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Home My WebLink AboutTRUSS SPECS - 17-00548 - 2176 Summerfield Ln - New SFR0 N99 N99 ype TCHNER SF4B11 RD 'D' 1]-OBH29T A97 Common 5 1 SPACING- 2-0-0 CSI. DEFL, in floc) I/deft Jab Reference (ppt'pnap BMC WEST (IDAHO FALLS). IDAHO FALLS, ID 83402 01 4x5 - 6.00 i t2 Scale: 1/4'=1' 3x6 = 5x8 = 5x8 = 3x6 = 9-0-0 12 Plate Offsets (X,Y)-- IH:0-4-0.0-3-01. 11:04-0.0-3-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL, in floc) I/deft Lid PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.60 Vert(LL) -0.29 H -I >999 360 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 8C 0.50 Vert(TL) -0.43 H -I >775 240 BCLL 0.0 Rep Stress Incr YES WB 0.21 Horz(TL) 0.08 F n/a n/a SCOL 7.0 Code IRC2012/7PI2007 (Matrix) Wind(LL) 0.09 B -I >999 240 Weigh1:117lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 DF 180OF 1.6E or 2x4 DF No.1&Btr or 2x4 DF -N 1800F 1.6E TOP CHORD BOT CHORD 2x4 DF 180OF 1.6E or 2x4 DF No.1&Btr or 2x4 DF -N 180OF 1.6E BOT CHORD WEBS 2x4 DF 180OF 1.6E or 2x4 DF No.1&Btr or 2x4 DF -N 1800F 1.6E `Except' W2,W4: 2x4 DF Stud/Std REACTIONS. (Ib/size) 8=1458/0-5-8 (min. 0-1-9), F=1458/0-5-8 (min.0-1-9) Max HorzB=133(LC 12) Max UpliftB=-289(LC 8), F=-289(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD B -C=-2409/441, C -D=-2078/431, D -E=-2078/431, E -F=-2409/442 BOT CHORD B-1=129/2036, 1-J=-158/1331, J -K=-158/1331, H -K=-158/1331, F -H=-297/2036 WEBS D -H=-197/746, E -H=-573/288, D-1=-197!746, C -I=-573/288 Sheathed or 3-8-6 oc purlins. 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. 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; 11=2511; Cat. ll; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL=1.33 3) This /mss 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, 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 (jl=1b) 8=289, F=289. 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-dgid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard 0 N59 was ype KARTCHNERSF4811 ROGWORD-D' 17.0811291 A02 Common 9 1 CSI. DEFL. In (loc) I/deft L/d Job Reference (optional) �M• V.L •oma^•�• a 0 7"'"ulo - mi i ex inausmes. mc. me Au g 2915:13292017 PyID:UdjBElbvXzN?dbglDnTVzMMp-evFgkrUXNOrPpHSfNSzQOFXYH'wGD9mmel 770-0 0 21-0.0 28-0-0 x 0 7 7.0-1-00--00 4-0 1- 45 = sm Scale = 1:46.9 4x5 = 5x8 = 5x8 = 4x5 = 11 Plate Offsets (X Y)- [G:04-0,0-3-01. IH:0-4-0 0-3-01 LOADING (pan SPACING- 2-0-0 CSI. DEFL. In (loc) I/deft L/d PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.62 Vert(LL) -0.29 G -H >999 360 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.54 Vert(TL) -0.42 G -H >785 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.22 Horz(TL) 0.08 F n/a n/a BCDL 7.0 Code IRC2012/TPI2007 (Matrix) Wind(LL) 0.10 F -G >999 240 Weight:115lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 OF 180OF 1.6E or 2x4 DF No.l&Btr or 2x4 DF -N 180OF 1.6E TOP CHORD BOT CHORD 2x4 OF 180OF 1.6E or 2x4 OF No.l&Btf or 2x4 DF -N 1800F 1.6E BOT CHORD WEBS 2x4 OF 180OF 1.6E or 2x4 OF No.1&Btr or 2x4 DF -N 180OF 1.6E *Except* W2,W4: 2x4 OF Stud/Std REACTIONS. (Ib/size) F=1355/Mechanical, 8=1469/0-5.8 (min. 0-1-9) Max Horz8=141(LC 12) Max UpliflF=-256(LC 9), B=-290(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD B -C=-2431/444, C -D=-2101/434, D -E=.2132/444, E -F=-2473/458 BOT CHORD B -H=-040/2056, H -I=-169/1353, IJ= -169/1353, G -J=-169/1353, F.G=-332/2107 WEBS D -G=-208/786, E -G=-606298, D -H=-1971745, C.H=.573/288 Sheathed or 3-64 oc purlins. Rigid ceiling directly applied or 9-11.9 oc bracing MiTek recommends that Stabilizers and required cross bracing be Installed during truss erection, in accordance with Stabilizer Installation guide. 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 nonconcurrenl with any other live bads. 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. 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 Qt=1b) F=256, B=290. 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 Job russ I rus3 I ype ty y KARTCHNER SF4B11 ROCKFORD-D' IM81129T A03 Ca=w 1 i LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in Job Reference ioptionall BMC WEST (IDAHO FALLS), IDAHO FALLS, ID 83402 ami 4x5 = Scale =1:46.7 5xa = 5x8 = """ Plate Offsets(X.Y)-- [8:0-2-90-1-8]fF:0-2.90-1-81 IG:04-00-3-01 IH:0-4-00-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loo) I/deb L/d PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.61 Ver(LL) .0.29 G -H >999 360 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.52 Ven(TL) -0.42 G -H >783 240 BCLL 0.0 ' Rep Stress ]nor YES WB 0.21 Horz(TL) 0.08 F n/a n/a BCDL 7.0 Code IRC2012rTP12007 (Matrix) Wind(LL) 0.10 F -G >999 240 Weight: 1151b FT=20% LUMBER- BRACING - TOP CHORD 2x4 OF 1800F 1.6E or 2x4 DF No.i&Btr or 2x4 DF -N 180OF 1.6E TOP CHORD BOT CHORD 2x4 OF 180OF 1.6E or 2x4 DF No.1&Btr or 2x4 DF -N 180OF 1.6E BOT CHORD WEBS 2x4 OF 180OF 1.6E or 2x4 DF No.1&Btr or 2x4 DF -N 180OF 1.6E *Except* W2,W4: 2x4 OF Stud/Std REACTIONS. (Ib/size) F=1347/0-5-8 (min. 0-1-8), B=1461/0-5-8 (min. 0-1-9) Max Horz B=141(LC 8) Max UpliftF=-254(LC 9), B=-289(LC 8) FORCES. (lb) - Max. Comp./Max, Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD B -C=-2414/442, C -D=-2083/432, D.E=-2093/436, E -F=-2426/448 BOT CHORD B -H=-038/2041, H -I=-167/1337, W=-167/1337, G -J=-167/1337, F -G=-321/2055 WEBS D -G=-201/758, E -G=-581/291, D -H=-1971746, C -H=-573/288 Sheathed or 3-7-9 oc purlins. Rigid ceiling directly applied or 9-11-14 oc bracing MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, In accordance with Stabilizer Installation guide. 