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2006, 04-20 Permit App: 06001449 Pole BldgProject Number: 06001449 Inv: Application Date: 04/20/2006 Page 1 of 2 THIS IS NOT A PERMIT Penalties will be assessed for commencing work without a permit Project Information: Permit Use: 24 X 36 DETACHED POLE BUILDING Setbacks: Front 74 Left: 55 Right: 5 Rear: 20 Site Information: Plat Key: 000333 Name: CASTLE ADD Contact: SPOKANE POST FRAME Address: 7001 E 2ND C - S - Z: SPOKANE, WA 99212 Phone: (509) 926-0865 Group Name: Project Name: District: F Parcel Number: 45332.1211 Block: SiteAddress: 3409 S GILLIS RD Location:: CSV Zoning: UR -3.5 Water District: Urban Residential 3.5 Area: 1,071.00 Acres Width: 0 Nbr of Bldgs: 0 Nbr of Dwellings: 0 Review Information: Lot: Owner: Name: JAMES, MICHAEL & GAY LYNN Address: 3409 S GILLIS RD SPOKANE VALLEY, WA 99206 Hold: E Depth: 0 Right Of Way (ft): 0 Review Building Plan Review Released By: "nr-k Landuse/Zoning/HE Conditions Released By: Sewer Review Permits: Originally Released: 04/20/2006 By: cjjanssen Released By: PER SPOKANE COUNTY UTILITIES Originally Released: 04/20/2006 By: cjjanssen Operator: CJJ Printed By: CJJ Print Date: 04/20/2006 Project Number: 06001449 Inv: I Application THIS IS NOT A PERMIT Penalties will be assessed for commencing work without a permit Date: 04/20/2006 Page 2 of 2 Building Permit Contractor: SPOKANE POST FRAME Firm: SPOKANE POST FRAME Address: 7001 E 2ND AVE Phone: (509) 926-0865 SPOKANE, WA 99212 This Application: Total Project: Description Grp Type Notes Sq Ft Valuation Sq Ft Valuation GARAGE U-1 VB 864 $16,416.00 864 $16,416.00 Item Description RESIDENTIAL PERMIT FEE ACCESSORY PLANS REVIEW WSBC SURCHARGE Notes: Payment Summary: Permit Type Building Permit Totals: 864 $16,416.00 864 $16,416.00 Units Unit Desc 1 SELECT 1 SELECT 1 SELECT Permit Total Fees: Fee Amount $279.25 $69.81 $4.50 $353.56 Fee Amount Invoice Amount Amount Paid Amount Owing $353.56 $353.56 $0.00 $353.56 $353.56 $353.56 $0.00 $353.56 Disclaimer: Submittal of this application certifies the owner (or person(s) authorized by the owner) has both examined and finds the information contained within to be true and correct, and agrees that all provisions of laws and/or regulations governing this type of work will be complied with. Subsequent issuance of a permit shall not be construed to be a permit for, or an approval of, any violation of any of the provisions of the code or of any other state or local laws or ordinances. Signature: Operator: CJJ Printed By: CJJ Print Date: 04/20/2006 *laneVaiIey �Cl BUILDING PERMIT APPLICATION WORKSHEE. r Spokane Valley Community Development Departmer Building Divisio 11707 E. Sprague Avenue, Suite 10 006 Spokane Valley, WA 9920 Phone: (509) 688-0036; Fax: (509) 688-003 Street Address: REQUIRED SITE INFORMATION s. S) 5,ake.e.,wa. qq2-06 Assessor's Tax Parcel Number(s): £/5332. 11/ 1 Legal Description: PERMIT DESCRIPTION: 00444c.:4— cz 2'/)3(, XI 0 Sthi [ICBuilding Permit ❑ Change in Use ❑ Grading [1] Manufactured Home Relocation D Tenant Improvement ❑ Fire Safety ❑ Other OWNER/APPLICANT INFORMATION ❑ Owner: lryll ke. jug Phone: 023,3- ii$Z Fax: Address: 3'401 S. 4///5 //S S4-• t krr Wh . T12-0.E City f State Zip Code City Contractor: ,S?p; s P05 7 F✓'u`b?k- ❑ Architect: Phone: q2/5 Fax: e/2.4-/-s-k4 - Phone: Fax: Address: 7001 E. 2-2.,64-i-• S o. icSu - /1/11 2_ City State Zip Code ❑ Applicant: Phone: Fax: Address: State Zip Cod', Address: City State WA State Contractor License #:5e044-10plig i 0 Contact: etc Oct)611-X. Zip CodE PERMIT/BUILDING INFORMATION HEIGHT TO PEAK: ( DIMENSIONS: # OF STORIES: MAIN FLOOR TO SQ. FTG: SQ. FTG: FLOOR SQ. FTG: GARAGE SQ. FTG: • Shy � CONSTRUCTION TYPE: 7 .r UNFIN BASEMENT SQ. FTG: DECK/COV. PATIO SQ. FTG: HEAT SOURCE: FINISHED BASEMENT OCCUPANCY GROUP: # OF BEDROOMS: TOTAL HABITABLE SPACE: IMPERVIOUS SURFACE AR COST OF PROJECT: ii I !Wu 30% SLOPES ON PROPERTY: SEWER OR ON -SI SEPTICI SYSTEM? . Method of Payment: (Faxed permit applications will only be accepted with major bankcard) ❑ Cash Bankcard #: Authorized Signature: ❑ Check ❑ Mastercard ❑ VISA Expires: VIN#: ❑ Other SPOKANE POST FRAME, INC. Engineered Pole Buildings shops garages storage buildings cabins kits -cost plus 7001 E. 2nd Ave Spokane, WA 99212 ROLFE WILL Sales Manager Owner 509-926-0865 • Fax 509-924-5161 or 1.866-926-0865 Visit us at www.spokanepostframe.com • Site Plan '_show North Show streets/alley Show septic/sewer/draInf le Id Show existing buildings Show proposed building Show setbacks - front, rear, sides. Show lot size JOS NAHEr �4 I � PHONE * 232- 71zr) 2:11- 4Jf8 z ADDRESS .311A .