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2008, 05-23 Permit App 08001923 Pole BldgProject Number: 08001923 Inv: 1 Application THIS IS NOT A PERMIT Penalties will be assessed for commencing work without a permit Project Information: -- Permit Use: 24 X 24 POLE BLDG Setbacks: Front Left: Right: Rear: Site Information: Plat Key: Name: Range Date: 5/23/2008 Page 1 of 2 va. Contact: QUALITY STEEL BLDGS Address: 7810 N MARKET ST C - S - Z: SPOKANE, WA. 99217 Phone: (509) 468-1606 Group Name: Project Name: District: East Parcel Number: 55182.2744 Block: SiteAddress: 17303 E BROADWAY AVE Location:: CSV Lot: Owner: Name: STUART, JEREMY & HEAAIJER Address: 17303 E BROADWAY AVE SPOKANE VALLEY WA 99016 Zoning: R-3 SF Res District Water District: 134 CONSOLIDATED ID #19 Area: 18,123 Sq Ft Width: 0 Nbr of Bldgs: 0 Nbr of Dwellings: 0 Review Information: Hold: ❑ Depth: 0 Right Of Way (ft): 0 Review Building Plan Review Released By: Originally Released: 5/22/2008 By: tmelbourn Landuse/Zoning/HE Conditions Released By: Permits: -..,, Operator: JD Originally Released: 5/22/2008 By: mpalaniuk Printed By: jmm Print Date: 5/23/2008 Project Number: 08001923 Inv: 1 Application THIS IS NOT A PERMIT Penalties will be assessed for commencing work without a permit Building Permit Contractor: QUALITY STEEL BUILDINGS INC Firm: QUALITY STEEL BUILDINGS INC Address: 7810 N MARKET ST Phone: (509) 468-1606 SPOKANE, WA 99207 This Application: Total Project: Description Grp Type Notes Sq Ft Valuation Sq Ft Valuation POLEBDLG U-1 VB 576 $10,944.00 576 $10,944.00 Item Description RESIDENTIAL PERMIT FEE ACCESSORY PLANS REVIEW WSBC SURCHARGE Notes'm,... Route (1) copy of all site plan proposals to: Gordon Hurt: Transportation Engineer 3 Project Manager 509-921-2403 hurtg@wsdot.wa.gov Ce11: 509-220-2071 Eastern Region 2714 North Mayfair Street Spokane, WA 99207-2050 Totals: 576 $10,944.00 576 $10,944.00 Units Unit Desc 1 SELECT 1 SELECT 1 SELECT Fee Amount $195.25 $48.81 $4.50 Permit Total Fees: $248.56 A 6-FOOT HIGH SIGHT -OBSCURING FENCE MUST BE INSTALLED AROUND PERIMETER OF VALLEY COACH ESTATES SUBDIVISION PRIOR TO ANY BUILDING PERMITS-MH Payment Summary: Permit Type Building Permit Fee Amount Invoice Amount Amount Paid Amount Owing $248.56 $248.56 $0.00 $248.56 $248.56 $248.56 $0.00 $248.56 Date: 5/23/2008 Page 2 of 2 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: JD Printed By: jmm Print Date: 5/23/2008 ...:;:0::::...;;;;;;;;,:.:; • S 4 4:4 4:4 2.2744 5.4 18 2.2745 I, ..,.,.. .,k.... ?,..,. ",.... ...... \ ..,..5 / ...:. --, -,,....v.....,- • 4 7 PLANNING DEPT. APPROVED BY: 1141 DATE: 5/z37i'8 Quality STEEL BUILDINGS, INC. N. 7810 Market Center Suite pokane, Wa. 99207 LIC# QUALISBO81 C7 SITE PLAN SHOW NORTH 61 (509) 468-1606 office (509) 468-3720 fax CITY. TV OFSPOr,=A° EV.31...LCY RAY 22, R CENTER BY: __ Propose.; 10' FROM SEPTIC/DRAINFIELD SHOW STREETS/ALLEYS SHOW SEPTIC/SEWER/DRAINFIELD SHOW EXISTING BUILDINGS SHOW SETBACKS-FRONT,REAR,SIDE SHOW LOT SIZE SIDE YARD & REAR YARD SET BACKS. 5' TO PROPERTY LINE UP TO 15' PEAK HIGH FOR EVERY FOOT OVER 15' ADD 1' TO SET BACK. JOB NAME L" 3 PHONE # ADDRESS 1 1� PARCEL # S5 a71 1-4 y Truss �, L01240 24 Lumbennens' Building Centers, Spokane, WA 99206 Truss Type COMMON rty R27685369 ,JOD Kererence to nenn.,I 7.030 s Jan 3 2008 MiTek Industries, Inc. Wed Jan 23 16:42:10 2008 Page 1 4-10-8 4-10-8 8-5-4 8-5-4 8-5-4 34i-12 12-0-0 3-6-12 5x9 = 4 15-6-12 7-1-8 15-6-12 3-6-12 19-1-8 3-6-12 24-0-0 85-4 24-0-0 4-10-8 Scale = 1:39.4 Plate Offsets (X.Y): [1:0-8-2 0-2-8]. 14:0-4-8.0-2-01 17•0-8-2 0-2-81 [8.03-8 0-2-41 I1Q 0-2-0 0-2-4] LOADING (psf) TCLL 40.0 (Roof Snow=40.0) TCDL 5.0 BCLL 0.0 BCDL 1.0 LUMBER TOP CHORD BOT CHORD WEBS REACTIONS SPACING 6-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr NO Code IRC2006(TP12002 CSI TC 0.74 BC 0.95 WB 0.45 (Matrix) DEFL in (Ioc) I/defl Vert(LL) -0.41 8-10 >692 Vert(TL) -0.50 8-10 >564 Horz(TL) 0.15 7 n/a Ltd 240 180 n/a PLATES MT20 MT1 SH Weight: 119 Ib GRIP 185/148 185/148 2 X 6 HF 1800F 1.6E 2X6HF1B00F1.6E 2 X 4 DF Stud/Std *Except' 4-10 2 X 4 HF 1800F 1.6E, 4-8 2 X 4 HF 1800F 1.6E (Ib/size) 1=3249/0-5-8, 7=3249/0-5-8 Max Horz 1=83(LC 7) Max Upliftl=-359(LC 5), 7=-359(LC 6) 2-0-0 oc puriins (2-6-9 max.). '044 bracing. / PALMER S. TINGEY i = t([: BRACING TOP CHORD BOT CH9,F101,1 JOINFt300 �`i` N,s...N..•.. • FORCES (Ib) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. . ' O = TOP CHORD 1-2=-7974/865, 2-11=-6596(702, 3-11=-6474/720, 3.4=-6604/791, 4-5=-66QtdP% No. 17690 PE ' Ws 5-12=-6474/720,6-12=-6596/702, 6-7=-7974/867 S t� BOT CHORD 1-10=-814/7307, 9-10=-412/4820, 8-9=-412/4820, 7-8=-758/7307 :'. ,.r1 �1,.1f� WEBS 3-10=-1475/163, 5-8=-1475/162, 2-10=-1413/225, 4-10=-298/2754, 4-8=-297/_1l,s'• .eE NS 0`� `' 6-8=-1413/228 .S/ON ACE.,,•.•' NOTES 1) Wind: ASCE 7-05; 90mph; h=25ft; TCDL=3.0psf; BCDL=0.6psf; Category I; Exp B; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 2) TCLL: ASCE 7-05; Pf=40.0 psf (flat roof snow); Category I; Exp B; Partially Exp.; Ct= 1 3) Unbalanced snow loads have been considered for this design. 4) The bottom chord dead load shown is suffident only to cover the truss weight itself and does not allow for any additional load to be added to the bottom chord. 