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Home My WebLink AboutTRUSSES - 08-00373 - 331 Jefferson Dr - New SFRN 0 N W 0 N 0 'TO -1 A TO -1 G E 0 -1 3MC W-E_ST TRIJ=SS_PLA�_T__ 715 Bombardier Name: Truss transferred from Layout 'aho Falls, Id Address: Job: 3402 N 0 r 0 0 0 ^ 0� JOI J03 J05 JO5 r JO3 N r 0 N �7 rJO� 0 0 0 0 01:�\ j Job Truss Truss Type Qty ' Ply - - - I 807142-08 T03 " "'MMON 7 Reference optional) _ 'BMC WEST (IDAHO FALLS), IDAHO FALLS, ID 83402 0 s Jan 3 2008 MiTek Industries, Inc. Mon Jul 21 16.36:34 2008 Page 1 -1-0-0+ ----6-6-0 - - 13-0-0 - i 19-&0 1-0-0 6-6-0 6-6-0 6-6-0 51b 1,0120 =_ 0 7.00112 T2 -Tz 54?A1120: - '- W1 W1 W2 i 1 J K H $iiB M1120 SSA W20 - 536 41020= _ 26-0-o - - - -- -- 6-6-0 1-0-0 Sub = 1:44.0 W2 tr r Sib U1120= 8-8-0 17-4-0 26-M I 8-8-0 8-8-0 8-8-0 Plate Offsets_(X,Y): [8:0-1-3,Edge], [C 0-3-00-3-4], [E:073-0,0-3-4], [F.0-1-3,Edgej, (1-1:04-0,0-3-0], [I:0-4-010-3-0]— LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Well Ud PLATES GRIP TCLL 35.0 Plates Increase 1.15 TC 0.53 Vert(LL) -0.31 H-1 >985 360 M1120 197/144 TCDL 7.0 Lumber Increase 1.15 BC 0.65 Vert(TL) -0.42 H-1 >737 240 BCLL 0.0 Rep Stress Incr YES WB 0.45 Horz(TL) 0.07 F n/a nla BCDL 7.0 Code IRC2006ITP12002 (Matrix) Wind(LL) 0.07 B-I >999 240 Weight: 961b LUMBER BRACING TOP CHORD 2 X 4 SPF 165OF 1.5E TOP CHORD Structural wood sheathing directly applied or 4-3-10 oc pudins. BOT CHORD 2 X 4 SPF 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF Stud/Std REACTIONS (lb/size) B=1445/0-5-8, F=1445/0-5-8 Max Horz B=-242(LC 3) Max UpliftB=-329(LC 5). F=-329(LC 6) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B=0/45. B-C=-2179/406, C-D=-1910/435, D-E=-1910/435, E-F=-2179/406, F-G=0/45 BOT CHORD B-1=-34311754, 1-J=-11611181, J-K=-116/1181, H-K=-116/1181. F-H=-234/1754 WEBS C-1=4761266. D-1=-184/744, D-H=-184/744, E-H=476/266 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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 240-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 329 lb uplift at joint B and 329 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 trussTypo Qty Ply - - -- B07142-08 i T02 COMM 2 1 Job ice (optional) BMC WEST (IDAHO FALLS), IDAHO FALLS, ID 83402 _ v 7.030�n 3 2008 MiTek Industries, Inc. Mon Jul 21 16:36:33 2008 Page 1 — -1-0-0 - -- 4-6-0 - - - - - - - 9-0-0 10-0-0 - { -- ----- ------ 1-0-0 4-6-0 4-6-0 1-0-0 scak _ 1:17.6 4*0 Mn20 - c 7.00[ F 1 Sad M112011 E i$ 3A MI120= Sad MUM= 4-6-0 -- - 9-0-0 { 4-6-0 4-6-0 LOADING (psf) j SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 35.0 Plates Increase 1.15 TC 0.29 Vert(LL) -0.01 B-F >999 360 M1120 197/144 TCDL 7.0 Lumber Increase 1.15 BC 0.15 Vert(TL) -0.02 B-F >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.10 Horz(TL) 0.00 D n/a n/a BCDL 7.0 Code IRC2006lrP12002 (Matrix) Wind(ILL) 0.00 F >999 240 Weight: 28lb LUMBER BRACING TOP CHORD 2 X 4 SPF 165OF 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-M oc bracing. WEBS 2 X 4 SPF Stud/Std REACTIONS (Ib/size) B=528/0-5-8, D=528/0-5-8 Max Horz B=-86(LC 3) Max UpliftB=-157(LC 5), D=-157(LC 6) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-8=0/45, B-C=-478/71, C-D=-478/70, D-E=0/45 BOT CHORD B-F=0/317, D-F=0/317 WEBS C-F=0/179 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 It: 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) . This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-&0 tall by 240-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 157 lb uplift at joint B and 157 lb uplift at joint D. 6) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSIlTPI 1. LOAD CASE(S) Standard Job - - - - j Truss ; Truss Type --- f oty Ply B07142-08 T01 D ' RMON 3 __ _ _ _ r Reference (optional) �BMC WEST (IDAHO FALLS), IDAHO FALLS, ID 83402 � `�30 s Jan 3 2008 MTek Industries, Inc. Mon Jul 21 16:36:32 2008 Page 1 -1-0-0 7-1-0 14-2-0 21-3-0 2874-0 35-5-0 42-6-0 43-67?0 1-0-0 7-1-0 7-1-0 7-1-0 7-1-0 7-1-0 7-1-0 1-0-0 Scale - 1*69-7 5.4 M1120 EI` 7.60'12 -'i:{ 1 T3.. �\ Sag M1120 54 M1120 : w1 w1 72 ry 54 M1120 ' � SaS M1120� w3 w2 w2 W3 W4 W4' Tf N I 1 .-�-6s2 _._ - _.-_ --.62_ H y __�- - Sdi MII20=- M N 0 L P a K R S J 7a8 M1120 - 5a6 M020 6021NA120- 6a12M020= 54 MI120- 56 A4120` MM1120 - 8-6-0 _ - - 17-0-0 25-6-0 34-070 42-6-0 8-6-0 8-6-0 8-6-0 8-6-0 8-6-0 Plate Offsets (X,Y) [B:0 1-3 Edge]�[B:g17-5,0-1-0], [C:0-4-0,0-3-0],_[DX 4-0,0-3-0],LF.0-4-0 0-3-0 , [G:0-4 0,0-3-0J, [H:0-7-5,0-1-0]�[H_0-1-3,Edgq] [ -.q+0,(-3-4], [M:0-4-0,0-3-4 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Well Ud PLATES GRIP TCLL 35.0 Plates Increase 1.15 TC 0.75 Vert(LL) -0.45 L-M >999 360 M1120 197/144 TCDL 7.0 Lumber Increase 1.15 BC 0.88 Vert(TL) -0.66 K-L >767 240 BCLL 0.0 Rep Stress Incr YES WB 0.76 Horz(TL) 0.21 H n/a n/a BCDL 7.0 I Code IRC20061TPI2002 (Matrix) Wind(LL) 0.15 K-L >999 240 Weight:194 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 165OF 1.5E TOP CHORD Structural wood sheathing directly applied or 2-5-14 oc purlins. BOT CHORD 2 X 4 SPF 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: WEBS 2 X 4 SPF Stud/Std 8-7-12 oc bracing: B-M. WEDGE WEBS 1 Row at midpt D-L, E-L, E-K, F-K Left: 2 X 8 DF SS, Right: 2 X 8 DF SS REACTIONS (lb/size) B=2462/0-5-8, H=2462/0-5-8 Max Horz B=393(LC 4) Max UptiftB=-498(LC 5), H=-498(LC 6) FORCES (lb) - Maximum Compression/Maximurn Tension TOP CHORD A-13=0/45, B-C=-4107/719, C-D=-3897/803, D-E=-3064/691, E-F=-3064/691, F-G=-3897/803, G-H=4107/719, H-1=0/45 BOT CHORD B-M=-663/3391, M-N=-431/2804, N-0=-431/2804, L-0=-431/2804, L-P=-188/2121, P-Q=-188/2121, K-Q=-188/2121, K-R=-318/2804, R-S=-318/2804, J-S--31812804, H-J=-485/3391 WEBS C-M=463/282, D-M=-243/782, D-L=-896/410, E-L=-332/1261, E-K=-332/1261, F-K=-896/410, F-J=-243/782, G-J=463/282 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)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 498 lb uplift at joint B and 498 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 1. LOAD CASE(S) Standard Job - - -- - ' Truss - -- Truss Type - -- --- 807142-08 TO1 C i COMM BMC WEST (IDAHO FALLS), IDAHO FALLS, ID 83402 Qty ply Job n_ce (optional)_ -- - 7A30n 3 2008 M'iTek Industries, Inc. Mon Jul 21 16:36:31 2008 Page 1 - -- -- 7-1-0 7-1-0 14-2-0 21-3-0 28-4-0 7-1-0 7-1-0 7-1-0 701 U10 W118H- D 35-5-0 7-1-0 42-&0 1 7-1-0 Scab - 1:68.8 56MI120 :- j Sfm MII20� C i E Wti/ % W1 534 M020 `\ . .. USM1120� �- W3 W2 W2 W3 WI W4 \ 82 — - -- g2. — Wr ir. 5x6 M1120 = K L M J N O 1 P O H 50 MII20== 7d M1120-- 54 M1120" GA MIIN= GO MM- 5x8M1120-- 7)4611120 8-&0 - - { — 17-0-0 I 25-&0-- i 34-0-0 - 42-&0 } 8-6-0 8-6-0 8-6-0 8-6-0 8-6-0 Plate Offsets (X,Y)_[A 0.1-3,Edge], [A.0-7-5,04q,- [B:0-4-0.0-3-0]. [C O O,Ov3-0�,_ E[v:F4-0,0-3-O , [F:0-4-0,0-3.0], W-5,04q. [G:0-1-3.Edge1, [HA-4-0,0-3-4]. [K-"70.0-3-4 - — - 1 - `LOADING (psf) — SPACING 2-0-0 i CSI -- DEFL in (loc) Well Ud Iv- -� PLATES GRIP - - - - - TCLL 35.0 Plates Increase 1.15 TC 0.79 Vert(LL) -0.44 J-K >999 360 MI120 197/144 TCDL 7.0 Lumber Increase 1.15 BC 0.88 Vert(TL) -0.66 I-J >760 240 MI118H 141/138 BCLL 0.0 Rep Stress Incr YES WB 0.76 Horz(TL) 0.21 G n/a n/a BCDL 7.0 Code IRC2006/TPI2002 (Matrix) Wind(ILL) 0.15 A-K >999 240 Weight:191 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 2.4-0 oc puriins. BOT CHORD 2 X 4 SPF 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 8-4-7 oc bracing. WEBS 2 X 4 SPF Stud/Std WEBS 1 Row at midpt C-J, D-J, D-1, E-1 WEDGE Left: 2 X 8 DF SS, Right: 2 X 8 DF SS REACTIONS (lb/size) A=2353/0.5.8, G=2353/0-5-8 Max HorzA=390(LC 3) Max UpliftA=433(LC 5), G=433(LC 6) FORCES (Ib) - Maximum CompressiordMaximum Tension TOP CHORD A-B=-41261732, B-C=-3918/816, C-D=-3072/695, D-E=-3072/695, E-F=-3918/817, F-G=4126/732 BOT CHORD A-K=-689/3411, K-L=-449/2813, L-M=-449/2813, J-M=-449/2813, J-N=-204/2127, N-0=-204/2127,1-0=-204/2127,1-P=-33512813, P-Q=-335/2813, H-Q=-33512813, G-H=-532/3411 WEBS B-K=470/287, C-K=-255/798, C-J=-901/414, D-J=-334/1265, D-I=-334/1265, E-1=-901/414, E-H=-2551798, F-H=470/287 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) All plates are MT20 plates unless otherwise indicated. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 433 lb uplift at joint A and 433 Ito 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 Job - Truss Truss Type Qty Ply - — - - -- B07142-08 iT01B "`4MON 7 t Reference optional),__ _ BMC WEST (IDAHO FALLS), IDAHO FALLS, ID 83402 0 s Jan 3 29D8 MMiTek Industries, Inc. Mon Jul 21 16:36:30 2008 Page 1 -11-0-0 7-1-0_ } 14-2-0 -+— 21-3-0 28-4-0 35-5-0 42-&0 1-0-0 7-1-0 7-1-0 7-1-0 7-1-0 7-1-0 7-1-0 Scab* 169,6 54 K9120 = E 7 00 12 5K9Mt120'- .j: Df' I W1' Wt 54 M020 W3 W2 W wn 82 Sid M1120 L M N K O P J c 7S M1120 = 54 MI120 - GM 2 ba120= 602 0120 - 5A M1120.� 5r8 M1120— 7,8 M020= 8-6-0 17-0-0- 25-6-0 34-0-0 42-6-0 8-6-0 8-6-0 8-6-0 8-6-0 8-6-0 Plate Offsets (X,Y)B:0-1-3,Edge], [B:0-7-5,0-1-0], [C:0-4-0,0-3-0 L:0-4-0,0-3.0),_[F:0-4-0,0-3-Oj, LG-.0-4-0,0-3-0], H:0-7-5.0-1-0], H:0[ 1-3,Edge], [I:0-40,0-3-4], [L 0-4_0,0-3-4] LOADING (psf) SPACING 2-" CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 35.0 Plates Increase 1.15 TC 0.79 Vert(LL) -0.45 K-L >999 360 M1120 197/144 TCDL 7.0 Lumber Increase 1.15 BC 0.88 Vert(TL) -0.66 J-K >763 240 BCLL 0.0 Rep Stress lncr YES WB 0.76 Horz(TL) 0.21 H rVa n/a BCDL 7.0 Code IRC20061TP12002 (Matrix) Wind(LL) 0.15 H-1 >999 240 Weight: 193lb LUMBER BRACING TOP CHORD 2 X 4 SPF 165OF 1.5E TOP CHORD Structural wood sheathing directly applied or 24-0 oc purlins. BOT CHORD 2 X 4 SPF 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 8-6-11 oc bracing. WEBS 2 X 4 SPF Stud/Std WEBS 1 Row at midpt D-K, E-K, E-J, F-J WEDGE Left: 2 X 8 DF SS, Right: 2 X 8 DF SS REACTIONS (lb/size) B=2464/0-5-8, H=2351/0-5-8 Max Horz. B=402(LC 4) Max UpliftB=499(LC 5), H=432(LC 6) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B=0145, B-C=41101720, C-D=-3901/803, D-E=-3068/692, E-F=-30691694, F-G= 3915/816, G-H=41231731 BOT CHORD B-L=-67713394, L-M=445/2807, M-N=445/2807, K-N=445/2807, K-O=-20212124, O-P=-202/2124, J-P=-202/2124, J-Q=-333/2810, Q-R=-333/2810, I-R=-33312810, H-1=-531/3408 WEBS C-L=4631282, D-L=-2431782, D-K=-896/410, E-K=-332/1261, E-J=-33411265, F-J=-9011414, F-1=-255/798, G-1=470/287 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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-&0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 499 lb uplift at joint B and 432 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 ANSIf rPI 1. LOAD CASE(S) Standard 1$ Job - i Truss Truss Type - QtyPly --- - - - - -- - B07142-08 TWA - - -- COM) - - - -' —+ 1J.