$ MA _Scbi.4nAst I�i4 igzo& LEGAL DESCRIPTION parLci j 33Z'/ i PLANNING DEPT. APPROVED ZONING CRITERIA - SPOKANE r I r closer than 5' to property line - need f trewall and parapet Out of rear 30' and closer than 5 - need waiver from neighbor Can't cover more than 50% of rear 25' Corner lot - building must be 20' from property line 50' minimum setback from front property line Less than 8' from residence - need firewall Maximum square footage - 10% of lot area (Must be Less than 3,000 sq. tt.) may not subdivide lot sothat building is more than I0.% of residual lot area I1 closer than S' to property line need firewall 10' from septic/dralnfleid Less than 6' from residence - need .firewall GEUERAL SETBACKS ARE SHOWN BELOW. WILL NEED TO CHECK CODE BOOK AND KNOW WHAT ZONING YOU'RE IN TO BE SURE. MAXit1IJI BUILDING SIZE ALSO CHANGES WITH DIFFERENT ZONING. 5 minimum side yard setback 5' minimum rear yard Setback minimum front and side street setback - 25' from -property line or 55' from "-a,,, ,- .,r ret,ri — whirhavar is nraatar WAMBEKE ENGINEERING 2913 East 61st Court Daniel Wambeke, P. E. Spokane, WA 99223 Telephone: 509-443-6186 • Fax: 509-448-6582 • dwambeke @msn.com April 15, 2006 Mr. Jeff Palmer SPOKANE POST FRAME, INC. 7001 E. 2nd Avenue Spokane, WA 99212 SUBJECT: 24' X 36' X 10' POST FRAME BUILDING FOR MIKE JAMES, 3409 S. GILLIS STREET, SPOKANE VALLEY, WA 99206 Dear Jeff: This post frame building has been sold to Mr. James and will be erected according to standard plans prepared for Spokane Post Frame, Inc. for 30 PSF live load, 85 MPH wind speed, Exposure B, Seismic Design Category C and 2,000 PSF allowable soil bearing pressure, IBC 2003. Posts are located @ 12' o. c. and the roof has a 4:12 pitch. I have reviewed the design of this building and checked it for the diaphragm design criteria used in the standard plan design. There is a 16' x 8' overhead door in the front endwall. There is sufficient steel sheeting on this endwall to transfer lateral loads imposed on the roof and walls to the post foundations. The rear endwall is has a 3' pass door. There is sufficient steel sheeting on this wall to resist the lateral Toads on the roof and walls of this building and transfer them to the post foundations. One sidewall has a 4' x 3' window. The opposite sidewall has no openings. Sidewall openings do not affect the lateral load resistance of the building. Use standard post frame building plans for all framing details for this building. Please feel free to contact me if you have any additional questions about the design of this building. 4S. cerely, Daniel Wambeke, P.E. Enclosures DW:dw I EXPIRES 12-29-2007 Designer of Small Structures, Post Frame Buildings, Foundations, Light Gauge Steel Framing and Grain Storage Systems anti P0s7 Fit t- f1I 7c2 (9:q) e12,4- 636S" ' E x+4112-# csa2 �l►k� -res 3Jc°1 Gt1\s '- �D k/tx9e- CJ,F�'e (S0q)-qz8-8'18 '9' q20(.., 24 X2C0 Xt 01 Sts# ,t_• �f v Lv'W- F..- F=, e/v1 ,0»1� '1C'©Axv-e - 'Roe (oX6, ;®5)S [...EXPIRES 12-29-200 • /PIRES 12-29-2757-1 70 0 0 79 79 2J Z 0 e D b 3s pgz< Z -1a rn Ig wm O O m G V) 0 z P1 0 -11 PI z c-) 10'-0." USE 2" X 6" PURLINS 12'-0" 10'- USE 2" X 8" PURLINS 12'-0" ■ 1 ■ 1 MAIN BUILDING P❑ST TW❑ 5/8"0 M. BOLTS THRU P❑ST STEEL P❑ST ATTACHMENT BRACKET LEAN-TO 2" X 10" 2" X 10" 5" 10 GA. HRS STEEL SIDES 1 1/8" RAFTERS MSR 2,250f -1,8E MSR 1,950E -1,7E 2" X 3" S❑LID FILLER NOTCH 2" X 10" T❑ SEAT IN BRACKET 5/8"o M. B❑LT THRU RAFTER 4 - 30d NAILS 6" X 6" P, T.7 LEAN-TO P❑ST - 12' BAYS - 10' BAYS 1/4' X 3' X 6 1/4" STEEL BOTTOM PL EXPIRES 12/29/07 SPOKANE POST FRAME, INC. LEAN-TO BEAM ATTACHMENT TO MAIN BUILDING POST - 30 & 40 PSF L.L. DRAWN BY WAMBEKE DATE 6-30-04 APPROVED SCALE NTS SPFI.17 REV, 16d NAIL @ 10' D.C. 2' X 6' FULL WIDTH 8 1/2' SIMPS❑N J❑IST HANGER 2' X 6' OR 2' X 8' PURLIN ' 2' X 8' 2' X 10' OR 2' X 12' VERTICAL MEMBERS - SEE CHART SECTION A - A STANDARD RAFTER DETAILS FULL WIDTH 2' X 6' 1 SIMPS❑N J❑IST HANGER 2'X6' OR 2'X8'PURLIN 8 1/2' 16d NAIL @ 10' D.C. 2' X 8', 2' X 10' OR 2' X 12' VERTICAL MEMBERS - SEE CHART SECTION A - A BOX BEAM DETAILS 2' X __ LAMINATED TO ENDWALL RAFTER WHERE REQ'D - SEE CHAR 16d NAIL @ 10' O.C. 16d NAIL @ 10' ❑.C. 2' X 8' 2' X 10' OR 2' X 12' ENDWALL RAFTER - SEE CHART SECTION A - A STANDARD ENDWALL RAFTER DETAILS EXPIRES 12/29/07 SPOKANE POST FRAME, INC. POST FRAME BUILDINGS, 12' TO 50' SPANS LEAN-TO BEAM CONNECTIONS DRAWN BY WAMBEKE DATE 6-30-0A APPROVED SCALE NTS SPFI.16 REV. NOTES FOR F❑❑TING DETAIL TREATED POSTS AS SIZED PER SCHEDULE VIBRATE OR ROD CONCRETE TO OBTAIN FULL BEARING @3 UNDISTURBED SOIL • BUILDING SPECIFICATIONS' GENERAL - ALL BUILDING CONSTRUCTION SHALL CONFORM TO THE 2003 EDITION OF THE INTERNATI❑NAL BUILDING CODE (IBC 2003) AND ALL STATE & LOCAL BUILDING CODES. THESE SPECIFICATIONS AND PLANS ARE INTENDED FOR USE IN 40 PSF LIVE LOAD SITUATIONS. BUILDINGS ARE DESIGNED FOR 30 OR 40 PSF LIVE (SNOW) LOAD, 85 & 90 MPH WIND SPEED, EXPOSURE B & SEISMIC DESIGN CATEGORY B, 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 4( ROOF DL ALLOWS FOR A MAXIMUM OF 3' THICKNESS OF FIBERGLASS INSULATION. * MAXIMUM S❑IL BEARING PRESSURE = 2,000 PSF MAXIMUM SOIL BEARING PRESSURE IS BASED ON SAND, SILTY SAND, CLAYEY SAND, SILTY GRAVEL & CLAYEY GRAVEL (SW, SP, SM, SC, GM & GC) S❑ILS OR BETTER (IBC 2003 TABLE 1804.2). LESSER SOIL CONDITIONS (AS REQUIRED BY 'THE BUILDING OFFICIAL) WILL REQUIRE REVIEW AND FO❑TING SIZE ADJUSTMENT BY THE ENGINEER. CONCRETE - MINIMUM 28 DAY COMPRESSIVE STRENGTH F'c = 2,000 psl, 4 SACK MIX FOR FOOTINGS. CAST IN PLACE CONCRETE CONSTRUCTI❑N SHALL CONFORM TO ACI 318-92. WOOD - STRUCTURAL LUMBER SHALL CONFORM TO DF -L #2 OR BETTER BY WWPA GRADING RULES, UNLESS NOTED OTHERWISE ON THE PLANS. MAXIMUM MOISTURE CONTENT SHALL BE 19Z BY WEIGHT. NAILING SHALL CONFORM TO IBC TABLE 2304.9.1 FASTENING SCHEDULE & OTHER APPLICABLE SECTIONS OF CHAPTER 23 OF THE IBC, CCA TREATED WOOD SHALL CONFORM TO THE REQUIREMENTS OF AWPA 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, UNLESS NOTED OTHERWISE ON THE PLANS. BOLTS & HARDWARE - HARDWARE SHALL BE SIMPSON OR APPROVED EQUAL. ALL BOLTS SHALL CONFORM TO ASTM A307. ROOFING & SIDING - METAL PANELS MAY BE STANDARD RIBBED STYLES AVAILABLE FROM LOCAL MANUFACTURERS, GALVANIZED OR PAINTED, 29 GAUGE MINIMUM THICKNESS, ASTM A653 STRUCTURAL QUALITY (SQ), Fy = 80.0 ksi. ROOF PANELS SHALL BE FASTENED TO PURLINS WITH PLATED, GASKETED 1 Si' 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 & FASTENED ACCORDING TO THE MANUFACTURER'S RECOMMENDATIONS. SOIL C❑MPACTI❑N - ALL BACKFILLED SOIL BENEATH FOOTINGS SHALL BE COMPACTED WITH A VIBRATORY COMPACTOR TO 95X OF THE PROCTOR DENSITY AS DETERMINED BY ASTM A1557, METHOD D. IF THE BACKFILLED MATERIAL HAS A DEPTH GREATER THAN 6', COMPACTI❑N MUST BE VERIFIED BY TESTING BY A QUALIFIED SOIL'S PROFESSIONAL. UNLESS OTHERWISE NOTED ON THE PLANS, THE POSTS AND THEIR FOOTINGS MUST EXTEND INT❑ VIRGIN SOIL A DEPTH EQUIVALENT TO THAT INDICATED ON THE PLANS. SARE OR R'UND M FOOTING DETAIL N.T.S. EXPIRES 12/29/07 SPOKANE POST FRAME, INC. POST FRAME BUILDINGS LEAN-TO BEAM SCHEDULE, SPECS & FOOTING DRAWN BY WAMBEKE DATE 6-30-04 APPROVED SCALE NTS SPFI.15 REV. RAFTER SECTION CHART SPAN BAY SPACE LIVE LOAD PSF RAFTER SECTION SIZE OR COMBINATION ENDWALL RAFTER SECTION SIZE OR COMBINATION 0' 8' 0" 40 2 - 2' X 8' & 2 - 2" X 6' BOX 2' X 12' & 2' X 8' 1?' P' 0' 10' 0" 40 2 - 2' X 10' & 2 - 2' X 6' BOX 2" X 12' & 2' X 8' 0"I?' 0' 40 2 - 2' X 10" & 2 - 2' X 6' B❑ X 2 - 2' X 12' 12' 0' 8' 0' 30 2 - 2' X 10' & 2 - 2' X 6" BOX 2' X 12 & 2' X 10' 14' 14' O' 10' Q' 30 2 - 2' X 10" & 2 - 2' X 6' BOX 2" X 12' & 2' X 10' 0. 1P' 0' 30 2 - 2' X 12" & 2 - 2" X 6" BOX 2 - 2' X 12' 14' 0' 8' 0' 40 2 - 2' X 10' & 2 - 2' X 6' BOX 2 - 2' X 12' 14' 0' 10' 0' 40 2 - 2' X 12" & 2 - 2' X 6' BOX 2 - 2' X 12' DF -L #1 14' 14' 0.1?' 0" 40 2 - 2' X 12' & 2 - 2' X 6' BOX DF -L #1 2 - 2' X 12' DF -L #1 0' 8' 0' 30 2 - 2" X 12' DF -L S. STRUCT. 2" X 12" DF -L S. STRUCT. 16' 0110' 0' 30 2 - 2" X 12' & 2 - 2' X 6" BOX 2 - 2" X 12' j6' 16' 0'1?' 0' 30 2-2'X12'&2-2'X6'BOX DF -L#1 2 - 2' X 12' DF -L S.S. 0' 8' 0' 40 2 - 2" X 12' & 2 - 2' X 6' BOX 2 - 2" X 12' DF -L #1 16' 0'10' 0' 40 2 - 2' X 12' 8. 2 - 2' X 6' BOX DF -L S.S 2 - 2' X 12' DF -L S.S. 16' 0',1?' 0' 40 4 - 2' X 12' & 2 - 2' X 6' BOX DF -L S.S 2 - 2' X 12' DF -L S.S. 16' NOTES FOR F❑❑TING DETAIL TREATED POSTS AS SIZED PER SCHEDULE VIBRATE OR ROD CONCRETE TO OBTAIN FULL BEARING @3 UNDISTURBED SOIL • BUILDING SPECIFICATIONS' GENERAL - ALL BUILDING CONSTRUCTION SHALL CONFORM TO THE 2003 EDITION OF THE INTERNATI❑NAL BUILDING CODE (IBC 2003) AND ALL STATE & LOCAL BUILDING CODES. THESE SPECIFICATIONS AND PLANS ARE INTENDED FOR USE IN 40 PSF LIVE LOAD SITUATIONS. BUILDINGS ARE DESIGNED FOR 30 OR 40 PSF LIVE (SNOW) LOAD, 85 & 90 MPH WIND SPEED, EXPOSURE B & SEISMIC DESIGN CATEGORY B, 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 4( ROOF DL ALLOWS FOR A MAXIMUM OF 3' THICKNESS OF FIBERGLASS INSULATION. * MAXIMUM S❑IL BEARING PRESSURE = 2,000 PSF MAXIMUM SOIL BEARING PRESSURE IS BASED ON SAND, SILTY SAND, CLAYEY SAND, SILTY GRAVEL & CLAYEY GRAVEL (SW, SP, SM, SC, GM & GC) S❑ILS OR BETTER (IBC 2003 TABLE 1804.2). LESSER SOIL CONDITIONS (AS REQUIRED BY 'THE BUILDING OFFICIAL) WILL REQUIRE REVIEW AND FO❑TING SIZE ADJUSTMENT BY THE ENGINEER. CONCRETE - MINIMUM 28 DAY COMPRESSIVE STRENGTH F'c = 2,000 psl, 4 SACK MIX FOR FOOTINGS. CAST IN PLACE CONCRETE CONSTRUCTI❑N SHALL CONFORM TO ACI 318-92. WOOD - STRUCTURAL LUMBER SHALL CONFORM TO DF -L #2 OR BETTER BY WWPA GRADING RULES, UNLESS NOTED OTHERWISE ON THE PLANS. MAXIMUM MOISTURE CONTENT SHALL BE 19Z BY WEIGHT. NAILING SHALL CONFORM TO IBC TABLE 2304.9.1 FASTENING SCHEDULE & OTHER APPLICABLE SECTIONS OF CHAPTER 23 OF THE IBC, CCA TREATED WOOD SHALL CONFORM TO THE REQUIREMENTS OF AWPA 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, UNLESS NOTED OTHERWISE ON THE PLANS. BOLTS & HARDWARE - HARDWARE SHALL BE SIMPSON OR APPROVED EQUAL. ALL BOLTS SHALL CONFORM TO ASTM A307. ROOFING & SIDING - METAL PANELS MAY BE STANDARD RIBBED STYLES AVAILABLE FROM LOCAL MANUFACTURERS, GALVANIZED OR PAINTED, 29 GAUGE MINIMUM THICKNESS, ASTM A653 STRUCTURAL QUALITY (SQ), Fy = 80.0 ksi. ROOF PANELS SHALL BE FASTENED TO PURLINS WITH PLATED, GASKETED 1 Si' 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 & FASTENED ACCORDING TO THE MANUFACTURER'S RECOMMENDATIONS. SOIL C❑MPACTI❑N - ALL BACKFILLED SOIL BENEATH FOOTINGS SHALL BE COMPACTED WITH A VIBRATORY COMPACTOR TO 95X OF THE PROCTOR DENSITY AS DETERMINED BY ASTM A1557, METHOD D. IF THE BACKFILLED MATERIAL HAS A DEPTH GREATER THAN 6', COMPACTI❑N MUST BE VERIFIED BY TESTING BY A QUALIFIED SOIL'S PROFESSIONAL. UNLESS OTHERWISE NOTED ON THE PLANS, THE POSTS AND THEIR FOOTINGS MUST EXTEND INT❑ VIRGIN SOIL A DEPTH EQUIVALENT TO THAT INDICATED ON THE PLANS. SARE OR R'UND M FOOTING DETAIL N.T.S. EXPIRES 12/29/07 SPOKANE POST FRAME, INC. POST FRAME BUILDINGS LEAN-TO BEAM SCHEDULE, SPECS & FOOTING DRAWN BY WAMBEKE DATE 6-30-04 APPROVED SCALE NTS SPFI.15 REV. PURUN SIZES AND SPACING USE 2' X 6' DF -L 112 2 2' 0' O.C., 8' BAYS USE 2' X 6' DF -L *2 2 2' 0. O.C., 10' BAYS USE 2' X 8' DF -L k2 2 2' 0' MC., 12' BAYS PURUN CONNECTION METHOD PURLINS WILL BE HUNG FROM LEAN TO RAFTERS VITH STANDARD SIMPSON JOIST HANGERS OR EQUAL, NOTES FOR LEAN TO GIRTS GIRTS ARE NOT REQUIRED FOR SUPPORT OF POSTS. BUILDING LEAN TO'S NAY BE OPEN OR ENCLOSED USE 2' X 6' DF -L *2 GIRTS 2 2' 0' O.C. FOR 8' BAYS USE 2' X 6' DF -L k2 GIRTS 2 2' 0' D.C. FOR 10' BAYS USE 2' X 6' DF -L 412 GIRTS 2 2' 0' O.C. FOR 12' BAYS NOTES FOR LEAN TO CONNECTION DETAIL © MANUFACTURED TRUSS NOTCH POSTS 1-1/2' EACH SIDE TO PROVIDE TRUSS SEAT. ® TRUSS SUPPORT POST. SEE POST/FOOTING SCHEDULE. © 3/4' DIA. MACHINE BOLT C 2' X 6' X 24' DF -L CONNECTION BLOCK. PROVIDE BLOCK EACH SIDE OF POST. TYP. PURLIN. SEE CHART AT LEFT FOR SIZES. © 2' X 6' OR 2' X 8' EAVE GIRT Q 2' X 6' DF -L GIRTS 2 24' O.C.. TYPICAL 8', 10' OR 12' BAYS ® 6' X 6' FULL SIZE LEAN TO POST C 16d NAILS 0 LEAN-TO RAFTERS - SEE CHART & SECTION A -A LEAN-TO ADDITION TO POST FRAME BUILDING CONTINUOUS ROOF SLOPE MTS EXPIRES 12/29/07 SPOKANE POST FRAME, INC. POST FRAME BUILDINGS, 12' TO 50' SPANS LEAN—TO FRAMING PLANS DRAVN BY WAMBEKE DATE 6-30-0d APPROVED SCALE NTS SPFI.14 REV. TRUSS WEB BRACING INTERIOR OR GABLE END TRUSSES NOTES FOR TRUSS WEB BRACING: TRUSS DIAGRAMS WILL OFTEN REQUIRE WEB MEMBER BRACING, WHICH IS SHOWN ON TRUSS DRAWINGS AS 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 INMII 10d NAILS @ 6" ❑.C, " X 6" OR 2" X 8" L -BRACE Od NAILS @ 6" 0.0. " X 4" L -BRACE TRUSS WEB MEMBER TRUSS WEB MEMBER SECTION B -B SECTION B -B AT INTERIOR TRUSSES AT GABLE END TRUSS EXPIRES 12/29/07 SPOKANE POST FRAME, INC. POST FRAME BUILDINGS, 12' TO 50' SPANS TRUSS WEB BRACING DRAWN BY WAMBEKE DATE 6-3O-0,1 APPROVED SCALE NTS SPFI.13 REV. TYPICAL TRUSS BOTTOM CHORD BRACING N.T.S. NOTES FOR TRUSS BOTTOM CHORD BRACING 0 GABLE END TRUSS 0 DOUBLE INTERI❑R TRUSSES 9 2' X 4' X -BRACING @ 10' 0' 0.0. 