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2007, 04-12 Permit App: 07001237 Pole BldgProject Number: 07001237 Inv: 1 Application THIS IS NOT A PERMIT Penalties will be assessed for commencing work without a permit Date: 4/12/2007 Page 1 of 2 Project Information: Permit Use: 30X36 POLE BLDG Setbacks: Front Left: Right: Rear: Contact: ZIGGY'S BUILDING SUPPLY Address: 17002 E SPRAGUE AVE C - S - Z: SPOKANE VALLEY, WA Phone: Group Name: Project Name: Site Information: Plat Key: 000153 Name: BASCETTAS ADD District: Nort Parcel Number: 45182.0605 Block: SiteAddress: 1305 N ELTON RD Location:: CSV Lot: Owner: Name: PURVIS, RICK Address: 1305 N ELTON RD SPOKANE VALLEY, WA 99212 Zoning: UR -3.5 Urban Residential 3.5 Water District: 100 SPO CO WATER DIST#3A Hold: ❑ Area: .00 Acres Width: 0 Depth: 0 Right Of Way (ft): 0 Nbr of Bldgs: 0 Nbr of Dwellings: 1 Review Information: Review Building Plan Review Released Originally Released: Landuse/Zoning/HE Conditions Permits: 4/12/2007 By: TMELBOU Released By: Operator: JD Printed By: JD Print Date: 4/12/2007 Project Number: 07001237 Inv: 1 Application THIS IS NOT A PERMIT Penalties will be assessed for commencing work without a permit Date: 4/12/2007 Page 2 of 2 Building Permit Contractor: ZIEGLER LUMBER COMPANY Firm• ZIEGLER LUMBER COMPANY Address: 4220 N MARKET ST Phone: (509) 489-8760 SPOKANE, WA 99207 This Application: Total Project: Description Grp Type Notes So Ft Valuation So Ft Valuation POLE BDLG U-1 VB 1,080 $20,520.00 1,080 $20,520.00 Totals: 1,080 $20,520.00 1,080 $20,520.00 Item Description Units Unit Desc Fee Amount RESIDENTIAL PERMIT FEE 1 SELECT $335.25 ACCESSORY PLANS REVIEW 1 SELECT $83.81 WSBC SURCHARGE 1 SELECT $4.50 Notes: ONONANIMMWE Payment Summary: Permit Type Building Permit Permit Total Fees: INEMEARTIMMENNEENTEV Fee Amount Invoice Amount $423.56 $423.56 $423.56 $423.56 Amount Paid $0.00 $423.56 Amount Owing $423.56 $0.00 $423.56 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: JD Printed By: JD Print Date: 4/12/2007 Spa�kax�e ..Valley4 Community Development RR�n r Residential Const uc'li ?7 ❑ New ConstructionAccessory Bldg .v Permit Application E Addition/Remodel Deck ❑ Other: L6c4 Permit Center 11707 E Sprague Ave, Suite 106 Spokane Valley, WA 99206 (509)688-0036 FAX: (509)688-0037 www.spokanevaIlev.org PERMIT NUMBER PERMIT FEE: SITE ADDRESS: R ASSESSORS PARCEL NO: 1 S jp 2.6 GCS LEGAL DESCRIPTION: Q A SC E %% 4 S L LI 6) Building Owner: Name: Z Tc r 1 S Name: kiciin%n p f2Rui S City: 1/6c4404/4State: (.1)11 ' Zip:99r037 Address: l305- N i CLTaN Rd , Contractor Lic No:z., ELL*316EExg.Date: City: 5/276,'N0. V,n 16y State: 604 Zip: c/90) Z Phone: _5-0 y 9 Z /...._, 6,).5 Fax: GARAGE SQ • FTG: /[j)0 14-- Contact Person Name: el/4/'® P. IZA'VI-S Phone: £' - ?,79 - 78 3 7 Contractor: z.2...,‘,...55 Name: Z Tc r 1 S Address: r 17, 0 2 veAi�t /9'cii, City: 1/6c4404/4State: (.1)11 ' Zip:99r037 Phone: 5-01 r/Z z_ /9 o) Fax. So `j - 9 Z ( 9 069 Contractor Lic No:z., ELL*316EExg.Date: City Business Lic. No: 3 2g DLi,2 ?es Describe the scope of work in detail: wsrleuc-ra(7G- 0 . Proposed Use: 6,4,40 **************The following MUST be complete: (write N/A if not applicable)********************** Cost of Project: $ ; HEIGHT TO PEAK: 21 ' DIMENSIONS: 1 301)(36 # OF STORIES: 1 TOTAL HABITABLE SPACE: MAIN FLOOR TO SQ. FTG: 2"° FLOOR SQ. FTG: PIA UNFIN BASEMENT SQ. FTG: /1///4 IMPERVIOUS SURFACE AREA: FINISHED BASEM NT SQ. FTG: N , - GARAGE SQ • FTG: /[j)0 14-- DECK/COV. PATI P- SQ. FTG: P P 30% SLOPES ON PROPERTY: # OF BEDROOM • CONSTRUCTION TYPE: HEAT SOURCE: SEWER OR EPTIC? 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 procss SIGNATURE: Method of Payment: 0 Cash Bankcard #: Authorized Signature: REVISED 2/15/07 yif Check ❑ Mastercard Expires: DATE: o f-�/2' O/ D 7 ❑ VISA VIN#: N 7 v O "..-7: ti ayr c--4 oS J<z r LLS b� Z t .-"J/ 1 3/if 04012TY?w <--/ 5 --� fi 0 ti02, 'TSG h oz a Ow A V�`A- �V b% O Mhz s 0 PURLIN CONNECTION METHODS) A), PURLINS MAY BE HUNG OFF THE TRUSS TOP CHORD NOTES FOR FLOOR PLAN FACES W/ STD. INTERIOR FRAME WOOD POSTS, SEE SIMPSON J❑IST HANGERS POST SCHEDULE THIS SHEET OR EQUAL, GABLE WALL POSTS - 6' X 6' TYPICAL B), PURLINS MAY BE DOOR POSTS - 4' X 6' TYPICAL BUTTED AND NAILED FOOTING. DIMENSIONS, B + 1' 8'1 D = 3' 0' INTO EAC ANAILS MAXIMUM POST SPACING 12' 0' INTO H PURLIN, 2�3 PURLINS @ 24' ❑.C., BEARING OR C). PURLINS MAY S8 LAPPED AND NAILED S2 c'• JOIST HANGERS (TYPICAL) W/(3) 16cINAILS, a SPANS 12' TO 60' NArkING` w ON CONNECTION METHODS _'B' AND 'C', TOENAIL L3 a DOUBLE. TRUSSES BACK SIDE OF PURLIN SS W/(1)1601 NAIL INTO J I EACH TOP CHORD MEMBER Z Si MANUFACTURED TRUSS TOP CHORDS 2UIRED BY THE BUILDING OFFICIAL) WILL REQUIRE REVIEW AND FOOTING SIZE ADJUSTMENT BY THE ENGINEER. A4QrA FOOTING "B" DIA. 18" 18„ 18" 20' 20" 21" 28" TRUSS DESIGN BY TRUSS MANUFACTURER , z !!CRETE CONSTRUCTION SHALL CONFORM TO ACI 318-99. - as DO - STRUCTURAL LUMBER SHALL CONFORM TO DF -L 02 OR BETTER BY WWPA GRADING RULES, UNLESS NOTED w o ENDWALL DOOR HEADERS & GABLE END TRUSS TOP CHORD, Z) J R PRESERVATIVE TREATED WOOD SHALL BE OF HOT -DIPPED ZINC -COATED GALVANIZED STEEL, STAINLESS =) -) � C3 EL w .4 -FIR #2 OR BETTER, FULL DIMENSION AND GRADED BY WWPA GRADING RULES, UNLESS NOTED OTHERWISE ON Q. w 0--J FTS & HARDWARE - HARDWARE SHALL BE SIMPSON OR APPROVED EQUAL. ALL BOLTS SHALL CONFORM TD ASTM NOTED ABOVE NO SIDE OF POST WITH 4 - 16d NAILS, OFING & SIDING - METAL PANELS MAY BE STANDARD RIBBED STYLES AVAILABLE FROM LOCAL MANUFACTURERS, w ON TOP NAILING BLOCK J ' S5 WOOD POST, SEE POST/FOOTING SCHEDULE, J N.T.S x NAME: LIVE LOAD x ' xJ (U Ln 00. N 1 cu N 1,. w°- YZ; AND DETAIL 2 Na 10-0" - 10.0'• N UJ a. (n o 3/4' 0 MACHINE BOLT THRU TRUSS T. CHORD 0 1 - 3/4' 0 MACHINE BOLT THRU KWE BRACE 3'-0" i - 3/4' 0 MACHINE BOLT THRU BOLTING BLOCK --- 2 - 3/4' of M, BOLT @ BOLTING BLOCK - 24' & 3 Z 3 - 3/4' 0 M. BOLT @ BOLTING BLOCK - 36' & 4 N Z ,w-. Z . ,V-, 0. 60' 12 Q. Z. Q �~ NO �~ 66"X 10" W/2"X 6'• 26" a I __- 0.36 0- I 0e = a Z0 6`o NO. Z0 L3 O x 28" ' x ' fll X 6" _ 28" ?U a •-, fU N w N _ "X 6" WITX 6'• w m w(v V) °1 --- 0 SINGLE TRUSS PLAN VIEW 111 FA SINGLE OVERHEAD DOOR UP I ILIN 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 0 2' X 10' HEADER 5 2' X 6' GIRTS @ 24' D.C., 10' BAYS, DF -L #2 2' X 6' GIRTS.@ 24' D.C., 12' BAYS, DF -L #2 2 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 S2 DETAIL 1 - TRUSS COLUMN CONNECTION9 PURLIN SUPPORT N.T.S. NOTES FOR FOOTING DETAIL S1 TREATED POSTS AS SIZED PER SCHEDULE 2 VIBRATE OR ROD CONCRETE TO OBTAIN FULL BEARING S�3 UNDISTURBED SOIL DOUBLE OVERHEAD DOOR OPTION OPTIONAL FRONT ELEVATION N.T.S. FOOTING DETAIL N.T.S. TREATED POST EACH 1GIRT ALV, NAILS 6'OR2'X8' (FLAT) VV TYPICAL GIRT CONNECTION GABLE END TRUS 8 - 16d NAILS �/ 8 - 16d NAI 2' X 6" X 18' o BOLTING BLOCKCORNER POST a o 00 0 0 0 0 f%r'R' A 11 f11 1/AIf•1- nn A ^ r - NOTES FOR DETAIL 2- KNEEBRACE Sl TRUSS TOP CHORD, DESIGN BY OTHERS S2 TRUSS BOTTOM CHORD, DESIGN BY OTHERS S3 2' X 6' KNEE BRACE S4 WOOD PDST, SEE POST/FOOTING SCHEDULE SS 3/4' DIA, BOLT S6 2' X 6' OR 2' X 8' TRUSS SEAT EACH SIDE OF POST @ EACH KNEE BRACE CONNECTION S7 NAIL KNEE BRACE T❑ POST WITH 4 - 16d NAILS S8 NAIL BOLTING BLDCK TO POST BRACE WITH 8 - 16d NAILS S9 4 - 10d NAILS NOTES! KNEE BRACE REQUIRED WHERE SHOWN ON POST/FOOTING 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 NOTES FOR TRUSS WEB BRACING: SINGLE SLIDING "'DOOR OPTION TRUSS DIAGRAMS WILL OFTEN REQUIRE WEB MEMBER BRACING, WHICH IS SHOWN ON TRUSS DRAWINGS AS THE METHOD OF TRUSS WEB BRACING SHOWN ABOVE REPLACES V X 4' OR 2' X 4' WEB MEMBER BRACING. TIO N A L F R O N T E L E V AT I O N FOLLOW THESE INSTRUCTIONS FOR ALL WEB MEMBER BRACING TO REPLACE 'RAT -RUN' WEB N.T.S. lOd NAILS @ 6' O,C. NAILS ILS @ 6' O.C. OPTIONAL FRONT ELEVATION N.T.S. 'X6'OR2'X8' X4 L -BRACE L -BRACE P TRUSS WEB MEMBER TRUSS WEB MEMBER _S.ECTION B -B SECTION B -B AT INTERIOR TRUSSES AT GABLE END TRUSS LDING SPECIFICATIONS JERAL - ALL BUILDING CONSTRUCTION SHALL CONFORM TO THE 2003 EDITION OF THE INTERNATIONAL BUILDING )E (IBC 2003) AND ALL STATE & LOCAL BUILDING CODES, THESE SPECIFICATIONS AND PLANS ARE INTENDED FOR IN 30 PSF OR 40 PSF LIVE LOAD SITUATIONS - BUILD ACCORDING TO THE PLANS FOR THE LIVE LOAD MIRED IN THE JURISDICTION IN WHICH CONSTRUCTION IS BEING PERFORMED, THESE BUILDINGS ARE DESIGNED 2 30 PSF OR 40 PSF ROOF LIVE (SNOW LOAD), 85 MPH WIND SPEED, EXPOSURE B AND SEISMIC DESIGN IEGORY C. ;IGN LOADS - ROOF LL = 30 PSF OR 40 PSF ROOF DEAD LOAD = 5 PSFx CEILING LL = 0 PSF CEILING DL= 1 PSF 200E DL ALLOWS FOR A MAXIMUM OF 3' THICKNESS OF FIBERGLASS INSULATION. 1AXIMUM SOIL BEARING PRESSURE = 2,000 PSF (IMUM SOIL BEARING PRESSURE IS BASED ON SAND, SILTY SAND CLAYEY SAND, SILTY GRAVEL AND CLAYEY SHEATHING REQUIRMENTS THE FOLLOWING MINIMUM ROOF DIAPHRAGM REQUIREMENTS ARE NEEDED, ■ ROOF STEED 29 GAUGE GRAND -RIB! 111, 36' WIDTH OR EQUIVALENT ■ FIELD SCREWS, #10 x 1 1/2' AT 9' O.C. (NEXT TO HIGH RIB) ■ EAVE AND RIDGE PURLIN SCREWS, 614 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'' ■ FIELD SCREWS, #30 x 1 1/2' @ 9' U.C. (NEXT TO HIGH