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2006, 11-16 Permit 06004531 Building PlansSPOKANE POST FRAME, INC. -Engineered Pole Buildings PLANNING DEPT. APPROVED BYCii'�. —DATE-(1ILDo ; Site Plan North Show streets/alley Show septIc/sewer/dralnttetd Show existing bufldings Show proposed building Show setbacks - front, rear, sides. Show lot size 7_ON(NG CR(TERIA - SPOKANE .fog ItN-tE o me co i rY' v - PH0UE t ADORESS �3 y S- � F w 0 Sip b /oc ��/ , rr < �7 �i a6 LEGAL DSCRIPTII6H - 1 /5-3)-g - iyo q e, than 5' to property line - need f lrewall and parapet rc.ar 30' and closer than 5' - need waiver from neighbor over more than 502 of rear 25' lol - bulidlc9 must be 204 from property ttne ilmum setback from front property Ilne Yen 8' from residence - need firewall en square footage - of lot area (Must be less than 3.000 so. f U t subdivide lot so that building Is more than IMX of residual lot area !r than 5' to property line - need f lrewall n septic/dralnfteld an 6 from residence - need flrewall L. SETBACKS ARE SHOWN BEi ow. WILL. NEED TO CHECK CODE 800K DW WHAT ZONING ?CARE tit TO 8E SURE. tfAXIMLtt BUILDING SIZE -tANG8S WITH DIFFERENT ZONING. num side yard setback nun rear yard setback n front Ind Side Street setbarP - 9C fem", //o 1(eo Z1�=7W0OO iL- i WAMBEKE ENGINEERING 2913 East 61st Court Daniel Wambeke, P. E. Spokane, WA 99223 Telephone: 509-443-6186 • Fax: 509-448-6582 • dwambeke @msn.com November 7, 2006 Mr. Jeff Palmer SPOKANE POST FRAME, INC. 7001 E.2ndAvenue Spokane, WA 99212 SUBJECT: 30' X 24' X 10' POST FRAME BUILDING WITH 10' X 24' X 6'8" OPEN LEAN-TO ONE SIDE FOR LARRY & PATTY ROMEEN, 4234 S. DRIFTWOOD, SPOKANE VALLEY, WA Dear Jeff: This post frame building has been sold to Mr. & Mrs. Romeen and will be erected according to standard plans and lean-to addition 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 @ 12'0" o. c. and the roof has a 4:12 pitch. The lean-to is open three sides. I have reviewed the design of this building and checked it for the diaphragm design criteria used in the standard plan design. The front endwall has two 4' x 3' windows and a 9' x 8' overhead door. There is sufficient steel sheeting on these endwalls to transfer lateral loads imposed on the roof and walls to the post foundations. The rear endwall has a no openings. There is sufficient steel sheeting on these endwalls to transfer lateral Toads imposed on the roof and walls to the post foundations. There are no openings in the right sidewall. The left sidewall has a 3' pass door. Sidewall openings do not