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Home My WebLink AboutTRUSS SPECS - 05-00366 - 681 Meadowbrook St - New SFRi I L) .mwqr M� i MIX Ik"pAn -A %d r , �NL Pd 7 D z m X 0 16 11 &r_ I D1 e:.. I h Di Dl D1 Ell D1 M D3 D3 D3 'tom 1 D3 D3 FI D3 NZ D3 7 El D3 D4 D4 PrA D4 D4 rL DS D 5 D 5 V5 na D5 D5 D6 Ds D6 D6 D6 X > C Z ED m JD z m X 0 16 11 &r_ I D1 e:.. I h Di Dl D1 Ell D1 M D3 D3 D3 'tom 1 D3 D3 FI D3 NZ D3 7 El D3 D4 D4 PrA D4 D4 rL DS D 5 D 5 V5 na D5 D5 D6 Ds D6 D6 D6 Job Tri, Iss T ype P4809 AlG R006F TRUSS STOCK COMPONENTS -IF, Idaho Faiis, ---0 Ann 2 F _ 3x4 �. 1.5A 11 3 a u 4x4 S17 Qty Ply. 'DY HILUPA f ' Sbff CSG I { Jf Job Reference fo fign2l. 6.200 S FQb 11 2005 MiTek I ndu trie , inc. Weed Jul 06 09. ? 3:59 2005 Page 1 Ll �cale 4 1:10.7 T I. x4 0-5y.4 N, 1191. I_X4i 21x4 — LOAFING (psi T LI� . SPACING - - 1 EFL in Io) I/d ill P ` IP (Roof Snow -35.0) P 'lates Increase 1.1 5, TC 0.60 Vert(LL) -0.08 7 n/r 120 MT20 197/ 144 � T DL .0 Lomb r Increase 1.15 BC 0.03 Vert(TL) -0 11 7 nlr 90 B-5 C Lt_ . Rep Stress In r NO WB OM Harz(TL) 0,00 6 n/a n/a , Code l i rTP1 Matrl BCDL 8.0Weight, I LUMBER I - T P CHORD 2 X 4 SPF 165OF 1 FSE TOP CHORD Structural wood she2thing directly applFed or 6-0-0 oc purlins_ BOT CHORD 2 X 4 SPAF: 1 5OF 1.5F_ ESOT CHORD Rigid ceiling directly appfiedOF -0-0 ljra [,ng. REACTIONS (Ibl iza) 2=37518-0-0, T / - -0� 193/8^0-0, 1 0=114/8-0-0, 8=11418-0-0 Max H orz 2=;;5Ic a d case 7 ) Max plc --1.36 (load ca , -1 46(load case ), 1 ---L f0 d case )t _- (load case ) Max Grav T (load case ), = (C a case y -1 (load case 1), 0-1 load case ), 8=1 (load case. ) e r FORCES (1b) - Maximum Compress porgy/l a i m u m Tension TOIL HO R 1- =0111 } -- =-138 '35, =-571'53, - =-37144, - =- 138/ , -7 =0/11 T H ISD 2-10=-2152,9-10--2(52,8-!9=-2/5256-8=-2/52 WEBS 4-9z---1 64111,- -1 �-1 19/97 5-8=-1 19197 NOTES Truss designed for winch loads in the pleas ofithe truss only. For studs exposed to wind (normal to the a e)a see MiT . "Standard Gable End Detail" TCLL: ASCE 7-987 P a -35.0 p f (flat roof snow); Exp ; Fully Exp. 3) nb lanced snow loads have been considered for this design4) _ This trun j r t r E r f live .load f .0 p f or 1. times flit roof load of 35.0 p f on overhangs non-conr-.urr nt -11h ogler live loads, This tress has b in designed for a 10.0 p f bottom chord live lead nonconcurr nt with any other live loads. abbe requires continuous bottom chord beanie , Gable studs spaced at 2-0-0 oc. } Provide menchani l c6nnection (by others) of truss to bearing pl2te capsule of withstanding 136 lb upli .at'oint 2, 146 lb uplift at joint 5, 60 lb uplift at joint 10 and 0 lb uplift at joint 8. This truss is designed in or ance VIA"th the 20031International i esid ntial Code .5ections R502.I I .I and R802.1 0,and referenced standard ANSIFFRI 1 LOAD GASES) Standard 44.1 Job Truss ss Type�,� F4 0 ; IHOOFTRUSS 1 -2-0-0 �C2ho Fa 11s, J D 8,340 3, DAN — 1 4x6 1 4 r xy U x rlI l-1/f--IN!;ON 6/30 DG (ID) H 21Job efer ne P nn 6.200 s Feb 11 20D5 MITek lndu fri 3r Inc. Wed Jul 06 0914-'0-1 2005 P age o J Scale = 123-! 6_-1 0 LVAD[ U (p TLL 35. 0 (Roof na 3 _ . T D.L 3„0 BOLL BDL 1 now” 2x4 t 4-4-12 i I _4- SPACING 1-0- Plates Increase 1.1 a p tr I n r Rei .stress InrNO Code IRC2003[-FP12002 L-UbL TOP CHORD 2 X 4 SPF 1OF I.E 80T CHORD 2 X 6 DF 1800E 1.6E VVEBS 2 X 4 SPF Stud/Std - ��pt* X 4 SPF 1650 1.5F OTHERS 2 X 4 SPF Stud/.Std -11-0 4 I' 6X6 4-4-12 1 TC 0,24 D FL rt LL in (I0 -0.11 8-9 11d fl >9919 Ud' PLATES 240 SC 0.70Vert �C2ho Fa 11s, J D 8,340 3, DAN — 1 4x6 1 4 r xy U x rlI l-1/f--IN!;ON 6/30 DG (ID) H 21Job efer ne P nn 6.200 s Feb 11 20D5 MITek lndu fri 3r Inc. Wed Jul 06 0914-'0-1 2005 P age o J Scale = 123-! 6_-1 0 LVAD[ U (p TLL 35. 0 (Roof na 3 _ . T D.L 3„0 BOLL BDL 1 now” 2x4 t 4-4-12 i I _4- SPACING 1-0- Plates Increase 1.1 a p tr I n r Rei .stress InrNO Code IRC2003[-FP12002 L-UbL TOP CHORD 2 X 4 SPF 1OF I.E 80T CHORD 2 X 6 DF 1800E 1.6E VVEBS 2 X 4 SPF Stud/Std - ��pt* X 4 SPF 1650 1.5F OTHERS 2 X 4 SPF Stud/.Std -11-0 4 I' 6X6 4-4-12 1 TC 0,24 D FL rt LL in (I0 -0.11 8-9 11d fl >9919 Ud' PLATES 240 SC 0.70Vert (TL) -0.18 - MT20 W. B 038 rZfT1 0,05 n/a tri ) _ Of I a lit. 168 1b REACTIONS I l I e) 6=3202/0-5-8, 2=3315/0-5-8 Max Ho = 1 / -5- o =4Ioad case 7 Max pll =- load cage ). 2=-340(1c)ad case Maxr =3 l a d case )f 2=3440Joadcase ) FORCES (lb) - Maximum Compr lOn/ axim . m Tension TOP CHORD -20/65, 2-3=-67571608, =-554115277, 4- =-5541152 5-6=-683 SOT CHORD 2-9=- 30, , --529/5 9 3 ' =- d r 16006 WEBS 3-9=-84/1101, =-1 212/108x 4-8=-436/4709,5-8-11279/1132,- .