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2007, 09-24 Permit App: 07003640 ResidenceProject Number: 07003640 Inv: I Application THIS IS NOT A PERMIT Penalties will be assessed for commencing work without a permit Date: 9/24/2007 Page 1 of 3 Project Information: Permit Use: NEW SFR -SEWER Contact: VIKING CONSTRUCTION INC Address: 2605 W HAYDEN AVE C - S - Z: HAYDEN, ID 83835 Setbacks: Front Left: Right: Rear: Phone: (208) 762-9106 Group Name: Site Information: Project Name: Plat Key: Name: Range District: East Parcel Number: 55074.3308 SiteAddress: 2207 N EDEN RD Location:: CSV Block: Lot: Owner: Name: VIKING CONSTRUCTION, INC Address: 2605 W HAYDEN AVE HAYDEN LAKE, ID 83835 Zoning: UR -3.5 Urban Residential 3.5 Water District: 134 CONSOLIDATED ID #19 Hold: ❑ Area: .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 Released By: Driveway/Approach Originally Released: 9/24/2007 By: TMELBOU Released By: Originally Released: 9/24/2007 By: jdavis Landuse/Zoning/HE Conditions Released By: Sewer Review Permits: Originally Released: 9/24/2007 By: mharnois Released By: Operator: jmm Printed By: JD Print Date: 9/24/2007 Project Number: 07003640 Inv: I Application THIS IS NOT A PERMIT Penalties will be assessed for commencing work without a permit Date: 9/24/2007 Page 2 of 3 Contractor: VIKING CONSTRUCTION Address: 2605 W. HAYDEN AVE HAYDEN, ID 83835 Item Description APPROACH -CONST IN ROW Contractor: VIKING CONSTRUCTION Address: 2605 W. HAYDEN AVE HAYDEN, ID 83835 Description Gr Type 1 &2 FAMILY R-3 VB 2ND FLOOR R-3 VB GARAGE U-1 VB Item Description RESIDENTIAL PERMIT FEE WSBC SURCHARGE SF PLNS RVW < 7999 SQ FT Notes Contractor: VIKING CONSTRUCTION Address: 2605 W. HAYDEN AVE HAYDEN, ID 83835 Item Description GAS WATER HEATER GAS APPLIANCE<=100,000BTU GAS PIPING VENTILATING FANS HOOD -TYPE II Approach Firm: VIKING CONSTRUCTION Phone: (208) 762-9106 Units Unit Desc 1 NUMBER OF Fee Amount $50.00 Permit Total Fees: $50.00 Building Permit Firm: VIKING CONSTRUCTION Phone: (208) 762-9106 This Application: Total Project: Sci Ft Valuation S i Ft Valuation 1,160 $105,977.60 1,160 $105,977.60 1,602 $119,637.36 1,602 $119,637.36 442 $8,398.00 442 $8,398.00 Totals: 3,204 $234,012.96 3,204 $234,012.96 Units 1 1 1 Unit Desc SELECT SELECT SELECT Permit Total Fees: Mechanical Permit Fee Amount $1,749.75 $4.50 $699.90 $2,454.15 Firm: VIKING CONSTRUCTION Phone: (208) 762-9106 Units Unit Desc 1 NUMBER OF 1 NUMBER OF 4 # OF UNITS 4 NUMBER OF 1 NUMBER OF Operator: jmm Printed By: JD Fee Amount $10.00 $12.00 $4.00 $40.00 $10.00 Permit Total Fees: $76.00 Print Date: 9/24/2007 ProjectrNumberi 07003640 Inv: I Application THIS IS NOT A PERMIT Penalties will be assessed for commencing work without a permit Date: 9/24/2007 Contractor: VIKING CONSTRUCTION Address: 2605 W. HAYDEN AVE HAYDEN, ID 83835 Item Description TOILETS/BIDETS SINKS SHOWERS TUBS DISH WASHERS GARBAGE DISPOSAL CLOTHES WASHER MISCELLANEOUS FIXTURES Notes: Payment Summary: Permit Type Approach Building Permit Mechanical Permit Plumbing Permit Plumbing Permit Units 3 5 2 2 1 1 1 3 Fee Amount $50.00 $2,454.15 $76.00 $108.00 Page 3 of 3 Firm: VIKING CONSTRUCTION Phone: (208) 762-9106 Unit Desc NUMBER OF NUMBER OF NUMBER OF NUMBER OF NUMBER OF NUMBER OF NUMBER OF NUMBER OF Permit Total Fees: Invoice Amount $50.00 $2,454.15 $76.00 $108.00 Fee Amount $18.00 $30.00 $12.00 $12.00 $6.00 $6.00 $6.00 $18.00 Amount Paid $0.00 $0.00 $0.00 $0.00 $108.00 Amount Owing $50.00 $2,454.15 $76.00 $108.00 $2,688.15 $2,688.15 $0.00 $2,688.15 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: JD Print Date: 9/24/2007 Spokane Valley- Community lley Community Development RECEIVED BY Permit Center CITY OF SPOKANE VALLEY i 1703 E Spraeue Ave. quite B-3 SEP 13 200 Spokane Valley. WA 99206 (509)688-0036 FAX: (509108-F, MIT CENTER ww.snokanevallev.ora BY Residential Construction Permit Application PERMIT NUMBER: 3 Cr 'I© PERMIT FEE: VjNew Construction ❑ Accessory Bldg Addition /Remodel I I Deck Li Other: SITE ADDRESS: 2-2-07 E.b ti KL!f10 ASSESSORS Pf_EL NO: 5 c U ` C u3 LEGAL DESCRIPTION: Building Owner: DIMENSIONS: 472 X git" # OF STORIES: ? r Wo t 2) UNFIN BASEMENT SQ. FTG: Al Name: V do r\c MAIN FLOOR TO SQ. FTG:NMD® i -)14 Name: Xi Ni L e)Le\C. GAR • - - 0. FTG:D yli�.6tFT 0 K/CO' . - ATIO SQ. FTG: /i h City: State: Address: D uoc ` `j Uf C , _.am,, City: 1 p �Q pyo City Business Lic. No: tate: �- Zip:E3835- Phone: Fax: Contact Person Name: Phone: Describe the scope of work in detail: lbl 9) B4 SiDnfdato9s Contractor: DIMENSIONS: 472 X git" # OF STORIES: ? r Wo t 2) UNFIN BASEMENT SQ. FTG: Al Name: V do r\c MAIN FLOOR TO SQ. FTG:NMD® i -)14 2"u FLOOR SQ. FTG: /�ObZ r7 ve` Address: GAR • - - 0. FTG:D yli�.6tFT 0 K/CO' . - ATIO SQ. FTG: /i h City: State: Zip: LPhone: Fax: VIIt_tNC 61 Exp Date: City Business Lic. No: Cost of Project: $ kin Proposed Use: **************The following MUST be complete: (write N/A if not applicable)*;:*.**********J:**%** *:: HEIGHT TO PEAK: 2g /Vy " DIMENSIONS: 472 X git" # OF STORIES: ? r Wo t 2) UNFIN BASEMENT SQ. FTG: Al TOTAL HABITABLE SPACE: 2 -7C.02 -,FT e l< -- IMPERVIOUS SURFACE AREA: 171P -/SFr. MAIN FLOOR TO SQ. FTG:NMD® i -)14 2"u FLOOR SQ. FTG: /�ObZ r7 ve` FINISHED BASE VIENT SQ. FTG: N let GAR • - - 0. FTG:D yli�.6tFT 0 K/CO' . - ATIO SQ. FTG: /i h 30% SLOPES ON PROPERTY: NO # OF BEDROOI IS: roup- lUl CON RU ION TYPE: COPIve,Arn oy\ fri_ HEAT SOU CE: rCQLCLt%i(tL. SEWER OR SEPTIC? 5E 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 pi ape, ty owr..,r 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 r_ qulred to be submitted, and subsequently approved before this application can be processed. SV -I U T + Method of Payment: ❑ Cash Eankcard #: Authorized Signature: REVISED 2/15/07 ❑ Check Ltiltr•Ci DATE : g 113 1 0-1 ❑ Mastercard Expires: ❑ VISA t RECEN BA BEY gPermit Center�,� �F U 1 3 " "' `" 11703 E Sprasue Ave, Suite B-3 ti7Qka e . Spokane Valley, \VA 99206l.1l (509)658-0036 FAX -(509)6884 ..NI GE Community Development wttw.snokanevallev ore Mechanical Permit Application PERMIT NUMBER: PERMIT FEE: ommercial Residential SITE ADDRESS: Building Owner -- Name: x iNI k ',. Phone: t Fax Address:Zi vh tom), V� 'u1 i�.- City � State: -5 -, pE-� ,„5 Contractor Nance: Phrne - Fax' Address: City. State: Zip: License No' - City Business Lie Contact Naive: Phone: DESCRIPTION OF WORK # OF UNITS FUEL BURNING APPI.IANCE • FUEL BURNING APPLIANCE Equal to ct .,ss than 100,000 More than 100,000 X X 3 UNLISTED APPLIANCE (Additional Fee) Equal to or less than 400,000 X UNLISTED APPLIANCE (Additional Fee) More than 400,000 X 5 6 7 8 9 10 11 USED APPI.IANCE (WSEC min. AFUE rating) Equal to or less than 400,000 USED APPI IANCE (WSEC min. AFIJE rating) More than 400,000 BOILER/REFRIGERATION X X COST $12.00 $15.00 $50.00 $100.00 $50.00 $100.00 TOTAL AMOUNT 1-100M BTU X $12.00 BOILER/REFRIGERATION 101-500M BTU X BOILER/REFRIGERATION BOILER/REFRIGERATION 501 - 1,000M BTU X ,501 - 1,750M BTU BOILER/REFRIGERATION 12 13 GAS LOG, GAS INSERT, GAS FIREPLACE RANGE Moi than 1,750M BTU 14 DRYER X X X $20.00 825.00 $35.00 860.00 $10.00 15 16 17 18 FUEL BURNING WATER HEATER MISC. FUEL BURNING APPLIANCE X X X X $10.00 $10.00 $10.00 $10.00 GAS PIPING (each outlet) DUCT SYSTEMS 3N X $1.00 $10.00 19 VENTILATING FANS 4 X $10.00 20 AIR HANDLER (DOES NOT include ducting) Equal to or less Char 10 000 CFM 21 AIR HANDLER (DOES NOT include ducting) __ reatar than 10.000 CFM 22 EVAPORATIVE COOLERS 23 TYPE I HOOD X X X X $12.00 $15.00 $10.00 $50.00 24 TYPE II HOOD X $10.00 25 HEAT PUMP/AIR CONDITIONER 0-3 TON X $12.00 26 AIR CONDITIONER 4-15 TON 27 28 AIR CONDITIONER AIR CONDITIONER 15-30 TON 30-50 TON X X X $20.00 $25.00 $35.00 29 AIR CONDITIONER 30 LPG STORAGE TANK 31 WOOD OR PELLET STOVE/INSERT More that, 50 TON X X 860.00 $10.00 = $10.00 32 33 34 35 WOOD STOVE - FREE STANDING REPAIR & ADDITIONS VENTILATION SYSTEMS VENTILATION MECHANICAL EXHAUST 38 37 INCINERATOR - RESIDENCE INCINERATOR - COMMERCIAL METHOD OF PAYMENT: X $?5.00 X 815.00 X 512.00 X $12.00 X 519.60 X 522.00 DCASH D CHECK D VISA DMC GARD #: AUTHORIZED SIGNATURE: REVISED 8126/05 EXPIRES. SUBTOTAL PROCESSING FEE $ 35.00 TOTAL PERMIT FEE DUE: Sfiolane Permit Center 11703 E Sprague Ave, Stu'? Spokane Valley, WA 9920.5 Ge141 Cler(509)68E-0036 FAX: (509 www.snokimcvallev Community Development Plumbing Permit Application pi ENE" 10 cvr 1-1 sp 0140E V Al - 7.(10 SE? B1: [11 Commercial PERMIT NUMBER: PERMIT FEE: Residential SITE ADDRESS: Building Owner Name: VAL., , Plionc: 11(')- Fax: . - ... Address: - -City State: Zip:, , . ..._ ...._ ' Contractor Fax. Address: . , State. Zip: License No: CI“; Rtisi'leqs I.:c' ,A,Ititiel Fame: Plume, DESCRIPTION OF WORK g OF UNITS X COST TOTAL AMOUNT 1 TOILETS W.E0 t;LOSE1, EIDEL:., ) X $6.00 2 URINALS X $6,00 3 TUBS. c" X $6.00 4 SHOWERS (PER TRAP) BATH, STALL, ON -ITE BUILT -, a- X 66.00 5 SINKS LAVS/BAINS:BAR, FLn:OR, K11- HE', LAUNDRY. UTILITY, JAKITOR, P1 AC X-RAY, FOOD, PILI'/CULINARY MEAT r....... 3 X 66.00 DISHWASHER 1x $6.00 7 CLOTHES WASHER . , 1 X $6.00 GARBAGE DISPOSAL X 66.00 9 WATER SOFTENER X 66.00 10 ELECTRIC HOT WATER TANK NOTE: IF G.,,3, -',:: - 177.HANILAL X 96.00 11 FLOOR DRAINS ARE,. Ci I :Or.:P4SATE X $6.00 12 ROOF DRAINS/OVERFLOW DRAINS X $6.00 13 FOUNTAINS, DRINKING $6.00 14 WATER PIPING/DRAIN-IN WASTE, VENT, PLUMBING, REVEP,SAL NSTALI ATION. ,LTERATION, REPAIR. REVERSALS X $6.00 15 SEWAGE EJECTOR GRINDER, SUMP PUMP X $6.00 16 WATER USING DEVICE,T.Ft,LIER. ICE AN/OFEE MAKER, HOSE 13113, PROCIFfE. CARE(' NA1OR, SWAMP CC.,01 TR X $6.00 17 CROSS CONNECTION DEVICE VACUUM r3S)'At-'.-„R ..1-1ECK VALtIE AND R.P.B.P.D. FOR: ‘,ATS, TAF -.NS. BOILERS X 96.00 18 INTERCEPTORS GREASE TRAP, SAND TRAP, CHEMICAL HOLDING TANK X 96.00 = 19 MEDICAL GAS (per outlet NITRO)JS, OXYGEN X 66.00 20 MISCELLANEOUS PLUMBING FIXTURE ,, 66.00 21 PRIVATE SEWAGE DISPOSAUSYS X $20.00 22 INDUSTRIAL WASTE INTERCEPTOR X 615.00 METHOD OF PAYMENT: SUBTOTAL DCASH D CHECK 0 VISA 0 MC E;-P'I' !,-: PROCESSING FEE 635.00 Card# TOTAL PERMIT FEE DUE: AUTHORIZED SIGNATURE: REVISED 8126/05 03, OFI po.tiarie Valley. Con-nunity Development Permit Center RECEIVED B‘c " °117;11; - PER NUMBER: 1 1703 E Sprague Ave, Spokane Valley, 99206 StliGIV (509)688-0036 FAX: (509)688-003 www.spokanevallev.orP G KIER PERMIT FEE: Approach Permit Application PROJECT ADDRESS ?-a START DATE. ANTICIPATED COMPLETION DATE Building Owner: Contractor: Name: \tif Addr.e5s: ft tr, City: 102y) • State: I -1' Zip: Phone: 17ax: Contact: Person Name: Phone: PROJECT DESCRIPTION (Provide site skrtc1-9 Residential Driveway Exist'ulg Curb & Gutter Culvert Installation Other Conditions Address: City: State: Zip: Phone: Fax: . E .ontrartor Likncv:xp Date:ib,A0 6-1 City Business Lic. No: Cornrnercial/Ind0strial Driveway Rural Road Section, Sidewalk Repair/Construction Bon(1/Insurance ccrtificatioii must be on file wit: v. DISCLAIMER The permittee verifies, acknowledges and agrees by their signatures that. 1) If 'ins permit is for construction of or on a dwelling, the dwelling, is/will be, served by potable water. 2) Ownersh'i, :-•,•• 1:W Gin: of Spokane Valley -Permit inure to the property owner. 3) The signatory is the property owner or has permission to represcn- the property owner in this transaction. 4) All construction is to be clone 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 nor a permit or approval for any violation of federal, state or local laws, codes or ordinances. 