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2007, 06-06 Permit App: 07002136 Pole BldgProject Number: 07001736 Inv: I Application Date: 6/6/2007 Page I of 2 THIS IS NOT A PERMIT Penalties will be assessed for commencing work without a permit Proiect Information: Permit Use: POLE BLDG 30X40 Contact: CLINE, DALE & MARILYN Address: 13303 E 10TH AVE C - S - Z: SPOKANE, WA 99216 Setbacks: From Left: Right: Rear: Phone: (509)9284771 Group Name: Project Name: Site Information: w Plat Key: 002404 Name: SOMMERS ADD TO WOODWARD PARK ADD (FEES) District: Sout Parcel Number: 45224.1050 Block: Lot: SiteAddress: 13303E 10TH AVE Owner: Name: CLINE, DALE & MARILYN Address: 13303 E 10TH AVE Location:: CSV SPOKANE, WA 99216 Zoning: UR 3.5 Water District: 010 VERA Hold: ❑ Area: .00 Acres Width: 0 Depth: 0 Right Of Way (ft): 50 Nbrof Bldgs: 1 Nbrof'Dwellings: 1 Review Information: r Review Building Plan Review Released By: Originally Released: 6/6/2007 By: TMEEL�BOU Landuse/Zoning/HE Conditions Released B}(V _ _ lA iyl �l r{ t ©I Permits ��11ti11ti�11AIU -�vl � a _uC�1Cli� �r���Cr�;izE�S �irwN Operator: JD Printed By: JD Print Date: 6/6/2007 Project Number: 07002736 Inv: I Application Date: 6/6/2007 Page 2 of 2 THIS IS NOT A PERMIT Penalties will be assessed for commencing work without a permit Building Permit Contractor: OWNER Firm: OWNER Phone: (000)000-0000 Building Characteristics Building Height 20 Description Ern Tvpe Note POLE BDLG U-1 VB Item Description RESIDENTIAL PERMIT FEE ACCESSORY PLANS REVIEW WSBCSURCHARGE Notes: Notes This Application: Total Project: Su Ft Valuation Su Ft Valuation 1,200 $22,800.00 1,200 $22,800.00 Totals: 1,200 $22,800.00 1,200 $22,800.00 Units Unit Desc Fee Amount 1 SELECT $363.25 1 SELECT $90.81 1 SELECT $4.50 Permit Total Fees: $458.56 Payment Summary: _ ..... Permit Tvoe Fee Amount Invoice Amount Amount Paid Amount Owing Building Permit $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 persons) 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: JD Print Date: 6/6/2007 Penmt tinter PERMIT NUMBER 'yrnr[ rr'_a 11703E Sprague Avers 4�� II., Ir `I1 I� IlJ VYY"M_(- Spokane Valley, WA PERMIT FEE: ��%nlllrxsr• (509)688-0036 FAX:�688-0037/ra^yam(/ ��''veloppGme www.s okanevallg .ot JUN Community Development U Residential Construction "'✓✓✓ (1f / C ® NT q*t ion ❑ Accessory Bldg ,; Permit Application ❑ Addition/Remodel ❑ Deck ❑ Other: SITE ADDRESS: 1303 Io Rye ASSESSORS PARCEL NO: —1622'4• In=n LEGAL DESCRIPTION: S QMR1 E R- U00DO0M PYA Building Owner: Contractor: Nacre: Ll; t1 Name: Address: 33 O [. I Ow Address: Add ap.[ : Chy:C N E E StatL, , L 2:1-LI �`- I ( Cny: State: Zip: Phone: G i Fax: Phone: - Fax: Contractor Lie No: Exp Date: Contact Person City Business Lie. No: Name: `n yC Phone: Describe the scope of work in detail: Cost of Project: $ 14, rlco Proposed Use: SN"? t Z S\©C<PC *+************The foll wing MUST be complete: write N/A if notapplicable) **+****++************* HEIGHT O PEAK: DIMENSIONS: # OF STORI S: TOTAL HABITABLE SPACE: 0 1= . 30 Y 461E 14 MAIN FLOOR TO SQ. 2 FLOOR SQ. FTG: UNPIN BASEMENT SQ. FTG: IMPERVIOUS SURFACE FTG: WA N� AREA: 12©� FINISHED BASEMENT GES .,FTG: DECKICOV. PATE SQ. FTG: 30% SLOPES ON� Q SQ. FTG: O /V # OF BE OMS: CONSTRUCTION TYPE: HEAT SOURC ' _ I' l lac e M3ER s E -t- . L A r1 The permilee verities, acknowledges and agrees by their signature that: 1) If this permit is for construction of or on a dwelling, the �A dwelling istwill 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 pr ordinances. 6) Plans or additional information may be required to be submitted, and subsequently approved before this applicationcan be process SIGNATURE c - DATE:^ Method of Payment: ❑ Cash ❑ Check ❑ MasterCard ❑ VISA Bankcard #: Expires: VIN#: Authorized Signature: REwseov+sar r 7 ------- --- — — — 30x.!In _x_t9- E- �� 4D- ----- — --- - —- -- -- to ���—� -----_— — $EWE', ----- -- --1 04 �JP.+li- _ ��tJr -- LINE -- zo_— — --- — —� — — --- — —B I I 7;1 I i 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 fiIR CODE COMPLIANCE atm l -€V lNQ t)MSiOfi9 �1�14,D PURLIN CONNECTION METHOB, A), PURLINS MAY BE HUNG NOTES FOR FLOOR PLAN OFF THE TRUSS TOP CiORD INTERIOR FRAME WOOD POSTS, SEE S CES JOIST HANGEiS POST SCHEDULE THIS SHEET OR EQUAL, �2 GABLE WALL POSTS - 6' X 6' TYPICAL B), PURLINS MAY BE DOOR POSTS - 4' X 6' TYPICAL AND NAILED BUTTED A FOOTING DIMENSIONS, B + 1' 8'1 D = 3' 0' W/(2) A NAILS MAXIMUM POST SPACING 12' 0' INT❑ EACH PURLIN, �3 PURLINS @ 24' O,C„ BEARING OR C), PURLINS MAY BE J❑IST HANGERS (TYPICAL) LAPPED ANDNAILED - w ' TO 60' W/(3) 16c1NAILS. S2 �P' x SPANS 12 = a ON CONNECTION METHOD; w a 'B' AND 'C', TOENAIL BACK SIDE OF PURLIN .,;SB J ¢ _ DOUBLE TRUSSES W/<1) 16d NAIL INTO EACH TOP CHORD MEMBER M < F -I _j _J Of a W a w 41-1 `o `D _J o i0 J `o Oo > I X% I X I xJ N y NI- .N-1 III Q. w a. a a w ,Z 00 i p, Z'--' a. Of W ~ _j a I a I d 1 " . � Li o O I O o O w N W N •N-+ (U N 0 � M� h SINGLE TRUSS PLAN VIEW N.T.S. 12 41 -°- BUILDING SECTION A -A T.S. DETAIL 1 - TRUSS COLUMN CONNECTION, PURLIN SUPPORT N.T.S. NOTES FOR F❑DYING DETAIL aS1 TREATED POSTS AS SIZED PER SCHEDULE 2 VIBRATE OR ROD CONCRETE TO OBTAIN FULL BEARING �3J UNDISTURBED SOIL 1 FOOTING DETAIL N.T.S. TREATED POST 4 - 16d GALV. NAILS EACH GIRT SINGLE OVERHEAD DOOR ❑PTI❑N FRONT ELEVATION NOTES FOR FRONT ELEVATION N.T.S. Sg HALF TRUSS DESIGN BY OTHERS SUPPORT PURLINS @ END TRUSS W/2' X 6' S6 TREATED 2' X 6' BOTTOM GIRT S2 2' X 10' HEADER S3 2' X 6' GIRTS @ 24' D.C., 10' BAYS, DF -L #2 2' X 6' GIRTS @ 24' O,C„ 12' BAYS, DF -L #2 S4 2' X 8' FACIA BOARDS S5 TREATED WOOD POSTS, SIZED PER SCHEDULE S6 TREATED 2' X 6' BOTTOM GIRT OR TREATED 2' X 10' BOTTOM GIRT S2 18 S4 � TYPICAL TRUSS BOTTOM CHORD BRACING NOTES FOR TRUSS BOTTOM CHORD BRACING N.T.S. S1 GABLE END TRUSS S2 DOUBLE INTERIOR TRUSSES S3 GABLE END POST S4 2' X 4' BOTTOM CHORD BRACING @ 10' 0' O.C. SS 2' X 3' BLOCK WITH 4 - lOd NAILS TO BOTTOM CHORD BRACE TYPICAL GIRT CONNECTION GABLE END TRUS 8 - 16d NAILS 2' X 6' X 18' BOLTING BL❑CI 2' X 6' X 18' BOLTING BLOC 8' 0 e e e e 8 - 16d NAI e e .[--CORNER POST ImafmI Si MANUFACTURED TRUSS TOP CHORDS REQUIRED BY THE BUILDING OFFICIAL) WILL REQUIRE REVIEW AND FOOTING SIZE ADJUSTMENT BY THE ENGINEER. / TRUSS DESIGN BY TRUSS MANUFACTURER J NOTES FOR SECTION A -A PURLIN SUPPORT STRUT 2' X 6' X FULL C3 S3 TYPICAL PURLIN SEE FLOOR DEPTH OF TOP CHORD PLUS PURLIN. DIAPH G sc s e EN"ALL BASE GIRT7 ACROSS EtV Z It PLAN FOR SIZE - NAIL PURLINS W/(3) 16d NAILS Li 52 TRUSS DESIGN BY OTHERS NAIL STRUT TO TOP CHORD W/(3) 16d Z 93 2' X 6' @ 24' O,C., 10' BAYS NAILS EACH SIDE, " A 2'X6'@ 24' O.C., 12' BAYS = 13 = DF -L #2 GIRTS FLAT @ 24' D.C. SIDE OF POST WITH 4 - 16d NAILS M L) 0 CONCRETE FOOTING, SEE SCHEDULE ON TOP NAILING BLOCK 6" X 6" 6" X 6"t9fIL" X 6" 8" % 8" SS EXTEND POST TO TOP OF PURLIN WOOD POST, SEE POST/FOOTING SCHEDULE. w W ROOF FASTENED TO PURLINS WITH 4 - SOd NAILS N.T.S 1 1/2' LONG WOODFAST TEKS, SOLID BLOCKING AT CONNECTION POINTS. 29" WALLS FASTENED TO 1. TYP, PURLIN, SEE FLOOR PLAN FOR SIZE 0.24 GIRTS WITH V LONG F .`. WOODFAST TEKS. -°- BUILDING SECTION A -A T.S. DETAIL 1 - TRUSS COLUMN CONNECTION, PURLIN SUPPORT N.T.S. NOTES FOR F❑DYING DETAIL aS1 TREATED POSTS AS SIZED PER SCHEDULE 2 VIBRATE OR ROD CONCRETE TO OBTAIN FULL BEARING �3J UNDISTURBED SOIL 1 FOOTING DETAIL N.T.S. TREATED POST 4 - 16d GALV. NAILS EACH GIRT SINGLE OVERHEAD DOOR ❑PTI❑N FRONT ELEVATION NOTES FOR FRONT ELEVATION N.T.S. Sg HALF TRUSS DESIGN BY OTHERS SUPPORT PURLINS @ END TRUSS W/2' X 6' S6 TREATED 2' X 6' BOTTOM GIRT S2 2' X 10' HEADER S3 2' X 6' GIRTS @ 24' D.C., 10' BAYS, DF -L #2 2' X 6' GIRTS @ 24' O,C„ 12' BAYS, DF -L #2 S4 2' X 8' FACIA BOARDS S5 TREATED WOOD POSTS, SIZED PER SCHEDULE S6 TREATED 2' X 6' BOTTOM GIRT OR TREATED 2' X 10' BOTTOM GIRT S2 18 S4 � TYPICAL TRUSS BOTTOM CHORD BRACING NOTES FOR TRUSS BOTTOM CHORD BRACING N.T.S. S1 GABLE END TRUSS S2 DOUBLE INTERIOR TRUSSES S3 GABLE END POST S4 2' X 4' BOTTOM CHORD BRACING @ 10' 0' O.C. SS 2' X 3' BLOCK WITH 4 - lOd NAILS TO BOTTOM CHORD BRACE TYPICAL GIRT CONNECTION GABLE END TRUS 8 - 16d NAILS 2' X 6' X 18' BOLTING BL❑CI 2' X 6' X 18' BOLTING BLOC 8' 0 e e e e 8 - 16d NAI e e .[--CORNER POST ImafmI Si MANUFACTURED TRUSS TOP CHORDS REQUIRED BY THE BUILDING OFFICIAL) WILL REQUIRE REVIEW AND FOOTING SIZE ADJUSTMENT BY THE ENGINEER. / TRUSS DESIGN BY TRUSS MANUFACTURER FOOTING S2 PURLIN SUPPORT STRUT 2' X 6' X FULL WOOD - STRUCTURAL LUMBER SHALL CONFORM TO DF -L 02 OR BETTER BY WWPA GRADING RULES, UNLESS NOTED DEPTH OF TOP CHORD PLUS PURLIN. DIAPH G sc s e EN"ALL BASE GIRT7 ACROSS EtV Z It IBC TABLE 2304.9.1 FASTENING SCHEDULE & OTHER APPLICABLE SECTIONS OF CHAPTER 23 OF THE IHC. FASTENERS NAIL PURLINS W/(3) 16d NAILS FOR PRESERVATIVE TREATED WOOD SHALL HE OF HOT -DIPPED ZINC -COATED GALVANIZED STEEL, STAINLESS S3 NAIL STRUT TO TOP CHORD W/(3) 16d _8'43" C-23, C-24 & C-28. POSTS FOR BUILDINGS SHALL BE AS NOTED ON THE PLANS, ALL POST MATERIALS SHALL BE NAILS EACH SIDE, - HEM -FIR #2 OR BETTER, FULL DIMENSION AND GRADED BY WWPA GRADING RULES, UNLESS NOTED OTHERWISE ON(App S4 MANUFACTURED TRUSS - NAIL TO EACH _ BOLTS & HARDWARE - HARDWARE SHALL BE SIMPSON OR APPROVED EQUAL. ALL BOLTS SHALL CONFORM TO ASTM SIDE OF POST WITH 4 - 16d NAILS 43307. la" '-0"ll- ON TOP NAILING BLOCK 6" X 6" 6" X 6"t9fIL" X 6" 8" % 8" S5 WOOD POST, SEE POST/FOOTING SCHEDULE. ROOF PANELS SHALL BE FASTENED TO PURLINS WITH PLATED, GASKETED 1 M' LONG METAL TO WOOD FASTENERS, S6 4 - SOd NAILS N.T.S S7 SOLID BLOCKING AT CONNECTION POINTS. 29" Se TYP, PURLIN, SEE FLOOR PLAN FOR SIZE 0.24 5 2'X6'OR2'X8'EAVEGIRT 10 KNEE BRACE, IF REQ'D, SEE POST SCHEDULE NO AND DETAIL 2 6" X 10" 11 2' X 6' X 24' OR 2' X 8' X 24' BLOCK NQ 1® i - 3/4' 0 MACHINE BOLT THRU TRUSS T. CHORD 6" X 6" 6" X 6" I - 3/4' 0 MACHINE BOLT THRU KNEE BRACE 3.41" 1 - 3/4' 0 MACHINE BOLT THRU BOLTING BLOCK 3'-0'' 2 - 3/4' 0 M, BOLT @ BOLTING BLOCK - 24' & 3 X6 W2"X6" 6" X 8•' W2" X 8" 3 - 3/4' 0 M. BOLT @ BOLTING BLOCK - 36' & 4 NO NO 4 - 3/4' 0 M, BOLT @ BOLTING BLOCK - 50' 5 - 3/4' 0 M, BOLT @ BOLTING BLOCK - 60' S�yi 4 - 16d NAILS 3 -0"_ 3.43" 3.2" DOUBLE •1 111' OPTION OPTIONAL FRONT ELEVATION SINGLE SLIDING DOOR ❑PTI❑N OPTIONAL FRONT ELEVATION N.T.S. DETAIL l ■ t• � NOTES FOR DETAIL 2- KNEEBRACE SS TRUSS TOP CHORD, DESIGN BY OTHERS S2 TRUSS BOTTOM CHORD, DESIGN BY OTHERS S3 2' X 6' KNEE BRACE 2WOOD POST, SEE POST/FO❑TING SCHEDULE S5 3/4' DIA. BOLT S6 2' X 6' ❑R 2' X 8' TRUSS SEAT EACH SIDE OF POST @ EACH KNEE BRACE CONNECTION S7 NAIL KNEE BRACE TO POST WITH 4 - 16d NAILS S8 NAIL BOLTING BLOCK TO POST BRACE WITH 8 - 16d NAILS S9 4 - 10d NAILS NOTES( KNEE BRACE REQUIRED WHERE SHOWN ON POST/FO❑TING SCHEDULE, BRACE NOT REQUIRED AT GABLE END TRUSSES, TYPICAL SIDE ELEVATION TES FOR SIDE ELEVATION )2'X 8' HEADER ) 2' X 10' HEADER FOR 10' & 12' SLIDING DOORS 2' X 8' HEADER FOR 8' & SMALLER SLIDING DOORS TRUSS WEB BRACING - - INTERIOR OR GABLE END TRUSSES J NOTES FOR TRUSS WEB BRACING: TRUSS DIAGRAMS WILL OFTEN REQUIRE WEB MEMBER BRACING, WHICH IS SHOWN ON TRUSS DRAWINGS AS'® 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. Od NAILS @ 6' D.C. L- RACE OR 2' X 8' L -BRACE TRUSS WEB MEMBER TRUSS WEB MEMBER SECTION B -B SECTION B -B T INTERIOR TRUSSES AT GABLE END TRUSS 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 PSFN CEILING LL = 0 PSF CEILING DL = 1 PSF IG : ROOF DL ALLOWS FOR A MAXIMUM OF 3' THICKNESS OF FIBERGLASS INSULATION. x, MAXIMUM SOIL BEARING PRESSURE = 2,000 PSF MAXIMUM SOIL BEARING PRESSURE IS BASED ON SAND SILTY SAND CLAYEY SA D OPTIONAL FRONT ELEVATION N.T.S. - 16d NAILS TYP, GABLE END TRUSS CONNECTION USE BOLTING BLOCKS BELOW ALL CORNER COLUMN GIRTS SPLIT SLIDER DOOR ❑PTI❑N DPTIONAL FRONT ELEVATION NOTES FOR ❑PTI❑NAL FRONT ELEVATIONS N.T.S. S1 HALF TRUSS DESIGN BY OTHERS S2 2' X 10' HEADER UP TO 12'-0' DOORS 2' X 12' HEADER UP TO 20'-0' DORS 2' X 12' BACKED WITH 2' X 6' UP TO 24'-0' S3 2' X 6' HEADER 0 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' KINGPOST THE FOLLOWING MINIMUM RDGF DIAPHRAGM REQUIREMENTS ARE NEEDED. ■ ROOF STEEL4 29 GAUGE GRAND -RIB III, 36' WIDTH OR EQUIVALENT ■ FIELD SCREWS. #10 x 1 1/2' AT, 9' D.C. (NEXT TO HIGH RIB) ■ EAVE AND RIDGE PURLIN SCREWSi #14 xI 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 ■ FIELD SCREWS. #10 x 1 1/2' a 9' O.C. (NEXT TO HIGH RIB) • BASE GIRT, END TRUSS, AND DOOR HEADER SCREWSi #14 x 1 1/2' e BOTH SIDES OF EACH MAJOR RIB. N , SILTY GRAVEL AND CLAYEY GRAVEL (SW, SP, SM, SC, GM AND GC) SOOR BETTER (IBC 2003 TABLE 1804.2). LESSER SOIL CONDITIONS (AS - DIAPHRAGM SCREWSILS REQUIRED BY THE BUILDING OFFICIAL) WILL REQUIRE REVIEW AND FOOTING SIZE ADJUSTMENT BY THE ENGINEER. / CONCRETE - MINIMUM 28 DAY COMPRESSIVE STRENGTH FTc = 2,000 psl, 4 SACK MIX FOR FOOTINGS, CAST IN PLACE FOOTING CONCRETE CONSTRUCTION SHALL CONFORM TO ACI 318-99. KNEEBRACE WOOD - STRUCTURAL LUMBER SHALL CONFORM TO DF -L 02 OR BETTER BY WWPA GRADING RULES, UNLESS NOTED OTHERWISE ON THE PLANS, MAXIMUM MOISTURE CONTENT SHALL HE 19% BY WEIGHT, NAILING SHALL CONFORM TO DIAPH G sc s e EN"ALL BASE GIRT7 ACROSS EtV Z It IBC TABLE 2304.9.1 FASTENING SCHEDULE & OTHER APPLICABLE SECTIONS OF CHAPTER 23 OF THE IHC. FASTENERS W EpS ONGROOF END TRUSS TQP CHORD, EAVE & RI[1 N FOR PRESERVATIVE TREATED WOOD SHALL HE OF HOT -DIPPED ZINC -COATED GALVANIZED STEEL, STAINLESS ..,, di' -1'- STEEL, SILICONE BRONZE OR COPPER, TREATED WOOD SHALL CONFORM TO THE REQUIREMENTS OF AWPA C-16, C-22, _8'43" 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, UNLESS NOTED OTHERWISE ON(App �iN . THE PLANS, _ BOLTS & HARDWARE - HARDWARE SHALL BE SIMPSON OR APPROVED EQUAL. ALL BOLTS SHALL CONFORM TO ASTM p C DOTED AB� EREWSI TYPICAL SCREW PATTERN, EXCEPT AS N 43307. la" '-0"ll- ROOFING & SIDING - METAL PANELS MAY BE STANDARD RIBBED STYLES AVAILABLE FROM LOCAL MANUFACTURERS, 6" X 6" 6" X 6"t9fIL" X 6" 8" % 8" GALVANIZED OR PAINTED, 29 GAUGE MINIMUM THICKNESS, ASTM A653 STRUCTURAL QUALITY (SQ), Fy = 80.0 ksi. STEEL SHEETING SCREW PATTERNS ROOF PANELS SHALL BE FASTENED TO PURLINS WITH PLATED, GASKETED 1 M' LONG METAL TO WOOD FASTENERS, _0.20 WALL PANELS SHALL BE FASTENED TO GIRTS WITH PLATED, GASKETED 1' OR LONGER METAL TO WOOD FASTENERS, N.T.S PANELS SHALL BE INSTALLED & FASTENED ACCORDING TO THE MANUFACTURER'S RECOMMENDATIONS. SOIL COMPACTION - ALL BACKFILLED SOIL BENEATH FOOTINGS SHALL BE COMPACTED WITH A VIBRATORY s'`g\CMAC E COMPACTOR TO 95% OF THE PROCTOR DENSITY AS DETERMINED BY ASTM A1557, METHOD D. IF THE BACKFILLED MATERIAL HAS A DEPTH GREATER THAN 67, COMPACTION MUST BE VERIFIED BY TESTING BY A QUALIFIED SOILTS �O`ST/fl< PROFESSIONAL, UNLESS OTHERWISE NOTED ON THE PLANS, THE POSTS AND THEIR FOOTINGS MUST EXTEND INTO 2 �, VIRGIN SOIL A DEPTH EQUIVALENT TO THAT INDICATED ON THE PLANS. 41979, 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 = 30 PSF OR 40 PSFTOP CH .. BOTTOMORD CH RDADEADALOADS=PSF 1 PSF 1' Q OF\C 1' _11 7 - 1L.1 AIATI f 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 EXPIRES POSTIFOOTING SCHEDULE 12'-24' SPANS 3D 8,40 PSF LIVE LOAD ST COLUMN FOOTING KNEEBRACE CONCRETE 'TI" WXD "B" DIA. 'T' REQUIRED VOLUME fSPACING '43" _8'43" 6•' X 8" X $"_=NO 3'-0" NO 0.20_ _18" la" '-0"ll- 1T41" 143'-0" _18' Il" 6" X 6" 6" X 6"t9fIL" X 6" 8" % 8" -18' 3'-0"NO0.20 _0.20 18" 3'-0",20'41_ 29" 3'41" NO 0.24 70'-0" 10'4)" 20'-0" 2U" 3'41" NO 6" X 10" 21" 8'-0" NQ _0.24 0.27 _1241" _12-0" HIM" 10 -0" 6" X 6" 6" X 6" 28" 26" 3.41" NO Nb 0._29 020 3'-0'' 1243 124)" 12-0"B 14 -0" X6 W2"X6" 6" X 8•' W2" X 8" 28 34j" 3'40" NO NO 0.29 20" 124)" 1241" 12'a' 18'-D' 10'-0" W-0- $ X 8 W/!" X B 6"--X- 8' W2"X 6" 8•' X 10•• W2" X 6" 28 241" ' 20" 3 -0"_ 3.43" 3.2" NO NO -NO- _6.28 _0.29 0.29 -6.95 POSTIFOOTING SCHEDULE 30' SPANS, 301411 PSF LIVE LOAD POST I COLUMN FOOTING IKNFP13RACE CONCRETE SPACING 'TI•' WXD. "B"DU4. 'T' I REQUIRED VOLUME, Iola" 10'41" 8.41. 10-0 $ X 8 6" X 6' 28 3-41" 0.29 26 3'-0'_NO_ ' NO_ 10'41" 10'41_ 12 -0 _144 -Of ¢ X $ VX 6" W2" X 8•' W2" K 6•- 26 28" 311 ' 8'-0" -NO NQ -NO- _0.29 0.29 0.29 -10'41" -- -1043-16'11" 10'a" -:ID'd" 18'-0" - _ 20'-0" 22'-0" $$" X 8" --- 6"X9_"_W2^X6" 6'• X 6'• 1IV2" X il" 6"X W"Wiz" X 6" - 28" 3'41" NO - -- -NO- NO 0.35 - -- --0.35- - -26"- 23" 26" - 3'43" 341" 0.35 3'2" NO 0.35 10'a" 243:41" 6"x12'• - �" 3'�" NO 0.30 12-0" 8'43" 6" X fi" 28" Wall NO 0.35 -1241" 1241" - -- 10'-0" -12'-0" 6" X 6•' 6"k 6" W2" X 6" - 28" _20" 3'-0" 3'-0" NO 0.35 -NO 1241"- 12-0" _79'-0" 16'-0" - 6;'-X 8" 6" X 0" W2" X 6" - 2B" -- 3'41" 3'-V -- NO NO _0.35 _0.41 0.41 20" -124" 12-0' - 2 1" -12-0" 12 9" 18'-0" 2fl'.0"6"X12" - - 22•.0"- 1 24.46" 6"X10' -" X 12 8"X12"W2"X B" 6" X 12" 20" 3'-0" ND _0.41_ 0.431 2B" --- 3'11" NO 28= ---- 3'2" --- - - ----- 1 20" 3'.6" -NO- NO -!).43 0.48 POSTIFOOTING SCHEDULE 36' SPANS 30 & 40 PSF LOVE LOAD POST COLUMN FOOTING KNEE BRACE CONCRETE SPACING "H" I WXD "B" DIA. 'T REQUIRED VOLUME, YD IO'a" 8'-0" fi" X 6" 28" 3•-0" NO 0.35 -10'iola" -41" -- _10'-0" 12'46" --- 6" X 6" 8" X 6" WIP -X6- -- 28" 3'41" 3'43" NO -NS _0.35 0,35 -20" _70'a_ 10'x" -...--- I6'D" _10'-0" 14'-0" 1fi'-0" 18'-0" 20'-0" 6" X 6" W2" X 6'_ 6" X B" -- 6" X 0' W2" X 6" &k IG"' -- - 29- 2B" -- 3'41" 3'41" 3'11" 3'-0" --O -NO- NO NO - -0.35- 0.41 -- -------- 28 = 28" -NO -0,41- -10'41" 10'a"" 1 22'41" _- 243'-0" 6"x10•' W2" X 6" ----------- 0" % m" w2" x 8" ------------ 28" 9'2" YES _OAt - 0.419 -1241' 12-0" - --- 12-0" _Wa"_ 10'-0" - 12'-0" 6" X 6" 6" X 6" --- 8" X 8" W2" X 8" 32" 3'-0" -- 3'-0" - 3'-0" NO --- NO 0.44 - 0.44 -0 - 0.44 -. .-- 32" - ---- 3Z" - NO _14 -0'_ 6" X 8" - 32" 3'41" NO 0.44- _12-0- 12-0" -- ------ 12-0" 18'43" 20'-0" X 8•' W2" X 6" 6"X 10" 32" 3'-0" 0.44- 0.44 0.44 3'-0" -NO- NO 6"X10" W2" X 6" _32" - 32'" 9'-0" 1----�- NO _124" -124" 22•-0" -24'41" 6" X 12" 32" 3'z" NO 0.47 6""X12" W2" X V 32, 0.49 POST/FOOTING SCHEDULE 40' SPAN5 30 &40 PSF LIVE LOAD POST COLUMN FOOTING 1KNEEBRACE CONCRETE SPACING 'Ti" WXD "B" DIA. 'T' REQUIRED VOLUME YD -10,41" 8'10" 6" K 8" -x 30" 3'A" NO 0.41 10'-0" - -- 10'41" 10'-0" i; 7 8" " 3'-0" NO 0,41 8" W2 $" " X - -- -- 6" 6"X B''----- 309D" -- 30 - 20" 3'-0" -- - 3'-0" Wall- - NO _k6_ 0.41 -- -- -0.41_ 0.41 -NO_ YES 10'a� 19'-0= 6__,-x a" W12" 6" 30" 3'4" NO 0.41 10'41" -- 18'-0" ---- 6" XX 8" W2" X 6" 30" 3•-0" NO 0.41 10'41 -10 10'43" 22'-0" ?A'4I" - fi"X10"W2" X 6"_NO._ 0'• X 12" - -3(I"- -- -9',2" --- NO ---- 0.41 -...- _0.41_ 0.49 - YES 124)" 8'41" 6" X 6" 33" 3'4" NO 0.47 124)" 10'a" 6"X6" -3141" _0.47 -12-0" 12-0_ 14'a" 16'43" 6"X 8" 6"}I 86"_1452" X 6'• 33" 33" 3'-0" 3'-0" NO NO 0.47 0.47 -1243 _ IZ a 1011. 2D'-0 6 X __. 6X10" W2 X 6" - _33 33 3 -0 _ 3 -0 - - ---- -0.47 -9.4i- -NO NO 1243" 22'-0" 6" x 12'• 33" 3'2" NO 0.49 1241' 24'-0" 6" X 72"W2" X $" 33" 3'2" NO U.S.? POSTIFOOTING SCHEDULE 48'7062' SPANS, 30 &40 PSF LIVE LOAD POST COLUMN F007ING KNEE BRACE CONCRETE SPACING 'Ti" WXD "B" DIA. 'T' REQUIRED VOLUME, YW 10 a'• 10 A" 0 a"_ 10 -0" $ X O" 6 X V - 34 3-" 3'-0" _ NO NO 34 _0,55_ 0,55 _10'-0" 10'x" -70'11" 10'41" _1T-0" 143'-0" 10'11" 16'-0" B" X 8" W2" K 6" 6' X 6" W2" X 6" 0'• X 8" - 6"X 0" 14f2" X 6" -31" 34"- ' 34" 341" 9'-0" 3'4" _ 3'.V 3.43" NO- -NO YES_ --NO--- NO --10'41_ -0.55 6.55 0.55 10'4)" --- _10'-0" - -- $" X 8" W2" X $" - 70" 343'_ 34" 3'-0" 3'-0" NO 0,55 YES 0;55 -16'-0" - zz•:a" 24'-0" $"x10^ w2" x 6" ---- - 6"X12" W2" x 6" - 343" 34" -- 3.41" 3'41" -- No YES - 0.55 0.55 12-0"0'-0 12 -0" _.8'41". 1" 6"X6"- 6" X 6" W2" X 6" 38' 3'41" 3'41" NO NO- 0.62 _ - 0.62 3fi" 124" -- - - 12-0- 12-0" --- iTa' -. - - _16'-0"_ 18'-0" ---- 6" X 6" W2" K 6" 0"X 0" - . - 6X0"W2"X6'_ 6" X 10" -- 38' 96" - - -36" 36" 3'41" V; - - -- 3'-0" 3'-0" NO_ _0.62_ 0.62 -- - 042 0.62_ --NO - NO YES _1241_ 12x_ _20'-0" r2 -0" 6" X 10•• W/2" X 6" 0" X ,p'• W2" Si 6" 38- 39" - Wall 9'2" --- No0.62- NO- 0.65 12-0" 24'a" 6•'x12" W2" X 6" 38" 13'2"1 NO 0.65 POSTIFOOTING SCHEDULE 5VTO90' SPANS, 30 &40 PSF LIVE LOAD POST COLUMN FOOTING KNEE BRACE CONCRETE SPACING "H" WXD suowl 'T' REQUIRED VOLUME 10'41" - - 10'-0"- 8•41" 18'-0" _12' , 14'-& 6" X 6" 38" --- 3'41" NO 0.62 -- - - - -- - 6.62 _10'-0" 10'-0" 6"X 6" W2" X 6•_ 6 X 8" 38" 36" 3'-0" 3'-0" - NO0.62 NO- 101)" 10.11" 18'11" 18'-0" 6 X 0 W2" X 6'• 0"X 10" - 36" 30" 3'-0" 9'41" NO --NO _0.62 10 3- 10 D L 9011" 20'.0- •$X10 22 -0716 24 -0 ; W)2" X B" X10' W2" X 6" 8' X 12" -- - 36" 30' 38" 3'-0" 3'-0" 3'2" YES _0.62 0.62 _0.62 0.66 NO YES 12-0 8". a 01.X 8 40_ 3'41'_ NO 0.70 12-00 _12'-0"' 12-0" --- - _10. A". 12•-0" wall ----- 6" X 6" W2" X 6_ 6•' X 6" & x 8" W2" x 6" -------- _40'- _40" 3•-0"- 3'a" -NO NO --0.70 _636-- 0.70 40" -- -NO- NO _1241- 12-0" _18'-0" 18'46" 6" X 0"W2" X 6" 6" 10" 40- 4U" -- 3'41" §'-0" -- NO -- X '- 0.70 - 0.70- YES_ 12-0 " _12-0" 1241" - 20'-0" 22'11", 24'-0" Id' 6"-X'10"41,2" X 6" 6" X V"W2"7( 6" ;X TL"W2" x 6" _46;;_ 40" 40" 3'-0" 3,11" 9'2" NO 0.70 - -0.73 0.79 _NO- NO INITE 1. T 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, �-'F(OTINGS SHALL BE 24"0 X V-4" DEEP. 0;4,IABOVE',FOOTING DESIGNS ARE FOR POST FRAME BUILDINGS WITH CONCRETE -FLOORS (CONTRAINED POSTS). IF BUILDINGS WILL NOT CONCRETE FLOORS, INCREASE FOOTING DIAMETER X 2" & FOOTING WAMBEKE ENGINEERING 2913 E. 61st Court Danlet Wambeke P, E. -Spokane, WA 99223 ete hone,, 509-443-6186 Fax, 509-448-6582 e-malldwambeke@msn.com STRUCTURAL DESIGN FOR POST FRAME BUILDINGS 12' TO 60' SPANS, 30 & 40 PSF LIVE LOAD, 2003 IBC ZIEGLER LUMBER COMPANY 620 EAST HOLLAND AVENUE SPOKANE, WASHINGTON 99218 BY I DATE DRAWING NO, REV, DRAWN WAMBEKE 1-30-06 ZIEGLER.IBC2003.06 CHECKED BY DATE DESCRIPTION OF CHANGE PRDJE1 2oD6 ISCALEq,T,g, SHEET, I OF i