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2006, 03-02 Permit App: 06000645 Pole Bldg Project Number: 06000645 Inv: 1 Application Date: 03/02/2006 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 30 DETACHED POLE BUILDING Contact: BROOKSHIRE CONSTRUCTION Address: 44080 MILES RD N C-S-Z: DAVENPORT,WA 99122 Setbacks:Front 23 Left: 32 Right: 10 Rear: 5 Phone: (509)244-2229 Group Name: Site Information Project Name: Plat Key: 000735 Name: EMPIRE HEIGHTS ADD District: D Parcel Number: 35241.2914 Block: Lot: SiteAddress: 7001 E 7TH AVE Owner:Name: JASSO,JOY Address: 7001 E 7TH AVE Location::CSV SPOKANE VALLEY,WA 99212 Zoning: UR-7 Urban Residential-7 Water District: Hold: ❑ Area: .00 Acres Width: 0 Depth: 0 Right Of Way(ft): 0 Nbr of Bldgs: 1 Nbr of Dwellings: 1 Review Information: Review Building Plan Review Released By: 7 3 L �+ Landuse/Zoning/HE Conditions Released By: Originally Released: 03/02/2006 By: CJJANSSE Sewer Review Released By: Originally Released: 03/02/2006 By: CJJANSSE Permits: Operator: CJJ Printed By: CJJ Print Date: 03/02/2006 Project Number: 06000645 Inv: 1 Application Date: 03/02/2006 Page 2 of 2 THIS IS NOT A PERMIT Penalties will be assessed for commencing work without a permit Building Permit Contractor: BROOKSHIRE CONSTRUCTION Firm: BROOKSHIRE CONSTRUCTION I Address: 44080 N MILES RD Phone: (509)725-0809 DAVENPORT,WA 99122 This Application: Total Project: Description Grp Type Notes Sq Ft Valuation Sq Ft Valuation GARAGE U-1 VB 720 $15,840.00 720 $15,840.00 Totals: 720 $15,840.00 720 $15,840.00 Item Description Units Unit Desc Fee Amount RESIDENTIAL PERMIT FEE 1 SELECT $265.25 WSBC SURCHARGE 1 SELECT $4.50 Permit Total Fees: $269.75 Notes: CONTOL AREA FOR DRAINAGE MORITORIUM SEE MAPS FOR SPECIFICS Payment Summary: Permit Type Fee Amount Invoice Amount Amount Paid Amount Owing Building Permit $269.75 $269.75 $0.00 $269.75 $269.75 $269.75 $0.00 $269.75 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: 03/02/2006 _ Permit Center • �_ Spol ane 11707E Sprague Ave, Suite 1 i. v/ g RMIT NUMBER: LAS- „,�,,5 Valley Spokane Valley,WA 99206 FEB r RMIT FEE: .T (509)688-0036 FAX: (509)688-00 2 8 2006 Community Development www.spokanevalley.org.com D ,, Residential Construction ❑ AiJ Llit,1 >h t> utio ❑ Accessory Bldg Permit Application o Additio 1 ' •model o Deck Ea-6rther: To i SITE ADDRESS :7(2/ i 7-74 /../7y a -' ""''--, /./,'/.