RIB) ■ BASE GIRT, END TRUSS, AND DOORMEADER SCREWS, #14 x 1 1/2' @ BOTH SIDES OF EACH MAJOR RIR 4VEL (SW, SP, SM, SC, GM AND GC) SOILS OR BETTER (IBC 2003 TABLE 1804.2). LESSER SOIL CONDITIONS (AS Si MANUFACTURED TRUSS TOP CHORDS 2UIRED BY THE BUILDING OFFICIAL) WILL REQUIRE REVIEW AND FOOTING SIZE ADJUSTMENT BY THE ENGINEER. A4QrA FOOTING "B" DIA. 18" 18„ 18" 20' 20" 21" 28" TRUSS DESIGN BY TRUSS MANUFACTURER , PSF LIVE LOAD KNEE BRACE REQUIRED NO NO0.20 -NO IJO NO '-'- NO _ NO NO !!CRETE CONSTRUCTION SHALL CONFORM TO ACI 318-99. - S2 PURLIN SUPPORT STRUT 2' X 6' X FULL DO - STRUCTURAL LUMBER SHALL CONFORM TO DF -L 02 OR BETTER BY WWPA GRADING RULES, UNLESS NOTED DIAPHRAGM SCREWS @ ENDWALL BASE GIRT ACROSS DEPTH OF TOP CHORD PLUS PURLIN. ENDWALL DOOR HEADERS & GABLE END TRUSS TOP CHORD, : TABLE 2304.9.1 FASTENING SCHEDULE & OTHER APPLICABLE SECTIONS OF CHAPTER 23 OF THE IBC. FASTENERS NAIL PURLINS W/(3) 16d NAILS R PRESERVATIVE TREATED WOOD SHALL BE OF HOT -DIPPED ZINC -COATED GALVANIZED STEEL, STAINLESS _ 3'-0" S3 NAIL STRUT TO TOP CHORD W/(3) 1601 12-0"Wl2" ME Hp� N�fCTIpM NAILS EACH SIDE. .4 -FIR #2 OR BETTER, FULL DIMENSION AND GRADED BY WWPA GRADING RULES, UNLESS NOTED OTHERWISE ON T- E PLANS. S4 MANUFACTURED TRUSS - NAIL TO EACH FTS & HARDWARE - HARDWARE SHALL BE SIMPSON OR APPROVED EQUAL. ALL BOLTS SHALL CONFORM TD ASTM NOTED ABOVE NO SIDE OF POST WITH 4 - 16d NAILS, OFING & SIDING - METAL PANELS MAY BE STANDARD RIBBED STYLES AVAILABLE FROM LOCAL MANUFACTURERS, 6"X 10" W/2'• -X6- ON TOP NAILING BLOCK STEEL SHEETING SCREW PATTERNS OF PANELS SHALL BE FASTENED TO PURLINS WITH PLATED, GASKETED 1 M' LONG METAL TO WOOD FASTENERS. S5 WOOD POST, SEE POST/FOOTING SCHEDULE, LL PANELS SHALL BE FASTENED TO GIRTS WITH PLATED, GASKETED V OR LONGER METAL TO WOOD FASTENERS. NELS SHALL BE INSTALLED & FASTENED ACCORDING TO THE MANUFACTURER'S RECOMMENDATIONS. N.T.S S6 4 - 10d NAILS NAME: LIVE LOAD S7 SOLID BLOCKING AT CONNECTION POINTS. POST SPACING 10,41 ` ON S8 TYP. PURLIN, SEE FLOOR PLAN FOR SIZE IWEEBRACE REQNRED NO CONCRETE VOLUME, YD 0.29 S9 2' X 6' OR 2' X 8' EAVE GIRT X 6 10 KNEE BRACE, IF REQ'D, SEE POST SCHEDULE YZ; AND DETAIL 2 _ 0.29 10-0" - 10.0'• li 2' X 6' X 24' OR 2' X 8' X 24' E OCK 6X6 W/2 XX" -- - -- - X 6" 26" 3/4' 0 MACHINE BOLT THRU TRUSS T. CHORD 0.29 0.29 1 - 3/4' 0 MACHINE BOLT THRU KWE BRACE 3'-0" i - 3/4' 0 MACHINE BOLT THRU BOLTING BLOCK --- 2 - 3/4' of M, BOLT @ BOLTING BLOCK - 24' & 3 3 - 3/4' 0 M. BOLT @ BOLTING BLOCK - 36' & 4 4 - 3/4' 0 M. BOLT @ BOLTING BLICK - 50' 26' 5 - 3/4' 0 M. BOLT @ BOLTING BLICK - 60' 12 (04 - 1601 NAILS 26" DOUBLE OVERHEAD DOOR OPTION OPTIONAL FRONT ELEVATION N.T.S. FOOTING DETAIL N.T.S. TREATED POST EACH 1GIRT ALV, NAILS 6'OR2'X8' (FLAT) VV TYPICAL GIRT CONNECTION GABLE END TRUS 8 - 16d NAILS �/ 8 - 16d NAI 2' X 6" X 18' o BOLTING BLOCKCORNER POST a o 00 0 0 0 0 f%r'R' A 11 f11 1/AIf•1- nn A ^ r - NOTES FOR DETAIL 2- KNEEBRACE Sl TRUSS TOP CHORD, DESIGN BY OTHERS S2 TRUSS BOTTOM CHORD, DESIGN BY OTHERS S3 2' X 6' KNEE BRACE S4 WOOD PDST, SEE POST/FOOTING SCHEDULE SS 3/4' DIA, BOLT S6 2' X 6' OR 2' X 8' TRUSS SEAT EACH SIDE OF POST @ EACH KNEE BRACE CONNECTION S7 NAIL KNEE BRACE T❑ POST WITH 4 - 16d NAILS S8 NAIL BOLTING BLDCK TO POST BRACE WITH 8 - 16d NAILS S9 4 - 10d NAILS NOTES! KNEE BRACE REQUIRED WHERE SHOWN ON POST/FOOTING 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 NOTES FOR TRUSS WEB BRACING: SINGLE SLIDING "'DOOR OPTION TRUSS DIAGRAMS WILL OFTEN REQUIRE WEB MEMBER BRACING, WHICH IS SHOWN ON TRUSS DRAWINGS AS THE METHOD OF TRUSS WEB BRACING SHOWN ABOVE REPLACES V X 4' OR 2' X 4' WEB MEMBER BRACING. TIO N A L F R O N T E L E V AT I O N FOLLOW THESE INSTRUCTIONS FOR ALL WEB MEMBER BRACING TO REPLACE 'RAT -RUN' WEB N.T.S. lOd NAILS @ 6' O,C. NAILS ILS @ 6' O.C. OPTIONAL FRONT ELEVATION N.T.S. 'X6'OR2'X8' X4 L -BRACE L -BRACE P TRUSS WEB MEMBER TRUSS WEB MEMBER _S.ECTION B -B SECTION B -B AT INTERIOR TRUSSES AT GABLE END TRUSS LDING SPECIFICATIONS JERAL - ALL BUILDING CONSTRUCTION SHALL CONFORM TO THE 2003 EDITION OF THE INTERNATIONAL BUILDING )E (IBC 2003) AND ALL STATE & LOCAL BUILDING CODES, THESE SPECIFICATIONS AND PLANS ARE INTENDED FOR IN 30 PSF OR 40 PSF LIVE LOAD SITUATIONS - BUILD ACCORDING TO THE PLANS FOR THE LIVE LOAD MIRED IN THE JURISDICTION IN WHICH CONSTRUCTION IS BEING PERFORMED, THESE BUILDINGS ARE DESIGNED 2 30 PSF OR 40 PSF ROOF LIVE (SNOW LOAD), 85 MPH WIND SPEED, EXPOSURE B AND SEISMIC DESIGN IEGORY C. ;IGN LOADS - ROOF LL = 30 PSF OR 40 PSF ROOF DEAD LOAD = 5 PSFx CEILING LL = 0 PSF CEILING DL= 1 PSF 200E DL ALLOWS FOR A MAXIMUM OF 3' THICKNESS OF FIBERGLASS INSULATION. 1AXIMUM SOIL BEARING PRESSURE = 2,000 PSF (IMUM SOIL BEARING PRESSURE IS BASED ON SAND, SILTY SAND CLAYEY SAND, SILTY GRAVEL AND CLAYEY SHEATHING REQUIRMENTS THE FOLLOWING MINIMUM ROOF DIAPHRAGM REQUIREMENTS ARE NEEDED, ■ ROOF STEED 29 GAUGE GRAND -RIB! 111, 36' WIDTH OR EQUIVALENT ■ FIELD SCREWS, #10 x 1 1/2' AT 9' O.C. (NEXT TO HIGH RIB) ■ EAVE AND RIDGE PURLIN SCREWS, 614 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'' ■ FIELD SCREWS, #30 x 1 1/2' @ 9' U.C. (NEXT TO HIGH RIB) ■ BASE GIRT, END TRUSS, AND DOORMEADER SCREWS, #14 x 1 1/2' @ BOTH SIDES OF EACH MAJOR RIR 4VEL (SW, SP, SM, SC, GM AND GC) SOILS OR BETTER (IBC 2003 TABLE 1804.2). LESSER SOIL CONDITIONS (AS -- ••- uwrnrcn�M scRrws 2UIRED BY THE BUILDING OFFICIAL) WILL REQUIRE REVIEW AND FOOTING SIZE ADJUSTMENT BY THE ENGINEER. A4QrA FOOTING "B" DIA. 18" 18„ 18" 20' 20" 21" 28" 4CRETE - MINIMUM 28 DAY COMPRESSIVE STRENGTH Fc = 2,000 psi, 4 SACK MIX FOR FOOTINGS. CAST IN PLACE. PSF LIVE LOAD KNEE BRACE REQUIRED NO NO0.20 -NO IJO NO '-'- NO _ NO NO !!CRETE CONSTRUCTION SHALL CONFORM TO ACI 318-99. - 12.0"8"X --- 120" 12-0" DO - STRUCTURAL LUMBER SHALL CONFORM TO DF -L 02 OR BETTER BY WWPA GRADING RULES, UNLESS NOTED DIAPHRAGM SCREWS @ ENDWALL BASE GIRT ACROSS HERWISE ON THE PLANS. MAXIMUM MOISTURE CONTENT SHALL BE 19% BY WEIGHT. NAILING SHALL CONFORM TO ENDWALL DOOR HEADERS & GABLE END TRUSS TOP CHORD, : TABLE 2304.9.1 FASTENING SCHEDULE & OTHER