- 1 - 1 _ I_ _ __ _ JobL Jnce(optional) BMC WEST (IDAHO FALLS), IDAHO FFALLS, ID 83402 7.03 n 3 2008 MTek Industries, Inc. Mon Jul 21 16:36:28 2008 Page 1 -11-0-� 7-1-0 i- 14-2-0 21-3-0 28-4-0 35-5-0 42-6-0 1-0-0 7-1-0 7-1-0 7-1-0 7-1-0 7-1-0 7-1-0 stela - 1:69-6 7x10M111eH= i/ 54 M1120= IA L N K O P J 1 1.5x4 M1120 11 596 MI12D- 64 M1120 = 6x12 MI120 - 1.5A M1120' TS, 5,5 MI120= 7-1-0 - -- - 14-2-0 -- + - 21-3-0 i -- 30-9-4 36-7-10 } A _ 42-6-0 - -- 7-1-0 7-1-0 7-1-0 9-6-4 5-10-6 5-10-6 Plate Offsets (X,Y): (B:0.1-B,Ed gej [C;0-4�-0-0 0.3-0], [D_0-4-0 0-3-0]. [F:0-3-4.Edge], [G:0-5-0,0.3-4], [H:0-1-3 Edge]. [K:0-4-0,0.3-4 , L:0-3-0.0-3-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 35.0 ; Plates Increase 1.15 TC 0.66 j Vert(LL) -0.28 J-K >999 360 M1120 197/144 TCDL 7.0 Lumber Increase 1.15 BC 0.68 Vert(TL) -0.46 J-K >805 240 i M1118H 141/138 BCLL 0.0 Rep Stress Ina YES WB 1.00 Horz(TL) 0.06 J n1a Na BCDL 7.0 Code IRC2006/fP12002 i (Matrix) 1 Wind(LL) 0.08 B-M >999 240 Weight: 188lb LUMBER BRACING TOP CHORD 2 X 4 SPF 165OF 1.5E TOP CHORD Structural wood sheathing directly applied or 3-9-10 oc pudins. BOT CHORD 2 X 4 SPF 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2 X 4 SPF Stud/Std WEBS 1 Row at midpt C-L, D-K, F-J REACTIONS (lb/size) B=1579/0-5-8, J=2772/0-5.8, H=228/0.5-8 Max Horz B=402(LC 4) Max UpliftB=-366(LC 5). J=-500(LC 6), H=-111(LC 9) Max Grav B=1579(LC 1), J=2772(LC 1). H=373(LC 10) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD A-B=0/45, B-C=-2414/459, C-D=-1724/380, D-E=-983/320, E-F=-987/325, F-G=-88/773, G-H=-350/388 BOT CHORD B-M=452/1944, L-M=453/1942, L-N=-232/1353, K-N=-23211353, K-O=-381175, O-P=-38/175, J-P=-38/175, I-J=-3151164, H-1=-305/186 WEBS C-M=0/261, C-L=-682/283, D-L=-88/537, D-0-1008/373, E-K=-1091324, F-K=-137/1014, F-J=2179/454, G-J=-626/301, G-1=0/193 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 (tow -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) All plates are MT20 plates unless otherwise indicated. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-" tall by 2-0-0 wide will 5t between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 366 lb uplift at joint B. 500 lb uplift at joint J and 111 lb uplift at joint H. 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 — - j Truss - - -- - —- 'Truss Type -- (]ty — -Ply 607142-08 IT01 r ''MON 1 1 ---_ -- -- _-. -- -- .-_ J_ .geference (optional)- hMC WEST (IDAHO FALLS), IDAHO FALLS, ID 83402 �Ef0 s Jan 3 2008 MTek Industries, Inc. Mon Jul 21 16:36:27 2008 Page 1 -,1-0-0 7-1-0 i 14-2-0 21-3-0 284-0 35-5-0 42-6-0 4,3-6-p 1-0-0 7-1-0 7-1-0 7-1-0 7-1-0 7-1-0 7-1-0 1-0-0 Scale =1:69.7 7x10 M1118H-. 1 I T1 ,yyn B . dA — — SO WIN 7.00f12 N M O L 1.5.4 M1120 5,6 Mt120 - 6,8 160120 = w3. P ss - 64 M1120o wr. j ' w9 H _—_ 4 CS O K- J W W120= 602 Mt120 - 1 5A M1120 7-1-0 14-2-0 21-3-0 30-9-4 36-7-10 1 7-1-0 7-1-0 7-1-0 9-6-4 5-10-6 Plate Offsets (X,Y)_ [B:0-1-8,EdgeJ,_[C:0-4-0,0-3-0]. [D:0-4-0,0-3-0]. [F:0 3-4,Edge]. [G:0 5-0.0-3-4�[H_0-1,3,Edge, [L:0.4-0.0-3-4j. [M:0-3-0,0-3-0]_-- -- — -- - - - LOADING (pso SPACING 2-0-0 CSI DEFL in (loc) l/defl Ud PLATES TCLL 35,0 Plates Increase 1.15 TC 0.67 Vert(LL) -0.28 K-L >999 360 M1120 TCDL 7.0 Lumber Increase 1.15 BC 0.68 Vert(TL) -0.45 K-L >808 240 M1118H BCLL 0.0 Rep Stress tncr YES WB 1.00 Horz(TL) 0.06 K nla n/a BCDL 7.0 Code IRC2006/TPI2002 (Matrix) Wind(LL) 0.08 B-N >999 240 Weight: 189lb LUMBER BRACING _ 42-&0 5-10-6 GRIP 197/144 141/138 TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 3-9-9 oc purlins. BOT CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2 X 4 SPF Stud/Std WEBS 1 Row at midpt C-M, D-L, F-K REACTIONS (Ib/size) B=1580/0.5.8, K=276210-5-8, H=346/0-5-8 Max Horz B=393(LC 4) Max UpliftB=-368(LC 5), K=-481(LC 6), H=-149(LC 6) Max GravB=1580(LC 1), K=2762(LC 1), H=491(LC 10) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-13=0145, B-C=-24161462, C-D=-1726/383, D-E=-985/327, E-F=-989/328, F-G=-81/768, G-H=-342/390, H-1=0145 BOT CHORD B-N=-442/1946, M-N=A42/1944, M-O=-224/1355, L-O=-224/1355, L-P=-37/196, P-Q=-37/196, K-0=-37/196, J-0-317/157, H-J=-306/176 WEBS C-N=01261, C-M=-682/283, D-M=-881537, D-L=-10081373, E-L=-112/325, F-L=-133/1011, F-K=-2177/448, G-0-611/290, G-J=0/191 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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) All plates are MT20 plates unless otherwise indicated. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-" wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 368 lb uplift at joint B. 481 lb uplift at joint K and 149 lb uplift at joint H. 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 - - - - Oty Ply B07142-08 J08 MONr 'SS 6 1 �— — — -- --- Jot1�,,.�nce (optional)_ BMC WEST (IDAHO FALLS), IDAHO FALLS. ID 83402 _ 7.03073an 3 2008 MTek Industries, Inc. Mon Jul 21 16:36:26 2008 Page 1 -1-0-0 1-0-0 4-0-0 4-0-0 o }}^ I I � I f,S.e Mt120. TW 12 ,v1 a c w2 81 E 3A M1120- 3*4 M020 - 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 YES Code IRC2006/TP12002 CSl TC 0.24 BC 0.30 WB 0.17 (Matrix) LUMBER TOP CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD 2 X 4 SPF 240OF 2.0E WEBS 2 X 4 SPF Stud/Std REACTIONS (lb/size) E=364/Mechanical, B=492/0-5-8 Max Horz B=227(LC 5) Max UpliftE=-146(LC 5), B=-108(LC 5) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B=0/45, B-C=-435/44, C-D=-101/51, D-E=-135176 BOT CHORD B-E=-178/307 WEBS C-E=-353/205 8-0-0 8-0-0 DEFL Vert(LL) Vert(TL) Horz(TL) Wind(LL) in (loc) I/defl Ud -0.14 B-E >645 360 -0.29 B-E >315 240 0.00 E n/a n/a PLATES GRIP M1120 197/144 0.00 B "" 240 Weight: 31lb scale- 1:25-5 BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 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 We load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 146 lb uptift at joint E and 108 lb 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 ANSIfTPI 1. LOAD CASE(S) Standard iJob i Truss Truss Type - - Oty -- Ply -- -- -- IB07142.08 J05 r' "0 TRUSS 4 -1 � - l _ _ _ _ _ _ _ eference gpWna j� AMC WEST (10AH0 FALLS), tDAHp FALLS, ID 83402 --- 0 s Jan 3 2008 Welt industries, Inc. Mon Jul 21 16:36:26 2008 Page 1 i -1-0-0 — ---- - 5-11-11- 1-0-0 5-11-11 c �. sc.1e=,:1ea / 7.00 i a " %'T1' r B M L 3m, M1120-- 5-11-11 5-11-11 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Udell Ud ' PLATES GRIP TCLL 35.0 Plates Increase 1.15 TC 0.51 Vert(LL) -0.06 B-D >999 360 M1120 1971144 TCDL 7.0 Lumber Increase 1.15 BC 0.24 Vert(TL) -0.12 B-D >570 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 C n/a n/a BCDL 7.0 Code IRC20061TPI2002 (Matrix) Wind(LL) 0.00 B "" 240 Weight: 16lb LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 5-11-11 oc purlins. BOT CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) C=219/Mechanical, B=394/0-5.8, D=40/Mechanical Max Horz B=175(LC 5) Max UpliftC=-126(LC 5), B=-99(LC 5) Max GravC=219(LC 1), B=394(LC 1). D=97(LC 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-13=0145, B-C=-128/90 BOT CHORD B-D=010 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) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tail by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 126 lb uplift at joint C and 99 lb 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 ANSIITPI 1. LOAD CASE(S) Standard Job 'Truss Truss Type B07142-08 J03 MONf 'SS BMC WEST (IDAHO FALLS), IDAHO FALLS, ID 83402 _ - _ 1-0-0 f-- - 1-0-0 7.00 12 A 3*4 M1120 = LOADING (psf) SPACING 2-" CSI TCLL 35.0 Plates Increase 1.15 TC 0.17 TCDL 7.0 Lumber Increase 1.15 BC 0.10 BCLL 0.0 Rep Stress Ina YES WB 0.00 BCDL 7.0 Code IRC200&7PI2002 (Matrix) LUMBER TOP CHORD 2 X 4 SPF 165OF 1.5E BOT CHORD 2 X 4 SPF 165OF 1.5E REACTIONS (lb/size) C=127/Mechanical, B=303/0.5-8, D=261Mechanical Max Horz B=127(LC 5) Max UpliftC=-73(LC 5), B=-93(LC 5) Max GravC=127(LC 1). B=303(LC 1), D=63(LC 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B=0/45, B-C=90/52 BOT CHORD B-D=010 TI Oty �Ply — - - -. 