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Home My WebLink AboutTRUSS SPECS (3) - 06-00399 - 647 Palmer Cir - New SFRJob 'Truss B87 t F1 h T (IDAHO FALLS), IDAHO FALLS, ID &34 7niss Type city P�l ROOFTRUSS I 6-0-0 - �- - 18-11-12 8 M J1. t} - 10 1 ' Job Refer) 6.2 i 2005 MTek Industries, Inc- Fri Sep 15 14:18,18 2066 J -ge I 5-10-0 30-6- 10- -i 36-1-0 5x8 I I1 4 X111.20 _ 5X6 M 1120_ 4X8 111 -- Oxo MUM= `UA'+ M 1I V 5X8 M 1120 -, N M L 8X1 0 111 120 - X8 M 1120_- 5X8 H — M1120—x4 I�'II1- �- 6X8 M11 0 4 M1 l x- M 1120 4�- -4- - - 0 2-5-8 1-6-0 3-11-0 1 _ ,- 5-10-0 -- -- - 1,2LLRX�--1,0-34 5:0-7-0,-1_11 3-0 LOIN -- SPACING - r GSI - ' . Plates Increase 1.15 n 1 dell L `d PLAN P TC D L 7.0 Y . Ver L L) -0. > 240 i��+11 � Lumb I r 1.1 197/144 BCLL 0. Rep Stress Ince YE � �. �f a: ert(TL) -0.74 180 'I 'E '. Harz(TL)0-30 I' rda rhe L d �F 00 pI �� (matrix) � 'ei Iota 154 1b LU P"DE TOP CHORD] 2 X 4 SPF 1650F 1.5E 130T C HO RCS 2 X 4 S PF 16,50F 1.5 E 'REBS 2 X 4 SPF StudVStd *Excepr SLIDER W4 2 X 4 BPF 1 6O 1-E BRACING TOP CHORD Structural wood sheathing dirty Wiled or -11 cc purlins, T CHID Frig Id cei I ing directly ap pli ed Or 11-10 oc bracing - EBB 1 Pow at rni dpt H -L REACInCWS (lb/size) K Max Herz Max Uplift J B 1753/Mechanical 1913/0-5-8 case 3) •ad case FORCES (1) Max- 1A'2um Tonsion TJX CHORD A-8 = 0/74 B -C = -2734/699 -D = -4038/1163 D -I` = -35MI049 E -F = X711429 F -G = -4039/1203 -H = -4039/1203 H-1 = -2071/622 1-,.1 = -moi J -I _ -26901705 BOT CH0RD = -366112-24 B- _ -644/2113 R- _ -925/3038 -F -8287.2 BOT . H RD P-0 = -1439/4658 -P = -1343/4369 N = -1157} M -H = -1018/3513 L -rel = -1018/3513 i -L - -521/2106 WEBS C -S = -1681/520 C-R = -370/1239 D_R = -2361910 H = -366112-24 F_Q = -15181548 E -P = -171/598 F -P = -12026 F- -- -2258f744 F- -1X377 i = -490/237 H = -2,35/677 H -ifs = 2W `L = -1839,1640 F -I- = -28&1069 NOTES 1 Unbalanced reef live IOC have ben considered f6r this design. hid: ASCE 7-,- 90rnp h t h =ft TGDL=4. pdr B DL . f Category 11: Exp enclosed; MWFRS gatAe end zee; Cantilever tet# and right else Lumbeir DOL=1-33 date 9 nip Pride adequate drainage to Prevent water lading This trLm hes been d !fined for a 10.0 psf tt'D d live load noncormrrent VAth any other Rive leads. 5) The fOl IcW ng joint( )dui Plate inspeccin per the Tooth Court Method when this hlz$ is chosen for quality asssurance inion: P, Refer to girders) for truss to conneclions. 7) Provide mechanicai connection (by others) of truss to bearing plate capable of withStanding 436. Ib Uplift at joint K and 458 lb UPlift at joint 8, 0) This trLw is designed in accordanm with the 2003 Internabortal Residential Code scions R502-1 1.1 and R802.10-2 and referenced standard NSI/TPI 1. LOAD CASE(S) Standard ale w. 6& 1 + l CD T W 4�1 i Job E3o7- I- R0o-- F TRUSS 13MC VVEST (JDAHO FALLS), ID I FALLS, , ID '"- -- 1- 2- � 9 0 9-1-8 13-3-5 1-11-0 4 - 4-2-0 a 16-578 1-9-7-8. 1- � I � 6X8 X11120 5X6 JAI 1 120 2!Job PeWentc)nja . Feb 21 2005 MiTek Indus—hais,ter _ Fri Sep 15 14.18-.18- 2006 Pa e l 26-5-5 _ 0 8 1-3.3 -8304Y 1 757 -1- - 1 = -13196/2852 E- _ -13280/2864 8 ."I o M1120— 4X4 MJJZU7L 5A 4 M 1120 8.00112 5X6 M1120= 12x12 M1120= M1120. _ X11 I _ 6X8 M 1120 = 6x8 M 1120 _ _ 4x4 M 1120 E 7X8 M 112 — H 4 M11 0 1 5X6 MI12p= Scaie = 1:67.3 -7-8 26-5-5 31 - 36-1-0 Plate its ( ,y)p-& ,o-1 ], [c, - } - : - - - - _ __ 1 �yy j� .{� j"j ��jj� j -j �'y �-y f .0-5- 0- � 121, [ .0-1 , ()-2-01, � j p1 - j �y aH -4 — � a :4�� O —4-4], kJ` ++r —Na .—m �I y 0-2-81, 1-1:0- ,0-2-01r •0-1-12,0-1-8], �_ ,.� �,r—Ir"-3,0-1-11, [0.0— —0 LOADING (psf) !SPAVNG 2-0-0 _..:. ,. T t:L _ I in I ) Udefl Ud PLATE �1l�" 1�1a#eIncrease 1.15 T .�' I pert LL. -�.� T� � I T L .0lelll n 1 -1) a L�, Lumber I r��eae 1 _ � o U Li a Rep Stress I neer 1 IWB 0_ 96 B C L 7.0 Code IR 003/TPI ' LUMBER T0P CHORD 2 X 4 SPF 165OF 1.5E 'Except* TOFF CHORD T3 2 X 6 DF 180OF 1-6E L -M = -347,1V628 BOT CHORD 2 X 6 DF 18WF 1,6E 130T CHORD WEBS 4 SPF to td * t* I3- = -1531/6W5 W18 2 X 4 SPF 165OF 1-5E W- = -16981-7314 17 2 X 4 SPF t 66 F 1.5E = -2452110750 1 12 X 4 SPF 1 65OF 1.5E V -7 - LICHER Left 2 X 4 SPF SWStd 1-g- 1 BRACING TOE H RD Str'uctural wood. sheathing di rectly a pplied or 3-2-8 purlins_ BOT HORD REACTIONS(l b/size) B M MaxHor Max Uplift B = M- 5164/0-5-8 2-2 `0- 2-20lii a.r+i l (d case 4) -1191 (ld case b) -408(load case 6). FORCES (1b) Maximum ConnpregSj0,njNLayirnurn Ten ien TOPCHORD -13 _ 0 8 T_u -8304Y 1 757 -D _ -13596/3021 D- = -13196/2852 E- _ -13280/2864 F -F = -13133/2781 F -G = -8117/1 -H i -38MB8 H-1 -294-9/682 1-1 -2392/602 J-1 _ -2755/61-9 U -V = -2924/13263 T_u ` -28W1 3107 -T = -10'4895 R -S -92714516 - -576/3116 P- _ -312/2203 -P -36312500 425/2705 M -N 42412706 WEBS C -X- -3776/917 - _ -128415639 D- = -9W3829 D -V = -5W3152 E -U = -769(3W F -LI = -246/162 IT -T = -758911709 -T = -144516713 = -17161373 -R _ -2.%71743 H -I -501/2080 -19321552 l _ -328/1299 J- _ -29511074 J -P = -1491393 -P _ -534/256 1- _ -M4 1-- -29W173 L -N = 0/164 o V %,I 4k 1 L) -U-ILJ I I —tj I m H=(TL) o.24 M rVa rga NOTES 1) _131Y truss to be oonneuted together th 6.1319x V" N its as follows: Top chords conn-cded as folly: 2 X 4 1 ruw at 0-M 0c, 2 X 6 - 3 rears at 0-7-0 m. BOttOM Chords connected as M� MWS at 05-0 roc. Webs connected as full s: 2 X 4 - 1 row at 0- a. All loads are Considered equally applied to all plies,, except if noted as front (F)or hack (B) face in the LOAD CASE(S) splen. Ply to ply connections have been provided to distribute only loads noted as (F) or 13), unless otherwise indicated Unbalanced ref, live 100& have tett eons erect foir this design. 