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 ft 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 1001b uplift at joint(s) except (jt=lb) F=254, B=289. 6) 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. 7) "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 Me nlss ype ty y KARTCHNERSF4B11R0CKF0R0"W 17-0911297 B01 California 1 1 LOADING (psf) SPACING- 2-0-0 J b R ference ( p0 0 M �1 Scale =1:49.6 5x8 = 4x5 = axe o - .1 3x8 11 1.5x4 II 3x4 = 5x8 = 1.5x4 11 6511 12-11-6 I 15-0-10 21.6-5 ROM 6511 85-11 9dd R_Fd1 {-iH Iy Plate Offsets (X.Y)- [B:0-2-9,0.11-8% [D:04-0.0-1-15]. [G:0-2-9,0-1-81, [J:0 -3-4 ,0-M] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loo) I/dell L/d PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.48 Vert(LL) -0.12 K >999 360 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.42 Ved(TL) -0.22 K -L >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.66 Horz(TL) 0.09 G n/a n/a BCDL 7.0 Code IRC2012rTP12007 (Matrix) Wind(LL) 0.06 K >999 240 Weight:136lb FT=20% LUMBER - TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1 &Btr or 2x4 DF -N 1800F 1.6E BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1 &Btr or 2x4 OF -N 1800F 1.6E WEBS 2x4 DF Stud/Std REACTIONS. (Ib/size) B=1458/0-5-8 (min. 0-1-9), G=1458/0-5-8 (min. 0-1-9) Max Horz B=122(LC 12) Max UpliftB=.282(LC 8), G=-282(LC 9) BRACING. TOP CHORD Sheathed or 3-10-5 oc purlins, except 2-0-0 oc purlins (54-11 max.): D -E. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. rMiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD B -C=.2465/420, C -D=-1751/307, D -E=-1443/324, E -F=-1758/309, F -G=-2464/421 BOT CHORD B -L=-405/2088, K -L=-405/2088, J -K=-162/1442, I -J=-283/2087, G -I=.283/2087 WEBS C -K=.734/271, D -K=-86/388, D -J=.261/266, E -J=-87/393, F -J=-729/271 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) 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 100 lb uplift at joint(s) except Qt=lb) B=282, G=282. 7) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSUTPI 1. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard 0 nlss may ype KARTCHNER SF4B11 ROCKFORD 'D' 17-081129T B02 Cal ficmia 1 i CSI. DEFL. in (loc) I/den Job Reference (optional) BMC NEST (IDAHO FALLS), IDAHO FALLS, vI 0 5x8 = 0 4x5 = Scale =1:48.5 45 = 11 " ' ^ 4x5 = 1.5x4 II 3x4 = 5x8 = 1.5x4 II 65-11 12-11-6 15.0.10 215-5 28-0-0 BS -11 65-11 2-1-0 65-11 65-11 Plate Offsets(XY)-. (D:0-4-00-1-151 fG:0-1-0Edgel [1:0.3-40-3-01 LOADING (psf) SPACING. 2-0-0 CSI. DEFL. in (loc) I/den L/d PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.51 Vert(LL) -0.13 J >999 360 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.49 Vert(TL) -0.23 J -K >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.70 Hom(TL) 0.09 G n/a n/a BCDL 7.0 Code IRC2012frP12007 (Matrix) Wind(LL) 0.07 G -H >999 240 Weight: 1341b FT = 20% LUMBER- BRACING - TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF -N 1800F 1.6E TOP CHORD BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF -N 1800F 1.6E WEBS 2x4 OF Stud/Std BOT CHORD REACTIONS. (Ib/size) G=1355/Mechanical, 8=1469/0-5-8 (min. 0.1-9) Max Horz B=131(LC 12) Max UpliftG=-249(LC 9), 8=-283(LC 8) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD B -C=-2487/423, C -D=-1775/310, D -E=-1467/329, E.F=-1786/315, F -G=.2538/439 BOT CHORD B -K=-416/2108, J -K=-416/2108, IJ= -173/1463, H -I=.319/2166, G.H=-319/2166 WEBS CJ= -734/271, D -J=-86/388, D -I=-258/271, E -I=-89/404, F -I=-785/286 Sheathed or 3-8-8 oc pudins, except 2.0.0 oc purlins (54-3 max.): D -E. Rigid ceiling directly applied or 10-0-0 ac, bracing MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer In fide. 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=4.2psh 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) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live bads. 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) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=11h) G=249, B=283, 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.dgid pltchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss, 10) Graphical purlin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. LOAD CASES) Standard 0 was was ype 0-3-01 KARTCHNERSF4B11 ROCKFORD-D' 17-081129T C01 Common 5. 1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in Job Reference ( ptiona0 0,00 ,v,. ;U;... .,e, ,., 2 4x5 11 Scale =1:41.4 ox. — Mb = -^- Plate Offsets (X,Y)-- IB:0-24,0-1-81, IF:0-2-4,0-1-81 IH:0-3-0 0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (lac) I/deft Ud PLATES GRIP TCLL 35.0 Plate Grp DOL 1.15 TC 0.35 Vert(LL) -0.12 H-1 >999 360 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 SC 0.30 Ven(TL) -0.18 H-1 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.13 HOrz(TL) 0.04 F n/a n/a BCDL 7.0 Code IRC2012/TPI2007 (Matrix) Wind(LL) 0.04 B -I >999 240 Weight: 97 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 DF 180OF 1.6E or 2x4 DF No.1&Btr or 2x4 DF -N 180OF 1.6E TOP CHORD BOT CHORD 2x4 DF 180OF 1.6E or 2x4 DF No.1&Btr or 2x4 DF -N 180OF 1.6E BOT CHORD WEBS 2x4 DF 180OF 1.6E or 2x4 DF No.1&Btr or 2x4 DF -N 180OF 1.6E *Except` W2,W4: 2x4 OF Stud/Std REACTIONS. (Ib/size) B=1165/0-5-8 (min.0-148), F=1165/0-5-8 (min. 0-1-8) Max Horz B=-184(LC 6) Max UpliftB=-229(LC 8), F=-229(LC 9) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD B -C=-1676/298, C -D=-1448/322, D -E=-1448/322, E -F=-1676/298 BOT CHORD B -I=-287/1341, 1-J=-88/883, J -K=-88/883, H -K=-88/883, F -H=-163/1341 WEBS D -H=-163/571, E -H=-417/233, D -I=-163/571, C-1=417/233 Sheathed or 4-11-0 oc purlins. 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. 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. 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 nonconcurrenl 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 1001b uplift at joint(s) except (jt=1b) 13=229, F=229. 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-dgid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. LOAD CASE($) Standard Job was NSS ype 0-1-81 BOT CHORD 2x4 OF 180OF 1.6E or 2x4 OF No.1&Btr or 2x4 DF -N 180OF 1.6E BOT CHORD K RTCHNER SF4811 ROCKFORD-D' 17.08i129T 002 Common Btroolural Gable 1 1 SPACING- 2-0-0 REACTIONS. All bearings 11.1-8 except (jt=length) F=0-5-8, 1=0-3-8, 1=0-3-8. CSI. DEFL. in (loc) Job R f ce ( pfionall 2x4 = 5x8 = M L K J AC I "' 7<-0 1 10-10-0 14-8-0 1 22-0-0 4 721M v.en N 0 Scale = 1:47.3 Plate Offsets (X.Y)-- IB:0-2-40-1-81 [D:0-2-0.0-0-0), IF:0-2-4 0-1-81 BOT CHORD 2x4 OF 180OF 1.6E or 2x4 OF No.1&Btr or 2x4 DF -N 180OF 1.6E BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 DF Stud/Std OTHERS 2x4 DF Stud/Std MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer LOADING (psi SPACING- 2-0-0 REACTIONS. All bearings 11.1-8 except (jt=length) F=0-5-8, 1=0-3-8, 1=0-3-8. CSI. DEFL. in (loc) I/deb L/d PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.36 Vert(LL) -0.06 F -H >999 360 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.22 Vert(TL) -0.13 F -H >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.80 Horz(TL) 0.01 F n/a n/a BCDL 7.0 Code IRC2012/TPI2007 (Matdx) Wind(LL) 0.03 F -H >999 240 Weight:1391b FT=20°/ LUMBER- BRACING - TOP CHORD 2x4 DF i800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF -N 1800F 1.6E TOP CHORD Sheathed or 6-0-0 oc pudins. BOT CHORD 2x4 OF 180OF 1.6E or 2x4 OF No.1&Btr or 2x4 DF -N 180OF 1.6E BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 DF Stud/Std OTHERS 2x4 DF Stud/Std MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installationuide. REACTIONS. All bearings 11.1-8 except (jt=length) F=0-5-8, 1=0-3-8, 1=0-3-8. (lb) - Max Harz B=-184(LC 6) Max Uplift All uplift 100 lb or less at joint(s) B, M except F=-182(LC 9), K=-290(LC 8) Max Grav All reactions 250 Ib or less at joint(s) J, L, M, I, 1 except B=343(LC 19), F=760(LC 1), K=1119(LC 1) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD C -D=-21/316, D -E=-674/233, E -F=-9021209 BOT CHORD F -H=-87/685 WEBS D -H=-174/530, E -H=-432/235, D -K=-805/141, C -K=-451/245 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=4.2psh 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 (none] 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 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, with BCDL = 7.Opsf. 8) Provide mechanical connection (by others) of truss to beading plate capable of withstanding 100 Ib uplift at joint(s) B, M except Qt=1b) F=182, K=290. 9) This truss is designed In accordancewith 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 Job Nes was ype y K RTCHNERSF4Bi1 ROCI(FORD'D° 17-081129T CO3 Common Giber 1 2 Job Reference (optional) (IDAHO FALLS), IDAHO FALLS, ID 83402 0.000 s Jul 15 2016 MiTek Industries, Inn Tue Aug9 2915:13:372017 Pa99a 1 ID:Uv djBEjbvXzN?dbgtDnTVzAOMp-PSkhPaaYVrsHmWiBr861jxGtSGcuSedvug3p?1p 5-6-0 t1-0-0 16.8-0 22-0-0 5-6-0 5-6-0 5.6-0 5E-0 xLy 5x8 11 4X12Q 4x1211 12x16MT18H= 4x1211 5-6-0 11-0-0 16-6-0 22-0-0 5-8-0 1 511 1 Mo 1 543-0 1 Scale =1:40.8 i Plate Offsets (X.Y)— tA:0-3-6,0-1-121. [E:0-3-6.0-1 12] LOADING (pan SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.74 Vert(LL) -0.22 F -G >999 360 MT20 220/195 TCDL 7,0 Lumber DOL 1.15 BC 0.75 Vert(TL) .0.35 G -H >741 240 MT18H 220/195 BCLL 0.0 ' Rep Stress Incr NO WB 0.80 Hom(TL) 0.09 E n/a n/a BCDL 7.0 Code IRC2012rrP12007 (Matrix) Wind(LL) 0.11 G -H >999 240 Weight: 256 to FT = 20% LUMBER - TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.18Btr or 2x4 DF -N 1800F 1.6E BOT CHORD 2x8 OF 1950E 1.7E or 2x8 OF SS WEBS 2x4 OF Stud/Std *Except' W7: 2x4 DF 1800F 1.6E or 2x4 DF No.1&Bir or 2x4 DF -N 1800F 1.6E REACTIONS. (Ib/size) A=7761/0-5.8 (min. 04-2), E=7761/0-5-8 (min. 0-0-2) Max Horz A=-165(LC 25) Max UpliftA=-1511(LC 8), E=-l517(LC 9) BRACING - TOP CHORD Sheathed or 3-2-12 cc purlins. BOT CHORD Rigid ceiling directly applied or 10.0-0 cc bracing. FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD A -B=-12755/2475, B -C=-8667/1724, C.D=.8667/1725, D -E=-12755/2480 BOT CHORD A -I=-2178/10933, IJ= -2178/10933, H.J=-2178/10933, H -K=-2178/10933, K -L=-2178/10933, L -M=-2178/10933, G -M=-2178/10933, G -N=-2070/10933, N -O=-2070/10933, O -P=-2070/10933, F -P=-2070/10933, F -Q=-2070/10933, Q -R=-2070110933, E -R=-2070/10933 WEBS C -G=-1591/8158, D -G=-4097/930, D -F=-665/3637, B -G=4097/925, B -H=-660/3637 NOTES - 1) 2 -ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 -1 row at 0-7-0 cc. Bottom chords connected as follows: 2x8 -2 rows staggered at 0-6-0 cc. Webs connected as follows: 2x4 - 1 row at 0-9.0 cc. 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=25tt; 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) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrenl 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 1001b uplift at joint(s) except Qt=lb) A=1511, E=1517. 9) 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. 10) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 11) Use Simpson Strong -Tie HUS26 (14.10d Girder, 4-10d Truss, Single Ply Girder) or equivalent spaced at 2-0-0 cc max. starting at 4-0.0 from the left end to 18-0-0 to connect truss(es) A02 (i ply 2x4 DF -N or DF) to back face of bottom chord. 12) Fill all nail holes where hanger is in contact with lumber. 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated Ioad(s)1341 Ib down and 263 Ib up at 2-0-0, and 1341 Ib down and 270 lb up at 20-0.0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. &OAiDr@4'l3 POOt>&ldard o rues was ype y KARTCHNERSF4B11 ROCKFORD'O' 1]-081129T 003 Common Girder 1 n 2 Job Reference loptional) a.uuu sam i o em a m.. exmausmes, inc. i ue Auvv2a 15:13:3] 201] Pa? ID:Uv djBEjbvXzN7dbg1 tSGcu5edwq3p?lyxLy LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (pil) Vert: A -C=-84, C -E=-84, A -E=-14 Concentrated Loads (lb) Vert: 1=-1341(B)J=-1341(B)K=-1341(B)L=-1341(B)M=-1341(8) N= -1341(B)0= -1341(B) P= -1341(B)0=-1341(8) R= -1341(B) Job rus3 I russ I ype y BOT CHORD 2x4 OF 1800F 1.6E or 2x4 OF No.1&Btr or 2x4 DF -N 180OF 1.6E KARTCHNER SF4911 ROCKFORD'D- 17-081129T 001 Califomis Supported Gable 1 1 LOADING (psf) SPACING. 2-0-0 he Installed Installed during truss erection, In accordance with Stabilizer CSI. DEFL. in Jab Reference (opdona0 3x4 = 314 = Scale = 1:49.8 a%4 AF AE AD AC AS AA Z V X W V U T 3x4 = 5x6 = Plate Offsets KY)- I1-1:0-2-O.Edgel IL:0-2-0.Edoe1 fY:0-3-00-3-01 TOP CHORD 2x4 OF 1800F 1.6E or 2x4 OF No.1&Btr or 2x4 DF -N 1800F 1.6E TOP CHORD Sheathed or 6.0-0 oc purlins, except BOT CHORD 2x4 OF 1800F 1.6E or 2x4 OF No.1&Btr or 2x4 DF -N 180OF 1.6E 2-0-0 oc purlins (6-0-0 max.): H.L. OTHERS 2x4 OF Stud/Std BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing LOADING (psf) SPACING. 2-0-0 he Installed Installed during truss erection, In accordance with Stabilizer CSI. DEFL. in floc) I/deb L/d PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.07 Vert(LL) -0.00 S n/r 120 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.02 Vert(TL) -0.00 S n/r 120 BCLL 0.0 ' Rep Stress Incr YES WB 0.10 Hoa(TL) 0.00 R n/a n/a BCDL 7.0 Code IRC2012/rP12007 (Matrix) Weight: 1421b FT = 20% LUMBER- BRACING - TOP CHORD 2x4 OF 1800F 1.6E or 2x4 OF No.1&Btr or 2x4 DF -N 1800F 1.6E TOP CHORD Sheathed or 6.0-0 oc purlins, except BOT CHORD 2x4 OF 1800F 1.6E or 2x4 OF No.1&Btr or 2x4 DF -N 180OF 1.6E 2-0-0 oc purlins (6-0-0 max.): H.L. OTHERS 2x4 OF Stud/Std BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing he Installed Installed during truss erection, In accordance with Stabilizer I REACTIONS. All bearings 28-0-0. (lb) - Max Horz B=108(LC 12) Max Uplift All uplift 100 lb or less atjoint(s) B, Z, AA, AS, AC, AD, AE, AF, Y. X, W, V. U, T, R Max Grav All reactions 250 It, or less at joint(s) B, Z, AA, AS, AC, AD, AE, AF, Y, X, W, V, U, T, R 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/TPI 1. 4) Provide adequate drainage to prevent water ponding. 5) All plates are 1.5x4 MT20 unless otherwise Indicated. 6) Gable requires continuous bottom chord bearing. 7) Gable studs spaced at 2-0-0 no. 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 100Ib uplift at joint(s) B, Z, AA, AS, AC, AD , AE, AF, Y. X, W, V, U. T. R. 11) This truss is designed in accordance with the 2012 International Residential Code sections R502A 1.1 and R802.10.2 and referenced standard ANSIrrPI 1. 12) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 13) Graphical purlin representation does not depict the size or the orientation of the pur in along the top and/or bottom chord. LOAD CASE(S) Standard Job mss Truss I ype ply KARTCHNERSF41311 ROCKFORD"D" 17-0811297 D02 California Supported Gable 1 1 SPACING- 2 -OA CSI. DEFL. in floc) Job Reference (optional) BMC WEST (IDAHO FALLS). IDAHO FALLS, ID 83402 "7 9' 3x4 = AE AD AC AS AA 3x4 = 3x4 = Scale =1:49.8 X W 5x8 = 3x4 -- Plate Offsets (X Y)-- Plate 11-1:0-2-0,Edge], I1-:0-2-0 Edgel [X:0-3-0.0-3-01 LOADING (pat) SPACING- 2 -OA CSI. DEFL. in floc) I/deft L/d PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.07 Vert(LL) -0.00 A n/r 120 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.02 Vert(TL) -0.00 A n/r 120 BCLL 0.0 ' Rep Stress Incr YES WB 0.10 Horz(TL) 0.00 R n/a n/a BCDL 7.0 Code IRC2012/TPI2007 (Matrix) Weight: 141 Ib FT = 20 LUMBER - TOP CHORD 2x4 OF 1800F 1.6E or 2x4 OF No.1&Str or 2x4 DF -N 1800F 1.6E BOT CHORD 2x4 DF 1800F 1.6E or 2x4 OF No,1&Btr or 2x4 DF -N 1800F 1.6E OTHERS 2x4 DF Stud/Std BRACING- TOPCHORD BOT CHORD Sheathed or 6-0-0 oc pur ins, except 2-0A oc purlins (6-0A max.): H -L. 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 28-0-0. (Ib) - Max Harz 8=117(LC 12) Max Uplift All uplift 1001b or less at joint(s) B, Y. Z. AA, AB, AC, AD, AE, X, W, V, U, T. S Max Grav All reactions 250 Ib or less at joint(s) R, B, Y. Z, AA, AB, AC, AD, AE, X, W, V, U, T, S FORCES. (Ib) - 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) Provide adequate drainage to prevent water ponding. 5) All plates are 1.5x4 MT20 unless otherwise indicated. 6) Gable requires continuous bottom chord bearing. 7) Gable studs spaced at 2-0-0 Do. 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-M tall by 2-0-0 wide will ft 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 joints) B, Y, Z, AA, AB, AC, AD, AE, X, W, V, U. T, S. 11) 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. 12) "Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 13) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard 0 NS5 NSS ype KARTCHNER SF4aH ROCKFORD-D' 1]-0aH 29T E07 Common 4 1 SPACING. 2-0-0 CSI. DEFL. In floc) Job Reference (opdonap omu;Z37 j;DG. 43,;..,,,.. FALL3Ju 45 = Scale =1:41.7 3x4 = 5xe = 3%15— Plate Offsets (X.Y)-- 1H:0-3-0.0-3-01 LOADING (pan SPACING. 2-0-0 CSI. DEFL. In floc) I/deft L/d PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.43 Vert(LL) -0.12 1 >999 360 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.43 Vert(TL) -0.24 B-1 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.30 Horz(TL) 0.07 F n/a n/a BCDL 7.0 Code IRC2012/TPI2007 (Matrix) Wind(LL) 0.06 B-1 >999 240 Weight: 96 He FT = 20% LUMBER - TOP CHORD 2x4 DF 180OF 1.6E or 2x4 DF No.t&Bir or 2x4 DF -N 180OF 1.6E BOT CHORD 2x4 DF 180OF 1.6E or 2x4 DF NoA&Btr or 2x4 DF -N 180OF 1.6E WEBS 2x4 DF Stud/Std REACTIONS. (Ib/size) B=1263/0-3-8 (min. 0-1-8), F=1263/0-3-8 (min. 0-1-8) Max Horz 8=96(LC 12) Max UpliftB=-255(LC 8), F=-255(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD B -C=.2379/446, C -D=-2038/393, D -E=-2038/394, E -F=-2379/446 BOT CHORD B-1=-435/2107, H.I=-180/1377, F -H=-339/2107 WEBS D -H=-156/676, E -H=-528/244, D -I=-156/676, C -I=-528/244 BRACING - TOP CHORD Sheathed or 3-11-14 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. [Tek recommends that Stabilizers and required cross bracing he installed during truss erection, in accordance with Stabilizer Installation guide. 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=4.2psh 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 pat bottom chord live load noncencurrent 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=1b) B=255, F=255. 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/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 Job russ was Type Uty Ply K RTCHNER8F4811 ROCKFORD-17 17-0811207 G01 Califomis 7 1 CSI. DEFL. in (loo) I/deft L/d Job Reference (optional) 6X8 = 4x5 = Scale =1:43.0 3x6 = - .. 3x6 = 3x4 = 5x8 = 1.5x4 II 5-0-7 1 10-8-14 1 73.32 1 18-7-9 24-11-0 { 54-7 5-0-] 9R.5 Sd-7 Fd-] I� Plate Offsets (X,Y)-- ID:0-4-2,Edge1. IJ:0-3-0,0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loo) I/deft L/d PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.32 Vert(LL) -0.12 K >999 360 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.38 Vert(TL) -0.21 K -L >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.40 Horz(TL) 0.08 G We We BCDL 7.0 Code IRC2012fTP12007 (Matrix) Wind(LL) 0.06 K >999 240 Weight:109lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 DF 180OF 1.6E or 2x4 DF No.1&Btr or 2x4 DF -N 1800F 1.6E TOP CHORD 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 BOT CHORD REACTIONS. (Ib/size) B=1263/0-3-8 (min. 0-1-8), G=1263/0-3-8 (min. 0-1-8) Max Horz B=86(LC 12) Max UpliftB=-246(LC 8), G=-246(LC 9) FORCES. (lb) -Max, Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD B -C=-2433/415, C -D=-1766/289, D -E=-1540/301, E -F=-1775/291, F -G=-2432/416 BOT CHORD B -L=-401/2159, K -L=-401/2159, J -K=-188/1539, 1-J=-316/2158, G -I=-316/2158 WEBS C -K=-682/230, D -K=-59/327, EJ= -53/325, F -J=-675/230 Sheathed or4-0-10 oc purlins, except 24-0 oc purlins (5-3-15 max,): D -E. 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. 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. 11; Exp C; enclosed; MWFRS (envelope) 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 fl between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at Joint(s) except Qt=lb) B=246, G=246. 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/fPI 1. 8) "Semi-rigid pitchbreaks with fixed heels- Member end fixity model was used in the analysis and design of this truss. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard 0Truss (F:0-2-O,Edgel, fJ:0-2-0,Edge1. mss ype TOP CHORD Sheathed or 6-0-0 oc pur ins, except y KAiTCHNER SF4611 ROCKFORD 'D' 17.0811297 J. H01 California supported Gable 1 1 CSI. DEFL, in floc) Udell Job Reference (optional) 6MG vvw, i,D, i 3x4 = 3x4 = Scale =1:43.0 3x4 = X W V U T S R O P 3x4 = 516 = A I$ Plate Offsets (X,Y)-- (F:0-2-O,Edgel, fJ:0-2-0,Edge1. IR:0-3-0.0-3-01 TOP CHORD Sheathed or 6-0-0 oc pur ins, except BOT CHORD 2x4 DF 180OF 1.6E or 2x4 DF NO.I&Btr or 2x4 DF -N 180OF 1.6E 2-M oc purlins (6-0-0 max.): FJ. OTHERS 2x4 OF Stud/Std BOT CHORD Rigid ceiling directly applied or 10-0A oc bracing. LOADING (psf) SPACING- 2-0.0 CSI. DEFL, in floc) Udell Lid PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 Max Uplift All uplift 100 lb or less at joint(s) B, T. U, V, W, S, R, Q, N TC 0.13 Vert(LL) 0.00 O n/r 120 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.06 Vert(TL) 0.01 O n/r 120 BCLL 0.0 ' Rep Stress ]nor YES WB 0.06 Hoa(TL) 0.00 N We n/a BCDL 7.0 Code IRC2012/TPI2007 (Matrix) Weight: 102 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 DF 180OF 1.6E or 2x4 DF No.1&Btr or 2x4 DF -N 1800F 1.6E TOP CHORD Sheathed or 6-0-0 oc pur ins, except BOT CHORD 2x4 DF 180OF 1.6E or 2x4 DF NO.I&Btr or 2x4 DF -N 180OF 1.6E 2-M oc purlins (6-0-0 max.): FJ. OTHERS 2x4 OF Stud/Std BOT CHORD Rigid ceiling directly applied or 10-0A oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer tallationuide. Ins REACTIONS. All hearings 24-0-0. (lb) - Max Horz B=-71 (LC 13) Max Uplift All uplift 100 lb or less at joint(s) B, T. U, V, W, S, R, Q, N except X=-117(LC 8), P=-117(LC 9) Max Grav All reactions 250 Ib or less at joint(s) T, U, V, W, S, R. Q except B=271(LC 1), X=375(LC 19), P=375(LC 20), N=271(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. WEBS C -X=-299/136, M -P=-299/135 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=4.2psh 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) Provide adequate drainage to prevent water ponding. 5) All plates are 1.5x4 MT20 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 10.0 psf bottom chord live load noncencurrent 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) B, T, U, V, W, S, R. Q, N except Qt=lb) X=117, P=117. 11) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI?PI 1. 12) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 13) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard Job ruse fuss ypejPlYK DEFL. in (loo) TCHNERSF4B11 ROCKFORD-D' 17.0811297 K01 Common Supported Gable 1 1 Vert(LL) -0.00 1 n/r 120 MT20 220/195 TCDL 7.0 Job Reference (optional) �••�^-� ••�•^---r• ^•�•^-- -��••�w Sam mzmo MneKinaumnes,ma me,wg2915:13472017 Paget -1-0-0 5A-0 ID:UwzdjBEjbvXzN?dbgl DnTVzAdMp-6NKTV?Ip8Y6sz2T6REle72gI01CVRLI NBOULMjytxLo 0 12-0-0 1-0-0 5-8-0 5.8-0 1-0-0 45 = Scale =1:23.0 ��• — 3x4 = a LOADING (psf) SPACING -2-1-0 CSI. DEFL. in (loo) I/defi L/d PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.07 Vert(LL) -0.00 1 n/r 120 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.03 Vert(TL) -0.00 1 n/r 120 BCLL 0.0 ' Rep Stress Incr YES W8 0.04 Horz(TL) 0.00 H nla n/a BCDL 7.0 Code IRC2012/TPI2007 (Matrix) Weight: 481b FT=20% LUMBER - TOP CHORD 2x4 OF 180OF 1.6E or 2x4 OF No.18Btr or 2x4 DF -N 180OF 1.6E BOT CHORD 2x4 OF 180OF 1.6E or 2x4 OF No.18Btr or 2x4 DF -N 180OF 1.6E OTHERS 2x4 OF Stud/Std REACTIONS. All beadngs l l-4-0. (lb) - Max Horz B=.103(LC 6) Max Uplift All uplift 1001b or less atjoint(s) B, H, M, N, K. J Max Grav All reactions 250 lb or less at joint(s) B, H, L. M, N, K, J FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD Sheathed or 6-0-0 oc purlins. 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)=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 gdp 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/TPI 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 wide will ft 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, H, M, N, K, J. 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/TPl 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 o russ mss ype 5-8-tr y KARTCHNERSF4B11 ROCKFORD -D- 7.081129T 110708 L01 Monopitch 7 1 DEFL, in (loc) I/deb L/d PLATES GRIP Job Reference (optional) BMC WEST (IDAHO FALLS), IDAHO FALLS, ID 83402 8.000 s Jul 152016 MiTek Industries, Inc. Tue Augg 2915:13:48 2017 Pagge 1 ID:LlwzdjBEjbvXzN?dbgl DnTVZAdMpaZusjLJRvsEjbC21_xptfFDpuhUmAouXO2Euu9yixLn 1.5x411 Scale =1:14.7 C 2x4 = LUMBER - TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF -N 1800F 1.6E BOT CHORD 2x4 DF 1800E 1.6E or 2x4 DF No.t&Btr or 2x4 DF -N 1800F 1.6E WEBS 2x4 OF Stud/Std REACTIONS. (Ib/size) 8=390/0-3-8 (min. 0-1-8), 0=269/0-1-8 (min. 0-1-8) Max Horz 8=98(LC 4) Max UpliftB=-115(LC 4), D=-79(LC 8) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD Sheathed or 5-10-8 oc purlins, except and verticals. 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. NOTES - 1) Wind: ASCE 7-10; Vult=115mph (3 -second gust) V(IRC2012)=91 mph; TCDL=4.2psh 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) 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) Bearing at joint(s) 0 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verity capacity of bearing surface. 5) Provide mechanical connection (by others) of truss to bearing plate at joint(s) D. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) D except Ot=lb) B=115. 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 u -z -u 5-8-tr LOADING (ps/) SPACING- 2-0-0 CSI. DEFL, in (loc) I/deb L/d PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.53 Vert(LL) -0.06 B -D >999 360 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.22 Vert(TL) .0.11 B -D >600 240 BCLL 0.0 ' Rep Stress Incr VES WB 0.00 Horz(TL) 0.00 n/a n/a BCDL 7.0 Code IRC20121TP12007 (Matrix) Wind(LL) 0.00 B "" 240 Weight: 20 lb FT=20% LUMBER - TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF -N 1800F 1.6E BOT CHORD 2x4 DF 1800E 1.6E or 2x4 DF No.t&Btr or 2x4 DF -N 1800F 1.6E WEBS 2x4 OF Stud/Std REACTIONS. (Ib/size) 8=390/0-3-8 (min. 0-1-8), 0=269/0-1-8 (min. 0-1-8) Max Horz 8=98(LC 4) Max UpliftB=-115(LC 4), D=-79(LC 8) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD Sheathed or 5-10-8 oc purlins, except and verticals. 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. NOTES - 1) Wind: ASCE 7-10; Vult=115mph (3 -second gust) V(IRC2012)=91 mph; TCDL=4.2psh 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) 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) Bearing at joint(s) 0 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verity capacity of bearing surface. 5) Provide mechanical connection (by others) of truss to bearing plate at joint(s) D. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) D except Ot=lb) B=115. 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 job was mss ype DEFL. y KARTCHNERSF4611 ROCKFORD-D' 77-0611297 LG01 GABLE 1 7 Vert(LL) We - n/a 999 MT20 220/195 TCDL 7.0 Job Reference (pgonal) �•^�••�� •� •LL n ,. ..•..�.,,. ...,.,,.,. a.wu a A10xulu MneKinausmes,no. iue Aug2915:13492017 Pagel ID:UwzdjBEjbvXzN7dbgl DnTVzAdMp-2mSEwhj3g9MaDMd WfK6CTm665t5vEOgeizSOcyixLm 4-1-13 83-10 4-1-13 4-1-13 4.5 = H G F 2z4 // 1.5x4 11 1.5z4 I I 1.5x4 II 2z4 \\ 6-3-10 Scale = 1:29.2 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 35.0 Plate Gdp DOL 1.15 TC 0.06 Vert(LL) We - n/a 999 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.02 Vert(TL) n/a - n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.07 Horz(TL) 0.00 E n/a n/a BCDL 7.0 Code IRC2012/TPI2007 (Matrix) Weight: 37 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 OF 1800F 1.6E or 2x4 OF No.1&Btror 2x4 DF -N 1800F 1.6E TOP CHORD BOT CHORD 2x4 OF 1800F 1.6E or 2x4 OF No.1&Btr or 2x4 DF -N 1800F 1.6E BOT CHORD OTHERS 2x4 OF Stud/Std REACTIONS. All bearings 8-3-10. (lb) - Max Hoa A=l 11(LC 5) Max Uplift All uplift 100 lb or less at joint(s) A, E except H=-171(LC 8), F=-171(LC 9) Max Grew All reactions 250 Ib or less at joint(s) A, E, G, H, F FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. Sheathed or 6.0.0 oc purlins. 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. 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) Gable requires continuous bottom chord bearing. 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 vide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) A, E except (jt=1b) H=171, F=171. 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 Job russ mss ype y y KARTCHNER SF4811 ROCKFORD'D' 17-091129T LG02 GABLE 2 1 Ve I(CL) We - n/a 999 MT20 2201195 TCDL 7.0 Job Reference o donal uno...w r ...-� y .....,...,, ....,w...anu 1v 1 J: 1 JAI 2017 PaBB61 ID:UwzdjBEjbvXzN?dbglDnTVzAdMp_8a LNIKCndHSgntg4MaHurS vZaN8Pz6OSYVUYIxLk 35.8 6-11-1 3541 3-5-8 4x5 = H G F 2x4 G 1.5x4 11 1.5x4 [I 1.5x4 II 20 \\ Scale = 1:29.7 LOADING (psf) SPACING. 2-0-0 CSI. DEFL in (loo) I/deg Ltd PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.05 Ve I(CL) We - n/a 999 MT20 2201195 TCDL 7.0 Lumber DOL 1.15 BC 0.02 Vert(TL) n/a - n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.08 Hom(TL) 0.00 E n/a n/a BCDL 7.0 Code IRC2012rfP12007 (Matrix) Weight: 32 to FT=20°/ LUMBER- BRACING - TOP CHORD 2x4 DF 180OF 1.6E or 2x4 DF No.1&Btr or 2x4 DF -N 1800E 1.6E TOP CHORD BOT CHORD 2x4 DF 180OF 1.6E or 2x4 DF No.1&Bir or 2x4 DF -N 180OF 1.6E BOT CHORD OTHERS 2x4 DF Stud/Std REACTIONS. All bearings 6-11-1. (Ib) - Max Horz A=-116(LC 4) Max Uplift All uplift 100 to or less atjoint(s) A, E except H=-193(LC 8), F=-193(LC 9) Max Grav All reactions 250 Ib or less at joint(s) A, E, G. H, F FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. Sheathed or 6-0-0 oc purlins. 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. 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=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 3) Gable requires continuous bottom chord bearing. 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 1001b uplift at joint(s) A, E except (jt=1b) H=193, F=193. 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?PI 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 Job russ I Ns5 Jype Qy Fly KARTCHNER SF4911 ROCKFORD 'D' 17.0911297 Min Monopitch 5 1 SPACING- 2-0-0 CSI. DEFL. in floc) Job Reference (optional) BMS, wco 1 -- r--,, -u O FALLS, U' V8Jul'o"IU MI I eK nau5Ne3, inc. 1114 /88 29 15:13:522017 Papel, 1-0-0 ID:UwzdjBBBjbvXzN?dbgiDnNZAdMpSLBMZimyy4184gM3Dnupg5Ob5Jvn6cu6KgC61xyixLl 1-0-0 1-1018 2x4 = Scale = 19.4 LUMBER - TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.18Btr or 2x4 DF -N 1800F 1.6E BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.18Btr or 2x4 DF -N 1800F 1.6E WEBS 2x4 OF Stud/Std REACTIONS. (lb/size) B=211/0-5-8 (min. 0-1-8), 0=60/0-1-8 (min. 0-1-8) Max Horz B=57(LC 8) Max UpliftB=-52(LC 8), D=-21(LC 8) FORCES. (lb) - Max. Comp.IMax. Ten. - All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD Sheathed or 1-10-8 oc purlins, except end verticals. 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. NOTES - 1) Wind: ASCE 7-10; Vult=115mph (3 -second gust) V(IRC2012)=91 mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; Cal. II; Exp C; enclosed; MWFRS (envelope) 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 nonconcurrenl 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) Bearing at joint(s) D considers parallel to grain value using ANSIrrPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 5) Provide mechanical connection (by others) of truss to bearing plate at joint(s) D. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) B, D. 7) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSIrl-PI 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 7-105 1-105 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/deb L/d PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.07 Vert(LL) -0.00 B >999 360 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.02 Vert(TL) -0.00 B -D >999 240 BCLL 0.0 ' Rep Stress [nor YES WB 0.00 Horz(TL) 0.00 We n/a BCDL 7.0 Code IRC20121TP12007 (Matrix) Wind(LL) 0.00 B "" 240 Weight: 8 l FT=20% LUMBER - TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.18Btr or 2x4 DF -N 1800F 1.6E BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.18Btr or 2x4 DF -N 1800F 1.6E WEBS 2x4 OF Stud/Std REACTIONS. (lb/size) B=211/0-5-8 (min. 0-1-8), 0=60/0-1-8 (min. 0-1-8) Max Horz B=57(LC 8) Max UpliftB=-52(LC 8), D=-21(LC 8) FORCES. (lb) - Max. Comp.IMax. Ten. - All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD Sheathed or 1-10-8 oc purlins, except end verticals. 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. NOTES - 1) Wind: ASCE 7-10; Vult=115mph (3 -second gust) V(IRC2012)=91 mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; Cal. II; Exp C; enclosed; MWFRS (envelope) 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 nonconcurrenl 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) Bearing at joint(s) D considers parallel to grain value using ANSIrrPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 5) Provide mechanical connection (by others) of truss to bearing plate at joint(s) D. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) B, D. 7) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSIrl-PI 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 Job rues truss type CSI. y KARTCHNERSF4811 ROCKFORD-D- 17-081129T M02 MonopitM Supported Gable 1 1 1.15 TC 0.07 V.I( CIL) 0.00 A n/r Job Refer (optional) ODAnv a.uuu s au r5 Zulu Mllex mcustnes, inn i ue Aug 101513:532017 Page 1 ID:UwzdjBEjbvXzN?dbg l DnTVzAdMp-xXhlm2majOt?hz%GnVP2MJwmx!F?r37GZKxfaNyixLl -1-0-0 1-10-8 1-0-0 1-10-8 Scale = ISA 2x4 = 1.5x4 II LOADING (psf) SPACING- 2-0-0 CSI. DFL in (loc) Wall L/d TCLL 35.0 Plate Grip DOL 1.15 TC 0.07 V.I( CIL) 0.00 A n/r 120 TCDL 7.0 Lumber DOL 1.15 BC 0.02 Vert(TL) 0.00 A n/r 120 BCLL 0.0 Rep Stress Incr VES WB 0.00 Horz(TL) 0.00 n/a n/a BCDL 7.0 Cade IRC2012ITP12007 (Matrix) LUMBER - TOP CHORD 2x4 DF 180OF 1.6E or 2x4 DF No.1&Btr or 2x4 DF -N 180OF 1.6E BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF -N 1800F 1.6E WEBS 2x4 OF Stud/Std REACTIONS. (Ib/size) D=65/1-10-8 (min. 0-1-8), B=206/1-10-8 (min. 0-1-8) Max Horz B=57(LC 8) Max UpliftD=-22(LC 8), B=-51(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. PLATES GRIP MT20 220/195 Weight: 8 l FT=20% BRACING - TOP CHORD Sheathed or 1-10-8 oc purlins, except end verticals. 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. NOTES - 1) Wind: ASCE 7-10; Vult=115mph (3 -second gust) V(IRC2012)=91 mph; TCDL=4.2psf; BCDL=4.2psh 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) 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 ANSIf-PI 1. 3) Gable requires continuous bottom chord bearing. 4) Gable studs spaced at 2-0-0 Go. 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) D, B. 8) Beveled plate or shim required to provide full bearing surface with truss chord at joints) B. 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