--../e1.--_,.,-- ASSESSORS PARCEL NO:.3,S—o1,/,v 9/r LEGAL DESCRIPTION: .. r. Building owner Contractor -� Name: / ` Name: r�/ 47(.f S S c� w �, c Address: 7 c o j 2/'I Address: < < ,S~fJ ' - i1 City= a,//Py ,`t fire Zip: 9.g1 Phone: Dzy. ei, 'ax: Phone: + , „ Fax: S0,-2” -.0Yf c, Or .: E ..Date: - _ -C6 Contact erson ` A Q E ieess Lic No:I!j /i� 7 Name: Contact 3 Phone: S/' (52, ,...2/ Describe the scope of work in detail: Cost of Project: $/0 o **************The following MUST be complete: (write N/A if not applicable)********************** HEIGHT TO PEAK: µ DIMENSIONS: #OF STORIES: TOTAL HABITABLE SPACE: 1Y rX3a Pte/ ' MAIN FLOOR TO SQ. 2"" FLOOR SQ. FTG: UNFIN BASEMENT SQ. FTG: IMPERVIOUS SURFACE FTG: AREA: 0 FINISHED BASEMENT GARAGE SQ. FTG: DECK/COV. PATIO SQ. FTG: 30% SLOPES ON SQ. FTG: 702 PROPERTY: #OF BEDROOMS: CONSTRUCTION TYPE: HEAT SOURCE: SEWER OR SEPTIC? O c7 /�%y. .7•. 4; . O Sew e#-, DISCLAIMER 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 1/_(2-‘7.- 1"------- ", ..,,---,:------ � Date C:vP-'15- 0 3 Method of Payment: (Faxed permit applications will only be accepted with major bankcard) 0 Cash ['Check 0 Mastercard 0 VISA 0 Other Bankcard#: Expires: VIN#: Authorized Signature: REVISED 8/25/2005 Valley 11707 E Sprague Ave Suite 106 ♦ Spokane Valley WA 99206 509.921.1000 ♦ Fax: 509.921.1008 ♦ cityhall@spokanevalley.org Residential Plan Submittal Minimums ❑ Completed Building & Mechanical application with: Accurate address, Parcel Number and/or Legal Description, description of work, owner and contractor information, signature, and date. ❑ Two sets of plans including Site Plan, elevations, floor plans, foundation plans With details, roof plan, framing plans & details. ❑ Show the height of any proposed buildings or accessory structures. ❑ Floor plan for each floor: Dimension to scale (minimum 1/8") and label each Room (including sq. footage of house and garage on plans) Show each level of existing house and square footage of any additions. ❑ All braced wall panel types: show locations and details of installation, including engineered design. ❑ Egress windows: Provide at least one window or exterior door approved for Emergency escape or rescue from a basement and in every room for sleeping. ❑ Smoke detector locations ❑ 22" X 30" attic access location ❑ 18" X 24" crawl space access: ❑ One-hour separation