5) Dead loads shown include weight of truss. Top chord dead load of 5.0 psf (or less) is not adequate for a shingle roof. Architect to verify adequacy of top chord dead load. 6) All plates are MT20 plates unless otherwise indicated. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard EXPIRES: 08-01-08 January 24,2008 WARNING - Verify design parameters and READ NOTES ON TWS AND INCLUDED 1 OTEK REFERENCE PAGE aIN-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for on individual building component. Applicability of design paramenters and proper incorporation of component is responsibility or budding designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary brocing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Cuffed°, DSB-89 and BCSII Binding Component Safety Information available from Truss Plate Institute, 583 D•Onotno Drive, Madison, WI 53719. Mil MiTek` 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 (U TREATED POST TYPICAL GIRT CONNECTION 16d GALV. NAILS EACH GIRT NOTES FOR FLOOR PLAN �1 INTERIOR FRAME WOOD POSTS, SEE POST SCHEDULE THIS SHEET GABLE WALL POSTS - 6' X 6' TYPICAL DOOR POSTS - 4' X 6' TYPICAL FOOTING DIMENSIONS, B = 1'-8'; D = 3'-0' MAXIMUM POST SPACING 12' 0' �3 PURLINS @ 24' O.C., BEARING OR JOIST HANGERS (TYPICAL) H D Z W J IW W A . rn /- SEE DETAIL 0 tU 0 (U f -i- (W z_> J --' D a a • 0- coo x tU • t� 0 WLa SINGLE TRUSS PLAN VIEW SEE DETAIL 12 f°14r. 14 I °e. LB0,1 N.T.S. PURLIN CONNECTION METHODS: A). NOTES FOR SECTION A -A s TYPICAL PURLIN, SEE FLOOR PLAN FOR SIZE S2 TRUSS DESIGN BY OTHERS 0 2' X 6' @ 24' O.C., 10' BAYS 2' X 6' @ 24' O.C., 12' BAYS DF-L #2 GIRTS FLAT @ 24' O. C. 0 CONCRETE FOOTING, SEE SCHEDULE SS EXTEND POST TO TOP OF PURLIN ROOF FASTENED TO PURLINS WITH 1 1/2' LONG WOODFAST TEKS. WALLS FASTENED TO GIRTS WITH 1' LONG WOODFAST TEKS. 5 SEE DETAIL PURLINS MAY BE HUNG OFF THE TRUSS TOP CHORD FACES W/ STANDARD SIMPSON JOIST HANGERS OR EQUAL. PURLINS MAY BE BUTTED AND NAILE'B W/(2) 16d NAILS INTO EACH PURLIN. PURLINS MAY BE LAPPED AND NAILED W/(3) 16d NAILS ON CONNECTION METHODS "B' AND 'C", TOENAIL BACK SIDE OF PURLIN W/(1) 16d NAIL INTO EACH TOP CHORD MEMBER SEE FOOTING DETAIL BUILDING SECTION A -A N.T.S. 4 12 141• /`/ 1R��I�1 1 II SINGLE OVERHEAD DOOR OPTION FRONT ELEVATION N.T.S. NOTES FOR FRONT ELEVATION S1 HALF TRUSS DESIGN BY OTHERS SUPPORT PURLINS @ END TRUSS W/2" X 6' OR 2' X 8' STD JOIST HANGERS, LOWER TRUSS FOR END OVERHANG, IF REQ'D 62 2' X 10' HEADER 03 2' X 6' GIRTS @ 24' ❑.C., 10' BAYS, DF-L #2 2" X 6' GIRTS @ 24" O.C., 12' BAYS, DF-L #2 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 1" COLUMN SUPPORT 16d NAILS 6", 8" OR 10" POST NAILING PATTERN FOR POST LAMINATIONS NOTE: 2" X 6" LAMINATE MUST BE A TREATED MEMBER AND MUST EXTEND TO THE BOTTOM OF THE FOOTING. LAMINATE MAY BE SPUCED ABOVE MID HEIGHT OF COLUMN NOTES FOR FOOTING DETAIL TREATED POSTS AS SIZED PER SCHEDULE VIBRATE OR ROD CONCRETE TO OBTAIN FULL BEARING fj UNDISTURBED S❑IL FOOTING DETAIL GABLE END TRUSS - 16d NAILS 2" X 6' X 18' BOLTING BLOCK 2' X 6' X 18' BOLTING BLOCK N.T.S. 8 - 16d NAILS CORNER POST - 16d NAILS DETAIL 3 TYP, GABLE END TRUSS CONNECTION USE BOLTING BLOCKS BELOW ALL CORNER COLUMN GIRTS NOTES FOR CONNECTION DETAIL 0 TRUSS TOP CHORDS TRUSS DESIGN BY TRUSS MANUFACTURER S2 PURLIN SUPPORT STRUT 2' X '4" X FULL DEPTH OF TOP CHORD PLUS PURLIN. NAIL PURLINS W/(3) 16d NAILS 0 NAIL STRUT TO TOP CHORD W/(3) 16d NAILS EACH SIDE. 0 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 0 SOLID BLOCKING AT CONNECTION POINTS. S8 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 DOUBLE OVERHEAD DOOR OPTION OPTIONAL FRONT ELEVATION N.T.S. SINGLE SLIDING DOOR OPTION OPTIONAL FRONT ELEVATION N.T.S. S3 3068 MAND❑❑R OPTION OPENING k OPTIONAL FRONT ELEVATION N.T.S. SPLIT SLIDER DOOR OPTION OPTIONAL FRONT ELEVATION N.T.S. NOTES FOR OPTIONAL FRONT ELEVATIONS S1 HALF TRUSS DESIGN BY OTHERS S2 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 24' '0' S3 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, S5 DOUBLE 2" X 6" KINGPOST NOTES FOR DETAIL 2- KNEEBRACE S1 TRUSS TOP CHORD, DESIGN BY OTHERS S2 TRUSS BOTTOM CHORD, DESIGN BY OTHERS S3 2' X 6' DF-L #2 EACH SIDE S4 WOOD POST, SEE POST/FOOTING SCHEDULE S5 4 16d GALV. NAILS, EACH SIDE 1), KNEE BRACE REQUIRED WHERE SHOWN ' ON P❑ST/FOOTING SCHEDULE. BRACE NOT REQUIRED @ GABLE END TRUSSES. 2). ALTERNATE KNEE BRACE/POST & TRUSS/POST CONNECTION = USE 3/4'0 THRU BOLTS, EACH LOCATION.. DETAIL 2 KNEE BRACE N.T.S. BUILDING SPECIFICATIONS: GENERAL - ALL BUILDING CONSTRUCTION SHALL CONFORM TO THE 2006 EDITION OF THE INTERNATIONAL BUILDING CODE (IBC 2006), AND ALL STATE & LOCAL BUILDING CODES. THESE SPECIFICATIONS AND PLANS ARE INTENDED FOR USE IN 30 OR 40 PSF LIVE LOAD, 85 MPH WIND SPEED, EXPOSURE B AND SEISMIC DESIGN CATEGORY C. DESIGN LOADS - ROOF LL = 40 PSF ROOF DEAD LOAD = 5 PSF* CEILING LL - 0 Psr 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 SOILS OR BETTER. 