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Home My WebLink AboutTRUSS SPECS - 17-00565 - 1135 Stone Dr - New SFR,of 17.091516T A01 Roof special AMS 5x6 = Scale =1:69.5 5x12 MT20HS= LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well L/d PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.80 Vert(LL) -0.38 O -P >977 360 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.60 Vert(TL) -0.68 N -O >549 240 MT20HS 165/146 BCLL 0.0 ' Rep Stress Incr YES WB 0.76 Horz(TL) 0.38 M n/a We BCOL 7.0 Code IRC2012/rP12007 (Matrix) Wind(LL) 0.19 O -P >999 240 Weight:1761b FT=20% LUMBER• BRACING - TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Bir or 2x4 DF -N 1800F 1.6E TOP CHORD Sheathed or 2-2-0 oc purlins. BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF -N 1800F 1.6E BOT CHORD Rigid ceiling directly applied or 4-0-7 oc bracing. WEBS 2x4 DF Stud/Std *Except* MiTek recommends that Stabilizers and required cross bracing W8: 2x4 DF 1800F 1.6E or 2x4 OF NoA&Btr or 2x4 DF -N 1800F 1.6E be installed during truss erection, In accordance with Stabilizer SLIDER Left 2x4 DF Stud/Std 2-104 Installation guide. REACTIONS. (Ib/size) M=2774/0-5-8 (min. 0-2-15), K=-163/0-3-8 (min. 0-1-8), B=1433/0-5-8 (min. 0-1-8) Max Horz 8=149(LC 8) Max UpliftM=-505(LC 9), K=-247(LC 19), 8=-290(LC 8) Max Grav M=2774(LC 1), K=61(LC 8), B=1433(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD B -C=-3848/804, C -D=-3737/814, D -E=-3498/701, E -F=-2451/410, F -G=-2425/431, G-H=A901/425, H -1=-1698/298,1-J=-362/2545, J -K=-286/1833 BOT CHORD B -P=-805/3347, O -P=-587/3024, N -O=-257/2291, M -N=-2635/424, K -M=-1722/292 WEBS E -P=-56/353, E-0=-913/366, F -O=-263/1726, G -O=-346/245, G -N=-803/189, H -N=-845/278, I -N=-553/4130, I -M=-1858/403, J -M=-715/214 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3 -second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and fight exposed ; Lumber DOL=1.33 plate grip DOL=1.33 3) All plates are MT20 plates unless otherwise indicated. 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) Bearing at joint(s) B considers parallel to grain value using ANSI/rPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt --lb) M=505, K=247, B=290. 8) This truss is designed in accordance with the 2012 International Residential Code sections R502A 1.1 and R802.10.2 and referenced standard ANSI/TPI 1. 9) "Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Root Special \LLS. 10 83902 IB'0-1-70-3-21 ID,0-3-00-3-01 IJ -,0-4-00-3-41 IK:0-3-0 Edgel [M'0-4-00-3-41 IS 0-2-12.0-3-41 10-6-0 15-9A LOADING (psf) ~ 53.0 5-3-0 DEFL. in (loc)/dab 5x6 = PLATES GRIP 6.00 12 Plate Grip DOL 1.15 F TC 0.85 3x4 G -0.37 R -S >999 5x6 i MT20 220/195 TCDL 7.0 2R 0 Vert(TL) -0.66 R -S w 240 6x8 = Rep Stress Incr YES S WB 0.84 Horz( I.) 0.38 5x6 nla n/a BCDL 7.0 3.00 12 5x8 - 3.00 12 G 5x6 WS H 4x8 = NM _ 2x4 11 6x8 7x10 = 5x8 c F 9-6-022-2-0 24-6A 38-2-127-10-B ]d0a 36-9 n a Scale = 1:69.5 K L a o Plate Offsets (X Y)-- IB'0-1-70-3-21 ID,0-3-00-3-01 IJ -,0-4-00-3-41 IK:0-3-0 Edgel [M'0-4-00-3-41 IS 0-2-12.0-3-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc)/dab L/d PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.85 Vert(LL) -0.37 R -S >999 360 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.76 Vert(TL) -0.66 R -S >569 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.84 Horz( I.) 0.38 M nla n/a BCDL 7.0 Code IRC2012/TP12007 (Matrix) Wind(LL) 0.18 R -S >999 240 Weight: 185 lb FT=20% LUMBER• BRACING - TOP CHORD 2X4 OF 1800F 1.6E or 2x4 OF No.1&Btr or 2x4 OF -N 180OF 1.6E TOP CHORD Sheathed. BOT CHORD 2x4 OF 180OF 1.6E or 2x4 OF N0.1&Btr or 2x4 DF -N 180OF 1.6E *Except* BOT CHORD Rigid ceiling directly applied or 4-5-5 oc bracing. Except: B3: 2x4 DF Stud/Std 10-0-0 oc bracing: O -Q WEBS 2x4 OF Stud/Std *Except' FMITek recommends that Stabilizers and required cross bracing be Installed during truss erection, in accordance with Stabilizer W5,W9: 2x4 OF 180OF 1.6E or 2x4 OF No.1&Btr or 2x4 DF -N 180OF 1.6E Installation oulde. SLIDER Left 2x4 OF Stud/Std 2-10-4 REACTIONS. (Ib/size) M=2882/0-5-8 (min. 0-3-1), B=1434/0-5-8 (min. 0-1-8), K=-256/0-3-8 (min. 0-1-8) Max HorzB=149(LC 8) Max UpliftM=-502(LC 9), B=-289(LC 8), K=-298(LC 19) Max Gmv M=2882(LC 1), B=1434(LC 1), K=66(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD B -C=-3854799, C -D=-3743/809, D -E=-3500/695, E -F=-2464/407, F -G=-2517/419, G -H=-2156/395, H -I= -952/243 -,I -J=-41913023, J -K=-319/2255 BOT CHORD B -S=-801/3353, R -S=-58013019, Q -R=-276/2192, G -Q=-684/177, M -N=-1167/203, K -M=-2121/323 WEBS E -S=-57/356, E -R=-913/361, F -R=-234/1621, G -R=427/417, N -Q=-131/1583, H -Q=-234/1897, H -N= -2365/291,1-N=-290/2290, 14=-2991/560, J -M=-818/288 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3 -second gust) V(IRC2012)=91 mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope) 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 ft between the bottom chord and any other members. 5) Bearing at joint(s) B considers parallel to grain value using ANSIfrPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=1b) M=502, B=289, K=298. 7) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI7rPl 1. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard A03 45 = d; � Scale = 1:50.2 LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.63 Vert(LL) -0.23 M -N >999 360 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.53 Vert(TL) -0.44 M -N >665 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.69 HOR(TL) Wind(LL) 0.28 0.13 1 M -N n/a >999 n/a 240 Weight: 134 lb FT=20% BCDL 7.0 Code IRC2012/TPI2007 (Matrix) LUMBER- BRACING - TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.18.Btr or 2x4 DF -N 1800F 1.6E TOP CHORD Sheathed or 2-10-3 oc purlins, except end verticals. BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.18Btr or 2x4 DF -N 1800E 1.6E'Except'BOT CHORD Rigid ceiling directly applied or 7-1-7 oc bracing. Except: B3: 2x4 DF Stud/Std 10-0-0 oc bracing: J -L WEBS 2x4 DF Stud/Std MiTek recommends that Stabilizers and required cross bracing SLIDER Left 2x4 DF Stud/Std 2-10-4 be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) B=1292/0-5-8 (min. 0-1-8), 1=1200/0-5-8 (min. 0-1-8) Max Hoa B=242(LC 8) Max UpliftB=-261(LC 8), 1=-191(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD B -C=-3371/783, C -D=-3260//93, D -E=-2987/878, E -F=-1867/388, F -G=-1822/416, G -H=-1851/344, H -I=-1170/216 BOT CHORD B -N=-882/2925, M -N=-663/2518, L -M=-270/1595, G -L=-414/121 WEBS D -N=-258/195, E -N=-54/387, E -M=-926/366, F -M=-258/1277, H -L=-268/1557 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3 -second gust) V(IRC2012)=91 mph; TCOL-4.2psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) 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 ft between the bottom chord and any other members. 5) Bearing at joint(s) B considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=1b) B=261, 1=191. 7) This truss Is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard V -091516T m1 5.6 = Scale = 1:53.1 5x8 II J ' ono e 1.6.4 11 5X8 = 1.5x4 11 Id LOADING (psf) TCLL 35.0 TCDL 7.0 BCLL 0.0 ' BCDL 70 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2012/rP12007 CSI. TC 0.77 BC 0.56 WB 0.25 (Matrix) DEFL. in Ven(LL) -0.16 Ven(TL) -0.29 Horz(TL) 0.11 Wind(LL) 0.10 (loc) I/deb Ud B -J >999 360 B -J >999 240 G n/a We BJ >999 240 I PLATES GRIP MT20 220/195 Weight: 143 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 DF 1800F 1.8E or 2x4 DF No.l&Btr or 2x4 DF -N 1800F 1.6E TOP CHORD Sheathed or 2-2-0 oc purlins. BOT CHORD 2x4 DF 1800F 1.6E or 2x4 OF No.i&Btr or 2x4 DF -N 1800F 1.6E BOT CHORD Rigid ceiling directly applied or 9-7-4 oc bracing. WEBS 2x4 DF 1800F 1.6E or 2x4 OF No.1&Bir or 2x4 DF -N 1800F 1.6E'Except'W EBS 1 Row at midpl C-1, E-1 W 1,W5: 2x4 DF Stud/Std MiTek recommends that Stabilizers and required cross bracing WEDGE be installed during truss erection, in accordance with Stabilizer Left: 2x4 OF Stud/Std Installation guide. SLIDER Right 2x4 DF Stud/Std 4-3-7 REACTIONS. (Ib/size) B=1631/0-5-8 (min. 0-1-12),G=1518/Mechanical Max Horz B=153(LC 12) Max UpliftB=-320(LC 8), G=-285(LC 9) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD B -C=-2660/467, C -D=-1817/367, D -E=-1808/365, E -F=-2332/463, F -G=-2581/443 BOT CHORD B -J=-460/2211, I -J=-461/2209, H -I=-308/2166, G -H=-307/2168 WEBS C -J=0/285, C -I=-877/332, D -I=-140/885, E -I=-842/323, E -H=0/263 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3 -second gust) V(IRC2012)=91 mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) 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) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=1b) B=320, G=285. 7) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/rPI 1. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard russ rues ype ty y KARTCHNER FSBB] CHARLOTTE 17-091518T B02 Comean 5 1/Job Refef¢nce (oDI'one0 WEST (IDAHO FALLS), IDAHO FALLS, ID 83402 8000 J 1152018 M............ kl tl tri BMC I Th 5 p0]1347:39207] Pagel ID:KEe812Tge6C2wYZIfJUXcUygljK-ilA_C 9amOOStTk8kiPeHneRbSVOOB_it9YHxyg?3 100 7108 15-9-0 2J -b -u 1.0-0 7-10-8 7-10.8 Scale = 1:53.1 5.6 = 5x8 II 1.5x4 11 5x8 = 1.5x4 11 �d LOADING (pso SPACING- 2-0-0 CSI. DEFL. In (loc) IldeB >999 L/d 360 PLATES GRIP MT20 220/195 TCLL 35.0 Plate Grip DOL 1.15 TC 0.77 Ven(LL) -0.16 B -J TCDL 7.0 Lumber DOL 1.15 BC 0.56 Ven(TL) -0.29 B -J >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.25 Horz(TL) 0.11 G B n/a >999 n/a 240 Weight: 1431b FT=20% BCDL 7.0 Code IRC20121TPI2007 (Matrix) Wind(LL) 0.10 -J LUMBER- BRACING - TOP CHORD 2x4 OF 1800F 1.6E or 2x4 DF No.t&Btr or 2x4 DF -N 1800F 1.6E TOP CHORD Sheathed or 2-2-0 oc purlins. BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF -N 1800F 1.6E BOT CHORD Rigid ceiling directly applied or 9-74 oc bracing. WEBS 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF -N 1800F 1.6E'Except' WEBS 1 Row at midpt C.I. E -I W 1,W5: 2x4 DF Stud/Std MiTek recommends that Stabilizers and required cross bracing WEDGE be installed during truss erection, in accordance with Stabilizer Left: 2x4 DF Stud/Sid Installation guide. SLIDER Right 2x4 DF Stud/Std 4-3-7 REACTIONS. (Ib/size) 8=1631/0-5-8 (min. 0-1-12), G=1518/0-2-8 (min. 0-1-10) Max Horz 8=153(LC 12) Max Up1iftB=-320(LC 8), G=-285(LC 9) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 fib) or less except when shown. TOP CHORD B -C=-2660/467, C -D=-1817/367, D -E=-1808/365, E -F=-2332/463, F -G=-2581/443 BOT CHORD B -J=-460/2211, 1-J=-461/2209, H -I=-308/2166, G -H=-307/2168 WEBS C -J=0/285, C -I=-877/332, D -I=-140/885, E -I=-842/323, E -H=0/263 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3 -second gust) V(IRC2012)=91 mph; TCDL=4.2psf; BCDL=4.2psf, h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) 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 8t between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate at joint(s) G. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding t001b uplift at joint(s) except Qt=1b) B=320, G=285. 7) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) "Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard BMC whB I (IDAHO FALLS), IDAHO FALLS, ID 8340] 4x6 = Scale =1:54.1 3x4 = AH AG AF AE AD AC AB AA Z Y X W V U T 8 3x8 11 6.6 = ]a Wss russ ype ty y kARTCHINER FWB7 CHARLOTTE 17.0015167 803 GABLE 1 1 Job Reference (optional) BMC whB I (IDAHO FALLS), IDAHO FALLS, ID 8340] 4x6 = Scale =1:54.1 3x4 = AH AG AF AE AD AC AB AA Z Y X W V U T 8 3x8 11 6.6 = ]a LUMBER- BRACING - TOP CHORD 2x4 DF 1800E 1.6E or 2x4 DF No.1&Btr or 2x4 DF -N 1800F 1.6E TOP CHORD Sheathed or 6-0-0 oc pudins, except end verticals. 31-3-0 Rigid ceiling directly applied or 10-0-0 no bracing. WEBS 2x4 OF Stud/Std WEBS IRow at midpt J -AA OTHERS 2x4 OF Stud/Std'Except' Plate Offsets (X Y)-- IB'0-0-0 0-1-41 IB•0-2-15 Edgel FE'0-3-0 0-3-01 fO'0-3-0 0-3-01 IR'0-3-8 0-1-81 fAA:0-3-0 0-3-01 Left: 2x4 OF Stud/Std REACTIONS. All bearings 31-3-0. (lb)- Max HorzB=164(LC8) Max Uplift All uplift 100 Ib or less at joint(s) B, AB, AC, AD, AE, AF, AG, AH, Z, Y, X, W. V, U except T=-113(LC 9) Max Grav All reactions 250 Ib or less at joint(s) S, B, AA, AB, AC, AD, AE, AF, AG, AH, Z, Y, X, W, V, U, T LOADING (psf) TCLL 35.0 TCDL 7.0 BCLL 0.0 ' BCDL 7.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress [nor YES Code IRC20121TPI2007 CSI. TC 0.10 BC 0.04 WB 0.16 (Matrix) DEFL. Vert(LL) Vert(TL) Horzffl-) in -0.00 -0.00 0.00 (loc) I/dell A n/r A n/r S We L/d 120 120 n/a PLATES GRIP MT20 220/195 Weight: 177 Ib FT=20% LUMBER- BRACING - TOP CHORD 2x4 DF 1800E 1.6E or 2x4 DF No.1&Btr or 2x4 DF -N 1800F 1.6E TOP CHORD Sheathed or 6-0-0 oc pudins, except end verticals. BOT CHORD 2x4 OF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF -N 1800F 1.6E BOT CHORD Rigid ceiling directly applied or 10-0-0 no bracing. WEBS 2x4 OF Stud/Std WEBS IRow at midpt J -AA OTHERS 2x4 OF Stud/Std'Except' FmiTek recommends that Stabilizers and required cross bracing ST2: 2x4 OF 1800F 1.6E or 2x4 OF No.1&Btr or 2x4 DF -N 1800F 1.6E be installed during truss erection, in accordance with Stabilizer WEDGE Installation auide. Left: 2x4 OF Stud/Std REACTIONS. All bearings 31-3-0. (lb)- Max HorzB=164(LC8) Max Uplift All uplift 100 Ib or less at joint(s) B, AB, AC, AD, AE, AF, AG, AH, Z, Y, X, W. V, U except T=-113(LC 9) Max Grav All reactions 250 Ib or less at joint(s) S, B, AA, AB, AC, AD, AE, AF, AG, AH, Z, Y, X, W, V, U, T FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3 -second gust) V(IRC2012)=91 mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) 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 Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/rPI 1. 4)All plates are 1.5x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load noncancurrent with any other live loads. 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 100 lb uplift at joint(s) B, AB, AC, AD, AE, AF, AG, AH, Z, Y, X, W, V, U except Ot=1b) T=113. 10) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard W4 IComman =M� 4x5 = 4xa u 1.5x4 11 5x8 = 3x6 = 7-10-8 i;t d J Scale = 1:49.9 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.74 Vert(LL) -0.17 G -H >999 360 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.47 Vert(TL) -0.32 G -H >917 240 BCLL 0.0 ' Rep Stress Incr VES WB 0.35 Horz(TL) 0.05 G n/a n/a BCDL 7.0 Code IRC20'12/fP12007 (Matrix) Wind(LL) 0.09 B -I >999 240 Weight:1241b FT=20% LUMBER- BRACING - TOP CHORD 2x4 DF 1800F 1.8E or 2x4 DF No.1&Btr or 2x4 DF -N 180OF 1.6E TOP CHORD Sheathed or 3-10-11 oc puriins, except end verticals. BOT CHORD 2x4 DF 180OF 1.6E or 2x4 DF No.i&Btr or 2x4 DF -N 1800F 1.6E BOT CHORD Rigid ceiling directly applied or 9-8-5 oc bracing. WEBS 2x4 DF 180OF 1.6E or 2x4 DF No.1&Btr or 2x4 DF -N 180OF 1.6E'Except*WEBS 1 Row at midpt C -H, E -G W1,EV2,WCR2: 2x4 DF Stud/Std MiTek recommends that Stabilizers and required cross bracing WEDGE be installed during truss erection, in accordance with Stabilizer Left: 2x4 DF Stud/Std Installation fluids. REACTIONS. (Ib/size) B=1294/0-5-8 (min. 0-1-8),G=1179/0-5-8 (min. 0-1-8) Max Horz 8=242(LC 8) Max UpliftB=-267(LC 8), G=-195(LC 8) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD B -C=-1963/357, C -D=-1101/220, D -E=-1011/257 BOT CHORD B-1=-453/1602, H -I=-453/1599, HJ= -130/695, J -K=-130/695, G -K=-130/695 WEBS C-1=01272, C -H=-887/342, D -H=-611357, E -H=-381331, E -G=-1171/231 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3 -second gust) V(IRC2012)=91 mph; TCDL=4.2psf, BCDL=4.2psf; h=25ft; Cat. 11; Exp C; enclosed; MW FRS (envelope) gable and zone; cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL=1.33 3) This buss 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 tall by 2-0-0 wide will 8t between the bottom chord and any other members, with BCDL = 7.Opsf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=lb) 8=267, G=195. 6) This truss Is designed In accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSlfrPI I. 7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard 305 4x5 = Scale =1:51.0 3x4 = AB AA Z Y X w V U T S R Q P 3x8 II 5x6 = LOADING (psf) SPACING- 2-0-0 TCLL 35.0 Plate Grip DOL 1.15 TCDL 7.0 Lumber DOL 1.15 BCLL 0.0 ` Rep Stress Incr YES BCDL 7.0 Code IRC2012/fP12007 CSI. DEFL. in (loo) Watt L/d TC 0.07 Vert(LL) -0.00 A n/r 120 BC 0.02 Vert(TL) -0.00 A n/r 120 WB 0.16 Hoa(TL) 0.00 P We n/a (Matrix) l4 PLATES GRIP MT20 220/195 Weight: 1551b FT=20% LUMBER- TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF NoA&Btr or 2x4 DF -N i800F 1.6E BRACING - TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD 2x4 DF 180OF 1.6E or 2x4 OF No.1&Btr or 2x4 DF -N 1800F 1.6E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 OF Stud/Std WEBS 1 Row at midpt J -U OTHERS 2x4 DF Stud/Std `Except' MiTek recommends that Stabilizers and required cross bracing ST2: 2x4 OF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF -N 1800F 1.6E be installed during truss erection, in accordance with Stabilizer WEDGE Installation guide. Left: 2x4 DF Stud/Std REACTIONS. All bearings 24-6-0. (Ib) - Max Horz B=242(LC 8) Max Uplift All uplift 100 lb or less at joint(s) P, B, V, W. X, Y, Z, AA, AS, T. S, R, Q Max Grav All reactions 250 Ib or less at joint(s) P, B, U, V, W, X, Y, Z. AA, AB, T. S, R, 0 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3 -second gust) V(IRC2012)=91 mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) 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 Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/rPI 1. 4) All plates are 1.5x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 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 wde will fit between the bottom chord and any other members. Y Z AA 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) P, B, V, W. X, AB, T, S, R. Q. 10) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 11) "Semi-rigid pltchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. LOAD CASE(S) Standard 17-NI516T Icot 34 = 5x8 11 3x8= /x1e— "x'c— M L K J I H 2x4 II 7x10 = 2x4 II 4-e-0 9-0-0 10-11-8 13-6-0 1& -0 22-6-0 dR.n bi-0 1-11-8 2-fi-8 4-6-0 4-6-0 e I� Scale = 1:45.8 Plate Offsets (X Yl IA 0 8 0 0 0 41 ID0 3 0 0 0 121 (K'0-5-0 0-4-81 10'0.4-12 0-4-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.29 Vert(LL) -0.10 N-0 >999 360 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.64 Vert(TL) -0.17 N -O >795 240 BCLL 0.0 ' Rep Stress Incr NO WB 1.00 Horz(TL) 0.02 L n/a We BCDL 7.0 Code IRC20121TP12007 (Matrix) Wind(LL) 0.05 N -O >999 240 Weight: 325 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.18Btr or 2x4 DF -N 1800F 1.6E TOP CHORD Sheathed or 5-5-9 oc purlins. BOT CHORD 2x6 DF 1800F 1.6E or 2x6 DF SS BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 DF Stud/Std *Except' W3,WT 2x4 DF 1800F 1.6E or 2x4 DF No.18Blf or 2x4 DF -N 1800F 1.6E OTHERS 2x4 DF Stud/Std REACTIONS. All bearings 11-6-8 except (jt=length) A=0-5-8, M=0-3-8, M=0-3-8. (lb). Max HorzA=102(LC 31) Max Uplift All uplift 100 Ib or less at joint(s) J, H except A=-997(LC 8), G=-318(LC 19), L=-891 (LC 8), 1=A 167(LC 19), M=412(LC 8) Max Gmv All reactions 250 lb or less at joint(s) G, H except A=5121(LC 1), L=4549(LC 1), 1=258(LC 16), J=349(LC 1), M=2120(LC 1), M=2120(LC 1) FORCES. (Ib) -Max, Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD A -B=-6243/1214, B -C=-610211236, C -D=-1966/445, D -E=-322/1921, E -F=-141/862, F -G=-1641752 BOT CHORD A -AE= -1107/5364, AE -AF= -1107/5364, O -AF= -1107/5364, O -AG= -499/2542, AG -AH= -499/2542, WAH=499/2542, K -L=-1431/343, J -K= -1431/343,1-J=-1431/343, H -I=-650/170, G -H=-650/170 WEBS D -L=-4785/963, E -L=-815/246, E-1=-237/1249, F -I=-295/148, D -N= -938/451(i, C -N=-2393/581, C-0=-96114708, B -O=-208/282 NOTES - 1) 2 -ply truss to be connected togetherwith 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 -1 row at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-3-0 oc. Webs connected as follows: 2x4 - i row at 0-9-0 00. 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 7-10; Vult=115mph (3 -second gust) V(IRC2012)=91 mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL=1.33 5) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI?PI 1. 6) All plates are 1.5x4 MT20 unless otherwise indicated. 7) Gable studs spaced at 2-0-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9)' 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. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) J, H except Qt=lb) A=997, G=318, L=891, 1=1167, M=412. Continued on page 2 0 - loss was ype ty y KAR7CHNER FS687 CHARLOTTE C01 Common Sbudural Gable 1 1]-0815167 21 J h Reference (optional) e 2 BMC WEST pDAHO FALLS), IDAHO FALLS,ID 83402 8000 J 1152016 MT p 8 ID:KEe812Tge8C2wYZIfJUXcUyg11K-XVXFSIELVSzAAowuU?ppuVOoVOTaow3s5oclUbyg?3C NOTES - 11) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSIRPI 1. 12) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 13) This truss has large uplift reaction(s) from gravity load case(s). Proper connection is required to secure truss against upward movement at the bearings. Building designer must provide for uplift reactions indicated. 14) Use Simpson Strong -Tie HUS26 (14-10d Girder, 4.10d Truss, Single Ply Girder) or equivalent spaced at 2-0-0 oc max. starting at 0-6-12 from the left and to 10-6-12 to connect truss(es) B01 (1 ply 2x4 DF -N or DF) to back face of bottom chord. 15) Fill all nail holes Where hanger is in contact with lumber. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A -D=-84, D -G=-84, A -G=-14 Concentrated Loads (Ib) Vert: 0=-1504(8) AE= -1508(B) AF= -1504(8) AG= -1504(8) AH= -1504(B) AI= -1504(B) 17491516T 4x5 = oty PFY Scale =1:39.1 LOADING (psf) SPACING- 2-0-0 CSI. TC 0.40 DEFL. Vert(LL) -0.1in 2 floc) H-1 Ildefl >999 Lid 360 TCLL 35.0 Plate Grip DOL Lumber DOL 1.15 1.15 BC 0.31 Vert(TL) -0.19 H-1 >999 240 TCDL BCLL 7.0 0.0 ' Rep Stress [nor YES WB 0.24 Horz(TL) Wind(LL) 0.05 0.04 F B-1 We >999 nla 240 BCDL 7.0 Code IRC20121TP12007 (Matrix) LUMBER - TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF N0.1&Btr or 2x4 DF -N 1800F 1.6E BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF -N 1800F 1.6E WEBS 2x4 DF Stud/Std WEDGE Left: 2x4 OF Stud/Std, Right: 2x4 OF StudlStd REACTIONS. (Ib/size) B=1181/0-5-8 (min. 0-1-8), F=1181/0-5-8 (min. 0-1-8) Max Horz B=108(LC 12) Max UpliftB=-236(LC 8). F=-236(LC 9) PLATES GRIP MT20 2201195 Weight: 961b FT=20% BRACING - TOP CHORD Sheathed or 4-8-14 oc puriins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be Installed during truss erection, in accordance with Stabilizer Installation guide. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD B -C=-17911326, C -D=-1541/329, D -E=-15411329, E -F=-1791/326 BOT CHORD B -I=-315/1472, 1-J=-117/1007, J -K=-117/1007, H -K=-117/1007, F -H=-207/1472 WEBS D -H=-147/535, E -H=-400/218, 0-1=-147/535, C -I=-400/218 NOTES - 1) Unbalanced roof live loads have been considered far this design. 2) Wind: ASCE 7-10; Vult=115mph (3 -second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL=1.33 3) This truss has been designed fora 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, with BCDL = 7.Opsf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=1b) B=236, F=236. 6) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard 1i 17-091516T Scale = 1:38.0 4x5 = 14-10-1122-40 7-5.5 7-5-5 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Wag L/d PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.40 Vert(LL) -0.11 G -H >999 360 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.35 Vert(TL) -0.18 G -H >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.24 Horz(TL) 0.05 F n/a n/a BCDL 7.0 Code IRC2012/rP12007 (Matrix) Wind(LL) 0.05 F -G >999 240 Weight: 95 lb FT=20% LUMBER - TOP CHORD 2x4 OF 1800F 1.6E or 2x4 DF No.t&Bir or 2x4 DF -N 1800F 1.6E BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF NOA&Btr or 2x4 DF -N 1800F 1.6E WEBS 2x4 DF Stud/Std WEDGE Left: 2x4 DF Stud/Std, Right: 2x4 DF Stud/Std REACTIONS. (Ib/size) B=1184/0-5-8 (min. 0-1-8), F=1069/0-5-8 (min. 0-1-8) Max Harz B=112(LC 12) Max UpliftB=-236(LC 8), F=-200(LC 9) BRACING - TOP CHORD Sheathed or 4-8-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection. In accordance with Stabilizer Installation Quide. FORCES. (Ib)- Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD B -C=-1797/326, C -D=-1547/330, D -E=-1559/335, E -F=-1809/332 BOT CHORD B -H=-320/1478, H -I=-123/1013, 1-J=-123/1013, G -J=-123/1013, F -G=-223/1492 WEBS O -G=-153/551, E -G=-4091221, D -H=-147/534, C -H=400/218 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3 -second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft Cat II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL=1.33 3) This truss has been designed fora 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 ft between the bottom chord and any other members, with BCDL = 7.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at)oint(s) except Qt=lb) 8=236, F=200. 6) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802A0.2 and referenced standard ANSI/rPI 1. 7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard a Style =1:40.7 4.5 = 3x4 — v u T S R O P O N 3x4 3x8 II 3x8 11 5x6 = Id LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in (loc) Wall Lid 120 PLATES GRIP MT20 220/195 TCLL 35.0 Plate Grip DOL 1.15 TC 0.08 Vert(LL) 0.00 L n/r TCDL 7.0 Lumber DOL 1.15 BC 0.03 Vart(TL) 0.00 M nlr 120 BCLL 0.0 Rep Stress lncr YES WB 0.09 Horz(TL) 0.00 L n/a n/a Welght:110110 FT=20% BCDL 7.0 Code IRC20121TP12007 (Matrix) LUMBER - TOP CHORD 2x4 DF 1800F 1.6E or 2x4 OF No.1&Btr or 2x4 DF -N 1800F 1.6E BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF NoA&Btr or 2x4 DF -N 1800F 1.6E OTHERS 2x4 OF Stud/Std WEDGE Left: 2x4 OF Stud/Std, Right: 2x4 DF Stud/Std BRACING - TOP CHORD Sheathed or 6-0-0 oc pur ins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be Installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 22-0-0. (Ib) - Max HorzB=108(LC 12) Max Uplift All uplift 100 Ib or less at joints) B, S. T. U, Q, P. O, L except V=-114(LC 8), N=-111(LC 9) Max Grav All reactions 250 Ib or less at joint(s) B, R. S, T. U, Q, P, O, L except V=287(LC 19), N=287(LC 20) FORCES. (lb) -Max. Comp./Max. Ten. -All fomes 250 (lb) or less except when shown. NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=l15mph (3 -second gust) V(IRC2012)=91 mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope) 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 Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSIrrPI 1. 4) All plates are 1.5x4 MT20 unless otherwise Indicated. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 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 100 lb uplift at joint(s) B, S, T, U. Q, P. O, L except (jt=lb) V=114, N=111. 10) This truss is designed In accordance with the 2012 Intemational Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSIrrPI 1. 11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Scale = 1:37.9 4x5 = LOADING (psf) SPACING- 2-0-0 CSI. TC 0.41 DEFL. Ven(LL) In -0.12 (loc) H-1 I/deb *99 Lid 360 TCLL 35.0 Plate Grip DOL Lumber DOL 1.15 1.15 BC 0.31 Ven(TL) -0.19 H-1 >999 240 TCDL BCLL 7.0 0.0 ' Rep Stress Incr YES WB 0.24 Horz(TL) 0.05 G B n/a >999 n/a 240 BCDL 7.0 Code IRC2012/fP12007 (Matrix) Wind(U-) 0.04 -I LUMBER - TOP CHORD 2x4 DF 1800F 1.6E or 2x4 OF No.1&Btr or 2x4 DF -N 1800F 1.6E BOT CHORD 2x4 OF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF -N 1800F 1.6E WEBS 2x4 OF Stud/Std WEDGE Left: 2x4 OF Stud/Std SLIDER Right 2x4 OF Stud/Std 3-0-3 REACTIONS. (Ib/size) G=1070/0-5-8 (min. 0-1-8),B=118510-5-8 (min. 0-1-8) Max Horz B=112(LC 12) Max UpliftG=-201(LC 9), B=-236(LC 8) PLATES GRIP MT20 220/195 Weight: 97 lb FT=20% BRACING - TOP CHORD Sheathed or 4-8-12 oc pur ins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, In accordance with Stabilizer Installation culde. FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD B -C=-1800/326, C -D=-1557/333, D -E=-1524/327, E -F=-1585/330, F -G=-1760/315 BOT CHORD B -I=-320/1480, 1-J=-123/1015, J -K=-123/1015, H -K=-123/1015, G -H=-215/1467 WEBS C -I=-398/217, D -I=-151/540, D -H=-144/522, E -H=-408/219 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3 -second gust) V(IRC2012)=91 mph; TCDL-4.2psf; BCOL-4.2psf; h=25ft; Cat. 11; Exp C; enclosed; t exposed ; rip 3) TlWFRS ) his truss has beendesigned for a 10.0 psf bottom chord lgable end zone; cantilever left and ive Lumber Oplate ve I ad none ncurrenntwith any other live ve 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 Flt between the bottom chord and any other members, with BCDL = 7.Opsf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Gt=1b) G=201, B=236. 6) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard 1i 17-0915167 IE01 4.5 = Scale = 121.4 4x12 II . " 4x12 II 1.0-0 1-i-12 5.8-8 10-34 iQ-5-0 ' - t-0-0 0- - 2 4-6-12 4-6-12 0-1- 21 121 1-0-0 1i Plate Offsets (X Y)-- [A 0-0-0 0-1-41 IA:0-2-15 Edgel ICO -0-0 0-1-01 IC'0-2-15 Edge] LOADING (psf) SPACING. 2-0-0 CSI. DEFL. in (loc) I/deo Lid PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.37 Vert(LL) -0.05 A-E >999 360 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.31 Vert(TL) -0.08 A-E >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.09 Horz(TL) 0.01 C n/a We BCDL 7.0 Code IRC2012rrP12007 (Matrix) Wind(LL) 0.03 A-E >999 240 Weight: 501b FT=20% LUMBER - TOP CHORD 2x4 OF 1800F 1.6E or 2x4 DF N0.1&Btr or 2x4 OF -N 1800F 1.6E BOT CHORD 2x4 OF 1800F 1.6E or 2x4 OF No.1&Bir or 2x4 DF -14 1800F 1.6E WEBS 2x4 DF Stud/Std WEDGE Left: 2x10 OF 1950F 1.7E or SS, Right: 2x10 OF 1950F 1.7E or SS REACTIONS. (Ib/size) A=540/0-3.8 (min. 0-1-8),C=652/0-3-8 (min. 0-1-8) Max Horz A=-64(LC 13) Max UpliflA=.101(LC 8), C=-135(LC 9) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD A -B=-749/128, B.0=.752/132 BOT CHORD A -E=-64/554, C -E=-64/554 BRACING - TOP CHORD Sheathed or 6-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be Installed during truss erection, In accordance with Stabilizer Installation oulde. NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3 -second gust) V(IRC2012)=91 mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; Cat. Il; Exp C; enclosed; MWFRS (envelope) 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 alive load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will ft between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Ql=1b) A=101, C=135. 6) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used In the analysis and design of this truss. LOAD CASE(S) Standard p russI mss TypQly eCHNER 1C:0-2-15 Edgel TOP CHORD FS6B7 CHARLOTTE 1]-0915167 E02 GABLE 1 1 MiTek recommends that Stabilizers and required cross bracing LOADING (pso SPACING- 2-0-0 be installed during truss erection, in accordance with Stabilizer I CSI. Job Reference (optional) BMC WEST (IDAHO FALLS), IDAHO FALLS, ID 83402 8.000 a Jol 162016 MiTek Induenn.. Ina Thu Sepp 07132] 512017 Pagel ID:KEe812Tge6C2wYZIfJUXCUygljK-L3vXj4165lkJujN1 rFwD7pGobRc9Csi1Tk3HiFyg?36 Scale = 1:21.4 4.5 = 412 11 . 4x12 II 40-:09 -0-0 1-1-12 5.8E 10-34 1¢ to iS 1-5-0 1-0-0 0- - 2 4-6-12 4-6-12 _ 0-1-12 1-0-0-0-0 Plate Offsets (X Y)-- [A:0.0-0,0-1-4], fA:0-2-15 Edgel [C:0-0-0.0-1-41, 1C:0-2-15 Edgel TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1RBlf or 2x4 DF -N 1800F 1.6E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Stud/Std MiTek recommends that Stabilizers and required cross bracing LOADING (pso SPACING- 2-0-0 be installed during truss erection, in accordance with Stabilizer I CSI. Installation guide. DEFL. in floc) /deft L/d PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.37 Vert(LL) -0.05 A-E >999 360 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.31 Vert(TL) -0.08 A-E >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.09 Hou(TL) 0.01 C n/a n/a BCDL 7.0 Code IRC2012/TPI2007 (Matrix) Wind(LL) 0.03 A-E >999 240 Weight: 55 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 DF 1800F 1.6E or 2x4 OF No.18Btr or 2x4 DF -N 1800F 1.6E TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1RBlf or 2x4 DF -N 1800F 1.6E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Stud/Std MiTek recommends that Stabilizers and required cross bracing OTHERS 2x4 DF Stud/Std be installed during truss erection, in accordance with Stabilizer I WEDGE Installation guide. Left: 2x10 OF 1950F 1.7E or SS, Right: 2x10 DF 1950F 1,7E or SS REACTIONS. (Ib/size) A=540/0-3-8 (min. 0-1-8), C=652/0-3-8 (min. 0-1-8) Max Horz A=-64(LC 13) Max UpliftA=-101(LC 8), C=-135(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD A -B=-749/128, B -C=-752/132 BOT CHORD A -E=-64/554, C -E=-64/554 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3 -second gust) V(IRC2012)=91 mph; TCDL=4.2psf; BCDL=4.2psh h=25ft; Cat. Il; Exp C; enclosed; MWFRS (envelope) 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 Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/FPI 1. 4) Gable studs spaced at 2-0-0 Co. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ` 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 ft between the bottom Chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) except (jt=lb) A=101, C=135. 8) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard