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Home My WebLink AboutTRUSS SPECS - 06-00481 - 591 Twisted Willow - New SFRSTOCK COMPONENTS 1675 PEDERSON STREET IDAHO FALLS., ID 83405 Phone: 528-2309 Fax,., 528-2320 Project: Block No: Model Lot No: Too IDAHO FALLS ATTN;'VONDELL Quotation Job Number, Page: Date: Project ID: 2 11-2006 - 2:31 ;4 P Q1962 591 Twisted Willow -Muir :ft93�iT N ' , ' ' ^ �~ Job Truss Type 1962 Al __- F TRUSS � STOCK COMPONENTS -IF, Idaho Falls, ID 83403T JAL .. t_1 1 --0- 5-11-4 2 4x10 6,00 i 511: 3 3x4 10 2x4 11 5_x.,1 2M --1 4x6 = 4 5x8 _ i I Job Reference (option@I) 6.200 s Feb 11 2005 MiTek Industries, Ianc- T- 1 3x.4 5 8 2x4 11 Wed Sep 13 09:52'34 2006 Page 1 15-8-12 - -- --1 5-11-4 W 4x 10 =4 _ _ ... Plate Offsets (X, • [ . - -7,Ed ]f [6-.0-0-7 P Ede]� 19.0 -4 -01Q - LOAD. - 1 - Ti SPACING 2-0-0 ] DE FL in (a ofl ) I/d L/d PLATES GRIP CLLALL Snow=.0 Plates Increase 1.1.E T 0.71 rt(LL -0..09 240 'IT 197114-4 (RoofT IAL 8-0 Lumber Increase 1.15 BC 0.35Vert(TL) -0,16 -1 ISO Rep Stress I n r YES IWB 0-72Horz(TL) n1 n/ E t -L 0-0BCDL 8-0 Code IE 0 /TP 1200 (Matrix) Weight: 86 Ib LUMBER BRACING TOP CHORD 2 X 4 SPF 165OF 1.5E TOP CHORES GOT CHORD 2 X 4 SPF 1 5 F 1,5E BOT H RD WEBS X 4 SPF Stud/Std REACTIONS (1hisi ) 2=1331/0-3-81 6_1331/0-3-8 Max Horz 2=94([oad case 7 Max p1 ft =-1 (Io d case }, --1 6(load case Max Gray =1 4 (lload case )r =1(load case FORCES (ld) - Maximum om pr ion/M i rri u Tension TOPCHORD 1-2-0/14 , - =- ��[k / , - =-1363/106, - --1 r 1 T - =- �194/90, - =0/1 1 1� BOT D 2-10--71/1794, 9-=-71/1794p8-9--711794,6-8=-.7/-1794 k 0 , E B 1 Oz --0/2131 3-9--911/88, 4 -9z --3/663x 5-9=-911/89, 5-8-0/21 2-0-0 Scale = 1:43,4 Structural wood sheathing directly applied or 4-2-11 cc purlins. Rigid ceiling di-rectly applied or 1-0-0-0 oc bracing. NOTES 1) Wind: ASCE 7-98, rnp ; h= ft; T DL- . p f; EM I L-4. p f, Category Il: Epp a enclosed; MWFRS interior zone! Lumber DOL -1. alae grip [L� 1 .r T LL: ASCE 7-98; Pf- _ s.f (flat roof snow)} Exp ; Full Exp- 3) Unbalanced snow loads have been considered for this design. 4) Thlis truss has he n de5igned for greater of rein roof live load of 18.0 p t or 2.00 Eimer fiat roof load of 35.0 p t on overhangs non -concurrent with other live loads. This truss has been designed for a 1 O.O p f bottom chord live load noncoticurrent with any other live loads. This truss requires plate inspectlon per the Tooth Court Method when this truss is chosen for quality assurance in ption. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1 [b uplift at j6 rpt 2 and 156 1b upll`ft at joint 6. This truss is designed -in accordance with the 2003 International Residential Code sections R502.1 1.1 and R802. 10 - and referenced standard II/TPI 1. LOAD CASE(S) Standard 7 Job Truss T-1.-- Type 4 i V .Q1962 ail ,. jF TRUSS STOCK P E T -IF, Idaho Falls, ID 83403, J ERON I -2-0-0 11-4-0 2 3 5X 4 11-4-0 4x4 1 -- 5 r _ _ ate I Ply 1I= IRSP E! 11 -11 /JM(ID)F 0 Tho 5XJ -- Job Reference (Optional) 6.20-0 s Feb 11 2005 MiTek Industries, Inc. ( Sep 13 09:52.35 2006 Page 1 ig Plate Offsets KY..1-11, 1-11E Ed ], [�-0-1-�1. 4Ed e]� L/d [1 ,- - , - - n/r 120 13 n/r 0 LOADING (psf) TL SPACING -0- ] DEPL in . (Roof Sr _0) Plates Increase 1.15 TC 071 Vert(LL) -0.14 TDL_ �1 Lumber Increase 1. . .3 e T r .0BC L Rep Stress Incr WFC 0.14 Viler (TL_) 0.00 &0(Matrix)I Ord 1103,�TP 12002BCDL LUMBER BRACING TOPCHORD 2 X 4 SPF 1650F 1.51F TOFF CHORD BOT CHORD 2 X 4 SPF 1650F 1.5E BOTCHORD OTHERS 4 SPF StudlStd 22-8-0 24-8-0 140 1() NO I/d of l L/d 13 n/r 120 13 n/r 0 11 N a PLATES 1T20 Weight: 93 lb 5 5 x 5 --- GRIP 1971144 0 Scale - 1.43.4 Structural wood sheathing directly applied or -0-0 c>e purlins. Frigid ceiling directly applied or 10-0-0 oc brading, REACTIONSOb/size) -399/22- - , 18=1 B6122- -0, 19=204/22-8-0, -206/22- - t 21=1 97122-8-0, 22=236/22-8-0, 17-204122-8-0, 16=206/22-8-0715=1 97/22- `0T 14-236/22-8-0,12-399/22-8-0 Ma -236/22- - ,12-399/22- - e Horz 2--94(load case 7) Max U plift =- loa d case )0 1 9=-32(l oa d case ), 20-31 (load case )* 21=-5 0(loa d case )F =-1(load case r 1 :--- (load , 1 =- (Iced ease ), 1 =- 0(load case )r 14-91 �I ad case 9), 12=-1 1Iced case ) Max Gray 2-597 (load ease . 1 8=1 (load case 1), 19= 31 (10 d ca se 2), 20=297 (load case 2), 21 =291(I oad ease 2), =33 load case ), 17- 1 to d ease 3 ), 1 = 2 7(1 d case )} 1 = 1 (l c>ed case 3), 14=33 (1 4 case 3 ) } 1 = 7(l d case ) FORCES (1h) - Maximum Compression/I a i urn Tension TOP HD 1-2-0/140, 2-3=- 1 36/65, .._4-''84/65, 4-5--75/84 F -6--77/1050 - --82/123T - -82/11 4 8-9-77/88, -1 0=-75/55, 10_11=-84/35, 1-12=--136 65, 12-13=0/140 BOT H- ID 2-22=0/93P 21-22=0/93P 20-21 =0/93P 19-20=0193, 1 -1 � / 3* 17-18=0f93, 16-17=0/93, 1 -1 =0/93, 14-15=0/9,3, 12-14=0/93 'EBS1 -154/0, 6-19--277/50, 5-20--268/54 4-21 =-246/55, 3-22z---331/52, 8-17z---277/49� 7/49 -1 268/55, 10-1 =-246/55 } 11--14=-331/51 NOTES 1) Wind: ASCE 7-98, 90mphI h=25ft, T C L=4. p f, B DL --4. p f, at " 11; Exp ; enclosed, MWFPS interior zone, Lumber D L=11.plate grip DOL -133.. Truss designed for wind loads in the plane of the truss. only. For studs exposed to wind (normal to the face), see l liTel "Standard Gable End Detail rr T L_L- .SCE 7- ; Pf=35.0 psf (flat roof snow) Exp T Fuller Exp_ 4 Unbalanced snow loads have been considered for this design. This truss has been designed for greater of min roof live load of 18-0 psf or 2.00 times flat roof load of 35,0 psf on overhangs non -concurrent with other live lo@ fs. This truss has been designed for a 10.0 psf bottom chord live load noncon ur-r nt with any other live loads. 7) All platen are 2X4 MT20 unless otherwise indicated. This true requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance -inspection. Gable requires continuous bottee; chord bearing. 10 Gable studs spaced at 2-0-0 oc. 11 Prov,ide mechanical connection (by others) f truss to bearing plate capable of withstanding 95 Jh uplift at joint 2, 32 lb uplift at joint 19, 31 lb uplift at joint 20, 50 lb uplift atjoint 21, 91 1b upkift at joint 22, 30 1h uplift at joint 17, 32 Ib uplift at joint 16, 50 [b uplift at joint 15, 91 lb uplift at joint 14. and 113 Ib up[ift at 1 rnt 12. Continued on page 13 Job " Truss T— , Type Qty Ply IjWAmA!..JI RS PE C# 1 /9-11/JM(ID) R°. �Q1962 AiG,-,jF TRUSS 1 ,Job Reference f tion ] STOCKCOMPONENTS-IF, Idaho Fall . lD 8346 a J E _200 s Feb11 2005 MiT k industries, I roc. Wei Sep 1 09:52;35 2006 Page- . . TE 1 ) This truss is desagned in accordance with the 2003 International Residential Code sections R502.1 1.1 nd R802.10.2 nd referenced standard ANSI T 11. LOAD CASE(S) Standard Job Trus . � Type Qty Ply I �IRSPEC#lJ9-1 1 iJM(ID) 1962 1131 e rv, -, �IO TRUSS 165OF 1.5E � X 4 i _ Job Reference (optional) STOCK COMPONENTS -IF, Idaho Falls, JD 83403, JAERON 6200 s Feb 11 2005 MiTek Industries, Inc- Wed Sep 13 09-52,35 2006 Page I 4-1-0 1 SPF 165OF 1.5E LOADING (psf) TCLL 35.0 (Raaf Snaw-35.0) TGOL 8,0 BCLL 0.0 BCQL 8.0 LUMBER TOP H i D BOT C;HORD WEBS 4-1- 2x4 114 3 3A _— F-1 SPACING -0-0 Plates Increase 1.1 Lumber r Increase 1.15 Rep Stress In r YE Code IRC2003/-TP12002 EN (Ibif) 1=390/0-3-0, T/-- MaxHow 1=11 T o d case 7) Flax Uplift1=80oad case 7), 4--67(1 od case Max Gray 1- (load case ), = (lo ad case FORCES lb) Maximum Co m press i on/Maximurn Tension TOPCHORD 1-27---744/47,2-3=-141165,3-4=-196/39 BOT CHORD 1-4--124/600 B 2-4z;-6761140 NOTES 1 TC 0.41 ESC 0.46 WB . 29 (M tri 1 7 1 -0 7-11-0 SPACIN 11- CSE FL. Vert(ILL) Vert(TL) Hor (TL in -0,19 -0.42 0,01 BRACING TOFF H OFA D 000 1-4 4 Lid 240 180 n/a 3X4 -_r.. PLATES TO Weight: 28 Ib GRIP 1971144 Scale=; 1-2 1 -0 Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals Rigid ceiling directly applied or 10-0-0 tic bracing. 