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 318-05. WOOD - STRUCTURAL LUMBER SHALL CONFORM TO DF-L #2 OR BETTER BY WWPA GRADING RULES. MAXIMUM MOISTURE CONTENT SHALL DE 19% BY WEIGHT. NAILING SHALL CONFORM TO TABLE 2304.9.1 FASTENING SCHEDULE & OTHER APPROPRIATE SECTIONS OF CHAPTER 23 OF THE IBC. ALL NAILS INTO PRESERVATIVELY TREATED WOOD SHALL BE HOT -DIPPED ZINC COATED 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 BUILDINGS SHALL BE AS NOTED ON THE PLANS. ALL POST MATERIALS SHALL BE HEM -FIR #2 OR BETTER, FULL DIMENSION AND GRADED EY WWPA GRADING RULES. HARDWARE SHALL BE SIMPSON OR APPROVED EQUAL. ALL BOLTS SHALL CONFORM TO ASTM A307. METAL PANELS MAY BE DELTA RIB STYLE, GALVANIZED OR PAINTED, 29 GAUGE THICKNESS, ASTM A653 STRUCTURAL QUALITY (SQ), Fy = 00.0 ksl. ROOF PANELS SHALL BE FASTENED TO PURLINS WITH PLATED, GASKETED 1 1/2" LONG METAL TO WOOD FASTENERS. WALL PANELS SHALL BE FASTENED TO GIRTS WITH PLATED, GASKETED 1" OR LONGER METAL TO WOOD FASTENERS. PANELS SHALL BE INSTALLED AND FASTENED ACCORDING TO THE MANUFACTURER'S RECOMMENDATIONS. ALTERNATE ROOFING & SIDING APPLICATIONS - BUILDING ROOF MAY BE SHEETED WITH 15/32" 0.S.B. BOARD, 1/2" C-DX PLYWOOD OR OTHER APA RATED SHEETING, NAILED 0 6" 0. C. W/ 8d OR 10d NAILS. FINISH COVERING FOR SHEETED ROOF MAY BE COMPOSITION ROOFING OVER 30# FELT, OR 29 GAUGE METAL ROOFING OVER 15# FELT. BUILDING MAY BE SIDED WITH 7/16" 0.S.B. BOARD, 1/2" C-DX PLYWOOD, 15/32" T-111. PLYWOOD SIDING OR HARDI-PLANK. LAP SIDING MAY BE INSTALLED OVER BUILDING WRAP AND WALL SHEETING. SHEETING SHALL BE FASTENED TO GIRTS WITH 8d, NAILS 0 6" 0. C., OR 1 1/2" LONG X 16 GA. STEEL STAPLES 0 6" 0. C. 0 PANEL EDGES & INTERMEDIATE FRAMING. SOIL COMPACTION - ALL BACKFILLED SOIL BENEATH FOOTINGS SHALL BE COMPACTED 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 OF WASHINGTON. TRUSS LOADING: TOP CHORD LIVE LOAD = 40 PSF TOP CHORD DEAD LOAD = 5 PSF BOTTOM CHORD DEAD LOAD = 1 PSF TRUSS WEB BRACING INTERIOR QR GABLE END TRUSSES NOTES FOR TRUSS WEB BRACING; TRUSS DIAGRAMS WILL OFTEN REQUIRE WEB MEMBER BRACING, WHICH IS SHOWN ON TRUSS DRAWINGS MS 175d THE METHOD OF TRUSS WEB BRACING SHOWN ABOVE REPLACES 1' X 4' OR 2' X 4' WEB MEMBER BRACING FOLLOW THESE INSTRUCTIONS FOR ALL WEB MEMBER BRACING TO REPLACE 'RAT -RUN' WEB l0d NAILS @ 6' O.C. ' X 6' OR 2" X 8" L-BRACE Od NAILS @ 6' O.C. ' X 4' -BRACE TRUSS WEB MEMBER TRUSS WEB MEMBER SECTION B-B AT INTERIOR TRUSSES 0� SECTION B-B AT GABLE END TRUSS S2 TYPICAL TRUSS BOTTOM CHORD BRACING NOTES FOR TRUSS BOTTOM CHORD BRACING 0 GABLE END TRUSS 0 DOUBLE INTERIOR TRUSSES S3 2' X 4' X-BRACING @ 10' 0" O.C. 0 2' X 4' BOTTOM CHORD BRACING @ 10'-0" O.C. OR, AS SPECIFIED BY TRUSS MANUFACTURER SS TOENAIL BRACES TO TRUSSES WITH 3 - lOol NAILS OVERHEAD DOOR OPENING SLIDING DOOR OPENING TYPICAL SIDE ELEVATION NOTES FOR SIDE ELEVATION S1 2' X 8' HEADER S2 2' X 10' HEADER FOR 10' & 12' SLIDING DOORS 2' X 8' HEADER FOR 8' & SMALLER SLIDING DOORS N.T.S. N.T.S. SHEATHING REQUIRMENTS THE FOLLOWING MINIMUM ROOF DIAPHRAGM REQUIREMENTS ARE NEEDED IN ROOF STEEL' 2' GAUGE GRAND -RIB III, 36' WIDTH OR EQUIVALENT IN FIELD SCREWS' #10 x 1 1/2' AT 9' O.C. (NEXT TO HIGH RIB) ■ EAVE AND RIDGE PURLIN SCREWS' #14 x1 1/2' AT BOTH SIDES OF EACH MAJOR RI.B THE FOLLOWING MINIMUM ENDWALL DIAPHRAGM REQUIRMENTS ARE NEEDED x ENDWALL STEEL' 29 GAUGE GRAND -RIB III, 36' WIDTH OR EQUIVALENT * FIELD SCREWS' #10 x 1 1/2' E 9' O.C. (NEXT TO HIGH RIB) NI BASE GIRT, ENL TRUSS, AND DOOR HEADER SCREWS' #14 x 1 1/2' 2 BOTH SIDES 4JF EACH MAJOR RIB. DIAPHRAGM SCREWS DIAPHRAGM.SCREWS 2 ENDWALL BASE GIRT ACROSS EAEA&LIDEPRI HEA DERS END TRUSS TOP CHORD,VRGUNON O DIAPHRAGM SCREWS) TYPICAL SCREW PATTERN, EXCEPT AS NOTED AL:IVE STEEL SHEETING SCREW PATTERNS : � 4.5:E IF THIS SEAL lS NOT ©i �\ P1VINTED IN i1ED �Q� THE U8E OR REPNODUCTIOIl OF THIS PLAN OR BLUEPRINT MAY Q BE AN tNFRINGEMENT OF THQ FED. COPYRIGHT ACT COPYRIGHT PROTECTION TO FORT COPYRIGHT HT YIOLATIOt CAL1-000 775.01x 0 REWARD FOR REPORTING 9 M DUAL COPYRIGHT QLUC Daniel Waribeke, P. E. N.T.S POST/FOOTING SCHEDULE 12' - 24' SPANS, 40 PSF LIVE LOAD POST COLUMN FOOTING TWEE BRACE CONCRETE SPACING 10'-0" 10'-0" 10'-0" 8 -0' 12 -0" 14-0 16-0' 18'4 20.-0" 22,-0" 24'4" WXD 6",X 6" 6 X 6 6 X6"W/2' X 6" 6X8 6"X8"W/2"X6" 6"X10" 6" X 10" 6" X 10" W/2" X 6" "B" DIA. 24 24' 24" -24• " 24" 3'-O 3 -0' 3'-0 3-0' 3'-O" 3,-2". 3.-8" REQUIRED NO NO NO NO .. NO NO NO NO NO VOLUME, YD3 0.35 0.35 0.35 0.35 0.35 0.35 0.35 0.37 0.43 12-0" 12-0" 12-0" 12-0" 12-0" 12-0"_ 12-0' 12-0 12'-0" 8'-0" 12-0' 14.O" 16'-O" 18'-0" 20-0 24',4' 6" X 6" 6" X 6" 6 X 6" W/2' X 6" 6" X 6" W/2 X 6" 6" X 8"W/2" X 6" 6" X8"Wi2"X6" 6"X10 6" X 10"W/2" X 6" 6"X12" 26" 26" 26" 26" 26" 27" 27" 27 27" _. 4'-O 3'-0" 3 -O" 3'-O 3'-0" 3'-0".. 3,-3 3'-6" 3'-10" NO NO _ NO NO __ NO. NO NO POST/FOOTING SCHEDULE 30' SPANS, 40 PSF LIVE LOAD POST SPACING 10'-0" 10'-0" LL 10'-0" 12-0" 12-0" 12-0" 12-0"__. __ 1-2-4 .. _ 12-0" 12-0" 12-0" COLUMN 8'-0" 10'-0" 14-0" 1s.-o".. 20-0: 8-0 10-0" 12'-0 20.-0 WXD 6" X 6" 6" X 6" 6" X 6" W/2" X 6" 6 X6 W/2"'X6 6" X 8" 6" X 8" W/2" X 6" 6''X10''�- 6"X10"W/2"X6" 6" X 12" 6" X6 6X_6'�___ 6" X 6" W/2" X 6" 6" X 8" 6"X8"W12"X6" 6'X10" 6" X 10" W/2" X 6" 6" X 12" 6"X12"W/2"X6" FOOTING "B" DIA. 26" 26" 26" 27" ._ 27 27" 30" _30" 30: 30„ 30" 30 30" 30" 3'-0" 3'-0" 3'-0 3'-0 3'-0' 3 -0" 3'-0' 3'-O" 3.-2" 3'-4 3,4," KNEE BRACE REQUIRED NO NO NO NO NO NO _ NO NO NO ....._... NO NO- W) NO NO NO YES_. POST/FOOTING SCHEDULE 36' SPANS, 40 PSF LIVE LOAD POST SPACING 10-0 124"- 12-0" 12-0" 12-0" 12-0" COLUMN "H" 10'4" 2411411 WXD 6" X 6" 6" X 6" 6" X 12" W/2" X 6" FOOTING "B" DIA. 30" 30" 30" 30" 30" 30" 32" 32" 32" 32" 32" 32" 32• " 'T' KNEE BRACE REQUIRED NO NO -467 NO NO NO NO YES NO NO ivo NO NO NO NO NO NO POST/FOOTING SCHEDULE 40' SPANS, 40 PSF LIVE LOAD POST SPACING 12-0" 124. COLUMN 6" X 6" FOOTING "B" DIA. 30" 30" 30" 30" 30" 32" 32" 33" 33 33" 34• " KNEE BRACE REQUIRED NO NO NO YES NO NO NQ NO YES NO NO NO NO NO NO NO NO 0.41 0.41 0.41 0.41 0.41 0.45 0.48 0.52 0.57 CONCRETE VOLUME, YD3 0.41 0.41 0.41 0.44 0.44 0.44 0.44 0.48 0.52 0.55 0.55 0.55 0.55 0.55 0.55 0.58 0.61 0.64 CONCRETE VOLUME, YD3 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.58 0.64 0.62 0.62 0.62 0.62 0.62 0.62 0.62 0.67 0.72 CONCRETE VOLUME, YD3.. 0.55 0.55 0.55 0.55 0.55 0.55 0.62 0.62 0.62 0.68 0.66 0.66 0.66 0.66 0.66 0.66 0.66 0.74 0.82 POST/FOOTING SCHEDULE 48' TO 52' SPANS, 40 PSF LIVE LOAD POST COLUMN FOOTING KNEE BRACE CONCRETE SPACING 16'4" 12-0" 12-414 12-0" 12-0" 6" X 6" 6" X 8" W/2" X 6" 6" X 6" "B" DIA. 34" 34" 34" 38" 38" 38" 38" REQUIRED NO NO NO NO NO NO YES NO NO NO NO NO NO NO NO VOLUME, YD3 0.70 0.70 0.70 0.70 0.70 0.70 0.70 0.70 0.74 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.95 POST/FOOTING SCHEDULE 54' TO 60' SPANS, 40 PSF LIVE LOAD POST COLUMN FOOTING KNEE BRACE CONCRETE SPACING 12-0" 18'4" 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 1 6'-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 1 6'-0". ABOVE 1 6' 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 HAVE CONCRETE FLOORS, INCREASE FOOTING DIAMETER X 2" & FOOTING DEPTH X 4". 6" X 6" W/2" X 6" 6" X 10" W/2" X 6" 6" X 6" "B" DIA. - 38" 38" 38" 38111 38" 38" 40" 40" 40" 40" 40" 42• " 3'-2" REQUIRED NO NO NO NO NO NO YES NO NO NO YES NO YES NO VOLUME, YD31 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.93 0.97 0.97 0.97 0.97 0.97 0.97 0.97 1.07 1.13 WAMBEKE ENGINEERING 2913 E. 61st Court Spokane, WA 99223 LAYOUT, STRUCTURAL DETAILS AND SPECIFICATIONS POST FRAME BUILDINGS 40 PSF LIVE LOAD - IBC 2006 QUALITY STEEL BUILDINGS, INC 7810 NORTH MARKET BY DATE DRAWING NO., REV. DRAWN WAMBEKE CHECKED REV BY DATE DESCRIPTION OF CHANGE PROJECT NO. 2-24-08 QUALITY.IBC2006-30 2008 SHEET' 1 OF 1 PROVIDE DIAGRAMS AND ENGINEERING. LAYOUTS FOR ROOF TRUSSES, BEAMS AND FLOOR SYSTEMS PRIOR TO FRAMING INSPECTIONS CITY COPY THIS BUILDING SUBJECT, TO FIELD INSPECTION CORRECTIONS 5ia� REVIEWED FOR COD = COMPLIANCE SPOKANE VALLEY BU DING IVISION —rev(