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Home My WebLink About06060114 Tuss Plans DE Joh # S116-0034 ...., IT~" RENll-<l23Oll< VOT Staril Tron Co., lilt:.. Renssei&er, IN 47978 --rru"TYl'" ROOF TRUSS 12-6-4 IQIy .]'" ]"-- L , Job Refenlnca(opliorl.a_O 6.200sJuI132005MiTeklndustrles,lne. MonJui1b-fs750:5020Q6. Pagel / 3.1-10 3-1-10 1.5:<3"1 ~ 'OOI~// /// //./ / __1;10 ;t LOADING(psf) TeLL 20,0 (Roof 8now=20.0) TeDl 10.0 BelL 0.0 aeDL 10.0 LUMBER / CWG TOP CHORD 2 X.. SPF No.2 TOP CHORD Structural wood sheathing directly applied or~1-10 oc pur1ins, except end verticals BOrCHORD 2 X" SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc brllClng WEBS 2X4SPFStud REACTIONS (lbJ$~e) 1=100/3.-1-10,3=10013-1-10 Max HOI'll=68(load case 4) Max Upliftl"'-16(laadcase 5},3==-39(Joad case 5) / FORCES (Ib) - Maximum CompressionlMaximum Tension TOP CHORD 1-2--48135, 2-3.....75151 BOT CHORD 1-3:-14122 NO"" 1l \Mnd: AseE 7-02; OOmph; h=25ft; TCDL=5.0psf; BCOl=5.Opsf; ca,tegoty. II; Exp C; endosed; MWFRS gable end zone; cantile'o'erleft and right exposed ; end vertical klllll1ld O$Ihl exposed; Lumber DOl=1.60 plate grip DOl;;ot.60 2) TelL: ASCE 7-02: Pf=20.0 psf (flat roof _1: Category II; ~'C: Full1 Exp.: C1=1:1 31 This truss has been designed for a 10.0 psf bottOm chord Il~d nonconwn-ent with 1J1"I'f other livaloads. .41 As reqllested, plates have not been designed to provide fot-placement toletances or rough handling and erection conditions. It is the responsibility of the fabriol1orto increase plate sil:es to account for theSfl facl(lrs 5) Gable raqui"escontinuous bottom chord bearing. ~ 6) ProYidfJo mechanical connection (by others} of truss t aring plate capable ofwithstan<ling 16 Ibuplift atjoinl1 an<l 39 Ib UPliftaljO.int 3 7) ThIS tnJss is designed in accordanCll with the 2003. nlemlltional Building Code section 2306. 1 and referenced standard ANSIITPI1 LOAD CASElS) standard / / / ~~ 3-1-10 1.l1o<3", 3-1-10 SPACING 240 C," DEFL.7in (Ioc) IIdefl lJd PlA"'. GRIP Platesll1Cfellse 1.15 TC 0.11 Verl(LL) nla ,," 99' MY20 197/144 lumber Increase 1.15 SO 0.07 Vert(T~) of, ,," 999 RepSlntsslncr YES we 0.00 Hon{rL) 000 3 ,," ,," Code IBC2OO3ITPI2OO2 (Matroc) Weight:91b 12 ()8fe:-7lWIOfi War"ingl-Verlh des/gtt parameters turd read "ores before use. This design is based only upon p&amelCl'S shown, and is fOl" an individual building component to be installed and loaded vertic:aUy. Applicability of design parameters and proper incorporation of component is n::sponsibility of building designer - not truss designer or truss engineer. Bracing shown is for lateral support of individual web members only. Additional tempOrary bracing to ensure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall sttucture is the responsibility of tbe building designer. For general guidance regarding fitbrication. quality control, storage, delivery, erection and bracing, consult ANSlffPI 1 National Design Standardfor Me/al Pla/e Connected Wood Tru.~$ Comtruc/ion and BCSI 1-03 Guide 10 Good Practice for Handling, Ins/alling & Bracing afMe/al ?fate COf/nected Wood Trusses from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. \ JOb TN" Truss Type DE Job # 8126-0034 REN6-Il2_ ROOF TRUSS D"160- 1 1 JobReference.(optil?O.al) 6.200 s Jul 132005MfTeklndustrtes. Inc. , / V06 starkTrussCo" Ine., Rensselaer, IN 47978 11-2-4 I~- 5-1-10 5-1-10 ---I '.&.311 ..00[<>' /// t ~;~~~~~~~~~; ~;;g~~~~~: ~;i:~~~it~;~;;!~;~~;: ;f( ~!~~~f~;:~:~f~~; ~~~;:::~f;~: ~~;; 11- ....311 1- 5-1-10 5--1-10 ----j LOAOING(psf) TeLL 20.0 (RoofSl'low>:20.0) TCDL 10.0 BCLL 0,0 SCDL 10,0 LUMBER TOP CHORD 2 X 4 SPF No.2 BOT CHORD 2 X 4 SPF No.2 WEBS 2X4SPFStud -~ SPACING 2-0-0 CSl Platesl~ 1.15 TC 0.34 Lumbet"Ina-ease 1.15 BC 0.22 Rep Stress Incr YES I wa 0.00 Code 1BC200:JITPI2002 (Matrix) (toe) lldefl Ud 01" 999 nle 999 nla oJa DEFL ""'(LLV V"'OP H7L) " BRACING TOP CHORD BOT CHORD . 01" "'" 000 Moo JuI161tl:5o;!\O 2001l/Page 1 / &<010_1:11 PLATES MT20 GRIP 197J144 Weight 151b Strudural wood sheathing directly applied or 5-1-10 oe purlins, llJ<eept end verticals. Rigid eeUing dilllCtlyapplied Of 10-0-0 oc b1acing. REACTIONS (lblsge) 10_18015-1_10,3=18015-1_10 Max Horz1=122{load ca!le4) Max Uplifl1=-28(load case 5), 3=-6g(load case 5} FORCES (Ib) - Maximum CDmplllssionlMaximum Tension TOP CHORD 1-2~. 2-3:-135192 BOT CHORD 1-3=---26139 NOTES 1) 'Mnd: ASCE 7-02; 9Omph; h=25ft; TCOL=5.0psf; BCDL=5.0psf; CaJegory II; Exp C; endosed; MWFRS gable end zone; cantilever left and right exposed; end vertical left and right exposed; Lumber 00l=1.60 plate grip OOL7'"I.60 2) TeLL: ASCE 7..()2; Pf=20.0psf(tlatroofsnow/; Category>>; Exp'C; Fully Exp.; ct=1.1 3) This II'uss lias been designed fora 10.0 psf bottom dlOfd liY&foad ooncQOCUlTent with any other live loads 4) Iu requested, plates have oot been designed to provide ~cement tolerances or rough handling and erection conditions. It is \he re$ponsibility of the fBbricatOf"to rncrtlllse plate $izes to BCOJUnt fof these fadOrs. 5) Gable requires continuous boltom chord bearing. / 6j Provide mechanical eonneetion (by others} of lruss t?,bearing plate capable ofwithstanding 28 Ib uplifl at joint 1 and 69 Ib uplift at joint 3. 7) This truss is deSigned in accordance with the 200Mntemational Building COde section 2306.1 and referenC8d standard ANSIITPI1. LOAD CASE(SI "'""""'" / Date:JL10106___ Warningl-VerW' design parante1er~' and read notes before use. This design is based only upon pammcterli shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper- incorporation of component is responsibility of building designer - not truss designer or truss engineer. Bracing shown is foI- lateral support of individual web members only. Additional temporary bracing to ensure stability during construction is the responsibility of the erector. Additional pennanent bracing of the ovemll stnK:tuJe is the responsibility of tbe building designer. For general guidance regarding fubrication, quality control, storage, delivery, erection and bracing, consult ANSlffPI I National Design. Standard for Metal Plate Connected Wood Truss Construction and BCSI 1-03 Guide to Good Practice fOr Haruiling. Ins/ailing & Bracing of Metal Plate Conn€{:ted Wood Trusses from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. DE Job # SI26-0034 Jiib REN6-02309< rrl'~O 1 1_J:ob.B~enc;e--.LOI!!ionan 6.200 sJul 132005 MiTek Industries, lne. star!l.TrussCO.,lne u_j:5~ . ~ ,Ren~I1!tl47978 [-ruUT'" ROOF TRUSS -----LJl Man Jull0 15:50:50 2,.-page 1 I 'leolo.n~". 3-2-6 3-2-6 6-4-11 3-2-6 ~; . - :;:;/ ~ .~~ i:i':~1:;}~~~:~:i~;:r~;;\;;~1~~~;:::;;;;:~:~f~:f;::1~:~:;;~t;;(:j:i:1:'11;;:!.\::~{j::;:::;::;:~~~::;:::*1~::f:;J~;;:!:'::::}~f:::;:::i o 2 2>..,~ lb:411 ~, 6-4-11 6-4-11 LOAOING(psf) Tell 20,0 {Roof Sno\IF:20.Q) TeOl 10.0 Bell 0.0 aeeL 10,0 LUMBER / RACING TOP CHORD 2 X -4 SPF No 2 TOP CHORD BOT CHORD 2 X -4 SPF No 2 BOT CHORD OTHERS 2 X 4 SPF Stud REACTIONS (lbfslZe} 1"<11816-4-11,3=111316-4-11 4=19816-4-11 Max Hoal'"-S7(load case 5) MaxUpliftl"'-40(Jolldcase7} 3"'-44(I~dCllsea) 4=-13(loadcase7) MaxGr8V1"'1S3{Ioadcsse2j,3=153(badcsse3),Z"196(1oadC3 1) FORCES (Ib). Maximum COll1pres$ionIMaximum Tension TOP CHORD 1-2=-79(41, 2-3~79133 BOrCHORD 1-4=-13127,3-4=-13/27 WEBS 2-4=-130147 NOTES 1) 'Hind: ASCE 7-02; 9Ornph; h=251'1; TCOl=5.0psf; BCOl=5.Opsf' tegory 11; Exp C; enclosed; M'M"RS gable end zone; cantile'<<lr left and right eJq)Osed; end verticaflefl lIfld right exposed; Lumber DOL=1.60 plate grip OOL=1.60 2) TCLL: ASCE 7-02: Pf=20.0 psf(flal roof snow); Category llyExp C: Fully Exp.; Ct=1.1 3) Unbalanced snow Ioad$ have been eonsidered for this dnign. 4)Thistru"hasbeenda=ignedfora10.0pSfbollom~liveloadnonconcurrenlwilhanyother live loads 5) As requested, plates have nolbeen deSiQnedto~ro fu<'.laoamenltolerancasOfroUQh handling and erection condilions II is the rasponsibililyoflhe fabncatortolncreaseplatesizestoaccounlforlhe fac1On1 6) Gatlle Illquires eontinuOus bottom chord beann 7lProvidemechanicaICOflneclio!1{by7t"$lof sto beanng plate capable ofwilhslanding40 Ib uplift at joint 1,-44 lb upliflatjoint 3 and 13 Ib uplift at joinl4 8) thIS truss is designed In acoordanoawith 03 Intemlllional Building Code secfjon2306.1 and referenced standard ANSllTPI1. LOAD CASEIS) Standard . SPACING 2-0-0 P1ateslncrease 1.15 Lumberlncrease 1.15 Rep Sire" Incr YES Coda IBC2003ITPI2002 CSI TC 0.15 BC 0.08 we 0.03 (Maln)t) DEFL Vert(Ll) Vel1(1);j H L, ;0 ro, 0," 000 (100' Vdefl 0," of, of, Ud 999 999 ro' PIA 1ES MT20 GRIP 197/144 weight: nib Structural wood sheathing directly applied or 64-0 oc purtlns. Rigid OOiling directiy applied or 10-0-0 oc brecing. ~ Date:-Zf11JLQ6_ Warnillgl-Verih desWII parameters alld read IIr1leS before 1I.,~e. This design is based only upon parllllletcrs shown, and is for an individual building componenl to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer or truss engineer. Bracing shown is for lateml support of individual web members only. Additional temporary bracing 10 ensure stability during oonslruction is the responsibility oftbe erector. Additional permanent bmcing of the ovemll structure is the responsibility oflhe building designer. For gencrnl guidam:e rcgan:Iing fabrication, quality control, s1orage. delivery, erection and bracing. consult ANSI(fPI I National Design Standard for Metal Plate Connected Wood Truss Construction and BCSI 1..03 Guide 10 Good !'ractice for HandIlng, 1m/aIling & Bracing of Metal Plate Connected Wood TruYse.~ from Truss Plate Institute, 583 D'Ouofiio Drive, Madison, \VI 53719. DE Job # SI26-0034 Job REN6-<l23004 TrIl" "'" starkTIl/$SCO.. ~,~laer, IN 47978 [TmnT.... ROOF TRUSS u=l:-"_...(,,,..,o 6.200sJu1132005MiTeklndustries,lne. -LJ MOllJull0 15:50:60200& Pagel / 5-2-6 5-2-6 1 ().4~ 11 5-2-6 ~o _.1"& Boofff 2 J>o4~ 1.s.311 3>.'" LOADING(psf) TeLL 20.0 (Roof 8now=2O.0) TeeL 10.0 BelL 0.0 BeOL 10.0 LUMBER TOP CHORD 2 X" SPF No.2 BOTCHORD2X4SPFNo2 / OTHERS 2 X .. SPF Stud REACTIONS (lb/slZe) 1=178110-4-11, ~17SJ10-4-11 4=39911Q...4..11 Max Horz1=99(1oad case 6) MlIX Upllfl1:...t8(IO<ld case 7), 3=-56{losd case 6} 4=-65(loadcsse7) Max Grav1=241(1oad case 2), 3=241(badcase 3),4=399(load cas~/1) FORCES (lb)-MaximumCOn1pressionIMaximumTensKm L/ TOfICHORD 1-2=-167/72,2-3=_167160 BOT CHORD 1-4=-23154, 3-4=-23/54 WEBS 2-4=-253192 NOn;:S 1) I/v'ind: ASCE 7.02;!lOmph; h=25ft; TCOl=5.Opsf; ecOL:5.Opsf" teQofy II; Exp C; endosed; MWFRSgable end zone; cantilever left and right &xposed: end vertical left and righlexposea; Lumber DOL:1.60 plate grip c;>6L=1.60. 