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HomeMy WebLinkAboutSFR 2003 Town of Montville BUILDING DEPARTMENT 310 Norwich-New London Turnpike Uncasville, CT 06382 (860) 848-3030, Ext. 382 Building Permit Permit Number: 82003-0083 Date: 24-Mar-03 Map/Lot: 037/002-050 Owner ID 2510 Job Location: 23 ANDERSEN LANE Unit Job Description:' Single Family Residence Owner: Contractor: Java Developers LLC JOCA Inc. P. 0. Box 294 43 Valley Drive Middlebury Ct. 06762- Naugatuck CT 06770 Telephone: (203) 910-0727 Lic/Reg Type/No. NHC 868 Exp Date: 30-Sep-03 Tenant: Self Telephone: Construction Values Permit Fees Construction Information Building Value: $169,734.00 Building Fee: $1,018.00 Use Group: R4 Plumbing Value: $11,441.00 Plumbing Fee: $70.00 Code: 1995 CABO Mechanical Value: $12,712.00 Mechanical Fee: $76.00 Construction Type: 5B Electrical Value: $11,713.00 Electrical Fee: $70.00 Permit Code: R2 Other Value: $0.00 Other Fee: $0.00 Comments: Total Value: $205,600.00 CO Fee: $10.00 Plan Review Fee: $101.80 State Ed Fee: $32.90 Total Fees: $1,378.70 It is the owners responsibility to schedule the following inspections (minimum 48 hours notice required): ❑d Footing - Prior to pouring concrete Q Rough HVAC ❑d Backfill - Footing drains and waterproofing ❑ Fireplace Throat Q Concrete Slab - Prior to pouring concrete ❑ Chimney - One flue above thimble © Rough Framing ❑d Firestopping/draftstopping Rough Electrical Insulation W Electrical Service ❑ Final Inspection d❑ Rough plumbing and leak test ❑Q Certificate of Occupany Gas piping and test Building Official's Signature: loor Town of Montville t, Building Department y, 310 Norwich New London Rd. Uncasville Ct. 06382 848-7166 Date: IA I /eA_ To: ~i/J/~cE,~4u/LN Cam? D6 76 ~ RE: c23 4,OC SJ-AJ <IN Job Description: gjcle- We have received a building permit application for the above referenced property. In accordance with Connecticut General Statute 29-263, your application is being rejected for the followin reason(s): S irvE ie✓wG ~f"E~i a t oy1STlLGlG°J`~D~? Qic' yl .STiPUc7GlRE We will keep all documents received to date on file and renew your application when you have furnished all the required data. n . Vernon D. Vesey H Building Official Town of Montville Building Department Permit # 310 Norwich-New London Tpke. Tel. 848-3030, Ext 82 Uncasville, Cr 06382 Fax. 848-7231 One & Two Family Building Permit Application Form ew Construction E] Addition F~ Afteration Q Accessory Structure n oMer Job Location Job Description/Materials c` V\-, a (;J~- Owner 71 ` A- --T- r) C- Mailing Address City M, d C✓o t C' . fin U'' 7 State C f Zip Tel Contractor 3L r°~- Mailing Address City State Zip Tel Contractor's License/Registration Type & Number tf Exp. Date _Z 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 appl' ion for a permit for such work as described above. Owner /Agent Signat Date Construction Value Fee Building $ $ Plumbing $ $ Mechanical $ $ Electrical $ $ Other $ $ Certificate of Occupancy $ Plan Review Fee $ State Education $ Total $ $ h !a To-*vn of Montville Building pepartrtiex~t Receipt F rfr No. a~ 44 Date ol-_ , From: - Job Address: Check: # Cash L ncc Amount ~ ~~lrclc oncl . t Reccivcd by ~ _ Permit Fee Calculation Spreadsheet RESIDENTIAL PERMIT CALCULATION (1 STORY) House Construction A (E=Eoonomy, A=Average, C=Custom) QTY $/UNIT $/UNIT $/UNIT TOTAL Living Area 2270 SF $ $ 71.19 $ $ 161,601.30 Finished Basement SF $ $ 24.73 $ $ - Unfinished Basement 1:018"SF $ $ 8.72 $ $ 8,876.96 Kitchen EA $ $ $ $ Plumbing Full Bath 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 $ $ 23,256.45 $ $ Under, 1 car EA $ $ 1,304.10 $ $ Under, 2 car EA $ $ 1,757.70 $ $ - Fireplace & Chimney Prefab # EA $ $ 3,963.75 $ $ 3,963.75 Masonry, exterior EA $ $ 3,963.75 $ $ Masonry, interior EA $ $ 3,701.25 $ - $ W/2 fireplaces EA $ $ 6,746.25 $ $ Breezeway/Decks Open i:dSF $ $ 22.31 $ $ 2,677.20 Enclosed >SF $ $ 94.76 $ $ Porches Open SF $ $ 62.69 $ $ Enclosed SF $ $ 123.90 $ $ Heating Adjustment 2270 SF $ $ (2.76) $ $ (6,265.20) Air Conditioning 2270 SF $ $ 2.84 $ $ Electrical 2270 SF $ $ (5.16) $ $ (11,713.20) Plumbing 2270 SF $ $ (5.04) $ $ (11,440.80) TOTAL BUILDING CONSTRUCTION COST, LESS MEP $ 169,734.26 Y Is air conditioning included (Y/N)? $ 6,447 PERMIT FEE Building $ 169,734 $ 1,018.00 Y.>>Plumbing $ 11,441 $ 70.00 Y Mechanical $ 12,712 $ 76.00 Y Electrical $ 11,713 $ 70.00 Other $ CO Fee $ 10.00 Plan Review $ 101.80 State Ed Fee $ 205,600 $ 32.90 Total Fees $ 1,378.70 Based on 2003 RS Means Residential Cost Data 12/30/02 STATE OF CONNECTICUT WORKERS' CONDENSATION COW&SSION Buildin Permit Affidavit for Pro Owners or Sole pro rietors {Conn. Gen- Stat. § 31 286b) Property located at , -,r o U la the town of d k_Cjc, I< Name of building permit applicant: Please check one; l• ~_,~~thO owner of the above property, 2_ I am the sole.ProprieWr of a business. . _2A. Name of business 2B_ Federal Employer Identification Number Pursuant to§31-2866 era Property owner or sole r o ._.•..ner . contractor or principal cmployd' P praetor [w6oj intends to act as a general may insurance.or a "sworn notarized afEdaaviL vide tither a ccrtificate ofworkers' compensation compensation insurance for all those cmploy~~ on thejob site in accordance with this Please check one: chapter.!, l • I do not intend to act as a general contractor or principal employer. [Sign and stop here] gnature of applicant 2• I intend to act as a general contractor or Provide. a certificate of worke& compensation P~ cnPloycr. Applicant must either below, uanccor sign the affidavit AiTf davit _ I liercby swearand.attest that I will require proof of workers' corn contractor, subcontractor or other worker before helshe en Pcasauon insurance for every acootdance with the Workers' Com gaga in work on the above property in pensation Act (Chapter 56g). I understand that pursuantto $ 3I-275 C.G_S., Officers of a Paship may elan to be excluded from coverage won and Partners in a District Office; and that a S by filin g a waiver with the aPProP ' files his -intent to a ctor of a- is not roquired.to have coverage Unless he tut+e ofapplicant NOTARY UBB CRTS Zubscrribed and sworn to me Z , S MY COMMISSION EXpIgES OCT. 31, 2007 day of U , 2002- , G {Notary Public/ Cocnmission, ofthe SUM. COUrE A" Town of Montvilk Building Department' 848-3030, Ext 82 ONE & TWO FAMILY CONSTRUCTION PERMIT SIGN-OFF SHEET Property Address Job Description:, 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 t -Permit ❑ Not Applicable 44unicipal Sew 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 DEPARTMENT 848-3030. Ext. 81 In-Compliance 2c~ ® Permit -702 -3Z.5 E] Not Applicable Zoning Date In-Compliance ❑ Permit ❑ Not Applicable Inland-Wetlands Date R¢vWd61W,,2W2 NOTES: 1. THIS SURVEY AND MAP WE PREPARED PURSUANT TO THE REGULATI'u. a OF CONNECTICUT STATE AGENCIES SECTIONS 20-300b-1 THROUGH 20-300b-20 AND THE "STANDARDS FOR SURVEYS AND MAPS IN THE STATE OF CONNECTICUT"AS ADOPTED BY THE CONNECTICUT ASSOCIATION OF LAND SURVEYORS, INC. ON SEPTEMBER 26, 1996. IT IS A DATA ACCUMULATION PLAN CONFORMING TO HORIZONTAL ACCURACY CLASS D. NO PROPERTY/BOUNDARY OPINION IS PRESENTED HEREON. THIS PLAN WAS COMPILED FROM OTHER MAPS, RECORD RESEARCH AND/OR OTHER SOURCES OF INFORMATION. IT IS NOT TO BE CONSTRUED AS HAVING BEEN OBTAINED AS THE RESULT OF A FIELD SURVEY, AND IS SUBJECT TO SUCH CHANGE AS AN ACCURATE FIELD SURVEY MAY DISCLOSE. THIS MAP IS INTENDED TO DEPICT THE LOCATION OF THE PROPOSED HOUSE AND GRADING. TOPOGRAPHIC INFORMATION DEPICTED HEREON CONFORMS TO TOPOGRAPHIC ACCURACY CLASS T-D. 2. PROPERTY LINE AND TOPOGRAPHIC INFORMATION SHOWN HEREON IS BASED ON CLASS A-2 SUBDIVISION PLANS ENTITLED: "PINE RIDGE ESTATES SUBDIVISION OLD COLCHESTER ROAD MONTVILLE, CONNECTICUT" BY BENNETT & SMILAS ENGINEERING, INC., DATED JANUARY 20, 2000 AND REVISED JUNE 20, 2000. 