APPLICABLE SECTIONS OF CHAPTER 23 OF THE IBC. FASTENERS EAVE & RIDGE PURLINS ON ROOF R PRESERVATIVE TREATED WOOD SHALL BE OF HOT -DIPPED ZINC -COATED GALVANIZED STEEL, STAINLESS _ 3'-0" EEL, SILICONE BRONZE OR COPPER. TREATED WOOD SHALL CONFORM TO THE REQUIREMENTS OF AWPA C-16, C-22, 12-0"Wl2" ?3, C-24 & C-28. POSTS FOR BUILDINGS SHALL BE AS NOTED ON THE PLANS. ALL POST MATERIALS SHALL BE 66" X 88"Wl2" X G" X 8" .4 -FIR #2 OR BETTER, FULL DIMENSION AND GRADED BY WWPA GRADING RULES, UNLESS NOTED OTHERWISE ON T- E PLANS. DIAPHRAGM SCREWS) TYPICAL SCREW PATTERN, EXCEPT AS FTS & HARDWARE - HARDWARE SHALL BE SIMPSON OR APPROVED EQUAL. ALL BOLTS SHALL CONFORM TD ASTM NOTED ABOVE NO OFING & SIDING - METAL PANELS MAY BE STANDARD RIBBED STYLES AVAILABLE FROM LOCAL MANUFACTURERS, 6"X 10" W/2'• -X6- LVANIZED OR PAINTED, 29.GAUGE MINIMUM THICKNESS, ASTM A653 STRUCTURAL QUALITY (SO), Fy = 80.0 Hsi. STEEL SHEETING SCREW PATTERNS OF PANELS SHALL BE FASTENED TO PURLINS WITH PLATED, GASKETED 1 M' LONG METAL TO WOOD FASTENERS. _ LL PANELS SHALL BE FASTENED TO GIRTS WITH PLATED, GASKETED V OR LONGER METAL TO WOOD FASTENERS. NELS SHALL BE INSTALLED & FASTENED ACCORDING TO THE MANUFACTURER'S RECOMMENDATIONS. N.T.S IL COMPACTION - ALL BACKFILLED SOIL BENEATH FOOTINGS SHALL BE COMPACTED WITH A VIBRATORY NAME: - 16d NAILS TYPICAL TRUSS BOTTOM CHORD 8 RACING BOLTING BLOCK-" ' NOTES FOR TRUSS BOTTOM CHORD BRACING N.T.S. Z Si GABLE END TRUSS DETAIL 3 S© DOUBLE INTERIOR TRUSSES TYP, GABLE END TRUSS CONNECTION S3 GABLE END POST USE BOLTING BLOCKS BELOW S4 2' X 4' BOTTOM CHORD BRACING @ 10' 0' D.C. ALL CORNER COLUMN GIRTS SS 2' X 3' BLOCK WITH 4 - 10d NAILS TO BOTTOM CHORD BRACE SPLIT SLIDER DOOR OPTION OPTIONAL FRONT ELEVATION S FOR OPTIONAL FRONT ELEVATIONS NOTES - HALF TRUSS DESIGN BY OTHERS seH" X 10' HEADER UP TO 12'-0' DOORS g' X 12' HEADER UP TO 20'-0' DORS �f X 12' BACKED WITH 2' X 6' UP TO 24'-0' S3 �' 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 4PACTOR TO 95% OF THE PROCTOR DENSITY AS DETERMINED BY ASTM A1557, METHOD D. IF THE BACKFILLED fERIAL HAS A DEPTH GREATER THAN 6% COMPACTION MUST BE VERIFIED BY TESTING BY A QUALIFIED SOILS ADDRESS:US IFESSIONAL. UNLESS OTHERWISE NOTED ON THE PLANS, THE POSTS AND THEIR FOOTINGS MUST EXTEND INTO ZGIN-SOIL A DEPTH EQUIVALENT TO THAT INDICATED ON THE PLANS, yah (JE (, - JSSES SHALL BE DESIGNED BY AND BEAR THE SEAL OF AN ENGINEER REGISTERED TO PRACTICE IN THE STATEWASHINGTON, Ll `7_ JSS LOADING, TOP CHORD LIVE LOAD = 30 PSF OR 40 PSF DATE: TOP CHORD DEAD LOAD 5 PSF 1" NOT VALIS BOTTOM CHORD DEAD LOAD = 1 PSF i"_1 2 - 16d NAILS SIGNATURE nl N 6" , 8' OR 10' POST (U 111 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 m `rIONAL BY - IDA TEI ;DESCRIPTION OF CHANGE 014A ON 7-0 - -- 10'-0"---- "K' 10'-0" 12-0. 