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HomeMy WebLinkAbout42 Estates at Towne Meadow - Seals16023 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). August 26,2020 Liu, Xuegang Pages or sheets covered by this seal: I42578518 thru I42578619 My license renewal date for the state of Indiana is July 31, 2022. 42_Estates_at_Towne_Meadow 42 Estates at Towne Meadow 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, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Job 42_ESTATES_AT_TOWNE_~W Truss GE01 Truss Type Common Supported Gable Qty 1 Ply 1 42 Estates at Towne Meadow Job Reference (optional) I42578518 8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Aug 25 17:35:59 2020 Page 1 ProBuild (Carter-Lee), Mooresville, IN - 46158, ID:dHgyFp7oglwYJLmjLVvlkrza3DW-Hto1A9_bxcr8qsbjLQBa8YExGyfFLlK1i47SlMykEWk Scale = 1:74.1 Sheet Front Full Sheathing 1 Ply 7/16OSB8 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 27 26 25 24 23 22 21 20 19 18 17 16 4x6 3x6 3x6 4x6 3x6 4x6 3x6 3x6 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 20-5-0 20-5-0 -1-0-0 1-0-0 10-2-8 10-2-8 20-5-0 10-2-8 21-5-0 1-0-0 1-5-011-7-81-5-012.00 12 Plate Offsets (X,Y)-- [16:Edge,0-3-8], [24:0-1-8,0-1-8] 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 IRC2018/TPI2014 CSI. TC BC WB Matrix-R 0.42 0.20 0.54 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.00 -0.01 0.01 (loc) 15 15 16 l/defl n/r n/r n/a L/d 180 120 n/a PLATES MT20 Weight: 380 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 *Except* 8-21: 2x4 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. WEBS 1 Row at midpt 8-21, 7-22, 9-20 REACTIONS.All bearings 20-5-0. (lb) - Max Horz 27=449(LC 9) Max Uplift All uplift 100 lb or less at joint(s) except 27=-289(LC 6), 16=-258(LC 7), 22=-140(LC 10), 23=-192(LC 10), 25=-124(LC 10), 26=-332(LC 10), 20=-139(LC 11), 19=-192(LC 11), 18=-126(LC 11), 17=-324(LC 11) Max Grav All reactions 250 lb or less at joint(s) 22, 23, 25, 20, 19, 18 except 27=343(LC 18), 16=318(LC 17), 21=645(LC 11), 26=362(LC 8), 17=344(LC 9) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-27=-267/234, 2-4=-309/307, 4-5=-198/300, 5-6=-193/451, 6-7=-285/625, 7-8=-354/753, 8-9=-354/753, 9-10=-285/625, 10-11=-193/451, 11-12=-173/300, 12-14=-277/277 WEBS 8-21=-936/372, 4-26=-228/275, 12-17=-221/271 NOTES-(11-12) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=250ft; Ke=0.97; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Corner(3E) -1-0-0 to 2-2-8, Exterior(2N) 2-2-8 to 7-2-8, Corner(3R) 7-2-8 to 13-2-8, Exterior(2N) 13-2-8 to 18-2-8, Corner(3E) 18-2-8 to 21-5-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 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) Gable requires continuous bottom chord bearing. 5) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 289 lb uplift at joint 27, 258 lb uplift at joint 16, 140 lb uplift at joint 22, 192 lb uplift at joint 23, 124 lb uplift at joint 25, 332 lb uplift at joint 26, 139 lb uplift at joint 20, 192 lb uplift at joint 19, 126 lb uplift at joint 18 and 324 lb uplift at joint 17. 10) This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. Continued on page 2 August 26,2020 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, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Job 42_ESTATES_AT_TOWNE_~W Truss GE01 Truss Type Common Supported Gable Qty 1 Ply 1 42 Estates at Towne Meadow Job Reference (optional) I42578518 8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Aug 25 17:35:59 2020 Page 2 ProBuild (Carter-Lee), Mooresville, IN - 46158, ID:dHgyFp7oglwYJLmjLVvlkrza3DW-Hto1A9_bxcr8qsbjLQBa8YExGyfFLlK1i47SlMykEWk 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.). 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, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Job 42_ESTATES_AT_TOWNE_~W Truss GE02 Truss Type Piggyback Base Supported Gable Qty 1 Ply 1 42 Estates at Towne Meadow Job Reference (optional) I42578519 8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Aug 25 17:36:00 2020 Page 1 ProBuild (Carter-Lee), Mooresville, IN - 46158, ID:dHgyFp7oglwYJLmjLVvlkrza3DW-l3MPNU_Divz?S0Awv7ipgmn?rMwj4HpAwks?HoykEWj Scale = 1:71.5 Sheet Front Full Sheathing 1 Ply 7/16OSB8 1 2 3 4 5 6 7 8 9 10 11 19 18 17 16 15 14 13 12 3x6 3x8 3x6 3x6 5x16 MT18HS2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 13-11-0 13-11-0 3-4-0 3-4-0 13-11-0 10-7-0 14-11-0 1-0-0 12-0-01-5-012-0-012.00 12 Plate Offsets (X,Y)-- [3:0-3-4,Edge], [10:0-1-12,0-1-12], [12:Edge,0-3-8], [12:0-0-0,0-1-12] 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 IRC2018/TPI2014 CSI. TC BC WB Matrix-R 0.81 0.51 0.20 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.00 0.00 0.01 (loc) 10 10 12 l/defl n/r n/r n/a L/d 180 120 n/a PLATES MT20 MT18HS Weight: 332 lb FT = 20% GRIP 197/144 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x6 SP 2400F 2.0E *Except* 10-12: 2x4 SPF-S Stud OTHERS 2x3 SPF No.2 *Except* 2-18,4-17: 2x4 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.): 1-3. BOT CHORD Structural wood sheathing directly applied or 9-4-6 oc bracing. WEBS 1 Row at midpt 1-19, 2-18, 4-17, 5-16 REACTIONS.All bearings 13-11-0. (lb) - Max Horz 19=-641(LC 6) Max Uplift All uplift 100 lb or less at joint(s) 19, 18, 14 except 12=-431(LC 9), 17=-191(LC 6), 16=-189(LC 11), 15=-186(LC 11), 13=-592(LC 11) Max Grav All reactions 250 lb or less at joint(s) 19, 18, 17, 16, 15, 14 except 12=804(LC 6), 13=462(LC 9) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-19=-194/328, 1-2=-246/431, 2-3=-246/431, 3-4=-267/444, 4-5=-371/481, 5-6=-395/260, 6-7=-442/277, 7-8=-490/313, 8-10=-744/470, 10-12=-595/316 BOT CHORD 18-19=-335/509, 17-18=-335/509, 16-17=-335/509, 15-16=-335/509, 14-15=-335/509, 13-14=-335/509, 12-13=-335/509 WEBS 2-18=-324/242, 5-16=-197/291, 8-13=-262/427 NOTES-(13-14) 1) Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=250ft; Ke=0.97; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Corner(3E) 0-2-12 to 3-4-0, Corner(3R) 3-4-0 to 6-4-0, Exterior(2N) 6-4-0 to 11-11-0, Corner(3E) 11-11-0 to 14-11-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 7) Gable studs spaced at 2-0-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) * 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. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 19, 18, 14 except (jt=lb) 12=431, 17=191, 16=189, 15=186, 13=592. 11) This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 12) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.Continued on page 2 August 26,2020 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, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Job 42_ESTATES_AT_TOWNE_~W Truss GE02 Truss Type Piggyback Base Supported Gable Qty 1 Ply 1 42 Estates at Towne Meadow Job Reference (optional) I42578519 8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Aug 25 17:36:00 2020 Page 2 ProBuild (Carter-Lee), Mooresville, IN - 46158, ID:dHgyFp7oglwYJLmjLVvlkrza3DW-l3MPNU_Divz?S0Awv7ipgmn?rMwj4HpAwks?HoykEWj 13) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 14) 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, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Job 42_ESTATES_AT_TOWNE_~W Truss GE03 Truss Type Piggyback Base Supported Gable Qty 1 Ply 1 42 Estates at Towne Meadow Job Reference (optional) I42578520 8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Aug 25 17:36:01 2020 Page 1 ProBuild (Carter-Lee), Mooresville, IN - 46158, ID:dHgyFp7oglwYJLmjLVvlkrza3DW-DFwnbq?sSD5s49l6SqD2DzKBLlFbpbQK9OcZqEykEWi Scale = 1:72.2 Sheet Front Full Sheathing 1 Ply 7/16OSB81 2 3 4 5 6 7 8 9 16 15 14 13 12 11 10 17 5x6 4x6 5x8 3x8 3x8 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 6x6 2x4 12-4-0 12-4-0 -1-0-0 1-0-0 1-5-4 1-5-4 12-4-0 10-10-12 10-6-1212-0-012.00 12 Plate Offsets (X,Y)-- [2:0-1-4,0-1-12], [3:0-4-12,0-1-8], [9:Edge,0-1-8], [10:Edge,0-1-8], [16:0-3-0,0-0-8] 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 IRC2018/TPI2014 CSI. TC BC WB Matrix-SH 0.76 0.53 0.82 DEFL. Vert(LL) Vert(CT) Horz(CT) in 0.00 -0.00 -0.01 (loc) 1 1 10 l/defl n/r n/r n/a L/d 180 120 n/a PLATES MT20 Weight: 447 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x6 SPF No.2 *Except* 9-10: 2x6 SP 2400F 2.0E, 2-15: 2x4 SPF No.2 OTHERS 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 3-9. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 15-16. WEBS 1 Row at midpt 2-16, 9-10, 8-11, 7-12, 6-13, 5-14, 4-15, 2-15 REACTIONS.All bearings 12-4-0. (lb) - Max Horz 16=623(LC 9) Max Uplift All uplift 100 lb or less at joint(s) 12, 13, 14 except 16=-1455(LC 8), 10=-100(LC 7), 11=-141(LC 6), 15=-1814(LC 7) Max Grav All reactions 250 lb or less at joint(s) 10, 11, 12, 13, 14 except 16=1775(LC 9), 15=1578(LC 8) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-16=-1705/1365, 2-3=-360/657, 3-4=-249/443, 4-5=-249/443, 5-6=-249/443, 6-7=-249/443, 7-8=-249/443, 8-9=-249/443, 9-10=-166/292 BOT CHORD 15-16=-552/436, 14-15=-253/441, 13-14=-253/441, 12-13=-253/441, 11-12=-253/441, 10-11=-253/441 WEBS 5-14=-171/271, 4-15=-473/188, 2-15=-1519/1681 NOTES-(13-14) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=250ft; Ke=0.97; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Corner(3E) -1-0-0 to 4-4-0, Exterior(2N) 4-4-0 to 9-1-4, Corner(3E) 9-1-4 to 12-1-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 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) Provide adequate drainage to prevent water ponding. 5) Gable requires continuous bottom chord bearing. 6) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 7) Gable studs spaced at 2-0-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) * 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. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 12, 13, 14 except (jt=lb) 16=1455, 10=100, 11=141, 15=1814. 11) This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 12) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.Continued on page 2 August 26,2020 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, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Job 42_ESTATES_AT_TOWNE_~W Truss GE03 Truss Type Piggyback Base Supported Gable Qty 1 Ply 1 42 Estates at Towne Meadow Job Reference (optional) I42578520 8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Aug 25 17:36:01 2020 Page 2 ProBuild (Carter-Lee), Mooresville, IN - 46158, ID:dHgyFp7oglwYJLmjLVvlkrza3DW-DFwnbq?sSD5s49l6SqD2DzKBLlFbpbQK9OcZqEykEWi 13) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 14) 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, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Job 42_ESTATES_AT_TOWNE_~W Truss GE04 Truss Type Monopitch Supported Gable Qty 1 Ply 1 42 Estates at Towne Meadow Job Reference (optional) I42578521 8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Aug 25 17:36:02 2020 Page 1 ProBuild (Carter-Lee), Mooresville, IN - 46158, ID:dHgyFp7oglwYJLmjLVvlkrza3DW-hSU9oA0UDXEjhJJI0YkHlBsQ49guYD9TO2L6MhykEWh Scale = 1:21.9 1 2 3 4 7 6 5 3x6 3x6 3x4 3x4 2x4 2x4 -1-0-0 1-0-0 3-0-0 3-0-0 1-3-03-9-010.00 12 Plate Offsets (X,Y)-- [2:0-3-15,0-0-0], [5:Edge,0-2-8], [7:0-2-12,0-1-0] 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 IRC2018/TPI2014 CSI. TC BC WB Matrix-R 0.51 0.21 0.09 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.00 -0.00 0.00 (loc) 2 2 5 l/defl n/r n/r n/a L/d 180 120 n/a PLATES MT20 Weight: 14 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* 4-5: 2x3 SPF No.2 OTHERS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. (size)7=3-0-0, 5=3-0-0, 6=3-0-0 Max Horz 7=195(LC 9) Max Uplift 7=-125(LC 6), 5=-49(LC 7), 6=-218(LC 10) Max Grav 7=242(LC 18), 5=89(LC 17), 6=228(LC 8) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 3-6=-195/348 NOTES-(10-11) 1) Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=250ft; Ke=0.97; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Corner(3E) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) Gable requires continuous bottom chord bearing. 4) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 5) Gable studs spaced at 2-0-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5 except (jt=lb) 7=125, 6=218. 9) This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 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.). August 26,2020 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, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Job 42_ESTATES_AT_TOWNE_~W Truss J01 Truss Type Jack-Open Qty 4 Ply 1 42 Estates at Towne Meadow Job Reference (optional) I42578522 8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Aug 25 17:36:02 2020 Page 1 ProBuild (Carter-Lee), Mooresville, IN - 46158, ID:dHgyFp7oglwYJLmjLVvlkrza3DW-hSU9oA0UDXEjhJJI0YkHlBsV09i2YEUTO2L6MhykEWh Scale = 1:11.3 1 2 5 3 4 3x6 2-9-8 2-9-8 -1-0-0 1-0-0 2-9-8 2-9-8 0-9-01-8-31-4-01-8-34.00 12 Plate Offsets (X,Y)-- [2:0-0-7,0-1-4], [5:0-0-0,0-1-4] 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 IRC2018/TPI2014 CSI. TC BC WB Matrix-R 0.19 0.07 0.00 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.00 -0.00 -0.00 (loc) 4-5 4-5 3 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 8 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 2-9-8 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. (size)5=0-3-0, 3=Mechanical, 4=Mechanical Max Horz 5=63(LC 6) Max Uplift 5=-101(LC 6), 3=-56(LC 10) Max Grav 5=185(LC 1), 3=65(LC 1), 4=49(LC 3) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-5=-159/279 NOTES-(7-8) 1) Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=250ft; Ke=0.97; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2E) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * 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. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3 except (jt=lb) 5=101. 6) This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 7) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 8) 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.). August 26,2020 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, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Job 42_ESTATES_AT_TOWNE_~W Truss J02 Truss Type Jack-Open Qty 2 Ply 1 42 Estates at Towne Meadow Job Reference (optional) I42578523 8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Aug 25 17:36:03 2020 Page 1 ProBuild (Carter-Lee), Mooresville, IN - 46158, ID:dHgyFp7oglwYJLmjLVvlkrza3DW-9e1X0W16_qMaJTuVaFGWIOPfZZ3dHhkddi5fu7ykEWg Scale = 1:9.8 1 2 5 3 4 3x6 2-8-8 2-8-8 -1-3-9 1-3-9 2-8-8 2-8-8 0-9-01-4-110-3-151-0-111-4-112.83 12 Plate Offsets (X,Y)-- [2:0-0-5,0-1-4], [5:0-0-0,0-1-4] 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 IRC2018/TPI2014 CSI. TC BC WB Matrix-R 0.20 0.05 0.00 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.00 -0.00 0.00 (loc) 4-5 4-5 3 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 8 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 2-8-8 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. (size)5=0-4-9, 3=Mechanical, 4=Mechanical Max Horz 5=46(LC 6) Max Uplift 5=-133(LC 6), 3=-46(LC 10) Max Grav 5=209(LC 1), 3=56(LC 1), 4=47(LC 3) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-5=-180/378 NOTES-(7-8) 1) Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=250ft; Ke=0.97; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Corner(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * 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. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3 except (jt=lb) 5=133. 6) This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 7) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 8) 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.). August 26,2020 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, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Job 42_ESTATES_AT_TOWNE_~W Truss J03 Truss Type Jack-Open Qty 2 Ply 1 42 Estates at Towne Meadow Job Reference (optional) I42578524 8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Aug 25 17:36:04 2020 Page 1 ProBuild (Carter-Lee), Mooresville, IN - 46158, ID:dHgyFp7oglwYJLmjLVvlkrza3DW-dqbwDs2kl8URxdTh8znlrcyr5zP308_mrMqDQZykEWf Scale = 1:9.9 1 2 5 3 4 3x6 1-11-8 1-11-8 -1-0-0 1-0-0 1-11-8 1-11-8 0-9-01-4-134.00 12 Plate Offsets (X,Y)-- [2:0-0-7,0-1-4], [5:0-0-0,0-1-4] 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 IRC2018/TPI2014 CSI. TC BC WB Matrix-R 0.15 0.04 0.00 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.00 -0.00 0.00 (loc) 5 4-5 3 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 6 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 1-11-8 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. (size)5=0-3-0, 3=Mechanical, 4=Mechanical Max Horz 5=49(LC 6) Max Uplift 5=-96(LC 6), 3=-37(LC 10) Max Grav 5=160(LC 1), 3=38(LC 1), 4=34(LC 3) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES-(7-8) 1) Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=250ft; Ke=0.97; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2E) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * 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. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5, 3. 6) This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 7) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 8) 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.). August 26,2020 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, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Job 42_ESTATES_AT_TOWNE_~W Truss J04 Truss Type Jack-Open Qty 1 Ply 1 42 Estates at Towne Meadow Job Reference (optional) I42578525 8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Aug 25 17:36:04 2020 Page 1 ProBuild (Carter-Lee), Mooresville, IN - 46158, ID:dHgyFp7oglwYJLmjLVvlkrza3DW-dqbwDs2kl8URxdTh8znlrcyq9zOK08_mrMqDQZykEWf Scale = 1:11.6 1 2 5 3 4 3x6 3-0-0 3-0-0 -1-0-0 1-0-0 3-0-0 3-0-0 0-9-01-9-01-4-131-9-04.00 12 Plate Offsets (X,Y)-- [2:0-0-7,0-1-4], [5:0-0-0,0-1-4] 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 IRC2018/TPI2014 CSI. TC BC WB Matrix-R 0.21 0.08 0.00 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.00 -0.01 -0.01 (loc) 4-5 4-5 3 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 9 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. (size)5=0-3-8, 3=Mechanical, 4=Mechanical Max Horz 5=67(LC 6) Max Uplift 5=-102(LC 6), 3=-61(LC 10) Max Grav 5=192(LC 1), 3=72(LC 1), 4=53(LC 3) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-5=-165/289 NOTES-(7-8) 1) Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=250ft; Ke=0.97; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2E) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * 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. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3 except (jt=lb) 5=102. 6) This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 7) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 8) 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.). August 26,2020 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, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Job 42_ESTATES_AT_TOWNE_~W Truss J05 Truss Type Jack-Open Qty 27 Ply 1 42 Estates at Towne Meadow Job Reference (optional) I42578526 8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Aug 25 17:36:05 2020 Page 1 ProBuild (Carter-Lee), Mooresville, IN - 46158, ID:dHgyFp7oglwYJLmjLVvlkrza3DW-609IQC2MWScIYn2thgI_NpUx_NjalZAw40amz0ykEWe Scale = 1:30.3 1 2 5 4 3 3x4 4x6 3x4 4-0-0 4-0-0 -1-0-0 1-0-0 4-0-0 4-0-0 1-5-05-5-04-10-95-5-012.00 12 Plate Offsets (X,Y)-- [2:0-2-8,0-1-12] 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 IRC2018/TPI2014 CSI. TC BC WB Matrix-P 0.47 0.15 0.13 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.01 -0.03 -0.01 (loc) 4-5 4-5 3 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 17 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 8-2-5 oc bracing. REACTIONS. (size)5=0-3-8, 3=Mechanical, 4=Mechanical Max Horz 5=236(LC 10) Max Uplift 3=-171(LC 10), 4=-51(LC 10) Max Grav 5=230(LC 1), 3=141(LC 17), 4=78(LC 3) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BOT CHORD 4-5=-516/138 WEBS 2-4=-144/539 NOTES-(7-8) 1) Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=250ft; Ke=0.97; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2E) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * 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. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4 except (jt=lb) 3=171. 6) This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 7) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 8) 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.). August 26,2020 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, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Job 42_ESTATES_AT_TOWNE_~W Truss J06 Truss Type Jack-Open Qty 1 Ply 1 42 Estates at Towne Meadow Job Reference (optional) I42578527 8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Aug 25 17:36:05 2020 Page 1 ProBuild (Carter-Lee), Mooresville, IN - 46158, ID:dHgyFp7oglwYJLmjLVvlkrza3DW-609IQC2MWScIYn2thgI_NpUz8NlFlauw40amz0ykEWe Scale = 1:17.3 1 2 5 4 3 3x4 3x4 3x4 2-2-9 2-2-9 -1-6-12 1-6-12 2-2-9 2-2-9 1-5-02-10-00-5-22-4-142-10-07.68 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 IRC2018/TPI2014 CSI. TC BC WB Matrix-P 0.33 0.04 0.09 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.00 -0.00 -0.00 (loc) 4-5 4-5 3 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 10 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 2-2-9 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. (size)5=0-4-9, 3=Mechanical, 4=Mechanical Max Horz 5=98(LC 10) Max Uplift 5=-40(LC 10), 3=-30(LC 10), 4=-48(LC 10) Max Grav 5=223(LC 1), 3=30(LC 17), 4=54(LC 8) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BOT CHORD 4-5=-308/60 WEBS 2-4=-68/352 NOTES-(7-8) 1) Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=250ft; Ke=0.97; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Corner(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * 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. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5, 3, 4. 6) This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 7) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 8) 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.). August 26,2020 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, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Job 42_ESTATES_AT_TOWNE_~W Truss J07 Truss Type Jack-Open Qty 2 Ply 1 42 Estates at Towne Meadow Job Reference (optional) I42578528 8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Aug 25 17:36:06 2020 Page 1 ProBuild (Carter-Lee), Mooresville, IN - 46158, ID:dHgyFp7oglwYJLmjLVvlkrza3DW-aDjgeY3_Hlk9Axd4FOpDw11BWm5aU1B3JgJKVSykEWd Scale = 1:17.9 1 2 5 4 3 3x4 3x4 3x4 2-0-8 2-0-8 -1-0-0 1-0-0 2-0-8 2-0-8 1-3-02-11-72-5-102-11-710.00 12 Plate Offsets (X,Y)-- [4:Edge,0-1-8] 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 IRC2018/TPI2014 CSI. TC BC WB Matrix-P 0.16 0.03 0.08 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.00 -0.00 -0.00 (loc) 5 4-5 3 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 9 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 2-0-8 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. (size)5=0-3-8, 3=Mechanical, 4=Mechanical Max Horz 5=108(LC 10) Max Uplift 3=-53(LC 10), 4=-49(LC 10) Max Grav 5=161(LC 1), 3=49(LC 17), 4=50(LC 8) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BOT CHORD 4-5=-297/60 WEBS 2-4=-67/335 NOTES-(7-8) 1) Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=250ft; Ke=0.97; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2E) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * 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. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 4. 6) This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 7) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 8) 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.). August 26,2020 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, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Job 42_ESTATES_AT_TOWNE_~W Truss J08 Truss Type Jack-Open Qty 1 Ply 1 42 Estates at Towne Meadow Job Reference (optional) I42578529 8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Aug 25 17:36:06 2020 Page 1 ProBuild (Carter-Lee), Mooresville, IN - 46158, ID:dHgyFp7oglwYJLmjLVvlkrza3DW-aDjgeY3_Hlk9Axd4FOpDw118um5QU163JgJKVSykEWd Scale = 1:17.6 1 2 5 4 3 3x4 3x4 3x4 2-3-14 2-3-14 -1-6-12 1-6-12 2-3-14 2-3-14 1-5-02-10-137.68 12 Plate Offsets (X,Y)-- [4:Edge,0-1-8] 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 IRC2018/TPI2014 CSI. TC BC WB Matrix-P 0.33 0.04 0.09 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.00 -0.00 -0.00 (loc) 4-5 4-5 3 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 11 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 2-3-14 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. (size)5=0-4-9, 3=Mechanical, 4=Mechanical Max Horz 5=102(LC 10) Max Uplift 5=-40(LC 10), 3=-35(LC 10), 4=-46(LC 10) Max Grav 5=225(LC 1), 3=36(LC 17), 4=54(LC 8) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BOT CHORD 4-5=-315/61 WEBS 2-4=-69/355 NOTES-(7-8) 1) Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=250ft; Ke=0.97; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Corner(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * 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. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5, 3, 4. 6) This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 7) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 8) 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.). August 26,2020 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, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Job 42_ESTATES_AT_TOWNE_~W Truss J09 Truss Type Jack-Open Qty 1 Ply 1 42 Estates at Towne Meadow Job Reference (optional) I42578530 8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Aug 25 17:36:07 2020 Page 1 ProBuild (Carter-Lee), Mooresville, IN - 46158, ID:dHgyFp7oglwYJLmjLVvlkrza3DW-2PH2ru4c23s0o4CGp5KSSEaMPAQpDUSCXK3t1uykEWc Scale = 1:17.9 1 2 5 4 3 3x4 3x4 3x4 2-0-8 2-0-8 -0-11-10 0-11-10 2-0-8 2-0-8 1-3-02-11-72-5-102-11-710.00 12 Plate Offsets (X,Y)-- [4:Edge,0-1-8] 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 IRC2018/TPI2014 CSI. TC BC WB Matrix-P 0.15 0.03 0.08 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.00 -0.00 -0.00 (loc) 5 4-5 3 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 9 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 2-0-8 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. (size)5=0-3-8, 3=Mechanical, 4=Mechanical Max Horz 5=107(LC 10) Max Uplift 3=-54(LC 10), 4=-49(LC 10) Max Grav 5=159(LC 1), 3=50(LC 17), 4=50(LC 8) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BOT CHORD 4-5=-294/60 WEBS 2-4=-67/331 NOTES-(7-8) 1) Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=250ft; Ke=0.97; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2E) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * 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. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 4. 6) This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 7) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 8) 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.). August 26,2020 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, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Job 42_ESTATES_AT_TOWNE_~W Truss J10 Truss Type Jack-Open Qty 12 Ply 1 42 Estates at Towne Meadow Job Reference (optional) I42578531 8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Aug 25 17:36:07 2020 Page 1 ProBuild (Carter-Lee), Mooresville, IN - 46158, ID:dHgyFp7oglwYJLmjLVvlkrza3DW-2PH2ru4c23s0o4CGp5KSSEaJVAO2DU6CXK3t1uykEWc Scale = 1:26.0 1 2 5 4 3 3x4 3x4 3x4 4-0-0 4-0-0 -1-0-0 1-0-0 4-0-0 4-0-0 1-3-04-7-04-1-34-7-010.00 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 IRC2018/TPI2014 CSI. TC BC WB Matrix-P 0.34 0.15 0.10 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.01 -0.03 -0.01 (loc) 4-5 4-5 3 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 16 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 9-2-7 oc bracing. REACTIONS. (size)5=0-3-8, 3=Mechanical, 4=Mechanical Max Horz 5=196(LC 10) Max Uplift 3=-142(LC 10), 4=-30(LC 10) Max Grav 5=230(LC 1), 3=133(LC 17), 4=78(LC 3) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BOT CHORD 4-5=-408/116 WEBS 2-4=-119/421 NOTES-(7-8) 1) Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=250ft; Ke=0.97; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2E) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * 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. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4 except (jt=lb) 3=142. 6) This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 7) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 8) 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.). August 26,2020 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, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Job 42_ESTATES_AT_TOWNE_~W Truss J11 Truss Type Jack-Open Qty 1 Ply 1 42 Estates at Towne Meadow Job Reference (optional) I42578532 8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Aug 25 17:36:08 2020 Page 1 ProBuild (Carter-Lee), Mooresville, IN - 46158, ID:dHgyFp7oglwYJLmjLVvlkrza3DW-WbrQ3E5FpN_sPEnSNprh?S6VealKyxYMmzoQaKykEWb Scale = 1:19.9 1 2 5 4 3 3x4 3x4 3x4 3-0-8 3-0-8 -1-6-12 1-6-12 3-0-8 3-0-8 1-5-03-4-62-11-43-4-67.68 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 IRC2018/TPI2014 CSI. TC BC WB Matrix-P 0.31 0.08 0.09 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.00 -0.01 -0.00 (loc) 4-5 4-5 3 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 13 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 3-0-8 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. (size)5=0-4-9, 3=Mechanical, 4=Mechanical Max Horz 5=127(LC 10) Max Uplift 5=-39(LC 10), 3=-66(LC 10), 4=-37(LC 10) Max Grav 5=244(LC 1), 3=71(LC 17), 4=59(LC 3) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BOT CHORD 4-5=-345/70 WEBS 2-4=-75/371 NOTES-(7-8) 1) Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=250ft; Ke=0.97; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Corner(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * 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. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5, 3, 4. 6) This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 7) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 8) 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.). August 26,2020 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, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Job 42_ESTATES_AT_TOWNE_~W Truss J12 Truss Type Jack-Open Qty 1 Ply 1 42 Estates at Towne Meadow Job Reference (optional) I42578533 8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Aug 25 17:36:09 2020 Page 1 ProBuild (Carter-Lee), Mooresville, IN - 46158, ID:dHgyFp7oglwYJLmjLVvlkrza3DW-_oPpGZ5tag6j1OMewWNwYffgQ_5UhOpV?dY_6nykEWa Scale = 1:20.1 1 2 5 4 6 3 3x4 3x4 3x4 3-1-6 3-1-6 -1-6-12 1-6-12 3-1-6 3-1-6 1-5-03-4-150-5-22-11-133-4-157.68 12 Plate Offsets (X,Y)-- [4:Edge,0-1-8] 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 IRC2018/TPI2014 CSI. TC BC WB Matrix-P 0.31 0.08 0.09 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.00 -0.01 -0.00 (loc) 4-5 4-5 3 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 13 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 3-1-6 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. (size)5=0-7-11, 3=Mechanical, 4=Mechanical Max Horz 5=130(LC 10) Max Uplift 5=-39(LC 10), 3=-69(LC 10), 4=-36(LC 10) Max Grav 5=247(LC 1), 3=75(LC 17), 4=60(LC 3) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BOT CHORD 4-5=-343/71 WEBS 2-4=-76/368 NOTES-(7-8) 1) Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=250ft; Ke=0.97; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Corner(3) -1-6-12 to 2-8-3, Exterior(2R) 2-8-3 to 3-0-10 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * 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. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5, 3, 4. 6) This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 7) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 8) 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.). August 26,2020 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, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Job 42_ESTATES_AT_TOWNE_~W Truss J13 Truss Type Jack-Open Qty 2 Ply 1 42 Estates at Towne Meadow Job Reference (optional) I42578534 8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Aug 25 17:36:09 2020 Page 1 ProBuild (Carter-Lee), Mooresville, IN - 46158, ID:dHgyFp7oglwYJLmjLVvlkrza3DW-_oPpGZ5tag6j1OMewWNwYffh?_6HhOUV?dY_6nykEWa Scale = 1:20.5 1 2 5 4 3 3x4 3x4 3x4 2-0-8 2-0-8 -1-0-0 1-0-0 2-0-8 2-0-8 1-5-03-5-82-11-13-5-812.00 12 Plate Offsets (X,Y)-- [2:0-2-0,0-0-12], [4:Edge,0-1-8] 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 IRC2018/TPI2014 CSI. TC BC WB Matrix-P 0.21 0.03 0.11 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.00 -0.00 -0.00 (loc) 5 4-5 3 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 10 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 2-0-8 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 9-6-9 oc bracing. REACTIONS. (size)5=0-3-8, 3=Mechanical, 4=Mechanical Max Horz 5=131(LC 10) Max Uplift 3=-64(LC 10), 4=-74(LC 10) Max Grav 5=161(LC 1), 3=52(LC 17), 4=62(LC 8) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BOT CHORD 4-5=-386/71 WEBS 2-4=-83/451 NOTES-(7-8) 1) Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=250ft; Ke=0.97; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2E) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * 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. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 4. 6) This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 7) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 8) 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.). August 26,2020 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, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Job 42_ESTATES_AT_TOWNE_~W Truss J14 Truss Type Jack-Open Qty 7 Ply 1 42 Estates at Towne Meadow Job Reference (optional) I42578535 8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Aug 25 17:36:10 2020 Page 1 ProBuild (Carter-Lee), Mooresville, IN - 46158, ID:dHgyFp7oglwYJLmjLVvlkrza3DW-S_zBUv6VL_EafYxrUDu94tCtaORqQr1fEHHXeDykEWZ Scale = 1:21.9 1 2 5 4 3 3x4 3x4 3x4 3-0-0 3-0-0 -1-0-0 1-0-0 3-0-0 3-0-0 1-3-03-9-03-3-33-9-010.00 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 IRC2018/TPI2014 CSI. TC BC WB Matrix-P 0.15 0.08 0.09 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.00 -0.01 -0.00 (loc) 4-5 4-5 3 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 13 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 9-11-5 oc bracing. REACTIONS. (size)5=0-3-8, 3=Mechanical, 4=Mechanical Max Horz 5=151(LC 10) Max Uplift 3=-98(LC 10), 4=-38(LC 10) Max Grav 5=193(LC 1), 3=92(LC 17), 4=58(LC 3) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BOT CHORD 4-5=-353/87 WEBS 2-4=-92/374 NOTES-(7-8) 1) Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=250ft; Ke=0.97; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2E) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * 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. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 4. 6) This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 7) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 8) 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.). August 26,2020 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, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Job 42_ESTATES_AT_TOWNE_~W Truss J15 Truss Type Jack-Open Qty 8 Ply 1 42 Estates at Towne Meadow Job Reference (optional) I42578536 8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Aug 25 17:36:10 2020 Page 1 ProBuild (Carter-Lee), Mooresville, IN - 46158, ID:dHgyFp7oglwYJLmjLVvlkrza3DW-S_zBUv6VL_EafYxrUDu94tCsgOSfQrjfEHHXeDykEWZ Scale = 1:19.3 1 2 5 4 3 3x4 4x6 3x4 1-9-8 1-9-8 -1-0-0 1-0-0 1-9-8 1-9-8 1-5-03-2-82-8-13-2-812.00 12 Plate Offsets (X,Y)-- [2:0-2-8,0-1-12], [4:Edge,0-1-8] 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 IRC2018/TPI2014 CSI. TC BC WB Matrix-P 0.21 0.02 0.11 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.00 -0.00 -0.00 (loc) 5 5 3 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 9 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 1-9-8 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 9-8-9 oc bracing. REACTIONS. (size)5=0-5-8, 3=Mechanical, 4=Mechanical Max Horz 5=120(LC 10) Max Uplift 3=-51(LC 10), 4=-80(LC 10) Max Grav 5=155(LC 1), 3=42(LC 17), 4=64(LC 8) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BOT CHORD 4-5=-374/67 WEBS 2-4=-82/455 NOTES-(7-8) 1) Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=250ft; Ke=0.97; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2E) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * 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. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 4. 6) This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 7) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 8) 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.). August 26,2020 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, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Job 42_ESTATES_AT_TOWNE_~W Truss J16 Truss Type Jack-Open Structural Gable Qty 1 Ply 1 42 Estates at Towne Meadow Job Reference (optional) I42578537 8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Aug 25 17:36:11 2020 Page 1 ProBuild (Carter-Lee), Mooresville, IN - 46158, ID:dHgyFp7oglwYJLmjLVvlkrza3DW-wAWZhF776IMRGiV12xPOd4k0onoN9IcoSx14AfykEWY Scale = 1:18.9 1 2 3 5 4 5x6 3x4 3x4 3x4 2-8-11 2-8-11 -1-6-12 1-6-12 2-8-11 2-8-11 1-5-03-1-157.68 12 Plate Offsets (X,Y)-- [3:0-1-0,0-3-3] 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 IRC2018/TPI2014 CSI. TC BC WB Matrix-P 0.32 0.06 0.07 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.00 -0.00 -0.00 (loc) 4-5 4-5 3 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 14 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 2-8-11 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. (size)3=Mechanical, 4=Mechanical, 5=0-7-11 Max Horz 5=168(LC 7) Max Uplift 3=-48(LC 7), 4=-41(LC 7), 5=-79(LC 10) Max Grav 3=63(LC 17), 4=64(LC 8), 5=234(LC 1) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-5=-209/268 WEBS 2-4=-92/291 NOTES-(10-11) 1) Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=250ft; Ke=0.97; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Corner(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) Gable studs spaced at 2-0-0 oc. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 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) 3, 4, 5. 8) This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 9) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 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.). August 26,2020 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, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Job 42_ESTATES_AT_TOWNE_~W Truss M01 Truss Type Monopitch Qty 5 Ply 1 42 Estates at Towne Meadow Job Reference (optional) I42578538 8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Aug 25 17:36:12 2020 Page 1 ProBuild (Carter-Lee), Mooresville, IN - 46158, ID:dHgyFp7oglwYJLmjLVvlkrza3DW-ON4xub8ltbUIus4Dcewd9IH33B34umyxhbmej6ykEWX Scale = 1:17.4 1 2 3 4 5 6 3x4 3x8 3x4 3x4 5-10-13 5-10-13 -1-0-0 1-0-0 5-11-8 5-11-8 0-9-02-8-132-5-50-3-82-8-134.00 12 Plate Offsets (X,Y)-- [2:0-5-5,Edge], [5:Edge,0-2-0] 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 IRC2018/TPI2014 CSI. TC BC WB Matrix-P 0.79 0.35 0.00 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.07 -0.14 -0.00 (loc) 2-5 2-5 5 l/defl >999 >509 n/a L/d 240 180 n/a PLATES MT20 Weight: 20 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF-S Stud SLIDER Left 2x4 SPF-S Stud 3-0-7 BRACING- TOP CHORD Structural wood sheathing directly applied or 5-11-8 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. (size)2=0-3-8, 5=0-1-8 Max Horz 2=137(LC 7) Max Uplift 2=-140(LC 6), 5=-98(LC 10) Max Grav 2=298(LC 1), 5=227(LC 1) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 4-5=-169/320 NOTES-(8-9) 1) Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=250ft; Ke=0.97; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2E) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 2-9-12, Exterior(2E) 2-9-12 to 5-9-12 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * 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. 4) Bearing at joint(s) 5 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 5) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 5. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5 except (jt=lb) 2=140. 7) This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 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.). August 26,2020 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, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Job 42_ESTATES_AT_TOWNE_~W Truss M02 Truss Type Monopitch Qty 10 Ply 1 42 Estates at Towne Meadow Job Reference (optional) I42578539 8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Aug 25 17:36:12 2020 Page 1 ProBuild (Carter-Lee), Mooresville, IN - 46158, ID:dHgyFp7oglwYJLmjLVvlkrza3DW-ON4xub8ltbUIus4Dcewd9IH8jB_Wuhgxhbmej6ykEWX Scale: 1/2"=1' 1 2 3 4 5 6 7 8 3x4 5x8 3x4 2x4 5x6 9-10-12 9-10-12 -1-0-0 1-0-0 4-11-12 4-11-12 9-11-8 4-11-12 0-9-04-0-133-9-50-3-84-0-134.00 12 Plate Offsets (X,Y)-- [2:0-5-5,Edge], [6:Edge,0-1-8] 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 IRC2018/TPI2014 CSI. TC BC WB Matrix-SH 0.50 0.70 0.34 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.22 -0.45 0.01 (loc) 2-6 2-6 6 l/defl >528 >263 n/a L/d 240 180 n/a PLATES MT20 Weight: 35 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* 4-6: 2x3 SPF No.2 SLIDER Left 2x4 SPF-S Stud 2-7-1 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 8-9-6 oc bracing. REACTIONS. (size)2=0-3-0, 6=0-1-8 Max Horz 2=216(LC 7) Max Uplift 2=-192(LC 6), 6=-165(LC 10) Max Grav 2=456(LC 1), 6=389(LC 1) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-540/420 BOT CHORD 2-6=-425/475 WEBS 4-6=-482/539 NOTES-(8-9) 1) Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=250ft; Ke=0.97; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2E) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 6-9-12, Exterior(2E) 6-9-12 to 9-9-12 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * 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. 4) Bearing at joint(s) 6 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 5) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 6. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=192, 6=165. 7) This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 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.). August 26,2020 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, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Job 42_ESTATES_AT_TOWNE_~W Truss M03 Truss Type Monopitch Structural Gable Qty 1 Ply 1 42 Estates at Towne Meadow Job Reference (optional) I42578540 8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Aug 25 17:36:13 2020 Page 1 ProBuild (Carter-Lee), Mooresville, IN - 46158, ID:dHgyFp7oglwYJLmjLVvlkrza3DW-tZeJ6x8Nevc9W?fQ9MRsiVqF6bGSd2E5wFWBFYykEWW Scale = 1:68.9 1 2 3 4 5 6 10 9 8 7 11 12 13 14 15 16 3x6 3x8 MT18HS 3x4 5x6 3x4 4x6 3x4 3x8 4x6 10-2-8 10-2-8 17-2-0 6-11-8 17-2-7 0-0-7 -1-0-0 1-0-0 5-2-8 5-2-8 10-2-8 5-0-0 17-2-0 6-11-8 1-5-011-7-84-8-012.00 12 Plate Offsets (X,Y)-- [2:0-2-0,0-1-4], [6:Edge,0-0-8], [10:Edge,0-1-12] 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 IRC2018/TPI2014 CSI. TC BC WB Matrix-SH 0.71 0.85 0.70 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.42 -0.67 0.01 (loc) 8-10 8-10 7 l/defl >480 >300 n/a L/d 240 180 n/a PLATES MT20 MT18HS Weight: 92 lb FT = 20% GRIP 169/123 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 *Except* 5-6: 2x6 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x3 SPF No.2 *Except* 5-8: 2x4 SPF No.2, 2-10,6-7: 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 9-2-13 oc bracing. REACTIONS. (size)10=0-3-8, 7=Mechanical Max Horz 10=490(LC 9) Max Uplift 10=-173(LC 10), 7=-213(LC 10) Max Grav 10=839(LC 18), 7=811(LC 17) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-480/290, 4-5=-593/339, 5-6=-594/279, 2-10=-499/328, 6-7=-739/241 BOT CHORD 8-10=-288/618 WEBS 4-8=-285/386, 5-8=-177/354, 4-10=-462/120, 6-8=-120/486 NOTES-(9-10) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=250ft; Ke=0.97; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2E) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 7-2-8, Exterior(2R) 7-2-8 to 13-2-8, Interior(1) 13-2-8 to 14-0-7, Exterior(2E) 14-0-7 to 17-0-7 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) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 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) 10=173, 7=213. 8) This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 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.). August 26,2020 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, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Job 42_ESTATES_AT_TOWNE_~W Truss PB01 Truss Type Piggyback Qty 2 Ply 1 42 Estates at Towne Meadow Job Reference (optional) I42578541 8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Aug 25 17:36:13 2020 Page 1 ProBuild (Carter-Lee), Mooresville, IN - 46158, ID:dHgyFp7oglwYJLmjLVvlkrza3DW-tZeJ6x8Nevc9W?fQ9MRsiVqI?bPrd8m5wFWBFYykEWW Scale = 1:61.3 12 3 4 6 5 7 8 4x6 4x6 3x6 2x4 2x4 10-10-12 10-10-120-5-310-9-40-1-80-1-812.00 12 Plate Offsets (X,Y)-- [2:0-6-0,0-0-14], [4:0-4-7,Edge], [5:Edge,0-3-8] 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 IRC2018/TPI2014 CSI. TC BC WB Matrix-SH 0.53 0.31 0.28 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.00 0.00 -0.00 (loc) 1 1 5 l/defl n/r n/r n/a L/d 180 120 n/a PLATES MT20 Weight: 45 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF 2100F 1.8E 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. WEBS 1 Row at midpt 4-5 REACTIONS. (size)5=10-4-1, 2=10-4-1, 6=10-4-1 Max Horz 2=547(LC 7) Max Uplift 5=-195(LC 7), 2=-128(LC 6), 6=-530(LC 10) Max Grav 5=262(LC 17), 2=366(LC 9), 6=614(LC 17) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-534/359, 3-4=-339/211 WEBS 3-6=-485/644 NOTES-(7-8) 1) Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=250ft; Ke=0.97; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2E) 0-2-14 to 3-2-14, Interior(1) 3-2-14 to 6-6-1, Exterior(2R) 6-6-1 to 10-9-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 5=195, 2=128, 6=530. 5) This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 6) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. 7) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 8) 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.). August 26,2020 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, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Job 42_ESTATES_AT_TOWNE_~W Truss PB02 Truss Type Piggyback Qty 2 Ply 1 42 Estates at Towne Meadow Job Reference (optional) I42578542 8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Aug 25 17:36:14 2020 Page 1 ProBuild (Carter-Lee), Mooresville, IN - 46158, ID:dHgyFp7oglwYJLmjLVvlkrza3DW-LlCiJH9?PDk079Ecj3y5FjMab?oXMfSE8vFln_ykEWV Scale = 1:15.0 1 2 34 5 3x4 3x4 3x4 3x4 3-4-0 3-4-0 0-9-8 0-9-8 3-4-0 2-6-8 1-7-82-5-00-1-80-5-30-1-812.00 12 Plate Offsets (X,Y)-- [2:0-2-0,Edge], [3:0-2-6,0-1-8] 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 IRC2018/TPI2014 CSI. TC BC WB Matrix-R 0.09 0.09 0.00 DEFL. Vert(LL) Vert(CT) Horz(CT) in 0.00 0.00 0.00 (loc) 3 4 3 l/defl n/r n/r n/a L/d 180 120 n/a PLATES MT20 Weight: 10 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 3-4-0 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. (size)5=2-9-5, 3=2-9-5 Max Horz 5=-102(LC 6) Max Uplift 5=-45(LC 11), 3=-30(LC 11) Max Grav 5=116(LC 18), 3=127(LC 1) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES-(9-10) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=250ft; Ke=0.97; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2E) 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) * 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. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5, 3. 7) This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. 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.). August 26,2020 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, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Job 42_ESTATES_AT_TOWNE_~W Truss PB03 Truss Type Piggyback Qty 1 Ply 2 42 Estates at Towne Meadow Job Reference (optional) I42578543 8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Aug 25 17:36:15 2020 Page 1 ProBuild (Carter-Lee), Mooresville, IN - 46158, ID:dHgyFp7oglwYJLmjLVvlkrza3DW-pym4XdAe9WstlJpoHnTKnwvm1P9U56iONZ?IJQykEWU Scale = 1:15.0 1 2 34 5 3x4 3x4 3x4 3x4 3-4-0 3-4-0 0-9-8 0-9-8 3-4-0 2-6-8 1-7-82-5-00-1-80-5-30-1-812.00 12 Plate Offsets (X,Y)-- [2:0-2-0,Edge], [3:0-2-6,0-1-8] 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 IRC2018/TPI2014 CSI. TC BC WB Matrix-R 0.04 0.05 0.00 DEFL. Vert(LL) Vert(CT) Horz(CT) in 0.00 0.00 0.00 (loc) 3 3 3 l/defl n/r n/r n/a L/d 180 120 n/a PLATES MT20 Weight: 19 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 3-4-0 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. (size)5=2-9-5, 3=2-9-5 Max Horz 5=-102(LC 6) Max Uplift 5=-45(LC 11), 3=-30(LC 11) Max Grav 5=116(LC 18), 3=127(LC 1) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES-(11-12) 1) 2-ply truss to be connected together as follows: Top chords connected with 10d (0.131"x3") nails as follows: 2x3 - 1 row at 0-9-0 oc, 2x4 - 1 row at 0-9-0 oc. Bottom chords connected with 10d (0.131"x3") nails 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 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=250ft; Ke=0.97; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2E) 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 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) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5, 3. 9) This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 10) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. 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.). August 26,2020 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, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Job 42_ESTATES_AT_TOWNE_~W Truss PB04 Truss Type Piggyback Qty 1 Ply 1 42 Estates at Towne Meadow Job Reference (optional) I42578544 8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Aug 25 17:36:15 2020 Page 1 ProBuild (Carter-Lee), Mooresville, IN - 46158, ID:dHgyFp7oglwYJLmjLVvlkrza3DW-pym4XdAe9WstlJpoHnTKnwvi3P6755bONZ?IJQykEWU Scale = 1:19.3 1 2 3 4 5 7 6 8 9 3x6 3x4 3x4 3x4 2x4 2x4 11-0-3 11-0-3 2-1-3 2-1-3 11-0-3 8-11-0 0-4-131-7-80-1-80-1-810.00 12 Plate Offsets (X,Y)-- [2:0-2-1,0-1-8], [3:0-4-8,0-2-4], [5:Edge,0-2-8], [6:Edge,0-2-8] 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 IRC2018/TPI2014 CSI. TC BC WB Matrix-SH 0.30 0.20 0.07 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.00 0.00 0.00 (loc) 1 1 6 l/defl n/r n/r n/a L/d 180 120 n/a PLATES MT20 Weight: 27 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x3 SPF No.2 OTHERS 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.): 3-5. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. (size)6=10-4-10, 2=10-4-10, 7=10-4-10 Max Horz 2=76(LC 7) Max Uplift 6=-74(LC 7), 2=-53(LC 10), 7=-174(LC 7) Max Grav 6=192(LC 1), 2=191(LC 1), 7=462(LC 1) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 4-7=-338/290 NOTES-(10-11) 1) Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=250ft; Ke=0.97; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2E) 0-3-3 to 2-1-3, Exterior(2R) 2-1-3 to 6-4-2, Interior(1) 6-4-2 to 7-10-15, Exterior(2E) 7-10-15 to 10-10-15 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 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) * 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. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 6, 2 except (jt=lb) 7=174. 7) This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or 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.). August 26,2020 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, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Job 42_ESTATES_AT_TOWNE_~W Truss PB05 Truss Type GABLE Qty 1 Ply 1 42 Estates at Towne Meadow Job Reference (optional) I42578545 8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Aug 25 17:36:16 2020 Page 1 ProBuild (Carter-Lee), Mooresville, IN - 46158, ID:dHgyFp7oglwYJLmjLVvlkrza3DW-H8KSkzBGwq_kNTO?rU?ZK8SsEoT0qYwXcDkrstykEWT Scale = 1:19.8 1 2 3 4 5 8 7 6 9 10 8x8 4x10 3x4 3x8 11-0-3 11-0-3 11-0-3 11-0-3 0-4-91-0-61-2-80-1-80-10-140-1-810.00 12 Plate Offsets (X,Y)-- [3:0-0-12,0-0-15], [3:0-0-14,0-3-7], [5:0-0-0,0-1-4], [6:0-0-0,0-1-4], [8:0-0-15,0-0-13] 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 IRC2018/TPI2014 CSI. TC BC WB Matrix-SH 0.27 0.15 0.07 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.00 -0.00 0.00 (loc) 1 1 6 l/defl n/r n/r n/a L/d 180 120 n/a PLATES MT20 Weight: 26 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 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.): 3-5. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.All bearings 10-4-15. (lb) - Max Horz 2=41(LC 7) Max Uplift All uplift 100 lb or less at joint(s) 6, 2, 8 except 7=-169(LC 6) Max Grav All reactions 250 lb or less at joint(s) 6, 2, 8 except 7=435(LC 1) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 4-7=-330/271 NOTES-(11-12) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=250ft; Ke=0.97; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2E) 0-0-0 to 1-5-6, Exterior(2R) 1-5-6 to 5-8-5, Interior(1) 5-8-5 to 7-10-15, Exterior(2E) 7-10-15 to 10-10-15 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) Provide adequate drainage to prevent water ponding. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 6, 2, 8 except (jt=lb) 7=169. 8) This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 9) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. 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.). August 26,2020 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, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Job 42_ESTATES_AT_TOWNE_~W Truss PB06 Truss Type Piggyback Qty 1 Ply 1 42 Estates at Towne Meadow Job Reference (optional) I42578546 8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Aug 25 17:36:17 2020 Page 1 ProBuild (Carter-Lee), Mooresville, IN - 46158, ID:dHgyFp7oglwYJLmjLVvlkrza3DW-lKuqyJCuh86b_dzBOBWosL_?UCoJZ?UhrtUPOJykEWS Scale = 1:34.4 1 2 3 4 5 6 7 11 10 9 8 12 13 14 15 5x6 3x4 3x6 2x4 2x4 2x4 2x4 5x6 3x4 20-1-6 20-1-6 4-1-3 4-1-3 16-0-3 11-11-0 20-1-6 4-1-3 0-4-133-3-80-1-80-4-130-1-83-3-810.00 12 Plate Offsets (X,Y)-- [2:0-2-1,0-1-8], [3:0-4-4,0-2-0], [5:0-4-4,0-2-0], [6:0-2-1,0-1-8] 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 IRC2018/TPI2014 CSI. TC BC WB Matrix-SH 0.43 0.21 0.11 DEFL. Vert(LL) Vert(CT) Horz(CT) 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, except 2-0-0 oc purlins (6-0-0 max.): 3-5. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.All bearings 18-10-4. (lb) - Max Horz 2=111(LC 9) Max Uplift All uplift 100 lb or less at joint(s) 2, 8, 6 except 9=-218(LC 7), 11=-110(LC 7) Max Grav All reactions 250 lb or less at joint(s) 2, 6 except 9=541(LC 23), 11=353(LC 23), 8=353(LC 24) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 4-9=-416/294 NOTES-(11-12) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=250ft; Ke=0.97; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2E) 0-3-3 to 3-3-3, Exterior(2R) 3-3-3 to 8-4-2, Interior(1) 8-4-2 to 11-9-5, Exterior(2R) 11-9-5 to 16-10-3, Exterior(2E) 16-10-3 to 19-10-3 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) Provide adequate drainage to prevent water ponding. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 8, 6 except (jt=lb) 9=218, 11=110. 8) This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 9) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. 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.). August 26,2020 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, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Job 42_ESTATES_AT_TOWNE_~W Truss PB07 Truss Type Piggyback Qty 1 Ply 1 42 Estates at Towne Meadow Job Reference (optional) I42578547 8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Aug 25 17:36:18 2020 Page 1 ProBuild (Carter-Lee), Mooresville, IN - 46158, ID:dHgyFp7oglwYJLmjLVvlkrza3DW-DXRC9eCWSRFScnYNyv11PZXBQc6qIPkq3XDywlykEWR Scale = 1:49.4 1 2 3 4 5 67 11 10 9 8 12 13 14 15 4x6 3x4 3x6 2x4 2x4 2x4 2x4 2x4 3x4 19-1-6 19-1-6 9-6-11 9-6-11 19-1-6 9-6-11 0-4-137-10-10-1-80-4-130-1-810.00 12 Plate Offsets (X,Y)-- [2:0-2-1,0-1-8], [6:0-2-1,0-1-8] 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 IRC2018/TPI2014 CSI. TC BC WB Matrix-SH 0.36 0.32 0.30 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.00 -0.00 0.01 (loc) 7 7 6 l/defl n/r n/r n/a L/d 180 120 n/a PLATES MT20 Weight: 58 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 17-10-4. (lb) - Max Horz 2=-268(LC 8) Max Uplift All uplift 100 lb or less at joint(s) 2, 6 except 11=-397(LC 10), 8=-396(LC 11) Max Grav All reactions 250 lb or less at joint(s) 2, 6 except 9=536(LC 17), 11=631(LC 17), 8=630(LC 18) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-254/208 WEBS 3-11=-435/465, 5-8=-433/464 NOTES-(9-10) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=250ft; Ke=0.97; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2E) 0-3-3 to 3-6-11, Interior(1) 3-6-11 to 6-6-11, Exterior(2R) 6-6-11 to 12-6-11, Interior(1) 12-6-11 to 15-6-11, Exterior(2E) 15-6-11 to 18-10-3 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) * 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. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 6 except (jt=lb) 11=397, 8=396. 7) This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. 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.). August 26,2020 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, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Job 42_ESTATES_AT_TOWNE_~W Truss PB08 Truss Type Piggyback Qty 1 Ply 1 42 Estates at Towne Meadow Job Reference (optional) I42578548 8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Aug 25 17:36:19 2020 Page 1 ProBuild (Carter-Lee), Mooresville, IN - 46158, ID:dHgyFp7oglwYJLmjLVvlkrza3DW-hj?bM_D8DlNJEw7ZWcYGxm3NA0R_1uDzIBzWSCykEWQ Scale = 1:41.8 1 2 3 4 5 6 7 8 9 13 12 11 10 14 15 16 17 3x6 3x6 3x4 3x6 2x4 2x4 2x4 2x4 2x4 2x4 3x4 19-1-6 19-1-6 8-7-13 8-7-13 10-5-10 1-9-13 19-1-6 8-7-13 0-4-137-1-00-1-80-4-130-1-87-1-010.00 12 Plate Offsets (X,Y)-- [2:0-2-1,0-1-8], [4:0-4-8,0-2-4], [6:0-4-8,0-2-4], [8:0-2-1,0-1-8] 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 IRC2018/TPI2014 CSI. TC BC WB Matrix-SH 0.29 0.33 0.16 DEFL. Vert(LL) Vert(CT) Horz(CT) in 0.00 -0.00 0.00 (loc) 8 8 8 l/defl n/r n/r n/a L/d 180 120 n/a PLATES MT20 Weight: 57 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, except 2-0-0 oc purlins (6-0-0 max.): 4-6. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.All bearings 17-10-4. (lb) - Max Horz 2=-243(LC 8) Max Uplift All uplift 100 lb or less at joint(s) 2, 8 except 13=-360(LC 10), 10=-359(LC 11) Max Grav All reactions 250 lb or less at joint(s) 8 except 2=251(LC 18), 11=457(LC 20), 13=599(LC 17), 10=598(LC 18) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-315/171, 3-4=-315/259, 4-5=-182/285, 5-6=-182/285, 6-7=-315/259, 7-8=-280/125 WEBS 3-13=-398/423, 7-10=-397/421 NOTES-(11-12) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=250ft; Ke=0.97; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2E) 0-3-3 to 3-6-11, Interior(1) 3-6-11 to 4-4-14, Exterior(2R) 4-4-14 to 14-8-8, Interior(1) 14-8-8 to 15-6-11, Exterior(2E) 15-6-11 to 18-10-3 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) Provide adequate drainage to prevent water ponding. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 8 except (jt=lb) 13=360, 10=359. 8) This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 9) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. 