4 1 -- Jo nee (oplional) 7.03 an 3 2008 MTek Industries, Inc. Mon Jul 21 16:36:25 2008 Page 1 - — 3-11-11 -- - - - - -1 3-11-11 c Scde = 1:13 0 k x BI 3-11-11 DEFL in (loc) Vdefl Ud PLATES GRIP Vert(LL) -0.01 B-D >999 360 MI120 197/144 Vert(TL) -0.02 B-D >999 240 Horz(TL) -0.00 C nla n/a Wind(LL) 0.00 B 240 Weight: 11lb BRACING TOP CHORD Structural wood sheathing directly applied or 3-11-11 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES 1) Wind: ASCE 7-05: 90mph; h=25ft; TCDL=4.2psf; BCDL=4.2psf; Category It: 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)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 73 lb uplift at joint C and 93 lb 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/TP11. LOAD CASE(S) Standard Job — — Truss -- Truss Type - - - Oty Ply B07142-08 J01 r '7 TRUSS 4 1 f - - - -- - - --- - - - - -- - - - - -- deference (optional) BMC WEST (IDAHO FALLS), IDAHO FALLS, ID 83402 0 s Jan 3 200B MiTek Industries, Inc. Mon Jul 21 16:36:24 2008 Page 1 Stake 183 3r1 W120 - 1-11-11 LOADING (psi) SPACING 2-0-0 CSI DEFL in (loc) Udell Ud PLATES GRIP TCLL 35.0 f Plates Increase 1.15 TC 0.10 i Vert(LL) -0.00 B >999 360 M1120 197/144 TCDL 7.0 f Lumber Increase 1.15 BC 0.03 Vert(TL) -0.00 B-D >999 240 BCLL 0.0 I Rep Stress lncr YES WB 0.00 Horz(TL) -0.00 C n/a n/a BCDL 7.0 I Code IRC2WWPI2002 (Matrix) Wind(LL) 0.00 B "" 240 Weight: 6 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 165OF 1.5E TOP CHORD Structural wood sheathing directly applied or 1-11-11 oc pudins. BOT CHORD 2 X 4 SPF 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) B=214/0-5.8, D=13/Mechanical, C=51/Mechanical Max Horz B=83(LC 5) Max UpliftB=-86(LC 5), C=-25(LC 5) Max Grav B=214(LC 1), D=33(LC 2), C=51(LC 1) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD A-B=0/43, B-C=-56/19 BOT CHORD B-D=0/0 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)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 86 lb uplift at joint B and 25 Ib uplift at joint C. 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 Oty I Ply B07142-08 H02 HIP 1 1 - - Jotl,._�nce_ (op!iqnall_ SIVIC WEST -IDAHO FALLS, ID 83402 7.030T-Jan 3 2008MiTek Industries, Inc. Mon Jul 2116:36:242008 Pagel .1-0-0 6-0-0 12-" 14-0-0 20-0-0 26-0-0 27-0-0 1-0-0 6-0-0 "_0 2-" 6-0-0 6-0-0 1-" ScsW - 1:44.4 A 5x6 NO E L K 1 1 1.5A M1120 SX5 &0120 — 3A Lt1t20= I 51A M1120 11 5,9 K9120 6-0-0 12-0-0 14-M 20-0-0 26-0-0 6-0-0 6-0-0 2-" 6-" 6-0-0 Plate iOffsetsX, -�R.q4-�3.Ed ej, (K-.0-3-0,0-3-0] _[Q.b:4 1 -11 , [E:0-3-4.0-241, LG:O-1 -33,E LOADING (psf) SPACING 2-0-0 CS1 DEFL in (Ioc) Vdefl Ud PLATES GRIP TCLL 35.0 Plates Increase 1.15 TC 0.44 Vert(LL) -0.09 K >999 360 M1120 197/144 TCDL 7.0 Lumber Increase 1.15 BC 0.39 Vert(TL) -0.17 K-L >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.62 Horz(TL) 0.07 G n1a n1a BCDL 7.0 Code IRC2006/TPI2002 (Matrix) Wind(LL) 0.05 K >999 240 Weight: 113 lb J LUMBER BRACING TOP CHORD 2 X 4 SPF 165OF 11.512 TOP CHORD Structural wood sheathing directly applied or 4-7-2 oc purlins. BOT CHORD 2 X 4 SPF 1650F 11.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF Stud/Std REACTIONS (Ib/size) B=136110-5-8, G=1361/0-5-8 Max Horz B=224(LC 4) Max Up1lftB=-324(LC: 5), G=-324(LC 6) FORCES (1115) - Maximum Compression/Maximum Tension TOP CHORD A-B=0/45,B-C=-2048/392.C-D=-14521328,D-E=-1146/338,E-F=-14551329.F-G=-2046/393,G-H=0/45 BOT CHORD B-L=-330/1647.K-L=-330/1647.J-K=-121/1144,1-J=-222/1646,G-1=-22211646 WEBS C-L=0/225, C-K=-598/243. D-K=-86/338, D-J=2631279, E-J=-102/401, F-J=-595/243, F-1=0/223 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=11.33 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) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 324 lb uplift at joint B and 324 lb uplift at joint G. 7) This truss is designed in accordance with the 2006 International Residential Code sections R502.1 1.1 and R802.10.2 and referenced standard ANSIfTPI 1. LOAD CASE(S) Standard Job Truss Truss Type oty Ply ! B07142-08 H01 f' 1 FALLS), IOAHO FALLS,10 ,Ieference optional) Jul BMCWEST (IDAHO 83402 s Jan 3 2008 MTek Industries, Inc. Mon 21 16:36:23 2008 Page 1 -1-0_0 - 5-0-0 10-0-0 16-0-0 21-0-0 26-0-0 7-0- 1-0-0 5-0-0 5-0-0 414 M1120 6-0-0 5-0-0 5-0-0 1-0-0 srde= V44.4 . D 1000 M1120, E 700, i2 I 5A MI20' � � I.5w4 M1120, w2 w,,' \� ,e C \ p ,n eV 71 94 w3 w3, 516M I20 J M M1120= 514 M320— 54 M1120 10-0-0 26-0-0 10-0-0 6-0-0 10-0-0 Aaie_offsets (X,y)_[B:0-1-Tgdgel,_PQ+8.0-2-01 Lo-64,a�, [c:0-1-7,Ed9el. I�-o;a3-off__ LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 35.0 Plates Increase 1.15 TC 0.39 Vert(LL) -0.23 G-1 >999 360 ! M1120 197/144 TCDL 7.0 Lumber Increase 1.15 BC 0.45 j Vert(TL) -0.50 G-1 >617 240 BCLL 0.0 Rep Stress Ina YES I WB 0.28 Horz(TL) 0.07 G n/a n/a BCDL 7.0 j Code IRC20061TP12002 1 (Matrix) Wind(LL) 0.04 B-J >999 240 Weight: 101 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 4-8-11 oc pudins. BOT CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF Stud/Std REACTIONS (lb/size) B=1361/0-5-8, G=1361/0-5-8 Max Horz B=187(LC 4) Max UpliftB=-314(LC 5), G=-314(LC 6) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B=0/45, B-C=-2004/409, C-D=-1630/320, D-E=-1325/329, E-F=-1630/320, F-G=-2004/409, G-H=0/45 BOT CHORD B-J=-337/1646, I-J=-127/1324, G-1=-243/1646 WEBS C-J=-377/219, D-J=-35/317, E-J=-205/206, E-1=40/317, F-1�377/219 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 toad nonconcun-ent with any other live toads. 5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will lit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 314 lb uplift at joint B and 314 lb 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 ANSIfrPI 1. LOAD CASE(S) Standard Jab Truss Truss Type B07142-08 GE02 i GAB[/ BMC WEST (IDAHO FALLS), IDAHO FALLS, ID $3402 T Qty Ply 1 1 ' Jo ence (optional)- 7.030rJan 3 2008 MTek Industries, Inc. Mon Jul 21 16:36:22 2008 Page 1 -1_ 0-0 1-0-0 B n it A -4-6-0 — 4-6-0 4A M1120 = D 9-0-0 10-0-0 4-6-0 1-0-0 scale 2 1:17.6 3A A1020� 1,5"1 A91201I 1.$A U11201! 1.5a4 A01201t 3A A0120= w n n 1= IF LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) !ldefl Ud PLATES GRIP TCLL 35.0 Plates Increase 1.15 TC 0.11 Vert(LL) -0.00 G n/r 120 M1120 197/144 TCDL 7.0 Lumber Increase 1.15 BC 0.04 Vert(TL) -0.00 G n/r 120 BCLL 0.0 Rep Stress Ina NO WB 0.06 Horz(TL) 0.00 F Na n/a BCDL 7.0 Code IRC2006/TPI2002 (Matrix) Weight: 31 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 165OF 1.5E TOP CHORD Structural wood sheathing directly applied or 6.0-0 oc puriins. 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 (lb/size) 8=22219-0-0, F=222/9-0-0,1=130/9-0-0, J=244/9-0-0. H=244/9-0-0 Max Horz 6=-86(LC 3) Max UpliftB=-83(LC 5). F=-94(LC 6). J=-87(LC 5). H=-87(LC 6) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B=0/43, B-C=-74/61, C-D=-71179, D-E=-71/71, E-F=-74/42, F-G=0143 BOT CHORD B-J=-10/66,1-J=-10/66. H-I=-10/66, F-H=-10/66 WEBS D-1=-108/2, C-J=-206/110, E-H=-206/110 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 MTek "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) " This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 83 lb uplift at joint B. 94 lb uplift at joint F, 87 Ib uplift at joint J and 87 lb 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 • I Truss Truss Type B07142-08 JGE01A r '' E --'i�- BMC WEST (IDAFiO FALLS), IDAHO FALLS, ID 83402 4-0-0 21-3-0 1-0-0 21-3-0 I i IN I - Qi ply Y - 1 1 �2eference (optional) 0 s Jan 3 218 MTek Industries, Inc. Mon Jul 21 16:36:21 2008 Page 1 42-6-0 21-M Scale * I M a 54 M1120 = M 3PG M1120= 3.6 M1120- 42-6-0 42-6-0 id Plate Offsets (X,Y)[B:0-34,0-1-8],[F:0-1-13,0.1-8],[f:0-1-13,0-1-8],[X:0-34,0-1-8] LOADING (psf) SPACING 2-0-0 I CSI DEFL in (loc) tldefl Ud PLATES GRIP TCLL 35.0 Plates Increase 1.15 I TC 0.14 Vert(LL) -0.00 A n/r 120 M1120 197/144 TCDL 7.0 Lumber Increase 1.15 BC 0.09 Vert(TL) 0.00 A n/r 120 BCLL 0.0 Rep Stress Ina NO WB 0.21 Horz(TL) 0.01 X n/a n/a BCDL 7.0 Code IRC2006/TPI2002 (Matrix) Weight: 251 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 165OF 1.5E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD 2 X 4 SPF 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. OTHERS 2 X 4 SPF Stud/Std WEBS 1 Row at midpt M-AI, L-AJ, K-AK, J-AM, N-AH, O-AG, P-AE REACTIONS (lb/size) B=254/42-6-0, AI=171/42-6-0, AJ=194/42-6-0, AK=197/42-6-0, AM=196/42-", AN=196/42-6-0, AO=196/42-6-0. AP=194/42-6-0, AQ=205/42-6-0, AR=160/42-6-0, AS=295/42-", AH=194/42-6-0, AG=197/42-6-0, AE=196142-6-0, AD=196142-6-0, AC=197/42-6-0, AB=193142-", AA=208/42-6-0, Z=148/42-6-0, Y=325142-6-Q X=144/42-6-0 Max Horz B=402(LC 4) Max UpliftB=-103(LC 3), AJ=53(LC 5), AK=-87(LC 5), AM=-77(LC 5), AN=-78(LC 5), AO=-78(LC 5), AP=-78(LC 5), AQ=-80(LC 5), AR=-69(LC 5), AS=-110(LC 5), AH=47(LC 6), AG=-89(LC 6), AE=-77(LC 6), AD=-78(LC 6), AC=-78(LC 6), AB=-77(LC 6). AA=-83(LC 6), Z=-59(LC 6), Y=-133(LC 6), X=-14(LC 4) Max GrayB=254(LC 1). A1=242(LC 6). AJ=201(LC 9). AK=197(LC 1), AM=196(LC 1), AN=196(LC 9), AO=196(LC 1), AP=194(LC 9), AQ=205(LC 1), AR=160(LC 9), AS=295(LC 9), AH=201(LC 10). AG=197(LC 1), AE=196(LC 1), AD=196(LC 10), AC=197(LC 1), AB=193(LC 10), AA=208(LC 1), Z=148(LC 10), Y=325(LC 10), X=144(LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B=0/43, B-C=-347/239, C-D=-290/225, D-E=-256/223, E-F=-217/210, F-G=-2131217, G-H=-180/213, H-1=-142/208, I-J=-105/213, J-K=-70/252, K-L=-70/295, L-M=-69/319, M-N=-69/311, N-0=-70/270, O-P=-70/209, P-Q=-70/153, Q-R=-70/113, R-S=-70/74, S-T=-62166, T-U=-70/59, U-V=-105/72, V-W=-138/74, W-X=-216187 BOT CHORD B-AS=-71/219, AR-AS=-71/219, AO-AR=-71/219, AP-AQ=-71/219, AO-AP=-71/219, AN-A0=-71/219, AM-AN=-71/219, AL-AM=-71/219, AK-AL=-71/219, AJ-AK=-71/219, AI-AJ=-71/219, AH-AI=-71/219, AG-AH=-71/219, AF-AG=-711219, AE-AF=-71/219, AD-AE=71/219, AC-AD=-71/219, AB-AC=-71/219, AA-AB=-71/219, Z-AA=-71/219, Y-Z=-71/219, X-Y=-711219 WEBS M-AI=-22610, L-AJ=173/70, K-AK=-169/104, J-AM=-168/94, I-AN=-168/95, H-AO=168195, G-AP=-167/94, E-AQ=-174/97, D-AR=-143/84, C-AS=-2401132, N-AHr173164, O-AG�1691106, P-AE=-168/93, Q-AD=-168/95, R-AC=-168/95, S-AB=-167/94, U-AA=-175/98, V-Z=-138/79, W-Y=-254/142 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 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 MTek "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) ' This truss has been designed for a live load of 20.Qpsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 103 lb uplift at joint B, 53 lb uplift at joint AJ, 87 lb uplift at joint AK, 77 lb uplift at joint AM, 78 lb uplift at joint AN, 78 lb uplift at joint AO, 78 lb uplift at joint AP, 80 lb uplift at joint AQ, 69 lb uplift at joint AR, 110 lb uplift at joint AS, 47 lb uplift at joint AH, 89 lb uplift at joint AG, 77 ►b uplift at joint AE, 78 lb uplift at joint AD, 78 lb uplift at joint AC, 77 lb uplift at joint AB, 83 lb uplift at joint AA, 59 lb uplift at joint Z,133 lb uplift at joint Y and 14 lb uplift at joint X. 10) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI1TPI 1. LOAD CASE(S) Standard iJob - -- - - Truss - Truss Type Qty ' Ply B07142-08 GE01 i GABI 1 I 1 - i- BMC WEST (IDAHO FALLS), IDAHO FALLS, ID 83402 7.03LTJan 3 2008 MiTek Industries, Inc. Mon .Jul 21 16:36:19 2008 Page 1 -i1-0-0 21-3-0 42-&0 43-" 1-0-0 21-3-0 21-3-0 1-M Scab - 1:69.9 SQL M020- M L 11 N 7 001 12 K `. O TZ I \\ \\ r 0 � \ H ST9 N 34L0120� STB } �: / ! S 3�6Aa120.