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2006, 05-04 Permit App: 06001629 Pole Bldg Project Number: 06001629 Inv: 1 Application Date: 05/04/2006 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: EXCALIBUR STEEL STRUCTURES INC Address: PO BOX 14991 C-S-Z: SPOKANE,WA 99214-0991 Setbacks:Front Left: Right: Rear: Phone: (509)921-1300 Group Name: Site Information: Project Name: Plat Key: 000000 Name: Range District: F Parcel Number: 45213.0506 Block: Lot: SiteAddress: 11212 E 9TH AVE Owner:Name: SCARLETT,MARK&CONNIE Address: 11212 E 9TH AVE Location::CSV SPOKANE VALLEY,WA 99216 Zoning: UNKN Unknown Water District: Hold: ❑ Area: ).,366.00 Acres Width: 0 Depth: 0 Right Of Way(ft): 0 Nbr of Bldgs: 0 Nbr of Dwellings: 0 Review Information: � n «, r �., ;. .� ti ... . . r,, uu �; ::rb �; a.. .r, Review Building Plan Revieweles �f ' Originally Released: 05/04/2006 By: TMELBOU Landuse/Zoning/HE Conditions , �_ ;� - ��, n,""- Originally Released: 05/01/2006 By: KKENDAL Sewer Review - Release4 B 41117 4/9/99 Originally Released: 05/04/2006 By: amblake Permits: vttArldaaM*.tlat.WW4CtREtttMetANZEW-UttteffagtAo.-.;t,. ., N ...,... ..m.... Operator: CJJ Printed By: AMB Print Date: 05/04/2006 Project Number: 06001629 Inv: 1 Application Date: 05/01/2006 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: EXCALIBUR STEEL STRUCTURES INC Address: PO BOX 14991 C-S-Z: SPOKANE,WA 99214-0991 Setbacks: Front Left: Right: Rear: Phone: (509)921-1300 Group Name: Site Information: Project Name: Plat Key: 000000 Name: unknown e iej \A/1 ALepj 4.0 g, District: F Parcel Number: 45213.0506 Block: Lot: SiteAddress: 11212 E 9TH AVE Owner:Name: SCARLETT,MARK&CONNIE Address: 11212 E 9TH AVE Location::CSV SPOKANE VALLEY,WA 99216 Zoning: UNKN Unknown Water District: Hold: ❑ Area: :,366.00 Acres Width: 0 Depth: 0 Right Of Way(ft): 0 Nbr of Bldgs: 0 Nbr of Dwellings: 0 Review Information: Review Building Plan Review Mil I Lan�duuse^/,Zonvinng/HE Conditions cU1� l af�tli-17. .4=t• a • • nQfl� !� �� .. t1 ,�111��u�� l I Vit l� © ! �1 � •• AitillgatrAMME to I S t 'MO Sewer Review Permits: Operator: CJJ Printed By: CJJ Print Date: 05/01/2006 Project Number: 06001629 Inv: 1 Application Date: 05/04/2006 Page 2 of 2 THIS IS NOT A PERMIT Penalties will be assessed for commencing work without a permit Building Permit Contractor: EXCALIBUR STEEL Firm: EXCALIBUR STEEL STRUCTURE Address: PO BOX 14991 Phone: (509)921-1300 SPOKANE,WA 99214-0991 This Application: Total Project: Description Grp Type Notes Sq Ft Valuation Sq Ft Valuation GARAGE U-1 VB 720 $13,680.00 720 $13,680.00 Totals: 720 $13,680.00 720 $13,680.00 Item Description Units Unit Desc Fee Amount RESIDENTIAL PERMIT FEE 1 SELECT $237.25 ACCESSORY PLANS REVIEW 1 SELECT $59.31 WSBC SURCHARGE 1 SELECT $4.50 Permit Total Fees: $301.06 Pa ment Summar : V Yf¥ ,�°«° N 'n�r3 ae ffitVk",`1R�EdWi%'"Ys&alr4�: i."`"z"�9kaldkll Yu6 i$u nNu gL7Y vF P4ada,�, `r++iwdR'NkYdYJ2w�'a!?i}`z .u"°� s8#*k�7YF19h'#."flY��"�° Permit Type Fee Amount Invoice Amount Amount Paid Amount Owing Building Permit $301.06 $301.06 $0.00 $301.06 $301.06 $301.06 $0.00 $301.06 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: CJJ Printed By: AMB Print Date: 05/04/2006 Project Number: 06001629 Inv: 1 Application Date: 05/01/2006 Page 2 of 2 THIS IS NOT A PERMIT Penalties will be assessed for commencing work without a permit Building Permit -- Contractor: EXCALIBUR STEEL Firm: EXCALIBUR STEEL STRUCTURE Address: PO BOX 14991 Phone: (509)921-1300 SPOKANE,WA 99214-0991 This Application: Total Project: Description Grp Type Notes Sq Ft Valuation Su Ft Valuation GARAGE U-1 VB 720 $13,680.00 720 $13,680.00 Totals: 720 $13,680.00 720 $13,680.00 Item Description Units Unit Desc Fee Amount RESIDENTIAL PERMIT FEE 1 SELECT $237.25 ACCESSORY PLANS REVIEW 1 SELECT $59.31 WSBC SURCHARGE 1 SELECT $4.50 Permit Total Fees: $301.06 Notes: Payment Summary: Permit Type Fee Amount Invoice Amount Amount Paid Amount Owing Building Permit $301.06 $301.06 $0.00 $301.06 $301.06 $301.06 $0.00 $301.06 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: CJJ Printed By: CJJ Print Date: 05/01/2006 � Permit Center fr, Spokane 11707 E Sprague Ave,Suite 106 ��J �,- f i y�/ ii P 4IT NUMBER: it Spokane Valley,WA 99206 400000Valley (509)688-0036 FAX:(509)688-0037 pr, APR 1 T FEE: Community Development www.spokanevallev.ore APR ; 1�c�1 / Residential Construction cn> %t><+lne lon J 11 Accessory Bldg Permit Application n Addition/Remodel n Deck n Other: SITE ADDRESS ASSESSORS PARCEL NO: LEGAL DESCRIPTION: Building Owner: Contractor: r // Name:�ANEg_ zcARLam`7- Name:.EXCu..(', bk(' S4-ee( s+,...„.ck..i- -5 I - Address: i lZ(Z E. . 9-K..... Address: P. 0 _ [o x tt4gq City:SP* .a QQA LI State: LA A Zip:9,9 City:sl v 4\jcj I„ ` State: W A Zip: yzi ti Phone: Fax: Phone: cr 2 t- (30._, Fax: 9-a..( _(,,,-7 (Es Contractor No:ooC@ Exp Date: Contact Person City Business Lic.No: Name: Pc„L.�.( yo LA-A."4\ Phone: 91 ( - 1-300 Describe the scope of work in detail: Cost of Project: $ **************The followiW MUST be complete: (write N/A if not applicable)********************** HEIGHT TO PEAK: DIMENSIONS: #OF STORIES: TOTAL HABITABLE SPACE: 1(0 2qk3o ' (Z- 1 720 P MAIN FLOOR TO SQ. 2Nu FLOOR SQ. FTG: UNFIN BASEMENT SQ. FTG: IMPERVIOUS SURFACE FTG: AREA: FINISHED BASEMENT GARAGE S_Q.FT�: DECK/COV. PATIO SQ. FTG: 30%SLOPES ON SQ. FTG: // PROPERTY: /QO #OF BEDROOMS: CONSTRUCTION TYPE: HEAT SOURCE: SEWER OR SEPTIC? Po s4- Cr-6-w,— 54e%....34E—c-- 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 Date Method of Payment: 0 Cash 0 Check 0 Mastercard 0 VISA Bankcard#: Expires: VIN#: Authorized Signature: REVISED 8/25/2005 S1öin .00.00Vfey 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 1/81.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 x 1-A N z SCA ? L E 'V 112- E, t� 89 , Pro to, s..e 3o' s' ZI ZS /37,51 L zs PURLIN CONNECTION METHODS, A). PURLINS MAY BE HUNG NOTES FOR FLOOR PLAN OFF THE TRUSS TOP CHORD INTERIOR FRAME WOOD POSTS, SEE FACES W1 S MPSON J❑IST HANGERS POST SCHEDULE THIS SHEET OR EQUAL, �2 GABLE WALL POSTS - 6' X 6' TYPICAL B). PURLINS MAY BE DOOR POSTS - 4' X 6' TYPICAL BUTTED AND NAILED FOOTING DIMENSIONS, B + 1' 8'1 D = 3' 0' W/(2) 16d NAILS MAXIMUM POST SPACING 12' 0' INT❑ EACH PURLIN. (3 PURLINS @ 24' ❑.C„ BEARING OR C). PURLINS MAY BE Sg J❑IST HANGERS (TYPICAL) LAPPED ANDNAILED W/(3) 16dNAILS, S2 2' k w SPANS 12' TO 60' ON CONNECTION METHODS NAI�II�G�BC 1- w 'B' AND 'C', TOENAIL w a BACK SIDE ❑F PURLIN (S8 M J ¢ DOUBLE TRUSSES W/(1) 16d NAIL INT❑ EACH TOP CHORD MEMBER 12 41 SINGLE TRUSS PLAN VIEW N.T.S. Z Z .Ur N U �© ,U-. .. IL J ¢J ¢ • NOTES FOR SECTION A -A J } J> Fw J Co :3 J iY¢ i 6' X 6' 0 w w [L O d J d I S3 2' X 6' @ 24' D.C., 10' BAYS `O > • > , w Lw3 a I J o X I J o X I 00 > xJ Ea N(U `L� y .-. ` w (U N - N+NN (U (U ,•y- (U ll 7 N CU wa wa wa -No - 1120 -- v V) 0 o D 0� �(w WOODFAST TEKS. " DOUBLE TRUSSES TYP. PURLIN, SEE FLOOR PLAN FOR SIZE 3'-0" 5 2' X 6' OR 2' X 8' EAVE GIRT 10'-Q 20'-P' 10 12 41 SINGLE TRUSS PLAN VIEW N.T.S. Z Z .Ur N U E ,U-. .. IL .. EL Z CL • NOTES FOR SECTION A -A J } J> J} VOLUME, YD 10'-0' PLAN FOR SIZE 6' X 6' LLI d I CL I d I S3 2' X 6' @ 24' D.C., 10' BAYS 10•-0' Q H 2'X6'@24'O.0„12'BAYS 0 I [7 10'-0" - - I X x X 0D •� (U (U ,•y- (U ll 7 N CU 6' X G' W2' % 6" Cu Cu -No - 1120 -- WALLS FASTENED TO 4 - 10d NAILS u° GIRTS WITH 1' LONG 0� �(w WOODFAST TEKS. 7N Se TYP. PURLIN, SEE FLOOR PLAN FOR SIZE 12 41 SINGLE TRUSS PLAN VIEW N.T.S. BUILDING SECTION A -A N.T.S. SINGLE OVERHEAD DOOR OPTION FRONT ELEVATION NOTES FOR FRONT ELEVATION N.T.S. Sg HALF TRUSS DESIGN BY OTHERS SUPPORT PURLINS @ END TRUSS W/2' X 6' S6 TREATED 2' X 6' BOTTOM GIRT S2 2' X 10' HEADER S3 2' X 6' GIRTS @ 24' O.C., 10' BAYS, DF -L #2 2' X 6' GIRTS @ 24' ❑.C., 12' BAYS, DF -L #2 54 2' X 8' FACIA BOARDS SS TREATED WOOD POSTS, SIZED PER SCHEDULE S6 TREATED 2' X 6' BOTTOM GIRT OR TREATED 2' X 10' BOTTOM GIRT S3 99 S2 S4 � DETAIL 1 - TRUSS COLUMN CONNECTION, PURLIN SUPPORT N.T.S. NOTES FOR FOOTING DETAIL S1 TREATED POSTS AS SIZED PER SCHEDULE 2 VIBRATE OR ROD CONCRETE TO OBTAIN FULL BEARING �3 UNDISTURBED SOIL F - FOOTING DETAIL N,T.S. TREATED POST n4 - 16d GALV, NAILS /-EACH GIRT n iIa I I GIRT FLAT) 2' X 6' TYPICAL TRUSS BOTTOM CHORD BRACING NOTES FOR TRUSS BOTTOM CHORD BRACING S1 GABLE END TRUSS S2 DOUBLE INTERIOR TRUSSES S3 GABLE END POST S4 2' X 4' BOTTOM CHORD BRACING @ 10' 0' D.C. S5 2' X 3' BLOCK WITH 4 - 10d NAILS TO BOTTOM CHORD BRACE N.T�S. TYPICAL GIRT CONNECTION GABLE END TRUSS 8 - 16d NAii_S 20 X 6' X 18' BOLTING 3L❑C 2' X 6' X 18' BOLTING 31LOCK DETAIL 3 S1 MANUFACTURED TRUSS TOP CHORDS Z ' FOOTING E S2 PURLIN SUPPORT STRUT 2' X 6' X FULL 4 • NOTES FOR SECTION A -A 'B'• DIA. ElTYPICAL El S1 PURLIN, SEE FLOOR VOLUME, YD 10'-0' PLAN FOR SIZE 6' X 6' LLI S2 TRUSS DESIGN BY OTHERS NAIL STRUT TO TOP CHORD W/(3) 16d LD Z D S3 2' X 6' @ 24' D.C., 10' BAYS 10•-0' Q H 2'X6'@24'O.0„12'BAYS = p = DF -L #2 GIRTS FLAT @ 24' O,C, 10'-0" - - D U S4 CONCRETE FOOTING, SEE SCHEDULE SIDE OF POST WITH 4 - 16d NAILS 3'-0"_ SS EXTEND POST TO TOP OF PURLIN 0.20 w ROOF FASTENED TO PURLINS WITH 6' X G' W2' % 6" vwi 1 1/2' LONG WOODFAST TEKS. -No - 1120 -- WALLS FASTENED TO 4 - 10d NAILS G' X 6' - GIRTS WITH 1' LONG S7 SOLID BLOCKING AT CONNECTION POINTS, WOODFAST TEKS. 7N Se TYP. PURLIN, SEE FLOOR PLAN FOR SIZE BUILDING SECTION A -A N.T.S. SINGLE OVERHEAD DOOR OPTION FRONT ELEVATION NOTES FOR FRONT ELEVATION N.T.S. Sg HALF TRUSS DESIGN BY OTHERS SUPPORT PURLINS @ END TRUSS W/2' X 6' S6 TREATED 2' X 6' BOTTOM GIRT S2 2' X 10' HEADER S3 2' X 6' GIRTS @ 24' O.C., 10' BAYS, DF -L #2 2' X 6' GIRTS @ 24' ❑.C., 12' BAYS, DF -L #2 54 2' X 8' FACIA BOARDS SS TREATED WOOD POSTS, SIZED PER SCHEDULE S6 TREATED 2' X 6' BOTTOM GIRT OR TREATED 2' X 10' BOTTOM GIRT S3 99 S2 S4 � DETAIL 1 - TRUSS COLUMN CONNECTION, PURLIN SUPPORT N.T.S. NOTES FOR FOOTING DETAIL S1 TREATED POSTS AS SIZED PER SCHEDULE 2 VIBRATE OR ROD CONCRETE TO OBTAIN FULL BEARING �3 UNDISTURBED SOIL F - FOOTING DETAIL N,T.S. TREATED POST n4 - 16d GALV, NAILS /-EACH GIRT n iIa I I GIRT FLAT) 2' X 6' TYPICAL TRUSS BOTTOM CHORD BRACING NOTES FOR TRUSS BOTTOM CHORD BRACING S1 GABLE END TRUSS S2 DOUBLE INTERIOR TRUSSES S3 GABLE END POST S4 2' X 4' BOTTOM CHORD BRACING @ 10' 0' D.C. S5 2' X 3' BLOCK WITH 4 - 10d NAILS TO BOTTOM CHORD BRACE N.T�S. TYPICAL GIRT CONNECTION GABLE END TRUSS 8 - 16d NAii_S 20 X 6' X 18' BOLTING 3L❑C 2' X 6' X 18' BOLTING 31LOCK DETAIL 3 S1 MANUFACTURED TRUSS TOP CHORDS DOUBLE OVERHEAD DOOR OPTION OPTIONAL FRONT ELEVATION N.T.S. SINGLE SLIDING DOOR OPTION OPTIONAL FRONT ELEVATION N.T.S. - 16d NAILS CORNER POST - 16d NAILS TYP, GABLE END TRUSS CONNECTION USE BOLTING BLOCKS BELOW ALL CORNER COLUMN GIRTS OPTIONAL FRONT ELEVATION N.T.S. 12 41 POST TRUSS DESIGN BY TRUSS MANUFACTURER FOOTING KNEE BRACE S2 PURLIN SUPPORT STRUT 2' X 6' X FULL 4 WXD 'B'• DIA. DEPTH OF TOP CHORD PLUS PURLIN. REQUIRED VOLUME, YD 10'-0' NAIL PURLINS W/(3) 16d NAILS 6' X 6' PjjR�IM S3 NAIL STRUT TO TOP CHORD W/(3) 16d 0.20 AIC7,N C NgfCTINN 10•-0' NAILS EACH SIDE. 16' 3'-0" S4 MANUFACTURED TRUSS - NAIL TO EACH 10'-0" - - 12'-0' 6' X 6' SIDE OF POST WITH 4 - 16d NAILS 3'-0"_ NO 0.20 ON TOP NAILING BLOCK 14'-[Y 6' X G' W2' % 6" SS WOOD POST, SEE POST/FOOTING SCHEDULE, -No - 1120 -- S6 4 - 10d NAILS G' X 6' - 29 S7 SOLID BLOCKING AT CONNECTION POINTS, 0.24 7N Se TYP. PURLIN, SEE FLOOR PLAN FOR SIZE 3'-0" 5 2' X 6' OR 2' X 8' EAVE GIRT 10'-Q 20'-P' 10 KNEE BRACE, IF REQ'D, SEE POST SCHEDULE -3'-0"- NO 0.27 AND DETAIL 2 0'-0" G' X G'-2 I1 2' X 6' X 24' OR 2' X 8' X 24' BLOCK NO 8.41 1® 1 - 3/4' 0 MACHINE BOLT THRU TRUSS T. CHORD G' X fi 3-0'- 1 - 3/4' 0 MACHINE BOLT THRU KNEE BRACE _ -041- - 2d' 1 - 3/4' 0 MACHINE BOLT THRU BOLTING BLOCK 122'-0" li" X 6'W !2" % 6" 3 - 3/4' 0 M. BOLT @ BOLTING BLOCK - 24' & 3 12-0' _120-__-760"WX[rW/7X6"_ 14'-0' 4 - 3/4' 0 M. BOLT @ BOLTING BLOCK - 36' & 4 7-0" NO 5 - 3/4' 0 M. BOLT @ BOLTING BLOCK - 50' 6 - 3/4' 0 M. BOLT @ BOLTING BLOCK - 60' -441-- ®1 4 - 16d NAILS is, -Irl -20'-0" DOUBLE OVERHEAD DOOR OPTION OPTIONAL FRONT ELEVATION N.T.S. SINGLE SLIDING DOOR OPTION OPTIONAL FRONT ELEVATION N.T.S. - 16d NAILS CORNER POST - 16d NAILS TYP, GABLE END TRUSS CONNECTION USE BOLTING BLOCKS BELOW ALL CORNER COLUMN GIRTS OPTIONAL FRONT ELEVATION N.T.S. 12 41 SPLIT SLIDER DOOR OPTION OPTIONAL FRONT ELEVAI N.T.S. NOTES FOR ❑.PTIONAL FRONT ELEVATIONS S1 HALF TR!JSS DESIGN BY OTHERS S2 2' X 10' HEADER UP TO 12'-0' DOORS 2' X 12' HEADER UP TO 20'-0' DORS 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 DETAIL 2 - KNEE BRACE N.T.S. NOTES FOR DETAIL 2- KNEEBRACE S1 TRUSS TOP CHORD, DESIGN BY OTHERS S2 TRUSS BOTTOM CHORD, DESIGN BY OTHERS S3 2' X 6' KNEE BRACE S4 WOOD POST, SEE POST/FO❑TING SCHEDULE SS 3/4' DIA, BOLT S6 2' X 6' OR 2' X 13' TRUSS SEAT EACH SIDE OF POST @ EACH KNEE BRACE CONNECTION S7 NAIL KNEE BRACE TO POST WITH 4 - 16d NAILS SB NAIL BOLTING BLOCK TO POST BRACE WITH 8 - 16d NAILS 0 4 - 10d NAILS NOTES, KNEE BRACE REQUIRED. WHERE SHOWN ON POST/FOOTING SCHEDULE. BRACE NOT REQUIRED AT GABLE END TRUSSES. TYPICAL SIDE ELEVATION IES FOR SIDE ELEVATION )2' X 8' HEADER )2' X 10' HEADER FOR 10' & 12' SLIDING DDORS 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 V X 4' OR 2' X 4' WEB MEMBER BRACING, FOLLOW THESE INSTRUCTIONS FOR ALL WEB MEMBER BRACING TO REPLACE 'RAT -RUN' WEB OLTRUOd NAILS @ 6' D.C. Od NAILS @ 6' O.C, X 6' OR 2' X 8' X 4' SS -BRACE L -BRACE WEB MEMBER TRUSS WEB MEMBER SECTION B -B SECTION B -B AT INTERIOR TRUSSES AT GABLE END TRUSS 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 30 OR 40 PSF LIVE (SNOW) LOAD, 85 & 90 MPH WIND SPEED, EXPOSURE B AND SESMIC DESIGN CATEGORY C, DESIGN LOADS - ROOF LL = 30 OR 40 PSF ROOF DEAD LOAD = 5 PSFw CEILING LL = 0 PSF CEILING DL = 1 PSF x ROOF DL ALLOWS FOR A MAXIMUM OF 3' THICKNESS OF FIBERGLASS INSULATION. X MAXIMUM SOIL BEARING PRESSURE = 2,000 PSF IG MAXIMUM SOIL BEARING PRESSURE IS BASED ON SAND, SILTY SAND, CLAY, CLAYEY SAND AND THE FOLLOWING MINIMUM ROOF ,DIAPHRAGM REQUIREMENTS ARE NEEDED, ■ ROOF STEED 29 GAUGE GRAND -RIB III, 36' WIDTH OR EQUIVALENT ■ 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 NEED ■ ENDWALL STEEL. 29 GAUGE GRAD -RIB III, 36' WIDTH OR EQUIVALE ■ FIELD SCREWS. #10 x 1 1/2' 11 9' D.C. (NEXT TO HIGH RIB) ■ BASE GIRT, END TRUSS, AND DOOR HEADER SCREWS. #14 x 1 1/2' E BOTH SIDES OF EACH MAJOR RIB, SANDY GRAVEL OR BETTER PER IBC TABLE 1804.2. LESSER SOIL CONDITIONS WILL REQUIRE DIAPHRAGM SCREWS 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 OR HEM -FIR #2 OR DIAPHRAGM SCREWS @ ENIWALL BASE GIRT ACROSS BETTER BY WWPA GRADING RULES. MAXIMUM MOISTURE CONTENT SHALL BE 19% BY WEIGHT. EAVEAS. LLRDOO EAI, is Iia GABLE END TRUSS TOP CHORD, NAILING SHALL CONFORM TO TABLE 2304,91 & OTHER APPLICABLE SECTIONS OF CHAPTER 23 OF THE IBC, ALL NAILS INTO PRESERVATIVELY TREATED WOOD SHALL BE ZINC COATED HOT DIP GALVANIZED, 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 Ip FOR BUILDINGS SHALL BE AS NOTED ON THE PLANS. ALL POST MATERIALS SHALL BE HEM -FIR 17GM S REWSI TYPICAL SCREW PATTERN, EXCEPT AS 42 OR BETTERVE , 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 STEEL SHEETING SCREW PATTCRNS QUALITY (SQ), Fy = 80,0 ksI. ROOF PANELS SHALL BE FASTENED TO PURLINS WITH PLATED, N.r,S_ GASKETED 1 1/2' LONG METAL TM WOOD FASTENERS, WALL PANELS SHALL BE FASTENED T❑ GIRTS WITH PLATED, GASKETED V 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. 1, TRUSS LOADING TOP CHORD LIVE LOAD = 30 OR 40 PSF TOP CHORD DEAD LOAD = 5 PSF1' '1 2 - 16d NAILS i BOTTOM CHORD DEAD LOAD = 1 PSF - 7- III III 6Y , 8' OR 11 10' POST u I III r, 111 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 EXPIRES -12-/2-9707 PQSTIFOOTING SCHEDULE 12 - 24' SPANS 30 & 40 PSF LIVE LOAD POST COLUMN FOOTING KNEE BRACE CONCRETE SPACING 4 WXD 'B'• DIA. 'T' REQUIRED VOLUME, YD 10'-0' Id -0" 6' X 6' 10" 3'-0" NO 0.20 1814' 10•-0' G' X W 16' SPLIT SLIDER DOOR OPTION OPTIONAL FRONT ELEVAI N.T.S. NOTES FOR ❑.PTIONAL FRONT ELEVATIONS S1 HALF TR!JSS DESIGN BY OTHERS S2 2' X 10' HEADER UP TO 12'-0' DOORS 2' X 12' HEADER UP TO 20'-0' DORS 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 DETAIL 2 - KNEE BRACE N.T.S. NOTES FOR DETAIL 2- KNEEBRACE S1 TRUSS TOP CHORD, DESIGN BY OTHERS S2 TRUSS BOTTOM CHORD, DESIGN BY OTHERS S3 2' X 6' KNEE BRACE S4 WOOD POST, SEE POST/FO❑TING SCHEDULE SS 3/4' DIA, BOLT S6 2' X 6' OR 2' X 13' TRUSS SEAT EACH SIDE OF POST @ EACH KNEE BRACE CONNECTION S7 NAIL KNEE BRACE TO POST WITH 4 - 16d NAILS SB NAIL BOLTING BLOCK TO POST BRACE WITH 8 - 16d NAILS 0 4 - 10d NAILS NOTES, KNEE BRACE REQUIRED. WHERE SHOWN ON POST/FOOTING SCHEDULE. BRACE NOT REQUIRED AT GABLE END TRUSSES. TYPICAL SIDE ELEVATION IES FOR SIDE ELEVATION )2' X 8' HEADER )2' X 10' HEADER FOR 10' & 12' SLIDING DDORS 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 V X 4' OR 2' X 4' WEB MEMBER BRACING, FOLLOW THESE INSTRUCTIONS FOR ALL WEB MEMBER BRACING TO REPLACE 'RAT -RUN' WEB OLTRUOd NAILS @ 6' D.C. Od NAILS @ 6' O.C, X 6' OR 2' X 8' X 4' SS -BRACE L -BRACE WEB MEMBER TRUSS WEB MEMBER SECTION B -B SECTION B -B AT INTERIOR TRUSSES AT GABLE END TRUSS 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 30 OR 40 PSF LIVE (SNOW) LOAD, 85 & 90 MPH WIND SPEED, EXPOSURE B AND SESMIC DESIGN CATEGORY C, DESIGN LOADS - ROOF LL = 30 OR 40 PSF ROOF DEAD LOAD = 5 PSFw CEILING LL = 0 PSF CEILING DL = 1 PSF x ROOF DL ALLOWS FOR A MAXIMUM OF 3' THICKNESS OF FIBERGLASS INSULATION. X MAXIMUM SOIL BEARING PRESSURE = 2,000 PSF IG MAXIMUM SOIL BEARING PRESSURE IS BASED ON SAND, SILTY SAND, CLAY, CLAYEY SAND AND THE FOLLOWING MINIMUM ROOF ,DIAPHRAGM REQUIREMENTS ARE NEEDED, ■ ROOF STEED 29 GAUGE GRAND -RIB III, 36' WIDTH OR EQUIVALENT ■ 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 NEED ■ ENDWALL STEEL. 29 GAUGE GRAD -RIB III, 36' WIDTH OR EQUIVALE ■ FIELD SCREWS. #10 x 1 1/2' 11 9' D.C. (NEXT TO HIGH RIB) ■ BASE GIRT, END TRUSS, AND DOOR HEADER SCREWS. #14 x 1 1/2' E BOTH SIDES OF EACH MAJOR RIB, SANDY GRAVEL OR BETTER PER IBC TABLE 1804.2. LESSER SOIL CONDITIONS WILL REQUIRE DIAPHRAGM SCREWS 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 OR HEM -FIR #2 OR DIAPHRAGM SCREWS @ ENIWALL BASE GIRT ACROSS BETTER BY WWPA GRADING RULES. MAXIMUM MOISTURE CONTENT SHALL BE 19% BY WEIGHT. EAVEAS. LLRDOO EAI, is Iia GABLE END TRUSS TOP CHORD, NAILING SHALL CONFORM TO TABLE 2304,91 & OTHER APPLICABLE SECTIONS OF CHAPTER 23 OF THE IBC, ALL NAILS INTO PRESERVATIVELY TREATED WOOD SHALL BE ZINC COATED HOT DIP GALVANIZED, 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 Ip FOR BUILDINGS SHALL BE AS NOTED ON THE PLANS. ALL POST MATERIALS SHALL BE HEM -FIR 17GM S REWSI TYPICAL SCREW PATTERN, EXCEPT AS 42 OR BETTERVE , 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 STEEL SHEETING SCREW PATTCRNS QUALITY (SQ), Fy = 80,0 ksI. ROOF PANELS SHALL BE FASTENED TO PURLINS WITH PLATED, N.r,S_ GASKETED 1 1/2' LONG METAL TM WOOD FASTENERS, WALL PANELS SHALL BE FASTENED T❑ GIRTS WITH PLATED, GASKETED V 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. 1, TRUSS LOADING TOP CHORD LIVE LOAD = 30 OR 40 PSF TOP CHORD DEAD LOAD = 5 PSF1' '1 2 - 16d NAILS i BOTTOM CHORD DEAD LOAD = 1 PSF - 7- III III 6Y , 8' OR 11 10' POST u I III r, 111 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 EXPIRES -12-/2-9707 PQSTIFOOTING SCHEDULE 12 - 24' SPANS 30 & 40 PSF LIVE LOAD POST COLUMN FOOTING KNEE BRACE CONCRETE SPACING "H" WXD 'B'• DIA. 'T' REQUIRED VOLUME, YD 10'-0' Id -0" 6' X 6' 10" 3'-0" NO 0.20 1814' 10•-0' G' X W 16' 3'-0" NO - 1120 10'-0" - - 12'-0' 6' X 6' 16' - - 3'-0"_ NO 0.20 10'-0' 14'-[Y 6' X G' W2' % 6" 16' 3'-0" -No - 1120 -- 10 0' 161 P' G' X 6' - 29 3'-13" NO 0.24 _10'-0' 18'-a" G' %10" 3'-0" NO_ 0.24_ 10'-Q 20'-P' 8" %_ 1P' _20" 21•- -3'-0"- NO 0.27 -12-0' 0'-0" G' X G'-2 26 3'-0•' NO 8.41 26 _12-P --- 10'-V G' X fi 3-0'- -NO _ -041- - 2d' --- 3'-0" 92-0 122'-0" li" X 6'W !2" % 6" -- NO 041 12-0' _120-__-760"WX[rW/7X6"_ 14'-0' G' % G' W!2' % 6" 29' 7-0" NO 0.41 20" 3 -0 -441-- _ -_No 12 0' is, -Irl -20'-0" G' X Erl vvizl X 61• 26' T-3- NO 1141 12'-8"-- G' X 10" W/2' x 6, 2fi" 3•-2" NO -- O44- POSTIFOOTING SCHEDULE 30 SPANS, 30 & 40 PSF LIVE LOAD I POST COLUMN FOOTING IKNEEBRRCE CONCRETE SPACING "H" WXD 'B" DIA. "T" REQUIRED VOLUME YD 10140' B-0" G' K 6' - 21r' -29' 3'-0" NO 0.41 a. io.-, 1o. -a, G, H 6., 31-0" -1141 No 26" -2G'- _ 10'-P' - 92'-0' &'X 6' Wf2' X 6" 3'-0" NO. 0.41 -18'-0" _14"' G'_X G' W!2' % 6" 3'-0" _-. NO _10'-P'16'-0" 6'%0'----- 36-_ 3-0"-N4_0.41 _1141 _10'4r" 18'-0" G' X 0" W!2' % 6" 26" -za 3'16" 10'_Q- 20'-0" sr x s'urz• x ei- 3'-0.- No -a4i _ 10'-0'•_ 22•-m c• >r 1o" wir' x G' - - 29' 3'-2" -- No 444_ 1aL0' 24'-D'&, X 12' 26' 3•.3" NO -- - 845 8'-0_" G'%G' 28"_ 3'-0" NO 1147_ _72-P_ 10'-P_ 6_X fi" 2E 3-0"- -28'- _ 92-0' 12'-0" -14•.0" &` M 6" Wt2' X 6" ---- - 3'-0•- _NO NU - -0.47 047 12Ir' W X Ir' 26' 3•-0" N0 - --1147 12-0' 76'-0' Ii•' X O'WI2'X 6" 20` 3%0" NO---- -1147_ _ 12-0"_ 28'-0"_ G' X 12 --28" 3--0••- 047 NO _12-0"_ _22'-0" G' X 1_2' WIT X G' 2B" 3'-2" NO _ 115_ 24'-V' G' X 12�------- 2Er 34.1 -N 6- 11x6 12-P POSTTOOTING SCHEDULE "'W SPANS 30 & 40 PSF LIVE LOAD POST COLUMN I FOOTING TIKINEE BRACE I CONCRETE SPACING "H" WXD 'B" DIA. "T" I REQUIRED VOLUME YD i0'-0' 643" G' X G' 26' V-9- N0 1147 _t0'-6' 10'-0" G' X 6" - -28"- 3'-0" 1147_ NO 21r -_2B'- 3'-0"- NO -10'-1r _12'-0" G' X G' W!2' X 6" _ 10'-0'_ _9d'-0" 8" X 6"1_Alf7_' 11 6_ •-- -3•-0•� -NO -0.47 _ 047_ _10'.0"_ _16'-0' G'%EC' 3'-0'• NO _ 1147 -_10.0'•-- 10'-0" -20'-0" w X OWf2' X 6" _2B'_ 26' 3'-0•' NO 1147 (?'-X 1G' - Er 3•-0„ - NO _ __ 1147 _ 10'-0" 22'-0" G' % 1G' W!2' % W -28"-- 3•-0" -- NO NO 0.47 10'-0" 24'-0' G' x 10' Wf2" X G' 26' 3'-2" -0.50-1 12-1r' -1211"-- 6-0" G'%6" - 32' 7-0" N0_ _1a' a" all % 6' _32,- 3'-0" -- No-- _0.62 1162 _12-G' - 12'A" G' X 6" W!T X 6" - - -- T: NO 32' -32` 0.62 12-W -12-6�.. 14•-R' -96'-0" 6. X S' 3•-0"- No -0.62- 6"III 8"W12"X6" -_32"- 3•-0"-- 062 NO _12-0" 2- 18'-0" - G' X 10' -- 37' 3'-0'- NO -- --062- 1P-_- PW' _ ' --0"- -NO- -02- _12-U' 22'-0_ &'X 12' _32'_ _32' 3'-2" _ NO 12-0 24'-0" G' X 12' Wf2' X G' 32 3'.3" NO _0._68 I 0.68 POST&OOTING SCHEDULE 40 SPANS 30 & 40 PSF LIVE LOAD POST COLUMN FOOTING KNEE BRACE CONCRETE SPACING "H" WXD "B"DIA. "T" REQUIRED VOLUME,YD -10'-0' 0-0" V X W 3'-0" 1155 _30" _30_ 30' _NO NO__ - _12--r G' X 6' Wf2' X 6" -30' 9'-0" NO _0.55_ _ 10'-0"_ 14'-P' VX 6" W!2' X V - - - - - 3(I" 3'-0'-_ -NO -855 10'-0' 16'-0' W X 0' 30" 3'-0" YES __0.55_ 1156 10'-0" _ i6'-0' G' X EI" W!2' % 6" - 30" -30" 3'-0" 455 NO - 10'-0 18'' -0" -2a'-0" G' X IP' Wf2' X 6" - - 3'-0" -- - - NO 10' 0''- - 6 " X 1P1---- 30'- 3'-0" -R56- 055 _10'-0"_ 22'-0" G'X 10" W/2' % G' - - 3'-0" NO 0.55 10'-0' 24' -EY 6'_ X 12' _30"_ 3P 3'-P" YES -6 6W _9-0"_ G' % G' 33' 3'-0" NO 57, _12-11" 12-P' _ 10'•0" G' X 6" 3'-0" NO _0.66_ ELN 124' 12' -Ir W X G' VU12' X 6" 37' 3'-0" NO _ _ 1186 12-0' - ---- 12 Ir' 16'-G" W X [r' W0 X 6" - 33"- 3'-0" 1186 NO -- -.rl 063 _12'-0"_ 20'-V' _ _ G' % 18" W12_X G, -- - _33'- 3•-0•, -- NN --- -- EL66 _12-P' 22'-R' G' X 12' _3Y- 3'2" -NO- EL70- 12-0' 2406' '-' X 12' Wf2• X 0' 37' 3•-2" NO 0.72 POSVFOOTING SCHEDULE 46 TO 52'SPAN5 30 &40 PSF LIVE LOAD POST COLUMN FOOTING KNEEBRACE CONCRETE SPACING "H" WXD 'B" DIA. "T" I REQUIRED VOLUME YD _1_0'-0' 17-0" G' X G' 34" 3•-0" NO 078_ 10'-0" -10'-(r' 10'-0" 6' X fill _34' 3'-0" NO 070 12' -Cr G' X _G' WI2' X 6"_ 34 --No- _ 10'-1r 14'-0' O'Xwwiz, %6" 94' -34" _3'-0" 3' -0" -NO_ _078_ 0.70_ _46'0'' 6'x8" _ --34" 3'-0'' --YES- --070 -10'-Ir' 16'-0' -18'-0" G' X Ir' WI2' X 6" 3•-0•'- -- NO - 1170_ fill X 0' W12" X G' - 34" - - - 3•-0" -- NO 1170 _ 1a'-0' 20'-0' 0' x 10' 34" 3'-0" --- YEs --- 070 - 10'-0' 22'-0" 6' X10' W!r % 6' 34" 3'-0" - NO 070_ 10'-0" 24'-0' G' %_ 12' W!r X 0' 34" -3'-0" -YES 0.70 12-0' - 0-0" G'%6" - 30' - 3'-0" NO 0.79 12-0' 10'-0' G' % 6' Wf2' X 6" 36' 3'-0" -- - NO - 1179 _ 12-0'_ 12'-0" G' M G' W!2' X 6" - --- 3G' 3'-0" _ NO 1179- 12-10" 14•-8" -16' &'X 8•' 3G'-- - NO --- - 879_ _12-0' 0 _16'-' 6' X 0' W!2' % 6" 36 _3•-0" 3'-0" --NO- -12-0_ _18'-0" G'X 10 _3fi- 9' .0"- _YES _8_79_ 2-P _ 1'_ _;!O% &-_ x 1P' W12 X 6" _ -r NO _ _0._79_ 0.79 _12-0' 22'-0' G' X 12' WG f2• X ' _30' _3 G' 3'-2" 1193 NO 1&0'_ 24'-0' 6' X-12' W!r X 6' 96 3'2" -NO ani POSTlFOOTING SCHEDULE 54'T 60-SPAN5.3U&40PSF LIVE LOAD POST COLUMN F FOOTING KNEE BRACE CONCRETE SPACING "H" WXD 'B"DIA. 'T" REQUIRED VOLUME, YD _10'-0_ _B41"_ G' X G' 36_ _3'-0" 36" _0.79_ 0.79 -10'-0' 10'-0 ' 6 W % " 3'-0" _NO NO_ - 12'-V' G'x G'Wf2'x 6". - 3G' 3'-0" - 1179 NO 10 1d' 0"- G' X 0' _ - - _3fi •_ _3'-0"- --NO -- 0.79- - NO -10.0..--10.-0,.- 16'-0" 0 G' X ' W!2' X 6" 3'-0" 1179 0,. K-10-- _30' 36. 3.-0.- -N4 0.79 _10'-0_' 20'-0'_ -22'-0' W %_10'_W/2'_X G' - _3G 7-91. -YES Q79- 10.0'- - G' X 1P' Wf2' X E' - . 38" -3Ii' 3'-0'- - NO 0.78 10•-1r• 24•-0' IWX 12' ._1 3.2- -- YES -- -1103 12-0' - 0-0" 6'%6' -_ 40' 3'-0" NO 0.97 _12-0'_ _78'-0' 'XV G'_X 6"W2' % 6" ..._- - - 40' - 3'-0" - - NO 12-0' 12'-G" _._ 6" X.8" -4[I'- -6`-0' NO _11!17 0.97 12-0' - - - 14'-0' -- - G' X W W12' X 6" ---- --- 40' -4w 3'-0" NO 1197 12-0' 76'-0' r Wrz-- 6'X0" WI2' X 6" _- 40' x22 - 3'-0" 2 - NO - - 0.97 -(LW- 120'- 12.1r' 18 8' 6' X_10' 3'-0•' YES_ _ L97 _ 12-0'_ 20 Cr 6" X 10' WI2' X 6' _40'- 40 3'-0" --NO 0.97 _ 12-0' _22'-0' 6' X 12' WI2" X G' 4rr 3'-0" ---NO---- EL07 12-G'- 24•-0" Ir X 17'Wfr X T'I 46' I 3'2" I- NO 1.09 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 18"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 A CONCRETE FLOOR, INCREASE FOOTING DIAMETER X 2" & FOOTING DEPTH X 4". I I PROVIDE DIAGRAMS AND ENGINEERING LAYOUTS FOR ROOF 'MUSSES, BEAMS AND Fi_no[i c:ys-i Fms PRIOR TO FRAMING CITY COPY • 1 THIS BUILDING SUBJECT 1 TO FIELD INSPECTION CORRECTIONS F3par ,ar.;'. ,1511fraikki REVIEWED FOR GOOF 30i PLIANCE 12(SPOKANE VALLEY 3.a i ' DIVISION