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HomeMy WebLinkAboutI38554325.26_Copper_Run16023 Swingley Ridge Rd Chesterfield, MO 63017 314-434-1200 MiTek USA, Inc. Re: The truss drawing(s) referenced below have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by ProBuild (CarterLee Bldg Components). September 17,2019 Liu, Xuegang Pages or sheets covered by this seal: I38554325 thru I38554350 My license renewal date for the state of Indiana is July 31, 2020. 26_Copper_Run 26 Copper Run IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s) identified and that the designs comply with ANSI/TPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTek or TRENCO. Any project specific information included is for MiTek's or TRENCO's customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek or TRENCO has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSI/TPI 1, Chapter 2. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 26_Copper_Run Truss GE01 Truss Type GABLE Qty 1 Ply 1 26 Copper Run Job Reference (optional) I38554325 8.240 s Jul 14 2019 MiTek Industries, Inc. Tue Sep 17 09:55:02 2019 Page 1 ProBuild (Carter-Lee), Mooresville, IN - 46158, ID:nEl5?ozA267pTqC_RWMMZqzIEoF-1mW7HuO7oGdqgcrDFyBgcZ4sUer84oGcwqD_7mycm6t Scale = 1:71.3 Sheet Front Full Sheathing 1 Ply 7/16OSB8 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 67 66 65 64 63 62 61 60 59 58 57 56 55 54 53 5251 50 49 48 47 46 45 44 43 42 41 40 39 38 37 68 69 3x6 3x6 3x6 5x6 3x6 5x6 3x4 3x6 3x6 5x6 5x6 37-11-0 37-11-0 -1-0-0 1-0-0 10-7-0 10-7-0 27-4-0 16-9-0 37-11-0 10-7-0 38-11-0 1-0-0 1-5-012-0-01-5-012-0-012.00 12 Plate Offsets (X,Y)-- [12:0-2-8,Edge], [26:0-4-4,0-1-12], [33:0-3-0,Edge], [33:0-0-0,0-1-12], [34:0-1-12,0-0-0], [49:0-3-0,0-3-0] LOADING (psf) TCLL (roof) Snow (Pf/Pg) TCDL BCLL BCDL 20.0 20.8/30.0 10.0 0.0 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI. TC BC WB Matrix-R 0.55 0.26 0.24 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.01 -0.01 0.01 (loc) 36 36 37 l/defl n/r n/r n/a L/d 180 120 n/a PLATES MT20 Weight: 1039 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF-S Stud OTHERS 2x4 SPF No.2 *Except* 10-60,9-61,8-62,7-63,6-64,5-65,3-66,28-43,29-42,30-41,31-40,32-39 ,34-38: 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 12-26. BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 26-45, 25-46, 24-47, 22-48, 21-49, 20-50, 19-51, 18-52, 17-53, 16-55, 15-56, 14-57, 13-58, 11-59, 10-60, 9-61, 27-44, 28-43 REACTIONS.All bearings 37-11-0. (lb) - Max Horz 67=-342(LC 7) Max Uplift All uplift 100 lb or less at joint(s) 46, 47, 48, 49, 50, 51, 52, 53, 55, 56, 57, 59, 60, 61, 62, 63, 64, 65, 44, 43, 42, 41, 40, 39 except 67=-608(LC 7), 37=-244(LC 8), 66=-610(LC 8), 38=-298(LC 7) Max Grav All reactions 250 lb or less at joint(s) 45, 46, 47, 48, 49, 50, 51, 52, 53, 55, 56, 57, 58, 59, 60, 61, 62, 63, 64, 65, 44, 43, 42, 41, 40, 39, 38 except 67=766(LC 8), 37=347(LC 7), 66=467(LC 7) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-67=-409/359, 2-3=-451/382, 3-5=-274/261, 8-9=-56/295, 9-10=-57/354, 10-11=-56/431, 11-12=-46/354, 12-13=-3/346, 13-14=-3/346, 14-15=-3/346, 15-16=-3/346, 16-17=-3/346, 17-18=-3/346, 18-19=-3/346, 19-20=-3/346, 20-21=-3/346, 21-22=-4/346, 22-24=-4/346, 24-25=-4/346, 25-26=-6/346, 26-27=-61/433, 27-28=-54/386, 28-29=-57/304, 34-35=-267/210 NOTES-(15-16) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=26ft; Cat. II; Exp C; Enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 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. 4) TCLL: ASCE 7-05; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pg=30.0 psf (ground snow); Pf=20.8 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp C; Fully Exp.; Ct=1.10, Lu=50-0-0 5) Unbalanced snow loads have been considered for this design. 6) This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 20.8 psf on overhangs non-concurrent with other live loads. 7) Provide adequate drainage to prevent water ponding. 8) All plates are 2x4 MT20 unless otherwise indicated. 9) Gable requires continuous bottom chord bearing. 10) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 11) Gable studs spaced at 1-4-0 oc. 12) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Continued on page 2 September 17,2019 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 26_Copper_Run Truss GE01 Truss Type GABLE Qty 1 Ply 1 26 Copper Run Job Reference (optional) I38554325 8.240 s Jul 14 2019 MiTek Industries, Inc. Tue Sep 17 09:55:03 2019 Page 2 ProBuild (Carter-Lee), Mooresville, IN - 46158, ID:nEl5?ozA267pTqC_RWMMZqzIEoF-Wy4VVEPmZZlgHmQPpgiv9md1E2BNpFWm9UyYgDycm6s NOTES-(15-16) 13) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 46, 47, 48, 49, 50, 51, 52, 53, 55, 56, 57, 59, 60, 61, 62, 63, 64, 65, 44, 43, 42, 41, 40, 39 except (jt=lb) 67=608, 37=244, 66=610, 38=298. 14) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 15) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 16) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 26_Copper_Run Truss GE02 Truss Type GABLE Qty 1 Ply 1 26 Copper Run Job Reference (optional) I38554326 8.240 s Jul 14 2019 MiTek Industries, Inc. Tue Sep 17 09:55:10 2019 Page 1 ProBuild (Carter-Lee), Mooresville, IN - 46158, ID:nEl5?ozA267pTqC_RWMMZqzIEoF-oI?8zdU9wjdhdrSljeKYxEPElsb6yOpom49PPJycm6l Scale = 1:71.4 Sheet Front Full Sheathing 1 Ply 7/16OSB8 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 64 63 62 61 60 59 58 57 56 55 54 53 52 51 50 49 48 4746 45 44 43 42 41 40 39 38 37 36 35 34 65 66 67 68 3x6 3x6 3x6 4x6 4x6 3x6 3x6 3x6 5x6 5x6 37-11-0 37-11-0 -1-0-0 1-0-0 10-7-0 10-7-0 27-4-0 16-9-0 37-11-0 10-7-0 1-5-012-0-01-5-012-0-012.00 12 Plate Offsets (X,Y)-- [11:0-2-8,Edge], [22:0-3-0,0-3-0], [25:0-2-8,Edge], [34:Edge,0-2-8], [46:0-0-0,0-1-12], [47:0-2-12,0-0-4], [47:0-1-12,0-0-0] LOADING (psf) TCLL (roof) Snow (Pf/Pg) TCDL BCLL BCDL 20.0 20.8/30.0 10.0 0.0 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI. TC BC WB Matrix-R 0.53 0.25 0.27 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.00 -0.00 0.01 (loc) 1 1 34 l/defl n/r n/r n/a L/d 180 120 n/a PLATES MT20 Weight: 1036 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF-S Stud *Except* 33-34: 2x3 SPF No.2 OTHERS 2x4 SPF No.2 *Except* 9-58,8-59,7-60,6-61,5-62,4-63,27-40,28-39,29-38,30-37,31-36,32-35: 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 11-25. BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 22-44, 21-45, 20-47, 19-48, 18-49, 17-50, 16-51, 15-53, 14-54, 13-55, 12-56, 10-57, 9-58, 23-43, 24-42, 26-41, 27-40 REACTIONS.All bearings 37-11-0. (lb) - Max Horz 64=358(LC 8) Max Uplift All uplift 100 lb or less at joint(s) 44, 45, 47, 48, 49, 50, 51, 53, 54, 55, 57, 58, 59, 60, 61, 62, 43, 41, 40, 39, 38, 37, 36 except 64=-325(LC 7), 34=-216(LC 8), 63=-339(LC 8), 35=-253(LC 7) Max Grav All reactions 250 lb or less at joint(s) 44, 45, 47, 48, 49, 50, 51, 53, 54, 55, 56, 57, 58, 59, 60, 61, 62, 43, 42, 41, 40, 39, 38, 37, 36, 35 except 64=409(LC 8), 34=301(LC 7), 63=263(LC 7) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-64=-269/242, 2-4=-350/303, 7-8=-67/278, 8-9=-69/335, 9-10=-67/416, 10-11=-66/400, 11-12=-7/346, 12-13=-7/346, 13-14=-7/346, 14-15=-7/346, 15-16=-7/346, 16-17=-7/346, 17-18=-7/346, 18-19=-7/346, 19-20=-7/346, 20-21=-7/346, 21-22=-7/346, 22-23=-7/346, 23-24=-7/346, 24-25=-7/346, 25-26=-67/409, 26-27=-67/411, 27-28=-69/325, 32-33=-260/209 NOTES-(15-16) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=27ft; Cat. II; Exp C; Enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 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. 4) TCLL: ASCE 7-05; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pg=30.0 psf (ground snow); Pf=20.8 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp C; Fully Exp.; Ct=1.10, Lu=50-0-0 5) Unbalanced snow loads have been considered for this design. 6) This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 20.8 psf on overhangs non-concurrent with other live loads. 7) Provide adequate drainage to prevent water ponding. 8) All plates are 2x4 MT20 unless otherwise indicated. 9) Gable requires continuous bottom chord bearing. 10) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 11) Gable studs spaced at 1-4-0 oc. 12) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.Continued on page 2 September 17,2019 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 26_Copper_Run Truss GE02 Truss Type GABLE Qty 1 Ply 1 26 Copper Run Job Reference (optional) I38554326 8.240 s Jul 14 2019 MiTek Industries, Inc. Tue Sep 17 09:55:10 2019 Page 2 ProBuild (Carter-Lee), Mooresville, IN - 46158, ID:nEl5?ozA267pTqC_RWMMZqzIEoF-oI?8zdU9wjdhdrSljeKYxEPElsb6yOpom49PPJycm6l NOTES-(15-16) 13) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 44, 45, 47, 48, 49, 50, 51, 53, 54, 55, 57, 58, 59, 60, 61, 62, 43, 41, 40, 39, 38, 37, 36 except (jt=lb) 64=325, 34=216, 63=339, 35=253. 14) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 15) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 16) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 26_Copper_Run Truss GE03 Truss Type GABLE Qty 1 Ply 1 26 Copper Run Job Reference (optional) I38554327 8.240 s Jul 14 2019 MiTek Industries, Inc. Tue Sep 17 09:55:15 2019 Page 1 ProBuild (Carter-Lee), Mooresville, IN - 46158, ID:nEl5?ozA267pTqC_RWMMZqzIEoF-9Gp10LYHkFFzjcLjWBwjeI78HtJ0degXvMsA5Wycm6g Scale = 1:51.3 Sheet Front Full Sheathing 1 Ply 7/16OSB8 1 2 3 4 5 6 7 8 9 10 11 12 13 24 23 22 21 20 19 18 17 16 15 14 3x4 3x6 4x6 3x4 3x6 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 12-9-0 12-9-0 -1-0-0 1-0-0 6-4-8 6-4-8 12-9-0 6-4-8 13-9-0 1-0-0 1-5-07-9-81-5-012.00 12 LOADING (psf) TCLL (roof) Snow (Pf/Pg) TCDL BCLL BCDL 20.0 20.8/30.0 10.0 0.0 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI. TC BC WB Matrix-R 0.29 0.14 0.35 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.01 -0.01 0.00 (loc) 13 13 14 l/defl n/r n/r n/a L/d 180 120 n/a PLATES MT20 Weight: 189 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF-S Stud OTHERS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc bracing. REACTIONS.All bearings 12-9-0. (lb) - Max Horz 24=196(LC 8) Max Uplift All uplift 100 lb or less at joint(s) 20, 21, 22, 18, 17, 16 except 24=-224(LC 7), 14=-196(LC 8), 23=-242(LC 8), 15=-223(LC 7) Max Grav All reactions 250 lb or less at joint(s) 14, 19, 20, 21, 22, 23, 18, 17, 16, 15 except 24=272(LC 8) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 6-7=-36/252, 7-8=-36/252 WEBS 7-19=-266/0 NOTES-(12-13) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=22ft; Cat. II; Exp C; Enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 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. 4) TCLL: ASCE 7-05; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pg=30.0 psf (ground snow); Pf=20.8 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp C; Fully Exp.; Ct=1.10 5) Unbalanced snow loads have been considered for this design. 6) This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 20.8 psf on overhangs non-concurrent with other live loads. 7) Gable requires continuous bottom chord bearing. 8) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 9) Gable studs spaced at 1-4-0 oc. 10) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 20, 21, 22, 18, 17, 16 except (jt=lb) 24=224, 14=196, 23=242, 15=223. 12) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 13) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). September 17,2019 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 26_Copper_Run Truss GE04 Truss Type GABLE Qty 1 Ply 1 26 Copper Run Job Reference (optional) I38554328 8.240 s Jul 14 2019 MiTek Industries, Inc. Tue Sep 17 09:55:20 2019 Page 1 ProBuild (Carter-Lee), Mooresville, IN - 46158, ID:nEl5?ozA267pTqC_RWMMZqzIEoF-WDcw32cQZnuGqNDgIkWuLLq?1u0KIwNG3daxmkycm6b Scale = 1:66.4 Sheet Front Full Sheathing 1 Ply 7/16OSB8 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 37 36 35 34 33 32 31 30 29 28 27 26 25 24 23 22 21 20 3x4 3x4 4x6 3x4 3x4 3x6 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 20-11-0 20-11-0 -1-0-0 1-0-0 10-5-8 10-5-8 20-11-0 10-5-8 21-11-0 1-0-0 1-3-09-11-91-3-010.00 12 Plate Offsets (X,Y)-- [33:0-1-8,0-1-8] LOADING (psf) TCLL (roof) Snow (Pf/Pg) TCDL BCLL BCDL 20.0 20.8/30.0 10.0 0.0 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI. TC BC WB Matrix-R 0.29 0.13 0.26 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.00 -0.01 0.00 (loc) 19 19 20 l/defl n/r n/r n/a L/d 180 120 n/a PLATES MT20 Weight: 358 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF-S Stud OTHERS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 10-28, 9-29, 11-27 REACTIONS.All bearings 20-11-0. (lb) - Max Horz 37=-246(LC 7) Max Uplift All uplift 100 lb or less at joint(s) 29, 30, 31, 32, 34, 35, 27, 26, 25, 24, 23, 22 except 37=-237(LC 7), 20=-197(LC 8), 36=-231(LC 8), 21=-204(LC 7) Max Grav All reactions 250 lb or less at joint(s) 20, 29, 30, 31, 32, 34, 35, 36, 27, 26, 25, 24, 23, 22, 21 except 37=285(LC 8), 28=298(LC 10) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 8-9=-38/292, 9-10=-41/308, 10-11=-41/308, 11-12=-38/292 WEBS 10-28=-311/0 NOTES-(12-13) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=14ft; Cat. II; Exp C; Enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 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. 4) TCLL: ASCE 7-05; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pg=30.0 psf (ground snow); Pf=20.8 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp C; Fully Exp.; Ct=1.10 5) Unbalanced snow loads have been considered for this design. 6) This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 20.8 psf on overhangs non-concurrent with other live loads. 7) Gable requires continuous bottom chord bearing. 8) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 9) Gable studs spaced at 1-4-0 oc. 10) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 29, 30, 31, 32, 34, 35, 27, 26, 25, 24, 23, 22 except (jt=lb) 37=237, 20=197, 36=231, 21=204. 12) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 13) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). September 17,2019 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 26_Copper_Run Truss GE05 Truss Type GABLE Qty 1 Ply 1 26 Copper Run Job Reference (optional) I38554329 8.240 s Jul 14 2019 MiTek Industries, Inc. Tue Sep 17 09:55:22 2019 Page 1 ProBuild (Carter-Lee), Mooresville, IN - 46158, ID:nEl5?ozA267pTqC_RWMMZqzIEoF-SckhUkdg5P8_3hN3Q9YMQmvK6ihAmuxZWx32rcycm6Z Scale = 1:16.8 Sheet Front Full Sheathing 1 Ply 7/16OSB8 1 2 3 4 5 14 2x4 2x4 3x8 3x4 2x4 2x4 2x4 2x4 5-5-0 5-5-0 -1-0-0 1-0-0 5-5-0 5-5-0 0-9-02-6-114.00 12 Plate Offsets (X,Y)-- [2:0-5-5,Edge] LOADING (psf) TCLL (roof) Snow (Pf/Pg) TCDL BCLL BCDL 20.0 20.8/30.0 10.0 0.0 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI. TC BC WB Matrix-AS 0.38 0.24 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.04 -0.09 0.03 (loc) 5-12 5-12 2 l/defl >999 >685 n/a L/d 240 180 n/a PLATES MT20 Weight: 38 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x3 SPF No.2 OTHERS 2x3 SPF No.2 SLIDER Left 2x4 SPF-S Stud 2-6-0 BRACING- TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Structural wood sheathing directly applied. REACTIONS.(lb/size)5=207/Mechanical, 2=278/0-3-8 Max Horz 2=84(LC 7) Max Uplift 5=-49(LC 7), 2=-62(LC 7) Max Grav 5=229(LC 3), 2=289(LC 3) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-262/41 NOTES-(11-12) 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=11ft; Cat. II; Exp C; Enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone;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 7-05; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pg=30.0 psf (ground snow); Pf=20.8 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp C; Fully Exp.; Ct=1.10 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 20.8 psf on overhangs non-concurrent with other live loads. 6) Gable studs spaced at 1-4-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5, 2. 10) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. 11) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 12) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). September 17,2019 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 26_Copper_Run Truss GE06 Truss Type GABLE Qty 1 Ply 1 26 Copper Run Job Reference (optional) I38554330 8.240 s Jul 14 2019 MiTek Industries, Inc. Tue Sep 17 09:55:24 2019 Page 1 ProBuild (Carter-Lee), Mooresville, IN - 46158, ID:nEl5?ozA267pTqC_RWMMZqzIEoF-O?sRvQfxd0OiI?XRXaaqVB?gWVPREofs_FY9vVycm6X Scale = 1:40.4 Sheet Front Full Sheathing 1 Ply 7/16OSB8 1 2 3 4 5 8 7 6 17 18 2x4 2x4 4x6 3x8 5x6 5x6 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 4-8-8 4-8-8 9-5-0 4-8-8 -1-0-0 1-0-0 4-8-8 4-8-8 9-5-0 4-8-8 10-5-0 1-0-0 1-5-06-1-81-5-012.00 12 Plate Offsets (X,Y)-- [2:0-3-0,0-1-15], [4:0-3-0,0-1-15] LOADING (psf) TCLL (roof) Snow (Pf/Pg) TCDL BCLL BCDL 20.0 20.8/30.0 10.0 0.0 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI. TC BC WB Matrix-MR 0.32 0.12 0.05 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.01 -0.02 0.00 (loc) 7-8 7-8 6 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 124 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x3 SPF No.2 *Except* 2-8,4-6: 2x4 SPF-S Stud OTHERS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size)8=434/0-3-8, 6=434/0-3-8 Max Horz 8=-133(LC 7) Max Uplift 8=-74(LC 9), 6=-74(LC 10) Max Grav 8=443(LC 2), 6=443(LC 2) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-330/105, 3-4=-330/105, 2-8=-396/142, 4-6=-396/142 NOTES-(10-11) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=12ft; Cat. II; Exp C; Enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 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. 4) TCLL: ASCE 7-05; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pg=30.0 psf (ground snow); Pf=20.8 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp C; Fully Exp.; Ct=1.10 5) Unbalanced snow loads have been considered for this design. 6) This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 20.8 psf on overhangs non-concurrent with other live loads. 7) Gable studs spaced at 1-4-0 oc. 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 100 lb uplift at joint(s) 8, 6. 10) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 11) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). September 17,2019 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 26_Copper_Run Truss GE07 Truss Type GABLE Qty 1 Ply 1 26 Copper Run Job Reference (optional) I38554331 8.240 s Jul 14 2019 MiTek Industries, Inc. Tue Sep 17 09:55:26 2019 Page 1 ProBuild (Carter-Lee), Mooresville, IN - 46158, ID:nEl5?ozA267pTqC_RWMMZqzIEoF-KNzCK5gB8deQYIhqf?dIbc43QJ5fieI9RZ1F_Nycm6V Scale = 1:88.7 Sheet Front Full Sheathing 1 Ply 7/16OSB8 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 23 22 2x4 4x6 2x4 3x4 3x6 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 3x4 25-5-12 25-5-12 12-8-14 12-8-14 25-5-12 12-8-14 12-8-1412.00 12 Plate Offsets (X,Y)-- [6:0-2-0,Edge], [16:0-2-0,Edge] LOADING (psf) TCLL (roof) Snow (Pf/Pg) TCDL BCLL BCDL 20.0 20.8/30.0 10.0 0.0 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI. TC BC WB Matrix-R 0.17 0.08 0.23 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.01 (loc) - - 21 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 485 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x3 SPF No.2 BOT CHORD 2x4 SPF No.2 OTHERS 2x3 SPF No.2 *Except* 11-30,10-31,12-29: 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 11-30, 10-31, 9-32, 8-34, 12-29, 13-28, 14-27 REACTIONS.All bearings 25-5-12. (lb) - Max Horz 1=-400(LC 7) Max Uplift All uplift 100 lb or less at joint(s) 31, 32, 34, 35, 36, 37, 38, 29, 28, 27, 26, 25, 24, 23, 21 except 1=-123(LC 7), 39=-114(LC 9), 22=-114(LC 10) Max Grav All reactions 250 lb or less at joint(s) 31, 32, 34, 35, 36, 37, 38, 39, 29, 28, 27, 26, 25, 24, 23, 22 except 1=290(LC 8), 30=334(LC 10), 21=263(LC 10) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-422/209, 2-3=-349/199, 3-4=-297/193, 10-11=-66/283, 11-12=-66/283, 19-20=-290/114, 20-21=-388/125 BOT CHORD 1-39=-86/308, 38-39=-86/308, 37-38=-86/308, 36-37=-86/308, 35-36=-86/308, 34-35=-86/308, 32-34=-86/308, 31-32=-86/308, 30-31=-86/308, 29-30=-86/308, 28-29=-86/308, 27-28=-86/308, 26-27=-86/308, 25-26=-86/308, 24-25=-86/308, 23-24=-86/308, 22-23=-86/308, 21-22=-86/308 WEBS 11-30=-329/0 NOTES-(10-11) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=28ft; Cat. II; Exp C; Enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 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. 4) TCLL: ASCE 7-05; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pg=30.0 psf (ground snow); Pf=20.8 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp C; Fully Exp.; Ct=1.10 5) Unbalanced snow loads have been considered for this design. 6) Gable requires continuous bottom chord bearing. 7) Gable studs spaced at 1-4-0 oc. 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 100 lb uplift at joint(s) 31, 32, 34, 35, 36, 37, 38, 29, 28, 27, 26, 25, 24, 23, 21 except (jt=lb) 1=123, 39=114, 22=114. 10) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 11) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). September 17,2019 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 26_Copper_Run Truss GE08 Truss Type GABLE Qty 1 Ply 1 26 Copper Run Job Reference (optional) I38554332 8.240 s Jul 14 2019 MiTek Industries, Inc. Tue Sep 17 09:55:28 2019 Page 1 ProBuild (Carter-Lee), Mooresville, IN - 46158, ID:nEl5?ozA267pTqC_RWMMZqzIEoF-Hm5ylniRgFu7ncqDmQfmg19NB7l8AXvRutWM2Gycm6T Scale = 1:48.7 Sheet Front Full Sheathing 1 Ply 7/16OSB8 1 2 3 4 5 6 7 8 9 10 11 12 13 24 23 22 21 20 19 18 17 16 15 14 3x4 3x4 4x6 3x4 3x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 11-11-0 11-11-0 -1-0-0 1-0-0 5-11-8 5-11-8 11-11-0 5-11-8 12-11-0 1-0-0 1-5-07-4-81-5-012.00 12 LOADING (psf) TCLL (roof) Snow (Pf/Pg) TCDL BCLL BCDL 20.0 20.8/30.0 10.0 0.0 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI. TC BC WB Matrix-R 0.28 0.14 0.29 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.00 -0.01 0.00 (loc) 13 13 14 l/defl n/r n/r n/a L/d 180 120 n/a PLATES MT20 Weight: 171 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF-S Stud OTHERS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc bracing. REACTIONS.All bearings 11-11-0. (lb) - Max Horz 24=183(LC 8) Max Uplift All uplift 100 lb or less at joint(s) 20, 21, 22, 18, 17, 16 except 24=-298(LC 7), 14=-259(LC 8), 23=-327(LC 8), 15=-298(LC 7) Max Grav All reactions 250 lb or less at joint(s) 19, 20, 21, 22, 23, 18, 17, 16, 15 except 24=379(LC 8), 14=340(LC 7) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES-(12-13) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=22ft; Cat. II; Exp C; Enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 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. 4) TCLL: ASCE 7-05; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pg=30.0 psf (ground snow); Pf=20.8 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp C; Fully Exp.; Ct=1.10 5) Unbalanced snow loads have been considered for this design. 6) This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 20.8 psf on overhangs non-concurrent with other live loads. 7) Gable requires continuous bottom chord bearing. 8) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 9) Gable studs spaced at 1-4-0 oc. 10) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 20, 21, 22, 18, 17, 16 except (jt=lb) 24=298, 14=259, 23=327, 15=298. 12) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 13) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). September 17,2019 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 26_Copper_Run Truss M01 Truss Type MONOPITCH Qty 5 Ply 1 26 Copper Run Job Reference (optional) I38554333 8.240 s Jul 14 2019 MiTek Industries, Inc. Tue Sep 17 09:55:31 2019 Page 1 ProBuild (Carter-Lee), Mooresville, IN - 46158, ID:nEl5?ozA267pTqC_RWMMZqzIEoF-hLn5NpkKzAGie3ZnSYCTIgnsrKmHNyAubrk0fbycm6Q Scale = 1:16.8 1 2 3 4 5 10 2x4 2x4 3x8 3x4 5-5-0 5-5-0 -1-0-0 1-0-0 5-5-0 5-5-0 0-9-02-6-114.00 12 Plate Offsets (X,Y)-- [2:0-5-5,Edge] LOADING (psf) TCLL (roof) Snow (Pf/Pg) TCDL BCLL BCDL 20.0 20.8/30.0 10.0 0.0 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI. TC BC WB Matrix-AS 0.38 0.24 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.08 -0.09 0.03 (loc) 5-8 5-8 2 l/defl >776 >685 n/a L/d 240 180 n/a PLATES MT20 Weight: 18 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x3 SPF No.2 SLIDER Left 2x4 SPF-S Stud 2-6-0 BRACING- TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Structural wood sheathing directly applied. REACTIONS.(lb/size)5=207/Mechanical, 2=278/0-3-8 Max Horz 2=84(LC 7) Max Uplift 5=-103(LC 7), 2=-116(LC 7) Max Grav 5=229(LC 3), 2=289(LC 3) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-262/287 NOTES-(9-10) 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=11ft; Cat. II; Exp C; Enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-05; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pg=30.0 psf (ground snow); Pf=20.8 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp C; Fully Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 20.8 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 5=103, 2=116. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. 9) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 10) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). September 17,2019 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 26_Copper_Run Truss M02 Truss Type MONOPITCH Qty 4 Ply 1 26 Copper Run Job Reference (optional) I38554334 8.240 s Jul 14 2019 MiTek Industries, Inc. Tue Sep 17 09:55:31 2019 Page 1 ProBuild (Carter-Lee), Mooresville, IN - 46158, ID:nEl5?ozA267pTqC_RWMMZqzIEoF-hLn5NpkKzAGie3ZnSYCTIgnuuKnhNyAubrk0fbycm6Q Scale = 1:13.9 1 2 3 4 5 10 2x4 2x4 3x8 3x4 4-5-0 4-5-0 -1-0-0 1-0-0 4-5-0 4-5-0 0-9-02-2-114.00 12 Plate Offsets (X,Y)-- [2:0-5-5,Edge] LOADING (psf) TCLL (roof) Snow (Pf/Pg) TCDL BCLL BCDL 20.0 20.8/30.0 10.0 0.0 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI. TC BC WB Matrix-AS 0.25 0.15 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.03 -0.04 0.01 (loc) 5-8 5-8 2 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 15 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x3 SPF No.2 SLIDER Left 2x4 SPF-S Stud 2-6-0 BRACING- TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Structural wood sheathing directly applied. REACTIONS.(lb/size)5=166/Mechanical, 2=239/0-3-0 Max Horz 2=71(LC 7) Max Uplift 5=-84(LC 7), 2=-102(LC 7) Max Grav 5=180(LC 3), 2=248(LC 3) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES-(9-10) 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=10ft; Cat. II; Exp C; Enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-05; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pg=30.0 psf (ground snow); Pf=20.8 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp C; Fully Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 20.8 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5 except (jt=lb) 2=102. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. 9) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 10) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). September 17,2019 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 26_Copper_Run Truss M03 Truss Type MONOPITCH Qty 1 Ply 1 26 Copper Run Job Reference (optional) I38554335 8.240 s Jul 14 2019 MiTek Industries, Inc. Tue Sep 17 09:55:34 2019 Page 1 ProBuild (Carter-Lee), Mooresville, IN - 46158, ID:nEl5?ozA267pTqC_RWMMZqzIEoF-6wSD?qnCG5fHVXIM7gmAvIPN4Xn_aJvKHpzhGwycm6N Scale = 1:16.8 1 2 3 4 5 10 2x4 2x4 3x8 3x4 5-5-0 5-5-0 -1-0-0 1-0-0 5-5-0 5-5-0 0-9-02-6-114.00 12 Plate Offsets (X,Y)-- [2:0-5-5,Edge] LOADING (psf) TCLL (roof) Snow (Pf/Pg) TCDL BCLL BCDL 20.0 20.8/30.0 10.0 0.0 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI. TC BC WB Matrix-AS 0.38 0.24 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.08 -0.09 0.03 (loc) 5-8 5-8 2 l/defl >776 >685 n/a L/d 240 180 n/a PLATES MT20 Weight: 18 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x3 SPF No.2 SLIDER Left 2x4 SPF-S Stud 2-6-0 BRACING- TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Structural wood sheathing directly applied. REACTIONS.(lb/size)5=207/Mechanical, 2=278/0-3-0 Max Horz 2=84(LC 7) Max Uplift 5=-103(LC 7), 2=-116(LC 7) Max Grav 5=229(LC 3), 2=289(LC 3) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-262/287 NOTES-(9-10) 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=11ft; Cat. II; Exp C; Enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-05; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pg=30.0 psf (ground snow); Pf=20.8 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp C; Fully Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 20.8 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 5=103, 2=116. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. 9) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 10) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). September 17,2019 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 26_Copper_Run Truss PB01 Truss Type Piggyback Qty 26 Ply 1 26 Copper Run Job Reference (optional) I38554336 8.240 s Jul 14 2019 MiTek Industries, Inc. Tue Sep 17 09:55:35 2019 Page 1 ProBuild (Carter-Lee), Mooresville, IN - 46158, ID:nEl5?ozA267pTqC_RWMMZqzIEoF-a60bDAnq1On87htZhOHPSWyXkx7kJh7TVTiEoMycm6M Scale = 1:53.1 1 2 3 4 5 6 7 10 9 8 11 12 4x10 3x4 3x4 2x4 2x4 2x4 2x4 2x4 16-9-0 16-9-0 8-4-8 8-4-8 16-9-0 8-4-8 0-5-38-4-80-1-80-5-30-1-812.00 12 Plate Offsets (X,Y)-- [2:0-4-0,0-0-6], [6:0-4-0,0-0-6] LOADING (psf) TCLL (roof) Snow (Pf/Pg) TCDL BCLL BCDL 20.0 20.8/30.0 10.0 0.0 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI. TC BC WB Matrix-R 0.39 0.21 0.32 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.00 -0.00 0.00 (loc) 7 7 6 l/defl n/r n/r n/a L/d 180 120 n/a PLATES MT20 Weight: 54 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 OTHERS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.All bearings 15-7-10. (lb) - Max Horz 2=-266(LC 7) Max Uplift All uplift 100 lb or less at joint(s) except 2=-149(LC 7), 6=-108(LC 8), 10=-344(LC 9), 8=-343(LC 10) Max Grav All reactions 250 lb or less at joint(s) 2, 6 except 9=341(LC 2), 10=431(LC 3), 8=431(LC 4) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-325/201, 5-6=-267/144 WEBS 3-10=-351/431, 5-8=-351/430 NOTES-(10-11) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=34ft; Cat. II; Exp C; Enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) TCLL: ASCE 7-05; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pg=30.0 psf (ground snow); Pf=20.8 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp C; Fully Exp.; Ct=1.10 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 20.8 psf on overhangs non-concurrent with other live loads. 6) Gable requires continuous bottom chord bearing. 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 149 lb uplift at joint 2, 108 lb uplift at joint 6, 344 lb uplift at joint 10 and 343 lb uplift at joint 8. 9) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. 10) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 11) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). September 17,2019 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 26_Copper_Run Truss PBE01 Truss Type GABLE Qty 2 Ply 1 26 Copper Run Job Reference (optional) I38554337 8.240 s Jul 14 2019 MiTek Industries, Inc. Tue Sep 17 09:55:37 2019 Page 1 ProBuild (Carter-Lee), Mooresville, IN - 46158, ID:nEl5?ozA267pTqC_RWMMZqzIEoF-WV8Mdsp5Z01sM_0xopJtXx1yjlscnd0mznBLsEycm6K Scale = 1:53.0 Sheet Front Full Sheathing 1 Ply 7/16OSB8 2 3 4 5 6 7 8 9 10 11 12 22 21 20 19 18 17 16 15 14 1 23 24 13 4x6 3x4 3x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 16-9-0 16-9-0 8-4-8 8-4-8 16-9-0 8-4-8 8-4-80-1-40-1-812.00 12 LOADING (psf) TCLL (roof) Snow (Pf/Pg) TCDL BCLL BCDL 20.0 20.8/30.0 10.0 0.0 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI. TC BC WB Matrix-R 0.10 0.05 0.23 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.01 (loc) - - 12 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 215 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 OTHERS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.All bearings 16-9-0. (lb) - Max Horz 1=-274(LC 7) Max Uplift All uplift 100 lb or less at joint(s) 13, 2, 19, 20, 21, 17, 15 except 1=-237(LC 7), 22=-144(LC 9), 16=-101(LC 10), 14=-142(LC 10) Max Grav All reactions 250 lb or less at joint(s) 13, 2, 12, 18, 19, 20, 21, 22, 17, 16, 15, 14 except 1=250(LC 8) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-369/367, 2-3=-257/144 NOTES-(12-13) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=34ft; Cat. II; Exp C; Enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 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. 4) TCLL: ASCE 7-05; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pg=30.0 psf (ground snow); Pf=20.8 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp C; Fully Exp.; Ct=1.10 5) Unbalanced snow loads have been considered for this design. 6) Gable requires continuous bottom chord bearing. 7) Gable studs spaced at 1-4-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) Bearing at joint(s) 1, 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 13, 2, 19, 20, 21, 17, 15 except (jt=lb) 1=237, 22=144, 16=101, 14=142. 11) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. 12) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 13) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). September 17,2019 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 26_Copper_Run Truss T01 Truss Type Piggyback Base Qty 13 Ply 1 26 Copper Run Job Reference (optional) I38554338 8.240 s Jul 14 2019 MiTek Industries, Inc. Tue Sep 17 09:55:39 2019 Page 1 ProBuild (Carter-Lee), Mooresville, IN - 46158, ID:nEl5?ozA267pTqC_RWMMZqzIEoF-StG62YqL4dHacIAKwELLcM67ZYKsFOb3Q5gRx7ycm6I Scale = 1:72.6 1 2 3 4 5 6 7 8 9 10 11 12 19 18 17 16 15 14 13 20 21 22 23 3x6 6x6 5x12 6x6 3x6 3x6 3x8 4x6 2x4 4x8 3x8 4x6 3x8 5x8 5x8 3x8 3x6 10-7-0 10-7-0 18-11-8 8-4-8 27-4-0 8-4-8 37-11-0 10-7-0 -1-0-0 1-0-0 5-4-12 5-4-12 10-7-0 5-2-4 18-11-8 8-4-8 27-4-0 8-4-8 32-6-4 5-2-4 37-11-0 5-4-12 38-11-0 1-0-0 1-5-012-0-01-5-012-0-012.00 12 Plate Offsets (X,Y)-- [2:0-4-0,Edge], [4:0-2-6,0-2-1], [5:0-2-8,Edge], [8:0-2-8,Edge], [9:0-2-6,0-2-1], [11:0-4-0,Edge] LOADING (psf) TCLL (roof) Snow (Pf/Pg) TCDL BCLL BCDL 20.0 20.8/30.0 10.0 0.0 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI. TC BC WB Matrix-AS 0.78 0.90 0.80 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.27 -0.68 0.11 (loc) 13-14 13-14 13 l/defl >999 >667 n/a L/d 240 180 n/a PLATES MT20 Weight: 212 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 *Except* 5-7,7-8: 2x6 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 *Except* 4-18,9-14: 2x3 SPF No.2, 4-19,9-13: 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied, except end verticals, and 2-0-0 oc purlins (5-2-7 max.): 5-8. BOT CHORD Structural wood sheathing directly applied. WEBS 1 Row at midpt 4-18, 6-18, 6-14, 9-14, 4-19, 9-13 REACTIONS.(lb/size)19=1574/0-3-8, 13=1574/0-3-8 Max Horz 19=-337(LC 7) Max Uplift 19=-246(LC 9), 13=-246(LC 10) Max Grav 19=1951(LC 19), 13=1951(LC 19) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-628/225, 4-5=-1945/511, 5-6=-1369/449, 6-8=-1368/448, 8-9=-1944/511, 9-11=-629/226, 2-19=-642/266, 11-13=-642/266 BOT CHORD 18-19=-401/1291, 16-18=-326/1856, 14-16=-326/1856, 13-14=-119/1291 WEBS 4-18=-303/281, 5-18=-156/812, 6-18=-845/308, 6-16=0/283, 6-14=-844/308, 8-14=-156/811, 9-14=-303/281, 4-19=-1656/243, 9-13=-1655/242 NOTES-(11-12) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=26ft; Cat. II; Exp C; Enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) TCLL: ASCE 7-05; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pg=30.0 psf (ground snow); Pf=20.8 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp C; Fully Exp.; Ct=1.10, Lu=50-0-0 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 20.8 psf on overhangs non-concurrent with other live loads. 6) Provide adequate drainage to prevent water ponding. 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 100 lb uplift at joint(s) except (jt=lb) 19=246, 13=246. 9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 12) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). September 17,2019 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 26_Copper_Run Truss T02 Truss Type Piggyback Base Qty 13 Ply 1 26 Copper Run Job Reference (optional) I38554339 8.240 s Jul 14 2019 MiTek Industries, Inc. Tue Sep 17 09:55:41 2019 Page 1 ProBuild (Carter-Lee), Mooresville, IN - 46158, ID:nEl5?ozA267pTqC_RWMMZqzIEoF-OGNsTEsbcEXHrcKi1eOpinCT2M?KjIpMuO9Y?0ycm6G Scale = 1:72.7 1 2 3 4 5 6 7 8 9 10 17 16 15 14 13 12 11 18 19 20 21 22 3x6 6x6 5x12 6x6 3x8 3x6 3x8 4x6 2x4 4x8 3x8 4x6 3x8 5x8 5x8 3x6 10-7-0 10-7-0 18-11-8 8-4-8 27-4-0 8-4-8 37-11-0 10-7-0 -1-0-0 1-0-0 5-4-12 5-4-12 10-7-0 5-2-4 18-11-8 8-4-8 27-4-0 8-4-8 32-6-4 5-2-4 37-11-0 5-4-12 1-5-012-0-01-5-012-0-012.00 12 Plate Offsets (X,Y)-- [2:0-4-0,Edge], [4:0-2-6,0-2-1], [5:0-2-8,Edge], [8:0-2-8,Edge], [9:0-2-6,0-2-1], [10:0-4-0,Edge] LOADING (psf) TCLL (roof) Snow (Pf/Pg) TCDL BCLL BCDL 20.0 20.8/30.0 10.0 0.0 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI. TC BC WB Matrix-AS 0.78 0.90 0.82 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.27 -0.68 0.11 (loc) 11-12 11-12 11 l/defl >999 >667 n/a L/d 240 180 n/a PLATES MT20 Weight: 210 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 *Except* 5-7,7-8: 2x6 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 *Except* 4-16,9-12: 2x3 SPF No.2, 4-17,9-11: 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied, except end verticals, and 2-0-0 oc purlins (5-2-5 max.): 5-8. BOT CHORD Structural wood sheathing directly applied. WEBS 1 Row at midpt 4-16, 6-16, 6-12, 9-12, 4-17, 9-11 REACTIONS.(lb/size)17=1575/0-3-8, 11=1504/Mechanical Max Horz 17=356(LC 8) Max Uplift 17=-247(LC 9), 11=-193(LC 10) Max Grav 17=1952(LC 19), 11=1879(LC 19) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-628/226, 4-5=-1945/512, 5-6=-1370/450, 6-8=-1369/448, 8-9=-1960/512, 9-10=-579/162, 2-17=-642/267, 10-11=-527/162 BOT CHORD 16-17=-421/1292, 14-16=-345/1857, 12-14=-345/1857, 11-12=-189/1298 WEBS 4-16=-303/282, 5-16=-156/812, 6-16=-846/309, 6-14=0/283, 6-12=-844/309, 8-12=-158/815, 9-12=-313/283, 4-17=-1656/243, 9-11=-1692/290 NOTES-(12-13) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=27ft; Cat. II; Exp C; Enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) TCLL: ASCE 7-05; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pg=30.0 psf (ground snow); Pf=20.8 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp C; Fully Exp.; Ct=1.10, Lu=50-0-0 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 20.8 psf on overhangs non-concurrent with other live loads. 6) Provide adequate drainage to prevent water ponding. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 17=247, 11=193. 10) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 12) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 13) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). September 17,2019 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 26_Copper_Run Truss T03 Truss Type COMMON Qty 7 Ply 1 26 Copper Run Job Reference (optional) I38554340 8.240 s Jul 14 2019 MiTek Industries, Inc. Tue Sep 17 09:55:43 2019 Page 1 ProBuild (Carter-Lee), Mooresville, IN - 46158, ID:nEl5?ozA267pTqC_RWMMZqzIEoF-LfVduvtr8sn?4vU593QHnCHnqAkNBCLfLief4uycm6E Scale = 1:61.1 1 2 3 4 5 6 7 11 10 9 8 12 13 14 15 16 17 4x6 3x8 3x8 3x4 3x4 3x6 5x8 5x8 3x6 10-5-8 10-5-8 20-11-0 10-5-8 -1-0-0 1-0-0 5-4-0 5-4-0 10-5-8 5-1-8 15-7-0 5-1-8 20-11-0 5-4-0 21-11-0 1-0-0 1-3-09-11-91-3-010.00 12 LOADING (psf) TCLL (roof) Snow (Pf/Pg) TCDL BCLL BCDL 20.0 20.8/30.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI. TC BC WB Matrix-AS 0.95 0.73 0.76 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.20 -0.50 0.03 (loc) 9-11 9-11 8 l/defl >999 >492 n/a L/d 240 180 n/a PLATES MT20 Weight: 91 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x3 SPF No.2 *Except* 2-11,6-8: 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Structural wood sheathing directly applied. REACTIONS.(lb/size)11=1004/0-3-8, 8=1004/0-3-8 Max Horz 11=-246(LC 7) Max Uplift 11=-130(LC 9), 8=-130(LC 10) Max Grav 11=1022(LC 2), 8=1022(LC 2) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-476/131, 3-4=-829/218, 4-5=-829/218, 5-6=-476/131, 2-11=-468/175, 6-8=-468/175 BOT CHORD 9-11=-101/686, 8-9=-32/686 WEBS 4-9=-140/611, 3-11=-573/87, 5-8=-573/87 NOTES-(10-11) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=14ft; Cat. II; Exp C; Enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) TCLL: ASCE 7-05; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pg=30.0 psf (ground snow); Pf=20.8 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp C; Fully Exp.; Ct=1.10 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 20.8 psf on overhangs non-concurrent with other live loads. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 11=130, 8=130. 9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. 10) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 11) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). September 17,2019 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 26_Copper_Run Truss T04 Truss Type Common Qty 3 Ply 1 26 Copper Run Job Reference (optional) I38554341 8.240 s Jul 14 2019 MiTek Industries, Inc. Tue Sep 17 09:55:44 2019 Page 1 ProBuild (Carter-Lee), Mooresville, IN - 46158, ID:nEl5?ozA267pTqC_RWMMZqzIEoF-pr3?5FuUv9vsi33HinxWJPq5wZD?wqboaMOCcLycm6D Scale = 1:40.4 1 2 3 4 7 6 5 8 9 2x4 2x4 4x6 3x8 5x6 5x6 4-8-8 4-8-8 9-5-0 4-8-8 -1-0-0 1-0-0 4-8-8 4-8-8 9-5-0 4-8-8 1-5-06-1-81-5-012.00 12 Plate Offsets (X,Y)-- [2:0-2-12,0-1-8], [4:0-2-12,0-1-8] LOADING (psf) TCLL (roof) Snow (Pf/Pg) TCDL BCLL BCDL 20.0 20.8/30.0 10.0 0.0 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI. TC BC WB Matrix-AS 0.36 0.13 0.05 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.01 -0.02 -0.00 (loc) 5-6 6-7 5 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 42 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x3 SPF No.2 *Except* 2-7,4-5: 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Structural wood sheathing directly applied. REACTIONS.(lb/size)7=438/0-3-8, 5=361/0-3-8 Max Horz 7=150(LC 8) Max Uplift 7=-73(LC 9), 5=-43(LC 9) Max Grav 7=447(LC 2), 5=368(LC 2) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-334/101, 3-4=-329/95, 2-7=-404/139, 4-5=-324/90 NOTES-(9-10) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=13ft; Cat. II; Exp C; Enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) TCLL: ASCE 7-05; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pg=30.0 psf (ground snow); Pf=20.8 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp C; Fully Exp.; Ct=1.10 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 20.8 psf on overhangs non-concurrent with other live loads. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 7, 5. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. 9) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 10) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). September 17,2019 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 26_Copper_Run Truss T05 Truss Type Common Qty 3 Ply 1 26 Copper Run Job Reference (optional) I38554342 8.240 s Jul 14 2019 MiTek Industries, Inc. Tue Sep 17 09:55:45 2019 Page 1 ProBuild (Carter-Lee), Mooresville, IN - 46158, ID:nEl5?ozA267pTqC_RWMMZqzIEoF-H1dNJbv6gT1jKDdUGUSlsdMHGzZeeHtxp07m9nycm6C Scale = 1:40.5 1 2 3 6 5 4 7 8 2x4 4x6 3x6 2x4 3x6 3x8 4-8-8 4-8-8 8-3-8 3-7-0 8-7-0 0-3-8 4-8-8 4-8-8 8-3-8 3-7-0 8-7-0 0-3-8 1-5-06-1-80-3-812.00 12 LOADING (psf) TCLL (roof) Snow (Pf/Pg) TCDL BCLL BCDL 20.0 20.8/30.0 10.0 0.0 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI. TC BC WB Matrix-AS 0.32 0.17 0.05 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.01 -0.04 -0.00 (loc) 5-6 5-6 4 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 38 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x3 SPF No.2 *Except* 1-6,3-4: 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Structural wood sheathing directly applied. REACTIONS.(lb/size)6=320/0-3-8, 4=320/0-3-8 Max Horz 6=125(LC 8) Max Uplift 6=-30(LC 10), 4=-52(LC 9) Max Grav 6=326(LC 2), 4=326(LC 2) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-6=-289/73, 3-4=-303/84 NOTES-(8-9) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=13ft; Cat. II; Exp C; Enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) TCLL: ASCE 7-05; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pg=30.0 psf (ground snow); Pf=20.8 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp C; Fully Exp.; Ct=1.10 4) Unbalanced snow loads have been considered for this design. 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 100 lb uplift at joint(s) 6, 4. 7) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. 8) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 9) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). September 17,2019 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 26_Copper_Run Truss T06 Truss Type Common Qty 2 Ply 1 26 Copper Run Job Reference (optional) I38554343 8.240 s Jul 14 2019 MiTek Industries, Inc. Tue Sep 17 09:55:47 2019 Page 1 ProBuild (Carter-Lee), Mooresville, IN - 46158, ID:nEl5?ozA267pTqC_RWMMZqzIEoF-DQk8kHxMC4HRZXnsOvVDx2SXmnDa6AYEGKctDfycm6A Scale = 1:46.3 1 2 3 4 5 8 7 6 9 10 3x4 3x4 3x8 4x6 6x6 6x6 5-11-8 5-11-8 11-11-0 5-11-8 -1-0-0 1-0-0 5-11-8 5-11-8 11-11-0 5-11-8 12-11-0 1-0-0 1-5-07-4-81-5-012.00 12 LOADING (psf) TCLL (roof) Snow (Pf/Pg) TCDL BCLL BCDL 20.0 20.8/30.0 10.0 0.0 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI. TC BC WB Matrix-MR 0.64 0.20 0.10 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.02 -0.05 0.00 (loc) 7-8 7-8 6 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 53 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x3 SPF No.2 *Except* 2-8,4-6: 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size)8=534/0-3-8, 6=534/0-3-8 Max Horz 8=-183(LC 7) Max Uplift 8=-104(LC 9), 6=-104(LC 10) Max Grav 8=545(LC 2), 6=545(LC 2) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-439/140, 3-4=-439/140, 2-8=-486/182, 4-6=-486/182 BOT CHORD 7-8=-256/280 WEBS 4-7=-119/252 NOTES-(8-9) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=22ft; Cat. II; Exp C; Enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) TCLL: ASCE 7-05; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pg=30.0 psf (ground snow); Pf=20.8 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp C; Fully Exp.; Ct=1.10 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 20.8 psf on overhangs non-concurrent with other live loads. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 8=104, 6=104. 8) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 9) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). September 17,2019 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 26_Copper_Run Truss TG01 Truss Type Common Girder Qty 1 Ply 2 26 Copper Run Job Reference (optional) I38554344 8.240 s Jul 14 2019 MiTek Industries, Inc. Tue Sep 17 09:55:48 2019 Page 1 ProBuild (Carter-Lee), Mooresville, IN - 46158, ID:nEl5?ozA267pTqC_RWMMZqzIEoF-hcIWxdx_zOPIBhM3xd0SUF_dKBYCrRFOV_MQl6ycm69 Scale: 1/4"=1' 1 2 3 4 5 10 9 8 7 6 11 12 13 14 15 16 17 18 6x16 4x8 6x16 8x8 3x8 8x8 3x8 8x8 3-4-0 3-4-0 6-4-8 3-0-8 9-5-0 3-0-8 12-9-0 3-4-0 3-4-0 3-4-0 6-4-8 3-0-8 9-5-0 3-0-8 12-9-0 3-4-0 1-5-07-9-81-5-012.00 12 Plate Offsets (X,Y)-- [1:1-2-1,0-3-0], [5:1-2-1,0-3-0], [6:0-0-0,0-1-12], [7:0-3-8,0-4-0], [8:0-4-0,0-4-4], [9:0-3-8,0-4-0], [10:0-0-0,0-1-12] LOADING (psf) TCLL (roof) Snow (Pf/Pg) TCDL BCLL BCDL 20.0 20.8/30.0 10.0 0.0 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2006/TPI2002 CSI. TC BC WB Matrix-MR 0.91 0.31 0.84 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.05 -0.10 0.01 (loc) 8-9 8-9 6 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 168 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x6 SP 2400F 2.0E WEBS 2x4 SPF-S Stud *Except* 3-8,1-10,5-6: 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 5-3-11 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size)10=5295/0-3-8, 6=4608/0-3-8 Max Horz 10=-192(LC 6) Max Uplift 10=-801(LC 9), 6=-698(LC 8) Max Grav 10=6516(LC 2), 6=5656(LC 2) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-5146/671, 2-3=-3960/607, 3-4=-3961/607, 4-5=-5103/666, 1-10=-4731/602, 5-6=-4719/601 BOT CHORD 9-10=-282/709, 8-9=-491/3552, 7-8=-412/3523, 6-7=-116/623 WEBS 3-8=-749/5264, 4-8=-1268/281, 4-7=-211/1724, 2-8=-1319/287, 2-9=-219/1798, 1-9=-341/3016, 5-7=-352/3075 NOTES-(10-11) 1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-5-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=23ft; Cat. II; Exp C; Enclosed; MWFRS (low-rise) gable end zone; Lumber DOL=1.60 plate grip DOL=1.60 5) TCLL: ASCE 7-05; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pg=30.0 psf (ground snow); Pf=20.8 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp C; Fully Exp.; Ct=1.10 6) Unbalanced snow loads have been considered for this design. 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 100 lb uplift at joint(s) except (jt=lb) 10=801, 6=698. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1861 lb down and 224 lb up at 0-10-12, 1859 lb down and 226 lb up at 2-10-12, 1859 lb down and 226 lb up at 4-10-12, 1859 lb down and 226 lb up at 6-10-12, and 1859 lb down and 226 lb up at 8-10-12, and 1859 lb down and 226 lb up at 10-10-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 11) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). LOAD CASE(S) Standard Continued on page 2 September 17,2019 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 26_Copper_Run Truss TG01 Truss Type Common Girder Qty 1 Ply 2 26 Copper Run Job Reference (optional) I38554344 8.240 s Jul 14 2019 MiTek Industries, Inc. Tue Sep 17 09:55:48 2019 Page 2 ProBuild (Carter-Lee), Mooresville, IN - 46158, ID:nEl5?ozA267pTqC_RWMMZqzIEoF-hcIWxdx_zOPIBhM3xd0SUF_dKBYCrRFOV_MQl6ycm69 LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-60, 3-5=-60, 6-10=-20 Concentrated Loads (lb) Vert: 13=-1486(F) 14=-1484(F) 15=-1484(F) 16=-1484(F) 17=-1484(F) 18=-1484(F) 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 26_Copper_Run Truss TG02 Truss Type Common Girder Qty 1 Ply 2 26 Copper Run Job Reference (optional) I38554345 8.240 s Jul 14 2019 MiTek Industries, Inc. Tue Sep 17 09:55:49 2019 Page 1 ProBuild (Carter-Lee), Mooresville, IN - 46158, ID:nEl5?ozA267pTqC_RWMMZqzIEoF-9osu9zyckiY9oqxFVKXh0TXqoatnavIXje5zIYycm68 Scale = 1:45.8 1 2 3 4 5 10 9 8 7 6 11 12 13 14 15 16 6x16 4x8 6x16 8x8 3x8 5x8 3x8 5x8 3-1-8 3-1-8 5-11-8 2-10-0 8-9-8 2-10-0 11-11-0 3-1-8 3-1-8 3-1-8 5-11-8 2-10-0 8-9-8 2-10-0 11-11-0 3-1-8 1-5-07-4-81-5-012.00 12 Plate Offsets (X,Y)-- [1:1-2-1,0-3-0], [5:1-2-1,0-3-0], [6:0-0-0,0-1-12], [7:0-3-8,0-3-8], [8:0-4-0,0-4-4], [9:0-3-8,0-3-8], [10:0-0-0,0-1-12] LOADING (psf) TCLL (roof) Snow (Pf/Pg) TCDL BCLL BCDL 20.0 20.8/30.0 10.0 0.0 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2006/TPI2002 CSI. TC BC WB Matrix-MR 0.80 0.35 0.79 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.04 -0.09 0.01 (loc) 7-8 7-8 6 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 158 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x6 SP 2400F 2.0E WEBS 2x4 SPF-S Stud *Except* 3-8,1-10,5-6: 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 5-6-10 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size)10=4864/0-3-8, 6=4973/0-3-8 Max Horz 10=-179(LC 6) Max Uplift 10=-737(LC 9), 6=-752(LC 8) Max Grav 10=5985(LC 2), 6=6121(LC 2) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-4784/624, 2-3=-3754/574, 3-4=-3754/574, 4-5=-4783/624, 1-10=-4477/570, 5-6=-4489/571 BOT CHORD 9-10=-258/629, 8-9=-457/3298, 7-8=-386/3298, 6-7=-107/596 WEBS 3-8=-708/4973, 4-8=-1146/258, 4-7=-195/1576, 2-8=-1145/258, 2-9=-195/1577, 1-9=-323/2854, 5-7=-331/2889 NOTES-(10-11) 1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-5-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=23ft; Cat. II; Exp C; Enclosed; MWFRS (low-rise) gable end zone; Lumber DOL=1.60 plate grip DOL=1.60 5) TCLL: ASCE 7-05; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pg=30.0 psf (ground snow); Pf=20.8 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp C; Fully Exp.; Ct=1.10 6) Unbalanced snow loads have been considered for this design. 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 100 lb uplift at joint(s) except (jt=lb) 10=737, 6=752. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1860 lb down and 225 lb up at 1-0-12, 1859 lb down and 226 lb up at 3-0-12, 1859 lb down and 226 lb up at 5-0-12, 1859 lb down and 226 lb up at 7-0-12, and 1859 lb down and 226 lb up at 9-0-12, and 1862 lb down and 224 lb up at 11-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 11) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). LOAD CASE(S) Standard Continued on page 2 September 17,2019 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 26_Copper_Run Truss TG02 Truss Type Common Girder Qty 1 Ply 2 26 Copper Run Job Reference (optional) I38554345 8.240 s Jul 14 2019 MiTek Industries, Inc. Tue Sep 17 09:55:49 2019 Page 2 ProBuild (Carter-Lee), Mooresville, IN - 46158, ID:nEl5?ozA267pTqC_RWMMZqzIEoF-9osu9zyckiY9oqxFVKXh0TXqoatnavIXje5zIYycm68 LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-60, 3-5=-60, 6-10=-20 Concentrated Loads (lb) Vert: 7=-1484(F) 9=-1484(F) 13=-1485(F) 14=-1484(F) 15=-1484(F) 16=-1487(F) 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 26_Copper_Run Truss V01 Truss Type Valley Qty 1 Ply 1 26 Copper Run Job Reference (optional) I38554346 8.240 s Jul 14 2019 MiTek Industries, Inc. Tue Sep 17 09:55:51 2019 Page 1 ProBuild (Carter-Lee), Mooresville, IN - 46158, ID:nEl5?ozA267pTqC_RWMMZqzIEoF-6B_eZe_tGJot285ddlZ96ucKsOct2xWqBya4MRycm66 Scale = 1:69.9 1 2 3 4 5 6 7 13 12 11 10 9 8 14 15 3x4 4x6 3x4 3x6 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 0-0-4 0-0-4 21-5-12 21-5-8 10-8-14 10-8-14 21-5-12 10-8-14 0-0-410-8-140-0-412.00 12 LOADING (psf) TCLL (roof) Snow (Pf/Pg) TCDL BCLL BCDL 20.0 20.8/30.0 10.0 0.0 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI. TC BC WB Matrix-S 0.18 0.18 0.29 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.01 (loc) - - 7 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 82 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 *Except* 1-12: 2x4 SPF-S Stud OTHERS 2x3 SPF No.2 *Except* 4-10: 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 4-10 REACTIONS.All bearings 21-5-4. (lb) - Max Horz 1=-337(LC 7) Max Uplift All uplift 100 lb or less at joint(s) 7 except 1=-108(LC 7), 11=-272(LC 9), 13=-217(LC 9), 9=-273(LC 10), 8=-217(LC 10) Max Grav All reactions 250 lb or less at joint(s) 1, 7, 10 except 11=381(LC 3), 13=286(LC 2), 9=380(LC 4), 8=287(LC 2) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-350/196, 6-7=-291/108 WEBS 3-11=-298/323, 2-13=-214/256, 5-9=-298/323, 6-8=-214/255 NOTES-(8-9) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=29ft; Cat. II; Exp C; Enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) TCLL: ASCE 7-05; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pg=30.0 psf (ground snow); Pf=20.8 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp C; Fully Exp.; Ct=1.10 4) Unbalanced snow loads have been considered for this design. 5) Gable requires continuous bottom chord bearing. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 7 except (jt=lb) 1=108, 11=272, 13=217, 9=273, 8=217. 8) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 9) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). September 17,2019 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 26_Copper_Run Truss V02 Truss Type Valley Qty 1 Ply 1 26 Copper Run Job Reference (optional) I38554347 8.240 s Jul 14 2019 MiTek Industries, Inc. Tue Sep 17 09:55:51 2019 Page 1 ProBuild (Carter-Lee), Mooresville, IN - 46158, ID:nEl5?ozA267pTqC_RWMMZqzIEoF-6B_eZe_tGJot285ddlZ96ucJgObl2ztqBya4MRycm66 Scale = 1:56.3 1 2 3 4 5 9 8 7 6 10 11 3x6 4x6 3x6 3x6 2x4 2x4 2x4 2x4 2x4 0-0-4 0-0-4 17-5-12 17-5-8 8-8-14 8-8-14 17-5-12 8-8-14 0-0-48-8-140-0-412.00 12 LOADING (psf) TCLL (roof) Snow (Pf/Pg) TCDL BCLL BCDL 20.0 20.8/30.0 10.0 0.0 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI. TC BC WB Matrix-R 0.20 0.25 0.14 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.01 (loc) - - 5 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 59 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 *Except* 1-8: 2x4 SPF-S Stud OTHERS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 3-7 REACTIONS.All bearings 17-5-4. (lb) - Max Horz 1=-274(LC 7) Max Uplift All uplift 100 lb or less at joint(s) 1, 5 except 9=-309(LC 9), 6=-308(LC 10) Max Grav All reactions 250 lb or less at joint(s) 1, 5, 7 except 9=414(LC 3), 6=414(LC 4) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-9=-303/337, 4-6=-300/333 NOTES-(8-9) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=30ft; Cat. II; Exp C; Enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) TCLL: ASCE 7-05; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pg=30.0 psf (ground snow); Pf=20.8 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp C; Fully Exp.; Ct=1.10 4) Unbalanced snow loads have been considered for this design. 5) Gable requires continuous bottom chord bearing. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 5 except (jt=lb) 9=309, 6=308. 8) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 9) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). September 17,2019 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 26_Copper_Run Truss V03 Truss Type Valley Qty 1 Ply 1 26 Copper Run Job Reference (optional) I38554348 8.240 s Jul 14 2019 MiTek Industries, Inc. Tue Sep 17 09:55:53 2019 Page 1 ProBuild (Carter-Lee), Mooresville, IN - 46158, ID:nEl5?ozA267pTqC_RWMMZqzIEoF-2a6P_K?7nw2aHSF0kAcdBJhd?CIiWt37eG3BRJycm64 Scale = 1:43.2 1 2 3 4 5 8 7 6 9 10 3x4 5x6 3x4 2x4 2x4 2x4 2x4 2x4 0-0-4 0-0-4 13-5-12 13-5-8 6-8-14 6-8-14 13-5-12 6-8-14 0-0-46-8-140-0-412.00 12 LOADING (psf) TCLL (roof) Snow (Pf/Pg) TCDL BCLL BCDL 20.0 20.8/30.0 10.0 0.0 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI. TC BC WB Matrix-R 0.33 0.09 0.16 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 5 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 39 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x3 SPF No.2 BOT CHORD 2x4 SPF No.2 OTHERS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.All bearings 13-5-4. (lb) - Max Horz 1=-212(LC 7) Max Uplift All uplift 100 lb or less at joint(s) 1, 5 except 8=-234(LC 9), 6=-234(LC 10) Max Grav All reactions 250 lb or less at joint(s) 1, 5, 7 except 8=304(LC 3), 6=304(LC 4) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-8=-229/269, 4-6=-229/269 NOTES-(8-9) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=31ft; Cat. II; Exp C; Enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) TCLL: ASCE 7-05; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pg=30.0 psf (ground snow); Pf=20.8 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp C; Fully Exp.; Ct=1.10 4) Unbalanced snow loads have been considered for this design. 5) Gable requires continuous bottom chord bearing. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 5 except (jt=lb) 8=234, 6=234. 8) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 9) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). September 17,2019 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 26_Copper_Run Truss V04 Truss Type GABLE Qty 1 Ply 1 26 Copper Run Job Reference (optional) I38554349 8.240 s Jul 14 2019 MiTek Industries, Inc. Tue Sep 17 09:55:54 2019 Page 1 ProBuild (Carter-Lee), Mooresville, IN - 46158, ID:nEl5?ozA267pTqC_RWMMZqzIEoF-WmgnCg0lYEARvcqCIt7sjWEodbZuFLLGtwpkzlycm63 Scale = 1:31.7 1 2 3 4 5 6 4x6 4x6 4x6 2x4 9-5-12 9-5-12 4-8-14 4-8-14 9-5-12 4-8-14 0-0-44-8-140-0-412.00 12 Plate Offsets (X,Y)-- [1:0-1-3,Edge], [3:0-1-11,Edge] LOADING (psf) TCLL (roof) Snow (Pf/Pg) TCDL BCLL BCDL 20.0 20.8/30.0 10.0 0.0 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI. TC BC WB Matrix-S 0.34 0.42 0.10 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 3 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 22 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x3 SPF No.2 BOT CHORD 2x3 SPF No.2 OTHERS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size)1=199/9-5-12, 3=199/9-5-12, 4=320/9-5-12 Max Horz 1=-148(LC 7) Max Uplift 1=-57(LC 10), 3=-57(LC 10), 4=-25(LC 9) Max Grav 1=204(LC 2), 3=204(LC 2), 4=325(LC 2) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES-(8-9) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=32ft; Cat. II; Exp C; Enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) TCLL: ASCE 7-05; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pg=30.0 psf (ground snow); Pf=20.8 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp C; Fully Exp.; Ct=1.10 4) Unbalanced snow loads have been considered for this design. 5) Gable requires continuous bottom chord bearing. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3, 4. 8) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 9) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). September 17,2019 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 26_Copper_Run Truss V05 Truss Type Valley Qty 1 Ply 1 26 Copper Run Job Reference (optional) I38554350 8.240 s Jul 14 2019 MiTek Industries, Inc. Tue Sep 17 09:55:55 2019 Page 1 ProBuild (Carter-Lee), Mooresville, IN - 46158, ID:nEl5?ozA267pTqC_RWMMZqzIEoF-_yD9P01NJYIIWlOPsbe5Gkn?V?zc_pnQ6aYIVCycm62 Scale = 1:19.6 1 2 3 4 2x4 3x4 2x4 2x4 0-0-4 0-0-4 5-5-12 5-5-8 2-8-14 2-8-14 5-5-12 2-8-14 0-0-42-8-140-0-412.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI. TC BC WB Matrix-P 0.21 0.13 0.02 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 3 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 12 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x3 SPF No.2 BOT CHORD 2x3 SPF No.2 OTHERS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 5-5-12 oc purlins. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size)1=119/5-5-4, 3=119/5-5-4, 4=160/5-5-4 Max Horz 1=-58(LC 4) Max Uplift 1=-20(LC 7), 3=-20(LC 7) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES-(6-7) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. 6) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 7) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). September 17,2019 PRODUCT CODE APPROVALSLATERAL BRACING LOCATIONIndicates location where bearings(supports) occur. Icons vary butreaction section indicates jointnumber where bearings occur.Min size shown is for crushing only.Indicated by symbol shown and/orby text in the bracing section of theoutput. Use T or I bracingif indicated.The first dimension is the plate width measured perpendicular to slots. Second dimension isthe length parallel to slots.Center plate on joint unless x, yoffsets are indicated.Dimensions are in ft-in-sixteenths.Apply plates to both sides of trussand fully embed teeth.1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI.2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered.3. Never exceed the design loading shown and never stack materials on inadequately braced trusses.4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties.5. Cut members to bear tightly against each other.6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1.7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1.8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication.9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber.10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection.11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements.12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified.13. Top chords must be sheathed or purlins provided at spacing indicated on design.14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted.15. Connections not shown are the responsibility of others.16. Do not cut or alter truss member or plate without prior approval of an engineer.17. Install and load vertically unless indicated otherwise.18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use.19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone is not sufficient.20. Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria.Failure to Follow Could Cause PropertyDamage or Personal Injury (Drawings not to scale)© 2012 MiTek® All Rights ReservedMiTek Engineering Reference Sheet: MII-7473 rev. 10/03/2015edge of truss.from outside"16/1-0ICC-ES Reports:ESR-1311, ESR-1352, ESR1988ER-3907, ESR-2362, ESR-1397, ESR-3282JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISEAROUND THE TRUSS STARTING AT THE JOINT FARTHEST TOTHE LEFT.CHORDS AND WEBS ARE IDENTIFIED BY END JOINTNUMBERS/LETTERS.W 4 - 6 W3-6W3 - 7 W2-7W1-7C1-8 C5-6C6-7C7-8C4-5 C3-4C2-3C1-2TOP CHORD TOP CHORD 87654321BOTTOM CHORDSTOP CHORDSBEARING4 x 4PLATE SIZEThis symbol indicates the required direction of slots inconnector plates."16/1For 4 x 2 orientation, locateplates 0- 1"4/3PLATE LOCATION AND ORIENTATIONSymbolsNumbering SystemGeneral Safety Notes *Plate location details available in MiTek 20/20software or upon request.Industry Standards:ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction.DSB-89: Design Standard for Bracing.BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses.6-4-8WEBSTrusses are designed for wind loads in the plane of the truss unless otherwise shown.Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others.dimensions shown in ft-in-sixteenths