detail: between house and garage ❑ Floor framing details: Joist type, size, spacing and installation details ❑ Roof framing plan and details ❑ Furnace and hot water heater location. ❑ All header locations: type, size, and connections ❑ Foundation plan ❑ Insulation information Gi,Nr.)412 %� r . , i'1 IL,//e, 0/0 A///4:575-: ' -� ,i, , �' a 'G' -' 029 --C27 r ®'-- ,..�6l11/4 . �?d 7 ',_ ._ , up • • • • 6-per/'n50,1 C/n ., , , ©4 Pt" ens'ill'c cL 7,s5e;- c '� 6k5 e n+c1G{ • ;= ,E • ����/ w. _, weL ham, JiT'''' . 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NAILS EACH GIRT (FLAT) U - J TYPICAL GIRT CONNECTION PURLIN CONNECTION METHODS: DOUBLE TRUSSES FOR ET A). PURLINS MAY BE HUNG si TRUSS TOP CHORD, DESIGN BY OTHERS S2 TRUSS BOTTOM CHORD, DESIGN BY OTHERS ti OFF THE TRUSS TOP CHORD zw O TYPICAL PURLIN, SEE FLOOR SI FACES W/ STANDARD NOTES FOR FLOOR PLAN SIMPSON JOIST HANGERS 0 INTERIOR FRAME WOOD POSTS, SEE OR EQUAL, B). PURLINS MAY IL Iv, POST SCHEDULE THIS SHEET BUTTED AND NAILED > GABLE WALL POSTS - 6' X 6' TYPICAL W/(2) NAILS o i o J DOOR POSTS - 4' X 6' TYPICAL INTO EACH PURLIN, Q FOOTING DIMENSIONS, B + 1' 8'1 D = 3' 0' C), PURLINS MAY Xd' MAXIMUM POST SPACING 12' 0' LAPPED AND NAILED C ?U0 cu PURLINS @ 24' O.C., BEARING OR W/(3) 16cINAILS. NV) a JOIST HANGERS (TYPICAL) ON CONNECTION METHODS NO 140 No 'B' AND 'C', TOENAIL by A w SPANS 12' TD 60'L 16_ 20" zo•• 24" BACK SIDE OF PURLIN S DOUBLE TRUSSE`. 0.24 - -024- 024 0.27 -- _ No NO WOODFAST TEKS. 8'4" G" x 6" W/(1) 16d NAIL INTO EACH TOP CHORD MEMBER U - J ¢ a DOUBLE TRUSSES FOR ET 0.41 si TRUSS TOP CHORD, DESIGN BY OTHERS S2 TRUSS BOTTOM CHORD, DESIGN BY OTHERS ti za zw O TYPICAL PURLIN, SEE FLOOR SI ,Z-,Q_J -JO p J 1 �_J FOOTING IKNEEBRACE J �w a- w IL Iv, z D w > a w L3 o i o J iD I �0p Q o XW Xd' L, o SS EXTEND POST TO TOP OF PURLIN ?U0 cu N ROOF FASTENED TO PURLINS WITH NV) a UJCL ❑ NO 140 No job by D �ro 16_ 20" zo•• 24" ° DOUBLE TRUSSE`. 0.24 - -024- 024 0.27 -- _ No NO WOODFAST TEKS. 8'4" G" x 6" a (nu �L y" 3 z z} _12-0= za� 1 _ _ _ G" x 6^ _ _ 26•• r} �I n _ 0.47_ ne CONNECTION =USE 3/4'0 THRU BOLTS, � 1r-0" n _10'-0" No 0.41 (L o• U 14'-0" 6" X 6" W2" X 6" U DC7 I X 0,41 -NFA- NO _ 12-0'_ XCJ 6" X 8"W2" X 6" X. N� NC7 NO .0 N 0._47_ 12-0" 16'-0" 281• 3'-0" -0A7- W �mj V N 6" X 10" W2" X 6" 26" 3.2'• NO SINGLE TRUSS PLAN VIEW N.T.S. SEE 12 4 DETAIL .f�. CONNECTION, PURLIN