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Home My WebLink AboutTruss Calculations 321 Kiowa Dr 2012RpfPne Layout AH Heels:12’ - All wall &beam heights:91-1/8” .7 i; -- .-‘: k ‘HO; <8J12’8/12’ 8 I I I -;- .8/12/8fi; 8i12 606: ‘8/12 /3.31” - .7 i;:. .8/127 1.. 8/12 £ I8I12. 8/12 4 8/12 I, 0’ 8/ 0 Sterling Component Systems Roof P’ane Layout ;_.•..- H 50-02-12 ___________ 24-fl-CO ___________ 24—99-QQ _________________ 25-04-12 ____________ 1 __________ 24-0--0O O-02-1 __ — 25-01-06 h EL _ _ _ _ _ _ _ _ SI G L L L ) I U E J I e W N A e w o s r v - J U f l , e . w . co g n . . q . o , , . , . * & , q .p . ( & ‘ q ( ) . b O . P 3 q . q n , w . . . , n o d . • & n a p . o q , u o n , . o g , o , n q o g t e d q d f l N 6 m . ( . p . g . n , , . g e e — . — j a60 & o g f l . M , o 4 , , , . , . g Z ) d p . O * & $ _ q . , . , p 1T(ji --‘Jc’jmM i1ooFr———— 50-005275 613 HattlllpTruss 1 1 I Job Reference lootonie) ID:LML4H4B66X5XFwAHV2p7fJyhwO.nV1ce49f7hDEybG3hsDbZR9p8bSaq9’4hrfyhvR9-1-2 _________________ --——-—— 2-10-12 111-4 U3-B 1-2>0-- 9-1-2 ‘I 6-4-9 12-7-7 18-8-8 9-1-2 24-6-8 24-10-06-4-9 ‘6-2-13 .PlateOffsets(XY):)5:0-4-0,0-3-15j - LOADING(pat) SPACING 2-0-0 CSI DEFL In (bc)lfdefl Lid PLATES GRIPRoofSflOW=500 Plates Increase 1.00 TC 0.74 Vert(LL)-0.26 10-12 >999 240 MT2O 1971144TCOL100LumberIncrease1.00 BC 0.87 Vert(TL)-0.38 10-12 >769 180 I MT2OH 1481108BeLLRepStressncrNOWB0,76 Horz(TL)0 10 7 Va n/aBCDLCode1RC2006FrP12002(MaIns)Weight:155 lb FT 0% LUMBER BRACINGTOPCHORD2X66FF1650F1.5E TOP CHORD Structural wood sheathing directly applied or 3-0-5oc purllns,except end verticals,BOT CHORD 2 X 6 SPF 2l00F 1.86 and 2-0-0 oc parties (3-3-13 max.):1-5WEBS2X4SPF1650F1SEExcepkBOTCHORDRigidceilingdirectlyappliedor8-3-6 sc bracing.EV1:2 X6 SPF 1650F l.5E,Wi:2X 4 SPF2100F 1.8E WEBS 1 Row atmidpt 1-13,3-12,3-9SLIDERRight2X8OF1950F1.7E 3-10-12 JOINTS I Brace at Jt(s):1 MiTek recommends that SfE)izers and required cross bracing be irrstalIed’ ,(yglyusa erection,in accordance with Stabilizer lnstalivtio.!)..guide.REACTIONS (lb/size)13=4180/0-6-8 (Input 0-6-0),7=378410-6-0 MaxHorzl3=-197(LC8) Max Upliftl3=-1056(LC 6),7=-760(LC 8) Max Gras 13=5139(LC 10),7=3931(LC 10) FORCES (ID)-Maximum Conrpression/Maxirnurnr Tension ,TOP CHORD 1-13=-43441855,1-2=-5370/1083,2-3=-5370/1083,3-14=-4837/l006,4-14=-4837I1006,4-5=-4837/1006,5-6=-572311171,6-7=-5560/1112,7-15=0167,8-15=0149BOTCHORD13-I6=-51/290,16-17=-61/290,17-18=-611290,12-18=-61/290,11-12=-I390/6948,ll-19=-1390I6948,10-19=-1390l6948,1O-20=-1390l6948,20-21=-139016948,9-21=-139016948,.7-9=-75113991 WEBS I-12=.-1266i9280,2-12=-12671206,3-12=-19421407,3-i0——327/1317,3-9=-2597!562,5-9=-49612209,6-9=-31011210 NOTES I)Wind:ASCB7-05:IOSmph:TCDL=6.Opsf;BCtDL=6.Opsf;h=251f Cat.II;ExpC;enclosed:MWFRS (low-rise);LurnberDOL=1.33 plate grip 001=1 332)TCLL:ASCE 7-05;Pf=50.0 psI (flat roof snow);Category II;Ercp C;Partially Ep.;Ct>1,LLi=50-0-03)Unbalanced snow loads have been considered for this design.4)This trims has been designed for greater of mm roof live toad of 20.0 pat or 2.00 times flat roof load of 50.0 pat on overhangs non-concurrent with other Weloads. :5)ProvIde adequate drainage to prevent water ponding.6)All plates are MT2O plates unless otherwise indicated. ‘7)This truss has been designed for a 10.0 psI bottom chord live load nonconcurrent with any other live loada.8)WARNING:Required bearing size at joint(s)13 greater than input bearing size.9)Provide mechanical connection (by others)of truss to bearing plate capable of withstanding 1056 lb uplift at joint 13 and 760 lb uplift at joint 7.10)Following joints to be plated by qualified designer Joint(s)7,not plated. ‘Ii)This truss Is designed in accordance with the 2006 International Residential Code sections 14502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1/2)Design assumes 4x2 (flat orientation)purl/so at oc spacing IndIcated,fastened to tn.iaa TC wI 2-lOd nails.13)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)388 lb down and 129 lb up at 0-7-12,388 lb down and 129‘lb up at 2-7-12,388 lb down and 129 ib up at 4-7-12,388 lb down and 129 lb up at 6-7-12,388 lb down and 129 lb up at 8-7-12,369 lb down and 124 lb up at‘10-7-12,369 lb down and 124 lb up at 12-7-12,369 lb down and 124 lb up at 14-7-12,and 369 lb down and 124 lb up at 16-7-12,and 960 lb down and 295 lbapat18-7-12 on bottom chord.The design/selection of such connection device(s)Is the responsibility of others. LOAD CASE(S)Standard .1)Snow:Lumber lncrease=1 .00,Plato lncrease=1 .00UniformLoads(pIt) ‘Vert I-5=-120 5-8=-120,7-13=-20ConcentratedLoads(Ib) Vert 11=-386 12=-388 1O-369 6=-960 16=388 17-388 18-388 19>-369 20—369 21=-369 Job TiiSds 50-005275 812 9-1-2 5-8-9 Off.re1 (VI IQPrfrm Ci-’-OI LOAD1NG(psf) TCLL 50.0 (Roof Snow=50.0) TCDL 10.0 BOLL 0.0 BCDL 10,0 iruss ype I-lad Hip Truss 5-8-9 5-8-9 11-3-7 Qly Ply The Meadows (ROOF> 1 1, Job Reference logtlsn) 1220 s Nov 19 1U Muck Indusoles.IriC.IOU One 01 1o:ld:02 2011 Hate 1ID:LML4H4B66X5XFwAHV2p7fJyhwO-JJTEQk9I MO5NLRhS7yL_2Lul UoKBrOBOd50DyhvI 5-‘2-0-818-9.9 .20-7-9 .24-6-8 24,10-0-11-lJ 3-11-0 038 i-as.ir21 9-1-2 5-8-9 11-3-7 5-6-13 *10 = 5-5-1 16-8-8 24-6-8 7-10-0 9-1-2 241O-0,,‘.---------SPACING 2-0-0 CSI DEFL in (Icc)I/deft lid PLATES GRIPPlativsIncrease1.00 TC 0.52 Vert(LL)-0.12 11-13 ‘999 240 MT2O 1971144]Lumber Increase 1.00 BC 0.58 Vent(TL)-0.17 11-13 ‘999 180RepStressncrYESWE0.88 Horz(TL)0.07 9 n/a rsIaCode1RC20061TP12002(MaIns)Weight:142 lb FT =0% :LUMBER BRACINGTOPCHORD2XitSPF165SF1SETOPCHORD Structural wood sheathing directly applied or 5-5-0 oc purlins,escept end verticalsBOTCHORD2X4SPF1650FISEand2-0-0 oc porlins (8-8-14 mao.):1-5WEBS2X45FF165SF1SEExceptSOTCHORDRigidceilingdirectlyappliedor10-0-Soc bracingEV2.2XSDF19S0F 1.7E WEBS I Rowatmidpt 1-14 JOINTS I Brace at Jt(s):1 MiTek recommends thatStablkzers arid required cross bracing be Installed[gruss erection.in accordance with Shy____jREACTIONS(lblsize)14=170110-6-0,9=189410-6-0 Mas Horzl4=_265(LC B) .Max Upliftl4=-211(LC 6),9=-156(LC 8) Mali Gravl4=2575(LC 10)9=2212(LC II) FORCES (Ib)-Maximum Compression/MaxImum TensionTOPCHORD1-14=-25101239,1-2=-1939I151,2-3=-19391151,3-4=-1939/151,4-5=-1985/183,5-6=-2368!164,6-15=-669/39,7-l5=-809117,7-8=01184.7-9=-1087/132BOTCHORD13-14=0/267 12-13=-160/2562,11-12=-16012562 10-I1=-160/2562,9-10=-67I1761WEBS1-13=-21712763,2-13=-t2491208,4-13=-907188,4-11=0/205,4-10=-8491t56,5-10=01554 6-10=-382/300,6-9-1636I136 NOTES 1)WInd:ASCE7-05;108mph;TCDL=6 0pst BCDL=6.Opsf;h=25ft Cat II;ExpC;enclosed;MWFRS (low-rise);Lumber OOL=l33 plate grip DOt=1332)TCLL:ASCE 7-05;Pf=50.0 psi (flat root snow);Category II:Exp C;PartiaNy Eup.;Ct’1,Lu=50-0-03)Unbalanced snow loads have been considered for this desIgn.4)This truss has been designed for greater of rain roof live load of 20.0 psI or 2.00 Brnes flat root load of 50.0 psI on overhangs non-concurrent with other liveloads. 5)Provide adequate dranage to puev.rnt water porrding. 6)This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any omer live loads.7)Provide mechanical connection (by others)of truss to bearing plate capable of withstanding 211 lb uplift at joint 14 and 156 lb uplift atjoint9.: 8)This truss is designed in accordance with the 2006 International Residential Code sections 8502.il_I and R802.1 0.2 and referenced standard ANSIITPI 1.9)Design assumes 452 (fiat orientation)purlins at oc spacing indicated,fastened to truss TC WI 2-lOd oats. LOAD CASE(S)Standard T1Uriiic’- -—IY ]ri 50.005275 811 HipTnissiliiiornöñentSysle))]s.l/eibi9iiioey,LO -- 9-1-2 \N\\ N .r=—==—----—— Design Problems REflEW REQUIRE D Plate Offsets (XV):[1:0.6-80-4-0],(7:0-3-4 0-2-8]— LOADING(pst) 0 SPACING 2-0-0 CSI DEFL In (bc)I/cleft L/d PLATES GRIPoot55—500 Plates Increase 1.00 TC 0.75 Vert(LL)-0.09 9-11 =999 240 MT2O 197/144c-Lumber Increase 1.00 BC 047 Vert(TL)-0.18 9-11 >999 180 MT2OH 148/108BCLL00RepStress10crYESWB0.46 Horz(TL)0.04 7 rita ritaBCDLCode1RC2006lTP12002(Matroc)’Weblit.145 lb FT =0% LUMBER BRACINGTOPCHORD2XBSPF1650F1.56 Except rop CHORD Structural wood sheathing directly applied or 5-2-15 oc purllns,except end verticals,T2:2 X 6 SPF 2100F 1.86 and 2-0-Qc purtins (5-8-3 max.).1-3SOTCHORD2X4SPF2100FI.86 Excepr BOT CHORD Rigid ceiling directly applied or 1D-D-0 oc bracing,ExceptB2:2 X 4 SPF 1650F 1.5E 6-0-0 oc bracing:7-8.WEBS 2 X 4 SPF 1650F 1.56 Escept WEBS 1 Row atmidpt 2-11,3.11,1-12EV2:2X 8 OF 1950F 1.75 JOINTS I Brace atJt(s):1 MiTch recommendsthatStsbilizersand required cross bracing be installedduringtrusserection,in accordance with Stabilizer Installation guide.—-—REACTIONS (lb/size]12=169210-3-8,7=1911/0-6-0 Max Horzl2-319(LC B) Max ljpliftl2=.190(LC 5),7-161(LC 8] Max Gravl2=2445(LC 10),7=2425(LC It) FORCES (Ib)-Masiinum CompresstorrlMaximum TensionTOPCHORDl-2=-1877/154,2-13=-1877/154,3-13=-1B71/154,3-4=-2061l166,4-14=-20881121,5-14=-2597/106,9-6=0/184,1-12=-2368t228,5-7=-2358/192SOTCHORD11-12=01318,10-1 1=-17/1721,9-10=-i 7)1721,8-9=-2211910,7-8=-841469WEBS1-11=-209/2475,2-11=-1751/298,3-1l=-542/21l,3-9=-24/587,4-9=-704/150,4-8=-164184,5-8=-51f 459 NOTES .1)Wind:ASCE 7-05;105mph;TCDL=6.Opst BCOL=6 Opst h=25f1;Cat II;ExpC,enclosed;MWFRS (low-rise);Lumber DOL=l.33 plate grip DOL1 332)TCLL:ASCE 7-05;Ff=50.0 psf (fiat roof snow);Category II;Sap C;Partially Sap.;Ct=1,Lu=50-0-03)Unbalanced snow loads have been considered for this design.4)This truss has been designed for greater of mm root live load of 20.0 put or 2.00 times Iiat roof load of 50.0 psf on overhangs non-concurrent with other 1Kwtoads 5)Pineide adequate drainage to prevent water pondirig.6)All plates are MT2O plates unless otheiwiue indicated.7)This buss has been designed for a 100 put bottom chord tine toad noriconcurrent with any oilier lee toads.8)Provide mechanical connection (by otheis)of truss to bearing plate capable olwrthstanding 190 lb uplift at joint 12 and 161 lb uplift at joint 7.9)ThIs truss is designed in accordance wmthtlie 2006 International Residential Code sections R502.1 1.1 and R802 102 and referenced standardANSliTPl 1.10)Design assumes 402 (lIst orientation)purlins at oc spacing indicated,fastened to truss TC w/2-lOd nails. LOAD CASE(S)Standard 04-8 7-8-0 14-11-B 7-3-8 ‘7-3-8 ii =r r ‘5 BS 3. PlUM I ZUlU MhlUS IIUUUIUb,ir.Thu Sep01 18:13:01 Z)11 P8901lO.LML4H4666X5XFwAHV2p71JyhwO-r7vrDO8Pb4zVI6gZEq(V8Mp6O?86_L04flflyhVRl -123.8 19-10-8 24-9-8 2-1-O // 4-11-0 ‘4-11-0 14 1441 Ii /z/7 slur 9-1-2 -. 9-1-2 r:——————---t::r--—-—--of--———---t.:D ‘I 7-8-0 14-11-8 4-11-U 4-11-U Job Truss Truss Type Cry Fry The MOSOOWS l1400F) 50-005275 810 Hip Truss 1 1 -JobReence(oplon)‘8terting ComponentOyslems,VleslminstPr,Cd ‘‘—‘‘72 S Nov19901O Mll’ek Industries,Inc.Thu $‘epSll8:13:li1 9011 ‘Ria 1lD:LML4H4866X5XFwAHV2p7fJyhwOr7vrDO8Pb4zV6gZEqlV8MtO7U6yt04(znr1yhvR9-1-2 _____ _12-ll-8_18-1p__ ___________ 24-9-8 25-0 l-24 rid 2-4-8 5-3-8 5-3-8 5-11-0 5-11-0 0-3-8PlateOffuq9g8)——_________________________________________r —--- TOLL 50 0 SPACING 2-0-0 CSI DEft in (bc)Odell Lid PLATES GRIPRootSnow=500 Plateslncrease 1.00 TO 1151 Vert(LL)-008 10-11 ‘-999 241)MT2O 1971144TCDL100LumberIncrease1.00 BC 0.45 Vert(TL)-014 10-11 ‘999 180 BOLL 00 Rep Stress ncr YES WB 0.63 t-lorz(TL)0 04 9 irIs n/a BCDL o’o Code 1RC20061TP12002 (Matrix)Weight:169 lb FT’0% BRACING TOP CHORD Structural wood sheathing directly applied or 4-10-Soc purl/is,except end verticals,arid 2-0-0 oc purtins (6-0-0 max.):2-4.nOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.Except 6-0-0 oc bracIng:9-10. WEBS 1 Row at midpt 2-14,3-13,4-13,1-15 Milek recommends that Stabilizers and required cross Ixacing be installedduringtrusserection.In accordance with Stabilizer Installation q/ide.REACTIONS (lb/size)151719it)-3-8,9=1911/0-6-0 Max Horzl5=-336(LC 8) Max UpliftlS=-184(LC 5),9-172(LC 8) Max GrsvlS=20l9(LC 14),9=2618(LC 15) FORCES (lb)-Masimum Compreasron/Maximum TensionTOPCHORD1-2=574/60,2-16=-1347/170,16-l7=-l350/169,3-17=-l356/169,3-4=-13561170,4-5=-1974/197,5-1B=-2286/156,6-l8=-2480/141,6-7=-29981l36,7-8=0/184,l-15=-1983/182,7-9=2548/207BOTCHORD14-15=351335 13-14=-56l534,12-130/1354,11-12=0/1354,10-11=-27/2122,9-10=-59/667WEBS2-14=-16411240,?-13=-219/1559,3-13=-1210/207,4-13=-744/12l,4—11=-50/742,5-11=-9911184,5-10’--90!167,I-14=-l9011767,7-10=0/1468 NOTES 1)WInd:ASCE 7-05;105mph;TCDL=6.Opaf;BCDL=6 0ps/h=25ft Cat.II;trap C;enclosed;MWFRS (low-rise);Lumber DOL=1.33 plate grip DOL1332)TOLL:ASCE 7-OS:P1=50.0 psI (flat roof snow);Category Il:trxp C;Partially trap.;Ct’I,Lu=S0-0-03)Unbalanced snow loads have been considered for tIns deragn.4)This truss has been designed for greater of mm roof live load of 16 0 pat or 2.00 times flat roof load of 50.0 psI on overhangs non-concurrent with other Neloads. 5)Provide adequate drainage to prevent water ponding. 6)This buss has been designed for a 10,0 paf bottom chord live load rionconcurrent with any other five loads.7)ProvIde mechanical connection (by others)of truss to bearing plate capable of withstanding 184 lb uplift at joint 16 and 172 lb uplift atjoint9.8)This truss is designed In accordance with the 2006 International Residential Code sections R502.1 1.1 and R802.10.2 and referenced standard ANSIITPI9)Design assumes 4x2 (flat orientation)purlins at oc spacing Indicated,fastened In truss TO WI 2-lOd nails. LOAD CASE(S)Standard 2-4-8 5-3-8 5-3-8 5-Il-U 5-Il-U 9-1-2 2-4-8 7-8-0 12-11-8 18-10-8 LUMBER TOP CHORD 2 XE SPF 1650F 1.50 SOT CHORD 2 X 45FF 1650F ISE WEBS 2 X 4 SPF l650F 1.50 ttxcepr 0112:2 X 8 OF 1950F 1.7E 10,10 24-9-8 9-1-2 25-1-0 ‘Truss i’wa ‘1p0 iitiy jiis ne Ivasoows lNLliJrl 50-005275 59 I-lIp Truss 1 1 ________ L ,JobRelecelçptlonel) _______ -7.2 8tEàiul920iO MiT8k18Si.Thé81f89l1TPTID:LML4H4B66X5XFwAHV2p71JyhwO-MxLT727nqmrt58XU0XJWzwpgG.INA5nQB1 ELyhvRi9-1-2 10-11-8 17-10-8 24-9-8 25- 4-4-8 6-7-0 6-11-0 6-11-4)—---tOP SPACING 2-0-0 CSI DEFL il(Ioc)(‘deft UdrPL4TES GRIPRootSnow=50 0 Plates Increase 1.00 TC 0.63 Verf(LL)-0.09 9-10 >999 240 MT2O 1971144TCDL100LumberIncrease1.00 BC 0.55 Vert(TL)-0.16 9-10 >999 180 BCLL Rep Stress lncr YES W8 0.33 HarzçrL)0.05 8 rlIa ri/a BCDL Code 1RC20061TP12002 (Matrix)WeIght 160 lb FT =0% LUMBER BRACINGTOPCHORD2X65FF1650F1.5E TOP CHORD Structural wood sheathing direclly applied or 4-5-l5oc purloin,escept end verticals,SOT CHORD 2 X 4 SPF 1650F 1 SE and 2-0-0oc purlins (6-0-0 mae):2-3.WEBS 2 X 4 SPF 1650F 1 SE Except SOT CHORD Rigid ceiling directly applied or l0-0-Ooc bracing,thiceptEV2:2X 8 DF 1950F 1.75 6-0-0cc bracing:8-9. WEBS I Row at midpt 2-123-10.4-10,1-13 MiTeR recommends that Stabilizers and required cress bracing be installedu_!russ erection,in accordance wtih Stab8zer lnsta8atioJuide.JREACTIONS(lb/size)13l719i0-3-8,8=1911/0-6-0 Max Horzl3=—355(LC 8) Max Upliftl3=-121(LC 8),8=-179(LC 8) Max Gravl3=2073(LC 15),8=2810(LC 15) FORCES (lb)-Maximum CompressIon/Maximum Tension TOP CHORD l-14=-1046183,2-14=-714/99,2-15=-13341l95,3-15=-1334/l95,3-16=-1944!153,4-16=-20l81108,4-5=-2466/137,5-6=31811113,6-7=0/184,l-13=-20331136,6-8=-2733/22lSOTCHORD12-13=79/354,1 1-12=-69/699,10-1 1=-69/699,9-10>0/2318,8-9-56/901WEBS2-l2=-I061/l92,2-10=-180/1 133,3-10=-241/17l,4-lG=-l2571223,4-9=37/221,1-12=-139!1342,6-9=0/1425 NOTES II)Wed:ASCE 7-05;105mph;TCOL=6.Opsf BCI3L=6.Opsf;h’25ft Cat,II;ExpC;enclosed;MWFRS (low-rise)Lumber DOL=1.33 plate grip DOL=1 332)TCLL:ASCE 7-05;P1=50.0 psf (flat roof anew);Category II;Exp C;Partially Emip.;OR 1,Lu=50-0-03)Unbalanced snow leads I-rave been consIdered for this desIgn. 1 4)ThIs truss has been designed for greater of mm root live load of 16.0 psI or2.00 times Sat root load ot 50.0 psI on overhangs non-concurrent with other teeloads. 5)Provide adequate drainage to prevent water ponding. 6)ThIs truss has been designed tot a 10.0 psI bottom chord live load rionconcurrent with any other live loads.7)Provide mechanical connection (by others)of trerusto bearing plate capable otwithstanding 121 lb uplift at3oint 13 and 179 lb uplift atjointti.8)ThIs truss is designed in accordance with the 2006 International Residential Code sections R502.1 1.1 and R802.10.2 and referenced standard ANSIIrPI 19)Design assumes 4x2 (flat orientation)purlins at crc spacing Indicated,fastened to truss TC WI 2-lob nails. LOAD CASE(S)Standard 4-4-8 6-7-0 oIo = 6-11-0 ‘0431,6’ 1—2—8 41 II 9-1-2 4-4-8 10-11-8 17-10-8 24-9-S 25-1-0 [TWii 1ThST 150-005275 88 Hip Truss 1 I —j JobRefemnpt0qpt)[ii8&npo)i)ii S estintister,(0 -7 26ton 192010 MiT ust885.18c.Thu Sep OR&13820Ti Pepe IIDLML4H4B66X5XFwAHV2p7[JyhvvO-uko5oi693TjoU_yHSqnHQjHTOaIme5OyYmOUluytivR9-1-2 6-4-8 8-11-8 14-2-13 19-6-3 24-9-8 251--06-4-8 2-7-0 5-3-5 5-3-5 5-3-5 0-3-8 1-2-86*1 = 3*411 9-1-2 9-1-2 6-4-8 8-11-8 14-2-13 19-6-3 24-9-8 25-1-06-42-7 5-3-5 5-3 5-3-5 —— : Plate Offseth(X,Y):I1:Ed,0I-1?J0-J -—-—LOAOING(psf) 0 SPACING 2-0-0 CSI DEFL in (bc)i/deC L/d PLATES GRIP‘Roof Snow5O a Plates Increase 1.00 TO 0.73 Vert(LL)-0.11 10-11 >999 240 MT2O 1971144TOOL10LumberIncrease1.00 BC 0.53 Vert(TL)-0.16 10-11 >099 180 BOLL 00 : Rep Stress ncr YES WB 0 43 Horz(TL)0.05 9 n/a n/a BCDL too Code IRC2006ITP12002 (Matrix)Weight:179 lb FT =0% LUMBER BRACINGTOPCHORD2XeSPF1650F1SETOPCHORD Structural wood sheathing directly applied or 4.5-5 oc purlins,except end verticalsBOTCHORD2X4SPF2100F1.8E Except and 2-0-0oc purlins (6-0-0 max.):2-3822X4SPF1650F1SEBOTCHORDRigidceilingdirectlyappliedor10-0-0oc bracing,ExceptWEBS2X4SPF1650F1SEExcept6-0-Dec bracing.9-10.EV2:2 X 8 DF 1950F 1.7E WEBS I Row at midpt 2-14,4-13,1-15 EtiTek recommends that Stabilizers and required cross bracing be installedI I duri truss erectionmaccordance with Stabixzerlnsaonx)de.,REACTIONS (lb/size)15=1719-V-S-a,9=1911/0-6-0 Max HorzI5=-374(LC B) Max UpIift15=-147(LC 8),9=-182(LC 8) Max Gravl5=2514(LC 15),9=2800(LC 15) FORCES (Ib)-Maximum CompressionlMaximum Tension TOPCHORD l-16=-15651111,2-16=-14941152,2-3=-4261/201,3-17=--1412/182,4-17=-l8461166,4-5=-27621163,5-6=-2921/138,6-18=-3136l121,7-18=34291107,7-8=0/184,1-15=2449180,7-9=-2730/213 BOTCHORD 14-15=-1261377,13-14=-40/t058,12-13=012061,l1-t2=0/2061,10-11=012609,9-lO=-801713WEBS2-14=-1091/137,2-13=-204/864,3-13=-77/429,4-13=-1446I232,4-11=-30!565,5-11=-7071150,5-1Q=-199t127,l-14=-96I1551,7-10=011917 NOTES 1)Wnd:ASCE 7-05;105mph;TCDL=6.Opsf BCOL”6.Opsf;h=25f1 Cat Ii,ExpC,enclosed:MWFRS (law-rise);Lumber DOL133 plate grip 001=1.33 ,2)TOLL:ASCE 7-05,P1=50.0 psI (flat root snaw),Category Ii;Exp C;Part ally Exp.:Ct=1,Lu=50-0-a3)Unbalanced snow loads have been considered for this design.4)Tlas truss has been designed for greater of mm roof live load of 160 psI or 2.00 times fiat roof load at 500 psf on overhangs non-concurrent with othe,treetoads. 5)Provide adequate drainage to prevent water ponding. :6)ThIs truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.7)Provide mechanical connection (by others)of truss to bearing plate capable of withstanding 147 lb uphft at jOint 15 and 182 lb uplift atjoint9. .8)This truss is designed in accordance with the 2006 InternatIonal Residential Code sections R502.I 1.1 and R802.l0.2 and referenced standard ANSI/TPI 1.9)Design assumes 4x2 (flat orientation)purlins at oc spacing indicated,fastened to truss TO WI 2-105 nsiis. LOAO CASE(S)Standard “j “‘‘‘f0h,FflPly 50-005275 87 Spedal Truss 1 1.L............_6tif(ng C&nponent0slems,Weshninster,Cd ---7.268 s Nov i6 18M(Thklnduidiies,Inc.Ihu’O’ep 1)1 i8:62:58 68TfP’age I ID LML4H4B66X5XFwAHV2p7(JyhwOQYEjaM6’M9bxsq5i6G2uVkImAzIvfvpK6twASyhvR9-1-2 7-8-0 16-2-12 24-9-8 25r141 s==, PlateOffsets(XyJJ70-3-4,0-2-8(----—________ LOADING(pal)SPACING 2-0-0 CSI DEFL in (bc)lldef lid PLATES GRIP Plateslncrease 1.00 TC 0.76 Vert(LL)-0.07 8-10 ‘995 240 MT2O 1971144 TCDL oo Lumber Increase 1,00 BC 0.48 Verl(TL)-0.20 8-10 >999 180 SCLL 00 Rep Stress ncr YES WB 0.38 Horz(TL)0.04 7 n/a n/a BCDL Code IRC2006/TPI2002 (Matrix)I WeIght 149 lb FT =0% LUMBER BRACING TOP CHORD 2 XE 8FF 1650F I .56 TOP CHORD Structural wood sheathing directly applied or 5-5-5oc purlins,except end verticals. SOT CHORD 2 X 4 SPF 165SF 1.56 tOT CHORD Rigid ceiling directly applied or 10-0-0oc bracing.WEBS 2 X 4 SPF 1650F 1.56 trxcepe WEBS I Row at midpt 2-ID,3-10,-1 1 EV2 2 XE DF 195SF 1.7E MiTek reiroi ,during truss erection,is accordance with Stabilizer Installation guide. REACTIONS (Ibisize)11=1719/0-3-8,7=1911/0-6-0 Max Horzii=-402(LCS) Max Upliftll=-166(LC 8),7=-182(LC 8) FORCES (10)-Maximum Compression/Maximum Tension TOP CHORD 1-12=-i 1751146,2-12=-970It88,2-13=-8471i72,3-13=-12511125,3-4=-l6931l38,4-5=-220e/109,5-6=0/184,1-1 1=-16471204,5-7=-1825/234 BOT CHORD 10-il=-1611414,9-10=0/1898,8-9=0/1598,7-8=-86/889 WEBS 2-10=-178/290,3-10=-1052/278,3-8=0/319,1-10=-121I1069,5-8=0/736 NOTES 1)Wind.ASCE 7-05;105mph;TCDL=6.0pst BCDL=6.Opsf;h=25ft Cat II;ExpC,enclosed;MWFRS (low-rise);Lumber DOL=i .33 plate grip 00L1.33 2)TCLL:ASCE 7-05;P1=50.0 psi (flat roof snow);Category II;Eap C;Partially Exp.;Ct’I 3)Unbalanced snow loads have been considered for this design. 4)ThIs truss has been designed for greater of rein roof live load of 160 psI or 2.00 times flat roof load of 50.0 psI on overhangs non-concurrent with other tee loads. 5)ThIs truss has been designed for a 10.0 psI bottom chord live load nonconcurrent With any Other live loads. 6)Provide mechanical connection (by others)of truss to bearing plate capable of withstanding 168 lb uplift at joint 11 and 182 lb uplift at joint 7. 7)This buss is designed in accordance with the 2006 International Residential Code sections 14502.11.1 and R802,i 0.2 and ireterenced standard ANSI/WI 1. LOAD CASE(S)Standard (-8-U 6-6-12 1-2-8 ‘8 9-1-2 15 hA, 7-8-0 7-8-0 16-2-12 lt-b-12 0 24-9-8 ‘chic 9-1-2 t-b-12 25-1-0 UF17 Job TrussTye —1PWTh14aR0OF) 50005275 86 Spedal Tmss 2 I 1 L Job Reference [optonal)FiTé —-72OsNö911016Tiekindusigijyc.Thuflfl351TFiiiID:LML4H4B66X5XFwAHV2p7fJyhw0-QYEjaM6W9bxsqNt2uVkHYAsVvZCpK6fwASyhvR9-1-2 7-8-0 12-5-4 18-7-6 24-7-0 2-1 7-8-0 4-9-4 6-2-2 5-11-10 0-6- 9.1011 1-2-8 59 il.., : 6C’J”T b,l0 2,4 a5 - o46 .i,i> 9-1-2 9-1-2 7-8-0 12-5-4 18-7-6 24-7-0 25-1-0 4-9-4 6-2-2 5-11-10 0-60PlateOffsets(X,y)j91-0-5-0Jj10:0-6-2,0-4-0J 8LDNG(ra 0 SPACING 2-0-0 CSI DEFL in (bc)I/ref L/d PLATES GRIP Roof Snow=50 0 Plates Increase 1.00 TC 0.77 Vert(LL)-0.44 9-10 >677 240 MT2Q 197/144 TCDL 100 Lumber Increase 1.00 BC 0.92 Vert(TL)-0.72 9-10 >413 180 BCLL 00 Rep Sttess ncr ‘(ES WB 0.74 Horz(TL)075 7 n/a n/a BCDL l’Code 1RC2006/TR 2002 (Maths)WieghtlS7thFT=0% LUMBER BRACINGTOPCHORD2X6SPF1650F1SETOPCHORD Structural wood sheathing directly applied or 2-4-8oc purlins,except end verticals,BOT CHORD 2 X 6 SPF 1650F I SE BOT CHORD Rigid ceiling directly apyhed or 10-0-0 oc bracing,ExceptWEBS2X4SPF1650F1.5E 2-2-Ooc bracing:7-9.SLIDER Rieht2X 4 SPF 1650F 1.5E3—10-13 WEBS 1 Row at midpt 3-11,1-12 MiTek recommends that Stabilizers and required cross bracing be installed ffiirinq truss erechon,in accordance with Stabiliderlnstallalicnxide.REACTIONS (lb/size)12=1726/0-3-8.7=190610-6-0 Max Horzl2’-410(LC 5) Max Upbiftl2=—166(LC 8),7-179(LC 8) FORCES (Ib)-Maximum CompressionlMaxlmum Tension TOP CHORD 1-13=-1613l26,2-13=-1393168.2-1@-1225/122,3-14-1511/93,3-4=-4570l0,4-S-4690/0,5-6’-5275/95,6-7=-5507170,7-8=0/41,1-12=-1674/86BOTCHORD11-12=-219/489.10-11=0/4249,9-10=0/4674,7-9=0/4612 WEBS 2-11=01791,3-ll=--3934/0,3-I0=0/3988,5-10=357/481,5-9=-27/195,1-11=0/1231 NOTES 1)lMnd:ASCE 7-05;105mph;TCDL=6.Opsf BCDL=6.Opsf;h=25t1;Cat II;Exp C;enclosed;MWFRS (low-rise),Lumber DOL=1 .33 plate grip 001=1.332)TCLL:ASCE 7-05;P1=50.0 psf (flat roof snow),Category II;Exp C;Partiaty Exp.;Ct”1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of rain roof live load of 16-0 psf or 2.00 dines flat roof load of 50.0 psf on overhangs non-concurrent with other liveloads. 5)This truss has been designed for a 10.0 put bottom chord live load nonconcurrent with any other line loads. .6)Bearing at joint(s)12,7 considers parallel to grain value using ANSIITPI 1 angle to grain formula Building designer should verify capacity of bearing Surface.7)Provide mechanical connection (by othem)of tress to bearing plate capable of withstanding 166 lb uplift at joint t2 and 179 lb uplift atoint7. ‘8)This truss is deaigned in accordance with the 2006 International Residential Code sections R502.1 1 1 and R802.10.2 arid referenced standard ANSI/TPI 1. LOAD CASE(S)Standard 50-005275 ‘85 Hip Truss I I t I -.!9jinilybñeFteii9eiijiIh8lër,DO --7.2613 s Nov 9 2010 fitek IndustrIes,Inc thu Sep (Ii T6:167 6ffWplage 1--lD.LML4H4866X5XFwAHV2p7fJyhwO-yMgLN05uXrT4EgpKLIB8wnYQA2Al5SvNe0yhvR912 3-9-6 7-3-4 8O-l I?-5-4 -16-6-il 2O-8-l24-7_, 9-1-2 3-9-6 3-5-14 -9-7 -8 4-1-7fateOtisets ILOADING(pst) 0 SPACING 2-0-0 CSI DEFL In (bc)L’defl lid PLATES GRIP0PlatenIncrease1.00 TC 0.70 Vert(LL)-0.63 12-13 >468 240 MT2O 197/144TcDL100LumberIncrease1.00 BC 0.84 Vert(TL)-0.85 12-13 >351 180 MTI8H 197/144BCLL00RepStresslncrYBSWB099HorzçlL)0.97 9 n/a ritaBCDLCodeIRC200E/TP12002 (Matrix)V/eIght.193 lb FT =0% LUMBER BRACINGTOPCHORD2X6SPF1650FI.55 TOP CHORD Structural wood sheathing directly applied or 2-2-Soc purlins,except end nortbcais,BOT CHORD 2 X 6 SPF 2100F 1 86 and 2-0-Soc pushes (5-11-9 max.):3—4.WEBS 2 X 4 SPF 165SF 1.5E *Except BOT CHORD RIgid coi6ng directly applied or 10-0-Doc bracing.W7:2 X 4 SPF 2100F 1.85 WEBS I Row atmkxt 2-16,5-14,1-17SLIDERRight2X4SPF165SF1.5E 5-2-12 MiTek recommends thatStsbil,zem and requiredcrosa bracing be instalIe’LcitrIna truss erectlonJ5 accordance with Stabilizer Instaltaheri gidde.REACTIONS (lb/size)17=172610-3-8,9=1906/0-5-0 Max Horz 17_400(LC 5) Max l.JpliB17=-159(LC 8),9=-i79(LC 8) Max Gravi7=2718(LC 15),9=2802(LC 15) FORCES (Ib)-Maaimum Compression/Maximum TensionTOPCHORDI-2=-1508158,2-3=-2205I1i1,3-4=-17051124,4-184-2267)109,5-184-2441183,5-19=-6835/0,6-19=-724210,6—7=-852410,7-8=-867410 8-20=-8076/136,9-20=-8265/117,9-10=0/41,1-17=-2649160 BOT CHORD 16-17=-1921459,15-16=-141/1297,14-15=-511l862,13-14=016486,12-13=0/7910,i1-12-20/8943,9-11=20/6862WEBS2-184-2218/36,2-15=0/1328,3-15=-33I440,4-15=-1297/0,4-14=0/2204,5-14=-6007/0,5-13=016406,6-13”-12811303,6-12=82/121 8-12=381936,8-11=1081118,1-16=0/1889NOTES 1)VEnd:ASCE 7-05 105mph;TCDL=6.Opsf;BCDL=6.Opsf;h=25t1 Cat.II;Exp C;enclosed;MWFRS (low-rise);Lumber DGL1 .33 plate grip OOL=1 .332)TCLL:ASCE 7-05,P1=50.0 paf (flat roof snow);Category II;Exp C,Partelly Sup.;Ct>1,Lu=50-0-03)Unbalanced snow loads have been consIdered for this desErt.4)This truss has been designed forgreater of mm roof line load 0116.0 psi or 2.00 times flat root load 0150.0 psI on overhangs non-concurrent with Other lineloads. Si)Provide adequate dminage to prevent water ponding.6)All plates are MT2O plates unless otherwise Indicated.7)This truss has been designed for a 10.0 psI bottom chord live load nonconcurrent with any oIlier live loads.8)Bearing at joint(s)17,9 consldem parallel to grain value using ANSlfPl 1 angle to graIn formula.Building designer should verily capacity of hearing surface.9)ProvIde mechanical connection (by others)of truss to bearing plate capable of withstanding 159 lb uplift atjoint 17 and 179 lb uplift atjointg.IC)This truss is designed in accordance with the 2006 International Residental Code sections 14502.11.1 and 14802.10.2 and referenced standard ANSIITPI I11)Design assumes 4s2 (flat onentatlon)purlins at oc spacIng indicated,fastened to truss TC WI 2-lOd nails. LOAD CASE(S)Standard 3-9-6 ,1-x-14 u-a-,v-in-ti 55> 4-1-f 4.;)7 3-10-15 0160 1-2-B 14 510> urn> ‘7 10 >4 II 3-9-6 734 8r0l,2 12-54 166-11 2081 24-70 2104-1-7 3-10--iS 06O 9-1-2 6,8 611[) Thw0FJ 50-005275 84 Hip Tfliss Ii I...--..JobRence)pis .--—-—7.208Nv 192610 MiTeli Irjdustrles,Inc Thu Sep01 f612:66 39TiPi 1I0:LML4H4B66X5XFwAHV2p7fJyhwO-U96yAh4Gn,YLDdWEinhEao4f’)ByRfWdsoAq5Zyhvf9-1-2 0-26-3-85-9-15 9-6-I 12-5-4 18-7-6 24-7-0 25-I0‘‘‘5-9-15 3-8-3 2-11-3 6-2-2 5,,_1—2—8 wa.-51 S oilT 0116., 4.l2 81’2 i2U 80O57 jj H 9-1-2 9-1-2 5-9-15 9-6-1 12-5-4 18-7-6 24-7-0 2-1.05-9-15 3-8-3’’i ETh-io —— TCLL500 SPACING 2-0-0 CSI DEFL in (bc)I/deS Lid PLATES GRIPRootSnowBOOPlafaslncrease1.00 TC 0.97 Vert(LL)-0.61 10-11 >489 240 MT2O 1971144TCDL100LumberIncrease1.00 BC 092 Vert(TL)-0.84 10-11 353 180 MT18H 197/144 BCLL Rep Stress ncr YES WB 0.76 Horz(TL)0,87 8 n/a n/a BCDL Code 1RC20061TPl2002 (Matrix)‘____________Weight 66 lb FT O% LUMBER BRACINGTOPCHORD2X6SPF1650F1SEExceptSTOPCHORD Structural wood sheathing directly applied,except end verticals,and 2-0-0cc purlinsT3T4:2 X 6 SPF 2100F I 6E (5-3-0 max.):2-3BOTCHORD2X6SPF1550FISEtrxceprtOTCHORDRigidcoil/rig directly applied or 10-0-0cc br-acing,Except82:2 X 6 SPF 2100F 1.88 2-2-0cc bracing:8-10.WEBS 2 X 4 SPF 1650F I SE Except WEBS 1 Row at midpt 2-13,4-12.1-14W5:2 X 4 5FF 2100F 1.88 )Thkrecommends that Stabiiiuem and required’ss bracing be installedSLIDERRight2X4SPF1650F1.5E310-13 [)yyigtrusserectorr,xsaccordancewthstabitizerlnstaltoionguide. REACTIONS (foisize)14=1726/0-3-8 8=1906(0-6-0 Max Horzl4=-367(LC 6) Max Uptittl4=-139(LC 8),8=-178(LC 8) Max Gravl4=2406(LC 15),8=2785(LC 15) FORCES (It)-Maximum Compreaxen/Maximum Tension TOP CHORD 1-15=-1822/23,2-15-1531/54,2-3=-2262141,3-4=--3(104/47,4-16=-644210,5-16=-6544i0,5-6=-6770l0,6-7=-7917190,7-17=-8273/66,8-17=.-8299!44,8-9=0/41,1-14-2354/54tOTCHORD13-14=-162/430,12-13=-120/1492,1 1-12=0/6056,10-11=0/7000,8-10=0/6912 ‘WEBS 2-13=-i 567119,2-12=0/1804,3-12=-39114i7,4-12=-5742/0,4-11=0/5674,6-11=-785/476,6-10=-86/195,1-13>0/1586 NOTES 1)Wnd:ASCE 7-OS;105mph;TCDL=6.Opsf;BCDL6.Opnf;h=25ft Cat II;Esp C;enclosed;MWFRS (low-rise):Lumber DOL=1.33 plate grip DOL=1 33,2)TCLL:ASCE 7-05;P1=50.0 ps1 (flat roof snow);Category II;Exp C;Partially Exp;Ct>1,Lu50-0-03)Unbalanced snow loads have been considered fort/six design.4)This truss has been designed forgroater of miii roof live load of 160 psf or2.0O times flat roof load 01500 psI on overhangs non-concurrent with other liveloads. 5)Provide adequate drainage to prevent water pondung. 6)AS plates are MT2O plates unless otherwise indicated. 7)This truss has been designed for a 10.0 psi bottom chord hxe brad nsnconcurrent with any other live loads8)Bearing at joint(s)14,8 considers paratel to grain value using ANSI/TPI 1 angIe to grain formula Building designer should verify capacity of bearing surface.9)ProvIde mechanical connection (by others)of truss to bearing plate capable of withstanding 139 lb uplift at1oint 14 and 178 lb uplift at joint 8.10)This truss is designed in accordance with the 2006 international Residential Code sections 14502 11 1 and 14802.10.2 and referenced standard ANSIiTPI 1.11)Design assumes 4x2 (flat orientation)poirlins at oc spacing indicated,fastened to truss TC wl 2-lOd nails. LOAD CASE(S)Standard jThins —-TrunsType Qty Ply TheMeedows (ROOF) 50-005275 83 Hip Truss I I j Jsb ranna (optional) ID:LML4H4B66X5XFwA(-)V2p7fJyhwO-OzYayL3&EDM7MO]iGt6jlj9iS,Wllfd6QGZ7yhvR9-1-2 -26-3-8 4-4-9 10-11-7 12-5-4 18-7-6 24-7-0 2-1 4-4-9 6-6-14 1-5-13 6-2-2 5-11-10 ((-6 7,12 1—2—8 >w 4-4-9 __________________________________ 4-4-9 6-6-14 —1-5-13 —5-11-101atoQffsls(X.Y)::0-7-80-3-8([4:0-0-1Z0-1-12J8:1-l0-13,0-2-0Jj0-2-6Edgej — LoADlNG(p)SPACING 2-0-0 CSI DEFt.in (bc)b/det Ud PLATES GRIP Root Snow-SO 0 Plates Increase 100 TC 098 Vert(LL)-057 10-11 >525 240 MT2O 1971144 TCDL —100 Lumberbncrease 1.00 SC 0.88 Vert(TL)-0.81 10-11 >367 180 SCLL RepStesslncr YES WE 1.00 HorzljL)0.81 8 ri/a ri/a BCDL Code IRC2006/TP12002 (Matrix)—-——Weight 162 lb FT =0% LUMBER BRACING TOP CHORD 2 X 6 SPF 1650F 1.58 ‘Except’TOP CHORD Structural wood sheathing directly applied,except end verticals,and 2-0-00c purlins T4:2 X 6 SPF 2100F 1.8E (4-11-Il max)2-3. BOT CHORD 2 XE SPF 1650F 1 SE ‘Except’BOT CHORD Rigid ceiling directly applied or 10-0-Ooc bracing. 62:2X 68FF 2100F 1.88 WEBS 1 Rowatrnidpt 1-14 WEBS 2 X 4 SPF 1650F 1 SE :jk recommi tS(ira and required c bracing be installedSLIDERRht2X4SPF1650F1.SE 310-13 durinq truss erection,in accordance with Stabihzer Installation guide. REACTIONS (lb/size)14=172610-3-8,8=190610-6-0 Max Horzl4=-337(LC 8) Max Upliftl4=-121(LC 8),8=-175(LC 8) Max Gravl4=2085(LC 15),8=2802(LC 15) FORCES (Ib)-Maximum Comprension!Maximuni Tension TOP CHORD 1-15=-1266147,2-15=-935/66,2-16=-2962117,3-16=—2962117 3-4=381010,4-5=-57B210,5-6=-5999/0,6-7=-7376/80 7-8=-7777155,8-9=0141,l-14=-2041/66SOTCHORD13-14=-I 19/391,12-13=-144/1058 I 1-120l5197,10-11=016514,8-10=016441 WEBS 2-13=-1452/91,2-12=0/2464,3-12=011894,4-12=-4998/0,4-11=014765,6-1l=-10t2/477,6-12=-52/205,1-12=-14/l373 NOTES 1)‘nd:ASCE 7-05;105mpH;TCDL=6.Opsf,BCDL=6.Opsf;h=25f1;Cat.II;ExpC;enclosed;MWFRS (low-rise);Lumber DOL=1 33 plate grip DO1’l.33 2)TCLL:ASCE 7-05;P1=50.0 pal (flat roof snow);Category II,Exp C;Partially Exp.;Ct=1,Lu=50-0-0 3)Unbalanced snow loads have been considered for this design. 4)ThIs truss has been designed for greater of mm roof live load of 16.0 psf or 2.00 itmes flat roof load of 50.0 psf on overhangs non-concurrent with other liveloads. 3)Piovkle udequate drainage to prevent water porlding. j 6)This buss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads. 7)Bearing at joint(s)14,8 considers parallel to grain value using ANSI1Pl 1 angIe to grain formula.Budding designer should verity capacity of bearing surface.8)Provide mechanical connection (by others)of truss to bearing plate capable of withstanding 121 lb uplift atjoint 14 and 175 lb uplift at joint 8. 9)ThIs truss Is designed In accordance with the 2006 International Residential Code sections R502.11.1 and P802 10 2 and referenced standard ANSIITPI 1.10)Design assumes 4x2 (hat orientation)purlins at oc spacing indidated,fastened to trussTC W/2-lOd nails. LOAD CASE(S)Standard 10-11-7 9-1-2 9-1-2 12-5-4 18-7-6 6-2-2 24-7-0 2-11-3 7-8-0 12-4-13 ity Ply The Meadows (ROOF) -Job Reteencejpptlonisj - _________ -lEe N8-f82l510 MiThit IndiTsfiieslñc.Thu Se 01 l88WPe1IDLML4H4B66X5XFwAHV2p7fJyhwO-0zYayL3e?EDM?MDJLGt6kZS7rZ7YhVR 2-3-818-7-2 24-7-0 2-110 •5-11-14 (1-6-b 1-2-8 2,9=5c1i432J Plate Ofteete (,30-3-8,0-2-21j4:0-4-0,0-3-151 [9-2-6ggJ -LOADING(pot) SPACING 2-0-0 CSl .DEFL In (bc)Wdefi Lid PLATES GRIPTCLL50.0 Plates Increase 1.00 TO 0.95 I Vert(LL)-0.46 10-11 >647 240 MT2O 1971144 (Roof Snow=50.0) Lumber Increase 1.00 BC 0.83 Vert(TL)-0.68 10-li >438 180TCDL10.0 BOLL 00 RepStressincr YES WB 0.66 .l-Iorz(TL)0.68 8 nla nlaCodeIRC20061TP12002(Matrix)Weight 162 lb FT =0%BCDL lOJt MiTek recommends that Stabilizers and required cross bracing be installed.4.,,.4,,,,,,,,.,.,.,-6,-,.,,.-,,._,,-..,,,tI,ct,.i4.h,,,,i,.,tii.,ti,,,,,.4,4REACTIONS(Ibioize)14=172610-3-8,8=190610-6-0 Max 90rz14-323(LC 6) Max Upliftl4=-160(LC 5),8=-171(LC 8) Max Gravl4=1902(LC 14)8=2663(LC 15) FORCES (Ib)-Maximum Compression/Maximum TensionTOPCHORD1-2=-781I69,2-15=-21291131,15-16=-21301131 3-16”-21361131,3-4=-4375/11,4-5=-5489)38,5-17=-6398I152,6-17=-65961148,6-7=-6763I131,7-8=-7l64)125,8-9=0141,1-14=-1867/109BOTCHORD13-14=-791370,12-13=-122/801,il-I 2=-170/2391,lD-li=-32/6008,8-10=33)5903WEBS2-13=-17241125,2-12=-65l2131,3-l2=-21731125,3-11=013130,5-1i=-94209,5-l0=-i26)172,1-13=63)1579,4-11=011949 NOTES I)Wind-ASCE 7-05;105mph;TCDL=6.Opsf;BCDL=6.Opst;h=25ft Cat II,ExpC;enclosed,MWFRS (low-rise);Lumber DOL=i.33 plate grip DOt.=1.332)TCLL:ASCE 7-05;Pf=50.0 psf (fiat roof snow),Category II;Exp C;Partially Exp.;Ct=1,Lu=50-C1-03)Unbalanced snow loads have been considered for this design 4)ThIs truss has been desIgned for greater of mm root live load 0116.0 pet or 2.00 tImes fiat loot toad of 50.0 pet on overhangs non-coturrent with other teeloads. 5)Provide adequate drainage to prevent water pending. is)This truss Fan been designed for a 10.0 pet bottom chord live load nonconcurrent with any other bros loads.7)Bearing at joint(s)14,8 considers parallel to grain value using ANSIITPI I angle to grain formula.Building designer should verify capacity of bearing ssrface8)Provide mechanical connection (by others)of truss to bearing plate capable of withstanding 160 lb uplift at joint 14 and 171 lb uplift at joint 89)This truss Is deslened In accordance with the 2006 International Residential Code sections 8502.11.1 arid R802.10.2 and referenced standard ANSI/TPI I.10)Design assumes 4x2 (flat onentation)purlins at oc spacing indicated,fastened to truss TC W/2-10d nails. LOAD CASE(S)Standard iTiLSs 1T/sie l50005275 82 Hip Thins 9ttmrtg ionnt Se8r,sioii6str,Co -‘ 9-1-2 2-1 1-3 4-8-li fir 2, 9-1-2 2,4 Ii 2-11-3 4,92, 2-11-3 - 7-8-0 4-8-13 12-4-13 12--4 4-8-13 0-0-7 6-1-14 18-7-2 24-7-0 12,162, LUMBBR TOP CHORD 2X6SPF i650F i.5E BOTCHORD 2X6SPF 1650F 1.58 ftxcepr 82:2 X 6 SPF 2100F 1.8E WEBS 2 X 4 SPF 1650F 1.5E SLIDER Right2X4 SPF 1650F 1.583-11-0 9-1-2 5-11-14 25-1-0 BRACING TOP CHORD Structural wood sheathing directly applied or 1-6-7 ox purlins,esceptencl verticals,and 2-0-0 ox purlins (3-6-8 max)2-4. BOT CHORD Rigid ceiling directly applied or 10-0-0 ox bracing.WEBS 1 ltowatniidpt 2-13,1-14 J81 Truss Type --Qty Ply Tlre Meadows (ROUt-I 50-005275 IBI Speaal Truss 4 1 I J [Job Refeiefl (oplisrial) ID LML4H4B66X5XFwAHV2p7fJYtIvvO-Yrl_Ci?20Ew5VND4KfGc6JFZc9ZViylPUhi1hy)iv9-1-2 -26-3-8 6-5-6 12-7-4 18-8-6 —24-7-0 —-_______ 6-11-14 5-10-10 1421 b-i -14 b-i-I 5-10-10 0-6-0 1-2-8 4l2 -> 9-1-2 2,.i II 8-5-6 12-5-4 18-8-6 24-7-0 2 -1 6-5-6 6-3-2 -6fiateOffseIs(X,Y):f1;0-2-4,0-3-81)-10-6- LOADING(paf)SPACING 2-0-0 CSI DEFL in (bc)I/deft L/d PLATES GRIPTCLLPiatesincrease1.00 TC 074 Vert(LL)-0.50 9-10 >593 240 MT2O 197/144 TCD no -ida Lumber increase 1.00 BC 0.90 Vert(TL)-0.81 9-10 >365 180 BCLL Rep Stress ncr YES WE 0.85 Horz(TL)0.97 7 rr/a Is/a BCDL Code IRC2006ITPI2002 (Matrnr)Weight.141 lb PT=0%-_______ LUMBER BRACING TOP CHORD 2 XE SPF 1650F I .5E TOP CHORD Structural wood sheathing directly applied or 2-7-4oc purlins.EDT CHORD 2 Xe SPF 1680F I SE BOT CHORD Rigid ceiling directly apphed or 10-0-0 oc bracing.WEBS 2 X 4 SPF 1650F 1 SE E9TekSLIDERLeft2X4SPI>1650F l.SE 7-6-Il,Right2 X 4 SPF 1650F 1.5E 310-4 L,yyg truss erection in accordance with Stabilizer Installation guide. ‘REACTIONS (lb/size)1=1726/0-3-8,7=1906/0-6-0 Max Horzl=-309(LC 5) .Max Uplittl=-124(LC 7),7=-196(LC 8) FORCES (Ib)-Maximum CornpreswonfMaximum Tension TOP CHORD 1-2=-6314/506,2-12=-5278/157,3-12=-51701194,3-4=-483012l7,4-5=-4909/181,5-6=-5199/227,6-7=-54301199,7-8=0141 BOT CHORD I-ll=-48615491,10-1 1=-48815536,9-10=-i 21/4616,7-9=-12014532 WEBS 2-l1=0l210,2-10=-l057/432,3-1 0=-73/4570,5-10=-4471583,5-9=-69i170 NOTES 1)lMnd:ASCE 7-05;106mph;TCDL=6.Oppt BCDL=6.Opsf;h=25fI;CaL Ii;ExpC;enclosed;MWFRS (low-rise);Lumber DOL=1.33 plate grip DOL=I.332)TCLL ASCE 7-06;P1=50.0 pat (flat roof snow);Category II;Exp C;Partially Exp,;Ct=1 3)Unbala nced snow loads have been considered for this design. 4)This truss has been designed for greater of mm roof live load of 16.0 psI or 2.00 limes flat roof load of 50.0 psI on overhangs non-concurrent with other Neleads. 5)The Iruss has been designed fora 10.0 psI bottom chord live load nonconcurrent with any other live loads. 6)BearIng at joInt(s)1,7 considers parallel to grain value using ANSIITPI 1 angle to grain formula.Euilding designer should verily capacity of beanng sutface.7)Provide mechanical connection (by others)of truss to bearing plate capable of w hstariding 124 lb uplift at joint 1 and 196 lb uplift atjoint 7. .8)This truss s designed in accordance with tIre 201)6 International Residential Code sections R502.1 1.1 and 1802.10 2 and referenced standard ANSI/WI I LOAD CASE(S)Standard ..-,-. ,,,-, “.-- 5-10-0 -1- _1-l-1 d-Plate Offsets CX.J20-2-80-2-5[,[5:0-3-80-1-81 --________________________________________________ LOAOING(psf)SPACING 2-0-0 CSI DEFL in (lao)1/deS lid PLATES GRIPTCLL50.0 Plates Increase 1.00 TC 0.78 Vert(LL)-0.01 5-6 >999 240 MT20 1971144(Roof Snow=50.0)Lumber Increase 1.00 BC 0.13 j Vert(TL)-0.03 5-6 >999 180TCDL10.0 SCLL 0 0 1 Rep Stress ncr YES WE 0.09 Hsrl(TL)-0.00 4 n/a it/aCode1RC200611P12002(Matriu)Weight:33 lb FT =0%BCDL 10.0 REACTIONS (lb/size)6=408/0-6-0,4408/0-l-8 Max Horz6=135(LC 7) Max Uplift4=-102(LC 7) Max Grav6=446(LC 2)4455(LC 2) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-7=-290i0,2-7=-154/0,2-3=-15/15,3-4=-74/23.1-6=-40819 BOT CHORD 5-6=-13510,4-5=-24/125 WEBS 2-5=0/174,2-4=-4l0!79,1-5=01130 NOTES I)Wind:ASCE 7-05;105mph;TCDL6.0pa BCDL=6 Opsf;h=25tt Cat.II,Exp C:enclosed,MWFRS (low-nc),Lumber DOLI.33 plate grip 001=1.332)TCLL:ASCE 7-05;P1=50.0 pal (flat roof snow);Category II;Exp C;Partiaty Exp.;OR 1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for a 10.0 psf bottom chord live bad nonconcurrent with any other l/ve loads.5)Bearing at joint(s)4 considers parallel to grain value using ANSIITPI I angle to grain formats.Building designer should verify capacity of bearing surface.6)Provide mechanloal connection (by others)of truss to bearing plate at jOint(s)4.7)Provide mecharecal connection (by others)of truss to bearing plate capable of withstanding 102 lb uplift at joint 4.8)ThIs truss is designed in accordance wit/i the 2006 International Residential Code sections R502.11.1 arid R802.10.2 and referenced standard ANSI/WI 1. LOAD CASE(S)Stondard Joo 50-005275 russ AlO Stieling Ccsnponent Syesn WesliTilnater.CO Truss Type Spebal Truss 9-1-2 IOty Ply The Meadows (ROOF) !i I I Job Reference lop8onl 4-8-15 48-15 (Jut)a wow iv ssiu rititeic IndustrIes,Inc.mu nap ui 1er1 Od xuii rage 1) ID LML4H4B66X5XFwAHV2p7fJyhw19qX(2OTdze)3V85ZgtBS1Qj9LbETF3AqxAVEyhvR 5-10-0 1-1-1 3i2Ii Sw.i22l 9-1-2 9-4-10 4-8-15 4-8-15 LUMBER TOP CHORD 2X4 SPF 1650F 1.5E BOTCHORD 2X4SPF 1650F 1.56 WEBS 2 X 4 SPF 1650F 1 .5E BRACING TOP CHORD Structural Wood sheathing directly applied or 6-0-Ooc purlins,exceptend verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. y)nlrrut(uss_erecbonJ accordance with Stabilizer lrrsfallatigflguide. ________I jJde iThb/sTh I50-005275 A9 Jack-Closed Tress 9 1L Job Reference (optonis) Pag1 1 IDLML4H4B66X5XFwAHV2p7IJ ‘9taQqXf2OTdzeI3V85ZgtBS1 Qz9J5EUG3AqxAVEyhVR ___ --- LOADING(psI) TCLL 500 SPACING 2-0-0 CSl (RoolSnow=500)Piictasse 1.00 TC 0.83 TCDL 100 Lumberlncrease 1.00 BC 0.29 ‘BCLL 0 0 Rep Stress incr YES WB 0.02 RCDL to a Code lRC2006)TPI2002 (Matnx) LUMBER TOP CHORD 2X4SPF2100F I.8E SOT CHORD 2 X 4 SPF 1650F 1.5E WEBS 2X4 SPF 1650F 1.SE REACTIONS (lb/size)4=408/0-6-0,3=408/0-1-8 Max Rorz4=l53(LC 7) Max Upiilt3=-117(LC 7) FORCES (Ib)-Maximum Compression/MaxImum Tension TOP CHORD 1-4=--35019,l-2=-1551155,2-3=-350l131 BOT CHORD 2-4=-15316 WEBS 1-3=-6/15S NOTES1)nd:ASCE 7-05;105mph;TCDL=6.tlpsf;BCDL6.Opst h=251(Cat.II;Eap C;enclosed;MWFRS(Iow-rise);Lumber DOLI.33 plate grip DOL=l.33 2)TCLL:ASCE 7-05;P1=50.0 psi (list roof snow);Category II;Exp C;Partially Exp.;Ct=1 3)Unbalanced snow loads have been considered for this design. 4)Thislruss has been designed bra 10.0 pb/bottom chord live load nonconcurrerrtwith any other live loads. 5)Bearing at joint(s)3 considers parallel to grain salon using ANSI/TPI 1 angle to grain formula.Building designer should verify capacity of bearing surface. 6)Provide mechanical connection (by others)of truss to bearing plate at joint(s)3. 7)Provide mechanical connection (by others)of truss to bearing plate capable of withstandIng 117 lb uplift at joint 3 8)This truss Is designed In accordance with the 2006 lnternatlonsl ResIdentIal Code sections R502.1 1.1 and R802.1 0.2 and referenced standard ANSIITPI 1. LOAD CASE(S)Standard I 2.id 2,4 II, 2,4 9-1-2 6-1-8 4,6 = 6-1-8 9-4-10 OEFL In (lao)1deIl Ud Vert(LL)-0 06 3-4 >999 240 Vert(TL)-0.16 3-4 =432 180 Horz(TL)-0.00 3 n/a ala PLATES GRIP MT2O 197/144 Weight27lb FT=0% BRACING TOP CHORD Structural wood sheathing directly applied or 6-1-8 oc purhns,exceptend verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0oc bracing. ________ MiTek recommends that Stabilizers and required cress bracing be installed during truss ereclion,in accordance with Stabilizer Installation guide. LOADING(psf)SpACING 2-0-0 I DEFL fl (bc)LideF Lid PLATES GRIP TCLL 50.0 Plates Increase 1.00 TC 0.94 Vell(LL)-0.06 4-5 >599 240 MT2O 1971144 TCDL —ida : Lumber Increase 1.00 BC 0.29 Vert(TL)-0.16 4-5 >4.32 180 BCLL So Rep Stress ncr YES WE 0.03 HOrZ(TL)-0.00 4 nla n/a BCDL 19__Code 1RC2006/7P12002 (Matflx).Weight 29 lb FT 0% LUMBER TOP CHORD 2X4SPF 165SF 1.5E BOTCHORD 2X4SPF165OF1.SE WEBS 2 X 4 SPF I650F 1.56 —_________________________ REACTIONS (lb/size)5=590/0-6-0,4=385/0-1-8 Max Horz5=210(LC 7) Max Uplitt5=-46(LC 7),4=-112(LC 7) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 2-5=-531181,1-2=01165,2-3=-2051145,3-4=3311119 SOT CHORD 4-5>-21010 WEBS 2-4=-0121 I NOTES 1)Wnd:ASCE 7-05;105mph;TCDL=B.Opat;BCDL=6.Opsf h=25fl Cat.II;Eap C;enclosed;MWFRS (low-rise);Lumber DOL”l 33 plate grip 001=1.33 2)TCLL:ASCE 7-05;Pf=5C.a psf (flat roof snow);Category II;Exp C,Partiaty Exp.;Ct=1 3)Unbalanced snow teads have been considered for this design. 4)This truss has been designed for greater of mm roof live load of 16.0 psf or 2.00 times flat roof load of 50.0 pat on overhangs rion-concurrsnt with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)Bearing at joint(s)4 considers parallel to grain value using ANSI/TPI 1 angle to grain formula.Building designer should verify capacity of bearing surface 7)Provide mechanical connection (by others)of truss to bearing plate at joint(s)4, 8)Provide mechanical connection (by others)of truss to bearing plate capable of withstanding 46 lb upllftat joint Sand 112 lb Uplift at joInt 4. 9)This truss is designed in accordance with the 2006 International Residential Code sections R502.1 1,1 and R802.10.2 arid referenced standard ANSIITPI 1. LOAD CASE(S)Standard job’-Truss TrunsType cay Ily lire Meeiiows (14CiUij 50-005275 As jack-Closed Truss 10 I 1 L -—._L -..I--.--.oetfjppornd)—______________ Shating Cner nT’Systenr WksThsInster,’O -.7.255 N19 2010 Tek1rtdües Inc.Thu Sep01 1152 2011 Pe 9-1-2 ID:LML4H4B66X5XFwAHV2p7iJyhwO-QsjJ1mjJmaxYs9eeEUDQmzsVluwxACcyoyhvlZ -1-2-8 5-10-0T85-10 3 Sc.124 8 Os[i7 6-1-8 1,6 = 9-4-10 BRACING TOP CHORD Structural wood sheathing directly applied,except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. Jtiit T/Cd6 —This616 50-005275 A7 Jack-Open Truss 4 1JJ Job Reference (tonal)btsteio,Wter,b 128 3815 1-2-8 3-8-15 4-0-7LOADING(psf) 0 SPACING 2-0-0 CSI DEFL in (bc)Ildeit Lid PLATES GRIPRoofSnw=500 Plataslncrease 1.00 TC 0.44 ‘iert(LL)0.01 5-6 >999 240 MT2O 197/144TcDLlaoLumberIncrease1.00 BC 0.18 Vert(TL)-0.02 5-6 >999 180BCLLRepStressncrYESWB0.00 Horz(TL)-002 3 nla ritaBCDL100Code1RC2006/TPT2002 (Matrix) Weight:16 lb FT =0%LUMBER BRACINGTOPCHORD2X4SPF1650F1SETOPCHORD Structural wood sheathing directly applied or 4-0-bc purlins,except end verticals BOT CHORD 2 X 4 SPF 1650F I SB BOT CHORD Rigid ceiling directly applied or 10-0-0 xc bracing.WEBS 2 X 4 SPF 16501 .5E ]qrrek recommends that Stabilizers and required cross bracing be nstalled ,during truss erectIon,in accordance with Stabilizer Installation guide.REACTIONS (Ibloize)6=44510-6-0,5=4glMeclianical,3=179/Mechanical Max Horz6=151(LC 7) Max Uplilt6=-52(LC 7),3=-74(LC 7) Max Grav6=445(LC 1),5=80(LC 4),3=1 79(LC I) FORCES (Ib)-Maximum CompresalanfMaximum TensionTOPCHORD2-6=-415193,1-2=011 65,2-3-140175BOTCHORD5-6=010,4-5=D WEBS 3-5=0/0 NOTES 1)Vttnd:ASCE 7-05;105mph;TCDL=6.Opat;BCDL=6.Opsf;h=25f1 Cat.II;Exp C;enclosed;MWFRS(low-rise);Lumber DOL=1.33 plate grip DOL1332)TCLL:ASCE 7-05;P1=50.0 psI (fiat roof snow);Category It;tarp C;Partially Exp.;Ct>I3)Unbalanced snow loads have been considered for this design.4)ThIs truss has been designed for greater of mm roof live load of 16.0 paf or 200 times fiat roof load of 30.0 psI on overhangs non-concurrent with other liveloads. 5)This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads.,6)Refer to girder(s)1cc truss t truss connections.7)Provide mechanical connection (byothers)of truss to bearing plate capable of withstanding 52 lb uplift at joint 6 and 74 lb upliftatjoint 3.8)This truss isdesignert in accordance with the2006 International Residential Code sections R502.1 1.1 arid R8o2.1O 2 and referenced standard ANSI1TPI I9)0-up between inside or top criord bearing and first diagonal or vertical web shall not exceed 0.50Dm. ,LOAD CASE(S)Standard x4 Ii 34 ii 9—1—29-1-2 12-4-3 4-0-7 TnissTpe Dry Ply The Meadows (OQl-) O.Oo5216 AS Diagonal I-lip GIrder 2 1 _________________________ I j Job Reference lopuonalt ________ iD.LML4H4B66X5XFwAHV2p7fJyhWO?IhVdWb4UbAZpi6YJ9i5QdU8jVUWVR 12 iia i,212x4ii p 9-1-2 4-3-4 3-1 1-12 ___________________________ LOADING(pst) 0 SPACING 2-0-0 CSI DEFL In (Ins)1/def Ud PLATES GRIPtooSnow—SOC Platesincrease 1.00 TC 093 Vert(LL)-0.01 5-6 ‘999 240 MT2O 1971144TcDL—100 Lumberlncrease 1.00 BC 0.24 Vert(TL)-0.04 5-6 >999 180BCLL00RepStresslncrNOWE0.16 Horz(TL)0.00 5 n/a rvaBCOL100CodeiRC2006/TPI2002 (Matrix)Weight 43 lb FT =0% LUMBER BRACINGTOPCHORD2X4SPF1650F1.56 TOP CHORD Structural wood sheathing directly applied or 6-0-Ooc purlins,except end verticals.BOT CHORD 2 X 4 SPF 1650F 1.S0 BOT CHORD Rigid ceiling directly applied or I0-0-Ooc bracing _________ WEBS 2K 4 SPF 1SSOF 1.56 ‘Excepr Ei(rrek recommends that Stabt era and required cross baci)j installedEV2.2 X 6 SPF 1650F 1.56 during truss erection,In accordance with Stabilizer lnstaliatIoyg._jREACTIONS(lblsize)7=766/0-8-2,5=61 110-1-8 Max Horz7=206(LC 7) Max Uplrftl-149(LC 7).5=-15g(LC 7) FORCES (Ib)-Maximum Compression/Maximum TensionTOPCHORD2-7=-7401159,1-2=01174,2-8=-612/61,3-8=-488157,3-9=-153/22,4-9=-50183,4-5=-243(89SOTCHORD7-10=-206/C,6-10=-206re,6-1 1=-146/474,5-1 1=-146/474WEBS2-6=-171483,3-6=01215,3-5=-571/176 NOTES 1)Wnd:ASCE 7-05;105mph;TCDL6.Opsf BC0L=6.Opsf;h=25ft Cat II;Exp C;enclosed;MWFRS (low-rise);Lumber DOL=1 33 plate grip OOL=1.332)TCLL ASCE 7-OS;P1=50.0 pat (flat roof snow);Category II;Exp C;Partially Eap.,Ct=13)Unbalanced arrow loads have been considered for this design.4)This truss has been designed fbrgreater of rein roof live load of 16.0 psf or 2.00 times flat roof load of 50.0 psI on overhangs norr-concurrentwrth other liveloads. 5)This buss has been designed for a 10.0 psI bottom chord live load nonconcurrent with any other live toads.6)Beanng at joint(s)5 considers parallel to grain value using ANS1/TPI 1 angle to grain formula Building designer should verify capacity of bearing surface7)Provide mechanest connection (by others)of truss to beating plate at joint(s)5.8)Provide mechanical connection (by others)of truss to bearing plate capable of withstandIng 149 lb uplift atjoint 7 and 159 lb upliftatjoint 5.9)Thin truss a designed in accordancewiththe 2006 Intairiationat Residential Code sections R502.1 1.1 arid 14882.10.2 and referenced standard ANSI!TPI I.ID)Hanger(a)orother connection device(s)shall be provided sufficient to suppprtconcentrated load(s)2 lb down and 77 lb up at 2-11-10,2 lb down and 77 lb upat2-11-10 and 129 lb down and 68 lb up at 5-9-9,and 129 lb down and 68 lb up at 5-9-9 on top chord,and 0 lb dowE and 13 lb up at 2-11-10.0 lb down and13lbupat2-1 1-10 and 40 lb down and 1 lb up at 5-6-9,and 40 lb down and 1 lb up at 5-9-9 on bottom chord.The design!selectlon or such conriectondevice(s)Is the responsibility of others. 11)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front (F)or back (8). LOAD CASE(S)Standard 1)Snow:Lumber increasel.0O,Plate increase=1.00 Uniform Loads (ph) Vert:1-2=-12O,2-.4-120,5-7=-20 Concenrrated Loads (Ib) Vert:8=153(F=77.B=77)9=-117(F=-59,B=-59)1O=10(F=5,8=5)11=-58(F=-29,B=-29) 2,-a Ii 4-3-4 8-2-15 9-4-10 1Fi1Pli)”’JTheMeadows (ROOF) II Job Reference l0000nall 6-4-8 12-5-8 18-5-2 24-4-12—__________________________________________ 6-4-8 -1-0 —5-11-10 5-11-10 —Plate Offsets (X,Y):(2:0-0-0,0-2-12],(9:07-4geJ LOADING (psf) .SPACING 2-0-0 CSI DEFL In (bc)Ifdefl Lid PLATES GRIPTCLL50.0 Plates Increase 1.00 TC 0.82 Vert(LL)-0.19 11-13 >999 240 MT2O 197/144(Root Snow=50 0)Lumberlncrease 1.00 BC 0.89 Vert(TL)-0.30 11-13 >986 180 MT2OH 1481108TCDL10,0 BCLL 0 0 Rep Stress ncr NO WE 0 99 Horz(TL)0.09 9 n/a ri/a Code IRC200E)TPI2002 (Matte)Weight;153 lb FT =0%BCDL 100 LUMBER TOP CHORD 2 X 6 SPF 1650F 1.56 BOTCHORO 2X65PF2100F1.8E WEBS 2 X 4 SPF 1650F 1.5E SLIDER Left 2 X 8 OF 1950F 1.7E 38-13,Right 2 X 8 OF 1950F 1.7E 391 M)tk recommends thatittubilizers and reqs)l cross brac,?’installed during truss erectisn,in accordance with Stabilizer Installation aide.REACTIONS (lb/size)9=4238)0-5-6 (input 0-3-8),2=3785/0-6-0 Max Horz2=308{LC 6) Max Uplitt9=-933(LC 8),2=-805(LC 7) FORCES (Ib)-Maximum CompressianiMaximum Tension TOP CHORD 1-2=0/87,2-3=-53591l118,3-4=-513711140,4-5=-3719/864,5-6=-3628/896,6-14=3481/897,7-14=-37261862,7-8=-5095/1132,8-9=-5317)1087BOTCHORD2-13=-91114061,13-15=-91114061,12-15=-91114061,12-16=-911/4061,11-16=-911i4061,11-17=-811i4094,17-18=-81114094,10-18=-81114094,10-19=-81114094,19-20=-81114094,20-21=-81114094,9-21=-811/4094 WEBS 4-13=-330!1333,4-11=1456)429,6-I l=-804/3065,7-I l=-1537/446,7-l0>-30011253 NOTES I)fMnd:ASCE 7-05;105mph;TCDL=6.Opst BCDL=6.Qpsf;h=25tl Cat.II;Exp C;enclosed;MWFRS(bow-rise);Lumber DOL=1.33 plate grip DOL=t.332)TCLL:ABCS 7-05;P7=50.0 pat (flat root snow),Category II;Exp C,Partially Exp.;Ct=1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been dcsigned for greater of mis roof live load of 16.0 psI or 2.00 times ffat root load of 50.0 pat on overhangs non-concurrent with other Iceloads. 5)All plates are MT2O plates unless otherwise indicated. 6)The truss has been designed for a 10.0 psI bottom chord live load nonconcurrent wit/i any other live loads.7)WARNING:Required bearing age at joint(s)9 greater than input bearing size..8)ProvIde mechanIcal connectIon (by others)ottruss to bearing plate capable of withstanding 933 lb uplift at joint 9 and 805 lb upliftat joint 2.9)This truss is designed iii accordance with the 2006 International Residential Code sections R502.l 1.1 and R802,10.2 and referenced standard ANSIITPI 1.10)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)960 lb down and 295 lb up at 6-1-8,369 lb down and 124lbupat6-2-4,369 lb down and 124 lb up at 10-2-4,369 lb down and 124 lb up at 12-2-4,369 lb down and 124 lb up at 14-2-4,388 lb down and 129 lb up at16-2-4,388 lb down and 129 lb up at 18-2-4,435 lb down and 114 lb up at 20-2-4,and 388 lb down and 129 lb up at 22-2-4,and 388 lb down and 129 lb upat24-2-4 on bottom chord.The design/selection of such connection device(s)is the responsibility of othem. LOAD CASE(S)Standard 1)Snow:Lumber lncrease=1.0O,Plate lncrease=1.OD Uniform Loads (pIt) Vert 1-6=-120,6-9=-120,2-9=-20 Concentrated Loads (Ib) Vert:13=-960 19=-360 10=-388 15=389 16=-369 17=369 18=-388 19=-435 29=-36821=-388 .106 truss truss type 50.005275 A4 Canmrxr Truss oleang cnpo.rwrr rsyeern vveasnrrener.ru .12%12 6-4-8 12-5-8 1-2-8’6-4-8 ‘5-1-0 ID.LML4H4B66X5XFwAHV2p7FJyhwO-f?IhvdWBib4ubmZQR7AZpPvty94l uRdUViiuyhvR 18-5-2 __,24-4-12 2- 5-11-10 5-11-10 0-3-8 II 5.05’43 4,6 * 4.0’> S 4.6* 51 52 4’l2Il ‘wlz=.415 ii 9-1-2 4.6.’> 21 1L>I4 9-1-2 24-8-403t8 BRACfNG TOP CHORD BOT CHORD WEBS Strucfural wood sheathing directly applied or 2-8-14 oc purlins. Rigid ceiling directly app.ed or I0-0-0c bracing. I Row at midpt 7-Il Jab 50-005275 A3 Common Truss (213 Ply toe Meerlows ltXJf-l 6 1.------—---j 7.550 sNö 192010 MiTek lndust8&s,1iEThü Sep01 1&12:49 2011 PegelID.LML4H4B66X5XFwAHV2p7fJyhwO8pB,iiH?tQOTDHRBMSjCX0CSSNYWNIZflUF.yTyfiVF _________ 185-2 24-4-12 5-11-10 5-11-10 0-34 5-4-8 6-1-0 5-11-10 5-11-10 LOADING(pst) SPACING 2-0.0 CSI DEFL In (bc)I/defl L/d PLATES GRE3RootSnow—BOO Plates Increase 1 00 TC 0.35 1 Vert(LL)-0.06 10-12 >999 240 MT2O 197/144TCDL100LumberIncrease1.00 BC 0.41 Vert(TL)-0.12 10-12 >999 180acLLRepStresslncrYESW80.50 Horz(TL)0.05 8 fl/a b/a BCDL 10:0 Code JRC20061rPI2002 (MaIds)Weight 137 lb FT 0%— LUMBER BRACINGTOPCHORD2XESPF1650F1.5E TOP CHORD Structural wood sheathing directly applied or 5-9-4 ox purlins,except end verticals.BOT CHORD 2 X 4 SPF 1650F 1 SE BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing,ExceptWEBS2X4SPE1650F1.50 Except’6-0.0 ox bracing.12-12EVI,EV2:2 X 6 SPF 1650F 1 SE Tek recommends ti lize ndThisred cross baci initduringtrusserection,in accordance with Stabilizer Installation guide.REACTIONS (lb/size)13=1874/0-6-0,8=1991/0-3-8 Max Horzl3=300(LC 6) Max Uplrftl3=-194(LC 7)8=-I 19(LC 8) FORCES (Ib)-Maximum CnmpressioniMaxlmum TensionTOPCHORD1-2=0/175,2-3=-2215/143,3-4=-19471165,4-14=-16391180,5-14-14451217,5-15=-1300/215 6-15=-16341180,6-7=2166/168,2-13=1804)232,7-8=-1622/155BOTCHORD12-13-273/551,11-12=-164/1664,10-11=16411664,9-10=-57I1630,8-9-81/544WEBS4-12=-261189,4-10=-7191189,5-10=-82/846,6-10=-710/188,6-9=-62i168,2-12=011I43,7-9=-20/1157 NOTES l)tMnd:ASCE 7-05;105mph,TCDL=6.Opof;BCDL=6.Opat;h=2Stt Cat II;Exp C;enclosed;MWFRS (low-rise);Lumber DOL=l.33 plate grip DOL=1.3.32)TOLL:ASCE 7-05;Pf=50.0 psi (flat root snow);Category II;Exp C,Partially Exp.;Ct”13)Unbalanced snow toads have been considered for this design4)This truss has been designed for greater of rein root live load of 16.0 psI or 2.00 times flat roof load sf50.0 psi on overhangs non-concurrent with other livelosds. 5)This truss has been designed Ice a 10.0 psI bottom chord rye load nonconcurrerit with any other live toads.6)Provide mechanical connection (by others)of truss to bearing plate capable of withstanding 194 lb uplift atjmnt 13 and 119 lb uplift atjoint8.7)This truss is designed in accordance with the 2CW26 International Residential Code sections 1t502.I 1.1 and R802.10.2 and referenced standard ANSI/WI 1. LOAD CASE(S)Standard Stmling Component Systems.WestmInster.CO 6-4-8 6-4-8 12-5-8 6-1-0 8 Ci: 8e.e 844 441 0 is wig 9-1-2 = Ii 08 = 6-4-8 Vt:1130-4-12 0-2-121 3_a = 4,12 12-5-8 94_a = 18-5-2 24-4-12 9-1-2 24-8-4 0-34 4,13<. 46-> <.5,; 2i II 5iT iS r,4 ii <.5 a ad> fr 4> The Meadows (ROOF)‘ Retefsnne (ppUon) Specral TnissI5Q6275- ID;LML4H4B66X5XFwAHV2p7TJyhWjddxUx_4KMrfdAJO5iUOJbe8T0Z19K0Y Shang Ca ipone d 1-2 611 5-11-10 11-14 1=2%12 6-4-8 12-5-8 — 18-5-2 24-5-0 2 S,,,.1435adii 13<. 9-1-2 6-4-8 12-5-8 18-5-2 —24-5-0 24-846-4-8 6-1-0 5-11-10 -5-11-14PlateOffsets(X,’fl:(2:0-1-1,0-5-0],(9:0-1-2,0-5-3) I . — LOADING(pef)SPACING 2-0-0 CS)DEFL irs (mc)ildeff Us)PLATES GRIPTCLL50.0 Plates Increase 1.00 TC 074 VerI(LL)-0.45 11-12 >643 240 MT2O 1971144(Root Snow5O.0)Lumber Increase 1.00 BC 0.88 Vert(TL)-0.74 11-12 >395 180TCDL10.0 BCLL 0 0 Rep Stress ncr YES WB 0.78 Horz(TL)0.88 9 rita ritaCode1RC2006rrP12002(Matrix)Weight:135 lb FT 0%:SCDL 10.0 . LUMBER BRACINGTOPCHORD2X66FF1650F1.5E TOP CHORD Structural wood sheathing directly applied or 2-7-13oc purlirss.EDT CHORD 2 X 6 6FF 1650F 1.50 SOT CHORD Rigid ceiling directly appbed or 10-0-0 oc bracing.WEBS 2 X 4 SPF 1650F I SE fliek recommends thatSLIDERLeft2X4SPF1650F15E3-10-3,Rlght2 X 4 6FF 1650F 1.5E 39-9 truss erection,in accordance with Stabilizer lhstallstlor3giide. REACTIONS (lb/sIze)9=169410-3-4,21874m0-6-0 Max Horz2=309(LC 6) Max Uplifla=-119(LC 8),2-194(LC 7) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2>0141 2-3=-52931402,3-4=--5062/431,4-5=-47891153,5-6=-47161186 E-13=--47161216,7-13=--4783!181,7-8=-49881223,8-9=-5215/195BOTCHORD2-12=-425)4411,1l-l2=-42614496,10-11=-12114420,9-10=-l20I4337 WEBS 4-12=-741163,4-1 1=-4201585,6-1 I=-66!4182,7-1 1=-376/616,7-10=-811156 NOTES 1)Wind:ASCE 7-05;105mph;TCDL=6.Opsf;BCDL=6.Opxf;h=25ft Cat:II;ExpC,enclosed;MWFRS(low-rise);Lumber tDOL=1.33 plate grip OOt=1.332)TCLL:ASCE 7-05;Pf=50.0 psi (fiat roof snow);Category II;Exp C;Partially trap.;Ct>13)Unbalanced snow loads have been considered br this design. 4)ThIs truss has been desIgned for greater of mm root live load of 16.0 pa)or 2 00 tImes fiat rooF toad of 50.0 psf on overhangs non-concurrent wIth other Wetoads. { 5)This truss has been designed for a 10.0 paf bottom chord live load nonconcurrent with any other live loads .6)Bearing at joint(s)9,2 consIders parallel to grain value using ANSI11’Pl I angle to grain formula.Building desigriershould verity capacity of bearing surtace ;7)Provide mechanical connectisn (by others)of truss to bearing plate capable otwittmtandirrg 119 lb uplift at joint 9 and 194 lb upliftat joint 2.8)This Irises isdeIrined in accordance wittiflse 2006 tritematmonsi Fifenidrantel Code nectioras P502111 and R8fl2 102 arid reFerenced stanrtaral ANSi/Tn 1. LOAD CASE(S)Standard 1ThIMT 50-005275 Al ISPSOSITnJSS j__ 1 Job Reference o lionel7l((8ü0]hc.Thu SeBW1°i1 1 2 ID:LML4H4B66X5XFwAHV2p7fJyhwQ-FQ3ZHczdunCV182jIaTllBnQ7I7PqadB0UJJIb>vt1VS-1-2 -6-4-8 12-5-8 18-6-8 24-5-0 24-1 U1-2-8 6-4-8 6-1-0 6-1-0 5-10-8 3ci.CS>011 1 a P ..C> 9-1-2 9-1-2 6-4-8 12-5-8 18-6-8 24-5-0 2411-06-4-8 6-1-0 6-1-0 5-10-8PlateOffsets.Ytj2:0-i-10-5-0],jj-i0-5-0]——— LOADING(psf)SPACING 2-0-0 CSI DEFL in (bc)i/deft Lid PLATES GRIP Roof SnowSO Plates Increase 1.00 TC 0.72 Vert(LL)-047 11-12 >628 240 MT2O 1971144 TCDL —id 0 Lumber Increase 1.00 BC 0.89 Vert(TL)-0.76 11-12 >386 180 •Rep Stress ncr YES WB 0.80 Horz(TL)0.91 9 n/a ri/a •Code IRC20061rP12002 (Matrix)Weight.136 lb FT =0%.0 .J LUMBER BRACINGTOPCHORD2X6SPF1650F150TOPCHORD Structural wood sheathing directly applied or 2-7-15 Dc purlins.BOT CHORD 2 x 6 SPF 1650F 1.50 BOT CHORD Rigid ceiling directly apphed or 10-0-0 oc bracing.WEBS 2 X 4 SPF 1650F I CE t(’k recommends that Stabilizers and required cross bracing be iristalladSLIDERLeft2X4SPF1650FICE3-10-3,Rht 2 X 4 SPF 1650F l.5E 3-1 0-3 Jring truss erecboir.in accordance with StabillzerlrisIalIatiorioiii_.ida. .REACTIONS (lb/size)9=1711/0-6-0,2=189010-6-0 Max Horz2=309(LC 6) Max Uphtta=.121(LC 8),2=-194(LC7) FORCES (lb)-Masimum Compression/Maximum Tension TOP CHORD 1-2=0141,2-3=-53531399,3—4=-51221428,4-5=-4876/146,5—6=-4804/182,6-13——4804/213,7-13=-4877/176,7-8=-51701226,8-9=-5399/198BOTCHORD2-12=-421/4463,11-1 2=-422/4549,10—i i=—123/4597,9-10=-123/4516WEBS6-1 l=-62J4275,7-1 1-46h1574,7-10=.-74/163,4-1 l=-404/615,4-12=-77/162 NOTES 1)WInd:ASCE 7-05;105mph;TCDL=6.Opsf:BCDL=6.Opsf;h=25ft;Cal.II;hap C;enclosed:MWFRS (low-rise);Lumber OOL1.33 plate grip DOL=1.332)TCLL:ASCE 7-05;Pt=50 0 pot (flat roof snow);Category Il;hap C;Partially hap.;Ct=13)Unbalanced snow loads Isaac been considered for this design. 4)ThIs truss has been designed for greater 01 mm roof live load of 16.0 pat or 200 bmes flat roof load of 50.0 pat on overhangs non-concurrent with other freeboada. .5)This truss has been designed for a 10.0 psI bottom chord live load nonconcurrent with any other lree loads.6)Bearing atint(s)9,2 considers parallel to grain value using ANSIITPI 1 angle to grain formula.Building designer should verily capacity of bearing surface.7)Provide mechsnicat connection (by others)of truss to bearing plate capable of witfrstanding 121 lb uplift at joint 9 and 194 lb uplift at joint 2:8)This truss is desiqrled in accordance with the 2006 International Residential Code sections R502 1 1 1 and R802 Ii)2 arid referer>—ed standard ANSIITPI 1. LOAD CASE(S)Standard u,r 4G 1- 3., 62072E is 2,4 ii > 3,0