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HomeMy WebLinkAboutCC Lot 77 Truss 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 Carter Components (Pittsboro, IN). June 7,2022 Garcia, Juan Pages or sheets covered by this seal: I52382600 thru I52382650 My license renewal date for the state of Indiana is July 31, 2022. 18030029-W EPCON RT MASTERS-Haven A Sitting Room 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 RdChesterfield, 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 Componentavailable 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. 812 =4x8 =4x5 =3x6 =3x8 =5x6 =3x6 =3x6 =3x6 =5x6 =3x8 =3x6 =4x5 =4x6 1 22 21 20 19 18 17 16 15 14 13 23 27 12 11 2 3 24 10 4 5 92526678 3-3-2 10-4-14 3-7-2 14-0-0 5-4-1 24-8-1 5-4-1 19-4-1 5-4-1 30-0-2 4-8-8 39-4-1 4-7-7 34-7-9 4-8-1 44-0-2 7-1-12 7-1-12 0-1-12 1-1-12 0-1-12 43-0-2 1-0-0 44-0-2 1-0-0 1-0-0 3-5-6 13-10-4 6-0-0 42-10-6 6-8-8 36-10-6 7-7-9 21-5-13 8-8-1 30-1-14 9-3-2 10-4-140-8-010-0-0Scale = 1:74.6 Plate Offsets (X, Y):[1:0-1-15,0-0-2], [5:0-3-12,0-2-0], [9:0-3-12,0-2-0], [13:0-3-9,0-1-8] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.15 TC 0.46 Vert(LL)-0.14 21-22 >785 240 MT20 197/144 TCDL 10.0 Lumber DOL 1.15 BC 0.55 Vert(CT)-0.29 21-22 >397 180 BCLL 0.0 Rep Stress Incr YES WB 0.46 Horz(CT)0.01 14 n/a n/a BCDL 10.0 Code IRC2018/TPI2014 Matrix-S Weight: 237 lb FT = 20% LUMBER TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 *Except* 12-15,12-14:2x4 SPF Stud SLIDER Left 2x4 SPF Stud -- 1-3-7, Right 2x4 SPF Stud -- 1-3-3 BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except 2-0-0 oc purlins (6-0-0 max.): 5-9. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 20-21,18-20. WEBS 1 Row at midpt 5-20, 6-18, 8-18, 9-16 REACTIONS (lb/size)14=851/0-3-8, 18=1525/0-3-8, 21=741/0-3-8, 22=404/0-3-8 Max Horiz 22=-154 (LC 8) Max Uplift 14=-4 (LC 13), 21=-83 (LC 12) Max Grav 14=859 (LC 26), 18=1525 (LC 1), 21=766 (LC 25), 22=428 (LC 25) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-496/0, 2-4=-73/99, 4-5=-126/76, 5-6=-90/77, 6-8=0/193, 8-9=-370/114, 9-10=-528/110, 10-12=-844/77, 12-13=-202/31 BOT CHORD 1-22=0/373, 21-22=-56/184, 20-21=-92/154, 18-20=-133/147, 16-18=-46/123, 15-16=0/574, 14-15=0/690, 13-14=0/141 WEBS 5-20=-248/32, 6-20=0/204, 6-18=-530/40, 8-18=-873/61, 8-16=0/567, 9-16=-31/103, 10-16=-377/96, 10-15=0/245, 12-15=-106/90, 12-14=-885/76, 2-21=-324/127, 2-22=-5/354, 4-21=-360/61, 4-20=-26/190 NOTES 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=15ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) exterior zone and C-C Exterior(2E) 0-0-0 to 3-4-8, Interior (1) 3-4-8 to 14-0-0, Exterior(2R) 14-0-0 to 18-9-4, Interior (1) 18-9-4 to 30-0-2, Exterior(2R) 30-0-2 to 34-7-9, Interior (1) 34-7-9 to 44-0-2 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)All plates are 3x5 MT20 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)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 4 lb uplift at joint 14 and 83 lb uplift at joint 21. 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. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply EPCON RT MASTERS-Haven A Sitting Room I52382600T1Piggyback Base 4 118030029-W Job Reference (optional) Carter Components (Franklin), Franklin, IN - 46131,Run: 8.53 S Apr 27 2022 Print: 8.530 S Apr 27 2022 MiTek Industries, Inc. Mon Jun 06 19:41:25 Page: 1 ID:ECg?_LOXoqpIB?VoJAIvlby9Qd1-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f June 7,2022 16023 Swingley Ridge RdChesterfield, 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 Componentavailable 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. 812 =4x8 =4x5 =3x6 =3x8 =5x6 =3x6 =3x6 =3x6 =5x6 =3x8 =3x6 =4x5 =4x6 22 1 21 20 19 18 17 16 15 14 13 23 27 12 11 2 3 24 104 952625678 3-0-10 10-2-6 3-9-10 14-0-0 5-4-1 24-8-1 5-4-1 19-4-1 5-4-1 30-0-2 4-8-8 39-4-1 4-7-7 34-7-9 4-8-1 44-0-2 7-1-12 7-1-12 0-1-12 43-0-2 0-1-12 1-1-12 1-0-0 44-0-2 1-0-0 1-0-0 3-7-14 13-10-4 6-0-0 42-10-6 6-8-8 36-10-6 7-7-9 21-5-13 8-8-1 30-1-14 9-0-10 10-2-60-8-010-0-0Scale = 1:74.6 Plate Offsets (X, Y):[1:0-1-15,0-0-2], [5:0-3-12,0-2-0], [9:0-3-12,0-2-0], [13:0-3-9,0-1-8] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.15 TC 0.46 Vert(LL)-0.13 21-22 >832 240 MT20 197/144 TCDL 10.0 Lumber DOL 1.15 BC 0.53 Vert(CT)-0.26 21-22 >421 180 BCLL 0.0 Rep Stress Incr YES WB 0.46 Horz(CT)0.01 14 n/a n/a BCDL 10.0 Code IRC2018/TPI2014 Matrix-S Weight: 237 lb FT = 20% LUMBER TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 *Except* 12-15,12-14:2x4 SPF Stud SLIDER Left 2x4 SPF Stud -- 1-3-7, Right 2x4 SPF Stud -- 1-3-3 BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except 2-0-0 oc purlins (6-0-0 max.): 5-9. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 20-21,18-20. WEBS 1 Row at midpt 5-20, 6-18, 8-18, 9-16 REACTIONS (lb/size)14=851/0-3-8, 18=1530/0-3-8, 21=743/0-4-15, 22=396/0-3-8 Max Horiz 22=-154 (LC 8) Max Uplift 14=-4 (LC 13), 21=-83 (LC 12) Max Grav 14=859 (LC 26), 18=1530 (LC 1), 21=769 (LC 25), 22=420 (LC 25) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-474/0, 2-4=-73/95, 4-5=-138/76, 5-6=-93/79, 6-8=0/192, 8-9=-370/114, 9-10=-528/110, 10-12=-844/77, 12-13=-202/31 BOT CHORD 1-22=0/355, 21-22=-55/176, 20-21=-92/152, 18-20=-131/146, 16-18=-46/124, 15-16=0/574, 14-15=0/690, 13-14=0/141 WEBS 5-20=-250/33, 6-20=0/212, 6-18=-536/40, 8-18=-872/61, 8-16=0/566, 9-16=-31/102, 10-16=-377/96, 10-15=0/245, 12-15=-106/90, 12-14=-885/76, 2-21=-322/127, 2-22=-5/337, 4-21=-363/58, 4-20=-24/193 NOTES 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=15ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) exterior zone and C-C Exterior(2E) 0-0-0 to 3-4-12, Interior (1) 3-4-12 to 14-0-0, Exterior(2R) 14-0-0 to 18-9-10, Interior (1) 18-9-10 to 30-0-2, Exterior(2R) 30-0-2 to 34-7-9, Interior (1) 34-7-9 to 44-0-2 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)All plates are 3x5 MT20 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)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 4 lb uplift at joint 14 and 83 lb uplift at joint 21. 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. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply EPCON RT MASTERS-Haven A Sitting Room I52382601T2Piggyback Base 1 118030029-W Job Reference (optional) Carter Components (Franklin), Franklin, IN - 46131,Run: 8.53 S Apr 27 2022 Print: 8.530 S Apr 27 2022 MiTek Industries, Inc. Mon Jun 06 19:41:27 Page: 1 ID:XYcfSkTw9_hIW4X8D8wZX4y9Qcw-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f June 7,2022 16023 Swingley Ridge RdChesterfield, 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 Componentavailable 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. 812 =4x6 =4x5 =3x8 =3x8 =5x6 =3x6 =3x6 =3x6 =5x6 =3x8 =3x6 =4x5 =4x6 1 22 21 20 19 18 17 16 15 13 14 23 26 12 11 23 4 252410 95678 1-0-10 8-2-6 5-4-1 24-8-1 5-4-1 19-4-1 5-4-1 30-0-2 4-8-8 39-4-1 4-7-7 34-7-9 4-8-1 44-0-2 5-9-10 14-0-0 7-1-12 7-1-12 0-1-12 1-1-12 0-1-12 43-0-2 1-0-0 44-0-2 1-0-0 1-0-0 5-7-14 13-10-4 6-0-0 42-10-6 6-8-8 36-10-6 7-0-10 8-2-6 7-7-9 21-5-13 8-8-1 30-1-140-8-010-0-0Scale = 1:74.6 Plate Offsets (X, Y):[1:0-1-15,0-0-2], [5:0-3-12,0-2-0], [9:0-3-12,0-2-0], [13:0-3-9,0-1-8] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.15 TC 0.51 Vert(LL)-0.09 16-18 >999 240 MT20 197/144 TCDL 10.0 Lumber DOL 1.15 BC 0.44 Vert(CT)-0.19 16-18 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.46 Horz(CT)0.01 14 n/a n/a BCDL 10.0 Code IRC2018/TPI2014 Matrix-S Weight: 234 lb FT = 20% LUMBER TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 *Except* 2-21,12-15,12-14:2x4 SPF Stud SLIDER Left 2x4 SPF Stud -- 1-3-7, Right 2x4 SPF Stud -- 1-3-3 BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except 2-0-0 oc purlins (6-0-0 max.): 5-9. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 5-20, 6-18, 8-18, 9-16 REACTIONS (lb/size)14=857/0-3-8, 18=1584/0-3-8, 21=783/0-4-15, 22=297/0-3-8 Max Horiz 22=-154 (LC 8) Max Uplift 14=-6 (LC 13), 21=-77 (LC 12) Max Grav 14=858 (LC 26), 18=1584 (LC 1), 21=814 (LC 25), 22=316 (LC 25) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-249/85, 2-4=-66/81, 4-5=-261/76, 5-6=-135/93, 6-8=0/183, 8-9=-368/117, 9-10=-526/112, 10-12=-842/79,12-13=-202/30 BOT CHORD 1-22=0/172, 21-22=-66/115, 20-21=-80/124, 18-20=-124/144, 16-18=-52/130, 15-16=0/573, 14-15=0/689, 13-14=0/141 WEBS 5-20=-252/36, 6-20=0/290, 6-18=-598/43, 8-18=-869/59, 8-16=0/560, 9-16=-25/99, 2-21=-329/137, 2-22=-27/180, 4-21=-367/28,4-20=-4/202, 10-16=-377/96, 10-15=0/245,12-15=-106/89, 12-14=-883/78 NOTES 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=15ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) exterior zone and C-C Exterior(2E) 0-0-0 to 3-7-2, Interior (1) 3-7-2 to 14-0-0, Exterior(2R) 14-0-0 to 19-4-1, Interior (1) 19-4-1 to 30-0-2, Exterior(2R) 30-0-2 to 35-1-2, Interior (1) 35-1-2 to 44-0-2 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)All plates are 3x5 MT20 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)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 77 lb uplift at joint 21 and 6 lb uplift at joint 14. 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. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply EPCON RT MASTERS-Haven A Sitting Room I52382602T3Piggyback Base 1 118030029-W Job Reference (optional) Carter Components (Franklin), Franklin, IN - 46131,Run: 8.53 S Apr 27 2022 Print: 8.530 S Apr 27 2022 MiTek Industries, Inc. Mon Jun 06 19:41:27 Page: 1 ID:TxjPtQVAhbx0mOhWLZy1dVy9Qcu-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f June 7,2022 16023 Swingley Ridge RdChesterfield, 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 Componentavailable 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. 812 =3x5 =4x6 =4x8 =3x6 =3x5 =5x8 =2x4 =4x5 =5x8 =2x4 =2x4 =MT18HS 10x12 =3x8 =3x5 =3x5 =3x6 =3x5 =3x6 =5x6 =3x8 =3x5 =3x5 =3x6 =4x5 =4x6 =3x5 1 25 24 21 20 19 18 17 16 15 14 26 2223 27 30132 123 28 29411 5 106789 1-8-2 14-0-0 3-3-11 12-3-14 4-3-8 9-0-3 5-4-1 24-8-1 5-4-1 19-4-1 5-4-1 30-0-2 4-8-12 4-8-12 4-8-8 39-4-1 4-7-7 34-7-9 4-8-1 44-0-2 0-1-12 43-0-2 0-1-12 1-1-12 1-0-0 1-0-0 1-0-0 44-0-2 1-8-2 13-10-4 2-1-12 30-1-14 2-11-10 9-1-15 3-0-3 12-2-2 5-0-10 6-2-6 6-0-0 42-10-6 6-6-5 28-0-2 6-8-8 36-10-6 7-7-9 21-5-130-8-01-0-010-0-0Scale = 1:77.3 Plate Offsets (X, Y):[1:0-3-9,0-1-8], [6:0-3-0,Edge], [10:0-3-12,0-2-0], [14:0-3-9,0-1-8], [22:0-2-0,0-2-8], [23:0-5-8,0-4-0] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.15 TC 0.35 Vert(LL)-0.09 17-19 >999 240 MT20 197/144 TCDL 10.0 Lumber DOL 1.15 BC 0.43 Vert(CT)-0.19 17-19 >999 180 MT18HS 197/144 BCLL 0.0 Rep Stress Incr YES WB 0.45 Horz(CT)0.02 15 n/a n/a BCDL 10.0 Code IRC2018/TPI2014 Matrix-S Weight: 257 lb FT = 20% LUMBER TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 *Except* 26-2,25-2,25-23,23-2,20-22,13-16,13-15:2x4 SPF Stud SLIDER Left 2x4 SPF Stud -- 1-3-3, Right 2x4 SPF Stud -- 1-3-3 BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except 2-0-0 oc purlins (6-0-0 max.): 6-10. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. Except: 1 Row at midpt 5-22 WEBS 1 Row at midpt 6-20, 7-19, 9-19, 10-17 REACTIONS (lb/size)15=828/0-3-8, 19=1701/0-3-8, 25=828/0-4-15, 26=164/0-3-8 Max Horiz 26=-154 (LC 8) Max Uplift 15=-11 (LC 13), 25=-70 (LC 12), 26=-17 (LC 13) Max Grav 15=843 (LC 26), 19=1701 (LC 1), 25=861 (LC 25), 26=191 (LC 20) FORCES (lb) - Maximum Compression/MaximumTension TOP CHORD 1-2=-95/142, 2-4=-237/41, 4-5=-259/68, 5-6=-208/108, 6-7=-138/92, 7-9=0/243, 9-10=-349/123, 10-11=-502/120, 11-13=-821/87, 13-14=-200/33 BOT CHORD 1-26=-43/72, 25-26=-85/77, 24-25=-15/0, 23-24=0/27, 4-23=-304/52, 22-23=-54/163, 21-22=-74/0, 5-22=-124/59, 20-21=-31/3, 19-20=-144/134, 17-19=-64/109, 16-17=0/554, 15-16=0/673, 14-15=0/139 WEBS 2-26=-60/128, 2-25=-694/120, 23-25=-329/37, 2-23=-25/499, 4-22=-13/57, 20-22=-34/199, 6-22=-45/174, 6-20=-258/55, 7-20=0/384, 7-19=-692/58, 9-19=-897/53, 9-17=0/593, 10-17=-51/81, 11-17=-379/96, 11-16=0/249, 13-16=-110/88, 13-15=-864/85 NOTES 