affect the lateral Toad resistance of the building. Use standard post frame building plans and lean-to addition 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. Sincerely, I Daniel Wambeke, P.E. Enclosures DW:dw IEXPIRES C41416/-7— I Designer of Small Structures, Post Frame Buildings, Foundations, Light Gauge Steel Framing and Grain Storage Systems idaI r- 2-/� 5? ak a 1Va /Lel , ku4 - al z �.G vAYry - P, -7-7y .l&g,✓ LJZ3y S • Div P71v00Q IEXPIRES a-M(4' I I EXPIRES (09417- I 12'-0" TO 50'-0" CU J 0 CO X CU ■ _ _ _ _ - - _ _ .1 - ■ ROOF FRAMING PLAN WOOD COLUMNS SEE SCHEDULE EXPIRES 12/29/07 SPOKANE POST FRAME, INC. POST FRAME BUILDINGS, 12' TO 50' SPANS ROOF FRAMING PLAN DRAVN BY WAMBEKE DATE 6-30-04 SPFI.02 REV. APPROVED SCALE NTS MAIN BUILDING POST TWO 5/8"0 M. BOLTS THRU POST STEEL POST ATTACHMENT BRACKET r-LEAN-TO RAFTERS 2" X 10" MSR 2,250E-1,8E - 12' BAYS 2" X 10" MSR 1,950E-1,7E - 10' BAYS NOTCH 2" X 10" TO SEAT IN BRACKET 5/8"0 M. BOLT THRU RAFTER 2" X 3" S❑LID FILLER 4 - 30d NAILS 6" X 6" P. T, LEAN-TO POST 10 GA, HRS STEEL SIDES 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 DATE WAMBEKE 6-30-04 APPROVED SCALE NTS SPFI.1 7 REV. 16d NAIL @ 10' ❑.C, SIMPSON JOIST HANGER 2' X 6' FULL WIDTH 8 1/2' 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' , "Lila 16d NAIL @ 10' 0,C, SIMPSON JOIST HANGER 8 1/2' 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 BOX BEAM DETAILS VERT. MEMBER 2' X __ LAMINATED TO ENDWALL RAFTER WHERE REQ'D - SEE CHAR 16d NAIL @ 10' O.C. 16d NAIL @ 10' O.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 DATE WAMBEKE 6-30-0' APPROVED SCALE NTS SPFI.16 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' IP' 1 P' 0' 10' 0' 40 2 — 2' X 10' & 2 — 2' X 6' BOX 2' X 12' & 2' X 8' 1 P' 0' 1 P' 0' 40 2 — 2' X 10' & 2 — 2' X 6' BOX 2 — 2" X 12' 14' 0' 8' 0' 30 2 — 2' X 10' & 2 — 2' X 6' BOX 2' X 12& 2' X 10' 0' 10' 0' 30 2 — 2' X 10' & 2 — 2' X 6' BOX 2' X 12' & 2' X 10" 14' 14' 0" J?' 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 0'1P' 0' 40 2 — 2' X 12' & 2 — 2' X 6' BOX DF—L #1 2 — 2' X 12" DF—L #1 14' 0' 8' 0' 30 2 — 2" X 12' DF—L S. STRUCT, 2' X 12' DF—L S. STRUCT, 16' 16' 0' 10' 0' 30 2 — 2' X 12' & 2 — 2" X 6' BOX 2 — 2' X 12' 16' 0'12' 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' & 2 — 2' X 6' BOX DF—L S.S 2 — 2" X 12' DF—L S,S, 16' 0'1P' 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 FOOTING DETAIL TREATED POSTS AS SIZED PER SCHEDULE VIBRATE OR ROD CONCRETE TO OBTAIN FULL BEARING ©3 UNDISTURBED SOIL BUILDING SPECIFICATIONS GENERAL - ALL BUILDING CONSTRUCTI❑N 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 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 A 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 SAND, SILTY GRAVEL & CLAYEY GRAVEL <SW, SP, SM, SC, GM & GC) S❑ILS OR BETTER (IBC 2003 TABLE 1804,2). LESSER SOIL CONDITI❑NS (AS REQUIRED BY THE BUILDING ❑FFICIAL) 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 CONSTRUCTION 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 2304.9A 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 ksl. ROOF PANELS SHALL BE FASTENED TO PURLINS WITH PLATED, GASKETED 1 M' 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 ACC❑RDING TO THE MANUFACTURER'S REC❑MMENDATIONS. 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. IF THE BACKFILLED MATERIAL HAS A DEPTH GREATER THAN 6', COMPACTION MUST BE VERIFIED BY TESTING BY A QUALIFIED SOIL'S PROFESSIONAL. UNLESS ❑THERWISE NOTED ON THE PLANS, THE POSTS AND THEIR F❑OTINGS MUST EXTEND INTO VIRGIN SOIL A DEPTH EQUIVALENT TO THAT INDICATED ON THE PLANS. SQ ARE OR RIUND FOOTING DETAIL N.T.S. EXPIRES 12/29/07 SPOKANE POST FRAME, INC. POST FRAME BUILDINGS LEAN—TO BEAM SCHEDULE, SPECS Sc FOOTING DRAWN BY WAMBEKE DATE 6-30-04 SPFI.1 5 REV. APPROVED SCALE NTS PURLIN SIZES AND SPACING USE 2' X 6' DF-L $2 @ 2' 0' QC., 8' BAYS USE 2' X 6' DF-L N2 2 2' 0' QC., 10' BAYS USE 2' X 8' DF-L N2 2 2' 0' QC., 12' BAYS PURUN CONNECTION METHOD PURLINS WILL BE HUNG FROM LEAN TO RAFTERS WITH STANDARD SIHPSON JOIST HANGERS OR EQUAL, NOTES FOR LEAN TO CONNECTION DETAIL ID 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 © 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 Q 16d NAILS 1). LEAN-TO RAFTERS - SEE CHART & SECTION A -A NOTES FOR LEAN TO GIRTS GIRTS ARE NOT REQUIRED FOR SUPPORT OF POSTS. BUILDING LEAN TO'S MAY BE OPEN OR ENCLOSED USE 2' X 6' DF-L N2 GIRTS 2 2' 0' 0.C. FOR 8' BAYS USE 2' X 6' DF-L N2 GIRTS 2 2' 0' QC. FOR 10' BAYS USE 2' X 6' DF-L N2 GIRTS 2 2' 0' QC. FOR 12' BAYS 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 DRAWN BY WAMBEKE DATE 6-30-04 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 INSTRUCTI❑NS FOR ALL WEB MEMBER BRACING TO REPLACE "RAT -RUN" WEB 10d NAILS @ 6' D.C. ' X 6" OR 2" X 8' L-BRACE 0d NAILS @ 6" ❑,C, " 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, 12TO 50' SPANS TRUSS WEB BRACING DRAVN BY DATE WAMBEKE .-30-0 APPROVED SCALE NTS SPFI.13 TYPICAL TRUSS BOTTOM CHORD BRACING N,T,S, NOTES FOR TRUSS BOTTOM CHORD BRACING Si GABLE END TRUSS 0 DOUBLE INTERI❑R TRUSSES S3 2' X 4' X-BRACING @ 10' 0" ❑,C, 0 2" X 4' BOTTOM CHORD BRACING @ 10' 0' ❑,C, SS T❑ENAIL BRACES TO TRUSSES WITH 3 - 10d NAILS 1" cu 1" - 16d NAILS 6 8" OR 10" POST ■11■ 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 F❑❑TING, LAMINATE MAY BE SPLICED ABOVE MID HEIGHT OF COLUMN EXPIRES 12/29/07 SHEATHING REQUIRMENTS THE FOLLOWING MINIMUM ROOF DIAPHRAGM REQUIREMENTS ARE NEEDED( )1a ROOF STEEL( 29 GAUGE GRAND -RIB III, 36' WIDTH OR EQUIVALENT Ix FIELD SCREWS( #10 x 1 1/2' AT 9' O.C. <NEXT TO HIGH RIB) )0( EAVE AND RIDGE PURLIN SCREWS( #14 xl 1/2' AT BOTH SIDES OF EACH MAJOR RIB THE FOLLOWING MINIMUM ENDWALL DIAPHRAGM REQUIRMENTS ARE NEEDED( )1( ENDWALL STEEL( 29 GAUGE GRAND -RIB III, 36' WIDTH OR EQUIVALENT FIELD SCREWS( #10 x 1 1/2' @ 9' O,C, (NEXT TO HIGH RIB) Ix 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 ENDWALL DOOR HEADERS & GABLE END TRUSS TOP CHORD, EAVE & RIDGE PURLINS ON ROOF DIAPHRAGM SCREWS] TYPICAL SCREW PATTERN, EXCEPT AS NOTED ABOVE STEEL SHEETING SCREW PATTERNS N,T,S SPOKANE POST FRAME, INC. POST FRAME BUILDINGS, 12' TO 50' SPANS TRUSS BRACING & POST LAMINATIONS DRAWN BY DATE WAMBEKE 6-30-04 APPROVED SCALE NTS SPFI.12 REV. SLIDING DOOR ❑PENING TYPICAL SIDE ELEVATION NOTES FOR SIDE ELEVATION 0 2' X 8' HEADER 0 2' X 10' HEADER FOR 10' & 12' SLIDING DOORS 2' X 8' HEADER FOR 8' & SMALLER SLIDING DOORS TREATED POST 1 t2' X 6' GIRT (FLAT) A N.T.S. - 16d GALV, NAILS EACH GIRT TYPICAL GIRT CONNECTION EXPIRES 12/29/07 SPOKANE POST FRAME, INC. POST FRAME BUILDINGS, 12' TO 50' SPANS SIDEWALL FRAMING DRAWN BY DATE VAMBEKE 6-30-0' APPROVED SCALE NTS SPFI.11 REV, DOUBLE OVERHEAD DOOR ❑PTI❑N OPTIONAL FRONT ELEVATION N,T,S, NOTES FOR ❑PTI❑NAL FRONT ELEVATI❑NS Si HALF TRUSS DESIGN BY OTHERS S2 2' X 10' HEADER UP TO 12' 0' DOORS 2' X 12' HEADER UP TO 20' 0' DOORS 2' X 12' BACKED WITH 2' X 6' UP TO 24' 0' S3 2' X 6' HEADER S4 4' X 6' DOOR PDST - 8' THRU 14' WALL HEIGHT W/ 2' X 6' FACER, 6' X 6' DOOR PDST - 16' & 18' WALL HEIGHT W/ 2' X 8' FACER, SS DOUBLE 2' X 6' KINGP❑ST SINGLE SLIDING DOOR ❑PTI❑N 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 DATE WAMBEKE 6-30-Oq SPFI.10 REV. APPROVED SCALE NTS 3068 MAND❑❑R ❑PTI❑N i t OPENING SPLIT SLIDER DOOR ❑PTI❑N OPTIONAL FRONT ELEVATION N.T.S. NOTES FOR OPTIONAL FRONT ELEVATIONS S1 HALF TRUSS DESIGN BY OTHERS S2 2' X 10' HEADER UP TO 12' 0' DOORS 2' X 12' HEADER UP TO 20' 0' DOORS 2' X 12' BACKED WITH 2' X 6' UP TO 24' 0' S3 2' X 6' HEADER S4 4' X 6' DOOR POST - 8' THRU 14' WALL HEIGHT W/ 2' X 6' FACER. 6' X 6' DOOR POST - 16' & 18' WALL HEIGHT W/ 2' X 8' FACER. SS DOUBLE 2' X 6' KINGPOST 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 BATE WAMBEKE APPROVED SCALE NTS SPFI.09 REV. SEE DETAIL .I 000 4 12 `���� `:/ pvitaiiiirf 011110 `/ S4 20' 0' MAXIMUM SINGLE OVERHEAD DOOR ❑PTI❑N FRONT ELEVATION N,T,S, NOTES FOR FRONT ELEVATION S1 HALF TRUSS DESIGN BY OTHERS SUPPORT PURLINS @ END TRUSS W/2' X 6' OR 2' X 8' STD J❑IST HANGERS, LOWER TRUSS FOR END OVERHANG, IF REQ'D 0 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 4 2' X 8" FACIA BOARDS SS TREATED WOOD POSTS, SIZED PER SCHEDULE 0 TREATED 2' X 6' BOTTOM GIRT OR TREATED 2' X 10' BOTTOM GIRT GABLE END TRUSS 8 - 16d NAILS 2" X 6° X 18° B❑LTING BLOCK 2' X 6' X 18" B❑LTING BLOCK EXPIRES 12/29/07 8 - 16d NAILS CORNER POST - 16d NAILS DETAIL 3 TYP, GABLE END TRUSS CONNECTI❑N USE B❑LTING BLOCKS BELOW ALL CORNER COLUMN GIRTS SPOKANE POST FRAME, INC. POST FRAME BUILDINGS, 12' TO 50' SPANS ENDWALL FRAMING PLANS & CONNECTIONS DRAWN BY DATE WAMBEKE 6-30-01 SPFI.8 REV, APPROVED SCALE NTS USE 2"X 6' PURLINS U H>- 1- SPAN DOUBLE TRUSSES SINGLE TRUSS t; PLAN VIEW N.T.S, NOTES FOR FLOOR PLAN 11 INTERIOR FRAME WOOD POSTS, POST SCHEDULE. 0 GABLE WALL POSTS - 6" X 6" TYPICAL DOOR POSTS - 4" X 6" TYPICAL FO❑TING DIMENSIONS - B = 1'-8"; D = 3'-0" MAXIMUM POST SPACING 12' 0" �3 PURLINS @ 24" O.C., BEARING OR JOIST HANGERS (TYPICAL) EXPIRES 12/29/07 SPOKANE POST FRAME, INC. POST FRAME BUILDINGS, 12' TO 50' SPANS PLAN VIEW DRAVN BY DATE VAMBEKE 6-30-0 APPROVED SCALE NTS SPFI.01 REV. SE\ 1 DETAIL z 4 SE� 1 DETAIL NOTES FOR SECTI❑N A —A J C 0TYPICAL PURLIN, SEE FLOOR U r PLAN FOR SIZE N J S2 TRUSS DESIGN BY OTHERS z Q 0 2' X 6' @ 24' O. C,; 10' BAYS '—' DF—L #2 GIRTS FLAT @ 24' ❑.C, 2' X 6' @ 24' 0, C,, 12' BAYS El cj DF—L #1 GIRTS FLAT @ 24' ❑.C. OR 2' X 6' DF—L #2 GIRTS FLAT W WITH 2' X 4' BACKERS @ 48' O. C. 0 CONCRETE EDOTING, SEE SCHEDULE S5 EXTEND POST TO TOP OF PURLIN ROOF FASTENED TO PURLINS WITH 1 1/2' LONG W❑❑DFAST TEKS, WALLS FASTENED TO GIRTS WITH l' LONG WOODFAST TEKS. SEE F❑❑TING DETAIL BUILDING SECTION A - A N.T.S. 0 EXPIRES 12/29/07 SPOKANE POST FRAME, INC. POST FRAME BUILDINGS, 12' TO 50' SPANS BUILDING CROSS SECTION SPFI.03 PURLIN C❑NNECTION 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) 16dNAILS.. ON C❑NNECTI❑N METHODS 'B' AND 'C', TOENAIL BACK SIDE OF PURLIN W/<1) 16d NAIL INT❑ EACH TOP CHORD MEMBER EXPIRES 12/29/07 DETAIL 1 - TRUSS COLUMN CONNECTION, PURLIN SUPPORT N.T.S. POk N NOTES FOR CONNECTI❑N DETAIL S1 TRUSS TOP CHORDS TRUSS DESIGN BY TRUSS MANUFACTURER S2 PURLIN SUPPORT STRUT 2' X '4' X FULL DEPTH OF TOP CHORD PLUS PURLIN, NAIL PURLINS W/(3) 16d NAILS 0 NAIL STRUT TO TOP CHORD W/(3) 16d NAILS EACH SIDE. 0 MANUFACTURED TRUSS. NOTCH POSTS 1-1/2' EACH SIDE TO PROVIDE TRUSS SEAT. SS WOOD POST, SEE POST/FOOTING SCHEDULE, S6 4 - 40d GALV. NAILS IN PRE -DRILLED HOLES OR 3/4'0 MACHINE BOLT S7 S❑LID BL❑CKING AT C❑NNECTION P❑INTS. S8 TYP. PURLIN, SEE FLOOR PLAN FOR SIZE S9 2'. X 6' OR 2' X 8' TOP GIRT S1 4 - 16d NAILS OR 3/4'0 M. BOLT SPOKANE POST FRAME, INC. POST FRAME BUILDINGS, 12' TO 50' SPANS TRUSS -COLUMN CONNECTION DRAVN BY DATE WAMBEKE 6-30-0 APPROVED SCALE NTS SPFI.04 REV. NOTES FOR DETAIL 2- KNEEBRACE DETAIL 2 — KNEE BRACE MSS. TRUSS TOP CHORD, DESIGN BY OTHERS TRUSS BOTTOM CHORD, DESIGN BY OTHERS 2' X 6' DF-L #2 EACH SIDE WOOD POST, SEE POST/FOOTING SCHEDULE 4 - 16d GALV. NAILS, EACH SIDE KNEE BRACE REQUIRED WHERE SHOWN ON POST/FOOTING SCHEDULE, BRACE NOT REQUIRED AT GABLE END TRUSSES, ALTERNATE KNEE BRACE/POST AND TRUSS/POST CONNECTION = USE 3/4'0 THRU BOLTS, EACH LOCATION. EXPIRES 12/29/07 SPOKANE POST FRAME, INC. POST FRAME BUILDINGS, 12' TO 50' SPANS KNEE BRACE TO COLUMN & TRUSS DRAVN BY 'n DATE P WAMBEKE —30-0 eer, nr IREV. BUILDING SPECIFICATIONS: GENERAL — ALL BUILDING CONSTRUCTION SHALL CONFORM TO THE 2003 EDITION OF THE INTERNATIONAL IUILDING 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 N❑TES F❑R F❑❑TING DETAIL TREATED P❑STS AS SIZED PER SCHEDULE VIBRATE ❑R R❑D C❑NCRETE T❑ ❑BTAIN FULL BEARING S�3 UNDISTURBED S❑IL 9 H FOOTING DET EXPIRES 12/29/07 SPOKANE POST FRAME, INC. POST FRAME BUILDINGS, 12' TO 50' SPANS SPECIFICATIONS & FOUNDATION DRAWN BY DATE WAMBEKE . -30-0 SPFI.OR REV. POST/FOOTING SCHEDULE 12' - 24' 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" 18" 3'-0" 0000000 z'lzz.zzzz 0.20 10'-0" 10'-0" 6" X 6" 18" 3'-0" 0.20 10'-0" 12'-0" 6" X 6" 18" 3'-0" 0.20 10'-0" 14'-0" 6" X 6" W/2" X 6" 18" 3'-0" 0.20 10-0 16-0 6" X8 20" 3-0, 0.24 10'-0" 18'-0„ 6" X 10" 20" 3'-0" 0.24 10'-0" 20'-0" 6" X 10" 21" 3'-0" 0.27 12-0" 8'-0" 6" X 6" 26" 3'-0" 0000000 zz z;z z z z 0.29 12-0" 10'-0" 6" X 6" 26" 3'-0" 0.29 12-0" 12'-0" 6" X 6" W/2" X 6" 26" 3'-0" 0.29 12-0.. 14' 0" 6" X 6" W/2" X 6" _. 26" 3'-0" 0.29 12-0" 16'-0" 6" X 8" W/2" X 6" 26" 3,-0" 0.29 12-0" 18'-0" 6" X 8" W/2" X 6" 26" 3'-0" 0.29 12'-0" 20'-0" 6" X 10" W/2" X 6" 26" 3'-2" 0.35 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 12729/07 SPOKANE POST FRAME, INC. POST FRAME BUILDINGS POST FOOTING SCHEDULE - 12' TO 24' SPANS DRAWN BY DATE VAMBEKE �6-30-0 SPFI.07A APPROVED I SCALE NTS IREV. 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 10 -0 10 -0 6" X 6" 26" 3 -0 NO 0.29 10'-0" 12'-0" 6" X 6" W/2" X 6" 26" 3'-0" NO 0.29 10'-0" 14'-0" 6" X 6" W/2" X 6" 26" 3'-0" NO 0.29 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 12-0" 12-0" 12-0" 14'-0" 6" X 8" 28" 3'-0" NO 0.41 16'-0" 6" X 8" W/2" X 6" , ' 28" 3'-0" NO 0.41 18'-0" 6" X 10" 28" 3'-0" NO 0.41 12-0 20 -0 6" X 12" 28" 3 -0 NO 0.41 12-0" 22•-0" 6" X 12" W/2" X6" 28" 3'-2" NO 0.43 12-0" 24'-0" 6" X 12" 28" 3'-6" NO 0.48 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 EXPIRES 12/29/07 SPOKANE POST FRAME, INC. POST FRAME BUILDINGS POST FOOTING SCHEDULE - 30' SPANS DRAWN BY DATE WAMBEKE -30-04 IREV, 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" NO 0.35 10'-0" 10•-0" 6" X 6" 28" 3'-0" NO 0.35 10'-0„ 12'-0„ 6" X 6" W/2" X 6" 28" 3'-0„ NO 0.35 10'-0" 14'-0" 6" X 6" W/2" X 6" 28" 3'-0" NO 0.35 10'-0" 16'-0" 6" X 8" 28" 3•-0" NO 0.41 10'-0" 18'-0" 6" X 81W/2" X 6" 28" 3'-0" NO 0.41 10'-0" 20'-0" 6" X 10" 28" 3'-0" NO 0.41 10'-0" 22'-0" 6" X 10" W/2" X 6" 28" 3'-0" NO 0.41 10'-0" 24'-0" 6" X 10" W/2" X 6" 28" 3'-2" YES 0.43 12-0" 8'-0" 6" X 6" 32" 3'-0" NO 0.44 12-0" 10'-0" 6" X 6" 32" 3•-0" NO 0.44 12-0" 12'-0" 6" X 6" W/2" X 6" 32" 3'-0" NO 0.44 12-0" 14'-0" 6" X 8" 32" 3'-0 NO 0.44 12-0" 16'-0" 6" X 8" W/2" X 6" 32" 3•-0" NO 0.44 12-0" 18'-0„ 6" X 10" 32" 3'-0" NO 0.44 12-0" 20'-0" 6" X 10" W/2" X 6" 32" 3'-0" NO 0.44 12-0" 22'-0" 6" X 12" 32" 3'-2" NO 0.47 12-0" 24'-0" 6" X 12" W/2" X 6" 32" 3'-3" NO 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" 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 - 36" SPANS V VAMBEBRANKBYE 6-3BATE0-04 APPROVED SCALE NTS SPF1.07C REV. POST/FOOl1NG 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" 0000ffl0000f z,zzz zzzz 0.41 10'-0" 10'-0" 6" X 6" 30" 3'-0" 0.41 10'-0" 12'-0" 6" X 6" W/2" X 6" 30" 3'-0" 0.41 10'-0" 14'-0" 6" X 6" W/2" X 6" 30" 3'-0" 0.41 10'-0" 16'-0" 6" X 8" 30" 3'-0"_ 0.41 10'-0" 16'-0" 6" X 8" W/2" X 6" 30" 3'-0" 0.41 10'-0" 18'-0" 6" X 8" W/2" X 6" 30" 3'-0" 0.41 10'-0" 20'-0„ 6" X 10" 30" 3'-0" 0.41 10'-0" 22'-0" 6" X 10" W/2" X 6" 30" 3'-0" 0.41 10'-0" 24'-0" 6" X 12" 30" 3'-2" 0.43 12-0" 12-0" 8'-0" 10'-0" 6" X 6" 6" X 6" 33" 33" 3'-0" 3'-0„ NO NO 0.47 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" 181-0" 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 1 6' 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's 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 WAMBEKE DATE 6-30-04 APPROVED SCALE NTS SPF1.07D REV. POST/FOOTING SCHEDULE 48' TO 52' 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" 10'-0„ 10'-0" 10'-0" ____ ___. _ 10'-0" _-_ 10'-0" _...18'-O" 10'-0" ; 10-0 10 -0„ 8'-0" 12'-0" 14'-0" _. 