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31A-117
Job Truss Truss Type Qty Ply VILLAGE HILL - LOT 2 , MA 1ST FLOOR 005A FLOOR 4 1 Job Reference (optional) RELIABLE TRUSS CO., NEW BEDFORD MA, 02745 i 7.250 s Sep 1 2010 MiTek Industries, Inc. Tue May 10 11:29:06 2011 Peg( ID: eEbymvWKQ9wQHyShTWQUXgzJOVS- B9nLtZnBjpICADsYLB1 uPFPTgYCWfWN5aYfA7DzI3 0 -9 -0 2 -0 -0 1 -6 -6 1 -6 -6 1-4 -0 2 -6 -0 Scale: 1/2" 6x8 4x6 4x8 1x3 3x6 1x3 1x3 3x4 1x3 1x3 1 2 3 4 5 6 7 8 9 T1 T2 1 co ° W1 W2 W4 W4 m 1-4-0 W5 W5 W6 � W7 16 O ,- I )- O B1 L_ _ 1 15 14 13 12 11 18 1x3 4x12 4x4 3x4 5x14 3x3 0 -9 -0 14 -6-4 0 -9 -0 13 -9 -4 Plate Offsets (X,Y): [1:0- 1- 8,Edge], [9:0- 1- 8,Edge], [12:0- 1- 8,Edge], [13:0- 1- 8,Edge], [16:0- 1- 8,0 -0 -6] LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /defl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.93 Vert(LL) -0.21 11 -12 >772 480 MT20 197/144 TCDL 10.0 Lumber Increase 1.00 BC 0.99 Vert(TL) -0.41 11 -12 >400 360 BCLL 0.0 Rep Stress Incr YES WB 0.61 Horz(TL) 0.01 10 n/a n/a BCDL 10.0 Code IRC2009/TPI2007 (Matrix) Weight: 56 Ib FT = 20 %F, 11% LUMBER • BRACING TOP CHORD 4 X 2 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 2 -2 -0 oc purlins, - BOT CHORD 4 X 2 SPF No.2 except end verticals. WEBS 4 X 2 SPF No.2 BOT CHORD Rigid ceiling directly applied or 2 -2 -0 oc bracing. REACTIONS (Ib /size) 10= 809/0 -3 -8 (min. 0 -1 -8), 1= 815/0 -8 -8 (min. 0 -1 -8) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 10 -16 =- 791/0, 9 -16 =- 791/0, 1 -2 =- 1741/0, 2 -3 =- 1733/0, 3 -4 =- 1741/0, 4 -5 =- 3116/0, 5 -6 =- 3116/0, 6 -7 =- 3116/0, 7 -8 =- 2093/0, 8- 9=- 2093/0 BOT CHORD 13- 14= 0/2492, 12- 13= 0/3116, 11- 12= 0/2871 WEBS 1 -14= 0/1846, 9 -11= 0/2147, 8 -11 =- 263/0, 4 -14 =- 857/0, 7 -11 =- 845/0, 4 -13= 0/848, 7 -12 =- 21/543, 5 -13= -274/0 NOTES 1) Unbalanced floor live loads have been considered for this design. 2) This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 3) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10 -0 -0 oc and fastened to each truss with 3 -10d (0.131" X 3 ") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 6) CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply VILLAGE HILL - LOT 2 , MA 1ST FLOOR 005 FLOOR 8 1 Job Reference (optional) RELIABLE TRUSS CO., NEW BEDFORD MA, 02745 7.250 s Sep 1 2010 MiTek Industries, Inc. Tue May 10 11:27:44 2011 Page I D:eEbymvW KQ9wQ HyShTWQUXgzJOVS -bOq LfW n 11 dzq LcbnYzZf4y ?SW VDKSRg0joogEzzl31 0 -9 -0 2 -0 -0 1 -6 -6 1 -6 -6 1 -4 -0 2 -6 -0 Scale: 1/2" 6x8 4x6 1x3 3x6 1x3 1x3 3x4 1x3 4x10 1 2 3 4 5 6 7 8 9 T2 Tt L • m o .— W2 W4 W4 0 1 4 0 W5 W5 W6 o _ I, l a B1 . 1 i 15 14 13 12 11 10 1x3 4x12 4x4 3x4 5x14 3x3 0 -9 -0 14 -6 -4 0 -9 -0 13 -9-4 Plate Offsets (X,Y): [1:0- 1- 8,Edge], [9:0- 3- 0,Edge], [12:0- 1- 8,Edge], [13:0- 1- 8,Edge] LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /defl L/d PLATES GRIP TCLL 40.0 Plates Increase , 1.00 TC 0.93 Vert(LL) -0.21 11 -12 >768 480 MT20 197/144 TCDL 10.0 Lumber Increase 1.00 BC 0.99 Vert(TL) -0.41 11 -12 >398 360 BCLL 0.0 Rep Stress Incr YES WB 0.62 Horz(TL) 0.01 10 n/a n/a BCDL 10.0 Code IRC2009/TPI2007 (Matrix) Weight: 57 Ib FT = 20 %F, 11 °/r LUMBER BRACING TOP CHORD 4 X 2 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 2 -2 -0 oc purlins, BOT CHORD 4 X 2 SPF No.2 except end verticals. WEBS 4 X 2 SPF No.2 BOT CHORD Rigid ceiling directly applied or 2 -2 -0 oc bracing. REACTIONS (Ib /size) 10= 815/0 -3 -8 (min. 0 -1 -8), 1= 815/0 -8 -8 (min. 0 -1 -8) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 9 -10 =- 797/0, 1 -2 =- 1741/0, 2 -3 =- 1733/0, 3 -4 =- 1741/0, 4 -5 =- 3116/0, 5 -6 =- 3116/0, 6 -7 =- 3116/0, 7 -8 =- 2096/0, 8-9 =- 2096/0 BOT CHORD 13- 14= 0/2492, 12- 13= 0/3116, 11- 12= 0/2870 WEBS 1 -14= 0/1846, 9 -11= 0/2204, 8 -11 =- 268/0, 4 -14 =- 857/0, 7 -11 =- 841/0, 4 -13= 0/849, 7 -12 =- 20/543, 5 -13= -275/0 NOTES 1) Unbalanced floor live loads have been considered for this design. 