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2006, 06-01 Permit App 06002086 Pole BldgProject Number: 06002086 Inv: I Application THIS IS NOT A PERMIT Penalties will be assessed for commencing work without a permit Project Information: Permit Use: 30 X 30 POLE BULDING Setbacks: Front Left: Right: Rear: Site Information: Plat Key: 001630 Name: MIDWAY ADD Contact: Address: C -S -Z: Phone: Group Name: Project Name: Date: 6/1/2006 Page 1 of 2 COLLINS JR., ROBERT R. 7215 E 4TH AVE SPOKANE VALLEY, WA 99212 (509) 922-3193 District: Parcel Number: 35241.0720 SiteAddress: 7215 E 4TH AVE Location:: CSV Zoning: UR-7 Water District: Block: Urban Residential-7 Area: .00 Acres Lot: Owner: Name- COLLINS JR., ROBERT R Address: 7215 E 4TH AVE SPOKANE VALLEY, WA 99212 Hold: ❑ Width: 60 Depth: 126 Right Of Way (ft): 60 Nbr of Bldgs: 1 Nbr of Dwellings: 1 Review Information: Review Building Plan Review Released By: Originally Released: 6/1/2006 By: TMELBOU Landuse/Zoning/HE Conditions Released By: Sewer Review Permits: Originally Released: 6/1/2006 By: cjjanssen Released By: Operator: AMB Originally Released: 6/1/2006 By: amblake Printed By: AMB Print Date: 6/1/2006 Project Number: 06002086 Inv: I Application THIS IS NOT A PERMIT Penalties will be assessed for commencing work without a permit Contractor: OWNER Date: 6/1/2006 Page 2 of 2 Building Permit 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 OWNER 0 $8,000.00 0 $8,000.00 Item Description RESIDENTIAL PERMIT FEE ACCESSORY PLANS REVIEW WSBC SURCHARGE Notes. Totals: 0 $8,000.00 0 $8,000.00 Units Unit Desc 1 SELECT 1 SELECT 1 SELECT Permit Total Fees: Fee Amount $153.25 $38.31 $4.50 $196.06 CONTOL AREA FOR DRAINAGE MORITORIUM SEE MAPS FOR SPECIFICS Payment Summary:...W- Permit Type Building Permit Fee Amount Invoice Amount Amount Paid Amount Owine $196.06 $196.06 $0.00 $196.06 $196.06 $196.06 $0.00 $196.06 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: AMB Printed By: AMB Print Date: 6/1/2006 Project Number: 06002086 Inv: I Application THIS IS NOT A PERMIT Penalties will be assessed for commencing work without a permit Project Information: Permit Use: 30 X 30 POLE BULDING Setbacks: Front Left: Right: Rear: Site Information: uu.w Plat Key: 001630 Name: MIDWAY ADD Date: 6/1/2006 Page 1 of 2 Contact: COLLINS JR., ROBERT R. Address: 7215 E 4TH AVE C - S - Z: SPOKANE VALLEY, WA 99212 Phone: (509) 922-3193 Group Name: Project Name: District: Parcel Number: 35241.0720 SiteAddress: 7215 E 4TH AVE Location:: CSV Zoning: UR-7 Water District: Block: Urban Residential-7 Lot: Owner: Name: COLLINS JR., ROBERT R. Address: 7215 E 4TH AVE SPOKANE VALLEY, WA 99212 Hold: E Area: .00 Acres Width: 60 Depth: 126 Right Of Way (ft): 60 Nbr of Bldgs: 1 Nbr of Dwellings: 1 Review Information: . Review Building Plan Review Released By: Ttit. ( / 1 f e_i Landuse/Zoning/HE Conditions Sewer Review Permits: Released By: Originally Released: 6/1/2006 By: amblake Contractor: OWNER Operator: AMB Printed By: AMB Building Permit Firm: OWNER Phone: (000) 000-0000 Print Date: 6/1/2006 �.� Permit Center Spokane �7 ie Spokane Valley, WA 99206 it y (509)688-0036 FAX: (509)688-0037 Community Development www.spokanevallev.ora 11707 E Sprague Ave, Suite 106 Residential Construction Permit Application PERMIT NUMBER: d d$6, PERMIT FEE: n New Construction n Addition/Remodel n Other: Accessory Bldg Deck SITE ADDRESS 1215 E • `! T 14 ASSESSORS PARCEL NO: I • 0-7 7— 0 LEGAL DESCRIPTION: Building Owner: Name: RoSERT J (_O I likc J R Address: 72.1 5 E, 14 "(1, City: Si (`) l-ItN)E \JQ1I� StateW & Zip:CHZ[ Phone: (i zj ,3 I Q 2 Fax: Contact Pe/Ron Name: Phone: 7 I C - Lo 3 Describe the scope of work in detail: Contractor: pp II Name: ROB3 R Co!4lNSj , Address:72J 5 E 41 + City:OF 6 f, YE Jai lei state: yi � Zip:Qq Z<< Phone: q Z..2. . 1 q 3 Fax: Contractor Lic No: Exp Date: City Business Lic. No: • Cost of Project: $ IWO +- &OLD P- BMX 30 PDLE 8utLVJ b ,A.(E, **************The following MUST be complete: (write N/A if not applicable)********************** HEIGHT TO PEAK: DIMENSIONS o # OF STORIES:1_ TOTAL HABITABLE SPACE: NMAIN FLOOR TO SQ. FTG: 2Nu FLOOR SQ. FTG: i ` 1 ^- /SQt'C UNFIN BASEMENT SQ. FTG: t /A- IMPERVIS'SURFACE AREA: FINISHED BASEF T SQ. FTG: /V( GARAGE G:DECKICO C7 Q PATIO SQ. FTG: ICJ/it 30% SLOPES O PROPERTY: I� E......_ Q� # OF BEDROOI)ll • CON rON TYPE: HEATrSe :. SEWER OR ITC? SEW 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 riot 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 Method of Payment: ❑ Cash Bankcard #: Authorized Signature: REVISED 8/25/2005 ❑ Check ❑ Mastercard Expires: Date ❑ VISA VIN#: SC#6kCjle 11707 E Sprague Ave Suite 106 1 Spokane Valley WA 99206 509.921.1000 ♦ Fax 509.921.1008 ♦ cityhall@spokanevaliey.org Residential Plan Submittal Minimums ❑ Completed Building & Mechanical application with: Accurate address, Parcel Number and/or Legal Description, description of work, owner and contractor information, signature, and date. ❑ Two sets of plans including Site Plan, elevations, floor plans, foundation plans With details, roof plan, framing plans & details. ❑ Show the height of any proposed buildings or accessory structures. ❑ Floor plan for each floor. Dimension to scale (minimum 1/8'. and label each Room (including sq..footage of house and garage on plans) Show each level of existing house and square footage of any additions. ❑ All braced wall panel types: show locations and details of installation, including engineered design. ❑ Egress windows: Provide at least one window or exterior door approved for Emergency escape or rescue from a basement and in eve om for s ❑ 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 3 ( 7 ❑ Roof framing plan and details ❑ Furnace and hot water heater location. All header locations: type, size, and connections O Foundation plan O Insulation information 3" 7-d) se D _ V •••••••••11•111101.0 gef 1 PLANNING OPT. APPROVED DATE. 50b Co I tins 12.t5 e• 4114 SPbtake wei cictala- 1-)DNIC 11n-3193 Ceti lto-ON0 1. G A \fr 4-- Li" AVG http:.#www.spnkanecannty nrglpvbpadaliParcelPDF_aspx- Microsoft Internet Explorer rEN File Edit View Favorites Tools Help ",.D Search * Favorites Address 4M http://www.spokanecounty.org/pubpadal/Parce!PDF:aspx Favorites x 7 Add... Organize...,,... [ HEWLETT-PACKARD Recommend... en Links 41MSN.com NFuse Rado Station Guide A Assessor's Maps Look Up a Contractor, Electrician... A Spokane County Parcel Lookup IQDone �; e 261 % - L'i) 1.0707 5 I.0706 tit.V.�VJ� 60 6 lJ 3 1.0704 60 1.0703 g.0722 t1.0723 60 1.07I6 1.0718 15 16 - 17 18, 19'dr1 1.071. 7 1.0720 1.0719 60 60 60 60 60 -60 30 30 30 30 30 30 30 ,n 3 z -0 30 1.3426 1.3401 12 11 ID 9 08 7 6 5 4 2 33,11 x 16.46 in 1 of 1 N 1.0823 10 Use clap:Tonic forms is steaC o} paper 8 1.0824 60 30 30 60 60 60 ie r 1.0812 11 12 '41.0613 1.0811 60 ® 60 60 30.0S Internet<>'` rKIribor-1Zroso.ftout:. !- metaFromr-mesentat_„ http,r;o,v,swspokane... I" p i-711o't-ort7ri LLLS-ReizltsLand ._ A"1 Wednesday, Apr 19, 2006 09:24 AM Delivery Shiplist DATE 05/26/06 PAGE 1 REQ. QUOTE DATE / / ORDER # 0783-06 ORDER DATE 05/24/06 QUOTE # 0783-06 DELIVERY DATE 05/30/06 CUSTOMERACCT# 006 Bih'i'SSippt DATE OF INVOICE // CUSTOMER PO # ORDERED BY INVOICE # TERMS Cash SUPERINTENDENT SALES REP Glenn Beckland JOBSITE PHONE # SALES AREA HOUSE s 0 n T 0 JOB NAME: BOB COLLINS PLAN: ELEV: LOT# SUBDIV: JOB CATEGORY: 7215 E 4TH AVE SPOKANE VALLEY T O DELIVERY INSTRUCTIONS: SPECIAL INSTRUCTIONS: BUILDING DEPARTMENT DATE OVERHANG INFO HEEL HEIGHT 00-06-06 REQ. LAYOUTS REQ. ENGINEERING QUOTE JCL 05/10/06 END CUT RETURN NONE NONE LAYOUT / / PLUMB I GABLE STUDS 1 0 IN. OC CUTTING JCL 05/10/06 ROOF TRUSSES LOADING TCLL-TCDL-BCLL-BCDL _._ INFORMATION 40.0.7.0.0.0.10.0 STRESS NCR. I ROOF TRUSS SPACING:24.0 IN. O.C. (TYP.) PROFILE QTYI PITCH TYPE ID BASE SPAN 0/A SPAN LUMBER OVERHANG CANTILEVER STUB PLY TOP BOT TOP BOT LEFT RIGHT LEFT RIGHT LEFT RIGHT - _ 4 4.00 0.00 MOD. QUEEN A 30-00-00 30-00-00 2 X 6 2 X 6 _�, ,,.. 2 4.00 0.00 MOD. QUEEN Al 30-00-00 30-00-00 2 X 6 2 X 6 No back charges will be accepted by Coeur d'Alene Builder's Supply unless we have been given the opportunity to make any required corrections with our personnel. DO NOT CUT TRUSSES. Consult with Coeur d'Alene Builder's Supply before cutting or altering any truss. Coeur d'Alene Builder's Supply is not responsible for any alteration to trusses made at the jobsite without specific written approval from Coeur d'Alene Builder's Supply. Coeur d'Alene Builder's Supply is not responsible for any alteration to trusses made at the jobsite without specific written approval from Coeur d'Alene Builder's Supply. The above listed item have been received in good condition. (Exceptions Noted) Received by: Date: Exceptions: nahi MiTeke Re: 0783-06 BOB COLLINS MiTek Industries, Inc. 7777 Greenback Lane Suite 109 Citrus Heights, CA, 95610 Telephone 916/676-1900 Fax 916/676-1909 The truss drawing(s) referenced below have been prepared by MiTek Industries, Inc. under my direct supervision based on the parameters provided by Coeur D'Alene Bldrs Supply. Pages or sheets covered by this seal: R21390432 thru R21390433 My license renewal date for the state of Washington is August 1, 2006. Tingey, Palmer The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer, per ANSI/TPI-2002 Chapter 2. Job I russ I mss Type Uty Ply i BOB COLLINS 0783-08 A MOD. QUEEN 4 1 R21390432 coeur4'Alane Builderssuomv. caeureaeri.. ID triers.Inlll ____ Job Reference (optional) 5-10-8 5-10-6 6-1-14 10-5-4 4-6-12 3x4 = 15-0-0 15-0-0 4-6-12 5x8 = 4 10 9 5x6 = 3x10 = 19-6-12 4-6-12 21-10-2 24-1-8 4-6-12 8 3x4 = 30-0-0 30-0-0 5-108 age 1 Scale = 1:49.6 5x10 = 8-1-14 6-10-2 6-10-2 8-1-14 Plate Offsets (X,Y): 11:0-5-0,0-2-12].(7 LOADING (psf) TCLL 30.0 (Roof Snow=30.0) TCDL 5.0 BCLL 0.0 BCDL 1.0 0-5-0 0-2-12] SPACING 5-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress !nor NO Code IBC2003/TPI2002 C5I TC 0.66 BC 0.74 WB 0.78 (Matrix) DEFL in (loc) I/defl Vert(LL) -0.38 9 >929 Vert(TL) -0.49 8-9 >713 Horz(TL) 0.16 7 n/a lid 240 180 n/a PLATES GRIP MT20 220/195 Weight: 171 Ib LUMBER TOP CHORD 2 X 6 DF 1800F 1.5E BOT CHORD 2 X 6 DF 1800F 1.5E WEBS 2 X 4 DF Stud/Std BRACING TOP CHORD BOT CHORD WEBS JOINTS 2-0-0 oc purlins (2-9-11 max.). 