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2008, 02-11 Permit App: 08000363 ResidenceProject Number: 08000363 Inv: 1 Application THIS IS NOT A PERMIT Penalties will be assessed for commencing work without a permit Date: 2/11/2008 Page 1 of 3 Project Information: maan,,,.� ..,�_.. .�....��..., n...9, ;»...,�,.. 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: 55074.3603 SiteAddress: 18116 E KNOX AVE Location:: CSV Block: Lot: Owner: Name: VIKING CONSTRUCTION, INC Address: 2605 W HAYDEN AVE HAYDEN LAKE, ID 83835 Zoning: R-3 SF Res District Water District: 134 CONSOLIDATED ID #19 Area: 7,702 Sq Ft Width: 0 Nbr of Bldgs: 0 Nbr of Dwellings: 0 Review Information: Review Hold: ❑ Depth: 0 Right Of Way (ft): 0 Building Plan Review Released By: Originally Released: Driveway/Approach 2/11/2008 By: tmelbourn Released By: Originally Released: 2/11/2008 By: JLMain Landuse/Zoning/HE Conditions Released By: Sewer Review Originally Released: 2/11/2008 By: mharnois Released By: Permits:..... ? . a3...5. _. .,.... t ... .._. CV A. w..,.. a EN MP Ml .,.:.V , M x NIMAra Operator: jmm Printed By: jmm Print Date: 2/11/2008 Project Number: 08000363 Inv: I Application THIS IS NOT A PERMIT Penalties will be assessed for commencing work without a permit Date: 2/11/2008 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 DescriptionGrp Type 1&2 FAMILY R-3 VB 2ND FLOOR R-3 VB DECK OPEN 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 HEAT PUMP OR A/C 0-3 TONS VENTILATING FANS Approach Firm: VIKING CONSTRUCTION Phone: (208) 762-9106 Units Unit Desc 1 NUMBER OF Permit Total Fees: Building Permit Fee Amount $50.00 $50.00 Firm: VIKING CONSTRUCTION Phone: (208) 762-9106 This Application: Total Project: Sq Ft Valuation Sq Ft Valuation 932 $88,530.68 932 $88,530.68 1,383 $103,282.44 1,383 $103,282.44 23 $345.00 23 $345.00 960 $18,240.00 960 $18,240.00 Totals: 3,298 $210,398.12 3,298 $210,398.12 Units 1 1 1 Unit Desc SELECT SELECT SELECT Permit Total Fees: Mechanical Permit Fee Amount $1,615.35 $4.50 $646.14 $2,265.99 Finn: VIKING CONSTRUCTION Phone: (208) 762-9106 Units Unit Desc 1 NUMBER OF 1 NUMBER OF 2 # OF UNITS 1 NUMBER OF 4 NUMBER OF Operator: jmm Printed By: jmm Permit Total Fees: Print Date: Fee Amount $10.00 $12.00 $2.00 $12.00 $40.00 $76.00 2/11/2008 Project Number: 08000363 Inv: 1 Application THIS IS NOT A PERMIT Penalties will be assessed for commencing work without a permit Date: 2/11/2008 Page 3 of 3 Contractor: THOMAS PLUMBING & Item Description TOILETS/BIDETS SINKS SHOWERS TUBS DISH WASHERS GARBAGE DISPOSAL CLOTHES WASHER MISCELLANEOUS FIXTURES Notes: Payment Summary: , u r , .. . Permit Type Approach Building Permit Mechanical Permit Plumbing Permit Plumbing Permit Firm: Phone: Units Unit Desc 3 NUMBER OF 4 NUMBER OF 2 NUMBER OF 2 NUMBER OF 1 NUMBER OF 1 NUMBER OF 1 NUMBER OF 3 NUMBER OF Fee Amount $50.00 $2,265.99 $76.00 $102.00 Permit Total Fees: Invoice Amount $50.00 $2,265.99 $76.00 $102.00 $2,493.99 $2,493.99 Fee Amount $18.00 $24.00 $12.00 $12.00 $6.00 $6.00 $6.00 $18.00 $102.00 Amount Paid Amount Owing $0.00 $50.00 $0.00 $2,265.99 $0.00 $76.00 $0.00 $102.00 $0.00 $2,493.99 Disclaimer: Submittal of this application certifies the owner (or person(s) authorized by the owner) has both examined and finds the information contained within to be true and correct, and agrees that all provisions of laws and/or regulations governing this type of work will be complied with. Subsequent issuance of a permit shall not be construed to be a permit for, or an approval of, any violation of any of the provisions of the code or of any other state or local laws or ordinances. Signature: Operator: jmm Printed By: jmm Print Date: 2/11/2008 n Q' Spokane Va Community Development Residential Construction Permit Application Permit Center fit! fry NfY 11103 E Sprague�uate=LLQ Spokane VaI1p W i9o106" ' (609)688-003 FAX:,j5.09)688 003101, www .sookanevallev.okt2 SITE ADDRESS: 1St l - a ASSESSORS PARCEL NO: Building Owner: Name: V (k(irc Address: ats,c4 u tiN Nt)k— City: ,City: \-If t df 0 In State: i� ZIp: 7J� Phone:ottQ,u Fax: ) 0 PERMIT NUMBER: PERMIT FEE: nstrnction Li Accessory Bldg Addition/Remodel - Deck 7 Other: LEGAL DESCRIPTION: Contact Person Name: Phone: Describe the scope of work in detail: Contractor Name: vi, 1Mq Address: City. Phone: State: Zip: Fax: Contractor LiViti ue icir&ulExp Date: City Business Lic. No: Cost of Project: $ u4 �GC� Proposed Use: i• 1 o MUST be complete: (write .N/A if not applicable)********************** *�-�rTT The fol HEIGHT TO PEAK: Z49 ' 8'' ow>nb DIMENSIONS: 98 ;� yi' # OF STORIES: (z) Two.. TOTAL HABITABLE SPACE: 23,12 5c2.F-r MAIN FLOOR TO S FTG: sale 2"" FLOOR SQ. FTG: D�,, /3T3 UNFIN BASEMENT SQ. FTG: IMPERVIOUS SURFACE AREA: FINISHED BAS MENT SQ. FTG: ^1 A ARAG9E�S FTG: c‘O -� SIT -sr DE COV.O Q. FTG: � � 30% SLOPES ON rV��I PROPERTY:OR # OF EDROOMS: 6)77111-- CONSTRUCTN TYPE: COM/& IONA c- HEA &3S FOkCL. a Ale. SEWER SEPTIC? SE I've Q 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 or Spokane Valley Permit inure to the property owner. 3) The signatory is the property owner or has permission to represent the property owner in this transaction. 4) All construction is to be done in full compliance with the City of Spokane Valley Development Code. Referenced codes are available for review at the City of Spokane Valley Permit Center. 5) This City of Spokane Valley Permit is not a permit or approval for any violation of federal, state or local laws, codes or ordinances. 6) Plans or additional information may be required to be submitted, and subsequently approved before this application can be processed. SIGNATURE: Method of Payment: ❑ Cash Bankcard #: Authorized Signature: REviSED 2/15/07 ❑ Check DATE: I t ❑ Mastercard ❑ VISA Expires: inn=: Permit Center un tr 11703 E Sprague Ave, Su" . , to ns? t' Spokane Valley, WA alley,WA 9920'..-, &He.(:09686vallUcn:r5C° 'F r;i Community Development Plumbing Permit Application SITE ADDRESS: 1 ) t ` iAr ex PERMIT NUMBER: PERMIT FEE: 1 Cori ncrc:::I Lt Residential Building Owner Name: # Phone tifil, . -)1 Ct I l7ilr Fax: -I tie )i,� ` Cte'.(`...t Address: t Ci/.. Slate: lip.. Contractor Name \ciC k ` Fax _ 4,... Address: Stale: Zip: License No: n;,,,,. Bus'..,', i,:c• Cont tel Name.: Phone: DESCRIPTION OF WORK # OF UNITS X COST = TOTAL AMOUNT 1 TOILETS Vv TEk: !:LOSt i, SIDE:.: 3 X 56.00 = 2 URINALS i X 56.00 = 3 TUBS X $6.00 4 SHOWERS (PER TRAP) BATH, STF LL, ON -"•ITE BUILT . 7 - X 56.00 = 5 SINKS LAVS/BA'INS BAR, Fr ".OR, KII''+'_Y LAUNDPY, r.)TILITY, JAi iTOR, Pi":_,I,), X-RAY, FOC...), -''FI'/CULINARY IAEA 56.00 = 6 DISHWASHER X 56.00 = 7 CLOTHES WASHER 1 0 GARBAGE DISPOSAL 9 WATER SOFTENER 10 ELECTRIC HOT WATER TANK N61 F: IF G<.3, : 7'HAN4:.?L 11 FLOOR DRAINS Ar -o.: :. 'A. T': ENC It CI :';"N,A,TE . . X ' 56.00 = 12 ROOF DRAINS/OVERFLOW DRAINS X $6.00 13 FOUNTAINS, DRINKING X $6.00 = 14 WATER PIPING/DRAIN-IN WASTE, VENT, PLUMBING, REVERSAL NSTAI 1 Alit;IL ALTERATION, REPAIR, REVERSALS X 56.00 = 15 SEWAGE EJECTOR I;F:INDER, SUMP PUMP X 56.00 = 16 WATER USING DEVICE ICE AN/OR -...L-:: cE MAi:Er., HC•SE BIB. T',MER .•;-'.O(_Fi=:! r:Ai- :, •'4A:.)R, SWAMP cc:o "R X 56.00 = 17 CROSS CONNECTION DEVICE —{ VACUUM C - ,..-,ECK V.AL, E AND R.P.B.P.D FOR: \,ATS, TAh S, BOILERS X 56.00 = 18 INTERCEPTORS GREASE TRAP, SAND TRAP, CHEMICAL HOLDING TANK X 56.00 = 19 MEDICAL GAS (per outlet) NITROuS, OXYGEN . . X 56.00 20 MISCELLANEOUS PLUMBING FIXTURE X $6.00 = 21 PRIVATE SEWAGE DISPOSAUSYS X 520.00 = 22 INDUSTRIAL WASTE INTERCEPTOR X $15.00 SUBTOTAL METHOD OF PAYMENT: PROCESSING FEE ❑CASH ❑ CHECK ❑ VISA ❑ MC ECP!C':;: 535.00 Card# `, d�! TOTAL PERMIT FEE DUE: AUTHORIZED SIGNATURE: REVISED 8/26/05 Spokane ►TSIIey Coimnunity Development Permit Center 11703 E Sprague Ave, Suite B Spokane Valley, WA 99206 (50910S6-0036 FAX: (509)68S-003 `.\-w, sPol:anevalley•nrg 01 -- Mechanical Permit Applicatimi SITE, ADDRESS: T ) i\ D E _1 tn(A PERMIT NUMBER: PERMIT FEE: Commercial .1 Residential Building (honer `t -'8 '1 Address. r Colit ractor Fax. hnnc QrC? .) .-I t ) (_(� D _I CiteStith_ Naive: Address: License No• I ;Irlile. Fax: City City Business Lie: Stale: Zip: Co nt a et Name. 2 3 4 5 DESCRIPTION OF WORK FUEI. BURNING APPI.IANCE FUEL BURNING APPLIANCE UNLISTED APPLIANCE (Additional Fee) UNLISTED APPLIANCE (Additional Fee) USED APPLIANCE (WSEC min. AFUE rating) USED APPI IANCE (WSEC min. AFUE rating) )'Bone: # OF UNITS X COST TOTAL AMOUNT Eu ;al to -: , ss than 100,000 More than 110,000 _qual 10 or lees than 400,000 More than 400,000 Equal 10 or less than 400,000 7 8 9 10 BOILER/REFRIGERATION BOILER/REFRIGERATION BOILER/REFRIGERATION BOILER/REFRIGERATION x $12.00 X $15.00 X $50.00 X $100.00 X $50.00 More than 400,000 1 - 100M BTU 101 - 500M BTU X $100.00 X $12.00 X 520.00 501 - 1,000M BTU 11 12 13 BOILER/REFRIGERATION GAS LOG, GAS INSERT, GAS FIREPLACE RANGE 14 15 DRYER FUEL BURNING WATER HEATER 16 17 18 19 20 21 22 MISC. FUEL BURNING APPLIANCE GAS PIPING (each outlet ) , .01 - 1,750M BTU X $25.00 X $35.00 10 . than 1, i 5uM BTU X $60.00 X $10.00 X 510.00 X $10.00 X $10.00 X 510.00 X $1.00 DUCT SYSTEMS VENTILATING FANS AIR HANDLER (DOES NOT include ducting) Equal to or less than 10,000 CFM AIR HANDLER (DOES NOT include ducting) .Treat_; +h'..n 17 000 CFIe EVAPORATIVE COOLERS 23 • 24 25 26 27 28 29 TYPE I HOOD TYPE II HOOD HEAT PUMP/AIR CONDITIONER AIR CONDITIONER AIR CONDITIONER AIR CONDITIONER 30 x X X 510.00 $10.00 $12.00 X X 0-3 TON X X $15.00 $10.00 $50.00 $10.00 x $12.00 4-15 TON x $20.00 15-30 TON X $25.00 30-50 TON X $35.00 AIR CONDITIONER LPG STORAGE TANK 31 WOOD OR PELLET STOVE/INSERT 32 33 34 35 WOOD STOVE - FREE STANDING REPAIR & ADDITIONS VENTILATION SYSTEMS VENTILATION MECHANICAL EXHAUST INCINERATOR - RESIDENCE 36 37 INCINERATOR - COMMERCIAL More than 50 TON x 560.00 610.00 ..... ........... $10.00 $?6.no $15.00 512.00 X $12.00 x 519.00 X $22.00 METHOD OF PAYMENT: ['CASH D CHECK D VISA DMC CARD #: AUTHORIZED SIGNATURE: REVISED 8/26105 EXPIRES: SIN: SUBTOTAL PROCESSING FEE $ 35.00 TOTAL PERMIT FEE DUE: C1TY OF 0 Project ine Transmittal "Valley City of Spokane Valley Community Development Department 11703 E. Sprague Ave, Suite B3 Spokane Valley, WA 99206 Phone: 509.688.0036 Site Address: 18116 E KNOX AVE Parcel Number: 55074.3603 Zoning: R-3 Fire District: FD 01 New project Previous pre -app meeting 0 Plan revisions 0 Transmittal Date: Monday, February 11, 2008 Project Number: 08000363 Water District: CONSOLIDATED ID #19 Applicant: VIKING CONSTRUCTION INC Owner: VIKING CONSTRUCTION, INC 2605 W HAYDEN AVE 2605 W HAYDEN AVE HAYDEN, ID 83835 HAYDEN LAKE, ID 83835 (208) 762-9106 e-mail: e-mail: Contact: VIKING CONSTRUCTION INC Occupant: 2605 W HAYDEN AVE e-mail: HAYDEN, ID 83835 (208) 762-9106 e-mail: Contractor: VIKING CONSTRUCTION 2605 W. HAYDEN AVE HAYDEN. ID 83835 (208) 762-9106 Arch / Engineer: e-mail: Project NEW -SFR -SEWER Description: Building Landuse Engineer Utilities Health Fire Dist Assessor CONSTRUCTION PLAN I SITE PLA N ;2 TD Please send all plan review and project comments via e-mail to the highlighted individuals. Spokane For City Use Only PLUS Project Number ! ;n Project Address / ? // 11703 E Sprague Ave Suite B-3 • Spokane Valley WA 99206 509.688.0036 ♦ Fax: 509.688.0037 ♦ permitcenter@spokanevalley.org As part of our on-going commitment to customer service during the review process of your project application, we are providing you with a TARGET DATE for the initial technical application review. If for any reason we cannot meet this date, we will contact you with a revised target date. Your application review TARGET DATE is 1/ The TARGET DATE is the date we estimate your project application will have had its initial technical review. It is not the date for approval or permit issuance. Tips for a Smoother Project Application Review ➢ Submit complete, accurate plans and documents. Extra time may be required for re -submittals as project application reviewers work on multiple applications and it may be several days before they can look at your new or revised information. ➢ Designate a specific contact person to communicate with the City. While the person designated as the applicant's contact person with the City can be changed, one individual with the expertise for dealing with reviewer comments would be the best choice for the entire review process. ➢ Call staff regarding the status of your project only after the target date shown at the top of the page. Although you should be contacted on or by the target date, please feel free to contact us if you haven't heard from us by your target date. Staff may contact you before the target date if the initial review is complete. By following this procedure, you will save time and allow the reviewers to complete the work more expeditiously. Steps in the Permit Process 1. Counter Complete. Your application has been accepted as counter complete. This means all of the required documents, as indicated on your Pre -Application Checklist have been submitted or have been approved for deferred submittal. This does not prevent technical staff from requesting additional information as a result of their technical review. 2. Quality Check. The next step in the process is a quality check to make sure that the application is reviewable and free from substantive flaws that would prevent technical staff from completing the technical review once it is started. When this step is complete, your application will be routed to the appropriate staff and remain in their review queue until it comes up for review. 3. Technical Compliance. Once an application is administratively complete, it is routed to technical staff for compliance review. Depending on the type of project, technical staff may include multiple reviewers. You should be contacted by phone, fax, email, or mail by your TARGET DATE once the initial technical compliance review is complete. 4. Permit Issuance. When the technical compliance review of the application is complete, including any subsequent re - submittals, each reviewer will approve their section of the application and route it to the Permit Center. When all sections of the application are received, a Permit Specialist will process the application and contact the person specified on your application for permit pick-up. Information regarding fees and pre -construction meetings (if required) will be provided by the Permit Specialist at that time. WHITE -APPLICANT PINK - BUILDING FILE REV 9/07 • pcmo e Valley. Community Development Permit Center 11703 E Spraaue Ave, Suite B-3 Spokane Valley, :VA 99206 (509)688-0036 FAX: (509)688-0037 www.spokanevallev orn Approach Perrnit Application PERMIT NUMBER: PERMIT FEE: PRO)1 C1'ADDRT'SS IY_A1Lv E fl START DATE: 1NTICIPATED COMPLETION DATE Building Owner: Contractor: Name: \ l L rk Address: ',..)10-`1:.) -1^„.„) . \( t: `( 4 u l I= it t _ Cite: \-b l0 e n State: 1 Phone: ...)(2.„..,k t"' p Fax: Contact Person Name: Phone: PROJECT DESCRIPTION (Provide site sk%'tcitj Residential Driveway Existing Curb & Gutter Culvert Installation Other Conditions X Name: Address: City: State: Zip: Phone: Fax: Contractor Lie Date: No: ItA fit' lcict i> i��Exp City Business Lic, Na Commercial/.Industrial Driveway Rural Road Section Sidewalk Repair/Construction Bond/Insurance certification must be on file with th:.-;;v. DISCLAIMER The permittee verifies, acknowledges and agrees by their signatures that: '11 If this permit is for construction of or on a dwelling, the dwelling is/will be served by potable water. 2) Ownersh'p of this City �f Spokane Valley Permit inure to the property owner. 3) The signatory is the property owner or has permission r, : elr escor the property owner in this transaction. 4) All construction is to be clone in full compliance with the City of Spokane Valley Deve1"`c:Inenr r d.: Refer..... td 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 seta be ret;':ired to be submitted, and subsequently approved before this application can be processed. Signature Method ofPat•rner1t.• ❑ Cash ❑ Check Bankcard #: • Authorized Signature: REVISED 30106 Date l/(/ /O(' ❑ Mastercard ❑ VISA E.pires: VIN#: SPOKANE COON Y Site Information SPOKANE COUNTY DEPARTMENT OF BUILDING & PLANNING 1026 WEST BROADWAY AVENUE • SPOKANE, WA 99260-0050 Project Information Site Address: 18116 E KNOX AVE Parcel Number: 55074.3603 Subdivision: RANGE Block: Lot: Zoning: Owner: VIKING CONSTRUCTION, INC Address: 2605 W IIAYDEN AVE IIAYDEN LAKE, ID 83835 Building Inspector: Water Dist: Project Number: 08000488 Inv: 1 Issue Date: 2/14/2008 Permit Use: SEWER CONNECTION - SONATA SPRINGS Applicant: VIKING CONSTRUCTION, INC 2605 W IIAYDEN AVE IIAYDEN LAKE, ID 83835 Contact: VIKING CONSTRUCTION, INC 2605 W IIAYDEN AVE IIAYDEN LAKE, ID 83835 Setbacks - Front: Croup Name: Project Name: Left: Right: Phone: (000) 000-0000 Phone: (000) 000-0000 Rear: 1 Permits Sewer Connection Permit Contractor: VIKING CONSTRUCTION License #: V(K1NC1988DJ SEWER CONNECTION 1 $85.00 PROCESSING FEE 1 $15.00 Total Permit Fee: $100.00 FOR SEWER INSPECTIONS CALL THE UTILITIES DEPT AT (509) 477-3604 FROM 8:30-5:00 MONDAY -FRIDAY PRIOR '1'0 COVER. ONE WORKING DAY NOTICE REQUIRED. PERMIT ALLOWS FOR A 30 -MINUTE INSPECTION. ADDITIONAL INSPECTION FEES APPLY AFTER 30 MINUTES. THE INSTALLER IS RESPONSIBLE TO INSURE ALL WASTEWATER DRAINS ARE CONNECTED TO THE SEWER AND MAY BE REQUIRED TO PERFORM TESTS FOR VERIFICATION. INSTALLER IS TO FIELD LOCATE AND CONFIRM TI IE ELEVATION AND POSITION OF SEWER STUB PRIOR TO ANY OTIIER EXCAVATION. SEWER STUBS ARE TO BE CIIECKED PRIOR TO CONNECTION TO ENSURE TI -IAT THEY 1-IAVE ACCEPTABLE GRADE AND ARE CLEAR AND UNOBSTRUCTED TO THE MAIN. SEWER LINES SHOULD BE CONSTRUCTED TO ALLOW FOR GRAVITY FLOW FROM TLIE LOWEST LEVEL OF THE STRUCTURE. THE INSTALLER AND THIS PERMIT MUST BE PRESENT AT THE JOB SITE AT THE SCHEDULED INSPECTION TIME. BOTH STATE LAW RCW 19.122 AND COUNTY CODE REQUIRES TI -IE INSTALLER TO GIVE NOTICE OF EXCAVATION TO OWNERS OF UNDERGROUND FACILITIES. CALL 1-800-424-5555 BEFORE YOU DIG --AT LEAST 2 WORKING DAYS IN ADVANCE. SPOKANE COUNTY CODE REQUIRES THE INSTALLER COMPLY WITI-1 ALL REQUIREMENTS OF THE WA STATE DEPT OF LABOR & INDUSTRIES, INCLUDING THOSE RELATED TO TRENCH SAFETY. 1 Payment Summary 1 Total Fees AmountPaid AmountOwing $100.00 $ 100.00 $0.00 Tran Date 2/14/2008 Receipt # 455 Payment Amt $100.00 1 Notes / Conditions of Approval 1 FIRE DISTRICT #1 - PLAN REVIEW FEE IS REQUIRED FOR ALL SITE PLAN REVIEWS CONDUCTED BY FD #1. Processed By: l largrove, Heidi Printed By: Lemley, Linda Page 1 of 1 PERMIT ATT AC Ii 5/8" GWI AS FIRE; TO HERI ES2 ES1 b 12'0"0 36'0"0 D1 N M d' W W W W W 1 2'0"0 20'6"0 Construction Inc, CUSTOMER: JOB # / NAME: ADDRESS: CITY: LOT / BLOCK: W.O.#: HANGERS: 1 HUS26 (10) X H2.5 (39) >1,5'0"0 > 10'6"0 VIKING CONSTRUCTION JOHNSON / EDINBURGH 3 CAR LEFT 7?7?? ?7?7?????77?77? SPOKANE, WA. 17/1 070062 0 U) 1 il 1 I1 r1 j 1 1 1 Q 1 1 r L r 1 L_ ' 1 1/2' TQ SHE - 'HING AND EUGi WALL TO ACT 1 'RO 'ECT ON FROM HERE 1 1 D4 D3 \1 D2 _ 1 1 1 1 2 P l N M d' W W W W W 1 2'0"0 20'6"0 Construction Inc, CUSTOMER: JOB # / NAME: ADDRESS: CITY: LOT / BLOCK: W.O.#: HANGERS: 1 HUS26 (10) X H2.5 (39) >1,5'0"0 > 10'6"0 VIKING CONSTRUCTION JOHNSON / EDINBURGH 3 CAR LEFT 7?7?? ?7?7?????77?77? SPOKANE, WA. 17/1 070062 0 U) • 11 N H 0 .0 AY sn .9.91 T .01.61 .0.01 .030 to to O d 3, S <v19 t 9001! 31I: IOOVLLL '91V0 9 683141V8J 09 VIKING CONSTRUCTION EDINBURGH FLOOR 2 GL LUMBERMENS SPOKANE, WA SALES PRESENTATION DRAWING No structural or dimensional check has been rnade with the design dravnngs of the building. therefore purchaser is to check and approve all dimensions, quantities. loads, and details carefully. This drawmg has not been checked by Boise Engineering. NOTE ALL MEASUREMENTS TO BE VERIFIED IN THE FIELD. 070062 COMMON 12 1 Job Reference (optional) Lumbermen's Building Centers, Spokane, WA 99206-4220, D.H. -1-4-01-4-00-0-0 5-4-12 5-4-12 4-10-4 10,3-0 4x6 = 4 6.400 s Aug 1 2005 MiTek Industries, Inc. Tue Jan 16 16:44.35 2007 Page 4-10-4 15-1-4 5-4-12 20,6-01-441-10-0 Scale =1:36. 0-0-0 7-0-2 3x4 7$2 6-5-11 3x6 = 3x4 = 13-5-14 7-0-2 Sq-Ck:20-6-1 20,6-0 Sq-Ck:20-6 Plate Offsets (X Y) [2:0-0-0.0-0-4]. (6:0-0-0,0-0-4] 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 0.47 BC 0.37 WB 0.35 (Matrix) DEFL in (loc) I/defl L/d Vert(LL) -0.07 8-10 >999 240 Vert(TL) -0.16 6-8 >999 180 Horz(TL) 0.05 6 n/a n/a PLATES GRIP MT20 185/148 Weight: 78 Ib LUMBER TOP CHORD 2 X 4 HF 1800F 1.6E BOT CHORD 2 X 4 HF 1800F 1.6E WEBS 2 X 4 DF Stud/Std BRACING TOP CHORD Structural wood sheathing directly applied or 4-8-0 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 = 56(load case 7) Max Uplift 2 =-182(load case 7) 6 =-182(load case 8) Max Gray 2 = 1482(load case 2) 6 = 1482(load case 3) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2 = 0/102 2-3 = -2064/226 3-4 = -1717/240 4-5 = -1717/240 5-6 = -2064/226 6-7 = 0/102 BOT CHORD 2-10 = -196/1692 9-10 = -93/1137 8-9 = -93/1137 6-8 = -147/1692 WEBS 3-10 = -622/78 4-10 = -116/793 4-8 = -117/793 5-8 = -622/78 NOTES 1) Wind: ASCE 7-02; 90mph; h=20ft; TCDL=4.8psf; BCDL=6.0psf; Category II; Exp 0; enclosed; MWFRS; cantilever left and right exposed ; porch left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 2) TCLL: ASCE 7-02; Pf=40.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct= 1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live toad of 16.0 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 182 Ib uplift at joint 2 and 182 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 ;070062 Al ROOF TRUSS I I Lumbermen's Building Centers, Spokane, WA 99206-4220, D.H. -1-4-01-4-00-03 103-0 10-3-0 4x4 = 7 1 Job Reference (optional) 6.400 s Aug 1 2006 MiTek Industries, inc. Tue Jan 16 16:44:36 2007 Page 1 10-3-0 20-6-01-4-21-10-0 Scale =1:36.7 Sq-Ck:20-6-1 4x4 = 4x4 3x6 0-p-0 20-6-0 20#-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 !nor NO Code IRC2003/TP12002 CSI TC 0.31 BC 0.13 WB 0.10 (Matrix) DEFL in (loc) I/defl Vert(LL) -0.03 13 n/r Vert(TL) -0.03 13 n/r Horz(TL) 0.00 12 n/a L/d 120 90 n/a PLATES GRIP MT20 185/148 Weight: 87 Ib Sq-Ck:20-6- LUMBER TOP CHORD 2 X 4 HF 1800F 1.6E BOT CHORD 2 X 4 HF 1800F 1.6E OTHERS 2 X 4 DF Stud/Std 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 (lb/size) 2 = 292/20-6-0 19 = 212/20-6-0 20 = 232/20-6-0 21 = 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 =-56(load case 8) Max Uplift 2 =-24(load case 7) 20 =-9(load case 7) 21 =-10(load case 7) 22 =-16(load case 7) 23 =-28(load case 9) 17 =-8(load case 8) 16 =-10(load case 8) 15 =-16(load case 8) 14 =-28(load case 9) 12 =-35(load case 8) Max Gray 2 = 399(load case 2) 19 = 212(load case 1) 20 = 326(load case 2) 21 = 308(load case 2) 22 = 319(load case 2) 23 = 292(load case 2) 17 = 326(load case 3) 16 = 308(load case 3) 15 = 319(load case 3) 14 = 292(load case 3) 12 = 399(load case 3) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2 = 0/100 2-3 = -97/44 4-5 = -79/51 5-6 = -78/66 7-8 = -84/76 8-9 = -78/53 10-11 = -78/43 11-12 = -97/44 BOT CHORD 2-23 = 0/56 22-23 = 0/56 20-21 = 0/56 19-20 = 0/56 17-18 = 0/56 16-17 = 0/56 14-15 = 0/56 12-14 = 0/56 WEBS 7-19 = -172/0 3-4 6-7 9-10 12-13 21-22 18-19 15-16 -78/43 -84/80 -79/43 0/100 0/56 0/56 0/56 WEBS 6-20 3-23 10-15 = -285/33 = -270/28 = -273/36 5-21 = -270/35 4-22 = -273/36 8-17 = -285/32 9-16 = -270/35 11-14 = -270/28 NOTES 1) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal o the face), see MiTek "Standard Gable End Detail" 2) TCLL: ASCE 7-02; Pf=40.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct= 1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live Toad of 16.0 psf or 2.00 times flat roof load of400f h with psf on overhangs non -concurrent otherlive loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other we loads. 6) All plates are 1.5x4 MT20 unless otherwise indicated. 7) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for gudlit; 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 24 uplift at joint 2, 9 Ib uplift at joint 20, 10 Ib uplift at joint 21, 16 Ib uplift at joint 22, 28 Ib uplift at joint 2 Ib uplift at joint 17, 10 Ib uplift at joint 16, 16 Ib uplift at joint 15, 28 Ib uplift at joint 14 and 35 Ib uplift t joint 12. 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 070062 A2 !COMMON Lumbermen's Building Centers, Spokane, WA 99206-4220. D.H. -1-4-014-00-0-0 5-8-8 3 5-8-8 4-6-8 10-3-0 9x12 MT18H' I 4 4x6 i Job Reference (optional) 6.400 s Aug 1 2006 MITek Indusmes, Inc Tue Jan 16 16:44:37 2007 Page 1 4-6-8 14-9-8 5-8-8 20-6-0 Scale = 1:38.8 4x6 5 6.0012 Sq-Ck:4-7-11 6x16 MT18H.% 10 9 8 3x9 11 7x8 MT181-� 12x14 MT18H= 04-0 5-8-8 5-8-8 4-6-8 10,3-0 7 3x9 II 4-6-8 14,9-8 5-8-8 6x16 MT18H ]a 'o 20,6-0 Sq-Ck:6-3-1 Plate Offsets (X,Y):[2:0-5-9,0-3-01,[3:0-1-12.0-1-8],[5:0-1-12,0-1-81,[6:0-5-9,0-3-0],[7:0-6-0,0-1-8],[10:0-6-0.0-1-8] 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/TPI2002 CSI TC 0.99 BC • 0.92 WB 0.80 (Matrix) DEFL in (loc) 1/dell L/d Vert(LL) -0.25 8-10 >962 240 Vert(TL) -0.42 8-10 >573 180 Horz(TL) -0.11 2 n/a n/a PLATES GRIP MT20 185/148 MT18H 185/148 Weight: 220 Ib LUMBER TOP CHORD 2 X 4 HF 2400F 2.0E BOT CHORD 2 X 8 DF 2250F 1.8E WEBS 2 X 4 HF 1800F 1.6E 'Except' LOAD CASE(S) W2 2 X 4 DF Stud/Std, W4 2 X 4 DF Stud/Std Standard BRACING 1) Snow: Lumber Increase=1.15, Plate Increase=1.15 TOP CHORD Uniform Loads (plf) Structural wood sheathing directly applied. Vert: 2-6=964(B=944), 4-6=-96, 1-4=96 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 6 = 10613/0-5-11 (input: 0-5-8) 2 = 10775/0-5-13 (input: 0-5-8) Max Horz 6 = 66(load case 8) Max Uplift 6 =-133(load case 7) 2 =-173(load case 8) Max Gray 6 = 10718(load case 2) 2 = 10940(load case 3) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 4-5 = -12391/175 5-6 = -17851/228 1-2 = 0/123 2-3 = -17790/214 3-4 = -12391/179 BOT CHORD 2-10 = -142/15807 9-10 = -142/15807 8-9 = -142/15807 7-8 = -196/15863 6-7 = -196/15863 WEBS 5-7 = -24/4857 4-8 = -114/10492 3-10 = -23/4815 5-8 = -5894/121 3-8 = -5844/110 NOTES 1) 2 -ply truss to be connected together with 10d (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 (8), unless otherwise indicated. 3) Wind: ASCE 7-02; 90mph; h=20fk TCDL=4.8psf; BCDL=6.0psf; Category II; Exp B; enclosed; MWFRS; cantilever left and right exposed ; porch left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 4) TCLL: ASCE 7-02; Pf=40.0 psf (Oat roof snow); Category II; Exp B; Partially Exp.; Ct= 1 5) Unbalanced snow loads have been considered for this design. 6) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times Oat roof load of 40.0 psf on overhangs non -concurrent with other live loads. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) All plates are MT20 plates unless otherwise indicated. 9) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 10) WARNING: Required bearing size at joint(s) 6, 2 greater than input bearing size. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 133 lb uplift at joint 6 and 173 Ib uplift at joint 2. 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. 13) Girder carries tie-in span(s): 35-0-0 from 0-0-010 20-6-0 070062 AV1 GABLE 1 U! VUUL J 11 111 JI9 ! I - L/ 11,1 U V /"1.11 J VP -u\ I- L-1 1 Job Reference (optional) Lumberrnen's Building Centers, Spokane, WA 99206-4220, D.H. - 0-0-0 8-3-0 8-3-0 6.400 s Aug 1 2006 MiTek Industries, Inc. Tue Jan 16 16:44:37 2007 Page 8-3-0 4x6 = 3 16-6-0 Scale = 1:26.8 LUMBER TOP CHORD 2 X 4 HF 160DF 1.6E BOT CHORD 2 X 4 HF 1800F 1.6E OTHERS 2 X 4 DF Stud/Std 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 = 172/16-6-0 5 = 172/16-6-0 7 = 447/16-6-0 6 = 495/16-6-0 8 = 495/16-6-0 Max Horz 1 =-33(load case 5) Max Uplift 6 =-25(load case 8) 8 =-25(load case 7) Max Gray 1 = 211(load case 2) 5 = 211(load case 3) 7 = 447(load case 1) 6 = 700(load case 3) 8 = 700(load case 2) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2 = -124/84 2-3 = -181/77 3-4 = -181/77 4-5 = -124/84 BOT CHORD 1-8 = 0/47 7-8 = 0/47 6-7 = 0/47 5-6 = 0/47 WEBS 3-7 = -368/12 4-6 = -595/71 2-8 = -595/71 NOTES 1) Wmd: ASCE 7-02; 90mph; h=20ft; TCDL=4.8psf; BCDL=6.0psf; Category II; Exp B; enclosed; MWFRS; cantilever left and right exposed ; porch left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 2) TCLL: ASCE 7-02; Pf=40.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct= 1 3) Unbalanced snow loads have been considered for this design. 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 25 Ib uplift at joint 6 and 25 Ib uplift at joint 8. 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 r-7 6.00 1.5x4 2 01 FIT .T3 TI 5T1 21.5x4 ST2 Q 11 4 5 40 a e1' a ............................................44..444.444..4ro444.4..4.4.... ........4.44.4...4.444.44444.4....... 3x4 1.5x4 it 1.5x4 It 1.5x4 11 3x4< 0-0-0 16-6-0 16,6-0 Sq -C k:16-6-0 Sq-Ck:16-6-0 I Plate Offsets (X,Y): (3:0-3-0 0-2-4] 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 0.30 BC 0.09 WB 0.12 (Matrix) DEFL in (loc) 1/deft 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 185/148 Weight: 48 Ib LUMBER TOP CHORD 2 X 4 HF 160DF 1.6E BOT CHORD 2 X 4 HF 1800F 1.6E OTHERS 2 X 4 DF Stud/Std 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 = 172/16-6-0 5 = 172/16-6-0 7 = 447/16-6-0 6 = 495/16-6-0 8 = 495/16-6-0 Max Horz 1 =-33(load case 5) Max Uplift 6 =-25(load case 8) 8 =-25(load case 7) Max Gray 1 = 211(load case 2) 5 = 211(load case 3) 7 = 447(load case 1) 6 = 700(load case 3) 8 = 700(load case 2) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2 = -124/84 2-3 = -181/77 3-4 = -181/77 4-5 = -124/84 BOT CHORD 1-8 = 0/47 7-8 = 0/47 6-7 = 0/47 5-6 = 0/47 WEBS 3-7 = -368/12 4-6 = -595/71 2-8 = -595/71 NOTES 1) Wmd: ASCE 7-02; 90mph; h=20ft; TCDL=4.8psf; BCDL=6.0psf; Category II; Exp B; enclosed; MWFRS; cantilever left and right exposed ; porch left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 2) TCLL: ASCE 7-02; Pf=40.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct= 1 3) Unbalanced snow loads have been considered for this design. 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 25 Ib uplift at joint 6 and 25 Ib uplift at joint 8. 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 070062 AV2 GABLE 1 1 Lumbermen's Building Centers, Spokane, WA 99205-4220, D.H. 0-0-0.6-3-0 • 6-3-0 3x6 yI vvvc n.vv i. ..J, , .. Y. .,. •-•-. Job Reference (optional) 6.400 s Aug 12006 MiTek Industries, Inc. Tue Jan 16 16:44:38 2007 Page 1 6-3-0 12-6-0 Scale = 1:20.4 4 Sq-Ck:12-6-0 6.00 12 2 1.5x4 1 ST3 11 1.5x4 4 0.1 ST2 n 11 T2 5 \ a o v g1 L o iii'iii'i�i�i�i'�'i�i�i�i�i'iii'iii'i�i�i'i'i�i�0�'iti'i�i'i�i�iIi�i'i�i�0i*�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•// h i l i// i'i iii;%•; i i'i'i'i44•;•;•,N1 '4.4.4�4�1"44.4�4�4�0��4�4�4�4�4�4�4�04�4�4??4V44:44�4:4-0�4��4�44wto �4�4�4osstoo4�4�oto.0tto4m�4�4�44��4�4��i�4:4 04..4.4.4.4.44�4�440ok,0ve.:44� :44,:".4.4...4.4.4.4.4.4.4.4.4.04.04.4.4.4.4 X444444444444444444444444444444444444444444444444444444444444 444444444 44444444444444444444444444444444444444444444444444444444444444444444444444444441.444444444444444444444444444444444444444444444444444444444444444444444444. ...4...... .4.....4..�.......4....4:��4�.. Lex.d4e 4.4i. o...4i..4:e.4............L4.4i..4 ...4i 44iii.. ��4.��4i.�e44444 ��e44 X44 :�.:w..� 3x4 - 1.5x411 1.5x4 l l 3x4 ,--...- 0-0-0 0-Q-0 12-6-0 12/6-0 . Sq-Ck:12-6-C Plate Offsets (X,Y): [3:0-3-0,Edgel LOADING(psf) TCLL 40.0 (Roof Snow=40.0) BCDL 8.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Ina YES Code IRC2003/TPI2002 CSI TC 0.22 BC 0.13 WB 0.09 (Matrix) DEFL in (loc) 1/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 185/148 Weight: 33 Ib LUMBER TOP CHORD 2 X 4 HF 1800F 1.6E BOT CHORD 2 X 4 HF 1800F 1.6E OTHERS 2 X 4 DF Stud/Std 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 (lb/size) 1 = 222/12-6-0 5 = 222/12-6-0 6 = 436/12-6-0 7 = 436/12-6-0 Max Horz 1 =-24(load case 5) Max Uplift 6 =-4(load case 8) 7 =-5(load case 7) Max Gray 1 = 264(load case 2) 5 = 264(load case 3) 6 = 583(load case 3) 7 = 583(Ioad case 2) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2 = -210/6 2-3 = -212/24 3-4 = -212/22 4-5 = -210/5 BOT CHORD 1-7 = 0/129 6-7 = 0/129 5-6 = 0/129 WEBS 4-6 = -466/52 2-7 = -466/53 NOTES 1) Wind: ASCE 7-02; 90mph; h=20ft; TCDL=4.8psf; BCDL=6.Opsf; Category II; Exp B; enclosed; MWFRS; cantilever left and right exposed ; porch left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 2) TCLL: ASCE 7-02; Pf=40.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct= 1 3) Unbalanced snow Toads have been considered for this design. 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 4 Ib uplift at joint 6 and 5 Ib uplift at joint 7. 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 070062 AV3 GABLE 1 I Job Reference (optional) 6.400 s Aug 1 20066 MiTek Industries, Inc. Tue Jan 16 16:44:39 2007 Page Lumbermen's Building Centers, Spokane, WA 99206-4220, D.H. 0-0-0 4-3-0 4-3-0 4-3-0 4x4 = 8-6-0 Scale = 1:15. LUMBER TOP CHORD 2 X 4 HF 1800F 1.6E BOT CHORD 2 X 4 HF 1800F 1.6E OTHERS 2 X 4 DF Stud/Std 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 (lb/size) 1 = 223/8-6-0 3 = 223/8-6-0 4 = 407/8-6-0 Max Horz 1 =-16(load case 5) Max Uplift 1 =-7(load case 7) 3 =-9(load case 8) Max Gray 1 = 292(load case 2) 3 = 292(load case 3) 4 = 407(load case 1) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2 = -123/56 2-3 = -123/56 BOT CHORD 1-4 = 0/38 3-4 = 0/38 WEBS 2-4 = -315/23 NOTES 1) Wind: ASCE 7-02; 90mph; h=20ft; TCDL=4.8psf; BCDL=6.Opsf; Category II; Exp B; enclosed; MWFRS; cantilever left and right exposed ; porch left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 2) TCLL: ASCE 7-02; Pf=40.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct= 1 3) Unbalanced snow loads have been considered for this design. 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 7 Ib uplift at joint 1 and 9 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 6.00,12 ,'-,1 N T ST1 T2 3 a c a •o D��ODD'••••4044.OO••�DDDDNO••X44•DD�D94••:4M4P, O4"DD�JO•,�4��D�O4 ,K•;•, 4�•900'iOOOOl��N'i�444DKi•••D••D4••O��O 44Ca:��:44i:•:•:•:::•:•••:******��:•••:•:•••••••••••:44,,44:44:44:4444:•'��:+:+:•:•:•:•:+:•:+:•.:+:•:��:+:4444•:•:+:•:•:•:x:4:4: 4:•.:��:+:•:•:•:•:�:+:•:•:•:•�•:•:•:•:•:��:•:•:0 ��i'i�i�i�i�'i�i�i'i�i�i�i�i'iii'i:i:i�i�i'i�i�i:i:i'i:i:i�i�i'iii'i�i�i�i�i'iii'i�i�i�i�i'i�i�i�i�i�i�i�i�0i�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'iii'i�i�i�i'i�i�i�i�i�i�i�i�i�i�i�i�i�i� 2x4 1.5x4 I I 2x4 0-0-0 8-6-0 8-6-0 Sq-Ck:8-6-0 Sq-Ck:8-6-0 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 YES Code IRC2003/TPI2002 CSI TC 0.38 BC 0.11 WB 0.06 (Matrix) DEFL in (loo) I/deft L/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 185/148 Weight: 22 Ib LUMBER TOP CHORD 2 X 4 HF 1800F 1.6E BOT CHORD 2 X 4 HF 1800F 1.6E OTHERS 2 X 4 DF Stud/Std 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 (lb/size) 1 = 223/8-6-0 3 = 223/8-6-0 4 = 407/8-6-0 Max Horz 1 =-16(load case 5) Max Uplift 1 =-7(load case 7) 3 =-9(load case 8) Max Gray 1 = 292(load case 2) 3 = 292(load case 3) 4 = 407(load case 1) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2 = -123/56 2-3 = -123/56 BOT CHORD 1-4 = 0/38 3-4 = 0/38 WEBS 2-4 = -315/23 NOTES 1) Wind: ASCE 7-02; 90mph; h=20ft; TCDL=4.8psf; BCDL=6.Opsf; Category II; Exp B; enclosed; MWFRS; cantilever left and right exposed ; porch left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 2) TCLL: ASCE 7-02; Pf=40.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct= 1 3) Unbalanced snow loads have been considered for this design. 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 7 Ib uplift at joint 1 and 9 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 070062 lAV4 :GABLE 1 Job Reference (optional) Lumbermen's Building Centers, Spokane, WA 99206-4220, D.H. - 0-0-0 2-3-0 2 2-3-0 6.400 s Aug 1 2006 MiTek Industries, Inc. Tue Jan 16 16:44.39 2007 Page 2-3-0 4-6-0 Scale = 1:7. 6.00',12 — L c H1 T 2 3 **k4 0 B1 ♦.oo.0oi000000000i00i00i000000ioioioioioioi0ioi0ioi0i0oii0oio00000000ioioi000ioiofofoi000i:i:i*oioioiiiiiOoo.o:0oo 00o''oio.ioioioioioiV:iiioi**:ioii,fff.f44i4,44:�0c.x.:o0o0o0000000o0o0....400040..000:.0000.ioioioioioi:i:i:i:i:ioioiiioioiiioioii0040ooo:00000000i00oo0O0000000o00000000o000i0i000i0i00i0iao0oi0oi0oi0oi0oioi0000ioi:ioiio:ioioioioioOii000000i:o:i0o:i0oso:o�o:o�o0o0o0o0o0o000000000000000oo0o000000000o0000o0o00i0ioi0oi0i00000i000i000000000000000000000000000000000♦00•00000:0:0000000000000000000000000000000000000i0i00000000000000io0i0i000i000000000i0000000000000000000000000000000000000000000000000000:0000000i0000000000000:o0000ii000i:0 c0 �0i:000i♦:i::00i0:i�00i00i0:00i00i000i00100i0i000:0oi00i0:00i0000i0:0000000:io:00:o0010o0000:i::010.11o0•000oi00000oi00000oi0000oi00000oi00•i00:00.:001100o00oo01 �00�1oO�o0O10100900�001:1i0iO0o:0i000:0i000X:0:1001:i121�oOO0�0 -0fi0ifoo4i40ioioioiioiiii0••0•000000000000 0-0-0 4-6-0 Sq-Ck:4-6-0 2x4 Plate Offsets (X,Y): (2:0-3-0,Edgej LOTCADING(p 40.0L (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 InaYES Code IRC2003/TPI2002 CSI TC 0.06 BC 0.09 WB 0.00 (Matrix) DEFL in (loc) 1/deft Ud 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 185/148 Weight: 10 Ib LUMBER TOP CHORD 2 X 4 HF 1800F 1.6E BOT CHORD 2 X 4 HF 1800F 1.6E BRACING TOP CHORD Structural wood sheathing directly applied or 4-6-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 1 = 194/4-6-0 3 = 194/4-6-0 Max Horz 1 = -7(load case 3) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2 = -208/20 2-3 = -208/20 BOT CHORD 1-3 = -9/161 NOTES 1) Wind: ASCE 7-02; 90mph; h=20ft; TCDL=4.8psf; BCDL=6.0psf; Category II; Exp B; enclosed; MWFRS; cantilever left and right exposed ; porch left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 2) TCLL: ASCE 7-02; Pf=40.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct= 1 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) Gable requires continuous bottom chord bearing. 6) 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 070062 B ROOF TRUSS 7 1 VI A. JVI 111VV1• I L✓11111-JVI%VI I V VrlI\ L.L1 1 ;Job Reference (optional) Lumbermen's Building Centers, Spokane, WA 99206-4220, D.H. - -1 �17N4fl+U u a o- I s a,t.-1 s o- 6.400 s Aug 1 2006 Mi T ek Industries, Inc. Tue Jan 16 16:44:40 2007 Page 1 12 17 6-0 5-8-12 23-2-12 6-2-6 29,5-3 5-6-13 35,01.8838-4-0 T 5x6 6.00 ITIY 3x4 i 5 3x6W 1.5x4 48 4 W3 v;1 �.. Scale = 1:59.1 = 6 3x4 4 7 3x6 1.5x4// S441.4%.49444.04%%44444.6 10 veme.4 11d' . -- - �r 0 5x12 = 14 13 12 5x12 _ 3x4 = 5x9 = 3x4 = 0-0-0 8-5-15 8-5-15 9-0-1 17-6-0 9-0-1 26,6-1 8-5-15 35,0-0 Sq-Ck:35-0-0 Sq -C k:35-01 Plate Offsets (X,Y):[2:0-2-5,Ed. e 10:0-2-5 Ed.e , 13:0-4-8,0-3-0 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 YES Code IRC2003/TPI2002 CSI TC 0,71 BC 0.61 WB 0.65 (Matrix) DEFL in (loc) 1/dell L/d Vert(LL)-0.23 13 >999 240 Vert(TL) -0.49 12-13 >841 180 Horz(TL) 0.17 10 n/a n/a PLATES GRIP MT20 185/148 Weight: 151 Ib LUMBER TOP CHORD 2 X 4 HF 1800F 1.6E BOT CHORD 2 X 4 HF 180DF 1.6E WEBS 2 X 4 DF Stud/Std BRACING TOP CHORD Structural wood sheathing directly applied or 3-1-15 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 5-13, 7-13 REACTIONS (Ib/size) 2 = 2153/0-5-8 10 = 2153/0-5-8 Max Horz 2 =-85(Ioad case 8) Max Uplift 2 =-284(load case 7) 10 =-284(Ioad case 8) Max Gray 2 = 2393(Ioad case 2) 10 = 2393(load case 3) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2 = 0/103 2-3 = -3992/442 3-4 _ -3418/413 4-5 = -3235/438 5-6 = -2362/323 6-7 = -2362/323 7-8 = -3235/438 8-9 = -3418/413 9-10 = -3992/442 10-11 = 0/103 BOT CHORD 2-14 = -416/3399 13-14 = -293/2618 12-13 = -233/2618 10-12 = -332/3399 WEBS 3-14 = -687/90 5-14 = -118/738 5-13 = -1259/172 6-13 = -229/1462 7-13 = -1259/172 7-12 = -118/738 9-12 = -687/90 NOTES 1) Wind: ASCE 7-02; 90mph; h=20ft; TCDL=4.8psf; BCDL=6.Opsf; Category II; Exp B; enclosed; MWFRS; cantilever left and right exposed ; porch left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 2) TCLL: ASCE 7-02; Pf=40.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct= 1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times fiat 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 284 Ib uplift at joint 2 and 284 Ib uplift at joint 10. 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 070062 Truss B1 Truss Type GABLE Lumbermen's Building Centers, Spokane, WA 99206-4220, D.H. -1-410440.0-0 17-6-0 17,6-0 4x4 = 11 Qty 1 070062 JOHNSON / EDINBURGH 3 CAR LEFT Job Reference (optional) 6.400 s Aug 1 2006 MiTek Industries, Inc. Tue Jan 16 16:44:42 2007 Page 17-6-0 35-L/10130,4-0 Scale = 1:59. 4x4 = 0-Q-0 Sq-Ck:35-0-0 36 35 34 33 32 Plate Offsets (X,Y)129:0-3-6,0-3-01 31 30 29 5x6 -= 35-0-0 28 27 26 25 24 23 22 4x4 350-0 Sq-Ck:35-0 LOADING(psf) TCLL 40.0 (Roof Snow=40.0) TCDL 8.0 BCLL 0.0 BCDL 10.0 LUMBER SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr YES Code IRC2003/TP12002 CSI TC 0.27 BC 0.11 WB 0.31 (Matrix) DEFL in (loc) 1/dell L/d Vert(LL) -0.03 21 n/r 120 Vert(TL) -0.03 21 n/r 90 Horz(TL) 0.00 20 n/a n/a PLATES GRIP MT20 165/148 Weight: 188 Ib TOP CHORD 2 X 4 HF 1800F 1.6E BOT CHORD 2 X 4 HF 1800F 1.6E OTHERS 2 X 4 DF Stud/Std 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. WEBS 1 Row at midpt 11-29 REACTIONS (Ib/size) 2 = 336/35-0-0 20 = 336/35-0-0 29 = 213/35-0-0 30 = 231/35-0-0 31 = 232/35-0-0 32 = 233/35-0-0 33 = 229/35-0-0 34 = 244/35-0-0 35 = 183/35-0-0 36 = 363/35-0-0 28 = 231/35-0-0 27 = 232/35-0-0 26 = 233/35-0-0 25 = 229/35-0-0 24 = 244/35-0-0 23 = 183/35-0-0 22 = 363/35-0-0 Max Horz 2 = 85(load case 7) Max Uplift 2 =-9(load case 5) 20 =-17(load case 8) 30 =-5(load case 7) 31 =-13(load case 7) 32 = 10(load case 7) 33 =-11(load case 7) 34 =-9(load case 7) 35 =-15(load case 7) 36 =-3(load case 7) /8 =-3(load case 8) 27 =-13(load case 8) ?6 =-10(load case 8) 25 =-11(load case 8) /4 =.-9(load case 8) /3 =-15(load case 8) 22 =-3(load case 8) vtax Grav = 458(load case 2) 10 = 458(load case 3) 19 = 213(toad case 1) 10 = .323(load case 2) 11 = 311(loadcase 2) 12 = 313(load case 2) 13 = 308(load case 2) 14 = 327(load case 2) 15 248(load case 2) Max Grav 36 = 485(load case 2) 28 = 323(load case 3) 27 = 311(load case 3) 26 = 313(load case 3) 25 = 308(load case 3) 24 = 327(load case 3) 23 = 248(load case 3) 22 = 485(load case 3) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2 = 0/100 2-3 = -129/88 3-4 = -96/43 4-5 = -74/53 5-6 = -32/57 6-7 = -79/72 7-8 = -78/88 8-9 = -79/103 9-10 = -78/118 10-11 = -83/130 11-12 = -83/126 12-13 = -78/106 13-14 = -79/80 14-15 = -78/57 15-16 = -79/42 16-17 = -11/47 17-18 = -74/17 18-19 = -96/25 19-20 = -129/88 20-21 = 0/100 BOT CHORD 2-36 = 0/88 35-36 = 0/88 34-35 = 0/88 33-34 = 0/88 32-33 = 0/88 31-32 = 0/88 30-31 = 0/88 29-30 = 0/88 26-29 = 0/88 27-28 = 0/88 26-27 = 0/88 25-26 = 0/88 24-25 = 0/88 23-24 = 0/88 22-23 = 0/88 20-22 = 0/88 WEBS 11-29 = -173/0 10-30 = -283/29 9-31 = -271/37 8-32 = -272/34 7-33 = -270/34 6-34 = -283/35 4-35 = -223/32 3-36 = -407/45 12-28 = -283/27 13-27 = -271/37 14-26 = -272/34 15-25 = -270/34 16-24 = -283/35 18-23 = -223/32 19-22 = -407/44 NOTES 1) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal o the face), see MiTek "Standard Gable End Detail" 2) TCLL: ASCE 7-02; Pf=40.0 psf (flat roof snow); Category 11; Exp B; Partially Exp.; Ct= 1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof to d 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 Qv( loads. 6) All plates are 1.5x4 MT20 unless otherwise indicated. 7) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for qu lit' 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 9 Ib uplift at joint 2, 17 Ib uplift at joint 20, 5 Ib uplift at joint 30, 13 Ib uplift at joint 31, 10 Ib uplift at joint 3 Ib uplift at joint 33, 9 Ib uplift at joint 34, 15 Ib uplift at joint 35, 3 Ib uplift at joint 36, 3 Ib uplift at joint 8 13 Ib uplift at joint 27, 10 Ib uplift at joint 26, 11 Ib uplift at joint 25, 9 Ib uplift at joint 24, 15 Ib uplift at .0 23 and 3 Ib uplift at joint 22. 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 CAS E(S) Standard Job 070062 Truss B2 Truss Type ROOF TRUSS Lumbermen's Building Centers, Spokane, WA 99206-4220, D.H. -14104910-0 5-6-13 5-6-13 6-2-6 11,9-4 5-8-12 17-6-0 4x6 = 6 Qty 10 Ply 1 070062 JOHNSON / EDINBURGH 3 CAR LEFT Job Reference (optional) 6.400 s Aug 1 2006 MiTek Industries, Inc. Tue Jan 16 16:44:44 2007 Page 5-8-12 23-2-12 6-2-6 29,5-3 5-6-13 35,0-0 Scale = 1:59. 5x12 13 3x4 '= 0-0-0 8-5-15 8-5-15 Iq-C k:35-0-0 9-0-1 12 5x9 = 17,6-0 9-0-1 Plate Offsets (X,YZ j2:0-2-4,Edge]L[6:0-3-0,0-2-41110:0-2-4,Edge1, j12:0 -4-8,0-3-0j 11 3x4 26,6-1 8-5-15 5x12 35,0-0 Sq-Ck:35-0- 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 YES Code IRC2003/TP12002 CSI TC 0.71 BC 0.69 WB 0.65 (Matrix) LUMBER TOP CHORD 2 X 4 HF 1800F 1.6E BOT CHORD 2 X 4 HF 1800F 1.6E WEBS 2 X 4 OF Stud/Std BRACING TOP CHORD Structural wood sheathing directly applied or 2-11-15 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 5-12, 7-12 REACTIONS (lb/size) 10 = 2000/Mechanical 2 = 2157/0-5-8 Max Horz 2 = 91(loadcase 7) Max Uplift 10 =-245(load case 8) 1 =-284(load case 7) lax Gray 10 = 2176(load case 3) 1 = 2393(load case 2) =ORCES (Ib) Maximum Compression/Maximum Tension FOP CHORD 1-2 = 0/102 2-3 = -3991/442 3-4 = -3418/413 1-5 = -3241/437 5-6 = -2368/325 6-7 = -2368/323 7-8 = -3270/447 8-9 = -3459/422 9-10 = -4007/453 3OT CHORD !-13 = -422/3398 12-13 = -299/2624 11-12 = -239/2631 0-11 = -364/3451 EBS 1-13 -= -686/90 5-13 = -118/737 5-12 = -1259/172 1-12 = -230/1466 7-12 = -1273/175 7-11 = -125/771 1-11 = -711/95 DEFL in (loc) I/deft Vert(LL) -0.24 12-13 >999 Vert(TL) -0.5012-13 >834 Horz(TL) 0.17 10 n/a L/d 240 180 n/a PLATES GRIP MT20 185/148 Weight: 150 Ib TOTES Wind: ASCE 7-02; 90mph; h=20ft; TCDL=4.8psf; BCDL=6.0psf; Category II; Exp B; enclosed; AWFRS; cantilever left and right exposed ; porch left and right exposed; Lumber DOL=1.33 plate grip )OL=1.33. TCLL: ASCE 7-02; Pf=40.0 psi (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1 ) Unbalanced snow loads have been considered for this design. This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times Oat roof load of 0.0 psf on overhangs non -concurrent with other live loads. This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live >ads. This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality ssurance inspection. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 245 Ib Oft at joint 10 and 284 Ib uplift at joint 2. This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 nd R802.10.2 and referenced standard ANSI/TPI 1. OAD CASE(S) Standard 70062 Truss B3 Truss Type GABLE umbermen's Building Centers, Spokane, WA 99206-4220, D.H. -1.4194010.0 17-6-0 8 vI1 2 s YI Q B1 9 �.IF B2 ii 9 ��' p••pp •p•ppp•••Q••••QQQ••••••p00i•00�•O••Oi i i i i i i00•i i i i i i4•i i i i i i i i i•0%i iO•iO•i i i•JOi i i i i i•i•i•i••: Job 070062 Truss C Truss Type MONO TRUSS Lumbermen's Building Centers, Spokane, WA 99206-4220, D.H. 3q-Ck:3.4-11 LOADING(psf) TCLL 40.0 (Roof Snow=40.0) TCDL 8.0 BCLL 0.0 BCDL 10.0 LUMBER 1 -1.4-0 1-4-0 0-0-0 Qty 3 Ply 1 070062 JOHNSON / EDINBURGH 3 CAR LEFT Job Reference (optional) 6.400 s Aug 1 2006 MiTek 1405x4iee, Inc. Tue Jan 16 16:44:46 2007 Page 3-4-8 3 31-84-6-0 Scale = 1:11. SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr YES Code IRC2003/TPI2002 2x4 0-0-0 3-6-0 CSI TC 0.37 BC 0.08 WB 0.00 (Matrix) 3+0 Sq-Ck:3-11-5 DEFL in (loc) I/deft L/d Vert(LL) -0.01 2-4 >999 240 Vert(TL) -0.01 2-4 >999 180 Horz(TL) 0.00 n/a n/a TOP CHORD 2 X 4 HF 1800F 1.6E BOT CHORD 2 X 4 HE 1800F 1.6E WEBS 2 X 4 DF Stud/Std BRACING TOP CHORD Structural wood sheathing directly applied or 3-6-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 2 = 369/0-5-8 4 = 144/0-1-8 Max Horz 2 = 58(load case 7) Max Uplift 2 =-65(load case 7) 4 =-25(load case 7) Max Gray 2 = 509(load case 2) 4 = 191(load case 2) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2 = 0/102 2-3 = -128/56 3-4 = -159/44 30T CHORD 2-4 = 0/0 VOTES I) Wind: ASCE 7-02; 90mph; h=2011; TCDL=4.8psf; BCDL=6.0psf; Category II; Exp B; enclosed; v1WFRS; cantilever left and right exposed ; porch left and right exposed; Lumber DOL=1.33 plate grip SOL=1.33. 1) TCLL: ASCE 7-02; Pf=40.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct= 1 I) Unbalanced snow loads have been considered for this design. I) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 10.0 psf on overhangs non -concurrent with other live loads. 1) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live Dads. 1) This Truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. ') Bearing atjoint(s) 4 considers parallel to grain value using ANSUTPI 1 angle to grain formula. Building lesigner should verify capacity of bearing surface. ) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 4. ) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 65 Ib uplift .1 joint 2 and 25 Ib uplift at joint 4. 0) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 nd R802.10.2 and referenced standard ANSI/TPI 1. OAD CASE(S) Standard PLATES GRIP MT20 185/148 Weight: 12 Ib ob )70062 Truss D Truss Type ROOF TRUSS Qty 14 Ply 1 Lumeermen's Building Centers, Spokane, WA 99206-4220, D.H. -1.4-01-4-0 0-0-0 6-4-5 6-4-5 070062 JOHNSON / EDINBURGH 3 CAR LEFT Job Reference (optional) 6.400 s Aug 1 2006 MiTek Industries, Inc. Tue Jan 16 16:44:47 2007 Page 5-6-9 11-10-14 3x4 II 4 O -Q-0 q-Ck:13-5-10 Plate Offset)(X Yj120-9-4 0-0-101_ 6-4-5 1.5x4 11 6-¢-5 3x4 5-6-9 11-10-14 _OADING(psf) FCLL 40.0 Roof Snow=40.0) CDL 8.0 3CLL 0.0 3CDL 10.0 SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr YES Code IRC2003/TPI2002 CSI TC 0.89 BC 0.37 WB 0.76 (Matrix) DEFL in (loc) I/dell L/d Vert(LL) -0.07 2-6 >999 240 Vert(TL) -0.13 2-6 >999 180 Horz(TL) -0.02 2 n/a n/a PLATES GRIP MT20 185/148 Weight: 51 Ib _UMBER FOP CHORD 2 X 4 HF 1800F 1.6E 30T CHORD 2 X 4 HF 1800F 1.6E NEBS 2 X 4 DF Stud/Std 3RACING FOP CHORD Structural wood sheathing directly applied or 5-6-4 oc purlins, except end verticals. 30T CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) i = 665/Mechanical = 825/0-3-8 vtax Horz i = 148(load case 7) vtax Uplift i =-126(load case 7) ? _-103(load case 7) vtax Gray i = 893(load case 2) = 1120(load case 2) :ORCES (Ib) - Maximum Compression/Maximum Tension EOP CHORD I-5 = -291/37 1-2 = 0/102 2-3 = -1265/62 1-4 = -228/100 30T CHORD -6 = 0/963 5-6 = 0/963 NEBS t-5 = -1083/154 3-6 = -35/267 DOTES Wind: ASCE 7-02; 9omph; h=20ft; TCDL=4.8psf; BCDL=6.0psf; Category II; Exp B; endosed; ilWFRS; cantilever left and right exposed ; porch left and right exposed; Lumber DOL=1.33 plate grip )0L= 1.33. !) TCLL: ASCE 7-02; Pf=40.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct= 1 1) Unbalanced snow loads have been considered for this design. This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 0.0 psf on overhangs non -concurrent with other live loads. ,) This Truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live )ads. 1) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. ') Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 126 Ib iplift at joint 5 and 103 Ib uplift at joint 2. ',) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 Ind R802.10.2 and referenced standard ANSITTPI 1. .OAD CASE(S) Standard JOb 070062 Truss D1 Truss Type ROOF TRUSS Qty 1 Ply 1 Lumbermen's Building Centers, Spokane, WA 99206-4220, D.H. ,q-Ck:13-5-10 Plate OffsetsJX Y)_18:0_2-0,0-1-4) LOADING(psf) TCLL 40.0 (Roof Snow=40.0) TCDL 8.0 BCLL 0.0 BCDL 10.0 LUMBER -1-4-01-4-0 0-8-0 2 4x4 — 0-p-0 11-10-14 070062 JOHNSON / EDINBURGH 3 CAR LEFT Job Reference (optional 6.400 s Aug 1 2006 MiTek Industries, Inc. Tue Jan 16 16:44:47 2007 Page 11-1,0-14 6.00 12 3x4 11 8 T T '��t��t�ttt��t�tttt�tt�t��ttt�t��t��O��t♦ i��t��t��t��t��t��ttttt��tt��t��t��t�t�tt�t�♦ r , SPACING 2-0-0 Plates Increase 1.15 Lumber lncrease 1.15 Rep Stress Inca: NO Code IRC2003/TP12002 11-10-14 CSI TC 0.31 BC 0.13 WB 0.13 (Matrix) DEFL in (loc) l/defl L/d Vert(LL) -0.03 1 n/r 120 Vert(TL) -0.03 1 n/r 90 Horz(TL) -0.00 8 n/a n/a 11J0-14 PLATES GRIP MT20 185/148 Weight: 58 Ib TOP CHORD 2 X 4 HE 1800F 1.6E 6) All plates are 1.5x4 MT20 unless otherwise indicated. 30T CHORD 2 X 4 HF 1800E 1.6E NESS 7) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for qu lit 2 X 4 DF Stud/Std assurance inspection. DTHERS 2 X 4 DF Stud/Std 8) Gable requires continuous bottom chord bearing. 3RACING 9) Gable studs spaced at 2-0-0 oc. FOP CHORD 10) Bearing at joint(s) 8 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, Building designer should verify capacity of bearing surface. 3OT CHORD 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 14 - tigid ceiling directly applied or 10-0-0 oc bracing. uplift at joint 8, 8 Ib uplift at joint 10, 12 Ib uplift at joint 11, 9 Ib uplift at joint 12, 16 Ib uplift at joint 13 ar 49 Ib uplift at joint 14. 2EACTIONS (lb/size) 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. Scale = 1:34. Sq-Ck:11-10-1 = 18/11-10-14 = 76/11-10-14 272/11-10-14 0 = 235/11-10-14 1 = 234/11-10-14 2 = 229/11-10-14 3 = 244/11-10-14 4 = 185/11-10-14 lax Horz 148(load case 7) lax Uplift -14(load case 7) 0 =-8(load case 7) 1 =-12(load case 7) 2 =-9(load case 7) 3 =-16(load case 7) 4 =-49(load case 9) ax Gray = 31(load case 4) = 108(load case 2) 379(load case 2) = 315(load case 2) = 315(load case 2) = 307(load case 2) l = 329(load case 2) 1 = 244(load case 2) )RCES (Ib) - Maximum Compression/Maximum Tension )P CHORD 9 = 0/0 1-2 = 0/100 2-3 = -131/46 4 = -111/60 4-5 = -86/56 5-6 = -64/57 7 = -65/57 7-8 = -67/45 )T CHORD 14 = -0/3 13-14 = -0/3 12-13 = -0/3 -12 = -0/3 10-11 = -0/3 9-10 = -0/3 =BS 10 = -277/35 6-11 = -274/35 5-12 = -270/34 13 = -281/37 3-14 = -237/26 )TES Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the e), see MiTek "Standard Gable End Detail" TCLL: ASCE 7-02; Pf=40.0 psf (flat roof snow): Category 11; Exp B; Partially Exp.; Ct= 1 Unbalanced snow loads have been considered for this design. This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 0 psf on overhangs non -concurrent with other live loads. This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live ds. LOAD CASE(S) Standard Job 070062 Truss 02 Truss Type MONO CAL HIP Lurrbermen's Building Centers, Spokane, WA 99206-4220, D.H. -1.4-0 1-4-0 0-0-0 5-6-12 1 6.00 t Qty 1 54014-S 1-11 Ply 1 070062 JOHNSON / EDINBURGH 3 CAR LEFT Job Reference (optional) 6.400 s Aug 1 2006 MiTek Industries, Inc. Tue Jan 16 16:44:48 2007 Page 2-8-4 8-7-15 3-2-15 px12 = 3x4 = 111,}0-14 Scale = 1:22.2 3x4 H 5 0-Q-0 3q -C k:11-10-15 3x9 = 5-6-12 7 3x4 = 5-§-12 6-4-2 0 6 3x6 = 11-10-14 Sq-Ck:12-3 _Plate Offset (X,y) j2:0-9 40-0-1,,J3:0-6-10,0-1-4] LOADING(psf) TCLL 40.0 (Roof Snow=40.0) TCDL 8.0 BCLL 0.0 BCDL 10.0 LUMBER TOP CHORD 2 X 4 HF 1800F 1.6E BOT CHORD 2 X 4 HF 1800F 1.6E WEBS 2 X 4 DF Stud/Std BRACING TOP CHORD Structural wood sheathing directly applied (5-1-13 max.): 3-5. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc JOINTS 1 Brace at Jt(s): 5 SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr NO Code IRC2003/TPI2002 CSI TC 0.80 BC 0.49 WB 0.53 (Matrix) DEFL in (loc) Vert(LL) -0.06 2-7 Vert(TL) -0.12 2-7 Horz(TI_) 0.03 6 I/defl >999 >999 n/a Lid 240 180 n/a PLATES GRIP MT20 185/148 Weight: 48 Ib REACTIONS (Ib/size) 6 2 = Max Horz 2 Max Uplift 6 = 2 Max Gray 6 = 2 LOAD CASE(S) Standard 1) Snow: Lumber Increase=1.15, Plate Increase=1.15 or 4-6-12 oc purlins, except end verticals, and 2-0-0 oc purlins Uniform Loads (plf) Vert: 1-3=-96, 3-5=-187(F=-91), 2-6=-39(F=-19) Concentrated Loads (Ib) bracing. Vert: 3=-432(F) 1389/Mechanical 1303/0-3-8 80(load case 7) -138(load case 6) -116(load case 7) 1469(load case 3) 1409(load case 2) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2 = 0/102 2-3 = -2002/165 3-4 = -1707/162 4-5 = -88/0 5-6 = -331/39 BOT CHORD 2-7 = -159/1696 7-8 = -132/1240 6-8 = -132/1240 WEBS 3-7 = -291/144 4-7 = -63/855 4-6 = -1536/177 NOTES 1) Wind: ASCE 7-02; 90mph; h=20ft; TCDL=4.8psf; BCDL=6.Opsf; Category II; Exp B; enclosed; VIWFRS; cantilever left and right exposed ; porch left and right exposed; Lumber DOL=1.33 plate grip )O L=1.33. ?) TCLL: ASCE 7-02; Pf=40.0 psf (Flat roof snow); Category II; Exp B; Partially Exp.; Ct= 1 3) Unbalanced snow loads have been considered for this design. 3) This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 10.0 psf on overhangs non -concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live pads. 7) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality Issurance inspection. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 138 Ib iplift at joint 6 and 116 Ib uplift at joint 2. 3) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 Ind R802.10.2 and referenced standard ANSIJTPI 1. 10) Girder carries hip end with 0-0-0 right side setback, 6-0-0 left side setback, and 6-0-0 end setback. 11) Design assumes 4x2 (flat orientation) puffins at oc spacing indicated, fastened to truss TC w/ 2-10d tails. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 332 Ib down and 78 Ib up at 5-8-8 on top chord. The design/selection of such connection device(s) is the esponsibility of others. 3) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). Job 070062 Truss D3 Truss Type MONO CAL HIP Qty 1 Ply 1 070062 JOHNSON / EDINBURGH 3 CAR LEFT Job Reference (optional) 6.400 s Aug 1 2006 MiTek Industries, Inc. Tue Jan 16 16.44:49 2007 Page Lumbermen's Building Centers, Spokane, WA 99206-4220, D.H. -1.4-0 1-4-0 0-0-0 5-6-12 5-6-12 2-4-15 7411,11 I 3-11-3 1140-14 Scale = 1:22.. a 4x9 = 3x7 II 5 6.00 r12 12 IIMII _ � T1 i W7 �\ . o 2 \� ofE11 — " 7 6 4x7 = 1.5x4 11 4x4 = 09-0 5-6-12 59-12 6-4-2 1140-14 >q -C k:11-10-15 Sq -C k:12-3-' Plate Offsets pcL2:0 -0-0-0-21j3:0-90-0-81, j6:0-1-12,0-2-0 _Y): LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.15 TC 0.74 Vert(LL) -0.05 2-7 >999 240 MT20 185/148 (Roof Snow=40.0) Lumber Increase 1.15 BC 0.31 Vert(TL) -0.08 2-7 >999 180 TCDL 8.0 Rep Stress Incr YES WB 0.35 Horz(TL) 0.02 6 n/a n/a BCLL 0.0 Code IRC2003/TP12002 (Matrix) Weight: 48 Ib BCDL 10.0 LUMBER TOP CHORD 2 X 4 HF 1800F 1.6E BOT CHORD 2 X 4 HF 1800F 1.6E WEBS 2 X 4 DF Stud/Std *Except* EV2 2 X 4 HF 1800F 1.6E BRACING TOP CHORD Structural wood sheathing directly applied or 5-2-5 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 3-5. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 3-6 JOINTS 1 Brace at Jt(s): 5 REACTIONS (Ib/size) 6 = 790/Mechanical 2 = 917/0-3-8 Max Horz 2 = 102(load case 7) Max Uplift 6 =-151(load case 6) 2 =-134(load case 7) Max Grav 6 = 790(load case 1) 2 = 1176(Ioad case 2) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2 = 0/102 2-3 = -1532/183 3-4 = -198/0 3-8 = -146/28 5-8 = -146/28 5-6 = -386/44 BOT CHORD 2-7 = -215/1245 7-9 = -212/1238 6-9 = -212/1238 WEBS 3-7 = -67/254 3-6 = -1276/202 NOTES 1) Wind: ASCE 7-02; 90mph; h=20ft; TCDL=4.8psf; BCDL=6.0psf; Category II; Exp B; enclosed; MWFRS; cantilever left and right exposed ; porch left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 2) TCLL: ASCE 7-02; Pf=40.0 psf (flat roof snow); Category II; Exp 13; Partially Exp.; Ct= 1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 40.0 psf on overhangs non -concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 5) 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. 1) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 151 Ib *lift at joint 6 and 134 Ib uplift at joint 2. 3) 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. 10) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d sails. LOAD CASE(S) Standard !Job 070062 Truss D4 Truss Type MONO CAL HIP Ory 1 Ply 1 Luymbermen's Building Centers, Spokane, WA 99206-4220, D.H. -1.4-0 1-4-0 0-Q-0 5-6-11 Sq-Ck:11-10-15 5-6:11 4x9 = 6.00x12 1tsx• 11 070062 JOHNSON / EDINBURGH 3 CAR LEFT Job Reference (optional) 6.400 s Aug 1 2006 MiTek Industries, Inc. Tue Jan 16 16:44:49 2007 Pages 4-5-0 9-11-11 1-11-3 11-10-14 1.5x4 11 6 T2 3x8 II 7 B1 3x8 = 0-Q-0 5-6-11 9 1.5x4 11 5-4-11 6-4-3 8 4x4 = 11-1,0-14 Plate OffsetsQX,Y):(2:0-8 40-0-10j13:0-3-0,0-0-8] 18:0-1-12 0-2- 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 0 Scale = 1:30. Sq-Ck:12-3- CSI TC 0.63 BC 0.33 WB 0.87 (Matrix) DEFL in (loc) I/dell L/d Vert(LL) -0.05 2-9 >999 240 Vert(TL) -0.08 2-9 >999 180 Horz(TL) 0.02 8 n/a n/a PLATES GRIP MT20 185/148 Weight: 54 Ib LUMBER TOP CHORD 2 X 4 HF 1800F 1.6E BOT CHORD 2 X 4 HF 1800F 1.6E WEBS 2 X 4 DF Stud/Std *Except EV2 2 X 4 HF 1800F 1.6E OTHERS 2 X 4 DF Stud/Std BRACING TOP CHORD Stnictural wood sheathing directly applied or 5-6-0 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 3-7. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. JOINTS 1 Brace at Jt(s): 7, 5 REACTIONS (Ib/size) 8 = 704/Mechanical 2 = 833/0-3-8 Max Horz 2 = 129(load case 7) Max Uplift 8 =-119(load case 7) 2 =-113(load case 7) Max Gray 8 = 951(loadcase 2) 2 = 1131(load case 2) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2 = 0/102 2-3 = -1421/94 3-4 = -162/71 4-6 = -31/0 3-5 = -154/19 5-7 = -154/19 7-8 = -437/43 BOT CHORD 2-9 = -153/1143 9-10 = -152/1136 8-10 = -152/1136 WEBS 3-9 = -32/256 3-8 = -1078/146 4-5 = -273/30 NOTES 1) Wind: ASCE 7-02; 90mph; h=20ft; TCDL=4.8psf; BCDL=6.0psf; Category 11; Fxp B; enclosed; MWFRS; cantilever left and right exposed ; porch left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 2) TCLL: ASCE 7-02; Pf=40.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; C1= 1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 40.0 psf on overhangs non -concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 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. B) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 119 Ib uplift at joint 8 and 113 lb uplift at joint 2. 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. 10) Design assumes 4x2 (flat orientation) purlins at oc spacing Indicated, fastened to truss TC w/ 2-10d nails. LOAD CASE(S) Standard Job 070062 Truss El, Truss Type ROOF TRUSS Qty 1 Ply 1 Luntbermen's Building Centers, Spokane, WA.99206-4220, D.H. -1-4-0 1-4-0 0-0-0 1-11-11 1 070062 JOHNSON / EDINBURGH 3 CAR LEFT Job Reference (optional) 6.400 s Aug 1 2006 MiTek Industries, Inc. Tue Jan 16 16:44:50 2007 Page ; Ck:6-0-2 0-4-0 B1 4-0-5 6-9-0 Scale = 1:11. 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 Ina YES Code IRC2003/TP12002 LUMBER TOP CHORD 2 X 4 HF 1800F 1.6E BOT CHORD 2 X 4 HE 1800F 1.6E BRACING TOP CHORD Structural wood sheathing directly applied or 1-11-11 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 2 = 329/0-3-8 4 = 59/Mechanical 3 = 47/Mechanical Max Hoa 2 = 43(load case 7) Max Uplift 2 =-46(Ioad case 7) 3 =-69(load case 9) Max Gray 2 = 441(load case 2) 4 = 118(load case 4) 3 = 66(load case 2) FORCES (Ib) Maximum Compression/Maximum Tension TOP CHORD 1-2 = 0/100 2-3 = -92/19 BOT CHORD 2-5 = 0/0 4-5 = 0/0 CSI TC 0,28 BC 0.28 WB 0.00 (Matrix) DEFL in (loc) 1/deft L/d Vert(LL) -0.06 2-4 >999 240 Vert(TL) -0.16 2-4 >443 180 Horz(TL) -0.00 3 n/a n/a Sq-Ck:6-10- PLATES GRIP MT20 185/148 Weight: 11 Ib NOTES 1) Wind: ASCE 7-02; 90mph; h=20ft; TCDL=4.8psf; BCDL=6.Opsf; Category II; Exp B; enclosed; VIWFRS; cantilever left and right exposed ; porch left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 2) TCLL: ASCE 7-02; Pf=40.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct= 1 3) Unbalanced snow loads have been considered for this design. 1) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 10.0 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 oads. 3) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. r) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 46 Ib uplift 3t joint 2 and 69 Ib uplift at joint 3. 3) 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. _OAD CASE(S) Standard ftb 70062 Truss E2 (Truss Type ROOF TRUSS Qty 1 Ply 1 _umb`ermen's Building Centers, Spokane, WA 99206-4220, 5 H. -1 1-4-0 0-0-0 1 6.00[12- 131 .00[12 070062 JOHNSON / EDINBURGH 3 CAR LEFT Job Reference (optional) 6.400 s Aug 1 2006 MiTek Industries, Inc. Tue Jan 16 16:44:50 2007 Page 2-0-5 a -C k:6-0-2 2x4 = 0-Q-0 131 _OADING(psf) "CLL 40.0 Roof Snow=40.0) rCDL 8.0 3Ct_L 0.0 3CDL 10.0 _UMBER IOP CHORD 2 X 4 HF 1800F 1.6E 30T CHORD 2 X 4 HF 1800F 1.6E 3RACING FOP CHORD SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr YES Code IRC2003/TP12002 structural wood sheathing directly applied or 3-11-11 oc purlins. 3OT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) S = l = Aax Horz Aax Uplift t = Aax Gray 153/Mechanical 409/0-3-8 58/Mechanical 64(load case 7) -25(load case 7) _-64(load case 7) I = 217(load case 2) 555(load case 2) 116(load case 4) 'ORCES (Ib) - Maximum Compression/Maximum Tension -OP CHORD -2 = 0/102 2-3 = -138/77 3OT CHORD -5 = 0/0 4-5 = 0/0 CSI TC 0.33 BC 0.27 WB 0.00 (Matrix) DEFL in (loc) Vert(LL) -0.06 2-4 Vert(TL) -0.15 2-4 Horz(TL) -0.00 3 I/defl >999 >471 n/a Ud 240 180 n/a PLATES GRIP MT20 185/148 Weight: 14 Ib 6-0-0 Scale = 1:12. Sq-Ck:6-10- JOTES Wind: ASCE 7-02; 90mph; h=20ft; TCDL=4.8psf; BCDL=6.Opsf; Category II; Exp B; enclosed; AWFRS; cantilever left and right exposed ; porch left and right exposed; Lumber DOL=1.33 plate grip )OL=1.33. TCLL: ASCE 7-02; Pf=40.0 psf (Flat roof snow); Category II; Exp B; Partially Exp.; Ct= 1 I) Unbalanced snow loads have been considered for this design. .) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 limes flat roof load of .0.0 psf on overhangs non -concurrent with other live loads. This truss has been designed for a 10.0 psf bottom chord live Toad nonconcurrent with any other live )ads. i) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality ssurance inspection. ') Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 25 Ib uplift A joint 3 and 64 Ib uplift at joint 2. This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 ind R802.10.2 and referenced standard ANSI/TPI 1. .OAD CASE(S) Standard lob )70062 Truss E3 Truss Type ROOF TRUSS Qty 1 Ply 1 LunThermen's Building Centers, Spokane, WA.99206-4220,4).H. -14-0 1-4-0 0-0-0 1q-Ck:6-0-2 070062 JOHNSON / EDINBURGH 3 CAR LEFT Job Reference (optional) 6.400 s Aug 1 2006 MiTek Industries, Inc. Tue Jan 16 16:44:51 2007 Page 1 0-p-0 B1 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 0.81 BC 0.27 WB 0.00 (Matrix) 16-0-0 Scale = 1:17. Sg_Ck:6-10- DEFL in (loc) 1/deft L/d Vert(l.L) -0.06 2-4 >999 240 Vert(TL) -0.15 2-4 >471 180 Horz(TL) -0.00 3 n/a n/a LUMBER TOP CHORD 2 X 4 HF 1800F 1.6E BOT CHORD 2 X 4 HF 1800F 1.6E BRACING TOP CHORD Structural wood sheathing directly applied or 5-11-11 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 3 = 259/Mechanical 2 = 495/0-3-8 4 = 58/Mechanical Max Horz 2 = 86(load case 7) Max Uplift 3 =-45(load case 7) 2 =-73(load case 7) 4 =-14(load case 5) Max Gray 3 = 366(load case 2) 2 = 677(load case 2) 4 = 116(load case 4) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2 = 0/102 2-3 = -193/133 BOT CHORD 2-4 = 0/0 NOTES 1) Wind: ASCE 7-02; 90mph; h=20ft; TCDL=4.8psf; BCDL=6.0psf; Category II; Exp B; enclosed; MWFRS; cantilever left and right exposed ; porch left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 2) TCLL: ASCE 7-02; Pf=40.0 psf (flat roof snow); Category II; Exp 5; Partially Exp.; Ct= 1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 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 Tootle 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 45 Ib uplift at joint 3, 73 Ib uplift at joint 2 and 14 Ib uplift at joint 4. 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 PLATES GRIP MT20 185/148 Weight: 17 Ib lob )70062 'Truss E4 Truss Type ROOF TRUSS Qty 1 Ply 1 Lumbermen's Building Centers, Spokane, WA 59206-4220, D.H. -1-4-0 1-4-0 0-9-0 3q-Ck:6-0-2 070062 JOHNSON / EDINBURGH 3 CAR LEFT Job Reference (optional) 6.400 s Aug 1 2006 MiTek Industries, Inc. Tue Jan 16 16:44:51 2007 Page 6-0-0 6-0-0 1-11-11 7-1 11 0-0-0 6-0-0 6-Q-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 YES Code IRC2003/TPI2002 CSI TC 0.77 BC 0.27 WB 0.00 (Matrix) DEFL in (loc) I/deft L/d Verl(LL) -0.06 2-5 >999 240 Vert(TL) -0.15 2-5 >471 180 Horz(TL) -0.00 4 n/a n/a Scale = 1:21 Sq-Ck:6-10- LUMBER TOP CHORD 2 X 4 HF 1800F 1.6E BOT CHORD 2 X 4 HF 1800F 1.6E 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 (lb/size) 4 = 103/Mechanical 2 = 489/0-3-8 5 = 58/Mechanical 3 = 354/0-5-8 Max Horz 2 = 107(load case 7) Max Uplift 4 =-18(load case 7) 2 =-61(loadcase 7) 5 =-14(load case 5) 3 =-63(load case 7) Max Gray 4 = 146(load case 2) 2 = 668(load case 2) 5 = 116(load case 4) 3 = 502(load case 2) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2 = 0/102 2-3 = -189/129 3-4 = -52/52 BOT CHORD 2-5 = 0/0 NOTES 1) Wind: ASCE 7-02; 90mph; h=20ft; TCDL=4.8psf; BCDL=6.0psf; Category II; Exp B; endosed; MWFRS; cantilever left and right exposed ; porch left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 2) TCLL: ASCE 7-02; Pf=40.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct= 1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 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 18 Ib uplift at joint 4, 61 Ib uplift at joint 2, 14 Ib uplift at joint 5 and 63 Ib uplift at joint 3. 8) Beveled plate or shim required to provide full bearing surface with truss chord al joint(s) 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 PLATES GRIP MT20 185/148 Weight: 19 Ib ob )70062 Truss E5 Truss Type ROOF TRUSS Qty 1 Ply 1 Lumbermen's Building Centers, Spokane, WA 99206-4220, O.K. -1-4-0 1-4-0 0Q-0 ;q-Ck:6-0-2 6-0-0 6-9-0 070062 JOHNSON / EDINBURGH 3 CAR LEFT Job Reference (optional) 6.400 s Aug 1 2006 MiTek Industries, Inc. Toe Jan 16 16:44:52 2007 Page 0-Q-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 YES Code IRC2003/TPI2002 6-0-0 6-9-0 CSI TC 0.77 BC 0.27 WB 0.00 (Matrix) Scale = 1:26. Sq-Ck:6-10- DEFL in (loc) I/defl L/d Vert(LL) -0.06 2-5 >999 240 Vert(TL) -0.15 2-5 >471 180 Horz(TL) -0.00 4 n/a n/a PLATES GRIP MT20 185/148 Weight: 22 Ib LUMBER TOP CHORD 2 X 4 HE 1800F 1.6E BOT CHORD 2 X 4 HF 1800F 1.6E 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) 4 = 199/Mechanical 2 = 489/0-3-8 5 = 58/Mechanical 3 = 450/0-5-8 Max Horz 2 = 129(Ioad case 7) Max Uplift 4 =-36(load case 7) 2 =-50(load case 7) 5 =-14(load case 5) 3 =-80(load case 7) Max Gray 4 = 282(load case 2) 2 = 668(load case 2) 5 = 116(load case 4) 3 = 638(load case 2) FORCES (Ib) - Maximum•Compression/Maximum Tension TOP CHORD 1-2 = 0/102 2-3 = -189/129 3-4 = -101/101 BOT CHORD 2-5 = 0/0 NOTES 1) Wind: ASCE 7-02; 90mph; h=20ft; TCDL=4.8psf; BCDL=6.0psf; Category II; Exp 6; enclosed; MWFRS; cantilever left and right exposed ; porch left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 2) TCLL: ASCE 7-02; Pf=40.0 psf (flat roof snow); Category 11; Exp B; Partially Exp.; Ct= 1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 limes 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 36 Ib uplift at joint 4, 50 Ib uplift at joint 2, 14 Ib uplift at joint 5 and 80 Ib uplift at joint 3. 8) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 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 Job 070062 Truss EHR Truss Type ROOF TRUSS Qty 1 Lumbermen's Building Centers, Spokane, WA '99206-42203.H. -1-1Q-10 1-10-10 0-Q-0 2-8-7 2-8-7 Sq-Ck:2-9-7 LOADING(psf) TCLL 40.0 (Roof Snow=40.0) TCDL 8.0 BCLL 0.0 BCDL 10.0 11 10 0_0_x4 -= 2-8-7 1.81,¢-7f1 SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr NO Code IRC2003/TP12002 Ply 1 070062 JOHNSON / EDINBURGH 3 CAR LEFT Job ReferenceJoptional) 6.400 s Aug 1 2006 MiTek Industries, Inc. Tue Jan 16 16:44:52 2007 Page 16-;-9 Sc d at9. 14-0-2 3x6 CSI TC 0.74 BC 0.05 WB 0.08 (Matrix) 4.24 [ 12 DEFL in (loc) I/defl L/d Vert(LL) -0.00 2-11 >999 240 Vert(TL) -0.00 2-11 >999 180 Horz(TL) -0.00 9 n/a n/a PLATES GRIP MT20 185/148 Weight: 27 Ib Sq-Ck:3_0-1 LUMBER TOP CHORD 2 X 4 HF 1800F 1.6E 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 14 Ih BOT CHORD 2 X 4 HF 1800F 1.6E uplift at joint 9, 49 Ib uplift at Joint 2, 162 Ib uplift at joint 11, 38 Ib uplift at joint 5, 50 Ib uplift at joint 4 4 WEBS ' 2 X 4 DF Stud/Std Ib uplift at joint 7 and 43 Ib uplift at joint 8. BRACING 9) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 5, 4, 7, 8 TOP CHORD 10) This truss is designed in accordance with the 2003 International Residential Code sections Structural wood sheathing directly applied or 2-8-7 oc purlins. R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 9 = 92/Mechanical 2 = 416/0-4-15 11 = 193/Mechanical 5 = 260/0-2-14 4 = 307/0-5-8 7 = 282/0-2-14 8 = 282/0-2-14 Max Horz 2 = 148(load case 5) Max Uplift 9 =-14(load case 5) 2 =-49(load case 5) 11 =-162(load case 9) 5 =-38(load case 5) 4 =-50(load case 5) 7 =-43(load case 5) 8 =-43(load case 5) Max Gray 9 = 130(load case 2) 2 = 607(load case 9) 11 = 261(load case 2) 5 = 368(load case 2) 4 = 435(load case 2) 7 = 399(load case 2) 8 = 399(load case 2) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2 = 0/105 2-3 = -121/18 3-4 = -107/79 4-5 = -81/57 5-6 = -65/0 6-7 = -55/69 7-8 = -64/64 8-9 = -69/32 BOT CHORD 2-11 = 0/0 10-11 = 0/0 WEBS 3-11 = -233/190 NOTES 1) Wind: ASCE 7-02; 90mph; h=20ft; TCDL=4.8psf; BCDL=6.0psf; Category II; Exp B; enclosed; MWFRS; cantilever left and right exposed ; porch left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 2) TCLL: ASCE 7-02; Pf=40.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct= 1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 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 Toad 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 at joint(s) 5, 7, 8. LOAD CASE(S) Standard b 70062 Truss ES1 urrbermen's Building Centers, Spokane, WA 99206-4220, D.H. -1-4-0 Sq-Ck:2-0-6___-- —_- LOADING(psf) TCLL 40.0 (Roof Snow=40.0) TCDL 8.0 BCLL 0.0 BCDL 10.0 LUMBER TOP CHORD 2 X 4 HF 1800F 1.6E BOT CHORD 2 X 4 HF 1800F 1.6E BRACING TOP CHORD Structural wood sheathing directly applied or 1-11-11 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 2 = 289/0-3-8 4 = 20/Mechanical 3 = 47/Mechanical Max Horz 2 = 43(load case 7) Max Uplift 2 =-59(load case 7) 4 =-5(load case 5) 3 =-69(load case 9) Max Gray 2 = 402(load case 2) 4 = 39(load case 4) 3 = 66(load case 2) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 92/19 1-2 = 0/100 2-3 1 Truss Type ROOF TRUSS 1-4-0 0-0-0 2 6.00112- 2 .00(12 Qty 1 Ply 1 070062 JOHNSON / EDINBURGH 3 CAR LEFT 6.40_ gnce 6.400 s s AugA1 2006 06 MiTek Industries, Inc. Tue Jan 16 16:44:53 2007 Page 11 t:Y4 -0-0 B1 SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr YES Code IRC2003/TPI2002 BOT CHORD 2-4 = 0/0 CSI TC 0.28 BC 0.03 WB 0.00 (Matrix) Scale = 1:8. 2x4 = 1-11-11 -- 1-1_1-11Sq-Ck_2-4-1 DEFL in (loc) 1/999 240 Vert(LL) -0.00 2 Vert(TL) -0.00 2-4 >999 180 Horz(TL) -0.00 3 n/a n/a NOTES 1) Wind: ASCE 7-02; 90mph; h=20ft; TCDL=4.8pst; BCDL=6.0psf; Category II; Exp B; enclosed; MWFRS; cantilever left and right exposed ; porch left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 2) TCLL: ASCE 7-02; Pf=40.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct= 1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 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 59 Ib uplift at joint 2, 5 Ib uplift at joint 4 and 69 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 PLATES GRIP MT20 185/148 Weight: 7 Ib ob Truss )70062 ES2 • Lumbermen's Building Centers, Spokane, WA 59206-4220, U.H. 111-0 1-4-0 q-Ck:2-0-6 LOADING(psf) TCLL 40.0 (Roof Snow=40.0) TCDL 8.0 BCLL 0.0 BCDL 10.0 eo 0 Truss Type ROOF TRUSS 2 Qty 1 Ply 1 0-q-0 2-0-0 6.00171-1 T1 070062 JOHNSON / EDINBURGH 3 CAR LEFT Job Reference (optional) 6.400 s Aug 1 2006 MiTek Industries, Inc. Tue Jan 16 16.44.54 2007 Page B1 2x4 = 0-9-0 2-0- SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr YES Code IRC2003/TPI2002 CSI TC 0.32 BC 0.03 WB 0.00 (Matrix) LUMBER TOP CHORD 2 X 4 HF 1800F 1.6E BOT CHORD 2 X 4 HF 1800F 1.6E BRACING 10P CHORD Structural wood sheathing directly applied or 2-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 3 = 163/Mechanical 2 = 360/0-3-8 4 = 20/Mechanical Max Horz 2 = 64(load case 7) Max Uplift 3 =-27(load case 7) 2 =-57(load case 7) 4 =-5(load case 5) Max Gray 3 = 232(load case 2) 2 = 501(loadcase 2) 4 = 39(load case 4) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2 = 0/100 2-3 = -135/82 BOT CHORD 2-4 = 0/0 Ar- Scale = 1:12. Sq-Ck:2-4-1 t DEFL in (loc) I/defl Ud Vert(LL) -0.00 2 >999 240 Vert(TL) -0.00 2-4 >999 180 Horz(TL) -0.00 3 n/a n/a NOTES 1) Wind: ASCE 7-02, 90mph; h=20ft, TCDL=4.8psf; BCDL=6.0psf; Category II; Exp B; enclosed; MWFRS; cantilever left and right exposed ; porch left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 2) TCLL. ASCE 7-02; Pf=40.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct= 1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 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 27 lb uplift at joint 3, 57 lb uplift at joint 2 and 5 lb uplift at joint 4. 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 PLATES GRIP MT20 185/148 Weight: 9 lb SIME SCALE: 1"= 20'- 0" LOT AREA: 7702 SQ. FT. 1 117Z1PIt9ILINT 10'-11 1/2" \NJ 48'-0" LOT 3 BLOCK 4 SONATA SPRINGS SPOKANE VALLEY WASI IINGTON 11'-0 1/2" _1 PROPERTY LINE UNDER GROUND ' POWER MIN 33' FRONT SETBACK 10'U'I'ILI'I'Y EASEMENT — ----- NATER L7 IS BORUiili GASEMBNTS.-:SG �-�-=�is.•. SIDEWALK- EXISTING CURB CUT SWALE PROPERTY [.INE CURB 18116 IOXA CROWN OF STREET PROPERTY LINE This site plan is being submitted for the purpose of obtaining a building pennit 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. Sean Kipiiart Signed: Date: REQUIRES CURB CUT 02/07/08 PLANNING DEPT. APPROVED BY: DATE: &-//i Cg Et INE3URC 1 3RD CAS'. TANDEM MIN 20' REAR SETBACK' n n °:, N� § m �',Cf'�gMe}tra'w"93e* '.y �Rt4i�4� �rTi��^^1 PROPOSED TWO STORY � �'i.F �Y•'y�-7��°s'3Yefs 1851 SQ FT 24% OF LOT AREAn � c�� ,�T""' ' _ CONC I( —i-" PORCII AND SIDEWALK UNDER GROUND ' POWER MIN 33' FRONT SETBACK 10'U'I'ILI'I'Y EASEMENT — ----- NATER L7 IS BORUiili GASEMBNTS.-:SG �-�-=�is.•. SIDEWALK- EXISTING CURB CUT SWALE PROPERTY [.INE CURB 18116 IOXA CROWN OF STREET PROPERTY LINE This site plan is being submitted for the purpose of obtaining a building pennit 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. Sean Kipiiart Signed: Date: REQUIRES CURB CUT 02/07/08 PLANNING DEPT. APPROVED BY: DATE: &-//i Cg Et INE3URC 1 3RD CAS'. TANDEM Sii6kane jUalley Site Address: 18116 E KNOX AVE Parcel Number: 55074.3603 Zoning: R-3 Fire District: FD 01 Project Transmittal City of Spokane Valley Community Development Department 11703 E. Sprague Ave, Suite B3 Spokane Valley, WA 99206 Phone: 509.688.0036 New project j -�— Previous pre -app meeting 0 Plan revisions 0 Transmittal Date: Monday, February 11, 2008 Project Number: 08000363 Water District: CONSOLIDATED ID #19 Applicant: VIKING CONSTRUCTION INC Owner: VIKING CONSTRUCTION, INC 2605 W HAYDEN AVE 2605 W HAYDEN AVE HAYDEN, ID 83835 HAYDEN LAKE, ID 83835 (208) 762-9106 e-mail: e-mail: Contact: VIKING CONSTRUCTION INC Occupant: 2605 W HAYDEN AVE e-mail: HAYDEN, ID 83835 (208) 762-9106 e-mail: Contractor: VIKING CONSTRUCTION 2605 W. HAYDEN AVE HAYDEN, ID 83835 (208) 762-9106 Arch / Engineer: e-mail: Project NEW -SFR -SEWER Description: Building Landuse Engineer Utilities Health Fire Dist Assessor CONSTRUCTION PLAN ;2_ SITE PLA 1 TD 8 Please send all plan review and project comments via e-mail to the highlighted individuals.