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2006, 11-28 Permit App 06004666 GarageProject Number: 06004666 Inv: I Application THIS IS NOT A PERMIT Penalties will be assessed for commencing work without a permit Date: 11/28/2006 Page 1 of 2 Project Information: _ Permit Use: 32 X 24 GARAGE Contact: MID -KITE CONSTURCTION Address: PO BOX 374 C - S - Z: NINE MILE FALLS, WA 99026 Setbacks: Front Left: Right: Rear: Phone: (509) 954-5532 Group Name: Site Information: Project Name: Plat Key: 000323 Name: CARNHOPE ADD District: Sout Parcel Number: 35232.3113 Block: SiteAddress: 4519 E 5TH AVE Location:: CSV Zoning: UR-3.5 Urban Residential 3.5 Water District: 003 CARNHOPE Area: 10,125 Sq Ft Width: 50 Nbr of Bldgs: 0 Nbr of Dwellings: 1 Review Information: Lot: Owner: Name: BEZRUCHENKO, PAVEL & VERA Address: 4519 E 5TH AVE SPOKANE VALLEY, WA 99212 Hold: ❑ Depth: 135 Right Of Way (ft): 0 Review Building Plan Review Released By: Originally Released: 11/28/2006 By: TMELBOU Landuse/Zoning/HE Conditions Permits: Released By: Operator: jmm Originally Released: 11/28/2006 By: MBASINGE Printed By: jmm Print Date: 11/28/2006 Project Number: 06004666 Inv: 1 Application THIS IS NOT A PERMIT Penalties will be assessed for commencing work without a permit Contractor: MID-NITE CONSTRUCTION Address: PO BOX 374 NINE MILE FALLS, WA 99026 Description Grp Type Notes GARAGE U-1 VB Item Description RESIDENTIAL PERMIT FEE ACCESSORY PLANS REVIEW WSBC SURCHARGE Contractor: OWNER Item Description FLOOD PLAIN PERMIT Payment Summary: Permit Type Building Permit Flood Plain Building Permit Date: 11/28/2006 Page 2 of 2 Firm MID-NITE CONSTRUCTION Phone: (509) 954-5532 This Application: Sq Ft Valuation 624 $11,856.00 Totals: 624 $11,856.00 Units Unit Desc 1 SELECT 1 SELECT 1 SELECT Permit Total Fees: Flood Plain Total Project: Su Ft Valuation 624 $11,856.00 624 $11,856.00 Fee Amount $209.25 $52.31 $4.50 $266.06 Firm: OWNER Phone: (000) Units Unit Desc 1 NUMBER OF Permit Total Fees: r�ru ow Fee Amount Invoice Amount $266.06 $266.06 $50.00 $50.00 $316.06 $316.06 000-0000 Fee Amount $50.00 $50.00 Amount Paid $0.00 $0.00 Amount Owina $266.06 $50.00 $0.00 $316.06 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: jmm Printed By: jmm Print Date: 11/28/2006 640005Ntet, Permit Center 5) E C EH E ► : poKai1ie .00.00\ (5alley Spokane Valley, WA 99206 .T 8-0036 FAX: (509)688-003WOV 2 S Community Development www'.spokanevalley.org ID ri fl ! 11707 E Sprague Ave, Suite-T06 Residential Construction Permit Application PERMIT NUMBER. (An Le PERMIT FEE: New Construction Addition/Remodel Other: Accessory Bldg Deck SITE ADDRESS `! % 5 i A v e, ASSESSORS PARCEL NO: eve e VD. f ( ej LEGAL DESCRIPTION: Building Owner: Name: / -r0 13) Pi 41),( F.14 fz-0 Address: - / .� C- ,' A v.r City: �y State: Zip: �3 7 Phone: // 3 2 _ eO 0 Fax: Contact Person Name: t. ',\(:_(1 � ( Phone: Describe the scope of work in detail: nEkvCkae ewer v � Contractor -, Name:. i e,,,re f. , ze 7Ley. Address:._po 3 y 37v CityN/,) ,q '',, /, State:/4/,2 Zip 9c(22 `C Phone:y,>-�3� Fax: '��- %�//b Contractor Lic No: y j Exps ga : /- /2 - 0 7 City Business Lic. No 86 x6 0. � Cost of Project: $ `f OOO **************The following MUST 0 le • (write N/A if not applicable)********************** HEIGHT TO PEAK: t� DIM S N zX z# OF STORIES: TOTAL HABITABLE SPACE: ?oX/i' 12 x ! 2_ MAIN FLOOR TO SQ. FTG: 2 FLOOR SQ. FTG: UNFIN BASEMENT SQ. FTG: IMPERVIOUS SURFACE AREA: FINISHED BASEMENT SQ. FTG: GARAG� SQ. FTG: (p 2-tT DECK/COV. PATIO SQ. FTG: 30% SLOPES ON PROPERTY: # OF BEDROOMS: CONSTRUCTION TYPE: HEAT SOURCE: SEWER OR SEPTIC? 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 processed. Signature Vi Method of Payment: ❑ Cash Bankcard #: Authorized Signature: REVISED 8/25/2005 ❑ Check ❑ Mastercard Expires: Date i 1 /©3 /06 ❑ VISA V1N#: 3 S — s 2 Li LAtuN PLANNING DEPT. APPROVEDside Property Line STREET, ALLEY OR ADJOT ING L/bT (Circle One) 27s DATE: tl / Z6roc Lot Width Re Dwelling Front Property Line S v -v • C/D orav uo X T1V ` L H)I LS SIDEWALK Planting Strip -+� A gym. Curb Street Zoning: Building: Commercial ❑ Residential Site Address: li5(6) This site plan may be used for garages, additions, fences or other structures. Please provide dimensions from existing buildings to property lines, as well as dimensions of all structures, existing and new. FENCE CERTIFICATE REQUIRED? YES ❑ NO , Owner: \(2v0c P)P "L r c t r.I. l 60 IRE > /, n i 2z. 8 • P URLIN SIZES AND SPACING USE 2' X 6' DF-L #2 @ 2' 0' O.C„ 8' BAYS USE 2' X 6' DF-L #2 @ 2' 0' 0,C„ 10' BAYS USE 2' X 8' DF-L #2 @ 2' 0' ❑,C„ 12' BAYS PURLIN CONNECTION METHOD PURLINS WILL BE HUNG FROM LEAN TO RAFTERS WITH STANDARD SIMPSON JOIST HANGERS OR EQUAL. NOTES FOR LEAN TO CONNECTION DETAIL CD MANUFACTURED TRUSS NOTCH POSTS 1-1/2' EACH SIDE TO PROVIDE TRUSS SEAT, 0 TRUSS SUPPORT POST, SEE POST/FOOTING SCHEDULE. 0 3/4' DIA. MACHINE BOLT 0 2' X 6' X 24' DF-L CONNECTION BLOCK, PROVIDE BLOCK EACH SIDE OF POST, SSTYP, PURLIN, SEE CHART AT LEFT FOR SIZES, 0 2" X 6. OR 2' X 8' EAVE GIRT 0 2' X 6' DF-L GIRTS @ 24' ❑,C„ TYPICAL 8', 10' OR 12' BAYS 0 6' X 6' FULL SIZE LEAN TO POST 016d NAILS CD 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 #2 GIRTS @ 2' 0' O.C. FOR 8' BAYS USE 2' X 6' DF-L #2 GIRTS @ 2' 0' ❑,C, FOR 10' BAYS USE 2' X 6' DF-L #2 GIRTS @ 2' 0' ❑,C, FOR 12' BAYS 0 • LEAN-TO ADDITION TO POST FRAME BUILDING CONTINUOUS ROOF SLOPE OPE NOTES FOR FOOTING DETAIL TREATED POSTS AS SIZED PER SCHEDULE VIBRATE OR ROD CONCRETE TO ❑BTAIN FULL BEARING UNDISTURBED SOIL FOOTING DETAIL N.T.S. N.T.S. BUILDING SPECIFICATIONS: GENERAL- ALL BUILDING CONSTRUCTION SHALL CONFORM TO THE 2003 EDITION OF THE INTERNAT>NAL BUILDING CODE (IBC 2003), AND ALL STATE & LOCAL BUILDING CODES. THESE SPECIFIC' IONS AND PLANS ARE INTENDED FOR USE IN 30 OR 40 PSF LIVE LOAD,85 MPH WINI' SPEED, EXPOSURE B AND - SEISMIC DESIGN CATEGORY C.& 90 DESIGN LADS - ROOF LL = 30 OR 40 PSF ROOF DEAD LOAD = 5 PSF* CEILING LL 0 PSF CEILING * ROOF L ALLOWS FOR A MAXIMUM OF 3" THICKNESS OF FIBERGLASS INSULATIO * MAXIMU SOIL BEARING PRESSURE = 2,000 PSF N. MAXIMUMSOIL BEARING PRESSURE IS BASED ON SAND, SILTY SAND, CLAYEY SAND, SILTY GRAVEL 11D CLAYEY GRAVEL SOILS OR BETTER ACCORDING TO IBC TABLE 1804.2. LESSER SOIL CONDITIOS WILL REQUIRE REVIEW AND FOOTING SIZE ADJUSTMENT BY THE ENGINEER. CONCRETI - MINIMUM 28 DAY COMPRESSIVE STRENGTH F'c = 2,000 psi, 4 SACK MIX FOR FOOTINGS CAST IN PLACE CONCRETE CONSTRUCTION SHALL CONFORM TO ACI 318-99. WOOD-►TRUCTURAL LUMBER SHALL CONFORM TO DF-L #2 OR BETTER BY WWPA GRADING RULES. NXIMUM MOISTURE CONTENT SHALL BE 19% BY WEIGHT. NAILING SHALL CONFORM TO TABLE 24.9.1 FASTENING SCHEDULE & OTHER APPROPRIATE SECTIONS OF CHAPTER 23 OF IBC 200.E ALL NAILS INTO PRESERVATIVELY TREATED WOOD SHALL BE HOT -DIPPED ZINC COATED 4LVANIZED STEEL, SILICONE BRONZE, COPPER OR STAINLESS STEEL. CCA TREATED WOOD SI.LL CONFORM TO THE REQUIREMENTS OF AWPA STANDARDS C-16, C-22, C-23, C-24 & -28. POSTS FOR BUILDINGS SHALL BE AS NOTED ON THE PLANS. ALL POST MATERIAL SHALL BE HEM -FIR #2 OR BETTER, FULL DIMENSION AND GRADED BY WWPA GRADING ULES. HARDWARE SHALL BE SIMPSON OR APPROVED EQUAL. ALL BOLTS SHALL CONFORVO ASTM A307. METAL PANELS MAY BE DELTA RIB STYLE, GALVANIZED OR PAINTED, 29 GAUG;THICKNESS, ASTM A653 STRUCTURAL QUALITY SQ)Fy SHALL BIFASTENED TO PURLINS WITH PLATED, GASKETED 1 1/2" LONGOMETAL R O WOOD PANELS FASTENED WALL PANELS SHALL BE FASTENED TO GIRTS WITH PLATED, GASKETED 1" OR LONGER(TAL TO WOOD FASTENERS. PANELS SHALL BE INSTALLED AND FASTENED ACCORDI TO THE LNUFACTURER'S RECOMMENDATIONS. NG SOIL COIACTION - ALL BACKFILLED SOIL BENEATH FOOTINGS SHALL BE COMPACTED WITH A VIBRATOR COMPACTOR TO 95% OF THE PROCTOR DENSITY AS DETERMINED BY ASTM A1557, METHOD NOTES FOR LEAN TO CONNECTION DETAIL 0 MANUFACTURED TRUSS NOTCH POSTS 1-1/2' EACH SIDE TO PROVIDE TRUSS SEAT, 0 TRUSS SUPPORT POST, SEE POST/FOOTING SCHEDULE, 0 3/4' DIA, MACHINE BOLT - NOT REQ'D ON ENDWALLS 0 2' X 6' X 24' DF-L CONNECTION BLOCK, PROVIDE BLOCK EACH SIDE OF POST, S5 TYP, PURLIN, SEE CHART AT LEFT FOR SIZES, 0 2' X 6. OR 2' X 8' EAVE GIRT 0 2' X 6' DF-L GIRTS @ 24' O,C„ TYPICAL 8', 10' OR 12' BAYS Se 6' X 6' FULL SIZE LEAN TO POST 0 16d NAILS 10 LEAN-TO RAFTERS - SEE CHART & SECTION A -A PURLIN CONItTION METHOD PURLINS WILD BE HUNG FROM LEAN TO RAfFRS WITH STANDARD SPSON JOIST HANGERS OR QUAL. NOTE! PURLINS TO SPACED @ 16' O.C, UPPER HALFF. LEAN-TO SPAN TO RESIST sly DRIFT LOAD LAN -TO ADDITION TO POST STEPFRAME BUILDING DOWN LEAN-TO ROOF BAY SPACE LIVE LOAD PSF RAFTER SECTION SIZE OR COMBINATION 2- &2-2"X6'BOX " 2-2'X 0'&2-2X6'BOX �2-2"X8'&2- ' BOX 2-2"X10"&2-2•X6'BOX 2-2'X10'&2-2X6"BOX 2' X 6 BOX 2 - 2' X 10" & 2 - 2" X 6" BOX 2 - 2' X 10' & 2 - 2' X 6" BOX 2-2'X12'&2-2'X6'BOX 2 - 2' X 10' & 2 - 2" X 6' BOX 2 - 2' X 12' & 2 - 2' X 6' BOX 2 - 2' X 12' & 2 - 2' X 6' BOX DF-L 2 - 2' X 12' DF-L S, STRUCT, 2 - 2' X 12' & 2 - 2' X 6' BOX 2 - 2' X 12' & 2 - 2• X 6' BOX DF-L 2-2'X12'&2-2'X6"BOX 2 - 2' X 12' & 2 - 2' X 6' BOX DF-L 4 - 2' X 12' & 2 - 2' X 6' BOX DF-L N.T,S, ENDWALL RAFTER SECTION SIZE OR COMBINATION gingaillallanan 2' X 12' & 2' X 8' flaNnalnallimin 2' X 12' & 2' X 8' 2' X 12' & 2' X 8' 2' X 12' & 2' X 8' 2' X 12' & 2' X 8' 2' X 12" & 2' X 10' 2' X 12' & 2' X 10' 2 - 2" X 12' DF-L #1 2 - 2' X 12" DF-L #1 2' X 12' DF-L S, STRUCT, egigineallannia 2-2'X12'DF-LS.S, 2 - 2' X 12' DF-L #1 2 - 2' X 12' DF-L S,S, 2-2'X12'DF-LS,S, 1. cl NAIL @ 10" O,C, " X 6" FULL WIDTH 8 1/2„ SIMPSON JOIST HANGER 2"X6"OR2"X8"PURLIN VERTICAL2MEMBERS R SEE CHART SECTION A - A STANDARD RAFTER DETgILS rUL WIDTH 2" X 6' 8 1/2" SIMPSON JOIST HANGER 2'X6'OR2"X8"PURLIN 16d NAIL @ 10" O,C, 2" " " VERTICAL82 MEMBE„ OR 2„ X 12" SECTIOMEMBERS SEE CHART N A _ I:30X BEAM DETAILS S 2" X TO END WALL ;AFTER WHERE W REQ'D - 'E CHAR HERE SECTION A 16dNAIL @10"❑C 16d NAIL @ 10" ❑,C, 2ND" RAFT 10" OR 2" X 12" y ER SEE CHART TAND A ARD ENDWALL RAFTER DETAILS DAL DESCRIPTION OF CHANGE DRAWN CHECKED PROJECT No_ WAMBEKE Daniel WaM ENGINEERING G beke P E 2913 E. 61st Court S•okane, WA 99223 LAYOUT, STRUCTURAL DETAILS ANDciwambeke (CATIONS SPECIF @�'sn'`oM LEAN TO ADDITIONS TO POST FRAME BUI 30 PSF 40 PSF LIVE LOAD LDINGS & MID—NITE CONSTRUCTION P. O. BOX 374 NINE MILE FALLS, WASHINGTON 99026 wA®11111111 ete.hone+ 509-443-6186. Faxi 509-448-6582 DATE 3-04-06 DRAWING NO,+ ID-NITE. LEAN.IBC2003-nR 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 REVIEWED FOR C DE C MPLIANCE SPOKANIE VALLEY UILDIN DIVISION 'ink t'dc. TREATED POST - 16d GALV. NAILS 2" X 6" GIRT (FLAT) TYPICAL GIRT CONNECTION NOTES FOR FLOOR PLAN INTERIOR FRAME WOOD POSTS, SEE POST SCHEDULE THIS SHEET GABLE WALL POSTS - 6" X 6" TYPICAL DOOR POSTS - 4' X 6" TYPICAL FOOTING DIMENSIONS, B + 1' 8") D = 3' 0" MAXIMUM POST SPACING 12' 0" �3 PURLINS @ 24' O.C., BEARING OR JOIST HANGERS (TYPICAL) w 0 w 0 / 0 / f SPANS 12' TO 60'. EACH GIRT h ¢ DOUBLE TRUSSES • w Z J44 • • n- o ® xw I x� (ud aj ?1,1 O (U Bt DOUBLE TRUSSES SINGLE TRUSS PLAN VIEW N.T.S. NOTES FOR SECTION A -A Sl TYPICAL PURLIN, SEE FLOOR PLAN FOR SIZE S2 TRUSS DESIGN BY OTHERS 0 2' X 6' @ 24' ❑.C., 10' BAYS 2' X 6' @ 24' O.C., 12' BAYS DF-L #2 GIRTS FLAT @ 24' 0. C. 0 CONCRETE FOOTING, SEE SCHEDULE 0 EXTEND POST TO TOP OF PURLIN ROOF FASTENED TO PURLINS WITH 1 1/2' LONG WOODFAST TEKS. WALLS FASTENED TO GIRTS WITH 1' LONG WOODFAST TEKS. SEE FO❑TING DETAIL PURLIN C❑NNECTION cMETHODS:" A). PURLINS MAY BE HUNG OFF THE TRUSS TOP CHORD FACES W/ STANDARD SIMPSON JOIST HANGERS OR EQUAL. B). PURLINS MAY BE BUTTED AND NAILED W/(2) 16d NAILS INT❑ EACH PURLIN, C), PURLINS MAY BE LAPPED AND NAILED W/(3) 16d NAILS ON CONNECTION METHODS "B" AND "C", TOENAIL BACK SIDE OF PURLId1 W/(1) 16d NAIL INTO EACH TOP CHORD MEMBER BUILDING SECTION A -A 12 N.T.S. 4 1 00 7/`i � i 11 111111' O SINGLE OVERHEAD DOOR OPTION 20' 0' MAXIMUM i i 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 JOIST 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 0 2" X 8" FACIA BOARDS 0 TREATED WOOD POSTS, SIZED PER SCHEDULE 0 TREATED 2" X 6" BOTTOM GIRT OR TREATED 2" X 10" BOTTOM GIRT NOTES FOR CONNECTION DETAIL CD TRUSS TOP CHORDS TRUSS DESIGN BY TRUSS MANUFACTURER 0 PURLIN SUPPORT STRUT 22" 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. S4 MANUFACTURED TRUSS. NOTCH POSTS 1-1/2" EACH SIDE TO PROVIDE TRUSS SEAT. 0 WOOD POST, SEE P❑ST/F[]OTING SCHEDULE. 0 4 - 40d GALV, NAILS IN; PRE -DRILLED HOLES OR 3/4'0 MACHINE BOLT 0 SOLID BLOCKING AT CONNECTION POINTS. 0 TYP. PURLIN, SEE FLOOR PLAN FOR SIZE 0 2" X 6' OR 2" X 8" TOP GIRT S1 4 - 16d NAILS OR 3/4'0 M. BOLT DOUBLE OVERHEAD DOOR OPTION DETAIL 1- TRUSS COLUMN OPTIONAL FRONT ELEVATION CONNECTION, PURLIN SUPPORT N.T.S. 1" III 1/ 16d NAILS 6", 8" OR 10" POST III NAILING PATTERN FOR POST LAMINATIONS NOTE: 2" X 6" LAMINATE MUST BE A TREATED MEMBER AND MUST EXTEND TO THE BOTTOM OF THE FOOTING. LAMINATE MAY BE SPLICED ABOVE MID HEIGHT OF COLUMN NOTES FOR FOOTING DETAIL S1 TREATED POSTS AS SIZED PER SCHEDULE 2) VIBRATE OR ROD CONCRETE TO OBTAIN FULL BEARING 03 UNDISTURBED S❑IL FOOTING DETAIL GABLE END TRUSS 8 - lid NAILS 2". X 6" X 18" BOLTING BLOCK 2" X 6" X 18" BOLTING BLOCK N.T.S. 8 - 16d NAILS CORNER POST - 16d NAILS DETAIL 3 TYP. GABLE END TRUSS CONNECTION USE BOLTING BLOCKS BELOW ALL CORNER COLUMN GIRTS N.T.S. 4.110 SINGLE SLIDING DOOR OPTION .OPTIONAL FRONT ELEVATION 12 N.T.S. S3) 3068 MANDOOR OPTION ❑PENII.G 112n11 OPTIONAL FRONT ELEVATION N.T.S. SPLIT SLIDER DOOR OPTION OPTIONAL FRONT ELEVATION N.T.S. NOTES FOR OPTIONAL FRONT ELEVATIONS Si HALF TRUSS DESIGN BY OTHERS 0 2' X 10" HEADER UP TO 12' 0" DOORS 2" X 12' HEADER UP TO 20' 0" DOORS 2" X 12" BACKED WITH 2" X 6' UP TO 24' 0" 0 2" X 6' HEADER S4 4" X 6" DOOR POST - 8' THRU 14'. WALL HEIGHT W/ 2" X 6" FACER. 6" X 6" DOOR POST - 16" & 18' WALL HEIGHT W/ 2" X 8' FACER. SS DOJBLE 2" X 6" KINGPOST NOTES FOR DETAIL 2- KNEEBRACE „fuck 0 TRUSS TOP CHORD, DESIGN BY OTHERS 0 TRUSS BOTTOM CHORD, DESIGN BY OTHERS 0 2" X 6" DF-L #2 EACH SIDE 0 WOOD POST, SEE POST/FOOTING SCHEDULE S5 4 - 16d GALV. NAILS, EACH SIDE 1), KNEE BRACE REQUIRED WHERE SHOWN ON POST/FOOTING SCHEDULE. BRACE NOT REQUIRED AT GABLE END TRUSSES. 2). ALTERNATE KNEE BRACE/POST AND TRUSS/POST CONNECTION = USE 3/4'0 THRU BOLTS, EACH LOCATION. 31 DETAIL 2 KNEE BRACE N.T.S. BUILDING SPECIFICATIONS: GENERAL - ALL BUILDING CONSTRUCTION SHALL CONFORM TO THE 2003 EDITION OF THE INTERNATIONAL BUILDING CODE (IBC 2003), AND ALL STATE & LOCAL BUILDING CODES. THESE SPECIFICATIONS AND PLANS ARE INTENDEi FOR USE IN 30 OR 40 PSF LIVE LOAD, 85 MPH WIND SPEED, EXPOSURE B AND SEISMIC DESIGN CATEGORY C. DESIGN LOADS - ROOF LL = 30 OR 40 PSF ROOF DEAD LOAD = 5 PSF* CEILING LL = 0 PSF CEILING DL = 1 PSF * ROOF DL ALLOWS FOR A MAXIMUM OF 3" THICKNESS OF FIBERGLASS INSULATION. * MAXIMUM SOIL BEARING PRESSURE = 2,000 PSF MAXIMUM SOIL BEARING PRESSURE IS BASED ON SAND, SILTY SAND, CLAYEY SAND, SILTY GRAVEL ADD CLAYEY GRAVEL SOILS OR BETTER. LESSER SOIL CONDITIONS WILL REQUIRE REVIEW AND FOOTING SIZE ADJUSTMENT BY THE ENGINEER. CONCRETE - MINIMUM 28 DAY COMPRESSIVE STRENGTH F'c = 2,000 psi, 4 SACK MIX FOR FOOTINGS. CAST IN PLACE CONCRETE CONSTRUCTION SHALL CONFORM TO ACI 318-99. WOOD - STRUCTURAL LUMBER SHALL CONFORM TO DF-L #2 OR BETTER BY WWPA GRADING RULES. MAXIMUM MOISTURE CONTENT SHALL BE 19% BY WEIGHT. NAILING SHALL CONFORM TO TABLE 2304.9.1 FASTENING SCHEDULE & OTHER APPROPRIATE SECTIONS OF CHAPTER 23 OF THE IBC. ALL NAILS INTO PRESERVATIVELY TREATED WOOD SHALL BE HOT -DIPPED ZINC COATED GALVANIZED STEEL, SILICONE BRONZE, COPPER OR STAINLESS STEEL. CCA TREATED WOOD SHALL CONFORM TO THE REQUIREMENTS OF AWPA STANDARDS C-16, C-22, C-23, C-24 & C-28. POSTS FOR BUILDINGS SHALL BE AS NOTED ON THE PLANS. ALL POST MATERIALS SHALL BE HEM -FIR #2 OR BETTER, FULL DIMENSION AND GRA)ED BY WWPA GRADING RULES. HARDWARE SHALL BE SIMPSON OR APPROVED EQUAL. ALL BOLTS SHALL CONFORM TO ASTM ,,307. METAL PANELS MAY BE DELTA RIB STYLE, GALVANIZED OR PAINTED, 29 GAUGE THICKNESS, ASTM A653 STRUCTURAL QUA.ITY (SQ), Fy = 80.0 ksi. ROOF PANELS SHALL BE FASTENED TO PURLINS WITH PLATED, GASKETED 1 1/2" LONG METAL '0 WOOD FASTENERS. WALL PANELS SHALL BE FASTENED TO GIRTS WITH PLATED, GASKETED 1" OR LONGER METAL TO WO)D 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 VIBRADRY 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 1i1 THE STATE IN WHICH THE BUILDING WILL BE CONSTRUCTED. TRUSS LOADING: TOP CHORD LIVE LOAD = 30 OR 40 PSF TOP CHORD DEAD LOAD = 5 PSF BOTTOM CHORD DEAD LOAD = 1 PSF TRUSS WEB BRACING INTERIOR OR GABLE END TRUSSES NOTES FOR TRUSS WEB BRACING TRUSS DIAGRAMS WILL OFTEN REQUIRE WEB MEMBER BRACING, WHICH IS SHOWN ON TRUSS DRAWINGS fi;,:,'. 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 l0d NAILS @ 6" O.C. 0d NAILS @ 6' O.C. ' X 6' OR 2" X 8" ' X 4' L-BRACE L-BRACE TRUSS WEB MEMBER TRUSS WEB MEMBER SECTION B-B SECTION B-B AT INTERIOR TRUSSES AT GABLE END TRUSS 0 S2 TYPICAL TRUSS BOTTOM CHORD BRACING NOTES FOR TRUSS BOTTOM CHORD BRACING 0GABLE END TRUSS DOUBLE INTERIOR TRUSSES 0 2" X 4" X-BRACING @ 10' 0" O,C, 0 2" X 4' BOTTOM CHORD BRACING @ 10'-0" O.C. OR, AS SPECIFIED BY TRUSS MANUFACTURER S5 TOENAIL BRACES TO TRUSSES WITH 3 - 10d NAILS OVERHEAD DOOR OPENING SLIDING DOOR OPENING TYPICAL SIDE ELEVATION NOTES FOR SIDE ELEVATION N.T.S. 1 2" X 8" HEADER 0 2" X 10" HEADER FOR 10' & 12' SLIDING DOORS 2" X 8" HEADER FOR 8' & SMALLER SLIDING DOORS N.T.S. SHEATHING REQUIRMENTS THE FOLLOWING MINIMUM ROOF DIAPHRAGM REQUIREMENTS ARE NEEDED, * ROOF STEEL, 29 I1AUGE GRAND -RIB III, 36' WIDTH OR EQUIVALENT I FIELD SCREWS, #11 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 STEEL' 9 GAUGE GRAND -RIB III, 36' WIDTH OR EQUIVALENT ■ FIELD SCREWS, U1 x 1 1/2' 2 9' O.C. (NEXT TO HIGH RIB) * BASE GIRT, END TRUSS, AND DOOR HEADER SCREWS, #14 x 1 1/2' € BOTH SIDES OF EACH MAJOR RIB. DIAPHRAGM SCREWS ENDWALL DCLR ;CREWS ENDWALL BASE CHORD, EAVE & RID;iE PURLINS ON ROOF DIAPHRAGM :+'CREWS] TYPICAL SCREW PATTERN, EXCEPT AS NOTED ABOVE STEEL SHEETING SCREW PATTERNS N.T.S EXPIRES 12/29/07 POST/FOOTING SCHEDULE 12' - 24' SPANS, 30 & 40 PSF LIVE LOAD POST SPACING _10'-0" 10-0' 10 -0" 10-0" 12-0" 12-0" 12-0 12-0 12-0" 12-0 12'-0" P COLUMN "H., 20'-O" 8. ,.,. WXD 6" X 6" 6.. X 6" X 6".._._.-.-- 6" X 6" W/2" X 6" 6"X8" 6" X_10" 6" X 10" FOOTING "B" DIA. 18" 18" 18" 18" .. 3'-0" 3.0 6" X 6" 6" X X 6:W/2" z 6" 6 X8"W/2 X6 6"X8" W/2"X6" 6" X 10" W/2" X 6" 20" - 20"�.- 21" 26" 26" 26" 3'-0" 26" ._--. 26" 26" 26" 3'-0" 3'-0" 3'-0" - _3'-0" 3'-0" 3'-0" 3'-2" KNEE BRACE REQUIRED _ NO NO NO NO NO NO NO NO NO NO NO POST/FOOTING SCHEDULE 30' SPANS, 30 & 40 PSF LIVE LOAD, OST COLUMN SPACING 12-0" 12-0" 12-0" 12-0" 12-0" 12-0"...... „H" 8'-O" 10-0" 12-0" 14'-0" 16'-0" 18;=0"- 20'-0" 22'-0" 24'-0" 8.-0.. 12'-O" 14-0 16-0 20 -0 22 -0 WXD 6" X 6" 6" X 6" 6"X6"W/2"X6" 6" X 6" W/2" X 6" 6" X 8" 6" X 8"W/2" X 6" 6"X8"W2"X6" 6" X 10" W/2"X 6" 6"X12" 6..X6" -- 6"X6" 6"X6"W/2"X6" 6' X8" 6 X8"W/2"X6" 6"X 10" 6"X12 6 X12"W_ /2-X6" 6"X 12" FOOTING "B" DIA. 26" 26" 26" 26" 26.: 26" 26" 'T' 3'-0" 3'-0" 26" 28" 28" 28„. 28" 28„ _. 28" 28 28„ 3'-0;" 3'-0" 3,-2"... 3'-3" 3'-0" 3'-0" 3 -0" 3'-0" '-0 3-0 3 2" KNEE BRACE REQUIRED NO NO NO NO NO NO NO NO - NO NO NO NO NO NO NO NO POST/FOOTING SCHEDULE 36' SPANS, 30 & 40 PSF LIVE LOAD POST SPACING "H" COLUMN WXD FOOTING "B" DIA. .,T. KNEE BRACE 10'-0" 10'-0 10-0 10 -O 10 -0"... 10'-0 10-0" 12-0" 12-0" - 12-0' 12-0„__ 12-0" _..12-0"--- 12-0" 12-0" 12-0" 8'-0" 12 -O" 14-0 16'-0 18-0 20-0" 22'-0 24'-0" 18'-o" 22'-0" 24'-0 6"X6" 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.. 67 X 10" W/2" X 6" 6" X 10" W/2" X 6" 6"X6" 6" X 6" 6 X6"W/2"X6" 6:X8;: 6"X8"W/2"X6" 6"X10 X 6" 6'X12" 6" X 12" W/2" X 6" 28" 28"- 28" 28" - 28' 28" 28„ 32" 32" 32" 32" 32" 32" 32" 32"-- 3'-0" 3'-0" _3'-0" 3'-O" 3, 2" 3'-0" 3'-0" REQUIRED 3'-0" NO NO - NO NO NO NO NO NO YES NO ------- NO NO NO NO NOA NO- NO CONCRETE VOLUME, YD3 0.20 0.20 0.20 0.20 0.24 0.24 0.27 0.41 0.41 0.41 0.41 0.41 0.41 0.44 CONCRETE VOLUME, YD3 0.41 0.41 0.41 0.41 0.41 0.41 0.41 0.44 0.46 0.47 0.47 0.47 0.47 0.47 0.47 0.47 0.6 0.56 CONCRETE VOLUME, YD3 POST/FOOTING SCHEDULE 40' SPANS, 30 & 40 PSF LIVE LOAD POST SPACING 10'-0" 10.-0" 10'-0" 10'-0 COLUMN 8'-0" 10'-0" 12'-0" 14i-0" 16'-0" 16'-0" 20'-O" 24'-0 WXD 6"X6" 6"X6" _ 6"X6"W/2"X6" 6" X 6" 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"X6" 6" X 12" FOOTING "B" DIA. 30" 30" 30"__ 30" - 30" - 30" --------- 30" 30" 30" 30" 12-0" 8'-0" 6" X 6" 33" - 12-0" 10'-O" 67 X 6, - 33„ 12-0" 12.-0" 6" X 6" W/2" X 6" 33" 12-0' 14'-0" 6"X8" 33_. - " 1-U 10 -0" ; ei X 8 till '12' X 6 33 12-0 18 -0" 6" X 10" 33 ' 12 -0 20 -0 6" X 10" W/2" X_ 6 ' 33 ' 12-0" 22'-0" 6" X 12" 3- 3" 12-0"- 24--O" 6' ,X 12" in -fir x 6" -33:: 'T. 3'-0" 3'-0" 3'-0" 3'-0" 3'-0" 3'-0" 3'-0" 3'-2" KNEE BRACE REQUIRED NO NO NO NO YES -- NO NO NO YES 0.47 0.47 0.47 0.47 0.47 0.47 0.47 0.47 0.50 0.62 0.62 0.62 0.62 0.62 0.62 0.62 0.66 0.68 CONCRETE VOLUME,. YD3 0.56 0.55 0.55 0.55 0.55 0.65 0.66 0.56 0.56 0.58 NO 0.66 NO 0.66 NO 0.66 NO 0.66 NO 0.66 NO 0.66 NO . 0.66 0.70 NO 0.72 POST/FOOTING SCHEDULE 48' TO 62' SPANS, 30 & 40 PSF LIVE LOAD POST SPACING 10'-0" 10'-0" _ __ 10'-0" 12-0" 12-0 12-0" 12-0 12-0 12-0" 12-0" 12-0".__ COLUMN "H.. 8'-0" 10-0" 1z.-0"_ 14-0" 16'-0' 16-0 22'-0" 24'-0" 10 -O" 12'-0 22'-0" WXD 6" X 6" 6" X 6" _ 6"X6"W/2"X6' 6" X 6" 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" X 10" W/2" X 6" 6" X 12" W/2" X 6" 6" X 6" 6'X6'W/2"X6" 6" X 6" Wi2" X 6" 6"x8" 6" X 8" W/2" X 6" 6'X10" 6" X 10"W/2" X 6" 6" X 12" W/2" X 6" 6" X 12" W/2" X 6" 3'-0" 3'-0" 3'-0' 3'-0:: 3'-0 3'-0 ' 3.-2:: 3:-2" FOOTING "B" DIA. 34" ..34', 34" _. 34 34" 34" 34" 34" 3•,. 34" "T" 3'-0" 3'-0" 3'-0" 3'-0" 3'.0" __36" 36" 36"- 3- 6" 36" 36" 36" 36" 3'-0" 3'-0" 3'-0" 3'-0" 3'-0" 3'-0" 3'-0" 3'-2" 3'-2" KNEE BRACE REQUIRED NO NO NO YES YES NO YES NO NO NO NO -_ NO NO NO CONCRETE VOLUME, YD3 0.70 0.70 0.70 0.70 0.70 0.70 0.70 0.70 0.70 0.70 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.83 0.83 POST/FOOTING SCHEDULE 64' TO 60' SPANS, 30 & 40 PSF LIVE LOAD POST SPACING "H" COLUMN WXD FOOTING "B" DIA. 'T' KNEE BRACE REQUIRED 10'-0" 10-0 10'-0 10-0' 10;-o" _12-0" 12-0" 12-0" 2-0"_ 12-0"__ 12 -0" 12-0" 12-0" 12-0" 8-0" 12'-0 16-0' 18'-0 20'-O" 22'-0" 24'-0" 12'-0" 16'-0" 18 -0" 20-O" 22'-0 24'-0" 6" X 6" 6" X 6" 6" X 6" W/2" X 6" 6"X8" 6" X 8' W/2" X 6" 6"X 10" 6" X 10" W/2" X 6" 6''X10"W/2"X6" 6"X12" 6" `C 6" _ X6:,Wl2"X6" 6"X8" 6" X 8" W/2" X 6" 6"X8"W/2"X6" 6"X10" 6" X 10" W/2" X 6" 6" X 12" W/2" X 6" 6" X 12" W/2" X 6" 36" 36" 36" 36" 3- 6" 36" 36" 36" 36" 40" 40" 40" 40" 3'-0" 3'-0" 3-07 3'-0" - 3'-O" NO NO NO 40" 40" 40" 40.; 440" 3'-2" 3,-0" 3'-0" 3'-0" 3'-0" 3'-0" 3'-0" 3'-0" 3'-0" 3'-2" NO NO YES NO YES NO NO NO NO NO YES NO NO NO CONCRETE VOLUME, YD3 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.83 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 1.03 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 HAVE CONCRETE FLOORS, INCREASE FOOTING DIAMETER X 2" & FOOTING DEPTH X 4". WAMBEKE ENGINEERING 2913 E, 61st Court Daniel WaMbeke, P. E. Spokane, WA 99223 Telephone, 509-443-6186 Fax, 509-448-6582 e-mail dwar►beke2msn.com LAYOUT, STRUCTURAL DETAILS AND SPECIFICATIONS POST FRAME BUILDINGS 30 & 40 PSF LIVE LOAD MID-NITE CONSTRUCTION P. 0. BOX 374 NINE MILE FALLS, WASHINGTON 99026 BY DATE DRAWING NO., DRAWN WAMBEKE REV BY DATE DESCRIPTION OF CHANGE CHECKED 3-04-06 MID-NITE.IBC2003-06 PROJECT NO. 2006 SCALE, N.T.S. SHEET, 1 OF 1 REV.