16'-0" 16,-0„ _ 20'-0" 22-0 6" X 6"' 6" X 6„ VV/2" X 6" 34" "j 34t') 3'-0" 3.-0„ NO NO 0.55 0.55 6" X 6',':W/2" X 6" 6" X 8„ , 34' 34 3'-0" 3'-0" NO YES 0.55 0.55 6„ X 8" W/2" X 6" 34ra„"2- 3'-0" NO 0._5_5_ 0.55 6„ X 80" VV/2" X 6" 34 ' 34" 31-0„ NO.._�_.__.. 6" X 10" ... 3'-0" YES NO 0.55 6"X10 W/2"X6 2 34"3-0 0.55^ 24 -0 6"X .12" X W/2" 6" 34 „ 3'-0„ YES 0.55 12-0" 8'-0" 6" X 6" 6" X 6" W/2" X 6" 36" 36" " NO 0.62 12-0" 12-0"_ 12-0" ___.._ _T_____________ 12-0" 10'-0" 3'-0" NO 0.62 12'-0" 6" X 6" W/2" X 6" 6" X 8" 36" ------- 36" 3'-0" 3'-0" NO NO 62 ---"-- 0.62 14'-0" 16'-0" 6" X 8" W/2" X 6" 36" 3'-0" _3'-0" NO 0.62 12-0" 12-0" 18'-0" 20'-0„ 6" X 10" _ 36" YES 0,62 _ 6" X 10" W/2" X 6" 36" 4 36" 3'-0„ NO 0.62 12-0" -- 22-0" 6" X 12" W/2" X 6" 3'-2" NO 0.65 12-0" 24'-0" 6" X 12" W/2" X 6" 36" 3'-2" NO 0.65 KICITC. 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 BY DATE WAMBEKE -30-0� APPROVED SCALE NTS SPFI.07E IREV. POST/FOOTING SCHEDULE 48' TO 52' 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,� : � 34"--- ---�----Yt 34 3'-0„ NO - _ NO 0.55 10'-0" ----- 10'-0" 6" X 6"- 3 -0 4-- 0.55 10'-0" 12'-0" 6" X 6" W/2" X 6" , 34' ,;i 3'-0" NO 0.55 10'-0" 14'-0" 6" X 6" W/2" X 6" 34 < 3'-0" NO 0.55 10'-0" 16'-0" 6" X 8'! •34' 34r. 3'-0" YES 0.55 10'-0" ` 16'-0" 6" X 8" W/2" X 6" 3'-O" NO 0.55 I. . 10'-0" 18'-0" 6" X 8" W/2" X 6" 34" '`'. 3'-0" _ NO 0.55 10'-0". 20'-0" 6" X 10" 34" 3'-0" YES 0.55 10'-0" 22'-O" 6" X 10" W/2" X 6" 34" 3'-0" NO - 0.5-5 0.55 10'-0" 24-0" 6" X 12" W/2" X 6" 34" 3'-0" YES 12-0,r 8'-0" 6" X 6" ' - 36" 3'-0" NO 0.62 12-0" 12-0" 10'-0" - 6" X 6" W/2" X 6" 36" 3'-0" NO 0.62 12'-0" 6" X 6" W/2" X 6" 36" 3'-0" NO v 0.62 0.62 0.62 12-0" 14'-0" 6" X 8" 36„ 3'-0" NO 12-0" 16'-0" 6" X 8" W/2" X 6" 36" 3'-0" NO 12-0" . 18'-O" 6" X 10" 36" 3'-O" YES 0,62 4,0 WA .,° ° 4ttin 12-0" 20'-0" 6" X 10" W/2" X 6" 36" 3'-O" NO 0.62 12-0" 12-0" 22'-0" 6" X 12" W/2" X 6" 36" 3' 2" NO 0.65 24 -0 6" X 12" W/2" X 6" 36" 3 2 NO 0.65 A I n T I- . 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". SPOKANE POST FRAME, INC. POST FRAME BUILDINGS POST FOOTING SCHEDULE - 50' SPANS DRAWN BY DATE WAMBEKE -30-0 APPROVED SCALE SPFI.07E NTS REV. 1 PROVIDE DIAGRAMS AND ENGINEERING LAYOUTS FOR ROOF TRUSSES, BEAMS AND FLOOR SYSTEMS PRIOR TO FRAMING INSPECTIONS CITY COPY THIS BUILDING SUBJECT TO FIELD INSPECTION CORRECTIONS Ap-VIEWED FOR CO'COMPLIANCE - SPOKANE VALLEY Fly I AGfMSION _r ll lr_nL _