14'-0" 16'0" 18'-0" _,,.1, COLUMN WXD X6„18" 6"X 6" 6" X6,• 6"X V W/2' X G" 6"X 8" 6'"'-X 10" X 6" A4QrA FOOTING "B" DIA. 18" 18„ 18" 20' 20" 21" 28" ,JU&40 'T' 3,-0" 3'-0" _3,-0„ 3'-0" 3'-0" T 3'-0" PSF LIVE LOAD KNEE BRACE REQUIRED NO NO0.20 -NO IJO NO '-'- NO _ NO NO CONCRETE VOLUME,8•-0„6" 0.20 ---0.20 __ 0.20 - 0.24 -- 0.24 0.27 0,29 12.0"8"X --- 120" 12-0" ---- 12'0" 14'-0" 6" --------- 6" X 6"Al2" X 6" G" X 6" W12" X 8" '-26„- 3�-0•,- --NO- -- 0.29 _ 0.29 0.29 26" 26" _ 3'-0" _NO NO 12-0"Wl2" 16-0' 66" X 88"Wl2" X G" X 8" 26' T- NO 0.29 0.29 26 3'-0" NO 20'-0" 6"X 10" W/2'• -X6- 26' 3'-2" NO 0.36 POSTwoo-aNG SCHEDULE 30' SPANS, 30 & 40 PSF LIVE LOAD POST SPACING 10,41 ` COLUMN "K' W X D 8 -0 6 X 6 FOOTING "B" DIA. "T' 26" T -O" IWEEBRACE REQNRED NO CONCRETE VOLUME, YD 0.29 X 6 26" YZ; ­NO-0.29 _ 0.29 10-0" - 10.0'• 12-0 6X6 W/2 XX" -- - -- - X 6" 26" 3A" 0.29 0.29 26 3'-0" NO --- --- 8" ----- NO _ _ 0.36 -XG- 26' 3'4 -NO -0.36 0.36 0.36 66X8" W2" XX 6" 26" 3W NO 66"X 10" W/2"X 6'• 26" 3'-2•' NO __- 0.36 10'-0" 24'-0" 6"X 12" --X 26" 3'3'' NO. _ 0.38 12-0'• 8'-0" T; 6" 28" .O;- NO 0.36 X 6" _ 28" 3'-0'° NO _ 0.36 _ "X 6" WITX 6'• 28' 3'-0''NO _ __- 0.36 --- _- -_ 3'-0"_ -- -NO- ._- 0.41 X 8"Wl2"X 8" _28" 28" 3'-0" No 0.41 12-0" 18'-0" 8" X 10'. 28' 3'-0"NO _- - 0.41 _12-0- 20•-0" 6"X 12" 28" T -O" NO 0.41 12.0''-22--0„- 6"-X 12"W/2-, X 8•� 28-- 3•-T,- -NO _ 0.43 12-0" 24'-0" 6" X 12" 28" 3'-6" NO 0.48 POST/FOOTING SCHEDULE 36' SPANS, 30 & 40 PSF LIVE LOAD POST I COLUMN I FOOTING jMNEE9RAcs1 CONCRETE SPACING "H" I W X D "B" DIA. 'T' 1 REQUIRED IVOLUMRYD5 10'-0" _ 8'-0'1 6" X 8" 28" T-O"NO 0.36 10. 0" 10'-0" 6'• X W, 28' 3'-0-0"_ NO _ 0.36 10'47 _ 12'-0" 6" X 6" W/2" X 6" 28" 3'-0" NO 0.36 10'0" 14'-0" 86"X 6" W12"X8" 28'• 3'-0" NO _ 0.36 16'-0" 6" X 8" 28" _ 3'-0" NO _ 6.41 10'4" ---- 181-0" ...---W _ 6" X 81Wl2" X 8-, --- -28- T -O" - -- NO --_. 0.41 10'-0" 20'-0" X 10" --- ---- 3'-0" - NO - 0.41 10'-0" 23'A'" 6"X 10'• W/2"X 6" _28" 28'• 3'-0"" _ NO _ - 0.41 10'0" 1 24'-0" 6" X 10" W/2" X 6" 28" 3'-2" YES 0.43 12-0" 8'-0" G" X G" 32" T -O" NO 0.44 ---- --- - -"x-6;-W-/-2"X-- 32" 3'-0" NO 0.44 12-0" 12'-0" 6" 6" -- 32" --`- 3'-0" --- NO -.. 0.44 124' 12.0"- _ 14'-0" G" X 8" 32" 3'-0" NO _ 0.44 0.44 16'-V' _ 66" X 8"W/2" X V' 322" 3'-0"_ -R _ 12-0" _ 18'-0" 6'• X 10" _ 32' _ __ 6.44 124 20'A" 6" X 10"VII/2" X V _ 22" _3'-0" _ 3'-0" __NO __ NO _ - 0.44 12.0" ---- 22'A" ---- 6" X 12" - ---- 32" _ 3'-2" NO _ 0.47 120" 24'-0" 6" X 12" W/2" X 6" 32" -- 3" 3'•3" --- NO --. 60 0.49 POST/FOOTING SCHEDULE 40' SPANS, 30 & 40 PSF LIVE LOAD POST COLUMN I FOOTING 1KNEEBRACE CONCRETE SPACING "K' W X D "B" DIA, 'T' 1 REQUIRED VOLUME, YD 10'4" 8'-0" 6" X 6" 30" T -O" NO 0.41 10'0" - --- -- 10'0" ---- 6" X 6" ----- 30" -30" 3'-0" NO 0.41 10'-0" ---- 12'-0" - --- - 14'-0" ----- 6" X 6" Wl2" X 6" 30" -- 3' -0"-- ----- NO - 0.41 - 0.41 _ 10'0" --------- 6" X 6" Wl2" X 6" -- 30" --F.& ---- NO 30" _3'-0" 3'-0" VEO 0.41 10'-0" IV -U' G" X 8" Wl2" X G" 30" _ T -O" NO _ 6.41 10'-0" 22'-0"6" 30" 3'-0" NO 0.41 U.41 0.41 6" X 10" X 10" W/2" X 6" 30" T -O" NO 6-X 12" 30" 3'-2" YES- - 0.43 120" ---'- W.V. ----- -- 6" X 6" ---- 33" T -O" NO 0.47 120 -- -- ---- ---- -- -- -NO- NO 0.47 0.47 Wl2" X 6" -- 33" 3'-0" NO - ---- 6" X 3'-0" NO '0.47 12A" 16 -0' 6" 8" 1A02" X 6" Y. 33' 3 -0 -- NO --0.47 12-0" 18 0" 6" X 10" 33" 3'-0" NO 0.47 12'-0" 20'-0" 6" X 10" W/2" X 6" � 33" 3'4" NO 0.47 _ 120" 22'0" 6" X 12" 33" 3'•2" NO _ 0.49 124' 1- 24'-V' 6"X 12"Wl `X -i 33" -3'-2'- NO --- 0.67 POST/FOOTING SCHEDULE 48' T0.62' SPANS, 30 & 40 PSF LIVE LOAD POST COLUMN FOOTING I KNEE BRACE CONCRETE SPACING "K' I W X D "B•' DIA, 'T' I REQUIRED VOLUME, YD 10'-0" 81-01• 6" X 6" 3N. 3'-0" NO 0.66 101-0" 10•4" 611X6" 34" 3'-0" _ NO _ 0.66 6.66 12'4" _ 6" X 6" Wl2" X 6" 3'0" NO 8•' X 6" 1N32" kir- _34" 34' _3'-0" NO_ _ 0.65 6„ X 8„ 34„ 3,-0„ 0.66 ---- -- 10'-0" --- 16'-0" --`-'-- 18'0" ----- _ 6"X 8" 1W2" X 6" V- R 8;'------ 6" X 8" W/2" X 6" ---- 34' --- _ 3'•V' - --`-- _YES NO _ _ --0.66 0.66 34" 3'-0" ----- NO 10'-0 " _ -- --- 10'0" _20' -0V " ----- 24'0" 6" X 10" ' X ------- --- 34" ----- - YES .-.-.. _ 0.66 0.66 -- 0.66 24' _3'-0" _ 3'-0" NO -- 6"X 12" W/2" X 6" -- 34" ---3'-0--" YES 12-0" -- - 8'-0" ---- 6" X 6" ------ 36'• T4'NO 0.62 3 8" 3'0" _NO _ 0.62 124 I Z -O" 6"X 6•' W12"X 6" 36" 3' 0" _ NO 0.62 12-0" 1W'F 6'" X 8" 36" _ _ 3'-0" _ NO 0.62 120" -----__ 12-0" -- -- 12-0" __- 16'0" 18'-0" - 26- -& 20'0" 6" X 8" Wl2" X 6"_ 36" 3'-0" NO _ 0.62 0.62 - 0.62 6" X 10'' - ------V - 36" 3'-0" YES 6" X 10" W/2" X 6" W/2" X ---- 36" -T-&- 3'-0" ------ 12-0" 12.0" 1 24!-W' 6'• X 12",W/2" X G" 36" 36" 3'4"_ 3'•2" _NO - NO NO 1 _ _ 0.66 0.66 POST/FOOTING SCHEDULE 64' TO 60' SPANS, 30 & 40 PSF LIVE LOAD POST I COLUMN FOOTING KNEEBRACEI CONCRETE SPACING "K' W X D "B" DIA. 'T' REQUIRED VOLUME, YD 10'4" _ 8'4" 6" X 6" 36" T -O" NO 0.62 --- ----- 6"X W ------- 36" 3•-0" NO _ 0.62 6" X 6" W/2" X 6"36 _ NO _ 0.62 10'0"_ 14'-0" 8" X 8" 36" _3'-0'' 3'A" -R 0.62 10'-0' 16'-0'' 6" X 8" W/2" X 6" 36" 3'-0" NO 0.62 10'0" ---- 18'-0'• ----- 8" X 10•' ----------- 36" _ 3'-0" NO 0.62 - 10'-0'_ - 20'0"_ 6" X 10" W/2" X 8" -- --- 3'-0'_ Y6 0.62 10'4' 10'0" 22'4" ------ 24'4• 6"X IW-' V /2"X 0" 6" X 12" _38" _ 36" _ NO _ _ 0.82 - 0.66 36" 1 _S'-0" T-2" YES - 12-0" 8'-0" 6" X 6" 40" 3'-011 NO 0.70 12-0" 10'-0" 8'' X 6"W/2" X 6" _ 40" 3'-0" NO - 0.70 0.70 6" 4d' -4F- -O" N_ O -_ _ 0.70 12.0"- 16'4-' G" X 8" VII/2" X 6-, 3'-0' NO 0.70 12.0" Ariq'Ot,.!-I F _40" `/ES _ _ -_ 0.70 0.70 - 0.70 0.73 2{ t; �X 6., - X 6" -- _ 3'4' -- ;;-- - --NO - 40 - 3'-2" --- NO Y1REX?WRGER SIZE POST MAY BE SUBSTITUTED FOR POSTS WITH LIW)96 63`aXIINATIONS. 2. ENDWALL POSTS SHALL BE 6" X 6" ROUGH CUT HEM -FIR #2 TREATEI (• 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 FOPOTINGS SHALL BE 24 0 X 3 -4" DEEP. Cs 4. ABOVE FOOTING DESIGNS ARE FOR POST FRAME BUILDINGS WITH T.r6QNCRETE FLOORS (CONTRAINED POSTS). IF BUILDINGS WILL NOT 1ti C¢NCRETE FLOORS, INCREASE FOOTING DIAMETER X 2" & FOOTING bEPTH X 4". ,":_ AMIBEKE ENGINEERING .5f14T�171G�iflY rl izira rtT 2913 E. 61st Court STRUCTURAL DESIGN FOR POST FRAME BUILDINGS 12' TO 60' SPANS, 30 & 40 PSF LIVE LOAD, 2003 IBC ZIEGLER LUMBER COMPANY ;6.'20 E. HOLLAND ROAD SPOKANE, WASHINGTON 99218 BY - DATE" "'"' DRAWING NO., REV DRAWN --AMBEKE 10-12-06 ZIEGLER.IBC2003.06