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Home My WebLink AboutTRUSS SPECS - 04-00196 - 644 Stonebridge St - New SFR:Steod Gonc)t. Bade Plan ir; cvuv 6ompliorit JobTruss RENEGADE A'uss HOWE Type SMC WEST (IDAHO FALLS), IDAHO FALLS, ID 83402 6-9-14 6-2-2 4x4 = C Oly Ply _ Homestead I Renegade 5 7 44 Reference (optional) 5.000 S Feb 6 2003 MiTek Industries, Inc. Thu Feb 20 08:30:50 2003 Page 1 6-2-2 6-9-14 2-0-0 Scale - 1:35.2 ^+ �� oxa = 1.5x4 II 6-9-14 6-2-2 6-2-2 6-9-14 R LOADING(psf) SPACING 2-0-0 CSI DEFL in (lac) Iiden PLATES GRIP TCLL 35.0 Plates Increase 1.15 TO 0.97 VergLL) -0.14 H a999 MII20 1971144 TCDL 7.0 Lumber Increase 1.15 BC 0.48 Vert(TL) -0.22 H -I -999 BCLL 0.0 Rep Stress Incr VES WB 0.72 Horz(TL) 0.08 E Na BCDL 7.0 Coda IRC2000 1st LC LL Min Vde6 = 240 Weight 91 to LUMBER TOP CHORD 2 X 4 SPF 1650F 1.6E TOP CHORD BOT CHORD 2 X 4 SPF 165OF 1.6E A -B = -2347 B -C = -1599 LOAD CASE(S) WEBS 2X 4 SPF StudlStd C -D = -1599 D -E = -2324 Standard E -F = 33 BRACING BOT CHORD TOP CHORD A-1 = 2155 H-1 = 2155 Sheathed or 2.8.10 oc purlins. G -H = 2128 E -G = 2131 BOTCHORD WEBS Rigid calling directly applied or 7-6-15 co bracing. B-1 = 90 C -H = 715 WEBS D -G = 89 B-H = -750 1 Row at midpl B-H, D -H D -H = -723 REACTIONS (Ib/size) NOTES A = 1256IMechenical 1) Wind: ASCE 7-98 per IRC2000; 90mph; h=25ft; TCDL=4.2psC E = 144810-5-8 BCDL=1.2psh occupancy category II; exposure C; Max 1 -mc enciosed;MWFRS gable and zone; cantilever left and right A =-146(load case 8) exposed; porch left and right exposed;Lumber DOL=1.33 plate Max Uplift grip DOL=1.33. A =-541(load case 7) 2) Design load is based on 35.0 pat specified roof snow load. E _-654(load case 8) 3) Unbalanced snow loads have been considered for this design. Max Grav 4) This truss has been designed for 2.00 times gal roof load of A = 1482(1ood case 2) 35.0 psf on overhangs nonconcurrent with other live loads. E = 1776goad case 3) 5) This truss hes been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table 1607.1 of - FORCES Qb)- First Load Case Only IBC -00. TOP CHORD 6) Refer to girder(s) for buss to truss connections. A -B = -2347 B -C = -1599 7) Provide mechanical connection (by others) of truss to bearing C -D - -1599 D -E = -2324 plate capable of withstanding 54116 uplift at Joint A and 65416 E -F = 33 uplift at joint E. v 4 0 Truss Type 13-0-0 2 4.4 = 1.5x411 G 1.5x411 I Renegade 13.0-0 ;, Inc. Thu Feb 20 08:30:51 2003 Page i 1.5x4 II 1.5.4 II 1.5x4 II 1.5x4 II 1.5x4 II 5x6 = 1.5x4 II 1.5x4 II 1.5x4 II 1.5x4 II 1.5x4 II 26-0-0 4 '4 Scale =1:36.8 LOADING(psf) TCLL 35.0 TCDL 7.0 BCLL 0.0 SCOL LO SPACING1-% Plates Increase 1.15 Lumbar Increase 1.15 Rep Stress Int, YES Code IRC2000 CSI TO 0.20 BC 0.12 WE 0.10 (Matrix) DEFL In (tot) Vdee VergLL) Na - n1a Vert(TL) Na rue Hoa(TL) 0.00 M due 1st LCLLMin Vde8=240 PLATES GRIP M1120 197/144 Weight: 98 to LUMBER 2) Truss designed for wind loads in the pians of the truss only. TOP CHORD 2 X 4 SPF 165OF 1.6E Max Uplift TOP CHORD For studs exposed to wind (normal to the face), see MiTek BOT CHORD 2 X 4 SPF 165OF 1.6E N = -108(load case 8) B -C = 49 C -D = 28 "Standard Gable End Detail" OTHERS 2 X 4 SPF SludlStd 0 = 48goad case 8) O -E = -39 E -F = 24 3) This truss has been designed for a 10.0 psf bottom chord live P = .67(toad case 8) F -G = -26 G -H = -26 load nonconcurrent with any other live loads per Table 1607.1 of BRACING 0 = -69(load case 8) H-1 = 41 I -J = -39 I1 TOP CHORD R = -30(load case 8) J -K = -36 K -L = 49 4) Gable requires continuous bottom chord bearing. Sheathed or 6-0-0oc purlins. X = -108(load case 7) L -M = -56 5) Gable studs spaced at 2-0-0oc. BOT CHORD W = Allgo nd case 7) BOT CHORD B) Provide mechanical connection (by others) of truss to bearing Rigid ceiling directly applied or 10-0-0oc bracing. V = -67(load case 7) A -X = 6 W -X = 6 plate capable of withstanding 211b uplift at joint A, 111b uplift at U = -69(load case 7) V -W = 6 U -V = 6 joint M, 108 to uplift eljolnt N, 481b uplift at joint 0, 671b uplift at REACTIONS (Ib/size) T = -05(load case 7) T -U = 6 S -T = 6 joint P, 6910 uplift at joint 0, 3016 uplift at joint R, 108 Ib uplift at A = 135/26-0-0 Max Grav R -S = 6 0-R = 6 joint X, 48 lb uplift at Joint W, 67 lb uplift at joint V, 69 lb uplift at S = 68126-04 A = 198(load case 2) P -Q 6 O -P = 6 joint U and 35 lb uplift atJoint T. M = 135/26-0-0 S = 68(load case 1) N-0 = 6 M -N = 6 N = 332126-0-0 M = 198(load case 3) WEBS O = 145/26-04) N = 490(load case 3) G -S = -62 L -N = -260 LOAD CASE(S) P = 207/26-0-0 O = 214(load case 3) K-0 = -135 J -P = -175 Standard 0 = 201/28-0-0 P = 305goad case 3) 1-0 = -173 H -R = -129 R = 154126-0-0 0 = 298(load case 3) B -X = -260 C -W = -135 X = 332/26-0-0 R = 230(load case 3) D -V = -175 E -U = -173 W = 145/2644 X = 490(load case 2) F -T -129 V = 207/264-0 W = 214(load case 2) U = 201/26-0-0 V = 305(load case 2) NOTES T = 154/26-0-0 U = 298goad ease 2) 1) Wnd: ASCE 7-98 per IRC2000: 90mph; h=25X; TCDL=4.2psf; Max Hoa T = 230goad case 2) BCDL=4.2psf occupancy category 11; exposure C; A = 92(load case 7) enctosed;MWFRS gable end zone; cantilever left and right Max Uplift FORCES (Ib) - First Load Case Only exposetl; porch left and right exposed;Lumber DOI-0.33 plate A = .21 (load case 8) TOP CHORD grip DOL=1.33. M = -11 (load case 8) A -B = 51 i's Type A2 Homestead/Renegade -2-0-0 5-2-13 I_ 8-11-15 13-0-0 17-0-1 20-9-3 j 26.0-0 28-0-� 2.0-0 5.2-13 3-9-2 4-0-1 4-0-1 3-9.2 5-2-13 2-0-0 Scale =1:37.2 4x4 II E 6-11-4 6-0-12 6-0-12 6.11-4 Plate Offsets(X.Y1: 18:0-0-9 Edoel 100.3-0 0-3-01 fG 0-3-0 0-3-01 IH 0-0.9 Etl 1 Sheathed. BOTCHORD LOADING(pal) SPACING 2-0-0 CSI DEFL In goo) VdeO PLATES GRIP TCLL 35.0 Plates Increase 1.15 TC 0.97 Ved(LL) -0.50 K >614 M1120 197/144 TCDL 7.0 Lumber Increase 1.15 BC 0.84 Ved(TL) -0.69 K >442 B BCLL 0.0 Rep Stress lnor YES WB 0.52 Horz(TL) 0.44 H me A -B - 31 BCDL 7.0 Coda IRC2000 D -E = -3055 E -F = -3055 1st LC LL Min Wel = 240 G -H = -0495 Weight: 91 Ib usmnen TOP CHORD 2 X 4 SPF 165OF 1.6E BOT CHORD 2 X 4 SPF 165OF 1.6E WEBS 2 X 4 SPF Stud/Sid 'Exc l' W11 2 X 4 SPF 1650F 1.6E BRACING TOP CHORD Sheathed. BOTCHORD Rigid ceiling directly applied or 5-5-1 on; bracing. REACTIONS (Ib/size) B 1444/0-5-8 H = 1444/0-5-8 Max Horz B - 131 (load case 7) Max Uplift B = -653(load case 7) H = -653goad case 8) Max Grav B 1774(load case 2) H = 1774goad case 3) FORCES gla)- First Load Case Only TOPCHORD A -B - 31 B -C = 4495 C-0 = -0165 D -E = -3055 E -F = -3055 F -G = 4165 G -H = -0495 TOPCHORD H4 = 31 BOTCHORO B -L = 4185 J -K = 3652 WEBS E -K = 2014 D -L = 417 F -K = -786 GJ - -279 K -L = 3652 HJ = 4185 C -L = -279 D -K - -786 FJ - 417 NOTES 1) Wind: ASCE 7-98 per IRC2000; 90mph; h=25ft; TCDL=4.2psf; BCDL=4.2psf; occupancy category II; exposure C; enclosed;MWFRS gable end zone; cantilever left and right exposed; porch left and right exposed;Lumber DOL=1.33 plate grip 001=1.33. 2) Design load Is based on 35.0 p if specified roof snow load. 31 Unbalanced snow loads have been considered for this design. 4) This truss has been designed for 2.00 limes Oat roof load of 35.0 list on overhangs non -concurrent with other live loads. 5) This truss hes been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table 1607.1 of IBC -00. 6) Bearing at joint(s) B, H considers parallel to grain value using ANSVTPI 1-1995 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to beading plate capable of withstanding 6531b uplift at joint B and 6531b uphill at joint H. LOAD CASE(S) Standard Job 'Liss RENEGADE A3 r BMC WEST (IDAHO FALLS), IDAHO FALLS, ID 831 �y Type I Ply I Homestead l Renegade d -2-0-0 5-2-13 8-11-15 13-0-0 I 17-0-1 20-9-3 26-0-0 28-0.0 2-0-0 5.2-13 3-9-2 4-0-1 4-0-1 3-9-2 5-2-13 2-0-0 Scale =137.7 4x4 II F 2-0-0 4-11-4 6-0-12 6-0-12 6-11-4 Plate O6sets(X.V): 18:0-10.9.Edge1 1B:1-9-9 03-01 1B:0.8-10 0-231 D;0-3-0.03-01. 11-1:0-3-0 ,13-3-01, 11'0.0-9 Edgel LOADING(psf) SPACING 2-0-0 CSI DEFL In (loc) fill PLATE9 GRIP TCLL 35.0 Plates Increase 1.15 TC 0.97 Vart(LL) -0.47 L >647 MII20 197/144 TCDL 7.0 Lumber Increase 1.15 BC 0.04 Verl(TL) -0.66 L >465 BCLL 0.0 Rep Stress lncr VES WS 0.52 HOrz(TL) 0.42 We BCDL 7.0 Coda IRC2000 1St LCLLMinilde9=240 Weight: 971b LUMBER TOP CHORD 2 X 4 SPF 1650F 1.6E BOT CHORD 2 X 4 SPF 1650F 1.8E WEBS 2 X 4 SPF Stud/Std 'Except' W1 2 X4 SPF 1650F 1.6E SLIDER Left 2 X 6 OF 1 GOOF 1.6E 3-0-15 BRACING TOP CHORD Sheathed. BOT CHORD Rigid ceiling directly applied or 5-5-9 cc bracing. REACTIONS (Ib/size) B = 1444/0-5-8 1 = 1444/03-8 Max Harz B - 131(Ioad case 7) Max Uplift B =-653(1oad case 7) 1 =-653(load case 8) Max Gra,, B = 1774(load case 2) 1 = 1714(load case 3) FORCES (lb)- First Load Case Only TOPCHORD A -B = W B -C = 4498 C -D = -0498 TOPCHORD D -E _ 4165 E -F = -3055 F -G = 3055 G -H = -0165 H-1 = -0495 IJ = 31 BOTCHORD 8-M = 4185 L -M - 3652 K -L = 3652 I -K = 4185 WEBS F -L = 2014 D -M = -279 E -M = 417 E -L = -786 G -L = -786 G -K = 417 H -K = -279 NOTES 1) Wind: ASCE 7-98 per IRC2000; 90mph; h=25ft; TCDL=4.2pst; BCDL=4.2psb occupancy category 11; exposure Q enclosed;MWFRS gable and one: cantilever left and right exposed; porch left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 2) Design load Is basad on 35.0 psi specified roof snow load, 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for 2.00 times gel roof load of 35.0 psf on overhangs non --concurrent with other live loads. 5) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads per Table 1607.1 of IBC -00. 6) Bearing at joint(s) Iconsiders parallel to grain value using ANSI/fP11-1995 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of Voss to bearing plate capable of withstanding 653 to uplift at joint 8 and 653 lb uplift stjolnl 1. 8) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)B. LOAD CASE(S) Standard eoo RENEGADE Truss Type -- A4 4 Renegade Inc. Thu Feb 20 08:30:52 2007 Page 1 -2-0-0 5-2-13 . —_—I _--I-—.__—_____ _.__I___—_.___I 2-0-0 5-2-13 3-9-2 4-0-1 4-0-1 3-9-2 5-2-13 2.0.0 Scale= 1:37.2 4x4 II E 6-11-4 6-0-12 6-0-12 6-11-4 ti LOADING(ps9 SPACING 2-0-0 CSI DEFL In (loo) Well PLATES GRIP TCLL 35.0 Plates Increase 1.15 TC 0.97 Vert(LL) -0.50 K >614 M1120 197/144 TCDL 7.0 I mh=r m�r=a<a 1 is t3-2 8 RC naprt(TL) -0.69 K >442 SCLL 0.0 Rep Stress Incr VES WB 0.52 orz(TL) 0.44 H No BCDL 7.0 Code IRC: 1st LC LL Min VdefI=240 Weight: 109 Ib LUMBER 7) Provide mechanical connection (by others) of truss to bearing TOP CHORD 2 X 4 SPF 165OF 1.6E TOP CHORD plate capable of withstanding 653 to uplift at joint B and 653 to BOTCHORD 2 X 4 SPF 165OF 1.6E F -G = 4165 G -H = 4495 uplift aljoint H. WEBS 2 X 4 SPF Stud/Sld'Ezcepf H -I = 31 W12 X 4 SPF 165OF 1.6E BOTCHORD S -L = 4105 K -L = 3652 LOAD CASE(S) BRACING J -K = 3652 HJ = 4185 Standard TOP CHORD WEBS Sheathed. E -K 2014 C -L = -279 BOTCHORD D -L 417 D -K = -786 Rigid calling directly applied or 5-10-5 oc bracing. Except: F -K = -786 F -J = 417 2 Rows at 1/3 pts B -K G -J = -279 REACTIONS (Ib/size) NOTES B = 1444/0.5.8 1) Wind: ASCE 7-98 per IRC2000; 90mph; h=25ft; TCDL=4.2psf; H = 1444/0-5-8 BCDL=4.2psF occupancy category II; exposure C; Max Horz anclosed;MWFRS gable antl zone; cantilever left and right B - 131 (load case 7) exposed ; porch left and right exposed;Lumber DOL=1.33 plate Max Uplift grip DOL=1.33. B =-653(1oad case 7) 2) Design load is based on 35.0 pat specified roof snow load. H =-653(load case 0) 3) Unbalanced snow loads have been considered for this design. Max Grav 4) This truss has been designed for 2.00 times flat roof load of B = 1774(load case 2) 35.0 pat on overhangs non -concurrent with other live loads. H = 1774(load case 3) 5) This truss has been designed for a 10.0 psf bottom chord live - load nonconcurrent with any other live loads per Table 1607.1 of FORCES (Ib) - First Load Case Only IBC -00. TOP CHORD 6) Bearing at joint(s) B. H considers parallel to grain value using A -B - 31 B -C =-4495 ANSI77PI 1-1995 angle to grain formula. Building designer C -D = 4165 D -E = -3055 should verify capacity of bearing surface. E -F - -3055 RENEGADE 2-0-0 Truss Truss Type -- Oly P B1 HOWE 17 1 5-9-14 5-2-2 44 = D 5.24 Homestead l Renogado 5-9-14 2-0.0 Scale: 318'=1' i$ 5-9-14 5-2-2 5-2-2 5-9-14 Plate Offsets(XV1: 10:0-2-120-1-01 FF'0-2-720-11,1110.4.00-32 LOADING(psf) SPACING 2-0-0 CSI DEFL In floc) I/deg PLATES GRIP TC LL 35.0 Plates Increase 1.15 TC 0.72 Vad(LL) -0.10 1 >999 M1120 197/144 TC DL 7.0 Lumber Increase 1.15 BC 0.38 Ved(TL) -0.15 H-1 *99 BC LL 0.0 Rep Stress Incr VES WB 0.63 Horz(Ty 0.05 F Ne BC DL 7.0 Code IRC2000 1st LC LLMin Well 240 Weight: 8011, LUMBER TOP CHORD 2 X 4 SPF 165OF 1.6E BOT CHORD BOT CHORD 2 X 4 SPF 1650F 1.6E 1-d = 1776 H-1 = 1776 WEBS 2 X 4 SPF Stud/Std F -H = 1776 WEBS BRACING CJ = 75 D-1 = 591 TOP CHORD E -H = 75 C-1 = -604 Sheathed or 4-34 cc purlins. E -I = -604 BOT CHORD Rigid ceiling directly applied or 8-5-01 cc bracing. NOTES 1) Wind: ASCE 7-98 per IRC2000; 90mph; h=2511, TCDL=4.2psh, REACTIONS Ib/size 1 ) SCOL=4.2psf; occupancy category 11; exposure C; B = 1248/0-51, enclosed;MWFRS gable and zone; cantilever left and right F = 1248/0-5.8 exposed; porch left and right exposed;Lumber DOL=1.33 plate Max Horz grip DOL=1.33. B =-117(load case 8) 2) Design load Is based on 35.0 psf specified roof snow load. Max Uplift 3) Unbalanced snow loads have been considered for this design. B =-568(Ioad case 7) 4) This truss has been designed for 2.00 times flet roof load of F =-56811oad case 8) 35.0 psf on overhangs non -concurrent with other live loads. Max Grav 5) This truss has been designed for a 10.0 psf bottom chord live 8 = 1543(Ioad case 2) load nonconcurrenl with any other live loads per Table 1607.1 of F = 1543(Ioad case 3) IBC -00, 6) Provide mechanical connection (by others) of truss to bearing FORCES (Ib) - First Load Case Only plate capable of withstanding 56811, uplift at joint B and 568 to TOP CHORD uplift at joint F. A-8 = 32 B -C = .1941 C -D = -1334 D -E = .1334 E -F = -1941 F -G = 32 LOAD CASE(S) BOT CHORD Standard B -d = 1776 I you 11-0.0 4x4 = 1.5x4 II F 'Jty - IPIy - Il lcmroatoud/Ho"huado 1.5x4 II 11-0-0 Scale =1:28.0 JX4 � 1.5x4 II 1.5x4 II 1.5x4 11 1.5x4 II 5x6 = 1.5x4 II 1.5x4 II 1.5x4 II 1.5X4 II 3x4 -- 22-0-0 LOADING(ps0 SPACING 2-0-0 081 DEFL In (loo) /dell PLATES GRIP TCLL 35.0 Plates Increase 1.15 TC 0.20 Ved(LL) n/a - nla M1120 197/144 TCDL 7.0 Lumber Increase 1.15 BC 0.12 Verl(TL) n/a n/a BCLL 0.0 Rep Stress Inc, VES WB 0.10 Horz(TL) 0.00 K n/a BCDL 7.0 Code IRC2000 (Matrix) tat LC LL Min Well = 240 Weight: 77 lb LUMBER TOP CHORD 2 X 4 SPF 165OF 1.6E Max Uplift BOT CHORD 6) Provide mechanical connection (by others) of truss to bearing BOT CHORD 2 X 4 SPF 1650E 1.6E N = d4(load case 8) S = 6 R plate capable ofwilhstending 2018 uplift at joint A, 161b uplift at OTHERS 2X4 SPF Stud/Std O = J4(loetl case 8) -T -S = 6 D = 6 P = 6 joint K, t at uplift at Joint M, 7418 uplift at T = -10900 case -R -D O -P = 6 = 8 34 lb uplift at 9t . 10938 uplift at joint T, 47 Its uplift at joint N, 34 lb uplift al Joint O, and joint S, 73 lb uplift elJolnl R and 3018 uplift al join) O. BRACING 5 = d -07(load case 7) ) M -N = L -M 8 -W TOP CHORD R = -73(load case 7) K-LWE = 6 6 Sheathed or 6-0-0 oc purlins. O = -38(loed case 7) WEBS LOAD CASE(S) BOT CHORD Max Grev F -P= -60 = -281 Slentlertl Rigid calling directly applied or 10-0-0 oc bracing. A = 19B0case 2) I-M H-oetl I -M = -133 H -N = -183 P = 69(load use 1) &0 = -128 B -T = -261 REACTIONS (lb/size) K = 198(load case 3) C -S = 433 D -R = -183 A = 135/22-M L = 490(load use 3) E -O = -128 P = 69/224)-0 M = 210(load case 3) K = 135/22-0-0 N = 321 (load use 3) NOTES L = 332/22-M O = 225(load use 3) 1) Wind: ASCE 7-98 per IRC2000; 90mph; h=25f1; TCDL=4.2psf; M = 143/22-M T = 490(load use 2) BCDL=4.2psf; occupancy category II; exposure C; N = 217/22-0-0 S = 210(load case 2) enclosed;MWFRS gable end zone; cantilever left and right 0 = 150/22-0-0 R = 321(load case 2) exposed; porch left and right exposed;Lumber DOL=1.33 plate T = 332/22-0-0 O = 225(load case 2) grip DOL=1.33. S = 143/22-0-0 2) Truss designed for wind loads In the plane of the boas only. R = 217/22-0-0 FORCES (Ib) - First Load Case Only For studs exposed to wind (normal to the face), sea MiTak O = 150/22-0-0 TOPCHORD *Standard Gable End Detail' Max Horz A -B = 51 B -C = Rd 3) This truss has been designed fore 10.0 chord live A = ]](load case 7) C -D = D -E = 23 sPat p r Table load n0nc0ncurrenl with any other live loads per Table 1607.1 01 Max Uplift .2 E -F = -26 -2 F -G = -2fi IBC -00. A =-20(load case 8) G -H = 31 H-1 = -35 4) Gable requires continuous bottom chord bearing. K =-16(load use 8) W - -49 J -K = -56 5) Gable studs spaced at 2-0-0 oc. L =-109(load case 0) BOT CHORD M = 46(Ioad case 8) A -T = 6 Truss type MONO TRUSS 4-0-0 I Ply I I tomoaload l Ronogado 1.5x4 II LOADING(ps0 SPACING 2-0.0 TCLL 35.0 Plates Increase 1.15 TCDL 7.0 Lumber Increase 1.15 BCLL 0.0 Rep Stress Incr YES BCDL 7.0 Code IRC2000 LUMBER TOP CHORD 2 X 4 SPF 1650F 1.6E BOT CHORD 2 X 4 SPF 1650F 1.6E WEBS 2X 4 SPF StudlStd BRACING TOP CHORD Sheathed or 4-0-0 oc purlins, except end verticals. BOT CHORD Rigid calling directly applied or 10-0.0 oc bracing. REACTIONS (Ib/size) A 156/4-0-0 C = 156/4-0-0 Max Horz A - 55(load case 5) Max Uplift A =-28(load case 5) C = .51 (load case 5) FORCES jib) - First Load Case Only TOP CHORD A -B = .0 B -C = -133 BOT CHORD A -C = 0 CSI TC 0.11 BC 0.04 WB 0.00 NOTES 1) Wind: ASCE 7-98 per IRC2000; 90mph; h=25ft; TCDL=4.2psh, BCDL=4.2psh occupancy category II; exposure C; enclosed:MWFRS gable end zone; cantilever left and right exposed ; porch left and right exposed Lumber DOL=1.33 plate grip DOL=1.33. 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see MITek 'Standard Gable End Detail - 3) This truss has been designed for a 10.0 pal bottom chord live load nonconcurrenl with any other live loads per Table 1607.1 of IBC -00. 4) Gable requires continuous bottom chord beating. 5) Gable studs spaced at 2-0-0 oc. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 28 lb uplift at joint A and 51 Ib uplift at joint C. LOAD CASE(S) Standard DEFL In (loo) Vde0 Vert(LL) n/a - me Ved(TL) Ne - Ne Ho2(TL) 0.00 We Tat LC LL Min I/dell = 240 PLATES GRIP M1120 197/144 Weight: 10 to Inc. Thu Feb 20 08:30:54 2003 Page 1 Scale= 1:9.2 RENEGADE i A 2-0-0 6-0-0 4x4 = C U 6-0-0 2.0-0 Scale =1:19.7 LOADING (p r) SPACING 2-0-0 TCLL 35.0 Plates Increase 1.15 TCDL 7.0 Lumber increase 1.15 BCLL 0.0 Rep Stress Incr YES BCDL 7.0 Code IRC2000 LUMBER TOP CHORD 2 X 4 SPF 1650F 1.6E BOT CHORD 2 X 4 SPF 1650F 1.6E WEBS 2 X 4 SPF Stud/Std BRACING TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD Rigid calling directly applied or 10-" oc bracing. REACTIONS (Ib/Size) B = 758/0-5-8 D 758/0-5-8 Max Horz B - 79(load case 7) Max Uplift B =-357(load case 7) D =-357(load case 8) Max Gra,, B = 965(load case 2) D = 965(load case 3) FORCES (Ib)- First Load Case Only TOP CHORD A -B = 32 B -C = -703 C -D = -703 O -E - 32 BOT CHORD B -F = 644 D -F = 644 WEBS C -F - 81 CSI TC 0.79 BC 0.26 WB 0.11 WEBS C -F = 81 NOTES 1) Wind: ASCE 7.98 per IRC2000; 90mph; h=25fC TCDL=4.2psf,, BCDL=4.2psf: occupancy category Il; exposure C; enclosed;MWFRS gable and zone; cantilever left and right exposed; porch left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 2) Design load is based on 35.0 psf specified roof snow load. 3) Unbalanced anew loads have been considered for this design. 4) This truss has been designed for 2.00 times gat 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 bottom chord live load nonconcurrent with any other live loads per Table 1607.1 of IBC -00. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 357 lb uplift at joint 8 and 357 to uplift aljoinl D. LOAD CASE(S) Standard DEFL in (loc) Wait Vert(LL) -0.02 B -F >999 Ved(TL) -0.11 E >244 Horz(TL) 0.01 D n/a 1 at LC LL Min Wait = 240 PLATES M112D Weight: 36 lb GRIP 197/144 1¢ v 0 Type 6-0-0 4.4 = B Ply 110nmsl0ad I Ronogod0 Job Reference (options 5.000S 12-0.0 6.0-0 08:30:552003 Page 1 3x4 i 3x4 LOADING(psf) SPACING 2-0.0 TCLL 35.0 Plates Increase 1.15 TCOL 7.0 Lumber Increase 1.15 BCLL 0.0 Rep Stress Incr NO BCDL 7.0 Code IRC2000 LUMBER TOP CHORD 2 X 4 SPF 165OF 1.6E BOT CHORD 2 X 4 SPF 165OF 1.6E WEBS 2 X 4 SPF Stud/Std OTHERS 2 X 4 SPF Stud/Std BRACING TOP CHORD Sheathed or 6-M oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) A = 484/2-5-8 C = 484/2-5-8 Max Horz A -00(load case 8) Max Uplift A =-208(load case 7) C =-208(load case 8) Max Grav A = 571(load case 2) C = 571(load case 3) FORCES (Ib)- First Load Case Only TOP CHORD A -B = -592 B -C = 592 BOT CHORD A -D = 540 CA - 540 WEBS B -D = 69 CSI TO 0.61 BC 0.21 WE 0.09 WEBS B -D = 69 NOTES 1) Wind: ASCE 7-98 per IRC2000; 901ph; h=25ft; TCDL=4.2psh BCDL=4.2pst occupancy category II; exposure C; enclosed;MW FRS gable end zone; cantilever left and right exposed ; porch left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 2) Truss designed for wind loads In the plane of the truss only. For studs exposed to wind (normal to the face), see MiTek "Standard Gable End Detail" 3) Design load is based on 35.0 psf specified roof snow load. 4) Unbalanced snow loads have been considered for this design. 5) This buss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table 1607.1 of IBC -00. 6) Gable studs spaced at 2-" oc. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 208 Ib uplift at Joint A and 208 Ib uplift at joint C. LOAD CASES) Standard DEFL in (loo) l/de6 Ved(LL) 4.01 D >999 Ved(TL) .0.03 A -D >999 Horz(TL) 0.01 C n/a lsl LC LL Min gdefl =240 PLATES GRIP M1120 197/144 Weight: 32 lb Scale =1:16.5 Job • Truss Truss Typo RENEGADE C2GO HOWE 3.6-4 11 12 6-0-0 k B-5-12 2-5-12 2-5-12 44 = C I Ronogmlo 3-6.4 3x8 =- 3.8 = 3-6-4 2-5-12 2-5-12 3-6-4 LOADING(psf) SPACING 2-0.0 CSI TCLL 35.0 Plates Increase 1.75 TC 0.20 TCDL 7.0 Lumber Increase 1.75 BC 0.51 BCLL 0.0 Rep Stress lncr NO WB 0.51 BCDL 7.0 Code IRC2000 LUMBER TOP CHORD 2 X 4 SPF 1650F 1.6E BOT CHORD 2 X 6 OF 1800F 1.6E WEBS 2 X 4 SPF Stud/Std'Except* W1 2 X 4 SPF 1650E 1.6E BRACING TOP CHORD Sheathed or 5-70-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) A = 3694/0-5-8 E = 3894/0-5-8 Max Herz A - 44(108d case 8) Max Uplift A = A088(load case 7) E _-1088(load use 8) Max Grav A = 3995(load case 2) E = 3995(lood case 3) FORCES (Ib)- First Load Case Only TOPCHORD A -B = -7032 B -C = 4965 C -D = -0965 O -E _ -7032 BOTCHORD A -H = 6458 BOTCHORD G -H = 6458 F -G = 6458 E -F = 6458 WEBS B-H = 1705 C -G = 3611 D -F = 1705 B -G = -2160 D -G = -2160 NOTES 1) 2 -ply truss to be connected together with 10d Common(.148'0') Nails as follows: Top chords connected as follows: 2 X 4 -1 row at 0-9-0 oc. Bottom chords connected as follows: 2 X 6 - 2 rows at 0-9-0 oc. Webs connected as follows: 2 X 4 -1 row at 0-94 oc. 2) Wind: ASCE 7-98 per IRC2000; 90mph; h=25ft; TCOL=4.2psh BCDL=4.2psf; occupancy category 11; exposure C; enclosed;MWFRS gable end zone; cantilever left and right --posed ; porch left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 3) Design load is based on 35.0 psf specified roof snow load. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table 1607.1 of IBC -00. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1088 lb uplift at joint and 10881b uplift at E. 6) Girder carries tie-in span(s): 26-0-0 from 0-0-0 to 12-0-0 DEFL In (loot Wall Vert(LL) -0.08 G -H >999 Vert(TL) -0.12 G -H >999 Horz(TL) 0.03 E n/a tat LC LL Min Udell = 240 PLATES GRIP M1120 197/144 Weight: 102 lb LOAD CASE(S) Standard 1) Snow: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (pit) Vert: A-E --590.8 A -C = -84.0 C -E _ .84.0 Scale =1:17.8 Jab Truss RENEGADE D1GE BMC WEST (IDAHO FALLS), IDAHO FALLS, 1083402 A 4 0 3x4 5 Truss Type - - - - _' - - - Oly PIy - Homesleatl/Renegade KINGPOST 1 ' -___. _._"�� _Job Relerenpe.(oplional) .. 5.000 a Feb 6 2003 MiTek Industries, Inc. Thu Feb 20 06:30:56 2003 Page 1 LOADING last) SPACING 2-0-0 TCLL 35.0 Plates increase 1.15 TCDL 7.0 Lumber Increase 1.15 BCLL 0.0 Rep Stress lncr VES BCDL 7.0 Code IRC2000 LUMBER TOP CHORD 2 X 4 SPF 165OF 1.6E BOT CHORD 2 X 4 SPF 1650F 1.6E OTHERS 2 X 4 SPF Stud/Std BRACING TOP CHORD Sheathed or 64-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-M ac bracing. REACTIONS (lo/size) A = 174/8-0-0 C = 174/8-0-0 D = 304/8-0-0 Max Horz A-25(load case 8) Max Uplift A = 44(load case 7) C = 48(lood case 8) D = -03(load case 7) Max Grav A = 250(load case 2) C = 250(load case 3) D = 304(load case 1) FORCES (to) -First Load Case Only TOP CHORD A -B = -28 B -C = -28 BOTCHORD A -D = 26 4.0-0 5.00 12 CSI TC 0.16 BC 0.05 WB 0.06 BOTCHORD C -D = 26 WEBS B -D = .257 4x4 = B 1.5x4 II NOTES 1) Wintl; ASCE 7-98 per IRC2000; 90mph; h=25f1; TCDL=4.2psf; BCDL=4.2psY, occupancy category II; exposure C; enclosed;MWFRS gable end zone; cantilever left and right exposed ; porch left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see MITek 'Standard Gable End Detall' 3) This truss has been designed for a 10.0 psf bottom chord live load nonconourrent with any other live loads per Table 1607.1 of IBC -00. 4) Gable requires continuous bottom chord bearing. 5) Gable studs spaced at 2-M oc. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 44 Ib uplift at joint A, 48 ib uplift at joint C and 43 Ib uplift M joint D. LOAD CASE(S) Standard DEFL In (loo) Well Ved(LL) rda - me Ved(TL) his n/a Horz(TL) 0.00 C n/a 1st LC LL Min Well = 240 4-0.0 C Y q 3x4 C PLATES GRIP M1120 197/144 Weight: 19 Is Scala =1:12.3