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2006, 06-22 Permit App: 06002363 Post Frame BldgProject Number: 06002363 Inv: I ' Application THIS IS NOT A PERMIT Penalties will be assessed for commencing work without a permit Date: 6/22/2006 Page 1 of 2 Project Information: Permit Use: 30 X 24 POST FRAME BUILDING Contact: SPOKAINE STRUCTURES Address: 510 N MULLAN ST C - S - Z: SPOKANE, WA 99206 Setbacks: Front Left: Right: Rear: Phone: (509) 927-0655 Group Name: Site Information: Project Name: Plat Key: Name: HARRINGTONS ADD TO HUTCHINSON District: F Parcel Number: 45183.0950 Block: Lot: SiteAddress: 8114 E HARRINGTON AVE Location:: CSV Owner: Name: KEITH, BRUCE Address: 8114 E HARRINGTON SPOKANE VALLEY, WA 99212-21 Zoning: UNKN Unknown Water District: Hold: ❑ Area: 9,900 Sq Ft Width: 0 Depth: 0 Right Of Way (ft): 0 Nbr of Bldgs: 0 Nbr of Dwellings: 0 Review Information: Review Building Plan Review Released By: Driveway/Approach Originally Released: 6/20/2006 By: TMELBOU Released By: Originally Released: 6/22/2006 By: amblake Landuse/Zoning/HE Conditions Released By: _ - Sewer Review Originally Released: 6/21/2006 By: Cdesimas Released By: Originally Released: 6/22/2006 By: amblake Permits: Operator: AMB Printed By: AMB Print Date: 6/22/2006 Project Number: 06002363 Inv: 1 ' Application THIS IS NOT A PERMIT Penalties will be assessed for commencing work without a permit Date: 6/22/2006 Page 2 of 2 Building Permit Contractor: SPOKANE STRUCTURES INC Firm: SPOKANE STRUCTURES INC Address: 510 N MULLAN RD Phone: (509) 927-0655 SPOKANE, WA 99206 This Application: Total Project: Description Grp Type Notes Sq Ft Valuation Sei Ft Valuation POLE BDLG U-1 VB 720 $13,680.00 720 $13,680.00 Item Description RESIDENTIAL PERMIT FEE ACCESSORY PLANS REVIEW WSBC SURCHARGE Notes: Totals: 720 $13,680.00 720 $13,680.00 Units Unit Desc 1 SELECT 1 SELECT 1 SELECT Fee Amount $237.25 $59.31 $4.50 Permit Total Fees: $301.06 Payment Summary: , Permit Type Fee Amount Invoice Amount Amount Paid Amount Owing Building Permit $301.06 $301.06 $0.00 $301.06 $301.06 $301.06 $0.00 $301.06 Disclaimer: Submittal of this application certifies the owner (or person(s) authorized by the owner) has both examined and finds the information contained within to be true and correct, and agrees that all provisions of laws and/or regulations governing this type of work will be complied with. Subsequent issuance of a permit shall not be construed to be a permit for, or an approval of, any violation of any of the provisions of the code or of any other state or local laws or ordinances. Signature: Operator: AMB Printed By: AMB Print Date: 6/22/2006 Project Number: 06002363 ' Inv: l' Application THIS IS NOT A PERMIT Penalties will be assessed for commencing work without a permit Date: 6/16/2006 Page 1 of 2 Project Information: Permit Use: 30 X 24 POST FRAME BUILDING Contact: SPOKANE STRUCTURES Address: 510 N MULLAN ST C - S - Z: SPOKANE, WA 99206 Setbacks: Front Left: Right: Rear: Phone: (509) 927-0655 Group Name: Site Information: Project Name: Plat Key: Name: HARRINGTONS ADD TO HUTCHINSON District: F Parcel Number: 45183.0950 Block: Lot: (j/0 S{i /J- SiteAddress: 8114 E HARRINGTON AVE Location:: CSV Zoning: UNKN Unknown Water District: Area: 9,900 Sq Ft Width: 0 Nbr of Bldgs: 0 Nbr of Dwellings: 0 Review Information: Owner: Name: KEITH, BRUCE Address: 8114 E HARRINGTON SPOKANE VALLEY, WA 99212-21 Hold: 0 Depth: 0 Right Of Way (ft): 0 Review Building Plan Review Released By:=)-M(s_J Lp/0,6 Driveway/Approach Released By: - - Landuse/Zoning/HE Conditions Released 13y :-S' f 0' f Sewer Review Permits: Released By: - - - - Operator: AMB Printed By: AMB Print Date: 6/16/2006 Spokane . Va11ey Community Development Permit Center 11707 E Sprague Ave, Suite 106 Spokane Valley, WA 99206 (509)688-0036 FAX: (509)688-0037 Residential Construe Permit Application PERMITNUMBER; 3 ERMI EI EE.; v Construction ,rn Accessory Bldg ition/Remodel D Deck r: SITE ADDRESS g j 1 L • T1,442/AIcrivo ASSESSORS PARCEL NO: Les/g3. 9TO LEGAL DESCRIPTION: Mo == ;'Buildingsowner _ ," s, .l; Name: 9(ZQCr E/1 0 �k Address: 11'f . TTWpQ,NLrme G city6p)emb VZlb Zip: 99,14 —1..., Phone: nCy/._ el? Fax: Name:(sep- 6 %looker �i/A-R, jV/mpi,cit Phone: SoQ_ O (o gf Describe the scope of work in detail: Piz ST TY-4mJ- ,3vr 12»//�G. Cost of Project: S A2 7a — **************The following MUST be complete: (write N/A if not applicable)********************** HEIGHT TO PEAK: / -i DIMENSIONS: v X aY• •,( R.) # OF STORIES: / TOTAL HABITABLE SPACE: Name: 9DQM1 NE STP4ICTURES, INC. Address: 51 n ranPmu MTLL7IDT Pow citySPOKANE VALLEY Zip: WA'('{ticr1511-0(se Phone;Oq_q,7_nrcc Fax: 509 923 40.62 Lic No: S PO KA S Il ? 6 0 6 Exp. Date: 30% SLOPES ON PROPERTY: City Business Lic No: CONSTRUCTION TYPE: Cost of Project: S A2 7a — **************The following MUST be complete: (write N/A if not applicable)********************** HEIGHT TO PEAK: / -i DIMENSIONS: v X aY• •,( R.) # OF STORIES: / TOTAL HABITABLE SPACE: MAIN FLOOR TO SQ. FTG: 0o7.0AREA: 2 "FLOOR SQ. FTG: UNFIN BASEMENT SQ. FTG: IMPERVIOUS SURFACE FINISHED BASEMENT SQ. FTG: GARAGE SQ. FTG: 72.0 DECK/COV. PATIO SQ. FTG: 30% SLOPES ON PROPERTY: # OF BEDROOMS: CONSTRUCTION TYPE: HEAT SOURCE:, -SEWER R SEPTIC? DISCLAIMER The perrnitee verifies, acknowledges and agrees by their signature that 1) If this permit is for construction of or on a dwelling, the dwelling is/will be served by potable water. 2) Ownership of this City of Spokane Valley Permit inure to the property owner. 3) The signatory is the property owner or has permission to represent the property owner in this transaction. 4) All construction is to be done in full compliance with the City of Spokane Valley Development Code. Referenced codes are available for review at the City of Spokane Valley Permit Center. 5) This City of Spokane Valley Permit is not a permit or approval for any violation of federal, state or local laws, codes or ordinances. 6) Plans or additional information may be required to be submitted, and subsequently approved before this application can be processed. . Signature 0 Date Method of Payment: (Faxed permit applications will only be accepted with major bankcard) ❑ Cash ❑ Check 0 Mastercard ❑ VISA Bankcard #: Expires: VIN#: ❑ Other Authorized Signature: REVISED 5252005 » A,PQs o �. /O5' Zi e, +-1 A,P I, l d ►-, S ()bowl,: 041/(7 CA -4 Afe&I k t/</t3 . 09g..) 10' O • a I o v PLANNING DEPT. APPROVED DATE: 10 JUN 1 206c WAMBEKE ENGINEERING 2913 East 615' Court Daniel Wambeke, P. E. Spokane. WA 99223 Telephone: 509-443-6186 • Fax: 509-448-6582 • dwambeke @msn.com June 14, 2006 Mr. Gerry O'Rourke SPOKANE STRUCTURES, INC. 510 N. Mullin Road Spokane, WA 99206 SUBJECT: 30' X 24' X 10' POST FRAME BUILDING FOR BRUCE KEITH, 8114 E. HARRINGTON, SPOKANE VALLEY, WA 99212 Dear Gerry: This post frame building has been sold to Mr. Keith and will be erected according to the standard post frame building design plans I have prepared for Spokane Structures, Inc. The building is designed for 30 PSF roof live (snow) load, 85 MPH wind speed, Exposure B, Seismic Design Category C, 2,000 PSF allowable soil bearing pressure and IBC 2003. The roof of the main building has a 4:12 pitch and the posts will be placed at 10'0" o. c. I have reviewed the design of this building and checked it for the diaphragm design requirements used in development of the standard plans. The front endwall has a 16' x 12' overhead door, and a 3' x 6'8" pass door. There is sufficient steel siding on this endwall to provide adequate lateral bracing for this endwall of the building against lateral loads on the roof and sidewalls. The rear endwall has no openings. There is sufficient sheeting on this endwall to transfer lateral loads on the sidewall and roof to the base of the building. There are no sidewall openings. Sidewall openings have no effect on the lateral load resistance of this building. You may use the standard post frame building plans and lean-to addition plans for erection of this building. Please feel free to contact me if you have any additional questions about the design of this building. Si erely, CIAAA47 Daniel Wambeke, P.E. Enclosure DW:dw I EXPIRES 12-29-2007 Designer of Small Structures, Post Frame Buildings. Foundations, Light Gauge Steel Framing and Grain Storage Systems Owner's name 8Q L)Cf----, + Job address%y & • L)� �- rel Mailing Address LEGAL DESCRIPTION Home Phone i.4:1 - 7 37 ?work Phone Clty5-9a k..,•G vA>rkk M Stale d Zip Cly State Zip DIRECTIONS TO JOB w —L e ,• �. -C c:Le -706. 7 Parcel No, i5-15113 . ( So This Contract subject to obtaining permit 'Permits will be handled in .' e K k County BY x CAUTION: Concrete floors may crack in the Pacmc Northwest for any number of reasons. Therefore, we will not be responsible for cracks in concrete floors. However, we do take every precaution to prevent this from happening and we use material from reputable companies. Also, imperfection in surface level is unavoidable and therefore not guaranteed. • • t r s • • f ci SIDE ALL • • • • • • • • • 94ck ivblc:.:._.. 'EXPIRES 12 29-200% NOTE, Some things are unforeseeable in any budding project. All contract figures are based upon the building site being accessible throughout the entire project and normal digging being possible. Any expenses incurred to overcome problems, whether underground or weather -caused, are the sole respon- sibility of the horneowner unless otherwise stated on this contract Plarligg17 spb SPOKANE STRUCTURES, INC. 510 NORTH MULLAN ROAD SPOKANE, WA 99206 PHONE: 509-927-0655 FAX: 509-927-4062 CONSTRUCTION DRAWINGS FOR STANDARD POST FRAME BUILDINGS CONSTRUCTION D , WINGS ARE ATTACHED FOR BUILDINGS WITH SPANS OF 12'-24' 30', 36', 40', 48', 50' & 60' Drawing Index: 1 of 18 PLAN VIEW 2 of 18 ROOF FRAMING PLAN 3 of 18 BUILDING SECTION A -A 4 of 18 DETAIL 1— TRUSS/COLUMN CONNECTION, PURLIN 5 of 18 DETAIL 2 — KNEE BRACE 6 of 19 SPECIFICATIONS & FOUND 7 of 18 POST/FOOTING SCHEDUL 7 of 18 POST/FOOTING SCHEDUL 7 of 18 POST/FOOTING SCHED 7 of 18 POST/FOOTING SCHEDUL 10 of 18 ENDWALL FRAMIN 11 of 18 OPTIONAL ENDWAL OPTIONAL ENDWALL SIDEWALL FRAMING TRUSS BRACING & POST L TRUSS WEB BRACING LEAN-TO FRAM NG PLANS LEAN-TO BEAM SCHEDULE & FOOTING LEAN-TO BEAM CONNECTIONS 2 1. NOTSTn a. Cox, O,o �``✓SE)� n+* . K Coo �9 "peiorar d 1.41Elltituienkwr war Se' & 40' 41c& �...�, , c PRO. * rr/4 , �o tip Tarr of lie WOO' Act 5 89 OFFSVATIVITIfT VIOLATION& WVAINT§ACOVAttiONS 12 of 18 13 of 18 14 of 18 15 of 18 16 of 18 17 of 18 18 of 18 ���tNfItIN4EMENTIgNT ��� G s4~ you,,,, 1-04-04 1-04-04 1-04-04 1-04-04 1-04-04 1-04-04 1-04-04 1-04-04 1-04-04 1-04-04 1-04-04 1-04-04 1-04-04 1-04-04 1-04-04 1-04-04 1-04-04 1-04-04 1-04-04 THE ATTACHED DRAWINGS DESCRIBED BY THE ABOVE INDEX ARE BEING SUBMITTED UNDER MY PROFESSIONAL ENGINEER ST ' • THE STATE OF WASHINGTON ENGLNEER: DANIEL W MBEKE, P. E., 2 PHONE: 509/443-6186 K.a.NT, WA 99223 z LJ J LJ 0 LIVE LOAD Id Q �_ CL Cl CL Z r H>- J 1— J 1— CY C 1 C 1 CL U U o :D C7 • 0'JD ,--i I • D• X v. O X ,r • Id (41 Lid V) V) : :3 zJ z U a_ n CO• 1 • U CU LSI V I4 CU D cJ SPAN v DDUBLE TRUSSES D �1C1UBLE T W H ) O* ,\a ,too % S � - o T -.: CI,. .33 L: rT ? �C � T 2 NOTES FOR FLOOR PLAN O1 INTERIOR FRAME WOOD POSTS, POST SCHEDULE. GABLE WALL POSTS - 6' X 6' TYPICAL DOOR POSTS - 4' X 6' TYPICAL FO❑TING DIMENSI❑NS - B = 1'-8'; D = 3'-0' MAXIMUM POST SPACING 12' 0' C3 PURLINS @ 24' ❑.C., BEARING OR J❑IST HANGERS (TYPICAL) 0 3 SINGLE TRUSS51 Ty \_® \_® PLAN VIEW N.T.S. EXPIRES 12/29/07 SPOKANE STRUCTURES, INC. POST FRAME BUILDINGS, 12' TO 60' SPANS PLAN VIEW DRAWN DY DATE VAMBEKE -16-05 APPROVED SCALE NTS SSI.01 REV. C11 12'-0" TO 50'-0p ROOF FRAMING PLAN WOOD COLUMNS SEE SCHEDULE EXPIRES 12/29/07 SPOKANE STRUCTURES, INC. POST FRAME BUILDINGS, 12' TO 60' SPANS ROOF FRAMING PLAN DRAVN BY DATE WAMBEKE -16-05 APPROVED I SCALE NTS SSI.02 EXPIRES 12/29/07 J O L) W LO Z I- s o = E7 U L L (/) EXTEND POST TO TOP OF PURLIN LJ S5 ROOF FASTENED TO PURLINS WITH N 1 1/2' LUNG WOODFAST TEKS. WALLS FASTENED TO GIRTS WITH 1' LONG W❑ODFAST TEKS. SEE DETAIL 12 NOTES FOR SECTION A -A S1 TYPICAL PURLIN, SEE FLOOR PLAN FOR SIZE 1 TRUSS DESIGN BY OTHERS SD 2' X 6' @ 24' O.C., 10' BAYS 2' X 6' @ 24' O.C., 12' BAYS DF -L #2 GIRTS FLAT @ 24' Of, S4 CONCRETE FOOTING, SEE SCHEDULE BUILDING S SEE DETAIL 2 O Sy G]��r,Q Ty 0 SPOKANE STRUCTURES, INC. POST FRAME BUILDINGS, 12' TO 60' SPANS BUILDING CROSS SECTION DRAWN BY WAMBEKE DATE 1-16-05 APPROVED SCALE NTS SSI.03 kEV. 'URL IN CONNECTION METHODS1 4). PURLINS MAY BE HUNG OFF THE TRUSS TOP CHORD FACES W/ STANDARD SIMPSON JOIST HANGERS OR EQUAL. IIB) PURLINS MAY BE BUTTED AND NAILED W/(2) 16d NAILS INTO EACH PURLIN. PURLINS MAY BE LAPPED ANDNAILED W/(3) 16dNAILS. ON CONNECTION METHODS 'B' AND 'C', TOENAIL BACK SIDE OF PURLIN W/(1) 16d NAIL INTO LACH TOP CHORD MEMBER Ib P MCTHOD A eC TION P ME Tr , OD NN EC TION NOTES FOR CONNECTION DETAIL 0 TRUSS TOP CHORDS TRUSS DESIGN BY TRUSS MANUFACTURER 0 PURLIN SUPPORT STRUT 2' X '4' X FULL DEPTH OF TOP CHORD PLUS PURLIN, NAIL PURLINS W/(3) 16d NAILS S3 NAIL STRUT TO TOP CHORD W/(3) 16d S4 MANUFACTURED TRUSS. NOTCH POSTS 1-1/2' EACH SIDE TO PROVIDE TRUSS SEAT, 0 WOOD POST, SEE POST/FOOTING SCHEDULE. S6 4 - 40d GALV. NAILS IN PRE -DRILLED HOLES OR 3/4'0 MACHINE BOLT S7 SOLID BLOCKING AT CONNECTION POINTS, 0 TYP, PURLIN, SEE FLOOR PLAN FOR SIZE 0 2' X 6' OR 2' X 8' TOP GIRT 0 4 - 16d NAILS OR 3/4'0 M. BOLT 12. TY DETAIL 1 - TRUSS COLUMN CONNECTION, PURLIN SUPPORT N.T.S. EXPIRES 12/29/07 SPOKANE STRUCTURES, INC. POST FRAME BUILDINGS, 12' TO 60' SPANS TRUSS -COLUMN CONNECTION DRAVN BY DATE WAMBEKE 1-16-05 APPROVED SCALE NTS SSI.04 REV. EXPIRES 12/29/07 N❑TES FOR DETAIL 2- KNEEBRACE Si TRUSS T❑P CH❑RD, DESIGN BY OTHERS S2 TRUSS B❑TT❑M CHORD, DESIGN BY OTHERS S3 2' X 6' DF-L #2 EACH SIDE 0 WO❑D P❑ST, SEE POST/FO❑TING SCHEDULE 0 4 - 16d GALV. NAILS, EACH SIDE 1). KNEE BRACE REQUIRED WHERE SHOWN ON P❑ST/FOOTING SCHEDULE. BRACE NOT REQUIRED AT GABLE END TRUSSES. 2). ALTERNATE KNEE BRACE/POST AND TRUSS/POST CONNECTI❑N = USE 3/4'0 THRU BOLTS, EACH LOCATI❑N. SPOKANE STRUCTURES, INC. POST FRAME BUILDINGS, 12' TO 60' SPANS KNEE BRACE TO COLUMN & TRUSS DRAWN BY VAMBEKE DATE 1-16-05 APPROVED SCALE NTS SSI.05 REV. NOTES FOR FOOTING DETAIL TREATED POSTS AS SIZED PER SCHEDULE VIBRATE OR ROD CONCRETE TO OBTAIN FULL BEARING • • @3 UNDISTURBED SOIL FOOTING DETAIL N.T.S. EXPIRES 12/29/07 JUILDING SPECIFICATIONS: 3ENERAL - ALL BUILDING CONSTRUCTION SHALL CONFORM TO THE 2003 EDITION OF 1.11E INTERNATIONAL BUILDING CODE (IBC 2003) AND ALL STATE & LOCAL BUILDING CODES. THESE SPECIFICATIONS AND PLANS ARE DESIGNED FOR 30 PSF OR 40 PSF LIVE (SNOW) LOAD (AS REQUIRED BY LOCAL CODE), 85 MPH WIND SPEED, EXPOSURE B & SEISMIC DESIGN CATEGORY C. DESIGN LOADS - ROOF LL = 30 PSF OR 40 PSF ROOF DEAD LOAD = 5 PSF* CEILING LL = 0 PSF CEILING DL = 1 PSF ▪ ROOF DL ALLOWS FOR A MAXIMUM OF 3" THICKNESS OF FIBERGLASS INSULATION. • MAXIMUM SOIL BEARING PRESSURE = 2,000 PSF MAXIMUM SOIL BEARING PRESSURE IS BASED ON SAND, SILTY SAND, SILTY GRAVEL OR CLAYEY GRAVEL SOILS OR BETTER PER IBC TABLE 1804.2. LESSER SOIL CONDITIONS WILL REQUIRE REVIEW AND FOOTING SIZE ADJUSTMENT BY THE ENGINEER. CONCRETE - MINIMUM 28 DAY COMPRESSIVE STRENGTH F'c = 2,000 psi, 4 SACK MIX FOR FOOTINGS. CAST IN PLACE CONCRETE CONSTRUCTION SHALL CONFORM TO ACI 318-99. WOOD - STRUCTURAL LUMBER SHALL CONFORM TO DF -L #2 OR BETTER BY WWPA GRADING RULES. MAXIMUM MOISTURE CONTENT SHALL BE 19% BY WEIGHT. NAILING 'SHALL CONFORM TO TABLE 2304.9.1 & OTHER APPLICABLE SECTIONS OF CHAPTER 23 OF THE IBC. ALL NAILS INTO PRESERVATIVELY TREATED WOOD SHALL BE ZINC 1COATED HOT -DIP GALVANIZED STEEL, SILICONE BRONZE, COPPER OR STAINLESS STEEL. CCA TREATED WOOD SHALL CONFORM TO THE REQUIREMENTS OF AWPA STANDARDS C-16, C-22, C-23, C-24 & C-28. POSTS FOR 8 -gym ' -,ALL BE AS NOTED ON THE PLANS. ALL POST MATERIALS SHALL BE•E31R 2 FULL DIMENSION AND GRADED BY WWPA GRADING RULES. J.4i ' ARE-jHAL SIMPSON OR APPROVED EQUAL. ALL BOLTS SHALL CONF,`•''ASTM1 4307' PANELS MAY BE DELTA RIB STYLE, GALVANIZED OR PA '4'' !i 23 GAIL ASTM A653 STRUCTURAL QUALITY (SQ), Fy = 80.0 k .1: fi OF FASTENED TO PURLINS WITH PLATED, GASKETED 1 1 IONC '[ut TAI FASTENERS. WALL PANELS SHALL BE FASTENED TO OR LONGER METAL TO WOOD FASTENERS. PANELS S FASTENED ACCORDING TO THE MANUFACTURER'S REC SOIL COMPACTION - ALL BACKFILLED SOIL BENEATH WITH A VIBRATORY COMPACTOR TO 95% OF THE PRO BY ASTM A1557, METHOD D. TRUSSES SHALL BE DESIGNED BY AND BEAR THE SEAL TO PRACTICE IN THE STATE IN WHICH THE BUILDING TRUSS LOADING: TOP CHORD LIVE LOAD = 30 PSF OR 40 P TOP CHORD DEAD LOAD = 5 PSF BOTTOM CHORD DEAD LOAD = 1 PSF TER, e E: THICKN•\ SHALL BE G 0 WOE , ;: WITH PLA GAS$ ED LYBE INSTALLED ANO V • • TINGS RSFIAg. g RktP \%'' pENIITY- ) y �ff �ao k x"'7'9 ENGINEER r E WILL 'wc STRUCT. SPOKANE STRUCTURES, INC. POST FRAME BUILDINGS, 12' TO 60' SPANS SPECIFICATIONS & FOUNDATION DRAVN BY VAMBEKE APPROVED DATE ,1-16-05 SCALE NTS SSI.06 REV. POST/FOOTING SCHEDULE 12' - 24' 513ANS, SU ZS' 4U Yr LI V C WMLJ POST COLUMN FOOTING KNEE BRACE CONCRETE SPACING "H" W X D "B" DIA. "T" REQUIRED VOLUME, YD3 10'-0" 8'-0" 6" X 6" 18" 3'-0" 00000000 0.20 10'-0" 10'-0" 6" X 6" 18" 3'-0" 0.20 10'-0" 12'-0" 6" X 6" 18" 3'-0" 0.20 10'-0" 14'-0" 6" X 6" W/2" X 6" 18" 3'-0" 0.20 10'-0" 16'-0" 6" X 8" 20" 3'-0" 0.24 10'-0" 18'-0" 6" X 10" 20" 3'-0" 0.24 10'-0" 20'-0" 6" X 10" 21" 3'-0" 0.27 12-0" 8'-0" 6" X 6" 26" 3'-0" 0.29 12-0" 10'-0" 6" X 6" 26" I�ill� 000000 0.29 12-0" 12'-0" 6" X 6" W/2" X 6" %.'" 0.29 12-0" 14'-0" 6" X 6" W/2" X 6' ��a 26h1 3 0.29 12-0" 16'-0" 6" X 8" W/2" Xt.' ', 6' 9I 0.29 12-0" 18'-0" 6" X 8" W/2" t ' . ; - 6'" 0.29 12'-0" 20'-0" 6" X 10" W/2' " =_2*'''� --,.:... 0.35 _ J NOTE: 1. THE NEXT LARGER SIZE POST MAY 2" X 6" LAMINATIONS. 2. ENDWALL POSTS SHALL BE 6" X 6" POSTS UP TO 16'-0" WALL HEIGHT. ENDWALL POSTS SHALL BE 6" X 8" RO 3. FOOTINGS FOR ENDWALL POSTS SHALL BE 3'-0" DEEP FOR WALL HEIGHTS TO 16'-0". FOOTINGS SHALL BE 24"0 X 3'-4" DEEP. 4. ABOVE FOOTING DESIGNS ARE FOR POST FRAME BUILDINGS WITH CONCRETE FLOORS (CONTRAINED POSTS). IF BUILDINGS WILL NOT CONCRETE FLOORS, INCREASE FOOTING DIAMETER X 2" Sc FOOTING DEPTH X 4". ABOVE WITH TREATED T, #2,POSTS. F 201'0 X 16' WALL HEIGHT, EXPIRES 12/29/07 SPOKANE STRUCTURES, INC. POST FRAME BUILDINGS POST FOOTING SCHEDULE — 12' TO 24' SPANS DRAWN BY WAMBEKE DATE —-05 APPROVED SCALE NTS SS1.07A REV. POSTIFOOTING SCHEDULE 30' SPANS, 30 & 40 PSF LIVE LOAD POST COLUMN FOOTING KNEE BRACE CONCRETE SPACING "H" W X D "B" DIA. 'T' REQUIRED VOLUME, YD3 10'-0" 10'-0" 8'-0" 10'-0" 6" X 6" 6" X 6" 26" 26" 3'-0" 3'-0" NO NO 0.29 0.29 10'-0" 10'-0" 10'-0" 10'-0" 10'-0" 10'-0" 10'-0" 12'-0" 14'-0" 16'-0" 18'-0" 20'-0" 22'-0" 24'-0" 6" X 6" W/2" X 6" 6" X 6" W/2" X 6" 6" X 8" 6" X 8" W12" X 6" 6" X 8" W2" X 6" 6" X 10" W12" X 6" 6" X 12" 26" 26" 26" 26" 26" 26" 26" 3'-0" 3'-0" 3'-0" 3'-0" 3'-0" 3'-2" 3'-3" NO NO NO NO NO NO NO 0.29 0.29 0.35 0.35 0.35 0.35 0.38 12-0" 8'-0" 6" X 6" 28" 3'-0" NO 15 12-0" 12-0" 12-0" 12-0" 12-0" 12-0" 12-0" 12-0" 10'-0" 12'-0" 14'-0" 16'-0" 18'-0" 20'-0" 22'-0" 24'-0" 6" X 6" 6" X 6" W12" X 6" 6" X 8" 6"X8"W12"X6" 6" X 10" 6" X 12" 6" X 12" W12" X 6" 6" X 12" 28" 28" 28" 28" 28" 28" 28" 28„ 3'-0"' 3'-0" 3'-0' 3' 3'-4" 3' '9; 3'- 3'-6N > 0 '��' y 44..° : .° '''' ' '� HO •N10 NO .; . � m � �v'• �- NO9 Gj i - -S- D° )i- ° i-,.'7:,, I-• � ' . g _ b ,.• 0.3$/J <,.. Pill `f>°� , ' :-.- 1 .. t. " i ' c1;424 5� 49 '� o? c 0. � �C NOTE: 1. THE NEXT LARGER SIZE POST MAY BE SUBSTITU1`ED FOR POSTS WITH 2" X 6" LAMINATIONS. 2. ENDWALL POSTS SHALL BE 6" X 6" ROUGH CUT HEM -FIR #2 TREATED POSTS UP TO 16'-0" WALL HEIGHT. ABOVE 16' WALL HEIGHT, ENDWALL POSTS SHALL BE 6" X 8" ROUGH CUT HEM -FIR #2�POSTS. 3. FOOTINGS FOR ENDWALL POSTS SHALL BE A MINIMUM OF 20"0 X 3'-O" DEEP FOR WALL HEIGHTS TO 16'-0". ABOVE 16' WALL HEIGHT, FOOTINGS SHALL BE 24"0 X 3'-4" DEEP. 4. ABOVE FOOTING DESIGNS ARE FOR POST FRAME BUILDINGS WITH CONCRETE FLOORS (CONTRAINED POSTS). IF BUILDINGS WILL NOT CONCRETE FLOORS, INCREASE FOOTING DIAMETER X 2" & FOOTING DEPTH X 4". EXPIRES 12/29/07 SPOKANE STRUCTURES, INC. POST FRAME BUILDINGS POST FOOTING SCHEDULE - 30' SPANS DRAVN BY VAMBEKE DATE 1-16-05 APPROVED SCALE NTS SSI.07B REV. POST/FOOTING SCHEDULE 36' SPANS, 30 & 40 PSF LIVE LOAD KNEE BRACE POST COLUMN FOOTING 5 PACI NG 10'-0" 10'-0" 10'-0" 10'-0" 10'-0" 10'-0" 10'-0" 10'-0" 10'-0" 12-0" 12-0" 12-0" 12-0" 12-0" 12-0" 12-0" 12-0" 12-0" „H, W X D "B" DIA. "T" REQUIRED 8'-0" 10'-0" 12'-0" 14'-0" 16'-0" 18'-0" 20'-0" 22'-0" 24'-0" 8'-0" 10'-0" 12'-0" 14'-0" 16'-0" 18'-0" 20'-0" 22'-0" 24'-0" 6" X 6" 6" X 6" 6"X6"W/2"X 6" 6"X6"W/2"X 6" 6" X 8" 6" X 8"W/2" X 6" 6"X10" 6"X10"W/2"X 6" 6"X10"W/2"X 6" 6" X 6" 6" X 6" 6"X6"W/2"X 6" X 8" 6" X 8" W/2" X 6" X 10" 6" X 10" W/2" 6" X 12" 6"X12"W/2"X6 28" 28" 28" 28" 28" 28" 28" 28" 3'-0" 3'-0" 3'-0" 3'-0" 3'-0" 3'-0" 3'-0" 3'-0" NO NO NO NO NO NO NO NO YES .� ,�;� NO ; 3'J 2F NO � � t 31-.4)"(4';,,t NO '181 J'(P's 31-0"1 � .+ ;NO 32" 3'-0" —4m „ NO , " I' NO NO NO NO VOTE: 1. THE NEXT LARGER SIZE POST MAY BE SUBSTITUTED FOR POSTS WITH 2" X 6" LAMINATIONS. 2. ENDWALL POSTS SHALL BE 6" X 6" ROUGH CUT HEM -FIR #2 TREATED POSTS UP TO 16'-0" WALL HEIGHT. ABOVE 16' WALL HEIGHT, ENDWALL POSTS SHALL BE 6" X 8" ROUGH CUT HEM -FIR #2 POSTS. 3. FOOTINGS FOR ENDWALL POSTS SHALL BE A MINIMUM OF 20"0 X 3'-0" DEEP FOR WALL HEIGHTS TO 16'-0". ABOVE 16' WALL HEIGHT, FOOTINGS SHALL BE 24"0 X 3'-4" DEEP. 4. ABOVE FOOTING DESIGNS ARE FOR POST FRAME BUILDINGS WITH CONCRETE FLOORS (CONTRAINED POSTS). IF BUILDINGS WILL NOT CONCRETE FLOORS, INCREASE FOOTING DIAMETER X 2" & FOOTING DEPTH X 4". 0.35 0.35 0.35 0.35 0.41 0.41 0.41 0.41 0.43 0.44 0.44 0.44 0.44 0.44 0.44 0.44 0.47 0.49 EXPIRES 12/2907 SPOKANE STRUCTURES, INC. POST FRAME BUILDINGS POST FOOTING SCHEDULE - 36' SPANS DRAWN BY WAMBEKE DATE 1-16-05 APPRD VED SCALE NTS SSI.07C REV. LE 40' SPANS, 30 & 40 PSF LIVE LOAD POST COLUMN FOOTING KNEE BRACE CONCRETE PACING "H" W X D "B" DIA. 'T' REQUIRED VOLUME, YD3 10'-0" 8'-0" 6" X 6" 30" 3'-0" NO 0.41 10'-0" 10'-0" 6" X 6" 30" 3'-0" NO 0.41 10'-0" 12'-0" 6" X 6" W12" X 6" 30" 3'-0" NO 0.41 10'-0" 14'-0" 6" X 6" W/2" X 6" 30" 3'-0" NO 0.41 10'-0" 16-0" 6" X 8" 30" 31-0" YES 0.41 10'-0" 16'-0" 6" X 8" W/2" X 6" 30" 3'-0" NO 0.41 10'-0" 18'-0" 6" X 8" W/2" X 6" 30" 31-0" NO 0.41 10'-0" 20'-0" 6" X 10" 30" 3'-0" NO 0.41 10'-0" 22'-0" 6" X 10" W12" X 6" 30" 3'-0" NO 0.41 10'-0" 24'-0" 6" X 12" 30" 3'-2" YES 0.43 12-0" 8'-0" 6" X 6" 33" 3'-0" NO 0.47 12-0" 10'-0" 6" X 6" 33" 3'-0" '►9 :,j7 12-0" 12. 6., X 6„ W/2"X 6"33" 31 �� d} r;,, I 12.0 14'-0" 6 X 8 � , �0 J9:;1'10 . 12-0" 16'-0" 6" X 8" W/2" X 6" 33" 4q =�.NO s- �, ! ; 0�4"! 12-0" 18'-0" 6" X 10" 33". 1 ' . 47= 12'-0" 20'-0" 6"X10"W/2"X 6" 33" ice: = N0"tT1—,i :74 Y 12-0" 22'-0" 6" X 12" 33" t' . ,' d R i t 49.e 12-0" 24'-0" 6" X 12" W/2" X 6" 33" 3`. <5,.f?,,,, .2 7/ _r n a r m f' '40TE: 1. THE NEXT LARGER SIZE POST MAY BE SU: :�� FI` TS WITH 2" X 6" LAMINATIONS. 2. ENDWALL POSTS SHALL BE 6" X 6" ROUGH CUT HEM—FIR #2 TREATED POSTS UP TO 16'-0" WALL HEIGHT. ABOVE 16' WALL HEIGHT, ENDWALL POSTS SHALL BE 6" X 8" ROUGH CUT HEM—FIR #2 POSTS. 3. FOOTINGS FOR ENDWALL POSTS SHALL BE A MINIMUM OF 20"0 X 3'—O" DEEP FOR WALL HEIGHTS TO 16'-0". ABOVE 16' WALL HEIGHT, FOOTINGS SHALL BE 24"0 X 3'-4" DEEP. 4. ABOVE FOOTING DESIGNS ARE FOR POST FRAME BUILDINGS WITH CONCRETE FLOORS (CONTRAINED POSTS). IF BUILDINGS WILL NOT CONCRETE FLOORS, INCREASE FOOTING DIAMETER X 2" & FOOTING DEPTH X 4". EXPIRES 12/29/07 SPOKANE STRUCTURES, INC. POST FRAME BUILDINGS POST FOOTING SCHEDULE - 40' SPANS DRAVN BY DATE WAMBEKE -16-05 APPROVED SCALE NT S SSI.070 ' TO 52'SPANS, 30 & 40 PSF LIVE LOAD POST ' " vv . COLUMN FOOTING KNEE BRACE CONCRETE ►PACING "H"W X D "B" DIA. "T" REQUIRED VOLUME, YD3 10'-0" 8'-0" +6" X 6" 34" 3'-0" NO 0.55 10'-0" 10'-0" 6" X 6" 34" 3'-0" NO 0.55 10'-0" 12'-0" 6" X 6" W/2" X 6" 34" 3'-0" NO 0.55 10'-0" 14'-0" 6" X 6" W/2" X 6" 34" 3'-0" NO 0.55 10'-0" 16'-0" 6" X 8" 34" 3'-0" YES 0.55 10'-0" 16'-0" 6" X 8" W/2" X 6" 34" 3'-0" NO 0.55 10'-0" 18'-0" 6" X 8" W/2" X 6" 34" 3'-0" NO 0.55 10'-0" 20'-0" 6" X 10" 34" 3'-0" YES 0.55 10'-0" 22'-0" 6" X 10" W/2" X 6" 34" 3'-0" NO 0.55 10'-0" 24'-0" 6" X 12" W/2" X 6" ` cii-... .,,, , O 1.800-135-83c7 "C325-REWARD•FO9-REP:RT A ch c) •,, c1f,r) ti 3'-0" YES 0.55 12-0" 8'-0" 6" X 6" 3'-0" NO 0.62 12-0" 10'-0" 6" X 6" W/2" X 6" . " NO 0.62 12-0" 12'-0" 6" X 6" W/2" X 6" *3'4'Pp NO 0.62 12-0" 14'-0" 6" X 8" a '_0"y ' NO 0.62 12-0" 16'-0" 6" X 8" W/2" X 6' , '-', j;;;,13 0 c 0.62 12-0" 18'-0" 6" X 10" -,."1.01, . 0.62 12-0" 20'-0" 6" X 10" W/2" t 1 dr,•, ' f'• 0.62 12-0" 22'-0" 6" X 12" W/2" _ el:i - • 0.65 12-0" 24'-0" 6" X 12" W/2" X " 1 _ ' 'Q �Q ''' c. ll O van 0.65 0 ($ c 1. THE NEXT LARGER SIZE POST MAY BE utED OSTS WITH 2" X 6" LAMINATIONS. 2. ENDWALL POSTS SHALL BE 6" X 6" ROUGH CUT HEM—FIR #2 TREATED POSTS UP TO 16'-0" WALL HEIGHT. ABOVE 16' WALL HEIGHT, ENDWALL POSTS SHALL BE 6" X 8" ROUGH CUT HEM—FIR #2 POSTS. 3. FOOTINGS FOR ENDWALL POSTS SHALL BE A MINIMUM OF 20"0 X 3'—O" DEEP FOR WALL HEIGHTS TO 16'-0". ABOVE 16' WALL HEIGHT, FOOTINGS SHALL BE 24"93 X 3'-4" DEEP. 4. ABOVE FOOTING DESIGNS ARE FOR POST FRAME BUILDINGS WITH CONCRETE FLOORS (CONTRAINED POSTS). IF BUILDINGS WILL NOT CONCRETE FLOORS, INCREASE FOOTING DIAMETER X 2" & FOOTING DEPTH X 4". EXPIRES 12/29/07 SPOKANE STRUCTURES, INC. POST FRAME BUILDINGS POST FOOTING SCHEDULE - 50' SPANS DRAWN BY VAMBEKE DATE 1-16-05 APPROVED SCALE NTS SSI.07E REV. POST/FOOTING SCHEDULE 54' TO 60' SPANS, 30 & 40 PSF LIVE LOAD POST COLUMN 1 FOOTING I KNEE BRACE CONCRETE PACING "H" W X D "B" DIA. "T" REQUIRED VOLUME, YD3 10'-0" 8'-0" 6" X 6" 36" 3'-0" 0.62 10'-0" 10'-0" 6" X 6" 36" 3'-0" 0.62 10'-0" 12'-0" 6" X 6" W/2" X 6" 36" 3'-0" 0.62 10'-0" 14'-0" 6" X 8" 36" 3'-0" 0.62 10'--O" 16'-0" 6" X 8" W/2" X 6" 36" 3'-0" 0.62 10'-0" 18'-0" 6" X 10" 36" 3'-0" 0.62 10'-0" 20'-0" 6" X 10" W/2" X 6" 36" 3'-0" 0.62 10'-0" 22'-0" 6" X 10" W/2" X 6" 36" 3'-0" 0.62 10.-0" 24'-0" 6" X 12" 36" 3'-2" 0.66 NO NO NO NO NO NO YES NO YES 12-0" 12-0" 12-0" 12-0" 12-0" 12-0" 12-0" 12-0" 12-0" 8'-0" 10'-0" 12'-0" 14'-0" 16'-0" 18'-0" 20'-0" 22'-0" 24'-0" 6" X 6" 6"X6"W/2"X 6" 6"X8" �' / ,. 6"X8"W/2"X 6" ' % 6" X 8" W/2" X 6'/,�`cY4O' C w 6" X 10" � 4m 6" X 10" W/2" X 6".:' 40!' 6"X12"W/2" X;•"� 40" -11 6" X 12" W/2" X ' 4O' 40" 40.E 3'-0" NO -0" NO NO '1/�F NO y .-u.• s� NO 3'-0° 1 �m .NO 3'-0" ' O DOTE: 1. THE NEXT LARGER SIZE POST MAY BE SU: bib F'. ' •STS WITH 2" X 6" LAMINATIONS. 2. ENDWALL POSTS SHALL BE 6" X 6" ROUGH CUT HEM—FIR #2 TREATED POSTS UP TO 16'—O" WALL HEIGHT. ABOVE 16' WALL HEIGHT, ENDWALL POSTS SHALL BE 6" X 8" ROUGH CUT HEM—FIR #2 POSTS. 3. FOOTINGS FOR ENDWALL POSTS SHALL BE A MINIMUM OF 20"o X 3'-0" DEEP FOR WALL HEIGHTS TO 16'-0". ABOVE 16' WALL HEIGHT, FOOTINGS SHALL BE 24"9 X 3'-4" DEEP. �. ABOVE FOOTING DESIGNS ARE FOR POST FRAME BUILDINGS WITH CONCRETE FLOORS (CONTRAINED POSTS). IF BUILDINGS WILL NOT CONCRETE FLOORS, INCREASE FOOTING DIAMETER X 2" & FOOTING DEPTH X 4". 0.70 0.70 0.70 0.70 0.70 0.70 0.70 0.70 0.73 EXPIRES 1 2/29/07 SPOKANE STRUCTURES, INC. POST FRAME BUILDINGS POST FOOTING SCHEDULE - 60' SPANS DRAVN BY VAMBEKE APPRf VEB DATE 1-16-05 SCALE NT S SSI.07F REV. 12 _ : : j S4 0' MAXIMUM �—_ Z20' .. �waYJJw\v/Jx\vJYA\YJ/A\YJJAIY/ --CSD 1 � SINGLE OVERHEAD DOOR FRONT ELEVATION N. NOTES FOR FRONT ELEVATION 0 HALF TRUSS DESIGN BY OTHER SUPPORT PURLINS @ END TRUSS OR 2' X 8' STD J❑IST HANGERS, LOWER TRUSS FOR END OVERHANG, S2 2' X 10' HEADER 0 2' X 6' GIRTS @ 24' ❑.C., 10' BAYS, DF -L 2' X 6' GIRTS @ 24' ❑.C., 12' BAYS, DF -L S4 2' X 8' FACIA BOARDS SS TREATED WOOD POSTS, SIZED PER SCHEDULE S6 TREATED 2' X 6' BOTTOM GIRT OR TREATED 2' X 10' BOTTOM GIRT GABLE END TRUSS 8 - 16d NAILS 2' X 6' X 18' BOLTING BLOCK 2' X 6' X 18' BOLTING BLOCK #2 EXPIRES 12129/07 8 - 16d NAILS CORNER POST - 16d NAILS DETAIL 3 TYP. GABLE END TRUSS CONNECTION USE BOLTING BLOCKS BELOW ALL CORNER COLUMN GIRTS SPOKANE STRUCTURES, INC. POST FRAME BUILDINGS, 12' TO 60' SPANS ENDWALL FRAMING PLANS & CONNECTIONS DRAVN BY VAMBEKE DATE 1-16-05 APPROVED SCALE NTS SS1.10 REV. 12 n 3068 MAND❑❑R ❑PTI❑N OPTIONAL FRONT ELEVATIO N[1TES F[1R [1PTI❑NAL FRONT ELEVATIONS S1 HALF TRUSS DESIGN BY OTHERS 2' X 10' HEADER UP TO 12' 0' DOORS 2' X 12' HEADER UP TO 20' 0' DOORS 2' X 12' BACKED WITH 2' X 6' UP TO S3 2' X 6' HEADER SDi 4' X 6' DOOR POST - 8' THRU 14' WALL HEIGHT W/ 2' X 6' FACER. 6' X 6' DOOR POST - 16' & 18' WALL HEIGHT W/ 2' X 8' FACER. DOUBLE 2' X 6' KINGP❑ST OPENING * Sp SPLIT SLIDER DOOR ❑PTI❑N PTIONAL FRONT ELEVATION N.T.S. ry EXPIRES 12 07 SPOKANE STRUCTURES, INC. POST FRAME BUILDINGS, 12' TO 60' SPANS OPTIONAL ENDWALL FRAMING DRAWN BY WAMBEKE DATE 1-16-05 APPROVED SCALE NTS SSI.1 1 REV DOUBLE OVERHEAD D❑❑R ❑PTI❑N OPTIONAL FRONT ELEVA NOTES FOR OPTIONAL FRONT ELEVATIONS S1 HALF TRUSS DESIGN BY OTHERS 0 2' X 10' HEADER UP T❑ 12' 0' DOORS 2' X 12' HEADER UP T❑ 20' 0' DOORS 2' X 12' BACKED WITH 2' X 6' UP T❑ 2' X 6' HEADER SINGLE SLIDING D❑❑R OPTION ONAL FRONT ELEVATION cs� S4 4' X 6' DOOR POST - 8' THRU 14' WALL HEIGHT W/ 2' X 6' FACER. 6' X 6' DOOR POST - 16' & 18' WALL HEIGHT W/ 2' X 8' FACER. S5 IIOUBLE 2' X 6' KINGPOST N.T.S. EXPIRES 12/29/07 SPOKANE STRUCTURES, INC. POST FRAME BUILDINGS, 12' TO 60' SPANS OPTIONAL ENDWALL FRAMING DRAVN BY VAMBEKE DATE 1-16-05 APPROVED SCALE NT S SSI.12 REV. • V OVERHEAD D❑OR OPENING SLIDING D❑❑R OPENING • TYPICAL SIDE ELEVATIO N❑TES FOR SIDE ELEVATION Si 2' X 8' HEADER Sz 2' X 10' HEADER F❑R 10' & 12' SLIDI 2' X 8' HEADER F❑R 8' & SMALLER S TREATED P❑ST 4 - 16d GALV. NAILS EAC 2' X 6' GIRT (FLAT) L TYPICAL GIRT CONNECTION EXPIRES 12/29/07 SPOKANE STRUCTURES, INC. POST FRAME BUILDINGS, 12' TO 60' SPANS SIDEWALL FRAMING DRAVN BY VAMHEKE DATE 1-16-05 'APPROVED SCALE NTS SSI.13 REV. ® S3 TYPICAL TRUSS BOTTOM CHORD BRACING NOTES FOR TRUSS BOTTOM CHORD BRACING GABLE END TRUSS DOUBLE INTERIOR TRUSSES 2' X 4' X -BRACING @ 10` 0' O.C. 2' X 4' BOTTOM CHORD BRACING @ 10' TOENAIL BRACES TO TRUSSES WITH 3 - 10d1NAILS - 16d NAILS 6", 8" ❑R 10" POST GIRTS YR)—T METAL SIDING N.T.S. SHEATHING REQUIRMENTS THE FOLLOWING MINIMUM ROOF DIAPHRAGM REQUIREMENTS ARE NEEDED. it ROOF STEEL. 29 GAUGE GRAND -RIB III, 36' VIDTH OR EQUIVALENT ■ FIELD SCREWS. #10 x 1 1/2' AT 9' D.C. (NEXT 111 HIGH RIB) x EAVE AND RIDGE PURLIN SCREWS. #14 xl 1/2' AT BOTH SIDES OF EACH MAJOR RIB OLLOVING MINIMUM ENDVALL DIAPHRAGM REQUIRMENTS ARE NEEDED, LL STEEL; 29 GAUGE GRAND -RIB III, 36' VIDTH OR EQUIVALENT REVS• #10 x 1 1/2' B 9' D.C. (NEXT TO HIGH RIB) END TRUSS, AND DOOR HEADER SCREWS. #14 x 1 1/2' S OF EACH MAJOR RIB. O DIAPHRAGM SCREWS SCREWS 2 ENDVALL BASE GIRT ACROSS DOOR HEADERS 1. GABLE END TRUSS TOP CHORD, IDGE PURLINS ON ROOF y NAILING PATTERN FOR SIDEWALL POST LAMINATIONS NOTE' 2' X 6' LAMINATE MUST BE A TREATED MEMBER AND MUST EXTEND TO THE BOTTOM OF THE FOOTING, LAMINATE MAY BE SPLICED ABOVE MID HEIGHT OF COLUMN QTY * 1 HRAGM SCREWS] TYPICAL SCREW PATTERN, EXCEPT AS TED ABOVE STEEL SHEETING SCREW PATTERNS EXPIRES 12/29/07 N.T.S SPOKANE STRUCTURES, INC. POST FRAME BUILDINGS, 12' TO 60' SPANS TRUSS BRACING & POST LAMINATIONS DRAVN BY WAMBEKE DATE 1-16-05 APPRQVED SCALE NTS SSI.14 REV. TRUSS WEB BRACING INTERIOR OR GABLE END TRUSSES NOTES FOR TRUSS WEB BRACING TRUSS DIAGRAMS WILL OFTEN REQUIRE WEB MEMBER BRACING, WHICH IS SH❑WN ON TRUSS DRAWINGS AS THE METHOD OF TRUSS WEB BRACING SHOWN AB❑VE REPLACES 1' X 4' OR 2' X 4' WEB MEMBER BRACING FOLLOW THESE INSTRUCTIONS FOR ALL WEB MEMBER BRACI► 1 EPLACE 'RAT -RUN' WEB —10d NAILS @ 6' ❑.C. X 6' OR 2' X 8' L -BRACE TRUSS WEB MEMBER SECTION B -B AT INTERIOR TRUSSES EXPIRES 12/29/07 SPOKANE STRUCTURES, INC. POST FRAME BUILDINGS, 12' TO 60' SPANS TRUSS WEB BRACING DRAVN BY WAMBEKE DATE 1-16-04 APPROVED SCALE NTS SSI.15 PURUN SIZES AND SPLA USE 2' X 6' DF -L 12 8 2' 0' 6C., 8' BAYS USE 2' X 6' DF -L 02 8 2' 0. O.C., 10' BAYS USE 2' X 8' DF -L *2 Q 2' 0' O.C., 12' BAYS PURUN CONNECTION METHOD PURLINS V1LL BE HUNG FROII LEAN III RAFTERS VITH STANDARD SIMPSON JOIST HANGERS OR EQUAL NOTES FOR LEAN TO CONNECTION DETAIL HANUFACTURED TRUSS NOTCH POSTS 1-1/2' EACH SIDE TO PROVIDE TRUSS SEAT. ® TRUSS SUPPORT POST. SEE POST/FOOTING SCHEDULE (0)3/4' DIA HACNINE BOLT 2' X 6' X 24' DF -L CONNECTION BLOCK. PROVIDE BLOCK EACH SIDE OF POST. (}�5 TYP. PURLLN. SEE CHART AT LEFT FOR SIZES. 2' X 6' OR 2' X8'EAVEGIRT X 6' DF -L GIRTS Q 24' UL CAL 8', 10' OR 12' BAYS • FULL SIZE LEAN TO POST TERS - SEE CHART L SECTION A -A NOTES FOR LEAN TO GATS G1RTS ARE NOT REQUIRED FOR SLFPORT OF BUILDING LEAN TD'S NAY BE OPEN OR ENCLO USE 2' X 6' DF -L 112 GIRTS 8 2' 0' O.C. FOR USE 2' X 6' DF -L 82 GIRTS Q 2' 0' C. FOR 10 USE 2' X 6' DF -L 82 GIRTS 8 2' 0' 0.C. FOR 12' LEAN-TO ADDITION TO POST FRAME BUILDING CONTINUOUS ROOF SLOPE EXPIRES 12/29/07 SPOKANE STRUCTURES, INC. POST FRAME BUILDINGS, 12' TO 60' SPANS LEAN-TO FRAMING PLANS DRAVN BY WAMBEKE DATE 1-16-05 APPROVED SCALE NTS SSI.16 REV. BUILDING SPECIFICATIONS: GENERAL - ALL BUILDING CONSTRUCTION SHALL CONFORM TO THE 2003 EDITION OF THE INTERNATIONAL BUILDING CODE (IBC 2003) AND ALL STATE & LOCAL BUILDING CODES. THESE SPECIFICATIONS AND PLANS ARE INTENDED FOR USE IN 30 PSF OR 40 PSF LIVE LOAD SITUATIONS - BUILD ACCORDING TO THE PLANS FOR THE LIVE LOAD REQUIRED IN THE JURISDICTION IN WHICH CONSTRUCTION IS BEING PERFORMED. THESE BUILDINGS ARE DESIGNED FOR 30 PSF OR 40 PSF ROOF LIVE (SNOW LOAD), 85 MPH WIND SPEED, EXF'OSURE B AND SEISMIC DESIGN CATEGORY C. DESIGN LOADS - ROOF LL = 30 PSF OR 40 PSF ROOF DEAD LOAD = 5 PSF* CEILING LL = 0 PSF CEILING DL = 1 PSF * ROOF DL ALLOWS FOR A MAXIMUM OF 3" THICKNESS OF FIBERGLASS INSULATION. * MAXIMUM SOIL BEARING PRESSURE = 2,000 PSF MAXIMUM SOIL BEARING PRESSURE IS BASED ON SAND, SILTY SAND, CLAYEY SAND, SILTY GRAVEL AND CLAYEY GRAVEL (SW, SP, SM, SC, GM AND GC) SOILS OR BETTER (IBC 2003 TABLE 1804.2). LESSER SOIL CONDITIONS (AS REQUIRED BY THE BUILDING OFFICIAL) WILL REQUIRE REVIEW AND FOOTING SIZE ADJUSTMENT BY THE ENGINEER. CONCRETE - MINIMUM 28 DAY COMPRESSIVE STRENGTH F?c = 2,000 psi, 4 SACK MIX FOR FOOTINGS. CAST IN PLACE CONCRETE CONSTRUCTION SHALL CONFORM TO ACI 318-99. WOOD - STRUCTURAL LUMBER SHALL CONFORM TO DF -L #2 OR BETTER BY WWPA GRADING RULES, UNLESS NOTED OTHERWISE ON THE PLANS. MAXIMUM MOISTURE CONTENT SHALL BE 19% BY WEIGHT. NAILING SHALL CONFORM TO IBC TABLE 2304.9.1 FASTENING SCHEDULE & OTHER APPLICABLE SECTIONS OF CHAPTER 23 OF THE IBC. FASTENERS FOR PRESERVATIVE TREATED WOOD SHALL BE OF HOT -DIPPED ZINC -COATED GALVANIZED STEEL, ST• I SS STEEL, SILICONE BRONZE OR COPPER. TREATED WOOD SHALL CONFORM TO THE R "'� WPA C-16, C--22, C-23, C-24 & C-28. POSTS FOR BUILDINGS SHALL B S tbTE8fON TN -' ANS. ALL POST MATERIALS SHALL BE HEM -FIR #2 OR BETTER, FULL 0 .I .N AND GRADED BY. WWPA GRADING RULES, UNLESS NOTED OTHERWISE ON THE PLAN' ,\ `b M ii BOLTS & HARDWARE - HARDWARE SHALL BE SIMPSON 0 4J PbV€Q EQUAL. ALL 801.T 'HALL CONFORM TO ASTM A307. L ROOFING & SIDING - METAL PANELS MAY BE STANDAR II 14TED FiLES AVAILABLE FROK \ CAL MANUFACTURERS, GALVANIZED OR PAINTED, 29 GAUGE r MUM T KNESS, ASTM A653 Sl RUCTURAL QUALITY (SQ), Fy = 80.0 ksi. ROOF PAN:.. '-•IALLE, FASTENED TO PURLINS WITH PLATED, GASKETED 1 IA" LONG METAL TO WOOD NER r; FALL PANELS SHALL BE FASTENED TO GIRTS WITH PLATED, GASKETED 1" OR LI' ,r R ME 1O= OD FASTENERS. PANELS SHALL BE INSTALLED & FASTENED ACCORDING 'moi MARFAC .1 EI;S RECOMMENDATIONS. " V-.3 o 4 "j- G SOIL COMPACTION - ALL BACKFILLED SOIL BENEATH FOO 1�e►: 4HAr1 OMPAC�, ' 'W�. A VIBRATORY COMPACTOR TO 95% OF THE PROCTOR DENSITY ERMI I BY AS •57, METHOD D. IF THE BACKFILLED MATERIAL HAS A DEPTH GR r HAW' ?, CO MUST BE VERIFIED BY TESTING BY A QUALIFIED SOIL?S PROFESSIONAL SS OTH' ' NOTED ON THE PLANS, THE POSTS AND THEIR FOOTINGS MUST EXTEND INTO _ : • ��EPTH EQUIVALENT TO THAT INDICATED ON THE PLANS. NOTES FOR F❑❑TING DETAIL TREATED POSTS AS SIZED PER SCHEDULE VIBRATE OR ROD CONCRETE TO OBTAIN FULL BEARING • UNDISTURBED SOIL FOOTING DETAIL N.T.S. EXPIRES 12/29/07 SPOKANE STRUCTURES, INC. POST FRAME BUILDINGS, 12' TO 60' SPANS WA & ID LEAN-TO SPECIFICATIONS & FOOTING 30 OR 40 PSF LIVE LOAD DRAWN BY DATE WAMBEKE 1-16-05 APPROVED SCALE NTS SSI.06IBC REV. NOTES FOR LEN TO COt1NECT10N DETAIL l MANUFACTURED TRUSS NOTCH POSTS - TO PROVIDE ® TRUS ©3/ s 4- s POSETAEE IT TTp.'•'IN E .' .g."4:. of: 2' % 8' DF -L GIRTS TYPICAL B', 10' OR 12'.BA WV 6' X 6' FULL SIZE LEAN ® 16d NAILS. LEAN-T1111AFTERS - SEE " m - C) PD -I:ONf1EroC EAL� r T LEFT • SCHEDULE. VALLS G1$iecs1.T. 1 4in ; tD,P 1. ; - n CHART SEGj1ON��7 i -n? ► a ti�..