6) Plans or additional information MD' he rer;uired to he submitted, and subsequently approved before this application can be processed. Signature Method of Payment,' Cash Check 13ankcard #: uthorized Signature: REVISED 30f56 Date /I 3/C-7 Ell Mastercard 1: VISA Epici: VIN#: WINDSOR SITE PLAN SCALE: 1" = 20' - 0" LOT AREA: 7368 SQ. FT. LOT 8 BLOCK 1 SONATA SPRINGS SPOKANE VALLEY, WA. 67.00' PROPERTY LINE PROPERTY LINE 12'-0" 40'-0" 15'-0" 00 MIN. SIDE YARD SETBACK LINE 20' MIN. REAR YARD SETBACK LINE PROPOSED TWO STORY SINGLE-FAMILY-RE-SIDENCE CONCRETE PORCH & SIDEWALK 1602 SQ. FT. 1.7% OF LOT z a 110.08'; PROPERTY LINE N 0 W AT=R 10' UTILITY EASEMENT LI 13' BORDER EASEMENT L IDEWALK' This site plan is being submitted for the purpose of obtaining a building permit and is a true and correct representaion of the propsal. All known property line/dimensions, curb lines, structures and easements have been identified. Also indicated are wetlands, bodies of water, steep slopes or other critical areas. Signed: Jean Kipkart Date: 09/1 2/07 PLANNING DEPT. APPROVED BY: Z- LL DATE: 9/72°) 7 SLISENKO 2x6 TOP PLATE JOINTS LAPPED MINIMUM 48" 4 FULL SURFACE GLUED AND HAILED WITH 10d 6'o.c. WHILE GLUE WET GLUE OUTSIDE 2x6 TRIM STUD TO EDGE OF VERTICAL 2x12 AND NAIL WITH I0d • 6'o.c. WHILE GLUE WET RILL SURFACE GLUE ALL VERTICAL 2xI2'e TO LAPPED HEADER (WITH BRUSH OR ROLLER) AND NAIL WITH 10d • 4"o.c. EJU. WHILE GLUE WET VERTICAL FLAT 2xI2 (TYPICAL AT — ENDS OF DOOR AND BETWEEN DOUBLE DOORS AND CONTRIOUS TO TOP PLATE) NOTCH HEADERS 4"+ THICK TO SNUG FIT VERTICAL 2x12 HEADER SIZED FOR VERTICAL LOADS BY OTHERS BUT NOT LESS THAN 24 (11 1/4" DEEP) GLUE INSIDE 2x6 TRIM STUD TO --� EDGE OF VERTICAL FLAT 2x12 AND NAIL WITH I0d • 6"o.c. WHILE GLUE MT (TYPICAL) FULL SURFACE GLUE SHEETING WITH NO JOINTS 4' FROM CORNER SHEETING JOINT LOCATE HEADER AT TOP OF OPENING - FILL ABOVE WITH 2x6 STUDS • 16"o.c. 2x12 FILLERS RILL SURFACE GLUED AND NAILED TO FADER WITH 10d 6"oc. E.W. WHILE GLUE WET (NOT REQUIRED U1HEN 4"+ THICK NOTCHED HEADER FILLS THE 114' SPACE) NOTCHING OPTIONAL (STOP AT 2x6 HEAD TRIMMER) SIMPSON MSTA24 STRAP TIE OVER SHEETING w/(IS) I0d NAILS 3" HOLE CENTERED IN 2x12 OKAY ADD 2x6 STUDS 45 REQUIRED —� FOR HEADER SUPPORT INSTALL SIMPSON PAHD42 HOLD DOWN CONNECTED TO 2x12 OR - _ OR INSTALL SIMPSON 1-1D5A or PMP2-S083 HOLDOU,N WITH %" EPDXIED AB. GOOD FOR 3000 TENSION AND CONNECTED TO DBL INSIDE STUDS WITH (2) V DIA BOLTS (2)%"x10"A$.'b•6"or. 04 HAIRPIN or STIRRUP w/16' LEGS HOOKED AROLND LIP ANCHOR OF PA1-11)42 and EXTEND INTO STEM WALL and FOOTING IF STEM WALL IS SHORTER THAN REBAR LEGS OUTSIDE VIEUJ 7r 0-30 de INSIDE VIEUJ BOTTOM a' PANEL EXTERIOR SHEETING)? NOMINAL P:LYUIOOD OR 058 NAILED WITH ad Cct11 N OR GALVANIZED BOX NAILS AT 6'o.c. AT ALL EDGES (ALL EDGES MUST BE BLOCKED) AND 12"o.c. AT ALL OTHER SUPPORTS FRAMING LUMBER DFL No. 2 OR BETTER 2x6 STUD WALL MINIMUM NOTE: THERE 15 NO FEASIBLE FIELD CORRECTIONS FOR MISSED E Y OF THESE D DAP UIELDWOOD CARPENTER'S WOOD GLUE PROFESSIONAL GRADE (ALIPHATIC RESIN) OR EQUAL, PROVIDING AVERAGE 2800peI SHEAR (ASTM D-905 BLOCKSHEARS) THIS DETAIL ONLY PER 2003/2006 I.B.C./IRC. (EXPIRES THEREAFTER) LOT S, IBLOCK 1, SONATA SPRINGS, SPOKANE VALLEY, UJA HOIT ENGINEERING, INC. (208) 162-8111 DATE: 9/10/01 SCALE 3/8" . I'-0" IRF1 Washington State Energy Code: Component Performance Worksheet Zone 2, Type R-3 and R4 only SLISENKO WINDSOR 2207 EDEN ROAD LOT 8 BLK 1 SONATA SPRINGS SPOKANE VALLEY, WA Conditioned Floor Area Conditioned Building Volume Heating System Size Ducts are located in unconditioned spacelp Equipment size over design load 100% Btu/hour outpu. Weather Station [Spokane AP Component Performance, Zone 2, R3 & R-4 Code Target Value PropOsed Design Values. 45,334, Vertical Glazing U = 0.350 Overhead Glazing Installed in Attics U = 0.580 Overhead Glazing Installed in Vaults U = 0.580 Doors U = 0.200 Attics / Joist > 13" deep or > 5003F U = 0.031 Single Rafter Joist < 13" deep, 500 SF limit 0.034 Walllabove grade) U = 0.044 Floors U = 0.029 Slab on Grade F = 0.540 Below Grade interior 2' depth, wall U = 0.043 2' depth, slab F = 0.690 3.5' depth, wall U = 0.041 3.5' depth, slab F = 0.640 7' depth, wall U =10,037 7' depth, slab F 0.570 Below Grade Exterior 2' depth, wall U = 0.070 2' depth, slab F = 0.600 3.5' depth, wall U = 0.064 3.5' depth, slab F = 0.570 7' depth, wall U = 0.056 7' depth, slab F = 0.420 UA 414 145.0 0 0.0 0 0.0 38 7.6 1465 45.4 . . 1 7 4.7 2593, 114.1 1602 46.5 0 0.0 0 0.0 0 0.0 0 0.0 0 0.0 0 0.0 0 0.0 0 0.0 0 0.0 0 0.0 0 0.0 1465 0.0 0 0.0 Target UA Total If the Proposed UA The Target the UA requirements are meet,. Check other code requirements 363.2 Area UA 244 87.8 0 0.0 0 0.0 38 1,2 1465 45.4 137 3.7 2763 152.0 1602 65.7 0 0.0 0 0.0 0 0 0.0 0 0.0 0.0 0 0 0.0 0 0.0 0 1 0.0 :10:0.0 0 0.0 0 0.0 0 0.0 0 0,0 0 0.0 Proposed UA Total 55.8 Copyright 2007, WSUEEP07-012 (Version 6) Copied by permission from Washington State University Cooperative Extension Energy Program. (see copyright restrictions) 9/12/2007 1 of 6 Washington State Energy Code: Component Performance Worksheet Zone 2, Type R-3 and R4 only Vertical Glazing Plan Component ID Description 2g1 vinyl,low-e 1/2" space . . . _ 2g1 vinyl,low-e 1/2" space 2g1 vinyl,low-e 1/2" space 2g1 vinyl,low-e 1/2" space 2g1 vinyl,Iow-e 1/2" space 2g1 vinyi,low-e 1/2" space Exterior Doors Plan ID Component Description Glazing Ref.u Qt. Width Height: Feet 4n.ch Feet Area UA Door Ref. U Sum of Area and UA 244.0 Glazing Area Weighted U Width Height Qt. Feet Inch Feet inch 87.8 0.360 Area UA Y 1 0 6 c 0.360 3 6 ° 5 ° 90,0:32.4 20.0 v 10-6c 0,360 1 4 0 6 14.0 5.0 v '10-6c 0.360 1 6 ° 6 10 41.0 14.8 v 10-6c 0.360 5 • 3 ° 5 ° 75.0 27.0 1111111 10-8c 0.360 22 0.0 0.0 o 12.0 4.3 0 10-6c 0.360 1 3 0 4 ° 12.0 4.3 v 0 0.000 1111111111111111111111111 0.0 0.0 0 0.000 0.000 0.0 0.0 0.0 IF 0 0.000 0.000 11.1.111111 0.0 0.0 _ v 0 0.000 0 0.000 0.0 0.0 v 0 0.000 v 1 0 0.000 0.0 0.0 0 0.000 0.0 0. 0.0 0.0 v 0 '0.000. 0.0 0.0 0.0 0.0 v0 0.000 0.0 0.0 v 0 0.000 0.0 0.0 v 0 0.000 0,0 0.0 v 0 0.000 0.0 0.0 v 0 0.000 0.0 0:0 * 0 0.000 0.0 0.0 ' 0:000' . 0 0.000 0.0 0.0 v 0 0.000 0.0 0.0 v 0 0.000 0.0 0.0 Door Ref. U Sum of Area and UA 244.0 Glazing Area Weighted U Width Height Qt. Feet Inch Feet inch 87.8 0.360 Area UA If exernpt door is .selected, must be 24 SF. Sum of Area and UA 1.2 Copyright 2007, WSUEEP07-012 (Version 6) Copied by permission from Washington State University Cooperative Extension Energy Program. (see copyright restrictions) 9/12/2007 2 of 6 1 Exempt Door if less than 24 SF N/A NA 20.0 p -1/p-21 steel insulated v Custom 0.0708 17. .2 v 0 0.000 0.0 0.0 0 0.000 1111111 0.0 0.0 v 0 0.000 0.0 0.0 v 0 0.000 1111111111111111111111111 0.0 0.0 0.000 0.0 0.0 v0 0.000 11.1.111111 0.0 .0.0 0 0.000 0.0 0.0 v 1 0 0.000 0.0 0.0 0. 0.000 0.0 0.0 If exernpt door is .selected, must be 24 SF. Sum of Area and UA 1.2 Copyright 2007, WSUEEP07-012 (Version 6) Copied by permission from Washington State University Cooperative Extension Energy Program. (see copyright restrictions) 9/12/2007 2 of 6 Washingtein State Energy Code: Component Performance Worksheet Zone 2, Type R-3 and R4 only Overhead Glazing: lnstalled in Attic or Joist >13' �r Joist p50O8F Plan Component ID Description Overhead Glazing: Installed in Single Rafte Plan `.Component ID Description ~~g Ref. U Width Height Qt. Feet In'j' Inch Feet UA "r 0 0 0i000 0 0.000 v 0 0i0 DD 'UD 0 0.0 `~ 0 oUOU 0.0 0.0 'n" 0 0.000 0.0 0,0 ^r 0 0.000 |v 0 0.000 0.0 0.0 `~ | n' 0 0.000' 0.0 0.0 |~' 0.0 nr 0 0.000 0.0 O]} 1�' ' 0.0� - -- �OD ~ ----' 0 0.000 0.0 0.0 ' 0.0 �`� 0 0.000 0.0 0.0 Sum cfArea and UA oistc13^deep, < 500 SF Glazing Width Height Ref. U Qt. Feet InCh Feet inch 0.0 0.0 Area UA� / v 0 0.000 ~ 0 0.000 v 0 0i0 DD | 'n' 0 0.000 0.0 0.0 'n" 0 0.000 0.0 0.0 |v 0 0.000 0.0 ' 0.0 | n' 0 0.000 0.0 0.0 |~' 0 0.000 0.0 O]} 1�' '-D _--ODO0 - -- -- ----' -- D]J' 0.0 All Attics / Single Rafter Joist > 13" deep or > 500 Square feet Component Attic Description R38 blown Attic S u baffled Plan ID Ref. U 10-7 0 0 0 0.031 0.000 <lOOO 0.000 Sum of Area'and UA Single Rafter Joist. Limited to 500 SF. Enter additional single rafter joist area in attics Limited to Joist <13~deep. Limited to 500 SF Plan Cbmponent Deschpbon '___ R38 bait Vault vented 2x14 24oc R*[` Vault U v 10-7 0.027 ~ 0 0.000 v 0 0.000 v 0 0.000 Sum of Area and UA 0.0 OI) Area UA 1465.0 �45.4 0.0 0.0 '0.0 1465.0 45.4 Area UA 137.0 37� 0.0 0.0 0.0 137.0 37 Copyright 2007, WSUEEP07-012 (Version 6) Copied by permission from Washington State University Cooperative Extension 9/12/2007 3 of 6 Washingtdn State Energy Code: Component Performance Workshee Zone 2, Type R-3 and R4 only Walis (Above Grade) Plan Component ID Description R19 cavity+RO foam ADV 2X6W Lap Floor (over crawl or Plan .Component ID Description R19 vented Joist 16oc � n/evented Joist zmcv Wall Ref U�� ~ 10-5 0.065 47.6 v 0.000 `r' 0 0.000 v 0 0.000 Ref. Floor U� 10-3 0.041 10-3 0.041 0 0.000 0 0.000 SIab ori Grade (iess than 2 feetbelow grade Plan Component Slab Description' Re . F � � O 0.000 0 0.000 0 0.000 0 0.000 = Sum o[Area encl. OA Sum of Area and UA Area UA 2763.0 152.0 0D, CiO 0.0� 2763.0 152.0 Aem� UA 442.0 18.1� 1100]] 47.6 0.0 0.0- 1602.0 057 Slab --'��— Length --UA Sum of Area and UA 0.0 0.0 0.0 0.0 0.0 0.0 Copyright 2007, WSUEEP07-012 (Version 6) Copied by permission from Washington State University Cooperative Extension Energy Program. (see copyright restrictions) 9/12/2007 4 of 6 Washington State Energy Code: Component Ferformance Worksheet Zone 2, Type R-3 and R4 only Below Grade Wall2 foot depth insuiated on the interior Plan ID Component Description Below Grade Wall: Plan ID Wall Wall VVeU' �Slab U4� Ref. U Area Slab Len th UA w . . O 0.000 0.0 '0.000 - `` VB `~ 0 0800 ` &O 8.000 8.0 | `r 0 0.000 0.0 0.000 0.0 |n' 0 0.000 ` (l0 0.000 nO Sum of Area, Length and UA .5 foot depth, insulated on the interior Component Description Wal Ref. U 0.0 0:0 0.0 Wall Wall Slab Slab Slab Area UA ` F Lenoth� UA | nr 0 0.000, `- U�. 0.000 - 0.0 �nr 0 0.000 . 0.0 0800 0.0 | `r 0 0.000 0.0. 0.000 Q�. |n' 0 0.000 0.0 0.000 0.0 Sum of Area, Length and UA Below Grade Wall: 7 foot depth, insulated on the interior Plan Component l[T -Description | - KV 0.0 0.0 0.0 Wall Wall Wall Slab Slab Slab Ref. Area FLen qf — 'UA` — | .v O 0.000 0.0 0i000 - 0.0 �nr 0 0i000 (lO 0.000 0.0 j 0 0.000 0.0 0.000 0.0 w 0 0.000 0.0 0i000 0.0 Sum of Area, Length arid UA 0.0 0.0 0.0 Ol) Copyright 2007, WSUEEP07-012 (Version 6) Copied by permission from Washington State UniversityConporativoExtonnion Energy Program. (see copyright restrlctions) 8/12/2007 5 of Washington State Energy Code: Component Performance Worksheet Zone 2, Type R-3 and R4 only Below Grade Wall: 2 foot depth, insulated on the exterior Plan Component ID Description Wall U Wall Area Wall UA Slab Slab F Length Slab UA Sum of Area, Length and UA Below Grade Wall: 3.5 foot depth, insulated on the exterior Plan Component ID Description Ref. 0.0 0.0 Wall Wall U Area Wall UA Slab. F 0.0 0.0 Slab Slab Length UA I V 0 0.000 0.0 0.000 0.0 v 0 0.000 0.0 0.000 0.0 v 0 0.000 0.0 0.000 0.0. v 0 0.000 0.0 0.000 0.0 Sum of Area, Length and UA Below Grade Wall: 3.5 foot depth, insulated on the exterior Plan Component ID Description Ref. 0.0 0.0 Wall Wall U Area Wall UA Slab. F 0.0 0.0 Slab Slab Length UA I V 0 0.000 0.0 0.000 0.0 v 0 0.000 0.0 0.000 0.0 I v 0 0.000 0.0 0.000 0.0 v 0 0.000 0.0 0.000 0.0 Sum of Area, Length and UA Below Grade Wall: 7 foot depth, insulated on the exterior Plan Component ID Description 0.0 0.0 0.0 0.0 Wall Wall Wall Slab Slab Slab ` Ref _. . _ U._ Area .UA .. F -Length- ---UA- Sum of Area, Length and UA 0.0 0.0 0.0 0.0 Copyright 2007, WSUEEP07-012 (Version 6) Copied by permission from Washington State University Cooperative Extension Energy Program. (see copyright restrictions) 9/12/2007 6 of 6 0 0.000 0.0 0.000 0.0 v 0 0.000 0.0 0.000 0.0 v 0 0.000 0.0 0.000 0.0 0 0.000 0.0 0.000 0.0 Sum of Area, Length and UA 0.0 0.0 0.0 0.0 Copyright 2007, WSUEEP07-012 (Version 6) Copied by permission from Washington State University Cooperative Extension Energy Program. (see copyright restrictions) 9/12/2007 6 of 6 0-0-Zb NVdS 0-0-8£ • • St 0 U Is) cri x . VD zH z wW xW Z o v) cnw z- a U oEL —44 <w 0 I) J) L.r)^ N LC) x� b5y, WN x 0-0-b > e Q A -i N '.. vt In N r CO O fD '1-3 > > > >.--I N .--1 p N E z P-. e ZT/9 ZT/9\17.7.--' ',/ V ZT/9 -> .- I a c v- }ten �1 9 CD V W - 10-0-0 SPAN 19-6-0 A /--1 os, anis co 0 -6 -LE m v V � 178 vas <N^ ^] NVdS 0-0-8£ • • St 0 U Is) cri x . VD zH z wW xW Z o v) cnw z- a U oEL —44 <w 0 I) J) L.r)^ N LC) x� b5y, WN x 0-0-b > _ �._.....`. ...-.� —.f...._ _,..-.... ..,-._,.—.._ _.,—......—._ —.-- All Pk u fM 16 Ak—Axl Y.1 RI sl Ai al 1 21L 11.. —7— T JOB COMMENTS Vining Construction LEVEL COMMENTS Winsor 2762 Main Floor Joist Placement . TJXpert. Tg&Jt HANGER LIST - Impson Strong -Tie Company, Inc.*. Plot ID Qty Product Labe 1-11 4 I1)52.06/11. 8 Top Nails Face Nails Member Nails Notes Hanger Notes: (5) Backer Blocks Required 10-10d (5) JOIST AND BEAM LIST Plot ID Length Product Piles Qty A17 17' 11 7/8" TJI 210 A8 8' 11 7/8" TJI 210 A5 5' 11 7/8" TJI 210 A4 4' 11 7/8" TJI 210 842 42' 11 7/8" TJI 230 838 38' 11 7/8" TJI 230 C22 22' 11 7/8" TJI 360 Joist Joist ,foist Joist .101st 101st Joist ACCESJORIES LIST 1 3 1 3 1 1 1 1 Bbl 1' 23/32" Backer Blocks Pcl 42' 1 1/8" x 11 7/8" TJ Rim Board Pc2 38' 1 1/8" x 11 7/8" TJ Rim Board Pea '4' 1 1/8" x 11 7/8" TJ Rim Boord Bb2 1' 1" net Backer Blocks Bk1 1' 1 15/16" 11 7/8" TSI 210 Blocking Panels Rm1 80' 1 1/8" x 11 7/8" TJ Rim Board 5h1 4' x 8' 23/32" 5tluclu ood Edge Gold (24" Spon Rating) Bk, Blocking Panels; Rm, Rim Board: P., Parallel Closure LEVEL NOTES File Name: Winsor Two Story.JOB Level Name: Main Floor Plotted: 1/10/2007 16:50 Design Status: Main Floor...1/4/2007'11140 NOTE: Level design times Indicated abovelprovide assurance for proper level stacking. Design Methodology: ASD Floor Area Loading Is: 40psf Uve Load and 12 psf Dead Load Maximum Joist Deflection: 1/480 Live Load L/240 Total Load TJ -Pro Rating Information: Weighted Average: 35 Lowest Rating: 28 Highest Rating: 69 Glued & Nailed Decking is Required Direct Aaplied Ceiling of 1/2" Gypsum lo Requ'Ired Floor Decking: 23/32" Stnleturwood Edge GoIJ (24" Span Rating) fi Normal O.C. Spacing • 16"" "Unless noted otherwise Layout SeNo Ve• • 1' 1 6 1 1 1 1 1 1 1 2 1 3 I 1 1 52 CREATED BY Coeur D' Alene Builders Supply 655 W CLAYTON AV. COEUR D' ALENE, ID 83815 (208) 667-6481 FAX: (208)667-7298 _SYMBOL LEGEND 0 Point Load _ Line Load Area Load 800 Beam By Others 0 Detail Callout Lobel (See Framer's Pocket Guide) Pry. 1.11 P05 Txs TJJIPPIT WM11ANTY 511 Pn r IRNP4wu0Twaume Job 1972-06 Truss A Truss Type GABLE Qty 1 Ply 1 WINDSOR STANDARD Job Reference (optional Coeur d'Alene Builders Supply, Coeur d'Alene, ID 83815, Josh M. 6.200 s Oct 18 2005 MiTek Industries, Inc. Wed Jan 10 152928 2007 Page 1 -1-4-0 , 10-3-0 20-6-0 , 21-10-0 I 1-4-0 10-3-0 10-3-0 1-4-0 Srak • 136.5 2x4-_ 7 6 6 6,00 FIF S 9 3 n -T' .T 10 T: 3T3 3 T: -T: 11 t• r{ ZI- ^.1_�.• 12 vdl J \ 9 li ■ Y- u u Y 1- 13 • 1 i•i•i •• •�i�i�i��i 1•�•��••ii••i�:i4:i•: :•%••••••••••••••••••••••••• � � �•i �•••ii•••• •47. • •:i• �•4• 1 tri•�••1•��1:i••1•1••••i••iii••••• iti i... t.•i.• 4..i• ....6.�i•t • ..,i•,•iii•i•• ti,•,• „•.ii•,ii�.i•,..i•„•,•i••�� ••,•i•,••• ••�•.•�• ��.• 0„••• .•4•,•,... .•••••••.• �••.i•••,• ..,•i[��i•ii••••• �•0 .• , 3x4 i3� _ 3x4 20-6-0 20-6-0 Plate Offsets (X,Y): [2:0-2-10,0-1-8],[12:0-2-10,0-1-8],[21:0-2-0,0-1-8] LOADING (psQ__.-.-_.____SPACING---2,0-0--. DEFL-----in-(loc) I/deft--Ud-----PLATES--GRIP------- TCLL - CSI TC 0.31 40.0 Plates Increase 1.15 Vert(LL) -0.03 13 n/r 120 MT20 220/195 (Roof Snow=40.0) Lumber Increase 1.15 BC 0.13 Vert(TL) -0.03 13 n/r 120 TCDL 8.0 Rep Stress Incr NO WB 0.11 Horz(TL) 0.00 12 n/a n/a BCLL 0.0 BCDL 10.0 Code IRC2003/fP12002 ' (Matrix) Weight: 96 Ib LUMBER BRACING TOP CHORD 2 X 4 DF 1800F 1.5E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2 X 4 DF 1800F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2 X 4 DF Stud/Std REACTIONS (Ib/size) 2=292/20-6-0, 18=212/20-6-0, 19=232/20-6-0, 20=231/20-6-0, 22=236/20-6-0, 23=221/20-6-0, 17=232/20-6-0, 16=231/2D-6-0, 15=236/20-6-0, 14=221/20-6-0, 12=292/20-6-0 Max Horz 2=-63(load case 8) Max Uplift2=-35(load case 7), 19=-18(load case 7), 20=-18(load case 7), 22=-25(load case 7), 23=-28(load case 9), 17=-17(load case 8), 16=-19(load case 8), 15=-25(load case 8), 14=-28(load case 9), 12=-47(load case 8) Max Grav 2=436(Ioad case 2), 18=212(load case 1), 19=354(load case 2), 20=334(load case 2), 22=346(Ioad case 2), 23=316(load case 2), 17=354(load case 3), 16=334(load case 3), 15=346(load case 3), 14=316(load case 3), 12=436(load case 3) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/100, 2-3=-106/48, 3-4=-86/48, 4-5=-86/56, 5-6=-85/74, 6-7=-92/88, 7-8=-92/85, 8-9=-85/59, 9-10=-86/47, 10-11=-86/48, 11-12=-106/48, 12-13=0/100 BOT CHORD 2-23=0/62, 22-23=0/62, 21-22=0/62, 20-21=0/62, 19-20=0/62, 18-19=0/62, 17-18=0/62, 16-17=0/62, 15-16=0/62, 14-15=0/62, 12-14=0/62 WEBS 7-18=-172/0, 6-19=-314/42, 5-20=-296/43, 4-22=-300/45, 3-23=-296/37, 8-17=-314/40, 9-16=-296/44, 10-15=-300/45, 11-14=-296/36 NOTES 1) Wind: ASCE 7-98; 95mph; h=25ft; TCDL=4.2psf; BCDL=6.0psf; Category II; Exp B; enclosed; MWFRS interior zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see MiTek "Standard Gable End Detail" 3) TCLL: ASCE 7-98; Pf=40.0 psf (flat roof snow); Exp B; Fully Exp. 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 40.0 psf on overhangs non -concurrent with other live loads. 6) This truss has been designed for a 10.0 psf bottom chord live Toad nonconcurrent with any other live loads. 7) AU 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) Gable requires continuous bottom chord bearing. 10) Gable studs spaced at 2-0-0 oc. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 35 Ib uplift at joint 2, 18 Ib uplift at joint 19, 18 Ib uplift at joint 20, 25 Ib uplift at joint 22, 28 Ib uplift at joint 23, 17 Ib uplift at joint 17, 19 Ib uplift at joint 16, 25 Ib uplift at joint 15, 28 Ib uplift at joint 14 and 47 Ib uplift at joint 12. 12) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job 1972-06 Truss Al Truss Type COMMON Qty 1 Py 1 WINDSOR STANDARD Job Reference (optional) Coeur d'Alene Builders Supply, Coeur d'Alene, ID 83815, Josh M. 6.200 s Oct 18 2005 MTek Industries, Inc. Wed Jan 10 152929 2007 Page 1 -1-4-0 , 5-4-12 10-3-0 15-1-4 20-6-0 21-10-0 � � 1-4-0 5-4-12 4-10-4 4-10-4 5-4-12 -4x6-_ MI 6.001 21 2x4 // ui 0 1-4-0 Scale .136.5 7WI Id B2 I $ J 7 � /9 10 9 8 4x6 == 3x4 = 3216 = 3214 = 4,di 7-0-3 13-5-1320-6-0 I 7-0-3 6-5-11 7-0-3 LOADING (psf) TCLL 40.0 -(Roof Snow= -40.0) TCDL 8.0 BOLL 0.0 BCDL 10.D SPACING 2-0-0 PIates_Iocreas.e ___-1....1.5_—_^ Lumber Increase 1.15 Rep Stress Incr YES Code IRC2003/TP12002 CSI T�_0.5.5_____ BC 0.37 WB 0.38 (Matrix) DEFL in (loc) I/defl L/d Vect(11).__.:O.OZ @](L..?999 _240__—__—_MT20 Vert(TL) -0.16 6-8 >999 180 Horz(TL) 0.05 6 n/a n/a PLATES GRIP 220/1-95 .___—__ __ Weight: 87 Ib LUMBER TOP CHORD 2 X 4 DF 1800F 1.5E BOT CHORD 2 X 4 DF 1800F 1.5E W EBS 2 X 4 DF Stud/Std BRACING TOP CHORD Structural wood sheathing directly applied or 4-5-1 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 2=1312/0-5-8, 6=1312/0-5-8 Max Horz 2=-63(load case 8) Max Uplift2=-55(load case 7), 6=-55(load case 8) Max Grav2=1604(load case 2), 6=1604(load case 3) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/102, 2-3=-2228/17, 3-4=-1813/27, 4-5=-1813/27, 5-6=-2228/17, 6-7=0/102 BOT CHORD 2-10=-11/1823, 9-10=0/1136, 8-9=0/1136, 6-8=0/1823 WEBS 3-10=-683/94, 4-10=0/855, 4-8=0/855, 5-8=-683/94 NOTES 1) Wind: ASCE 7-98; 95mph; h=25ft; TCDL=4.2psf; BCDL=6.0psf; Category 11; Exp B; enclosed; MWFRS interior zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 2) TCLL: ASCE 7-98; Pf=40.0 psf (flat roof snow); Exp B; Fully Exp. 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 40.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 55 Ib uplift at joint 2 and 55 Ib uplift at joint 6. 8) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job , 1972-06 Truss A2 Truss Type COMMON Qty 1 Ply 2 WINDSOR STANDARD Job Reference (optional Coeur d'Alene Builders Supply, Coeur d'Alene, ID 83815, Josh M. 6.200 s Oct 18 2005 Mi Tek Industries, Inc. Wed Jan 10 15:29:30 2007 Page 1 -4-0 5-8-8 10-3-0 14-9-8j 20-6-0 2 i i 4-0 5-8-8 4-6-8 4-6-8 5-8-8 Scale .1223 5810 11 6.00 Fli 4810 G 4810 Wi W3 W2 W2 W3 '1. iii`• B2 B3 •4•n;4. '+:4%;;4. , 8816:- I 9 8 7 6 806 J 8M 6816 Mr2OH= 12x16 MT2OH= 6x12 11 6812 11 5-8-8 10-3-0 14-9-8 20-6-0 5-8-8 4-6-8 4-6-8 5-8-8 Plate Offsets (X,Y): (1:1.3-13,Edge], (5:0-4-13,Edge], [7:0-8-0.0-6-4], (8:0-6-8.0-3-0] _ LOADING _(psf)._---_-------_- -TOLL SPACING -----2=0--0- - CSI----- --- DEFL------in--(loc)--I/deft--Ud------ PL-ATES--GRIP------- - 40.0 Plates Increase 1.15 TC 0.77 Vert(LL) -0.26 7-9 >924 240 MT20 220/195 (Roof Snow=40.0) Lumber Increase 1.15 BC 0.87 Vert(TL) -0.44 7-9 >551 180 MT2OH 165/146 TCDL 8.0 Rep Stress Incr NO WB 0.88 Horz(TL) 0.14 5 n/a n/a BCLL 0.0 Code IRC2003/TPI2002 (Matrix) Weight: 283 Ib BCDL 10.0 LUMBER BRACING TOP CHORD 2 X 6 DF 1800F 1.5E TOP CHORD Structural wood sheathing directly applied or 3-3-7 oc purlins. BOT CHORD 2 X 8 DF 2250F 1.6E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 DF 1800F 1.5E 'Except' W2 2 X 4 DF Stud/Std, W2 2 X 4 DF Stud/Std WEDGE Left: 2 X 4 DF Stud/Std, Right: 2 X 4 DF Stud/Std REACTIONS (Ib/size) 1=11491/0-6-4 (0-5-8 + bearing block), 5=11491/0-6-4 (0-5-8 + bearing block) Max Horz 1=-47(load case 5) Max Uplift/=-216(load case 7), 5=-216(load case 8) Max Gray 1=1 1691(load case 2), 5=1 1691(load case 3) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-19846/371, 2-3=-13673/280, 3-4=-13673/280, 4-5=-19846/371 BOT CHORD 1-9=-337/17774, 8-9=-337/17774, 7-8=-337/17774, 6-7=-294/17774, 5-6-294/17774 WEBS 2-9=-46/5180, 2-7=-6580/173, 3-7=-186/11410, 4-7=-6580/174, 4-6=-47/5180 NOTES 1) 2 -ply truss to be connected together with 0.131"x3" Nails as follows: Top chords connected as follows: 2 X 6 - 2 rows at 0-9-0 oc. Bottom chords connected as follows: 2 X 8 - 2 rows at 0-4-0 oc. Webs connected as follows: 2 X 4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) 2 X 8 DF 2250F 1.6E bearing block 12" long at jt. 1 attached to each face with 4 rows of 0.131 "x3" Nails spaced 3" o.c. 16 Total fasteners per block. Bearing is assumed to be DF. 4) 2 X 8 DF 2250F 1.6E bearing block 12" long at jt. 5 attached to each face with 4 rows of 0.131 "x3" Nails spaced 3" o.c. 16 Total fasteners per block. Bearing is assumed to be DF. 5) Wind: ASCE 7-98; 95mph; h=25ft; TCDL=4.2psf; BCDL=6.0psf; Category II; Exp B; enclosed; MWFRS interior zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 6) TCLL: ASCE 7-98; Pf=40.0 psf (flat roof snow); Exp B; Fully Exp. 7) Unbalanced snow loads have been considered for this design. 8) This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 40.0 psf on overhangs non -concurrent with other live loads. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10) All plates are MT20 plates unless otherwise indicated. 11) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 216 Ib uplift at joint 1 and 216 Ib uplift at joint 5. 13) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and Confffiferalre arllard ANSUTPI 1. . 1-10 1-4-( Job 1972-06 Truss A2 Truss Type COMMON aty 1 Ply 2 WINDSOR STANDARD Job Reference (optional) Coeur d'Alene Builders Supply, Coeur d'Alene, ID 83815, Josh M. NOTES 14) Girder carries tie-in span(s): 38-0-0 from 0-0-0 to 20-6-0 LOAD CASE(S) Standard 1) Snow: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (pIf) — VeR -3= 96, 3 5= 96; 1-5=-1051{f=-4039j- 6.200 s Oct 18 2005 MTek Industries, Inc. Wed Jan 10 152920 2007 Page 2 Job 1972-06 Truss B Truss Type GABLE Qty 1 Ply 1 WINDSOR STANDARD Job Reference (optional) Coeur d'Alene Builders Supply, Coeur d'Alene, ID 83815, Josh M. 6.200 s Oct 18 2005 MiTek Industries, Inc. Wed Jan 10 1529:31 2007 Page 1 19-0-0 38-0-0 39-4-0 I 1 i 1 19-0-0 19-0-0 1Scale 0624 5x6= 11 10 12 6.00 Fll 9 - 13 14 15 - 6 I 16 '117 3x64 5 a*'' 34 19 2 � ill*18011111\ cn ra Io it tt!0t••!•ttt�t*:•:* t00•��Lt•L�tft•!DLttXt•••L+•4.4♦ •.•.•.•.• �•w.w..•.�s..•.•.�•• ♦..•...•..•.�.w•.w•.•.•...� •.w•.. • w••••••• • • ••• • a1 �•••••••4•••: O•.•!D!.DfO• ;400••DVit***.V. 'OtW••V.V..tts••:ti ••..•w•sw.•.•.• •.•.•...•.....• � •. • • •••••...•..•.• • www •.w•.�.� •.••••�•w•.• •.......�..••••w•w 3x6 = 41 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 23 3x6 = 3x6= 3x6= 38-0-0 38-0-0 Plate Offsets (X,Y): (3:0-1-9,Edge), (19:0-1-9,Edge] 'kr ---- --GRIP _LOADING-.(psfl__.-_-_. TCLL 40.0 --- -SPACING----2-U=0 Plates Increase 1.15 CSI- ------ TC 0.31 DEFL-- (loc)-t/deft--Gd Vert(LL) -0.03 22 n/r 120 PLATES- MT20 220/195 (Roof Snow=40.0) Lumber Increase 1.15 BC 0.13 Vert(TL) -0.03 22 n/r 120 TCDL 8.0 Rep Stress Incr NO WB 0.32 Horz(TL) 0.01 21 n/a n/a BCLL 0.0 Code IRC2003/TP12002 (Matrix) Weight: 228 Ib BCDL 10.0 LUMBER BRACING TOP CHORD 2 X 4 DF 1800F 1.5E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2 X 4 DF 1800F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2 X 4 DF Stud/Std WEBS 1 Row at midpt 11-32, 10-33, 12-31 REACTIONS (Ib/size) 1=152/38-0-0, 32=212/38-0-0, 33=231/38-0-0, 35=232/38-0-0, 36=232/38-0-0, 37=233/38-0-0, 38=229/38-0-0, 39=243/38-0-0, 40=187/38-0-0, 41=358/38-0-0, 31=231/38-0-0, 29=232/38-0-0, 28=232/38-0-0, 27=232/38-0-0, 26=231/38-0-0, 25=238/38-0-0, 24=208/38-0-0, 23=303/38-0-0, 21=318/38-0-0 Max Horz 1=-108(load case 8) Max Uplift33=-12(load case 7), 35=-22(load case 7), 36=-19(load case 7), 37=-19(load case 7), 38=-19(load case 7), 39=-20(load case 7), 40=-15(load case 7), 41=-31(load case 7), 31=-9(load case 8), 29=-23(load case 8), 28=-18(load case 8), 27=-19(load case 8), 26= 19(load case 8), 25=-18(load case 8), 24=-24(load case 8), 23=-9(load case 8), 21=-24(load case 8) Max Gray 1=218(load case 2), 32=212(load case 1), 33=348(load case 2), 35=33B(load case 2), 36=338(load case 2), 37=340(load case 2), 38=335(load case 2), 39=355(load case 2), 40=273(load case 2), 41=522(load case 2), 31=373(load case 3), 29=359(load case 3), 28=360(load case 3), 27=360(load case 3), 26=358(load case 3), 25=368(load case 3), 24=326(Ioad case 3), 23=465(load case 3), 21=505(load case 3) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-119/86, 2-3=-105/43, 3-4=-74/48, 4-5=-86/58, 5-6=-90/75, 6-7=-89/92, 7-8=-90/109, 8-9=-89/126, 9-10=-89/144, 10-11=-94/156, 11-12=-98/152, 12-13=-92/130, 13-14=-92/101, 14-15=-92/75, 15-16=-92/51, 16-17=-93/50, 17-18=-90/53, 18-19=-33/40, 19-20=-103/5, 20-21=-137/83, 21-22=0/100 BOT CHORD 1-41=0/105, 40-41=0/105, 39-40=0/105, 38-39=0/105, 37-38=0/105, 36-37=0/105, 35-36=0/105, 34-35=0/105, 33-34=0/105, 32-33=0/105, 31-32=0/105, 30-31=0/105, 29-30=0/105, 28-29=0/105, 27-28=0/105, 26-27=0/105, 25-26=0/105, 24-25=0/105, 23-24=0/105, 21-23=0/105 WEBS 11-32=-172/0, 10-33=-308/36, 9-35=-298/46, 8-36=-299/43, 7-37=-299/43, 6-38=-297/43, 5-39=-308/44, 4-40=-257/38, 2-41=-422/59, 12-31=-333/33, 13-29=-319/47, 14-28=-320/42, 15-27=-320/43, 16-26=-318/43, 17-25=-327/43, 18-24=-291/42, 20-23=-410/48 NOTES 1) Wind: ASCE 7-98; 95mph; h=25ft; TCDL=4.2psf; BCDL=6.0psf; Category II; Exp B; enclosed; MWFRS interior zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 2) Truss designed for wind Toads in the plane of the truss only. For studs exposed to wind (normal to the face), see MiTek "Standard Gable End Detail" 3) TCLL: ASCE 7-98; Pf=40.0 psf (flat roof snow); Exp B; Fully Exp.; L= 45-0-0 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 40.0 psf on overhangs non-concurrent with other live loads. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live Toads. 7) All plates are 2x4 MT20 unless otherwise indicated. 1 8) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. gb@d@(mEcgntinuous bottom chord bearing. Job 1972-06 Truss B Truss Type GABLE Qty 1 Py 1 WINDSOR STANDARD Job Reference (optional) Coeur d'Alene Builders Supply, Coeur d'Alene, ID 83815, Josh M. 6.200 s Oct 18 2005 MiTek Industries, Inc. Wed Jan 10 1529:31 2007 Page 2 NOTES 10) Gable studs spaced at 2-0-0 oc. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 12 Ib uplift at joint 33, 22 Ib uplift at joint 35, 19 Ib uplift at joint 36, 19 Ib uplift at joint 37, 19 Ib uplift at joint 38, 20 Ib uplift at joint 39, 15 Ib uplift at joint 40, 31 Ib uplift at joint 41, 9 lb uplift at joint 31, 23 Ib uplift at joint 29, 18 Ib uplift at joint 28, 19 Ib uplift at joint 27, 19 Ib uplift at joint 26, 18 Ib uplift at joint 25, 24 Ib uplift at joint 24, 9 Ib uplift at joint 23 and 24 Ib uplift at joint 21. 12) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job 1972-06 Truss B1 Truss Type COMMON Qty 10 Ply 1 WINDSOR STANDARD Job Reference (optional) Coeur d'Alene Builders Supply, Coeur d'Alene, ID 83815, Josh M. 6.200 s Oct 18 2005 M7ek Industries, Inc. Wed Jan 10 1529:32 2007 Page 1 6-8-5 12-10-3 19-0-0 25-1-13 31-3-11 38-0-0 39-4-0 6-8-5 6-1-13 6-1-13 6-1-13 6-1-13 6-8-5 1-4-0 Scale .1:62.0 5 ,:i 6.0012 4x4 , 4x4 6 3x64 3�� 3 2.4 4.A 4t4,2x4 * 2 6 41 Pall cc cc z:^ ob ca 61 ' 1014 6x12 = 15 14 13 12 11 6x12 = 3x4 = 4,8 = 3x10 = 44 = 3x4 = 9-9-4 19-0-0 28-2-12� 38-0-0 9-9-4 9-2-12 9-2-12 9-9-4 Plate Offsets (X,Y): j1:0-4-6,Edge), j9:0-4-6,Edge) _LOADING (psf)___._.- _ __._SPACING----'2-0=0-------------CSI--- -(Ioc)--1/deft—idd-------PLATES---GRIP ---DEFL-------in- TC 0.50 MT20 220/195 TCLL 40.0 Plates Increase 1.15 Vert(LL) -0.31 1-15 >999 240 (Roof Snow=40.0) Lumber Increase 1.15 BC 0.85 Vert(TL) -0.63 1-15 >715 180 TCDL 8.0 Rep Stress Incr YES WB 0.70 Horz(TL) 0.20 9 n/a n/a BCLL 0.0 Code IRC2003/TP12002 (Matrix) Weight: 1B2 Ib BCDL 10.0 LUMBER BRACING TOP CHORD 2 X 4 DF 2400F 2.0E TOP CHORD Structural wood sheathing directly applied or 2-2-14 oc purlins. BOT CHORD 2 X 4 DF 1 BOOF 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 DF Stud/Std WEBS 1 Row at midpt 4-13, 6-13 WEDGE Left: 2 X 6 DF 1800F 1.5E, Right: 2 X 6 DF 1800F 1.5E REACTIONS (Ib/size) 1=2174/Mechanical, 9=2331/0-5-8 Max Horz1=-108(load case 8) Max Uplift/=-14(load case 7), 9=-61(Ioad case 8) Max Grav1=2664(load case 2), 9=2958(load case 3) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-4870/54, 2-3=-4228/21, 3-4=-3851/43, 4-5=-2634/64, 5-6=-2569/67, 6-7=-3768/33, 7-8=-4171/12, 8-9=-4899/44, 9-10=0/102 BOT CHORD 1-15=-74/4186, 14-15=-0/3186, 13-14=-0/3186, 12-13=0/3117, 11-12=0/3117, 9-11=0/4150 WEBS 2-15=-862/123, 4-15=0/940, 4-13=-1485/112, 5-13=0/1575, 6-13=-1579/109, 6-11=0/958, 8-11=-899/117 NOTES 1) Wind: ASCE 7-98; 95mph; h=25ft; TCDL=4.2psf; BCDL=6.Opsf; Category II; Exp B; enclosed; MWFRS interior zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 2) TCLL: ASCE 7-98; Pf=40.0 psf (flat roof snow); Exp B; Fully Exp.; L= 45-0-0 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 40.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 14 Ib uplift at joint 1 and 61 Ib uplift at joint 9. 9) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job , a 1972-06 Truss B2 Truss Type 4 COMMON Qty 4 Py 1 WINDSOR STANDARD Job Reference (optional) Coeur d'Alene Builders Supply, Coeur d'Alene, ID 83815, Josh M. 6.200 s Oct 18 2005 MiTek Industries, Inc. Wed Jan 10 152933 2007 Page 1 6-8-5 12-10-3 19-0-0 25-1-13 31-3-11 38-0-0 39-4-Q )1-4-0 I 1-4-0 6-8-5 6-1-13 6-1-13 5x6 6 6 6.00 Fl2 4x44 3xb4 40 2x4 \\ c� + 6-1-13 6-1-13 6-8-5 1-4-0 Scale: 31161' 7.-- 4x4 7 3,di� ..:44444 2x4 // 8 R1 .,, 10 ,_6412= 16 15 14 13 12 6x12 344 = 3x12 MT2OH= 3x10 = 3x12 MT20H= 3x4 = 9-9-4 19-0-0 28-2-12 38-0-0 9-9-4 9-2-12 9-2-12 9-9-4 Plate Offsets (X,Y): f2:0-4-6,Edge), )10:0-4-6,Edge] LOADING (psf)_-__._. TCLL 40.0 (Roof Snow=40.0) TCDL 8.0 BCLL 0.0 BCDL 10.0 ---- - SPACING----.. 2=0-0 -- -- Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr YES Code IRC2003/TPI2002 ------CSI ----------- TC 0.79 BC 0.81 WB 0.72 (Matrix) DEFL— ---- irr-(loc)-- Vert(LL) -0.28 2-16 Vert(TL) -0.59 2-16 Horz(TL) 0.20 10 PLATES — GRIP------- -- MT20 220/195 MT2OH 165/146 Weight: 184 Ib Udefl tid >999 240 >764 180 n/a n/a LUMBER TOP CHORD 2 X 4 DF 2400F 2.0E BOT CHORD 2 X 4 DF 1800F 1.5E WEBS 2 X 4 DF Stud/Std WEDGE Left: 2 X 6 DF 1800F 1.5E, Right: 2 X 6 DF 1800F 1.5E REACTIONS (Ib/size) 2=2327/0-5-8, 10=2327/0-5-8 Max Horz 2=-101(toad case 8) Max Uplift2=-61(load case 7), 10=-61(load case 8) Max Grav2=3069(load case 2), 10=3069(load case 3) BRACING TOP CHORD Structural wood sheathing directly applied or 2-2-14 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 5-14, 7-14 FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/102, 2-3=-5139/43, 3-4=-4411/12, 4-5=-4008/33, 5-6=-2751/64, 6-7=-2751/64, 7-8=-4008/33, 8-9=-4411/12, 9-10=-5139/43, 10-11=0/102 BOT CHORD 2-16=-61/4362, 15-16=0/3333, 14-15=0/3333, 13-14=0/3333, 12-13=0/3333, 10-12=0/4362 WEBS 3-16=-896/117, 5-16=0/956, 5-14=-1567/109, 6-14=0/1620, 7-14=-1567/109, 7-12=0/956, 9-12=-896/117 NOTES 1) Wind: ASCE 7-98; 95mph; h=25ft; TCDL=4.2psf; BCDL=6.0psf; Category II; Exp B; enclosed; MWFRS interior zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 2) TOLL: ASCE 7-98; Pf=40.0 psf (flat roof snow); Exp B; Fully Exp.; L= 45-0-0 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 40.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) All plates are MT20 plates unless otherwise indicated. 7) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 61 Ib uplift at joint 2 and 61 Ib uplift at joint 10. 9) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job 1972-06 s Truss B3 Truss Type COMMON 1 Qty 5 Ply 1 WINDSOR STANDARD Job Reference (optional) Coeur d'Alene Builders Supply, Coeur d'Alene, ID 83815, Josh M. 6.200 s Oct 18 2005 MiTek Industries, Inc. Wed Jan 10 1529:34 2007 Page 1 6-5-5 12-7-3 18-9-0 24-10-13 31-0-11 37-9-0 39-1-0 6-5-5 6-1-13 6-1-13 6-1-13 6-1-13 6-8-5 1-4-0 Stale .1:61.9 5,5 = 5 6.0012 3x4 i 4x4. 4 6 3,5 i W 3x6. 2x4 3 t, 2x4 4, W2 W2 a ; ��... 1 1 j l l b g3 \ 10It 5. 500 = 15 14 13 12 11 6x12 = 3.1 = 44= 3x1 D = 4x6 = 3x4 = 9-6-4 18-9-0 27-11-12 37-9-0 9-6-4 9-2-12 9-2-12 9-9-4 Plate Offsets (X,Y): 11:Edge,0-3-14), )9:0-4-6,Edge] LOADING jpsf)--- -- -----SPACING-------2=0=0---------CSI------ -- -----DEFL ------ in-- floc)--- t/deft-----lid-------PLATES------- .GRIP------- -- TCLL 40.0 Plates Increase 1.15 TC 0.76 Vert(LL) -0.28 1-15 >999 240 MT20 220/195 (Roof Snow=40.0) Lumber Increase 1.15 BC 0.80 Vert(TL) -0.57 9-11 >785 180 TCDL 8.0 Rep Stress Incr YES WB 0.68 Horz(TL) 0.19 9 n/a n/a BCLL 0.0 BCDL 10.0 Code IRC2003/TP12002 (Matrix) Weight: 180 Ib LUMBER BRACING TOP CHORD 2 X 4 DF 2400F 2.0E TOP CHORD Structural wood sheathing directly applied or 2-5-1 oc purlins. BOT CHORD 2 X 4 DF 1800F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 DF Stud/Std WEBS 1 Row at midpt 4-13, 6-13 WEDGE Left: 2 X 4 DF Stud/Std, Right: 2 X 6 DF 1800F 1.5E REACTIONS (Ib/size) 1=2160/Mechanical, 9=2316/0-5-8 Max Horz1=-108(load case 8) Max Upliftl=-14(load case 7), 9=-62(load case 8) Max Grav 1=2640(load case 2), 9=2949(load case 3) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-4713/52, 2-3=-4108/21, 3-4.3897/42, 4-5=-2595/65, 5-6=-2538/66, 6-7=-3748/34, 7-8=-4151/13, 8-9=-4880/44, 9-10=0/102 BOT CHORD 1-15=-72/4013, 14-15=-0/3118, 13-14=-0/3118, 12-13=0/3100, 11-12=0/3100, 9-11=0/4133 WEBS 2-15=-764/121, 4-15=0/855, 4-13=-1437/112, 5-13=0/1548, 6-13=-1579/109, 6-11=0/958, 8-11=-899/117 NOTES 1) Wind: ASCE 7-98; 95mph; h=25ft; TCDL=4.2psf; BCDL=6.0psf; Category II; Exp B; enclosed; MWFRS interior zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 2) TCLL: ASCE 7-98; Pf=40.0 psf (flat roof snow); Exp B; Fully Exp.; L= 45-0-0 3) Unbalanced snow Toads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 40.0 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 14 Ib uplift at joint 1 and 62 Ib uplift at joint 9. 9) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job 1 1972-06 Truss B4 Truss Type • GABLE Oty 1 Ply 1 WINDSOR STANDARD Job Reference (optional) Coeur d'Alene Builders Supply, Coeur d'Alene, ID 83815, Josh M. 6.200 s Oct 18 2005 MiTek Industries, Inc. Wed Jan 10 1529:35 2007 Page 1 .1-4-0 19-0-0 38-0-0 39-4-0 1-4-0 19-0-0 19-0-0 1-4-0 Scala: 3'16.1' 5x6= 12 I�1 11 13 6.00 12 70 14 15 16 576 7 - 5l9 579 17 - sn g sn _ 3xG 6 6 T6 575 16 - 75 75 3x6 45 ST4 61b 19 20 aa`2 ST3973 ., 21 3 572 2 22 4..ataf4•`e•1••••••••41•••••••••••••••{:••••1.•••••~4.4•••1.4••• 4•*1 .•• •••••atea'**VA••••••••••••••••!••••••V4.•••••4:4•••••Nt0 •...t•..W4.44.A.4 *it at/Mat••••••••••••%•••••••*. ••••••i•••••%•• i i Job 1972-06 Truss B4 Truss Type GABLE Qty 1 Ply 1 WINDSOR STANDARD Job Reference (optional) Coeur d'Alene Builders Supply, Coeur d'Alene, ID 83815, Josh M. 6.200 s Oct 18 2005 MiTek Industries, Inc. Wed Jan 10 1529:35 2007 Page 2 NOTES 10) Gable studs spaced at 2-0-0 oc. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 24 Ib uplift at joint 2, 12 Ib uplift at joint 34, 22 Ib uplift at joint 36, 19 Ib uplift at joint 37, 19 Ib uplift at joint 38, 19 Ib uplift at joint 39, 18 Ib uplift at joint 40, 24 Ib uplift at joint 41, 10 Ib uplift at joint 42, 9 Ib uplift at joint 32, 23 Ib uplift at joint 30, 18 Ib uplift at joint 29, 19 Ib uplift at joint 28, 19 Ib uplift at joint 27, 18 Ib uplift at joint 26, 24 Ib uplift at joint 25, 9 Ib uplift at joint 24 and 24 Ib uplift at joint 22. 12) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSIiTPI 1. LOAD CASE(S) Standard Job 1972-06 Truss C Truss Type GABLE Oty 1 Ply 1 WINDSOR STANDARD Job Reference (optional_ Coeur d'Alene Builders Supply, Coeur d'Alene, ID 83815, Josh M. 6.200 s Oct 18 2005 MTek Industries, Inc. Wed Jan 10 1529:36 2007 Page 1 -1-4-0 2-9-0 5-6-0 6-10-0 1-4-0 2-9-0 2-9-0 1-4-0 Scale .1:12.9 4x4 = 3 6.00 FT T1 T1 4 2 EA g 5 Z$$$$$$:::::::::::::::::::::::::::::::::::+:::::::::•• :.::::::*::::::::::::::::::::::::::::::::::::::::::::::::::::*+ Oi+i+i++0+i'i ++++++*++i++i+i++:i: e+++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++i++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++i+++ r+++++++++++++++++++++++++++++++++++++++++++++++++i+i+++++++i+++++++++++++++i+++++i+i+++i+i+++i+++i+++++++++++++++++i+i+++++++i+++++++++++i+++++i++++++++4 ._._•/,•++l+_t+._+_+_+l+/•l+.•_*_+l+l+l++•!•++++NI! 44%1',4!+!t•.tt+!+l+l+t,++++++t•..t+l+++l+l+l+l+.t*_ l+/+l+l+l+++++++l+l+l+.+l+l+ .!+...+.*.+l+l++++Q 2x4 = 2x4 I I 2x4 = 5-6-0 5-6-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 40.0 (Roof'Snow=40:0)----- TCDL g,p Plates_ Increase _—I 1..5. -__ Lumber Increase 1.15 _TC _11.31__..______ BC 0.07 Vert(LL.) ___0...05.-�__5__-._._nLr. Vert(TL) -0.06 5 120 ___MT2D _____220095________.__ n/r 120 BCLL 0.0 Rep Stress Incr NO WB 0.04 Horz(TL) 0.00 4 n/a n/a BCDL 10.0 Code IRC2003/TPI2002 (Matrix) Weight: 22 Ib LUMBER BRACING TOP CHORD 2 X 4 DF 1800F 1.5E TOP CHORD Structural wood sheathing directly applied or 5-6-0 oc purlins. BOT CHORD 2 X 4 DF 1800F 1.5E BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2 X 4 DF Stud/Std REACTIONS (Ib/size) 2=320/5-6-0, 4=320/5-6-0, 6=254/5-6-0 Max Horz 2=30(load case 7) Max Uplift2=-61(load case 7), 4_ 67(load case 8) Max Gray 2=480(load case 2), 4=480(load case 3), 6=254(load case 1) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/100, 2-3=-131/38, 3-4=-131/38, 4-5=0/100 BOT CHORD 2-6=-20/27, 4-6=-20/27 WEBS 3-6=-186/49 NOTES 1) Wind: ASCE 7-98; 95mph; h=25ft; TCDL=4.2psf; BCDL=6.0psf; Category 11; Exp B; enclosed; MWFRS interior zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 2) Truss designed for wind Toads in the plane of the truss only. For studs exposed to wind (normal to the face), see MiTek "Standard Gable End Detail" 3) TCLL: ASCE 7-98; Pf=40.0 psf (flat roof snow); Exp B; Fully Exp. 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 40.0 psf on overhangs non -concurrent with other live loads. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 8) Gable requires continuous bottom chord bearing. 9) Gable studs spaced at 2-0-0 oc. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 61 Ib uplift at joint 2 and 67 Ib uplift at joint 4. 11) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/I-PI 1. LOAD CASE(S) Standard Job 1972-06 Truss D Truss Type MONO TRUSS Qty 4 Ply 1 WINDSOR STANDARD Job Reference (optional) Coeur d'Alene Builders Supply, Coeur d'Alene, ID 83815, Josh M. 6.200 s Oct 18 2005 MiTek Industries, Inc. Wed Jan 10 1529:37 2007 Page 1 1 5-10-6 { 5-10-6 2x4 11 Sage -1:16.6 2 n Y 6.00 FI 1 ■ B1 ,' Io ►t 1 _ 3 2114 11 2x4 = 5-10-6 5-10-6 Plate Offsets (X,Y): [3:Edge,0-1-14) LOADING (psf)------- ---_-----SPACING-----2-'0-0----- ----'CSI---- • ---- _ • - ---DEFL- - - — in- (Ioct-"'I/dell- -- -PLATES---- -GRIP------------- - - -L/d >999 240 TCLL 40.0 Plates Increase 1.15 TC 0.60 Vert(LL) -0.05 1-3 MT20 220/195 (Roof Snow=40.0) Lumber Increase 1.15 BC 0.24 Vert(TL) -0.12 1-3 >553 180 TCDL 8.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a n/a BCLL 0.0 BCDL 10.0 Code IRC2003/TPI2002 (Matrix) Weight: 21 Ib LUMBER BRACING TOP CHORD 2 X 4 DF 1800F 1.5E TOP CHORD Structural wood sheathing directly applied or 5-10-6 oc purlins, BOT CHORD 2 X 4 DF 1800F 1.5E except end verticals. WEBS 2 X 4 DF Stud/Std BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 1=318/0-5-8, 3=318/0-1-8 Max Horz 1=82(load case 4) Max Upliftl=-4(load case 5), 3=-15(Ioad case 5) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-100/100, 2-3=-264/48 BOT CHORD 1.3=-16/26 NOTES 1) Wind: ASCE 7-98; 95mph; h=25ft; TCDL=4.2psf; BCDL=6.Opst; Category ll; Exp B; enclosed; MWFRS interior zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 2) TCLL: ASCE 7-98; Pf=40.0 psf (flat roof snow); Exp B; Fully Exp. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 5) Bearing atjoint(s) 3 considers parallel to grain value using ANSUTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 3. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 4 Ib uplift at joint 1 and 15 Ib uplift at joint 3. 8) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job 1972-06 Truss E Truss Type COMMON Qty 1 Ply 2 WINDSOR STANDARD Job Reference (optional) Coeur d'Alene Builders Supply, Coeur d'Alene, ID 83815, Josh M. 6.200 s Oct 18 2005 MiTek Industries, Inc. Wed Jan 10 1529:38 2007 Page 1 5-0-0 10-0-0 5-0-0 5-0-0 Scale: 34'.1' 44 II 6.00 12 2 r, W1 I 3 1 OrdB1 Itil% 1OM 0 __ NtAl „5� 5x14 MT2OH I 56 = 5-0-0 10-0-0 5-0-0 5-0-0 Plate Offsets (X,Y): 11:0-3-0,0-2-9],13:0-3-0,0-2-9] LOADING jpsf)—_ — _..— ----SPACING — 2=0=0— — CSI — — — DEFt— -- irr (loc)iidefl L/d — —-PLATES--GRIP — -- TCLL 40.0 Plates Increase 1.15 TC 0.38 Vert(LL) -0.07 1-4 >999 240 MT20 220/195 (Roof Snow=40.0) Lumber Increase 1.15 BC 0.53 Vert(TL) -0.12 1-4 >982 180 MT2OH 165/146 TCDL 8.0 Rep Stress Incr NO WB 0.37 Horz(TL) 0.02 3 n/a n/a BCLL 0.0 Code IRC2003/TPI2002 (Matrix) Weight: 92 Ib BCDL 10.0 LUMBER BRACING TOP CHORD 2 X 4 DF 1800F 1.5E TOP CHORD Structural wood sheathing directly applied or 5-5-9 oc purlins. BOT CHORD 2 X 8 DF 2250F 1.6E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2X4DF1B00F1.5E REACTIONS (lb/size) 1=5471/0-5-8, 3=5471/0-5-8 Max Horz 1=23(Ioad case 6) Max Upliftl=-103(load case 7), 3=-103(load case 8) Max Grav1=5566(load case 2), 3=5566(load case 3) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-7180/144, 2-3=-7180/143 BOT CHORD 1-4=-104/6364, 3-4=-104/6364 WEBS 2-4=-61/5782 - NOTES 1) 2 -ply truss to be connected together with 0.131"x3" Nails as follows: Top chords connected as follows: 2 X 4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2 X 8 - 2 rows at 0-4-0 oc. Webs connected as follows: 2 X 4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-98; 95mph; h=25ft; TCDL=4.2psf; BCDL=6.0psf; Category 11; Exp B; enclosed; MWFRS interior zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 4) TCLL: ASCE 7-98; Pf=40.0 psf (flat roof snow); Exp B; Fully Exp. 5) Unbalanced snow loads have been considered for this design. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) All plates are MT20 plates unless otherwise indicated. 8) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 103 Ib uplift at joint 1 and 103 Ib uplift at joint 3. 10) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 11) Girder carries tie-in span(s): 38-0-0 from 0-0-0 to 10-0-0 LOAD CASE(S) Standard 1) Snow: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2-96, 2-3=-96, 1-3=-1051(F= 1031) Job 1972-06 Truss VI Truss Type GABLE Qty 1 Ply 1 WINDSOR STANDARD Job Reference (optional) Coeur d'Alene Builders Supply, Coeur d'Alene, ID 83815, Josh M. 6.200 s Oct 18 2005 MiTek Industries, Inc. Wed Jan 10 15-29:38 2007 Page 1 8-4-8 16-9-0 8-4-8 8-4-8 Scale -126.1 4z4= 6.001-1T Y 2 T 16 C • va• avv vvvv •.-v. •••• •. • • a v: $.wvvvv...wvv vvvv.+: av:.vvvv .+. . �.vvv:.wv:.v ::wvvw 4?.:.v::.:.::.vv �.v: v •+• +.. + .�i�i�i�i�i�i�i�i�i�i�i�i�i�i�i�i�i�i�i�i�i�i�i�i�i�i�i�i�i�:�i�i�.�i�.�.�.�i�.�.�.�.�.�.��.�.�.�.�.�i�.�.�.�.��.^�.��i��i��i��i�i�i�� i�i��i��i��i��i�i�i��i� .g*:!:*:!:*:!.!.!.!.!.�Q.�Q...Q�...1.:*:!..i'��i:*:!:*:*�l l*:12:):.: !��i:*:!i!:!i!i! it:*:*:*it�!!i!Q�!%`Stiti!i!i!!i!i!i!i!i!i!:*:.!.!.!.!.!.!.!.!.!.!.!.!.!i!.:*:!.!.!.!.!*:!.!i!*:! 3x4 i lel 16-9-0 16-9-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Piates_.Increase__ 1.15__._____ __TC. 0.31_ - ------ Vert(LL)----Na-----:-----n/a..- _999..-------.--MT20-------22.0/195-----" ----- '(Roof Snow=40:0)_. — "" Lumber Increase 1.15 BC 0.18 Vert(TL) n/a - n/a 999 TCDL 8.0 Rep Stress [nor NO WB 0.10 Horz(TL) 0.00 7 n/a n/a BCLL 0.0 BCDL 10.0 Code IRC2003/TP12002 (Matrix)Weight: 631b LUMBER BRACING TOP CHORD 2 X 4 DF 1800F 1.5E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2 X 4 DF 1800F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2 X 4 DF Stud/Std REACTIONS (Ib/size) 1=189/16-9-0, 7=189/16-9-0, 10=252/16-9-0, 11=140/16-9-0, 12=445/16-9-0, 9=140/16-9-0, 8=445/16-9-0 Max Horz 1=-37(load case 5) Max Uplift11=-12(load case 7), 12=-36(load case 7), 9=-12(load case 8), 8=-37(load case 8) Max Gray 1=270(Ioad case 2), 7=270(load case 3), 10=252(load case 1), 11=225(Ioad case 2), 12=646(load case 2), 9=225(load case 3), 8=646(load case 3) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-140/111, 2-3=-119/45, 3-4=-87/59, 4-5=-87/54, 5-6=-119/32, 6-7=-140/111 BOT CHORD 1-12=0/35, 11-12=0/35, 10-11=0/35, 9-10=0/35, 8-9=0/35, 7-8=0/35 WEBS 4-10=-195/0, 3-11=-228/33, 2-12=-514/69, 5-9=-228/32, 6-8=-514/70 NOTES 1) Wind: ASCE 7-98; 95mph; h=25ft; TCDL=4.2psf; BCDL=6.0psf; Category II; Exp B; enclosed; MWFRS interior zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 2) Truss designed for wind Toads in the plane of the truss only. For studs exposed to wind (normal to the face), see MiTek "Standard Gable End Detail" 3) TCLL: ASCE 7-98; Pf=40.0 psf (flat roof snow); Exp B; Fully Exp. 4) Unbalanced snow Toads have been considered for this design. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) All plates are 2x4 MT20 unless otherwise indicated. 7) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 8) Gable requires continuous bottom chord bearing. 9) Gable studs spaced at 2-0-0 oc. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 12 Ib uplift at joint 11, 36 Ib uplift at joint 12, 12 Ib uplift at joint 9 and 37 Ib uplift at joint 8. 11) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job 1972-06 Truss V2 Truss Type GABLE Qty 1 Ply 1 WINDSOR STANDARD Job Reference (optional) Coeur d'Alene Builders Supply, Coeur d'Alene, ID 83815, Josh M. 6.200 s Oct 18 2005 MiTek Industries, Inc. Wed Jan 10 1529:39 2007 Page 1 6.48 12-9-0 6-4-8 6-4-8 Scale .1:19.5 4a4 = 3 2x4 II 2x4 II 6.0072 4 2 T ST2 1 4 ci ST1 I ST1 O O Bf - - • 111.11..11111♦1111111111.111111111111111111111111.11111..1.1.•11.1.1111.1.11111111..1111..11111111.1.•....1.•..1•.11.111 ♦1111111.11..•111111111.111111•..111111111111111111..1111..111111.11111111111.11111.••1.1111..1.1.1.•.11..11.111111111.• 111.11111.1111.11111111111.111111.11111111111.111.1.111111111.1111111.111.111.11•.1111.1111111111.1.1.1.1.11.11.111111♦ '1:11.11111.111••••1.111••11.1.1111111.111•••11••11111111.1.1.111•••1.111.1111••1❖111.1.111.111.1.1❖111.1.111.141.11111111.111.•1111111111. 11.1.111•{11111.1111.1111.111.11111.1.1•••1.111•.11.1.1.1.111.111.111.1.1.1.1•••111•.11.1.1.1.1 •111111111.11.1111.1111•.11111♦•1.1.1.1.1.1.1.1.1•,•1.1.1•,• :.:.:.:.:.:.:.:.:.:.:.:.:.:.:.:.:.:.:.:.:.:.:.:.:.:.:.:.:.:.:.:.:.:.:.:.:.•.:.:.:.:.:r_.:.:.:.:.:.:.:.:.:.:.:.:.:.:.:.:.:.:.:.:.:.:.:.:.:.:.:.:.:.:.:.:.:.:.:.:.:.•,•1.1.1.1•,•1•,•1•,•1.1.1.1•••1:1.1.1.1.1•,•1•, 3x4 4 2x4 11 2x4 11 2x4 11 3,0 C 12-9-0 12-9-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 40.0 P.lates_Increase. T031 ____.MT20_..__ ._ n/a._.__-__.-__-n a___ 999.. _.._ __ ____ __.220L19.5 _ __.___ -(Roof Snow=40:0)- __1.15____ _._ --Lumber Increase 1.15 .__C _ _ BC 0.17 _ __Vert(LL)____ Vert(TL) n/a n/a 999 TCDL 8.0 Rep Stress Incr NO WB 0.11 Horz(TL) 0.00 5 n/a n/a BCLL 0.0 BCDL 10.0 Code IRC2003/TP12002 (Matrix)Weight: 431b LUMBER BRACING TOP CHORD 2 X 4 DF 1800F 1.5E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2 X 4 DF 1800F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2 X 4 DF Stud/Std REACTIONS (Ib/size) 1=180/12-9-0, 5=180/12-9-0, 7=53/12-9-0, 8=461/12-9-0, 6=461/12-9-0 Max Horz 1=28(load case 6) Max Uplifts=-1(load case 8), 8=-36(load case 7), 6=-36(load case 8) Max Grav 1=261(load case 2), 5=261(load case 3), 7=53(Ioad case 1), 8=667(load case 2), 6=667(load case 3) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-123/128, 2-3=-111/43, 3-4=-111/41, 4-5=-123/128 BOT CHORD 1-8=0/27, 7-8=0/27, 6-7=0/27, 5-6=0/27 WEBS 3-7=-74/0, 2-8=-533/71, 4-6=-533/70 NOTES 1) Wind: ASCE 7-98; 95mph; h=25ft; TCDL=4.2pst; BCDL=6.0psf; Category 11; Exp B; enclosed; MWFRS interior zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see MiTek "Standard Gable End Detail" 3) TCLL: ASCE 7-98; Pf=40.0 psf (flat roof snow); Exp B; Fully Exp. 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 7) Gable requires continuous bottom chord bearing. 8) Gable studs spaced at 2-0-0 oc. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1 Ib uplift at joint 5, 36 Ib uplift at joint 8 and 36 Ib uplift at joint 6. 10) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job 1972 O6 • Truss V3 Truss Type • GABLE Qty 1 ' Py 1 WINDSOR STANDARD Job Reference (optional) Coeur d'Alene Builders Supply, Coeur d'Alene, ID 83815, Josh M. 6.200 s Oct 18 2005 MiTek Industries, Inc. 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BOT CHORD 2 X 4 DF 1800F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2 X 4 DF Stud/Std REACTIONS (Ib/size) 1=228/8-9-0, 3=228/8-9-0, 4=416/8-9-0 Max Horz 1=-18(load case 5) Max Uplift1=-14(Ioad case 7), 3=-17(load case 8) Max Gray 1=325(load case 2), 3=325(load case 3), 4=416(Ioad case 1) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-137/63, 2-3=-137/63 BOT CHORD 1-4=0/38, 3-4=0/38 WEBS 2-4=-322/34 NOTES 1) Wind: ASCE 7-98; 95mph; h=25ft; TCDL=4.2psf; BCDL=6.Opsf; Category II; Exp B; enclosed; MWFRS interior zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see MiTek "Standard Gable End Detail" 3) TCLL: ASCE 7-98; Pf=40.0 psf (flat roof snow); Exp B; Fully Exp. 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 7) Gable requires continuous bottom chord bearing. 8) Gable studs spaced at 2-0-0 oc. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 14 Ib uplift at joint 1 and 17 Ib uplift at joint 3. 10) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job 197206 Truss V4 Truss Type GABLE Qty 1 Ply 1 WINDSOR STANDARD Job Reference (optional) Coeur d'Alene Builders Supply, Coeur d'Alene, ID 83815, Josh M. 6.200 s Oct 18 2005 MiTek Industries, inc. 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A 0,.. •••••••.. '4'. • • .•,•,•, . .4 . 4:414k4 4 44,44t4 I 6,•. • .•••• .0, .••• 2x4* 4-9-0 4-9-0 Plate Offsets (X,Y): 12:0-3-0,Edpe) LOADING. tOs0-------- TOLL 40.0 (Roof Snow=40.0) TCDL 8.0 BOLL 0.0 BCDL 10.0 -- SPACING --------2-0-0-- -----CSI- Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr NO Code IRC2003fTPI2002 TC 0.07 BC 0.11 WB 0.00 (Matrix) )--1/deff---t/d---- ---- Vert(LL) n/a - n/a 999 Vert(TL) n/a - n/a 999 Horz(TL) 0.00 3 n/a n/a --- PLATES-- --GRIP' MT20 220/195 Weight: 12 lb LUMBER TOP CHORD 2 X 4 DF 1800F 1.5E BOT CHORD 2 X4 DF 1BOOF 1.5E REACTIONS (lb/size) 1=204/4-9-0, 3=204/4-9-0 Max Horz1=-8(load case 3) Max Uplift1=-1(load case 5), 3=-1(load case 6) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-219/27, 2-3=-219/27 BOT CHORD 1-3=-15/169 BRACING TOP CHORD Structural wood sheathing directly applied or 4-9-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES 1) Wind: ASCE 7-98; 95mph; h=25ft; TCDL.4.2psf; BCDt..--6.0psf; Category II; Exp 8; enclosed; MWFRS interior zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see MiTek "Standard Gable End Detail" 3) TOLL: ASCE 7-98; Pf=40.0 psf (flat roof snow); Exp B; Fully Exp. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 6) Gable requires continuous bottom chord bearing. 7) Gable studs spaced at 2-0-0 oc. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1 Ib uplift at joint 1 and 1 Ib uplift at joint 3. 9) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard VIKING CONSTRUCTION MODEL : WINDSOR -STD JOB # : 2762 2 -STORY JOB ADDRESS : DEVELOPMENT: LOT/ BLK [LOADING: 40-8-10=58# PITCI 16/12 -EXTERIOR 2X4/2X4 CHORDS 16" OVERHANGS 12' O.C. SPACING COEUR D'ALENE BUILDERS SUPPLY' 165 5 W. CLAYTON AVE 1COEUR D'ALENE ID. 83815 1 Iz (208) 667-6481 PHONE (208) 667-6483 FAX -.r, EMAIL:JOSHM@CDABLDRS.COM 101 ALL DIMENSIONS ARE IN .FEET -INCL IES-SIXTEENTI IS LTRL SS FILE # 172-O6j HANGERS: 1125=(41) 1-THA29=(15) 0i 0 m( 40-0-0 11 ,I Ii 11 II II II 1 I III !! 1 II j III EJ2(411) 1- I - -11 11 q 11 B35) 11 I 11 I II 1; 11 91! , II 2I II cliS I I tl III I II IIIA 11 III II 1 II II I Ii 1 11 I i I, j1 / Ali `, i' ii / 111 11� 11 1 _ II E 1 'C 10-0-0 SPAN 1' 711 ilii, 1 Bt (1 ) II I H 6/12 6/12 E5 -6-0i SPA 19-6-0 L SPAN 20-6-0 BI / Zp'r a'. �dl„„a dZ Use ne,w(3Y, bay Fells in%:Ndnije•Jdn tw &Oa greler 16' r i E.,w mo<w CsCOCSCCCSC=eC.WWL- zOC>OsiE L) WARNING .Kwd... 00 110r snow worker.. up. bmit DO " MUM. HO?. »n waam..dew.wlaen m,d., a,n11 �namwdm. ro e":M. vw 77. 1"wa..w.Z "t ex w..wd.a NAILING REQUIREMENTS a,o;Ie4� nairom.na '; 11 /11.0.nM.N .erew P. M.o. o OM John. ,In leo endut Y49 M1f�,.um'x �ea,a':'yn vi ere.. -rax.-_ ,nn mel eIm ene,w ogee, ret each ei apn�oo e 1208 COMMENTS _.1 ConstructionI r LEVEL COMMENTS_ iVinsor 2762 I LMain Floor Joist Placemen TJXpertn. etivvew HANGER LIST - Simpson Strong -Tie Company. Ine.G Plot ID Qty Product Label Top Nails Face Nails Member Nails Notes' Hl 4I/52.06/11.88 10-10d (5) Hanger Notes: (5) Backer Blocks Required JOIST AND BEAM LIST Plot ID Length Product 817 17' 11 7/8" TJI 210 ,joist 88 8' 11 7/8" TJI 210 joist A5 5' 11 7/8" TJI 210 joist A4 4' 11 7/8" TJI 210 .foist 842 42' 11 7/8" TJI 230 joist B38 38' 11 7/8" TJI 230 joist C22 22' 11 7/8" TJI 360 joist ACCESSORIES LIST Plies Qtyl Bbl 1' 23/32" Becker Blocks Pcl 42' 1 1/8" x 11 7/8" TJ Rim Board Pct 38' 1 1/8" x 11 7/8" TJ Rim Board Pc3 4' 1 1/8" x 11 7/8" TJ Rim Board 1362 1' 1" net Backer Blocks 861 1' 1 15/16" 11 7/8" TJI 210 Blocking Panels Rml 80' 1 1/6" x 11 7/8" TJ Rim Board 5h1 4' x 8' 23/32" Structurwood Edge Gold (24" Spon Rating) Bk, Blocking Panels; Rm, Rim Board: Pc, Parallel Closure LEVEL NOTES File Nome: Wmsor Two Story JOB Level Nome: Main Floor Plotted: 1/10/2007 16:50 I Design Status: Main Floor ..1/4/2007 11:40 NOTE: Level design times indicated above provide assurance for proper level stocking, Design Methodology: ASD 'Floor Area Loading Is: 40psf Live Load and 12 psf Dead Load Maximum Joist Deflection: L/480 Live Load L/240 Total Load TJ -Pro Rating Information: [Weighted Average: 35 Lowest Rating: 28 Highest Rating: 69 Glued & Noiled Decking is Required Direct Applied Ceiling of 1/2" Gypsum is Required Floor Decking: 23/32" Structurwood Edge Gold (24" Spon Rating) Normal O.C. Spacing = 16"w °Unless noted otherwise Layout sews RS a 1' 1 3 1 3 1 1 1 1 1 15 1 11 1 11 6 1 21 1 1 1I 1 52 1 CREATED BY _ Coeur D' Alone Builders Supply 655 W CLAYTON AV COEUR D' ALENE, ID 83815 (208) 667-6481 FAX: (208)667-7298 L _ _SYMBOL LEGEND p Point Load _ Line Load Area Load 1880 Beam By Others o Detail Colloid" Label (See Framer's Pocket Guide) � J easel ett FOR TEE TJ,XPERT WARRANTY SEE "FRAMER 'S am aao a000EETMOUIOE Job 1972-06 1 Truss A Truss Type GABLE Qty 1 Ply 1 WINDSOR STANDARD Job Reference (optional) Coeur d'Alene Builders Supply, Coeur d'Alene, ID 83815, Josh M. 6.200 s Oct 18 2005 MiTek Industries, Inc. Wed Jan 10 15:29:28 2007 Page 1 -1-4-0 10-3-020-6-0 21-10-0 I 1 0-3-0 10-3-0 1-4-0 1-4-0 scale =1:36.5 4x4 = 8 6 600 12 5 9 5T4 0 aT3 11 3 T. :e 11 �, y A r -9C H - n _f 12 • .X......W.W`.t 44�4 �4.W4i .W44.WVi•Wtt4i �ii4ii4iWi4i �Qi4ii �444•W�t44.4.44*.W. x . . • . . ...4 .i4ii4444i.,,t:444.44i4444 3x4 3x4 i 3x6 = 20-6-0 20-6-0 Plate Offsets (X,Y): [2:0-2-10,0-1-8],[12:0-2-10,0-1-8],[21:0-2-0,0-1-8] CSI _ DEFL in (loc) I/deft L/d PLATES GRIP LOADING (psf) SPACING 2-0-0- TCLL 40.0 Plates Increase 1.15 TC 0.31 Vert(LL) -0.03 13 n/r 120 MT20 220/195 (Roof Snow=40.0) Lumber Increase 1.15 BC 0.13 Vert(TL) -0.03 13 n/r 120 TCDL 8.0 Rep Stress Incr NO WB 0.11 Horz(TL) 0.00 12 n/a n/a BCLL 0.0 Code IRC2003/TP12002 (Matrix) Weight: 96 Ib BCDL 10.0 LUMBER BRACING TOP CHORD 2 X 4 DF 1800F 1.5E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2 X 4 DF 1800F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2 X 4 DF Stud/Std REACTIONS (Ib/size) 2=292/20-6-0, 18=212/20-6-0, 19=232/20-6-0, 20=231/20-6-0, 22=236/20-6-0, 23=221/20-6-0, 17=232/20-6-0, 16=231/20-6-0, 15=236/20-6-0, 14=221/20-6-0, 12=292/20-6-0 Max Horz 2=-63(load case 8) Max Uplift2=-35(load case 7), 19=-18(load case 7), 20=-18(load case 7), 22=-25(load case 7), 23=-28(load case 9), 17=-17(load case 8), 16=-19(load case 8), 15=-25(load case 8), 14=-28(load case 9), 12=-47(load case 8) Max Grav2=436(load case 2), 18=212(load case 1), 19=354(load case 2), 20=334(load case 2), 22=346(load case 2), 23=316(load case 2), 17=354(load case 3), 16=334(load case 3), 15=346(load case 3), 14=316(load case 3), 12=436(load case 3) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/100, 2-3=-106/48, 3-4= 86/48, 4-5=-86/56, 5-6=-85/74, 6-7=-92/88, 7-8=-92/85, 8-9=-85/59, 9-10=-86/47, 10-11=-86/48, 11-12=-106/48, 12-13=0/100 BOT CHORD 2-23=0/62, 22-23=0/62, 21-22=0/62, 20-21=0/62, 19-20=0/62, 18-19=0/62, 17-18=0/62, 16-17=0/62, 15-16=0/62, 14-15=0/62, 12-14=0/62 WEBS 7-18=-172/0, 6-19=-314/42, 5-20=-296/43, 4-22=-300/45, 3-23=-296/37, 8-17=-314/40, 9-16=-296/44, 10-15=-300/45, 11-14=-296/36 NOTES 1) Wind: ASCE 7-98; 95mph; h=25ft; TCDL=4.2psf; BCDL=6.0psf; Category II; Exp B; enclosed; MW FRS interior zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL -1.33 plate grip DOL -1.33. "Standard 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see MiTek Gable End Detail" 3) TCLL: ASCE 7-98; Pf=40.0 psf (flat roof snow); Exp B; Fully Exp. 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 40.0 psf on overhangs non -concurrent with other live loads. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 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) Gable requires continuous bottom chord bearing. 10) Gable studs spaced at 2-0-0 oc. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 35 Ib uplift at joint 2, 18 Ib uplift at joint 19, 18 Ib uplift at joint 20, 25 Ib uplift at joint 22, 28 Ib uplift at joint 23, 17 Ib uplift at joint 17, 19 Ib uplift at joint 16, 25 Ib uplift at joint 15, 28 Ib uplift at joint 14 and 47 Ib uplift at joint 12. 12) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job —' Truss — Truss Type 1972-06 Al COMMON Coeur d'Alene Builders Supply, Coeur d'Alene, ID 83815, Josh M. -1-4-0 5-4-12 L - 10-3-0 1-4-0 5-4-12 4-10-4 4* = 4 Qty Ply WINDSOR STANDARD 1 Job Reference (optional) 6200 s Oct 18 2005 MiTek Industries, Inc. Wed Jan 10 15:29:29 2007 Page 1 15-1-4 4-10-4 20-6-0 5-4-12 21-10-0 1-4-0 Scale = 1:36. 7-0-3 - 13-5-13 7-0-3 6-5-11 LOADING (psf) SPACING 2-0-0 CSI Plates Increase 1.15 TC 0.52 _ (Roof Snow=40.0) Lumber Increase 1.15 BC 0.37 TCDL 8.0 Rep Stress Incr YES WB 0.38 BCLL 0.0 Code IRC2003/TPI2002 (Matrix) TCLL 40.0 BCDL 10.0 LUMBER TOP CHORD 2 X 4 DF 1800F 1.5E BOT CHORD 2 X 4 DF 1800F 1.5E WEBS 2 X 4 DF Stud/Std 20-6-0 7-0-3 DEFL in (loc) I/defl L/d PLATES GRIP Vert(LL) -0.07 8-10 >999 240 , MT20 2201 95 Vert(TL) -0.16 6-8 >999 180 Horz(TL) 0.05 6 n/a nia Weight: 87 Ib BRACING TOP CHORD Structural wood sheathing directly applied or 4-5-1 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 2=1312/0-5-8, 6=1312/0-5-8 Max Horz 2=-63(load case 8) Max Uplift2=-55(load case 7), 6=-55(load case 8) Max Grav2=1604(load case 2), 6=1604(load case 3) FORCES (Ib) Maximum Compression/Maximum Tension TOP CHORD 1-2=0/102, 2-3=-2228/17, 3-4=-1813/27, 4-5=-1813/27, 5-6=-2228/17, 6-7=0/102 BOT CHORD 2-10=-11/1823, 9-10=0/1136, 8-9=0/1136, 6-8=0/1823 WEBS 3-10=-683/94, 4-10=0/855, 4-8=0/855, 5-8=-683/94 NOTES 1) Wind: ASCE 7-98; 95mph; h=2511; TCDL=4.2psf, BCDL=6.0psf; Category II; Exp 8; enclosed: MWFRS interior zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 2) TCLL: ASCE 7-98; Pf=40.0 psf (flat roof snow); Exp B; Fully Exp. 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load 01 18.0 psf or 2.00 times flat roof load of 40.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 55 Ib uplift at joint 2 and 55 Ib uplift at joint 6. 8) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSITTPI 1. LOAD CASE(S) Standard Job 1972-06 Truss A2 Truss Type COMMON Qty 1 c Ply nnn .. 2 n,.+ WINDSOR STANDARD Job Reference (optional) t o �nrl ftATeL Ind! letnoc Inr Wars .Ian in 15:29:30 2007 Pace 1 Coeur d'Alene Builders Supply, Coeur d'Alene, ID 83815, Josh M. -1-4-0 1=40 5-8-8 10-3-0 14-9-8 20-6-0 21-10-1 5-8-8 4-6-8 5x10 11 4-6-8 5-8-8 Scale =1:32.3 1-4-0 5-8-8 5-8-8 9 8 6x16 MT2OH= 6x12 11 10-3-0 12x16 MT2OH= 14-9-8 x12 11 20-6-0 4-6-8 4-6-8 5-8-8 Plate Offsets (X,Y): [1 :1-3-13,Edge], [5:0-4-13,Edge], [7:0-8-0,0-6-4], [8:0-6-8,0-3-0] LOADING (psf)_ TCLL 40.0 (Roof Snow=40.0) TCDL 8.0 BCLL 0.0 BCDL 10.0 SPACING 2 -0 -0 - Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr NO Code IRC2003/TP12002 CSI TC 0.77 BC 0.87 WB 0.88 (Matrix) DEFL- in (loc) _. 1/dell L/d Vert(LL) -0.26 7-9 >924 240 Vert(TL) -0.44 7-9 >551 180 Horz(TL) 0.14 5 n/a n/a PLATES GRIP MT20 220/195 MT2OH 165/146 Weight: 283 Ib LUMBER BRACING TOP CHORD 2 X 6 DF 1800F 1.5E TOP CHORD BOT CHORD 2 X 8 DF 2250F 1.6E BOT CHORD WEBS 2 X 4 DF 1800F 1.5E `Except* W2 2 X 4 DF Stud/Std, W2 2 X 4 DF Stud/Std WEDGE Left: 2 X 4 DF Stud/Std, Right: 2 X 4 DF Stud/Std REACTIONS (Ib/size) 1=11491/0-6-4 (0-5-8 + bearing block), 5=11491/0-6-4 (0-5-8 + bearing block) Max Horz 1=-47(load case 5) Max Upliftl=-216(load case 7), 5=-216(load case 8) Max Gray 1=1 1691(load case 2), 5=11691(load case 3) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-19846/371, 2-3=-13673/280, 3-4=-13673/280, 4-5=-19846/371 BOT CHORD 1-9=-337/17774, 8-9=-337/17774, 7-8=-337/17774, 6-7=-294/17774, 5-6=-294/17774 WEBS 2-9=-46/5180, 2-7=-6580/173, 3-7=-186/11410, 4-7=-6580/174, 4-6=-47/5180 Structural wood sheathing directly applied or 3-3-7 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES 1) 2 -ply truss to be connected together with 0.131 "x3" Nails as follows: Top chords connected as follows: 2 X 6 - 2 rows at 0-9-0 oc. Bottom chords connected as follows: 2 X 8 - 2 rows at 0-4-0 oc. Webs connected as follows: 2 X 4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) 2 X 8 DF 2250F 1.6E bearing block 12" long at jt. 1 attached to each face with 4 rows of 0.131"x3" Nails spaced 3" o.c. 16 Total fasteners per block. Bearing is assumed to be DF. 4) 2 X 8 DF 2250F 1.6E bearing block 12" long at jt. 5 attached to each face with 4 rows of 0.131 "x3" Nails spaced 3" o.c. 16 Total fasteners per block. Bearing is assumed to be DF. 5) Wind: ASCE 7-98; 95mph; h=25ft; TCDL=4.2psf; BCDL=6.0psf; Category II; Exp B; enclosed; MWFRS interior zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 6) TCLL: ASCE 7-98; Pf=40.0 psf (flat roof snow); Exp B; Fully Exp. 7) Unbalanced snow loads have been considered for this design. 8) This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 40.0 psf on overhangs non -concurrent with other live loads. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10) All plates are MT20 plates unless otherwise indicated. 11) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 216 Ib uplift at joint 1 and 216 Ib uplift at joint 5. 13) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and Confirf alr 0ard ANSI/TPI 1. Job Truss Truss Type 1972-06 A2 COMMON Coeur d'Alene Builders Supply, Coeur d'Alene, ID 83815, Josh M. NOTES 14) Girder carries tie-in span(s): 38-0-0 from 0-0-0 to 20-6-0 LOAD CASE(S) Standard 1) Snow: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-96, 3-5=-96, 1-5=-1051(F=-1031) Qty Ply 2 WINDSOR STANDARD Job Reference (optional) 6.200 s Oct 18 2005 MiTek Industries, Inc. Wed Jan 10 15:29:30 2007 Page 2 Job ,• 1972-06 Truss B Truss Type GABLE Qty 1 r Ply 1 nnn ,. ,,,.. WINDSOR STANDARD Job Reference (optional) 1 o nnn. nIT..4 Inr-finc}rioc Inr \51,1 .lar 1 n I S -7g31 2(107 Pane 1 1 Coeur d'Alene Builders Supply, Coeur d'Alene, ID 83815, Josh M. 19-0-0 38-0-0 3x6 34 19-0-0 6.00 PIY 10 5x6 = 11 13 14 5 19-0-0 16 17 3x6 18 19 20 9-4-9 1-4-0 Scale = 1:62. 3x6 41 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 3x6 = 38-0-0 3x6 = 24 23 3x6 = 38-0-0 Plate Offsets (X,Y): [3:0-1-9,Edge], [19:0-1-9,Edge] LOADING (psf)_ _ TCLL 40.0 (Roof Snow=40.0) TCDL 8.0 BCLL 0.0 BCDL 10.0 SPACING - 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr NO Code IRC2003/TP12002 CSI TC 0.31 BC 0.13 WB 0.32 (Matrix) DEFL _ in (loc) f/deft L/d Vert(LL) -0.03 22 n/r 120 Vert(TL) -0.03 22 n/r 120 Horz(TL) 0.01 21 n/a n/a - PLATES GRIP MT20 220/195 Weight: 228 Ib LUMBER BRACING TOP CHORD 2 X 4 DF 1800F 1.5E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2 X 4 DF 1800F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2 X 4 DF Stud/Std WEBS 1 Row at midpt 11-32, 10-33, 12-31 REACTIONS (Ib/size) 1=152/38-0-0, 32=212/38-0-0, 33=231/38-0-0, 35=232/38-0-0, 36=232/38-0-0, 37=233/38-0-0, 38=229/38-0-0, 39=243/38-0-0, 40=187/38-0-0, 41=358/38-0-0, 31=231/38-0-0, 29=232/38-0-0, 28=232/38-0-0, 27=232/38-0-0, 26=231/38-0-0, 25=238/38-0-0, 24=208/38-0-0, 23=303/38-0-0, 21=318/38-0-0 Max Horz 1=-108(load case 8) Max Uplift33=-12(load case 7), 35=-22(load case 7), 36=-19(load case 7), 37=-19(load case 7), 38=-19(load case 7), 39=-20(load case 7), 40=-15(load case 7), 41=-31(load case 7), 31=-9(load case 8), 29=-23(load case 8), 28=-18(load case 8), 27=-19(load case 8), 26=-19(load case 8), 25=-18(load case 8), 24=-24(load case 8), 23=-9(load case 8), 21=-24(load case 8) Max Gray 1=218(load case 2), 32=212(load case 1), 33=348(load case 2), 35=338(load case 2), 36=338(load case 2), 37=340(load case 2), 38=335(load case 2), 39=355(load case 2), 40=273(load case 2), 41=522(load case 2), 31=373(load case 3), 29=359(load case 3), 28=360(load case 3), 27=360(load case 3), 26=358(load case 3), 25=368(load case 3), 24=326(load case 3), 23=465(load case 3), 21=505(load case 3) FORCES (Ib) Maximum Compression/Maximum Tension TOP CHORD 1-2=-119/86, 2-3=-105/43, 3-4=-74/48, 4-5=-86/58, 5-6=-90/75, 6-7=-89/92, 7-8=-90/109, 8-9=-89/126, 9-10=-89/144, 10-11=-94/156, 11-12=-98/152, 12-13=-92/130, 13-14=-92/101, 14-15=-92/75, 15-16=-92/51, 16-17=-93/50, 17-18=-90/53, 18-19=-33/40, 19-20=-103/5, 20-21=-137/83, 21-22=0/100 BOT CHORD 1-41=0/105, 40-41=0/105, 39-40=0/105, 38-39=0/105, 37-38=0/105, 36-37=0/105, 35-36=0/105, 34-35=0/105, 33-34=0/105, 32-33=0/105, 31-32=0/105, 30-31=0/105, 29-30=0/105, 28-29=0/105, 27-28=0/105, 26-27=0/105, 25-26=0/105, 24-25=0/105, 23-24=0/105, 21-23=0/105 WEBS 11-32=-172/0, 10-33=-308/36, 9-35=-298/46, 8-36=-299/43, 7-37=-299/43, 6-38=-297/43, 5-39=-308/44, 4-40=-257/38, 2-41=-422/59, 12-31=-333/33, 13-29=-319/47, 14-28=-320/42, 15-27=-320/43, 16-26=-318/43, 17-25=-327/43, 18-24=-291/42, 20-23=-410/48 NOTES 1) Wind: ASCE 7-98; 95mph; h=25ft; TCDL=4.2psf; BCDL=6.0psf; Category II; Exp B; enclosed; MWFRS interior zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see MiTek "Standard Gable End Detail" 3) TCLL: ASCE 7-98; Pf=40.0 psf (flat roof snow); Exp B; Fully Exp.; L= 45-0-0 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 40.0 psf on overhangs non -concurrent with other live loads. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 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. @6q§pJgcpszcipisgwrtinuous bottom chord bearing. Job 1972-06 Truss B Truss Type GABLE Coeur d'Alene Builders Supply, Coeur d'Alene, ID 83815, Josh M. Oty 1 Ply 1 WINDSOR STANDARD Job Reference (optional) 6.200 s Oct 18 2005 MiTek Industries, Inc. Wed Jan 10 15:29:31 2007 Page 2 NOTES 10) Gable studs spaced at 2-0-0 oc. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 12 Ib uplift at joint 33, 22 Ib uplift at joint 35, 19 Ib uplift at joint 36, 19 Ib uplift at joint 37, 19 Ib uplift at joint 38, 20 Ib uplift at joint 39, 15 Ib uplift at joint 40, 31 Ib uplift at joint 41, 9 Ib uplift at joint 31, 23 Ib uplift at joint 29, 18 Ib uplift at joint 28, 19 Ib uplift at joint 27, 19 Ib uplift at joint 26, 18 Ib uplift at joint 25, 24 Ib uplift at joint 24, 9 Ib uplift at joint 23 and 24 Ib uplift at joint 21. 12) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job • 1972-06 Truss B1 Truss Type COMMON Qty 10 Ply 1 WINDSOR STANDARD Job Reference (optional) 2005 M T k I 1 t 'es Inc Wed Jan 10 15-2Q-12 2507 Pane 1 Coeur d'Alene Builders Supply, Coeur d'Alene, ID 83815, Josh M. 6-8-5 12-10-3 19-0-0 6-8-5 6-1-13 6-1-13 5x6 = 5 25-1-13 6-1-13 200 s Oct 18 a nus rl . • 31-3-11 6-1-13 38-0-0 9-4-0 6-8-5 1-4-0 Scale =1:62. 6112 9-9-4 15 3x4 = 19-0-0 14 4x6 = 13 3x10 = 12 4x6 = 28-2-12 3x4 = 38-0-0 6x12 9-9-4 9-2-12 9-2-12 9-9-4 Plate Offsets (X,Y): [1:0-4-6,Edge], )9:0-4-6.Edge] LOADING (psf) TCLL 40.0 (Roof Snow=40.0) TCDL 8.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr YES Code IRC2003/TP12002 CSI TC 0.80 BC 0.85 WB 0.70 (Matrix) DEFL in (loc) 1/deft L/d Vert(LL) -0.31 1-15 >999 240 Vert(TL) -0.63 1-15 >715 180 Horz(TL) 0.20 9 n/a n/a PLATES GRIP MT20 220/195 Weight: 182 Ib LUMBER BRACING TOP CHORD 2 X 4 DF 2400F 2.0E TOP CHORD Structural wood sheathing directly applied or 2-2-14 oc purlins. BOT CHORD 2 X 4 DF 1800F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 DF Stud/Std WEBS 1 Row at midpt 4-13, 6-13 WEDGE Left: 2 X 6 DF 1800F 1.5E, Right: 2 X 6 DF 1800F 1.5E REACTIONS (lb/size) 1=2174/Mechanical, 9=2331/0-5-8 Max Horz 1=-108(load case 8) Max Upliftl=-14(load case 7), 9=-61(load case 8) Max Grav1=2664(load case 2), 9=2958(load case 3) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-4870/54, 2-3=-4228/21, 3-4=-3851/43, 4-5=-2634/64, 5-6=-2569/67, 6-70-3768/33, 7-8=-4171/12, 8-9=-4899/44, 9-10=0/102 BOT CHORD 1-15=-74/4186, 14-15=-0/3186, 13-14=-0/3186, 12-13=0/3117, 11-12=0/3117, 9-11=0/4150 WEBS 2-15=-862/123, 4-15=0/940, 4-13=-1485/112, 5-13=0/1575, 6-13=-1579/109, 6-11=0/958, 8-11=-899/117 NOTES 1) Wind: ASCE 7-98; 95mph; h=25ft; TCDL=4.2psf; BCDL=6.0psf; Category II; Exp B: enclosed; MWFRS interior zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 2) TCLL: ASCE 7-98; Pf=40.0 psf (flat roof snow); Exp B; Fully Exp.; L= 45-0-0 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 40.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 14 Ib uplift at joint 1 and 61 Ib uplift at joint 9. 9) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job Truss I Truss Type —Qty Ply 1972-06 E32 COMMON 4 1 Coeur d'Alene Builders Supply, Coeur d'Alene, ID 83815, Josh M. _4-Q 6-8_5 • 1-4-0 6-8-5 12-10-3 6-1-13 WINDSOR STANDARD Job Reference (option 6.200 s Oct 18 2005 MITek Industries, Inc. Wed Jan 10 15:29.33 2007 Page 1 j 19-0-0 25-1-13 6-1-13 6-1-13 5x6 = 31-3-11 _ y -_ 38-0-0 6-1-13 6-8-5 1-4-0 Scale: 316'=1 9-9-4 9-9-4 3z4 = Plate Offsets , r112:0-4-6,Ed_gej, :0`4-6,Edoi — SPACING 2-0-0 - CSI DEFL in (loc) I/defl L/d Plates Increase 1.15 TC 0.79 Vert(LL) -0.28 2-16 >999 240 Lumber Increase 1.15 BC 0.81 Vert(TL) -0.59 2-16 >764 180 Rep Stress Incr YES WB 0.72 Horz(TL) 0.20 10 nia nia Code IRC2003/TP12002 (Matrix) LOADING (psf) TCLL 40.0 (Roof Snow=40.0) TCDL 8.0 BCLL 0.0 BCDL 10.0 302 MT2OH — 3xi0= 3021420H - 19-0-0 x72M,T2QH- 19=0-0 — — 28-2_12 9-2-12 9-2-12 3x4 38-0-0 9-9-4 PLATES GRIP MT20 220/195 MT2OH 165/146 Weight: 184 Ib LUMBER BRACING TOP CHORD 2 X 4 DF 2400F 2.0E TOP CHORD Structural wood sheathing directly applied or 2-2-14 oc purlins. BOT CHORD 2 X 4 DF 1800F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 DF Stud/Std WEBS 1 Row at midpt 5-14, 7-14 WEDGE Left: 2 X 6 DF 1800F 1.5E, Right: 2 X 6 DF 1800F 1.5E REACTIONS (Ib/size) 2=2327/0-5-8, 10=2327/0-5-8 Max Horz 2=-101(load case 8) Max Uplift2=-61(load case 7), 10=-61(load case 8) Max Grav2=3069(load case 2), 10=3069(load case 3) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/102, 2-3=-5139/43, 3-4=-4411/12, 4-5= 4008/33, 5-6=-2751/64, 6-7=-2751/64, 7-8=-4008/33, 8-9=-4411/12, 9-10=-5139/43, 10-11=0/102 BOT CHORD 2-16=-61/4362, 15-16=0/3333, 14-15=0/3333, 13-14=0/3333, 12-13=0/3333, 10 12=0/4362 WEBS 3-16--896/117, 5-16=0/956, 5-14=-1567/109, 6-14=0/1620, 7-14=-1567/109, 7-12=0/956, 9-12=-896/117 NOTES 1) Wind: ASCE 7-98; 95mph: h=25ft; TCDL=4.2psf; BCDL=6.Dpst; Category II; Exp B: enclosed; MWFRS interior zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 2) TCLL: ASCE 7-98; Pf=40.0 psf (flat roof snow); Exp 13; Fully Exp.; L= 45-0-0 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 40.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) All plates are MT20 plates unless otherwise indicated. 7) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 61 Ib uplift at joint 2 and 61 Ib uplift at joint 10. 9) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job 1972-06 Truss B3 Truss Type COMMON Coeur d'Alene Builders Supply, Coeur d'Alene, ID 83815, Josh M. 6-5-5 6-5-5 12-7-3 � 18-9-0 6-1-13 6-1-13 Qty Ply 1 WINDSOR STANDARD Job Reference (optional) 6.200 s Oct 18 2005 MiTek Industries, Inc. Wed Jan 10 15:29:34 2007 Page 1 24-10-13 31-0-11 37-9-0 5x6 = 5 6-1-13 6-1-13 6-8-5 39-1-9 1-4-0 Scale = 1:61. 3x4 = 4x6 = 3x10 = 4x6 = 3x4 = 37-9-0 -0-4. I ,., v . — - - -- 9-6-4 9-2-12 9-2-12 9-9-4 Plate Offsets (X,Y): [1 :Edge,0-3-14], [9:0-4-6,Edge] LOADING (psf) SPACING - 2-0-0 CSI - DEFL in (toc) I/deft L/d - - PLATES- GRIP TCLL 40.0 Plates Increase 1.15 TC 0.76 Vert(LL) -0.28 1-15 >999 240 MT20 220/195 (Roof Snow=40.0) Lumber Increase 1.15 BC 0.80 Vert(TL) -0.57 9-11 >785 180 TCDL 8.0 Rep Stress Incr YES WB 0.68 Horz(TL) 0.19 9 n/a n/a BCLL 0.0 Code IRC2003/TP12002 (Matrix) Weight: 180 Ib BCDL 10.0 LUMBER BRACING TOP CHORD 2 X 4 DF 2400F 2.0E TOP CHORD Structural wood sheathing directly applied or 2-5-1 oc purlins. BOT CHORD 2 X 4 DF 1800F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 DF Stud/Std WEBS 1 Row at midpt 4-13, 6-13 WEDGE Left: 2 X 4 DF Stud/Std, Right: 2 X 6 DF 1800F 1.5E REACTIONS (Ib/size) 1=2160/Mechanical, 9=2316/0-5-8 Max Horz 1=-108(load case 8) Max Upliftl=-14(load case 7), 9=-62(load case 8) Max Gray 1=2640(Ioad case 2), 9=2949(Ioad case 3) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-4713/52, 2-3=-4108/21, 3-4=-3897/42, 4-5=-2595/65, 5-6=-2538/66, 6-7=-3748/34, 7-8=-4151/13, 8-9=-4880/44, 9-10=0/102 BOT CHORD 1-15=-72/4013, 14-15=-0/3118, 13-14=-0/3118, 12-13=0/3100, 11-12=0/3100, 9-11=0/4133 WEBS 2-15=-764/121, 4-15=0/855, 4-13=-1437/112, 5-13=0/1548, 6-13=-1579/109, 6-11=0/958, 8-11=-899/117 NOTES 1) Wind: ASCE 7-98; 95mph; h=25ft; TCDL=4.2psf; BCDL=6.0psf; Category II; Exp B; enclosed; MW FRS interior zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 2) TCLL: ASCE 7-98; Pf=40.0 psf (flat roof snow); Exp B; Fully Exp.; L= 45-0-0 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 40.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 14 Ib uplift at joint 1 and 62 Ib uplift at joint 9. 9) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job 1972-06 • Truss B4 Truss Type GABLE Qty 1 Ply 1 WINDSOR STANDARD Job Reference (optional) I.... \AIA Inn in 1 R OO R 9(1117 Pnnc 1 Coeur d'Alene Builders Supply, Coeur d'Alene, ID 83815, Josh M. [1-4-9 1-4-0 01 19-0-0 19-0-0 6.00 FIT .GUUJ VLI IO CV Vu rvrircn ri iuu�ui , �... ...... ....�. ... ..... 38-0-0 19-0-0 5x6 = 2 39-4-4 1-4-0 Scale: 3/16"1 c 3x6 = 42 41 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 3x6 = 3x6 = 3x6 = 38-0-0 38-0-0 Plate Offsets (X,Y): [4:0-1-9.Edgel, [20:0-1-9,Edgel LOADING (psf) _ TCLL 40.0 (Roof Snow=40.0) TCDL 8.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 CSI- Plates Increase 1.15 TC 0.31 Lumber Increase 1.15 BC 0.13 Rep Stress lncr NO WB 0.32 Code IRC2003/TP12002 (Matrix) DEFL in (loc) 1/defl L/d - PLATES - GRIP Vert(LL) -0.03 23 n/r 120 MT20 220/195 Vert(TL) -0.03 23 n/r 120 Horz(TL) 0.01 22 n/a n/a Weight: 230 Ib LUMBER BRACING TOP CHORD 2 X 4 DF 1800F 1.5E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2 X 4 DF 1800F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2 X 4 DF Stud/Std WEBS 1 Row at midpt 12-33, 11-34, 13-32 REACTIONS (Ib/size) 2=318/38-0-0, 33=213/38-0-0, 34=231/38-0-0, 36=232/38-0-0, 37=232/38-0-0, 38=232/38-0-0, 39=231/38-0-0, 40=238/38-0-0, 41=208/38-0-0, 42=303/38-0-0, 32=231/38-0-0, 30=232/38-0-0, 29=232/38-0-0, 28=232/38-0-0, 27=231/38-0-0, 26=238/38-0-0, 25=208/38-0-0, 24=303/38-0-0, 22=318/38-0-0 Max Horz 2=101(load case 7) Max Uplift2=-24(Ioad case 5), 34=-12(load case 7), 36=-22(load case 7), 37=-19(load case 7), 38=-19(Ioad case 7), 39=-19(load case 7), 40=-18(load case 7), 41=-24(load case 7), 42=-10(load case 7), 32=-9(Ioad case 8), 30=-23(load case 8), 29=-18(load case 8), 28=-19(load case 8), 27=-19(load case 8), 26=-18(load case 8), 25=-24(load case 8), 24=-9(load case 8), 22=-24(load case 8) Max Gray 2=507(load case 2), 33=220(load case 3), 34=371(load case 2), 36=360(load case 2), 37=360(load case 2), 38=360(load case 2), 39=358(load case 2), 40=368(load case 2), 41=326(load case 2), 42=465(load case 2), 32=371(load case 3), 30=360(load case 3), 29=360(load case 3), 28=360(load case 3), 27=358(load case 3), 26=368(load case 3), 25=326(load case 3), 24=465(load case 3); 22=507(load case 3) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/100, 2-3=-139/80, 3-4= 106/41, 4-5=-75/48, 5-6=-93/58, 6-7=-96/75, 7-8=-95/92, 8-9=-95/109, 9-10=-95/126, 10-11=-95/144, 11-12=-100/156, 12-13= 100/152, 13-14= 95/130, 14-15=-95/101, 15-16=-95/75, 16-17=-95/50, 17-18=-96/47, 18-19=-93/50, 19-20=-33/38, 20-21=-106/5, 21-22=-139/80, 22-23=0/100 BOT CHORD 2-42=0/105, 41-42=0/105, 40-41=0/105, 39-40=0/105, 38-39=0/105, 37-38=0/105, 36-37=0/105, 35-36=0/105, 34-35=0/105, 33-34=0/105, 32-33=0/105, 31-32=0/105, 30-31=0/105, 29-30=0/105, 28-29=0/105, 27-28=0/105, 26-27=0/105, 25-26=0/105, 24-25=0/105, 22-24=0/105 WEBS 12-33=-180/0, 11-34=-331/36, 10-36=-320/46, 9-37=-320/43, 8-38=-320/43, 7-39=-318/43, 6-40=-327/43, 5-41=-291/42, 3-42=-410/49, 13-32=-331/33, 14-30=-320/47, 15-29=-320/42, 16-28=-320/43, 17-27=-318/43, 18-26=-327/43, 19-25= 291/42, 21-24=-410/48 NOTES 1) Wind: ASCE 7-98; 95mph; h=25ft; TCDL=4.2psf; BCDL=6.0psf; Category II; Exp B; enclosed; MWFRS interior zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see MiTek "Standard Gable End Detail" 3) TCLL: ASCE 7-98; Pf=40.0 psf (flat roof snow); Exp B; Fully Exp.; L= 45-0-0 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 40.0 psf on overhangs non -concurrent with other live loads. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 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. hpROJgcralsntinuous bottom chord bearing. Job 1972-06 Truss B4 Truss Type GABLE Qty Coeur d'Alene Builders Supply, Coeur d'Alene, ID 83815, Josh M. Ply 1 WINDSOR STANDARD Job Reference (optional) 6.200 s Oct 18 2005 MiTek Industries, Inc. Wed Jan 10 15:29:35 2007 Page 2 NOTES 10) Gable studs spaced at 2-0-0 oc. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 24 Ib uplift at joint 2, 12 Ib uplift at joint 34, 22 Ib uplift at joint 36, 19 Ib uplift at joint 37, 19 Ib uplift at joint 38, 19 Ib uplift at joint 39, 18 Ib uplift at joint 40, 24 Ib uplift at joint 41, 10 Ib uplift at joint 42, 9 Ib uplift at joint 32, 23 Ib uplift at joint 30, 18 Ib uplift at joint 29, 19 Ib uplift at joint 28, 19 Ib uplift at joint 27, 18 Ib uplift at joint 26, 24 Ib uplift at joint 25, 9 Ib uplift at joint 24 and 24 Ib uplift at joint 22. 12) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job 1972-06 Truss C Truss Type GABLE Qty 1 Ply 1 WINDSOR STANDARD Job Reference (optional) Coeur d'Alene Builders Supply, Coeur d'Alene, ID 83815, Josh M. -1-4-0 2-9-0 5-6-0 6-10-0 1-4-0 2-9-0 3 4x4 = 2-9-0 1-4-0 Scale = 1:12 5-6-0 5-6-0 LOADING (psf) TCLL 40.0 (Roof Snow=40.0) - TCDL 8.0 BCLL 0.0 BCDL 10.0 LUMBER TOP CHORD 2 X 4 DF 1800F 1.5E BOT CHORD 2 X 4 DF 1800F 1.5E OTHERS 2 X 4 DF Stud/Std SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr NO Code IRC2003/TP12002 CSI TC 0.31 BC 0.07 WB 0.04 (Matrix) DEFL in (loc) I/defl L/d Vert(LL) -0.05. 5 . n/r 120 Vert(TL) -0.06 5 n/r 120 Horz(TL) 0.00 4 n/a n/a PLATES GRIP MT20 220/195 Weight: 22 Ib REACTIONS (Ib/size) 2=320/5-6-0, 4=320/5-6-0, 6=254/5-6-0 Max Horz 2=30(Ioad case 7) Max Uplift2=-61(Ioad case 7), 4=-67(Ioad case 8) Max Grav2=480(Ioad case 2), 4=480(Ioad case 3), 6=254(Ioad case 1) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/100, 2-3=-131/38, 3-4=-131/38, 4-5=0/100 BOT CHORD 2-6=-20/27, 4-6=-20/27 WEBS 3-6=-186/49 BRACING TOP CHORD Structural wood sheathing directly applied or 5-6-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. NOTES 1) Wind: ASCE 7-98; 95mph; h=25ft; TCDL=4.2psf; BCDL=6.Dpsf; Category II; Exp B; enclosed; MWFRS interior zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see MiTek "Standard Gable End Detail" 3) TCLL: ASCE 7-98; Pf=40.0 psf (flat roof snow); Exp B; Fully Exp. 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 40.0 psf on overhangs non -concurrent with other live loads. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 8) Gable requires continuous bottom chord bearing. 9) Gable studs spaced at 2-0-0 oc. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 61 Ib uplift at joint 2 and 67 Ib uplift at joint 4. 11) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job 1972-06 s Truss D Truss Type MONO TRUSS J Qty 4 Ply 1 WINDSOR STANDARD Job Reference (optional) , L... 1 n 1g -00-Q7 Onn7 Porno 1 Coeur d'Alene Builders Supply, Coeur d'Alene, ID 83815, Josh M. 5-10-6 5-10-6 2 2x4 11 2x4 = 5-10-6 5-10-6 Scale = 1,1 6. Plate Offsets X,Y : 3:Ed.e,0-1-14] LOADING (psf) TCLL 40.0 (Roof Snow=40.0) TCDL 8.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr YES Code IRC2003/TP12002 CSI - TC 0.60 BC 0.24 WB 0.00 (Matrix) DEFL in (loc) 1/deft Lid Vert(LL) -0.05 1-3 >999 240 Vert(TL) -0.12 1-3 >553 180 Horz(TL) 0.00 3 n/a n/a PLATES - GRIP MT20 220/195 Weight: 21 Ib LUMBER TOP CHORD 2 X 4 DF 1800F 1.5E BOT CHORD 2 X 4 DF 1800F 1.5E WEBS 2 X 4 DF Stud/Std REACTIONS (Ib/size) 1=318/0-5-8, 3=318/0-1-8 Max Horz 1=82(load case 4) Max Upliftl=-4(load case 5), 3=-15(load case 5) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-100/100, 2-3=-264/48 BOT CHORD 1-3=-16/26 BRACING TOP CHORD BOT CHORD Structural wood sheathing directly applied or 5-10-6 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES 1) Wind: ASCE 7-98; 95mph; h=25ft; TCDL=4.2psf; BCDL=6.0psf; Category II; Exp B; enclosed; MWFRS interior zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 2) TCLL: ASCE 7-98; Pf=40.0 psf (flat roof snow); Exp B; Fully Exp. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 5) Bearing at joint(s) 3 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 3. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 4 Ib uplift at joint 1 and 15 Ib uplift at joint 3. 8) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job -- s 1972-06 Truss Truss Type Qty 1.1 E COMMON Coeur d'Alene Builders Supply, Coeur d'Alene, ID 83815, Josh M. 5-0-0 5-0-0 6.00[12 4.6 11 2 Ply INDSOR STANDARD 2 Job Reference (optional) 6.200 s Oct 18 2005 MiTek Industries, Inc. Wed Jan 10 15:29:38 2007 Page 1 10-0-0 5-0-0 Scale: 3/4"=1 Plate Offsets (L00111:0-3 LOADING (psf) T TCLL 40.0 (Roof Snow=40.0) TCDL 8.0 I BCLL 0.0 BCDL 10.0 5-0-0 5-0-0 -0,0-2-91 [3:0-3-0.0-2-9] SPACING 2-0-0 CSI Plates Increase 1.15 TC 0.38 Lumber Increase 1.15 BC 0.53 Rep Stress Incr NO WB 0.37 Code IRC2003fTP12002 (Matrix) LUMBER TOP CHORD 2 X 4 DF 1800F 1.5E BOT CHORD 2 X 8 DF 2250F 1 6E WEBS 2 X 4 DF 1800F 1.5E REACTIONS (Ib/size) 1=5471/D-5-8, 3=5471/0-5-8 Max Horz 1=23(load case 6) Max Upliftl=-103(load case 7), 3-103(load case 8) Max Gray 1=5566(load case 2), 3=5566(load case 3) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-7180/144, 2-3=-7180/143 BOT CHORD 1-4=-104/6364. 3-4=-104/6364 WEBS 2-4=-61/5782 DEFL in Vert(LL) -0.07 Vert(TL) -0.12 Horz(TL) 0.02 BRACING TOP CHORD BOT CHORD (loc) 1-4 1-4 3 I/defl >999 >982 n/a 10-0-0 5-0-0 L/d 240 180 n/a PLATES MT20 MT2OH Weight: 92 Ib 5x6 = GRIP 220/195 165/146 Structural wood sheathing directly applied or 5-5-9 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES 1) 2 -ply truss to be connected together with 0.131"x3" Nails as follows: Top chords connected as follows: 2 X 4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2 X 8 - 2 rows at 0-4-0 oc. Webs connected as follows: 2 X 4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B); unless otherwise indicated. 3) Wind: ASCE 7-98; 95mph; h=25ft; TCDL=4.2psf; BCDL=6.0psf; Category 11; Exp B; enclosed; MWFRS interior zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 4) TCLL: ASCE 7-98; Pf=40.0 psi (flat roof snow); Exp B; Fully Exp. 5) Unbalanced snow loads have been considered for this design. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) All plates are MT20 plates unless otherwise indicated. 8) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 103 Ib uplift at joint 1 and 103 Ib uplift at joint 3. 10) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSUTPI 1. 11) Girder carries tie-in span(s): 38-0-0 from 0-0-0 to 10-0-0 LOAD CASE(S) Standard 1) Snow: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-96, 2-3=-96, 1-3=-1051(F=-1031) Job Truss Truss Type 1972-06 V1 GABLE Coeur d'Alene Builders Supply, Coeur d'Alene, ID 83815 Josh M. t- 8-4-8 8-4-8 444= Ply WINDSOR STANDARD 1 Job Reference (optional) 6.200 s Oct 18 2005 MiTek Industries, Inc. Wed Jan 10 15:29:38 2007 Page — — 16-9-0 — — — 8-4-8 Scale = 1:26.1 600 12 sral ST2 _1 ST2 Ll ;4444..........�1�..............�e�................��:e��'�*4:4 4 .1 i..*.4 i iii 4 i - ' Ww. .::.L.i.aL ��Mvf w.A. AA -x4 i LOADING (psf) TCLL 40.0 (Roof Snow -40.0) TCDL 8.D BCLL 0.0 BCDL 10.0 LUMBER TOP CHORD 2 X 4 DF 1800F 1.5E BOT CHORD 2 X 4 DF 1800F 1.5E OTHERS 2 X 4 DF Stud/Std SPACING 2-0-0 PlatesIncrease 1.15 Lumber Increase 1.15 Rep Stress Incr NO Code IRC2003/TP12002 CSI TC 0.30 BC 0.18 WB 0.10 (Matrix) 16-9-0 16-9-0 DEFL in (loc) 1/dell L/d Vert(LL) nla n/a 999 Vert(TL) n/a - n/a 999 Horz(TL) 0.00 7 n/a n/a 3x4 PLATES GRIP MT20 220/195 Weight: 63 Ib BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 1=189.'16-9-0, 7=189/16-9-0, 10=252/16-9-0, 11=140/16-9-0, 12=445/16-9-0. 9=140/16-9-0, 8=445/16-9-0 Max Horz 1=-37(load case 5) Max Uplittl 1=-12(load case 7), 12=-36(load case 7), 9=-12(load case 8), 8=-37(load case 8) Max Grav1=270(load case 2), 7=270(Ioad case 3), 10=252(load case 1), 11=225(load case 2), 12=646(load case 2), 9=225(load case 3), 8=646(load case 3) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-140/111, 2-3=-119/45, 3-4=-87/59, 4-5=-87/54, 5-6=-119/32, 6-7=-140/111 BOT CHORD 1-12=0/35, 11.12=0/35, 10-11=0/35, 9-10=0/35, 8-9=0/35, 7-8=0/35 WEBS 4-10=-195/0, 3-11=-228/33, 2-12=-514/69, 5-9=-228/32, 6-8=-514/70 NOTES 1) Wind: ASCE 7-98; 95mph; h=25tt; TCDL=4.2psf; BCDL=6.0psf; Category II; Exp B; enclosed; MWFRS interior zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1 .33. 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see MiTek "Standard Gable End Detail" 3) TCLL: ASCE 7-98; Pf=40.0 psf (flat roof snow); Exp B; Fully Exp. 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) All plates are 2x4 MT20 unless otherwise indicated. 7) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 8) Gable requires continuous bottom chord bearing. 9) Gable studs spaced at 2-0-0 oc. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 12 Ib uplift at joint 11, 36 Ib uplift at joint 12, 12 Ib uplift at joint 9 and 37 Ib uplift al joint 8. 11) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job Truss Truss Type Qty I PIy WINDSOR STANDARD 1972-06 V2 GABLE 1 1Job Reference (optional) c nnn .. r, -.4-1o ,Inn. RA,ToL Ink„etr,cc in,, Wo,1.ion 10 1599:39 2007 Paoe 1 Coeur d'Alene Builders Supply, Coeur d'Alene, ID 83815, Josh M. 6-4-8 12-9-0 6-4-8 244 11 6.00 12 4x4 = 3 2x4 II 4 T1 6-4-8 Scale = 1:19 3x4* 244 11 244 3 12-9-0 2x4 3 344 12-9-0 LOADING (psf) TCLL 40.0 (Roof Snow=40.0) TCDL 8.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr NO Code IRC2003/TP12002 CSI TC 0.31 _ BC 0.17 WB 0.11 (Matrix) DEFL in (loc) I/defl L/d Vert(LL) . n/a - n/a_. 999 Vert(TL) n/a - n/a 999 Horz(TL) 0.00 5 n/a n/a PLATES GRIP MT20 220/195 Weight: 43 Ib LUMBER TOP CHORD 2 X 4 DF 1800F 1.5E BOT CHORD 2 X 4 DF 1800F 1.5E OTHERS 2 X 4 DF Stud/Std BRACING TOP CHORD BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 1=180/12-9-0, 5=180/12-9-0, 7=53/12-9-0, 8=461/12-9-0, 6=461/12-9-0 Max Horz 1=28(Ioad case 6) Max Uplift5=-1(load case 8), 8=-36(load case 7), 6=-36(Ioad case 8) Max Gray 1=261(load case 2), 5=261(load case 3), 7=53(load case 1), 8=667(load case 2), 6=667(Ioad case 3) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-123/128, 2-3=-111/43, 3-4=-111/41, 4-5=-123/128 BOT CHORD 1-8=0/27, 7-8=0/27, 6-7=0/27, 5-6=0/27 WEBS 3-7=-74/0, 2-8=-533/71, 4-6=-533/70 NOTES 1) Wind: ASCE 7-98; 95mph; h=25ft; TCDL=4.2psf; BCDL=6.0psf; Category II; Exp B; enclosed: MWFRS interior zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1 .33 plate grip DOL=1.33. 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see MiTek "Standard Gable End Detail” 3) TCLL: ASCE 7-98; Pf=40.0 psf (flat roof snow); Exp B; Fully Exp. 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 7) Gable requires continuous bottom chord bearing. 8) Gable studs spaced at 2-0-0 oc. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1 Ib uplift at joint 5, 36 Ib uplift at joint 8 and 36 Ib uplift at joint 6. 10) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job Truss - w 1972-06 V3 Truss Type GABLE Coeur d'Alene Builders Supply, Coeur d'Alene, ID 83815, Josh M. 4-4.8 4-4-8 2 4x4 = Qty Ply WINDSOR STANDARD Job Reference (optional) 6.200 s Oct 18 2005 MiTek Industries, Inc. Wed Jan 10 15:29:40 2007 Page 1 8-9-0 4-4-8 3 1 Scale = 1:13-6 •. *....f.��f��f��.'��.*. *f•1'+*•��p��•.... G...f��1��i��•...4+��.*..*+S...►,��.1. . •...S��.r.1��.q.S...k.S....��r��•..��•...%��f"11��•+ • •�•�,��1�, •�+��*�� t 1%!•••/•••••• •1••••••••+•••••••?•t•1••••••••/•,•••i••4••1.1••••••4V•••••••••••••••••••••• 2,4 LOADING (psf) TCLL 40.0 (Roof Snow -40.0) TCDL 8.0 BCLL 0.0 BCDL 10.0 LUMBER TOP CHORD 2 X 4 DF 1800F 1.5E BOT CHORD 2 X 4 DF 1800F 1.5E OTHERS 2 X 4 DF Stud/Std SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr NO Code IRC2003/TPI2002 CSI TC 0.50 BC 0.12 WB 0.07 (Matrix) REACTIONS (Ib/size) 1=228/8-9-0, 3=228/8-9-0, 4=416/8-9-0 Max Horz 1=-18(load case 5) Max Upliftl=-14(load case 7), 3=-17(load case 8) Max Gray 1=325(load case 2), 3=325(load case 3), 4=416(load case 1) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-137/63, 2-3=-137/63 BOT CHORD 1-4=0/38, 3-4=0/38 WEBS 2-4= 322/34 2x4 i 8-9-0 8-9-0 DEFL in (loc) 1/dell L/d Verl(LL) n./a - n/a 999 Vert(TL) n/a - n/a 999 Horz(TL) 0.00 3 n/a n/a BRACING TOP CHORD BOT CHORD 2,4 PLATES GRIP MT20 220/195 - Weight: 25 Ib Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES 1) Wind: ASCE 7-98; 95mph; h=25ft; TCDL-4.2psf; BCDL=6.0pst; Category II; Exp B; enclosed; MWFRS interior zone; cantilever lett and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL -1.33. 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see MiTek "Standard Gable End Detail" 3) [CLL: ASCE 7-98; Pf=40.0 psf (flat roof snow); Exp B; Fully Exp. 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 7) Gable requires continuous bottom chord bearing. 8) Gable studs spaced at 2-0-0 oc. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 14 Ib uplift at joint 1 and 17 Ib uplift at joint 3. 10) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job 1972-06 M Truss V4 Truss Type GABLE Coeur d'Alene Builders Supply, Coeur d'Alene, ID 83815, Josh M. 2-4-8 2-4-8 6.00172 T1/ Oly Pty WINDSOR STANDARD 1 1 J Job Reference(optional) 3x6 = 2 6.200 s Oct 18 2005 MiTek Industries, Inc. Wed Jan 10 15:29:41 2007 Page 1 4-9-0 2-4-8 s - t7.4 Plate Offsets_p_cyY)Lj2•0-3-0.EcAg_ej LOADING (psi) -1 TCLL 40.0 (Roof Snow=40.0) TCDL 8.0 BCLL 0.0 BCDL 10.0 2x4 SPACING 2-0 0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr NO Code IRC2003/TP12002 LUMBER TOP CHORD 2 X 4 DF 1800F 1.5E BOT CHORD 2 X 4 DF 1800F 1.5E REACTIONS (Ib/size) 1=204/4-9-0, 3=204/4-9-0 Max Horz 1=-8(load case 3) Max Upliftl=-1(load case 5), 3=-1(load case 6) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-219/27, 2-3=-219/27 BOT CHORD 1-3=-15/169 CSI TC 0.07 BC 0.11 WB 0.00 (Matrix) 4-9-0 4-9-0 DEFL Vert(LL) Vert(TL) Horz(TL) in (loc) 1/dell n/a n/a - n/a 0.00 3 n/a BRACING TOP CHORD BOT CHORD Lid 999 999 n/a 2x4 PLATES MT20 Weight: 12 Ib GRIP 220/195 Structural wood sheathing directly applied or 4-9-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES 1) Wind: ASCE 7-98; 95rnph; h=25ft; TCDL=4.2psf; BCDL=6.0psf; Category II; Exp B: enclosed; MWFRS interior zone; cantilever left and right exposed : end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see MiTek "Standard Gable End Detail" 3) TCLL: ASCE 7-98; Pf=40.0 psf (flat roof snow); Exp B; Fully Exp. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 6) Gable requires continuous bottom chord bearing, 7) Gable studs spaced at 2-0-0 oc. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1 Ib uplift at joint 1 and 1 Ib uplift at joint 3. 9) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard