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Home My WebLink AboutTRUSS SPECS - 08-00129 - 640 Mill Stream - New SFR#, Job Truss Truss Type OtyPly 803090 -CS CJ11 MONO TRUSS 1 1 BMC E T (IDAHO FALLS), IDAHO FALLS, 10 83402 Job Reference o tions/ 7.030 s Jan 3 2008 MITek Industries, Inc. Thu Mar 13 12:40:41 2008 Page 1 2-1.7 5.7.14 5-7-14 axe Mnzall 5-7-14 5-7-14 LOADING (psf) SPACING 2.0.0 TCLL 35.0 Plates Increase 1.15 TCDL 7.0 Lumber Increase 1.15 BCLL 0.0 Rep Stress Incr NO BCDL 7.0 Code IRC20061TPI2002 --..— CSI TC 0.63 BC 0.39 WB 0.60 (Matrix) DEFL in (loc) I/deft L/d Vert(LL) -0.05 E -F >999 360 Vert(TL) -0.11 E -F >999 240 Horz(TL) 0.02 E n/a n/a Wind(LL) 0.02 F >999 240 PLATES GRIP M1120 197/144 Weight: 43 Ib LUMBER TOP CHORD 2 X 4 SPF 1650F 1.5E ----------._..— BRACING BOT CHORD 2 X 4 SPF 1650E 1.5E TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc purlins, except end verticals, WEBS 2 X 4 SPF Stud/Std *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. W1 2 X 4 SPF 1650F 1.5E REACTIONS (Ib/size) E=716/Mechanical, B=779/0-7-12 Max HorzB=244(LC 5) Max UpliftE=-302(LC 5), B=-273(LC 5) FORCES (lb) - Maximum Compresslon/Maxlmum Tenslon TOP CHORD A -B=0/69, B -G=-957/245, C -G=-839/254, C -H=-218/52, D -H=-44/42, D -E=-312/181 BOT CHORD B -I=-333/822, F-1--333/822, F -J=-3331822, E -J=-333/822 WEBS C -F=0/320, C -E=-803/319 NOTES 1) Wind: ASCE 7-05; gOmph; h=25ft; TCDL=4.2psf; BCDL=4.2psf; Category II; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL=1.33. 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcunent with any other live loads. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 302 Ib uplift at joint E and 273 Ib uplift at joint B. 5) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s)18lb down and 56 Ib up at 2-10.4, 18 Ib down and 56 Ib up at 2-10.4, 22 ib down and 49 Ib up at 5-8-3, 22 Ib down and 49 Ib up at 5-8-3, and 108 Ib down and 107 Ib up at 8-6-2, and 108 Ib down and 107 Ib up at B-6-2 on top chord, and 1 Ib up at 2-10-4, 1 Ib up at 2-10-4, 29 Ib down at 548-3, 29 Ib down at 5-8-3, and 63 Ib down at 8-6-2, and 63 Ib down at 8-6-2 on bottom chord. The design/selection of such connection devices) is the responsibility of others. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B), LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-13=-84, B -E=-14 Concentrated Loads (Ib) Vert: C= -44(F=-22, 8=-22) F= -24(F=-12, B=-12) G=1 12(F=56, B=56) H= -217(F=-108, B= -108)1=1(F=1, 121=1) J= -52(F=-26, B=-26) J) Job Truss Truss Type 7-3-1 7-3-1 ply 6-11-12 5-9-0 603090 -CB GE01 GA6LE 1 1 e n nl[C n et LOADING (psf) SPACING 2-0.0 Job Reference (optional) 7.030 s Jan 3 2008 MiTsk Industries, Inc. Thu Mar 13 12:40:42 2008 Page 1 -1-6-0 5-9-0 11-6-0 17-3-0 23-0-0 28-9.0 34-6-0 36-0-0 1-6-0 5.9.0 5-9-0 5-9-0 SXta W20//5-9.0 5-9.0 5.9.0 1-6-0 swe = I:ae.o 5,6 MI120= 3x4 M1120= 64 M1120= 6X6 M1120= 3X4 M112011 7-3.1 14-6-3 21-9-4 28-9-0 34-6-D 7-3-1 7-3-1 7-3-1 6-11-12 5-9-0 Plate Offsets (X Y)' [8:0-2-15,0-2-Q], [C:0-3-0,0-3-0], [E:0-1-12,0-2-4], [F:0-0-12,0-1-81, [G:0-2-12,0-3-01, [H'0.1-12 0-1-8} [K:0-3-0,0-3-0], [1 -:0 -4:Q&3 -JO, [M:0-1-9,0-1-81, [AO.0-1-12 0-_0-_12 } [ARO 1 12 0 0 121 LOADING (psf) SPACING 2-0.0 CSI DEFL in floc) Well Ud PLATES GRIP TCLL 35.0 Plates Increase 1.15 TC 0.48 Vert(LL) -0.06 M >999 360 M1120 1971144 TCDL 7.0 Lumber Increase 1.15 BC 0.34 Vert(TL) -0.13 B -M >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.79 Horz(TL) 0.03 H We n/a BCDL 7.0 Code IRC2006/TP12002 (Matrix) Wind(LL) 0.04 M >999 240 Weight 244 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 165OF 1.5E TOP CHORD Structural wood sheathing directly applied or 5-5-14 oc purlins. BOT CHORD 2 X 4 SPF 1650E 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: WEBS 2 X 4 SPF Stud/Std 6-0-0 oc bracing: K -L. OTHERS 2 X 4 SPF Stud/Std WEBS 1 Row at midpt E -L, F -K REACTIONS (Ib/size) 8=1135/0 -5 -8,K=1860/0 -6-8.H=64410-5-8 Max Horz B=-321 (LC 3) Max UpliftB=-313(LC 5), K=-352(LC 5), H=-229(LC 6) Max GravB=1 135(LC 1), K=1860(LC 1), H=700(LC 10) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A -B=0/66, B -C=-1505/313, C -D=-1304/360, D -E=6431273, E -F=-632/261, F -G=-78/270, G -H=-689/141, H-1=0166 BOT CHORD B -M=-294/1186, L -M=-192/729, K -L=-4151264, J -K=-10/484, H -J=-9/486 WEBS C -M=-389/222, D -M=-183/547, D -L=-700/322, E -L=-106/184, F -L=-210/1092, F -K=-1520/361, G -K=-586/217, G -J=01225 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; h=25ft; TCDL=4.2psf; BCDL=4.2psf; Category 11; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL=1.33. 3) 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" 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) All plates are 1.5x4 M1120 unless otherwise indicated. 6) Gable studs spaced at 2-0-0 oc. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 313 Ib uplift at joint B, 352 lb uplift at joint K and 229 Ib uplift at joint H. 8) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard SJ Job - • — - — - ---n —y, Truss Truss Type Qty Ply (loc) I/deft L/d G n/r 120 G n/r 120 F n/a n/a 803090-08 GE02 GABLE 1 1 TOP CHORD 2 X 4 SPF 1650E 1.5E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2 X 4 SPF 165OF 1.5E Job Reference (optional) ------ -- -- .+au a cvvo rvu, cn I, n1uaN1 , ,W I IIY IVIa1 IJ --04V.0 raga -I 1-6-0 3-11-8 7-11-0 9.5-0 1 8-0 3-11-8 3-11.6 1.6-0 A 4M M1129= D &M-1:19.3 LOADING (psf) TCLL 35.0 TCDL 7.0 BCLL OD BCDL 7.0 SPACING 2-0-0 Plates Increase 1115 Lumber Increase 1.15 Rep Stress Incr NO Code IRC2006/TPI2002 CSI TC 0.23 BC 0.03 WB 0.03 (Matrix) DEFL in Vert(LL) -0.03 Vert(TL) -0.04 Horz(TL) 0.00 (loc) I/deft L/d G n/r 120 G n/r 120 F n/a n/a PLATES GRIP MII20 197/144 Weight 28 Ib LUMBER BRACING TOP CHORD 2 X 4 SPF 1650E 1.5E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2 X 4 SPF 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2 X 4 SPF Stud/Std REACTIONS (Ib/size) B=280/7-11-0, F=280/7.11.0, 1=160/7.11.0, J=160/7-11.0, H=160/7-11-0 Max Horz B=78(LC 4) Max UpliftB=-137(LC 5), F=-149(LC 6), J=-36(LC 4), H=-36(LC 5) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A -B=0/64, B -C=-85/60, C -D=-65/75, D -E=-65/65, E -F-85/30, F -G=0/64 BOT CHORD 8.1=-5/72, I -J=-5/72, H-1=5/72, F -H=-5/72 WEBS D -I=-134/6, C -J=-128/55, E -H=-128/55 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; h=25ft; TCDL=4,2psf; BCDL=4.2psf; Category II; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; Lumber DOL=1,33 plate grip DOL=1.33. 3) 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' 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 2-0-0 oc. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 137 Ib uplift at joint B, 149 Ib uplift at joint F, 36 Ib uplift at joint J and 36 Ib uplift at joint H. 8) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard f) Job Truss Truss Type Qty ply B03090-08 GE - GABLE 1 1 Job Reference(optional) BMC WftST (IDAHO FALLS), IDAHO FALLS, ID 834027.030 s don 3 2008 MITek tndustnes, Inc. Thu Mar 1312:40:44 2008 Page 1 A 1-6.0 6.0-0 6.0-0 1.6-0 4%4 M1120 - 12-0-0 LOADING(psf) TCLL 35.0 SPACING 2.0.0 CSI DEFL in floc) Ildefl L/d TCDL. 7.0 Plates Increase 1.15 TC 0.23 Vert(LL) -0.02 1 Nr 120 BCLL 0.0 Lumber Increase 1.15 BC 0.08 Vart(TL) -0.02 1 n/r 120 BCDL 7.0 Rep Stress Incr NO WB 0.05 Horz(TL) 0.00 H nla nla Code IRC2006/TP12002 (Matrix) LUMBER TOP CHORD 2 X 4 SPF 165OF 1.5E BOT CHORD 2 X 4 SPF 165OF 1.5E OTHERS 2 X 4 SPF Stud/Std REACTIONS (Ib/size) B=289/12-0-0, H=289/12-0-0, L=163/12-0.0, M=212112-0-0, N=139/12-0-0, K=212112-0-0, J=139/12-0-0 Max Horz B=-115(LC 3) Max UpliftB=-124(LC 5), H=-139(LC 6), M=-92(LC 5), N=-30(LC 6), K--91(LC 6), J=-31(LC 5) Max GravB=289(LC 1), H=289(LC 1), L=163(LC 1), M=219(LC 9), N=139(LC 1), K=219(LC 10), J=139(LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A -B=0/64, B -C=-82/79, C -D=-65171, D -E=69/107, E -F=-69/101, F -G=-65/42, G -H=-80/35, H-1=0/64 BOT CHORD B -N=-12191, M -N=-12191, L -M=-12191, K -L=-12/91, J -K=-12191, H -J=-12191 WEBS E -L=-139/0, D -M=-183/100, C -N=-141/71, F -K=-183/99, G -J=-141/71 PLATES GRIP M1120 197/144 Weight: 45 Ib BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; h=25ft; TCDL=4.2psf; BCDL=4.2psf; Category II; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL=1.33. 3) 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' 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Ali plates are 1.5x4 M1120 unless otherwise indicated. 6) Gable requires continuous bottom chord bearing. 7) Gable studs spaced at 2-0-0 oc. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 124 Ib uplift at joint B, 139 Ib uplift at joint H, 92 ib uplift at joint M, 30 Ib uplift at joint N, 91 Ib uplift at joint K and 31 Ib uplift at joint J. 9) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard 1i amb:1:25.2 0, Job Truss Truss Type Qty Ply B03090-08 GE04 GABLE 1 1 8MC WFy$ r ({DAHO fALLS), IDAHO FALLS, ID 83402 Job Reference o tional 7.030 s Jan 3 2008 MiTek Industries, Inc. Thu Mar 1312:40:44 2008 Page 1 -1-6.0 5-4-6 10-8-121 16-1-2 21-5-8 1-6.0 5-4-6 5-4-6 5-4-6 5-4.6 3.4 M112011 08 MI120= 8-1-8 5-7-12 7-8-4 LOADING (psf) SPACING 2.0.0 CSI DEFL in (loo) I/deft L/d PLATES GRIP TCLL 35.0 Plates Increase 1.15 TC 0.45 Vert(LL) -0.09 B-H >999 360 M1120 197/144 TCDL 7.0 Lumber Increase 1.15 BC 0.28 Vert(TL) -0.18 B-H >523 240 BCU- 0.0 Rep Stress Incr NO WB 0.32 Horz(TL) 0.00 F n/a n/a BCDL 7.0 Code IRC2006ITP12002 (Matrix) Wind(LL) 0.03 F -G >999 240 Weight 114 Ib LUMBER BRACING BOT CHORD 2 X 4 SPF 1650O TOP CHORD 2 X 4 SPF 165F 1.5E TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc purlins. E 1.5E WEBS 2 X 4 SPF Stud/Std BOT CHORD Rigid ceiling directly applied or 6-0-0 cc bracing. OTHERS 2 X 4 SPF Stud/Std REACTIONS (Ib/size) F=309/0.5-8, B=503/0-5-8, G=701/0-5-8, H=697/Mechanical Max Horz B=216(LC 4) Max UpliftF=-66(LC 6), 8=-165(LC 5), G=-182(LC 6), H=-169(LC 5) Max GravF=322(LC 10), B=514(LC 9), G=701(LC 1), H=697(LC 1) FORCES (lb) - Maximum Compression/Maximum Tenslon TOP CHORD A -B=0/66, B -C--337/86, C -D=-58/226, D -E=-35/225, E -F=-287/64 BOT CHORD B -H=-122/204, G -H=-36/135, F -G=-1/188 WEBS C -H=-426/219, D -H=-328/76, D -G=-291/59, Edi= -439/231 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; h=25ft; TCDL=4.2psf; BCDL=4.2psf; Category II; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL=1.33. 3) 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" 4) This truss has been designed for a 10,0 psf bottom chord live load nonconcurrent with any other live loads. 5) All plates are 1.5x4 M1120 unless otherwise Indicated. 6) Gable studs spaced at 2-0-0 cc. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 66 Ib uplift atjoint F, 165 Ib uplift atjoint B, 182 Ib uplift at joint G and 169 Ib uplift at joint H. 9) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPl 1. LOAD CASE(S) Standard 3 Scale =1:41.1 V, Job Truss Truss Type Qty Ply B03090-08 GE05 GABLE 1 1 BMC WEST (IDAHO FALLS), IDAHO FALLS, ID 83402 Job Reference optional) 7.030 s Jan 3 2008 MiTek Industries, Inc. Thu Mar 13 12:40:45 2008 Page 1 180 110.0 - _- 11-0-0 1-6.0 4%4 M112D= LOADING(psf) SPACING 2-0-0 CSI TOLL 35.0 Plates Increase 1.15 TO0,23 TOOL 7.0 Lumber Increase 1.15 BC 0.06 BOLL 0.0 Rep Stress Incr NO WB 0.13 BCDL 7.0 Code IRC2006/TP12002 (Matrix) LUMBER TOP CHORD 2 X 4 SPF 165OF 1.5E BOT CHORD 2 X 4 SPF 165OF 1.5E OTHERS 2 X 4 SPF Stud/Std DEFL in (loc) Wait L/d PLATS GRIP Vert(LL) -0.02 M n/r 120 M1120 197/144 Vert(TL) -0.02 M n/r 120 Horz(TL) 0.00 L n/a n/a Weight 96 ib BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) B=311/22-0-0, S=170/22-0-0, T=195/22-0-0, U=199/22-0-0, V=184/22-0-0, W=236/22-0-0, R=195/22-0-0, Q=199/22-0-0, 0=184/22-0-0, N=236/22-0-0, L=311/22-0-0 Max HorzB=-207(LC 3) Max UpliftB=-86(LC 5), T=-71(LC 5), U=-80(LC 5), V=-83(LC 5), W=-69(LC 5),11 -69(LC 6), Q=-81(LC 6), 0=-83(LC 6), N=-69(LC 6), L=-108(LC 6) Max GravB=311(LC 1), S=170(LC 1), T=202(LC 9), U=199(LC 1), V=184(LC 9), W=236(LC 9), R=202(LC 10), Q=199(LC 1), 0=184(LC 10), N=236(LC 10), L=311(LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A -B=0/64, 8-C=-162/135, C -D=-112/120, D -E=-76/118, E -F=-69/151, F -G=-68/183, G -H=-68/176, H -I=-89!125, 1-J=-68/66, J -K=-74/41, K -L=-98/55, L -M=0/64 BOT CHORD B -W=-28/145, V -W=-28/145, U -V=-28/145, T -U=-28/145, S -T=-28/145, R -S=-281145, Q -R=-28/145, P -Q=-28/145, O -P=48/145, N -O=-28/145, L -N=-28/145 WEBS G -S=-142/0, F -T=-174/87, E -U=-171/99, D -V=-156/91, C -W=-207/108, H -R=-174/85, I -O=-171/100, J -O=-156/91, K -N=-207/107 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; h=2511; TCDL=4.2psf; BCDL=4.2psf; Category II; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL=1.33. 3) 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' 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) All plates are 1.5x4 M1120 unless otherwise indicated. 6) Gable requires continuous bottom chord bearing. 7) Gable studs spaced at 2-0-0 oc. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 86 Ib uplift at joint B, 71 Ib uplift at joint T, 80 Ib uplift at joint U, 83 Ib uplift at joint V, 69 lb uplift at joint W, 69 Ib uplift at joint R, 81 Ib uplift at joint Q, 83 Ib uplift at joint O, 69 Ib uplift at joint N and 108 lb uplift at joint L. 9) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard &0 a 1:40.3 B03090-08 LOADING (psf) TCLL 35.0 TCDL 7.0 BCLL 0.0 BCDL 7.0 LUMBER TOP CHORD 2 X 4 SPF 165OF 1.5E BOT CHORD 2 X 6 DF 180OF 1.6E WEBS 2 X 4 SPF Stud/Std 3' COMMON 5-9-0 11 6-0 17-3-0 23-0-0 28-9-0 5'9'0 34-6-0 36-0 0 5-9-0 5.9-0 5-9-Q 5-9.0 5-9-0 1-6-0 6x8 M1120= 0 5.9-0 — 11-6-0 17-3-0 23-0-0 ^^^x'�— -9.0 28 89 Hxq MI12011 34-8-0 5-9-0 5-9-0 5-9-0 5-9-0 0 5-9-0 0 0-3-01 [F:0-3-0 0-3-01 {J [G:0-3.15,0-2-81 •0-4-0 0-4-81 [L:0-4-0,0 4 81 SPACING 2-0.0 Plates increase 1.15 CSI TC 0.46 DEFL Vert(LL) in (loc) -0.15 K I/deft >999 Ud PLATEB GRIP Lumber increase 1.15 BC 0.34 Vert(TL) -0.24 K -L >999 360 240 M1120 197/144 Rep Stress Incr NO WB 0.71 Harz(TL) 0.08 G n/a n/a Code IRC2006/TPI2002 (Matrix) Wind(LL) 0.08 K -L >999 240_J_ Weght;1871b REACTIONS (Ib/size) A=1664/0-5.8, G=182310-5-8 Max HorzA=-334(LC 3) Max UpII to=-349(LC 5), G=-444(LC 6) BRACING TOP CHORD Structural wood sheathing directly applied or 3-10.6 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. WEBS 1 Row at midpt C -K, E -K FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD A -B=-2892/590, B -C=-23341519, C -D=-1785/471, D -E=-1785/476, E -F=-2327/509, F -G=-2851/554, G -H=0/71 BOT CHORD A -M=-532/2380, L -M=-53312378, K -L=-334/1912, J -K---242/1906, 1-J=-346/2341, G-1=-345/2342 WEBS B -M=0/205, B -L=-548/230, C -L=-64/353, C -K=752/299, D -K=-30011185, E -K=744/292, E -J=-56/342, F -J=-5121203, F-1=0/199 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; h=25ft; TCDL=4.2psf; BCDL=4.2psf; Category II; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; Lumber DOL=1.33 plate 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. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 349 Ib uplift at joint A and 444 Ib uplift at joint G. 5) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard 11 sole = 1:81.8 Job Truss Truss Type Qty ply B03090-08 GR02 HIP 22 1 BMC WAST (IDAHO FALLS), IDAHO FALLS, ID 83402 Job Reference o tional 7.030 s Jan 3 2008 MiTek Intlustdes, Inc. Thu Mar 13 12:40:47 2008 at 1 -6-0 4-0-0 8-0.0 14-0-0 20.0-0 23-11-4 27-10-8 1-6-0 4-n-1 ,,_�_� , 4x8 MIM= 6-0-0 1.6.4 M1120I I US M1120= 3.11.4 3.11-4 SX4 M112011 Us M1120= 4.0-0 8.0-0 14.0-0 20-0-0 23-11.4 27-10-8 4-0-0 4 0 0 6-0-0 Plate Offsets (X Y): [B:0-3-12.0-1-81, [D:0-6 0 0 241 [F 0-6-0 0.2 41 (H 0.3-0 0-2-111 tK 0 4 0 0 4 8] 6-0-0 3.11-4 LOADING (psf) TCLL 35.0 SPACING 2.0.0 Plates Increase 1.15 CSI TC 0.28 __7E: OEFL in floc) I/deft L/d PLATES GRtP TCDL 7.0 BCLL Lumber Increase 1.15 BC 0.37 Vert(LL) -0.15 Vert(TL) -0.25 K -L >999 360 K -L >999 240 tvLA 197/144 0.0 BCDL 7.0 Rep Stress Incr NO Code IRC2006ITP12002 WB 0.44 (Matrix) Horz(TL) 0.07 H n/a n/a Wind(LL) 0.12 K -L >999 240 Weight:2831b LUMBER TOP CHORD 2 X 4 SPF 16501 1.5E BRACING BOT CHORD 2 X 6 OF 1800E 1.6E TOP CHORD Structural wood sheathing directly applied or 6.0-0 oc purlins. WEBS 2 X 4 SPF Stud/Std BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) H=4019/0-4-0, B=3160/0.5.8 Max HorzB=165(LC 4) Max UpliftH=-1414(LC 6), 8=-1138(LC 5) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A -B=0/71, B -C=-5323/1879, C -D=-5243/1990, D -E=-5419/2099, E -F=-5419/2099, F -G=-5084/1919, G -H=-5836/2126 BOT CHORD B -M=-1709/4469, L -M=-1709/4469, L -N=-1786/4515, N -O=-1786/4515, K -O=-1786/4515, K -P=-1598/4373, P -Q=-1598/4373, J -Q=-1598/4373, J -R=-1769/4892, 1-R=-1769/4892, 1-5=-1769/4892, H -S=-1769/4892 WEBS C -M=164/134, C -L=-245(246, D -L=-609/1452, D -K=-573/1279, E -K=-505/252, F -K=-654/1461, F -J=-534/1265, G -J=-653/336, G -i=-2151531 NOTES 1) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 957 lb down and 456 Ib up at 8-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 2) 2 -ply truss to be connected together with 10d (0,131"x3") 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 0-7-0 oc. Webs connected as follows: 2 X 4.1 row at 0.9.0 oc. Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 957 Ib down and 456 Ib up at 8-0.0 on bottom chord. The design/selection of such connection device(s) Is the responsibility of others. 3) All loads are considered equally applied to all piles, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 4) Unbalanced roof live loads have been considered for this design. 5) Wind: ASCE 7.05; 90mph; h=25ft; TCDL=4.2psf; BCDL=4.2psf; Category 11; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL=1.33. 6) Provide adequate drainage to prevent water ponding. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1414 Ib uplift at joint H and 1138 Ib uplift at joint B. 9) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 10) Use Simpson Strong -Tie LUS24 (4-10d Girder, 2-10d Truss, Single Ply Girder) or equivalent spaced at 2-0-0 oc max. starting at 10-0-12 from the left end to 25-11.4 to connect truss(es) J07 (1 ply 2 X 4 SPF) to front face of bottom chord. 11) UseSimpson Strong -Tie LUS24 (4-10d Girder, 2-10d Truss, Single Ply Girder) or equivalent at 27-8-8 from the left end to connect truss(es) GE04 (1 ply 2 X 4 SPF) to back face of bottom chord Continued on page 2 3-11-4 JobTTrusspe-- -- ---- Qty�fB03090-08 GR02 — _ 1 L Job Reference (optional) BMC WT (IDAHO FALLS), IDAHO —FALLS, ID 83402 7.030 s Jan 3 2008 MiTek Industries, Inc. Thu Mar 1312:40:47 2008 Page 2 MUM* * 12) Fill all nail holes where hanger is in contact with lumber. 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 957 Ib down and 456 Ib up at 8-0.0 on bottom chord. The desigNselection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (pit) Vert: A -D=-84, D -F=-84, F -H=-84, B -H=-14 Concentrated Loads (Ib) Vert: H= -626(B) L= -957(F) K= -306(F) J= -306(F)1= -306(F) N= -306(F) 0=-306(F) P= -306(F) Q= -306(F) R= -306(F) S= -306(F) Job Truss Truss Type Qty Ply 8030 10-08 GR03 COMMON 1 Z Job Reference foptionap BMC WF,ST (IDAHO FALLS), IDAHO FALLS, ID 83402 7.030 s Jan 3 2008 M1Tek Industries, Inc. Thu Mar 13 12:40:48 2008 Page 1 6-0-0 6-0-0 5.9 MIM—_ — MI ISO i 3%8 W120z 8-0-0 6-0-0 LOADING (psf) TCLL 35.0 TCDL 7.0 BCLL 0.0 BCDL 7.0 SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr NO Code IRC20061TPI2002 CSI TC 0.43 BC 0.83 WB 0.34 (Matrix) DEFL in (loc) Wall L/d Vert(LL) -0.10 C -D >999 360 Vert(TL) -0.16 C -D >846 240 Horz(TL) 0.02 C n/a n/a Wind(LL) 0.06 C -D >999 240 PLATES GRIP M1120 1971144 Weight: 91 Ib LUMBER BRACING TOP CHORD 2 X 4 SPF 165OF 1.5E BOT CHORD 2 X 6 DF 180OF 1.6E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. WEBS 2 X 4 SPF 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) A=3648/0-5-8, C=3491/0.5-8 Max HorzA=-109(LC 3) Max L1pliftA--906(LC 5), C=-866(LC 6) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A -B=-481211200, B -C=-4813/1200 BOT CHORD A -E=-980/4078, E -F=-980/4078, D -F=-980/4078, D -G=-980/4078, G -H=-980/4078, C -H=-980/4078 WEBS B -D=-1024/4242 NOTES 1) 2 -ply truss to be connected together with 10d (0.131"x3") 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 0-7.0 oc. Webs connected as follows: 2 X 4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all piles, except If noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-05; 90mph; h=25ft; TCDL=4.2psf; BCDL=4.2psf; Category II; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL=1.33. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 906 Ib uplift at joint A and 866 Ib uplift at joint C. 7) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) Use Simpson Strong -Tie HUS26 (14-10d Girder, 4-10d Truss, Single Ply Girder) or equivalent spaced at 2-0.0 oc max. starting at 1-9-12 from the left end to 9-9-12 to connect truss(es) SO4B (1 ply 2 X 4 SPF) to front face of bottom chord. 9) Fill all nail holes where hanger is in contact with lumber. LOAD CASE(S) Standard Continued on page 2 Scale =1:24.8 GR03 ICOMMON LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A -B=-84, B -C=-84, A -C=-14 Concentrated Loads (lb) Vert: D= -1202(F) E= -1202(F) F= -1202(F) G= -1202(F) H= -1202(F) EJ,ob BMC WEST Tru: HIP s 1-6-0 5-0.0 5-0-0 8-0-0 -- x, 4.11-4 4-11-411-4 7.8 M1120� 8X10 MI1200 oxo mi�eu= W M1120= 10-0-0 Plate Offsets (X Y): [B:0-1.3 Edge] [D:0-2-1 Edge] fE•0-8-12 0-5-e1 [G•Edge 0 1-11 [H 0-3-0 0-3 41 [I 0 4 0 0 3 01 8-0-0 9-10 8 LOADI:(psf) TCLL SPACING 2-0-0 Plates Increase 1.15 CSI TC 0.55 DEFL in (loc) I/deft Ud PLATES GRIP TCDL BCLL Lumber Increase 1.15 BC 0.51 Vert(LL) -0.21 Vert(TL) -0.47 B -I >999 360 G -H >704 240 M1120 197/144 BCDL Rep Stress Incr YES Code IRC2006/TP12002 WS 0.25 Horz(TL) 0.08 G n/a n/a (Matrix) Wind(LL) 0.07 G -H >999 240 Weight: 113 lb LUMBER TOP CHORD 2 X 4 SPF 1650E 1.5E ;Except BRACING T2 2 X 6 DF 1800E 1.6E TOP CHORD Structural wood sheathing directly applied or 4.4-3 oc purlins. BOT CHORD 2 X 4 SPF 1650E 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF Stud/Std W EBS 1 Row at mldpt E-1 REACTIONS (lb/size) G=1342/0-4-0, B=1503/0-5-8 Max HorzB=202(LC 4) Max UpliftG=-260(LC 6), 8=-355(LC 5) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A -B=0/66, B -C=-2188/420, C -D=-1820/342, D -E=-1500/353, E -F=-1823/355, F -G=-2175/439 BOT CHORD 8-1=-381/1778, H -1=-1B0/1503, G -H=-303/1788 WEBS C -I=-329/195, D-1-171346, E-1=-228/227, E -H=-33/347, F -H=-341/212 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; h=25ft; TCDL=4.2psf; BCDL=4.2psf; Category 11; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; Lumber DOL=1.33 plate grip D0L=1.33. 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 260 lb uplift atJoint G and 355 Ib uplift at Joint B. 6) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802,10.2 and referenced standard ANSI/TPI 1. LOAD CASES) Standard 8.10 =1:37.3 H02 I HIP -1-6.0 6-0-0 12-0-0 16.0-0 21.11 4 27-10.8 1-6-0 6.0-0 6-0-0 4-0-0 5-11.4 5.11.4 7x10 M1118H= Scale =1:40.8 6x8 MII20= .---11 8x4 MUD= 8X8 M1120= 1.8x4 M1120 11 5N6 MII20= 6-0-0 12-0-0 16-0-0 21-11.4 27-10-8 6.0-0 6-0-0 4-0.0 5-11-4 5-11-4 LOADING (psf) TCLL 35.0 TCDL 7.0 BCLL 0.0 BCDL 7.0 SPACING 20.0 Plates Increase 1.15 Lumber increase 1.15 Rep Stress Incr YES Code IRC2006/TPI2002 (loc) CSI TC 0.43 BC 0.47 WB 0.59 (Matrix) LUMBER PLATES GRIP TOP CHORD 2 X 4 SPF 165OF 1.5E *Except* -0.10 T2 2 X 6 DF 180OF 1.6E >999 BOT CHORD 2 X 4 SPF 165OF 1.5E M1120 197/144 WEBS 2 X 4 SPF Stud/Std -0.18 REACTIONS (Ib/size) G=1342/0-4-0, 8=1503/0-5-8 >999 Max HorzB=238(LC 4) M1118H 141/138 Max UpliftG=-272(LC 6), B=-367(LC 5) 0.08 FORCES (lb) - Maximum Compression/Maximum Tension n/a TOP CHORD A -B=0/66, B -C=-2211/406, C -D=-1641/351, D -E=-1316/369, E -F=-1644/359, F -G=-2226/431 BOT CHORD B -K=-351/1782, J -K=-351/1782, I H -J=-167/1317, -I=-286/1795, G -H=-286/1795 WEBS C-00/223, C -J=-555/220, D -J=-70/342, D -I=-251/248, E -I=-80/356, F -I=-574/244, F -H=0/224 DEFL In (loc) I/deft L/d PLATES GRIP Vert(LL) -0.10 J >999 360 M1120 197/144 Vert(TL) -0.18 J -K >999 240 M1118H 141/138 Horz(TL) 0.08 G n/a Ma Wind(LL) 0.05 G -H >999 240 Weight: 121 ib BRACING TOP CHORD Structural wood sheathing directly applied or 4.3.13 cc purlins BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; h=25ft; TCDL=4.2psf; BCDL=4.2psf; Category II; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; Lumber DOL=1.33 plate grip D0L=1.33. 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) All plates are MT20 plates unless otherwise Indicated. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 272 Ib uplift at joint G and 367 Ib uplift at joint B. 7) This truss Is designed In accordance with the 2006 International Residential Code sections R502,11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard I Truss Truss Type — Qty ply )8 H03 SPECIAL 1 1 FJ0eference (optional) EAST (IDAHO FALLS), IDAHO FALLS, ID 83402 7.030 s Jan 3 2008 MITek Industries, Inc. Thu Mar 1312:40:50 200E 8-0-012-8-8 — 20-0-0 24.0-( 8.0-0 4-8-8 7.3.8 4-0-0 8x10 M1118H j 40 M1120= 54 MI120= 29-6-0 4.0-0 1-6.0 Scab = 1:35.5 8.0-0 4-8-8 7-5 0 3-10-8 4.0-0 Plate Offsets (X)7: [A:0-1-3,Edgel, [B:0-9-0 0-5-121 [D:0 -3-0,0-2-§I, [F•0-3-3 0-1-21 fl•0-3-120-2-121 [J:0-5-4,0-2-81 LOADING(psf) TCLL 35.0 SPACING 2-0-0 Plates Increase 1.15 CS1 TC 0.76 DEFL in (loc) I/defl Ud PLATES GRIP TCDL 7.0 BCLL 0.0 Lumber Increase 1.15 BC 0.64 Vert(LL) -0.25 Vert(TL) -0.45 1 >999 360 I -J >727 240 MII20 197/144 MII18H 141/138 BCDL 7.0 Rep Stress Incr YES Code IRC2006/TP120027 WB 0.77 (Matrix) Horz(TL) 0.26 Wind(LL) 0.13 F n/a n/a A -K >999 240 Weight: 115 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 165OF 1.5E *Except* TOP CHORD T2 2 X 6 DF 180OF 1.6E Structural wood sheathing directly applied or 3-4.6 oc putllns. BOT CHORD BOT CHORD 2 X 4 SPF 165OF 1.5E Rigid ceiling directly applied or 10.0-0 oc bracing. WEBS 2 X 4 SPF Stud/Std REACTIONS (Ib/size) A=1345/0 -5-8,F=1506/0-5-8 Max HorzA=-165(LC 3) Max UpliftA=-246(LC 5), F=-341(LC 6) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A -B=-2163/415, B -C=-2036/481, C -D=-3039/588, D -E=-3620/647, E -F=-3825/646, F -G=0/62 BOT CHORD A-0-412/1726, J -K=-411/1730, I -J=-505/2108, H-1=-504/3274, F -H=-505/3256 WEBS B -K=0/232, B -J=-333/700, CJ= -931/367, C-1=-140/1082, D -I=-150/1276, E -I=-224/258, E -H=-10/77 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; h=25ft; TCDL=4.2psf; BCDL=4.2psf; Category II; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL=1.33. 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcunent with any other live loads. 5) All plates are MT20 plates unless otherwise indicated, 6) Bearing atjoint(s) F considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 246 Ib uplift at Joint A and 341 lb uplift at Joint F. 8) This truss is designed In accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSIITPI 1. LOAD CASE(S) Standard lob Truss Truss Type Qty Ply 303090-08 H04 SPECIAL 1 1 BMC WEVT (IDAHO FALLS), IDAHO FALLS, 10 83402 — — — �J.bRele�t.pri.nai 7.030 s Jan 3 2008 MiTek Industries, Inc. Thu Mar 1312:40:50 2008 Page 1 5-0-0 10-0-0 12-8-8 18-0-0 23-0-0 28-0-0 29-6-0 5-0-0 5-0.0 2-8-8 5-3-8 5-0-0 5-0-D 1.6.0 6x8 M1120= Scale = 1:38.1 3x8 M820= 6x6 M1120= 0-0-0 1 2-8-8 5-3.8 2.1-8 7.10-8 14 LOADING (psf) TCLL 35.0 SPACING 2-0-0 CSI Plates Increase 1.15 TC 0.42 DEFL in (loc) Udell Ud Vert(LL) -0.25 1 >999 PLATES GRIP TCDL 7.0 BCLL Lumber Increase 1.15 BC 0.67 Vert(TL) -0.49 360 A -L >675 240 M1120 197/144 0.0 BCDL 7.0 Rep Stress Incr YES WB 0.36 Code IRC2006/TP12002 (Matrix) Horz(TL) 0.25 Wind(LL) G rUa n/a 0.11 1 >999 240 Weight 124 ib LUMBER BRACING TOP CHORD 2 X 4 SPF 1650E 1.5E *Except* TOP CHORD T2 2 X 6 DF 180OF 1.6E Structural wood sheathing directly applied or 3-3-13 oc purlins. BOT CHORD BOT CHORD 2 X 4 SPF 165OF 1.5E Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF Stud/Std *Except* W6 2 X 4 SPF 165OF 1.5E REACTIONS (Ib/size) A=1345/0-5-8, 0=1506/0-5-8 Max HorzA=-202(LC 3) Max UpliffA=-261(LC 5), G=-356(LC 6) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A -S=-2209/446, 8-C=-1830/355, C -D=-1504/361, D -E=-2004/384, E -F=-3505/483, F -G=-3899/626, G -H=0/62 BOT CHORD A -L=-382/1827, K-L=-29Ill 588, J -K= -307/1654,1-J=-233/2099, G-1=-433/3347 WEBS B -L=-394/221, C -L=-101/536, D -L=-422/241, D -K=-454197, DJ= -75/593, E -J=-437/85, E -I=-169/1867, F -I=-291/242 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; h=25ft; TCDL=4.2psf; BCDL=4.2psf; Category ll; Exp C; enclosed; MWFRS (low-rise) gable and zone; cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL=1.33. 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Bearing at joints) G considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 261 Ib uplift at joint A and 356 Ib uplift at joint G. 7) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard B03090-08 I HOS 6-0-0 12-0-0 2- 16-0-0 22-0.0 28-0-0 29-6-0 6-0-0 6-0-0 0-8-8 3.3-8 6-0-0 6.0-C 1-6.0 5x8 M1120G 3x4 MI120= 5x8 MIMDJ C D E 6-0-0 { 12-0.0 12-8-8 16-0-0 20.1.8 28-0-0 6-0-0 6-0-0 0-8-8 3-3-8 4-1-8 7-10-8 LOADING (psf) SPACING 2.0.0 TOLL 35.0 Plates Increase 1.15 TCDL 7.0 BOLL Lumber Increase 1.15 0.0 BCDL 7.0 Rep Stress Incr YES Cade IRC2006fTP12002 LUMBER TOP CHORD 2 X 4 SPF 165OF 1.5E BOT CHORD 2 X 4 SPF 165OF 1.5E WEBS 2 X 4 SPF Stud/Std "Except" W5 2 X 4 SPF 165OF 1.5E REACTIONS (Ib/size) A=1345/0-5-8, G=1506/0-5-8 Max HorzA=-240(LC 3) Max UpliftA=-272(LC 5), G=-367(LC 6) CS1 DEFL in (loc) Vdefl L/d PLATES GRIP TC 0.51 Vert(LL) -0.28 1 >999 360 MI120 197/144 BC 0.68 Vert(TL) -0.46 G-1 >718 240 WB 0.64 Horz(TL) 0.27 G n/a n/a (Matrix) Wind(LL) 0.12 I >999 240 Weight 122 lb BRACING TOP CHORD Structural wood sheathing directly applied or 3-1-7 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A -B=-2251/439, B -C=-1641/353, C -D=-1312/364, D -E=-1509/368, E -F=-3509/562, F -G=-3922/647, G -H=0/62 BOT CHORD A -M=-364/1823, L -M=-364/1823, K -L=-150/1306, J -K=-158/1355, 1,J=-143/1587, G -I=-463/3371 WEBS B -M=0/227, B -L=-6151262, C -L=-8/262, D -K=-336/99, D -J=-124/569, E -J=-518/131, E -I=-270/2169, F -I=-386/257 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; h=25ft; TCDL=4.2psf; BCDL=4.2psf; Category II; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; Lumber D0L=1.33 plate grip DOL=1.33. 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Bearing at joint(s) G considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 272 Ib uplift at joint A and 367 Ib uplift at Joint G. 7) This truss Is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1, LOAD CASE(S) Standard S.W. • 1:451 B03090-08 HF1 LOADING (psf) SPACING 2-0-0 TCLL 35.0 Plates Increase 1.15 TCDL 7.0 Lumber Increase 1.15 BCLL 0.0 Rep Stress ]nor NO BCDL 7.0 Code IRC2006/TPI2002 LUMBER TOP CHORD 2 X 4 SPF 165OF 1.5E BOT CHORD 2 X 4 SPF 165OF 1.5E OTHERS 2 X 4 SPF Stud/Std GABLE 6.0-0 6.0-0 4X4 MN20 CSI DEFL in (loc) Wall Ud PLATES GRIP TC 0.08 Vert(LL) n/a n/a 999 M1120 197/144 BC 0.04 Vert(TL) n/a n/a 999 WB 0.09 Horz(TL) 0.00 G Na n/a (Matrix) — Weight 55 lb BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) A=103/12-0-0, G=103/12-0-0, J=120/12-0-0, K=192112-0-0, L=204/12-0-0, 1=192!12-0-0, H=204/12-0-0 Max HorzA=-218(LC 3) Max UpliftA=-74(LC 3), G=-44(LC 4), K=-154(LC 5), L=-172(LC 5), 1=-153(LC 6), H=-172(LC 6) Max GravA=160(LC 4), G=136(LC 6), J=120(LC 1), K=201(LC 9), L=204(LC 1), 1=201(LC 10), H=204(LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A -B=-218/121, B -C=-126/107, C -D=-1161124, D -E=-116/109, E -F=-117/66, F -G=-196/81 BOT CHORD A -L=-54/162, K -L=-54/162, J -K=-54/162, I -J=-54/162, H-1=-54/162, G -H=-54/162 WEBS D -J=104/0, C-0-175/174, B -L=-165/176, E -I=-175(173, F -H=-1651176 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; h=25ft; TCDL=4.2psfi BCDL=4.2psf; Category II; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL=1.33. 3) 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' 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) All plates are 1.5x4 M1120 unless otherwise indicated. 6) Gable requires continuous bottom chord bearing. 7) Gable studs spaced at 2-0-0 oc. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 74 Ib uplift atjolnt A, 44 Ib uplift at joint G, 154 Ib uplift at joint K, 172 Ib uplift at joint L, 153 Ib uplift at joint I and 172 Ib uplift at joint H. 9) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job Truss Truss Type ty Ply 603090-08 J01 MONO TRUSS ::14 CSI BMC WEST (IDAHO FALLS), IDAHO FALLS, ID 83402 (loc) I/deft lJd 1 Job Reference o lona) 7 n¢ A 1-6-0 1-11-11 - _ LOADING (psf)NG 35.0 2-0.0TCLL ncrease 1.15 CSI DEFL n (loc) I/deft lJd TCDL 7.0 Increase 1.15 =Rep TC 0.21 BC 0.03 Vert(LL) -0.00 B >999 360 BCLL 0.0ess 7.0C2006/TPI2002 Incr YES WB 0.00 Vert(TL) HorzBCDL (TL) -0.00 -0.00 B -D >999 C Na 240 n/a Matrix ( ) Wind(LL) 0.00 B **** 240 LUMBER — -- -- TOP CHORD 2 X 4 SPF 165OF 1.5E BRACING . _.___.. ___...__, ...... �,�.. �..o� ,.. ,�.•.�.o<euw. rage i PLATES GRIP M1120 197/144 Weight:7 Ib BOT CHORD 2 X 4 SPF 1650E 1.5E TOP CHORD Structural wood sheathing directly applied or 1-11-11 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) B=287/0-5-8, D=13/Mechanical, C=211Mechanical Max Horz B=100(LC 5) Max UpliftB=-136(LC 5), C=-15(LC 6) Max GravB=287(LC 1), D=33(LC 2), C=21 (LC 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A -B=0/65, B -C=-73/10 BOT CHORD B -D=0/0 NOTES 1) Wlnd: ASCE 7-05; 90mph; h=25ft; TCDL=4.2psf; BCDL=4.2psf; Category II; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL=1.33. 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 136 Ib uplift at joint B and 15 Ib uplift at joint C. 5) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Scale =1:10.9 lob Truss Truss Type Qty Ply 303090.08 J03 MONO TRUSS 4 1 BMC WEST (IDAHO FALLS), IDAHO FALLS, ID 83402 Job Reference (optional? A 1-6-0 3-11-11 LUMBER BRACING TOP CHORD 2 X 4 SPF 165OF 1.5E 7.030 s Jan 3 2008 MiTek Industries, Inc. Thu Mar 131240:52 2008 Page 1 PLATES GRIP M1120 197/144 Weight 12 lb BOT CHORD 2 X 4 SPF 165OF 1.5E TOP CHORD Structural wood sheathing directly applied or 3-11-11 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) C=109/Mechanical, 8=364/0-5-8, D=26/Mechanlcal Max HorzB=144(LC 5) Max UpliftC=-59(LC 5), B=-133(LC 5) Max GravC=109(LC 1), B=364(LC 1), 0=63(LC 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A -B=0/66, B -C=-100/42 SOT CHORD B -D=0/0 NOTES 1) Wind: ASCE 7-05; 90mph; h=25ft; TCDL=4.2psf; BCDL=4.2psf; Category 11; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL=1.33. 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 59 Ib uplift at joint C and 133 Ib uplift at joint B. 5) This truss is designed In accordance with the 2006 International Residential Code sections R502.11.1 and R802,10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard $,.*. = 1:16.2 - LOADING TCLL LL 35.0 SPACING 2.0-0 Plates Increase 1.15 CSI DEFL in floc) Ildefl Lid CDL 7.0 Lumber Increase 1.15 TC 0.25 BC 0.10 Vert(LL) -0.01 B -D >999 360 BCLL 0.0 BCDL 7.0 Rep Stress Incr YES WB 0.00 Vert(TL) -0.02 B -D Horz(TL) -0.00 C >999 n/a 240 n/a Code IRC2006/TPI2002 (Matrix) Wind(LL) 0.00 B —* 240 LUMBER BRACING TOP CHORD 2 X 4 SPF 165OF 1.5E 7.030 s Jan 3 2008 MiTek Industries, Inc. Thu Mar 131240:52 2008 Page 1 PLATES GRIP M1120 197/144 Weight 12 lb BOT CHORD 2 X 4 SPF 165OF 1.5E TOP CHORD Structural wood sheathing directly applied or 3-11-11 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) C=109/Mechanical, 8=364/0-5-8, D=26/Mechanlcal Max HorzB=144(LC 5) Max UpliftC=-59(LC 5), B=-133(LC 5) Max GravC=109(LC 1), B=364(LC 1), 0=63(LC 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A -B=0/66, B -C=-100/42 SOT CHORD B -D=0/0 NOTES 1) Wind: ASCE 7-05; 90mph; h=25ft; TCDL=4.2psf; BCDL=4.2psf; Category 11; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL=1.33. 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 59 Ib uplift at joint C and 133 Ib uplift at joint B. 5) This truss is designed In accordance with the 2006 International Residential Code sections R502.11.1 and R802,10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard $,.