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=15ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) exterior zone and C-C Exterior(2E) 0-0-0 to 3-9-9, Interior (1) 3-9-9 to 14-0-0, Exterior(2R) 14-0-0 to 19-4-1, Interior (1) 19-4-1to 30-0-2, Exterior(2R) 30-0-2 to 35-4-8, Interior (1)35-4-8 to 44-0-2 zone; cantilever left and right exposed ;end vertical left and right exposed;C-C for members andforces & MWFRS for reactions shown; LumberDOL=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)All plates are 3x5 MT20 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)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 17 lb uplift at joint 26, 70 lb uplift at joint 25 and 11 lb uplift at joint 15. 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. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply EPCON RT MASTERS-Haven A Sitting Room I52382603T4Piggyback Base 1 118030029-W Job Reference (optional) Carter Components (Franklin), Franklin, IN - 46131,Run: 8.53 S Apr 27 2022 Print: 8.530 S Apr 27 2022 MiTek Industries, Inc. Mon Jun 06 19:41:28 Page: 1 ID:QJrAI6WQDDCk?hrvS__Viwy9Qcs-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f June 7,2022 16023 Swingley Ridge RdChesterfield, 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 Componentavailable 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. 812 =3x5 =4x6 =5x10 =3x5 =3x6 =2x4 =3x5 =5x8 =5x10 =2x4 =6x8 =3x5 =4x8 =3x6 =3x5 =3x6 =5x6 =3x8 =3x5 =3x5 =3x6 =4x5 =4x6 =3x5 1 24 23 22 19 18 17 16 15 14 132120 29212 3 11 4 282510 962672785 2-9-14 7-0-3 4-2-6 4-2-6 5-4-1 24-8-1 5-4-1 19-4-1 5-4-1 30-0-2 4-8-8 39-4-1 4-7-7 34-7-9 4-8-1 44-0-2 6-11-13 14-0-0 0-1-12 43-0-2 0-1-12 1-1-12 1-0-0 44-0-2 1-0-0 1-0-0 2-1-12 30-1-14 2-11-10 7-1-15 3-0-10 4-2-6 6-0-0 42-10-6 6-6-5 28-0-2 6-8-8 36-10-6 7-0-3 14-2-2 7-3-10 21-5-130-8-01-0-010-0-0Scale = 1:74.6 Plate Offsets (X, Y):[1:0-1-15,0-0-2], [5:0-3-3,Edge], [9:0-3-12,0-2-0], [13:0-3-9,0-1-8], [20:0-6-4,0-4-4], [21:0-2-12,0-2-8] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.15 TC 0.53 Vert(LL)-0.09 16-18 >999 240 MT20 197/144 TCDL 10.0 Lumber DOL 1.15 BC 0.44 Vert(CT)-0.18 20-21 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.44 Horz(CT)0.02 14 n/a n/a BCDL 10.0 Code IRC2018/TPI2014 Matrix-S Weight: 244 lb FT = 20% LUMBER TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 *Except* 22-4:2x4 SPF Stud WEBS 2x4 SPF No.2 *Except* 23-21,2-21,2-23,2-24,12-15,12-14:2x4 SPF Stud SLIDER Left 2x4 SPF Stud -- 1-3-2, Right 2x4 SPF Stud -- 1-3-3 BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except 2-0-0 oc purlins (6-0-0 max.): 5-9. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. Except: 1 Row at midpt 5-20 WEBS 1 Row at midpt 6-18, 8-18, 9-16 REACTIONS (lb/size)14=821/0-3-8, 18=1772/0-3-8, 23=968/0-4-15, 24=-40/0-3-8 Max Horiz 24=-157 (LC 8) Max Uplift 14=-16 (LC 13), 23=-93 (LC 12), 24=-99 (LC 10) Max Grav 14=830 (LC 26), 18=1772 (LC 1), 23=968 (LC 1), 24=89 (LC 12) FORCES (lb) - Maximum Compression/MaximumTension TOP CHORD 1-2=-36/206, 2-4=-253/4, 4-5=-404/124, 5-6=-143/83, 6-8=0/257, 8-9=-331/130, 9-10=-481/129, 10-12=-802/94, 12-13=-197/34 BOT CHORD 1-24=-108/56, 23-24=-240/94, 22-23=-73/0, 21-22=0/38, 4-21=-395/154, 20-21=-57/205, 19-20=0/117, 5-20=-280/61, 18-19=-20/2, 16-18=-73/98, 15-16=0/537, 14-15=0/660, 13-14=0/138 WEBS 21-23=-237/126, 5-21=-86/136, 18-20=-145/124, 6-20=0/462, 6-18=-734/34, 8-18=-909/52, 8-16=0/599, 9-16=-56/69, 2-21=-16/521, 2-23=-811/108, 2-24=-99/249, 10-16=-380/95, 10-15=0/253, 12-15=-112/87, 12-14=-847/92 NOTES 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=15ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) exterior zone and C-C Exterior(2E) 0-0-0 to 4-2-6, Interior (1) 4-2-6 to 14-3-14, Exterior(2R) 14-3-14 to 19-11-11, Interior (1)19-11-11 to 30-0-2, Exterior(2R) 30-0-2 to 35-7-15,Interior (1) 35-7-15 to 44-0-2 zone; cantilever left andright exposed ; end vertical left and right exposed;C-Cfor 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 3x5 MT20 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)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 93 lb uplift at joint 23, 99 lb uplift at joint 24 and 16 lb uplift at joint 14. 