SO COLUMN (U 11 (U 1" 1 2 - 16d NAILS 6", 8" OR 10" POST SEE z .3 NAILING PATTERN FOR ET 0.41 si TRUSS TOP CHORD, DESIGN BY OTHERS S2 TRUSS BOTTOM CHORD, DESIGN BY OTHERS NOTES FOR SECTION A -A SCHEDULE 12' -24' SPANS 30 & O TYPICAL PURLIN, SEE FLOOR SI _ _ N0 U PLAN FOR SIZE FOOTING IKNEEBRACE LJ S2 TRUSS DESIGN BY OTHERS SPACING z D S3 2' X 6' @ 24' O.C., 10' BAYS TO THE BOTTOM OF HW 2'X6'@ 24' O.C., 12' BAYS VOLUME Y00 LAMINATE MAY BE DF -L #2 GIRTS FLAT @ 24' O.C. HEIGHT OF COLUMN O v S4 CONCRETE FOOTING, SEE SCHEDULE 3.11" L, o SS EXTEND POST TO TOP OF PURLIN S4 WOOD POST, SEE POST/FOOTING SCHEDULE- w ROOF FASTENED TO PURLINS WITH 6" X 6" -.. 6" X 6" 0 1 1/2' LONG WOODFAST TEKS. NO 140 0.20 0.20 WALLS FASTENED TO _10 -0" - - 10'-0" 14-0 16'-0 20'-0" 6 x 6" W2" x 6_ 6 x 8" 6 xl0"7777_ 6"X 10" 16_ 20" zo•• 24" _3 o •_ _3.11" 3�.o•a To" GIRTS WITH 1' LONG 0.24 - -024- 024 0.27 NO _ No NO WOODFAST TEKS. 8'4" G" x 6" 261' 3'11" DETAIL .f�. CONNECTION, PURLIN SO COLUMN (U 11 (U 1" 1 2 - 16d NAILS 6", 8" OR 10" POST SEE NOTES FOR DETAIL 2- KNEEBRACE .3 NAILING PATTERN FOR ET 0.41 si TRUSS TOP CHORD, DESIGN BY OTHERS S2 TRUSS BOTTOM CHORD, DESIGN BY OTHERS POSTIF00TING SCHEDULE 12' -24' SPANS 30 & 40 PSF LIVE LOAD _ _ N0 LAMINATIONSATE COLUMN FOOTING IKNEEBRACE NOTE:P2OST6 NOTEE A :MEMBER MUST CONCRETE SPACING "H" I AND MUST EXTEND TO THE BOTTOM OF THE FOOTING. REQUIRED VOLUME Y00 LAMINATE MAY BE SPLICED ABOVE MID HEIGHT OF COLUMN BUILDING SECTION A -A N.T.S. SINGLEOVERHEAD DOOR OPTION 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 S2 2' X 10' HEADER S3 2" X 6' GIRTS @ 24' O.C., 10' BAYS, 3F -L #2 2' X 6' GIRTS @ 24' D.C., 12' BAYS, DF -L #2 S4 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 NOTES FOR FOOTING DETAIL S1 TREATED POSTS AS SIZED PER SCHEDULE 2 VIBRATE OR ROD CONCRETE TO OBTAIN FULL BEARING �3 UNDISTURBED SOIL I: FOOTING DETAIL N.T.S. GABLE END TRUSS -7 8 - 16d NA NOTES FOR CONNECTION 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 S3 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. 5 4 - 40d GALV. NAILS IN PRE -DRILLED HOLES OR 3/4'0 MACHINE BOLT S] SOLID BLOCKING AT CONNECTION POINTS. S8 TYP, PURLIN, SEE FLOOR. PLAN FOR SIZE 0 2' X 6' OR 2' X 8' TOP GIRT 0 4 - 16d NAILS OR 3/4'0 M. BOLT DOUBLE OVERHEAD DOOR ❑PTI❑N OPTIONAL FRONT ELEVATION N,T.S. SINGLE SLIDING DOOR OPTION OPTIONAL FRONT ELEVATION N.T.S. OPTIONAL FRONT ELEVATION N.T.S. 8 - 16d NAILS BOLTING BLOCK . CORNER POST - 16d NAILS 2' X 6' X 18' BOLTING BLOCK DETAIL 3 TYP. GABLE END TRUSS CONNECTION USE BOLTING BLOCKS BELOW ALL CORNER COLUMN GIRTS SPLIT SLIDER DOOR OPTION OPTIONAL FRONT ELEVATION N.T.S. NOTES FOR OPTIONAL FRONT ELEVATIONS Sl) HALF TRUSS DESIGN BY OTHERS 32) 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 IG 0 iv 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 INTENDED 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 AND CLAYEY GRAVEL SOILS OR BETTER ACCORDING TO 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 MIN: 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 IBC 2003. 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 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 10•41" _ NOTES FOR DETAIL 2- KNEEBRACE 6" x fi" 26" _ T -O" . NO 0.41 si TRUSS TOP CHORD, DESIGN BY OTHERS S2 TRUSS BOTTOM CHORD, DESIGN BY OTHERS POSTIF00TING SCHEDULE 12' -24' SPANS 30 & 40 PSF LIVE LOAD _ _ N0 POST COLUMN FOOTING IKNEEBRACE G" X 6" W2" x 6" CONCRETE SPACING "H" I W x D "B" DIA. 'T' REQUIRED VOLUME Y00 53 2' X 6' DF -L #2 EACH SIPE 10 -0'_ B•-0" 6" x 6"_- _16" __ 3.11" _ _ No - 11.20 S4 WOOD POST, SEE POST/FOOTING SCHEDULE- -- 0.55 10'-0 6" X 6" -.. 6" X 6" 18" 18" 3'.0" 3'-0" NO 140 0.20 0.20 SS 4 - 16d GALV, NAILS, EACH SIDE ll, KNEE BRACE REQUIRED WHERE�D-0"_ SHOWN ON POST/FOOTING SCHEDULE. SHOWN BRACE NOT REQUIRED AT GABLE END TRUSSES, _10 -0" - - 10'-0" 14-0 16'-0 20'-0" 6 x 6" W2" x 6_ 6 x 8" 6 xl0"7777_ 6"X 10" 16_ 20" zo•• 24" _3 o •_ _3.11" 3�.o•a To" NO -_0.20 0.24 - -024- 024 0.27 NO _ No NO 12-0"- 8'4" G" x 6" 261' 3'11" NO 0.41_ 2). ALTERNATE KNEE BRACE/POST AND TRUSS/POST _12-0= 10'.0_ _ _ _ G" x 6^ _ _ 26•• 3.11• _ _ No _ 0.47_ - 26"-- CONNECTION =USE 3/4'0 THRU BOLTS, _tz-0'• 1r-0" s"xs•'w2"xs'•_ _10'-0" No 0.41 EACH LOCATION, 12-0"_ 14'-0" 6" X 6" W2" X 6" _ 26" _3'a" 3'0" NO 0,41 -NFA- NO _ 12-0'_ 76'11" 6" X 8"W2" X 6" 26g'- 14'0" ---NO--- NO 0.47 _ 0._47_ 12-0" 16'-0" 281• 3'-0" -0A7- 12-0 121-01.20'4'. 6 X 10' 6" X 10" W2" X 6" 26" 3.2'• NO 0.44 POSTTOOTING SCHEDULE 30' SPANS.30 & 40 PSF LIVE LOAD - - NO 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 INTENDED 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 AND CLAYEY GRAVEL SOILS OR BETTER ACCORDING TO 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 MIN: 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 IBC 2003. 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 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 10•41" _ 8'-0"_ 6" x fi" 26" _ T -O" . NO 0.41 10•-0" 10'-0•• 6" X 6" 26" T.0" _ _ N0 0.41 8'-0 12'4]" G" X 6" W2" x 6" 26•' 3.11.; _ _ NO 0.41 10'-0" 14'-0" G" X 6" W2" X 6 26•' 3'-0" NO 0.41 _110'-0"--ifi-0" _ 1fi'-0" 6" -x 8"313--'- - -3'-0"-- 26"_ -- YES -- 0.55 10-0" 18'-0" 6"X8"W2 X6" 26' 3-0' N0-- -_0.41__ _10'0'_ 20.9" 6" X 8" W2 X 6•_ 26"3 .0" _ NO 0.55 _10•-0•_ 22'-0" 6" x_10" W/2" XV 26••_ _ 5'2" NO _0.41_ 0.44 10�-0'. 24,-0,- 6" X 12" - -26" 9.3" NO 0.45 _12-0" 8'-0" 61•X6" - -- 28"_ To" NO 0.47_ 12-0"_ _10'-0" 6"X 6" 6"X6"_- 34" - NO _ . 12-0"_ _28'__3'-0" 6" x 6" - --h- -3.4)" 3'-0" -NFA- NO _ _0,47_ 6" % B" 201' 12-0" 14'0" 3140" NO 0.47 6" X 8" W2" X 6" 0._47_ 12-0" 16'-0" 281• 3'-0" NO 12-0 18'-0 6 X 10' 28 T.0" _ NO _ 0.47 12.0 20'-0 6 X 12' 28 TO" - - NO - 28 12-00 22' 6_ X 12" Wrz" X 6" _ 3 2 NO -0.47 0.5 12-0" 24'0" 6" X 12" 201• 3.81• NO 0.56 POSTrF00TING SCHEDULE 36' SPANS. 30 & 40 PSF LIVE LOADI 10'-0" 10'-0'_ _18'1!'_ _ 10 -0_ 10 -0 8'-0" 10•-0" 14'-0" 1U-41--'6" 18'-0" .20'-0" _22'-0 24•-0 6•' x 6"2B- 6" x 6" _ 6"X 6'_W2_X 6" 6" X 6" W2" X 6' x 8•' - G" X 8*7 X 6'_ 6"X 10" 6_x_10" W12" x G" 6 X 10" WW2" X 6" _ 28'• _2B'_ 20• -28" _28'_ 28" 28 28 311" _ To" _3'b" 3'0" -3'-0'• _TV' _3'0"_ 341' 3-2" _ NO _ NO _ 0.47 _ 0.47 0.47 _No NO NO -NO_ NO NO _0_47_ 0.47 0.47 0.47 _0.47 0,50 N 0_ YES 12-0 8'-0 6 x fi 32 TO" NO 0 62 _12-0 12-0 -- 12-0" 12A"_ 12-11" 12-0' 12-0" 10'-0 12'0 14.0.. 16'-0" 10'-0" 20'-0" 24'0" 6 X 6 6 % 6 W2" %6_ 6" x 0" 6" % 8" W:2" X-6 6" X 10" -_ 6" X 10 W2" X 6" 6" X 12" W2" X 6" 32 32 -- 32" 32" 32"- 32" 32" 3 A 3 0 - 3'41" 3'0" 3'0" TO" _ 3'3"NO NO NO 0.62 - 0 fit --- 0.1]2 -U.62- .6212-0" .6212-0' NO NO NO NO -0.62- _0.62 0.68 3'-0" POSTf DOTING SCHEDULE 40' SPANS. 30 & 40 PSF LIVE LOAD _0.55 _0.55_ 10'-0" 814" 61• x 61' 30" 3'0" NO 33' 3 -0 N0 6"X&__ _307 3'-0" NO _0.55 _0.55_ 200 6 X10 W2"X6• 33" 311' N0 _0._66__ 3d'• 10'-0" 14'-0" 6" X 6" W2" X 6" 30" 3'0" NO 0.55 _110'-0"--ifi-0" _ - ' 6" -x 8"313--'- - -3'-0"-- 0.70 -- YES -- 0.55 10'-0" - - 16'-0" - 6" X 8" W2" X 6" -- -- - -- 30"- -- - 3'0" - - NO - - - 0.55 - - 10'-0" 18'-0" 6" x 8" W2" x 6" 30" 3'-0" ND 0.55 - - 10'-0" --- 20'-0" - -- -- 6" % 10" 30" " -- 3'11" NO --.! 