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Home My WebLink AboutTrussesJob Truss Truss Type Qty Ply CHOMA CABIN 8767 A COMMON 24 1 Job Reference (optional) TRUSFAB. INC., New Castle, CO 81647, Thad Greene 1-6%1-2 6-4-12 1-6-0 i 6-4-12 4x6 4x6 C M 7x8 11 9-1-2 5 00 12 2x4 \\ D 8.000 s Feb 26 2018 MiTek Industries, Inc. Fri Apr 1015:29:59 2020 Page 1 ID:y7TYgAzHugVuE02pwk72yVob4-W3a3oZoxC84fjP4WccPv76xv7wnP 66ppDm2Wx53VVc 12-6-0 18-7-4 25-0-0 S-o 6-1-4 j 6-1-4 6-4-12 j 1-6-0 1 6x8 = L K S 3x12 M18SHS= 5x6 = 8-5-3 16-6-13 8-5-3 1 8-1-11 Plate Offsets (X.Y)-- IB:0-6-1,Edgel, IH:0-6-1,EdSie1. NJ:0-3-0,0-2-01, IL:0-3-0.0-2.01 J 5x6 = CEIVE 2x4 // F 25-0-0 8-5-3 Scale: 1/4"=1' 4x6 G 4x6 R 7x8 II 9-1-2 LOADING (psf) TCLL 75.0 (Roof Snow=75 0) TCDL 10.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.00 Lumber DOL 1.00 Rep Stress Incr YES Code IRC2015/TPI2014 CSI. TC 0.59 BC 0.56 WB 0.98 (Matrix) DEFL. Vert(LL) Vert(CT) Horz(CT) Wind(LL) In (loc) I/defl L/d -0.22 J-L >999 360 -0.29 J-L >999 180 0.10 H n/a n/a 0.04 J-L >999 240 LUMBER - TOP CHORD BOT CHORD WEBS SLIDER 2x6 DF 2100F 1.8E 2x4 SPF 2100F 1 8E 2x4 WW Stud Left 2x6 DF 2100F 1.8E 3-5-10, Right 2x6 DF 2100F 1.8E 3-5-10 REACTIONS. (Ib/size) B=2645/0-5-8, H=2645/0-5-8 Max Horz B=84(LC 13) Max UpliftB=-212(LC 14), H=-212(LC 14) Max Gray B=2741(LC 19), H=2741(LC 20) BRACING - TOP CHORD BOT CHORD PLATES GRIP MT20 169/123 M18SHS 197/144 Weight: 129 Ib FT = 20% Structural wood sheathing directly applied or 3-11-0 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. FORCES. (Ib) - Maximum Compression/Maximum Tension TOP CHORD A-B=0/18, B-M=-4357/301, C-M=-4086/308, C-N=-4085/315, D-N=-3879/327, D-O=-3607/308, E-0=-3311/320, E-P=-3311/320, F-P=-3607/308, F-Q=-3877/327, G-Q=-4085/315, G-R=-4086/308, H-R=-4357/301, H-I=0/18 BOT CHORD B-L=-224/3646, K-L=-105/2578, K-S=-105/2578, J-S=-105/2578, H-J=-222/3646 WEBS E-J=-54/1264, F-J=-1052/158, E-L=-54/1264, D-L=-1052/158 NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=5.0psf; BCDL=5.0psf; h=25ft; B=45ft; L=25ft; eave=4ft; Cat. II; Exp C; enclosed; MWFRS (directional) and C-C Exterior(2) -1-7-1 to 1-4-15, Interior(1) 1-4-15 to 12-6-0, Exterior(2) 12-6-0 to 15-6-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=75.0 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 greater of min roof live load of 16 0 psf or 2.00 times flat roof load of 75 0 psf on overhangs non -concurrent with other live loads. 5) All plates are MT20 plates unless otherwise indicated. 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 = 10.0psf. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 212 Ib uplift at joint B and 212 Ib uplift at joint H. 9) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 land referenced standard ANSI/TPI 1 AO) ' S1U mi riaid oittcbbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Job Truss Truss Type oty Ply CHOMA CABIN 8767 A COMMON TRUSFAB, INC., New Castle, CO 81647, Thad Greene LOAD CASE(S) Standard 24 1 Job Reference (optional) 8.000 s Feb 26 2016 MiTek Industries, Inc. Fri Apr 10 15:29:59 2020 Page 2 ID:y7TYj7AzHugVuEO2pwk72yVob4-W3a3oZoxC64fjP4WccPv76xv1 wnPzWp6pDm_P WzS3Wc Job 8767 Truss A -GAB Truss Type 2X6 DROP Qty 2 Ply 1 CHOMA CABIN Job Reference (optional) TRUSFAB, INC., New Castle, CO 81647, Thad Greene 9-1-2 12-6-0 12-6-0 0 3x4 = 9-1-2 1 Y X W VU T 3x4 8.000 s Feb 26 2016 MiTek Industries, Inc. Fri Apr 10 15:30:01 2020 Page 1 ID:y7TYj7AzHugVuEO2pwk72_yVob4-SSigDFpBkIKNylEvgORNCX1 K$WRVS PHXF5UPzS3Wa 25-0-0 12-6-0 4x6 = Scale = 1:A4.6 j0 0 S R Q P 0 N 25-0-0 3x4 = 25-0-0 LOADING (psf) TCLL 75.0 (Roof Snow=75.0) TCDL 10.0 BCLL 0.0 * BCDL 10.0 LUMBER - TOP CHORD BOT CHORD OTHERS SPACING- 4-0-0 Plate Grip DOL 1.00 Lumber DOL 1 00 Rep Stress Incr NO Code IRC2015/TP12014 2x4 SPF 2100F 1 8E 2x4 SPF 2100F 1.8E 2x4 WW Stud CSI. TC 0.27 BC 0.10 WB 0.65 (Matrix) DEFL. in (loc) I/deft Vert(LL) n/a - n/a Vert(CT) n/a - n/a Horz(CT) 0.00 M n/a L/d 999 999 n/a PLATES GRIP MT20 169/123 Weight: 91 Ib FT = 20% BRACING - TOP CHORD BOT CHORD 2-0-0 oc purlins (6-0-0 max.) (Switched from sheeted: Spacing > 2-0-0). Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) A=431/25-0-0, M=431/25-0-0, S=627/25-0-0, T=793/25-0-0, V=752/25-0-0, W=778/25-0-0, X=685/25-0-0, Y=998/25-0-0, R=793/25-0-0, Q=752/25-0-0, P=778/25-0-0, 0=685/25-0-0, N=998/25-0-0 Max HorzA=154(LC 13) Max UpliftT=-66(LC 14), V=-74(LC 14), W=-72(LC 14), X=-63(LC 14), Y=-103(LC 14), R=-66(LC 14), Q=-74(LC 14), P=-72(LC 14), 0=-63(LC 14), N=-103(LC 14) Max GravA=431(LC 1), M=431(LC 1), S=627(LC 1), T=1107(LC 18), V=1032(LC 18), W=1073(LC 18), X=788(LC 18), Y=998(LC 1), R=1107(LC 19), Q=1032(LC 19), P=1073(LC 19), 0=788(LC 19), N=998(LC 1) FORCES. (Ib) - Maximum Compression/Maximum Tension TOP CHORD A-B=-299/162, B-Z=-260/64, C-Z=-111/91, C-AA=-250/124, D-AA=-131/138, D-E=-276/221, E-AB=-272/296, F-AB=-97/304, F-G=-296/381, G-H=-296/385, H-AC=-97/308, I-AC=-272/301, I-J=-276/225, J-AD=-100/142, K-AD=-250/128, K-AE=-56/72, L-AE=-248/58, L-M=-268/120 BOT CHORD A-Y=-41/175, X-Y=-41/175, W-X=-41/175, V-W=-41/175, U-V=-41/175, T-U=-41/175, S-T=-41/175, R-S=-41/175, Q-R=-41/175, P-Q=-41/175, 0-P=-41/175, N-0=-41/175, M-N=-41/175 WEBS G-S=-547/0, F-T=-1026/282, E-V=-954/189, D-W=-987/176, C-X=-729/158, B-Y=-856/355, H-R=-1026/282, I-Q=-954/188, J-P=-987/176, K-0=-728/158, L-N=-856/354 NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=9lmph; TCDL=5.0psf; BCDL=5.0psf; h=25ft; B=45ft; L=25ft; eave=2ft; Cat. II; Exp C; enclosed; MWFRS (directional) and C-C Corner(3) 0-0-0 to 3-0-0, Exterior(2) 3-0-0 to 12-6-0, Corner(3) 12-6-0 to 15-6-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; 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 ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=75.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct= 1 4) Unbalanced snow loads have been considered for this design. 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 nonconcurrent with any other live loads. 9) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. Continued on page 2 Job 8767 Truss A -GAB Truss Type 2X6 DROP TRUSFAB, INC., New Castle, CO 81647, Thad Greene Qty 2 Ply 1 CHOMA CABIN Job Reference (optional) 8.000 s Feb 26 2016 MiTek Industries, Inc. Fri Apr 10 15:30:01 2020 Page 2 ID:y7TYj7AzHugVuEO2pwk72yVob4-SSigDFpBkIKNyjEvjORNCX1 KSka2RVSPHXF5UPzS3Wa NOTES- 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 66 Ib uplift at joint T, 74 Ib uplift at joint V, 72 Ib uplift at joint W, 63 Ib uplift at joint X, 103 Ib uplift at joint Y, 66 Ib uplift at joint R, 74 Ib uplift at joint Q, 72 Ib uplift at joint P, 63 Ib uplift at joint 0 and 103 Ib uplift at joint N. 11) 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. 12) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 13) Graphical purlin representation does not depict Ibe size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard