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2006, 10-18 Permit 06004054 Pole BldgSiokane� valley BUILDING DIVISION 11707 E. Sprague Avenue, Suite 106 Spokane Valley, WA 99206 Site Information Project Information Site Address: 15224 E CATALDO AVE Parcel Number: 45141.0506 Subdivision: Block: Lot: Zoning: AGS Owner: EVANS, JOHN M Address: 15224 E CATALDO AVE SPOKANE VALLEY, WA 99206 Building Inspector: Water Dist: Project Number: 06004054 Inv: 1 Issue Date: 10/18/2006 Permit Use: 30X40 POLE BUILDING Applicant: QUALITY STEEL BLDGS 7810 N MARKET ST SPOKANE, WA. 99217 Phone: (509) 468-1606 Contact: QUALITY STEEL BLDGS 7810 N MARKET ST SPOKANE, WA. 99217 Phone: (509) 468-1606 Setbacks - Front: Left: Right: Rear: Group Name: Project Name: Permits Buildin' Permit Contractor: QUALITY STEEL BUILDINGS INC License #: QUALISB081C7 POLE BDLG U-1 VB 1,200 RESIDENTIAL PERMIT FEE Total Value: $22,800.00 ACCESSORY PLANS REVIEW WSBC SURCHARGE FOR BUILDING INSPECTIONS CALL (509) 688-0054. $363.25 $90.81 $4.50 Total Permit Fee: $458.56 Payment Summary f Total Fees AmountPaid AmountOwing $458.56 $458.56 $0.00 Tran Date 10/18/2006 Receipt # Payment Amt 7359 $458.56 Notes / Conditions of Approval VOID CONDITION Processed By: Blake, Anita M Printed By: Blake, Anita M Page 1 of 1 PERMIT NOTICE The ownership of a Spokane Valley Development Permit will inure to the property owner. The permit applicant, by definition, is the property owner or an authorized agent of the property owner. It is the responsibility of the applicant/permittee that the use described on the front of this permit complies with applicable codes and that required inspections are requested. Failure to request inspections as listed below and obtain the necessary approvals before progressing beyond the point where inspections are required may necessitate removal of certain parts of the construction at the applicant's/permittee's or property owner's expense. At a minimum, the following inspections ARE REQUIRED by City Code: FOOTING — when forms and reinforcement are in place and prior to placement of concrete -all structures, including manufactured homes. NOTE: This inspection includes review of the structure's setback from property lines. Minimum setbacks are established by City of Spokane Valley Ordinance. Curb lines and fence lines are not necessarily indicative of property lines. The responsibility to comply with applicable setback provisions lies solely with the permittee-neither the City of Spokane Valley nor its authorized representatives assume any responsibility for the verification or location of your property lines. Please verify their location prior to locating your structure. Failure to properly locate the structure may require its relocation at the owner's/permittee's expense. FOUNDATION — when forms and reinforcement are in place and prior to placement of concrete. PLUMBING — after rough -in, before covering, and final. MECHANICAL — rough -in of piping, before covering, metal chimneys before concealment, and final. FRAMING — after all framing, bracing and blocking is in place, rough electrical, plumbing and mechanical systems are complete, and prior to concealing. FINAL — when complete and prior to occupancy and/or use. All permits require final inspection. NOTE: In addition to inspection of the structure, this inspection includes review of site improvements (typically depicted on the approved site plan) required by ordinance or as a condition of approval of this permit. Items such as the installation of fire hydrants, fire department access, on -site drainage ('208' swales), road improvements, parking and landscaping are common requirements of a permit/site plan which must be completed prior to final approval of a building or issuance of a Certificate of Occupancy. MANUFACTURED HOMES — Final inspection required when complete, stairs, handrails, skirting, etc. installed, and prior to occupancy; completed inspection record card must be available on site. PLUMBING REVERSALS FOR SEWER CONNECTIONS — prior to cover. RIGHT-OF-WAY/APPROACH — prior to placement of concrete/asphalt or, if gravel approach, after completion. In addition to the above, any plumbing or mechanical systems or material which would be concealed by framing, drywall, concrete, etc. must be inspected prior to cover. Check with the Building department for "special inspections" in conjunction with commercial projects. FOR INSPECTIONS Please give one working day/24 hour notice. Different parts of your project may require permits and inspections from more than one agency. Building, plumbing (includes interior reversals for sewer) and mechanical, City of Spokane Valley Building Division 688-0054 Road cuts for utilities or driveways, City of Spokane Valley Public Works 688-0195 or State Dept of Transportation 324-6000 Permits and inspections for electrical wiring, State Department of Labor Permits and inspections for Sewer Connection. Spokane County Utilities Division And Industries 324-2640 477-3604 Permits and inspections for on -site septic systems, Spokane Regional Fire sprinkler and alarrn systems and private access road inspections, Spokane Valley Health District 324-1560 Fire Department 892-4122 State law RCW 19.122 requires that prior to any excavation the "CALL BEFORE YOU DIG" center must be notified. Call before you dig at least 2 working days in advance. 456-B000. PERMIT EXPIRATION AND REFUNDS All permits shall expire by limitation and be declared void if a) work is not started within 180 days of obtaining a permit, or b) work is abandoned for 180 days or more after beginning work, or c) after two years from the date of permit issuance, regardless of whether the work is finished. If a permit is expired for time, a new permit may be obtained for half the permit fee based on the value of the remainder of the work to finish the original permit. All refund requests must be made in writing by the original perrnittee to the Building Official no later than 180 days after the date of fee payment. 100% refunds will be granted for any fee erroneously paid or collected. Refunds of not more than 80% of a permit fee may be authorized when no work has been done under the permit issued. Refunds of not more than 80% of a plan review fee paid may be authorized when an application is withdrawn or cancelled prior to the plan review being completed. Owner / Agent 'rz--- 9- - Date Q -FS —0(0 Staff Approval Date /5 /c(V /-kJ G sT a ,�r rtt. _ se e y , (1%li I FLcT — �d )t/ou>c /S2%Zy —17 40 270.5 I ' d I i79 1 1799 80Z jIagdwej d00:EO 90 II0 400 Ply 101040 30 Lambemen's Bufding Centers, Spokane, WA 99206-4220 5-10-8 5-10-8 5x16 = 10-5-4 10-SA 10.5-4 4-6-12 runs type COMMON 10 5x9 = 15-0-0 4642 7x8 = 9 thy 19-6-12 46-12 5x8 M118H = 19-6-12 9-1-8 1 :lob Reference (optional) 200sJut13 MITek lneusbles, Inc Thu Feb 1810.44 8 5x9 = 241-8 45-12 30-0-0 105-4 30-0.0 5-10-8 R20143795 06 Page 1 Scale= 1:49.5 5x16 = Plate Offsets (X,1): [1:0-8-2.0-2-81; [7:0-8-2,0.2-81, [8:0-3-1240-2-01, [10:0-1-12,0-2-01 LOADING (psf) TCLL 40.0 (Roof Snout^-40.0) TCLL 5.0 BCLL 0.0 BCDL 1.0 SPACING 5-0-0 Plates Increase 115 Lumber Increase 1.15 Rep Stress Ina NO Code IRC2003/TP12002 CSI TC 0.96 BC 0.70 WB 0.49 (Matrix) DEFL Vert(LL) Vert(TL) Horz(TL) in -0.51 -0.62 0.16 (loc) 8-10 8-10 7 1/dell >702 >572 n/a L/d 240 180 n/a PLATES MT20 MTI8H Weight: 150 lb GRIP 185/148 185/148 LUMBER TOP CHORD 2 X 6 HE 800E 1.6E BOT CHORD 2 X 6 HF 2400F 2.0E WEBS 2 X 4DFStud/Std*Excepts 4-102 X 4 HF 1800F 1.6E, 4-82 X 4 HE 1800F1.6E BRACING TOP CHORD BOT CHORD WEBS 2-0-0 cc puffins (2-0-5 max.. Rigid ceiling directly applied or 836 oc bracing. 1 Row at midpt 2-10, 6-8 REACTIONS (lb/size) 1=3397/0-5-8, 7 397/0-58 Mork Horz1=146(load case 7) Max Uplift1=638(load case 5), 7=638(load Case 6) Max Grav1=3767(load case 2), 7=3767(load case 3) FORCES (Ib)- Maximum Compression/Maximum Tension TOP CHORD 1-2=9032/1564, 2-3=7055/1279, 3-0=-7029/1388, 4-5=7029/1388, 58=7055/1279, 6-7..9032/1566 BOT CHORD 1-10=1505/8243, 9-10=766/5070, 8-9=766/5070, 7-8=1399/8243 WEBS 3-10=1563/279, 5-8=1563277, 2-10=2207/407, 410=545/3305, 48=544/3305, 6-8 —2207/410 NOTES 1) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=3.0pst BCDL=0:6pst, Category I; Exp B; enclosed; MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 2) TCLL: ASCE 7-98; Pf=40.0 psf (gat roof snow); Exp B; Partially Exp. 3) Unbalanced snow loads have been considered for this design. 4) The bottom chord dead load shown is sufficient only to cover the tons 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 requires plate inspection per the Tooth Count Method when this truss is chosen for quality 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other li 9) This truss is designed in accordance with the 2003 International Residential Code sections R502.1 ..1 aR802.10.2 and refe standard ANSI/TPI 1. REDONG LOAD CASE(S) Standard j YU tom: No. 10734 PE ,ENS9 ONAL EXPIRES: 12-19-06 February 20,2006 ® WARNMG- Verlrp design pammna4n and READIIOTES Olt THIS ANO'E9a:ODEDWTEE REPERATE PAGE 11R-T4T3 BEFORE OEM Design valid for use only WM Meek connectors. lhb design Is based only upon parameters shown. and b bran individual building component. APplcabwty of dedgn commenters and proper Incorporation of component Is reps of building designer = not buss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to insure stab'tty during construction Is the responslblliry of the erector. Additional permanent bracing of the overallsW-hoe b the responsibility of the building de:loner. For general guidance regarding fabrication, quality control..trn,.de. delNery, erection and bracing. consult ANSI/RII 0uallly Cdterta, 050.89 and BC211 BNtding Component Safety Infonnasan available from Truss Plate Institute, 5830'Onoeio Drive. Madison. WI 53719. 7777 Greenback Lane Suite 109 Citrus Heights, CA, 958 MiTek` • TREATED POST - 16d GALV, NAILS 2" X 6" GIRT (FLAT) TYPICAL GIRT CONNECTION NOTES FOR FLOOR PLAN Q 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'i D = 3' 0" MAXIMUM POST SPACING 12' 0' PURLINS @ 24' ❑.C,, BEARING OR JOIST HANGERS (TYPICAL) H LD Z W J 0 J CeJ a- w > X (LL U 0 a. w a.. X tU N woo I fU • (U f -5- 0 z> J ►-! 0_' -J w a_ N • 0- CO X `t (U ww yl: HBO SPANS 12' TO 60' DOUBLE TRUSSES w H DOUBLE TRUSSES EACH GIRT SINGLE TRUSS 61 PLAN VIEW N.T.S. NOTES FOR SECTION A -A 31 TYPICAL, PURLIN, SEE FLOOR PLAN FOR SIZE S2 TRUSS DESIGN BY OTHERS S3 2' X 6' @ 24' O.C., 10' BAYS 2' X 6' @ 24' ❑.C., 12' BAYS DF-L #2 GIRTS FLAT @ 24' O. C. S4 CONCRETE FOOTING, SEE SCHEDULE S5 EXTEND POST TO TOP OF PURLIN ROOF FASTENED TO PURLINS WITH 1 1/2' LONG WO❑DFAST TEKS. WALLS FASTENED TO GIRTS WITH 1' LONG W❑ODFAST TEKS, BUILDING --IS SEE FOOTING DETAIL SECTION A -A N.T.S. NGLE OVERHEAD DOOR ❑PTI❑N FRONT ELEVATION N.T.S. NOTES FOR FRONT ELEVATION Si 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 0 2' X 10" HEADER 3 2' X 6' GIRTS @ 24" O.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 $6 TREATED 2" X 6' BOTTOM GIRT OR TREATED 2' X 10' BOTTOM GIRT PURLIN CONNECTION METHODS! A). PURLINS MAY BE HUNG OFF THE TRUSS TOP CHORD FACES W/ STANDARD SIMPSON JOIST HANGERS OR EQUAL, B), PURLINS MAY BE BUTTED AND NAILED W/(2) 16d NAILS INT❑ EACH PURLIN. C), 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 INT❑ EACH TOP CHORD MEMBER DETAIL 1 CONNECTION, TRUSS COLUMN PURLIN SUPPORT N.T.S. - 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 SPLICED ABOVE MID HEIGHT OF COLUMN NOTES FOR FOOTING DETAIL TREATED POSTS AS SIZED PER SCHEDULE VIBRATE OR ; ROD CONCRETE TO OBTAIN FULL BEARING UNDISTURBED. SOIL FOOTING DETAIL GABLE END TRUSS 16d NAILS 2" X 6" X 18' BOLTING BLOCK 2' X 6' X 18' BOLTING BLOCK DETAIL 3 TYP, GABLE END TRUSS. CONNECTION USE BOLTING BLOCKS BELOW ALL CORNER COLUMN GIRTS N.T.S. 8 16d NAILS CORNER POST - 16d NAILS NOTES FOR C❑NNECTI❑N DETAIL 0 TRUSS TOP CHORDS TRUSS DESIGN BY TRUSS MANUFACTURER PAR 0 PURLIN SUPPORT STRUT 2" X "4" X FULL ,ye'HOD N co NN Io DEPTH OF TOP CHORD PLUS PURLIN, yo .Aecr N NAIL PURLINS W/(3) 16d NAILS 0 NAIL STRUT TO TOP CHORD W/(3) 16d NAILS EACH SIDE, S4O MANUFACTURED TRUSS. NOTCH POSTS 1-1/2" EACH SIDE TO PROVIDE TRUSS SEAT, 0 WOOD POST, SEE P❑ST/FO❑TING SCHEDULE, 0 4 - 40d GALV. NAILS IN PRE -DRILLED HOLES OR 3/410 MACHINE BOLT CD S❑LID BLOCKING AT C❑NNECTI❑N 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 DOUBLE OVERHEAD DOOR OPTION OPTIONAL FRONT ELEVATION 12 4 N.T.S. SINGLE SLIDING DOOR OPTION OPTIONAL FRONT ELEVATION N.T.S. 12 sJ 3068 MANDO❑R OPTION • 4! OPTIONAL FRONT ELEVATION 12 N.T.S. NOTES FOR OPTIONAL FRONT ELEVATIONS Si HALF TRUSS DESIGN BY OTHERS 0 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' 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" KINGPOST OPENING SPLIT SLIDER DOOR OPTION OPTIONAL FRONT ELEVATION N.T.S. AT INTERIOR TRUSSES NOTES FOR DETAIL 2- KNEEBRACE Si TRUSS TOP CHORD, DESIGN BY OTHERS 0 TRUSS BOTTOM CHORD, DESIGN BY OTHERS 0 2" X 6' DF-L #2 EACH SIDE 0 WOOD POST, SEE P❑ST/F❑❑TING SCHEDULE SS 4 - 16d. GALV, NAILS, EACH SIDE 1). KNEE BRACE REQUIRED WHERE SHOWN ON PDST/FO❑TING SCHEDULE, BRACE NOT REQUIRED AT GABLE END TRUSSES, 2). ALTERNATE KNEE BRACE/POST AND TRUSS/POST CONNECTION = USE 3/41'0 THRU BOLTS, EACH LOCATION, DETAIL 2 KNEE BRACE N.T.S. 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 OR 40 PSF LIVE LOAD, 85 MPH WIND SPEED, EXPOSURE B AND SEISMIC DESIGN CATEGORY C. DESIGN LOADS - ROOF LL = 30 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 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 318-99. 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 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 BY 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 = 80.0 ksi. 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. SOIL COMPACTION - ALL BACKFILLED SOIL BENEATH FOOTINGS SHALL BE COMPACTED WITH A VIBRATORY COMPACTOR TO 95% OF THE PROCTORDENSITYAS 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 OR 40 PSF TOP CHORD DEAD LOAD = 5 PSF BOTTOM CHORD DEAD LOAD = 1 PSF 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 PIS l›c'1 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 10d NAILS @ 6' O.C. 0d NAILS @ 6" O.C. X6'OR2"X8" 'X4' L-BRACE L-BRACE TRUSS WEB MEMBER TRUSS WEB MEMBER SECTION B-B SECTION B-B AT GABLE END TRUSS TYPICAL TRUSS BOTTOM CHORD BRACING NOTES FOR TRUSS BOTTOM CHORD BRACING Si GABLE END TRUSS 0 DOUBLE INTERIOR TRUSSES 0 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 - 10d NAILS OVERHEAD DOOR ❑PENING I I I 11 1 II 11 I1 SLIDING DOOR OPENING ., .,. ., ., ., ., ., ., , .\ TYPICAL SIDE ELEVATION NOTES FOR SIDE ELEVATION Si 2' X 8" HEADER 0 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 REQUIRMENT$ THE FOLLOWING HINIMUM ROOF DIAPHRAGM REQUIREMENTS ARE NEEDED! * ROOF STEEL! 29 GAUGE GRAND -RIB III, 36' WIDTH OR EQUIVALENT NI FIELD x 1 1/2' ATTO HIGH RIB) NE AVE AND SCREWS IDGE 10 PURLIN SCREWS9�#104Cx1NEX1/2T 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 * BASE GIRT, END TRUSS, AND DOOR HEADER SCREWSIGH 14 Rix�1 1/2' E BOTH SIDES OF EACH MAJOR RIB. DIAPHRAGM SCREWS EDArDOOREEERS&BA�RSTONWLLHADGALEENDTUSP CHORD, EAVE &--RIDGE PURLINS ON ROOF NOTED AGM S REWSJ TYPICAL SCREW PATTERN, EXCEPT AS STEEL SHEETING SCREW PATTERNS N.T.S j\LDINGS �\ S{'4OTTOe�GC, Q ' f g� IF THIS SEAL IS NOT ��� A� .Z� PRINTED IN PIED ®. ` THE U4E OR REPRODUCTION t`JF s Gj THIS PLAN OR CLUEPRI(yk1" MAY, #� . o DE AN INFRINGEMENT OF THE FED. COPYRIGHT ACT COPYRIGHT PROTECTION TO REPORT CO YRIL HT VIOLA11ON* CA s-outs �� v • EPORT6R I EXPIRES 12/29/07 ( POST POST 247- POST POSTIFOOTING SCHEt7ULE 12' - 24' SPANS, 30.8s 40 PSI LIVE LOAN COLUMN F�OTIAI[: `lee con.. SPACING' 12-0" 12-0" 12-0" 12-0" 12%0" POST NO NO NO NO NO POST/FOOTING SCHEDULE 30' SPANS, 30 & 40 PSF LIVE LOAD COLUMN SPACING 12-0" 12-0" 12-0" 12-0" 12-0" POST NO NO NO NO NO NO POST/FOOTING SCHEDULE 36' SPANS, 30 8, 40 PSF LIVE LOAD COLUMN SPACING KNEE BRACE CONCRETECONCRETECONCRETE 0.41 0.41 0.41 0.41 0.41 0.41 0.41 0.44 0.46 0.47 0.47 0.47 0.47 0.47 0.47 0.6 0.66 CONCRETE 81411 eifF -221.011 81411 6" X 6" 6" X 6" W/2" X 6" 6" X 8'W/2" X 6" 6Trx ion 1711 REQUIRED NO NO NO NO NO NO NO NO NO NO NO NO NO NO NO NO POST/FOOTING SCHEDULE 40' SPANS, 30 8, 40 PSF LIVE LOAD COLUMN SPACING 12-0" 811.011 REQUIRED NO NO NO NO YES NO NO YES NO NO NO NO VOLUME, YD3 0.47 0.47 0.47 0.47 0.47 0.47 0.47 0.47 0.60 0.62 0:62- 0.62 0.62 0.62 0.62 0.62 0.66 0.68 CONCRETE VOLUME, YD3 0.66 0.66 0.66 0.66 0.66 0.66 0.66 01,66 0.66 0.68 0.66 0.66 0.66 0166 0.66 0.66 0.66 1.70 0.72 POST/FOOTING SCHEDULE 48' TO 62' SPANS, 30 & 40 PSF LIVE LOAD COLUMN SPACING 04r- 12-0" 12-0" 12-0" 12.0" 120" 12-0" 12.0'' 12-0" POST 11111 2241- 6" 6" X 12" W/2" X 6" dirk 6" X 12" W/2" X 6" 6" X 8" W/2" X 6" Ina, DIA. 6" X 12" W/2" X 6" 6" X 6" W/2" X 6" 6" rer 6" X 10" W/2" X 6" 6" X 12" W/2" X 6" 11111 REQUIRED NO NO NO NO NO NO NO NO NO NO 0.20 0.20 0.20 0.20 0.24 0.24 0.27 0.41 0.41 0.41 0.41 0.44 CONCRETE VOLUME, YD3 26" 26" 26" 26" 26" 26" 26" 26" 28" 28" 28" 28" 28" 28" 28" 28" 28" 17,1 31.311 31411 FOOTING 32" 32" 32" 32" 32" 32" 31.011 FOOTING 30" 30" 30" 30" 30" 30" 33" 33" 33" 33" 33" 33" 33" 34" 34" 34" 34" 34" 34" 1711 3141, 314111 31.011 31411 314111 3'-2" "H„ 81.011 12'-O" _ 16'-0" 8 1'-0" 20'-0" 8',0'• 10%0" 18'-0 10" 6" X 6" X 6" 6" X 10" W/2" X 6" 18" 18" 18" 18" 20" 20" 21" 26" 26" 26" 26" 26" 26" 1711 31.011 31411 31.011 31.011 31411 31.011 31.011 31411 31411 KNEE REQUIRED NO NO VOLUME, YD3 NO NO NO NO NO NO KNEE BRACE KNEE BRACE NO NO NO NO KNEE BMCE REQUIRED NO NO NO NO YES NO NO NO NO NO NO NO NO YES NO NO NO CONCRETE VOLUME, YD3 0.70 0.70 0.70 0.70 0.70 0.70 0.70 0.70 0.79 0.79 017-9 0.79 0.16 0.79 0.79 0.83 0.83 POST/FOOTING SCHEDULE 64' TO 60' SPANS, 30 & 40 PSF LIVE LOAD COLUMN SPACING 12-0" 12-0Z_ 12-0" 12-0" 12.0" 12-0" 12.0" 12•0" 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 V-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 HAVE CONCRETE FLOORS, INCREASE FOOTING DIAMETER X 2" & FOOTING DEPTH X 4". 11111 24141, 811411 6" X 8" W/2" X 6" 6" X 10" W/2" X 6" 6" X 10" W/2" X 6" X 10" W/2" X 6" 36" 36" 36" 36" 36" 36" FOOT' NG 36" 36" 36" 36" 36" 36" 36" 401, 40" 31.011 31.011 31411 3'-2" 1711 311411 3141, 31411 31.011 311411 31.011 KNEE BRACE REQUIRED NO NO NO NO NO NO YES NO Nits CONCRETE VOLUME, YD3 0.79 0.79 0.79 0.79 0.79 0.83 0.97 0.97 0.97 0.97 NO NO NO NO NO YES NO NO NO 0.97 0.97 0.97 0.97 1.03 BEKE ENGINEERING Danlel Waribeke, P. E. Spokane, WA 99223 LAYOUT, STRUCTURAL DETAILS AND SPECIFICATIONS POST FRAME BUILDINGS 30 & 40 PSF LIVE LOAD QUALITY STEEL BUILDINGS, INC 7810 NORTH MARKET DRAWN BY WAMBEKE REV BY DATE DESCRIPTION OF CHANGE CHECKED DATE 01-08-06 DRAWING NO.1 QUALITY.IBC2003-06 PROJECT NO. 2006 REV, PROVIDE DIAGRAMS AND ENGINEERING LAYOUTS FOR ROOF TRUSSES, BEAMS AND H flOR SYSTEMS PRIOR TO FRAMING ii..;r.'PCilONS THIS BUILDING SUBJECT TO FIELD INSPECTION CORRECTIONS REVIEWED OKAlEVA©LEY BDIVDI COMPLIANCE SI