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2007, 02-28 Permit App: 07000593 Pole Barn Project Number: 07000593 Inv: 1 Application Date: 2/28/2007 Page 1 of 2 THIS IS NOT A PERMIT Penalties will be assessed for commencing work without a permit Project Information: Permit Use: 24X40X16 POLE BARN Contact: NBC STEEL BUILDING Address: 5329 N STEVENS C-S-Z: SPOKANE,WA. 99205 Setbacks:Front Left: Right: Rear: Phone: (509)710-8586 Group Name: Site Information Project Name: Plat Key: Name: Range District: East Parcel Number: 55181.2704 Block: Lot: SiteAddress: 18406 E SHARP AVE Owner:Name: PETHERAM,RUSSELL R&CATH Address: 18406 E SHARP AVE Location::CSV SPOKANE,WA 99216 Zoning: UR-3.5 Urban Residential 3.5 Water District: 134 CONSOLIDATED ID#19 Hold: ❑ Area: 14,310 Sq Ft Width: 0 Depth: 0 Right Of Way(ft): 0 Nbr of Bldgs: 0 Nbr of Dwellings: 0 Review In formation: emtAt> V . _ .. .. � m Review Building Plan Review Released By: Originally Released: 2/28/2007 By: TMELBOU Landuse/Zoning/HE Conditions Released By: —71,4A-41(00( 3/407 Operator: JD Printed By: JD Print Date: 2/28/2007 Project Number: 07000593 Inv: 1 Application Date: 2/28/2007 Page 2 of 2 THIS IS NOT A PERMIT Penalties will be assessed for commencing work without a permit Building Permit Contractor: NBC STEEL BUILDINGS Firm: NBC STEEL BUILDINGS Address: 5329 N STEVENS Phone: (509)710-8586 SPOKANE,WA 99205 This Application: Total Project: Description Grp Type Notes Sq Ft Valuation Sq Ft Valuation POLE BDLG U-1 VB 960 $18,240.00 960 $18,240.00 Totals: 960 $18,240.00 960 $18,240.00 Item Description Units Unit Desc Fee Amount RESIDENTIAL PERMIT FEE 1 SELECT $307.25 ACCESSORY PLANS REVIEW 1 SELECT $76.81 WSBC SURCHARGE 1 SELECT $4.50 Permit Total Fees: $388.56 Notes• ._r w . Payment Summary: Permit Type Fee Amount Invoice Amount Amount Paid Amount Owing Building Permit $388.56 $388.56 $0.00 $388.56 $388.56 $388.56 $0.00 $388.56 Disclaimer: Submittal of this application certifies the owner(or person(s)authorized by the owner)has both examined and finds the information contained within to be true and correct,and agrees that all provisions of laws and/or regulations governing this type of work will be complied with. Subsequent issuance of a permit shall not be construed to be a permit for,or an approval of,any violation of any of the provisions of the code or of any other state or local laws or ordinances. Signature: Operator: JD Printed By: JD Print Date: 2/28/2007 Permit Center 7 Spof 11707 E Sprague Ave, Suite 106 PERMIT NUMBER: okane Spokane Valley,WA 99206 j Valle (509)688=0036 FAX. (509)688.0037 PERMIT FEE: J, .spokaz eval.ley org 3 Community Development Residential ConstruMB 3 2007 ,New Construction n Accessory Bldg Permit Application : - n Addition/Remodel El Deck `' � , �' n' Other: SITE ADDRESS: / y (. 6 s•g/Retv ASSESSORS PARCEL NO: LEGAL DESCRIPTION: Building Owner: Contractor: / Name: Aii S S 111?--Aeu�-, Name: �/��-' Tr�c='� Gti�ld'�. '1 Address: / < 2�/�6, �rr-�� y Address: �� � �J City:,)x- r, ail 4z7$tate: .x4Zip: - City: z,k �, State: Zip9 Phone: % �� /4ax: Phone —.7_ ?/o_3,,L5--se, Fax: Contractor Lic No. xp Ite: 7-/ _4")7il�fe57 3 9S?M Contact Person City Business Lic.No: 60j/y.62 y Name: 194)(" Phone: ' 049' — 7/D — '5.8 4., Describe the scope of work in detail: Cost of Project: $ • c521/'X ,0')Y /Z ` • eVe A ti ,57-7/e,e' Proposed Use: /V�TFZ r 7G',,' **************The following MUST be complete: (write N/A if not applicable)********************** HEIGHT TO PEAK: DIMENSIONS: #OF STORIES: TOTAL HABITABLE SPACE: MAIN FLOOR TO SQ. 2Nu FLOOR SQ. FTG: UNFIN BASEMENT SQ. FTG: IMPERVIOUS SURFACE • FTG: 011— AREA: FINISHED BASEMENT GARAGE SQ. FTG: DECK/COV. PATIO SQ. FTG: 30% SLOPES ON SQ. FTG: PROPERTY: #OF BEDROOMS: C NST�RU TIO�PE: HEAT SOURCE: SEWER OR SEPTIC? mo!- / 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 ordi ces.6) Plans or additional information may be required to be submitted, and subsequently approved before this application can b proc ssed. SIGNATURE: `, DATE: _ 3 Method of Payment: 0 Cash /Check 0 Mastercard 0 VISA Bankcard#: Expires: VIN#: Authorized Signature: REVISED 2/15/07 S' oIane , - - Valley 11707 E Sprague Ave Suite 106 ♦ Spokane Valley WA 99206 509.921.1000 ♦ Fax: 509.921.1008 ♦ cityhall@spokaneval{ey.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. o 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. 0 All header locations: type, size, and connections • ❑ Foundation plan O Insulation information .._ Tis ( 1 /0 4 2 ' 2t4Kiik-,0y$ 1g yve, g 144 Z) .,---- 1 ,_._i j 0 \,/ .14' \r) ' A \1 ,J FA in ":-4 ,...?_,..' ‘ 4 \4 , .1, / YO , 5 _ v \ IP TYPICAL GIRT CONNECTION t,57L,5171P) N❑TES FOR CONNECTI❑N DETAIL S1 MANUFACTURED TRUSSES NAILS EACH GIRT S8 TRUSS DESIGN BY TRUSS MANUFACTURER BACKERS @ 48' O. C. - S4 MANUFACTURED TRUSS TO FOR 12' POST SPACING Nin Ngfcrjoro PROVIDENOTCH OTRUSSSTS Y SEAT, S5 WOOD POST, SEE POST/FOOTING CHART S6 5/8'0 BOLT THROUGH TRUSS TOP CHORDS PLUS (FLAT) 4 - 50d THREADED HARDENED NAILS 1N PRE -DRILLED HOLES TYP. PURLIN, 2' X 6' HEM -FIR #2 @ 24' O. C. PURLIN CONNECTION METHODS, 2' X 6" EAVE GIRT A). PURLINS MAY BE HUNG ❑FF THE TRUSS TOP CHORD FACES W/ STANDARD SIMPSON JOIST HANGERS NOTES FOR FLOOR PLAN Sl 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' 81I D = 3' 0' MAXIMUM POST SPACING 12' 0' C3 PURLINS @ 24' ❑.C., BEARING OR JOIST HANGERS (TYPICAL) a SPANS 12' TO 60' w n A N } J (n ¢- z za ¢ < _ Zw 6 rn 30' za ¢ J p _Jo 0 Fy> a, J 14 MJ dw as o aw > a I c iOjo �J o I Wo 10'-0 -I oXw - 6" X 4" Xv 10'-0 X w (Uo CUNa low -boo 10'-0" 12'-0" (U V) a o - - - -- NO wa tim No » UJ L, V) NO 0.41 " 0.20 NO 10'-0 _.. 16'-0" 6" X 8" J ¢ -_. 3'-0" 0.24 m - - V) .U. ? z. a V) _J - NO _J)-JU .Z-, 20'-0" _J - - -- 21" - 3'-0" - ---. NO (if7 ~ a 1 d 6" X 4" _ 26" 3'-0" NO 0.41 0- o U �OC] o W l C, U %D NO 0.41 12-0 Ci I X 1 XU 3 -0" NO 0.41 12-0" 14'-0" 6" X 6" W/2" X 6" 26" 3'-0" NO___ 0.41 12-0 16'-0 - 6 X 8" W/2" X 6" _ 26' 3 -0" _ NO 0.41 12-0 18'-0 m) SEE z F J 0 U Ld Z J H A 2 C7 = C3 U L VI 1 ``' Ld 0 DOUBLE TRUSSES �_ t DDETAIL 1 - TRUSS COLUMN DOUBLE TRUSSE _ CONNECTION PURLIN SUPPORT 3 A 1" N.I.Z. 1 1„ - 16 c NAILS �� 11 1 111 CU SINGLE TRUSS `� 6" OR 8" 111 POST PLAN VIEW CU N.T.S. SEE 12 4 NOTES FOR SECTION A -A S1 TYPICAL PURLIN, SEE FLOOR PLAN FOR SIZE S2 TRUSS DESIGN BY OTHERS S3 2' X 6' DF -L #2 FLAT GIRTS @ 24' O.C. 10' & 12' POST SPACING S4 CONCRETE FOOTING, SEE SCHEDULE SS EXTEND OO FASTENED LIN ROOFWITH 1 1/2' LONG WOODFAST TEKS. WALLS FASTENED TO GIRTS WITH 1' LONG WOODFAST TEKS. BUILDING SECTION A -A N.T.S. 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 JOIST HANGERS, LOWER TRUSS FOR END OVERHANG, IF REQ'D S2 2' X 10' HEADER S3 2' X 6' GIRTS @ 24' D.C., 10' BAYS, HF #2 2' X 6' GIRTS @ 24' O.C., 12' BAYS, HF #2 W/ 2' X 4' BACKERS @ 48' D, C. S4 2' X 8' FACIA BOARDS S5 TREATED WOOD POSTS, SIZED PER SCHEDULE S6 TREATED 2' X 6' BOTTOM GIRT OR TREATED 2' X 10' BOTTOM GIRT ,MAILING 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 IS1 TREATED POSTS AS SIZED PER SCHEDULE 2 VIBRATE OR ROD CONCRETE TO OBTAIN FULL BEARING S3 UNDISTURBED SOIL FOOTING DETAIL N.T.S. JAILS TRUSS TO COLUMN CHART BELOW 2' X 6' BOLTING GABLE END TRUSS DETAIL 3 TYP, GABLE END TRUSS CONNECTION - lOd NAILS TF CK TO COLUMN 'OST SPAN QUANTITY 10d NAIL TRUSS TO POST QUANTITY 10d NAILS BLOCK TO POST 77r- 6 12 30' 10 12 36' 14 12 40' 14 16 50' 14 22 60' 14 30 DOUBLE OVERHEAD DOOR OPTION OPTIONAL FRONT ELEVATION N.T.S SINGLE SLIDING DOOR ❑PTI❑N OPTIONAL FRONT ELEVAI-,CN N.S. OPTIONAL FRONT ELEVATIOJ N.T.S. _ TT SLIDER D❑❑R N /OPTIONAL FRONT ELEVATIW CSD HALF TRUSS DESIGN BY OTHERS 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" C3 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 TYPICAL SIDE ELEVATION 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 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 10d NAILS @ 6' O.C. Od NAILS @ 6' D.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 S3 S2 B TYPICAL TRUSS BOTTOM CHORD BRACING NOTES FOR TRUSS BOTTOM CHORD BRACING N.T.S. S1 GABLE END TRUSS Q DOUBLE INTERIOR TRUSSES S3 2' X 4' X -BRACING @ 10' 0- D.C. S4 2' X 4' BOTTOM CHORD BRACING @ 10' 0' D.C. SS TOENAIL BRACES TO TRUSSES WITH 3 - 10d NAILS BUILDING SPECIFICATIONS, GENERAL - ALL BUILDING CONSTRUCTION SHALL CONFORM TO THE 2003 EDITION OF THE INTERNATIONAL BUILDING CODE CIBC 2003) AND ALL STATE & LOCAL BUILDING CODES. THESE SPECIFICATIONS AND PLANS ARE DESIGNED FOR USE IN 30 PSF OR 40 PSF ROOF LIVE (SNOW LOAD), 85 MPH WIND SPEED, EXPOSURE B AND SEISMIC DESIGN CATEGORY C. DESIGN LOADS - ROOF LL = 30 PSF 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. G MAXIMUM SOIL BEARING PRESSURE = 2,000 PSF MAXIMUM SOIL BEARING PRESSURE IS BASED ON SAND, SILTY SAND, CLAYEY SAND, SILTY GRAVEL AND CLAYEY GRAVEL (SW, SP, SM, SC, GM AND GC) SOILS OR BETTER PER IBC TABLE 1804.2. LESSER SOIL CONDITIONS (AS REQUIRED BY THE BUILDING OFFICIAL) WILL REQUIRE REVIEW AND FOOTING SIZE ADJUSTMENT BY THE ENGINEER. THE FOLLOWING MINIMUM ROOF DIAPHRAGM REQUIREMENTS ARE NEEDED, • ROOF STEEL, 29 GAUGE GRAND -RIB 111, 36' WIDTH OR EQUIVALENT • FIELD SCREWS, #10 X 11/2' AT 9. O.C. (NEXT TO HIGH RIB) • EAVE AND RIDGE PURLIN SCREWS #14 A 1/2' AT BOTH SIDES OF EACH MAJOR RIB THE FOLLOWING MINIMUM ENDWALL DIAPHRAGM REQUIRMENTS ARE NEEDED, • ENDWALL STEEL, 29 GAUGE GRAND -RIB III, 36' WIDTH OR EQUIVALENT • FIELD SCREWS, 010 x 11/2' @ 9' O.C. (NEXT TO HIGH RIB) • BASE GIRT, END TRUSS, AND DOOR HEADER SCREWS, #14 x 1 I/2' @ BOTH SIDES OF EACH MAJOR RIB. PUS urUU I ING SCHEDULE 12' -2,V SPANS, 30 & 40 PSF LIVE LOAD POST COLUMN vKNEE BRACE FOOTING SPACING KNEE BRACE CONCRETE SPACING "H" W X D "B" DIA. 'T' REQUIRED VOLUME, YD 101-01.8'-0" T -O" 6" X 4" 18" 3 -0" NO 0.20 10'-0 10'-0" - - 6" X 4" -- 18" 10'-0 - -- NO 0.20 low -boo 10'-0" 12'-0" 6" X 6" - 18" 3 -0" - - - -- NO 0.20 28' x4i NO 0.41 " 0.20 NO 10'-0 _.. 16'-0" 6" X 8" 20" -_. 3'-0" 0.24 -__--- NO - - -- - - --- - 0.41 - NO 0.24 10'-0" 20'-0" - 6" X 10" - - -- 21" - 3'-0" - ---. NO 0.27 12-0" 8'_W 6" X 4" _ 26" 3'-0" NO 0.41 12-0 10'-0 6 X 4' 26" 3%0" NO 0.41 12-0 12'-0 6 X 6" W/2 X 6" 26' 3 -0" NO 0.41 12-0" 14'-0" 6" X 6" W/2" X 6" 26" 3'-0" NO___ 0.41 12-0 16'-0 - 6 X 8" W/2" X 6" _ 26' 3 -0" _ NO 0.41 12-0 18'-0 6 __ 8" W/2 X 6" - 26' 3 -0" - - - -- NO 0.41 12'-0 20'-0" 6" X 10" W/2" X 6" 26" 3'-2" NO 0.44 POST/FOOTING SCHEDULE 30' SPANS nn R en CCG I ll c I nnn POST COLUMN FOOTINGv vKNEE BRACE CONCRETE SPACING "H" W X D "B" DIA. 'T' REQUIRED VOLUME, YD 10'-0" 8'-0" 6" X 6" 26" T -O" NO 0.41 10'-0 10'-0' 6 X 6" 26" 3'-0" NO 0.41 10'-0 12'-0' 6 X 6" W/2 X 6" 26" 3'4" NO 0.41 10'-0 12 -0' 6 X V W/2 X 6" 28' x4i NO 0.41 10'-0" 16'-0" 6" X 8" 26" 3'-0" _ NO 0.41 10'-0 18'-0' 6 X 8" W/2 X 6" 26" T -o" NO 0.41 10'-0' 20'-0' -. 6 X 8" W2 X 6" - 26" - 3'-0" NO 0.41 3 -0 22'-0' 6 X 10" W/2" X 6" 26" 3'-2" NO - 0.44 10'-0" 24'-0" 6" X 12" 26" 3'3" NO 0.45 12-0" 8'-0" 6" X 6" 28" 3'-0" NO 0.47 124'-10'-0' 6" X 10" W/2" X 6" 6 X 6" 28" 3'-0" NO 0.47 12-0' 12'-0' 6 X 6" W/2" X 6" 28" 3'4" NO 0.47 12-0' 14'-0' 6 X 8" 28" 3'-0" -N -- NO 0.47 12-0" 16'-0' 6' X 8" W/2" X 6" 28" 3'-0" NO 0.47 12-0" 18'-0' 6 X 10" 28" 3 -0" - - NO 0.47 12-0" 20'-0' 6"k 12" 28' 34" _ NO 0.47 12-0' 22'-0' 6 X 12" W/2" X 6' 28" 3 2" NO 0.5 12-0" 24'-0" 6" X 12 28" 3'-0" NO 0.56 CONCRETE -MINIMUM 28 DAY COMPRESSIVE STRENGTH F'c = 2,000 psi, 4 SACK MIX FOR DIAPHRAGM SCREWS vw l ✓ULC JC OVANb, JO rk 4U PSF LIVE LOAD 16'4" POST T COLUMN FOOTING KNEE BRACE CONCRETE FOOTINGS. CAST IN PLACE CONCRETE CONSTRUCTION SHALL CONFORM T❑ ACI 318-02. SPACING "H" W X D "B" DIA "T' REQUIRED VOLUME, YD WOOD - STRUCTURAL LUMBER SHALL CONFORM TO DF -L #2 OR BETTER BY WWPA GRADING 101-01,8'-0" - 6 X 6" - 28" 3 -0" NO 0.47 RULES, UNLESS NOTED OTHERWISE ON THE PLANS. MAXIMUM MOISTURE CONTENT SHALL BE 10'-0 10'-0" 6 X 6" - - 28" 31_6n NO 0.47 DIAPHRAGM SCREWS @ ENDWALL BASE GIRT ACROSS 19% BY WEIGHT. NAILING SHALL CONFORM TO IBC TABLE 2304.9.1 FASTENING SCHEDULE &NDwA1.L DDDR HEADERS a LADLE END TRUSS TOP CHORD, 10'-0 12 -0' 6 X V W/2 X 6" 28' 3 -0" _ _ NO 0.47 OTHER APPLICABLE SECTIONS OF CHAPTER 23 OF THE IBC. ALL NAILS INT❑ AVE 6 RIDGE PURLINS ON ROOF 10'-0 14-0' 6 X 6" W/2 X 6" 28' 3.& NO 0.47 PRESERVATIVELY TREATED WOOD SHALL BE ZINC COATED HOT -DIP GALVANIZED STEEL 112-0- 10'-0 16-0' 6 X 6i'_ 28 3-0 NO 0.47 NE BRONZE, COPPER OR STAINLESS STEEL. TREATED WOOD SHALL CONFORM TO T SILICOHE 10'-0 18'-0" 6 X 8'W/2" X 6 28 3 -0 NO 0.47 REQUIREMENTS OF AWPA C-16, C-22, C-23, C-24 & C-28. POSTS FOR BUILDINGS SHALL BE 10'-0 20-0' 6 X 10' 28 3-0' NO 0.47 AS NOTED ON THE PLANS. ALL POST MATERIALS SHALL BE HEM -FIR #2 OR BETTER, FULL DIAPHRAGM SCREWS) TYPICAL SCREW PATTERN, EXCEPT AS NOTED 10'-0' 22'-0" 6" X 10" W/2 X 6" 28" 3 -O NO 0.47 24'-0" 6" X 10" W/2" X 6" 28" 3'-2" YES 0.50 12-0" 8'4" 6" X 6" 32" 3'-0" NO_ 0.62 12-W 10-0" 6 X6' 32' 3-0' _ NO 0.62 12-0' 124" 6 X 6" W/2 X 6" 32' 3-0' NO 0.62 12-0' 14'-0" 6 X 8" 32' T -O" NO 0.62 12-0' 16 -0" 6 X 8" W/2' X 6" 32" 3'4" NO 0.62 12-0' 18-0" 6' X 10" 32" 3'-0" NO 0.62 12-0' 20'-0" 6 X 10;'W/2;; X 6" 32" ---- 3'-0" NO 0.62 12-0' 22'-0" 6 X 12" 32" - - 3'-2" NO 0.66 124" 24,-0„ 6" X 12" W/2" X 6" 32" 3'3" NO 0.68 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, YD 10'-0" 8%0" 6" X 6" 30" 3'4" NO 0.55 10'-0' - - 10 -0" 6 X 6" --- 30" T -O" _ NO 0.55 10'-0' 12'-0" --- 6 X V W/2' X 6" ------- 30" T -O" NO 0.55 W-11) 14'-0" 6 X 6" W/2" X 6" 30" 3 -0" _ _ NO 0.55 10'0" 16'-0" V X 8" 30" 3%0" YES 0.55 10'-0' 16w -d" 6 X 8" W/2 X 6i, 30" 3 -V NO 0.55 10'-0" 18'-0" 6" X 8" W/2" X 6" -- 30" " 3'-0" .- NO 0.55 10'-0' 20;-0" 6 X 10" - --- 30" - T.0" -NO 0.55 10'-0' 22 -0" 6 X 10" W/2 X 6" 30" i;_& _ NO 0.55 30 3'-2" YES 0.58 124" 8,-0.. 6 X 6 33' 3'-0" NO 0.66 12-0" 10-0" 6 X6' 33' 3'-0" --- - NO__ 0.66 12-0" 1Y-0" 6" X 6" W/2' X 6" 33 3'-0" NO 0.66 12-0" 14'-0" 6 X 8" 33" 3'-0" NO 0.66 124" 16'-0" 6 X 8" W/2 X 6" 33" 3'-0" NO 0.66 12-0" - 18'-0" 6 X 10" - --- - 33" 3-4;- ---- - __ NO 0.66 12'-0" 20'-0" 6' X 10" W/2' X 6" -- 33" - - 3'-0" -- NO 0.66 12-0" 22-0" 6" X 12" 33" 3 2" _- NO 0.70 12-0" 24'-0" 6" X 12" W/2" X 6" 33" 3 -2" NO 0.72 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, YD 10'-0" 8'-0" 6" X 6" 34" T -O" NO 0.70 10'-0" 10 -V 6" X 6" 34" T -O" NO 0.70 10'-0" 12'-0" 6" X 6" W/2" X 6" 34" 3'-0" NO 0.70 10'-0" 14'-0" 6 X 6" W/2 X 6" 34" 3'-0" NO 0.70 10'-0" 16'-0" 6 X 8" 34" 31-01- YES 0 70 CONCRETE -MINIMUM 28 DAY COMPRESSIVE STRENGTH F'c = 2,000 psi, 4 SACK MIX FOR DIAPHRAGM SCREWS 10'4" 16'4" -" 6' X 8" W/2 X 6 - 34" 3-0" - -- NO FOOTINGS. CAST IN PLACE CONCRETE CONSTRUCTION SHALL CONFORM T❑ ACI 318-02. 10'-0" 18'-0" 6' X 8" W/2 X 6" 34" 3-0' 0.70 WOOD - STRUCTURAL LUMBER SHALL CONFORM TO DF -L #2 OR BETTER BY WWPA GRADING 10'-0" 20'-0" 6"X10" NO 0.70 RULES, UNLESS NOTED OTHERWISE ON THE PLANS. MAXIMUM MOISTURE CONTENT SHALL BE - 34' ---- T -V - --YES 0.70 DIAPHRAGM SCREWS @ ENDWALL BASE GIRT ACROSS 19% BY WEIGHT. NAILING SHALL CONFORM TO IBC TABLE 2304.9.1 FASTENING SCHEDULE &NDwA1.L DDDR HEADERS a LADLE END TRUSS TOP CHORD, 10-0" 22-0" 6 X 10" W/2 X 6" -- 34' --- 3'-0" NO 0.70 OTHER APPLICABLE SECTIONS OF CHAPTER 23 OF THE IBC. ALL NAILS INT❑ AVE 6 RIDGE PURLINS ON ROOF 10'-0" 24'-0" 6" X IV W/2 X V' 34' 3'-0" YES 0.70 PRESERVATIVELY TREATED WOOD SHALL BE ZINC COATED HOT -DIP GALVANIZED STEEL 112-0- 8%0" 6" X 6" 36" Tld NO 0.79 NE BRONZE, COPPER OR STAINLESS STEEL. TREATED WOOD SHALL CONFORM TO T SILICOHE 12-0" 10'-0" V X 6" W/2 X 6" _ 36" 3'-0" NO REQUIREMENTS OF AWPA C-16, C-22, C-23, C-24 & C-28. POSTS FOR BUILDINGS SHALL BE 124 12'-0" v X 6" W/2 X_6" 36" - - 0.79 AS NOTED ON THE PLANS. ALL POST MATERIALS SHALL BE HEM -FIR #2 OR BETTER, FULL DIAPHRAGM SCREWS) TYPICAL SCREW PATTERN, EXCEPT AS NOTED 12-0" 14'-0" 6" X 8" 36,. 3 -0' NO -- - 0.79 DIMENSION AND GRADED BY WWPA GRADING RULES, UNLESS NOTED OTHERWISE ON THE PLANS, STEEL SHEETIN 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 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. IF THE BACKFILLED MATERIAL HAS A DEPTH GREATER THAN 6', COMPACTION 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, TRUSSES SHALL BE DESIGNED BY AND BEAR THE SEAL OF AN ENGINEER REGISTERED TO PRACTICE IN THE STATE OF IN WHICH THE BUILDING WILL BE CONSTRUCTED. TRUSS LOADINGS TOP CHORD LIVE LOAD = 30 PSF OR 40 PSF TOP CHORD DEAD LOAD = 5 PSF BOTTOM CHORD DEAD LOAD = 1 PSF SC EXPIRES 12 29 D] 3 -0 NO 0.79 12-0" 16'-0" 6" X 8" W/2" X 6" 36" 3'-0" NO 0.79 - - --- N S - --- 12-0" 18'-0" 6 X 10" 36" 3'-0" YES 0.79 N.T.s 12-0" 20'-0" 6 X 10" W/2' X 6" 36" _ T-0" _ NO _ 0.79 12-0" 22'-0" 6" X 12 W/2 X 6" 36 3-2" NO 0.83 12-0" 24'-0" 6" X 12" W/2" X 6" 36" T-2" 1 N0 - 0.83 NOTE: 1., THE NEXT LARGER SIZE POST MAY BE SUBSTITUTED FOR POSTS WITH i` VX 6" LAMINATIONS. U= " 25 EINDWALL POSTS SHALL BE 6" X 6" ROUGH CUT HEM -FIR #2 TREATE v� 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 V-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". WAMBEKE ENGINEERING 2913 E. 61st Court Daniel Wambeke, P, E. S okane, WA 99223 -Telephone, 509-443-6186 Fax, 509-448-6582 a -mall dwambeke@msn.com LAYOUT, STRUCTURAL DETAILS AND SPECIFICATIONS 12' TO 50' POST FRAME BUILDINGS NBC STEEL BUILDINGS 5329 NORTH STEVENS SPOKANE WASHINGTON BY I DATE A DLW 4-15 CIiANGED PURLINS DRAWN WAMBEKE 1-22-06 CHECKED EV BY DATE DESCRIPTI❑N OF CHANGE PROJECT NO. 2006 ISCALE, N.T.S. NBC STEEL.IBC2003-061 B 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 CODE OMPLIANCE SPOKANE VALLEY BUILD NG D 'SION