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.). August 26,2020 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, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Job 42_ESTATES_AT_TOWNE_~W Truss PB09 Truss Type Piggyback Qty 1 Ply 1 42 Estates at Towne Meadow Job Reference (optional) I42578549 8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Aug 25 17:36:20 2020 Page 1 ProBuild (Carter-Lee), Mooresville, IN - 46158, ID:dHgyFp7oglwYJLmjLVvlkrza3DW-9vZzaKEm_3V9s4hm4K3VU_ca7QnDmLo7Xri3?eykEWP Scale = 1:33.2 1 2 3 4 5 6 7 8 9 13 12 11 101415 3x6 3x6 3x4 3x6 2x4 2x4 2x4 2x4 2x4 2x4 3x4 19-1-6 19-1-6 6-3-0 6-3-0 12-10-6 6-7-6 19-1-6 6-3-0 0-4-135-1-00-1-80-4-130-1-85-1-010.00 12 Plate Offsets (X,Y)-- [2:0-2-1,0-1-8], [4:0-4-8,0-2-4], [6:0-4-8,0-2-4], [8:0-2-1,0-1-8] 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 IRC2018/TPI2014 CSI. TC BC WB Matrix-SH 0.15 0.33 0.14 DEFL. Vert(LL) Vert(CT) Horz(CT) in 0.00 0.00 0.01 (loc) 8 8 8 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, except 2-0-0 oc purlins (6-0-0 max.): 4-6. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.All bearings 17-10-4. (lb) - Max Horz 2=-174(LC 8) Max Uplift All uplift 100 lb or less at joint(s) 2, 11, 8 except 13=-234(LC 10), 10=-232(LC 11) Max Grav All reactions 250 lb or less at joint(s) except 2=252(LC 1), 11=514(LC 25), 13=483(LC 17), 10=481(LC 18), 8=252(LC 1) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-290/156, 3-4=-287/170, 6-7=-287/170, 7-8=-286/148 WEBS 3-13=-270/283, 7-10=-267/281 NOTES-(11-12) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=250ft; Ke=0.97; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2E) 0-3-3 to 3-6-11, Exterior(2R) 3-6-11 to 15-6-11, Exterior(2E) 15-6-11 to 18-10-3 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) Provide adequate drainage to prevent water ponding. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 11, 8 except (jt=lb) 13=234, 10=232. 8) This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 9) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. 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.). August 26,2020 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, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Job 42_ESTATES_AT_TOWNE_~W Truss PB10 Truss Type Piggyback Qty 1 Ply 1 42 Estates at Towne Meadow Job Reference (optional) I42578550 8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Aug 25 17:36:21 2020 Page 1 ProBuild (Carter-Lee), Mooresville, IN - 46158, ID:dHgyFp7oglwYJLmjLVvlkrza3DW-e57LngFOlMd0TEGyd1ak1B9h?p97VpgGlVScX4ykEWO Scale = 1:32.6 1 2 3 4 5 6 7 8 9 13 12 11 10 14 15 3x6 3x6 3x4 3x6 2x4 2x4 2x4 2x4 2x4 2x4 3x4 19-1-6 19-1-6 3-10-3 3-10-3 15-3-3 11-5-0 19-1-6 3-10-3 0-4-133-1-00-1-80-4-130-1-83-1-010.00 12 Plate Offsets (X,Y)-- [2:0-2-1,0-1-8], [4:0-4-8,0-2-4], [6:0-4-8,0-2-4], [8:0-2-1,0-1-8] 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 IRC2018/TPI2014 CSI. TC BC WB Matrix-SH 0.40 0.22 0.10 DEFL. Vert(LL) Vert(CT) Horz(CT) in 0.00 0.00 -0.00 (loc) 8 8 8 l/defl n/r n/r n/a L/d 180 120 n/a PLATES MT20 Weight: 50 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, except 2-0-0 oc purlins (6-0-0 max.): 4-6. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.All bearings 17-10-4. (lb) - Max Horz 2=-105(LC 8) Max Uplift All uplift 100 lb or less at joint(s) 2, 10, 8 except 11=-204(LC 7), 13=-110(LC 10) Max Grav All reactions 250 lb or less at joint(s) 2, 8 except 11=526(LC 24), 13=295(LC 17), 10=288(LC 1) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 5-11=-398/280 NOTES-(11-12) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=250ft; Ke=0.97; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2E) 0-3-3 to 3-6-11, Exterior(2R) 3-6-11 to 8-1-2, Interior(1) 8-1-2 to 11-0-5, Exterior(2R) 11-0-5 to 15-6-11, Exterior(2E) 15-6-11 to 18-10-3 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) Provide adequate drainage to prevent water ponding. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 10, 8 except (jt=lb) 11=204, 13=110. 8) This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 9) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. 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.). August 26,2020 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, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Job 42_ESTATES_AT_TOWNE_~W Truss PB11 Truss Type Piggyback Qty 1 Ply 1 42 Estates at Towne Meadow Job Reference (optional) I42578551 8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Aug 25 17:36:21 2020 Page 1 ProBuild (Carter-Lee), Mooresville, IN - 46158, ID:dHgyFp7oglwYJLmjLVvlkrza3DW-e57LngFOlMd0TEGyd1ak1B9ijp8NVoCGlVScX4ykEWO Scale = 1:35.6 1 2 3 4 5 6 7 8 9 10 11 15 14 13 12 16 17 18 19 3x6 3x6 3x6 3x6 3x4 3x6 2x4 2x4 2x4 2x4 2x4 2x4 3x4 20-1-6 20-1-6 2-7-13 2-7-13 6-7-13 4-0-0 10-6-0 3-10-3 13-7-6 3-1-6 20-1-6 6-6-0 0-4-132-1-05-3-80-1-80-4-130-1-85-3-810.00 12 Plate Offsets (X,Y)-- [2:0-2-1,0-1-8], [3:0-4-8,0-2-4], [7:0-4-4,0-2-0], [8:0-4-8,0-2-4], [10:0-2-1,0-1-8] 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 IRC2018/TPI2014 CSI. TC BC WB Matrix-SH 0.35 0.27 0.19 DEFL. Vert(LL) Vert(CT) Horz(CT) in 0.00 0.00 0.01 (loc) 10 10 10 l/defl n/r n/r n/a L/d 180 120 n/a PLATES MT20 Weight: 56 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, except 2-0-0 oc purlins (6-0-0 max.): 3-5, 7-8. BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc bracing. REACTIONS.All bearings 18-10-4. (lb) - Max Horz 2=181(LC 9) Max Uplift All uplift 100 lb or less at joint(s) 10 except 13=-125(LC 10), 15=-266(LC 10), 12=-258(LC 11) Max Grav All reactions 250 lb or less at joint(s) 2, 10 except 13=576(LC 2), 15=450(LC 25), 12=577(LC 18) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 6-13=-368/220, 4-15=-331/301, 9-12=-346/304 NOTES-(11-12) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=250ft; Ke=0.97; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2E) 0-3-3 to 2-7-13, Exterior(2R) 2-7-13 to 5-7-13, Interior(1) 5-7-13 to 7-6-0, Exterior(2R) 7-6-0 to 16-10-3, Exterior(2E) 16-10-3 to 19-10-3 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) Provide adequate drainage to prevent water ponding. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 10 except (jt=lb) 13=125, 15=266, 12=258. 8) This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 9) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. 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.). August 26,2020 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, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Job 42_ESTATES_AT_TOWNE_~W Truss PB12 Truss Type Piggyback Qty 1 Ply 1 42 Estates at Towne Meadow Job Reference (optional) I42578552 8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Aug 25 17:36:22 2020 Page 1 ProBuild (Carter-Lee), Mooresville, IN - 46158, ID:dHgyFp7oglwYJLmjLVvlkrza3DW-6Ihj?0F1Wglt5Or8Bl5zZPht4DUOEEHQ_9BA3WykEWN Scale = 1:41.6 1 2 3 4 5 6 7 10 9 8 11 12 13 14 4x6 3x4 3x4 2x4 3x6 2x4 3x6 2x4 16-1-6 16-1-6 8-0-11 8-0-11 16-1-6 8-0-11 0-4-136-7-10-1-80-4-130-1-810.00 12 Plate Offsets (X,Y)-- [2:0-2-1,0-1-8], [6:0-2-1,0-1-8] 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 IRC2018/TPI2014 CSI. TC BC WB Matrix-SH 0.38 0.28 0.20 DEFL. Vert(LL) Vert(CT) Horz(CT) 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: 47 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 14-10-4. (lb) - Max Horz 2=224(LC 9) Max Uplift All uplift 100 lb or less at joint(s) except 2=-187(LC 8), 6=-146(LC 9), 10=-435(LC 10), 8=-433(LC 11) Max Grav All reactions 250 lb or less at joint(s) 2, 6 except 9=506(LC 17), 10=661(LC 17), 8=659(LC 18) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-323/238, 5-6=-282/176 WEBS 3-10=-498/547, 5-8=-496/546 NOTES-(9-10) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=250ft; Ke=0.97; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2E) 0-3-3 to 3-3-3, Interior(1) 3-3-3 to 5-0-11, Exterior(2R) 5-0-11 to 11-0-11, Interior(1) 11-0-11 to 12-10-3, Exterior(2E) 12-10-3 to 15-10-3 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) * 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. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 187 lb uplift at joint 2, 146 lb uplift at joint 6, 435 lb uplift at joint 10 and 433 lb uplift at joint 8. 7) This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. 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.). August 26,2020 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, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Job 42_ESTATES_AT_TOWNE_~W Truss PB13 Truss Type Piggyback Qty 1 Ply 1 42 Estates at Towne Meadow Job Reference (optional) I42578553 8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Aug 25 17:36:23 2020 Page 1 ProBuild (Carter-Lee), Mooresville, IN - 46158, ID:dHgyFp7oglwYJLmjLVvlkrza3DW-aUF5CMGfH_tkjYQLlSdC6cE2qdqdzhXZDpxjbzykEWM Scale = 1:41.6 1 2 3 4 5 6 7 10 9 8 11 12 13 14 4x6 3x4 3x4 2x4 3x6 2x4 3x6 2x4 16-1-6 16-1-6 8-0-11 8-0-11 16-1-6 8-0-11 0-4-136-7-10-1-80-4-130-1-810.00 12 Plate Offsets (X,Y)-- [2:0-2-1,0-1-8], [6:0-2-1,0-1-8] 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 IRC2018/TPI2014 CSI. TC BC WB Matrix-SH 0.38 0.28 0.20 DEFL. Vert(LL) Vert(CT) Horz(CT) 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: 47 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 14-10-4. (lb) - Max Horz 2=-224(LC 8) Max Uplift All uplift 100 lb or less at joint(s) except 2=-187(LC 8), 6=-146(LC 9), 10=-435(LC 10), 8=-433(LC 11) Max Grav All reactions 250 lb or less at joint(s) 2, 6 except 9=506(LC 17), 10=661(LC 17), 8=659(LC 18) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-323/238, 5-6=-282/176 WEBS 3-10=-498/547, 5-8=-496/546 NOTES-(9-10) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=250ft; Ke=0.97; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2E) 0-3-3 to 3-3-3, Interior(1) 3-3-3 to 5-0-11, Exterior(2R) 5-0-11 to 11-0-11, Interior(1) 11-0-11 to 12-10-3, Exterior(2E) 12-10-3 to 15-10-3 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) * 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. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 187 lb uplift at joint 2, 146 lb uplift at joint 6, 435 lb uplift at joint 10 and 433 lb uplift at joint 8. 7) This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. 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.). August 26,2020 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, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Job 42_ESTATES_AT_TOWNE_~W Truss PB14 Truss Type Piggyback Qty 1 Ply 1 42 Estates at Towne Meadow Job Reference (optional) I42578554 8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Aug 25 17:36:24 2020 Page 1 ProBuild (Carter-Lee), Mooresville, IN - 46158, ID:dHgyFp7oglwYJLmjLVvlkrza3DW-2gpTQiHH2H?bKi?XJA8ReqnCH1A7i8FjSTgH8PykEWL Scale = 1:43.5 1 2 3 4 5 6 7 8 9 10 14 13 12 11 15 16 17 3x6 3x6 3x6 3x4 3x6 2x4 2x4 2x4 2x4 2x4 2x4 3x4 19-1-6 19-1-6 8-0-11 8-0-11 13-4-11 5-4-0 16-4-11 3-0-0 19-1-6 2-8-11 0-4-136-7-12-1-120-1-80-4-130-1-82-1-1210.00 12 Plate Offsets (X,Y)-- [2:0-2-1,0-1-8], [4:0-3-0,Edge], [8:0-4-8,0-2-4], [9:0-2-1,0-1-8] 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 IRC2018/TPI2014 CSI. TC BC WB Matrix-SH 0.40 0.27 0.24 DEFL. Vert(LL) Vert(CT) Horz(CT) in 0.00 0.00 0.01 (loc) 9 9 9 l/defl n/r n/r n/a L/d 180 120 n/a PLATES MT20 Weight: 55 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, except 2-0-0 oc purlins (6-0-0 max.): 6-8. BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc bracing. REACTIONS.All bearings 17-10-4. (lb) - Max Horz 2=-224(LC 8) Max Uplift All uplift 100 lb or less at joint(s) 2, 9 except 12=-176(LC 11), 14=-310(LC 10), 11=-272(LC 11) Max Grav All reactions 250 lb or less at joint(s) 2, 9 except 12=625(LC 18), 14=581(LC 17), 11=429(LC 26) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-268/168, 8-9=-267/145 BOT CHORD 2-14=-123/281, 12-14=-123/281, 11-12=-123/281, 9-11=-123/281 WEBS 5-12=-386/256, 3-14=-368/367, 7-11=-313/308 NOTES-(11-12) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=250ft; Ke=0.97; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2E) 0-3-3 to 3-6-11, Interior(1) 3-6-11 to 5-0-11, Exterior(2R) 5-0-11 to 11-0-11, Interior(1) 11-0-11 to 13-4-11, Exterior(2R) 13-4-11 to 16-4-11, Exterior(2E) 16-4-11 to 18-10-3 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) Provide adequate drainage to prevent water ponding. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 9 except (jt=lb) 12=176, 14=310, 11=272. 8) This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 9) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. 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.). August 26,2020 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, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Job 42_ESTATES_AT_TOWNE_~W Truss PB15 Truss Type Piggyback Qty 1 Ply 1 42 Estates at Towne Meadow Job Reference (optional) I42578555 8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Aug 25 17:36:25 2020 Page 1 ProBuild (Carter-Lee), Mooresville, IN - 46158, ID:dHgyFp7oglwYJLmjLVvlkrza3DW-WtNsd2Ivpb7SyrajstfgB1JO1QWJRbvsg7QqgrykEWK Scale = 1:43.5 1 2 3 4 5 6 7 8 9 10 14 13 12 11 15 16 3x6 3x6 3x6 3x4 3x6 2x4 2x4 2x4 2x4 2x4 2x4 3x4 19-1-6 19-1-6 8-0-11 8-0-11 10-11-14 2-11-3 13-11-14 3-0-0 19-1-6 5-1-8 0-4-136-7-14-1-120-1-80-4-130-1-84-1-1210.00 12 Plate Offsets (X,Y)-- [2:0-2-1,0-1-8], [4:0-3-0,Edge], [7:0-4-8,0-2-4], [9:0-2-1,0-1-8] 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 IRC2018/TPI2014 CSI. TC BC WB Matrix-SH 0.33 0.27 0.21 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.00 -0.00 0.01 (loc) 9 9 9 l/defl n/r n/r n/a L/d 180 120 n/a PLATES MT20 Weight: 55 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, except 2-0-0 oc purlins (6-0-0 max.): 6-7. BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc bracing. REACTIONS.All bearings 17-10-4. (lb) - Max Horz 2=-224(LC 8) Max Uplift All uplift 100 lb or less at joint(s) except 12=-157(LC 11), 14=-304(LC 10), 11=-347(LC 11) Max Grav All reactions 250 lb or less at joint(s) 2, 9 except 12=554(LC 2), 14=557(LC 17), 11=461(LC 18) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-252/129, 8-9=-315/138 BOT CHORD 2-14=-103/281, 12-14=-103/281, 11-12=-103/281, 9-11=-103/281 WEBS 5-12=-341/234, 3-14=-340/359, 8-11=-331/408 NOTES-(11-12) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=250ft; Ke=0.97; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2E) 0-3-3 to 3-6-11, Interior(1) 3-6-11 to 5-0-11, Exterior(2R) 5-0-11 to 8-0-11, Exterior(2E) 8-0-11 to 10-11-14, Exterior(2R) 10-11-14 to 15-6-11, Exterior(2E) 15-6-11 to 18-10-3 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) Provide adequate drainage to prevent water ponding. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 157 lb uplift at joint 12, 304 lb uplift at joint 14 and 347 lb uplift at joint 11. 8) This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 9) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. 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.). August 26,2020 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, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Job 42_ESTATES_AT_TOWNE_~W Truss PB16 Truss Type Piggyback Qty 1 Ply 1 42 Estates at Towne Meadow Job Reference (optional) I42578556 8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Aug 25 17:36:26 2020 Page 1 ProBuild (Carter-Lee), Mooresville, IN - 46158, ID:dHgyFp7oglwYJLmjLVvlkrza3DW-_3wEqNJXavFJa?9wQaAvkFsbMqqdA3O?vn9NCIykEWJ Scale = 1:43.5 1 2 3 4 5 6 7 8 9 10 14 13 12 11 15 16 17 18 3x6 3x6 3x6 3x4 3x6 2x4 2x4 2x4 2x4 2x4 2x4 3x4 19-1-6 19-1-6 8-0-11 8-0-11 8-7-2 0-6-6 11-7-2 3-0-0 19-1-6 7-6-5 0-4-136-7-16-1-120-1-80-4-130-1-86-1-1210.00 12 Plate Offsets (X,Y)-- [2:0-2-1,0-1-8], [4:0-3-0,Edge], [7:0-4-8,0-2-4], [9:0-2-1,0-1-8] 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 IRC2018/TPI2014 CSI. TC BC WB Matrix-SH 0.23 0.33 0.13 DEFL. Vert(LL) Vert(CT) Horz(CT) in 0.00 -0.00 0.00 (loc) 9 9 9 l/defl n/r n/r n/a L/d 180 120 n/a PLATES MT20 Weight: 56 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, except 2-0-0 oc purlins (6-0-0 max.): 5-7. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.All bearings 17-10-4. (lb) - Max Horz 2=-224(LC 8) Max Uplift All uplift 100 lb or less at joint(s) 2, 12, 9 except 14=-316(LC 10), 11=-318(LC 11) Max Grav All reactions 250 lb or less at joint(s) 2, 9 except 12=444(LC 2), 14=560(LC 17), 11=548(LC 18) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-307/125, 3-4=-311/184, 7-8=-312/183, 8-9=-305/113 WEBS 3-14=-354/373, 8-11=-342/377 NOTES-(11-12) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=250ft; Ke=0.97; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2E) 0-3-3 to 3-6-11, Interior(1) 3-6-11 to 5-0-11, Exterior(2R) 5-0-11 to 8-0-11, Exterior(2E) 8-0-11 to 8-7-2, Exterior(2R) 8-7-2 to 14-7-2, Interior(1) 14-7-2 to 15-6-11, Exterior(2E) 15-6-11 to 18-10-3 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) Provide adequate drainage to prevent water ponding. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 12, 9 except (jt=lb) 14=316, 11=318. 8) This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 9) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. 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.). August 26,2020 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, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Job 42_ESTATES_AT_TOWNE_~W Truss PBE01 Truss Type GABLE Qty 1 Ply 1 42 Estates at Towne Meadow Job Reference (optional) I42578557 8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Aug 25 17:36:26 2020 Page 1 ProBuild (Carter-Lee), Mooresville, IN - 46158, ID:dHgyFp7oglwYJLmjLVvlkrza3DW-_3wEqNJXavFJa?9wQaAvkFsT_qqKA3a?vn9NCIykEWJ Scale = 1:61.2 Sheet Front Full Sheathing 1 Ply 7/16OSB8 2 3 4 5 6 7 12 11 10 9 8 1 13 14 4x6 4x6 3x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 10-10-12 10-10-12-0-0-410-10-1210-10-810-9-40-1-812.00 12 Plate Offsets (X,Y)-- [7:0-4-7,Edge], [8:Edge,0-1-12] 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 IRC2018/TPI2014 CSI. TC BC WB Matrix-SH 0.77 0.35 0.18 DEFL. Vert(LL) Vert(CT) Horz(CT) in n/a n/a -0.00 (loc) - - 8 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 174 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 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. WEBS 1 Row at midpt 7-8, 6-9 REACTIONS.All bearings 10-10-12. (lb) - Max Horz 1=549(LC 7) Max Uplift All uplift 100 lb or less at joint(s) 2 except 1=-327(LC 8), 8=-201(LC 9), 9=-187(LC 10), 10=-165(LC 10), 11=-165(LC 10), 12=-202(LC 10) Max Grav All reactions 250 lb or less at joint(s) 8, 2, 9, 10, 11, 12 except 1=443(LC 7) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-704/475, 2-3=-569/364, 3-4=-463/294, 4-5=-386/240, 5-6=-361/241 WEBS 5-10=-185/298 NOTES-(11-12) 1) Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=250ft; Ke=0.97; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2E) 0-2-14 to 3-2-14, Interior(1) 3-2-14 to 6-6-1, Exterior(2R) 6-6-1 to 10-9-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) Gable requires continuous bottom chord bearing. 4) Gable studs spaced at 2-0-0 oc. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) 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. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2 except (jt=lb) 1=327, 8=201, 9=187, 10=165, 11=165, 12=202. 9) This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 10) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. 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.). August 26,2020 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, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Job 42_ESTATES_AT_TOWNE_~W Truss PBE02 Truss Type GABLE Qty 1 Ply 1 42 Estates at Towne Meadow Job Reference (optional) I42578558 8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Aug 25 17:36:27 2020 Page 1 ProBuild (Carter-Lee), Mooresville, IN - 46158, ID:dHgyFp7oglwYJLmjLVvlkrza3DW-SFUc2jJ9LCNAB9k6_Ih8GSPozEFavYP98RvxlkykEWI Scale = 1:15.5 Sheet Front Full Sheathing 1 Ply 7/16OSB8 1 2 3 6 5 4 3x4 3x4 4x6 3x4 2x4 3-4-0 3-4-0 0-9-8 0-9-8 3-4-0 2-6-8 1-7-82-5-02-6-80-0-40-1-00-1-812.00 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 IRC2018/TPI2014 CSI. TC BC WB Matrix-P 0.11 0.03 0.02 DEFL. Vert(LL) Vert(CT) Horz(CT) 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: 20 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x3 SPF No.2 OTHERS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 3-4-0 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.All bearings 3-4-0. (lb) - Max Horz 6=-104(LC 6) Max Uplift All uplift 100 lb or less at joint(s) 6, 4, 5 except 3=-171(LC 11) Max Grav All reactions 250 lb or less at joint(s) 6, 4, 3, 5 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 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=250ft; Ke=0.97; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2E) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind 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) Gable requires continuous bottom chord bearing. 5) Gable studs spaced at 2-0-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Bearing at joint(s) 4, 3 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 6, 4, 5 except (jt=lb) 3=171. 10) This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 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.). August 26,2020 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, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Job 42_ESTATES_AT_TOWNE_~W Truss T01 Truss Type Common Qty 3 Ply 1 42 Estates at Towne Meadow Job Reference (optional) I42578560 8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Aug 25 17:36:29 2020 Page 1 ProBuild (Carter-Lee), Mooresville, IN - 46158, ID:dHgyFp7oglwYJLmjLVvlkrza3DW-PecMTPLQsqduRTuU5jjcLtU0h2ixNH8SblO1pcykEWG Scale = 1:68.9 1 2 3 4 5 6 7 8 9 13 12 11 10 14 15 16 17 18 19 20 21 3x6 4x6 3x6 3x8 MT18HS 3x8 3x4 3x4 3x4 4x6 4x6 3x4 10-2-8 10-2-8 20-5-0 10-2-8 -1-0-0 1-0-0 5-2-8 5-2-8 10-2-8 5-0-0 15-2-8 5-0-0 20-5-0 5-2-8 21-5-0 1-0-0 1-5-011-7-81-5-012.00 12 Plate Offsets (X,Y)-- [2:0-2-0,0-1-4], [8:0-2-0,0-1-4], [10:Edge,0-2-0], [13:Edge,0-2-0] 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 IRC2018/TPI2014 CSI. TC BC WB Matrix-SH 0.61 0.99 0.71 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.32 -0.53 0.02 (loc) 11-13 11-13 10 l/defl >747 >456 n/a L/d 240 180 n/a PLATES MT20 MT18HS Weight: 99 lb FT = 20% GRIP 169/123 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x3 SPF No.2 *Except* 5-11: 2x4 SPF No.2, 2-13,8-10: 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. WEBS 1 Row at midpt 4-13, 6-10 REACTIONS. (size)13=0-3-8, 10=0-3-8 Max Horz 13=-449(LC 8) Max Uplift 13=-211(LC 10), 10=-211(LC 11) Max Grav 13=981(LC 18), 10=981(LC 17) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-459/284, 4-5=-788/368, 5-6=-788/368, 6-8=-458/284, 2-13=-484/317, 8-10=-484/317 BOT CHORD 11-13=-218/781, 10-11=-60/622 WEBS 5-11=-316/683, 6-11=-270/392, 4-11=-270/392, 4-13=-682/112, 6-10=-681/111 NOTES-(8-9) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=250ft; Ke=0.97; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2E) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 7-2-8, Exterior(2R) 7-2-8 to 13-2-8, Interior(1) 13-2-8 to 18-5-0, Exterior(2E) 18-5-0 to 21-5-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 13=211, 10=211. 7) This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 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.). August 26,2020 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, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Job 42_ESTATES_AT_TOWNE_~W Truss T02 Truss Type Half Hip Qty 1 Ply 1 42 Estates at Towne Meadow Job Reference (optional) I42578561 8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Aug 25 17:36:36 2020 Page 1 ProBuild (Carter-Lee), Mooresville, IN - 46158, ID:dHgyFp7oglwYJLmjLVvlkrza3DW-h_X0xoQpDzWumYwr0hMF8MHGTsJCWbHUCKavZjykEW9 Scale = 1:16.9 1 2 3 4 7 6 5 8 4x6 3x4 3x8 2x4 3x4 2-11-12 2-11-12 5-10-12 2-11-0 5-11-8 0-0-12 -1-0-0 1-0-0 5-0-0 5-0-0 5-11-8 0-11-8 0-9-02-5-02-1-80-3-82-5-04.00 12 Plate Offsets (X,Y)-- [7:0-4-4,0-1-8] 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 IRC2018/TPI2014 CSI. TC BC WB Matrix-SH 0.38 0.12 0.10 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.01 -0.01 0.00 (loc) 5-6 5-6 5 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 21 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* 3-6,3-5: 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 5-11-8 oc purlins, except end verticals, and 2-0-0 oc purlins: 3-4. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. (size)7=0-3-8, 5=0-1-8 Max Horz 7=132(LC 7) Max Uplift 7=-151(LC 6), 5=-88(LC 6) Max Grav 7=302(LC 1), 5=220(LC 1) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-7=-281/440 WEBS 3-5=-253/424 NOTES-(9-10) 1) Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=250ft; Ke=0.97; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2E) -1-0-0 to 2-0-0, Exterior(2R) 2-0-0 to 5-0-0, Exterior(2E) 5-0-0 to 5-9-12 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 5. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5 except (jt=lb) 7=151. 7) This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or 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.). August 26,2020 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, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Job 42_ESTATES_AT_TOWNE_~W Truss T03 Truss Type Half Hip Qty 1 Ply 1 42 Estates at Towne Meadow Job Reference (optional) I42578562 8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Aug 25 17:36:37 2020 Page 1 ProBuild (Carter-Lee), Mooresville, IN - 46158, ID:dHgyFp7oglwYJLmjLVvlkrza3DW-AA5O88RR_HelOhV1ZOtUgZpIHGYGF?DdR_KT59ykEW8 Scale = 1:23.3 1 2 3 4 5 7 6 8 3x4 5x6 5x8 3x4 3x4 2x4 4x8 8-9-8 8-9-8 11-11-8 3-2-0 -1-0-0 1-0-0 8-9-8 8-9-8 11-11-8 3-2-0 0-9-03-8-34.00 12 Plate Offsets (X,Y)-- [2:0-5-5,Edge], [4:0-4-4,0-2-4], [5:Edge,0-2-8], [6:Edge,0-2-12] 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 IRC2018/TPI2014 CSI. TC BC WB Matrix-SH 0.95 0.52 0.32 DEFL. Vert(LL) Vert(CT) Horz(CT) in 0.14 -0.28 0.01 (loc) 2-7 2-7 6 l/defl >999 >507 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 SLIDER Left 2x4 SPF-S Stud 4-8-3 BRACING- TOP CHORD Structural wood sheathing directly applied, except end verticals, and 2-0-0 oc purlins (10-0-0 max.): 4-5. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. (size)6=Mechanical, 2=0-3-0 Max Horz 2=196(LC 7) Max Uplift 6=-188(LC 6), 2=-228(LC 6) Max Grav 6=472(LC 1), 2=537(LC 1) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-550/327 BOT CHORD 2-7=-259/419, 6-7=-259/425 WEBS 4-7=0/331, 4-6=-638/500 NOTES-(9-10) 1) Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=250ft; Ke=0.97; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2E) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 4-6-9, Exterior(2R) 4-6-9 to 8-9-8, Exterior(2E) 8-9-8 to 11-10-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 6=188, 2=228. 7) This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or 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.). August 26,2020 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, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Job 42_ESTATES_AT_TOWNE_~W Truss T04 Truss Type Half Hip Qty 1 Ply 1 42 Estates at Towne Meadow Job Reference (optional) I42578563 8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Aug 25 17:36:38 2020 Page 1 ProBuild (Carter-Lee), Mooresville, IN - 46158, ID:dHgyFp7oglwYJLmjLVvlkrza3DW-eNfmMUS3lbmc0r4D76OjDmMafgxK_Pfmge30dbykEW7 Scale = 1:21.5 1 2 3 4 5 7 6 8 9 10 3x4 5x6 3x8 3x4 3x4 2x4 4x8 6-9-8 6-9-8 11-11-8 5-2-0 -1-0-0 1-0-0 6-9-8 6-9-8 11-11-8 5-2-0 0-9-03-0-34.00 12 Plate Offsets (X,Y)-- [2:0-5-5,Edge], [4:0-4-4,0-2-0], [5:Edge,0-2-8], [6:Edge,0-2-12] 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 IRC2018/TPI2014 CSI. TC BC WB Matrix-SH 0.47 0.34 0.50 DEFL. Vert(LL) Vert(CT) Horz(CT) in 0.05 -0.10 0.01 (loc) 2-7 2-7 6 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 41 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 3-7-8 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.): 4-5. BOT CHORD Structural wood sheathing directly applied or 8-9-0 oc bracing. REACTIONS. (size)6=Mechanical, 2=0-3-0 Max Horz 2=157(LC 7) Max Uplift 6=-183(LC 6), 2=-232(LC 6) Max Grav 6=472(LC 1), 2=537(LC 1) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-677/477 BOT CHORD 2-7=-408/569, 6-7=-406/574 WEBS 4-7=0/268, 4-6=-631/511 NOTES-(9-10) 1) Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=250ft; Ke=0.97; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2E) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 2-6-9, Exterior(2R) 2-6-9 to 8-10-4, Exterior(2E) 8-10-4 to 11-10-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 6=183, 2=232. 7) This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or 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.). August 26,2020 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, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Job 42_ESTATES_AT_TOWNE_~W Truss T04A Truss Type Piggyback Base Qty 1 Ply 2 42 Estates at Towne Meadow Job Reference (optional) I42578564 8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Aug 25 17:36:39 2020 Page 1 ProBuild (Carter-Lee), Mooresville, IN - 46158, ID:dHgyFp7oglwYJLmjLVvlkrza3DW-6ZD8ZqThWuuTd?ePhpvyl_ulQ4EujuuwuIpZA1ykEW6 Scale = 1:78.5 1 2 3 4 5 6 7 8 9 10 11 12 20 19 18 17 16 15 14 13 3x6 6x6 5x6 3x8 5x12 3x6 4x6 3x6 3x6 8x8 4x8 3x4 3x8 3x4 2x4 4x8 3x4 3x4 3x6 8-1-0 8-1-0 16-0-0 7-11-0 25-2-0 9-2-0 33-5-3 8-3-2 41-6-8 8-1-5 8-1-0 8-1-0 16-0-0 7-11-0 20-7-0 4-7-0 25-2-0 4-7-0 33-5-3 8-3-2 38-6-5 5-1-2 41-6-8 3-0-3 42-5-8 0-11-0 0-8-011-4-012-0-01-1-00-8-012-0-08.00 12 Plate Offsets (X,Y)-- [1:0-0-0,0-1-13], [5:0-3-8,0-1-12], [7:0-3-4,0-2-4], [17:0-4-0,0-3-4], [20:0-2-4,0-0-0] 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-AS 0.46 0.51 0.37 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.09 -0.28 0.08 (loc) 14-16 14-16 13 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 397 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 *Except* 3-19: 2x3 SPF No.2 WEBS 2x4 SPF No.2 *Except* 17-20,9-14,10-13,3-17: 2x3 SPF No.2 SLIDER Left 2x4 SPF-S Stud 1-6-0 BRACING- TOP CHORD Structural wood sheathing directly applied, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 5-7. BOT CHORD Rigid ceiling directly applied. WEBS 1 Row at midpt 6-17, 6-16 REACTIONS. (size)1=Mechanical, 13=0-3-8 Max Horz 1=-279(LC 4) Max Uplift 1=-55(LC 6), 13=-90(LC 7) Max Grav 1=1655(LC 1), 13=1720(LC 1) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-3=-2450/227, 3-5=-1835/274, 5-6=-1415/276, 6-7=-1430/277, 7-9=-1842/271, 9-10=-2218/215, 10-11=-319/40 BOT CHORD 1-20=-88/1946, 3-20=0/404, 16-17=-8/1459, 14-16=-30/1746, 13-14=-30/1746 WEBS 17-20=-99/1716, 5-17=-20/576, 6-17=-284/191, 6-16=-255/197, 7-16=-11/543, 9-16=-425/186, 9-14=0/296, 10-13=-2032/142, 3-17=-685/191 NOTES-(11-12) 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: 2x4 - 1 row at 0-9-0 oc, 2x3 - 1 row at 0-9-0 oc. Webs connected as follows: 2x3 - 1 row at 0-9-0 oc, 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=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 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 13. 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.).August 26,2020 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, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Job 42_ESTATES_AT_TOWNE_~W Truss T05 Truss Type Half Hip Qty 1 Ply 1 42 Estates at Towne Meadow Job Reference (optional) I42578565 8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Aug 25 17:36:39 2020 Page 1 ProBuild (Carter-Lee), Mooresville, IN - 46158, ID:dHgyFp7oglwYJLmjLVvlkrza3DW-6ZD8ZqThWuuTd?ePhpvyl_uiT4FMjmfwuIpZA1ykEW6 Scale = 1:21.6 1 2 3 4 5 7 6 8 9 4x8 4x6 5x6 3x8 3x4 2x4 4-9-8 4-9-8 11-11-8 7-2-0 -1-0-0 1-0-0 4-9-8 4-9-8 11-11-8 7-2-0 0-9-02-4-34.00 12 Plate Offsets (X,Y)-- [2:0-5-5,Edge], [4:0-4-4,0-2-0], [5:Edge,0-2-8], [6:Edge,0-2-12] 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 IRC2018/TPI2014 CSI. TC BC WB Matrix-SH 0.65 0.41 0.90 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.08 -0.16 0.01 (loc) 6-7 6-7 6 l/defl >999 >908 n/a L/d 240 180 n/a PLATES MT20 Weight: 40 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 2-6-14 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.): 4-5. BOT CHORD Structural wood sheathing directly applied or 7-11-5 oc bracing. REACTIONS. (size)6=Mechanical, 2=0-3-0 Max Horz 2=118(LC 7) Max Uplift 6=-180(LC 6), 2=-236(LC 6) Max Grav 6=472(LC 1), 2=537(LC 1) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-832/607, 5-6=-212/276 BOT CHORD 2-7=-539/728, 6-7=-535/734 WEBS 4-7=0/267, 4-6=-685/534 NOTES-(9-10) 1) Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=250ft; Ke=0.97; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2E) -1-0-0 to 2-0-0, Exterior(2R) 2-0-0 to 8-10-4, Exterior(2E) 8-10-4 to 11-10-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 6=180, 2=236. 7) This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or 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.). August 26,2020 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, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Job 42_ESTATES_AT_TOWNE_~W Truss T05B Truss Type PIGGYBACK BASE Qty 1 Ply 1 42 Estates at Towne Meadow Job Reference (optional) I42578566 8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Aug 25 17:36:40 2020 Page 1 ProBuild (Carter-Lee), Mooresville, IN - 46158, ID:dHgyFp7oglwYJLmjLVvlkrza3DW-alnXnATJHC0KF9DcFXQBIBRqaTV9SE837yY7iUykEW5 Scale = 1:88.3 1 2 3 4 5 6 7 8 9 10 11 12 25 24 23 22 21 20 19 18 17 16 15 14 13 3x12 5x8 5x8 3x8 3x6 2x4 2x4 2x4 3x8 3x4 3x6 5x12 2x4 3x4 2x4 5x12 3x4 3x6 2x4 4x8 2x4 3x4 2x4 6x8 3x4 7-8-13 7-8-13 16-0-0 8-3-3 21-4-8 5-4-8 23-4-0 1-11-8 25-2-0 1-10-0 33-5-3 8-3-2 41-6-8 8-1-5 2-7-11 2-7-11 7-8-13 5-1-2 16-0-0 8-3-3 20-7-0 4-7-0 21-4-8 0-9-8 23-4-0 1-11-8 25-2-0 1-10-0 33-5-3 8-3-2 38-6-5 5-1-2 41-6-8 3-0-3 42-5-8 0-11-0 1-4-012-0-01-1-03-0-012-0-08.00 12 Plate Offsets (X,Y)-- [1:0-2-0,0-0-12], [2:0-0-10,0-1-8], [5:0-4-12,0-2-0], [7:0-4-12,0-2-0], [11:0-2-0,0-0-12], [14:0-1-12,0-1-8], [18:0-5-12,0-2-8], [20:0-5-12,0-2-8], [24:0-2-0 ,0-1-8], [25:Edge,0-2-0] 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-AS 0.89 0.82 0.82 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.31 -0.93 0.25 (loc) 19-20 19-20 13 l/defl >999 >531 n/a L/d 240 180 n/a PLATES MT20 Weight: 203 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF 2100F 1.8E *Except* 5-7,8-12: 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 *Except* 23-25,13-15: 2x4 SPF 2100F 1.8E, 19-21: 2x3 SPF No.2 WEBS 2x3 SPF No.2 *Except* 5-22,7-16,1-25,11-13: 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied, except end verticals, and 2-0-0 oc purlins (3-6-3 max.): 5-7. BOT CHORD Rigid ceiling directly applied. WEBS 1 Row at midpt 6-18, 6-20 JOINTS 1 Brace at Jt(s): 20 REACTIONS. (size)13=0-3-8, 25=Mechanical Max Horz 25=-295(LC 4) Max Uplift 13=-77(LC 7), 25=-45(LC 6) Max Grav 13=1732(LC 1), 25=1662(LC 1) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2164/198, 3-5=-2370/210, 5-6=-1920/225, 6-7=-1933/229, 7-9=-2390/215, 9-10=-2239/192, 10-11=-330/41 BOT CHORD 24-25=-100/1671, 19-20=0/1958, 18-19=-6/1970, 13-14=-12/1762 WEBS 3-24=-483/119, 3-20=-39/349, 20-22=0/354, 5-20=0/800, 6-18=-259/205, 7-18=0/823, 9-18=-160/282, 9-14=-474/111, 10-13=-2027/119, 14-18=-16/1854, 2-25=-2073/142, 20-24=-104/1742, 6-20=-280/208 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=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) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 13, 25. 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) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or 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.). August 26,2020 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, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Job 42_ESTATES_AT_TOWNE_~W Truss T06 Truss Type Roof Special Qty 7 Ply 1 42 Estates at Towne Meadow Job Reference (optional) I42578567 8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Aug 25 17:36:41 2020 Page 1 ProBuild (Carter-Lee), Mooresville, IN - 46158, ID:dHgyFp7oglwYJLmjLVvlkrza3DW-2yKv_WUx2W8BtJoooExQrP_5PttIBosDMcIgEwykEW4 Scale = 1:23.11 2 3 4 5 6 7 8 3x4 5x8 3x4 2x4 6x6 9-11-8 9-10-12 4-11-12 4-11-12 9-11-8 4-11-12 10-11-8 1-0-0 3-9-54-0-130-3-80-9-04.00 12 Plate Offsets (X,Y)-- [4:0-5-5,Edge] 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 IRC2018/TPI2014 CSI. TC BC WB Matrix-SH 0.50 0.70 0.34 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.22 -0.45 -0.01 (loc) 4-6 4-6 6 l/defl >528 >263 n/a L/d 240 180 n/a PLATES MT20 Weight: 35 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* 2-6: 2x3 SPF No.2 SLIDER Right 2x4 SPF-S Stud 2-7-1 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 8-5-9 oc bracing. REACTIONS. (size)4=0-3-0, 6=0-1-8 Max Horz 4=-216(LC 6) Max Uplift 4=-192(LC 7), 6=-165(LC 11) Max Grav 4=456(LC 1), 6=389(LC 1) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-540/445 BOT CHORD 4-6=-458/475 WEBS 2-6=-482/573 NOTES-(7-8) 1) Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=250ft; Ke=0.97; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2E) 0-1-12 to 4-4-11, Interior(1) 4-4-11 to 7-11-8, Exterior(2R) 7-11-8 to 10-11-8 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * 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. 4) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 6. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 4=192, 6=165. 6) This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 7) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 8) 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.). August 26,2020 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, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Job 42_ESTATES_AT_TOWNE_~W Truss T06A Truss Type PIGGYBACK BASE Qty 1 Ply 1 42 Estates at Towne Meadow Job Reference (optional) I42578568 8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Aug 25 17:36:42 2020 Page 1 ProBuild (Carter-Lee), Mooresville, IN - 46158, ID:dHgyFp7oglwYJLmjLVvlkrza3DW-W8uHBsVZppG2UTN_MySfNcWAWHEcw8vMbG1DmMykEW3 Scale = 1:77.4 1 2 3 4 5 6 7 8 9 10 11 12 26 25 24 23 22 21 20 19 18 17 16 15 14 13 3x8 5x8 5x8 3x8 3x6 2x4 2x4 2x4 2x4 3x6 3x4 3x6 5x12 2x4 2x4 5x12 3x4 3x6 2x4 5x12 2x4 3x4 3x4 4x8 3x4 8-1-5 8-1-5 16-4-8 8-3-2 19-5-15 3-1-7 21-10-8 2-4-9 25-6-8 3-8-0 33-9-11 8-3-3 41-7-8 7-9-13 -0-11-0 0-11-0 3-0-3 3-0-3 8-1-5 5-1-2 16-4-8 8-3-2 19-5-15 3-1-7 20-11-8 1-5-9 21-10-8 0-11-0 25-6-8 3-8-0 33-9-11 8-3-3 38-10-13 5-1-2 41-7-8 2-8-11 1-1-012-0-01-3-53-0-012-0-08.00 12 Plate Offsets (X,Y)-- [2:0-2-0,0-0-12], [6:0-4-12,0-2-0], [8:0-4-12,0-2-0], [13:Edge,0-1-8], [14:0-2-0,0-1-8], [18:0-5-12,0-2-8], [21:0-5-12,0-2-8], [25:0-1-12,0-1-8] 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-AS 0.86 0.63 0.80 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.22 -0.68 0.25 (loc) 14-16 14-16 13 l/defl >999 >727 n/a L/d 240 180 n/a PLATES MT20 Weight: 202 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF 2100F 1.8E *Except* 6-8,1-5: 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 *Except* 24-26,13-15: 2x4 SPF 2100F 1.8E, 20-22,17-19: 2x3 SPF No.2 WEBS 2x3 SPF No.2 *Except* 6-23,8-16,2-26,12-13: 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied, except end verticals, and 2-0-0 oc purlins (3-6-12 max.): 6-8. BOT CHORD Rigid ceiling directly applied. WEBS 1 Row at midpt 7-21, 7-18 JOINTS 1 Brace at Jt(s): 21, 18 REACTIONS. (size)13=Mechanical, 26=0-5-8 Max Horz 26=295(LC 5) Max Uplift 13=-53(LC 7), 26=-88(LC 6) Max Grav 13=1653(LC 1), 26=1718(LC 1) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-348/35, 3-4=-2209/213, 4-6=-2399/241, 6-7=-1917/252, 7-8=-1907/252, 8-10=-2356/242, 10-11=-2166/210, 11-12=-254/27 BOT CHORD 25-26=-115/1739, 20-21=-25/1955, 19-20=-36/1955, 18-19=-30/1952, 13-14=-57/1680 WEBS 4-25=-486/128, 4-21=-59/290, 21-23=0/335, 6-21=0/814, 16-18=0/330, 8-18=0/796, 10-18=-154/330, 10-14=-479/116, 11-13=-2045/151, 3-26=-1984/145, 7-21=-260/208, 7-18=-280/203, 21-25=-114/1826, 14-18=-56/1760 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=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) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 13, 26. 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) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or 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.). August 26,2020 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, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Job 42_ESTATES_AT_TOWNE_~W Truss T07 Truss Type Piggyback Base Qty 2 Ply 1 42 Estates at Towne Meadow Job Reference (optional) I42578569 8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Aug 25 17:36:43 2020 Page 1 ProBuild (Carter-Lee), Mooresville, IN - 46158, ID:dHgyFp7oglwYJLmjLVvlkrza3DW-_KSfPBWCZ7Ov6cyBwf_uwq3MZhV3fbeWpwnnJpykEW2 Scale = 1:66.6 1 2 3 4 5 6 9 8 7 10 11 12 13 3x6 3x12 4x6 3x6 3x12 3x4 3x4 4x6 3-4-0 3-4-0 13-11-0 10-7-0 3-4-0 3-4-0 8-6-4 5-2-4 13-11-0 5-4-12 14-11-0 1-0-0 12-0-01-5-012-0-012.00 12 Plate Offsets (X,Y)-- [2:0-4-4,0-1-12], [5:0-2-0,0-1-4], [7:Edge,0-1-8], [8:0-5-8,0-1-8] 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 IRC2018/TPI2014 CSI. TC BC WB Matrix-SH 0.77 0.94 0.77 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.50 -0.81 0.01 (loc) 7-8 7-8 7 l/defl >327 >201 n/a L/d 240 180 n/a PLATES MT20 Weight: 99 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 *Except* 1-9: 2x6 SPF No.2, 3-8,3-7: 2x3 SPF No.2, 5-7: 2x4 SPF-S Stud 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.): 1-2. BOT CHORD Structural wood sheathing directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 1-9, 2-8, 3-8, 3-7 REACTIONS. (size)9=0-3-8, 7=0-3-8 Max Horz 9=-641(LC 8) Max Uplift 9=-377(LC 6), 7=-98(LC 11) Max Grav 9=699(LC 18), 7=770(LC 17) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-9=-778/313, 1-2=-354/311, 2-3=-496/263, 3-5=-496/313, 5-7=-511/366 BOT CHORD 8-9=-339/509, 7-8=-76/445 WEBS 1-8=-299/807, 2-8=-122/301, 3-8=-350/425, 3-7=-381/215 NOTES-(8-9) 1) Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=250ft; Ke=0.97; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2E) 0-2-12 to 3-4-0, Exterior(2R) 3-4-0 to 6-4-0, Interior(1) 6-4-0 to 11-11-0, Exterior(2E) 11-11-0 to 14-11-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 7 except (jt=lb) 9=377. 6) This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 7) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or 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.). August 26,2020 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, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Job 42_ESTATES_AT_TOWNE_~W Truss T07A Truss Type PIGGYBACK BASE Qty 1 Ply 1 42 Estates at Towne Meadow Job Reference (optional) I42578570 8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Aug 25 17:36:44 2020 Page 1 ProBuild (Carter-Lee), Mooresville, IN - 46158, ID:dHgyFp7oglwYJLmjLVvlkrza3DW-SX01cXXqKRWmkmXNUMV7S1cV45qVO2vf2aWKrFykEW1 Scale = 1:75.8 1 2 3 4 5 6 7 8 9 10 11 12 20 19 18 17 16 15 14 13 3x8 5x6 5x6 3x8 3x6 3x4 2x4 3x8 3x4 3x8 3x4 2x4 3x4 4x8 3x4 3x6 4x8 3x4 3x4 8-1-5 8-1-5 16-4-8 8-3-2 25-6-8 9-2-0 33-9-11 8-3-2 41-11-0 8-1-5 -0-11-0 0-11-0 3-0-3 3-0-3 8-1-5 5-1-2 16-4-8 8-3-2 20-11-8 4-7-0 25-6-8 4-7-0 33-9-11 8-3-2 38-10-13 5-1-2 41-11-0 3-0-3 1-1-012-0-01-1-012-0-08.00 12 Plate Offsets (X,Y)-- [6:0-3-4,0-2-4], [8:0-3-4,0-2-4] 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-AS 0.92 0.99 0.83 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.19 -0.59 0.14 (loc) 17-19 17-19 13 l/defl >999 >845 n/a L/d 240 180 n/a PLATES MT20 Weight: 199 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 *Except* 4-19,10-14,3-20,11-13: 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied, except end verticals, and 2-0-0 oc purlins (4-2-2 max.): 6-8. BOT CHORD Rigid ceiling directly applied. WEBS 1 Row at midpt 4-17, 7-17, 7-16, 10-16 REACTIONS. (size)13=0-3-8, 20=0-5-8 Max Horz 20=292(LC 5) Max Uplift 13=-55(LC 7), 20=-88(LC 6) Max Grav 13=1664(LC 1), 20=1730(LC 1) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-308/43, 3-4=-2232/215, 4-6=-1856/271, 6-7=-1442/277, 7-8=-1442/277, 8-10=-1857/271, 10-11=-2236/215, 11-12=-329/22 BOT CHORD 19-20=-111/1757, 17-19=-111/1757, 16-17=-23/1475, 14-16=-62/1761, 13-14=-62/1761 WEBS 4-19=0/299, 4-17=-424/187, 6-17=-12/546, 7-17=-264/200, 7-16=-263/200, 8-16=-13/547, 10-16=-429/188, 10-14=0/299, 3-20=-2060/139, 11-13=-2031/160 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=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) Provide adequate drainage to prevent water ponding. 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) 13, 20. 6) 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. 7) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or 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.). August 26,2020 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, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Job 42_ESTATES_AT_TOWNE_~W Truss T08 Truss Type Piggyback Base Qty 1 Ply 1 42 Estates at Towne Meadow Job Reference (optional) I42578571 8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Aug 25 17:36:45 2020 Page 1 ProBuild (Carter-Lee), Mooresville, IN - 46158, ID:dHgyFp7oglwYJLmjLVvlkrza3DW-xjaQqtXS5kecLw6Z140M?F8kcUAm7WCoHEGuNhykEW0 Scale = 1:83.7 1 2 3 4 5 6 7 8 9 18 17 16 15 14 13 12 11 10 19 20 21 22 23 24 25 26 27 5x10 MT18HS 3x6 6x6 5x12 5x6 4x6 5x6 3x6 4x8 3x4 3x4 3x4 3x8 2x4 5x6 3x6 4x8 3x8 MT18HS 8-6-5 8-6-5 18-7-0 10-0-11 28-7-11 10-0-11 35-6-3 6-10-8 38-6-3 3-0-0 41-6-8 3-0-5 8-6-5 8-6-5 15-2-12 6-8-7 21-11-4 6-8-7 28-7-11 6-8-7 35-6-3 6-10-8 38-6-3 3-0-0 41-6-8 3-0-5 4-10-126-1-212-0-03-9-012-0-010.00 12 Plate Offsets (X,Y)-- [1:0-3-4,0-1-8], [2:0-8-0,0-1-12], [6:0-4-4,0-2-0], [7:0-6-0,0-1-14], [8:0-3-0,0-1-15], [9:0-2-12,0-1-8], [10:Edge,0-3-8], [11:0-4-0,0-1-8], [17:0-2-8,0-2-0] 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 IRC2018/TPI2014 CSI. TC BC WB Matrix-SH 0.68 0.92 0.76 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.30 -0.48 0.07 (loc) 15-17 15-17 10 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 MT18HS Weight: 232 lb FT = 20% GRIP 169/123 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 *Except* 1-2: 2x6 SPF No.2, 6-7: 2x4 SPF 2100F 1.8E BOT CHORD 2x4 SPF No.2 *Except* 14-16: 2x4 SPF 2100F 1.8E WEBS 2x4 SPF No.2 *Except* 7-13,7-12,7-11,8-11,1-17,9-11: 2x3 SPF No.2 1-18,9-10: 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 4-7-12 oc purlins, except end verticals, and 2-0-0 oc purlins (4-2-15 max.): 2-6, 7-8. BOT CHORD Structural wood sheathing directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 3-17, 5-15, 5-13, 7-13, 7-11, 1-18 REACTIONS. (size)18=Mechanical, 10=0-3-8 Max Horz 18=-476(LC 6) Max Uplift 18=-293(LC 10), 10=-361(LC 11) Max Grav 18=1867(LC 2), 10=1871(LC 2) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1612/517, 2-3=-1142/548, 3-5=-1700/654, 5-6=-1474/633, 6-7=-2023/663, 7-8=-893/344, 8-9=-1178/390, 1-18=-1747/505, 9-10=-1817/488 BOT CHORD 17-18=-423/440, 15-17=-565/1573, 13-15=-528/1688, 12-13=-317/1648, 11-12=-316/1651 WEBS 2-17=-102/635, 3-17=-924/425, 3-15=-68/497, 5-13=-516/360, 6-13=-149/897, 7-13=-349/295, 7-11=-1714/448, 8-11=-182/582, 1-17=-314/1250, 9-11=-264/1353 NOTES-(11-12) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=250ft; Ke=0.97; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2E) 0-1-12 to 4-3-9, Exterior(2R) 4-3-9 to 12-8-2, Interior(1) 12-8-2 to 24-5-14, Exterior(2R) 24-5-14 to 32-9-9, Interior(1) 32-9-9 to 35-6-3, Exterior(2R) 35-6-3 to 38-6-3, Exterior(2E) 38-6-3 to 41-4-12 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) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 18=293, 10=361. 9) This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 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.). August 26,2020 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, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Job 42_ESTATES_AT_TOWNE_~W Truss T09 Truss Type Hip Qty 1 Ply 1 42 Estates at Towne Meadow Job Reference (optional) I42578572 8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Aug 25 17:36:46 2020 Page 1 ProBuild (Carter-Lee), Mooresville, IN - 46158, ID:dHgyFp7oglwYJLmjLVvlkrza3DW-Pv8o1DY4s2mTz4hmbnXbYShrguYysxmyVu?Rv7ykEW? Scale = 1:89.5 1 2 3 4 5 6 7 8 9 17 16 15 14 13 12 11 10 18 19 20 21 22 23 24 25 26 27 3x4 6x18 MT18HS 3x8 MT18HS 3x6 3x6 3x12 3x6 3x8 2x4 3x8 3x4 3x6 5x10 MT18HS 5x6 5x6 5x6 3x6 10-2-11 10-2-11 18-7-0 8-4-5 26-11-5 8-4-5 34-1-10 7-2-6 41-6-8 7-4-14 5-2-10 5-2-10 10-2-11 5-0-2 18-7-0 8-4-5 26-11-5 8-4-5 34-1-10 7-2-6 41-6-8 7-4-14 4-10-1213-2-1413-5-01-3-013-2-1410.00 12 Plate Offsets (X,Y)-- [2:0-2-0,0-1-8], [3:1-3-7,Edge], [6:0-3-0,0-2-1], [9:Edge,0-1-8], [10:Edge,0-3-8], [11:0-2-4,0-1-8], [16:0-4-12,0-1-8], [17:Edge,0-2-12] 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 IRC2018/TPI2014 CSI. TC BC WB Matrix-SH 0.91 0.80 0.87 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.44 -0.70 0.07 (loc) 16-17 16-17 10 l/defl >999 >708 n/a L/d 240 180 n/a PLATES MT20 MT18HS Weight: 225 lb FT = 20% GRIP 169/123 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF 2100F 1.8E *Except* 13-15: 2x4 SPF No.2 WEBS 2x4 SPF No.2 *Except* 2-16,7-12,7-11,9-11: 2x3 SPF No.2, 1-17,9-10: 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied, except end verticals, and 2-0-0 oc purlins (2-2-0 max.): 3-6. BOT CHORD Structural wood sheathing directly applied or 9-0-4 oc bracing. WEBS 1 Row at midpt 4-16, 4-12, 7-12, 2-17 REACTIONS. (size)17=Mechanical, 10=0-3-8 Max Horz 17=-533(LC 6) Max Uplift 17=-315(LC 10), 10=-368(LC 11) Max Grav 17=1933(LC 2), 10=1880(LC 2) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1600/641, 3-4=-1184/581, 4-6=-1411/637, 6-7=-1965/683, 7-9=-2273/575, 1-17=-256/200, 9-10=-1759/466 BOT CHORD 16-17=-451/1089, 14-16=-417/1580, 12-14=-417/1580, 11-12=-274/1666 WEBS 2-16=-209/557, 3-16=-170/671, 4-16=-788/379, 4-14=0/459, 4-12=-404/341, 6-12=-155/838, 7-12=-543/430, 2-17=-1827/366, 9-11=-214/1467 NOTES-(11-12) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=250ft; Ke=0.97; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2E) 0-1-12 to 4-3-10, Exterior(2R) 4-3-10 to 16-1-3, Interior(1) 16-1-3 to 21-0-13, Exterior(2R) 21-0-13 to 32-9-13, Interior(1) 32-9-13 to 37-2-14, Exterior(2E) 37-2-14 to 41-4-12 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) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 17=315, 10=368. 9) This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 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.). August 26,2020 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, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Job 42_ESTATES_AT_TOWNE_~W Truss T10 Truss Type Hip Qty 1 Ply 1 42 Estates at Towne Meadow Job Reference (optional) I42578573 8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Aug 25 17:36:47 2020 Page 1 ProBuild (Carter-Lee), Mooresville, IN - 46158, ID:dHgyFp7oglwYJLmjLVvlkrza3DW-t6iAFZZidMuKbEGy9V2q4gE4TIrYbPB5kYl_SaykEW_ Scale = 1:81.6 1 2 3 4 5 6 7 8 9 17 16 15 14 13 12 11 10 18 19 20 21 22 23 24 25 26 5x6 3x6 3x6 4x6 3x6 4x8 3x4 3x4 3x4 3x8 6x18 MT18HS 3x4 3x6 5x6 3x8 MT18HS 6x10 3x8 MT18HS 7-9-14 7-9-14 18-7-0 10-9-2 29-4-2 10-9-2 35-4-1 5-11-15 41-6-8 6-2-7 7-9-14 7-9-14 14-11-15 7-2-1 22-2-1 7-2-1 29-4-2 7-2-1 35-4-1 5-11-15 41-6-8 6-2-7 4-10-1211-2-1411-5-01-3-011-2-1410.00 12 Plate Offsets (X,Y)-- [1:0-3-0,0-1-8], [2:0-3-4,0-2-8], [6:1-3-7,Edge], [9:0-3-4,0-1-8], [11:0-2-0,0-1-8], [16:0-2-8,0-2-0] 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 IRC2018/TPI2014 CSI. TC BC WB Matrix-SH 0.59 0.97 0.80 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.40 -0.62 0.07 (loc) 14-16 14-16 10 l/defl >999 >794 n/a L/d 240 180 n/a PLATES MT20 MT18HS Weight: 216 lb FT = 20% GRIP 169/123 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 *Except* 1-2: 2x6 SPF No.2 BOT CHORD 2x4 SPF No.2 *Except* 13-15: 2x4 SPF 2100F 1.8E WEBS 2x4 SPF No.2 *Except* 7-12,7-11,1-16,9-11: 2x3 SPF No.2, 1-17,9-10: 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 3-4-9 oc purlins, except end verticals, and 2-0-0 oc purlins (3-11-11 max.): 2-6. BOT CHORD Structural wood sheathing directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 3-16, 5-14, 5-12, 7-12, 1-17 REACTIONS. (size)17=Mechanical, 10=0-3-8 Max Horz 17=-458(LC 6) Max Uplift 17=-304(LC 7), 10=-343(LC 11) Max Grav 17=1870(LC 2), 10=1872(LC 2) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1563/482, 2-3=-1139/505, 3-5=-1827/618, 5-6=-1518/599, 6-7=-2049/648, 7-9=-2231/555, 1-17=-1770/472, 9-10=-1763/454 BOT CHORD 16-17=-356/419, 14-16=-540/1675, 12-14=-497/1807, 11-12=-278/1646 WEBS 2-16=-92/635, 3-16=-1024/447, 3-14=-55/528, 5-12=-605/392, 6-12=-165/951, 7-12=-380/353, 1-16=-327/1283, 9-11=-244/1504 NOTES-(11-12) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=250ft; Ke=0.97; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2E) 0-1-12 to 4-3-9, Exterior(2R) 4-3-9 to 13-8-6, Interior(1) 13-8-6 to 23-5-10, Exterior(2R) 23-5-10 to 35-4-1, Interior(1) 35-4-1 to 37-2-14, Exterior(2E) 37-2-14 to 41-4-12 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) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 17=304, 10=343. 9) This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 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.).August 26,2020 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, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Job 42_ESTATES_AT_TOWNE_~W Truss T11 Truss Type Hip Qty 1 Ply 1 42 Estates at Towne Meadow Job Reference (optional) I42578574 8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Aug 25 17:36:48 2020 Page 1 ProBuild (Carter-Lee), Mooresville, IN - 46158, ID:dHgyFp7oglwYJLmjLVvlkrza3DW-LIFYSvaKOf0BDOq8jCZ3dtmEiiBeKrtFzCUYz0ykEVz Scale = 1:77.2 1 2 3 4 5 6 7 8 9 10 19 18 17 16 15 14 13 12 11 20 21 22 23 24 25 26 27 28 29 30 4x6 5x16 MT18HS 3x6 3x6 3x8 MT18HS3x8 4x8 2x4 3x8 2x4 3x4 3x4 4x8 6x18 MT18HS 3x6 5x10 MT18HS 3x6 3x6 5-5-2 5-5-2 12-0-1 6-6-15 18-7-0 6-6-15 25-1-15 6-6-15 31-8-14 6-6-15 41-6-8 9-9-10 5-5-2 5-5-2 12-0-1 6-6-15 18-7-0 6-6-15 25-1-15 6-6-15 31-8-14 6-6-15 36-6-7 4-9-9 41-6-8 5-0-1 42-6-8 1-0-0 4-10-129-2-149-5-01-3-09-2-1410.00 12 Plate Offsets (X,Y)-- [1:0-2-12,0-1-8], [2:0-10-12,0-3-4], [7:1-3-7,Edge], [8:0-1-12,0-1-8], [11:Edge,0-2-12], [17:0-4-0,0-1-12], [18:0-2-0,0-1-8] 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 IRC2018/TPI2014 CSI. TC BC WB Matrix-SH 0.68 0.98 0.83 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.33 -0.59 0.11 (loc) 11-12 11-12 11 l/defl >999 >842 n/a L/d 240 180 n/a PLATES MT20 MT18HS Weight: 208 lb FT = 20% GRIP 169/123 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x3 SPF No.2 *Except* 2-17,4-17,4-14,6-12: 2x4 SPF No.2, 1-19,9-11: 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 3-8-14 oc purlins, except end verticals, and 2-0-0 oc purlins (3-8-13 max.): 2-7. BOT CHORD Structural wood sheathing directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 2-18, 2-17, 3-17, 4-17, 4-14, 6-12, 1-19, 8-11 REACTIONS. (size)19=Mechanical, 11=0-3-8 Max Horz 19=-416(LC 6) Max Uplift 19=-405(LC 7), 11=-374(LC 6) Max Grav 19=1882(LC 2), 11=1934(LC 2) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1378/414, 2-3=-1838/577, 3-4=-1836/574, 4-6=-2133/653, 6-7=-1604/549, 7-8=-2131/603, 8-9=-521/211, 1-19=-1808/434, 9-11=-508/252 BOT CHORD 18-19=-298/370, 17-18=-406/1043, 15-17=-668/2220, 14-15=-668/2220, 12-14=-584/2133, 11-12=-264/1549 WEBS 2-18=-616/325, 2-17=-524/1440, 3-17=-445/312, 4-17=-660/235, 4-15=0/384, 6-14=-48/398, 6-12=-949/440, 7-12=-190/1046, 8-12=-195/300, 1-18=-373/1311, 8-11=-1820/399 NOTES-(11-12) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=250ft; Ke=0.97; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2E) 0-1-12 to 4-3-10, Exterior(2R) 4-3-10 to 11-3-10, Interior(1) 11-3-10 to 25-10-6, Exterior(2R) 25-10-6 to 37-7-6, Interior(1) 37-7-6 to 38-4-10, Exterior(2E) 38-4-10 to 42-6-8 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) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 19=405, 11=374. 9) This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 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.).August 26,2020 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, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Job 42_ESTATES_AT_TOWNE_~W Truss T12 Truss Type Hip Qty 1 Ply 1 42 Estates at Towne Meadow Job Reference (optional) I42578575 8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Aug 25 17:36:50 2020 Page 1 ProBuild (Carter-Lee), Mooresville, IN - 46158, ID:dHgyFp7oglwYJLmjLVvlkrza3DW-HhNJtbbbwHHvSh_XqdcXiIsVbVtuomvXQWzf2vykEVx Scale = 1:76.2 1 2 3 4 5 6 7 8 9 10 19 18 17 16 15 14 13 12 11 20 21 22 23 24 25 26 5x6 5x16 MT18HS 3x6 3x6 3x8 MT18HS4x6 4x8 2x4 3x8 2x4 3x4 3x6 4x8 3x6 5x8 3x8 MT18HS 5x6 3x8 MT18HS 3-0-5 3-0-5 10-9-10 7-9-6 18-7-0 7-9-6 26-4-6 7-9-6 34-1-11 7-9-6 41-6-8 7-4-13 3-0-5 3-0-5 10-9-10 7-9-6 18-7-0 7-9-6 26-4-6 7-9-6 34-1-11 7-9-6 41-6-8 7-4-13 42-6-8 1-0-0 4-10-127-2-147-5-01-3-07-2-1410.00 12 Plate Offsets (X,Y)-- [1:0-3-0,0-1-12], [2:0-10-12,0-3-4], [6:0-2-8,0-1-8], [8:0-3-0,0-2-1], [9:0-2-8,0-1-8], [17:0-3-8,0-1-12], [18:0-1-8,0-1-12] 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 IRC2018/TPI2014 CSI. TC BC WB Matrix-SH 0.98 0.99 0.73 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.24 -0.44 0.12 (loc) 14-15 14-15 11 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 MT18HS Weight: 189 lb FT = 20% GRIP 169/123 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x3 SPF No.2 *Except* 2-17,5-17,5-14,6-12: 2x4 SPF No.2, 1-19: 2x4 SPF-S Stud 9-11: 2x6 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied, except end verticals, and 2-0-0 oc purlins (2-2-0 max.): 2-8. BOT CHORD Structural wood sheathing directly applied. WEBS 1 Row at midpt 2-18, 2-17, 5-17, 5-14, 6-12, 1-19 REACTIONS. (size)19=Mechanical, 11=0-3-8 Max Horz 19=-348(LC 6) Max Uplift 19=-497(LC 7), 11=-447(LC 6) Max Grav 19=1869(LC 2), 11=1900(LC 2) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1016/357, 2-3=-2200/735, 3-5=-2198/733, 5-6=-2644/856, 6-8=-1592/526, 8-9=-2208/606, 1-19=-1867/508, 9-11=-1790/494 BOT CHORD 18-19=-233/297, 17-18=-342/797, 15-17=-904/2826, 14-15=-904/2826, 12-14=-796/2644, 11-12=-314/379 WEBS 2-18=-931/458, 2-17=-683/1947, 3-17=-524/362, 5-17=-846/288, 5-15=0/420, 5-14=-269/145, 6-14=-3/519, 6-12=-1437/563, 8-12=-198/1022, 1-18=-443/1426, 9-12=-499/1379 NOTES-(11-12) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=250ft; Ke=0.97; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2E) 0-1-12 to 3-0-5, Exterior(2R) 3-0-5 to 8-10-13, Interior(1) 8-10-13 to 28-3-3, Exterior(2R) 28-3-3 to 38-4-10, Exterior(2E) 38-4-10 to 42-6-8 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) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 19=497, 11=447. 9) This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 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.).August 26,2020 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, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Job 42_ESTATES_AT_TOWNE_~W Truss T13 Truss Type Piggyback Base Qty 1 Ply 1 42 Estates at Towne Meadow Job Reference (optional) I42578576 8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Aug 25 17:36:51 2020 Page 1 ProBuild (Carter-Lee), Mooresville, IN - 46158, ID:dHgyFp7oglwYJLmjLVvlkrza3DW-ltxh4xcDhaPm4rZjOK7mEWOmAvILXDXhfAjCaLykEVw Scale = 1:75.9 1 2 3 4 5 6 7 8 9 10 18 17 16 15 14 13 12 11 19 20 21 22 23 24 25 26 27 28 29 6x18 MT18HS 3x4 5x8 5x6 3x6 5x6 3x4 3x8 MT18HS3x4 3x4 3x8 3x4 3x4 3x4 3x8 3x6 5x6 3x6 6-7-13 6-7-13 12-6-5 5-10-8 22-1-0 9-6-11 31-7-11 9-6-11 41-3-8 9-7-13 0-9-5 0-9-5 6-7-13 5-10-8 12-6-5 5-10-8 18-10-12 6-4-7 25-3-4 6-4-7 31-7-11 6-4-7 36-4-6 4-8-10 41-3-8 4-11-2 2-0-612-0-03-11-812-0-010.00 12 Plate Offsets (X,Y)-- [2:0-4-8,0-1-12], [4:0-4-4,0-2-0], [8:0-4-4,0-2-0], [9:0-2-0,0-1-8], [11:Edge,0-2-12], [12:0-2-0,0-1-8] 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 IRC2018/TPI2014 CSI. TC BC WB Matrix-SH 0.61 0.59 0.71 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.31 -0.50 0.07 (loc) 11-12 11-12 11 l/defl >999 >994 n/a L/d 240 180 n/a PLATES MT20 MT18HS Weight: 225 lb FT = 20% GRIP 169/123 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF 2100F 1.8E WEBS 2x4 SPF No.2 *Except* 1-18,2-18,2-17,3-17,3-16,9-12: 2x3 SPF No.2, 10-11: 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 3-6-3 oc purlins, except end verticals, and 2-0-0 oc purlins (4-3-4 max.): 1-2, 4-8. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 3-16, 5-16, 5-14, 6-12, 9-11 REACTIONS. (size)18=Mechanical, 11=Mechanical Max Horz 18=468(LC 7) Max Uplift 18=-346(LC 10), 11=-307(LC 11) Max Grav 18=1870(LC 2), 11=1912(LC 2) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2149/575, 3-4=-1976/680, 4-5=-1448/619, 5-6=-1700/655, 6-8=-1251/562, 8-9=-1698/625 BOT CHORD 17-18=-563/947, 16-17=-599/1644, 14-16=-561/1674, 12-14=-493/1607, 11-12=-199/1022 WEBS 2-18=-1903/594, 2-17=-111/912, 3-16=-394/354, 4-16=-204/920, 5-16=-551/371, 6-14=-70/418, 6-12=-802/405, 8-12=-190/777, 9-12=-192/501, 9-11=-1865/387 NOTES-(11-12) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=250ft; Ke=0.97; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2E) 0-1-4 to 0-9-5, Interior(1) 0-9-5 to 8-4-12, Exterior(2R) 8-4-12 to 16-7-14, Interior(1) 16-7-14 to 27-6-2, Exterior(2R) 27-6-2 to 35-9-4, Interior(1) 35-9-4 to 37-0-3, Exterior(2E) 37-0-3 to 41-1-12 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) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 18=346, 11=307. 9) This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 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.). August 26,2020 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, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Job 42_ESTATES_AT_TOWNE_~W Truss T14 Truss Type Piggyback Base Qty 1 Ply 1 42 Estates at Towne Meadow Job Reference (optional) I42578577 8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Aug 25 17:36:52 2020 Page 1 ProBuild (Carter-Lee), Mooresville, IN - 46158, ID:dHgyFp7oglwYJLmjLVvlkrza3DW-D3V3IGdrSuXdh?8vy2e?njxuJJdvGe1quqSl6nykEVv Scale = 1:85.3 1 2 3 4 5 6 7 8 9 10 11 22 21 20 19 18 17 16 15 14 13 12 23 24 25 26 27 3x6 5x8 3x6 5x10 MT18HS 3x8 MT18HS 3x6 3x4 4x6 3x4 3x6 3x8 3x4 3x6 4x8 6x10 6x16 6x16 4x6 5x6 3x8 MT18HS 5x6 6-6-10 6-6-10 12-10-13 6-4-2 19-1-0 6-2-3 21-10-8 2-9-8 32-0-3 10-1-11 41-8-0 9-7-13 -1-0-0 1-0-0 6-6-10 6-6-10 12-10-13 6-4-2 19-1-0 6-2-3 21-10-8 2-9-8 26-11-6 5-0-14 32-0-3 5-0-14 36-8-14 4-8-10 41-8-0 4-11-2 1-3-012-0-03-11-83-0-012-0-010.00 12 Plate Offsets (X,Y)-- [2:0-3-8,0-1-0], [5:0-6-4,0-2-0], [10:0-8-0,0-1-12], [11:Edge,0-1-4], [12:0-3-8,Edge], [13:0-8-0,0-2-8], [16:0-5-0,0-2-4], [17:0-7-4,0-3-8], [19:0-2-0,0-1-8], [20:0-2-4,0-1-8] 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 IRC2018/TPI2014 CSI. TC BC WB Matrix-SH 0.77 0.70 0.89 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.24 -0.51 0.15 (loc) 13-15 13-15 12 l/defl >999 >977 n/a L/d 240 180 n/a PLATES MT20 MT18HS Weight: 252 lb FT = 20% GRIP 169/123 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 *Except* 10-11: 2x6 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x3 SPF No.2 *Except* 5-19,5-17,13-16,9-13,10-13,11-12: 2x4 SPF No.2 2-22: 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 3-4-9 oc purlins, except end verticals, and 2-0-0 oc purlins (3-5-6 max.): 5-10. BOT CHORD Structural wood sheathing directly applied or 6-9-8 oc bracing. Except: 1 Row at midpt 6-17, 7-16 WEBS 1 Row at midpt 4-19, 5-19, 6-16, 13-16, 9-13 REACTIONS. (size)22=0-5-8, 12=Mechanical Max Horz 22=486(LC 7) Max Uplift 22=-391(LC 10), 12=-308(LC 11) Max Grav 22=1849(LC 2), 12=1765(LC 2) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-2145/571, 4-5=-1883/670, 5-6=-2155/723, 6-7=-2100/707, 7-9=-2097/708, 9-10=-1179/574, 10-11=-1671/525, 2-22=-1745/525, 11-12=-1618/501 BOT CHORD 20-22=-529/541, 19-20=-613/1641, 6-17=-256/363, 16-17=-767/2164 WEBS 4-19=-473/371, 5-19=-389/258, 17-19=-579/1522, 5-17=-443/1375, 13-16=-568/1636, 9-16=-366/978, 9-13=-1194/614, 10-13=-157/664, 2-20=-189/1392, 11-13=-306/1159 NOTES-(11-12) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=250ft; Ke=0.97; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2E) -1-0-0 to 3-2-0, Interior(1) 3-2-0 to 7-0-1, Exterior(2R) 7-0-1 to 18-11-4, Interior(1) 18-11-4 to 26-1-8, Exterior(2R) 26-1-8 to 37-4-4, Exterior(2E) 37-4-4 to 41-6-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 22=391, 12=308. 9) This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 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.). August 26,2020 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, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Job 42_ESTATES_AT_TOWNE_~W Truss T15 Truss Type Piggyback Base Qty 1 Ply 1 42 Estates at Towne Meadow Job Reference (optional) I42578578 8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Aug 25 17:36:54 2020 Page 1 ProBuild (Carter-Lee), Mooresville, IN - 46158, ID:dHgyFp7oglwYJLmjLVvlkrza3DW-ASdpjye5_VnLxJII3TgTs80GW7Keka77L8xsBgykEVt Scale = 1:78.8 1 2 3 4 5 6 7 8 9 10 11 19 18 17 16 15 14 13 12 20 21 22 23 24 25 26 27 28 29 30 31 3x6 5x6 3x6 5x6 3x4 5x6 3x8 MT18HS 3x4 3x6 3x8 3x4 3x4 3x4 3x8 3x6 5x6 5x10 MT18HS3x8 MT18HS 6-6-10 6-6-10 12-10-13 6-4-2 22-5-8 9-6-11 32-0-3 9-6-11 41-11-0 9-10-13 -1-0-0 1-0-0 6-6-10 6-6-10 12-10-13 6-4-2 19-3-4 6-4-7 25-7-12 6-4-7 32-0-3 6-4-7 36-10-6 4-10-2 41-11-0 5-0-10 1-3-012-0-03-9-012-0-010.00 12 Plate Offsets (X,Y)-- [2:0-3-8,0-1-0], [5:0-4-4,0-2-0], [9:0-4-4,0-2-0], [10:0-1-12,0-1-8], [12:Edge,0-2-12], [13:0-2-0,0-1-8], [18:0-2-0,0-1-8] 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 IRC2018/TPI2014 CSI. TC BC WB Matrix-SH 0.66 0.62 0.72 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.34 -0.55 0.07 (loc) 12-13 12-13 12 l/defl >999 >909 n/a L/d 240 180 n/a PLATES MT20 MT18HS Weight: 226 lb FT = 20% GRIP 169/123 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF 2100F 1.8E WEBS 2x4 SPF No.2 *Except* 4-18,4-17,10-13,2-18: 2x3 SPF No.2, 2-19,11-12: 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 3-4-3 oc purlins, except end verticals, and 2-0-0 oc purlins (4-2-10 max.): 5-9. BOT CHORD Structural wood sheathing directly applied or 9-11-12 oc bracing. WEBS 1 Row at midpt 4-17, 6-17, 6-15, 7-13, 10-12 REACTIONS. (size)19=0-5-8, 12=0-3-8 Max Horz 19=488(LC 7) Max Uplift 19=-392(LC 10), 12=-313(LC 11) Max Grav 19=1953(LC 2), 12=1936(LC 2) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-2273/576, 4-5=-2045/671, 5-6=-1497/623, 6-7=-1744/653, 7-9=-1295/571, 9-10=-1757/634, 2-19=-1841/528 BOT CHORD 18-19=-533/550, 17-18=-616/1737, 15-17=-563/1719, 13-15=-495/1651, 12-13=-199/1075 WEBS 4-17=-436/375, 5-17=-175/944, 6-17=-547/374, 7-15=-71/418, 7-13=-803/407, 9-13=-187/810, 10-13=-187/483, 2-18=-191/1474, 10-12=-1899/396 NOTES-(10-11) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=250ft; Ke=0.97; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2E) -1-0-0 to 3-2-5, Interior(1) 3-2-5 to 6-11-11, Exterior(2R) 6-11-11 to 18-9-15, Interior(1) 18-9-15 to 26-1-1, Exterior(2R) 26-1-1 to 37-6-15, Exterior(2E) 37-6-15 to 41-9-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 19=392, 12=313. 8) This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 10) 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.). August 26,2020 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, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Job 42_ESTATES_AT_TOWNE_~W Truss T16 Truss Type Piggyback Base Qty 1 Ply 1 42 Estates at Towne Meadow Job Reference (optional) I42578579 8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Aug 25 17:36:55 2020 Page 1 ProBuild (Carter-Lee), Mooresville, IN - 46158, ID:dHgyFp7oglwYJLmjLVvlkrza3DW-eeBCwIfjlpvCYStUdABiPMZRGWgtT1NHanhPj6ykEVs Scale = 1:78.8 1 2 3 4 5 6 7 8 9 10 11 19 18 17 16 15 14 13 12 20 21 22 23 24 25 26 27 28 29 30 31 3x6 5x6 3x6 5x6 3x4 5x6 3x8 MT18HS 3x4 3x6 3x8 3x4 3x4 3x4 3x8 3x6 5x6 5x10 MT18HS3x8 MT18HS 6-6-10 6-6-10 12-10-13 6-4-2 22-5-8 9-6-11 32-0-3 9-6-11 41-11-0 9-10-13 -1-0-0 1-0-0 6-6-10 6-6-10 12-10-13 6-4-2 19-3-4 6-4-7 25-7-12 6-4-7 32-0-3 6-4-7 36-10-6 4-10-2 41-11-0 5-0-10 1-3-012-0-03-9-012-0-010.00 12 Plate Offsets (X,Y)-- [2:0-3-8,0-1-0], [5:0-4-4,0-2-0], [9:0-4-4,0-2-0], [10:0-1-12,0-1-8], [12:Edge,0-2-12], [13:0-2-0,0-1-8], [18:0-2-0,0-1-8] 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 IRC2018/TPI2014 CSI. TC BC WB Matrix-SH 0.66 0.62 0.72 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.34 -0.55 0.07 (loc) 12-13 12-13 12 l/defl >999 >909 n/a L/d 240 180 n/a PLATES MT20 MT18HS Weight: 226 lb FT = 20% GRIP 169/123 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF 2100F 1.8E WEBS 2x4 SPF No.2 *Except* 4-18,4-17,10-13,2-18: 2x3 SPF No.2, 2-19,11-12: 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 3-4-3 oc purlins, except end verticals, and 2-0-0 oc purlins (4-2-10 max.): 5-9. BOT CHORD Structural wood sheathing directly applied or 9-11-12 oc bracing. WEBS 1 Row at midpt 4-17, 6-17, 6-15, 7-13, 10-12 REACTIONS. (size)19=0-5-8, 12=0-3-8 Max Horz 19=488(LC 9) Max Uplift 19=-392(LC 10), 12=-313(LC 11) Max Grav 19=1953(LC 2), 12=1936(LC 2) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-2273/576, 4-5=-2045/671, 5-6=-1497/623, 6-7=-1744/653, 7-9=-1295/571, 9-10=-1757/634, 2-19=-1841/528 BOT CHORD 18-19=-533/550, 17-18=-616/1737, 15-17=-563/1719, 13-15=-495/1651, 12-13=-199/1075 WEBS 4-17=-436/375, 5-17=-175/944, 6-17=-547/374, 7-15=-71/418, 7-13=-803/407, 9-13=-187/810, 10-13=-187/483, 2-18=-191/1474, 10-12=-1899/396 NOTES-(10-11) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=250ft; Ke=0.97; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2E) -1-0-0 to 3-2-5, Interior(1) 3-2-5 to 6-11-11, Exterior(2R) 6-11-11 to 18-9-15, Interior(1) 18-9-15 to 26-1-1, Exterior(2R) 26-1-1 to 37-6-15, Exterior(2E) 37-6-15 to 41-9-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 19=392, 12=313. 8) This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 10) 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.). August 26,2020 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, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Job 42_ESTATES_AT_TOWNE_~W Truss T17 Truss Type Roof Special Qty 1 Ply 1 42 Estates at Towne Meadow Job Reference (optional) I42578580 8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Aug 25 17:36:56 2020 Page 1 ProBuild (Carter-Lee), Mooresville, IN - 46158, ID:dHgyFp7oglwYJLmjLVvlkrza3DW-6qka7egLV613AcShBuixxZ6atwzxCURQpRQzFYykEVr Scale = 1:94.0 1 2 3 4 5 6 7 8 9 10 19 18 17 16 15 14 13 12 11 20 21 22 23 24 25 26 27 3x6 8x14 MT18HS 3x8 5x6 6x8 3x4 6x18 MT18HS3x8 MT18HS 3x6 3x4 3x6 3x8 2x4 3x8 3x8 2x4 6x6 3x8 MT18HS 7-3-6 7-3-6 14-4-3 7-0-14 22-5-8 8-1-5 30-6-13 8-1-5 39-6-3 8-11-6 41-11-0 2-4-13 -1-0-0 1-0-0 7-3-6 7-3-6 14-4-3 7-0-14 22-5-8 8-1-5 30-6-13 8-1-5 39-6-3 8-11-6 41-11-0 2-4-13 1-3-013-0-65-9-013-2-85-9-013-0-610.00 12 Plate Offsets (X,Y)-- [2:0-3-4,0-1-12], [5:0-11-7,Edge], [8:0-3-8,0-2-12], [9:0-4-4,0-2-0], [10:Edge,0-2-8], [18:0-2-4,0-1-8] 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 IRC2018/TPI2014 CSI. TC BC WB Matrix-SH 0.80 0.82 0.73 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.18 -0.33 0.08 (loc) 15-17 12-13 11 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 MT18HS Weight: 234 lb FT = 20% GRIP 169/123 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 *Except* 8-9: 2x6 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 *Except* 10-11,4-18,4-17,9-12,9-11,2-18: 2x3 SPF No.2, 2-19: 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except end verticals, and 2-0-0 oc purlins (3-9-14 max.): 5-8, 9-10. BOT CHORD Structural wood sheathing directly applied or 7-5-2 oc bracing. WEBS 1 Row at midpt 4-17, 6-17, 6-13, 9-11 REACTIONS. (size)11=0-3-8, 19=0-5-8 Max Horz 19=563(LC 7) Max Uplift 11=-347(LC 11), 19=-407(LC 10) Max Grav 11=1900(LC 2), 19=1947(LC 2) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-2288/600, 4-5=-1968/695, 5-6=-1437/648, 6-8=-1276/608, 8-9=-1782/590, 2-19=-1832/550 BOT CHORD 18-19=-622/622, 17-18=-628/1797, 15-17=-512/1622, 13-15=-512/1622, 12-13=-213/825, 11-12=-211/831 WEBS 4-17=-534/414, 5-17=-172/845, 6-17=-442/336, 6-15=0/469, 6-13=-714/355, 8-13=-70/676, 9-13=-248/533, 9-12=0/371, 9-11=-2114/531, 2-18=-139/1441 NOTES-(10-11) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=250ft; Ke=0.97; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2E) -1-0-0 to 3-2-5, Interior(1) 3-2-5 to 10-1-14, Exterior(2R) 10-1-14 to 18-6-8, Interior(1) 18-6-8 to 26-4-8, Exterior(2R) 26-4-8 to 34-9-2, Interior(1) 34-9-2 to 39-6-3, Exterior(2E) 39-6-3 to 41-9-12 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) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 11=347, 19=407. 8) This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 10) 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.). August 26,2020 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, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Job 42_ESTATES_AT_TOWNE_~W Truss T18 Truss Type Roof Special Qty 1 Ply 1 42 Estates at Towne Meadow Job Reference (optional) I42578581 8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Aug 25 17:36:57 2020 Page 1 ProBuild (Carter-Lee), Mooresville, IN - 46158, ID:dHgyFp7oglwYJLmjLVvlkrza3DW-a1IyL_h_GQ9wom0tkbEAUneipKGNxv1Z15AWn?ykEVq Scale = 1:88.0 1 2 3 4 5 6 7 8 9 10 11 19 18 17 16 15 14 13 12 20 21 22 23 24 25 26 27 28 29 30 3x6 5x6 3x12 5x12 5x6 3x4 3x8 MT18HS3x8 4x6 2x4 3x4 3x8 4x8 3x12 3x6 7x16 MT18HS 5x6 3x8 MT18HS 11-11-6 11-11-6 20-11-6 9-0-0 29-11-6 9-0-0 31-5-8 1-6-2 41-11-0 10-5-8 -1-0-0 1-0-0 6-0-15 6-0-15 11-11-6 5-10-7 20-11-6 9-0-0 29-11-6 9-0-0 31-5-8 1-6-2 36-7-0 5-1-8 41-11-0 5-4-0 1-3-011-0-612-5-97-11-211-0-610.00 12 5.21 12 Plate Offsets (X,Y)-- [2:0-3-0,0-1-4], [4:0-2-12,0-2-0], [5:0-3-0,0-2-1], [8:0-6-0,0-1-14], [9:0-4-0,0-2-8], [10:0-5-0,0-1-8], [12:0-2-12,0-2-12], [13:0-4-0,0-1-12] 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 IRC2018/TPI2014 CSI. TC BC WB Matrix-SH 0.98 1.00 0.84 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.55 -0.93 0.09 (loc) 18-19 18-19 12 l/defl >904 >536 n/a L/d 240 180 n/a PLATES MT20 MT18HS Weight: 244 lb FT = 20% GRIP 169/123 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 *Except* 5-7,7-8: 2x4 SPF 2100F 1.8E BOT CHORD 2x4 SPF 2100F 1.8E *Except* 15-17: 2x4 SPF No.2 WEBS 2x4 SPF No.2 *Except* 4-18,2-19,4-19,11-12: 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 3-7-4 oc purlins, except end verticals, and 2-0-0 oc purlins (5-4-12 max.): 5-8. BOT CHORD Structural wood sheathing directly applied. WEBS 1 Row at midpt 4-18, 6-18, 6-14, 9-13, 4-19, 11-12 2 Rows at 1/3 pts 8-13, 10-12 REACTIONS. (size)19=0-5-8, 12=0-3-8 Max Horz 19=-457(LC 8) Max Uplift 19=-590(LC 10), 12=-457(LC 10) Max Grav 19=1973(LC 2), 12=1941(LC 2) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-698/312, 4-5=-2127/769, 5-6=-1559/694, 6-8=-1561/658, 8-9=-1747/796, 9-10=-1445/633, 2-19=-640/365 BOT CHORD 18-19=-672/1681, 16-18=-514/1962, 14-16=-514/1962, 13-14=-313/1554, 12-13=-247/864 WEBS 4-18=-249/343, 5-18=-204/963, 6-18=-626/389, 6-16=0/508, 6-14=-680/313, 8-14=-176/561, 8-13=-1945/863, 9-13=-629/1566, 10-13=-178/929, 4-19=-1706/444, 10-12=-1840/481 NOTES-(10-11) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=250ft; Ke=0.97; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2E) -1-0-0 to 3-2-5, Interior(1) 3-2-5 to 7-9-2, Exterior(2R) 7-9-2 to 16-1-11, Interior(1) 16-1-11 to 29-11-6, Exterior(2R) 29-11-6 to 35-7-13, Interior(1) 35-7-13 to 37-6-15, Exterior(2E) 37-6-15 to 41-9-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 19=590, 12=457. 8) This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 10) 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.).August 26,2020 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, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Job 42_ESTATES_AT_TOWNE_~W Truss T19 Truss Type Roof Special Qty 1 Ply 1 42 Estates at Towne Meadow Job Reference (optional) I42578582 8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Aug 25 17:36:58 2020 Page 1 ProBuild (Carter-Lee), Mooresville, IN - 46158, ID:dHgyFp7oglwYJLmjLVvlkrza3DW-2DsKYKhc1kHmPwb3IJlP1_BxLkgzgMQjGlv4KRykEVp Scale = 1:87.3 1 2 3 4 5 6 7 8 9 10 18 17 16 15 14 13 12 11 19 20 21 22 23 24 25 26 27 28 6x18 MT18HS 3x16 MT18HS 10x10 5x6 4x6 3x8 MT18HS 3x8 4x8 3x8 2x4 3x4 4x8 4x6 3x6 5x10 MT18HS 5x6 3x8 MT18HS 9-6-10 9-6-10 18-6-10 9-0-0 27-6-10 9-0-0 31-5-8 3-10-14 41-11-0 10-5-8 -1-0-0 1-0-0 4-10-9 4-10-9 9-6-10 4-8-1 18-6-10 9-0-0 27-6-10 9-0-0 31-5-8 3-10-14 36-7-0 5-1-8 41-11-0 5-4-0 1-3-09-0-612-5-99-11-29-0-610.00 12 2.91 12 Plate Offsets (X,Y)-- [3:0-3-0,0-1-8], [4:1-3-7,Edge], [7:0-5-0,0-1-14], [8:0-4-7,0-2-8], [11:Edge,0-3-0], [12:0-4-0,0-1-8], [18:Edge,0-3-0] 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 IRC2018/TPI2014 CSI. TC BC WB Matrix-SH 0.74 0.66 0.89 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.48 -0.76 0.09 (loc) 11-12 11-12 11 l/defl >999 >653 n/a L/d 240 180 n/a PLATES MT20 MT18HS Weight: 224 lb FT = 20% GRIP 169/123 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 *Except* 4-6,6-7: 2x4 SPF 2100F 1.8E BOT CHORD 2x4 SPF 2100F 1.8E WEBS 2x4 SPF No.2 *Except* 3-17,4-17,5-15,7-13,3-18: 2x3 SPF No.2, 2-18: 2x4 SPF-S Stud 10-11: 2x4 SPF 2100F 1.8E BRACING- TOP CHORD Structural wood sheathing directly applied or 3-10-9 oc purlins, except end verticals, and 2-0-0 oc purlins (4-0-10 max.): 4-7. BOT CHORD Structural wood sheathing directly applied or 9-1-12 oc bracing. WEBS 1 Row at midpt 5-17, 5-13, 7-12, 8-12, 3-18, 10-11 2 Rows at 1/3 pts 9-11 REACTIONS. (size)18=0-5-8, 11=0-3-8 Max Horz 18=471(LC 7) Max Uplift 18=-589(LC 10), 11=-459(LC 10) Max Grav 18=1933(LC 2), 11=1941(LC 2) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-474/358, 3-4=-2157/927, 4-5=-1631/825, 5-7=-2089/920, 7-8=-1717/867, 8-9=-1331/746, 2-18=-477/446 BOT CHORD 17-18=-694/1607, 15-17=-729/2368, 13-15=-729/2368, 12-13=-612/2084, 11-12=-288/782 WEBS 3-17=-180/259, 4-17=-273/1017, 5-17=-1037/400, 5-15=0/532, 5-13=-444/242, 7-13=-98/499, 7-12=-2001/924, 8-12=-504/1176, 9-12=-288/1143, 3-18=-1883/561, 9-11=-1795/692 NOTES-(11-12) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=250ft; Ke=0.97; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2E) -1-0-0 to 3-2-5, Interior(1) 3-2-5 to 5-4-5, Exterior(2R) 5-4-5 to 13-8-14, Interior(1) 13-8-14 to 27-6-10, Exterior(2R) 27-6-10 to 35-7-13, Interior(1) 35-7-13 to 37-6-15, Exterior(2E) 37-6-15 to 41-9-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) The Fabrication Tolerance at joint 7 = 15% 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) 18=589, 11=459. 9) This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 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.). August 26,2020 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, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Job 42_ESTATES_AT_TOWNE_~W Truss T20 Truss Type Roof Special Qty 1 Ply 1 42 Estates at Towne Meadow Job Reference (optional) I42578583 8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Aug 25 17:37:00 2020 Page 1 ProBuild (Carter-Lee), Mooresville, IN - 46158, ID:dHgyFp7oglwYJLmjLVvlkrza3DW-_c_4z0jsZLXUfElSQjnt6PGEyXN68Eh0j3OAOJykEVn Scale = 1:86.9 1 2 3 4 5 6 7 8 9 10 19 18 17 16 15 14 13 12 11 20 21 22 23 24 25 26 27 5x6 3x8 5x12 5x6 5x8 3x6 5x6 5x6 3x8 MT18HS4x8 3x12 2x4 3x4 4x10 4x6 4x6 8x8 3x8 MT18HS 7-1-13 7-1-13 16-1-13 9-0-0 25-1-13 9-0-0 32-3-13 7-2-0 37-0-2 4-8-6 41-11-0 4-10-14 -1-0-0 1-0-0 7-1-13 7-1-13 16-1-13 9-0-0 25-1-13 9-0-0 31-5-8 6-3-11 32-3-13 0-10-5 37-0-2 4-8-6 41-11-0 4-10-14 1-3-07-0-611-9-012-5-911-9-010.00 12 Plate Offsets (X,Y)-- [2:0-3-8,Edge], [3:0-3-0,0-2-1], [6:0-6-0,0-1-14], [8:0-5-4,0-2-8], [11:0-3-0,0-2-12], [13:0-4-4,0-1-12], [18:0-4-0,0-1-12] 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 IRC2018/TPI2014 CSI. TC BC WB Matrix-SH 0.92 0.62 0.97 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.27 -0.50 0.11 (loc) 15-16 15-16 11 l/defl >999 >989 n/a L/d 240 180 n/a PLATES MT20 MT18HS Weight: 247 lb FT = 20% GRIP 169/123 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 *Except* 3-4,4-6: 2x4 SPF 2100F 1.8E BOT CHORD 2x4 SPF 2100F 1.8E WEBS 2x4 SPF No.2 *Except* 10-11: 2x6 SPF No.2, 3-18,5-16,6-15,2-18: 2x3 SPF No.2 2-19: 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied, except end verticals, and 2-0-0 oc purlins (2-2-0 max.): 3-6, 8-10. BOT CHORD Structural wood sheathing directly applied or 8-2-11 oc bracing. WEBS 1 Row at midpt 10-11, 5-18, 5-15, 7-13, 8-13, 8-12 2 Rows at 1/3 pts 6-13, 9-11 REACTIONS. (size)11=0-3-8, 19=0-5-8 Max Horz 19=648(LC 7) Max Uplift 11=-461(LC 10), 19=-586(LC 10) Max Grav 11=1911(LC 2), 19=1922(LC 2) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2267/674, 3-5=-1643/642, 5-6=-2841/821, 6-7=-1575/509, 7-8=-1464/551, 8-9=-748/383, 2-19=-1821/616 BOT CHORD 18-19=-744/629, 16-18=-910/2900, 15-16=-910/2900, 13-15=-787/2834, 12-13=-339/1215, 11-12=-267/712 WEBS 3-18=-114/1022, 5-18=-1564/462, 5-16=0/506, 6-15=0/418, 6-13=-2377/849, 7-13=-517/1577, 8-13=-152/492, 8-12=-1326/433, 9-12=-375/1436, 9-11=-1865/489, 2-18=-387/1422 NOTES-(11-12) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=250ft; Ke=0.97; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2E) -1-0-0 to 3-2-5, Exterior(2R) 3-2-5 to 11-4-2, Interior(1) 11-4-2 to 27-3-3, Exterior(2R) 27-3-3 to 31-5-8, Exterior(2E) 31-5-8 to 32-3-13, Interior(1) 32-3-13 to 37-5-15, Exterior(2E) 37-5-15 to 41-8-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) The Fabrication Tolerance at joint 6 = 8% 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=461, 19=586. 9) This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. Continued on page 2 August 26,2020 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, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Job 42_ESTATES_AT_TOWNE_~W Truss T20 Truss Type Roof Special Qty 1 Ply 1 42 Estates at Towne Meadow Job Reference (optional) I42578583 8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Aug 25 17:37:00 2020 Page 2 ProBuild (Carter-Lee), Mooresville, IN - 46158, ID:dHgyFp7oglwYJLmjLVvlkrza3DW-_c_4z0jsZLXUfElSQjnt6PGEyXN68Eh0j3OAOJykEVn 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.). 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, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Job 42_ESTATES_AT_TOWNE_~W Truss T21 Truss Type Piggyback Base Qty 1 Ply 1 42 Estates at Towne Meadow Job Reference (optional) I42578584 8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Aug 25 17:37:01 2020 Page 1 ProBuild (Carter-Lee), Mooresville, IN - 46158, ID:dHgyFp7oglwYJLmjLVvlkrza3DW-ToYTBLkUKffLGNKezRI6edpU6xfvthp9yj8kwmykEVm Scale = 1:82.9 1 2 3 4 5 6 7 8 9 10 18 17 16 15 14 13 12 11 19 20 21 22 23 24 5x10 MT18HS 3x6 5x12 5x10 MT18HS 3x6 5x6 3x6 3x8 MT18HS4x8 4x6 4x6 3x4 3x4 5x12 4x6 5x6 3x16 MT18HS 4-9-0 4-9-0 13-9-0 9-0-0 22-9-0 9-0-0 30-10-13 8-1-13 41-11-0 11-0-3 -1-0-0 1-0-0 4-9-0 4-9-0 10-9-0 6-0-0 16-9-0 6-0-0 22-9-0 6-0-0 30-10-13 8-1-13 36-3-10 5-4-14 41-11-0 5-7-6 1-3-05-0-612-0-010.00 12 Plate Offsets (X,Y)-- [2:0-2-12,0-1-8], [3:0-7-0,0-1-15], [7:0-4-4,0-2-8], [8:0-8-0,0-1-12], [9:0-2-12,0-1-12], [10:0-3-0,0-1-8], [11:0-2-4,0-2-12], [12:0-6-0,0-2-4], [17:0-4-0,0-1-12] 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 IRC2018/TPI2014 CSI. TC BC WB Matrix-SH 0.58 0.84 0.98 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.56 -0.88 0.13 (loc) 11-12 11-12 11 l/defl >891 >564 n/a L/d 240 180 n/a PLATES MT20 MT18HS Weight: 214 lb FT = 20% GRIP 169/123 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 *Except* 3-6,6-7: 2x4 SPF 2100F 1.8E, 7-8: 2x6 SPF No.2 BOT CHORD 2x4 SPF 2100F 1.8E WEBS 2x3 SPF No.2 *Except* 10-11: 2x6 SPF No.2, 7-12: 2x4 SPF 2100F 1.8E 8-12,9-12,9-11: 2x4 SPF No.2, 2-18: 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 3-11-1 oc purlins, except end verticals, and 2-0-0 oc purlins (3-7-10 max.): 3-7, 8-10. BOT CHORD Structural wood sheathing directly applied or 7-0-2 oc bracing. WEBS 1 Row at midpt 10-11, 4-17, 7-12, 9-12 2 Rows at 1/3 pts 9-11 REACTIONS. (size)11=0-3-8, 18=0-5-8 Max Horz 18=639(LC 7) Max Uplift 11=-449(LC 10), 18=-586(LC 10) Max Grav 11=1854(LC 2), 18=1837(LC 2) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2096/648, 3-4=-1587/587, 4-5=-3478/1069, 5-7=-3939/1126, 7-8=-1794/525, 8-9=-1282/549, 2-18=-1780/598 BOT CHORD 17-18=-658/464, 16-17=-1086/2979, 14-16=-1255/3766, 12-14=-1193/3936, 11-12=-318/719 WEBS 3-17=-200/1053, 4-17=-1788/559, 4-16=-92/934, 5-16=-566/224, 5-14=-14/326, 7-12=-3072/1114, 8-12=-181/769, 9-12=-432/1368, 9-11=-1666/490, 2-17=-342/1497 NOTES-(9-10) 1) Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=250ft; Ke=0.97; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2E) -1-0-0 to 3-2-5, Exterior(2R) 3-2-5 to 8-11-5, Interior(1) 8-11-5 to 26-8-8, Exterior(2R) 26-8-8 to 35-1-2, Interior(1) 35-1-2 to 37-5-15, Exterior(2E) 37-5-15 to 41-8-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 11=449, 18=586. 7) This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or 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.). August 26,2020 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, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Job 42_ESTATES_AT_TOWNE_~W Truss T22 Truss Type Half Hip Qty 1 Ply 1 42 Estates at Towne Meadow Job Reference (optional) I42578585 8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Aug 25 17:37:02 2020 Page 1 ProBuild (Carter-Lee), Mooresville, IN - 46158, ID:dHgyFp7oglwYJLmjLVvlkrza3DW-x_6rOhk65ynCuXvqX8pLBqLgsL1WcEIJBNtHTCykEVl Scale: 3/16"=1' 1 2 3 4 5 6 11 10 9 8 7 12 13 14 15 16 17 18 3x6 5x6 3x4 5x6 3x4 3x6 3x4 3x4 3x8 3x4 5x6 6-2-7 6-2-7 12-2-6 5-11-15 23-11-0 11-8-10 6-2-7 6-2-7 12-2-6 5-11-15 17-11-7 5-9-1 23-11-0 5-11-9 1-3-011-2-1411-5-011-2-1410.00 12 Plate Offsets (X,Y)-- [1:0-2-12,0-1-8], [4:0-3-0,0-1-15], [7:0-1-12,0-2-12] 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 IRC2018/TPI2014 CSI. TC BC WB Matrix-SH 0.51 0.75 0.58 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.65 -1.00 -0.02 (loc) 7-8 7-8 7 l/defl >433 >282 n/a L/d 240 180 n/a PLATES MT20 Weight: 135 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 *Except* 7-9: 2x4 SPF 2100F 1.8E WEBS 2x4 SPF No.2 *Except* 6-7: 2x6 SPF No.2, 3-10,3-8,1-10: 2x3 SPF No.2 1-11: 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 5-0-13 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 4-6. BOT CHORD Structural wood sheathing directly applied or 7-8-6 oc bracing. WEBS 1 Row at midpt 6-7, 3-8, 5-7 REACTIONS. (size)7=Mechanical, 11=0-5-8 Max Horz 11=573(LC 7) Max Uplift 7=-415(LC 7), 11=-218(LC 10) Max Grav 7=1091(LC 2), 11=1050(LC 2) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-3=-1161/284, 3-4=-907/352, 4-5=-623/364, 1-11=-938/252 BOT CHORD 10-11=-577/456, 8-10=-495/1012, 7-8=-319/426 WEBS 3-8=-447/377, 4-8=-17/308, 5-8=-148/596, 5-7=-829/434, 1-10=-42/714 NOTES-(10-11) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=250ft; Ke=0.97; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2E) 0-1-12 to 3-1-12, Interior(1) 3-1-12 to 7-11-8, Exterior(2R) 7-11-8 to 16-5-5, Interior(1) 16-5-5 to 20-8-4, Exterior(2E) 20-8-4 to 23-8-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 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) 7=415, 11=218. 8) This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 10) 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.). August 26,2020 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, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Job 42_ESTATES_AT_TOWNE_~W Truss T23 Truss Type Half Hip Qty 1 Ply 1 42 Estates at Towne Meadow Job Reference (optional) I42578586 8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Aug 25 17:37:03 2020 Page 1 ProBuild (Carter-Lee), Mooresville, IN - 46158, ID:dHgyFp7oglwYJLmjLVvlkrza3DW-PBfDb1llsGv3WhU15sLak2unxlS_LdmSQ1dr?eykEVk Scale = 1:53.6 1 2 3 4 5 6 12 11 10 9 8 7 13 14 15 16 6x6 3x6 3x4 3x6 3x4 3x4 3x4 2x4 3x8 3x6 4x6 5-0-1 5-0-1 9-9-10 4-9-9 16-10-5 7-0-11 23-11-0 7-0-11 -1-0-0 1-0-0 5-0-1 5-0-1 9-9-10 4-9-9 16-10-5 7-0-11 23-11-0 7-0-11 1-3-09-2-149-5-09-2-1410.00 12 Plate Offsets (X,Y)-- [2:0-3-0,0-1-8], [4:0-1-12,Edge], [6:Edge,0-1-8], [8:0-2-0,0-1-8] 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 IRC2018/TPI2014 CSI. TC BC WB Matrix-SH 0.75 0.41 0.88 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.06 -0.13 -0.02 (loc) 7-8 7-8 7 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 123 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* 6-7,4-8,6-8: 2x4 SPF No.2, 2-12: 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 5-7-2 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 4-6. BOT CHORD Structural wood sheathing directly applied or 8-4-12 oc bracing. WEBS 1 Row at midpt 6-7, 4-8, 5-8 REACTIONS. (size)7=Mechanical, 12=0-5-8 Max Horz 12=490(LC 9) Max Uplift 7=-397(LC 7), 12=-251(LC 10) Max Grav 7=943(LC 1), 12=1015(LC 1) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1055/291, 3-4=-884/357, 4-5=-574/319, 5-6=-573/317, 6-7=-883/418, 2-12=-966/311 BOT CHORD 11-12=-496/368, 9-11=-471/764, 8-9=-393/614 WEBS 3-9=-297/281, 4-9=-128/334, 5-8=-498/360, 6-8=-395/903, 2-11=-48/658 NOTES-(9-10) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=250ft; Ke=0.97; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2E) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 5-6-11, Exterior(2R) 5-6-11 to 14-0-8, Interior(1) 14-0-8 to 20-9-4, Exterior(2E) 20-9-4 to 23-9-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 7=397, 12=251. 7) This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or 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.). August 26,2020 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, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Job 42_ESTATES_AT_TOWNE_~W Truss T24 Truss Type Half Hip Qty 1 Ply 1 42 Estates at Towne Meadow Job Reference (optional) I42578587 8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Aug 25 17:37:04 2020 Page 1 ProBuild (Carter-Lee), Mooresville, IN - 46158, ID:dHgyFp7oglwYJLmjLVvlkrza3DW-tNDbpNmNda1w7r3DfZspGFRwO9lS44IbehMOX5ykEVj Scale = 1:51.7 1 2 3 4 5 6 11 10 9 8 7 12 13 14 6x18 MT18HS 3x8 3x8 3x6 3x4 3x6 3x4 2x4 3x8 8x8 7-4-13 7-4-13 15-7-14 8-3-2 23-11-0 8-3-2 -1-0-0 1-0-0 7-4-13 7-4-13 15-7-14 8-3-2 23-11-0 8-3-2 1-3-07-2-147-5-07-2-1410.00 12 Plate Offsets (X,Y)-- [2:0-3-8,Edge], [3:1-1-0,Edge], [8:0-2-4,0-1-8] 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 IRC2018/TPI2014 CSI. TC BC WB Matrix-SH 0.89 0.53 0.87 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.12 -0.24 -0.02 (loc) 7-8 7-8 7 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 MT18HS Weight: 106 lb FT = 20% GRIP 169/123 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x3 SPF No.2 *Except* 6-7,2-11: 2x4 SPF-S Stud, 3-8,6-8: 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 4-11-2 oc purlins, except end verticals, and 2-0-0 oc purlins (5-0-0 max.): 3-6. BOT CHORD Structural wood sheathing directly applied or 8-5-0 oc bracing. WEBS 1 Row at midpt 6-7 REACTIONS. (size)7=Mechanical, 11=0-5-8 Max Horz 11=384(LC 7) Max Uplift 7=-382(LC 7), 11=-234(LC 10) Max Grav 7=943(LC 1), 11=1015(LC 1) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1068/299, 3-4=-805/322, 4-6=-803/321, 6-7=-872/415, 2-11=-948/336 BOT CHORD 10-11=-481/517, 8-10=-402/711 WEBS 3-10=0/268, 4-8=-585/409, 6-8=-434/1034, 2-10=-268/540 NOTES-(10-11) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=250ft; Ke=0.97; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2E) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 3-1-14, Exterior(2R) 3-1-14 to 11-7-11, Interior(1) 11-7-11 to 20-9-4, Exterior(2E) 20-9-4 to 23-9-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 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) 7=382, 11=234. 8) This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 10) 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.). August 26,2020 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, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Job 42_ESTATES_AT_TOWNE_~W Truss T25 Truss Type Piggyback Base Qty 1 Ply 1 42 Estates at Towne Meadow Job Reference (optional) I42578588 8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Aug 25 17:37:05 2020 Page 1 ProBuild (Carter-Lee), Mooresville, IN - 46158, ID:dHgyFp7oglwYJLmjLVvlkrza3DW-LZnz0jn?Ot9nl?ePCHN2pTz7VY4xpYaltL6x3XykEVi Scale = 1:81.3 1 2 3 4 5 6 7 8 9 10 23 22 21 20 19 18 17 16 15 14 13 12 11 24 25 26 27 28 29 30 5x10 MT18HS 3x6 5x8 5x12 6x6 4x6 3x8 MT18HS 3x6 3x4 3x4 6x8 4x6 3x4 3x6 3x6 4x8 3x6 8x8 4x8 2x4 5x6 3x6 4x8 8-6-5 8-6-5 14-11-6 6-5-2 21-4-8 6-5-2 23-4-0 1-11-8 28-7-11 5-3-11 33-1-6 4-5-11 36-1-6 3-0-0 41-6-8 5-5-2 8-6-5 8-6-5 14-11-6 6-5-2 21-4-8 6-5-2 23-4-0 1-11-8 28-7-11 5-3-11 33-1-6 4-5-11 36-1-6 3-0-0 41-6-8 5-5-2 4-10-128-1-212-0-03-9-03-0-012-0-010.00 12 Plate Offsets (X,Y)-- [1:0-3-4,0-1-8], [2:0-8-0,0-1-12], [3:0-2-0,0-1-8], [7:0-6-4,0-2-0], [8:0-6-0,0-1-14], [9:0-3-7,Edge], [10:0-2-12,0-1-8], [11:Edge,0-3-8], [14:0-2-12,0-1-8], [17:0-6-0,0-4-4], [18:0-2-8,0-2-12], [20:0-1-12,0-1-8] 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 IRC2018/TPI2014 CSI. TC BC WB Matrix-SH 0.74 0.64 0.80 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.16 -0.34 0.17 (loc) 21-23 21-23 11 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 MT18HS Weight: 272 lb FT = 20% GRIP 169/123 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 *Except* 1-2: 2x6 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x3 SPF No.2 *Except* 2-21,2-20,3-20,3-18,7-14: 2x4 SPF No.2, 1-23,10-11: 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (3-7-11 max.): 2-7, 8-9. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing, Except: 8-7-3 oc bracing: 21-23 8-4-5 oc bracing: 20-21 7-0-8 oc bracing: 17-18. 1 Row at midpt 4-18, 6-17 WEBS 1 Row at midpt 2-21, 2-20, 3-20, 6-18, 7-17, 7-14, 8-14, 8-12, 1-23 REACTIONS. (size)23=Mechanical, 11=0-3-8 Max Horz 23=-476(LC 6) Max Uplift 23=-298(LC 7), 11=-361(LC 11) Max Grav 23=1807(LC 2), 11=1797(LC 2) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1546/524, 2-3=-1496/652, 3-4=-2138/745, 4-6=-2139/743, 6-7=-2158/746, 7-8=-1866/724, 8-9=-1091/464, 9-10=-1481/489, 1-23=-1675/512, 10-11=-1710/501 BOT CHORD 21-23=-421/441, 20-21=-486/1079, 4-18=-255/166, 17-18=-710/2174, 6-17=-237/261, 13-14=-339/1524, 12-13=-339/1526 WEBS 2-21=-342/251, 2-20=-412/897, 3-20=-1234/501, 18-20=-632/1618, 3-18=-272/1102, 14-17=-444/1598, 7-17=-635/1519, 7-14=-471/373, 8-14=-388/304, 8-12=-1258/340, 9-12=-142/660, 1-21=-317/1187, 10-12=-242/1264 NOTES-(11-12) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=250ft; Ke=0.97; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2E) 0-1-12 to 4-3-9, Exterior(2R) 4-3-9 to 12-8-2, Interior(1) 12-8-2 to 24-5-14, Exterior(2R) 24-5-14 to 32-9-9, Interior(1) 32-9-9 to 33-1-6, Exterior(2R) 33-1-6 to 37-2-14, Exterior(2E) 37-2-14 to 41-4-12 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) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 23=298, 11=361. Continued on page 2 August 26,2020 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, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Job 42_ESTATES_AT_TOWNE_~W Truss T25 Truss Type Piggyback Base Qty 1 Ply 1 42 Estates at Towne Meadow Job Reference (optional) I42578588 8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Aug 25 17:37:05 2020 Page 2 ProBuild (Carter-Lee), Mooresville, IN - 46158, ID:dHgyFp7oglwYJLmjLVvlkrza3DW-LZnz0jn?Ot9nl?ePCHN2pTz7VY4xpYaltL6x3XykEVi NOTES-(11-12) 9) This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 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.). 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, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Job 42_ESTATES_AT_TOWNE_~W Truss T26 Truss Type Piggyback Base Qty 1 Ply 1 42 Estates at Towne Meadow Job Reference (optional) I42578589 8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Aug 25 17:37:06 2020 Page 1 ProBuild (Carter-Lee), Mooresville, IN - 46158, ID:dHgyFp7oglwYJLmjLVvlkrza3DW-pmLME3od9BIeN9Dcm_uHLgWJLyLlYzku6?rVczykEVh Scale = 1:83.5 1 2 3 4 5 6 7 8 9 18 17 16 15 14 13 12 11 10 19 20 21 22 23 24 25 26 5x10 MT18HS 3x6 5x6 5x12 5x6 4x6 5x6 3x6 4x8 3x4 3x4 3x4 4x8 2x4 5x6 5x6 4x8 3x8 MT18HS 8-6-5 8-6-5 18-7-0 10-0-11 28-7-11 10-0-11 30-8-10 2-0-14 33-8-10 3-0-0 41-3-8 7-6-14 8-6-5 8-6-5 15-2-12 6-8-7 21-11-4 6-8-7 28-7-11 6-8-7 30-8-10 2-0-14 33-8-10 3-0-0 41-3-8 7-6-14 4-10-1210-1-212-0-03-11-812-0-010.00 12 Plate Offsets (X,Y)-- [1:0-3-4,0-1-8], [2:0-8-0,0-1-12], [6:0-4-4,0-2-0], [7:0-6-0,0-1-14], [8:0-3-0,0-2-1], [9:Edge,0-0-4], [10:Edge,0-3-8], [17:0-2-8,0-2-0] 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 IRC2018/TPI2014 CSI. TC BC WB Matrix-SH 0.67 0.92 0.93 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.30 -0.47 0.06 (loc) 15-17 15-17 10 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 MT18HS Weight: 249 lb FT = 20% GRIP 169/123 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 *Except* 1-2: 2x6 SPF No.2, 8-9: 2x4 SP 2400F 2.0E BOT CHORD 2x4 SPF No.2 *Except* 14-16: 2x4 SPF 2100F 1.8E WEBS 2x4 SPF No.2 *Except* 7-13,7-12,7-11,8-11,1-17,9-11: 2x3 SPF No.2 1-18,9-10: 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 4-1-8 oc purlins, except end verticals, and 2-0-0 oc purlins (4-3-0 max.): 2-6, 7-8. BOT CHORD Structural wood sheathing directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 3-17, 5-15, 5-13, 7-13, 7-12, 7-11, 1-18, 9-10 REACTIONS. (size)18=Mechanical, 10=Mechanical Max Horz 18=-476(LC 6) Max Uplift 18=-307(LC 7), 10=-357(LC 11) Max Grav 18=1849(LC 2), 10=1830(LC 2) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1595/510, 2-3=-1129/542, 3-5=-1672/643, 5-6=-1429/609, 6-7=-1874/732, 7-8=-1159/526, 8-9=-1626/516, 1-18=-1730/497, 9-10=-1715/499 BOT CHORD 17-18=-426/440, 15-17=-593/1550, 13-15=-566/1656, 12-13=-391/1452, 11-12=-391/1451 WEBS 2-17=-101/624, 3-17=-904/423, 3-15=-68/469, 5-13=-533/328, 6-13=-302/967, 7-13=-306/352, 7-11=-971/390, 8-11=-153/686, 1-17=-313/1235, 9-11=-281/1259 NOTES-(11-12) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=250ft; Ke=0.97; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2E) 0-1-12 to 4-3-5, Exterior(2R) 4-3-5 to 12-7-14, Interior(1) 12-7-14 to 24-6-2, Exterior(2R) 24-6-2 to 28-7-11, Exterior(2E) 28-7-11 to 30-8-10, Exterior(2R) 30-8-10 to 37-0-3, Exterior(2E) 37-0-3 to 41-1-12 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) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 18=307, 10=357. 9) This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 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.). August 26,2020 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, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Job 42_ESTATES_AT_TOWNE_~W Truss T27 Truss Type Piggyback Base Qty 1 Ply 1 42 Estates at Towne Meadow Job Reference (optional) I42578590 8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Aug 25 17:37:08 2020 Page 1 ProBuild (Carter-Lee), Mooresville, IN - 46158, ID:dHgyFp7oglwYJLmjLVvlkrza3DW-m8T6flpthoYMcSM_uPwlR5bfBm6J0rSBZJKcgsykEVf Scale = 1:77.2 1 2 3 4 5 6 7 8 9 10 19 18 17 16 15 14 13 12 11 20 21 22 23 24 25 26 27 28 29 30 5x6 6x18 MT18HS 5x6 5x6 3x6 5x6 3x4 3x6 3x8 MT18HS3x6 4x6 4x8 3x4 3x4 3x4 3x8 3x6 5x6 3x6 6-4-8 6-4-8 10-4-8 4-0-0 12-6-5 2-1-13 22-1-0 9-6-11 31-7-11 9-6-11 41-3-8 9-7-13 6-4-8 6-4-8 10-4-8 4-0-0 12-6-5 2-1-13 18-10-12 6-4-7 25-3-4 6-4-7 31-7-11 6-4-7 36-4-6 4-8-10 41-3-8 4-11-2 4-10-1210-0-612-0-03-11-812-0-010.00 12 Plate Offsets (X,Y)-- [1:0-2-12,0-1-8], [2:1-1-0,Edge], [3:0-3-8,0-1-12], [4:0-4-4,0-2-0], [8:0-4-4,0-2-0], [9:0-2-0,0-1-8], [11:Edge,0-2-12], [12:0-2-0,0-1-8], [17:0-2-8,0-2-0], [18:0-2-0,0-1-8] 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 IRC2018/TPI2014 CSI. TC BC WB Matrix-SH 0.65 0.59 0.98 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.31 -0.50 0.06 (loc) 11-12 11-12 11 l/defl >999 >989 n/a L/d 240 180 n/a PLATES MT20 MT18HS Weight: 250 lb FT = 20% GRIP 169/123 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF 2100F 1.8E WEBS 2x4 SPF No.2 *Except* 2-18,3-17,3-16,9-12,1-18: 2x3 SPF No.2, 1-19,10-11: 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 3-5-15 oc purlins, except end verticals, and 2-0-0 oc purlins (4-3-5 max.): 2-3, 4-8. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 2-18, 3-17, 3-16, 5-16, 5-14, 6-12, 1-19, 9-11 REACTIONS. (size)19=Mechanical, 11=Mechanical Max Horz 19=-481(LC 6) Max Uplift 19=-362(LC 10), 11=-305(LC 11) Max Grav 19=1863(LC 2), 11=1908(LC 2) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1450/475, 2-3=-1464/570, 3-4=-1896/726, 4-5=-1440/609, 5-6=-1694/651, 6-8=-1248/560, 8-9=-1694/622, 1-19=-1767/482 BOT CHORD 18-19=-428/437, 17-18=-465/1065, 16-17=-540/1476, 14-16=-560/1667, 12-14=-493/1602, 11-12=-198/1020 WEBS 2-18=-522/259, 2-17=-391/1145, 3-17=-1120/348, 3-16=-327/330, 4-16=-299/1000, 5-16=-549/318, 6-14=-70/383, 6-12=-797/404, 8-12=-188/774, 9-12=-191/501, 1-18=-294/1271, 9-11=-1862/383 NOTES-(11-12) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=250ft; Ke=0.97; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2E) 0-1-12 to 4-3-5, Exterior(2R) 4-3-5 to 6-4-8, Exterior(2E) 6-4-8 to 10-4-8, Exterior(2R) 10-4-8 to 16-7-14, Interior(1) 16-7-14 to 27-6-2, Exterior(2R) 27-6-2 to 35-9-4, Interior(1) 35-9-4 to 37-0-3, Exterior(2E) 37-0-3 to 41-1-12 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) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 19=362, 11=305. 9) This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 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.). August 26,2020 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, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Job 42_ESTATES_AT_TOWNE_~W Truss T28 Truss Type Piggyback Base Qty 1 Ply 1 42 Estates at Towne Meadow Job Reference (optional) I42578591 8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Aug 25 17:37:09 2020 Page 1 ProBuild (Carter-Lee), Mooresville, IN - 46158, ID:dHgyFp7oglwYJLmjLVvlkrza3DW-EK1Us4qVS6gDEcxAR6R_zJ8rdASYlM0Koz49DIykEVe Scale = 1:75.9 1 2 3 4 5 6 7 8 9 10 19 18 17 16 15 14 13 12 11 20 21 22 23 24 25 26 27 28 29 30 4x6 6x6 5x6 5x6 3x6 5x6 3x4 3x6 3x8 MT18HS4x6 5x6 3x8 3x4 3x4 3x4 3x8 3x6 5x6 3x6 3-11-11 3-11-11 7-11-11 4-0-0 12-6-5 4-6-10 22-1-0 9-6-11 31-7-11 9-6-11 41-3-8 9-7-13 3-11-11 3-11-11 7-11-11 4-0-0 12-6-5 4-6-10 18-10-12 6-4-7 25-3-4 6-4-7 31-7-11 6-4-7 36-4-6 4-8-10 41-3-8 4-11-2 4-10-128-0-612-0-03-11-812-0-010.00 12 Plate Offsets (X,Y)-- [1:0-2-12,0-1-8], [2:0-1-12,0-2-12], [3:0-3-12,0-1-12], [4:0-4-4,0-2-0], [8:0-4-4,0-2-0], [9:0-2-0,0-1-8], [11:Edge,0-2-12], [12:0-2-0,0-1-8], [16:0-2-8,0-1-8], [17:0-2-8,0-2-4], [18:0-2-4,0-2-0] 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 IRC2018/TPI2014 CSI. TC BC WB Matrix-SH 0.61 0.59 0.71 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.31 -0.50 0.07 (loc) 11-12 11-12 11 l/defl >999 >985 n/a L/d 240 180 n/a PLATES MT20 MT18HS Weight: 239 lb FT = 20% GRIP 169/123 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF 2100F 1.8E WEBS 2x4 SPF No.2 *Except* 2-18,2-17,3-17,3-16,9-12,1-18: 2x3 SPF No.2 1-19,10-11: 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 3-11-9 oc purlins, except end verticals, and 2-0-0 oc purlins (4-3-4 max.): 2-3, 4-8. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 2-18, 3-17, 3-16, 5-16, 5-14, 6-12, 1-19, 9-11 REACTIONS. (size)19=Mechanical, 11=Mechanical Max Horz 19=-481(LC 6) Max Uplift 19=-362(LC 10), 11=-305(LC 11) Max Grav 19=1864(LC 2), 11=1910(LC 2) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1170/403, 2-3=-1521/532, 3-4=-1948/687, 4-5=-1445/614, 5-6=-1697/653, 6-8=-1249/561, 8-9=-1696/623, 1-19=-1809/472 BOT CHORD 18-19=-430/431, 17-18=-465/944, 16-17=-572/1537, 14-16=-560/1671, 12-14=-493/1605, 11-12=-198/1021 WEBS 2-18=-845/264, 2-17=-379/1498, 3-17=-1243/381, 3-16=-295/271, 4-16=-224/946, 5-16=-551/338, 6-14=-70/394, 6-12=-800/404, 8-12=-189/775, 9-12=-191/501, 1-18=-268/1327, 9-11=-1864/385 NOTES-(11-12) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=250ft; Ke=0.97; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2E) 0-1-12 to 7-11-11, Interior(1) 7-11-11 to 8-4-12, Exterior(2R) 8-4-12 to 16-7-14, Interior(1) 16-7-14 to 27-6-2, Exterior(2R) 27-6-2 to 35-9-4, Interior(1) 35-9-4 to 37-0-3, Exterior(2E) 37-0-3 to 41-1-12 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) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 19=362, 11=305. 9) This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. Continued on page 2 August 26,2020 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, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Job 42_ESTATES_AT_TOWNE_~W Truss T28 Truss Type Piggyback Base Qty 1 Ply 1 42 Estates at Towne Meadow Job Reference (optional) I42578591 8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Aug 25 17:37:09 2020 Page 2 ProBuild (Carter-Lee), Mooresville, IN - 46158, ID:dHgyFp7oglwYJLmjLVvlkrza3DW-EK1Us4qVS6gDEcxAR6R_zJ8rdASYlM0Koz49DIykEVe 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.). 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, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Job 42_ESTATES_AT_TOWNE_~W Truss T29 Truss Type Piggyback Base Qty 1 Ply 1 42 Estates at Towne Meadow Job Reference (optional) I42578592 8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Aug 25 17:37:10 2020 Page 1 ProBuild (Carter-Lee), Mooresville, IN - 46158, ID:dHgyFp7oglwYJLmjLVvlkrza3DW-iXbs4Qr8CQo3rmWN?qzEWWh0OZnnUpFU1dpilkykEVd Scale = 1:77.2 1 2 3 4 5 6 7 8 9 10 19 18 17 16 15 14 13 12 11 20 21 22 23 24 25 26 27 28 29 30 6x8 5x12 6x6 3x6 5x6 3x4 3x6 3x8 MT18HS 5x6 5x6 3x8 3x4 3x4 3x4 3x8 3x6 5x6 5x6 3x6 1-6-14 1-6-14 5-6-14 4-0-0 12-6-5 6-11-6 22-1-0 9-6-11 31-7-11 9-6-11 41-3-8 9-7-13 1-6-14 1-6-14 5-6-14 4-0-0 12-6-5 6-11-6 18-10-12 6-4-7 25-3-4 6-4-7 31-7-11 6-4-7 36-4-6 4-8-10 41-3-8 4-11-2 4-10-126-0-612-0-03-11-812-0-010.00 12 Plate Offsets (X,Y)-- [1:0-3-0,0-1-12], [2:0-3-12,0-2-12], [3:0-6-0,0-1-14], [4:0-4-4,0-2-0], [8:0-4-4,0-2-0], [9:0-2-0,0-1-8], [11:Edge,0-2-12], [12:0-2-0,0-1-8], [17:0-2-8,0-2-0], [18:0-2-8,0-1-12] 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 IRC2018/TPI2014 CSI. TC BC WB Matrix-SH 0.61 0.59 0.71 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.31 -0.50 0.07 (loc) 11-12 11-12 11 l/defl >999 >986 n/a L/d 240 180 n/a PLATES MT20 MT18HS Weight: 234 lb FT = 20% GRIP 169/123 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 *Except* 3-4: 2x4 SPF 2100F 1.8E BOT CHORD 2x4 SPF 2100F 1.8E WEBS 2x4 SPF No.2 *Except* 2-18,2-17,3-17,3-16,9-12,1-18: 2x3 SPF No.2 1-19,10-11: 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 4-4-15 oc purlins, except end verticals, and 2-0-0 oc purlins (4-3-5 max.): 2-3, 4-8. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 2-18, 3-17, 3-16, 5-16, 5-14, 6-12, 1-19, 9-11 REACTIONS. (size)19=Mechanical, 11=Mechanical Max Horz 19=-481(LC 6) Max Uplift 19=-362(LC 10), 11=-305(LC 11) Max Grav 19=1867(LC 2), 11=1908(LC 2) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-629/280, 2-3=-1531/491, 3-4=-1987/642, 4-5=-1445/619, 5-6=-1693/653, 6-8=-1248/561, 8-9=-1694/623, 1-19=-1820/474 BOT CHORD 18-19=-428/427, 17-18=-437/642, 16-17=-599/1567, 14-16=-559/1666, 12-14=-493/1602, 11-12=-198/1020 WEBS 2-18=-1349/314, 2-17=-487/1944, 3-17=-1401/475, 3-16=-273/238, 4-16=-147/877, 5-16=-547/359, 6-14=-68/399, 6-12=-797/405, 8-12=-190/775, 9-12=-191/501, 1-18=-280/1476, 9-11=-1862/385 NOTES-(11-12) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=250ft; Ke=0.97; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2E) 0-1-12 to 5-6-14, Interior(1) 5-6-14 to 8-4-12, Exterior(2R) 8-4-12 to 16-7-14, Interior(1) 16-7-14 to 27-6-2, Exterior(2R) 27-6-2 to 35-9-4, Interior(1) 35-9-4 to 37-0-3, Exterior(2E) 37-0-3 to 41-1-12 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) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 19=362, 11=305. 9) This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. Continued on page 2 August 26,2020 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, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Job 42_ESTATES_AT_TOWNE_~W Truss T29 Truss Type Piggyback Base Qty 1 Ply 1 42 Estates at Towne Meadow Job Reference (optional) I42578592 8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Aug 25 17:37:10 2020 Page 2 ProBuild (Carter-Lee), Mooresville, IN - 46158, ID:dHgyFp7oglwYJLmjLVvlkrza3DW-iXbs4Qr8CQo3rmWN?qzEWWh0OZnnUpFU1dpilkykEVd 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.). 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, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Job 42_ESTATES_AT_TOWNE_~W Truss T30 Truss Type Piggyback Base Qty 1 Ply 1 42 Estates at Towne Meadow Job Reference (optional) I42578593 8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Aug 25 17:37:12 2020 Page 1 ProBuild (Carter-Lee), Mooresville, IN - 46158, ID:dHgyFp7oglwYJLmjLVvlkrza3DW-evidU6sOk12n54gl7F?ibxmKwNOwyiRnUxIppdykEVb Scale = 1:77.2 1 2 3 4 5 6 7 8 9 10 18 17 16 15 14 13 12 11 19 20 21 22 23 24 25 26 27 28 29 30 3x8 MT18HS 5x6 5x6 5x6 3x6 5x6 3x4 3x8 MT18HS5x8 3x4 3x8 3x4 3x4 3x4 3x8 3x6 5x6 3x8 MT18HS 3-2-2 3-2-2 12-6-5 9-4-3 22-1-0 9-6-11 31-7-11 9-6-11 41-3-8 9-7-13 3-2-2 3-2-2 7-10-3 4-8-2 12-6-5 4-8-2 18-10-12 6-4-7 25-3-4 6-4-7 31-7-11 6-4-7 36-4-6 4-8-10 41-3-8 4-11-2 4-0-612-0-03-11-812-0-010.00 12 Plate Offsets (X,Y)-- [1:Edge,0-2-0], [2:0-3-0,0-0-15], [4:0-4-4,0-2-0], [8:0-4-4,0-2-0], [9:0-2-0,0-1-8], [11:Edge,0-2-12], [12:0-2-0,0-1-8], [16:0-2-8,0-1-8], [17:0-3-4,0-1-8] 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 IRC2018/TPI2014 CSI. TC BC WB Matrix-SH 0.73 0.93 0.79 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.30 -0.49 0.08 (loc) 11-12 11-12 11 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 MT18HS Weight: 228 lb FT = 20% GRIP 169/123 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF 2100F 1.8E *Except* 13-15: 2x4 SPF No.2 WEBS 2x4 SPF No.2 *Except* 1-18,1-17,2-17,3-17,3-16,9-12: 2x3 SPF No.2, 10-11: 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 3-11-2 oc purlins, except end verticals, and 2-0-0 oc purlins (4-3-0 max.): 1-2, 4-8. BOT CHORD Structural wood sheathing directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 3-17, 3-16, 5-16, 5-14, 6-12, 9-11 REACTIONS. (size)18=Mechanical, 11=Mechanical Max Horz 18=464(LC 7) Max Uplift 18=-356(LC 10), 11=-306(LC 11) Max Grav 18=1895(LC 2), 11=1917(LC 2) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-18=-1914/440, 1-2=-1441/382, 2-3=-1984/630, 3-4=-1985/694, 4-5=-1473/613, 5-6=-1706/655, 6-8=-1256/561, 8-9=-1705/624 BOT CHORD 17-18=-439/415, 16-17=-588/1564, 14-16=-561/1686, 12-14=-494/1612, 11-12=-198/1026 WEBS 1-17=-492/2306, 2-17=-1396/489, 3-16=-316/342, 4-16=-238/967, 5-16=-523/369, 6-14=-72/416, 6-12=-801/406, 8-12=-189/781, 9-12=-191/504, 9-11=-1874/385 NOTES-(11-12) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=250ft; Ke=0.97; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2E) 0-1-4 to 3-2-2, Interior(1) 3-2-2 to 8-4-12, Exterior(2R) 8-4-12 to 16-7-14, Interior(1) 16-7-14 to 27-6-2, Exterior(2R) 27-6-2 to 35-9-4, Interior(1) 35-9-4 to 37-0-3, Exterior(2E) 37-0-3 to 41-1-12 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) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 18=356, 11=306. 9) This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 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.). August 26,2020 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, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Job 42_ESTATES_AT_TOWNE_~W Truss T31 Truss Type Piggyback Base Qty 1 Ply 1 42 Estates at Towne Meadow Job Reference (optional) I42578594 8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Aug 25 17:37:12 2020 Page 1 ProBuild (Carter-Lee), Mooresville, IN - 46158, ID:dHgyFp7oglwYJLmjLVvlkrza3DW-evidU6sOk12n54gl7F?ibxmLHNSIyiMnUxIppdykEVb Scale = 1:71.4 1 2 3 4 7 6 5 8 9 10 11 6x6 4x6 3x6 5x6 5x10 MT18HS 3x8 3x4 1-5-4 1-5-4 12-4-0 10-10-12 1-5-4 1-5-4 6-9-6 5-4-2 12-4-0 5-6-10 10-6-1212-0-012.00 12 Plate Offsets (X,Y)-- [1:0-3-4,0-1-8], [2:0-4-4,0-1-12], [4:Edge,0-1-8], [5:0-2-4,0-3-0], [6:0-2-12,0-1-8] 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 IRC2018/TPI2014 CSI. TC BC WB Matrix-SH 0.64 0.65 0.80 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.43 -0.67 -0.01 (loc) 5-6 5-6 5 l/defl >332 >215 n/a L/d 240 180 n/a PLATES MT20 MT18HS Weight: 115 lb FT = 20% GRIP 197/144 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF 2100F 1.8E WEBS 2x4 SPF No.2 *Except* 4-5: 2x6 SPF No.2, 1-7: 2x4 SPF 2100F 1.8E 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.): 2-4. BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 4-5, 2-6, 3-6, 3-5, 1-7 REACTIONS. (size)5=Mechanical, 7=0-3-0 Max Horz 7=596(LC 7) Max Uplift 5=-471(LC 7), 7=-374(LC 6) Max Grav 5=621(LC 19), 7=682(LC 20) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-503/447, 2-3=-298/280, 3-4=-264/259, 1-7=-974/334 BOT CHORD 6-7=-527/449, 5-6=-372/230 WEBS 2-6=-218/345, 3-6=-252/411, 3-5=-377/489, 1-6=-398/924 NOTES-(10-11) 1) Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=250ft; Ke=0.97; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2E) 0-1-12 to 1-5-4, Exterior(2R) 1-5-4 to 5-8-3, Interior(1) 5-8-3 to 9-1-4, Exterior(2E) 9-1-4 to 12-1-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 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=471, 7=374. 8) This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 10) 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.). August 26,2020 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, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Job 42_ESTATES_AT_TOWNE_~W Truss T32 Truss Type Piggyback Base Qty 1 Ply 1 42 Estates at Towne Meadow Job Reference (optional) I42578595 8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Aug 25 17:37:13 2020 Page 1 ProBuild (Carter-Lee), Mooresville, IN - 46158, ID:dHgyFp7oglwYJLmjLVvlkrza3DW-66G?iSt0VLAeiEFygyWx89JSWnogh8wwjb2MM3ykEVa Scale: 3/16"=1' 1 2 3 4 7 6 5 8 9 10 11 5x6 4x6 3x4 5x6 4x6 5x8 3x4 1-2-4 1-2-4 12-1-0 10-10-12 1-2-4 1-2-4 6-6-6 5-4-2 12-1-0 5-6-10 9-10-211-0-612.00 12 Plate Offsets (X,Y)-- [1:Edge,0-0-12], [2:0-4-4,0-1-12], [5:0-2-4,0-3-0], [6:0-4-0,0-3-0], [7:0-0-0,0-1-12] 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 IRC2018/TPI2014 CSI. TC BC WB Matrix-SH 0.93 0.65 0.84 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.43 -0.66 -0.01 (loc) 5-6 5-6 5 l/defl >329 >211 n/a L/d 240 180 n/a PLATES MT20 Weight: 104 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF 2100F 1.8E WEBS 2x4 SPF No.2 *Except* 4-5: 2x6 SPF No.2, 1-6: 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.): 2-4. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 4-5, 2-6, 3-6, 3-5, 1-7 REACTIONS. (size)5=Mechanical, 7=Mechanical Max Horz 7=546(LC 7) Max Uplift 5=-426(LC 7), 7=-348(LC 6) Max Grav 5=597(LC 19), 7=644(LC 20) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-491/427, 2-3=-278/257, 1-7=-986/324 BOT CHORD 6-7=-481/412, 5-6=-346/223 WEBS 2-6=-209/362, 3-6=-230/386, 3-5=-343/444, 1-6=-350/937 NOTES-(9-10) 1) Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=250ft; Ke=0.97; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2E) 0-1-12 to 1-2-4, Exterior(2R) 1-2-4 to 5-5-3, Interior(1) 5-5-3 to 8-10-4, Exterior(2E) 8-10-4 to 11-10-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 5=426, 7=348. 7) This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or 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.). August 26,2020 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, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Job 42_ESTATES_AT_TOWNE_~W Truss T33 Truss Type Half Hip Qty 2 Ply 1 42 Estates at Towne Meadow Job Reference (optional) I42578596 8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Aug 25 17:37:14 2020 Page 1 ProBuild (Carter-Lee), Mooresville, IN - 46158, ID:dHgyFp7oglwYJLmjLVvlkrza3DW-aIqNvoueGeIVKNq8Eg1AgMrm5BIUQn04xFnwuWykEVZ Scale = 1:26.2 1 2 3 4 7 6 5 8 4x6 3x4 3x4 3x4 3x4 3x4 2-0-0 2-0-0 4-0-0 2-0-0 -1-0-0 1-0-0 3-2-7 3-2-7 4-0-0 0-9-9 1-5-04-5-74-7-74-5-712.00 12 Plate Offsets (X,Y)-- [2:0-1-4,0-1-8], [3:0-3-0,0-1-12], [4:Edge,0-2-8] 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 IRC2018/TPI2014 CSI. TC BC WB Matrix-P 0.37 0.03 0.08 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.00 -0.00 -0.00 (loc) 6 6 5 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 25 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: 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins: 3-4. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. (size)5=Mechanical, 7=0-3-8 Max Horz 7=243(LC 7) Max Uplift 5=-151(LC 7), 7=-41(LC 10) Max Grav 5=181(LC 17), 7=247(LC 18) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BOT CHORD 6-7=-269/148 WEBS 2-6=-85/337 NOTES-(10-11) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=250ft; Ke=0.97; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2E) -1-0-0 to 2-0-0, Exterior(2R) 2-0-0 to 3-2-7, Exterior(2E) 3-2-7 to 3-10-12 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) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 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) 7 except (jt=lb) 5=151. 8) This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 10) 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.). August 26,2020 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, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Job 42_ESTATES_AT_TOWNE_~W Truss TG01 Truss Type Half Hip Girder Qty 1 Ply 1 42 Estates at Towne Meadow Job Reference (optional) I42578597 8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Aug 25 17:37:14 2020 Page 1 ProBuild (Carter-Lee), Mooresville, IN - 46158, ID:dHgyFp7oglwYJLmjLVvlkrza3DW-aIqNvoueGeIVKNq8Eg1AgMrpVBFZQnh4xFnwuWykEVZ Scale = 1:13.7 1 2 3 4 6 5 7 8 9 3x4 4x6 3x8 2x4 4x8 4x6 3-0-0 3-0-0 5-10-12 2-10-12 5-11-8 0-0-12 -1-0-0 1-0-0 3-0-0 3-0-0 5-11-8 2-11-8 0-9-01-9-01-3-80-5-81-9-04.00 12 Plate Offsets (X,Y)-- [2:0-0-0,0-1-14], [3:0-5-0,0-2-0] 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 NO IRC2018/TPI2014 CSI. TC BC WB Matrix-P 0.15 0.22 0.10 DEFL. Vert(LL) Vert(CT) Horz(CT) in 0.01 -0.01 0.00 (loc) 2-6 2-6 5 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 24 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x6 SPF No.2 WEBS 2x4 SPF-S Stud WEDGE Left: 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 5-11-8 oc purlins, except end verticals, and 2-0-0 oc purlins: 3-4. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. (size)2=0-3-8, 5=0-1-8 Max Horz 2=80(LC 5) Max Uplift 2=-210(LC 4), 5=-117(LC 4) Max Grav 2=367(LC 1), 5=262(LC 1) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-361/140 BOT CHORD 2-6=-144/287, 5-6=-145/300 WEBS 3-5=-333/148 NOTES-(12-13) 1) Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=250ft; Ke=0.97; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Bearing at joint(s) 5 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 5. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=210, 5=117. 8) This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 33 lb down and 61 lb up at 4-0-4 on top chord, and 86 lb down and 81 lb up at 2-0-4, and 14 lb down at 4-0-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 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.). LOAD CASE(S) StandardContinued on page 2 August 26,2020 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, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Job 42_ESTATES_AT_TOWNE_~W Truss TG01 Truss Type Half Hip Girder Qty 1 Ply 1 42 Estates at Towne Meadow Job Reference (optional) I42578597 8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Aug 25 17:37:14 2020 Page 2 ProBuild (Carter-Lee), Mooresville, IN - 46158, ID:dHgyFp7oglwYJLmjLVvlkrza3DW-aIqNvoueGeIVKNq8Eg1AgMrpVBFZQnh4xFnwuWykEVZ LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-60, 3-4=-60, 2-5=-20 Concentrated Loads (lb) Vert: 7=-12(F) 8=-86(F) 9=-9(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, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Job 42_ESTATES_AT_TOWNE_~W Truss TG02 Truss Type Half Hip Girder Qty 1 Ply 1 42 Estates at Towne Meadow Job Reference (optional) I42578598 8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Aug 25 17:37:15 2020 Page 1 ProBuild (Carter-Lee), Mooresville, IN - 46158, ID:dHgyFp7oglwYJLmjLVvlkrza3DW-2UOl78vG1yQMyXPKoNYPDaOyRaZi97fDAvXTQyykEVY Scale = 1:21.7 1 2 3 4 5 8 7 6 9 10 11 12 13 14 15 16 17 4x8 3x4 4x6 3x8 2x4 2x4 3x12 3x6 2-9-8 2-9-8 7-4-8 4-7-0 11-11-8 4-7-0 -1-0-0 1-0-0 2-9-8 2-9-8 7-4-8 4-7-0 11-11-8 4-7-0 0-9-01-8-34.00 12 Plate Offsets (X,Y)-- [2:0-3-5,0-6-1], [2:0-0-0,0-1-14], [3:0-5-8,0-2-0] 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 NO IRC2018/TPI2014 CSI. TC BC WB Matrix-SH 0.27 0.35 0.57 DEFL. Vert(LL) Vert(CT) Horz(CT) in 0.05 -0.07 0.01 (loc) 7-8 7-8 6 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 48 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x6 SPF No.2 WEBS 2x4 SPF-S Stud WEDGE Left: 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 5-9-13 oc purlins, except end verticals, and 2-0-0 oc purlins (5-4-0 max.): 3-5. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. (size)6=Mechanical, 2=0-3-0 Max Horz 2=76(LC 5) Max Uplift 6=-213(LC 4), 2=-326(LC 4) Max Grav 6=503(LC 1), 2=624(LC 1) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1023/441, 3-4=-1086/488, 4-5=-1086/488, 5-6=-421/217 BOT CHORD 2-8=-417/891, 7-8=-419/909 WEBS 4-7=-304/249, 5-7=-447/1043 NOTES-(11-12) 1) Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=250ft; Ke=0.97; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 6=213, 2=326. 7) This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 30 lb down and 57 lb up at 4-0-4, 30 lb down and 57 lb up at 6-0-4, and 30 lb down and 57 lb up at 8-0-4, and 30 lb down and 57 lb up at 10-0-4 on top chord, and 80 lb down and 83 lb up at 2-0-4, 12 lb down at 4-0-4, 12 lb down at 6-0-4, and 12 lb down at 8-0-4, and 12 lb down at 10-0-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 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.). LOAD CASE(S) Standard Continued on page 2 August 26,2020 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, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Job 42_ESTATES_AT_TOWNE_~W Truss TG02 Truss Type Half Hip Girder Qty 1 Ply 1 42 Estates at Towne Meadow Job Reference (optional) I42578598 8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Aug 25 17:37:15 2020 Page 2 ProBuild (Carter-Lee), Mooresville, IN - 46158, ID:dHgyFp7oglwYJLmjLVvlkrza3DW-2UOl78vG1yQMyXPKoNYPDaOyRaZi97fDAvXTQyykEVY 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, 2-6=-20 Concentrated Loads (lb) Vert: 9=-5(B) 10=-5(B) 11=-5(B) 12=-5(B) 13=-80(B) 14=-6(B) 15=-6(B) 16=-6(B) 17=-6(B) 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, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Job 42_ESTATES_AT_TOWNE_~W Truss TG03 Truss Type Roof Special Girder Qty 1 Ply 1 42 Estates at Towne Meadow Job Reference (optional) I42578599 8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Aug 25 17:37:16 2020 Page 1 ProBuild (Carter-Lee), Mooresville, IN - 46158, ID:dHgyFp7oglwYJLmjLVvlkrza3DW-Xhy8KUvuoGYDahzXM53elnx1l_mAuXTMPZG1yOykEVX Scale = 1:23.11 2 3 4 6 578 9 3x4 4x8 4x6 3x8 4x10 0-0-12 0-0-12 5-1-3 5-0-8 9-11-8 4-10-5 5-1-3 5-1-3 9-11-8 4-10-5 10-11-8 1-0-0 3-7-54-0-130-5-80-9-04.00 12 Plate Offsets (X,Y)-- [2:0-3-0,0-1-8], [3:0-0-3,0-7-9], [3:0-4-8,0-0-15], [3:0-0-2,0-0-5], [5:0-4-12,0-1-8], [6:0-6-7,Edge] 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 NO IRC2018/TPI2014 CSI. TC BC WB Matrix-SH 0.68 0.91 0.73 DEFL. Vert(LL) Vert(CT) Horz(CT) in 0.08 -0.12 -0.02 (loc) 5-6 5-6 6 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 41 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x6 SPF No.2 WEBS 2x4 SPF-S Stud WEDGE Right: 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 3-8-1 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 7-6-12 oc bracing. WEBS 1 Row at midpt 2-6 REACTIONS. (size)3=0-3-0, 6=0-1-8 Max Horz 3=-213(LC 4) Max Uplift 3=-539(LC 5), 6=-636(LC 9) Max Grav 3=1220(LC 1), 6=1461(LC 1) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2259/903 BOT CHORD 5-6=-872/2037, 3-5=-872/2037 WEBS 2-6=-2153/973, 2-5=-478/1327 NOTES-(11-12) 1) Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=250ft; Ke=0.97; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * 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. 4) Bearing at joint(s) 6 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 5) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 6. 6) Provide metal plate or equivalent at bearing(s) 6 to support reaction shown. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 3=539, 6=636. 8) This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 452 lb down and 208 lb up at 1-1-4, 452 lb down and 203 lb up at 3-1-4, and 452 lb down and 200 lb up at 5-1-4, and 483 lb down and 234 lb up at 7-1-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 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.). LOAD CASE(S) Standard Continued on page 2 August 26,2020 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, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Job 42_ESTATES_AT_TOWNE_~W Truss TG03 Truss Type Roof Special Girder Qty 1 Ply 1 42 Estates at Towne Meadow Job Reference (optional) I42578599 8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Aug 25 17:37:16 2020 Page 2 ProBuild (Carter-Lee), Mooresville, IN - 46158, ID:dHgyFp7oglwYJLmjLVvlkrza3DW-Xhy8KUvuoGYDahzXM53elnx1l_mAuXTMPZG1yOykEVX LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-60, 3-6=-20 Concentrated Loads (lb) Vert: 5=-452(B) 7=-452(B) 8=-452(B) 9=-483(B) 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, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Job 42_ESTATES_AT_TOWNE_~W Truss TG04 Truss Type Half Hip Girder Qty 1 Ply 1 42 Estates at Towne Meadow Job Reference (optional) I42578600 8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Aug 25 17:37:17 2020 Page 1 ProBuild (Carter-Lee), Mooresville, IN - 46158, ID:dHgyFp7oglwYJLmjLVvlkrza3DW-?tWWYqwXZZg4BrYjvobtI?TLvOJ6d9gWeD0aVqykEVW Scale = 1:9.8 1 2 3 4 6 57 4x6 3x4 4x6 4x6 3x8 2x4 1-3-5 1-3-5 2-9-8 1-6-3 -1-0-0 1-0-0 1-11-8 1-11-8 2-9-8 0-10-0 0-9-01-4-134.00 12 Plate Offsets (X,Y)-- [2:0-0-0,0-1-14] 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 NO IRC2018/TPI2014 CSI. TC BC WB Matrix-P 0.08 0.04 0.02 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.00 -0.00 -0.00 (loc) 6 6 5 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 13 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x6 SPF No.2 WEBS 2x4 SPF-S Stud WEDGE Left: 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 2-9-8 oc purlins, except end verticals, and 2-0-0 oc purlins: 3-4. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. (size)5=Mechanical, 2=0-3-0 Max Horz 2=60(LC 5) Max Uplift 5=-63(LC 5), 2=-115(LC 4) Max Grav 5=100(LC 1), 2=184(LC 1) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES-(11-12) 1) Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=250ft; Ke=0.97; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5 except (jt=lb) 2=115. 7) This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 27 lb down and 47 lb up at 2-7-12, and 18 lb down and 38 lb up at 1-11-8 on top chord, and 18 lb down at 1-11-8 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 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.). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-60, 3-4=-60, 2-5=-20 Continued on page 2 August 26,2020 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, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Job 42_ESTATES_AT_TOWNE_~W Truss TG04 Truss Type Half Hip Girder Qty 1 Ply 1 42 Estates at Towne Meadow Job Reference (optional) I42578600 8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Aug 25 17:37:17 2020 Page 2 ProBuild (Carter-Lee), Mooresville, IN - 46158, ID:dHgyFp7oglwYJLmjLVvlkrza3DW-?tWWYqwXZZg4BrYjvobtI?TLvOJ6d9gWeD0aVqykEVW LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 4=-14(F) 7=-1(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, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Job 42_ESTATES_AT_TOWNE_~W Truss TG05 Truss Type Half Hip Girder Qty 1 Ply 1 42 Estates at Towne Meadow Job Reference (optional) I42578601 8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Aug 25 17:37:18 2020 Page 1 ProBuild (Carter-Lee), Mooresville, IN - 46158, ID:dHgyFp7oglwYJLmjLVvlkrza3DW-T33ul9x9Ktoxp?7vTV66rC0WcoeLMcufssl71HykEVV Scale = 1:9.8 1 2 3 4 6 5 3x4 4x6 4x6 3x8 2x4 4x8 1-11-8 1-11-8 3-0-0 1-0-8 -1-0-0 1-0-0 1-11-8 1-11-8 3-0-0 1-0-8 0-9-01-4-134.00 12 Plate Offsets (X,Y)-- [2:0-0-0,0-1-14], [3:0-5-0,0-2-0] 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 NO IRC2018/TPI2014 CSI. TC BC WB Matrix-P 0.08 0.10 0.03 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.00 -0.00 -0.00 (loc) 2 2 5 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 13 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x6 SPF No.2 WEBS 2x4 SPF-S Stud WEDGE Left: 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins: 3-4. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. (size)5=Mechanical, 2=0-3-8 Max Horz 2=60(LC 5) Max Uplift 5=-61(LC 5), 2=-119(LC 4) Max Grav 5=106(LC 1), 2=191(LC 1) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES-(11-12) 1) Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=250ft; Ke=0.97; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5 except (jt=lb) 2=119. 7) This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 27 lb down and 47 lb up at 2-10-4, and 18 lb down and 38 lb up at 1-11-8 on top chord, and 16 lb down and 1 lb up at 1-11-8 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 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.). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-60, 3-4=-60, 2-5=-20 Continued on page 2 August 26,2020 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, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Job 42_ESTATES_AT_TOWNE_~W Truss TG05 Truss Type Half Hip Girder Qty 1 Ply 1 42 Estates at Towne Meadow Job Reference (optional) I42578601 8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Aug 25 17:37:18 2020 Page 2 ProBuild (Carter-Lee), Mooresville, IN - 46158, ID:dHgyFp7oglwYJLmjLVvlkrza3DW-T33ul9x9Ktoxp?7vTV66rC0WcoeLMcufssl71HykEVV LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 4=-14(B) 6=1(B) 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, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Job 42_ESTATES_AT_TOWNE_~W Truss TG06 Truss Type Piggyback Base Girder Qty 1 Ply 2 42 Estates at Towne Meadow Job Reference (optional) I42578602 8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Aug 25 17:37:19 2020 Page 1 ProBuild (Carter-Lee), Mooresville, IN - 46158, ID:dHgyFp7oglwYJLmjLVvlkrza3DW-xGdGyVyn5BwoR9i51DdLNQZUqCsn5wlp5WVhZjykEVU Scale = 1:66.6 1 2 3 4 5 6 7 9 810 11 12 13 14 4x8 6x6 4x6 3x6 10x16 2x4 6x16 5x6 5x6 3-4-0 3-4-0 13-11-0 10-7-0 3-4-0 3-4-0 8-5-12 5-1-12 13-11-0 5-5-4 14-11-0 1-0-0 12-0-01-5-012-0-012.00 12 Plate Offsets (X,Y)-- [1:Edge,0-2-4], [2:0-4-4,0-1-12], [8:0-6-12,0-6-4] 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 NO IRC2018/TPI2014 CSI. TC BC WB Matrix-SH 0.88 0.60 0.63 DEFL. Vert(LL) Vert(CT) Horz(CT) in 0.34 -0.34 0.00 (loc) 6-8 6-8 6 l/defl >489 >489 n/a L/d 240 180 n/a PLATES MT20 Weight: 248 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x8 SP 2400F 2.0E WEBS 2x4 SPF No.2 *Except* 1-9: 2x4 SPF 2100F 1.8E, 4-8: 2x4 SPF-S Stud SLIDER Right 2x8 SP 2400F 2.0E 4-0-11 BRACING- TOP CHORD Structural wood sheathing directly applied or 5-5-7 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 1-2. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 1-9, 1-8 REACTIONS. (size)9=0-3-8, 6=0-3-8 Max Horz 9=-612(LC 4) Max Uplift 9=-2101(LC 4), 6=-1713(LC 9) Max Grav 9=4027(LC 2), 6=2897(LC 1) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-9=-4579/2651, 1-2=-1188/831, 2-4=-1823/1035, 4-6=-1984/983 BOT CHORD 8-9=-298/483, 6-8=-792/1470 WEBS 1-8=-2679/4641, 2-8=-774/1137, 4-8=-521/581 NOTES-(11-12) 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: 2x8 - 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) Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=250ft; Ke=0.97; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 9=2101, 6=1713. 8) This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1861 lb down and 675 lb up at 2-0-12, 1071 lb down and 435 lb up at 3-10-4, 923 lb down and 417 lb up at 5-10-4, and 923 lb down and 402 lb up at 7-10-4, and 1462 lb down and 1456 lb up at 9-9-8 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. Continued on page 2 August 26,2020 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, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Job 42_ESTATES_AT_TOWNE_~W Truss TG06 Truss Type Piggyback Base Girder Qty 1 Ply 2 42 Estates at Towne Meadow Job Reference (optional) I42578602 8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Aug 25 17:37:19 2020 Page 2 ProBuild (Carter-Lee), Mooresville, IN - 46158, ID:dHgyFp7oglwYJLmjLVvlkrza3DW-xGdGyVyn5BwoR9i51DdLNQZUqCsn5wlp5WVhZjykEVU 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.). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-60, 2-7=-60, 6-9=-20 Concentrated Loads (lb) Vert: 10=-1641(B) 11=-922(B) 12=-923(B) 13=-923(B) 14=-1296(B) 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, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Job 42_ESTATES_AT_TOWNE_~W Truss TG07 Truss Type Flat Girder Qty 1 Ply 2 42 Estates at Towne Meadow Job Reference (optional) I42578603 8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Aug 25 17:37:21 2020 Page 1 ProBuild (Carter-Lee), Mooresville, IN - 46158, ID:dHgyFp7oglwYJLmjLVvlkrza3DW-tel1NBz1doBWgSsU8efpSreo2?aCZlm5Yq_oecykEVS Scale = 1:26.5 1 2 3 4 5 10 9 8 7 6 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 3x8 MT18HS 5x8 3x8 MT18HS 8x16 2x4 4x8 4x8 2x4 8x16 5x8 3-9-2 3-9-2 7-4-8 3-7-6 10-11-14 3-7-6 14-9-0 3-9-2 3-9-2 3-9-2 7-4-8 3-7-6 10-11-14 3-7-6 14-9-0 3-9-2 3-9-0Plate Offsets (X,Y)-- [1:Edge,0-1-8], [3:0-4-0,0-1-12], [5:Edge,0-1-8], [7:0-1-12,0-4-12], [8:0-4-12,0-2-0], [9:0-5-4,0-4-12] 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 NO IRC2018/TPI2014 CSI. TC BC WB Matrix-SH 0.96 0.48 0.91 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.08 -0.15 0.02 (loc) 8-9 8-9 6 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 MT18HS Weight: 173 lb FT = 20% GRIP 169/123 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x6 SP 2400F 2.0E WEBS 2x4 SPF-S Stud *Except* 1-9,3-9,3-7,5-7: 2x4 SPF 2100F 1.8E BRACING- TOP CHORD 2-0-0 oc purlins (4-10-10 max.): 1-5, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 1-10, 5-6 REACTIONS. (size)10=0-5-8, 6=0-5-8 Max Horz 10=-171(LC 6) Max Uplift 10=-1805(LC 4), 6=-1697(LC 5) Max Grav 10=7518(LC 2), 6=6656(LC 2) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-10=-5858/1469, 1-2=-6214/1506, 2-3=-6214/1506, 3-4=-6144/1496, 4-5=-6144/1496, 5-6=-5813/1505 BOT CHORD 8-9=-2011/8092, 7-8=-2011/8092 WEBS 1-9=-2023/8415, 2-9=-214/267, 3-9=-2569/651, 3-8=-604/3346, 3-7=-2666/662, 4-7=-218/272, 5-7=-2011/8328 NOTES-(12-13) 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) Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=250ft; Ke=0.97; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 4) Provide adequate drainage to prevent water ponding. 5) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 10=1805, 6=1697. 9) This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. Continued on page 2 August 26,2020 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, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Job 42_ESTATES_AT_TOWNE_~W Truss TG07 Truss Type Flat Girder Qty 1 Ply 2 42 Estates at Towne Meadow Job Reference (optional) I42578603 8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Aug 25 17:37:21 2020 Page 2 ProBuild (Carter-Lee), Mooresville, IN - 46158, ID:dHgyFp7oglwYJLmjLVvlkrza3DW-tel1NBz1doBWgSsU8efpSreo2?aCZlm5Yq_oecykEVS NOTES-(12-13) 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 118 lb down and 92 lb up at 2-0-12, 118 lb down and 92 lb up at 4-0-12, 118 lb down and 92 lb up at 6-0-12, 118 lb down and 92 lb up at 8-0-12, 118 lb down and 92 lb up at 10-0-12, and 118 lb down and 92 lb up at 12-0-12, and 108 lb down and 89 lb up at 14-0-12 on top chord, and 1812 lb down and 374 lb up at 0-10-12, 43 lb down and 56 lb up at 2-0-12, 1888 lb down and 325 lb up at 2-10-12, 43 lb down and 56 lb up at 4-0-12, 1890 lb down and 325 lb up at 4-10-12, 43 lb down and 56 lb up at 6-0-12, 1888 lb down and 325 lb up at 6-10-12, 43 lb down and 56 lb up at 8-0-12, 1897 lb down and 326 lb up at 8-10-12, 43 lb down and 56 lb up at 10-0-12, 1892 lb down and 327 lb up at 10-10-12, 43 lb down and 56 lb up at 12-0-12, and 1745 lb down and 328 lb up at 12-10-12, and 46 lb down and 54 lb up at 14-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 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.). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-5=-60, 6-10=-20 Concentrated Loads (lb) Vert: 7=-1622(B) 11=-12(F) 12=-12(F) 13=-12(F) 14=-12(F) 15=-12(F) 16=-12(F) 17=-26(F) 18=-1623(B) 19=-9(F) 20=-1620(B) 21=-9(F) 22=-1620(B) 23=-9(F) 24=-1620(B) 25=-9(F) 26=-1622(B) 27=-9(F) 28=-9(F) 29=-1634(B) 30=-14(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, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Job 42_ESTATES_AT_TOWNE_~W Truss TG08 Truss Type Hip Girder Qty 1 Ply 2 42 Estates at Towne Meadow Job Reference (optional) I42578604 8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Aug 25 17:37:28 2020 Page 1 ProBuild (Carter-Lee), Mooresville, IN - 46158, ID:dHgyFp7oglwYJLmjLVvlkrza3DW-A_ggra3Qzy3W0Xuq3cHSEJQ0TqxhixT79QAfNiykEVL Scale = 1:76.6 1 2 3 4 5 6 7 8 9 10 19 18 17 16 15 14 13 12 11 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 51 52 4x6 5x12 3x6 4x6 4x8 3x6 5x8 2x4 3x8 2x4 4x6 3x6 5x8 5x10 MT18HS 3x8 4x6 3x8 MT18HS 4x8 0-7-8 0-7-8 9-7-4 8-11-12 18-7-0 8-11-12 27-6-12 8-11-12 36-6-8 8-11-12 41-6-8 5-0-0 0-7-8 0-7-8 9-7-4 8-11-12 18-7-0 8-11-12 27-6-12 8-11-12 36-6-8 8-11-12 41-6-8 5-0-0 42-6-8 1-0-0 4-10-125-2-145-5-01-3-05-2-1410.00 12 Plate Offsets (X,Y)-- [2:0-5-12,0-2-8], [8:0-7-0,0-1-15], [9:0-2-12,0-1-8], [11:Edge,0-3-8], [17:0-3-0,0-2-8], [18:0-4-8,0-1-8], [19:0-3-0,0-0-4] 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 NO IRC2018/TPI2014 CSI. TC BC WB Matrix-SH 0.95 0.61 0.79 DEFL. Vert(LL) Vert(CT) Horz(CT) in 0.51 0.39 -0.10 (loc) 13-15 13-15 11 l/defl >977 >999 n/a L/d 240 180 n/a PLATES MT20 MT18HS Weight: 403 lb FT = 20% GRIP 169/123 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 *Except* 2-4,4-7: 2x4 SPF 2100F 1.8E BOT CHORD 2x6 SPF No.2 WEBS 2x4 SPF-S Stud *Except* 2-17,5-17,5-13,6-12: 2x4 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 (5-8-3 max.): 2-8. BOT CHORD Structural wood sheathing directly applied or 6-8-11 oc bracing. WEBS 1 Row at midpt 2-17, 6-12 REACTIONS. (size)19=Mechanical, 11=0-3-8 Max Horz 19=-274(LC 6) Max Uplift 19=-2554(LC 4), 11=-2409(LC 4) Max Grav 19=2613(LC 37), 11=2678(LC 37) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-718/622, 2-3=-4242/4145, 3-5=-4239/4141, 5-6=-5199/5094, 6-8=-2431/2377, 8-9=-3167/2936, 1-19=-949/772, 9-11=-2503/2267 BOT CHORD 18-19=-281/318, 17-18=-234/295, 15-17=-5562/5764, 13-15=-5562/5764, 12-13=-5045/5267 WEBS 2-18=-1689/1946, 2-17=-4622/4651, 3-17=-909/1106, 5-17=-1657/1654, 5-15=-142/495, 5-13=-566/588, 6-13=-451/722, 6-12=-3165/3176, 8-12=-1405/1538, 9-12=-2211/2356 NOTES-(14-15) 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 0-7-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 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 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=250ft; Ke=0.97; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water ponding. 6) All plates are MT20 plates unless otherwise indicated. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Refer to girder(s) for truss to truss connections. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 19=2554, 11=2409. 11) This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 12) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.Continued on page 2 August 26,2020 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, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Job 42_ESTATES_AT_TOWNE_~W Truss TG08 Truss Type Hip Girder Qty 1 Ply 2 42 Estates at Towne Meadow Job Reference (optional) I42578604 8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Aug 25 17:37:28 2020 Page 2 ProBuild (Carter-Lee), Mooresville, IN - 46158, ID:dHgyFp7oglwYJLmjLVvlkrza3DW-A_ggra3Qzy3W0Xuq3cHSEJQ0TqxhixT79QAfNiykEVL NOTES-(14-15) 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 151 lb down and 176 lb up at 1-5-4, 156 lb down and 176 lb up at 3-5-4, 156 lb down and 176 lb up at 5-5-4, 156 lb down and 176 lb up at 7-5-4, 156 lb down and 176 lb up at 9-5-4, 156 lb down and 176 lb up at 11-5-4, 156 lb down and 176 lb up at 13-5-4, 156 lb down and 176 lb up at 15-5-4, 156 lb down and 176 lb up at 17-5-4, 156 lb down and 176 lb up at 19-5-4, 156 lb down and 176 lb up at 21-5-4, 156 lb down and 176 lb up at 23-5-4, 156 lb down and 176 lb up at 25-5-4, 156 lb down and 176 lb up at 27-5-4, 156 lb down and 176 lb up at 29-5-4, 156 lb down and 176 lb up at 31-5-4, and 156 lb down and 176 lb up at 33-5-4, and 156 lb down and 176 lb up at 35-5-4 on top chord, and 60 lb down and 71 lb up at 1-5-4, 60 lb down and 71 lb up at 3-5-4, 60 lb down and 71 lb up at 5-5-4, 60 lb down and 71 lb up at 7-5-4, 60 lb down and 71 lb up at 9-5-4, 60 lb down and 71 lb up at 11-5-4, 60 lb down and 71 lb up at 13-5-4, 60 lb down and 71 lb up at 15-5-4, 60 lb down and 71 lb up at 17-5-4, 60 lb down and 71 lb up at 19-5-4, 60 lb down and 71 lb up at 21-5-4, 60 lb down and 71 lb up at 23-5-4, 60 lb down and 71 lb up at 25-5-4, 60 lb down and 71 lb up at 27-5-4, 60 lb down and 71 lb up at 29-5-4, 60 lb down and 71 lb up at 31-5-4, 60 lb down and 71 lb up at 33-5-4, 60 lb down and 71 lb up at 35-5-4, and 149 lb down and 171 lb up at 37-5-4, and 187 lb down and 236 lb up at 39-5-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 14) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 15) 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 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-60, 2-8=-60, 8-9=-60, 9-10=-60, 11-19=-20 Concentrated Loads (lb) Vert: 17=-19(F) 3=-45(F) 13=-19(F) 6=-45(F) 14=-19(F) 20=-45(F) 21=-45(F) 22=-45(F) 23=-45(F) 24=-45(F) 25=-45(F) 26=-45(F) 27=-45(F) 28=-45(F) 29=-45(F) 30=-45(F) 31=-45(F) 32=-45(F) 33=-45(F) 34=-45(F) 35=-45(F) 36=-19(F) 37=-19(F) 38=-19(F) 39=-19(F) 40=-19(F) 41=-19(F) 42=-19(F) 43=-19(F) 44=-19(F) 45=-19(F) 46=-19(F) 47=-19(F) 48=-19(F) 49=-19(F) 50=-19(F) 51=-119(F) 52=-121(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, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Job 42_ESTATES_AT_TOWNE_~W Truss TG09 Truss Type Hip Girder Qty 1 Ply 3 42 Estates at Towne Meadow Job Reference (optional) I42578605 8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Aug 25 17:37:36 2020 Page 1 ProBuild (Carter-Lee), Mooresville, IN - 46158, ID:dHgyFp7oglwYJLmjLVvlkrza3DW-xX9iXJ9R5P3NzmVNWHQKZ?mNM2cKaYYJ?g64gEykEVD Scale = 1:55.3 1 2 3 4 5 6 7 8 9 17 16 15 14 13 12 11 10 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 6x18 MT18HS 3x16 MT18HS 6x8 3x8 MT18HS 6x18 MT18HS8x16 6x16 3x8 8x8 2x4 3x8 6x16 6x8 3x8 MT18HS8x16 6x18 MT18HS 3-2-0 3-2-0 8-10-10 5-8-10 14-5-8 5-6-14 20-0-6 5-6-14 25-9-0 5-8-10 28-11-0 3-2-0 -1-0-0 1-0-0 3-2-0 3-2-0 8-10-10 5-8-10 14-5-8 5-6-14 20-0-6 5-6-14 25-9-0 5-8-10 28-11-0 3-2-0 1-5-04-5-14-7-01-5-04-5-112.00 12 Plate Offsets (X,Y)-- [2:0-3-0,0-2-0], [3:0-2-2,0-3-0], [4:0-7-8,0-3-0], [6:0-4-10,0-1-8], [7:0-4-0,0-3-0], [8:0-2-2,0-3-0], [9:0-3-0,0-2-0], [10:0-4-12,0-2-0], [11:0-6-12,0-4-8], [12:0-4-12,0-1-8], [13:0-4-0,0-5-4], [15:0-4-12,0-1-8], [16:0-5-12,0-4-8], [17:0-4-12,0-0-8] 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 NO IRC2018/TPI2014 CSI. TC BC WB Matrix-SH 0.96 0.82 0.85 DEFL. Vert(LL) Vert(CT) Horz(CT) in 0.32 -0.55 0.12 (loc) 12-13 13-15 10 l/defl >999 >615 n/a L/d 240 180 n/a PLATES MT20 MT18HS Weight: 493 lb FT = 20% GRIP 169/123 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 *Except* 3-6,6-8: 2x4 SPF 2100F 1.8E BOT CHORD 2x6 SP 2400F 2.0E WEBS 2x4 SPF No.2 *Except* 4-16,7-11: 2x4 SPF 2100F 1.8E, 4-13,7-13: 2x4 SPF-S Stud 2-17,9-10: 2x6 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 5-8-1 oc purlins, except end verticals, and 2-0-0 oc purlins (4-3-14 max.): 3-8. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. (size)17=0-3-8, 10=0-5-8 Max Horz 17=189(LC 5) Max Uplift 17=-5536(LC 5), 10=-4276(LC 4) Max Grav 17=12336(LC 2), 10=14811(LC 2) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-12728/5947, 3-4=-8749/4153, 4-5=-25715/8014, 5-7=-25715/8014, 7-8=-9442/2838, 8-9=-13734/4037, 2-17=-12889/6002, 9-10=-13707/3998 BOT CHORD 15-16=-7736/21964, 13-15=-7736/21964, 12-13=-6728/22171, 11-12=-6728/22171, 10-11=-169/413 WEBS 3-16=-3848/8674, 4-16=-16061/4363, 4-15=-1615/5895, 4-13=-436/4639, 5-13=-410/476, 7-13=-1633/4387, 7-12=-1163/5704, 7-11=-15476/4792, 8-11=-2576/9415, 2-16=-4660/9762, 9-11=-3001/10203 NOTES-(13-14) 1) 3-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-4-0 oc, 2x6 - 2 rows staggered at 0-7-0 oc. Bottom chords connected as follows: 2x6 - 3 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 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=250ft; Ke=0.97; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water ponding. 6) All plates are MT20 plates unless otherwise indicated. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 17=5536, 10=4276. Continued on page 2 August 26,2020 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, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Job 42_ESTATES_AT_TOWNE_~W Truss TG09 Truss Type Hip Girder Qty 1 Ply 3 42 Estates at Towne Meadow Job Reference (optional) I42578605 8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Aug 25 17:37:36 2020 Page 2 ProBuild (Carter-Lee), Mooresville, IN - 46158, ID:dHgyFp7oglwYJLmjLVvlkrza3DW-xX9iXJ9R5P3NzmVNWHQKZ?mNM2cKaYYJ?g64gEykEVD NOTES-(13-14) 10) This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 133 lb down and 151 lb up at 3-2-0, 144 lb down and 147 lb up at 4-9-12, 144 lb down and 147 lb up at 6-9-12, 144 lb down and 147 lb up at 8-9-12, 144 lb down and 147 lb up at 10-9-12, 144 lb down and 147 lb up at 12-9-12, 144 lb down and 147 lb up at 14-9-12, 144 lb down and 147 lb up at 16-9-12, 144 lb down and 147 lb up at 18-9-12, 144 lb down and 147 lb up at 20-9-12, and 144 lb down and 147 lb up at 22-9-12, and 143 lb down and 147 lb up at 24-9-12 on top chord, and 208 lb down and 257 lb up at 2-1-4, 51 lb down and 50 lb up at 3-2-12, 2608 lb down and 2574 lb up at 4-1-8, 51 lb down and 50 lb up at 4-9-12, 1849 lb down and 517 lb up at 6-0-12, 51 lb down and 50 lb up at 6-9-12, 1862 lb down and 425 lb up at 8-0-12, 51 lb down and 50 lb up at 8-9-12, 1850 lb down and 324 lb up at 10-0-12, 51 lb down and 50 lb up at 10-9-12, 1913 lb down and 335 lb up at 12-0-12, 51 lb down and 50 lb up at 12-9-12, 1847 lb down and 313 lb up at 14-0-12, 51 lb down and 50 lb up at 14-9-12, 1787 lb down and 318 lb up at 16-0-12, 51 lb down and 50 lb up at 16-9-12, 1829 lb down and 327 lb up at 18-0-12, 51 lb down and 50 lb up at 18-9-12, 1843 lb down and 382 lb up at 20-0-12, 51 lb down and 50 lb up at 20-9-12, 1844 lb down and 382 lb up at 22-0-12, 51 lb down and 50 lb up at 22-9-12, 1847 lb down and 382 lb up at 24-0-12, 51 lb down and 50 lb up at 24-9-12, 1875 lb down and 376 lb up at 26-0-12, and 209 lb down and 250 lb up at 26-9-12, and 1853 lb down and 362 lb up at 28-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 13) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 14) 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 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-60, 2-3=-60, 3-8=-60, 8-9=-60, 10-17=-20 Concentrated Loads (lb) Vert: 3=-45(B) 14=-19(B) 16=-19(B) 4=-45(B) 15=-19(B) 12=-1620(F) 11=-1622(F) 18=-45(B) 19=-45(B) 20=-45(B) 21=-45(B) 22=-45(B) 23=-45(B) 24=-45(B) 25=-45(B) 26=-45(B) 27=-45(B) 28=-119(B) 29=-2291(F) 30=-19(B) 31=-1626(F) 32=-19(B) 33=-1629(F) 34=-1630(F) 35=-19(B) 36=-1630(F) 37=-1630(F) 38=-19(B) 39=-1630(F) 40=-19(B) 41=-1620(F) 42=-19(B) 43=-19(B) 44=-1620(F) 45=-19(B) 46=-1620(F) 47=-19(B) 48=-119(B) 49=-1625(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, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Job 42_ESTATES_AT_TOWNE_~W Truss TG10 Truss Type Piggyback Base Girder Qty 1 Ply 1 42 Estates at Towne Meadow Job Reference (optional) I42578606 8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Aug 25 17:37:38 2020 Page 1 ProBuild (Carter-Lee), Mooresville, IN - 46158, ID:dHgyFp7oglwYJLmjLVvlkrza3DW-twHSy?Aic0K5C3fleiToeQrklsNx2QAcT_bBk7ykEVB Scale = 1:81.6 1 2 3 4 5 6 7 8 9 10 11 21 20 19 18 17 16 15 14 13 12 22 23 24 25 26 27 28 29 30 31 32 7x16 MT18HS 5x8 5x6 3x4 6x8 3x6 5x10 MT18HS5x12 5x12 2x4 4x6 4x6 4x6 5x16 MT18HS 5x12 4x6 5x8 4x6 4x6 4x8 2-4-3 2-4-3 8-4-13 6-0-9 14-3-10 5-10-13 20-4-3 6-0-9 25-7-8 5-3-5 30-10-13 5-3-5 41-11-0 11-0-3 -1-0-0 1-0-0 2-4-3 2-4-3 8-4-13 6-0-9 14-3-10 5-10-13 20-4-3 6-0-9 25-7-8 5-3-5 30-10-13 5-3-5 36-3-2 5-4-6 41-11-0 5-7-14 1-3-03-0-612-0-010.00 12 Plate Offsets (X,Y)-- [2:0-2-12,0-1-8], [3:1-1-0,0-1-15], [4:0-5-0,0-2-8], [7:0-8-0,0-1-14], [8:0-1-4,0-1-12], [9:0-4-4,0-2-0], [10:0-2-12,0-1-12], [12:0-3-12,0-4-0], [13:0-4-0,0-2-4], [15:0-5-12,0-2-0], [18:0-2-0,0-2-4], [20:0-6-0,0-2-0], [21:0-4-8,0-1-8] 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 NO IRC2018/TPI2014 CSI. TC BC WB Matrix-SH 0.83 0.49 0.97 DEFL. Vert(LL) Vert(CT) Horz(CT) in 0.77 -0.96 0.11 (loc) 16-18 16-18 12 l/defl >650 >518 n/a L/d 240 180 n/a PLATES MT20 MT18HS Weight: 281 lb FT = 20% GRIP 169/123 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 *Except* 3-5,5-7: 2x6 SPF No.2 BOT CHORD 2x6 SP 2400F 2.0E WEBS 2x4 SPF No.2 *Except* 11-12: 2x6 SPF No.2, 3-20,4-19,6-18,7-16,2-21,2-20: 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied, except end verticals, and 2-0-0 oc purlins (2-3-13 max.): 3-7, 9-11. BOT CHORD Structural wood sheathing directly applied or 5-3-8 oc bracing. WEBS 1 Row at midpt 11-12, 4-20, 7-15, 8-13, 10-13 2 Rows at 1/3 pts 10-12 REACTIONS. (size)12=Mechanical, 21=0-5-8 Max Horz 21=633(LC 5) Max Uplift 12=-655(LC 5), 21=-1234(LC 8) Max Grav 12=1877(LC 2), 21=2230(LC 34) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2351/1318, 3-4=-1887/1112, 4-6=-7487/3685, 6-7=-7501/3206, 7-8=-3587/1389, 8-9=-1897/781, 9-10=-1372/691, 2-21=-2223/1268 BOT CHORD 20-21=-634/417, 19-20=-3145/5373, 18-19=-3145/5373, 16-18=-3867/7197, 15-16=-3377/7236, 13-15=-1121/2746, 12-13=-421/779 WEBS 3-20=-654/1160, 4-20=-3956/2024, 4-19=-197/298, 4-18=-787/2157, 6-18=-629/251, 6-16=-673/948, 7-16=-294/362, 7-15=-5339/2536, 8-15=-1107/2561, 8-13=-2242/1229, 9-13=-338/966, 10-13=-608/1533, 10-12=-1711/697, 2-20=-998/1918 NOTES-(12-13) 1) Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=250ft; Ke=0.97; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 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) 12=655, 21=1234. 8) This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. Continued on page 2 August 26,2020 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, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Job 42_ESTATES_AT_TOWNE_~W Truss TG10 Truss Type Piggyback Base Girder Qty 1 Ply 1 42 Estates at Towne Meadow Job Reference (optional) I42578606 8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Aug 25 17:37:38 2020 Page 2 ProBuild (Carter-Lee), Mooresville, IN - 46158, ID:dHgyFp7oglwYJLmjLVvlkrza3DW-twHSy?Aic0K5C3fleiToeQrklsNx2QAcT_bBk7ykEVB NOTES-(12-13) 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 238 lb down and 100 lb up at 2-4-3, 97 lb down and 44 lb up at 4-4-15, 97 lb down and 44 lb up at 6-4-15, 97 lb down and 44 lb up at 8-4-15, 97 lb down and 44 lb up at 10-4-15, 97 lb down and 44 lb up at 12-4-15, and 97 lb down and 44 lb up at 14-4-15, and 97 lb down and 44 lb up at 16-4-15 on top chord, and 97 lb down and 147 lb up at 2-4-3, 52 lb down and 90 lb up at 4-4-15, 52 lb down and 90 lb up at 6-4-15, 52 lb down and 90 lb up at 8-4-15, 52 lb down and 90 lb up at 10-4-15, 52 lb down and 90 lb up at 12-4-15, and 52 lb down and 90 lb up at 14-4-15, and 52 lb down and 90 lb up at 16-4-15 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 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.). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-60, 2-3=-60, 3-7=-60, 7-9=-60, 9-11=-60, 12-21=-20 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, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Job 42_ESTATES_AT_TOWNE_~W Truss TG11 Truss Type Half Hip Girder Qty 1 Ply 2 42 Estates at Towne Meadow Job Reference (optional) I42578607 8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Aug 25 17:37:40 2020 Page 1 ProBuild (Carter-Lee), Mooresville, IN - 46158, ID:dHgyFp7oglwYJLmjLVvlkrza3DW-qIPCMhCy8eapSNp8l7VGkrwBNf52WQKuwI4Ip?ykEV9 Scale = 1:43.1 1 2 3 4 5 6 7 12 11 10 9 8 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 5x6 3x6 3x4 6x6 3x6 4x6 4x8 3x4 3x4 3x4 4x6 5-0-0 5-0-0 14-3-12 9-3-12 23-11-0 9-7-4 -1-0-0 1-0-0 5-0-0 5-0-0 11-2-8 6-2-8 17-5-0 6-2-8 23-11-0 6-6-0 1-3-05-2-145-5-05-2-1410.00 12 Plate Offsets (X,Y)-- [2:0-2-14,0-2-0], [3:0-3-0,0-1-15], [8:0-3-0,0-4-4], [12:0-4-4,0-1-8] 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 NO IRC2018/TPI2014 CSI. TC BC WB Matrix-SH 0.44 0.32 0.60 DEFL. Vert(LL) Vert(CT) Horz(CT) in 0.10 -0.11 -0.02 (loc) 8-9 8-9 8 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 226 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x6 SPF No.2 WEBS 2x4 SPF-S Stud 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.): 3-7. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. (size)8=Mechanical, 12=0-5-8 Max Horz 12=275(LC 7) Max Uplift 8=-1436(LC 5), 12=-1345(LC 8) Max Grav 8=1452(LC 37), 12=1601(LC 35) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1717/1494, 3-4=-1294/1248, 4-5=-1843/1707, 7-8=-213/255, 2-12=-1434/1211 BOT CHORD 11-12=-400/347, 9-11=-1946/1853, 8-9=-1551/1475 WEBS 3-11=-651/728, 4-11=-800/901, 4-9=-156/260, 5-9=-473/634, 5-8=-1791/1844, 2-11=-1086/1215 NOTES-(13-14) 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 0-9-0 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 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=250ft; Ke=0.97; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) 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) 8=1436, 12=1345. 10) This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. Continued on page 2 August 26,2020 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, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Job 42_ESTATES_AT_TOWNE_~W Truss TG11 Truss Type Half Hip Girder Qty 1 Ply 2 42 Estates at Towne Meadow Job Reference (optional) I42578607 8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Aug 25 17:37:40 2020 Page 2 ProBuild (Carter-Lee), Mooresville, IN - 46158, ID:dHgyFp7oglwYJLmjLVvlkrza3DW-qIPCMhCy8eapSNp8l7VGkrwBNf52WQKuwI4Ip?ykEV9 NOTES-(13-14) 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 156 lb down and 176 lb up at 6-1-4, 156 lb down and 176 lb up at 8-1-4, 156 lb down and 176 lb up at 10-1-4, 156 lb down and 176 lb up at 12-1-4, 156 lb down and 176 lb up at 14-1-4, 156 lb down and 176 lb up at 16-1-4, 156 lb down and 176 lb up at 18-1-4, and 156 lb down and 176 lb up at 20-1-4, and 156 lb down and 176 lb up at 22-1-4 on top chord, and 187 lb down and 236 lb up at 2-1-4, 149 lb down and 171 lb up at 4-1-4, 60 lb down and 71 lb up at 6-1-4, 60 lb down and 71 lb up at 8-1-4, 60 lb down and 71 lb up at 10-1-4, 60 lb down and 71 lb up at 12-1-4, 60 lb down and 71 lb up at 14-1-4, 60 lb down and 71 lb up at 16-1-4, 60 lb down and 71 lb up at 18-1-4, and 60 lb down and 71 lb up at 20-1-4, and 60 lb down and 71 lb up at 22-1-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 13) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 14) 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 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-60, 2-3=-60, 3-7=-60, 8-12=-20 Concentrated Loads (lb) Vert: 10=-19(B) 9=-19(B) 13=-45(B) 14=-45(B) 15=-45(B) 16=-45(B) 17=-45(B) 18=-45(B) 19=-45(B) 20=-45(B) 21=-45(B) 22=-121(B) 23=-119(B) 24=-19(B) 25=-19(B) 26=-19(B) 27=-19(B) 28=-19(B) 29=-19(B) 30=-19(B) 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, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Job 42_ESTATES_AT_TOWNE_~W Truss TG12 Truss Type Half Hip Girder Qty 2 Ply 1 42 Estates at Towne Meadow Job Reference (optional) I42578608 8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Aug 25 17:37:41 2020 Page 1 ProBuild (Carter-Lee), Mooresville, IN - 46158, ID:dHgyFp7oglwYJLmjLVvlkrza3DW-IUyaa1Davxig3XOKJr0VG3TRR3WnF?n29xqrLRykEV8 Scale = 1:17.7 1 2 3 4 7 6 5 8 9 4x8 3x4 4x6 3x4 3x4 3x4 1-6-7 1-6-7 4-0-0 2-5-9 -1-0-0 1-0-0 1-6-7 1-6-7 4-0-0 2-5-9 1-5-02-9-72-11-72-9-712.00 12 Plate Offsets (X,Y)-- [2:0-1-4,0-1-8], [3:0-3-0,0-2-0] 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 NO IRC2018/TPI2014 CSI. TC BC WB Matrix-P 0.10 0.03 0.08 DEFL. Vert(LL) Vert(CT) Horz(CT) in 0.00 -0.00 -0.00 (loc) 6 6 5 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 23 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x6 SPF No.2 WEBS 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins: 3-4. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. (size)5=Mechanical, 7=0-3-8 Max Horz 7=150(LC 5) Max Uplift 5=-216(LC 5), 7=-163(LC 8) Max Grav 5=218(LC 35), 7=278(LC 36) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-7=-259/160 NOTES-(12-13) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=250ft; Ke=0.97; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 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=216, 7=163. 8) This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 179 lb down and 84 lb up at 1-6-7, and 82 lb down and 49 lb up at 3-4-4 on top chord, and 77 lb down and 120 lb up at 1-6-7, and 41 lb down and 61 lb up at 3-4-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 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.). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-60, 2-3=-60, 3-4=-60, 5-7=-20 Continued on page 2 August 26,2020 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, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Job 42_ESTATES_AT_TOWNE_~W Truss TG12 Truss Type Half Hip Girder Qty 2 Ply 1 42 Estates at Towne Meadow Job Reference (optional) I42578608 8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Aug 25 17:37:41 2020 Page 2 ProBuild (Carter-Lee), Mooresville, IN - 46158, ID:dHgyFp7oglwYJLmjLVvlkrza3DW-IUyaa1Davxig3XOKJr0VG3TRR3WnF?n29xqrLRykEV8 LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 9=-4(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, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Job 42_ESTATES_AT_TOWNE_~W Truss TG13 Truss Type Half Hip Girder Qty 1 Ply 1 42 Estates at Towne Meadow Job Reference (optional) I42578609 8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Aug 25 17:37:42 2020 Page 1 ProBuild (Carter-Lee), Mooresville, IN - 46158, ID:dHgyFp7oglwYJLmjLVvlkrza3DW-mhWznNDCgFqXhhzWtYXkpG?blTr0_S1BObZPtuykEV7 Scale = 1:20.3 1 2 3 4 7 6 5 4x8 3x4 4x6 3x4 3x4 3x4 2-7-13 2-7-13 4-0-0 1-4-3 -1-0-0 1-0-0 2-7-13 2-7-13 4-0-0 1-4-3 1-3-03-3-63-5-83-3-610.00 12 Plate Offsets (X,Y)-- [2:0-1-8,0-1-8], [3:0-2-12,0-2-0] 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 NO IRC2018/TPI2014 CSI. TC BC WB Matrix-P 0.13 0.03 0.08 DEFL. Vert(LL) Vert(CT) Horz(CT) in 0.00 -0.00 -0.00 (loc) 6 6 5 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 25 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x6 SPF No.2 WEBS 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins: 3-4. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. (size)5=Mechanical, 7=0-3-8 Max Horz 7=171(LC 5) Max Uplift 5=-230(LC 5), 7=-123(LC 8) Max Grav 5=233(LC 35), 7=249(LC 36) 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 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=250ft; Ke=0.97; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 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=230, 7=123. 8) This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 201 lb down and 133 lb up at 2-7-13 on top chord, and 91 lb down and 140 lb up at 2-7-13 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 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.). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-60, 2-3=-60, 3-4=-60, 5-7=-20 Continued on page 2 August 26,2020 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, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Job 42_ESTATES_AT_TOWNE_~W Truss TG13 Truss Type Half Hip Girder Qty 1 Ply 1 42 Estates at Towne Meadow Job Reference (optional) I42578609 8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Aug 25 17:37:42 2020 Page 2 ProBuild (Carter-Lee), Mooresville, IN - 46158, ID:dHgyFp7oglwYJLmjLVvlkrza3DW-mhWznNDCgFqXhhzWtYXkpG?blTr0_S1BObZPtuykEV7 LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 6=-2(B) 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, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Job 42_ESTATES_AT_TOWNE_~W Truss TG14 Truss Type Half Hip Girder Qty 1 Ply 1 42 Estates at Towne Meadow Job Reference (optional) I42578610 8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Aug 25 17:37:43 2020 Page 1 ProBuild (Carter-Lee), Mooresville, IN - 46158, ID:dHgyFp7oglwYJLmjLVvlkrza3DW-Et4L?jEqRZyOJrYjRF2zLUYmCtBDivGLcFJyPKykEV6 Scale = 1:20.3 1 2 3 4 7 6 5 3x4 4x6 3x4 3x4 4x8 3x4 2-7-13 2-7-13 4-0-0 1-4-3 -1-0-0 1-0-0 2-7-13 2-7-13 4-0-0 1-4-3 1-3-03-5-810.00 12 Plate Offsets (X,Y)-- [2:0-1-8,0-1-8], [3:0-6-4,0-2-0] 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 NO IRC2018/TPI2014 CSI. TC BC WB Matrix-P 0.15 0.04 0.08 DEFL. Vert(LL) Vert(CT) Horz(CT) in 0.00 -0.00 -0.00 (loc) 6 6 5 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 25 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x6 SPF No.2 WEBS 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins: 3-4. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. (size)5=Mechanical, 7=0-3-8 Max Horz 7=183(LC 5) Max Uplift 5=-237(LC 5), 7=-119(LC 8) Max Grav 5=233(LC 31), 7=256(LC 32) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES-(11-12) 1) Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=250ft; Ke=0.97; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 5=237, 7=119. 7) This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 200 lb down and 130 lb up at 2-7-13 on top chord, and 91 lb down and 140 lb up at 2-7-13 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 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.). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-60, 2-3=-60, 3-4=-60, 5-7=-20 Concentrated Loads (lb) Vert: 6=-2(F) August 26,2020 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, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Job 42_ESTATES_AT_TOWNE_~W Truss V01 Truss Type GABLE Qty 1 Ply 1 42 Estates at Towne Meadow Job Reference (optional) I42578611 8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Aug 25 17:37:43 2020 Page 1 ProBuild (Carter-Lee), Mooresville, IN - 46158, ID:dHgyFp7oglwYJLmjLVvlkrza3DW-Et4L?jEqRZyOJrYjRF2zLUYbOt7piwULcFJyPKykEV6 Scale = 1:52.0 1 2 3 4 5 9 8 7 6 5x10 MT18HS 5x12 4x6 5x12 5x10 MT18HS 2x4 2x4 5-4-0 5-4-0 -0-6-0 0-6-0 2-8-0 2-8-0 5-4-0 2-8-0 5-10-0 0-6-0 4-11-147-7-144-11-1412.00 12 Plate Offsets (X,Y)-- [2:0-2-8,0-0-0], [2:0-3-4,0-1-8], [4:0-2-8,0-0-0], [4:0-3-4,0-1-8], [6:0-3-8,Edge], [10:0-1-12,0-0-0], [11:0-1-12,0-0-0] 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 IRC2018/TPI2014 CSI. TC BC WB Matrix-R 0.84 0.32 0.00 DEFL. Vert(LL) Vert(CT) Horz(CT) in 0.00 0.00 -0.00 (loc) 5 4-5 6 l/defl n/r n/r n/a L/d 180 120 n/a PLATES MT20 MT18HS Weight: 35 lb FT = 20% GRIP 197/144 197/144 LUMBER- TOP CHORD 2x3 SPF No.2 BOT CHORD 2x4 SP 2400F 2.0E WEBS 2x4 SPF No.2 OTHERS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 5-4-0 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.All bearings 5-4-0. (lb) - Max Horz 9=354(LC 9) Max Uplift All uplift 100 lb or less at joint(s) except 9=-871(LC 8), 6=-871(LC 9), 8=-799(LC 7), 7=-798(LC 6) Max Grav All reactions 250 lb or less at joint(s) except 9=842(LC 7), 6=842(LC 6), 8=972(LC 8), 7=971(LC 9) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES-(9-10) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=250ft; Ke=0.97; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2E) 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) All plates are MT20 plates unless otherwise indicated. 4) The Fabrication Tolerance at joint 2 = 13%, joint 4 = 13%, joint 2 = 13%, joint 4 = 13% 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 871 lb uplift at joint 9, 871 lb uplift at joint 6, 799 lb uplift at joint 8 and 798 lb uplift at joint 7. 8) This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 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.). THIS COMPONENT IS TO BE USED IN CONJUNCTION WITH A RIGID DIAPHRAGM. THIS DIAPHRAGM MUST BE CAPABLE OF TRANSFERRING ROOF LOADS TO THE GROUND WITH NEGLIGIBLE LATERAL DEFLECTIONS. August 26,2020 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, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Job 42_ESTATES_AT_TOWNE_~W Truss V02 Truss Type Valley Qty 1 Ply 1 42 Estates at Towne Meadow Job Reference (optional) I42578612 8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Aug 25 17:37:44 2020 Page 1 ProBuild (Carter-Lee), Mooresville, IN - 46158, ID:dHgyFp7oglwYJLmjLVvlkrza3DW-i3ejC2FSCs4Fw_6v_zaCuh5qmHPnRKmUrv2VymykEV5 Scale = 1:40.4 1 2 3 4 5 8 7 6 5x10 MT18HS 10x10 3x4 10x10 5x10 MT18HS2x4 5-4-0 5-4-0 -0-6-0 0-6-0 2-8-0 2-8-0 5-4-0 2-8-0 5-10-0 0-6-0 3-3-145-11-143-3-1412.00 12 Plate Offsets (X,Y)-- [2:0-3-9,Edge], [4:0-3-9,0-0-0] 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 IRC2018/TPI2014 CSI. TC BC WB Matrix-R 0.61 0.53 0.19 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.00 0.00 -0.00 (loc) 4 4 6 l/defl n/r n/r n/a L/d 180 120 n/a PLATES MT20 MT18HS Weight: 22 lb FT = 20% GRIP 169/123 169/123 LUMBER- TOP CHORD 2x3 SPF No.2 BOT CHORD 2x4 SPF-S Stud WEBS 2x3 SPF No.2 OTHERS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 5-4-0 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. (size)8=5-4-0, 6=5-4-0, 7=5-4-0 Max Horz 8=-268(LC 8) Max Uplift 8=-132(LC 10), 6=-132(LC 11) Max Grav 8=210(LC 18), 6=210(LC 17), 7=201(LC 1) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES-(10-11) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=250ft; Ke=0.97; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2E) 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) All plates are MT20 plates unless otherwise indicated. 4) The Fabrication Tolerance at joint 2 = 19%, joint 4 = 19% 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) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 132 lb uplift at joint 8 and 132 lb uplift at joint 6. 9) This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 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.). THIS COMPONENT IS TO BE USED IN CONJUNCTION WITH A RIGID DIAPHRAGM. THIS DIAPHRAGM MUST BE CAPABLE OF TRANSFERRING ROOF LOADS TO THE GROUND WITH NEGLIGIBLE LATERAL DEFLECTIONS. August 26,2020 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, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Job 42_ESTATES_AT_TOWNE_~W Truss V03 Truss Type Valley Qty 1 Ply 1 42 Estates at Towne Meadow Job Reference (optional) I42578613 8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Aug 25 17:37:45 2020 Page 1 ProBuild (Carter-Lee), Mooresville, IN - 46158, ID:dHgyFp7oglwYJLmjLVvlkrza3DW-AGC5QOG5zAC6Y8h5Yg5RRvd4jgrLAo7e4Zo3UDykEV4 Scale = 1:29.5 1 2 3 4 5 8 7 6 3x4 3x4 3x4 3x4 3x4 2x4 5-4-0 5-4-0 -0-6-0 0-6-0 2-8-0 2-8-0 5-4-0 2-8-0 5-10-0 0-6-0 1-7-144-3-141-7-1412.00 12 Plate Offsets (X,Y)-- [2:0-2-0,0-1-4], [4:0-2-0,0-1-4], [6:Edge,0-2-8] 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 IRC2018/TPI2014 CSI. TC BC WB Matrix-R 0.27 0.19 0.12 DEFL. Vert(LL) Vert(CT) Horz(CT) in 0.00 0.00 -0.00 (loc) 4 4 6 l/defl n/r n/r n/a L/d 180 120 n/a PLATES MT20 Weight: 17 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x3 SPF No.2 BOT CHORD 2x3 SPF No.2 WEBS 2x3 SPF No.2 OTHERS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 5-4-0 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. (size)8=5-4-0, 6=5-4-0, 7=5-4-0 Max Horz 8=186(LC 9) Max Uplift 8=-134(LC 11), 6=-134(LC 10) Max Grav 8=163(LC 18), 6=161(LC 17), 7=189(LC 20) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-8=-179/393, 2-3=-168/343, 3-4=-168/343, 4-6=-179/393 WEBS 3-7=-288/41 NOTES-(8-9) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=250ft; Ke=0.97; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2E) 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) * 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. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 134 lb uplift at joint 8 and 134 lb uplift at joint 6. 7) This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 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.). THIS COMPONENT IS TO BE USED IN CONJUNCTION WITH A RIGID DIAPHRAGM. THIS DIAPHRAGM MUST BE CAPABLE OF TRANSFERRING ROOF LOADS TO THE GROUND WITH NEGLIGIBLE LATERAL DEFLECTIONS. August 26,2020 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, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Job 42_ESTATES_AT_TOWNE_~W Truss V04 Truss Type Valley Qty 1 Ply 1 42 Estates at Towne Meadow Job Reference (optional) I42578614 8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Aug 25 17:37:46 2020 Page 1 ProBuild (Carter-Lee), Mooresville, IN - 46158, ID:dHgyFp7oglwYJLmjLVvlkrza3DW-eSmTdkHjkUKzAIGI6Ocgz6AC147cvDHnIDXc0fykEV3 Scale = 1:39.1 1 2 3 4 5 8 7 6 4x6 8x8 3x4 8x8 4x6 2x4 5-4-0 5-4-0 -0-6-0 0-6-0 2-8-0 2-8-0 5-4-0 2-8-0 5-10-0 0-6-0 3-1-55-9-53-1-512.00 12 Plate Offsets (X,Y)-- [2:0-3-9,Edge], [4:0-3-9,0-0-0], [6:0-2-8,Edge] 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 IRC2018/TPI2014 CSI. TC BC WB Matrix-R 0.49 0.44 0.25 DEFL. Vert(LL) Vert(CT) Horz(CT) in 0.00 -0.00 -0.00 (loc) 4 4 6 l/defl n/r n/r n/a L/d 180 120 n/a PLATES MT20 Weight: 21 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x3 SPF No.2 BOT CHORD 2x3 SPF No.2 WEBS 2x3 SPF No.2 OTHERS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 5-4-0 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. (size)8=5-4-0, 6=5-4-0, 7=5-4-0 Max Horz 8=-259(LC 8) Max Uplift 8=-129(LC 10), 6=-129(LC 11) Max Grav 8=204(LC 18), 6=204(LC 17), 7=199(LC 1) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-8=-191/417, 2-3=-185/376, 3-4=-185/376, 4-6=-191/417 WEBS 3-7=-336/64 NOTES-(9-10) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=250ft; Ke=0.97; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2E) 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) The Fabrication Tolerance at joint 2 = 15%, joint 4 = 15% 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 129 lb uplift at joint 8 and 129 lb uplift at joint 6. 8) This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 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.). THIS COMPONENT IS TO BE USED IN CONJUNCTION WITH A RIGID DIAPHRAGM. THIS DIAPHRAGM MUST BE CAPABLE OF TRANSFERRING ROOF LOADS TO THE GROUND WITH NEGLIGIBLE LATERAL DEFLECTIONS. August 26,2020 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, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Job 42_ESTATES_AT_TOWNE_~W Truss V05 Truss Type Valley Qty 1 Ply 1 42 Estates at Towne Meadow Job Reference (optional) I42578615 8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Aug 25 17:37:46 2020 Page 1 ProBuild (Carter-Lee), Mooresville, IN - 46158, ID:dHgyFp7oglwYJLmjLVvlkrza3DW-eSmTdkHjkUKzAIGI6Ocgz6AFT4B_vFanIDXc0fykEV3 Scale = 1:28.1 1 2 3 4 5 8 7 6 3x4 3x4 3x4 3x4 3x4 2x4 5-4-0 5-4-0 -0-6-0 0-6-0 2-8-0 2-8-0 5-4-0 2-8-0 5-10-0 0-6-0 1-5-54-1-51-5-512.00 12 Plate Offsets (X,Y)-- [2:0-2-0,0-1-4], [4:0-2-0,0-1-4], [6:Edge,0-2-8] 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 IRC2018/TPI2014 CSI. TC BC WB Matrix-R 0.27 0.16 0.11 DEFL. Vert(LL) Vert(CT) Horz(CT) in 0.00 0.01 -0.00 (loc) 4 5 6 l/defl n/r n/r n/a L/d 180 120 n/a PLATES MT20 Weight: 17 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x3 SPF No.2 BOT CHORD 2x3 SPF No.2 WEBS 2x3 SPF No.2 OTHERS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 5-4-0 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. (size)8=5-4-0, 6=5-4-0, 7=5-4-0 Max Horz 8=-175(LC 8) Max Uplift 8=-135(LC 11), 6=-135(LC 10) Max Grav 8=160(LC 18), 6=158(LC 17), 7=186(LC 20) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-8=-182/392, 2-3=-172/342, 3-4=-172/342, 4-6=-182/392 WEBS 3-7=-287/48 NOTES-(8-9) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=250ft; Ke=0.97; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2E) 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) * 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. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 135 lb uplift at joint 8 and 135 lb uplift at joint 6. 7) This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 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.). THIS COMPONENT IS TO BE USED IN CONJUNCTION WITH A RIGID DIAPHRAGM. THIS DIAPHRAGM MUST BE CAPABLE OF TRANSFERRING ROOF LOADS TO THE GROUND WITH NEGLIGIBLE LATERAL DEFLECTIONS. August 26,2020 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, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Job 42_ESTATES_AT_TOWNE_~W Truss V06 Truss Type Valley Qty 1 Ply 1 42 Estates at Towne Meadow Job Reference (optional) I42578616 8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Aug 25 17:37:47 2020 Page 1 ProBuild (Carter-Lee), Mooresville, IN - 46158, ID:dHgyFp7oglwYJLmjLVvlkrza3DW-6eKsr4HLVnSpoSrUg57vWKjIHUYMehewXtHAY5ykEV2 Scale = 1:34.41 2 3 4 7 6 5 3x4 3x4 3x4 3x4 4x6 2x4 3-0-0 3-0-0 4-0-0 1-0-0 6-2-23-8-210.00 12 Plate Offsets (X,Y)-- [1:0-2-13,Edge], [5:Edge,0-2-8], [6:0-2-8,0-2-4] 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 IRC2018/TPI2014 CSI. TC BC WB Matrix-P 0.78 0.09 0.18 DEFL. Vert(LL) Vert(CT) Horz(CT) in 0.02 0.01 0.00 (loc) 4 4 5 l/defl n/r n/r n/a L/d 180 120 n/a PLATES MT20 Weight: 21 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x3 SPF No.2 BOT CHORD 2x3 SPF No.2 WEBS 2x3 SPF No.2 OTHERS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. (size)7=3-0-0, 5=3-0-0, 6=3-0-0 Max Horz 7=-322(LC 6) Max Uplift 7=-88(LC 8), 5=-376(LC 9), 6=-548(LC 6) Max Grav 7=86(LC 7), 5=592(LC 6), 6=501(LC 9) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-5=-586/387 BOT CHORD 6-7=-226/354 WEBS 3-6=-435/739 NOTES-(7-8) 1) Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=250ft; Ke=0.97; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2E) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 88 lb uplift at joint 7, 376 lb uplift at joint 5 and 548 lb uplift at joint 6. 6) This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 7) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 8) 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.). August 26,2020 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, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Job 42_ESTATES_AT_TOWNE_~W Truss V07 Truss Type Valley Qty 1 Ply 1 42 Estates at Towne Meadow Job Reference (optional) I42578617 8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Aug 25 17:37:48 2020 Page 1 ProBuild (Carter-Lee), Mooresville, IN - 46158, ID:dHgyFp7oglwYJLmjLVvlkrza3DW-brtE2QIzG5agPcQgDpe82XFbNuulN9A4mX0j5XykEV1 Scale: 1/2"=1'1 2 3 4 7 6 5 3x4 3x4 3x4 3x4 3x4 2x4 3-0-0 3-0-0 4-0-0 1-0-0 4-2-21-8-210.00 12 Plate Offsets (X,Y)-- [1:0-2-13,Edge], [5:Edge,0-2-8] 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 IRC2018/TPI2014 CSI. TC BC WB Matrix-P 0.31 0.08 0.10 DEFL. Vert(LL) Vert(CT) Horz(CT) in 0.02 0.01 0.00 (loc) 4 4 5 l/defl n/r n/r n/a L/d 180 120 n/a PLATES MT20 Weight: 14 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x3 SPF No.2 BOT CHORD 2x3 SPF No.2 WEBS 2x3 SPF No.2 OTHERS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. (size)7=3-0-0, 5=3-0-0, 6=3-0-0 Max Horz 7=-221(LC 6) Max Uplift 7=-55(LC 8), 5=-120(LC 7), 6=-201(LC 6) Max Grav 7=73(LC 18), 5=255(LC 17), 6=220(LC 9) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BOT CHORD 6-7=-138/308 WEBS 3-6=-162/403 NOTES-(7-8) 1) Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=250ft; Ke=0.97; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2E) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 55 lb uplift at joint 7, 120 lb uplift at joint 5 and 201 lb uplift at joint 6. 6) This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 7) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 8) 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.). August 26,2020 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, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Job 42_ESTATES_AT_TOWNE_~W Truss V08 Truss Type Valley Qty 1 Ply 1 42 Estates at Towne Meadow Job Reference (optional) I42578618 8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Aug 25 17:37:48 2020 Page 1 ProBuild (Carter-Lee), Mooresville, IN - 46158, ID:dHgyFp7oglwYJLmjLVvlkrza3DW-brtE2QIzG5agPcQgDpe82XFeuuvJNAp4mX0j5XykEV1 Scale = 1:15.41 2 3 5 4 3x4 3x4 3x4 2x4 2x4 2-11-14 2-11-14 2-5-140-0-410.00 12 Plate Offsets (X,Y)-- [1:0-2-13,Edge], [3:0-0-11,Edge] 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 IRC2018/TPI2014 CSI. TC BC WB Matrix-P 0.09 0.04 0.06 DEFL. Vert(LL) Vert(CT) Horz(CT) 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: 8 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x3 SPF No.2 BOT CHORD 2x3 SPF No.2 WEBS 2x3 SPF No.2 OTHERS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 2-11-14 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. (size)5=2-11-9, 3=2-11-9, 4=2-11-9 Max Horz 5=-114(LC 6) Max Uplift 5=-35(LC 6), 3=-20(LC 7), 4=-109(LC 11) Max Grav 5=60(LC 18), 3=68(LC 17), 4=154(LC 18) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES-(7-8) 1) Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=250ft; Ke=0.97; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2E) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 35 lb uplift at joint 5, 20 lb uplift at joint 3 and 109 lb uplift at joint 4. 6) This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 7) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 8) 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.). August 26,2020 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, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Job 42_ESTATES_AT_TOWNE_~W Truss V09 Truss Type Valley Qty 1 Ply 1 42 Estates at Towne Meadow Job Reference (optional) I42578619 8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Aug 25 17:37:49 2020 Page 1 ProBuild (Carter-Lee), Mooresville, IN - 46158, ID:dHgyFp7oglwYJLmjLVvlkrza3DW-31RcFmJb1PiX1m?tnW9NblonqIDz6diD?BmGd_ykEV0 Scale = 1:15.0 1 2 3 4 3x4 3x4 3x4 2x4 4-10-10 4-10-10 2-5-5 2-5-5 4-10-10 2-5-5 0-0-42-5-50-0-412.00 12 Plate Offsets (X,Y)-- [1:0-3-3,Edge], [3:0-0-15,Edge] 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 IRC2018/TPI2014 CSI. TC BC WB Matrix-P 0.20 0.08 0.02 DEFL. Vert(LL) Vert(CT) Horz(CT) 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: 11 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 4-10-10 oc purlins. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. (size)1=4-10-10, 3=4-10-10, 4=4-10-10 Max Horz 1=76(LC 7) Max Uplift 1=-47(LC 11), 3=-47(LC 11), 4=-4(LC 10) Max Grav 1=105(LC 1), 3=105(LC 1), 4=141(LC 1) 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 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=250ft; Ke=0.97; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2E) 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) * 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. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 47 lb uplift at joint 1, 47 lb uplift at joint 3 and 4 lb uplift at joint 4. 7) This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 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.). August 26,2020 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.21.The design does not take into account any dynamic or other loads other than those expressly stated.Failure to Follow Could Cause PropertyDamage or Personal Injury (Drawings not to scale)© 2012 MiTek® All Rights ReservedMiTek Engineering Reference Sheet: MII-7473 rev. 5/19/2020edge 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