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HomeMy WebLinkAboutTRUSS SPECS - 17-00181 - 826 S 2275 W - SFR24" o/c Kartchner SF2B8 "Hartford" --- Rexburg, ID. 17-030315 20-08-00 8-02-00 6-02-00 O N55 NSS ype ly y Kartdlner3F298'Haftixi- 1]-030315 A01 Common 9 1' LOADING (pso Job Reference (optional) Scale = 1:44.5 4x6 = 3x6 G 5x8 = 4x4 = 3x6 Ii Plate OBsets(XY)-- f8:0-3-00-1-81 IF:0-3-00-1-81 p:0-4-00-3-01 LOADING (pso SPACING- 2-0-0 CSI, DEFL. in (loc) /deg Lid PLATES GRIP TCLL 35.0 (Roof Snow=35.0) Plate Grip DOL 1.15 TC 0.85 Vert(LL) -0.22 H-1 >999 360 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.48 Vert(TL) -0.36 H-1 >866 240 BCLL 0.0 Rep Stress Incr YES WB 0.37 Horz(TL) 0.08 F n/a n/a BCDL 7.0 Code IRC2012/TPI2007 (Matrix) Wind(LL) 0.08 B -I >999 240 Weight: 104 lb FT=20% LUMBER. TOP CHORD 2x4 OF 180OF 1.6E or 2x4 OF No.18Btr BOT CHORD 2x4 OF 180OF 1.6E or 2x4 OF No.18Btr WEBS 2x4 OF Stud/Std REACTIONS. (Ib/size) B=1368/0-5-8 (min. 0-1-8), F=1368/0-5-8 (min. 0-1-8) Max Horz B=104(LC 14) Max UpliftB=-276(LC 10), F=-276(LC 11) BRACING - TOP CHORD Sheathed or 2-2-0 oc purlins. BOT CHORD Rigid celling directly applied or 9-8-9 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=-2586/481, C -J=-2200/404, D -J=-21801426, D -K=-2180/426, E -K=-2200/405, E -F=-2586/481 BOT CHORD B -I=-470/2296, I -L=-195/1487, L -M=-195/1487, H -M=-195/1487, F -H=-366/2296 WEBS D -H=-169/835, E -H=-683/264, D -I=-169/835, C -I=-683/264 NOTES - 1) 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 2) TCLL: ASCE 7-10; Pf=35.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct= 1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 35.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 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 fit between the bottom chord and any other members, with BCDL = 7.0psf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Gt=1b) 8=276, F=276. 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 o emurvc NSe NSa ype ry y Kartchner5F28a-HarHord- 1]A30315 MiTek recommends that Stabilizers and required cross bracing GABLE 1 1 Installation guide. REACTIONS. All bearings 26-2-0. �A02 (Ib) - Max Horz 8=104(LC 14) Max Uplift All uplift 100 lb or less at joint(s) B, S, T, U, 0, P, O, L except V= -158(-C 10), N=-158(LC 11) Job Reference (opf p ID:gEWnwH7V01EgV_ Scale = 1:44.5 4x4 = 3x4 = V U T S R Q P O N 3x4 = 5x6 = j4 0 LUMBER- BRACING - TOP CHORD 2x4 OF 1800F 1.6E or 2x4 OF No.l&Btr TOP CHORD Sheathed or 6-0-0 oc purlins. 26-2-0 Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 OF Stud/Std MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Plate Offsets (X Y)-- [R:0-3-0,0-3-01 Installation guide. REACTIONS. All bearings 26-2-0. (Ib) - Max Horz 8=104(LC 14) Max Uplift All uplift 100 lb or less at joint(s) B, S, T, U, 0, P, O, L except V= -158(-C 10), N=-158(LC 11) Max Grav All reactions 2501b or less at joint(s) R, U, O except 8=308(LC 17), 5=285(LC 17), T=313(LC 17), LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 35.0 (Roof Snow=3 Plate Grip DOL 1.15 TC 0.24 Vert(LL) -0.01 M n/r 120 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.12 Vert(TL) 0.01 M n/r 120 1 .0 BCLL 0.0 ' Rep Stress Incr YES WB 0.11 Horz(TL) 0.00 L We n/a BCOL 7.0 Code IRC2012f 7P12007 (Matrix) I Weight: 118lb FT = 20 , LUMBER- BRACING - TOP CHORD 2x4 OF 1800F 1.6E or 2x4 OF No.l&Btr TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD 2x4 OF 1800F 1.6E or 2x4 OF No.1&Btr BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 OF Stud/Std MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 26-2-0. (Ib) - Max Horz 8=104(LC 14) Max Uplift All uplift 100 lb or less at joint(s) B, S, T, U, 0, P, O, L except V= -158(-C 10), N=-158(LC 11) Max Grav All reactions 2501b or less at joint(s) R, U, O except 8=308(LC 17), 5=285(LC 17), T=313(LC 17), V=502(LC 1), Q=285(LC 18), P=313(LC 18), N=502(LC 1), L=308(LC 18) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. WEBS FS= -260/79, E -T=-273/90, C -V=-392/178, H -Q=-260/78, I -P=-273/90, K -N=-392/177 NOTES - 1) Wind: ASCE 7-10; Vu11=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 2) 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 ANSUTPI 1. 3) TCLL: ASCE 7-10; Pf=35.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct= 1 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 35.0 psf on overhangs non -concurrent with other live loads. 6) All plates are 1.5x4 MT20 unless otherwise indicated. 7) Gable requires continuous bottom chord bearing. 8) Gable studs spaced at 2-0-0 oc. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10)' 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. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) B, S, T, U. Q, P, O, L except (jt=1b) V=158, N=158. 12) 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. 13) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard omo"".a t,,.�3 FALLa)Junnv riuW.,o o.wv< b.uuu S dw m[Wb M1 16K Inalustnes, no. weal Mar 1515:44: 312017 Paget ID:gEWnwH7VglEgV_Y08EaPYZyylGW-vSANorJOCOi8NCo d7ngez5MyluaM28THlikzadl_ -1-0-0 66--8 13-1-0 19-6-12 26-0-8 1-0-0 66--8 6.6-8 6-5-12 65-12 Scale =1:43.2 4x6 = 3x6 � 5x6 = 4x4 = 3x6 = fg LOADING (psf) TCLL 35.0 (Roof Snow= -35.0) TCDL 7.0 BCLL 0.0 BCDL 7.0 NSS N53 ype CSI. TC 0.82 BC 0.52 WB 0.38 (Matrix) y KaaohnerSF26a HaMord' 17-030315 A03 ,Roof Spedal 8 1 TOP CHORD 2x4 OF 180OF 1.6E or 2x4 DF No.1&Btr TOP CHORD Sheathed or 2-2-0 oc purlins. BOT CHORD 2x4 DF 180OF 1.6E or 2x4 OF No.1&Btr BOT CHORD Job Reference (optional) omo"".a t,,.�3 FALLa)Junnv riuW.,o o.wv< b.uuu S dw m[Wb M1 16K Inalustnes, no. weal Mar 1515:44: 312017 Paget ID:gEWnwH7VglEgV_Y08EaPYZyylGW-vSANorJOCOi8NCo d7ngez5MyluaM28THlikzadl_ -1-0-0 66--8 13-1-0 19-6-12 26-0-8 1-0-0 66--8 6.6-8 6-5-12 65-12 Scale =1:43.2 4x6 = 3x6 � 5x6 = 4x4 = 3x6 = fg LOADING (psf) TCLL 35.0 (Roof Snow= -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 Incr YES Code IRC2012ITPI2007 CSI. TC 0.82 BC 0.52 WB 0.38 (Matrix) DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in (loc) Ildefl L/d -0.21 G -H >999 360 -0.35 G -H >887 240 0.08 F n/a n/a 0.09 F -G >999 240 PLATES GRIP MT20 220/195 Welght:10 llo FT=20% LUMBER- BRACING - TOP CHORD 2x4 OF 180OF 1.6E or 2x4 DF No.1&Btr TOP CHORD Sheathed or 2-2-0 oc purlins. BOT CHORD 2x4 DF 180OF 1.6E or 2x4 OF No.1&Btr BOT CHORD Rigid ceiling directly applied or 9-7-8 oc bracing. WEBS 2x4 OF Stud/Std MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, In accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) F=1259/Mechanical, 0=137210-5-8 (min. 0-1-8) Max Horz B=I 11(LC 14) Max UpliftF=-242(LC 11), 8=-277(LC 10) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD B -C=-2578/482, C -I=-2217/410, D -I=-2099/430, D -J=-2202/433, EJ= -2220/411, E -F=-2594/490 BOT CHORD B -H=-47812280, 1-1-0-203/1498, K -L=-203/1498, G -L=-203/1498, F -G=-388/2324 WEBS C -H=-661/263, D -H=-171/820, D -G=-175/855, E -G=-700/268 NOTES - 1) 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; MW FRS (envelope) gable end zone; cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=35.0 psf (Sat roof snow); Category ll; Exp C; Fully Exp.; Ct= 1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 35.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 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 fit between the bottom chord and any other members, with BCDL = 7.Opsf. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=1b) F=242, B=277. 9) 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. 10) "Semi-rigid pitchbreaks with fixed heels" Member and fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Job ruse I ru55 I ype Qty Ply Kartchner SF298'HaMord' 17-030315 A05 GABLE 1 1 MiTek recommends that Stabilizers and required cross bracing LOADING (psf) SPACING- 2-0-0 ,Job Reference o Oonal ..0 WEST lwnnO r�wr, ouw s duT m [mu mT T eR mousVlea, TOG wea mar ib 1544-322017 Pagel ID:gEWnwH7VglEg\_YOBEePYZyylGW-NHk19BK1zlq?Gfn YKWOCBWP8Lk4iggBh7OtYAzodkz 4x4 = Scale = 1:44.5 3x4 = Q 5x6 = 3x4 = 14 0 Plate Offsets (X,Y)-- [L:0-0-2,Edgel. fQ:0-3-0.0-3-0) TOP CHORD 2x4 OF 180OF 1.6E or 2x4 DF N0.1&Btr TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD 2x4 OF 180OF 1.6E or 2x4 OF No.1&Btr BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 OF Stud/Std MiTek recommends that Stabilizers and required cross bracing LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well L/d PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.24 Vert(LL) -0.00 A n/r 120 MT20 220/195 (Roof Snow= -35.0) Lumber DOL 1.15 BC 0.15 Vert(TL) 0.01 A n/r 120 TCDL 7.0 BCLL 0.0 ' Rep Stress Incr YES WS 0.11 Horz(TL) 0.00 L n/a n/a BCDL 7.0 Code IRC2012rrP12007 (Matrix) Weight: 117 Ib FT = 20 LUMBER- BRACING - TOP CHORD 2x4 OF 180OF 1.6E or 2x4 DF N0.1&Btr TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD 2x4 OF 180OF 1.6E or 2x4 OF No.1&Btr BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 OF Stud/Std MiTek recommends that Stabilizers and required cross bracing be Installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 26-0-8. (Ib) - Max Horz B=i i t (LC 14) Max Uplift All uplift 100 Ib or less at joint(s) L, B, R, S, T, P, O, N except U=-159(LC 10), M=-164(LC 11) Max Grav All reactions 250 lb or less at joint(s) L, Q, T, N except B=308(LC 1), R=280(LC 17), S=307(LC 17), U=502(LC 1), P=285(LC 18), 0=314(LC 18), M=510(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. WEBS F -R=-256/79, E -S=-267/90, C -U=-392/178, H -P=-261/78, 1-0=-273/90, K -M=-392/178 NOTES - 1) Wind: ASCE 7-10; Vult=115mph (3 -second gust) V(IRC2012)=91 mph; TCDL=4.2psf; BCDL=4.2psf; h=25fl; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSVfPI 1. 3) TCLL: ASCE 7-10; Pf=35.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct= 1 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 35.0 psf on overhangs non -concurrent with other live loads. 6) All plates are 1.5x4 MT20 unless otherwise indicated. 7) Gable requires continuous bottom chord bearing. 8) Gable studs spaced at 2-0-0 oc. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10)' This truss has been designed for a live load of 20.Opsf on the bottom chard in all areas where a rectangle 3-6-0 tall by 2-0-0 vide will ft between the bottom chord and any other members. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) L, B, R, S, T, P, O, N except Qt=1b) U=159, M=164. 12) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSIrrPI 1. 13) "Semi-dgid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Job Nes RISS ype y Ka nchner5F211VHaMord' 17.030315 801 ;Common 5 1 (Roof Snow=35.0) Plate Grip DOL 1.15 TC 0.44 Vert(LL) -0.11 H-1 >999 360 Job Reference (optional) 0 dF Scale = 1:35.9 4x8 = 0 1$ Plate Offsets (X,Y)-- IH:03-0.0-3-01-- LOADING (psf) TCLL 35.0 SPACING- 2-0-0 CSI. DEFL. in (loo) I/deft Lid PLATES GRIP (Roof Snow=35.0) Plate Grip DOL 1.15 TC 0.44 Vert(LL) -0.11 H-1 >999 360 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.37 Vert(TL) -0.20 H-1 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.30 Horz(TL) 0.06 F n/a n/a BCDL 7.0 Code IRC2012ITP12007 (Matrix) Wind(LL) 0.05 H-1 >999 240 Weight: 81 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No. 1&Btr TOP CHORD Sheathed or 4.2-15 oc purlins. BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No. 1&Bir BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, WEBS 2x4 OF Stud/Std MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 8=1099/0-3-8 (min. 0-1-8), F=1099/0-3-8 (min. 0-1-8) Max Horz 8=75(LC 14) Max UpliftB=-243(LC 6), F=-243(LC 7) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD B -C=-2198/416, C -D=-1877/355, D -E=-1877/356, E -F=-2198/416 BOT CHORD B -I=-405/1984, H -I=-177/1306, F -H=-331/1984 WEBS D -H=-127/672, E -H=-558/210, D -I=-127/672, C -I=-558/209 NOTES - 1) 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 2) TCLL: ASCE 7-10; Pf=35.0 psf (Flat roof snow); Category II; Exp C; Fully Exp.; Ct= 1 3) Unbalanced snow loads have been considered for this deslgn. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times Flat roof load of 35.0 psf on overhangs non -concurrent with other live loads. 5) Thls 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 fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except 01=11b) B=243, F=243. 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 Job mss Imes ype Qty, Ply Kart ner SF2Be'HaMord' 17-030315 B02 GABLE 1 1 TC 0.16 Vert(LL) -0.00 K n/r 120 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.08 Job Reference (optional) .MC. wESI (ZAHO FALLS), IUAriu FALLS, 0 d/ Scale = 1:35.9 4x4 = 3x4 = o n o n x, - I 3x4 = 5,6 = IY 0 FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. WEBS E -P=-267/87, C -R=-341/144, G -N= -267/86,1-L=-341/143 NOTES - 1) Wind: ASCE 7-10; Vult=115mph (3 -second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ff; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSIrl-PI 1. 3) TCLL: ASCE 7-10; Pf=35.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct= 1 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 35.0 psf on overhangs non -concurrent with other live loads. 6) All plates are 1.5x4 MT20 unless otherwise indicated. 7) Gable requires continuous bottom chord bearing. 8) Gable studs spaced at 2-0-0 oc. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10)" 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 ft between the bottom chard and any other members. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) B, P, 0, N, M, J except Qt=lb)R=124, L=124. 12) This truss is designed In accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSIfrPI 1. 13) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used In the analysis and design of this truss. LOAD CASE(S) Standard 20.8-0 Plate Offsets (X,Y)-- 10:03-0,0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loo) I/deft L/d PLATES GRIP TCLL 35.0 (Roof Snow=35.0) Plate Grip DOL 1.15 TC 0.16 Vert(LL) -0.00 K n/r 120 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.08 Vert(TL) 0.00 K n/r 120 BCLL 0.0 Rep Stress Incr YES WB 0.07 Horz(TL) 0.00 J n/a n/a BCDL 7.0 Code IRC2012/TP12007 (Matrix) Weight: 84 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 DF 180OF 1.6E or 2x4 OF No.1&Btr TOP CHORD Sheathed or 6-0.0 oc pur ins. BOT CHORD 2x4 DF 180OF 1.6E or 2x4 OF No. 1&Btr BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. OTHERS 2x4 DF Stud/Std MiTek recommends that Stabilizers and required cross bracing be Installed during truss erection, in accordance with Stabilizer installation guide. REACTIONS. All bearings 20-8-0. (Ib) - Max Horz B=75(LC 10) Max Uplift All uplift 1001b or less at joint(s) B, P, 0, N, M. J except R=-124(LC 10), L=-124(LC 11) Max Grav All reactions 250 Ib or less at joint(s) 0, 0, M except B=279(LC 1), P=302(LC 17), R=426(LC 17), N=302(LC 18), J=279(LC 1), L=426(LC 18) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. WEBS E -P=-267/87, C -R=-341/144, G -N= -267/86,1-L=-341/143 NOTES - 1) Wind: ASCE 7-10; Vult=115mph (3 -second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ff; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSIrl-PI 1. 3) TCLL: ASCE 7-10; Pf=35.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct= 1 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 35.0 psf on overhangs non -concurrent with other live loads. 6) All plates are 1.5x4 MT20 unless otherwise indicated. 7) Gable requires continuous bottom chord bearing. 8) Gable studs spaced at 2-0-0 oc. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10)" 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 ft between the bottom chard and any other members. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) B, P, 0, N, M, J except Qt=lb)R=124, L=124. 12) This truss is designed In accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSIfrPI 1. 13) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used In the analysis and design of this truss. LOAD CASE(S) Standard Job cuss I toss I ype oty PlyKartchner SF2W'HaMord" 17-030315 803 COMMONGIRDER 1 ;Job Referenoo(Optona0 vmt vv=o, (,unnv FALL6), iu nvF LLS, ,u 6,vvz o UW a jul 1JLVIb MIIeMIncusme%lne. maMarlb1J:44:452017 Pagel ID:gE WnwH7VglEgV_YOBEaPYZyylG W-nsPueDMvGECa76 WZDS3jgU8utZgFVR?dN5Fy9Vzadkw 5-2-010-4-0 16-6-0 20-8-0 5.2-0 5-2-0 5-2-0 5-2-0 Scale = 1:32.4 5x6 = 12x12 = 6X8 a g Plate Offsets (X YH- (A:0-6-4 Edgel [C:0-64,0-0-0], ID:0-6-0 0-9-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/defl L/d PLATES GRIP TCLL 35.0 (Roof Snow=3 Plate Grip DOL 1.15 TC 0.33 Vert(LL) -0.14 C -D >999 360 MT20 137/130 7.0 TCLL 7.0 Lumber DOL 1.15 BC 0.57 Vert(TL) -0.22 C -D >999 240 BCDL 0.0 ' Rep Stress Incr NO WB 0.40 Horz(TL) 0.02 C n/a We BCDL 7.0 Code IRC2012/TP12007 (Matrix) Wind(LL) 0.08 C -D >999 240 Weight: 496 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x6 DF 1800E 1.6E or 2x6 DF SS TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD 1-1/2x11-7/8 LP-LSL 1.75E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF StudlStd REACTIONS. (Ib/size) A=1917/0-3-8 (min. 0-1-8), C=10529/0-3-8 (min. 0-2-7) Max Horz A=-61 (LC 15) Max UpliftA=A20(LC 10), C=-2529(LC 11) FORCES. (Ib) - Max. Camp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A -E=-5723/1220, B -E=-5572/1245, B -F=-5548/1235, C -F=-5660/1218 BOT CHORD A -D=-1123/5274, D -G=-1123/5274, C -G=-1123/5274 WEBS B -D=-545/2711 NOTES - 1) Special connection required to distribute bottom chord loads equally between all plies. 2) 3 -ply truss to be connected togetherwith 10d (0.131"x3") nails as follows: Tap chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 1-1/2x11-7/8 - 6 rows staggered at 04-0 oc. Webs connected as follows: 2x4 -1 row at 0-9-0 oc. 3) 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. 4) 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 5) TCLL: ASCE 7-10; Pf=35.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct= 1 6) Unbalanced snow loads have been considered for this design. 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 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) except (jt=1b) A=420, C=2529. 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. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s)10450 to down and 2560 lb up at 18-8-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A -B= -84,B -C=-84, A -C=-14 Continued on page 2 oma, rrr a pumv riu.iat, wnnai r—, - 0— u.um a Jal to zulu Mi IeK Inauslnes, Ina. Wal Mar 1515:44:35 2017 Page 2 ID:gEWnwH7VglEgV_YOBEaPYZyylG WnsPueDMvGECa78 WZDS3jgU8utZgFvR7dN5FygVzadkw LOAD CASE(S) Standard Concentrated Loads (lb) Vert: G= -10450(F) was eply was Typty Kartchner SF288'Hadfard' 17-030315 B03 COMMON GIRDER 1 3 Job Reference (optional) oma, rrr a pumv riu.iat, wnnai r—, - 0— u.um a Jal to zulu Mi IeK Inauslnes, Ina. Wal Mar 1515:44:35 2017 Page 2 ID:gEWnwH7VglEgV_YOBEaPYZyylG WnsPueDMvGECa78 WZDS3jgU8utZgFvR7dN5FygVzadkw LOAD CASE(S) Standard Concentrated Loads (lb) Vert: G= -10450(F) o - -Truss - tlmG russ ype ty y xaddiner8F288'HaMord- 17.030315 804 Common 2 1 BRACING - TOP CHORD 2x4 OF 1800F 1.6E or 2x4 DF No.1&Btr TOP CHORD Sheathed or 4-7-5 oc purlins, except end verticals. Job Reference (optionap wt.purr.,Auat, lunnu 111Lo.lua.wu[ 4wo 5" 15Mb MIIeNIntlustnes,IOG Wed Mar151544362017 Pagel ID:QEWnwH7VglEg%_YOBEaPYZyylGW-F2zGrZNX1YLRIG5mnAbyNig2Dz3Netlnbl Vhxzadkv -1-0-0 5-2-0 10-4-0 15-6-0 18-6-0 1-0-0 ~ 5-20 5-2-0 1 -520 -_- 3-0-0 Scale: 3/8'=1' 4x6 = 44 = 1.5x4 11 5x8 = 3x6 G 18-6-0 LOADING (psf) TCLL 35.0 (Raaf Snow= -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 Incr YES Code IRC2012rrP12007 CSI. TC 0.42 BC 0.32 WB 0.46 (Matrix) DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) In (loo) I/deft L/d -0.10 G -H >999 360 -0.21 G -H >999 240 0.04 G n/a n/a 0.04 1 >999 240 PLATES GRIP MT20 220/195 Weight: 80 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 OF 1800F 1.6E or 2x4 DF No.1&Btr TOP CHORD Sheathed or 4-7-5 oc purlins, except end verticals. BOT CHORD 2x4 OF 1800F 1.6E or 2x4 DF No.1&Btr 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 be installed during truss erection, In accordance with Stabilizer Installation uide. REACTIONS. (Ib/size) B=996/0-3-8 (min. 0-1-8), G=889/Mechanical Max HorzB=102(LC 10) Max UpliftB=-228(LC 6), G=-163(LC 7) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD B -C=-1936/370, C -J=-1220/208, D -J=-1136/222, D -E=-1216/231 BOT CHORD B -I=-391/1740, H -I=-391/1740, G -H=-23211144 WEBS C -H=-804/251, D -H=-30/378, E -G=-1314/307 NOTES - 1) 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 2) TCLL: ASCE 7-10; Pf=35.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct= 1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 35.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 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) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=1 b) B=228, G=163. 9) 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. 10) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard 0Mss cuss ype y xarrWnerMBa'Haafor4' 17-030315 C01 COMMONGIROER 11 1 LOADING (psf) i CSI. Job Reference (optional) BMGW bI(RJAHU 1-ALLS), NAHU YALLa, IU 8MU[ 3x6 = 6x8 II Scale = 1:27.9 5x6 = I$ Plate Offsets (X Y)-- [QO-3-0,0-1-131. IH:0-6-0,0-6-4],-j1:0-6-4.0-1 -81 BRACING - TOP CHORD 2x4 DF 180OF 1.6E or 2x4 DF No.l&Btr TOP CHORD Sheathed or 2-10-5 oc purlins. BOT CHORD 2x8 OF SS BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 OF Stud/Std `Except' LOADING (psf) SPACING- 2-0-0 CSI. be Installed during truss erection, In accordance with Stabilizer DEFL. in (loc) I/dell Lid PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.52 Vert(LL) -0.09 H-1 >999 360 MT20 220/195 (Roof Snow=35.0) Lumber DOL 1.15 BC 0.71 Vert(TL) -0.14 H-1 >831 240 TCDL 7.0 Rep Stress Incr NO WB 0.84 Horz(TL) 0.02 G We We BCLL 0.0 Code IRC2012r-P12007 (Matrix) Wind(LL) 0.05 H-1 >999 240 Weight: 95 lb FT=20% BCDL 7.0 LUMBER- BRACING - TOP CHORD 2x4 DF 180OF 1.6E or 2x4 DF No.l&Btr TOP CHORD Sheathed or 2-10-5 oc purlins. BOT CHORD 2x8 OF SS BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 OF Stud/Std `Except' MiTek recommends that Stabilizers and required cross bracing W7: 2x4 OF 180OF 1.6E or 2x4 DF No.1&Btr be Installed during truss erection, In accordance with Stabilizer OTHERS 2x4 DF Stud/Std Installation guide. REACTIONS. (Ib/size) A=2780/0-5-8 (min. 0-3-0), E=-346/0-5-8 (min. 0-1-8), G=5363/0-5-8 (req. 0-5-12) Max Horz A=58(LC 14) Max UpliftA=-569(LC 10), E=-488(LC 16), G=-1040(LC 11) Max GravA=2822(LC 1(l), E=207(LC 21), G=5363(LC 1) FORCES. (Ib)- Max. Camp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD A -B=-4762/952, B -N=-1893/364, C -N=-1795/377, C -O=-273/1570, 0-0=-281/1427, D -E=-321/1393 BOT CHORD A -P=-917/4396, I -P=-917/4396, I -Q=-917/4396, H -Q=-917/4396, F -G=-1264/298, E -F=-1264/298 WEBS C -G=-36671755, D -G=-398/151, C -H=-673/3382, B -H=-2930/657, B -I=-327/1779 NOTES - 1) Wind: ASCE 7-10; Vult=115mph (3 -second gust) V(IRC2012)=91mph; TCDL=4.2psh BCDL=4.2psf; h=25ft; Cal. 11; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSIrrPI 1. 3) TCLL: ASCE 7-10; Pf=35.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct= 1 4) Unbalanced snow loads have been considered for this design. 5) Gable studs spaced at 2-0-0 oc. 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) WARNING: Required bearing size at joint(s) G greater than input bearing size. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) A=569, E=488, G=1040. 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. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 12451b down and 256 Ib up at 1-6-12, 1245 lb down and 256 lb up at 3-6-12, 1245 lb down and 256 Ib up at 5-6-12, and 12451b down and 2561b up at 7-6-12, and 12451b doom and 256 Ib up at 9-6-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 13) 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 Continued on page 2 0 mss rusa ype y Kaddlner SF2B8'Nalif¢rd' 17.030315 COI COMMON GIRDER 1 1 Job Reference (optional) BMG WEST (IDMO FALLS), DA10 FALLS, l08. 02 80008J01101U1U MII¢N IIIOVSIII¢S, NC. Wed Mar1515:44:372017 Pag¢2 I D:qE W nwH7VglEgV_YOBEaPYZyylG W-jFXe2vO9mTINOgyLt6BwDBPMISNEdwgPk3DOzadkU LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A -C=-84, C -E= -84,A -E=-14 Concentrated Loads (lb) Vert: G= -1245(B)1= -1245(B) P= -1245(B) 0=-1245(B) R= -1245(B) O Nssruss I ype Uty Ply 1(aachnersF2I18'Hadrord' 1]-030315 W1 Common 1 1 TOP CHORD 2x4 DF 180OF 1.6E or 2x4 DF N0.1&Btr TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD 2x4 DF 180OF 1.6E or 2x4 DF No.1&Btr BOT CHORD Job Reference (optional) tlmc wca l 11VHI'iV rNlwy iuwro rP�w, IY oJaue a cuu s Jul 158016 MITek Industnes, Inc. Wed Mar 151544382017 Page 1 ID:gE WnwH7Vg IEgV_YOBEaPYZyyIGW-BR50GFPnZ9687a F8vbdOS7mPKmmT6U433Tcmgzadkt -1-0-05-2-0 10-4.0 11-4.0 r 1-0.0 5-2-0 5-2-0 1-0-0 Scale = 1:19.7 44 = 3x4 3x4 R LOADING (psf) TCLL 35.0 (Roof Snow= -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 Incr YES Code IRC2012/rP12007 CSI. TC 0.32 BC 0.21 WB 0.08 (Matrix) DEFL. Ven(LL) Vert(TL) Horz(TL) Wind(LL) in (loc) Ildefi L/d -0.03 B -F >999 360 -0.05 B -F >999 240 0.01 D n/a rue 0.02 B -F >999 240 PLATES GRIP MT20 220/195 Weight: 351b FT = 20% LUMBER- BRACING - TOP CHORD 2x4 DF 180OF 1.6E or 2x4 DF N0.1&Btr TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD 2x4 DF 180OF 1.6E or 2x4 DF No.1&Btr 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 be Installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) B=592/0-5-8 (min. 0-1-8), D=592/0-5-8 (min. 0-1-8) Max Horz B=46(LC 10) Max UpliftB=-128(LC 10), D=-128(LC 11) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD B -G=-731/107, C -G=-645/117, C -H=-645/117, D -H=-731/107 BOT CHORD B -F=-67/589, D -F=-67/589 NOTES - 1) 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 2) TCLL: ASCE 7-10; Pf=35.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct= 1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greaterof min roof live load of 16.0 psf or 2.00 times flat roof load of 35.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcumenl 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 chard and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=lb) 3=128, D=128. 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/rPI 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 Job russ was I ype Qty Ply KaitMner SF2S8'Harfford" 17-030315 D02 Common Supported Gable 1 1 TC 0.12 Vert(LL) 0.00 F n/r 120 MT20 220/195 (Roof Snow --35.0) Lumber DOL 1.15 Job Reference (optional) ..,:..., eVPrIV YPILJI, IU/ViV IPLW, IU OJ u[ 4x4 = 6.WU a Jul 1b 20lb MI I eK maustne5, Ina woo Mar 151544:392017 Pagel ID:gE WrnM7VglEgV_YOBEaPYZyylGW-gdfOTaPQKTj?cjgKS18F?KleBA98rLLDIjDAIGzadks 10-4-0 11A-0 5-2-0 -0-0 Scale =1:19.7 _ J H 3x4 - 1.5x4 11 1.5x4 11 1.5x4 11 3x4 = FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS C -J=-292/113, E -H=-292/113 NOTES - 1) Wind: ASCE 7-10; Vult=115mph (3 -second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; Cat. Il; Exp C; enclosed; MWFRS (envelope) gable and zone; cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads In the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSIrrPI 1. 3) TCLL: ASCE 7-10; Pf=35.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct= 1 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 35.0 psf on overhangs non -concurrent with other live loads. 6) Gable requires continuous bottom chord bearing. 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 Flt 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) B, F, J, H. 11) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSIrrPI 1. 12) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used 1n the analysis and design of this truss. LOAD CASE(S) Standard 10-4-0 LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (loo) I/defl L/d PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.12 Vert(LL) 0.00 F n/r 120 MT20 220/195 (Roof Snow --35.0) Lumber DOL 1.15 BC 0.06 Vart(TL) 0.00 G n/r 120 TCDL 7.0 Rep Stress Incr YES WB 0.06 Hoa(TL) 0.00 F n/a n/a BCLL 0.0 ' BCDL 7.0 Cade IRC2012/TPI2007 (Matrix) Weight: 3816 FT = 20% LUMBER- BRACING. TOP CHORD 2x4 OF 180OF 1.6E or 2x4 OF No.1&Btr TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD 2x4 DF 180OF 1.6E or 2x4 DF No.1&Btr BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 DF Stud/Std MiTek recommends that Stabilizers and required cross bracing be Installed during truss erection, In accordance with Stabilizer Installation guide. REACTIONS. All bearings 10-0-0. (lb) - Max Horz 13=46(LC 14) Max Uplift All uplift 100 Ib or less at joint(s) B, F, J, H Max Grav All reactions 250Ib or less at joint(s) B, F, I except J=346(LC 17), H=346(LC 18) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS C -J=-292/113, E -H=-292/113 NOTES - 1) Wind: ASCE 7-10; Vult=115mph (3 -second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; Cat. Il; Exp C; enclosed; MWFRS (envelope) gable and zone; cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads In the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSIrrPI 1. 3) TCLL: ASCE 7-10; Pf=35.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct= 1 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 35.0 psf on overhangs non -concurrent with other live loads. 6) Gable requires continuous bottom chord bearing. 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 Flt 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) B, F, J, H. 11) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSIrrPI 1. 12) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used 1n the analysis and design of this truss. LOAD CASE(S) Standard