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NUWAY STATE ST TRUSSES712 =3x4 =2x4 =3x4 =4x4 =5x8 =5x12 =3x8 =4x4 8 7 14 15 6 1 2 12 3 4 13 5 T2 T1 W6 B1 B2W1 W3 W4 W5 W2 18-00-00 1-02-12 1-02-12 5-09-04 7-00-00 6-04-08 13-04-08 5-07-08 19-00-00 2-12 1-02-12 1-00-00 1-00-00 8-05-04 9-08-00 9-04-00 19-00-0011-07-066-0611-07-06Scale = 1:82.3 Loading (psf)Spacing 2-00-00 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.84 Vert(LL)-0.36 6-7 >596 240 MT20 197/144 (Roof Snow = 35.0)Lumber DOL 1.15 BC 0.80 Vert(CT)-0.55 6-7 >383 180 TCDL 15.0 Rep Stress Incr YES WB 0.91 Horz(CT)0.02 6 n/a n/a BCLL 0.0 *Code IRC2015/TPI2014 Matrix-MS BCDL 10.0 Weight: 94 lb FT = 20% LUMBER TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 4-4-9 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 5-6, 4-6 REACTIONS (size)6=3-08, (min. 2-00), 8=5-08, (min. 2-00) Max Horiz 8=341 (LC 11) Max Uplift 6=-156 (LC 12), 8=-57 (LC 12) Max Grav 6=1288 (LC 18), 8=1255 (LC 18) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-12=-436/69, 3-12=-296/89, 3-4=-1131/131, 4-13=-262/104, 5-6=-353/60 BOT CHORD 1-8=-26/256, 7-8=-155/1074, 7-14=-113/627, 14-15=-113/627, 6-15=-113/627 WEBS 2-8=-543/181, 3-7=-408/173, 4-7=-62/670, 4-6=-1052/203, 3-8=-1049/72 NOTES 1)Wind: ASCE 7-10; Vult=117mph (3-second gust) Vasd=92mph; TCDL=5.0psf; BCDL=5.0psf; h=24ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) exterior zone and C-C Exterior (2) 0-0-0 to 3-0-0, Interior (1) 3-0-0 to 15-10-4, Exterior (2) 15-10-4 to 18-10-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL: ASCE 7-10; Pf=35.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 6)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 156 lb uplift at joint 6 and 57 lb uplift at joint 8. 7)This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply 43 Summer St Northampton, MA M04 Monopitch 44 123110795JR Job Reference (optional) UFP Site Built, LLC, UFP SE Engineering Run: 8.62 S Sep 22 2022 Print: 8.620 S Sep 22 2022 MiTek Industries, Inc. Wed Feb 07 08:40:46 Page: 1 ID:AYhASYYWT4ev2ASVs1ohu6yJ0C0-K?hpY?2i9Sm64BQzrceJ_aiEqZPivo6AqncXmhznbUV 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 UFPI plant. 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, erection and bracing available from SBCA and Truss Plate Institute. 02/07/2024 712 =3x4 =3x4 =4x6 =4x6 =4x4212019181716151413 12 1 2 3 4 5 6 78 9 10 11 T2 T1 W1 B1 B2 ST8 ST7 ST6 ST5 ST4 ST3 ST2 ST1 18-00-00 19-00-00 19-00-0011-07-066-0611-07-06Scale = 1:70.6 Loading (psf)Spacing 2-00-00 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.61 Vert(LL)n/a -n/a 999 MT20 197/144 (Roof Snow = 35.0)Lumber DOL 1.15 BC 0.60 Vert(TL)n/a -n/a 999 TCDL 15.0 Rep Stress Incr YES WB 0.26 Horiz(TL)0.00 12 n/a n/a BCLL 0.0 *Code IRC2015/TPI2014 Matrix-MS BCDL 10.0 Weight: 113 lb FT = 20% LUMBER TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 OTHERS 2x4 SPF No.2 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. WEBS 1 Row at midpt 11-12 WEBS T-Brace:2x4 SPF No.2 - 10-13, 9-14 Fasten (2X) T and I braces to narrow edge of web with 10d (0.131"x3") nails, 6in o.c.,with 3in minimum end distance. Brace must cover 90% of web length. REACTIONS All bearings 18-00-00. (lb) -Max Horiz 21=341 (LC 11) Max Uplift All uplift 100 (lb) or less at joint(s) 12, 13, 14, 15, 16, 18, 21 except 20=-406 (LC 9) Max Grav All reactions 250 (lb) or less at joint (s) 12, 16, 18, 20 except 13=372 (LC 18), 14=340 (LC 18), 15=282 (LC 18), 19=340 (LC 1), 21=913 (LC 22) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-258/217, 2-3=-335/183 BOT CHORD 1-21=-165/264 WEBS 10-13=-320/77, 9-14=-302/84, 2-21=-491/21 NOTES 1)Wind: ASCE 7-10; Vult=117mph (3-second gust) Vasd=92mph; TCDL=5.0psf; BCDL=5.0psf; h=24ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) 0-0-0 to 3-0-0, Exterior (2) 3-0-0 to 15-10-4, Corner (3) 15-10-4 to 18-10-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3)TCLL: ASCE 7-10; Pf=35.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 4)Unbalanced snow loads have been considered for this design. 5)All plates are 2x4 MT20 unless otherwise indicated. 6)Gable studs spaced at 2-0-0 oc. 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 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 9)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 12, 13, 14, 15, 16, 18, 21 except (jt=lb) 20=405. 10)Non Standard bearing condition. Review required. 11)This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 12)Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply 43 Summer St Northampton, MA M04GE Monopitch Supported Gable 2 123110795JR Job Reference (optional) UFP Site Built, LLC, UFP SE Engineering Run: 8.62 S Sep 22 2022 Print: 8.620 S Sep 22 2022 MiTek Industries, Inc. Wed Feb 07 08:40:46 Page: 1 ID:?F5IsD1c2NhErKWBCQW3WYyJ0BO-K?hpY?2i9Sm64BQzrceJ_aiIOZSxvyGAqncXmhznbUV 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 UFPI plant. 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, erection and bracing available from SBCA and Truss Plate Institute. 02/07/2024 712 =4x4 =3x8 =3x4 =4x6 =5x6 =5x10 =M18AHS 5x12 =3x8 =3x4 12 11 28 10 9 29 8 7 1 2 25 3 26 427 65 T2 T1 T3 W6 B1 B2 W1 W2 W3 W5W4 HW1 ST5 ST6 ST4 ST2 ST3 ST1 ST7 ST8 18-00-00 1-02-12 1-02-12 1-09-07 15-01-15 5-09-04 7-00-00 6-04-08 13-04-08 3-10-01 19-00-00 2-12 1-02-12 1-00-00 1-00-00 8-05-04 9-08-00 9-04-00 19-00-009-04-086-069-02-121-129-02-129-02-121-129-04-08Scale = 1:71.7 Loading (psf)Spacing 2-00-00 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.93 Vert(LL)-0.09 11-12 >999 240 MT20 197/144 (Roof Snow = 35.0)Lumber DOL 1.15 BC 0.58 Vert(CT)-0.20 11-12 >728 180 M18AHS 142/136 TCDL 15.0 Rep Stress Incr YES WB 0.66 Horz(CT)0.03 7 n/a n/a BCLL 0.0 *Code IRC2015/TPI2014 Matrix-MS BCDL 10.0 Weight: 131 lb FT = 20% LUMBER TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 OTHERS 2x4 SPF No.2 WEDGE Left: 2x4 SPF No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 5-6. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 6-7 WEBS T-Brace:2x4 SPF No.2 - 3-12, 4-7 Fasten (2X) T and I braces to narrow edge of web with 10d (0.131"x3") nails, 6in o.c.,with 3in minimum end distance. Brace must cover 90% of web length. REACTIONS All bearings 6-05-08. except 12=5-08 (lb) -Max Horiz 12=271 (LC 11) Max Uplift All uplift 100 (lb) or less at joint(s) 8, 10, 12 except 7=-179 (LC 9) Max Grav All reactions 250 (lb) or less at joint (s) 8, 9, 10 except 7=1122 (LC 27), 12=1671 (LC 27) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-346/10, 2-25=-705/58, 3-25=-334/77, 3-26=-1460/132, 4-26=-1132/145, 6-7=-376/52 BOT CHORD 1-12=0/424, 11-12=-163/1433, 11-28=-128/722, 10-28=-128/722, 9-10=-128/722, 9-29=-128/722, 8-29=-128/722, 7-8=-128/722 WEBS 2-12=-873/228, 3-12=-1260/94, 3-11=-719/178, 4-7=-1231/156, 4-11=-80/774 NOTES 1)Wind: ASCE 7-10; Vult=117mph (3-second gust) Vasd=92mph; TCDL=5.0psf; BCDL=5.0psf; h=24ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) exterior zone and C-C Exterior (2) 0-0-0 to 3-0-0, Interior (1) 3-0-0 to 10-11-0, Exterior (2) 10-11-0 to 18-10-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3)TCLL: ASCE 7-10; Pf=35.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 4)Unbalanced snow loads have been considered for this design. 5)Provide adequate drainage to prevent water ponding. 6)All plates are MT20 plates unless otherwise indicated. 7)All plates are 2x4 MT20 unless otherwise indicated. 8)Gable studs spaced at 2-0-0 oc. 9)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 11)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 12, 8 except (jt=lb) 7=178. 12)This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 13)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 14)Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply 43 Summer St Northampton, MA MH02GE Half Hip Structural Gable 2 123110795JR Job Reference (optional) UFP Site Built, LLC, UFP SE Engineering Run: 8.62 S Sep 22 2022 Print: 8.620 S Sep 22 2022 MiTek Industries, Inc. Wed Feb 07 08:40:46 Page: 1 ID:FBUPzM?jT2jUO9YBB_2_WKyJ0Gb-sp7RKf14O8eFS1rmHv74SNA2i96vAPi1c7szDFznbUW 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 UFPI plant. 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, erection and bracing available from SBCA and Truss Plate Institute. 02/07/2024 712 =3x4 =2x4 =3x4 =4x6 =6x6 =5x10 =6x8 =4x4 =3x8 =3x415161098 7 1 2 14 3 4 65 T2 T1 T3 W8 B1 B2 W1 W2 W4 W3 W5 W6 W7 HW1 18-00-00 1-02-12 1-02-12 3-09-07 17-01-15 5-09-04 7-00-00 6-04-08 13-04-08 1-10-01 19-00-00 2-12 1-02-12 1-00-00 1-00-00 1-11-13 19-00-00 7-04-03 17-00-03 8-05-04 9-08-0010-06-086-0610-04-121-1210-04-1210-04-121-1210-06-08Scale = 1:76.9 Loading (psf)Spacing 2-00-00 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.92 Vert(LL)-0.14 8-9 >999 240 MT20 197/144 (Roof Snow = 35.0)Lumber DOL 1.15 BC 0.57 Vert(CT)-0.20 8-9 >999 180 TCDL 15.0 Rep Stress Incr YES WB 0.57 Horz(CT)0.03 7 n/a n/a BCLL 0.0 *Code IRC2015/TPI2014 Matrix-MS BCDL 10.0 Weight: 114 lb FT = 20% LUMBER TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 OTHERS 2x4 SPF No.2(flat) WEDGE Left: 2x4 SPF No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 5-6. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 6-7 WEBS T-Brace:2x4 SPF No.2 - 3-10, 4-8, 5-8 Fasten (2X) T and I braces to narrow edge of web with 10d (0.131"x3") nails, 6in o.c.,with 3in minimum end distance. Brace must cover 90% of web length. REACTIONS (size)7=3-08, (min. 2-03), 10=5-08, (min. 2-09) Max Horiz 10=306 (LC 11) Max Uplift 7=-124 (LC 12), 10=-66 (LC 12) Max Grav 7=1405 (LC 27), 10=1634 (LC 27) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-284/41, 2-14=-557/66, 3-4=-1569/130, 4-5=-504/147, 5-6=-290/148, 6-7=-1395/158 BOT CHORD 1-10=-14/340, 9-10=-153/1511, 9-15=-104/804, 15-16=-104/804, 8-16=-104/804 WEBS 2-10=-639/181, 3-10=-1463/64, 4-9=-66/808, 3-9=-686/173, 4-8=-1272/196, 6-8=-106/1374 NOTES 1)Wind: ASCE 7-10; Vult=117mph (3-second gust) Vasd=92mph; TCDL=5.0psf; BCDL=5.0psf; h=24ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) exterior zone and C-C Exterior (2) 0-0-0 to 3-0-0, Interior (1) 3-0-0 to 12-11-0, Exterior (2) 12-11-0 to 18-10-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL: ASCE 7-10; Pf=35.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)Provide adequate drainage to prevent water ponding. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 124 lb uplift at joint 7 and 66 lb uplift at joint 10. 8)This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 9)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 10)Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply 43 Summer St Northampton, MA MH03 Half Hip 2 123110795JR Job Reference (optional) UFP Site Built, LLC, UFP SE Engineering Run: 8.62 S Sep 22 2022 Print: 8.620 S Sep 22 2022 MiTek Industries, Inc. Wed Feb 07 08:40:46 Page: 1 ID:9OTmv2vCVIVCkH3NuTMoNRyJ0E8-K?hpY?2i9Sm64BQzrceJ_aiDZZTKvuSAqncXmhznbUV 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 UFPI plant. 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, erection and bracing available from SBCA and Truss Plate Institute. 02/07/2024 712 =3x4 =2x4 =2x4 =2x4 =4x4 =2x4 =2x4 =3x4 8 7 6 1 5 2 4 2015 16 191718 3 T1 T1 B1 W2 W1 W1HW1HW1 12-00-00 5-05-12 5-05-12 1-02-12 1-02-12 1-02-12 14-00-00 5-09-04 7-00-00 5-09-04 12-09-04 2-12 1-02-12 2-12 13-00-00 1-00-00 14-00-00 1-00-00 1-00-00 5-09-04 7-00-00 5-09-04 12-09-046-068-078-074-07-06Scale = 1:49.5 Loading (psf)Spacing 2-00-00 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.65 Vert(LL)-0.04 7 >999 240 MT20 197/144 (Roof Snow = 35.0)Lumber DOL 1.15 BC 0.44 Vert(CT)-0.08 7 >999 180 TCDL 15.0 Rep Stress Incr YES WB 0.09 Horz(CT)0.01 6 n/a n/a BCLL 0.0 *Code IRC2015/TPI2014 Matrix-MS BCDL 10.0 Weight: 42 lb FT = 20% LUMBER TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 WEDGE Left: 2x4 SPF No.2 Right: 2x4 SPF No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (size)6=5-08, (min. 1-08), 8=5-08, (min. 1-08) Max Horiz 8=82 (LC 9) Max Uplift 6=-50 (LC 13), 8=-50 (LC 12) Max Grav 6=840 (LC 1), 8=840 (LC 1) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-394/41, 2-15=-706/55, 15-16=-566/60, 16-17=-546/61, 3-17=-539/75, 3-18=-539/75, 18-19=-546/61, 19-20=-566/60, 4-20=-706/55, 4-5=-394/0 BOT CHORD 1-8=-38/465, 7-8=-5/465, 6-7=-5/465, 5-6=-5/465 WEBS 2-8=-745/195, 4-6=-745/195 NOTES 1)Wind: ASCE 7-10; Vult=117mph (3-second gust) Vasd=92mph; TCDL=5.0psf; BCDL=5.0psf; h=24ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) exterior zone and C-C Exterior (2) 0-0-0 to 3-0-0, Interior (1) 3-0-0 to 4-0-0, Exterior (2) 4-0-0 to 10-0-0, Interior (1) 10-0-0 to 11-0-0, Exterior (2) 11-0-0 to 14-0-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL: ASCE 7-10; Pf=35.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 50 lb uplift at joint 8 and 50 lb uplift at joint 6. 7)This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply 43 Summer St Northampton, MA T01 Common 2 123110795JR Job Reference (optional) UFP Site Built, LLC, UFP SE Engineering Run: 8.62 S Sep 22 2022 Print: 8.620 S Sep 22 2022 MiTek Industries, Inc. Wed Feb 07 08:40:46 Page: 1 ID:U6xX8?UNM9RRMhL7kAH7pTyJ0HF-sp7RKf14O8eFS1rmHv74SNA6?997AYa1c7szDFznbUW 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 UFPI plant. 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, erection and bracing available from SBCA and Truss Plate Institute. 02/07/2024 712 =3x4 =4x4 =3x412111098 1 7 62 19 20 3 5 4 T1 T1 B1 ST3 ST2 ST1 ST2 ST1 7-00-00 7-00-00 7-00-00 14-00-00 1-00-00 1-00-00 13-00-00 14-00-006-064-07-06Scale = 1:38.3 Loading (psf)Spacing 2-00-00 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.28 Vert(LL)n/a -n/a 999 MT20 197/144 (Roof Snow = 35.0)Lumber DOL 1.15 BC 0.20 Vert(TL)n/a -n/a 999 TCDL 15.0 Rep Stress Incr YES WB 0.14 Horiz(TL)0.00 8 n/a n/a BCLL 0.0 *Code IRC2015/TPI2014 Matrix-MS BCDL 10.0 Weight: 50 lb FT = 20% LUMBER TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 OTHERS 2x4 SPF No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 10-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS All bearings 12-00-00. (lb) -Max Horiz 12=82 (LC 9) Max Uplift All uplift 100 (lb) or less at joint(s) 8, 9, 11, 12 Max Grav All reactions 250 (lb) or less at joint (s) 9, 11 except 8=494 (LC 19), 10=488 (LC 1), 12=494 (LC 18) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-39/322, 3-19=0/272, 3-4=0/284, 4-5=0/284, 5-20=0/272, 6-7=-33/322 WEBS 4-10=-427/0, 2-12=-333/85, 6-8=-333/85 NOTES 1)Wind: ASCE 7-10; Vult=117mph (3-second gust) Vasd=92mph; TCDL=5.0psf; BCDL=5.0psf; h=24ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) 0-0-0 to 3-0-0, Exterior (2) 3-0-0 to 4-0-0, Corner (3) 4-0-0 to 10-0-0, Exterior (2) 10-0-0 to 11-0-0, Corner (3) 11-0-0 to 14-0-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3)TCLL: ASCE 7-10; Pf=35.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 4)Unbalanced snow loads have been considered for this design. 5)All plates are 2x4 MT20 unless otherwise indicated. 6)Gable studs spaced at 2-0-0 oc. 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 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 9)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 11, 12, 9, 8. 10)Non Standard bearing condition. Review required. 11)This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply 43 Summer St Northampton, MA T01GE Common Supported Gable 2 123110795JR Job Reference (optional) UFP Site Built, LLC, UFP SE Engineering Run: 8.62 S Sep 22 2022 Print: 8.620 S Sep 22 2022 MiTek Industries, Inc. Wed Feb 07 08:40:46 Page: 1 ID:YGtdsxtSq_TvCcnGcuse6DyJ0Gl-sp7RKf14O8eFS1rmHv74SNACu9CsAXr1c7szDFznbUW 02/07/2024