0 2' X 4' BOTTOM CHORD BRACING @ 10' 0' ❑.C. S5 TOENAIL BRACES TO TRUSSES WITH 3 - 10d NAILS CU 1" 1" - 16d NAILS 6", 8" OR 10" POST GIRTS (TYP METAL SIDING 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 I EXPIRES 12/29/07 SHEATHING REQUIRMENTS THE FOLLOWING MINIMUM ROOF DIAPHRAGM REQUIREMENTS ARE NEEDED: I* ROOF STEEL: 29 GAUGE GRAND -RIB III, 36' WIDTH OR EQUIVALENT 311 FIELD SCREWS: 1110 x 1 1/2' AT 9' O.C. (NEXT TO HIGH RIB) EAVE AND RIDGE PURLIN SCREWS: *14 xl 1/2' AT BOTH SIDES OF EACH MAJOR RIB THE FOLLOWING MINIMUM ENDWALL DIAPHRAGM REQUIRMENTS ARE NEEDED: ENDWALL STEED 29 GAUGE GRAND -RIB III, 36' WIDTH OR EQUIVALENT NE FIELD SCREWS: #10 x 1 1/2' @ 9' O.C. <NEXT TO HIGH RIB) NE BASE GIRT, END TRUSS, AND DOOR HEADER SCREWS: *14 x 1 1/2' @ BOTH SIDES OF EACH MAJOR RIB. DIAPHRAGM SCREWS DIAPHRAGM SCREWS @ ENDWALL BASE GIRT ACROSS ENDVALLRDOOIDGHEPUDI RNS S ON ABROOEND TRUSS TOP CHORD, EAVE & DIAPHRAGM BOVECREWSJ TYPICAL SCREW PATTERN, EXCEPT AS STEEL SHEETING SCREW PATTERNS N.T.S SPOKANE POST FRAME, INC. POST FRAME BUILDINGS, 12' TO 50' SPANS TRUSS BRACING & POST LAMINATIONS DRAWN BY WAMBEKE DATE 6-30-04 APPROVED SCALE NTS SPFI.12 REV. OVERHEAD DOOR OPENING SLIDING DOOR OPENING : /0// // / \/%/%/\/ // / '' /V�,/ /q/<// TYPICAL SIDE ELEVATION NOTES FOR SIDE ELEVATION 0 2' X 8' HEADER S2 2' X 10' HEADER FOR 10' & 12' SLIDING DOORS 2' X 8' HEADER FOR 8' & SMALLER SLIDING DOORS TREATED POST - 16d GALV. NAILS EACH GIRT /-4 N.T.S. 2' X 6' GIRT (FLAT) TYPICAL GIRT CONNECTION EXPIRES 12/29/07 SPOKANE POST FRAME, INC. POST FRAME BUILDINGS, 12' TO 50' SPANS SIDEWALL FRAMING DRAWN BY WAMBEKE DATE 6-30-04 APPROVED SCALE NTS SPFI.11 REV. DOUBLE OVERHEAD DDDR OPTION OPTIONAL FRONT ELEVATION N,T,S, N❑TES FOR ❑PTI❑NAL FRONT ELEVATIONS 0 HALF TRUSS DESIGN BY OTHERS 0 2' X 10' HEADER UP T❑ 12' 0' D❑ORS 2' X 12' HEADER UP T❑ 20' 0' DO❑RS 2' X 12' BACKED WITH 2' X 6' UP T❑ 24' 0' 0 2' X 6' HEADER 0 4' X 6' DOOR P❑ST - 8' THRU 14' WALL HEIGHT W/ 2' X 6' FACER. 6' X 6' DOOR POST - 16' & 18' WALL HEIGHT W/ 2' X 8' FACER. 0 DOUBLE 2' X 6' KINGPDST SINGLE SLIDING DDDR DPTIDN OPTIONAL FRONT ELEVATION N.T.S. EXPIRES 12/29/07 SPOKANE POST FRAME, INC. POST FRAME BUILDINGS, 12' TO 50' SPANS OPTIONAL ENDWALL FRAMING DRAWN BY WAMBEKE DATE 6-30-O APPROVED SCALE NTS SPFI.10 REV. 3068 MANDOOR OPTION OPENING La; OPTIONAL FRONT ELEVATION N,T,S, N❑TES F❑R ❑PTI❑NAL FR❑NT ELEVATI❑NS S1 HALF TRUSS DESIGN BY OTHERS 0 2' X 10' HEADER UP TO 12' 0' D❑❑RS 2' X 12' HEADER UP T❑ 20' 0' D❑ORS 2' X 12' BACKED WITH 2' X 6' UP T❑ 24' 0' SD 2' X 6' HEADER 0 4' X 6' D❑OR P❑ST - 8' THRU 14' WALL HEIGHT W/ 2' X 6' FACER, 6' X 6' D❑OR POST - 16' & 18' WALL HEIGHT W/ 2' X 8' FACER, SS DOUBLE 2' X 6' KINGPOST SPLIT SLIDER DOOR OPTION OPTIONAL FRONT ELEVATION N,T,S, EXPIRES 12/29/07 SPOKANE POST FRAME, INC. POST FRAME BUILDINGS, 12' TO 50' SPANS OPTIONAL ENDWALL FRAMING DRAWN BY WAMBEKE DATE 6-30-04 APPROVED SCALE NTS SPFI.09 REV. 41) t‘glaL MEM ill411.1111111�1 12 1 1 1 1 1 20' 0' MAXIMUM Ad 1 1 Iran 1 SINGLE OVERHEAD D❑❑R OPTION FRONT ELEVATION N.TS. N❑TES FOR FRONT ELEVATION 0 HALF TRUSS DESIGN BY OTHERS SUPPORT PURLINS @ END TRUSS W/2' X 6' ❑R 2' X 8' STD J❑IST HANGERS, LOWER TRUSS FOR END OVERHANG, IF REQ'D S2 2' X 10' HEADER 0 2' X 6' GIRTS @ 24' ❑,C,, 10' BAYS, DF -L #2 2' X 6' GIRTS @ 24' ❑,C,, 12' BAYS, DF -L #2 0 2' X 8' FACIA B❑ARDS 0 TREATED W❑❑D P❑STS, SIZED PER SCHEDULE 0 TREATED 2' X 6' BOTT❑M GIRT ❑R TREATED 2' X 10' B❑TT❑M GIRT 8 - 16d NAILS GABLE END TRUSS 2' X 6' X 18' BOLTING BL❑CK 8 - 16d NAILS CORNER POST 2' X 6' X 18' BOLTING BL❑CK EXPIRES 12/29/07 8 - 16c1 NAILS DETAIL 3 TYP, GABLE END TRUSS CONNECTION USE BOLTING BLOCKS BELOW ALL CORNER COLUMN GIRTS SPOKANE POST FRAME, INC. POST FRAME BUILDINGS, 12' TO 50' SPANS ENDWALL FRAMING PLANS & CONNECTIONS DRAWN BY WAMBEKE DATE 6-30-04 APPROVED SCALE NTS SPFI.8 REV. POST/FOOTING SCHEDULE 48' TO 52' SPANS, .5u at 4u rr CONCRETE POST COLUMN FOOTING KNEE BRACE SPACING 10'-0" 10'-0" 10'-0" 10,-0" 10%0" 10'-0" 10'-0" 10'-0" 10'-0" 10%0" "H" W X D "B" DIA. .,T" REQUIRED 8'-0" 10'-0" 12'-0" 14'-0" 16'-0" 16'-0" 18'-0" 20'-0" 22'-0" 6" X 6" 6" X 6" 6" X 6" W/2" X 6" 6"X6"W/2"X 6" 6" X 8" 6" X 8" W/2" X 6" 6" X 8" W/2" X 6" 6" X 10" 6"X10"W/2"X 6" 6"X12"W/2"X 6" 34" 3'-0" 3'-0" 3'-0" 3'-0" 3'-0" 3'-0" 3'-0" 3'-0" 3'-0" 3'-0" NO NO NO NO YES NO NO YES NO YES VOLUME, YD3 0.55 0.55 0.55 0.55 0.55 0.55 0.55 0.55 0.55 0.55 12-0" 12-0" 12-0" 12-0" 12-0" 12-0" 12-0" 12-0" 12-0" 8'-0" 10'-0" 12'-0" 14'-0" 16'-0" 18'-0" 20'-0" 22'-0" 24'-0" 6" X 6" 6" X 6" W/2" X 6" 6" X 6" W/2" X 6" 6" X 8" 6" X 8" W/2" X 6" 6" X 10" 6"X10"W/2"X 6" 6"X12"W/2 X 6" 6"X12"W/2"X 6" 36" 36" 36" 36" ....._ ....... 