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Home My WebLink AboutTRUSS SPECS - 04-00195 - 656 Stonebridge St - New SFRIB06162-2 IAt (ROOF TRUSS DMO W EST (IDAHO FA0.5), IDAHO FALLS, ID 83402 1 2-0-0 4-2-12 �- 8-R-8 _ 13-8.12 -. - -- 2-0.0 4-2-12 4-1-0 0-1-12 5-3-4 u t (optional) 4.201 SRI s Nov 10 2000 MITuk Indueldos, Inc. Tbu Jun 27 11.44:40 2001 Page 1 19-0-0 23-0-0 28-0-0 33-0-0 38.0-0 40-0-0 5-3-4 4-0-0 5-0-0 5-0-0 5-0-0 2-0-0 Scale • 151.3 5.6 = F 6-2-12 8-5-8 13-8.12 19-0-0 23-0-0 30-6-0 38-0-0 6-2-12 2-2-12 5-3-4 5-3-4 4-0-0 7-6.0 7-6-0 TCADINGIpOsil 997.000 PlaatesslNGrease TC 00� G9 TCDL 1 5 Lumberincrease 1.15 0.94 BC >Idell 662 Ven LL -0.68 M1120ES /144 BCLL 0.0 Rep Stress lncr YES 0.79 WS 0.91 Ven�TL) -1.00 M >453 Hoa(TL 0.53 J We BCDL 7.0 Code UBC97/ANS195 1st LC L� Min I/de0=240 Weight: 157 to LUMBER TOP CHORD 5) This truss has been designed for a 10.0 pat bottom chord live TOP CHORD 2 X 4 SPF 1650F 1.6E *Excel B -C = -3635 C -D = .3414 D -E =-3346 load nonconcurrent with any other live loads per Table No. 16-e, T3 2 X 4 DF 240OF 2.OE, T4 2 X 4 SPF 210OF 1.8E E -F = -2934 F -G = -2934 G -H = -0951 UBC -97. BOT CHORD 2 X 4 SPF 165OF IXE'Except' H-1 --6081 W =-6408 J -K = 27 BOT CHORD 6) Bearing at joinf(s) J considers parallel to grain value using B3 2 X 4 SPF 2100F 1.BE WEBS 2 X 4 SPF Stud/Sld'Except* B -Q = 3327 P -Q = 3028 O -P = 3069 ANSIRPI 1-1995 angle to grain formula. Building designer should W 1 2 X 4 SPF 165OF 1.6E N -O = 3155 M -N = 4668 L -M = 5498 verity capacity of bearing surface. W4 2 X 4 SPF 1650E 1.6E J -L = 5962 7) Provide mechanical connection (by others)of truss to bearing WEBS plate capable of withstanding 484111 uplift at joint B and 487 to BRACING C-0 = -232 D -Q - 242 D -P - 573 uplift at joint J. TOP CHORD D -O = 92 E-0 = 20 E -N = 459 8) This truss has been designed with ANSI1171 I-1995 criteria. Sheathed or 1-75 oc purlins. F -N = 1914 G -N = -2661 • G -M = 2343 BOTCHORD H -M = -834 H -L = 342 I -L = -230 LOAD CASE(S) Rigid calling directly applied or 6-8-11 oc bracing. NOTES Standard WEBS 1) This truss has been designed for the wind loads generated by I Row at midpt G -N 70 mph winds at 25 It above ground level, using 7.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from REACTIONS (Ib/size) B hurricane oceenline, on an occupancy category 1, condition I 1818/0-3.6 J 1825/0-5-8 Max Hoa enclosed building, of dimensions 45 R by 24 ft with exposure C B =-18(load case 5) ASCE 7-93 per UBC97/ANS195 If end verticals exist, they are not Max Uplift exposed to wind. If cantilevers exist, they are exposed to wind. If B - 484(load case 7) J = 487(load case 7) porches exist, they are exposed to wind. The lumber DOL Max Grav Increase is 1.33, and the plate grip Increase Is 1.33 _ B = 1882(load case 2) J = 1890(1oad case 3) 2) Design load Is based on 30.0 psf specified roof snow load. FORCES (Ib) -Firs( Load Case Only 3) Unbalanced snow toads have been considered for this design. TOP CHORD 4) Overhang has been design for 2.00 times live load * dead load. A -B = 29 066162-2 A1SG L BMC WEST(IDAHO FALLS), IDAHO FALLS, ID 83402 1.--2_0 0 . 6-4'0 2-0-0 6-4-0 ROOF TRUSS I1 1 (oplional) A,201 SR1 6 Nov 18 2000 MIT6N IOduelA68, Inc. 'I Ill Jmi 2711:AAiA6 20112 Pago 1 12-8-0 19-0-0 25-4-0 31-6-038-0-0 40-0-0 - -------1--- --- --I---- - -------140 6.4-0 6-4-0 6-4.0 6.4-0 6-4-0 2-0-0 Scala=150.9 5.6 = ax4 = 6-2-12 12-8-0 19-0-0 25-4-0 31.8-0 38-0-0 6-2-12 6-5-4 6-4-0 6-4-0 6-4-0 6-4-0 LOADING Tos.) SPACING TCLL 0. Plates Increase 2-0-0 1.15 CSI TC DEF in (loc) /deb PLATES GRIP GRIP TCDL 7.0 Lumber Increase 1.15 0.62 BC 0.50 Verl(Ly -0.14 K .999 Ven TL -0.23 J -K :999 MII20 4 BCLL 0.0 Rao Stress Ina BC 7.0 YES WS 0.59 HorzITL1 0.06 H We Code UBC97/ANSI95 1st LC LL Min Vtle0=240 Weight: 1991b LUMBER FORCES (Ib) - First Load Case Only 5) Overhang has been design for 2.00 times live load t dead load. TOP CHORD 2 X 4 SPF 165OF 7.6E TOP CHORD 6) All plates are 7.5x4 MI120 unless otherwise Indicated. BOT CHORD 2 X 4 SPF 165OF 1.6E A -B = 29 B -C - 699 C -D = -1151 7) Gable studs spaced at 2-" do. WEBS 2 X 4 SPF Stud/Sld'Except' D -E = -1288 E -F = -1288 F -G - -1984 8) This truss has been designed for a 70.0 psf bottom chord live W42 X 4 SPF 165OF 1.6E W42X 1.6E BOTCHORD 39 H-1 29 load nonconcurrent with any other live loads per Table No. 16.8, ISPFi650E OTHERS 2X45PF 31udlSltl B -N = -642 = -579 LM = 7063 USC -97. J -K K -L 7832 J -K = 2475 HJ = 2418 9) Provide mechanical connection b others of truss to bearin (Y ) 8 BRACING WEBS plane capable of ending 1461b uplift al)oinl B, 492 lb uplift at TOP CHORD C -N = -785 C -M = D -M = -624 joint N uplift b uplift joint H. Sheathed or 3-9-2 oc purlins. D -L = 165 E -L = 522 522 = -839 s truss a d 70) This truss hes been designed with ANSIRPI 1-1995 criteria. BOT CHORD F -K = 342 G -K = -836 GJ = 87 G J Rigid calling directly applied or 6-0-0oc bracing. NOTES LOAD CASE(S) WEBS 1) This truss has been designed for the wind loads generated by Standard 1 Row at midpl D -L, F -L 70 mph winds at 25 it above ground level, using 7.0 psi lap chord load and 7.0 psi bottom chord dead load, 100 mi from REACTIONS Qb/sizedead B = 162 N hurricane oceanline, on an occupancy category I, condition 1 -3.8 = 190310-5-8 H - 1499/0-54 enclosed building, of dimensions 45 it by 24 R with exposure C Max Horz ASCE 7-93 per UBC97/ANSI95 It and verticals exist, they are not B - AB(Ioadcase 5) exposed to wind. If cantilevers exist, they are exposed to wind. If Max Uplift porches exist, they are exposed to wind. The lumber DOL B =-146(load case 3) N = -492(toad case 7) Increase is 1.33, and the plata gdp Increase is 1.33 H =-406(load case 7) 2) Truss designed for wind loads In the plane of the truss only. _ Max Grav For studs exposed to wind (normal to the face), see MITek B = 466(load case 2N = 1983(load case 1) H 1) "Standard Gable End Detail' = 1682(load case 3) Design load is based on 30.0 psi speclBed roof snow toed. - 4) Unbalanced snow loads have been considered for this design. :. '10 Illy I, B06162.2 - A2 I20UI' II1US5 2 1 BMC WEST (IDAHO FALLS), IDAHO FALLS, ID 83402 6-1.13 12-3-11 18-5-8 11-0F 0. _ _ _ _ 25-4-0 6-1-13 6-1-13 6-1-13 0-6-8 6-4-0 3x4 11 5.6 = (opllonpl)4.201 SRI a Nov 1112000 MI'Fak Indualna4, Ina, Thu Jun 2711;44'47 2002 PaOo 1 _--_31-8.0_, _ _ �. _ 38-0-0 40-0-0 6.4-0 6-4-0 2-0-0 Scale=1:411.9 6.1.13 12-3.11 18.2-12 18- -B 23-0-0 30-6-0 38-0-0 6.1-13 6-1.13 5-11-1 0-2-12 4-6-8 7-6-0 7-6-0 LOADINGT5f) SPACING 2-0-0 TCLL O.UU Pulse Increase 1.15 TCDL 7.0 Lumberincreass 1.15 BCLL 0.0 Rep Stress Incr YES BCDL ].0 Code UBC97/ANSI95 LUMBER TOP CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD 2 X 4 SPF 165OF 1.6E WEBS 2 X 4 SPF Stud/Std BRACING TOPCHORD Sheathed or 5-3.4 oc purlins. BOT CHORD Rigid ceiling directly applied Orb -0-0 oc bracing, Except: 4.914 oc bracing: L -M 10-0-0 oc bracing: HJ. WEBS 1 Row at midpt E -L REACTIONS (Ib/size) A = d29/Mechanical M = 2362/0-56 H = 689/0-56 Max Hors A =-103(load case 5) Max Uplift A =-105(load case 3) M --675(load case 7) H-37311oad case 5 Max Grav A = 749 load case 2� M = 2362(load case 1) H = 990(load case 3 FORCES (lb) - First Load Case Only CSI TC 0.64 BC 0.41 WS 1.00 (Matrix) TOPCHORO A -B = 620 B -C = 302 C -D - 1342 D -E = 1214 E -F = 803 F -G = -923 G -H - -1269 H-1 = 55 BOTCHORD A-0 = 496 N -O = 492 M -N = -1 L -M = -2322 D -L = -375 1 = -1030 WEBS -102 J -P = -113 H -J = 1113 B-0 = 118 B -N = .755 C -N = 452 L -N = .212 C -L = -1075 E -L = -1305 E -K = 539 F -K = -789 FJ = 1087 GJ = -026 NOTES 1) This truss has been designed for the wind loads generated by 70 mph winds at 25 It above ground level, using 7.0 pal lop chord dead load and 7.0 psi bottom chord dead load, 100 ml from hurricane oceanline, on an occupancy category 1, condition I enclosed building. of dimensions 45 ft by 24 It with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals exist, they are not exposed to wind. If cantilevers exist, they are exposed l0 wind. If porches exist, they are exposed to wind. The lumber DOL increase Is 1.33, and the plate grip increase Is 1.33 2) Design load is based on 30.0 psf specified roof snow load. 3) Unbalanced snow loads have been considered for this design. 4) Overhang has been design for 2.00 limes live load + dead load. DEFL 0.1in floc V L,-9 J -KK Horz(TL1 0A3 H tat LC LL Min Vdag = 240 Weight: 157 lb 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrant with any other live loads per Table No. 16-8, UBC -97. 6) Refer to girder(s) for [was to truss connections. 7) Bearing at joint(s) H considers parallel to grain value using ANSb TPI 14995 angle to grain formula. Building designer should verity capacity of bearing surface. 8) Provide mechanical connection (by others)of truss to bearing plate capable of withstanding 105 lb uplift at Joint A, 675 lb uplift at joint M and 373 to uplift at joint H. 9) This truss has been designed with ANSlrrPI 14995 criteria. Well 499 999 Na PLATES GRIP M1120 197/144 LOAD CASE(S) Standard ..., .. -: vl ^ 006162-2- A3 ROOPiRUSS DMC WEST (IDAHO FALLS). IDAHO FALLS, ID 83402 11 ❑Iv 6 6-1-13 12-3-11 _ __-1 - 18-5-8 - _- 1�-0�0_. __ _25-4-0 - - I - - - _ __... _ - 6.1-13 6-1-13 6-1-13 0-6-8 6-4-0 3x4 II 5, = E I'ly 1 (opllonbl) 4.201 SRI a Nuv 16 2000 Mliuk IuJuablus. bis. Mwi Jul 108IP.3U:A7 2U112 I'sUh 1 -- . 1-_-. _. 31-8-0 1 38-0-0 1 4070-0 6-4-0 6-4-0 2-0-0 SW1400 6-1-13 12-3-11 18-2-12 18- -8 25-4-0 31.8-0 38-0-0 6.1-13 6-1.13 5-11-1 0-2.12 6-10-8 6-4-0 6-4-0 LOADING 907.0 SPACING 2-0.0 rcrease 1.15 CSI 14 TC pEF(IL in (loc)) yde8TCLL PLATES GRIP TCDL LumberPlates Increase 1.15 BC 0.62 Ved(TL) 1 MII29 197/144 BCLL 0.0 BCOL 7.0 Rap Stress [nor YES WB 0.76 HorzITL) -0.23 J >999 0.04 H n/a Code UBC97/ANSI95 1st LC LL M'n I/deg=240 Weight: 157 lb LUMBER TOP CHORD 2 X 4 SPF 165OF 1.6E TOP CHORD A 5) This truss has been designed for a 10.0 psf bottom chord live BOT CHORD 2 X 4 SPF 165OF 1.6E -B = -681 B -C = -Y C -D = 1398 D -E = 1398 E -F = 1164 F -G = -315 load nonconcurrent with any other live loads per Table No. 16-B, WEBS 2 X 4 SPF StudlStd G -H = -1574 H -I = 27 UBC -97. BOTCHORD 6) Refer to girder(s) girders for truss to truss connections. BRACING A -P = 625 O -P = 622 N-0 = 0 7) Bearing at joint(s) H considers parallel to grain value using TOP CHORD M -N = 0 L -N - -2119 D -L = -248 ANSI/TPI 1-1995 angle to grain formula. Building designer should Sheathed or 2.8-10 oc purlins. K -L = 297 J -K = 1465 HJ = 1469 verify capacity of bearing surface. BOT CHORD WEBS 8) Provide mechanical connection (by others) of truss to bearing Rigid ceiling directly applied or 6-0-0 oc bracing. Except: B:P = 85 B -O = -672 C -O = 349 O plate capable of withstanding 137 lb uplift at joint A, 7621b uplift at 1 Row at midpl - 8 C -L = -1321 E -L = -1264 = 383 1880 F joint N and 447 lb uplift at joint H. D -N -K G -K = -1744 G J = 9) This truss has been designed with ANSIrrPI 1-1995 criteria. WEBS 1 Row at midpl C -L, F -L, G -K NOTES LOAD CASE(S) 1) This truss has been designed for the wind loads generated by Standard REACTIONS (Ib/size) 70 mph winds at 25 it above ground level, using 7.0 psf top chord A 538/Mechanical N = 2182/0-5-8 dead load and 7.0 psf bottom chord dead load, 100 ml from H = 781/0-5-8 hurricane oceanllne, on an occupancy category I, condition I Max Harz enclosed building, of dimensions 45 it by 24 it with exposure C A =-148(load case 5) ASCE 7-93 per UBC97/ANSI95 If end verticals exist, they are not Max Uplift A exposed to wind. It cantilevers exist, they are exposed to wind. If =-137(load case 6) N A47 load case 51 =-762goad case 7) porches exist, they are exposed to wind. The lumber DOL Max Grav increase is 1.33, and the plate grip Increase is 1.33 A = 808(Icad case 21 N = 2182(load case 1) 2) Design load Is based on 30.0 psf speci ied roof snow load. H = 1064(load case 9) 3) Unbalanced snow loads have been considered for this design. 