4) Wind. ASGE 7-98; 0r h; h ; TC D L-4, p #' DL=4. ps f, Category 11: Expr enclosed, MWFRS gable end zona, cantilever left and rktd expo r Lumber D C L=1 .33 plate grip DOL=1.33. 5) PrcMcadequateto proem w@jer pond' - 6) TIS« truss has been designed for .a 1 O.C) psf bottom chord live load nonconcurrent Wth an other live loads. All plates are w2o plates unless otheRvise indicated, Fifer to irds for mss to truss or,necUm. Provide macNanical nnecfion (by ether) of toss to beadW Plate capable Of +r th tandir 1191 1h lift at joint B and 408 lb uplift at joint M. 10 This trams is defined in accOrdanee with the 2W3 In t Codee i 8502.11.1 and R802-10.2 and reference standard hl l[TPI1. 11 Use USE SKHH26L(With 16,d m ails into Girder & NA9D 0a its into Truss) or equiv2lent at 4-4-8 from the left end tO cOnnect truss(es) FEJT 1 ply 2 C 4 PF) to tont fie of botto n chord, skewed 45. de _to the left, sloping o.o dei. 11* M1120H 1481108 M1118H 1411138 'weight 519 rb 1 ) Fill all nail holes where hanger is in contact wM lumber. 13 Hanger(s) or other connecton device(s)shall be provided SACient to sum concentrated load(s) 1633 lb down and 311 Ib up at. 4-&4 on taps chord, and 391 ]b dovm and 186 its up at 3-11-8, and 1 559 lb down and 365 lb up at 4-8-4 on bottom chord_ The d r sel t -n of soc cor ration deme(s) is the responsibility of 081'ers. LOAD CASE(S) Standard 1 ) Regular. Lumber lnereaw=1 �1 , Bate Uniform Loads VW: AaE= , D -F-- , F -I;--- 4M, W=-84, dT a -84-13-X=- 14. --l4, T-1 --14, -T=14, %-S=14 erieentrated Loads Ih) Vert -W= -391.(F) =17 (P)=-1 (F) TrissTmn Type �a.. B08227-6 F3 ROOFTRUSS BMC WEST IF -I FALL),H FAQ �.: Iii ��. Y5-0 1 12-10-0 -18-11 -0 6-5- -10- s- -6-1-0 E U 5X8 M 11 54 Mlf20- 5X8 X11120 =-. C 8. 00 F12 D 5x6 MUM-' 1 1.54 X11 [0 is J 1 W3 12-10-0 6-5- 1- - -_ Plate OfteM ",: [A:0-1 t.Ed�e , �:0-3 70, LC ir LOSING (psi) SPACING 2-0-0 -0 CSI TOLL 35.0 Plates Increase 1.15 TIC 0.51 TCDD, BALL 7.0 0.0Rep Lumber Increase 1.15 BC 0.54 B D L 7,0 Strom I rt r yES WS 010 -23911388 H-1 = Code 1100P 1200.iatni VVEBS B -K 0/233 LV'IBF TOP CHORD 2 X 4 SP1' 16,50F 1..5E BOT CHORD 2 X 4 PF 165OF 1.5E WEBS 2 X 4 SPF tucl/ t LIDFR BRACINIG TOP CHORD tructrtral wood sheathing directly applied or 3-11- cc pudins, BOTCHORD Rigid cell ing d irecUy applied or 1G-0-0 oc bra�n�. WEB 1 Row at midpt -1 PJEACTIONS(Ib/size) A G Max Harz A Max Upfift 153'Mechanil -9(ld as ,) - load ca6 17RE (lb) MaxirnUrn rnpr ionJ&4axir unn Tension TOP CHORD -B = -407 B -C = -1821/343 343 F-1 = -4771262 -E _ -1795/34-0 E -F -20271376 F- = -22741357 BOT ISD >999 A -K ` -38611878 J -K = -38611876 1-i = -23911388 H-1 = --2031755 VVEBS B -K 0/233 B -587 -i = -107/41 WEBS -1 = -25&236 D-1 = -85/382 F-1 = -4771262 E -H = 0/203 1 11= Job Rekmnm Lck WA IL 25-1-8 4 11 l 120 rp H 1154 M11201 31-4-+D F 3x4 M 11 18- .'� 1-0 25-1-8 1 31-44) NOTES 1 r Wnced mof rive loads have been considered for this design. Wind. ASCE 7-98; 90mphh T DL 9. p f. l3DL=4. # G-at11; Exp C; enclosed; MWFRS gaNe end zoneMeyer left and right exposed; nA)er DOL.=1.33 plate grip DOL=L, .. Pn:rhde adequate drainage to prevent water pander. 4) TI mss has been dr for- a 10.0 1f bottom chord live load nonconcurrent vAth any other lNe loads. Refer to girder(s) for truss to truss nn ion - ) Prate mchanical connecfion (by ath of truss to bearing plate moble of withstanding 269 lb uplift at joint A and 265 lig uplif k at joint G. 7) This truss is signed in acmi-dance with the 2003 Int .mati al F identia1 Code stens 8502.11-1 and' R802, 1 _2 and refe renced standard ANSWTPI 1. I-OAD CASE(S) Standard K 5x8 MI.120-- 3x4 K }3x4: JJ120� I `- : - 1O-2 : .-0, 3-01' P. -fir - - - DEFL in ) Vdefl Ud 'pert( LL) -0-11 -K >999 240 Vert(U) -0.20 1-1 >999 180 H-nrz(TL) 0.09 a Wa PLATES GRIP 1120 197/144 Weight. 1W Ih Job - Truce Tnuw Type s B027F4 ROOF TRUSS BMC "`EST ODAHO FALLS). IDAHO FALLS, ID UM2 I A —' d _ 12-0-0 6-0-o 6-0-o 5X8 M1120-- 5x10 1l0 C o Ply 0 b 1 ,,LRefe r q!r'i 9 dial . I . _._p.r 6.20D s Feb 21 20,05 i�4�11 i+C Industf , Inc.:19 Page I.� 5x10 M 11. 0 — r bXU M1120 1.5x4 M1120 11 i 5X6 M1120 �. — 0 12-0-0 -- . —0 7-, &d3 M1 120 Plate - :.1 _ '--- — LOADING PIS[ - C5I T LLDEFL ;. , i n (I Increase VdefUd 1.15T DL 7_Lumber 1.1' Vert(LL) --0-111 I -j >999 4 B 0. 1 pert TL -0_ ELL 0. �#rte. Ie E te .� W 999 180 13DL 7.0 Code IRC2003ffp12002orz) ''p 0.09 G r-wa e �. LUMBER-- - -- �_ TOIL CH0RD 2 X 4 SPF 16,50F 1-5E BOT CHORD 2 X 4 SPF 165OF 1_ E VVEM 2 X 4 SIF StucVStd SLIDER BRACING TOFF CHORD $tiructural wood sheathing direc,:Vy app od, or 4-0-7 co purli ris_ BOTCH RD Rigid ceil iog dirty applied or 1C�_" cc bracing. T 7 EBS 1 Row at rMpt -1 REA77ON Ib#size) _ 1 53?Wedlarr Max Flea A - -251 (fd case 3) Max Uplift - -63([,d case FORCES (lb) Mmu C-OmPfeSsiONNIaximum Tension TOE" HICK -B -- B- _ 25- -- -1454,3 D -E i -9-8 5x10 M 11. 0 — r bXU M1120 1.5x4 M1120 11 i 5X6 M1120 �. — 0 12-0-0 -- . —0 7-, &d3 M1 120 Plate - :.1 _ '--- — LOADING PIS[ - C5I T LLDEFL ;. , i n (I Increase VdefUd 1.15T DL 7_Lumber 1.1' Vert(LL) --0-111 I -j >999 4 B 0. 1 pert TL -0_ ELL 0. �#rte. Ie E te .� W 999 180 13DL 7.0 Code IRC2003ffp12002orz) ''p 0.09 G r-wa e �. LUMBER-- - -- �_ TOIL CH0RD 2 X 4 SPF 16,50F 1-5E BOT CHORD 2 X 4 SPF 165OF 1_ E VVEM 2 X 4 SIF StucVStd SLIDER BRACING TOFF CHORD $tiructural wood sheathing direc,:Vy app od, or 4-0-7 co purli ris_ BOTCH RD Rigid ceil iog dirty applied or 1C�_" cc bracing. T 7 EBS 1 Row at rMpt -1 REA77ON Ib#size) _ 1 53?Wedlarr Max Flea A - -251 (fd case 3) Max Uplift - -63([,d case FORCES (lb) Mmu C-OmPfeSsiONNIaximum Tension TOE" HICK -B -2420/392 B- _ - 1 889W8 -D - -1454,3 D -E -1856/334 E -F -- -OW70 F- -22T7/352 130T CHORD A -I -38811 892 J -K = -388/1892 1-J = -28911455 H-1 = -20411761 -H = -204/1761 WEBS B -K 01201 B_J -511/267 - - -BM86 -[ = -252/225 D-1 = -581363 E-[ s - 3901241 E -0/170 NOTES 1 Unbalanced roof live kaC113 have been oonWered for this din. ' rnd: ASCE 7-98; 90mphr h= ; T DL=rte; B E)L=4_2psf} Category [ I r Exp , enclosed; MWFRS gable end zone-, cantilever left and right exposed; Lumber DOL=1.33 plate grip DOL= 1 33. Provide adequate draWwge to went water ponding. 4) This hm has been designed for a 10.0 p f bottom mrd live load noon roorrent with any other lve loads. The f0110wi Jo int require plate inspecdort the-, Toofh Cotmt Method when this mss-. IS chosen fbr quality assuraoce inspecUon. D. 6) Defer togirder(s) for huss to truss ne ons. Provide mechanical bon (bar others) of truss to ging plate capable ofwithstandit 263 lb uplift at joint A an, d 259 [h uplift at joint G, This kuss I's Ed i in accordance ith the 2003 lritefil Residenffal Code sectons R502.1 1 . 1 aril R802.10,2 and referenced stardard ANSI/TP' 1 1 - LOQ E() Stated Sca�e = 1:55.1 1120 5X8 .[ 120=6 I.5 4M11207'1 3x4 M11 PLATES GRIP M1120 1971144 Weight: 135 lb v Job TnissTres T ype 1EM227-6+a 0 ROOF TRLISS I EST (IDAHO FALL , ID FIO ; �[ 6.200!3 Feb 212005 MiTek Industries, Irtr, Fri Sep 1514.1 _ �.. page 1 _ 5-0-0 10-0.. 21-9-026-6-8 1---0 -�. .. 50-0 5-10-8 5-10-8 ate = 1: _ 1 5x6 x'11120= MUD= D I- 5X8 M1I =;- 15-10-8 -- -1 - J I -SXR MUG! 1 LOADING (perPACTN-0 - J K: Q �-" �0- 3 M-�o T TLL 35,0 1 [TEFL in P'Iatl�� 1rlt��as� 1-15 T CL 7.0 Lumber increase 1.1 T 0 41 Vert(LL) .1 BOLL 0.6 . t Veda) -0-42 cr Y]Es WB 0,36 6CDL 7.0Horz(TL) 0A0 F+T I 0 ( Matrix) TOP CHORD 2 X 4 SPF 165OF 1_5E BOT CHORD 2 X 4 IAF 165OF 1-5E WEBS 4 SPF Stud/Std LIDS BRACING TOP CHORD Structural wood sheathi ng di recfly a pp lied a r 4-2- 10 cc purlins_ BOT CHORD Rigid ceiling directly applied or 10 - ac racir1 .. WEBS I Row at rt� dpt D- D- i REACTIONS obi i ) Y H Max Hort A Max Uplift 152410-5-8 1 Itanl 0(load case 4) =00ad case ). - ca ) FORCIES (1b) Ma "'M Mpr siOrMaximurn Tension TOP GHORD -B = -2/393 B -C = -20151373 -D 4 -1577/351 D`F = -t E6&347 E -F = -1972)W F -G = -'1 6+'381 -H = -22691361 B TT HORD 72JIM J- _ -4111 H 1-3 = -413#1 H-1 -24.511761 WEBS R- T -32CV2-27 - -x'592 - = X21256 WEBS D -JT 0/147 UH -571/255 E -TI = -50`560 F-1 - NOTES 1 ) Unbalance roof live loads have been Cwsidemd for this design. Wind_ ASCE 7-98; Thr h= ft; T DL .,2pSfy B DL=4.2p4F categofy Ilr Exp P nlcic QRS gable end zone- cantilever, eft and r frght exposed; Lumber L41.33 pate grip L�1.3. 3 Provide adequate drainage t:) prevent water ponding. This truss has been designed for a 10.0 psf ttaM chord live load nonconcurrent Mth any ht r I i e load$. 5 Refer to girder(s) for truss to truss WnnectiM& Provide r nechanCal connection (y od- r) of truss to bearing plata capable of wfthstanding 242 lb uplift at a jrtt A and 2401b uplift at joint H. 7) This tri is designed in accordance with tl 2003 International Residenfiai Code scion R502-1 1.1 acid R802-10.2 and r fe renced standard A NSYTP1 1. LOAD CASE(S) Standard X8M 1120 - 6X8 MI120 J 3X8 loll r20 I/deft Ud PLATES GRIP .-KA-K >9W 240 120 197/144 A -K >886 180 H rVa rVa 'weight: 134 Ib X V_ A 6 1 ,bb Tru F BMC WEST I [O FALLS), [D S, 1 4-0-0 I - o 1-6-0 4-0- -- Truss Type ROOF TR 54 M 1 l0 -- Y 0 FK, 2'� _ I Jib of E o fionalb _ 65.200 c I IiT Industries, Inc_ Fri _Sep 15 1418:20 2W6 Rage � 13-2-7 18-6-19 a �-'31-9-0 15-9-0 r 5x61110 3X8M1120= D E �Ai 3x4 X11120 i 1 4X4 M11 0 77x8 x,+1112 — 7X8 M 1120 4x8 M11 0 J X4 M1120 11 f- -- 13-2-7 1 18-6-9 23-9- 7-- - DEFL �, 7 LL 35.Jate Ircr 1.1,E its Ifde# LidT IF T DL 7� fi ert(LL) -0- 1 L. -M >Wg 240 �I Lumber Increase 1.1 1 44 BCLL 001 Rep Stress I ac r No 13 0.4 '°A TL) _ L- > 1.80 ° BCD L 7. 12002 H'orz) 0.09 1 ra rya I ""pro_..�_ .- - _ _—_ - mei ht: 342 l TOP CHORD 2 X 4 SPF 165OF 1.5E BOT HO RD BOT CHORD. 2 X 6 DF 180OF 1_K U- 6741 6633 WEBS 2 X 4 SPF StucVStdW-11 el BRACING TOFF CHORD Structural wood sheathing directly ppl�ed or -5-9-3 0C PuMns- BOT - - PuMns- 0CT HORD Rigid cEii1ing direly applied or 10-oc bracing REACTIONS (lbksi ) 1 3832`0-3 30921 Max Hrer. - 1880oad case 4 Max uplift I - -1407(I d Cc� B 1431 (load case 4) FORCES (lb) Maximum Compre5siorVMaXiMum Tension T P H FD -1 = 0178 B -C = -6302J2368 -D = -6248/2483 DTE = -6629/2697 Eye = -6627/2695. Imo- = -W92(2081 -FI = -6N47 H-1 = -635&2381 LOOT W l D = A991242 B-0 = -205915086 -0 = -2059/586 -P s -2113/5119 P _ -211315119 1' -Q s -21136119 M- -2674/6633 I- = -2674/6633 -T = -207416633 L -T -267416033 L U -26741663.3 NOTE 1) 2 -ply truss to be connected tither with. 0.1 1 "' '" flail; as. fallow: TOP dards conned as folios: 2 X 4 - 1 row at 0-M oC. torte s COnnected as follows: 2 X 6 - Webs mnnected as follom. 2 X 4 - 1 fow at . All loads are considered equally appi d to all plies, except if noted as f -Ort ( or back (13) face in the LOAD CASE(S) section, ply to ply ownections have been ProVided to disbibute only loads noted F or (8), unlw 101henovise indicated, ) Unbalanced roof live loads have been considered for this design_ 4) Wind- A GE 7 mph; h� 5 a T DL=-4.2psfr BCDL=4.2psV, Category 11, CJI; NWRS ale end zone; canJlever left and right exposedLumber DOL -1.33 plate gip DOL --1., Provide adequate drainage to prevent water ponding. This truss has been designed for a 10- 0 psf boo chord rive Iced nonconcurrent Wth any other live loads. 7) Provide rriechanical connecbon (by others) of truss to baring Plate came of Mhstandnq 1407 Ib uplift at joint I and 1431 lb uplift at i0jut B_ 8 This truss is design in accordancl the 2003 tnternafi�nal Residential Code sections 1502-11.1 8M x_1.0-2 aW rfererd standard ANSI1Tpj 1T Use USP HJC26 Wirth 16d nails linto Girder 1 Od nails into T or equivalent spaced at 15-84 oC Max. starfing at 8-M from the left Md to 22-8-10 to oonnect trusses) J1 (I ply PF), K11 (I ply 2 X 4 SPF), d1 c 1 ply 2 X 4 DF) 1 J1 0 ply 2 X 4SPF) tri front face of bottom nerd. 10) Use Simpson Strong -Tie LUS24 (4-1 Od Girder, -10d Truss, Single Ply Girder) yr eqdvalent spaced at oc rix_ starting at 10-0-1 from the left end to 1-8-4 to mrd (es) J 1 (1 ply 2 X 4 PF) to front face of beth chord- 11) hord_11) Fill all nail holes where hanger is in contact with I unnber. LOQ CASE(S) Standard 1 Regular: Lumber incr=1.1 , plate In a =1.1 Ung L p `t -D=am, -, -I=} B-1=14 Gon n t Lis (tb) e =1107(F) = 1 107(F) P=-342(1° =" R= 2(F) S= --342(F) T=-. (F U�-c =-4(F 4x8 ill Scale = 1:5.1 1.1 J -K 10)1 W 1907/5134 WEBS L -168/133 - = -257/306 D -M = -98912250 E -M = A991242 F - l = _94186 F -L, z -421/1034 F- l = TSI° -I _ -122013012, H-1 -2W302 H -J - -1281114 NOTE 1) 2 -ply truss to be connected tither with. 0.1 1 "' '" flail; as. fallow: TOP dards conned as folios: 2 X 4 - 1 row at 0-M oC. torte s COnnected as follows: 2 X 6 - Webs mnnected as follom. 2 X 4 - 1 fow at . All loads are considered equally appi d to all plies, except if noted as f -Ort ( or back (13) face in the LOAD CASE(S) section, ply to ply ownections have been ProVided to disbibute only loads noted F or (8), unlw 101henovise indicated, ) Unbalanced roof live loads have been considered for this design_ 4) Wind- A GE 7 mph; h� 5 a T DL=-4.2psfr BCDL=4.2psV, Category 11, CJI; NWRS ale end zone; canJlever left and right exposedLumber DOL -1.33 plate gip DOL --1., Provide adequate drainage to prevent water ponding. This truss has been designed for a 10- 0 psf boo chord rive Iced nonconcurrent Wth any other live loads. 7) Provide rriechanical connecbon (by others) of truss to baring Plate came of Mhstandnq 1407 Ib uplift at joint I and 1431 lb uplift at i0jut B_ 8 This truss is design in accordancl the 2003 tnternafi�nal Residential Code sections 1502-11.1 8M x_1.0-2 aW rfererd standard ANSI1Tpj 1T Use USP HJC26 Wirth 16d nails linto Girder 1 Od nails into T or equivalent spaced at 15-84 oC Max. starfing at 8-M from the left Md to 22-8-10 to oonnect trusses) J1 (I ply PF), K11 (I ply 2 X 4 SPF), d1 c 1 ply 2 X 4 DF) 1 J1 0 ply 2 X 4SPF) tri front face of bottom nerd. 10) Use Simpson Strong -Tie LUS24 (4-1 Od Girder, -10d Truss, Single Ply Girder) yr eqdvalent spaced at oc rix_ starting at 10-0-1 from the left end to 1-8-4 to mrd (es) J 1 (1 ply 2 X 4 PF) to front face of beth chord- 11) hord_11) Fill all nail holes where hanger is in contact with I unnber. LOQ CASE(S) Standard 1 Regular: Lumber incr=1.1 , plate In a =1.1 Ung L p `t -D=am, -, -I=} B-1=14 Gon n t Lis (tb) e =1107(F) = 1 107(F) P=-342(1° =" R= 2(F) S= --342(F) T=-. (F U�-c =-4(F 4x8 ill Scale = 1:5.1 1.1 Job _ B087 J 1 13MG WEST (IDAHO FALLS), IDAHO 1= 1-1 , D 83402 LW(p TOLL 35.0 T DL 7-0 BOLL 0.0 3DL 7_ Truss Tie p ROOF TRUSS 1-6-o -- Qty Y-0 -FP1Y 0 - — -- 122 s 6.200 Feb. "f O T l.n'dutr, I_ - 1,_ age I -` -; 1.5x4 MR20 11 �' SPACING 2-M Plates Increase 1.1 Lumber Increase 1.1 Rep Stress I ncr ypS Code IRG2003)TP12002 LU 8E TOP CHORD 2 X 4 S ISE 1650F 1.5E B T CHORD 2 X 4 SPF 165OF 1.517 WEBS 2 X 4 SPF studistd BRACING TOFF CHORD Structural wood bathing dirty applied crr oc pudi r exert end vefficals. BOT C HO RCS EACTI (Ib/size) E B Max Horz B Max Uplift E B 35611VIechanical 544/0-5-8 (load case ) 1 (fod ca FORCES (fb it (f ) 1 "Mum COMPressiOrk&4aximurri Tension TOP CHORD B Of(4 B- = -400/4 x.39 BE >36 D -E = -186 BOT CHORD n1a B-E _ -15&249 E _ -2981186 MOTES 1) Wind, ASCE 7-98; %; h= ft: TCDD-2psf,- B CD L . 2psf. Cates 11; EXp C; cl; MWFRS gable end. z s cantilever 1 and right exposed , Lu mr DOL 1. 33 plate grip D L= I _ This truce has been d ned for a 10. psf bottom: mord five load nonconcurrent With any other live loads, Refer to girder(s) for truss to truss nnbm_ 4 Provide mechanical wnnecfion (by others) of truce to bearing plate capabie of withstanding 157 Ib uPhft 2t joint B arra€ 12315 uplift at joint B. CS1 ` TC U6 13G 0,43 �9 0-15 Matrix 5) This is designed in accordance ith the 2003 International Residenfial Code motions R502.1 1 -1 .end R802-10,2 .10r and referenced standard ANSIfTPI1.. LOAD CASE(S) Standard F•al t D it (f ) Vdeff L/d Vert(R) x.39 BE >36 180 Wo(TL) 0.00 E n1a r/a PLATIES GRIP M1120 197/144 eht 33 Ib Scale = 1:23.4 Job a, J2 BMC ELS), IDAHO FALL,5, ID 83402 Truss Type r ROOT` TRUSS r I Y 'I -1 �. Job Referegrll .