36" 36" 36" 36" 36" 3'-0" 3'-0" 3'-0" 3'-0" 3'-0" 3'-0" 3'-0" 3'-2" 3'-2" NO NO NO NO NO YES NO NO NO 0.62 0.62 0.62 0.62 0.62 0.62 0.62 0.65 0.65 NOTE: 1. THE NEXT LARGER SIZE POST MAY BE SUBSTITUTED FOR POSTS WITH 2" X 6" LAMINATIONS. 2. ENDWALL POSTS SHALL BE 6" X 6" ROUGH CUT HEM -FIR #2 TREATED POSTS UP TO 16'-0" WALL HEIGHT. ABOVE 16' WALL HEIGHT, ENDWALL POSTS SHALL BE 6" X 8" ROUGH CUT HEM -FIR #2 POSTS. 3. FOOTINGS FOR ENDWALL POSTS SHALL BE A MINIMUM OF 20"0 X 3'-0" DEEP FOR WALL HEIGHTS TO 16'-0". ABOVE 16' WALL HEIGHT, FOOTINGS SHALL BE 24"0 X 3'-4" DEEP. 4. ABOVE FOOTING DESIGNS ARE FOR POST FRAME BUILDINGS WITH CONCRETE FLOORS (CONTRAINED POSTS). IF BUILDINGS WILL NOT CONCRETE FLOORS, INCREASE FOOTING DIAMETER X 2" & FOOTING DEPTH X 4". EXPIRES 12/29/07 SPOKANE POST FRAME, INC. POST FRAME BUILDINGS POST FOOTING SCHEDULE - 50' SPANS DRAWN BYDATE WAMBEKE -30-0 SPF1.07E APPROVED SCALE NTS REV. POST/FOOTING SCHEDULE 40' SPANS, 30 & 40 PSF LIVE LOAD POST COLUMN FOOTING KNEE BRACE CONCRETE SPACING "H" W X D "B" DIA. "T" REQUIRED VOLUME, YD3 10'-0" 8'-0" 6" X 6" 30" 3'-0" NO 0.41 10'-0" 10'-0" 6" X 6" 30" 3'-0" NO 0.41 10'-0" 12'-0" 6" X 6" W/2" X 6" 30" 3'-0" NO 0.41 10'-0" 14'-0" 6" X 6" W/2" X 6" 30" 3'-0" NO 0.41 10'-0" 16'-0" 6" X 8" 30" 3'-0" YES 0.41 10'-0" 16'-0" 6" X 8" W/2" X 6" 30" 3'-0" NO 0.41 10'-0" 18'-0" 6" X 8" W/2" X 6" 30" 3'-0" NO 0.41 10'-0" 20'-0" 6" X 10" 30" 3'-0" NO 0.41 10'-0" 22'-0" 6" X 10" W/2" X 6" 30" 3'-0" NO 0.41 10'-0" 24'-0" 6" X 12" 30" 3'-2" YES 043 12-0" 8'-0" 6" X 6" 33" 3'-0" NO 0.47 12-0" 10'-0" 6" X 6" 33" 3'-0" NO 0.47 12-0" 12'-0" 6" X 6" W/2" X 6" 33" 3'-0" NO 0 47 12-0" 14'-0" 6" X 8" 33" 3'-0" NO 0.47 12-0" 16'-0" 6" X 8" W/2" X 6" 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'-0" NO 0.47 12-0" 22'-0" 6" X 12" 33" 3'-2" NO 0.49 12-0" 24'-0" 6" X 12 W/2" X 6" 33" 3'-2" NO 0.57 NOTE: 1. THE NEXT LARGER SIZE POST MAY BE SUBSTITUTED FOR POSTS WITH 2" X 6" LAMINATIONS. 2. ENDWALL POSTS SHALL BE 6" X 6" ROUGH CUT HEM -FIR #2 TREATED POSTS UP TO 16'-0" WALL HEIGHT. ABOVE 16' WALL HEIGHT, ENDWALL POSTS SHALL BE 6" X 8" ROUGH CUT HEM -FIR #2 POSTS. 3. FOOTINGS FOR ENDWALL POSTS SHALL BE A MINIMUM OF 20"9 X 3'-O" DEEP FOR WALL HEIGHTS TO 16'-0". ABOVE 16' WALL HEIGHT, FOOTINGS SHALL BE 24"0 X 3'-4" DEEP. 4. ABOVE FOOTING DESIGNS ARE FOR POST FRAME BUILDINGS WITH CONCRETE FLOORS (CONTRAINED POSTS). IF BUILDINGS WILL NOT CONCRETE FLOORS, INCREASE FOOTING DIAMETER X 2" & FOOTING DEPTH X 4". EXPIRES 12/29/07 SPOKANE POST FRAME, INC. POST FRAME BUILDINGS POST FOOTING SCHEDULE - 40' SPANS DRAWN BY VAMBEKE DATE 6-30-04 APPROVED SCALE NTS SPFI.07D REV. POST/FOOTING SCHEDULE 36' SPANS, 30 & 40 PSF LIVE LOAD POST COLUMN FOOTING KNEE BRACE CONCRETE SPACING "H" W X D "B" DIA. "T" REQUIRED VOLUME, YD3 10'-0" 8'-0" 6" X 6" 28" 3'-0" ZZZlZZZZ!Z 0000000!0 . 0.35 10'-0" 10'-0" 6" X 6" 28" 3'-0" 0.35 10'-0" 12'-0" 6" X 6" W/2" X 6" 28" 3'-0" 0.35 10'-0" 14'-0" 6" X 6" W/2" X 6" 28" 3'-0" 10'-0" 16'-0" 6" X 8" 28" 3'-0" 0.41 10'-0" 18'-0" 6" X 8"W/2" X 6" 28" 3'-0" 0.41 10'-0" 20'-0" 6" X 10" 28" 3'-0" 0.41 10'-0" 22'-0" 6" X 10" W/2" X 6" 28" 3'-0" 0.41 10'-0" 24'-0" 6" X 10" W/2" X 6" 28" 3'-2" 0.43 12-0" 8'-0" 6" X 6" 32" 3'-0" i or.) 0 0 10'0'!0 0 0 Z IZ .Z'Z !Z ;Z Z Z Z 0.44 12-0" 10'-0" 6" X 6" 32" 3'-0" 0.44 12-0" 12'-0" 6" X 6" W/2" X 6" 32" 3'-0" 0.44 12-0" 14'-0" 6" X 8" 32" 3'-0" 0.44 12-0" 16'-O" 6" X 8" W/2" X 6" 32" 3'-0" 0.44 12-0" 18'-0" 6" X 10" 32" 3'-0" 0.44 12-0" 20'-0" 6" X 10" W/2" X 6" 32" 3'-0" 0.44 12-0" 22'-0" 6" X 12" 32" 3'-2" 0.47 12-0" 24'-0" 6" X 12" W/2" X 6" 32" 3'-3" 0.49 NOTE: 1. THE NEXT LARGER SIZE POST MAY BE SUBSTITUTED FOR POSTS WITH 2" X 6" LAMINATIONS. 2. ENDWALL POSTS SHALL BE 6" X 6" ROUGH CUT HEM -FIR #2 TREATED POSTS UP TO 16'-0" WALL HEIGHT. ABOVE 16' WALL HEIGHT, ENDWALL POSTS SHALL BE 6" X 8" ROUGH CUT HEM -FIR #2 POSTS. 