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2006, 06-28 Permit App: 06002187 Pole BldgProject Number: 06002187 Inv: 1 Application THIS IS NOT A PERMIT Penalties will be assessed for commencing work without a permit Date: 06/28/2006 Page 1 of 2 Project Information: Permit Use: 30 x 40 POLE BUILDING Setbacks: Front Site Information: Plat Key: 002847 Name: WELLESLEY MANOR 01ST ADD Left: Right: Rear: Contact: SPOKANE STRUCTURES Address: 510.N MULLAN ST C - S - Z: SPOKANE, WA 99206 Phone: (509) 927-0655 Group Name: Project Name: District: F Parcel Number: 45012.2303 Block: SiteAddress: 16116 E HEROY AVE Location:: CSV Zoning: SFR Water District: Area: .00 Acres Lot: Owner: Name: HAYS, ROY Address: 16116 E HEROY AVE SPOKANE VALLEY, WA 99216 Hold: ❑ Width: 104 Depth: 155 Right Of Way (ft): 0 Nbr of Bldgs: 1 Nbr of Dwellings: 1 Review Information • Review Building Plan Review Released By: Originally Released: 06/26/2006 By: amblake Landuse/Zoning/HE Conditions Released By: Sewer Review Permits• Originally Released: 06/21/2006 By: cjjanssen Released By: ON SEWER, SEE PROJECTS Originally Released: 06/28/2006 By: amblake 1241 Operator: AMB Printed By: AMB Print Date: 06/28/2006 Project Number: 06002187 Inv: 1 Application THIS IS NOT A PERMIT Penalties will be assessed for commencing work without a permit Date: 06/28/2006 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 Sq Ft Valuation POLE BDLG U-1 VB 1,200 $22,800.00 1,200 $22,800.00 Item Description RESIDENTIAL PERMIT FEE ACCESSORY PLANS REVIEW WSBC SURCHARGE Notes: Totals: 1,200 $22,800.00 1,200 $22,800.00 Units Unit Desc 1 SELECT 1 SELECT 1 SELECT Permit Total Fees: Fee Amount $363.25 $90.81 $4.50 $458.56 Payment Summary: , Permit Type Building Permit Fee Amount Invoice Amount Amount Paid Amount Owine $458.56 $458.56 $0.00 $458.56 $458.56 $458.56 $0.00 $458.56 Disclaimer: Submittal of this application certifies the owner (or person(s) authorized by the owner) has both examined and finds the information contained within to be true and correct, and agrees that all provisions of laws and/or regulations governing this type of work will be complied with. Subsequent issuance of a permit shall not be construed to be a permit for, or an approval of, any violation of any of the provisions of the code or of any other state or local laws or ordinances. Signature: Operator: AMB Printed By: AMB Print Date: 06/28/2006 Project Number: 06002187 Inv: 1 Application THIS IS NOT A PERMIT Penalties will be assessed for commencing work without a permit Date: 06/06/2006 Page 1 of 2 Project Information: Permit Use: 30 x 40 POLE BUILDING Contact: SPOKANE STRUCTURES Address: 510 N MULLAN ST C - S - Z: SPOKANE, WA 99206 Setbacks: Front Left: Right: Rear: Phone: (509) 927-0655 Group Name: Site Information: Project Name: Plat Key: 002847 Name: WELLESLEY MANOR OIST ADD District: F Parcel Number: 45012.2303 Block: SiteAddress: 16116 E HEROY AVE Location:: CSV Zoning: SFR Water District: Lot: Owner: Name: HAYS, ROY Address: 16116 E HEROY AVE SPOKANE VALLEY, WA 99216 Hold: ❑ Area: .00 Acres Width: 104 Depth: 155 Right Of Way (ft): 0 Nbr of Bldgs: 1 Nbr of Dwellings: 1 Review Information: Review Building Plan Review /Landuse/Zo\g/HE Conditions / t1libLaillitiRti1♦J7se17ist... qL'l�fi Sewer Review Released By: Released By: Permits: _.. .. Building Permit Contractor: SPOKANE STRUCTURES INC Firm: SPOKANE STRUCTURES INC Address: 510 N MULLAN RD Phone: (509) 927-0655 SPOKANE, WA 99206 Operator: AMB Printed By: AMB Print Date: 06/06/2006 Permit Center Spokane 11707 E Sprague Ave, Suite 106 ValleSpokane Valley, WA 99206 Y (509)688-0036 FAX: (509)688-0037 Community Development www.snokanevallev.ore.com Residential Construction Permit Application Dy ECIE11M D D JUN 0 5 200 IS NC1P R - V$itldmg`owner s._r-,i';..:„ Name: P.n Li ,a14- its Phone;oq_977_nFSs Fax: Snct q2 -r 4062 DON gi.New Construction o Addition/Remodel o Other: ID accessory Bldg ❑ Deck SITE ADDRESS G./ &� / � f0 ILI Ek/ S fro 641.2-L it 9..2/c r c ASSESSORS PARCEL NO: zbl ai , �363 • LEGAL DESCRIPTION: Gonfact:Pers&'. Name: Phone: Descnbe the scope of work in detail:pe post -i- RE- 7201LD,,v6-_, ..__ ,,._, ._,. _. Contracto V$itldmg`owner s._r-,i';..:„ Name: P.n Li ,a14- its Phone;oq_977_nFSs Fax: Snct q2 -r 4062 Lic No: S PO KA S I 1 ? 6 06 Exp. Date: Address: S. / 6,1 I L /.1. jay GARAGE SQ. FTG: Cit) ,,,b; ))4.16.---i Zip: f 2/(. t Phone: Q0&/ saga. Fax: HEAT SOURCE: SEWER OR SEPTIC? Gonfact:Pers&'. Name: Phone: Descnbe the scope of work in detail:pe post -i- RE- 7201LD,,v6-_, ..__ ,,._, ._,. _. Contracto Name: SPOKANE STRUCTURES, INC. Address: 51 n 111017 'PH MULLaN RG718 City:SPOKANE VALLEY Zip: WA ((@) c' Phone;oq_977_nFSs Fax: Snct q2 -r 4062 Lic No: S PO KA S I 1 ? 6 06 Exp. Date: City Business Lic No: Cost of Project: **************The following MUST be complete: (write N/A if not applicable)********************** HEIGHT TO PEAK: )q' DIMENSIONS:,# ?day t-li»l / OF STORIES: l TOTAL HABITABLE SPACE: MAIN FLOOR TO SQ. FTG:0,-919AREA: 2 u FLOOR SQ. FTG: UNFIN BASEMENT SQ. FTG: IMPERVIOUS SURFACE FINISHED BASEMENT SQ. FTG: GARAGE SQ. FTG: DECK/COV. PATIO SQ. FTG: 30% SLOPES ON PROPERTY: # OF BEDROOMS: CONSTRUCTION TYPE: HEAT SOURCE: SEWER OR SEPTIC? DISCLAIMER The permitee 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 Method of Payment (Faxed permit a 0 Cash . 0 Check Bankcard #: Date 4 (Vol_, lications will only be accepted with major bankdard) ❑ Mastercard ❑ VISA Expires: VIN#: ❑ Other Authorized Signature: REVISED 925/2005 /o ci J Cott Hs E , I the 12,0L4 51)6.1.1)- rc CAN i A► 9c CD ;L30-3 MapOptix 4.2 Interface Tools 0 Layers Query Parcel Selection Method: O 145012.2303 Site Address: L Buffer Tool Help Disclaimer Parcel (1 - 1 of 1 Record) 0 r x e o Page 1 of 1 agioa 4 PID ACO Site Address 45012.2303 16116 E HEROY AVE 1u.• 11131 http://dorado/mox42/index.cfm?action=mox42_if prism&screenHeight=590&screenWid... 06/15/2006 /o / .ems, a� -D� z,tokL i S �� fi PLANNING DEPT. APPROVED ly. aio.A7tA \TE: �161,0 ti --'ie d Y Ro Hs E, IC II (9 -kkokl S e= rc U, ➢k 7 tic M' SL30'3 WAMBEKE ENGINEERING 2913 East 6151 Court Daniel Wambeke, P. E. Spokane, WA 99223 Telephone: 509-443-6186 • Fax: 509-448-6582 • dwambeke @msn.com June 3, 2006 Mr. Mark Plivelitch SPOKANE STRUCTURES, INC. 510 N. Mullin Road Spokane, WA 99206 SUBJECT: 30' X 40' X 14' POST FRAME BUILDING FOR ROY HAYS, 16116 E. HARNY, SPOKANE VALLEY, WA Dear Mark: This post frame building has been sold to Mr. Hays 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 an 16' x 12' overhead door, and a 4' 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. Sin mrely Daniel Wambeke, P.E. Enclosures DW:dw EXPIRES 12-29-2007 Designer of Small Structures, Post Frame Buildings, Foundations, Light Gauge Steel Framing and Grain Storage Systems 277 6/ L� 4 5 £2 2_. Home Phone Work Phone G7� �y r, r. Zp y tli(e ob address iwner's name A Q 41I�t 11lt� Fitz, City!�s IiA IIr.. —Srate _ City 1 State Zip tailing Address DIRECTIONS TO JOB LEGAL DESCRIPTION 5 J/ 4 ♦. yCG ^ Food Parcel No. y1 o 1 1• ,2 3 a 3 This Contract subject to obtaining peri Permits will be handled in SPetlawnL 04,11( County BV xS S•.r f .5% J Cr i ?i»< /7l 4t « c-ared/bride+ IF b4 Concete floors may crack to the Pacific 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 1411 DE WALL GABLE NOTE. Some things are unforeseeable in any building 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 sore respon- sibility of the homeowner unless olherAse stated on Ihis contract. ** TOTAL PAGE.07 ** 4/W11104/2144W srr 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 DRAWINGS 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, PURL 5 of 18 DETAIL 2 — KNEE BRACE 6 of 19 SPECIFICATIONS & FO 7 of 18 POST/FOOTING SCHED 7 of 18 POST/FOOTING SCHED 7 of 18 POST/FOOTING SCHED 7 of 18 POST/FOOTING SCHEDUL 10 of 18 ENDWALL FRAIVIIN 11 of 18 OPTIONAL ENDWAL OPTIONAL ENDWALL G • 36' 46 54' 12 of 18 13 of 18 14of18 15of18 16 of 18 17of18 18 of 18 SIDEWALL FRAIVHN TRUSS BRACING & POST LA TRUSS WEB BRACING LEAN-TO FRAMING PLANS LEAN-TO BEAM SCHEDULE & FOOTING LEAN-TO BEAM CONNECTIONS Q1k,MIT To s .ss6KrNorr f Ca,tiN 1"E us4 1;A p/es ••07-SPANS+IGI{T VIOLATIONS & 60' SPAN 8347 . F neron��TlTTNs .�.1'�§� ryXFRI�S,`��� CEO IN °'P��� •.. I tis'', • • 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 1/ ' THE STATE OF WASHINGTON ENGINEER: DANIEL WAiMBEKE, P. E., 2 PHONE: 509/443-6186 KANNE, WA 99223 a rnm z -) io L.> N (1) O [O z-1 < 1 m m z 0 0 D Z Fri `s3In1Ondls Z n 8'-0` USE 2'X 6' PURLINS 8'-0' USE 2'X 6' PURLINS @ 24' D.C. - TYPICAL 10' 0' 30 PSE LIVE LOAD 10' 0' USE 2'X 6' PURLINS • @ 24' D.C. - TYPICAL 10' 0' USE 2'X 6' PURLINS 30 PSF LIVE LDAD 10' 0' USE 2'X 6' PURLINS 40 PSF LIVE LOAD 12' 0' USE 2'X 6' PURLINS @24' D.C. - TYPICAL 12' 0' USE 2'X 8' PURLINS @ 24' C.C. - TYPIC • L 3C r DOUBLE TRUSSES J N W Z H J H Q' J D Q. N LJ d L7 Wo ''5 . � tea ao W ' DD a = s [,:;11'L' D i,, ' :LE TRU';_ `� _� �_� SINGLE TRUSS W 1. u3,7 y5 ivnl11 tlO1 9E.M3N SE/ -009-1 3A0,ri :Om . 'e'. D t4O41 01 w NOl1J=i1 -'ttid_c10J T / l/ fsrle, AVM v.v. - •.i 9H1y 1. C)1°0 \ `?''I ��5 IZ , 51 o 61 n TH SIRED z L -o x to Tl ti Q\ ci -o z_, OCD D ❑ ' D ❑ i--4 m x_ I I❑❑ t o (n --I 3 .-, __173><7_1 --I fm 73 Z C I Z-c� v) O 2 C ca C -1o (-).i7 D v1 -_, D = Z f7 -0-• t� m C D 70 0 • II Z MI ,-Di -0' 3 N V) ❑ m i' I:3 �nnozx N o El n bdZ m c -1I tT 1 d D D 7.,r -< Cl Z - -0 -1 C-1 O n (/) E3 D 70 r I I O 0 Cl l OU W W N (A 7D 12'-0" TO 50'-0" ROOF FRAMING PLAN WOOD COLUMNS SEE SCHEDULE EXPIRES 12/29/07 SPOKANE STRUCTURES, INC. POST FRAME BUILDINGS, 12' TO 60' SPANS ROOF FRAMING PLAN DRAWN BY DATE VAMBEKE -16-05 APPROVED SCALE NTS SSI.02 IREv SEE DETAIL z J O U LJ l� J z 1-- I ID 0 LL (4 NOTES FOR SECTI❑N A -A S1 TYPICAL PURLIN, SEE FLOOR PLAN FOR SIZE TRUSS DESIGN BY OTHERS 2' X 6' @ 24' 0.0., 10' BAYS 2' X 6' @ 24' ❑.C., 12' BAYS DF -L #2 GIRTS FLAT @ 24' ❑.0 CONCRETE F❑❑TING, SEE SCH B S2 S3 S4 SS EXTEND POST TO TOP OF ROOF FASTENED TO PURL 1 1/2' LONG W❑❑DFAST T WALLS FASTENED TO GIRTS WITH 1' LONG WOODFAST TEKS. BUILDING SEC N.T.S. [ EXPIRES 12/29/07 SPOKANE STRUCTURES, INC. POST FRAME BUILDINGS, 12' TO 60' SPANS BUILDING CROSS SECTION DRAWN BY DATE VAMBEKE -16-05 APPROVED SCALE NTS SSI.03 REV. PURLIN CONNECTI❑N METHODS' A). PURLINS MAY BE HUNG OFF THE TRUSS TOP CHORD FACES W/ STANDARD SIMPSON J❑IST HANGERS DR EQUAL. B). PURLINS MAY BE BUTTED AND NAILED W/(2) I6d NAILS INT❑ EACH PURLIN. C). PURLINS MAY BE LAPPED ANDNAILED W/(3) 16dNAILS. ON C❑NNECTI❑N METHODS 'B' AND 'C', TOENAIL BACK SIDE OF PURLIN W/(1) 16d NAIL INT❑ EACH TOP CHORD MEMBER '.61114.7 uRON MfTN_D NACT•fON Wirt. 4t) 12 - 461) is_ PURI r.. PVR�1N ME -/Y. kODONB CONN, NOTES FOR CONNECTI❑N DETAIL S1 TRUSS TOP CHORDS TRUSS DESIGN BY TRUSS MANUFACTURER PURLIN SUPPORT STRUT 2' X '4' X FULL DEPTH OF TOP CHORD PLUS PURLIN. NAIL PURLINS W/(3) 16d NAILS NAIL STRUT TO TOP CHORD W/(3) 16d ANUFACTURED TRUSS. NOTCH POSTS -1/2' EACH SIDE TO PR❑VIDE TRUSS SEAT. WOOD POST, SEE POST/FOOTING SCHEDULE. 4 - 40d GALV. NAILS IN PRE -DRILLED HOLES OR 3/4'0 MACHINE BOLT S❑LID BLOCKING AT CONNECTION POINTS. S8 TYP, PURLIN, SEE FLOOR PLAN FOR SIZE 0 2' X 6' OR 2' X 8' TOP GIRT CO4 - 16d NAILS OR 3/4'0 M. BOLT 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 DRAWN BY DATE WAMBEKE 1-16-05 APPROVED SCALE NTS SSI.04 REV. NOTES F❑R DETAIL 2- KNEEBRACE S1 TRUSS TOP CHORD, DESIGN BY OTHERS C) TRUSS BOTTOM CHORD, DESIGN BY OTHERS S3 2' X 6' DF -L #2 EACH SIDE S4 WOOD POST, SEE P❑ST/FO❑TING SCHEDULE SS 4 - 16d GALV, NAILS, EACH SIDE 1). KNEE BRACE REQUIRED WHERE SH❑WN ❑N PDST/FOOTING SCHEDULE. BRACE NOT REQUIRED AT GABLE END TRUSSES. ), ALTERNATE KNEE BRACE/P❑ST AND TRUSS/P❑ST CONNECTI❑N = USE 3/4'0 THRU BOLTS, ACH LOCATION. S4 DETAIL 2 - KNEE N,T.S. EXPIRES 12129/07 SPOKANE STRUCTURES, INC. POST FRAME BUILDINGS, 12' TO 60' SPANS KNEE BRACE TO COLUMN & TRUSS DRAVN BY WAMBEKE DATE 1-16-05 APPROVED SCALE NTS SSI.05 REV. 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 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 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% ING SHALL CONFORM TO TABLE 2304.9.1 & OTHER APPLICABLE,Ais1S OF t I 23 OF THE IBC. ALL NAILS INTO PRESERVATIVELY TREATED WLL BE ZIN ,�q COATED HOT—DIP GALVANIZED STEEL, SILICONE BRONZE, P' -R OR STAINLESS"—r," STEEL. CCA TREATED WOOD SHALL CONFORM TO THE RSEI�I S F'AWPA A4' STANDARDS C-16, C-22, C-23, C-24 & C-28. POST HUANG =iSHA a: AS NOTED ON THE PLANS. ALL POST MATERIALS SHAL :LHECoR 2 OR t3EJTER FULL DIMENSION AND GRADED BY WWPA GRADING RULk.4-IARDyit HNLL BE;; SIMPSON OR APPROVED EQUAL. ALL BOLTS SHALL CO i( Tof8%74'A mPANELS MAY BE DELTA RIB STYLE, GALVANIZED OR PED,',`" ASTM A653 STRUCTURAL QUALITY (SO), Fy = 80.0 ksi 169F PEELS I 1 FASTENED TO PURLINS WITH PLATED, GASKETED 1 1/2 tip hi PAC 0 00I FASTENERS. WALL PANELS SHALL BE FASTENED TO GIRT 4 ' PYATE: , GAS OR LONGER METAL TO WOOD FASTENERS. PANELS SHALL =' TALLED�AN[��A�� FASTENED ACCORDING TO THE MANUFACTURER'S RECOMMEND • % L SOIL COMPACTION — ALL BACKFILLED SOIL BENEATH FOOTINGS ""•�•_'.—^""PACTED WITH A VIBRATORY COMPACTOR TO 95% OF THE PROCTOR DENSITY AS DETERMINED BY ASTM A1557, METHOD D. TRUSSES SHALL BE DESIGNED BY AND BEAR THE SEAL OF AN ENGINEER REGISTERED TO PRACTICE IN THE STATE IN WHICH THE BUILDING WILL BE CONSTRUCTED. TRUSS LOADING: TOP CHORD LIVE LOAD = 30 PSF OR 40 PSF TOP CHORD DEAD LOAD = 5 PSF BOTTOM CHORD DEAD LOAD = 1 PSF NOTES FOR F❑❑TING DETAIL 0 • SPOKANE STRUCTURES, INC. POST FRAME BUILDINGS, 12' TO 60' SPANS SPECIFICATIONS & FOUNDATION DRAWN BY VAMBEKE DATE 1-16-05 APPROVE]) SCALE NTS SSI.06 REV. NOTE: `c,"� . s "; . m o 1. THE NEXT LARGER SIZE POST MAY BStf'U FOR p- WITH 2" X 6" LAMINATIONS. 1. o \\V V2. ENDWALL POSTS SHALL BE 6" X 6" R ' 0s:PCUr HEM— RTREATED POSTS UP TO 16'-0" WALL HEIGHT. AB'-'`J1}6')4WALL HEIGHT, ENDWALL POSTS SHALL BE 6" X 8" ROUG` HEM -FIR #2 POSTS. 3. FOOTINGS FOR ENDWALL POSTS SHALL BE A MINIMUM OF 20"93 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 - 12' TO 24' SPANS DRAVN BY VAMBEKE APPROVED DATE -16-05 SCALE NTS SSI.07A REV. POST/FOOTING SCHEDULE 12' - 24' SPANS, 30 & 40 PSF LIVE LOAD COLUMN FOOTING KNEE BRACE CONCRETE POST SPACING "H" W X D "B" DIA. "T" REQUIRED VOLUME, YD3 10'-0" 8'-0" 6" X 6" 18" 3'-0" NO 0.20 10'-0" 10'-0" 6" X 6" 18" 3'-0" NO 0.20 10'-0" 12'-0" 6" X 6" 18" 3'-0" NO 0.20 10'-0" 14'-0" 6" X 6" W/2" X 6" 18" 3'-0" NO 0.20 10'-0" 16'-0" 6" X 8" 20" 3'-0" NO 0.24 10'-0" 18'-0" 6" X 10" 20" 3'-0" NO 0.24 10'-0" 20'-0" 6" X 10" 21" 3'-0" NO 0.27 12-0" 8'-0" 6" X 6" 26" 3'-0" NO 0.29 12-0" 10'-0" 6" X 6" 2 . " '-0" NO 0.29 12-0"12-0 �. XX6,\.,26"* 6" 6" W/2" NO 0.29 12-0" 14'-0" 6" X 6" W/2" X •'a ?6"9 _. 3' / NO 0.29 12-0" 16'-0" 6" X 8" W/2" X ,'.. ' o a° 6"' 3'-0",, _ NO 0.29 12-0" 18'-0" 6" X 8" W/2" ' :so '":: : •3' a, `2k NO 0.29 12'-0" 20'-0" 6" X 10" W/2" ►.- 6" X_ ( .- 1 :4* 'j i' NO I 0.35 - V r . _Y.2 or' NOTE: `c,"� . s "; . m o 1. THE NEXT LARGER SIZE POST MAY BStf'U FOR p- WITH 2" X 6" LAMINATIONS. 1. o \\V V2. ENDWALL POSTS SHALL BE 6" X 6" R ' 0s:PCUr HEM— RTREATED POSTS UP TO 16'-0" WALL HEIGHT. AB'-'`J1}6')4WALL HEIGHT, ENDWALL POSTS SHALL BE 6" X 8" ROUG` HEM -FIR #2 POSTS. 3. FOOTINGS FOR ENDWALL POSTS SHALL BE A MINIMUM OF 20"93 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 - 12' TO 24' SPANS DRAVN BY VAMBEKE APPROVED DATE -16-05 SCALE NTS SSI.07A REV. POSTIFOOTING SCHEDULE 30' SPANS, 30 & 40 PSF LIVE LOAD POST SPACING COLUMN 101-0" 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" II 8'-0" 10'-0" 12'-0" 14'-0" WXD 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"X6" 6"X6"W/2"X6" 6"X6"W/2"X 6" 6" X 8" 6"X8"W/2"X6" 6"X8"W2"X6" 6"X10"W/2"X 6" 6"X12" FOOTING "B" DIA. 26" 26" 26" 26" 26" 26" 26" 26" 26" 6"X6" 6"X6" 6"X6"W12"X6" 6"X8" 6"X8"W/2"X6" 6"X10" 6"X12" 6" X 12" W/2" X 6" 6"X12" 28" 28" 28" 28" 28" 28" 28" 28" 28" 'T KNEE BRACE CONCRETE 3'-0" 3'-0" 3'-0" TM" 3'-0" 3'-0" 3'-0" 3'-2" 3'-3" 3'-0" 3'-0" 3'-0" 3'-0" 3'-0" 3'-0" 3'-0" 3'-2" 3'-6" REQUIRED VOLUME, YD3 NO NO NO 0.29 0.29 0.29 NO 0.29 NO 0.35 NO 0.35 NO 0.35 NO 0.35 NO :\ C *0.3S Pak % 2 35 74' n R0 r 111 ZT 7114351X . x2pe ` 041 si %,=' �?v• _�p;s, x.41 `'= - mmr; 2.1'7'N 3 n t ii ti .n �� o.43'"',• 4-0• \x'S NOTE: 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"9 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 DRAWN BY DATE WAMBEKE /1-16-05 APPRBVED SCALE NTS SSI.07B REV. POST/FOOTING SCHEDULE 36' SPANS, 30 & 40 PSF LIVE LOAD FOOTING KNEE BRACE POST COLUMN SPACI NG L 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" WXD "B" DIA. 28" 28" 28" 28" 28" 28" 28" 28" 28" 32" 32' 3 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"X6" 6"X6"W/2"X 6" 6" X 8" 6"X8"W12"X 6" 6"X10" 6"X10"W/2"X 6" 6"X10"W/2"X 6" 8'-0" 6" X 6" 10'-0" 6" X 6" 12'-0" 6"X6"W/2"X 6" 14'-0" 6"X8" 16'-0" 6" X 8" W/2" X 6" 18'-0" 6" X 10" 20'-0" 6" X 10" W/2" X 6" 22'-0" 6" X 12" 24'-0" 6" X 12" W/2" X 6" "T" REQUIRED CONCRETE VOLUME, YD3 3'-0" 3'-0" 3'-0" 3'-0" 3'-0" 3'-0" 3'-0" 3'-0" NO NO NO NO NO NO NO NO S 3 32" 32" 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 NOTE: 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"v 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". EXPIRES 12/29/07 SPOKANE STRUCTURES, INC. RE11 V. POST FRAME BUILDINGS POST FOOTING SCHEDULE - 36' SPANS DRAWN BY WAMBEKE DATE 1-16-05 APPROVED SCALE NTS SSI.07C POST/FOOTING SCHEDULE 40' 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" 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" W17' 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" 3'-0" YES 0.41 10'-0" 16'-0" 6" X 8" W12" X 6" 30" 3'-0" NO 0.41 10'-0" 18'-0" 6" X 8" W12" X 6" 30" 3'-0" NO 0.41 10'-0" 20'-0" 6" X 10" 30" 3'-0" NO 0,41 10'-0" 22'-0" 6" X 10" W/2" X 6" 30" 3'-0" NO 0.41 10'-0" 24'-0" 6" X 12" 30" 3'-2" YES 12-0" 8'-0" 6" X 6" 33" 3'-0" NO ,so0.47a 12-0"10-0 12-0" 12'-0" 6" 6X(.=".' 6" X 6" W/2" X 6" 33" 33" 3'-0" 3'-0" NO a . � >9.47 ! om Z '� • c _44'11.4. .=1 12-0" 14'-0" 6" X 8" 33" 3'-0„ iso ;,,,,710,K4;- I 12-0" 16'-0" 6"X8"W12"X6" 33" 3'-0"�4;,•. 12-0" 18'-0" 6" X 10" 33" 3'-0" i� y: .47 m '10. 12'-0" 20'-0" 6" X 10" W/2" X 6" 33" 3'-0" N•G�yf o 2 12-0" 22'-O" 6" X 12" 33" 3'-2" NO AlA' f$ 0.4 r, 12-0" 24'-0" 6" X 12" W/2" X 6" 33" 3'-2" NO _. NOTE: 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"9 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" Sc FOOTING DEPTH X 4". EXPIRES 12/29/07 SPOKANE STRUCTURES, INC. POST FRAME BUILDINGS POST FOOTING SCHEDULE - 40' SPANS DRAVN BY DATE VAMBEKE-16-05 APPROVED SCALE NTS SSI.07D REV. POST/FOOTING SCHEDULE 48' TO 52' 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" 10'-0" 10'-0" 10'-0" 10'-0" 10'-0" 10'-0" 10'-0" 10'-0" 8'-0" 10'-0" 12'-0" 14'-0" 16'-0" 16'-0" 18'-0" 20'-0" 22'-0" 24'-0" 6" X 6" 6" X 6" 6" X 6" W/2" X 6" 6" X 6" W/2" X 6" 6" X 8" 6" X 8" W/2" X 6" 6" X 8" W/2" X 6" 6" X 10" 6" X 10" W/2" X 6" 6" X 12" W/2" X 6" 34" 34" 34" 34" 34" 34" 34" 34" 34" 34" 3'-0" 3'-0" 3'-0" 3'-0" 3'-0" 3'-0" 3'-0" 3'-0" 3'-0" 3' s'.' NO NO NO NO YES NO NO YES NO YES 0.55 0.55 0.55 0.55 0.55 0.55 0.55 0.55 0.55 0.55 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" X 6" W/2" X 6" 6" X 6" W/2" X 6" 6" X 8" 6" X 8" W/2" X 6" 6" X 10" 6" X 10" W/2" X 6" 6" X 12" W/2" X 6" 6" X 12" W/2" X 6" 36" 3 • tea' ' '''�' �qAo • g . •-140.-C WI ` *� 3\F,1/ ; Pk -‘, 1 KAN LO RFP .Q - H i y�' ~T GV �$ R E Ti 35-T3 4.11.S� -T,i D I `/n1� INFRINGEMENT 44*,4 S�, , 1 r4, .!) ), N c) ' Cys �E,n, " >. &Ia10 2 ? \ �' '• w i 0.62 0.62 0.62 0.62 0.62 0.62 0.62 0.65 0.65 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"o 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". EXPIRES 12/29/07 SPOKANE STRUCTURES, INC. POST FRAME BUILDINGS POST FOOTING SCHEDULE - 50' SPANS DRAVN BY WAMBEKE DATE 1-16-05 APPROVED SCALE NTS SSI.07E REV. OOTING SCHEDULE 54' TO 60' SPANS, 30 & 40 PSF LIVE LOAD NOTE: 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'-O" DEEP FOR WALL HEIGHTS TO 16'-0". ABOVE 16' WALL HEIGHT, FOOTINGS SHALL BE 24"o 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 - 60' SPANS DRAVN BY GATE VAMBEKE ,1-16-05 APPROVED SCALE NTS SSI.07F REV, COLUMN FOOTING KNEE BRACE CONCRETE POST SPACING "H" W X D "B" DIA. "T" REQUIRED VOLUME, YD3 10'-0" 10'-0" 10'-0" 10'-0" -10%0" 10'-0" 10'-0" 10'-0" 10'-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" X 6" W/2" X 6" 6" X 8" 6" X 8" W/2" X 6" 6" X 10" 6" X 10" W/2" X 6" 6" X 10" W/2" X 6" 6" X 12" 36" 36" 36" 36" 36" 36" 36" 36" 36" 3'-0" 3'-0" 3'-0" 3'-0" 3'-0" 3'-0" 3'-0" 3'-0" 3'-2" NO NO NO NO NO NO YES NO YES 0.62 0.62 0.62 0.62 0.62 0.62 0.62 0.62 0.66 _� - 12-0"8'-O" 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"40" 6" X 6" W/2" X 6" 6" X 8" 6"X8"W/2"X 6" 6" X 8" W/2" X 6" 6" X 10" 6"X10"W/2"X 6" 6" X 12" W/2" X 6" 6" X 12" W/2" X 6" • r�,-.4 �0 (••' ,,. =>' ow.:? 20' 0' MAXIMUM SINGLE OVERHEAD D❑ FRONT ELEVATIO NOTES FOR FRONT ELEVATION S1 HALF TRUSS DESIGN BY OTHER SUPPORT PURLINS @ END TRUSS OR 2' X 8' STD JOIST HANGERS, LOWER TRUSS FOR END OVERHANG, IF I 2' X 10' HEADER 2' X 6' GIRTS @ 24' ❑.C., 10' BAYS, DF -L #2 2' X 6' GIRTS @ 24' ❑.C., 12' BAYS, DF -L 12 (S4) 2' X 8' FACIA BOARDS S5 TREATED WOOD POSTS, SIZED PER SCHEDULE (S6� TREATED 2' 2'6X 10'rTOM BOTTOM GIRT • PxT I 0 '/sss� O m `tel T -> _ = r ;ago ,"rc' X z9m+. m0 — s' =9 O .1, 2 9 Xr rY GABLE END TRUSS 2' X 6' X 18' BOLTING BLOCK 2' X 6' X 18' ❑LTING BLOCK EXPIRES 12/29/07 - 16d NAILS CORNER POST - 16d NAILS DETAIL 3 TYP. GABLE END TRUSS CONNECTI❑N USE B❑LTING BLOCKS BELOW ALL CORNER COLUMN GIRTS SPOKANE STRUCTURES, INC. POST FRAME BUILDINGS, 12' TO 60' SPANS ENDWALL FRAMING PLANS k CONNECTIONS DRAVN BY WAMBEKE APPROVED DATE /1-16-05 SCALE NTS SSI.10 REV. 12 12 3068 MAND❑❑R ❑PTI❑N OPTIONAL FRONT EL I� A_ NOTES FOR ❑PTI❑NAL FRONT ELEVATII ' S1 HALF TRUSS DESIGN BY OTHERS (S2 2' X 10' HEADER UP TO 12' 0' D❑O 2' X 12' HEADER UP TO 20' 0' DOOR 2' X 12' BACKED WITH 2' X 6' UP TO 0 2' X 6' HEADER 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. SS DOUBLE 2' X 6' KINGP❑ST \d ❑PQNIN % o, % t1d141-:891 mig `��til,i��24,PTIONAL FRONT ELEVATION 0 n -- 00 �7 try u�_= N F f- �T x`49 2�`9 by *\�`)\fir SPLIT SLIDER DOOR ❑PTI❑N N.T.S. EXPIRES 12/29/07 SPOKANE STRUCTURES, INC. POST FRAME BUILDINGS, 12' TO 60' SPANS OPTIONAL ENDWALL FRAMING DRAVN BY WAMBEKE DATE 1-16-05 APPROVED SCALE NTS SSI.1 1 REV. 12 DOUBLE OVERHEAD DOOR OPTION OPTIONAL FRONT ELEVA NOTES FOR ❑PTI❑NAL FRONT ELEVATIONS 0 HALF TRUSS DESIGN BY OTHERS 0 2' X 10' HEADER UP TO 12' 0' DORS 2' X 12' HEADER UP TO 20' 0' DOORS 2' X 12' BACKED WITH 2' X 6' UP TO 0 2' X 6' HEADER 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. 0 DOUBLE 2' X 6' KINGPDST le. INGLE SLIDING DOOR ❑PTI❑N NAL FRONT ELEVATION 24' 0' N.T.S. EXPIRES 12/29/07 -1 SPOKANE STRUCTURES, INC. POST FRAME BUILDINGS, 12' TO 60' SPANS OPTIONAL ENDWALL FRAMING DRAVN BY WAMBEKE DATE 1-16-05 APPROVED SCALE NTS SSI.12 REV. \. OVERHEAD DOOR OPENING SLIDING DOOR OPENING TYPICAL SIDE ELEV"4 NOTES FOR SIDE ELEVATION C) 2' X 8' HEADER O a1N Gl I.T.S. z��w Crl = 9 S2 2' X 10' HEADER FOR 10' & 12' � G:D 2' X 8' HEADER FOR 8' & SMALL TREATED POST 0 = C o rn DINS D❑DR \ 'Ty * \ - 16c1 GALV. NAILS EACH iIr r v 2' X 6' GIRT (FLAT) TYPICAL GIRT CONNECTION EXPIRES 12/29/07 SPOKANE STRUCTURES, INC. POST FRAME BUILDINGS, 12' TO 60' SPANS SIDEWALL FRAMING DRAWN BY DATE VAMBEKE -16-05 APPROVED SCALE NTS SSI.13 REV. 0-\ TYPICAL TRUSS BOTTOM CHORD BRACING N❑TES F❑R TRUSS B❑TT❑M CH❑RD BRACING S1 GABLE END TRUSS S2 DOUBLE INTERI❑R TRUSSES S3 2' X 4' X -BRACING @ 10' 0' S4 2' X 4' B❑TT❑M CH❑RD BRACIN 5 TOENAIL BRACES T❑ TRUSS 3 - 1❑d1NAILS ❑.C, 1 a NIP 16c1 N.T.S. SHEATHING REQUIRMENTS THE FOLL❑WING MINIMUM ROOF DIAPHRAGM REQUIREMENTS ARE NEEDED, x ROOF STEEL, 29 GAUGE GRAND -RIB III, 36' WIDTH OR EQUIVALENT x FIELD SCREWS, 1110 x l 1/2' AT 9' O.C. (NEXT T❑ HIGH RIB) EAVE AND RIDGE PURLIN SCREWS, *14 xl 1/2' AT BOTH SIDES OF EACH MAJOR RIB THE FOLLOWING MINIMUM ENDWALL DIAPHRAGM REQUIRMENTS ARE NEEDED, ■ ENDWALL STEEL, 29 GAUGE GRAND -RIB III, 36' WIDTH OR EQUIVALENT x FIELD SCREWS, 1$10 x 1 1/2' a 9' O.C. (NEXT TO HIGH RIB) A, BASE GIRT, END TRUSS, AND DOOR HEADER SCREWS, 1114 x 1 1/2' BOTH SIDES OF EACH MAJOR RIB. 6", 811 ❑R 10" POST GIRTS (TYP.) METAL SIDING DIAPHRAGM SCREVS DIAPHRAGM SCREVS e ENDWALL BASE GIRT ACROSS ENDWALL DOOR HEADERS 1. GABLE END TRUSS TOP CHORD, EAVE G RIDGE PURLINS ON ROOF DIAPHRAGM SCREWS) TYPICAL SCREW PATTERN, EXCEPT AS NOTED ABOVE STEEL SHEETING SCREW PATTERNS NAILING PATTERN FOR SIDEWALL POST LAMINATIONS NOTE! 2' X 6' LAMINATE MUST BE A TREATED MEMBER AND MUST EXTEND T❑ THE B❑TT❑M ❑F THE F❑❑TING. LAMINATE MAY BE SPLICED AB❑VE MID HEIGHT ❑F COLUMN I EXPIRES t 2! 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 APPROVED SCALE NTS SSI.1 4 REV. TRUSS WEB BRACING INTERIOR OR GABLE END TRUSSES NOTES FOR TRUSS WEB BRACING: TRUSS DIAGRAMS WILL OFTEN REQUIRE WEB MEMBER BRACING, WHICH IS SHOWN ON TRUSS DRAWINGS AS [2i THE METHOD OF TRUSS WEB BRACING SHOWN ABO y -CES 1' X 4' OR 2' X 4' WEB MEMBER BRACING FOLLOW THESE INSTRUCTIONS FOR ALL WEB ,\'_ ;R „RAo . TO REPLACE 'RAT-RUN' WEB tea\ a N o _>*- p Ty> a r- xx n -) vel mnau, .[ .0x F\ x =,-- n-k,xu AS. "'v ,. L p, o =s 10d NAILS @ 6' O. ' X 6' ❑ R 2' X 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 DATE WAMBEKE 1-16-04 APPROVED SCALE NTS SSI.15 REV. PURIM SIZES AND SPAC1NC/ USE 2' X 6' IF -I. 62 8 2' 0' D.C., 8' BAYS USE 2' X 6' DF -L 112 8 2' 0' 11C, 10' BAYS USE 2' X 8' DF -L 02 8 2' 0' D.C., 12' BAYS AURUM CONNECTION METHOD PURLINS WILL BE HUNG FROM LEAN TU RAFTERS VITH STANDARD SIMPSON .JOIST HANGERS OR EQUAL. NOTES FOR LEAH TO CONNECTION DETAIL Cff121 MANUFACTURED TRUSS NOTCH POSTS 1-1/2' EACH SIDE TO PROVIDE TRUSS SEAT. TRUSS SUPPORT POST. SEE POST/FLIDTLNG SCHEDULE DIA. MACHINE BOLT ' X 24' DF -L CONNECTION BLOCK. BLOCK EACH SIDE OF POST. N. SEE CHART AT LEFT FOR SIZES. 2' X 8' EAVE GIRT GIRTS 8 24' D.C.. LR 12' BAYS �• X .6`Z'11.SIZE LEAN TO POST •g' . a sQLLS-1 ' L QEANFIaS - SEE CHART L SECTION A-A XfQ NUTES FOR LEAN TD G1RTS GIRTS ARE KIT REQUIRED FOR SUPPORT OF POSTS. BUILDING LEAN TO'S MAY BE OPEN OR ENCLOSED USE 2' X 6' DF -L *2 GIRTS 8 2' 0' O.C. FOR 8' BAYS USE 2' X 6' DF -L 02 GIRTS 8 2' 0' 0.C. FOR 10' BAYS USE 2' X 6' DF -L 112 GLRTS 8 2' 0' ac FOR 12' BAYS L LEAN—TO ADDITION TO POST FRAME BUILDING CONTINUOUS ROOF SLOPE K,: EXPIRES 12/29/07 SPOKANE STRUCTURES, INC. POST FRAME BUILDINGS, 1 2' TO 60' SPANS LEAN—TO FRAMING PLANS BRAVN BY DATE WAMBEKE /1-16-05 SCALE NTS APPROVED 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, EXPOSURE 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 BETTE:R (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 MOI RE CONTENT SHALL BE 19% BY WEIGHT. NAILING SHALL CONFORM TO IBC TABLE 2304.9. i • ENING -ii...b.%.„.. & OTHER APPLICABLE SECTIONS OF CHAPTER 23 OF THE IBC. FAST �'+ r' OR*RES ��� E TREATED WOOD SHALL BE OF HOT -DIPPED ZINC -COATED GALVA kEEL,-STAINLE L, SILICONE BRONZE OR COPPER. TREATED WOOD SHALL CONFORM REQI�I EMENTS +' ,�PA C-16, C- 22, C-23, C-24 & C-28. POSTS FOR BUILDINGS L> BOkS ED ON`' • NS. ALL POST MATERIALS SHALL BE HEM -FIR #2 OR BETTER! L° DRAW AND( 'RAI,*+G WWPA GRADING RULES, UNLESS NOTED OTHERWISE ON TH / S. �K- BOLTS & HARDWARE - HARDWARE SHALL BE SIMP . q)R A ZVED EQUAtheaLvssa\ SHALL CONFORM TO ASTM A307.} o � ROOFING & SIDING - METAL PANELS MAY BE STA •RD RIB i;AVAILABI 41 LOCAL MANUFACTURERS, GALVANIZED OR PAINTED, 29 GA I vIINIM kiDZH Ii ESS, AgM4AS STRUCTURAL QUALITY (SQ), Fy = 80.0 ksi. ROOF ' % - SR1Lt BE EDP TQ .tU/ INS WITH PLATED, GASKETED 1 1A" LONG METAL TO WO +" TEI 2S.� L NE 5 I ' BE FASTENED TO GIRTS WITH PLATED, GASKETED 1" OR t t4TAt , W001� �l ERS. PANELS SHALL BE INSTALLED & FASTENED ACCORDING MA�UFACTU� RECOMMENDATIONS. YY SOIL COMPACTION - ALL BACKFILLED SOIL BENEATH FOOT �$FIALL BE �* . �CTED WITH A VIBRATORY COMPACTOR TO 95% OF THE PROCTOR DENSITY A �•`'!•-r•...„'x Y ASTM A1557, METHOD D. IF THE BACKFILLED MATERIAL HAS A DEPTH GREATER THAN 6?, COMPACTION MUST BE VERIFIED BY TESTING BY A QUALIFIED SOIL?S PROFESSIONAL. UNLESS OTHERWISE NOTED ON TIIE PLANS, THE POSTS AND THEIR FOOTINGS MUST EXTEND INTO VIRGIN SOIL. A DEPTH 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 DRAVN BY DATE REV. WAMBEKE 1-16-05 APPROVED SCALE NTS SSI.0618C e• e' ro 1. r' EAVE HEI5NT'. • NOTES FOR LEAN TO CONNECTION DETAIL MANUFACTURED MUSS NOTCH POSTS 1-1/2' EACH SIDE TO TRUSS SEAT. ® "PORT POST. SEE POST/FOOTING SCHEDULE. CSi\ .MACHINE BOLT - NOT REO'D DN ENDVALLS -.T.3.^2‘' X 64'"i 24' DF -L CONNECTION BLOCK ..PRLIVIDE BLOCK EACH SIDE IF POST. PURLIN. SEE CHART AT LEFT FES, SIZES.. X 6' OR 2' X 8' EAVE.OIRT "gg$ ') X 6'- Wet GIRTS Q 24' D.C. U TYPICAL 8 10' OR:12' BAYS cn 6' X 6$ �E SI LEAN TO POST 16d NMI S '_. O LEAN ,RAPTER3 SEd CHART L SECT IOU A -A ▪ m y PURL IN CONNECTION METHOD PURLINS VILL BE HUNG FROM LEAN TO RAFTERS WITH STANDARD SIMPSON JOIST HANGERS OR EQUAL_ • Gri 467 MILL PURLINS LINS TO BE SPACED 1 16' O.C. UPPER HALF OF LEAN -T0 SPAN TO RESIST SNOV DRIFT LOAD 4 LEAN-TO ADDITION TO POST FRAME BUILDING STEP DOWN LEAN-TO ROOF MTS 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 REV. 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' >' 8' 8' 0' 10' 0' 30 2 - 2' X 8' 2' X 8' 8Z____(1' ?' 0' 30 2 2' X 10' 2' X 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' 12' 0' 40 2 - 2' X 10' 2' X 10' 10' 0' 8' 0' 30 2 - 2' X 10' 2' X 10' 10' 0' 10' 0' 30 2 - 2' X 10' 2' X 10' 10' 0' 1P' 0' 30 2 - 2' X 12' 2' X 12' 10' 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' P = 12' & 2' X 8' 12' 0' 8' 0' 30 fB 2 - 2' X 12' / ),-NQ )4- 2'S *" 12' 0' 10' 0' 30 2 - 2' X 8' & 2 - 2' .•X = 2' ' 2' X 8' 12' 0' 1P' 0' 30 2 - 2' X 10' & 2 - 2' 6? BOX 9 n 2' :\ 2 X 8' 1P' 0' 8' 0' 40 2 - 2'X 8'& 2 - / 0 BOX -� 26 1) 119-4A'X 8 12' 0' 10' 0' 40 2 - 2' X 10' & 2 - i'-, - 6' 7BOX 2' X -1r-; : X 8' IP' 0' J P' 0' 40 2 - 2' X 10' & 2 - •' ,-( 6' ? OX. . 2 -� 2' . 14' 0' 8' 0' 30 2 - 2' X 10' & 2 - - �( 6'O1., - ! x ' .iX 10' 14' Q'.10' 0' 30 2 - 2' X 10' & 2 - & 6' �11( n �'4 i' 'h . - X 10' 14' 0' 1.P' 0' 30 2 - 2' X 12' & 2 - : s,XL 6' 1X�,1r'� q 2' c1 .J 14' 0' 8' 0' 40 2 - 2' X 10' & 2 - +\ p' fib i 2 - e,i) i 14' 0' 10' 0' 40 2 - 2' X 12' & 2 - 2' \\ •' ❑X = 2 . V A. 2' DF -L #1 14' 0' P' 0' 40 2 — 2' X 12' & 2 — 2' X 6' . %: /{ x-1 2 � 12' DF -L #1 16' 0' 8' 0' 30 2 - 2' X 12' DF -L S. STRU �' 2' DF -L S. STRUCT, 16' 0' 10' 0' 30 2 - 2' X 12' & 2 - 2' X 6' BOX 2 - 2' X 12' 1.6' 0' 1P' 0' 30 2 — 2' X 12' & 2 — 2' X 6' BOX DF—L #1 2 — 2' X 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 FOOTING DETAIL TREATED POSTS AS SIZED PER SCHEDULE VIBRATE OR ROD CONCRETE TO OBTAIN FULL BEARING ©3 UNDISTURBED SOIL Is • SO ARE OR RIUND FOOTING DETAIL N.T.S. EXPIRES 1229/07 SPOKANE STRUCTURES, INC. POST FRAME BUILDINGS, 12' TO 60' SPANS LEAN—TO BEAM SCHEDULE ,Ic FOOTING DRAWN BY WAMBEKE APPROVED DATE 1-16-05 SCALE NTS SSI.17 RE V. NOTES FOR CONNECTION DETAIL S1 MANUFACTURED TRUSS TOP CHORDS TRUSS DESIGN BY TRUSS MANUFACTURER CD PURLIN SUPPORT STRUT 2' X '3' X FULL DEPTH OF TOP CHORD PLUS PURLIN. NAIL PURLINS 1.//(3) 16d NAILS S3 OVERHANG EAVE PURLIN 0 MANUFACTURED TRUSS NOTCH POSTS 1-1/2' EACH SIDE TO PR❑VIDE TRUSS SEAT. 0 WOOD POST, SEE POST/FO❑TING SCHEDULE. S6 2' X 6' OR 2' X 8' JACK RAFTER NAIL TO SIDE OF TRUSS TOP CHORD 0 2 - 10d NAILS @ 6' O. C. Se TYP. PURLIN, SEE FLOOR PLAN FOR SIZE 0 2' X 6' OR 2' X 8' EAVE GIRT -53-0i Y a RFPORTING tiGCMENi GH T EAVE OVERHANG DETAIL N.T.S. EXPIRES 12/29/07 SPOKANE STRUCTURES, INC. TRUSS - COLUMN CONNECTION LAVE OVERHANG CONNECTION DETAILS STANDARD POST FRAME BUILDING PLANS DRAWN BY DATE WAMBEKE -16-05 APPRCvED SCALE NTS SSI.17 jRtv. GABLE TRUSS 1 ori PSE_ 11 11,. '-40 -___ a TOP GIRT _ Sr � - CENTER COLUMN _._/ OVERH " TO 24' EAVE Sk �` Iry JQ e•(, 4<e 0,\ TMs 91101 a roar ' A pi 4 c% •tetrersz IN 'NW J C I'1 A 1`hb 3NINT °T Plvmoucnopico 4 'TOP GIRT SIZE: ' ori PSE_ 11 11,. '-40 -___ a 50 _ Sr � - 10' BAYS 2 11. 2„ X ..;,N 2. 0„ 12 BAYS 2 ,)O. 2 X".,l; r' 2,... 2 END COLUMN EXPIRES 12/29/07 SPOKANE STRUCTURES, INC. TRUSS — COLUMN CONNECTION EAVE OVERHANG CONNECTION DETAILS STANDARD POST FRAME BUILDING PLANS DRAWN BY BATE WAMBEKE -16-05 APPROVED SCALE NTS SSI.17 REV. 16d NAIL @ 10' D.C. 2' X 6' FULL WIDTH 8 1/2' SIMPSON JOIST HANGER 2' X 6' OR 2' X 8' PURLIN 2' X 8' 2' X 10' OR 2' X 12' VERTICAL MEMBERS - SEE CHART SECTION A - A STANDARD RAFTER DETAILS FULL WIDTH 2' X 6' 8 1/2' ce w X LJ 1— CYw LJ 2' X LAMINATED TO ENDWALL RAFTER WHERE '- SEE CHAR SIMPS❑N J❑IS 16d NAIL @ 10' ❑.C. 16d NAIL @ 10' O.C. 2' X 8' 2' X 10' OR 2' X 12' ENDWALL RAFTER - SEE CHART ARD ENDWALL RAFTER DETAILS 16d NAIL @ 10' O.C. 2' X 8' 2' X 10' ❑ R 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 VAMBEKE DATE 1-16-05 APPROVED SCALE NTS SSI.18 REV. MAIN BUILDING POST -TWO 5/8'0 M. BOLTS THRU POST STEEL POST ATTACHMENT U 0t UJ W 0 r 13 065 s� S BRACKET LEAN-TO 2' X 10" 2' X 10' RAFTERS MSR 2,250f-1, 12' BAYS MSR 1,950E -1,7E;;, X10' BAYS ; TWO 2' X 4"; S FILLERS:-2► ; r �c 410;. „sr.) v 5' 10 GA, HRS STEEL SIDES 1S 1 1/8' ✓_' NOTCH 2' X 10' TO SEAT IN BRACKET 5/8"0 M, BOLT THRU RAFTER 4 NAILS JO6" X 6" P, T. j� RI�,Sp LEAN-TO POST / qNs 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 REV. DRAVN BY WAMBEKE BATE 1-16-05 APPROVED SCALE NTS SPFI.19 PROVIDE DIAGRAMS AND ENGINEERING LAYOUTS FOR ROOF TRUSSES, BEAMS AND FLOOR SYSTEMS PRIOR TO FRAMING INSPECTIONS THIS BUILDING SUBJECT TO FIELD INSPECTION CORRECTIONS REVIEWED FOR CODE COMPLIANCE SPOKANE VALLEYpUILDI DIVISION