1) End ASCE 7-98; m phT h— 25 t, T i L= . p f, DL- . ,p: f Category .11; Expo ; enclosed; MWFRS interior zone* Lumber DOL=1.33 elate grip DOL -1 _;- T LL: ASCE 7-98, Pf=35,0 p t (flat roof snow): Exp Q Fully Exp. 3) Unbalanced snow lauds have been considered for this design_ 4) This. truss has been designed for a 10.0 p f bottom chord lire load non on urrent with any other live loads. This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance i ra spe tion Provide mechanical connection (by others) of truss to bearingplate capable of withstanding 8 Ib uplift at joint 1 and 67 lb uplift at joint 4. This truss Is designed in accordance with the 2003 International Residential Code. sections R502-1 1.1 and R802-10-2 and referenced standard ANSI/TPI I - LOAD CASE(S) Standard SPF 1 5 F 1-�F X 4 SPF 165OF 1.5E X 4 SPF Stud/Std EN (Ibif) 1=390/0-3-0, T/-- MaxHow 1=11 T o d case 7) Flax Uplift1=80oad case 7), 4--67(1 od case Max Gray 1- (load case ), = (lo ad case FORCES lb) Maximum Co m press i on/Maximurn Tension TOPCHORD 1-27---744/47,2-3=-141165,3-4=-196/39 BOT CHORD 1-4--124/600 B 2-4z;-6761140 NOTES 1 TC 0.41 ESC 0.46 WB . 29 (M tri 1 7 1 -0 7-11-0 SPACIN 11- CSE FL. Vert(ILL) Vert(TL) Hor (TL in -0,19 -0.42 0,01 BRACING TOFF H OFA D 000 1-4 4 Lid 240 180 n/a 3X4 -_r.. PLATES TO Weight: 28 Ib GRIP 1971144 Scale=; 1-2 1 -0 Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals Rigid ceiling directly applied or 10-0-0 tic bracing. 1) End ASCE 7-98; m phT h— 25 t, T i L= . p f, DL- . ,p: f Category .11; Expo ; enclosed; MWFRS interior zone* Lumber DOL=1.33 elate grip DOL -1 _;- T LL: ASCE 7-98, Pf=35,0 p t (flat roof snow): Exp Q Fully Exp. 3) Unbalanced snow lauds have been considered for this design_ 4) This. truss has been designed for a 10.0 p f bottom chord lire load non on urrent with any other live loads. This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance i ra spe tion Provide mechanical connection (by others) of truss to bearingplate capable of withstanding 8 Ib uplift at joint 1 and 67 lb uplift at joint 4. This truss Is designed in accordance with the 2003 International Residential Code. sections R502-1 1.1 and R802-10-2 and referenced standard ANSI/TPI I - LOAD CASE(S) Standard J o h T runsTOO Type Qty - w 19 62 B1ala TRUSS� STOCK COMPONENTS -IF, Idaho Falls, ID 83403, JAERON 06 PI IfaspEc#1i9-11 I/JM(iD)R 2 Job reference otbna 6,20G S Palo 11 2005 MiTek Industnies, Inc Wed Sep 1 _52.36.2006 Page 11 6-0-9 11-2-9 —4-1 r._R'...� —4- 2 5 —1 —12 —4— 30-3-8 o 32-3-81. 6. 0 1 6 3x8 r I 17 i �q I 7 -- --1 2 3 5X --1 4 4 5-11-14 6 7 x4 jR 5 1 8X 1 = 4x10 14 13 1211 10 x 6x6 8x12= U10 0 11 -- 4-4- -- Scale = 1.53.7 m 2x4 6 6-0-9 e 11-2-9 16-4-10 22-4-8 30-3-8 6-0:9 5-2-1 5-2-1 5-11-14 -11— Plate Offsets (X,Y): LOADING (psf) TALL 35.0 SPACING 2-0-0 CS1 � Plates Increase 1.1 T 0,67f= TCDL 8.0 Lumber Increase t15 "1 B - 86 ALL � p tri Ir�r " B 0:. BDL Code 112/TP' 12002 ��. LUMBER TOP CHORD 2 X4 SPF 1650F I_5E 130T CHORD 2 X 6 DF No.2 *Except" - B1 2 X 6 DF 180OF I_ E, 133 2 X 4 SPF 1650F 1.5E EBS 2 X 4 SPF Stud/ td *Except* W3 2 X4SPF 165OF 1.5E, W5 2 X 4 SPF 163501 1_ E E TI NS (lb/size) 1 =501 /0- - , = 1 iO- - , = / - - Max Hor 1=638( to d case Max Upliftl =- (Io d case x =- (lo d case 7)t =-1 (load case Max Gray 1= 44 (load case ), - 1 (10 case, 'I ), `= (lo d case 7 3x6 b CREEL i (I I/dfl L/d PLATES GRIP Vert(LL) -0.18 13-14 >999 240 MT20 1971144 Vert(TL) -0.29 _14 >905 180 r Hor (TL) 0.04 n/ n/ Weight: 329 Ih BRACING TOP CH -RD Structural wood sheathing d-Ifectly applied or 4-1-5 oc purlins, BOT H RD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: -0-0 oc bracing° 7y _ WEBS 1 Row at m dpt 3-11,4-9 RE -11+4- FORCES (Ih) - Maximum CornpressionlMaximurn Tension TOP IS D 1-2=-9368/553,2-3;---6144/417F 3-4---3185/201, 4-5--201/820, 5-6=-43/8251 -7--461688,7-8z--011 1 E T ! H I D 1-14=-1 16 '/8220, 1 -14 1167/8 '20, 12-13=-876/5355,.11-12=-876/53,55,10--11--90/`-483I 9-10--7511050, 5.-9--748162, 9-15-.;---597/93) 7-6— ted / WEEDS 2-14---164./23429 2-13=-3306/336,,3-13--291/3478, 11 3898/3971 4-11;--322/4619, -11=-540/2269F 4-9=-52211534t -i-508/69 NOTES 1 ) -ply truss to be connected together with .1 `1 "xt+ Na -Is as follows. Top chords connected as follows: 2 X 4 - 1 roar at 0-9-0 o. Bottom chords connected as follows: 2 X 6 - 2 rows at 0-9-0 cc, 2 X 4 - I row at 0-9-0 o A Weds connected as follows, 2 X 4- 1 row at 0-9-0 o. 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 di tribute only loads noted as (1=] or , unless otherwise indicated_ Wind: ASCE 7-98, 0mph; h= ft; T C L=4. pfT B DL -4_ p f, Category 11; Exp ; enclosed; MWFRS interior zoneT Lurrher DOL -1.33 plate grip DOL -1,33. 4) TOLL: ASCE 7,981 f=35,0 pf (flat roof snow)} Exp Fully Exp_ Unbalanced snow loads have been considered for this design- 6) elign_ This true has been designed for gre@teT Of min roof lire load of 18-0 p for 2.00 times flat roof load of 35.0 p f on overhangs non -concurrent with other live leads. This truss has been designed for a 10.0 p f bottom chard live load nonconcurrent with any ether live. loads, This true requires P12te inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. ). Provide mechanical connection (by others) of true to hearing plate. capable of withSt2nding 399 Ib uplift t joint 1, 555 Ih uplift at joint 9 and 182 lb uplift at joint 7. 1 This truss i s designe d i n accord, n ce with the 2 00 3 1 nt rn a tion, I Resid ent-la I Code sect ions R5 0 � 11.1 a nd R802.1 a nd referenced standard ANSI/TPI 1. 1 1 Girder carries tie-irespan(s): 16-7-0 from 0-0-0 to-- v Job _._ Tru ss 6 1 962 ESI TAOft Tp ,F TRUSS STOCK COMPONENTS -IF, Idaho Falls, ID 83403, JAERON LOAD CASE(S) Standard 1) row: Lumber Increase- I.1 , Plate Increase=1.1 Uniform Loads (plf) of 1-4--86P 4-8--861? 1-10 280(P - 4)� 9-15--380(F=-364), 7-16=-16 Ply j IFr�IRSPEC#119-1 11JM(1i3)R I 2 Job Reference _(optional)____ .2006Feb 11 2005 MiTek 1ndu,stdes, Inc. Wed Sep 13 09:52.36 2006 Page Jots - Truss � �� Type - -- - - - - Q1962 C1 �F TRUSS STOCK COMPONENTS -IF, Idaho Falls, ID 83403t JAERON --o 1 2 6_0Q M x6 ) w. 1-- 1-3- 3X 10 "1 BMW 4x5 = 3 6 A 11 PIV III RS PE C#1/-1�I/JM(ID) Job Reference (optional) 6,200 s Feb 11 2005 MiT k Industries, Inc.. F 0 --4 3x10 ii Wed Sep 13 09,52:38 2006 Page I -o= Plate Offsets i k_ � � '�I -� d ] [ -o-4p Ed ], s -i - a Ed elt [4: 0-0- ,Edgej TOLL SPACING 2-0-0 CSI DEPL in (lo) I/d fl L/d PLATES GRIP f _,0 Plates Increase 1.15 T 0- Vert(LL)0.04 - 240 MT 197,1144 (Roof oof8-0 Lumber Increase 1.1 E -44 rt(TL) 0.03 - 180 BELL . Rep Stress I n r YES WB .10 Hor (TL) 0.01 4 n/a n/a BCL .0 Code I I 0 /T P 1 00(Matrix) � Weight.- l a LUMBER TOP CHORD BOT H1 WEBS EDE Left. 2 X 8 DF REACTIONS I h/size ) 2=682/0-9-4,4=68210-9-4 Max Hor =682/0=-t4=68210-- Hor _- 0(Ic ad cast ) MaxUp] ift =-1 28(load case ), `-128(1 oa d case Max Gray 2_91 (load case ), 4=1load case FORCES (ib) - Maximum Compression/Maximum Tension T P H 1-2=0/14302-3=-570/95,3-4;---570/95,4-5-0/143 BOT CHORD 2-6=-92/395,4-6=-92_/395 WEBS 3-6--58,1181 BRACING TOP H D BOT CHORD e Scale -� 123.0 Structural wood sheathing directly applied or 6-0-0 oc purlMrs- Rigid r`�s_ 1 i id ceiling directly applied or 6-0-0 oc bracing, TE 1)Wind: �"E 7-98, 90mph, h=25ft; T L=4. p ft BCDL-- . p f* Category 11T Exp C, enclosed: MWFRS interior zn Lumber DOL.=1.33 plate grip D0L=1.33, TCLL-. ASCE 7- } Pf=35.0 p t (flat roof snow)? Exp C, Pull Exp_ 3) Unb p- Unb l n d snow loads have been considered for th1s design. 