6-0-0 oc bracing. 1 Row at midpt 3-9, 5-9 1 Brace at Jt(s): 4 REACTIONS (Ib/size) 1=2093/0-7-8, 7=2093/0-7-8 Max Horz1=-96(load case 6) Max Upliftl=-537(Ioad case 5), 7=-537(load case 6) Max Grav1=2919(load case 11), 7=2919(load case 12) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2 —6938/1298 2-12=-5800/1162, 3-12=-5669/1174, 3-4=4269/856, 4-5=-4269/856, 5-13=5669/1175, 6-13=5800/1163, 6-7=-6938/1300 BOT CHORD 1-11=1248/6321, 10-11=946/5034. 9-10=-946/5034, 8-9=-851/5034, 7-8=-1154/6321 WEBS 2-11=-1265/267,3-11=-168/964,3-9=2105/398, 4-64-357/1760, 5-9=-2105/399, 5-64-169/964,6-8=-1265/267 NOTES 1) Wind: ASCE 7-02; 85mph; h=16ft; TCDL=3.0psf; BCDL=0.6psf; Category I; Exp B; enclosed; MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip OOL=1.33. 2) TCLL: ASCE 7-02; Pf=30.0 psf (flat roof snow); Category I; Exp B; Partially Exp.; Ct= 1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed as per IBC Sect. 1605.3.1.1 Load reduction, for multiple live loads. 5) The bottom chord dead load shown is sufficient only to cover the truss weight itself and does not allow for any additional load to be added to the bottom chord. 6) Dead loads shown include weight of truss. Top chord dead load of 5.0 psf (or less) is not adequate for a shingle roof. Architect to verify adequacy of top chord dead load. 7) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 8) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard EXPIRES: 08-01-06 May 24,2006 WARNING - Verify design parameters are! READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MH-7473 BEFORE USE. Design valid for use only with Mirek connectors. This design is based only upon parameters shown. and Is for on individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additionol permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage. delivery, erection and bracing, consult ANSI/1PI1 Quality Crlteria, D$8.89 and BCSII Building Component Safely Information available from Truss Plate Institute. 583 D'Onofrio Drive, Madison, WI 53719, 7777 Greenback Lane Suite 109 Citrus Heights, CA, 95610��� ids MiTekt Job I russ I ruse Type Qty Ply BOB COLLINS R21390433 0783-06 Al MOD. QUEEN 2 1 Job Reference (optonal) 5-10-8 5-10-8 5x10 = 8-1-14 8-1-14 10-5-4 4-6-12 11 3x4 = 15-0-0 6-10-2 15-0-0 4-6-12 5x8 = 4 10 9 5x6 = 3x10 = 19-6.12 4-6-12 21-10-2 6-10-2 24-1-8 4-6-12 20 8 3x4 = 30.0-0 8-1-14 30-0-0 6-10-8 age Scale = 1:49.6 5x10 = Plate Offsets (X,Y): f1:0 5-0,0-2-121, [7:0-5-0,0-2-121, I15:0-1-8,0-0-121• (15:0-1-8,0-0-121 LOADING(psf) TCLL 30.0 TCDLSnoew30 000) BCLL 0.0 BCDL 1.0 SPACING 5-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Ina -NO Code IBC2003/TP12002 CSI TC 0.66 BC 0.74 WB 0.78 (Matrix) DEFL Vert(LL) Vert(TL) Horz(TL) in -0.38 -0.49 0.16 (loc) 9 8-9 7 1/defl >929 >713 n/a Ltd 240 180 n/a PLATES MT20 Weight: 191 Ib GRIP 220/195 LUMBER TOP CHORD 2 X 6 DF 1800F 1,5E BOT CHORD 2 X 6 DF 1800F 1.5E WEBS 2 X 4 DF Stud/Std BRACING TOP CHORD 2-0-0 oc purlins (2-9-11 max.). BOT CHORD 6-0-0 oc bracing. WEBS 1 Row at midpt 3-9, 5-9 JOINTS 1 Brace at Jt(s): 4 REACTIONS (Ib/size) 1=2093/0-7-8. 7=2093/0-7-8 Max Horz1=-107(load case 6) Max Upliftl=-634(load case 5), 7=-634(Ioad case 6) Max Grav1=2919(load case 11), 7=2919(load case 12) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=6938/1531, 2-19=-5800/1373, 3-19=-5669/1384, 3-4=-4269/1009, 4-5=-4269/1009, 5-20=-5669/1385, 6-20=-5800/1374 ,6-7=-6938/1533 BOT CHORD 1-11=1471/6321, 10-11-1122/5034, 9-10=-1122/5034, 8-9=1015/5034, 7-8=-1366/6321 WEBS 2-11=-1265/307, 3-11=-198/964, 3-9=2105/463,4-9=423/1760, 5-9=2105/463, 5-8=-199/964, 6-8=-1265/308 NOTES 1) Wind: ASCE 7-02; 90mph; h=left: TCDL=3.0psf; BCDL=0.6psf; Category!: Exp B; enclosed; MWFRS gable end zone; Lumber DOL=1.33 plate grip DOL=1.33. 2) TCLL: ASCE 7-02; Pf=30.0 psf (flat roof snow); Category I; Exp B; Partially Exp.; Ct= 1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed as per IBC Sect. 1605.3.1.1 Load reduction, for multiple live loads. 5) The bottom chord dead load shown is sufficient only to cover the truss weight itself and does not allow for any additional Toad to be added to the bottom chord. 6) Dead loads shown include weight of truss. Top chord dead load of 5.0 psf (or less) is not adequate for a shingle roof. Architect to veri adequacy of top chord dead load. 7) All plates are 2x4 MT20 unless otherwise indicated. 8) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 9) This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard EXPIRES: 0$-01-06 May 24,2006 I 4 .w, =w4-, r ,nnra,. WARNING. Verify design parameters and READ NOTES ON TIES AND INCLUDED MITER REFERENCE PAGE 5117473 BEFORE USE. Design valid for use only with MiTek connectors. This design is bused only upon porameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component b responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is R,e responsibillity of the erector. Additional permanent bracing of the overall structure b the responsibility of the building designer. For general guidance regarding fabrication. quality control, storage. delivery, erection and bracing, consult ANSI/TP11 Quality Criteria, D5B-89 and BCSI1 Building Component Safety Information available from Truss Plate Institute. 583 D'Onofno Drive. Madison, WI 53719, M..,3,»..n,.932.c,,,R-.. 1 7777 Greenback Lane Citrus HeighP. CA, 95610.alig Suite 109 MiTekm Symbols PLATE LOCATION AND ORIENTATION "Center plate on joint unless x, y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and securely seat. "For 4 x 2 orientation. locate plates 0-1na' from outside edge of truss. `This symbol indicates the required direction of slots in connector plates. "Plate location details available In MiTek 20/20 software or upon request. PLATE SIZE 4x4 The first dimension is the width perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING BEARING Indicated by symbol shown and/or by text in the bracing section of the output. Use T, I or Eliminator bracing if indicated. Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI1: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. 0 U O Numbering System 6-4-8 1 dimensions shown in ft-in-sixteenths 2 TOP CHORDS 3 CI-2 '.Ini 8 C6-7 C5.6 OTTOM CHORDS 7 6 JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. CONNECTOR PLATE CODE APPROVALS BOCA ICBO SBCCI 96-31, 95-43, 96-20-1, 96-67, 84-32 4922, 5243, 5363, 3907 9667, 9730, 9604B, 9511, 9432A 5 0 ee x 0 rL Mir MiTek® kinrin MITek Engineering Reference Sheet: MII-7473 General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See SCSI I. 2. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 3. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 4. Cut members to bear lightly against each other. 5. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPt1. 6. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI1. 7. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 8. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. 9. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 10. Plate type, size, orientation and location dimensions shown indicate minimum plating requirements. 11. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 12. Top chords must be sheathed or purlins provided at spacing shown on design. 13. Bottom chords require lateral bracing at 10 ft. spacing or less, if no ceiling is installed, unless otherwise noted. 14. Connections not shown are the responsibility of others. 15. Do not cut or alter truss member or plate without prior approval of a professional engineer. 16. Install and load vertically unless indicated otherwise. © 2004 MITek® DI* Cokttits �IZ1S E' 41 (',kt ok 5bt!oo \ al uX1 na-• Ipnvt.clu-319 3 Celt "llo -Io3to TREATED POST PURLIN CONNECTION METHODS! A). - 16d GALV. NAILS EACH GIRT 2" X 6" GIRT (FLAT) ti TYPICAL GIRT CONNECTION NOTES FOR FLOOR PLAN D INTERIOR FRAME WOOD POSTS, SEE POST SCHEDULE THIS SHEET GABLE WALL POSTS - 6" X 6' TYPICAL DOOR POSTS - 4" X 6" TYPICAL FOOTING DIMENSIONS, B + 1' 8"; D = 3' 0" MAXIMUM POST SPACING 12' 0" �3 PURLINS @ 24" O.C., BEARING OR JOIST HANGERS (TYPICAL) w rr w ti a Z'ZQ -' 1-4 cz A _JD =_j LK D "' 0- w • O-w •> o'> •o `DJ -' XJ 0 • Xw • Li. �-' N V) NV) 0.. D (Y)( V) () V) ,Vi rZ.4 a. J} Ce'- r a.0 • O a O •0 �X� ox• oNd. 'cif*" N w@1 V) D /� / SEE DETAIL 1 S SEE FDOTING/CDLUMN W �a 0 (U C SCHEDULE „„ir HBO SPANS 12' TO 60' B), C). ti DOUBLE TRUSSES w L7 DOUBLE TRUSSES ya SINGLE TRUSS Da 12 PLAN VIEW NOTES FOR SECTION A -A Si TYPICAL PURLIN, SEE FLOOR PLAN FOR SIZE S2 TRUSS DESIGN BY OTHERS 0 2' X 6' @ 24' O.C., 10' BAYS 2' X 6' @ 24' O.C., 12' BAYS DF-L #2 GIRTS FLAT @ 24' 0. C. CONCRETE FOOTING, SEE SCHEDULE EXTEND POST TO TOP OF PURLIN ROOF FASTENED TO PURLINS WITH 1 1/2' LONG WOODFAST TEKS. WALLS FASTENED TO GIRTS WITH 1' LONG WOODFAST TEKS. S4 S5 N.T.S. 5 PURLINS MAY BE HUNG OFF THE TRUSS TOP CHORD FACES W/ STANDARD SIMPSON JOIST HANGERS OR EQUAL. PURLINS MAY BE BUTTED AND NAILED W/(2) 16d NAILS INTO EACH PURLIN.: PURLINS MAY BE LAPPED AND NAILED W/(3) 16d NAILS ON CONNECTION METHODS 'B" AND "C", TOENAIL BACK SIDE OF PURLIN W/(1) 16d NAIL INTO EACH TOP CHORD MEMBER SEE DETAIL SEE FOOTING DETAIL BUILDING SECTION A -A N.T.S. 4I ``i�ir'� 12 1 1 i 20' 0" MAXIMUM i 43 `Vy/:7/`15/ �� y/ Ny/ �.�/`.0/`"47/`'47/`��/ -.ice ` 17/ •i SINGLE OVERHEAD DOOR OPTION FRONT ELEVATION N.T.S. NOTES FOR FRONT ELEVATION S1 HALF TRUSS DESIGN BY OTHERS SUPPORT PURLINS @ END TRUSS W/2" X 6' OR 2" X 8" STD JOIST HANGERS, LOWER TRUSS FOR END OVERHANG, IF REQ'D S2 2" X 10" HEADER S3 2" X 6' GIRTS @ 24" O.C., 10' BAYS, DF-L #2 2" X 6" GIRTS @ 24" ❑.C., 12' BAYS, DF-L #2 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 DETAIL 1 - TRUSS COLUMN CONNECTION, PURLIN SUPPORT N.T.S. 1" �u 1" NAILING PATTERN FOR POST LAMINATIONS NOTE: 2" X 6" LAMINATE MUST BE A TREATED MEMBER AND MUST EXTEND TO THE BOTTOM OF THE FOOTING. LAMINATE MAY BE SPLICED ABOVE MID HEIGHT OF COLUMN NOTES FOR FOOTING DETAIL S1 TREATED POSTS AS SIZED PER SCHEDULE 1�2 VIBRATE OR ROD CONCRETE TO OBTAIN FULL BEARING S3 UNDISTURBED S❑IL FOOTING DETAIL GABLE END TRUSS 8 - 16d NAILS 2' •X 6" X 18" BOLTING BLOCK 2' X 6' X 18' BOLTING BLOCK N.T.S. 8 - 16d NAILS CORNER POST - 16d NAILS DETAIL 3 TYP, GABLE END TRUSS CONNECTION