• I i %�� v r sT. 1 su i Cw TT . SIIT2 I V j STZ -�.\�+ T iF - -- 1 + I1�i I- - -i} �} } - {};` st ItF 11,x Y iN 3a8 M1120 = AT AS AR AO AP AO AN MI AL AK AJ Al AH AG AF AE AD AC AB AA Z 3j6M1120= 34 M1120 34 M1120 - 42-6-0 A*?A.n -PEa- - - _te o_ftsets�X,�-I_-- LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 35.0 Plates Increase 1.15 TC 0.13 Vert(LL) 0.00 X n/r 120 M1120 197/144 TCDL 7.0 Lumber Increase 1.15 BC 0.06 Vert(TL) 0.00 Y nlr 120 BCLL 0.0 Rep Stress Ina NO WB 0.21 Horz(TL) 0.02 X We n/a BCDL 7.0 ' Code IRC2006/TPI2002 (Matrix) Weight: 252 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 165OF 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 WEBS 1 Row at midpt M-AJ, L-AK, K-AL, J-AN, N-AI, O-AH, P-AF REACTIONS (lb/size) B=254/42-". AJ=171/42-6.0, AK=194/42-6-0, AL=197/42-6-0, AN=196/42-6-0, AO=196/42-", AP=196/42-6-0, AQ=194142-6-0, AR=205/42-6-0, AS=160142-6-0, AT=295142.E-0, A1=194/42-6-0, AH=197/42-6-0, AF=196/42-6-0, AE=196/42-6-0, AD=196/42-64 AC=194/42-6-0, AB=205142-6-0, AA=160/42-6-0, Z=295/42-6-0, X=254/42-6-0 Max Horz B=393(LC 3) Max UpliftB=-105(LC 3). AK=-53(LC 5). AL=-87(LC 5), AN=-77(LC 5), AO=-78(LC 5). AP=-78(LC 5), AQ=-78(LC 5). AR=-80(LC 5), AS=-69(LC 5), AT=-11O(LC 5), AI=-46(LC 6). AH=-89(LC 6). AF=-77(LC 6), AE=-78(LC 6), AD=-78(LC 6), AC=-78(LC 6), AB=-80(LC 6), AA=.69(LC 6), Z=-109(LC 6), X=-27(LC 4) Max Grav B=254(LC 1), AJ=254(LC 6). AK=201(LC 9), AL=197(LC 1). AN=196(LC 1), AO=196(LC 9), AP=196(LC 1), AQ=194(LC 9), AR=205(LC 1). AS=160(LC 9), AT=295(LC 9), AI=201(LC 10). AH=197(LC 1), AF=196(LC 1), AE=196(LC 10), AD=196(LC 1). AC=194(LC 10), AB=205(LC 1), AA=160(LC 10), Z=295(LC 10), X=254(LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B=0/43, B-C=343/244, C-D=-286/229, D-E=-252/228, E-F=-214/214, F-G=-210/222, G-H=-176/217, H-1=-139/213, I-J=-101/226, J-K=-701265, K-L=-70/309, L-M=-69/331, M-N=-69/324, N-O=-70/283, O-P=-70/222, P-Q=-70/167, Q-R=-70/118, R-S=-70/79, S-T=-57/70, T-1.11=-70/62, U-V=-100175, V-W=-134177, W-X=-199/91, X-Y=0143 BOT CHORD B-AT=-64/242, AS-AT=-64/242, AR-AS=-641242, AQ-AR=-64/242, AP-AQ=-64/242, AO-AP=-64/242, AN-AO=-64/242, AM-AN=-64/242, AL-AM=-64/242, AK-AL=-64/242, AJ-AK=-64/242, AI-AJ=-64/242, AH-AI=-641242, AG-AH=-64/242, AF-AG=-64/242, AE-AF=-64/242, AD-AE=-64/242, AC-AD=64/242, AB-AC=-64/242, AA-AB=-64/242. Z-AA=-64/242, X-Z=-64/242 WEBS M-AJ=23710, L-AK=-173/69, K-AL=-169/104, J-AN=168194, I-AO=-168/95, H-AP=-168/95, G-AQ=-167/94, E-AR=-174/97, D-AS=-143184, GAT=-240/132, N-AI=-173/63, O-AH=-169/106. P-AF=-168193, Q-AE=-168/95, R-AD=-168/95, S-AC=-167/94, U-AB=-174/97, V-AA=-143/84, W-Z=240/131 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph, h=25ft; TCDL=4.2pst 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) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 105 lb uplift at joint B, 53 lb uplift at joint AK, 87 lb uplift at joint AL, 77 lb uplift at joint AN, 78 lb uplift at joint AO, 78 lb uplift at joint AP, 78 lb uplift at joint AQ, 80 lb uplift at joint AR, 69 lb uplift at joint AS, 110 lb uplift at joint AT, 46 lb uplift at joint Al, 89 lb uplift at joint AH, 77 lb uplift at joint AF, 78 lb uplift at joint AE, 78 lb uplift at joint AD, 78 lb uplift at joint AC, 80 lb uplift at joint AB, 69 lb uplift at joint AA, 109 lb uplift at joint Z and 27 lb uplift at joint X. 10) 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 b. Truss TrussT-- f B07142-08 CJ11 r' O TRUSS BMC WEST (IDAHO FALLS), IDAHO FALLS, ID 83402 "%� -1-5-0 } - -- --- -- 5-7-14 - -- 1-5-0 5-7-14 -�O Ply ! - -- — 2 1 2eference (optional) s Jan 3 2008 MiTek Industries, Inc. Mon Jul 21 16:36:17 2008 Page 1 11-3-12 5-7-14 44 M1120 11 1i D H 3,4 L11120 = a.nli2 -" � � � I wt , c _ a wa w2 �B _ _ I F J E = =- SM M1120 1, 4.4 M1120 - - SA M1120= Plate Offsets (X,Y): (D:0-34,Edge]_ - _- 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 Ina NO BCDL 7.0 Code IRC2006/TPI2002 LUMBER TOP CHORD 2 X 4 SPF 165OF 1.5E BOT CHORD 2 X 6 DF 1800F 1.6E WEBS 2 X 4 SPF Stud/Std *Except* W1 2 X 4 SPF 165OF 1.5E REACTIONS (lb/size) E=772/Mechanical, B=77110-7-12 Max Horz B=228(LC 5) Max UpliftE=-341(LC 5). B=-266(LC 5) 5-7-14 - } - 11-3-12 —1 5-7-14 5-7-14 CSI DEFL in (loc) Udefl TC 0.64 Vert(LL) -0.02 F >999 BC 0.19 Vert(TL) -0.05 E-F >999 WB 0.70 Horz(TL) 0.01 E n/a (Matrix) ! Wind(LL) 0.02 F >999 BRACING FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B=0/52, B-G=-1109/317, C-G=-974/317, C-H=-231/67, D-H=-49/36, D-E=-312/183 BOT CHORD B-1=420/965, F-I=-420/965, F-J=-420/965, E-J=420/965 WEBS C-F=0/329, C-E=-947/400 Ud PLATES 360 M1120 240 n/a 240 i Weight: 53lb GRIP 197/144 Scee- 1Z4.6 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 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 noneoncurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6-0 tall by 24U-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 341 lb uplift at joint E and 266 lb 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. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 9 lb down and 29 lb up at 2-104, 9 lb dawn and 29 lb up at 2-104, 38 lb down and 63 lb up at 5-8-3, 38 lb down and 63 lb up at 5-8-3. and 119 lb down and 116 lb up at 8-6-2, and 119 lb down and 116 lb up at 8-6-2 on top chord, and 1 lb up at 2-104.1 lb up at 2-104, 29 lb down at 5-8-3, 29 lb down at 5-8-3, and 63 lb down at 8-6-2, and 63 lb down at 8-6-2 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) 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: C=-76(F=-38, B=-38) F=-24(F=-12, B=-12) G=58(F=29, B=29) H=-237(F=-119, B=-119)1=1(F=1, B=1) J=-52(F=-26, B=-26) Job !Truss Truss Type - - QtyMY- -- �- { j- - - B07142-08 GR01 HIP 1 1 2 I Jok�Jence (optional) BNIC WEST (IDAHO FALLS), IDAHO FALLS, ID 83402 7.03OWan 3 2008 M17ek Industries, Inc. Mon Jul 21 16:36:16 2008 Page 1 1-0-0, 4-0-0 8-0-0 13-0-0 18-0-0 - 22-0-0 26-0-0 27-0- 1-0-0 4-0-0 4-0-0 5-0-0 5-0-0 4-0-0 4-0-0 1-0-0 Scab = 1:44.4 6■S W 120 0 6� Mi120: 1.5"4 0120 +I E F �. wzN w2 W1' W3 i N M O P L O R K 3"4 M11201 1 4"4 M1120 - 74 L4120 - 41,4 M1120 34 M1120, G � � N 3"4 M020 Sib M1120 4-0-0 8-0-0 13-0-0 18-0-0 22-0-0 26-0-0 4-0-0 4-0-0 5-0-0 5-0-0 4-0-0 4-0-0 Plate Offsets(X,Y}__[6:0-3-15,0-2.8],[D_:0_-4-0,0-1-11 F[ •0-4-0,0-1-11 ,[H:0-3-15,0-2-8],_[L:0-4-0,0-4-8] ---- - - - - - - — ----- - — ---- LOADING (psQ SPACING 2-0-0 CSI DEFL in (loc) lldefl Ud PLATES TCLL 35.0 Plates Increase 1.15 TC 0.20 Vert(LL) -0.12 K-L >999 360 MI120 TCDL 7.0 Lumber Increase 1.15 ! BC 0.30 Vert(TL) -0.20 K-L >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.43 Horz(TL) 0.06 H n/a n/a BCDL 7.0 Code iRC200&TP12002 (Matrix) I Wind(LL) 0.10 L-M >999 240 Weight: 268lb GRIP 197/144 LUMBER BRACING TOP CHORD 2 X 4 SPF 165OF 1.5E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purfins. BOT CHORD 2 X 6 DF 180OF 1.6E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF Stud/Std REACTIONS (lb/size) B=3006/0-5-8, H=3006/0-5-8 Max Horz B=-149(LC 3) Max UpiiftB=-1114(LC 5), H�l114(LC 6) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B=0/50, B-C=-5170/1873, C-D=-501111941, D-E=499811978, E-F=4998/1978, F-G=-5011/1941, G-H=-5170/1874, H-1=0/50 BOT CHORD B-N=-1680/4342, M-N=-1680/4342, M-0=-1730/4308, O-P=-1730/4308, L-P=-1730/4308, L-Q=-1617/4308, Q-R=-161714308, K-R=-1617/4308, J-K=-1533/4342, H-J=-153314342 WEBS C-N=-1001102, C-M=-2151174, D-M=-028/1437, D-L=49911079, E-L=406/206, F-L=49911079, F-K=-628/1437, G-K=-217/174, G-J=-100/101 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 now 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 plies, 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 11; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL=1.33. 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1114 lb uplift at joint B and 1114 lb 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. 10) Use USP HJC26 nth 16d nails into Girder & 10d nails into Truss) or equivalent spaced at 9-11-4 oc max. starting at B-0-6 from the left end to 17-11-10 to connect truss(es) J08 (1 ply 2 X 4 SPF), CJ11 (1 ply 2 X 6 DF), J08 (1 ply 2 X 4 SPF), CJ11(1 ply 2 X 6 DF) to front face of bottom chord. 11) 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 15-11-4 to connect truss(es) J08 (1 ply 2 X 4 SPF) to front face of bottom chord. 12) Fill all nail holes where hanger is in contact with lumber. LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-D=-84, D-F=-84, F-I=-84, B-H=-14 Concentrated Loads (lb) Vert: M=-1019(F) K=-1019(F) 0=-313(F) P=-313(F) Q=-313(F) R=-313(F) c GEOI A N 0 N N W 0 0 0 � � MG -WEST -TRUSS -PLANT 715 Bombardier Name: Truss transferred from Layout aho 1`alls, Id Address: Job: _ T 3402 - N M r ^ 0 0 0 ^ 0� .J O '1 .J 0 3 1.� JO5 i J05 r JO3 N r 0 0 0 N (� r .j o l 0 0 0� �, Qty Ply -------- ------ Truss Type ,lob ___JTruss B07142-08 GR01 HIP 1 �f 2 Job Reference (optional)____ BMC WEST (IDAHO FALLS), IDAHO FALLS, ID 83402 7.030 s Jan 3 2008 MiTek Industries, Inc. Mon Jul 21 16:36:16 2008 Page 1 8-0-0 13-0-0 18-0-0 22-0-0 1-0-0 4-0-0 4-0-0 5-0-0 5-0-0 4-0-0 SIB M1120 S- O 7.00112 3,6 Mg20 bN c _ "W I W3 vA /a�-- --- — -- — - :W2 I.SM MI120 1 E I W2,, pil US M1120: r N M O P L O R K 54 M020 3A M1120 4"1 16Cp20= 7.8 L9120 = 4"4 M1120 4-0-0 8-0-0 13-0-0 18-0-0 1 22-0-0 'r- - - -- -- --- -} - - -- . T - -- 4-0-0 4-0-0 5-0-0 5-0-0 4-0-0 Plate OHseis (X,Y) [ .973-15,0-22 1._jo:0-4-OP-1-111 [F:0-4-0,0-1-11),[H:0-3-15,0-2-8)._[L_011-O.o-4-8] - — - - -- - -- LOADING (psQ SPACING 2-0-0 CSI DEFLin (loc) l/defl Ud TCLL 35.0 Plates Increase 1.15 TC 0.20 Vert(LL) -0.12 K-L >999 360 TCDL 7.0 Lumber Increase 1.15 BC 0.30 Vert(TL) -0.20 K-L >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.43 Horz(TL) 0.06 H n/a nla BCDL 7.0 Code tRC2006/TPI2002 (Matrix) Wind(LL) 0.10 L-M >999 240 LUMBER BRACING 26-0-0 27-Q ----- -r- _ 4-0-0 1-0-0 scse --1A4.4 3A W1201 � 5A M1120 26-0-0 4-0-0 PLATES GRIP M1120 197/144 Weight: 268 lb TOP CHORD 2 X 4 SPF 165OF 1.5E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2 X 6 DF 180OF 1.6E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF Stud/Std REACTIONS (lb/size) B=300610-5-8, 11-1=300610-5-8 Max Hors B=-149(LC 3) Max Up1iftB=-1114(LC 5). H=-1114(LC 6) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B=0150, B-C=-5170/1873, C-D=-5011/1941, D-E=-4998/1978, E-F=-4998/1978, F-G=-501111941, G-H=-517011874, H-1=0/50 BOT CHORD B-N=-168014342, M-N=-168014342, M-0=-173014308, O-P=-1730/4308, L-P=-173014308, L-Q=-161714308, Q-R=-1617/4308, K-R=-161714308, J-K=-1533/4342, H-J=-1533/4342 WEBS C-N=-100/102, C-M=-215/174, D-M=-628/1437, D-L=-499/1079, E-L=406/206, F-L=49911079, F-K=-628/1437, G-K=-217/174, G-J=-100/101 NOTES 1) 2-ply truss to be connected together with 14d (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 plies, 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 11. Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL=1.33. 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcun-ent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-&0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1114 lb uplift at joint B and 1114 lb 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. 10) Use USP HJC26 (With 16d nails into Girder 81Od nails into Truss) or equivalent spaced at 9-114 oc max. starting at 8-0-6 from the left end to 17-11-10 to conned truss(es) J08 (1 ply 2 X 4 SPF), CJ11 (1 ply 2 X 6 DF), J08 (1 ply 2 X 4 SPF), CJ11 (1 ply 2 X 6 DF) to front face of bottom chord. 11) 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 15-114 to connect truss(es) JOB (1 ply 2 X 4 SPF) to front face of bottom chord. 12) Fill all nail holes where hanger is in contact with lumber. LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plQ Vert: A-D=-84, D-17=-84, F-I=-84, B-H=-14 Concentrated Loads (lb) Vert: M=-1019(F) K=-1019(F) 0=-313(F) P=-313(F) Q=-313(F) R=-313(F) "V (Job Truss Truss Type Oty Ply 607142-08 �— CJ11��— MONO TRUSS - 2 1 Job Reference o tiona1 . _. BMC WEST (IDAHO FALLS), IDAHO FALLS, ID 83402 7.030 s Jan 3 02 08 MiTek Industries, Inc. Mon Jul 21 16:36:17 2008 Page 1 A S - -1-5-0 - 5-7-14 1-5-0 5-7-14 4.1 U120= 5-7-14 5-7-14 Plate Offsets (X,Y): [D_0-3-4Edge]_ _ -- — -_ — - LOADING (psf) SPACING 2-M CSI TCLL 35.0 Plates Increase 1.15 TC 0 TCDL 7.0 Lumber Increase 1.15 BC 0 BCLL 0.0 Rep Stress Incr NO WB 0 BCDL 7.0 Code IRC20061TPI2002 (Matrix) 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 "Except' W1 2 X 4 SPF 1654E 1.5E REACTIONS (lb/size) E=772/Mechanical, B=771/0-7-12 Max Horz B=228(LC 5) Max UpliftE=-341(LC 5), B=-266(LC 5) -- - 11-3-12 5-7-14 &S 61120 it D _sue 3A Mtl20:= - 4gs�,1i � w1 c w3 w2 F 3.4 L11120 it S,6M120= — -_-- - - _ - 11-3-12 t 5-7-14 DEFL in (loc) Well Ud PLATES GRIP 34 Vert(LL) -0.02 F >999 360 M1120 197/144 19 Vert(TL) -0.05 E-F >999 240 70 j Horz(TL) 0.01 E nla n/a Wind(LL) 0.02 F >999 240 Weight: 53lb FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B=0152, B-G=-1109/317, C-G=-974/317, C-H=-231/67, D-H=-49/36, D-E=-312/183 BOT CHORD B-1=420/965, F-1=420/965, F-J=-420/965, E-J=-420/965 WEBS C-F=01329, C-E=-947/400 Scak a 1.241 BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 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)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 341 tb uplift at joint E and 266 lb 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. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 9 lb down and 29 lb up at 2-10-4, 9 Ib down and 29 lb up at 2-10-4, 38 Ib dawn and 63 lb up at 5-8-3, 38 lb down and 63 Ib up at 5-8-3, and 119 lb down and 116 to up at 8-6-2, and 119 lb down and 116 lb up at 8-6-2 on top chord, and 1 lb up at 2-10-4, 1 lb up at 2-10-4, 29 lb down at 5-8-3, 29 lb down at 5-8-3, and 63 lb down at 8-6-2, and 63 lb down at 8-6-2 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) 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: C=-76(F=-38, B=-38) F=-24(F=-12, 8=-12) G=58(F=29, B=29) H=-237(F�119, B=-119)1=1(F=1, B=1) J=-52(F=-26, B=-26) Job Truss Truss Type Qty ; Ply 1 B07142-08 GE01 GABLE 1 1 Job Reference (optional) BMC WEST (IDAHO FALLS), IDAHO FALLS, ID 83402 _ vv 7.030 s Jan 3 2008 MiTek Industries, Inc. Mon Jul 21 16:36:19 2008 Page 1 1-0-0 21-3-0 42-6-0 q3-6-0 1-0-0 21-3-0 21-3-0 1-0-0 Scab a 169.9 5-S LU120= M L// N / O 7.001 12 K • ' J \ ` P 2- 11 1 \_\Q ,A STm I 1 R N j 3.61.0120 u / G Iri STD STD �7 S 3,GM1120,1 ` I I T To I D V _\ E t9 ! � T I \\ II ST W ST 1 A Ii Ii tJ - It it - BS I} Y i 34 M1120 = AT AS AR AQ AP AO AN AM AL AK Al Al AH AG AF AE AD AC AB AA z 34 M1120= 3* =120 - 3S M1120 --' ' ----- -- - 42-6-0-- -- -- ---- -� 42-6-0 Plate Offsets (X,Y)_[B 0 3-4,0-1 8],[F:0-1-13,0-1-8 , :0-1-13,0.1-8 X:0-3-4,0-1-8 ] [T- ---- - -], [ ] LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 35.0 Plates Increase 1.15 ; TC 0.13 Vert(LL) 0.00 X nlr 120 M1120 197/144 TCDL 7.0 Lumber Increase 1.15 BC 0.06 Vert(TL) 0.00 Y n/r 120 BCLL 0.0 Rep Stress Incr NO WB 0.21 Horz(TL) 0.02 X n/a n/a BCDL 7.0 Code IRC2006/TP12002 (Matrix) Weight: 252lb LUMBER BRACING TOP CHORD 2 X 4 SPF 165OF 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 WEBS 1 Raw at midpt M-AJ, L-AK, K-AL, J-AN, N-AI, O-AH, P-AF REACTIONS (lb/size) B=254/42-6-0, AJ=171142-6-0, AK=194/42-6-0, AL=197/42-6-0, AN=196/42-6-0, AO=196/42-6-0, AP=196142-6-0, AQ=194/42-6-0, AR=205/42-6-0, AS=160/42-6-0, AT=295/42-6-0, AI=194/42-6-0, AH=197142-", AF=196/42-6-0, AE=196142-6-0, AD=196/42-6-0, AC=194142-6-0, AB=205/42-6-0, AA=160142-64), Z=295/42-6-0, X=254/42-6-0 Max Horz 8=-393(LC 3) Max UpliftB=-105(LC 3), AK=-53(LC 5), AL=-87(LC 5), AN=-77(LC 5), AO=-78(LC 5), AP=-78(LC 5), AQ=-78(LC 5), AR=-80(LC 5), AS=-69(LC 5), AT=-110(LC 5), AI=-46(LC 6), AH=-89(LC 6), AF=-77(LC 6), AE= 78(LC 6), AD=-78(LC 6), AC=-78(1_C 6), AB=-80(LC 6), AA=-69(LC 6), Z=-109(LC 6), X=-27(LC 4) Max GravB=254(LC 1), AJ=254(LC 6), AK=201(LC 9), AL=197(LC 1), AN=196(LC 1), AO=196(LC 9), AP=196(LC 1), AQ=194(LC 9), AR=205(LC 1), AS=160(LC 9), AT=295(LC 9), Ai=201(LC 10), AH=197(LC 1), AF=196(LC 1), AE=196(LC 10), AD=196(LC 1), AC=194(LC 10), AB=205(LC 1), AA=160(LC 10), Z=295(LC 10), X=254(LC 1) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD A-8=0/43, B-C=-343/244, C-D=-286/229, D-E=-252/228, E-F=-214/214, F-G=-210/222, G-H=-176/217, H-1=4391213, I-J=-101/226, J-K=-70/265, K-L=-70/309, L-M=-69/331, M-N=-69/324, N-0=70/283, O-P=-70/222, P-Q=-70/167, Q-R=-70/118, R-S= 70/79, S-T=-57/70, T-U=-70/62, U-V=-100/75, V-W=-134/77, W-X=-199/91, X-Y=0/43 BOT CHORD B-AT=-64/242, AS-AT=-64/242, AR-AS=-64/242, AQ-AR=-64/242, AP-AQ=-64/242, AO-AP=-64/242, AN-AO=-64/242, AM-AN=-64/242, AL-AM=-64/242, AK-AL=-64/242, AJ-AK=-641242, AI-AJ=-64/242, AH-AI=-64/242, AG-AH=-64/242, AF-AG=-64/242, AE-AF=-641242, AD-AE=-64/242, AC-AD=-641242, AB-AC=-64/242, AA-AB=-64/242, Z-AA=-64/242, X-Z=-641242 WEBS M-AJ=-23710, L-AK=-173169, K-AL=-1691104, J-AN=-168194, I-AO=-168/95, H-AP=-168/95, G-AQ=-167194, E-AR=-174/97, D-AS=-143184, C-AT=-2401132, N-AI=-173163, O-AH=-169/106, P-AF=-168/93, Q-AE=-168/95, R-AD=-168/95, S-AC=-167/94, U-AB=-174/97, V-AA=-143/84, W-Z=-240/131 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 MTek "Standard Gable End Detail' 4) This truss has been designed for a 10.0 psf bottom chord live load nonooncurrent 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) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 105 lb uplift at joint B, 53 lb uplift at joint AK, 87 lb uplift at joint AL, 77 lb uplift at joint AN, 78 lb uplift at joint AO, 781b uplift at joint AP, 78 lb uplift at joint AQ, 80 lb uplift at joint AR, 69 lb uplift at joint AS, 110 lb uplift at joint AT, 46 lb uplift at joint At, 89 lb uplift at joint AH, 77 lb uplift at joint AF, 78 lb uplift at joint AE, 78 lb uplift at joint AD, 78 lb uplift at joint AC, 80 lb uplift at joint AB, 69 lb uplift at joint AA, 109 lb uplift at joint Z and 27 lb uplift at joint X. 10) 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 B07142-08 GE01 A GABLE 1 1 ___- - - - _ _ -- _ _ � ____ _ _ _ _ _ _ _ _ _ _ _ _ - _ - --' Job Reference (optional)- BMC WEST (IDAHO FALLS), tDAHO FALLS, ID 83402 7.030 s Jan 3 2008 MITek Industries, Inc. Mon Jul 21 16:36:21 2008 Page 1 -1-0-0 - 21-3-0 42-6-0 1-0-0 21-3-0 6a6 M1120 21-3-0 Scale a I�69.6 {M {} N o roolu K i Ar 0:\ P \ , M.-;Ir' YI�M {t' S710 ; Yid-- H H 34 MI120� -' j STB r 1� STS �\ S 34 M1120: Ill `I� g � F $T6 T i T v \\ D T� I T 'I! i ST CTI-.= - I ST\- �73-W .. , STf STI x ! 340120- 4- - U-Bs--'ll-- (1- AS AR AO AP AO -i AN {F - AM AL AK 34 M1120= I} - -- - AI AI - iFU -i -- -D AN AG AF AE AD AC AS AA 2 Y 34UM= 34 U320= �- - -- -- - - - - - 42-6-0 -{ 42-6-0 Plate Offsets (X,Y): [B:0-3-4,0-1-8 F:0-1-13,0-1-8 , 0-1-13,0-1-8 X:0-34,0-1-8 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 35.0 Plates Increase 1.15 TC 0.14 Vert(LL) -0.00 A n/r 120 M1120 197/144 TCDL 7.0 Lumber Increase 1.15 BC 0.09 Vert(TL) 0.00 A n/r 120 BCLL 0.0 Rep Stress Ina NO WB 0.21 HOrz(TL) 0.01 X n/a rda BCDL 7.0 Code IRC2006/TPI2002 (Matrix) Weight: 251 lb - - - -- -- is --- - - .- - - ------ - - - - ---- - LUMBER BRACING TOP CHORD 2 X 4 SPF 165OF 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 WEBS 1 Row at midpt M-AI, L-AJ, K-AK, J-AM, N-AH, O-AG, P-AE REACTIONS (lb/size) B=254/42-6-0, AI=171/42-", AJ=194/42-6-0, AK=197/42-M, AM=196/42-6-0, AN=196/42-6-0, A0=196/42-6-0. AP=194/42-", AQ=205/42-6-0, AR=160/42-6-0, AS=295/42-6-0, AH=194/42-", AG=197/42-6-0, AE=196/42-6-0, AD=196/42-6-0, AC=197/42-6-0, AB=193142-6-0, AA=208/42-6-0, Z=148/42-6-0, Y=325/42-6-0, X=144/42-6-0 Max Horz B=402(LC 4) Max UpliftB=-103(LC 3), AJ=-53(LC 5), AK=-87(LC 5), AM=-77(LC 5), AN=-78(LC 5), AO=-78(LC 5), AP=-78(LC 5), AQ=-80(LC 5), AR=-69(LC 5), AS=-110(LC 5), AH=47(LC 6). AG=-89(LC 6), AE=-77(LC 6), AD=-78(LC 6), AC=-78(LC 6), AB=-77(LC 6), AA=-83(LC 6), Z=-59(LC 6), Y=-133(LC 6). X=-14(LC 4) Max GravB=254(LC 1), A1=242(LC 6), AJ=201(LC 9), AK=197(LC 1), AM=196(LC 1), AN=196(LC 9), A0=196(LC 1), AP=194(LC 9), AQ=205(LC 1), AR=160(LC 9), AS=295(LC 9), AH=201(LC 10), AG=197(LC 1). AE=196(LC 1), AD=196(LC 10), AC=197(LC 1), AB=193(LC 10), AA=208(LC 1), Z=148(LC 10), Y=325(LC 10), X=144(LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B=0/43, B-C=-3471239, C-D=-290/225, D-E=-256/223, E-F=-217/210, F-G=-213/217, G-H=-180/213, H-1=-142/208, I-J=-105/213, J-K=-70/252, K-L=-70/295, L-M=-69/319, M-N=-69/311, N-0=-70/270, O-P=-70/209, P-Q=-70/153, Q-R=-70/113, R-S=-70/74, S-T=-62/66, T-U=-70/59, U-V=-105/72, V-W=-138/74, W-X=-216/87 BOT CHORD B-AS=-71/219, AR-AS=-71/219, AO-AR=-71/219, AP-AQ=71/219, AO-AP=-71/219, AN-AO=-71/219, AM-AN=-71/219, AL-AM=-71/219, AK-AL=-71/219, AJ-AK=-71/219, AI-AJ=-71/219, AH-AI=-71/219. AG-AH=71/219, AF-AG=-71/219, AE-AF=-71/219, AD-AE=-71/219, AC-AD=-71/219, AB-AC=-71/219, AA-AB=-71/219, Z-AA=-71/219, Y-Z=-71/219, X-Y=-71/219 WEBS M-AI=-226/0, L-AJ=-173/70, K-AK=-169/104, J-AM=-168/94, I-AN=168/95. H-AO=-168/95, G-AP=-167/94, E-AQ=-174/97, D-AR=-143/84, C-AS=-240/132, N-AH=-173/64, O-AG=-169/106, P-AE=-168/93, Q-AD=-168/95, R-AC=-168/95, S-AB=-167/94, U-AA=-175/98, V-Z=-138/79, W-Y=-254/142 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 requires continuous bottom chord bearing. 7) Gable studs spaced at 2-0-0 oc. 8)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 24)-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 103 lb uplift at joint B. 531b uplift at joint AJ, 87 lb uplift at joint AK, 77 lb uplift at joint AM, 78 lb uplift at joint AN, 78 lb uplift at joint AO, 78 lb uplift at joint AP, 80 lb uplift at joint AQ, 69 lb uplift at joint AR, 110 lb uplift at joint AS. 47 lb uplift at joint AH, 89 lb uplift at joint AG, 77 lb uplift at joint AE, 78 Ib uplift at joint AD, 78 lb uplift at joint AC, 77 lb uplift at joint AB. 83 lb uplift at joint AA, 59 lb uplift at joint Z, 133 lb uplift at joint Y and 14 lb uplift at joint X. 10) 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 607142-08 GE02 (GABLE BMC WEST (IDAHO FALLS), IDAHO FALLS, ID 83402 =1-0-0 } -- — ----- 4-6-0- - 1-0-0 4-6-0 r A -- - — Qty pty —�-- 1 1 Job Reference (optional) 7.030 s Jan 3 2008 MTek Industries, Inc. Mon Jul 21 16:36:22 2008 Page 1 } 9-0-0 4-6-0 scab - 1:171 44 M1120 -- 0 t 5,A LAW,, / 1.5r4 M1120 ' 1 E 7.00112 ST2 �\ 3*4 M1120 — 1534 M112011 1.5A M1120 1, 1.5A L9120 11 3a4 M1120- F------- - 9-0-0 -- i 9-0-0 LOADING (psf) SPACING 2-" CSI DEFL in (loc) l/defl Ud PLATES GRIP TCLL 35.0 Plates Increase 1.15 TC 0.11 Vert(LL) -0.00 G nlr 120 M1120 197/144 TCDL 7.0 Lumber Increase 1.15 BC 0.04 Vert(TL) -0.00 G n/r 120 BCLL 0.0 Rep Stress Incr NO WS 0.06 Horz(TL) 0.00 F n/a nla BCDL 7.0 Code IRC20061TPI2002 (Matrix) Weight: 31 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 165OF 1.5E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purtins. 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 (lb/size) B=222/9-0-0, F=222/9-0-0, 1=130/9-0-0. J=244/9-0-0, H=244/940-0 Max Horz B=-86(LC 3) Max UpliftB=-83(LC 5), F=-94(LC 6), J=-87(LC 5), H=-87(LC 6) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B=0/43, B-C=-74/61, C-D=-71/79, D-E=-71171, E-F=-74142, F-G=0/43 BOT CHORD B-J=-10166,1-J=-10/66, H-1=-10/66, F-H=-10/66 WEBS D-1=-108/2, C-J=-206/110, E-1-1�2061110 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) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 2-0-0 oc. 7) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 83 Ib uplift at joint B, 94 lb uplift at joint F, 87 lb uplift at joint J and 87 lb 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 F1d Job Truss Truss Type B07142-08 H01 HIP BMC WEST (IDAHO FALLS), IDAHO FALLS, ID 83402 Ply Job Reference 7.O3OsJan 32008MiTek Industries, Inc. Mon Jul 2116:36:232008 Pagel ,-1-0-0 5-0-0 10-0-0 1-0-0 5-0-0 5-0-0 16-0-0 21-0-0 6-0-0 5-0-0 26-0-0 5-0-0 40 LU120 10A0 M1120 : E 7 00 r-1 1 1.5'4M:120 w ,' `Yz 1,5*4 Ltll2or' W1 \ `\\ 71 W3 13 02--- A 516 M1120 34 W120 = 5SM1120= 5.6 L11120 27-0-0 1-0-0 Scae - 1:44 4 10-0-0 16-0-0 26-0-0 10-0-0 6-0-0 10-0-0 Plate Offsets- (X.y): [P*.04:8!0!2-0],[E,0-64,0-1-12]. [G:0-1-7.Edge],_[I:9A0,0Q-0]_ LOADING SPACING 2-0-0 CS1 DIEFIL in (loc) Udell L/d PLATES GRIP TCLL 35.0 Plates Increase 1.15 TC; 0.39 Vert(LL) -0.23 G-1 >999 360 M1120 1971144 TCDL 7.0 Lumber Increase 1.15 BC 0.45 Vert(TL) -0.50 G-1 >617 240 BCLL 0.0 II, Rep Stress Incr YES WB 0.28 Horz(TL) 0.07 G n/a n/a BCDL 7.0 Code IRC2006ITP12002 (Matrix) Wind(LL) 0.04 B-J >999 240 Weight: 101 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 4-8-11 oc purlins. BOT CHORD 2 X 4 SPF 1650F 11.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF Stud/Std REACTIONS (lb/size) B=1361/0-5-8, G=1361/0-5-8 Max Horz B=l 87(LC 4) Max UpliftB=-314(LC 5), G=-314(LC 6) FORCES (1b) - Maximum CornpressionlMaximurn Tension TOP CHORD A-B=0/45.B-C=-2004/409,C-D=-1630/320,D-E=-1325/329.E-F=-1630/320,F-G=2004/409,G-H--0/45 BOT CHORD B-J=-337/1646, I-J=-127/1324, G-I=-243/1646 WEBS C-J=-377/219, D-J=-351317, E-J=-2051206, E-1=401317, F-I=-377/219 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=l .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) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 314 lb uplift at joint B and 314 lb uplift at joint G. 7) This truss is designed in accordance with the 2006 International Residential Code sections R502.1 1.1 and R802.10.2 and referenced standard ANSIfTPl 1. LOAD CASE(S) Standard Job Truss Truss Type Oty - Ply ---- -- 607142-08 H02 HIP 1 1 Job Reteren_ce (optional) BMC WEST (IDAHO FALLS), IDAHO FALLS, ID 63402 _ - 7.030 s Jan 3 2008 MiTek Industries, Inc. Mon Jul 21 16:36:24 2008 Page 1 -1-0-0, 6-0-0 - -, 12-0-0 14-M 20-0-0 26-0-0 i27 — 1-M 6-0-0 6-0-0 2-0-0 "_0 6-0-0 1-0-0 Scale - 1:44-4 0x0101120-: 54 MIMI D E 7.00R2 US141120% c .� ,i. 71 1 \ W3 A - -- - - ✓=J L K J 536 FAMD= 1.5A L4120 11 Sr6 W120 = 3d AS120 = 1 1.5s4 AD12011 G S.6 L0120= 6-0-0 12-0-0 14-0-0 20-0-0 26-0-0 6-0-0 6-0-0 2-0-0 6-0-0 6-0-0 Plate Offsets (X,Y); [B:0-1-3,Ed eJ, [D:0-4-0,1)-1-11], [E:0-3-4,0-2-4Gj_0.1-3,Edgej, [K:0 3-0.0-3-0j - - - _ -- - - --- — _— LOADING (psf) SPACING 2-M CSI DEFL in (loc) Udell Ud PLATES GRIP TCLL 35.0 Plates Increase 1.15 TC 0.44 Vert(LL) -0.09 K >999 360 M1120 197/144 TCDL 7.0 Lumber Increase 1.15 BC 0.39 Vert(TL) -0.17 K-L >999 240 BCLL 0.0 Rep Stress Ina YES WB 0.62 Horz(TL) 0.07 G nla n/a BCDL 7.0 Code IRC2006/TPI2002 (Matrix) Wind(LL) 0.05 K >999 240 Weight:113 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 165OF 1.5E TOP CHORD Structural wood sheathing directly applied or 4-7-2 oc purlins. BOT CHORD 2 X 4 SPF 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF Slud/Std REACTIONS (Ib/size) B=1361/0.5-8, G=1361/0-5-8 Max Horz B=224(LC 4) Max UpliftB=-324(LC 5), G=-324(LC 6) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B=0/45, B-C=-2048/392, C-D=-1452/328. D-E=-1146/338, E-F=-1455/329, F-G=-2046/393, G-H=0145 BOT CHORD B-L=-330/1647, K-L=-33011647, J-K=-121/1144,1-J=-22211646, G-1= 222/1646 WEBS C-L=0/225, C-K=598/243, D-K=-86/338, D-J=263/279, E-J=-102/401, F-J=-595/243, F-1=01223 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 nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 324 lb uplift at joint B and 324 lb 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 Truss - - - - ;Truss Type I 807142-08 J01 MONO TRUSS BMC WEST (IDAHO FALLS), IDAHO FALLS, ID 83402 - --- - - Oly 'Ply ; - - — -- - - - - -- 4 1 �JokRqlg�rence (gRbcnalJ_ _ 7.030 s Jan 3 2008 MiTek Industries, Inc. Mon Ju121 16:36:24 2008 Pagel scale - 1 8 3 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud I PLATES GRIP TCLL 35.0 I Plates Increase 1.15 TC 0.10 Vert(LL) -0.00 B >999 360 M1120 197/144 TCDL 7.0 Lumber Increase 1.15 BC 0.03 Vert(TL) -0.00 B-D >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0,00 C n/a n1a BCDL 7.0 Code IRC2006/TPI2002 (Matrix) Wind(LL) 0.00 B """" 240 i Weight: 6 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 165OF 1.5E TOP CHORD Structural wood sheathing directly applied or 1-11-11 oc purtins. BOT CHORD 2 X 4 SPF 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Iblsize) B=214/0-5-8, D=13/Mechanical, C=51/Mechanical Max Horz B=83(LC 5) Max UpliftB=-86(LC 5), C=-25(LC 5) Max GravB=214(LC 1), D=33(LC 2), C=51(LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B=0/43, B-C=-56/19 BOT CHORD B-D=0/0 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) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 86 lb uplift at joint B and 25 lb uplift at joint C. 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/TP11. LOAD CASE(S) Standard Truss I Truss Type B07142-08 J03 MONO TRUSS BMC WEST (IDAHO FALLS), IDAHO FALLS, ID 83402 -1-0-0- 1-0-0 4 1 _—I -_ Job Reference (optional) _ 7.030 s Jan 3 2008 MiTek Industries, Inc. Mon Jul 21 16:36:25 2008 Page 1 3-11-11 3-11-11 ,fI Scab = 1.13.0 7 00 jig / Tt i 6t N D 3A M1120 = i -- - - --- 3-11-11 - --- i _ 3-11-11 _ LOADING (psf) SPACING 2-0-0 CSI DEFL in (foe) Udefl Ud I PLATES GRIP TCLL 35.0 Plates Increase 1.15 TC 0.17 Vert(LL) -0.01 B-D >999 360 M1120 197/144 TCDL 7.0 Lumber Increase 1.15 BC 0.10 Vert(TL) -0.02 B-D >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 C Na n/a BCDL 7.0 l Code tRC2006/TPI2002 (Matrix) Wind(LL) 0.00 B "" 240 — - Weight: 11 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 165OF 1.5E TOP CHORD Structural wood sheathing directly applied or 3-11-11 oc purlins. BOT CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) C=127/Mechanical, B=303/0-5-8, D=261Mechanical Max Horz B=127(LC 5) Max UpliftC=-73(LC 5), B= 93(LC 5) Max GravC=127(LC 1), 6=303(LC 1). D=63(LC 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-13=0/45, B-C=-90/52 BOT CHORD B-D=0/0 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 We loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 73 lb uplift at joint C and 93 lb 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 ANSUTPI 1. LOAD CASE(S) Standard Job Truss Truss Type Qty Pty 1B07142-08 J05 I MONO TRUSS 4 1 Job Reference (optional)_- BMC WEST (IDAHO FALLS), IDAFtO FALLS, ID 83402 7.030 s Jan 32008 MiTek Industries, Inc. Mon Jul 21 16:36:26 2008 Pagel -1-0-0 -- 5-11-11 1-0-0 5-11-11 Scab 1:18.3 I 7.00! 12 i N d 'Ti BI 3iA Mg20 5-11-11 5-11-11 LOADING (psf) SPACING 2.0-0 CSI DEFL in (!oc) lldefl Ud I PLATES GRIP TCLL 35.0 Plates Increase 1.15 ` TC 0.51 Vert(LL) -0.06 B-D >999 360 MI120 197/144 TCDL 7.0 Lumber Increase 1.15 BC 0.24 Vert(TL) -0.12 B-D >570 240 BCLL 0.0 i Rep Stress Incr YES I WB 0.00 Horz(TL) -0.00 C n/a Ma j BCDL 7.0 Code IRC20061TP12002 (Matrix) Wind(LL) 0.00 B "" 240 Weight: 16lb LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 5-11-11 oc purlins. BOT CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) C=219/Mechanical, B=394/0-5-8, D=401Mechanical Max Herz B=175(LC 5) Max UpliftC=-126(LC 5).13 -99(LC 5) Max Grav C=219(LC 1), B=394(LC 1), D=97(LC 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B=0/45, B-C=-128/90 BOT CHORD B-D=0/0 NOTES 1) Wind: ASCE 7-05; 90mph; h=25ft; TCDL=4.2psf; BCDL=4.2psf; Category II; Exp C; enclosed; MWFRS (!ow -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 We load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 240-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 126 lb uplift at joint C and 99 lb 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 ANSIITPI 1. LOAD CASE(S) Standard i Job - - -- Truss — Truss Type - `B07142-08 J08 MONO TRUSS BMC WEST (IDAHO FALLS), IDAHO FALLS, ID 83402 4-0-0 1-0-0 4-0-0 e 3A Mn20 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 YES BCDL 7.0 Code IRC2006/TPI2002 LUMBER TOP CHORD 2 X 4 SPF 165OF 1.5E BOT CHORD 2 X 4 SPF 240OF 2.0E WEBS 2 X 4 SPF Stud/Std REACTIONS (lb/size) E=364/Mechanical, B=492/0-5-8 Max Horz B=227(LC 5) Max Up11ftE=-146(LC 5). B=-108(LC 5) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B=0/45. B-C=435/44. C-D=-101/51, D-E=-135176 BOT CHORD B-E=178/307 WEBS C-E=-3531205 --- Oly Ply I -- - — -- — 6 1 Job Reference (optional)-____ -. 7.030 s Jan 3 2008 MSiTek Industries, Inc. Mon Jul 21 16:36:26 2008 Pagel - - --- "_0 4-0-0 sca%-1:2s.s 1.5.+M1120 iI I I 1.3.4 M1120�' 7.00112 'W11 i E 3-1 LU120 = 8-0-0 8-0-0 CSI DEFL in (loc) Well L/d PLATES GRIP TC 0.24 Vert(LL) -0.14 B-E >645 360 MII20 197/144 BC 0.30 Vert(TL) -0.29 WB 0.17 Horz(TL) 0.00 B-E E >315 240 n/a rVa (Matrix) Wind(LL) 0.00 B ""` 240 Weight: 31 lb - BRACING _ - _ - - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 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) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 146 ib uplift at joint E and 108 lb 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 CASE(S) Standard Job - Truss Truss Type oty 1 Ply B07142-08 Tot COMMON 1 1 1 IJobReference(optional) V BMC WEST (IDAHO FALLS), IDAHO FALLS, ID 83402 7.030 s Jan 3 2008 MiTek Industries, Inc. Mon Jul 21 16:36:27 2008 Page 1 -1-0-0 - -----7-1-0 - - - 14-2-0- -- 21-3-0 2-8-4-0 -- 35-5-0 - 42-6-0 43-6 -0 1-0-0 7-1-0 7-1-0 7-1-0 7a10 MII16H 7-1-0 7-1-0 7-1-0 1-0-0 Sc%- 1.697 7.00112 it 73 5X8 M3120 - 6S M1120� \\ y \ di 5a5 PA120 T2 i W 2 \\\ SX10 M7120'� W3 ,,, \ `� W S we w6,, Z` % ` w9 Tr . T6 � v1 B . �A ` .'-------------- -fit._- — .f. _ _ `J_ � -- - - B2 -- �. ---- 1 i _ r -'---- � - - - -- - I_t�T�-� —�--- _ --___ \ H \ I ly 54 M1120 - N 1.5.4 Mi120' M O 5,6M1120- L 6,010120 - G P O K J 6.12M1120= 1-5A M:120'' 5,6 M1120 - 7-1-0 -14-2-0 - 21-3- - 0 - 30-9-4 } 36-7-10 } 42-6-0 - - - -- -- 7-1-0 7-1-0 7-1-0 9-6-4 5-10-6 5-10-6 Plate Offsets (X,Y,_[B_0-1-8,Edge], [Q04-0,0-3-0], (D_0470,0-3-0), [F.0-34,Edge],[G:0-5-0,0-3_4]_LH:0-1-3,Edge],[L:0-4-0,0-3.4], [M:0-3-0,0-3-Oj LOADING (psf) i SPACING 24)-0 CSI DEFL in (loc) Udefl Ud PLATES GRIP TCLL 35.0 Plates Increase 1.15 TC 0.67 Vert(LL) -0.28 K-L >999 360 M1120 197/144 TCDL 7.0 Lumber Increase 1.15 BC 0.68 Vert(TL) -0.45 K-L >808 240 MI118H 141/138 BCLL 0.0 Rep Stress Incr YES WB 1.00 Horz(TL) 0.06 K n/a nla BCDL 7.0 Code IRC2006/TPI2002 (Matrix) Wind(LL) 0.08 B-N >999 240 Weight: 189 Ib LUMBER BRACING TOP CHORD 2 X 4 SPF 165OF 1.5E TOP CHORD Structural wood sheathing directly applied or 3-9-9 oc pudins. BOT CHORD 2 X 4 SPF 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2 X 4 SPF Stud/Std WEBS 1 Raw at midpt C-M, D-L, F-K REACTIONS (lb/size) B=158010-5-8, K=276210-5-8, H=346/0-5-8 Max Horz B=393(LC 4) Max UpliftB=-368(LC 5). K=481(LC 6). H=-149(LC 6) Max GravB=1580(LC 1), K=2762(LC 1), H=491(LC 10) FORCES (lb) - Maximum Cornpression/Maximum Tension TOP CHORD A-B=0/45, B-C=-2416/462, C-D=-1726/383, D-E=-985/327, E-F=-989/328, F-G=-81/768, G-H=-342/390, H-1=0/45 BOT CHORD B-N=44211946, M-N=-442/1944, M-0=-224/1355, L-0=-224/1355, L-P=-37/196, P-Q=-37/196, K-Q=-37/196, J-K=-3171157, H-J=-3061176 WEBS C-N=01261, C-M=-682/283, D-M=-88/537, D-L=-10081373, E-L�1121325, F-L=-133/1011, F-K=-2177/448, G-K=-611/290, G-J=0/191 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 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) All plates are MT20 plates unless otherwise indicated. 5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 368 lb uplift at joint B, 481 lb uplift at joint K and 149 lb uplift at joint H. 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 -- — — Oty Ply -- -- B07142-08 T01 A COMMON I Al _ __ _1 Job Reference (optional BMC WEST (IDAHO FALLS), IDAHO FALLS, ID 83402 J 7.030 s Jan 3 2008 MTek Industries. Inc. Mon Jul 21 16:36:28 2008 Page 1 -1-0-0 7-1-0 14-2-0 21-3-0 28-4-0 35-5-0 42-6-0 1-0-0 7-1-0 7-1-0 7-1-0 7-1-0 7-1-0 7-1-0 sew* -1Coa 7rt0 M1116H= E sm FAUD - M 1.541 W20 Ii r� t Sd M020 it 6A M1120 -= 602 M1120 = 1.5A 411120 1! 7-1-0 14-2-0 21-3-0 30-9-4 36-7-10 42-6-0 7-1-0 7-1-0 7-1-0 9-6-4 5-10-6 5-10-6 ------------ -- ------ - -- Plate Offsets -1-8,Edge . C:0-4-0z0-3_0]. [D 0-4-0.0-3-% [F:0-34.Edgej LOADING {psf} — - I -- — - -SPACING 2-0-0 --� - 1— -- - CSI--- — -� -- DEFL in (loc) l/defl Ud - � PLATES GRIP -- - TCLL 35.0 1 Plates Increase 1.15 TC 0.66 Vert(LL) -0.28 J-K >999 360 M1120 197/144 TCDL 7.0 Lumber Increase 1.15 BC 0.68 Vert(TL) -0.46 J-K >805 240 M1118H 141/138 BCLL 0.0 Rep Stress Incr YES WB 1.00 Horz(TL) 0.06 J n/a n/a BCDL 7.0 Code IRC20061TP12002 (Matrix) Wind(LL) 0.08 B-M >999 240 Weight: 188lb LUMBER BRACING TOP CHORD 2 X 4 SPF 165OF 1.5E TOP CHORD Structural wood sheathing directly applied or 3-9-10 oc purlins. BOT CHORD 2 X 4 SPF 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2 X 4 SPF Stud/Std WEBS 1 Row at midpt C-L, D-K, F-J REACTIONS (lb/size) B=1579/0-5-8, J=2772/0-5.8, H=228/0-5-8 Max Horz B=402(LC 4) Max UpliftB=-366(LC 5), J=-500(LC 6), H=-111(LC 9) Max Grav B= 1 579(LC 1), J=2772(LC 1), H=373(LC 10) FORCES (lb) - Maximum CompressiorVMaximum Tension TOP CHORD A-B=0/45, B-C=-2414/459, C-D=-1724/380, D-E=-9831320, E-F=-987/325, F-G=-88/773, G-H=350/388 BOT CHORD B-M=-452/1944, L-M=453/1942, L-N=-232/1353, K-N=-232/1353, K-O=-38/175, O-P=-38/175, J-P=-38/175, I-J=-315/164, H-i=-305/186 WEBS C-M=0/261, C-L=-682/283, D-L=-88/537, D-K=-1008/373, E-K=-1091324, F-K=-13711014, F-J=-2179/454, G-J=-6261301, G-1=0/193 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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) All plates are MT20 plates unless otherwise indicated. 5) - This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 366 lb uplift at joint B. 500 lb uplift at Joint J and 111 lb uplift at joint H. 7) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSVTPI 1. LOAD CASE(S) Standard Job Truss -- - iTruss Type- i 807142-08 T01 B � COMMON 7 1 _ I - _ Job Reference o tional BMC WEST (IDAHO FALLS), IDAHO FALLS, ID 83402 7.030 s Jan 3 2008 MTek Industries. Inc. Mon Jul 21 16:36:30 2008 Page 1 ,1-0-0 7-1-0 - 14-2-0 _ — 21-3-0 28-4-0 35-5-0 42-6-0 1-0-0 7-1-0 7-1-0 7-1-0 7-1-0 7-1-0 7-1-0 Scalp = 1696 SA M1120 - 7 00,12-�-r,1...-. E T3..-_ 5,6 M1120' --_'- 5+6 MI120_•. r W1 w/ •V 5.5 U120 ' W3 W2 5.5 Lum W2 W3 c w4 T/ N 9 -- — H !� 5.6 M1120- L GI 7/9 M1120-- SI6 M1120 N K O 642 M1120- P J O R I 5.diW20= 602 M1120= US M1120 - 70 M1120= 8-6-0 17-0-0-- 25-6-0 34-0-0 — 42-6-0 8-6-0 8-6-0 8-6-0 8-6-0 8-6-0 Plate Offsets (X,Y).- [6:0-1-3,Edge], [B:0-7-5,0-1-0], [C_0-4-0,U-3.0]LD:0.4-0.0-3-0], F�:O 4-0,0 3 0]_[G`0-4-O,a3-0] jH 0-7-5 0-1-0j, LH 0-1-3,Edge 04-0,0-3-4], [L_0-4-0-- LOADING (psf) SPACING 2-0-0 CSI l DEFL in (!oc) !lde0 Ud I PLATES GRIP TCLL 35.0 Plates Increase 1.15 TC 0.79 Vert(LL) -0.45 K-L >999 360 M1120 1971144 TCDL 7.0 Lumber Increase 1.15 I BC 0.88 Vert(TL) -0.66 J-K >763 240 I BCLL 0.0 Rep Stress Incr YES WB 0.76 Horz(TL) 0.21 H n/a rVa BCDL 7.0 Code IRC2006/TP12002 (Matrix) Wind(LL) 0.15 H-1 >999 240 I Weight: 193lb LUMBER BRACING ` -- -- — - — - — -- — -- -- - TOP CHORD 2 X 4 SPF 165OF 1.5E TOP CHORD Structural wood sheathing directly applied or 24-0 oc purlins. BOT CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 8-6-11 oc bracing. WEBS 2 X 4 SPF Stud/Std WEBS 1 Row at midpt D-K, E-K, E-J, F-J WEDGE Left: 2 X 8 DF SS, Right: 2 X 8 DF SS REACTIONS (lb/size) B=246410-5-8, H=2351/0-5-8 Max Horz B=402(LC 4) Max UpliftB=-499(LC 5). H=432(LC 6) FORCES (Ib) - Maximum Compressi(NMaximum Tension TOP CHORD A-13=0/45, B-C=41101720, C-D=-39011803, D-E=-30681692, E-F=-30691694, F-G=-3915/816, G-H=41231731 BOT CHORD B-L=-677/3394, L-M=-445/2807, M-N=-44512807, K-N=-445/2807, K-O=-202/2124, O-P=-202/2124, J-P=-202/2124, J-Q=-333/2810, O-R=-333/2810, I-R=-333/2810, H-1=-531/3408 WEBS C-L=463/282, D-L=-2431782, D-K=-896/410, E-K=-332/1261, E-J=-334/1265, F-J=-9011414, F-I=-255/798, G-1=4701287 NOTES 1) Unbalanced roof We 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 (!ow -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) " This truss has been designed for a live load of 20.Opsf on the bottom chord in ail areas where a rectangle 3-6-0 tail by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 499 lb uplift at joint B and 432 Ib 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 ANSIITPI 1. LOAD CASE(S) Standard Joti l Truss , Tnlss Type Qty 1 Ply -- - 607142-08 COMMON 6 1 -'T01C Job Reference (o Eional BMC WEST (IDAHO FALLS), IDAHO FALLS, ID 83402 7.030 s Jan 3 2008 MTek Industries. Inc. Mon Jul 21 16:36:31 2008 Page 1 7-1-0 14-2-0 21-3-0 284-0 35-5-0 42-6-0 7-1-0 7-1-0 7-1-0 7-1-0 7x10 MIII6H- 7-1-0 7-1-0 scdo =1.66 6 DD 7.00(12 Sd Mt120 -� -� Sm M1120� c j - \� - E w1 w1 see Mlrzo �slzo.� � ss w3 W2 W2 w3 IN4 71 W4' \� \�Ti - G 6+6t.0120= 7,S M1120 - K L 5�A MII20 - M J N O 1 6X12 M1120- 6x12 M020 ; - P O H Sxs M1120 - 66M1120= 74 M020= 8-&0 } 17-0-0 { _ _ 25-6-0 _ - - { - 34-0-0 42-6-0 I 8-6-0 8-6-0 8-6-0 8-6-0 8-6-0 Plate Offsets (X_}Y _ [A:0-1-3Edge], [A:0-7-5,0-1-0], LB:O-4-U-3-0 :0-4-0,0-3-0], [E:0-4-2,0-3-0], 0.4-0,0-3-0],_ G:0[ 7-5,0-1-0), --- - - [G 0-1-3,Edge],_ H:0-4-0,0-3-4], _ LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Udell Ud PLATES GRIP TCLL 35.0 Plates Increase 1.15 TC 0.79 Vert(LL) -0.44 J-K >999 360 M1120 197/144 TCDL 7.0 Lumber Increase 1.15 BC 0.88 Vert(TL) -0.66 I-J >760 240 M1118H 1411138 BCLL 0.0 ( Rep Stress Incr YES WB 0.76 Horz(TL) 0.21 G n/a n/a BCDL 7.0 Code IRC2006/TP12002 (Matrix) Wind(ILL) 0.15 A-K >999 240 Weight: 191 lb LUMBER TOP CHORD 2 X 4 SPF 165OF 1.5E BOT CHORD 2 X 4 SPF 165OF 1.5E WEBS 2 X 4 SPF Stud1Std WEDGE Left: 2 X 8 DF SS, Right: 2 X 8 DF SS REACTIONS (Ihfsize) A=2353/0-5.8, G=2353/0-5-8 Max Harz A=390(1.0 3) Max UpliftA=-433(LC 5), G=-433(LC 6) BRACING TOP CHORD Structural wood sheathing directly applied or 2-4-0 oc purfins. BOT CHORD Rigid ceiling directly applied or 8-4-7 oc bracing. WEBS 1 Row at midpt C-J, D-J, D-I, E-I FORCES (Ib) - Maximum CompressiordMaximum Tension TOP CHORD A-B=-4126/732. B-C=-3918/816, C-D=-3072/695, D-E=-3072/695, E-F=-3918/817, F-G=-4126/732 BOT CHORD A-K=-689/3411, K-L=-449/2813, L-M=-44912813, J-M=-44912813, J-N=-204/2127, N-0=-204/2127.1-0=-204/2127,1-P=-335/2813, P-Q=-335/2813, H-Q=-335/2813, G-H=-532/3411 WEBS B-K=-4701287, C-K=-255J798, C-J=-901/414, D-J=-334/1265, D-1=-334/1265, E-1=-901/414, E-H=-2551798, F-H=-470/287 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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) All plates are MT20 plates unless otherwise indicated. 5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 433 lb uplift at joint A and 433 lb 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 ANSIITPI 1. LOAD CASE(S) Standard S%00� !Job . - .- --- ITruss — B07142-08 T01 D BMC WEST (IDAHO FALLS). IDAHO FALLS, ID 83402 -1-0-0 - 7-1-0 - _- 14-2-0 1-0-0 7-1-0 7-1-0 Truss Type --- --- Qtyy Ply COMMON �3 1 Job Referencen�_ (optfo_ 7.030 s Jan 3 2008 MiTek Industries, Inc. Mon Jul 21 16:36:32 2008 Page 1 i 21-3-0 } 28-4-0 35-5-0 42-6-0 43-67i0 7-1-0 7-1-0 7-1-0 7-1-0 1-0-0 Scale - 1.%7 Sig M120 - E 7.00, 12 T3" i T3 SO W120-' - " - Sd M020: D �� F W1 W1 \ d; T2 WNW W3 V12 W': W3 W4 I� 6 1-" - -- Sig M1120 = M N O L P Q K R S J 7d W120= Sd W120 = 602 MI120 = 602 M1120 536 W20= 5d M1120 54 M1120 7dM120- 8-6-0 - 17=0-0 - - — 25-6-0 - -- 34-0-0 42-6-0 - - - - - - -f- - -- --- 8-6-0 8-6-0 8-6-0 8-6-0 8-6-0 - --- --- --- - — — - - Plate Offsets- - (X,Y)_ _[F-.047 ,0-3-01 [G-0-4-0,0-3.0], jH 0-7-5,0-1-0],_ H:0-1-3�,, �J-"-0 0_3�j, jM-0-4-0.0-3-4] LOADING (psf) I SPACING 2-0-0 CSI DEFL in (loc) Ildefl Ud PLATES GRIP TCLL 35.0 Plates Increase 1.15 TC 0.75 Vert(LL) -0.45 L-M >999 360 M1120 197/144 TCDL 7.0 Lumber Increase 1.15 BC 0.88 Vert(TL) -0.66 K-L >767 240 BCLL 0.0 Rep Stress Incr YES WB 0.76 Horz(TL) 0.21 H n/a nla BCDL 7.0 Code IRC2006/TP12002 (Matrix) Wind(LL) 0.15 K-L >999 240 Weight: 194 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 165OF 1.5E TOP CHORD Structural wood sheathing directly applied or 2-5-14 oc purlins. BOT CHORD 2 X 4 SPF 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 10-M oc bracing, Except: WEBS 2 X 4 SPF Stud/Std 8-7-12 oc bracing: B-M. WEDGE WEBS 1 Row at midpt D-L, E-L, E-K, F-K Left: 2 X 8 DF SS, Right: 2 X 8 DF SS REACTIONS (lb/size) B=2462/0-5-8, H=2462/0-5-8 Max Horz B=393(LC 4) Max UpliflB=498(LC 5), H=498(LC 6) FORCES (lb) - Maximum CompressiordMaximum Tension TOP CHORD A-B=0/45, B-C=4107l719, C-D=-3897/803, D-E=-3064/691, E-F=-3064/691, F-G=-3897/803, G•H=4107/719, H-1=0/45 BOT CHORD B-M=-663/3391, M-N=-431/2804, N-0=-431/2804, L-0=-431/2804, L•P=-188/2121, P-Q=-188/2121, K-Q=-188/2121, K-R=-318/2804, R-S=-318/2804, J-S=-318/2804, H-J=-485/3391 WEBS C-M=463/282, D-M=-2431782, D-L=-896/410, E-L=332/1261, E-K=-33211261, F-K=-896/410, F-J=-243/782, G-J=463/282 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) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 498 lb uplift at joint B and 498 Ib 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 1. LOAD CASE(S) Standard ij • � Job - - - — -Truss _ - ----- - -- --Truss Type - - - --- — B07142-08 T02 COMMON - 1 BMC WEST (IDAHO FALLS), IDAHO FALLS, ID 83402 -1-0-0 _- i--- - — - - 4-&0 1-0-0 4-6-0 700112 3.4 M020 Qty - Piy - - -- — - - - --- �2 Job Reference (optional) 7.030 s Jan 3 2008 MiTek Industries, Inc. Mon Jul 21 16:36:33 2008 Page 1 t-- - - - ---- -- 9-0- °- --- 10-0-0--1 4-6-0 1-0-0 sraw -1:ns 4.6 LOW = c 1.5A M11201i 3M NOW= - -4�-0 - --- - - --- -�- -- --- 9-0-0 - -- - - -- 1 _ 4-6-0 4-6-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 35.0 Plates Increase 1.15 TC 0.29 Vert(LL) -0.01 B-F >999 360 M1120 1971144 Lumber Increase 1.15 BC 0.15 I Vert TL TCDL 7.0 I ( ) -0.02 B-F >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.10 Horz(TL) 0.00 D n/a Na BCDL� 7.0 - - -- Code IRC20061TP12002 -- I _ (Matrix) - Wind(LL) 0.00 F >999 240 _�- JWeight: 28 lb _ `- LUMBER BRACING TOP CHORD 2 X 4 SPF 165OF 1.5E TOP CHORD Structural wood sheathing directly applied or 640-0 oc pudins. BOT CHORD 2 X 4 SPF 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF Stud/Std REACTIONS (lb/size) B=528/0-5-8, D=528/0-5-8 Max Horz B=-86(LC 3) Max UpliftB=-157(LC 5). D=-157(LC 6) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B=0/45, B-C=478/71, C-D=478/70, D-E=0145 BOT CHORD B-F=0/317, D-F=0/317 WEBS C-F=0/179 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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tail by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 157 lb uplift at joint B and 157 lb uplift at joint D. 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 _1Truss____ Truss Type Qty Ply B07142-08 T03 iCOMMON 7 - 1 Job Reference_ o honal BMC WEST (IDAHO FALLS). IDAHO FALLS, ID 83402 _ 7.030 s Jan 3 2 00 8 T k Industries, Inc. Mon ,Jul 21 16:36:34 2008 Page 1 -1-0-0 6-6-0 13-0-0 I- - 1 — -- - -- — - — I -- - .. - - - - - -- -- — - 19-6"0 - — - i - -- —26-0-0 -- --- - 27-0-0 1-0-0 6-6-0 6-6-0 6-6-0 6-&0 1-0-0 scab - 1:41,0 5A M1120- D 1T -T. TOM 12 5.6 NOW /- W1 W1 W2 W2 .., s - r I C 1 - _ __ -___-- __•-- __ _ -u.- -- - o is _ I J K M I.._-J'�- 5-6 M1120 54 M1120 = W MI120 = S.fi Mi120= i 8-8-0 - — — — — 17-4-0 26-0-0 _ 8-8-0 8-8-0 8-8-0 _ Plate Offsets (X,Y): [6:0-1-3.Edge]_[C:0-3-0,0-3-4], [E:0-3-0,0-3.4]. [F:0-1-3.Edge], [H:04-0,0-3-01, I.CL-0O73-0)-- _ -- -~ -- -- �- — — — -- - — -- — - LOADING (psf) SPACING 2-0-0 I CSI DEFL in (loc) lldefl Ud PLATES GRIP TCLL 35.0 j Plates Increase 1.15 I TC 0.53 Vert(LL) -0.31 H-1 >985 360 M1120 197/144 TCDL 7.0 1 Lumber Increase 1.15 BC 0,65 Vert(TL) -0.42 H-t >737 240 BCLL 0.0 Rep Stress Ina YES l WB 0.45 ' Horz(TL) 0.07 F nla nla BCDL 7.0 Code IRC2006/TP12002 (Matrix) Wind(LL) 0.07 B-1 >999 240 Weight: 96lb LUMBER BRACING TOP CHORD 2 X 4 SPF 165OF 1.5E TOP CHORD Structural wood sheathing directly applied or 4-3-10 oc purlins. BOT CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, WEBS 2 X 4 SPF Stud/Std REACTIONS (lb/size) B=1445/0-5-8, F=144510-5.8 Max Horz B=-242(LC 3) Max UpliRB=-329(LC 5), F=-329(LC 6) FORCES (lb) - Maximum CompresslorUMaximum Tension TOP CHORD A-B=0/45, B-C=-2179/406, C-D=-1910/435, D-E=-1910/435, E-F=-21791406, F-G=0/45 BOT CHORD B-1=-343/1754,1-J=-116/1181, J-K=-116/1181, H-K=-116/1181, F-H=-23411754 WEBS C-1=476/266, D-1=-184/744, D-H=-1841744, E-H=476/266 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) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 3291b uplift at joint B and 329 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 i