4) Overhang has been design for 2.00 times live load ♦ dead load. FORCES (Ib) -First Load Case Only IB06162-2 IA3GE ROOFIRUSS BMC WEST (IDAHO FALLS), IDAHO FALLS. ID 03402 19-0-0 5X6 = K v v 1 1 (opllonal) A,201 BRI a Nov 10 2000 MITek Indusldon, Inc. l lm Jun 77 If 44,64 2007 Pego 1 38-0-0 40-0-0 19-0-0 2-0-0 Scale: 114-=1' 38-0-0 38-0-0 LOADING (psi) TCLL 330000 TC 7.0 BCLL 0.0 SCOL 7.0 SPACING 2-0-0 Plates Increase 7.15 Lumber Increase 1.75 Rep Stress Incr NO Code UBC971ANS195 CSI TC 0.60 BC 0.111 WB 0.17 (Matrix) DEFL In (loo) I/deo Vart(LL) Na - Ne Verl TL 0.09 U -V >281 Horz(TL) 0.00 U n/a let LC LL Min Well = 240 PLATES GRIP MII20 197/744 Weight: 182 lb LUMBER TOP CHORD 2 X 4 SPF 165OF 1.6E Max Uplift AJ fi((loed 6) At BOT CHORD 6) This boas has been designed for a 10.0 psf bottom chord live BOT CHORD 2 X 4 SPF 1650E 7.6E AH case 6 call case 61 AG =-8(loed case 7) = .11 (load case 7) AC -AD= 6 AB -AC= 6 AA -AS= 6 Z -AA = 6 Y = 6 X load nonconcurrenl with any other live foods per Table No. 16-B. OTHERS 2 X 4 SPF Stud/Std -731loatl case 777) -Z -Y 6 WEBS = 6 U -W = fi UBG97. Max Grav 7) Provide mechanical connection (by others) of truss to bearing BRACING A = 171 load case 2 AE = 82(load case 3 K -AE _ -fit T -W = -234 R -X = -716 plate capable of withstanding 251b uplift at joint X, l lb uplift at TOP CHORD W 273 load case 7 X = 191 loetl Casa D -Y = -155 P -Z = -146 O -AA = -146 joint Y. 8 l uplift at joint Z, 6Ib uplift atjoinl AA. 6 I uplift at joint Sheathed or 6-0-0OC purlins. V = 209 load use 3 Z = 206 :d case 3 N -AB = -147 -AC = -154 L -AD = -710 AB, 111b uplift at joint AC, 1316 uplift at joint AM, 4lb uplift at joint BOT CHORD AA = AC = 2061oad case 3 AS 214 load 20Noatl case 3 B -AM = -274 D -AL - -96 E -AK = -780 AL, 71b uplift at joint AK, 61b uplift at joint AJ, B ib uplift aljainl Al, Rigid ceiling directly applied or 10-0-0 cc bracing. AM = case 3 AD 421 load case 2 AL = 1621oadcasa 3 = 714 load case 2 F -AJ = -146 G -A1 = -149 H -AH = .147 11 = -754 J -AF = -110 6 lb uplift at joint AH, it It, uplift at joint AG and 731b uplift at joint AK - 2281oatl case 2 AJ = 201 load case 2 U REACTIONS (Ib/size Al = 207 load case 2 AH = 205 load case 2 NOTES 8) This truss has been designed with ANSVTPI 1-1995 criteria. A = 148N8-0-0 AE = 67/38-0-0 AG = 214 load case 2 AF = 767 load case 2 1) This truss has been designed for the wind loads genera led by W = 273138-0-0 Y = 184/38-0-0 X Z 140138-0-0 = 174/38-0-0 U = 542 load case 3 70 mph winds at 25 R above ground level, using 7.0 psi lop chord LOAD CASE(S) AA = 177/38-0-0 AB = 175138-0-0 FORCES (Ib) -First Load Case Only dead load and 7.0 PSI`bottom chord dead load, 100 mi from Standard AC = 183/38-0-0 AL = 134/38-0-0 TOP CHORD hurricane an occupancy I, condition I AM = 360/384-0 AL = -B = 56 B -C = -51 C -D = -16 building,o di y 24Ifry enclosed butler 45 ItIf AK = 195/38-0-0 AJ 721380.0 = 172/38-0-0 O = 26 E -F = -35 = 23 per UBCf 71ANSions If e, areme not vedifiwilhexposure ASCEposed AI = 177/38-0-0 AG = 183/38-0-0 AH AF = 175/38.0-0 = 134/38-0-0 G -H = 22 H -I 23 I.J 1-J = 20 to wind, If canAevers are they are a pose the dlowintl. if exposed lothey U = 351/38-0-0 J -K J -K = -22 K -L = -22 L -M = -38 Porchesisexist, lha hare e wind. lumber to wind. The lumber DOL Max Horz Mi = P -34 NO = -34 O -P = -34 and plated Increase is 1.33, and the plate grip Increase Is 1.33 t A = 52(IoaO case 5) -O = S -T = 35 0-R = -32 44 T -U -89 RS = 13 U -V = 57 2) Truss designed nd(orm it theplaneace), she hoes Max Uplift BOT CHORD to wind For studs exposed to wintl (normal to the face), see MiTek % = .25 load case 5) Y = .1 load case 7)) A -AM = 6 AI = 6 AK -AL = 6 Gable Detail' Z = -8 oetl case 5 AA =-6(loed case 7) AJ -AK = -AJ 6 AI -AJ = 6 AH -AI = 6 3) All pat .6 3) All plates are 1.5x4 M1120 unless otherwise Indicated. AS =-6(load case 5 AM =-131load case ) AC AL = -11 (load case 7) = -0(Ioad use 6) AG -AH = AD -AE = 6 AF -AG = 6 8 AE -AF = 6 4) Gable requires continuous bottom chord bearing. AK = -7(oad case 7) 5) Gable studs spaced e12-0-0 co. 806162-2 B1 ROOFTRUSS 'BMC WEST (IDAHO FALLS), IDAHO FALLS, ID 83402 -2-0-0 2-0-0 :M Illy I'ly 5 1 (opllonal) 4.201 SRI a Nov 16 2000 MITuk InJusldua, Inc illu Jun 27 11.44,517007 Papa 1 16-0-0 24-0-0 32-0-0 34-0-0 8-0-0 8-0-0 8-0-0 2-0-0 Scnla • 1436 4x4 = D a w -w I b -U -U 24-0-0 32-0-0 8-0-0 8-0-0 8-0-0 8-0-0 e TCLL LOADINGV2 098 SPACING 2-0-0 Inates Increase 1.15 Increase CSI TO DEFL in (Ipc/tle8 PLATES GRIP 7CDL 7.0 Lumbto.erIncrease 1.15 0. Be 0.63 Vol odjTL. � 0.33 I >999 MII20 1971744 BCLL 0.0 BCDL ].0 Rep Stress lncr YES CodeUBC9]/ANSI95 WB 0.65 Horz 1s1 Lg -J TL 0.17 F Na Lt Mm Udell = 240 Weight: 1151b LUMBER OTCHORD TOP CHORD 2 X 4 SPF 165OF ISE*Except' IJ = 2405 H-1 = 2405 F -H = 2408 LOAD CASE(S) T12X 4 SPF 210OF 1.8E, T12 X 4 SPF 210OF 1.8E WEBS Standard BOT CHORD 2 X 4 SPF 165OF 1.6E C -J = 110 C-1 = -840 D-1 = 776 WEBS 2 X 4 SPF Stud/Std E -I = -840 E -H = 110 BRACING NOTES TOP CHORD 1) This Muss has been designed for the wind loads generated by Sheathed or -3.8-2 oc purlins. 70 mph winds at 25 f1 above ground level, using 7.0 pat lop chord BOT CHORD dead load and 7.0 psf bottom chord dead load, 100 ml from Rigid ceiling directly applied or 9-110 oc bracing. hurricane oceanllne, on an occupancy category I, condition I WEBS enclosed building, of dimensions 45 it by 24 itwith exposure C 1 Row at midpl C -I, E-1 ASCE 7-93 per UBC971ANS195 If and verticals exist, they are not exposed to wind. If cantilevers exist, they are exposed to wind. If REACTIONS (Ib/size) porches exist, they are exposed to wind. The lumber DOL B = 1557/0-5-8 F Max Hors = 1557/0-5-8 increase is 1.33, and the plate grip Increase is 1.33 15(laatl case 5) 2) Design load Is based on 30.0 pelf specified roof snow load. lift Mex Up= p 3) Unbalanced snow loads have been considered for this design. -019(Ioad case 7) F = -019(load case 7) 4) Overhang has been design for 2.00 limes live load * dead load. Max Grav 5) This truss hes been designed for a 10.0 psf bottom chord live B = 1635(load case 2) F = 1635(load case 3) load nonconcurrenl with any other live loads per Table No. 16-B, UBC -97. FORCES (Ib) - First Load Case Only 6) Provide mechanical connection (by others) of truss to bearing TOP CHORD plata capable of withstanding 419 to uplift at joint B and 419lb A -B - 29 B -C = -2624 C -D = -1770 uplift at joint F. D -E = -1770 E -F - -2624 BOT CHORD F -G = 29 7) This truss has been designed with ANSIRPI t-1995 criteria. B -J = 2408 IB06162-2 B1GE ROOF TRUSS 1 1 BMC WEST(IDAHO FALLS); IDAHO FALLS. ID 83402 --_-- - - (opllonalj 4.201 SR1 a Nov 10 2000 MITok liidusblus, Inc. Thu Jun 27 11:46D01002 Payu 1 1 -2-0-0 i 16-0-0 --32-0-0 — -- ---- 34-0-0 2-0-0 16-0-0 16-0-0 - - - - 2.0.0 Scala=1:43.6 04 = 32-0.0 LOADING(Os2 TCLL 90.60 TCDL 7.0 BCLL 0.0 BCDL 7.0 SPACING 2-0-0 Plates Increase 7.15 Lumber Lumber Increase 7.75 Rep Stress Incr NO Cotle UBC97/ANSI95 CSI TC 0.60 BC 0.18 WB 0.14 (Matrix) DE FL in (loc) /dell Von LL) n/a - me VerllTL) 0.09 A -B >281 Horz LL 0.00 P n/e tst LC L�mi Well =240 PLATES GRIP M1120 197/144 We, Igh113716 LUMBER Max Grav NOTES TOP CHORD 2 X 4 SPF 165OF 7.6E BOT X = 166((1oe0 case i)` ((((((load R = 2701oed Casa 1 1) This hues has been designed for the wind loads generated by LOAD CASES) RD 6E above ground le el 7.0 Pat top chord Standard OTHERS 2 X 4 SPF Sud/Std U = 214case 3)) V = 206 load case 3 Iusing deatlPoed antlwlnds 7.0 psf bottom chord mi trop BRACING AC = 188(load case 2) AS 3 215�1oad case R 0 d hurricane oceanline, on an occupancy category I, condition I TOP CHORD AA = 204I(I(I(((((((load case 2333333 Z = 206adCasa 2 enclosed building. of dimensions 45 it by 24 it with exposure C Sheathed or 6-0.0 oc purlins. Y = 213load case 2 P = 545 load case 3 ASCE 7-93 per UBC97/ANSI95 If end venicels exist, they are not BOT CHORDFORCES (Ib) - First Load Case Only exposed to wind. If cantilevers exist, they are exposed to wind. If Rigid calling directly applied or 10-0-0 oc bracing. TOP CHORD porches exist, they are exposed to wind. The lumbar DOL A -B = 57 B- Increase Is 1.33, and the plate grip increase is 1.33 REACTIONS(lb/sizel D -E = 20 EF = -02 F 54 2) Truss designed for wind loads in the plane of the truss only. B 355/32-0-0 X = 188/32-0-0 G -H = 16 H-1 = 16 -G IJ = 16 = 41 For studs exposed to wind (normal to the face), see MlTek R = 270/32-0-0 S = 137/32-M d -K = 41 K -L = 41 L -M = A2 'Standard Gable End Detail' T = 189/32-M V = 177/32-0-0 U W = 173/32-0-0 M -N = 40 N -O = -54 O -P -81 3)All plates are 1.5X4 M1120 unless otherwise Indicated. AD = 270/32-0-0 AC = 176/32-0-0 137/32-0-0 P-0 BOTCHORD = 57 4)Gable requires continuous bottom chord bearing. AS = 189/32-M AA = 173/32-M5) B -AD = 16 AC -AD = 16 AB = 11 Gable studs spaced at 2-0-0oc. Z 177/32-0-0 Y = 178/32-" AA -AB = 11 Z -AA = 11 -AC Y -Z = 11 6) This truss has been designed for a 10.0 psf bottom chord live P 355/32-0-0 X -Y = 11 W -X = 11 V -W = 11 load nonconcurrent with any other live loads per Table No. 76-B, Max Horz U -V = 11 T -U 11 S -T = 11 UBC -97. B =-15(loatl case 5) Max Uplift H/EBS = 16 P -R = 16 - 7) Provide mechanical connection (by others) of truss to bearing S =-77(load case 7) S --25(load case 5) I -X = -138 O -R = N - plate capable of withstanding 77 to uplift at joint B, 25 lb uplift at T = -2 ON'case 7 U =-7(load case 5) M -T = -160 L -U = -230 -145 -S K -113 = joint S.2 to uplift at joint T, 7 to uplift at joint U, 9 lb uplift at joint V, 2(loatl -V -149 251b uplift at joint AC, 2Ib uplift at joint AB, 71b uplift at joint AA, 9 AS case 71 AA = 4( (oatl c sees) EAB = 180 FAA = -145 G ZC = -149 Ib uplift at joint Z and 77 to uplift at joint P. Z = -9 load wse 7 P =-7y(load case 7) H -Y = -148 8) This truss has been designed with ANSIRPI 1-1995 criteria. Max Grav B = 545(load case 2) .• Iman lypn 806162-2. C1 ROOF TRUSS `RMCWEST (IDAHO FALLS). IDAHO FALLS, ID 83402 2-0-0 S 4x4 = 5-5-14 5com LOADING(psfl SPACING 2-" TCL80.00 TCOL 7.0 Plates Increase 1.15 BCLL 0.0 Lumber Increase 1.15 BCDL 7.0 9x4 c Rap Stress lncr VES 5-5-14 Code UBC97/ANSI95 LUMBER M1120 197/144 Weight: 801b TOP CHORD 2 X 4 SPF 165OF 1.6E BOT CHORD 2 X 4 SPF 165OF 1.8E WEBS 2 X 4 SPF Stud/Std BRACING TOPCHORD Sheathed or 5.1-3 cc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. REACTIONS (Ib/size) B = 1113/0.3-8 F = 1119/0-5-8 Max Rorz B =-11(load case 5) Mex Uplift B =-306(load case 7) F =-309(load case 7) Max Grav B = 1206(load case 2) F = 1214(load case 3) FORCES (lb)- First Load Case Only TOPCHORD A -B= 29 B -C - -1794 D -E = -1205 E -F = -1780 C -D = -1205 F -G = 29 BOT CHORD B -K = 1646 J -K = 1646 W - 1646 H -I = 1628 F -H = 1628 WEBS C -K 76 C-1 = -579 D-1 = 521 E -I = 560 Illy 1 1 4.201 SR1 s Nov 16 2000 MITek Industrles, Inc Thu Jwi 27 11:45:02 2002 Papa 1 15-51142 16-5.10 21-11-8 I 23-11-g 5-5-14 5-5-14 2-0-0 Scale =1:31 6 4x4 = D K J I 15x4 d 3x4 = 3xe c 10-11-12 1 5-5-14 CSI TC 0.62 BC 0.35 WS 0.51 WEBS E -H = 75 NOTES 1) This truss has been designed for the wind loads generated by 70 mph winds at 25 fl above ground level, using 7.0 psf lop chord dead load and 7.0 pat bollom chord dead load, 100 ml from hurricane ocesnline, on an occupancy category I, condition I enclosed building, of dimensions 45 S by 24 ft with exposure C ASCE 7-93 par UBC97/ANSI95 If end veNcais exist, they are not exposed to wintl. If cantilevers exist, they are exposed to wind. If porches exist, they are exposed to wind. The lumber DOL increase is 1.33, and the plate grip Increase is 1.33 2) Design load is based on 30.0 psf specified roof snow load. 3) Unbalanced snow loads have been considered for this design. 4) Overhang has been design for 2.00 times live load +dead load. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-5, UBC -97. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 306 lb uplift at joint B and 309 lb uplift at joint F. 7) This truss has been designed with ANSI7TP11.1995 criteria. LOAD CASE(S) Standard DEF(IL In (too)l gdee Verik -0.14 I -K 499 Hors(TL 0.05 F n/a 1st LC L� Min pde8 = 240 3x4 E F H G 15x4 II 9x4 c 21-11-8 5-5-14 PLATES GRIP M1120 197/144 Weight: 801b IOly 1'ly 806162-2 IC1GD ROOFTRUSS i 2 ESI L BMC WT(IDAHO FALLS). IDAHO FALLS, ID 83402 - - - _..-. ._.___._.....___J(opllonal) 4.201 - SR1 s Nov 76 2000 MiTek Indiislrlee, Inc.- Thu Jun 27 77:45:05 2002 Pelle 1 -2.0-0 5-5-14 10-11-12 16.5-10 21-11-8 2-0-0 5 5 14 5-5-14 5-5-14 1 5.5-14 Scale =1:29.0 5x6 II D N 5-5-14 5-5-14 LOADING(psfl TOPCHORD SPACING 2-0-0 TCLL 30.0 Plates Increase 1.15 TCDL 7.0 Lumber Increase 1.15 BCLL 0.0 Rep Stress lncr NO BCDL 7.0 Cade UBC97/ANS195 LUMBER TOP CHORD 2 X 4 SPF 165OF 1.6E BOT CHORD 2X 6 DF 1800F 1.6E WEBS 2 X 4 SPF Stud/Std'Except* W1 2 X 4 SPF 1650F 7.6E BRACING TOPCHORD Sheathed or 4-2-13 all purlins. BOTCHORD Rigid ceiling directly applied or 10-0.0 oc bracing. REACTIONS(lb/siz) F4997/0-5-8 B = 5298/0-3-8 Mex Horz 8- 50(load case 6) Max Uplift F --837(load case 7) B =-934(load case 7) Max Grav F = 4997(load case 1) B = 5398(load case 2) FORCES (lb) - First Load Case Only TOPCHORD A -B = 62 8-C =-10697 C -D = -7205 D -E _ -7208 E -F =-10616 BOT CHORD 84 - 9791 J -K = 9791 I -K = 9791 I -L = 9791 N 5-5-14 CSI TC 0.57 BC 0.91 WB 0.69 (Metrix) OT CHORD L -M - 9791 M -N = 9791 H -N = 9791 H -O - 9722 O -P = 9722 P -O = 9722 F S = 9722 G -R - 9722 R -S = 9722 WEBS C-1 = 2271 C -H = -3475 D -H = 5171 E -H = -3401 E -G = 2232 NOTES 1) This Was has been designed for the wind loads generated by 70 mph winds at 25 R above ground level, using 7.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed builtling, of dimensions 45 it by 24 it with exposure C ASCE 7-93 per UBC97/ANS195 If end verticals exist, they are not exposed to wind. If cantilevers exist, they are exposed to wind. If Porches exist, they are exposed to wind. The lumber DOL increase is 133 and antl the plate grip Increase is 1.33 2) Design load le based on 30.0 psf specified roof snow load. 3) Unbalanced snow loads have been considered for this design. 4) Overhang has been design for 2.00 times live load ♦ dead load. 5) This Was has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 837 lb uplift at joint F and 934 lb uplift at joint S. DEFL in (loc VeR(LL) -0.28 H-1 Vad TL -0.35 H-1 Horz(TLI 0.10 F 1st LC LL Min gde0 =240 Weight: 197 Ib 7) This buss has been designed with ANSI?PI 1-1995 criteria. 8) 2 -ply truss to be connected together with 0.131'x3' Nails as follows: Top chords connected as follows: 2 X 4 -1 row at 0-9-0 pc. 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 0-9-0 oc. 9) Use USP JUS26 (W th Uld nail, Into Girder Hid nails Into Truss) or equivalent spaced at 2-0-0 oc max. starting at 2-0-12 from the left end to 20-0-02 to connect truss(es) A3 (1 ply 2 X 4 SPF) to back(ace of bottom chord. 