- BRACING TOP CHORD BOT CHORD RIFE 197/144 Structural wood Sheathing directly PP Il d or 5-8-15 0 purlins,, n , Rigid ceiling directly applied Or 10-0-0 0c .fir INOTES 1 -ply truss to be connec-toed tiogethe r with 0.1 1 "7,3" Nails a f�ollo r Top chords connected follow 4 - 1 row @t 0-9-0 . Bottom chords connected as follows: 2 X 6 - 2 rows t 0-7-0 o , Webs connected @S follows: 2 X 4 - 1 row at U-9-0 o . !i load r considered '�qull'' applied to 11 plies,except If ltd afront f irr the! sr�, ISI �� r��t��i� ��r� b�� I�d � � distribute �t� err f loads noted � �r ), unless otherwise indi d -t d, Truss designed fOr Wind l0 ds in the pleas of the Truss only. For tud , Gable EndDetail- osed y r (normal face)} see KT 4' Standard x-) TOU: ASCE 7-98; Pf=35,O psf (fiat roof snow)-; Full Exp, Unbalanced no r� loads have been c xdMrd for� this desin. This truss has en designed for greater of min roof live lo@d Of 1 &0 on-- ncurrent With other live loads.psf or 1. tR�Pfl2t rOOf 10.ad of ,0 f r� or�. n gs Th's tnu s has been designed for a 10 Psf Dottom chord live load non _.i�� r� aJ � t are 1.5x4 T unless otherwise indicated',�� urr�� other l� �� .. Gable studs 2 d at r Provideec r hcanr l connectim Eby otNa-n:�4 to besCin pCato cOPa it-, of vv1V'iz51an0inq t joint Fl�ft tin I l,rM 11 ) Th -is truss is designed in accordance with the 2003 fnttaonat Residential COde sections R502.1 1 .1 arid R802-10.2 and referenced standard A NS V TP l 1, 1 Rrd. e r cares f! e- n S Pan (S ) 6-9- 0 fro.n 4 -5-0 to 11- -0 Jr-OAD CASE(St ontinu t dark job Trus Type F4809 ROOF TR-uss STOCK : P ENTS-IF, Idaho Falk, ID Ba4037 LOAD CASE(S) Standard 1 n Lumber Jn r a e=1 t1 , Plate 1n .r� e= j .j UrI �� Loads Vert: 1-4=-43, 4-6=43} i - 8,-9 - 0 F - - �- x Qty Pik :. HILUPARKINSON / D A H 21 Job Reference (OiDtio nal) 62DO s FebIndu, n—r- Ved Jul 06 69-1 :01 • Job F480 Truss STOCK COMPONEN fdaho Falls, 11) 34031 DAN ---0 1 6-1-14 4 2-0- l-1 ss Type ROOF TRO -7- 5X0 4 Qiy, 2 J 'DY H ILRKINS 6/30 D (ID) H Job Reference (optional) 6_.200 S Feb 11 2005 MiTek Industries, inn. Wed J U 106 019:` 4,02 2006 .Pae I 6.30112 4Y 4x4 3 'N 10 1,5x4 I L 6-1-14 I/d fl Ud Plate Offsets (X,Y): :0.1-11, Ed ' , F0-1-11 r Edge], [9:0-4-020-3-L 240 J 180 ;I n �7'A. LOADING p TCLL 35.9 SPACING 2-0-0 (Roof no-.0lr Inc TC 0.65 T CDL _ dLumbe- I c else e. 5 . LL Ren Stress roar r .. . � 0F.8 .0, DL _0 Code I.00."P 10�i tr« LUMBER TOP CHORD 2 X 4 SPF 165OF I .E BOT CHORD 2 X 4 SPF 1650F 1 .E WEBS 2 X 4 SPF Stud/Std --6 EFL in floc) I/d fl Ud erf(LL) -O.D9 - >999 240 J 180 ;I n �7'A. BRACING TOS CHORD BOT CHORD G-1-14 25-6-8 F -0-- Scale = 6 � PLATES GRIP MT20 197/144 Weight. 89 Ib Structural wood sheathing directly applied or 4-0-6 0C purlins, Rigid ceiiing directal y a, p ii ed Or 10-0-_0 oc bracing. - REACTIONS ( ra in . . TION Ibl ) 2=137610-3-8. 6=1376/0-3-8 Max Horz2=96(joad case 7) Max Up I =-1 Toad case 7)5 =-1 Joa d case Maxrav = 1 FORCES (1d') - Maximurn Compression/Maxim- um Tension TOP CHORD 1'2=0/120, �3=-2293/96P3-4=-1420/111 5-6=-2293/97 16-7=0/120 E30TCHORD 2-10 77 P 9-1 0=-77/1 877P =-9/1878 r 6-8=-911878 VVEBS _ -i o-0/222, -=-958/94, -=-4/693, -,-958/95, -8=0/222 ITS Wind. ASC 1- : rnrpha h-25ft, T IDL= . p f; B -DL= , p f; Category If; Eenclosed; �I .ak r7-�`� .s '+ interior zone; TOLL` ASCE 7-98; Pf=. f (flet roof snow); E ; dull Unbalanced snow loads have on considered for this design. This truss has,been designed for greater of min roof live la;ad (:)f 18-() 'z;f Or noir concurrent with ogler liveloads- o t overhangs - r Has been d -ni d for .0 psf bottom chord live load Poncon urr -I�roid mechanical connection (bothers)of tri to ba� �, �r�t �� th��li�v loads. at joint 6. ung plate ciapable of withstanding 159 Fh Uplift 2t joint 2 and 159 ]b upfift This 'truss is designed in accorde nce with the 2003 Intemationa l Residentia I Code referenced standard ANSIITIN 1. sections R502.1 1 _1 and 02-1 0. n LOAD CASE(S) Standard Job Tnis - I 1 _ ROOF TPLjSS STOCK MP EJ T ! F, Idaho Falis,, ID 83403, DAN QtY t ,�F 6/30 D F H �_� 1 1 Job F Reference oD 6.200 Pe b 110[TI Ind ustri l , Inc- 'Ned Jul -. ;14_-03 200 Page o cafe - i .-u. Pd 8 7 L a, D '2- 6 10 ire f r zfiT 74 r a IST 1 3 a T 13 14 Cq 5x5 24 .;T I 2_ g T. 20 Q 16 PJt Deets� ) � _- L2 _.� 6- —1- 1 —1 Td—p o__1 - T 1-4—. n__ —i- i , i r —7, - 4 ,, , TOLL 35,0 j (RooTr no _) t TDL & C BOLL .! DL, SPACING -0-0 Plates inoses LimTC 0.60 ber Increase d . P Stress Incr Cade iRC200-3/TP12002 B 0,15 LUMBER TOP CHORD 2 X 4 S PF 11350 F 1.5E BOT CHORD 2 X 4 SPF 1650E I _ E OTHERS 2 X 4 SPF tLJ(J/td DERIn. rt LL -D,oC 1 r GRIP V� - 1 T 197/1 90 . In r Weight: 99 ] BRACING Top CHORD Structural wood sheath - BOT CHORD Rigid ceiling - directly applied or 6-0-o Q purlins. applied r 10-0-0 0C bracing. REACTIONS bls 2=386123-6-8, 21;;--186i23_6_ , 22=203/23-6-85 23=206123-6-8t 20=203123-6-8,19=206123-6-8, 18=1 95/23--'16-57/23-6-8, - =�--- Max o � (1 ad case i � - , 1 -57/23- - r 14=386123-6-8 - a se 7),.22=-31 (lon' case r 23=-37(102 case , 19=-3800a d Case , 1 ;- _ , 1 =, 1(load Case )Max -,R 14=-1 (foal � 17--53(10@,j 8(load case 1). 22'(lod case2), "' 0af p 24=284(load case 2) -#oad re )a=o(i S0yload case )t 19=299(load casre�i #%349(1d )f�=8 load case 4), 1 = l( d case , -11 �-77/59' 11-12=-80139.t 12-1 --- r6-7=-77/10 , _8 -82/1 � - =- l 9- � =- T CHORD 2-26=0 1 - _ o 1 -.14=-10811 , 14-150111 , _ } X4`25,0196, =0196, =o �- WEBS 17-1 =0j , 16-17=0196, .14-16=0/96 a 0/9155 0-2-1--0/96} 19-20=0/960 1 — 1 _— 1531(), =tea.