The URL can be used to link to this page

Home My WebLink AboutTRUSS SPECS - M19-00096 - Pierce - 3640 Hirschi Loop - Garage -3640 Hirschi Loop - Garage/Shop16 M. J �3 Zo *'^ i In 16 �3 Zo *'^ i Job Truss Truss Type Qty Ply 19-0782897 GE01 GABLE 2 1 Job Reference (optional) BMC WEST (IDAHO FALLS), IDAHO FALLS, ID 83402 8.220 s Feb 10 2019 MITek Industries, Inc. Fri Jul 26 09:45:16 2019 Page 1 ID:unHP xOa eyk_ DC LDyumM ulIiYmBL2-"WEeL WE GG56 MDEDL sw•reu F 6.117 amaf F p 60 me 5 1 8• 6 L s 1 5 B 0 s Np 6 Y e 1 � ss se se sz e a s sz N B �A N L p N V 1 Bp I Plate Offsets (X,Y)—u [C:0-5-0,0-0-8], [D:05.0,0.4-8], [0:0-5-01,0.4-8], [1-1:0-0-0,0-0-6], [J:0-0.0,0-3-0], [K:0-4-0,0-3-0], [L:0-0-0,0.3-0], [M:0-10-0 0-04 M:0-4-0,0.3-4 :0-1-140-1-0, :0-1-140-1-0 Z:0-1-140-1-0, AF:0.1.100-1-0 LOADING (psf) SPACING- 2.0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.45 Vert(LL) .0.14 K -L >999 360 MT20 220/195 TCOL 7.0 Lumber DOL 1.15 BC 0.50 Vert(CT) -0.22 K -L >999 240 MT20HS 165/146 BCLL 0.0 ' Rep Stress Incr NO WB 0.79 Horz(CT) 0.06 H n/a n/a BCDL 7.0 Code IRC2015/TPI2014 Matrix -SH Wind(LL) 0.07 WJ >999 240 Weight: 430 lb FT=201, LUMBER- BRACING - TOP CHORD 2x6 OF 1800F 1.6E or 2x6 DF SS TOP CHORD Structural wood sheathing directly applied or 5-3.2 oc BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.l&Btr or 2x4 DF -N 1800F 1.6E purlins. WEBS 2x4 DF 1800F 1.6E or 2x4 DF No.l&Btr or 2x4 DF -N 18001BQVCIH9REllt' Rigid ceiling directly applied or 6-0-0 oc bracing. W9,W7,W5,W4:2x4 DF Stud/Std WEBS 1 Row at midpt C -M, E -K, G -K OTHERS 2x4 OF Stud/Std *Except' MiTek recommends that Stabilizers and required ST21,ST23,ST24: 2x4 DF 180OF 1.6E or 2x4 OF cross bracing be installed during truss erection, In No.l&Btr or 2x4 OF -N 180OF 1.6E accordance with Stabilizer Installation guide. REACTIONS. (lb/size) B=551/0-5-8, M=2886/0.5-8, H=1696/0-5-8 Max Hors B=340(LC 7) Max UpliftB=-224(LC 4), M=-624(LC 8), H=-353(LC 9) Max GravB=594(LC 19), M=2886(LC 1), H=1696(LC 1) FORCES. (Ib) - Maximum Compression/Maximum Tension TOP CHORD A-13=0/19, B -C=-575/258, C -D=-336/1261, D -E=-1348/356, E -F=-1470/405, F -G=-1495/364, G.H=-2272/424, H-1=0/61 BOT CHORD B -N=-209/483, M -N=-2091483, L -M=-776/199, L -BO= -185/1248, K -BO= -185/1248, K -BP= -19311716 ,J -BP= -193/1716, J-BQ=-193/1716, H-BQ=-193/1716 WEBS C -N=0/255, C -M=-1529/431, D -M=-2376/575, D -L=-384/2257, E -L=-9311253, E -K=-326/181, F-0-213/803, G -K=.949/380, G -J=0/347 NOTES. 1) Unbalanced roof live loads have been considered for this design. 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 ANSI/TPI 1. 3)All plates are MT20 plates unless otherwise indicated. 4) All plates are 2x4 MT20 unless otherwise indicated. 5) 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. 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 bearing plate capable of withstanding 224 lb uplift at joint B, 624 lb uplift at joint M and 353 Ib uplift at joint H. Continued on page 2 Job TrussTruss Type Qty Ply 19-078289T GE01 GABLE 2 1 Job Reference (optional) BMC WEST (IDAHO FALLS), IDAHO FALLS, ID 83402 8.220 s Feb 10 2019 MITek Indusldes, Inc. Fd Jul 26 09:45:16 2019 Page 2 ID:unHPrXWW020yA_el LC )uDMWIRYMUL2vz"WEMI NEOG5 MZbEKvhyuDL NOTES - 9) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSl1TPI 1. LOAD CASE($) Standard Job Truss Truss Type Qty Ply 19-078289T T01 SPECIAL 39 1 FJObReference o lbnel BMC WEST (IDAHO FALLS), IDAHO FALLS, ID 83402 8.220 s Feb 10 2019 MITek Industries, Inc. Fit Jul 26 09:45:17 2019 Page 1 ID-.unHPvxOaMx E2 kWl�Vi" UHM1 PD59MDgm M2?MrQ2gWnoFATEu s x.u,. F LmnT xma'T 0 0 m m e x L K Plate Offsets X Y —N C:0-5-0 0-4-8 [D:0-5-0.0-4-81. [G:0-5-0.0-4-81. :0 -00.0-8 J:0-4-0 0-3-0 [KO-4-0.0-3-01, :0-4-0 0.3.0 M:0-4-0 0-3-4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (loc) I/deg L/d PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.39 Vert(LL) -0.14 K-L >999 360 MT20 2201195 TCDL 7.0 Lumber DOL 1.15 OC 0.45 Vert(CT) -0.22 K-L >999 240 BCLL 0.0 Rep Stress Incr YES WS 0.79 Horz(CT) 0.06 H n/a We BCDL 7.0 Code IRC2015/TPI2014 Matrix-SH Wind(LL) 0.07 HJ >999 240 Weight: 28216 FT=20 LUMBER- BRACING- TOP CHORD 2x6 OF 180OF 1.6E or 2x6 OF SS TOP CHORD Structural wood sheathing directly applied or 5-3-1 oc BOT CHORD 2x4 OF 1800F 1.6E or 2x4 OF N0.18B1r or 2x4 DF-N 1BOOF 1.6E purlins, WEBS 2x4 OF 180OF 1.6E or 2x4 OF N0.18Btr or 2x4 DF-N 18001BQ1SWMRgbt` Rigid ceiling directly applied or 6-M oc bracing. W9,W7,W5,W4: 2x4 OF Stud/Std WEBS 1Row at midpt C-M,E-K,G-K MITek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) B=555/0-5-8, M=288110-5-8, H=1697/0-5-8 Max Horz B=340(LC 7) Max UpliftB=-225(LC 4), M=-623(LC 8), H=-353(LC 9) Max GravB=598(LC 19), M=2881(LC 1), H=1697(LC 1) FORCES. (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B=0/19, B-C=-573/255, C-D=-331/1242, D-E=-13551357, E-F=-1473/4DB, F-G=-1497/365, G-H=-22741424, H-1=0161 BOT CHORD B-N=-206/480, M-N=-209/475, L-M=-791/201, L-O=-187/1253, K-O=-187/1253, K-P=-193/1717, J-P=-19311717, J-Q=-193/1718, H-Q=193/1718 WEBS C-14=01255, C-M=-15071426, D-M=-23631572, D-L=388/2277, E-L=-9311254, E-K=-331183, F-K=-214/808, G-K=-948/379, G-J=01347 NOTES. 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) gable and zone; cantilever left and right exposed ; Lumber DOL-1.33 plate grip DOL=1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ` 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 225 lb uplift at joint B, 623 Ib uplift at joint M and 353 Ib uplift at joint H. 6) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASES) Standard