 6Civlew d SluoS p"euil",,gs Nah AmdA ,Im Secondary Part Schedule Mark Part Thick. Depth Lap Detail 07C3005411CC20 0.1130 7" NBR004 090 03208Z8100241700 0.0600 8 1/2" NHR004,BR10F5,NH2OF2,BRR052 " G91 03108ZS 090841700 0.0600 8 1/2" N8R004,BR10F5,NB 20F2 G92 0:Z3005411DD00 0.13. 8 1/2• WER004,BRR052 G93(Neat) OB Z3005413DD00 0.0880 8 1/2" NSR004,BRR052 J22 02708JH0702217 0.0600 8 1/2" HR10FS,N820B2,N82088 J23 02608J8o 7 02 217 0.0600 8 1/2" BR10F5,NS20B2,N82088 —..---_.__.. -... ... ..... .. ...- .._._.... _............. _.. .-.. .. _._.._..... .._.-...._. _._..----- ....- .. ............... .............. __ __ .. _.. ....... .__._ .__._. .____._....... .... ._.- i 07CS005411CC20 093(Typ.)(Neet) 92 013 0 0 090 �.91 19190 1261-0^ 201`-e^ I I CL 126,-on CL SECONDARY ELEVATION AT M aL _lDimenaion Rey 0part Mark Key Shape Name=RNW Distribution,Wall=1 THE VP ENGINEER'S SEAL APPLIES ONLY TO THE THIS DRAWING,INCLUDING THE INFORMATION HEREON,REMAINS THE PROPERTY OF VP BUILDINGS. 1.UNLESS NOTED,USE 1/2 X 1 N BOLTS BOLT ALL SE)AND NUT(ONNE WORK PRODUCT OF VP AND DESIGN AND IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED IN THE APPLICABLE PURCHASE D VP Buildings W/O WASHERS.SNUG TIGHTEN BOLTS FOR ALL SECONDARY CONNECTIONS. PERFORMANCE REQUIREMENTS SPECIFIED BY ORDER AND MAY BE REPRODUCED ONLY FOR THAT PURPOSE.IT SHALL NOT BE MODIFIED, 3200 Players Club Circle Memphis TN 38125 SECONDARY ELEVATION ATM 2.FLANGE BRACES ARE AN INTEGRAL PART OF THE STABILITY OF THE VP.THE VP ENGINEER'S SEAL DOES NOT APPLY REPRODUCED OR USED FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF VP STRUCTURAL SYSTEM AND MUST BE PROPERLY INSTALLED PRIOR TO ERECTION TO THE PERFORMANCE OR DESIGN OF ANY BUILDINGS. REV DATE sr DESCRIPTION BUILDER Axthelm Construction ]OBNO OF WALL AND ROOF SHEETS. OTHER PRODUCT OR COMPONENT FURNISHED THE GENERAL CONTRACTOR AND/OR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE GOOD CUSTOMER 3.REMOVAL OR ALTERATION OF ANY COMPONENT IS PROHIBITED. BY VP EXCEPT TO ANY DESIGN OR QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN ACCORDANCE WITH THIS DRAWING, Arne Zenneck lACA710N PERFORMANCE REQUIREMENTS SPECIFIED BY B/22/2022 DETAILS REFERENCED IN THIS DRAWING,ALL APPLICABLE VP BUILDINGS ERECTION GUIDES,AND Arlington,Washington VP BUILDINGS DRAWNICHECK VP. INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION,INCLUDING THE CORRECT USE OF PROJECT VARCO PRUDEN RNW Cistribution,Inc. DATE TEMPORARY BRACING. euati:Rs Pat A BIueSCope Steel company NTS VP Quote#210163 R90 VPCVERSION: 2022.2a 30 10/10/2022 15:43:46 FLIWAME: Vpe1 RNW 30fth •d1velon W 31acc•eu11a1h9e NCM Amem,Inc. Secondary Part Schedule Mark Part Thick. Depth Lap Detail 094 OOZOS02417D000 0.0600 8 1/2" WSR004,WS2OF2 095 OSZ04060170POO 0.0600 8 1/2" WSR004,WS2OF2 096 OSZ1903014DPOO 0.0790 8 1/2" WSR004 097 OSZ1903016DPOO 0.0680 8 1/2" WSRo04 098 OOZ1903015DPOO 0.0730 8 1/2" WSR004 HE 02808JS0900017 0.0600 8 1/2" WS20F9 J24 02908JS1202217 0.0600 8 1/2" WS20F9,WS2OF2,WS2OB2,WS2OB8 G96- 97 96 6 0 1 94— Ili, QI •3 O 1 IP2a0 99'_0• 36'-6• 1 ,y�y,_6• 9,_0• 1 2211_0. I CI, CL CL 139'-6• aL SECONDARY ELEVATION AT 3 aL 3 P01 2 3-6" 2 VCCOS003084 1 4-0" 1 JT01 Di3neneion Key ()Part Mark Key Shape Name=RNW Distribution,Wall=2 1.UNLESS NOTED,USE 1/2 X 1 112 A325T BOLT(49080)AND NUT(47120) THE VP ENGINEER'S SEAL APPLIES ONLY TO THE THIS DRAWING,INCLUDING THE INFORMATION HEREON,REMAINS THE PROPERTY OF VP BUILDINGS. D VP Buildings W/O WASHERS.SNUG TIGHTEN BOLTS FOR ALL SECONDARY CONNECTIONS. WORK PRODUCT OF VP AND DESIGN AND IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED IN THE APPLICABLE PURCHASE SECONDARY ELEVATION AT 3 a 2.FLANGE BRACES ARE AN INTEGRAL PART OF THE STABILITY OF THE PERFORMANCE REQUIREMENTS SPECIFIED BY ORDER AND MAY BE REPRODUCED ONLY FOR THAT PURPOSE.IT SHALL NOT BE MODIFIED, 3200 Players Club Circle Memphis TN 38125 STRUCTURAL SYSTEM AND MUST BE PROPERLY INSTALLED PRIOR TO ERECTION VP.THE VP ENGINEER'S SEAL DOES NOT APPLY REPRODUCED OR USED FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF VP BUILDER - JOB NO TO THE PERFORMANCE OR DESIGN OF ANY BUILDINGS. REV DATE By DESCRIPTION BUILDER Construction OF WALL AND ROOF SHEETS. OTHER PRODUCT OR COMPONENT FURNISHED THE GENERAL CONTRACTOR AND/OR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE GOOD CUSTOMER 3.REMOVAL OR ALTERATION OF ANY COMPONENT IS PROHIBITED. BY VP EXCEPT TO ANY DESIGN OR Arne Zenneck DATE QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN ACCORDANCE WITH THIS DRAWING, LocAmoN 9/22/2022 PERFORMANCE REQUIREMENTS SPECIFIED BY DETAILS REFERENCED IN THIS DRAWING,ALL APPLICABLE VP BUILDINGS ERECTION GUIDES,AND Arlington,Washington VP BUILDINGS VP. INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION,INCLUDING THE CORRECT USE OF PROJECT VARCO PRUDEN DRANMICNECK RNW Cistribution,Inc. TEMPORARY BRACING. BUILDERS vox VP BlueScopa Steel Company PACE NTS VP Quote#210163 Rev3 VPC VERSION: 2022.2a 31 10/10/2022 16:43:47 FILENAME: Vpc1RNW30fth "d,-i..-u.Sw Suld,g.Na A-d.,1.. Secondary Part Schedule Mark Part Thick. Depth Lap Detail 07C2909011CC20 0.1130. 7^ WSR004 0100 0OZ290901IDPO0 0.1130 8 1/2" WSR004,BRRO52 G101(Neet) OBZ2909015DPOO 0.0730 8 1/2" WSR004,BRRO52 0102 08Z2909012DP00 0.0980 8 1/2" WSR004,BRRO52 G90 03208ZS100241700 0.0600 8 1/2" WSR004,BR10F5,WS20F2,BRRO52 - 099 03308ZS090001700 0.0600 8 1/2" WSR004,BR10F5,WS2OF2 J22 02708JS07G2217 0.0600 8 1/2" BR10F5,WS2DB2,WS2OB8 J33 03008JS0702217 0.0600 8 1/2" BR10F5,WS20B2,WS20B8 0 G102 07C2909011CC20 O n m VC29D9011CC20 m m G101(Hest) O l00 126'-0• (CL CL CL CL CL CLI 126'-0• L SECONDARY ELEVATION AT R HL 3 3'-2 3/4^ 3 PGl 2 3'-6" 2 VCCO5003084 1 4'-0" 1 JTG1 I "Dimeaeion Rey (_)Part Mark Key Shape Name=RNW Distribution,Wall=3 THE VP ENGINEER'S SEAL APPLIES ONLY TO THE THIS DRAWING,INCLUDING THE INFORMATION HEREON,REMAINS THE PROPERTY OF VP BUILDINGS. 1.UNLESS NOTED,USE 1l2 X 1 N BOLTS BOLT ALL SE)AND NUT(ONNE D VP Buildings W/O WASHERS.SNUG TIGHTEN BOLTS FOR ALL SECONDARY CONNECTIONS. WORK PRODUCT OF VP AND DESIGN AND IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED IN THE APPLICABLE PURCHASE SECONDARY ELEVATION AT K 2.FLANGE BRACES ARE AN INTEGRAL PART OF THE STABILITY OF THE PERFORMANCE REQUIREMENTS SPECIFIED BY ORDER AND MAY BE REPRODUCED ONLY FOR THAT PURPOSE.IT SHALL NOT BE MODIFIED, 3200 Players Club Circle Memphis TN 38125 VP.THE VP ENGINEER'S SEAL DOES NOT APPLY REPRODUCED OR USED FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF VP STRUCTURAL SYSTEM AND MUST BE PROPERLY INSTALLED PRIOR TO ERECTION TO THE PERFORMANCE OR DESIGN OF ANY BUILDINGS. REV DATE Sr DESCRIPTION BWLUER Axthelm Construction JOBNO OF WALL AND ROOF SHEETS. OTHER PRODUCT OR COMPONENT FURNISHED THE GENERAL CONTRACTOR AND/OR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE GOOD CUSTOMER 3.REMOVAL OR ALTERATION OF ANY COMPONENT IS PROHIBITED. BY VP EXCEPT TO ANY DESIGN OR QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN ACCORDANCE WITH THIS DRAWING, Arne Zenneck DATE LocanoN 9/22/2022 PERFORMANCE REQUIREMENTS SPECIFIED BY DETAILS REFERENCED IN THIS DRAWING,ALL APPLICABLE VP BUILDINGS ERECTION GUIDES,AND Arlington,Washington �VARCO P BUILDINGS DRAwwcNECK VP. INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION,INCLUDING THE CORRECT USE OF PROJECT PRUDEN RNW Cistribution,Inc. TEMPORARY BRACING. BUILDERS POP A BlUaScoPe Steel C=Peny PAGE NTS VP Quote#210163 Rev3 I VPC VEFmoN: 2022.2a 32 10/10/2022 15:43:48 FILENAME` Vpcl RNW30fth dm—d RwSwO 8wIEIng6—Am^"c6,Ina Q Q I op" SECONDARY ELEVATION AT 3 Shape Name=Entry Canopy-MAIN,Wall=1 USE U2 X 1 1/2 A325T BOLT(49080)AND NUT(47120) THE VP ENGINEER'S SEAL APPLIES ONLY TO THE THIS DRAWING,INCLUDING THE INFORMATION HEREON,REMAINS THE PROPERTY OF VP BUILDINGS. D VP Buildings 1.UNLESS NOTED WORK PRODUCT OF VP AND DESIGN AND IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED IN THE APPLICABLE PURCHASE .SECONDARY ELEVATION AT 3(b) NO WASHERS.SNUG TIGHTEN BOLTS FOR ALL SECONDARY CONNECTIONS. PERFORMANCE REQUIREMENTS SPECIFIED 0Y ORDER AND MAY BE REPRODUCED ONLY FOR THAT PURPOSE.IT SHALL NOT BE MODIFIED, 3200 Players Club Circle Memphis TN 38125 2.FLANGE BRACES ARE AN INTEGRAL PART OF THE STABILITY OF THE VP.THE VP ENGINEER'S SEAL DOES NOT APPLY REPRODUCED OR USED FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF VP STRUCTURAL SYSTEM AND MUST BE PROPERLY INSTALLED PRIOR TO ERECTION TO THE PERFORMANCE OR DESIGN OF ANY BUILDINGS. REv DATE Er DESCRIPTION CUSTOMER Axthelm Construction .roeNo CUSTOMER Arne Zenneck OF WALL AND ROOF SHEETS. OTHER PRODUCT OR COMPONENT FURNISHED THE GENERAL CONTRACTOR AND/OR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE GOOD DATE 3.REMOVAL OR ALTERATION OF ANY COMPONENT IS PROHIBITED. BY VP EXCEPT TO ANY DESIGN OR QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN ACCORDANCE WITH THIS DRAWING, LacAnON 9/2212022 PERFORMANCE REQUIREMENTS SPECIFIED BY DETAILS REFERENCED IN THIS DRAWING,ALL APPLICABLE VP BUILDINGS ERECTION GUIDES,AND Arlington,Washington VP BUILDINGS DRAWNK:NECK " VP, INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION,INCLUDING THE CORRECT USE OF PRWECT VARCO C TEMPORARY BRACING. RNW Cistribution,Inc. A BlueSc StW com ope Sorel pany PAGE NTS eu--Pon VP Quote#210163 Rev3 VPC VEMON: 2022.2a 33 10110/2022 15:43:49 "ENAME: Vpc1RNW30fth eaMV�mei s��awmea nnmaa�.iz 4 Q DP.n CL CL 8L 8L SECONDARY ELEVATION AT A F'IDimeaaion Bey Shape Name a Entry Canopy-MAIN,Wall=2 1.UNLESS NOTED,USE 1/2 X 1 1/2 A326T BOLT(49060)AND NUT(47120) THE VP ENGINEER'S SEAL APPLIES ONLY TO THE THIS DRAWING,INCLUDING THE INFORMATION HEREON,REMAINS THE PROPERTY OF VP BUILDINGS. D VP Bulldings W/O WASHERS.SNUG TIGHTEN BOLTS FOR ALL SECONDARY CONNECTIONS. WORK PRODUCT OF VP AND DESIGN AND IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED IN THE APPLICABLE PURCHASE SECONDARY ELEVATION AT A 2.FLANGE BRACES ARE AN INTEGRAL PART OF THE STABILITY OF THE PERFORMANCE REQUIREMENTS SPECIFIED BY ORDER AND MAY BE REPRODUCED ONLY FOR THAT PURPOSE.IT SHALL NOT BE MODIFIED, 3200 Players Club Circle Memphis TN 38125 STRUCTURAL SYSTEM AND MUST BE PROPERLY INSTALLED PRIOR TO ERECTION VP.THE VP ENGINEER'S SEAL DOES NOT APPLY REPRODUCED OR USED FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF VP TO THE PERFORMANCE OR DESIGN OF ANY BUILDINGS. REV DATE By DESCRIPTION BDI Axthelm Construction JOBNo OF WALL AND ROOF SHEETS. OTHER PRODUCT OR COMPONENT FURNISHED THE GENERAL CONTRACTOR ANDIOR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE GOOD CUSTOMER Arne Zenneck DATE 3.REMOVAL OR ALTERATION OF ANY COMPONENT 13 PROHIBITED. BY VP EXCEPT TO ANY DESIGN OR QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN ACCORDANCE WITH THIS DRAWING, Locanon 9/22/2022 PERFORMANCE REQUIREMENTS SPECIFIED BY DETAILS REFERENCED IN THIS DRAWING,ALL APPLICABLE VP BUILDINGS ERECTION GUIDES,AND Arlington,Washington VP BUILDING$ DRAVSUCNECN VP. INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION,INCLUDING THE CORRECT USE OF PROJECT VARCO PRUOEN RNW Cistribution,Inc. TEMPORARY BRACING. BUILDERS Poa A BlueSeope Steel Company PAGE NTS VP Quote#210163 Rev3 VPC VERSION: 2022.2a 34 10/10/2022 16:43:50 FILENAME: Vpc1RNW30fth •d1A.1 of B1.8.pe B.Hdiq.Ncdh A-d.,1 . 4 Q DP.R SECONDARY ELEVATIONAAT 4 Shape Name=Entry Canopy•MAIN,Wall=3 ' THIS DRAWING,INCLUDING THE INFORMATION HEREON,REMAINS THE PROPERTY F VP BUILDINGS. i 1.UNLESS NOTED,USE 1/2 X 1 112 A325T BOLT(49080)AND NUT(47120) THE VP ENGINEER'S SEAL APPLIES ONLY TO THE H S G, G E O O � D VP Bulldings NO WASHERS.SNUG TIGHTEN BOLTS FOR ALL SECONDARY CONNECTIONS. WORK PRODUCT OF VP AND DESIGN AND IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED IN THE APPLICABLE PURCHASE SECONDARY ELEVATION AT 4 2.FLANGE BRACES ARE AN INTEGRAL PART OF THE STABILITY OF THE PERFORMANCE REQUIREMENTS SPECIFIED BY ORDER AND MAY BE REPRODUCED ONLY FOR THAT PURPOSE.IT SHALL NOT BE MODIFIED, 3200 Players Club Circle Memphis TN 38125 STRUCTURAL SYSTEM AND MUST BE PROPERLY INSTALLED PRIOR TO ERECTION VP.THE VP ENGINEER'S SEAL DOES NOT APPLY REPRODUCED OR USED FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF VP TO THE PERFORMANCE OR DESIGN OF ANY BUILDINGS. REV DATE BV DESCRIPTION BUILDER Axthelm Construction aoeno ±�:::: OF WALL AND ROOF SHEETS. OTHER PRODUCT OR COMPONENT FURNISHED THE GENERAL CONTRACTOR AND/OR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE GOOD CuSTOMER 3.REMOVAL OR ALTERATION OF ANY COMPONENT IS PROHIBITED. BY VP EXCEPT TO ANY DESIGN OR QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN ACCORDANCE WITH THIS DRAWING, Arne Zenneck DATE PERFORMANCE REQUIREMENTS SPECIFIED BY LOCATION 9/22/2022 DETAILS REFERENCED IN THIS DRAWING,ALL APPLICABLE VP BUILDINGS ERECTION GUIDES,AND Arlington,Washington VP BUILDINGS DRAWNICHECK VP. INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION,INCLUDING THE CORRECT USE OF PROJECT VARCO PRDDEN RNW Cistribution,Inc. TEMPORARY BRACING. A BlueScope Steel Company NTS BUILDERS PDk VP Quote 9210163 Rev3 VPC VERSION: 2022.2a 35 10/10/2022 16:43:51 FILENAME: VpcIRNW30Tth a dlNslon of BlueSwo Buildings North Amsdo,Inc. 4 4 Ili OBenivg 1 BL BL SECONDARY ELEVATION AT H "Dimeaeion Key Shape Name=Entry Canopy-MAIN,Wall=4 1.UNLESS NOTED,USE 112 X 1 112 A325T BOLT(49080)AND NUT(47120) THE VP ENGINEER'S SEAL APPLIES ONLY TO THE THIS DRAWING,INCLUDING THE INFORMATION HEREON,REMAINS THE PROPERTY OF VP BUILDINGS. VP Buildings D W/O WASHERS.SNUG TIGHTEN BOLTS FOR ALL SECONDARY CONNECTIONS. WORK PRODUCT OF VP AND DESIGN AND IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED IN THE APPLICABLE PURCHASE SECONDARY ELEVATION AT B b 2.FLANGE BRACES ARE AN INTEGRAL PART OF THE STABILITY OF THE PERFORMANCE REQUIREMENTS SPECIFIED BY ORDER AND MAY BE REPRODUCED ONLY FOR THAT PURPOSE.IT SHALL NOT BE MODIFIED, 3200 Players Club Circle Memphis TN 38125 STRUCTURAL SYSTEM AND MUST BE PROPERLY INSTALLED PRIOR TO ERECTION VP.THE VP ENGINEER'S SEAL DOES NOT APPLY REPRODUCED OR USED FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF VP , DATE BY osscRiPTioN BUILDER JOBNO TO THE PERFORMANCE OR DESIGN OF ANY BUILDINGS. AXthetm Construction OF WALL AND ROOF SHEETS. OTHER PRODUCT OR COMPONENT FURNISHED THE GENERAL CONTRACTOR ANDIOR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE GOOD CUSTOMER 3.REMOVAL OR ALTERATION OF ANY COMPONENT IS PROHIBITED. Arne Zenneck DATE BY VP EXCEPT TO ANY DESIGN OR QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN ACCORDANCE WITH THIS DRAWING, LOCATION 9/2212022 PERFORMANCE REQUIREMENTS SPECIFIED BY DETAILS REFERENCED IN THIS DRAWING,ALL APPLICABLE VP BUILDINGS ERECTION GUIDES,AND Arlington,Washington VP BUILDINGS VP. INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION,INCLUDING THE CORRECT USE OF PRaEcr VARCO PRUDEN DRANTllCHECK RNW Cistribution,Inc. TEMPORARY BRACING. euuoERs Pox A BlueSwpe SN:eI Company PAGE 36 NTS VP Quote#210163 Rev3 WC VERSION: 2022.2a 10/10/2022 15:43:52 PILENANE: vpo1 RNW 30Ith •dimiio oE.Sm Bluing.Nodh--.me CLEVIS CLEVIS BRACE is FRAME BRACE FIELD DRILLING OF 9/16"Di A. ROD DIA. ROOF HOLE MAY BE REQUIRED WALL PANEL MUST BE ATTACHED TO SUB CIRTB WITH ARD LOCATIONS MARK NO. PIN DIA. LOCATION LOCATION SECONDARY BOLTS BRACE LOCATION FRAME BRACE LOCATION. BOLTS FASTENERS AT STANDARD LOCATIONS @:3 8 097572 OC F (WALL PANEL GOES NOT ATTACH TO MEMBER OOF ALL SUB JAMB) 1 2" 097573 BOLTS FRAME BOLTS KMA1 CLIP SECONDARY MEMBER 5/8 095277 - °" ""O BRACE LOCATION BRACE LOCATION (MAY BE INSET) STANDARD IT SUB GIRT SUB JAMB DEPTH w 3 4" 095278 ° 01 TO SUB - 7 8 095279 1 1/4 o o SECONDARY —— — ——————— JANe COP. 1/2• 'a" 11• 1/Y, 1" 095260 ——— —— — (MAY ER BE INSET) O3" O x� T JTca JTGB 8 1 1/8 095251 1 1 4 095282 COTTER PIN (c"Fe°�OR(HFB) ° o e 1/z^ JTGI Jr65 1 I 8" 097593 —— —————————————— —— CORNER SUB JAMB 1 i/4• 1 1 2 097594 1 1/2" FLANGE BRACE WILL TYPICALLY D'° POST NI 3 1D' JTG4 JT02 LOCATION FlELD NOTE CONNECT TO THE WEB OF THE I—L� —— 0 °0 1 2" ���/2. SECTION 'A' 0 THE BUILDER WILL HAVE TO FIELD FRAME MEMBER. O O O O (2)WBBC2 INSULATION VAPOR 1 REAM-OUT THE 9/16•CNM.HOLE IN CLIPS RETARDER STANDARD ART THE SECONDARY MEMBERS TO 13/16• CLIP REO'D W/ SEE L-I CLEVIS DIAM.HOLES.(FOR THE 12MD0-FLANGE THICK FLANGES42 — BRACE WITH A 3/4"X 2 1/2"A325 78RACE IELD O DETAIL BELOW CLIP(PGI) BOLT WHEN REQUIRED.). ER OR a �L SUB GIRT W/(4)1/2 A325 BOLTS in> o FLANGE BRACE (49aBo)TYPICAL RETARDER FIELD (GFB-) OR(HF6-) a LT O D 21{PGi ALTERNATE CONNECTIONS BEHI NERE D ° D , 1/2"X 1 1/2' ti ,°� W/ (E)I, 6)1/2"A325 8°L15 FLAN REQUIRED ° STANDARD GIRT (49Oeo)TYPICAL BRACE ROD FLANGE BRACE REQUIREMENTS: (GFB A325 BOLT(TYP)RULE 1- ALL FLANGE BRACES ON CROSS SECTIONS MUST BE INSTALLED. *IMPORTANT: DURING ERECTION, WITH HARDENED °.�' SUB dAMEI (# TEMPORARILY INSTALL WBBC2 WASHER(095872) 3/4' w Bug aRr (TYPICAL) w P(dS 1%2.BORULE#2 SINGLE FLANGE BRACES ARE REQUIRED WHEN PART MARK ON CLI CLIP TO KMA1 CLIP WITH (2) CLIP REQ'D W/ AGAINST PURLIN '" L (490Ba)TYPICAL CROSS SECTION IS NOT ACCOMPANIED BY (2). THIBOLT FBL02 CLIP TO 1/4-14X1 1/4"SOS IN CENTER THICK FLANGES 1/2•DIAMETER CLEVIS PIN RULE#3- FLANGE BRACES ARE REQUIRED BOTH SIDES OF THE FRAME WEB ZEE/CEE W/ (2) 1/2" HOLES TO KEEP FRAME STABLE. INSULATION VAPO N cONCRETE ANCHORS (WITH SHOULDER) WHEN PART MARK IS ACCOMPANIED BY (2). A325T BOLTS (49080) WHEN LINER IS INSTALLED. RETARDER (BY BUILDER) MAY BE FURNISHED WITHOUT RULE#4- WHENEVER POSSIBLE, PLACE SINGLE BRACES TOWARD THE W/ WASHERS (095872) REMOVE WBBC2, INSTALL LINER, (8)1/4"-14 1 7/4" A SHOULDER, THEN TWO COTTER CENTER OF THE BUILDING O THEN REINSTALL WBBC2 W/(8).. PIN WILL BE PROVIDED. RULE#5- WHENEVER POSSIBLE, PLACE ALL SINGLE BRACES ON THE SAME AGAINST ZEE/CEE SDS AS SHOWN. DO KU REUSE O (55307) 'A' SIDE OF THE.FRAME WEB. MEMBER CENTER HOLES. SUB JAMB LOCATION ** 10" & 11.1/2" PURLINS REQUIRE 3 BOLTS AT EACH END OF PURLIN LAP. ALTERNATE CONNECTIONS ALTERNATE CONNECTIONS PER.DESIGN REV.DA1E:O6n13/11 REV.N0.0311" REV.DATE06/09/18 REV.N0.0P REV.DATE:fO/P4nT REV.N0.Q3 REV.DATEHO/P4n) REY.IN°OS RCV.GATE OS/30/10 REV.NO.a1 ROD BRACING TYPICAL FLANGE BRACE CONNECTIONS ROOF/WALL FLANGE BRAG NG ROOF/WALL FLANGE BRACING CORNER ZONE BRACING BR02K1 CLEVIS ASSEMBLY BR06AE CONT. PURLIN LAP SHOWN, CONT. GIRT & SIMPLE PURLIN BR06J3 PURLIN/GIRT WITH LINER OR INSJL. VAPOR RETARDER BR06K3 PURLIN/GIRT WITH INSULATION VAPOR RETARDER BR10F5 WALL PLAN VIEW (JAMB SUPPORT) SEE ERECTION DRAWINGS (2 OR 4)A325 BOLTS FOR LOCATIONS AND PART MARKS SEE ERECTION DRAWINGS FOR PRIMARY BRACE.ROD LOCATIONS, PART MARKS AND PORTAL FRAME BOLT QUANTITIES AN O SIZES .FRAME BRACE ROD ® c CLEVIS PIN W/COTTER PIN (SEE ERECTION DINGS) ADJUST.ADJUST, CODES CLEVIS PIN w/COTTER PIN GIRT SUPPORT CHANNELS Iv YI � GAGE Q STRUT CONNECTION BOLTS (SEE ERECTON DWGS) (IF PRESENT) I ' SEE DRAWINGS FOR 1 1 HS / SIZES AND QUANTITIES / WALL BRACE ROD LENGTH ppp 1 (millimeters) BRACE STRUT(GAGE) ® BRACE STRUT 1 I SHAPE A-32X 1 ® _BSB__ FIELD SLOT THE SIDEWALL GIRT (4908 BOLLTT ® AT INSET GIRT CONDITION 1 1DEPTH FLANGE BRACE REQUIREMENTS COLUMN PORTAL COLUMN DEPTH FLANGE BRACE DEPTH SHAPE GAGE <24" HF83060 >24" &436" HF641D6 07 = 7" Z = ZEE 11 = 0.113 098 >36' HFB6032 OB = g 1/2" E = LOW EAVE STRUT 12 = 0. COLUMN VARIES NOTE: MAXIMUM 2" X 4" 1D = 1D" 13 = 0.0 88 SLOT. DO NOT CUT INTO 11 = 11 1/2" H - HIGH EAVE STRUT ib = 0.079 WHERE SLOTTED HOLES ARE PRESENT, BOLTS ARE / NOTES SLIP CRITICAL AND MUST BE FULLY PRE TENSIONED. WHERE SLOTTED HOLES ARE PRESENT, BOLTS ARE GIRT FLANGE. 15 0-073 B PAYING SURFACES MUST BE PAINT FREE. IF PAINT SLIP CRITICAL AND MUST BE FULLY PRE TENSIONED. 16 = 0.068 o FIELD DRILL RA"HOLES IN PRIMARY AND PORTAL FRAME WEBS IS FOUND ON FAYING SURFACES IN SLOTTED PAYING SURFACES 41UST B- PAINT FR77 PAINT FOR FLANGE BRACE CONNECTIONS. CONNECTIONS REMOVE WITH LIGHT GRINDING. IS FOUND ON "APING SURFACES IN S_CTE- 17 = 0.060 ® DRILL 9/16"HOLE IN PORTAL FRAME COLUMN WEB APPROX.2" STANDARD HARDENED WASHERS ARE REQUIRED OVER CONNECTION,. REVCVE WITH LIGHT GRI,NDN3 FROM BOLTING PLATE ®BEAM q.. ALL SLOTS. SEE ERECTION DRAWINGS FOR MARK STANDARD NSEE ERECTION WASHERS ARE REO',,RED OVER AND QUANTITIES. ALL SLOTS. SEE ERECTION DRAWINGS FOR MARK - - NUMBERS AND OvAN TITLES. REv.DA1E:0]nl/1a REv.Nao3 PORTAL FRAME DETAIL REP.DATE!.7/11 REe ND.o1 STRUT BRACING REv.DAiE:Da/a3/11 RLV:No.O' WALL STRUT BRACING 'MTE:OR/'°72o REv.N0.00 INSET GIRTS WITH BRACE RODS REv.W E:°vov°'REV.NO.Do SECONDARY PART MARK NUMBER BR12J1 CONNECTION TO FRAME BR15J1 GAGE STRUT ON WALL BR15JC THREE-PLATE: STRC'" IN WALL BRR052 FIELD WORK BRACE SLOT EN5161 COMMON GENERATED MARK NUMBERS l� 7" �J—ERECTION DRAWING PART MARK P RLIN 1/2" PURLIN PU LIN 2 1/2„ 2 5/8„ EPC2 EPC3 PURLIN PC27 ARC1 ADJUST. CODES P ri GAGE SECTION "A„ SECTION „A" El LENGTH WELDED CLIP BOLTED CLIP FEE INCHE millimeters 1 W 1 B 3y_�E SPACE SHAPE iti REFER TO ERECTION DRAWINGS ePy FOR ALL CLIP MARK NUMBERS DE PT BAY NUMBER AND LOCATIONS. 8PY 5PA e QQUNTER UP--L CANOPY (C)/PARTITION(P)/ DEPTH SHAPE GAGE ROOF(R)/WALL(W) NUMBER A 07 = 7" ZS = ZEE 11 = 0.113 08 = 8 1/2" CS = CEE 12 = 0,098 A 7"OR 8 1/2" 10 = To" ES - LOW EAVE STRUT 13 - O.OB8 BUILDING SHAPE HIS - HIGH EAVE STRUT "1/2- PURLINS 2 5/g'. ® 11 - 11 1/2 14 = 0.079 BE = BACK TO BACK CEE FB = FACE TO BACK CEE 15 = 0.073 THE BAY/BUNDLE CODE IDENTIFIES FF= FACE TO FACE QEE 16 - ,0017 50 THE BUILDING CANOPY/PARTITION/ ROOF/WALL PLANE AND BAY RAFTER IEV.nnTE:m/D7/08I REv.ND.DO SPECIAL SECONDARY PART MARK KEY REv.DATE:D1/31/1J REV.No SECONDARY BUNDLE LOCATION KEY -AT-07/01/09 REV.NO.00 PURLIN AND GIRT SIZES 6°c wTE'oe/"n' REV"°0V ANTI—ROLL PURLIN CLIPS EN51 62 COMMON GENERATED MARK NUMBERS EN5183 ALL SECONDARY DEPTHS E1N53F1 e 1/2" 216mm RS03J1 WHEN REQUIRED BY DESIGN THE VP ENGINEER'S SEAL APPLIES ONLY TO THE THIS DRAWING,INCLUDING THE INFORMATION HEREON,REMAINS THE PROPERTY OF VP BUILDINGS. VP Buildings 1.UNLESS NOTED,USE 112 X 1 112 A325T BOLT(49080)AND NUT(47120) D 9 W/O WASHERS.SNUG TIGHTEN BOLTS FOR ALL SECONDARY CONNECTIONS. WORK PRODUCT OF VP AND DESIGN AND O IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED IN THE APPLICABLE PURCHASE WALL SECONDARY SEDNS�a� 2.FLANGE BRACES ARE AN INTEGRAL PART OF THE STABILITY OF THE PERFORMANCE REQUIREMENTS SPECIFIED BY ORDER AND MAY BE REPRODUCED ONLY FOR THAT PURPOSE.IT SHALL NOT BE MODIFIED, 3200 Players Club Circle Memphis TN 38125 STRUCTURAL SYSTEM AND MUST BE PROPERLY INSTALLED PRIOR TO ERECTION VP.THE VP ENGINEER'S SEAL DOES NOT APPLY REPRODUCED OR USED FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF VP REV DATE BY DESCRIPTION BUILDER JOBNO TO THE PERFORMANCE OR DESIGN OF ANY BUILDINGS. Axthelm Construction OF WALL AND ROOF SHEETS. OTHER PRODUCT OR COMPONENT FURNISHED THE GENERAL CONTRACTOR AND/OR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE GOOD CUSTOMER Arne Zenneek DATE 3.REMOVAL OR ALTERATION OF ANY COMPONENT IS PROHIBITED. BY VP EXCEPT TO ANY DESIGN OR QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN ACCORDANCE WITH THIS DRAWING, LOCATION 9/22/2022 PERFORMANCE REQUIREMENTS SPECIFIED BY DETAILS REFERENCED IN THIS DRAWING,ALL APPLICABLE VP BUILDINGS ERECTION GUIDES,AND Arlington,Washington �MVPVP. INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION,INCLUDING THE CORRECT USE OF PROJECTDRAWWCHECK RNW Cistribution,Inc. TEMPORARY BRACING. BUILDERS PON A BluaScope Steel Company PAGE NTS VP Quote#210163 Rev3 VPC VERSION: 2022.2a 37 1 0/1 0120 2 2 SEDSheet 16:43:53 FILENAME' Vpc1RNW308h AaIYIW.OI Blu.- F Bull. aN—ARb, ,I- OPTION SECOND CEE ON A DOUBLE FIELD LOCATE AND DRILL(B 9/16" JAMB IS HELD BACK 8"FROM FOR F 53 7)TO 9'X 9'USE A 1SHOWN,X f 1/4" DIAMETER HOLES IN RAKE BEAM EACH END OF MAIN JAMB, SDS(55307)LOCATED APPROX AS SHOWN. TO ATTACH(DJC2—,DJC3—,OR OJC4—) SECOND CEE NO CLOSER THAN 3/8'FROM EDGE ON A DOUBLE A OF CLIP OR HOLES.SCREW SPACING NOT DOOR JAMB CLIP JAMB IS HELD 8 1/2"GIRT CLIP GCS LESS THAN 3/4"APART. (DJC2-) AT 8 1/2" JAMB / ( ) RAKE BEAM BACK 8" 10" GIRT CLIP (GCE-) FIELD LOCATE AND DRILL(2)9/18" FROM EACH END I MAY BE SHOP `O DIAMETER HOLES IN ZEE GIRT DJC3- AT 10"JAMB ( ( )1 OF MAIN JAMB nazASTeo�T(aeoeD(j2j 1/2'X 1 1/2' 11DJ9/2 JAMB AND A I WELDED (GC2 OR GCB-) d I I JAMB, SINGLE I `® NOTE: THE DOOR JAMB CLIP IS OR DOUBLE E ® ORIENTED WITH THE TOP FLANGE A / SIR IN THE DOWNBLOPE DIRECTION. RAKE DOUBLE JAMB q e(EV ® BEAM JAMB BASE CONNECTION ` S eA11DN CLIP (PG1) a�0M OF w C1'1ON ,7 ROAKE08EAM ® (2) 1/2' A307 THIN A G1f� C ZEE GIRT \ ! >-6�� i/2"ANCHOR HEAD BOLT(096636) INSET GIRT (JAMB SUPPORT \ q RODS WTH & NUT (095032) 1 Ap�K1 COLUMN ZEE CIRT SHOWN GIRT) DOUBLE JAMB �' HARDENED WASHER ® PMEOG CEE GIRT SIMILAR 7 (2) 1/2" A307 THIN CONNECTION Z i/ � FR EMI Id 1 1 4 4" 6 HEAD BOLT(095536) JAMB. JAMB SINGLE DP RAKE 6„ /„ BEAM & NUT (095032) SINGLE OR DOUBLE MAX GABLE GIRT CLIP @ JAB DOUBLE BEE1 1/2"DEEPER HOLES g OF JD OU SUE MSS ONLY r I® w AVAILABLE CONCRETE FSNR ZEE GIRT SHOWN (GC19/,-)AT 7"& 10" GIRT(RIGHT SHOWN) THAN THE JAMB SUPPORT GIRT. AT 24" O.C. CEE GIRT SIMILAR (GC18-) AT 8 1/2"GIRT (ONLY EXCEPTION: 11�2'JAMB �,p FOR 8 1/2' (GC20-) AT 11 1/2" GIRT CAN BE USED W/81 2"GIRT) ,..'9?�F, AND 10' (BY BUILDER) BASE MEMBER LJ _� ALIGN JAMB AND GIRT AT EL. '/'yC� MEMBERS) JAMB CAN BE 1 1/2"DEEPER d I PG1 CLIP = 3 3/4' AT 7". 8 1/2". 10"GIRTS THAN THE JAMB SUPPORT GIRT ALIGN JAMB AND GIRT AT BL SECTION A—A B 1/2" & 10" INSET GIRT SECTION A—A PGV1D67 CLIP - 4 3/4" AT 11 1/2" GIRTS NOTE: DOOR JAMB CLIPS SHOWN ARE ONLY FOR 6"ENDWALL FRAME OFFSET REV.DATE:d/2e/10 REV.N0.01 REV.DATE:O7/3J/13 PEV.N0,d REV.DATE:II/d0/1S PEV.NQ 03 REV.DATE:OS 4 7 REV.NQ d REV.MX'Ot/01/OB REV.N0.00 IF GIRT CONN. AT COLUMN GABLE GIRT CONN. TO RAKE BEAM JAMB TO GIRT JAMB TO RAKE BEAM JAMB BASE ATTACHMENT WSO1 H2 INSET GIRTS WSO4E2 INSET GIRTS WS20B2 SINGLE OR DOUBLE JAMB, ANY ZEE GIRT WS20B4 ANY JAMB, INSET ENDWALL WS20B8 SINGLE OR DOUBLE JAMB JAMB DEPTH OPTION GIRT 70 FOR FO'S UP TO 9'X 9'USE(3)1/0-14 X 1 1/4" DOOR HEADER CHANNEL JAMB CLIP 7" 8 1/2" 10" 11 1/2" SOS(55307)LOCATED APPROX AS SHOWN. DHA—) 0 7"GIRT ZEE GIRT SILL TD JAMB NO CLOSER THAN 3/B'FROM EDGE �DHC-) 0 8 1/2"GIRT 7' JTG3 JTGB HEADER TO JAMB CLIP (PGi) OF CLIP OR HOLES.SCREW SPACING NOT CLIP (PG1) LESS THAN 3/4"APART. ((DHD-) 0 10"GIRT w 5 1/2' JTG1 JTG5 JTG7 q (DHE-) ® 19 1/2"GIRT c 10" JTG4 J7G2 � FULL WIDTH OF 611 1/2" JT02 SINGLE JAMB ®4 FRAMED OPENING DOOR HEADER SILL D D SINGLE JAMB 'I (2) 1/2" X 1 1/2" A A325 BOLT(49050) II A eo JAMB BASE q `oV,f SINGLE JAMB CLIP (2)1/2"A307 THIN SINGLE JAMB (2)1/2" A3D7 THIN A` / i 11 loo DIM. A HEAD BOLT 098638 HEAD BOLT(096636) ZEE GIRT 1/4-14 x 1 1/4" �1 j L� \® ( & NUT(095032) STRUCT FSNR (55307) y� & NUT(095032) FIELD LOCATE AND DRILL(21 9/16' O /� 12" O.C. \ ?� SINGLE JAMB DIAMETER HOLES IN z 1 GJf1T 6 �L \\\\/' SHOWN - DOUBLE TO ATTACH JAMB(2)1/2 x 1 1/7" JAMB SIMILAR O GIRT CLIP � A � A A325 BOLT(4906) A IO (SEE CHART) EQUAL 3" EQUAL EQUAL 3" EQUAL F($4 DOOR A HEADER ZVArOSECTION A—A o O 1 6)I HEAD BOLT (9 63 (4) 1/2' A307 THIN Belgw�nON CHANNEL HEAD BOLT(096636) DIM_A ZEE GIRT SHOWN j & NUT(095032) I O O OPENING A JAMB CAN BE 1 1/2"DEEPER ED �- CEE GIRT SIMILAR I I OPENING HEIGHT &NUT(095032) I I THAN THE JAMB SUPPORT GIRT. Z TEMPORARILY ATTACH DOOR 3 1/4"AT 7",8 1/2", 10"JAMB I HEIGHT I I I (ONLY EXCEPTION: 11 1/2'JAMB HEADER CHANNEL W/ 6 1/4"AT 11 1/2' JAMB JAMB CAN BE 1 1/2'DEEPER I III----...441...---...Ill"..---...J!! CAN BE USED W/B 1/2'GIRT) O w 1/4-14 x 1 1/4' THAN THE JAMB SUPPORT GIRT. EQUAL 3" EQUALSECTION A—A 4'—O" O.C. ALIGN JAMB AND GIRT AT SL. 0 x STRUCT FSNR (55307) (ONLY EXCEPTION' 11 1/2*JAMB SECTION A—A SECTION A—A CAN BE USED W/81 2"GIRT) Q PGl CLIP - 3 3/4" AT 7", 8 1/2", 10"GIRTS ALIGN JAMB AND GIRT AT GIL. SECTION A—A PGV1067 CLIP = 4 3/4' AT 11 1/2" GIRTS REV.DATOO 1/15IRE%N0,D4q REV.D4;07/01 W,,NO,00 REV.DA1E:D7/01/11 REV NO.DO REV.OAlE:1R S REV.Nod REV.%HOOT/01/0a PEV.ND.OD GIRT TO JAMB HEADER TO JAMB SILL TO JAMB JAMB BASE TO GIRT DOOR HEADER CHANNEL CONN. W520F2 SINGLE JAMB WS20F9 ANY HEADER, ANY SINGLE JAMB WS20FB ANY SILL, ANY SINGLE JAMB WS20H2 ALL JAMB AND GIRT DEPTHS WS21 D7 ANY ZEE GIRT, ANY JAMB GIRT CLIP CORNER COLUMN ((005)D)((G 2) AT 8 1/2"GIRT (GCE-) (GCB-) AT 10" GIRT ENDWALL GIRT 8 1/2"&10" INSET 1 SDEWALL GIRT e � B � o �Rl 1 A A 6 FRAME GIRT CLIP (BOLTED)(WELDED) ( *** )GC64-) AT 7" GIRT GIRT FILLER ANGLE (GC34-)(GC65-) AT 8 1/2"GIRT (GFA-) W/(3)55307 (GC62-(GC66_) AT 10" GIRT (GC63_)(GC67_)AT 11 1/2' GIRT ***- SEE DETAIL WSR007 FOR BOLTED CLIP TO 7" GIRT 8 1/2" &10" INSET SW GIRTS REV.DAM02 o 13 IRV.N0.00 IF-GIRT CONN. AT CORNER COLUMN WSR004 ANY INSET GIRT AT EW, INSET GIRT AT SW 1.UNLESS NOTED,USE 112 X 1 1/2 A325T BOLT(49080)AND NUT(47120) THE VP ENGINEER'S SEAL APPLIES ONLY TO THE THIS DRAWING,INCLUDING THE INFORMATION HEREON,REMAINS THE PROPERTY OF VP BUILDINGS. D VP Buildings W/O WASHERS.SNUG TIGHTEN BOLTS FOR ALL SECONDARY CONNECTIONS. WORK PRODUCT OF VP AND DESIGN AND IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED IN THE APPLICABLE PURCHASE WALL SECONDARY SEDES b 2.FLANGE BRACES ARE AN INTEGRAL PART OF THE STABILITY OF THE PERFORMANCE REQUIREMENTS SPECIFIED BY ORDER AND MAY BE REPRODUCED ONLY FOR THAT PURPOSE.IT SHALL NOT BE MODIFIED, 3200 Players Club Circle Memphis TN 38125 , STRUCTURAL SYSTEM AND MUST BE PROPERLY INSTALLED PRIOR TO ERECTION VP.THE VP ENGINEER'S SEAL DOES NOT APPLY REPRODUCED OR USED FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF VP OF WALL AND ROOF SHEETS. TO THE PERFORMANCE OR DESIGN OF ANY BUILDINGS. REV DATE By DESCRIPTION BUILDER Axthelm Construction JOBNO 3.REMOVAL OR ALTERATION OF ANY COMPONENT IS PROHIBITED. OTHER PRODUCT OR COMPONENT FURNISHED THE GENERAL CONTRACTOR AND/OR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE GOOD CUSTOMERDATE BY VP EXCEPT TO ANY DESIGN OR QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN ACCORDANCE WITH THIS DRAWING, Ame tonn,,Wa ShingtOn PERFORMANCE REQUIREMENTS SPECIFIED BY DETAILS REFERENCED IN THIS DRAWING,ALL APPLICABLE VP BUILDINGS ERECTION GUIDES,AND DRAMINICHECK LocnnoN Arlingto 8/22I2022 VP BUILDINGS VP. INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION,INCLUDING THE CORRECT USE OF PROJECT RNW Cistribution,Inc. VARCO PRUDEN TEMPORARY BRACING. 5UILDERB Pon A BI-Soope Steal Company _ NITS VP Quote#210163 Rev3 VPc VERSION: 2022.2E 38 10/10/2022 SEDSheet 15:43:54 FILENAME' vpc1 RNW 30fth a dimsim 0 a10*Swpe Su,dinp NO Am*dca,I Covering Schedule Trim Schedule Id Qty Start Length Qty Stagger LengthType Gage OP Fin. Color Id Parts Color Details #51 66 38'-6 1/8e SSR 24 2 K TD Tl SRCF06,(13)SRCFIO,SRCN06,(13)SRCM10 Match Roof Color RC34A7,RCV418,RCV419,RCV420,RCV421,RCV531 #52 27 46-6 7/8" 27 41'-6 7/8e SSR 24 2 K TD T2 (4)RFR10-130,(2)RKF20,(4)RSB10,(4)RSC10,(4)STC10B Cool Dark Bronze RC1OA2,RC3OA9 #53 27 40'-4e 27 40'-4e SSR 24 2 K TD _ T3 SPC20,SRR2 Cool Dark Bronze RCV5OI,RCV502 #54 33 15-5 1/4e 33 20'-5 1/4° SSR 24 2 K TD T4 (11)RFR10-130,(5)RKF20,REF10,(11)RSH10,(11)RSC10,(11)STC10B Cool Dark Bronze RCIOA2,RC3OA9 #55 1 $6'-6 7/8e SSA 24 2 K TD TS (4)RFR10-130,.