3. THIS PARCEL IS ZONED R-40. IT WAS APPROVED AS AN OPEN SPACE SUBDIVISION. SETBACKS ARE GENERALLY: FRONT 37.5% SIDE 11.25'; REAR 37.5'. LEGEND 40 FEET 0 20 40 EXISTING PROPOSED PROPERTY/STREET LINE WETLAND SCALE: 1"=40' 50' WETLAND BUFFER oooooc~o STONEWALL BUILDING SETBACK LINE O- S S SANITARY SEWER, MANHOLE El- D STORM SEWER, CATCH BASIN TREE LINE o0 290-~~` CONTOUR SF SILT FENCE FD FOOTING DRAIN ~tiyo FM FORCE MAIN e~ ® WELL J 0 TELEPHONE.HANDHOLE © CABLE TELEVISION POST QE ELECTRIC VAULT/MANHOLE OPEN SPACE 10' x 12' WOOD DECK & STEPS t p ao , 0o N48'28 53 W 362_.~TOTAL~,~,.__ Rip O \ .28 2 Q- 144.91' LOT 50 20,OQO sq.ft. - 0.459 "ACRES ? fi OPEN SPACE 484 10' MIN. o o 1 ~ ~ 1 a ~o~s o. ( c, e i o. po ny a. s'-r ~6' LOT 49 00 cS ♦ co ~y~ GP zo ,E { 8 2~o tl 0 i 00 25' ® ~.1 s 24' X 24' FUTURE SHED cPp~= OR POOL AREA oo / ~O 5 Jl3--- - Tntu cross type _ _ = 87K 023 FINK . r.-..: , " ...r?7" CK 49t2 t s JST O ~tonal}~.. rues Eugtne OorP., lndlen Orokald, tAAOt 151 4209 SR t c Nav i0 3000 bfirsk indwk es, I Tue Mo- 2014ZL-550 2009 Page l - 1_Q R-6-i 1~-0 213-15 -O-p ttSttt11t11trtl~74j 1 t/0 64-1 7.3.15 9.315 I.HRIMIMIES O.-BOUDE,( 1~,U1`*t~v~ f~f NE3y ~ry~t - ~ ~t~ft •E; • .V/it'+~'~,' T'' t~-s. ` yT l.. '~[J~>~~ ~..:1t 4 i:r) 4006 _ o DIJI?EM ~~y~-~~t3 ~ . ' " .ter •.R~~~yv,. = `F'`Z+~~"~~~'p+!'^ ~L'3`"" 1.119 tj~ ~ • SEre f~t'ftlltNtil9lti~ Sv6O [S I Ait 9 12 13 6 14 15 = -y~N ~J-jVr 'si cs s a sera - k* ass n CS1Ri57ol'1lER G, DUDER F-- _ iQ-4.0_ - tbO~Q { --28 Q. Q - 2E3566 10-D-0 Q-0 0 ~.O.Q r'i 1P1PiDt _,n. 210045Edpp) 130.3-00, 31.Fr.~30.033t15A0 tw, d a .8v-3-15.02141.i4e03-titP2-141 - - - - e q{ " LOADING (p*Q SPACR40 20-0 f- - psi DEFT to glee} wen - rt APES GRIP :SL ti~~•, WILL 45M Places Increase 1-15 1C 0192 Ved(LL) -0.26 2-9 rti99 una0 197M44 ^ r" V Tcat. 7.0 Lamb9r Mcr. 4.15 BC 0:68 Verl(Tl) -0.$3 2.9 rp25 s _ FICIA 0.0 ' ReP. Stress It1Er YES WS -D,44 Nwa(TL) 409 6 Ma ~r SCOL 10.0 Cads 80CAMM5193 (fd~rbt) fst LCtl Miuwen=240 Yid 10: wolb LUMBHh FORCES (1h) - Fisl teed Case Only 3) As -qulF leJ P1tl9s hwe noncan 40319119d to P(wlde fur4taSeMeel WlerantUS or TGPCI101111) 2X4SPFN0.2 TOPCHORO rough handling and erectionoendlnons. Nis Shemp%i$;WfdpofIII* fatricaWquIrmase 1 s . GOT CHOFM 2 X 4 W 165OF 1.5E -Empr 12 - 56 " = -2616 3-4 = 24M 4.5 ; -2439 Plate SIM la 00411111 IM Qre901ac1013. `J 82 2 X 4 SPFNo.2 S-0 2810 S•7 = 66 4) • This 1nm3 has been designed list a D,a food of 20.OMI an 9w bMin chord h1 all ( ) WEBS 7X4-gwMOVE-Nohpt• WTCl10RD nreasw'6.aclewanoegrealeiNon 3.3.OIpt onarehalwinchardandam~alhsr `fV W2 2 X 4 SPF Na.?. W22 X 4 SPF No.2 240 2221 99.11 = 2221 9.41 - 27Z1 9.12 = 1491 Mwrk_r9. - 12 BRACIN4 6 953 = 299, 643 = 1491 8-14 _ 2221 94-1.5 2221 5) Ptrwide ramhwdcpj connec*r Shy ONltvs)Ct hues lo'bearing plate C:p21110 of IUP C110RD vvhhslarntn0 sK1 m upa0 at)tint2 and3631b9p1Nkaljoint6_ WEBS 6) TM vt*s has bme, do.-tired whh ANSWPI 14995 cr=!etia. ---4 WwMh9d. 3-0 = .000 4.9 d 922 4.8 = 432 S8 = -609 7) All Plales 20 Gauge thless NOW SOT CHORD RiOldceW"g directly Wplled or to D•0 04 bredng- NOTES (7) +"S 1} this iuuss has bear checiled for unbalaraedmad~g coedtans. a REACTIONS fbistzo 21 This thus has been designed for Me evind ImdsgNavaied by t1Dvnph wkdt at 251k (.1 2 = 202310319 6 e 20?3t,7~-0 allavslroundleveLus4g19.4ps4tOpchrrddead h>m0and5.0Vdbollonschard %*6 •1 Mae Hurt laid, in the go-lute end roolzones w an cetxlpwwy cgAgory $ conditlort I sncloced (n 2 = 2lTQQadeae03} WitdtttgvMvexPPmeCR5CE7-QSswBC)CA/ANSMYSN*"vOriWrcgcnnGla+rars t ro =a roar 1}ir>ift exist, they are espnsttdl0whtd- th pwc7las t±xisl, Prayers oxposed 19 wind, The Itm+ipfr 2 183pnedcoe9 4) 0 y -3930eedcowr :.1 D©L hwezsw Is 1.33. awr ilia llampip Increas0 Is 1.13 Job T TrussT4ms --fgtu py --'1~ 047412 Al 'ATfiG 3 - 1 9 rasa Engter~g Gorperttlon, hdisnOnchatd.31J►01931 _ _ --i SA09atkp43002Weklmduatrtes.irte.7Aont1mr1605:27:632042Pa9s1 -1-Q-14 5.1.4 13-5-12 16.6.0 19." 23.442 2710_42_ ~ 33-" - - t 1' 1-Qil 3-1.4 4.6.0 3-10-8 3-04 3.04 340-8 4-" 5-1-4 1-0-0 49 11 Scale=1:37. 6 3X5 - rr a.alix s~ / t 3x7 ii 15x4 \ f- xn 1 4 \ t a 14 rf/ j 7x8 cra / ' ; w1/ 2 r ~ i9 ~i4 - 5x6 = 13 14 13 12 6x0 7xb - 6X4 - RX5 = 7xt - M442 - ; 27-10-12 33-0-0 51-4 4.6-0 13" 4-0-0 5.1-4 O Plate OMaeis{%YS FZ G 2-43,D_2 at (3 1-0 0~ ll [A O-014A-0.131 [6:Od-15 9 _2 (r] :Ob S~,D-013]~ is:0 4 110i4- i3 0-2 8 t2 $410W 3$!~3] - - - LOAOINOiPSfI SPACIH6 2.0.0 l C51 DEFL in cot) Weft PLATES GRP = TCLL 3" Plalet k create 1.15 I TC 0.70 ! Yad(LL) -0.8912--15 >872 ! mm 9flP1144 O COL 97.0 9 Lumberhr cease 115 BC 0.55 1 Yerl{S) -097 12-15 am CLL Rep S4wss kw YES WB 0191 Hor4M) 6A5 10 nfa SCDL 190 Code 8C2000 iMrtrix} LsILCLL1A1nVdeQ=2i0 Vidglit205lb :V LUMBER 5) Gllog dead load {5.9 psQon mer~bar{s}.48, T4R i•Ig7-R6 -Z 7OP CHMO 2 X i SPF2256F I.OE 'BlleW TOP CHORD 610oCom cbP d 5rs load(40.0 u ps1)andaddNam16o1tomchardakedload(BA 7 42X65PF'i660F•1.6E,T123C6&Px1690E1.5E 12 = 42 zJ =.7662 3.4 = X342 pt1)s11PNadontyoroom.tz•13 BOTCHORD 2XIWF22W1.9E 4-0 _ .2309 54 - 547 4-7 557 7)WARNaiQ24loWdbearingstual}oialis)2.109FiobtthaakWb=Wy WEBS 2 X4 SPF Shrd 7-0 a 2308 !a - •3222 9-10 - .3662 sire. BRxrDM 1041: BUT CHORD 42 a) Prot]ds mechanical sonneWan itiv atbersl ectrusslo hearing ptaEr capable o wihstalldblg 411 {6upT0t at {aiat land a1 / Ib yplHtat)oiM f0. TOP CHORD 245 m 2670 14-13 - 2387 1344 = 2387 9)PJIPfalas20Gauge! Ue+tessPloled s5 5be~ w 4.0.7 cm padks. 12-13 - 2387 10.12 - 2870 --i BOTCHORB WEBB -r SiAcelaay dteetly applied or maoec bracing. 5-18 - 3144 7--10 = -3144 445 = 1330 Smetana CASE(S) 2 Rows at 113 a 7 8-12 TAO.. V w a -722 9.13 a -722 1 8.16 254 REACIMM {lbtcis4 MOTES (9) 96 224310.1$ afrrpa . 0" tp tlnbalumadroa llim bafthm been eanerdered j%wWa Aetigm ! "m 2)WbW:AWZ7.89parIWZQWMNlptgl TCO =,~■BCOtFa.Dpsfi u 2 accrymngr eattgorye) exiased.WWRS Babie and zone, 4mrlbllever 345(lasdease4} bltantlitgldexposed,endv Kcal aRawdright @Wosa,&LUnaberDQL-1.33 Lux Upili't - Plategnpt)OL==1.33. . 2 {tiilpatfease 4) 3)TNstruss hasbarndsekmdform I"pstbafteehetdIntoad 10 _ 411100ad case 6) noneoncuna dwith arty alter live toads perTablo 16071 of 19G01. 4) JAS requas4ad, ptrhs bays rrotbesn designed 4o pro~tde rorplaaarerN FORCES (lb)-FtlatLoedCme0wy talerdncasorroghl~oilugafldaeectmrrcopdNlab Otis therespmsbftof _ therabrieatortofnaeesrpCatoS}tesloau0rntiorlfiasskcia . uz/mau rxl li,zu mi aaama won ana bmara unese guutruus 048 a ~~rvc N a-•t0 49-4r t ^A ar g' .1 S t5 W ~ - S w t U N~~ U li~N N N ~49C I 34-10 IX # i . r _.......M.......~...___.. m its ~ bI ~ g T b p.. ~ s fig a w4a Ri IN 1e? At N ~ Y E! I V .ate ~ 8~ ,at r. z ~n ym -i ~ i r I fig I p~~~4 ~©n U N U N~Bi M~ 4w~~r i fit I SiG it I. +t g 3r I , ! 5a-100. i 4- O l ' $ ~ccc~/~~ i y~ p b r 1 ,ay w e fi I N to $ ffi N III N +t obi 644 i Kt w yr. ^gbw ~ ~ w , + 6ii.a I _ ~ I p •q,;! W N 9tg 4 0 W b `!j I ta4 .a y~ 16 10 ~.°c ~ 8 ~ L 7G7SC~~ C6 0 29 o 1 p o u 4; v 8 103894 S02SG - I ROOF TRUSS 11 1 O banal) _ c. - T Truss-Engineering Corporation, Indian Orchard, MA 01151 4.201 9R1 s Nov 16 2000 Mi fait Industries, Inc. Mon Aug 12 11:43:06 2002 Page 1 15-542 1-0 5.4-5 10-5-12 12-3.4,14-0-0 17-3-4, 22-6-3 26-0-0 2 -0-0 f- 1 -~-~~y 1 1 - Scale 1:59.0 le 1-0-0 5-4-5 5-1-7 1-9-81-8-14St1011 1-" 5-2-15 5-5-13 1-0-0 n "'PA-12 s T IW 34/." ii;ice \1^~ 3x5 fft i q a 0.00 3x5 71 3XA 11 1 2 / / 15 43 44 14 701 ~4 ql~ 6x6 6 17 16 12.00 13 12 6x6 6x6 6x6 5.4-5 10-7-8 ?2-11 15-7-8 17-1-9 22-6-3 1 28-0-0 o 5-4-5 5-3-3 1-6-0 3-0-0 1-6-0 5-4-11 5-5-13 _ - - - m Plate Offsets {X,Y): [20-0-1,0-1-137, [6':0-2-0,OdSh [10:0-0-1,0-1-131, [13:0,2-13;0-1-121, [14:0-0,ti,0-~8j,LlGa4.4,0-2.81, ["16:0-2-13,0-7-127 c` LOADING (psf) SPACING - 2-0-0 C31 OEFL in (IOC) Udes PLATES GRIP h. _I TCLL 30.0 Plates increase 1.15 TC 0.63 Vert(LL) -0.12 1446 >999 MIL20 1971144 TCDL 7.o Lumber Increase 1.15 I BC 0.54 Vert(TL) -0.18 1446 >999 BCLL 0.0 Rep Stress incr YES WB 0.79 Horz(TL) 0.11 10 nfa ; tp BCDL 10.0 I Code BOCAfANS195 (Matrix) let LC LL Min Vdefl = 240 _ j Weight: 218 lb LUMBER' FORCES (lb) - First Load Case Only 5) Gable studs spaced at 2-0-0 cc. I m TOP CHORD 2 X 4 SPF No.2 TOP CHORD 6)' This truss has been designed'' for a lire load of 20.Opsf on the bottom chord in all BOT CHORD 2 X 4 SPF No.2 1-2 = 28 2-3 = -1985 34 = -1572 4.6 = 4663 areas with a clearance greater than 3.6-0 between the bottom chord and any other WEBS 2 X 4 SPF Stud `Except' 6-0 _ -1656 6-7 = -1522 7-0 = 4653 8A = -1567 members. W3 2 X 4 SPF No.2, W6 2 X 4 SPF No.2, W7 2 X 4 SPF Ne.2 9-10 = 4985 16-11 = 28 7) Provide mechanical connection (by others) of truss to bearing plate capable of W10 2 X 4 SPF N9.2 BOT CHORD withstanding 362 lbuplift at joint 2 and 362 lb uplift at joint 10. OTHERS 2 X 4 SPF Stud 2-17 = 1618 16-17 = 1619 1&16 = 1600 1643 = 1164 8) This truss has been designed with ANSMI 1-1995 criteria. WEDGE 4344 1164 14-44 = 1154 13-14 = 1641 12-13 = 1616 9) All Plates 20 Gauge Unless Noted Left; 2 X 4 SPF Stud, 10-12 = 1515 Right: 2 X 4 SPF Stud WEBS LOAD CASE(S) 3.17 = 114 3-16 = 374 4-16 = -748 4-15 = 359- Standard BRACING 545 = 61 6-15 = 734 6-14 = 707 7-14 100 TOP CHORD 8-14 = 413 8-13 = -617 9-13 = 3" 942 = 116 Sheathed or 3-10-14 cc purllns. NOTES (9) BOT CHORD 1) This truss has been checked for unbalanced loading conditions. h I Rigid ceiling directly applied or 10-0-0 cc bracing, Except: 8-10-0 cc bracing: 2-17 2) This truss has been designed for the wind loads generated by 90 mph winds at 25 ft 9-1-1 cc bracing: 16-17, above ground level, using 5.0 psf top chord dead load and 5:0 psf bottom chord dead load, in the gable end roof zone on an occupancy category 11, condition 1 enclosed REACTIONS fib/size) building, with exposure C ASCE 7~98 per BOCAlAN5195 IF end verticals or cantilevers II exist, they are exposed to wind. If porches exist, they are not exposed to wind. The ! 'U 2 = 1412103.8 10 = 14111033 lumber DOL increase is 1.33, and the plate grip increase is 1.33 0 Max Hon 0, 2 case 2) 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to ~W. = 303(load to p wind (normal to the face), see MTek "Standard Gable End Detail" Max U lilt -M(load case 4) 10 = 362(load case 5) 4) All plates are 1.5x4 M1120 unless otherwise indicated. o 103894 S02SG I~ROOFTRUSS 11 A,' -A(oPtlonal) - - o Truss-Engineering Corporation, Indian Orchard, MA 01151 4.201 SRI s Nov l( 2000 MTek Industries, hic. Mon Aug 72 11:43:06 2002 Pagel 15-5-12 i (A 1-0 5-4-5 10-5-12 12-34,14-0-0 17-3-4 22-6-3 28-0-0 2 -0-p f- Scale 1:59.0 1-0-0 5-4-5 5-1-7 1-3-8 1-8-i43tQ I, 1-9-8 5-2-15 5-5-13 1-0-0 G 4xPA-12 m T 3x5 i ii;ice ' ~l\\ 3x5 d e co 4 A ' 0.00 3x5 i 4 j i 3x5 ° ~y 9 M ax D I 2i ii _ ID / 43 44 nq 75 ; 0.41 1_ v 5x8 - \ 5x8 _ 6x6 i 17 16 12.00f 13 12 6x6 6x6 i 6x6 5 4 5 10-7-8 ?2-11 15-7-8 17-1-1 22-6-3 , 28-0-0 n 5-4-5 53.3 1-6-0 3-" 1-6-0 5-4-11 _ 5-5-13 - - m - ; >Plate Of7sets (X,Y): f20-0-1,0-1-137, [8:0 2-0,0~(1Q:0-0-1,0-1-137, f13:0 2-IS;0-1-127, [I4:OCi8,0-28].~75c0.6,4,0 2i3L f'IB:0-2-13,0-1-121 _ T i LOADING (bait) SPACING 2-0-0 CSI DEFL in floc) UdeO PLATES GRIP ti. TCLL 30.0 Plates Increase 1.15 TC 0.63 Vert(LL) -0.12 14-16 >999 MI120 1971144 TCOL 7.0 Lumber Increase 1.16 BC 0.54 Vert(TL) -0.18 14-16 >999 BCLL 0.0 I Rep Stress incr YES I WB 0.79 Horz(TL) 0.11 10 nta m BCDL_ 10': I Code BOCHfAN3196 (Matrix) Iat LC LL Min ildefl = 240 _ j Weight: 2181b LUMBER FORCES (Ib) - First Load Case Only 5) Gable studs spaced at 2-M oc. TOP CHORD 2 X 4 SPF Not TOP CHORD 6)' This truss has been designed for a live iced of 20.Opsf on the bottom chord in all BOT CHORD 2 X 4 SPF Nu.2 1-2 = 28 2-3 = -1989 34 = -1672 4.6 = -1663 areas with a clearance greater than 3.6-0 between the bottom chord and any other WEBS 2 X 4 SPF Stud 'Except* 6.6 = -1556 6-7 = -1522 7-0 _ 4663 9~9 = -16ST members. W3 2 X 4 SPF No.2, W6 2 X 4 SPF No.2, W7 2 X 4 SPF No.2 9-10 = -INS 10-11 = 28 7) Provide mechanical connection (by others) of truss to bearing plate capable of W10 2 X 4 SPF No.2 BOT CHORD withstanding 362 lbuplift at joint 2 and 362 lb uplift at joint 10. OTHERS 2 X 4 SPF Stud 2-17 = 1618 1647 = 1619 1646 = 1600 16-43 = 1164 8) This truss has been designed with ANSVM 1-1995 criteria: WEDGE 4344 = 1164 14 44 = 1154 13-14 = 1641 12-13 = 1516 91 All Plates 20 Gauge Unless Noted - Left: 2 X 4 SPF Stud, 10-12 = 1515 Right: 2 X 4 SPF Stud W 3.17 EBS - 114 3-16 = 374 4-16 = -748 4-15 = 359. LOAD CASE(S) Standard BRACING 545 = 61 6-15 = 734 6-14 = 707 7-14 100 TOP CHORD 6-14 = 413 8-13 = -81T 943 = 388 942 = 116 Sheathed or 3-10-14 cc purlins. NOTES (9) SOT CHORD 1) This truss has been checked for unbalanced loading conditions. Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 2) This truss has been designed for the wind loads generated by 90 mph winds at 25 ft 840-8 cc bracing: 2-17 above ground level, using 5.0 pail top chord dead load and 5.0 psf bottom chord dead 94-1 cc bracing: 16-17. load, in the gable end roof zone on an occupancy category ll, condition I enclosed REACTIONS (Ibfsize) building, with exposure C ASCE R98 per BOCAIANSI95 If end verticals or cantilevers 2 = 1412(03-0 10 = -1411103-8 exist, they are exposed to wind. If porches exist, they are not exposed to wind. The - -Max Horz lumber DOL increase is 1.33, and the plate grip increase is 1.35 es 2 = 303(load case 2) 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to Max Uplift wind (normal to the face), see MTek "Standard Gable End Detail" ` I.2 = .362(krad case 4) i0 = -=(load case 5) 4) All plates are 1.5x4 MIIW unless otherwise indicated. OR r -J • 103894 1302 ROOF TRUSS I9 ,y l i r ptional) Truss Engineering Corporation. Indian Orchard, MA 01151 4.201 SRI s Nov 16 2000 MRek Industries, Inc. Mon Aug f2 It A3:04-2(FO ~ age 1 I 15-5-12 I e I N -1-0 511-5 10-5-12 12-3414-0 -0) 17-3-428-0-0 -0 m 1 Scales 1:56.51 = iI 1-0-0 511-5 5-1-7 1-9-8 1-8-1 II 1-9-8 5-2-15 5-5-13 1-0-0 i m 4 1-5-12 j 1.5x4 II 7 f{?~; 1.5x4 II j i 3x6 ! 5 3X6 _ j i 4 8.00 12 ,1 1J~ 1rl i " 4 3X5 \%Y4 r) St I I Wa 11 3x6 it I I /1 7 ``TI~-. 9 j `-~~--Y✓2 ,i ~i rr '`i` Wi1;_ .M-1 f ~ ~ l\ 1 It lf,, I ( 2 i 10 1 91--__--- _ _ - -~4 I5 18 19 14 ♦ ~_..;``t 91fq q I~ 5x8 /o -R' 6x6 17 V 16 12.00 !-1 2 13 12 6x6 1.6x4 II 6xE 1.6x4 II 6x6 j I j I 5-4-5 10-7-8 12-1 $ 15-7-8 17-1-$ 22-6-3 I 28-0-0 I j 511-0 5-3-3 1-6-0 3-6-0 1-6-0 6-4-11 5-5-13 j m Plats Offsets (X_Y1: f2_O d_1_nJ-0_93), ['l0:0-0-1,0-1-131, ry3.G-2-13,0-0-121. [14:055,0-2.8h f15.0-fi4Q_2-81,-(16 0-2-18,0-1-12] - - - ~c k----:_ - _ . - - - LOADING (paf) I SPACING 2-0-0 CSI DEFL in (]cc) Wait T PLATES GRIP tr - TCLL 30.0 ' Plates Increase 1.15 I TC 0.63 Vert(LL) -0.1214-15 >999 M1120 1971144 ro TCDL r-0 Lumber Increase 1.15 I BC 0.64 Vert(TL) -0.1814-15 >S99 G( BCLL 0.o Rep Stress Incr YES WB 0.79 Horz(TL) 0.11 10 n/a BCDL 90.0 Cade BOCA/AN3196 (Matrix) 1st LC LL Min Vdefl = 240 Weight: 162 to _ LUMBER FORCES (Ib) - First Load Case Only 4) Provide mechanical connection (by others) of truss to bearing plate capable of TOP CHORD 2 X 4 SPF No2 TOP CHORD withstanding 362 lb uplift at joint 2 and 352 lb uplift at joint 10. BOT CHORD 2 X 4 SPF No.2 1-2 = 28 23 - -9989 34 -1572 45 = -1663 5) This truss has been designed with ANSVTPf 1-1995 criteria. WEBS 2 X 4 3PF Stud 'Except' 55 = 46W 6-7 a -1523 7-8 - -1653 6.9 = 4567 6) All Plates 20 Gauge Unless Noted 'aa i W3 2 X 4 SPF No.2, W6 2 X 4 3PF No.2, W7 2 X 4 SPF No.2 940 = 4986 10-11 20 ( y W9 2 X 4 SPF No.2, W10 2 X 4 SPF No.2 BOT CHORD LOAD CASE(S) WEDGE 2-17 = 1618 16-17 = 1619 1616 = 1699 16-18 = 1164 Standard j Left: 2 X 4 SPF Stud, 18-19 = 1154 14-19 = 1154 i344 = 1642 12-13 = 1616 _ i Right: 2 X 4 SPF Stud 10-12ESS - 1615 BRACING 3-17 = 114 346 = -374 d-16 = -748 4-15 - 359 j TOP CHORD 546 = 61 6-15 = 73d 6-14 - 708 7-14 = 98 Sheathed or 34044 cc put line. $44 = 415 843 = 318 943 = -389 942 = '(17 SOT CHORD NOTES (8) I Rigid ceiling directly applied or 10-" cc bracing, Except: 8-10.8 cc bracing: 2-17 1) This truss has been checked for unbalanced loading conditions. 944 cc bracing: 16-97. 2) This I. has been designed for the wind loads generated by 90 mph winds at 25 ft j l above ground level. using 5.0 psf top chord dead load and 5.0 list bottom chord dead REACTIONS Ob/size) -load, In the gable end rvof zone on an occupancy category 11, condition I enclosed 2 = I412r033 10 = t4t1f032 building, with exposui a C ASCE 748 per BOCA(ANSI95 if end verticals or cantilevers Max Holz exist, they are exposed to wind. if porches exist, they are riot exposed to wind. The 12 - -303(ioad case 2) Iurnber DOL. increase is 1.33, and the plate grip Increase is 1.59 I Max Uplift 3) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all I m 12 = 362(toad case 4) 10 362(Ioa1 case 5) areas with a clearance greater than 3-04 between the bottom chord and any other - members. ( a ` f " ,vvv I,. vu.r vu fMV ~ r ' !03894 1302 ROOF TRUSS I9 , I1 ---1-- - Truss Engineering Corporation, Indian Orchard, MA 01151 4.201 8111 s Nov 16 2000 MITek Industries, Inc.. Mon Aug, 12 11:43:0402002 Page I 1 15-5-12 ~ ut -1-0 5-4-5 10-5-12 12-3-4 14-0-0 17-34; 22-6-3 28-0-0 -0,0 rn 1 +--'1 Scale=1:56.61 Q. 1-A-0 5.4-5 5-1-7 1-9-8 1-8-IL ii 19-8 5-2-15 5-5-13 1-0-0 m 1-5-12 93 I i 1.6x4 II 6 ~ •lsx4ll i 3s6 ! 5 -'l 7 3x6 ix T a I II x I 3x5 i ' / I t`j,4 ! 1 I~t f I\-` "\,,T1 3x5 ' 9 X W1 1), ti. 2 18 19 14 10 15 9 - .5x3:. 5x8.----`~~ h -4 6x6 17 16 12.001112 13 12 6x6 1.6x4 11 616 1.5x4 11 ' 6x6 i i I 5-4-5 10-7-8 12-1 $ 15-7-8 17-1-$ 22-6-3 1 28-0-0 5-4-5 5-3-3 1-6-0 3-6-0 1-6-0 5-0-11 5-5-13 I m~ Piste OAsets (X,Y): (2 R-C_1,t1-,-13], (10:04-1,0-1-131, (13.t)-2-13,0.1421,114:0-6-6,0-2-81, 16.0- r•4 0_2-81, [10:0-2-13 0-1-121 - - LOADING (psfl SPACING 2-0-0 C31 DEFL in floc) Iideft I- PLATES -u GRIP - O TOLL 30.0 f Plates Increase 1.16 I TC 0.63 Vert(LL) -0.12 14-15 >999 M1120 1971144 N TCDL 7.0 Lumber Increase 1.15 BC 0.54 Vert(TL) -0.18 14-15 >999 BCLL 0.0 i Rep Stress Incr YES WB 0.79 Horz(TL) 0.11 10 n/a BCDL 10.0 1 Code BOCAfANS% (Matrix) 1st LC LL Min Vdeti = 240 ' Weight: 162 lb I LUMBER FORCES (lb). - First Load Case Only 41 Provide mechanical connection (by others) of truss to bearing plate capable of TOP CHORD 2 X 4 SPF No.2 TOP CHORD withstanding 362 lb uplift at joint 2 and 362 lb uplift at joint 10. ( --r BOT CHORD 2 X 4 SPF No.2 1-2 = 28 23 _ -1989 34 = -,572 4.6 = -1663 5) This truss has been designed with ANSIfTP11-19% criteria. WEBS 2 X 4 SPF Stud 'Except' 66 = 4566 6-7 -1523 7.8 = -1653 83 = 4567 6) All Plates 20 Gauge Unless Noted 'e W3 2 X 4 SPF No.2, W6 2 X 4 SPF No.2, W7 2 X 4 SPF No.2 9-10 = 4906 10-11 = 26 a W9 2 X 4 SPF No.2, WIG 2 X 4 SPF N9.2 BOT CHORD LOAD CASE(S) I WEDGE 2-17 = 1618 16-17 = 1619 1616 = 1699 16-13 = 1164 Standard Left: 2 X 4 SPF Stud, 18-19 = 1154 14-19 = 1154 13-14 = 1642 12-13 = 1616 _ i Right: 2 X. 4 SPF Stud 10-12 = 1515 4 WEBS BRACING 3-17 114 3-16 = -174 4-16 = -748 4-15 = 350 i TOP CHORD 5.15 = 61 6-15 = 734 6-14 _ 708 7-114 = 98 Sheathed or 3-1044 cc pur8ns. 844 = 415 843 = 318 943 = -389 9-12 = 117 BOT CHORD NOTES (8) I Rigid ceiling directly applied or 10-0-0oc bracinq, Except: 8-10.8 oc bracing: 247 1) This truss has been checked for unbalanced loading conditions. 9-1-0 cc bracing: 16 ,7. 2) This truss has been designed for' he wind ionds generated by 90 mph winds at 25 ft f above ground level, using 5.0 psf top chard dead load and 5.0 psf bottom chord dead I I REACTIONS Ob/size) load, In the gable and roof zone on an occupancy category II, condition I enclosed 2 = 141210-3-8 10 = 141110.33 building, with exposure C ASCE 738 per BOCAfANS195 if end verticals or cantilevers Max Horz exist, they are exposed to wind. If parches exist, they are not exposed to wind. The 12 303(ioad case 2) lumber DOL. increase is 1.33, and the plate grip increase is 1.33 ( Max Uplift 3) This truss has been designed for a live load of 20.0psf on the bottom chord in all i 0 40 i 2 = 362110ad case 4) 10 362(load case 5) areas with a clearance greater than 3B4 between the bottom chord and any other i P membr;rs. a, I~--- - 03894 W1 ROOF TRUSS 7 t JI Truss Engineering Corporation, Orchard, MA 01151 - -~-I (optionaq 4.201 SRI s Nov 16 2000 Mrrek Industries, Inc. Mon Aug 12 11:43:03'2002 Paget O 3 17-3.4 C I N 1-0 2-5.4 8-1-12 14-M i!!~l 1~12 22-6-328-0-0 -0~ M Scale=1`.64.7 i° 1-0-0 2-5-4 5-8-8 5-10-4 1-122-3-8 5-2-15 5-5-13 1-0-0 UZI 6 1.5714 t l 5 v g(:.\ 3x5 !it 7 1.5x4 It 8.00 12 4 W4/ \ A 3x5 O .Z7 ITI i 4x4 a L2 14 16 17 13 / - o q '4 5x8 - 4x9 - 6x9 4x,9 % 17 17 6x6 11 6.0012 5x8- 1.5x411 2-" 8-1--12 I 15-1-8 17-1-8 22-0-3 28-0-0 2-" 5-10-4 6-11-12 2-0-0 5-4-11 5-5-13 fit Plate Onsets lX,Y$ [2:0-0-6,0-2-01. (3:0-0-13,0-1-121, [9_:00_1,0-1-131, [12:0.6-0,0-231, [13:0-65,0-3-0), [15:044 -3-2 1 - - P^ LOADING (psf) SPACING 2-0-0 C81 DEFL in floc) pdefl PLATES GRIP TCLL 30.0 Plates Increase 1.15 I TC 0.97 Vert(LL) -0.23 13-14 >999 M1120 1971144 TCDL 7.0 Lumber Increase 1.15 I BC 0.94 Vert(TL) -0.36114-116 >921 BCLL 0.0 Rep Stress Incr YES WB 0.97 Horz(TL) 0.21 9 nla 3 BCOL 10.0 Code BOCATANSI% (Matrix) 1st LC LL Min I/deft = 240 Weight: 145 lb LUMBER TOP CHORD 5) Provide mechanical connection (by others) oftruss to bearing plate capable of js TOP CHORD 2 X 4 SPF No.2 23 =-0443 34 = -2219 45 = -2272 55 = -1367 withstanding 362 lb, uplift at joint 2 and 362 lb uplift at joint 9. Oc BOT CHORD 2 X 4 SPF No.2 `Except' 6-7 = 4609 7-0 = 4610 03 = -2050 9-10 = 20 6) This truss has been designed With ANSWM I-1995 criteria. B1 2 X 6 SPF 1660E 1.5E, 52 2 X 4 SPF 16OF 1.5E BOT CHORD 7) All Plates 20 Gauge Unless Noted p WEBS 2 X 4 SPF Stud 'Except' 2-15 = 3746 14-15 = 3166 1446 = 1163 1647 = 1163 3 W4 2 X 4 SPF N02, W5 2 X 4 SPF No.2, W6 2 X 4 SPF No.2 13-17 = 1163 12-13 = 1417 1142 = 7667 9-11 = 1667 LOAD CASE(3) W7 2 X 4 SPF No,2, W8 2 X 4 SPF No.2 WEBS Standard WEDGE 3-15 = 1643 3-14 = -1396 4-14 = -475 544 = 1109 Right: 2 X 4 SPF Stud 6-13 = 602 6-13 = 224 7-13 = 24 7-12 = .373 8-12 = .398 8-11 = 133 BRACING TOP CHORD NOTES (7) Sheathed or 255 oc purlins. 1) This truss has been checked for unbalanced loading conditions. SOT CHORD 2) This truss has been designed for the wild loads generated by 90 mph winds at 25 ft Rigid telling directly applied or 7-13 oc bracing. above ground level, using 5.0 psf top chord dead load and 5.0 par bottom chord dead load, in the gable end roof zone on an occupancy category 11, condition I enclosed REACTIONS (Iblsize) building, with exposure C ASCE 7.88 per BOCAfANS195 If end verticals or cantilevers 2 = 1462103-8 9 = 144810-" exist, they are exposed to wind. If porches exist, they are not exposed to wend. The Max Harz lumber DOL increase is 1.33, and the plate grip increase is 1.33 2 = 303(load case 3) 3) - This truss has been designed for a live load of 20.0psf on the bottom chord in all Max Uplift areas with a clearance greater than 35-0 between the bottom chord and any other -t 2 = 362(load case 4) 9 362(load case 5) members. m 4) Bearing at Jaint(s) 2 considers parallel to grain value using ANSIrrPI 1-19% angle to iD FORCES (lb) - First Load Case Only grain formula. Building designer should verify capacity of bearing surface- O TOP CHORD ~ - - - q 1-2 31 03894 Sot ROOF TRU33 I7 „ t Truss Engineering Corporation. Indian Orchard, MA 01151 4.201 SRI S Nay 16 2000 MR'ek Industries, Inc. Mon Aug 12 11:43:03 2002 Page 1 e' :71 17-3-4 I N N IT 1_--02-54 8-1-12 14-0-0 1 1112 22-6-3 28-0-0 0 --4 - T - - Scales 1`.64.7 1-0-0 2-5-4 5-8-8 5-10.4 pp~~qq 1-12 2-3-8 5-2-15 5-5-13 1-0-0 3 Fx9 m 6 1.6x4 II W I i iJ6 3x5 C- 1.5x4 II 8.00 12 \ \ 4 j rte' W4, l Q Tt 3x5 I 4x4 x ✓ r 14 16 17 13 6 15 / 6x8 - 49 - 6x9 = \1 4x9 12 11 6x5 6.00 112 6x8 = 1.5x4 11 2-3-8 8-1-12 ! 15-1-8 17-1-8 22-6-3 28-0-0 2-3-8 5-10.4 6-11-12 2-0-0 5-4-11 5-5-13 m o Plate ORsets (X,YI: [2:045,0-2-01. [3:0-0-13,0-1-121 [9:"4 00-1-131 [12:0.6,00-2-8],113:0-6-6,0-3-01,[16:04-4,0-3-21 - _ N LOADING (psf) SPACING 2-0.0 CSI DEFL in floc) gdeg PLATES GRIP C TCLL 30.0 Plates Increase 1.15 I TC 0.97 Vert(LL) -0.23 1344 >999 I MII20 1971144 TCDL T.0 Lumber increase 1.16 BC 0.94 Veft(TL) -0.3614-16 >921 I - BCLL 0.0 Rep Stress lncr YES WB 0.97 Horz(TL) 0.21 9 Iva -i BCDL 10.0 Code 80CAfAN3196 (Matrix) lut 1st LC LC LL Min I/deFl =240 I Weight: 145 lb LUMBER TOP CHORD 5) Provide mechanical connection (by others) of truss to bearing plate capable of TOP CHORD 2 X 4 SPF No.2 23 = 4443 34 = -2219 46 = -2272 6G = -1367 withstanding 362 lb uplift at joint 2 and 352 lb uplift at Joint 9. BOT CHORD 2 X 4 SPF No.2 'Except' 6-7 = 4689 7-0 = -1610 8-9 = -2060 940 = 28 6) This truss has been designed with ANSIITPI 1-1995 criteria. B1 2 X 6 SPF 166OF 1.5E, B2 2 X 4 SPF 165OF 1.6E BOT CHORD 7) All Plates 20 Gauge Unless Noted p WEBS 2 X 4 SPF Stud 'Except' 246 - 3746 1446 = 3165 14-16 = 1163 16-17 = 1163 3 W4 2 X 4 SPF No.2, WS 2 X 4 SPF No.2, W6 2 X 4 SPF No.2 13-17 = 1163 12-13 = 1417 11-12 1667 9-11 = 1667 LOAD CASE(S) W7 2 X 4 SPF No2, W8 2 X 4 SPF No.2 WEBS - Standard WEDGE 3-16 = 1643 3-14 = -1396 4-14 = 476 6-14 = 1109 Right: 2 X 4 SPF Stud 6-13 = 602 6.13 = 224 7.13 = 24 T42 = 373. 842 = -398 8.11 = 133 BRACING . STOP CHORD NOTES (7) Sheathed or 25.6 oc purlins. 1) This truss has been checked for unbalanced loading conditions. BOT CHORD 2) This trnas has been designed for the wind loads generated by 90 mph winds at 25 it Rigid ceiling directly applied or 7.13 oc bracing. above ground level, using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load, in the gable end roof zone on an occupancy category 11, condition I enclosed REACTIONS (Ib/size) building, with exposure C ASCE 7-98 per BOCAIANSM6 If end verticals or cantilevers 2 = 1462/03.8 9 = 1446/03-0 exist., they are exposed to wind. If parches exist, they are not exposed to wind. The Max Horz lumber DOL Increase Is 1.33, and the plate grip increase is 1.33 2 3WPoad case 3) 3) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all Max Uplift areas with a clearance greater than 3-6-0 between the bottom chord and any other Z 2 362(load ease 4) 9 = 362(load case 6) members. Flu 4) Beating at joint(r) 2 considers parallel to grain value using ANSIrM 1-19% angle to W FORCES (lb) - First Load Case Only grain formula. Building designer should verify capacity of bearing surface- 4 TOP CHORD 1-2 = 31 03894 IA01A ROOF TRUSS 115 1 Truss Engineering Corporation. Indian Orchard, MA 01151 4.201 SRI a Nov 16 2000 MiTek Industries, Inc. Mon Aug 12 11;43:012002 Page 1 9 - -0-0 6-6-0 10-11-10 16-5.4 22-0-0 24-0-0 1-0-0 5-6-0 5-5-10 5-5-10 5-6-12 2-0-0 Scale= I'648 1° 5x6 = N is 8.00 (12 4 j 2x4 4x12. w 2x4 II 3 T4' ! J \ \ 5 3x4 % w 4x12 p 2 1.5x4 it \ 1f ! "a( 5x8 O1 .I 4! T \\Z~:\ 9 7 3.7 IT w ! 19 12-042 f--$1- \ 9 q 6x8 - \ .i W 13 12 11 3x6 11 8x12 M1120H= 5x6= 3x12 MI120H II I. 5-6-0 14-9-7 22-0-0 0 _ 5-6-0 9-2-7 7-3-9 m LOADING (psf) I SPACING 1-4-0 1 1031 DEFL in (loc) Wen PLATES GRIP TCLL 30.0 Plates increase 1.15 1 TC 0.86 Vert(ILL) -0.84 12-14 >3D9 I MI@0 187M44 0 TCDL 7.0 Lumber Increase 1.15 BC 0.76 Vert(TL) -1.26 12-14 >2W Mit20H 1481108 N BCLL 9.0 Rep Stress Incr YES j WS 0.84 Horz(TL) -0.86 1 n1a i BCDL 10.0 Code BOCAfANSl% (Matrix)- 1st LC LL Min Udefl = 240 Weight: 188 lb 3 - e LUMBER TOP CHORD LOAD CASE(S) TOP CHORD 2 X 6 SPF 16WF 1.5E 'Except' 12 = 522 23 = .310 3-4 = -726 4-6 = -134 Standard T2 2 X 6 SPP 240OF 2.0E 5-6 - -65 6-7 - -234 7-0 - 327 OS = 4402 BOT CHORD 2 X 10 SYP DSS 9-10 - 50 WEBS 2 X 4 SPF Stud 'Except' BOT CHORD WI 2 X 6 3PF 16WF 1.6E 13-14 = -0 12-13 = -0 11-12 = 1147 9-11 = 1147 WEBS BRACING 4-15 = 10 8-12 = -1592 841 = 1080 2-14 = -1697 TOP CHORD 6-12 = 183 345 = 578 545 = 578 Sheathed or 6-0-0 oe purlins. BOT CHORD NOTES (9) Rigid coiling directly applied or 3.8.9 oc bracing. 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 90 mph winds at 25 It REACTIONS (Ibfsize) above ground level, using 5.0 psftop chord dead load and 5.0 psf bottom chord dead 1 - = 381 1echanical 14 = 2211N3 8 load, In the gable end roof zone on an occupancy category 11, condition I enclosed 9 = 954l0-3-0 building, with exposure C ASCE 7.98 per BOCAfANS195 If end verticals or cantilevers Max Horz exist, they are exposed to wind. If porches exist, they are net exposed to wind. The 14 = 341(load case 6) lumber IDOL increase Is 1.33, and the plate grip Increase is 1.33 Max Uplift 3) All plates ere MIr20 plates unless otherwise indicated, 1 = -M(load case 1) 14 = . 229(load case 6) 4) Ceiling dead load 15.0 psf) on member(s). 23, 5.6, 3-115,15-15 9 = -280(load case 5) 5) Bottom chord live load (30.0 pst) and additional bottom chord dead load (0.0 psf) Max Grav applied only to room 1244 1 = 168(load case 5) 14 2211 (load case 1) 6) Refer to girder(s) for truss to truss connections. ai 9 = 951 (load case 1) 7) Provide mechanical connection (by others) of truss to bearing plate capable of ro " withstanding 880 lb uplift at joint 1, 229 Iti uplift at joint 14 and 280 lb uplift at joint S. I N FORCES (lb) - First Load Case Only 8) This truss has been designed with ANSInPI 1-19% criteria p 9) All Plates 20 Gauge Unless Noted V • I 03894 IAOtA ROOF TRUSS X15} 1 Truss Engineering Corporation. Indian Orchard, MA 01151 4.201 SR1 -s Nov 26 2000 MiTek Industries, Inc, Mon Aug 12 11:43:012002 Page 1 0 -g -0-05-6-0 10-11-10 16.5-4 22-M 24-0-0 N F f - -I--- - E f- 1-0-0 5-6-0 5.5-10 5-5-10 5-6-12 2-0-0 IT Scale a 1:649 5x6 = ro ro 7 4 _Z 8.00 r2 4x12 20 = u 2x4 II 3"~/ \~\\1\ 5 3z4 "1 T4, w 4212 p 2 X4 -.4 o rv ~ i ~ ~1 q L 7 3x7 ITI D W m 19 m I 9 MIS' \ 12-042 74 - \ \ 100 .y, 14 13 12 11 6x8 = 1 3X6 11 6x12 MIt20H= 5x5 = 3x12 MII20H I I 5-6-0 14-9-7 22-0-0 o 5-6-0 9-2-7 7-3-9 n LOADING (psi) I SPACING 14-0 ( CSI DEFL in (loc) Ydeg i PLATES GRIP TCLL 30.0 Plates Increase 1.16 , TC 0.86 Vert(LL) -0.84 12-14 >309 I M1120 1971144 o 7CDL 7.0 I Lumber Increase 1.15 BC 0.76 Vert(TL) -1.26 12-14 >206 MI120H 1481108 p BCLL -0.0 Rep Stress Incr YES WS 0.84 Hor (TL) -0.86 1 n1a BCDL 10.0 Co. BOCAfANSl96 - I _ (Matrix) 1st LC LL Min gden = 240 Weight: 188 it, 3 - - LUMBER TOP CHORD LOAD CASE(S) i TOP CHORD 2 X 6 SPF 1650E 1.5E 'Except' 1-2 = 522 2.3 = 310 3-0 = -726 4-6 = -034 Standard T2 2 X 6 SPF 240OF 2.GE 5-0 = -06 6-7 = -234 7.8 = 327 0-9 _ -1402 BOT CHORD 2 X 10 SYP DSS 9-10 50 WEBS 2 X 4 3PF Stud 'Except' BOT CHORD Wt 2 X 6 SPF 166OF 1.5E 13-14 = -0 12-13 = -0 11-12 = 1147 9-11 = 1141 WEBS BRACING 4-16 = 10 8-12 = -1592 8.11 = 1080 2-14 = -1597 TOP CHORD 6-12 = 183 3-15 = 578 5-16 = 678 Sheathed or 6-0-0 oc purlins. B07 CHORD 1) This toss has been checked for unbalanced loading conditions. . 2) This truss has been designed for the wind loads generated by 90 mph winds at 25 it 1 REACTIONS (Ibfsize) above ground level, using 5-0 psf top chord dead lead and 5.0 pef bottom chord dead 1 _ -080/Mechanical 14 = 221110.3.-0 load, in the gable end roof zone on an occupancy category i, condition I enclosed 9 961103-0 building, witn exposure C ASCE 7.98 per B0CA/ANSI96 Of end verticals or cantilevers Max Horz exist, they are exposed to wind. If porches exist, they are not exposed to wind. The ! 14 = •341(load case 5) lumber DOL increase Is 1-33, and the plate grip increase is 1.33 Max Uplift 3) All plates are M1120 plates unless otherwise indicated. 1 = -90NIoad case 1) 14 -229(load case 6) 4) Ceiling dead load (5.0 pat) on member(s). 23, 6-6,3-16, 5-15 9 = -280(load case 5) 5) Bottom chord live load (30.0 pall and additional bottom chord dead load (6.0 psf) Max Grav applied only to mom 12-14 1 = 168(load case 5) 14 = 2211(load case 1) 6) Refer to girder(s) for truss to truss connections- 0 9 = 951(load case 1) 7) Provide mechanical connection (by others) of truss to bearing plate capable of m ro withstanding 8801b uplift at joint 1, 229 Iti uplift at joint 14 and 280 Ih uplift at joint 9. N FORCES (lb) - First Load Case Only 8) This truss has been designed with ANSI P11-19% criteria I ' - 9) All Plates 20 Gauge Unless Noted 1 •3894 ' A01 ROOF TRUSS 3 1 ! 1 Truss Engineering Corporation. Indian Orchard, MA 01161 4.201 SRI s Nov 16 2000 MTek Industries, Inc. Mon Aug 12 11 A2:59 2002 Page t 21-11-10 27-54 33-0-0 5-0-0, ? - -Q 12 11-0-6 16-6-0 I 1-Q-Q 54-12 54-10 5-5-10 5-5-10 5-5-10 5-6-12 2-" I IT Scale = 1:68AI 4x9 - a I 7 8.00 112 ! 3x5 = 4x9 r w ! 2x4 I! 6 8 4x6 O bxn 402 ao ! 6 1Sx4 II 4 5x8 ! ! c 3x6 , 3x5 I Z c .1 3 i , I O ! 11 R1 D \ W I W2 Nil 1 42 2 4 6x9 19 IS 17 16 15 1d 5YS 3x6 II 8x9 = Sx9 5x5 3x6 !I ! 7x8 = I ! 5-0-12 ! 11-1-12 16 6-0 I 25-7-14 ! 33-0-0 p 5-6-12 5-7-0 5-4-4 6-1-14 7-4-2 W Plate Offsets (X,Y]: (18:0-0-0,0~-10] _ ! LOADING (psfl SPACING 2." CSI DEFL in Clot) yden - PLATES GRIP 10 TCLL 30.0 Plates Increase 1-16 ! TC 0.83 Vert(LL) -0.40 1548 >663 MIt20 1971144 TCDL T.0 Lumber Increase 1.15 ! SC 0.63 Vert(TL) -0.58 15-18 >461 -4 BOLL 0.0 ' Rep 9tresa Incr YES WB 0.64 Horz(TLl 0.03 12 nfa BCDL 10.0 Code BOCAfAN--M (Matrix). 1st LC LL Min Ilden_240 Weight: 266 lb _ I .J . LUMBER Max Grav 3) ' This truss ties been designed for a live load of 20.0rsf on the bottom chord in all I TOP CHORD 2 X 6 SPF 1650E 1.5E *Except' 2 = 1439(load case 1) 18 = 1426(load case T) areas with a ciearancp greater than 3,6-0 between the bottom chord and any other T3 2 X 6 SPF 240OF 2.OE 12 = 2W1 (load case 1) members. C) BOT CHORD 2 X 10 SYF DSS 4) Ceiling dead load (6.0 psi) on member(s). 6.6, 6S, 6,20, 8-20 WEBS 2 X 4 SPF Stud 'Except' FORCES, (lb) - First Load Case Only 5) Bottom chord live load (40.0 Pan and additional bottom chord dead load (0.0 psf) W3 2 X 6 SPF 165OF i.SE TOP CHORD applied only to room. 1548 1-2 46 23 = -1699 3-0 = 2072 4.6 = -1904 6) Provide mechanical connection (by others) of truss to bearing plate capable of , BRACING 64 = -1681 6-7 = 102 7-0 = -8 " = -1636 withstanding 2291b uplift at joint 2, 191 It, uplift( at joint 18 and 6621b uplift at Joint 12. TOP CHORD 9-10 - -2144 10-11 = -2284 11-12 = -2946 12-13 = 87 7) This truss has been designed with ANSVIPI I-1996 criteria. Sheathed or 4-0-0 oc puriins. 807 CHORD 8) Ali Plates 20 Gauge Unless Noted BOT CHORD 2-19 = 1606 1819 1606 17-18 = 1584 16-17 = 1584 Rigid ceiling directly applied or 6-6.6 oc bracing. 15-16 = 1884 14-16 = 2.1169 12-Id = 2389 LOAD CASE(S) ' WEBS I i R w at midpt 6-8 3-19 -646 3_18 = 92 5-18 = 318 7-20 = 98 Standard 11-114 = 359 6-20 = -1761 8-20 = -1761 9-05 T68 REACTIONS (Ibfsize) 11-15 = -1-117 2 = 143910.3-0 18 = 126910-3-0 140TES (8) 12 Max M. = 200110 3-0 1) This truss has been checked for unbalanced loading conditions. M j 2 = -360{load case 2} 21 This truss has been designed for the wind loads generated by 90 mph winds at 25 It Max Uplift above ground level, using 5.0 psf top chord dead load and 6.0 psf bottom chord dead -p ! load, in the gable end roof zone on an occupancy category II, condition I enclosed N !2 = 229(load case 6) 18 = 191(load case 4) as 12 652(load ease 6) building, with exposure C ASCE 7-98 per BOCAfANSl96 If end verticals or cantilevers I Max ,_v exist, they are exposed to wind. If porches exist, they are not exposed to wind. The i 2 = 1439(load case 1) 18 = 1426(load case } !umber DOL increase is 1.33, and the plate grip increase is 1,33 - 12 = 21101 (load case 1j ~ rlmlw R OOF TRUSS 3. .._Engineering Corporation, Indian Orchard, MA 01161 4.201 _SRI s Nov 16 ~2000 Mi fek _ Mdustries, 6~c Mo_n Aug 12 11:42:59 2002 Page i I ~ I -1-0-p _ 5_5-12 --F- 11-0.6 1"-0 -I-- 21-11-10 27-6-4 1 33-0A.----f35-0-0. I N 1-0-0 5-6-12 5-5-10 5-5-10 5-5-10 5-5-10 5-6-12 2-0-0 Scale 1:68A, 4x9 - i I 7 8.00172 \ ~ 'a J 3x5= 4x9.... ' w ' cn I 2x4 116 4x6 Q I dx6 ! P -20'.-'--- 4x12 i co 1 6 i; 1.5x4 1 4. j -4 T 9 6x8 O -I 4 3x6 10 ( C~ 3x6 A r 3 W~ 11 I m 19 > 2 12 es~ B2 Z_- ~ o SYR 4 19 18 77 76 75 14 5X8 3x6 11 Sx9 = 8x9 5x5 3306 it ius 5 6-12 ' 11-1-12 16 6-0 25-7-14 33-" I 5-6-12 5-7-0 5-4-4 6-1-14 7-4-2 1 ro 1 LOADING (psfl SPACING 2-0-0 C31 DEFL in (loc) Ildefl PLATES GRIP ei TCLL 30.0 Plates Increase 1-15 I TC 0.83 Vert(LL) -0.40 15-18 >653 - j M1120 197!144 TCDL 7.0 Lumber increase 1.15 ; BC 0.63 Vert(TL) -0.5815-18 >461 i -t BCLL 0.0 Rep Stress incr YES WB 0.64 Horz(TL) 0.03 12 rda R BCDL 10.0 Code _ 80CAfAN319ru - ! (Matrix) 1st LC LL Min Well = 240 Weight: 266 lb 1----_-_ . LUMBER Max Grav 3) ' This truss ties been designed for a live load of 20.Ops(on the bottom chord in all 1 TOP CHORD 2 X 6 SPF 165OF 1.SE'Except' 2 = 1439(load case 11 13 = 1426(load case 7) areas with a clearance greater than 3-0-0 between the bottom chord and any other T32 X 6 SPF 240OF 2.OE 12 = 2001 (load case 1) members. ' o SOT CHORD 2 X 10 3'fF OSS 4) Ceiling dead load (5.0 psf) on member(s). 5-0.8.8, 6-20,8-20 WEBS 2 X 4 SPF Stud 'Except' FORCES (ib) - First Load Case Only 6) Bottom chord live load (40.0 psn and additional bottom chord dead load (0.0 psf) W3 2 X 6 SPF 165OF i.SE TOP CHORD applied only to room. 1548 l 1-2 46 2.3 = 4899 34 = 2072 4-6 - -1904 6) Provide mechanical connection (by others) of truss to bearing plate capable of BRACING -1681 6-7 = 102 7-8 = -8 " = -1636 withstanding 2291b uplift at joint 2,191 lb uplift at joint 18 and 6621b uplift at joint 12. TOP CHORD 910 -2144 10-11 = .2284 11-12 = 2946 12-13 - 87 7) This truss has been designed with AN31"I 1-1996 criteria Sheathed or 4-3-S oc purlins. SOT CHORD 8} Ali Plates 20 Gauge Unless Noted SOT CHORD 249 = 1506 18-19 1506 77-18 = 1584 16-17 = 1584 Rigid ceiling directly applied or 6-" oc bracing. 15-16 = 1584 14-16 = 21169 72-14 = 7389 LOAD CASE(S) WEBS WEBS Standard 7 Row at midpt 6-8 3-19 = -646 348 = 92 5-18 = 318 720 = 98 11-14 = 359 6-20 = -1761 8-20 = -1761 9-16 = 768 REACTIONS (Ibfslze) 11-15 = -1117 2 = 1439103-8 18 = 1269!0.3-8 NOTES (8) 12 Max Herz 200110-3-8 1) This truss has been checked for unbalanced loading conditions. 2 = -360(load case 2) 2) This truss has been designed fur the wind loads generated by 90 mph winds at 25 R ' Max Uplift above ground level, using 5.0 psf top chord dead load and 5.0 psf bottom chord dead 1 1 2 229(lood case 6) 19 = 191(load case 4) load, In the gable end roof zone on an occupancy category II, condition I enclosed ( to 12 662(load case 5) builditig, with exposure C ASCE 7-98 per BOCAlANS195 If end verticals or cantilevers 1 t° Max Grav exist, they are exposed to wind. if porches exist. they are not exposed to wind. The m 2 = 1439(load case 1) 18 = 1426(102d ease 7) lumber DOL Increase is 1.33, and the plate grip increase is 1.33 1 0 12 = 20al(load case 1) From: Truss Engineering (413) 543-1847 To: CARRERA Date: 8112!02 Time: 11:43:44 ANI Page 2 o12 PRINTEDON: 08l1ZQ2 PAGE 1 WORK ORDER # 03894 Order Date: 07/24102 et . ~"dx' Contractor Copy 504 Lyon& West t a Main Strn Streeet i[j~kl Cheshire, CT 06410 181 GOODWIN ST (203)-272-5351 PO BOX 51027 Ordered By: AL ENGINEERING INDIAN ORCHARD, MA 01151 ORPt~R►TI oN (413} 543-1298 Phone Job Name: CARRERA (413) 543-1847 Fax PINEWOOD ESTATES C7'lC71L-7T "J' ll (800) 456-0187 TOIL Free LOT 16 MAYO DR MONTVILLE, CT MANUFACTURERS OF ROOF & FLOOR TRUSSES Delivery Week of: 08112102 Salesman: Clay Maloney Cancellation Date: 08/02102 LOADING TULT130L L_BCCA s cress incr. ~DO~ Tl~+{~$$F$ INFORMATION 30.0-7.0-0.0.10.0 115 ROOF TRUSS SPACING: 24.0 IN. O.G. (TYP.) LAYOUT wcM 0711102 PROFILE QTY PITCH TYPE BASE O/A LUMBER OVRHG UNIT PLY TCF EO? TRUSS ID SPAN SPAN ?pp EOT Oi--E=T RicH? WEIGHT STOCK 00.00 01-00.00 108 16 8.00 0.00 828 1 28.00-0G 28.00-00 j2X4 2K4I yf(InI I I hAI STOCKGE ~Ot-00-00 ~01 =00.00 TTI _i 2 8.00 0.0011 828GE 28-00-00 28-00-CO 12 X 4 2 K 4 1- - i ` 145 Q_QO_SPECIAL - 1[2 ;01-00.00102-00-00 1 _.'._265...1 I A01 33-00-00.] 33-.9g.-PO X 6 2 X 101, J_._ 3....800 L.. 1. - 1 . . 1 i ( SPECIAL I i01-00.90 L02-00 00 5 8.00 0.00 A01A_ 22.00-00 22.00-CO 27,612X101 188 _1 ACCEPTED BY SELLER SPECIAL INSTRUCTIONS: i i Contractor: Lumber Yard: Date: PO It f From: Truss Engineering (413) 543-1847 To: CARRERA Date: 8112102 Time: 11:43:44 An4 Page 2 of 2 PRINTED ON: 08/12!02 PAGE 1 WORK ORDER # 83894 Order Date: 07/24/02 Lyon &-Ch 4WesttllMai Street ashire Contractor Copy 50 Cheshire, CT 06410 181 GOODWIN ST (203)-272-5351 PO BOX 51027 Ordered By: AL ENGINEERING INDIAN ORCHARD, MA 011 S1 GRPGR ►TI+ N (413) 543-1288 Phone Job Name: PINEWOOD A (413) 543-1847 Fax PINEWOOD ESTATES LOT 16 MAYO DR (800) 456-0187 Toll Free MONTVlLLE, CT VIANUFACTURERS OF ROOF & FLOOR TRUSSES Delivery Week of: 08/12102 Salesman: Clay Maloney Cancellation Date: 08102/02 LOADING TOLL TOOL BCi._BXA- S-R_ES: I11CF. ZO~~ TRUSSES INFORMATION 30.0-7.0-0.0.10.0 1115 ROOF TRUSS SPACING: 24.0 IN. O.G. (TYR.) LAYQUTWCM 07/11102 PROFILE QTY PITCH TYPE BASE O/A LUMBER OVRHG(CANTj UNIT PLY TCF ec'T TRUSS IO SPAN SPAN Too 60T -E=T RIGHT WEIGHT STOCK 01-00.00 0.1-00-00 108 _ 16 8.00 0.00 628 128-00-OG 28-00-00 2 X 42 K 4 _ S ' 145 iTlI1llJJ1, I 2 8.00 0 001 828GE E 128.00-00 28-00-00 I c X 4 2 X 4101.00-00 ~D7-00.00 SPECIAL 1 I 101 00 00 102-03-00 265 3 8:001 0.00 A01 33-00-0r, 133.00-00 2 X 612 X 1 SPECIAL I 01 00 00 02 00 00 188 is B.00 0.00 A01A 122-00-00 1 22.00-00 2 X 612 X 101 ACCEPTED BY SELLER SPECIAL INSTRUCTIONS: Contractor: Lumber Yard: Date:-- PO 4 s j O ~ G No Tray Ceilings as per I 'hone Call on 7/23 - - ro N _N Q'~~~I r' I I IVJ;~ NI 0~ -0 n /R 0 01 0. 0 0 0' 01 0! 0 0 i II U1 N U3:. 0 I 0 00 ill: U:.~ T)I~ UJ, 0' Oil 0 06 ~ I'I' ( ~ ( II ! is ;I I. iI I ~ ~ L II ~ ~ Ili ' ~'a~ ia! o w I I I~ I III - Ijl , ;l i.l Ij I: I II 00 II I ;ii ` I I I I II I I! I -4 ,I III o I i li- I; 'I I al I ! !jl I I LL ;D ! II i it , lIP _ I - - 0 1001 0.0101 of o o `m 0 0 0 Oll 4 o ;II i_ i I Wit- I I' I (Q i Q Q~ Q~ Q Q <I Q~ Q Q QI; Q,I <1 Q, I a l - I~ I NJ i II 'j~ I I ~ !i ~ I I I I I j I; I~ li 1. 1 I I I j I' I I~ III i o ;i I I I► it I II 1 i " I i 1 i II i I ~ i i I Ii I ~ I I I 1 N I I i h I: I I ~ I i i Ij i f I I N I I I I~ II I ~ ~ a (Ili I I' ' I I II li ~II ' li it I II I , I I' i LJL I-` 01 ' I' 1, ~I it a o I I II ~ I I~' I~I 'II. II !I I I I ( ~ I s~ 33-8-0 22-0-0 Truss Engineering Corp. -0. Lox 5102; JOCA DEVELOPMENT ~ nddan _-_-7bayd, °.A 01"51 LOT 16 Q207046 F3;: 141)) 547-1847 Phone: I - [13e loraeien: M: i1~fi9l~4000~t';g!%4l _ Cs~ le: L 9,3 'L`•ate: Y/- /U2-- Draws B•• 4JC2; w LID-O-U 1 `.a-8-C1 T o ~ c No Tray Ceilings as per 3 ~Jf Phone Call on 7/23 m 10 ---r r = r l rF - - - II-~1 NI'-tV'~ ~1 I 1Q N -N; al II - rl 'a 0 0' 0 0 0! 01 0 01 QI 0 U11 ! UPI U1! , ~ ~ UI N) Uj I' Ull W III rR I o w I ! I! li ;I I ( Ij i i ~ s ~ III o ~ I 1 III 1 I! I i I I I I I ;I II ~ i 1 I' ~ r- I 1I I jl 11 I I i I. I ~ I I II II ; o II I I I 1 ~i _ III I i I C ( - 1 j' X II I I 1 (f I, - 0 060 a of o, a; a a o a,l 0 0 o C)1 I- i I I. i i I - I I 4 I4 4 41 41 41 41 41 4 4 411 4~I <14 I ' ~ I I ~ !i it I I j i ~ ~ I li ~I: i t i I I ~ I I ,I I' ;III I a I I I! ~y, i l i t I I I I it I 1 10 10 I N 1i I I j I1 Il I I I i~ ' ~ i l I' d ~l ~ ! i I I I~ I i I I II I " II :I I I 1 1 II I I I ~ ~ li I l I ! I I I' II i ~ I ~ Q I yj iI ~I II ! I I~ I I U it I I L A 33-8-0 22-0-0 Truss Engineering Corp. i.-'. 181 Gopdwi.n S-.r,..e P.O.' Boz. 51027 JOCA DEVELOPMEN." Indian Orchard, IMA 01!51 LOT 1G - - v a eb: MCiDI'1'V1LJ,r:, C'1' 'n Fa:: "41") 543-1047 Phone: '•'r Lila terntlan~ N~~1C65~CMCpIp'3R?4\ _ ~ ~OCale: 1 90 Lai.e:/li 02 Drawr. B• 4TCI✓. w KCYBeamm "11`c: LVO OTDS HTATES BEAM 2 12/30/02 1 Ka IMIT, V ::ionj.ot !-203-318-.5057 7:50,1n, Member Data 1 of l Description: Member Type: eeam Lateral Bracing: Continuous Application: Floor heck Connection; !Nailed Ivluostur'e 4c~t7rlitlon: Cdr pli e !.Ladd 4p p Deriection Criteria: L./360 live, L./2 10 tot Oildiirg Code: 4VBC Dead Load; 12 plf Fknarne : KY82 C~t~L: 1l4?%1 Member Weight: 6.6 1f Non-standard Loads Type (Description) 130.011n l: Trib• Live Dead Replacement I~IrIIfa~Trn(plf) 0'y' •001° nd Width Start End Start End DAL Replacement UrtlfLrm(RI`) V' 'co" 20' 4.07" 520. 156. 620 100 /6, 256. 100% 5 10 0__ 7 CA 0- i Bearings and Reactions Worst Ca3e Lr~oatiota `t a width Total 1006°''A dead Total 1 0' .00" wall 3,50" 4005# 3109# 11549 2 5' 7.38" C3lyder 3.503" 9619# 79039 2370# tp5673# 3 12'5-38" Girder 3.5ta" 4 1 109669 $568# 3156# 11726# 0 75" Well 3.50" 44724 3395# 1266# 4683# Design spans L✓~°±aclut:y;.: 1 f4 PI,?«ELAM 9 2,aE 2 p".Y Allowable Stress Design PosiNe Moment Actual Allowable Capacity Location 748q.`tt "42u'I.'# 5211/o Loading t~'Ecja?. vfu Nici t)tnf 52 7967.'? , 16.54' Odd Spans 101% Shear 5: ~L5,## 12,45' Adjacent 2 1 QQ"A<: ! h1?X, rS''ga{;1:1GE1 '3111.# 84°% l 468, 'r.sa . ~ , 12°46' Adjacent 2 ioc,,% OeileLtjon 1()r~ 1~ it d4% 19.0 ' 014" Dead load T! GefleriiC,~ Lr 61 16.541' 35 C;dd Spans 1Q0e«,~. 13" :i7tial'_~ L/66 -j c hr :ai Crnir I, C 16.54' -Odd Spans 1 ~I t~f)1 Gr,'u,st.p41:1a'snr.rfaGit.na;!r:.Rn;Q11.,11ir' f.at.u;IF;) t1 (tsr'rratl;i.;rly C.C)tir;x;lirlli t1C!IF7iio EN'tiL." ~tllF:r ~ d pill+;' : ~.r'r Ii y , ~S,...,..: ir r~1 .;.t"•` "r".°••----..+...._..-e.w q fifl pp r-rir..r.t:! - 1 it t8: TO*d PTZG S;9b 20 3081710531W I did 2c:20 E00?--0C-0_*9G t.. iA DEVELOPMENT ' 07/02 PINE FOODS FS'l ATF5BEAM 1 0.5/07102 € 1 Cpm lc~[~earn Version 4 v; I of I Member Data Description: Member 'type: Beam Lateral Bracing. Continuous ~ppiication Moor Deck Connection Na4ed Moisture Condition: D Live Load: 40 pit Deflection Criteria L/360 live, L/240 totaiBuildincg Code: NBC; Dead Load 10 pit f=ilename : ICYBS Do 100% _ Member lei ht 8 6 if Non-standard Loaft Type Live Deead Replacement lJnaforrn(plf) Begin End Start End Start End Dt3L Re lacement Unjfo=.( if 00'' .001, 12' .00 660 168. 100% 12 ' .00" " 56Q. 2'68 100% ' 713=- Bearings and Reactions _ Location tv Width Total 1QQ~In Worst Case mR rad Total 1 0' .00" Wail 3.50" 3393# 28330 91 379714 2 5'9 38" Girdee 3.50" 11307# 8094# 3213# 1130711 3 1V13,75" Wall 3.50" 3393# 2833# 96411 3797# Design spans 5'9 38" 5 9.38 ° p, 2'. 0E ts Allowable Stress Design y Actual Allowable Capacity Location Loading Positive moment 4596.'# 1425'1 3201 Negative Moment 6537.' 1425', ° 2 31' Odd Spans 100mb Shear A475.ra 45k 5 `8' Total load 100% Max. e Reaction 63' 8 # 69% 5 2' Total lewd 100% Sh 3797.11 10413 # 36G! LL Deflection 0395" 1927" Lill 0 ~ load TL Deflection .0487" 2.6' Odd Spans Spans 140°:0 .2891" L/999+ 8.96' Even Spans 100% Contra! Shear NOTE. Consult Manufacturer's lrstailat;on Guide for v%#jti.o y ccnree`ier details and alternatives . F.+•1•.v mrf,es A,e trademark.. :f IrP'reSC"'.':-.a `d itkf< i% w~. owv. ~,J 1'-00J-Jti'J-y t'JI M1 ULL.GI UWN":4 I II f f- }-'+d'~-• PAGE 01 Y , . h~uf P~ 1 Y ~ A il d MECcheck COMPLI 2995 CABC Model Permit # MECc~Zeck Sot ti~8tr ~ 7. Re lease 2 R' Chocked by/Date Y=TTY- Mi,dleto. < tee T ,ti a S " KDD: 5945 r , idr f-ON3TRUCTION TYP 1q 2 LATE OF PLPJJSi M ~•J.qf. fin ur 2IT'I:Es lip .1 p. PAWECT INFC3RM~K ' wpj fi' fSo r Y single Fa1TilY ter; ° ~ ~ o Lot 8 Luty Dr', r ~v f r NblfttV1116 f`t COMPANY INFO 3tM~!Tr4~[t~~~1 F.O.' Box 294 r f,~ a Middlebury Ct . Y ` CfM4PLIANCE : 1!553 Required UA X36 b X y' Your' Horse R 3 4 a A s 141114 Better All Axsa or Cavity Cent. Qlazingfps+rar s, 8erimeta,r R-Value R-Value U"-Value UA CBZfINGS ~y~, rts,~ r. ry , . f i18~ 30.0 0.0 42 CFT'T,EN~S 120 30.0 0.0 4 WALLS : .load Ir r1R(t~~t,, 412 7 19.0 J . 0 125 I; E3T A22NG : Wznddair (?7e F,~, 225 0.420 95 {j" SRS r o., V 54 0.350 19 1*t OORS : O se r LYckR+o s t., C '190 g 30-0 0.0 FLOORS. Over i76LSOf tOS 3092 11.0 0.0 79 RVAC EQU PMENT 1 AFLTE COMPLICANCE S2'A~~t~; y kCaposed building design described here i.s --M - cpngiB'ton- W1C~Y t x. ~PZan~, a rPecifications, and other calculations submitted. W-i th' i,cation. The proposed building has been dsiligned to ua4e +tt , 21't8 of the 1995 CA80 Model Lziergy Cade. Date • ?.iii;. ',.r' - TCydron Ex ~ ~ -rer Job Name: MONTVILLE Customer: SOLICIER Engineer: Salesman: Address: City: State: Zip: Phone: Indoor Design Temperature-70.0 F Outdoor Design Temperature-0.0 F Altitude (Elevation): 0 - HEAT LOSS CALCULATIONS 2ND FLOOR BEDS ' 19IASTMBED-.,,--if ASTER-BA^ --BATFt-- BED3-: LAUNDRY N S, Floor-its I Room Height (8) 8.00; 8.00 8.00 $.00j 8.00; 8.00 8.00 I Room Length (ft) 10.00; 14.00: 13.00: 7.001 13.001 5.00 15.00; Room Width (ft) 18.00 16.00 10.00' 10.00`• 10.00; 6.00: 12.00; & Glass (s9 4) 16.00 24,00; 12.00; & 16.00 1600 I Door & Glass Factor 0 6500 0.6500 0.6500 0.6500; 0.6500' 0.6500; 0.65001 Exposed. Wall Length (ft) 28 00 30.00' 13.001 16.00' 18.00 6.00 42.00 Exposed Wall Factor 0.0700 0.0700 0.0700 0.0700 0.0700 0.0700 0.0700:; Cold Partition Length (ft) Cold Partition Factor Ceiling Factor 0,0500'- 0.0500' 0:0500 0.0500 0.0500; 0.0500: 0.0500; - - - Floor Factor I 0.04001 0.0400 0.0400; 0.0400; 0,0400; 0.0400; 0.0400' _ _ T _ t- - - - - E- - - - - a - - - - infiltration Factor 0.0120 0.0180 0.0120: 0.0120! 0.0120 0.0120 0.0120 Indoor Temperature (F) 70.00' 70.00: 70 00 1 70.00i 70.00' 70.00 70.00 Hest Loss (BTU/HR)~ 4,091; 5,820; 2', 9- 2,050! 3 048: - 625 4,640 23,2331 5A5EB0AK[) SELECTIONS 2ND FLOOR r me 15 in.fE).- 73 _ -_.T__. selected r Fine/Line 30 (lin.ft.) 7.5 : 10.0. 5.5 . 3.5 5.5' -1.5 - 8.0i 41.5 selected ; Multi/Pak 80 (iin.ft.) 6.0 . 8.0. 4.5: 3.0 4.5 1.0' 6.5 33.5 selected -2- Copyright(C) 2000 Slant/Fin Corporation 100 Forest Drive Greenvale, NY 11548 (516) 484-2600 www.slantfin.com A51ant/Fn._ (k dronic Ex E;'~'.- rer Job Name: MONTVILLE Customer. SOUCIER Engineer: Salesman: Address: City.. State: Zip: Phone: Indoor Design Temperature: 70.0 F Outdoor Design Temperature:0.0 F Altitude (Elevallon): 0 HEAT L055 CALCULATIONS 1st Floor _-ENTRY--- LWfl4 y RW-FAMILV1M - - 61RflT a~ oor o' aIs - o ota s Room Height {ft) - - - - - - - i 8.00 8.00 8.00 8.00 8.00 8.00 Room Length (ft) 7.00' 13,00 14.00: 10.00 ; 10.00 ` 13.00i Room th ft - - - - - - - - - - Wid j 12.00. 12.00 20.00 12 001 10.00; 12.00, i Doors & Glass (sg ft) 30.00 24.00 24.001 36.00: 9.00 24.00. Door & Glass Factor 065000.6500 0.6500 0.6500 0.6500 0.6500` Exposed Wall Length (ft) 7.00 25.00 34.00': 10.00' 20.0-0 - - - 20.00 , = - - Exposed Wall Factor - - i 0.0700: 0.0700 0.0700 0.0700, 0.0700;0.0700! Cold Partition Length (ft) - Partition Factor Ceilin Factor g 0.0500: 0.0500 0.0500' 0.0500 0.0500; 0.0500. Floor factor - - - - - - - ~ _ , 0.0400. 0.0400 0,0400: 0.0400': 0.04001 0 0400 hifiltration Factor 0.0270 0.0120 0.0120 0.01801 0.0120 0.01201 - - i - ----T- ~ - - Indoor Temperature (f) 70.00 70.00 70.00; 70.001 7000_ - ~ - - - - 70.00; j Heat Loss BTU/HR - - - - - - I 3,292, - 3,986: 5,953; 3,819' 2,451 3,790:; 23,291111111 46,524 BASEDOARD SELECTIONS 1st Floor selected i rt - FinetLine 30 (lin.ft.) ~ 6 0 7.0 10 5 7.0 4.5 6.5 41.5; 83.0 - - selected Mutt.Wak 80 (lin.ft.) 4.5 55 $5 5.5 3.5 5.5 330A 66.5 ; selected ~ ~ - - ~ -1- Copyright(C) 2000 Slant/Fin Corporation 100 Forest Drive Greenvale, NY 11548 (516) 484-2600 www.slantfin.com ` 0-400/800/800/800 i Appliance Specifications J_ 112" 3" 3" C> mpetia I -"j B C taw l fruesanf.e L Mlet L ,a' Wrbd 3" IIn~ /lest t ~I diedrmiaatioo i I+► - E ►I ~If - K --yl \ T Front View Right Sine View Gas Line Location Clearance to SOftif a or Over Hang 8" 17° 27-12° 33118" 19 5/8° 3!16" 13" 8-11/32 Dirt" /8" t9" 29 112 35 il8" 21 11!16" 5/16" f6° 9° 7.1/2 W40-1/8' C E F W15/16- J K L 8" 24" 34-112" 40 tlfl" 26-11118" 5Jt6° T6" 9" 8` 24" 39-112°. 45-118' 26-11/16` 116" i6° 9" Top View Fireplace Finishes Well Details 'r ~ t0'NflttllfL- Compiete finished interior wail. To instal/ e,L the appliance facing flash with the finished wall, positron framework to 14" j T s'141ilrret. accommodate the thickness of the 12, I ENfIF finished wall. I r 4`PAWEL Tu,,aF a" i VAWEL 'A°ItIAMCE Fpm Waif 4" l Camhustibb Mabriala \ rain Area Msl Aawale Ctesr Fisiahit walf . _ - of Caahwpofe wNerisis ~ 1~aeriifa \ Tells Faea fawflaba4el Clear N CONIWgale eUfarWs / as* I„ s Ii WE - Eyebrow ahwn as Tails 2 T" positioned is baaremd feast model. tipaar The eyebrsls pastilles in the flush sPaca faced frost model is bow this shelsm. Manlel Clearances Top of Top of Aptelianas Shelf Clear"Ce estp m tourers To provide for the lowest possible sheif surface - too of Dom Frams _f-Tap at Door riawe use the alternate rear vent outlet with attached venting routed in a way to minimize obstructions r / EymlKOr hdad must Oe Inatalbd as shaem. pace about: the appliance. The ~i Eyebrow hood mast to iastalNd as Mown. to the use of the s CombusfiDfematarialmaytaicAfAeappitassetap, minimum height from the base of the appliance Cambpstiblematariatnayfuaohapptialkstop. to the underside of combustible materials used to construct a utility shelf in this fashion is Clean face Models Louver Face Models shown in Table 2, The weight of the utility shelf and anything placed upon it may not be supported by the appliance in anyway. Table ? _ Shelf Height 0-400 33-3/8 D-500 35-1/4,: 0-600 T T 40.114" 0-800 441!4". Rev. 8 03101 • S_Specs D 4DOJSOd yOtl aGd o-400/500/6001800 Framing Specifications Clearances the appliance is approved with zero clearance to Note: Nailing flange is adjustable from 5/8" to f/7". combustible materials on all sites with the 5y4.5HTSTtnNMion following exception: When the unit is installed Fib Show with one side flush with a wall, the wall on the 1S1tr,,. Lit other side of the unit must not extend beyond the front edge of the unit In addition. when the unit 12Uar Ilq~ i I is recessed, the side walls surrounding the unit j ~r must not extend beyond the front edge of the unit. See Tablet. table r 1 Back 112"-0" spacers 1 Sides 1'2"-0" spacers Top Spacers 0" ,IN~WW Vent Framing Floor 0" Aran: ceArrru a or Bran v~rrBp From Bottom at App IlmasCgta Faa4<d onft.a.t4wCaAnrtweorrea of Unit to Ceiling 64" Vent 1 Veit Clearance Service Clearances _ To Sides Bottom Front 3 feet Horizontal 3" 1" t° "Note: above airy horizontal verrt component Vertical 1" i" J r' Het wall of obasatentleme {iaal"1 env ti., no malet1O3f} G N ! 00 t ' F Corner " FramiM aftoeld N OOBttr"104 of 2r4 or larger Camber. a' VENT PRAMNIO - TOP VENT WRR ONE low go, ELBOW VENT FRAMING - REAR VENT WITH NO ELBOW$ i 5l-#- _ 12Va" Typical Installation 7" 6 E 5'h" 12Y9" tI C 4 0 A Framing Roof Framing A B C 0 I F G ii J Roof Framing Dimensions 04H 33-1/4" 33-1/4" 12-7/8" 19-518" 37-118° 48-1t2" 34-5116" 11-314" 24-1i4"- Pitch C D 0-5011 35-1/4"35-114" 16" 21-11116" 39.118" 57-1/2" 40.518" 13-114" 28-3,4- 0/12 10" 10" "81 0114" 40.1/4" 16" 26-11116" 44-118" 61-3116" 43-11/32" 15-3x16" 30-11/16" D-08 45.114" 40.1/4" 16" 26-11/16" 44-1/8" 66-318" 46.15f16" 17-11116" 33-3116" 6/12 100' 12" ! 12,112 10° 17 3/4" Nora: All dimansions eaieoWed tor- 1/2" dry wati at the appliance face. If sheathing the chase or Finishing with other thickness materials, calculations will need to be made. SU 21026 S_Spem Q-400i5M/£i0018M