—/0, 6-23=-265/55, rrd 3-26=-1 +' -1 =-260/51, 12-1 Tz- '0 . -10,�-1 53/4 9-20=-277/48, 10-19=-265/56 NOTES Truss,designed for wind lis in thei�r�e End Detail". to wind ! seg MiTek ""Stan d2 rd TOLL: ASCE 7-;n Pf=.0 sf flat r00frl � Unbalancedn � ow), Exp } Feil Exp, r i d fol- this design. T [ truss has been designed � � r �t r �f � ref dr load of 1&0 f ��' `� .� �� roof r�, r nt with other live Fid load. of 35.0 Psf on �� R��' for 10.0 f �� ford it �� r��:��rr�� All plat are 1.5x4 1 T ( uni .ass o er6vi = indicated -other five.. �o d s. Gable -requires continuous bottom chord b 2bl studs spaced at -0-0 ()r,. 9) Provide mechanical connection (by -others) f truss to bearing PlatG capable of withstanding joint ', ib .uplift t Joint , ib �aPl � t joint d�� Ib �� y�rr�� @t Joint 19, lb uplift t joint 1 - -�Eat f nt 17�91 1b pliar� _ �� t accordance ]b upf i t Joint 110) Tis rR at joint 201 38 1b upifft 91 1b uplift at i0int 16 referenced standard IfTP].I$ 0 r11- 1 and R802.10-2 and LOAD CASE(S) Standard I PJ EoTb I Tri � i F4609 i ROOF TRLjSo 8-1-11 l 1 4-5-1 3-7-9 W- Q'i�y _[Oi�_ Ply fob Reference (optional) 6.200 S Feb 112005 MiTef Indo td�� err , a Wed Jul o6b9:14:06 2005 Page I 1 15-4-13 r -- 5_X6 V Ej -- -- -`- Ie = 1:38_ 8-1-11 --- Plate offisets xyi: rl :0-.1.7 AA_ai ri -ri- --MF, n -) o V 0-1% K E -L 0 1 -% (psi - psi) TOLL 35,0 (Roof no.. TCDL 8.0 BLt_ 0.0 BL 8.0 -off T 961-9 1-0 PI 1-0-0 Plates Increase 1.1 Lubr [ acre- _ Rep Stress incr NO Code I0P 12002 3-7-9 -7 f%. -V-0 t � I CS1 TC 0.88 BC 0.69 WB .A (1tr1) LUMBER TOP CHORD 2 X 4 SPF 165OF 1.5E x BOT CHORD 2 X 6 DF 1 800F 1,6F= WEBS 2 X4 SPF Stud/Std *Fxpt* W5 2 X 4 SPF1650F 1.5E SLIDER Left 2 X 4 SPF Stud/Std 3-10-13, FSI ght 2 X 4 S P I - 12 D EFL Vert(LL) Horz,FIFLI to (Io udefj Lld PLATES -0,21 -1-C) >999 240 M_r0 -U. -1 > 8 441 7' VVeigd ht: 257 lb BRACING TOP CHORD BOT CHORD GRIP 197/144 Structural wood sheath -Ing directfy ap f �d or -3-2-2 � !� Rigid il'in directly lied r 1 _ rl�r , FACTIONS 1bli) 1=5978/0-3-817=5978/0-3-8 Max Horz 1=-340aa case Mex ' Pliftl =-554.(load , � to d case MaxGray I = O Cad cap FORCES (1:) - K4aximum O P i i n/Maximo Tension BOTCHORD WEBS- =- �+`r �� --r - ��•/��yy11�J��Tyiri _ 0=-54415851 j r -87819797, 878/9797 T . -25012775, T � 2242/ 2316_8=:-158/1 a TE 2-PiY truss to be connected together with 0.131 "x3" Na !i s as Top chorda connected s f1lo: X 4 - file Bottom chords connected as follows: . - 2 rows at 0-7-0 o . Webs connected as follows: 2 X 4 - I row at 0-9-0 . All lo2ds areonlderd equ211Y applied to ill�� . � �� cr�n�tw�n ��r� r��i � a �t !r� noted afront (F) or back ( face in #l� LOAD , d t distribute gyral loads noted a F or (B , unless oter, PIS ' j�d : .F -98; 0mph ; �.=ftp TCD��.=4, Bf- � 'Indicated. egory 11; Exp C; enclosed- MWFRS int D0L=1 .33 plate grip DOL= 1.33. j zone; Lumber T t_L: ASCE - P�35.0 p f (flat r00f snow); E 7 Fully E Un2Incd snow loads have been ,std' ered for thisdesign. 6) Th�s tr-uss has been designed for a i 0.0 p f bottom cliord lire Icad nonconcurrent with any other live fads_ ProAde mechanical connection (by others) Of true: to har�r� Int at joint ablfwithstanding b la tFnt l !a ft This trussi designed an accordance�� the0r� �t!'�'"itil"!l r ler need standard YTP I 1 . � sld �t'�a I otion1,1 � �d 0 5 1 0. and Girder mien tie-in span( -s)- 19--j-8 frOm -0- t -6-8 LC F=) Standard Or]tT' ud ori'p-a f -'en 1� r r ROOF TRLjSo 8-1-11 l 1 4-5-1 3-7-9 W- Q'i�y _[Oi�_ Ply fob Reference (optional) 6.200 S Feb 112005 MiTef Indo td�� err , a Wed Jul o6b9:14:06 2005 Page I 1 15-4-13 r -- 5_X6 V Ej -- -- -`- Ie = 1:38_ 8-1-11 --- Plate offisets xyi: rl :0-.1.7 AA_ai ri -ri- --MF, n -) o V 0-1% K E -L 0 1 -% (psi - psi) TOLL 35,0 (Roof no.. TCDL 8.0 BLt_ 0.0 BL 8.0 -off T 961-9 1-0 PI 1-0-0 Plates Increase 1.1 Lubr [ acre- _ Rep Stress incr NO Code I0P 12002 3-7-9 -7 f%. -V-0 t � I CS1 TC 0.88 BC 0.69 WB .A (1tr1) LUMBER TOP CHORD 2 X 4 SPF 165OF 1.5E x BOT CHORD 2 X 6 DF 1 800F 1,6F= WEBS 2 X4 SPF Stud/Std *Fxpt* W5 2 X 4 SPF1650F 1.5E SLIDER Left 2 X 4 SPF Stud/Std 3-10-13, FSI ght 2 X 4 S P I - 12 D EFL Vert(LL) Horz,FIFLI to (Io udefj Lld PLATES -0,21 -1-C) >999 240 M_r0 -U. -1 > 8 441 7' VVeigd ht: 257 lb BRACING TOP CHORD BOT CHORD GRIP 197/144 Structural wood sheath -Ing directfy ap f �d or -3-2-2 � !� Rigid il'in directly lied r 1 _ rl�r , FACTIONS 1bli) 1=5978/0-3-817=5978/0-3-8 Max Horz 1=-340aa case Mex ' Pliftl =-554.(load , � to d case MaxGray I = O Cad cap FORCES (1:) - K4aximum O P i i n/Maximo Tension BOTCHORD WEBS- =- �+`r �� --r - ��•/��yy11�J��Tyiri _ 0=-54415851 j r -87819797, 878/9797 T . -25012775, T � 2242/ 2316_8=:-158/1 a TE 2-PiY truss to be connected together with 0.131 "x3" Na !i s as Top chorda connected s f1lo: X 4 - file Bottom chords connected as follows: . - 2 rows at 0-7-0 o . Webs connected as follows: 2 X 4 - I row at 0-9-0 . All lo2ds areonlderd equ211Y applied to ill�� . � �� cr�n�tw�n ��r� r��i � a �t !r� noted afront (F) or back ( face in #l� LOAD , d t distribute gyral loads noted a F or (B , unless oter, PIS ' j�d : .F -98; 0mph ; �.