4) This true has been designed for greater of rein roof live load of. 1 - 0. p f or 2.off times flat roof load of _0 p f -on overhangs non -concurrent with other live [cads,_ This true has been designed for a 10.0 p f bottom chord live load r` onto r urr nt with any other live loads- This true requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 7) Provide m charm l connection (by others) of truss to bearing plate, capable f withstanding 1Ih uplift at joint nd 12.8 Ike uplift t jol nt 4. This. truss is designed -in accordance with the 2003 International 1 id nti l Code sections R502.1 1.1 and R802.1 o.2 arid referenced standard AIS IITP l I . LOAD CASE(S) Standard 5 oTM Y X4 SPF 165OF 1.5E X 4 SPI~ 1F 1.5E X 4 SPF Stud/Std REACTIONS I h/size ) 2=682/0-9-4,4=68210-9-4 Max Hor =682/0=-t4=68210-- Hor _- 0(Ic ad cast ) MaxUp] ift =-1 28(load case ), `-128(1 oa d case Max Gray 2_91 (load case ), 4=1load case FORCES (ib) - Maximum Compression/Maximum Tension T P H 1-2=0/14302-3=-570/95,3-4;---570/95,4-5-0/143 BOT CHORD 2-6=-92/395,4-6=-92_/395 WEBS 3-6--58,1181 BRACING TOP H D BOT CHORD e Scale -� 123.0 Structural wood sheathing directly applied or 6-0-0 oc purlMrs- Rigid r`�s_ 1 i id ceiling directly applied or 6-0-0 oc bracing, TE 1)Wind: �"E 7-98, 90mph, h=25ft; T L=4. p ft BCDL-- . p f* Category 11T Exp C, enclosed: MWFRS interior zn Lumber DOL.=1.33 plate grip D0L=1.33, TCLL-. ASCE 7- } Pf=35.0 p t (flat roof snow)? Exp C, Pull Exp_ 3) Unb p- Unb l n d snow loads have been considered for th1s design. 4) This true has been designed for greater of rein roof live load of. 1 - 0. p f or 2.off times flat roof load of _0 p f -on overhangs non -concurrent with other live [cads,_ This true has been designed for a 10.0 p f bottom chord live load r` onto r urr nt with any other live loads- This true requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 7) Provide m charm l connection (by others) of truss to bearing plate, capable f withstanding 1Ih uplift at joint nd 12.8 Ike uplift t jol nt 4. This. truss is designed -in accordance with the 2003 International 1 id nti l Code sections R502.1 1.1 and R802.1 o.2 arid referenced standard AIS IITP l I . LOAD CASE(S) Standard 5 oTM Y Job f 4 Flu -F TRUSS STOCK COQ -1 E T -IIF, Idaho Falls, ID 83403, J ERN 11 _-- _570-0- 2-0-0 -- I. I Plate Offset$ (X, N 6-00 fi-27 4x6 3 2 x 4 T1 I 4x4 _— L, T ;1M Qty Ply iF I RS PE C#1/9 -11/,_.I M (ID)F {I d I Job Reference o tion@l f x.200 s Feb 11 2005 MiTelk Industries, Inc. Wed Sep 13 09:5239 2006 Page 1 2X4 5 T1 2x4 I 2x4 2x4 i �1# -- __ in (loc) I/deft -- Vert(LL) -0, 1 -7 0 120 2,0- 3-14,0- -1 -1 1 [6,0 - 3-1 70-1-1 ] LOADING (psf) SPACING 2-0-0 TOLL 35.0 Plates Increase 1.1 (Roof no_._0) Lumber Increase 1-15 T� L - ALL 0-0 Rep StressIn.r I DL 8.0 Code 1l0P10 WMBEI TOP CHORD 2 X 4 SPF 21OOF 1.8E BOA` CHORD 2 X 4 SPF 165OF 1.5E OTHERS 2 X 4 SPFStud/Std 1 TC 034 BC 0.76 B 0.25 (I atdx) DEFL in (loc) I/deft Ud Vert(LL) -0, 1 -7 n1v 120 Vert(TL) -0.1 -7 nJr 90 Hor (TL') -G.01 8 ni n/a BRACING TOP CHORD BOT CHORD REACTIONS (I / 1 ) 9=80714-0-0, 10=28414-0-0,8=284/4-0-0 Max FI o 1 C_- 0 (load case ). Max U plift =-1 (load case ), 1 --4 Io d case,3), -- 7 (Io d case 2) Max Gray-990(load case , 1 O_ 1 (load Gale )f 8=981(load case FORCES (1d) - Maximum ompre ion/Maxi mum Tension TOP HRR 1- =Oil O, _ -z-16311036, - =-1 #1046, 4- --125/10461 5- l 1 r -7-0/140 BOT HD-10=-935/203, -10�-935/2027 -9=-935/202, - --935/202 WEB4-9=-942/117, 3-1 665/238,5-8=-665/238 -- Scale= 1-2a. 0 E3 US �� PLATES GRIP MT20 197/144. Weight: 35 Its tru tur2l wood sheathing directly appIlied or 10-0-0 purlins. Rigid ceiling directly applied or 6-0-0 oc bracing- NOTES ra in - DOTES 1)Wind- ASCE 7-98; K ph} h= , T DL -4. psf; B C L=4. p f, Category 11} Exp ; enclosed, MWFl ulterior one; Lumber CL=133 plate grip DOL -1.33. Truss designed for wind loads in the plane of the true only. For studs exposed to wird (normal to the face), see i iTe "Standard t ie End D tai[" 3) TOLL- ASCE 7-98T T Pf= .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 min roof live load of 18.0 p f or 2.00 firnes flat roof load of 35.0 p f on overhangs non -concurrent with other live loads. This true has been designed for a 10.0 p f bottom chord Fire load noncon urr nt with any other live loads. 7 This true requires plate inspection per the Toth Count MethGd when this truss is chosen for quality assurance inspection. Gable studs spaced at 2-0-0 oc,. Provide m hani .al connection (by others) of truss to bearing plate capable of withstanding 105 lb uplift at joint 91 475 Ike uplift at joint 10 and 475 lh uplift at joint 8. 1 ) Non ,standard bearing tend ifion. Review ie required. 1 1) This truss is designed in accordance with the 2003 International Residential Code sections R502-1 1 -1 and R802.10.2 .10. and referenced standard ANS I/TPI 1. LJ, E.() Standard 7 T Type Job Truss Q1 962 C2 F TRUSS STOCK COMPONENTS -IF, Idahe Falls, ID 83403, ,J ERON Qty 1 Ply 2 Job, Reference o fion@l 200 s Feb 11 2005 I' Tei Ilidu tn-e } Inc, VVed Sep 13 09.52'40 2006 -2-0-0 -� -11-4 7-0-12 10-0-0 I 12-0-0 " -0-1 45 4 -0-1 Page 1 I 4I = 1-23 0 I Plate Offst (�(,- . -2-9,0-1-81, I 2-11-4 -0- 7-0-12 F TL �. � SPACING - {00 (Roof _ nor=_ Plates Increase 1.15 TSL 8.0 Lumber Increase 1.15 180 Ido (TL) Rep StressIncrNO n/ n/a Code I/T P b 002 BCDL o LUMBER TOP CHORD 2 X 4 SPF 1650E 1-5E BOT CHORD 2 X 6 DF No. WEBS 2 X 4 SPF Stud/Std *Except* W3 2 X 4 SIF 1650F 1.5E T C 0.25 0.86 p a 0,55 (M-atk) REACTIONS TIO (I l i e) =4638/0--10-1 � =4638/0-1 -1 MaxHo =-1 (load case Max Uplift -_-47load case 7), 6=4770oad case 8) Max Gray 2 =4 (load case ), -4 (lo .d case 10-0-0 --k 2-1"1-4 [TEFL in (Io) I/defi L/d Vert(LL) -0-05 999 240 Vert(TL)-0.09 -10 >999 180 Ido (TL) 0- n/ n/a BRACING TOP CHORD BOT CHORD FORCES (Ib) - Maximum Compression/Maximum Tension TOP P CHORD 1 -2z --0/77P 2 -3z ---6569/602T -4=-4967/464, 4-5--496714641 5_6z--6569/601, 6-7-0/77 BOT CHORD -1 --50115727, -1 =-o1 /F -=- 1 2,5727,, -;---1 2/5727 E 3-10--163/1 B27, 3-9=- 155811 1 } 4-9=-382/41 74 P 5-9=-1 5581151, 5-8= - 162/1 827 PLATES MT -20 ffilmmis mel. GIMP 1971144 Structural wood sheathing directly applied or 5-9-5 oc purlins. Frigid ceiling d Irect.1y applied or 10-0-0 oc bra in . NOTES 1) -ply truss to be connected together with 131 YwxY Nails as follows'. Top chords connected as follows_ X 4 - 1 row at 0--0 oc_ ottom chords connected as follows: 2 X 6 - 2 rows at --4-0 oe_ 'webs. connected as foll - 1 row at 0-9-0 o - All loads are considered squally ap.plff d to all plies, except if noted as front (F=) or back (B) face in the LOAD CASES] section. PI to ply connections have been provided to distribute only leads noted F or (B)f unless othe-r-wise indicated. W 'Ind: ASCE 7-98, 90mphT h= ft* T i L- , p f, l3L=4. p f Category ll; Exp C, enclosed; MWFRS interior zone; Lumber DOL=I _ 33 plate grip COL 1.33. 4 ) TCL L_ ASCE 7-98, Pf= _ pf (flat roof snow)-, Exp ;. Fully Exp. Unbalancedsnow loads have been on ]d r d for this design. This truss has been designed for greater of resin root live load of 18.0 p f or 2.00 times flat roof load of 35,0 p f on overhangs non -concurrent with other live load _7) This truss hes been designed for a 10.0- p f bottom chord lave load non on urrent with any other live loads, ) This truss requires plate inspection per the Tooth Court Method when this truss is chosen for quality assurance -inspection. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 477 lb uplift at joint 2 and 477 lh uplift at joint G. 1 ) This truss -is designed in accordance with the 200.3 International Residential Code sect -Ions R502.1 1.1 end R802.10.2 and referenced standard ANSI/TPI 1. 11) i rd er carries ti =i n span(s): -0-0 from 0-0-0 to 10-0-0 LOAD CASE(S) Standard Continued un page Job 01962 Truss T`"NType C2 ;RuuFTib USS COMPONENTS -IF, Idaho Falls, ID 83403, JAERON LOAD CASE(S) Standard 1) S now: Lu m ber Increasez; 1. 15, P1 ate I n crew se -1.1 Uniform Loads (plf) Vert 1-4-43, 4-7--43, 2-6--929(F=-921) M Ply I 1FA"w4RSPEC#119-1 11JM(I!D)R 'Job Reference (opbona ll) .... _ 6-200 s Feb 11 2005 MiTek Industries., inc- Wed Sep 13 09,,52-.40 2006 Page 2 Truss D1 T Tpe RUuF TRUSS STOCK PE T -IFf Idaho Falls., ID 83403., JAERON r, nn W PaT T18 H Qty � Ply I F j PL 1 /9-11 IJ (I D)1 A Job Reference (optional)_.. 6.200 s Feb 11 2005 MiTek Industries, Inc. Wed Sep 13 09.`52.43 2006 Page I Scale _ 1.67,C) y F% P if 2x4 F + ® Y 4 x 10 MT 2 MA 6x12 — 12-10-3... l Z 4x e -- -1 - Plate Offsets (X,Y)' [2:0-2-2,Edgel, [ 1.1-7-4TO- -01, [11:0-4-2? Ed ], [�1 . - -1 0-- �F -10-0T -1 LOADING (psf) TOLL 35,O (Roof Snow=35.0) T DL 8.0 DOLL - D L 8.0 SPACING 2-0-0 240 DEFL in (Io) I/defl Plates Increase 115 T � 1 Vert(LL) -0.68 12-13 Lumber Increase 1.15 BC 1 M Vert(TL) -1.1 12-13 1 Rep Stress Inr YES WB 0.78 Ir(TL) 0.70 11 n/a Code IRC20031TP12002 (matrix) Lid PLATES 240 MT20 180 MT2QH nla MT18H Weight_ 185 Ib 3x6 FLIP 197/144 14$1108 220/195 LLJM BAR BRACING TOR CHORD 2 X 4 DF 240OF 2 - OE TOP CHORD Structural wood sheathing diFeCtly applied or 1-7-8 oc purlins. BOT CHORD 2 X 4 SPF 165OF 1.5E *Except* BOTCHORD Ri id ceiling dir tt applied or 1 - - o bracin Except- 1332Excent- 133 2 H 8 CSF 195OF I _ E, B5 2 X 4 SPF 21 O F 1.8E WEBS 2 X 4 SPF StudiStd 'Except" 4 2 X 4 SPF 165017 1.5E SLIDER Right 2 X 4 SPF Stud/Std 3-2-6 REACTIONS (Ib/size) 11=1 14 Mechani al, 2z--212310-5-8 Max Igor =14 1 d care Max Upl ftl 1=-1 21(load case ), -- 7(10 d case 7) Max Grav I 1=2343(10 d case )t-2703(lod case M 1-4-12 oo bracing: 12-13. `REBS 1 Row at midpt 3-15, -15, 7-1 FORCES (1b) - Maximum Compressi nll urn Tension TOIL H C 1-- =0/142, = =-4278/1 1, -4=-3241 /17 , -5=-3024'1 x - =-3994/1 r - =-4.391 /201 x 7- =-6671 / 7 } 8-9--68941261, 1 0=-7597J (39 y 10-11 =-7827 378 BOTCHORD -17=-204/3606, 15-16--204/3606, 1 -1 -- /101 , 13-14=0/1 1 , 6-13--76/3062, 12-13=-1 02/5648, 11-1 2=-305JI7021 WEBS 3-17=0/2361 3-15--1007/98, 5-15=- 1 /94, 5-13=0/1 28 x, 7-13--1786/242, 7-12=-22/9261 9-12=-8061198, 1 -1 --14 JI 4 NOTES 1) Wind: ASCE 7-98; phi h= ft+ T DL= . psf, B 'DL= . psf; Category 11, Exp ; enclosed; MWFRS [FRSinterior zone, Lumber DOL=1.33 plate grip IDOL -1.1 TOLL: ASCE 7- ' Pf=35.0 psf (flat roof snow), Exp F Fully Exp ; L- 45-0-0 Unbalanced snow loads have been considered for this design. 4) This truss. has been designed for greater of min roof live load of 18.0 psf or 2.00 times flet roof load of 35..O. psf on overhangs non -concurrent with other live loads. This truss has been designed for a 10-0 psf bottom chord lire Ioaci nonconcurrent with any other live leads. All plates are MT20 plates unless ss otherwise indicated - 7) This truss requires plate inspeCtion per the Tooth Count Method when this truss is chosen for quality assurance inspection - 8) n pe tion- Refer to girder(s) for truss to truss eenne t-lons - ) Provide me hard al connect -Ion (by others) of truss to bearing plate capable of withstanding 121 lb uplift at joint 11 and 207 lb uplift t joint 2. 10) This truss is designed in accordance with the 2003 Intern tionaJ Re ldentlaI Code secbons R502.1 1 .1 and R802 .10, 2 and referenced standard IFTH t 1. LOAD CASE(S) Standard ro - r L 4 [J&b ,Q1962 STOCK Fl Truss T-*�Type DIG TRUSS C f 1P I ENT --I F, Idaho Falk, I D 83403. JAE C _ Ply 1 Job Reference (optional) 6.200 s Feb 11 2005 M iT k industries, Inc. 6 i 0 Wed. Sep 13 09.52.44 2006 Page I Scale-- 38-0-0 38-0-0 --0 1 -o- 19-0-0 5x5 _ nom, -i� Scale = 1-66.1 _ 15x5 LUMBER TOP CHORD 2 X 4 SPF 165OF 1.5E BOT CHORD 2 X 4 SPF 1650F 1.5E OTHERS 2 X 4 SPF SludlStd Bill TOP CHORD BOT CH RCS WEBS Structural wood sheathing directly applied or 6-0-0 oo pur[in._ Rigid ceiling directly applied or 10-0-0 oC bracing - 1 Row at mldpt 12-31 1 s 11 -32, 13-30 REACTIONS TION (Ike/size) 2=393/38-0-0,31=185/38-0-0,32 =203/38- -0, 333=204/38-0-0, =204138- - , -204/38- - , 36-205/38-0-0, 7-202/38-0-0, 38-210138-0-0, 39T198138-0-0, 30z--203/38-0-0, 29=204138-0-0. 8- 04/38- -Ot 27-205/38-0-0, -202138-0-03 25-214/38-040, 24z-165/38-0-0? 23=314/38 -0 -Op 22=1 M-0-0 Max Igor=17Id case 7 Max pllft =-4(load case 7), =- load case ), -- (load case 7), 4 34(loa case 7), =- 4 Eo d case t 36=-35(load case , load Casa )t -520oad ease 7), --11 (l ad case ), =- load case ), =-'(l oa d case ), =- (load case 8), 27--34(loadcase , (load case , - laid case _- (load case , = - 4 (load case 8) Max. rav = (load case )t 1=185{load case 1), - load case )} 33!31 (load case , 4= 1 load case ), 14(l d case 2), = 1 (load case 2).,37=311(load case , 3-329(1oad case )a = (load case ) r 0 -(load case ), T7(load case ),=07(1oad case ), -(load case , ,94(lad case )* 25-311 (load case f =. (load cast ), = ([ ad case ), 22=1 (10 d case FORCES (1b) - Maximum ompre ion/Ma !mum Tension TOP CHORD 1-2=0/140,2-3=-139/`55,3-4=-105/52.,4-5'---82/-65 - --°83/70,.5t -.. f 4, 7-8==-23199, 8-9=-83/119t _1 �-8 / k , 10-11-83/161 , 11 -12--98/176, 12-1.3--85/171, 1 -1 =- 81/1 4, 14-15--81/109, 1 -1 =- 1/7 , 16-17--19/56t 17-18 =-81 /5 2, 18-1 = -8 2J3 7, 19-2 0--78/41 # 0-21 - 95/24, 21- 107/75 BOT CHORD -39--0/110, 38-39=0/1 10, 37-38- 0/11 , 36-3 7=0/11 0, /110, 34-35-0/110, 33-34=0/1 1 0, 32-33=0/1 1 , 31-32=0/1 10) 30-31-0/110, 29-30-0/110, 28-29-0/110 T27-28=0/1 10, 26-27-011 1 , 25-26=0/1 1 O, 24-25-0/11 Or 23-24=0/1 10, 22-23=0/1 10 EBS 12-31=-153/0111-32=-293/44t 10,33T-283/574 - =-283 '53, 8-35--283/53, 6-36z---282/54, 5-37=-284152, 4-38=-277/58t 3-39--310149, 10149, 1 - =-273/41, 14- =-265/58, 15-28--265/53, 1 - _-. 66/53, 18-26=-264153, 19-25=-274/55P 0-2 =-228/471 21-23;--374f7 NOTES 1) Wind- ASCE 7-98; 0rr ph; h = * TCDL=4 _ p f: CDL -z . p f; Category 111 Exp C; enclosed; rvlWFRS interior zeas, Lumber DO L =1. 33 plate grip DOL_ 133. Truss designed for i.nd loads in the plane of the truss only. For studs exposed to wind ( normal to the face), see MiTek "Standard Gable End DetailIt TOLL- ASCE 7-98; Pf=35.0 p f (flat roof snow); Exp C; Fully Exp,- L_ 45-0-0 Unbalanced snow loads have been considered for this design. Th i s truss has been deli gned for greater of min roof I ive load of 18.0 psf or 2 , 00 ti mes fl a t roof 102d of 35.0 p f on overhangs non-oonC°Lirr nt with other live loads • 8. This t has n designed for a 10.0 psf bottom chord loge load nonconWrr nt with any other lige loads. ntinu na l� 2 38-0-0 380 Flag [-1-111Ed, g ejx [2 2.0-1-111Ed � 2 0- , - 3- 1� [34:0-2-810-3-0] -'-- Offsets (X, _ LOADING p f a SPACING 2-0-0 l ' DE1=L in 10o I/defi Ud PLATES GRIP (Roof Snow -35.0) Plates Increase 1,1 ITC 0.71 Vert(LL)-0.1 1 n./r ' MT20 1971144 TCL Lumber Increase 1-15 I B _0 �(TL) -, 11n/F 0 BCLL 0. Rep Stress I n r l ��' 0 - Hor (TL 0.01 n/a n1a ECRL Code E C O TF I Oi lata Weight- 193 Ib LUMBER TOP CHORD 2 X 4 SPF 165OF 1.5E BOT CHORD 2 X 4 SPF 1650F 1.5E OTHERS 2 X 4 SPF SludlStd Bill TOP CHORD BOT CH RCS WEBS Structural wood sheathing directly applied or 6-0-0 oo pur[in._ Rigid ceiling directly applied or 10-0-0 oC bracing - 1 Row at mldpt 12-31 1 s 11 -32, 13-30 REACTIONS TION (Ike/size) 2=393/38-0-0,31=185/38-0-0,32 =203/38- -0, 333=204/38-0-0, =204138- - , -204/38- - , 36-205/38-0-0, 7-202/38-0-0, 38-210138-0-0, 39T198138-0-0, 30z--203/38-0-0, 29=204138-0-0. 8- 04/38- -Ot 27-205/38-0-0, -202138-0-03 25-214/38-040, 24z-165/38-0-0? 23=314/38 -0 -Op 22=1 M-0-0 Max Igor=17Id case 7 Max pllft =-4(load case 7), =- load case ), -- (load case 7), 4 34(loa case 7), =- 4 Eo d case t 36=-35(load case , load Casa )t -520oad ease 7), --11 (l ad case ), =- load case ), =-'(l oa d case ), =- (load case 8), 27--34(loadcase , (load case , - laid case _- (load case , = - 4 (load case 8) Max. rav = (load case )t 1=185{load case 1), - load case )} 33!31 (load case , 4= 1 load case ), 14(l d case 2), = 1 (load case 2).,37=311(load case , 3-329(1oad case )a = (load case ) r 0 -(load case ), T7(load case ),=07(1oad case ), -(load case , ,94(lad case )* 25-311 (load case f =. (load cast ), = ([ ad case ), 22=1 (10 d case FORCES (1b) - Maximum ompre ion/Ma !mum Tension TOP CHORD 1-2=0/140,2-3=-139/`55,3-4=-105/52.,4-5'---82/-65 - --°83/70,.5t -.. f 4, 7-8==-23199, 8-9=-83/119t _1 �-8 / k , 10-11-83/161 , 11 -12--98/176, 12-1.3--85/171, 1 -1 =- 81/1 4, 14-15--81/109, 1 -1 =- 1/7 , 16-17--19/56t 17-18 =-81 /5 2, 18-1 = -8 2J3 7, 19-2 0--78/41 # 0-21 - 95/24, 21- 107/75 BOT CHORD -39--0/110, 38-39=0/1 10, 37-38- 0/11 , 36-3 7=0/11 0, /110, 34-35-0/110, 33-34=0/1 1 0, 32-33=0/1 1 , 31-32=0/1 10) 30-31-0/110, 29-30-0/110, 28-29-0/110 T27-28=0/1 10, 26-27-011 1 , 25-26=0/1 1 O, 24-25-0/11 Or 23-24=0/1 10, 22-23=0/1 10 EBS 12-31=-153/0111-32=-293/44t 10,33T-283/574 - =-283 '53, 8-35--283/53, 6-36z---282/54, 5-37=-284152, 4-38=-277/58t 3-39--310149, 10149, 1 - =-273/41, 14- =-265/58, 15-28--265/53, 1 - _-. 66/53, 18-26=-264153, 19-25=-274/55P 0-2 =-228/471 21-23;--374f7 NOTES 1) Wind- ASCE 7-98; 0rr ph; h = * TCDL=4 _ p f: CDL -z . p f; Category 111 Exp C; enclosed; rvlWFRS interior zeas, Lumber DO L =1. 33 plate grip DOL_ 133. Truss designed for i.nd loads in the plane of the truss only. For studs exposed to wind ( normal to the face), see MiTek "Standard Gable End DetailIt TOLL- ASCE 7-98; Pf=35.0 p f (flat roof snow); Exp C; Fully Exp,- L_ 45-0-0 Unbalanced snow loads have been considered for this design. Th i s truss has been deli gned for greater of min roof I ive load of 18.0 psf or 2 , 00 ti mes fl a t roof 102d of 35.0 p f on overhangs non-oonC°Lirr nt with other live loads • 8. This t has n designed for a 10.0 psf bottom chord loge load nonconWrr nt with any other lige loads. ntinu na l� 2 i Job Truss s T v Type i Q1 96 i DIG I ,,- TRUSS i F ' PO E 'T -1 F,. Idaho Fa lis, ID 83403, JAERON Qty PI I iJob Reference (o2fional) 6.200 s Feb 11 2005 iiTek Industries, Inc Wed Sep 13 09:521-44 2008 Page 2 NOTE 7) All plates r 2x4 MT20 unless otherwise indicated - 8) This trues requires plate inspection per the Tooter Count Method when this truss is chosen for quality assurance inspection. Gable requires continuous bottom chord bearing. +1 0 ) Gghle studs paced of .i0 oc. 11) P rovide mechanical con rection (by oth e r of true to bea ri ng plate p b7 e of with stand in g 64 1 b uplift at Joi rpt 2, 25 1 b uplift at joint 32 , B 1 b u p1 ift at Joi rpt 33 1 34 1 b uplift t joint 34, 34 1b uplift at joirpt 35, 35 lb uplift at joint 36, 29 1b uplift at joint 37., 52 1b uplift at Joint 38, 112 1b uplift at joint 39, 22 1b uplI t at joint 30, 39 lb up11ft at joint 29, 33 Ib uplift at Joint 28, 34 Ib uplift at joint 27, 3.4 Ib uplift at Joint ib uplift at joint 25, 28 lb uplift at joint 24 and 54 lb uplift at joint 21 1 This truss is designed in accordance with the 2003 Intemational 1 esid nti21 Code sections R502.1 1 .1 and R802.1 .1 . and referenced standard ANSPTPI I . COAD CASE(S) Standar Ind :Q1962 TOC Truss E1 TypeQty RuOFTRUSS COMP N F_ T -I F, Idaho Falls, ID 83408+ JAFRON Ply IrI RS IAF C# 119-11 /J1` 1(ID)I Joh Referent (optional)6,200 Feb 11 2005 MiTek Industries, Inc- ed Sep 13 09-52-.48 26-0-6 Page 1 -2-0-0 5-1 - 13-3-2 20- T4 -4-- -1-1 34-11-3 I 41- - _4 -4- --0 5-10-0 i -J- IO MT18H .1 B-C)C) ( 6 Scale = 1-74.5 W MT18P 3.00 RE T1 (kala ) 18_265110-5-81 11 1921/-- Max I--lorz 1 =14 (load case Max U P lift`1 8;z -244(l oa d case t 11 =- (lo d case ) Max Grp v I = 3475 J oad case , 11= ioa d case 3) FORCES (lbs) - Maxilrinurn CompressionlMaxinnum Tension TOP CHORD 1-2=01140,2-3=-253/167T3-4--2251/44, -5=-2054/61, -� =- 1 - -- =- 1 , 8-9-z:-64891195, -1 =- /1 , 10-11=-7804/296T 11-12=0/136 BOTCHORD 2-18=-1314/301) 17-18=-1526/204,16-17-2/1925, 15-16=-1/1953,,14-15=0/39W 1 -14 -0/5669,11-1 =-168/6929 'REBS -1 �-. 984/272, 3-17--166/3300,5-17=--1148/139, 5-15=01621i 6-15_--25/215317-15=-31110/56, 7-14=0/2899P 8--14__1 701/214, 8-13-01833, 10-13=-754/176 NOTES 1) Wind: AE -tplT I=fta BCD4.8psf-, Category ll, Epp 7 nJd: l"'Fl inter; Lumber D L=1.33 plate grip DOL=1. . T LL, ASCE 7-98 Pf=;_ p f (flat roof snow); Exp C3 Fully Exp_; L= -0-0 Unbalanced snow loads have been considered for this design. 4 This truss has been designed for greater of rain root Rive load of 18.0 p f or 2.00 times flat roof load of 35.0 p f on overhangs non -concurrent with other live loads- 5) This truss has been designed for a 10.0 p f bottom chord live load nonconcurr nt with any other lire loads. All plates are MT20 plates unless otherwise i ni at . 7 Th is truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. Bearing at joint(,.) 11 considers p r. ll [ to grain va I ue using ANSI/TPI I angle to grain formula- Building des igner should veffy capacity of bearingsurface- 9) Provide mechanical connection (by others) of truss to bearing pJate capable of withstanding 244 lb uplift at joint 18 and 208 lb uplift at joint 11- 1 ) This truss is designed in accordance with the 2003 Int m tional Residential Code sections 8502.1.1.1 and 8892.1 0.2 and referenced standard ANSUTPI 1 _ LOAD CASE(S) S to n d e r GIMP 1971144 148/108 1171144 Q i 5-10-0 13-3-2 20- a 23-4-8 32-0-9 41-4-8 5-10-0 7--- 7-- --4 -1 --1 Plate Offsets (X,Y)-- [2- 0-3-1430-1-121, [9.0- _4, Edg [14-.0-8-0,0-3-10t 1 X04- } ' -j,.1 :0.4-0, 0'2-x] [ - - - , E g j, [13:0-6-12,0-3-41t LOADCLL PACT 2-0-0 1 DE FIL j n 1 o 1/d fl L/d PLATES (Root Snow 35.0) Plates Increase 1.15 T .0.94 ' r i(LL) -0.7313-14 >582 240 MT20 T DL 8.0 Lumber Increase 1.15 BC 0.83 Vert(TL) -1.1613-14 >365 180 f 1T. 0H BOLL 0'.0 Rep Stress Incr YES WB 0.92 Ho (TL) 0.68 11 n/ n/a MT1 8H B C L B.0I Code IF ITP [200 (Matrix) Weight: 173 Ib LUMBER BRACING T F` HORD 2 X 4 SPF 21 OOF +1, E "Except' TOP CHORD Structural wood sheathing ffirectly applied. T1 2 X 4 DF 240OF 2,OET T1 2 X 4 DF 240OFE BOTCHORD F r Jd telling directly applied or 5-8-3 bracing. BOT II I D 2 X 4 SPF 165OF 1,5E *Except* WEBS 1 Rowat mid t 7-152 -14 4 2 X 4 SPF 21 OF .E, B5 2 X 4 SPF 21 OOF 1.8E WEBS 2 X 4 SPF Stud/Std *Except* W2 2 X 4 SIF 1650E 1.5E; W5 2 X 4 SPF 1650E 1.5E W7 2 X4 SPF 165OF 1,5E RE T1 (kala ) 18_265110-5-81 11 1921/-- Max I--lorz 1 =14 (load case Max U P lift`1 8;z -244(l oa d case t 11 =- (lo d case ) Max Grp v I = 3475 J oad case , 11= ioa d case 3) FORCES (lbs) - Maxilrinurn CompressionlMaxinnum Tension TOP CHORD 1-2=01140,2-3=-253/167T3-4--2251/44, -5=-2054/61, -� =- 1 - -- =- 1 , 8-9-z:-64891195, -1 =- /1 , 10-11=-7804/296T 11-12=0/136 BOTCHORD 2-18=-1314/301) 17-18=-1526/204,16-17-2/1925, 15-16=-1/1953,,14-15=0/39W 1 -14 -0/5669,11-1 =-168/6929 'REBS -1 �-. 984/272, 3-17--166/3300,5-17=--1148/139, 5-15=01621i 6-15_--25/215317-15=-31110/56, 7-14=0/2899P 8--14__1 701/214, 8-13-01833, 10-13=-754/176 NOTES 1) Wind: AE -tplT I=fta BCD4.8psf-, Category ll, Epp 7 nJd: l"'Fl inter; Lumber D L=1.33 plate grip DOL=1. . T LL, ASCE 7-98 Pf=;_ p f (flat roof snow); Exp C3 Fully Exp_; L= -0-0 Unbalanced snow loads have been considered for this design. 4 This truss has been designed for greater of rain root Rive load of 18.0 p f or 2.00 times flat roof load of 35.0 p f on overhangs non -concurrent with other live loads- 5) This truss has been designed for a 10.0 p f bottom chord live load nonconcurr nt with any other lire loads. All plates are MT20 plates unless otherwise i ni at . 7 Th is truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. Bearing at joint(,.) 11 considers p r. ll [ to grain va I ue using ANSI/TPI I angle to grain formula- Building des igner should veffy capacity of bearingsurface- 9) Provide mechanical connection (by others) of truss to bearing pJate capable of withstanding 244 lb uplift at joint 18 and 208 lb uplift at joint 11- 1 ) This truss is designed in accordance with the 2003 Int m tional Residential Code sections 8502.1.1.1 and 8892.1 0.2 and referenced standard ANSUTPI 1 _ LOAD CASE(S) S to n d e r GIMP 1971144 148/108 1171144 Q i Job ; Truss T Type 1 962 EiG ]F TRUSS fl STOCK PEr T -I F, Idaho Falls, 10 83403, JAE RO 0 4-7-4 -11 4- -4 6.0 1 N= -4- 7 Qty I 1 'I -11 91JM(1D)R - I Job Reference (optional) _ 0,200 s Fete 11 2005 MTek Industries, Inc. Wed Sip 13 0Page I _ -11-8 28-1 _ 34-9-9 1 41- -43-4-B. 4 11- 5-11-0 15-6-15 0- cale = 1.74.5 3A 3x1Q 3A 3A 8x10 - 3A x10 ~ 6 F 7r eq i �� 4-7-4 -11- 15-3-15 20-8_4 -11 28-10-8 34-9-9 41-4- 4-7-4 -4- 5-4-5 5-4-5 2-3-4 -11- 5-11- 6-6-15 Plate Offsets[2-0-3-14 -1-1[13:1-6-1410-i - 0 -4-81 ��_-_---__. lx [ - -- � Oyu- :��,�x�-� LOADING (psf) TSL SPACING PACT 2-0-0 CSI DEFL rn ]c) I/defl L/d PLATES RIP (Roof Snow=35.0 I Plates increase 1.15 TC 0.86 'ert(LL) -0.66 16--17 >669 240 MT20 1971144 i Lumber` increase �1.1 B 0.95 Vert,(TL) -1 _ 1 -1 40 1' i T H 14 11 TCS .� � � � 0 Rep Stress In r B 0.89 Hors TL 0.85 1 n L L _ � � � n/a lT1H 1971144 Code II /TP1 0 (Matrix) Weight 249 Ib BCDL 8.0 LUMBER BRACING TOP CHORD 2 X 4 DF 240OF 2.OE T F' CHORD StruGtural wood sheathing directly applied or 2-5-1 oc purlin - BOT HORD 2 X 4 SPF 1 F 1.5E Except* BOTCHORD Rigid ceiling directly applied or 10-0-0 or, bracing,:, Except - B5 2 X 4 SPF 21 00F 1_ E 6-0-0 oc bracing- -23,22-23* EBS 2 X 4 SPFStud/Std *Except* WEBS 1 Row at midpt 6-19,9-1 2 2 X 4 SPI` 1 5 F 1.5E, VV7 2 X 4 SPF 165OF 1.5E 2 Rows at 1/3 pts -1 W9 2 X4SPF 1 OF 1_ E, VV8 2 X4 SPF1 OF 1..E OTHERS 2 X 4 SPF t ud/Std SLIDER Dight 2 X 4 SPF Stud/Std 3-2-12 REACTIONS (I b/ i e) 23=2562/2-5-8, 13z--2010/0-5-8 Ma = 10/035- a Hort =14 load case 7) Maxi l ift =T (load case ), 13=-21 1(load case ) Max Grav 23-291 (ld case )* 1 =2406(10 -ad case FORCES lh) Maximum orn r si n/Maxi um Tension TOFF H R D 1-2-0/140.,2-3=-255/1292, 3-4=-1648/1030 4-5=-1963/113815-6=-1 778/158, 6-7=-18031202, 7-8=-3818/137'Y 8-9;---4024t'10719-10=-5409/1877 1 -11=--5658'1 , 11-12=-6658/260, 12-13=-68461234,13-14=01136 BOT H r 2-23=-10371300, 22-23--1037/201, 1-22_-22/13793 20-21 =- /1379 19-20--1 011667, 1 -1 T-3160, 17-18-0/26 8-17=-400/118, 16-17-0/5143, 1 1 --1 2916075, 13-15=-1 29/6058 W EPS 3-23=-2813j2,93, 3-22=--1 94i2562, 4-22--950/129, 4-20z--1 2/400, 6-20--195/79, 6-19=-473/94, -10=-2976/0, 17-19-013411 a 7-17-0/5509, 9-17--1612/197 � -1 01428, 11-1 6=-904/144, 11-15=0/1 94 NOTES 1) W i rid , ASCE 7-98 . m ph; h=25f t T �T DL=4 _ p f; BCD -L=4 . _ p f; Category 11; Exp enclosed MWF ISS to ri or zone; L u beer D L=1 -33 plate grip DOL -11 _ Truss designed for wined loads in the plane of the truss only. For studs exposed to wird (normal to the face), see MiTelk "Standard Gable End Detail,. TOLL: ASCE 7-98, =35.0 psf (flat roof snow); Exp t Sheltered; L= 45-0-0 4) - - 4) Unbalanced snow- loads have been considered for this design. This truss has been designed for greater of rain roof live lead of 18-0 p f or 2.00 tires flat roof load of 3.5-0 psf on overhangs non -concurrent with ether .I i e loads- 6) This truss has been designed f r a 10.0 psf bottom chord live load noncon a rrerrt with any other live loads- 7) ogd _ All plates are MT20 plates unless otherwise ise i nd is t d . ACI plates are 2x4 MT20 unless oth rwi indicated. This truss requires plate inspection per the Tooth court Method when this truss is chosen for quality assurance inspection. +1 Gable studs spaced at -0-0 nc. 11 Bear-InBear-Ing at joint(s) 13 considers parallel to grain value using ANS11,71DI 1 angle to grain formula. Building designer should verify capacity Of bearing suffice. Continued on page Job Tniss rtpeQty ply 'I F--""k1.1RSPEG# 1/-111JM(I`D)R 101962 ER,.,� IG �,TRUSS 1 1 I I oReference ,,gib _(qptiv J STOCK COMPONENTS -IF, Idaho Falls, ID 83403, JAERON 6.200 s Feb 11 2005 Miffek Industries, Inc. Wed Sep 13 09:52:51 2006 Page 2 NOTES 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 236 1b uplift at joint 23 and 211 lb uplift at joint 13. 13) Th is truss I s designed i n accord ante with the 2003 Inte rnatlonal Residential Code sections 8502 -11 .1 and R8021 0.2 a nd ref ere raced stand ard ANSVT P I I LOAD CASE(S) Standard Job Truss E T T€ 1 STOCK MP ENT .-IF, Idaho Fella, ID 834D3, JAERON I Qty —,-Ply-....--I F;.-,�iRSPEC#119-111JM(ID)R 14 1 Job Reference (optional) 6,200 s Feb 11 2005 Mffek Indo tri s. Inc Wed Sep 13 09:52:52 2006 Page 1 3-2-12 _5- , 10-4-6 15-3-12 21-11-14 -7-1 a 36-0-0 -,0-0 11 --1 --4 4-11- Sx8 _ 5 M MA -4-'1 --- Scale -10""= v 3-2-12 , 5-5-0 _ 15-3-12 _. . _...._x_18-0-0 3-2-12 --4 9-10-112 Folate Offsets (Xr ` [1-0-24,0-1-12L,[ - _- tE d a pjw...f 11 : 0 - - �} �1 J0- -�a0- -1011 [14-0-6-0,0-2-8] LI (psf) TEL 35.0 (Roof Snow=35.0) L/d TIL TC 0.93 E CLL 00 B CL 8 r SPACING -- Plates Increase 1,1- Lumber Increase 1.15 Rep Stress Inr YES Code I 0 /TP1 02 --_ _-. _._ - _ . _ _ . --i- . . 9-3 -15 CSI DEFL in (Io I/d fi L/d 0 PLATE., TC 0.93 Vert (L L) -0.61 11-12 >637 240 MT20 BC 0.84 ert(TL') -1.00 11-12 >389 180 MT20H B 0.85 Hor (TL) 0.54 9 n/ n/ (.Matrix) Weight, 15.8 Ib LUMBER TOP CHORD 2 X 4 SIF -165OF 1.5E *Except* T2 2 X 4SPF 21O F 1.8E, TX4 DF 240OF � E BOTCHORD 2 X 4 SPF 1650F 1.5E *Except* B4 2 X4 SPF 210F 1_E EBS 2 X 4 SPF Stud/Std * Ec t- '4 2 X 4 SAF ,1 F I_ E, W9 2 X 4 SPF 1650F I_5E 'ECCE Right_ 2 X 4 SPF Stud/Std REACTIONS(Ike/size) 115_198210-5-8,9=1849/0-5-8 Max Horz 1 =-g7 ( l d case ) Max Upliftl =-1 (Iod case ), =-1 0Iod case Max Grav 15-2281 (load case. , =2590(1 oad case ) BRACING TOP CHORD BOT HCS WEBS GRIP 1971144 148/108 Structural wood sheath—Ing directly appliled, except end verticals. Rigid ceiling. directly applied or 10-0-0 oc bracing, Except, -0-0 oc bracing: 14-15. 1 Row at idpt 4-14 FORCES (lb) - Maximum Compression/Maximum Tension TOP H . D 1- =-2/308, - =_ 1`1547 3-4=-9641123, 4- �- 98/11 5-6 ,=-38311111, 6-7=-5988/230 '- - 1 8-9=-7223/286. -10=011 36, 1-16-0/69 BOT CHORD 15-16=-5/675 14-1 =-196/207: 1 -14z-33/1710, 1' -1 _ , 11-1 - -11 -1 ' WEBS 2-15--21431'73, 2-14=-1 711691, 3-14=-523/105, 4-14--1517/21 4-1, =0/x'08,5-1,3=-4681115 -13(2825., -1 =- 156 9/220, -11 =-641141 31, 8-11 803.x17 , 1-1 -294/20 NOT, 1) raid : ASCE 7-98, 0 m ph, h =251st, T DL -4 . p f, DL=4. psf Category 11 Exp Q enclosed; F 1 i rite riOr on Lumber COOL=1.33 plate grip DOL; --1.33. T L.L: ASCE 7-98; Pf_35.0 psf (flat roof snow); Exp , Fully Exp,; ,; L= 45-0-0 Unbalanced snow Joad's have been considered for this design. 4 This truss has been designed for gaster of min roof live load of 18,0 psf or 2.00 times flat roof load c)f 35.0 psf on overhangs non -concurrent with other live loads. This truss has been designed for a 10-0 psf 'bottom chord lire load nonconcurr nt with any other live l ads. All plates are MT20 plates unless otherwise indicated - 7) This ndi at d- TISIs truss requires plate inspection per the .Tooth Count €1 th d when tipIs truss Is chosen for quality assurance inspection - 8) n pe tion Bearing at join -11( considers parallel to grain value using ANSI/TPI 1 angle to grain formula: Building designer should verity capacity of bearing surface. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 108 lb uplift at joint 15 and 210 [b uplift t joint 0. 1 This truss is designed in accordance with the 2003 International Residential Code sections R50Z11.1 and R802-10-2 and referenced standard ANSI/TPI 1. LOAD CASE(S) tndrd Job --_. -- I Tis T,, -,-Type 1 962 F TIU. � 1 STOCK COMPONENTS -IF, Idaho Falks, ID 83403, JAERON Oty Ply I 1 .fob ReferenceS 6.200 s Feb 11 2005 I !Tek Industries, Inc. Wed Sep 13 09.52-53 2006 Page I 577-12 1 11-0-0 16-4-4 20-5-4 27-1-13 33-10-7 41-1-8 143-1-8 5-7-12 4-1-0 6- 1 Scale;-; - 1,70,1 V V 3x6 x4 3 4 5 6 x 6 6 WO MT18H-- C M 4x4 7 3X6 9 3A 1 - IU, 1,1731 14 4x6 19 18 17 16 15 14 13 12 5x6 = r 2X4 1 3A ; 3 _ 3x8 6X8 = 3x4 = 2x4 Gi 3X6 --1 11-0-0 16-4-4 w -- 27-1-13 , 33-10-7 41-1-8 5-7- 1-1- -- 1 -- -4-4 4-1-0 6- - -- 7-3-1 ®-- -._w_ _.. _-� _..tee__ ..- ._�."..� - •-- Platfs is X,' [ - - t � - ] -0-2-4PO-0-211 �� -.0- -810_1- LOAD I N G p f TSL SPACING2-:0-EFL in (Ioc)1/deft Lid PLATES GIMP Plates Increase 1,1 T 0,61 rt(LL) -0.13 10-1 4 1'T 0 19711.4 icf n Lumber Increase 1,1 B 0.53 Verb TL -0422 1 -1 1 � OHT1 &H 197/144 TCD L 8.10 e Stress Incr YE � WB 0.90 HTL t0 1 n a n/a �! ALL _� � or � BOLL -0 Code II /TIMI Q0 (Metrix) ''eight: 199 l LUMBF-14 BRACING TOIL CHORD 2X 4 DF 2400P 2.OE TOP CHORD Structural wood sheathing directly applied or 4-0-6 oc purlins. BOTCHORD 2 X 4 S P F 1 650 F 1.5E BOTCHORD Rigid ceiling directly applied or ---g oc h recin. WEBS 2 X 4 SPFStud/Std *Except* WEBS 1 Row at midpt 3-16, 5-16, 6-15, 7-15, -1 W6 2 X4SPF 165OF 1.51FW7 2 X4SPF 1650F 1,5E REACTIONS (Ib/ i e1=527/I' ch n [c,a 1, 16-257010-5-8, 1 O` 1259/0- -8 Max Hort 1 =-1 ( la d case Max Uplift 1--40(1 oad case 7),.16--151 (load case 7)? 