- . be s Feb 212005 VfTek Industries, Inc- 4-4-8 1..5x4 MI 120 fl US MUM=. -- _ - 5-8 Plate its X f 1 � 1 LOADING (per P I N t TELL 35.0 Folates Increase 1.15 TC 0,13 TSL 7_0' Lumber Increase 1.15 BG Q7-7 BOLL 0_0 N ep ,stress I ner NO WB 0.79 BDL 7.oCode IRC2003rFP12002 (Maar �U TOP CHO RD 2 X 4 SPF 1 &50F 1.5 1 - BOT BOT CHORD 2 X 6 DF 1F 1,6E 'REBS 2 X 4 SPF Iud/S(d *Except*, BRACING TOP HOOD Structural wOOd sheathing directly applied or A- oe .purlins- B T CHORD Rigid moiling directly applied or I 0-M oc hradng REACTIONS (lb/size) D Max Hort A MaxUplift A _ D _ 184710- 1573/Mechanical 1 1 4 (fid case -(d case 5) -35400ad case ) FORCES (1b) Maxi rn um CGmPressi0TVMaXiMUM Tension T P HORD NOTES 1) i . ASCD 8;0nVhh- 5 7 T DL -4. p , B DL . psf; ate if;E�p ; 1 ; MWFRS gable end r n f ver left and right exposed ; Lumber D OL=1-33 plate g -p DOL=1.33.. This tri has been designed for a 10.0 psf bottom Chord live load noneomurrent with any other live fps _ Refer to rde for hims to tri connections - 4) Ovide nnechanical connee.trnn (by others) of truss to bearing plate capabie of wfthstanding 325 Ib uPrdt at joint A and 354 [h uplift at joint D. 5 This trams is designed in rdar�ce with the 20 3 International l e idenbal Code sedions R502-1 f and R802.10.2 and refererced standard I'fl 1. Hangers or other connecUon device(s) ,shall he provided sufficient tO sUPPOrt concentmted I d() 1518 lb del: and 2881b up at 1-6-12 and 1518 ib down and 294 it) up at -5 on bottorn chord. The de-sign/seledion of such nrl tion device(s) is the responsibility of others. T) In the LOAD CASE(S) sec;ticm, leads applied to the face of ft "ss are noW as front ( or back (B)• LACE CEO Standard 1) Regular: Lumber Increase;-- 1. 1 , plate increase= I.1 Unifbrm Loads (p Vert: A- .= 4, A- E=—' l4, D- _ 14 C,onoentrated Loads (lib) 'Fort: E=151 fl F= -1,518(r) (F) -11 4-4- i 1-6-0 0-5-0 DEFL -"7/336 B- _ _ BOT H RD Vert(LL) A -F = -35411588 E -F = -357/1603 D -E 456/2087 WEBS >999 B-E -268/1306 D -D -7N37 NOTES 1) i . ASCD 8;0nVhh- 5 7 T DL -4. p , B DL . psf; ate if;E�p ; 1 ; MWFRS gable end r n f ver left and right exposed ; Lumber D OL=1-33 plate g -p DOL=1.33.. This tri has been designed for a 10.0 psf bottom Chord live load noneomurrent with any other live fps _ Refer to rde for hims to tri connections - 4) Ovide nnechanical connee.trnn (by others) of truss to bearing plate capabie of wfthstanding 325 Ib uPrdt at joint A and 354 [h uplift at joint D. 5 This trams is designed in rdar�ce with the 20 3 International l e idenbal Code sedions R502-1 f and R802.10.2 and refererced standard I'fl 1. Hangers or other connecUon device(s) ,shall he provided sufficient tO sUPPOrt concentmted I d() 1518 lb del: and 2881b up at 1-6-12 and 1518 ib down and 294 it) up at -5 on bottorn chord. The de-sign/seledion of such nrl tion device(s) is the responsibility of others. T) In the LOAD CASE(S) sec;ticm, leads applied to the face of ft "ss are noW as front ( or back (B)• LACE CEO Standard 1) Regular: Lumber Increase;-- 1. 1 , plate increase= I.1 Unifbrm Loads (p Vert: A- .= 4, A- E=—' l4, D- _ 14 C,onoentrated Loads (lib) 'Fort: E=151 fl F= -1,518(r) (F) -11 4-4- i 1-6-0 0-5-0 DEFL in (11 ) I/deft Ud Vert(LL) - m -E >9w 'ert(rL) .0 -E >999 180 H) D n/a rya Fri Sep 15 14,-18.-21 2006 Page PLATES GRIP M1120 1971144 Weight: 23 Ib sr,alezz- Job Truce - — - T. ruc;�s Type j 7 JA !ROOFTRUSS BMC WEST (iDAHO FALLS), IDAHO F -LS, IES 8302 QtY Ref mal _ F 1 206:-5 4IiT6k Inde, Inc_ --0 r Fri Sep 15 14:18:212006 Page 1 LOADING (per SPACING TALL .oPlafes I��ea 1.15 �L �'. � Lumber Increase 1.1 ALL. rhep Shess leer YES BCDL 7.0f Cede IRC20031-FP12002 LUMBER TOP CHORD 2 . PF 165OF 1.5E BOT CHORD 2 X 4 SPF 165OF 1.5E BRACING TOP CHORD Structural wood shea"rg dirty app#ied or 11411 oo purtin . BOTCHORD Pigid ceiling directly applied or 10 braa-r . F A M (11:0si e) B P. Max Horz B Max Uplift B Maxv D 1 l echarnF ,l 455/0-5-8 /Mech-anic l 22d case T 1 (ad ) - 1 22(la d case 14(load case 1 (ld case 1) 97(foad ca FORE 1b Maxjmum ornpressior 'maximum Tension TO P Chi ORD A -B 4 B- = -151/96 SOT H B D -D = 0/() NOTES 1)Wind: ASCE 7.98P r h= ffr T DL _ p f; B L=4- p f; Cate [k ms ; r� gid; MWFgable end zone; �nbl r left and right -exposed r Lumber DOL=1-33 plate gdR DOL=1.33 This truss has been signed for a 1 0.0 psf bottorn chord live load normncurrent vAthany of r 1tve loads - 3) Refer to girder(s) for to truss connections_. rove me r nn . on. (b others) of truss to bearing plate came of withstanding 133 1b uplift at joint C and 122 l.b uplffl at joint B - 5-11-11 CSI TC 0.49 BC 0.24 0-00 5 This truss is designed in a=rdance with the 20031 me matiooal Res{deny al Cade morons R502,1 1.1 and R802.10.2 and referenced standard ANS.IfTPI i. LOAD CASE(S) Standard �" kluc Vde" tia e (LL) B -D >99!9 240 Vert(TL) -0.12 B -D >570 180 Ho ) ,00 C n1a r/a .SLATES M1120 Weight 17,1b GRIP 197/144 Scale = 1:1 .. Job 808227-6 JB ROOF G 6 _ 9 BMC WEST (IDAHO F-$ LL �, �bAHO F. LLS, -' -11-11 1-6-0 0 i 4_qb Rerence(opuof� a l� 6.200 reb 1 2005 MiTek IndusVies, l FaySep 15 14.-18--212006.Page V--4 r s' ti I W1 t`[N (psfl SPACING - T LL 35.0 Plates Increase 1.1 TDL 7.0 I Lumber increase 1.1 P CLL 0.0 ! ReP Stress Ince- YES B DL 7.0 ! Code I 003 TP1 LUMBER TOP CHORD 2 X 4 SPF 1 I= I.5P 130T CHORD 2 X 4 S RF 1650I= 1.5 E BRACING TOP CHORD Strmtural wood sheathing direcfly apphed or 3-11 -11 nc purfin_ BOT CHORD 11 1487rd I zo- 0 1 REASONS (l[3ze) D Max Horz B Max uplift C B Max Gray C B D 117I+`chard l 7 1edhacil 16(Id case 5) -71 (load case ) -126(1d case 11 70oad caste 1 370f lead case 1 63fload mse 2) FORC E (1b) €iinurn Compression/Maximum Tension TOP CHORD A B = 0174 -112/51 13T CHORD S -D = 010 TOTES 1) Wind. ASCE 7-98,- 0t b, b- 5tt; T DL=4_ p B [)L . p f; CateWry 11. Exp Q used; gable ead zone; cantilever eft and right eosed , Lumber DOLS 1.33 plate grip DOL=1.33. This toss has been fix a I u p f ttOM chard live load nmwirieu t Frith any other live loads, Refer to girders) for h1w to to -ms eennecaon . 4) F�Teui cif -n�rr ( �). of truss to beadng beadPlate Cq3aMB Of withstanding 71 Ib uplift at joint C and 126 [b uplift at joint B_ —F 1 i'EFL. i n TC 0. 26 BG 0.10 WB 0, 00 (Matrix) Vert(LL) Vert(TL) Herz(TL) _I This truss f designed in accardarwe with the 2003 [nfemationa[ Residential Code sections R502-1 1.1 and R802.10-2 and reference standard ANSI/ -FPI 1. LOAD D CASES) Standard -.01 -0.02 _00 (Ioc) Vdefl Ind B -D >M 240 B -D >999 180 a rVa ETES M1120 'h#: 12 lb FUP 197/144 Scale = 1-12.4 1BOB227-6 JHT BMC T(IDAHO FLL, IDAHO FALLS, ID Tru T __ ROO TRUSS --•- Qty 2 2-5-5 1 Jett Reference dare a l 6.200.s Feb 212005 Ms TeC to i fne. Fri : 1 2,06Page I -'1-&0-8. 1 0 3x4 Ml120= 0 a,. JC:0 Ri rr.in g - LOADING s� j SPACING TOLL 35.0 Plates Increase 1-4 TDL 7.0 Lumber I ��r Increase 1.15 I eP tr Incir YES B DL 7-0 Code IRC2003ITP12002 I LUMBER TOP CHORD 2 X 4 SPF 165OF 1_5E BOT CHORD 2 X 4 FBF 1 5OF 1.5E WEBS 2 X 4 SPF StucVStd BBC1 NG TOFF CHORE) Structural wood sheathing dimtiy apoied or -11-11 ec pudinsr exwpt end verticals. B0T CHORD Rigid ceifing directly, applied or 10-0-0 ac bradn REASONS ib/size) F E� Max Horz Max Uplift F B 1 7/M hanir f 3/0-5-8 1 7(loa d Gase 5) 1 (load case -1 230oad case FORCES (1b i'rnum Pre&siQ /KA3x1-murr) Tcnsion T E HORD A-13 _ 074 00c) Ifideff -D -37130 D -E = -'0 D -F -69153 BOTCHORD -0.00 13- = -17153 P -G - -21/67 E. F n1a -10134 -E - -57/1 MOTES 1Wind. ASCE 7-98-P nph; h_ 5tt; T DL=4. - 13OL=D, psf; Gates it; Exp Imo# MWFRS gable 6nd zOne.- cantilever art and right VOSed ; Lumber COOL=1.33plate grip DOL=1.33_ 2) This toss has been designed for a 10-0 psf bottom chord live load nonconcurrent +with any other ire loads - CSI T 026 BC 0.04 B 002 (Matrix) � j_ 3) Refer to g1rder(s) fo;r "S5 to buss Connections, 4) Provide Mechanical wnriecton (by others) of trUSS to bearing Pfate capable of withstanding 61 1b uplift at joint F and 123 1b uplift at -CX rpt B_ This toss Is designed in a=rdance w4th the 2003 Int mational Residential Codsections 8,02.11.1 and R802- and reerenced standard ANS VTP 11 _ LOAD CASE(S) Standard !EFL. i rw 00c) Ifideff Ud Vert(LL) 0 Ver TL) -0.00 B -G X999 180 Hor (TL) -0-00 F n1a n/a 1-6-3 DEFL-- PLATES GFHP j M1120 197/144 Weight: 18 lb R T_ i Cq Scale = 1.12 Job Truce Type - - - -_ . B7 is ROOF TRUSS BMC WESTI i --I .FALL ), MHO FALL, LOADING (p TOLL 35.1 TCDL -0 LL 0.0 B{{DL .. 7.. Iaty I$ I Jobendo —Feb -2'-1— F 12005 MT k Indust # Inc, . e U 3x4 M1r. SPACING2-0-0 Piates lnrrease 1A Lumber Incase 1.1 FP Stress lnr YES Cade, IF.00f00 LUM13E TOS' CHORD 2 X 4 SPF 165OF 1.6E BCT CHORD 2 X 4 SPF 165OF 1.5E BRACING TOP CHORD Btructm-al good sheathing (jirecgy applied c1r, 1-11-11 o purlins. BOT HOR D Rigid ceiling dirty applied or 10- oc bracing REA71(t ze) B _ Max Hort T Max Uplift B Max. Grav B D _ C 28910-5. 22JMechll 1115(load case . -I 350oad case 5) L 1 5(fd case 4) Id Gase 1 3 (load case ) (toad case ) FORCES (1b MaArnu m Compression/Maximum Toosi or, TOP CHORD -13 = 0172 B -C = }8011 BOT H D B -D 0/0 NOTE 1 Wind- E 7-98 pMh; h=ftt ` CDL= . p F B i L . psfa Category 11; Exp C- erjolos l; MWFRS .moble end F cwta0ver left and right exPcaed , Lmrnber DOL --1.33 plate grip DOL=1-.33. This truss has been designed for a 10-0 psf bottorn chord Ove load nonc*nwrrent wfffi any mar Give lads_ Refer to girder s) for tru . to truss conneci ons. 4) Provide e ni connection (by others) of truss to bearing plate capable of wfthstarsdir135 th uplift at pnt B and 15 ib uplift at joint C, CSi T .1 BG 0.03 WB 0.00 ( ix) This truss is designed in a crordar with the 2003 international Residen al Code sections R502,1 1.1 and R80Z1 . and reWenced Standard ANSt/-FPI 1. LOAD CASE(.) Standard ETES GRIP M112D 197/144 Weight 7 Jb SCaI = 1.8.3 CHEF i n (I Vdefl Ud V rt(TL) -0.00 B -D >999 180 1 Horz(TL) - .00 C f/a rVa LOAD CASE(.) Standard ETES GRIP M112D 197/144 Weight 7 Jb SCaI = 1.8.3 i Ss Tie � � .� 100 803227 I E 0 IROOFTRUSS I BMC WEST F1DAf s IDAHO FALLS, l° .fob Reference 0 t onal 0 Feb L �Te Ind wfrr , Ir Fri Sep 15 1 18:2-2 2006 Page. I : -2-1-7 _-�5-7-14 11--1 2-1-75-7-14 _ _ &ale T 1:22.7 E 5X6 M 1120 F 1.5x4. M1120 i 3x,6 M1120 --1 -7-1 Plate LOADING p SPACING a In2-0-0T LL PlatesIncrease 1.15 TC I D EFL T DL 7.0 Cuter lnewew 14 _i (LL ) .ELL 0- Rep � lnr- o ' BL_t i Code I100/TP It ERIN OC TOP CHORD 2 X 4 SPF1 F1.5E BOT CHORD 2 X 4 SPF 1 F 1.5E WEA 2 X 4 SPF tutd *Except* W1 1 4 SPF 1 WF 1.5E BMV TOP HOOD St!ructoral wCod shealhiNiiiapplied or 0 ee purlins, e;pt end errs- TIED Rigid Ceiling direCtlY applied or 10-0-0 oc bracing REACTIONS(tom F Max 1dorz B Max Uplift F - B - 780/Mechanical 782/0-8-8 - 231 (load case ) 4(1d case -270d case ) FRE (rb Maximum compre si0n /Maxjmum Ter ier� TOP CHORD -B = 0178 B-H = -883/225 H = -7561244 4 = -227/57 D-1 = -- D -F = -11/0 D-1= = -357,213 BOT CHORD . -i _ -33873 G -K = --338933 F -K = -338/733 WEBS 0131 C+ ; -74013,36 NOES 1) Wind: ASCE 7-98 int h= ft, TDL-4.2Pst, BDL=.. 2psf;Gategory 11; Exp G enclosed; MWFRS gable end zone; cantilever iefd and right ; Lumber DOL=`t .plate grip DOL; --1.33. This tn.r has been designed for a 10.0 p f bOttOm Chord live 10ad nOnconwirrent with any Other live loads. 3 Refer to girder(:s) for truss to trLjss n n ien. Provide medianical connection (by others) of trusS 10 ming prate capable of withstandng 362 1b OR at joint F and 2761b uplift at joint E. 5)This truss 1sdi n d in acwrdance with ft 2003 Intemational Residential Code sections R502.11.1 and R802.10-2 Q_ and referenced stawlard ANSY `1 1 1, Hangeq ) or other monecgon devi) shall be Provided sufficient to suppcwt concenhnjed load(s) 18 Ib down and,62 lb up at 2-10,4, 18 lb down -arid 62 lb up at -10-4 � 33 Fb down and 61 lb up at 5-8-3' 33 fb down and 61 Ib up at 3, and 130 Ib down and 123 1b up at 8-&2,. and 1,30 b down and 123 lb up at 8-6-2 On top chord, and 1 Ib up at 2-10-4, 1 1-h up at -10-4, 29 lb down at b lb dem at b' 3r and 63 lb dew at 8-6-2, and 63 lb down at 8-6-2 on bottorn mrd. The desigiVselecbon Of SUCh OWnecgon device(s) is the responsibility of others. 7 Ire the LOAD CAS F( se ion, loads applied to the face of the truss are noted as front (F) or beck B)_ LOAD CASE(S) Standard rd 1) Regular: Lumber Increase= 1 - 1 , Plate 1 area=1.1 Uniform Leads w Vext. -D=-, , D -E. x-.84! B -Ft -14 On n t f Loads (Ib) Vert(TL) HorzTL) in (loc) I/deft L/d -.0b F -G >9W -0-10 F -G >999 180 Standard Vert. C= -67(F=-33, 13=33) G= -24(F=- 1 , -1 ) H=1 23(F=62_ B= t=-261 Fr-- 130, E3=-1 S I F=1 �13= 1 K= -52(F=-26. =,-26. Bs- ) PLATE aF?JP M1120 197/144 Weight: 45 lb job - r 808227 E I R1= TR USS ;BM1 T(DA --[ LCS), IDAHO FALL` I[ -2-1-7 i 2-1_ - Qty ply 11 00 1, B. fV i Feb 212005. MiTek Industries, Inc. -- Fns 1514= 4x4 111 ML.CN FE y 3-5-12 3-5-12 -A12 Plate- --k2-0,0�2A— - LOADING TOLL 5.0 TDL 7_ BOLL O.o SCOL 7.0 SPACING - .Elates Increase 1,15 Lumber Increase 1.1 Fe ft-a� Inter NO Cede IRC200arMI2002 LUMBER TOL' CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD 4 SPF 1&%F 1-5E WEBS 2 X 4 SPF BRACING TOP CHORD tr lict0ral wood sheathing sdirecUy applied or -0 oc purlins, excxa.Pt end verCcalT 130TCHORD 1.0ki gid ceili n g dirclayappfied10-0-0 • c brad ng REACTIONS (1 b/ fze) F w B Max Horz 6 MaxUp[ift F 8 40 1I lecbani l 484/0-8-8 1 (toad case ) -1 7(load case ) -188(Icd case FORCES (1b) Maxim u rn Campre gRiontmaxim atm Toulon T P H D -1 0/78 -I -20110 -1 s -16019 -D -108/24 D -F0/0 D -F = 181 F T CHORD B-H -48/95 -H -521 22 F- = -o1 WEBS ° -H -7143 CTC -60114 D -G-` -1 GSI TC 0.56. B C 0.09 B 0.10 (Matrix) NOTES 1 'mind. ASCE 7-98 ornpha h` ft: T DL=p�4, tr [)LSI-. p sf,. Category 11; Exp C, en l ed a ~RS gable end zo % cmfi1 r Int and right expos , barber IDOL= 1 -33 plate p DOL -=1.33_ This truss has been designed for a 10.o psf bOttemOrsi fie 10ad nonconcurrent with any other live loads_ Refer to de ) for buss to hm nril. 4) PFOvide mechanical connechon (by others) of truss to bearing plate capat4e of withstandiM 17s) lb uplift at joint I` and 188 lb uplift at joint B, This truss is designed in a=rdanCe With the 2003 Intemationat Resklential Code smUort:s R502.1 1.1 and R802-10.2 and refererumd standard ANSI/TPI 1. Nene ) or of r connection devi (s) shred be prOvid0d sufficient to sit concentrated load(s) 18 1b den and 62 lb ups at -1 , and 18 Ib down and 62 Ib. up at 2-104 on tops rhord, and 123 Ib down arm 69 fb ups at 5-7-3, and 1231b +dam and 6lb u p at 5-7-3 M bottom "lard. The desigiVselecton of stich connection device -(S) ) is the r onsibifity of others. 7 In the LOAD CASE(S) motion, loads applied to the face of the truss are noted as front fl or back 8). LOAD CEO Standard 1) Regular- Lumber lease=1.1 , Plate Increase= 1.1 b rritarr Loads 0 Vert. A- = -E?4, J3 -H--14, --�14, F --14 ncentrated Loads (1b) Vert: =- 47(FY.1 , 8=1 ) 1=123(F=62:. 13=62) DL Vert(TL) Hemel-) -- -1- is 000 Vdafl LidPLATESGRIP I M1120 197/144 -0.01 B-H >999 lao 0 00 F rVa n1a o n Weight 26 ib SkVe =1:14.4 Job _Truss BM227 7 EmsW �ES T IEfA-H LL , aD HO FALLS, I.[ 8302 X Truss Type COMM, ON 4X4 Iii i M 4 =-A h AN 1 rM-% f I F Job Refere. nceapJion j j _Is Feb 212005 MiTek fndwtries,_Fri 15 14 --1 &6 9 -Iia e.1 L J} kA V 0 N L 3x4 i; l a `,"X _ I P ! 1.5X4 M 11 cJ I ,5X6 K41120 - 1.5x4 MI120 w 1 1. 5x4 M1120 11 1.5x4 M1120 11 1.5x4 M1120 11 1 5x4 Mli2O1.5x4 M1120 0 11 LUMBER TOP CHORD 2 X 4 SRF 1 65OF ViE E T CHORD 2 X 4 SPF 1 5O F f. E OTHERS 2 X 4 SPF Stud/:Std BRACING T F' H RD structural woad sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Frigid ceiling directly applied or 1 ao- E I ROW at mic1pt F -P . E - Q, -0 REACTIONS (l bls.ize) (pt1 116/20-5-8 - �� R PIntes Increase I 1.15 a 7i'DL _0 J Lumber I rra 1-15 ALL 0. T = Rep Stre.SS I ner YE � BCDL 7-0 Code 1 C 003rFP l20() a LUMBER TOP CHORD 2 X 4 SRF 1 65OF ViE E T CHORD 2 X 4 SPF 1 5O F f. E OTHERS 2 X 4 SPF Stud/:Std BRACING T F' H RD structural woad sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Frigid ceiling directly applied or 1 ao- E I ROW at mic1pt F -P . E - Q, -0 REACTIONS (l bls.ize) - 116/20-5-8 199(Iead case 116/20-5-8 R 119/20-5-8 - 191120-5-8 R 199/2 - 190/20-5-8 T = 21W20-5-6 °1 99(14 case 191/20-5-8 N 19915. 1.) 190120-5-8 L = 218120-5.-8 Max Herz 18(rd case L -95(lad case ) Max Uplift P-0 - - load case 4 - -141d Case -° -149(foad case R 1 8000ad case 5) -94/325 -1(rd case ) T - -1 8load case ) 0 - -144(td base N . -18 �Ioad case = -1721166 - ltd case b) L -1 8900ad case ) Max Grav B -T - 2(l: case ) -1721161 55(load case ) Max Grav -- CS1 D F L TC 0.10 Vert� LL) BC 0.07 Vert(TL) B 0.18 Hor (TL) F 47(td caw 6) - 199(Iead case 7 R 1 (d caso ) -r -116/213 1 (lead case 7 ) T - 1(Id case 1 -1491103 °1 99(14 case -.'l 4 = 199(foad case 1.) M - 1l(lcad case 8) L 18(rd case 1 FORCES (lb) Maximum Om Presse l ' imur n Tension TOP CHORD -IR = -480/21,6 - -324/195 -D -2201174 D -E _ -120/157 E -F -r -116/213 F _ -116/185 -1 -1491103 l -.'l 4 J-1 = -44 145 B OT CHORD .-T = -94/325 -T = -925 R- _ --941325 -R E -x325 P-0 -94/32,5 iR = -94/325 - -94`325 -H = -941325 L- -94/325 I -L = -941325 E B F -P = -231/0 E- = -1721166 D -170JI96 - = -16&185 B -T -174/189 -1721161 { I/deft L/d ! PLATES GRIP rVa - rVa 999 M1120 197/14 ra - r'a 999 o 0-01 K n/e jrVa Weight: 124 lb WEBS H -N 170/197 1-M 166/184 d -L = -174118 NOTES 1 Help mof i ive leads have been cortsideredfor design. Wind= ASCE 7 -gar r h; h= f#. TCL= DL=apft Cattery 11; FXp C.- encksw,. MWFRS gable erred tee; cantileverleft and right expo -sed; Lumber 00L:=1 33 plate grip D L=11. , Truss deskjned for wind Ids in the plane of the truss only, For stt�ft exposed to VVind (normal to the face), See MiTek "Standard d Gavle End De fl rr 4) This truss has been designed for a 10. 0 psf bottom chord live load nanconcurrent with any ether live lis. 5) Gable rcquires Qontirluousbottom chord bearing. Gable -studs iced at -0-0 oc. 7) Provide nmch ani i connection (by others) of tress to hearing plate capable of withstanding 0 Ib uplift at joint K,, 145 fb u0ift at joint A, 149 ib uplift at joint 0, 180 1b upifit at jdnt. R, 164 Ib uplift at joint 8, 18 lb wft at joint T, 144 lb uplift. at j0¢rrt 0. 182 1h uplift at joint N. 163 lb LIPIift at id rpt and 1891b uplift at joint L. This truss is designed to a0mFdanCQ with the 2003 Int maficnai Residentiaf Code s tions + 8502=11 � 1 and 8802,10.2 and refer-ented standard ANSUTPI 1,. LOAD CASE(S) SLandard Scale = 1.-54.8 Job Truss 808227 BMC WEST (fl)F L ), 1� H FALLs,ID N - w 6 6 J " Truce Type Pty s COM ICON - --- A _ — Job Reference ,e —Mffek firrut, Tno® Fri eP 15 1 4: 1 b. 0 W age 7 - 1 044 15-8-8 4X4 M1120= Fz i -6 4 1 1 1 1 I. x4 Nl 11 I 1.5x4 M I1 + 11 LUMBER TOP CHORD 2 X 4 SPF 165OF 1-5E BOT CHORD 2 X 4 SIF 165OF 1.51E OTHERS , X 4 SPFStud/Std BRACING T P CHORD Structural wood sheathing directly applied or oc purlins_ SOT HICK Rigid oeffing directly applied or 10- o oc bracing. WEBS I Raw at mi dpt E -M RUCTIONS Qb1 e) A _ 98/15-8-8 1 M LOAD TING (per 117/15-&8 SPACING -- 201(load case 1 P = I Plate Incase 1.15 T GDL 7.0BCLL J Lumber Increase 1 1 194/15-8-8 0.0 -ilca(case Rep Stream I n r YE �L'. -I 1 rd ale i 10fr' 12002 LUMBER TOP CHORD 2 X 4 SPF 165OF 1-5E BOT CHORD 2 X 4 SIF 165OF 1.51E OTHERS , X 4 SPFStud/Std BRACING T P CHORD Structural wood sheathing directly applied or oc purlins_ SOT HICK Rigid oeffing directly applied or 10- o oc bracing. WEBS I Raw at mi dpt E -M RUCTIONS Qb1 e) A _ 98/15-8-8 1 M 98115-8-8 M 117/15-&8 N 5-8-8 201(load case 1 P = 14,1 L 192115-" i 1M15- - - Max Horz 194/15-8-8 - -ilca(case Max uplift -73/241 -N = -I 1 rd 1 ` -1 (lead case 4) N = T1 8(load case 0 - -17 load. Case ) Lcase 5) WEBS -1 56(load _ -1 77(ld case -166(load case 6) Max Grav -1196 B -P = -15!`170 r (lead wse 5) = ,40(d Gale ) M 178(load ca ) N - 201(load case 7) 0 = 1 ( Tad case 1 -327/114 1 road case -P _ -73'241 - 1-5X4 4 1120 1 1.5x4 Iii 120 11 5X6 M l I �4 M 11 1,5A M1120 i'l 15-8-8 15-8-8 DEFL -- -- DEFL n (1 ) I./dep Lid e LI- -D = -124/131 eL) n1a n1e 999 Harz(TL) 0.01 1 r a rVa MaxGrey K 198(foad ease 1) i - 1 ( load case ) FORCES (lb) MaxinnurnCOmPressiOrgMaximurn Tension TOP CHORD -1 = -3561167 8- _ -230/149 -D = -124/131 D E _ -117/164 E -E _ -117/136 -H = -186/95 H-1 = -327/114 BOT HOOD -P _ -73'241 - -73'241 N- = -73/241 -N = -73/241 L- _ -731241 L = -73Y241 J-1 _ -73/241 1-1 = -731241 WEBS E- _ -16110 - = -1196 B -P = -15!`170 F -L -1731172 -K = - 172J 197 H_J -1,58/170 NOTES 1 Unbalanced roof lave loads have been nidi for €fibs sign. 2) Wind: ASCE 7- ; h: h= ft; T DL- 4, f; B DL= .2psf, Category 11; Exp C - enclosed -gable end one; .ntilever left and right ed; Lerner DOL=1.3.3 plate grip DOL=1-33- - Truss designed for Wnd Ids in the plane of the mss only. For sfift exposed mhnd (normal t f"), See 1 17 "Standard Gable End Detail" 4) This truss hos been designed for a 10.0 p f bottom mrd five load noncore tent Wth any other live Toads_ Gable requireS continuous bottom chord tearing. Gable studs spm at 0 - 7) Provide rrre harti l conn on (by others) of truss to bei plate C;apab4e of WghStarjn 11 lb uOift at joint A, 71 lb uplift at joint 1, 158 lb uplift at joint H, 1761b UPIM at joint 0, 167 lb uplift at joint P. 156 lb Ups at joint L, 177 Ib uplift at Jant and 1 lb uplift at joint ,.l_ 8 This truss is do irr erdarree with the 20M l retionai Residenfial C ins R502_11.1 and R802.10-2 .10_ rid referenced standard AN1/Tpl 1. LOAD CASE(S) Standard PLATES GRIP M1120 197/144 ''ht.- 83 lb Scale = 1:39.9