2) This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 3) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10 -0 -0 oc and fastened to each truss with 3 -10d (0.131" X 3 ") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 6) CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply VILLAGE HILL - LOT 2 , MA 1ST FLOOR 004 FLOOR 3 1 Job Reference (optional) RELIABLE TRUSS CO., NEW BEDFORD MA, 02745 7.250 s Sep 1 2010 MiTek Industries, Inc. Tue May 10 11:23:33 2011 Page ID:eEbymvW KQ9wQHyShTW QUXgzJOVS- R59S_h IJ8VLSk2vYLIZoP 16kSJg38 ?w4 ?EU2w0zl3k 0 -9 -0 2 -0 -0 2 -1 -12 0 -1 -8 Scale = 1:1 6x8 3x6 1x3 1x3 1 2 3 3x4 4 3x4 5 6 T2 T1 ro co 2 . W3 W4 W5 1-4-0 12 W2 o L1 B1 m 11 10 9 8 7 3x6 6x8 4x6 5x6 3x6 0 -9 -0 9 -1 -12 0 -9 -0 8-4 -12 Plate Offsets (X,Y): [1:0- 1- 8,Edge], [3:0- 1- 8,Edge], [4:0- 1- 8,Edge], [8:0- 3- 0,Edge], [9:0- 3- 0,Edge], [10:0- 1- 8,Edge] LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.25 Vert(LL) -0.12 8 -9 >826 480 MT20 197/144 TCDL 10.0 Lumber Increase 1.00 BC 0.51 Vert(TL) -0.21 8 -9 >471 360 BCLL 0.0 Rep Stress Incr YES WB 0.29 Horz(TL) -0.02 7 n/a n/a BCDL 10.0 Code IRC2009/TPI2007 (Matrix) Weight: 55 Ib FT = 20 %F, 11 °k LUMBER BRACING TOP CHORD 4 X 2 SYP 2850F 2.3E TOP CHORD Structural wood sheathing directly applied or 6 -0 -0 oc purlins, BOT CHORD 4 X 2 SYP 2850F 2.3E except end verticals. WEBS 4 X 2 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. REACTIONS (Ib /size) 7= 486/0 -3 -8 (min. 0 -1 -8), 1= 492/0 -8 -8 (min. 0 -1 -8) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1 -2 =- 965/0, 2- 3=- 959/0, 3 -4 =- 1417/0 BOT CHORD 9- 10= 0/965, 8- 9= 0/1417 WEBS 1- 10= 0/1014, 3 -10 =- 345/0, 4- 8=- 1505/0, 3 -9 =0/480 NOTES 1) Unbalanced floor live loads have been considered for this design. 2) This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 3) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10 -0 -0 oc and fastened to each truss with 3 -10d (0.131" X 3 ") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 6) CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply VILLAGE HILL - LOT 2 , MA 1ST FLOOR 003 FLOOR 1 1 Job Reference (optional) RELIABLE TRUSS CO., NEW BEDFORD MA, 02745 . 7.250 s Sep 1 2010 MiTek Industries, Inc. Tue May 10 11:23:20 2011 Pagf ID:eEbymvW KQ9wQHyShTW QUXgzJOVS- KbtYFFb9CV ilg2P24XgIN H4St4G3b4k90jrszGzl: 0 -9 -0 2 -6 -0 1 -10 -10 1 -5 -12 1 -6 -14 1 -6 -14 Scale = 1:2 6x8 4x6 1x3 3x4 1x3 3x3 3x6 3x3 1 2 3 4 5 6 7 8 T2 T,1 L : . • . o - W4 W4 m W5 W5 3 . W2 ° 1 -4-0 l B1 , 1 I __ d 13 12 11 iD 9 1x3 3x12 3x4 3x6 3x6 0 -9 -0 9 -0 -0 12 -6 -4 0 -9 -0 8 -3 -0 3 -6-4 Plate Offsets (X,Y): [1:0- 1- 8,Edge], [11:0- 1- 8,Edge] LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.50 Vert(LL) -0.15 11 -12 >672 480 MT20 197/144 TCDL 10.0 Lumber Increase 1.00 BC 0.38 Vert(TL) -0.27 11 -12 >360 360 BCLL 0.0 Rep Stress Incr YES WB 0.41 Horz(TL) -0.02 10 n/a n/a BCDL 10.0 Code IRC2009/TP12007 (Matrix) Weight: 54 Ib FT = 20 %F, 11'Y LUMBER BRACING TOP CHORD 4 X 2 SPF 2400F 2.0E TOP CHORD Structural wood sheathing directly applied or 6 -0 -0 oc purlins, BOT CHORD 4 X 2 SYP 2850F 2.3E except end verticals. WEBS 4 X 2 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. REACTIONS (Ib /size) 9= 422/0 -3 -8 (min. 0 -1 -8), 1= 582/0 -8 -8 (min. 0 -1 -8), 10= 386/0 -3 -8 (min. 0 -1 -8) Max Gray 9= 422(LC 1), 1= 586(LC 2), 10= 386(LC 1) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or Tess except when shown. TOP CHORD 1 -2 =- 1405/0, 2 -3 =- 1405/0, 3 -4 =- 1405/0, 4 -5 =- 1212/0, 5 -6 =- 1212/0, 6 -7 =- 1212/0 BOT CHORD 11- 12= 0/1621, 10- 11= 0/1212, 9 -10 =0/644 WEBS 6 -10 =- 454/0, 1 -12= 0/1462, 4 -11 =- 459/0, 7 -10= 0/796, 7 -9= -724/0 NOTES 1) Unbalanced floor live loads have been considered for this design. 2) This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 3) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10 -0 -0 oc and fastened to each truss with 3 -10d (0.131" X 3 ") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 6) CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply VILLAGE HILL - LOT 2 , MA 1ST FLOOR 002 FLOOR 8 1 Job Reference (optional) RELIABLE TRUSS CO., NEW BEDFORD MA, 02745 7.250 s Sep 1 2010 MiTek Industries, Inc. Tue May 10 11:23:11 2011 Pagr I D:eEbymvW KQ9wQHyShTW QUXgzJOVS- 5sg8MAUVJkZa5fDJ28Ae W OCgnS6z_yOgxp9u91z13 0 -9 -0 2 -6 -0 1 -3-4 1-4 -0 1 -8 -0 Scale = 1:2t 1x3 3x6 1x3 1x3 3x6 1x3 4x10 1 2 3 4 5 6 7 8 9 T2 �, T1 -- - 1N1 W4 W5 m W6 W4 W4 W2 O I o I_ I B1 l I, • 15 12x12 14 13 12 11 .10. 4x12 3x4 3x4 4x12 3x3 0 -9 -0 7-4 -12 8 -8 -12 15 -10 -12 0 -9 -0 6-7 -12 1 -4 -0 7 -2 -0 Plate Offsets (X,Y): [9:0- 3- 0,Edge], [11:0- 4- 0,Edge], [12:0- 1- 8,Edge], [13:0- 1- 8,Edge], [14:0- 5- 4,Edge], [15:0- 1- 8,Edge] LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.77 Vert(LL) -0.24 12 >746 480 MT20 197/144 TCDL 10.0 Lumber Increase 1.00 BC 0.76 Vert(TL) -0.44 11 -12 >404 360 BCLL 0.0 Rep Stress Incr YES WB 0.70 Horz(TL) 0.01 10 n/a n/a BCDL 10.0 Code IRC2009/TPI2007 (Matrix) Weight: 61 Ib FT = 20 %F, 11 °/< LUMBER BRACING TOP CHORD 4 X 2 SPF No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 6 -0 -0 oc purlins, T2: 4 X 2 SPF 2100F 1.8E except end verticals. BOT CHORD 4 X 2 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. WEBS 4 X 2 SPF No.2 REACTIONS (Ib /size) 10= 897/0 -3 -8 (min. 0 -1 -8), 1= 897/0 -8 -8 (min. 0 -1 -8) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 9 -10 =- 878/0, 1 -2 =- 2345/0, 2 -3 =- 2343/0, 3 -4 =- 2345/0, 4 -5 =- 3811/0, 5 -6 =- 3811/0, 6-7=-3811/0, 7 -8 =- 2359/0, 8- 9=- 2359/0 BOT CHORD 13 -14= 0/3455, 12- 13= 0/3811, 11- 12= 0/3484 WEBS 1 -14= 0/2438, 9 -11= 0/2481, 8-11 =- 303/0, 4 -14 =- 1174/0, 7 -11 =- 1189/0, 4 -13= 0/679, 7- 12= 0/649, 5- 13= -270/0 NOTES 1) Unbalanced floor live loads have been considered for this design. 2) This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 3) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10 -0 -0 oc and fastened to each truss with 3 -10d (0.131" X 3 ") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 6) CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard 1 Job Truss Truss Type Qty Ply VILLAGE HILL - LOT 2 , MA 1ST FLOOR 001 FLOOR 3 1 Job Reference (optional) RELIABLE TRUSS CO., NEW BEDFORD MA, 02745 7.250 s Sep 1 2010 MiTek Industries, Inc. Tue May 10 11:23:03 2011 Page 1 ID: eEbymvWKQ9wQHyShTWQUXgzJOVS- KKL6hRNUCHZi7QcnaS1 mBitQYEO36Kcf6aDSumzI3L_ 0 -9 -0 2 -6 -0 1 -3 -4 1 -4 -0 1 -3 -4 0 -9 -0 Scale = 1:26.7 1x3 1x3 3x6 1x3 3x6 FP 3x6 1x3 1 2 3 4 5 6 7 8 9 10 11 T2 L L T3 o Ti _ _ o L- T1 0 _ 1V1 W2 W4 W5 o W5 W4 W2 VVV1 - co ° 1 - -' _ - 1 B1 1 12 - -- - O 17 12x12 16 15 14 13 12 3x12 3x4 3x4 3x12 12x12 0 -9 -0 15-4 -8 16 -1 -8 0 -9 -0 14 -7 -8 0 -9 -0 Plate Offsets (X,Y): [12:0- 1- 8,Edge], [13:0- 2- 8,Edge], [14:0- 1- 8,Edge], [15:0- 1- 8,Edge], [16:0- 4- 0,Edge], [17:0- 1- 8,Edge] LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.98 Vert(LL) -0.23 14 -15 >758 480 MT20 197/144 TCDL 10.0 Lumber Increase 1.00 BC 0.70 Vert(TL) -0.40 15 -16 >434 360 BCLL 0.0 Rep Stress Incr YES WB 0.66 Horz(TL) -0.05 11 n/a n/a BCDL 10.0 Code IRC2009/TP12007 (Matrix) Weight: 64 lb FT = 20%F, 11 %E LUMBER BRACING TOP CHORD 4 X 2 SPF No.2 *Except* TOP CHORD Structural wood sheathing directly applied, except end verticals. T2,T3: 4 X 2 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. BOT CHORD 4 X 2 SPF 1650F 1.5E WEBS 4 X 2 SPF No.2 REACTIONS (Ib /size) 1= 870/0 -8 -8 (min. 0 -1 -8), 11= 870/0 -8 -8 (min. 0 -1 -8) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1 -2 =- 2261/0, 2 -3 =- 2259/0, 3 -4 =- 2261/0, 4 -5 =- 3579/0, 5 -6 =- 3579/0, 6 -7 =- 3579/0, 7 -8 =- 3579/0, 8 -9 =- 2261/0, 9 -10 =- 2259/0, 10 -11 =- 2261/0 BOT CHORD 15- 16= 0/3297, 14- 15= 0/3579, 13- 14= 0/3297 WEBS 1 -16= 0/2351, 11- 13= 0/2351, 4 -16 =- 1095/0, 8 -13 =- 1095/0, 4 -15= 0/595, 8 -14 =0/595 NOTES 1) Unbalanced floor live loads have been considered for this design. 2) This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 3) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10 -0 -0 oc and fastened to each truss with 3 -10d (0.131" X 3 ") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply VILLAGE HILL - LOT 2 , MA ROOF 504 COMMON 14 1 Job Reference (optional) RELIABLE TRUSS CO., NEW BEDFORD MA, 02745 7.250 s Sep 1 2010 MiTek Industries, Inc. Wed May 18 12:14:52 2011 Page ID:eEbymvW KQ9wQHyShTWQUXgzJOVS- VjutMXvmR7_1 INeLN I50RYwfPOQNbysDsklQ3zFP 6 -9 -7 13 -5 -0 20 -0 -9 26 -10 -0 6 -9 -7 6 -7 -9 6 -7 -9 6 -9 -7 5x6 Scale = 1:4' 3 [ 6.00 12 2x4 2x4 0 2 T1 4 h T1 ti W2 W,1 W1 1 MW1 X15 B1 I B1 4x6 4x6 - 5x14 6 5x14 7x12 0 -11 -0 13 -5 -0 25 -11 -0 26 -10 -0 0 -11 -0 12 -6 -0 12 -6 -0 0 -11 -0 Plate Offsets (X,Y): [1:0- 1- 0,0- 1 -12], [1:0- 2- 9,Edge], [5:0- 2- 9,Edge], [5:0- 1- 0,0- 1 -12], [6:0- 6- 0,0 -4 -8] LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /def Lid PLATES GRIP TCLL 50.0 Plates Increase 1.15 TC 0.88 Vert(LL) -0.18 1 -6 >999 240 MT20 197/144 TCDL 14.0 Lumber Increase 1.15 BC 0.80 Vert(TL) -0.52 1 -6 >614 180 BCLL 0.0 * Rep Stress Incr YES WB 0.54 Horz(TL) 0.08 5 n/a n/a BCDL 10.0 Code IRC2009/TPI2007 (Matrix) Weight: 112 Ib FT = 20% LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 2 -2 -0 oc purlins. BOT CHORD 2 X 6 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. WEBS 2 X 3 SPF No.2 WEBS 1 Row at midpt 4 -6, 2 -6 WEDGE MiTek recommends that Stabilizers and required cross bracing Left: 2 X 10 SYP No.1, Right: 2 X 10 SYP No.1 be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (Ib /size) 1= 1952/0 -5 -8 (min. 0 -3 -1), 5= 1952/0 -5 -8 (min. 0 -3 -1) Max Horz 1=- 115(LC 6) Max Upliftl=- 191(LC 8), 5=- 191(LC 8) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1 -2 =- 3362/737, 2 -3 =- 2425/527, 3 -4 =- 2425/527, 4 -5 =- 3362/737 BOT CHORD 1 -6 =- 550/2816, 5 -6 =- 550/2816 WEBS 3- 6=- 206/1199, 4 -6 =- 999/424, 2 -6 =- 999/424 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -05; 100mph; TCDL= 6.0psf; BCDL= 6.0psf; h =25ft; B =48ft; L =27ft; eave =4ft; Cat. 11; Exp B; partially; MWFRS (all heights) and C -C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C -C for members and forces & MWFRS for reactions shown; Lumber DOL =1.60 plate grip DOL =1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live Toads. 4) * This truss has been designed for a live Toad 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. 5) One H2.5A Simpson Strong -Tie connectors recommended to connect truss to bearing walls due to uplift at jt(s) 1 and 5. 6) This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply VILLAGE HILL - LOT 2 , MA ROOF 503 GABLE 2 1 Job Reference (optional) RELIABLE TRUSS CO., NEW BEDFORD MA, 02745 7.250 s Sep 1 2010 MiTek Industries, Inc. Wed May 18 12:40:06 2011 Paw I D:eEbymvW KQ9wQ HyShTW QUXgzJOVS -9_N E7DDRu IkDw2NkgLS7N iFggiwj6No)MPUsZIzFF 13 -5 -0 26 -10 -0 13 -5 -0 13 -5 -0 4x4 Scale = 1:5 8 2x4 L 2x4 7 9 6.00 12 2x4 2x4 6 10 2x4 2x4 5 11 2x4 2x4 4 T1 ST7 T 12 '- 2x4 ST6 ST6 2x4 3 ST5 ST5 13 2x4 ST4 ST4 2x4 ST3 ST3 14 1 2 ST1 ST2 ST2 ST1 15 CO • HW1 HW1 °D XX XX X X X X X X /< X X X X X X X X_X_ X X X X XIS X X XX X4 X X_X X X_X X X X X X_XXX d 3x8 3x8 29 28 27 26 25 2423 22 21 20 19 18 17 16 1.5x3 1.5x3 1.5x3 1.5x3 1.5x3 3x6 1.5x3 1.5x3 1.5x3 1.5x3 1.5x3 1.5x3 1.5x3 1.5x3 0 -11 -0 25 -11 -0 26 -10 -0 0 -11 -0 25 -0 -0 0 -11 -0 Plate Offsets (X,Y): [1:0- 3- 8,Edge], [15:0- 3- 8,Edge] LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /defl L/d PLATES GRIP TCLL 50.0 Plates Increase 1.15 TC 0.16 Vert(LL) n/a - n/a 999 MT20 197/144 TCDL 14.0 Lumber Increase 1.15 BC 0.09 Vert(TL) n/a - n/a 999 BCLL 0.0 * Rep Stress Incr NO WB 0.35 Horz(TL) 0.00 16 n/a n/a BCDL 10.0 Code IRC2009/TPI2007 (Matrix) Weight: 102 Ib FT = 20% LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 10 -0 -0 oc purlins. BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6 -0 -0 oc bracing. OTHERS 2 X 3 SPF No.2 MiTek recommends that Stabilizers and required cross bracing WEDGE be installed during truss erection, in accordance with Stabilizer Left: 2 X 3 SPF No.2, Right: 2 X 3 SPF No.2 Installation guide. REACTIONS All bearings 25 -0 -0. (Ib) - Max Horz 29=- 116(LC 6) Max Uplift At uplift 100 Ib or less at joint(s) 23, 25, 26, 27, 28, 29, 21, 20, 19, 18, 17, 16 Max Gray All reactions 250 Ib or less at joint(s) except 22= 331(LC 1), 23= 316(LC 12), 25= 293(LC 12), 26= 295(LC 1), 27= 308(LC 12), 28= 264(LC 1), 29= 374(LC 12), 21= 316(LC 13), 20= 293(LC 13), 19= 295(LC 1), 18= 308(LC 13), 17= 264(LC 1), 16= 374(LC 13) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 7 -8 =- 64/280, 8 -9 =- 63/280 WEBS 8 -22 =- 291/6, 7 -23 =- 276/102, 6 -25 =- 253/114, 5 -26 =- 256/109, 4 -27 =- 260/108, 2 -29 =- 284/109, 9 -21 =- 276/102, 10 -20 =- 253/114, 11 -19 =- 256/109, 12- 18=- 260/108, 14 -16 =- 284/109 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -05; 100mph; TCDL= 6.0psf; BCDL= 6.0psf; h =25ft; B =48ft; L =27ft; eave =2ft; Cat. II; Exp B; partially; MWFRS (all heights) and C -C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C -C for members and forces & MWFRS for reactions shown; Lumber DOL =1.60 plate grip DOL =1.60 3) Truss designed for wind Toads in the plane of the truss only. For studs exposed to wind (normal to the face), see MiTek "Standard Gable End Detail" 4) Gable studs spaced at 2 -0 -0 oc. 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 20.0psf 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. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 23, 25, 26, 27, 28, 29, 21, 20, 19, 18, 17, 16. 8) Non Standard bearing condition. Review required. 9) This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 10) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard • Job Truss Truss Type Qty Ply VILLAGE HILL - LOT 2 , MA ROOF 502 COMMON 12 1 Job Reference (optional) RELIABLE TRUSS CO., NEW BEDFORD MA, 02745 7.250 s Sep 1 2010 MiTek Industries, Inc. Wed May 18 12:14:02 2011 Page I D:eEbymvW KQ9wQ HyS hTW QUXgzJOVS- y5tztRIODm h7I hp82tOM_uTME Fz5fsWj4d6gyzFF 6 -0 -7 11 -11 -0 17 -9 -9 23 -10 -0 6 -0 -7 5 -10 -9 5-10 -9 6 -0 -7 5x6 Scale = 1:4 3 r 6.00 12 2x4 2x4 4 2 T1 W2 -T1 W1 W1 1 5 MW1 JW1 m <o `° - - -- B1 B1 =. co o — o 4x6 6 4x6 3x12 3x12 8x8 0 -11 -0 11 -11 -0 22 -11 -0 23 -10 -0 0 -11 -0 11 -0 -0 11 -0 -0 0 -11 -0 Plate Offsets (X,Y): [1:Edge,0-0-9], [1:0-2-1,1-2-0], [5:0-2-1,1-2-0], [5:0-0-0,0-0-9], [6:0-4-0,0-5-4] LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /defl Ud PLATES GRIP TCLL 50.0 Plates Increase 1.15 TC 0.95 Vert(LL) -0.12 1 -6 >999 240 MT20 197/144 TCDL 14.0 Lumber Increase 1.15 BC 0.71 Vert(TL) -0.35 1 -6 >817 180 BCLL 0.0 * Rep Stress Incr YES WB 0.99 Horz(TL) 0.07 5 n/a n/a BCDL 10.0 Code IRC2009/TPI2007 (Matrix) Weight: 96 Ib FT = 20% LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 2 -2 -0 oc purlins. BOT CHORD 2 X 6 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. WEBS 2 X 3 SPF No.2 MiTek recommends that Stabilizers and required cross bracing WEDGE be installed during truss erection, in accordance with Stabilizer Left: 2 X 8 SYP No.1, Right: 2 X 8 SYP No.1 Installation guide. REACTIONS (Ib /size) 1= 1742/0 -3 -8 (min. 0- 2 -12), 5= 1742/0 -3 -8 (min. 0 -2 -12) Max Horz 1= 100(LC 7) Max Upliftl=- 170(LC 8), 5=- 170(LC 8) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1 -2 =- 3003/658, 2- 3=- 2165/471, 3 -4 =- 2165/471, 4 -5 =- 3003/658 BOT CHORD 1 -6 =- 492/2517, 5 -6 =- 492/2517 WEBS 3 -6 =- 184/1073, 4 -6 =- 893/379, 2 -6 =- 893/379 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -05; 100mph; TCDL= 6.0psf; BCDL= 6.0psf; h =25ft; B =48ft; L =24ft; eave =4ft; Cat. II; Exp B; partially; MWFRS (all heights) and C -C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C -C for members and forces & MWFRS for reactions shown; Lumber DOL =1.60 plate grip DOL =1.60 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 20.0psf 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. 5) One H2.5A Simpson Strong -Tie connectors recommended to connect truss to bearing walls due to uplift at jt(s) 1 and 5. 6) This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply VILLAGE HILL - LOT 2 , MA ROOF 501 GABLE 1 1 Job Reference (optional) RELIABLE TRUSS CO., NEW BEDFORD MA, 02745 7.250 s Sep 1 2,010 MiTek Industries, Inc. Wed May 18 12:39:25 2011 Page 1 ID: eEbymvWKQ9wQHyShTWQUXgzJOVS- sSOkWCjjYial WkksmEDWD32o_AvH ?Q19xX2BdAzFPTO 11 -11 -0 23 -10 -0 11 -11 -0 11 -11 -0 4x4 Scale = 1:43.8 7 2x4 L 2x4 6 8 6.00 12 2x4 2x4 5 9 2x4 .. 2x4 10 9 4 T1 co 2x4 ST6 - --1 - 1 2x4 ° 3 ST5 ST5 11 2x4 ST4 ST4 2x4 2 ST3 ST3 12 ST2 ST2 1 ST1 ST 1 13 °c EW1 -.HW1 9 ° ►■ ■■� ■■ -- ■■ ■■ - _ ■� ■■■� �� ■■■■ - 3x8 ° 3x8 24 23 22 21 20 19 18 17 16 15 14 1.5x3 1.5x3 1.5x3 5x6 1.5x3 1.5x3 1.5x3 1.5x3 1.5x3 1.5x3 1.5x3 0 -11 -0 22 -11 -0 23 -10 -0 0 -11 -0 22 -0 -0 0 -11 -0 Plate Offsets (X,Y): [1:0- 3- 8,Edge], [13:0- 3- 8,Edge], [21:0- 3- 0,0 -3 -0] LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /defl L/d PLATES GRIP TCLL 50.0 Plates Increase 1.15 TC 0.24 Vert(LL) n/a - n/a 999 MT20 197/144 TCDL 14.0 Lumber Increase 1.15 BC 0.15 Vert(TL) n/a - n/a 999 BCLL 0.0 * Rep Stress Incr NO WB 0.34 Horz(TL) -0.01 14 n/a n/a BCDL 10.0 Code IRC2009/TPI2007 (Matrix) Weight: 87 Ib FT = 20% LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 10 -0 -0 oc purlins. BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6 -0 -0 oc bracing. OTHERS 2 X 3 SPF No.2 MiTek recommends that Stabilizers and required cross bracing WEDGE be installed during truss erection, in accordance with Stabilizer Left: 2 X 3 SPF No.2, Right: 2 X 3 SPF No.2 Installation guide. REACTIONS All bearings 22 -0 -0. (Ib) - Max Horz 24= 101(LC 7) Max Uplift All uplift 100 Ib or less at joint(s) 20, 21, 22, 23, 24, 18, 17, 16, 15, 14 Max Gray All reactions 250 Ib or less at joint(s) 23, 15 except 19= 401(LC 1), 20= 320(LC 12), 21= 288(LC 1), 22= 320(LC 12), 24= 458(LC 12), 18= 320(LC 13), 17= 288(LC 1), 16= 320(LC 13), 14= 458(LC 13) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 6 -7 =- 31/263, 7 -8 =- 31/263 WEBS 7 -19 =- 361/0, 6 -20 =- 279/104, 4 -22 =- 266/108, 2 -24 =- 339/118, 8 -18 =- 279/104, 10- 16=- 266/108, 12 -14 =- 339/118 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -05; 100mph; TCDL= 6.0psf; BCDL= 6.0psf; h =25ft; B =48ft; L =24ft; eave =2ft; Cat. II; Exp B; partially; MWFRS (at heights) and C -C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C -C for members and forces & MWFRS for reactions shown; Lumber DOL =1.60 plate grip DOL =1.60 3) Truss designed for wind Toads in the plane of the truss only. For studs exposed to wind (normal to the face), see MiTek "Standard Gable End Detail" 4) Gable studs spaced at 2 -0 -0 oc. 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 20.0psf 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. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 20, 21, 22, 23, 24, 18, 17, 16, 15, 14. 8) Non Standard bearing condition. Review required. 9) This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 10) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard /Q 2 c;, rD ) •:.? \ Y).) KeyBuild Structure'. 2.308f Z N t = t-ca. . (2 VillageHill - Level 7 5 -17 -11 kmBeamEngine 4.508e1 �^ Materials Database 1271 �� Po a, c N -1, Y 1 st 1 :11 pm loft Member Data Description: CaIcG6 Member Type: Girder Application: Floor Comments: 2ndFI girder /over Top Lateral Bracing: Continuous Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC / IRC Dead Load: 0 PLF Deflection Criteria: L/360 live, L/240 total Live Load: 0 PLF Deck Connection: Nailed Member Weight: 15.8 PLF Filename: UNKNOWN Other Loads Type Trib. Dead Other (Description) Begin End Width Start End Start End Category Replacement Uniform (PLF) 0' 0.00" 5 5.25" 60 150 Snow Replacement Uniform (PLF) 0' 0.00" 16' 7.75" 5 0 Live Replacement Uniform (PLF) 0' 0.00" 16' 7.75" 10 40 Live Replacement Uniform (PLF) 0' 0.00" 16' 7.75" 355 685 Snow Replacement Uniform (PLF) 5 5.25" 11' 5.25" 60 150 Snow Replacement Uniform (PLF) 11' 5.25" 16' 7.75" 60 150 Snow Point (LBS) 16' 3.13" 15 40 Live Point (LBS) 16' 3.13" 25 123 Snow Point (LBS) 16' 3.13" 224 100 Live 1 I / / 16 7 12 / 0 ©/ 16 7 12 Bearings and Reactions Location Type Input Length Min Required Gravity Reaction Gravity Uplift 1 0' 0.000" Wall N/A 3.874" 10171# -- 2 15 10.500" Wall N/A 3.874" 10557# -- Maximum Load Case Reactions Used for applying point loads (or line loads) to carrying members Dead Live Snow 1 3539# 318# 6631# 2 3803# 458# 6754# Design spans 15 10.500" Product: 1 3/4x16 Versa -Lam 2.0 -3100 SP 2 ply Component Member Design has Passed Design Checks.** NOTE: Pass -thru framing is required at point Toads over bearings. Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 40364.'# 42969.'# 93% 7.94' Total load D +S Shear 8462.# 12236.# 69% 0.01' Total load D +S TL Deflection 0.7663" 0.7938" L/248 7.94' Total load D +S LL Deflection 0.4997" 0.5292" L/381 7.94' Total load S Control: TL Deflection DOLs: Live =100% Snow =115% Roof =125% Wind =160% Manufacturer's installation guide MUST be consulted for multi -ply connection details and alternatives Point loads over bearings are NOT included in the Design calculations, but ARE included in the Reaction table All product names are trademarks of their respective owners Michael Greaney Y � ,. r.k. Miles, Inc. d '. F: '-, Copyright (C)1989 -2005 by Keymark Enterprises, LLC. ALL RIGHTS RESERVED. West Hatfield, Ma 01088 "Passing is defined as when the member, Floor joist, beam or girder, shown on this drawing meets applicable design criteria for Loads, Loading Conditions, and Spans listed on this sheet. The design must be reviewed by a qualified designer or design professional as required for approval. This design assumes product installation according to the manufacturer's specifications. KeyBuild Structure'. 2.308f / �-�� VillageHill - Level 7 5 -17 -11 km&eamEngine 4.508e1 aver � � j _ 1St 1:13 T11 Materials Database 1271 pools e V R 2A G c 4 of 4 Member Data Description: CaIcB7 Member Type: Beam Application: Floor Comments: Top Lateral Bracing: Continuous Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC / IRC Dead Load: 0 PLF Deflection Criteria: L/360 live, L1240 total Live Load: 0 PLF Deck Connection: Nailed Member Weight: 11.7 PLF Filename: UNKNOWN Other Loads Type Trib. Dead Other (Description) Begin End Width Start End Start End Category Replacement Uniform (PLF) 0' 0.00" 9' 9.00" 220 550 Snow / / 990 p m 990 Bearings and Reactions Location Type Input Length Min Required Gravity Reaction Gravity Uplift 1 0' 0.000" Wall N/A 1.500" 3770# -- 2 9' 7.750" Wall N/A 1.500" 3770# -- Maximum Load Case Reactions Used for applying point loads (or line loads) to carrying members Dead Snow 1 1117# 2653# 2 1117# 2653# Design spans 9' 7.750" Product: 1 314x11 7/8 Versa -Lam 2.0 -3100 SP 2 ply Component Member Design has Passed Design Checks."* Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 9091.'# 24466.'# 37% 4.82' Total load D +S Shear 2997.# 9081.# 32% 0.01' Total load D +S TL Deflection 0.1559" 0.4823" L/742 4.82' Total load D +S LL Deflection 0.1097" 0.3215" L/999+ 4.82' Total load S Control: Positive Moment DOLs: Live = 100% Snow = 115% Roof =125% Wind =160% Manufacturer's installation guide MUST be consulted for multi -ply connection details and alternatives All product names are trademarks of their respective owners Michael Greaney r.k. Miles, Inc. 1 ' C Copyright (C)1989 -2005 by Keymark Enterprises, LLC. ALL RIGHTS RESERVED. West Hatfield, Ma 01088 "Passing is defined as when the member, floor joist, beam or girder, shown on this drawing meets applicable design criteria for Loads, Loading Conditions, and Spans listed on this sheet. The design must be reviewed by a qualified designer or design professional as required for approval. This design assumes product installation according to the manufacturer's specifications. KeyBuild Structure''' 2.308f ` Vil / l � j ageHill - Level 5 1 5 -18 -1 1 kmBea b 271 ' I' �' I ,.' _ Materials is Database 1 1271 � �/ me fddn 9:38 ofo t Member Data Description: CaIcB1 Member Type: Beam Application: Roof Comments: Lot 2 Basement Bea Top Lateral Bracing: Continuous Slope: 0.00 / 12 Bottom Lateral Bracing: (See Below) Standard Load: Moisture Condition: Dry Building Code: IBC / IRC Dead Load: 0 PLF Deflection Criteria: L/360 live, L/240 total Live Load: 0 PLF Deck Connection: Nailed Member Weight: 9.4 PLF Filename: UNKNOWN Other Loads Type Trib. Dead Other (Description) Begin End Width Start End Start End Category Replacement Uniform (PLF) 0' 0.00" 2' 7.75" 0 410 Snow Replacement Uniform (PLF) 0' 0.00" 2' 7.75" 300 287 Live Replacement Uniform (PLF) 0' 0.00" 15' 8.00" 0 350 Snow Replacement Uniform (PLF) 0' 0.00" 15 8.00" 276 287 Live Replacement Uniform (PLF) 2' 7.75" 15 8.00" 0 410 Snow Replacement Uniform (PLF) 2' 7.75" 15 8.00" 300 287 Live Replacement Uniform (PLF) 15 8.00" 16' 6.06" 0 350 Snow Replacement Uniform (PLF) 15 8.00" 16' 6.06" 0 410 Snow Replacement Uniform (PLF) 15' 8.00" 16' 6.06" 412 573 Live Replacement Uniform (PLF) 15 8.00" 16' 6.06" 436 573 Live Replacement Uniform (PLF) 16' 6.06" 25 5.00" 0 350 Snow Replacement Uniform (PLF) 16' 6.06" 25' 5.00" 291 210 Live Point (LBS) 0' 4.63" 3522 6857 Snow Point (LBS) 16' 6.06" 275 371 Live I t ,a ;l ) s., ., ,t,� x r . >N_ r _ - y p,3 f . ,.,�1?y .,:� .`, s, .." ,� s ,,„,,., II) 11- P 8 8 0 710 1 8 10 15 2550 Bearings and Reactions Location Type Input Length Min Required Gravity Reaction Gravity Uplift 1 0' 0.000" Wall N/A 5.637" 14797 #� -- 2 8' 3.375" Wall N/A 5.633" 14786 #, -- 3 16' 1.438" Wall N/A 4.028" 10572 #,_ -- 4 24' 7.750" Wall N/A 1.500" 2293# -- Maximum Load Case Reactions Used for applying point loads (or line loads) to carrying members Dead Live Snow 1 5446# 1868# 9351# • 2 5428# 5405# 7073 # - 3 4179# 3970# 4553# 4 973# 639# 1122# Design spans 8' 3.375" 7' 10.062" 8' 6.312" Product: 1 3/4x9 1/2 Versa -Lam 2.0 -3100 SP 2 ply Component Member Design has Passed Design Checks.*" Minimum 5.64" bearing required at bearing # 1 Design assumes continuous lateral bracing along the top chord. No lateral bracing required along the bottom chord. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 8509.'# 16051.'4 53% 3.31' Total load D +0.75(L +S) Negative Moment 11354.'# ' 16051.'4 70% 8.28' Total load D +0.75(L +S) Negative Unbrcd 11354.'# 16051.'4 70% 8.28' Total load D +0.75(L +S) Shear 6682.# 7265.# 91% 7.87' Total load D +0.75(L +S) TL Deflection 0.1706" 0.4141" L/582 ° 3.73' Total load D +0.75(L +S) LL Deflection 0.1070" 0.2760" L/928 - 3.73' Total load 0.75(L +S) Control: Shear DOLs: Live =100 ° / Snow =115% Roof =125% Wind =160% Manufacturer's installation guide MUST be consulted for multi -ply connection details and alternatives All product names are trademarks of their respective owners Michael Greaney ,,; , ? 4 r.k. Miles, Inc. 3 ik ,, �' y" ,; Cop (C)1589 -2005 by Keymark Enterprises, LLC. ALL RIGHTS RESERVED. West Hatfield, Ma 01088 "Passing is defined as when the member, floor joist, beam or girder, shown on this drawing meets applicable design criteria for Loads, Loading Conditions, and Spans listed on this sheet. The design must be reviewed by a qualified designer or design professional as required for approval. This design assumes product installation according to the manufacturer's specifications