*. = 1:16.2 Job Truss Truss Type Qty Ply 303090-08 JOS MONO TRUSS 4 1 BMC WVST (IDAHO FALLS), IDAHO FALLS, ID 83402 Job Reference o tional 7.030 s Jan 3 2008 MiTek Industries, Inc. Thu Mar 13 12:40:52 2008 Page 1 A 1-6-0 5-11.11 —_ LUMBER BRACING TOP CHORD 2 X 4 SPF 1650E 1 5E PLATES GRIP M1120 197/144 Weight 17 lb BOT CHORD 2 X 4 SPF 165OF 1.5E TOP CHORD Structural wood sheathing directly applied or 5-11-11 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, REACTIONS (Ib/size) C=207/Mechanical, B=448/0-5.8, 0=40/Mechanical Max HorzB=192(LC 5) Max Up11ftC=-117(LC 5), B=-133(LC 5) Max GravC=207({C 1), B=448(LC 1), D=97(LC 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A -B=0/66, B -C=-134/84 BOT CHORD B -D=010 NOTES 1) Wind: ASCE 7-05; 90mph; h=25ft; TCDL=4.2psf; BCDL=4.2psf; Category II; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; Lumber DOL=1,33 plate grip DOL=1.33. 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 117 Ib uplift at joint C and 133 ib uplift at joint B. 5) This truss Is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1, LOAD CASE(S) Standard LOADING (psf) TCLL 35.0 SPACI=1.15 Plates ITC CSB DEFL in (loc) I/defl L/d TCDL 7.0 BCLL LumberBC 0.46 0.24 Vert(LL) -0.06 B -D Vert(TL) -0.12 B -D >999 >570 360 240 0.0 BCDL 7.0 Rep StrWB Code I(Matrix) 0.00 Horz(TL) -0.00 C n/a n/a Wind(LL) 0.00 B '"' 240 —_ LUMBER BRACING TOP CHORD 2 X 4 SPF 1650E 1 5E PLATES GRIP M1120 197/144 Weight 17 lb BOT CHORD 2 X 4 SPF 165OF 1.5E TOP CHORD Structural wood sheathing directly applied or 5-11-11 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, REACTIONS (Ib/size) C=207/Mechanical, B=448/0-5.8, 0=40/Mechanical Max HorzB=192(LC 5) Max Up11ftC=-117(LC 5), B=-133(LC 5) Max GravC=207({C 1), B=448(LC 1), D=97(LC 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A -B=0/66, B -C=-134/84 BOT CHORD B -D=010 NOTES 1) Wind: ASCE 7-05; 90mph; h=25ft; TCDL=4.2psf; BCDL=4.2psf; Category II; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; Lumber DOL=1,33 plate grip DOL=1.33. 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 117 Ib uplift at joint C and 133 ib uplift at joint B. 5) This truss Is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1, LOAD CASE(S) Standard job Truss Truss Type (qty Ply 303090-06 J06 MONO TRUSS 10 1 BMC WEy4T (IOAHO FALLS), IDAHO FALLS, 10 83402 J�R.Ipr..cee�1.plff.11 7.030 s Jan 3 2008 MTek Industries, Inc. Thu Mar 13 12:40:52 2008 Page 1 m 1-6-0 6-8-0 -- LOADING (psf) TCLL 35.0 SPACING 2-0-0 Plates Increase 1.15 CSI DEFIL In (S TCDL 7.0 BCLL 0.0 Lumber Increase 1.15 TC 0.61 BC 0.28 Vert(LL) Vert(TL) -0.08 -D -0.17 B -D >896 >437 360 240 BCDL 7.0 Rep Stress Incr YES Code IRC20061TPI2002 WB 0.00 Horz(TL) -0.00 C n/a n/a (Matrix) Wind(LL) 0.00 B — 240 LUMBER BRACING TOP CHORD 2 X 4 SPF 165OF 1.5E PLATES GRIP MII20 1971W Weight: 19 Ib BOT CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. REACTIONS (Ib/size) C=239/Mechanical, 8=478/0-5-8, D=43/0-5-8 Max HorzB=209(LC 5) Max Uplif1C=-135(LC 5), B=-135(LC 5) Max GravC=239(LC 1), B=478(LC 1), D=106(LC 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A -B=0/66, B -C=-148/97 BOT CHORD B -D=0/0 NOTES 1) Wind: ASCE 7-05; 90mph; h=25ft; TCDL=4.2psf; BCDL=4.2psf; Category il; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; Lumber DOL=1.33 plate grip D0L=1.33. 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 135 Ib uplift at joint C and 135 lb uplift at joint B. 5) This truss is designed In accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1, LOAD CASES) Standard lob Truss Truss Type Ply 7JbR.f.,enca (optional) 303090-06 J07 MONO TRUSS 10 7 BMC WEST (IDAHO FALLS), IDAHO FALLS, ID 83402 A 1.6-0 8-0-0 4.5X4 MIMOI I LOADING(psf) V TCLL 35.0 ING 2-0-0 Increase 1.15 CSI TC 0.67 DEFLV in (loc) I/deft Ud TCDL 7.0 er Increase 1.15 LCode BC 0.29 Vert(LL) -0.14 B -D >645 360 BCLL 0.0 BCDL 7.0 tress Incr YES WB 0.00 Vert(TL) Horz ) (TL -0.29 0.00 B-0 >315 n/a 240 n/a(Matrix) IRC2008/TPI2002 Wfnd(LL) 0.00 B `""" 240 LUMBER — — -- TOP CHORD 2 X 4 SPF 2400E 2.0E BRACING 7.030 s Jan 3 2008 Mr Tek Mdustnes, Inc. Thu Mar 13 12:40:53 2008 Page 1 PLATES GRIP MI120 197/144 Weight: 27 Ib BOT CHORD 2 X 4 SPF 240OF 2.0E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals WEBS 2 X 4 SPF Stud/Std BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) D=356/Mechanical, 8=543/0-5-8 Max HorzB=244(LC 5) Max UpliftD=-140(LC 5), B=-140(LC 5) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A -B=0/66, B -C=-142/124, C -D=-302/172 BOT CHORD B -D=0/0 NOTES 1) Wind: ASCE 7-05; gOmph; h=25ft; TCDL=4.2psf; BCDL=4.2psf; Category Il; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL=1.33. 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 140 Ib uplift at joint D and 140 Ib uplift at joint B. 5) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Scale: 1:3G..2 803090-08 ISol SPECIAL 1 1 1 s 7-0-6 14-0-12 14;? -4 21-1-2 28-0-0 29-8-0 7-0-6 7.0-6 0-1-8 6-10.14 6.10-14 1-9-0 7x9 M1120 11 S.y, =1:50.9 3 C 7-0-6 5-8-27-5-0 7 7-10-8 LOADING (psf) TCLL 35.0 SPACING 2-0.0 Plates Increase 1.15 CSI TC 0.64 DEFL In (loc) I/deff Ud PLATES GRIP TCDL TO BCLL 0.0 Lumber Increase 1.15 BC 0.55 Vert(LL) -0.28 Vert(TL) -0.48 G -H >999 360 G -H >682 240 X11120 197/144 BCDL 7.0 Rep Stress ]nor YES Cade IRC2006/TPI2002 WS 0.73 (Matrix) Horz(TL) 0.24 Wind(LL) 0.14 E n/s n/a G >999 -H 240 IJeight:1141b LUMBER TOP CHORD 2 X 4 SPF 165OF 1.5E BRACING BOT CHORD 2 X 4 SPF 165OF 1.5E "Except" TOP CHORD Structural wood sheathing directly applied or 3-0-11 oc purlins. B3 2 X 6 OF 1 80O 1.6E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF Stud/Std "Except" WEBS 1 Row at midpt C -H W2 2 X 4 SPF 165OF 1.5E REACTIONS (Ib/size) A=1343/0-5-8, E=1528/0-5-8 Max HorzA=-278(LC 3) Max UpliftA=-282(LC 5), E=-389(LC 6) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A -B=-2192/444, B -C=-1582/379, C -D=-3447/646, D -E=-3722/607, E -F=0/69 BOT CHORD A -I=-370/1758, H -I=-371/1756, G -H=-135/1277, E -G=-447/3163 WEBS B-1=0/222, B -H=-692/293, C -H=-84/275, C -G=-369/2331, D-0=-428/269 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind; ASCE 7-05; 90mph; h=25ft; TCDL=4.2psf; BCDL=4.2psf; Category II; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed Lumber DOL=1.33 plate 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. 4) Bearing at joints) E considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 5) Provide mechanical connection (by others) of truss to bearing capable 282 plate of withstanding Ib uplift atjoint A and 389 ib uplift at joint E. 6) This truss Is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R602,10.2 and referenced standard ANSI/TPI 1, LOAD CASE(S) Standard Job Truss Truss Type Qty Ply 303090-08 S02 SPECIAL 1 1 BMC WFyST (IDAHO FALLS), IDAHO FALLS, ID 83402 Job Reference (optional) 7.030 s Jin 3 2008 MiTek Industnes, Inc. Thu Mar 1312:4054 2008 Page 1 64-4 12-8.8 14-0.0 21-0-0 28-0-0 29-6-0 8-4-4 8 4 4 1-3-87-0-0 7.0.0 1-6.0 6x8 MICA Scab =130.6 I a..n �'. " 0 - 1L'8'a 20-1-8 28-0-0 6-4-4 6.4-4 7-5-0 7-10-8 LOADING (psf) TCLL 35.0 SPACING 2.0-D Plates Increase 1.15 CSI TC 0.70 DEFL in (too) Ildefl Ud PLATES GRIP TCDL 7.0 BCLL 0.0 Lumber Increase 1.15 BC 0.71 Vart(LL) -0.32 Vert(TL) -0.53 H -I >999 360 H-1 >621 240 M1120 197/144 BCDL 7.0 Rep Stress Incr YES Code IRC2006/TP12002 WB 0.69 (Matrix) Horz(TL) 0.30 F n/a n/a Wind(LL) 0.15 H >999 240 Weight;1131b LUMBER TOP CHORD 2 X 4 SPF 165OF 1.5E BRACING BOT CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 2-8-3 oc purihs. WEBS 2 X 4 SPF Stud/Std *Except* BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. W2 2 X 4 SPF 165OF 1.5E WEBS 1 Row at midpt D -I REACTIONS (Ib/size) A=1345/0-5-8, F=1506/0-5-8 Max HorzA=-276(LC 3) Max UpliftA=-282(LC 5), F=-377(LC 6) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD A -B=-2229/450, B -C=-1611/372, C -D=-1439/454, D -E=-3641/694, E -F=-3903/641, F -G=0/62 BOT CHORD A -J=-383/1800, I -J=-383/1798, H -I=-130/1285, F -H=-48213352 WEBS B -J=0/217, B -I=-634/271, C -I=-368/177, 0-1=-207/585, D -H=-420/2519, E -H=-446/277 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; h=25ft; TCDL=4.2psf; BCDL=4.2psf; Category II; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed Lumber DOL=1.33 plate 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. 4) Bearing at joint(s) F considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 282 Ib uplift at )ointA and 377 lb uplift at Joint F. 6) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply 803090-0683 S03 SPECIAL 4 1 BMC W€ST (IDAHO FALLS),�11AHOLLS, ID 83402 JJob Reference (optional) 7.030 a Jan 3 2008 MiTek Industries, Inc. Thu Mar 13 12:40:54 2008 Page 1 1-0-1.1 7-0-0 14-0-0 18-94 23-6-8 27-10-8 1-6-0 7.0.0 7-0-0 4-9.4 4-9.4 4.4.0 6x8 M1120= =11109-1171 3x4 M112011 7.0-0 14-0-0 23.6-8 7-0-0 7 0 0 Z -0 27-10-6 9-6-8 0-5-8 3.10-8 LOADING (psf) SPACING 2.0-0 C51 TCDL 35.0 Plates Increase 1.15 TC 0.59 TCDL 7.0 Lumber Increase 1.15 BC 0.58 BCLL 0.0 Rep Stress Incr YES WB 0.73 BCDL 7.0 Code IRC2006/TP12002 (Matrix) LUMBER --- TOP CHORD 2 X 4 SPF 165OF 1.5E BOT CHORD 2 X 4 SPF 165OF 1.5E WEBS 2 X 4 SPF Stud/Std REACTIONS (Ib/size) B=1270/0-5-8, H=1591/0.5.8 Max Horz B=276(LC 4) Max UPIIftB=-337(LC 5), H=-437(LC 6) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A -B=0/62, B -C=-3085/651, C -D=-1867/330, D -E=-1797/360, E -F=-211/489, F -G=157/414 BOT CHORD B -K=-593/2626, J -K=-594/2619, 1-J=-171/1396, H-1=1566/417, F -I=-449/172, G -H=-254/162 WEBS C-00/233, C -J=-1057/449, D -J=-161/1207, E -J=-127/303, E -I=-2167/440 120= DEFL Vert(LL) in -0.23 (loc) J -K I/deft >999 Ud 360 PLATES GRIP M1120 197/144 Vert(TL) -0.37 J -K >766 240 Horz(TL) 0.24 H n/a n/a Wind(LL) 0.12 K >999 240 Weight 102Ito BRACING TOP CHORD Structural wood sheathing directly applied or 3-3-3 oc purlins. BOT CHORD Rigid ceiling directly applied or 4-11-2 oc bracing. WEBS 1 Row at midpt C -J, E -I NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; h=25ft; TCDL=4.2psfi BCDL=4.2psf; Category 11; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; Lumber DOL=1.33 plate 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. 4) Bearing at joint(s) B considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 337 Ib uplift at joint B and 437 lb uplift at joint H. 6) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI I. LOAD CASE(S) Standard r B03090-08 SCISSOR 14 1 1 s 1-6-0 7-0-0 14-0-0 21-0-0 26-0-0 29-6.0 1-6-0 7-0-0 7-0-0 7-0-0 7-0-0 1-6-0 US M1120= $cale -189.9 D 7-0-0 7-0 0 _ 7-0-0 7-0-0 LOADING 35.0 TCLL 35.0 SPACING 2-0-0 Plates Increase 1.15 CSI TC 0.73 DEFL in (loc) Well LJd PLATES GRIP TCDL 7.0 BCLL 0.0 Lumber Increase 1.15 BC 0.70 Vert(LL) -0.38 Vert(TL) -0.64 1 >864 360 H-1 >514 240 M1120 197/144 BCDL 7.0 Rep Stress Incr YES Code IRC2006/TPI2002 WB 0.36 (Matrix) Horz(TL) 0.53 Wind(LL) 0.19 F n/a n/a I -J >999 240 Weight: 99 lb LUMBER - -- TOP CHORD 2 X 4 SPF 165OF 1.5E BRACING BOT CHORD 2 X 4 SPF 165OF 1.5E TOP CHORD Structural wood sheathing directly applied or 2-7-0 oc purlins. WEBS 2 X 4 SPF Stud/Std "Except" BOT CHORD Rigid ceiling directly applied or 8-8-9 oc bracing. W1 2 X 4 SPF 165OF 1.5E WEBS 1 Row at midpt C-1, E-1 REACTIONS (Ib/size) B=1501/0-5.8, F=1501/0-6-8 Max HorzB=-263(LC 3) Max UpliftB=-375(LC 5), F=-375(LC 6) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A -B=0/62, B -C=-3897/759, C -D=-2744/459, D -E= 2744/483, E -F=-3897/623, F -G=0/62 BOT CHORD 8,J= -66713343,1 -J= -670/3337,H -I= -457/3337,F -H=-455/3343 WEBS C -J=0/246, C -I=-1045/428, D -I=-273/2026, E-1=-10451438, E -H=0/246 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; h=25ft; TCDL=4.2psf; BCDL=4.2psf; Category II; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed Lumber DOL=1.33 plate grip DOL=1.33. 3) This truss has been designed for a 10.0 bottom chord live load psf nonconcurrent with any other live loads. 4) Bearing at Joint(s) B, F considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 375 Ib uplift at Joint B and 375 Ib uplift at Joint F. 6) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard °b Truss Truss Type -- Qty Pty -- 103090-08 SO4A SCISSOR 2 i BMC W,ST (IDAHO FALLS), IDAHO FALLS, ID 83402 Job Referance (optional) 7.030 s Jan 3 2008 MITek Industries, Inc. Thu Mar 13 12:40:56 2008 Page 7.0-0 7-0-0 7-0-0 7.0.0 5x6 M1120= CR.irSCfT c 4XB MI@0—' 7-0-0 7-0-0 Plate Offsets (X Y): [A:0-1-7,0-0-101, [8:0-3-0 D-3-4], [D:0-3-0 7-0-0 - 7-0-0 LOADING (pa' TCLL 35.0 SPACING 2-0-0 CSI DEF in (loc) 1/deH Ud TCD L 7.0 Plates Increase 1.15 Lumber Increase 1.15 TC 0.80 BC 0.80 Vert(LL) -0.38 G >843 360 PLATES GRIP Ml120 197/144 BCLL 0.0 BCDL 7,0 Rep Stress Incr YES WB 0.38 TL) Verf(TL) -0.65 HOrz(TL) 0.54 F -G >508 240 E nla nla Code IRC2006rrPi2002 (Matrix) Wind(LL) 0.20 G >999 240 Weight: 95lb LUMBER ---- TOP CHORD 2 X 4 SPF 1650E 1.5E BRACING BOT CHORD 2 X 4 SPF 165OF 1.5E TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. WEBS 2 X 4 SPF Stud/Std *Except* BOT CHORD Rigid ceiling directly applied or 7-11-9 oc bracing. W1 2 X 4 SPF 165OF 1.5E WEBS 1 Row at midpt B -G, D -G REACTIONS (Ib/size) A=1350/0-5-8, E=1350/M-8 Max HorzA=259(LC 4) Max UpliftA=-283(LC 5), E=-283(LC 6) FORCES (lb) -Maximum Compression/Maximum Tension TOP CHORD A -B=-39821831, B -C=-2778/496, C -D=-2778/519, D -E=-3982724 BOT CHORD A -H=-757/3427, G -H=75613416, F -G= -552r3416, E -F=-55313427 WEBS B -H=01249, B -G=-1092/461, C -G=-31212066, D -G=-1092!469, D -F=0/249 NOTES 1) Unbalanced roof live loads have been considered for this deslgn. 2) Wind: ASCE 7-05; 90mph; h=25ft; TCDL=4.2psf; BCDL=4.2psf; Category II; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent ; Lumber DOL=1.33 plate grip DOL=1.33. with any other live loads. 4) Bearing at joint(s) A, E considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 283 Ib uplift at joint A and 283 lb uplift at joint E. 6) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOADCASE(S) Standard it lob Truss Truss type Qty Ply 303090 -OB 5048 SCISSOR 5 1 BMC VY€5T (IDAHO FALLS), IDAHO FALLS, ID 83402 — Job Reference (optiona0 7.030 s Jan 3 2008 MITek Industnes, Inc. Thu Mar 1312:40:57 2008 Page 1 7.0.0 7-0-0 -- - 7.0.0 7-0-0 64 M1120= &.I. =1:49.0 c 7-0-0 14-0-0 48 MII201 21-0.0 28.0.0 7-0-0 7-0-0 7-0-0 7-0-0 LOADING (psf) SPACING 2-0-0 TCLL 35.0 Plates Increase 1.15 TCDL 7A Lumber Increase 1.15 BCLL 0.0 Rep Stress Incr YES BCDL 7.0 Code IRC2006/TPI2002 LUMBER TOP CHORD 2 X 4 SPF 165OF 1.5E BOT CHORD 2 X 4 SPF 165OF 1.5E WEBS 2 X 4 SPF Stud/Std *Except* W 1 2 X 4 SPF 165OF 1.5E REACTIONS (lb/size) A=1354/Mechanical, E=1354/0-5-8 Max HorzA=260(LC 4) Max UpliftA=-284(LC 5), E=-284(LC 6) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A -B=-4024/841, B -C=-2793/500, C -D=-2793/523, D -E=-3997/728 BOT CHORD A -H=-767/3470, G -H=-766/3458, F -G=554/3429, E -F=-555/3440 WEBS B -H=0/251, B -G=-1116/468, C -G=-316/2082, D -G=-1092/469, D -F=0/249 CSI DEFL in (loc) I/deft L/d PLATES GRIP TC 0.83 BC 0.81 Vert(LL) -0.40 Vert(TL) -0.66 G >832 360 G -H >502 240 MII20 197/144 WB 0.39 Horz(TL) 0.55 E Ma n/a (Matrix) Wind(LL) 0.20 G >999 240 Welghl:951b BRACING TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc putlins. BOT CHORD Rigid ceiling directly applied or 7-10-12 oc bracing. WEBS 1 Row at mdpt B -G, D -G NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; h=25ft; TCDL=4.2psf; BCDL=4.2psf; Category II; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; Lumber DOL=1.33 plate 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. 4) Refer to girder(s) for truss to truss connections. 5) Bearing atjoint(s) E considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 284 Ib uplift at joint A and 284 Ib uplift at joint E. 7) This truss Is designed In accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job + Truss Truss Type Qty PI -- ------------ Y B030D-OS SO4C SCISSOR. 2 1 BMCWj€ST (IDAHO FALLS), IDAHO FALLS, ID 83402 Job Reference o tional 7.030 s Jan 3 2008 MiTek Industries, Inc. Thu Mal 13 12:40:572008 Page 1 -7-ti-0 7-0-0 14-0-0 28-0 f r--- ------ _ 21-0-0 7-8.0 7-0-0 7-0-0 7-0-0 7-0-0 5.6 M1120= D 77yy 05 la 48 M1120� 21-0.0 28.0-0 7-0-0 7-0-0 Plate OffsetS (X Y B[B•0-1-7,D-0-101 [C:0-3-0.0-3-41 IE:0-3-0 0-3-41 [F.D-1-7 0-0-101 7-0-0 T 0 0 LOADING (psf) TCLL 35.0 SPACING 2.0-0 Platss Increase 1.15 DEF in (loc) IJdeft Ud PLATES GRIP 7.0 0.0 Lumber Increase 1.15 :E:O Vert(LL) -0.39 Vert(TL) -0.65 H -I >848 360TCDL H-1 >507 240 MII20 187/144BCLL 7.0 Rep Stress Incr YESBCDL Code IRC2006/TP12002 Wind(LL) 0. 0 H -FI >999 240 Weight: 97 Ib LUMBER TOP CHORD 2 X 4 SPF 165OF 1.5E BRACING BOT CHORD 2 X 4 SPF 165OF 1.5E TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. WEBS 2 X 4 SPF Stud/Std *Except* BOT CHORD Rigid ceiling directly applied or 8-5-9 oc bracing. W1 2 X 4 SPF 165OF 1,5E WEBS 1 Row at midpt C -H, E -H REACTIONS (lb/size) B=1506/0-5-8, F=1345/0.5.8 Max HorzB-276(LC 4) Max UpliftB=-377(LC 5), F=-282(LC 6) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A -B=0/62, B -C=-3916/783, C -D=-2760/483, D -E=-2761/507, E -F=-3963/720 BOT CHORD B -1=707/3360,H -I= -710/3353,G -H= -548/3400,F -G=-549/3411 WEBS C-1=0/246, C -H=-1046/427, D -H=-298/2046, E -H=-10921469, E -G=0/249 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; h=25ft; TCDL=4.2psf; BCDL=4.2psf; Category II; Exp C; enclosed; MWFRS (law -rise) gable and zone, cantilever left and right exposed ; Lumber DOL=1.33 plate 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. 4) Bearing atjoint(s) B, F considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 5) Provide mechanical connection (by others) of truss to bearing capable plate of withstanding 377 Ib uplift at Joint B and 282 Ib uplift at joint F. 6) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and 8802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Seale x 1:48.3 i Truss Truss Type Qty Ply -- — — CXgis T02 COMMON 2 1 3MC'/ST (IDAHO FALLS), IDAHO FALLS, ID 83402 Job Reference (op8ona0 1 A 7.030 s Jan 3 2008 MITek h6stries, Inc. Thu Mar 13 12:40:58 2008 Page 1-6-0 3-11.8 3.11.8 1.6.0 4.4 M1120= Scale = 1:19.3 c LOADING (psf) TCLL 35.0 SPACING Plates Increase 2-0-0 1.15 CSI TC 0.25 DEFL in loc Ildefl Ud ( ) PLATES GRIP TCDL 7.0 BCLL 0.0 LLumber Increase 1.15 BC 0,12 Vert(LL) -0.01 Vert(TL) -0.01 D -F >999 360 D -F >999 240 M1120 1971144 BCDL 7,0 Rep Stress Incr Code IRC2006/TPI2002 YES WB 0.09 (Matrix) Horz(TL) 0.00 D n/a n/a LUMBER Wind(LL) 0.00 F >999 240 Weight: 26 lb TOP CHORD 2 X 4 SPF 165OF 1.5E BRACING BOT CHORD 2 X 4 SPF 165OF 1.5E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. WEBS 2 X 4 SPF Stud/Std BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) B=517/0-5-8, D=517/0-5-8 Max Horz B=78(LC 4) Max UpliftB=-176(LC 5), D=-176(LC 6) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A -B=0/66, B -C=-386/44, C -D=-386/43, D -E=0/66 BOT CHORD B•F=0/239, D -F=0/239 WEBS C -F=0/156 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; h=25ft; TCDL=4.2psf; BCDL=4.2psf; Category II; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; Lumber DOL=1.33 plate 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. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 176 Ib uplift at joint B and 176 Ib uplift at joint D. 5) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CA$E(S) Standard C - GEp3 T43 N O O Q. O �( N (7 r OJ N N 7 G BMC / JEMCO / BLACKHAWK BMC WEST TRUSS PLANT .3715 Name: Truss transferred from Bjioriiarclier Address_ Idaho Fabs,°b 803090-8 Id 83402 1 1 0 0 0 0 0° `', I I 1 J 0 .J 03 N JOS � C - GEp3 T43 N O O Q. O �( N (7 r OJ N N 7 G BMC / JEMCO / BLACKHAWK BMC WEST TRUSS PLANT .3715 Name: Truss transferred from Bjioriiarclier Address_ Idaho Fabs,°b 803090-8 Id 83402 1 1 Job Truss Truss Type City Ply 603090-08 CJ09 MONO TRUSS 1 a rmroer nnnu Job Reference (optional) 2-1-7 4-8-9 4.8-9 r.U3u s Jan J zuuts MI I eK Inaustnes, Inc. 1 hu Mar 13 12:40:412008 Pagel 4x4 M11204 4-8-9 4-8-9 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 35.0 Plates Increase 1.15 TC 0.55 Vert(LL) -0.03 E -F >999 360 M1120 197/144 TCDL 7.0 Lumber Increase 1.15 BC 0.89 Vert(TL) -0.06 E -F >999 240 BCLL 0.0 Rep Stress Inor NO WE 0.26 Horz(TL) 0.01 E nla n/a BCDL 7.0 Code IRC20061TPI2002 (Matrix) Wind(LL) -0.02 B -F >999 240 Weight; 36 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 165OF 1.5E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudns, except end verticals. BOT CHORD 2 X 4 SPF Stud/Std BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF Stud(Std "Except" W1 2 X 4 SPF 165OF 1.5E REACTIONS (Ib/size) E=663/0.7-12, B=647/0-7-12 Max HorzB=211(LC 5) Max UpliftE=-298(LC 5), 8=-230(LC 5) FORCES (lb) -Maximum Compression/Maximum Tension TOP CHORD A-8=0/69, B -G=-6331139, C -G=-543/141, C -H=-174/50, H -I=-79/20, D -I=-60/72, D -E=-366/234 BOT CHORD B -J=-200/524, F -J=-200/524, F -K=-200/524, K -L=-200/524, E -L=-200/524 WEBS C -F=01225, C -E=-491/185 NOTES 1) Wind: ASCE 7-05; 90mph; h=25ft; TCDL=4.2psf; BCDL=4.2psf; Category II; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL=1.33. 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 298 Ib uplift at Joint E and 230 Ib uplift at Joint B. 4) This truss is designed In accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 5) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s)18 Ib down and 56 Ib up at 2-10-4, 18 Ib down and 56 Ib up at 2-10-4, 22 Ib down and 49 Ib up at 5-8.3, 22 Ib down and 49 Ib up at 5.8-3, and 108 Ib down and 107 lb up at 8.6-2, and 108 Ib down and 107 Ib up at 6-6.2 on top chord, and 1 Ib up at 2-10.4, 1 Ib up at 2-10-4, 29 Ib down at 5-8-3, 29 Ib down at 5-8-3, and 63 ib down at 8.6-2, and 63 Ib down at 8-6-2 on bottom chord. The design/selection of such connection devlce(s) is the responsibility of others. 6) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert; A -D=-84, B -E=-14 Concentrated Loads (lb) Vert; G=112(F=56, 8=56) H= -44(F=22, 8=-22)1=-217(F=-108, B=-108) J=1(F=1, 8=1) K=24(F=-12, 6=-12) L= -52(F=-26, B=-26) scale =1:26.6