(2)RKF20,(4)RSB10,(4)RSC10,(4)STCIOB Cool Dark Bronze RC10A2,RC3OA9 #56 6 18'-4 7/8- 5 23'-4 7/8" SSR 24 2 x TD T6 SPC20,SRR2 Cool Dark Bronze RCV501,RCV502 #37 8 4'-7 1/8e SSR 24 2 G TD T7 RFR10-130,RKF10,RSBIO,RSCI0,STCIOB Cool Dark Bronze RC10A2,RC3OA9 #64 10 9'-5 1/4e SSR 24 2 K TO T8 (2)SETIOA,SET05A,(2)TA12,(2)EG122,(13)STR4,(3)GRA10 Cool Dark Bronze RC03A2,RC38E2,RCV009,RCV324,RCV536 Opsr. Cnde:2=SQ,SQ T9 BSI,FPRFI,GGC2,MCC1 Cool Dark Bronze RC38N1 Finieh:K=KXL (Kynar) T10 (2)5CE75,CP510 Match Soffit Color RC38R1 Finish:G-Galvalume Tll RFR1O-130,RKF10,RSB10,RSC10,STC10B Cool Dark Bronze RClOA2,RC3OA9 Color:TD=Standard Color T12 (13)SETSOA,(7)TA12,(6)E0202,EG122,(67)STR4,(13)GRA10 Cool Dark Bronze RC03A2,RC38E2,RCV009,RCV324,RCV536. T13 HSI,FPRFI,GGC2,KCC1 Cool Dark Bronze RC38N1 T14 (2)SCE75,CP510 Match Soffit Color RC38R1 T15 RFR10-130,RKF10,RSB10,RSC10,STC10C Cool Dark Bronze RC10Al,RC3OA9 T16 (21 ASET102,/(2 y,T,1250,EG162 4 5 R4,(2)GRA10 r7 Dark Bronze �CO3A2,RC38E2,RCV009,RCV324,RCV536 T17 BSI,FPRF12 Cl Dark Bronze C38N1 T18 (2)SC875,CP5 0 M toh 6offit Color RC38R1 T19 3CPOL,MCC1 Cgo1 Dark Bronze RC50H3 T25 _. .._ T25 -s - 1 Dark Bronze RC50H3 T2 RFR10-1310,RKF10 0 3 0 3 10B Cool Dark Bronze RC10A2,RC3OA9 T22 (11)SET 7)A,(6)T I10)#69 22,(55)STR4,(11)GRA10 Cool Dark Bronze RC03A2,RC38E2,RCV009,RCV324,RCV536 T 3 e w Ta i0 T23 Dark Bronze RC38N1 Oa to .a T.M_. .( n _ _... _n _. n. H Sof�'tt Color RC38R1 H I 5 H 1, IF NC COcl Dark/Bronze RC38N7 6 H 0 1 Ti Dark Bronze RCSOH3 7 ,H 0 M 1 11 Dark Bronze RCSOR3 (sU#sa 00 18 (54)#63 T9 T9 I N u • o (6fi)459 n e n ° HJ1 1-2,-0e I ���i\� „ T13 _ m! _._ 113 __.—. _.. eL BL eL 8L BL ROOF COVERING PLAN Dimension Key 1 n-a• sae—Panel (cue Di'. =1-1.) Shape Name=RNW Distribution,Shape=RNW Distribution,Shape=RNW Distribution,Shape=RNW Distribution,Shape=RNW Distribution,Shape=Ent Canopy-MAIN a a -a^ acercer 1 cDc aim. .z l-1- THE VP ENGINEER'S SEAL APPLIES ONLY TO THE THIS DRAWING,INCLUDING THE INFORMATION HEREON,REMAINS THE PROPERTY OF VP BUILDINGS. 514,*;1PR'LIfaNP DSAIM TEFL, OLES�OR STRUCTURAL FASTENERS D VP Buildings MAY BE REQUIRD FOR HEAVY GAGE NESTED ZEE's AND/OR FASTENERS WORK PRODUCT OF VP AND DESIGN AND IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED IN THE APPLICABLE PURCHASE ROOF COVERING PLAN TO$T5UCTURAL BEA�MiS �I PERFORMANCE REQUIREMENTS SPECIFIED BY ORDER AND MAY BE REPRODUCED ONLY FOR THAT PURPOSE.IT SHALL NOT BE MODIFIED, 3200 Players Club Circle Memphis TN 38126 _z uP L t/Y�JE°Lg��2 N�Y�f@ j''L wxA 1 6V T'gE'9%UCTURAL SYSTEM. VP.THE VP ENGINEER'S SEAL DOES NOT APPLY REPRODUCED OR USED FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF VP REV DATE 9Y DESCRIPTION BUILDER JOBNO 6 " �+ y TO THE PERFORMANCE OR DESIGN OF ANY BUILDINGS. AXthelm Construction gtA A� A,p}SDI' 61'IIN �G 1IOR AUTHORIZATION IS PROHIBITED. OTHER PRODUCT OR COMPONENT FURNISHED THE GENERAL CONTRACTOR AND/OR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE GOOD CUSTOMER Arne Zenneck DATE z 3°8 'YfY�IYfA1b 8tL%tAba LIMITATIONS SHORT PANELS MAY REQUIRE BY VP EXCEPT TO ANY DESIGN OR QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN ACCORDANCE WITH THIS DRAWING, FIELD CUTTING,SEE THE COVERING SCHEDULE FOR CUT LENGTHS. PERFORMANCE REQUIREMENTS SPECIFIED BY DETAILS REFERENCED IN THIS DRAWING,ALL APPLICABLE VP BUILDINGS ERECTION GUIDES,AND L0CAn0N Arlington,Washington VP BUILDINGS 9/22/2022 4.SEE JOB DETAILS FOR COVERING AND TRIM FASTENER SPECIFICATION. VP. INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION,INCLUDING THE CORRECT USE OF PROJECT VARCO PRUDEN DRAWN/CHECK RNW Cistribution,Inc. TEMPORARY BRACING. BUILDERS PO# ABI-S--Steel Company ppGE NTS VP Quote#210163 Rev3 we vmsIow 2022.2a 39 10/10/2022 15:43:57 FILENAME: vpc1RNW30fth edwimdBw6acoc6-Wmg,—A—e ,Im Liner/Soffit Schedule Liner Trim Schedule 1d Qty Type Length Gage OF Finish Color Direction Cut id Part. Color Details #57 8 PR 20--0" 26 1 x TD Right to Left T1 (3)LTA10 Match Roof Color WC61A7,WCV060 #58 1 PR 20-0° 26 1 x TD Right to Left T2 (4)JT10 Match Roof Color WC61A9 #7 2 PR 20-4 1/8° 26 1 K TD Left to Right #8 2 PR 16'-10° 26 1 K TD Left to Right #32 1 PR 15-4 1/8° 26 1 x TD Left to Right #33 1 PR 15'-4° 26 1 K TD Left to Right #34 1 PR 6'-10° 26 1 K TD Left to Right #35 1 PR 20-4 1/8° 26 1 x TD Left to Right #36 1 PR 16'-10° 26 1 K TD Left to Right #47 1 PR 19-10 1/8° 26 1 x TD Left to Right #48 1 PR 201.-4• 26 1 K TD Left to Right #49 1 PR 15'-4° 26 1 K TD Left to Right #50 1 PR 8'-4 7/8° 26 1 K TD Left to Right #1 7 PR 1'-10 3/4° 26 1 K TD Left to Right #2 1 PR 2'-0 1/4° 26 1 K TD Left to Right #12 43 PR 1'-10 3/4" 26 1 K TD Left to Right #13 1 PR 2'-0 1/4° 26 1 K T❑ Left to Right #31 6 PR 4'-11 1/8° 26 1 K TD Left to Right #44 36 PR 1'-10 3/4• 26 1 K TD Left to Right Oper. Code:l=SQ,S4 �,_-m' L - -__ __ _._Lk3'-s• Finish:K.KXL (Kynar) COlor:TD•Standard Color (36)044 — m #50 Tl I #47— I T1 M I� 1132 I.. k] I 3 4L II 134 e (/. 036 yk a ROOF LINER PLAN .. (View from outside Building) 35 #] I \J a 116-0• Shape Name=RNW Distribution,Shape-RNW Distribution,Shape=RNW Distribution,Shape=RNW Distribution,Shape=RNW Distribution,Shape=Entry Canopy-MAIN 1.PRE-DRILLING THE VP ENGINEER'S SEAL APPLIES ONLY TO THE THIS DRAWING,INCLUDING THE INFORMATION HEREON,REMAINS THE PROPERTY OF VP BUILDINGS. D VP Buildings MAY BE REQUIRED DIAMETER HOLES FOR STRUCTURAL FASTENERS D FOR HEAVYGAGE NESTED ZEE's AND/OR FASTENERS WORK PRODUCT OF VP AND DESIGN AND IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED IN THE APPLICABLE PURCHASE ROOF LINER PLAN TO STRUCTURAL BEAMS PERFORMANCE REQUIREMENTS SPECIFIED BY - ORDER AND MAY BE REPRODUCED ONLY FOR THAT PURPOSE.IT SHALL NOT BE MODIFIED, 3200 Players Club Circle Memphis TN 38125 VP.THE VP ENGINEER'S SEAL DOES NOT APPLY REPRODUCED OR USED FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF VP BUILDER 3OBNO 2.STEEL PANELS ARE AN INTEGRAL PART OF THE STRUCTURAL SYSTEM. TO THE PERFORMANCE OR DESIGN OF ANY BUILDINGS.. REV DATE BY DESCRIPTION Axthelm Construction REMOVAL OR ALTERATION WITHOUT PRIOR AUTHORIZATION IS PROHIBITED. OTHER PRODUCT OR COMPONENT FURNISHED THE GENERAL CONTRACTOR AND/OR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE GOOD CUSTOMER Arne Zenneck DAYB 3.DUE TO MANUFACTURING LIMITATIONS SHORT PANELS MAY REQUIRE BY VP EXCEPT TO ANY DESIGN OR QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN ACCORDANCE WITH THIS DRAWING, FIELD CUTTING,SEE THE COVERING SCHEDULE FOR CUT LENGTHS. LOCATION 9/22/2022 PERFORMANCE REQUIREMENTS SPECIFIED BY DETAILS REFERENCED IN THIS DRAWING,ALL APPLICABLE VP BUILDINGS ERECTION GUIDES,AND Arlington,Washington VP BUILDINGS 4.SEE JOB DETAILS FOR COVERING AND TRIM FASTENER SPECIFICATION. VP. INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION,INCLUDING THE CORRECT USE OF PRO.IECT VARCO PRUDEN DRA9YlllCHECK RNW Cistribution,Inc. TEMPORARY BRACING. EEE� BUILDERS PDM ABIueScope SteH Company PAW NTS VP Quote#210163 Rev3 vnvERsim: 2022.2a 40 10/10/2022 15:43:59 FILENAME: vpel RNW 30 ft h z alms w a eluesmpe Bmml qs w°M Am°tl e,Ino. Covering Schedule Trim Schedule Id Qty Type Start Length Gaga OF Fin. Color Direction Id Parts Color Details 0 3 8 W 25'-0 7/8-126 1 K TS Left to Right T1 (0.9)BA125,(3)BT10 Cool Dark Bronze EN52A1,ENVO03,RCOOAI,WC01AB,WC04G1 Oper. COde:l.BQ,SQ T2 PCA05A Match Wall Color WCllF1,WCl1F4 Finieh:X.XXL (Kynar) T3 DFTOS,JTOS Cool Dark Bronze WC24A1 COlor:TS.000l Sierra Tan T4 DFT05,HT805 Cool Dark Bronze WC24A2 TS TDFR05 Cool Dark Bronze WC24A4 T6 (2)PCAIOA,PCA05A Match Wall Color WC1IFS,WC11F9 T7 CT20,CT05 Match Wall Color WC20A1 T8 ICF20,ICF05 Match Wall Color WC21A1 T9 5CE75,(3)CP510,DN1,(5)DST1 Match Wall Color RC38P1 T6 Tp ' III T4 T4 III J (s)47 aL 3L COVERING ELEVATION AT J Fsateaer Schedule Pert Deacriptioa 0097584-113 (T-2) #12-14 x 1 1/4•, 5/16• Hex Bd, 88 Cap w/Washer 0097584-105 (T-2) #12-14 x 1 1/4", 5/3. Hex Hd, 88 Cap w/Washer 0097581-113 (T-1) 1/4-14 x 7/On, 5/16• Box Rd, BE Cap w/Washer Shape Name-RNW Distribution,Wall m 1 1.PRE-DRILLING 1/8 DIAMETER HOLES FOR STRUCTURAL FASTENERS THE VP ENGINEER'S SEAL APPLIES ONLY TO THE THIS DRAWING,INCLUDING THE INFORMATION HEREON,REMAINS THE PROPERTY OF VP BUILDINGS. D VP Buildings MAY BE REQUIRED FOR HEAVY GAGE NESTED ZEE's AND/OR FASTENERS WORK PRODUCT OF VP AND DESIGN AND IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED IN THE APPLICABLE PURCHASE COVERING ELEVATION AT J TO STRUCTURAL BEAMS PERFORMANCE REQUIREMENTS SPECIFIED BY ORDER AND MAY BE REPRODUCED ONLY FOR THAT PURPOSE.IT SHALL NOT BE MODIFIED, 3200 Players Club Circle Memphis TN 38125 VP.THE VP ENGINEER'S SEAL DOES NOT APPLY REPRODUCED OR USED FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF VP 2.STEEL PANELS ARE AN INTEGRAL PART OF THE STRUCTURAL SYSTEM. Rev DATE By DESCRIPTION BUILDER REMOVAL OR ALTERATION WITHOUT PRIOR AUTHORIZATION IS PROHIBITED. TO THE PERFORMANCE OR DESIGN OF ANY BUILDINGS. _ AXthelm Construction OTHER PRODUCT OR COMPONENT FURNISHED THE GENERAL CONTRACTOR AND/OR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE GOOD CU4TOMER Arne ZenneCk TE 3.DUE TO MANUFACTURING LIMITATIONS SHORT PANELS MAY REQUIRE BY VP EXCEPT TO ANY DESIGN OR QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN ACCORDANCE WITH THIS DRAWING, FIELD CUTTING,SEE THE COVERING SCHEDULE FOR CUT LENGTHS, LacAnoN 9/wCHECK 2 PERFORMANCE REQUIREMENTS SPECIFIED BY DETAILS REFERENCED IN THIS DRAWING,ALL APPLICABLE VP BUILDINGS ERECTION GUIDES,AND Arlington,Washington VP BUILDINGS ORAwcNecK 4.SEE JOB DETAILS FOR COVERING AND TRIM FASTENER SPECIFICATION. VP. INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION,INCLUDING THE CORRECT USE OF PROJECT VARCO PRNDEN RNW Cistribution,Inc. TEMPORARY BRACING. BuaoeBs Pow A BlueBcope Steel Compa:ry L NTS VP Quote#210163 Rev3 VPC VERSION: 2022.2a 41 10/10/2022 15:44:01 FILENAME: Vpcl RNW 30 ft h a diAsIon 0 Blua ccc Bull6inpe NM Amelp,Inc. Covering Schedule Trim Schedule Id Qty Type Start Length Gage OP Fin. Color Increment Direction Id Parts Color Details #4 1 W 30-3 7/8" 26 1 R TD Left to Right T1 DFT05,JT05 Cool Dark Bronze WC24A1 #5 6 W 29'-1" 26 1 X TD -5 1/4" Right to Left T2 DFT05,HTS05 Cool Dark Bronze WC24A2 #6 7 W 24--2 3/8" 26 1 X TO 5 1/4" Left to Right T3 TDF905 Cool Dark Bronze WC24A4 #9 7 W 26--8 1/8" 26 1 x TS -5 1/4" Left to Right T4 (0.8)BA125,(2)BT10 Cool Dark Bronze EN52A1,ENVO03,RCOOAS,WC0IAB,WC04G1 Oper. Cod-l.SQ,SQ T5 (1.3)BA125,(4)BT10 Cool Dark Bronze EN52A1,ENVO03,RCOOAI,WC0IAB,WC0401 Finishtx.XXL (xynar) T6 (2)GAC1024,(2)NLTBIO,NLTBO5,3CS1081L,(3)CSAIOB1L,(4)CSA2102L Match Wall Color RC80E2,RC8OZ3,RCBOGI,RCSOG4,WC12A1 COlor:TD.Standard Color T7 GAC1024,(2)NLTB10,(S)CSA2302L,CSA1084L Match Wall Color RC8OE2,RCBOE3,RCBOGI,RCBOG4,WC12A1 Color ITS.COOl Sierra Tan TO GAC1024,(2)NLTB10,(S)CSA2102R,CSA1084R Match Wall Color RCSOE2,RC80E3,RCSOGS,RCSOG4,WC12A1 T9 (2)GAC1024,(2)NLTBIO,NLTH05,3CS0057R,(6)CSA2102R,CSA006OR Match Wall Color RCBOE2,RCBOE3,RC8001,RCBOG4,WC12A1 T10 CT20,CT05 Match Wall Color WC20A1 T2 T2 T2 T] T2 TT n X F F M n I n n n N »4 m m w .n-. T9 n_... n n n n TO n n n T3 F : nT8 J T1 n T9 m N Tn ea (T)49 I G T' T15 Te ( — T0--0- 8L 8L COVERING ELEVATION AT 8 Faetener Schedule Pare Description Roof Struct 11/4(T-2) #12-14 x 1 1/4", 5/16" Hax Ed, SS Cap w/Washer 0097584-105 (T-2) #12-14 x 1 1/4", 5/16" Hax Ed, OR Cap w/washer 0097584-113 (T-2) #12-14 x 1 I/4", 5/16" Hex Hd, SS Cap w/Washer Roof Stitch 7/8 F(T-1) 1/4-14 x 7/8", 5/16" Hex Ed, S6 Cap w/washer 0097581-113 (T-1) 1/4-14 x 7/8", 5/16" Hex Ed, SS Cap w/Washer Shape Name=RNW Distribution,Wall=2 1.PRE-DRILLING 118 DIAMETER HOLES FOR STRUCTURAL FASTENERS THE VP ENGINEER'S SEAL APPLIES ONLY TO THE THIS DRAWING,INCLUDING THE INFORMATION HEREON,REMAINS THE PROPERTY OF VP BUILDINGS. D VP Buildings MAY BE REQUIRED FOR HEAVY GAGE NESTED ZEE's AND/OR FASTENERS WORK PRODUCT OF VP AND DESIGN AND IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED IN THE APPLICABLE PURCHASE COVERING ELEVATION AT 8 TO STRUCTURAL BEAMS PERFORMANCE REQUIREMENTS SPECIFIED BY ORDER AND MAY BE REPRODUCED ONLY FOR THAT PURPOSE.IT SHALL NOT BE MODIFIED, 3200 Players Club Circle Memphis TN 38125 2.STEEL PANELS ARE AN INTEGRAL PART OF THE STRUCTURAL SYSTEM. VP.THE VP ENGINEER'S SEAL DOES NOT APPLY REPRODUCED OR USED FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF VP REV DATE BY DESCRIPTION BUILDER -- REMOVAL OR ALTERATION WITHOUT PRIOR AUTHORIZATION IS PROHIBITED. TO THE PERFORMANCE OR DESIGN OF ANY BUILDINGS. ______OTHER PRODUCT OR COMPONENT FURNISHED Axthelm Construction 3.DUE TO MANUFACTURING LIMITATIONS SHORT PANELS MAY REQUIRE THE GENERAL CONTRACTOR ANDIOR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE GOOD CUSTOMER Arne Zenneck DATE BY VP EXCEPT TO ANY DESIGN OR QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN ACCORDANCE WITH THIS DRAWING, LOCATION 9/22/2022 FIELD CUTTING,SEE THE COVERING SCHEDULE FOR CUT LENGTHS. PERFORMANCE REQUIREMENTS SPECIFIED BY DETAILS REFERENCED IN THIS DRAWING,ALL APPLICABLE VP BUILDINGS ERECTION GUIDES,AND _ Arlington,Washington VP BUILDINGS 4.SEE JOB DETAILS FOR COVERING AND TRIM FASTENER SPECIFICATION. VP. INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION,INCLUDING THE CORRECT USE OF PROJECT VARCO PRUDEN DRAWWCKECK RNW Cistribution,Inc. TEMPORARY BRACING. BUILDERS vox A BIUGSWPe Steel Company NTS VP Quote#210163 ROV3 VPC VERSION: 2022.2a 42 10/10/2022 15:44:02 FILENAME: VpC1 RNW 30 tth a dift,n 0 e.S.pe B"IIdig.Wh Amed.,Inc. Covering Schedule Trim Schedule Id Qty Type Start Length Gage OF Fin. Color Direction Id Parts Color Details #10 26 W 25'-0 7/8" 26 1 X TD Left to Right T1 DFT05,JT05 Cool Dark Bronze NC24A1 - #11 9 W 25-0 7/8" 26 1 R TS Left to Right T2 DFT05,HTS05 Cool Dark Bronze WC24A2 #14 8 W 25-0 7/8" 26 1 R TS Left to Right T3 TDFH05 Cool Dark Bronze WC24A4 Oper. COds.I.SQ,SQ T4 (1.0)BA125,(3)BT10 Cool Dark Bronze EN52A1,XNVO03,RCOOAI,WC01AB,WC04G1 Finish:X.XXL (Xynar) TS (3.1)BA125,(8)BT10 Cool Dark Bronze EN52A1,ENVO03,RCOOAI,WCDIAB,WC04G1 COlor:TD.etandard Color T6 (0.9)BA125,(3)BT10 Cool Dark Bronze EN52A1,ENV003,R000AI,WC0IAB,WC0401 ColorsTS.Cool Sierra Tan T7 (3)PCAIOA Match Wall Color WC11F1,WC11F4 TS (8)PCAl0A Match Wall Color WC11F1,WC11F4 T9 (2)PCAIOA,PCA05A Match Wall Color WCllF1,WCllF4 T10 CT20,CT05 Match Wall Color NC20A1 T11 SCE75,(3)CP510,DN1,(5)DSTl Match Wall Color RC38PI T12 5CS75,(3)CP510,DN1,(5)DSTS Match Wall Color RC38p1 I T7 TO T2 T2 TO T2 T2 T2 T2 T2 T2 T2 T2 Tv 1, FI 0 X M T7 T7 T3 13 T3 T3 ....T2 T7._._ TO ..1 191N11 (261M10 (N)NSa i T4 TO Tj 4— 126'-a^ BL 8L COVERING ELEVATION AT R Fastener Schedule Part Description Roof etruct 1 1/4(T-2) #12-14 x 1 1/4^, 5/16 Hex Ed, BE Cap w/Washer 0097584-105 (T-2) #12-14 x 1 1/4", 5/16" Hex Ed, SS Cap w/Washer 0097584-113 (T-2) #12-14 x 1 1/4 5116" Hex Ed, SS Cap w/Washer Roof Stitch 7/8 1(T-1) 1/4-14 x 7/8^, 5/16` Be. Ed, BE Cap w/washer 0097581-113 (T-11 1/4-14 x 7/8", 5/16^ Hex Ed, SS Cap w/Washer Shape Name=RNW Distribution,Wall=3 THE VP ENGINEER'S SEAL APPLIES ONLY TO THE THIS DRAWING,INCLUDING THE INFORMATION HEREON,REMAINS THE PROPERTY OF VP BUILDINGS. 1.PRE-DRILLING DIAMETER HOLES FOR STRUCTURAL FASTENERS WORK PRODUCT OF VP AND DESIGN AND IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED IN THE APPLICABLE PURCHASE D VP BUIIdIngB MAY BE REQUIREE D FOR HEAVY GAGE NESTED 2EE's AND/OR FASTENERS PERFORMANCE REQUIREMENTS SPECIFIED BY ORDER AND MAY BE REPRODUCED ONLY FOR THAT PURPOSE.IT SHALL NOT BE MODIFIED, 3200 Player Club Circle Memphis TN 36125 COVERING ELEVATION AT R TO STRUCTURAL BEAMS VP.THE VP ENGINEER'S SEAL DOES NOT APPLY REPRODUCED OR USED FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF VP _._ 2.STEEL PANELS ARE AM INTEGRAL PART OF THE STRUCTURAL SYSTEM. REV DATE By DESCRIPnoN BUILDER OBNO REMOVAL OR ALTERATION WITHOUT PRIOR AUTHORIZATION IS PROHIBITED. TO THE PERFORMANCE OR DESIGN OF ANY BUILDINGS. ArneXth Ze neck UCtlOn OTHER PRODUCT OR COMPONENT FURNISHED THE GENERAL CONTRACTOR AND/OR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE GOOD CUSTOMER Arne Zenneck DATE 3.DUE TO MANUFACTURING LIMITATIONS SHORT PANELS MAY REQUIRE BY VP EXCEPT TO ANY DESIGN OR QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN ACCORDANCE WITH THIS DRAWING, LacnnoN 8/2212022 FIELD CUTTING,SEE THE COVERING SCHEDULE FOR CUT LENGTHS. PERFORMANCE REQUIREMENTS SPECIFIED BY DETAILS REFERENCED IN THIS DRAWING,ALL APPLICABLE VP BUILDINGS ERECTION GUIDES,AND Arlington,Washington VP BUILDINGS DRawwcNECN 4.SEE JOB DETAILS FOR COVERING AND TRIM FASTENER SPECIFICATION, VP. INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION,INCLUDING THE CORRECT USE OF PROJECT VARCO PRUDEN RNW Cistribution,Inc. ' TEMPORARY BRACING. BUILDERS Pox VP BlueBcope Stesl Company ppcE NTS VP Quote#210163 Rev3 VPC VERSION: 2022.2a 43 10/10/2022 15:44:03 nLEN"N'E' vpc1RNW30fth adMeona B]UnSwe Buildings Nov,knit ,Inc. Covering Schedule Trim Schedule Id Qty Type Start Length Gage OF Fin. Color .Increment Direction Id Part. Color .Details #15 3 W 14-6 1/2^ 26 1 X TD -5 1/4" Right to Left T1 DFTI0,JT07 Cool Dark Bronze WC24A1 #16 9 W 22'-5 3/8" 26 1 E TO Right to Left T2 DFTOS,HTS05 Cool Dark Bronze WC24A2 #17 2 W 22'-6 3/8" 26 1 X. TD Right to Left T3 DFTI0,DFT0S,JTl0,JT05 Cool.Dark Bronze WC24A1. #18 1 W 27-8 3/4^ 26 1 X TO Right to Left T4 DFTI2,DFT10,HTS12,ETS10 Cool Dark Bronze WC24A2 #19 6 W 12'-9 1/2" 26 1 K TD -5 1/4" Right to Left IS (2)DFTIO,(2)HTS10 Cool Dark Bronze WC24A2 #20 1 W 24'-8" 26 1 X TD Right to Left T6 DFT05,JT05 Cool.Dark Bronze WC24A1 #21 5 W 20'-8 1/8" 26 Y X TD -5 1/4- Right to Left T7 TDFH05 Cool Dark Bronze WC24A4 #22 5 W 10'-.0 1/2^ 26 1 X TD Right to Left T8 (0.8)BA125,(3)BT10 Cool Dark Bronze EN52A1,ENVO03,RCOOAI,WC01AB,WC0401 #23 4 w 19'-0 1/4" 26 1 X TD -5 1/4" Right to Left T9 (0.9)BA125,(3)BT10 Cool Dark Bronze EN52A1,XNVO03,RCOOAI,WC01AB,WC0401 #24. 7 W 15-1" 26 1 K TS 5 1/4" Left to Right T10 (0.5)BA125,(2)BT10 Cool Dark Bronze EN52A1,ENV003,RCOOAI,WCOlAB,WC04G1 #25 8 W 21'-7 3/4• 26. 1 X TS 5 1/4" Left to Right Tll (0.2)BA125,BT10 Cool.Dark Bronze EN52A1,ENVO03,RCOOAI,WCOIAB,WC04G1 #30 7 W 26'-8 1/8• 26 1 K TS -5 1/4" Left to Right T12 (0.0)BA125,ST10 Cool Dark Bronze EN52A1,ENVO03,R000AI,WC0IAB,WC04G1 - Oyer. COde:l=SQ,Sq T13 (0.1)BA125,BT10 Cool Dark Bronze EN52A1,ENVO03,RCOOAI,WCOIAB,WC0401 Finish:XmKXL (Xynar) T14 (0)BA125,BT10 Cool Dark Bronze EN52A1,ENV003,RCOOAI,WCOIAB,WC0401 Color:TD=Standard Color T15 (0.1)BA125,BT10 Cool Dark Bronze EN52A1,ENVO03,RCOOAI,WCOIAB,WC04G1 Color:TS=Cool Sierra Tan T16 (0.7)BA125,(2)BT10 Cool Dark Bronze EN52A1,ENV003,RCOOAI,WCOIAB,WC04G1 T17 (0.2)BA125,BT10 Cool Dark Bronze EN52A1,ENVO03,RC00A1,WC01AB,WC04G1 T18 BWA0207,BWC20,(2)BWT110,(2)LTA10,(2)SWRTA2 Match Roof Color RC03A2,RCV104,RCV105,RCV420,RCV421,RCV422,. RCV450,RCV457,RCV531,WC14A1,WCSOA2 T19. (2)GAC1024,(3)NLTBI0,NLTBOS,(14)CSA2102L,CSA1084L Match Wall Color RCSOE2,RCBOE3,RC8OG1,RC80G4,WC12A1 T20 (2)GAC1024,(2)NLTBIO,NLTBO5,3CS2055L,(3)CSA2055L,(4)CSA2102L Match.Wall Color RC8OE2,RC80E3,RCBOGI,RC8OG4,WC12A1 T21 (2)GAC1024,(2)NLTBIO,NLTBO5,(10)CSA2102L Match Wall Color RC80E2,RC8OE3,RC80G1,RC8094,WC12A1 T22 (2)GAC1024,(2)NLTBIO,NLTBO5,(6)CSA2102L,CSA2084L,3C60057L,CSA0060L Match Wall Color RC80E2,RCSOE3,RCBOGI,RC8004,WC12A1 T23 GAC1024,(2)NLTH10,(8)CSA2102R,CSA1084R Match Wall Color RC8OE2,RC8OE3,RC80G1,RCBOG4,WC12A1 T24 (2)GAC1024,(2)NLTBI0,NLTBO5,3CSIOSIR,(3)CSA1081R,(4)CSA2102R Match Wall Color RCBOE2,RC8OE3,RCBOGI,RC8OG4,WC12A1 T25 CT16 Match Wall Color WC20A1 T26 5CE75,CP530,DH1,(2)DSTl Match Wall Color RC38P1 I — - _ ra3. T21 — —-- w _ m T2 T3 T2 m ITS T 2. 4 2 E F • u r R n T7 \ „ m m m � . m 7 a `_ � � � n m n _—_ —____ ...__ mTJ T7 n n n (7)#30 n n w n w 18 n(#)#25n #7 n(6)#16n #17 (3)#16 w m w m w a w n m m m „ m w w n (4)p23 o w w w w w '.' (7'T2R9 T3 e a m T2 T2 T3 , F T7 T7 w F w F H m m n F F TB T16 F17 T9 Tll4 T131 T13 T. T10 T11 36'-10• —� 27-6 1/2• 1 19-6• (n( 20-0• n `,�11'-5 1/1"---�]I—h—S'-2• 135'-6" COVERING ELEVATION AT 1 3 2'-5 1/2" - 2 1' S" 1 3'-4 1/2„ -.'.Dimension Key Fastener Schedule Part Description Roof Struct 1 1/4(T-2) #12-14 x 1 1/4", 5/16" Hex Hd, SS Cap w/Washer Roof Stitch 7/8 E(T-1) 1/4-14 x 7/8 5/Is- B. Ed, S3 Cap w/Washer 0097584-105 (T-2) #12-14 x 1 1/4", 5/16" Hex Rd, S3 Cap w/Washer 0097584-113 (T-2) #12-14 x 1 1/4^, 5/16" Hex Ed, SS Cap w/Washer 0097561-113 (T-1) 1/4-14 x 7/8", 5/Is- Hex Ed, 6S Cap w/Washer Shape Name=RNW Distribution,Wall=4 1.PRE-DRILLING 118 DIAMETER HOLES FOR STRUCTURAL FASTENERS THE VP ENGINEER'S SEAL APPLIES ONLY TO THE THIS DRAWING,INCLUDING THE INFORMATION HEREON,REMAINS THE PROPERTY OF VP BUILDINGS. VP Buildings D MAY BE REQUIRED FOR HEAVY GAGE NESTED ZEE'S AND/OR FASTENERS WORK PRODUCT OF VP AND DESIGN AND (IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED IN THE APPLICABLE PURCHASE COVERING ELEVATION AT 1 TO STRUCTURAL BEAMS PERFORMANCE REQUIREMENTS SPECIFIED BY ORDER AND MAY BE REPRODUCED ONLY FOR THAT PURPOSE.IT SHALL NOT BE MODIFIED, 3200 Players Club Circle Memphis TN 38125 VP.THE VP ENGINEER'S SEAL DOES NOT APPLY REPRODUCED OR USED FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF VP 2.STEEL PANELS ARE AN INTEGRAL PART OF THE STRUCTURAL SYSTEM. Rev on7E By nESGRIPTION BUILDER JOBNO REMOVAL OR ALTERATION WITHOUT PRIOR AUTHORIZATION IS PROHIBITED. TO THE PERFORMANCE OR DESIGN OF ANY BUILDINGS. AXthelm CODStrUCLIOn OTHER PRODUCT OR COMPONENT FURNISHED THE GENERAL CONTRACTOR AND/OR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE GOOD cusTomER 3.DUE TO MANUFACTURING LIMITATIONS SHORT PANELS MAY REQUIRE BY VP EXCEPT TO ANY DESIGN OR QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN ACCORDANCE WITH THIS DRAWING, Arne Zenneck DATE FIELD CUTTING,SEE THE COVERING SCHEDULE FOR CUT LENGTHS. PERFORMANCE REQUIREMENTS SPECIFIED BY LocnnoN 9/22/2022 4.SEE JOB DETAILS FOR COVERING AND TRIM FASTENER SPECIFICATION. VP. INDUSTRY STANDARDS IPE TIAIN DRAWING, PROPER PEREC TON,INCLUDING THE ECOR CORRECT USE OF AND PRaecr Arlington,Washington VP BUILDINGS oRAvmucNECK RNW Cistribution,Inc. _- TEMPORARY BRACING. ABIu...pe S1wICompany PAGE NTS aEnLOERs Po# VP Quote#210163 Rev3 VPc VERSION: 2022.2a 44 10/10/2022 15:44.04 FILENAMe: Vpc1RNW 30 ft h diM imdBlu s p-1dmgs—Anon Im Covering Schedule Trim Schedule Id Qty Type Start Length Gage OP Fin. Color Direction Id Part■ Color Details #38 13 W 15-11 1/2" 26 1 E TD Left to Right T1 ICF16 Match Wall Color WC21A1 #39 3 W 14-5". 26 1 E TD Left to Right. T2 DFT05,JT05 Cool Dark Bronze WC24A1 #40 5 W 11 3/4" 26 1 E TO Left to Right T3 DFT05,HTS05 Cool Dark Bronze WC24A2 #41 2 W 6"-4 1/2" 26 1 E TD Left to Right T4 TDFH05 Cool Dark Bronze WC24A4 #42 9 W 15'-11 1/2" 26 1 E TS Left to Right TS DFTI0,JT10 Cool Dark Bronze WC24A1 #43 9 W 15'-11 1/2" 26 1 E TS Left to Right T6 DFTI0,HTS10 Cool Dark Bronze WC24A2 Oper. Code:l=SQ,SQ T7 BA125,(3)BT10 . Cool Dark Bronze EN52A1,ENV003,RCOOAI,WCOIAB,WC04G1 Finiak:R.ERL (Eynar) T8 (1.2)BA125,(3)BT10 Cool Dark Bronze EN52A1,ENV003,RCOOAI,WCOIAB,WC04G1 Color:TD=Standard Color T9 (0.2)BA125,BT10 Cool Dark Bronze EN52A1,ENV003,RCOOAI,WC0IAB,WC04G1 COlor:TS=Cool Sierra Tan T10 (O.I)BA125,BT10 Cool Dark Bronze EN52A1,ENVO03,RCOOAI,WC01AB,WC04G1 Tll (0.2)BA125,BT1O Cool Dark Bronze EN52A1,ENVO03,RCOOAI,WC0IAB,WC04G1 T12 (1.0)BA125,(3)BT10 Cool Dark Bronze EN52A1,ENVDO3,RCOOAI,WCOIAB,WC0401 T13 (3)PCAl0A Match Wall Color WCi1Fl,WClIF4 T14 (5)PCAI0A,PCA05A Match Wall Color WC11F1,WC11F4 T15 CT16 Match Wall Color WC20A1 T16 5CE75,(2)CP510,DN1,(4)DST1 Match Wall Color RC38P1 T17 5CE75,(2)CP510,DN1,(4)DSTI Match Wall Color RC38P1 T18 BWA0207,BWC20,(2)BWT110,.(2)LTA10,(2)SWRTA3 MatchRoof Color RC03A2,RCV104,RCV105,RCV420,RCV421,RCV422, RCV451,RCV457,RCV531,WC14Al,WC50A2 T33 T14 T13 l57#40— — (1)#41 o (97#4] (10I#38 --'— (3)#38 (9)#43 m 3 r T3 T3 (3)#39 #39 T T3 F N NF T4 T4F T4 T4 ei H F H F� TT TB T9 T10 T11 T11 59'-6- 10,_0. 34-_0. ) COVERING ELEVATION AT H Fastener Schedule Part Description Roof Struct 11/4(T-2) #12-14 X 1 1/4", 5/16" Hex Ed, SS Cap w/Washer 0097584-105 (T-2) #12-14 x 1 1/4", 5/16" Hex Ed, BE Cap w/Washer Roof Stitch 7/85(T-1). 1/4-14 x 7/8", 5/16" Hex Hd, SS CaP w/Washer 0097584-113 (T-2) #12-14 x 1 1/4", 5/16" Hex Ed, SS Cap w/Washer 0097581-113 (T-1) 1/4-14 x 7/8 5/16" Hex Hd, SS Cap w/Washer Shape Name=RNW Distribution,Wall=5 1.PRE-DRILLING 1l8 DIAMETER HOLES FOR STRUCTURAL FASTENERS THE VP ENGINEER'S SEAL APPLIES ONLY TO THE THIS DRAWING,INCLUDING THE INFORMATION HEREON,REMAINS THE PROPERTY OF VP BUILDINGS. VP Buildings D MAY BE REQUIRED FOR HEAVY GAGE NESTED ZEE's AND/OR FASTENERS WORK PRODUCT OF VP AND DESIGN AND IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED IN THE APPLICABLE PURCHASE COVERING ELEVATION AT B a TO STRUCTURAL BEAMS PERFORMANCE REQUIREMENTS SPECIFIED BY ORDER AND MAY BE REPRODUCED ONLY FOR THAT PURPOSE.IT SHALL NOT BE MODIFIED, 3200 Players Club Circle Memphis TN 38125 VP.THE VP ENGINEER'S SEAL DOES NOT APPLY REPRODUCED OR USED FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF VP BUILDER JoeNO 2.STEEL PANELS ARE AN INTEGRAL PART OF THE STRUCTURAL SYSTEM. REV DATE BY DESCRIPTION REMOVAL OR ALTERATION WITHOUT PRIOR AUTHORIZATION IS PROHIBITED. TO THE PERFORMANCE OR DESIGN OF ANY BUILDINGS. AXth@Im Construction 3.DUE TO MANUFACTURING LIMITATIONS SHORT PANELS MAY REQUIRE OTHER PRODUCT OR COMPONENT FURNISHED THE GENERAL CONTRACTOR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE GOOD CUSTOMER Arne Zenneck DATE BY VP EXCEPT TO ANY DESIGN OR QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN ACCORDANCE WITH THIS DRAWING, LocanoN 9/2212022 FIELD CUTTING,SEE THE COVERING SCHEDULE FOR CUT LENGTHS. PERFORMANCE REQUIREMENTS SPECIFIED BY DETAILS REFERENCED IN THIS DRAWING,ALL APPLICABLE VP BUILDINGS ERECTION GUIDES,AND Arlington,Washington VP BUILDINGS 4.SEE JOB DETAILS FOR COVERING AND TRIM FASTENER SPECIFICATION. VP. vARco aauDEN DRAWWCHECK INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION,INCLUDING THE CORRECT USE OF PR0')� RNW Cistribution,Inc. TEMPORARY BRACING. BDILOERs Po# A BI-Scope steel C—pany pAGE NTS VP Quote#210163 ReV3 V vERmm: 2022.2a 45 10/1012022 15:44:06 FILENAME' Vpc1RNW30fth a dwim pBlu,&xp"Suildi,z Nalh A-,Im Covering Schedule Trim Schedule Id Qty Type Start Length Gage OF Fin. Color Increment Direction Id Part. Color Details 045 15 N 23-9 1/0" 26 1 X TD -5 1/4• Left to Right T1 DFT05,JT05 Cool Dark Bronze NC24A1 #46 7 N 17'-6 3/4" 26 1 X TO -5 1/4• Left to Right T2 DFTOS,HTS05 Cool Dark Bronze WC24A2 Op". Code.I.SQ,SQ T3 TDFH05 Cool Dark Bronze wC24A4 Finishe X.XXL (Xynar) T4 DFTl0,JT07 Cool Dark Bronze NC24A1 Color ITD=Standard Color TS (O.B)BA125,(2)BT10 Cool Dark Bronze EN52A1,ENV003,RCOOAI,NCOIAB,MC0401 Colors TS•COOl Sierra Tan T6 (0.2)BA125,BT10 Cool Dark Bronze EN52A2,ENV003,R000AI,NCOIAS,NC0401 T7 (1.4)BA125,(4)BT10 Cool Dark Bronze EN52A1,ENV003,RCOOAI,NCOIAB,NC04G1 TB (3)GAC1024,(4)NLTBI0,NLTBO5,(16)CSA2102R,CSA2084R, Match Nall Color RCSOE2,RCBOE3,RC8001,RCSOG4,NC12A1 T9 (2)GAC1024,(2)NLTBI0,NLTH05,3CS2055R,(3)CSA2055R,(4)CSA2102R Match Nall Color RC8OE2,RC80E3,RCB00I,RCBOG4,NC12A1 T9 T9 T3 T] T] T] ~ ~ ~ 171 N96 " e ri T6 T7 TS ] 551-0- 2 3'-4 1/2" r 62--6• 1 4'-1 1/2" BL fL Dimension Key COVERING ELEVATION AT 7 Fastener Schedule Part Description Roof Struct 1 1/4(T-2) #12-14 x 1 1/4", 5/16" Hex Ed, SS Cap w/washer 0097584-105 (T-2) #12-14 x 1 1/4", 5/16" Hex Hd, SS Cap w/Masher 0097584-113 (T-2) #12-14 x 1 1/4", 5/16" Hex Ed, SS Cap w/washer Roof Stitch 7/8 £(T-1) 1/4-14 x 7/8•, 5/16" Hex Ed, SO Cap w/Masher 0097581-113 (T-1) 1/4-14 x 7/8", 5/16" Box Rd, SS Cap w/washer Shape Name=RNW Distribution,Wall=6 ---------- - THIS DRAWING INCLUDING THE INFORMATION HEREON,REMAINS THE PROPERTY OF VP BUILDINGS. 1.PRE-DRILLING 1I8 DIAMETER HOLES FOR STRUCTURAL FASTENERS THE VP ENGINEER'S SEAL APPLIES ONLY TO THE G O OPER U i D VP Buildings MAY BE REQUIRED FOR HEAVY GAGE NESTED ZEE's AND/OR FASTENERS WORK PRODUCT OF VP AND DESIGN AND IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED IN THE APPLICABLE PURCHASE COVERING ELEVATION AT 7 TO STRUCTURAL BEAMS PERFORMANCE REQUIREMENTS SPECIFIED BY ORDER AND MAY BE REPRODUCED ONLY FOR THAT PURPOSE.IT SHALL NOT BE MODIFIED, 3200 Players Club Circle Memphis TN 38126 VP.THE VP ENGINEER'S SEAL DOES NOT APPLY REPRODUCED OR USED FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF VP 2.STEEL PANELS ARE AN INTEGRAL PART OF THE STRUCTURAL SYSTEM. REV DATE Sy DESCRIPTION BUILDER REMOVAL OR ALTERATION WITHOUT PRIOR AUTHORIZATION IS PROHIBITED. TO THE PERFORMANCE OR DESIGN OF ANY BUILDINGS. AXthelm Construction JOBNO OTHER PRODUCT OR COMPONENT FURNISHED THE GENERAL CONTRACTOR AND/OR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE GOOD CUSTOMER BY VP EXCEPT TO ANY DESIGN OR QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN ACCORDANCE WITH THIS DRAWING, Arne Zenneck DATE 3.DUE TO MANUFACTURING LIMITATIONS SHORT PANELS MAY REQUIRE - FIELD CUTTING,SEE THE COVERING SCHEDULE FOR CUT LENGTHS. PERFORMANCE REQUIREMENTS SPECIFIED BY LOCAMON Arlington,Washington DRAWN/CCHECKHECK 2 8/VP BUILDINGS DETAILS REFERENCED IN THIS DRAWING,ALL APPLICABLE VP BUILDINGS ERECTION GUIDES,AND 4.SEE JOB DETAILS FOR COVERING AND TRIM FASTENER SPECIFICATION. VP. INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION,INCLUDING THE CORRECT USE OF PROJECT VARCO PRUDEN RNW Cistributlon,Inc. TEMPORARY BRACING. SDILOER.Pox A BlueSoope Stool Company NTS VP Quote 0210163 ROV3 VPC VERSIoN: 2022.2a 46 10/10/2022 16:44:07 FILENAME: V(7c1 RNW 30 Tth aOiN"lon of R.S.p61301din0"NMI,A-1.,Ina Covering Schedule Trim Schedule Id Qty Type Start Length Gage OF Fin. Color Direction Id Parts Color Details #59 11 W 28-7 3/4° 26 1 R TD Left to Right T1 (1.2)EA125 Match Wall Color EN52A1,ENVO03,RCOOAI,WC01KD,WC0401 Oper. Code:l=SQ,Sq T2 (2)HT12,HTO5 Match Wall Color WC64C7,WCBOGI,WC8092,WC80J2,WC80X2 Finish:X=XXL (Xynar) T3 (2)HT12,HT05,CSF1082,(2)CSA2092R,CSA1082R,(6)CSA2102R,CSA3051R,CSF3 Match Wall Color WC64C7,WC8001,WC80H2,WC80J2,WC8OX2 COlor:TD-Standard Color i (il)459 n rL it BL BL COVERING ELEVATION AT M Fastener Schedule Part Description. Roof Struct 1 1/9(T-2) #12-14 x 1 1/4°, 5/16° Hex Ed, SS Cap W/Washer Roof Stitch 7/8 :(T-1) 1/4-14 x 7/8•, 5/16° Sex Ed. SS Cap W/Washer Shape Name=RNW Distribution,Wall=1 THE VP ENGINEER'S SEAL APPLIES ONLY TO THE THIS DRAWING,INCLUDING THE INFORMATION HEREON,REMAINS THE PROPERTY OF VP BUILDINGS. 