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F^a Town of Montville BUILDING DEPARTMENT 310 Norwich-New London Turnpike Uncasville, CT 06382 (860) 848-3030, Ext. 382 Building Permit Permit Number: 82003-0432 Date: 05-Sep-03 Map/Lot: 131/041-000 Owner ID 2511 Job Location: 74 _._,ANDERSEN IANE Unit Job Description: Single family residence Owner: Contractor: Hartens Pond LLC Andersen Builders 39 Edgewood Drive 183 Quarry Road Westerly R.I. 02891- Milford CT 06460 Telephone: (401) 596-2736 Lic/Reg Type/No. NHC 3258 Exp Date: 30-Sep-03 Tenant: Self Telephone: Construction Values Permit Fees Construction Information Building Value: $166,290.00 Building Fee: $1,000.00 Use Group: R4 Plumbing Value: $10,957.00 Plumbing Fee: $64.00 Code: 1995 CABO Mechanical Value: $121174.00 Mechanical Fee: $76.00 Construction Type: 5B Electrical Value: $11,218.00 Electrical Fee: $70.00 Permit Code: R2 Other Value: $0.00 Other Fee: $0.00 Comments: Total Value: $200,640.00 CO Fee: $10.00 Plan Review Fee: $100.00 State Ed Fee: $32.10 Total Fees: $1,362.10 It is the owners responsibility to schedule the following ink ions (minimum 48 hours notice required): Footing - Prior to pouring concrete 0 Rough HVAC F-V Backfill - Footing drains and waterproofing ❑ Fireplace Throat W Concrete Stab - Prior to pouring concrete ❑ Chimney - One flue above thimble W Rough Framing W Firestopping/draftstopping ❑d Rough Electrical F%-*] Insulation Electrical Service ❑ Final Inspection Rough plumbing and leak test Certificate of Occupany Gas piping and test Building Official's Signature: j ~S Town of Montville Building Department Permit # 310 Norwich-New London Tpke. Tel. 848-3030, Ext 382 Uncasville, Cr 06382 Fax. 848-7231 One & Two Family. Building Permit Application Form 04w Construction E] A.rf lition F1 Alteration n .Accessary Structure []other Job Location 4,!Z Job Description/Materials Owner r~7` ,rte;yam Mailing Address City State 4 Zip Tel e71Gf /,-.5~9~ Contractor,,.~_SGG,~ Mailing Address. City z° °e' State •e,, Zip X224-191 Tel Contractor's License/Registration Type &.Number Exp. Date I hereby certify that the proposed work will conform to the Basic Building Code and all other codes as adopted by the State of Connecticut and the Town of Montville and further attest that the proposed work is authorized by the owner in fee and that I am authorized to make application for a permit for such work as described above. Owner /Agent Signature.. Date --4~-J o~~ Construction Value Fee Building $ $ Plumbing $ $ Mechanical $ $ - Electrical $ Other $ $ Certificate of Occupancy $ Plan Review Fee $ State Education $ Total $ - - $ (See *verse si4 far additiond r4drements) - t Receipt - ~epart - - - of ~ntyille Building ' ~Town ° pb ' From ,off' ! 0 1 Job Address: _ Check Cash heck ~ Amount (c«~i~ORc) I Received by f Permit Fee Calculation Spreadsheet RESIDENTIAL PERMIT CALCULATION (1 STORY) House Construction A (E=Economy, A=Average, C=Custom) QTY $/UNIT $/UNIT $/UNIT TOTAL Living Area 2174 SF $ - $ 71.19 $ - $ 154,767.06 Finished Basement SF $ - $ 24.73 $ - $ - Unfinished Basement 1864 SF $ - $ 7.35 $ $ 13,700.40 Kitchen 1 EA $ - $ - $ - $ - Plumbing Full Bath 2' EA $ - $ 4,229.40. $ - $ 4,229.40 Half Bath 1 EA $ - $ 2,691.15 $ - $ 2,691.15 Garages Attached, 1 car EA $ - $ 8,885.10 $ - $ - Attached, 2 car 1 EA $ - $ 15,113.70 $ - $ 15,113.70 Attached, 3 car EA $ - $ 20,913.90 $ - $ - Detached, 1 car EA $ - $ 11,657.10 $ - $ Detached, 2 car EA $ - $ 17,456.25 $ - $ - Detached, 3 car EA $ - $ 23,256.4:5 $ - $ - Under, 1 car EA $ - $ 1,304.10 $ - $ Under, 2 car EA $ - $ 1,75710 $ - $ - Fireplace & Chimney Prefab 1 EA $ - $ 3,963.75 $ - $ 3,963.75 Masonry, exterior EA $ - $ 3,963.75 $ - $ Masonry, interior EA $ - 3,701.25 $ $ - W12 fireplaces EA $ - $ 6,746.25 $ $ - Breezeway/Decks Open SF $ - $ 22.31 $ - $ - Enclosed SF $ - $ 94.76 $ - $ - Porches Open SF $ - $ 62.69 $ - $ - Enclosed SF $ - $ 123.90 $ - $ - Heating Adjustment 2174 SF $ - $ (2.76) $ - $ (6,000.24) Air Conditioning 2174 SF $ - $ 2.84 $ - $ Electrical 2174 SF $ - $ (5.16) $ - $ (11,217.84) Plumbing 2174 SF $ - $ (5.04) $ - $ (10,956.96) TOTAL BUILDING CONSTRUCTION COST, LESS MEP $ 166,290.42 Y is air conditioning included /N)? $ 6,174 PERMIT FEE Building $ 166,290 $ 1,000.00 Y Plumbing $ 10,957 $ 64.00 Y Mechanical $ 12,174 $ 76.00 Y Electrical $ 11,218 $ 70.00 Other $ - CO Fee $ 10.00 Plan Review $ 100.00 State Ed Fee $ 200,640 $ 32.10 Total Fees $ 1,362.10 Based on 2003 RS Means Residential Cost Data 7/22/03 0lb/ Y3/ Zlov3 14: 3L 4tl1346t000 +•uw~~r au a ic• SUDAN L~9071!44~c CERTIFICATE OF UABILITY IN ow-s Cl 06/24/03 ONATTE INFOR ON 15 ED ATE IGHT'S UPON THE CE:R~`ND OFt FpWibWM Ina CONKERS Nli R Disnstisld Taauraz c• A.geraCy HIS CEilTIF1CATE LS NAMLNCI. 1 DED BY 7HE POLICIES BELOW. 15 ash 8trest COVERAGE AFFOR lWasterly Ali 02891-1896 MSURERS AFFORDING CfOVMkOE Phansl+i07.-696-ZD96 Fax:401-34$-2060 • - - ISLlRED INSUKRA: Em insurance COSt Albs-_ „ ~I unaR a, An rjcasi Zuri -b Ins , Cc Anderson iuildsrs. LLC IH,ul1EIlG W obert Andersen ldgeyooi k0 Z Bnpe INSURicR t' Ovi'-AAOES THR POLICIES Or INSURANCE LWED BELOW KAVfi SEEN !Sat Fn YO TIME VASUR[D NAMED AW%l FOR THE POLICY PCRIOD WDICAM NOTWITHSTANDING I•; trQU IT, TM OR CONDITION Of ANY CONTRACT OR OTNW OOCUMCNT WITH R!<BPECT TO WWrA THIS CERTIFICATE MAY N ISSUED OR + r-rRTAIN. TH9 tNSURANCE WORDED EY THE POLIC{F8 fAOC"" HiRWN B eUWWT TO ALL Tmvja s, "CLUMONS AND 00NOfTIONS OF SUCH If•,IQS.A3QREbA3'E I,IAIITS 6HOWN MAYNAV& 3QA%N KEOVQN ft SY PAID CLAIMS, - s .t l POLICY NYMBa 1 LlMiTi I TYPlOF'NSURANGE VIM r•N[RA.UABILRY EACWpLCUfItlIENCIE ~t1,0001000 A I ~[lCO4MMALGENEMLL1ADILITY 27[5459604 06/39/03 06/29/04'FIRE OANAOi (A+I,/OntR0 6100,000 ~I+ns I:+ADE U oCeUR j r-mpelmWNAL 6%P (Ary ong POW) Ti 5 , 0 0 0 c 6AO VIN_Llnr 6 7 000 000 ' - 1 _ - I GHNZRAL AGGREGATE , 112 , 000 , 000 _ PsICDUCra-COMproPnG+: 1s21.000,000 vY.A'JCR[I;,aTkL1AKTAPPLI:SPER:~ ' ~ _ POLICY ~ T ; ~ LdC ~!t'OMIOBILELIAf31JTY ComisIN6QSINGLE LIMIT' sl,00O,000 A ANY nu'. n j 2X6469604 06/29/03 06/29/04 tE~Athd+ty ALL 0%vtlin At,"Mf: 9091LY INJURY S (Pt• W-) SCHEtrUr•EnaUTtjS WRW AUTOS li 1Pee aca(cenCRY $ NON.CWNW n:+P`S P!4flPERTY DAMAGE r~ 6 ~ f►fleffodd~m) . ^.RAGR 1. ufi1L TY AUTO ONLY - EA ACCIDC'IT 6 I QTliFR THAN EA ACC 6 ANY n' ! . O AUTOS ONLY. AGO i =AS t1m,11 f: r [ACN OCCLRRENCE 1$ OCC„te. ; :LAIMS MADE i A4REOAT[ - S I - C6DUI:TICt': ~ ; - j RETENTION S 6 WOiKWtSCOMALn*,ATIONAND ; I T LIMB CMPLCYEP P LIAra:.11 g { 63ZTTB843Xl80603 i 09/12/03 02/12/04 FG.L.f.ACHACCI-OENT $ 100000 El.DISEASE - EAEMPLOYE$300000 E.L. DISEASE -POLICY 1.Nfr 1500900 1.1046F 0;vl ~~!!,,LOCAT:CNSnJEK1CLFJ9rE1(CL'JSt7N5 ADDED EY LMIDORSENENTI hE li~ .a, : ^antri , ausidontial r CV -ICATE (HOLDER 114 1 ADDITIONALINSURED: WSUREHL.ITMR- CANCELLATION XO$jTV L SHOULD ANY OF THE ABOVE 0113GA BED POLICI" ft CANCELLED EEPORE THE EXPIRATION DATE THEREtSF, TKS IULMNG INSURER VALL ENDEAVOR TO ra%rL .1 - DAY! WR,TTEN iH4Ll NOTICE TO THIS CERTIVICATE NOL.OER NAMED TO THE LEFT, IS *u O f lypTl tvx l l g, CT i IM0019 HO OBLIGATION OR LfABILITV OF ANY KIND UPON TWE INSURER, ITS AGENTS OR :0 14nrwi.th-ldfaw London Trpk. 1lEMtRi NTArV1FE, _ %incavvi lle CT 06352 I At+TM sB E ACOx'u 25-S (;!7'i 0 ACORO CORPORATION 4 985 Town of Montville' Building Department 848-3030, Ext 382 ONE & TWO FAMILY CONSTRUCTION PERMIT SIGN-OFF SHEET Al Property Address J r Job Description: 5 0X 76 f / ~?c Z 2 c C, The owner/agent shall be responsible for the completion of the form, no certificate of occupancy will be issued until all signatures below have been obtained. HEALTH DISTRICT 848-3030-882 Approved ❑ Permit ❑ Not Applicable Septic System Date Approved ❑ Permit ❑ Not Applicable Private Well Date WPCA DEPARTMENT 848-3030, Ext. 881 Approved Permit ❑ Not Applicable unicipal Sewer o Date House Trap ❑ Outside ❑ Inside Approved ❑ Permit # ❑ Not Applicable Municipal Water Date DEPARTMENT OF PUBLIC WORKS 848-7473 Approved ❑ Permit ❑ Not Applicable Director Date PLANNING & ZONING EPARTMENT 848-3030. Ext. 81 In-Compliance z 3 Permit #Q QS J _ j ❑ Not Applicable Zoning Date In-Compliance ❑ Permit ❑ Not Applicable Inland-Wetlands Date STONE WALL - BUILDING SETBACK LINE U- S S SANITARY SEWER, MANHOLE D STORM SEWER, CATCH BASIN TREE LINE o~ - - -290 - - CONTOUR SF SILT FENCE ~o FD FOOTING DRAIN ~yqo ® WELL A= 33'20'16" e~J R=325.00' CONSTRUCTION T = 97.31' ENTRANCE L = 189.10' O CB 63-` C D 15 CB 62 NV. = 485.50 ANDERSEN fMH 55 r N38'54'28"W 136.93;p~ 23' - TOTA , 112.50' 24.43' L 87' [t , . o 496 49 2 0 0 11.3 ti? _ , rn 11.3 14.0' 11.3' 7~ 4 20.0' 8.0' (n ro PROPOSED HOUSE o U) to W F.F. 497.0' c U; 10' x 12' WOOD O GAR. 495.0' w DECK & STEPS I 40.0' ? 