1 =-1 7 (loe d case Max Gray 1- load case ), 1 ;=2818(Io d case ), 1 - (loe care ) FORCES (Ib) - Maximum Conn press ion/Maxi mam Tens -ion TOP CHORD 1-2=-1490/71, 2-3=-5111399, =0/642# 4-5=0/767, 5-6=-1 84/21 , 6-7=-418/158,,7-8=-1208/168, 8-9=-1 587/1 , BOT I O D 12-13--36/224610-12=-36/2246 1-19--9611164:r l 18-1, —1 ,9-96/1164N + fj-�'Jy1 1 — 1 r /303, 1 6 1 7'.-31 7/ a 1 �-1 — 1 7 1 , 14-1 5' 0/1 pi t 1 3-1 "--36./2246, F -1 36/2246,, 1 0— 1{.�..'-36/2246 `EBS -1 =01211, -18=-9871114± 3-18=0/547 P 3-16-1223 135, 5-16=-2072193, 5-15z---2111785, -1 --466/2, 7-1 --1534/1 , 7-14-0/663, 9-14=-1 155111 , -124/261 NOTES 1)Wind: ASCE 7_98; 0 p h; h= ft; T L= . p f; B DL=4 _ psf o Category [ I Exp enclosed; MVVFRS, interior zone; Lumber DOL -1.33 plate grip DL=1.. T LL: ASCE 7-9B,, Pfs �10 psf (flat roof snow); Exp t Full} Exp Lz; -0- Unbalanced snow loads have been considered to thils, design. This truss hes been designed for greater of min roof live load of 18,0 psf or 2.00 times flat roof load of 35.0 psf on overhangs non -concurrent witother live loads. This truss has been designed for e 10.0 psf bottom chord I Ive load nonconcurr nt with any other live Ioads. X111 plates are MT20 p[ates unless otherwise indicated This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. Refer to girder(s) for true to truss connect- n _ Provide mechanical connection (by others) of truss to beaning plate capable of withSt2nding 40 1 uplift at joint 1. 151 IIS uplift at joint 16 and197 lb uplift at joint 10. '10) Ttlis truss Is designed in accordance with the 2003 International residentialCo-de sections R502.1 1.1 and R802.10-.2 and referenced standard ANS I/TPI 1 .LOAD CASE(S) Standard Mod V 1 962 i `truss E4 STOCK COMPONENTS -IF, Idaho Falls, fD 834D3, J F_ T�Tpe IF TRUSS Qty 1 ply I FAmAkll RSPEC#1/9-11 /ti. M(ID) Job Reference (optional . 00 s Feb 11 2005 MiTelkindustries, n. Wed Sep 13 -09:52:55 2606 Page 1 - -1 11-0-0 1 -4- -� - - � �1- - - - -i 1-1- 4311 e f- -7- -4-4 -4=.4 4-1- 4-7-12 7-9-8 3-9-9 4-5-7 2-0-0 6.00 112 4 _ 5x 14 MT20 H - 8X8 --_--1 4 16-4-4 -- --14 -- 4-1 -1- 4T} 1 :5X5 - 3.00 1 r *� 11:0-�0-1 , - 0- ]a [1 .0- —4�0— — — -- LOADING (pf) TOLL 35.0 (Roof Brow=35.0) TDL 8.0 B+ LL 0.0 BCL 8.0 LUMBER TOP H 1 D BOT CHORD WEBS REACTIONS PI -0-0 Pl@tes Increase 1.15 Lumber Increase 115 Rep Stress I n r 'SES Code Ii 0 /TPI 00 1 TC 0.96 BC 0.60 1B 0.92 (Matrix) 4 SBF 21 OF 1.8E *Excepts' T1 2 X 4 BPF 165OF 1,5E X 4 SPF 165OF 1.5E X 4 SPF Stud/Std *Except* W4 2 X 4 SPF 165OF 1.E,. W5 2 X 4 BPF 165OF 1.5E X 4 SPF 165OF 1.F-} W9 2 X 4 SPF 1650F 1.5E Ib/.size) 1=11/Meeh nc 1, 16=3206/0-5,-B, 11=103410-- - DEFIL in (Ioc) I/dell d Vert(LL) -0,3313-14 >894 240 Vert(TL) -0.4913-14 >613 1.80 H r (TL) 019 11 n1a n/ BRACING TOP CHORD E3T CHORD 'EBB M2x Horz 1=-1 (load case MaxlJpliftl = - (load case ), 1 u-140(load ease )a 1 Al HT1 4(load case Max Grav 1=7 (load case ), +1 = 4 (lo d case ), 11=1 4 (load case PLATES MT20 'ITF Weight: 189 lb GRIP 197/144 148/108 Structural wood sheathing directly applied Ri id ceiling directly applied or 5-5-3 bracing, 1 Row at mi pt 3-16t 5-16, 6-15, 7-15, -14 FORCES (Its) - Maximum Compress ion./Maxi murn Tension TOP CHORD 1-2=-97611390,2-3--401/1554, 3-4=0/1959, 4-5-0/2039.,5-6-01660, 6-7=0/684P 8 -242/1131 P 8-9-48611127 9-10--2991/144110-11--35`65/1792! 11-1 _0�1315 B T H D 1-17--1169/721. 16-17=-1 510/197, 15-16--1655/222, 14-1 =- 4#203, 13-14--7/2737,.11-13=-71/3074 EBS -+17=- 11 , -� I -17= ,3-16--1205/149,5-16--3027/113.5-15=-41/2474, _1 --799107 7-15=-1 5911171 } 7-14=-317620 9-14=-2750/136, -14=2750/ 1, 1f 1 27, 10-13--327/109 NOTES 1 I n. ASCE 7-98, Orn ph T h-;tt' TCD L =4.8 p f, B DL- _ p f, Category 11, Exp 7 enclosed; M F interior zone j. Lumber DOL=1.33 prate grilp DL=1.33. ) T LL- ASCE 7-98. Pf=35.0 psf (flat roof snow); Exp x Fully Exp.; L=� 45-0-0 Unbalanced snow loads h2V been considered for this design - 4) This truss has been designed for greater of m1n roof live 10 C[ C)1'. 18-0 p f or 2.00 times flit roof load of 35.0 p f on overhangs non -concurrent with other live loads- 5) Th is truss has been desig ned for a I U p f bottom ch ord I j ve I oad noriconcu rr nt with a ny other I lve loads. All plates zire MT20plates unless otherwise indicated. 7 This truss requires plate inspection per the Tooth Count IVlethod when this truss is choses for quality assurance inspection. Deter to girder() for truss to tress connections. Bea ri nt J'oirrt( 11 considers parallel to grain value u inn ANSI#TP1 1 angle, to grain formula. B ul Id i ng designer should ve rif capacity f hearing surface, 1 ) Provide mech2nical connection (by others) of true to bearing plate Cep b1e of withstanding 506 lb uplift at joint 1, 140 lb uplift at joint 16 and 184 lb uplift at joint 11, 11) This true is designed in accordance with the 2003 International Residential Code sections R502.1 1.1 and R802-10-2 and referenced standard ANSITTPI 1. LOAD CASE(S) Standard Job ------- _ Trus TAT pe 1 I E4G 1F TRUSS STOCK COMPONENTS -IF, Idaho Falls, I 83403, JAERON 1 6 _ t 1 Ply 1 lF0"*I PE 1/ -111^I1D Job Reference nal) 6.200 s Feb 11 2005 MiTek Industries, Inc_ Wed Sep 13 09-52,57 2006 Page. 1 7-0-1 13-8-11 20-5-4 27-1-13, 33-10-7 41-1- 4 .�_' _--_•• __•._—_•_—•r.—�—P—.-a--r.�. � o� ems. �-__ __.—J Scale - 1.73.1 W _00 1- 7 26 6 3x4 _ 25 4 6x10 MTISH= 22 ' - o 13-8.11 20-5-4 -1-1 _ Plate Offsetss: [1:0-0-11 LOADING (pf T LL 35-0 (Roof Snow= 3 , TDL 8.0 BOLL 0.0 DL 8.0 Ed .-1- --101 -�- ST4 0 19 1 N4 _- 3x6 3x6 __ 17 16 10-7 -- SPACING 2-0-0 1 C51 I Df FL in (foc) Ildeff LJd Plates Increase 1.1 Luber Increase 1.1 Fop Stress Inr NO Code, IRC2003ITP12002 LUMBER -0.14 1-28 >999 TOS' C.HORD 2 X 4 DF 240OF 2.OE BOT CH0RD 2 X 4 DF 240OF 2.OE *Except'` 23 B2 2 X4 SPF 165OF 1. E WEBS 2 X 4 SPF Stud/Std 'Except* X 4 SPF 1650E 1.5E OTHERS 2 X 4 SPF StudiStd TC 0.73 BC 0.52 B 0.81 (I ate ) ` rt(L L -0.14 1-28 >999 240 Vert(TL) -0.22 1-28 >914 180 Hr(TL) 0.03 23 n/ n/ BRACING TOPCHORD ET CHORD WEBS 15 1413 41-1- PLATE'S MT20 T 1 H Weight: 280 I 11 3x!G _ GRIP 197/144 197/144 Structural wood sheathirg directly applied or, 4-9-6 purlins- Rigid urlin - f i ld ceiling directly appli ed or -0-0 oc bracing, Except: 10-0 -0 oc bra cl n -. 1-283.26- 2 8 t 25 -2 6 s, 4-25,23- 4 _ 1 Row at rnidpt 2-26, 4-23y 5-23T 6-23 REACTIONS (Ib/size) 1=790/0-1- t 3=1961/ -0- , I =323/'25- - ,14=417/25-0-0,9-423/25-0-07 =-12/25-0-0, =97/25- - t =29/25-0-00 21-34/2-0-0, _26/25-0-O, 17=29/25-0-0, 16-=33/25-0-0, 1 =3025--, 13=47/YG-0, 12--11125-0-0, 11-1 1/ -0-0 Mex How 1=-1 (lod case Max U pIift1-= 3(loa d case 7), 23=-234(l od case 7), 19=-1 1 3(l od case )T 14=-11 00oad case , =-14 (I ad case ). 4a-41(load case , 1 =- (load ca se 3), 11-- 0(lo d case Max Grav 1=1 3 (1 d case ,, 23=26 3 load case ), 1 = (load case ), 14= 3 10 d case ), 9-755(load case 3 , 4= (I ca d case 4)t25=143(loa d case )t _ 7 Ofload ca se 4 )., 21=7 (Io d ca se 4), 0, 58 0.oad ca se 4), 1 = 10 d case 4 , 1 = (10 d case 4)t 1 = (l ad case 4). 13= (10 d case 4), 1 = (load case ), 11 =2220aad case FORCES (lb) - Maximum Compression/Maximum Tension TOP H ORD 1-2=-=1917/79, i3=-646195, 3-4=-263/121 F 4-5z--01921, 5-6= f7 96, (5-7-0/504, 7-8=-219/404, 8-9=-380/242, -1 =;0/140 BOT CHORD 1-28=-1 04 `1 1 , 27-28=-1 04/1510, 26-27;---1 04/1 1 , 25-26z--01386, 24-25-01386, 23-24z--0/3861 . - 3=-406/1 3, 21-22=-406f 12 3t 0-21=-406 `1 , 1 9-20=-4D6/1 23, 1 8-19=-1 6 0/136, 1 7-1 =- 160/136) 16-1 7=- 160/ 1 , 15-16=-1 0/1 , 14-15=-1 60/136, 13-14=-'l 60/136, 12-13=-1 60/ 136, 11-1,2=-1 60il 36, 60/136 1 FEES -280/233, 2-26--1281/1415 4-26z--7/6149 4-23--1494/177, 5-23--1253/75116-23-z-349/94. 6-19=-618J175, -1 9--280)176, 8-14--848/115 NOTES 1) cnd: ASCE 7-98, mph = * T C L=4. p f} DL=4, p f, Category 11, Exp ; enclosed, IWER interior zone Lumbw L�--1' M plate grip D L;7-1.33. Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (norrn a l to the f2 ), see 1" i Te "Standard Gable End Det. -311" TOLL` ASCE 7-98-1 Pf=35.0 PSf (flet roof snow), Exp t .FullExp.; L— 45-0-0 4) -0- 4)Unbalanced snow loads have been considered for this d ire _ Thi truss has keen deli fined for pr at r f min roof .Ii Io d of 13. p f r _�� t 3.i flat roof. load of _0 p f an overh@ngs non -concurrent with other live loads- 6) This truss has been designed for a 10.0 p f bottom chord live load nonconcurrent with any other Jive loads. 7) All plates are MT20 plates unless otherwise indicated- plates ndi ted - plates are 2x4 MT20 unless otherwise indicated_ n rood on page Job STOCK F= R�- TRUSS i I COMPONENTS -IF, Idaho Falls} ID 83403, JAERON ply I !FWm%1#4RSPEC#119-111JM(Ep)R I I IJob Refere phonal) 6.200 s Feb 11 2005 I iT k Industries, Inc. Wed Sep 13 09.52.57 2006 Rage NOTES ThisTh'is truss requIres requiresplate inspection per the Tooth Court Nlethod when this truss Is loo n for quality assurance inspection. 1 ) Gable studs spaced at -0- - 11) Provide mechanical connection (by others) of truss to bearing p[ate at joint(.) 1. 1 ) Provide mecha ni ca I cann ection (by others) of truss to boa r ng plate capable of withstandirn I b uplift at joint 1, 234 ib uplift at joint 23, 113 Ib uplift at Joint 195 110 f b uplift at ioi:nt 14, 148 lb uplift at joint 9, 41 lb uplift at joint 24, 38 Jh uplift at joint 12 and 90 Ih uplift at joist 11. 1 ) This truss is designed in accordance with the 2003 International Residential Code sections R502-1 and R802.10.2 nd referenced standard ANSIITPI 1. LOAD CASE(S) Standard Job Truss Tr" -Type Q1962 F1 F TRUSS STOCK COMPONENTS -IF, Idaho F 1s, ID 83403, J F H ._._. I --- -- i 10-1-12 4x 10 -4-2 6. i 3 3x4 10 2x4 11 4-9-10 - r 10-1-12 54"29 Plate Offsets (X,Y): [ _ - -7,Ed r_.I : - -7,Ed el..o j :0-4-0:043.0 LOADING (n-Rf) TCLL 35.D SPACING 2-0-0 C$I Roof Snow=35.Q} Plates Increase 1.15 TG 0.71 T�Q� �'d � Lumber Increase 7.75 SC 0.34 SCLL Q•� Rep Stress leer YES WB 0.50 BCDt 8.0 Code IRG2003lTPf2002 {Matrix} LUMBFR TOP CHORD 2 X 4 'SPF 165OF 1: E BOT CHORD 2 X 4 SHF 165OF 1.517 - WEBS WEBS 2 X 4 SIF Stud/Std REACTIONS (I blsiz 2-1210010-3-8, 6 -1210/0 -3 - Max Hort 2=(Iod case 7) Max Ll p1lit =-14 (1 oa d case 7) =- 1 490oa d case Max ra=1iad case , -1 Old case Qty 5 4x5 -_ 4 9 5X Fly I A*VFE 1/-11/JM(ID) °. Job Deference (optional) 6-200 s Fib 11 2005 MiTek Industries, Inc. 'wed Sep 13 09,52:58 2006 Page _1 0 V 14-11-6 --1 3x4 5 8 2x DEFL, in Iu) I/deft Vert(LL) -0.078-9 >999 (TL) -0.129-10 >999 Hr(TL) 0.05 6 n/a BRACING TOP CHORD BOTCHORD FORCES lb) - M imumom re ion/Max1mum Tension TOIL H F C 'I 0/141,. 1 2 /72T 4r- 1206/92, 4- =-120619 '} - -1 925172, -• T 0/1 1 BOT H RD 2-10=-53/1565,9-10,--53/1565,8-9--2/1565,6-8--2/1565 WEBS -1 0/ 188, 3-9=-782J71, 4-9=-0/580, 5-9=-782/72, 5-8=0/1 88 -4-2. 20-3-8 5-4-2 L!d PLATES 240 MT2D 180 nj 'weight: 77 lb A 4xl0 2-0-0 Scale = 1: 9, RIP 197/144 Structural wood sheathing directly applied or 4-8-13 purlins. Rigid ceiling directly applied or 10-0-0 oc bracing, NOTE r in r TE 1) Wind: ASCE 7y = mph; h= ft T i L= Psf- B DL=4.. p fa Category 11 Exp ; enclosed; MWF interior zone', Lumber DOL=1.33 plate grip DOL=1.33. 2 TOLL: ASCE 7-98, Pf:35.0 p t (flat roof snow) Exp ; Fully Exp. Unbalanced snow In ds have been considered for this design - 4) i n_4) Th s truss has been desig n d for greate r of min roof I ive load of' 1 8 -0 p f or 2.0 tiM flet roof load of 35.0 pf on overhangs non-c.on urre rpt with other live loads. This truss has been designed for a 10.0 psf bottom, chord live 102d n nc n urren.t with any other live loads_ This truss requires plate inspection per the Tooth Court Method when this truss is chosen for quality assurance inspection. 7) Provide ha rai l connection (by others) f truss to bearing plate a p b l of withstanding 149 lb uplift at joint 2 and 149 lb uplift at joint 6 _ This true I s des i n d in accordance with the 2003 International ResidentiaI Code sections R502.1 1.1 and RSO -2-10-2 and referenced standardANSI/TPI 1- LOAD CASE(S) Standard 7 Job ( Trus p Tr - Type e e i i 1 962 1 F 1 STOCKCOMPONENTS-IF, Idaho Falls; ID 83403, JAERON -._. 0 Reference (optional) 6.200 s Feb 11 2005 MiTek Industries, Inc. Wed Sep 13 09-152:59 200 hags I -o-o 10-1-12 10-1-12 x4 FA --0 Scale = 1:39-5 } Offs t : - d j,.[12: o- 11 E d 9 e , 18.0-2 -8--- LOADING (psf) TOLL 35.0 (Roof Snow=35.0) TIL 8.0 BOLL 0. BDL _ .UMBER TOP CHORD BOT H R D OTHER SPACING 2-0-0 � CSS Plates Increase 1.15 TC 0_71 Lumber Increase 1_15 BG 0.31 Rep Stress Incr NO WB 0.11 Code IRC20031TPl2002 � (Matrix) X 4 SPF 165OF 1,5E X 4 SPF 165OF I ZE X 4 SIF Stud/Std REACTIONS TI IbY iz) 2=383/20-3-8, 18=185120-3-8, 17=206/20-3-8t 1 197/20- - Max Hort 2=880oad case 7) .A�j - 20-3-8 20-3-8 DEEE in (io I/d fl L/d Vert(LL) -0. 1 13 n/r 120 Vert(TL) - .1 4 13 n1r 90 Ho (TL) 0.00 12 n/a n/a BRACING TOPCHORD ORD BOT CHORD PLATES MT20 Weight- 82 Ib GFT' 1971144 Structural wood sheathing directly applied or 6-0-0 oc purlins. Find ceiling directly applied or 10-0-0 oc bracing. 19=206/20-3-8, 20-197/20-3-8, 21=233120- - � 22-101/20-3-81t 15 -233/20 -3 -Sp 14;-101120-3-8, 12=383/20-3-8 Max p kft =-1110 oa d case 7 , 1 =- (lo d case , 0=a o (load case 7), 1=- (load case 7), _-1 (I o d case ). 17=- (l o case )x 16--31 (load a x 5=x53 (Ion d -case )a 14=-1 ( lox d - _- 1 ([oa d case Max Grav 2;--577(load case )* 18;-- 1 plo d case 1), 1 1 (load case , 0= (lo d case )t 1= lad case , 1 (load ca )4 1 = 1 (load case ), 1 _284(load case r 1 =343(1oad ' 14=1 (load case 1 =7load case FORCES lb - Maximum Compression/Maximurn Tension TOPCHORD 1-2-0/1401P 2-3=-1 131391, 3-4=-70/52, 4-5-;::-79/73, 5-6=-76/94, 6-7=-82/112Y 7-8=-821107, 8-9=-76[7G,, -10=-79/44, 10-11--70/49} 11-1 --113/19, 12-1 3= 0/14 E T C H O RD 2-22-0/86121-22=0/86,20-21=0/86,, 19-2-0-0/86, 18-1 =/ r17-1 -0/86,1 -17=0/86# -16 -0/86,14-15'0/86; 12-14=0/86 WEEDS 7-18=-153/0,` . 1 =-279/5.x, 5-20=-259/52, 4-21=-285/62, 3-22--194/80, 8-17=-279/50: 9-16=-259/53, 10-15=-285/61 r 11-14=-194/80 OTE 1) W[nd:. ASCE - 90mph; h= ft, T DL -4_ p f: L= . p f- Category 11; Epp ; enclosed, MWFRS interior zone; Lumber DOL=1.33 plate grip DOL=1,33. Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see MiTek T' Standard Gable End Detail TOLL: ASCE 7-983' =35.0 p f (flat roof snow), Exp r Fully Exp_ 4) p- 4) unbaIaraced snow loads have been considered for th15 design. This truss has been designed for greater of miry roof live load of 1 _0 psf or 2.00 times flat roof load of 35.0 p f on overhangs non -concurrent with other live load.. This truss has been designed for a 10.0 p f botf rn chord live lead non oncuirr nt with any other live loads. 7) All plate* are 20 MT20 -unless otherwise indicated- 8) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance in p Ikon. Gabre requires continuous bottom chord bearing- 10) earing_10) Gable studs spaced at --o o. -11) Provide m ch nI a1 connection (by others) of truss to bearing plate capable of withstanding 111 lb uplift at joint 2, 33 lb uplift at joint 19, 30 1b uplift at joint 20, 53 Ib uplift at leant 21, 178 lb uplift at joint 22, 32 lb uplift at joint 17, 31 1b uplift at joint 16, 53 lb uplift at Joint 15, 178 Ib uplift at joint 14 and 127 Ib uplift at joint 12, Continued on page C3 Job Tniss Tr'_ Type 01962 F1 s TRUSS STOCK COMPONENTS -IF, Idaho F211s, ID 83403, JAERON Qty Ply I FP"A*-V S P EC# 1 /9-11 /J M (I D)R Job Reference (optional) 6.200 s Feb 11 2005 MiTek Industhes, Inc. wed Sep 13 9:52:59 2006 Fage 2 NOTES 12) This truss is designed in accordance with the 2003 International Residential Code sections R502. 11.1 and R802.10.2 and referenced standard ANSI/TP 11 . LOAD CASE(S) St@ndard