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15083359JR-engJob 15083359JR Truss CJ01 Truss Type Diagonal Hip Girder Qty 3 Ply 1 Margaret Babbot /Jennifer Ryan Job Reference (optional) 7.610 s Jan 29 2015 MiTek Industries, Inc. Tue Nov 03 13:57:39 2015 Page 1 Universal Forest Products ID:SYe7DNz?7rjmVn2g4GLL44yhhyD-wMgJaob2AdySI_rxiUbjqTzYaAZ?GClqTioE9WyMu3Q Scale = 1:19.6 T1 W3 B1 W2W11 2 3 5 4 6 73x4 1.5x3 3x4 4x4 2x4 5-11-111-7-12 1-10-41-10-4 7-4-05-5-12 7-7-80-3-8 3-9-6 3-9-6 7-7-8 3-10-2 0-6-43-2-104.24 12 LOADING (psf)TCLL(Roof Snow=40.0)TCDLBCLLBCDL 40.0 15.00.010.0 SPACING-Plate Grip DOLLumber DOL Rep Stress Incr Code 2-0-01.151.15NO IRC2009/TPI2007 CSI.TCBCWB (Matrix) 0.500.220.22 DEFL.Vert(LL)Vert(TL)Horz(TL) Wind(LL) in-0.03-0.070.00 -0.01 (loc)4-54-54 4-5 l/defl>999>999n/a >999 L/d240180n/a 360 PLATESMT20 Weight: 28 lb FT = 4% GRIP197/144 LUMBER-TOP CHORD 2x4 SPF No.2BOT CHORD 2x4 SPF No.2WEBS2x4 SPF No.2 or 2x4 SPF Stud BRACING-TOP 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.(lb/size)4=251/Mechanical, 5=537/0-4-15 (min. 0-1-8)Max Horz5=76(LC 5)Max Uplift4=-43(LC 14), 5=-59(LC 14)Max Grav4=354(LC 12), 5=600(LC 12) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.TOP CHORD 1-2=-131/487BOT CHORD 1-5=-362/132, 5-7=-84/364, 4-7=-84/364WEBS2-4=-395/92, 2-5=-877/173 NOTES-1) Wind: ASCE 7-05; 100mph; TCDL=5.0psf; BCDL=5.0psf; h=30ft; Cat. II; Exp B; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left exposed; Lumber DOL=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) 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 to account for these factors.5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 43 lb uplift at joint 4 and 59 lb uplift at joint 5.7) 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 1.8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) "NAILED" indicates 3-10d (0.148"x3") or 2-12d (0.148"x3.25") toe-nails. For more details refer to MiTek's ST-TOENAIL Detail. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S)Standard1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15Uniform Loads (plf)Vert: 1-3=-110, 1-4=-20Concentrated Loads (lb)Vert: 6=154(F=77, B=77) 7=30(F=15, B=15) 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 15083359JR Truss CJ01A Truss Type Diagonal Hip Girder Qty 1 Ply 1 Margaret Babbot /Jennifer Ryan Job Reference (optional) 7.610 s Jan 29 2015 MiTek Industries, Inc. Tue Nov 03 13:57:40 2015 Page 1 Universal Forest Products ID:SYe7DNz?7rjmVn2g4GLL44yhhyD-OZDhn8bgxx4Jw8Q7GC7yNhVi3avx?f__iMXoizyMu3P Scale = 1:19.6 T1 W3 B1 W2W11 2 3 5 4 6 7 8 9 103x4 1.5x3 3x4 4x4 2x4 5-11-111-7-12 1-10-41-10-4 4-7-22-8-14 7-4-02-8-14 7-7-80-3-8 3-9-6 3-9-6 7-7-8 3-10-2 0-6-43-2-104.24 12 LOADING (psf)TCLL(Roof Snow=40.0)TCDLBCLLBCDL 40.0 15.00.010.0 SPACING-Plate Grip DOLLumber DOL Rep Stress Incr Code 2-0-01.151.15NO IRC2009/TPI2007 CSI.TCBCWB (Matrix) 0.510.180.22 DEFL.Vert(LL)Vert(TL)Horz(TL) Wind(LL) in-0.03-0.050.00 -0.01 (loc)4-54-54 4-5 l/defl>999>999n/a >999 L/d240180n/a 360 PLATESMT20 Weight: 28 lb FT = 4% GRIP197/144 LUMBER-TOP CHORD 2x4 SPF No.2BOT CHORD 2x4 SPF No.2WEBS2x4 SPF No.2 or 2x4 SPF Stud BRACING-TOP 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.(lb/size)4=202/Mechanical, 5=459/0-4-15 (min. 0-1-8)Max Horz5=76(LC 5)Max Uplift4=-49(LC 14), 5=-67(LC 14)Max Grav4=329(LC 12), 5=559(LC 12) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.TOP CHORD 1-2=-128/529BOT CHORD 1-5=-400/130, 5-8=-95/326, 8-9=-95/326, 9-10=-95/326, 4-10=-95/326WEBS2-4=-354/103, 2-5=-878/183 NOTES-1) Wind: ASCE 7-05; 100mph; TCDL=5.0psf; BCDL=5.0psf; h=30ft; Cat. II; Exp B; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left exposed; Lumber DOL=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) 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 to account for these factors.5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 49 lb uplift at joint 4 and 67 lb uplift at joint 5.7) 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 1.8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) "NAILED" indicates 3-10d (0.148"x3") or 2-12d (0.148"x3.25") toe-nails. For more details refer to MiTek's ST-TOENAIL Detail. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S)Standard1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15Uniform Loads (plf)Vert: 1-3=-110, 1-4=-20Concentrated Loads (lb)Vert: 2=131(B) 6=77(F) 7=53(B) 8=18(B) 9=15(F) 10=17(B) 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 15083359JR Truss J01 Truss Type Jack-Closed Qty 22 Ply 1 Margaret Babbot /Jennifer Ryan Job Reference (optional) 7.610 s Jan 29 2015 MiTek Industries, Inc. Tue Nov 03 13:57:45 2015 Page 1 Universal Forest Products ID:SYe7DNz?7rjmVn2g4GLL44yhhyD-lW1aqrfpmTjc0vJ42li73kCd6beDfyCjreFZNAyMu3K Scale = 1:21.0 T1 W2 B1 W11 2 3 5 4 6 3x4 2x4 1.5x3 1.5x3 1.5x3 4-3-41-2-8 5-2-45-2-4 1-4-4 1-4-4 5-5-12 4-1-8 0-6-43-3-26.00 12 Plate Offsets (X,Y)-- [3:0-2-0,0-0-8] LOADING (psf)TCLL(Roof Snow=40.0)TCDLBCLLBCDL 40.0 15.00.010.0 SPACING-Plate Grip DOLLumber DOL Rep Stress IncrCode 2-0-01.151.15 YESIRC2009/TPI2007 CSI.TCBC WB(Matrix) 0.300.11 0.10 DEFL.Vert(LL)Vert(TL) Horz(TL)Wind(LL) in-0.01-0.02 0.000.01 (loc)4-54-5 44-5 l/defl>999>999 n/a>999 L/d240180 n/a360 PLATESMT20 Weight: 17 lb FT = 4% GRIP197/144 LUMBER-TOP CHORD 2x4 SPF No.2BOT CHORD 2x4 SPF No.2WEBS2x4 SPF No.2 or 2x4 SPF Stud BRACING-TOP CHORD Structural wood sheathing directly applied or 5-5-12 oc purlins, except end verticals.BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size)4=229/Mechanical, 5=465/0-3-8 (min. 0-1-8)Max Horz5=76(LC 8)Max Uplift4=-34(LC 8), 5=-29(LC 8)Max Grav4=258(LC 2), 5=476(LC 2) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.WEBS 2-5=-437/221 NOTES- 1) Wind: ASCE 7-05; 100mph; TCDL=5.0psf; BCDL=5.0psf; h=30ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS forreactions shown; Lumber DOL=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) 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 to account for these factors.5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 34 lb uplift at joint 4 and 29 lb uplift at joint 5.7) 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 1.8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S)Standard 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 15083359JR Truss J02 Truss Type Jack-Open Qty 7 Ply 1 Margaret Babbot /Jennifer Ryan Job Reference (optional) 7.610 s Jan 29 2015 MiTek Industries, Inc. Tue Nov 03 13:57:46 2015 Page 1 Universal Forest Products ID:SYe7DNz?7rjmVn2g4GLL44yhhyD-Djby2BgRXnrTe3uHcSDMcylqM_zjOQ?s4I_6vcyMu3J Scale = 1:13.8 T1 B1 W11 2 5 6 3 43x4 1.5x3 1.5x3 2-2-3 1-2-8 3-1-33-1-3 1-4-4 1-4-4 3-4-11 2-0-7 0-6-42-2-101-9-152-2-96.00 12 LOADING (psf)TCLL(Roof Snow=40.0)TCDLBCLLBCDL 40.0 15.00.010.0 SPACING-Plate Grip DOLLumber DOL Rep Stress Incr Code 2-0-01.151.15YES IRC2009/TPI2007 CSI.TCBCWB (Matrix) 0.140.090.06 DEFL.Vert(LL)Vert(TL)Horz(TL) Wind(LL) in0.000.00-0.01 0.00 (loc)4-54-53 5 l/defl>999>999n/a >999 L/d240180n/a 360 PLATESMT20 Weight: 9 lb FT = 4% GRIP197/144 LUMBER-TOP CHORD 2x4 SPF No.2BOT CHORD 2x4 SPF No.2WEBS2x4 SPF No.2 or 2x4 SPF Stud BRACING-TOP CHORD Structural wood sheathing directly applied or 3-4-11 oc purlins.BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size)3=72/Mechanical, 4=-4/Mechanical, 5=365/0-3-8 (min. 0-1-8)Max Horz5=50(LC 8)Max Uplift3=-22(LC 8), 4=-4(LC 1), 5=-32(LC 8)Max Grav3=78(LC 2), 4=21(LC 4), 5=368(LC 2) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.WEBS 2-5=-278/138 NOTES-1) Wind: ASCE 7-05; 100mph; TCDL=5.0psf; BCDL=5.0psf; h=30ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=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) 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 to account for these factors. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 22 lb uplift at joint 3, 4 lb uplift at joint 4 and 32 lb uplift at joint 5.7) 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 1.8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S)Standard 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 15083359JR Truss J03 Truss Type Jack-Open Qty 1 Ply 1 Margaret Babbot /Jennifer Ryan Job Reference (optional) 7.610 s Jan 29 2015 MiTek Industries, Inc. Tue Nov 03 13:57:46 2015 Page 1 Universal Forest Products ID:SYe7DNz?7rjmVn2g4GLL44yhhyD-Djby2BgRXnrTe3uHcSDMcylqA_zzOPws4I_6vcyMu3J Scale = 1:14.6 T1 B1 W11 2 5 6 3 43x4 1.5x3 1.5x3 2-6-31-2-8 3-5-33-5-3 1-4-4 1-4-4 3-8-11 2-4-7 0-6-42-4-101-11-152-4-96.00 12 LOADING (psf)TCLL(Roof Snow=40.0)TCDLBCLLBCDL 40.0 15.00.010.0 SPACING-Plate Grip DOLLumber DOL Rep Stress IncrCode 2-0-01.151.15YESIRC2009/TPI2007 CSI.TCBCWB(Matrix) 0.160.070.07 DEFL.Vert(LL)Vert(TL)Horz(TL)Wind(LL) in0.000.00-0.010.00 (loc)4-54-535 l/defl>999>999n/a>999 L/d240180n/a360 PLATESMT20 Weight: 10 lb FT = 4% GRIP197/144 LUMBER-TOP CHORD 2x4 SPF No.2BOT CHORD 2x4 SPF No.2WEBS2x4 SPF No.2 or 2x4 SPF Stud BRACING-TOP CHORD Structural wood sheathing directly applied or 3-8-11 oc purlins.BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size)3=93/Mechanical, 4=6/Mechanical, 5=378/0-3-8 (min. 0-1-8)Max Horz5=54(LC 8)Max Uplift3=-26(LC 8), 5=-31(LC 8)Max Grav3=102(LC 2), 4=31(LC 4), 5=382(LC 2) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.WEBS 2-5=-300/150 NOTES-1) Wind: ASCE 7-05; 100mph; TCDL=5.0psf; BCDL=5.0psf; h=30ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=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) 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 to account for these factors. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 26 lb uplift at joint 3 and 31 lb uplift at joint 5.7) 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 1.8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S)Standard 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 15083359JR Truss J04 Truss Type Jack-Open Qty 1 Ply 1 Margaret Babbot /Jennifer Ryan Job Reference (optional) 7.610 s Jan 29 2015 MiTek Industries, Inc. Tue Nov 03 13:57:47 2015 Page 1 Universal Forest Products ID:SYe7DNz?7rjmVn2g4GLL44yhhyD-hv8LFXh3H5zKFDTTAAlb99I0LOJo7tM0JykgS3yMu3I Scale = 1:12.2 T1 B1 W1 1 2 5 6 3 43x4 1.5x3 1.5x3 1-6-31-2-8 2-5-32-5-3 1-4-4 1-4-4 2-8-11 1-4-7 0-6-41-10-101-5-151-10-96.00 12 LOADING (psf)TCLL(Roof Snow=40.0)TCDLBCLLBCDL 40.0 15.00.010.0 SPACING-Plate Grip DOLLumber DOL Rep Stress IncrCode 2-0-01.151.15YESIRC2009/TPI2007 CSI.TCBCWB(Matrix) 0.130.100.05 DEFL.Vert(LL)Vert(TL)Horz(TL)Wind(LL) in0.000.00-0.01-0.00 (loc)54-535 l/defl>999>999n/a>999 L/d240180n/a360 PLATESMT20 Weight: 7 lb FT = 4% GRIP197/144 LUMBER-TOP CHORD 2x4 SPF No.2BOT CHORD 2x4 SPF No.2WEBS2x4 SPF No.2 or 2x4 SPF Stud BRACING-TOP CHORD Structural wood sheathing directly applied or 2-8-11 oc purlins.BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size)3=22/Mechanical, 4=-29/Mechanical, 5=352/0-3-8 (min. 0-1-8)Max Horz5=41(LC 8)Max Uplift3=-14(LC 7), 4=-29(LC 1), 5=-36(LC 8)Max Grav3=25(LC 2), 4=7(LC 6), 5=353(LC 2) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES-1) Wind: ASCE 7-05; 100mph; TCDL=5.0psf; BCDL=5.0psf; h=30ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS forreactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) 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) 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 to account for these factors.5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 14 lb uplift at joint 3, 29 lb uplift at joint 4 and 36 lb uplift at joint 5.7) 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 1.8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S)Standard 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 15083359JR Truss J05 Truss Type Jack-Open Qty 3 Ply 1 Margaret Babbot /Jennifer Ryan Job Reference (optional) 7.610 s Jan 29 2015 MiTek Industries, Inc. Tue Nov 03 13:57:48 2015 Page 1 Universal Forest Products ID:SYe7DNz?7rjmVn2g4GLL44yhhyD-95ijTtih2O5AtN1fktGqhNq9LoegsJE9YcTD_VyMu3H Scale: 1"=1' T1 B1 W1 1 2 5 3 43x4 1.5x3 1.5x3 2-2-71-10-41-10-4 3-6-121-8-8 3-10-4 3-10-4 0-6-41-10-100-4-41-6-61-10-94.24 12 LOADING (psf)TCLL(Roof Snow=40.0)TCDLBCLLBCDL 40.0 15.00.010.0 SPACING-Plate Grip DOLLumber DOL Rep Stress IncrCode 2-0-01.151.15YESIRC2009/TPI2007 CSI.TCBCWB(Matrix) 0.240.190.08 DEFL.Vert(LL)Vert(TL)Horz(TL)Wind(LL) in0.000.01-0.03-0.00 (loc)4-54-534-5 l/defl>999>999n/a>999 L/d240180n/a360 PLATESMT20 Weight: 10 lb FT = 4% GRIP197/144 LUMBER-TOP CHORD 2x4 SPF No.2BOT CHORD 2x4 SPF No.2WEBS2x4 SPF No.2 or 2x4 SPF Stud BRACING-TOP CHORD Structural wood sheathing directly applied or 3-10-4 oc purlins.BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size)3=41/Mechanical, 4=-30/Mechanical, 5=482/0-4-15 (min. 0-1-8)Max Horz5=41(LC 6)Max Uplift3=-14(LC 7), 4=-30(LC 1), 5=-64(LC 6)Max Grav3=49(LC 2), 4=13(LC 6), 5=491(LC 2) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.WEBS 2-5=-353/172 NOTES-1) Wind: ASCE 7-05; 100mph; TCDL=5.0psf; BCDL=5.0psf; h=30ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=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) 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 to account for these factors. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 14 lb uplift at joint 3, 30 lb uplift at joint 4 and 64 lb uplift at joint 5.7) 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 1.8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S)Standard 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 15083359JR Truss T01 Truss Type Roof Special Qty 2 Ply 1 Margaret Babbot /Jennifer Ryan Job Reference (optional) 7.610 s Jan 29 2015 MiTek Industries, Inc. Tue Nov 03 13:57:49 2015 Page 1 Universal Forest Products ID:SYe7DNz?7rjmVn2g4GLL44yhhyD-dIG5gDiJpiD1VXcsHbn3EaN9ECrybZuImGDmWxyMu3G Scale = 1:62.6 T2 T3 T4 T5 B1 W1 W4 W2 HW1 HW2 W2 W3 W5 B3B2 B4 1 2 3 4 5 6 7 13 12 11 10 9 8 14 15 16 4x10 6x6 6x6 4x6 4x6 4x6 3x8 3x10 MT20HS 3x4 8x8 3x4 4x6 3x10 MT20HS 5x6 3x12 MT18HS 31-0-0 1-2-8 1-2-8 1-4-41-4-4 9-4-78-0-3 17-3-127-11-5 19-0-91-8-1319-7-40-6-11 22-10-123-3-8 24-7-41-8-8 33-1-88-6-4 33-5-00-3-8 7-2-77-2-7 14-2-87-0-1 17-7-43-4-12 19-7-42-0-0 24-7-45-0-0 27-10-153-3-11 33-5-05-6-1 0-6-44-9-77-7-80-6-44-9-76.00 12 Plate Offsets (X,Y)-- [1:0-3-2,0-2-4], [1:0-1-3,0-2-15], [3:0-4-0,0-4-8], [4:0-5-0,Edge], [5:0-3-0,0-3-4], [6:0-3-4,0-4-0], [7:0-1-2,Edge], [7:0-0-2,Edge], [11:0-2-4,0-1-8], [13:0-1-8,0-1-8] LOADING (psf)TCLL(Roof Snow=40.0)TCDLBCLLBCDL 40.0 15.00.010.0 SPACING-Plate Grip DOLLumber DOL Rep Stress IncrCode 2-0-01.151.15 YESIRC2009/TPI2007 CSI.TCBC WB(Matrix) 0.930.76 0.95 DEFL.Vert(LL)Vert(TL) Horz(TL)Wind(LL) in-0.23-0.61 0.160.08 (loc)11-1311-13 711-13 l/defl>999>650 n/a>999 L/d240180 n/a360 PLATESMT20MT20HS MT18HSWeight: 157 lb FT = 4% GRIP197/144148/108 197/144 LUMBER-TOP CHORD 2x6 SPF No.2 *Except* T5: 2x6 SPF 2100F 1.8EBOT CHORD 2x4 SPF 2100F 1.8EWEBS2x4 SPF No.2 or 2x4 SPF Stud *Except* W2: 2x4 SPF No.2WEDGERight: 2x8 SP No.1SLIDERLeft 2x6 SPF No.2 3-7-10 BRACING-TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except 2-0-0 oc purlins (3-6-1 max.): 5-6.BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size)1=2153/0-3-8 (min. 0-3-6), 7=2153/(0-3-8 + bearing block) (req. 0-3-13)Max Horz1=78(LC 7)Max Uplift1=-47(LC 8), 7=-71(LC 9)Max Grav1=2153(LC 1), 7=2427(LC 19) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.TOP CHORD 1-2=-3881/655, 2-3=-3723/675, 3-14=-3496/646, 14-15=-3464/663, 4-15=-3259/678, 4-5=-4299/844, 5-6=-3235/617, 6-16=-3538/607, 7-16=-3914/586BOT CHORD 1-13=-512/3330, 12-13=-268/2436, 11-12=-268/2436, 10-11=-545/3936, 9-10=-545/3936, 8-9=-431/3257, 7-8=-431/3257 WEBS 3-13=-858/285, 5-9=-1003/152, 4-13=-164/1125, 4-11=-411/2432, 5-11=-1889/419, 6-9=-35/822 NOTES-1) 2x4 SPF 2100F 1.8E bearing block 12" long at jt. 7 attached to front face with 2 rows of 10d (0.131"x3") nails spaced 3" o.c. 8 Total fasteners. User Defined Bearing crushing capacity=425psi.2) Wind: ASCE 7-05; 100mph; TCDL=5.0psf; BCDL=5.0psf; h=30ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical leftexposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.603) TCLL: ASCE 7-05; Pf=40.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1, Lu=50-0-04) Unbalanced snow loads have been considered for this design. 5) Provide adequate drainage to prevent water ponding.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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 47 lb uplift at joint 1 and 71 lb uplift at joint 7.10) 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. 12) 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 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 15083359JR Truss T01GR Truss Type GABLE Qty 1 Ply 1 Margaret Babbot /Jennifer Ryan Job Reference (optional) 7.610 s Jan 29 2015 MiTek Industries, Inc. Tue Nov 03 13:57:51 2015 Page 1 Universal Forest Products ID:SYe7DNz?7rjmVn2g4GLL44yhhyD-agOr5ukaLJTlkqmEP0pXJ?SU0?Uw3TPbEZitbqyMu3E Scale: 3/16"=1' T2 T3 T4 T5 B1 W1 W2 W4 W6 W8 W10 W12 W14 W15 W16 W1HW1 W3 W5 W9 W11 ST1 ST1 T1 B3B2 1 2 3 4 5 6 7 8 9 10 11 19 18 17 16 15 14 13 12 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 4x6 4x8 7x16 MT18HS 8x8 7x16 5x12 MT18HS 7x14 MT20HS 5x12 MT18HS 3x4 5x12 MT18HS 3x4 4x4 4x4 6x8 5x6 5x8 4x8 3x6 7x14 MT20HS 1-2-8 31-0-0 1-2-8 5-4-15-4-1 9-9-44-5-4 14-2-84-5-4 18-6-144-4-6 22-11-44-4-6 27-11-45-0-0 33-1-85-2-4 33-5-00-3-8 5-4-1 5-4-1 9-9-4 4-5-4 14-2-8 4-5-4 18-6-14 4-4-6 22-11-4 4-4-6 27-11-4 5-0-0 33-5-0 5-5-12 0-6-43-1-77-7-80-6-43-1-76.00 12 Plate Offsets (X,Y)-- [1:0-3-8,0-2-14], [1:0-6-13,Edge], [4:0-1-8,0-2-0], [7:0-1-12,0-2-4], [8:0-8-0,0-4-4], [9:0-4-12,0-4-4], [11:0-6-0,0-3-14], [12:0-4-0,0-1-8], [13:0-6-12,0-0-0], [14:0-2-0,0-1-12], [15:0-3-8,0-2-0], [16:0-4-0,0-2-0], [18:0-1-12,0-2-0], [21:0-1-8,0-1-0], [23:0-1-8,0-1-0], [25:0-1-8,0-1-0] LOADING (psf)TCLL(Roof Snow=40.0)TCDLBCLLBCDL 40.0 15.00.010.0 SPACING-Plate Grip DOL Lumber DOL Rep Stress IncrCode 2-0-01.15 1.15NOIRC2009/TPI2007 CSI.TC BCWB(Matrix) 0.98 0.920.95 DEFL.Vert(LL) Vert(TL)Horz(TL)Wind(LL) in-0.53 -0.920.230.18 (loc)14-15 14-151114-15 l/defl>752 >432n/a>999 L/d240 180n/a360 PLATESMT20 MT20HSMT18HSWeight: 212 lb FT = 4% GRIP197/144 148/108197/144 LUMBER-TOP CHORD 2x6 SPF No.2 *Except* T4: 2x6 SPF 2100F 1.8EBOT CHORD 2x6 SPF 2100F 1.8EWEBS2x4 SPF No.2 or 2x4 SPF Stud *Except* W8,W16: 2x4 SPF 2100F 1.8E, W12,W14: 2x4 SPF No.2OTHERS2x4 SPF No.2 or 2x4 SPF StudSLIDERLeft 2x4 SPF Stud or No.2 2-4-12, Right 2x4 SPF Stud or No.2 2-4-12 BRACING-TOP CHORD Structural wood sheathing directly applied or 1-4-4 oc purlins, except 2-0-0 oc purlins (2-4-11 max.): 8-9.BOT CHORD Rigid ceiling directly applied or 9-5-7 oc bracing.WEBS T-Brace:2x4 SPF No.3 - 4-16, 8-152x6 SPF No.2 - 7-16Fasten (2X) T and I braces to narrow edge of web with 10d (0.131"x3") nails, 6in o.c.,with 3in minimumend distance.Brace must cover 90% of web length.REACTIONS.(lb/size)11=3870/0-3-8 (req. 0-6-7), 1=3916/0-3-8 (req. 0-6-2)Max Horz1=-76(LC 19)Max Uplift11=-397(LC 8), 1=-374(LC 7)Max Grav11=4085(LC 18), 1=3916(LC 1) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.TOP CHORD 1-2=-7768/761, 2-3=-7593/776, 3-31=-6628/671, 4-31=-6533/681, 4-32=-5477/592, 5-32=-5386/597, 5-6=-5374/609, 6-33=-5374/600, 7-33=-5484/588, 7-34=-7756/833, 8-34=-8029/821, 8-35=-11103/1177, 9-35=-11103/1177, 9-10=-7853/852, 10-36=-7976/839, 11-36=-8123/836 BOT CHORD 1-19=-710/6792, 19-37=-710/6792, 18-37=-710/6792, 18-38=-570/5866, 17-38=-570/5866, 17-39=-570/5866, 16-39=-570/5866, 16-40=-634/7059, 40-41=-634/7059, 15-41=-634/7059, 15-42=-1097/11021, 42-43=-1097/11021, 14-43=-1097/11021, 14-44=-707/7041, 13-44=-707/7041, 13-45=-707/7041, 45-46=-707/7041, 12-46=-707/7041, 11-12=-711/7086WEBS3-19=-62/696, 3-18=-1097/164, 4-18=-144/1196, 4-16=-1806/235, 6-16=-481/4299, 7-16=-3500/406, 7-15=-334/3016, 8-15=-4667/545, 8-14=-1540/154, 9-14=-451/4595, 9-12=-82/838 NOTES-1) Wind: ASCE 7-05; 100mph; TCDL=5.0psf; BCDL=5.0psf; h=30ft; Cat. II; Exp B; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left exposed; Lumber DOL=1.60plate 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=1.1, Lu=50-0-04) Unbalanced snow loads have been considered for this design. 5) Provide adequate drainage to prevent water ponding.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) WARNING: Required bearing size at joint(s) 11, 1 greater than input bearing size. 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 397 lb uplift at joint 11 and 374 lb uplift at joint 1.13) 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. 15) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 16) Use USP HJC26 (With 16d nails into Girder & 10d nails into Truss) or equivalent at 5-6-2 from the left end to connect truss(es) J01 (1 ply 2x4 SPF), CJ01 (1 ply 2x4 SPF) to front face ofbottom chord. 17) Use USP JL26 (With 10d nails into Girder & NA9D nails into Truss) or equivalent spaced at 2-0-0 oc max. starting at 7-6-8 from the left end to 27-6-8 to connect truss(es) J01 (1 ply 2x4 SPF)to front face of bottom chord. 18) Use USP SKH24R (With 16d nails into Girder & NA9D nails into Truss) or equivalent at 27-11-4 from the left end to connect truss(es) CJ01A (1 ply 2x4 SPF) to front face of bottom chord,skewed 45.0 deg.to the right, sloping 0.0 deg. down. 19) Fill all nail holes where hanger is in contact with lumber.20) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required.21) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S)Standard1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15Uniform Loads (plf)Vert: 1-6=-110, 6-8=-110, 8-9=-110, 9-11=-110, 1-11=-20Concentrated Loads (lb)Vert: 19=-564(F) 18=-238(F) 12=-300(F) 37=-238(F) 38=-238(F) 39=-238(F) 40=-238(F) 41=-238(F) 42=-238(F) 43=-238(F) 44=-238(F) 45=-238(F) 46=-238(F) 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 15083359JR Truss T02 Truss Type Roof Special Qty 2 Ply 1 Margaret Babbot /Jennifer Ryan Job Reference (optional) 7.610 s Jan 29 2015 MiTek Industries, Inc. Tue Nov 03 13:57:53 2015 Page 1 Universal Forest Products ID:SYe7DNz?7rjmVn2g4GLL44yhhyD-W3WcWalqtxjTz8wdWQr?OQYt2pAZXR3uhtB_fiyMu3C Scale = 1:62.1 T2 T3 T4 T5 B1 W1 W2 W3 W4 W5 W6 W7 HW1 HW2B1B2 B3 O1 1 2 3 4 5 6 7 8 9 15 14 13 12 11 10 16 17 18 19 20 4x8 6x6 5x6 4x6 4x6 4x6 3x8 3x10 MT20HS 3x4 8x8 5x6 3x8 2x4 4x8 4x10 5x6 3x10 MT20HS31-0-0 1-2-8 1-2-8 1-4-41-4-4 9-4-78-0-3 17-7-48-2-13 22-7-45-0-0 32-0-129-5-8 33-1-81-0-12 33-5-0 0-3-8 7-2-77-2-7 14-2-87-0-1 17-7-43-4-12 22-7-45-0-0 27-10-155-3-11 33-5-05-6-1 0-6-45-9-77-7-80-6-45-9-76.00 12 Plate Offsets (X,Y)-- [1:0-3-2,0-2-4], [1:0-1-3,0-2-15], [3:0-4-0,0-4-8], [5:0-3-0,0-3-4], [9:0-2-2,0-2-0], [9:0-11-11,Edge], [13:0-3-0,0-2-4], [15:0-1-8,0-1-8] LOADING (psf)TCLL(Roof Snow=40.0)TCDLBCLLBCDL 40.0 15.00.010.0 SPACING-Plate Grip DOLLumber DOL Rep Stress IncrCode 2-0-01.151.15 YESIRC2009/TPI2007 CSI.TCBC WB(Matrix) 0.820.84 0.68 DEFL.Vert(LL)Vert(TL) Horz(TL)Wind(LL) in-0.26-0.72 0.170.07 (loc)9-119-11 913 l/defl>999>549 n/a>999 L/d240180 n/a360 PLATESMT20MT20HS Weight: 167 lb FT = 4% GRIP197/144148/108 LUMBER-TOP CHORD 2x6 SPF No.2BOT CHORD 2x4 SPF 2100F 1.8E *Except* B2: 2x4 SPF No.2WEBS2x4 SPF No.2 or 2x4 SPF Stud *Except* W2,W3,W5: 2x4 SPF No.2SLIDERLeft 2x6 SPF No.2 3-7-10, Right 2x6 SPF No.2 2-8-0 BRACING-TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except 2-0-0 oc purlins (3-11-6 max.): 5-6.BOT CHORD Rigid ceiling directly applied or 9-0-11 oc bracing.WEBS T-Brace:2x4 SPF No.3 - 5-13Fasten (2X) T and I braces to narrow edge of web with 10d (0.131"x3") nails, 6in o.c.,with 3in minimumend distance.Brace must cover 90% of web length.REACTIONS.(lb/size)1=2153/0-3-8 (min. 0-3-6), 9=2153/(0-3-8 + bearing block) (req. 0-3-14)Max Horz1=-77(LC 6)Max Uplift1=-47(LC 8), 9=-71(LC 9)Max Grav1=2153(LC 1), 9=2463(LC 19) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-3877/655, 2-3=-3720/676, 3-16=-3492/646, 16-17=-3459/664, 4-17=-3198/678, 4-5=-3648/753, 5-18=-2899/576, 6-18=-2899/576, 6-19=-3252/593, 7-19=-3439/580, 7-8=-4036/708, 8-20=-4287/693, 9-20=-4362/685BOT CHORD 1-15=-512/3327, 14-15=-262/2438, 13-14=-262/2438, 12-13=-415/3255, 11-12=-415/3255, 10-11=-554/3723, 9-10=-554/3723WEBS3-15=-856/287, 4-15=-173/1103, 4-13=-347/2054, 5-13=-1773/366, 5-11=-648/101, 6-11=-85/790, 7-11=-929/231 NOTES-1) 2x4 SPF 2100F 1.8E bearing block 12" long at jt. 9 attached to front face with 2 rows of 10d (0.131"x3") nails spaced 3" o.c. 8 Total fasteners. User Defined Bearing crushing capacity= 425psi.2) Wind: ASCE 7-05; 100mph; TCDL=5.0psf; BCDL=5.0psf; h=30ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical leftexposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.603) TCLL: ASCE 7-05; Pf=40.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1, Lu=50-0-04) Unbalanced snow loads have been considered for this design. 5) Provide adequate drainage to prevent water ponding.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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 47 lb uplift at joint 1 and 71 lb uplift at joint 9.10) 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. 12) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.13) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S)Standard 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 15083359JR Truss T02GR Truss Type GABLE Qty 1 Ply 1 Margaret Babbot /Jennifer Ryan Job Reference (optional) 7.610 s Jan 29 2015 MiTek Industries, Inc. Tue Nov 03 13:57:54 2015 Page 1 Universal Forest Products ID:SYe7DNz?7rjmVn2g4GLL44yhhyD-_F4_jwmSeErKbIVp48NExe4?_DXyGvg2wXwXB9yMu3B Scale = 1:54.8 T2 T2 B1 W4 W2 W4 W2 HW1 HW1 W3 W5 W3 ST3ST2 ST1 ST2 ST1 T1 T1 B3 W1 W1 B2 B2 1 2 3 4 5 6 7 16 15 14 13 12 11 10 9 830 31 32 33 34 35 36 37 38 39 4x6 6x6 4x6 5x12 MT18HS 8x8 4x4 8x8 4x4 4x12 5x16 5x10 4x12 5x16 5x10 1-2-8 1-2-8 9-11-19-11-1 10-0-130-1-11 18-4-38-3-6 18-5-150-1-12 24-2-85-8-9 28-1-83-11-0 28-5-00-3-8 7-4-7 7-4-7 14-2-8 6-10-1 21-0-9 6-10-1 24-2-8 3-1-15 28-5-0 4-2-8 0-6-47-7-80-6-46.00 12 Plate Offsets (X,Y)-- [1:0-0-6,Edge], [1:0-0-2,0-2-0], [4:0-3-0,0-2-12], [4:0-2-0,0-0-0], [7:0-0-6,Edge], [7:0-0-2,0-2-0], [11:0-4-0,0-4-8], [13:0-4-0,0-4-8] LOADING (psf)TCLL(Roof Snow=40.0)TCDLBCLLBCDL 40.0 15.00.010.0 SPACING-Plate Grip DOLLumber DOL Rep Stress IncrCode 2-0-01.151.15 NOIRC2009/TPI2007 CSI.TCBC WB(Matrix) 1.000.77 0.59 DEFL.Vert(LL)Vert(TL) Horz(TL)Wind(LL) in-0.29-0.53 0.130.11 (loc)11-1311-13 711-13 l/defl>999>641 n/a>999 L/d240180 n/a360 PLATESMT20MT18HS Weight: 185 lb FT = 4% GRIP197/144197/144 LUMBER-TOP CHORD 2x6 SPF 2100F 1.8E *Except* T1: 2x6 SPF No.2BOT CHORD 2x6 SPF 2100F 1.8EWEBS2x4 SPF No.2 or 2x4 SPF Stud *Except* W4: 2x4 SPF No.2OTHERS2x4 SPF No.2 or 2x4 SPF StudSLIDERLeft 2x6 SPF No.2 2-0-13, Right 2x6 SPF No.2 2-0-13 BRACING-TOP CHORD Structural wood sheathing directly applied.BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size)1=3344/(0-3-8 + bearing block) (req. 0-5-4), 7=3342/(0-3-8 + bearing block) (req. 0-5-4)Max Horz1=76(LC 6)Max Uplift1=-327(LC 7), 7=-327(LC 8) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-6750/694, 2-3=-5473/594, 3-4=-5292/622, 4-5=-5295/623, 5-6=-5477/595, 6-7=-6749/694BOT CHORD 1-16=-626/5815, 15-16=-611/5727, 14-15=-627/5859, 14-30=-580/5338, 30-31=-580/5338, 31-32=-580/5338, 13-32=-580/5338, 13-33=-313/3572, 33-34=-313/3572, 34-35=-313/3572, 12-35=-313/3572, 12-36=-313/3572, 11-36=-313/3572, 11-37=-511/5340, 37-38=-511/5340, 38-39=-511/5340, 10-39=-511/5340, 9-10=-558/5858, 8-9=-543/5725, 7-8=-557/5813 WEBS 4-11=-306/2415, 6-11=-1087/185, 4-13=-305/2408, 2-13=-1089/185, 2-14=-72/787, 6-10=-71/781 NOTES-1) 2x6 SPF 2100F 1.8E bearing block 12" long at jt. 1 attached to front face with 3 rows of 10d (0.131"x3") nails spaced 3" o.c. 12 Total fasteners. User Defined Bearing crushing capacity=425psi.2) 2x6 SPF 2100F 1.8E bearing block 12" long at jt. 7 attached to front face with 3 rows of 10d (0.131"x3") nails spaced 3" o.c. 12 Total fasteners. User Defined Bearing crushing capacity=425psi.3) Wind: ASCE 7-05; 100mph; TCDL=5.0psf; BCDL=5.0psf; h=30ft; Cat. II; Exp B; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left exposed; Lumber DOL=1.60plate grip DOL=1.604) 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 1.5) TCLL: ASCE 7-05; Pf=40.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.16) Unbalanced snow loads have been considered for this design. 7) 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.8) All plates are MT20 plates unless otherwise indicated. 9) All plates are 2x4 MT20 unless otherwise indicated.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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 327 lb uplift at joint 1 and 327 lb uplift at joint 7.13) 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. 15) Use USP HJC26 (With 16d nails into Girder & 10d nails into Truss) or equivalent spaced at 17-4-12 oc max. starting at 5-6-2 from the left end to 22-10-14 to connect truss(es) J01 (1 ply 2x4SPF), CJ01 (1 ply 2x4 SPF), J01 (1 ply 2x4 SPF), CJ01 (1 ply 2x4 SPF) to back face of bottom chord. 16) Use USP JL26 (With 10d nails into Girder & NA9D nails into Truss) or equivalent spaced at 2-0-0 oc max. starting at 7-6-8 from the left end to 20-10-8 to connect truss(es) J01 (1 ply 2x4 SPF) to back face of bottom chord. 17) Fill all nail holes where hanger is in contact with lumber.18) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S)Standard1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15Uniform Loads (plf)Vert: 1-4=-110, 4-7=-110, 1-7=-20Concentrated Loads (lb)Vert: 30=-564(B) 31=-238(B) 32=-238(B) 33=-238(B) 34=-238(B) 35=-238(B) 36=-238(B) 37=-238(B) 38=-238(B) 39=-564(B) 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 15083359JR Truss T03 Truss Type Roof Special Qty 1 Ply 1 Margaret Babbot /Jennifer Ryan Job Reference (optional) 7.610 s Jan 29 2015 MiTek Industries, Inc. Tue Nov 03 13:57:56 2015 Page 1 Universal Forest Products ID:SYe7DNz?7rjmVn2g4GLL44yhhyD-weBk8coiAs52qbfCCZPi03AK20Fekl7KNrPeG1yMu39 Scale = 1:65.0 T2 T3 T4 T5 B1 W1 W2 HW1 HW2 W3 W4T1 B1B2 B3 W5 W61 2 3 4 5 6 7 8 9 10 11 17 16 15 14 13 12 18 19 20 21 4x6 6x6 6x6 2x4 8x8 4x6 4x6 4x6 3x8 3x10 MT20HS 3x4 2x4 4x8 4x10 5x6 3x4 3x10 MT20HS 3x4 2x4 31-0-0 1-2-8 1-2-8 1-4-41-4-4 9-4-78-0-3 15-7-46-2-13 17-3-121-8-8 20-7-43-3-8 22-10-122-3-8 32-0-129-2-0 33-1-81-0-12 33-5-0 0-3-8 7-2-77-2-7 14-2-87-0-1 15-7-41-4-12 20-7-45-0-0 22-7-42-0-0 27-1-94-6-5 27-10-150-9-6 33-5-05-6-1 0-6-46-9-77-7-80-6-46-9-76.00 12 Plate Offsets (X,Y)-- [1:0-1-3,0-2-15], [1:0-3-2,0-2-4], [5:0-3-0,0-3-8], [11:0-11-11,Edge], [11:0-2-2,0-2-0], [17:0-1-12,0-1-8] LOADING (psf)TCLL(Roof Snow=40.0)TCDLBCLLBCDL 40.0 15.00.010.0 SPACING-Plate Grip DOLLumber DOL Rep Stress IncrCode 2-0-01.151.15 YESIRC2009/TPI2007 CSI.TCBC WB(Matrix) 0.960.69 0.85 DEFL.Vert(LL)Vert(TL) Horz(TL)Wind(LL) in-0.25-0.69 0.160.08 (loc)11-1311-13 1115 l/defl>999>574 n/a>999 L/d240180 n/a360 PLATESMT20MT20HS Weight: 164 lb FT = 4% GRIP197/144148/108 LUMBER-TOP CHORD 2x6 SPF No.2 *Except* T4: 2x6 SPF 2100F 1.8EBOT CHORD 2x4 SPF 2100F 1.8E *Except* B2: 2x4 SPF No.2WEBS2x4 SPF No.2 or 2x4 SPF Stud *Except* W2,W3: 2x4 SPF No.2SLIDERLeft 2x6 SPF No.2 3-7-10, Right 2x6 SPF No.2 2-8-0 BRACING-TOP CHORD Structural wood sheathing directly applied, except 2-0-0 oc purlins (3-8-2 max.): 7-8.BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size)1=2153/0-3-8 (min. 0-3-6), 11=2153/(0-3-8 + bearing block) (req. 0-3-15)Max Horz1=78(LC 7)Max Uplift1=-47(LC 8), 11=-71(LC 9)Max Grav1=2153(LC 1), 11=2498(LC 19) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.TOP CHORD 1-2=-3855/649, 2-3=-3691/669, 3-18=-3477/643, 4-18=-3446/646, 4-5=-3161/675, 5-6=-2619/555, 6-19=-2614/549, 8-19=-2608/549, 8-20=-3132/593, 9-20=-3478/577, 9-21=-4203/731, 10-21=-4319/722, 10-11=-4526/708BOT CHORD 1-17=-505/3302, 16-17=-269/2481, 15-16=-269/2481, 14-15=-308/2681, 13-14=-308/2681, 12-13=-581/3893, 11-12=-581/3893 WEBS 3-17=-808/274, 5-17=-162/1054, 5-7=-154/1223, 7-15=-68/574, 8-15=-459/197, 8-13=-44/758, 9-13=-1162/290 NOTES-1) 2x4 SPF 2100F 1.8E bearing block 12" long at jt. 11 attached to front face with 2 rows of 10d (0.131"x3") nails spaced 3" o.c. 8 Total fasteners. User Defined Bearing crushing capacity=425psi.2) Wind: ASCE 7-05; 100mph; TCDL=5.0psf; BCDL=5.0psf; h=30ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical leftexposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.603) TCLL: ASCE 7-05; Pf=40.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1, Lu=50-0-04) Unbalanced snow loads have been considered for this design. 5) Provide adequate drainage to prevent water ponding.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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 47 lb uplift at joint 1 and 71 lb uplift at joint 11.10) 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. 12) 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 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 15083359JR Truss T03GR Truss Type Roof Special Girder Qty 1 Ply 1 Margaret Babbot /Jennifer Ryan Job Reference (optional) 7.610 s Jan 29 2015 MiTek Industries, Inc. Tue Nov 03 13:57:57 2015 Page 1 Universal Forest Products ID:SYe7DNz?7rjmVn2g4GLL44yhhyD-Oql6MyoKx9DvSlDOlGwxZGiVeQZ9T95UcV9BoUyMu38 Scale: 3/16"=1' T2 T3 T4 T5B1 W1 W3 W2 W6 W2 HW1 W8 B3B2 W8 W9 W4 W5 1 2 3 4 5 6 7 8 9 17 16 15 14 13 12 11 10 18 19 20 21 22 4x10 5x12 MT18HS 4x12 4x6 4x6 4x6 3x8 3x10 MT20HS 3x4 8x8 4x4 4x6 2x4 2x4 7x14 MT20HS 2x4 4x10 3x8 5x12 31-0-0 1-2-8 1-2-8 1-4-41-4-4 9-4-78-0-3 14-2-84-10-1 19-0-94-10-1 21-7-42-6-11 25-7-44-0-0 27-11-82-4-4 30-7-42-7-12 33-1-82-6-4 33-5-00-3-8 7-2-7 7-2-7 14-2-8 7-0-1 21-7-4 7-4-12 23-7-4 2-0-0 25-7-4 2-0-0 27-11-8 2-4-4 30-7-4 2-7-12 33-5-0 2-9-12 0-6-41-9-77-7-80-6-41-9-76.00 12 Plate Offsets (X,Y)-- [1:0-3-2,0-2-4], [1:0-1-3,0-2-15], [3:0-4-0,0-4-8], [4:0-5-0,Edge], [5:0-1-8,0-1-12], [6:0-4-4,0-2-8], [8:0-9-4,0-1-12], [9:0-8-0,0-0-7], [9:0-0-6,1-4-10], [11:0-2-4,0-1-8], [14:0-3-4,Edge], [15:0-2-4,0-1-8], [17:0-1-8,0-1-8] LOADING (psf)TCLL(Roof Snow=40.0)TCDLBCLLBCDL 40.0 15.00.010.0 SPACING-Plate Grip DOLLumber DOL Rep Stress IncrCode 2-0-01.151.15 NOIRC2009/TPI2007 CSI.TCBC WB(Matrix) 0.970.80 1.00 DEFL.Vert(LL)Vert(TL) Horz(TL)Wind(LL) in-0.46-0.81 0.180.12 (loc)12-1312-13 912-13 l/defl>859>492 n/a>999 L/d240180 n/a360 PLATESMT20MT20HS MT18HSWeight: 163 lb FT = 4% GRIP197/144148/108 197/144 LUMBER-TOP CHORD 2x6 SPF No.2 *Except* T3: 2x6 SPF 2100F 1.8E, T4: 2x4 SPF 2100F 1.8EBOT CHORD 2x4 SPF 2100F 1.8E *Except* B3: 2x4 DF 2850F 2.3EWEBS2x4 SPF No.2 or 2x4 SPF Stud *Except* W2,W9: 2x4 SPF No.2WEDGERight: 2x10 SP 2400F 2.0ESLIDERLeft 2x6 SPF No.2 3-7-10 BRACING-TOP CHORD Structural wood sheathing directly applied or 2-2-10 oc purlins, except 2-0-0 oc purlins (2-7-11 max.): 6-8.BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.WEBS T-Brace:2x4 SPF No.3 - 6-13Fasten (2X) T and I braces to narrow edge of web with 10d (0.131"x3") nails, 6in o.c.,with 3in minimumend distance.Brace must cover 90% of web length. REACTIONS.(lb/size)1=2092/0-3-8 (min. 0-3-5), 9=1829/0-3-8 (min. 0-3-7)Max Horz1=-77(LC 30)Max Uplift1=-54(LC 7), 9=-96(LC 33) Max Grav1=2112(LC 19), 9=2198(LC 18) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.TOP CHORD 1-2=-3790/96, 2-3=-3633/115, 3-18=-3406/98, 18-19=-3373/110, 4-19=-3225/130, 4-20=-4221/181, 20-21=-4365/157, 5-21=-4535/150, 5-6=-5856/212, 6-7=-6301/282, 7-22=-6301/282, 8-22=-6300/282, 8-9=-4052/186BOT CHORD 1-17=-112/3249, 16-17=-2/2431, 15-16=-2/2431, 14-15=-127/5220, 13-14=-127/5220, 12-13=-274/8403, 11-12=-278/8408, 10-11=-133/3457, 9-10=-136/3450WEBS3-17=-860/163, 5-15=-2343/204, 4-17=-42/1119, 4-15=-94/2415, 6-11=-2504/43, 7-11=-517/63, 8-11=-125/3274, 5-13=-55/1318, 6-13=-3419/158 NOTES-1) Wind: ASCE 7-05; 100mph; TCDL=5.0psf; BCDL=5.0psf; h=30ft; Cat. II; Exp B; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left exposed; Lumber DOL=1.60plate grip DOL=1.602) TCLL: ASCE 7-05; Pf=40.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1, Lu=50-0-03) Unbalanced snow loads have been considered for this design. 4) Provide adequate drainage to prevent water ponding.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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 54 lb uplift at joint 1 and 96 lb uplift at joint 9.9) 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. 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.12) "NAILED" indicates 3-10d (0.148"x3") or 2-12d (0.148"x3.25") toe-nails. For more details refer to MiTek's ST-TOENAIL Detail. 13) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required.14) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S)Standard1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15Uniform Loads (plf) Vert: 1-4=-110, 4-6=-110, 6-8=-110, 8-9=-110, 1-9=-20Concentrated Loads (lb)Vert: 6=106(B) 8=106(B) 12=22(B) 10=22(B) 7=106(B) 11=22(B) 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 15083359JR Truss T07 Truss Type Roof Special Qty 2 Ply 1 Margaret Babbot /Jennifer Ryan Job Reference (optional) 7.610 s Jan 29 2015 MiTek Industries, Inc. Tue Nov 03 13:57:59 2015 Page 1 Universal Forest Products ID:SYe7DNz?7rjmVn2g4GLL44yhhyD-LDttmeqbTnUdi3NnthyPehouREH7x5an3peItMyMu36 Scale = 1:61.4 T2 T3 T4 T5 B1 W1 W4 W2 HW1 HW2 W2 W3 W5 B1B2 B3 O1 1 2 3 4 5 6 7 8 14 13 12 11 10 9 15 16 17 18 19 20 6x6 6x6 5x6 4x6 4x6 4x6 3x8 3x10 MT20HS 3x4 8x8 4x4 4x8 4x6 4x6 5x6 4x6 3x12 M18SHS 31-0-0 1-2-8 1-2-8 1-4-4 1-4-4 9-4-7 8-0-3 14-2-8 4-10-1 17-3-12 3-1-4 19-0-9 1-8-13 19-7-4 0-6-11 21-7-4 2-0-0 26-7-4 5-0-0 33-1-8 6-6-4 33-5-0 0-3-8 7-2-77-2-7 14-2-87-0-1 19-7-45-4-12 21-7-42-0-0 26-7-45-0-0 33-5-06-9-12 0-6-43-9-77-7-80-6-43-9-76.00 12 Plate Offsets (X,Y)-- [1:0-3-2,0-2-4], [1:0-1-3,0-2-15], [3:0-4-0,0-4-8], [5:0-2-12,0-3-4], [8:0-2-2,0-2-0], [8:0-11-15,Edge], [12:0-2-0,0-1-12], [14:0-1-8,0-1-8] LOADING (psf)TCLL(Roof Snow=40.0)TCDLBCLLBCDL 40.0 15.00.010.0 SPACING-Plate Grip DOLLumber DOL Rep Stress IncrCode 2-0-01.151.15 YESIRC2009/TPI2007 CSI.TCBC WB(Matrix) 0.820.58 0.87 DEFL.Vert(LL)Vert(TL) Horz(TL)Wind(LL) in-0.24-0.59 0.170.09 (loc)12-1412-14 812 l/defl>999>677 n/a>999 L/d240180 n/a360 PLATESMT20MT20HS M18SHSWeight: 157 lb FT = 4% GRIP197/144148/108 197/144 LUMBER-TOP CHORD 2x6 SPF No.2 *Except* T3: 2x6 SPF 2100F 1.8EBOT CHORD 2x4 SPF 2100F 1.8EWEBS2x4 SPF No.2 or 2x4 SPF Stud *Except* W2: 2x4 SPF No.2SLIDERLeft 2x6 SPF No.2 3-7-10, Right 2x6 SPF No.2 3-3-15 BRACING-TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except 2-0-0 oc purlins (3-9-0 max.): 5-6.BOT CHORD Rigid ceiling directly applied or 9-3-0 oc bracing.WEBS T-Brace:2x4 SPF No.3 - 5-10Fasten (2X) T and I braces to narrow edge of web with 10d (0.131"x3") nails, 6in o.c.,with 3in minimumend distance.Brace must cover 90% of web length.REACTIONS.(lb/size)1=2153/0-3-8 (min. 0-3-6), 8=2153/(0-3-8 + bearing block) (req. 0-3-12)Max Horz1=-77(LC 6)Max Uplift1=-47(LC 8), 8=-71(LC 9)Max Grav1=2153(LC 1), 8=2392(LC 19) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-3875/656, 2-3=-3716/676, 3-15=-3491/648, 15-16=-3459/665, 4-16=-3297/680, 4-17=-3871/776, 17-18=-4030/758, 5-18=-4275/752, 5-19=-3399/612, 6-19=-3399/612, 6-20=-3826/629, 7-20=-3846/616, 7-8=-4093/611BOT CHORD 1-14=-512/3323, 13-14=-272/2446, 12-13=-272/2446, 11-12=-720/4777, 10-11=-720/4777, 9-10=-470/3444, 8-9=-470/3444WEBS3-14=-854/280, 5-10=-1700/307, 4-14=-162/1113, 4-12=-328/2188, 5-12=-2045/448, 6-10=-102/1094 NOTES-1) 2x4 SPF 2100F 1.8E bearing block 12" long at jt. 8 attached to front face with 2 rows of 10d (0.131"x3") nails spaced 3" o.c. 8 Total fasteners. User Defined Bearing crushing capacity= 425psi.2) Wind: ASCE 7-05; 100mph; TCDL=5.0psf; BCDL=5.0psf; h=30ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical leftexposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.603) TCLL: ASCE 7-05; Pf=40.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1, Lu=50-0-04) Unbalanced snow loads have been considered for this design. 5) Provide adequate drainage to prevent water ponding.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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 47 lb uplift at joint 1 and 71 lb uplift at joint 8.10) 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. 12) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.13) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S)Standard 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 15083359JR Truss T08 Truss Type Roof Special Qty 1 Ply 1 Margaret Babbot /Jennifer Ryan Job Reference (optional) 7.610 s Jan 29 2015 MiTek Industries, Inc. Tue Nov 03 13:58:00 2015 Page 1 Universal Forest Products ID:SYe7DNz?7rjmVn2g4GLL44yhhyD-pPRF_zrDE4cUJDyzRPUeAvK28edpgXSwITNsPoyMu35 Scale = 1:62.6 T2 T3 T4 T5 B1 W1 W3 W5 W6 W2 HW1 HW2 W2 W7 B1B2 W4 B3 1 2 3 4 5 6 7 8 9 16 15 14 13 12 11 10 17 18 19 20 21 22 4x10 6x6 6x6 4x6 4x6 4x6 3x8 3x10 MT20HS 3x4 8x8 5x6 4x6 5x10 4x8 4x10 5x6 2x4 3x12 M18SHS 31-0-0 1-2-8 1-2-8 1-4-4 1-4-4 9-4-7 8-0-3 16-2-4 6-9-13 17-3-12 1-1-8 19-0-9 1-8-13 21-7-4 2-6-11 23-7-4 2-0-0 28-7-4 5-0-0 33-1-8 4-6-4 33-5-0 0-3-8 7-2-7 7-2-7 14-2-8 7-0-1 21-7-4 7-4-12 23-7-4 2-0-0 28-7-4 5-0-0 33-5-0 4-9-12 0-6-42-9-77-7-80-6-42-9-76.00 12 Plate Offsets (X,Y)-- [1:0-3-2,0-2-4], [1:0-1-3,0-2-15], [3:0-4-0,0-4-8], [4:0-5-0,Edge], [5:0-2-0,0-2-0], [6:0-3-0,0-4-4], [7:0-4-0,0-3-0], [9:0-2-2,0-2-0], [9:0-11-15,Edge], [12:0-3-8,0-1-8], [14:0-2-4,0-1-8], [16:0-1-8,0-1-8] LOADING (psf)TCLL(Roof Snow=40.0)TCDLBCLLBCDL 40.0 15.00.010.0 SPACING-Plate Grip DOLLumber DOL Rep Stress IncrCode 2-0-01.151.15 YESIRC2009/TPI2007 CSI.TCBC WB(Matrix) 0.890.61 0.96 DEFL.Vert(LL)Vert(TL) Horz(TL)Wind(LL) in-0.34-0.69 0.170.12 (loc)12-1414-16 912-14 l/defl>999>573 n/a>999 L/d240180 n/a360 PLATESMT20MT20HS M18SHSWeight: 160 lb FT = 4% GRIP197/144148/108 197/144 LUMBER-TOP CHORD 2x6 SPF No.2BOT CHORD 2x4 SPF 2100F 1.8EWEBS2x4 SPF No.2 or 2x4 SPF Stud *Except* W6,W2: 2x4 SPF No.2SLIDERLeft 2x6 SPF No.2 3-7-10, Right 2x6 SPF No.2 2-2-8 BRACING-TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins, except 2-0-0 oc purlins (2-3-2 max.): 6-7.BOT CHORD Rigid ceiling directly applied or 9-1-10 oc bracing. REACTIONS.(lb/size)1=2153/0-3-8 (min. 0-3-6), 9=2153/(0-3-8 + bearing block) (req. 0-3-11)Max Horz1=-77(LC 6)Max Uplift1=-47(LC 8), 9=-71(LC 9)Max Grav1=2153(LC 1), 9=2357(LC 19) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.TOP CHORD 1-2=-3877/658, 2-3=-3719/679, 3-17=-3493/650, 17-18=-3460/664, 4-18=-3312/682, 4-19=-4190/800, 19-20=-4218/783, 5-20=-4501/770, 5-6=-6602/1107, 6-21=-6149/1027, 7-21=-6149/1027, 7-8=-4066/663, 8-22=-4196/649, 9-22=-4300/648BOT CHORD 1-16=-515/3326, 15-16=-273/2441, 14-15=-273/2441, 13-14=-738/5070, 12-13=-738/5070, 11-12=-527/3663, 10-11=-524/3671, 9-10=-524/3671WEBS3-16=-862/283, 5-14=-2253/455, 6-12=-3077/526, 7-12=-439/2757, 4-16=-162/1120, 4-14=-355/2407, 5-12=-331/2209 NOTES-1) 2x4 SPF 2100F 1.8E bearing block 12" long at jt. 9 attached to front face with 2 rows of 10d (0.131"x3") nails spaced 3" o.c. 8 Total fasteners. User Defined Bearing crushing capacity= 425psi.2) Wind: ASCE 7-05; 100mph; TCDL=5.0psf; BCDL=5.0psf; h=30ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS forreactions shown; Lumber DOL=1.60 plate grip DOL=1.603) TCLL: ASCE 7-05; Pf=40.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1, Lu=50-0-04) Unbalanced snow loads have been considered for this design. 5) Provide adequate drainage to prevent water ponding.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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 47 lb uplift at joint 1 and 71 lb uplift at joint 9.10) 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. 12) 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 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 15083359JR Truss T09 Truss Type Common Qty 1 Ply 1 Margaret Babbot /Jennifer Ryan Job Reference (optional) 7.610 s Jan 29 2015 MiTek Industries, Inc. Tue Nov 03 13:58:01 2015 Page 1 Universal Forest Products ID:SYe7DNz?7rjmVn2g4GLL44yhhyD-Hb?dBJsr_OkKxNX9_6?tj6tDP1uvP8M4X77PxFyMu34 Scale = 1:51.3 T2 T3 B1 W1 W2 W2 W1 HW1 HW2 T1 B2 1 1618 2 3 4 5 6 12 7 15 17 19 10 9 8 13 11 14 20 21 5x6 4x6 4x10 4x6 3x4 3x4 2x4 3x4 2x4 5x6 10x12 26-0-0 1-2-8 1-4-41-4-4 10-0-148-8-10 18-4-28-3-4 26-11-08-6-14 27-2-80-3-8 7-2-7 7-2-7 14-2-8 7-0-1 21-2-9 7-0-1 27-2-8 5-11-15 0-6-47-7-81-1-86.00 12 Plate Offsets (X,Y)-- [1:0-0-2,Edge], [1:0-1-2,Edge], [4:0-4-0,0-2-0], [7:0-6-14,0-0-5] LOADING (psf)TCLL(Roof Snow=40.0)TCDLBCLLBCDL 40.0 15.00.010.0 SPACING-Plate Grip DOLLumber DOL Rep Stress IncrCode 2-0-01.151.15 YESIRC2009/TPI2007 CSI.TCBC WB(Matrix-M) 0.860.94 0.28 DEFL.Vert(LL)Vert(TL) Horz(TL)Wind(LL) in-0.18-0.41 0.110.06 (loc)8-108-10 78-10 l/defl>999>799 n/a>999 L/d240180 n/a360 PLATESMT20 Weight: 123 lb FT = 4% GRIP197/144 LUMBER-TOP CHORD 2x6 SPF No.2BOT CHORD 2x4 SPF No.2WEBS2x4 SPF No.2 *Except* W1: 2x4 SPF No.2 or 2x4 SPF StudWEDGELeft: 2x8 SP No.1SLIDERRight 2x6 SPF No.2 2-6-0 BRACING-TOP CHORD Structural wood sheathing directly applied or 2-2-1 oc purlins.BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. REACTIONS.(lb/size)7=1686/0-3-8 (min. 0-2-10), 1=1851/0-3-8 (min. 0-2-14)Max Horz1=80(LC 7)Max Uplift7=-44(LC 9), 1=-51(LC 8) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 16-18=-544/56, 2-18=-2554/480, 2-3=-2161/438, 3-20=-2092/440, 4-20=-2037/462, 4-21=-2056/465, 5-21=-2218/441, 5-6=-2518/483, 6-12=-298/0, 7-12=-359/0BOT CHORD 17-19=-191/847, 10-19=-343/2099, 9-10=-155/1552, 8-9=-155/1552, 8-13=-346/2124, 11-13=-247/1035WEBS2-10=-545/221, 4-10=-94/639, 4-8=-99/682, 5-8=-569/223, 7-11=-498/0, 13-14=-37/337, 7-14=0/412, 11-14=-1508/331, 6-14=-2580/541, 16-17=-509/33, 18-19=-885/279, 17-18=-1379/243, 16-19=-172/1136 NOTES-1) Wind: ASCE 7-05; 100mph; TCDL=5.0psf; BCDL=5.0psf; h=30ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical leftexposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=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) 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.5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 44 lb uplift at joint 7 and 51 lb uplift at joint 1.7) 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 1.8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S)Standard 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 15083359JR Truss T10 Truss Type Common Qty 2 Ply 1 Margaret Babbot /Jennifer Ryan Job Reference (optional) 7.610 s Jan 29 2015 MiTek Industries, Inc. Tue Nov 03 13:58:02 2015 Page 1 Universal Forest Products ID:SYe7DNz?7rjmVn2g4GLL44yhhyD-loY?PfsTlisBZW6LYpW7GKQOnRLw8czDmnsyThyMu33 Scale = 1:52.0 T2 T2 B1 W2 W1 W2 W1HW1 HW1 T1 T1 B2 1 14 16 2 3 4 5 6 7 8 22 20 9 13 15 17 12 11 10 23 21 1918 24 5x6 4x6 5x6 4x10 4x8 3x4 3x6 3x4 2x4 3x4 2x4 4x10 4x8 3x4 26-0-0 1-2-8 1-2-8 1-4-41-4-4 10-0-138-8-9 18-4-38-3-6 27-0-128-8-9 28-1-81-0-12 28-5-0 0-3-8 7-2-77-2-7 14-2-87-0-1 21-2-97-0-1 28-5-07-2-7 0-6-47-7-80-6-46.00 12 Plate Offsets (X,Y)-- [1:0-3-8,Edge], [5:0-4-0,0-2-0], [9:0-3-8,Edge] LOADING (psf)TCLL(Roof Snow=40.0)TCDLBCLLBCDL 40.0 15.00.010.0 SPACING-Plate Grip DOLLumber DOL Rep Stress IncrCode 2-0-01.151.15 YESIRC2009/TPI2007 CSI.TCBC WB(Matrix-M) 0.880.51 0.25 DEFL.Vert(LL)Vert(TL) Horz(TL)Wind(LL) in-0.18-0.39 0.080.06 (loc)10-1210-12 910-12 l/defl>999>884 n/a>999 L/d240180 n/a360 PLATESMT20 Weight: 128 lb FT = 4% GRIP197/144 LUMBER-TOP CHORD 2x6 SPF No.2BOT CHORD 2x4 SPF 2100F 1.8EWEBS2x4 SPF No.2 *Except* W1: 2x4 SPF No.2 or 2x4 SPF StudSLIDERLeft 2x6 SPF No.2 2-7-0, Right 2x6 SPF No.2 2-7-0 BRACING-TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins.BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size)1=1847/0-3-8 (min. 0-2-14), 9=1847/0-3-8 (min. 0-2-14)Max Horz1=75(LC 7)Max Uplift1=-52(LC 8), 9=-52(LC 9) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.TOP CHORD 1-14=-48/333, 14-16=-153/278, 2-16=-132/424, 2-3=-2446/470, 3-4=-2101/429, 4-5=-1979/453, 5-6=-1979/453, 6-7=-2101/429, 7-8=-2446/470, 8-22=-132/424, 20-22=-153/278, 9-20=-48/333 BOT CHORD 13-15=-355/60, 15-17=-307/2022, 12-17=-307/2022, 11-12=-123/1513, 10-11=-123/1513, 10-23=-307/2022, 21-23=-307/2022, 19-21=-355/60WEBS5-10=-90/622, 7-10=-521/217, 5-12=-90/622, 3-12=-521/217, 14-15=-353/0, 13-14=-381/55, 1-15=-68/473, 17-18=0/696, 14-18=0/262, 15-18=-2442/341, 2-18=-3038/614, 20-21=-353/0, 19-20=-381/55, 9-21=-68/473, 23-24=0/696, 20-24=0/262, 21-24=-2442/341, 8-24=-3038/614 NOTES-1) Wind: ASCE 7-05; 100mph; TCDL=5.0psf; BCDL=5.0psf; h=30ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS forreactions shown; Lumber DOL=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) 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.5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 52 lb uplift at joint 1 and 52 lb uplift at joint 9.7) 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 1.8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S)Standard 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.