USE BOLTING BLOCKS BELOW ALL CORNER COLUMN GIRTS NOTES FOR CONNECTION DETAIL 0 TRUSS TOP CHORDS TRUSS DESIGN BY TRUSS MANUFACTURER 0 PURLIN SUPPORT STRUT 2' X '4" X FULL DEPTH OF TOP CHORD PLUS PURLIN, NAIL PURLINS W/(3) 16d NAILS 0 NAIL STRUT TO TOP CHORD W/(3) 16d NAILS EACH SIDE, 0 MANUFACTURED TRUSS, NOTCH POSTS 1-1/2" EACH SIDE TO PROVIDE TRUSS SEAT, 0 WOOD POST, SEE P❑ST/FOOTING SCHEDULE. S6 4 - 40d GALV. NAILS IN PRE -DRILLED HOLES OR 3/4'0 MACHINE BOLT 0 S❑LID BLOCKING AT CONNECTION POINTS. S8 TYP, PURLIN, SEE FLOOR PLAN FOR SIZE 0 2" X 6" OR 2" X 8" TOP GIRT S1 4 - 16d NAILS OR 3/4'0 M. BOLT DOUBLE OVERHEAD DOOR OPTION OPTIONAL FRONT ELEVATION N.T.S. 12 4 SINGLE SLIDING DOOR OPTION OPTIONAL FRONT ELEVATION N.T.S. 12 4 �'` �410 00 ,i'i S3 3068 MANDOOR OPTION ci _: OPENING OPTIONAL FRONT ELEVATION N.T.S. SPLIT SLIDER DOOR OPTION OPTIONAL FRONT ELEVATION N.T.S. NOTES FOR OPTIONAL FRONT ELEVATIONS S1 HALF TRUSS DESIGN BY OTHERS S2 2" X 10" HEADER UP TO 12' 0" DOORS 2" X 12" HEADER UP TO 20' 0" DOORS 2" X 12" BACKED WITH 2" X 6' UP TO 24' 0" S3 2" X 6" HEADER S4 4" X 6' DOOR POST - 8' THRU 14' WALL HEIGHT W/ 2" X 6" FACER, 6" X 6' DOOR POST - 16' & 18' WALL HEIGHT V/ 2° X 8" FACER, S5 DOUBLE 2" X 6" KINGP❑ST NOTES FOR DETAIL 2- KNEEBRACE S1 TRUSS TOP CHORD, DESIGN BY OTHERS S2 TRUSS BOTTOM CHORD, DESIGN BY OTHERS S3 2" X 6" DF-L #2 EACH SIDE S4 WOOD POST, SEE POST/FOOTING SCHEDULE S5 4 - 16d ,GALV. NAILS, EACH SIDE 1). KNEE BRACE REQUIRED WHERE SHOWN ON ' POST/FOOTING SCHEDULE. BRACE NOT REQUIRED AT GABLE END TRUSSES. 2), ALTERNATE KNEE BRACE/POST AND TRUSS/POST CONNECTION = USE 3/410 THRU BOLTS, EACH LOCATION. KNEE BRACE N.T.S. BUILDING SPECIFICATIONS: GENERAL - ALL BUILDING CONSTRUCTION SHALL CONFORM TO THE 2003 EDITION OF THE INTERNATI01AL BUILDING CODE (IBC 2003), AND ALL STATE & LOCAL BUILDING CODES. THESE SPECIFICATIONS AND PLANS ARE INTENDED FOR USE IN 30 OR 40 PSF LIVE LOAD, 85 MPH WIND SPEED, EXPOSURE B AND SEISMIC DESIGN CATEGORY C. DESIGN LOADS - ROOF LL = 30 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. LESSER SOIL CONDITIONS WILL REQUIRE REVIEW AND FOOTING SIZE ADJUSTMENT BY THE ENGINEER. CONCRETE - MINIMUM 28 DAY COMPRESSIVE STRENGTH F'c = 2,000 psi, 4 SACK MIX FOR FOOTINGS. CAST IN PLACE CONCRETE CONSTRUCTION SHALL CONFORM TO ACI 318-99. WOOD - STRUCTURAL LUMBER SHALL CONFORM TO DF-L #2 OR BETTER BY WWPA GRADING RULES. MAXIMUM MOISTURE CONTENT SHALL BE 19% BY WEIGHT. NAILING SHALL CONFORM TO TABLE 2304.9.1 FASTENING SCHEDULE & OTHER APPROPRIATE SECTIONS OF CHAPTER 23 OF THE IBC. ALL NAILS INTO PRESERVATIVELY TREATED WOOD. SHALL BE HOT -DIPPED ZINC COATED GALVANIZED STEEL, SILICONE BRONZE, COPPER OR STAINLESS STEEL. CCA TREATED WOOD SHALL CONFORM TO THE REQUIREMENTS OF AWPA STANDARDS C-16, C-22, C-23, C-24 & C-28. POSTS FOR BUILDINGS SHALL BE AS NOTED ON THE PLANS. ALL POST MATERIALS SHALL BE HEM -FIR #2 OR BETTER, FULL DIMENSION AND GRADED BY WWPA GRADING RULES. HARDWARE SHALL BE SIMPSON OR APPROVED EQUAL. ALL BOLTS SHALL CONFORM TO ASTM A307. METAL PANELS MAY BE DELTA RIB STYLE, GALVANIZED OR PAINTED, 29 GAUGE THICKNESS, ASTM A653 STRUCTURAL QUALITY (SQ), Fy = 80.0 ksi. ROOF PANELS SHALL BE FASTENED TO PURLINS WITH PLATED, GASKETED 1 1/2" LONG METAL TO WOOD FASTENERS. WALL PANELS SHALL BE FASTENED TO GIRTS WITH PLATED, GASKETED 1" OR LONGER METAL TO WOOD FASTENERS. PANELS SHALL BE INSTALLED AND FASTENED ACCORDING TO THE MANUFACTURER'S RECOMMENDATIONS. SOIL COMPACTION - ALL BACKFILLED SOIL BENEATH FOOTINGS SHALL BE COMPACTED WITH A VIBRATORY COMPACTOR TO 95% OF THE PROCTOR DENSITY AS DETERMINED BY ASTM A1557, METHOD D. TRUSSES SHALL BE DESIGNED BY AND BEAR THE SEAL OF AN ENGINEER REGISTERED TO PRACTICE IN THE STATE OF WASHINGTON. TRUSS LOADING: TOP CHORD LIVE LOAD = 30 PSF TOP CHORD DEAD LOAD = 5 PSF BOTTOM CHORD DEAD LOAD = 1 PSF TRUSS WEB BRACING INTERIOR OR GABLE END TRUSSES NOTES FOR TRUSS WEB BRACING TRUSS DIAGRAMS WILL OFTEN REQUIRE WEB MEMBER BRACING, WHICH IS SHOWN ON TRUSS DRAWINGS PIS THE METHOD OF TRUSS WEB BRACING SHOWN ABOVE REPLACES 1" X 4" OR 2" X 4" WEB MEMBER BRACING FOLLOW THESE INSTRUCTIONS FOR ALL WEB MEMBER BRACING TO REPLACE "RAT -RUN" WEB l0d NAILS @ 6" O.C. Od NAILS @ 6' O.C. " X 6" OR 2" X 8" " X 4" L-BRACE L-BRACE TRUSS WEB MEMBER TRUSS WEB MEMBER SECTION B-B SECTION B-B AT INTERIOR TRUSSES AT GABLE END TRUSS S2 TYPICAL TRUSS BOTTOM CHORD BRACING NOTES FOR TRUSS BOTTOM CHORD BRACING N.T.S. Si GABLE END TRUSS 0 DOUBLE INTERIOR TRUSSES 0 2" X 4" X-BRACING @ 10' 0" O.C. 0 2" X 4" BOTTOM CHORD BRACING @ 10'-0" ❑.C. OR, AS SPECIFIED BY TRUSS MANUFACTURER 0 TOENAIL BRACES TO TRUSSES WITH 3 - 10d NAILS OVERHEAD DOOR OPENING SLIDING DOOR OPENING TYPICAL SIDE ELEVATION NOTES FOR SIDE ELEVATION S1 2" X 8" HEADER 0 2" X 10" HEADER FOR 10' & 12' SLIDING DOORS 2" X 8" HEADER FOR 8' & SMALLER SLIDING DOORS N.T.S. POST/FOOTING SCHEDULE 30' 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" 26" 3'-0" NO 0.41 0.41 0.41 10'-0" 10'-O" 10'-0" 12'-0" 6" X 6" 6" X 6" W/2" X 6" 26" 3'-0" 3'-0" NO 26" NO 10%0" 14'-0" 6" X 6" W/2" X 6" 26" 3'-0" 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" 3'-0" NO 0.41 0.41 10'-0" 20'-0" 6" X 8" W2" X 6" 26" 3'-0" NO 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 1 6'-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 1 6'-0". ABOVE 16' WALL HEIGHT, FOOTINGS SHALL BE 24"0 X 3'-4" DEEP. 4. ABOVE FOOTING DESIGNS ARE FOR POST FRAME BUILDINGS WITH CONCRETE FLOORS (CONTRAINED POSTS). IF BUILDINGS WILL NOT HAVE CONCRETE FLOORS, INCREASE FOOTING DIAMETER X 2" & FOOTING DEPTH X 4". SHEATHING REQUIRMENT$ 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' 0.C. (NEXT TO HIGH RIB) • EAVE AND RIDGE PURLIN SCREWS! #14 xl 1/2' AT BOTH SIDES OF EACH MAJOR RIB THE FOLLOWING MINIMUM ENDWALL DIAPHRAGM REQUIRMENTS ARE NEEDED! • ENDWALL STEEL, 29 GAUGE GRAND -RIB III, 36' WIDTH OR EQUIVALENT x FIELD SCREWS, #10 x 1 1/2' @ 9' 0.C. (NEXT TO HIGH RIB) x BASE GIRT, END TRUSS, AND DOOR HEADER SCREWS! #14 x 1 1/2' @ BOTH SIDES. OF EACH MAJOR RIB. DIAPHRAGM SCREWS DIAPHRAGM SCREWS @ ENDWALL BASE GIRT ACROSS ENDWALL DOOR PURLINS ON ROOF END TRUSS TOP CHORD, DIAPHRAGM I ED ABOSCREWS) TYPICAL SCREW PATTERN, EXCEPT AS STEEL, SHEETING SCREW PATTERNS Daniel Warnbeke, P. E. N.T.S EXPIRES 12/29/07 WAMBEKE ENGINEERING 2913 E. 61st Court Spokane, WA 99223. Telephone! 509-443-6186 Fax! 509-448-6582 a -Malt dwargbeke@risn.cor, LAYOUT, STRUCTURAL DETAILS AND SPECIFICATIONS 30' SPAN POST FRAME BUILDINGS 30 & 40 PSF LIVE LOAD ROBERT --COLLINS SPOKANE VALLEY, WASHINGTON 99206 BY DRAWN WAMBEKE DATE DRAWING NO,' REV. CHECKED REV BY DATE DESCRIPTION OF CHANGE PROJECT NO. 5-20-06 COLLINS.IBC2003-30 2006 SCALE' N.T.S. SHEET, 1 OF 1 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 op 7..,E REVIEWED FOR CODE COMPLIANCE SPOKANE VALLEY GUI IN . DIVISION M �2 3