=ftp TCD��.=4, Bf- � 'Indicated. egory 11; Exp C; enclosed- MWFRS int D0L=1 .33 plate grip DOL= 1.33. j zone; Lumber T t_L: ASCE - P�35.0 p f (flat r00f snow); E 7 Fully E Un2Incd snow loads have been ,std' ered for thisdesign. 6) Th�s tr-uss has been designed for a i 0.0 p f bottom cliord lire Icad nonconcurrent with any other live fads_ ProAde mechanical connection (by others) Of true: to har�r� Int at joint ablfwithstanding b la tFnt l !a ft This trussi designed an accordance�� the0r� �t!'�'"itil"!l r ler need standard YTP I 1 . � sld �t'�a I otion1,1 � �d 0 5 1 0. and Girder mien tie-in span( -s)- 19--j-8 frOm -0- t -6-8 LC F=) Standard Or]tT' ud ori'p-a f -'en 1� Job _rv-- Tn is Type F4809 C2 ROOF TRUSS STOCK Pr -:T_1 r --i Idaho Falls LOAD CASE(S)SStandard ) Snow. Lumber Inc,"ease=1 m15, Plate Increase -1. Unifo Loads pi � 'eft;1i4 : 4- * 1-7=-471 (F=- A s Qty 0 D (I, - 0 i 2 I Job Referenra fo tc).na S Feb 11 2005 Mf -Tek Industries. Inc. W 4-66 _ Page 2 r i 9 F T 00L) Truss F4809 d2hO Faff;s, ID 834()31 DAN n H -- --5 2-11- ,jss Tp R00F TRUSS r 1 _-- , 5-10-o 5xa 6. cc Fiff r Ply 4D Y HIL KI NS 5N__61_�30 , H job- reference D do D�200 s Feb I I 05 MFek lndu t6 , In 09-114.-09 200 pace -- 369-0 5-11-13-_ 6x Y Plate Offsets (XY). T2 -r). - P:rjnrL 15 5x 4 18-6-0 14 -- 14 4xB 1 x S F A 01, Edge) f16&5-12,0-3�-8� -T---- LOADING (p I SPACING I DEFL , (Roof Holm. j i TCDL 8.0 Lumber increase 1.15 B _ II BCLL 00 Rep Stress J �� 1kinI -- . -0-9015-16 >8 Code IRC20031T.P120E� I _j 1.0. . n/a BCDL 8,0 1 (Matrix) LUMBER TOP CHORD 2 X 4 SPF 165OF 1,5E BOT CHORD 2 X 4 SPF 165OF 1.5E *Except* 1 2 X 4 SPF 21 OOF 1 EBS 2 X 4 8 PF Stud/,Std *kept* WEDGE W3 2 X 4 SPF 1 650F 1.5E Left: 2 X 4 SPF Stud/Std BRACING TOP CHORD BOT CHORD WEBS 1 4x4 Lid 240 180 na- PLATES MT20 T1 H' Weight: 159 lb scale =1.6.6_ GRIP 197114-4 197/144 Structural wood she-2thing directly applied or 1-8- Rigid ceiling d r ctl applied or 1 - -o � purlins. I Row at rnidpf 5-15, 6-14, 8 -14 REACTIONS (lb/size) =205 fO- - } 11=1849/i ci a nR Max Flor =1 (lo case Max Upi =;- 0ioad case , 11 =-1 1to carie Max Grav=2639 load cash FORCES TOP H D 1-2=011 24, - =-70. 4/363, =-6972/ - 8-9=-3351,1216t -1 =-354 1 1203, 1 0-1 1 =-4110/23, 7-8--222611877 95/36325 14-15=-1 WEBS 3-16=013-76 u _ 1'�k 1q. --?T -�! -�11-12=-1145V3473 T- 4851991 -1 -225-15=-1728/1365 6-15=-231706.1,6-14=-1320/145 -14 -1 4711 7,8-12--z-201748110-12="680/147 - =- '" r NOTES DOLL 1. 1 t grip. x OL=11. pf, aL 11; Exp F �1�1� d, � interior on LLim b r 3) Unbalanced snow loads have been considered for this desgn_ This truss has been designed for greater of min roO� Jive i .non -eon urrnt with other live ioad . ad of 18.0 p t or 1.00 finnes flat- roof to@d of 35.0 p f on oven ) This trugs hasbeen designed for a 10.0 pf bottom chord live 10ad nonconcurrent with any other I[Ve loads All plates are MT20 plates unfess oth .r -v ' Refer to j r t0 truss onn tion . Bearing at joint(s) 2 considers p rallal to grain1u �r wn Capacity f bearing urf2 . 1 `Pl I angle to grain formula. Building designer should verify Provide mechanic,21 conn tion (b others) of truss to Dei{rig at joint I Plate t f withstanding 203 1b UDf i at -flint 2 and 11 6 lb uplift 10) This truss is designed ars accordance with she 2003 International Residential referenced standard i SbTPI I _ � Sections R502.11 .1 and .I . LOAD CASE(S) Standard 160 ltn n 3l' Job Truss F4809 � D1 G STOCK COMPONENTS -i F, Idaho F211s, ID 834-03, DAN -_- -- iss Type Qty ROOF'TRUSS j �i 5 1 A oil p L ZY HILUPARKINSON 61 0 i E r r 6.200 s Feb 11 2005 M[Tek Industries , Inc - 36,11 -19-0 R-safl. Wed Jul 06 09--14:10 2005 Page Scale: 3/1 --i* 3X6 Cate sets LXY): [2-- C --11,E LU,4WIN(5 TCLL (psf) 350 SPACING 2-0-0 (IR00f Sriow=35.0) Plates Increase 1.15 TCDL 8-0 Lumber Increase 1.15 fi t-+ 0 e : ! :r �� N BCDL . 6.0 f Code IRC2003/TP12002 LUMBER TOP CHORD 2 X 4 SPF 1650F 1.5E T CHORD 2 X 4 SPF 11350F I _F OTHERS 2 X 4 SPF Stud/Std zV Zd 2T 26 25 24 23 3x6 -- BRACING TOP CHORD BOT CHORD WEBS PLATES TO Weight -.185 1b GRIP 197JI44 Structural wood sheathing directly aplied or 6-0-0 cc aurins+ Rigidx1in directly applied r 10-0_0 o bracing. F REACIIONS (Ib/size) 2=386.36,- - , =185 '36- -0, =203/,3679- ,.. _ - - 9-0,35-204136-9-0137-204/36-9-07 38--:--205/36-9-01 39-199/36-9-01 =2251 6- -0� 41=I 42/36-0f�_ . 1=203136- -030=204f36-9-031 =204/ - --0, 7=204136-9-07 26=203/36- -� =207136- -23=24913 -9136-9 =103136- - MaxHort i1lod casia 7 Max p11 --- 10ad case r =- i case 0, 4 =- to d case 7 =- 4 = (load case , ;=-load case 0= -lad case a 1 = load case 30=-380oad case 8). 29=-33(load case ), =- fond case )s3 =- 4(1oad case : -; l oad case 8) 24=-31 load rase ,=-0(Ioad cases Maxray load ca -se )t 32=1 (load case. 1), = (load case r 34=315(foad caF>e, 31 6(ioad Ca se 2)T 37=315(load case 2),38=318(lo2d case ), --D1oad case . 40_od case. r 411 `z load case a 1— Joad case 3), 0= (load case 'x =297 E a cap _ r '`'� 1-J 1, .�case , ��. I �.d )1 - , to rd �a � , . =1 l adi case FORCES 1 a aximurn COMPression/Maximum Tension _ TOP H 1 D 1-2- 0/127.. 2-3=-1 36/455 3'-4=-1 091481 4-5--84/61,5-6=83U3.6-7=-8318 18 7-8--25193t9= "I 34,1 17-18=-82/43p -1 =- 137P 19-20--81/38:p 0- 1%-86133, 21-22=;-108157 1 ISO ISD 2-41=0/107, 0 j = jj , - 0= /10 ,38 -3D_0/1071:37 -38=01107P -3 _ 25-26=011 07, 24-25=0111 0 a -24 011 07, -23= 01107 E 12-32=---1 115310, 11 -, =- 414 , 10-34=-283/573 !9-35--283153,8-37=-283153, - - - �� 14-40=-296/61 y x �- -4 ,1 J�-265/58, 1 -=-2 5153,16427!-2 5/532 18-26=-265153P 19-2 --z-26 8154� 2 0-24=-2551 13 2 1 -2 3 =-3020166 TE 1 Truss designed for wind loads in the plane or the, truss only. For studs { Detail"Gable End d €a ra), see iT 1f4.ndard T LLQ E 7-98; Pf= .O P f (flat roofre f Exp ; Fully Exp.: L= 45-0-o Unbalanced snow load have been considered for this design. 4) This truss has been des�gned for greafe'r of min roof live 10'ad of 1&0 Psf 0r.1 .00 times flat roof load c)f 35-0 psf on overhangs non-concurren't wi'h other live loads - This truss been dad for a.10. 0 psf bottom chord live l" plates are 1.5x4 MT20 unless Qth rvii ndicaf--1, &Qable rwires . fin u u bottom ' ch r nunuea on page 2- D FL in' (Ioc) TC 0.65 rt(LL) -0-06 +1 n1r 120 IAFPn %J-32 9 10rz(T1 01 22 11 (Matrix) BRACING TOP CHORD BOT CHORD WEBS PLATES TO Weight -.185 1b GRIP 197JI44 Structural wood sheathing directly aplied or 6-0-0 cc aurins+ Rigidx1in directly applied r 10-0_0 o bracing. F REACIIONS (Ib/size) 2=386.36,- - , =185 '36- -0, =203/,3679- ,.. _ - - 9-0,35-204136-9-0137-204/36-9-07 38--:--205/36-9-01 39-199/36-9-01 =2251 6- -0� 41=I 42/36-0f�_ . 1=203136- -030=204f36-9-031 =204/ - --0, 7=204136-9-07 26=203/36- -� =207136- -23=24913 -9136-9 =103136- - MaxHort i1lod casia 7 Max p11 --- 10ad case r =- i case 0, 4 =- to d case 7 =- 4 = (load case , ;=-load case 0= -lad case a 1 = load case 30=-380oad case 8). 29=-33(load case ), =- fond case )s3 =- 4(1oad case : -; l oad case 8) 24=-31 load rase ,=-0(Ioad cases Maxray load ca -se )t 32=1 (load case. 1), = (load case r 34=315(foad caF>e, 31 6(ioad Ca se 2)T 37=315(load case 2),38=318(lo2d case ), --D1oad case . 40_od case. r 411 `z load case a 1— Joad case 3), 0= (load case 'x =297 E a cap _ r '`'� 1-J 1, .�case , ��. I �.d )1 - , to rd �a � , . =1 l adi case FORCES 1 a aximurn COMPression/Maximum Tension _ TOP H 1 D 1-2- 0/127.. 2-3=-1 36/455 3'-4=-1 091481 4-5--84/61,5-6=83U3.6-7=-8318 18 7-8--25193t9= "I 34,1 17-18=-82/43p -1 =- 137P 19-20--81/38:p 0- 1%-86133, 21-22=;-108157 1 ISO ISD 2-41=0/107, 0 j = jj , - 0= /10 ,38 -3D_0/1071:37 -38=01107P -3 _ 25-26=011 07, 24-25=0111 0 a -24 011 07, -23= 01107 E 12-32=---1 115310, 11 -, =- 414 , 10-34=-283/573 !9-35--283153,8-37=-283153, - - - �� 14-40=-296/61 y x �- -4 ,1 J�-265/58, 1 -=-2 5153,16427!-2 5/532 18-26=-265153P 19-2 --z-26 8154� 2 0-24=-2551 13 2 1 -2 3 =-3020166 TE 1 Truss designed for wind loads in the plane or the, truss only. For studs { Detail"Gable End d €a ra), see iT 1f4.ndard T LLQ E 7-98; Pf= .O P f (flat roofre f Exp ; Fully Exp.: L= 45-0-o Unbalanced snow load have been considered for this design. 4) This truss has been des�gned for greafe'r of min roof live 10'ad of 1&0 Psf 0r.1 .00 times flat roof load c)f 35-0 psf on overhangs non-concurren't wi'h other live loads - This truss been dad for a.10. 0 psf bottom chord live l" plates are 1.5x4 MT20 unless Qth rvii ndicaf--1, &Qable rwires . fin u u bottom ' ch r nunuea on page 2- �Job F4809 Truss DI STOCKMP ENTS4I -, Jd2SO I ' 1 83403 D AIN Type ROOFTRUSS My N BY H I L LIPARK F NS 0 N 6/30 ] i 1 Job �f ren (optional NOTES 6-2-00 s Feb 11 20 iT Industries, In wed JOJI 8) Gable sfLjdz> spaced at 2-0-0 oc 9) Provide mechanical connection (by c)th"m) Of truss to at joint 35 34 Ib UPM at joint 37, bew-ing PIWO- ]b UPlift at joint , 1 upix t JUPliff at joint 25, 3 --1 Ib upliff at joint 24 a d 33 10) Th Is truss s cl es, eri ', C' 53 Ib p 35 lb UPlift -at joint 38, 29 ]b upli-,q at joint 3 9t d int 4 , Ih lift at 0 - joi26 Ib UPfift at jo*nt 33.. 3 7 1 b liftnt � uplift rdarice Arith "the 2003 Internation2l Res' Ib u0ft at joint 2.3. 0211.1 and x,802,10. .gid referenced tandarcl LOAD CASE( )- to n cfa rd i I- r G d Job PO Truss D Iss Type 'ROOF I RUBS UUMV-'UNEN I SA F, Idaho F21,1s, I'D83403, DAN -- 12-8-0 3-0-10 6.00,E Job rr�.o to i, 6.200 s F-eb 11 2005 Mt7e Ir7du stri S, Ir -i -. Wed J U] 0 P age I " I 24-5-13 J 5x8 7 0- a 37-0-0 —6- --0 Yq-- Re = 1:67-3 Plate Offsets '_�2 ? - 2 �-T �Ed _e, �_5: 0 _-2 - _�Q,0 - �3- 0 ��-8 - �4�.O 7--1 6 = 15xs = 4x4 11 8-11-12 -- �PST) SPACING 2-0-0 (Roof Snow=35.0) Plates Increase 1.1 + 44 1 -1TL . � ase B 067 Vert(TL) -0.6617-18 BCLL Iden 1 Ince>559 . 0.97 r � n� 1 �-, 180 B DL .. Code I 0 /TP1 0 - nl LUMBER TOP CHORD 2 X 4 SAF 1650F I . E *ExcepV T1 2 X 4 SPF 21 O F 1.8E, TI 2 X PF 21 OOF 1_ E 130 TIHX 4 SPF 1650E 1_ *Except* WEBS 1 2 X 4 SPF 21 OOF 1.8F X 4 SPF stud/Std *Except'* SPF 1656E 1. E, W10 X 4 SPF 1650E Left: 2 X 4 SPF Stud/Stud REACT] I /size) 2=1 6/0-5-8, 1,3=247010-5-8 MaxHorz 2=�l ioad case Max Upfi -1 loa case ), 1 =-236 load case Max Grav2=2437(load case 2) �= SPACING T P CHORD T CHORD WEBS -n- 6-2-1 PLATES GRIP 1971144 T1 H' 1 971 144 Weight: 165 1b Structur-al wOOd sheathing direbtly ap1ifd or -- Rigid Celi n directly applied or -7-1 o � ��r��r� . FORCES 1b -Maximum Cc)mPFe 10r--/ v1 ximu m Tension 8-9=-661 - =� 1 } 11.1-11=-259/1868, 1 i _ _0/127BOT CHORD , 16`-.33 f 5 06117-18=-15713157,16-17--79/21887 11-13=-1475/313 , WEBS 4-18=493/1 1, 5-18=-195/3589, 8-16=- W4, 8-14=-1 506/151, 10-14=-92/1 ,96g � �-� �_ , 1 66/2-70 NOTES in : ASCE - ;ri ph- h= ; T+ L=4. fr I fs�4. 1 . 1 t _ , Category 11, Exp ; enclosed « WFPS int ni r - Lumber, LL ASCE 7-98; P .0 Psi (flat roof ria ; E P } Fuli[v nd 1an d no�v 102ds 102dhave been considered for this " design. 4) This trus's has be'en designed for greater of rhin roof live load of 18-.0 Psf . or 1,'DO times flat roof load of 35-0 P:sf on overhangs non -concurrent with other live icads. This truss. has been designed fOl a 10 , . ,f f �� It� �� I�� ft ��es th r�' ottc�r� chord JFe Joad r~o nconu�Tent with a n�r other fig Ioad, m indicated. E3earing at joint() 2 considers parallel to grain value using ANSVTPI 1 2pa it f bearing surface- � i �o grain formula. Building designer h u t joint 1 ;.8) Provide mechanic'af connection (by others) of truss to beadng Iale pl withstanding �� t,:r� Juplift referenced standard C F r 1. 9) This truss is designed in accor n w e 20,03 In te IResidential 1f rx 1 and R802.10,2 LOAD CASE(S) Standard Job Truss I 83403, 0AA 0 ,-2-o-o; -- -"- SS Type ROOFTRUSS -- i -- k -11-6 -- r 1-D-0 1 H 5x8 - i I Job of r ence to t ai _ 6.200 s Feb 112005 MiTek Industries, Inc -Wed Jul 06 09:14,-'14 2005 30`6- -- --0 6-0-4 6-5-8 -o- C2 Ie = 1.67..E Plate fforets X, Y).. LOADING (psi TOLL 35.0 (Roof nom.{ T DL 8.0 BOLL 0.0 .CDL 8.0 W= r.. 7--1 SPACING -0-0 a Plates Increase 1.1 Lumber Increase 1.15 1 Rep S tressLr YES Code .I IP 12002 13.-G-4-0,0-2-8 TC 0.80 BC 0.70 `NB v-0 (matrix) LUMBER TOP CHORD 2 X SPF 1 6 0 F 1,5E * Except* TI 2 X4 SPF,21 GOF I_ E, TI 2 X 4 SPF 2100 1.8E BOTH O FZ D 2 X 4 SPF 16,50F 1.5E * Except* 1 2 X 4 SPF 21OO 1.8E WEBS 2 X 4 SPF Stud/Std *E pt* WEDGE W4 2 X4 SPF 165OF I. EP VV9 2 X 4 SIF 165OF 1-5E Left: 2 X 4 SPF Stud/,Std RE,4C73C}iV5 (iblsiza) 2-163710-5-8,13-2489i0-5-$ Max Horz 2=-132(lpad ease 8) Max lJpiift2=-193(1aad case 7), 13=-237{load case 8) Max Grav2=2423(Coad case 2), 73=3304(,Ioad case 3) 4- I A 16:0-6- 0, 0- -10 DEFL Vert(LL) rtTL) &B MTI SH z-- WM— in I o) Ildefl Lid -0.5716-17 > 41- 240 -0.8716-17 >420 180 BRACING TOP CHORD F30T CHORD VVEBS -- -- PLATES GRIP MT20 1971144 T1 8H 197/144 Weight: 151 fb t Lural wood sheathing directly applied.or 2-3-9 oc purlins. Rigid ceiiiing directly applied or 5-4-3 oc 1 Fro t mid pt6-15 bracing. FORCES l) - M2ximurn Compress ion/Maximum ion/MaximumTension TOP CHORD 1 -�=011, , 2-3=-66001356, 3-4=-5834/268o 4-5=-55391280p 5-6--3905/195, �yy 1X - 2=0/1 27 BOT CHORD 828, 16-17=-242J.4857, 1'5-16=-5413447,14-15=011321,13-14=-1(3541341 -16=-541344 `,14-1 --011321,1 -1 =-1(3541341 11-1,3=-1463/314 -14=-120511 , 1 -14T_ 4/ 4 10-13=-2767/220 6-15=-27- . x - _„ - 5=-816937 Wind:NOTES ASCE 7-98; mph h=251L L; T L=4. p .fa �.= - p f; Category T. E- _ n ' D L=1. plate gni' D L=1. , d., F interior zone; Lumbar TOLL: ASCE 7-98; .fes . _Psf (flat roof nOw); Exp rr rid lan ctd snow loads have been considered for -h design. This truss been designed for greater of min roof live load of 1+0� � non -concurrent nth other live loads. � �r . �� roof ��d �� p� �� or�r ngs ) This truss has n des ned for a I O� 0 Psf bottom chord live load nonconcur.rent with any other 1�ve loads_ ll'pl a tes are MT2 O plates u n e s s 6th e r l S e it,di ral d F Bearing at joint() 2 considers Parallel to grain value using 1 1 PI I angle l to 'rat - capacity o bearing su�ac.f�I�i der shouldverify Provicie rneGnanical connection (bar others) of truss to blaci6rig Piatea 1 at joint 1withstanding� lb up [aft at joint 2 and 237 1b uplIft 9) This tmss is designed in accordance with the 2003 InteF.natiOnal ReSideffal referenced standard Vie . I/TPI I . Code0,1 1 _I n� 802.�1 _ rid LOA[) CASE(S) Standard `C Job Fuss USS Type F4809 D ROOF TRUSS NDY 0 DG (ID) H STOCK COMPONENTS -IF, IdahD EBU , 33403 DAN J Job Lo p 9 o na,!l I 6.200 Feb 11 2000i7"ne lIndustries, Inc. Wed Jul 06 1: 1416 2005 Page 18-6-0 { -- 5--7-5 - - 2400 30 -0- 1' 2X4 6. M 1 Plateckt (X. )- T •A_ � _r� �., f-- .�, --1 J0 1 '1 13 18-6-0 3X8 15-6-0 - ,- 30-5-11 2-0-8 5-6-0 6-5-11 10 LOADING (Psf) TOLL 35�0 SPACING -0-0 csf � (Roof S nom-- �) Plates. Increase1-15 TC in 00 0 I/defl . I PLATESGRIP .TCDL 0 B +0 IMT 20 197/144 LL 0. a P 1-r'PC YES , -0.21 -1 180 BCDL x,92 o T 4 1 1 � �� 1971144 . (matrix) LUMBERr Velht= 166 ib TOP CHORD 2 X 4 SPF 1650E 1 ,5 E BRACING BOT CHORD X 4 Sly F 1 F 1.5E Top H t r i - ed .l ooid -sheathing direr fiE PpIve or -1 _ X -F Stud/Std .SOT CHORD D Rigid lin cfir� tl �� urlin . 4-5-7 oc bracing:I Row at micf pt 9-17, 11-1 .REACTIONSObisi e) 70J - , 1 = / Mechanical, 16--=248610-5-8 Max Horz 2= 1 (load Case WX U 1 f. =-1 002 case ), 1 --1 laud c =_ ad case , 1=121 lod case 1= 2583 (load case 2) FORCES l - Maximum� rr� re � ��' TOP CHORD 1-=01124 .. i.um Tension =-22'54/1 , 3-4=-1 323/43, 4-5=- 1029/55 9-10--638/635, 10-11 ;-836/59 11-1 =� � t5-6=-66/1173 382 911 r. ,7-8=-21114 E3T CHORD a1- r - �_"� Q,f iJ -_- 0 574F 17-18--941/197 14-15=-314116066-1 �WEBS 3-19=-8311148 - �� - �- , `1 =_ il17P 1 -1. _-1132 �� - 5-19=0/849'5-18=-1530/1'80,6-18-0/478v6-17=-922168 .� �- � 162/1377 11-1 = 012 5 1 5-17--61516a9-17=-1271 /173 -�1 =0/50 4: �_, NOTES - 1 Find; ASCE - rn h; h= ; TCDL= -gyp ._ �L- 1.,3:3 p'lat C �4 p D4=1 .. ��a LJ L1 �.�'_�f,Categoryji' EXP '_ enclosed; it Y'V - zone- or Lumber 3) Unbalanced snow �oads have been ronsidered for this design, This truss hes leende-signed fir- greater of rn- non -concurrent �f.00 ad of 35.0 f nOverhangs 5) This fi-Uss has been designed for a 10.0 psf bottom chord live load noon urr nt with n - I�ve load5. All pial are T Plates unie otherwise 7) Refer to girder( ) for truss to truss Bea 6n at joint(s) 2 considers arallej t ��@i of grin � r�in valueUsing.11Pl � angle �� Provide echani ' rface. r h Lrl verify Joint n P _ b others) Of truss to fearing �aie ca able of r` . l @t jornt 1 r# t r din 1 lb uplift t joint 2, F 1b uplift 1 0 This mss i d r r`i <j n Qccord n with the�� refrenced tandr'd I,�pl '�, � �lJl�l`i9'I�.iorra� Residential Code sections LOADE( 4@ nd rd r Job F4809 -2-0-0 l Truss �D5 6 -- ss Topp, ROOF TRUSS 2-6-3 5-11-13 6,0D 6.0D F1 18-6-0 5x8 -- 6 , I Plf '5130 I o !b Refererice (opfjonal) 6200 s Fab 11 2YO5 JTe lnr u tries Inc.. W ed Jut 09:14.-17 2005 Fags 1 Scale:1 6"=I" a13 2 X6 4A p 17-9-4 Phis 0ffsets m T LL 4C 35.0 SPACING 2-0-0 (Roo 1 S n0 - 3 5, Plates in r e 1.1 10-11 .0 Lumber Increase 1.1 BC . In. e Stress Jury BCDL 8.0 Code I 00 /i" 12002 -1 T 174 BC 0_4 WB 0 -68 ['air) LUMBER TP CI40RD 2 X 4 DF 240OF ..0E 'e t* - F I ., T3 2 X 4 SPF 1650F I. T CHORD 2 X 4 SPF OF 1,5E X 4 SPF Stutd I _-1 27-5-12 DFL in O) i/deft i Lid VeTf (LL) -0.20 10-11 >999 240 -0.40 In. �.� 13 rVa BFZACING TOP CHORD BOT CHORD ED REACTIONS Vb/size) , 42fY - , 13-2551/0-5-8) 10=641/Mechanical Ma - 1/0- - a r =1 (i0.d case ) M2x UPIift2--1 38 (fo d case 7), 1,3=-1 2711ad case , 13--255- (lead c2se 1), 10=10 load C2se -0-0 PLATES MT20 Weight.- 151 ]b tFLICtUral wood Sheathing directlyappli d or appliedRigid ceiling direay p--0 oc bracing. I ROW atmidlat 5-137 7-13, -1 FORCES 1b) ` Maximum COmPreSsion/Maximum Tension TOP CHORD 1-2=0/1 ' r 6-7=0/850o 7-8=-689/27818-9=-1014/244 BOTCHORD 2 -i5= -13111140,14-15=-453/244P WEBS 3-1 5--=-7981138 F -15=-101 � 5-13=-1341/164 NOTES 7-13=-1 3481172, � 10-11--15111299 y � 1 1 =- 1/ 1, -1 1=-806/1 5 , 6-13=-1 1721,55 1)Wind: ASCE 7.98; 0 p ; h= ft; T L= . ■ B f Vii; rf � interior Plat gr DOL=1. TLL: ASCE 7-) I`-4 P (flat roof snow); E nba1@nrmovt loadhave beConsidered �� - cif ��.a �� -,� This truss his been designed for gr tr �� f� r �� r e load of 18.0 E or 1 .00 times flat r0c)f load 5) This truss has been designed for a 1 U) psf bottom chord live load nOnconcurrent it T r to g 1rder(s) for truss to tru 5 3 c0fl necfi0n . 7) Provide J i connection b others) f truss t joint 1 art ib u pii at joint f 0� bearing;�I � �� f i��, ��ir� � I� � 1r � �� _�� rpt I pi 1.8) This truss is designed In 2=3rdance with thel 2003 Intemational 502, F I.1 a nd R802+10.2 and LOAD E Standard GRIP 197/144 i Job crus JT T11 F -- F 80 D STOCK COMPONENTS -IF, Idaho afls,ID 8:3403' JED --, 6-6-5 _- ` -0- 2-0- 6-6-5 Increase 1.1 JF TRUSS -� 18-6-0 6.00 F1_2_ 5x8 = a 7 I liy I L L.�- l l i l 6130 E) UH I i, Db Reference Oetional 6,200 s Feb 11 2005 MiTekIrriril Inc. rN --1 15 5-11-13 30-5-41 T 2005 P2ge I -o- _�- -- Scale- 311 ", J " Plate OffsetS (X,y): rr-).r% -i-ItEdge LOADING (f) I It 13 12 11 44 3xEi 3X10 —_ 3Y,6 4X4 5X6 10: El - 11 , 5d__e TOLL 35.0 SPACING ` (Roof Snow.0)Plates Increase 1.1 T C L 8.0 X484 i Lumb r Increase 1.1 BOLL 0.0 Rep Stress Incr YES BCDL 8.0 Code iR LUMBER TOFF HCS BOTCHORD WEBS 1 TC O�74 BC 0.54 B 0.77 (metria) X 4 DF 40F' , OE *Ecpt* T1 2 X 4 SPF 1650E 1,5E, T3 2 X 4 SPF1650F I - 5E X 4,SPF 165OF 1., E mm DEFL in (!ac) I/deft Lld Vert(LL) -0.1810-11 X999 240 VerftTL} -0.4210-11 X484 180 Harz(TL) 0.03 33 nla nla 37-0-0 9-6-4 Weight: 151 Ib 1P 197/144 BRACING TOP CHORD tru Mural wood sheathing directfy Rigid "i« -- uriBOT ii teapplied or -0-bracing, r -r _ o .braciin , Except: WEBS 10-0-0 oc bracing. 2-15. 1 Row at midpt 5-13a -16-13 REACTIONS (J b/ i )2=886/0-5-8,,13=254510-5-8, 1 Max Horz 2--z 144(load e Max plift = 14 (I d case 703=-1220oad case ') Max Grav2=1573(�Oad case 2). 