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HomeMy WebLinkAbout2007, 03-15 Permit App: 07000813 Pole Bldg Project Number: 07000813 Inv: 1 7 Application Date: 3/15/2007 Page 1 of 2 THIS IS NOT A PERMIT Penalties will be assessed for commencing work without a permit Project Information: , „ Permit Use: POLE BLDG 24 X 24 Contact: LAMOUNTAIN,ARIN G Address: 12720 E VALLEYWAY AVE C-S-Z: SPOKANE VALLEY,WA 99216 Setbacks:Front Left: Right: Rear: Phone: (509)844-7447 Group Name: Project Name: Site Information: Plat Key: Name: Range District: Nort Parcel Number: 45153.1303 Block: Lot: SiteAddress: 12720 E VALLEYWAY AVE Owner:Name: LAMOUNTAIN,ARIN G Address: 12720 E VALLEYWAY AVE Location::CSV SPOKANE VALLEY,WA 99216 Zoning: UR-3.5 Urban Residential 3.5 Water District: 011 MODERN Hold: Area: 22,716 Sq Ft Width: 0 Depth: 0 Right Of Way(ft): 0 Nbr of Bldgs: 0 Nbr of Dwellings: 0 Review Information: . . -401WW4dAit*460$0,1ifIZEOZA64.aMid 0012.1kras0.„*AMAtttin Review Building Plan Review Released By: Originally Released: 3/14/2007 By: TMELBOU Landuse/Zoning/HE Conditions Released By: Originally Released: 3/14/2007 By: SKUHTA Operator: jmm Printed By: jmm Print Date: 3/15/2007 Project Number: 67000813 Inv: 2 Application Date: 03/21/2007 Page 1 of 2 THIS IS NOT A PERMIT Penalties will be assessed for commencing work without a permit Project Information: Permit Use: POLE BLDG 24 X 24 Contact: LAMOUNTAIN,AKIN G Address: 12720 E VALLEYWAY AVE C-S-Z: SPOKANE VALLEY,WA 99216 Setbacks:Front Left: Right: Rear: Phone: (509)844-7447 Group Name: Project Name: Site Information: _- Plat Key: Name: Range District: Nort Parcel Number: 45153.1303 Block: Lot: SiteAddress: 12720 E VALLEYWAY AVE Owner:Name: LAMOUNTAIN,ARIN G Address: 12720 E VALLEYWAY AVE Location::CSV SPOKANE VALLEY,WA 99216 Zoning: UR-3.5 Urban Residential 3.5 Water District: 011 MODERN Hold: ❑ Area: 22,716 Sq Ft Width: 0 Depth: 0 Right Of Way(ft): 0 Nbr of Bldgs: 0 Nbr of Dwellings: 0 Review Building Plan Review Released,By: Originally Released: 03/14/2007 By: TMELBOU Landuse/Zoning/HE Conditions f Released By: Originally Released: 03/14/2007 By: SKUHTA Permits: - . . .:-. t ,.=- m: Fu_,.e ... w .= -v ,, ,, .,TT 'T, ._. 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Operator: jmm Printed By: MT Print Date: 03/21/2007 Project Number: 07000813 Inv: 2 Application Date: 03/21/2007 Page 2 of 2 THIS IS NOT A PERMIT Penalties will be assessed for commencing work without a permit Building Permit Contractor: OWNER Firm: OWNER Phone: (000)000-0000 This Application: Total Project: Description Grp Type Notes Sq Ft Valuation Sq Ft Valuation POLE BDLG U-1 VB 576 $10,944.00 POLE BDLG U-1 VB POLE 192 $3,648.00 192 $3,648.00 BLDG ADDITION Totals: 192 $3,648.00 768 $14,592.00 Item Description Units Unit Desc Fee Amount RESIDENTIAL PERMIT FEE 1 SELECT $56.00 ACCESSORY PLANS REVIEW 1 SELECT $14.00 WSBC SURCHARGE 1 SELECT $4.50 Permit Total Fees: $74.50 Payment Summary: rte.. ....01,014M1WcZ'0'47,. -.*634 mo.. . , . = .. s Permit Type Fee Amount Invoice Amount Amount Paid Amount Owing Building Permit $74.50 $74.50 $0.00 $74.50 $74.50 $74.50 $0.00 $74.50 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: MT Print Date: 03/21/2007 Project Number: 07000813 Inv: 1 . Application Date: 3/15/2007 Page 2 of 2 THIS IS NOT A PERMIT Penalties will be assessed for commencing work without a permit Building Permit Contractor: OWNER Firm: OWNER Phone: (000)000-0000 This Application: Total Project: Description Grp Type Notes Sq Ft Valuation Sq Ft Valuation POLE BDLG U-1 VB 576 $10,944.00 576 $10,944.00 Totals: 576 $10,944.00 576 $10,944.00 Item Description Units Unit Desc Fee Amount RESIDENTIAL PERMIT FEE 1 SELECT $195.25 ACCESSORY PLANS REVIEW 1 SELECT $48.81 WSBC SURCHARGE 1 SELECT $4.50 Permit Total Fees: $248.56 Payment Summary: . ,w a.,_ , WrIVSZEMINMSWYrreSSOMMIWIEWEWOMSVAMORMst=_ r._ _ = Permit Type Fee Amount Invoice Amount Amount Paid Amount Owing Building Permit $248.56 $248.56 $0.00 $248.56 $248.56 $248.56 $0.00 $248.56 Disclaimer: Submittal of this application certifies the owner(or person(s)authorized by the owner)has both examined and finds the information contained within to be true and correct,and agrees that all provisions of laws and/or regulations governing this type of work will be complied with. Subsequent issuance of a permit shall not be construed to be a permit for,or an approval of,any violation of any of the provisions of the code or of any other state or local laws or ordinances. Signature: Operator: jmm Printed By: jmm Print Date: 3/15/2007 Permit Center 11707 E Sprague Ave,Suite 106 PERMIT NUMBER O 1-D$(3 Spokane Spokane Valley,WA 99206 go Valley.6 (509)688-0036 FAX: (509)68s-003 PERMIT FEE: a�X www.spokanevalley.ore Community Development MAR . Residential Construction 11 New uctio :. [] Accessory Bldg Permit Application ❑ Addition/Remodel f1 Deck ❑ Other: � SITE ADDRESS: j 2-7 C V C1 t - A U'J/)Vivi. " / (AA ct (.