2) TelL: ASCE 7-02; Pf=20.0 psT (flat roof snow); Category 1I.tExp C; fully Exp.; et=1, 1 3)Unbal~i!IJll7WlQadshavebeenconllideredrorthis~gn 4) This lrun has been designad for a 10.0 psf bollom:?:J/ live load ooncoocumlnt with any other live loads. 5)Asraquested,platastlavenotbeendosignedropro' e for pia. cement tolerances or rough haoclling and erection condilions. 1tis\heresponsibilityoflhe fabricatortoincreeseplateslZest08CCQuntforthe factors 6) Gable reqUAs oontnuous bottom chord bearing/ 7) Provlde (ll6(;hanicaI QOnnedion (by~) of Vtiss to bearingplatl!l C&pable ofwill1!llanding 48tb uptiftatjoint 1, 561b uplift a1joint 3and65lb uplift at joint 4 8} This /ruSS is desiQned in ~ with Ih International Building Code section 2306.1 and referenC&d standen:! ANSIITP11 104-11 10-4-11 SPACING '.0-0 CS' DEFL "' (locI Vdllfl Ud PLATES GRIP Plates Increase 1-15 TC 0.29 Vert{lW "', "', 999 MT20 197/144 lumbltrlncf&ase 1.15 Be 0.23 V,'" 0" "" 999 Rep Stress Incr YES we 0,07 HonITll 000 3 "', "', CodIlIBC2OO3ITP12002 (Matrix) Weight: 28 Ib CING ToP CHORD BOT CHORD Structural wood sheathing directly applied or 6--0-0 DC pur1ins Rigid ceilingdirecUy applied or 1o-0-0ocbracing LOAD CASE(SI Slandard n~t('r 7/10/06 Waining!-Verlfy design parameters and read notes before use. This design is based only upon panlIIICtcrs shown, and is fur an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer or truss engineer. Bracing shown is for lateral support of individual web members ooly. Additional temporary bracing to ensure stability duriJIg conslnJCtion is the responsibility of the en::ctor. Additional permanent bracing of tbe ovcmII structun:: is the responsibility of the building designeI". For genera1 guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSlrrPI 1 National Design Standard for Metal Plate Connected Wm.J Trus,f Cans(ructkm and BeSI J-D3 Guide to Good Proctice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. DE Job # S/26-0034 Job ~~ Sla/ll Truss 'l!MsRensselaer, IN 47978 [TiiiiiTiPO--- ROOF TRUSS 0"'100 , _~IJc:l!!Reference(Olllionan 6200sJuI 132005 UiTek Illduslries, Inc. RE"""""'" 7-2.6 7-2-6 14-4-11 7-2-6 ~e _"26.~ /~ .~.." l~.~ ~~ B o.oorj; l :1>411 30.';- 2>.411 2><411 .." ""'''' 14-4-11 14-4-11 LOADlNG(psf) Tell 20.0 (ROOf Snow:20.0) TeOL 10.0 BeLL 0.0 BCOl 10.0 LUMBER TOP CHORD 2 X 4 SPF NO.2 Bor CHORD 2 X "" SPF No.2 OTHERS 2 )( 4 SPF Stud SPACING 2'{)-() PIale$lfICl'8aSfl 1.15 Lomberlncrease '.15 RepStresslncr YES COde IBC2OO3ITPI2OO2 CS! TC 0.25 Be 0.10 we 0.09 (Matrix) '" ,," ,," 000 (Joo, 5 Vdefl ,," ,," ro, Vd 999 999 ro, PLATES MT20 GRIP 197/144 Weight: <43 Ib / REACTIONS (lblsizfl) 1=102114-4-11,5=102114-411, 7=211114-4-11, 8=296114-4-21, =:296114-4-11 Max Horz1=140(load case 6) MaxUplift1=-27(loadcasa5J,5=-6(loadcase7j,1l=-154{loadcase7)j"' --153{loadcaseB) Max Grav1=119(1oad case 2), 5=119(1oad case 3), 7'"217(loadcaW1), B:=415(lolld ease 2), 6=415(load cas&3} FORCES (1b)-MaximumGompression/MaximumTension i ToP CHORD 1-2=-117195,2-3=-1441107,3-4:.-144191,4-5=419/46 BOT CHORD 1-8=-30169,7-8=-30169,6-7=-30169,5-6=-30169 WEBS 3-7=-196/32,2-8=-335/184,4-6=-335/184 NOTES 1) 'Mnd: ASCE 7-02; 9Omph; h=25ft; TCDL"'5.0psf; BCDL"'5.~sf/, tegory II; &p C; endosed: MWFRS gable end zooe; Cllntilevllf left IIfld right exposed : end vetticalleft and right exposed; Lumber OOL=1.60 plategnp l)Ol=1.60. 2)TCLL: ASCE 7-02; Pf.=20.0 psf(flat roof snow); Category ltybpC: Fully Exp.: Ct=1.1 3) Unbal~ snow loads have been OJnsideAld forjhis .igl'1. 4) This truss has beer1 designed fora 10,0 psfbotlOm chotd live load noneoncurrenl wilh any otherUve toad s. 5) As requesle<l, plates have not been deSignedto~ro ' e for p.lacement lol\H8l1CEls or rough handrlOg and er1,lC\ion conditions. It is the responsibility of the fabncatortolllcreaseplatesizesloaCCQUntfortheafactonl 6) Gable requiresoontinuous bottom chord beartn 7'Pl"oYide~~ioo(byothe1s)of stobearingplatecapableofwithstanding27Ibupliftatjoin11,6Ibupliflatjoint5,154lbupliflatjoint8and 153 Ib uplift at joint 6. 8) This truss is Qasignedin a(l(ll)(danoe wilh Slructuralwood sheathing directly applied or 6-0-0 oc purlins Rigid ceiling directly applied or 10-0-0 oc bracing 2003 lntemational Building Code section 2306.1 and I9ferenced standard ANSlfTPI1. LOAD CASElS) Standard Warningl~Verih design parameters and read notes before use. This design is baoied only upon panuneters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design paranrtcrs and proper incorporation of component is responsibihty of building designer - not truss designer or truss engineer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing 10 ensure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage. delivery, erection and bracing, consult ANSlfTPI 1 National Design Standardfur Metal Plate Connected Wood Truss Construction and BCSI 1-03 Guide 10 Good Pracllce for Handling, Installing & 8rm:ing of Metal Plate Connected Wood l'russe,f from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. DE Job # 8126-0034 Job REN6-023094 Truss Truss Type JooRefereoce ions 6.200 sJul13 2005 MiT9k Industries,toc MOllJull0 15:50:49/ Page 1 18-4-11 0-2-6 V02 ROOF TRUSS Stark Tru~~1!9c" Rensselaer, IN 47978 ~2-6 0-2-6 .4; /// /~ ..~ ..OOI'~ ",.If . 21 18-4-11 18-4-11 LOAOtNQ{psf) SPACING 2-0-0 CSt TelL 20.0 Ptateslncrease 1.15 TC 0.26 (Roof Snow=20.0) Lumberlnaea$e 1.15 Be 0.20 ~~ 19:~ Rep Stress Incr YES we 0.12 BCDL 10.0 Code IBC2003fT~_ (Matrix) ~~~~'6RD 2 X -4 SPF NO.2 /~~~gRD BOT CHORD 2 X 4 SPF No.2 BOT CHORD OTliERS 2X4SPFStud REACTIONS (Ib/size) 1=173118-+11,5=173/184-11,8=224/16-4-11,9=412118-4-11,6=412/18-4-11 Max Horz1=162(load case 6) MaxUplift1=-26(loadcase8},5=-12(loadcase7},9=-209(loadcase7 ,6=-209(load case 8) Max Gnw1=219(1oad case 2). 5=219(1oad case 3), 8=224{1oad ca 1), 9=56O(1oad case 2), ~56O(1olld case 3) DEFL Vert(LL) Vert(T):: Hor;(rL) ;0 01, ", 0.00 (Ioe) Vdefl 0," "" "" Ud 999 999 oJ, PLATES MT20 GRIP 1971144 Weight56lb Structural wood sheathing directly applied or 6-0-0 oc pullins Rigid Cfliling direclly applied or 10-0-0 oc bracing. FORCES (lb) - Maximum CompressionlMaximum Tension TOP CHORD 1-2=-138/118, 2~-1481140, 3--4'"-148f125, 4-5:..136191 BOT CHORD 1-9=-37/97,8-9"'-37/97,7-8"'-37197, 6-7'"-37197, ~"'-37 WEBS 3-8:-16818,2-9"'-4301236,4-6"'-4301236 / NOlES 1) V\Iind: ASCE 7-02; 9Omph; ""'25ft; TCDL"'5_Op$f: BCDl"'5.OpsffiCategGfy It; Exp C; enclosed; MWFRSgable end zone; cantilever left and right exposed ; end verticallelland right exposed; Lumber DOL"'1.60 plate gnp OOL=1.60. 2) TeLL: ASCE 7-02; PF20.0 psf(tIat roof snow); category I}lBcp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered fofttlis ~!gn 4) Thks truss has been designedfor810,Opsfbottomch9<<tliveload nonconculTllnl wilh any olherhveloads 5) As requestad, plates have not been designed 10 provide lor placement tolerances or rough handling and erection CO(Id~ions. II is the responsibility of the fabricatortOincreilseplatesi.lesl08ccountlorlhe~factors. 6) GIdlIe Illquires contlnllous bottom dlord bearing/ 7) Provide Il'lEIChanic:al connection (by others) of trUss 10 beafing plate capable ofwilhstanding 261b uplift at joint 1, 12lb upliflatjoint5, 2091b uplift at joint 9 and 209lbuptiftaijoint6. _ / 8) This truss;s deSlllned In ac:c:on:lartoe with the 2003lntemationat Building Code section 2306.1 and I'lIferenced standard ANSlfTPI 1. LOAD CASEIS) Standard nI!Jte' 71JOI06 WarnUrg/~VerifY de.~ign parameter~' and read notes before use. This design is based only upon parameters shown, and is fur an individual building component to be installed and loaded vertically. Applicability of design panuneters and proper incorporation of component is responsibility of building designer - not truss designer or trusS engineer. Bntcmg shown is for lateral support of individual web members only_ Additional tempornry bracing to ensure stability during construction is the responsibility of the erector. Additional permanent lmtcing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSlfTPI I National Design Slandardfor Me/al Plale Connected Wood Truss Con.I'lnlction and BCSI 1..03 Guide to Good Praclicefor Handling, Installing & Bracing of Me 10 I Plale Connected Woad l'ntsses from Truss Plate Institute. 583 D'Onofrio Drive, Madison, WI 53719. DE Job # S/26-0034 .... REN&<l23094 S1aIkT~lltslne.. I:,U Rensselaer, IN ",1978 ITNUT,.. ROOf TRUSS 1--I"'JOO ~_'_~Refe!ence(OPIionan 6.200 s Jul 132005MiTeklrnlusbies, Inc. Moo Ju! 10 15:50-::r92il~rPage 1~ 11-2-6 11-2-6 22-4-11 11-2-6 -" So:aIo_"3&.' ~ 800112 .~~.. ~ / d ~ ~ ~. 22-4-11 22-4-11 7 Vdofl "'" "" "" U, 999 999 ~. ._~ -PlAlES MT20 Weight 76 Ib GRIP 197/144 LOADING(p$f} Tell 20.0 (RQOf Soow=20.0) TCDL 10.0 Bell 0.0 _BCOL_~ LUMBER TOP CHORD 2 X 4 SPF NO.2 BOT CHORD 2 X 4 SPF No.2 OTHERS 2 X '" SPF Stud SPACING 2-0-0 Platestncllllil$8 1.15 lumberlocrea$e 1.15 Rep Stress Iocr YES COde IBC2OOYrPI2002 CSI TC 0.21 BC 0.10 we 0.20 (Matrix) DEFL / 'Ierl(LL) Vort(T~ Ho<>(TL) '" ~. ~. 0.00 (loe) REACTIONS (lbJsize) 1:100122-4-11,7"'100122-4-11.11=267122+11,12=326/22-4_ Max Horzl=-224(loadcase 5} Max Uplift1~9(loild case 5), 7=-5(load case 6), 12=-167(load case 7 . 13=-149(1oad case 7), lQ;"166(load case 8), 8=-149(lood case 8) Max Grav1=123(load case 2), 7=123(1oad case 3), 11"'2ti1(load 1), 12~(load case 2), 13=393(1oad case 2). 1lF452{load case 3}, 6>-393(load case 3) /T~~~RD Structural wood sheathing directly applied or 6-0-0 oc purtins. BOT CHORD Rigid ceiling directly applied 0110-0-0 oc bracing .13=298122-4-11.10"326122-4-11.8"298122.-4-11 FORCES (lb) - Maximum COrnpntssionlMaximum Tension TOP CHORD 1-2"-1971138,2-3=-1311132.3-4=>-1451175, ....5"'-1451159. - 131/62,6-7"'-119(60 BOT CHORD 1-13=.-451121, 12-13=.-451121, 11-12=.-451121.1o-11"~1. 9-10=-451121. 8-9=.-45/121 7-8=.-451121 ;':;ASCE7:1:::':::::::~::~'(F.37 ",,",~:.:':...., MWFR5....."""_" ~".~Iofl"""rig"'~po.... ''"' vertical left and right axposed; LurnberOOL=1.60 plate grip L=1.60. 2) TCLL: ASCE 7-02; Pf=:20_0 psf{fIaI roof snow}. Category U' C; Fully Exp.; Ct=1.1 3) unbalaneecf snow loads have been considered for this gn. 4} This trusshes bee!1 designed for a 10.0 f),'fbotlom ch live load nonconcumtntwith any other live toads. 5} As requasted, plates have nol been designed to e for placement tolerarn;es or rl)IJgh hand~ng and erection cond~ions It is the responsibility of the fabricator to increase plate sizes 10 account for lhesefactofs. 6)AIIp1ab:1s_2x4MT20unle$sotherwiseind " 7)GatMe requires continuous bottom chon:I beari 8) Provide mechanicallXM"lnection (byothelS) truss to bearing plate l;8JHIbIe otwithslanding49 tb uplift a1joinl1, 5 Ib uprlft at joint 7,167 tb uplifl at joint 12, 149 tb~at~13.1~tb~~~10 ~tb~~_~ 9) This truss is designed in accordlln09 wil the 2003 Intemational Bl1iIding Code section 2306.1 and referenced standard ANSlfTPl 1 LOAO CASEIS) StanQard nate- 7/JOI06_J Warning/-Verify design parameters and read "ot~ befure 1ISe. This design is based ooly upon parameters shown, and is for- an individual building component to be installed and lOIKbi vertically. Applicability of design parameters and proper incorporation of component is rosponsibilily of building designer - not truss designer or truss engineer. Bracing shown is for lateml support of individual web members only. Additional temporary bracing to ensure stability during construction is the responsibility of the: erector. Additional permanent bracing of the overall structure is the responsibility of (be building designer. for general guidance regarding fabrication, quality control, storage, delivery, erection and bracing. consuJt ANSlfTPI I National De.fign Standardfor Metal Plate Connected Wood Truss Cons/mction and BCSI 1..{)3 Guide to Good Practice for Handling, InsMlling & Bracing alMetal Plate Connected Wood TruHeS from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. DE Job # 8/26-0034 ..... TN" Trussfype ROOf TRUSS "'I" ~JJ~_-8~_(oplion_aQ 6.200SJuI132005MjTeklndUSlrie$.lllC.MOnJU11015:50:4~~.rage1 REN6-<l2J09< T03 S1ark Truss c'taJ.l!Ji1$enS5elaer, IN 47978 ,-1-4-0. , 1-4<> 7-10-7 7-10-7 1>4"' 7-5-9 ---t-~- 22-9-9 7-5-9 30-&<) 7-10-7 ~~ __':501 8,001'2 ~ ~, ~ ~ ~ ~~ ~/ ::/ ~ a 18-<l-i'r ~" \2 '1 110<<= ""'= " 2"n 1il-O-14 PlaleOffsels 7-10-7 7-10-7 "0-0-13,E e 4:0-2.b,Edllel.ra:0-0-13,EQljel 1>4", 7-&9 229-9 7-5-9 3O-&<l 7-10-7 ~~NG(~o_o SPACING 240 CSI oeFl In (Ioc} lI<:ll!!f1 Ud PLATES GRIP Ptateslncrease 1.15 Te 0.87 Va -0.16 6-9 >999 360 MT20 197/144 (Roof SrIow:20.0) Lumberlncrease 1.15 Be 0.85 V) -0.39 6-9 >937 240 ~g~t 1~:g Rap Stress lncr YES we 0.42 rz(TL) 0,09 a nle nle BCDl 10.0 Code IBC2003ITPI2002 (Matrix) -L. Weight 1221b ig:~~02X4SPFNo2 / ~~~~RD Strucb..nlwooc.tsheathiogdireettyapplied. BOT CHORD 2 X" SPF NO.2 BOT CHORD Rigid ceiling directly applied or 10-O-Q oc bmcing. WEBS 2X4SPFStud WEBS 1 Row almidpl 3-11,7-11 REACTIONS (lbJslZe) 2=130910-3-8,8=1216JMechanlcal / Max Horz2"'340(Ioad case 6} L Max UpIifl2"'-333{Ioad case 7) 8"'-259(1oadcaseB) Ma>l Grav2=15Q1(1oad case2),lF1371(load case 3} FORcES (Ib) - M8Xlmum CompressionlMax'mum TenSIOn TOP CHORD 1-2=01632-3=-19931369 3-4=-1246J334 4-5"'-1119137 5-6=-1119/3686-7=-12491331 7-8=-20221384 BOT CHORD 2-13=-31111504, 12-13"'-311/1504. 11-12=-31111504.;1"'0-11"'-197/1536,9-10"'-197/1536,6-9=-19711536 WEBS 3-13=01335,3-11=-8011301,5-11=-1911813,7-11"'-6331318, 7-9=0J340 NOTES / 1)V'v1nd: ASCE 7-02; 9Omph; h=25ft; TCDl=5.0psl; BCDl=5JJP!If; Category 11; Exp C; enclosed; MWFRSgable end zone; cantilever left and rightexposad: end vwticalleft and rigltt exposed: wll'iMlr DOl=1.60 p1ateg?lll?0l=1.60. 2) TCll: ASCE 7-02; Pf=2{I.0 psf(fIat roof snow); Categqy II: Exp C; Fully Exp.; C1=-1.1 3) Unbalanced snow loads have bean conSidered for thi~design 4) ~~~s~ss has been designed for greater of min r~l1ve load of 16.0 psf or 1,00 times flat roof IDa,d of 20.0 psf on ov&ma, ngs non-eoncurrent with other live 5} ThIS truss Ilas been Qesigned for a 10.0 psi ~ chord five load nonconcurrent with any other ~ve loads. 6) As I9qUllsl9d, plates have not been designecUo provide for placement tolerances 01' roogh handlmg and 8f'eCtion conditions. It is the responsibUity of !he fabriee:torto increase plate 5izestoaooount-fOrthese factofs, 7) Refer to gird<<{s)ft:>rtlvssfo truss con ns, 8) Provide mechanical connection (by ot ) of truss to bearing plate capable ofwithstanding 3331b uplift at joint 2 and 259 Ib uplift at joint 8 9} Tl1is truss is designed in accordance 'Ih Ihe 2003lntemational Building Code section 2306.1 and referenced stendard ANSlfTPI1 I I , Date:JL1Of06J LOAD CASE(S) Standllrd Warning/_Verify d~igll paratnders and read notes before use. This design is based only upon pamnIllters shown, and is tot an individual building component to be installed and loaded vertically. Applicability of design pammeten; and proper incorporation of component is responsibility of building designer - not truss designer or truss engineer. Bmcing shown is for lateral support of individual web members only. Additional temporary bracing to ensure stability dwing conslIuction is the responsibility of the CR:Ctor. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding :tabrication, quality control, storage, delivery, erection and bracing, COfIsult ANSlrrPI 1 National Design SlandardjiJr MelOl Plate Connected Wood Truss Construction and BCSI 1-03 Guide to Good Prac/il:e for Handling, In.<italling & Brocing of Metal Plate Connected Wood Trusses from Truss Plate Institute. 583 D'Onomo Drive, Madison. WI 53719. DE Job # S/26-0034 f~ ~u RENfHJ23094 TOl ~---- .- star1lTI1)SSCO_,lnc,~[If~laef,IN47978 ITroUT". ROOF TRUSS I~" ,J:__'~"'D 6.200sJuI 13200S MiTek Imlusllies, Inc -1-4-0 1-4-0 8-M 8-M 1&<>-0 8-M t.10nJU~Wd-5j~:4820/ Page1 17-4-0 1-4-0 __Ul.~ .._--= #~ -:~;:::~ ,~:: /' ~~~ ~~. 1 " . ....11 II ~ I Plale Offsets (X,v)" f2:0-0-13,Ed9!lc{4:0-C-13,EdQ!l1 B-{).{) 8-0-0 LOADING(psf} Tell 20.0 (Roof SOOw=20.0) TCDL 10.0 BelL 0.0 BCDl 10.0 LUMBER TOP CHORD 2 X" SPF NO.2 BOT CHORD 2 X 4 SPF NO.2 WEBS 2X4SPFStud SPACING 2-0-0 P1ateslncreasEI 1.15 LumberlnaeaiWl 1.15 Rep sm,ss tncr YES Code IBC2003!TPI2002 CSI TC 0.78 Be 0.62 V\II3 0.15 (Matrix) BRACING TOP CHORD Strucl.u1l1 wood shealtring dillldly applied or 4-5-7 oc purlins BOT CHORD Rigid ceiling direclly applied or 10-0-0 OC bracing REACTIONS (Ib/size) 2"7171O-3-8.4=717/O-S-a Max H0I22'<-173(loadcase 5) Mall: Uplift2=-208(Ioad case 7),<F-208(/Qadcase 8) Max Grav2=84O(Ioad case 2), 4::S4O(load case 3) FORCES (lb) - Maximum Compression1Nlaximum Tension TOP CHORD 1-2=0163,2-3=-8031179,3-4=-8031179,4-5=0163 BOT CHORD 2-6=-401553,4-6=-401553 WEBS 3-6=01372 NOleS 1)V\Iind: ASCE 7-02; OOmph; h=2Sfl.; TCDL=5.0psf; BCDL=5.0 sf; category 11; Exp C; enclosed; M\'\'FRSgable end zone; cantilever Iefl. and right exposed; end verticallefl.and right exposed; Lumbef"OOL:1.60plate g. DOL=1.60. 2) TCLL ASCE 7-02; Pf=20.0 psf(ftal roof snow); Catego !I; Exp C; Fully E!<;p.; Cr-1.1 3) Unbalanced s.nowloads have been oonsidered torthi:vdesign. 4) This truss has been designed for greater of min roo<<Ive load of 16.0 psf or 1.00 times flat roof load of 20.0 psf on overhangs non-concurrent with other live loads. / 5) This truss has been designed fOf'a 10~0 psfbo chord live load nonconc:ulTelltwittl any other live loads. 6) As requested, plates have ootbeen de . provide for placemenl tolerances or rough handling and erectionconditiorls. Itisthe~lityofthe fabricatortoincreaseplatesizestoaccou lhesefactors. 7) All pin" _ Mr20 plates unlen othe . indicated. 6) Provide mechanical connection (by 0 ) of truss to bearing plate capable ofwithslanding 208 Ib uplift at joint 2 and 20B Ibupliftatjoint4. 9) This truss is designed tn accordance with the 2003lnlemational Boildtllg Code section 2306.1 and referenced standard ANSIfTPI1. LOAD CASE(SI Standard / -__Date:JLJ.QfiJ-B Wll1'ningJ-Verijy desig" parameters aJld read notes be/ore use. This design is based only upon parameters shown, and is for an individuaJ building component to be installed and loaded vertically. Applicability of design panuneters and proper inC<JrpOration of component is responsibility of building designer - not truss designer or truss engineer. Bracing shown is for lateral support of individual web members only. Additional temporary braCing to ensure stability during construction is the responsibility of the erector. Additional penrumcnt bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fubrication, quality control, storage, deliveT)', erection and bracing, consult ANSl{fPI ] Notional Design Standard/or Me/al Plate Connected Wood Truss Construe/ion and SCSI 1..03 Guide to Good Practicefor Handling, Installing & Bracing a/Metal Plate Connected Wood Trus.~es from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. DE Job # SI26-0034 Job Truu 1="" ROOF TRUSS 1""I"10b .4 _J.~i,ll>bR$rence(ootional) 6.200 s Jul 132005 MiTeklndll5tries, Inc. St&riltiliss-C~il!'2Rensselaer, IN 47978 / --/ Moo Jull0 l!!i~~fl:!20~~',/page 1 .......,"'" T01A 5-0-10 5-0-10 1<><l-O 4-11~ 14-11-6 4-11-6 2""" 5-0-10 ...= s.:..._1:38 , A~ /~ u"li', 2<0'" I ~ '''~ '~<~~" oj! ij 9-1-13.11 GoO = -12 1<><l-O ''''''' 2<><l-O 1<><l-O t Plate Offsets {&'(I- 11:0-3-8 Edae], [S:0-3-6,Edllel. [6:0-4=0.~ LOADlNG(psf} Tell. 20.0 (Roof~20.0) TCDL 10.0 BeLL 0.0 aCOl 10.0 LUMBER TOP CHORD 2X4SPfNo.2 BOT CHORD 2 X 4 SPF No2 WEBS 2X4SPFstud WEOGE Left: 2 X.4 SPF Stud, Right: 2 X 4 SPF Stud SPACING 2..1)-.0 Platestncrease 1.15 l.umberlnc:rease 1.15 RepStreS$tncr YES Gode IBC2003ITP12002 CS, TC 0.54 Be 0.73 we 0.31 (Matrix) . -0.17 -0'" 0.03 (Ioc) Ifdefl LId 1-6 >999 360 1-6 >518 240 5 nfB nla P\.ATES MT20 GRIP 197/144 Weight: 731b Stl'UCttnl wood shelltt1ing directly applied Of 4-6-2 oc purims. Rigid ceirlog diraclIy applied or 1O-a-o oc bracing_ REACTIONS (lbIsize) 1=78MIlechanical, 5'=788/0-.-3-8 / Max Horz1=217(1oad ease 6) MaxUplift1=-167(1oadcase7),5=-167(loadcase6} MaxGrav1=887(loadcase2),5=887(loadcase3) FORCES (Ib) - Ma>;lmum Compre$SionlMaxlmum Tension TOP CHORD 1-2=-11671257,2-3=-8211221:1, 3-4=--S21/229, 4-~1f671257 BOT CHORD 1-6=-2111886,5-*'-1301ll86 Z V\lEBS 2-6=-397l22O,~-97/568,4-6=-397122O NOlES 1) Wind: ASCE 7-02; 9Omph; tF25ft; TCDl=5.0psf; BCDl .Opsf; Category II; Exp C; enclosed; MWFRS gable end zone; cantilever left and tight axposed ; and vemcallefl: and fight exposed; Lumber OOl=1.60 plate'grip OOl=1.60_ 2) TCll: ASCE 7-02; Pf=20,O psI (flat roof $I'lOw); Cat,gory 11; Exp C; Fully Exp,; Ct=1.1 3) Unbalanced snow loads have baen COnslda~thiS design. 4) This Iruss has been Ge$igned fora 10.0 psf mchord live load flOOCOOCUlTlIntwiltt any other live toads. 5JAsrequested, pfafe3have notbeen~' . provide for placement tolerances or rough handling anderectioncoodl\ion$. 11 Is the responsibility oflhe fabricator to increasepllrte sizes to lhesef&ctonl ~~ ~:r: =~l:a~::.~~:::(:y~ ) O~~SSIO beating plate capable ofwithstandlng 1671b uplifl at joint 1 and 1671b upliflatjolnt5 8} This truss Is designed in accordance . the 20031ntemational Bu~dlng Code sactiof'\2306.1 and referenced standardANSIITPl1. LOAD CASE(S) StanUrd WtITning!~Verify design parametl!l'S and read notes hefore u.se. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design paranrters and proper incorporation of component is responsibility of building designer - not truss designer or truss engineer. Bracing shown is for lateml support of individual web members (01)'. Additional rempormy bracing to ensure stability during coostrucrion is the responsibility of me en:ctor. Additional permanent brncing of me overall stmcture is the responsibiUty ofme building designer. For general guidance re~jllg fabrication, quality control, storage, delivery, erection and bracing. consult ANSlffPI I National Design Standard for Mewl Plate Connected Wood Truss Consfnlction and DeSI I"()] Guide to Goad Prac:/ic:efor Handling, lnslalling& Bracing of Metal Plate Connected Wood Tru.l".~e.l" from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. DE Job # 8/26-0034 F.. ITNA REN6-023l)94 TOl SiariTruss Co.. !Jl~..ftllnsselaer, IN 47978 +4.0 s..o.10 1-40 5-0-10 o::::!' . 1 Job Rererence(QptJQ!!!!l 6.2ODsJuI132005MiTek.lndl.l$tries,lnc. [TNUT'" ROOF TRUSS 1()'()'() 4-11-6 14-11-6 4-11-6 2()'()'() s.o.10 Moo JuI10 Yi%l=i6 207~age 1 21-4..(1 I 14-0 &o:alo_'37. r J . a.oorff ~, 2>r4'i ~ . ~o 1().().() 1()'()'() Plate Offsets (Ql...12:0-3-8 E<:tg!l]"rn:().-:!:!q~99~1,llL0:-4~,!'2Q~1__ LOADtNG(psf) SPACING 2-Q-O CSl TelL 2<l.O Platesll1Clllll!le 1.15 TC 0.37 t'b~Snow=~~2 LumberlOQllB$e 1.15 Be 0.72 BelL 0,0 Rap $tntss IneT YES WB 0.30 BCDL 10.0 Code IBC2003/TPI2OQ2 (Melrix) LUMBER TOP CHORD 2 X 4 SPF No.2 BOT CHORD 2 X -4 SPF NO.2 WEBS 2X4SPFStud WEDGE Left: 2 X" SPF Stud, Right: 2 X 4 SPF Stud 2<J.{).{) 1(}.().o OEFL V""(ILl VElfl(TL) rz(TL) io ..(l17 ...'" '.<X1 (Ioc) lIdefl Ud 2-8 >999 360 2-8 >530 240 6 nla ilia PlATES MT20 GR1P 197/144 Weight 76lb BRACING TOP CHORD BOT CHORD $tnJctunI.1 wood sheathing dilllClty applied or 5-1-6 oc puffins Rigid ceifing directly applied ot 1()-()-{l oc bracing REACTIONS (lblsize) 2=877.1O-3-a,6=8771O-3-6 Max H0I7-2=-22O(Joad case 5) Max Up/ift2=-241(loadcase 7),lF-241(load case 6) MllxGrav2><1019(loadCllse2),6"'1019(IOl'Idcese3) FORCES (Ib) - MlIl(imum CompressionlMe:<imum Tension TOP CHORD 1.2==0/51, 2-~.11048/2"3, 3-4=-806/220, +5"'.80612 ,5-6=-11"8/24",6-7"'0/51 BOT CHORD 2-8:-181~,6-8=-1071864 WEBS :HI=-382I209,4-3=--841561,5-3=-3ll2I209 NOTES 1) Wind: ASCE 7-02; OOmph; h=25f1; TCDl=5.0psf; BCDl..s.Opsf; Category II; Exp C; enclosed; MWFRS geble IIlfld zone; r.sntilever iefl and right exposed; end verticallelt and right e:<posed; LumberOOl=1.60 plitgrip OOl=1.60. 2) TClL ASCE 7.{12; Pf.=20,0 psf(flat roof snow); ca ,ory 11; E"P. C; Fully Exp,; Ct=1.1 3)unbelancedsnOWIOadShaVflbeenconz'lIredfo',SdBSign 4)~a:~h8SbllenlSllsiQnedfotQfellterofmin ~veloadof16'OpsfOr1.00timesllatroofload., Of20.0psf.onoverha..""'~. ncummtwithotOerlive 5) This truss has been designed for II 10.0 nom choro live load I1O!1OOIlQIner1t with any olhllr Irve loads. 6) As requested, ptllles h..~ no1 been des1"ftd to provide for placement toklranoes or rough handling and ereclion condiOOns. It.s the responsibility of the fabncatortoincreeseplatesizllstollCCllluntrortnesefactors. 7) Provide mechenical conneclion (by others) of truss to beering plate ClIpablll ofwithstanding241Ibuplifletjoint2and2411bup~f1etjoint6 6) This truss Is designed in accorden 'with ItIe 2003 Intemational Building Code section 2306.1 and referenced standard ANSlfTPI 1. LOAD CASE(S) ~l:Sard Date" 7{WI06~ Warning/-Venh design paTllmetf!TS and retld nOleS he/(Jre use. This design is based only upou pammetCf'S shown, and is for an individual building wmponeut 10 be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer or truss engineer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to ensure stability during construction is the responsibility of the erector. Additional permanent blB(:ing of the over.ill structure is the responsibility of the building designer. For general guidance regarding fubricatiol1, quality contro~ storage, delivery, erection and bracing, consult ANSlffPI 1 Na/ional Design S/ontkJrdjiJf' Metal Plate Connec:/ed Wood Truss Can.t/roc/ion ood BCSI 1-03 Guide to Good Prac/icefor Handling, Installing & Bracing of Metal Plate Connected Wood Trusses from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. DE Job # 8/26-0034 ItiU~T'" ROOF TRUSS 1""I"'r' 9 I _~l.,Job--.Be-'~~{OPtiO!1.aD__ 6_200SJUI1320OSMiTeklndllSlries,lnc.MOnJull01~ Page 1- f:NO<23094 --1:7 ~Staf1(TrUSllJBQJ_'r4 Rensselaer, IN 47978 1-1-4-01 6-9-.15 140 6-9-15 13-3-0 &6-1 15+0 I 2+0 22-8-9 7-4-9 30-8-0 7-11-7 ,32-0-0, 1-4-0 $co"-'''' -~ ~ J I, 18-0-""1'1'" " Z.'II " "'0'" OEFL in (loc) Udefl Vert(l<{) -0.23 9-11 >999 ~L)-0649-11>572 ~7!~i~~:32 9 w. / ~BS / REACTIONS (lbJsize) 2=130410-3-8,9=130410-3-8 / Max H0fZ2=:321(1oad case 6) MexUptifl2"'-332(loedcase7),9=-332(1oedcase8) Max Grav2=1497(load case 21. 9=1497(load case 3) FORCES (Ib) - Maximum CompressionIMaximum Tension TOP CHORD 1-2"'0f63, 2-3=-2026/314, 3-4=-1384/345, "'5=-1~, 5-6=-1073/315, 6-7~31471633, 7-6=-3336/596, 8-9'<-3593/540, 9-10=0161 BorCHQRD 2-13=-3101'1547,12-13=-310/1547, 1'-1:r--11~:f120, 9-11=-36413003 WEBS 3-13=01259,3-12=-6591259, 5-12=-4012:2' 5- 1=-508I210,6-11=-S0112534.6-11=-55nr341 NOTES 1) Wind: ASCE 7..Q2; 9Omph; h=2Sn; TCDL=5.0psf; BC "S.Ops!: Category Il; Exp C: Ilndosed; MWFRS gable Ilnd zone; cantilever left and Jighlexposed; end vertical left and right exposed; lumber DOl"'1.60 pJite grip DOl"'1_60 2) TCll: ASCE 7-02: PF20,0 psl(nat roof snow}; category II; Exp C; Fully Exp; er-1.1 3)UnballWlCedSflOWIoadShavebeGn~~IhiSdesign. .fJ :::sfruSS ha$been designed for greater Off" roof ~ve load 0116.0 pst or 1.00 limes flat roof load 0120.0 p51 011 ovemaogs non-ooocurrrmt with other live 5} This truss hssbeefl designed fora 10.0p(fboftomenordliveloadnoncooculT'eOtwilhanyoth&rlivelosds. 6}As reque$ted,pl8te$have not been de"gned to provide for placement tolerances or rough handling and erection conditions. Itis!tlerespOnsibllityofthe fabricalorloincreasElplatesizestoapntforthesefactors. 7} Bearing at joinl(s} 9 considers parall'el 10 gram value using ANSiITPi1 angle to grain fom1lJia. BlJildirlg designer sholJld verify capacity of bearing surfaoe 6) Provide mechanical CQIlnection others) of truss to bearing plate caplllble of withstanding 332 Ib uplift III joint 2 and 332 Ib uplift at joint 9. 9) This truss is designed in a nee with lhe2003lntemational Building COde section 2306.1 and referenced standafdANSifTPi1. PlateOffsels ,'I: LOAOlNG(psf) TCll 20.0 (Roof Snow=20.0) TeOl 10.0 BCll 0.0 BCDl 10.0 lUMBER TOP CHORD 2 X <I 6PF NO.2 "Ell.cept" T32 X <I SPF 16SOF 1.5E, T<I 2 X<I SPF 2100F 1_BE BOT CHORD 2 X <I SPF No,2"Ell.I::epl" B3 2 X <I SPF 1650F 1.5E 2X<lSPFStlJd.Except' WS2X 4 SPF NO.2 6-9-15 13--3--0 6-9-15 6-5-, [:1:0:10:-7;0-1-61 [7:0-2..o,.J:::dg~l, [S!:Q.-l-,g,Edgl!lJ11:0-4-0 0-3-ffJ. r12;Q:6:4~0-2-4l 21-9-12 8-0-12 3<>-8-0 8-10-4 SPACING 2-0-0 Plateslncrease 1.15 Lumberinc:tease 1.1S Rap Stress tner YES Code IBC2003fTP12002 CSI TC on Be 0.78 WB 0.87 (Matrix) Ud 360 '<0 N. PlAlES omo GRIP 197/144 J Weight: 131ib Structlnll wood sheathing directly applied or 2-8--1 0 oc purlins. Rigid ceiling directly applied or 1G-O-Ooe bracing 1 Row at midpt 5-12,5-11 WEBS / Date:JLlO106 Warning!-Verify design parameters and read notes before use. This design is based only upon purnmela5 shown, and is for an individual building componeut to be installed and loaded vertically. Applicability of design pammeters and proper incorvoration of ~nent is respopsibility of building designer - DOt truss designer or truss engineer. Bracing shown is for lateral support of individual web memben; only. Additional temporary bracing to ensure stability during construction is the responsibility oftbe erector. Additional permanent btacing of the overall structtm: is the responsibility of the building designer. For general guidance regarding fitbrication, quality control, storage, delivery, erection and bracing, consult ANSlrrPl 1 National Design Standard for Melal Pfate Connected Wood Truss Construction and BeSt 1-03 Guide to Good Practice for Handling, Installing & Bracing alMe/al Plale Connected Wood Trusses from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719 DE Job # 8/26-0034 Job REN&<l2.... Truss Itrusstype ROOf TRUSS o=r 6 1 JobRef~~,)cel~an 6.200sJuI132005MiTel<.lndustrie&,lnc. 911d'iIrussCo , Inc"RllflMelaer, IN 47978 , {;k I Mon Jull0~15:50:47 2000 AJ9r-i / MOl 5-4-<l 5-4-<l -.-'J" -------~-~---- ~- ~/.~~ ~~~-~~~~~~/// ~ //~ ~---~ --~ ~\ / ~-~ ~/~~/ ~rorTIr ~ ::DffS'e- nr1:1-D-15EdQel LOADlNG(psf) TelL 20.0 (Roof Sn0w:20.0) Teel 10,0 BeLL 0.0 BeDL 10.0 LUMBER TOP CHORD 2 X -4 SPF No.2 BOT CHORD 2 X -4 SPF No.2 SPACtNG 2-0-0 Plateslncrease 1.15 Lumberlncrease 1.15 Rep Stress Incr YES Code IBC2003ITPI2002 5-4-<l 5-4-<l -.- "'" llEFL m '""I "'" Ud Te ''3 v... '{).04 '-' '999 360 Be '26 v ) .{).10 1-3 >62. 24' WB 000 /"(1"LI -0,00 2 "'" "'" (Maln;>:;) I 10"1"' _._-~ '" L__ I I 3o<lS..,,,oo PLATES MII16 GRIP 127162 Weight: 121b BRACING TOP CHORD BOTCHQRO Strucb.olwoodshe8thlngl:lireettyapplie<lor5-4-0ocpurtins Rigid ceiling directtyapplie<:l or 1Q-Q-.{)oc bracing REACTIONS (Ib/sile) 1=20210-3-8, 2=151fMecl!enical, 3=50/0.-3-8 MaJ(HoI'l1~5(loadca$e3) Mex Uplifl1=-45(loadcase 3),2"-90(load case 3) MaXGnlV1'O:202(/l>>dQlSElfl.2=15f<badCllSeI)3=Z101{IoadCS 2) FORCES (Ib) - Maximum GompressionlMaximum TenSion TOP CHORD 1-2><-~0I36 BOT CHORD 1-3=0/0 NOTES 1) 'Mod ASCe 7-02, OOmph h=25ft; TCDl=5 Opsf; BCDL=5Opsf, tegoIy II, ExpC enclosed, MWFRSgablu end lOne, cantilevilrIefl:and nghtexposed, end yerticallefl and nghl exposed Lumber DOL=1 60 plate gnp 00'(=1 60 2)TCLl:ASCE7-02 Pf=20 0 psf(l\atroof snow) Category~1 C,FullyExp Ct=11 3) ThIS truss ha$been deSIQned fora 100 psf bottom dlofd load nonconcurrentl'rilh any olhMlive loads 4)Asreques1ed,plateshavenotbeendeslgnedloproyi(!Q p1acementtolerancesorroughhandllnganderecllonconditions ItlslheresponSlbllilyoflhe fabricator to increase plate sii!.8S 10 IlCCOlJnt forttlese,fQctors. 5)Refertogirder(s)forlr\lsstolnJssconneclions. / 6) Proyide medlanical connection {by othenl) oflruUto bearing ptate capable ofwith$landing45 Ibupliftatjoint1and90lbllpliflatjoinl2 7) This truss is designed in 8CCO!danc:e7. the 111lem.oonal Building Code section 2306.1 and refef"enced standard ANSVTPI1. LOAD CASE(S) Starnlard / Date:JL10106 Warning/-Verih desigll paramders and read notes hej(we use. This design is based only upon pammeters shown. and is fur an individual building component to be installed and loaded vertically. Applicability of design panun;:ters and proper incorporation of component is responsibility of building desi~ - not truss designer or truss engineer. Bracing shown is fur iatel1ll support of individual web members only. Additional tempornry bracing to ensure stability during conslruCtion is the responsibility of the erector. Additional permanent bracing of the overall sttuctw"e is the responsibility of the building designer. For general guidance fegwding fabrication, quality control, storage, deliye!)', erection and bracing, consult ANSIn'PI 1 National Design Stalldardfor Metal Plate Connected Wood Truy.y O:msfruClion and BCSi 1-03 Guide to Good Practice/or Hamlling, lmJoJling & Bracing o/MeJal Plote Connected Wood Trusses from Truss Plate Institute, 583 D'Onofiio Drive. Madison, WI 53719. DE Job # S/26-0034 f~ f" REN6-023094 GR02 Slark Truss Co.. In<:., Renssela9r, IN 47918 Truss Type -1""---1""-100------- 71 L~.Job_B~~~i~~~J1______________L-1 6.200 sJu113200S MiTek Industries, Inc. Moo Jul10 15:50:46 2006 Page 2 ROOF TRUSS LOAD CASEIS) Standard 1} snow: lumber lncn:lase=U5, Plate lnaease=:1.15 Uniform Loads (pit) Vert:1~.4-7"'_5lJ.1~7"'_20 Concentrated Loads (Ib) Vert: 1=-156{F) 7=-1351(F) 10=-1351(F) 14:-1351(F) 15=-1351(F) 16:-1351(F) 17=-1351(F) 18=-1351(F) 19=-1351(F)20=-1351(F)21=-1351(F)22=-1351(F)23:-1351(F) 4=-1351(F) nafe- 7/10/{)6~ Warflillg!-Verih design parameters and read notes before use. This design is bused only upon parameters shown, and ill for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer or truss engineer. Bracing shOWll is fOf lateral support of individual web members only. Additional temporary bracing to ensure stability dwing construction is the responsibility of the erector. Additional pennancnt lm1cing of the overall structure is the responsibility of the building designer. For general guidance regarding fiJbrication, quality control, storage, delivery, erection and bracing, COIlsult ANSlrrPl 1 National Design StandardjOr Metal Plate Connected Wood Truss Construction and BeSI ].03 Guide to Good Practicefor Handling./mta/ling & Brocinf{ofMeml Plate Connected Wood l'rosses from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. DE Job # SI26-0034 Job -'JTruu ----rruurypo REN6-023094 ~~, .______IROOFTRUSS star1<. TruS5 Cf8_'tIf1..,f<:ensselaer. IN 47976 4-9-13 4-9-13 -----j 8-t1-13 4-1-15 -I 13-1-12 4-1-15 r-=r 2 [m_",~~..oo,~_____ __/1 6.200 sJuI132005MfTeklndustries, Inc. MooJull0 le,:lJ!d:6I40/ Page 1 2&-3-8 4-9-13 17-3-11 4-1-15 21-5-11 -------.f 4-1-15 -I 7'<16l<T2<1"ll _1W-1 2x8x24" SP 1.9E Bearing block atl & 7 attach to one face w/(2) rows 10d .~~i1s / /" @3" o,c. staggered /;/ 50;.0'0- a 14 16 " -" " "'.'" 1l>1~ = "'.....= a.8= . " "'11 " 14 4-9-13 __I 8-11-13 ___~~1-12 4-9-13 4-1-15 4-1-15 Plate disetll (x.:o .11:0+1 ~ 17:0-4-1 Q::~f~:6-3-8,9.::1:9l, rt2:()...3-80-4-0]~__."__ ~{$~~s::!o~} ~:~~~~se 2~g ~BC~J 0.82 ~(tl) TeOl 10.0 lumberll'lClllllse 1.15 0.62 Ve.rt{TL) BeLL 0.0 Rep Strns IncJ NO WB 0.96 H6rz(TL) Code 1BC2003ITPI2OO2 {Matrix} ~ BCDL -.-1t;1}L_ LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E / TOP CHORD BOT CHORD 2 X 8SYP 2250f 1.9E BOT CHORD WEBS 2 X 4 SPF Stud 'Except' W52X4SPf" 1650f 1.5E WEDGE Left: 2 X 6 SPf No.2, Right: 2 X 6 SPF No.2 REACTIONS (Ib/size) 1:09431/0-3-15 (input: 0-3-8),7=1037310-4-6 (input: 0.a-8} MIIXHorz1=-272{loadcase5) / Max Uplifl1=-1869(1oad case 7), 7=-2081(1oad case 8) Ml!x Gr8V1=9561(load.C8se 21, 7=10503(loadcase 3} FORCES (Ib) - Mmo:imum CompfM$fOfl/Maximurn Tension TOP CHORD 1-2=-14745/2926,2-3=-1185312412,3--4=-905311938, 4-5=-90831193B, 5-6=-1184612410, 6-7=-1466812911 BOT CHORD 1-14=-2471112211, 14-15"~2471112211, 13-15=,2471112211, 13-16=-2471112211, 16-17=-2471/12211, 12-17=-2471/12211, 12-18=-1916/9775, 18-19=-1918/9775, 11-19=-1918/9775, 11-20;;'185519769,10-20=-1855/9769,9-10=_1855/9769,9-21=_2349/12145,21-22=-2349112145, 8-22=-2349112145,8-23=-2349112145, 23--?4"-2349112145, 7-24=-2349112145 2-13=-5510014, 2-12=-30401691, 3-12=~4481, 3-11=-3988/'896, 4-11=-200619669, 5-11=-3980/894, 5-9=-a7814470, 6-9=-29641677, 6-8=-53712932 / NOTES 1} 2-plytru" 10 be connected together with 0.131;X3" Nails BS. follows Top chords connected as follows: 2 X4 - 1 rq'Nat 0-9-0 oc Bottom chords connected liS follows: 2 X 8.12 rows at 0-6-0 oc. WebS(XM1--=tedas~:2X4-1'~to-9-00e. 2}AJI Joads ant considered equallyapp~ect1o-al plies, except if noted as front (F) or baclr. (B) tacein the lOAD CASE{S) section. Ply to ply connections have been providedtodistributeonlyloads~/as(F}or(B),unlessotholWiseindialted 3) Wind: ASCE 7-02;!lOrnJIh; h=25fl;~Dl=5.Opsf; BCOl=5.11psf; Calego.y II; Exp C; endosed; MWFRS gable end zone; canbleverlefl and nghl exposed; end vertlClllleft and right exposed; lymber OOL=l.60 plate grip DOL=1.60. 4} TCLL ASCE 7-02; Pf=20.0 psf{ftal roof snow); Category II; Exp C; Folly Exp.; CF1.1 5) Unbal-anceo Snow leads ha,,? beSfl consiciared for this design. 6) This IruU has been desig?'"d for a 10.0 paf bottom chol'\1live load nonooncumlnt with any other live loads 7) As requested, Platss]Enot been designed to provide for placement toklr'ences or rough hsiooting and erection conditions. It is the responsibHity of the fabricatortoifla9lllle si:2:es 10 IIlXXlUnt for these factors. 8)AJlp/atDsareUT20 unless othefwise indicated. 9) WARNING: Requl bearing size at joint(s) 1,7 greater than input OOaring size. 10)Providernach~lcalconnection(byottlers)Oftrussto.bearingplatecapableofwithstanding1869 Ib uplift at joint 1 and 2081 lbupUftatjoint7 11) This truss is signed in accordance with the 2003 International Building Coda section 2306.1 and refarenced standard AN$IITPI 1. 12) Hanger(s) otherconneclion device(s) shall be provided sufficient 10 supportconcenlfa1ed Ioed(s) 156lb down and 7lb up at 0-1-12, 1351lb down and 269 Ib up at Y-11--4, 13511b down and 2691b upal 3-11--4, 13511b down and 2ti91l up at 5-11--4, 13511b down and2691b up at 7-11--4, 13511b down end 269 Ib upat g{11--4, 13511bdown and 2691b up at 11-11-4, 13511b down and 2691b up at 13-11--4, 13511b down and 269 tb up at 15-11--4, 13511b down llII1d 269 Ibllp.l 17-11-4, 1351 Jbdown and269lbup al 19-11--4, 1351lb down and 269 II up at 21-11--4, and 1351 Ib down and 2'691b up at 23-11--4, and 13511b ~ and 269 Ib up at 28-1-12 on bottom chont The designlseleCllon of such connection devir;e(s) is the responsibility of others. lJAD CASE{S) Standard Continued on ~e2 17-3-11 4-1-15 -1- 21-5-11 4-1-15 +_.___26-3--8 4-9--13 in (loe) -0.2211-12 -0.4811-12 0.10 7 I/deft >999 >646 ro, Ud 360 '" nI, PLATES MT2<l MT20H GRIP 197/144 148/108 Weight: 348 Ib Structural wood sheathing directly applied or 2-11-12 oc purlins. Rigid ce;ling dlfflCtIy applied or 10-0-0 oc bracing. WEBS nale:-7LlOI06 Wccr"ing/~Verify design paramders and read noles before use. This design is based only upon parameters shown. and is for an individual building componenl to be installed IlIld loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility ofbw'/ding designer - no! truss designer or truss engineer. Bra.cing mown is fur la.teral support of iooividuaJ web members only. Additional temporary bracing to ensure stability during conslrUction is the respl)ll5ibility of the ereclor. Additional peITllllDeIlt bracing of the overall structure is. the responsibility of the building designer. For general guidance regarding fubrication. quality control. stoT1lge, delivery, erection and bracing, consult ANSlrrp\ I National Design Standard for Metal Plate COl/r1ecled Wood Tru~s Construction and BeSt 1-03 Guide to Good Practice for Handling, lltftal/ing & Bracing of Metal Plate Con1U!cted Wood Trusses &om Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. DE Job # SI26-0034 JOb =:J:NU REN6-023094 GROtA ___m_ _ StarkTrussCO.,Jllll., RSFUo"laer,IN 47978 -,'N"''''' ROOF TRUSS ~~---~-- r--IP"IOO 1 ~l~B~l1Ce(opt~lI!)___ 6.200 s Jul 132005 MiTek Industr\es, Jnc MonJul 10 15:50:45 Page:f LOAD CASEIS) Standard 4) IBC Be live: I.llmbeflnc:nJ8se=1.25, Plate 1naease:1.25 UnifonnLoada(p/f) Vert: 1-3=-20, 3-5=-20, 1~883(F"'-842) 5) M'M'RS WII'ld Left lumber fnero.SlF1.60, Plate 111Cl'!I38F'1.60 UnifonnLoads(plf) Vert: 1-3=-14,3-5=18, 1-5=-332(F=-322) Horz: 1-3=4,3-5=28 6) MWFRS Wind Righi: lurnbtlr In<:reese=1.60, Plate Increase=l.60 Uniform loeds (pi!) Vert: 1-3=18,3-5=-14,l-5=-332(F"-322) Horz:1-3=-28,3-5=-4 7} MWFRS 15\ \Mod Parafla!: Lumber IncreaS9=1.60, Plale InCl88se=1.60 Uniform loads (pIf) Vert: 1-3=32, 3-5=19, 1-5=-226(f=-216) Harz: 1-3=-42, 3-5=29 8) MWFRS 2nd lMnd Para1Iel: LumberIr'lcrease=1.60, Plate Inaease=l.60 UniformLoads{plf) Vtlft:1-3=19,~32.1-5=-226{F=-216) Hor1,: 1-3=-29,3-5=-42 9) MWFRS 3rd WlI1d Parallel: Lumber Jncrease=l.60, Plete Increase=l.60 Uniform Load$(pll) Vert: 1-3"14,3--5=8, 1-5=-364(F"-354) Horz: 1-3-24,3-&=18 10) MWFRS<4th IIII\nd Palllllel: lumber Inerea5e"'1.60, Pla1e Increase:1.60 Unifonnloads (ptf) Vert: 1-3=-8,3--5=<14, 1-5=-364(F:.-354) Hof2::1-3"-18,3--5"2<4 n~te:-7/JOI06 Wtl1'"ing/~Verify design parameters and read n(Hel,. before use. This design is based only upon panunetcrs shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and propeT incorporation of component is responsibility of building designer - not truss designer Of truss engineer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to ensure stability during coostruction is the- responsibility of the: erector. Additional permanent bnacing of the overall structure is the responsibility of the building designer. For general guidance regarding filbricution, quality control, storage, delivery, erection and bracing, consult ANSI{fPl I National Design Standard for Metal Plate Connected Wood Trn~s Cons/mclion and BCSI 1-03 Gukle to Good Practice fOr Handling, Installing & Bracing of Metal Plate Connected Wood Trnue.~ from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. ... ~TroM RENlHl23094. GR{l1A -StarkTrUss Ccg..lp_9-il-ensselllllf, IN 47978 D~ 3 i:R_~{"''''''L_"~"__. 6.2005 Jut 13 2005 MiTek Indusllies. Inc. Moo Jul10 15giq~4f>220i'page 1 [TroMT"" . :'~~~uss 5-2-2 5-2-2 10-0-0 4-9-14 14-9-14 4-9-14 ~" 8.00112 ~~ ~~, , . ~, ~ / ~ C- . . '~'2=o W'" "'-'Oil 1-- 14-9-14 4-9-14 DEFL io (Ioc) - Ud \1*) ".08 l>8 >99' 36<l V L) -0.24 l>8 >99' 240 rz(Tq 0.05 , of, of, . "'011 PlalllOffsets X,Y: 5-2-2 5~2-2 1:0-5-oO-z-=1bf!trb:&{l;O:-i-=--10D8-'...0:!>.:Q,.0-6-121 1M"" 4-9-14 I~ LOADING(psf) TelL 20.0 (Roof Snow=20.0) TCDL 10.0 BelL 0.0 BCDl 10.0 LUMBER TOP CHORD 2 X 5 SPF No.2 BOT CHORD 2 X 10 SYP 2250F 1.9E WEBS 2 X 4 SPF Stud "Ext:ept' W32 X4 SPF 1650F 1.5E sPACING 2-0-0 Plateslncrease 1.15 Lumberlncrease '.15 RllpStresslncr NO Code1BC2003ITP12002 CS! TC 0.-46 BC 0.44 we 0.76 (Malrix) BRACING TOP CHORD BOT CHORD Strudl.nl WQOd sheathing directly applied Of &-0-0 oc pur1if1s. Rigid ceiling dimctly applied or l(l.{)...o oc bracing REACTIONS (Ib/sil:e) 1"'106141O-3-8,5=106141Mecnanical Max HOfl 1=:-206{k:lad case 5) Max Gmv1=12732(load C8$e2l, 5=12732(1oad case 3) DE Job # 8/26-0034 2M"" 5-2-2 _.,J I ~ ...A-1-12 2<><l" 5-2-2 --I PlAlES MY20 GRIP 197/144 Weight:444lb FORCES (Ib) - Maximum Compreuion/Malriml.Jm Tension TOP CHORD 1-2=-1697610,2<3<<_1196810,3--4,;_11969/0,4-5"_1700 BOT CHORD 1-9"0114035,8-9=0114035,7-6=0/14077,6-7=0/14077,5-6=0114077 ;'=;,"MOO ::::~::: :::::~"'~:::. O/:.."W5329 TopchofdsCXll1fllld8dastoNow:ii: 2X6-2rowsatO-9-0~iQw Bottom chords connected a:s follows: 2 X 10 - 3 rows at 0-4-0 00 webs connected as follow:s: 2 X 4 - 1 rem at 0-9-0 00./ 2} All loads are considered equally applied to a~ p1ies,}lxoept if IlOted as front (F) or bad\ (8) face in the LOAD CASE(S) section. Ply!Q ply connections have been Providedtodistributeon~IOadsnotedaS{F}~r('UnlesSOtherwiSeindicated. 3} 'NiOO: ASCE H12; 9Omph; tF=25ft; TCDl=5.0 , BCDL=5.Opsf; category II; Exp C; enclosed; MWFRS gable end zone; amtilever leflaod righl exposed; end vertical left and right exposed; Lurmer DOL= .60 plate gnp DOL=1.60. "'l TCLL ASCE 7--02; Pf=20.0 psf(1Iet roof~l; Category II; Exp C; FlJIty Exp.; C1=1.1 5) UnblllllllQOd snowlollds he..... !>&en eon' red fQf-this design 6) This truss has been designed for a 10, psf bottom chord live ioad oof'lCOrlcurrent with any other he toads. 7) A$ requeSllld, plates have not been 9OsignecllO provide for p(aoement Iolernnce" or rough handlinQ and 8I"eCUDn CDfIditUms. JI is the responsibiHly of !he fabncatortoincraaseplates~estoAlccountforlhe"efactol'5. a)R~!QgifUer(S)flKtnlUT"oonnections. 9)Th" truss is designed in noa wiIt1 !tMl2003lnlemationel Building Coda section 2306.1 and referenced sl4ndard ANSVTPI1. 10) loadcase(s) 1,2, 3,4, 5,6 ,a,9, 10 has/have bElen modified. Buildirogdesignermuslre~loadstoverifythattheyarecorreclforlhe intended use of this ,"M LOAD CASE.(S) Standa" 1) Snow: Lumber Inaana=1.15, PlaIa Increesa=1.15 Unilorm Loads (pl van: 1- ,3-5=-60,1-5=-1016{F=-996) 2)UnbaI.soo..,. Lumberll"lCl"ell;!Ie"1.15,Plalelncreas8"1.15 Uniform s(p/f) Verl:1-3=-87,3--5=-20,1-5=-1221(F=-1201) 3) Unbal,SAOw-Right Lumber Increase=1.15, Plate Increasa=1.15 7niL08dS(p/f) Vert: 1-3=-20, 3-5=-87, 1-5=-1221(F"-1201) tio....~ ..,., nate:.JL11JfJ Warning/-Verify design paramde1',f and read notes befOl';! use. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameterS and proper incorporation of CQmponent is responsibility of building designer - not truss designer or truss engineer. Bracing shown is for lateral support of individual web members only. Additional temporary braoing to ensure stability dwing conslruction is the responsibility of the en:ctor_ Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality contro~ storage, delivery, erection and bracing, consult ANSlfTPI I National lJe.~ign Swndnrd for Metal Plate Connected Wood Truu Construction lUld BeST 1-03 Guide to Good Practice jor Handling, Inslaffing & Brucing of Metal ['{ale Connected Wood Truues from Truss Plate Institute. 583 O'Ooofrio Drive, Madison, WI 53719. DE Job # SI26-0034 ~ ~ R~~3094~ GR01 8lalil Truss Co., Inc., Rensse~r, IN 47978 -ITNUTYP' ~~F TRUSS --I~'-' ~_ 3 Jol:lReference(~aQ _ _ 6.200 sJul 132005 MiTek Industries, lnc J MonJull0 15:SO:4520o/page21 I LOAD eASElS) Standard Coooentrated LOads (Ibj Vert: 7=-887(8) 9:::-867(B) 1!F.-10614(B) 8=-867(8) 13=-867(8) / Oate:JL101Q6 Warn.ingl~Veri.IY design parameters and read notes before lISt!. This design is based only upon parameters shown. and is for an individual building compooeot to be installed and loaded vertically. Applicability of design parameters and proper incorporatiorl of component is responsibility of building designer - not truss designer or truss engineer. Bracing shown is for lateral support of individual web members only. AdditionaJ tempomry bracing to ensure stability during construction is the respollSibility of the el\lC~. Additional permanent bracing of the overall SIructure is the responsibility of the building designer. For general guidaocc regarding fubrication, quality control, storage, delivery, erection l1lld bracing, consult ANSlffPI 1 National Design Standard jor Metal Plate Connected Wood Truss Construction and RCSI 1-03 Guide to Good Proctice/Or Hmulling, In.\"/alling & Bracing ofMetall'lau Connected Wood Trusses from Truss Plate Institute, 583 D'Onomo Drive, Madison, WI 53719. DE Job # SI26-0034 .... REN6-023094 -----r"'u -rtrout",. __,~~~~_~~~FTRUSS Inc,.R~r,IN47978 ~ 1-40 5-6-12 ",,12 -I lM-D 4-&-4 J~JP1y~,~~Jr.:,!:~ij""'~I""'"' M""J"lO"W.1i\i"J'Il'1 12-9-8 ---4 15-10-0 I 29-0-0 I 2-9-8 3-0-8 4-2-0 _1I _01381 stark Truss Co., ~~ ~~~ f ~, Morii L , ' l2( j / ~ 'V"- 9-1-12 u '" -0.14 -0.26 0,04 (lac) 10 ~1O 7 Udefl >999 >895 01, ii " ~81t " t""'0~ ""0 Ii 'O>20MT>QH1I PlaleOlfsels(~,!'): LOADING (psI) TelL 20.0 (RoofSnow=20.0) TeDL 10.0 BelL 00 SeDL 10,0 LUMBER TOP CHORD 2 X 6 SPF No.2 I BOT CHORD 2 X 10 BYP 2250F 1.9E WEBS 2 X 4 SPF Stud .Except" W3 2 X 4 SPF No.2, W5 2 X 4 SPF 16SOF 1.SE 5-6-12 5-6-12 [2:0.-2:8:0-3-0],[5:0-0-12,0-2-01[1::0-3-6,0-2-8] 100M 4-54 12-9-8 2-9-8 15-10-0 3-D-B 20-0-0 4-2-0 SPACING 2-0-0 Plates Increase 1.15 Lumbllrlncrease 1.15 RepStresslncr NO Code IBC2003ffP12002 cs, Te 0.52 BC 0.58 WB 0.96 (Matrix) Ud 360 '" 01, PLATES MT20 MT20H GRIP 197/144 1481108 Weight: 475 Ib BRACING TOP CHORD BOT CHORD Structural wood sheathing directly applied orS-6-9ocpur1ins Rigid ceiling direcUy applied or 10-0-0 oc bracing 2.10.36" SPF 1.9E Bearing block at 7 attach to one face w/(2) rows 10d nails @3" o.c. staggered LOAD CA {S} Standard 1) Snow. umber Increase=1.15, Plale Increase=1.15 - Loads(pIf) Vert:1~,4-7=-60,2-7=-20 Date:J/jf)fflB------, Warlfilfg/-Vmfy desigte paratrIftns flIId retld Ifoks btifON! lISt!. This design is based only upon parameters shown. lUld is for an ilUtividuaI building component to be installed and loaded vertically. Applicability of design parameters and propel" incorporatiOD of component is responsibility ofhuilding designer - IlOt truss designer or truss engineer. Bracing shown is for lateml support of individual web members only. Additional tempornry bracing to eilsure stability during construction is the responsibility of the erector. Additional permanent blllcing of the overall structure is the responsibility of the building desigJlcr. For general guidance regarding filhrication, quality control. storage, delivery, erection and bracing, consult ANSl!rPI I National Design Standard for Metal Plate Connected Wood Truss ConMruction and BCSI 1-03 Guide to Good Practice fur Handling, Installing & Bracing of Meta! Plate Connected Wood Tru~.~e.~ from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719_ DE Job # S/26-0034 :....,--~::: starl\Tru's~~llnsselaer.IN47978 jtruSSTYpe ROOF TRUSS D:__~t:~'-~'"~~'L~___._ 71 6,200SJIlI132005MiTekloduslnes,lnc_MonJullo15:50:4420~~ / :-1-4-01 140 15-4-0 15-4-0 1-- 3Q.8-O 15-4-0 -.'''''' Boorji 3>."" '/ ~~ t'''~ ".~.. " " ~H ~ " ~ 11 "A ~1<<~"l~ 3<>8-0 3<>8-0 ~(~=~g, :~I~se 2~ ~BC~1 022 V;((Tit.) -{,-ci~ (1OC~ lumber Increase 1.15 0.12 "'" -0.01 1 ~g~c 19:9 ~llsyessBC200t~P12:; WB 0.21 H~L) 0.01 18 _BS.~OO (Matrix) ~_ LUMBER /BRAC!NG TOP CHORD 2 X 4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 1).0.0 ac purlins BOT CHORD 2 X 4 SPF NO.2 / BOT CHORD Rigid ceiling directly applied 0I1Q-o-O ac bracing OTHERS 2X4SPFStud WEBS 1 Row at midpl 10-26.9-27,11-24 REACTIONS lib/size) 2=223130-8-0,26"13700-8-0, 27=159/30-8-<l, 28=161/30...8-0, 2.9=158130-8-0, 30=167/30-8-0, 31=131130-8-0. 32=240130-8-0, 24=159/30-8-0, 23=161/30-8-0, 22=158130-8-0, 21=170130.-a-0,20=116!30-8-0.19=272J30-S-O'16"1217k Max Horz2"34O(1oad case 6) Max Uplifl2=-85(load case 5), 27=-63(load case 7), 28=-67(1oacl ca 7}, 29=-79(load case 7), 3O=-61(loed C8$fl 7), 31=-75(load case 7), 32=-l02(toad case 7}, 24=-59(load case a}, 23=-89(laad case 6), 22=-78(k)ad case 6), 21=-85{load case 6), 20759(1oad case a), 19=-14O(1oadcase 6j, 16=---7(foad caseS/ Max Grav2=302(1oad case 2), 26=217(ioad case a), 27=218(!o9d case 2), 28=o214(load ease 2), 29=211(1oad case 2), 3O=222{Ioad ease 2), 31=177(1000 case 2), 32=316{Ioad case 2), 24=218(load case 3), 23=214(1oad case 3), 22=/'0 case 3}, 21=227(load case 3), 2O=157{lood case 3), 19=362(ioad case 3}, 18=156{laad case 3} FORCES (lb) - Maximum CompressiorllMaximum Tension TOP CHORD 1-2=0162,2+3=-267/196, a-.F-2191177, 4-5=-1791176(5-6=-133/169, 6--7=-89/170, 7-~-68J211, 8-9=-38/220, 9-10=-70/253, 10-11=-71/245, 11+12=-221190,'2-'3=-661183,13-14=-681125,14-5=-69178,15-18=-64160,16-17"-102182,17-18=-168/79 BOT CHORD 2-32=-601194, 31-32=-601194, 30-31=-601194, - 194,26-29=-601194, 27-28=-601194, 26-27=-60/194, 25-26=-601194, 24-25=-60/194, 23-24=-60/194,22-23=-601194,21-22---601194 21=-60/194,19-20=-601194,18-19=-60/194 WEBS 10-26=-197/0, 9-27=-178183, 7-28=-17741107 29=-172199,5-30=-1791103,4-31=-147190, 3-32=-24ll1136, 11-24=-178179, 13-23=-1741109. 14-22=-172198, 15-21=-161/104, 16-20=-1 83, 1]-19=-2691153 NOtes 1) Wind ASCE7-02 OOmph h=25ft TCDL=50psf,~DL=5OpSf Category II ExpC endosed,MWFRSgableendlone cantile~leftandnghtexposed eF'Id vefticalleflandnghtexposed LurmerOO4...~-1 phrtegnpDOl=160 2) TI'US$ designed for WR'ld toeds III the plane of truss only For 'Jlud5 exposed to Wind (normal 10 the face) see MiTek. "standaro Gable End DelaIr 3) TCLL..: ASCI: HJ2. pf;2Q 0 p!lf (flat roof ,Calegofy II Exp C, Fully Exp, C1=1 1 4) Unbalanced &nOW loads haw> been con~nK1 forthis design 5) Th", truss has been desogned for greal~ of mm roof h~e load of 113 0 psf or 1 00 tImes ftat ro()f load of 200 psf on overhangs non-concurrent with other live loads / 6) This truss I18s been designed fof a){l.O psfbotlom chord live load ool'lCOncurrenlwilh anyolh er!iveloa<ls. 7) As requested, plates have not be9'1 de$i9n. eo: to provide for placement tolerances or rough h<lndlmg and eraction conditions. II is Ih& I"&sponsibiJity of !he f8briealorIoIllCfellseplaIeS~y1Daa::ountfOf'thesefactors. 8) All plates are 2x4 MT20 unlelJ$ otherwise Indicaled 9) Gable requires continuous l;)OlIom. chord bearing 10) Gable studs spaoed at2Moc 11) Pmvide mechanical C'.Oli'nection {by others) of lruss to bearin9 plllte capable of wilhstanding 85 Ib uplift at joint 2,63 Ib uplifl at joint 27,87 !b uplift at joint 26,79 Ibupliftatjoint29,81lbupliftatjOflt30,75Ibupliftatjoint31,102lbuplift8ljoint32,59Ibupllftatjoint24,89Ibupliftatjoint23,78Ibupliftatjoint22,85lb UPliftatjOjnt~~UPliftaljOint20,1401bUPliftatjoinI1,9and7tbuPliftatjoint 18 12) Thl!llruss is Ln: on 8COCIfdance with the 2003lntemalional Building COde section 230G.1 and teferen<:ed standard ANSlfTPI1. 7" "do' "" 0" ro, Ud 180 120 ro, PUTES MT20 GRIP 197/144 Weight 164lb Date:J.11OIfl Warning!~Verlfy design parameters and Tf!tId notes before use. This design is based only upon plIIllIIrters shown, and is fur an individual building component to be installed and loaded vertically. Applicability of design parameters and proper illCOrporation of component is responsibility of building designer - not truss designer or truss engineer. Bracing shown is f(X lateral support of individual web members only. Additional temponuy bracing to ensure stability during coostruction is the responsibility oftbe erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidam:e reganting fabrication, quality control, storage, delivery, erection and bracing, consult ANS]/TPI ] Na/ionul Design S/andardfor Metal Plate Connected Wood Truss Cons/roction and BCSI 1-03 Guide to Cnxx1 Practice for Handling, Ins/ailing & Bracing ofMelal Plale Connected Wood TroHes from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 537]9. DE Job # S/26-0034 F~ It~ R~23094 GE04 Stark Truss~l~, Rensselaer, IN 47978 ITNUTYl" ROOF TRUSS ~~__I~~ ['~J::R'''''''''(''''.'''') 0.200 s Jul 132005MITeklndustries,Inc 1-1-4-0: 140 15-4-0 154-0 3().jj.Q 15-4.Q aOOr;l '~ ;:::/ ~"H ~~" MonJull0 15:50:4420 Pagel / 132-0-01 140 _.,~ ~ ~ ~ '~-'" '~ ~~ ~.. !f:'~v'~ ld!/ , 1~~~ I--------.~ 3().jj.() _~_~_.~~ 3~-o--== _ CSI DEFL -~ (lac) lldell Ud TC 0.22 Vllf1(lI...J/ -{l.Of' 19 nIr 180 BC 0.09 Vert\!: i -o.Q1 19 nJr 120 WB 0.21 H L) 0.01 16 nla Na (Matrix) LOAQING(psf) TeLL 20.0 (Roof Snow=20.0) TeOl 1\l.O BeLL 0,0 aCDl 10_0 SPACING 240 Plateslnc;:rease 1.15 Lumberll1Cf8ll5e 1.15 Rap Stress loa NO Code IBC2003ITPl2002 ~I PLATES GRIP MT20 197/144 'Neight 166lb ~g:~~'6RD 2 X 4 SPF No 2 ~~~~~gRD Structural wood soeathlOg dIrectly applied or 6-0.-0 ocpurllns BOT CHORD 2 X 4 SPF No 2 BOT CHORD Rigid cellmg directly applied Or 10-0-0 oc br.lcmg OTHERS :ZX4SPFStud WEBS 1 Row at midpt 10-27,9-2811-25 REACTIONS (lblsEZe) 2=2221308-0,27"137130 8 0 28=159/30-8-0 29=161130-8-0 ~158/30..a 0 31=167130-8-0, 32=131130-lH) 33=240130-8-0 25=159130-80, 24=161f30-S-O, 23=156/30-8-0 22=167/30-8-021=131/30-8-020=240130-8-0,18=222130 Max Horz2'"'-326(loadcase 5} Max Uplifl2=-ll8(load case 5), 2lF-62(load case 7), 29=-87(1oad ca$l! 7), 3O=-79(1oad case 7), 31=-81(1oad case 7), 32=-75{load case 7), 33=-102(load case 7), 25=-57{1oad case 8), 24=-39(load case 8), 23'"'-79(load OIlse 8), 22--81(load case 8), 21=,J/5(Ioad alse8), 2O=.-101(load case 8), 18=-23(1oad case 8) Max Grav2=302(108d case 2}, 27=234(load case 8), 28=218(1O.:id case 2), 29=214(load case 2), 30=211(1000 case 2), 31=222(load case 2}, 32=1n(ioad case 2}, 3:F316(load case 2), 25=218(load case 3), 24=214(load case 3), 23--211{1Oad case 3), 22=222(1oad case 3), 21=1n(toad case 3), 20=316(1000 case 3), 18=302(load case 3) FORCES (Ib) Ma){imum Compression/Maximum Tension / TOP CHORD 1-2=0/62,2-3=-2821202, 3-4=-214/183, 4-5=-1741182(~-128/175, &7=-84/187,7-8=-87/228,8-9=-331237,9-10=-701270,10-11=-70/262, 11-12=-22/208, 12-13'"'-67/198, 13-14'"'-671136~~4;-15"-68184, 15-16"-85165, 16-17"'-97166, 17-18'"'-164/85, 18-19=0/82 BOT CHORD 2-33'"'-511229, 32-33'=.51/229, 31.32'"'-51/229, ;j(y.j1'"'-511229, 29-30=-511229, 28-29:.-51/229, 27.28=-51/229, 26-27".511229, 25-26=.511229, 24-25=-511229,23-24,",-511229,22-23'"'-51f22~1'22,",-511229,20-21"'51/229"8-2IF-511229 WEBS 10-27'"'-210410,9-26'"'-176182,7-29=-1741107 30:--172199,5-31'"'-1791103,4-32'"'-147190,3-33"'-2481136,11'25=-178177,13-24=-174/109, 14-23=-172/96,15-22=-1791103,16-21=-1190,17.20'"'-246/135 NOTES / 1) Wind; ASCE 7-02; 9Omph; h=25n; TCDl=5,Opsf; ~Dl"5.0PSf; Category II; Exp C; enclosed; MWFRS gable end zone; cantilever left and right exposed; end V'erticallaft and nght axpo68d; LumberOOL=1.6O'plate grip OOL=1.60 2) Trussdll!\igned forwind loads in the planeof)he lru$sonly_ For studs exposed IDwind (normal 10 the face), see Mirek .Slandard Gable End Delail" 3) TClL ASCE 7-02: Pf=20.0 psf(flaI roof~; CateoorY 11: Exp C; Fully Exp.: C1=1.1 41 UrrbsJlInOfld snow loads haw boen consiQllred for lhis design. 5) This IN", has been designed for greil'eyof min roof live Ioild of 16,0 psfor 1.00 times/lat roof rolld of 20,0 psI on overhangs non-concummt wilh other live loads. / 6} Thi$ INss has been designed fora to.OpsfbotlomcllordliveloadnoncoJ'\C\lrrenlwilhllny olherlive loads. 7) As requesled> plateshllVll llOiS'b deSigned. 10 Pro.Vide for p.lllcemenllolerances or rouQh handlinQ and erecl ioncondilionS.llislheresponsibililyoflhe febncetortolno-easepl8teSlZ oaccountforihesefaclon; 8}A1lpla!llsare2x4MT20unle otherwiseindicaled 9)Gablerequiresoonmuous omchordbeilring. 10) Gable sluds spaced al 2,Moc 11)Providemechanical~nec\iOn(byOlhers)Oflrus,s\obearingPlalecapabieofwilhstanding88,lbupliflaljOinl2,62lbuPliflatjOint28,87lbupliftaijOPnl29,79 Ibupllll.atjoinl30,8 tbuphftalJolnl31,75lbuphltatjoinl32,102lbupliflaljoml33,57lbupliftaljoinl25,89IbupliflaljoinI24,79IbuplinaljoinI23,81Ib upliflatlOinl22,7$'bupllftatjOlIll21,101lbupliflalJolnl20and23lbupJlfta1 Jolnl 18. 12) This truss i$~"" in acoo<dllinoe with tI1a 2003lnternalional Building Code section 2306.1 and lllferenced standard ANSlfTPl 1. ~ Dat.c-'/101D6_ War"ingl~Veri..6-' design parameler~. alld read IIotes befure use. This design is based only upon parameters shown. and is for an individual building component to be installed and loaded vertically Applicability of design parametenl and proper incorporntion of component is responsibility of building designel" - lJOt truss designer or truss engineer. Bracing shown is fm- lateml support of individual web members only. Additional temporary brncing to ensure stability during consttuction is the responsibility ofthc erector. Additional permanent bracing of the ovemll structure is the responsibility oftbe building designer. For general guidance regarding fabricatiOn, quality control, storage, delivery, erection and bracing. consult ANSlffPI 1 NallOnal DeSIgn Slandnrdjor Metal Plate Connected Wood Truss CO/ll'lruchon and RCSI 1-03 Guide to Goad Practicejor Handling, Installing & BraG"ingojMefal Plale Connected Wood Trusses from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. DE Job # S126-0034 f="" ~rue REH6-{)23094 GE03 Starl<. Truu q~~ Renuelaer, lN47918 J;; ROOF TRUSS 1-1-4-o,j ,4<> 6-"5 6-% 13-1-12 6-4-7 0- I=""",,__ _.""~'fi. 19-6-3 j 26-3-8 127-7~1 6-4-7 6-9-5 1-4-0 _.",7 ~~ ..00['1 I ~!~.~ ~ __'4 ~ , !! liII~lIS"aa!iil;c.fial1~nlf"111 ''''''''" _1.1-10-13 8-10-13 Plate OlfMlS (x.Yi~~:()"o"13-E~']. [5:0-2-0 o=-o:orI6,o-2-OJ~9~lc[g:O-8-3,0-1-i- ,"""""'_ TeLL 20.0 (Roof Soow=20.0) TCDl 10.0 BelL 0.0 BeOl 10.0 LUMBER TOP CHORD 2X4SPFNo2 BOT CHORD 2 X" SPF No.2 WEBS 2X4SPFStud OTHERS 2 X" SPF Stud 17-4-11 8-5-15 26-"" 8-10-13 L- SPACING 2-0-() ~Irocrease 1.15 Lumberll1creas' 1.15 RepStrllsslner NO Code 18C2003ITP12002 CSl TC 0.76 Be 0.59 we 0.37 (Matrix) DEFL/ Ifl Vett(LL) -0.1" Vep{TL) -0.38 H<lrz(Tl) 0.02 (Joe) lloe" Ud 9-11 >999 360 9-11 >508 240 9 nfa nle PUlES MT20 ""'" 1911144 Weight:151lb BRACING TOP CHORD BOT CHORD WE" JOINTS StructlwaI'tlll'OOdshealhiogdlreetlyappliedor+3-13ocpurtns RigidceillngdirecUy~O(&-O-Oocbtacing 1 ROIIIf'.rnlcfpt 5-14 1 Br3aIalJl(!l):33 REACTlONS (lbJsize) 2=271/10"7-0,14:>:864110-7-0,15=62110-7-0, 16=-3I10-7..{J,'17=14tlJ10-7.0, 9=7351O-U, 13=192110-7..{J Max HoI22=-2BO(lo.ad case 5) / Max UpIifI2=-102(1o.-dcasen, 14=-3n(loadcase 7), 16=-16(1oed case 2), 17=-26(Ioad case 7), 9=-226(1oad case 8) Max GnN2-....33(Io8d ca!lll 2), 14=902(1oad case 2), 15=108{1oed case 4), 16=-t9(loadcase 4), 17=171(1oad ease 2), 9=96A(Ioad case 3), 13=306(Ioad case 4) FORCES (lb) - Maximum CompresslonlMaximum Tension / TOP CHORD 1-2<::0162,2.3=-314/126,3-4=-611118, 4-5=-51249, ~"-5161222, 6-7=-641/204, 7-8=-n8J229, 6-9=.10461191,9-10=0163 BOT CHORD 2-17=-145/218,16-17=-1451218, 15-16=-14S1218, 1":15=-1451218, 13-14=-271223,12-13=0/324, 11-12=Q1324, 9-11=-101739 WEBS 3-14=--5161293, 5-14~13I'93, 5-33=-1221586, 11~1221589, 6-11=-369f208, 13-33=-181192, 7.33=-179191 NOTES / 1) WInd: ASCE 7-02; 9Omph; ""25ft; TCDL=5.Opsf; BCCl=5..<lpsf; Category I~ Exp C; eodoled; MWFRS QIIble end l'OOe; eantiIevef Iefl andrigh1.xpoled; end vertical left andrighl exposed; Lumber 00l=1.60 plale gnp 00l=1.60. 2) TN" desigJ"led for wind loads in the plane of tile tru5.l'only. For studs exposed to wind (Mrmaf to tile face), see MiTek .Standard Gable End Detail" 3) TCLL: ASCE 7-02; Pf=20.0 psf{ftat roof snow); cateGory II; Exp C; Fully Elr;p.; 0=1.1 4) Unbalanced snow loads have been considered forthis design 5} This truss has been designed for grqter of mlnMfiw Io8d of 16.0 psfor 1.00 ~ flat roof load of20.0 psfoo overhangs IlOIKlOJlCUI'TeI'Itwith other live Io8dS_ / 6) Th;.1nna has bDen dnigned for a 10.0 psybottom dJord live load f"IOnc:ona.aTfIfll wilh any olhM M loads. 7)As~ed, p1_havenolbeen~loprovideb"plaeemenlIoIenoooesOfroughhandlingandenoctionconditions, lI;slhere$pOO$ibirrlyollhe fabricalorloina&llsep'-le,izesloaccounlb"lheselactors. 8) All plates are 2114 MT20 unless oItl6fWise Indicated 9)Gablesludsspacedat2-O-0OC~ 10) Provide mechanical conJ"ledion ot~} oftru. iSSlo bearing pill'" cupableofwilhstanding 102 Ibuplift at joint 2, 3771b up~ftaljoinI14, 161b uplift at joinl 16, 26lbupliftatjoinI17and226 upliftatjoinl9 11}This truuis deaigned ...~wilhlhe2003Intemational Building Code sec:lion 2306.1 andAlIerenoed standa"1:lANSIfTPJ 1. ~--Date."JL10106 Warning/-Veri/)' tlesign paramf!1~ and read notes MfOl'e ust!. This design is based onJy upon paremctcrs shown. and is fur an individual building component to be installed and 10aded vertically. Applicability of design parameters and proper iocorpomrion of component is responsibility of building designer - DOt truss designer oc truss engineer. Bmcing shown is for latem.l support of individual web members only. Additional tempomry bracing to ensure ~1ability during construction is the responsibility of tbe erector. Additional permanent braciog of the OVI:I1IH structure is the responsibility of the building designer. For general guidance regarding tabrication, quality control storage, delivery, erection and bracing. consult ANSIITPI I Na/lonal Design Standard /0,. Meta/ Plale C:onnecled Wood Truss COn.\'If1lClion and BCSI 1-03 Guide 10 Good Praclicefor Handling, Installing & Bracing ofMelal Nale Connecled W()(Jd Trusses from Truss Plate Insrilule, 583 D'Onofrio Drive, Madison. WI 53719. DE Job # 8126-0034 GE02 r.:T~ ROOF TRUSS ITJ' 1 1~-.B.~e(OpborJ~ 6,200sJuI 132005 MiTek Imlusllies, Inc Stark Truss Co . 'M43t4'Sfl'laer, IN 47978 _..,~.-.,L 117-4-0 I 140 -.'"1 ... REN6-<l2>l94 Trou -1-4-0 140 B-!J.O B-!J.O 16-0-0 B-!J.O ~o / ~, o c "1Xli'~ 11 16-0-0 16-0-0 lOADrNG(psf) 00;:-7:- T(;~ ~:g) ::::;I::.ease 2~ ~g' 0.22 Vert(lL)/ -0,01 (I~C~ Lumbllr Increase US Be 0.06 Vert(TJ<:l -0.01 11 ~~ 19:9 RepSWsslncr NO WB 0.07 H~L) 0.00 10 Code IBC2003ITPI2002 (Matrix) L BCDL 10,9_ _. LUMBER /l3RACING TOP CHORD 2 X " SPF No.2 TOP CHORD BOT CHORD 2 X "SPF NO.2 / BOT CHORD OlliERS 2 X" SPF &ud REACTIONS (Ib/size) 2"189116-0-0,10=189/16-0-0, 15=137/16-0-0, 16=158/16-0-0~=166116-0-0, 18"'135/1&-0-0, 14=158115_0-0, 13=166116-0-0, 12=138116-Q..-O MaxH~2""173{loadC8se5) MaxUplift2~1(loedca$e7).10=-80(loadcaae8),16=-73(loadcase ,17=-93{1oadcase7},18"'-43(loadcase7),14=-71{loadease8),13=-93{loadcase8),l2=-42(1oadcase8} Max Grav2<=26O(lood case 2), 1Q=:26O(1oad case 3), 15=137(load 1), 1lF218(\Qadcase2), 17=221{1oad ca5e 2), 1~18O(k>adcase2), 14=218(load ease 3), 13=221(load case 3), 12=18O(load case 3) I-- IIdefl ,," ,," ,," Ud "0 120 ,," PLA lES '-IT'" GRIP 197/144 Wftight:67 lb Structuralwoodsheathingdi~ctlyeppliedor6-o-0ocpur1ins RJgidceUing directly applied or 1o-0-0ocbmcing FORCES (Ib) Maximum CompressionlMaximum Tension TOP CHORD 1-2=0162,2-3=-1411112,3-4=+971101, 4-5=..f371108, 5-6=- 1/148,6-7=-71/140, 7-8=-611n, 6-9"'-66/40, 9-10=-80/50, 10-11=0162 BOT CHORD 2-18=-23/132,17-18=-231132,16-17=-231132,15-16=-2 132,14-15=-231132,13-14=.23/132, 12-13=-231132, 10-12=-231132 WEBS 6-15=-97/0,5-16:-180195,4-17=-1761107,3.-18=-1~,7-14=-1S0193,8-13=_1761108,9-12:.158/ll3 NOTES / 1) Wind: ASCE 7-()2; 9Omph; ""25ft; TCDL:5.Opst, BCDL=5. ,Category U; Exp C; enclosed; MWFRS gable end zone; caotileverleft aod rtghtexpo!lSd: end verticallett and riglllexposed: l.urmer OOL=1.60plale gri L=1.60. 2) Truss designed for wind loads in the plane oflhe!nlsl For studs expo5'Eld 10 wind (normal 10 lhe face), see MiTek 'Standard Gable End Detail" 3) TClL ASCE 7-02; Pf=20.0 psf(".t roofSl1Qw); Cllteg II; Exp C; Fully Exp.: C1=1.1 4) Unblllllnced snow loads have been oonsidered fort . design 5) This. truss h8S oeen designed for greater ofmin r09f'live Joad of 16,0 psfot 1.00times flat roof load of 20_0 psfon overhangs OOlKotlCurrent with otheriive loads. / 6) ThIS truss has been designed for a 10.0 pst ~m mort:! live load nonooncumml with any olhllr live loads. 7) As requested, pla&es haw not been designelfto provide fix placemenI tolerances or rough hand~ng and erection condition$.. It is the responsibility of the fabricator to incrll;ase plate sizes 10 8llCOU?l~ for these fedors. 8) All p1a1es are2x4 MT20 unless otherwiS:l"'mdieale<j 9lGabktr8QWeSCO!'llinIlOl.l$bofIom. chl)"dbearing 10)Gablestudsspacedat2-O-Ooc / 11)ProvidemechanicalCl)nnaction~othars}oftruSSlobearingpkrte.eapableOfwi!tlstaodinQ61Ibupliftatjoint2,80lbupliftatjoint10, 73 Ib uplifl.atjoinl 16, 93 lbupliflat)oin117,43Ibuplift~joint18,71Ibuplift.jolnt14,93lbupiftaljoint13and42Ibupliftatjoint12. 12) This truss is designed in with the 2003 lntemational Building Code secbon 2306_1 and referenced standard ANStfTPI1. nate:JL10106_1 Warningf-Veri[y design parameters and read notes before use. This design is based only upon parameters shown, &lid is for an individual building COIIIp()nent to be installed and loaded vertically. Applicability of design pllI1IIDl;IeJS and proper incorporation of component is responsibility of building designer - not truss designer or truss engineer. Bracing shown is for lateral support of individual web tttetnben; only. Additional temporary bracing to ensure stability during constmction is the responsibility of the erector. Additional permanent bracing of the overall struaure is dte responsibility of the buildiag designer. For gooeral gu~ regarding fabrication, quality control, storage, delivery, erection and bracing. oonsult ANSlrrPI I National Design Slandurdfor Metal Plate Connected Wood Truss Construction and BCSI 1-03 Guide to Good Practicefor Handling, lnsta/Jing& Bracing of Metal Plote Connected Wood Tru.ues from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. DE Job # S/26-0034 F ~---It""'typo REN~_~ GE01 _ ROOF TRUSS Stark Truss Co., SJ.~,.~nsselaer, IN 47978 _____I:'--T'-l:R.mre~('"."'"_____~3 6200 sJut 132005 M!Tek Industnes Inc Mon Jull0 15:50:43 2O,--page 1 I .'?Q-O-O j 21-4-0_1 10-0-0 1-4-0 I -""j I I ~~~t ,-4-0 10-0-0 10-0-0 ~~ ~/ " ~ % ~ '~~ ~. ~~ij ~" I 8 : -I StructurBlwood sheathing djrectly Bpplied Of 6-0.-0 OCPUrlins:------l Rigid ceiling directly applied or 10-0..0 oc bl'llClng. I ~,~~ ~-- J . " aoorf~ / 1 9-1 l~ e--- 20-0-0 20-0-0 Plate <nt!~)!-(&ytJ~:0-3-8,E~~1J12:0-3-8 Edll~J15:O:3={i~O:3:9J____ LOADlNG(psf} TelL 200 (Roof SOOw=20.0) TCDL 10.0 BelL 0.0 BCDL 10.0 LUMBER TOP CHORD 2 X 4 SPF No.2 BOT CHORD 2 x 4 SPF NO.2 OTHERS 2 X 4 SPF Stud WEDGE Len: 2 X 4 SPF Stud, Right: 2 X 4 SPF Stud SPACING 2-0-0 P18teslncrease 1.15 Lumber!ncrease 1.15 Repstressfncr NO Code1BC2003ITP12002 eSl Te 0.21 Be 0.06 IIVB 0.12 (Matrix) / -7 DEFL in VerlQ.:) -0-01 VeJ1(TL} -0.01 HOU(TL) 0.01 (k>c) " " " ""', 0/' 0" ", Ud '''' 120 0/' PIXI"S MT20 GRIP 197/144 Weight931b BRACING TOP CHORD BOT CHORQ REACTIONS (1bIsize) 2=19112O-G-O, 18=-13612Q-.O.-O, 19=160/20-0-{), 2CF15912p4{l, 21=166120-0-0, 22=136J2O...O..{). 17"160120-0-0, 16=158120-0-0, 15=163120-0-0, 14=137120-0-0, 12=194120-0-0 t.AaxHor:z:2=-220(loadcase5) / Max Uplift2=-76{1oad case 5), 19=-73{foad case 7), 2o-~(Io~case 7}, 21=-a7(load case 7), 22"-67(load case n 17"-70(load case 8), 16=-83(load case 8), 15=-85(1000 case 8}, 14<=-e2(load ClIseB),12"'-46(loadcaseB) / Max Grav2=262(load case 2), 11F148/bad ca.f8 B}, 19=2?O(Jcad case 2), 20=211(load case 2), 21"222{load case 2}, 22=178(load case 2), 17=221 (load case 3), 16=209(load case 3), 15=219\loadcase3). t4=179(load case 3}, 12=265(1oadcase3} FORCES (lbJ- Maximum GompressionfMal<imum Tension ~ TOP CHORD 1-2:0/50, 2<1=--1961143. ~-1381125. 44=-93/ 20,5-8=-681143,6-7=-71/181,7-8=-701173,8-9=-67/112, 9-1Q;-68!56, 1(}.11=-71148, 11-12=-1131t11,12-13=OlSO BOT CHORD 2-22=-34/155,21-22=-34/155, 2fi.-21,,-3411 ,19-20=-34/155,18-19=-34/155,17-18=-34/155, 16-17=-'-34/155, 15-16::-341155,14-15"'-34/152, 12-14"'-341152 / ::. 7-180-"'''_ 6-1"-180~2, 5-~20~I7V"'3_ '-210-1771103, 3-22o_15~IO', ~170-180,"", ~160-"'''''4. '~1,"-17"'''. "-)40-155", 1) Wind: ASCE 7-02; 9Omph; 1l--251'1; TCDL"'5. , BCDL"'5.Opsf; category II; Elq) C; eodo$l!d; MIr'v'FRS gable end lone; cantilever left aod right exposed; end vertical left and nght exposed; Lumber DOL'" .60 plategnp DOL"'1.60. 2) Trussdesignod for wind loads in the plane 6fthe truss only. For studs exposed to wind (normal to the face), see MiTek "Standard Gable End Detail" 3) TCll: ASCE 7..02; Pf.:20.0 psf(ftat roof~); Category H; Exp C; Fully Exp.; Ct.=1.1 4) Urlbalanced snow loads have been conSidered for this design. 5)""'....l.lSShaSbe-endt>signedf~""~OfminrooflivllloadOf16.0PSfQr1.00lim..snalrnoffoadOf200,l'5fOnOVIlr1langsnon-concurrentwrth.olherlive toads . . 6) ThIS Iruss has been designed for 10.0 psf bottom d>onl live load I1Oncoocunent wdh any other live loads 7) As requested. plates naY'll not n designed to provide for placement tolerances or rough nandling and erection conditions. It is the responsibility oftlle fabrK:atorto increase plate *es to lICOJUrIt for these, Iact~ 6) AU plates are 2>;4 MT20 unl8ss othelWl5e mdlcated 9) Gable requires contir1uou$ bottom chord bearing. 10) Gable sluds spaced at'2--o..o oe. 11) Providemechanicatt:onneclion (by olhers) of truss to beartng plale capable ofwilhst anding781bupliflatjoint2, 73 Ib uplift aljoinl 19,82 Ib upliltaljoinl 20, 87 Ibupliftaljoin!2Y67 Ib uplift aljoint 22,70 lb uplift at joint 17,83fb upkftatjrlinl 16,85 Ibupliflaljoint 15,62 lb upliftaljoinl 14and46 Ib up liflatjoinl12 12) This truss IS de-5IQned III 8CCOl"(jar1Cl!l with the 20031ntemational Building COde section 2306.1 and refereflced sl;mdard ANSIfTPI1. / LOAD CAse( Standard ~...~ ~~J:.M{~... ::::'~'.l:>\STE<9':!'<9 ~ ~.,~.., <<'.;.~'i! ~;:~! "Gj\ ~' ! flo. 97110 ! Ii II . . . 1:' ~ S S . ." ~..)\tDf ....;,.:. '<'6'8 '-.__.,,~G .. IOUAI. " .~_ -';"'Jnlln"'~'" Date:JLtoI06___ Warning/-VerifY design parameters and read notes be/ore use. This design is based only upon panuneters shown, and is for an individual building component to be installed and loaded vertically, Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer or truss eagineer. Aracing shown is fOT lateral support of individual web members only, Additional temponuy bracing to ensure stability dwing constIucrion is the responsibility of the erector. Additiona] permaneot bracing of tbe overall structure is the responsibility of tbe building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANS]rrPI 1 National Design Standard jilr Metal Plate Connected Wood l'ntss Construction and SCSI 1-03 Guide to Good Practice jilr Handling, Installing & Bracing a/Metal Plate Connected Wood Trmses from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 537]9