%4,,,15 PURI IN CONNECTION METtIQD PURLINS WILL BE HUNG FROM LEAN TO RAFTERS WITH STANDARD SIHPSON JOIST HANGERS OR EQUAL. Bala PURLINS TO BE SPACED I 16' LLC. UPPER HALF OF LEAN-TO SPAN TO RESIST SNOW DRIFT LOAD Ty ti • 1 cry LEAN—TO ADDITION TO POST FRAME BUILDING STEP DOWN LEAN—TO ROOF Krs EXPIRES 12/29/07 SPOKANE STRUCTURES, INC. POST FRAME BUILDINGS, 12' TO 60' SPANS STEP-DOWN LEAN-TO FRAMING PLANS DRAWN BY WAMBEKE DATE 1-16-05 APPROVED SCALE NTS SSI.16 _-� RAFTER SECTION CHART SPAN BAY SPACE LIVE LOAD PSF RAFTER SECTION SIZE OR COMBINATION ENDWALL RAFTER SECTION SIZE OR COMBINATION 8' 0' 8' 0' 30 2 — 2' X 8' 2' X 8' 8' 0' 0' 30 2 — 2' X 8' 2' X 8' 8' 0' 10' 12' 0' 30 2 — 2' X 10' 2' >. 10' 8' 0' 8' 0' 40 2 — 2' X 8' 2' X 8' 8' 0' 10' 0' 40 2 — 2' X 10' 2' X 10' 8' 0' 1?' 0' 40 2 — 2' X 10' 2' X 10' 10' 0' 8' 0' 30 2 — 2' X 10' 2' X 10' 30 2 — 2' X 10' 2' X 10' 10' 0' ' 10' 0' 30 2 — 2' X 12' 2' X 12' Ot 0' 10' 0' 1?' 0' 8' 0' 40 2 — 2' X 10' 2' X; 10' 10' 0' 10' 0' 40 2 — 2' X 12' 2' X 12' 10' 0' 12' 0' 40 2 — 2' X 8' & 2 — 2' X 6' BOX 2' X 12' & 2' X 8' 12' 0' 8' 0' 30 2 — 2' X 12' 2' X 12' 1.2-_ Q' 10' 0' 30 2 — 2' X 8' & 2 — 2' X 6' BOX 2' X 1-. ' 2' X 8' 12' 0' 12' 0' 30 2 — 2' X 10' & 2 — 2' X 6' BOX 2' X 12"; 'X 8' 1?' 0' 8' 0' 40 2 — 2' X 8' & 2 — 2' X 6' BOX 2' X 12'?,,."\ 8' 12' 0' 10' 0' 40 2 — 2' X 10' & 2 — 2' X 6' . BOX 2' X 12'. ef, ' J 2' 0' 1?' O' 40 2 — 2' X 10' & 2 — 2' X 6' BOX 2 — 2'f , C 1 14' 0' 8' 0' 30 2 — 2' X 10' & 2 — 2' X 6' BOX 2' X 12. Z' A , 0' 14' 0' 10' 0' 30 2 — 2' X 10' & 2 — 2' X 6' . BOX 2' X 1 1n :" 2$ " II' 14' 0`.1?' 0' 30 2 — 2' X 12' & 2 — 2' X! 6': BOX 2 -•t. 0C 2' 14' 0' 8' 0' 40 2 — 2' X 10' & 2 — 2' X 6' "BOX 2 2�cc_�14' 0' 10' 0' 40 2 — 2' X 12' & 2 — 2' X 6' B❑X ,: a4c .D', L #1 III 14' 0' 12' 0' 40 2 — 2' X 12' & 2 — 2' X 6' B0 DF -L ICI 2' \,y -L #1 16' 0' 8' 0' 30 2 — 2' X 12' DF—L S. STRUCT, :;9 P X 12'c j' S. STRUCT. 16: 0' 10' 0' 30 2 — 2' X 12' & 2 — 2' X 6' B i lT 2* 2 •/ 16'___0' 1?' 0' 30 2 - 2' X 12' & 2 - 2' X 6' BOX DF -L ' 12' DF—L S.S. 16' 0' 8' 0' 40 2 — 2' X 12' & 2 — 2' X 6' BOX 2 — 2' X 12' DF—L #1 16' 0' 10' 0' 40 2 - 2' X 12' & 2 - 2' X 6' BOX DF -L S.S 2 - 2' X 12' DF—L S.S. 16' 0' 12' 0' 40 4 - 2' X 12' & 2 - 2' X 6' BOX DF -L S.S 2 - 2' X 12' DF—L S.S. NOTES FOR F❑❑TING DETAIL TREATED POSTS AS SIZED PER SCHEDULE VIBRATE OR ROD CONCRETE TO OBTAIN FULL BEARING @3 UNDISTURBED S❑IL • • SQ ARE OR RIUND • ih FOOTING DETAIL N.T.S. EXPIRES 12/29/07 SPOKANE STRUCTURES, INC. POST FRAME BUILDINGS, 12' TO 60' SPANS LEAN-TO BEAM SCHEDULE & FOOTING DRAVN BY VAMBEKE DATE 1-16-05 APPROVED SCALE NTS SSI.17 REV. NOTES FOR CONNECTION DETAIL ©MANUFACTURED TRUSS TOP CHORDS TRUSS DESIGN BY TRUSS MANUFACTURER S2 PURLIN SUPPORT STRUT 2' X '3' X FULL DEPTH OF TOP CHORD PLUS PURLIN. NAIL PURLINS W/(3) 16d NAILS S3 OVERHANG EAVE PURLIN S4 MANUFACTURED TRUSS NOTCH POSTS 1-1/2' EACH SIDE TO PROVIDE TRUSS SEAT. SS WOOD POST, SEE POST/FO❑TING SCHEDULE. 56 2' X 6' OR 2' X 8' JACK RAFTER NAIL TO SIDE OF TRUSS TOP CHORD 02 - 10d NAILS @ 6' O. C. Se TYP. PURLIN, SEE FLOOR PLAN FOR SIZE 02' X 6' OR 2' X 8' EAVE GIRT EAVE OVERHANG DETAIL YT1 EXPIRES 12/29/07 SPOKANE STRUCTURES, INC. TRUSS - COLUMN CONNECTION LAVE OVERHANG CONNECTION DETAILS STANDARD POST FRAME BUILDING PLANS RAN 3YDATE REV WAMBEKE -16-05 APPRLI/E3 ;CALF SSI.17 NTS TRUSS BLOCKING OUTRIGGER PURLIN GABLE TRUSS OVERHA 12" TO 24' EAVE OV SE' y Pn��c ssAl r mar � 1)4I L ssrirrivrin c'cixar CIF THM. PLNNANGOR ,i)CrRMT MAY -7FT". 'TOP GIRT SIZE: 1 30 NTOP GIRT .. PSF: PS CENTER COLUMN fit' OVERHA 12" TO 24' EAVE OV SE' y Pn��c ssAl r mar � 1)4I L ssrirrivrin c'cixar CIF THM. PLNNANGOR ,i)CrRMT MAY -7FT". 'TOP GIRT SIZE: 1 30 PykF c .. PSF: PS fit' 10' BAYS 2" 8 ; \16d NAIL @ 10' O.C. 2' X 6' FULL WIDTH i n_ W SIMPSON J❑IST HANGER 2' X 6' OR 2' X 8' PURLIN 8 1/2' 2' X 8' 2' X 10' OR 2' X 12' VERTICAL MEMBERS - SEE CHART SECTION A - A STANDARD RAFTER DETAILS [IRA_ WIDTH 2' X 6' SIMPSON J❑IST H 2' X 6' ❑ R 2' 8 1/2' Li vo X LJ X LJ W A 2' X LAMINATED TO ENDWALL RAFTER WHERE REQ'D - SEE CHART 16d NAIL @ 10' O.C. 16d NAIL @ 10' ❑.C. 2' X 8' 2' X 10' OR 2' X 12' ENDWALL RAFTER - SEE CHART SECTION A - A STANDARD ENDWALL RAFTER DETAILS 16d NAIL @ 10' ❑.C. 2' X 8' 2' X 10' OR 2' X 12' VERTICAL MEMBERS - SEE CHART SECTION A - A BOX BEAM DETAILS EXPIRES 12/29/07 SPOKANE STRUCTURES, INC. POST FRAME BUILDINGS, 12' TO 60' SPANS LEAN-TO BEAM CONNECTIONS DRAVN BY WAMBEKE DATE 1-16-05 APPROVED SCALE NTS SSI.18 REV. MAIN BUILDING POST TW❑ 5/8"0 M. BOLTS THRU POST STEEL POST 1 N W 0 LU 0m ATTACHMENT B .._CKET LE AN -TO RAFT D = 2" X 10" M LL 2" X 10" 10 GA. HRS STEEL SIDES 12' BAYS 10' BAYS NOTCH 2" X 10" TO SEAT IN BRACKET 5/8"0 M. BOLT THRU RAFTER NAILS 6" X 6" P. T. LEAN- TO POST 1/4' X 3' X 6 1/4' STEEL BOTTOM PL EXPIRES 12/29/07 SPOKANE POST FRAME, INC. LEAN-TO BEAM ATTACHMENT TO MAIN BUILDIN POST - 30 & 40 PSF LIVE LOAD DRAWN BY WAMBEKE APPROVED DATE ,1.-16-05 SCALE NTS SPFI.19 REV. PROVIDE DIAGRAMS AND ENGINEERING LAYOUTS FOR ROOF TRUSSES, BEAMS AND FLOOR SYSTEMS PRIOR TO FRAMING INSPECTIONS THIS BUILDING SUBJECT TO FIELD INSPECTION CORRECTIONS S2Y REVIEWED FOR CODE CO P CE ION SPOKANE VALLEY C BUILD!2o I Oto