`.4 0 ASSESSORS PARCEL NO: `IS-(S J. 130 LEGAL DESCRIPTION: Building Owner: �/� ^ 1� Contractor: f'�, Name:ARA rl I D.1 r 1 c�.A li1�? m I i v'ok. I1JG S Name: Co C�� l d \ Y .�1.01 Yl Address: l \ Address: U y Z Z�i (.Vn.l�4�. \Jv?l, do-1.'e ?�I " . �Il,G1 ' c� Ci tate: i,a Zi r, Ci State: Zip: Phone: m 1 �l -� Fax: 7 I_ s--r Phone: 6 .713, 3 Fax: e t -� j S-ci t Contractor Lic No: Exp Date: Contact Person City Business Lic.No: Name: 0, 1 c C\ (_t• -.A0 Phone: h D`-i - B�(Li - `-kc,-' Describe the scope of work in detail: Cost of Project: $ t-Z Q.{ 61.E i cL Proposed Use: 5 **************The following MUST be complete: (write N/A if not applicable)********************** HEIGHT TO PEAK: DIMENSIONS: #OF STORIES: TOTAL HABITABLE SPACE: Z, ZH Y ZL-1 X / 2_ / MAIN FLOOR TO SQ. 2Nu FLOOR SQ. FTG: UNFIN BASEMENT SQ. FTG: IMPERVIOUS SURFACE ' FTG: / AREA: h I F h / 1} FINISHED BASEMENT GARAGE. FTG: DECK/COV. PATIO SQ. FTG: 30% SLOPES ON SQ. FTG: C /A- 5 PROPERTY: #OF BEDR QMS: 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: 6DATE: 31 iy to ,- Method of Payment: ❑ Cash 0 Check 0 Mastercard 0 VISA Bankcard#: Expires: VIN#: Authorized Signature: REVISED 2/15/07 SöI . e Valley 11707 E Sprague Ave Suite 106 0 Spokane Valley WA 99206 509.921.1000 0 Fax: 509.921.1008 ♦ cityhall@spokanevaltey.org Residential Plan Submittal Minimums O 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. . 0 All header locations: type, size, and connections • ❑ Foundation plan O Insulation information NOTES FOR FLOOR PLAN 0 INTERI❑R FRAME WOOD POSTS, SEE POST SCHEDULE THIS SHEET CD GABLE END WALL POSTS — 6' X 6' TYPICAL DOOR POSTS — 4' X 6' TYPICAL FOOTING DIMENSI❑NS, B = 1'-81; D = 3'-0" MAXIMUM POST SPACING 12'-0" 0 PURLINS @ 24' ❑.C., BEARING OR JOIST HANGERS (TYPICAL) ,w SPAN z ce 1— 1(7) tt o W Z /lV k Z q W J Q a DOUBLE TRUSSES Z q Zq z ( )W J p .-i Q — J ' I> J J > CL W 0.. W a- > RLL Or . > a > a J V) W '.0 '-' a i0 ,-' a 10 a .. 0 o J O J O W o coo q OO N o o X LL o X - &I X --' W 0_ . �W W N U co D CO : J � D 01/111LE TRUSSES' / J — U a- co r a zI- zJ A 3 A J I- J l J -' © 1 L. I d I 0Lj D} H . :p U a :0 U . l0 W . ' I O 0P O O ! O I X X X ( Co iv 4 O CU 4 O (U n.l al CU CU � O CU W W W V) alv) 01 v) N Cu / / / / D au SINGLE TRUSS N IR \—® \--© \--© , w,,,,,, PLAN PLAN VIEW • 411 �14+9,,, ,; , N.T.S. �, f � .40, WAMBEKE ENGINEERING Daniel Wanbeke, P. E. WILT 913 Eost 61st Cart ` ate,VA 99E23 ( — TO 509-443-6186 Fax,509-448-6582 enol dwanbekeElancoI, 18°67. BUILDING PLAN VIEW '��.�� 11 r �' STANDARD POST FRAME BUILDING PLANS �' COOK'S INC. STEEL BUILDINGS EXPIRES 12-29-2007 POST FALLS, IDAHO DRAWN BY DATE REV. WAMBEKE 6-30-04 APPROVED SCALE COOK-IBC01 NTS • SEE DETAIL 1 12 1/1110* 49 SEE DETAIL 4 ..... .1114111°11110111111"' -wilt*** , 00' IllirAbol• Z : \ l' / Allb&h.44\ NOTES FOR SECTI❑N A-A pS1 TYPICAL PURLIN, SEE FLOOR 9 U PLAN FOR SIZE • J F S2 TRUSS DESIGN BY OTHERS 8 Z A S3 2' X 6' @ 24' O. C., 10' BAYS DF-L #2 GIRTS FLAT @ 24' O.C. I o = E 2' X 6' @ 24' O. C., 12' BAYS SEE S3 0 U DF-L #2 GIRTS FLAT @ 24' O.C. DETAIL 0 CONCRETE FOOTING, SEE SCHEDULE 2 Lei SS EXTEND POST TO TOP OF PURLIN L.1 V) ROOF FASTENED TO PURLINS WITH 8 . 1 1/2' LONG WOODFAST TEKS. WALLS FASTENED TO GIRTS WITH 1' LONG .• A :•_i WOODFAST TEKS. r Ao S4 SEE F❑❑TING . ; Y: Tink DETAIL 'abimii B BUILDING SECTION A - A N.T,S, 1%pf AS!!4� ' f •part r'- , 0 WAMBEKE ENGINEERING /1/4 � , Daniel Wanbeke, P. E. s n vA t99223t TO 509-443-6186 Fow 509-448-6582 e-noR drnnbike6isn.con 0 111087 , C+ STANDARD BUILDING SECTION ' R, i STANDARD POST FRAME BUILDING PLANS AL' COOK'S INC. STEEL BUILDINGS I EXPIRES 12-29-2007 I POST FALLS, IDAHO WAMB DRAVNEKE 8Y DATE6-30-04 REV. APPROVED SCALE COOK-IBCO2 NTS • 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 SPEEDS, EXPOSURE B AND SEISMIC DESIGN CATEGORY C. DESIGN LOADS — ROOF LL = 30 OR 40 PSF ROOF DEAD LOAD = 5 PSF* CEILING LL = 0 PSF CEILING DL = 1 PSF * ROOF DL ALLOWS FOR A MAXIMUM OF 3" THICKNESS OF FIBERGLASS INSULATION. * MAXIMUM SOIL BEARING PRESSURE = 2,000 PSF MAXIMUM SOIL BEARING PRESSURE IS BASED ON SAND, SILTY SAND, CLAYEY SAND, SILTY GRAVEL AND CLAYEY GRAVEL SOILS OR BETTER PER IBC TABLE 1804.2. LESSER SOIL CONDITIONS WILL REQUIRE REVIEW AND FOOTING SIZE ADJUSTMENT BY THE ENGINEER. CONCRETE — MINIMUM 28 DAY COMPRESSIVE STRENGTH F'c = 2,000 psi, 4 SACK MIX FOR FOOTINGS. CAST IN PLACE CONCRETE CONSTRUCTION SHALL CONFORM TO ACI 318-92. WOOD — STRUCTURAL LUMBER SHALL CONFORM TO DF—L #2 OR BETTER BY WWPA GRADING RULES. MAXIMUM MOISTURE CONTENT SHALL BE 19% BY WEIGHT. NAILING SHALL CONFORM TO TABLE 2304.9.1 FASTENING SCHEDULE & OTHER APPROPRIATE SECTIONS OF CHAPTER 23 OF IBC 2003. ALL NAILS INTO TREATED WOOD SHALL BE HOT—DIPPED ZINC COATED GALVANIZED STEEL, SILICONE BRONZE, COPPER OR STAINLESS STEEL. CCA TREATED WOOD SHALL CONFORM TO THE REQUIREMENTS OF AWPA STANDARDS C-16, C-22, C-23, C-24 & C-28. POSTS FOR BUILDINGS SHALL BE AS NOTED ON THE PLANS. ALL POST MATERIALS SHALL BE HEM—FIR #2 OR BETTER, FULL DIMENSION AND GRADED BY WWPA GRADING RULES. HARDWARE SHALL BE SIMPSON OR APPROVED EQUAL. ALL BOLTS SHALL CONFORM TO ASTM A307. METAL PANELS MAY BE DELTA RIB STYLE, GALVANIZED OR PAINTED, 29 GAUGE THICKNESS, ASTM A653 STRUCTURAL QUALITY (SQ), Fy = 80.0 ksi. ROOF PANELS SHALL BE FASTENED TO PURLINS WITH PLATED, GASKETED 1 1/2" LONG METAL TO WOOD FASTENERS. WALL PANELS SHALL BE FASTENED TO GIRTS WITH PLATED, GASKETED 1" OR LONGER METAL TO WOOD FASTENERS. PANELS SHALL BE INSTALLED AND FASTENED ACCORDING TO THE MANUFACTURER'S RECOMMENDATIONS. SOIL COMPACTION — ALL BACKFILLED SOIL BENEATH FOOTINGS SHALL BE COMPACTED WITH A VIBRATORY COMPACTOR TO 95% OF THE PROCTOR DENSITY AS DETERMINED BY ASTM A1557, METHOD D. TRUSSES SHALL BE DESIGNED BY AND BEAR THE SEAL OF AN ENGINEER REGISTERED TO PRACTICE IN 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 ti L. W tiF wAsxh r � '9 WAMBEKE ENGINEERING t / Daniel Wambeke, P. E. Sen.,WA 9 Tel.509-443-6186 Fax.509-448-6582 e-rmill d.unbekelnsncon SPECIFICATIONS FOR S.o4eos?'E TYPICAL POST FRAME BUILDINGS IONAL COOK'S INC. STEEL BUILDINGS I EXPIRES 12-29-2007 I POST FALLS, IDAHO DRAWN BY DATE REV, WAMBEKE 6-30-04 APPROVED SCALE COOK—IBC03 NTS NOTES FOR F❑❑TING DETAIL ® TREATED POSTS AS SIZED PER SCHEDULE VIBRATE OR ROD CONCRETE TO OBTAIN FULL BEARING ® UNDISTURBED SOIL F- a 4 . .•• iiiii.i.i.i.• "B" DIA, FOOTING DETAIL N.T.S. tit W,4 WA irk_ Cis( J e d)NAL `EXPIRES 12-29-2007 I WAMBEKE ENGINEERING Daniel Waribeke, P. E. Spol ..t WA 99P23t Tell 509-443-6186 Taw 509-448-6582 e-aN duoNiekeMsncan STANDARD FOOTING DETAILS STANDARD POST FRAME BUILDING PLANS COOK'S INC. STEEL BUILDINGS POST FALLS, IDAHO DRAWN BY DATE REV, WAMBEKE 6-30-04 APPROVED SCALE COOK—IBC04 NTS POST/FOOTING SCHEDULE 12' -24' SPANS, 30 &40 PSF LIVE LOAD POST COLUMN FOOTING KNEE BRACE CONCRETE SPACING "H" W X D "B" DIA. "T" REQUIRED VOLUME, YD3 10'-0" 8'-0" 6" X 6" 18" 3'-0" NO 0.20 10'-0" 10'-0" 6" X 6" 18" 3'-0" NO 0.20 10'-0" 12'-0" 6" X 6" 18" 3'-0" NO 0.20 10'-0 14'-0" 6" X 6" W/2"X 6" 18" 3'-O" NO 0.20 10'-0" 16'-0" 6" X 8" 20" 3'-0" NO 0.24 10'-0" 18'-0" 6" X 10" 20" 3'-0" NO 0.24 10'-0" 20'-0" 6" X 10" 21" 3'-0" NO 0.27 12-0" 8'-0" 6" X 6" 26" 3'-0" NO 0.29 12-0" 10'-0" 6" X 6" 26" 3'-0"_ _ NO 0.29 12-0" 12'-0" 6" X 6"W/2" X 6" 26" 3'-0" NO 0.29 12-0" 14'-0" 6" X 6" W/2" X 6" 26" 3'-0" NO 0.29 12-0" 16'-0" 6" X 8" W/2" X 6" 26" 3'-0" NO 0.29 12-0" 18'-0" 6" X 8" W/2" X 6" 26" 3'-0" NO 0.29 12'-0" 20'-0" 6" X 10" W/2" X 6" 26" 3'-2" NO 0.35 NOTE: 1 . THE NEXT LARGER SIZE POST MAY BE SUBSTITUTED FOR POSTS WITH 2" X 6" LAMINATIONS. 2. ENDWALL POSTS SHALL BE 6" X 6" ROUGH CUT HEM-FIR #2 TREATED POSTS UP TO 16'-0" WALL HEIGHT. ABOVE 16' WALL HEIGHT, ENDWALL POSTS SHALL BE 6" X 8" ROUGH CUT HEM-FIR #2 POSTS. 3. FOOTINGS FOR ENDWALL POSTS SHALL BE A MINIMUM OF 18"O X 3'-O" DEEP FOR WALL HEIGHTS TO 16'-0". ABOVE 16' WALL HEIGHT, FOOTINGS SHALL BE 24"0 X 3'-4" DEEP. 4. ABOVE FOOTING DESIGNS ARE FOR POST FRAME BUILDINGS WITH CONCRETE FLOORS (CONTRAINED POSTS). IF BUILDINGS WILL NOT CONCRETE FLOORS, INCREASE FOOTING DIAMETER X 2" & FOOTING DEPTH X 4". <�°v WW 4 i �.will °�i;�� WAMBEKE ENGINEERING `�+ Daniel Warhbeke, P. E. Spokane,WA 9 " TO 509-443-6186 Pax.509-448-6582 e-noI dranbekeQisn.con POST & FOOTING SIZES 160567 12' TO STANDARD'POST N FRAME BUILDING PLANS 14NAL S — 40 PSF LL V COOK'S INC. STEEL BUILDINGS I EXPIRES 12-29-2007 POST FALLS, IDAHO DRAWN BY DATE REV. WAMBEKE 6-30-04 APPROVED SCALE COOK-19005-24 NTS • PURLIN CONNECTION METHODS' A). PURLINS MAY BE HUNG OFF THE TRUSS TOP CHORD FACES W/ STANDARD • SIMPS❑N JOIST HANGERS OR EQUAL. B). PURLINS MAY BE 0 BUTTED AND NAILED W/(2) 16d NAILS INT❑ EACH PURLIN, C), PURLINS MAY BE PURLIH LAPPED AND NAILED ��`I HOD itrerzpN W/(3) 16dNAILS. ON C❑NNECTI❑N METHODS 0 'B' AND 'C', TOENAIL BACK SIDE OF PURLIN W/(1) 16d NAIL INT❑ EACH TOP CHORD MEMBERx/41, -J o IiP�R S8 IMfTiloDNBfcTrON wiagarIp ftrN❑TES FOR CONNECTION DETAIL I77prcDN Si TRUSS TOP CH❑RDS TRUSS DESIGN BY TRUSS MANUFACTURER PURLIN SUPPORT STRUT 2' X '4' X FULL DEPTH OF T❑P CH❑DPUS PURLIN,NAIL PURLINS W/(3) 16d NAILS S6 S3 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 POST/FO❑TING SCHEDULE. 0 4 - 40d GALV. NAILS IN PRE-DRILLED HOLES OR 3/4'0 MACHINE BOLT m S❑LID BLOCKING AT CONNECTION POINTS, m TYP. PURLIN, SEE FLOOR PLAN FOR SIZE �I)I S9 2' X 6' OR 2' X 8' TOP GIRT 1 y, 0 4 - 16d NAILS OR 3/4'0 M. BOLT DETAIL 1 - TRUSS COLUMN CONNECTION, PURLIN SUPPORT N.T.S. ti L. W,q OF WAS 4 / 4Q- 4Q. 441. O ::�' ' ��� WAMBEKE ENGINEERING gp� /t Daniel War�beke, P. E. 29WA�99223t Tek 509-443-6186 Rua 509-448-6582 e-naN ciambekelhqsncon O ` 18067 TRUSS - COLUMN CONNECTION ' EGISTBR PURLIN CONNECTION METHODS 310NAL STANDARD POST FRAME BUILDING PLANS COOK'S INC. STEEL BUILDINGS I EXPIRES 12-29-2007 I POST FALLS, IDAHO DRAWN BY DATE REV. WAMBEKE 6-30-04 COOK-IBC06 A APPROVED SCALE NTS • II • 4111)o ° 1 1/2r S4 ® \/ 3r DETAIL 2 - KNEE BRACE N.T.S. NOTES FOR DETAIL 2- KNEEBRACE S1 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 P❑ST/FO❑TING SCHEDULE SS 4 - 16c1 GALV. NAILS, EACH SIDE 1). KNEE BRACE REQUIRED WHERE SHOWN ON P❑ST/F❑❑TING SCHEDULE. BRACE NOT REQUIRED AT GABLE END TRUSSES. 2). ALTERNATE KNEE BRACE/POST AND TRUSS/POST CONNECTI❑N = USE 3/4'0 THRU BOLTS, EACH L❑CATI❑N. L L. W • oF WA St', •• o WAMBEKE ENGINEERING2919 `T / - 0 Daniel Wanbeke, P. E. Spokan°e61st9 t / I i, TO 509-443-6186 Fax.509-448-6582 e-ndN dunnbeke6m�ca+ , STANDARD KNEE BRACE CONNECTION USE WHEN REQUIRED O 4,44/9" STANDARD POST FRAME BUILDING PLANS '` ,ANALCOOK'S INC. STEEL BUILDINGS NAL POST FALLS, IDAHO I EXPIRES 12-29-2007 I DRAWN BY DATE REV. WAMBEKE 6-30-04 APPROVED SCALE COOK-IBC07 A NTS it \—CS1) OVERHEAD DOOR SLIDING DOOR OPENING OPENING /� � �` / /%/ // / /�/�//��//�//�// / / / //,%/ TYPICAL SIDE ELEVATION N,T.S. NOTES FOR SIDE ELEVATION S1 2' X 8' HEADER CI 2' X 10' HEADER FOR 10' & 12' SLIDING DOORS 2' X 8' HEADER FOR 8' & SMALLER SLIDING DOORS 1.L W .� Go e wAsiivr , c, / 2 WAMBEKE ENGINEERINGg� ne,WA t Daniel Wambeke, P. E. Spoka9 � / Teb 509-443-6186 Fay 509-448-6582 e-mail drombNabwuw, �'- TYPICAL SIDE ELEVATION 18067 STANDARD POST FRAME BUILDING PLANS A COOK'S INC. STEEL BUILDINGS ONAL v• POST FALLS, IDAHO I DRAWN BY DATE REV, I EXPIRES 12-29-2007 WAMBEKE 6-30-04 APPROVED SCALE COOK—IBC08 NTS 12 4 I`‘ 0r'�`i ::I 111111111 ® . 20' 0' MAXIMUM I I I © � i ���-.i��a�-•��.i��.i .i�-.i�-.i��.����j�� -.ice-.i�-.i --. SINGLE OVERHEAD DOOR ❑PTI❑N FRONT ELEVATION N.T.S. NOTES FOR FRONT ELEVATI❑N 0 HALF TRUSS DESIGN BY OTHERS SUPPORT PURLINS @ END TRUSS W/2" X 6' OR 2" X 8' STD J❑IST HANGERS, LOWER TRUSS FOR END OVERHANG, IF REQ'D 0 2" X 10" HEADER S 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 L W` / A WASy����', I %�� 4. A WAMBEKE ENGINEERING 'I 2913 East l�/ Dnnle3W09n-44Mbe1k6e,Fax.P.30E9-M8-6382 rnoK due, eke,lsncs awWon t (1/4 FRONT ELEVATION 0,& Al SINGLE OVERHEAD DOOR OPTION TYPICAL POST FRAME BUILDINGS COOK'S INC. STEEL BUILDINGS EXPIRES 12-29-2007 I POST FALLS, IDAHO DRAWN BY DATE REV. WAMBEKE 6-30-04 APPROVED SCALE COOK—IBCO9 NTS 4 SINGLE SLIDING DOOR ❑PTI❑N OPTIONAL FRONT ELEVATION N.T.S. NOTES FOR ❑PTI❑NAL FRONT ELEVATI❑NS 0 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 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. 0 DOUBLE 2" X 6' KINGP❑ST WAS • • �0 J 4 �� MM fav' WAMBEKE ENGINEERING t 't7 Daniel Warhbeke, P. E. spoke,*,vA 9 /w TO 509-443-6186 Rua 509-448-6582 e-nnl dimnbekeInen.can t � FRONT ELEVATION � OTION O R 18067 sBS• + S ANDARD POST FR MESINGLE OVERHEADR UIL NG PLANS ` NAI. COOK'S INC. STEEL BUILDINGS POST FALLS, IDAHO I EXPIRES 12-29-2007 I WAM DRAWNBEKE BY DATE6-30-04 REV. APPROVED SCALE COOK—IBC1O NTS • 12 (40 4I '��00 � i�ri 7i SEE DETAIL 3 I T DOUBLE OVERHEAD DOOR OPTION OPTIONAL FRONT ELEVATION N.T.S. NOTES FOR ❑PTI❑NAL FRONT ELEVATI❑NS 0 HALF TRUSS DESIGN BY OTHERS 0 2' X 10' HEADER UP TO 12' 0' DOORS 2' X 12' HEADER UP TO 20' 0' DOORS 0 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 ipv 11/4,'° �%�'/ WAMBEKE ENGINEERING IDaniel War beke, P. E. 12Sp n.,WA 99223 TO 509-443-6186 Fnx,509-448-6582.-not dwo,iekeRnsn.con •o FRONT ELEVATION 18067 DOUBLE OVERHEAD DOOR OPTION 0%,4WGIsT6111 TYPICAL POST FRAME BUILDINGS ZONAL COOK'S INC. STEEL BUILDINGS I EXPIRES 12-29-2007 I POST FALLS, IDAHO DRAWN BY DATEV, WAMBEKE 6-30-04 APPROVED SCALE COOK—IBC11 NTS 12 4 1—\_... 010111irill %/Nip ail H I I r'" S4 ? r, \—D❑❑R 3068 MAND❑❑R ❑PTI❑N q . OPENING :y Y. Lad OPTIONAL FRONT ELEVATION N.T.S. NOTES FOR ❑PTI❑NAL FRONT ELEVATI❑NS 0 HALF TRUSS DESIGN BY OTHERS CI 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. �,L. WA!1,� ��"oF WASh � �� p�� �A� / WAMBEKE ENGINEERING ,,c'' k,1 1 ' A Daniel Warlbeke, P. E. spoken*,WA�99223 Tel 509-443-6186 Few 509-448-6582 e-ra0 deenbekebmncon to 6- f , FRONT ELEVATION PASS DOOR OPTION O BSTEit� - 's. TYPICAL POST FRAME BUILDINGS NAL�G=- COOK'S INC. STEEL BUILDINGS I EXPIRES 12-29-2007 I POST FALLS, IDAHO DRAWN BY DATE REV. WAMBEKE 6-30-04 COOK-IBC12 APPROVED SCALE NTS SEE DE3TAI L SPLIT SLIDER DOOR ❑PTI❑N OPTIONAL FRONT ELEVATION N,T,S, NOTES FOR ❑PTI❑NAL FRONT ELEVATI❑NS 0HALF 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 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. 0 DOUBLE 2' X 6' KINGP❑ST .441 N/fah w°f wW 4 �. � ► WAMBEKE ENGINEERING h � ',.�� Danl eU 5009--443-6 86 Fo,509-448-6502-a. . t (. FRONT ELEVATION SINGLE SLIDING DOOR OPTION 18067 TYPICAL POST FRAME BUILDINGS QCs COOK'S INC. STEEL BUILDINGS POST FALLS, IDAHO DRAWN BY EXPIRES 12-29-2007 WAMBEKE DATE REV. E 6-30-04 APPROVED SCALE COOK—IBC13 NTS • • sl ® s2 0 TYPICAL TRUSS BOTTOM CHORD BRACING N.T.S. NOTES FOR TRUSS BOTTOM CHORD BRACING 0 GABLE END TRUSS 0 DOUBLE INTERI❑R TRUSSES 0 2' X 4' X-BRACING @ 10,-0' ac., OR SPACING DICTATED BY TRUSS MANUFACTURER OVER RIDES THE 10'-0' O. C. SPACING 0 2' X 4' BOTTOM CHORD BRACING @ 10' 0' O.C. Of TOENAIL BRACES TO TRUSSES WITH 3 - lOd NAILS SHEATHING REQUIRMENTS THE FOLLOWING MINIMUM ROOF DIAPHRAGM REQUIREMENTS ARE NEEDED! * ROOF STEEL! 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 xl 1/2' AT BOTH SIDES OF EACH MAJOR RIB THE FOLLOWING MINIMUM ENDWALL DIAPHRAGM REQUIRMENTS ARE NEEDED' • ENDWALL STEED 29 GAUGE GRAND-RIB III, 36' WIDTH OR EQUIVALENT * FIELD SCREWS' 4110 x 1 1/2' @ 9' O.C. (NEXT TO HIGH RIB) �/d , * BASE GIRT, END TRUSS, AND DOOR HEADER SCREWS' #14 x 1 1/2' F L. Wit @ BOTH SIDES OF EACH MAJOR RIB. AO "t>,�2 w / DIAPHRAGM SCREWS .wr ofm`Eilp O l DIAPHRAGM SCREWS @ ENDWALL BASE GIRT ACROSS O18087 ENDWALL DOOR HEADERS & GABLE END TRUSS TOP CHORD, �'iISTER EAVE & RIDGE PURLINS ON ROOF "IONA1. EXPIRES 12-29-2007 DIAPHRAGM SCREWS) TYPICAL SCREW PATTERN, EXCEPT AS NOTED ABOVE STEEL SHEETING SCREW PATTERNS WAMBEKE ENGINEERING 2913 East 61st�p� Daniel WaMbeke, P. E. saoker+e,vA 992E3 N.T.S Teb 509-443-6186 Fox.509-448-6582 a-,,oB dwonbekeMonco.i TRUSS BOTTOM CHORD BRACING & WALL SHEETING TYPICAL POST FRAME BUILDINGS COOK'S INC. STEEL BUILDINGS POST FALLS, IDAHO DRAWN BY DATE REV. WAMBEKE 6-30-04 APPROVED SCALE COOK—IBC14 A NTS 1" 2 — 16c1 NAILS --- Ill kJ `—' 6', 8' OR —_ 10' POST a 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 TREATED POST 4 - 16o1 GALV, NAILS EACH GIRT Q ? •:::. • a O U El- 2' X 6' GIRT (FLAT) (U>- :::: GABLE END TRUSS TYPICAL GIRT CONNECTION 4.1-- W 8 - 16c NAILS titioF WAS k ��, AOggiiiiilL )11/W ,, /' V" 4 8 - 16cl NAILS Ado 18067 ,;� 2' X 6'' X 18' '� RRGISTER� �' BOLTING BLOCK CORNER POST `4'ONAL I EXPIRES 12-29-2007 I WAMBEKE ENGINEERING 8 - 16d NAILS Daniel Warlbeke, P. E, Spokenne WA Court Tel 309-443-6186 Fax.509-448-6582 e-nel dua,beke6ssn,con 2' X 6' X 18' P2913 GIRT CONNECTIONS, GABLE END TRUSS BOLTING BLOCK CONNECTION & POST LAMINATION DETAILS STANDARD POST FRAME BUILDING PLANS DETAIL 3 COOK'S INC. STEEL BUILDINGS TYP. GABLE END POST FALLS, IDAHO TRUSS CONNECTI❑N DRAWN BY DATE REV. USE BOLTING BLOCKS BELOW WAMBEKE 6-30-04 APPROVED SCALE COOK—IBC15 ALL CORNER COLUMN GIRTS NTS iiiiiiialkiroto 7:;4: Filikiiki INTERIOR OR GABLE END TRUSSES iiikOd NAILS 2 6' O.C. Od NAILS 2 6. O.C. ' X6' OR2' X8' ' X4' L-BRACE L-BRACE 11.0-7. 1 ►oM1 prpv VI TRUSS WEB MEMBER TRUSS WEB MEMBER SECTION B-B SFCTION R-R AT INTERIOR TRUSSES AT GABLE END TRUSS NOTE! 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 . WAsj ' 4 0 tii , /- , * !- 11/4 440640 c04 4'ONAL EXPIRES 12-29-2007 WAMBEKE ENGINEERING Daniel Wambeke, P. E. Ea,n.,VA t9 t Tel.509-443-6186 Fax.509-448-6582 rnaR draNxkebisn.con TRUSS WEB MEMBER BRACING ALTERNATIVE TYPICAL POST FRAME BUILDINGS COOK'S INC. STEEL BUILDINGS POST FALLS, IDAHO DRAWN BY DATE REV. WAMBEKE A-30-04 APPROVED SCALE COOK—IBC1 6 NTS • 24' TO 48' + ❑VERHANGh 1 LOWER GABLE END TRUSS X PURLIN DEPTH PURLINS 24' TO 48' OVERHANG-I b X ' FASCIA -L_. B❑ARD 2' X 4' BLOCK 2' X BL❑CKING NAIL TO TRUSS & PURLINS AS REQUIRED WITH 3 - 10d NAILS SIMPS❑N HURRICANE STRAP GABLE END TRUSS ON ALTERNATE PURLINS ENDWALL POST L SECTION @ OVERHANG e L „NJ,.0 WASy4 PLAN VIEW - 111 14/4'kr 1051 GABLE END OVERHANG 18067 t0 RFS STER���yC` -ZONAL EXPIRES 12-29-2007 WAMBEKE ENGINE8Eg1RING�qy. Daniel Wambeke, P. E. Tamar VAn99223t Ted 509-443-6186 Fax 509-448-6582 e-mail dvaMekeb,incnn GABLE END OVERHANG POST FRAME BUILDINGS COOK'S INC. STEEL BUILDINGS POST FALLS, IDAHO DRAWN BY DATE REV. WAMBEKE B-07-04 APPROVED SCALE GABLE.OVERHANG 3/16'•1'-0' Job Name: PO#5067-5 DOTSON Truss ID: T01 Qty: 2 BRG X-LOC REACT SIZE REQ'D TC 2x6 DFL 2400F-2.OE Designed per ANSI/TPI 1-2002 This design based on chord bracing applied 1 0- 2-12 3600 5.50" 3.58" BC, 2x6 DFL 2400F-2.OE • This design does not account for long term per the following schedule: 2 23- 9- 4 3600 5.50" 3.58" WEB 2x4 DFL STUD time dependent loading (creep). Building max o.c. from to BRG REQUIREMENTS shown are based ONLY Lumber shear allowables are per NDS. Designer must account for this. TC 24.00" 0- 0- 0 24- 0- 0 on the truss material at each bearing THIS DESIGN IS THE COMPOSITE RESULT OF Refer to Joint QC Detail Sheet for BC 120.00" 0- 0- 0 24- 0- 0 MAX DEFLECTION (span) : MULTIPLE LOAD CASES. Maximum Rotational Tolerance used UPLIFT REACTION(S) : L/815 IN MEM 7-8 (LIVE) IF HANGERS ARE INDICATED ON THIS DRAWING, IRC/IBCCg truss plate values are based on Support C&C Wind Non-Wind CR -0.35" -0.09"RCESTsu -0.43" T1-PLYEY RE NAILSNFOR MULTI-PLER NAILS Y andtANSI/TPland aand are reporroval as tedred in availableIBC 03 1 -515 lb 2 -515 lb CRITICAL MEMBER FORCES T2 -025.