1.PRE-DRILLING DIAMETER HOLES FOR STRUCTURAL FASTENERS WORK PRODUCT OF VP AND DESIGN AND IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED IN THE APPLICABLE PURCHASE D VP BUlldings MAYBE REQUIREE D FOR HEAVY GAGE NESTED ZEE's AND/OR FASTENERS PERFORMANCE REQUIREMENTS SPECIFIED BY ORDER AND MAY BE REPRODUCED ONLY FOR THAT PURPOSE.IT SHALL NOT BE MODIFIED, 3200 Players Club Circle Memphis TN 38125 COVERING ELEVATION ATM TO STRUCTURAL BEAMS VP.THE VP ENGINEER'S SEAL DOES NOT APPLY REPRODUCED OR USED FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF VP 2.STEEL PANELS ARE AN INTEGRAL PART OF THE STRUCTURAL SYSTEM. TO THE PERFORMANCE OR DESIGN OF ANY BUILDINGS. REv DATE By DESCRIPn0N BUILDER Axthelm Construction JOBNO REMOVAL OR ALTERATION WITHOUT PRIOR AUTHORIZATION IS PROHIBITED. OTHER PRODUCT OR COMPONENT FURNISHED THE GENERAL CONTRACTOR AND/OR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE GOOD CUSTOMER 3.DUE TO MANUFACTURING LIMITATIONS SHORT PANELS MAY REQUIRE BY VP EXCEPT TO ANY DESIGN OR QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN ACCORDANCE WITH THIS DRAWING, Arne Zenneck Dane - FIELD CUTTING,SEE THE COVERING SCHEDULE FOR CUT LENGTHS. PERFORMANCE REQUIREMENTS SPECIFIED BY DETAILS REFERENCED IN THIS DRAWING,ALL APPLICABLE VP BUILDINGS ERECTION GUIDES,AND Locanow Arlington,Washington VP BUILDINGS 9/22/2022 Danwx(cHl:ea 4.SEE JOB DETAILS FOR COVERING AND TRIM FASTENER SPECIFICATION. VP. INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION,INCLUDING THE CORRECT USE OF PROJECT vARco PauoeN RNW Cistribution,Inc. TEMPORARY BRACING. BmtDEasPDp ABIueScope Steel Company . PpDE NITS VP Quote 0210163 Rev3 vpcvEamow 2022.2a q7 10/10/2022 15:44:09 FILENAME: Vpc1 RNW 30 ft h °diaom 0 Bwesma°B.ft� Nam Am°d 1 k Covering Schedule Trim Schedule Id Qty Type Start Length Gage OF Fin. Color Increment Direction Id Part. Color Details #60 2 N 24'-11 7/8" 26 1 X TD 5 1/4" Left to Right TS DFTIO,JT10 Cool Dark Bronze WC24A1 #61 2 m 15'-10 3/8" 26 1 X TD 5 1/4" Left to Right T2 DFTI0,HTS10 Cool Dark Bronze NC24A2 #62 3 m 26'-8 7/8" 26 1 x TD 5 1/4" Left to Right T3 HT14,HT12,CSF2042,(2)CSA2012R,CSA2042R,(6)CSA2102R,CSA1115R,CSF1115match Nall Color mC64C7,NCBOGI,NC80H2,NCSOJ2,NC80x2 Oper. COda:I-SQ,SQ T4 (0.2)BA125 match Nall Color EN52A1,ENV003,R000AI,NC01AD,NC0401 Finish:E.XXL (Xynar) T5 (0.4)BA125 match Nall Color EN52A1,ENVO03,RCOOAI,NCOIAD,NC0401 Color:TD.Btandard Color T6 (2)GAC1024,(2)NLTBI0,NLTBOS,(8)CSA2102L match Nall Color RCSOE2,RC80E3,RC8091,R000G4,NC12A2 n n (3)462. ry t ... T3 F T4 T6 FI T4 73 0" 9 0"� 53' 6" 135'-6• BL eL COVERING ELEVATION AT 3 Fastener Schedule Pert Description Roof etruct 1 1/5(T-2) #11-14 x 1 1/4", 5/16" Hax Bd, SB Cap w/masher 0087584-105 (T-2) #12-14 x 1 1/4°, 5/16" Hax Hd, 88 Cap w/masher Roof Stitch 7/8 l(T-1) 1/4-14 x 7/8", 5/16" H.x Hd, 88 Cap w/Na.her Shape Name=RNW Distribution,Wall=2 THE VP ENGINEER'S SEAL APPLIES ONLY TO THE THIS DRAWING,INCLUDING THE INFORMATION HEREON,REMAINS THE PROPERTY OF VP BUILDINGS. 1.PRE-DRILLING DIAMETER HOLES FOR STRUCTURAL FASTENERS WORK PRODUCT OF VP AND DESIGN AND IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED IN THE APPLICABLE PURCHASE D VP Buildings MAY BE REQUIREE D FOR HEAVY GAGE NESTED ZEE's AND/OR FASTENERS PERFORMANCE REQUIREMENTS SPECIFIED BY ORDER AND MAY BE REPRODUCED ONLY FOR THAT PURPOSE. IT SHALL NOT BE MODIFIED, 3200 Players Club Circle Memphis TN 38125 COVERING ELEVATION AT 3(a) TO STRUCTURAL BEAMS VP.THE VP ENGINEER'S SEAL DOES NOT APPLY REPRODUCED OR USED FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF VP _. 2.STEEL PANELS ARE AN INTEGRAL PART OF THE STRUCTURAL SYSTEM. REV DATE BV DESCRIPTION BUILDER REMOVAL OR ALTERATION WITHOUT PRIOR AUTHORIZATION IS PROHIBITED. TO THE PERFORMANCE OR DESIGN OF ANY BUILDINGS. Axthelm Construction 3.DUE MANUFACTURING LIMITATIONS SHORT PANELS MAY REQUIRE OTHER PRODUCT OR COMPONENT FURNISHED THE GENERAL CONTRACTOR ANDIOR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE GOOD CUSTOMER Arne Zenneck DAT CUTTING, BY VP EXCEPT TO ANY DESIGN OR QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN ACCORDANCE WITH THIS DRAWING, LOCATION 9I22I2022 FIELD CUTTING,SEE THE COVERING SCHEDULE FOR CUT LENGTHS. PERFORMANCE REQUIREMENTS SPECIFIED BY DETAILS REFERENCED IN THIS DRAWING,ALL APPLICABLE VP BUILDINGS ERECTION GUIDES,AND Arlington,Washington VP BUILDINGS 4.SEE JOB DETAILS FOR COVERING AND TRIM FASTENER SPECIFICATION. VP. INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION,INCLUDING THE CORRECT USE OF PROJECT VARCO PRUDEN DRAWN/CHECK Inc. TEMPORARY BRACING. RNW Cistribution A BlueSeope Steel Company NTS BUILDERS POP VP Quote#210163 Rev3 VPC VERSION: 2022.2a 10/10/2022 15:44.10 FILENAME: vpc1RNW 30 ft h .6fto l W.S.m Bw1en0.N.1h A.0.,n0. Covering Schedule Trim Schedule Id Qty Type Start Length Gage OP Fin. Color Direction Id Parts Color Details #63 11 W 251-8 3/4" 26 1 K TV Left to Right T1 (1.2)BA125 Match Nall Color EN52AI,ENVO03,RCOOAI,WCOIAD,WC0401 Oper. code:l=SQ,SQ T2 HT14,HT12,CSF9012,(2)CSA2102R,CSA9012R,CSA1115R,CSF1115 Match Nall Color WC64C7,WC80G1,WCSOB2,NC80J2,NC80x2 Finish:K=KXL (Kynar) Color:TD=Standard Color (11)M69 Tl 126'-0• BL aL COVERING ELEVATION AT K Fastener Schedule Part Description Roof Struct 1 1/4(T-2) #12-14 X 1 l/4", 5/16" Hex Ed, SS Cap w/Washer Roof stitch 7/8 F(T-1) 1/4-14 x 7/8", 5/16" Hex Rd, SS Cap w/Washer Shape Name=RNW Distribution,Wall=3 ' 1.PRE-DRILLING 118 DIAMETER HOLES FOR STRUCTURAL FASTENERS THE VP ENGINEER'S SEAL APPLIES ONLY TO THE THIS DRAWING INCLUDING THE INFORMATION HEREON REMAINS THE PROPERTY OF VP BUILDINGS. D VP Buildings MAY BE REQUIRED FOR HEAVY GAGE NESTED ZEE'S AND/OR FASTENERS WORK PRODUCT OF VP AND DESIGN AND IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED IN THE APPLICABLE PURCHASE COVERING ELEVATION AT K TO STRUCTURAL BEAMS PERFORMANCE REQUIREMENTS SPECIFIED BY ORDER AND MAY BE REPRODUCED ONLY FOR THAT PURPOSE.IT SHALL NOT BE MODIFIED, 3200 Players Club Circle Memphis TN 38125 VP.THE VP ENGINEER'S SEAL DOES NOT APPLY REPRODUCED OR USED FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF VP SmLoeR aoeNo 2.STEEL PANELS ARE AN INTEGRAL PART OF THE STRUCTURAL SYSTEM. TO THE PERFORMANCE OR DESIGN OF ANY BUILDINGS. REV DATE 9y DESCRIPTION Axthelm Construction REMOVAL ALTERATION WITHOUT PRIOR AUTHORIZATION IS PROHIBITED. 3.DUE TO MANUFACTURING OTHER PRODUCT OR COMPONENT FURNISHED THE GENERAL CONTRACTOR AND/OR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE GOOD CUSTOMER Arne ZenneckUFACTURING LIMITATIONS SHORT PANELS MAY REQUIRE BY VP EXCEPT TO ANY DESIGN OR QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN ACCORDANCE WITH THIS DRAWING, DATE LOCATION 9/22I2022 FIELD CUTTING,SEE THE COVERING SCHEDULE FOR CUT LENGTHS. PERFORMANCE REQUIREMENTS SPECIFIED BY DETAILS REFERENCED IN THIS DRAWING,ALL APPLICABLE VP BUILDINGS ERECTION GUIDES,AND Arlington,Washington VP BUILDINGS DRAWNICNECK 4.SEE JOB DETAILS FOR COVERING AND TRIM FASTENER SPECIFICATION. VP. INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION,INCLUDING THE CORRECT USE OF PROJECT VARCO PRUDEN RNW Cistribution,Inc. TEMPORARY BRACING, BUILDERS Poa A BlueScope Steel Company p NTS VP Quote#210163 Rev3 VPC VERSION: 2022.2a 49 10/10/2022 15:44:11 FILENAME: YPCI RNW 30 ft h a dMWon 0 Blu"fi Buildinpa NO Amsdm,Inc, Trim Schedule Id Part. Color Details T1 RPR10-130,RKPIO,RSB10,RSC10,STC10A Cool Dark Bronze RC10A2,RC30AQ - S1. COVERING ELEVATION AT 3 Shape Name=Entry Canopy-MAIN,Wall=1 THE VP ENGINEER'S SEAL APPLIES ONLY TO THE THIS DRAWING,INCLUDING THE INFORMATION HEREON,REMAINS THE PROPERTY OF VP BUILDINGS. 1.PRE-DRILLING 1l8 DIAMETER HOLES FOR STRUCTURAL FASTENERS D VP Buildings MAY BE REQUIRED FOR HEAVY GAGE NESTED ZEE's AND/OR FASTENERS WORK PRODUCT OF VP AND DESIGN AND IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED IN THE APPLICABLE PURCHASE COVERING ELEVATION AT.3 h TO STRUCTURAL BEAMS PERFORMANCE REQUIREMENTS SPECIFIED BY ORDER AND MAY BE REPRODUCED ONLY FOR THAT PURPOSE.IT SHALL NOT BE MODIFIED, 3200 Players Club Circle Memphis TN 38125 2.STEEL PANELS ARE AN INTEGRAL PART OF THE STRUCTURAL SYSTEM. VP.THE VP ENGINEER'S SEAL DOES NOT APPLY REPRODUCED OR USED FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF VP REMOVAL OR ALTERATION WITHOUT PRIOR AUTHORIZATION IS PROHIBITED, TO THE PERFORMANCE OR DESIGN OF ANY BUILDINGS. REV DATE BY DESCRIPTION BUILDER Axthelm COrIstNC110n JOB OTHER PRODUCT OR COMPONENT FURNISHED THE GENERAL CONTRACTOR AND/OR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE GOOD CUSTOMER Ame ZenneClC - DATE 3.DUE TO MANUFACTURING LIMITATIONS SHORT PANELS MAY REQUIRE BY VP EXCEPT TO ANY DESIGN OR QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN ACCORDANCE WITH THIS DRAWING, wcAnoN 9/22/2022 FIELD CUTTING,SEE THE COVERING SCHEDULE FOR CUT LENGTHS. PERFORMANCE REQUIREMENTS SPECIFIED BY DETAILS REFERENCED IN THIS DRAWING,ALL APPLICABLE VP BUILDINGS ERECTION GUIDES,AND Arlington,Washington VP BUILDINGS 4.SEE JOB DETAILS FOR COVERING AND TRIM FASTENER SPECIFICATION. VP. INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION,INCLUDING THE CORRECT USE OF PROJECT VARCO PRUDEN DRAWNICHECK RNW Cistribution,Inc. TEMPORARY BRACING. BUILDERs Poe VP 91ueScope Steel Company PAGENTS VP Quote#210163 Rev3 VPCvERSIow 2022.2a 50 10/10/2022 15:44:12 PLENAME: vpD1RNW 30fth ad,sdSs LAId eNoM Amain,Im Trim Schedule Id Part. Color Details T1 (2)1SF23,EG203,(11)STR4,(2)GRA10 Cool Dark Bronze RC03A2,RC38E2,RCV046,RCV324,RCV536 T2 5CE75,(2)CP510,DN1,(3)1)9T1 Match Wall Color RC38P1 open COVERING ELEVATION AT A Shape Name=Entry Canopy-MAIN,Wall=2 1.PRE-DRILLING 118 DIAMETER HOLES FOR STRUCTURAL FASTENERS THE VP ENGINEER'S SEAL APPLIES ONLY TO THE THIS DRAWING,INCLUDING THE INFORMATION HEREON,REMAINS THE PROPERTY OF VP BUILDINGS. D VP Buildings MAY BE REQUIRED FOR HEAVY GAGE NESTED ZEE's AND/OR FASTENERS WORK PRODUCT OF VP AND DESIGN AND IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED IN THE APPLICABLE PURCHASE COVERING ELEVATION AT A TO STRUCTURAL BEAMS - PERFORMANCE REQUIREMENTS SPECIFIED BY ORDER AND MAY BE REPRODUCED ONLY FOR THAT PURPOSE.IT SHALL NOT BE MODIFIED, 3200 Players Club Circle Memphis TN 38125 _ VP.THE VP E GINEER'S SEAL DOES NOT APPLY REPRODUCED OR USED FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF VP 2.STEEL PANELS ARE AN INTEGRAL PART OF THE STRUCTURAL SYSTEM. TO THE PERF RVANCE OR DESIGN OF ANY BUILDINGS. REv DATE BY DESCRIPTION BUILDER AXthelm Construction JOB No REMOVAL OR ALTERATION WITHOUT PRIOR AUTHORIZATION IS PROHIBITED- OTHER PROD JCT OR COMPONENT FURNISHED THE GENERAL CONTRACTOR AND/OR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE GOOD CUSTOMER 3.DUE TO MANUFACTURING LIMITATIONS SHORT PANELS MAY REQUIRE BY VP EXCEP TQ ANY DESIGN OR QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN ACCORDANCE WITH THIS DRAWING, Arne Zenneck DATE FIELD CUTTING,SEE THE COVERING SCHEDULE FOR CUT LENGTHS. PERFORMANCE REQUIREMENTS SPECIFIED BY Locanox 9/22/2022 R DETAILS REFERENCED IN THIS DRAWING,ALL APPLICABLE VP BUILDINGS ERECTION GUIDES,AND Arlington,Washington gVAR.O...EnN DRAwwcNECK 4.SEE JOB DETAILS FOR COVERING AND TRIM FASTENER SPECIFICATION, VP. INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION,INCLUDING THE CORRECT USE OF PROJECT TEMPORARY BRACING. RNW Clstributlon,InC. A BIUeScope Steel Company PAGE NTS 1 1 -1-- VP Quote#210163 Rev3 VPC VERSION: 2022.2a 51 10/10/2022 15:44:13 PILEIUME: Vpc1RNW30fth ad-Im&BluS�BuImINsNwA—,- Trim Schedule Id Part. Color Detail. T1 RFR10-130,RXF10,RSBIO,RSCIO,STCIOA Cool Dark Bronze RC10A2,RC30AQ 8L 8L COVERING ELEVATION AT 4 Shape Name=Entry Canopy-MAIN,Wall=3 THE VP ENGINEER'S SEAL APPLIES ONLY TO THE THIS DRAWING,INCLUDING THE INFORMATION HEREON,REMAINS THE PROPERTY OF VP BUILDINGS. 1.PRE-DRILLING E DIAMETER HOLES FOR STRUCTURAL FASTENERS WORK PRODUCT OF VP AND DESIGN AND IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED IN THE APPLICABLE PURCHASE DF VP Buildings MAY STRUCTURAL REQUIRED FOR HEAW GAGE NESTED ZEE's ANDIOR FASTENERS PERFORMANCE REQUIREMENTS SPECIFIED BY ORDER AND MAY BE REPRODUCED ONLY FOR THAT PURPOSE.IT SHALL NOT BE MODIFIED, 3200 Players Club Circle Memphis TN 38125 COVERING ELEVATION AT 4 TO EEL PANELS ARE VP.THE VP ENGINEER'S SEAL DOES NOT APPLY REPRODUCED OR USED FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF VP 2.STEEL PANELS ARE AN INTEGRAL PART OF THE STRUCTURAL SYSTEM.PROHIBITED. REv DATE BY DESCRIPTION BUILDER JOBNO REMOVAL OR ALTERATION WITHOUT PRIOR AUTHORIZATION IS PROHIBITED. TO THE PERFORMANCE OR DESIGN OF ANY BUILDINGS. Axthelm Construction ._ 3.DUE TO MANUFACTURING LIMITATIONS SHORT PANELS MAY REQUIRE OTHER PRODUCT OR COMPONENT FURNISHED THE GENERAL CONTRACTOR AND/OR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE GOOD CUSTOMER Arne Zenneck DATE BY VP EXCEPT TO ANY DESIGN OR QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN ACCORDANCE WITH THIS DRAWING, LOCATION 9/22/2022 FIELD CUTTING,SEE THE COVERING SCHEDULE FOR CUT LENGTHS. PERFORMANCE REQUIREMENTS SPECIFIED BY DETAILS REFERENCED IN THIS DRAWING,ALL APPLICABLE VP BUILDINGS ERECTION GUIDES,AND Arlington,Washington VP BUILDINGS 4.SEE JOB DETAILS FOR COVERING AND TRIM FASTENER SPECIFICATION. VP. INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION,INCLUDING THE CORRECT USE OF j PROJECT VARCO PRUDEN DRAVIN/CHECX RNW Cistribution,Inc, TEMPORARY BRACING. BUILDERS Pow A BlueSoope Steel Company pAG NTS VP Quote#210163 ReV3 VPC VERSION: 2022.2a 52 10/10/2022 15:44:14 FILENAME: Vpc1RNW30fth a divleim d alu.Sc aullenga Na A.V.,Inc. 4 Q Opening gI I I 8L 8L '.COVERING ELEVATION AT H'.. Shape Name=Entry Canopy-MAIN,Wall In 4 1.PRE-DRILLINGV8 DIAMETER HOLES FOR STRUCTURAL FASTENERS THE VP ENGINEER'S SEAL APPLIES ONLY TO THE THIS DRAWING,INCLUDING THE INFORMATION HEREON,REMAINS THE PROPERTY OF VP BUILDINGS. VP Buildings MAY BE REQUIRED D RED FOR HEAVY GAGE NESTED ZEE's ANDIOR FASTENERS WORK PRODUCT OF VP AND DESIGN AND IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED IN THE APPLICABLE PURCHASE COVERING ELEVATION AT B b TO STRUCTURAL BEAMS PERFORMANCE REQUIREMENTS SPECIFIED BY ORDER AND MAY BE REPRODUCED ONLY FOR THAT PURPOSE.IT SHALL NOT BE MODIFIED, 3200 Players Club Circle Memphis TN 38126 VP.THE VP ENGINEER'S SEAL DOES NOT APPLY REPRODUCED OR USED FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF VP _ 2.STEEL PANELS ARE AN INTEGRAL PART OF THE STRUCTURAL SYSTEM. REV DATE Br DESCRIPTION BUILDER Joe go REMOVAL OR ALTERATION WITHOUT PRIOR AUTHORIZATION IS PROHIBITED. TO THE PERFORMANCE OR DESIGN OF ANY BUILDINGS. AXth@Im Construction OTHER PRODUCT OR COMPONENT FURNISHED THE GENERAL CONTRACTOR AND/OR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE GOOD cusroti,ER Arne Zenneck DATE 3.DUE TO MANUFACTURING LIMITATIONS SHORT PANELS MAY REQUIRE BY VP EXCEPT TO ANY DESIGN OR QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN ACCORDANCE WITH THIS DRAWING, FIELD CUTTING,SEE THE COVERING SCHEDULE FOR CUT LENGTHS. LocarloN 9/22/2022 PERFORMANCE REQUIREMENTS SPECIFIED BY DETAILS REFERENCED IN THIS DRAWING,ALL APPLICABLE VP BUILDINGS ERECTION GUIDES,AND Arlington,Washington VP BUILDINGS DRAWN/CHECK 4.SEE JOB DETAILS FOR COVERING AND TRIM FASTENER SPECIFICATION. VP. INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION,INCLUDING THE CORRECT USE OF PROJECT VARCO PRUDEN RNW Cistribution,Inc. TEMPORARY BRACING. BUILDERS Pat VP PAGE53 NTS VP Quote#270163 Rev3 VPC VERSION:: 2022.2a22.2a 10/10/2022 15:44:16 FB.ENAME: vpc7RNW30fth a dmsmnof C—nom BmMinga Nonn A erm,Inc. Wall Liner Schedule Trim Schedule Id Qty Type Length Gage OF Finish Color Increment Direction Id Parts Color Details #26 1 PR 14'-8 3/4" 26 1 K TD Left to Right From Peak T1 HT12,HT05 Match Soffit Color FC26A1 #27 5 PR 13'-3 1/2s 26 1 x TD -5 1/4• Left to Right From Peak T2 LTA05 Match Wall Color WC61A7,WCV060 #28 1 PR 11-9 3/4• 26 1 x TD Left to Right From Peak T3 JT05 Match Wall Color WC24A1,WCV060 #29 2 PR 11-8" 26 1 K TD -5 1/4s Left to Right From Peak T4 (2)HTL10 Match Wall Color WC25A3,WCV060 Oper. COde:1.SQ,SQ T5 (3)JT10 Match Wall Color WC61A9 Finish:X.KXL (Xynar) T6 OAD1060,NLTR10 Match Nall Color WC61A3,WCV060 Color TD.Standard Color T7 (3)GAD1060,(2)NLTBl0,NLTH05 Match Wall Color WC61A3,WCV060 T7 #26 n w w 1.)x]7 ^ w T9 T1 w .Iy�e'-]•--#I'•6 1/]• 1]'-6 3/]•---DTI'-6 1/3^-5 1/1^ - -- 20'-d^ '-5^ 19'-6• 27'-6 1 2• '-f 1/]^ 16'-10• ( / I{— 336'-6" 8L HL WALL LINER ELEVATION AT 1 (View from inside Building) Fastener Schedule Part Description Roof Struct 1 l/4(T-2) #12-14 x 1/1/4-, 5/16" Hex Hd, SS Cap w/Washer Roof Stitch 7/8 £(T-1) 1/4-14 x 78•, 5/16" Hex Rd, SS Cap w/washer Shape Name=RNW Distribution,Wall=4 1.PRE-DRILLING 118 DIAMETER HOLES FOR STRUCTURAL FASTENERS THE VP ENGINEER'S SEAL APPLIES ONLY TO THE THIS DRAWING,INCLUDING THE INFORMATION HEREON,REMAINS THE PROPERTY OF VP BUILDINGS. VP Buildings MAY BE REQUIRED FOR HEAVY GAGE NESTED ZEE's AND/OR FASTENERS WORK PRODUCT OF VP AND DESIGN AND IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED IN THE APPLICABLE PURCHASE D WALL LINER ELEVATION AT 1 TO STRUCTURAL BEAMS PERFORMANCE REQUIREMENTS SPECIFIED BY ORDER AND MAY BE REPRODUCED ONLY FOR THAT PURPOSE.IT SHALL NOT BE MODIFIED, 3200 Players Club Circle Memphis TN 38126 2.STEEL PANELS ARE AN INTEGRAL PART OF THE STRUCTURAL SYSTEM. VP.THE VP ENGINEER'S SEAL DOES NOT APPLY REPRODUCED OR USED FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF VP REV DATE ev DESCRIPTION TO THE PERFORMANCE OR DESIGN OF ANY BUILDINGS. SuaoER Axthelm Construction REMOVAL OR ALTERATION WITHOUT PRIOR AUTHORIZATION IS PROHIBITED. J N OTHER PRODUCT OR COMPONENT FURNISHED THE GENERAL CONTRACTOR AND/OR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE GOOD CUSTOMER 3.DUE TO MANUFACTURING LIMITATIONS SHORT PANELS MAY REQUIRE BY VP EXCEPT TO ANY DESIGN OR QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN ACCORDANCE WITH THIS DRAWING, Arne Zenneck DATE .- FIELD CUTTING,SEE THE COVERING SCHEDULE FOR CUT LENGTHS. LocanoN 8I2212022 PERFORMANCE REQUIREMENTS SPECIFIED BY DETAILS REFERENCED IN THIS DRAWING,ALL APPLICABLE VP BUILDINGS ERECTION GUIDES,AND Arlington,Washington VP BUILDING$ DRAPM/CNECK 4.SEE JOB DETAILS FOR COVERING AND TRIM FASTENER SPECIFICATION, VP. INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION,INCLUDING THE CORRECT USE OF PROJECT VARCCPRUDEN RNW Cistribution,Inc. ' TEMPORARY BRACING. tE� euaOERs Pox A elue800pe Steel Company NTS VP Quote#210163 Rev3 VPc VERSION: 2022.2a 64 10/10/2022 15:44:19 PLLENAME: vpc1RNW30fth 6dIvs&d8w,8wrosmldme.WMA..d.,mo. IT IS THE RESPONSIBILITY OF THE ERECTOR TO INSURE PROPER SEAM PR WALL PANEL MARK N0: W F F I E G G D C C C F=.FEET PREMATURE FAILURE OFF PANELS AN R SECONDARY MEMBERS UNDER LENGTH CDOE I INCHES TIGHTNESS. . uRE PROPERLY SEAM THE JOINT MAY RESULT INNF-FEET G- GAGE ROOF PANEL INSTALLATION GUIDE REQUIRED FOR THIS PROJECT: PANEL ERECTION GUIDE REQUIRED FOR THIS PROJECT: " D/O = UPV.FT OR DOWNWARD LOADING CON ITIONS. PR ROOF PANEL MARK NO.: R F F i I E G G D C C C E- EIGHTHS I-INCHES 0-OPERATION 0.32" MAX. STANDARD CLIP LENGTH CODE G= GAGE E=EIGHTHS C= RN/COLOR REFER T0: �� REFER TO: PR RIDGE PANEL MARK NO.: P F F I 1 E G G 0 C C C VARCO PRUDEN BUILDINGS VARCO PRUDEN BUILDINGS 0.38" MAX. (HEAVY CLIP) LENGTH CODE 0—OPERATION SSR ROOF PANEL MARK NO.:S FF II ECG 0 C C C C= FIN/COLOR 24" PANEL MODULE 24" PANEL MODULE LENGTH CODE SSR ROOF INSTALLATION BASIC PANELS & ACCESSORIES 38'COVERAGE. 12' 11. SMOOTH FACTORY _TtlEXTERIOR 1 3/16" APPLIED TYP. SEALANT � .SURFACE =SEAM MUST BE 24"COVERAGE � / FULLY TUCKED = 2 312" BEARING EDGE J 2 3 8" 2 318 PANEL RIB ROOF AND WALL PANEL (PR) EXTERIOR SURFACE 3. SMOOT RPR WALL PANEL MARK NO.:R R F F I I E G G O C C C 78'• LENGTH CODE The Field Guide for correctly storing and installing The field guide for correct installation of Varco 30"COVERAGE a VP Buildings Standing Seam Roof System Pruden's Wall and Roof Systems,Tuff—Lites, 12' 1" SMOOTH Wallites,Doors,Windows, Gutters and Trim. TYP. TYP, r EXTERIOR 1 3I/16" SURFACE _1 4 3/4" HOLD 2 31 P. TYP. BEFORE SEAMING, IT IS IMPORTANT TO WIPE THE SEAM CLEAN WITH SOAPY RPR WALL PANEL BACK COVER: 4005 SSR INSTALLATION BACK COVER: 4003 BASIC PANELS AND ACCESSORIES CLOTH IMMEDIATELY BEFORE SEAMING THE PANEL. THIS STEP WILL DRAMATICALLY I, REDUCE THE CHANCE OF MARRING THE SEAMS AT THE CLIP LOCATIONS. REV.OAlE:01/29/21 1 REV N0.04 �,REJ.OAIE:tt/1]/1] REV.NQ O1 REV.WlE O]/01/OB REV.NO.OB REV OATE:01/30/14 REV.N0.00 REV.OATEb1/30/14 fEV.N0.G0 ENC1 B2 SSR IB AND s AMvPROFFILE ES EN52A1 PR ROOF & PR/RPR WALL PANELS EN52D1 STANDING SEAM ROOF PANELS (SSR) ENVO01 ROOF INSTALLATION GUIDE SSR ENV003 CONTAINS: FIR BOLO AND ALLS:EPR,ORPR,SVR L FLA 5 /Z 3/16" BEAD OF FLA ENDWALL OR 1/8'POP RIVETS 1 1 4, NON-SKINNING APPLY SEALANT BOTH OVER RAKE EXTENSION AT 1'-0" D.C. TUBE SEALANT AND UNDER CLIP TAB AT RAKE SUPPORT CLIP TAB (025392) SSR CLIP LOCATIONS CAP (RSC-) FIELD BEND 1" LIP *20' MIN. DIST. AT LOW EAVE, ON SSR PANEL 0 0 O 0 0 0 FULL LENGTH ADJACENT TO START PANEL DIM SSR PANEL ROOF HEIGHT CHANGE AREA, OR O O O 0 O w 10' MIN DIST. FOR PANELS * DIM CLIP 1 TOP VIEW o 1, STANDARD ERECTION DETAILS (SED) SUPERSEDE SIMILAR DETAILS BELOW WALL TO ROOF AREA !1 4" SHORT 1 1/4"EIGHT SSR PANEL a FOUND IN THE ERECTION GUIDES. REFER TO THE ERECTION 1 CLIP s a OUTSIDE CLOSURE GUIDES FOR OTHER DETAILS, INSTALLATION PROCEDURES AND 2 1 4" MED 7 1/2" PANEL RIB (8014D) - U,. �� P \ FF � VEE RIB (80362) ACCESSORIES NOT DESCRIBED IN THE SED'S. ---------- STRUCT ~ RPR (80130) TOP OF 2. ELEV. ALL PANEL AND TRIM SURFACES MUST BE FREE OF DIRT AND � PURUN CLIP BASE II II OIL AT MASTIC AND SEALANT LOCATIONS. ----- -- U U ELEV. EV PR,VR OR RPR WALL PANEL SSR PANEL I FASTEN PANEL TO (RSC) U o PRRPR, VR CLIP 1/4-14x 1 1/4" WITH 12-14 X 1 1/4' SDFFIT PANEL FACADE SOFFIT (55307)STRUCTFSNR S.S. -0 STRUCT FASTENER CLIP EIGHT CLIP TYPE& MARK FRONT VIEW 'a` FP12{HT-) SSR RIB 2'-0" O.C. TRIM FACADE SOFFIT TRIM (A1T097) 1/4-14 x 7/8" MALE HEM SHORT 3 1/2" - - FIXED 560771 WALL STITCH FSNR SLIDING 560772 O.C.AT 1'-0" NOTE:ADDITIONAL SEALANT SHOULD BE APPLIED TO *NOTE: CLIPS WILL BE STAMPED SHORT, RAKE MEDIUM 4" FIXED 560773 MED,TALL, OR X-TALL. ALL SSR EAVES,ROOF CURBS AND AREAS ADJACENT SUPPORT SLIDING 560774 FIXED CLIPS WILL HAVE PAINTED FACADE PROJECTION TO WALL TO ROOF,ROOF HEIGHT CHANGES AND BRACKET STEPPED ROOF EXPANSION JOINTS.IT IS RECOMMENCED TALL 4 1/2" FIXED 560775 CLIP TABS. THAT AREAS ADJACENT TO ROOF HEIGHT CHANGES (RSB-) NOTE: SLIDING 560776 COVER AT LEAST 3 WITH THE SEALANT. FIXED 560777 SEE THE SSR ERECTIONION GUIDE FOR ADDITIONAL INFORMATION SEE ERECTION DRAWINGS FOR FIELD CUT STARTER X-TALL 5" SLIDING 560778 PANEL DIMENSION REV.°A1E:./19/20 REV.3 REV.661E 0]/01/09 1REv.NO,o0 REY.691E 0]/Ot/OB REV.ND.00 REV.DAlE:08/IB/1B REV.N0.02 AP REV,OATE:OB/28/18 REV.NO.07 NG RAKE ENVO1111 SSRPROFILE ANDEL LMPRNUM(HEAVY SLIP) FC26A1 SOFFIT PR, RAT RPR WDLFACADE RCOOAI NOTES RC03A2 ADDITIONAL WEATRH RSEALLASICELD DAMMING COND. RC1OA1 PR, VR, RS RPR TWALIW/ BLANKET INSUL. ENDWALL OR RAKE FASCIA 1 8"X 1" TAPE RAKE FASCIA 1 8" X 1"TAPE FLA RAKE EXTENSION (RKF--) / (RKF--) / FLA 3)7" x 20" FLASHING -FIELD BEND N1 1/4-" MASTIC(027893) 1 1 4" MASTIC(027893) MATERIAL KIT (80539) RAKE SUPPORT ON SSR PANEL LIP L .BOTTOM OF. BOTTOM OF � CAP (RSC-) START PANEL DIM ROOF SHEET ROOF SHEET 14 CLIP -'FASTEN PANEL TO (RSC) iQ FIELD.BEND * DIM HEIGHT I S.ISH STRUCT FASTENER SLOT COVER FROM 1 1/4" ALL 4'-0" O.C. ALUM STRIP 3 1/4"1 XTALL -- {- Fz� 12-14 X 1 1/4' S.S. a so\ RDOE STRUCT FSNR APPLY ADHESIVE F4F AT 6" O.C. E 12-14 X 1 1/4" Q Q STRUCT FSNR 6' O.C. SEALANT TOP OF� ~'z WALL STRUCT FSNR Jz PURLIN --- THERMAL 01 p 2•_O" O.C. �+ � -- - - BLOCK �� w *R FR10- IS AVAILABLE IN BRONZE OR WHITE. IF OTHER (562043) aN *RFRiO- IS AVAILABLE IN <o COLOR IS REO'D, FIELD PAINT. 1/4-14 k 1 1/4" BRONZE OR WHITE. IF OTHER STRUCT FSNR �K (55307) � COLOR IS REQ'D, FIELD PAINT. z 2'-0" O.C. ®3/16 CONT..BEAD CSSR LIP PANEL 1/4-14 x 7/8" 12-14 x 1 1/4' OF ADHESIVE SEALANT WALL STITCH FSNR STRUCT FSNR 1/4-14 x 7/8" L 1.-0..O.C. 2'-0"O.C, WALL STITCH FSNR -- 1/4-14 x 7/8' ---- Q SAW CUT 1"SLOT IN RIDGE COVER.FASTEN SLOT COVER TO RIDGE COVER AT SLOT. AT 1:'-0"O.C. STITCH FSNR / WITH(2) 1/4-14 x 1 1/8"S.S.ROOF STITCH FASTENERS W/7/8"WASHERS(58015). RAKE SUPPORT AT V-0" O.C. �APPLY A 3/16"BEAD OF ADHESIVE SEALANT OVER RIB 2 3/4"ON BOTH BRACKET (RSB-) RAKE FASCIA - SOFFIT PANEL RAKE FASCIA SOFFIT TRIM SIDES OF NOTCH. STC10** ®FORM FLEXIBLE FLASHING OVER RIB CONFORMING TO RIB PROFILE. NOTE: RETAINER (RFR10-)* SOFFIT TRIM RETAINER (RFR10-)* { ) ®APPLY A 3/16"BEAD OF ADHESIVE SEALANT AT OUTER EDGES OF REMANING MATERIAL SEE ERECTION DRAWINGS (STC10**) AND PRESS ONTO RIDGE COVER MAKING SURE BEAD IS CONTINIOUS ALL AROUND. FOR FIELD CUT STARTER PANEL DIMENSION R. SSR STARTING RAKE REV.WlEOB/1B/1B REV.N0.05 SSR RAKE TRIM (WITH SOFFIT) REV.DArE:°B/"/1B RE".N.°'.' SSR RAKE TRIM "E"°"TE°B/26/'B fle'"°°' SSR RIDGE RC10A2 PR, VR, OR RPR WALL W/ THERMAL BLOCK RC30A9 PR, VR OR RPR CANOPY RAKE - ALL ROOF EXT. RC30AC' OPEN WALL RC34A7 EXPANSION JOINT (0 160'-0" O.C. MAX.) THE VP ENGINEER'S SEAL APPLIES ONLY TO THE THIS DRAWING,INCLUDING THE INFORMATION HEREON,REMAINS THE PROPERTY OF VP BUILDINGS. D VP Buildings WORK PRODUCT OF VP AND DESIGN AND IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED IN THE APPLICABLE PURCHASE COVERING&TRIM SED'S a PERFORMANCE REQUIREMENTS SPECIFIED BY ORDER AND MAY BE REPRODUCED ONLY FOR THAT PURPOSE,IT SHALL NOT BE MODIFIED, 3200 Players Club Circle Memphis TN 36125 VP.THE VP ENGINEER'S SEAL DOES NOT APPLY REPRODUCED OR USED FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF VP TO THE PERFORMANCE OR DESIGN OF ANY BUILDINGS. REV DATE BY DESCRIPTION BUILDER AXthelm Construction JOB OTHER PRODUCT OR COMPONENT FURNISHED THE GENERAL CONTRACTOR AND/OR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE GOOD CUSTOMER Arne Zenneck DATE BY VP EXCEPT TO ANY DESIGN OR QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN ACCORDANCE WITH THIS DRAWING, LOCATION 9/22/2022 PERFORMANCE REQUIREMENTS SPECIFIED BY DETAILS REFERENCED IN THIS DRAWING,ALL APPLICABLE VP BUILDINGS ERECTION GUIDES,AND Arlington,Washington VP BUILDINGS DRAWNICHECK VP. INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION,INCLUDING THE CORRECT USE OF PROJECT va6co PRUDEN RNW Cistribution,Inc. „ - - TEMPORARY BRACING. IBUaDERS PON ABIueScope Steel Company PAGE _ NITS VP Quote#210163 Rev3 VPC VERSION: 2022.2a 55 10/10/2022 SEDSheet 15:44:33 FILENAME` vpc1RNW30fth "diIdsw*s°oReII N°nhABsfiw,Im SAVE GUTTER (EG-) VP200 RIVET FLA FLA FLA CUT AND TAB HOLE IN FLA BASE B WALL NOTE: VP200 RIVET (UPPER HOLES) EAVE GUTTER (EG-) TRIM (BWi-) SHOULD BE INSTALLED RAKE FASCIA (RKF-) EAVE GUTTERtIEG-) AFTER INSTALLATION SEAL NIPPLE TO GUTTER OF EAVE GUTTER CONNECTION WITH BRONZE SSR BASE OF WALL PANEL RIB FILLER TUBE SEALANT (80507) RIB MEMBER (BWA-) FIELD DRILL HOLE (FPRF1) FASTEN IN UT AND TAB HOLE IN DOWNSPOUT NIPPLE (DN1) IN SS PA HOLE DOWNSPOUT STRA IN SSR PANEL DA 11 � PLACE W/ 4 POP RIVETS (DSTi) FASTEN TOAVE GUTTER (EG-) FASTEN IN EAVE GUTTER CORNER. i WALL PANEL WITHEAL NIPPLE TO GUTTER DOWNSPOUT STRAP WITH 8 POP RIVETS TRIM WALL TO ROOF TRIM AT EACH RIVET 1/8"x 1"x 9" BIRD STOP (B51) WALL STITCH FSNONNECTION WITH BRONZE (D5T1) FASTEN TO -y (CT_) (SWRT-) LOCATION. SECTION TAPE MASTIC (027893) A FASTEN IN PLACE BEND TABUBE SEALANT (80507) WALL PANEL WITH GUTTER STRAP W/ 4 POP RIVETS TO SECURE BOTH1/4-14 x 7/8" WALL 2'-0" O.C. S.S. ROOF X 7/8" 1" "A° HALVES O STRAPSTITCH FSNR BEND S.S. ROOF STITCH (STR4) o�° GUTTER CLOSURE (DST1) TOGETHEROWNSPOUT NIPPLE TAB TO SECURE BOTH • FASTENER a a DN1) FASTEN IN /(GGC-) FASTEN IN HALVES OF STRAP(2) PER STRAP r r� / PLACE W/ 10 POPAVE GUTTER W/ (DST1) TOGETHERRIVETS 2 STRAPS PER POP RIVETS \ METAL 11R1� \� VP200 10' SECTION CORNER CAP • SSR ROOF OF DOWNSPOUT MCC1 ATTACHRIVET METAL CORNER 2 STRAPS PER W/BLIND RIVETS PANEL CAP MCC1 W/ .2 SEAL INSIDE 10' SECTION (0975808 POP RIVETS //2. PERIMETER OF OF DOWNSPOUT DOWNSPOUT (CP510) SEAL W SKINN- FASTEN CLOSURE PLUG W/ FASTEN TO DOWNSPOUT ING SEALANT BLIND RIVETS (097580) VP200 CLOSURE W/ DOWNSPOU AT 0'-3" O.C. ELBOW W/3 POP RIVETS RIVET BRONZE TUBEOWNSPOUT (CP51D).SEALANT ELBOW (5C5) FASTEN TO DOWNSPOUT CLOSURE PLUG SSR CUT (80507) FASTEN TO PANEL SHADEDAAREA NIPPLE W/ 3 POP DOWNSPOUT (HCP-) BEHIND DOWNSPOUT W/ 2 RIVETS ELBOW (T(P) CORNER TRIM FIELD COPE & TAB CORNER 1/2" MIN' 45" EAVE GUTTER (EG-) POP RIVETS \ (5CE75) FASTEN SEE ERECTION DWGS SEAL W/ GRAY TRIM & RAKE FASCIA TO FIT TO DOWNSPOUT FOR QUANTITY OF SKINNING TUBE SEAL OVER FLASHING. CAULK WITH 1. SEE ERECTION DWGS WITH 2 POP RIVETS DOWNSPOUTS SKINNING TUBE SEALANT GRA10 FOR QUANTITY OF GUTTER REINFORCEMENT ANGLE DOWNSPOUTS " NOTCH DETAIL RAKE FASCIA (RKF-) SEE DWG 5-081767 FOR BLIND A-A RIVET COLOR INFORMATION REV.DATE 03/23/21 REV.NO. REV,PATE:06/26/19 REV.N0.04 RN.DATE:O6/26/19 REV.N0.04 RV.PATE O6/26/19 RN.NO.04 REV.DATE:O6/26/19 REV.NO.05 GUTTER STRAP ATTACHMENT EAVE GUTTER CORNER ASSEMBLY DOWNSPOUT ASSEMBLY DOWNSPOUT ASSEMBLY WALL TO ROOF TRANS. AT RAKE RC38E2 SSR ROOF (ICE DAMMING) RC38N1 ALL SYSTEMS RC38P1 ALL SYSTEMS RC38R1 ALL SYSTEMS (WITH CANOPY) L RC50H3 METAL FLASHING (VIEWED FROM ROOF) PURLIN CLOSURE 12-14 X 1 1/4" WALL 12-14 x 1 1/4" WALL 12-14 x 1 1/4"WALL FIELD NOTCH TO FIT STRUCT FSNR (097584) FLA CANOPY WIDTH C38E FOR GUTTER STRUCT FSNR(097584) STRUCT FSNR(097584) EAVE STRUT FLANGE 2 PER CLOSURE t- SEE STRAP 2 PER CLOSURE 2 PER CLOSURE 12-14 x 1 1/4" SSR CLOSURE I ATTACHMENT (-CM-)®7"PURLINS 1/8" BLIND RIVETS STRUCT FSNR (097584) PLUG (80135) ( CS- ®8 1/2"PURLINS 1/8" BLIND (2)PER CLOSURE 2'-0" O.C. 1/8" BLIND RIVET 1/8"BLIND RIVETS (-CN-�0 10"PURLINS 4DPER8LAP RIVETS(D975BO) 1/ W.P. (0975BLI RIDGE 1/8" BLI (-CP-)0 11 1/2"PURLINS 4 PER LAP EAVE GUTTER 2 PER LAP 4 PER LAP 6°MIN STRAP (STR4) 6' MAN 8"p61N 1/4-14 X 7/8" S.S. ROOF STITCH FASTENER TRIM ANGLE (1)/STRAP OR (TA-) WITH \ ICE/DAMMNAT 8 1/2" PURLINS 1 \ (GAD-) WITH !. 11 1/2" PURLINS 1/4-14 x 1 1/4" STRUCT FSNR 1/8" x 1" • TAPE MASTIC (55307) 1'-0" O.C. (027893) CONT. ` INSTALL FSNRS TO AND OVER PLUG ALIGN UNDER EAVE PURLIN CLOSURE i i SOFFIT RIBS FIELD NOTCH TO FIT SOFFIT EAVE TRIM FIELD TRIM LEG PURLIN FLANGE EAVE GUTTER (EG-) OF CLOSURE TO 12-14 X 1 1/4"WALL PURLIN CLOSURE (-CM- .7"PURLINS SET-) W/8 1�2" PURLINS ALLOW PROPER PURLIN CLOSURE PURLIN CLOSURE STRUCT FSNR (097584) PURLIN C6,OSURE CMA- 7"PURLIN (-CS-3 ®B 1/2"PURLINS 1 4 14 X 7 8 ASET-) W/10', 11 1/2" LAP OF CLOSURES CMA- 7"PU LIN 2 PER CLOSURE (((CMA-) 7 PURLIN ICPA-� (( )) / - / " PURLINS. ATTACH W/ R (CMA-) 7" PURLIN (CSA-7 8 2 PURLIN CSA- 8�/2" PURLIN -CN- ®10" PURLINSS.S. ROOF STITCH 12-14 x 1 1/4" 1CSA- 8 1/2 PURLIN (( ]) j/" CNA- 10 PURLIN -CP- 11 1/2" PURLINS /4-14 x 7/8" CNA- 101. PU{iLIN {CSA-) B 1/2" PURLIN CNA- 10' PURLIN 11 1/2"PURLIN FSNR.5 PER PANEL WALL STRUCT FSNR WALL STITCH FASTENER CPA- 11 1/2' PURLIN (CNA- 10" PURLIN CPA- 11 1/2"PURLIN 1'-01, O.C. 1'-0"O.C. W/ SOFFIT, SEE COMMON WAREHOUSE DRAWING FOR (CPA-3 11 1/2" PURLIN 12-14 x 1 1/4" SEE COMMON WAREHOUSE DRAWING FOR BLIND RIVET COLOR INFORMATION SEE COMMON WAREHOUSE DRAWING FOR SEE COMMON WAREHOUSE DRAWING FOR STRUCT FASTENER BLIND RIVET COLOR INFORMATION BLIND RIVET COLOR INFORMATION BLIND RIVET COLOR INFORMATION 1'-0" O.C. W/O SOFFIT RN.DATE:04/11 1 REV.N0.O3 REV.DAlE:04/11/11 PEV.NQ03 REV.OATE:04 1 1l REV NO.04 REV.DATE:04/17/17 REV.N60.6 RN.DATE06 26/19 RN.NO,M SSR ROOF W/ EAVE GUTTER PURLIN CLOSURES PURLIN CLOSURES PURLIN CLOSURES PURLIN CLOSURES RCSOE2 RIDGE PURLINS RCSOE3 PURLIN TO PURLIN RC80G1 EAVE PURLIN TO PURLIN RC80G4 HIGH EAVE PURLIN SPACE RCV009 AT CANOPY WALL PANELS, CLOSURES AND C38E_ FOR GUTTER BASE 6 WALL 12-14 x 1 T1/4"FS S.S. SEALANTS ARE NOT SHOWN. SEE ( ) ROOF STRUCT FSNR SEE STRAP SED'S FOR ADDTIONAL DETAILS. LAP BVT TRIM TRIM BWT- SSR CLOSURE ATTACHMENT 1'-0" O.C. PLUG(80135) OVER LOWER 2'-0"O.C. BVT- TRIM PACE OF BASE O( WALL CONTINUOUS (0278 3)IC 0�4 BASE OF WALL ANGLE(BWA-) TRIM (BWT-)EAVE GUTTERW'P' 3/8" CONT. BEADSTRAP (STR4) SKINNING SEALANT 1/4-14 X 7/8" S.S. J- (80507)1/4-14 % 7/8" WALL TO • \ ROOF STITCH FSNR.STITCH FASTENEROOF(1)/STRAP OR FLASHING(2)/STRAP AT (SWRT-) ®ICE DAMMINGEAVE STRUT • USE 12-14 X 1 1/4" S.S. ROOF STRUCT FSNR. STRUCT FSNR • ROOF E `1'-0"O.C. V CHANGE \1/8"X1" FLASHING TAPE MASTIC ® ROOF HOT. (RHC-) LAP EAVE GUTTER (027893) CONTi • CHANGE \ \ 3" AND FASTENAND OVER PLUi SSR ROOF CLOSURE 3/18" X 1" X 28" \\ WITH (9)1/B" POP PANEL (HCP-) TAPE MASTIC (97682) ® RIVETS EAVE GUTTER 4 LAP (EG-) INSTALLER NOTE: WALL TO ROOF FLASHING 1/4-14 x7/8" USE SEALEX SILICONE (SWRT-) \a EAVE GUTTER FIELD BEND TAB OF STITCH X 7/8" WALL STITCH FASTENER MATERIAL(SEJ1) AND (EG-) SOFFIT EAVE ONE ROOF HT. CHANGE STITCH FSNR. 1'-0" O.C. W/SOFFIT, SEALANT I(NOT SHOWN) CLOSURE HCP- SEAL 5 PER PANEL TRIM (_SF2_) 12-14 x 1 1/4" TO SEAL INSIDE CORNER ( )' SSR ROOF PANEL INSIDE CORNER WITH STRUCT FASTENER OVER BOTH HCP CLOSURES. SKINNING TUBE SEALANT 1'-0" O.C. W/0 SOFFIT (015688) AND POP RIVET SEE FOR ADDITIONAL RCV422 INFORMATION npv.DATE:a/lA/lA n Na al SSR ROOF W/ EAVE GUTTER REV.DA7E:04 E E RE4NQDI ROOF STEP O.S. CORNER FLASHING nEv.wrE:oyD9/21 RN.No.oe WALL TO ROOF SPLICE REV.DATEM/03/1E REV.NIL oo TRIM SPLICES RCV045 AT OPEN WALLS OR RAKE EXT. AT WALL RCV104 SSR ROOF METAL FLASHING RCV105 SSR ROOF METAL FLASHING RCV324 EAVE GUTTER SPLICE THE VP ENGINEER'S SEAL APPLIES ONLY TO THE THIS DRAWING,INCLUDING THE INFORMATION HEREON,REMAINS THE PROPERTY OF VP BUILDINGS. VP Buildings D WORK PRODUCT OF VP AND DESIGN AND IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED IN THE APPLICABLE PURCHASE COVERING&TRIM SEDES (b) PERFORMANCE REQUIREMENTS SPECIFIED BY ORDER AND MAY BE REPRODUCED ONLY FOR THAT PURPOSE.IT SHALL NOT BE MODIFIED, 3200 Players Club Circle Memphis TN 38125 VP.THE VP ENGINEER'S SEAL DOES NOT APPLY REPRODUCED OR USED FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF VP TO THE PERFORMANCE OR DESIGN OF ANY BUILDINGS. REV DATE By DESCRIPTION BUDDER Axthelm Construction JORNO OTHER PRODUCT OR COMPONENT FURNISHED THE GENERAL CONTRACTOR AND/OR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE GOOD CUSTOMER Arne Zenneck DATE BY VP EXCEPT TO ANY DESIGN OR QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN ACCORDANCE WITH THIS DRAWING, LOCATION 9/22/2022 PERFORMANCE REQUIREMENTS SPECIFIED BY DETAILS REFERENCED IN THIS DRAWING,ALL APPLICABLE VP BUILDINGS ERECTION GUIDES,AND Arlington,Washington VP BUILDINGS DRAWN/CHECK VP. INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION,INCLUDING THE CORRECT USE OF PROJECT VARCO PRUDEN RNW Cistribution,Inc. TEMPORARY BRACING. BUILDERS POW A BlueScope Steel Company pAGE56 NTS VP Quote#210163 ReV3 VPC VERSION: 2022.2a 10/10/2022 SEDSheet 15:44:34 PILENAME: Vpc1RNW 30fth Rd b. 0Bw S.p9 BUldm®a Npdh AR,6H..mc FLA (2) 1/4-14 x 1 1/4"(55307), 5/16" HEX HD SSR FIXED PANEL CLIPS: AT BLANKET INS LESS THAN 6" FL,A SHORT: BLANKET INS LESS THAN 6 FLA . FLA FLA _ MED: BLANKET INS 6" OR GREATER (2) 1/4-14 INS 6" R G 5/16" HEX HD SSR PANEL CLIP: AT BLANKET INS 6"OR GRTR TALL: T-BLOCK K BLANKET INS LESS THAN 6 INSTALL F STRUCT X 1 1/4" BLANKET INS X-TALL:T-BLOCK W/ BLANKET INS 6" OR GREATER PANEL MAY.BE ERECTED S.S. ROOF STRUCT FSNR USE 12-14 X 1 1/4" TALL f LEss THAN s" ——— ———————— SHORT: RIGID BOARD INSULATION LEFT TO RIGHT OR IN DIMPLES ON PANEL 12-14 X 1 1/4"S.S. ROOF S.S. ROOF STRUCT 4" MED: SUPERBLOCK W UNFACED INS 6" OR LESS RIGHT TO LEFT OF RIDGE FSNRS AT ALL LOCATIONS TRIM LAP / STRUCT FSNR 1� TALL: INSUL. BRIDGE W NO T—BLOCK (LEFT TO RIGHT SHOWN)! X 1" XTALLi BIAOR G INS / 10 PER PANEL �" 7" TAPE MASTIC 027893 L6 OR GRTR XTALL: INSUL. BRIDGE W/T—BLOCK �� ��,0 FEMALE RIDGE FIELD CUT PANEL STIFFENER ) SEE: ENV01* — — — — SEE RS03J_ SEE: ENV01* 4 3/8" �' PANEUPPEL MALE RIDGE (HO LO) COVER (SRCF-) CUT TO BEAR ON SSR STIFF. FOR SECONDARY TO 5/16,,.BEAD OF NON COVER (SRCM-) FRAME CLIP REQUIRED AT SKINNING TUBE SSR FIXED CLIP LOCATIONS SEALANT(025392) 1t t SSSR TIFFENER �N 13 1/2" EACH 1"THERMAL / 11 101 BLOCK i i PANEL STIFFENER V, 5/16" x 2" BEAD OF SSRI (562043) i' NONSEA SKINNING TU1 E PANEL 1�2-�\ \ l�i/2" PSSR ANEL ——� --W— — CONTINUOUS OVER LAP USE 8-18 X 1/2' 1 2 SEE ROOF SECONDARY PLAN II TRUSS HEAD STRUCT N i FOR REQUIRED PURLIN BRACING FSNR (97659) AT PANEL STIFFENER EA RIB TO SUPPORT 3 4"LAP 3 1/2" LOWER APPROX. 3 58" 3 PURLIN SHOWN FOR FIXED CLIP LOCATIONS PANEL STIFFENER 5 EQUAL SPACES AT ROOF CENTERLINE OR RIDGE. PANEL NOTE: FIXED CLIPS AT LOW EAVE STRUT _ 9" STRIP OF 1" ROOF PURLIN MAY BE REPLACED WITH A FASTENED THRU TAPE MASTIC OVER RIB - EAVE PLATE (FEP_). (80347) AND 28" STRIP NOTES: SSR PANEL FASTENER LOCATIONS CLIP (97662) 1. FIXED CLIPS ARE MARKED WITH USE 1/8" X 1" x 9" STRIPS 0 0 • o 0 0 2 PER CLIP PAINTED TAB FOR EASY IDENTIFICATION PURLINS SHOWN CLEAN ALL MATING SURFACES TO BE WEATHER 3/16" X 1" x 28" OF TAPE MASTIC OVER RIBS 3/16" X 1" x 28" TAPE MASTIC (97662) AND 1 8 X 1" x 3" STRIPS o O • o o 2. SEE ROOF SECONDARY ERECTION DRAWING / " FOR PBA- AND CPB- PART MARK NUMBERS JOIST AND TRUSS c�DEW,DUST AND DIRT PRIOR L TO APPLICATION OF TAPE MASTIC (97662) RCV420 FOR PATTERN SEE ON EACH SIDE OF RIBS AND FIXED LI LOCATION. PURLIN SIMILAR rnASTICS AND SEALANTS. (80347) REV.OATE06/19/20 REV.N0.04 SSR REV. "11111"" REV.OA 13/26/19 REV.NO.05 OATE:08/28/19 REV.N0.03 RCV326THERMALPBLOCK NSULA IONANEL CLIP AON PURLINS BLANKET, TSBLOCKIXS BLOCK,ER-B ARID, & BRIDGE RCV414 SSRASTENER AND PANEL AMAS STAGGERED PAT-FERN RCV418 SSR RIDGE COVER ATTACHMENT RCV419 SSR SEAM AT RIDGE PPANEL AT HSP IC RIB FLA ORRTRIDGE C TRANSITION SS FLASHINGER FLA FLA USE 12-14 X 1 1/4" FLA FLA CLEAN ALL MATING SURFACES TO BE 12-14 X 1 1/4" S.S. S.S. ROOF STRUCT 1/8" X i" z9" Ii FSNRS AT.ALL LOCATIONS WEATHER SEALED. REMOVE ROOF STRUCT FSNR SSR RIDGE COVER FABRICATING OILS,RAIN,SNOW, 10 PER PANEL TAPE MASTIC(80347) OR TRANSITION 1/8" X 1" ICE.DEW,DUST AND DIRT AT RIBS FLASHING 4"TRIM LAP (027893)TIC 4 pR�NR JR PRIOR TO APPLICATION TA OF MASTICS AND USE #8-18 X 1/2" 3� " SEALANTS. TRUSS HEAD STRUCT 12-14 X 1 1/4- S.S. 12-14 X 1 1/4 S.S. 5/4 PR/ NR SEE RCV421 2 ( ) ROOF STRUCT FSNR FIELD CUT PANEL STIFFENER 3 1/2" EACH SSR PANEL FSNR 97659 AT ROOF STRUCT FSNR CUT TO BEAR ON SSR STIFF. SSR PANEL 1 CWD EA RIB TO SUPPORT i 2 EACH SIDE EACH SIDE i (10 �pN ) SSR.PANEL CLIP W/ PANEL STIFFENER OF RIB OF SEAM CAP I y ✓✓ ( SSR PANEL _ SSR PANEL CLIP 1/8" X 1" z 3" MASTIC 80347 EACH STIFFENER _ SIDE OF RIB 1/8" X 1" x 3" —�d—— r l _�_ \////\ TAPE MASTIC (80347) FOLDED — — •- --�- STIFFENER PANEL AND TUCKED . 1/2„ 'i 1/2"� �. STIFFENER SSR MODULE INTO RIB PANEL STIFFENER ( / !I CONTROL(OPTIONAL)TRIP SSR CONTROL STRIP ULE APPROX. 3 5/8" THERMAL BLOCK 3/16" X 1 x 28 PANEL STIFFENER 5 EQUAL SPACES (OPTIONAL) TAPE MASTIC IN FLAT 3/16" X 1"x 28'� PURLIN SHOWN PURLIN SHOWN MARK FOR OF PANEL (97662) TAPE MASTIC (97662) TRUSS PURLIN SIMILAR) TRIM LOCATION TRUSS PURLIN SIMILAR) DO NOT USE 3/16" X 1" x 28" USE 1/8 X 1" x 9" STRIPS PENCIL - TAPE MASTIC (97662) OF TAPE MASTIC OVER RIBS 1/8„ X 1„x 9" AND 1/8"X 1" x 3"STRIPS TAPE MASTIC (80347) ON EACH SIDE OF RIBS (80347) OVER RIB REV.OATE:09/10/20 REV.N0.04 SSR RIDGE/TRANSITION FLASHING i REV.GATE OB/10/2D REV.N0.03 �V.OATE 08/28/19 REV.N0.04 REV.DAlE 08/28/19 REV.N0.02 REV.DAlE D6/26/19 REV.N0.02 SSR SEAM CAP AT HIGH RIB SSR SEAM CAP AT HIGH RIB SSR AT WALL TO ROOF TRANSITION SSR AT WALL TO ROOF TRANSITION RCV420 FASTENER AND MASTIC PATTERN RCV421 SSR RIDGE/TRANSITION (FLEXIBLE OR METAL) RCV422 SSR AT STEPPED ROOF (FLEXIBLE OR METAL) RCV450 BLANKET INSULATION RCV451 THERMAL BLOCK INSULATION FLA L FLA PANEL TO RIGHT OR ED SEE FLA FLA SSR RIDGE TO RAKE 94T RCV414 FOR FASTENER TRANSITION (SRR-) RIGHT TO LEFT & MASTIC LOCATION 1/8" X i".TAPE MASTIC BASE OF WALL (LEFT TO RIGHT SHOWN)l WALL PANEL (027893) AT PERIMETER RAKE FASCIA SSR RIDGE - - - THICKNESS t SR (RKF-) COVER SRC- . TRIM (BWT-) �. ��] f����I���� 5/16" x 2" BEAD OF RAKE TO RIDGE IRS AT RIDGE RIB SEE RCV420 1/8" X 1"TAPE MASTIC NON-SKINNING TUBE TRANSITION CONTINUOUS (027893) I SEALANT 025392 #8-18 x 1/2" CONT. OVER LAP) EA. SIDE (97659) FLASHING INSTALL (6) (SRR-) 1/4-14 x 1 1/8" RCV421 12-14 x 1 1/4" S.S. " S.S. ROOF STITCH ROOF STRUCT FSNR FSNRS �58015) 1/8" X 1"TAPE 1'-0" O.C. W.P. W/ 7/8'WASHERS II MASTIC (027893) PEAK CAP IN HOLES AT PERIMETER OF STEPPED ROOF it i (SPC-) PROVIDED .FLASHING (2) FLASHING (SWRT-) 4" SSR CLIP i o LAYERS OVER RIB eNO�P I CL RIDGE 1"TAPE MASTIC io ( o (97662 & 80347) PANEL RAKE �^ I STIFFENER FASCIA 5/16" BEAD OF NON. ° -(RKF-) SKIN TUBE SEALANT of 5/16" z 2" BEAD S AVAILABLE INOF NON-SKINNING WHITE. IF OTHER (025392) ATTUBE SEALANT (025392) 1/4-14 x 7/8" REQ'D, FIELD PAINT. PERIMETER OFW.P. WALL STITCH FSNR FLASHING V-0" O.C. AS 0t� NL3/i6" X 1" z 28" OSURE A TAPE MASTIC (97662) RAKE FASCIA INSTALL (12) W� RETAINER (RFR10-)* I W 12-14 x 1 1/4" 3/16" X 1" x 28" PURLIN S.S. ROOF STRUCT TAPE MASTIC 97662 12-14 X 1 1/4- S.S. JOIST AND TRUSS PURLIN FSNRS (59061) ( ) R S ROOF STRUCT FSNR SIMILAR) SEE RCV502 FOR PLAN VIEW W/ 7/8"WASHERS OF TRANSITION IN HOLES PROVIDED TYR. UNLESS NOTED REV.DATE:OB/28/19 REV.NO.02 REV.MTE OB/28/19 REV.N0.O3 I,REV. 006/26/,9 REV.N0.01 REV.OATS:08/26/19 M.NO.01 WALL TO ROOF TRANS. FLASHING SSR STAGGERED PANEL ENDLAP SSR RIDGE TO RAKE TRANSITION SSR RIDGE TO RAKE TRANSITION RCV457 SSR ROOF (METAL FLASHING) RCV475 PLAN VIEW RCV501 ALL WALL PANELS RCV502 PLAN VIEW THE VP ENGINEER'S SEAL APPLIES ONLY TO THE THIS DRAWING,INCLUDING THE INFORMATION HEREON,REMAINS THE PROPERTY OF VP BUILDINGS. VP Buildings D WORK PRODUCT OF VP AND DESIGN AND IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED IN THE APPLICABLE PURCHASE COVERING&TRIM S ED'S C PERFORMANCE REQUIREMENTS SPECIFIED BY ORDER AND MAY BE REPRODUCED ONLY FOR THAT PURPOSE.IT SHALL NOT BE MODIFIED, 3200 Players Club Circle Memphis TN 38125 VP.THE VP ENGINEER'S SEAL DOES NOT APPLY REPRODUCED OR USED FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF VP TO THE PERFORMANCE OR DESIGN OF ANY BUILDINGS. REV DATE eV DESCRIPTION BUILDER Axthelm Construction xoaxo OTHER PRODUCT OR COMPONENT FURNISHED 'THE GENERAL CONTRACTOR AND/OR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE GOOD CUSTOMER Arne Zenneck DATE BY VP EXCEPT TO ANY DESIGN OR QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN ACCORDANCE WITH THIS DRAWING, LOCAnoN 9/22/2022 PERFORMANCE REQUIREMENTS SPECIFIED BY DETAILS REFERENCED IN THIS DRAWING,ALL APPLICABLE VP BUILDINGS ERECTION GUIDES,AND Arlington,Washington A;n VP. INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION,INCLUDING THE CORRECT USE OF PRaEcr DRAVMICHECK RNW Cistribution,Inc. TEMPORARY BRACING. amLDERa Pox A BlueScope Steel Company PACE NTS VP Quote#210163 Rev3 VPCVERSION: 2022.2a 57 1 0/1 012 0 2 2 SEDSheet 15:44:36 FILENAME: vpc1RNW30fth 9 diV.iw 0 BW.1c0D8 ftildi9.NO AR w,— FLA --- FLA cBA1 BG- FLA CBA1 BG- Ali RIDGE/HIGH EAVE END .', SEE RCV414 FOR MASTIC AND 3/16" X 1" X 28" TAPE MASTIC BEAD OF ROOF PANEL• PANEL RIB FASTENER PATTERNS TAPE MASTIC (97662) [CUT FROM 0027893 SECTION A-A PRIOR TO SEAMING PANELS PANEL RIB LINER 1/8"xl"x25' ROLL] FOLD TAPE MASTIC TO FORM AN LL LINER FACTORY APPROX. 1/4" DIA. x 6" LONG gl NOTE: A CONC. FSNR. MUST BE LOCATED 1" BE AND PUSH UNDER THE OPEN ¢ NOTE: A CONC. FSNR. MUST BE LOCATED NOTCH-TYP. - LESS THAN 6" FROM EACH END OF THE ALL PANELS 5 SEAM. REPEAT AT EACH SEAM I BASE MEMBER. LESS THAN 6" FROM EACH END OF THE ALONG ENTIRE LENGTH OF RIDGE PR, VR OR BASE MEMBER. (BOTH SLOPES) OR HIGH SAVE. RPR WALL SSR PANEL CLIP III UPPER / PR, VR OR 3/16" x 1/4"TAPE MASTIC 025390 #IF72-14 x 1 1/4" ROOF PROOF ANEL �A / \\\ >_ // RPR WALL I ( ) I FSNR WALL STRUCT PANEL A / \ _ #IF12-14 x 1 1/4" 1 PER 12" / �� INSIDE CLOSURE WALL STRUCT FSNR PANEL RIB (80130) 2.PER 12' ® PANEL RIB PANEL i VEE RIB (80360) 1 PER 12" ®VR & RPR ( BASE ANGLE BA-) I / I / LOW EAVE END OF ROOF PANEL: RPR PANEL (80140) STIFFENER i `'� � / A SHOWN, MAY BE — APPLY MASTIC TO THE MALE RIB _ \ BASE ANGLE III L (BA ) BASE GIRT (BG-), 1' \ AS SHOWN TO PREVENT WATER SHOWN, MAY BE OR CONCEALED BASE (CBA) / FROM SIPHONING BACK UP THE 0 BASE GIRT (BG-), -.SEAM AND ENTERING THE BUILDING. OR CONCEALED BASE (CBA) - 1�2"1O EDGE 5/16" BEAD OF `� SETTINGMASTIC I NEXT PANELIED L 1/2" F� OF ' A" NON-SKINNING A �\ REPEAT AT EACH SEAM ALONG - p TUBE SEALANT 7M (11!�-) FINISH FLOOR OR( ) ENTIRE LENGTH CF LOW LONG TOP OF CURB WALL3o FINISH BOOR OR W025392 A IB TOP OF CURB WALL MODULE �1CONCRETE FASTENERCONCRETE FASTENER STRIP PP � - BASE T 24"O.C. (BY OTHERS) APPLY SEALANT OF / 24" O.C. (BY OTHERS) (OPTIONAL) END TAPE MASTIC CONTINUOUS YO CUT FROM 0027893 SECTION A-A APPLY SEALANT (BY OTHERS) [ CONTINUOUS *USE 12-14 x 1 1 2" FSNR IF *USE 12-14 x 1 1 2 FSNR IF 1/8"x1"x25' ROLL] E " (BY OTHERS) INSULATION THICKNESS IS > 4' INSULATION THICKNESS IS > 4" REV.OPTS O6/36/18 REV.No.o3 SSR PANEL STAGGERED ENDLAP °°/°'/'°"fl''"°'°° SSR SEAM MASTIC i • M' /.X1 RW."°.o SSR SEAM MASTIC ����°a/28/+°REV.NO... BASE OF WALL ATTACHMENT � � ReS � BASE OF WALL ATTACHMENT RCV526 ON PURLINS RCV531 ® RIDGE/HIGH EAVE/WALL TO ROOF TRANSITION RCV536 ® LOW EAVE WC01AB PR, VR OR RPR W/ BASE TRIM WCOIAD PR, VR OR RPR AT PARTITION -- FLA 1/4-14 x 7/8"WALL FLA FLA FLA FLA NOTE:FIELD SLOPE CUT VEE RIB&RPR STITCH FSNR, 1 PER L SUPPORT AND 1 PER FACE OF WAL PANELS WHEN ROOF PITCH GIRT SPACE 2 FSNRS EAVE OR WALL PANEL BOTTOM OF FACE OF ROOF PURLIN ROOF EXTENSION ROOF EXTENSION EXCEEDS 2:12 REQ'D WHEN SPACE RAKE MEMBER ROOF SHEET INSIDE CLOSURE PR (88013 WALL PANEL I ROOF PURLIN SSR (80135) ——————— PURLIN CLOSURE —— —— EXCEEDS 6'-0" it III I I 1/2" CLEARANCE I SLR II (NOT REDD.) BETWEEN ROOF BOTTOM OF AND WALL PANEL W.P. ROOF SHEET NOTE:FELD SLOPE CUT VEE RIB&RPR PURLIN 12-14 z 1 1/4" I WALL PANELS WHEN ROOF PITCH INTERMEDIATE AT OUTSIDE FACE I CLOSURE WALL STRUCT E%CEEDS 2:12 WALL GIRT OF WALL PANEL 1/2" CLEARANCE I 1/4-14 x 1 1/4" FSNR.#k#IF BETWEEN ROOF W P STRUCT FSNR 2 PER 12" AND WALL PANEL 2 PER PURLIN 1/4-14 x 1 1/4" �— AT OUTSIDE FACE SOFFIT STRUCT FSNR OF WALL PANEL PANEL 2 PER PURLIN 12-14 x 1 1/4" EAVE STRUT - TRIM ANGLE 2 #IF 12-14 z 1 1/4" WALL STRUCT WALL STRUCT FSNR. OR EAVE ANGLE - EAVE STRUT EXTENDED LINER TRIM (GAC1024) EXTENDED LINER TRIM 1/4" MIN i NLT-) ® PR & RPR NLT-) ® PR & RPR ! FSNR.dF 2 PER 12, ® PANEL RIBX S 1 PER 12" 1 PER 12" ®VR & RPR 1/4-14 x 7/8"WALL (ELT-) ®VEE RIB ELT-) ® VEE RIB - AT INT GIRTS 1TITOCH D.C.FNR *12-14 x 1 1/4" #IE12-14 x 1 1/4" TRIM ANGLE BASE MEMBERWALL STRUCT FSNR OUTSIDE CLOSURE 2 PER 12"® PANEL RIB WALL STRUCT FSNR (GAC1024) PANEL RIB (80140) 1/4-14 x 7/8" 1 PER 12" ®VEE RIB & RPR 2 PER 12" ® PANEL RIB II PANEL CLOSURE WALL STITCH FSNR 1 PER 12" ® VR & RP OUTSIDE CLOSURE R VEE RIB (80362) PR ANGLE (PCA-) RPR (80130) 1 PER 12" OUTSIDE CLOSURE VR (80140)12-14 x 1 1/4' 80362) PR 80130) PR VR OR A WALL STRUCT WALL PANEL VR 580362 1 4 14 x 7/8" WALL RPR (REDD FSNR.*11f WALL PANEL / - (NOT READ PITCHES 2 PER 12" �' PANEL SIDELAP RPR (80130) STITCH FSNR 1 PER 12 OVER 2:12) (NOT READ PITCHES PR, VR, RPR OVER 2:12) WALL PANEL *USE 12-14 x 1 7/8" FSNR AT THE GIRTS AND WALL PANEL **USE 12-14 x 1 1/2 FSNR AT THE BASE/EAVE I, *USE 12-14 x 1 1/2" FSNR IF *USE 12-14 x 1 1 2"FSNR IF *USE 12-14 x 1 1/2" FSNR IF IF INSULATION THICKNESS IS GREATER THAN 4 INSULATION THICKNESS INSULATION THICKNESS IS > 4" INSULATION THICKNESS IS > 4' KN�SS IS > 4 Rv.waE:oB/za/1e REV.No.oa PANEL RIB WALL wEoa/za/1B REV.xo.w PR, VR & RPR WALL AT EAVE REV.oeTE:BB/za/le IW.No.°6 WALL AT CANOPY ROOF RE. "°'°'oPEoe/zB/'°RE°' WALL PANEL AT RAKE EXTENSION Rom.°"TE°a/:a/'°"E."°.B° WALL PANEL AT RAKE EXTENSION WC04G1 FASTENER PATTERNS WC11F1 STANDARD EAVE MEMBER WC11F4 ALL WALL — ALL ROOFS WC12A1 PR, VR & RPR WALL WITH SOFFIT (ALL ROOFS) WC12A2 PR, VR & RPR WALL W/O SOFFIT (ALL ROOFS) FLA FLA FLA FILL VOID 1 1/4-14 x 7/8" DOOR FLASHING WITH LOOSE I ZEE GIRT WALL STITCH FSNR. INSULATION INSIDE CORNER V-O" O.C. 1/4-14 x 7/8" FLASHING (ICF-) 12-14 x 1 1/4" 1/4-14 x 7/8" DO BELOW WALL I WALL FSNR. ITCH WALL STRUCT WALL STITCH FSNR c° CHANNEL (BWC-) PANEL FSNR. 1'-O" 1'-0" O.C. O.C. RIB 1'-0" O.C. PANEL RIB WALL WALL PANEL ROOF " FLASHING I `O #Ip12-14 x 1 1/4" WALL STRUCT FSNR �(2) PER 12" '. dE12-14 x 1 1/4" ® PANEL RIB WALL STRUCT I (1) PER 12" FSNR. ®VR OR RPR PANEL 1'-0 O.C. RIB INSIDE CLOSURE WALL PANEL I VEE RIB (86 O)360) -' RPR (80740) III BLANKET LINER TRIM (LTA-) INSTALL OUTSIDE CORNERJI / BEFORE ROOF FLASHING (CT-) JAMB TRIM INSULATION FLASHING / \ *USE 12-14 x 1 1/2".FSNR IF �/ \\ INSULATION THICKNESS IS > 4" *USE INSULATION x 1 1/2" FSNR IF INSULATION THICKNESS IS GREATER THAN 4" WALL CONN. BELOW WALL TO ROOF ' e' ' OUTSIDE CORNER TRIM e W e06/16/1B Rev.no.o: INSIDE CORNER FLASHING REV.D-05/21/18 REV.NO.OI JAMB TRIM AT OVERHEAD DOOR WC14A1 PR, VR OR RPR WALL WITH SSR ROOF WC20A1 PANEL RIB WALL WC21A1 PANEL RIB WALL WC24A1 - - PANEL RIB WALL il THE VP ENGINEER'S SEAL APPLIES ONLY TO THE THIS DRAWING,INCLUDING THE INFORMATION HEREON,REMAINS THE PROPERTY OF VP BUILDINGS. VP Buildings D WORK PRODUCT OF VP AND DESIGN AND IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED IN THE APPLICABLE PURCHASE COVERING&TRIM SED"S d PERFORMANCE REQUIREMENTS SPECIFIED BY ORDER AND MAY BE REPRODUCED ONLY FOR THAT PURPOSE.IT SHALL NOT BE MODIFIED, 3200 Players Club Circle Memphis TN 38125 VP.THE VP ENGINEER'S SEAL DOES NOT APPLY REPRODUCED OR USED FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF VP TO THE PERFORMANCE OR DESIGN OF ANY BUILDINGS. REV DATE BY DESCRIPTION BUILDER Axthelm Construction JOBNO OTHER PRODUCT OR COMPONENT FURNISHED THE GENERAL CONTRACTOR ANDIOR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE GOOD c—um- BY VP EXCEPT TO ANY DESIGN OR QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN ACCORDANCE WITH THIS DRAWING, Arne Zenneck DATE LocAmoN 9/IHECK 2 PERFORMANCE REQUIREMENTS SPECIFIED BY DETAILS REFERENCED IN THIS DRAWING,ALL APPLICABLE VP BUILDINGS ERECTION GUIDES,AND Arlington,Washington VP BUILDINGS DRANTUCHECK VP. INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION,INCLUDING THE CORRECT USE OF PROJECT VHRCO PRUDEN RNW Cistribution,Inc. - - - - TEMPORARY BRACING. BUILDERS POY ABIueScope Steel Company Pape NTS VP Quote#210163 Rev3 VPCVERSION: 2022.2a 58 10/10/2022 SEDSheet 15:44:37 FLENAmB: vpc1RNW30fth B diI w Bwas°mB SWI"BS N°d°Am I PANEL RIB INSIDE ERECTION NOTE:DUE TO SEAMIER STRUCT FSNR. AT 1'-0" O.C. CLEARANCES,GIRT SHOULD BE INSTALLED 1/4-14 X 1 1/4" (55307) ` PANEL RIB CLOSURE (80130) SEAL AFTER SSR HAS BEEN SEAMED WALL PANEL W/FLANGE < 1 4". MA 3C (0 x 10) PANEL RIB W/FLA X 1 1�" 456104) MASTIC (025390) CONT WALL PANEL. W/FLANGE >= 1/4'. INSIDE LINER PANEL EACH SIDE OF CLOSURE PRE-DRILL HOLES CLOSURE PANEL.RIB IN THICK FLANGES. RAKE BEAM (80130) WALL PANEL STRUCT x 1 1/4 SEAL WITH 1/4-14 X 7/8"S.S. STRUCT FSNR 55307) SECTION4j�� SKINNING in ROOF STITCH FSNR 4'-0" O.C. GAGE ANGLE SEALANT (80507) FIELD MITER AT SI O.C. (GAD1060) SECTION A-A AT SIDELAP W HEADER (TDF-) AS / / *12-1ROOFI STRUCT SECTION A—A 3 MASTIC x 1 4 TAPE NOTE: LINER PANEL TRIM (HITS-) REO'D. �� LINER MASTIC (025390) FOR 12-14 x 1 1 4"WALL MAY REQUIRE FIELD ( ) FSNR 4" O.C. / o- 6'-0" FROM BASE 12-14 x d 1/4" o w j TRIM STRUCT. FSNR. AT ' CUTTING UNDER OF WALL PANEL 1 _/ WALL STRUCT 1/4-14 x 7/8 (H7L-) t'-0" O.C. RAKE BEAM. 12-14 z 1 1/ FSNR. WALL STITCH 1 1/4-14 x 1 1/4" WALL STRUCT STRUCT FSNR LINER TRIM 1'-0" O.C. FSNR. � 55307 1'-0" O.C. FSNR. 12" O.C. / 1 8" GAP 1'-0" O.C. ( ) � (NTT-) e 1/4-14 x 7/8" ' f�1/4-14 x 7/8"WALL WALL STITCH OOR FLASHING LINER DOOR STITCH FSNR. AT 7pTDF- HEADER FSNR BASE OF WALL ZEE GIRT 1'-0" O.C. 097581- -14 x 1 1/4" 1 A ) 1'-0' O.C. TRIM (BWT-)— I ( ) LL STRUCT ANR. a 12-t4 x 1 1/4" PER FOOT IIE12-14 x 1 1/4" WALL STRUCT _ BELOW WALNr L A WALL STRUCT FSNR. CHANNEL \ . FSNR. A / 1._0.,O.C.. (BWC-) WINDOW SILL 1'-0" 0.0. rr � BOTiOM OF 12-14 x 1 1/4"WALL ADER DOOR FLASHING ROOF PANEL W.P. BASE OF WALL STRUCT:FSNR. AT ANGLE F WALL I STRUCT. O.C. A / / I LINER PANEL } INSULATION THICKNESS IS GREATER THAN 4" I INSULATION THICKNESS IS GREATER THAN 4" INSULATION THICKNESS S > 4 REV.DATE:Da/zI/ie REv.ND.w WALL TRIM AT DOOR HEAD.. REV.oAtE:Da/zI/Ia REv.no.m SILL TRIM REV.DA1EAa/0T/13 REV.N0.01 LINER TRIM AT DOOR HEAD Rom' /°� RL"'N0'08 RLv.oAn=:a�/oyie REv.No.m SSR WALL TO ROOF — METAL FLASH. LINER PANEL ATTACHMENT WC24A2 OVERHEAD DOOR OPENING WC24A4 FRAMED OPENING (PANEL RIB) WC25A3 OVERHEAD DOOR OPENING WC50A2 PANEL RIB WALL (ICE DAMMING) WC61A3 FULL HEIGHT AT ENDWALL (8.5" OUTSET) LINER TRIM IDOE 1/4-14 x 7/8" (LTA-) SIDEWALL OR I \ GIRT WALL STITCH ENDWALL COLUMN 1/4-14 x 7/8" i _ CLOSURE FSNR. WALL STITCH FSNR. CEILING LINER \ 1'-0" O.C. i I PURLIN � �\ GIRT I � � PARTI TIONPANEL \ I i 1 PANEL IS NOT I ATTACHED TO HT ZEE GIRT SHOWN LINER PANEL I I MAY BE CEE LINER GIRT LINER PANEL PANEL J HT I NER TRIM (LTA-) PANEL R12 SHOWN - t" j VEE RIB SIMILAR 1/4-14 x 7/8" JAMB TRIM g" - STITCH FSNR. AT (JT-) 12-14 x 1 1/4" 12-14 x 1 1/4° 1'-0" 097581) GIRT STRUCT. FSNR.AT ( I STRUCT. FSNR. AT / CLOSURE i 12 1'-0" D.C. (097584)J 1. 0,. D.C. (os7sa4) MAX 12-14 x 1 1/4" N l ATTACH HT TO WALL STRUCT FSNR AT .. 1'-0" O.C. GIRT CLOSURE WALL STITCH FSNR. 1'-0"O.C. .A /� '"'PE°"gyp LINER PANEL ATTACHMENT REvDAreo°'/°'°° "°°° LINER PANEL ATTACHMENT �'° °°^a-1N.°' �:D�"' LINER PANEL ATTACHMENT "E PARTITION PANEL ATTACHMENT WC61A7 PARTIAL HEIGHT LINER WC61 A9 TRIM AT COLUMN; OUTSET WALL °A WC 61ED CEILING LINER PANEL LAP °A WC61 EG CEILING LINER OR SOFFIT AT RIDGE v�WC64G7V No WALL GIRT CLOSURE EAVE STRUT CLOSURE FIELD @ 12-14 x 1 1/4" @ PURLIN NOTCH PURLIN FIT WALL STRUCT 12-14 x 1 1/4" 12-14 x 1 1/4' (-CM-) ®7"PURLINS FSNR. (097584) WALL STRUCT WALL STRUCT (-CS-) ®8 1/2"PURLINS 2 PER CLOSURE FSNR. (097584) GIRT CLOSURE 2 PER CLOSURE GIRT CLDSU RE FSNR (097584) (-CN-)®10"PURLINS GIRT-) S 7"GIRTS (CMA-)®7" GIRTS 2 PER CLOSURE (-CP-)®11 1/2" PURLINS 12-14 x 1 1/4" GIRT CLOSURE (CSA-) ®8 1/2"GIRTS (CSA-)®8 1/2" GIRTS WALL STRUCT GIRT-}CLOSURE GIRTS (CNA-)0 10" EAVE CLOSURE FSNR.(D97584) GIRTS (CNA-}®10"GIRTS FIELD MITER TO FIT 2 PER CLOSURE (CPA-)0 11 1/2' GIRTS (CPA-) 0 11 1/2" GIRTS ROOF PITCH (CSA-) D B 1/2"GIRTS GIRT CLOSURE (CNA-) ®10"GIRTS (CMF-)®7" GIRTS 12-14 x 1 1/4" (CPA-) 0 11 1/2" GIRTS (CSE-)®8 1/2" GIRTS (CNF-)®10"GIRTS WALL STRUCT (CPF-) ®11 1/2° GIRTS FSNR. ( 97584) CLOSURE — 2 PER CLOSURE - - - z z z g f GIRT CLOSURE 1/8" BLIND RIVETS 1/8" BLIND RIVETS 1/8" BLIND RIVETS BLIND RIVETS (CMF-)CLOSURE GIRTS (097580) GIRT CLOSURE (097580). (097580) ro [097580) (CSF-) 0 8 1/2" GIRTS 4 PER LAP (CMD-) 0 7" GIRTS 4 PER LAP GIRT CLOSURE. (CNF- ®10" GIRTS (CSD-) ®8 1/Z" GIRTS (CMA-)U 7' GIRTS 4 PER LAP GIRT CLOSURE 4PER LAP (CND-) 0 10" GIRTS (CSA-)®8 1/2" GIRTS (GSA-) ®7"GIRTS (CPF-) 0 11 1/2" GIRTS .(CPO-) 0 11 1/2"GIRTS 12-14 x 1 1/4" (CNA-)®10" GIRTS (GSA-) ®8 1/2"GIRTS WALL STRUCT (CNA-) 0 10"GIRTS R AMSET CLOSURE (CPA-) ®11 1/2"GIRTS ��12-14 x 1 1/4" (CAA-)®it 1/2" GIRTS 12-14 x 1.1/4" .FIELD NOTCH GIRT TO FLOOR FSNR. (097584). WALL STRUCT WALL STRUCT CLOSURE TO FIT (BY BUILDER) 2 PER.CLOSURE - FSNR. FSNR.(097584) OVER BASE MEMBER 2 PER CLOSURE 2 PER CLOSURE SEE COMMON WAREHOUSE DRAWING FOR SEE COMMON WAREHOUSE DRAWING FOR SEE COVMON WAREHOUSE DRAWING FOR SEE COMMON WAREHOUSE DRAWING FOR BLIND RIVET COLOR INFORMATION BLIND RIVET COLOR INFORMATION BLIND RIVET COLOR INFORMATION BLIND RIVET COLOR INFORMATION REV.DATE:O4/1J/1J REV.N0.� GIRT CLOSURES REv.DAME /n , REV.No GIRT CLOSURES REV.DArz:Da^�/n REv. GIRT CLOSURES Rev.DAMO*/17/n REK No GIRT CLOSURES WC8OG1 BASE TO ZEE GIRT WC8OH2 ZEE GIRT TO CEE GIRT WC80J2 ZEE GIRT TO ZEE GIRT WC80K2 GIRT TO EAVE STRUT THE VP ENGINEER'S SEAL APPLIES ONLY TO THE THIS DRAWING,INCLUDING THE INFORMATION HEREON,REMAINS THE PROPERTY OF VP BUILDINGS. VP Buildings D WORK PRODUCT OF VP AND DESIGN AND IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED IN THE APPLICABLE PURCHASE COVERING&TRIM SED'S e PERFORMANCE REQUIREMENTS SPECIFIED BY ORDER AND MAY BE REPRODUCED ONLY FOR THAT PURPOSE.IT SHALL NOT BE MODIFIED, 3200 Players Club Circle Memphis TN 38125 VP.THE VP ENGINEER'S SEAL DOES NOT APPLY REPRODUCED OR USED FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF VP TO THE PERFORMANCE OR DESIGN OF ANY BUILDINGS. REV DATE BY DESCRI"ON BUILDER Axthelm Construction JOBNO OTHER PRODUCT OR COMPONENT FURNISHED THE GENERAL CONTRACTOR AND/OR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE GOOD CUSTOMER Arne Zenneck DATE BY VP EXCEPT TO ANY DESIGN OR QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN ACCORDANCE WITH THIS DRAWING, LOCATION 9/22/2022 PERFORMANCE REQUIREMENTS SPECIFIED BY DETAILS REFERENCED IN THIS DRAWING,ALL APPLICABLE VP BUILDINGS ERECTION GUIDES,AND Arlington,Washington VP BUILDINGS DRAvrtucHEcx VP. INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION,INCLUDING THE CORRECT USE OF PRaECr vARco PRUDEN RNW Cistributian,Inc. TEMPORARY BRACING. BUILDERS Pot ABluescope Steel Company PAGE NTS VP Quote#210163 Rev3 VPC VERSION: 2022.2a 59 1 0/1 012 0 2 2 SEDSheet 15:44:39 FILENAME: Vpc1 RNW 30 ft h a6v.0.1 a3 oRa BaJG°W Na A-,ID° - 1/4-14 x 7/8" WALL STITCH EAVE STRUT / FSNR. 1 PER SUPPORT AND 1 PER GIRT SPACE 2 FSNRS REQ'D WHEN SPACE / EXCEEDS 6'-0" 1/4-14 x 1 1/4" STRUCT. FSNR. AT 1'-0- O.C. (55307) EAVE OR RAKE SUPPORT INTERMEDIATE WALL GIRT CEILING LINER 12-14 x 1 1/4" WALL STRUCT CEILING LINER TRIM FSNR, 1 PER FOOT AT (LT-) ALL SECONDARY 1/4-14 x 7/8' MEMBERS WALL STITCH FSNR. AT V-0" D.C. (097581-) I BASE MEMBER PANEL SIDELAP 12-14 x 1 1/4" WALL STRUCT FSNR. 1 PER FOOT I PANEL SIDELAP REV DAM12/17/14 fEY.No. LINER PANEL ATTACHMENT PANEL RIB LINER WCV022 LOW EAVE CEILING LINER oAWCV060 FASTENER PATTERNS THE VP ENGINEER'S SEAL APPLIES ONLY TO THE THIS DRAWING,INCLUDING THE INFORMATION HEREON,REMAINS THE PROPERTY OF VP BUILDINGS. VP Buildings WORK PRODUCT OF VP AND DESIGN AND IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED IN THE APPLICABLE PURCHASE COVERING&TRIM SED"S f PERFORMANCE REQUIREMENTS SPECIFIED BY ORDER AND MAY BE REPRODUCED ONLY FOR THAT PURPOSE.IT SHALL NOT BE MODIFIED, 3200 Players Club Circle Memphis TN 38126 VP.THE VP ENGINEER'S SEAL DOES NOT APPLY REPRODUCED OR USED FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF VP _ TO THE PERFORMANCE OR DESIGN OF ANY BUILDINGS. REV DATA I BY DESCRIPTION BUILDER Axthelm Construction JOBNO OTHER PRODUCT OR COMPONENT FURNISHED THE GENERAL CONTRACTOR AND/OR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE GOOD CUSTOMER BY VP EXCEPT TO ANY DESIGN OR QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN ACCORDANCE WITH THIS DRAWING, Arne Zenneck DATE PERFORMANCE REQUIREMENTS SPECIFIED BY DETAILS REFERENCED IN THIS DRAWING,ALL APPLICABLE VP BUILDINGS ERECTION GUIDES,AND LOCATIONArlington,Washington VP BUILDINGS 9/22/2022 VP. INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION,INCLUDING THE CORRECT USE OF PROJECT VARCO PRUDEN DRAWNICHECK RNW Cistribution,Inc. A BlueBcope Steel Company TEMPORARY BRACING. euaoeas POWPAOE60 NTS VP Quote#210163 Rev3 VPC VERSION: 2022.2a 10/10/2022 SEDSheet 15:44:40 FILENAME: Vpc1RNW30kh "dmi"",weme$� BmldiNs No"AmwmIno -GENERAL NOTES- --FOUNDATIONS&SUBGRADE-- --REINFORCED CONCRETE-- -WOOD FRAMING-- --WOOD FRAMING-- K I N G W O R KS 1 DESIGN BASIS:Designed in accordance with the 2018 International 4 UTILITIES:Utilities are not to ass through or beneath footings, -Cement:Type I or II per C150 III OK for recast 3 MOISTURE CONTENT:All sawn lumber,including heavy timber,shall be 20 SHEATHING FASTENING:Minimum nailing STRUCTURAL g p g g yp p (Type precast) g vy g per the following schedule Building Code(IBC). stemwalls,and other concrete work on grade except as shown in specific _Fly Ash:Class F per ASTM C618. kiln-dried to a maximum moisture content of 19%.For pressure-treated shall apply at all locations,except where larger nails ang/or smaller ENGINEERS 2 RISK CATEGORY:II(per details. framing,kiln-drying shall occur after treatment. spacing are required by plans or details.Shearwall nailing is shown by (P IBC Table 1604.5) -Slag GGBF Slag per ASTM C989,Grade 100 minimum. 600 D-t sp swrc B 360.114.8260 w 3 DESIGN DEAD/LIVE LOADS 5 MISCELLANEOUS VERIFICATIONS:Verify sizes,slopes and locations of 4 NAILS:Nail sizes shown are'common'(not'box')Lion.8d=0.131"x2.5", nailing" o the o are her n"boundary nailing"(BN)and/or"edge Bellingham,W 98225 -A.-.. Slab Concrete exposed to weather shall have air entrainment of 6%(+/- tunnels,electrical cells, its,pipes,floor drains,trenches and floor 10d=0.148"x3",12d=0.148"x3.25",16d=0.162"x3.5.Typical nailing (EN) g panel edge values per -Slab on Grade:8.75kip axle load from Komatsu FG25T-16 forklift P P P 1.5%). e g the schedule shall apply.Blocking for edges shall be 2x4 flat,minimum, recesses with architectural,mechanical and electrical contractors. not otherwise shown in the drawings shall be per IBC Table 2304.10.1. PP Y� 9 9 -Mezzanine Dead Load:15 PSF -Reinforcing Steel:ASTM A615,Grade 60 Where nailing occurs in two or more rows,the on-centers spacing unless a greater size is required to avoid splitting.See plans for zones of 6 ALIGNMENT:All footings shall be centered below columns and walls, 9 P 9 -Mezzanine Live Load:50 PSF Light Storage unless dimensioned otherwise. -Welded Wire Fabric:ASTM A185 indicated in the drawings shall be for each row.Where on-center nail special nailingrequirements. -Roof Dead Load:Per metal building manufacturer 7 BACKFILL:Do not backfill against below-grade walls until strength has 2 STANDARD COMPLIANCE:All concrete work shall conform to ACI 301 spacing for a single row is less than 6"(for 12d and larger)or less than 4" �F -WOOD SHEATHING SCHEDULE- K. -Roof Collateral Dead Load:6 PSF and ACI 318-14 unless noted otherwise. (for 10d and smaller),stagger each row of nails into two rows offset by been achieved and floor framing is in place. -Roof Live Load:20 PSF Typical 3 SPLICES:All reinforcing steel lap splices are to be per typical schedule 1/2"min.All nails shall maintain 3/8"min to framing or sheathing edges. BLOCK MIN EDGE MIN FIELD w 9 YP 8 FROST PROTECTION:Maintain minimum 1ng,soil cover,measured unless noted otherwise.All welded wire reinforcement lap slices shall be 5 HOLES:Bolt holes in wood for through-bolt connections shall equal bolt USE TYPE EDGES NAILING NAILING ,q 4 DESIGN SNOW LOADS(ASCE 7-16) from finished grade to the bottom of the footing,for perimeter wall greater of one plus 2 inches or 6 inches,unless otherwise -Ground Snow Load:Pg=17 PSF foundations and isolated exterior foundations. the 9 P P diameter plus 1/8"maximum. Bolt holes in steel fixtures shall be per the Shearwalls 15/32"PLY or Yes Per SW Schad Sd @ 12" -po lzn noted. steel section of these notes.Wood screws and lag screws(lag bolts) OSB(Struct 1) (EN) -Flat Roof Snow Load:Pf=11 PSF 9 EXCAVATION SLOPE:Excavation slope shall not exceed that permitted 4 CONTINUITY:Horizontal reinforcing steel in walls and wall footings shall shall be hex head and shall have predrilled pilot holes equal to ) �SSroNAL by local regulation,except as specifically approved by the geotechnical g 9 Other Sheathed 15/32"PLY or No 8d @ 6" 8d @ 12" -Minimum Uniform Roof Snow Load=25 PSF(unreducible) be continuous around corners,same size and spacing.At intersections of approximately 60%of the fastener diameter(70%for 718"and larger lag Walls OSB -Themal Factor:Ct=1.0/Exposure Factor:Ce=0.9/Snow Load engineer. walls or footings,extend all bars as far as possible into continuous screws)and shall be installed by turning;do not hammer into hole.Soap Importance Factor:Is=1.0 --SUBMITTALS- element and terminate with standard hook. lubrication on threads is acceptable.Provide cut washer beneath all hex Mezzanine Floor 1-1/8"T&G PLY No 8d 8"(BN) 5 DESIGN WIND LOADS(ASCE 7-16) 5 CLEAR COVER:Provide clear cover from outermost reinforcing to surface heads and nuts Lion. -V(ult)=98 MPH/V(asd)=76 MPH 1 GENERAL:Provide PDF of all submittals to the Architect. Allow two weeks of concrete in accordance with the following: 6 SPLITTING:Though very tight nail and screw spacings are used in many for review.Submittals will be reviewed for general conformance to the locations on this project,splitting of wood members by driving nails or -Exposure:C/Internal Pressure Coefficient:+/-0.18 -Elements cast against and permanently exposed to earth:3"clr contract documents. Responsibility for adherence to the contract screws is not acceptable.If splitting occurs,or if splitting may occur as -Components&Cladding:Components and cladding-wind pressures to documents lies solelywith the Contractor,including but not limited to -Elements formed and exposed to earth or weather:2"clr(#13418),1 1/2" 9 wood dries in place,predrill all holes as required to approximately 60%of be used for the design of exterior components and cladding(by others) dimensions,sizes,connections,and quantities. clr(#3-#5) shall be determined in accordance with ASCE 7 and the IBC. q the nail or screw diameter.Omission all plit mem for fasteners is at the 2 CONTRACTOR REVIEW:Contractor shall review,mark,and stamp all -Beams,Columns(longitudinal,hoops,ties,stirrups,spirals):1 1/2"clr Contractor's sole risk,and as such,all split members shall be replaced at 6 DESIGN SEISMIC LOADS(ASCE 7-16) submittals before submittal to the Architect. Unreviewed or unstamped 6 ACCESSORIES:Provide all accessories,chairs,spacer bars and the Contractor's sole expense. -Site Class=D submittals will be returned to the Contractor without review. supports necessary to secure steel In accordance with ACI Code of 7 ALTERATIONS:Do not notch any structural wood members. See typical -Seismic Design Category=D/Importance Is=1.0 3 RESUBMITTALS:Resubmittals shall have all revisions clearly identified Standard Practice. detail for allowable hole locations and sizes(for mechanical or electrical -Ss=1.03g/S1=0.37g with"drawing clouds"and revision dates. KW shall not be responsible for 7 CHAMFER:Chamfer all exposed comers and edges above grade per the utility passage). review of an unmarked revisions. Contractor. -Sds=0.75g/Sd1=0.48g Y 8 STUD WALLS: All stud walls shown on the structural plans are structural -Building System:Moment-resisting Frame Systems/Building Frame 4 SHOP DRAWINGS:To include typical and unique conditions and all 8 FORM STRIPPING:Do not strip forms until concrete has reached walls and shall be constructed per the structural notes and details of connections,shall be submitted to the Structural Engineer drawings. YP neer of Record for adequate strength. these drawin s Typical structural walls are 16"on center,unless 2x6 Systems/Bearing Wall System @ -SFRS: Ordinary Moment Frames,Ordinary Steel Braced Frames,Light the following products prior to fabrication.Shop drawings shall clearly 9 SLEEVES/OPENINGS:Furnish and place all sleeves and openings as noted otherwise.Wall callouts(such as"WL-D2")shall apply to the entire Frame(Wood)Walls with Structural Wood Panels demonstrate the Contractor's understanding of the contract documents. shown on the drawings or as specified. wall line at which the callout occurs,Lion.Typical structural walls are The following shall be considered minimum structural submittals for this 10 REINFORCING FABRICATION:All reinforcing shall be shop fabricated. constructed with single sill and double top plate.Continue multiple stud -Response Modification Factor Used:R-3.5(Steel ordinary moment project: Exception:#3 or#4 bars may be field bent one time in any location,do not and solid sawn posts and jambs in walls from level indicated down to the frames);R=3.25(Ordinary concentrically braced frames);R=6.5(Light _Concrete Reinforcing Steel(incl.wall elevations) rebend or restraighten. foundation,including same size or equiv holdown at each level below. frame(wood)walls with structural wood panels) Note that posts and multiple studs and jambs indicated on an upper level -Analysis Procedure:Equivalent Lateral Force Procedure -Concrete Mix Designs(confirm fc prior to construction) 11 HOOKS:All hooked bars shall be a standard shop fabricated hook with are not always indicated on the level below,but shall be provided(as -Slab-on-Grade JointingPlan bend radii and length per ACI 318,LON. 7 QUALITY:Contractor shall ensure high standards of worksmanship desribed above)regardless. throughout,with strict adherence to the contract documents and all 5 DEFERRED SUBMITTALS:Shall be designed by a Washington State 12 TESTING:Test cylinders shall be taken by qualified personnel according Licensed Professional Engineer Structural Engineer where required b to ACI 318-14 Section 26.12 9 STUD WALL BRACING:All bearing walls rely on GWB and/or sheathing governing codes and standards. 9 ( 9 9 Y to brace the studs against buckling.Where GWB or sheathing is not jurisdiction).Submittals shall clearly indicate all loads and reactions to be 13 MEMBRANE:Provide vapor barrier(per arch/spec,10-mil min where not provided on at least one face of studs, 8 DESIGN RESPONSIBILITY:Kingworks is responsible only for the design imposed on the primary structure.Submittals shall include all components otherwise specified)directly below slab-on-grade(above compacted fill), Provide full de of the primary structural system as shown in the contract documents. depth blocking at max on-center in each stud bay,in addition to diagonal bracing for full and connections required to perform the work.Where the Contract reinforce all seams and repair tears as necessary. Design of all secondary structure or non-structural elements are by length of wall(Simpson WB in"X"-configuration at approximately 45-deg, quantities, qualities and/or q q , 14 WEATHER PROVISIONS:Observe all ACI recommendations for hot or install others. Documents indicate member or connection per catalog,typ Lion). these shall be considered a minimum and remain the design responsibility cold weather concreting cure slabs using an approved curing compound 9 DISCREPANCIES:Notify the Architect immediately of any discrepancies of the component engineer to increase as required to satisfy load and 10 SISTEe 2x (BUILT-UP MULTIPLE STUDS AND BLOCKING):Where P 9 q fY for wet cure system per ACI recommendations,with special consideration between these notes,the contract drawings,the specification,or the deflection requirements.Deferred submittals shall include calculation set. multiple 2x studs or blocking occur,each added ply after the first shall be q for slag and fly ash concrete as appropriate. governing code.The Architect shall reply in writing.Any related work Both the calculation set and all related shop drawings of the deferred sistered to the previous plies by face nailing.At shearwalls,sistering nails performed by the Contractor prior to receiving a reply from the Architect is submittal shall be sealed prior to submission.The Architect shall forward 15 CONSTRUCTION JOINTS:All construction joint locations shall be for studs or blocking shall be 0.148"x3"at spacing equal to'EN'per at the Contractor's sole risk. For purposes of bidding,the most stringent deferred submittals to the Building Official where required.The following submitted to the Architect for approval.Roughen joints to 1/4-inch schedule.At non-shearwall multiple studs,sistering nails shall be of the conflicting documents shall apply. shall be considered Deferred Submittals on this project: minimum amplitude,remove all laitance.Soak joint continuously for 2 0.148"x3"at 12"on-center,uon.Sistering nails shall be staggered in all 10 VERIFICATIONS:Verify all existing conditions;verify all dimensions in hours minimum,then remove all standing water,immediately prior to instances. -Metal building design&calculations second pour.Unless noted otherwise,all reinforcing shall be the field;verify architectural,mechanical and electrical openings for size, spliced/continuous across the construction joints 11 JOISTS: Provide full-depth blocking bridging lines at less than location and number;notify the Architect . bearing of any discrepancies, 8'-0"on center between supports.At bearing supports bear r rafters and substandard existing conditions,or conditions not included in or contrary -SPECIAL INSPECTIONS,TESTING,AND STRUCTURAL OBSERVATION-- joists 2"minimum on plates or beams,uon.At other supports provide to the Contract Documents prior to shop drawing submittal or --ANCHORAGE TO CONCRETE-- hangers per the typical details. Where no detail applies use as a construction. 1 GENERAL:A special inspection agency shall be retained by the owner to minimum Simpson LU series face mount hangers.Provide a doubled perform inspections according to IBC Chapter 17.The following scheduled 1 MATERIALS(unless noted otherwise in the drawings) joist minimum beneath each parallel wall,including 11 DRAWING COORDINATION:Coordinate the structural drawings with structural special inspection and testing regimen shall be cross-referenced 1 (minimum) P g partition walls. drawings from all other disciplines(including but not limited to with the IBC and its referenced standards for more specific requirements -Concrete must cure for a minimum of 21 days prior to drilling any holes 12 BEAMS:Bear beams full length and width on supporting wall plates Architectural,Civil,Mechanical,and Electrical). or placing post-installed anchors. and/or posts,unless shown otherwise r typical details. Provide lulam and exceptions. Special inspection and test reports shall be submitted to P per tYP 9 12 COMPLETED FORM:The structure shown in these drawings is designed the Building Official,Architect and Structural Engineer in accordance with -Anchor type shall be according to the drawings.All post-installed beam camber equal to 3500-foot radius for all simple span beams, to be stable and to resist the loads above only in a fully completed form. IBC 1704.2.4. anchors installed in concrete shall have ICC-ES reports demonstrating except where special camber is indicated on the plans;install with Contractor shall ensure that the structure is adequately braced and IBC compliance for use in cracked concrete and for seismic loading. upward curvature(highest at midspan). Do not camber cantilever beams Substitutions not permitted without written permission by the Engineer of unless specifically noted.Beams exposed to view shall be Architectural shored during construction for all temporary loads until all elements are in -STRUCTURAL SPECIAL INSPECTION SCHEDULE-- place,and shall ensure that temporary loadings do not exceed the Record. Appearance grade in accordance with AITC 110,with finish per the allowable capacity of any structural elements both before and after these FREQUENCY REFERENCE(2015 -Pre-approved Epoxy for post-installed threaded rod or reinforcing in Architect. elements are in place. STRUCTURAL ITEM (C=continuous,P--periodic) IBC Section,uon) concrete base material:HILTI HIT-RE 500 V3 or Simpson SET-3G or 13 POSTS:Unless noted otherwise,provide Simpson BC or AC caps at all 13 MEANS AND METHODS:Contractor is solely responsible for site safety, 1 STEEL Per metal building 17.05.2 DEWALT/Powers Pure110+, post to beam and post to beam(below)connections.At post to concrete coordination,procedures,construction methodology,shoring,bracing, manufacturer -Pre-approved"Expansion Anchors"in concrete base material:HILTI provide Simpson ABU or CB post bases,uon. Posts in walls may bear sequencing,and all other"means and methods"of construction except Kwik-Bolt TZ or Simpson Strong-Bolt 2,or DEWALT/Powers Power-Stud+ on the sill with connection hardware per typical details.At wood or steel q ci2 CONCRETE 1705.3,Chap 26 SD2 g posts/oolumns continuous through floor framing,block tight all-around at where specifically shown in the Contract Documents. 9 9. 9 -Reinf Placement P(and prior to all pours) Table 1705.3 floor to prevent lateral movement or buckling. w 14 PROTECTION AND BRACING:Contractor et solely responsible for the -r Simpson Tit"Screw Anchors"/concrete base material:HILTI HUS-EZ CITY OF ARLINGTON o -Anchor Placement P(and prior to all pours) Table 1705.3 or Simpson Titan HD or DEWALT/Powers Screw-Bolt+. 14 CONNECTORS:Connectors and/or fasteners called out b letters& protection of existing buildings,utilities,streets,equipment,etc.during Y construction. Provide temporary bracing and protection as required. -Concrete Placement C Table 1705.3 -Post-installed or Cast-in-Place Threaded Rod(Anchor):ASTM A36 numbers in the drawings shall be manufactured by Simpson Strong-Tie, BUILDING DEPARTMENT -Concrete Testing Per ACI 318-14 Ch.26.13 Table 1705.3 or approved equal.All connecting hardware shall be installed per the APPROVED 15 SCALING:Do not scale drawings. See architectural drawings for -Post-installed Reinforcing:ASTM A615 Grade 60 Manufacturer's recommendations and requirements,as per current dimensions,and notify the Architect of an discrepancies. 3 ANCHORS ALLED Table 1705.3 p catalog and related publications. Fill all fastener holes with the fastener C Y Y2 EMBEDMENT:Anchor embedment in base material shall be per the DATE BY� 16 ALTERATIONS:Any holes or other alterations to the structure which are drawings,which shall govem over the typical values shown below.Where type(diameter and length)indicated by the Manufacturer,uon.Where m not specifically detailed on the Contract Drawings shall be submitted to -Epoxy or Adhesive C See ICC-ES report not otherwise indicated,provide embedment as follows: NO CHANGES AUTHDRIZEo P Y 9 P light-gage connector occurs at steel column,weld 1/8"all-around,Lion. UNLESS APPROVED RITHE the engineer for approval. Anchors Used in 9 PP -Epoxy to Concrete:Min Embed=12 x(Rod/Bar 0)for 5/8"0(#5)or 15 PRESSURE TREATMENT:Except where specifically noted otherwise, BUILDING INSPECTOR Horizontal or P Pe Y 17 LOAD COORDINATION:The design of all pre-engineered components smaller,14 x(Rod/Bar fit)for 3/4"9(#6)or larger the following member types shall be pressure treated in accordance with shall include rovisions for recise locations and wei hts of all Overhead Position 9 YP P P P 9 -Expansion Anchor to Concrete:Min Embed=8 x(Anchor 0) the following guidelines,in addition to any such members noted in the mechanical units and other concentrated loads.Concentrated loads are -All Other Anchors P(except where C req'd by See ICC-ES report tans or details. Minimum treatment retention shall be as recommended OFFICE COPY A -Screw Anchor to Concrete:Min Embed=9 x(Anchor 0) P not necessarily indicated on the Structural Drawings,and must be Installed in Hardened CC-ES report) b AWPA for the"Use Category"appropriate to each application. � coordinated by the General Contractor,who shall also inform the Concrete or Masonry t-In-Place Anchor:Min Embed=7"to top of embedded washer or Treatment shall be non-ammonia formulation in all cases. IREVI Description Date z Architect of any significant loads not shown in the contract documents. 4 SOILS& 1705.6,Table hook The Contractor shall assume full responsibility for coordination of weights, FOUNDATIONS 1705.6,Geotech 3 INSTALLATION:Post-installed anchor hole diameter,drilling depth, -Lumber exposed to exterior,humidity,or within 8"of soil):AWPA C2 Revision Schedule locations,hanger spacings,methods of attachment and seismic bracing Report cleaning and installation procedure shall be in accordance with the current -Lumber directly against concrete:AWPA C31 of all mechanical units,sprinklers,pipes,ductwork,and other Manufacturer's Printed Installation Instructions(MPII)provided in the -Borate-treated lumber is acceptable in locations where protected from -Subgrade Adequacy P(beneath fill and/or Table 1705.E P v miscellaneous MEP assemblies. ICC/ES report.Holes shall be drilled with rotohammer equipment. rainfall or other potential repeated moisture,such as sill totes in an foundations) Core-drilled holes are not permitted unless specifically noted otherwise. enclosed wall cavity and interior ledgers. p 18 MEP CONNECTIONS TO STRUCTURE:Unless specifically shown -Excavation Depth P Table 1705.E PERMIT otherwise in the Contract Documents,all anchorage,support,and seismic 4 COLD-WEATHER INSTALLATION:Do not use epoxy or adhesive 16 FIELD TREATMENT:Field treat all cuts,ends,and holes in pressure -Fill Materials P Table 1705.E anchors outside of their rated temperature range.Contact the Structural bracing of mechanical and electrical equipment,piping,ceilings,fixtures _Fill Placement& C Table 1705.E � g treated lumber with copper naphthenate applied per manufacturer's and other non-structural components shall be designed by a Washington Engineer for alternate if the base material temperature may be less than recommendations. Compaction 40 de rees during installation or curio � State Licensed Professional Engineer and installed by the Contractor, g g g. 17 GALVANIZING:All steel components,hardware,or fasteners for wood z The engineer shall be retained by the Contractor,and the Contractor is 5 CAST-IN-PLACE ANCHORS:Cast-in-place anchors shall have nut and framing members exposed to moisture,high humidity,or in contact with responsible for all associated engineering,component,and installation -SPECIAL INSPECTIONS,TESTING,AND STRUCTURAL OBSERVATION- washer at embedded end,UON.Anchors shall be affixed to the form to pressure treated lumber shall be hot-dip galvanized per ASTM All 53. w costs.Design shall be per ASCE 7 Chapter 13. prevent movement during pouring,vibration,or set-up and shall not be Light gage connectors shall be galvanized per ASTM A653,G185 NORTH EUR. 2 STRUCTURAL OBSERVATION:Kingworks will perform Structural stabbed"into wet concrete or grout.Verify adequate length of exposed minimum Sim son"Z-max"or a roved a ual The above described ur 19 DELIVERY,STORAGE AND HANDLING:All products shall be delivered, (Simpson approved equal). SCALE. w stored,and handled according to the Manufacturer's recommendations Observations in accordance with IBC Section 1704.6 if/as required. These thread to fully engage all attached work. galvanizing requirements specifically include,but are not limited to:nails, a observations provide intermittent checks of general conformance to the stews,bolts,washers,nuts,anchor bolts,threaded rods,cast-in-place 09 and installation instructions.Protect all items from damage,moisture, 6 FINISHES:All anchors used at exterior,or where subject to moisture,or P i design intent and are in addition to(not replacing)the third-party special and post-installed anchors,Simpson hardware,and weldments. ur corrosion,or other deterioration before,during and after installation. wherein contact with pressure treated wood,shall be hot-dip galvanized P P c� inspection regimen.It shall be the Contractor's responsibility to keep the per ASTM Al3 or stainless steel,including matching washers and nuts. (Exception:not required for SBX/DOT borate-treated wood protected MetalAxthelmB i Rng Distribution z 20 COPYRIGHT:These drawings,and all designs shown within these Structural Engineer apprised of the general schedule of construction,such p g g from weather.) Metal Building Foundation drawings,are copyrighted by Kingworks Structural Engineers. that observations may be made at appropriate stages before significant 7 REINFORCEMENT LOCATIONS:All post-installed anchors shall be Duplication is not permitted without written permission. The designs structural tom onents such as reinforcin bars,framin members,or wall located to avoid drilling into reinforcement,unless specifically approved by 18 MEMBRANE PROTECTION:Where specified steel hardware in contact o P ( 9 9 Vacant Land Lot F $, shown herein are intended for this project only and may not be used on holdowns)are obscured. the Engineer. Reinforcement shall be placed with consideration for with pressure treated wood is unavailable in HDG or G185 finish,Grace Arlington,WA 98223 m any other project or for any other purpose. locations of post-installed anchors.Do not damage reinforcing during Vycor(or approved eq)membrane shall be placed per manufacturer's -REINFORCED CONCRETE-- drilling operations. recommendations to isolate the hardware from the treated wood.HOG FOUNDATIONS&SUBGRADE-- 1 MATERIALS fasteners shall be used in such instances. -Required concrete strength"fc"shall be evaluated at 28 days(56 days --WOOD FRAMING- 19 SHEATHING: Place roof and floor sheathing with face grain oriented in 1 SOIL ALLOWABLE BEARING PRESSURE:2500 PSF(x 1.33 when the direction of span. Offset adjacent rows of sheathing panels by 24" Axthelm Construction Inc. t l h fly y as or sag concrete). 1 REFERENCED STANDARD:All work shall conform to 2018 IBC unless o subjected to wind or seismic loadings). OK f minimum,with all panel ends bearing on joists,beams,trusses or walls. z 2 GEOTECHNICAL REPORT:Reference GeoTest geotechnical report -Conform to following concrete material schedule requirements. otherwise indicated. Place cants or crickets over continuous basic roof sheathing with drilled dated May 4,2021 for subgrade preparation,backfill,compaction,wet 2 MATERIALS(unless otherwise noted in the drawings) vent holes per the Architect. Install wall sheathing in either the horizontal weather work,and other recommendations.All provisions of the -CONCRETE MATERIAL SCHEDULE- -Posts/Beams:Doug Fir#2 or up-right orientation.Adjust all sheathing layouts so that no panel is STRUCTURAL NOTES geotechnical report shall be enacted by the Contractor. less than 24"in length or width. Where edges are not required to be fc W/CM COARSE FLY SLAG TOT -Solid Sawn Studs:Doug Fir#2 blocked per schedule,provide Simpson PSCA clips at spacing per RROJEcr#. zr�a9 v 3 GEOTECHNICAL VERIFICATION:The Owner shall retain a geotechnical (PSI) (MAX) AGG ASH F.A.+SLAG -Sills/Plates:Equal to stud grade catalog recommendation.All sheathing shall be APA rated,with pRp1i`, G. CHE01 89i°g'°n inspection agency to inspect the excavations and confirm that the (MAX) -Rimboard:LSL or LVL,1.5E min type/blocking/fastening per the following schedule.Provide 1/8"gaps y$ eved issum. 09/02/22 y provisions of the Geotechnical Report are followed.All recommendations FOOTINGS 3500 0.60 1 1/2" 0-25% 30-50% 30%-50% between abutting sheet edges,typical. of the geotechnical inspector shall be followed and communicated with the -Blocking/Bridging:Doug Fir'Stud' 9 9 tYP 2 design team via inspection report.Contractor shall coordinate this SLAB 3500 0.50 1" 0-25% 20-40% 20%-40% -Botts Lags:ASTM A36 or A307,hex-head,washer under head&nut �f T 2 1 2022 S1 .0 96 inspection effort with the Owner. WALLS/PLINTHS 4500 0.45 3/4" 0-25% 2015% 20%-45% ^'lr) �stv N O V O zo21 MKINGWORKS STRUCTURAL ENGINEERS qupon[St,Shcte d 36q.]19,836q W BeIIIngM1am,WA 983]5 www.kingwPMz.com 1 2 3 1 SE2. 2 Q TYP JOIST FRAMING HEADER w/MIU HANGERS AT INTERRUPTED WALLS. 4"MIN SEISMIC GAP #6 HAIRPIN AROUND 5 TYP AT 4 TYP BTWIN r A PROVIDE CS14 STRAP x 10'-0"MIN w/ BETWEEN MEZZANINE F7151 SEi. ANCHORS,TYP(10)PLACES 54.1 COL g4,1 COL 34.2 TO BLKG LINE BELOW.TYP GRID 2&3. BUILD TYP (3)13/4x 117 LB LVL2OEERY THIRD HOLE) - FRAMING AND METAL A H1.:- H1 ci - - - - .. -STRAP EA END PER 4/54.2 --- F'NG' F7.5 D11 L I 9 9 F4,5 F7.5 4"MIN SEISMIC GAP WB ASSUMED SE2. BETWEEN MEZZANINE BRACED BAY '2 L PLYWOOD W6 FRAMING AND METAL 4 CONTINUE SHTG/BN FUL Q" "I SHTG PER SIN BUILDING,BUILDING,TYP A.A. LENGTH PER 6/54.2 H7 53>� � VI N 1 'WB ADD'L JOIST AS REQ'D TO ALIGN w/ SHTG OPENING, T -_ 11 7/8"TJI 210 1'• PROVIDE BN FULL 0I 1 111 1 1 1 1 JOIST LENGTH 2)1 3/4x11 7/8 LVL 2.0E \1 �ry� 1'-0"MIN,TYP D12 r I• ...........:. tt 72ILi0 i0 i0 4 5 TS7.5 - - - - - - T31.6 4"MIN SEISMIC TS1 5, I'I L 54.1 GAP,TYP A.A. 4. H1 t TYP AT COL � ASSUMED �H1� H1� - H1 - - - - BRACED BAY 'P S 11 7/8"TJI 380 r- HANGERS G 18" 9 _ - L�q •a4Q" Q 1p � O/C w/ITS 5 5 AT DEL LVL,SEE 10/84.2 NOTE: 4" IN SEISMIC GAP PLAN NOTES: INSTALL.WOISTS PER ALL MANUFACTURER'S RECOMMENDATIONS, F415 BETWEEN MEZZANINE 1. SEE STRUCTURAL NOTES FOR ADDITIONAL INCLUDING(BUT NOT LIMITED TO)BRIDGING,BLOCKING,ERECTION BRACING, _, FRAMING AND METAL REQUIREMENTS. F4.5 WEB STIFFENERS,AND HEADERS.MAXIMUM STORAGE LOAD SHALL BE 50psf. BUILDING,TYP A.A. 2.SEE ARCHITECTURAL DRAWINGS FOR ALL INFORMATION NOT SHOWN.TYPICAL WALLS D12 r TO BE FRAMED WITH 2x6 STUDS AT 16"O/C D - + - - MAXIMUM UNLESS NOTED OTHERWISE. L PARTIAL LOFT FRAMING PLAN 3. swEP-x INDICATES SHEAR WALL 2 - - 5 ENDPOST&HOLDOWN PER E - - SCHEDULE 4. Hx INDICATES HEADER PER TYPICAL HEADER DETAIL AND SCHEDULE. TYP BTWN COL F4{5 TYPICAL HEADERS ARE'H1'UNO. 1 4 SE2. SEE 1/S4.2 S4.1 5. OINDICATES WOOD SHEAR WALL PER SHEAR WALL SCHEDULE. TYP STEP IN RET WALL AS 6 SEL REQUIRED PER I I I' 4-0 8-0 8.0 4- S4.1 0 �\ r - - - r r II - -- - - - 9 11 L J F7.5 - - - - D8}. I D8 D I. SHEARWALL ENDPOST SCHEDULE in rn D® JD8 D2� D10 F 4.5 - - -- - -- -- - -- -- - - I SE2. F7.5 F10X8 F10X8 TYPE DESCRIPTION SWEP-1 (2)2x6 MIN DF#2 B 8 - TYP NOTEG _ - - I I SE2. SWEP SIZE SHOWN IS MINIMUM AND MAY RETAINING WALL 10 REQUIRE ADDITIONAL STUDS PER HEADER& EXTENTS PER 4.6 E OTHER DETAILS CIVIL/ARCH,TYP 54,1 r �LOADING K -- - DB-� - - - rD� -� LEVELER,DOCK ENDAINA SHOWN(ROTATE HOOK AS TYP AT COL FOOTING SCHEDULE E2. (2)#8 BARS CONT(5)PLACES LOCATED AT COLUMNS MARK SIZE DEPTH REINFORCING DESCRIPTION DETAIL REF r _ _ _ 1asa.1 EA ID F4.5 4'A"x4'-8" 12" (4)#5 EACH WAY TOP&BOT SPREAD FOOTING 5/S4.1 REO'D FOR FIT) g F7,5 7'4-1--6" 14" #5 0 12"O/C BOT,#5 918"O/C TOP SPREAD FOOTING 5/S4.1&8/S4.1 \TSE1.0, c F10X8 10'-0"x8'-0" 18" #5 10"O/C I BOT"Al"AL O/C TOP SPREAD FOOTING 61S4.1 TYP UNO TS7.5 1.4. 101. (2)♦f4 CONT LONGTU CONT THICKENED SLAB 11/154.1 FOOTING F4.6 o DS TSE1.0 14. 1-8"MIN (2)#4 CONT LONGITUDINAL CONT FOOTING 4/S4.1 TSE2.0 2-0" 1'-8"MIN (2)1#4 CONT LONGITUDINAL CONT FOOTING 4/S4.1 - - - - -- - - - - -- -- - - - - - - - - •- -OL REV Descdp5on Date TSE2.8 1 2'4" 1-6"MLN (4)i#4 CONT LONGITUDINAL ICONTFOOTING 4/S4.1 6"BOG w/#4 18"0/C E EA WAY,2"CLR FROM Revision Schedule t SHEAR WALL SCHEDULE(7/18"OR 15/32"SHEATHING W/DF STUDS&Sd FASTENERS) STEP RET WALL AS TOP OF SLAB BLOCKING AND REO'D PER 12/S4.1 ASSUMED O1 STUD SIZE 0 F4{5 BRACED BAY WALL SHEATHING NAIL SPACINGS ADJOINING WALL MUD SILL PLATE AND ATTACHMENT NpAT D5 PERMIT WALL APA-RATED STRUCTURAL-1 ALL SHEATHING SHEATHING RIMJOISTORBLOCKINGCONN. WALLBOTTOMPLA7E&ATTACHMENT TO CONCRETE STRUCTURE BELOW TYPE [1,2,13J41 EDGES[4,5,8) EDGES IS,7,141 TO TOP PLATE BELOW[8,9,101 TO WOOD STRUCTURE BELOW[18,171 [11,12,151 'COL 1i . We 15G2 OR 7/18 8"0/C 2x CLIP 32"O/C 2x PLATE 0.162"0 131/2"NAILS 8"O/C 2x PLATE 5/8"AB2 48"O/C M _ - S4.1 �1 L 1f[4.6 4 SHEAR WALL NOTES: N _ _ D5 N of 3 [1]INSTALL SHEATHING EITHER HORIZONTALLY OR VERTICALLY PROVIDE 1/8" (8]BASED ON 0.131'0x1.1/2'NAILS USED TO ATTACH FRAMING CLIPS DIRECTLY TO - GAP BETWEEN ALL ABUTTING PANEL EDGES. FRAMING.USE 0 131"0x2.1/2 NAILS WHERE INSTALLED OVER SHEATHING 4 D L NORTH. PLAN. [21 WHERE SHEATHING IS APPLIED ON BOTH FACES,PANEL LAYOUT SHALL BE (9]FRAMING CLIPS:SIMPSON A35 OR LTP4 OR APPROVED EQUIVALENT,SEE DETAILS. TYP BTWN F4.15 SCALE. w OFFSET SUCH THAT THE ABUTTING PANEL JOINTS ON EACH FACE DO NOT [10]WHERE BOTTOM PLATE ATTACHMENT SPECIFIES(2)ROWS OF NAILS,PROVIDE COL 4 G- OCCUR OVER A COMMON(SHARED)STUD OR DOUBLE STUD.OFFSET VERT DOUBLE JOIST,RIM JOIST OR EQUAL BELOW.STAGGER NAILS IN ROWS 1.1/2"APART TYP BTWN COL As indicated yI PANEL JOINTS ON EACH FACE BY 16"HORIZONTAL,MIN. MINIMUM. 54.1 I I I (3]BLOCKING IS REQUIRED AT ALL SHEATHING EDGES.SEE SCHEDULE FOR (111 TYPICAL SILL ANCHORS AND PLATE WASHERS SHALL BE PER TYPICAL DETAIL. 4 Axthelm-RNW Distribution z SIZE. [12]PRESSURE TREATED MATERIAL CAN CAUSE EXCESSIVE CORROSION IN THE SE1, I, TYP BTWN COL 54.1 Metal Building Foundation [41 PROVIDE SHEAR WALL SHEATHING AND NAILING FOR THE ENTIRE LENGTH FASTENERS.PROVIDE HOT-DIPPED GALVANIZED(ELECTRO-PLATING IS NOT OF THE WALLS INDICATED ON THE PLANS,ENDS OF FULL HEIGHT WALLS ARE ACCEPTABLE)NAILS AND CONNECTOR PLATES(FRAMING ANGLES,ETC.)FOR ALL NP f'� [ ..I 6 TYP AT COL 4 Vacant Land Lot F 9 DESIGNATED BY WINDOWS,DOORWAYS OR AS DESIGNATED ON PLANS. CONNECTORS IN CONTACT WITH PRESSURE TREATED FRAMING MEMBERS AND/OR 1 54.1 S4.1 ASSUMED 1I REFERENCE PLANS FOR HOLDOWN LOCATION AND SIZE. WHERE EXPOSED TO MOISTURE/HUMIDITY. TYP BRACED BAY SPREAD FOOTINGS Arlington,WA 98223 m 15]SHEATHING EDGE NAILING IS REQUIRED AT ALL SHEAR WALL END POSTS. (131 DO NOT APPLY WOOD SHEATHING OVER GYPSUM BOARD. r- 1 ?SE1. r --1 � 1 CENTERED ON COLS, WHERE END POST IS COMPRISED OF MULTIPLE 2x MEMBERS,STAGGER EDGE (141 AT ADJOINING SHEATHING EDGES,DOUBLE 2x STUDS NAILED TOGETHER MAY BENp NAILING EQUALLYTO EACH MEMBER;IN ADDITION,SISTER EACH MEMBER PER USED IN PLACE OF A SINGLE 3x STUD.FASTEN DOUBLE 2x STUDS TOGETHER WITH 3" D2 D2' D9 D9 D2 D10�SHEAR WALL NOTE[14]. LONG NAILS WITH THE SAME DIAMETER AND AT THE SAME SPACING AS THE EDGE BL ........ tt- - - - _-... ......,...-.__ ........._._. .-......- - c. .. -_- _ - - - - - - _ -- - - - - - - - - - o (6]NAIL SIZE TO BE 0.131"0(OR 0.113"0 IF HDG)WITH MINIMUM 1-3/8' NAILING,ALL BUILT-UP END POSTS SHALL BE NAILED SIMILARLY. f - - - "_� _ - - _ -- I Axthelm Construction Inc. PENETRATION IN STUD.STAGGER NAILING AT SHEATHING EDGES WHEN NAILS (15]SEE STRUCTURAL NOTES FOR SPECIAL INSPECTION REQUIREMENTS. _ - - - _ _ _ _._ _ _ _ - _ _ - ._ .. ARE SPACED AT LESS THAN 4". (16]PROVIDE(2)ROWS OF NAILS WITH 1/2"ROW SPACING TO RIM JOIST WHERE F4.5 F4.5 z [71 INTERMEDIATE FRAMING SHALL BE 2x MINIMUM MEMBERS.ATTACH BOTTOM PLATE NAILING IS 3"O/C OR LESS, F7.5 F7.5 F7.5 F7.5 gE1 w SHEATHING TO INTERMEDIATE FRAMING WITH 0.131"0x2.1/2"NAILS AT 12"O/C (171 WHERE SHEATHING OCCURS ON BOTH SIDES OF WALL,PROVIDE DOUBLE RIM FOUNDATION&PARTIAL E WHERE STUDS ARE SPACED AT 18 0/C AND 0.131"0x2-1/2"NAILS AT 8"O/C OR BLOCKING IN ACCORDANCE WITH DETAILS)AND ONE ROW OF PLATE NAILING TO LOFT FRAMING PLANS WHERE STUDS ARE SPACED AT 24"O/C. EACH PLY. PROJECTN. 1114 J DRAWN Gov, CHECK. BAnaxtzxn 7 1 2 3 4 5 8 ISSUED, e 09/02/22 n FOUNDATION PLAN S2.1 1/8" I PRINT Ra/mxx nerlgAM emir NOTE. BL KINGWORKS 1.'d'=FTG DEPTH PER PLAN OR SCHED 'LD'PER SCHED STRUCTURAL 1/^TI 1 p/�1 n 2.'S'PER CONTRACTOR BUT 2'-0"MAX S1 RUC 1 Uf��+AL C 2x'S' 2„ COLUMN,ANCHOR. ADDITIONAL#6 ENGINEERS a DIAMETER, BARS PER PLAN fi600uppn[6[Su feB 360.716.8260 BASEPLATE,& (WHERE OCCURS) ee11,ha wn 96225 wwwamy-wprvs.com WALL PER MFR SOG&REINF 1/2"CL SIDING PER ARCH PER PLAN STEEL PL THRESHOLD __j/_RCHSOG� PER . Aq,- in a BY OTHERS,TYP AA Z .DOCK LEVELER CONT FTG PER TYP DTLS SLAB ON GRADE EDGE ANGLE BY OTHERS ANGLE PER MFR la y d. PER TYP DETAILS � ' 2,CLR 1 � 9 a 1 LONG REINF PER FTG SCHED CONT 10" a -- -- -------- --_ rl- 4 10 MIN AT WALL CORNER WALL 2 e (TRANSVERSE AND DOWEL BARS ----_ - � I LOCATIONS ONLY ° -WHERE OCCURS S/Op/Al F3'1d NOT SHOWN FOR CLARITY,SEE DTL d ELSE WHERE) _a _. (3)if4 CLOSED TIES - SLOPE SIDE OF FTG #4V 12 O/C 2 MIN w/STD HOOKS, I °j WITHIN TOP 5" • • -� I- STEP IF SOIL WILL NOT INSULATION ( ) {, PER ARCH - CENTERED IN WALL.FIELD BEND ONE I EDGE ANGLE BY OTHERS #5 DOWEL BARS TO d a STAND VERTICAL =8" TIME MAX AT CONTRACTORS OPTION. I MATCH SIZE AND ° °9 #4H CONT.(c�12"O/C I QTY OF PLINTH TYP STEPPED WALL FTG PER MFR BALANCE OF •'°d VERT REINFORCING a 123/4" V-011 1 DETAILS PER DBL A563 NUT 8/S4:1 I� - w/F436 STD • • a.• 11/2"CLR AA WALL,SILL AND AB's PER 8/S4.2, w a ° - a .WASHER,TYP CENTERED ON FTG U 4 ° w ° ;/" TYP RETAINING ° w -III- ° WALL FTG&REINF. _ _ a °a #4 CLOSED TIES.@ 6"O/C TYP n a "MIN BOG w/#4 @J 18" PER 8/S4.1 WHERE SOG CONTROL JT PARALLEL TO °. O EA WAY,CENTERED —1 —I I— SOGPER a-` (6)#5 VERT.BARS, . TSF,LOCATE AT SECTION WITH TYP SOG ROUGHEN JOINT 1/S4.1 THICKNESS(NOT OVER TSF).LOCATE ON )I� d I' PER SN,TYP TERMINATE w/STD HOOKS SIDE OF FTG TO BE COVERED BY FLOOR PER SCHED INTO BOTTOM OF FTG FINISHES WHERE POSSIBLE. d WALL AND REINF PER w a LOADING DOCK ° c ° - PLAN AND TYP DETAILS U -u ° ° PAVEMENT BY OTHERS, ° ° TYPICAL CONDITION INSULATION PER ARCH — - PREP PER SN w ° •° "CLR-- III-1 I— SUBGRADE 3 III- 3"CLR TSF PER PLAN,SEE 7/S4.1 FOR LOADING DOCK SECTION TYP PLINTH AT RETAINING WALL INTERSECTION WITH OTHER FNDNS .�n1 COLUMN$ 3/4 SUBGRADE PREP PER SN WIDTH PER SCHED BE PER BUILDING MFR TYP TSF SECTION CL COL= 1"=1'-0° COLUMN,ANCHOR DIAMETER CL FTG .. -BL &BASEPLATE PER MFR COL,BASE PL AND WALL PER BUILDING MFR a ° w. 8 #6 HAIRPIN WHERE WALL FRAMING PER a R WHERE OCCURS a -m STD HOOK @ FAR FACE OF INDICATED ON PLAN METAL BLDG MFR WALL,MAINTAIN CLEARANCE PER STRUCT NOTES,TYP BOG PER PLAN BOG AND INSULLATION a AND TYP DETAILS FINISHED GRADE& PER 1/54.1,WHERE OCCURS z INSULATION/FLASHING ° z 'ADDITIONAL#6 n BARS PER PLAN 1 1/2"CL BY OTHERS w CL COL=CL FTG --- - EXTEND BARS AS w (UNO ON PLAN) — INTENTIONALLY FAR AS POSSIBLE STE COL PER METAL ° 3"CLR MIN ROUGHEN JOINT TO ' TERMINATE IN - ° CLASS B BUILDING MFR. 1/4"AMPLITUDE (2)#5 CONT @J TOW,TYP I- -. �` - STD HK .LAP SPLICE TYP. \ R - 2"CLR w _ 0y FOOTING AT FRAME 1 THICKENED EDGE FTG w/ V FREE-DRAINING CLEARANCE N DBL A563 NUT w/F436 OVERCOL,PER PLAN CONT LONG REINFORCING Z —BACKFILL PER GEOTECH, ,1112 CORER FTG BELOW,TYP w 8" PER SN,TYP - II BP,AB's AND HS/NS - STD WASHER,TYP DO NOT BACKFILL OR E GROUT PER TYP DTL N = COMPACT HIGH SIDE ALTERNATE: rc • UNTIL SOIL ON LOW SIDE o - "CLR N ¢ IS COMPACTED IN PLACE. USE"C'CORNER BOG PER PLAN 8"MIN A.A. BOG JOINT PER i w FOOTING BARS AS SHOWN AND TYP DTLS TYP DTL y I w I S#5 @ 12"H REINF TYP CONCRETE REINF a • - �. _ DEVELOPMENT/LAP -- SPLICE LENGTHS('ED-) - - ° w� 4"MAX,BOT OF FTG TO TOP OF _ 3"CLR REINF.PER o _ TOP WASHER.LOCALLY THICKEN r #6@ 12"O/C V REINF.CENTERED BAR SIZEOTHER ° :: -I a. SCHEDULE LOADING DOCK IN WALL w/STD HOOKAS SHOWN NOTE 3 _ w z FTG IF REQ'D TO MAINTAIN 3" w PAVEMENT BY DO #3 181N. 12 IN. ,2'CLR z, CLRCOVER A.A.ANCHORS p , .. SINGLE CURTAIN71 o � 1 -ROUGHEN JOINT #4 21 16 w N .PER SCHED c1 OR FORM 1 1/2"X czi a a _ TY 3 CONT KEvwnv #5 z7 21 ° n P FOOTING AT PERIMETER COLUMNS v Co , a TRANSVERSE REINF.2"OIC #6 39 30 ° DEVEL PMENT/LAP SPLICE NO7ES 4"MAX,BOT OF FTG TO �---1--� CONT REINF PER 1 12"MIN 2"CLR. v I - 1.TABULATED VALUES ARE BASED ON GRADE 60 UNCOATED TOP OF WASHER. COE FTG PER PLAN AND SCHED a REINFORCING BARS AND 3500 PSI NORMAL WEIGHT CONCRETE. LOCALLY THICKEN FTG IF 3"CLR PLAN AND SCHED d z CLR (3)#5 CONT.LONG REINF 2.BAR c.-c.SPACING MUST BE 6"MIN.AND COVER MUST BE 1.5"MIN. REQ'D TO MAINTAIN 3"CLR. DRAINAGE BY p-p 3.'TOP"BARS ARE DEFINED AS ALL HORIZONTAL BARS WITH MORE COVER A.A.ANCHORS PER SCHED SUBGRADE PREP - OTHERS SUBGRADE PREP PER SN THAN 12 INCHES OF FRESH CONCRETE CAST BELOW THE BARS. PER SN - TYP LOADING DOCK RETAINING WALL — z SECTION , •1 0• REv Description Date n TYP CONC LAP SPLICE LENGTHS TYP INTERIOR STL COLUMN FTG E $ 3/4'=1'-0' 3/4°=1'-�" U. 3/4°=t'-0° CONCRETE WALL PER PLAN AND TYP .. R Revision Schedule DETAILS.INSULATION_PER ARCH v TYP SLAB REINFORCING,TERMINATE FLOOR LEVEL PER ARCH - a w/STD HOOKAS SHOWN— nn T ° GRADE PER ARCH NOTE TYP THICKENED SLAB EDGE AT RETAINING WALLS P E RM I 1 1.PROVIDE SLEEVES w/INSIDE DIAMETER 2"GREATER THAN PIPE OUTSIDE DIAMETER.CENTER PIPE AND APPROVED FILTER °J BOTTOM OF BASE FABRIC AND DRAIN WRAP w/COMPRESSIBLE MATERIAL.. TYP CJ:1 1/2"MIN DEPTH SAW .TYP REINF ED' I a CONT 1 1/2"x2"KEY z C7 ROCK 2.ADJACENT PENETRATIONS THROUGH TSE SHALL BE SPACED TO PERMIT 6"MIN REMAINING CONCRETE CUT OR FORMED SLOT PER PLAN OR ROUGHEN -y- BL -III—I � d BETWEEN THEM.IF CLOSER PENETRATION SPACING IS REQUIRED,OR IF ANY TYP REINF REQUIRES PER'SCHED ° INTERRUPTION,SUCH LOCATIONS SHALL BE CLEARLY INDICATED ON THE SUBMITTED REINFORCING . z SHOP DRAWINGS;THE ENGINEER SHALL REVIEW THE SHOP DRAWING FOR ADEQUACY AND ADD REINF z— - xaaH GRID ptary - ? AS REQUIRED.FOR BIDDING PURPOSES ONLY,INCLUDE(2)ADD'L#4 x V-0"ON EACH SIDE OF EACH E a d ° ® 3 MULTIPLE-PIPE PENETRATION. N r[ • -• SCALE. a - ' 3.FIGURE BELOW SHOWS ACCEPTABLE PENETRATION LOCATIONS THROUGH AND BELOW TSE's: r. a a— NI -- VAPOR BARRIER � As indicated ° INVERT Zw ° eT.E _�� BYOTHERS 1'-0" CONTINUE 50%OF AXthelm-RNW Distribution - '"��r"- 4"RIGID ASS PERF PIPE z a SUBGRADE PREP PER SN 6"MIN CAPILLARY SLAB REINF THRU JT Metal Building Foundation 9 MEZZANINE INTERIOR OR DRAIN TILE I 2 MIN- BOT DRAIN m Z ___________________ BREAK PER SN (WHERE OCCURS) i_ L ER TYP CONTROL JT AND SUBGRADE TYP CONSTRUCTION JT Vacant Land Lot F ETAILS FINISHED GRADE& PERIMETER FOUNDATION DRAINS O TSE Arlington,WA 98223 m TYP BOG INSULATION/FLASHING -INVERT MUST BE BELOW FLOOR LEVEL. BARS BY OTHERS -BOTTOM OF DRAIN MUST BE BELOW BOT OF BASE. z NOTE, • w 1. PLACE CONTROL JOINTS AND CONS T JOINTS AT NO MORE THAN 15'-0"O/C,EW.ALIGN JOINTS WITH COLS AND °. NOTE SLAB CORNERS WHERE POSSIBLE. ° - — 1 r DRAIN PIPES MUST DISCHARGE BY GRAVITY OR MECHANICAL MEANS TO AN z t 2.CUT CJ's AFTER CONC HAS SUFFICIENTLY HARDENED TO PREVENT SPALLING OR TEARING BUT NO MORE THAN " •a III APPROVED DRAINAGE SYSTEM THAT COMPLIES WITH THE INTERNATIONAL `�`. �� :.,y BOT OF 12 HOURS AFTER POUR. AXthelm Construction Inc. o - - PLUMBING CODE. - �� j" TSE 3.SUBMITA SLAB PLAN SHOWING CONTROL&CONSTRUCTION JOINT LAYOUTAND POUR SEQUENCE FOR z a 3 2.MINIMUM SLOPE FOR DRAIN PIPE RUNS IS 0.25% Z APPROVAL. a f 3.Do NOT CONNECT FOUNDATION DRAIN SYSTEMS TO RAIN LEADERS OR DOWN z w 4.THE SUBGRADE SHOWN ABOVE SHALL BE THE MINIMUM REQUIRED AT ANY LOCATION,AND SHALL BE 4 d ° a SPOUTS: c _. 1 0 INCREASED OR MODIFIED AS RECOMMENDED IN THE GEOTECH REPORT. FOUNDATION DETAILS 1 L a - d 4.PROVIDE APPROVED CLEANOUTS FOR ALL DRAIN PIPE AT ENDS,CORNERS,AND z 2lMAX' 5.SEE SPEC AND ARCH/MECH/CIVIL DRAWINGS FOR SLAB EXTENTS,SLOPES,STEPS,DRAINS,ELEVATIONS, - NO MORE THAN 120'-0"ON CENTER.m 1 .CHAMFERS,FINISHES AND OTHER RELATED INFORMATION.MAINTAIN MIN THICKNESS PER PLAN THROUGHOUT. PROJE— znas 1 5.SEE CIVIL DRAWINGS FOR GRADES,DISCHARGE POINTS,AND OTHER REQMTS 1-0" FILL VOID W CONC OR CDF 6.WHERE SINGLE PENETRATION(OR COMBINED GROUPING OF MULTIPLE PENETRATIONS,SUCH AS AT GROUPS sAwH. arcnnm CHEcfi. eanaxsen 0 < ° ALSO SEE GEOTECH REPORT FOR ADDITIONAL REQMTS TYP.WHERE'W IS LESS 4"MIN 4"MIN OF PIPES OR CONDUIT)LARGER THAN V-10"ANY DIRECTION,PROVIDE ADD'L#3 EA SIDE EXTENDING 18"MIN isauEo. 09/02/22 6.SUBMIT FOUNDATION DRAINAGE PLAN TO THE.ARCHITECT FOR REVIEW. THAN 1'-6",OK TO FILL w/ BEYOND THE PENETRATION EXTENTS. y CONT.REINF.PER 7.DRAIN ROCKIBASE MATERIAL SHALL CONSIST OF GRAVEL OR STONE WITH LESS GRAVEL OR SAND. 7.SIM AT EXT SOG's/SIDEWALKS AROUND BLDG,EXCEPT OMIT VAPOR BARRIER,REDUCE CJ SPACING TO 10'-0" PER SCHED SCHED,3"CLR MIN THAN 10%OF MATERIAL PASSING THROUGH A NUMBER 4 SIEVE. O/C MAX,PROVIDE AIR ENTRAINMENT PER SN. ^4. o n TYP FOOTING BETWEEN COLUMNS n TYP FOUNDATION DRAINS AT TSE n TYP PENETRATIONS AT TSE n TYP SLAB-ON-GRADE DETAILS V\ ®I 1 peg. fizz,fi„2aM CC MIN DIST BETWEEN ANY TWO KINGWORKS STRUCT WALL STUD(24 ALLWABLE HOLES=6" gF STRUCTURAL �T D A MIN,SIM @ STL COL) HOLOE ZONE MAX HOLE DIA=SMALLER JOIST PER PLAN LSTA 24 @ 48"O/C J R 1 pRA OF H/5 0R 0'8",TYP ABOVE SHEATHING BELOW ENGINEERS FLOOR SHEATHING � I MAX HOLE DIA=2 1/4"TYP, _ _ _ _ soo dunoac so.since e = NO HOLES WITHIN TE"OF �' \ _ a60.714.82so tO TOP OR BOT OF STUD L�1� 1��� _ eenmgnam;wn sazzs .wwk eq-woncs.<om NO SIDE-BY-SIDE .0'-1"MIN TO EITHER FACE CENTER OF BL 3 1/2"SEISMIC GAP AT ALL BL N N HOLES PERMITTED BEARING,TYP L WEB STIFFENER PER MFR METAL BUILDING FRAMING BM&HANGER BN NOTES PER PLAN I f R g STUD WALL 1.NO"NOTCHING"PERMITTED OF ANY WOOD MEMBER. SOLID JOIST OR BEAM : SOLID WOOD JOIST OR : JOIST TO INTERIOR BEAM 1-1/4"CONT LSL RIM 8d @ 6"O/C TO BLKG,TYP 2..ALLOWABLE HOLES THROUGH PRE-ENGINEERED PRODUCTS BEAM PER PLAN(SIM @ STL BM)-NO HOLES OUTSIDE (SUCH AS WOISTS)SHALL BE AS PERMITTED BY MFR. MFR BLOCKING PANEL 3.WHERE PROPOSED PENETRATION WOULD NOT CONFORM TO OF ALLOWABLE HOLE ZONE THIS DETAIL,SUBMIT TO ENGINEER FOR REVIEW(3)DAYS MIN PRIOR WEB JOISTSTIFF ER(S) j S`S/OVAL TO DRILLING.ANY ADDITIONAL REINFORCING REQUIRED TO PER JOIST MFR NOTE:BALANCE OF ACCOMMODATE THE NON-CONFORMING PENETRATION SHALL BE DETAIL SIM LEFT PROVIDED AT NO ADDITIONAL EXPENSE TO THE OWNER. 4.HOLE LOCATIONS AND SIZE LIMITATIONS SHOWN FOR WALL I-JOIST PER PLAN,(3)10d TO STUDS SHALL ALSO APPLY FOR HORIZONTAL WALL PLATES. - EN STAGGER. PLATE THROUGH BOT.FLANGE, FULL-DEPTH BLKG TYP ALLOWABLE HOLES THROUGH SIMPSON A35 CLIPS PER @ 48"0/C n WOOD MEMBERS 1 1/2 =1'-O° WALL PER PLAN OR OR THROUGH BOT (3)10d NAILS,TOENAIL 9m FLANGE TO TOP PL MFR(JOIST(CONTINUOUS 3 MIN.NAILS(PER JOIST)JOIST OR INTERUPTED AT WALL) JOISTS PERPENDICULAR TO WALL JOISTS PARALLEL TO WALL SPLICE SILL PLATE FLANGE TO PLATE.10tl@ 1 12" AS REQUIRED FLANGES 12d @ 1 3/4"FLANGES WALL PER PLAN PROVIDE STUDWALL PER PLAN JOIST DO NOT AL NG w/STUDS 9 TE.WHERETYP'JOIST AT EXTERIOR WALL &TYP DETAILS 3/4„0 1,_0„ JOIST OVER INTERIOR WALL CENTER ON STD WASHER PT 2X6 SILL PLATE TYP IJOISTOVER INTERIOR BEARING BN_- PL,P UON 1 p WALL/BEAM THICKENED FTG PER PLAN&TYP DETAILS 10d @ SPACING EQUAL TO BN, HOLDOWN PER PLAN STAGGER SIDES. a TYP SECTION FROM END OFIPLATE,TYP PER SHEARWAL ANCHORS L SCHED(4'-SPACING O/C EA STUD) 5/8"o ANCHOR ROD,SEE NOTE 1 #STUDS x EN, 3/8"MIN TO PANEL O/C MAX ELSEWHERE). EDGE AND TO FRMG F I SILL BOLT OPTIONS RODS;6"MIN EMBEDMENT WITH 2" EDGE,TYP OPTION 2: MECHIGALV S MPSONOTT EN HD ANCHORS,4'MINE BEDMENOOK OR HEADED BOLT. �HOLDOWN IS INDICATED) STAGGER I\ •• STAGGER EN PER SW WALL DIRECTLY BENEATH JOIST FLOOR LEVEL-(WHERE OPTION 3. EPDXY ANCHORS PER SN;4'MIN EMBEDMENT a - 4 a° °. a°-. \ .ALL SCHEID EVENLY TO DS ALT:CONTINUE WALL TO NOTES \ PANEL EDGE_ - BN TYP 1.SET SILL PLATE FOR EVEN BEARING.PLACE MORTAR UNDER PLATE WHEN GAP EXCEEDS 1/81. wa a ROOF SHEATHING 2.SEE SHEAR WALL SCHEDULE FOR BOLT SPACING AT SHEARWALLS. MEMBER EDGE,LON 3.USE ONLY HOT DIP GALVANIZED SILL BOLTS,WASHERS,CONNECTORS AND FASTENERS IN BUILT-UP FRMG _ 3"CLR PRESSURETREATED WOOD,SEE STRUCTURAL NOTES FOR ADD'L INFORMATION. TSF PER PLAN MEMBER,SISTER PER _---10d @SPACING EQUAL 4.THIS DETAIL DOES NOT APPLY TO HOLDOWN ANCHORS,SEE MFR REQMTS. AND TYP DETAILS SN -� 5.POST-INSTALLED ANCHORS SHALL BE INSTALLED PER MFR's RECOMMENDATIONS AND REQUIRE NOTE TO BN,STAGGER SPECIAL INSPECTION.SEE STRUCTURAL NOTES FOR ADDITIONAL REQUIREMENTS. 1)AT CONTRACTORS OPTION,PROVIDE DRILL AND EPDXY HDG ATR w/7" TYP NAIL STAGGER AT NON-ABUTTING PANEL EDGE 1/2"MIN SHEATHING 10d x 1-1/2"@ 6.HOLE 0 IN SILL PLATE SHALL BE 1/16"MAX LARGER THAN THE ANCHOR 0. EMBED PER SN,OR PRECAST ANCHOR BOLT PER NOTE 2,MAINTAIN MIN ON BUILT-UP MEMBER ;OR ALL EN! SPACING EQUAL TO 7.HOLE IN PL WASHER MAY BE DIAGONALLY SLOTTED WITH MAX SLOT LENGTH OF 1 3/4",PROVIDED A - - - - CLR DISTANCE AS SHOWN FOR ALL OPTIONS. - - - Lafj BN,TYP STANDARD CUT WASHER IS PLACED BETWEEN PLATE WASHER AND NUT.ALL PLATE WASHERS AT 2)ANCHOR BOLTS SHALL BE SIMPSON HARDWARE AS SPECIFIED,OR A36 - - - SHEARWALLS SHALL EXTEND TO WITHIN 1/2"OF THE EDGE OF THE BOTTOM PLATE ON THE SHEATHED OR F1554-36 ROD w/THE EMBEDDED END TERMINATED WITH A BOLT HEAD NOTE BN SIDE(S). w/WASHER,OR A DOUBLE NUT w/WASHER.HOT DIP GALVANIZE OR VERTICAL(STUD)CONFIGURATIONS SHOWN;STAGGER AT SLEEVE THE ANCHOR TO PREVENT CONTACT w/PT WOOD. HORIZONTAL(PLATE OR BLKG)CONFIGURATIONS SHALL BE SIMILAR WALL BETWEEN JOISTS TYP SHEARWALL ENDPOSTS AND INTERIOR SHEARWALL @ ROOF TYP SILL&BOLTING n HOEDOWNS n TYP SHEARWALL NAIL STAGGER n PARALLEL TO JOISTS 1„=1,_0„ LJ 1„=1,_Q„ U 1 1/2„=1_�„ 1„=1_O„ SOLID BLOCKING 4'-0 MIN EAR,PROVIDE(i6)10d IN(3)STAGGERED ROWS w/(3)8d TOENAILS MSTA30 STRAP EA END OF BM. TO EA JOIST OR WRAP AROUND WHERE WALL RIM JOIST IS INTERRUPTED PER PLAN. PROVIDE A35 R S CLIPS DBL TOP PL TO (HORIZONTAL))PER P V SCHED TYP PER TYP EN STAGGERED TO P TO STRUCTURE ABOVE PER DETAILS BEAM PARALLEL TO WALL PER PLATES DETAILS PLATE III PLAN.BEAR BEAM CENTERED ui FASTENING: ON DOUBLE TOP PLATE. FV 0 (4)10d TOENAIL TO PLATE •I i, ALIGN STUDS LI ry`L BELOW JOISTS 3"MIN BEARING •I SHTG PER STRUCT M TYPICAL TOP I•I NOTES 9 PLATE TO STUD: POST PER PLAN(2)2.(2)led END NAILS STUDS MINIMUM o BLOCKING TO PLATE BENEATH BEAMS TYP JOIST PER P SWEP PER PLAN&DETAILS BEARING DETAILS o SHTG PANEL c Sd@ 6"TOENAIL FIELD NAILING @ 12"O/C, JT,TYP ALIGN STUDS DIRECTLY o EN AT SWEP.WHERE SWEP IS TYP UNDER JOISTS WHERE HEADER z NOTES WIDTH LESS THAN REV Description Date NOTEg.. : BUILT-UP FROM MULTIPLE 1.SEE SW SCHED FOR EDGE NAILING.(EN) STUD WIDTH,BLOCK E 1 SEE IBC TABLE 2304.9.1 FOR OTHER FASTENING REQUIREMENTS. STUDS,STAGGER NAILS Revision Schedule BETWEEN STUDS BUT SPACE .' AND PLATE NAILING(PN)SIZE&SPACING. (4)10d, SOLID ABOVE t 2)WHERE BOTH TOP PLATES ARE INTERRUPTED,SPLICE w/SIMPSON LSTA18. 2.PROVIDE 1/6'GAP BETWEEN ADJACENT TRIMMER STUDS. - -- - NO GREATER THAN 6"O/C TO EA PANELS,TYP P TO v STUD HEADER 3.WHEREVER EDGE NAIL(EN)SPACING IS TYP STUD WALL FRAMING DETAILS 24"MIN PANEL WIDTH AND/OR HT __ LESS THAN 4"O/C,EACH ROW OF NAILS HEADER PER 4 3/4"=1'-0" SHALL BE STAGGERED INTO TWO ROWS SCHEDULE.IF BUILT- PERMIT DISCONTINUOUS SHEATHING THE CENTERLINES OF THESE TWO ROWS UP,SISTER w/16d @ AT SW IS TO BE AVOIDED SHALL BE OFFSET BY 12"MIN.ALSO - 6"O/C,STAGGERED 9, WHEN POSSIBLE MAINTAIN 318"MIN EDGE DISTANCE FROM TYP FROM EA SIDE. O CL OF NAIL TO EDGE OF PANEL AND AL z EDGE OF FRAMING MEMBER.SEE P 4 STAGGER DTL ELSEWHERE. AT MULTIPLE-STUDS,SISTER SINGLE CONTINUOUS o STUD EA SIDE w/12d 4.SHTG PANELS MAY BE INSTALLED 3 @ EA STUD PER THE STRUCT KING STUD CONT PAST PE HEADER TRIMMER SILL QTY xoRTe. awa. 6"O/C TO ENDPOST,, NOTES&SW SCHED VERTICALLY OR HORIZONTALLY E HEADER AS SHOWN STAGGER SHEARWALL 5.WHERE DBL SILL OR SOLE PLATE USED, Ht (2)2x6 (1)2x6 (1)2x6 SCALE. 1D ENDPOST AND SISTER UPPER PL TO LOWER PL w/PN As indicated a PER SW SCHED;STAGGER EN EVENLY TRIMMER AND KING STUDS H2 4x8 (1)2x6 (1)2x6 w HOEDOWN PER PLAN BE PLATES. _ EN EA SIDE OF PANEL PER SCHEDULE.TOTAL JOINTS,TYP •, "• TRIMMER-KING BUILT-UP AXthelm-RNW Distribution z • POST PER SCHEDULE IS Metal Building Foundation BLOCK ALL SW MINIMUM,SEE PLANS FOR SHEATHING ON ONE FACE SHEATHING EDGES LARGER SIZES WHERE REQ'D. o EN,STAGGER BETWEEN HOLDOWN PER PLAN Vacant Land Lot F OR EACH FACE.PER •" FLAT 2x4 SISTER EACH PIECE w/10d AT o ENDPDST STUDS,TYP PLANAND SCHEDULES. _ SHEARWALL EN EA SIDE OF PLY JT, SPACING PER SHEARWALL SILL(QTY PER Arlington,.WA 98223 m 2x OR 3x SILL PLATE - SCHEDULE OR 12"O/C MAX EN AS REQUIRED BY PROVIDE 3x WHERE REQUIRED PER STAGGERED(AT NON SW). SCHEDULE)P TCE OF AT INTERSECTIONS, SW SCHED.WHERE(2)2x MEMBERS OPENING NO SPLICE. SW SCHED ' CONTINUE SHEATHING LAP TOP PLATES AT CONTRACTORS OPTION: 1 I ARE USED IN LIEU OF 3x,SISTER PER (2)tOd TOENAILS, a THROUGH w/EDGE AND NAIL w/(4)16d COUPLER NUT&THREADED PN(N/A @ FNON) THE STRUCT NOTES&SW SCHED. TYP(4)LOCATIONS y FASTENING PER ROD FOR MISPLACED ANCHOR, EN PER SW SCHED AXthe'm Construction Inc. o SCHEDULE TO ENDPOST MAX 5-DEG OUT-OF-PLUMB HOEDOWN PER PROVIDE HDG NAILS AT 36, PT SILL PLATE TYP DETAIL I FOUNDATION PER WOOD FRAMING DETAILS E HOLDOWN) TYP DETAILS PER PLAN&TYP FLOOR BN PER THE STRUCT NOTE PROJECI•N. N149 a \�EN STAGGER BETWEEN DETAIL NOTES(N/A @ FNDN) THIS DETAIL APPLIES AT RAwR. crcnnm ceEcx. snmx1.ENDPOST STUDS,TYP BEARING AND SILL BOLTS PER SHEARWALLS ONLY. TYP DETAIL D a IssueD. 09/02/22 -�—SHEARWALL ENDPOST AT FOUNDATION PROVIDE SILL AND HOLDOWN PER PLAN ANCHORS PER SW SCHED AND S /� 3 TYP DETAIL V 4.2 N o TYP WOOD WALL INTERSECTIONS TYP SHEARWALL CONSTRUCTION TYP HEADER FRAMING 3 3/4"=1'-0" 2 1"=1'-0' 1 3/4"=1'-0" RRINT.saaazx zsr,amn ozoz, W SD Ul A NEW BUILDING FOR Hi LL N N N N IL RNW A N ry is w . .. • w N py b 3 �^ Owner: Arne Zenneck 14219 Smokey Point Blvd, E Unit B2, Marysville WA a j i A t 7 L Ph: 360.454.0268 Q°' O0Q N N �IN CO arne@rnwdist.com U> N N N N N� N N W CPSO v � Axthelm Construction Inc 3610 Cedardale Rd Unit C ® ® Mt Vernon,WA 98274 p.(360)424-6848 - O Kingworks 5124 Structural Engineers 600 Dupont Street Suite B I Bellingham,WA 98225 (360)714-8260 TerraVista NW 3204 Smokey Point Drive Suite 207 Arlington,WA 98223 (360)691-9272 Metron and Associates,Inc 307 N.Olympic,Suite 205 Arlington,WA 98223 Phone:(360)435-3777 CITY OF ARLINGTON Fax:(360)435-4822 BUILDING DEPARTMENT Owner. APPROVED Arne Smokey 14219 Smokey Point Blvd, DATE_) BY IK/ Unit 60.Marysville WA TT��'''' Ph:360.454.0268 N CHANGES AUTHORIZED arneernwdistcom Brandon Axthelm M E T RO N UNLESS APPROVED BY THE Axthelm Construction BUILDING INSPECTOR STRUCTURAL AND ASSOCIATES, INC. )FFICE COPY I AND SURVEYS I MAPS I LAND-USE PLANNING 0 • CRY OF ARLINGTON Axthelm Eric J. Scott, PE 307 N. Olympic, Suite 205 CONSTRUCTION DRAWING REVIEW ACKNOWLEDGMENT to CON STRUCT ION Principal/Project Manager Arlington, WA 98223 THIS PLAN HAS BEEN REVIEWED AND EVALUATED FOR GENERAL COMPLIANCE WITH THE L Brian Andersen, PE CITY OF ARLINGTON CODES AND ORDINANCES.CONFORMANCE OF THE DESIGN WITH ALL 1—' www.axtheimconstruction.com Phone:(360) 435-3777 THELICENEDDESIG LAWS OREGNEER NOSTHEFULANDSIGL AND NATURE APPEAR YOF U) W THE LICENSED DESIGN ENGINEER WHOSE STAMP AND SIGNATURE APPEAR ON THIS Kingworks Structural Engineers Terra ISta NW, SHEET.ACKNOWLEDGEMENT OF CONSTRUCTION DRAWING REVIEW DOES NOTIMPLY Z W PO Box 2947,Mount Vernon WA 98273 CITY APPROVAL FOR CONSTRUCTION ACTIVITIES THAT REQUIRE OTHER COUNTYSTATE to 0 a Z W Phone:360.714.8260(ext. 106) Consulting Civil Engineers Fax: 435-4822 Y o = OR FEDERAL PERMIT REVIEW AND APPROVAL.THE PROPERTY OWNER AND LICENSED �p O 360.424.6848 1 M 360.333.3395 3204 Smokey Point Drive DESIGN ENGINEER SHALL BE RESPONSIBLE FOR THE ACQUISITION AND COMPLIANCE OF www.kin� works.com ALL APPLICABLE PERMITS ANDIOR AUTHORIZATION WHICH MAY INCLUDE,BUT ARE NOT 111 Z W Z Suite 207 LIMITED TO,WSDFW HYDRAULIC PROJECT APPROVAL(HPA),WSDOE NOTICE OF INTENT ; g J Arlington, WA 98223 (NOp,ENDAN ERED SPEMY CORP OF CIES ACT INEERS FILL PERMITS AND THE REQUIREMENTS OF THE Z ^Q O vww.TerraVistaNW.com BY: DATE _ Drawing' � �TerraVistaNW.com Development Services Manager �� .O (360) 386-9997[D] THESE APPROVED CONSTRUCTION PLANS EXPIRE AFTER 18 MONTHS FROM THE DATE (425) 422-0840[C] SHOWN ABOVE OR UPON EXPIRATION OF PRELIMINARY PLAN OR SITE PLAN APPROVAL. - (360) 691-9272(O] DESIGN REVIEW PLN#885 SPECIAL BOARD PERMIT USE PLN#884 21c-4317 Received OCT 212022 &b'0Z16 �,_3„ 197TH PL NE SITE PLAN NOTES O PROJECT CR I TER I A DRAWING I NDEx: w ARLIN6TON ROAD o 0 TAX ACCOUNT NO. 31051400203300 4 q q q i q BICYCLE ACCESS. f�: 4� 1. HANDICAP PARKIN6 W/ CURB GUTS AND SECTION: 14 TOWNSHIP 31 NORTH RANGE 5 EAST NAVD88 NAD83 ARCH TURAL 5 2I S 88°16'20"E 238.21 SIGNS PER DETAILS 4,5 d 10/AI.2 z z w 3 2. ADA ACCESS AISLE. PAINTED. AI.OITEG SITE z z z - --- ---- - - _ LEGAL DESCRIPTION: I 3. EXTRUDED CURB SEE PET.2 DW6.AI.2 o ' Section 14 Township 31 Range 05 Quarter W1/2 LOT A1.2 SITE DETAILS 3 19 0 4. CONCRETE SIDEWALK5 WITH THICKENED 13 OF CITY ARL BLA 5URV REC AFN c1bO5085005 BEiN6 PTN LU -t 8 LI.I LANDSCAPE PLAN s D o ED6E5 PER DETAIL 3/A1.2 WI/2 EXC R/NI TO CITY ARL PER 5WD5 REG AFN 201802230401 A2.1 FLOOR PLAN IS ! 6. t6 n t 5. EDGE OF ASPHALT PAVING SEE DET.I EXG TH PTN THOF DAP TH PTN SEC, LY1g.00FT ELY II 41.00FT A2.2 REFLECTED GEILIN6 PLAN di ui 8i Id ♦ i T 8" BUMP OUT IS 0� DW6 A1.2 PER CIVIL DRAWIN65. OF FOL PESO RD GJ AT 5W OF LOT 13 AS 5HOW A2.3 REFLECTED GEILIN6 PLAN R-55.00 1 +r 2 b. 4" WIDE TRAFFIC STRIPPING AT PARKING ONYSD GITY6ARL BLA REGLAFN c1605065005 TH 581 56 IqE AL6N A3.1 EXTERIOR ELEVATIONS STALT ` T 7 GLASSES ASPHALT PAVING PER CIVIL 5 LN OF 5D LOT 13 564.66FT TO TPB OF THE HEREIN DE50 RD A4.1 BUILDIN6 SECTIONS y C/L THN53 30 50E 21.02FT TH AL6 A CRY TO L WH GTR OF CRV A4.2 FIRE RATED WALL A55EMBLY p 042°31'30" l�I'-0" 11 A ` t DRAWIN65 BEARS N36 2q iOW HAVING A RAD OF 440.00FT AN ARC, DIST OF A5.1 DOOR, WINDOW II FINISH L- r ` t '� 8. TYPE 'A' OPAQUE 5CREENIN6: 561.SSFT TH N20 23 I6W 113.15FT TH AL6 A GRV TO R WH GTR SCHEDULE w Ct A CI IL 20.16.040 OF CRV BEARS N6g 36 34E HAVING ARAD OF 528.00FT AN ARC A5.2 DETAILS N N N N 8 o 4 3 q. NEW APRON PER CIVIL DRAWIN65. DIST OF 4'1.22FT TO N LN OF 5D LOT 13 WH Al-50 IS 5 LN OF A5.3 DETAILS 10 © y A ` 10. EXISTIN6 8' HIGH GHAINLINK FENCE TH CERTAIN PRIVATE ACCE55 II UTILITY EASE KNOWN AS 14TH N ry W_ 3 Q. 02, �',_ \ t 11. BOLLARD PET. II DW6 A1.2. AVE NE AS DESC AFN gb01110532 416125500cl 1605085005 w I I 1 q'-p" ! STRUCTURAL N z I- t 012, 3'-b" 6UARD RAIL.DET 1 DW6 A1.2 gbO516008120050g14112c1 d 201401010240 d TERM OF HEREIN 51.0 STRUCTURAL NOTES "" a i 1 8 .0, BUILDING (C m f _ 13. TRASH ENCIL05URE SECTION PET Sdq. DW6 DE50 C/L II AL50 EXG TH PTN THOF LY ELY OF LN LY Iq.00FT 52.1 FOUNDATION II PARTIAL LOFT 0 to ro o m o n \ b'-0" _ ` A1.2 (TRASH ENCLOSURE TO BE C,LADED FLY OF FOL6 DE5C RD C/L COM AT 5W COR OF LOT 13 AS SHOWN FRAMIN6 PLANS I 3 3 _ ♦ WITH RNW SYNTHETIC SIDING TO MATCH ON SD CITY ARL BLA REG AFN g605065005TH S81 56 1gE AL6 5 54.1 FOUNDATION PLANS o - b) BUT t ♦ � THE PARKIN6 LOT 5GREENIN6 FENCE.) LN OF 5D LOT 13 564.b6FT TO TPB OF THE HEREIN DE5G RD 54.2 WOOD FRAMING DETAILS n 14. NEW FIR= HYDRANT C/L TH N55 30 50E 21.02FT TH AL6 A CRV TO L WH GTR OF od I 15. EXI5TIN6 FIRE HYDRANT CRV BEARS N36 2cl IOW HAVING A RAD OF 440.00FT AN ARC METAL BUILDIN6 PRAHIN65 2 Nam` Ib. 25' SET BACK. P15T OF 561.55FTTH N20 23 i6W 113.15FT TH AL6 A CRV TO R '. • PAVEMENT REPAIR I5 TO BE 8" 8 11. REMOVAL OF EXISTING CURB WH GTR OF CRV BEARS N69 36 34E HAVING A RAP OF 528.00FT I - Di•I ' 12 SrR; ;`r COMPLETED WITH THE REMOVAL BUMP 18. 10' UTILITY EASEMENT AN ARC, DIST OF 41.22FT TO N LN OF 50 LOT 13 WH AL50 15 5 ✓� b o � t ; y OF THE CUL-DE-SAC AND OUT z iq. NEW SIDE WALK. SEE DET.b DW6.A1.2. LN OF TH CERTAIN PRIVATE ACCESS d UTILITY EASEKNOWN AS INSSTT LLLAATTINON OF FRONTA6E ♦♦ =yN 20. 4'-0" H16H FENCE WITH RNW SYNTHETIC 14TH AVE NE AS DESG AFN g601110552 ob1255009 g605065005 MPR• to 5IDIN6. BURdA COLOR.DET12 DWS A1.2 g605160081 20050g14112g II 201401010240 II TERM OF HEREIN SIDEWALK MUST BE POURS TO t r` 21. MAIL BOX DE5c C/L PER 5WD REG AFN 201W2250402 M I T 11 12 O IIA `,\ A STRAIGHT JOINT AND A ` �N 22. ELECTRICAL METER to 11 ®' .. MATCHED IN. Z $ MUST VERIFY IF EX I5T I N6 ADA ♦ 23. PEDESTRIAN L I6HT FIXTURE. BUILDING GR I TER I A PER:20.40. 1 PERM I 55I BLE USE5 8 v 8 s 12 16 ♦ 24. PLAZA. 5EE PE DW6.A1.2. ZONIN6: 6I (6ENERAL INDUSTRIAL) m ° I ® \ RAMPS MEET STANDARDS, iF 25. PARKING LOT LI6HTIN6 4. 120 Primarily cons I sts Of z NOT THEY MUST BE REPLACED. MAX. HEIGHT (ZONING): 50'.TABLE 20.48-5 m o CL ai I 26. EXTERIOR LI6HTIN6 business not done with N M L 11 I, Iq • IF EXI5TIN6 5IDEWALK d/ ` MAX LOT COVCRA6E: 100% 4 P SPRINKLER. 21. BIKE RACK. 1-Bike Saddleback BikeCODE. walk-in trade. IMPROVEMENTS ARE DAMAGED 8" ♦ Rack - 62"L - 2-3/8"OD 6alvanlzed 2018 IBC :Q N N 14 13 ROOM DURIN6 CONSTRUCTION THEY BUMP OCCUPANCY: 5-1 Designation nation Z5. 0 3 0 to o ♦ Pipe - Surface Base Plate 9 0 N N 8" BUMP 0U� WILL NEED TO BE REPLACED. OUT t FIRE SPRINKLER: YES o Mount. Provided by Bicycle Rack 10.220 Warehouse Storage N m N D Source (800)2g1-1442. FIRE ALARM: YES N Lu a. _ - _ __ __ _-_ ___ 26. CONCRETE LAND IN6 CONSTRUCTION TYPE: VB FAGlllty. 2cl. EXISTING CHAIN-LINK FENCE TO BE PROPERTY SIZE: 1.02 AG. (44.314 S.F.) Designation Z5. S 87°56'19"W 296.03' 65'-q" REMOVED. SITE PLAN 30. RETAININ6 WALL AT 6RADE CHAN6E. AIRPORT SECTOR: G PER:20.12-I n o n W/6UARD RAIL PER DET.1 D016 A1.2 PARK I N6 GALGULAT I ON5 SCALE: I` = 20'-0" ® ELECTRIC VEHICLE CHAR6IN6 STATION UTILITY D I 5TR I GT5 _ IRED RKIN6: It ROVER: D NORTH OCCUPANCY WATER: CITY OF AR IN6TON WA�REHOU5EPA0.220 Warehouse Storage WPR=HOUSE SEWER CITY OF ARLIN6TON Facility PLUMB I NCB E I XTURE ANALYSIS (500 5.F./ OCCUPANT) 2018 WSEC L I 6HT I NO ALLOWANCES L I C'HT LEGEND TELEPHONE: ZIPLY, GQMGA5T 15PAGE FOR EVERY FOUR EMPLOYEES ON 12,g34 6.5.F. 5.F./500 WATERGL05ET5 Tabl405.5.3.(2) 26 OCCUPANTS e C NOTE: LIGHT FIXTURES TO BE SHIELDED THE MAXIMUM 5HIFT BUT NOT LESS THAN = CODES OCCUPANCY OCC. LOAD WOMEN MEN I SPACE PER 10,000 SQUARE FEET OF TOTAL PARKING AREA 13,160 FT FROM THE SKY II ADJACENT PROPERTIES. S-1 (WAREHOUSE ) 26 13/100= 0.13 13/100=0.13 BUSINESS: 2015 INTERNATIONAL BUILDIN6 CODE AREA DEVOTED TO STORAGE (WHETHER AREA X WSEG ALLOWED WATTS/S.F. = TOTAL ALLOYED WATTS B+A 2q I S/25= 0.60 U I RED 0.41 (150 5.F./ OCCUPANT) PARK I N6 LOT 2= (I BC) I N5I DE OR OUTSIDE). Axthetm Construction Inc 14,g65 FT X 0.06 W/FT Sgl TOTAL ALLOWED WATTS I REQUIRED I REQUIRED 423 5.F./150 PARKING LOT LI6HTIN6 26 OL/4 1 STALLS REQUIRom. 361oCnon,WA RduntC TOTAL PROVIDED 2 2 3 P-LOT LIGHTS ® IOOW EA + TOTAL WATTAGE = 300 WATTS 2018 INTERNATIONAL MECHANICAL Mt Vernon,WA98274 3 OCCUPANTS TOTAL FACADE WALL AREA = 10,500 S.F. (100W) LED SHOE BOX FIXTURE FACADE WALL AREA X WDEG ALLOWED WATT5/5.F. = TOTAL CODE (IMG) STALLS PROVIDED = 22 Kingwo)424-6848 25' POLE W/I8" DIA 24" HIGH GONG. BASE LAVATORIES CONFERENCE ROOM BUILDIN6 2018 INTERNATIONAL FIRE CODE Kingworal FACADES ALLOWED WATTS.10,500 S.F. X .015 W/5.F. 181 TOTAL � WALL PAG ® l 00w EACH structural Engineers 5-1 (WAREHOUSE) 26 13/100= 0.13 13/100=0.13 (15 S.F. / OCCUPANT) ALLOWED WATT5 ON BUILDING FACADE5. TOTAL(b)X I OOW A (I FC) OFF I CE:4.120 600 Dupont Street B+A 2q 15/40= 0.60 15/40= 0.38 428 S.F. / 15 KATTA6E= 600 (32 ?1) LED WATT EQUIVALENT Suite B 2018 UNIFORM PLUMBING CODE (UPC) i space per 400 square feet of Bellingham,WA98225 TOTALS i REQUIRED I REQUIRED 2g OCCUPANTS BUILDING TOTAL 5' WIDEWALK LIN.FT =1060 S.F. LjA 2018 WA5H1N6TON STATE ENER6Y CODE gross floor area. (%0)714-8260 TOTAL PROVIDED 2 2 WALKWAY LIN.FT WSEG ALLOWED WATT5/5.F. = TOTAL WALKWAYS q51 S.F. / 400 3 PARING STALLS TerreVista NW TOTAL OCCUPANCY = 58 10' WIDE ALLOWED WATTS. 1060 S.F. X .5 W/LIN.FT = 530 WATT5 WALKWAY PEDESTRIAN L16HTIN6 ® 15 W EACH 32045mokey Point Drive __________ _ 10 PARKING STALLS REQUIRED. � 4 MIN DOOR WIDTH ALLOWED AT 5' WALK WAYS. TOTAL (b LIGHTS x 20W ALLOWABLE AREA suite207 OFFICES MIN POOR LOAD: 42 LED) P (20W) LED WATT EQUIVALENT 10' POLE ROOM 428 I OCCUPANCY 5-1 TOTAL PARK I N6 STALLS PROV I DID.22 Arlington,3 60 691-272 8223 423 5.F./150 DOOR WIDTH: EV CHARGING STALLS REQUIRED 3 /441 5.F. 42X.15 = 6.3" REQUIRED TABLE 50b.2 10% OF 22 = 2 STALLS Metron and Associates Inc OL 2cl j 5-1 OCCUPANCY:FOR VB 36.000 307 N.Olympic,Suite 205 ( I --------+-108" PROYIDED IN ao+raq<cr«" Bt 5.F.MAX Arlington,WA 5-37 I I I 8223 WAREHOUSE AREA ay.,o;,r<a«<,u< ,o^ Phone:(360)435-3777 12" PROVIDED IN OFFICE s IMPERVIOUS 5UR ACE5. Fax:(360)435-4822 c<m•rc•y PROVIDED 15.618 ®--- - j AREA z S.F. ASPHALT: 13,054 S.F. Owner. 4* Cemetery Rd a SITE PER 20.16.130 ALLOWABLE BUILDING HEI6HT: VB 40 CONCRETE: 5,001 S.F. Arne Zenneck EX I Tfr ----------+ SHADE .TR�S IN NS 60 5 14219 Smokey Point Blvd, j CORRIDOR WIDTH; X BUILDIN6 FOOT PRINT: 15.148 S.F. Unit B2,Marysville WA o-------- - 42X.20 = 8" REQU I RED .o + r- o PARK I N6 AREA. O Ph:360AS4.0268 `^< z 1368 5.F.*.20 = 214 5.F. 31.803 5.F. arne@rnwdistcom j 44" MIN s.c< + ,.1 O at a" OF SHADE BUILDIN6 AREAS TOTAL IMPERVIOUS SURFACES P 1011.2: S 6 5 a 1q8 5.F PROVIDED. OFFICE BUILDIN6 31,603 5.F./ 44,514 S.F. = 12% Z o-"------- EXIST TRAVEL DISTANCE: 1. Q 1365 S.F.*.20 = 274 5.P. 192nd st NE z d MAIN FLOOR WARS IOUSE:15.618 S.F Q B SPRINKLERTJ 500' m OF SHADE 6.5.F. - 5-1 SPRINKLERED 250' {4 1q8 5.F PROVIDED. �-- 1` Fire Sfarion ®1 I ql 5.F.*.20 = 23q S.F. CITY OF ARLINGTON DN' j 18111 St NE "Ift,St NE 188th St NE OF SHADE CONSTRUCTION DRAWING REVIEW ACKNOWLEDGMENT W j 240 5.17 PROVIDED. Y M---------' - DR I NK I N6 1 OUNTA I N5 a� THIS PLAN HAS BEEN REVIEWED AND EVALUATED FOR GENERAL COMPLIANCE WITH THE STORA6E: REQU I RED: a CITY OF ARLINGTON CODES AND ORDINANCES.CONFORMANCE OF THE DESIGN WITH ALL Arfingron D DEFERRED SU VM I TTAL5: APP LICENSED DESIGN ENGINEER WHOSE STAMP AND SIGNATURE APPEAR ON THIS LICABLE LAWS AND REGULATIONS IS THE FULL AND COMPLETE RESPONSIBILITY OF OCCUPANT) N nduniC!pd7 E W W (500 S.F. / q z TH j For 5-1 1 per 1000. Qo A'rport n ELECTRI GAL SHEET.ACKNOWLEDGEMENT OF CONSTRUCTION DRAWING REVIEW DOES NOT IMPLY w Q c.5.For B I per 100. a ec CITY APPROVAL FOR CONSTRUCTION ACTIVITIES THAT REQUIRE OTHER COUNTY,STATE C a Z 12,q 15 5.F. / p r MECHANICAL GAL OR FEDERAL PERMIT REVIEW AND APPROVAL.THE PROPERTY OWNER AND LICENSED 500 Per 2g02.5.1 occupant load over PLUMB I N6 DESIGN ENGINEER SHALL BE RESPONSIBLE FOR THE ACQUISITION AND COMPLIANCE OF Me OF 30 sha I I have one drinking 188th St NE FIRE ALARM ALL APPLICABLE PERMITS ANDIOR AUTHORIZATION WHICH MAY INCLUDE,BUT ARE NOT m N_Z a fountain for the f 1 rst 150 LIMITED TO,WSDFW HYDRAULIC PROJECT APPROVAL(HPA),WSDOE NOTICE OF INTENT 3 Z zi w I OCCUPANT 9r b Z o `�PRINKI-ER (No CORP OF ENGINEERS FILL PERMITS AND THE REQUIREMENTS OF THE m $ n F- OCCUPANT LOAD occupants and one for each 500 hy1 • 0 5I6N PERMIT (NOI),ENDANGERED SPECIES ACT. z Q to I5 26 additional occupants. _ ae�� m a' ��i o *BIDDIN6 CONTRACTOR RESPONSIBLE FOR a I REQUIRED DE5I6N d PERMITTIN6 OF ALL DEFERRED BY: DATE: Drawing: ITEMS Development SaMces Manager OGGUQ PER TABLE: 508.4. Required *ALL DEFERRED SUBMITTALS MUST BE PANCY PLAN separation;i an: VICINITY MAP THESE APPROVED CONSTRUCTION PLANS EXPIRE AFTER 18 MONTHS FROM THE DATE A 1 .1 P REVIEWED BY ARCHITECT PR I OR TO SHOWN ABOVE OR UPON EXPIRATION OF PRELIMINARY PLAN OR SITE PLAN APPROVAL. SCALE: 1" = 20'-0" ® Between M II 5-1 No Separation SUBMITTAL TO THE CITY. •,... required. DESIGN REVIEW SPECIAL NORTH NORTH BOARD PLN#885 PERMIT USE PLN#884 21c-4317 SITE PLAN DETAILS *5I6N MAY BE MOUNTED ON W W BUILDING WALL WHERE APPLICABLE tWn z z SCALE: AS NOTED n PET. 5 THI5N WHITE LETTERS 4 SYMBOL 5IDEWALK----- T\ DWG. ® EA. CONSTRUCTION: STALL WORDED STATE DISA ON BLUE BACKGROUND ® ° BLED EXPANSION PARKING PERMIT REWIRED" 8 H z z N v SLAB W/ CONTROL b"4" CONCRETETOOL JOINT CONC. JOINTLI z z a to JOINTS ® 5'-0" -BULLN05E 5IDEWALK - VAN ACGE55I6LE SIGN AT EXPANSION JOINT E J O.C. ILLER o a p GLA55 'B' ASPHALT C o GONG.WHEELSTOP PAVING TOPSOIL AT z WHERE REW D. (1) STALL ry y a 5 • F LANDSCAPING W ry CURB GUT PER O1 -2" 50. 6ALV. P05T ? - TOOL JOINT Z F" — EXTRUDED GONG. CURB% SITE PLAN SIDEWALK -4'-0^x4'-0" BONDING, AGENT IN EfdIATICh1N_ �i O p ASPHALT PAVIN6 �� 1� 5YM20L OF _ `1 oJa ASPHALT PAVIN6 fl #5 CONT. _— PAINTED ON S" DIA. X 24" DEEP TOOL JOINT (T.J.) w r-y N N CRUSHED BASE COURSE ° 4" COMPACT PAVEMENT TYP. GANG. FOOTINGL N 8" STRUCTURAL k.: q'-0" q'-0' q'-0" ** SEE NOTES Iq 4 24, DW6. A1.2. PROVIDE n n —- EXPANSION JOINTS ® 12'-0" O.G. MAX. x w _ FILL b" b" -CONTINUE REINF. --- -1' WIDE BARS *LOCATE 5I6N 2'-0' *PROVIDE ONE 5I6N FROM FACE OF CURB. AT EACH H.G. STALL COORDINATE LAYOUT WITH ARCHITECT. N TO HERE CENTER ON STALL ASPHALT PAYING CONCRETE GURU GONGRETE SIDEWALK ADA PARKING STALL H. G. SIGN SIDEWALK JOINTS 1 NO 5GALE `� NO SCALE w 1 1/2" O.D. METAL PIPE -- TOP AND BOTTOM RAILS ^ z ✓ xr g W (PAINT) X" PER IBC 1601.S.1.HAND I I/2" O.D. METAL POST - T� x b" DIA. 5GHED. SO AT 6'-0' o/o MAX. RAILS d GUARD RAILS = PIPE. FILL W/ GONG. 4 -� �RNW SYNTHETIC SIDING (PAINT) `LOB RE5IST A LINIER PAINT: TRAFFIC LOAD OF 50 PLF APPLIED IN ANY DIRECTION TO THE TOP YELLOW RNW SYNTHETIC SIDING E 1/2" x I/2" x I/4" -- OF THE ASSEMBLY. Z METAL MESH W/ MT'L f FRAME (PAINT) PER IBC 160-I.I.1.HAN12 PAVIN6 PER PLAN RAILS $ GUARD RAILS - tv SHALL BE DESIGNED TO PROVIDE EMBED SLEEVE RE5I5T A CONCENTRATED 2'-0" X 3'-0" CONC. =� ^^ PER 2.4.5.2 OF THE "` p nN104 FLUSH W/ TOP OF WALL _ LOAD OF 200 L55 IN o FOOT I N6 Al (4) #4 , p i DESIGN STANDARD U ^ry r ACCORDANCE W/ SECT 4.5.1 I - � 0 VERT. AND (3) #4 COMPATIBILITY 'a 8 ASGE I. m TIES `t l N w AROUND PARKING E -CAST 12" x I-1/2" I.D. AREAS CAN NOT BE P I PE FOR EMBED SLEEVE ---- �� - , MORE THAN -70% ,, A55EM13LY SHALL RE5I5T A PARKING LOT LIGHT 2'-0' SOLID. LOAD OF 50 PLF APPLIED -�-� _ ��� � �. GUARDRA I L I NG DETAIL IN ANY DIRECTION TO THE PIPE GUARD TOcTiC P OF THE ASSEMBLY. 1 = — I" l/2" = I'-0" —04 PT FENCING P05T LANDSCAPING SLOPE AWAY FROM WALL. FOOTING PER MASONRY GAP - ' CAULK ALL AROUND ) 115 1- =`r m I I i C STRUCTURAL _ _ i I �� I i I' cr NOTES: RNW SYNTHETIC SIDING - -1i , 6" CRUSHED STONE COLOR TO MATCH FENCE.5EE WALL PAC --8" GONG. BLOCK )1 III - _ !L Axthelm Construction Inc I. GMU COLOR AND TEXTURE TO NOTE 13 DWG, A I.I bt WALKWAY PED.LIGHTS 3610 Cedardale Rd Unit C MATCH BUILDING. WALL FILL CELLSll �b III II!4111'- 2. b" GONG. SLAB W/6"X 6" W/ DUR-O-WALL HORIZ. ---- W/ CONC. -I Mt Vernon,WA 9827q RE I NF.-ALTERNATE COURSES OF - p.(360)ks 6848 W2.q X W2,q W.W.F. �I 1 Kingworal o BLOCK AND UNDER GAP l k l l f 3. TYR. WALL FT6. 12" X 12" #4 VERT. AT 2'-S" 600 Dupont5treet VERTICAL 6ALVE.HAT FENCE DETAIL E�56&rz< IOR L I 6HT I NG Structure ngmeers CONT. W/ (2) #5 BOTTOM ° CHANNEL ® 16" O.G. O.G. REINF. #4 DOWEL AT 2'-b" I/2" = 1'-0" ��NO SBellingham,WA uite 4. b" GONG. APRON W/#4 BARS ® RNW SYNTHETIC SIDING (360)714-8 6098225 lb" O.G. EA. WAY. O.G. TerraVista NW COLOR TO MATCH 5. FOR SLAB F I N I SHED 6RADE5 FENCE.SEE NOTE 13 DW6 (2) #5 3204 Smoke Point Drive BEE CIVIL DW65. A1.1 CONT. TYP. 6. PROVIDE GATE PER PET. q -- Suite 207 DWG. A1.2. 2" MIN CLEARANCE —� (360)691-WA s9sn3 Metron and Associates,Inc N ctl 307 N.Olympiy Suite 205 455 Arlington,WA 98223 Phone'(360)435-3777 �I G" - I Fax:(360)435-4822wner. TRASH ENCLOSURE SECT I ON — O "II Arne Zenneck 14219 Smokey Point Blvd, Unit B2,Marysville WA Ph:360.454.0268 10.-0"_ -- RNA SYNTHETIC 5I12ING COLOR TO erne@rnw istcom MATCH FENCE ALL AROUND.SEE " DIA. " 6ALV. 5TL. PLATE b" 3'-0" STEEL ROD WELDED TO TOP NOTE 13 DW6 A1.1 PRE-FINISHED q'-0"Ah Z METAL PANELS T.O. P05T PROVIDE DETECTABLE O (5) HEAVY DUTY 5"X5"Xj" 6ALV. 5TL. TUBE WARNING, SURFACE AT HIN6E5 - BOTTOM 24" OF RAMP5 PAINr TOP 8 D b" DIA. 6ALV. (b) HEAVY DUTY PER AN5I A117.1 FAG OF 3 HINGES o SECTION T05 TA CURB o o P05T-FILL W/ 'CONG. 6" GONG.WHEEL5TOP, CAUTION YELLOW, . �--- G rr T GMU WALL PER - 1"X3"4" 6ALV. STILE. - TYP TYP. (n o TUBE- TYP. DIA ND MESH Z 6ALV. O'-0" PA G � y O Q, DET. qROD PATE PER BUCKLE O T.O. SLAB ___—_ —_ CITY OF ARLINGTON E F_ 0 m THI5 DW6. " D[A. X 30" -- O --$°Xb"X�° GUSSET = CONSTRUCTION DRAWING REVIEW APPROVAL m Z __ m DROP RODS �' PLATE INSIDE ONLY l O d W ,W F- 1'-0" DIA. ALL CORNERS) WELD ACGES5IBLE THIS PLAN SHEET HAS BEEN REVIEWED AND APPROVED PER THE Z �¢ r0 b" GONG. SLAB - ALL AROUND-TYP. PARKING SIGN CONDITIONS ON THE TITLE SHEET. CAN. FDN. PER DETAIL BY: Drawing: PER NOTE 2 * FACE GATES Al 24 6A, q'-0' _- t�4'-0' E.Q. q'_-0' Osvelopmam services manager 5/A1.2 A 1 .2 GMU WALL PER--- 6ALV. PREF I N I SHED I MSA THIS DETAIL TYP. NU-WAVE CORRUGATED MTL. DATE: THISAPPROVALISVALIDFORteMONTHS PLAN VIEW TRASH ENCLOSURE GATE PANEL 1 CURS GUT DETAIL ( TYP) �N"m . NO SCALE 1/2" = 1'-0° BOARD PERMIT USE I 1/g' = I _O' DESIGN REVIEW PLN#885 SPECIAL PLN#884 21 c-4317 180 197TH PL NE �' °�a Z o 0 _ ARL I N6TON ROAD --- - NOTE: i BICYCLE ACCESS. STREET TREES WITH ROOT BARRIER S 88°16'20"E 238.21 I.-ARE REQUIRED TO BE PLANTED IN � ; � w z z z THE EXISTING LANDSCAPE STRIP z z o G - ALONG 111-ITH PLACE. LU s ' MEDIUM TREES(35-50'HT.) _ _ IL _ }} LARGE TREES(50'HT.AND W \ LARGER) 36'FOR LARGE TREES RR 1 O LOW SHRUBS,LAWN,OR Z ~ O GROUNDCOVER(24"AND LESS) 24"FOR MEDIUM TREES ZLI A42°31'30" O " B CURB R=55.00G Ai i ICI \ NOTE: H d SIDEWALK LL " Q O M PAVEMENT REPAIR 15 TO BE z 24•DEPTH r+ cr '� a COMPLETED WITH THE REMOVAL OF o�z a TYPE OIL �i `q N 8 � '� �� �) THE GUL-DE-SAG AND B ROOTBARRIER 18"DEPTH 'a 1, Y 4 d'� (SI LONG,6"FROM SIDEWALK 3 U m O IN5TALLATION OF FRONTA6E\ , (SIDEWALK SIDE ONLY) I. 1 IMPROVEMENT5. a t�� C6 I 8 I DI \ \ \ s COMPACTED NATIVE SOIL w o m o N E. TRAFFIC LANES BIKE LANE 5'MIN.SIDEWALK 4.5'MIN. rn I I � MEDIUM AND LARGE TREES BEHIND SIDEWALK m I � � s r•.: � \ \ V8 N �� r \ DN sip B �2 so 04T LANDSCAPE NOTES E 8 EVERGREEN TREE PLANTING TRELLIS a NO SCALE > c I. BAGKFILL MIX FOR PLANTIN6 TREES, SHRUBS AND 6ROUND COVER SHALL o uNi CO \ M BUMP WEAVE VINE BRANCHES BE: ONE PART BY VOLUME OF 3 N N-WAY TOP50IL MIXED WITH ONE PART U N a \\ OUT THROUGH TRELLIS NATIVE SOIL. N w'N`t U 2. PLANTER AREAS TO RECEIVE 3-WAY TOPSOIL. STARTING FROM THE BOTTOM. FASTEN W/ 3. ALL TREES, 5HRUB5 AND 60UNDGOVER SHALL BE FERTILIZED WITH A6RO 0-DEGRADABLE TIES 4-2-2 TRANSPLANTER OR EQUAL AT PLANTIN6 TIME. B1 I BI REQUIRED. 4. AFTER PLANTIN6 OF ALL PLANTS, MULCH ALL AREAS WITH A MINIMUM n fln AN ) OF 2' OF h1EDUIM FINE BARK MULCH. LANOSGAPE PLAN PLANTING A VT 1 I VG SGHEOUL� 5. OWNER TO APPROVE PLANTIN6 PRIOR TO INSTALLATION. 6. PLANT TYPES MAY BE SUBSTITUTED DUE TO AVAILABILITY WITH ® SCALE: 1' = 20'-O' SIMILAR SPECIES AND VARIETIES. TRUE \ '.', ' / 'I. LAN05CAPIN6 CONTRACTOR RESPONSIBLE FOR MAINTENENGE DURIN6 NORTH SYMBOL QUANTITY BOTANICAL COMMON SIZE REMARKS \�� B4B OR CONTAINER A5 CONSTRUCTION PERIOD. �9 SPECIFIED 8. ALL PLANTS TO BE HEALTHY AT THE TIME OF PLANTIN6 AND TILIA LITTLE LEAF MIN 6'TALL �� /� REMOVE CONTAINER AND 6UARANTEED FOR ONE FULL YEAR OR UNTIL THE NEXT SPRIN6 35 GORDATA LINDEN 2" GAL. AT PLANTIN6 �\//� J \j LOOSEN ROOT5 �WHIGHEVER 15 6REATER). CT 15 RHODODENDRON ROYALII AZALIA TH BARRIER. 2 6AL. 24" TALL �������������%���� 0.q. AREMOVE EXI5TTIN6 LL. BEAUTY BARK TO AND 6RA55E5 PRIOR OTO PLANTING LANDSCAPE A Construction Inc TOPSOIL 4 AREAS. 3610 610 Ce Ce dardale Rd Unit C 21 PRUNU5 OTTO LUYKEN 2 6AL. 24" TALL \ FERTILIZER 11. SEE DETAILS FOR PLANTIN6 AND LAND9CAPIN6 DETAILS. Mt Vernon,WA 98274 LAUROGERA5U5 12. A SPRINKLER SYSTEM I5 REQUIRED FOR THIS PROJECT. DESIGN p.(360)424-6848 RHODODENDRON NATIVE 24" TALL AND INSTALLATION OF THE SYSTEM WILL BE THE RESPONSIBILITY Kingworks 21 OF THE BIDDIN6 CONTRACTOR. GENERAL CONTRACTOR TO SUBMIT Structural Engineers 2 6AL. GALIFORNIGUM RHODODENDRON MIXED VARIETY SHOP DRAWINGS TO THE ARCHITECT PRIOR TO INSTALLATION OF 600 Dupont Street / p� Suite B 8 LONIGERA TRUMPET 16AL. AS 5HOWN ATTACHED y I NE PLANTING THE SYSTEM. (360Bell)gh4-8260 8225 PLANTING DETAILS 5EMPERVIREN5 HONEYSUCKLE TO TRELLIS (360)7ista N 0 NO SCALE TerraV3204 Smo ey - 3204 Smokey Paint Drive ARGT05TAPHL05 Suite 207 A5 REQ'D UVA-UR5I KINNIKINNIK 4" POTS 24" O.G. Arlington,WA 98223 (360)691-9272 AS REQ'D 6RA55 LAWN Metron and Associates,Inc a , 307 N,Olympic,Suite 205 Arlington,WA 98223 _2X2 HEM FIR STAKE Phone:(360)435-3777 - ✓ } DRIVEN TO REFUSAL � c7 Fa.(360)435-4822 (RIV) MIN. SECURE TO --- 3 d TREE WITH 2 STRANDS Owner. —1/2" REINFORCED ) Arne Smokk � �^' OF NURSURYMENS TAPE. 14219 Smokey Point Bawl, RUBBER 1{05E � o R ty ff; TOP OF STAKE TO POINT Unit B2,Marysville WA COLLAR � TO PREVA I L I N6 WIND. Ph:e@rnwdistco �� ----12 6A. 6ALV. (SOUTHWEST) arne@rnwdisuom m WIRES TWI5T �` m TO TIGHTEN Z s —F I-2"X2CEPAR " =I. HOLDBACK OR w �— --- E 6"RIM SBERM �TAKE � PLANTIN6 PER PLAN REMOVE tk5 0 L — BURLAP FINISH m I� FIINN15 3-WAY n GRADE c -REMOVE TOPSOIL /BIB OR z BURLAP FROM CURB PER �i GONTA I NER � ��� U) fl \ ROOTBALL F PLAN �/� - . . SPEC I F I ED /\ \� 0' L ZO �� A5 �� �� TOP50IL 4 ASPHALT ��� " FERTILIZER PAVIN6 TOPSOIL 4 ND ofINGREVIE m z v ARLINGTONCh m CONSTRUCTION DRAWING REVIEW APPROVAL. z �� ����� � FERTILIZER z �? aa —EXISTING ______________________ \ / \/ PLANTIN6 THIS PLAN SHEET HAS BEEN REVIEWED AND APPROVED PER THE z Q J MIN. 24" OR 5UB6RADE ____________ ________ MIN. 2X 501L 4 CONDITIONS ON THE TITLE SHEET. 2X ROOTBALL E NATIVE SOIL ROOT13ALL 12 _ BY: Drawing: OR 24„ 2" — FERTILIZER Development Services Manager GREATER OF TWO Li .1 r� REMOVE ALL DATE: THIS APPROVAL IS VALID FOR 18 MONTHS DEG I DUOUS TREE PLANTING PLANTER DETAIL ASPHALT IN THIS AREA SHRUB PLANTING EVERGREEN TREE PLANTING DESIGN REVIEW NO SCALE NO SCALE NO SCALE NO SCALE BOARD PLN#885 PERMIT USE PLN#884 21c-4317 W 2 s 4 5 105141 6 8 5YM50L5 LEGEND o " ® DOOR NUMBER. SEE DOOR SCHEDULE DW6. A5.1 25'-6' 26'-0" 26--0" 25'-0' 22 _6• 4'-8 b'-5" '-a 18'-6" -q� 11'-2" I 40 _4' © ROOM NUMBER. SEE FINISH 56HEDULE DW6. A5.i z° 2'-21' �—WALL TYPE. SEE THIS DRAWIN6. U WINDOW OR RELI6HT. SEE WINDOW AND RELI6HT w A - - - - I o - I - -- - - I - - I - - SCHEDULE DW6. A5.2 - yjy 4'-0"` 4'-O° 13 -4 10'-0" -8" '-0 '-10L."4'-p"2'-8" i� 5 LB.-2A iOBC FIRE EXTIN6UI5HER SURFACE " " " zz s b" 6 - MOUNTED. ` 5 b .ZD Hal A = g A A (HOUR FIRE RATED WALL LL of T - - -- a - O _ A LOBBY 103 - _ d A 4. r- I\ ' ! Q.3 1 1 K GO FERENGE B d sw ._I.' i t i sw I o N oZ F OFF I GE e 105 A REGEPT I ON - —�— IAI N .d. � 04 6 p ll v4J IIA _.B hALL TYPES O e O I oe I I aA Furr wall from floor to underside of structure sw O5 B a B `1 above with 2x6 wd studs @ 16" o.a. with 5/8" b o D e i BS _ _ _ _ ____� gwb on interior side. See structural drawings _ D - �JFFIb V�g5�f�V , U for minimum furring dlstonce. Finish per 8°' RE5 RES BREAK schedulo. o OA ( a i RM RM ! ® I_�SW _ I I v 105 e Oq __ _ •g Construct Hal Ifromfloor to underside of o _ structure above with 2x6 wd studs @ 16' o.c. with 5/5' gwb on ea side.Finish per schedule B OFF I GE oa oa Io E c SINK n ICl I * Construct Hall from floor to V-6" above o © finished floor with 2X4 WD studs @ 16" o o with 5/8" 6WB ea. side. Provide 5/8" 6WB on top „ g of wall. Finish per schedule. - o' 4'- "b'-0" '-0' I0'-5 'r -I" 8'-6' 8'-5 8' 4'-5°4'-2 Shear wall per, struct. Provide 5/6" g.H.b. @ N `m Interior side. after all structural members N 6 _ _ have been Installed d inspected. finish per U N N schedule. N ` N N W TO _-__22'-b" fl * Use 5/6" water resistant 61,18 with in C4 restrooms b adjacent to other wet areas 2 INAREHOU5E N n u n r I i I12 I ® ^ ' 4 2 en " 5. 4. Z. FFL K 1 DOCK In m W LEVELERIn I I I O Axtheirn Construction nI c —� VN Oj `fl O I 1 12B �t LL I 5 p. Vernon,WA 98274 p.(360)424-6848 4 - _ Kingworks 4. Structural Engineers 6" CURB ALL 600 Dupont Street — - --- -- - — — L Suite B AROUND _, (360Bell)gh4_8260 8225 - (360)714-8260 TerraVista NW _ — i 3204 Smokey Point Drive 9 Suite 207 30'_6n Arlington,WA 98223 (360)691-9272 Metron and Associates,Inc I I I 307 N.Olympic Suite 205 Phione(360)4 5-3777 O m Fax:(360)435-4822 to Owner. _={LV 12G I I I Arne Zenneck N "O. Unit 1B2,Marysville Smokey Point Blvd, WA N Ph:360.454.0268 R I I arne@rnwdistcom 8 Z i � 112D �- Q - L �E F IRE / _,I4" SPRINKLERm 6'-6' ROOM mELEGTRI�ALiiSERVIGE _U 3A wO FIRE RATED r o g t 4 vIa. - ---- -- ---- ------ -------------------- ==������_-_- ------- ---------- m > Z O Oj z LL Drawing: FLOOR PLAN ---- A 2.1 NORTH DESIGN REVIEW SPECIAL '°°""""° 1 2 5 6 ��� 8 BOARD PLN#885 PERMIT USE PLN#884 21c-4317 26'-0" I I I I I I t — - — - — - Ll I - — - — - — - — - — - — - - - GEILIN6 SYMBOL5 LEGEND - - . p EXIT 5I6N (ARROW INDIGATE5 DIRECTION)* LL. g Q! 112d EXIT 516N W/ EMER6ENGY LI6HTIN6* W ® ® ® IC= I 4 IZ? NEW EMER6ENGY LI6HT FIXTURE* LED 2'X 2' PANEL/TROFFER - DIMMABLE - 21H ai N I I ® - 2400 LUMENS - 5500K - METALUX m o ttv I LED 2'X 2' PANEL/TROFFER - DIMMABLE - 21W ® - 2400 LUMEN5 - 5500K - METALUX (SUSPENDED GEILIN6) (EMER6ENGY L16HT) I 1.51X4' LED ENDEAVOUR H16H BAY, b2 WATT, Q I I 120-211V, IIg78 LUMEN5, 4000K, OR 5000K, B WHITE OR BLACK FINISH. RECESSED GEILIN6 FAN OCGUPANGY 5ENSOR FOR L16HTIN6 a A MINI I DE MUM AN EM N(YgOOHER 5ES LY HITH 8 >v `r I -- - - - - —��� IT S I6N5 SHALL BE L 16HTED 24/7. ro N a — — — KEY V NN ® ® ® ® ® ® ACOUSTICAL GEILIN6 N ^ e _--- 22'-b" o TILE. 5EE SEISMIC N w.:S BR CIN6 DETAIL 1 N DW6 A5.1 �I 6YP BD GEILIN6 F- J GEILIN6 PLAN NOTES O (-- J I. 5EE ROOM FINISH 5GHEDULE FOR GEILIN6 CONSTRUCTION AND FIN15HE5. ' m w 1 { I 2. CONSTRUCT GEILIN6 W/ 6005125-55 METAL WAREHOUSE ry JOI5T5 ® 16" 0.G. W/ 5/5" 6WB ATTACHED TO Axthelm Construction Inc UNDER51 DE OF JOI ST5. 3610 Cedardale Rd Unit C OAD I N6 DOG ® J Mt Vernon,WA 98274 Q o �- � 5. CONSTRUCT GEILIN6 U51 N6 METAL FURR I N6 M(Vernon,WA48 ® t- CHANNELS ® 16" O.G. W/ 5/5" 6WB ATTACHED TO P. f l 72 L I6HT5 FURRI N6. Kingworks Structural Engineers 600 Dupont Street �J Suite B W 1 lingham,WA 98225 (360)714-8260 �— E. tsta NW 3204 3204 Smokey Point Drive Suite o7 TerraVI Arlington,WA 98223 I I I (360)691-9272 Matron and Associates,Inc 307 N.Olympic,Suite 205 Arlington,WA 98223 m \J Phonw..(360)435-3777 t- Fax:(360)435-4822 I Owner. Arne Zenneck Smok 14219 Smokey Point Blvd, ® ® ® ® ® ® ;D Unit B2,Marysville WA P — —i Ph:360.454.0268 p arne®rnwd(scwm w 1 Q Z 0 LU 12 L16HT5 ® 10'-0" O.G. Q Q �- `�!. ? z3 wo Uj 0 0.-zILL o REFLECTED GEILIN6 PLAN z � Sa w ( WAREHOUSE) _ , 0ramAn9. - ________� 22�-W A 2.2 DESIGN REVIEW SPECIAL '°°"'"'°" BOARD PLN#885 PERMIT USE PLN#884 21 c-4317 LU OFFICE GL05 1 RECEPTION LOBBY CONFERENCE GEILIN6 SYMBOLS LEGEND L A t ® EXIT 5I6N (ARROW INDICATES DIRECTION)* LL ® EXIT 5I6N W/ EM1�11R6ENGY L16HTIN6* n ® _ _ NEW EMERGENCY LIGHT FIXTURE* ® LED 2'X 2' PANEL/TROFFER - DIhMABLE - 21)N f - 2400 LUMENS - 3500K - METALUX ® LED 2'X 2' PANEL/TROFFER - DIMMABLE - 21H - 2400 LUMENS - 5500K - METALUX (SUSPENDED GEILIN6) (EMER(5ENCY LIGHT) 1.5'X4' LED ENDEAVOUR HI6H BAY, 82 WATT, OFFI GE 120-211V, I I q-18 LUMENS, 4000K, OR 5000K, 6 WHITE OR BLACK FINISH. FELE55M GEILIN6 FAN ' ® OCCUPANCY SENSOR FOR LIGHTIN6 sail as" * PROVIDE AN EMERGENCY POWER SUPPLY WITH � A MINIMUM DURATION OF qO MINUTES. EXIT d — — — 5I6NS SHALL BE L16HTED 24/1. HALL REST REST d w m OFF I GE ® 51REAK RM ® RM a ® 17ON KEY N.. CJ Z+N N I 1 ACOUSTICAL GEILIN6 m CM® TILE. SEE SEISMIC N w' BRAGIN6 DETAIL 1 DW6 A5.1 U 6YP BD GEILIN6 REFLECTED GEILIN6 PLAN ( OFF I GE) (NTH GEILIN6 PLAN NOTES O I. SEE ROOM FINISH SCHEDULE FOR GEILIN6 CONSTRUCTION AND FINISHES. 2. CONSTRUCT GEILIN6 W/ b005125-33 METAL J015T5 ® 16" 0.C. W/ 5/5" 6AB ATTACHED TO Axthelm Construction Inc UNDER51 DE OF .10I STS. 3610 Cedardale Rd Unit C 5. CONSTRUCT GEILIN6 U51 N6 METAL FURR I N6 Mt Vernon,WA 98274 CHANNELS ® 16" O.G. W/ 5/8" 6108 ATTACHED TO p•(360)424-6848 FURR I N6. King-mks Structural Engineers 600 Dupont Street Suite B Bellingham,WA 9822S (360)714-8260 TerraVista NW 3204 Smokey Point Drive Suite 207 Arlington,WA 98223 (360)691-9272 Matron and Associates,Inc 307 N.Olympic,Suite 205 Arlington,WA 99223 Phone:(360)435-3777 Fax:(360)435-4822 Owner. Arne Zenneck 14219 Smokey Point Blvd, Unit 132,Marysville WA Ph:360.454.0268 arneOrnedist.com Z O HU. � o 00 g a ♦/�) r J_ CL VJ w W ,O 2� U Y Z O W U to N Z w ZILL ��// g yy w Z W n Q � R Drawing: A 2.3 DESIGN REVIEW PLN#885 SPECIAL PLN#884 -ate 21c-4317 BOARD PERMIT USE ELEVATION NOTES P 7 b 5 4 7- TT 1.. STOREFRONT COLOR C-I. SEE DOOR 504EPULE DWS. A5.1 2 26 6A. PREFINISHED METAL BUILDIN6 PANEL: COLOR G-2 '-b'4'-0" 4'-0 I z z N 3. SAFETY 6LA55. SEE HATCHED 6LA55 AREAS z z 4. HOLLOW METAL DOOR 4 FRAME PAINT COLOR G-I. SEE DOOR w z z a T.0. SCHEDULE DWG. A5.1 5. SECTIONAL OVERHEAD DOOR. PAINT DOLOR C-1. SEE DOOR S 0 0 iD 5GHEDULE DW6. A5.1. T 8 6. METAL ROOF .O.BLD6 FRAME PANELS: COLOR G-3. 9 -- '7. FREFINI5HED METAL FLA5HIN6. COLOR TO MATCH ADJAGENT ROOF. rc 10�WBI NDOW HEAD --�_ _ 8. PREF I N I5HED METAL GUTTER. COLOR TO MATCH ADJACENT ROOF. �_ - cl. SCHEDULE 40 PVG DOWNSPOUT PAINT TO MATCH ADJACENT WALL. OLL to �T15 -0"+- 10. PIPE GUARD. SEE CIVIL PRANIN65 PET 9 PW6 A1.2 ----- - 11. LIGHT FIXTURE. COORD. W/ ELECTRICAL. .0.WALL A 15 A 15 I i '! n - w 12. EMER6ENCY AND MEANS OF E6RE55 LI6HT FIXTURE. FIXTURE , , SHALL BE CONTROLLED BY LIGHT SENSOR 50 THAT IT I5 YYVINDOW SILL - -6'+/- _ LI6HTEP AT ALL NON-DAYLI6HT HOURS. PROVIDE AN EMER6ENGY B.O. CANOPY POWER SUPPLY WITH A MINIMUM DURATION OF 40 MINUTES FOR 4; THIS FIXTURE. I i-- 2'-8" A 15 ® RA 15 A 15 -8 _ 15. F I RE DEPARTMENT KEY BOX WITH BU I LD I N6 AGGE55 KEYS. 0 N o 2 m o ri WINDOW 5ILL { ® WINDOW 5ILL CONTACT: COUNTY FIRE DISTRICT. WWW.KNOXBOX.COM TO p �•_ _ _ _ ___ OBTAIN. FINAL FLOOR LEVEL 14 8" HI6H APDRE55 LETTERS. FONT: ARIAL. COLOR TO CONTRAST 13 1 WITH BACKGROUND COLOR. VERIFY ADDRESS WITH COUNTY PRIOR NORTHL� ELEVATION TO FABRICATION. SCALE: I/8" = I'-0° ADDRESS NUMBERS HEIGHT TABLE. d i DISTANCE FROM ROAD MINIMUM LETTER SIZE w 51FT - 100 FT 6" i 2 b 8 IOIFT - 150 FT b" O' '-4"4'-0" -O" '-2' '-2"4'-0 4'-0" '-2" '-2"4'-O' 4'-0"-2' '-0 '-01 '-0°4'-b" 15. INSULATED VINYL WINDOWS (U-VALUE < 0.56 AND 5H6G < 0.40) �j30'-5' +/_ 16. RNW SYNTHETIC 5IDIN6. BURMA COLOR YT.0.ROOF I1. RNW SYNTHETIC 5IDIN(5. - COLOR E 18. 3'-6' GUARD RAIL PET-1 DW6 A1.2 $ 19. TREL15. - 25'-0 O. SOUTH ELEVATION ALLOWABLE WALL 20. DECORATIVE SAVE BRACKET PET 13 DW6 A5.2 d T. BLD6 FRAME b i �I OPENINGS ;o o ¢rn - PER TABLE -(OS.8 18'-0 o�N I FIRE SEPARATION DISTANCE: 5' TO 10 ,)00 WINDOW HEAD FULLY SPRINKLED - 25% MAX U N N 14'-0" _ D 15 D 15 D 5 D 15 D 15 D 15 DI5 5 5 D 15 N ^ ELEVATION AREA 5,056 5.F.*.25% >v 1�WINDOW SILL 3 II = ALLOWABLE 164. S.F. N w - HINVOK A F-A = I60 5.F. EXTERIOR COLORS TOTAL AREA = 604 5.F. 'bO4 S.F. > 142.T5 S.F. 01 PAINT I I � n fl n 02 METAL BLD6. MFR. STANDARD COLOR WINDOW AREA: 4'X4'=16 5.F. 03 METAL BLD6. MFR. STANDARD COLOR WINDOW SILL f X 10 WINPOW5 = 160 5.F. 64 RNW SYNTHETIC 5IDIN6 BURMA COLOR 0'-0• G5 RNW 5YNTHETIC 5IDIN6 BURMA COLOR FINAL FLOOR LEVEL -- �, SOUTH ELEVATION n n ELEVATION LEGEND 4'_0" L `�" 4'_0" J 4'-0" 4'-0" G Y OX ELEVATION NOTES SCALE: 1/8" = 1'-0" �( _ " ` ��I "' _ . Cp 2 -b 4 0 2'-b b'-3' -O" 6'-3' b'-"1" -0" '-11' 4'-0' 2'-4 '- $'-0 -b" 4'-0 ' I I WINDOW PER SCHEDULE ON DWG.A5.1 - - Azthelm Construction Inc ham,-5" +/-.. j 12 j T. I I ) I. I j 3610 Cedardale Rd Unit V T.O.ROOF I 1' j I I I ) I I Mt Vernon, 98274 i a I I I I P•(360)424- 6848 Kingworks NOTE Structural Engineers +/_ _ 8 I I I I I 600 Dupont Street VT.0.BLD6 FRAME--- u , � � � Suite B I Bellingham,WA 98225 I 12 I I ALL MECHANICAL UNITS ROOF, FACADE MOUNTED (360)714-8260 b OR EXTERNAL PORTIONS OF A BUILDING ARE TO TerraVistaNW W I NPON HEAD j f j l BE ARCHITECTURALLY SCREENED 50 AS TO NOT BE 3204 Smokey Point Drive ��I4'-0" DI5 DI5 -- DI5 D 5 `- 1 D 5 DI5 D 5 DI5 VISIBLE FROM THE ADJACENT PROPERTIES. Suite ton �� T. 207 O.O.BLD6 Arlington,WA 98223 YWINDOW SILL �� (360)691-9272 '- Metron and Associate Inc s, it � 307 N.Olympiq Suite 205 -� Arlington,WA 98223 Phone:(360)435-3777 ' I Fiuc(360)435-4822 Owner. WINDOW SILL - # Arne Zenneck 14219 Smoke Point Blvd (�0 0 y Y FINAL FLOOR LEVEL ry r Unit 62,Marysville WA 268 EAST ELEVATION Ph:360.454.0tco ((�� erne@rnwdistmm SCALE: va" = 1'-0° (q� $ 6 J Q Q nR �' Y ( -2°4'- " 4'-0 8' 2' 10 4'-0 -o' Z T.O.ROOF- i j j j j 12 j j j j j j 1: 15 j D T.0.BLD69 v7 FRAME O I 11.15r- 171 11 =1 �I E a 4A U) Z 3 w DI5 D 1 WINDOW HEADD a Z W T.0.BLD6 FRAME AD 1 D 1 "F- O 12'-O' WINDOW 5ILL CITY OF ARLINGTON m V _ S -.' r - j CONSTRUCTION DRAWING REVIEW APPROVAL 3 z d. W T.0. FRAME- - c �N/ 'W x q I P 5 THIS PLAN SHEET HAS BEEN REVIEWED AND APPROVED PER THE Z LL n Q 5 W '-2- CONDITIONS ON THE TITLE SHEET. T 3 -I WINDOW HEAD 4 ( - 5 ® BY: Drawing: Development Services Manager 5 -- onnnnn� A3.1 ky WINDOW SILL i i ! = DATE: THIS APPROVAL IS VALID FOR 18 MONTHS _ DESIGN REVIEW SPECIAL " WEST ELEVATION 10 o BOARD PERMIT USE PLN#885 PLN#884 21 c-4317 SCALE: 1/6" = 1'-0" A B D QE QJ QK QM � o � ulu 'Ui h TOOROOF I 3: a t°n 4. METAL -- _ x ' ROOF 12 12 . 15 4. METAL W s� a �a METAL - 1.75 rc-" ROOF � 3 di BRAME UILD --- _ W ` 9 �ji G� F 25'-B� IN6 -[�_ f T.O. LD zzz z1 FRAME v 0 LL IL Q IL I i 2 EXERIOR W a ra N ALL T � 10 - WINDOW HEAD a a 12 4. METAL -- _ - f0 z I 3. EXTERIOR m o cFv ROOF 1.15 r �� t I I 15'-11" +/- q _ � � � �� � I METAL - - � WINDOW V T.O.BLD6 FRAME I � , I I � I � I III ; ; i I I � BUILDIN6 I I it _ 14'-0" _ Aill 10. RNW _ E BMUILDIN6 AL FRAME WINDOW SILL 5YNTHETIG RE: DESIGN N0. W413, _- FRAME I-HR RATED WALL A55EM13LY w 5I_I N6� � � ' I � � 5XUV.WI3. FIRE RESISTANCE 2. EXTERIOR- II'_O" ; i � � � I RATING - AN5I/UL 263 WALL T.O.. PL. it OPTION (A) SEE DRAWIN6 A4.2 II �6_8O - WINDOW HEAD 5 III NOTE: < 10. RNW E � *VERIFY ALL Ii I 8 l „ SYNTHETIC 3. EXTERIOR-- DOCK LEVELER SIDIN6 ID DIMENSIONS 4ts WINDOW , PROVISIONS _ 2 -8 _ ¢N a_� W/DOCK 1. FLOOR WINDOW SILL > e 3 I. FLOOR I LEVELER MFR. SLAB a¢N N Y W NDOW 5I _ N I LL p° - �0 -0" SLAB � ; I ,i�� � � II 6. PERIMETER FINAL FLOOR�L N m Wit? Y FINAL FLOOR LEVEL m N 5. FOOTING - INSULATION N w v DRAIN 6. PERIMETER INSULATION 5. FOOTING -4 _0 1. FOOTING PER DRAIN L1J 1. FOOTING PER B.O. Tax 5TRUCT. 6. PERIMETER- 5TRUCT. INSULATION WALL SECTION WALK SECTION WAIT SECTION _ I/4" = I'-0" ' 2 - I/4" = I'-0" 8 I/4" = I'-0" Q Q � 4. METAL SECT I ON NOTES ROOF 1. FLOOR SLAB: Concrete slab and reinforcing per 1 structural on 6' gravel base on 6 mil. vapor barrier. e m onstruction nc 3610 Cedardale Rd Unit C 2. EXTERIOR WALL: Metal Siding panels on continuous R-19 ML Vernon,wA98z74 ! - - rigid I nsu I at i on and vapor barrier over framing per metal p.(360)424-6848 building manufacturer. icngworks EAVED BR�AGKET � � I ; I I � � � I � ` � i i � � ' I �j I I � I �� _ _- � I y - III - _ Structural Engineers 3. EXTERIOR WINDOW: V i ny I window with I" I nsu I ated g i ass. 600 Dupont street Suite B See exterior e I evat i ons. Bellingham,WA 98225 (360)7ia-azbo j „ j IiI 4. METAL ROOF: Metal roofing and framing with R-25 + R-1 I Terravista NW l ! METAL BUILDING-- � 2• EXTERIOR I I near i nsu I at i on system and vapor barrier over framing 3204 Smokey Point Drive i ( � WALL per meta I building manufacturer. Suite 207 FRAME p Arlington,WA 98223 I 5. FOOTING DRAIN: 4" minimum CIO. perforated PVC, pipe f l ! ! (360)691-9272 sur rounded with free draining n i n gravel backf i I I wra ed in Metron and Associates Inc i I p g g p filter fabric. Route drains to nearest catch basin. 307 N.Olympic,Suite 205 Arlington,)4 5-377 8223 i 6. PERIMETER INSULATION: R-10 min. Rigid Insulation Phone:(3603-3777� Fax:(360)435-4822 i 14 -0" ( � i � i ; 1 10. RNW board. Extend 2'-0" minimum into interior of building Owner. - - - I -DOOR PER SYNTHETIC ArneZenneck 8.0. OPENING ! SGHEp, SIDIN6 1. WALL FOOTING: footing per future waI1 see structural 14219 Smokey Point Blvd, i Unit B2,Ma die WA draw i n s for deta i l s Ph:360.454.�8 ji g I 8. CEILING FRAMING: see reflected ceiling plan arne@rnwdistcom l 1 I ; III dwg A2.2 Z cl. GUARD RAIL: 3'-6" guard rail dot 1 di,49 A1.2 III lily ! IIIII I lil' � I ' � '' it I I I ' 'I H 10. RNW SYNTHETIC SIDIN6.OVER MTL STUDS. SEE ELEVATIONS i DW6 A3.1 FOR LOCATION 4 COLOR fco 11. DECORATIVE EAVE BRACKET. dot 13 dwg A5.2 o 0 U �-- r w 6. PERIMETER to INSULATION z�y Q 3 � 0 z .0 SLAB v y� - t9 - - F CITY OF ARLINGTON S m(D Z CONSTRUCTION DRAWING REVIEW APPROVAL ro a- � -5. FOOTING a3i o� 6. PERIMETER- THIS PLAN SHEET HAS BEEN REVIEWED AND APPROVED PER THE z INSULATION LJ. n¢ 0] DRAIN CONDITIONS ON THE TITLE SHEET. ___ B.O. TRUCK WELL 7. FOOTIN6 PER BY, Drawing: _�-1. FOOT IN6 PER b. FOOTING 5TRUCT. Development Services Manager 5TRUCT. PER 5TRUCT. DATE: THIS APPROVAL IS VALID FOR 18 MONTHS A 4. 1 WALL SECTION WALL SECT I ON DESIGN REVIEW PLN#885 SPECIAL PLN#884 �x m 21 c-4317 1/4" = 1 -0" I/4" = I'-0" BOARD PERMIT USE W W ONLINE CERTIFICATIONS DIRECTORY 0 11 Z IL Design No. W413 BXUV.W413 Z Z o � f Q < to Fire Resistance Ratings - ANSI/UL 263 w g wt\di4 w Paae Bottoms 1.Girts-"Z"or"C"shaped girts,minimum 0.056 in.thick steel,minimum 8 inch deep,with minimum 3 in.wide 7.Batts and Blankets*-Min.3.5 in thick(R-10)glass fiber blankets placed in the cavities of exterior walls,and t�l Zo i zo zo flanges,including the angled returns.Girts placed horizontally(with flanges up or down)and spaced maximum 90 in. attached to the girts.As an alternate,1"min.Rigid Foam Board,Item 8,shall be permitted,in addition to the glass 0 N In ` a Design/System/Construction/Assembly Usage Disclaimer OC.Girts are secured to columns with girt clips,Item 2,or bolted to the column through the girt flange. fiber blankets. U_ o w w H I`, o � W 3.Steel Wall Panels-Minimum No.26 MSG,minimum 1-1/8 in depth,minimum 36 in.wide coated steel panels. See Batts and Blankets(BZJZ)categories for names of manufacturers. N n r ry •Authorities Having Jurisdiction should be consulted in all cases as to the particular requirements covering the installation and use of UL Vertical raised rib profiles of adjacent panels are overlapped and attached to each other with self-drilling or self- n Certified products,equipment,system,devices,and materials. tapping screws spaced 15 in.OC(max.)along the lap.Metal panel attachment to steel girt using self-drilling or self- 8.Rigid Foam Board*-(Optional)-Min.1 in.thick rigid foam board(Thermax).Applied horizontally or verticals m C4 N •Authorities Having Jurisdiction should be consulted before construction. tapping screws spaced 12"OC(max)along girt. within the wall cavity(between steel wall panels and/or gypsum wallboard),on exterior face only or on interior face N 0 z 1 •Fire resistance assemblies and products are developed by the design submitter and have been investigated by UL for compliance with 4.Furring Channels-Hat shaped,minimum 20 MSG galvanized steel,nominally 3 in.wide,1-1/2 in.deep,spaced only or on both faces.First layer attached to furring channels,Item 4,or to girt,Item 1. 16 c� 8 applicable requirements.The published information cannot always address every construction nuance encountered in the field. maximum 24 in.OC perpendicular to girts.Channels are secured to each girt with 3/8 in.(minimum)long self-drilling •When field issues arise,it is recommended the first contact for assistance be the technical service staff provided b the product sheet steel t g location,one through each le of the furring channel. The following fastener diameter,length and spacing is required far each thickness when Thermax is attached on the 0 p1 m o n P Y P type screws.Two screws are used at each fastening g g 9 - manufacturer noted for the design.Users of fire resistance assemblies are advised to consult the general Guide Information for each metal panel side(see optional details A&C): product category and each group of assemblies.The Guide Information includes specifics concerning alternate materials and alternate 4A.Furring Channels(Optional)-In place of the furring channels,the following standard steel framing for rated methods of construction. gypsum board walls may be used: Thermax Thickness: Fastener Diameter and Spacing Required: •Only products which bear UL's Mark are considered Certified. Steel framing(steel studs,runners and their attachment)for support of the gypsum board wall shall be constructed 1" Min.2-in.long,#12-14 self-drilling of the materials and in the manner specified in UL Design No.V497. or self-tapping screws spaced 12"OC along girt tGld BXUV - Fire Resistance Ratings - ANSI/UL 263 Lateral Support Members--(Not shown)-Where required for lateral support of studs,support may be provided by means of steel straps,channels or other similar means as specified in the design of a particular steel stud 2 Min.3-in.long, crew s4 self-drilling or self-tapping scres spaced 12"OC along girt BXUV7 - Fire Resistance Ratings - CAN/ULC-S101 Certified for Canada wall system. 3" Min.4-in.long,#1/4-14 self-drilling S.Wallboard,Gypsum*-Any 5/8 in.thick UL Classified Gypsum Board that is eligible for use in Design or self-tapping screws spaced 12"OC along girt EE Sae General Information for Fire-resistance Ratings-ANSI/UL 263 Nos.L501,6512 or U305.Three layers on interior face of wall of any 5/8 in.thick gypsum wallboard bearing the SeeGeneral Inf15 ormation for Fire Resistance Ratinos-CAN/ULC-SS01 Certified for Canada channels,Item 4,using 1 in.long Type S bugle head drywall screws spaced 24 in.OC maximum vertically and UL Classification Mark for Fire Resistance.All layers applied horizontally or vertically.First layer attached to furring 4" 5"long,#1/4-14 self-drilling d e or self-tapping screws spaced 12"OC along girt horizontally.Second layer attached to furring channels using 1-5/8 in.long Type S bugle head drywall screws spaced c o CL m OD Design No. W413 24 in.OC maximum vertically and 24 in.00 maximum horizontally.Third layer attached to furring channels using The following fastener diameter,length and spacing is required for each thickness when Thermax is applied under QGI rn May 26,2015 2-1/4 in.long Type S bugle head drywall screws spaced 12 in.OC maximum vertically and 12 in.OC maximum furring channels on the interior side(see optional details B&C): ll horizontally.The horizontal or vertical joints of the third layer of wallboard shall be offset a minimum of 12 in.from U a co Non Load Bearing Wall Rating-2 Hr. those of the first two layers.Wallboard joints finished dry or premixed joint compound applied in two coats to joints Thermax w dill and screw heads of face layer of gypsum wallboard.Paper or glass fiber tape embedded in first layer of compound Thickness: Fastener Diameter and Spacing Required: N LU This design was evaluated using a bad design method other than the Limit States Design Method(e.g.,Working Stress Design over all joints. Method).For jurisdictions employing the Limit States Design Method,such as Canada,a bad restriction factor shall be used- An optional fourth layer of gypsum board may be attached to furring channels using 2-7/8 in.long Type 5 screws 1" Min.2-in.long,#12-14 self-drilling See Guide BXUV or BBl UV77 spaced 12 in.OC.Joints shall be offset 12 in.from the third layer.The 4th layer joints and screw heads shall be or self-tapping screws,(2)at each girt location through the furring n s_n finished as described above. channel legs *Indicates such products shall bear the UL or cUL Certification Mark for jurisdictions employing the UL or cUL Certification(such as Canada),respectively. ACADIA DRYWALL SUPPLIES LTD(View Classification)-CKNX.R25370 2" Min.3-in.long,#12-14 self-drilling or self-tapping screws,(2)at each girt location through the furring channel legs AMERICAN GYPSUM CO(View Class cation)-CKNX.R14196 3" Min 4-in.long,#1/4-14 self-drilling or self-tapping screws,(2)at each girt location through the furring Il�t. +IL. F(Tf2 TkilietAX channel legs # t`: 3 BEIJING NEW BUILDING MATERIALS PUBLIC LTD CO(View Class cation)-CKNX.R19374 4" Min.5-in.long,#1/4-14 self-drilling Axthelm construction Inc 11 or self-tapping screws,(2)at each girt location through the furring 3610Cedardale Rd Unit P*Y ,, X channel leg MtVernon,WA98274 p.(360)360)424-6848 CERTAINTEED GYPSUM INC(View Classification)-CKNX.R3660 Kingworks A See Optional Details A,B and C for allowable configurations. Structural Engineers 600 Dupont Street 6' THE DOW CHEMICAL CO-Type Thermax Sheathing,Thermax Light Duty Insulation,Thermax Heavy Duty Suite B CGC INC(View Classification)-CKNX.R19751 Insulation,Thermax Metal Building Board,Thermax White Finish Insulation,Thermax ci Exterior Insulation,Thermax Bellingham,WA 98225 XARMOR ci Exterior Insulation,Thermax IH Insulation,Thermax Plus Liner Panel and Thermax Heavy Duty Plus(HDP) (360)714-8260 TerraVista NW 3204 Smokey Point Drive GEORGIA-PACIFIC GYPSUM L L C(View Classification)-CKNX.R2717 Suite207 OPTION A Arlington,WA 98223 9.Mineral Wool Insulation-Min.4 in.thick mineral fiber batts with a min.4 Ib/cu ft.density placed in the cavities (360)691-9272 of the exterior walls.If 4 layers of gypsum board(Item 5)are used,mineral wool is optional. Matron and Associates,Inc CONTINENTAL BUILDING PRODUCTS OPERATING CO,L L C(View Classification)-CKNX.R18482 307 N.Olympic,Suite 20S *Indicates such products shall bear the UL or cUL Certification Mark for jurisdictions employing the UL or cUL Arlington,WA 98223 Certification(such as Canada),respectively. Phone:(360)435-3777 Fax:(360)435-4822 LOADMASTER SYSTEMS INC(View Classification)-CKNX.R11809 ©2017 UL LLC Owner. Arne Zenneck 14219 Smokey Point Blvd, Unit 82,Marysville WA NATIONAL GYPSUM CO(View Classification)-CKNX.R3501 Ph:360.454.0268 arne@rnwdistcom Z PASCO BUILDING PRODUCTS L L C,DBA PASCO GYPSUM(View Classification)-CKNX.R7094 O PANEL REY S A(View Classification)-CKNX.R21796 m co c W SIAM GYPSUM INDUSTRY(SARABURI)CO LTD(View Classiflcatioo)-CKNX.R19262 I" Q m J o z3 3 m C] s z o GEORGIA-PACIFIC GYPSUM L L C(View Classification)-CKNX.R6937 c Y U W I- Q CITY OF ARLINGTON Ib �Z K CONSTRUCTION DRAWING REVIEW APPROVAL z N J W THAI GYPSUM PRODUCTS PCL(View Classification)-CKNX.R27517 THIS PLAN SHEET HAS BEEN REVIEWED AND APPROVED PER THE Z L1- g Q a_ CONDITIONS ON THE TITLE SHEET. BY: Drawing: Development Services Manager UNITED STATES GYPSUM CO(View Classification)-CKNX.R1319 A 4.2 DATE: THIS APPROVAL IS VALID FOR LS MONTHS USG MEXICO S A DE C V(View Classification)-CKNX.R16089 DESIGN REVIEW PLN#885 SPECIAL PLN#884 __ 21 C-4317 BOARD PERMIT USE DOOR SCHEDULE HARDWARE GROUPS FINISH SCHEDULE DOOR JAMB H.A FIRE DOOR # DOOR 51ZE (W X H) TYPE TYPE GROUP RATING NOTES � 1 I LOGKPR BUTTS ROOM # ROOM NAME FLOOR BASE NORTH EASTKALL SOUTH yT WAIN5G0T CEILIN6 HEI6HT6 NOTES ()TYP. IOIA 3'-0" X 7'-0" A III I NOTE '( 1 OL05M (SIZE TO SUIT DOOR) 101 LOBBY F-1 5-2 W-I W-I W-1 W-1 - 6-1 q'-0" NOTE 5 ~ x ? 105A 3'-0" X 7'-0" D IV 5 I THRESHOLD (FULL WIDTH OF 102 RECEPTION F-I 5-2 W-1 W-1 W-I W-1 - G-1 q'-0" NOTE 5 I04A 3'-0" X 7'-0" D IV 5 RELIGHT FRAME) 105 5TORA6E F-1 B-2 W-1 W-I W-1 PI-I - G-1 q'-0" NOTE 5 1 WEATHER 5TRIPPIN6 105A 3'-0" X '7'-0" D IV 5 RELIGHT 104 OFFICE F-I B-2 W-I W-I W-I W-1 - G-I q'-0" NOTE 5 RAINDRIP (FULL WIDTH OF FRAME) u--- tO6A 3'-0" X 7'-0" D IV 5 RELIGHT 104 OFFICE F-I B-2 W-I W-I W-I I W-1 - G-I q'-0" NOTE 5 IO-IA 3'-0" X -1'-0" B IV 6 RELI6HT 2. 1 1/2 PAIR BUTTS 105 OFFICE F-I B-2 W-1 14-1 W-1 W-1 - G-I q'-O" NOTE 5 _ ~ 108A 3'-0.. X 7'-0" D IV 3 NOTE 5 1 LOCK5ET 106 OFFICE F-1 B-2 W-I W-I W-1 W-I - C-1 q'-0" NOTE 5 L IOgA 3'-0" X 7'-0" D 11 5 NOTE 5 1 CLOSER (SIZE TO SUIT DOOR) 10T HALL F-I B-2 W-I W-1 W-1 W-I - 0-1 q'-O" NOTE 5 Q IIOA 3'-0" X 7'-0" B 11 6 RELI6HT I KICKPLATE (PUSH SIDE OF DOOR) 108 REST ROOM F-2 B-1 W-2 W-2 W-2 W-2 AG-1 0-2 q'-O" NOTE 2,3,4,-1 LPL HIM N 110E 3'-0" X 7'-0" D IV 5 RELI6HT RAINDRIP (FULL WIDTH OF FRAME) IOq REST ROOM F-2 B-I W-2 W-2 W-2 W-2 WG-I 0-2 11'-0" NOTE 2,3,4,7 THRESHOLD (FULL WIDTH OF FRAME) 11IA 3'-0" X 7'-0" D IV 5 RELIGHT 110 BREAK ROOM F-2 B-2 W-I W-I W-I W-I - G-I q'-0" NOTE 5 N � `r q 112E 01'-0" X 10'-0" C. I1 4 - III CONFERENCE ROOM F-I I B-2 W-I Pi-11 Phi-I W-1 - G-I q'-0" NOTE 5 `� N 1120 20'-0" X 14'-6" G II 4 RELIGHT 3. 1 1/2 PAIR BUTTSI PRIVACY LOGK5ET 112 WAREHOUSE F-3 - W-1 W-I W-I W-1 - G-3 VARIES NOTE 5,6 112D 5'-0" X 7'-0" B I 2 RELI614T NOTE 7 115 FIRE / F-3 - W-2 W-2 104-2 W-2 - G-2 8'-0" NOTE 2,3,E cc 112E 3'-0.. X 7'-0" B I 2 1 NOTE 7 4. HARDWARE FURNISHED WITH DOORS SPRINKLER ROOM 112F 3'-0" X 7'-0" B 1 2 NOTE 7 113A 3'-0" X 7 LO '-0" B I 2 RELI6HT NOTE 6 5. I PAIR BUTTS 1 GKSET DOOR NOTES 6. 1 1/2LOC FAIR BUTTS FINISH MATERIALS FINISH NOTES OL05ER TO SUIT DOOR FLOOR MATERIALS WALL FINI5HE5 I. ALL METAL DOORS AND FRAMES TO BE B 1. ALL HARDWARE FINISHES TO BE U5260. F-1 CARPET TILE W-1 E665HELL ENAMEL PAINTED. 2. FURNISH DOOR 5TOP5 AS REQUIRED AT ALL DOORS. F-2 SHEET VINYL W-2 5EMI-6L055 ENAMEL 2. CONSTRUCT GL6. W/ 6005125-55 METAL 5. PROVIDE LEVER HANDLES ON ALL LO0K5ET5 AND LATCH5ET5. F-3 SEALED CONCRETE JOI5T5 @ 16" O.G. W/ 5/8" 6WB ATTACHED 4. ADA EXIT 516NA6E WITH TACTILE LETTERS AND BRAILLE MOUNTED ON LATCH CEILING TO UNDERSIDE OF JOISTS. SIDE OF 51N6LE DOOR OR R16HT OF R.H, DOOR AT ACTIVE DOUBLE DOORS. BASE MATERIALS 0-1 5USP. ACOUSTICAL CL6 3. USE WATER RESISTANT 6W6 AT ALL WALLS WHERE THERE 15 NO WALL 5PAGE ON LATCH 5IDE OF 51N61-E DOOR OR RIGHT B-1 COVE FLOORIN6 6" UP WALL C-2 5EMI-6LO55 ENAMEL WITHIN THIS SPACE. SIDE OF DOUBLE DOORS, 5I6N SHALL BE ON THE NEAREST ADJACENT WALL. B-2 6" VINYL BASE 0-3 EXPOSED FRAMIN6 4. SEE PET 5 46 DW6 A5.3 FOR INTERIOR COMPRESSIOGORE REQUIREMENTS $ EXCEPTION: DOOR MOUNTED 516N PERMITTED ON PUSH 51DE OF DOOR W/ 12'-0" O.C. POST ® 12 6A. VERT. HANGER >u ELEVATIONS. 12'-0" O.G. E.W. ® 4'-0" O.G. ADJ. � CLOSER WITHOUT HOLD OPEN DEVICE. RE: FIXTURE HEI6HT 5GHEDULE ON WAIN500T 5. PAINT ALL 6WB WALLS WITHIN THIS SPACE. HANGER 51ZE AND c o a r 5. ADA RESTROOM 516NA6E MOUNTED ON LATCH SIDE OF DOOR. WHERE THERE IS KC-I 4'-0" PLASTIC LAMINATE 6. PAINT ALL EXP05W METAL WITHIN THIS phi LOADIN6 PER CODE. ¢R,�iL NO WALL SPACE ON LATCH 5IDE OF DOOR, 516N SHALL BE ON THE NEAREST ALUM. EDGE TRIM ® ALL SPACE. �p� C�J Q N N ADJACENT WALL. EXCEPTION: DOOR MOUNTED 5I6N PERMITTED ON PUSH SIDE EXPOSED ED6E5 7. SEAL AROUND ALL ACCESSORIES SUCH A5 cg zs N clii, OF DOOR W/ CLOSER WITHOUT HOLD OPEN DEVIGE. RE: FIXTURE HEI6HT TONE BARS, SOAP DISPENSERS, PAPER IO'-O" TOWEL DISPENSERS ETC. TO PREVENT 12 6A. SPLAY 3 TURNS SCHEDULE ON DWG. A5.1. - MOISTURE PENETRATION. 4'-0" 3'-6" WIRE IN PLANE MINIMUM 6. PROVIDE 516N "FIRE CONTROL ROOM" I" HIGH WHITE LETTERS ON RED 5.-b.. 3'-0" 8. PROVIDE 1/2' PLYWOOD DUST BACKGROUND. 6 -0 GOVER.PROVI]7E SIGN,"NO 5TORA6E," WHITE OF EACH RUNNER OR055 RUNNER 2 Q. SPACE 1/4" ® EQ. SPAG 10 �i LETTERS W/ BLACK BA00ROUND. / p�n n JAMB TYPES 2 TEMPERED - MAIN RUNNER t" I NSUL 6LA55 TYP. q 5E I 5M I G gBR 400I'NG WALL PER 6LA55 TYP. II HANGAR ATTACHMENT �p---=,� ATTACH TEES AT PLAN HEADER A5 WALL PER CONT. 24 REQ'D. (DEL. WALL PER PLAN d o d _ RUNNER o STARTING AND ONE 6A PRE STUD AT PLAN STOREFRONT 4 8 II ) ADJACENT WALL ONLY �- FABRICATED JAMB) oI GEILIN6 TILE A F.O. WALL FRAMING FLASH W/ I ET 2" PERIMER 3/4" PROVIDE 3/4" MIN. 1/2" HEM n HOOD FRAME 3 `O 8 ® SUPPORT TRACK CLEARANCE AT OFF. DRIP DOOR PER H M AND 7R I M ry N N EDGE TREATMENT WALLS Axthelm Construction Inc FLASH I N6 c�HEp F� 3610 Cedardale Rd Unit C W/ SEALANT ME DOOR PER FIXED 6LA55 VINYL FIXED 6LA55 VINYL 1" INSULATED i SUSPENDED CEILING SYSTEM TO COMPLY WITH:TO Vernon,WA 98274 H.M. FRAME SGHED. A FLANGE WINDOW B FLANGE WINDOW SAFETY 6LAS5 G ASTM C 635, ASTM c 636, SECTION q.b OF A5CE ! p,(360)424-6848 DOOR PER MAX. U=0.28 MAX. U=0.28 WHERE 5HOWN DOOR PER SYSTEM TO BE DE-916NEP AND INSTALLED IN ACCORDANCE WITH Kingworks MAX. 5H6G=0.40 MAX. 5H6G=0.40 HATCHED SCHEDULE Structural Engineers I V GISGA RECOMMENDATIONS FOR SEISMIC,ZONES 3 AND 4. 600 Dupont Street A. A HEAVY DUTY T-BAR GRID SYSTEM EM SHALL BE USED. B. THE WIDTH OF THE PERIMETER SUPPORTING ANGLE SHALL BE Suits 6LAZINT VALUES FOR EXTERIOR NOT LE55 THAN 2" Bellingham,WA 98225 DOOR TYPES 4'-Q" TerraVlsta N D G. FOR CEILING AREAS EXGEEDIN6 1000 SF HORIZONTAL 2 �. � RESTRAINT OF THE CEILING STRUCTURAL SYSTEM SHALL BE TerraVista NW • EXTERIOR GLAZING VINYL O PROVIDEV. THE TRIBUTARY AREAS OF THE RESTRAINTS SHALL 3204 Smokey Point Driwe 10 WINDOWS BE APPROXIMATELY EQUAL. Suite 207 D. FOR CEILIN6 AREAS EXCEEDING 2500 5F A SEISMIC,.JOINT Arlington,WA 98223 1" IN5UL. (U-VALUE - 0.50 TYP) tV OR FULL HE16HT PARTITION SHALL BREAK UP THE CEILING 50 (360)691-9272 1/4" SAFETY -....--._.....__-_._.._.__---- I/4" NOTE: THAT NO AREA 15 6REATER THAN 2500 SF. SAFETY - 307 N.and Associates,Inc I I 6LA55 --'-'- I I SAFETY 6LA55 TYP. I HOUR RATED WINDOWS _ .� EXTERIOR STOREFRONT � E. E)(C�T YHERE R16ID BRACES ARE USED TO LIMIT 307 N.Olympic,Suite 205 FOR SOUTH HORIZONTAL DEFLECTIONS, SPRINKLER HEADS AND OTHER 6LA55 1 1 RELI6HT --- - IL J 6LA55 ELEVATION SEE GLAZING GLAZING (U-VALUE Z MWMTION5 SHALL HAVE A 2° OVOR51ZE RING, SLEEVE, OR Arlington,WA 98223 u WHO NOTED ._._ RELI6HT 11 < 0.34 AND Y S Phone.(360)435-3777 -' LOUVER WHC# `r DRAWIN6 A3.1. m ADAPTER THROUGH THE CEILING TO ALLOW FOR FREE MOVEMENT Faa:(360)435-4822 ON 5GHED. 1L�_(� ��.- WHERE NOTED ON N _ F.F.AGHANSM IN"GENLIN6 PLAN ELEVATION SHALL BE PROVIDED • ALUMINUM STOREFRONT DOOR I ALL Owner. -- NOTED ] 5GHED. II - U=0.60 WITH P051TIVE BRAGIN6. Arne Zenneck ENVIRONMENTAL BABY CHANGER 6. CABLE TRAYS AND ELECTRICAL CONDUITS SHALL BE 142195mokey Point Blvd, `r CONTROLS AND SUPPORTED INDEPENDENTLY OF TI-E CEILIN6. Unit B2,Marysville WA VISION Pit 360.45k0268 A B MAX. U=0.37 G MAX. U=0.30 D SWITCHES H. SUSPENDED CEILINGS SHALL BE SUBJECT 7o THE SPECIAL LITES FIXED 6LA55 VINYL INSPECTION REGUIF4NEiNT5 OF SECTION A.q.3.3.5.q OF TH15 anreQ9rmadistcom 5TOREFRONT INSULATED HOLLOW POWER OPERATED SOLID GORE D FLANGE WINDOW STANDARD, rn ENTRY DOOR METAL DOOR SECTIONAL OVERHEAD WOOD DOOR MAX. U=0.26 Z uj MAX. U=0.40 DOOR MAX. 5H6G=0.40 A. G. T. SE I SM I C, BRAG I NG O W FIXTURE HEIGHTS ~ ~ Cal _ (fl _ C v v WALL B.O. I ~~Ir REFELGTIVE *CENTER 3'-4" t o K3 LL Q - GRAB SURFACE FIXTURE 8" o F e a o 2'-0"1'- Kq v BAR 3'-8" I'-0" Q IN FRONT = d GRAB ® ® OF W.G. ~N z_ *MOUNT ON WALL (n 51DE OF BAR u, °'= o * o I $��g LIP a U �p o LDOORHSEE DOOR i 1J�i `pg'� g' r o z T _ 32 ® I n) «1 NOTES Q~4 CITY OF ARUNOTON m C9 rn I m I I m m CONSTRUCTION DRAWING REVIEW APPROVAL C3 Z Z WALL MOUNTED FLOOR MOUNTED FLOOR MOUNTED ACCESSIBLE STANDARD WALL MOUNTED PAPER TOWEL MIRROR SOAP TOILET AGGE551BLE STANDARD SAN. NAPKIN FIRE RE5TROOM 5I6NA6E EXIT 5I6NA6E THIS PLAN SHEET HAS BEEN REVIEWED AND APPROVED PER THE z g WATER CLOSET WATER CLOSET WATER CL05ET URINAL URINAL LAV. INSULATE DISPENSER DISPENSER PAPER DRINKIN6 DRINKIN6 DISPENSER EXTIN6UI5HER (WHITE W/ BLUE (WHITE W/ RED CONDITIONS ON THE TITLE SHEET. (5IDE VIEW) P TRAP F.O.I.C. DISPENSER FOUNTAIN FOUNTAIN F.O.I.G. CABINET BACKGROUND) BAGK6ROUND) BY: Drawing: Dw ery elopmerd Slcee Manager DATE: THIS APPROVAL IS VALID FOR 18 MONTHS A 5.1 DESIGN REVIEW SPECIAL '°'°° BOARD PLN#885 PERMIT USE PLN#884 21 o-4317 s„ 8, RNHSYNTHETIC 24 6A. PREFIN. R-SEAL METAL BUILDING R-SEAL SIDIT ��WHERE MO EN HEN I ' METALPREFINROOP N6 U-CHANNEL OR U-CHANNEL OR �--III 24 6A. PREFIN. IS 6A. METAL II 11 KAL I I U 6A. METAL METAL ANGLE RNK OCCURS SYNTHETIC lie WIN�W ANGLE 11 BUILDING WALL 24 5A. METAL GUTTER W/ SIDING WHERE IT FLAN6ED VERIFY II 2METAL Z-CLO5URE. END CLOSURES - DRIP FL56. BY PREFIN. APPLY SEALANT 0 11 DRIP FL56. BY SEALANT I SEALANT META- METAL. f7" BTWN. ROOF PANEL ] II METAL BUILDING (2)2X TOP. i0 BUILDIN6 RID6E AND CLOSURE r ifi STOREFRONT s SUPPLIER IP FLS6. SUPPLIER FL56. STOREFRONT (RECEPTOR SILL �1 PLATE BY METAL CONCRETE SLAB � SUIPPLIER STUDS WALL. SEALANT SEALANT (�-RNW SEALANT SEALANT 3 If O ® FLANGED j III SYNTHETIC FLANGED I b" c WINDOW 1 I1 5IDIN6 WHERE WINDOW 2 FASTENERS FASTEN FL56. TO 0 5" IT OCCURS. MN. 5THN. ZIGL05URE Z- CL05URE AT 12" rc} METAL RNW AND PANEL. O.G. APPLY SEE DETAIL 4 THIS BUILDIN6 SYNTHETIC SEALANT BTWN. DW6. FOR JAMB WALL SIDING BUMP FLS6. AND CLOSURE 0 5 m o N OUT WHERE IT INDOW HEAD WINDOW SILL OCCURS. NINDOW JAMB RIDGE/HIP FLASHING METAL BLDG. GUTTER 1 S I LL W 3 w 24 GA. PREFIN. METAL 8° ~' 24 6A. PREFIN. METAL PREFINISHED FL56. RIVET TO SOFFIT HEADER FL56. RIVET TO SOFFIT METAL ROOFIN6 FIRE RATEJA w w 6 PANELS ® 12" O.G. WALL PER PANELS ® 12" O.G. WALL WHER RE0'D. PLAN OCCURS. SMETAL BUILDIN6 8 PREFINI5HED CONTINUE 6WB .. VMS A4.14KA L FLANGED METAL ROOF IN6 - - ..._-..._ 7' 2 R-SEAL —�IN6 WHEREGIT WSEALANT I 1 ANT -- A.F.F. AROUND OPN'6. x OCCURS. - U CHANNEL 1/4" SAFETY STOREFRONT -�I x 18 &A. MEDRIP FEUI BY B 6INTERIOR STOREFRONT HEAD ANGLE1 METAL BUILDING R-SEAL IP FL56. SUPPLIER 'c o a I s U-CHANNEL OR BY METAL >N PRE-FI�5 -II fj SCALE: 1" = 1'-O" PRE-FINISHED 18 6A. METAL SUPPLIER c¢N �Y ¢ METAL SOFFIT ANGLE METAL 50FF[ SEAL ALL AROUND. SEALANT RNW SYNTHETIC 4 EA. SIDE RNW SYNTHETIC�I SEALANT FIRE RATED 8 METAL s N N 5IDIN6 WHERE IT` BUILDING WALL w >N II 51VIN6 WHERE IT WALL WHERE IT N �''n � .� OCCURS. I I OCCURS. SEE III N W PRE-PI,NISHED io HEDULE PRE-FINISHED 1 ii DW6 A4.14 A2.i �RNW METALI5IDIN6 \'I METAL SIDIN6 SYNTHETIC 1 SIDING WHERE INTERIOR FINISH �J �I WHERE IT O.71 INISH IT CGGURS. METAL BLDG. RAKE INTERIOR STOREFRONT SILL JAMB METAL BLDG. EAVE HEAD —�JAMB SILL _ -O" 1 ® 1" = 1'-0" o-- 10 V. � p CONTINUOUS CONTINUOUS PIPE OR CONDUIT MT'I- TRACK - __.-___. ._ MT,L TRACK _ --_ ---.--_--- --� STAINLESS STEEL ATTACH TO SEALANT BTWN. PRE-F I N I SHED -ny BEAM BEYOND l l Axthelm Construction Inc DRAW BAND FL56. AND PIPE METAL SOFFIT PRE-FINISHED METAL SOFFIT 3Mt 610rnon, A R Unit OR CONDUIT y p.(360)42 6848274 Kingworks METAL STORM PREMOLDED BOOT Structural Engineers COLLAR. COLOR To A5 MATCH ROOF I N6 FL56. 40 600 Dupont Street I 1' - a Suite B I I Bellingham,WA 98225 _ N — j (360)714-8260 TerraVists NW FASTEMETALN BOOT To Suite207 3204 Smokey Point Drive ROOFING PANEL AT 5" O.G. Arlington,WA 98223 PANEL MAX. WITH CONT. RNW SYNTHETIC RNW SYNTHETIC (360)691-9272 COORDINATE BEAD OF SEALANT 5IDIN6 WHERE IT 2'-0" 5IDIN6 WHERE IT 2'-0. E. 1= O Matron and Assoclates,Inc LOGATION5 WITH BTWN, BOOT AND OCCURS. OCCURS. 307 N.Olympic,Suite 205 Arlington,WA 98223 MECHANICAL GAL AND ROOF PANEL. PRE-FINISHED I Dom[ 0 Fa"c(360)435-4822 ELEGTRIGAL METAL SIDING A. METAL SI N6 Phone:(360)435-3777 TUBULAR PENETRATION 1 DEGORATIVE EAVE BRACKET ( SIDE VIEW) FRONT VIEW °n Smok 1 Arne k 14219 Smoey Point Blvd, Unit B2,Marysvifle WA Ph:360.454.0268 arneLbrnwdisuom Z LO F- M F- t U) 32 > O CITY OF ARLINGTON > m CONSTRUCTION DRAWING REVIEW APPROVAL al Z THIS PLAN SHEET HAS BEEN REVIEWED AND APPROVED PER THE Z n/ n LLQI CONDITIONS ON THE TITLE SHEET. LL BY: Drawing: Development Services Manager ^/ DATE: THIS APPROVAL IS VALID FOR 18 MONTHS A 5.2 DESIGN REVIEW SPECIAL �°""°° BOARD PLN#885 PERMIT USE PLN#884 21c-4317 4" THICK. II" CONCRETE RAMP ANTI SLIP STAIR W/ DIAMOND N05IN6. &C. TO 4 TEXTURE FINISH COORDINATE WITH 2'-0" OWNER FOR TYPE. II" CONCRETE SLOPE. ® _2 P W CURB TOP OF „�, 4 TREgpS a STAIR - LANDIN6 ® 80d_ GONG. FLUSH W/ ASPHALT fl PAVINb e 1 I� III—III— P P IY +s :ns. III I =1 REINFORCED GONG. BOTTOM OF u- FORM A STAI SEE STRUCTURAL DW65. -LqR - ry N ry ci ry cc REINFORCED GONG GONG. FOUNDATION SEE 51DEWALK. STRUCTURAL DW65. = II N � u' S � moN 1 H. G. RAMP � STAIR DETAIL B HAND RAIL 4 THE 1'-0" o $ iD E A. 6RAB E WALL FINISHa METAL BAR PER FIN. SCH a cq PIPE 3 _g 1._0.. 2'-0" X 3'-8" HAND % t l m RAILS AND "3'-0" MIRROR SINK KAIN560T a 3 POSTS. TYP) WAINSCOT FIN. SGHED. m^ FIN. SGHED. DOOR tv 'v BASE <r o BASE N w' ' PER FIN. m t FIN. 504ED. (O N SGHED. 4 =�111 III FIN SGHED. III—III—III—I FLUSH HANDLE ON ® -I I I-III-III-III SOUTH OPEN SIDE OF WEST NORTH EAST I—I I—I 11 TOILET TYP. a GOMPR I E551BLE _ I I- I—III—III= RE5TROOM 101 ELEVAT I ON5 MATERIALI—I I—I I I I I I—III—I 11- I=I I—I I— -III 1/4" = I'-0" _=1 I I=1 I 11=1 I I—I 11=1 I -I I—III—I =III—I 6Rg8 WALL FINISH WALL FIN15H 1_ `< 1511=1 I I-1 11=1 11-1 I I- _ _ _ _ —_I BAR PER F I N. PER FIN. SGHED Axthelm Construction Inc —I - —III—III- I I 3'-b" I'-0" 2'-O" X 3'-b° 1..1 3610 Cadardale Rd Unit C III—III—III—��—IIT- °3 -0' MIRROR 5I K WAINSCOT PER Mt Vemon,WA 98274 _ — I—III—III—III—I - KAIN5GOT FIN. SCHED. p(360)424-6848 =11 I-I—III -III- 1=III—I �' FIN. 5CHED. DOOR Kingvrorks = —III—III- �-�' vt,P O O Structural Engineers -I _ III—III�I v ME v 1 BASE PER , III—III-III—III III-11- a PER FIN. FIN. SGHED. Goo Dupo mStreet ct1 Suite 8 —III=III=III=III=III- m SGHED. Bailin gham,WA 98225 HANPRA I L WAINSCOT PER TamVistaN 0 FLUSH HANDLE ON FIN. 5CHED. 3204Sistaey �- SOUTH OPEN SIDE OF WEST NORTH EAST 320e 20m7 y Point Drive Suite zo7 TO LET TYP. Arlington,WA 98223 91-9272 RESTROOM 105 ELEVATIONS ON5 Metro Inc 307 N.and Associates, 307 N.OIYmpl4 Suite 205 1/4° = 1'-0" Arlington,WA 98223 Phone:(360)435-3777 Fax:(360)435-4822 8'-10' VFY. Owner: 12" DEEP Arne Zenneck 2' b 5 W. 5P. CABINETS W/ I S" DEEP TOP 14219 Smokey Point Blvd, �i ADJ. SHELVES Unit 82,COUNTERS Ph:360.454.0268e WA = KNEE AND 3" SPACE REQUIRED FOR arne@m distcom g TOE FRIDGE DOOR HANDLE. o `D m - CLEARANCE INFILL WITH FINISH r 30" DEEP 1 50" DEEP LOWER Q Z - w 9" ti MAX ADA 0 o COUNTERS COUNTERS - O Mur-REACH 46" STONE BAGKSPLASH r n r� - TOP VIEW FRONT Y I EW SIDE Y I EW AND COUNTERTOPS 24" DEEP D.F. 5 4'-2` 2'-"1' LL APA PR I NK I N6 FOUNTAIN °NET a SOUTH NORTH EAST _C/) DETA I L r1 12 PANTRY > >o REGEPT I ON i o 0 o r o 1/2" = 1'-0" SCALE: 1/4" = 1'-0' SCALE: 1/4' = 1'-0" " CITY OF ARLINOTON m m C9 J CONSTRUCTION DRAWING REVIEW APPROVAL m NZLU N g THIS PLAN SHEET HAS BEEN REVIEWED AND APPROVED PER THE Z n Q ❑ CONDITIONS ON THE TITLE SHEET. BY: Drawing: Development Services Manager DATE: THIS APPROVAL IS VALID FOR 18 MONTHS A 5.3 DESIGN REVIEW SPECIAL """^�° BOARD PLN#885 PERMIT USE PLN#884 21c-4317 RNW Distribution, Inc. Ir. . 14219 Smokey Point Blvd RNd�, Marysville, WA 98271 DISTRIBUTIONPhone- 360.454.0268 me@sustainbuilt.com March 26, 2024 City of Arlington Kristin Foster 18204 59th Ave N E, Arlington,WA 98223 EXTENSION OF BUILDING PERMIT for PLN#884 Dear Kristin Foster, I want to request an extension of the BUILDING PERMIT for address: 7304 1971h PL NE, Arlington, WA which is connected to the land use p -rmit PLN#884. Due to the rising interest rates over the last 12 months, I kept delaying the start of my warehouse "new build" project in Arlington. Talking to my banker a few weeks ago we are now planning to start construction in Spring 2025. Thanks for considering my request to extend the "huilding Permit" to the same date as the PLN#884 June 28, 2025. Warm regards, Arne Zenneck RNW Distribution, Inc. NOW SUSTAIN BUILT SUPPLY INC. RECEIVED MAR 2 8 2024 RNW Distribution,Inc., 14219 Smokey Point Blvd,W rysville. VA 98271 Phone:360.454.0266 CITY OF ARLINGTON INSPECTION CARD No building construction shall be commenced until permit holder INSPECTION RECORD SHALL or his agent has posted this Inspection Record Card in a REMAIN AT JOB SITE conspicuous place on the premises. OWNER: RNW DISTRIBUTION CONTRACTOR: AXTHELM CONSTRUCTION, INC. JOB ADDRESS: 7304 197TH PL NE LOT NUMBER TYPE GROUP NATURE of WORK: COMMERCIAL BUILDING USE of BUILDING: WAREHOUSE/OFFICE VB S-1 PERMIT No: BLD-5020 DATE ISSUED: 11.8.2024 INSPECTOR MUST SIGN ALL SPACES PERTAINING TO THIS JOB DEPARTMENT INSPECTION DATE(S) PASS FAIL INITIALS FOOTING BUILDING FOUNDATION (360)403-3417 UNDERFLOOR SHEARWALL PLUMBING(groundwork) ROUGH PLUMBING GAS PIPING ROUGH HEATING&VENTILATION FRAMING INSULATION WALLBOARD(SHEAR/RATED WALLS) CEILING GRID STRUCTURALSLAB CROSS CONNECTION CONTROL IN PREMISE (360)403-3417 GRADING TEMPORARY TECSP ASBUILTS APPROVED MAINTENANCE BOND STORM DRAINAGE SYSTEM PAVING,SIGNAGE&MARKINGS LANDSCAPING CONDITIONS ONSITE UTILITIES WATER ONSITE UTILITIES SEWER Sewer OFFSITE UTILITIES WATER (360)403-3508 OFFSITE UTILITIES SEWER SEWER PRETREATMENT Water CROSS CONNECTION CONTROL PREMISE (360)403-3526 SIDE SEWER/CLEANOUT/FINAL WATER SERVICE INSTALLATION WATER SERVICE FINAL (360)403-3417 HYDRO/FLUSH UNDERGROUND**INCL FDC FIRE ALARM /AUTOMATIC SPRINKLER HOOD SUPPRESSION SYSTEM FINAL FIRE WALK-THROUGH (360)403-3417 FINAL INSPECTION ALL SIGNATURE BLOCKS MUST BE COMPLETE CITY OF ARLINGTON ` 18204 59th Avenue NE,Arlington,WA 98223 INSPECTIONS: 360-403-3417-Permit Center: 360-403-3551 BUILDING PERMIT 7304 197TH PL NE Permit#: 5020 PERMIT EXPIRES 180 DAYS AFTER Parcel#: 31051400203300 DATE OF ISSUANCE. Scope of Work:44,314sf Warehouse with small office Valuation: 1300000.00 OWNER APPLICANT CONTRACTOR AVR BUSINESS PARK LLC 2812 Archietecture Axthelm Construction,Inc 650 ORCAS ST SUITE 200 2812 Colby Avenue 3610 Cedardale Rd Unit C SEATTLE,WA 98108 Everett,WA 98201 Mt Vernon,WA 98273 425-252-2153 360-424-6848 LIC:AXTHECI019DU EXP:04/05/2023 MECHANICAL CONTRACTOR PLUMBING CONTRACTOR LIC#: EXP: LIC#: EXP: JOB DESCRIPTION PERMIT TYPE: COMMERCIAL BUILDING CODE YEAR: 2021 STORIES: 1 CONST.TYPE: VB DWELLING UNITS: OCC GROUP: S-1; Storage Mod Hazard BUILDINGS: OCC LOAD: PERMIT APPROVAL The issuance or granting of this permit shall not be construed to be a permit for,or approval of,any violation of this Code or any other ordinance or order of the City,of any state or federal law,or of any order,proclamation,guidance advice or decision of the Governor of this State.To the extent the issuance or granting of this permit is interpreted to allow construction activity during any period of time when such construction is prohibited or restricted by any state or federal law,or order,proclamation,guidance advice or decision of the Governor of this State,this permit shall not authorize such work and shall not be valid.The building official is authorized to prevent occupancy or use of a structure where in violation of this Code,any other City ordinances of this jurisdiction or any other ordinance or executive order of the City,or of any state or federal law,or of any order,proclamation, guidance advice or decision of the Governor.The building official is authorized to suspend or revoke this permit if it is determined to be issued in error or on the basis of incorrect,inaccurate or incomplete information,or in violation of any City ordinance,regulation or order,state or federal law,or any order,proclamation,guidance or decision of the Governor. I AGREE TO COMPLY WITH CITY AND STATE LAWS REGULATING CONSTRUCTION AND IN DOING THE WORK AUTHORIZED THEREBY;NO PERSON WILL BE EMPLOYED IN VIOLATION OF THE LABOR CODE OF THE STATE OF WASHINGTON RELATING TO WORKMEN'S COMPENSATION INSURANCE AND RCW 18.27. THIS APPLICATION IS NOT A PERMIT UNTIL SIGNED BY THE BUILDING OFFICIAL OR HIS/HER DEPUTY AND ALL FEES ARE PAID. IT IS UNLAWFUL TO USE OR OCCUPY A BUILDING OR STRUCTURE UNTIL A FINAL INSPECTION HAS BEEN MADE AND APPROVAL OR A CERTIFICATE OF OCCUPANCY HAS BEEN GRANTED.IBC 110/IRC 110. SALES TAX NOTICE: Sales tax relating to construction and construction materials in the City of Arlington must be reported on your sales tax return form and coded City of Arlington#3101. 11/08/2024 Applicant Signature Date Building Official Date CONDITIONS Deferred permits:Plumbing,Mechanical Sprinkler,Fire Alarm,Add signage at office mezzanine(Storage Above Not to Exceed 50#per square foot)at all Accessible sides to area.The building is required to comply with the approved Design Review Board decision. See Attached.Adhere to the approved plans.Approved job copy shall be onsite for inspections.Call for inspections. The property owner shall ensure that the construction project complies with all applicable zoning codes and regulations.The property owner shall also ensure that the construction project does not cause any adverse impact on the surrounding environment or community.The property owner shall be responsible for obtaining all necessary permits and approvals from the relevant authorities before commencing construction.The property owner shall ensure that the construction project complies with all applicable design review requirements. THIS PERMIT AUTHORIZES ONLY THE WORK NOTED.THIS PERMIT COVERS WORK TO BE DONE ON PRIVATE PROPERTY ONLY.ANY CONSTRUCTION ON THE PUBLIC DOMAIN(CURBS, SIDEWALKS,DRIVEWAYS, MARQUEES,ETC.)WILL REQUIRE SEPARATE PERMISSION. PERMIT FEES Date Description Fee Amount 11/09/2024 Processing/Technology $25.00 11/09/2024 Building Permit $10,103.74 11/09/2024 State Surcharge-Commercial $25.00 11/09/2024 Building Plan Review $6,567.43 11/09/2024 CIC-Traffic Mitigation 67th Ave/188th St $6,431.37 11/09/2024 CIC-Traffic Mitigation SR 531 -43rd to 67th Ave $4,661.43 11/09/2024 CIC-Traffic Mitigation SR 531 -67th Ave to SR9 $6,431.37 11/09/2024 Traffic Mitigation-C/MF $10,065.00 Total Due: $44,310.34 Total Payment: $44,310.34 Balance Due: $0.00 CALL FOR INSPECTIONS Call by 3:30 pm for next day inspection,allow 48 hours for Fire Inspections When calling for an inspection please leave the following information: Permit Number,Type of Inspection being requested,and whether you prefer morning or afternoon INSPECTION INFORMATION I Pass/Fail CITY OF ARLINGTON 18204 59th Avenue NE,Arlington,WA 98223 INSPECTIONS:360-403-3417-Permit Center: 360-403-3551 BUILDING PERMIT 7304197TH PL NE Permit#: 5020 PERMIT EXPIRES 180 DAYS AFTER Parcel#:31051400203300 DATE OF ISSUANCE. Scope of Work:44,314sf Warehouse with small office Valuation: 1300000.00 OWNER APPLICANT CONTRACTOR AVR BUSINESS PARK LLC 2812 Archietecture Axthelm Construction,Inc 650 ORCAS ST SUITE 200 2812 Colby Avenue 3610 Cedardale Rd Unit C SEATTLE,WA 98108 Everett,WA 98201 Mt Vernon,WA 98273 425-252-2153 360-424-6848 LIC:AXTHECI019DU EXP:04/05/2023 MECHANICAL CONTRACTOR PLUMBING CONTRACTOR LIC#: EXP: LIC#: EXP: JOB DESCRIPTION PERMIT TYPE: COMMERCIAL BUILDING CODE YEAR: 2021 STORIES: 1 CONST.TYPE: VB DWELLING UNITS: OCC GROUP: S-1; Storage Mod Hazard BUILDINGS: OCC LOAD: PERMIT APPROVAL The issuance or granting of this permit shall not be construed to be a permit for,or approval of,any violation of this Code or any other ordinance or order of the City,of any state or federal law,or of any order,proclamation,guidance advice or decision of the Governor of this State.To the extent the issuance or granting of this permit is interpreted to allow construction activity during any period of time when such construction is prohibited or restricted by any state or federal law,or order,proclamation,guidance advice or decision of the Governor of this State,this permit shall not authorize such work and shall not be valid.The building official is authorized to prevent occupancy or use of a structure where in violation of this Code,any other City ordinances of this jurisdiction or any other ordinance or executive order of the City,or of any state or federal law,or of any order,proclamation, guidance advice or decision of the Governor.The building official is authorized to suspend or revoke this permit if it is determined to be issued in error or on the basis of incorrect,inaccurate or incomplete information,or in violation of any City ordinance,regulation or order,state or federal law,or any order,proclamation,guidance or decision of the Governor. I AGREE TO COMPLY WITH CITY AND STATE LAWS REGULATING CONSTRUCTION AND IN DOING THE WORK AUTHORIZED THEREBY;NO PERSON WILL BE EMPLOYED IN VIOLATION OF THE LABOR CODE OF THE STATE OF WASHINGTON RELATING TO WORKMEN'S COMPENSATION INSURANCE AND RCW 18.27. THIS APPLICATION IS NOT A PERMIT UNTIL SIGNED BY THE BUILDING OFFICIAL OR HIS/HER DEPUTY AND ALL FEES ARE PAID. IT IS UNLAWFUL TO USE OR OCCUPY A BUILDING OR STRUCTURE UNTIL A FINAL INSPECTION HAS BEEN MADE AND APPROVAL OR A CERTIFICATE OF OCCUPANCY HAS BEEN GRANTED.IBC 11 OARC 110. SALES TAX NOTICE: Sales tax relating to construction and construction materials in the City of Arlington must be reported on your sales tax return form and.coded City of Arlington#3101. 2— — 2OZ�'( 11/08/2024 � �+ �Applicant Signature (�Ze�u(e Date Building Official Date C.C. t)m EC1< GCG CONDITIONS Deferred permits:Plumbing,Mechanical Sprinkler,Fire Alarm,Add signage at office mezzanine(Storage Above Not to Exceed 50#per square foot)at all Accessible sides to area.The building is required to comply with the approved Design Review Board decision.See Attached.Adhere to the approved plans.Approved job copy shall be onsite for inspections.Call for inspections. / /roperty owner shall ensure that the construction project complies with all applicable zoning codes and regulations.The owner shall also ensure that the construction project does not cause any adverse impact on the surrounding environment community.The property owner shall be responsible for obtaining all necessary permits and approvals from the relevant/authorities before commencing construction.The property owner shall ensure that the construction project complies with all applicable design review requirements. p THIS PERMIT AUTHORIZES ONLY THE WORK NOTED.THIS PERMIT COVERS WORK TO BE DONE ON PRIVATE PROPERTY ONLY.ANY CONSTRUCTION ON THE PUBLIC DOMAIN(CURBS,SIDEWALKS,DRIVEWAYS, MARQUEES,ETC.)WILL REQUIRE SEPARATE PERMISSION. PERMIT FEES Date Description 11/09/2024 Processing/Technology Fee Amount 11/09/2024 Building Permit $25.00 11/09/2024 State Surcharge-Commercial $10,103.74 11/09/2024 Building Plan Review $25.00 11/09/2024 CIC-Traffic Mitigation 67th Ave/188th St $6,567.43 11/09/2024 CIC-Traffic Mitigation SR 531 -43rd to 67th Ave $6,431.37 11/09/2024 CIC-Traffic Mitigation SR 531 -67th Ave to SR9 $4,661.43 11/09/2024 Traffic Mitigation-C/MF $6,431.37 $10,065.00 Total Due: $44,310.34 Total Payment: $44,310.34 Balance Due: $0.00 CALL FOR INSPECTIONS Call by 3:30 pm for next day inspection,allow 48 hours for Fire Inspections When calling for an inspection please leave the following information: Permit Number,Type of Inspection being requested,and whether you prefer morning or afternoon INSPECTION INFORMATION Pass/rail t� From: Arne Zenneck To: Hannah Hardwick Subject: FW: BLD5020-RNW Distribution Expiration Notice Date: Tuesday,December 2,2025 9:54:02 AM Attachments: image001.ong image003.Dng image007.ong This message is from an External Sender This message came from outside the City of Arlington Hi Hannah, was hoping I can extend the building permit.Since I still hope I can continue building the warehouse sometime next year. What do I need to do to get that done? Best Regards Arne Zenneck SUSTAINO'BUILT ARCHITECHTURAL B I D NG SUPPLY FORMERLY RNW DISTRIBUTION INC Sustain Built Supply Inc. 14219 Smokey Point Blvd#13-2 Marysville,WA 98271 Cell:909-270-1967 Email:arneCcbsustainbuilt.com www.sustainbuiLt.com From: Adam Clark<Adam@2812architecture.com> Sent: Monday, December 1, 2025 8:32 AM To: Arne Zenneck<arne@sustainbuilt.com>; Arne Zenneck<arne@rnwdist.com> Cc: Hannah Hardwick<hhardwick@arlingtonwa.gov> Subject: FW: BLD5020- RNW Distribution Expiration Notice Arne, See below. Adam From: Hannah Hardwick<hhardwick(@arlingtonwa.gov> Sent: Wednesday, November 26, 2025 2:48 PM To: Paul Douglas <paul(@2812architecture.com>; Adam Clark<AdamP2812architecture.com> Subject: BLD5020- RNW Distribution Expiration Notice Hello, This email is to inform you of the upcoming expiration date for permit 5020.This permit will expire on 12/10/2025. Please ensure that an inspection has been requested and approved prior to the expiration date. If you are not ready an inspection prior to the expiration date, please reply requesting an extension.The request needs to state cause for the extension and requires approval by the Building Official once received.Additional fees may be required upon extension approval. Please use the link below to view and request an inspection.You can also call in an inspection at 360-403-3417. Permits -Arlington (iworq.net) Sincerely, I 4PHannah Hardwick Community&Economic Development Fire Permit Technician 11 18204 59th Ave NE,Arlington,WA 98223 O:360.403.3549 hhardwick(@arlinRtonwa.goy I www.arlingtonwa.gov Note: Emails and attachments sent to and from the City of Arlington are public records and may be subject to disclosure pursuant to the Public Records Act. Ek-1 Vi rus-free.www.avg.corn