36.0' ' LOT 40 488.. i to LOT 42 SF SF N WOOD DECK & STEPS 24' x 24' FUTURE LOT 41 SHED OR POOL AREA 484 24,260 sq.ft. 0.557 ACRES _ 161.10 " ' - - 113.70' ~k-. - 274.80 TOTAL N47'15'34"W 478 480 DATA ACCUMULATION PLAN PLOT PLAN LOT 41 PINE RIDGE ESTATES 24 ANDERSEN DRIVE TO THE BEST OF MY KNOWLEDGE AND BELIEF THIS MAP _ M ON TVI LLE, CONNECTICUT IS SUBSTANTIALLY CORRECT AS NOTED HEREON. SCALE: 1 "=40' DATE:. MARCH 19, 2003 BY: BENNETT & SMILAS ENGINEERING, INC. 415 KILLINGWORTH ROAD, P.O. BOX 241 ICHAEL J. BEN R.L.S. #10831 HIGGANUM, CONNECTICUT 06441 ORT_LOT41 _PP.DWG I MECcheck COMPLIANCE REPORT I 1995 CABO Model Energy Code I Permit # I MECcheck Software Version 2.07 I I I Checked by/Date I I COUNTY: Chester STATE: Connecticut HDD: 5999 CONSTRUCTION TYPE: Single Family DATE: 3-31-2002 COMPLIANCE: PASSES Required UA = 309 Your Home = 226 26.9°% Better Than MEC Area or Cavity Cont. Glazing/Door Perimeter R-Value R-Value U-Value UA CEILINGS: Raised Truss 1100 30.0 0.0 35 WALLS: Wood Frame, 24" O.C. 2060 15.0 3.0 134 GLAZING: Windows or Doors 163 0.290 47 GLAZING: Skylights 36 0.290 10 COMPLIANCE STATEMENT: The proposed building design described here is consistent with the building plans, specifications, and other calculations submitted with the permit application. The proposed building has been designed to meet the requirements of the 1995 CABO Model Energy Code. Builder/Designer Date W M A ESTIce c o L us ~Ea Circ~l-ccs BR/BC SERIES WOOD BURNING FIREPLACES For both warmth and comfort to your home, nothing can beat the BR/BC Series Wood Fireplaces from Majestic. These fireplaces offer top-of-the-line features and aesthetics, all in an economical and easy-to-install package. Standard Features • Extra tall and wide dimensions for expansive fireviewing and longer logs. • Traditional tapered Firebox sides provide greater reflection of radiant heat. • Available in 36" and 42" Radiant (BR36/BR42) and Heat- Circulating (BC36/BC42) models. • Firebox is fully lined with durable refractory with realistic brick pattern. • Nearly invisible air intake (no unsightly slots, holes or gaps). • Built-in Flue Damper with positive-lock reduces home heat loss when fireplace is not in use. g I- 22°--I • Black Wire Mesh Firescreen protects against sparks. D.P^ - aA , „ DIA. • Unobtrusive built-in ash lip reduces ash spillage. 20h" - s' RECESSED • Generous Wood Basket Grate made of tough 1/2-inch steel. 14AILLING FLANGE • Easy access with knockouts conveniently located on both 32%" I- Rough0perift;M01,41"1 453<' R ugh sides for optional gas log installations. 6434' Oa; i • Factory-installed connection for Outside Air System, which h T _ ;Y provides steady flow of combustion air to firebox for tightly , 38 31 GAS LINE sealed homes. Venting and termination sold separately. 14' 403• O OUTSIDE ACCESS GAS LINE I AIR 19i." 21 • Uses Majestic's 8" "SK" double-wall chimney system ACCESS _ 1 7411, that keeps installation simple and economical. No tools 9 3515" or fasteners needed for this snap-together pipe system. ELECTRIC AL 9Vx' S'h' ADDE95 r,,,,,,, ..i 25 • UL/ULC tested and listed for safety (US and Canada). Limited Warranty and 30-Year Protection Plan assure quality and dependability. Ro gh 28"-- Dperxng • Insulated models for cold-climate installations. I,I 5G" 636" TO-V-- Dept" i ® n"91A 21 + .n. 20' I RECESSED Optional Accessories FFLLA'NGE 3536- ® / L Rough Opening when 97" d • Tempered Bi-Fold Glass Doors enhance appearance - and 5D' / Roam ope g improve efficiency by reducing heat loss. Available in Black, Brushed Brass and Deluxe Polished Brass finishes. • Easily installed Forced Air Fan (Mode/ FK-12 for BC models 4o , only) distributes a constant flow of warmed room air. OUTSIDE GAS LINE GAS 36% AR_. -42^--- 19Y.21" ACCESS? • Full Mantels and Mantel Shelves available in ready-to-paint ACCESS.- J -i 1` poplar or ready-to-stain oak. ELECTRICAL 1 i 5'6a +-------38" ACCESS 13%"~ 66"-_~ ?1a'. NOTE: BR models have same framing dimensions as the BC models, but without louvers. In the interest of constant product Improvements, we reserve the right to change specifications without notice. Before installations, please read Installation Instructions and check all locai Building Codes and Gas Regulations M ATESTIC MAIESTlC PRODUCTS COMPANY PRODUCTS COMPANY 475 Admiral Blvd. 1000 East Market Street, Mississauga, Ont. i 2N1 Huntington, Indiana46750 Tet: (905) 670-7777 Tel: (219) 356-8000 fax: (905) 670.4676 Fax: (219) 356-1039 1-800-701-7085 www.majesticproducts.com 1000-344 11/98 r 1TM BC CALW) 2002 DESIGN REPORT - US Tuesday, June 24, 2003 09:28 Quadruple 13/4" x 18" VERSA-LAMO 2800 SP Name - ROBERTGRGBM : FB01 Job Name - ROBERT ANDERSEN Description - Address - Specifier - City, State, Zip - Designer - LENIHAN LUMBER Customer - Company - LENIHAN LUMBER Code reports - IGBO 5512, BOCA 98-52, SBCC19852 Misc - GARAGE SEAM Standard Load - 36 PSF l 10 PSF Tributary127t)t)-l)o BO 4320 Ibs LL 4320 B1 1865 Ibs DL 1s~ 865 65 Ibs LL lbs DL Total Horizontal Length - 24-00-00 General Data Load Summary Version: US Imperial ID Description Load Type Ref. Start End Live Dead Trib. but. S Standard Unf.Area Load Left 00-00-00 24-00-00 30 PSF 1O PSF 12-00-00 100 Member Type: - Floor Beam Number of Spans - 1 Controls Summary Left Cantilever - No Control Type Value % Allowable Duration Loadcase Span Location Right Cantilever - No Moment $7111 ft-Ibs 42.5% Q 100% 2 1 - Internal End Shear 5412 lbs 22.2% 0100% 2 1 -Left Slope 0/12 Total Deflection L/509 (0.566) 47.1% 2 1 Tributary 1240-00 Live Deflection L1729 (0.395") 65.8% 2 1 Repetitive n/a Max. Defl. 0.566' (Limit: 1") 56.6% 2 1 Construction Type nla Span/Depth 16.0 1 Live Load 30 PSF Dead Load 10 PSF NOTES: PartLoad 0 PSF Design meets Code minimum (W40) Total load deflection criteria. Duration 100 Design meets User specified (U480) Live load deflection criteria. Design meets arbitrary (V) Maximum load deflection criteria. Disclosure Minimum bearing length for 80 is 1-112". The completeness and accuracy of Minimum bearing length for B1 is 1-1/2". the input must be verified by anyone Entered/Displayed Horizontal Span Length(s) = Clear Span + 1/2 min. end bearing + 1/2 intermediate bearing who would rely on the output as evidence of suitability for a particular application. The output above is based upon building code accepted design properties and analysis methods. Installation of BOISE engineered wood products must be in accordance with the current I Installation Guide and the applicable building codes. To obtain an Installation Guide or if you have any questions, please call (800)232-0788 before beginning product installation. BC CALCO, BC FRAMER, BCI®, BC RIM BQARDTm, BC OSB RIM BOARD'"', BOISE GLULAMTm, VERSA-LAMB, VERSA-RIMO, VERSA-RIM PLUS®, VERSA-STRAND-, VERSA-STUDO, ALLJOISTO and AJSTm are registered trademarks of Boise Cascade Corporation. Page 1 of 1 BOISE CASCADE - BC CALCTm 2001 a DESIGN REPORT - US Thursday, March 28, 200211:12 File Triple -1 314" x 9 1/2" V-L SP 2900 Name: Untitled Job Name - ROBERT ANDERSEN Customer - ROBERT ANDERSEN Address - Specifier - Designer - LENIHAN LUMBER City, State, Zip - MONTVILLE, CT Company: - LENIHAN LUMBER Code Reports - ICBO 5512, BOCA 98-52, SBCCI 9852 Misc: - ROOF HEADER OVER B/R 3 AND KITCH ROOF HEADER OVER BIR 3 AND KITCH Standard Load - 30 PSF 115 PSF Tributary 1500-00 BO 1311 24 5 Ibs LL 2475 Ibs LL 13,5 Ibs DL 1315 Ibs DL Total Horizontal Length -11-00-00 General Data Load Summary Version: US Imperial ID Description Load Type Ref. Start End Live Dead Trib. Dur. S Standard Unf.Area Load Left 00-00-00 11-00-00 30 PSF 15 PSF 15-00-00 115 Member Type: - Floor Beam 1 Unf.Area Load Left -03-03-06 -02-03-06 40 PSF 10 PSF 15-00-00 100 Number of Spans - 1 Left Cantilever - No Controls Summary Right Cantilever - No Control Type Value % Allowable Duration Loadcase Span Location Moment 10422 ft-Ibs 46.3% @ 115% 2 1 - Internal Slope 0112 End Shear 3244 Ibs 29.3% @ 115% 2 1 - Left Tributary 15-00-00 Total Deflection 1_1436 (0.303") 55.0% 2 1 Repetitive nla Live Deflection U668 (0.198") 53.9% 2 1 Construction Type n/a Max. Defl. 0.303" (Limit: 1") 30.3% 2 1 Span/Depth 13.9 1 Live Load 30 PSF Dead Load 15 PSF Part Load 0 PSF Bearing Supports Duration 115 Name Type Dim. (L x W) value % Allowed Case Material BO Wall/Plate 3-112" x 5-11,V 3790 Ibs 48.5% 2 Spruce-Pine-Fir Disclosure B1 Wall/Plate 3-1/2'x5-1/4' 3790 Ibs 48.5% 2 Spruce-Pine-Fir The completeness and accuracy of the input must be verified by anyone who would rely on the output as NOTES' evidence of suitability for a particular Design meets Code minimum (1-1240) Total load deflection criteria. application. The output above is Design meets Code minimum (0360) Live load deflection criteria. based upon building code-accepted Design meets arbitrary (1 Maximum load deflection criteria. design properties and analysis methods. Installation of Boise Cascade engineered wood products must be in accordance with the current Installation Guide and the applicable building codes. To obtain an Installation Guide or if you have any questions, please call (800)232-0788 before beginning product installation. Page 1 of 1 BCI® and Versa-Lam® are registered trademarks of Boise Cascade Corp. BOISE CASCADE - BC CALC'rm 2001a DESIGN REPORT - US Thursday, March 28, 200210:49 Triple -1 3/4" x 9 1/2" V-L SP 2900 File Job Name - ROBERT ANDERSEN Name. Untitled Address - Customer Specifier - ROBERTANDERSEN Specifier _ City, State, Zip - MONTVILLE, CT Designer - LENIHAN LUMBER Company: - LENIHAN LUMBER Code Reports - ICBO 5512, BOCA 98-52, SBCCi 9852 Misc: - BSMT BEAM UNDER B/R 3 AND KITCH BSMT BEAM UNDER B/R 3 AND KITCH Now- 1 Standard Load - 40 PSF 110 PSF Tributa 09-00-00 112" BO 3-112 1 0 Ibs LL B1 1980 90 lbs DL 902 Ibs it 021bs L Total Horizontal Length -11-00-00 General Data Load Summary Verslon: US Imperial ID Description Load Type Ref. Start End Live Dead Trib. Dur. S Standard Unf.Area Load Left 00-00-00 11-00-00 40 PSF 10 PSF 09-00-00 100 Member Type: - Floor Beam 1 Unf.Lin. Load Left 00-00-00 11-00-00 0 PLF 60 PLF n1a 100 Number of Spans - 1 Left Cantilever - No Controls Summary Right Cantilever - No Control: Type Value % Allowable Duration Loadcase Span Location Moment 7926 ft-lbs 40.5% @ 100% 2 1 - Internal Slope 0112 End Shear 2467 this 25.6% @ 100% 2 1 -Left Tributary 09-00-00 Total Deflection L/573 (0.23) 41.8% 2 1 Repetitive n/a Live Deflection L1835 (0.'158") 43.1% 2 1 Construction Type n1a Max. Defl. 0.23" (Limit:l') 23.0% 2 1 Span/Depth 13.9 1 Live Load 40 PSF Dead Load 10 PSF Part Load 0 PSF Bearing Supports Duration 100 Name Type Dim. (L x M Value % Allowed Case Material BO Wall/Plate 3-112" x 5-1/4" 2882 lbs 36.9% 2 Spruce-Pine-Fir Disclosure B1 Wall/Plate 3-1/2"x5-114" 2882lbs 36.9% 2 Spruce-Pine-Fir The completeness and accuracy of the input must be verified by anyone who would rely on the output as NOTES: evidence of suitability for a particular Design meets Code minimum (1/240) Total load deflection criteria. application. The output above is Design meets Code minimum (L1360) Live load deflection criteria. based upon building code-accepted Design meets arbitrary (1 Maximum load deflection criteria. design properties and analysis methods. Installation of Boise Cascade engineered wood products must be in accordance with the current Installation Guide and the applicable building codes. To obtain an Installation Guide or if you have any questions, please call (800)232-0788 before beginning product installation. Page 1 of 1 BCI® and Versa-Lam are registered trademarks of Boise Cascade Corp. E'SCr Truss Truss Type qtply '-628SCR SCISSOR TRUSS 1 1 P772332 REV-2 wood structures inc. 3.300 a Jun 7 1995 MITek lnduslnes, Inc. Fri Jun 23 1128.2- 1995 Page h .2.a.o ti 6-5-10 _ •io-1 14- 0-0 is•r• ao 2a•ao i0.o.o 2.0.0 5-6-10 4.5.0 4.1•a I <•t•e <s•o 5-.6-10 aa0 4x4 = 5 It1 OF MgsS 3105 3x3 STEPHEN W. 4 \ 6 c CA$LER m CIVIL I? 6.00 12 1x4: 3x3' 3x7 ` 1x4. No. 31927 2 2 8 GIST rc 8x1 o/M20H = N 12 M 3x3:;: 10 ~j 3x3 a 1 Pf 49 = 3.00 12 9 49a 1 7 2 3 14•ao 2 a13 2a•ao 7.2-3 6.0-13 o-als 7.2.3 Plate Offsets (KY): (1:0-1-4,0-0•i0), [5:0-0-0,0-1-12), (s:o•1-4,n O 10) LOADING (psf) SPACING 2-0.0 CSl DEFL (in) (loc) I/dell PLATES GRIP TCLL 42.0 Plates Increase 1.15 TC 1.00 Vert(LL) 0.61 11/10 541 M20(209a) 199/146 TCDL 7.0 Lumber Increase 1.15 BC 0.99- Vert(TL) 0.86 11110 385 M20H(20ga) 1491109 BCLL 0.0 Rep Stress incr YES WB 0.55 HoR(TL) 0,63 9 Ma BCDL 10.0 Code TPr Min Length / LL dell = 240 Weight: 96 (Ibs) LUMBER BRACING TOP CHORD 2 X 4 SPF 165OF 1.5E TOP CHORD Sheathed or 1-11-10 on center purlin spacing. BOT CHORD 2 X 4 SPF 165OF 1.5E BOT CHORD Rigid ceiling directly applied, or 10-00-00 on center bracing. WEBS 2 X 4 SPF Stud .Except' •s,sss•~••eeje 11-52 X4SYPNo.2 'In' ••~,t o~ N~t~, • •p•, REACTIONS (Ibalsiza) 1-183110-3-8,9-183110-3-8 J U 11! 1995 ~~~~~',e • • • • • •.,"•9A±,1~ tttlttlN//lllrr/r co .o ~ IV~y F GD FORCES STEPHEN W.`.~4.,..••.....,,~FC►'•,~, TOP CHORD 1.2a-5328, 2.3=-4904.3.4=-4904, 4.5=-3511, 5-6--3511, 6-7=-4904, 7-8=-4904, 8-9=•5328. Z !~i) )l~/ • , J~ ~ BOT CHORD 9-10=4858, 10-11=4117,11-12=4117,1-12-485-S B L i i ,vSy ' C • WEBS 2-12=-372, 4-12-633, 4.11=-904, 5-11=2722, 6-11=-904.6-10=633, 8-10=-372 0 a w » : ~G i No. (5548 : ~:ri 1F.galsxJA nee --i' LOAD CASE(S) Standard ; `~T.i h DESIGN LOADING: •,/!CrN I SO q S TCLL/TOTAL (PSF) 42!59 @ 24" cc, 63174 @ 119.2" oc, 63189 @ 16" ac. -r ~d• This truss has been designed for a 20 psf bottom chord live load, applied concurrently with all other I`oadssIGNA L ~~G ~•.~/"Ell wherever the clear distance between the top of the bottom chord and any other member Is 42 inches or greatt?r ° ct ''r,,~~'1% NA i f~'C~tt.•'• This check conforms with B.O.C.A. 1993, Section 1606.1.2, Table 1606.1. - UdFSl:llilstt►tt 1tlll~iilil/ d F STEPHEN W. CABLER $II~13 W. it; 63 STEPHEN %41- No. 5:292 A-410 co ; o r,q 4537 0 4 6 1 4 C~~~O ~~0 063030 t", „ram pACFESC DNA 3~eA~ , (L 1fG1?BEER A WARMNO - Ver(fy deelyn parnarrseter s and READ NorES ON Tine AND REVERSE 311= BCPORE USE. Design valid tot use only with Mrlek eonneclors. This design Is based only upon pasometers shown, and Is for an Individual building component to be Installed and loaded vertically. APptcablliy of design porametess and proper Incorporation of component Is fesponslbIllty of bvlidhg designer - not truss designer. Ilrocing shown k foi Metal support of Individual web members only. Additional temporary of the simcloa Additional permanent bracing of the overall structure Is the responaY ty of the to lnswe building 5-t desig esig nerdurInO genr l gui is the regarding labilcollon, quaaty control, storage, delivery, erection and bract y Standard, of th 031-60 ,nornaa guidance Handling installing and Bracing IleaommendalIonavailable learn 11111 Plate Institute, su 5" D'OnoOb Drive, DrMadison, WI53719~cM4 I Meatlon, and i/1491 M1Tsk Industrlss, inc. L Joe Trusts Truss Type % Oty Ply S WOOD 5 L22 __~OVEENPOST 300 11 FSSTTOCKKSS t3EV- wood structuies ic, P780432 y I 1~ 15111 1 1,: F6. 2--6- -19 9 5 ~Pa 9 e 1 e-e-o 4-4.0 4-4-0 1.4.0 1% 0 Ivi OF 44V --r STEPHEN W, z C-0 04 CABLER 3 CIVIL nq 44 Z-00112 4PO. 13W 44 Q.- 2 1X411 /0 L 181416110" V16 7 3 x7 3.4 SEE DErAIL JUN 2 3 1995 -DA0.4 Plate Oftets (>~)Pj: 11:0-0-O.O.Ml. 0,10-4 1-1-12 - 04 D 1-1 -12 7LOADING(pso SPACING 2-0.0 C31 DEFL (in) Well PLATES' GRIP TIES TCLL 42.0 Plates Increase 1.15 TC o.69 Vert(LL) 0.32 6/5 812 M20(209a) 199/146 20(20ga) 19G/1 46 GRIP TCOL 7.,0 Lumber Increase 1.15 8C 0.95 Vert(TL) 0.4 BCLL 0.0 5 1/7 578 BCDL . Rep Stress Incr YES WS 0.38 HOIZ(11) 0.06 5 n/a BCDL 10.0 Code TPI Min Length LL deft - 240 Weight: 85 (lbs) LUMBER TOP CHORD 2 X 4SPF No.2 BRACING BOT CHORD 2 X 4 SYP No.2 TOPCHORD Sheathed or2-6-3oncenterpudin spacing. WEBS 2 X 4 SPIF Stud BOTCHORD Rigid ceiling directly applied, orlo-00-00 an c V OF fq6tv WEDGE Lett 2 X4, Right: 2 X4 C) F V~ "0 W. REACTIONS PbshEze) 1 1411110-3-8,5=1 . 41110-3.8 CP W 4q :STEPHEN W. FORCES R TOP CHORD 1.2=-2161, 2.3--1631, 3-4=-l 631 4-5-2161 t-- CABLER vo aOTCHORD 5-6-1984,64=1984,14-1984 :c N 0. 529e- C-~~i WEBS 2-7--567, 3-7-825. 4-7--567 No. 6548 t I.., LU LOAD CASE(S) Standard 0630,30 n 4N )8 S 10 ,e; In ee; ONA 2**,,N* 2^* wGDqp is STEFijF-jq W CMABLER z~h :7* HAx HA~ TZ CANT. r-r DESIGN LOADING: 5,; TCLUrOTAL (PSF) 4215-9 24" oc, 63/74 @ 19.2" oc, 63/89 j@ IS" oc. IV,-#/ /0 N PC Cl SST ES E 0, This truss has been designed for a 20 ;)sf bottom chord live load, applied concurrently wit all 101 oa s I I wherever the clear distance between tho top of the bottom chord and any other member Is 42 Inches.or.greater. This check conforms with B.O.C.A. 1993, Section 1606.1.2, Table 1606.1. APVNG 1,r Ve PIN Lull ,..,Ajy ACAD NOrXB ON THZS AND XXVBJMC BID& BZFOjtc 17=1 qWsJ2n York! fpt vio only with Mlt*k connecioFs. This design Is based -*design parameters and *ntV upon POFOM61018 Mown, and Ill fcx an kv0K4duaW-kk6ni componem to be IrMotleckland iood*d vetfically. ApplicabilRy of design poiarnelais and pioper Incolpoiallon.af coonponent Is ieq:,onsbfltfy of bulidIng dellortei - not Plus$ des~;Pneo. stocing shown Is for lateral lisuppoit of Individual web membets onrV. Addlilionall lompofolry biocing to Insure slablilly duilng construction h the responsibtlity of the sileclof. Additional petrnartont baccino of the ovsiralf situctum k the responsibility of the bulkil designo4. lot general guidance togoiding lablicallon. quality contsot, stoic". dellysiV, election and bloclAg, consult 091-80 Quality Standard. OSI-89 Siccing Specification, and HIS-91 MIT tristal, Inc. Handling "aillng and Bracing Recominsindallon avolloble Rom TFuss ftio halltute,. 683 D'Onoldo DiNo, Madison, Wl 63719. k 1UU-1t1-~~IU' J 1 3 • h19 wuuV a `A M!Tek a MiTek Industries, Inc, 14515 North Outer Forty Drive Suite 300 Chesterfield, MO 63017-3746 Re: 320524 Telephone 314/434-1200 Lenihan, Lbr. (Anderson #12) 4-9-02 OCM Fax 314/434-5343 The truss drawing(s). referenced below have been prepared by MiTek Industries, Inc. under my direct supervision based on the parameters provided by Wood Str Inc. Pages or sheets covered by this seal: 15310831 thruI5310838 My license renewal date for the state of Connecticut is January 31, 2004. cr v 9 #1 s4 - Ica, August 14,2003 Redwa Y. y The s 1 on ese drawings indicate acceptance of professional engineering responsibility solely for the ' tru compo ents shown. ?.'he suitability and use of this component for any particular building is the r ponsibility ofthe building designer, per ANSI/TP7-1995 Sec. 2, t nuu 1 i LVVJ to- it, •,aoem o.,........ Job Truss Type Oty Ply Len T a Lb• (Anderson ru12) 69-02 OCM 30524 001 5 1 15310631 FINK Job Reference wood Slfudwes, 9iddefotd, ivlE 04005 - ' o i _nap 5,100 s Ju! 82003 i4tiTek Industries. Inc Wed AvQ 13 15;33;31 2003 Page 1 1~ a 0 _i 22-3.3 --i -g0 (yq ii 1.8.0 ?•a-13 7.9.3 73.3 T_6-13 1••6-0 Btd Scale = 1:30.2 7.00 12 5 3x4 - \ 00 1.5Y4 4 8 3 7 f~ i W40 = 13 1a 12 1s 1 t t6 to 17 is 300 = 30 = 3A M112014= sx4 m 30.0,0 115.1. a 941- 10.1.14 Plato Oflsels [2:0-10-60-1-21,115:0-6, 4,0-2-41 : 1p 5,0.1- 10.,0,1.12A1.8~72:0-1-12.61 LOADING(psf) SPACING 2.0.0 C31 !IEEE in (roc) Vdefl U4 PLATES GRIP TCLL 40.0 Planes Increase 1.15 TC 0.88 Vert(LL) -0,37 10.12 X958 240 M1120 183f123 TCDL 10.o Lumber ineraaw 1.1S BC 0180 Vert(TL) .0.47 10-12 >749 180 M1120H 148/108 DCLL 0.0 Rep Stress incr YES we 0.63 Htaz(TL) 0.08 8 We n/a BCDL 1010 Code SOCAIANS195 (Matrix) _ weight; I10lb LUMBER BRACING _ TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD ShaothQd or 2-7-0 oc punins. BOT CHORD z X 4 SPF 210OF 4.6E SOT CHORD Rigid calling dImetty applied or 8.1-7 oe bracing. WEBS 2 X 4 SPF 1650F 1.5E 'Except' 3-12 2 X 4 SPP•S Stud, 7-10 2 X 4 SPF.S Stud REACMONS (lb/siza) 2113/Q-58,8=2113/0.5-6 Max Hotz2=370(10ad case 2) Max Vplift2s-1055(load case 4), 8=.1056(ioad case 4) FORCES Ph) - First Load Case Only TOP CHORD 1-2=75, 23-5129, &4"-2763, 4-!5--2674, 58=-2574.5-7,-2783, 7.8zt312s, 8.9=75 BOTC14ORO 2-13 2525, 1314=?S2S, 12-14=2525, 1215=1708, 1t-15=1708, 11-16=1706. 10.1$x1708, 10-17=2525, 17.18-0525, 8-18=2525 WE135 3.12=424, 5-12=1072. 5.10-1072, 7-10=624 NOTES 1) Unbalanced roof live loath )lave been considered for this dosigrr, 2) This truss has been designed for the wind loads generated by 100 mph winds at 25 ft above ground level, using 5.0 pd top chord dead load and 5.0 psf bottom chord dead loam o ml from hflfdreane Qceanilne, on an occupancy category. 1, condition 1 enclosed building, of dimensions 50 ft by 24 ft 1Nth exposure D ASCE 7-93 per SOMANSI95 if Qnd vedicals exist, they are not exposed to wind. If cantilevers exist, they are exposed to wind If porches exi61, they are not exposed to wind. The Lumber POL increase Is 1.33, and the plate grip inareose is 1.33 3) All plates are M1120 plates unless otherwise indicated. 4) - This truss has been designed for a live load of 20.0psf on the bottom chord in all areas with a dearance greater than U4 between the bottom chord and any other members. 00NNE r'ii, 5) Provide mechanical connection (by others) of truss to beating plate capable of withstanding 1055 lb uplift at joint 2 and 1055 lb uplift at ~ joint 8. ` ~?--t y. • Q [tom y Q` L6aa,0 CASE(S) _ 1) Regular, Lumber incroase=1.15. Plate fnezeare-1.15 R Uniform Loads (pif) Vert 2-13=-20.0.13-14=60-0. 14.15=-20.0. 1545--60.0, 18-117---20,0,17-16=60.0, 818-.20,0, i-5=-100.0.5.9--100.0 ~-4 No. 18452 2) MWFRS Wind 1-e11- Lumber Increase=t 65, Plata Increase-m1.33 Uniform Leads (plf) Vert; z aC-to.o, i-r7e.1.2-s=2s.s. S aee7.6. a-a 11Q,s Al, Horzt 1.2- 88.1, 24=49.3, "07.8, 8-9,126.6 r~rHlow" WARM & I - Verily design pttrametem and REAI r NOTES ON THIS AND REVE99t SIDE HEFORP, JUNE, 0*lqn valid for use only Math Mrrok rr.nne.Qlur:c. thlr de11gf1 i, basrxi only upon parnmetari shown, On..] Is for an irltllvidual buNcJlno Component to be i-lalk+d and 10(se :+d vc•rflc alY•:45rafir, at,flNV of d< ii to r.,•.:rarrtntors onri ryroear Incorpa~ill<r:, r.t c ur f••3, nnv t:. r,,,yr, rtarety of Lwjiuing cwwaanor - not iry„5 dusfQno,. dmefn8 shQwAl 4 kit lejenrof sui:Tjorl of individual "b rnernbur5 only. Addllfonal terrtrAikjry braCbip to Insure slabofty cuting constrlc(ion is the fespan5fb91ly of 1119 ervclut. Additionot Mrm anfAnt bracing of the ovetaB structu*. 5 the 10-VorlslblfiiV t)f the bu1101:19 deslonUt, For gemrraf guldoAce ,L+aardlnp Iofxlcation, qucfity r un rc4, Sitttano' cN-11w.ry, erec-k)n and b(ncing. Conant 03"s Quality standard, Ds"9 aractng Specllicalion, and HIB•gl 19! Handling ln5lalling and 8radng Recornrtlendatron avaiorlt: from irum Plate Inslitvte. 563 D'rx,ntrfr, Davo Mr H-w,- ml Kano 1kA ITdL► Job Truss _ Truss Type Qty pry LAnthan Ltir. (Anderson M12) 4-9-02 OC14 1531at331 320520 oof FINK S 1 Wood Sttuatures, Biddeford, ME 04005 - Job. Rgrerence (oaKonat) 5.100 s Jul a 2003 MITek Industries, Inc. Wed Aug 1315:33:31 2003 Page 2 LOAD CASE(S) 3) MWFRS Wind Right; Lumber increase=7.33, Plate Increase=1.33 Uniform Loads (plt) Veit 2-0-10.0,1-2=1 16.ti, 2 5=67.8, S 8=29.3, 8 E178.1 Hoe 1 2=126.6, 2-6=.77.8, Sa:;39,g, 8-9=88.1 4) MWFRS 1st Wind Parallel: Lumber Increer;e=1,33, Plate Inmerse=1.33 Uniform Loads (pit) Vert; 2.6=•10.0.1-Z=116.6, 2.5=57:8, 5.8=87.8, &a=116,6 89rz.1-2--128.8, 2-5=-77,8, S•8a77.8, 8,0;;l2fi,6 5) let unbalanced Regular, Lumber Inctease=1.15, Plate In4mAse=1.15 UnifofM Loads (plo Vert; 2,1113-20.0,13-114=60j), 1415=20;0, 15>46=-60.0, 16-17=•20,17, 17-18=-60,0, $-16m 20.0, 1-5=100,0, 5.9=20.0 6) 2nd unbalanced Regular, Lumber Increase=1 15, plate Increase=1,15 Unifomt Loads (plf) Vert; 2.13=-20.0,13-14=-60.0, 14-15=-20A,15-16=50.0, Tfi-17 .20.0, 77-18 0.0, 8.16=•20.0, I- -20,0, S.S=400.0 I W.umlrr ra - vvieft design raramccaia and Rrsnn "TES 0x TUTg alto itisv~xa~~ ert~a BEFO ets EKE. t~~® rX Wpn Vaud for u ri att1Y wth Mll df S CvYru:cfrxs.lhix rlr••,i~n fs ba.wp gn1Y upon parpmpMrS LI,Cnvri, uiul u fclt art IndiVldijol 1'n•sltouyJ t;[arlponent tP t)o ""OrAlnN off 1`100d(1d -4 rK-" ,uy. Apr711Cabally of cf-4win rxxumntor. anti p o.Npw incorporation ,7r ~,-,,,,nr.?or,-]nl 1r, towxan-Avuly of suiting dceagne, - Plot In1ws a :Hawn r., , support of ir,tllvrdurr 0 web 0( marnksrXS oNy. AdCAtionot tompprc:uy tn~rrnr} 1, insUfe si0f7iJjfy dudr:g COrLStI'UG110R (S the rofialt" or a.ecku cofilarxr ,,,srrmonnrr! hrann0 the Oyeralf 3hvc(Ure h 1119 (f--1F-orlSib)my •ai thc• hniidlrea cf~rsl Mill noc For 0rnv rot ,~yldor5eo reUOtUlno 1 fa abric cffl omen cluailry C~rirnI, 00109r:, clel:VUry, c•ecilan and bivoing, Cowart BST88 QUalily Stondcard, 6$1189 Sr o net HQndling hu OM9 and eracin Ike rl. and Hr nco _ g Comnlendgiton avairtaC+ty from Thus plate In,titute. 563 D'Ctnnl:In h nw• ,,nnrn.,. , tin Mcing Sptwrcrei o A•-- R AI BTA1i Job Tnrss Ttus6 Type Ply Lsnihan Lbr, (Arsderson #1z) 45 02 OC~1 - 320524 002 GASLE 1531043 1 1 Wood Struoturas, Siddeford, ME 04045 Job Reference Dona 5.100 s Jul $ 2003 li tek Industries, Inc, Wi Aug 1315:39:31 2003 Palle 1 16i1 1500 _..--t•---_._... 30.40 31-BO~ is" 15" 78.0 4x+1 - $Gal,u 3It8•-1' 7.00 1? y t.rpra It 1.5x4 it isxa It e 10 1.Sxa II 5X8 ~ 7 11 ~g 1,50 Il a 12 1.5x4 II 1.5x4 II 5 ~ t3 1.5xA II t.6W t{ 4 j 14 3 1.5x4 II 15 `l G/ IX4 30 29 28 27 26 20, 24. W 15 22 - 21 z0 19 18 3x4 = 7.5X4 11 MU4 11 1.$X4 II 75x4 If i.5m 11 1.6x4 l1 SX4 71 1.5X4 It 1.(.x4 It 1.57x4 11 1.5,4 ii 1.5x4 11 i.5rq II 300.0 Plata Offsets Y : 0 3 03, [12:7130 0.3.0]L (24:0-3 0,0301 LOADING(ps!} SPACING 2.0-0 CSI dEFL In (lee) Vda11 (!d PLATES GRIP ~y - TCLL 40,0 Plates Increase 1.13 TC 0,27 ven(Ll} ill - n/a 999 MI120 leg/123 TCDL 10,0 Lumber Increase 1.15 SC 0.12 Vert(TL) 0,04 17 >463 180 BCLL 0.0 Rep 51tess Inc' YES WB 0.22 Horz(TL) 0.02 16 n/e n!a 13CDL 10.0 Code _ SOCAtANS195 (Matrix) _ Waight; 1431= LUMBER BRACING y TOP CHORD 2 X 4 SPF 1650F 1.5E TOP-CHORD Sheathed or "-o of purlias, BOT CHORD 2 X 4 SPF 165OF 1.5E 90T CHORD Rigid csiGng directly applled or IG-M oe bracing. OTHERS 2 X 4 SPF-S.Siud 'Except* WEBS 1 Row at midpt 9.24 9-24 2 X 4 SPF 1650E 1.51 8-25 2 X 4 SPF 165QF 1.5E 10.232X4Sill 1650F 1.512 REACTIONS (Ib+size) 2=362/30-0.0. 171-3$2130.0-0, 24=218130-0-0, 25-239/30.0-=, 28=252130.0-0, 27=238r300-0, 28=227r3D4,6, 29=225/30.0,0, 30=296/304-0, 23=239/30430, 22=252!30-0.0, 21=288/30- -41, 2D~227/30441,19=225(30.0-0, 18=•298130-0-0 Max Herz 2=370(laad rase 2) Max Uplift2=-256(taad case 2). 16=-233(Ioad case 4), 25=-154(load case 3),16'-19000 ad Case 4), 27=1$$(load case 3), 28=-149(ldad Case 4), 273-_1Il load baee 3), 30=154(loW case 3), 23¢-146(loW rase 2), 22m-1900dad case 4), 21=168(load Caro 2), 20=149(load case 4), 19=118XIoad case 2), 18=4 52(load case 2) Max Gr ev2=362(load case 1). 16=$82(load cue 1), 243340oad case 4).26-248(load rase 5). 24=252(tead Case 1), 27=238(le0d case 5), 28=227(toad case 1), 20=22Moad case 5), 30=298(lood rase 5), 23=246(load case 6), 227.252(load case 1). 21-,238(load case 6). 20=227(Idad case 1), 10=225(Ioad ease 6),18=2W(load case 6) FORCES Vb) - First Load Case Only TOP CHORD 1-2=73, 2-3=•114, 34=-87:4- -,.81, 541 78, 6-7=35, i-8R 72.897.29. B-10=42, 10-17=.T2. 11.1 -77, 12-1374, 13.14=-81.14-1$=-67,1`/16-114.16-1773 BOT CHORD 230=26, 29-30m26,25-4=;M 27-28=28, 26-27=18, 7,5 26=18, 2A-25--1$, 2324=18, 22,23=18, 21-22-18,20-21m26. 19-20=26, 17349=26,16-18=28 W EHFr 9-24.178, B-2S=-799, 746-212.6-27=498, 528=1$6, 4,29=-1138, 3-3(1 10.23=499, 11-22=•212, 12-21=-198, 13-20=-1$G, 14-19=-188, 7518=.250 "t``NtllttUlerurtitr~~ NOTES COell i 1) Unbalanced roof live loads have been considered for this design. 2) This Truss has been designed for the wind toads gener$led by 100 mph vidrtde at 25 It above ground level, using 5.0 psf top chord dead load and 5.0 pef bottom chord dead load, 0 ml from hurricane owanline, on an occupancy category I, evndition I enclosed building, of dimensions 60 ft by 24 if with exposure A ASCE 7-93 per SOCA/ANS195 If end verttcals exist. they are not exposed to wind. If = > am- cantilevers exist, they are exposed to wlnd. If porches exist, they are not exposed to wlnd. The lumber DOL Increase to 1.33, and the plate grip increase is 1.33 Nn. 18462 ` 3) Truss designed for wind loads in the plane of thin truss onl, For studs ex •~/C End Detail` Y Posed to wind (narmat to the tape), sea MiTok Stenderd Gable N~,O.••~~ 4) Gable requires continuous boll chord bearing, I. 5) Gable studs spamd at 2-0-0 or- ~11gfill ottltitllti', WARNr1Yt} -VeHJJ detiga gardl7natxar9 antf R49:AD NOT.38 OJIf 7PBf9 ANA ItIdVERSE 9191/x1 arroIiS USE. rrrwQp Dc,sign vallU tcv t.ra, only wtth Mirrlk rt,nt,ectur,. lhk: ensign It based only upon porarricil s shown, rjnO Is rur can IndlvfdUtll I7ulkJlllg Component to be ihslarlod and k~,7Cr.:+Cr VLrrrCGllY• ,(;dir+U1J1I1:,• ar h~hW{in pt7ntr peters and 0/00X/ Irrcotp01`01110 Of cem},or,enl Is 1asla0rWN1ity of building desIgnur - not tniss aoslorrer, turrcin0 shown r, k,r klltixal surapcrY Or;ndlvl~iu.1 wn> atember8 arty, Addiflongl lemporoty ii to irusure stablily during corl::lrvatron Is rho h.SlxrnrlblllrY of ehr ~ru<.tnr. ArxJuwn^r ;~rsrr u,(r,ont bn7,a,ip thh ou,o ~(r chucnxp is itra (OSpdrellv,rdy Of Me: 0uirding di tar gonern• r guidance ntt7orcylrkl rUbrrO.]tlOn. Gur~ltiy Canth-,I, 'r hallo, de revery, rmacnx;rrl rind brarar,d, con;xulf QS7•e$ Quallly Standard, U501e9 Noll sPociftcpllon, and Hli ■ Hanaring Inatamn0 ana arpGnD Rrsr omrt,onAattan o,kliwbrc horn terns Pble institute. 583 D*Qrioklo Ddv,a V4 uvimn /tin 411., F Truss Truss Lenlnart Albf il~dersan X12) 4-942 t7CM _ GABLE 153t0832 , Bldfd, ME Oagt75 Job Re$ Jul 803 MIF" Industries, Inc. Wed Aug 1315;33:312003 Page 2 OTES 6) ^ Ttus Truss has been designed for a live Ioad of 20,Opsd on the bottom chord In all areas with a clearance greater than 38.0 between the bottom chord and any other members 7) Provide mechanical connection (by o(hem) of truss to bearing plate capable or withstanding 256 lb uplift at joint 2, 233 lb vpfifi at joint 16. 1541b uplift at joint 25, 190 lb uplift at joint 26. 169 lb uplift at joint 27, 149 Ib uptift at joint 28, 1$3 lb uplift at joint 29,154 lb uplift at joint 30, 146 lb uplift at joint 23,190 lb uplift at joint 22, 166 lb uplift at joint 21, 149 1b uplift at joint 20, 183 lb uplift at joint 18 and 152 lb uplift at joint 18, Lone CASE(s) 1) Regular. Lumber lncrease-1.15, Plate Increase=1.15 Uniform Loads (pit) Vert: 2-16--20.0. 1-0-100.0, 0-172!-100,0 2) MWFRS Wind Left: Lumber Increase=1.33, Plata increasea1.33 Uniform Loads (plf) Vert: 2-16=-10.0. 1-2'78.1, 2 8~28.3,.916~67.8, 16-17=116,6 Harz: 1-2= 88.1, 2-A~-3t3.3, 9 1677.8, 1617~i28,fi 3) MWFRS Wind Right: Lumber increaS&I.31 Plate Increase=1,33 Uniform Loads (plf) Vcrk 2-i6=-10.0, 1-2=1 /6.fi, 2.9at37.e, 9 itt=?q,3, 1tS 17=78.1 Horz; 1-2-128.6, 2-9 -77.8, 9.16;;39,3. 15.17=88.1 4) MWFRS 1st Wind Parallel: Lumbdrlncrease=1.33, Plate Increase=1.33 Uniform Loads (DIO Vert: 2-18=-10.0. 1-2=116.6, 29=67.A, g 1667,8, 1617=116,$ Horz: 1-2W126.6, 2-B=•77,8, 9-16=77,e, 16-17=126.6 5) 1st unbalanced Regular: Lumber Increase-1,16, plate fnrxaase=1.15 Uniform bads (plf) Vert: 2.16=-20.0, 1-9=-100.0, 9-17=-20,0 6) 2nd unbalanced Regular. Lumbar increaseml.18, Plate increase=1.15 Uniform Loads (plo Vert 2-16,-20.0, 1-9=20,0, 9-17=•100.0 W9KNEW - verify 4 C810n parrm"Reers and RGAD 1MMS ON TAXIS AND >7tlCVE88E'97PfP,MF0JRE dn. 0 Design volid for use cn'dv with Mlrek c:onmar; tors. Iris msion k ba9ed only upon parcmwtors shown, rind 4 for an Irx vIoum building eolnbonent to be installed and leaden Veflicalfy. ATrPncukAlly of closign pmutricters and pro~.x Incotpamtion of c~lntprrlrx:t is r.,sponsibifify of builds o dodgnm - not buss Uasigner.6locing shown K 10f lateral support of indlvldure wr;b mambels only.Atsditlonal temporary txncinn 141W 6114ure ;rabANy durlnD r:.x~ rruar,on I. kho , .racrslunny it" er.:crar. ACJv1n•)o,x rwrrrxtnunf ixcr:,-nrr of rhu avarall structure k tho responsit)My of the nugUng dHWgner For genstal puldance MH m9mr1np faibncariun. •p salty contr,?1, srcaarae, c1diverry. Nrxa,an and Lvnr;ing. consult QST--88 Quality Standard, DS8.89 Bracing SpecincgNon, and HI8.91 0 Handling Installing and Bracing 4ecomnwndctlon.rvorlabta tram Truss Nola Institute, 583 D'Onjin rxnr~. Madison, M 53770. AAMa4 tilJU~t6-LrJ1:JJ 1J11 wrJr.ra.+ ..r,nuu, urauJ a, .v. .lob 'truss Truro Type Qty Ply LOrtrNan LDr. {Anderson 1112) 4-"2 OCM 32062d 003 ROOF TRUSS 2 15310833 1 Job RCference (o-pti~rtall wood 5tntctures, 6idi)eforcl, ME -04605 - ' ' S,10o s Jul 82000 Mifek lnduatrfes, Inc. Wed ,Aug 131533;32 2003. Page 1 t+t^~---_.. _ &S13 i 1B•8-0 ? ,.d-B-3..~ 3~ =fod0, 1-sa 85.13 e.t}3 843 eS1a t~-q g -Z Scale =1:85,9 5 I 3x8 i 3x8 4 ? 00 (12_ 06 i 1.50 3 7 2 e 8xG S1 - o 14 MIS 15 12 17 11 .18 to 19 20 4-4 = 4x4 41 3X4 - 3X4 = 3" = 3rd = 340 3• ,7'1 ti_ 11.1-14 21.10.2 43" 3.0.0 0-2-12 7.11-2 10-&S 11-1-14 Plate or~ela X.1 Y 2:11a1.1; .J=dg- fla_[L10.54,,0 i~tt, gi- L.OADING(ps8 SPACING 2-0-0 CSI DCFL in (loc) Vdefi Ud PLATES GRIP TCLL 40,0 Plates increase 1,15 TC 0,86 Vert(LL) -0.44 10-12 >814 240 M1120 1091123 TCDL 10.0 Lumber Increase 1.15 BC 0.88 Vartgi-) -0.60 10.12 >599 184 BCLL 0,0 - Rep Stress iner YES WB 0,85 Horz(TL) 0,o7 6 11118 n1a BCDL 10.o Code SOCA/ANS19S (Matrix) Weight; 144Ib LUMBER BRACING TOP CHORD 2 X 4 SPF 2100F 1.8E 'Except" TOP CHORD Sheathed or 2-11.4 0c pudins. 4-6 2 X 4 SYP 2700E 2,2E, 5.6 2 X 4 SYP 2700 F 2.2E BOT CHORD Rigid ceiling directly applied pr 6.0.0 oc bracing. SOT CHORD 2 X 4 SYP 240OF 2.0E WEBS 1 Row at midpt 314 WEB$ 2 X 4 SPF 165OF 1.5E -Except` 312 2 X 4 SPF.S Stud, 7-10 2 X 4 SPF.S Stud REACTIONS (lblsiza) 8=212610-&8, 14=2482/0.48 Max Harz 1A=404(laad Cese 3) Max UPiif18=-1022(load rase 4), 14=1465(load case 4} FORCES pb) - First Load Case Only TOP CHORD 1-r-73, z 3=963, 3-a=2222, 45=-a01s. 5 6x2487, 6.7Q-2695, 7 e= 3(188, 6 9=75 BOT CHORD 2.14=-638,13 t4-11751,13-15=1751,15-16¢1751, 92-9t3e17S1,12.17=1537,11-1T=iS37, 11-18=1537,10.16-1537, 10-79=2469,19.20=2489,1-2022489 WEBS 3-12=-19,5-12=422. 5.101283, 7-1Q=702, 3.14=3251 NOTES 1) Unbalanced roof five loads have been considered for this design. 2) This truss has been designed for the wind bads generated by 100 mph winds till 25 it above ground level, using 6.0 psf top chord dead load and 5.0 psf bottom chord dead load, 0 mi from hurricane oceanllne, on an occupancy category 1, condition I enclosed building, of dimensions 50 It by 24 ft with exposure D ASCE 7-93 per BOCAIANSI9S if end vedicat8 exist, they are not exposed to wind. If carlblevers exist, they are exposed to Wind. If porches axial, they are not exposed to Wind, The lumber DOL increase is 1.33. and tine plate grip increase is 1.33 , \`\~`~01111ur~t rrf~lrli, 3)' This truss has bean designed for alive load of 20.opsf on the bottom chord in all areas vAlh a clearance greater than 3.&0 between the bottom chord and any other members. G 4) Provide mrschanical connection (by others) of truss to blaring plate capable of vAthstending 1022 tb uplift at joint Band 1485 lb uplift at r•""'` ~Tj '~i~ joint 14. '.`toqp -i 5- 4 C ? LOAD CASE(S) _ VAT 1) Regular. Lumber increase=1 AS, Plate lnuease=1.15 Uniform Loads (pif) - Vets: 14-1$4-20.0, 15.16=40.0, 18-17=-20.0,17-18 0.0, 18.18=•20.0, 19 20= 8D,0. 8.20=20.0, t.6=-100.0, 5.9=.100,0 Q No. 18452 2) MWFRS Wind Leh: Lumber lncrease=1.33, Plate inrxease=1l.33 G Uniform Loads (piq Vert; 2-14x67.5, 8-14=-10,0, 1-2--78.1, 2.5=29.3, 5.$=87,8, 8-9=116,6 q~ilj~ss~~NALE~C7\~`~ Harz 1-2- as.1, 2-5--39.3. &4--77,8, e-9126,6 rjtnflt,tI'll 1 AIWIyrQ -VorVy deotign parameters acrd READ NO7'E9 ON 7RI3 AND itNMR8$ RM9 UaaFORE UBE; Design voild for.rtri oNV with MrTnk connecttus. rhu; .dozign is tm:pwd only upon piarorritttoro sliowri, r I rrl i1 In, an IndIvi6 uol 0ulkVig component to be inOpgoo and loadwrl vprticarly. APrAwotxtity of design rirtrimp, tern and proper incorpataiion of coati arrivril i:; jo.iPom1blilly of buildino orrloner - owl Truss desi0rler. gracing shown is kir tgteral supoon of indtvtdunt wrah members oniv. Additional rwtnpr,r.•,rv to tnsuro stoWity dwu1gj ,:nn,:tn'etJon tr ono responslblriry of they errr-tor: Addillrorigl pwrmanent bm u4ic, of the overall sing lurm is the responsibiftiv ;1f lho building deslgnoir. For general guidance mourditlg fobileatio i. i nm6ly control. sloragu, derwery. arcclirsn and brocing. conwit OST-88 Quality si[rndord. DS1-69 Bracing Spe ,ificatlon. and 1118.91 Hondling lnotaliing and Bracing Recommendailitsn u~311atal front inns Pate fnsiltuiu, 583 D'Onoirio Dilvu, Moolson. VVI 53719. M iTak Job Truss Truse Typo _ qty Ply ilj,.t, 01han Lbr. (Ande." 012) 4l102a02 MM 320524 003 ROOF TRUSS 2 Ftefernnce "'310833 (pplioAal) WOW Sdvctlu0s, Biddefprd, ME 04005 6,10b s Jul 8 2003 Mi-a !nd'ustrfes, Inc, Wed Aug 1$15:39:322003 Page 2 LOAD CASE($) 3) MWFRS Wind Right: Lumber Increase=1.33, Plate Increase=1,33 Uniform Loads (piq Van: 2-14=67.6.8-110-110.0, 1.2=116.6, 2-5=67,a, 54=29.3, 8.gc?8.1 Mom 1-2=-126.6, 2-5=-77.8, 5•.a=39.3, a-g=88.1 4)•MWFRS 1st Wind Pamllel; Lumber Increase=1.33, Plate Increase=1.$3 Unifprrn Loads (pir) Vert; 2-14=67.6.8-14=-110.0. 1-z=11s,e, 2s=67.8.58=67.6, 8 t1=1113,6 Harz. 1-24.126.8, 2-5=-77.8, 64=77,8, 8-92126.6 5) let unbalanced Regular: Lumbar Increasea1.15, Plate Increase--1.15 Uniform toads (plq Vert: 14.15=-20.0, 15`16=-80.0, 16-i 7=.2o.q, 1 T-1B= 60.0, 15 19=-20.0, 1929 +•60,0, 820= $p,0, 1.5c-100.0, 5.9-.20.0 6) 2nd unbalanced Regular. Lumber Intrea,mw=1.15, Plate increase=1.15 Un'lfarm Lplids (OlO Vert 14-15^-20.0, 1$46=-60.0, 16.17=-20.0, 17-18p-80,0, 18-19=20.0.110-20=60.0. 8-20=-20.0. 1 5=•20,d, 5~~-100.0 WARNING . Yertf,j design parnmgeftra and 17J*r►>J NOTES Oprr 27M AND PA1M6S SIDE 9'(/RS Uy,E: Nslgn Yofid fur WWI on1Y with MITuk r nnentfat, 'hi: dczlgn m hoOd only upon paralnultm x+awn, Clncl 6i lot wi Individual building .:rirntrprlrjnt to be it ISIaIIBd and legdE t vrgl lG;.at1Y. App(icoL>il'lly ul c7a.lan wvfwcw-1k,--O proper lnoorpol Al"O 1-I t•~f, 7a•a,-W L.. ,-plm,lt•Ulrv .1 txdtdtr,n ,-,r dnn..r • - ."P. tie51gt121.610CIt1) Sil(7W(115101 Ir]i(:i174 "U > rr•~i4 U(111divklud web MOA.OVs pn1y. AdChftanol t.n nw~ rnry 1n x:frK~ tr, o u ern .toCnlNy tl slop ccrttnirur--clan 1c Mu respnns+bl1itY at the elECtol. A11tl1u0nc1 ~swnnflnent txcl ilv;; 0 the overgN structure-- Is thr. re.pcn' j17A11tY nl tlx: t 1o'np dertignsu. 1•ol U. +r rrd O~tdancct * iTeke .0Illn•Djqe.Madilon'w53719.Spoelilealk.n,andH16.9( 4M4 rnh,lllnnlann BlafnoRrtebmm9ndafoingrv. ~nlnh•shsusbiorl s~t na, fihlLille,5QSWU 830•7111 Job Truss ' Trues Type u - Oty Ply LLe n L r. (Anoeson #l2) 4 M 324524 004 ROOF TRUSS Ittaloa3s Refa►cnce (optiorwo wood Structures, Biddeford, MG 04005 5.100 s Jul $2003 MiTdk Industries, Inc. Wed Aug 13 15:33:33 211 Pagel 104- 1-6-0 2489 i aop0 &5.13 8.63 54" 6x8 Scale = 1:82.7 5 3xa i 1,5X4 7 00 12 ~x4 3 e 3x4 = 3x6 r:i.. 2 12^( 3x10 - 13 14 11 1 5 10 T6 9 f7 16 e 3XA 06 3x4 = 40 29-88 30.970 11.1-14 1c►9:t 766 46a Plate Offsets 2:9770-5~D-1-2), iS:O 54,0-2~J. I6:0 1-12.0.1 8~ j7;p•2-1Z,0-1.81. 12,0-1.12. 11'0-1.8,0.1 btl _ LOADING(psf) SPACING 2-0-0 CSI DEFL In (loc) Udall L/d PLATE$ GRIP TOLL 40.0 Plates Increase 1.15 TC 0.85 Vert(LL) .0.49 9.11 >719 240 M1120 168/123 TCDL 10.0 Lumber Increase 1.15 BC 0,90 Ven(TI.) -0.68 9-11 5,518 180 BCLL 0,0 Rep Simss [nor YE5 WS 0.84 Horz(TL) 0,07 12 Wet We BCOL 10.0 Code BOCA/ANSMS (Matrix) Weight: 13o ib LUMBER BRACING TOP CHORD 2 X 4 STP 240OF 2AE •Ea wpr TOP CHORD Sheathed or 2-11-1 oc purlins, except end verticals. 1-4 2 X4 $PI: 210OF 1.8E BOT CHORD Rioid ceiling directly applied or 7.8.13 oc bracing, BOT CHORD 2 X 4 SPF 2400E UE "Except- WEBS 2 Rows at 11$ pts 63 8-10 2 X 4 SPF 165OF 1.5E WEBS 2 X 4 SPFS Stud `Except" 6-112 X 4 SPF 165OP i-Se. 5-9 2 X 4 SPF 165OF 1,58 7.8 2 X 4 5YP No-Z, 702 2 X 6 SYP M Z3 REACTIONS (Ibtsige) 2--212510.58.12-1979/0-sa Max Horz2=55a(load case a) Max Uplift2-.1048(loao case 4).12=•$61(load rose 4) FORCES (lb) - First Load Case Only TOP CHORD 1-2676, 23=3097, 3~=-2694, 4,5=-2327, 5 8=Z!$5, 6 7=-291, 812=1708, 7.1rT -Z58 BOT CHORD 2-13:;24e7, 13-14=2487, 11.14=2487, 11-15=1541. 10,15=1541, 1(-1827541, 9-16,1541, 6-17`-1704.17-18ul704, 8.18=1704 WEBS 3 1i, e96, 511=i259, 5.9=374, 6-9=37, 6.8>a-2289 NOTE-5 1) Unbalanwd roof live loads have been considered for this design. 2) This 41185 has brilen designed for the wind loads geneiviled by 100 mph wind6 at 25 it above ground level, using 5.0 psf top chord dead load and 5.0 psf bottom chard dead load, 0 mi from hurricane eceanline, on an occupancy category 1, condition I enclosed building, of dimensions 50 R by 24 it with exposure D ASCI: 7-93 per BOCA/ANSIt15 If end verticals a dst, they are not exposed to wind. If cantilevers exist' they are exposed to wend. If porches exist, they are not exposed to wind. The lumber DOL, increase Is 1.33. and the `~tttutlU,q,ryrrr plate grip increase is 1.33 aF Co 3)' This truss has been designed for 1 live load of 20.Opsf on the bottom chord in all areas wIth a clearance greater than 36.0 bewmen the • • C' / bottom chord and any other members. ry 0 s•,b 4) Bearing at )olnt(s)12 considers parallel to grain value using ANSI/TPI 1-1895 angle to grain formula. Building dasignershoutd verify $ capacity of bearing surface. _ 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1046 lb uplift at joint 2 and 851 lb uplift at = LOAD joint 12. .1 52 CASE(S) 1) Re 1) Regular. Lumberincreasa=1.15, Flare lndease-0.16 F G~ ~ Uniform Loads (pit) Vert; 2.10=-20.0.13.14=-s0.0.14,13=-20.0, 15.18-60.0,16471-20,0,17-18= 40,0, 4-18=-20.0, Is=-100.0, 5.7=400.0 core 11111 Mill" WA12N!/v0 - Pacify afealffa parametera 4rld READ NOTP4 ON TIM AND A VVEME SIDE JR91rORE USE. Design valid lar ii-,e only with Mrrnk minnprtprs. The: daracJn,x 044ed only upon Flulcimofer. Shown, and U fur un Individual hulklira3 ,rl:rrrq-3onenl to 4Ex 7,,Mollod and k7ud.,,1..,~rtk'r~ey. r, ,li axl 461yr_„ demon PCramareis cmd proper Inc; orporatlon or no -q.sv v,l If. r0fp0r4i;: Ally or bullding de-biVriw - not truss d mmCpv:+,, urocing shr-n m cur latr:rnl r+jppurl nl 1nrlNiau,,'1 wt5,b metnberp only, Addltionol twrporary ?roonrg to Insures stablilty during construcilcxl is the ra1(?vr0I((Y CJ( (lit; cl clor. A(VIINXt101 rArMlflont braC'ing of the overfill .1teuclure is the regiew r,lbillty V /hk b ulkling designer. Far 70nnral Qlllclgn :p rcrodrdn© h-r>)rlcariun. tex116y on0al, sTa: wtja, rlrilrvery. erection Oild broolnp. c4m mutt OST-00 Ouoll,y Slandard, b5"9 sraolho Spoelllcatlon, and Hl" I w /i ~~pK ) ~ w Handling tnalolllny and aracinp f•'6C.Orryrnendallon pvnilrcole (NM Truss Plpte Institute. 583 O'c,)-n lrlr, Ddvc:, M00).*on. WI 63919. ~ Vf Jab Truss - Truss TYpa ^ Qty ptY Lenlhan I.br, (Anderrron 2) 4-2-02 OCM ,320524 004 ROOF TRUSS 7 1531ott3a i Wood st ue(utel61ddo6ord, Mt 04005 Job Reference pplipnaU 5,100 y Jul 82003 MiTak Industries, inc. Wed Aug 1 15:33:33 2003 Page $ LOAD CASE(S) 2) MWFRS Wind Left; Lumber increase=1.33, Prate Increa,sey1,33 Uniform Loads (pir) V01t: 2.8=-10.0. 1-2=78.1.2-5=29,3, 5.7=67.$ Harz: 1-2=88.1,2-15=49.3.64=77.8 3) MWFRS Wind Right: Lumber Increase=l.33, Plate Ingr@ase*1.33 Uniform Loads (plf) vert; 2.9=-10.0, 1-2s116.G, 5-7=29.3 Hor{: 1-2a-126.11, a=-77.8, 5-7=39.3 4) MWFRS 1st Wind Parallel: Lumber Increase-1.39, More Increase=1.33 Uniform Loads (pU) Vert 2.8=-1o,o, 1.2=116.6, 2-5=67.8, 5-7x67.$ Harz; 1-2--126.6.2-5;;.77.6,5-7!!:77.8 5) ist unbalanced Regular: Lumber Incraoso=1.15, Plate Incteaw-1,15 Unirarm Loads (pit) Vert: 2-13=-20A 13-10-50.0, 14.15-_20.0, 15-18-60.0, 18.17= 20.0, 17-18= F0 0.8~i8;20.0, 1-5 _100.0, 5.7-.20,0 6) 2nd unballanced Regular: Lumber Increase=1.15, Plate Increase=1,15 Uniform Loads (Pit) Vert: Z-13=-2p,p, 13-14=$0,0, 74.15=-20.0, 7516=•80.0,1617=-2D,0,17-111= 60.0, 8.18=20.0, 1.$-20.0,6-7=1100,0 I• Ver ft gredi ►ee Pa r4tnsfwtr erred IRF~ls7 ROTES Ourr ;J-96 AlrID REV*R.sE Sine MrovBE Uss. _ Design valid for use ol'tlv with MITeV. crxinortcr., (I* dcrulen In ba66d only upgn Pofarneirr:E mown. and !9 [:it ap indmoual building component to be a imfollwd and foodod vnr x-IIy, Apphcnhrlfly .+r.a'rslgn penvirriefurs and proper Incorporation o(,-*amrx:nAnf is ieipamg •~ity or buticll tho cis, tor,hr. 2roclnq ah.•„u„,•• for lah•Nr•,f la.0pporr of rru;ilvjdUtaV wmb menSUers only, Additiunnt tQrnootut t:,rr•., ing n0 de9Qhlf • not (0$PoMk)0ftV Of the err;cloi. Add honal nticlnent bra6n Y iu Gtsuro st during tv.-t lr toui Cd IN ovvc'irpil SifUCtureIS thr? raSnpr,~jl:+dify o1, ; t h. quihllr,a dosi(y dw•tgnor. F wponrpl puldaho nca ranardtrry3 re~F_.rlcotlon. gr,cnlrv ,:anew. slordry_r:, o:.;,hvc'+ry. a+re:elEon qnd bracing, GomIt Q51418 Qupiily Standard, PS"9 Bracing 5pecirf(Wfon, and HIO-91 r - Nandling lnstalling and mooing Recommondaffon ovollgble from Tnrs,^, Plate Insfiflafe..r~B3 b'Ona;rle brivt.:, Madison. W153719. AAAT A Il" JOD =00TNS6 ype Qty nn LDt. (Rntteman it, 2) 4.9.02 OCM ' 5 STRAPPED (WILE 2 1 STRAPPED GaBLU (STRAP 1 EACH WAY) 13310e35 Wood &lruelures, Biddeford. ME 04005 Job r4q forenoe na1 5.100 S J01 8 2003 MIl ek lndustries, Inc. Wed Aug 1315:33:33 2003 Page 1 1•li-0 8.5•,3 1ee•q t.:_+_.. I~.,,• 9•Q-s -.._..1 24-&3 300.0 1•co aS-,3 8.68 SSt9 GY10 &MIS 1:Ea.<7 5 34 t.sr4 7.OD 11< 3 / 3714 ~ b i 30 316 Q ,n 2 I~ - - •--•T 12 1$ 3x10 .r 13 14 11 t, to 141 9 17 In e 314 4xs . 9X4 = ON 11.1.14 10a5 7-0s as s Plata Offsets &y j: f2:0.1p.f,0 1- . 5:o~"T 4 0_2-41. X0:0-f-12.0.1 18 [10.2-12.0.1 81 ~B.O.T,I Z.0-1-72J 11:D T~ 0-T 8 - LOADING (psf) SPACING 2.0.0 CSI 08FL in (loc) t/deti Lid PLATES GRIP TCLL 40.0 Plateringre3se 1.15 TO 0,85 Vert(LL) .0.419 9-11 >717 240 TCDL 10,0 Lumber increase 1.15 SC 0.90 Vert(it) 0.68 9-79 >618 180 M1120 1691123 BGLL 0.0 Rep stress Ina YES WD 0,84 Horz( I-) 0.07 12 rop n/a 9COL 10,0 Code SOCNANS195 (Matrix) Weight: 128 lb LUMBER BRACING TOP CHORD 2X4 SPF 21o0F 1,8E 'Except. TOP CHORD Sheethad 0r 2.11-4 oc punins, Oxcept end verticals. 5`7 2 X 4 SYP 24oorr 2.oE BOT CHORD frigid ceiling direcny appired or 7-8-13 04 bracing, BOT CHORD 2 X 4 SPF 2400F 7.OE -Excepr cocas 2 Rows at 113 pts f3 e 8-10 Z X 4 SPF 1650F 1.5E WEBS 2 X 4 SPFS Stud *Except, 5.112 X 4 SPF 1650F 1,56, 6-0 2 X 4 SPF 166OF 1.51; 7-8 2 X 4 SYP No,2, 7-12 2 X 6 SYP M 23 REACTIONS (Iwaize) 2x212610-B-8. 12=197910,6.8 Max Horz2=558(load case 3) Max UPIift2=•1040(load case 4),120-B5r(14ad case 4) FORCES (Ib) - Elul Load Case Only TOP CHORD i-2°75.2 3=.3097, 3 4~ 2895, 45=2328, 5$e•2188, S 7~ 230, 8.12=1709, 7-12.257 BOT CHORD 2-13=24813, 1&141~zdEB, 11-14=2488, 1r-15=15dQ 10-15=1540, 101fi=1540, 9 16=1r~y0, 9.17=170b, 17-161704, 8-18=17Dd WEBS 3.15.11=1260, 5.9-375, 6-9!36, "t-*-2290 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss hso been designed for the wind loads generated by 100 mph winds at 26 it above ground level, using 5.0 per top chord dead toad and 5.0 psf bottom chord dead load, 0 mi from. hurricane oceanline, on an occupancy category 1, cchdilion I enclosed building, of dimensions 50 R by 24 ft with dxposure D ASCE 7-93= 60CAIANS195 [fend verticals exist, Ihby are not exposed to wind. If cantilevers axial, they are oxposed to wind. If porches exist, they are not expneed to wind. The lumber DOL increase Is 1,33, and the tiaattttreturr,rh plate gdp increase is 1.33 100 O~ iiOrJ/~ 3) • This truss has been designed for a live load of 20,0psl on ttte bottom than! in all areas wish a dearanco greater (Pan 3S•0 behveen the p.-Cl bottom chord and any other members. 4) Bearing at loint(a) 12 considers parallel to grain value using ANSIfrPI 1-1995 angle to grain formula. 9uilding designer should verify capacity of bearing surface. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1040 lb uplift at joint 2 and 851 lb uplift at pint 12, ~ ;'~Q• ? LOAD CASE(S) <l~ 1) Regular_ Lumber Incroase=1.15, Plato Increasec1.15 No, 18452 Uniform Loads (plO ONAI N \ Vert 2-13-20.0,13-14=60.o, 1415.•- - 20.0, 1r)-16w-e0.0, 16.17=.20,0, 17i18-9-ti0.0, 8-18=20,0, 1-6-100.0, 6-7a-100.0 ~ i,~~r~r1!lfuttNttt~\~~ A WARNING , V-Vg da.rga pdrameac s was ARAD Ndxrs ON rats antD dRBVEA9~ sins SdYNOrrp Use. Dmion valid to us;t only with Nfilruk ronnecrurtl, Tim aesirdrl is botanei sully upon p6ram,0sr4n drown, and is fur an hdividual bullping C+.itnpanenr to bu IngtallodOndrr,nrtorJ ,irfieallv. /y,pYGUt~lllly~t.JC,v4lnV~,ramrtcr ari•1{+retpurin4rNp0lGrkvratenrttrd,x,eyi,l,•.n.sprurdhlgty,~fluiWinydn.tpngr-,lollies. designer, Bracing shown B; for lolera) supoort of INylvldu,]I woo mombors only. Additional inmp,yr6ry ;1u,,cn,W la Irl4ura sfi1B'dley dw-u onstmation IS flea r Wwabillly of the erecror. A,;luplurtat purr mnenr brr;r:.int7 cif Dtr;1 averan structure 1s the, rosprartrdhii,ty of It„ tgllidlrvi deelAnur. For gonnral au10OrQF regarding fat)flGtdion, craaliPt rsrmtroi, ,tanogc,.lelivpfy, 4 :;vclion and bradrio. eonsuit 9ST-ae Quatlly stanaara, Ds"9 Rioting Spar-rnootinn. Ono Hlrsvt M ffek b ttandiing Instaiiing and 6racinn Rocorrttnmidailon availobit: from Trntss Plate InsfBute, 683 D'Unp,fr,p Orlvg,, M4S1150n, WI VI/ 10. roa_ T;,as 7ru33Typa a(y ply " Le n Lbr, (AnOer"n;12),& W zCM • 32057=1 pp5 1S31a875 STRAPPED 3ABLO 2 1 STP"PE0 GABLE (STRAP 1 EACH WAY) Woos Strpctufos, Biddeford, ME 040G5 • c0 Rorerencs [ootWoat) 5,104 s lul 8 2003 MTek Industries, Inc. Wed Aug 1315:33.33 2003 Page 2 LOAO CASP(S) 2) MWFR$ Wind Left: Lumber Increasew1.33, Plate InCreas4=1.33 Uniform Loads (Olt) Vert: 2-8=,10.0, 1-2=78.1, 2-5=29.3, 5-7=67.8 Horz: 1-2=58.1, 2-6--39.3, S••7-77.8 3) MWFRS Wind Right: Lumber Increase=1.33, Mate Increase=1.33 Uniform Loada (pIQ Veit: 2.8&-10.0, 1.2=110,6, 2.5=87.8, 5-7-29.3 Haft: 26,6, 2-5=77,¢, 5-7=39.3 a) MWFRS 1st Wind Parallel: Lumber I60;rease=1.33, Piste Increase=1.33 Uniform Loads (plf) Vert; 2$=40.0, 1-2=11$.6, 2-5=67.8, S•7=67.8 Hot 1-2=426.6.2~5=-77.8, 5-7=77.8 5) 1st unbalanced Regular: Lumbertncroase=1.15, Plato Increase=1,15 Uniform Loads (p(f) Vert 2-13%;;-20.0,I3-14=-60,0, 14-15= 20,0, 15.16=~Q,O,16-17=20.0.17-18= 8D.0, 8-18=-20.0, 15=.100,0, 5.7=-20,0 6) 2nd unbalanced Regular. Lumber In4r98sem1.15, Plate lnmase=1,15 ; Uniform LcNods (pif) Vert: 2-13---20.0,13-14=60,0. 14-15=.20.0, 15-16=80.9, 16-17m-20.0.17.111=40.0. 8-18 •20,0, 1-5 -z0,0, 5.7=-100A I WAQ1Y,fjvq - Vwro design vaftrmetors arrd ARAD NOTES ON Md AM RBfI,~Rdg •6 Dr BEFORE O&E. Design valid fnr rrw; only with OAT(* c;cwvi c;trng this CP_nlrjn is bns9d only upon pgrcjmoterrs'ai own, until rv for an IndivICAjol bulidrip component( be Installod on%J M1xrded vm, Hccsuy A pjNiC..:1Uudy JI crnr on m. wrnt ter, and proper rncorparotivn cst component Is rt isronstbllity of btAl Ta'rrj drrslpngr - not truss cfevtonur.6ra_ina shrr„n, in 1- r.votol ^uFArat rA .n.slvltl,.•al woa rrunr,a,~ra only. Addittorell nnnfrra•.t)y b"01,10 W- ,r.era atotAlly durln0 const uoAon 1s tho ~ responsibility of fh3 bfe ir~r. Aprllttonal pYrrn;rnr~nt bracing LW nee overall slructxare L the ia4xx,siblitry of the: ClOdin2 designer. For general (Arictance regordInra tobfk=olivn, q,,allty conhol, slora0a, cjEilvery ereclVin curd bracing. cOnsulf AST.89 Quaiily Slanddrd, DSH-89 Roving Specifkolibn, and HIW Handling insiglllng ono atgcing Rucornmendotlon avallaN from Truss F1otu institute, 983 D'Onotrla IJrivo. lvla<rson, Wl 53719. MMAI Job Truss Try SS T WO Qty Pty Lenuun Lbr. (Aneei'son #!2) 4-902 OCM - 4180.524 ao8 ROOF TRUSS 6 1 I5310lL38 waotl struGures. Biddetar0 _E0 4005 - Job Poeferonco (oatiwtel) 5.100 s Jul 8 2008 MiTek Industries. Inc, Wed Aug 131533:33 2003 Page 1 F.d:4'Qi 3.58-I--M. 13.11-12 i8.9•Q 2210.0 27-60 i-G•G 3-5.8 6.G-a 9.64 Sn.tt T + 5.6.0 58-0 i$.a 4xf1 = Scale t:e99 6 axe 1i 9x4 3X4 i 5 7 3x4 e 7 tm 12 4 'r4 3 = ~!r 3x6 = _ .i 79 ~ 15 ~ 3x8 M1120Hw 4x8 s 12 1 3%4 - to a qxa dka 350 12 Illy 0 +7 00 2xd If 24249.0 334-0 3." MoZ Place t?ffsets ."ti - 4:Q- 1-12,0.1 81Leoao al 123. (10:031,0 201. (15:0.2-0.a 1. t y- 11.[17:0-1-12.0 1 {l] ~T w 2.0 16:0.3 5.0. LOADING(psf) SPACING 2-0.0 CSI DEFL in Quc) Well Ud W PLATES GRIP TCLL 40,0 Platen Increase 1.15 TC 0.8o Var1(LL) -0,40 12-14 X877 240 MII20 1891123 TCDL 1o,0 Lumber incaease 1.15 Sc 0,88 Vert(TL) -0,67 12-14 >$32 ISO M1120H 1481106 8CLL 0.0 Rep Stress lncr YES WS 0.92 Horz(T'L) OA13 10 IVA nfa 6CDL 10.0 Code. BOCAIANS195 Matrix) Weight: 134 lb LUMBER - BRACING TOP CHORD 2 X A SPF 16,5OF 1.5E 'Except, TOP CHORD Sheathed or 2$,2 oC pudins. 5.8 2 X 4 SYP No.2, e-7 2 X 4 SYP No.2 BOT CHORD Rigid calling dlrantly, applied or $b3 ac bradng, SOT CHORD 2 X 4 SPF 185OF 1,&E 'Fxgopt• 2-17 2 X 4 SYP No.2, 9.17 2 X 8 SPF 16SOF 1,SE, 1314 2 X 4 SYP No.2 WEBS 2 X4 SPFS Stud 'Except' WEDGE 315 2 X 4 SPF 1650E 1,SE, 6.14 2 X 4 SYP N1o,2 Right 2 X 3 SPF No.2 RFAC71ONS fib/size) 17=23464.5.8, 10m1909105.8 Max Harz V7 _407(load rise 3) Max Upllfl17=1473(lwd case 4), 10=-1015(load case 4) FORCES cab) - First Load Case Only TOP CHORD 1-2=73, 2 3-754, 31F=5399, 4$~ 3088, CsB=-2994, fi-7=-2816, 7 8=3065, 8.8=4537.9 10=.5086, tb•11'TO HOT CHORD 2.17=583, 18-77=-2397, 3.18=-2092, 1518=-558,14-15 2918, 1'd-iAa384B, 12-13=3618, 10-12-4992 WEBS 3-15=3314, 4,154.458, 4-14=249,6.14m2341.8-14=.920,.8-12!!684, g.12=417. NOTras 1) UnbatangW roof live lairds have been considered for this design, 2) This truss ties been designed for the Wind leads generated by 100 mph winds at 26 ft above ground level, using 5.0 psf top chord dead load and 5.0 psf tam chord dead load, 0 mil from hurricane w4anline, on an occupancy category 1, condition I enclosed building, of dimensions 50 it by 24 it with exposuro 0 ASCE 7-83 per SOCAMNS195 if end verticalti exist, they am not oxposed to wind. If cantilevers exist. they are expased to wind, if porches exist, they are not exposed to v4nd, The lumber DOL increase is 1.33, and the `~++u1+l lr rrq„r1i plate grip increase is 3.33 ':"O~0F 0O~k6C 3) All plates are MII20 plates unless otherwise Indicated. 4) ' This truss has been designed for a five bad of 20,Opsf on the bottom chord in all areas v4th a clearance greater than 3-6-0 between the "`P y S T dy%iy bottom chord and any other members. ? Q0 p 5) Bearing at joint(s1• 10 considers parallal to grain value using ANSIITP) 1.1965 angle to grain formula. Building designer should verity capacity of bearing surfaces 6) Provide mechanical connection (by others) of truss 10 bearing plate Capable Of wilhs(anding 1473 lb uplift at joint 17 and 1015 lb uplift at joint 10. IV0.1845Z = Q LOAD CASE(S) 1) Regular. (,.umber Increase=1.15, Plate IncreasewO.15 ~~i~FS Uniform Loads (pit) 11$Alilt` PAl'rJ INQ - YerrJy 411eAf4n. pardf %&& a" KF-AD NOTES 01Y THr9 AND "9rtrx= RILL nr.PVIAV tJSB. Design volkl for use only vAlt, tAMT+ak connector.:. ilk d mign Is based only upon poran7elera lahrwn, orld 13 kir tin Irxfivlduai GUlldlnlt {trx'iYj}(1nHnr to be r-rdll0dand164011d-111-l y AprACIwruy<,r.J,.rran_+,~rarrxr.rx,yn,ra,a~ortneem~+mnr,,,,nraamrwnr.•nr4:,eyr_onrnmryvtuuik3rngd,?513ner-nottrr e y,»+Ern,ur. UmCrnp il',nw„ is for krrrrrr St.r{]irexr nt 1n4ylylU.3l.. membcus only. Additional ta,,,paarry an?crop to irwige stabinty during F91' rosp.i„slbinry or th" wuc for Acidl,ont-11 Permanent hrt,rr,ng or inn ovoroll i+ructure is the (G,3ppnr,+Wity 'ut 1hr. 17.+IWIns1 dgti y{, r,c ar,iru+ Hon is the ' regarding ratlrfcatton, lion!! y ct ntr 9.8lcxac~e.,9efivery, n r--;ion and Ia(uCing, consul! 9541) stuallly Stanpcird, DSB-89 Bracing speclncailon,land Hl"i ` , ! _ Npndllno Installing dnd Bracing Recommen dplion avoliumt.i from Truss Plafo lnstitut-, $83 D*(> wI,, rr,iv N4xILan. Wt., 719, M ITAMI! S Joe T~,,~--_ - - Truss TYDe Qly PM leniltan r br, tAnderrron axi?) 4-9 02 t5EM ` 32ofi26 OtJ6 ROOF Till 8 1 15310836 Woad S11vattxes, Biddeford, ME 04005 Job Reftuetlea 5.100 .Jul 8 2009 M I OK Industries, the Wed Aug 1315:39:33 2003 Page LOAD CASE(S) 2) MWFRS Wind Left: Lumber Intros Se--1,33, Plate Increase=1.33 Uniform Load.5 (pip Vert: 1-2=78.1, 2-e=29.3, 8.10=87,8, 10.11=116,8, 2.17=57.5,141610.0,10-14=-10.0 Hotx 2.65-39.3, 6-1Ow77.8,10-11=126.6 3) MWFRS Wind Right; Lumber Incrrhase~1.93, Plate Increase-1.33 Uniform Loads (pin VeA: 1 2w1iB.C1, 2-1 115-10=29.3, 10-11=78.1, 2-17.67.5, 1 C-1Bw-10,0, 10-1M-10.0 Harz: f-2=-i26.B, Z6=-77.8, B-10:39,3, 1041=98,1 4) MWFRS 1st WMd Pamllei: Lumber incMase°1.33, Plato Increase= 1.33 Uniform Loads (ply Vert: 1.2=116.6, 2-11 1041=116.6, 2-17=57.6,14-16=.10.0,10.15=-10.0 Horz. 1-2=426.6.2-6=47.8.6-10-77.8. 10-11,126.6 5) 1st unbalanced Regular. Lumber Increase=1,15,'Plate Increasa=1.15 Uniform Loads (pin Vert 1.6 -100.0, 111 a-20.0.2-17-20.0,14.16=40.0, 1x14=-2.0.0 6) 2nd unbalanced Regular; Lumber IncreassM AS, Plate Increase=1.15 Uniform Loads (piR Vert: 18=-20,0, B-11=400,0, 2-17t--20.0,14-1 B=.2D,0,1ata= zo,0 lil lNa - Varill den(yn pariilil faax and READ N OTJ `4 ON THIS AND 1tICVSR8E HIDIf 9$FORB USE. i vaild for im, ordy with MiTok ,nnne+ tvra. This pa,lan Is boxed only upon poromalrars shoWl). Ol'id i:: for on Individual bulldino component to by Instr7llud amp Icu~dyd vurticc(ly. nrr~ftrnt,dsr; ar closityn r,..uunv.ulr.. ar,:+ proFar Ins+~rNurmn<?n ar .:.:.mp.~r wrrl t, nx,r~grtiyl4rlflY vl bvlldln,] rrti5liytHr - nO1 Ifu9s cesigncr, BtacirQ shown is rr)I lateral su,/l.)nrt Of ii wet, memkxlrs only. Additional temporary hrrycnti3 fi-j Insure 5tobliily dunng construction Ir, tha responsibl'Iiy of the ofector. Addlhonat peirnanent txas:ir><a of the overall StrUCtyre Is the resrx+nsin IN r:.t Ill r-rulidlnp designer, For paneral ot,edana . ca regarding fr3bllcp8an, quardy conito1. ; rorra~le, de Avery yrecticxl rmd brtx:irrtl, consult Q51.66 4uailty stanaa,d, D5684 Brocing Spocttlcarion. and H1FSA1 *iTek Nr,ndMo limialnna and Brartna RecommeMOIllon avada6le ft01n Truax Plate Insttlute, 583 D'Onotnn Onvr:. Madison, Wl NA719. M~ - Job _ TrpSr:-~ TNSa TypC -Qty _ Ply Lenlluf Lbr. (Andtlrson #12) 4902 OCM 320524 007 ~ROOP TRUSS 8 1 )53/0137 Wood Sin,cturos, Biddeford, ME 04045 Jdb Rafe . -I 5,100 a Jul 6 2443 MITek Industries, Inc. wed Aug 1318;33:332003- Pape 1 I'' g0I rd~ 12 1ta-0 1 s.n 230 4 soap C+8 eq q 6.0-4 a Od a•ao 44 _ Scale n 1:67.4 7.00 17 5 axe 4 \ NA t 3x4 % ~'r t0 Sx14 3 2 3x4 9 3x6 - 1~rv qq 1 ~rt6 3.50 12 TTT- ~wP C 3x4 c a f3 2x6 II 2x4 11 r..... 4-0-0 "py _ 145 , 1 111 e d zs so 446 0-54) C,•04 8.6d &Q•O ( 6.9-0 I Pfale Offsaft (X,Y)(X,Y,'3.-0-28T0_ 4:0 3 p 8 34~..j6:(11~12.0.1-Bj. f7:0:S 4 0-2-121 LOADING(psf) SPACING 2-" CSI K DEFt, in (loo) VdeO IJd PLATES GRIP TOLL 40.0 Plates Increase 1.15 TC 0.62 Verl(LL) -0.17 9-10 >999 240 M1120 7OW123 TCDL 10.0 Lumber Increase 1.15 EC 0-52 Ved(TL) •0.29 9-10 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0,86 Hom(TL) 0.17 14 nia 1112 BCDL 1a.a Code SOCAIANS196 w (Matrix) Weight 124 fb LUMBER ~ BRACING TOP CHORD 2 X 4 SPF 1650E 1.5E + TOP CHORD Sheathed or 3-9-2 oc pudIns, except end verticals, BOT CHORD 2 X a $PF 166OF 1.5E 'Except BUT CHORD Rlg(d ceiling directly applied or S-11-13 ac bracing. 2-13 2 X 4 SYP No,2, 3.13 2 X 4 SYP No.2 WEBS 2 X 4 SPF-S Stud 'Except` 3-112 X 4 SYP N4.2, 7-8 2 X 4 SYP No,2, 7.9 2 X 4 SYP N0.2 OTHERS 2 X B SYP M 23 REACTIONS (Iblelte) Z=249/0-si3, 13=1s52f0-S O, 14t;148V0-&8 Max Harz2=55S(load case 3) Max Up11t12=302(load lass 2), 13=463(load ease 4), 14=-7176oed case 4) MaX Grav2-302(load case 5), 13=1952(lo od case 1). W14w(load case 1) FORCE$ Qb) - First Loud Case Only TOP CHORD 1,2=75.2 3=1127 3 4= 2540, 45--2333, 5 i3=-2368. g 7=-2899, 6.14m11. 7.18c-1369 BOT CHORD 2-13=-252, 12-13=1940, 3.12=-17$7, 11-12=-269,10-1102164, 6-10=2484, 8.9=236 WEBS 3.11=2283, 4-71=-443, ¢10=-171, 5-70=1550, 8-1078, Q-9=-299, T.9=z16$ NOTES 1) U619lanced roof live loads have been considered for this design. 2) This truss hes boon designed for the wind loads usnerMea by 100 mph winds at 25 It above ground level, using 5,0 psf top chard dead load and 5,0 psf bottom chord dead load, 0 ml from nanitane cioeaM(ne, on an oauPanay category 1, condition I enclosed building, of dimertsiona 50 It by 24 it with exposure D ASCE 7-93 per SOCA(ANSI9S If end vat$cals exist, they are not exposed to wind. If cantifevers exist, they are expQsed to wind. If porches exist, the are not plate grip increase is 1.33 y exposed to wind. The lumbar DOL increase Is 1.33, and the `\,►1T1111 t 1 I i l l fp/r7 s)' This buss has been designed for a live food of 217.0psf on the bosom chord In all areas tvflh a Uearance greater than 3.t10 between the 00. bottom chord and any other members. 4) Deering at joint(5)14 considers parallel to 9m In value tieing ANSIffPI 1-1995 angle to grain formula. Building designer should verity ~Q' ; y S' O O capacity of bearing surface, r Co ,-P0 5) Provide mechanical connection (by others) of truss to bearing plate capable of wf thstandiruj 3021b uplift at joint 2, 953 lb uplift et ioint 1,3 4 ' and 717 lb uplift at joint 14. f~FY _ LOAD CASE(S) 4 ` No, 18452 ` 1) Regular. Lumber Increaso=1.15, Platt Increase-1.15 r " Q Uniform Load$ (plf) Vert: tls- 100.0, 5-7=100,0.2-f3=-20.4, 10-iT--26A, 8-10=-20,0 21 MWFRS Wind Left Lumber Increase-1.33, Plate increaw1.33 A l„tti~~l YVASNlNG - Vcn& design parameter a*id REA& NOTES ON TITIS AND EiVERSS rlrpR BEFORE Cl*V-66 Uedgr, volld for user only with MRnk r,.onnectom Thla deAiln is hr 411 only upon pmral"wilpro MC wrl, and w roc on WIlvldual bulldi 1n.rnumd and loarlwl Vq, ricoAU M+c,r,-,ablrry or cJwa fir, paranvtlNra anti PrnrtBt 117cbrpornllr,.n ,ar C mFCncL71 e, re: P,a,h ll,(rry of bullet, N d pngn0n~}o be doag,•x+,. 9rr;,Cln,l :X,nwr, q: fof tdAtfhl #Ur-LM~ft i)r uuiWldf.lr6 ....;,r., rnomriare catty, AdUttteulo{ ?emF:nnlrp Ltirrli:inra LC Inslkc; stablGty durlnp r;.6rtslrucYOn is the lesponsaatlify of tho ereclcx. Adtlitiprttil pefnlunenl bfoCing (4 1112 OVe(r]II Stn,lotwe IS 1ho respom!tairfy of tfu: t uilJing rio loner. rvr gonerol rruk,nrtre (egprding fabrication, gjcIlly cantnt SION100. delivee)t nreation and bracing. conoult 61ST-66 Qunnty Standard, 0SN-89 bracing sport rcanon, qnd Nlg-9J 14andlinp lminn,np anti aree,ng Pm-o:nn-,canon 0-ni.-alAt! front Russ Role tnstifuto, 583 D' A Nil UryUIriG Urlvfr lVln'fl<',n 1dn 477rn I r Job Truss Truss Typo . Qry Pry Lenin nn Lbr. (Anaersoo 2) 44. 9-02 OCM Q 320624 007 ROOPTRUS$ 5 t 15316837 WPOd Struttura5.8iddelotd, ME 04005 Job Reference a Nonal $.100 8 JUI 8 2003 Week Industries, Inr, Wed Aug 1316:33:33 2003 Prage 2 Loan casE(s) Uniform Loads (pit) vent 9-2=78.9, 2.5=2g,3, 5~7tl87.a, 2-ta=-10.0.10.12=1o.o, 810=-9o.q Hot= 1.2=-88.1, 2-5w-39.3, 5-7=77.a 3) MWPRS wind Right Lumber Increase=1.33, Plate Increase-1.33 Uniform Loads (pin Veil: 9-2=118.8, 2-5=67.6, 5-7=29,3, 2-13--90.0,14-1r 1o,Q &10,-10,0 Harz: 1-2=126,6.2-5;t.77.% 5_7=39.3 4) MWFR$ 151 Wind Pardliel: Lumbet Increasa=1.33, Plate lnareaee■1.33 Urrform Loads (pit) Vert: 14=116.8, 2.5=87.8, 5-7=67.8.2-13=40.0,10-12~-10.4, 8-9Q=-10,0 Hom 1-2;;.12i.g, 2-s=.77,8, s.7=77.$ 5) 1st unbalanced Regular. Lumberlnoteaaeml,15, Plate Increase=1,15 Uniform Loads (pit) Vert: 1-$=-100.0, 5-7=-20.0, 2-13=-20.o, 10-12~--20.0, 8-10=-20.0 6) 2nd unbalanced Regular Lumber lncmase=l. 15, Plate )ncreasw=1.15 Uniform Loads (pN) Vert: 1-5;z-20.0,,5,7;7-100-0.2-13=-20.0, 10-12---20.0.84Q-20.0 wARNWO - ,/aryl; design pmrvmatcryr and RJ NOTES ON'Mra AND JIXVXRSS MD)t ANFORE MV, Oeb10n volld for iw only with MTok oonnectors. This design is as-.,cci only urwn pamrnelars viown. Grid h kr, on Individual t,nlil In3tallud and lrx}eln{i vurflcalN. At',t Ai{:r».w,w or d, .k]n r'rxruruo"'t; ond plor..,.,r tr,rnr~oratlan QI cvr„oxrn„ni is roe.aorauwrv ur en,nriir a~ onor ;'ntoinr be designor. nroctn0 *I tr.- is for rnrorat :"n ;>o, I of indlviducel ,N 40 nimmi44va only. AddMonol Nn „t+torevv r vac lrs0 u;, I,ti.urw ututsilliv r1,,rrtng c.:.nstr.r._hrx9 14 In. roAponsibillN 01 rrrv ta,.r: inn. Additlor.31 ~tttrrx..}~ait t?ir,ICIna or tho e,~orall xlruah,,rp q err ru^.porr.[Wty W in" rwmrrbrr~ Ht+elanor. Par gonoM p.iia4nea MH regarding lorrrkmflan, gi inliry cttnirol. w0fu9c:, dovery, erection and uraLln4. GW VUit QS -88 6'tualliv Standard, DS949 gracing specilloalion, and MIBA1 ~~T~~ llondang installing and 8roctng Recommendation ciwAaulo from Truss ftte Inelifuln, 58.3 4'Onorrio Orive. Modison, Wl 63710. Job Truss Type - OtY Pty LenihBn Lbr. (Anderson A12) 4,Wb2 ACM • 320624 006 aucr=KPOST 153fa&ie 4 1 Wood Structures Biddeford, ME 04005 JIM Referenc@ tvpfxmal 5.100 s Jul 8 2003 MiTek Industries. Inc, Wed Aug 1315:33;34 2003 Pagel 22-a•o 24-2-0 143.0 G4-10 4-11-6 4.11-6 g,.4.t0 1.6-0 04 = *Ic = 1:46.2 4 1-15 1.sx4 ii a s G - 71 8x4 = 11.0 Plate OtfseLS,(XY3: l2:o`3a a~ 1.81.~(e,o~.a-T 81. s:al.-ts,tl3o~ . _ LOADING (psf) SPACING 2 O0 CS1 r. DEFL in (IoC) Vdefl Ud PLATES GRIP - TCLL 40,0 Mates Increase 1.15 TIC 0.58 VertfLL) -0.08 8 >999 240 M1120 1681123 TCDL 10.0 Lumber Increase 1.15 BC 0,77 VGA(TL) .0,45 24 5697 180 BCLL 0.0 Rep Stress Iner YES WS 0.49 Hot7(TL) 0.05 8 rite n1a BCDL 1o.o node BOCAIANStss (Simplified) Weight: 79 lb LUMBER 812ACINts' TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Sheathed or X11 oc purtina BOT CHORD 2 X 4 SPF 165CF: 1.5E BOT CHORD Rlgld c0ing dltealiy applied or 84-14 6C bradng. WEBS 2 X 4 SPF S Stud REACTIONS (Ibtsiae) 2,150510.58, 6=150.5!0.6.8 Max Horz2=288(toad case s) Max t, Eplift2'-843(load case 4), 6=.843(lead case 4) FORCES (lb) - First Load Caset Only TOP CHORD 1-2'-37, 23'-1761, $ ¢=-1287, 4.5= 1287, $$n.1761, 57=97 BOT CHORD 2.8=1501.6.8-1601 WEBS 3-8=4152.4-8=789. 5.8=-482 NOTES 1) Unbalanced root live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 100 mph winds art 25 It above ground level. using 5.0 psf top chord dead load and 5A psf bottom chord dead load, 0 mi from hurricane o®anrine, on an occupancy category L condition i endosed building, of dimensions Soft by 24 it with exposure D ASCE 7-93 per BOCAIANSI95 If and verticals axist, they are not exposed to wind, It cantilevers exist, they are exposed to wind. If porches exist they are not dxposed to Wind. The lumber DOL Increase is 1.33. and the plate grip Increase is 1,33 3) ' This truss has been designed for a live load of 20.0pef on the bottom chord in eN areas with a clearance greater then 3-6d between the bottom chord and any other members. 4) Provide mechanical connexion (by others) of truss to bearing plate capable of withstanding 843 lb uplift at joint 2 and $43 lb uplift at joint LOAD tASE(S) , ~0 F 1}Regular. Lumber increase=1,15,Plarefncrease=1,15 ` ~~;r~5-- -tD O Uniform Loads (pig w Vert; 2-6=-20.0, 1.+1=100.0, 4-7=-100,0 2) MWFRS Wind Left: Lumber Increase=11.33- Plate Increase=1.33 Uniform Loads (plo , Vert 2.8=-10.0.1-2=78.1, 24=29.3,4-6--87.8, 157=116.6 -o No,1t62 Has 1-r- aa,1, 2 43=-a9.s, 4 43=77 e. 6-7=126.0 crQ, 3) UnMWFRS iform Loads Right Lumber Incrdase:1.33, Plere tncroeoe=1.33 •!/C,ENS~~: f) ~~''~.css/pNALE~~~~• Vert 2-6=-10.0, 1.1=116.6, 2-4=67.8,4-6v29.3.6-7=7'8.1 Oerfrlltlt~II% WARMNG . Ver+)fb design patemarcrs and REAb ItOTES ON rJUS AND R@.MASS 8100 AtSFORC 176&. Design willd for um mitt' with Mirot rnnnectom Th- desi n iz t, t~1 ~ 1n i~ G. g aed only uF+nn porankht@rs r;nawn, and is rqr an 1nd1V1ti7uGl buildtnQ 1: orn ~,\U \s 1~~•~t~ai~tr4'~°•~QM.~ptO(Xri~1KAt~C><411CR1:ArarFCO~.n,.us..1r....-,u..,..-dbxlw...1,.n,lwua.l.....~.u.. 1...... n1.1 1~, 11•.a..no- c1eFr11y n....rr ,,..Sivi~ ~1L1S1~ ,yn~ ~~~p1\~~~..4.a.,,14~r•~ rkxte nt to be r wrub mVmb~+rx arty. luid4ttc?nu1 terntx+,p v rnacl t~(tJt Wtatat+~PPrr1 4f indNirtu3t~. bl ittie G`rutell 4truah+ro r. lhef .w5G3nut7ifil, o =er o n + ,,,i, m. auotily tontrUl. Stota9 rt~llon C+VOtICIt>IB 110m Truss 1 - C 32D$2q 009 CUEENPOST 1531083E Job -ddefo' T TruaiTYpe Ply OCM Wood Struaturgs, d, WE 04005 " Job Reference of aonall 5.100 s JUI 8 2003 MITgk Ind(rstrle6, InC. Wed A4@ 13 15:33;94 2003 page 2 LOAD G E(S) 4) MWFRS 1st Wind Parallel: Lumber Increase=1.33, plate Inargaee=1,33 Uniform Loads (plf) Vert: 219 .10.0, 1-2--11$.6.2-4=67.6,4-6=G7.8. 8.7=116,8 Horz 1.2=-126,6, 2-4=77.8, 48=Tt.p, 6.7=128.6 5)1at unbafanaed Regular. Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (pit) Vert. 2-8=20.0, 1-4=140.0, 4-7'=-20,0 6) 2nd unbalanced Regular, Lumber Increase=1.15, Plate Increase-1.15 Uniform Load* (plf) Vert: 2-6=-20.0.1-42i.20.0, d.7=-100.0 faAJZlrip6 TV ~rfJb Qaelgn p~rsmaterx 01ul RPAD NOTE'S ON TIIIS A&V RS~SrER9E~' y/pg lIEF Dealled antl k rrrr3ry vc rlk dY aR~cf}k nannec:lur~• fiw dEhlj lh .s based only I ipan pc nk~tcws sjYctiwn• M cl I tir uSE IClvldupl tRlqdln d...:l• nor. Bra Ilr rjt~~li{y .M. doLign prn?m 11 ~rG and proptyj Incorpormictin 01 COMI W0i,i N r ,K - Q COmn¢rf t to be a clnp shown ra I,M I ilurat &,M- 7rl u: InCIMCIL41 waU rnombeu only. /1 . ••t r+nn~1b1ta it ctrrna gonaT o, - n•.r rthe Ni responslt~jlity _ of the ereclor, Addilionpi Ueffnl]nent t>wInq of the overall structure is theeret onrt lit tiiv of Iii,h~bluilc~lln 5doa nncf~ clen'w.)l n Is me re"'ierlinn fnhrlrnfh-,r, o, xVih, -M-1 d'- 4,.r ...............n.:.......n as ~o~ en ,a.. a ..w. d . 9 {yneUl s7NdGneo TOTAL P.18