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HomeMy WebLinkAboutTRUSS SPECS (1) - 06-00121 - 377 Eagle Summit St - New SFRJob u Truss Al STOCK COMPONENTS -1F, Idaho Falls, Ili 83403; Rodin eq 1 -4-o a . o 1-4- Tares Type.. _ 7-y .lel u ROOFTRUSS i IBEX./MARE VICKIE ENSE�'f(- ,�°E�(«' I Jeb l efere rice a ptio na . —200's Feb 11 2005 I IiTek Industries, Inc. Tue Mar 23 07:45;39 2006 Pae I— --0 -- _ � 16-4-0 }-} -- 6x8 MT18 H L 3 1 15-0-0 7 s 7-6-0 7-6-0 Plate Offsets X,1 :_[2:0_2-6,0-1- :!0- - ,O-1- F [6:0-3-1310-3-0 LOADING (psf) TC LL 35.0 (Roof Snow 35.0) TCL $.0 BOLL 0.0 BCDL 8.0 SPACING -o- Plates Increase 1,1 Lumber Increase 1.15 Rep Stress Irrer YES Code 18020031 [0 ] DEFL in (I oc) 11d'efI Lid TC 0.67 'ert(LL) -0.19 2-6 >928 240 BC 0.57Vert(TL) -0.29 -6 >599 180 O.58 Ho rz(TL) 0.11 4 n n/a (Matrix) LUMBER BRACING N TOP CHORD 2 X 4 SPF 21OO 1.8E TOP CHORD BOT CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD WEBS 2 X 4 S P FStud/Std WEDGE Left: 2 X 4 SPI~ Stud/Std, Fight: 2 X 4 SPF tud/tel REACTIONS (Ibrf ize) 2=884/0-5-8, 4-884/0-5-8 MaxHort ,-15 (lead case ) MaxUplift=-1 0 1 Oead case 7), 4=-101 (load case M ax Grav 2=11 0(Ioad case ), 4= 11 o(load case FORCES f 1b) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/1 37P 2-3=- 1433/ 17, -4=-1433j"543 4- =0/1 37 BOT H Old D 2-6=0/1049,4-6=0/1049 WEBS -=0/958 PLATES MT20 I IT18H `ea ht: 51 lb GRIP 197.144 1971144 Scale = 1 -3 5.0 Structural wood sheaffng directly applied or 4- oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing.. 06 00'1,0?'] 0 377 Eagle.. Summit-.lensen TE 1) Windt ASCE 7-98; 0mph; h= ft; T DL-4.8psf; BCD L=4. p f; Category f f Exp ; enclosed; MWFRS interior zone; (Lumber iL"1.33 plate grip DL=1.- T LL. ASCE 7-98; ref= .0 psf (flat roof snow) Epp ; Fully Exp. Urib lari ed snow loads have been considered for this design. This truss has been designed for greater of min roof lige load of 16.0 psf or 2.00 times flat roof load of 35.0 psf on overhangs non-oerlourrent wfth other live leads. This truss has been designed for a 10.0 psf bottom chord lure lead nonconcurrent with any other live leads. 6) All plales are MT20 plates unless otherwise iind`reated. 7) This truss requires plate inspection per the Tooth Count Method when this truss is chosen forualit '� assurance Inp�etlei"]. Bearing at joint(s) , 4 considers parallel to grain value using NSVTP1 1 angle to grain forrnuIa. Funding designer should verify capacity of hearing surface. Provide mee han i of connection (by other) of truss to bearing plate capable of withstanding101 lb u lift at joint and 1 joint . p 1 1 o) This truss Is designed :in aeeerdan e wilth the 2003 International Residential Cede sections Rm.11,1 and referenced standard ANSVTP1 1. LOAD CASE(S) Standard BMW Trus. 1 Tru ss Type - RCC F TR USS STOCK AP 1EI TB -IF Idadso Fall, ID 80403, Robin C9 3i Qty 1 Ply I BE ./MARK&VI IEJENSE / - 7/EJ(ID) R 11 I I Joh Reference 200 s Feb 11 2005 P iTek Indu cries, Inc. Tue Mar 28 07:45:40 2006 Page 1 6x8 MT18H 3 7-6-0 15-0-0 7-- P late Offsets KY): [2.0-2-620-113j,_[4,.,0-2-610-1-31 [6.0-8-1 0-8-0 �- LOADING (psf) TC LL 85.0 �Peef Snow=85.8) TDL 8.0 B LL 0.0 BDL 8.0 SPACING -0- Plates Increase 1.15 Lumber Increase 1.1 Rep Stress In r YES Code IRC2008.[TP 12802 LUMBER in (loo) I /defi L/d TOP CHORD 2 X 4 SPF 210 F 1.8E BOT CHORD 2 X 4 SPF 1 5OF 1.5E WEBS 2 X 4 SPFStud/Std 0.11 THEFTS 2 X 4 SPF Stud/ td WEDGE Left- 2 X 4 SPF Stud/Std, Right: 2 X 4 SPF Stu d/Std GSI TO 0.87 BC 0.87 B 0.58 (M atri REACTIONS (1 b1 ize) 2=.884/0-5-8, 4;_-884/0-5-8 Max F1orz =-1 (load case ) Max Uplift =-101(load case ), 4=-101 (lo ad case 8 Max Gray 2=1 100(Ioad case ), 4=1100(load case 8) FORCES (lb). - Maximum Compression/Maximum Tendon TOPCHORD 1-2;--0/137P - =-14 j{17, -4=-1488/ 4, 4-5=0,/137 BOT CHORD 2-6=01 049, 4-6=0/1 049 EBS -=0/958 7-6-0 [ EPL in (loo) I /defi L/d PLATES Vert(LL) -0,1 4-8 >928 240 MT20 Vert(TL) -0. 4-6 >599180 IVIT18 H H o rz (T L) 0.11 4 n/a n/ BRACING TOP CHORD BOT CHOP D Weight: 62 fb 197r 144 197/144 Structural woad -sheathing directly applied or 4-4-9 eo purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES 1) rind: ASC E 7-98; 0mph; h^ ft; TC DL, _8p f; BC DL=4.8p f, Categar II, Exp ; enclosed; MW FIR S iinterrur zone; Lumber DL�1.8 plate grip LCL=1.83 Truss designed for wind leads ire the plane of the truss only. Eor studs exposed to ori rid (norrnal to the face), see MjTe "Stan d,rd Gable End Detail„ T LL: ASCE 7-98; Pf =8 .0 psf (flat roof snow); Exp ; Fully Exp. 4) Unbalanced anew loads have been considered for this das ip n . This truss has been designed for greater of min roof live load of 16.0 p t or 2.00 times flat roof load of 85.0 psf on overhangs non -concurrent with Other live toads. This truss has been designed for a 18.8 psf bottom chord lave load n onoo ncurre nt with any ether live loads. 7) All plates are MT20 plates a n Ies s otherwise indicated. 8) All plates are 1.5x4 MT20 unless tithe i e indicated. This truss requires plate inspection per the Tooth Court Method when this true Is chosen for quality assurance Inspection, 10) Gable studs spaced at 2-0-0 oc. 11) Bearing at joint() 2, 4 considers parallel to groin value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 1 ) .Provide meth n[cal connection (by others) of truss to bearing plate capable of withstanding 101 Ib uplift at joint 2 and 101 Ib uplift at, joint 4, 1 ) This truss is designed in accordance with the 2003 International Re idential Code sections R502.1 1.1 and R802.1 and referenced standard ANSVTP1 1. LOADCASE(S) Slandard Job I Truss I Truss Type Qty I Ply 689B [ A2 I ROOF TRUSS ! STOCK COMPONENTS -IF, Idaho Fails, ID 33403, Robin I 4 f 4J E ./MARK ICI IEJENEN/ - 7/EJ(]D)l i] I I glob Deference (optional) 6.200 s Feb 11 2005 MiTelk i1 ndustries, Inc. -1-4-0 .--1 - 7-6-0 11-1-8 15-0-0 t W=k 4X4 4 Tue Uar 28 07:45,44 2006 Page 1 --1 0--1 --o Fate Offsets:0-1-, Ed :Q--laf:0--Ed, el LOADING I (psf ) T LL 35.0 (roof noir=35.0) T[L &0 DOLL 0,0 DCL 8. SPACING 2-0-0 Plate - - Plata Increase 1.1 Lurnb r Increase 1.1 Rep Stress Incr YE Code IRC2003/-FP12002 TC 0.38 BC 0.48 WB 0.65 (Matrix) E. 0 1d DEFIL in Ico I/d fl L/d PLATES Vert(LL) -0.07 -7 >999 240 MT20 rt(T.L) -1 -7 >999 ISO .H o r (T L ) 0.13 6 n/a n/a LUMBER BRACING TOP CHORD 2 X 4 SIF 166OF 1.5E TOP HOOD BOT CHORD 2 X 4 SIF 165OF 1 f E DOT CHORD WEDS 2 X 4 SPF Stud./Std WEDGE Lett: 2 X 4 SEF Stud/Std, Dight: 2 X 4 SPFStud/Std REACTIONS (Ib/size) 2=893J/0-3-816=743/0-3-8 ax H c rz 2=1 8 (load case Max Uplift2---99 (load case 7,),. 6=-370oad case ) Max Gray 2=1099(load case )a 6= 7 (load case FORCES (Id) Maximum Compression/Maximum Tension TOP CHORD 1 -2=0/132j2 -3z -_-17951111j 3-4---121'7/30P 4-5---1219/49P 5-6=-1830/79 BOT CHORD -=-1 66/1333, 6-7=-32/141 0 WEBS 3-7--45-8/14514-7--0/1082P 5-7=-502/171 W i ht: 57 lb L 1 6 GRIP 1 97/1 44 Scale = 1.34..1 Structural wood sheathing directly ctl applied or 5-0-4 0c purlins. RI id ceiling directly applied or 10-0-0 oc bracing. NOTE 1) 'Kind: ASCE -93, 0mph; h= ft} T DL=4. p f; B DL=4. p f; Category H; Exp Q enclosed; MWFRS interior zone; Lumbar L=1 .33 plata grip INCL=1.33. TELL: ASCE 7-98 t Pf =35. 0 psf (flat roof snow); Exp ; Full ly Exp_ Unbalanced snow loads have Dean considered for this design. ), This truss has been designed for greater of rein roof I`ry[oad of 16.0 p f or 2.00 times flat roof Toad of 35.0 p f on overhangs non -concurrent with other live loads. ). This truss has been de ign d for a 10.0 p f bottom chord Ii ve Ioa.d nonco nc urr nt with any other llva bads, This true reguifres plate inspection per the Tooth Court Method when this truss is chosen for quality assurance inspection. 7) Bear!n g at joint( , 6 considers p ral le I to grain value rising AN S I/TPI 1 angle to grain farm Ia. Building designer should verify capacity of bearing surfaa. ) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding Ib uplift at joint 2 and 37 Ih uplift at joint 6. This truss is designed in accordance with the 2003 International D e idential Code recti ons R502.1 1.1 and R802-1 0.2 and referenced standard H IITFI 1. LOAD CASE(S) Stand2rd 06898 I STOCK COMPONENTS -IF, Idaho Falls, ID 83403, Ra'.bin q h il Truss Type ROOF TRUSS 4x4 3 Qty Ply REX./MAR K&V ICKIEJEN EN/ - 7,iEJ(lD)R 1 1 _L.. J Job Referencgjgtion l 6.200 s Feb 11 2005 l liTek Industries, [nc. -- 1 -- Tue Mar 28 07:45-.46 2006 Page 1 Z T _- 0--1 Plate- ff at X Y : 1 ,0-1-i0,Ed[1:0-2-6, LOADING (p f) TOLL 35.0 (Roof ncr� 0) TDL 8.0 BOLL 0.0 BCDL 8.0 SPACING -0-0 Plates Increase 1.1 Lumber [ncrease 1,1 Rep Stress Incr YES Code IRC2003,oTP12002 --0 :0-1 -1 0,Edge r [5,0-2-6] Edge CSI TC 0.' B C 0.36 B 0,67 (Matrix) --4 4x4 3X8 // 1 5-0'0 [IIIC3F rco r DEFT in Occ) I/d fl L/d PLATES Va rt(LL) -0.07 6 >999 240 I T20 Vert(TL) -0.1 1-6 >999 180 Horz(TL) 0.1 n/a n/a LUMBER BRACING TOP CHORD 2 X 4 SPF 1650E 1.,E TOP H O B BOT CHORD 2 X 4 SPF 165OF 1,5E BOT CHORD ERS 2 X 4 SPF Stud,{Std WEDGE Left- 2 X 4 SPF Stud/Std, Fight; 2 X 4 SBEStud/Std REACTIONS (Ibisize) 1=750/0-3-8, =750 0-3 - 1 ax Horz 1=-1 61(1oad case :5) MaxU pl ift1=- 7 ( load case 7), .=- 7(l c ad case ) Max Grav t=87 Goad case ), 5=8 (]u. d case FORCES (Ike) - Maximum Compression/Maximum Tension TOP CHORD 1-2=- 1834/1 11 -=-1243/46, -4=-124x/64, 4-5=-1834/94 ROT CHORD 1-6=-1 75/14135 5-6=-44/141 WEBS -6=- 01/1 , 3_6=;0/1 11, 8 4-6=-501/170 Weight'. Id RIFE 197/144 Structural wood sheathing directly applied or 5-0-3 oc purlins.. Rigid c rlln directly appliod or 10-0-0 oc bracing. NOTE 1) Wind- ASCE 7-98; 0m ph h= . ft; T D L-_4, p f ; B D L=4. p f; Category 11; Exp G, enclosed; MWFRS interior zone; Lumber IDOL=1,33 plate grip DOL=1. a TOLL: ASCE 7-98, Pi -35.0 p f (flat roof snow); Exp ; Fully Exp Unbalanced snow loads have been considered for this d,5icq n .. This truss has been designed for a 10.0 p f bottom chord live load nonco Curr nt with any other live loads. 5) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. Bear[ng at joint() J, 5 considers parallel tc grain, value using ANSI/'FPI I angle to grain formula. Building designer should eri-f apac Ity of bearing surface. 7) Provide mech n i c ar connection (by others) of truss to bearing pfate capable of withstanding 37 lb uplift at joint I and 37 lb uplift at joint 5. 8) This truss is designed in accordance with the 2003 International Re id n tial Code sections R502.1 1.1 and R802.10.2 arid referenced standard lJF1l1. LOAD CASEP Standard cafe - 1:33.1 JUU I ru ss Truss Type I'Q6898 B1 ROOF TRUSS STOCK00NENT -IF; Idaho Falls, ID 83403, Robin 1 -- -- 2-11-1 5X8 - 4 Qty Ply PE ./r R i JEJENSEN/ - 7/EJ(ID)I 1 2 Joh? Reference(optional) 6.200 s Feb 11 2005 MiT k Industries, Inc. Tue Mar 28 07:45:51 2006 Fuge 1 --1 -,- 1.4-0 cYr al -=; '1 30.0 0. LUMBER TOP CHORD BOT IBRD WEBS X 4 SPF 1650F 1.5E DF llo. X 4 SPF Stud/Std *Except 4 SPF 1650 1.5E REACTIONS(IJOIS o) 2=5889/0-5-8, 6=5889/0-5-8 Max H orz _-1 4( load caro Max U P1ift =- 41(load case 71. 6=-641 fload case 8) Max Gray=08(load case ), ;--(load case BRACING TOP CHORD ET CHORD FORCES (lb) - Maximum Compress ion/l a [m u rn Tension TOP CHORD 1- =0/15 , - =- 75J{ 81, - =-4 5 3/54 , 4- =-4953/542, 5- =-68 75/680, -7 0/ 1 BOT CHORD -10_5061506.8, -10=- 06/ , - =-460/50 , - =-460x15068 WEEDS 3 -10 = - 15/2332, 3 - ;---1881 /2281 4 -9 =-627/5922, - 9 _-1 8 81/23 0, 5- 8=- 15/2332 Structural wood sheathing directly applied or 5-6-13 cc purlins. Rigid ceiling directly applied or 10-0-0 or, bracing. NOTES 1) 2 -ply truss to be conn ctod together with 0,131'x3" Mails as follows: Top chords connected as follows: 2 X 4 - 1 row at 0-9-0 0C. Bottom chords connected as follows: 2 X 6 - 2 roars at 0-7-0 oc. Webs connected as follows. 2 X 4 - 1 roar at 0-9-0 oc., All loads are considered equally applied to all plies, except it noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply cc n n cti o ns have been provided to distribute o my loads noted a (F) or (B), unless othpr ise i nd Icat d. ). '4 ind:. E 7-98; 0mph; h ft; T DL=4.8p,sf; l3GDL=4. psf; Category 11; Exp ; enclosed; MWFRS interior zeas; Lumber DOL=1.33 plate grip IDOL=1,33. 4 T LL: ASCE 7-98; Pf=35.0 psf (flat roof snow); Exp ; Fully Exp. Unbalanced snow loads have been considered for this design. This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat racf load of 35.0- psf on overhangs non -concurrent with other live loads, This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live Ioacfs. This truss requires plata inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection Provide mechanical connection (by others) of truss. to bearing plate capable of withstandIng 641 lb uplift at joint 2 and 641 lb uplift at joint 6. 10) This truss is des-gnad in accordance with the 2003 International Residential Code sections R502.1 1.1 and 8802,10.2 and referenced standard ANSITFPI I . 1 1) Girder carries tie-in span(s)* 30-11-5 from 0-0-0 to 13-0-0 ) Girder carries hip and with 6-6-0 end setback. 1 ) Hanger(s) or other connection devices shall be provided sufficient to support concentrated load(s) 1105 lb down and 11 lb up at 6-6-0 on bottom chord. The design/selection of such connection dev co(s) [s the respons[billity of others. -- --° --1 13-0-0 3-6-2 -11-1 -11-1 3-6-2 Plate Offot , : :0----1] m[6'0 -2-5r0-2-121 LOADING (psf) TALL SPACING 2-0-0 GS1 DLFL in (loo) I/dof l Ud PLATES GRIP (Roof r7o�F� Plates Increase 1.1 � T .�D Vert(LL) -0.0�' - 9 40 T� 197/144 TDL Lumber Ire-ccrease 1.1 r 1rtTL -0.11 - BGLL 0.0 Rep Stress I n r NO WB O.70 Ho rz (TL) 0..03 6 n/a n/a CL _ �. Coda IF;00?STP 12002 llatrl I 1 11' Weight: 143 lb LUMBER TOP CHORD BOT IBRD WEBS X 4 SPF 1650F 1.5E DF llo. X 4 SPF Stud/Std *Except 4 SPF 1650 1.5E REACTIONS(IJOIS o) 2=5889/0-5-8, 6=5889/0-5-8 Max H orz _-1 4( load caro Max U P1ift =- 41(load case 71. 6=-641 fload case 8) Max Gray=08(load case ), ;--(load case BRACING TOP CHORD ET CHORD FORCES (lb) - Maximum Compress ion/l a [m u rn Tension TOP CHORD 1- =0/15 , - =- 75J{ 81, - =-4 5 3/54 , 4- =-4953/542, 5- =-68 75/680, -7 0/ 1 BOT CHORD -10_5061506.8, -10=- 06/ , - =-460/50 , - =-460x15068 WEEDS 3 -10 = - 15/2332, 3 - ;---1881 /2281 4 -9 =-627/5922, - 9 _-1 8 81/23 0, 5- 8=- 15/2332 Structural wood sheathing directly applied or 5-6-13 cc purlins. Rigid ceiling directly applied or 10-0-0 or, bracing. NOTES 1) 2 -ply truss to be conn ctod together with 0,131'x3" Mails as follows: Top chords connected as follows: 2 X 4 - 1 row at 0-9-0 0C. Bottom chords connected as follows: 2 X 6 - 2 roars at 0-7-0 oc. Webs connected as follows. 2 X 4 - 1 roar at 0-9-0 oc., All loads are considered equally applied to all plies, except it noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply cc n n cti o ns have been provided to distribute o my loads noted a (F) or (B), unless othpr ise i nd Icat d. ). '4 ind:. E 7-98; 0mph; h ft; T DL=4.8p,sf; l3GDL=4. psf; Category 11; Exp ; enclosed; MWFRS interior zeas; Lumber DOL=1.33 plate grip IDOL=1,33. 4 T LL: ASCE 7-98; Pf=35.0 psf (flat roof snow); Exp ; Fully Exp. Unbalanced snow loads have been considered for this design. This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat racf load of 35.0- psf on overhangs non -concurrent with other live loads, This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live Ioacfs. This truss requires plata inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection Provide mechanical connection (by others) of truss. to bearing plate capable of withstandIng 641 lb uplift at joint 2 and 641 lb uplift at joint 6. 10) This truss is des-gnad in accordance with the 2003 International Residential Code sections R502.1 1.1 and 8802,10.2 and referenced standard ANSITFPI I . 1 1) Girder carries tie-in span(s)* 30-11-5 from 0-0-0 to 13-0-0 ) Girder carries hip and with 6-6-0 end setback. 1 ) Hanger(s) or other connection devices shall be provided sufficient to support concentrated load(s) 1105 lb down and 11 lb up at 6-6-0 on bottom chord. The design/selection of such connection dev co(s) [s the respons[billity of others. 'fobTruss Truss Type Qty Ply BI ROOFTRUSS :--�ff-0 C l 2 Job Reference(optional)F�, ,�n 0 s Feb 11 2005 MiTekIndustriesl r��� a LOAD CASE(S) Standard 1) S now. Lumber increase-- 1. 15, Plate increase= 1 .15 U n f o r m Loads (pIf) Vert: 1-4=- , 4-7=-861 2-6=-742(F=-726) Concentrated Loads (1b) Fart: = -110(F) Tue Mar 28 07:45;51 2006 Page 2 � JUID Truss Truss Type 015898 C1 ROC F TRUSS STOCK COMPONENTS -IF, Idaho 1=afls, ID 83403, Robin J 4--11 He*Wls U4 3 12-0-5 Pl -0- PI P E ,/MAN. ICI IEJE EN13-2 1EJ(1G)R ,fob Reference otionai 6,200 s Feb 11 2005 MiTek [ndustries, enc. `due Mar 28 07,45:54 2006 Page 1 4-2-11 - 1-- Plate Offsets , 1,0-0-4 Ed :0-0-4Ed e LOADING (p f) TOLL 35.0 (Roof no -35.0) TDL 8.0 ELL 0_ BDL 8.0 LUMBER SPACING -0- Pla.tes Increase 1.1 Lumber Increase 1.1 Rep Stress In r YES Cede iRC2003/TP[2002 TOP CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD 2 X 4 SPF 165OF 1.5E EES 2 X 4 SPF Stud/Std REACTIONS (lb/size) 1=798.'M echan'rcal, 5=955/0-5-8 MaxHorz 1=-190(load case ) MaxLJplift1=-40 (load case , =-10 (load case M ax Gray 1= 4 load ease ) F5=1175(load case 3) CSI TC 0.41 E C 0.38 B 028 (Matrix) FORCES (1b) - Maximum Compression/Maximum Tension T P H RC 1- =-1135/741 - _- 64190, 0-4=- 4 /r ! , - =-11 4 /80,. - _O/14 BOT CHORD 1-7=-63/767,5-7=--[/729 WEBS - _-432/1 , 3-7=-40/47Z -7--400/111 DEFL in NO I/defl Lot PLATE Vert(LL) -0.0 -7 >999 240 MT20 Vert(TL) -0. 16 1-7 >999 180 Horz(TL) 0 F02 5 n1a it/a BRACING TOP H RD BOT H R'D Weight: 64 Ib T R C) R11P 197/144 Structural wood sheathing directly applied or -OTO o e purlins. R[gid celling, directly applied or 10-0-0 Oo bra ing. NOTES 1) Wind: ASCE 7- mph h= ft; T C L= .8p f; 8 DL=4. p f Category II; Exp ; enclosed; MWERS interior zone; Lumber DCL=1,03 plate grip DOL -1,1 2) TELL: ASCE 7-98; Pf=35.0 p f (flat roof snow); Exp C, Fully Exp, Unbalanced snow loads have been considered for this design. This truss has been designed for greater of m i n reef livelea of 1 f car 2. 0 ti n e f1 roof f IO ad f on overhangs non -concurrent +with other live I�a�s_ This trusshas Leen designed for a 10.0 p f bottom chord live load no rnoe nnu rre nt with any other live loads. This truss requires plate inspection per the Tooth Count method when this true is chosen for quality assurance inspection. 7) Refer to girder(s) for truss to true connections. Prov de mechanical connection (by others) of truss to bearing plate capable ofwithstanding � � 40 Ili uplift at joint 1 and 105 lb joint F u,�a Rft at This true is des [gi n e d in accordance with the 2003 International Residential Cede sections R502.1 and R802.10.2 and referenced standard I/ T i t 1. LOAD CASE(S) Standard r,al = 1:35.9 J00 I Truss 898 CIG Truss Type ROOF TRUSS STOCK COMPONENTS -1F, Idaho Fallsj « 83403, Robin 1� 1-4- 44 Qty I Pi c)d Reference otionall 6,200 � Feb 11 2005 I iTek fndu iritis, Inc. Tue filar 28 67;45:56 20-06 Page 1 1 fi-3—D 17-7-0 1-4-0 LOAD -4- 16-3-0 Plate-- Plate ffsots a LCI pf) SPACING -o-o 1 EFL in (loo) Ildef] L{d PLATES RIP (RoT of = 8 Plates Increase 1.15 TC 0.35 Vert LL -0.04 11 nfr 120 MT20 197/144 T DL 8,0 Lumber Increase 1.15 BC 0.16 Vert(TL) -0.04 11 n/r 90 BOLL 0.0 Rep Stress In r NO WB 0,1 Hor (TL) 0.00 10 n/a n BCD L Cede I1� 03/TP 100 (Matrix) Weight, 77 I LUMBER TOP CHORD BOT .FIORD OTHERS REACTIONS Scam -1:35.9 BRACING T im HORD Structural wood sheathing directly applied or -0-0 oc purlins. BST CHORD Rigid id ceiling directly applied or 10-0-0 oo braci`ng. (Ike/size) 2;--289/16-3-0, 10=289/1 - - , 15-15:4/16-3-03 1 = 0W1 - - , 17=214/16-3-0, 18=17 11 - -0, 14=200 f1 - _ , 13=214 - - , s 1 /16- - max Flor =-1 0(load case ) Max UpIrtt =;-8 (load case 5), 1 =i*8 (load case 8), 1 =- (load ease 7), 17=-78(load case 7), 18=-4 (load case ), 14=-50(Joad ease 8), 1 =-74(load case 8), 1 =-4 7( I oad case ) Max Grav =420 (load ease ), 10=420 (load case ), 15=1 4 ( load case 1) , 1 _ 0 (load ease 2), 17-31 0(lcad case ), 18T 246 (load case 2), 14= 0 (load case 8), 13=31 0(load case ), 1 , 4(ilo d case FORCES (Ike) - Maximum ompression/ la i.mum Tension TOPCHORD 1-2=0/138i 2-3=:;-158/10313-4=-1 19/92, 4-5=-121/93, -8=-127/118, 6-7;-_-127/109j7-8_--121/54F 8-9-_119/511 9-10=-144/54, 10- 11;--0/13 8 E T CHORD 2-18=-13/144,17-18--13/1441 16-17=-113/144115=16=-13/144, 1 -1 = 13/1 4,1 -1 =-1 /1 ,1 -1 =-1 /14 10-1 =-18/144 EBS 6-15=-1 21/0,5-16;---275/73,4-17=-26-9/86F 8-18=-246/W 7-14---275J/71 P 8-18=-269/8 6, 9-12=-246/65 OTE 1) Wind- ASC E 7-98; rnph ; h= f t; TCD L=4. p f; B D L=4. p f; category 11; Exp ; enclosed; MWFRS interior en e; Lumber L)OL=1.33 plate grip LCL=1.33. Truss designed for wind loads in the plane of the truss only. F -or studs exposed to wind (normal to the face), see MiTek "Standard Gable End Detail" 8) TOLL; ASCE 7-98 Pf=35,0 psf flat roof snow); Exp ; Fully Epp. Unbalanced snow loads have been considered for this design. This truss has been designed for greater of miry roof live load of 16.0 p f or 2,00 times flat roof load of 35.0 p f on overhangs non -concurrent with ether live loads. This truss has been designed for a I O,O psf bottom chord live load nonconcurrent with any other lire loads. 7) All plates .are 1.5x4 J T o unless otherwise indicated. 8) This triu ss requires plate inspection per the Tooth Count Method when this truss is chosen for quality as u ranee inspection. Gable requires continuous bottom chord bearing. 1 ) Gable studs spaced at -0-0 oc. 11) Provide mechanical connection (by ethers) of truss 4 SPF 1650F 1.5E at joint X 4 SPF 165OF 1,5E lea uplift at joint 18, 50 lb 4 SPF Stud/Std Scam -1:35.9 BRACING T im HORD Structural wood sheathing directly applied or -0-0 oc purlins. BST CHORD Rigid id ceiling directly applied or 10-0-0 oo braci`ng. (Ike/size) 2;--289/16-3-0, 10=289/1 - - , 15-15:4/16-3-03 1 = 0W1 - - , 17=214/16-3-0, 18=17 11 - -0, 14=200 f1 - _ , 13=214 - - , s 1 /16- - max Flor =-1 0(load case ) Max UpIrtt =;-8 (load case 5), 1 =i*8 (load case 8), 1 =- (load ease 7), 17=-78(load case 7), 18=-4 (load case ), 14=-50(Joad ease 8), 1 =-74(load case 8), 1 =-4 7( I oad case ) Max Grav =420 (load ease ), 10=420 (load case ), 15=1 4 ( load case 1) , 1 _ 0 (load ease 2), 17-31 0(lcad case ), 18T 246 (load case 2), 14= 0 (load case 8), 13=31 0(load case ), 1 , 4(ilo d case FORCES (Ike) - Maximum ompression/ la i.mum Tension TOPCHORD 1-2=0/138i 2-3=:;-158/10313-4=-1 19/92, 4-5=-121/93, -8=-127/118, 6-7;-_-127/109j7-8_--121/54F 8-9-_119/511 9-10=-144/54, 10- 11;--0/13 8 E T CHORD 2-18=-13/144,17-18--13/1441 16-17=-113/144115=16=-13/144, 1 -1 = 13/1 4,1 -1 =-1 /1 ,1 -1 =-1 /14 10-1 =-18/144 EBS 6-15=-1 21/0,5-16;---275/73,4-17=-26-9/86F 8-18=-246/W 7-14---275J/71 P 8-18=-269/8 6, 9-12=-246/65 OTE 1) Wind- ASC E 7-98; rnph ; h= f t; TCD L=4. p f; B D L=4. p f; category 11; Exp ; enclosed; MWFRS interior en e; Lumber L)OL=1.33 plate grip LCL=1.33. Truss designed for wind loads in the plane of the truss only. F -or studs exposed to wind (normal to the face), see MiTek "Standard Gable End Detail" 8) TOLL; ASCE 7-98 Pf=35,0 psf flat roof snow); Exp ; Fully Epp. Unbalanced snow loads have been considered for this design. This truss has been designed for greater of miry roof live load of 16.0 p f or 2,00 times flat roof load of 35.0 p f on overhangs non -concurrent with ether live loads. This truss has been designed for a I O,O psf bottom chord live load nonconcurrent with any other lire loads. 7) All plates .are 1.5x4 J T o unless otherwise indicated. 8) This triu ss requires plate inspection per the Tooth Count Method when this truss is chosen for quality as u ranee inspection. Gable requires continuous bottom chord bearing. 1 ) Gable studs spaced at -0-0 oc. 11) Provide mechanical connection (by ethers) of truss to bearing plate capable of withstanding 88 lb uplift at joint 2, 87 lb uplift at joint 101 52 lb uplift at joint 1 6P 73 Id uplift at joint 17, 47 lea uplift at joint 18, 50 lb upJift at joint 14, 74 Ib uplift at joint 13 and 47 Jb uplift of joint 12, 121) This truss is designed in accordance Frith the 2008 International Residential Code sections R502.1 .1 and R802.10.2 and referenced standard ANSI/TPI 1, LOAD GASES) Standard Job Tris Truss Type oty J REX. /MA RK&VIC.Kl FSE E/-7/EJ(a D) R Q6898 0191 ROOF TFT 1 Joh Referen e(optional) TCOMPONENTS-IF. fah F .II ,ICS 8 , I bin 6,200 Feb 11 2005 MiT k Industries, Inc. Tu e Mar 28 07:45-.56 2006 Page 1 - -1 4-5-4 8-9-5 LOADING (psf) TELL 35TO TDL 8. BOLL 0. BDL 8,0 LUMBER TOE H RD BOT CHORD WEBS U 1.50 k 5 4--4 4-5-4 SPACING 1-0-0 1 Plates Increase 1.15 TC OL52 Lumber Increase 1.16 BC 0.17 Rep Stress I n r NO WB 0 � 0 Goole IR 0 /TP12002 (Matrix) REACTIONS Oblsize) 6=641 /Mechanical, 2=421/0-7-1 MaxHor = 1 (l ad case ) Max Uplift =-17 (l ad case 7) Max rav ` 735 (load case 2), X77 (lead case 4-4-1 [TEFL X 4 SPF 165OF 1.5E PLATES X 4 SPF 165OF 1.5E 240 4 SPF Stud/Std REACTIONS Oblsize) 6=641 /Mechanical, 2=421/0-7-1 MaxHor = 1 (l ad case ) Max Uplift =-17 (l ad case 7) Max rav ` 735 (load case 2), X77 (lead case 4-4-1 [TEFL i rl (Io) I /deft Le'd PLATES Vert(LL) -0.01 7 >999 240 l' T 0 Vert(TL) -0.03 6-7 >999 180 Horz(TL) 0.01 6 n/a n1a BRACING TOPCHORD BOT CHORD FORCES 0b) - Maximum Compression/Maximum Tension TOPCHORD 1-B=0/65, 2-8=01741 2-3;---637/0F -4=-178/11 1 4-5z;;-24/0, 4-6=-3661135 BOT C HO R D -7�=-100/479 F -7=-100'479 EB s7=0'1435 3-6=-573/120 baht: 38 lb FOIE 197/144 Scale = 1:27.4 Structural wood sheathIng d i redly appJ ied or -0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. DOTES 1) Wind, ASCE 7-964 90mph; h= ft; T C L=4. psf; E3 DL -4. p fr Category 11, Exp ; enclosed; MWFRS interior zeas; Lumber DOL=1 � 33 plate grip D L= 1. 33. T L L: ASCE 7-98, Ef=. 0 psf (flat roof snow); Exp ; Fully Exp. Unbalanced snow loads have been considered for this deign, 4) This truss has been designed for greater cf mil reef lire load of 16.9 psf or 2.00 times. flat reef load of 35.0 psf on overhangs non -concurrent with other live loads. This trues has been deaigned for a 10.0 psf bottom chord live lead nonconcurrent with any other lire loads_ This truss require plat lnpe ti oln per the Tooth Count Method when this truss is chosen for quality urance inspection. Refer to girders) for truss to true connections. Provilbe mechanical connection (by others)of truss to bearing rin plate capable of withstanding 17 Jb uplift at joint 6. 9) This truss is designed in accordance with the 2003 International Residential idential Cede sectlons R502.1 1.1 and R802.10-2 and referenced standard ANSI/TP 1 1 y 10) In the LOAD CASE(S) section, toads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1 noir: Lumber I nc reas a=1.1 , E late Increase =1.1 Uniform Loads (p1f) Fort: 1-=-4 Trapezoidal Loads (plf) eri: 8=-O(F= 1, l3=21) -to -4:=-184(F;_--701 =-70)t 4=-184(1'=- 0) 13=3) -to -6--35(F=-14, B=-1 l3_ -70) -to -5=- 1 (F-73, 8=-73), =-1 T=3. I�� Jc)b Truss Q6898 CR2 STOCK COMPONENTS -[F, IdahoFalls, ID B3403, Robin LOADING (ps ) TOLL 35.0 (Roof Sri o= ,o) TIL 8.0 LL 0,0 P CSL 8.0 LUMBER TOP CHORD BOT CHORD WEBS Truss Type ROOF TIPSS QtY I PI FRE-X—./rMvARK&VI CKIEJENS EN1 -2WFJ(ID)It 1 .1 Job Reference (optional) 6.200 s Feb 11 2005 MMT k Industries, 1 C, TUe Mar 28 07-145:57 006 Page 1 11-3-0 I-1 U-1 lJ -- --1 4 4x6 11 5 -8- -- 11-3-0 �SPACING 1--0 y CS1 f DEFL in ( 1oc). I)'def f Lid Plates Increase 1.15 TC 0.84 'pert LL ,o -7 >999 240 Lumber Increase 1.15 EAG 0.37 Ve rt(TL) -0..06 6-7 >999 180 Rep Stress. Incr NO W8 0.73 Hort(TL) 0.01 6 n/a n /a Code I o 0,3 TP l oo (Matrix) 4 SPF 165OF 1.5E SPF 165OF 1,5E 4 SPFStud/Std *Except* 4 SPF 165OF 1,5E REACTIONS (1b./size) =10 5./Me han al, 2t---627/0-7-12 Max Hort = 40(Icad case ) Max Uplift6=-289 case ) M ax Gravid=11 0(Ioad case ), 2=811 (Io ad case ) BRACING TJX CHORD BOT CHORD EE FORCES (1b) Ma irnurn Compression/Ma [mum Tension TOPCHORD 1- =016 , -8-0/ 4h - =-1 O 1l0, -4`-334/21 , 4- =- 1 /0 4- �-596/231 BOTCHORD -7--182/801, -=-182/801 EB 3-7=0/1 94, 3-6=:-874/19 PLATES '1To Weight., 8 ltd GRID' 197/144 Scale = 1:33.3 Structural wood sheathing directly applied ar 5-10-12 oc purlins, except end verticals Rigid ceiling directly applied or 1 o-0-0 oc bracing, 1 Row at r -r -I IcIpt 4 - SITE 1) Ind: ASCE 7-98; omph; h= 5ft, T DL�4.8psf; B DL- . pst; Category 11,h Exp ; enclosed, MWFR interior zone; Lumber E L=1.33 plate g rip DOL=1 F. a TOLL- ASCE 7-98; Pf=35,0 p f (flat roof snow); Exp ; Fully E Unbalanced snow loads have been considered for this design. 4) This truces has been designed for greater of min roof live road of 16-9 p f or 2.00 times flat roof load of 35.0 p f on overhangs non -concurrent with other Jive loads® This truss has been designed for a 10.0 psf bottom chord live load non concurrent urrnt Ith any other live loads. This truss requires plate inspection per the Tooth Court Method when this truss is chosen foruali Refer to girder(s) for taus t truss connections.� assurance inspection. 8) Provide mechanical connection (by others) of truss to bearinglate capable. of withstanding � � t standlnCb upIift at joint 6. This truss is designed in accordance w1th the 2003 IntarnatlonaI residential Gude sections R502.1 1.1 and R802,10.2 and referenced standard ANSV7Pl1. 1 ) J t,h e LOAD CASE( ) section, loads applied to the face of the truss are noted as front F or back (B). LOAD CASE() Standard 1) Snow: Lumber Increase -1-15, Plate In crease=1.1 Uniform Loads (plt) Vert: 1-8='-43 Loads (pJt) Fart: w-O(F= , 13=22) -to -4!=: -237(F= -97F B=-97), Job Q6898 L STOCK I rus R COMPONENTS -IF, Idaho Falls, ID 83403, Rabin' LOADING X 4 (p f) TOLL 35.0 (Roof now=35.0) TDL 8.0 BOLL 0.0 BDL 8. LUMBER TOP CHORD BOT H R D EE 0 1 i runs 1 ype RF TRUSS -1-10-10 Qty 2 Ply Y IBEX.rrMARK& 'I I IEJEN E / - EJ(ID),R I I Joh Reference (optional) 6.200 sTFah 11 2005 MiTek Industries, Inc. -7-2 SPACING 1-0-0 Plates Increase 1.1 Lunnb r Increase 1.1 Rep Stress InGr NO Code l F 0!0P [2002 REACTIONS (Ike/size) ;-- 4/0-7-1 , 5=106// char -ii al Max Hort = load case Max Uplift= -1 (load case 7), =-15(Ioad case MaxGray = 15(1oad case ), 5=;158(lo d case FORCES alb) - Maximum Compression/Maximum Tension TOP GHUHU 1-6-0/65, 2-6=0/73, - -=52/39, 3-4;--7-11 /0 BOT CHORD .-5=0/0 WEBS -5--1 40/26 ] TC 0.43 BC 0.09 E3 0.04 (Matrix) [TEFL X 4 BPF 165OF 1.5E Vert(LL) 4 SPF 1650F 1.5E Vert(TL) -0.03 -5 SPF Stud/Std REACTIONS (Ike/size) ;-- 4/0-7-1 , 5=106// char -ii al Max Hort = load case Max Uplift= -1 (load case 7), =-15(Ioad case MaxGray = 15(1oad case ), 5=;158(lo d case FORCES alb) - Maximum Compression/Maximum Tension TOP GHUHU 1-6-0/65, 2-6=0/73, - -=52/39, 3-4;--7-11 /0 BOT CHORD .-5=0/0 WEBS -5--1 40/26 ] TC 0.43 BC 0.09 E3 0.04 (Matrix) [TEFL in (I oc) I/clef [ L/d Vert(LL) -0.0 -5 >999 240 Vert(TL) -0.03 -5 >999 180 Hor (TL) 0.00 n/a ala BRACING TOP CHORD 80T CHORD Tue Mar 28 07:45:.8 2006 !Fags 1 PLATES I T 0 Weight: 20 [b GRIP 197/144 Scale ;7, 1:1 9.s Structural wood sheathing dfrectly applied or 5-7-2 oo purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES 1) Wind: ASCE 7-98; 0 mp h ; h=5ft; T L=4. psf; R L� p f; at r l I Epp [ d a FFA i rpt ri r n ;Lug far DL=1. platy grip DOL --1.33, ` CLL: ASCE 7-98; P'f=35,0 psf (flat root snow)) Exp ; Fully Exp. Unbalanced s now loads have been considered for this design, This truss has been designed for greater of rein roof live load of 16.9 p f -or 2.00 times flat roof load of 35.0 p f on overhangs non -concurrent [tb other live loads. 5) This truss has been designed for a 10.0 p f bottorn chord live load nonconcurrent with any other lime loads. 6) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. Refer to girder(s) for truss to truss connections. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 21 Ib uplift at joint 2 and 15 Ib uplift at joint 5. ThIs truss is designed in accordance with the 2003 International Re idonti al Code sections R502.1 and R802-10,2 and referenced standard ANSI/TPI 1, 1 ) [n the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (E). LOAD CASEP Standard 1 } Snow: Lumber Increase=1.15, Uniform Loads (plf) Vert: 1-6=-43 Trapezoidal Loads (plf) Folate Increase=1.15 Vert. 6=43(F=43, 13=43) -to -4=-77(F=-17, =-17), = � F= , B—_7) -t10 -5=-14(F_-3, Bim- ) J ; Truss Truss Type Qty R4 ROOF TRUSS i STOCK COMPONENTS -IF, Idaho .Fails, ID 8340 , Robin 4-3-2 -- Ply PES./M RF &'VICKI E JE_NSEN/ - 7/EJ(1D)R - T... J Job Reference (optional) 6,200 s Feb 11 2005 M!Tek Industries, Inc. Tue Mar 28 0 :45:59 2006 Page I 4-1-1 1.5x4 11 5 LOADING (psf) 4 BPF 1 5OF 1.5E T LL 35.0 4 SPACING1-0-0 1 5OF 1.5E ( Roof now= 5, 0) i Plates Increase 1.15 T DL 8.0 o Harz(TL) Lumber Increase 1.15 BOLL 0.0 Rep Stress I n r NO -BCDL 8.0 Cede IRC2003ITP12002 LUMBER T P H RD BOT CHORD WEBS REACTIONS Ib/size) =554/ l ehanical, =400/0-7-1 Max Horz 2=1 1(I0ad case ) Max Uplift =-14 (lo d case 7)r =-- (load case 7) MaxGray = (r ad case ), =5 (load case ) FORCE. (lb) - Maximum Compression/Maximum Tension 4-3-2 1 TC 0.48 BC 0.1 B 0.. (Matrix) T P H R D 1-82--t0/6512-8=0/74P - =-5 A 3-4--167/112P 4-5=0/0, 4-6=-298/109 [SOT CHORD 2-7=-92/441T6-7=-92/441 EBS 3-7;--0/ 1 32t 3-6=-52 9/111 4-1-15 DEFL in 4 BPF 1 5OF 1.5E Vert(LL) -0,01 4 SPF 1 5OF 1.5E Vert(TL) X4 6-7 SPF Stud/Std REACTIONS Ib/size) =554/ l ehanical, =400/0-7-1 Max Horz 2=1 1(I0ad case ) Max Uplift =-14 (lo d case 7)r =-- (load case 7) MaxGray = (r ad case ), =5 (load case ) FORCE. (lb) - Maximum Compression/Maximum Tension 4-3-2 1 TC 0.48 BC 0.1 B 0.. (Matrix) T P H R D 1-82--t0/6512-8=0/74P - =-5 A 3-4--167/112P 4-5=0/0, 4-6=-298/109 [SOT CHORD 2-7=-92/441T6-7=-92/441 EBS 3-7;--0/ 1 32t 3-6=-52 9/111 4-1-15 DEFL in (Io) l/d fl L/d Vert(LL) -0,01 240 Vert(TL) -0, 0 6-7 >999 180 Harz(TL) 0.01 6 n/a n/ BRACING TOPCHORD BOT CHORD PLATES MT20 Weight. 36 lb IP 197/144 Scalle - 1.26.5 Structural wood sheathing directly applied or 6-0-0 oe purlins, except end v rtI al,s. Rigid ceiling directly e.ppiied or 10 -0 -0 o bracing. NOTES 1)Wind: ASCE 7- f 0mph; h= 5ft; T I LL4. p f B DL=4,Bpsf; Category N- Exp ; enclosed; MWFRS interior zone; Lumber L)L-1. plate rip BOL=1, . TOLL: ASCE 7-98; Pf=35.0 psf (flat roof snow); Exp ; Fu[ly Exp. Unbalanced snow leads have been considered for this design. 4) This truss has been designed for greater of min roof live lend of 16.9 psf or 2.00 times flat roof load of 35.0 psf on overhangs non -concurrent with tithe r live loads ThIs truss hey been designed for e 1 O.O psf bottom chord I«re Iced nonconcurrent with any other live loads. This truss requIres plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 7) Refer to girder(s) for truss to truss conn tlonsr Provide mechanical connection (by ethers) of tress to bearing plate capable of Wthstanding 143 ib uplift at joint 6 and 9 lb ulIf t atjoint This truss is designed in accordance with the 2003 International Residential Code sections R.502.1 1.1 and R 80 .10 . and referenced standard ANSI/TPI 1. 1 ) In th e LOAD CAS E (S) rection, lo ads applied to the face of the truss are n of d as f rout (F) or back (B), LOAD CASEP Standard 1 Snow: Lumber Increase=1.1 , Plate In rea 11.1 Uniform Lead's (plf Vert: 1---4 Trapezoidal Loads (plf) Vert: 8=-0(F= 1 8=2 1) -to -4=-1 (F;-_-68, B=-68) , =-1(F= , 13=3) -to -6 =-(F=-15r B=-1 J e b ; T russ Truss Type ROOFTRUSS UMFUNF=NT -IF, Id'ahu Falls, ICS 83403, Robin -1-10-10 1-10-10 4-- �3 Qty PI _ R EX 1MARKKVICM EJ E NS EN/3- 7/FJ(ID)R b Job Reference (option 6200 s Feb 11 2005 l' iTek Industries, Inc, Tue Mar 28 07:46:00 2006 Page I— --1 1.5A 11 5 Plate Offsets ,' : 0-0-1 0,Edg] LOADING (pf) SPACING 1-0-0 TCLL35.0 Plates Increase 1.1 (Roof Bno = .g) Lumber Increase 1.1 TSL 8.0 B+�L� i�. p Rep Stressin�cr I PDL .0 Cuba IR0;TP 12002 CSI TC 0.59 BC 0.42 B Oa28 (Matrix) --1 DEFL in 'rtLL) -0.11 Ve rt(TL) -0,40 Hor (TL) 0,01 LUMBER BRACING TOFF CHORD 2 X 4 SPF 165OF 1.,E TOP CHO.RD BOT CHORD 2 X 4 SPF 165OF 1.5E EBS 2 X 4 SPF Stud/Std BOT CHORD REACTIONS Obl i e) 6-588/Mechanical, 2;--403/0-7-0 Max Hort 2=1 (load case ) Max Uplink a-15.80oad case ), =- (lead case ) Maxr , =678 (load case ), —555 (load case FORCES (1b) - Maximum Compression/Maximum Tension TOP H R [) 1-2=0/7lp2-3=-877/98,3-4=-171/12114-5=-23/0,4-6z---368/134 BOT CHORD 2-6;---256/725 WEBS 3-6=±-679/239 lno) I/def] Lid 2-6 >834 240 -6 >236 180 n/ n/ 0 r N_ r PLATES `l T 0 Weight: 31 lb RIPS 197/144 Scale = 1:26.5 Structural wood sheathing directly applied or 6-0-0 oc pu trli n , except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES 1) 'mind: ASCE 7-98; mph; h= ft; T DL=4. psf B DL=.4. pM f; Category 11; Exp ; enclosed; MWFRS Interior zone; Lumber DOL=1.33 plate grip DOL=1.33. TOLL: ASCE 7-98; Pf=35.0 psf (flat roof snow); Exp ; Fully Exp. 3) Unbalanced snow loads have been considered for this d sirgn. 4) This truss has been deigned for greater of ruin reef lire load of 16.9 pf or 2.00 time5 flat root load of 35.0 pf on overhangs non -concurrent with other live loads. This truss has been designed for a 10.0 p f bottom chord live load noncon urr nt with any other live loads. This truss requires plate in pe tjnn per the Tooth Count Method when this true is chosen for quality sur n e Inspection. Refer to girder(s) for truss to truss connections. Bearing at joint(s) 2 considers paraile1 to grain value using ANS TPI I eagle to grain formula.. Building designer should verify capacity of bearing surface. Provide mechanical connection (by ethers) of true to bearing gate capable of withstanding 158 Ib uplift at joint 6 and 6 lb uplift at joint 2. 10) Tris truss is designed irl accordance with the 2003 International Re identlal Code sections R502,1 1.1 and R802.10.2 and referenced ,standard ANS I/TPi 1. 11) I'n the LOAD CASE(S) section, loads applied to the face of the truss are acted as front (F) or knack (S). LOAD CASE(S) Standard 1) Snow: Lumber Increase=1 .1 , Mate Increase=1,1 Uniform Loads (plf) 'pert: 1-=-4 Continued on page Job [russ I Truss Type STOCK COMPONENTS -IF, Idaho Falls, ID 83403: Robin ROOF TRUSS Qty FSI IAF ./MARK&VICK]EJ E NS EN /- 7/EJ(I D) d s Job Fief y �r�n�c� (optional) nil 6.200 s Feb 11 2005 MiTek I ndustries, Inc-. Tue Mar 28 07,46100 2006 Page LOAD -E() Standard Trapezoidal Loads (p]f) 'fieri: =- (F -I.8, 0=18)-t y -4=-176(F;- 7, B=- 7)p 4_-176(F=-67, B= -67) -to -5=-1 8 1 (F=- , B=-69), -((F=4, 13--4)-to-6---34(F=-1 3, B=-1 True Truss Type Ply REX, MA VI iii EJ E EN.' - .71 ( - I Job I ROOFTRUSS 1 2 STOCK COMPONENTS -IF, Idaho Falls, ID 83403, Robin LOADING (psf) TOLL 35.0 Root Snow=.35.0) TDL 8P0 ILL 0.0 DL 8.0 LUMBER TOPCHORD BOT CHORD WEB 1 I 11 Job Reference o tional ,200 s Feb 11 2005 MiTek Industries, Inc. Tue Mar 28 07;46:00 2006 Page 1 1--7 -- 4 SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress I n r NO Code IR 0o P[200 2 X 4 SEF 1650F 1.5E 4 SIP 165OF 1.5E X 4 SPF F Stud/Std REACTIONS Ib/size) 2=2-7510-6-5, 5=116/Mechanical MaxHort 2= 2(load case 7) Maxplift2=- 7(lo d case 7), �-2 (Ioad case ) Max G rav 2=47 (load case ), =194 (load case FORCES (Ib) - a lmurrompr ion/Maxim urn Tension TOIL C HO RD 1-2=0/1 4B, 2 -3;--- 13 2/57, -4=-1 pro BOT CHORD 2-5=0/0 WEBS 3-5--172/48 CSI TC 0.60 BC 0.10 B 0.05 � Atrix) sm 4 -- [TEFL in (1o) 1/dofl L/d Vert(LL) -0.01 2-5 >999 240 'rt(TL) -OM o2 - 9 180 Hor (TL) 0.00 n/a n/a BRACING TOPCHORD SOT IBRD c a'l e = 1:17.3 PLATES GRIP MT20 197/144 Weight: 16 lb Structural wood sheathing directly ppli d or 4-3-6 oc purlins. Rigid ceiling directly applied or 10-0-0 oc brat ng. NOTES 1)Wind: ASCE 7-98, 90mph, h=25ft; T DL; -_4. pst; 3C L=4,8p t; Category Il; Exp ; enclosed; MWFRS interior zeas; Lumber DOL=1.33 pl.te rlp [SOL=1,33. TOLL: ASCE 7-98, Pf=35.0 pst (flat. roof snow); Exp ; Fully Exp. Unbalanced snow loads have been considered for this design. This tress Inas been designed for greater of min roof lige load of 16.0 p f or 2.00 times flat roof load of 35.0 pst ars overhangs non -concurrent wlth other live loads. Thi,5 truss haSr been designed for a 10,0 pgf bottom chard live load nonconcurrent with any gather live loads. This true requires plate insp ction per the Tooth Court M ethod when this truss is chosen for quality ass uranc Inspection. Refer to girder(s) for truss to truss connections. Provide mechanical connection by others) of truss to bearing plate capable of withstanding 67 Ib uplift at joint 2 and 26 Ib uplift at joint 5. This truss is designed in accordance with the 2003 International Residential Code sections R502.1 1.1 and R802.1 0.and referenced standard ANSI/TPI 1. 1 ) Its th e LOAD GAS E (S) section 4 loans applied to th a face of the truss are acted as fro nt (F) o r back (B). LOAD CASE(S) Standard 1) Snow: Lumber Increase =1.1 , Mato Increase= 1' .1 Uniform Lewis (plf) Vert_ 1-2=:-8 Trapezoidal Load (plf;� Vert' 2=-6(F-40, B=4U-to-4=-92(F=- , B=-3), 2=0(F=81 B=8) -t0 -5=-17(F=-1, 8_-1 Job True STOCK COMPONENTS -IF, Idaho Falb, ID 83403, .Robin LOADING (ps-f) TOLL 35.0 ( Roof now= . o) T D L 8,0 BOLL 0.0 CDL 8.0 LUMBER TOS' CHORD BCTCHORD Truss Type RCOFTRUSS Qty I Pa 1 R E . /I T EM .' I .I ECJ E . Fid/ - 7/E,J(I D ) ,fob Deference (optional), 6.200 s Feb 11 2005 I iTek Industries, Inc. Tue Mar 28 07:46.01 2006 Page 1 --1 1-6-7 1-5-15 3 SPACING --0 Plates Increase 1.1 Lumber increase 1.1 Rep Stress Inor NO Cede 1R 003o'TPI 00. +SSI TC 0.48 BC 0.02 B 0.00 (Matrix) REACTIONS (lb/size) 2 302110- - , 4-11/ ohanio lr = 7/Mechanical MaxHorz 2=83(loa.d case 7) Max Uplifts= -1 i 0(load case `),--140(load case ) Max Gray =46(Ioad case ), 4 -(load case ), ,=(load case 7) FORCES (lb) - Maximum ornpr+ ion/ a i urn Tension. TOP HO R D 1-2=0111 43) 2-3---142/18 BOT CHORD a4T0/0 TE 1--1 1--1 DE'FL in 4 SPF 1650F 1.5E Vert(LL) -0.00 4 SPF 1F 1.5E +SSI TC 0.48 BC 0.02 B 0.00 (Matrix) REACTIONS (lb/size) 2 302110- - , 4-11/ ohanio lr = 7/Mechanical MaxHorz 2=83(loa.d case 7) Max Uplifts= -1 i 0(load case `),--140(load case ) Max Gray =46(Ioad case ), 4 -(load case ), ,=(load case 7) FORCES (lb) - Maximum ornpr+ ion/ a i urn Tension. TOP HO R D 1-2=0111 43) 2-3---142/18 BOT CHORD a4T0/0 TE 1--1 1--1 DE'FL in (loo) I/defl Lld PLATES GRIP Vert(LL) -0.00 2 >999 240T 19701144 Vert(TL) -0.00 2 >999ISO Horz(TL) -0.00 3 n/a n/a Weight, 6 lb B RACI NG T P H ORD BOT H OIC D Scale = 1=9_ trruotural wood sheathing directly applled or 1 -5-15 oo pu riin. Rigid ceHing directly applied or 10-0-0 oo bracing. 1) Wind: ASCE 7-98; 90niph,, h= ft; T DL=4. psf; B L=4. psf; Category ll} Exp ; enclosed;MWFRS interior zone; Lumber DOL=1.33 plate grip DOL=1.03.. TOLL: ASCE -8 Pf-35.0 pf (flat roof snow); Exp � Fully Exp, Unb lanced snow Ioads have been co ns idored for this design 4) This truss has been designed for greater of ruin roof live load of 16.0 p f or 2.00 tames flat roof load of 05.0 psf on overhangs non -concurrent with other live leads. This true has been designed for a 10.0 p f b-ottorm chord live load nonconourr nt with any other live loads. This truss requires plate inspection per the Tooth Count Method when this truss is chosen for equality assurance inspection. 7) Refer to g irder(s) for truss to t r LIES connections- 8) Provide mechanical co neetion (by others) of true to bearing plate capable of withstanding 110 Ifs uplift at je i nt 2 and 146 1b uplift at joint 3. This truss is designed in aC.%cordance with the 2003 International Residential Code sections R502.1 1.1 and R802.10.2 and referenced tandard ANSI/TPI 1. LOAD CASE(S) Standard STOCK MP ENT -IF, Idaho Falls, ID 83403, Robin -1-4-0 1-4-0 -4- 4-- 11-7-8 11-- S6 _ 4--4 6.200 s Feb 11 2005 MiTek Industries, Inc. Tue Mar 28 07:46 2006 Page I --0 4-2-4 5x6 _ 3A 1.5A 4 5 6 7 23- = -14 -8-14 4-- Owl 1-4-0 `r ai �-' 1 :50.4 ex -4 i i r+X4 b t) _ � b = 4X6 _ Jx4 = c4 11 4-3-2 8-0-0 11-7-8 15-,9-12 , 20-0-0 , .. 23-8-14 � 28-0_0 4-- --14 Plate ff et (X,Y), [ - - �0- -1.a- [ :0-3-010-2-1], t7: -3-010- -1 ] * [ :0- - ,0- -O] p [15:0-3-010-4-4] LOADING (p f TOLL 85.0 (Roof nolw=35.0) T DL 8.0 BOLL 0. ECRL 8.0 LUMBER TOP CHORD BOT CHORD EPS SPACING -0-8 Plates Increase 1.1 Lumber Increase 1.1 Rap Stress Incr NO Cede I100,[TP"I00 4 SPF 16,0E 1.5E 6 DF No. 4 SPF Stud/Std REACTIONS (lb.'s i ze) 2=3569/0-5-819--2702/0-5-8 MaxH orz 2=184(1 oad case 8) Max Uplift =--88 lead case 8), =- 0(load case Max rev =4 (load cls ),=3828(lead case CS] TC 0.23 BC 0.49 W8 0.80 (Matrix) 4--4 --14 DEFL i n � I oc) I/def l L/d PLATES Vert(LL) -0.12 15 >999240 MT20 Vert(TL) -0.19 15-16 9 180 Horz(TL) 0.08 9 n/a n1a BRACING TOFF CHORD BOTCHORD 4-- Weight: 345 Ib M 1971144 Structural weed sheathing directly applied or 5-11-5 oc purlins. Rigid ei I i n directly app [lied or 10-0-0 oc bracing. FORCES (lb) - Maximum GornpressionfMax1mum Tension TOP H FA D 1-2=0/1525 2-3=-6316/56013-4--6031/61414-5=-553 9/576, 5 -6= -4608/464.6 -7z ---4612/46517-8---4483/418P 8-9=-4822/3731 -10= /1 52 ROT CHORD 2-17=-:51314614,16-17=-513/4614P 15-1 =-484/45185 14-15=-562/55353 18-14=-248/3352, 12-13=-24813352P 11-1 =-2071'3489, 9-11 --207/3489 WEBS 3-17---117/893 3-16---113/249, 4-16=-21411153014-15=;-278/2416, 5-15=-145/1055, -14==1 8/252, 6-14=-665/1221 7-14=-333126531 7-12=-22/2871 8-12=- 18 /15 , 8-11 zz-4711 08 NOTES 1) -ply truss to be connected together with 0,13111 " Nails as follows-, Top chords connected as follows: 2 X 4 - 1 row at 0-9-0 o. 13cttam chords connected as follow,: rows at Q-9-0 oc. Webs connected as follows: 2 X 4 - 1 row at 0--0 oc. All loads are considered equally applied to all plies, except if acted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads acted a (P) or (B), unless otherw=ise indicated, wird, ASCE 7-98; 0mph; h= ft; T C L=4.8p f- B L=4.8p f; Category II; Exp - enclosed; MWFRS interior zone; Lumber D L=1.88 plate grip DOL=1.33 . 4) TCLL: ASCE 7-98; Pf=B . psf (flat roof now); Exp p Fully Exp. Unbalanced snow loads have been considered for this design. 6) This tares has been designed for greater of miry roof live :load of 16.0 psf or 2.00 tires flat roof load of 35.0 p f on overhang non -concurrent With other lire leads. 7) Provide adequate drainage to prevent water ponding, 8) This truss has been designed for a 10.0 p f bottom chord live load nonco current with any ether lire loads. This true requires plate 'Inspection per the Tooth Count I ethcd when this true is chosen for quality assurance ace inspection. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 387 lb uplift at joint 2 and 260 1'b uplift at joint 9. 11) This truss is designed in accordance with the 2088 International Residential Code sections R502.1 1 .1 and R802.10.2 . and referenced standard SI/TPI 1 1 ) C3irdar carries hip end with 16-6-0 right side setback, 8-0-0 left silde setback, and -0-0 and setback. Continued on page �Jot) Truss True T r I � i Ply 1 E ./ R I I I EJ ENSENf - 7/EJ(I ) R 10689B Di ROOF TRUSS 2 Job Reference (optional) STOCK COMPONENTS -IF, Idaho Falls, ID 83403, Robin 6.200 s Feb 11 2005 WT'ek J ndu trie , Inc. Tue Mar 28 07:46.03 2006 Page NOTES 1 ) H ng r(s) or other conneetlon devices) sh,211 be provided sufficient to support concentrated load(s) 884 Ib down and 129 Ib up at 8-0-0, and 2527 Ib down and 253 ld up at 11 -7-8 ori bottom chord, The design/seIection of such conne tion device(s) is the respon ibi lity of oth ers. LOAD E() Standard 1) Snow. Lumber Incr aX1.1 4 Plate Increase Uniform Load (p1f) Vert'- 1-4--86, 4-5=-43(F=43), 5-7=-86, -1 0=-861 2-16=-1 61 15-16=-206(F--1 0), 9-15--16 Concentrated Loads (1b) 'Mort. 16=-884(F) 15=a 1 4 Job Truss i Q6898 D2 .TI 09, NIFONE T -1F, Idaho Falls, ID 83403, Robin Truss Type ROOFTRUSS -1-4-01 -1-1 10-0-0 14-0-0 410-1 6.x 6 4 m l s. 3x4 5 Qty I Ply I REX./MARK&VICKIEJENSEN/3-27/EJ(ID)R I I 1 111ye .._ I Job Reference (opti ona1 ) _ 6.200 s Feb 11 2005 MiTek Industries, Inc. 6X6 .. M. 2.2-10-1 4-10-1 Toe liar 28 07.46.,06 200BPage 1 1-4-0 Scala = 1 .50.4 '%A0% -T G I JA 1.) �Jxts 3X4 = 1 .5x4 11 5-1-151-- .li M 4-1-1 Plate ff t ,' ): [ : -1-1 ,Ed. e f4:0-3-11 EdeL, [6:0-3-11. Edg], F8:0-1-13, Edge] LOADING (psf TC LLL 35.0 P II -0-0 I DEFL in �Ior) I/defl L/d PLATE; FLIP (Roof Snow=35.0 Plat Increase1.1 T 0.44 ' rt(L L) - .1 1 1 -1 240 I' T 0 197/144 T DL 8,0 BLL 0.0 BIL 8.0 LUMBER T P H RD BOT HR C EB LumberIncrease 1.1 Ftp Stross f rl r YES Code i H 00 )TP 12 -02 BC 0.39 E 0.42 (Mtri ) REACTIONS (lb1siz) =1 iO-5-f3, B--1547/0-5-8 Ma =1 47/ - - Ma Hort . _- 07(load case ) Max Upli =-1 (Icad case 7), =-1 (load case Max Gray -2}71 (load case ), B-2071 (load case ) Vert(TL) Horz(TL) -0.2712-13 0.07 BRACING TOPCHORD ET CHORD WEBS Weight., 137 Ib Structural Food sheathing directly appli d or 4-1-4 oc purlins. Rigid ceiling directly applied or 10-0-0 cc bracing, 1 Row at midpt 5-1315-1 FORCES (Ib) - l' a imurn Compression/Maximum Tension T F' CHORD 1-2;-0/145, 2-3=-2479/72. 3-4---1941/113 , 4-5=-1 333/1 0, 5-6=-1 333/1 0, 6-7=- 1 41/114, 7-8=-2479/73, 8-9=011 45 BOT CHORD -14=-166/1700, 13-14=-1 /1700, 12-13=-83/1366, 11-1 =011700, 10-11-0/17001 -10=011700 WEBS 3=14=0/149, 3-13;;---4941122, 4-13;---9/635, 5-13=-551/148, 5-12;---551/14,89 6-12;-_--9/635T 7-1,2=-4941123p -10=00114 NOTES 1) irld: ASCE 7-98; r>!-lph; h= ft; T C L=4. p f; 8 [ L=4.8p f; Category II; Exp enclosed; MW FRS interior zone; Lumber [SOL=1.33 plate grip DOL --1.33. TOLL: ASCE 7-98; Pf;--3&0 p f (flit roof snow); Exp ; Fully Exp. 3) Unbalanced snow loads have been considered, for this design. 4) This true has been designed for greater of m1n roof live load of 16,0 p f or 2.00 times flat rccf load of SSA p f on overhangs neon -concurrent with other live load. Provide adequate drainage to prevent water pcndi-n . T his truss has been desig n ed fo r a 10.0 p t botto m ch o rid live load no nco ncu rre nt rith any other l ive loads. This truss require plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 122 Ib uplift at joint 2 and 122 Ib uplift at joint 8. This truss is designed In accordance with the 2003 International Residential Code sections R502.1 1 .1 .nd R802.1 0.and referenced standard AN IfTPI 1. LOAD CASE(S) Standard Irt `7 to 6 no 4 SPF 165OF 1.5E X 4 SPF 1650F 1.5E 4 S PF Stud/Std BC 0.39 E 0.42 (Mtri ) REACTIONS (lb1siz) =1 iO-5-f3, B--1547/0-5-8 Ma =1 47/ - - Ma Hort . _- 07(load case ) Max Upli =-1 (Icad case 7), =-1 (load case Max Gray -2}71 (load case ), B-2071 (load case ) Vert(TL) Horz(TL) -0.2712-13 0.07 BRACING TOPCHORD ET CHORD WEBS Weight., 137 Ib Structural Food sheathing directly appli d or 4-1-4 oc purlins. Rigid ceiling directly applied or 10-0-0 cc bracing, 1 Row at midpt 5-1315-1 FORCES (Ib) - l' a imurn Compression/Maximum Tension T F' CHORD 1-2;-0/145, 2-3=-2479/72. 3-4---1941/113 , 4-5=-1 333/1 0, 5-6=-1 333/1 0, 6-7=- 1 41/114, 7-8=-2479/73, 8-9=011 45 BOT CHORD -14=-166/1700, 13-14=-1 /1700, 12-13=-83/1366, 11-1 =011700, 10-11-0/17001 -10=011700 WEBS 3=14=0/149, 3-13;;---4941122, 4-13;---9/635, 5-13=-551/148, 5-12;---551/14,89 6-12;-_--9/635T 7-1,2=-4941123p -10=00114 NOTES 1) irld: ASCE 7-98; r>!-lph; h= ft; T C L=4. p f; 8 [ L=4.8p f; Category II; Exp enclosed; MW FRS interior zone; Lumber [SOL=1.33 plate grip DOL --1.33. TOLL: ASCE 7-98; Pf;--3&0 p f (flit roof snow); Exp ; Fully Exp. 3) Unbalanced snow loads have been considered, for this design. 4) This true has been designed for greater of m1n roof live load of 16,0 p f or 2.00 times flat rccf load of SSA p f on overhangs neon -concurrent with other live load. Provide adequate drainage to prevent water pcndi-n . T his truss has been desig n ed fo r a 10.0 p t botto m ch o rid live load no nco ncu rre nt rith any other l ive loads. This truss require plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 122 Ib uplift at joint 2 and 122 Ib uplift at joint 8. This truss is designed In accordance with the 2003 International Residential Code sections R502.1 1 .1 .nd R802.1 0.and referenced standard AN IfTPI 1. LOAD CASE(S) Standard Irt `7 to 6 no Job Truss 06898 D UUN UUM SUN ESV 16-1 �-, Natio -all S, I 33403, Robin T T 1-4-Q 4-3-3 Truss Tyke j Qty IAF TIPSS I 1 a 1- -0 4-3-3 3-8-14 3-8-14 0-7-8 3-10-8 6x8 MT1 SH Ply I REK.IMARK&V!C}CIEJENSENI3-271EJ(ID)R J 2 t ,fob Reference (optional) 6,200 s Feb 11 2075 MiTek Jndustrcos, Inc. Tue afar 28 07:46:08 2006 Page 1 19-10-8 1- -10- 9x 10 MT1 SH = 1'. SA 11 6 7 3-7_8 23-8-2 3-9-10 4- 14 1 -4 - Cale = 1.58-4 4--3 2x.4 [ 1 U4 - 8x14x 10 IMT 0H = 121 2 - 2x 4 I J • Uwe 1 1-10- 3 -7 - -- -Plate Offsets ( ): [ : - ..1_ y0_1-1 ], [5:0-5-010-2-01, [7bO--11,Edge], [1Q: --o,Fdge], [1 :0- - ,Edi 15:0-3-8,0-4-0], 0- -010-4-1 LOADING (psf) TOLL 35.0 (Roof B:ne r=35.0) TCO L 3.0 13 LL _0 B DL &0 SPACING 1-0-0 Elates Increase 1.1 Lumber Increase 1.1 Rep Stress I ncr NO Code I I 0 /TP f 2002 1 TC 0,67 BC 0.72 B 0.64 (Matrix) LIMBER TOS' CHORD 2 X 4 SRF 165OF 1.5E *E.cept* T2 2 X 41)F 240OF 2.OE BOT CHORD 2 X 6 DF 1 o F 1.6E WEBS 2 X 4 SPF Stud/Std *Except* X 4 SPF 165OF 1.E} W8 2 X 4 SPF 1650F 1.5E f10 2 X 4 BPF 165OF 1,5E WEDGE Left: 2 X 6 DF No.2, Right: 2 X 8 DF 195OF 1.7E REACTIONS (lb/size) =602810- -3 10=7102/0-5-8 Max Herz =-1 21 (load case ) Max Uplift-- (load case, ), 10=- 3(10 d case ) Max Gray 2--680 9 (load case ), 10=83 0(lo d case 3 DEFL in (loc) Iidofl L/d Vert(LL) -0.25 13-1 240 Ve rt(TL) -0 39 13-15 >347 180 Hor .(TL) 0.12 10 n a n/a BRACING TOP CHORD BOT H RD WEBS l PLATES RI P MT20 197/144 TO H 165/146 1T18H 197/144 Weight; 403 lb Structural wood sheathing directly applied or 3-10-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. 1 Row at midpt -1 FORCES ([b) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/76P 2-3;---9909/1134, 3-4;---9966/1184t 4-5;---9195/1113, 5-6=-7274/9001 6-7=-7363/911, 7-8=-9745/11761 -=-1 2264/14139 -1 =-1 2323/1375, 10-11 =0/76 BOT CHORD 2-18;---938/7401, 17-18;---938/7401 P 16-17=-953/75871 1 -1 =-88 7/` 455, 14-1 �-- 056/9371, 1 -14=-1056/ 371 f 12-13=-998/92101 10-12=-99819210 EBS 3_18-;----274/66, 3-17=-92/385. -17='164/11 7, 4-16=-842/159, 5-16=-621/4948, 6-16=-96)'643, 7-16==-350/67i 7-15---750/613018-15---39B4/449I 8-13=-542/5078,!9-13=-89j-'354,9-12;;---137/51 DOTES 1) 2 -ply truss to be connected together with 0.131 „ "Flails as follows: Top chords connected as follows: 2 X 4 - 1 row at 0-9-0 oc. Bottom chords connected as. follows: 2 X 6 - 2 rows at 0-7-0 oc. Webs connected as folJow + 2 X 4 - 1 row at 0-9-0 cc, Except member 8-13 2 X 4 - 1 row at 0-5-0 0c. All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section, Ply to ply connections have been provided to distribute only loads noted a (F) or (B), unless otherwise ndicated. 3) Wird: ASCE 7-98; 0mph; h= ft; T 1)L=4,3psf; l3DL=4.8psf; Category II; Exp ; enclosed; MWFRS interior zone; Lumber f L=1.33 plate grip DOL=1.33. 4) TOLL: ASCE 7-98; Pf-35.0 p f (flat roof now); Exp ; Sheltered Unbalanced now loads have been considered for this design. This truss has been designed for greater of mii,n roof live [oad of 16.0 p f or 2.00 times flat roof load of 35.0 p f on overhangs non -concurrent with other live loads. Provide adequate drainage to prevent water pondiri. 8) This truss has been designees for a 10.0 p f bottom chord live load nonconcurrent with any other live loads. All plate are MT20 plates unless otherwise indicated°. 10) Th is true re, qu ires p l ate i n spectio n per th e Tooth Co u nt M othod when th is tru e is ch cse.n f r q u al ity as s u rance in spection. Continued on page Jab Q6898 STOCK MOTES i rus D COMPONENTS -IF, Idaho Falls' ID 83403, Robin Truss Type pty ROOF TRUSS 11 RE ,�'MA I IEJE I EN /- 7e,EJ(ID)R 21JobR f � renc��� 6.200 s Fete 112005 M[Tek Jndustric , Inc. Tue Mar 28 07A6:08 2006 Page 11) Provide mechanical connection (by others) of truss to bearing plate capable of w[th tanning 766 [b uplift at joint 2 and 923 ib uplift at joint 10 1 ) This truss is designed in accordance with the 2003 International Residential Code SectionsR502.1 1 1 and R D .1 0.2 and referenced standard ANSI/TP 1 1. 1 ) Girder carries tie -In span(s): -0-0 from B-0-8 to 19-10-8 ) Hanger(s) or other connection device(s) s hall be provided sufficleni to support concentrated Ic d (s) 1750 Jb clown and 176 lb up at 12-4-8, and 4308 Ib down and 432 db u at 19-10-8 on bottom chord, The design/selectiGn of such connection device(s) is the responsIbility of ethers. LOAD CASEP Standard 1) Snow: Lumber Increase= 1..1 , Flats Increase --1.15 Uniform Loads ( If) 'pert. 1_5=-43, 5-7=-42, -11 = -42, --1 7=- ., 13-1 7=- (F;-_-626), 10-1 3= - Concentrated Loads (ab,) Vert; 16z---1 201 (F) 13 fl Job Truss Truss Type k I Ply REX.je'MAR VI & IEJE IEN/ - 7 EJ(ID)R 06898 El ROOFTRUSS 1 2 Job Refecejce L�.ptiortal STOCK COMPONENTS -IF, Idaho Falls, ID 83403, Robin 6.200 s Feb 11 2005 MiTel lindu trie , Inc. Tue Mar 28 07,46:09 2006 Page—1 -1-4- -4-2 6-0-0 8-6-0 11-1-14 14-6-0 15-10-0 r 1 -4 - -4- 2--14 4x4 = 4x8 -_ 5 --14 -4-2 M. -4- 6-3-0 8-3-0 11-1-14 14-6-0 -4-2 2-10-14 2-1-14 Plate Offsets . X,_Y).- 14:0-6-410-2-0], [ a2a .1.1 , [10.0-3-0.0-2-8], [11:0-3-0,0-2-8] LOADING (psf) TELL 35.0 ( Roof now= .0) TL 8.0 BOLL _0 BDL 8.0 LUMBER TOP CHORD BOT CHORD WEB SPACING --o Plates Increase 1.1 Lumber Increase 1.1 Ftp Stress leer NO Code IRC2003.r-FP120.02 2 X 4 BPF 10P 1,5E 2DFfo.2 2 X 4 SPFStud/Std CS] TG 0.23 BG 0.31 B 0.48 atria) REACTIONS Ob/size) 2� 14 /o- - , 7=1402/0- -8 Max Hort =-12 (load case ) Max Uplift =-17 (load case 7), 7=-17 (load case Max Grav 2=1 0(load case ), 7=; 1680(load case ) -4-2 DEFL in (loc) I/deft Ltd PLATES Vert(LL) -0.05 11 >999 240 MT20 Vert(TL) -109 11 >999 180 Horz(TL) 0.09 7 n/a n / BRACING TOP CHORD ESOT HI C ''height: 152 lb GRN' 197/144 Structural wood sheathing directly applied or -0-0 oc purlins. Rigid ceiling directly applied or 10-0- 0 o bracing. FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/1 465 2-3=-3189/242, 3-4z:;-2895/255, 4-5=-2303/199P 5-6=-2928/232P 6-7=-3172/1 97, 7-8=0/1 4 DOT CHORE) 2-12=-266124011 11-12=-269/2452) 10-11,216/2285, -10=-113/244.8, -9=-1 10/2385 EBS 3-12;;---90/74, -11=-1112/159, 4-11--1'73/15991 4-10=-137/234, -10=-147/1582, -10=-102/200, 6-9--123/60 OTE 1) 2 -ply truss to be connected together with 0,1 1 rr x" Nails as follows: Trop chords connected as fellows: 2 X 4- 1 mit 0-9-0 occhords connected as follows, 2 X 6 - 2 rows at 0-9-0 oc. Webs connected as follows: 2 X 4 - 1 row at 0-9-0 oc. All Coadare considered equally applied to all piles, except if noted as front (F) or bac (B) face in the LOAD CASE(S) seetlon. Ply to ply connections have been provided to distribute only loads noted a F) or (B), unless otherwise indicated. Wind: ABLE 7-98,90mph, h= ft; T DL=4.8psf; B DL- . p f; Category 11; Exp ; enclosed; MWFRS interior zone; Lumber DOL; --1.33 plate grip BOL=1.33. 4 T° LL: ASCE 7-98; Pf=35.0 psf (flat roof snow); Exp Fully Exp. Unbalanced snow loads have been considered for this design. This true has been designed for greater of min roof live load of 16.0 psf or 2.00 tirnes flat roof toad of 35.O psf on overhangs non -concurrent with other lire loads, Provide adequate drainage to prevent water ponding. This truss has been designed for a 10. 0 psf bottom chord live load ncnceneurrent with any ether live loads. This truss requires plate inspection per the Tootle Count Method when this truss is chosen for quality assurance inspection. 10 Bearing at joint(s) 2, 7 considers r parallel to grain value using ANS I/TP1 1 angle to grain formula+ 13�ulilding designer should verify capacity of bearing surface. 11) ProvIde mechanical connection (by others) of truss to bearing plate capable of withstanding 175 Ib uplift at joint 2 and 175 Ib uplift at joint 7. 1 ) This truss Is designed in accordance with the 2003 International Residential Code sections 8502.1 1.1 and R-802.10.2 and referenced tand'erd ANSI/TPI 1. 1 ) Girder carries hip end with -0-0 end setback. 14) Hanger(s) or other connection day co() shall be provided sufficont to support concentrated load(s) 459 lb down and 67 lb Lip at 8-3-0, and 459 lb down and 67 Ib up at 6-3-0 on bottom chord. The deli nurse I e ction of such connection device is the onNN W6��X f ther . Iq Job ITruss 88 I E 1 Tres Type STOCK COMPONENTS. -IF, Idaho Falls, iD 83403, Robin ROOF TRUSS LOAD F) Standard 1) Snow: Lumber Increase= 1.1 , Plate I nc rease=1.1 Uniform toads (plf) Vert: 1 4=-861 -43 -8=-8, 2 -11=-1 , 10 -11 Z__ 1 (F=-1 ), 7-10;--- 1 Concentrated Loads (1b) Vert: 11=-4 (F) 1 0=-459 (F) oty 1 Ply REX.IMARIt&VICKEEJENSENI3-271EJ(IbjR 2I Job Reference t10 nL1 6200 s Feb 11 2005 MMT k Industries, Ir e. Tue Mar 28 07;46:09 2006 Page Joh ITrus Q6898 IE10 Truss Type STOCK COMPONENTS -IF, Idaho Falls, ID 83403, Robil-I ROOF TRUSS 6-8-8 11-6-7 l e 4x6 = 2 4-9-15 Qty I PIS} R E ,./IBJ ARK&VI l I ESI ENS E / - 71EJ(l D) Job Reference (optional) 6200 s Fab 11 2005 MiTelk Industries, Inc, -1.13 2A l 1 &8 . _ -Plate Offsets (a): [4-0-0-14,0-1-14] LOADING (psf) TOLL 35.0 (Roof Snow; -_35.0) TCL 8.0 BOLL 0.0 BCD L 8.0 LUMBER TOP CHORD ESOT CHORD WEB 6-8-8 16-8-5 SPACING 2-0-0 Plat _0- PIat Increase 1,15 Lumber Increase 1.1 Rep Stress In r YES Code I R 020 0P 12002 4 SPF 1650E 1.5E 4 SPF 1650F 1.5F SPIFStud/Std *Except* 1 2 X 6 DF Nm2 --8 9-11-1 REACTIONS (Vsize) 4= 3 /ecl an ical, 6=833/0-3-8 Max H o rz =- 7(l o ad case Max Uplift4=-8(1od case ), 6= -(load case 8) ax G rav 4=1064 (1 ead case ), 6=867 (I oad case ) r TC 0, 8 0 ESC O.47 B 0.51 (Matrix) FORCES (Ib) - Maximum Compression/Maximum Tension T P H Off, D 1-2==;-749/100,2-3----z-790/-101,3-4=-1262/80,1.6=-826/76 BOT CHORD 5-6=-177/2323 4-5=-51858 WEBS -=-18/350, -=-57211 1, 1-5=-46/457 :a0 Tue filar 28 07:46:10 2006 Page 1 [TEFL in (Icc) I/defl L/d FOLATES Vert(ILL) -0,20 4-5 >990 240 MT20 Vert(TL) -0.46 4-5 >426180 Ho r (TL) 0.01 4 n/a n/a BRACING TOP CHORD BOT CHORD Weight: 74 lb IFS 197/144 ca'e = 7:42.2 Structural wood sheathing directly applied or --11 oc purlins, except end verticals. Rigid coiling directly applied or 10-0-0 oc bracing. OTE 1) Wind: ASCE 7-98, mph; h7= ft; T DL=4. p f; B DL=4a psf; Category II; Exp ; enclosed; MWFRS interior zone; Lumber DOL --1.33 plate grip DOL -1.33. T LL. ASCE 7-98; Pf=35.0 pf (flat roof snow); Exp ; Fully Exp. Unbalanced snow loads have been considered for this design. 4) This truss has been designed for a 10.0 psf bottom chard live, load non on urgent with any other live loads. This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. Defer to girder(s) for true to true connections. 7) Provide mechanical connection bye others) of truss to bearing plate capable of withstandIng 38 Ib uplift at joint 4 and 53 lb uplift at point 6. 8) This truss is designed ire accordance with the 2003 International Residential Cocke sections R502.1 1.1 and R802.1 0.and referenced standard ANSI/TPI 1. LOA[ CASE(S). Standard Job 06898 Truss E11 Truss Type ROOF TRUSS #y 1 IbIULA U rUN.ti`j 1 -il_, ici no Faiis, ID 63403, Hobin -- 10-6-14 3-10-6 5X 1 _- 5X5 _ 2- 14-5-3 9 18-8-15 Ply 1 6.200 s Feb 11 2005 MiTek Industries, 23-0-12 , 27-$-0 2�-;0 3-10-6 4-3-12 4-3-12 4-7-4 1 -4 - 6-8-8 10-6-14 , 14-5-3 18-8-15 , 23-0-12 27-2-8 1D 113-8-8 -10- 3-10-6 4-3-12 4-3-12 4.1-1 ANN Plate Offsets(a): [,8:0.1-11,0--1, f1 r0--0,0--41 c. TuellVar-2807,46,132006 Pagel Scare = 1:93-9 LOADING f r TALL 35.0-0-0 FACING d CSI CEFL in log . I/def] L/d PLATES GRIP (Hoof n ow=35.0) Plates Increase 1.15 TC 0.89 'e rt(LL) -0.84 12-13 240 M T 0 97/144 T L Lumber Increase 1.1 E 0.91 rt(TL) -1.29 12-13 54 180 MT1 H 197/144 6 LL 0.0 Rep Stress I nor YES WB 0.97 Harz(TL) 1.22 10 n/a n/ BCDL 8.0 Cede IF C20,017PI 00 (Matri) Weight; 162 Ib LUMBER TPHPD 11MYSEMMINTION WEBS OTHERS REACTIONS 4 SPE 165OF 1.5E *Except* T2 2 X 4 SPF 2100F 1.8E 4 SPF 21O F 1.8E *Except* E1 2 X 6 DF 1 o.2 4 SPF Stud/Std *Except'* IAF 1650E 1.5E, W72X6 DF No. '10 2 X 4 SPF 1 5OF 1..5E, W1 1 2 X 4 SISI` 1650E 1.5E 1 2 X6 DFNo- DF 40 -OF 2.OF db/size) e) 1 =1383, 0- - 10=153410-5-8 MaxHerz 1 =-465(I cad cas-e MaxUplift 1 =- (I cad case ), 1 _-235 0c d ease ) Maxre, 16;-_1 8(lead case 1), 1 0=1 4lead case k BR CIN TOS' CHORD IST HRC ''EES Structural wood sheathing directly applied or 1-9-15 oo purlins, except sled v erfical . Rigid ceiling directly applied or 10-0-0 o bracing. 1 Rom' at midpt 3-1514-1417-10 FORCES (Ib) - Maximum Compression/Maximum imum Ten ion TOP CHORD 1-=-1 296173 -=�1 -`-`, 4---$r -=-84b -==111,--,��1 , -165 , 1-1 =-1, 315/481 8-18=-707'188 90T CHORD 15-1 =-159/460, 14-1 5=0/2047, 1:3-14=0/5384P 1 -1 =ger g B, 11 -1 :;----1x-6/4224, 10-11 =-145/4156 WEBS -15=0/1221, -1;5--1899/53'r -14=00'1 9K 4-14=-3832/0, 4-1 =0/4678, 5-13-0/623, 5-12=-813/0 -1 _0/2258, 7-11--415/1101 7-10=-48351193, 1-15;---4/940 NOTES 1) nd: ASCE 7-98; 0mph; h= ft; T DL=4. psf; BCDL=4.p f; Category ll; Exp enclosed, MWFRS interior zone; Lumber L=1.33 plate grip LC L=1.33. TOLL ASCE 7-98; Pf=35.0 p f (flat roof snow); Exp QSheltered; L- 45-0-0 Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of mr`n roof lire Coad of 16.0 psf or 2.00 tunes fiat roof load of 35..0 plsf on overhangs non -concurrent with ether live Goads. Special provislons shall be made by the building designer to allow for 0. Din of horizontal me ernent due to live load and 1. in due to total load. This truss has been designed for a 10.0 p f bottom chord live load r onconcurrent with any ether live loads. All plates are MT20 plates unless otherwise indicated. This truss requires plate inspection per the Tooth Count Method when this truss is chosen for qualit.y assurance inspeoticn. Bearing at joints) 10 considers paralleI to grairn value using AN S [/T.PI 1 angle to grain formula. 2u11d1 ng designer should verify capacity of bearing surface. 1 ) Provide mechanical connection (by ethers-) of truss to bearing plate capable of w1ithstanding 22 Ib uplift at joint 16 and 235 Ib uplift at joint 10- 11) This truss is designed in accordance with the 2083 International Residential Cede sections R502.1 1.1 and R802.10.2 and nf�ard Ni/TPI 1. Job Truss Truss Type Qty Ply REX./MARK&VICKIEJEN EN/ - /EJ(I )R Q6898 Ell ROOF TRUSS 1 Jots Reference (o ti oral ) STOCK COMPONENTS -IF, Idaho Falk. ICS 83403, Robin LOAD CASE(S) Standard 6..200 s Fab 11 0-05. M iTek 'Industrie ,Inge Tue Mar 28 07.4:12 20 ' Page 2 Job Truss Truss Type Q!Y I Ply R E .IMAR I I .I EJ E N EN/ - 7/EJ(1 D) Q6698 E12 ROOFTRUSS 1 3 Job Reference (optional) 1 OCK CUM FCS Ei T -1 F, Idaho Falls, ID 88403, Robin -- 4-11-1 5X5 = l o _oo 5-2 4Y.5 /, 6,200 s Feb 11 2005 f iTek Industries, Inc. Tue Mar 28 07,46:16 2006 Page 1 1--1 Y 14-5-3 18-6-8 1 22-11-8 1 -- 2P -OTO 5x5 -- 4-1-5 4-5-0 4-- 1-4- N 11 4 x 6 .2-2-91 (loc) I./defl - - 1 10-9-13 GRID' 1 14-5- 18-6-8 1 22-11-88 1 27-8-0 x'144 197/144 -1;38 13-14 >237 180 MT 0 H 145/108 1.24 11 n/ n/a 2-2-9 197/144 4-11-1 3-7-6 Weight: 677 lb 3-7-6 4-1- 4-5- 4-8-8 Plate Offsets X, ): 19:0 - 4 -1 F01, J1 1:0-1-11,0- -01 [14:0-5-8, Edge], [15:0-3- 8,0-8_,0] LOADING 'psf) TOLL 85.0 ( Root row= .0) T DL 8.0 13LL 0.0 ECRL 8.0 LUMBER TOP CHORD ET IBRD WEBS SPACING -0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress 1 nc r N Code IR02003/TP12002 CSI Tc 0.90 BC 0.92 E 0,90 M atria) X 6 DF No.2 *Except* T3 2 X 6 DF 1800F 1.6E, T4 2 X 6 DF 1 800F 1.6E 6 DF 240OF 2.OE 4 SPF Stud/Std '-Except.* '1 3 2 X 6 DF lot, W6 2 X 4 SIF 1650F 1.5E W7 2 X 4 SPF 1650F 1.5E, W8 2 X 4 SPF 21 OOF 1.8E x,+'11 2 X 4 SIF 165OF 1.5E1 W1 2 2 X 4 SPF 165OF 1.5E REACTIONS (lbel i ) 11=6254/0-5-85 18;--2804/0-3-8 MaxH rz 1 =-1 15 load case MaxUpliftl 1=-108 (load case 8) Max Gray 11=801 (l ad case ), 18= 4 (load case ) DEFL Vert(LL) Vert(TL) Horz(TL) In (loc) I./defl Ud 9 PLATES GRID' -0,96 13-14 >343 240 I T 0 x'144 197/144 -1;38 13-14 >237 180 MT 0 H 145/108 1.24 11 n/ n/a MT 1 SH 197/144 Weight: 677 lb Scale - 1:92.8 BRACING TOPCHORD Structural wood sheathing directly applied or -10-5 oc purlins, except end verticals. E T CHORD rigid ceiling directly applied or 10-0-0 cc bracing. WEBS 1 Roar at midpt 1-1 FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-1 241/1, - ;---3241/0, 3-4=-4373/0, 4-5 9244/0, -5=- 29514/0, 6-7;---34613/1832, 7-8=-34818/1819, 8-9=-22194/'23335 9-10;--0/171, -11=-x'980/925, 1-18=-861 /0 ESOT CHORD 17-18=0/1515 , 18-17=0/1534, 15-16=0/7103, 14-15=0/21032, 13-14--372/34426,12-13=-1 321 /22057, 11-1 2-;=- 112/22 WEBS -1 --- 8721'551 2-16=0/4087, -1 -0/1949, 4-16=-6499/0, 4-15--0/781 , -15=- 1583710, 5-14=0/20073, 6-14-436712227,6-13=-'78,q/1 1 , a=13=0110874, 8-1,2--4048/0. 9-12=- 157011661 , 1-17=-1 812923 NOTE 1) ,special connection required to distribute web loads equally between all plies. -ply true to be connected together with 0.1 1 lrx3" Nalls as follows.- Top o110 .Top chords connected as follows. 2 X 6 - 2 rows at 0-9-0 cc, 2 X 4 - 1 row at 0-0-0 oc. Bottom chords connected as follows: 2 X 8 - 3 roars at 0-4-0 cc. Webs connected as follows: 2 X 4 - 1 row at 0-9-0 oc, Except member 6-13 2 X 4 - 2 rows at 0-4x0 oc. All loads are considered equally appl i d to all plies, except if -noted as front (F) or back (D) face in the LOAD CASE(S) section. ply connections have been provided to distribute only loads noted as (F) or (1), unless otherwise indicated. 4) Wind: ASCE 7-98; 90mph, h= 5ft; T C L=4.8psf; B DL=4W8p f; Category II; Exp; enclosed; i WMR interior zona; Lumber DOL=1.38 plate grip [SOL= 1.s 5) TELL: ASCE 7-98; Pf;--:5.0 psf (flat roof now); Exp ; Fully Exp..: L= .45-0-0 Unbalanced snow IOads have been considered for this design. 7) This truss has be -en designed for greater of miry roof live load of 18.0 psf or 2.00 tires flat roof load of 35.0 psf on overhangs non -concurrent with other lire loads. Ply to 8) Special provisions shill be made by the building designer to allow for 0.8in of harizontal movement due to live loud and 1.. 4!n due to total load Provide adequate drainage to prevent water ponding. 10) Thal truss has been des[gned for a 10.0 psf bottom cherd Il e load noncom crrent with any other lire loads. ��� ffl1A4tgR O%LO120 plates unless athenriise indicated. Job I Truss .*� Z • 4 STOCK COMPONENTS -IF, Idaho Falls; ID 83403, Robin Truss Type j oty FSE TRUSS 11 P l REX,/ I V IEJ 1i� 'E SEN - 7olEJ(l )R i ,Job Referent tional 6.200 s Feb 11 2005 MiTek Industries, Inc. Tue mar {7;46.18 2006 Page MOTES 1 ) This truss requires plate inspection per the Tooth Court Method when this truss is chosen for quality assurance inspection, 1 ) Bearing at joint(s) I 1 con. ld rs parallel to grain value using NSliTPI 1 eagle to grain formula. Building designer should verify capacity of bearing surface. 14 Provide mechanical connection (by others) of truss to bearing prate apabl of withstanding 1089 lb uplift at joint 11. 1 ) This truss is designed in accordance with the 2003 International Residential Code sections R502.1 1.1 and R802.10.2 and referenced standardANSI/TPI 1 1 ) Girder carries tie-in span(s): 18-0-0 from 18-6-8 to 27-8-0 0 17) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated lead's) 3939 ib down and 375 Ib op at 18-6-8 on bottom chord. ode i n/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1 Snow: Loader Increase=1.1 , Mate Increase=1.1 Uniform Leads (pif) Vert. 1-2=-86, 2-3-;---86, 3-9;---86, 9-10--861 Concentrated Loads (Ilb) Vert. 13;---2563(F) 14-18=-16N 1 -14=-1 , 11-13=-417(F=-401) The Job ITrus STOCK COMPONENTS -IF, Idaho Falls, ID 83403, Robin Plate Offset. ( ,' )i [ ,O- 1 ,0-1-8] Truss Type ROOFTRUSS i Qty 2 PI 1 I _ b Reference (optional) 6.200 s Feb 11 20D5 Mifek Industries, Inc. 14-- 1 10.U0 -_ w 10-6-14 14-5-3 1 18-5-0 _- 3-10-6 3-10-6 -11-1 6 3x4 Tue Mar 28 07:4617 2006. Rage 1 Scale = 157.4 LOADING f i SPACING -0- CSI DEFL in (Io) Vdefl Lid PLATES RIP TALL .(Roo) Snow=� Plates Increase 1.15 T O. 'ert(LL.) ' -0.09 -8 > MT20 197/144 Til- CD Lumber Increase 1,15 E 0.36 (TL) -0.14 7-8 >999 180 .0 E LL Rep Stress Incr YES E 0 Horz(TL) 0,1 8 n1a n/a 8.0 .0 ESL S Code IIS 00 ,(TP[200 'latr-i) ` elght: 99 Ib LUMBER TOPFORD ET CHORD EES 4 SPF 165OF 1.5E 4 SPF 1OF 1.5E SPE Stud/Std *Except* '8 2 X 4 SPF 165OF 1.,E, x'11 REACTIONS (Ib1 ize) 10=920/0- -8, 8= 0/lechani a1. Max Hort 10=- 7(loa i case ) MaxUpliftl 0=- (loa case ), 8=- (load case ) M ax G rav 10=920 (I o ad case 1), 6=1205( load case ) BIM TOPCHORD 700108041 mal FORCES (Ilb) - MaximumCompression/Maximum Tension T P 1-2=-821/1082-3=-818/`1103-4=-1427/83 4- =-2592/74 - 8=-1238181 1..10=-8 81 / Structural Weed s.heathin directly I�pli d or 4-1-1 oc purlins, except end verticils. Rigid ceiling directly applied or 10-0-0 bracing. 9 7 7 7 7 BOT 0 HOR D -10=-1 0/ , 8-9=0/98 1, -8=-4/181 0, -7=- 0/145 WEBS 2-9=-42/52113-9--812/12413-8=-22/524, 4-8-=-9491106, 4-7-0/701, 5-7;---0/1841, 1-9-491508 NOTES 1 Wind: ASCE 7-981 0,mph; h= ft; T DL=4.Bp f BCDL=4, ps�f-- Category ll- Exp - enclosed; FR interior zone; Lumber DOL; --1.33 plate grip [SOL -1.33, T LL: ASCE 7-98; Pf=35,0 psf (flat roof snow); Exp ; Fully Exp. Unbalanced s now leads have been considered for this design. 4) This true has been designed for a 10.0 psf bottom chord live load non on urr nt with any other live loads. This truss requires plate Inspection per the Tooth Count Method whsn this true is chossn for quality assurance inspection . Defer to girder(s) for truss to true connections. Provide mechanical connection (by ethers) cf trusts to bearing plarte capableof withstanding 56 Ib uplift at joint 10 and 52 Ib uplift at joint 6. This truss is desF n d in accordance jth the 2003 International Residential Code sections R502.1 1.1 ani' R802.10.2 and referenced standard 'I/TPI 1. LOAD CASE(S) Standard Job I Truss Q6898 I E 1 4 Truss Type ROOF TRUSS STOCK COMPONENTS -IF,, Idaho Fal[s, ID 83408, Rohm L' -- 9-6-14 4-8-8 4-10- 4x5. = 2 r% ty P 1 EX/MAIC I ISI EDEN Ell/ - 7/EJ(ID)R —! 1 Joh Referen e' r)tion l) .200 s Feb 11 -2005 M iTek Industries, Inc. 18-5-0 Plate Offsets MY): f 1: -1-1 ,0-1-aL {5:0,2-1 , -1-8� LOADING (psf) T LL 35.0 Roof now=. 0) TDL 8.0 BOLL 0.0 LCL 8.0 LUMBER TOP CHORD BOT CHORD WEBS PITA 2-0-0 Plates Increase 1.1 Lumber Increase 1.1 Rep Stress Iver YES Code IRG2003..qPI2002 X 4 SPF 1 5 F 1,5E 4 SPF1650F 1,5E 4 SPF Stub/ltd *Except* W8 2 X 4 SPF 16 OF 1.5E 9 f 1 TG O.85 BG 0.40 B 0.62 (Matrix) REACTIONS (Ib/size) 10_924/0-3-8,6=924/Mechanical Max Horz 1 =- 75(I oad case Max Upliftl 0=!-94(I a ad case ), 6;---34 (load cas e ) Max Gray 10_924(load cele 1), 6=1 80(load case ) 4-10-6 DEPL Vert(LL) 'e r (TL.) Herz(TL 10.00 1 in -0,11 -0.17 0.14 BRACING TOP CHORD ET IBRD WEBS FORCES Ob) - Maximum ompr soon Ma imum Tension TOP CHORD 1-2=-545/9712-3---727/9213-4;---1452/4514-5=-2807/33P 5-6=-1308/61. 1-10=-884/112 IC) 7- '-8 6 6 3x4 -11-1 /deft Ud 240 ISO n1a Tue Mar 28 07,46-18 2006 Page 1 PLATES 1T0 `eight; 106 Ih FLIP 1 97/1 44 Scale - 1 :5. Structural wood sheathing directly applied or 4-0-2 oo purlins, end verticals. Rigid ceiling directly applied or 10-0-0 ee bracing. 1 Rory at rn idpt - , 3-91 1-10 BOT M RD 9-10=-110/28018-9=0/97!5,7-8--0/197716-7--26/134 EBS 2-9=-36/2775 3_9=-937/150P 3-8=0/5273 4-8=-1094/1141 4-7=0/7611 5-7=0/2031, 1-9=-56/652 NOTES 1) Wind: ASCE 7-98; 90mph, h;--25ft, T C L= .8p f; B L L=4. p f; Category II; Exp C;enclosed, MWFRS interior one; Lumber DL=1.33 plate grip DOL=1,38, TOLL: ASCE 7-98; Pf=35.0 p f (flat roof snow); Exp ; Fully Exp. Unbalanced snow leads have been considered for this design. 4) Thi true has leen desig ned f c r a 10.0 p f bottom chord five load non oncurr nt with any other five loads. 5) This truss rewires ,plate inspection per the Teeth Court Method when this truss is chosen for quality assurance inspection. Refer to girder(s) for truss to trues connections. 7) Provide mechanical connection (by ethers) of true to bearing pate capable of withstandIng 94 Ih uplift at joins 10 and 34 Ib uplift at joint 6. This true Is designed in a.eordance with the 2003 Intern tiona[ Residential Code sections R502.1 1.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard except fuss Truss Type --Qty FI 106898 E15ROOF TRUSS I UUN, UUW-'U t N I ti-1�, Irmo �- ails, 0 83403, Robin 1-4-0 ow 8-6-12 , 12-10-1 3-10-8 4-3-14 RE ,/ i R ICKIEJEN EN/ 427/EJ(1D)R 1 ��� �tronoc � tionai 6.200 s Feb 11 2005 M[Tek Industries, Inc. 22-0-14 m1dwe 2-A11- -1 - Tue Mar 28 07.4619 2006 Page 1 -11-0 MOM 8-6-12 Plate Offsets (X,Y): [2:0- - ,Ed ], [9,0-3-4 0-1-8 L :0, -40-1- L ADIN (psf) TOLL 35.0 (Roof now -35.0) TCL 8.0 BOLL 0.0 BOOL 8.0 LUMBER TOP H RD POT CHORD WEBS SPACING -0-0 Plates Increase 1.1 Lumber increase 1,15 Rep Stress Incr YES Code 1 R 20 0 /T.P 12002 --12 2-11- 0 10,00 1 2 0-11-0 10 .4 Scale = 1:66.1 CSI D EFL in (loc) I/d fl L/d PLATES GRI P TC 0,56il ert(LL) -0.41 13-14 01 240 MT20 197/144 BC 0.83 Ve rt(TL) -0.67 11-13 >545 180 MT 0 H 148/108 VV B 0.96 Horz(TL) 0.39 10 n/a n/a (Matrix) Weight: 144 Ib 2 X 4 SPF 1 -OF 1,5E 2 X 4 SPF 165OF 1,5E 2 X 4 SPF Stud/Std *Except* W1 0 2 X 4 ,FBF 165OF 1,E, W3 2 X 4 SPF 165OF 1.5E 7 2 X 4 SPF 165OF 1,5E, W9 2 X 4 SPP 165OF 1.5E REACTIONS (Ib/size) 2=1700/0-5-8, 10=1554/Mechanical Max Horz 2=2(load case Max U pI ift =1 59(1 o d case 7), 10 (load case M ax G rav 2=21. (load case 2), 10.-171 (load cage BRACING To PHORD Structural wood shoathIn diroctl applied or 2-9-8 oc purlins, except rid verticals, BOT CHORD Frigid ceiling directly applied or 10-0-0 cc bracing. LABS 1 Flow at midpt 5-13F 7-1 FORCES (lb) - Maximum Compression/Maximum Tension TOFF CHORD 1-2-0/ 5, 2-3;---4762/248) 3-4---4059/186, 4-5;=;-4913/3141 5-6=- 1671/1 , -7=-1692/1855 7- T- 20/2 15,13, 8_9=-3822/126, -10=-1 7110 BOT CHORD 2-14=-283/4 93, 13-1 4= - /1934, 12-13 =-17/16241 11-12^-17/1624, 10-11=-34/1 61 ERS 3-14;---658/1661 4-14--2318JI22 , 5-14;---202/31681 5-13---1446/1999 -1 - 145/1596, 7-13=-952)'l K 7-11 =-14 /19611 -11--524/172, -11 -30/281 NOTE 1) ''Find© ASGE -98; gomph; h-2 ft; T DL=4. psf; B DL=4. psf; C2tegory Il Exp ;enclosed; MWFRS interior zone; Lumber SOL=1.33 plate drip [SOL=1 .. 2) T LL: ASCE 7-98; Rf=3 . psf (flat roof snow); Exp ; Fully Exp. 3) Unbalanced snow loads have been considered for this design. 4 ) TIS Is truss has been designed for greater of mire roof live I o.ad of 20.0 psf or 2.00 times flat roof load of 35.0 psf on overhangs non -concurrent [th other fico loads. This truss has been designed for a 10.0 psf bottom chord live load anon on urrent with any other Jive loads. All plates are MT20 plates unless otherwise indicated. 7) This truss requires plate Mpection per the Tooth Court Method when this truss is chosen for quality assurance inspection. 3) Defer to girder(() for truss to truss connections. Provide mechanical connection (by others) of truss to bearling plate capable of withistandIng 159 Ike uplift at joint 2 .arid 82 lb uplift at joint 10, 10) This truss is designed in accordance with the 2003 International Residential Code sections R502.1 and R802.10_2 and referenced standard AIR I,TPI 1. LOAD CASE(S) Standard juU truss E1 Truss Type UUP UUMFUNEN I - I F, Idaho Falls, ID B3403, Robin -1-4-0 4-8-4 1-4-0 -3-4 ROOFTRUSS Qty 1 Ply 1 I I Job R- r n e gption l) 6.200 s Feil 11 2005 M. -Tek Industries, Inc. Tue Mar 28 07,46:21 2006 8-6-12 12-4-14 16-3"-0 13- - 22-6-10 -11-3 -11- r 3-10-8 3-10-2 3-10-2 1-11- 4-4.-10 4-4-10 3-11-1 &6 _ 7 10.OG0 12 11 3x4 II 3--1 _-1 - 16-3-0 1 --0I --1 Ud -11-3 30-11-0 16-17 7-8-4 1-11-0 4-4-1 -0.571 4-4-1 3-11-13 Plata Offsets ., :0--, Edge], [10:0-3-4,0-1 -81 LOADING (psf) TOLL 35.0 ( Roof S now=35.0) T D L 8.0 BOLL 0,0 EDL 8,0 LUMBER T P HOFSD BCT H RD "EBS. SPACING 2-0-0 Plates Incre2SO 1.1 Lumber Increase 1.1 Hep ;stress Incr YES Code iR0 3 TP1 00 CSI TG 0.83 SC 0.75 B 0.85 (Matrix) X 4 SPF 16 OF 1.5E X 4 SPI` 16 OF 1-5E SPF Stud/Std *Except* X 4 SPF 165OF 1.5E r W4 2 X 4 SPF 165OF 1,5E E W11 2 X 4 SPF 165OF 1. E REACTIONS (Ilb i e) 2=1700/0-5-8, 1 1;-_1 554IMachanical Max H orz =244(1 od case MaxUplift =-1 7(load case 7), 11=- load case M ax Gray 2=18 (load case ), 11-1554 (load case 1 D EF L in (lo I/d f l Ud 'art(LL) -0.33 16-17 >999 240 Vert(TL) -0.571 -17 >642 180 Harz(TL) 0.36 11 n a n/a BRACING TOFF H R BOT CHORD WEBS PLATES MT20 I'T0H Weight: 163 Ib R« 197/144 148/10 Page 1 Scale: 3/16'2=1 Structural wood sheathing directly applied c r 3-1 -8 oc purlins, end verticals. Rigid ceiling directly applied or 1-0-0 oc bracing. 1 Row at m idpt 7-16 FORCES 0b) - Maximum ompr ion/' a imum T n icn TOP CHORD 1-2=0/65 -3-_-4233/244} -4=-363911 8, 4-5=4386/295, 5-6=1814/172, 6-7=-1305/165, 7-8=-1 768/17 , 8-9=-231 6/1315 -10=-3627/1 45, 10-11 1566/10 7 BOT H RD -17=-270/3911 P 1 -17=-78/1887, 15-1 =-1 j 1259, 14-1 =0/1700, 1 -1 4;-_0/1 700 t 1 -13=-58.26291 11 -1 -29/135 WEBS3-17=-5571'163, 4-17--2020/208, 5-17=-183j2730, 5-16=-1246/184, 6-16==z-88/8435 7-16=-201/550P 7-15=-94/6621 8-15=-829)144, 8-13=-131577, 1031126P 9-12=0/964, 10-12---42/2742 NOTES 1) Wind: ASCE 7-98, rriph; h= ft; T DL_4. p f: B DL=4.8p f, Category II: Exp ; enclosed; MWFRS interior zone- Lumber DOL=1.33 plate ate r i p CS L=1,. . TOLL: ASCE 7-98) Pf=35.0 psf (Vat roof snow); Exp ; Sheltered Unbalanced snow loads have been considered for this design. 4) This true has been designed for greater of min roof Vve load of 20.0 psf or 2.00 times flat roof load of 35.0 psf on overhangs non -concurrent with other live lads. Provide adequate drainage to prevent water ponding,. This true has been designed for a 10.0 psf bottom chord lave load n recon urr nt with any other live loads. 7) All plates are MT20 plates unless otherwise indicated. This tru.ss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection, Refer to girders) for true to truss connections. 10 Provide mechanical connection (by others) of true to bearing plate capable of withstanding 157 Ib uplift at joint 2 and 79 lb uplift at F oint 11. 1 1) This truss is designed in accordance with the 2003 International Residential Code sections R502.1 1.1 and R802.10-2 and referenced standard ANSlrTPI 1, LOAD CASE(S) Standard except Job '06898 Fr u s E17 Truss Type STOCK COMPONENTS -IF, Idaho Falls. IIS 83403, Robfn 1 6 ROOFTHUSS Ply REX./MARK&V ICKIEJE1 EN - }EJ(IB)F# 1 r 1 R Job ]deference 0 tional 6.200 s Feb 11 2005 MiTek Industries, Inc. Tue Mar 28 07:46:23 2006 _ 20-2-0 -11- 0-11- �ti L WO WISH 5 -11-0 6.1 0 MT1SH= 0 3-11-13 10.001 1 - 20-2-0 L 6-11,3 o-11- --1 -11-0 Plato Offsets (X, '): j :o_ - F_d o 5. -6-8,0-1-81, [6:0-5-12,001-1 LOADING (psf) T L L 35.0 ( Roof S now=35.0) T f L 8.0 LL 0�0 BDL 8.0 LUMBER TOE H RD BOT CHORD WEBS SPACING 2-0-0 Plates Increase 1.1 Lumber Increase 1,15 Rep Stress In r YES Cede [R 003 TPI 00 4 SIPF 1650F I.SE 4 SPF 1650F 1.5E 4 SPF Stud/Std *Except* 8 2 X 4 SPF 165OF 1,5E REACTIONS ([b/size) =170412-11-8, =1 43fff to hanioal Max Herz =208 (load case Max U lift --1 760cad ease 50, 9=-71 (load case Max G rav 2=1 0(Icad case ), 9=188 (load ease TC 0.70 BC 0.75 B 0.66 (Matrix) DEFT, rt(LL) Vert(TL) H orz('T L in (loo) I11d fl Lid 11 'LATE -0.29 18-14 >999 240 MT20 -0.50 -14 >737 180 I"T1 8H BRACING TOIL HOR D BOT CHORD WEBS ymUMFR mg 9 3x4 11 RIP 197/144 197/144 Page 1 Scale = 1.60.8 Ln Ir - 16 Structural wood sheathing directly applied or 3-1-2 oc purlins} end verticals. Rigid ceiling d i reedy applied or 10-0-0 oc bracing. 1 Row at midpt 4-1316-13P 7-11 FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2;--0/65P 2-3---4310/2211 3-4=-3840/176, 4-5;---2359/133F 5-6=-1 670/155* R7-208 /108 -8--384311461 8_9=-1 637/86 BOT CHORD 2-14=-266/3966113-14=-1 96/36029 12-13=-2711471111-12=-27/14711 10-11=-72/2792, -1 a--13/92 EBS -14 -400/1 63,,, 4-14=0/28 , 4-13=-2160/18615-13--38/815,6-13--191/523, -1 1= 1"55317-11--1429/1941 -10=0/1037 0=-67/2945 NOTES 1)Wind- ABLE 7-98; omph; h= ft; T DL=4.Sp f r B DL=4.8p f; Category Il; Exp ; enclosed; MWFRS interior zona; Lumber DOL --1.33 plate grip E L-1. . T° LL: ASCE 7-198; Pi=3 ,0 psf (flat root snow); Exp a Sheltered 8) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 35.0 psf on overhangs non -concurrent with other live loads Provide adequate drainage to prevent water ponding. This true has been designed for a 10.0 psf bottom chord lire load non o nou rrent with any other live loads. 7) All plates are I T o plates unless otherwise indicated, I) This truss requires plate inspection: per the Tooth Court teethed when this truss: is chosen for quality assurance inspection. Refer to girder(s) for truss to truss connections., 1 ) Provide mechanical connection (b ethers) of truss, to bearing plate capable of withstanding 176 Ib uplift at joint 2 and 71 lb uplift at joint 9. 11) This true is designed in accordance w[th the 2003 International Residential Cede sections R502.1 11 rid R802.10.2 and referenced standardANSI/TPI 1. LOAD CASE(S) Standard except ;Job I Truss I Truss Type ; Qt's Ply Qssgs Ess I Roos muss � STOCK COMPONENTS -IF, Idaho Falls, ID 83403, Robin REXJIVIARK&V I CKI EJ E I E 1,` - 71"EJ(ID) R Job Reference /optional 6.200 s Feb 11 2005 kfiTek Industries, Inc. Tue Mar 28 07;46:24 2006 Page 1 2-2-0 4-0-9 9-9-0 14-8-8 19-8-0 24-5-3 28-5-0 5-8-7 5x6 = 1.5A 11 4-11-8 Sx6 — 4 5 6 4 -- 3 � X5 � -0 9 II O-- 4-0- -'-0 , 14-- 19-8-0 4-- 28-5-0 W16=616 4 O A Plate Offsets X.Y)- [4:0-3-040-2-11, [6,0-3-0 -2-1], [8:0-3-4,0-1-8] LOADIN 8:0- - 0-1- LOADIN (psf) TOLL 35.0 (Roof Snow; -_35.0) T DL 8.0 ELL 0.0 RL 8.0 LUMBER TOP CHORD BOTCHORD WEBS SPACING -0 Plates Increase 1.1 Lumber Increase 1.15 Rep Stress I n r YES Code I R0/TR 12002 °1 TC 0.82 BC O� 1 R 0+75 (Matrix) X 4 SPP 1650F 1.5E SPF 165OF 1.'F 4 SRF Stud/Std *Except* 4 2 X 4 SPF 1 5OF 1,5E, W5 2 X 4 SPF 165OF 1.5E W12 4 SPF 1556E 1.5E W1 2 X 6 EBF I o. 4 SPF 165OF 1,5E REACTIONS (lb/size) 17;--1430/0-5-81 9=1.430/Mlechanicall M ax Hort 17=1 97(l o ad cas e 5) MaxUplift1 --5 (load case 7), 9;_-51 (load case ) M ax G rav 17=1561(Io ad ease ), =1 (load case 4-11- sm DEFT. in ioo) I /def I Ud e rt(LL) -0. 14-15 >999 240 ' ert(TL) -0.53 14-15 >640 180 Hor(TL) 0.65 9 n/a n/a BRACING TOP H RD E T H RD Nv i . PLATE, MT20 Weight: 139 Eb GIMP 197/144 scale M 1.4' Nt Structural wood sheathing directly applied or 2-5-6 oc purlins, end vertica,ls. Rigid ceiling directly applied or 10-0-0 cc bracing, Except: 8- 10-10 oc bracing: 15-1 -_0 oc bracing: 14-15. 1 Row at midpt -14 FORCES (1b) - Maximum Compress[on/Maxi mum Tension Tt P H RD 1-2=-3423/441, 2-3=-6088/784, 3-4z;:;-2503/2251 4-5=-1884/18115-6=-1885/181, 6-7=-2286/113, 7-8=-3755/82, 8-9=-1651/771 1-17---1718/229 ESOT CHORD 16-17;--y 78/ 5 , 15-1 =- 4 1� 3 40, 14-15;-704'43855 13-14;---225/1781, 12-13=-91/1639511-12=-1 x27041 1 0-11=-1 9/27045 9-10-- -25/1 WEBS 2-16;---1 3144116 1 -15=-254/2209, 3-15=-412/2556, -14=-2658::491, 4-14=-66/7381 4-13=-1 62/5761 5-13=-61011381 6-18=-1 54/695, 6-12=-7/582, 7-12=-1 157/129, 7-10-0 992, -1 0=12/2811, 1-16=-303/2444 2444 NOTES 1)Wind: ASCE 7-98; 0mph ; h5fta T DL; -_4.5p t R DL= .8psf; Category 11.5 Exp enclosed; MWFRS interior zone; Lumber DOL=1.33 plate rip COOL=1. . TOLL: ASCE 7-98; Pf 5. psf (flat roof snow); Exp ; Sheltered Unbalanced snow loads have .leen considered for this design. 4) Provide adequate drainage to prevent water ponding. This true has been d8si nod for a 10.6 psf bottom chord live load nonconcurrent with any other live loads. This true requires plat inspection per the Teeth Count Method when this truss is chosen for quality assurance Inspection. 7) Refer to Erder() for truss to truss connections, Rearing at joints) 17 considers parallel to grain va[ue using NSI -ISI 1 ogle to grail formula. Building ale E n r should verify capacity of bearing surface_ Pravide mechanical connection (by others) of truss to beari ng plate capable of withstanding 56 Ike uplift at ,point 17 and 51 Id uplift at joint 9. 1 ) This truss is designed in accordarice with the 2003 International R sIdential Code sections R502.1 1.1 and R802.10.2 and referenced standard AIS I/T P 1 1, LOAD CASE(S) Standard Irr except .Jab r 06898 Truss Truss Type E19 ROOFTRUSS STOCK MP04 IT -lFa Jdeho Fall,, JCS 8240 , Robin -- 1-10-8 -- -- S6 4 aty Ply ' REX,/ RK&VIC IE,JEN EN EJB LI 1 1 jOb Reference (optional I 6.200 s Feb 11 2005 M iT k Industries, ] n e. due Mar 28 07:46-127 2006 Fa e 1. a 1.5x4 21-8-p 22_4 6-11-8 f 4x4 11 13 5X6 -- 7-9-0 -Plate Offsets ,' ). [4:0-3--010-2-1], .0-4-0, -1 LOADING (psf ) SPACING 2-0-0 (RoofSnow--35.0) Plates It`s r as 1.1 TCDL 8.0 Lumber Increase 1,15 BOLL 0.0 Rep Stress Incr YES B DL 3.0 Code 1RC200171`1 0g LUMBER TOP CJ ORD 2 X 4 DF 240OF 2.OE 'Except* T3 2 X 6 DF No.2 BOT CHORD 2 X 4 SPF 1650F 1.5E VERS 2 X 4 SPF Stud/Std 'rExeepf* W1 2 X 6 DF No.2 Cl TC {x.89 BC 0.60 B 0.99 �Matri ) REACTIONS ([b/size) 13=1126/0-5-8p8=1126/0-5-8 Max Horz 13.1 load ease 7) Maxpli tl 3=- 3(load case ), 3y-1 (load case Max Grav 13=11 (liod ease 1), 8=1 285(load ease 3) -11- -- DEFL in (Ioc) l/dfJ' '(LL) -0.1510-11 >999 240 'rt(TL) -0.26 10-11 >999 180 Ho r (TL) 0,27 3 n/a n1 BRACING TOPCHORD BOT CHORD WERE PLATES GRIP MT20 197/144 Weight: 111 IIS Scale = 1:41.0 I,;t Structural wood sheathing directly applied or,3-10-12 0c purlins, except end verticals. Rigid ceiling directly applied or 9-4-3 cc bracing. 1 Row at m idpt 4 - FORCES (Ib) - Maximum ornprassinon/ Iairnu Tension TOP CHORD 1-2=-623/133.% -3:---3839/710, 3-4--1367'292, 4-5=z-1 608/238,5-6--1604/2375- '-8 i 55 7-8=-124/319 BOT CHORD 12-13=;-515/1 943, 11-12=-531!2029, 10-11 393/2736, -10=-259/1409,8-9=-44/296 WEBS 2-13=-2091/33 93 2-12---108/44, --11:=-23 7/1454, -11=-369/1640, 3-10 -1449/364 4-1 - -75/6211 4-9=-231/3281 5-9=-834/181, - =-225/1 ', 6-8=:;-1 558/317 NOTES. 1 Wind: ASCE 7--98; 0mph; he ft; T DL=4,3,psf; BCL L= .3psf; Category J J Ex Q enclosed; l l= DIOL=1 . plate grip DOL=1.3`— a interior zone; Lumber T LL.: ASCE 7-98; Jif -35.0 psf (flat roof snow); Exp C; Sheltered 3) Unbalanced snow leads have been considered for th s design. 4) Provide ad'equate drainage to prevent water ponding. truss has been designed for a 10,0 p f bottom chord lige loath noncon urrant with any other We loads. This truss requires plate inspection per the Tooth Count Method when this truss is chosen f ) Bearing t joir�t(s) 1 considers parallel t� rats J quality �[.��� I���r��. p g a ue using N I/TPI 1 eagle. to gain formula. Building designer should verify capacityof bearing surface. �' 3} Provide mechanical eanneCtiDn (by others) of truss to bearinglate capable of Frith � . . joint 8. p p tr�d�r�g �3 Ib upJPft t�oir�t 13 end 1 fb uplift �t This truss is designed in accordance with the 2003 1'n"te rn ati o ria l Residential Code Sections 8502,11.1 and R802.10,2 and referenced standard I/TPJ 1. LOAD CASE(S) Standard iJob 106898 STOCK E %1 PO E1 T -1 F, Idaho Falls, ID 83403, Robin -1-4-0 T4 -o Truss Type BF TP USS --0 6x8 MT 1 SH a Qty 1 I .REX./'M IC ' 1 fel EJ ENSEN/ - 7/EJ(I ) P Job Reference (optional) 6,200 s Feb 11 2005 M!Tek Industries, I nc-, 14-6-0 Tue Isar 28 07:46;28 2006 Page 1 .15-10-0 t;ale, = 1 :?4,1 Plate Offsets ,` ). [ : - - , [4=0- - ,Edq LOADING (pst) TOLL 35.0 Roof now=. ) TDL 8,0 BELL 0.0 -BCDL 8.o SPACING 2-0-0 Plates Increase 1.1 Lumber Increase 1.15 Rep ,stress Incr YES Code IRC2003fTP12002 7-3-0 14-6-0 --o i TC 0,61 BC 0.52 WB 0,55 (Matrix) 7-3-0 6 C4 DEFL in (loo) I/d fl L/d PLATES GRIP E?rt(LL) -0,16 2-6 >999 240 MT20 197/144 Vert(TL) -0.25 2-6 >667 180 N4T1 8H 197/144 Hc)r (TL) 0.10 4 nae . n/a. LUMBER BRACING TOP CHORD 2 X 4 SPF 210OF 1.8E TOP H RL B T CHORD 2 X 4 SPF 165OF 1.5E BOT CHORD WEBS 2 X 4 SPP Stud/Std WEDGE Left. 2 X 4 SPF Stud/Std, fight: 2 X 4 SPF Stud/Std REACTIONS ((Ib/size) 2--t:859/0-5-8, 4=85,9/0-5-8 Max Harz 1 (load case ) MaxLlplift �-1 0(load case 7), 4�-100(10 d case ) M ax G rav �1070(load case �, 4=10 (load case ) FORCES (lb) - Maximum Compression/Maxim u m Tension TOFF CHORD 1-2;4/1 37F 2-3=;-1 375/1 4, -4--1375/50, 4-5-0/137 BOTCHORD 2-6=0/1&04P4-6;_-0/1004 WEBS 3-6= W 1 I Weight: 50 ib Structural wood sheathing directly applied or 4-10-3 oc purlins. Rigid ceilln directly applied or 10 -0 -0 qoc bracing. NOTES 1) Winn: ASCE - 8,y 90mph; h= ft; TG DL.=4. p .f; E C DL4. p f; Categor fl, E ; enclosed; M F R S DOL -1.33 plate grip LCL=1 .. �rltrirzo rr; Lir TOLL; ASCE -98; Pf=35.0 p f (flat roof snow); Exp Q Fuffy E Unbalanced snow loads have been considered for this design. 4) This true has been designed for greater of min roof I ire 1a ad of 16.0 p f or 2.00 ti rhes flat roof load o f. 0 f non concu rrent with other five loads. p on overhangs This truss has been designed for a 10,01 p f bottom chord live load n n onn u rr nt with any other live load's. All plates are MT20 plates unless otherwise indicated. This truss requires plate inspection per the Tooth COunt Method when the F N tau ichosen for quaJrt assurance inpVor1_ Bearing 2t joint() 2, 4 con sfrders paralJe1 to graln value using AN S ITP l 1 angle to graln formula. Bu-iIdin .pact of bearing surface. h7 u� ref Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint - joint 4. 1 t o 1 Ib uplift t 10) This true is designed in accordance ith the 2003 International Residentlal Code sections R502,1 1.1 arid f referenced , tan lard Aid lel P' 11,� .1 �, and LOAD CASE(S) Standard Jab TrUss Truss Type qty Q689a �E20 � ROOF TRUSS I UGK COMPONENTS -IF, Idaho Falls, ID 83403, Robin In 0 Ply C JOE ./MAR I fel EJEN E/-27ie2J[D) R Job Reference (q,pt-lonai) �. 6.200 s Feb 11 2005 MiTek Industries, I r CF Tuc Mar 26 07:46:29 2006 Page 1 2-2-0 4-0-9 8-1-8 , : 10-6-0 16-4-0 22-5-8 2-2-Q 1-10-8 4-0-1 -4- 8x10 MT18H 11 -10- e e, 5X6 4- 14 Or5-18 --° 0-5-81-8-8 4-0- 1-10- * ee, 4-0-1 Plate Offsets (X,). [5.0-5-0,0-2-0], [1 0. --,Edge LOADING (psf) TC LL 35.0 (Roof Snow; --35.0 T DL 8.0 B LL �0 BIL 8.0 1,UBER TOP CHORD BOT CHORD WEBS SPACING .2-0-0 Plates Increase 1.1,E Lumber Increase 1215 Rep Stress Inr YES Cade IFS 00 fTP [ oo 10-6-0 1 TG 0.70 BC 0,61 E 1.00 (Matrix) 4SPF 1 OF 1.,E 4 SPF 1 650 F 1.5E X 4 SPF told/Std *Except* W12 2 X 4 SEF 1650F 1.E, W8 2 X 4 SPF 165OF 1.5E 10 2 X 4 SPF 165OF 1,5E, W1D 2 X 4 SPF 165OF 1.5E 1 2 X 6 DF No. REACTIONS (lb/size) 8=1126/0-5-85 14=1126/0- -8 Max Hort 14-1 (load case MaxH g I ift8�-14 load case ), 14=- ( load case 8) Maxrav 8=1477(fcad ca -se 8), 14=11 6(load case 1) 5-10-0 DEF 10- EFL in I o) 11def I Lid Vert(LL) -0.80 -10 >892 240 ert(TL) -0.49 9-10 >540 180 Hor f TL) 0.86 8 n/a n/a BRA 1N Toles CHORD 6 T H RD -- I 11 PLATES GRIP MT20 1971144 T18H 197/144 Weight,.- 102 Ib Scale = 1:44.3 Structural wood sheathing directly applied or 3-3-3 oc purlins, except end verticals. .Rigid ceiling directly applied or 10-0-0 oc bracing. FORCE, Ob) - Maximum Compression/Maximum Tension T F' H RD 1-2---593/11212-3=-3940/52453-4!!=:-1755/1 p 4-5=-3681/3551 5-6=-26821269, 6-7=-2678/268, 7-8---.;-1 412/1 1 a 1-14=-548'`1 0 BOT CHORD 18-14:-446/ 1 F 12-13=-452/20471 11-1 =-475128375 10-1 1=-1 ?'18,4 , 9-10;---28012854) 8-9=-1 7/1 WEBS 2-14=-216&'2579 -18=-1 041'28F 2-12=-164A 4921 3-12=-284/1661 ] -11 =;-1687/355,- 4-11;---94/6171 4-1 =-246/3080, 5-10=-2756/269P -z---499'931 6-9=:7-873/16317-9=-271/2714 MOTES 1) Wind- ASCE -98; 0mph h= ft; TCDL -4. p f; E3 f L=4,8psf; Category II Exp ; enclosed, MWIFIRS interior zone; Lumber DOL=1 a 8 plate rip D L 1. 8. TOLL: ASCE 7-98; f=35.0 p f (flat roof snow) Exp ; Fully Exp. Unbalanced snow loads have been considered for this design. 4) Provide adequate drainage to prevent water ponding. This truss has been designed for a 10.0 p f bottom chord live lead nenoonourrent with any other live loads. All plates are MT20 plates unless otherwise indicated, This truss requires plate inspection per the Tooth Court Method when this truss is chosen for quality assurance Ins eetiorl. 8) Rearing at joints) 14 cons[ders parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacitycapacIty of bearing surface. ) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 147 lb uplift at joint 8 and 33 ib uplift at joint 14. 10) This truss is designed in accord'ance with the 2008 International Residential Code sections 8502.1 1.1 end R802.10.2 and referenced standard ANSVTPI 1. LOAD CASE(S) Standard Job Truss True Type Ply R EX./l`0ARK&V I C KI S"FN1 - 7,, ( ) 898 E21 ROOF TRUSS 1 T f M P I ENT -I F, Idaho 1= a, Isp 11) 83403, Robin � F Job Refer r� e odo nal 6,200 Fab 11 2005 M iTek Industries, Inc. Tue Mar 2 0 7.46`32 2006 Rage 1 5 6-3-11 10-7-8 14-11-515-,Q-0 20-10-10 6-3-11 4-3-13 4-3-13 -0-11 5-10-10 6x6 4A 5X1 -m 4 3x4 --4 _ 1-4-1 1.5x4 11 SX10 _ 4--1 40-2-0 a � Y , L5X _ 3x4 ; _ M _ 3x8 = 4 . 1.5x4 1 1.5x4 I -10-10 --11 8-7-1 o 5-11-5 P'late -11- P°late Offsets , 2:-2-15,Ed el, f4:0-4-8,0-3-0], [7:0-5-12,10-1-011 F : - --4,Ed e e LOADING (p f) in (fee) I/d'ef I TALL. �{� SPACING 2-0-0 S 18-19 (Reef naw= .O) PI'at s Increase 1.15 TC 0.70 -0,.21 TL Lumber Increase 1,15 E O,4 Harz(TL) LL �,� Rep ,trey Iver E '�'� B .80 n/a BCL .ode I2,T122latri. 4 SPF Stud/Std *Except*. -2-0 -1-1 1-4-12 '1 ! 5-10-1 -1-1 DEFL in (fee) I/d'ef I LJd Ver`t(LL) -0.09 18-19 SRF 165OF 1..E "Except* 240 Vert(TL) -0,.21 18-1 X 6 DF No -2 180 Harz(TL) 2 X 4 n a n/a LUMBER BRACING. TOP CHORD 2 X 4 SRF 165OF 1..E "Except* TOS' H RC T2 2 X 6 DF No -2 BOT CHORD 2 X 4 SPF 165OF 1.5E E T CHORD WEBS 2 X 4 SPF Stud/Std *Except*. 42 X 4 SPF 1650F 1. E, W4 2X 4 PF 1650E 1.5E WEBS 2 X 4 SPF 1650F 1. E, W8 2 X 4 SPF 16.50F 1.5E 1 2 X 4 SPF 1 5OF 1. Ep W5 2 X 4 SPF 1650E 1.5E REACTIONS (Ib/size) 20=1258/Moc han i cal, 13=2321/0-5-8, -621/0- - Max Hort 2 =-2 (foal case 51. Max UPIM20=106(load case! ), 13==;-1 890oad case 8), =-1 05(load case Maxra 2 =12 (laani case 1), 13=2901 (load case ), 9= 4(load case ) PLATES IT20 Weight: 253 1b GRIP 197/144 6 Structural wool sheathing directly applied ior 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 cc bracing, Except. 6-0-0 cc braern: 12-13. 1 R ow at micipt 2-19, 3-19, 4-15, 5-135 6-13, 7-1 FORCES (Ib) - Maximum crupres icon/ l.a rrnum Tension TOPCHORD 1-2=-960/13312-3=-620/152, 3-4=-887/172, 4-5---510/161, 5-6=-9/30256-7--9/302,7-8;-_-54/411, = - - 21}f 4 -10=011 4511 1- -'l 208/127 ROT CHORD 19-20=-1 20/2755 1 -1 =.-157/830) 17-18--149/878, J6-17=;-_-1 49/87 p 15-16=-1 491 7 , 14-15=-94/510, —15`-y4{510, 1dT_'4/L1 01 12-13--175/211,11-12;--0/313, 9-11=0/313 "SEES 2-19=-163/23813-19=-617/1105 3-18=-38/13014-15-709/1069 5-15=-36016831 5-13=-1594/2201 94/220 6-1 ^-4 83/1351 7-1 =-909/1073 -12=-59/40511 -1,2=' /144p -11=0/ 42, 1-19=-35/7351 4-17=0/1 76 NOTES 1) Wind. ASCE 7- ; 0mph; h=25ft; T L L=4, p f; B C L=4. ,p f ategory Ila Exp ; enclo eol� MWFRS interior zone; Lumber DOL=1.33 plate grip DOL=1.3-3. 2) TOLL, ASCE 7-98. Pf=35.0 p f (flat mef snow); Exp , Sheltered Unbalanced snow loads have been considered for this design. 4) This true has been designed for greater of rnirn roof live load of 16.0 p f or 2,00 tirnes flat roof load of 35,0 psf an overhangs non -concurrent with other I,jve loads. Provide adequate drainage to prevent water ponding, This truss has been designed for a. 10.0 psf bottom chord live lead nonco Curr nt with any other live reads. This truss requires plate inspection per the Tooth Count Method henhi f truss rs- chosen for quality assurance �npetiorr. 8) Refer to girder(s) for truss to truss eon neet[on , Provide mechanical connection (by oth rs) of trul.ss to bearing p late capable of ithstalndin 106 I joint 1 and 10 lb uplift at joint. l� b �pfrft at ��int �, 1 � fb up lift �t 10) Th is truss is desig ned in accordance with the 20 03 ! ntern of on al R es ldentl al Cede sects o ns R5 0 ,1 1.1 a rid R 802.10.2 an d referenced standard I I)7 P 11, LOAD CASE(S) Standard lJob TruS, 06898 E1 STOCK COMPONENTS -IF , ' dahc) Falls, ID 834031 Robin Plate Offsets , LOADING . (psi) TG LL 35,0 Roof now=. o) T DL 8.0 BELL 0.0 RDL 8,0 LUMBER TOIL HRCT T CHORD WEBS Truss Type ��,, Ply ROOF TRESS � 2A 11 8X-5 1 -10-1 REX./ ARK&VI K.lEJECJSE / - 7/Ed(iD)R 1 I Job Reference optio[j 6.200 s Feb 11 2005 MITekIndustries, l,nr,. 15-2-8 DEFL-.- 7-1=1 t 3 x 4 - R4 = I.5x4 11 2-.0-1-11 lEd e [5:0-0-11,0-0- SPACING -0-0 Plates Increase 1.15 Lumber Increase 1.1 Rep Stress Ines YE Code lRG21D03,,TP120Q2 4 DF 240OF 2,OE "Except* T1 2 X 6 DF io. 4 SPF 1650F 1.5E SPF 1 5OF 1.5E 'Except' 4 2 X 4 SPF Stud/Std, W5 2 X 4 PF Stud/Std REACTIONS (lb/size) =812/0- -8, 3=844/0-5-8 Hort 8=- (lo d case Max U pl iftE3=- 100 cad ease 8) Max Grav 5=1 030 (load case , =944 (load ease ) --1 csi TC 0�52 BC 0.32 WS 0.33 (Matrix) FORCES (ib) - l a [mum CornpressionlMaximum Tension TOP H RD 1- =-112/3271 1- =-111, - =- /` , -4=-271;/0, 4- =-945'`0, - =;0/1 BOT H R D , =-10/ 1, 7-i = /538, -7=0/538 EE 2 -9 -:z -329/104P 104, - =-36911 , 4-8=-733/17814-7;-_0/26 NOTES 15-2-8 7-1-1 -- -1-1 W: 9- 6 6 Tue Mar 28 0x:4. 2006 DEiFL ars Alec) I/cfefi Lid a PLATES «' Vertu LL) -0.07 5-7 >999 240 MT20 197/144 Vert(TL) s001 -7 >999 180 Hor (TL) 0.01 5 n/a n/a Weight: 102 Ib Page 1 :ale � 1,58:2 FAIN To P H R D Structural wood sheathing directly apkpli d or -0-0 oc purlins, except end ve rti Gals. BOTCHORD Rigid celling directly applied or -0-0 oc bracing. WEBS 1 Flow at m id pt 1-9t -, 2-814-8 1 8,4- 1) `[nd; ASCE 7-9 ; 0mph; h= ft; T C L=4. p f, E DL.= .8psfCategory [[; Exp ; enclosed; MW FRS interior zone} Lumber D 0 L=1.33 pJate grip D L=1 -33. TOLL; ASCE 7-98; Pf=35.0 p t (fiat roof snow); Exp ; Sheltered Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof Ilve load of 20.0 pst or 2.00 times flat roof lead of 35,0 p f on overhangs non -concurrent 1th other' live leads. Provide adequate drainage to prevent waterponding- 6) This truss has been designed for a 10.0 psf bottom chord live load no coneurrent with any other live loads. ) ThIs tr�r requires plate inspection per the Tooth Count trod when this truss ichosen for q uait assurance npetior�. Provide mechan Kcal ccnnection (by others) of truss to bearing plate capabJe of with. tandin g 210 ld uplift t joint , � This truss is designed in accordance wifth the 2003 International Residential Cede sections R502.1 1 .1 and R802,10.2 and referenced standard ANSI/TPI 1. LEAD CASE(S) Standard Job Truss E1 -CAB STOCK IVIP NEi TS -IF', Idaho Falls, ID 83408, Robin' -0- 30 Flats Offsets (X,): LOADING (psf) TOLL 35,0 (Roof now=35.0) TCL 8.0 BOLL 0. ECRL 8.0 LUMBER TOP CHORD BOT CHORD WEBS runs I ype PIGGYBACK 4-3-13 - --13 4A = Qty Ply SEX./IVARK&VI KiEJ ENS E 13- 71EJ(ID)R ,1 1 _ .. Job Reference (optional) . -00 s Feb 11 2005 MiTeR Industries, Inc. Tue liar 28 07:46.33 2006 Page 1 --1 I 1--1 2x4 _ 2x4 0-10- _ 4-3-13 - - 8-7-10 0-10-5 3-5-8 3-5-8 -10- e fN - -U Plates Increase 1.1 Lumberincrease 1.15 Rep Stress I n r YES Code IR 2 3/TP[2002 REACTIONS (Ib/ i e) 2=407/0-5-8, 4t:=407/0-5-8 Herz 2=-7 (load case ) Max UpIM2=41(load ease 7), 4=-41 (load case ) Max rav - 00 ( load case 2), 4= 00(I oad case FORCES (lb) - Max[rn um Compression/Maximum Tension TOB GHORD 1-2;--0/3912-3=-363/24, 3-4=-363/2454-5=01/39 BBOT H RC - =0/1 , 4^ = j{1 WEBS 3-=0/1 53 GSI TC 0.34 BC 0.10 0.09 M atria) REEL Vert(LL) Vert(TL) Rorz(TL) Jn -0.00 -0.01 0,00 BRACING TOS' BIRD BOT CHORD I0C) - 2- 4 Vdef1 9 n/a ucf 20 180 n 1a. PLATES GRIPS TO 1 97/1 44 Weight: 24 Ib -0 Scale= 1 a1 8.6 tru ctural wood sh eathin g directly applied or 6-0-0 oc Purlins. R ilii d cei [i rig di redly appli ed or 10 -0-0 oc bracing. NOTES 1) Ind: ASCE 7-98; 0mph h= ft; TCDL=4. p f DL=4®p t Category II, Exp enclosed; MWFR [interior zone; Lumber DOL=1.33 p [ate grip DOL=1.33, T LL: ASCE 7-98; Pf=35.0 psf (flat roof snow); Exp ; Fully Exp. Unba[anced snow loads have been considered for this design. 4) This truss has been designed for greater of miry roof live load of 16.0 psf or 2.00 trines flat roof lead of 35.0 psf on overhangs non -concurrent `ori h other Jive loads. This truss has been designed for a 10.0 psf bottom chord live load noncon wurrnt with any other live loads. This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 41 Ib uplift at joint 2 and 41 lb uplift at joint 4. ThIs truss is designed in accordance with the 2003 Int rn ti naJ Residential Code sections R502.1 1.1 and R802.10.2 and referenced standard AN S Ir7F C 1 _ SEE Mffek STANDARD PiGGYBACK TRUSS CONNECTION DETAIL FOR CONNECTION TO BASE TRUSS LOAD CASE(S) Standard 4 SIPF 165 -OF 1,5E 2 X 4 SRF 165OF 1.5E 4 SPF Stu d/Std REACTIONS (Ib/ i e) 2=407/0-5-8, 4t:=407/0-5-8 Herz 2=-7 (load case ) Max UpIM2=41(load ease 7), 4=-41 (load case ) Max rav - 00 ( load case 2), 4= 00(I oad case FORCES (lb) - Max[rn um Compression/Maximum Tension TOB GHORD 1-2;--0/3912-3=-363/24, 3-4=-363/2454-5=01/39 BBOT H RC - =0/1 , 4^ = j{1 WEBS 3-=0/1 53 GSI TC 0.34 BC 0.10 0.09 M atria) REEL Vert(LL) Vert(TL) Rorz(TL) Jn -0.00 -0.01 0,00 BRACING TOS' BIRD BOT CHORD I0C) - 2- 4 Vdef1 9 n/a ucf 20 180 n 1a. PLATES GRIPS TO 1 97/1 44 Weight: 24 Ib -0 Scale= 1 a1 8.6 tru ctural wood sh eathin g directly applied or 6-0-0 oc Purlins. R ilii d cei [i rig di redly appli ed or 10 -0-0 oc bracing. NOTES 1) Ind: ASCE 7-98; 0mph h= ft; TCDL=4. p f DL=4®p t Category II, Exp enclosed; MWFR [interior zone; Lumber DOL=1.33 p [ate grip DOL=1.33, T LL: ASCE 7-98; Pf=35.0 psf (flat roof snow); Exp ; Fully Exp. Unba[anced snow loads have been considered for this design. 4) This truss has been designed for greater of miry roof live load of 16.0 psf or 2.00 trines flat roof lead of 35.0 psf on overhangs non -concurrent `ori h other Jive loads. This truss has been designed for a 10.0 psf bottom chord live load noncon wurrnt with any other live loads. This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 41 Ib uplift at joint 2 and 41 lb uplift at joint 4. ThIs truss is designed in accordance with the 2003 Int rn ti naJ Residential Code sections R502.1 1.1 and R802.10.2 and referenced standard AN S Ir7F C 1 _ SEE Mffek STANDARD PiGGYBACK TRUSS CONNECTION DETAIL FOR CONNECTION TO BASE TRUSS LOAD CASE(S) Standard Joh Truss Truss Type Qty 06-898 E22 LSF TRUSS 1 STOCK COMPONENTS -IF, Idaho Falls, ID 83403, Robin Ln 1 - - 1 1-10-1 --11 4--1 --1 --11 6x10 MTi sh 3A _ 5X5 2 3 4 4-10-10 Ply I R EX)MARK&VIC KI EJEN EN/ - 7/EJ(1D)R 1 Jots Reference 6.200 s Feb 11 2005 MiTek 1ndu tries, Inc. Tue Mar 28 07:46,38 2006 Page 1 --4 1 0-- -4-1 -0-1 40-2-0 41-6- 1-4-0 Scale 1-68.5 I k 3xB _ 3X8 = 4X4 _ 3x 6 _ US = M = 3AB 14-11- --1 17-0-0 -11 --4 -- -4-1 M 17 . 6 to L6I 16 Ir Plate Offsets EY B� � [2,0-6-8,0-1 -8j �. [4:�u-�+'-- 2 X 4 SPF 165OF 1,5E :��-, �d :�-4--1 �-1-1 1 �:�-�-14,x,1-14 VVEBS 2 X 4 SPF Stud/Std 'Except* ��� 4 2 X4SPF 165OF 1, E, W4 2 X 4 SPF 1 5OF 1.5E 1 2 X 4 SPF 1 6F 1,5E WEBS �r LOADING TTL SPACING -0- l [TEFL in (1o) Ildetl Lard+ PLATES FAIR (Roof f . - .00 Plates Increase '1,1 T 0.93 ' rt(LL) -0.20 10-12 800 240 MT20 197/144 T LCL Lumber Increase 1.1 � B 0.46 rt(TL) -0.44 10-1 7 180 MT1 H 197/144 BALL. , Rep Stress I ncr 'E B 0a91 Horz(TL) 0.03 10 n/a n a E LL . .0 Cade lRC2003 TP[ 00 I (Matri) Weight: 237 lb LUMBER BRACING, TOP CHORD 2 X 4 SPF 165OF 1,5E TOP H R BOT CHORD 2 X 4 SPF 1650F 1.5E VVEBS 2 X 4 SPF Stud/Std 'Except* BOT H RD 4 2 X4SPF 165OF 1, E, W4 2 X 4 SPF 1 5OF 1.5E 1 2 X 4 SPF 1 6F 1,5E WEBS REACTIONS (lbl iz 1 =1 1'Me hanical, 14=:;2431/0-5-81 10=548, 0=548/0-5-8 Max Horz 1 =- B (load case ) Max Uplift 1 i- 7 ( load case 8), 14=-1 (load case ), 10-11 0(load case 8) Max Grav 1 =140 (load case ), 1 4� 0 Ioa.d case ), 1 =74 7 (Coad case Structural wood sheathlrig directly applied or -11-1 oc purlins, except end verticals, Rigid ceiling directly applied or 10-0-0 o c bracing, Except: 6-0-0 cc bracing: 1 -14. 1 Row at r nidpt -1 � 3-18, 3-17, 5-17, 5-16, -14} 7-141 -14 FORCES (lb) - Maximum Compression/Maximum T nsl n TOPCHORD 1-2=-1 072/10 , 2-3=-660/132'1 3-4=-8181129, 4-5---1138/1545 5-6=-867/118, 6-7=-1 114911 7-,S=- 1 0J14951 8-9=-8712763 -10=-522/79, 10-11=01145i 1-19=-1351/96 BOT CHORD 18-1 =-1 28/277P 17-18=-I, /BO 16-17--=-1 09/876, 1 -1 ,-83/3693 14-15=-83/369, 13-14=-1 12/178, 12-13=-1 1X1/1 , 10-1 =0'271 EBS 2-18--9312321 3-18--595/1565 -17=-186/75, 4-17=-56/313, 5-17;---249/121, 5-16;---751/1133 6-16;-_-48/994 -14=-1 6941203, 7-14=-503/1 1 01 =14=-1064/77, 8-12=-28/419, 9-12=-474/142, 1-18=-66/758 NOTE 1 Wind; ASCE 7-98; 90mph; h=2 ft; T DLA _ psf; B 1DL=4. pst; Category Il, Exp ; endo eii; MWFBS interior zone- Lumber 1 L=1.83 p l ate g ri p D 0 L=1.33. T LL ., ASCE 7-98: P'f=35.0 p t (flat roof snow); Exp C, Sheltered Unbalanced snow loads have been considered for this design. 4 This true has been designed for greater of rnin roof live load of 16.0 p f or 2.00 times flat roof load of 35.0 psf on overhangs nova -concurrent with offer live loads.. Provide adequate drainage to prevent wafer ponding. This truss has been designed for a 10.0 pM f bottom chord live load nonconcurrent with any other live loads. 7) All plates are l' T 0 plates unless otherwise 'Indicated. 8) This truss requ-Irles pante inspection per the Tooth Gaunt Method when this truss is chosen for quality assurance inspection. Refer to girder() for truss to truss connections, 10) Provide mechanical connection (by ethers) of truss to bearing plate capable of withstanding 78 Ib uplift at joint 19, 156 Ib uplift at joint 14 and 11 ib uplift at joint 10, 1 1) This true is designed i n accordance with the 2003 International Residential Cade sections R502.1 and R802.10.2 2.10. and referenced standard ANSI/TPI 1. LOAD CASEP Siandard 06898 1 E22 -CAP STOCK COMPONENTS -IF, Idaho Falx , ID 83403, Robin Truss Type City Ply PIGGYBACK � 1 4- -1 4--1 3 44 REUMARK&V I OKIEJENSEN/ - .` iD(ID)R I Job Refer, cpt%on 1) B.200 s Feb 11 2005 M Tek Industries, Inc. 8-7-10 4--1 fine Mar 28 07:46^39 2006 Page 1 0-10- `A - Plate Offs.ets (X,Y): ° - -1 �0-1- , 4: - -1,0-1-0 LOADING (psf) 1 4--1 -- TLS, 35.E -- CSI Hoof know=35.0) Plates increase 1.15 TC 0.34 T DL 8.0 Lumber Increase 1.15 BC 0.10 BOLL 0.0 Rep Stress I n r YES WB 0.09 DL 8.0 Code IRC2003 TP1 00 1 .(Matri ) LUMBER TOES CHORD BOT CHORD WEBS REACTIONS (lb/size) 2;--40710-5-8r 4=407/0-5-8 Max Hort 2;---78 load ease ) Max plift =--41(1-oad case 7), 4=-410oad ease 8) MaxGray 2500(I oad cass , 4= 0 g (load case FORCES E (Ib) - Maximum,Compression/MaximumTendo BOT 4 F I D 2-6=0/195,4-6=0/195 EBS 3-6=011 53 2x4 � 7-- +-.1 0 T I DEFL 4 SPF 1650F 1. E Vert(LL) 4 SPF 165OF 165O1.5E 'rt(TL) X 4 SPIE to d / tcl REACTIONS (lb/size) 2;--40710-5-8r 4=407/0-5-8 Max Hort 2;---78 load ease ) Max plift =--41(1-oad case 7), 4=-410oad ease 8) MaxGray 2500(I oad cass , 4= 0 g (load case FORCES E (Ib) - Maximum,Compression/MaximumTendo BOT 4 F I D 2-6=0/195,4-6=0/195 EBS 3-6=011 53 2x4 � 7-- +-.1 0 T I DEFL in (Io) I/d fI LJd Vert(LL) -0.00 2-6 >999240 'rt(TL) -0.01 2-6 >999 180 Hort(TL) 0,00 4 n/a n/a BRACING TOP FAD BOT HFI 0-10-5 PLATES TO Weight: 24 lb 107-1 2-0-0 Scale GRIP 197/144 Structural good sheathing d -re tl ° applied or -0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES 1 'Kind: ASCE 7-98; 0mph; h= it; T I L= . p f; BCDL=4. p f ; Category Ilg Exp h enclosed; MWFRS interior zone; Lumber r DOL=1.33 plate grip DL=1.33, TOLL: ASCE 7-98., Ff=35.0 p f (flat roof snow); Exp -C; Fully Exp. Unbalanced snow loads have been consIdered for this design. 4 This truss has been designers for greater of min roof live load of 16.0 p f or 2.00 times flat roof load of 35.0 psf on overhangs non -concurrent with other live loads. This truss has been designed for a 10.0 p f bottom chord Jive load nonconcurr nt with any other live 1 cads. This truss requires plate Inspection per the Tooth Court Method when this truss is chosen for quality assurance inspection. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding p joint and 41 ab uplift at41 lb uplift at 'circ F� joint 4. This truss is designed In accordance with the 2003 International Residential Code sections R502.1 1.1 and R802.1 0.and referenced standard ISSI?ITPI 1. SEE MiTek STANDARD PI B 1 TRUSS CONNECTION [DETAIL FOR CONNECTION TO BASE TRUSS LOAD CASE{S} Standard job Truss True Type oty- Ply FLEX./MARK& }I I IEJF EN/ - /EJ(ID)R 898 E23 Fi0QF TRUSS! 3 i o i STOCK Idaho Falls, ID 834031 Robin 6.200 ��� Referee (optional) Fed 11 2005 I IiTe Inclu tries, Inc. Tue Mar 28 07:46 -.40 2006 Image 1 0-0:;11 5-0-4 14-11- , 19-0-0 22-10-1026-9-4 32- - 1 _ _ 4-_0 1 _ 1 E 0-0-11 4-11- 4-11- -11-0 4-0-11 -10-10 3-10-10 5-4-12 3-8-14 4-3-2 I Scale 1.68.2 W SA = 3x4 _ 5 x 8 1 2 3 4 a t'h J 1 r% I -d r% 4A = 4x4 _ 4A 4A _ 4A _ 2x4 11 4A = 4x8 _ 6X6 _ 2X4 11 4A = j -0- 9-11-12 14- I 1- -0-4 -11- I/defl -11- 35•0 SPACING °0- -0i0- -Q1' [8.,q-3-0,0-2-1 Plate Offset=s ( I )" [4:0-6-4,0-2-PL,r 1.15 TGDL 8-0 Lumber Increase 1.15 LOADING (psf) iri (foc) I/defl TOLL 35•0 SPACING 2-0-0 (Roof Snow; -_35.0) Plates Increase 1.15 TGDL 8-0 Lumber Increase 1.15 6CL.L 0.0 Rap Stress Incr LIQ 6CDL 8.p bode lRC2003fTP[2002 19-0-0 -10-10 26-9-4 32-2-0 035-10-14 40-2-0 m -0-11 3-10-10 3-10-10 5-4-12 3-8-14 -3- S] TC 0.41 BIC 0.30 B O. (Matrix) LUMBER iri (foc) I/defl Ud TOP CHORD 2 X 4 SRF 165OF 1.5L BOT CHORD 2 X 6 RF No.2 WEBS 2 X 4 SPF Stud/Std kExcept* W2 2 X 4 SPF 165OF 1,5E, W4 2 X 4 SPF 1650E 1.5E 4 SPF1 F1.5E DEFL iri (foc) I/defl Ud erf(LL) -0.0413-14 >999 240 Vert(TL) -0.0 13-14 180 Herz(TL) 0.01 10 n/a n/ BRACING TOP HILI BOT CHORD WEBS REACTIONS (Ib/size) 22=1 011' o hanlo 1, 44=3754/0-5-8, 10=11 4/ - - MaxHort =-347(Io d case Max Up1jft =-1440 cad cas e ), 14=-309(load case ), 1 =-1 (load case Max G rav 22=1 (load case ), 14=4654 (load case ), 10 =1 ' (load case PLATES GRIP MT20 197/144 Weight: 581 lb ffM y yr I � I Structural wood sheathing directly applied or -0-0 oe purlins, except end verticals, Rigid ceiling directly applied or 10-0-0 oc bracing 1 Flow of m idpt 1-22 (Ib) MaximumCompression/Maximum Tension T PCH RD 1-2=-1 4/ , 2-3=;-625/551 -4=-873/86, 4-5=-99W85, 5-6=-724/551 6-7=0/5981 7- 0/602, 8-9=-1 615/1785 -10=-2006/1 4 , 10-11=0/1 521 1-22=-279/51 BOT CHORD 21-22=-43/625F 20-21---62/872, 19-20=-38/744,18-1 =-40/703, 17-1 8=-3211 98o 16-17=-32/198, 1 -1 =-3 /1 , 14-15=-32A 981 13-14;---70110961 1 -1 _- /1 !61,10-1 _- 5/1361 LRS 2-22=;-1402/12312-21=-7/559, 3-21 =- 559/69, 3-20=-169/260, 0=-169/260, 4- 0=-1 1x'289, 4-19=-521240, 5-19=-222/133, 5_18=-835/5656-18=-22/1102P 6-16=-127/60-t -14 -1335/73, 7-14=-739/12418-1,4=-2673/202, 8-13=-172/2279, 9-13=-302/67, -1 =- 3/1 a NOTES 1) -ply true to be connected together with 0.131'"x3"' Mails as fellows,: Top chords econnected as fellows: 2 X 4 - 1 row at 0-9-0 e . Bottom chords connected as follows: rows at 0-9-0 oe. Webs connected as follows - 1 row at 0-9-0 oe, All loads are considered equally applied to all plies, except if noted as front (F) or back E) face In the LOAD CASE( ) section. Ply to ply connections have been provided to distribute only leads noted F) or 13), unless otherwise indicated. 3) Wird: ASCE -9 8, 90mph; h= ft; TG IAL=4.8p f; BC DL; --4. psf C a.tegory 11; Exp C; enclosed, M W FIR S interior zone; Lumber DOL=1.33 plate grip DOL -1 �t TOLL, ASCE 7-93; Pt=35. o p f �f lat roof row) Exp ; Fully Exp. U n baf a need snow loads have been considered for this dein. This truss has been designed for greater of min roof live load of 20.0 p f or 2.00 times flat roof load of 35.0 p f on overhangs non -concurrent with other live loads. 7) Provide adequate drainage to prevent viater ponding. 8) This truss has been designed for a 10.0 psf bottom chord live lead noncorcurrent Frith any ether live loacfs. This truss requires plate inspection per the Toothy Count Method when this truss is chosen for quality assurance li ns peetlon . 1 0) Refer to i rder() for true to truss connections, 1 1roVide mech2nical connection (by others) of truss to bearing plate capable of withstanding 144 Ib uplift at joint 22, 309 Ib uplift at Joint 14 and 166 Its uplift at joint 10. Continued on page Job Truss Qfi$98 E23 COIN►1 Truss Type COMPONENTS -IF, Idaho Falls, ID 83403, Robin ROOFTRUSS 1 ty Ply I REK/MARK&VICKU ENS EN - 7/EJ'(1D) Job__2 Rtern�� 6,200 s Feb 11 2,005 MiTek Industries, Inc. Tue Mar 28 07:46;40 2006 Page NOTES 1 ) This truss is designed in accordance with the 2003 International Residential Code sections R502.1 and R802.10.2 and referenced standard 1 ) Girder carries tie-in pan(): -0-0 from 7-0-0 to -- 14 Hanger(s) or other connection device(s) .shall be provided suffioi nt tou ort concentrated to �� ad(s) 1607 Ib down and 156 Ih up at --0 on bottom chord. Th desiginfselection of such connection device () is the responsibility of others, LOAD CASE(S) Standard 1) Snow: Lumber Increase;-- 1.1 , Plate Increase=1.1 Uniform. Loads (plf) Concentrated Load. Ib Vert: 13=-1065(F) 14-22=-16, 13-14=-163(F==;-147), 10-13=-1 f Job Truss Truss Type ' oiy Ply REX.IMARK&ViCKiEJEAiSEt+ll3-271EJ[ED)R 06898 i E23 -CAP HIP CAP � 1 1 STOCK i~ -PONE 1T -IF, Idaho Falls, ID 83403, Robin 373-1 =-,1 -_1 1-9-0 5X5 __ 3 l__ I Job Reference (optional) _ 6.200 s Peke 11 2005 I iT k Industries, Inc. Tue Mar 28 07:46.40 2006 Page 1 i 8-5-6 -10-5.6 4U -- 2X4 2x4 = 2-0-0 Scal - cale,14„_1I REACTIONS (Ibel i e) 2;--397/0-5-81 5=409M-5-8 Max Hoo =- 0 ( Coad case Max pl ft =- (load case 7), ==- (load case Max ra = 0(lo d case )a =5 (load case FORCES �(jlb) - Ma unarmCompression/Maximum Tension TOP ^H ISD 1 G�0/ 81 -3 -491 /1 p - = 1 2C'1 , 5-6=01'399 -4=-289/3 BOT CHORD -8=-19/292, 7-8=-20'2!0, 5-7=-2/288 WEBS 3-8--0/87. 4-7=-1 51194, 3-7---70/'65 N'OTES 1) 'Find: ASCE 7-98; rr`Iph; h- ft; T DL= .Bpsf; B L L=4, psf; Category II; Exp ; enclosed; MWFRS interiorzone; Lumber DOL= 1.33 plate grip DOL=1.33. TOLL: ASCE -98, Pf=3 5.0 p f (flat roof snow); Exp ; Fully Exp. Unbalanced snow loads have been considered for thl design. This truss has been designed for greater of min roof live load of 20.0 p f or 2.00 times flat roof load of 35.0p sf on o rhan gs nor - oncurrent itch other Il e load's. Provide adequate drainage. to prevent water ponding. This truss has been designed for a 10-0 psf bottom, chord live load nanconcurr nt with any other live loads. 7) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 34 lb uplift at joint 2 and 39 lb uplift at Joint 5, This truss is designed in accordance with the 2003 International Residential Code sections R502.1 1.1 and R802.10.2 and referenced standard ANSVTPI 1 1 SEE M.jTek STANDARD PIGGYBACK TRUSS CONNECTION DETAIL FOR, CONNFCTION TO BASE TRUSS LOAD CAS E() Standard __i5ffate 0-8-0 2-5-4 -0- 2-5-4 -1-5 offsets .0-4-10,0-1-0�1 -4-11,3-1- LOADING (psf) T L L 35.0 SPACING -0-0 ] DEFL in f o) I/dell Ud FOLATES ISR Ip (Hoof Srow=35.0) Elates Increase 1.1. TC 0.19Vert(LL) -0.00 IF 8 >999 240 MT20 197/144 T E)L 8.0 Lumber Increase 1.15 BC 0x10 Vert(TL) -0.31 8 >999 180 E LL 0.0 Rep Stress In r YES WB D. 06 Horz(TL) 0.00 5 n./a c/a -BCDL 8.0 Code IRG200 7PI 00 (Matra) Weight: 28 1b LUMBER BRACING TOP CHORD 2 X BOT CH -ORD 2 X 4 SIF 4 SPF 165OF I . E 1650E 1.5E, TOPCHORD Structural wood sheathing di recti lied or - - I�l� � 0 oc purlins. WE13S 2 X 4 SPF Stud/Std BOTCHORD RigId ceiling directly applied or 10-0-0 oc bracing, REACTIONS (Ibel i e) 2;--397/0-5-81 5=409M-5-8 Max Hoo =- 0 ( Coad case Max pl ft =- (load case 7), ==- (load case Max ra = 0(lo d case )a =5 (load case FORCES �(jlb) - Ma unarmCompression/Maximum Tension TOP ^H ISD 1 G�0/ 81 -3 -491 /1 p - = 1 2C'1 , 5-6=01'399 -4=-289/3 BOT CHORD -8=-19/292, 7-8=-20'2!0, 5-7=-2/288 WEBS 3-8--0/87. 4-7=-1 51194, 3-7---70/'65 N'OTES 1) 'Find: ASCE 7-98; rr`Iph; h- ft; T DL= .Bpsf; B L L=4, psf; Category II; Exp ; enclosed; MWFRS interiorzone; Lumber DOL= 1.33 plate grip DOL=1.33. TOLL: ASCE -98, Pf=3 5.0 p f (flat roof snow); Exp ; Fully Exp. Unbalanced snow loads have been considered for thl design. This truss has been designed for greater of min roof live load of 20.0 p f or 2.00 times flat roof load of 35.0p sf on o rhan gs nor - oncurrent itch other Il e load's. Provide adequate drainage. to prevent water ponding. This truss has been designed for a 10-0 psf bottom, chord live load nanconcurr nt with any other live loads. 7) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 34 lb uplift at joint 2 and 39 lb uplift at Joint 5, This truss is designed in accordance with the 2003 International Residential Code sections R502.1 1.1 and R802.10.2 and referenced standard ANSVTPI 1 1 SEE M.jTek STANDARD PIGGYBACK TRUSS CONNECTION DETAIL FOR, CONNFCTION TO BASE TRUSS LOAD CAS E() Standard Job Truss Truss Type 06898 E3 ROOF TRUSS 1 STOCK COMPONENTS -IF, I dafi o Falls, ID 83403, Robin PI i RE ./f RI lEJE SEN1 - /EJ([D)R ii —.1 Joky Reference_(Pfiord 6.200 s Fete 11 2005 MiTek Industries, Inc. -1-4-07-3-0 I14-6-0 8x8 MT18H_- 3 Tue Mar 28 07:46-.41 2006 Page I LUMBER BRACING TOP CHORD 2 X 4 SPF 210OF 1.8E TOP CHORD BOT CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD WEBS 2 X 4 SPF Stud/td WEDGE Left: 4 SPF Stud/ td, Right: 2 X 4 SPF Strad/Std M ax Hort 2=17 (1 cad case Max Up1'ift4=-(1`oad case ), =-1 00(Eoad case 7 ax G rav 4=837 (load case ), 2=1072 (load case FORCES (lb) - Maximum om�rossion/Maximum Tension TOP CHOR[) 1-2=0/1 372 2-3---1409/33P 3-4=-1 416/67 BOT CHORD 2-5;---35/1034P 4-5;---27/1037 WEBS -5-0/951 14-6-0 7-3-D (10c) I/defi 4-5 >803 4-5 >544 4 ma L/d PLATES GRIP 240 MT20 197/144 180 I MT18H 1971144 n/ Weight, 48 Ib Scale - 1 q34_1 Structural wood sheathing direcfiy applied or 4-5-11 0o pur1ins, Rigid ceiling directly applied or 10-0-0 oc bracing NOTES 1 Wind: ASCE 7-98; 90Mph; h-. ft; T LY4. psf; B D L=4. s f ; Category 11; Exp ; enclosed; MWFRS interior zone; Lumber DOL=1.33 plata grip COOL=1 r. TOLL: ASCE 7-; iPf-35,0 psf (flat roof snow); EXP ; Fully Esc p. Unbalanced snow loads have been considered for this ciesigin. 4) This true has been designed for greater of r-nin roof five load of 16.0 psf or 2.00 tiaras flat roof load of 35.0 sf on overhangs non -concurrent with other live loads, � This truss has been designed for a 10.0 psf bottom chord lige load noncon urr nt with any other live loads+ All plates are MT20 plates unless 0ther rse Indicated, This truss requires plate inspection per the Tooth Count Method when this truss Is chosen for quality assurance rnspection. Bearing at joint(s) 4, 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Buildingdesigner r 'should verify capacity of bearing surface. Provide mechanical connection (by others) of truss to bearing plate capable of withstandingIb u Jif joint p t at jointand 1 �� lb uplift �t , 10) This truss is designed in accordance with the 2003 International Residential Godo sections R502.1 and R802.10.2 and referenced standard N I/TP1 1. LOAD CASE(S) Standard --0 F 1 f --0 Plate Offsets LOADING (psf) TOLE .o SPACING- - l DEFL in (Roof 'now .o) Plates Increase 1.15 TC 0.66 Vert(LL) -0.21 TGDL 8.0 Lumber Increase 1.15 ac 0.69 Vert(TL) -0.31 BOLL 0.0 Rep Stress Incr YES WB 0,57 Horz(TL) 0.1 1 DL 8.0 Cede IRC200317PI2002 (Matrix) LUMBER BRACING TOP CHORD 2 X 4 SPF 210OF 1.8E TOP CHORD BOT CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD WEBS 2 X 4 SPF Stud/td WEDGE Left: 4 SPF Stud/ td, Right: 2 X 4 SPF Strad/Std M ax Hort 2=17 (1 cad case Max Up1'ift4=-(1`oad case ), =-1 00(Eoad case 7 ax G rav 4=837 (load case ), 2=1072 (load case FORCES (lb) - Maximum om�rossion/Maximum Tension TOP CHOR[) 1-2=0/1 372 2-3---1409/33P 3-4=-1 416/67 BOT CHORD 2-5;---35/1034P 4-5;---27/1037 WEBS -5-0/951 14-6-0 7-3-D (10c) I/defi 4-5 >803 4-5 >544 4 ma L/d PLATES GRIP 240 MT20 197/144 180 I MT18H 1971144 n/ Weight, 48 Ib Scale - 1 q34_1 Structural wood sheathing direcfiy applied or 4-5-11 0o pur1ins, Rigid ceiling directly applied or 10-0-0 oc bracing NOTES 1 Wind: ASCE 7-98; 90Mph; h-. ft; T LY4. psf; B D L=4. s f ; Category 11; Exp ; enclosed; MWFRS interior zone; Lumber DOL=1.33 plata grip COOL=1 r. TOLL: ASCE 7-; iPf-35,0 psf (flat roof snow); EXP ; Fully Esc p. Unbalanced snow loads have been considered for this ciesigin. 4) This true has been designed for greater of r-nin roof five load of 16.0 psf or 2.00 tiaras flat roof load of 35.0 sf on overhangs non -concurrent with other live loads, � This truss has been designed for a 10.0 psf bottom chord lige load noncon urr nt with any other live loads+ All plates are MT20 plates unless 0ther rse Indicated, This truss requires plate inspection per the Tooth Count Method when this truss Is chosen for quality assurance rnspection. Bearing at joint(s) 4, 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Buildingdesigner r 'should verify capacity of bearing surface. Provide mechanical connection (by others) of truss to bearing plate capable of withstandingIb u Jif joint p t at jointand 1 �� lb uplift �t , 10) This truss is designed in accordance with the 2003 International Residential Godo sections R502.1 and R802.10.2 and referenced standard N I/TP1 1. LOAD CASE(S) Standard Job j Truss i Truss Type I Qty IPIY J R L ./MAR I &' I CACI EJ E EIS 13-27/FJ(I D) 06898 1 E4 I UUK COMP NENT -IF, Idaho Falls, ID 83403, Robin 0 ROOFTRUSS 11 6x;8 NiTI 8 H = 41 it --��J�b F�eferen� �o�ti�nal 6,200 s Feb 11 2005 Pvl iTek Industries, Inc. Tue Mar 28 07.46.42 2006 Pae 1 4-2-0 P late 0 f s e is (X. Y1 : LOADING (psf) T LLT 85.0 (Roof Snow=85.0) TCL 1-4-0 7-3-0 .0 BCDL 5-0-5 4-2-0 6x;8 NiTI 8 H = 41 it --��J�b F�eferen� �o�ti�nal 6,200 s Feb 11 2005 Pvl iTek Industries, Inc. Tue Mar 28 07.46.42 2006 Pae 1 4-2-0 P late 0 f s e is (X. Y1 : LOADING (psf) T LLT 85.0 (Roof Snow=85.0) TCL 8.0 BOLL .0 BCDL 8.0 :0--10.0-1-8 7-3-0 DEFL 12-3-5 14-0-8 18-2-8 FOLATES TC 0.88 7-3-0 -o.27 5-0-5 1-9-3 4-2-0 10:0-4-050-3-131. SPACING -8-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Inr YES Code IR+0/TP188 S1 DEFL in (Ie 11dafl Ud FOLATES TC 0.88 V ert(LL) -o.27 9-10 >792g MT20 BC 0.79 ert(TL) -0.41 -1 16 180 MT18H [B 0.79 Horz(TL) 0.21 7 n/a n/a (Matrix) Weight: 71 Ib LUMBER TOFF CHORD 2 X 4 SPF 165OF 1.5E 130T CHORD 2 X 4 SPF 165OF I. E EBS 2 X 4 SPF Stud/Std *Except* W1 2 X 4. SPF 1650F 1,5E, VV4 2 X 4 SPF 1650F 1.5 E WEDGE Lett: 2 X 4 SPF Stud/Std REACTIONS 0byre i e) 7=903/0-3-8.r2=1059010-5-8 Max Hort 2=171(1cad case ) MaxUplift ;--- (load case 8), =g 1 (load case 7 Max G ra 7;-- 116 3 (load case ) F 2=11 (load cas e ) BRACING TOP CHORD BOT CHORD WEBS FLIP 197/144 197/144 Scale = 1.35.5 Pit Structural wood sheathing directly applied or 2-2-0 oc Purlins} end Verticals, R gid ceiling directly applied or 10-0-0 oc, bracing. 1 Row at midpt 4-10 FORCES (lb) - Maximum Compression/Maximum Tension. TOP CHORD 1-2=0/1371 2-,3=-1925/84, 3-4;---1855/121 P 4-5---3820/2131 5-6=-1 1 /7,8-7=-273/42 BOT CHORD -1 0=-80/14451 -10=-219113890, 8 -g= -8/1` -'OF 7-8=-92/1779 EB., -10--3/1 7 , -10=-2328.x121 , 4-9=-1 987/1 F 5-9=-1 45/2391 5 5-8=-634/611 5-7=- 1868/95 OTE 1) Wind: ASCE 7-98; 90mph, h = ft; T IAL= . p f; BCDL= .8p f; Category 11} Exp ,' enclosed 4 MWFRSinterior zone, Lumber DOL=1.88 plate grip DOL=1.33. TOLL: ASCE 7-983 Pf=3 5.0 psf (flat roof snow); Exp C, Ful'lly Exp. 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live toad of 20,0 psf or 2.00 times flat roof load of 88.0 p f on overhangs non—ca current with other live loads. Provide adequate drainage to prevent water ponding. ThIs truss has been designed for a 19.0 psf bottom chord live load noncon urrent with any other live loads. 7) Ail plates are MT20 plates unless otherw e indicated. 8) This true requires plate inspection per the Toothy Court Method when this trust is chosen for quality assurance inspection. BearIng at joint() 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer h uid verify capacity of bearing urlace. 10 Provide mechanical connection (by other.) of truss to bearing plate capable of withstanding lb uplift at joint 7 and 103 Ib uplift at joint 2. 11) This truss is designed in accordance with the 2008 International Residential Code sections R502.1 1.1 and R802.10.2 and referenced standard AHS VTPI 1 LOAD CASE(S) Standard except PE___ I Truss 06898 E5 I Uur,, bUl l-' 1EN11 -JF, fdaho Falls, ID 83403, Robin F10.1 MIC -- Truss Type ROOFTRUSS 6x8 MT18H = 3 -- Qty Ply FIE X. M ARK& 'I _1E J EI EJ a' _ IeEjID)F 1 � Job Reference (Pptien a� 6.200 s Feb 11 2005 MITek Industries, Inc. Tue '!ar 28 07.461-44 2006 Pagel -- 1_-10-0 18-2-8 -- -- v Plate Offsets,' . [ ;g- - ,EdgejAo--t,,,0-2'-1 [10:0-5-4,0-2-41 LOADING (psf) TOLL 35.0 (Roof now= .0) TDL 8,0 BOLL 0.0 DL 8. SPACING 2-0-0 Plates Increase 1,15 Lumber Increase 1.15 Rep Stress Incr YES Cade IRC2003fTPf2002 LUMBER TOP CHORD 2 X 4 SPF 165OF 1,5E BOT CHORD 2 X 4 SPF 1650F 1.55 WEBS 2 X 4 SJRE tud/ tcl *Except* 1 2 X 4 SPE 165OF 1..E WEDGE Left: 2 X 4 SPF tud/Sld 1 TG OD 8 BC 0.56 P 0.67 (Matrix) REACTIONS (lh/si e) 22=1059,10-5-8, 8;--9,0310-3-8 MaxHarz 2=170 (load case Max pl ift-101(loa.d case 7), 8 =-6 (load case 8) Max Gray 2=117 (Io d case )' =11 (load case ) 10-3-5 %JAU -- O-lb %JAU — 4x4 —_ 2X4 II 16-10-0 a 18-2-8 - 3.9-3 2-9-8 1-4- DEFL in (loe) I/defl Leif PLATE'S GRIP ert(LL) -0.1 11-12 >999 240 MT20 197/144 Vert(TL) -3.29 2-12 >750 180 MT18H 1 114 Ho rz(TL) 0.19 8 n/a n/a r Weight, 83 lb Scale= 1,35-5 BRACING T P HOR D Structural wood sheathing directly applied or 2-11-6 cc purlins, except end verticals. E r H RD Rigid ceiling directly applied or 10-0-0 oe bracing. UVEBS 1 Row at midpt 4-1 FORCE'S (lb) - Maximum ornpression/Ma imurn Tension TOP CHORD 1-2;--0 1 , 2-:3=-1 90 8/94, 3-4=-1746/ 136, 4-5--1043/80P 5_6=-1 044/601 -7=-497/41, 7-8--1095/6 BOT CHORD2-12,---144114271 11-1 =-131/2567, 10-11=-13512538, -10=-22/375, 8- =-3/36 WEBS -1 =- /18 , 4-12;---1 146/ 1 OO, 4-11 42/42, 4-10= 1 768/741 -10=-552/1141-10=-87/1105t 7-9=-47/788 NOTE' 1) Wind: ASCE 7- 98; 0mph; ham ; T DL=4.3psf; E DL=4.8psf; Category Ji Exp ; enclosed; MWFRS interior zone; L LCL =1.33 plate grip D L=1. _ Lumber TOLL: ASCE 7-98; lit= 35.0 psf (flat roof snow); Exp ; Fully Exp. nbafanced snow mads have been considered for this design. 4) Th Is tru ss h as been des ig ned f r g reateor of rnl n reef live lead of 16. 0 psf or 2. g g t1mes flat roof le ad of 3x.0 psf on overhangs non -concurrent with oth8r lyre leads. p gs Provide 2deq u ate d rai rage to prevent water .pe ndi rig- This truss has been designed for a 10.0 psf bottom chard lire load nonconeurrent with any ether lire loads. All plates are I`T3 plates unless otherwise indicated. 3) This truss requires plate inspection per the Teeth Count Method when this true is chosen for quality assurance inspection, Bearing at joints) 2 considers parallel to grain value Fusin g ANSVTP l 1 angle to grain formula. 13uildin g Basi ner shou Id verify capacity of bearing surface. g 10) Prov de mechanical ee nnection (by ethers) of true to bearing plate capable ofithstand n 101 Ib uplift joint 3, � p ft at joen t 2 and 66 Ike u pJ eft at 11) This truss is designed in accordance with the 2003 International Reside ntia,l Cede sections R502.1 1,1 and R802,10,2 and referenced standard if/TPJ 1. LOAD CASE(S) Standard