3. FOOTINGS FOR ENDWALL POSTS SHALL BE A MINIMUM OF 20"O X 3'-O" DEEP FOR WALL HEIGHTS TO 16'-0". ABOVE 16' WALL HEIGHT, FOOTINGS SHALL BE 24"95 X 3'-4" DEEP. 4. ABOVE FOOTING DESIGNS ARE FOR POST FRAME BUILDINGS WITH CONCRETE FLOORS (CONTRAINED POSTS). IF BUILDINGS WILL NOT CONCRETE FLOORS, INCREASE FOOTING DIAMETER X 2" & FOOTING DEPTH X 4". EXPIRES 12/29/07 SPOKANE POST FRAME, INC. POST FRAME BUILDINGS POST FOOTING SCHEDULE - 36" SPANS DRAWN BY WAMBEKE DATE 6-30-04 APPROVED SCALE NTS SPFI.07C REV. / 0 D w 0 4 20 z_ J CL USE 2'X 6' L. N 0_ 0 M J (9J ▪ O J LJ H J LL N O M J / U v Z >- :1 J I— � ▪ U Z0 0 X W °U 24' ❑.C. - O 0 0 0 O 0 (U 0 i SPAN ti DOUBLE TRUSSES M ( J Z r-, J C4 )- 0- 1— • c U cu W (4 (U eu 9n0IPLE TRUSSES SINGLE TRUSS PLAN VIEW N,T,S. NOTES FOR FLOOR PLAN 0 INTERI❑R FRAME WOOD POSTS, POST SCHEDULE. GABLE WALL POSTS — 6" X 6" TYPICAL DOOR POSTS — 4" X 6" TYPICAL F❑❑TING DIMENSI❑NS — B = 1'-8"; D = 3'-0" MAXIMUM POST SPACING 12' 0" �3 PURLINS @ 24" ❑.C., BEARING OR J❑IST HANGERS (TYPICAL) \'® EXPIRES 12/29/07 SPOKANE POST FRAME, INC. POST FRAME BUILDINGS, 12' TO 50' SPANS PLAN VIEW DRAWN BY WAMBEKE DATE 6-30-0A APPROVED SCALE NTS SPFI.01 REV. D NOTES FOR SECTION A -A TYPICAL PURLIN, SEE FLOOR u S1 PLAN FOR SIZE N LA S2 TRUSS DESIGN BY OTHERS z D 0 2' X 6' @ 24' O. C.j 10' BAYS 1-2- DF -L #2 GIRTS FLAT @ 24' 0,0, i i 2' X 6' @ 24' 0. C., 12' BAYS El DF -L #1 GIRTS FLAT @ 24' 0.0, L.L. 0 OR 2' X 6' DF -L #2 GIRTS FLAT W WITH 2' X 4' BACKERS @ 48' 0, C. 0 CONCRETE FOOTING, SEE SCHEDULE W EXTEND POST TO TOP OF PURLIN ROOF FASTENED TO PURLINS WITH 1 1/2' LONG WOODFAST TEKS, WALLS FASTENED TO GIRTS WITH 1' LONG SEE FOOTING WOODFAST TEKS. DETAIL B BUILDING SECTION A A EXPIRES 12/29/07 SPOKANE POST FRAME, INC. POST FRAME BUILDINGS, 12' TO 50' SPANS BUILDING CROSS SECTION DRAWN BY WAMBEKE DATE 6-30-04 APPROVED SCALE NTS SPFI.03 REV. PURLIN CONNECTION METH❑DS+ A). PURLINS MAY BE HUNG OFF THE TRUSS TOP CHORD FACES W/ STANDARD SIMPS❑N J❑IST 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) 16dNAILS. ON CONNECTI❑N METHODS 'B' AND 'C', TOENAIL BACK SIDE OF PURLIN V/(1) 16d NAIL INTO EACH TOP CHORD MEMBER EXPIRES 12/29/07 PO, � HOD Nq fCTIQN Ip• ME it c o N�ECTIpN 417 / 1 Pup/. Me HADD RECTION DETAIL 1 - TRUSS COLUMN CONNECTION, PURLIN SUPPORT N.T.S. NOTES FOR CONNECTION DETAIL ©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 ()NAIL STRUT TO TOP CHORD W/(3) 16d NAILS EACH SIDE. S4 MANUFACTURED TRUSS, NOTCH POSTS 1-1/2' EACH SIDE TO PROVIDE TRUSS SEAT. SS W❑OD POST, SEE POST/F❑❑TING SCHEDULE. 16 4 - 40d GALV. NAILS IN PRE -DRILLED HOLES OR 3/4'0 MACHINE BOLT S7 S❑LID BLOCKING AT CONNECTI❑N POINTS. S8 TYP. PURLIN, SEE FLOOR PLAN FOR SIZE 0.i9 2' X 6' OR 2' X 8' TOP GIRT Sl 4 - 16d NAILS OR 3/4'0 M. BOLT SPOKANE POST FRAME, INC. POST FRAME BUILDINGS, 12' TO 50' SPANS TRUSS -COLUMN CONNECTION DRAWN BY WAMBEKE DATE 6-30-04 APPROVED SCALE NTS SPFI.04 REV. 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 AT GABLE END TRUSSES. 2), ALTERNATE KNEE BRACE/POST AND TRUSS/POST C❑NNECTI❑N = USE 3/4'0 THRU BOLTS, EACH LOCATION. DETAIL 2 - KNEE BRACE N,TS. EXPIRES 12/29/07 SPOKANE POST FRAME, INC. POST FRAME BUILDINGS, 12' TO 50' SPANS KNEE BRACE TO COLUMN & TRUSS DRAWN BY WAMBEKE DATE 6-30-04 APPROVED SCALE NTS SPFI.05 REV. BUILDING SPECIFICATIONS: GENERAL — ALL BUILDING CONSTRUCTION SHALL CONFORM TO THE 2003 EDITION OF THE INTERNATIONAL BUILDING CODE (IBC 2003), AND ALL STATE & LOCAL BUILDING CODES. THESE SPECIFICATIONS AND PLANS ARE INTENDED FOR USE IN 30 OR 40 PSF LIVE LOAD, 85 & 90 MPH WIND SPEEDS, 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 OF BETTER PER IBC TABLE 1804.2. LESSER SOIL CONDITIONS WILL REQUIRE REVIEW AND FOOTING SIZE ADJUSTMENT BY THE ENGINEER. CONCRETE — MINIMUM 28 DAY COMPRESSIVE STRENGTH F'c = 2,000 psi, 4 SACK MIX FOR FOOTINGS. CAST IN PLACE CONCRETE CONSTRUCTION SHALL CONFORM TO ACI 318-92. 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 IBC 2000. ALL NAILS INTO 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 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 = 30 OR 40 PSF TOP CHORD DEAD LOAD = 5 PSF BOTTOM CHORD DEAD LOAD = 1 PSF NOTES FOR F❑❑TING DETAIL TREATED POSTS AS SIZED PER SCHEDULE VIBRATE OR ROD CONCRETE TO OBTAIN FULL BEARING • UNDISTURBED SOIL 1— FOOTING DET L EXPIRES 12/29/07 SPOKANE POST FRAME, INC. POST FRAME BUILDINGS, 12' TO 50' SPANS SPECIFICATIONS & FOUNDATION DRAWN BY WAMBEKE DATE 6-30-04 APPROVED SCALE NTS SPFLO6 REV. POST/FOOTING SCHEDULE 12' - 24' SPANS, JU 6i 4U ror LI v c wr+L, POST COLUMN FOOTING KNEE BRACE CONCRETE SPACING "H" W X D "B" DIA. "T" REQUIRED VOLUME, YD3 10'-0" 10'-0" 10'-0" 10'-0" 10'-0" 8'-0" 10'-0" 6" X 6" 6" X 6" 18" 18" 18" 18" 3'-0" 3'-0" 3'-0" 3'-0" NO NO NO 0.20 0.2 0 0.2 0 12'-0" 14'-0" 16'-0" 6" X 6" NO 0.20 0.24- .2410'-0"18'-0" 6" X 6" W/2" X 6" 6" X 8„ ell 10" 6" X 10" 20" 20" 21" 3, 0" 3'-0" 3'-0" NO NO NO 0.24 0.27 {64- 10'-0" 18%0" 20'-0" 12-0" 12-0" 12-0" 12-0" 12-0" 12-0" 12'-0" 8'-0" 10'-0" 12'-0" 14'-0" 16'-" 18'-0 20'-0" 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" X 8" W/2" X 6" 6" X 10" W/2" X 6" 26.E 26" 26" 26" 26" 26" ..-... 26" 3'-0" 3'-0" 3'-0" 3'-0" 3'-0" 3'-0" 3'-2" NO NO NO NO NO NO NO 0.29 0.29 0.29 0.29 0.29 0.29 NOTE: 1. THE NEXT LARGER SIZE POST MAY BE SUBSTITUTED FOR POSTS WITH 2" X 6" LAMINATIONS. 2. ENDWALL POSTS SHALL BE 6" X 6" ROUGH CUT HEM -FIR #2 TREATED POSTS UP TO 16'-0" WALL HEIGHT. ABOVE 16' WALL HEIGHT, ENDWALL POSTS SHALL BE 6" X 8" ROUGH CUT HEM -FIR #2 POSTS. 3. FOOTINGS FOR ENDWALL POSTS SHALL BE A MINIMUM OF 20"0 X 3'-O" DEEP FOR WALL HEIGHTS TO 16'-O". ABOVE 16' WALL HEIGHT, FOOTINGS SHALL BE 24"0 X 3'-4" DEEP. 4. ABOVE FOOTING DESIGNS ARE FOR POST FRAME BUILDINGS WITH CONCRETE FLOORS (CONTRAINED POSTS). IF BUILDINGS WILL NOT CONCRETE FLOORS, INCREASE FOOTING DIAMETER X 2" & FOOTING DEPTH X 4". EXPIRES 12/29/07 SPOKANE POST FRAME, INC. POST FRAME BUILDINGS POST FOOTING SCHEDULE - 12' TO 24' SPANS DRAWN BY WAMBEKE DATE 6-30-04 APPROVED SCALE NTS SPFI.07A REV. '� NOTE: 1. THE NEXT LARGER SIZE POST MAY BE SUBSTITUTED F( R' POSTS WITH 2" X 6" LAMINATIONS. 2. ENDWALL POSTS SHALL BE 6" X 6" ROUGH CUT HEM44R #2 TREATED POSTS UP TO 16'-0" WALL HEIGHT. ABOVE 16' WALK HEIGHT, ENDWALL POSTS SHALL BE 6" X 8" ROUGH CUT HEM`'FIR #2 POSTS. 3. FOOTINGS FOR ENDWALL POSTS SHALL BE A MINIMUM NIE 20"0 X 3'-0" DEEP FOR WALL HEIGHTS TO 16'-0". ABOVE 1$' WALL HEIGHT, FOOTINGS SHALL BE 24"0 X 3'-4" DEEP. 4. ABOVE FOOTING DESIGNS ARE FOR POST FRAME BUILDINGS WITH CONCRETE FLOORS (CONTRAINED POSTS). IF BUILDINGS WILL NOT CONCRETE FLOORS, INCREASE FOOTING DIAMETER X 2" & FOOTING DEPTH X 4". EXPIRES 12/29/07 SPOKANE POST FRAME, INC. POST FRAME BUILDINGS POST FOOTING SCHEDULE - 30' SPANS DRAWN BY WAMBEKE DATE 6-30-04 APPROVED SCALE NTS SPFI.07B REV. --"4 POST/FOOTING SCHEDULE 30' SPANS, 30 & 40 PSF LIVE LOAD POST COLUMN FOOTING KNEE BRACE CONCRETE SPACING "H" W X D "B" DIA. "T" REQUIRED VOLUME, YD3 10'-0" 8'-0" 6" X 6" 26" 3'-0" NO 0.29 0.29 10'-0" 10'-0" 6" X 6" 26" 3'-0" NO 10'-0" 12'-0" 6" X 6" W/2" X 6" 26" 3'-0" NO 0.29 0.29 10'-0" 14'-0" 6" X 6" W/2" X 6" 26"3'-0" NO 10'_0" 16'-0" 6" X 8" 26" 3'-0" NO 0.35 10'-0" 18'-0" 6" X 8" W/2" X 6" 26" 3'-0" NO 0.35 10'-0" 20'-0" 6" X 8" W2" X 6" 26" 3'-0" NO 0.35 10'-0" 22'-0" 6" X 10" W/2" X 6" 26" 3'-2" NO 0.35 10'-0" 24'-0" 6" X 12" 26" 3'-3" NO 0.38 12-0" 8'-0" 6" X 6" 28" 3'-0" NO 0.35 12-0" 10'-0" 6" X 6" 28" 3'-0" NO 0.35 12-0" 12'-0" 6" X 6" W/2" X 6" 28" 3'-0" NO 0.35 0.41 12-0" 14'-0" 6" X 8" 28" 3'-0" NO 0.41 12-0" 16'-0" 6" X 8" W/2" X 6" 28" 3'-0" NO 12-0" 18'-0" 6" X 10" 28" 3'-0" NO 0.41 0.41 12-0" 20'-0" 6" X 12" 28" 3'-0" NO 12-0" 22'-0" 6" X 12" W/2" X 6" 28" 3'-2" NO 043 12-0„ 24'-0„ 6" X 12" 28" 3'-6" NO 0.48 '� NOTE: 1. THE NEXT LARGER SIZE POST MAY BE SUBSTITUTED F( R' POSTS WITH 2" X 6" LAMINATIONS. 2. ENDWALL POSTS SHALL BE 6" X 6" ROUGH CUT HEM44R #2 TREATED POSTS UP TO 16'-0" WALL HEIGHT. ABOVE 16' WALK HEIGHT, ENDWALL POSTS SHALL BE 6" X 8" ROUGH CUT HEM`'FIR #2 POSTS. 3. FOOTINGS FOR ENDWALL POSTS SHALL BE A MINIMUM NIE 20"0 X 3'-0" DEEP FOR WALL HEIGHTS TO 16'-0". ABOVE 1$' WALL HEIGHT, FOOTINGS SHALL BE 24"0 X 3'-4" DEEP. 4. ABOVE FOOTING DESIGNS ARE FOR POST FRAME BUILDINGS WITH CONCRETE FLOORS (CONTRAINED POSTS). IF BUILDINGS WILL NOT CONCRETE FLOORS, INCREASE FOOTING DIAMETER X 2" & FOOTING DEPTH X 4". EXPIRES 12/29/07 SPOKANE POST FRAME, INC. POST FRAME BUILDINGS POST FOOTING SCHEDULE - 30' SPANS DRAWN BY WAMBEKE DATE 6-30-04 APPROVED SCALE NTS SPFI.07B REV. PROVIDE DIAGRAMS AND NGINE ERING LAYOUTS FOR ROOF TRUSSES, BEAMS AND OOP, SYSTEMS PRIOR TO FRAMING INSPECTIONS CITY COPY THIS BUILDING SUBJECT TO FIELD INSPECTION CORRECTIONS mac 'ri'ValTleY COMPLIANCE ONG IVISION )- I °