0.55 10'-0" 22•11" 6" % 10" 41142" X 6" 30" 3'11" N0 0.55 10'-0" 24'0" G" X 12" 30" 3'2" YES 0.50 _12-0,_ 0'-0 " ,. 6 X 6„ 6"X6"_- 34" t ' DWALLOSTS BEL6"lEX 8T ROUGH CUT HEM FIR Y2 POSTS. FOOTINGS 12-0"_ 10'-0" 6" x 6" - --h- -3.4)" 3'-0" -NFA- NO _ -0.66_ 0.66 _ 12-0" 1Y-0" 6" X 6" W2" X 6•' 33" 3'11" NO 0.66 12-0" 14.0„ 6" X 8" 33" TO" NO 0.66 TYPICAL TRUSS WEB BRACING _,?-0- _12-0_ 16-0-6_X11_Wrz_X6___33--311140--0.66_ 1B 0 6 x 10 33' 3 -0 N0 _10'-0'_ 16'-0"_ 6"-X 8'-WI2' X 6., - 4'_ 12-0'- 200 6 X10 W2"X6• 33" 311' N0 _0._66__ 3d'• INTERIOR OR GABLE � ND TRUSSES LE 12-0'- 22-0 6'X12' 33" 32' NO .70 0 0.7033•' NO 0.70 12-0" 24'-0" 6" X 12" 1NW2" X 6" 34" 3'2" NO - _ 0.72 NOTES FOR TRUSS WEB BRACING: G" X 6" POSTiF00TING 3'A" SCHEDULE 40'TO52'SPA14530&40 PSF LIVE LOAD TRUSS DIAGRAMS WILL OFTEN REQUIRE WEB MEMBER BRACING, WHICH IS SHOWN ON TRUSS DRAWINGS pS PC) ST COLUMN FOOTING KNEE BRACE CONCRETE SPACING "H" W X D "B 14..1 1-0•' 61• x 8., 36"- THE METHOD OF TRUSS WEB BRACING SHOWN ABOVE REPLACES V X 4' OR 2' X 4' WEB MEMBER BRACING THE NEXT LARGER SIZE POST MAY BE SUBSTITUTED FOR POSTS WITH - 2" X 6" LAMINATIONS. T' REQUIRED VOLUME,YD: 8•-0"_ 6"X6"_- 34" t ' DWALLOSTS BEL6"lEX 8T ROUGH CUT HEM FIR Y2 POSTS. FOOTINGS FOLLOW THESE INSTRUCTIONS FOR ALL WEB MEMBER BRACING TO REPLACE 'RAT -RUN' WEB 10'-0"- _10 -0 - 6 X 6' _34''- 34" T.0" 3 -0_ NO NO _0.70 70_ ABOVE FOOTING DESIGNS ARE FOR POST FRAME BUILDINGS WITH lOd NAILS @ 6' O.C. Od NAILS @ 6' O.C. MIA' 10 -0' 10 r 12-0 14 a 6 x6 W2_ x6" 6 x 6` yv12 x 6•' 34" 34" 30 3--o,-- NO No -6 0.70 .70 -0.70- THE FOLLOWING MINIMUM ROOF DIAPHRAGM REQUIREMENTS ARE NEEDED, ■ ROOF STEEL, 29 GAUGE GRAND -RIB III, 36' WIDTH OR EQUIVALENT r FIELD SCREWS, #10 x 1 1/2' AT 9' O.C. (NEXT TO HIGH RIB) • EAVE AND RIDGE PURLIN SCREWS, #14 x1 1/2' AT BOTH SIDES OF EACH MAJOR RIB THE FOLLOWING MINIMUM ENDWALL DIAPHRAGM REQUIRMENTS ARE NEEDED ■ ENDWALL STEEL, 29 GAUGE GRAND -RIB III, 36' WIDTH OR EQUIVALENI ■ FIELD SCREWS, #10 x 1 1/2' @ 9' D.C. (NEXT TO HIGH RIB) ■ BASE GIRT, END TRUSS, AND DOOR HEADER SCREWS- #14 x 1 1/2' @ BOTH SIDES OF EACH MAJOR RIB. ' X 6' OR 2' X 8' L -BRACE L -BRACE _ 10'-0" _ 10'-0" 1fi'-0" 1610" _ -- 6" x 8"-_ 6" X 8' W2 X V_ _3d' 34" 3'0" 3'11" _ NO NO __ 0.70 0.70 NO _10'-0'_ 16'-0"_ 6"-X 8'-WI2' X 6., - 4'_ 3'.0" NO 0.78 36'_ 10'-0" 20'0" 6" x 10" 3d'• 3'-0" YES -6-16- _18 206 -19'-U" 22'-0" 6" X 10" W2" x 6" 34'• 3.0" NO 0.70 10'-0" 24'-0" 6" X 12" W2" X 6" 34" To" YES 0.70 12-0" - 0'0'_ G" X 6" 36'_ 3'A" NO 36" 3.2" 36•' 36' TRUSS WEB MEMBER TRUSS WEB MEMBER _12-0" Q-0-" 10-0 12 -0 6xfi' W2 X 6 -XV 6 % 6' W2 % 6" 3A•' 3 A" ND_ NO _0.79_ 6._77.9_ 0.79 12-0" 14..1 1-0•' 61• x 8., 36"- 3'0" NO _.., - 0,79 DIAPHRAGM SCREWS SECTION B -B SECTION B -B t2-0 160 6 XO W2 xfi 36 -3.0 NO 0.79 -0, 6 X 10 36'_ YES_ AT INTERIOR TRUSSES AT GABLE END TRUSS _12-0 12-0_ - _18 206 s x1n'W2'Xs 3s'-_ _3.0 311 Wo -0.79_ 539_ 12-0" 22-0 6"X12'W2"X6 36' 32 NO 0.83 12-0" 1 24'-0" 6" X 12" WR" X 6"1 36" 3.2" NO 0.83 DIAPHRAGM SCREWS @ ENDWALL BASE GIRT ACROSS 51 S2 ENDWALL DOOR HEADERS & GABLE END TRUSS TOP CHORD, S3 NOTE: EAVE & RIDGE PURLINS ON ROOF 1. THE NEXT LARGER SIZE POST MAY BE SUBSTITUTED FOR POSTS WITH - 2" X 6" LAMINATIONS. 1 2. ENDWALL POSTS SHALL BE 6" X 6" ROUGH CUT HEM -FIR #2 TREATED . ABOVE 16' WALL HEIGHT, E PPOSTSTO 6SHALL t ' DWALLOSTS BEL6"lEX 8T ROUGH CUT HEM FIR Y2 POSTS. FOOTINGS 3. FOR ENDWALL POSTS SHALL BE A MINIMUM OF 20"0 X NOTED ABOVEREWSI TYPICAL SCREW PATTERN, EXCEPT AS 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 S5 CONCRETE FLOORS (CONTRAINED POSTS). IF BUILDINGS WILL NOT STEEL SHEETING SCREW PATTERNSTYPICAL TRUSS BOTTOM CHORD BRACING CONCRETE 4FLOORS, INCREASE FOOTING DIAMETER X 2" & FOOTING DEPT NITS NOTES FOR TRUSS BOTTOM CHORD BRACING n GABLE END TRUSS DOUBLE INTERIOR TRUSSES 2' X 4' X -BRACING @ 10' 0' O.C. 2' X 4' BOTTOM CHORD BRACING @ 10'-0' O.C. OR, AS SPECIFIED BY -RUSS MANUFACTURER TOENAIL BRACES TO TRUSSES WITH 3 - 10d NAILS TYPICAL SIDE ELEVAIION NOTES FOR SIDE ELEVATION N.T.S. S1 2' X 8' HEADER S2 2' X 10' HEADER FOR 10' & 12' SLIDING DOORS 2' X 8' HEADER FOR 8' & SMALLER SLIDING DOORS N,T.S. EXPIRES 12/29 �] WAMBEKE ENGINEERING 2913 E. 61st Court Danlet Wambeke, P, E. Spokane, WA 99223 Felephone, 509-443-6186 Faxt 509-448-6582 a -mall dwambeke@msn.ccm LAYOUT, STRUCTURAL DETAILS AND SPECIFICATIONS 12' TO 50' POST FRAME BUILDINGS P. 0. BOX 1908 AIRWAY HEIGHTS BY 1 DRAWN IWAMBEKLl 2-11_06 BY DATE DESCRIPTION OF CHANGE PROJEC� 1 2004 (SCALE- KT.S. , INC. PROVIDE DIAGRAMS AND ENGINEERING LAYOUTS FOR RrT-)F 1 BUSSES, BEAMS AND SYSTEMS PRIOR TO FRAMING INSPLC BIONS CITY COPY THIS BUILDING SUBJECT TO FIELD INSPECTION CORRECTIONS s REVIEWED FOR CODE COMPLIANCE SPOKANE VALLEY .t'!Lc NG DIVISION