1,3=2566(load case 3), 10-913(load case 3) FORCES (1b) - M2ximum Omer ion/Maximum Tenni on TOPCHORD 9-10;;---1272/419 � 75 8-9--655/462 , BOT CHORD2-15=-107/1452, 14-15--219/555, -13-14=-219/555.,12-13z---549/`85 VY EB _ 211-12=-549/85.1 - - ` --'� -, =-17-13=-11 _2/983 NOTE 1) Wind: ASCE 7-93: 90rnph; h=25ft; TCDL�4.8psf, 8CDL=4.8psf; Category 11; Exp C; enclosecl; MWFRS interior zone- Lum DOL=1 .33 plate gr -1p DOL=1.33. TOLL: ASCE 7-98; Pf� ..0 P f (fiat -roofno r)� E ; Ful 3) Unbalanced snow loads have been on adered for this dein. 4) This t� h�: �- �� rn� f�reater of rr1ir7 r00f live lo ad of I 8_0 psf Dr 1 .00 6mes flat roof load of 35,0 Psf On overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf botlorn chord live Joad Innrurrr�t It any ntr li loads, Refer togirder(s) for truss to fru connections, ch Provide hanical connection (by others) of truss to bear; joint 1 and `� lb uplift at joint 1 _ ng plate��r �� i�� r� � � �� afft t joint 122 .1b uplift at 8) This truss is designed I' n accordance with the 00 referencedstandard ANS F International i s�der�twa i ode ti�r� R502.1 1 .1 LOAD CASE(S) Standard r JobTruss _,_.t TUSS Type ID 83403, DAN' A -- 5-11-13 5-11-1,3 :5X8 M ANDY H I LP ' J Job R fe-rence --------------------------------- 6.200 s Feb 11 2005M'7e'k lndu trie , inr Wed Jud � � : 2005 P -- 37_0- -6- --0 Scale = 1;66_ 8-11-12 �X.,-1. r±- J"J1VJU (FIST) T'LL 35.0 ( Roof n o = . ) J CDL 8.0 CLL 0.0 BCDL.,. - - P12teS Increase 1.15 Rep Stress s Incr �Pq Gode IRC2003ITP12002 LUMBER TOP CHORD 2 X 4 SPF 165OF 1.5F BOJ CHORD 2 X 4,SPF 21 OF I _E *E t* X4 SPF1650EI PF tud tc Left: 2 X 6 DF No.2, Right-- 2 X 6 DF No -2 I bl f e) 2=206210-3-8, 1 0=20'32/0 -3 - Max H r =-.1 ford case Max Primo _ 01(load case )� 1 0=-201 Joan Max d case ), 1 = (io ad case -- 1 %PAL? , 4X4 - TC o.8,3 Ld Vert L -0-.26 1L1 6 24 0M HOT -VTI n.16 (Matrix) BRACING TOS` CHORD BOT CHORD VVEBS -- W 92T MY 6X8 GRIP 1971144 Structural Wood sheathing -dl?-ect(Y ppii d or - � Rigid ceiling direeta 10-ng.0-() 'I Row at rnjcipt sir . 5-14P 7-14 FORCES Vb) - ax1mumOm r i on/ aim - TOP CHORD 1-2=01- - '�� X56011 8-9=-3763/184,9-10=-4393/211, 10-11= /1 a 5 �� -,- k -,=-i 97 T CHORD.1 `- 1! x 1- f _- _NOTES 3,83t 1 r . .0/1 1, 7-12=41795, 9-12=-770/139 1) Wirid: ASCE -B' I 9omph; h- =fit} YDL=4_ 8psf; i3CDL=4_8psf; Category 11; Ex C; en TCLL: ASCE 7-.98; Pf=35.0 P f flat T`00f ., Unbalanced snow loadshave been ons iMVVFRS Interior zone; Lumber d red for this dei � � � Thil truss gned f �roof � n. n n -concurrent with -other dive loselive 100d Of psf or 1.00 t-imes fit r Of load of 35.0 p f On overhangs This truss h as been deed for a 10 . 0 other i� d .6) Provide mecharical flan (b othF. f truss to Fir Plate a��d�t joint 10, �� -thsta��ink �1 1b uliftai i nt and7) 201 lb uplift referenced standard ANSI/TPI I _ .1 ckJul truss'saccordance with the 2003 -Int m ti naat�. r �.�a LOAD CASE(S) Standard Job F09 Truss STOCK COMPONENTS -IF, Idaho Fault ID 8:34o:3,. D. Type [ ROOF T I 1 -- 6.00 5x5 = JobRefernettnae (optional) _ 06 09-14:21 2005 Pa r-eb l l'200' F � e JndustH a inl-, e J��ge --- 18-6-0 -- -- Scale = 1,86-4 +�X —o—.. late Meets X, : :0-1 -1 1 a E d_qel, [22.-0-1-1 I,Edgel 37'0-0 LOADING(pf .0 T LL 35.0 SPACING 2_0.0 DEFL Irp 00 t PLATES cif n -.i � '.�� GRIP TCDL .0 ,urnb r Increase 1.1 13 23 nir 120 MT20 B CLL 0. �' I�r ",I,+ rtTL) _0.08 nr 144 L 8.0 Code Il 0niTP1 0 .Ed _ Weight: 188 jb TOP CHORD 2 X 4 &�F 1 650F e ..E BFZACING 130T CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Structural wood sheathing direcby aPplied or 6-0-0 0c urlins. `I -:HERS 2 X4 S FBF Stud/Std BOT CHORD Rigid ceiling'd'FectlY applied oc:� Row of m Idpt 12-33,11-34, 13--32 ACTIONS b/size)/ r-7-0-0 ; 1 36/37 -0 -OP . = jjp .� �}-5y _ � j _2 39=205 1"2225137-0-0, 42=1 42J37-0-0, 32-203137 G -Or 31 =204/37-0-0 =386/37- - - -d a _ - � ,24=14 7i _o. w rvlax Horz=-1 (lo rd case Max #dpijf 2 -7 (I a =- 1 _ =-)� w'(l d case 7), =- (i(),,ad case 7 =- 34(load case 7), ,d case, 8),'28=. - 0 d case �- r -ioad case 8), =- j .cf case , 4- 0cad case 2se Max Grav 2=61 9(joad case 2), 33-1 92(load case 3).34=324(load case 2), 35= 315(load case '38==315(load case , = 1 load case ), 40=306load c .I : 32=324(foad case ), o d Case ,30:;--,316(Joad case 28=315)case 2) case.22; 33 L(1 ccs% )} 2_6=11 �I =1(Iod case 03 FORCES (6).- Maximum Comprassic)n/Maximum Tension P 2 1d case ), 2 2 =1(fod can --'' 1 _ �_ 1r��r-yJJ11 4-5;---87171jfy/�y�yy-=_1L�- ; }j{gr�y1'-�- 9-10=-86/153 92 F /112 W/1. 900 12_1 —s— f 1 '�f5 3-14=-861157' 14=— VJ ' —f—•W 86/1 , 17-18=-86155} 1 -1 q:__85141 - _— J ��ff 6 — �i 11 2 1 —1 -- `C 9 I —� .�—• 13 T D 2-42=0j1 , 41-42--0/1135 0, 0- 1=r =-81/45 ,21-22_-131131 x 22-23=0/1 , 0-41= 40-41-0/135, 39-40=011 35, } =0/1 25-26=0/1 37-38=0/1 - =0/1 , } =011 , - =011 a1: = 35, - , - , 36-37=0/1357 r- -011 01 r 28_29=Oil -- 7'0/1 s , - z- 1 , 22424'0/1 } 35 J WEBS 12.33--1 60/0, 1 1-3-4=-292j45,10-35:;---28-4/57, 8-38--z-283153_13-32=-292J41, i 1 19-26=-281152, , - =-296/621-24=-249133 , 1 - =- /16-28=-283153P18-27=-28-4/54 r TF 1 Truss designed for wirtd loa I a.bi End Detai[ For ir l to h face), see iT "Standar TCL L_ ;=- 7,_oa; pf=.o p*f (jn�t roof r ac ), Ulr 3) Unb2l2nced snow locads h, -ave been ccnSidf�re_d for this design, This tiuss has been designed for greater of min roof fl cion- on iTnt with other lave loads. sf p f On overhangs This mss ha.s been deslg�ned for a - 10-0 f bo, All PI t 2 r 1., X4 T u nl s otherwise indicated. chord I iVe load nonCorncwTent with an�'` oad , � rrbearing. chord