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Home My WebLink AboutTRUSS SPECS - 04-00114 - 637 Palmer Circle - New SFR, `I � bombardier Ave. id'aho Falls. I 83402 Office= (208) 523-6691 Fax: (208) 522-6459 L0S H f P x � SPECIAL INSTRUCTIONS.- ORDER N5TF2UCTIONS:QF2DER DATE � r� Raaf trusses YOUR T -R US-S- EXPERTS orifirm d 1-1 Date S L D a T Job Name Model equeted ajivery Date Al 113 670.00 42-00-00 ;. 2X4 2.I e AlA-- - .0,0 200 6 t4 l B42-00-00, 1.. Al G 6..DO 2-00_00 0.0.00 �%.14 2X-4 Al 1 ..42-00-00 .� 0.0. 0 0 2X4 2X4 6.0-00 A2 937-09-00 3,0.00 2 X 4 21,14 B .M - �- ' i1 ..n .3,A -1W . .0.00 0.0.00 i .0.00 1 D 1- .. .0.00 i 7.0.00 QTY 1 r U_, I G) 1 ITEM TYPE K.T SA7 DESCRIPTION TH D26 QUOTE (NO TAKE F(JRM (rvorv-rrEMrzEa) Date 03119ro4 Pane T -JEMCO BID # B03162�4 Lot # Subdiv: DELIVERY INSTRUCTIONS: I/ 01-06-0 �o 1 -a6-o 101-06-0 i0l-06-0 1 --0 w - s 10 1 -- NOTES JOB SALES:P JOHN ROBERTS B BID LAYOUT ENG. BY JOBS [TE PROLE # UNIT PCE DATE TOTAL PRIDE DELIVERED PR#C I $61,571.05 Tax is not included i bice price shown'! .......... ----------- - ...... ------ - - - - - - ....... . ... ...... CF 7 ......................... f. ---------------------- . . ............... fp . .......... . in . .................. I .... ... CD CD r-+ (D ---------- — ---- — — — — — — — --- — — — — — — — — — — — --- — aha - — - — - — - — - — - .......... ----------- - ...... ------ - - - - - - ....... . ... ...... CF 7 ......................... f. ---------------------- . . ............... . .......... . . .................. I .... ... I j ---------- — ---- — — — — — — — --- — — — — — — — — — — — --- — - — - — - — - — - — - -1 E� -- ---------------- lb A-11 � .......... ----------- - ...... ------ - - - - - - ....... . ... ...... CF 7 ......................... f. ---------------------- . . ............... Z 26- 0 CD 03 CD 4 ........... fs L E,a�_ _---�.,,.,,,., ,.,.,,.a,..._.___._.�..,..Y.+---_.—._ >„ ®-: -------- „r,,,.n:, �4aa�_�_.—_.._--r,: r...,..Y:.a.....a..� J-�--..: ;::e I.J — — — — — — — — — — — — — — — ILE ...... — — -- --------------- . ............ ............ ,f C _ . . . ......... --- - - - - - - -- ----------- .,4 I ............ U! L! =2- 1r, M., !Z — t:2 ............... ...... . ............ ............... — — — — — — — -- — — iL .............. HE ;. LI.—Il 2L-11 �1! _dL AL F �ON I ............ .. .................... ... ....... . - - - ---------- 7:11 --------------- - ......... ............... .. 13 33� . ......... 1 .......... ......... -------- ............... I. �ON I ............ .. .................... ... ....... . - - - ---------- 7:11 --------------- - ......... ............... .. 13 33� . ......... 1 .......... ......... -------- ............... Jot) Truss True Type B031624 Al D13L. FIND t3M(-; VVE6T (IDAHO FALLS), IDAHO FALLS, ICS 83402 C> a 7-- -- 14-0-0 -0- s.00 F1 2 7- - s�� FRI I � s� II Job Reference o trona . U0 s ]VI41Y 0 ZUU3 IVII I eK Industries, ii-ec. Fri Mar 19 16:37.47 2004 Page Ii -- -- i -- 43-§- 1-6-0 Scale z: 1:72.1 L K 1 1 3X6 _ 3x4 = 5x6 _ i7-11-1 - Fire Load Case Only TOP CHORD 15-10-3 A -B -1249 B- _ -1086 J 5x6 _ Plate Onsets , _ B=0- - ��;0 _ [C:0 -3-0,G-3:191, [111:0- -4,0- , F 13-3-0.0-r� p.:�J0-3-010-3-0], ,K'0-3-0,0-3-0 - LOAD ING (psf) TOLL 35.0 TIAL 7.O BOLL 0.0 BL)L 7.0 2-0-0 Plates InCrease 1,15 Lumber Increase 1.15 Rep Stress 1ncr YE Code 11000/A19 LUMBER TOP CHORD 2 X 4 SPF 1650F 1,6E ESOT CHORD 2 X 4 SPF 1650F 1,6E WEBS 4. FBF Stud/Std BRACING TOPS CHORD Sheathed or 5-1-5 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except - 3 oc bracing: A -L. WEBS 1 Row at midpt D-., E -J Rows at 113 pts D -J REACTIONS (Iblsiz ) A Max Hort A - Max Uplift MaxGray l 31NIechanical 2605/0--8 71210-5-8 -(load case -418(load C2 5) -100(Iaad Case 5+o -(load case 6 981 (load case 7) 605(load case 1 8350oad case ) FORCES 11b) - Fire Load Case Only TOP CHORD (Jo) A -B -1249 B- _ -1086 -D _ -259 D -E _ 767 E -F = -164 F- = -46,9 3x4 _ 32-10-10 42-47-0 CSI ' DEFL in (Jo) I?d�41 Ud TG 0.79 rt(LL) -0.20 I -J >999 240 BC 0.58Vert(TL) 41 -0,3 I -J >684 18 B 0.95 Hc)rz(TL) 0.02 1 n1a n1a (hmplified) -1813 E -,J -a9 E-1 = 677 TOPCHORD -H + T H RD -L 1110 I -L 456 J-. = -225 1-1 _ -237 -I 41 WEBS B -L = -511 °-L 792 -1 _ -852 D -K 1038 D -J -1813 E -,J -a9 E-1 = 677 F -I 71" -508 DOTES Ii Unbalanced rQ-Qf five Ioad& have been considered for this design. Wirdd-1 ASCE -S ; 90mph; h;--2 5ft. T DL= . p; f B DL=4. psf; Category 11; Exp C; enclosed-MWFRS gable end zone; cantilever left and right exposed - porch left and right axposed;Luerrber DOL=1.33 plate grip DOL -;-1 _. This truss has been designed for a 10-0 psi' .bottom chord live Jood nonconcurrent with any other I-Jve loads per Table 1607,1 of IBC -00, 4) Refer to) girder(s) for truss to truss connections. Provide mechanical connaction (by others) of truss to bearing plata capable of withstanding 418 1b uplift at Joint A, 1060 Ib uplIft at joint J and 388 Ib uplift at joint G. LOAD CASE(S) Standard PLATES 110 Weight: 1741b tF 197/144 Job Tnis s Truss Type B03162-4 Al A ROOF F TRU BMC E T D HO FALLS), IDAHO FALLS. ID 83402 C) 4-3-13 4--1 --1 12-11-8 16-11-12 21-0-0 0 MM -A sm F Qty Ply fob Reference o tlonal 5,100 s May 30 2003 '[Tek industries, Inc. Fri Mar 19 16:37.47 200- Fuge I s- -ifs ,&- -n A - — 7-0-0' -0-0 —6—ID Scale — 1:73.5 .O Lr i s N L K 4x8 21 28-0-0 Plate Offsets ( ,` A. -O-0-14, E e , - �i , , ,�y [KO -3 -0.0 -a -m. 4 _f j [L:0-3-8,0-3-01, " +,f j3per, LOADING (Psl;i SPACING 2-0-0 = -6601 TOLL 35.0 Plates Increase 1.15 _ -5839 .E -F T DL 7.0 Lumber Increase 1.1 -H = -298 BOLL D.D PR Stress Inr YES = 168 -0 B ELL 7,0 Code IR02000/ANS195 -0 _ 3131 LUMBER = 3996 E- TOP CHORD 2 X 4 SPF 1650F 1.6E 'Except* TOR HO D 893 T1 2 X 4 DF 240OF 2.OE 1-i = 29 BOT H RD 2 X 4 SP1- 165OF 1.6E *Except- BOT CHORD = -658 131 2 X 4 CSF 2400F 2-0E A-0 = 6290 WEBS 2 X 4 SPF Stud/Std -*E c pt� P-0 = 6296 VV4 2 X 4 ,SPF 16 O F 1-6E O -P _ 6068 2 X 4 SPF 165CF 1.6E N- VVE D E Left: 2 X 4 SPF Stud/Std BRACING TOP CHORD sheathed_ DOT HORD Rigid celfing directly applied or 4-0-13 oc bracing. fEB 1 Row at rnidpt -0. E-0, F --ren, F -L Rows at 113 pts ERM REACTIONS (Ib/size) A _ i Max Herz Max Up.1-ft A - I 2036/0-5-8 2186/0-5-8 4(load case -1107(load case :6) -1 01 (load case ) FORCES (lb) - First Load Case Only TO P CHORD A- = -6966 B- = -6601 -D = -5839 D -T _ -5839 .E -F = -2266 F-- -2984 -H = -298 H -l' = -3671 D- = -347 l -N Ud L -fel = 2014 -L = 3252 I -K 3254 WEBS 180 B -Q = 59 B -F = -198 -P = 168 -0 -703 -0 _ 3131 E-0 = 3996 E- _ -2158 F -M 893 F -L = 1 193 -L - -5 H -L = -658 H -K96 DSI TC 0.97 BC 0.66 `F 0.9'3 (Simplified) NOTES 1) Unbalanced roof live loads have been considered for this design, T C L =4 . psf; E DL -4. p sf, Category i i; Exp C,- enclosed,MW17RS gable end zone: cantilever left and right exposed ; porch left and right eposed;Lumber DDL=1 -33 plate grip :COOL=1.33. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrrent with ars other live loads per Table 10607.1 of rB R00_ DEPL in (ioc) Vd fl Ud ertILQ 070 N >71240 Vert(TL) -0.98 N >509 180 Hor (TL) D-53 I n/a n/a --0 4) Snaring at- joint() A considers parallel to grain value using ANSIrFPI 1-1995 angle to grain formula. Building designer, should verify capacity ofbearing surfar . Provide mechanical connection (b others) f truss to bearing plate caDable of withstanding. 1107 lb uplift at joint A and 1012 Ib uplift at ,joint 1. LOAD GASES) Standard 42 - -0 -0-0 PLATES RIP M1120 197/144 Wei g ht, 203 lb T Wit° ' Job Truss B03162-4 Al 13 BM( "EST (IDAHO FALLS), IDAHO FALLS, ID 83402 I Truss Type I ROOF TRUSS i N I -0-8-8 3x - 3x4 5x6 F C r Qty Ply 5 1 Job Reference (optional) 100 s May 30 2003 MiTek Ind u stries, I nc, 31-5-36-8-8 i 9 . -0 -- Pre' Mar 19 1637'48 2004 Page 1 -- 43-6-0 S�a�e� 1:52 r Hate Uttsels (,Y[B.:0-0-4,0-0-21,:O- -0,0- -0� D:0- -010- -O [ LOADING I (pso SPACING -0-0 E- TOLL 35.0 Plato lnc:rea�e 1.1 _ -3286 T C L 7,0 Lu rr'dor Increase 1.15 EFF BOLL 0.0 Rep Stress I ner YES - -2883 B CDL 7.0 Code 11 0OO/AN 195 H-1 LUMBER TOP CHORD 2 X 4 SPF 1 650F 1.6E *E dept* T4 2 X 4 DF 2400E 2.0E BOT CHORD 2 X 4 SPF 1650E 1.6E 'Except' B5 2 X 6 DF 1800 F I.6E WEBS 2 X 4 SPF Stud!Std *Except* W2 2 X 4 SPF 1 650E 1.5E W4 2 X 4 SIF 1 5OF 1.6E 4 SP1- 165OF 1.06E BRACING TOP H O RD Sheathed or -10-4 0c purlins:. BOT CHORD Rigid id ceiling directly applied or 5-3-14 oc bracing, WEBS Row at miopt D - Q, -Pr `0, I -f Roes at 1013 pts E -r REACTIONS llb/siz6) B_ K Max Herz B = Max Uplift K 2186/0-5-8 2186/0-5-8 - 0(load case ) -O5 (load case 5 -9(1oad cls te 6) FORCES (lb) - .First Load Case Only TOFF H RD -E 29 E- _ -3669 -D _ -3286 D -E _ -2391 EFF _ -2662 F- - -2883 -H = 51 H-1 = -4515 I -J = -3377 1IM :067' 030-16p] M J -M = -3814 -L I/deft BOT CHORD Vert(LL) B -R 3249 Q -R 2728 P_Q 2973 -P = 2600 N-0 4005 I -N = 3370 - .3369 E13 C-R = -434 D -R = 481 D-0 = -827 E -Q = -°1y��414 E -P = 95 F -P _ 2392 -P = -1191 2131 H- _ -404 1-0 1 881 1-N _ -2384 J -N = -388 J _IVI = 1 1 T C 0-81 sc 0.86 E 0.85 (irnplified) --0 NOTE 1) Unbalanced roof lige loads have been considered for this design. )Wnd: ASCE 7-98; mph; h= ft; T D L�4. p f ; B DL=4.. pf; Category 11: Exp C, r aused; MWF RS 9able earl zone; ca ntiJever loft and right exposed, porch left and right e posed;L.urrrber DOL=1_33 plaie grip DOL=1.33. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table 1607A of 1113C-00. 4) Ali plates are M1120 plates unless othervvise. indicated, IIS 12.00 'I 5x8 Q-0-4- 2,0 -01 7x10 f11H 131- - . 36-8-8 2`04-_ 5-3-8 DEFL in Occ) I/deft LJd Vert(LL) -0.44 0 >999 240 Vert(TL) -0.71 -F° >700 180 Horz(TL) 0_ n/a n/a 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 959 ]b uplift at joint B and 959 lb uplift at joint _ LOL CASE(S) tar da= d 1.5x4 1 -- 5-3-8 PLAT - PLATE RIP M 112 0 197/144 M 11'18H 1411138 Weight: 211 Ib CD Cq i Job -�j Trus - k B031624 AIG EMC WEST -(IDAHO FALLS), IDAHO FALLS, ID ,83402 Cn t - Tru S S Type ROOF TRUSS 21-0-0 O -- nr% F 5x6 a Ot Ply I Job RefeEtEj to aj -10D S May 30 2003 MiTek Industries, Inc. Fri Mar 19 16'37;48 2004 Page -1 21-0-0 4 3 -6-Q i - 1__ Scale = 1®73.9 �f� - R AQ AP AO AN Ali AL AK AJ Al' AH AG AF AE ACS A B AAS z 3x6 = Plate Offsets �', )_ [A:F:D- -0,0_3-0], [AL'0-3-0,0-3-0' LOADING (psfl SRACING-0-0 in (loo) TOLL 351 Plates Increase 1.15 T C L ?,C. Lumber increase 1.15 BOLL 0.0 Rep Stress Incr N B C L 7,0 Cede I RC2DOO/A N 19 LUMBER AR = `B 0-20 Herz(TL) 5X6 = 5x6 4--0 CSI 307/42-0-0 in (loo) I/deft L/d PLATES CHEF L Ali - TC 0.22Vert(LL) AL = n' Oa n/a 999 M1120 19Pr4--0 B 0.06 Vert(TL) 0.02 Y >999 180 184/42-0-0 AR = `B 0-20 Herz(TL) 0.01 X n/a n/a F - 196/42-0-0 (Matrix) 196/42-0-0 AIS = 196/42-0-0 AC Weight: 226,b TUFA UHUHU 2 A 4 SPF 16,50E 1.6E Max Uplift BOT CHORD 4 SPF 1650F -; _6E ACJ OTHERS 2 X 4 SPFStud/Std AK BRACING TCP CHORD Sheathed or 6-0-0 cc purlins. BOT CHORD Rigid ceiling directly applied o.r 10-0-0 oc bracing, WEBS 1L -,w at mi.dpt -Al, L-Aj, K -A ., N -AH, C -A REACTIONS ( slze B - 307/42-0-0 Al = 177142-0-0 AJ = 195/42-0-0 Ali - 196142-0-0 AL = 196/42-0-0 = 196/42-0-0 AN = 19Pr4--0 AO 195/42-0-0 AP = ` 919/42-0-0 A _ 184/42-0-0 AR = 237142 -0 - AH - 195/42-0- AG 1W42-0-0 F - 196/42-0-0 AF. - 196/42-0-0 AIS = 196/42-0-0 AC 195/42-0-0 AB = 199/42-0-0 AA - 184/42-0-0 _ z237/42-0-0 -168 -�-7fload ease yy0 3G7/42-0-0 Max H orz -86 B -0(load case 6) MaxUplift C -D = B - -' 1 0oad case ) Continued on page 6) L A4 AN A AP Q R H A AF AE AL AC AP AA z X Max Grog B Al AJ K AL A AN AO AP AQ A AH A F �yy A E D A, AB BOT HI RD Maxrav 20 AJ -AK = -� - 5(load case 5) AA AH -All = 18.4(1oad case 8) -76(10'ad case ) z_ 20 237(1 cad case ) 0(Ioad case 5) _ AC -AD = D7(l ad case 1) `-7(load case 5) AA -AES = 210 -. --70(load case ) FORCE (Ib) - First Lead Case Only. -71(load case 5) TOP H RD -167 K-1 = --69(load ease 5) -B 56 -168 -�-7fload ease ) B- = -86 E -AR = - (load case 5) C -D = -6 -207 _ -48(load case 6) D -E _ -59 P -AF = --7(lead case 6) E -F = -60 -168 _ -6 (io d case ) F- _ -23 V -AA -71 (load case ) -H _ -13C _ -70(load case 6) -60 - -71 load case 6) O0 - - 9(load case ) J- _ -60 r -7 (load case ) K -L = -60 -6(1oad case ) L-1 = -60 _-7(load ease ) M -N = -60 _ -60. 07(load case 1) 0-P = -60 = 1 4(load case 6) P -Q = -60 201(load case 7) - _ -60 - 196(lead case 1) R- _ -60 1 6(load case 1 ) -T _ -23 (lead case 7) T -U = -6u - 1 6(1oad case 1 U_ _ -59 191lond case 7) V- ` = -6 = 1 (load c.fse 1)` - = -86 184(load case 7) - _ �R _ . 7(luad case 7) BOT H RD 201 (load case 8) B -AR = 2 0 1915 (load case 1) AQ -AR = 20 - 1 6(Ioad case 1 AP -AQ 20 = 1 6(load case ) AO -AP = 20 _ 1 (load c8 se 1 AN -AO = 20 - 1(load case ) .Aft -AN 20 = 1 9(load case 1) AL -AM =20 BOT HI RD AK -AL = 20 AJ -AK = 20 A] -AJ = 20 AH -All = 20 AG -AH = 20 AF -AG = 20 AE -AF = 20 AD -AE = 20 AC -AD = 20 AB -AC = 20 AA -AES = 210 -. X_Z 0 WEBS - G -I = -149 L -AJ _ -167 K-1 = -168 J -AL = -168 1 -AM = -168 H- = -168 - _ -167 E -AR = -171 D -AQ _ -156 -AR = -207 A H _ -167 O -A, - -168 P -AF = -168 -AE _ -16 R -AD a -168 -A _ -167 U -AB _ -171 V -AA -156 - _ -207 IIF 197/144 3 NOTES 1) Unbalanced roof live leads have, been on id red for this d ire: des - Job -- -- `True i,503162-4 AIG BMC WEST (IDAHO FAIL a IDAHO FALLS, ID 53402 NOTES Wind, ASCE 7-98, 90mph, h- 5ft, T DL= _ psfl 6CDL= . p f, Category II- Exp Q enclosed; MWFI ga bl� end zone; cantilever left and right exposed ; pDrch left and right e po ed, Lu m b r COOL=1.33 plate grip DDL=1. . True designed for wird Io:ds in the plane of the true only. For studs exposed, to wind (normal to the face), sae MiTe "Standard Gable End Detail 4) This truss has been d esigned for a 10.0 psf bottom chord live load nanconcurrent with any other five loads per Tabic 1607A -of IB -0. All plates are % .5x4 MIJ20 unless otherWse indicated, Gable requires continuous bottom chord bearing. 7) Gable studs spaced at -0-0 oc_ 8) Provide mechanical connection (by others) of tress to bearing plate capable of withstanding 61 Iia uplift at joint B, 55 Ib uplift at joint AJ, 76 Ib uplift at joint AKr 70 [b uplift at Joint AL, 71 Ib uplift at joint AMP 70 lb uplift at joint AN, 71 IFS uplift at joint AO, 69 Ib uplift at joint AP, 76 Ib uplift at joint AQ, 63 lb uplift at joint AR, 48 lb uplift at joint AH, 79 lig uplift at joint AG, 69 Ib uplift at joint ,AF, 71 lb uplift at joint AE1, 70 lb uplift at joi nt AD, 71 lb uplift at j tint , 69 Ib uplift at jo nt AB, 76 Ike uplift at joint AA, 62 Jb uplift at joint Z and 72 lb uplift at Joint X. LOAD E(S) Standard Truss Type _. ROOF TRUSS Qky Ply _ 1 � - Job Reference tiunal. 5100 May 30 2003 MiT €k Industries, Inc. Fri it 1 16:37,48 2004 Page.2' JOI. dTrjss i B03162-4 Al GA 0 BMC WEST (IDAHO FALLS), IDAHO FALLS, ID 88402 I N C) 3 7-0-0 1 14-0-0 7-0- -0- -0- 7-0-0 Truss Type - DBL. FIN s.oa R -2 - 1-0-0 --0 3x6 5X6 = D 5;T11 Qty _ 1 ROW -0- Ply -- 1 Jeb Reference -(Optional 5.100 s May 30 2003 M[Tek Industries, inc. Fri Isar 1 16:37:49 2004 Page 1 -0-0 C 43-6-0 Scale = 3:72.1 L K J IM 5x6 = 4 x 4 15-10- 5x6 -- 5X6 _ .32-10-10 5x6 _ i, 42-0-0 7-11-1 7-11-1 7-11-1 I , - -1- - - Plate Offsets KY))- [B-0-3-0,0-3-01, [C,0-4-0,0-4-4]; [C:0-3-0,0-3-0], [D:0-3-0tc- ], [E-0-2-0,0-0-2), [E-.0-2-4,0-3-4], [E.�- -�,�+- - �" 11-0-3-0,0-3-0-1-, [J,0 -3-c) [K:0 -3-D,0-3-0], L�j--U _ -237 -I 415 _�+ 4 B- L = -511 L ADING (psf) PA' IN T C L 35.0 Plates InCrecse -0-0 1.15 C51 TC 0.89Ver-t(LL) -852 .ATFL in 'Icc'l 1,1001 Lid PLATE GRIP T C L 7.0 Lumber Increase 1.15 E -J BC 0-615 E -J -0-20 I -J >999 240 Vert(TL'-0.32 I -J >684 1 80 X11120 197/144 BOLL 0.0 Rep Stress In r NO WF3 0.9.5 Herz(TL) 0.02 J n/a n/a. B DL 7-0 ode I1 000/A f 5 ( plified) Weight: 303 lb LUMBER TSF HI�D 4 IAF 1 50F 1 TFC HOR[� 7� ��r` t� gird�r�� for truss to truss �. .�E BOT CHORD 2 X 4 SPF 165OF 1.6E WEBS 2 X 4 -164 conneetaDrts: 8) Provide mechanical connection (by ethers) of ,BPFStud/Std OTHERS 4 SPFStud/Std F -G _ G -H -469 29418 truss., to bearing plate capable of withstandirig - Ib Upl[ft at joint A, 1050 Ib upliftat joint J andBST Mn H F C 388 I b uplift at Ioint G. A11v TOP CHORD Sheathed car 4-10-11 oc purlins, B T H PD Frigid ceiling d revtly applied or -0-0 oc bracing, Except - 9 -2-0 -0 0c bracing: A -L- E B II- Row of midpt V , `-LJ Rows at 113 pts D -J REACTIONS TION (ibtsr e) J_ Max Harz A Max Upl A J - L Max rnv J _ 913/Mechanical 2805/0--8 712/0-5-6 -(lead case 6) -418 (load case ). -'10 0(10 d case -88(Joad case 6 ) 981 (load case 7) 605(Ioad case 1 6(laad case 8) PORCES (lb) - First Load Case Only TOP CHORD ATB = -1249 B C -1086 -D -259 D -E 767 -L = 1110 -L 456 J-. _ --225 1-1 _ -237 -I 415 WEB B- L = -511 -L = 792 - I -852 � �^ -I - 1038 D -J = -1813 E -J = -859 E -J = 677 F -J = -508 NOTES 1) Unbalanced roof live loads have been considered for this design. )Wind- ASCE 7-98- 0mph; h= ff, T D L=4. p f; l3C =4 . psi § Category 11; Exp enc1os-ed;JVlWFRS gable end zone; cantilever left and right exposed a porch [eft and richt �X00s d,Lumber .D0L=1. 3 plate grip DOL=1 .. 8) Truss design d for w -Ind loads in the plane of the truss only- For studs lexposed to w'nd (normal to the face), see MiTek "Standard Gable End Detail" 4) This truss has been designed for a 10.0 P'S.f bottom chord live load nor on urrent with ars other live loads per Table 1607,11 of IBC -00. .All plates are 1.5x4 M1120 unless other- ilse indicated. Gable studs spaced at -0-0 oc, LOAD CASE(S) Standard i - Job ` Tress I Truss Type B03162-4 A2 ROOF TRUSS BMC `+ `EST ( IDAHO FALLS), IDAHO FALLS, 10 83402 �-s 1 5-7-0 11-2-0- CSI � FlIates Increase 1-15TC 0.97 T DL, Lumber Increase 1.1,E 6.00 F1 2 bx5x15 IX 23-0-4 DE - --4 Qty Ply 9 Job Reference tions._, 5,100 s May 30 200,E MiTQk Industries; Inc. 29-3-8 --- --4 4-2-12 Fri Mar 19 16:37,49 2004 Page 1 3 7-9-0 e� _ --1 1 -- cal 1:65 7--1 9-5-2 23-0- - -0-4 i -- 6-3-4 6-3-4 37-9-0 - -- 3,00112 --0 _- �-, O4_ L - -�.F-2-8,D-3-0 I' HI -0-0-12,0-0-11, - �. - ,' - -Plate Offsets F . A , yj_ LOAD I NIG (psq SPACING 2-0-0 CSI TOLL 35.0 FlIates Increase 1-15TC 0.97 T DL, Lumber Increase 1.1,E E Mo BOLL 0.0 Rep Stress Incr 'SES WS 0.93 B DL 7.0 Code IRC20001ANS195 (Simplified) LUMBER TOP CHORID 2 X 4 SIPF 1050F 1.61E *Except* T3 2X 4 DF 240OF z.OE T4 2 X 4 OF 240OF 2,OE 8 T CHORD 2 X 4 SPF 155OF 1,6E *Excepts' B3 2 X 4 CSF 240OF 2.0E WEBS 2 X 4 SPF ,'stud/Std BRACING TOPCHORD Sheathed. BOT HID Rigid ceiling directly applied or 5-3-10 oc braking. WEBS 1 Row at midpt D -L, F -L, F -K REACTIONS (lb/size:) A H - Max Hort Max Uplift A — H 1 X311 Iechan[Cal 1982J'0-5-8 - 2 (Toad case 6) -7631 Toad case 5) -899(load case 6 FORCES (Ibj - First Load Casa Only TOP CHORD -E _ -3254 B- = -3018 - - -2212 D -F = -2213 E -F = -3302 F -G = -5774 -H = 70 0 390 H -I - 27 B0TCHORD 883 .A -rpt = 2858 L -ISI = 2455 -L = 3007 0�I J -K 5030 H -J 5438 WEBS. Vert(LL) B -CJI - -M = 444 -L _ -6r D -L = 147 E -L -1` E -K 883 F- = -2174 F -J = 1427 -J = -111 NOTES I) Unbalanced ,roof live Toads have been considered far this design. 2). wind: ASCE 7- ; 90mph; h= ft' T DL=4_2D f; B C L=4.2psf; Category II; Exp ; n- Icsed; MWFRS gable end zone- cantilever left and right exposed ; porch left and right exposed Lumber D L=1.33 plate griip D L=1.33_ This truss has been designed for a 10.0 p f bottom chord .I«e Toad noneoncurrent with ars other live Toads per Table 1607.1 of IBC -00. 4) Refer to girder(s) for truss to truss connections.. Bearing at joint(s) H considers parallel to grain value using AN IFFPI 1-19955 angle, to grain. formula- Building designer should verify capacity of bearing surface. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 763 lb uplift at joint A and 899 1b uplift at j6nt H - LOAD CASE(S) Standard DEFL in ([cc) I/deft Ud Vert(LL) -0,48 J >937 240 Vert(TL) -0-69 J -K >654 180 Ho (TLS 0.36 H n/a fl/a PLATES 112{ Weight: 100 Id FLIP 197/144 ilk 'Job 1Trnu ,Truss Type 203162-4 A213 ROOF TRUSS BIVIC VVEST (I DAHO FALLS), I DAHO FALLS, IU 4 `7-0 -7- --0 .DOI 1 -7-0 5x6 _ t 1 a Job Referent n ptionol) a 1050 2003 'liTek Industries, Ian. Fri Mar 19 16:37:50 2004 Page 1 11-8 - 25-2-0 - 4-2- 4-- ELL -- 1-6-0 a Job Referent n ptionol) a 1050 2003 'liTek Industries, Ian. Fri Mar 19 16:37:50 2004 Page 1 Scale _ 1:66.3 -4-11 6X8 16-9-0 i i -- 7°--1 TCI- 2-0-0 5-3-8 ELL 5-3-8 1-6-0 Scale _ 1:66.3 -4-11 6X8 16-9-0 i i -- 7°--1 TCI- 7.0 ELL 0.0 RDL —Plateoffbets ,WO -040-1-21, [M -3-0o0-3-0 , 1:0-1-10, Ed e�, L:0 -4-12.0-1-8],[N-0-4-0,0-3-0 . - - F - — LOADING (psf) TOLL 35.0 TCI- 7.0 ELL 0.0 RDL 7.0 SPACING -0-0 CS11 DEFL ire (loc) Vdefl Plates Increase 1.15 TC 0-53 Vert(LL) -0.34 M >g C4 Lumber Increase 1.15 BC 0.605 Vart(TL) -0.54 -I Rep Stress In r YES WB _97 Hor (TL) 0.22 1 n/e Code IRC20001ANS1015 . (S i rnp]ified) e 4 BOT CHORD = 1610 LUMBER TOFF CHORD 2 X 4 SPF 1 5OF 1.61F BOT CHORD 2 X 4 SPP 1_ OF 1.6E AIEBS 2 X 4 SIPF Stud/Std BRACING TOIL CHORD Sheathed or -9 oc purlins. ROT CHORD Rigid ceiling directly a.pplied or `7-0 co bracing. `EB 1 Row t m idpt DA E - N, -L REACTIONS (lb/size) ax Hor A Max Uplift F - 1831 O'Mechanical 1982/D-:5-3 -15(Ioad case 15) -763(l od case ) - 99(load case 6) FORCES (1b) - First Load Case Only TOP CHORD A -B = -3238 B- _ -2932 -D _ -2213 D -F = -2210 F -F = -3867 F- = -3857 -H -2894 H -I - -3378 l-1 29 BOT CHORD = 1610 A-0 = Z844 N-0 = 2457 M -N = 2606 L -M = 3479 -L = 2984 eWN I -K = 2984 WEBS B-0 = -317 C-0 = 380 -N = -686 D -N 1567 E- _ -114 E -M 1 599 F-1 = -263. -ISI = 1610 -L = -2095 H -L = . H -K = 55 NOTE 1) Unbalanced roof live loads have been considered for this design. Wind- ASCE 7-98 90mph- I,E� t(; T DL,4.. psf� B DL=4_ psf. Category CI; Exp C- eI FI gable end zone; cant; I v r left and right exposed ;.porch left and right expo .ed;Lurn er [ACL=1.33 plate grid 3) This truss has been designed for e 10.0 p f bottom chord live load nGn oncurr nt with any other lire loads per Table 1607.1 of IBC -00. 4) Refer togirder(s) for truss to truss connections. Provide mechanical connection (by otheFS) Of truss to beafmg plate capable of withstanding 763 Ib uplift at'oim A and 899 IIS uplift at, j rnt I. LOAD ASE(). tand2rd Ud 240" 180 n/a -- -- K . 5x4 11 PLATES M1120 dight: 164 lb End GRID' 197/144 Job I B0"i-4 131 BIVIC WEST (IDAHO FALLS), I DAH FALLS, ID 83402 0 Trus 1 pe FIN . e even ren�ce (optional) 5,100 s day 30 2 00 3 MITek Ind ustri� -In c. Fri Mar 19 1 16:37,50 2004 Page 1 6-4-13 6-7-3 1-6-0 Scale: 1/4"=l' • n 3x8 II 5x6 17-3-4 f ateOftet� Y° B:G--8,Ed a_�-- F' � r I:--�, �-�,jl:--, 1 T -� 5x6 LOADING (psf) SPACING -0 CSI DEFL in (Ioc) I/d.efl TOLL Plates Increase 1.15 T 0.6 Vert(ILL) -0.17 B-1 >999 T DL 7.0 Lumber Mncraa�se 1.1,E p B 0.61 e TL - -I >999 BALL V.0 BCL 7.0 e p -Stress i ncr E Code Ii 0OD/ ►1 195 �.UMBE TOP CHORD 4 SPF 1650F 1.6E BOT CHORD �` PF 165OF 1.6E WEB. PF Stud/Std WEDGE Lei:. 4 SPF tud td, Fight: 4 SBF Stud/Std FI N TOP CHORD Sh,-athed' or 4-8-7 or, pljrl-ns, BOT CHORD Rigid ceiling directly applied cr 8-10- �� bracing, REACTION Oblsi�ze) F= Marc Horz B Magic Uplift F - 1403/0-5-8 140310-5-8 47(l ad ease 4) -6 1 (load case 5) -618(load case 6) FORCES (Ib) - First Load Case Oily TOP CHORD A. -B _28 atY I Ply . -D _ .1 1 -1466 F -F = -1728 F- _ Job R f . e even ren�ce (optional) 5,100 s day 30 2 00 3 MITek Ind ustri� -In c. Fri Mar 19 1 16:37,50 2004 Page 1 6-4-13 6-7-3 1-6-0 Scale: 1/4"=l' • n 3x8 II 5x6 17-3-4 f ateOftet� Y° B:G--8,Ed a_�-- F' � r I:--�, �-�,jl:--, 1 T -� 5x6 LOADING (psf) SPACING -0 CSI DEFL in (Ioc) I/d.efl TOLL Plates Increase 1.15 T 0.6 Vert(ILL) -0.17 B-1 >999 T DL 7.0 Lumber Mncraa�se 1.1,E p B 0.61 e TL - -I >999 BALL V.0 BCL 7.0 e p -Stress i ncr E Code Ii 0OD/ ►1 195 �.UMBE TOP CHORD 4 SPF 1650F 1.6E BOT CHORD �` PF 165OF 1.6E WEB. PF Stud/Std WEDGE Lei:. 4 SPF tud td, Fight: 4 SBF Stud/Std FI N TOP CHORD Sh,-athed' or 4-8-7 or, pljrl-ns, BOT CHORD Rigid ceiling directly applied cr 8-10- �� bracing, REACTION Oblsi�ze) F= Marc Horz B Magic Uplift F - 1403/0-5-8 140310-5-8 47(l ad ease 4) -6 1 (load case 5) -618(load case 6) FORCES (Ib) - First Load Case Oily TOP CHORD A. -B _28 - -397 B- -172 -D _ -1466 D -E � -1466 F -F = -1728 F- _ 5 BOT HOOD B -I = 1457 H-1 = 101D F -H 4 1457 WEBS C-1 - -397 D-1 - 532 D -H 532 E -H _ -397 k, Fill a J B 0.6 (Simplified) i -1 - -397 D-1 = 532 D -H = 532 E -H = -397 MOTES 1) Unbalanced' roof live loads have leen considered for this design, Wind. ASCE 7-98i 9Dmph a h= 5ft, T DL=4. p f, H D1�=4e psf, Category 11; Expo F endo ed;M'�r'�`F gable end zone; cantiiever left and right exposed ; porch left and right exposed', Lumber D L=`f . Mate grip DOL; --1 _ , This truss has been designed for a 10.0 psf bottom chord live I -Dad nonccncurr nt with ars other live loads pee `Table 1607.1 of IBC -00. 4) Provide mechanical connection (b others) of truss to hearing date capable of Withstanding 1 Ih uplifl at joint B and 618 Ib uplift at joint F_ LACE CASE(S) Standard Horz(TL) 0,05 F rola Lld 240 180 n/a 9 1 of PLATES M1120 Weight, Ib. GRIP 1971144 0 I t(6 6 i Job Truss TrusTarp e B03162-4 BIG FZOO F TRUSS I E31MC VNIE T (IDAHO FALLS), IDAHO FALLS, ID B 40 - Cq T{ A 1 3x4 DE 13-0-0 3x4-- 7.001 i G 161 3x.4 =AB AA z 3x8 1 � - 44 -- sm Oty EI 1 1 Jab Raferen_g p�tional -100 S May 30 2003 MiTek Industries, Inc. Fri Mar 19 16:37:51 2004 Page 1 _ 26-0-0 27-6-0 �d 0 MOM L R4 M N Al 1-6-0 Scale: --- cale: V4'1-1' CD U S I 13RAC I N TOP HCS Sheathed or 6-0-0 oc purlins, IST CHORD Frigid erling dire,-.tly app ied or oc bracing. REACTIONS (Ib/size) B - W X _ AA - B _ U T = P _ MaxHoa B _ MaxUplift _ X Y - AA AB U _ T _ 3141 r 26-0-0 195/26-0-0 19612,P-0-0 199/26-0-0 1 B4/-0-0 5/26-0-0 19 5/26-0-0 196/26-0-0 199/26-0-0 184126-0-0 235?6-0-0 314,126-0- 47(Ioad caste 4) -75(load case ) - (load case 5) -8 (Egad case -0-0 -7(Ioad case 5) -81 (load case Flats Offsets_,Y): _ E I - - L� ,Ed]P.a 5 -,55 (Iliad case 1 84(1 as d case - 40oad case 6) _- -�-[Y,0-3-0,0-3-0] 6 - 2020oad case 8) U = LOADING (p t;i 1 ) SPACING 2-0-0 ) GSI 14(Ioad case DEF L in (1o) Vd ff Ud T I L 35-0 3 1 4(load' Case Plates Increase 1.15 = -206 TC 0.22 V rt(LLn/a - n/a 999 T DL 7.0 Lumber Ir;crease 1.1.E 6C 0.05 'ert(TL' 0:02 Q >999 180 l3CLL 0.0 Rep StressIn r NOi B 0.18 Horz(TL) 0.01 P n/a n1a B DL 7.0 Code I1 0OD/ANlg (Matri LUMBER TOP CHORD 2 X 4 SPF 1650F 1.15E Max Uplift BOT CHORD BOT CHORD 2 X 4 SPF 165OF 1.6E S_ -81(load case ) AA -AB 25 OTHERS X 4 SPF Stud/Std R_ -8 (loaff -ase 6) -,AA 25 "'EDGE P _ -800oad case 6Y -Z 25 Le t; 2 X 4 SIF Stud/Std, Max Gray X -Y 25 Fight; 2 X 4 SPF Stud/Std B 3 14(1�arill rash 1 � f V� 13RAC I N TOP HCS Sheathed or 6-0-0 oc purlins, IST CHORD Frigid erling dire,-.tly app ied or oc bracing. REACTIONS (Ib/size) B - W X _ AA - B _ U T = P _ MaxHoa B _ MaxUplift _ X Y - AA AB U _ T _ 3141 r 26-0-0 195/26-0-0 19612,P-0-0 199/26-0-0 1 B4/-0-0 5/26-0-0 19 5/26-0-0 196/26-0-0 199/26-0-0 184126-0-0 235?6-0-0 314,126-0- 47(Ioad caste 4) -75(load case ) - (load case 5) -8 (Egad case 5) -7(Ioad case 5) -81 (load case ) -& (load case 5 -,55 (Iliad case 1 84(1 as d case - 40oad case 6) -76(load case 6 - 168(load case 1) - a (load case 7 Y = 1 60cad case 1) - 1 (load case 7) = 1 84(1 as d case 1 B _ (load case 7) J- _ 2020oad case 8) U = 1 g6(lca d case 1 ) T - 1 9 (load case ) - 14(Ioad case 1 _ 5(load case 8 ) F = 3 1 4(load' Case 1 ) FORCES (1b) - First Load Casa Only TOPCHORD A-13 55 B- _ -1 -0 _ -7 LIRE _ -70 E- F = -29 _ -7. -H = -7 H -I = -71 1-J = -71 J- _ -7 -L = -? L -M = -29 -N - -70 N- _ -7 -P - -105 P -Q _ 535 SOT CHORD = -171 B -B = 25 NOTES 1) Unbalanced roof live loads have been considered for this design, Wind` ASCE 7-%, 90m ph, h= ftp T DL=4. p f B ILL=4. psf; Category II,. Exp „ enclosed;MWFIRS gable end zeas; cantilever left and right exposers ; porch left and rjght exposed Lumber DCL=1,33 plate grip COOL=1..33. Truss designed for wind loads in the plane of the truss an!y, For Studs exposed to wind (norrnaf to the face), see Mitek "Standard Gable End Detail" 3x8 11 PLATES GFT' M 1120 197/144 Weight: 124 Ib 4) This true has been designed for a 10.0 psf bottom chard lire load non�oncurrent with any other live loads per Table 1607.1 of IBC -00. All plates are 1.5x4 MIJ20 unless otherwise indicated. 6) Gable requires cont-Inuous bottom chord bearing, 7) Gable studs spaced at -0-0 ac, 8) Provide rnechani al connection (by ofhara) of truss to bearing ;Mate capable of withstanding 7 Ih uplift at faint B, 69 Ib uplift at joint X:, 82 lb uplift X JoInt Y, 7 ]b uplift at joint Z, 81 Ib uplift at joint , 86,1b uplift at joint ,AB, 65 lb upl If at 1oi nt V, 4 lig uplift at joint U, 76 Ib uplift at joint T, 81 Ike uplift at joint S, 82 lb uplift at joint R and 80 Ib uplift at joint F_ LOAD GASES) Standard - _ U -V = 25 T -LI -T = 25 R -S = 25 P -R = 25 WEBS I -W _ 140 F=Z = -171 D -AA = -156 -AB = -206 J- ` = -167 - IJ = -16 L -T = -171 N -S = -156 - = -206 NOTES 1) Unbalanced roof live loads have been considered for this design, Wind` ASCE 7-%, 90m ph, h= ftp T DL=4. p f B ILL=4. psf; Category II,. Exp „ enclosed;MWFIRS gable end zeas; cantilever left and right exposers ; porch left and rjght exposed Lumber DCL=1,33 plate grip COOL=1..33. Truss designed for wind loads in the plane of the truss an!y, For Studs exposed to wind (norrnaf to the face), see Mitek "Standard Gable End Detail" 3x8 11 PLATES GFT' M 1120 197/144 Weight: 124 Ib 4) This true has been designed for a 10.0 psf bottom chard lire load non�oncurrent with any other live loads per Table 1607.1 of IBC -00. All plates are 1.5x4 MIJ20 unless otherwise indicated. 6) Gable requires cont-Inuous bottom chord bearing, 7) Gable studs spaced at -0-0 ac, 8) Provide rnechani al connection (by ofhara) of truss to bearing ;Mate capable of withstanding 7 Ih uplift at faint B, 69 Ib uplift at joint X:, 82 lb uplift X JoInt Y, 7 ]b uplift at joint Z, 81 Ib uplift at joint , 86,1b uplift at joint ,AB, 65 lb upl If at 1oi nt V, 4 lig uplift at joint U, 76 Ib uplift at joint T, 81 Ike uplift at joint S, 82 lb uplift at joint R and 80 Ib uplift at joint F_ LOAD GASES) Standard 001) Trus Trus Type B03162-4 E 1 Gly DBL.. FINK BINK 'FEST (IDAHC)FALLS), IDAHO FALLS, IES 83402 0 I 4-9-14 _ _ - 8-10-15 4-9-14 4-1 _I 7.00 , 1 1-0- 4-1 -1 5x6 Qty Ply 2 -Job Reference a fional5.10S May 30 20013 MiT k Industries, InC, Fri Mar 19 1*6: 8.31 2004 Page 1 17-1-1 21-2-2 4-1-1 4-1-1 Scale = 1:4-4,0 III 4x 1 THD26 U L F 10X10 —_ THD26 THD26 U THD26 --11 10-6-9 R- -- 8X1 0 — THD26 i 6x8 = TH D6 T 8X10 THD26 THD26 LUMBER TOFF CHORD 2 X 4 SPF 165OF 1,6E BOT CHORD 2 X 8 DF SS WEBS 2 X 4 SPF Stud./ tai *-Except* 1 2 X 4 SPF 165OF 1-6E 'N1 2 X 4 SPF 1650E I - 6E BRACING T P H RD Sheathed or 4-1-11 oo purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc brad ng REACTIONS (lb/size) Max Horz Max Uplift 7760/D-5-8 -3(lead case -32440oad case 5) -476(Ioad case FORCES (Ib) - First Lead Case Only TOP HOED -B = 0-1-11 BTC _ 4-10-14 -D _ -8806 4-10-14 -8818 Plate �'y Offsets �'� s�J- ��jj h_ yy '--l9-1""LL -11327 BOT CHORD 9552 ` I j� '4 -'.- X527 rel -N _ 9527 F rI �J 9:527 L-0 9527 L -lam = 8031 P-0 = 8031 -Q = 8031 t J -K = 6198 J -R = 6198 F -H LOADING (psf) SPACING 2-0-0 CSI DEFL in (Iac) TOLL 35.E Plates Increase 1y15 TC O r 4 Vert(LL) 0. H-1 T DL 7.0 Lumber Increase 1.1.E K 0,73 Vert(TL) -0.29 H -I BOLL 0,0 Rep stress Incr H0 WB 0-87 Har TL) 0.053 E3DL 7.0 Code IRC20001ANS195 (Matrix) o LUMBER TOFF CHORD 2 X 4 SPF 165OF 1,6E BOT CHORD 2 X 8 DF SS WEBS 2 X 4 SPF Stud./ tai *-Except* 1 2 X 4 SPF 165OF 1-6E 'N1 2 X 4 SPF 1650E I - 6E BRACING T P H RD Sheathed or 4-1-11 oo purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc brad ng REACTIONS (lb/size) Max Horz Max Uplift 7760/D-5-8 -3(lead case -32440oad case 5) -476(Ioad case FORCES (Ib) - First Lead Case Only TOP HOED -B = -11298 BTC _ -11116 -D _ -8806 D -E = -8818 E -F = -11145 F- = -11327 BOT CHORD 9552 A -M X527 rel -N _ 9527 N-0 _ 9:527 L-0 9527 L -lam = 8031 P-0 = 8031 -Q = 8031 t J -K = 6198 J -R = 6198 E T H RD I- 6198 I- = 6198 I -T 8045 T -U _ 8045 H -H 8045- H -V 9552 V4V 9552 G -W 9552 VVESS B -L = 1 -L = 2825 C- . _ -1633 D -K 4398 D -t = 443 iE-1 -1644 E -H = 2847 F -H RIOTS 1) -ply truss to be connected together with 0.131 14 xY Fails as folle S. Top chords ccnne ted as foIIo s, 2 X 4 roes at 0-7-0 oc, Bottom chords connected as follows: 2 X 8 - rows at 0-6-0 cc. 'webs connected as follows: 2 X 4 - I raw at 0-9-0 o c . Unbalanced roof live loads have been con5ld red for this d ig r `. Wind- ASCE 7--98; 90mph; h= 5ft, T DLz4. psf; 13CSL=4_ psf C:ategory Il; Exp enc1osedrIVlVVFRS gable end zone, cantilever left and right e pc)sed , porch left and ri ht a.xposed,Lumki r D L-1.33 palate grip DOL=1 .3. 4) This truss has .been designed for a 10.0 psf cttem chord live lead norrconcurr nt with any ether lire load -.!.z,_ per Table 16071 of I E -0 , U THD26 H 11 �- THD26 V THD26 W 4x J1 TH D TH D0 ,4- -- e 4-10-14 --11 /defl Ld PLATES GRIP >999 240 M1120 197/144 X999 180 n/a n1a Provide rnechanical connection Eby others) of truss to bearing plate capable of withstanding 3244 Ib upl-Ift at joint A and 3476 Its uplift at joint G 6) Use USP THD (with 16d nails into birder & NASD nails- into Truss) or equivalent spaced at -0'0 oc max. staftin at 0-6-12 from the left end to 25-9-4 to connect truss(es) Al (I ply 2 X 4 FBF) to back face of bottom chord. 7} Fill all nail holes h re hanger is in cantact with lumber. LOAD GASES) Standard 1) Regular: Lumber 1nCFe2Se=1.15, Flats In rease =1.15 Uniform Loads (plf) Vert: A- = -14.0 A -D -84,0 D- _ -B4.0 Concentrated Leads; (Ib) 'pert; --966.9 H=-966.9 =-980.9 M=-966,9 N=-966.9 0--966,9 P= -n =-966.9 R=-966 9 S=-966-9 T==966.9 U=-966.9 W=-966.9 Weight= 311 Ib to r V -6 i Job Truss B03162-4 C1 L B C 'VEST (IDAHO FALLS'. IDAHO PALLY, ICS _ -1--0 1-6-0 SPA -- 4--1 4-7-10 Truss Type UEENPO T Qty 2 --4 11-9-4 4-7-1 1-- 4--1 -- I a Ply 1 Jeb Reference (a Berra) .100 s May 30 2_003 M11T K Industries. Inc. Fri Mar 10 1 I.E.:317 �58 2004 Page 1 20-- --4 Scale - 1:35,6 3x8 11 3x4 - 5x 6 — II 11-9-4 5-10-10 5-1 0-10 I �Lff. 0 - - -0- :P _� n -I Plate +1 -- Plate Offsets ,Y[B.-0-0-0,0-0-13 , 3.13- - ,_Ed�p ], [F:0-1 -10,0-4- F.0 -O-3,0-0-1 , H-0- -0,0- �Ol LOADING (PI -3f) TCLL 35.0 TCDL 7.0 BOLL 0.0 EDL 7,0 FA IN 2-0- Elates Increase 1.1 Lumber Increase 1.1 Rep Stress I n r YES Code IRC20OO/A,NS195 LUMBER TOP CHORD 2 X 4 SPF,l OO F 1.63E BOT CHORD 2 X 4 SPF .1 OOF 1.6E WEBS 2 X 4 SPF Stud/Std ''ELSE Left- 2 X 4 SPF Stud[ td, Rig hit: 2 X 4 SPF Stud/Std BRACING TOP CHORD Sheathed or -10-0 oC. purhirls. BOT CHORD Frigid ceiling directly applied or -0-0 ec bracing. REACTION (Ib1size) H MaxHarz B _ Max uplift B _ H _ Max Gray B - H= 445/0--8 163310-5-8 17(Iaad case 4) -313(load case 727(Ioad case ) 6(loao case 133(1ad case 1 ) FORCES (lb) - First Load Cas, Only TOE' CHORD -B = 28 B -C = -130 C -D = 3 D -E _ 876 E -F 888 F -G 2 7 BOTCHORD -0.01 H B -I -- 108 H-1 _ -252 F- H = -757 WEBS 6-1 = -322 WEBS D-1 = 437 D -H - -1240 E -H = -41 'I TC 0.68 BC 0.28 'a B 0,' (Sim phif ed) MOTES 1 Unbalanced roof hire loads have been considered for this design. 2) WindASCE 7-08; 90mph; h=25ft; T IDL=4a psf; 6 DL=4. psf; Category 11, Exp , enr,Iosed,,MWFRS gable end orae; cantilever left -enol right exposed ; porch left and rig Iht posed;Lurnber DCL=1.33 plate grip D0L=1 33. 3) This truss has bora designed for a 10.0 psf bottom. rh rd lire load nonc;oncurrent with any other I]ve loads per Table 1607.1 of IBC -OD. 4) Provide mechanical connection (by others} of true to bearing piste capable of ith tandi n ' 313 fh uplift at joint E aril 7 rb uplift of faint H, LOAD CASE(,) Standard 1 Z_Q_0 D-2-12 REEL in (lec) I/def LUd rt(LL). -0,0 F -H >999 240 Vert(TL) 0.04 G >426 180 Horz(TL) -0.01 H rn/a n/.a PLATES GRIP M1120 197X11 44 We -eight'. 7Ib Job _ G 8031624 BINK VVE T (IDAHO FALLS), [DAHO FALLS, ID 63402 1---0 4-8-13 f 5x6 = ,■ C Truss Tarp UEEPT —- T —.- 4-6-7 rol �T �t� ! PIS -- -- i � I -I Job Reference (optional) _ VCS s IVICIY 3k}U 1 I eK Industries, Inc. Fri Mar 19 16:37.,59 2004 Page 1 4x4 - 0 --7 H 3x8 3x4 1 _-0 1 _ 18-6-5 20-0-8 , T E T OW 4-8-13 LOADING (psf) SPACING 2_6-6 CS1 i DBFL �n �� d�f �°d PLATES TALL 35-0 Flags IncreaseT 0.30 'pert(LL) 0,20 B -I >702 240 M1120 T DL 7.0 Lumbar Increase 1.16 N BC 6.41 Vert(TL) -0_24 B-1 >572 18 BOLL. 0_0 Rep Stress I.ncr NO VVB 0.23 Horz(TL)- 0.02F r��a r��a B C L 7.6 Code IRC20001AN 19 (Matrix) Weight: 89 lb LUMBER TOP CHORD 2 X 4 SPF 1666F 1.6E BOT CHORD 2 X 4 SPF 1650F 1.6E WEBS 4 SPFStud/Std OTHERS 4 SPF Stu d/Std WEDGE Left_ 2 X 4 SPF Stud/Std, Right: 2 X 4 SPF Stud/Std BRACING TCP CHORD Sheathed or 6-0-0 cc purlins. BCT CHORD Rigid c ilino, directly- applied or I 0-0-a oc bracing REACTIONS TION (lb/size) B _ H -. F MaxH orz B Max Uplift B _ H = F Max Gray B H = F - 1006/0-5-8 88/0-:5-8 981/0-5-8 -1 7(load c2se 3) -430oad case ) -680oad case 3) -40oad case 6) 1 006(load case 1 ) 1 30oad case 1(I oad case 1 FORCES (lb,, � Fi TOP CHORD re Load Case Only -B _ = 92 7 B- _ - 12 Z2 -D -879 D -E = -877 E -F° = -1212 F -G =6 SOT CHORD B-1 = 945 H-1 = 927 BOT CHORD F -H = 92 7 'REBS -1 = -317 D -f = 384 E -i = -296 NOTES 1 Unbalanced roof live loads have been considered fc..r this design. � Wind. ASCE 7-98; }mph h= 5ft TDDL=4. psf, B DL=4. psfa Category It; Exp , enc[,csed,MWFRS gable end zone; cantilever left and right exposed ;;porch ieft and right e posed,Lumber D,DL=l M plata grip DO L=1-33 Truss dcsigned for wind Ic d5 in the plane of the truss Gnl . For studs exposed to wind (normal to the face): sea MiTek "Standard. Cable End Detail" 4) This truss has been designed for a 16.0 psf bottom chord live, load n oncnncurrent with any other live loads per Table 1607.1 of IBC -00. Alt plates are 1-6x4 M1120 unless otherwis, indicated. 6) Gable studs spaced at -0-0 cc. 7) Provide mechanical connection (by others) of truss to bearing plate capable Df Withstanding 443 lb uplift at joint B, 6lb uplift at joint H and 432 Ib uplift at joint F. LOAD CASE(S) Standard F TOM GIMP 197' 144 1-°- Scale i 1:35.0 Job Tru ss 13031632 i 1 GD EIEC FEST I DAH FALLS), IDAHO FZLL, f .l ff, 4G, a -0- I runs I ype HSE -- A Qty Ply2 s Job Reference otiana[) 5,1 0 s May 30 2003 MiTek Industries, ft- Fri Mar 19 1638,38- 8.38- 2004 A -a e 1 13-6-8 18-6-8 4-3-4 _ - 4--4 -0-o Scale = 1:31.5 �A I U - Special penal Special 3xl 2 1 Spec -121 1. -0- -- 4--4 Plate Offset§ , h= A°0-1-1 1 0-1-f 1, v E:0-1-1, 0-1-1[--�- Special Iva 1OX10 - per'ia[ 111twowao --4 Special �Wi 8X10 Special a Special 4x 1 per,Fal LOADING (R f) -12868 SPACING -0-0 -D _ CSI DEFL in (loo) 11defl Lid -12946 TOLL 5-0 Plates Increase 1.1,E 1-j = TC 0.74Vert(LL) -0, 18 F -G 5999 240 108B T DL 7.0 BOLL 10$ Lumber Increase 1-15 -1- BC 0.91 =rel = erf(TL) -0,25 F- ; >885 180 M -N 0.0 BCDL 7.0 Rep Strays Incr NO WB 0.67 Horz(TL) 0.06 E rVa n1a a Code I 000/ lol l (Matrix) LUBE TOP' CHORD 4 SPF 16 F 1.6E BOT H RID Special hanger(s) or other cenr7a i r t o BOT CHORD C CSP , E- I = 1 e ices) shall be provided sufficient to support WEBS 4 SPF 1650 F 1.6E *Except'* E = 10929 concentrated load(s) 1817.41b down and 74 ,Dfb 4 SIF tub/ td O -P 10929 up at 0-2-12. 1817.41b down and 748-91b up at 4 SPF �tcdo'Sld E -P - 10929 2-2-12, 1817_41b dawn and 748.91b up at 4-2-12, WEDGEWEBS 1817.41b down and 748.91b up at -2-121 Left. 2 X 6 CSF 1800E 1. E, B-H = 3951 1817.41b down and 74.1b- p at 8-2-12, Right: 2 X 6 DF 180OF 1.6E 8683 131 7,41b down and 743_91b up at 10-2-12, 1817.41b down and 748-91b up at 12-2-12, BRA -F B- 3929 1817.41b down and 74 _91 b up at 14-2-12' and OP CH � TOPCHORD -- D- - -371 -9 181 -16-2-12,41b down and 748. 1b up at and Sheathed or --1 a,,.- porlin 1817.41b down and 74.9 1b up at 18-3-12 on H CHORD I T bettcrr7 chord. The +�esir�/election of such Rig ceiling diroctl�r applied' or 9-7-'10 oc bracing. 1) -ply truss to be cornuted together with special connection device() is the res cins ilii O� others. � REACTIONS (lbolsize) E Max Hoz A - E _ 10007/0-5-8 99 0007 0- - 9 , /0- -8 71 (load case 4) -41 (load case ) -4105(load case ) FORCES (Ib) - First Load Case Only TOP CHORD -B - -12868 B- _ -9118 -D _ -9118 D -E = -12946 BOT CHORD -I - 10865 1-j = 10865 H -J 108B H -K 10$ -L = 10865 -1- 108155 =rel = 10763 M -N 1 D763 0-131"X3" NajIS as follows Tap chords connected aS follows- 2 X 4- 2 rows aia 0-4-0 oc, Battern ChGrds connected as T Ilo so 2 X 8 - ros at 0-5-0 OC. Webs connected as follows: 2 X 4 - 1 row at -D-9-0 o. Unbalanced roof live loads have been considered for this design, Wind', ASCE 7-98; 90mph; h= ft; T 0L=4. p f, BCK=4. psf' atego'rY Il; Exp ; enclosed,MVVFRS gable end zone; car.1ile'VC.' left and right exposed parch left and gig ht exposed; Lum ber 00L=1 -33 plate cCi p DOL=133- 4) _4 This truss has been designed for a 10.0 p f bottom chord live load nonconcurrent with .any other live loads per Table 1 06}}7.1 of 1-00. 5) Provide mechanical connection (b' others) of truss to bearing pia.te capable of withstanding 41 [b uplift at joirn-i A and 410:5 Ib uplift at. joint E, LOAD GASES) ,standard 1) Reg u12r: L.um ber Increase -1.1, ,Feats Increase='1.1 Uniform Load (p if) Vel -t - A -E -14.0 A- _ -84.0 -E - -84,0 Concentrated Loads (lb) Vert: =-181 T4 E=-1817.4 1=-1817.4 J= -1817A K =-1817.4 L=-1817-4 M=-1817.4 H=-1 817.4 =-1 817.4 P=-1817.4 PLATES MI 120 Weight, 205 lb GRIP 197/144 Job Truss Truss Type ' a O#fir Ply - t 1 -4 D1 XINGPOST WEST (IDA' --I FAL L P IDAH F LL , ID 8-34 � - _ - Joh I �fer��ce ofior-ra1 100 S May 30 2003 MiTe k 1 n dus tries, I c es Fri lea r 19 1 -3 8 .0 3 2 004 Fa -0-0 -` 3-6-0 1-6-0 Scale - 116.8 N 7.00 12 1 � wy T H e I L—. B1 3x4 3x6 P f Plate Offsets (X, — 4-13 LOADING (psf) SPACING -0-0 TALL 3r,_0Plates D-1 lnrrea.se 1.1 T DL 7.0 234 Lumber Increase 1.1 S LL 0.0 -F ;-- Rep Stress incr 'SES B D L 7.c) Dude I R 0 DO/AN 1 5 z i LUMBER TOP CHORD 2 X 4 SPF 16 OF 1.617 SOT CHORD 2 X 4 SPF 165OF 1.6E VVEBS 2 X 4 ,SPF Stud/Std WEDGE Left: 2 X 4 SPF Sludij4d, Right: 2 X 4 SPF Stud/,ltd BRACING TOP CHC FAD Sheathed or -0-0 OC DUrlins. BOT CHORD RVId ilIng directly applied or 1O -D-0 oc-, bracing. REACTIONS (Ike/size) D Max Horz B Max Uplift B D 472/0-5-8 472/0=5-8 740Dad case 4) •-24(doad Case 5) - 24(load case ) FORCES (ib) - Fara Load Casa only T P HO D -13 -28 6- = -283 -D -283 D-1 28 BOT H O D in a) B -F = 234 D;F = 234 VVEB 240 MI1-0 197/144 -F ;-- 4 MOTE 1) Unbalanced r00flive loads have been considered for this design. -6- r TC O.23 BD 0.09 B 0.06 (Simplified) F 1.5x4 1 3x4 3x6 I f 0 11 E CD Wind: ASCE 7-98- 0mph- h-25ft; T L-= . pf; B DL=4� pf; Category 11, Exp enc1osed;lVIWFRS gable end zoite; cantilever left ' and right exposed ', perch left arid right pose,d,;Lumber DOL -1.33 plate gri.p D L=1. _ This truss has been d-esig reed for a 10.0 p f bottom chord ripe load rionconcurrent with any other five loads per Tabic 1607.1 of IBD -00. Provide mechanical connection (by others) of truss to hearing plate capable of withstanding 224 Ib Uplift at joint E and 2241b uplift at JointD. LOAD CASE(S) Standard --0 3-6-o DEFL in a) /defl Lid PLATES RIPS rtLL -D.00 F >999 240 MI1-0 197/144 Vert (TL) -0,02 >899 18 I Harz(TL) 0-00 D n/a. n/a I Weight- 25 lb Wind: ASCE 7-98- 0mph- h-25ft; T L-= . pf; B DL=4� pf; Category 11, Exp enc1osed;lVIWFRS gable end zoite; cantilever left ' and right exposed ', perch left arid right pose,d,;Lumber DOL -1.33 plate gri.p D L=1. _ This truss has been d-esig reed for a 10.0 p f bottom chord ripe load rionconcurrent with any other five loads per Tabic 1607.1 of IBD -00. Provide mechanical connection (by others) of truss to hearing plate capable of withstanding 224 Ib Uplift at joint E and 2241b uplift at JointD. LOAD CASE(S) Standard ' Job Trus. Truss Type B03162-4 01 ROOT= TRUSS BMC F Tf l -I' LL , IDAHO FALLS, ID.83402 k� 0 U -1-6-0 iffloFf 0 7.a0'i2 3x4 = 3x6 I C 1.5x4 11 STI i i 1.5x4 11 I iateflet ,y ` -0-0-0,0-0-1 , 13:0-0-10,04-13 , :0-0-0,0-0-131, [F=0-0-10.,0 -1 LOADING (psq SPACING -6-0 CSI TOLL 35-0 Plates Increase 1.15 TC 0.22 T DL 7.6 Lumber Increase 1-15 BC 0.03 BOLL 0.0 Rep Stress In r NO VVB 0.03 B DL 7.0 Code IRC20001ANS195 (Matrix) LUMBER TOP CHORD 2 X 4 SPF 16 6F 1,6E i3OT CHORD 2 X 4 SPF 1650F I.6E OTHERS 4 SPF Stud/Std WEDGE Left SIF Stud/Std, Fight: 2 X 4 SPF StudiStd BRACING TOP CHORD heat9ed or 6- -0 oc purlins. 60T CHORD rigid ceiling directly applied or 10-0-0 oc .braein , REACTIONS (lb/size) B- _ -91 F _ 25617-0-0 1 = 12117-0-0 H = 129/7-0-0 1 - 129/7-0-0 Max Herz 6.00 F - B- 740biad case 4) Max Uplift 1 B = -130(load case 5 E - -14(lead case 6 H = -(loud case 3) -3 (lead case 4) FORCES (1b) - First Load Case Ony TOP IS D A-13 �5 B- _ -91 -D = -41 D -E = -41 E -F = -91 F- - 180 BOT CH0RD 6.00 F B -J = 1 l-1 = 1 H -I 1 0000 M N Eelv I.; F -H = i WEBS Urd D -I n1a - E -H - - -,1. --0_03 A 01 f T 1.5x4 II NOTES 1) Unbalanced roof live leads have been considered for th is design. `'mind: ASCE 7-98, -96rrrph; hi 5ft; T DL=4. psf, B D L=4 _ p f, Category 11- Exp encIosed;MWFR3 gable end zone, cantilever- left and right exposed ; porch left and right exposed;Lumber DCL=1.33 plate grip IDOL=1. 3. 3) True designed for wind loads in the plane of truss only. For studs exposed to wind (normal to the face), see MiTek " trendard Gable End Detail=1 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurr nt with any other live loads per Table 1507.1 of IBC- o. 5) Gable requires continuous bottom chord bearing. Gable studs .spaced at -0-0 o . 7) Provide mechanical connection (by ethers) of true to bearing plate capable of withstanding 130 lb uplift at Joint B, 145 Ib uplift at Joint F, 32 lb uplift at joint H and 35 lb U.Plift at joint J. LOAD CASE(S) tandand ty it Ply 1 Job Reference otional 5,166 S May 30 2003 MiTek Industries, Inc- Fri Mar 1 16 38:04 2004 Page 1 1.5x4 11 E H 1.5x4 1 DEFL in Ooc) 0etl Urd Vert(LL) n1a - n/a 999 Vert(TI-) --0_03 A >613 180 H=(TL) 6.00 F n1a n1a F - J 3x4 3x6 i NOR 1--0 a PLATES GRIP M1120 197/144 Weight- 28 Ib Stare i :1 . G