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11A-006 roof truss-ENGJob 14061444J Truss T01 Truss Type COMMON Qty 4 Ply 1 41 Chestnut Ave. Leeds, MA Job Reference (optional) 0001 7.430 s Jul 25 2013 MiTek Industries, Inc. Thu Jul 10 15:56:16 2014 Page 1 Universal Forest Products ID:sL5TyhTKcRXdI13zNKIrolz56VH-ctaRDvMmX4nOubgNS?dRuaDZbCt?vvUbDdzYsZyzRAT Scale = 1:51.5 T1 T1 B1 W4 W3W3W1W2 W1W2 B1 1 2 3 4 5 6 7 10 9 8 11 12 4x4 4x4 5x8 4x4 4x4 3x4 4x4 3x4 8-6-08-6-0 17-0-08-6-0 -1-0-0 1-0-0 4-6-0 4-6-0 8-6-0 4-0-0 12-6-0 4-0-0 17-0-0 4-6-0 18-0-0 1-0-0 1-4-08-5-01-4-010.00 12 Plate Offsets (X,Y): [2:0-2-0,0-1-4], [6:0-2-0,0-1-4], [9:0-4-0,0-3-0] LOADING (psf)TCLL(Roof Snow=40.0)TCDL BCLLBCDL 40.0 17.0 0.0 *10.0 SPACINGPlates IncreaseLumber IncreaseRep Stress IncrCode 2-0-01.151.15YESIRC2009/TPI2007 CSITCBCWB(Matrix) 0.400.580.76 DEFLVert(LL)Vert(TL)Horz(TL)Wind(LL) in-0.10-0.250.020.01 (loc)9-109-1089 l/defl>999>803n/a>999 L/d240180n/a360 PLATESMT20 Weight: 86 lb FT = 4% GRIP197/144 LUMBERTOP CHORD 2x4 SPF No.2BOT CHORD 2x4 SPF No.2WEBS2x4 SPF No.2 or 2x4 SPF Stud *Except* W4: 2x4 SPF No.2 BRACINGTOP CHORD Structural wood sheathing directly applied or 5-10-1 oc purlins, except end verticals.BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size)10=1250/0-5-8 (min. 0-1-15), 8=1250/0-5-8 (min. 0-1-15)Max Horz 10=-158(LC 6)Max Uplift10=-52(LC 8), 8=-52(LC 9) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.TOP CHORD 2-3=-337/144, 3-11=-940/188, 4-11=-777/211, 4-12=-777/211, 5-12=-940/188, 5-6=-337/144, 2-10=-489/188, 6-8=-489/188BOT CHORD 9-10=-61/766, 8-9=-17/766WEBS4-9=-160/569, 5-9=-312/170, 3-9=-312/170, 3-10=-929/46, 5-8=-929/46 NOTES1) Wind: ASCE 7-05; 100mph; TCDL=5.0psf; BCDL=5.0psf; h=24ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; LumberDOL=1.60 plate grip DOL=1.602) TCLL: ASCE 7-05; Pf=40.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.13) 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 40.0 psf on overhangs non-concurrent with other live loads.5) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes toaccount for these factors.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 20.0psf 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.8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 10, 8.9) 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 7/10/14 JOHN M.PRESLEYCIVILNo. 43029 TER E DSIGER A FO LOISSEF O RP E N G INEERHTLAEWNOMMOC MASS AC HUSETTSN This truss is to be fabricated per ANSI/TPI quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. This design is based upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of the Building Designer. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. Building Designer accepts responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Certification is valid only when truss is fabricated by a UFP company. Bracing shown is for lateral support of truss members only and does not replace erection and permanent bracing. Refer to Building Component Safety Information (BCSI) for general guidance regarding storage, delivery, erection and bracing available from SBCA and Truss Plate Institute. Job 14061444J Truss T01GE Truss Type GABLE Qty 1 Ply 1 41 Chestnut Ave. Leeds, MA Job Reference (optional) 0002 7.430 s Jul 25 2013 MiTek Industries, Inc. Thu Jul 10 15:56:17 2014 Page 1 Universal Forest Products ID:sL5TyhTKcRXdI13zNKIrolz56VH-438pQFNOIOvFWlFZ0j8gRnmmVbLzeS0kRHj6O?yzRAS Scale = 1:52.0 T1 T1 B1 W1 W1 B1 ST4 ST3 ST2 ST1 ST3 ST2 ST1 1 2 3 4 5 6 7 8 9 1011 20 19 18 17 16 15 14 13 12 21 22 4x4 3x4 5x6 17-0-017-0-0 -1-0-0 1-0-0 8-6-0 8-6-0 17-0-0 8-6-0 18-0-0 1-0-0 1-4-08-5-01-4-010.00 12 Plate Offsets (X,Y): [10:0-2-0,0-0-12], [16:0-3-0,0-3-0] LOADING (psf)TCLL(Roof Snow=40.0)TCDL BCLLBCDL 40.0 17.0 0.0 *10.0 SPACINGPlates IncreaseLumber IncreaseRep Stress IncrCode 2-0-01.151.15YESIRC2009/TPI2007 CSITCBCWB(Matrix) 0.260.080.36 DEFLVert(LL)Vert(TL)Horz(TL) in-0.02-0.030.00 (loc)111112 l/defln/rn/rn/a L/d18080n/a PLATESMT20 Weight: 90 lb FT = 4% GRIP197/144 LUMBERTOP CHORD 2x4 SPF No.2BOT CHORD 2x4 SPF No.2WEBS2x4 SPF No.2 or 2x4 SPF StudOTHERS2x4 SPF No.2 or 2x4 SPF Stud *Except* ST4: 2x4 SPF No.2 BRACINGTOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals.BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS All bearings 17-0-0.(lb) - Max Horz 20=-158(LC 6)Max Uplift All uplift 100 lb or less at joint(s) 12, 17, 18, 15, 14 except 20=-105(LC 6), 19=-113(LC 7), 13=-107(LC 6) Max Grav All reactions 250 lb or less at joint(s) 16 except 20=303(LC 2), 12=303(LC 3), 17=364(LC 2), 18=270(LC 2), 19=285(LC 1), 15=364(LC 3), 14=270(LC 3), 13=285(LC 1) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 5-6=-114/297, 6-7=-114/297, 2-20=-281/116, 10-12=-281/116WEBS6-16=-313/0, 5-17=-324/92, 7-15=-324/92 NOTES1) Wind: ASCE 7-05; 100mph; TCDL=5.0psf; BCDL=5.0psf; h=24ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members andforces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.602) 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 qualifiedbuilding designer as per ANSI/TPI 1.3) TCLL: ASCE 7-05; Pf=40.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.14) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 40.0 psf on overhangs non-concurrent with other live loads.6) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes toaccount for these factors.7) All plates are 2x4 MT20 unless otherwise indicated.8) Gable requires continuous bottom chord bearing. 9) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web).10) Gable studs spaced at 2-0-0 oc. 11) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.12) * 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.13) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 12, 17, 18, 15, 14 except (jt=lb) 20=105, 19=113, 13=107.14) 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. 15) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S)Standard 7/10/14 JOHN M.PRESLEYCIVILNo. 43029 TER E DSIGER A FO LOISSEF O RP E N G INEERHTLAEWNOMMOC MASS AC HUSETTSN This truss is to be fabricated per ANSI/TPI quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. This design is based upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of the Building Designer. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. Building Designer accepts responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Certification is valid only when truss is fabricated by a UFP company. Bracing shown is for lateral support of truss members only and does not replace erection and permanent bracing. Refer to Building Component Safety Information (BCSI) for general guidance regarding storage, delivery, erection and bracing available from SBCA and Truss Plate Institute. Job 14061444J Truss T02 Truss Type COMMON Qty 10 Ply 1 41 Chestnut Ave. Leeds, MA Job Reference (optional) 0003 7.430 s Jul 25 2013 MiTek Industries, Inc. Thu Jul 10 15:56:20 2014 Page 1 Universal Forest Products ID:sL5TyhTKcRXdI13zNKIrolz56VH-Uepx2HPGbJIpNC_8hriN2QOA4pBlrmGB8Fxm?KyzRAP Scale = 1:68.2 T2 T2 B1 W4 W3 W4 W3 W1 W2 W1 W2 B2 1 2 3 4 5 6 7 89 13 12 11 10 14 15 16 17 18 19 20 21 3x6 4x6 3x6 5x8 4x4 3x4 4x4 3x6 3x10 MT20H 3x10 MT20H 3x6 8-0-08-0-0 16-0-08-0-0 24-0-08-0-0 -1-0-0 1-0-0 5-10-0 5-10-0 12-0-0 6-2-0 18-2-1 6-2-0 24-0-0 5-10-0 25-0-0 1-0-0 1-4-011-4-01-4-010.00 12 Plate Offsets (X,Y): [2:0-3-0,0-1-4], [5:0-3-0,0-1-12], [8:0-3-0,0-1-4], [11:0-4-0,0-3-0] LOADING (psf)TCLL(Roof Snow=40.0)TCDL BCLLBCDL 40.0 17.0 0.0 *10.0 SPACINGPlates IncreaseLumber IncreaseRep Stress IncrCode 2-0-01.151.15YESIRC2009/TPI2007 CSITCBCWB(Matrix-M) 0.750.780.52 DEFLVert(LL)Vert(TL)Horz(TL)Wind(LL) in-0.20-0.310.060.02 (loc)11-1211-121011-12 l/defl>999>932n/a>999 L/d240180n/a360 PLATESMT20MT20H Weight: 126 lb FT = 4% GRIP197/144148/108 LUMBERTOP CHORD 2x4 SPF 2100F 1.8EBOT CHORD 2x4 SPF No.2WEBS2x4 SPF No.2 *Except* W3,W1: 2x4 SPF No.2 or 2x4 SPF Stud BRACINGTOP CHORD Structural wood sheathing directly applied or 3-9-12 oc purlins, except end verticals.BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.WEBS 1 Row at midpt 3-13, 7-10 REACTIONS (lb/size)13=1914/0-5-8 (min. 0-3-0), 10=1914/0-5-8 (min. 0-3-0)Max Horz 13=225(LC 7)Max Uplift13=-60(LC 8), 10=-60(LC 9) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.TOP CHORD 2-3=-487/193, 3-4=-1875/345, 4-14=-1698/356, 5-14=-1629/381, 5-15=-1629/381, 6-15=-1698/356, 6-7=-1875/345, 7-8=-486/192, 2-13=-614/225, 8-10=-614/225BOT CHORD 13-16=-88/1399, 16-17=-88/1399, 12-17=-88/1399, 12-18=0/995, 18-19=0/995, 11-19=0/995, 11-20=-56/1399, 20-21=-56/1399, 10-21=-56/1399WEBS5-11=-166/829, 7-11=-473/259, 5-12=-167/829, 3-12=-473/260, 3-13=-1683/70, 7-10=-1683/70 NOTES1) Wind: ASCE 7-05; 100mph; TCDL=5.0psf; BCDL=5.0psf; h=24ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; LumberDOL=1.60 plate grip DOL=1.602) TCLL: ASCE 7-05; Pf=40.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.13) 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 40.0 psf on overhangs non-concurrent with other live loads.5) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes toaccount for these factors.6) All plates are MT20 plates unless otherwise indicated. 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 20.0psf 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,with BCDL = 10.0psf.9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 13, 10.10) 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 1.11) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S)Standard 7/10/14 JOHN M.PRESLEYCIVILNo. 43029 TER E DSIGER A FO LOISSEF O RP E N G INEERHTLAEWNOMMOC MASS AC HUSETTSN This truss is to be fabricated per ANSI/TPI quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. This design is based upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of the Building Designer. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. Building Designer accepts responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Certification is valid only when truss is fabricated by a UFP company. Bracing shown is for lateral support of truss members only and does not replace erection and permanent bracing. Refer to Building Component Safety Information (BCSI) for general guidance regarding storage, delivery, erection and bracing available from SBCA and Truss Plate Institute. Job 14061444J Truss T02GE Truss Type GABLE Qty 1 Ply 1 41 Chestnut Ave. Leeds, MA Job Reference (optional) 0004 7.430 s Jul 25 2013 MiTek Industries, Inc. Thu Jul 10 15:56:21 2014 Page 1 Universal Forest Products ID:sL5TyhTKcRXdI13zNKIrolz56VH-yrNKGdQuMcQg?MYLFZDcbdxTHDiXaH5KMvhJXmyzRAO Scale = 1:69.7 T2 T2 B1 W1 W1 T1 T1 B2 ST6 ST5 ST4 ST3 ST2 ST1 ST5 ST4 ST3 ST2 ST112 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 30 29 28 27 26 25 24 23 22 21 20 19 18 3x4 4x4 3x4 3x4 3x4 5x6 24-0-024-0-0 -1-0-0 1-0-0 12-0-0 12-0-0 24-0-0 12-0-0 25-0-0 1-0-0 1-4-011-4-01-4-010.00 12 Plate Offsets (X,Y): [22:0-3-0,0-3-0] LOADING (psf)TCLL(Roof Snow=40.0)TCDL BCLLBCDL 40.0 17.0 0.0 *10.0 SPACINGPlates IncreaseLumber IncreaseRep Stress IncrCode 2-0-01.151.15YESIRC2009/TPI2007 CSITCBCWB(Matrix) 0.210.110.29 DEFLVert(LL)Vert(TL)Horz(TL) in-0.02-0.020.00 (loc)171718 l/defln/rn/rn/a L/d18080n/a PLATESMT20 Weight: 147 lb FT = 4% GRIP197/144 LUMBERTOP CHORD 2x4 SPF 2100F 1.8EBOT CHORD 2x4 SPF No.2WEBS2x4 SPF No.2 or 2x4 SPF StudOTHERS2x4 SPF No.2 or 2x4 SPF Stud *Except* ST6,ST5,ST4: 2x4 SPF No.2 BRACINGTOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals.BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.WEBS 1 Row at midpt 9-24, 8-25, 10-23 REACTIONS All bearings 24-0-0.(lb) - Max Horz 30=225(LC 7)Max Uplift All uplift 100 lb or less at joint(s) 25, 26, 27, 28, 23, 22, 21, 20 except 30=-171(LC 6), 18=-145(LC 7), 29=-158(LC 7), 19=-143(LC 6) Max Grav All reactions 250 lb or less at joint(s) 29, 19 except 30=291(LC 12), 18=291(LC 12), 24=285(LC 9), 25=395(LC 2), 26=319(LC 2), 27=265(LC 1), 28=278(LC 2),23=395(LC 3), 22=319(LC 3), 21=265(LC 1), 20=278(LC 3) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 7-8=-104/332, 8-9=-120/393, 9-10=-120/393, 10-11=-104/332, 2-30=-275/143, 16-18=-275/123WEBS9-24=-423/0, 8-25=-355/74, 7-26=-279/115, 10-23=-355/74, 11-22=-279/115 NOTES1) Wind: ASCE 7-05; 100mph; TCDL=5.0psf; BCDL=5.0psf; h=24ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members andforces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.602) 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 qualifiedbuilding designer as per ANSI/TPI 1.3) TCLL: ASCE 7-05; Pf=40.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.14) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 40.0 psf on overhangs non-concurrent with other live loads.6) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes toaccount for these factors.7) All plates are 2x4 MT20 unless otherwise indicated.8) Gable requires continuous bottom chord bearing. 9) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web).10) Gable studs spaced at 2-0-0 oc. 11) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.12) * 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.13) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 25, 26, 27, 28, 23, 22, 21, 20 except (jt=lb) 30=171, 18=145, 29=158,19=143. 14) 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 1.15) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S)Standard 7/10/14 JOHN M.PRESLEYCIVILNo. 43029 TER E DSIGER A FO LOISSEF O RP E N G INEERHTLAEWNOMMOC MASS AC HUSETTSN This truss is to be fabricated per ANSI/TPI quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. This design is based upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of the Building Designer. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. Building Designer accepts responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Certification is valid only when truss is fabricated by a UFP company. Bracing shown is for lateral support of truss members only and does not replace erection and permanent bracing. Refer to Building Component Safety Information (BCSI) for general guidance regarding storage, delivery, erection and bracing available from SBCA and Truss Plate Institute. Job 14061444J Truss T02SGE Truss Type GABLE Qty 1 Ply 1 41 Chestnut Ave. Leeds, MA Job Reference (optional) 0005 7.430 s Jul 25 2013 MiTek Industries, Inc. Thu Jul 10 15:56:22 2014 Page 1 Universal Forest Products ID:sL5TyhTKcRXdI13zNKIrolz56VH-R1xiTzRX7wYXcW7XoGkr8rTWactDJgmTbZQt3CyzRAN Scale = 1:74.5 T2 T2 B1 W4 W3 W4 W3 W1 W2 W1 W2 B2 ST3 ST1 ST2 ST1 ST2 ST4 ST5 ST6 ST7 12 3 4 5 6 7 8 9 13 12 11 10 28 29 30 31 32 33 34 35 3x6 4x6 3x4 3x6 5x8 3x6 4x4 3x4 4x4 3x6 3x10 MT20H 3x10 MT20H 3x6 8-0-08-0-0 16-0-08-0-0 24-0-08-0-0 -1-0-0 1-0-0 5-10-0 5-10-0 12-0-0 6-2-0 18-2-1 6-2-0 24-0-0 5-10-0 25-0-0 1-0-0 1-4-011-4-01-4-010.00 12 Plate Offsets (X,Y): [2:0-3-0,0-1-4], [5:0-1-12,0-1-8], [5:0-3-0,0-1-12], [8:0-3-0,0-1-4], [11:0-4-0,0-3-0], [11:0-2-0,0-1-8] LOADING (psf)TCLL(Roof Snow=40.0)TCDL BCLLBCDL 40.0 17.0 0.0 *10.0 SPACINGPlates IncreaseLumber IncreaseRep Stress IncrCode 2-0-01.151.15YESIRC2009/TPI2007 CSITCBCWB(Matrix-M) 0.750.780.52 DEFLVert(LL)Vert(TL)Horz(TL)Wind(LL) in-0.20-0.310.060.02 (loc)11-1211-121011-12 l/defl>999>932n/a>999 L/d240180n/a360 PLATESMT20MT20H Weight: 178 lb FT = 4% GRIP197/144148/108 LUMBERTOP CHORD 2x4 SPF 2100F 1.8EBOT CHORD 2x4 SPF No.2WEBS2x4 SPF No.2 *Except* W3,W1: 2x4 SPF No.2 or 2x4 SPF StudOTHERS2x4 SPF No.2 or 2x4 SPF Stud *Except* ST3,ST4: 2x4 SPF No.2 BRACINGTOP CHORD Structural wood sheathing directly applied or 3-9-12 oc purlins, except end verticals.BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.WEBS 1 Row at midpt 3-13, 7-10 REACTIONS (lb/size)13=1914/0-5-8 (min. 0-3-0), 10=1914/0-5-8 (min. 0-3-0)Max Horz 13=225(LC 7) Max Uplift13=-60(LC 8), 10=-60(LC 9) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.TOP CHORD 2-3=-487/193, 3-4=-1875/345, 4-28=-1698/356, 5-28=-1629/381, 5-29=-1629/381, 6-29=-1698/356, 6-7=-1875/345, 7-8=-486/192, 2-13=-614/225, 8-10=-614/225 BOT CHORD 13-30=-88/1399, 30-31=-88/1399, 12-31=-88/1399, 12-32=0/995, 32-33=0/995, 11-33=0/995, 11-34=-56/1399, 34-35=-56/1399, 10-35=-56/1399WEBS5-11=-166/829, 7-11=-473/259, 5-12=-167/829, 3-12=-473/260, 3-13=-1683/70, 7-10=-1683/70 NOTES1) Wind: ASCE 7-05; 100mph; TCDL=5.0psf; BCDL=5.0psf; h=24ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members andforces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.602) 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 qualifiedbuilding designer as per ANSI/TPI 1.3) TCLL: ASCE 7-05; Pf=40.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.14) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 40.0 psf on overhangs non-concurrent with other live loads.6) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes toaccount for these factors.7) All plates are MT20 plates unless otherwise indicated. 8) All plates are 2x4 MT20 unless otherwise indicated.9) Gable studs spaced at 2-0-0 oc.10) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 11) * 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,with BCDL = 10.0psf.12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 13, 10.13) 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. 14) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S)Standard 7/10/14 JOHN M.PRESLEYCIVILNo. 43029 TER E DSIGER A FO LOISSEF O RP E N G INEERHTLAEWNOMMOC MASS AC HUSETTSN This truss is to be fabricated per ANSI/TPI quality requirements. Plates shall be of size and type shown and centered at joints unless otherwise noted. This design is based upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of the Building Designer. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing codes and ordinances. Building Designer accepts responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Certification is valid only when truss is fabricated by a UFP company. Bracing shown is for lateral support of truss members only and does not replace erection and permanent bracing. Refer to Building Component Safety Information (BCSI) for general guidance regarding storage, delivery, erection and bracing available from SBCA and Truss Plate Institute.