(1.1.)/ T111.(1.6.) 0.636I GIRDERS. IF 2.5" GUN NAILS ARE USED, THE documents such as ICBG #1607. This truss is designed using the 1-2 -6964((1.15))/ 1000(1.60) 2-3 -6964(1.15)/ 1000(1.60) 0.66 HANGERS MUST BE RE-EVALUATED (BY OTHERS). Loaded for 10 PSF non-concurrent BCLL. ASCE7-02 Wind Specification 3-4 -6964(1.15))/ 1000(1.60) 0.66 ASCE7-02 SNOW LOAD DESIGN CRITERIA: Loaded for 200 lb non-concurrent moving BCLL Bldg Enclosed = Yes, Importance Factor 0.87 , 4-5 -8251(1.15/ 1118(1.60) 0.63 Pg = 40 psf, Ce = 1.0, I = 1.0, Ct = 1.10 Truss Location = Not End Zone BC COMP.(DUR.)/ TENS.(OUR.) CSI Designed for a post-frame building Hurricane/Ocean Line - No , Exp Category = B 6-7 -987(1.60)/ 7654(1.15) 0.57 application. Bldg Length = 24.00 ft, Bdg Width = 24.00 ft 7-8 -591(1.60)/ 5138((1.15)) 0.38 Mean roof height = 14.25 ft, mph = 85 8-9 -591(1.60)/ 5138(1.15) 0.34 THE PURLINS IF SPECIFIED ON THE TPI Low Hazard, Dead Load = 3.6 psf 9-30 -987(((1.60)/ 76sa<1.1s o.s7 BOTTOM CHORD MAY NOT SUPPORT ANY Designed as Main Wind Force Resisting System WB COMP.(DUR.)/ TENS.(DUR.) CSI CEILING LOAD. THEY ARE FOR LATERAL and Components and Cladding 2-7 -2061(1.15)/ 322(1.60) 0.49 BRACING ONLY. THESE PURLINS ARE Tributary Area = 144 sqft 3-7 -261<((1.60>))/ 2157((1.15>) 0.72 43-9-9 -2061(1.15)/ 2157 1.15) 0.72 NOT REQUIRED IF A RIGID CEILING IS DIRECTLY ATTACHED. THE APPLIED CEILING LOAD MUST BE ATTACHED AT 34"O.C. MAX. 12-0-02 13 124-0-0 5 411::: 1 2 Fair- -4.00 - 1`1' �rr�`�74,0 ok � 61, N R 11 68 CO �f�1 )i_T" 3.4 34 �j 4-6-1 4-6-1 SHIP 4;4L+1111-44r � r � 9 4 6-12 6.12yC•,al$7f �� PIP- �Y Y7/ _ OT 1 411A1. YES;`` to,vm • 6-6 S=MX/6-12 I EXPIRES:01113/08 I 6-6 W:508 R:3600 508l PROP R:3600 U:-515 24-0-0 I U:-515 ��i . I NEk 4p I 6 7 8 9 10 It ., e7 • • ei Truswal S stems Plates are 2 P8ates see s shown by"18"(18 gait"H"(16.9a.)6pr"MX"(TWMX 21 ga.),positiongd per Joint D tails Report. 7/20/2005 • Circled plates and false frame posltlone as shown above. hl g le stud plates to avoid overlap with structural plates(or staple). WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: COOK ® This design is for an individual building component not truss system.It has been based on specifications provided by the component manufacturer WO: D ri ve_C_7393_L00006_J 00008 and done in accordance with the current versions of TPI and AFPA design standards.No responsibility is assumed for dimensional accuracy. Dimensionsare to be verified by the component manufacturer and/or building designer prior to fabncation.The building designer must ascertain that Dsgnr: CLP #LC = 49 WT: 167# the loads utilized on this design meet or exceed the loading imposed by the local building code and the particular application.The design assumes TC Live 40.00 psf Du rFacs L=1.15 P=1.15 '. TIMBERLINE that the top chord is laterally braced by me roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly Rep Mbr Bnd 1.00 attached,unless otherwise noted.Bracing shown is for lateral support of components members only to reduce buckling length.This component TC Dead 5.00 psf shall not be placed in any environment that will cause the moisture content of me wood to exceed 19%and/or cause connector plate corrosion. BC Live 0.00 psf Rep Mbr Comp 1.00 ����� TRUSS Fabricate,handle,install and brace this truss in accordance with'JOINT DETAILS'by Truswal,ANSI/TPI 1',5A/TCA 1'-Wood Truss Council Rep Mbr Tens 1.00 8525 North Freya Street Spokane, WA 95217 of America Standard Design Responsibilities,'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' BC Dead 5.00 psf 0.C.Spaci ng 6- 0- 0 {HIB-91)and'HIB-91 SUMMARY SHEET'by TPI.The Truss Plate Institute(TPI)is located at D'Onofrio Drive,Madison,Wisconsin 53719. Design Spec IBC-2003 TRUSPLUS 6.0 VER: T6.4.24The American Forest and Paper Association(AFPA)is located at 1111 19th Street,NW,Ste BOO,Washington,DC 20036. TOTAL 50.00 psf DEFL RATIO: L/240 TC: L/186 t prat Job Name: PO#5067-5 DOTSON Truss ID: T02 �. Qty: 2 BRG X-LOC REACT SIZE REQ'D TC 2x6 DFL 2400F-2.OE Designed per ANSI/TPI 1-2002 This design based on chord bracing applied 1 0- 2-12 3600 5.50" 3.58" BC 2x6 DFL 2400F-2.OE 'e This design does not account for long term per tfi8 fplloq;ing schedule: 2 23- 9- 4 3600 5.50" 3.58" WEB 2x4 DFL STUD `iYNf/ time dependent loading (creep). Building ., ,,mqx.o.c. from to BRG REQUIREMENTS shown are based ONLY GBL BLK 2x4 DFL STUD Designer must account for this. "SGC r ?..6.00" 0- 0- 0 24- 0- 0 on the truss material at each bearing Lumber shear allowables are per NDS. 4 Refer to Joint QC Detail Sheet for -BC 'a.! >" 34O.00" 0- 0- 0 24- 0- 0 MAX DEFLECTION (span) : THIS DESIGN IS THE COMPOSITE RESULT OF > Maximum Rotational Tolerance used UPEIFT R$1CsTTIQN(S) : L/815 IN MEM 7-8 (LIVE) MULTIPLE LOAD CASES. IRC/IBC truss plate values are based on 4„Supsori 1"'CC&&C.-Wind Non-Wind L= -0.35" D= -0.09" T= -0.43" IF HANGERS ARE INDICATED ON THIS DRAWING, "' testing and approval as requited by IBC 1703 CRITICAL MEMBER FORCES: (( THEY ARE BASED ON 1.5" HANGER NAILS FOR and ANSI/TPI and are reported:in available -i:2 -515 lb 1-2 -8251(1.15)/ T1118(1.60) 0 63 1-PLY AND 3" HANGER NAILS FOR MULTI-PLY ' documents such as ICBG#1607.` »This truss is designed using the 2-3 -6964(1.15)/ 1000(1.60) 0.66 GIRDERS. IF 2.5" GUN NAILS ARE USED, THE 1004 Loaded for 10 PSF non-concurrent BCLL. -ASCE7-02 Wind Specification 3-4 -6964(1.15)/ 1000(1.60)0.66 HANGERS MUST BE RE-EVALUATED (BY OTHERS). , Loaded for 200 lb non-concurrent moving BCLL 'Bldg Ehclosed = Yes, Importance Factor = 0.87 4-5 -8251(1.15)/ 1118(1.60)0.63 Gable horizontal studs are 2x 4 web material / ASCE7-02 SNOW LOAD DESIGN CRIT€RIA: ,.Truss Location = Not End Zone BC cOMP.(DUR.)/ TENS.(DUR.) csI spaced at 24.0" o.c. unless noted otherwise. Pg = 40 psf, Ce = 1.0, I = 1,0, Ct = 1.10 t_Hurricane/Ocean Line = No Exp Category = B 6-7 -987(1.60)/ 7654(1.15)0.57 [+] gable bracing required @ 42" intervals, - Bldg Length = 24.00 ft, Bldg Width = 24.00 ft 7-8 -591(1.60)/ 5138(1.15)0.38 if exposed to wind load applied to face. '-"Mean roof height = 14.25 ft, mph = 85 8-9 -591(1.60)/ 5138(1.15) 0.38 See "General Gable Details', CO02065035. ;,SPI Low HazardrDead Load = 3.6 psf 9-10 -987(1.60)/ 7654(1.15)0.57 Designed for a post-frame building THE PURLINS IF SPECIFIED ON THE ' esiggned-as;Maaa Wind Force Resisting System WB COMP.(DUR.)/ TENS.((DUR.) CSI application. BOTTOM CHORD MAY NOT SUPPORT ANY `and Components and Cladding 2-7 -2061(1.15>/ 322(1.60)0.49 CEILING LOAD. THEY ARE FOR LATERAL Tributary Area = 144 sqft 3-9 -261(((1.60)/ 2157((1.15))))0.72 0.72 BRACING ONLY. THESE PURLINS ARE 3-9 9 -2061(1 155)/ 2157(1.15)( 0.49 NOT REQUIRED IF A RICIb CEILING IS DIRECTLY ATTACHED. THE APPLIED CEILING LOAD MUST BE ATTACHED AT 34"O.C. MAX. - I1 12-0-0 2 0 0 2 I3 12-0-0 0-° 5 1 ,c1 4, -a�.00 h1`4, 1 i 1''•�°75 R6-8 ;�r''1 •`r ii 3-4 . 3-4 ' j '�' 4-6-1 461 •fiGtStB¢ t 6-12 > ie 6-12 f'C11141_ , u Y ` 0-6--1 1 0-s--1 I I 6-6 S=MX/6-12 ��-i�1:1 .TI(➢TrikTb7+3• 6-6 W:508 W 508 fO PR()+fikl U:-51530 U:3505 0 *4,1 I Net. U✓ I 6 7 24 8° 9 ]0 IN. _, 7 ct 63 TYPICAL PLATE:2-4 •r ' pfN ,aka PROVIDE DIAGRAMS AND ENGINEERING LAYOUTS FOR ROOF TRUSSES, BEAMS AND FLOOR SYSTEMS PRIOR TO FRAMING INSPECTIONS THIS BUILDING SUBJECT TO FIELD INSPECTION CORRECTIONS CITY COPY s REVIEWED FOR CODE COMPLIANCE SPOKANE VALLEYB LDIN DIVISION 1 PLANNING DEPT. APPROVED , . ----\ 1 , ' • I \ DATE: r • , 1 . , , ,...0.. , - --, , "PC);‘,A-"-t-`--• 1 -. r., , . ! i N , S. C ;) 5 , i r) -4-, ( NI I k •i) --2_ut . . 1 _ 1 S 0 ! _ _ B 0k. "k_ _ c, Si:. l_ 410 SIMPSON JOIST HANGER SIMPSON JOIST HANGER 6d NAIL e 10' O.C. / 2' X 6' BLOCKIN 2' X 6' OR 2' X 8' PURLIN 2' X 6' BLOCKIN 2' X 6' OR 2' X 8' PURLIN • ,/ x 51•01.-=1111111 2 I 2 CEJ �jl\ >E W \I = , f= INA a N-0_ �� / 'is W A PURLIN CONNECTION METHOD � A UFA '111111111111 16d NAIL a 6' O.C. >L4 A ' I' PURLINS WILL BE HUNG FROM in LEAN TO RAFTERS WITH STANDARD \ TOP g BOTTOM SIMPSON JOIST HANGERS OR ` \) ,��� 15 1/2'I 8 1/2' EQUAL, LAPPED OVER TOP OF RAFTER6NAILED TO2' X3' ` 1 2 - 2' X10' OR2' X12' 2' X8' 2' X10' OR2' X12' MAILERS WITH 3 - IOd NAILS VERTICAL MEMBERS - SEE CHART VERTICAL MEMBERS - SEE CHART 400r. .... ..i, 1 tt,S, SECTION A - A SECTION A - A 4 - 2' X __ DETAILS NOTES FOR LEAN TO CONNECTION DETAIL STANDARD RAFTER DETAILS l*Fil ©NOTCHAPOSTSDI IR2SSEACH SIDE TO • SIMPSON JOIST HANGER PROVIDE TRUSS SEAT. ,MR 2' X6; 2' X 6' OR 2' X 8' PURLIN `I Q TRUSS SUPPORT POST. SEE POST/FOOTING SCHEDULE. • ,; _ ©3/4' DIA. MACHINE BOLT illtJ Q 2' X 6' X 24' DF-L CONNECTION BLOCK. ��17i��\I` PROVIDE BLOCK EACH SIDE OF POST. l.i IIPROVIDE TWO BLOCKS FOR DOUBLE 2' X __ RAFTERSf©9 TYP. PURLIN, SEE FLOOR PLAN FOR SIZE 32, X 6, OR DF-L'GIRBTS 2AVE 24'GIRT O.C. wTYPICAL 8', 10' OR 12' BAYS > 6' X 6' FULL SIZE LEAN TO POST 6d NAIL e 10' O.C. ��`�j Q 16d NAILS 8 1/2' � 4E, k,e4ILEAN-TO RAFTERS - SEE CHART R SECTION A-A 1®2' X 3' PURLIN NAILER FOR PURLINS 2' X 8' 2' X 10' OR 2' X 12' Cip VERTICAL MEMBERS - SEE CHART OVER TOP OF RAFTER SPAN BAY�N LOA RAFTD �ERRASE E�SECTION CIIART RAFTER SECTION 1®PURLINS LAPPED OVER TOP OF RAFTER SPACE PSF OR NDDIATTON SIZE OR CDNBATION SECTION A - A � DI A'' n'' 3Q 2 - 2' x 2' x r BOX BEAM DETAILS N a '1aa 2 - 2' xB' • rxe• W 13'0'IN' ' 30 2-r % 1' 2' x1' 2 g' 8'' 40 2-2'X 8' 2.188'. 1r - ..• BUILDING SPECIFICATIONS: W n'0•is 0. 40 - 2'X 1' r X 10' GENERAL-ALL BUILDING CONSTRUCTION SHALL CONFORM TO THE 2003 EDIT1CN OF THE A.0'1?'0' 40 - - 2' x 10' 2'I8-1' INTERNATIONAL BUILDING CODE(IRC 2003),AND AU.STATE A LOCAL MIILDNG CODES.THESE Q a' 8' 0' 30 2- r x 10• r X 10' MPHR WINO SPEED EXP E TIONS MD PLANSII AND SEI 6 DESIGN R USE CATEOOORRY C.PIT LIME LOAD.IS t 90 W lO '10 ' 30 2-r % I' r X I' OESION LOADS-ROOF LL-30 OR 40 PSF ROOF DEAD LOM.3 PSF• i • a re fs (1. 30 2-r X 12' r % Ir CEIu1D LL.0 PSF CEILING DL=, PSF a. LA'' R'0' 40 2- r X 1' 2' X 10' •ROOF DI.ALLOWS FOR A MAXIMUM OF 3'TWC20IESS OF FIBEROIASS INSULATION. •1,WOMUM SOIL BEARING PRESSURE=2,000 PSF 0'0'Ia 0' 40 2 - 2' % 12' 2'X 12' MAXIMUM SOIL BEARING PRESSURE IS BASED ON SAND,SILTY SAND,CLAYEY SAND,SILTY Ip'0.Ir 0' 40 2 - r % 8' L 2-2' X 6' BOX r X 12' a r X 8' GRAVEL t CLAYEY GRAVEL OR BETTER SOILS.LESSER 308 CONDEMNS WILL REQUIRE RENEW p 2''8'0. 30 2-2'X 12'' 2' % 12' AND FOOTING SIZE ADJUSTMENT BY THE ENGINEER.N- p'&ID ' 30 2 - r X B't 2-r % 6'BOX r X lr a r X 8' CONCRETE-MINIMUM 28 DAY COMPRESSIVE STRENGTH ro=2.000 pN,4 SACK MIX FOR '1r' 30 2-r X 1'L 2 -r%6'BOX r X Ir a r X r FOOTNN R OS'CAST ACE CONCRETE CONSTRUCTION SHALL CONFORM TO ACI 318-92. O STRUCTURCONFORMTOADNO P': A Ir 'B'' 40 ,2-r %B' a 2 -r X 6' BOX r X Ir a r X r RILES.MAXIMUM MOISTURE CONTENT SHALL BE 19%BY WEIGHT.NAMING SHALL CONFORM TO ,y 0')0,' 40 2-2'x I' 1 2 -2' X 6' BOXr %Ir a 2' % 8' E WC FASTENING SCHEDULE SECTIONS CHAPTER 23 OF ppCO •yL?'a?'n• 40 2 - 2' 0 10' 1 2- 2' X 6' BOX 2 - 2'X 12' 2003.AU.NL NTSHALL - COATEDSTEELS UCOIE MOM.COPPER OR STAINLESS IrlCS SHALL CONFORM a'' R'0' 30 2 - 2' X 10' a 2 -r X 6' BOX 2' %12.a r X 1' TO THE REOUIREIEMTS OF AWPA STANDARDS C-id,C-22,C-23,C-24 t C-28.POSTS FOR 4''y0'D. 30 2-r X I' a 2 - r%6'BOX r X Ir a r X 10' BIIIS*ICS SMALL BE AS NOTED ON THE BANS.ALL POST MATERIALS SHALL IL HEM-FIR/2 ,4' re U?'a 30 ,2-2' 0 12' a 2-r X 6'BTG( 2-r % Ir OR BETTER,FULL DIMENSION AND GRADED BY 1W/PA ORADNO RULES.HARDWARE SHALL BC 4''e ' 40 2-2'%10' 1 2- 2'X 6' BOX 2- 2' X lr SIMPSON OR APPROVED EQUAL AU. OLTS SMALL CONFORM TO ASTM A307.METAL PANELS i. MAY BE DELTA RS SME,GALVANIZED OR PAINTED,29 GAUGE TMCIOESS,ASTM A653 `. a'a 1a' 40 ,2 - r X Ir a 2-r X 6'BOX 2- r X 1r DF-L at B STRUCTURAL QUALITY(SO).FY=80.0 Int.ROOF PANELS SHALL BE FASTENED TO PURLINS NS:'' 4'refY' 40 ,2-r 2'a X 12-2•x 6.1101(DFt BI 2-r X 1r DF-L B1 WITH PLATED.OASIETED 1 1/2'LONG METAL TO WOOD FASTENERS.WALL PANELS SHALL BE •••-%. - ' ,' % � 4 IA. 0' a' 30 2-r X 12' L.DFS.STRUCT. r X Ir DE-1. S,STRUCT. FASTENED TO GSR WITH PLATED.GASKETED 1'OR LONGER METAL TO W000 FASTENERS. ,$.' 0' 0'D' 30 2-r %Ira 2 -r% 6'BOX 2- r %]r a AN TIONS.BSTALLED AND FASTENED ACCORDNO TO THE YMIJFACTUREL'S RECOMMENDA JS''12'CY 30 2-r X Ir L 2-r X 6'BOx DF-L 6I 2 - r X 12' DF-L S.S. SOIL COMPACTIOII-ALL BAC161LLED SOL BENEATH FOOTINGS SHALL BE COMPACTED WITH A '' AIA'0' 8'0' 40 2- r X 12'a 2-2' x 6'MDC 2 -r X 12' DF-1. BI VIBRATORY COMPACTOR TO B51i OF THE PROCTOR DENSITY AS DETEINIPIED BY ASTM A1357. 1''L LA''I'O' 40 0-2.X12.a2-2.X6'BOx DF-Lss2-2'X 12'DF-L S.S. METHOD D. •s ,�1' it;wt.'O. 40 4-r x Ir a 2-r X 6'DOX DF-L K 2 -2' X Ir DF-L SS. .'1 LEAN-TO ADDITION TO POST FRAME BUILDING CONTINUOUS ROOF SLOPE ' ,L. w .:-.7.,:-....,�f...` KITES FIR FOOTING Df TAO NTS ` :�c,�ONAL REN 4 ; of was � ,,� WAMBEKE M B E K E E N G I N TREATED POSTS AS SIZED PER SCHEDULE iG'1 T• '7�`���(, A ,�� we 0, A E E R I N G apiiip ® r. 11� ^ 2913 East 61st Court ® CONCRETE m OBTAIN I. Q. /A I 0/ /� Daniel W a rn b e k e, P. E. Spokane, WA 99223 V L z _i Tell 509-443-6186 Fax' 509-448-6582 e-mail dwarlbekeerlsn,con ® UIDISTLRIED SOIL 4 9 7 4 •oSTANDARD LEAN—TO PLANS FOR POST FRAME BUILDINGS �• (' sr �O 18067i'� 8, 10, 12', 14' & 16' SPANS qZyc '�6 c NTEckv 30 PSF & 40 PSF ROOF LIVE LOAD 1 47 ONAL COOK'S STEEL BUILDINGS, INC. aIN WA 780 CECIL, SUITE 104 .� EXPIRES 12-29-2007 POST FALLS, IDAHO 83854 FOOTING DET�L DRAWN BY DATE DRAWING NO.' COOKLEAN2.IBC2003 REV, I lTj 2005 WAMBEKE 1-10-05 SCALDN.T.S. SHEET' 1 OF 1 F' i T — PROVIDE DIAGRAMS AND ENGINEERING LAYOUTS FOR ROOF TRUSSES, BEAMS AND FLOOR SYSTEMS PRIOR TO FRAMING INSPECTIONS CITY COPY THIS 'ILDING SUBJECT TO FIELD iNV�,. -_CT1ON CORRECT!-'N.= /� Sraane REVIEWED FOR CODE COMPLIANCE SPOKANE VALLEY BU DING (VISION (� 0 7