10) FIII all nail holes where hanger is In contact with lumber. 11) Special hanger(s) or connections) required to support concentrated load(s) 171.1lb down at 0-1-12 on bottom chord. Design for unspecified connection(s) Is delegated to the building designer. LOAD CASE(S) Standard 1) Snow: Lumber Increase=1.15, Plate Increase=1.75 Uniform Loads (pif) Vert: A -D ' = -74.0 D -F = -74.0 S -F = -14.0 Concentrated Loads (Ib) Vert: B=171.1 J=-812.1 K=-812.1 L=-812.1 M=-812.1 N=-812.1 0=-812.1 P=-812.1 0=-812.1 R=482.8 S=-782.8 gde0 1939 1737 n/a 5-5.14 n JU126 PLATE$ GRIP M1120 197/144 21-11-E 5-5-14 806162-2 CIGE SMC WEST (IDAHO FALL S), IDAHO FALLS, ID 83402 200 2-0-0 V; Illy I'ly ROOF TRUSS 1 1 (upllonol) 4.201 SRI s Nov 16 2000 MiTak Industries, Inc Thu Jun 27 11:45'.00 2002 Page 1 10-11-1221.11-8 23-11-8 2-00-0-0 _ 10-11-12 - __. - _ ._ _ -..10-11-12 Scold= 1:91 4x4 = 1.5x4 II /G F 21-11-8 21-11-8 1.5x4 II H a M LOADING (osf) TOLL 90.0 SPACING 2-0-0 CSI TOOL 7.0 Hales Increase 1.15 TC 0.60 DEFL In (Ioc) VdeO Ven�LL� Ne PLATES GRIP BCLL 0.0 Lumberincrease Rep Stress ]nor 1.15 NO BC 0.10 - n/a Vert TL 0.13 A -B >192 M1120 197/144 BCDL 7.0 Coda UBC97/ANSI95 WB 0.06 (Metrix) Horz TL 0.00 L Na LUMBER 1alL�L�Min Well =240 Weight: 87 to Max Grav (( 2) Truss designed for wind Icatla In the plane of the truss only. BOT CHORD 2 X 4 SPF 165OF 1.6E (( )) T = 274 load case 2� L = 539(load 3) For studs exposed to wind (normal to the lace), see MITek "Standard OTHERS 2 X 4 SPF Stud/Std case Gable End Detail' FORCES fb)- First Load Case Only 3) Gable requires continuous bottom chord bearing. BRACING TOP CHORD 4) Gable studs spaced at 2-0-0 Co. TOP CHORD A -B = 57 B -C = -69 C -D = -37 5) This Truss has been designed for a 10.0 psf bottom chord live Sheathed or 6-0.0 oc purlins. D -E = 29 E -F 25 F -G = -22 load nonconcurrenl with any other live loads per Table No. 16-B. BOT CHORD G -H = .22 H-1 = -32 W -28 1.18(3-97. Rigid ceiling directly applied or 10.0.0 oe bracing. BOTCH- '37 K L ? -69 L -M 57 6) Provide mechanical Connection (by others) of truss to bearing REACTIONS(lb/size) B -V = 1 U -V = 17-U i Plate capable of withstanding 83 lb up11R at joint B, t lb uplift at B = 349/21-11.8 R = 47/21-11-8 S = 142/21-11-8 S -T = 1 R -S = 1 O -R 1 P-0 =1 O -P = 1 N-0 joint S, 25 lid uplift at joint 0, 410 uplift at joint P, l lb uplift at joint Q. 26 lb uplift at joint U. 4 l uplift MJoint T O = 138/21-11-8 N = 274121 -11.8 = 7 L -N - 1 and 831b uplift at joint L. O 142/21-71-8 P92121-11-8 V = 274121-11-8 WEBS - 7) This truss has been designed with ANSVTPI I-1995 criteria. U = 138/21 -11 -8 T 192/21.11-8 G -R - -39 K -N = -216 J-0 = -123 L = 349/21-11-8 I -P --160 H-0 -120 C -V = -216 LOAD CASE(S) Max Hors D -U = -123 E -T = -160 F -S = -120 Standard B-11(load case 5) Maz Uplift NOTES B = 83 load Casa 7 S = -1 load case 1) This truss has been designed for the wind loads generated by 0-A(loadcase P -0(loatl Cosa 7) r 70 mph winds at 25 fl above round level, using 7.0 sf to chord g 9 P P = case 5) ) U - 25(load case 666 dead load and LO psf bottom chord dead cad, 100 mi from - 4(load T T -0(loatl case ]) Max Grev L =-g3(loetl case ]� an occupancy category I. condition I hurricane Sceang, B enclosed o di dimensions itf by 24 ft with exposure C - 539 case R = 78(loa S = case 2 I45 ASCE 7.93 per 3 Per U C ais exist They are not Ii endey oad case 7) ) case 3) O 167 N P 274 load = 274((load case 1 = 219(loatl case 3) wind. If canAevers exposed loa,thIf cantilevers exist. they are ar If load D = 1671oad case 3 lumberexposed Owind. porches exist, the are exposed to wind. The lumbar DOL Y P increase is 1.33, and the plate grip Increase is 1.33