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. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply EPCON RT MASTERS-Haven A Sitting Room I52382604T5Piggyback Base 1 118030029-W Job Reference (optional) Carter Components (Franklin), Franklin, IN - 46131,Run: 8.53 S Apr 27 2022 Print: 8.530 S Apr 27 2022 MiTek Industries, Inc. Mon Jun 06 19:41:28 Page: 1 ID:uWPYVSX2_WKbdrQ50iVkE7y9Qcr-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f June 7,2022 16023 Swingley Ridge RdChesterfield, 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 Componentavailable 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. 812 =3x5 =4x6 =3x10 =3x5 =3x6 =2x4 =2x4 =5x8 =3x5 =3x5 =5x6 =5x10 =2x4 =2x4 =4x5 =3x6 =3x10 =3x6 =5x6 =3x8 =3x5 =3x5 =3x6 =4x5 =4x6 =3x5 1 26 25 24 20 19 18 17 16 15 1423 22 21 2 3 3113412 3027 115 1067288299 2-2-6 2-2-6 2-9-14 5-0-3 5-2-5 24-8-1 5-4-1 30-0-2 4-6-12 9-7-0 5-5-12 19-5-12 4-5-0 14-0-0 4-8-8 39-4-1 4-7-7 34-7-9 4-8-1 44-0-2 0-1-12 43-0-2 0-1-12 1-1-12 1-0-0 44-0-2 1-0-0 1-0-0 1-0-10 2-2-6 2-1-12 30-1-14 2-1-12 21-5-13 2-11-10 5-1-15 5-5-12 19-4-0 6-0-0 42-10-6 6-6-5 28-0-2 6-8-8 36-10-6 8-8-5 13-10-40-8-01-0-010-0-0Scale = 1:79.9 Plate Offsets (X, Y):[1:0-3-9,0-1-8], [6:0-3-12,0-2-0], [10:0-3-12,0-2-0], [14:0-3-9,0-1-8], [21:0-2-4,0-2-0], [23:0-2-12,0-3-0] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.15 TC 0.34 Vert(LL)-0.15 22-23 >999 240 MT20 197/144 TCDL 10.0 Lumber DOL 1.15 BC 0.52 Vert(CT)-0.32 22-23 >731 180 BCLL 0.0 Rep Stress Incr YES WB 0.76 Horz(CT)0.04 15 n/a n/a BCDL 10.0 Code IRC2018/TPI2014 Matrix-S Weight: 245 lb FT = 20% LUMBER TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 *Except* 24-4:2x4 SPF Stud WEBS 2x4 SPF No.2 *Except* 19-21,2-25,2-23,2-26,23-25,13-16,13-15:2x4 SPF Stud SLIDER Left 2x4 SPF Stud -- 1-1-15, Right 2x4 SPF Stud -- 1-3-3 BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except 2-0-0 oc purlins (6-0-0 max.): 6-10. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. Except: 1 Row at midpt 7-21 WEBS 1 Row at midpt 6-21, 9-19, 10-17 REACTIONS (lb/size)15=792/0-3-8, 19=1914/0-3-8, 25=1252/0-4-15, 26=-437/0-3-8 Max Horiz 26=-154 (LC 8) Max Uplift 15=-16 (LC 13), 25=-78 (LC 12), 26=-484 (LC 19) Max Grav 15=818 (LC 26), 19=1914 (LC 1), 25=1292 (LC 25), 26=80 (LC 12) FORCES (lb) - Maximum Compression/MaximumTension TOP CHORD 1-2=-20/235, 2-4=-489/8, 4-5=-542/85, 5-6=-354/81, 6-7=0/167, 7-9=0/171, 9-10=-315/129, 10-11=-462/128, 11-13=-785/93, 13-14=-197/38 BOT CHORD 1-26=-141/30, 25-26=-330/34, 24-25=-97/0, 23-24=0/33, 4-23=-233/87, 22-23=-66/376, 21-22=-48/238, 20-21=-102/0, 7-21=-343/75, 19-20=-39/0, 17-19=-97/100, 16-17=0/522, 15-16=0/647, 14-15=0/137 WEBS 5-23=-29/105, 5-22=-270/107, 6-22=0/431, 6-21=-622/3, 19-21=-576/100, 9-21=-54/674, 9-19=-1540/0, 9-17=0/629, 10-17=-81/58, 2-25=-1023/102, 2-23=-4/728, 2-26=-75/399, 23-25=-301/63, 11-17=-383/95, 11-16=0/255, 13-16=-116/87, 13-15=-832/91 NOTES 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=15ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) exterior zone and C-C Exterior(2E) 0-0-0 to 4-2-6, Interior (1) 4-2-6 to 14-0-0, Exterior(2R) 14-0-0 to 19-11-3, Interior (1)19-11-3 to 30-0-2, Exterior(2R) 30-0-2 to 35-11-5,Interior (1) 35-11-5 to 44-0-2 zone; cantilever left andright exposed ; end vertical left and right exposed;C-Cfor 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 78 lb uplift at joint 25, 484 lb uplift at joint 26 and 16 lb uplift at joint 15. 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. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply EPCON RT MASTERS-Haven A Sitting Room I52382605T6Piggyback Base 1 118030029-W Job Reference (optional) Carter Components (Franklin), Franklin, IN - 46131,Run: 8.53 S Apr 27 2022 Print: 8.530 S Apr 27 2022 MiTek Industries, Inc. Mon Jun 06 19:41:29 Page: 1 ID:MizwjoYhkqSSE?_IaP1znLy9Qcq-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f June 7,2022 16023 Swingley Ridge RdChesterfield, 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 Componentavailable 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. 812 =3x5 =4x6 =3x10 =3x5 =3x6 =2x4 =2x4 =5x8 =3x5 =3x5 =5x6 =5x10 =2x4 =2x4 =4x5 =3x6 =3x10 =3x6 =5x6 =3x8 =3x6 =5x8 =2x4 =4x6 =3x5 1 25 24 23 19 18 17 16 15 14 1322 21 20 2 3 31264 12273011 5 6 107288299 2-2-13 2-2-13 2-9-13 5-0-10 5-2-5 24-8-1 5-4-1 30-0-2 4-6-9 9-7-3 5-5-12 19-5-12 4-4-13 14-0-0 6-10-4 36-10-6 7-1-12 44-0-2 0-1-12 1-1-12 0-1-12 43-0-2 1-0-0 44-0-2 1-0-0 1-0-0 1-1-1 2-2-13 2-1-12 30-1-14 2-1-12 21-5-13 2-11-9 5-2-6 5-5-12 19-4-0 6-0-0 42-10-6 6-6-5 28-0-2 6-8-8 36-10-6 8-7-14 13-10-40-8-01-0-010-0-0Scale = 1:79.9 Plate Offsets (X, Y):[1:0-3-9,0-1-8], [6:0-3-12,0-2-0], [10:0-3-12,0-2-0], [13:0-1-15,0-0-2], [20:0-2-4,0-2-0], [22:0-2-12,0-3-0] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.15 TC 0.54 Vert(LL)-0.15 21-22 >999 240 MT20 197/144 TCDL 10.0 Lumber DOL 1.15 BC 0.51 Vert(CT)-0.31 21-22 >742 180 BCLL 0.0 Rep Stress Incr YES WB 0.79 Horz(CT)0.04 14 n/a n/a BCDL 10.0 Code IRC2018/TPI2014 Matrix-S Weight: 243 lb FT = 20% LUMBER TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 *Except* 23-4:2x4 SPF Stud WEBS 2x4 SPF No.2 *Except* 18-20,12-15,2-24,2-22,2-25,22-24:2x4 SPF Stud SLIDER Left 2x4 SPF Stud -- 1-2-0, Right 2x4 SPF Stud -- 1-3-7 BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except 2-0-0 oc purlins (6-0-0 max.): 6-10. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. Except: 1 Row at midpt 7-20 WEBS 1 Row at midpt 6-20, 9-18, 10-16, 12-16 REACTIONS (lb/size)14=794/0-3-8, 18=1907/0-3-8, 24=1244/0-4-15, 25=-423/0-3-8 Max Horiz 25=154 (LC 9) Max Uplift 14=-17 (LC 13), 24=-78 (LC 12), 25=-470 (LC 19) Max Grav 14=820 (LC 26), 18=1907 (LC 1), 24=1282 (LC 25), 25=79 (LC 12) FORCES (lb) - Maximum Compression/MaximumTension TOP CHORD 1-2=-20/233, 2-4=-481/9, 4-5=-533/85, 5-6=-355/83, 6-7=0/165, 7-9=0/169, 9-10=-322/133, 10-12=-516/121, 12-13=-233/43 BOT CHORD 1-25=-140/30, 24-25=-331/34, 23-24=-96/0, 22-23=0/33, 4-22=-232/87, 21-22=-65/374, 20-21=-46/238, 19-20=-102/0, 7-20=-345/75, 18-19=-39/0, 16-18=-92/97, 15-16=0/662, 14-15=0/662, 13-14=0/159 WEBS 5-22=-28/99, 5-21=-266/106, 6-21=0/428, 6-20=-616/2, 18-20=-570/96, 9-20=-53/673, 9-18=-1536/0, 9-16=0/636, 10-16=-134/41, 12-16=-444/100, 12-15=0/239, 12-14=-752/55, 2-24=-1019/103, 2-22=-5/723, 2-25=-75/397, 22-24=-302/63 NOTES 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=15ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) exterior zone and C-C Exterior(2E) 0-0-0 to 4-4-13, Interior (1) 4-4-13 to 14-0-0, Exterior(2R) 14-0-0 to 20-2-11, Interior (1)20-2-11 to 30-0-2, Exterior(2R) 30-0-2 to 36-2-13,Interior (1) 36-2-13 to 44-0-2 zone; cantilever left andright exposed ; end vertical left and right exposed;C-Cfor 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 17 lb uplift at joint 14, 78 lb uplift at joint 24 and 470 lb uplift at joint 25. 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. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply EPCON RT MASTERS-Haven A Sitting Room I52382606T7Piggyback Base 1 118030029-W Job Reference (optional) Carter Components (Franklin), Franklin, IN - 46131,Run: 8.53 S Apr 27 2022 Print: 8.530 S Apr 27 2022 MiTek Industries, Inc. Mon Jun 06 19:41:29 Page: 1 ID:I54g7TZxGRi9UJ8ghq3Rsmy9Qco-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f June 7,2022 16023 Swingley Ridge RdChesterfield, 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 Componentavailable 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. 812 =3x5 =4x6 =5x10 =3x6 =3x6 =2x4 =3x5 =5x10 =6x12 =3x5 =4x5 =2x4 =6x8 =3x6 =4x5 =3x8 =3x6 =5x6 =3x8 =3x6 =6x10 =2x4 =4x6 =3x6 13 1 24 23 22 18 17 16 15 14 1221 20 19 292 3 4 11282510 5 96267278 2-9-13 7-0-10 4-2-13 4-2-13 5-2-5 24-8-1 5-4-1 30-0-2 5-5-12 19-5-12 6-10-4 36-10-6 6-11-6 14-0-0 7-1-12 44-0-2 0-1-12 1-1-12 0-1-12 43-0-2 1-0-0 44-0-2 1-0-0 1-0-0 2-1-12 30-1-14 2-11-9 7-2-6 3-1-1 4-2-13 3-4-1 28-0-2 5-4-1 24-8-1 5-5-12 19-4-0 6-0-0 42-10-6 6-7-14 13-10-4 6-8-8 36-10-60-8-01-0-010-0-0Scale = 1:74.6 Plate Offsets (X, Y):[1:0-2-3,0-0-2], [5:0-3-0,Edge], [9:0-3-12,0-2-0], [12:0-3-9,0-1-8], [19:0-5-12,0-4-0], [21:0-4-4,0-2-8] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.15 TC 0.56 Vert(LL)-0.08 19 >999 240 MT20 197/144 TCDL 10.0 Lumber DOL 1.15 BC 0.64 Vert(CT)-0.19 14-15 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.64 Horz(CT)0.10 13 n/a n/a BCDL 10.0 Code IRC2018/TPI2014 Matrix-S Weight: 248 lb FT = 20% LUMBER TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 *Except* 22-4:2x4 SPF Stud WEBS 2x4 SPF No.2 *Except* 23-21,11-14,2-21,2-23,2-24:2x4 SPF Stud SLIDER Left 2x4 SPF Stud -- 1-3-2, Right 2x4 SPF Stud -- 1-3-7 BRACING TOP CHORD Structural wood sheathing directly applied or 3-7-13 oc purlins, except 2-0-0 oc purlins (4-6-15 max.): 5-9. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 5-21, 6-20, 8-17, 8-15, 11-15, 11-13 REACTIONS (lb/size)13=1577/0-3-8, 23=2357/0-4-15, 24=-414/0-3-8 Max Horiz 24=154 (LC 9) Max Uplift 23=-16 (LC 12), 24=-414 (LC 1) Max Grav 13=1577 (LC 1), 23=2357 (LC 1), 24=66 (LC 12) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-31/295, 2-4=-711/0, 4-5=-847/96, 5-6=-1139/30, 6-8=-1548/0, 8-9=-1327/66, 9-11=-1736/40, 11-12=-336/5 BOT CHORD 1-24=-173/52, 23-24=-608/65, 22-23=-51/0, 21-22=-2/26, 4-21=-370/146, 20-21=0/1151, 19-20=0/1553, 18-19=0/96, 6-19=0/358,17-18=0/53, 15-17=0/1464, 14-15=0/1575,13-14=0/1575, 12-13=0/228 WEBS 21-23=-636/86, 5-21=-898/0, 5-20=0/790, 6-20=-820/38, 17-19=0/1446, 8-19=-49/221, 8-17=-216/46, 8-15=-398/87, 9-15=0/559, 11-15=-342/104, 11-14=0/247, 11-13=-1807/0, 2-21=0/1485, 2-23=-2018/45, 2-24=-73/607 NOTES 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=15ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) exterior zone and C-C Exterior(2E) 0-0-0 to 4-2-13, Interior (1) 4-2-13 to 14-0-0, Exterior(2R) 14-0-0 to 20-2-11, Interior (1) 20-2-11 to 30-0-2, Exterior(2R) 30-0-2 to 36-2-12,Interior (1) 36-2-12 to 44-0-2 zone; cantilever left andright exposed ; end vertical left and right exposed;C-Cfor 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 16 lb uplift at joint 23 and 414 lb uplift at joint 24. 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. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply EPCON RT MASTERS-Haven A Sitting Room I52382607T8Piggyback Base 1 118030029-W Job Reference (optional) Carter Components (Franklin), Franklin, IN - 46131,Run: 8.53 S Apr 27 2022 Print: 8.530 S Apr 27 2022 MiTek Industries, Inc. Mon Jun 06 19:41:30 Page: 1 ID:ETCRY9bBo3ytjcI3pF5vxBy9Qcm-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f June 7,2022 16023 Swingley Ridge RdChesterfield, 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 Componentavailable 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. 812 =3x5 =4x6 =4x5 =3x6 =3x8 =4x5 =5x8 =2x4 =4x5 =5x6 =8x10 =2x4 =3x5 =3x5 =5x8 =3x8 =3x6 =5x6 =3x5 =3x6 =4x8 =2x4 =4x6 =3x6 1 24 23 22 19 18 17 16 15 14 132021 302 3 4 122925115 106782892627 1-1-5 15-1-5 1-5-14 6-2-13 2-9-13 9-0-10 4-8-15 4-8-15 4-11-6 14-0-0 7-4-8 22-5-13 7-6-4 30-0-2 6-10-4 36-10-6 7-1-12 44-0-2 0-1-12 1-1-12 0-1-12 43-0-2 1-0-0 44-0-2 1-0-0 1-0-0 2-1-12 30-1-14 2-11-9 9-2-6 5-1-1 6-2-13 5-6-4 28-0-2 5-9-3 14-11-9 6-0-0 42-10-6 6-8-8 36-10-6 7-6-4 22-5-130-8-01-0-010-0-0Scale = 1:77 Plate Offsets (X, Y):[1:0-2-3,0-0-2], [6:0-4-4,0-2-4], [10:0-3-12,0-2-0], [12:0-3-2,0-1-8], [13:0-3-9,0-1-8], [20:0-4-8,0-2-12], [21:0-6-0,0-2-12] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.15 TC 0.65 Vert(LL)-0.09 18-19 >999 240 MT20 197/144 TCDL 10.0 Lumber DOL 1.15 BC 0.61 Vert(CT)-0.20 18-19 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.72 Horz(CT)0.07 14 n/a n/a BCDL 10.0 Code IRC2018/TPI2014 Matrix-S Weight: 248 lb FT = 20% LUMBER TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 *Except* 23-21,12-15,2-23,2-24,4-23,4-21:2x4 SPF Stud SLIDER Left 2x4 SPF Stud -- 1-3-3, Right 2x4 SPF Stud -- 1-3-7 BRACING TOP CHORD Structural wood sheathing directly applied or 3-11-2 oc purlins, except 2-0-0 oc purlins (4-3-8 max.): 6-10. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. Except: 1 Row at midpt 7-20 WEBS 1 Row at midpt 8-20, 8-18, 12-16, 12-14 REACTIONS (lb/size)14=1481/0-3-8, 23=2226/0-4-15, 24=-187/0-3-8 Max Horiz 24=-154 (LC 8) Max Uplift 24=-283 (LC 26) Max Grav 14=1481 (LC 1), 23=2226 (LC 1), 24=67 (LC 9) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-59/198, 2-4=-19/639, 4-5=-387/21, 5-6=-1141/18, 6-7=-938/38, 7-8=-939/40, 8-10=-1274/46, 10-12=-1584/55, 12-13=-325/5 BOT CHORD 1-24=-84/69, 23-24=-418/67, 22-23=-63/0, 21-22=-1/16, 5-21=-1165/11, 20-21=-35/328, 19-20=0/131, 7-20=-362/97, 18-19=0/57, 16-18=0/1206, 15-16=0/1457, 14-15=0/1457, 13-14=0/225 WEBS 21-23=-554/89, 5-20=0/753, 6-20=-42/574, 18-20=0/1227, 8-20=-560/49, 8-18=-184/168, 10-18=-98/246, 10-16=0/422, 12-16=-349/103, 12-15=0/238, 12-14=-1667/0, 2-23=-325/95, 2-24=-16/524, 4-23=-1616/0, 4-21=0/1343 NOTES 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=15ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) exterior zone and C-C Exterior(2E) 0-0-0 to 4-8-4, Interior (1) 4-8-4 to 14-0-0, Exterior(2R) 14-0-0 to 20-2-11, Interior (1)20-2-11 to 30-0-2, Exterior(2R) 30-0-2 to 36-2-12,Interior (1) 36-2-12 to 44-0-2 zone; cantilever left andright exposed ; end vertical left and right exposed;C-Cfor 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 283 lb uplift at joint 24. 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. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply EPCON RT MASTERS-Haven A Sitting Room I52382608T9Piggyback Base 1 118030029-W Job Reference (optional) Carter Components (Franklin), Franklin, IN - 46131,Run: 8.53 S Apr 27 2022 Print: 8.530 S Apr 27 2022 MiTek Industries, Inc. Mon Jun 06 19:41:30 Page: 1 ID:jgmpmVcpZM4kLmtFMyc8UOy9Qcl-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f June 7,2022 16023 Swingley Ridge RdChesterfield, 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 Componentavailable 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. 812 =3x5 =4x6 =4x5 =3x6 =3x8 =4x5 =5x8 =2x4 =4x5 =5x8 =2x4 =2x4 =6x10 =6x8 =2x4 =3x8 =3x8 =3x6 =5x6 =3x8 =3x6 =4x8 =2x4 =4x6 =3x6 1 25 24 2320 19 18 17 16 15 14 132122 3126 2 1232730411 5 6 107288299 0-5-7 0-10-11 14-0-0 2-0-11 13-1-5 2-5-13 8-2-13 2-9-14 11-0-10 5-8-15 5-8-15 8-0-1 22-0-1 8-0-1 30-0-1 6-10-4 36-10-5 7-1-12 44-0-1 0-1-12 1-1-12 0-1-12 43-0-1 1-0-0 44-0-1 1-0-0 1-0-0 0-10-11 13-10-4 1-9-3 12-11-9 2-1-12 30-1-13 2-11-10 11-2-6 6-0-0 42-10-5 6-0-1 28-0-1 6-8-8 36-10-5 7-1-1 8-2-13 8-1-13 22-0-10-8-01-0-010-0-0Scale = 1:82 Plate Offsets (X, Y):[1:0-1-15,0-0-10], [7:0-2-4,0-2-8], [10:0-3-12,0-2-0], [12:0-3-2,0-1-8], [13:0-3-9,0-1-8], [21:0-2-0,0-2-0], [22:0-5-8,0-2-8] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.15 TC 0.78 Vert(LL)-0.09 16-18 >999 240 MT20 197/144 TCDL 10.0 Lumber DOL 1.15 BC 0.85 Vert(CT)-0.21 16-18 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.89 Horz(CT)0.06 14 n/a n/a BCDL 10.0 Code IRC2018/TPI2014 Matrix-S Weight: 259 lb FT = 20% LUMBER TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 *Except* 24-22,19-21,12-15,2-24:2x4 SPF Stud SLIDER Left 2x4 SPF Stud -- 1-3-5, Right 2x4 SPF Stud -- 1-3-7 BRACING TOP CHORD Structural wood sheathing directly applied or 4-1-5 oc purlins, except 2-0-0 oc purlins (4-4-14 max.): 7-10. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 7-21, 8-19, 8-16, 12-16, 12-14 REACTIONS (lb/size)14=1420/0-3-8, 24=1967/0-4-15, 25=134/0-3-8 Max Horiz 25=-154 (LC 8) Max Uplift 25=-14 (LC 13) Max Grav 14=1420 (LC 1), 24=1967 (LC 1), 25=172 (LC 20) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-237/95, 2-4=-66/349, 4-5=-414/62, 5-6=-689/58, 6-7=-573/78, 7-8=-553/63, 8-10=-1127/90, 10-12=-1487/68, 12-13=-316/6 BOT CHORD 1-25=0/168, 24-25=-160/80, 23-24=-24/0, 22-23=-7/1, 5-22=-1052/0, 21-22=-8/316, 20-21=-250/0, 6-21=-41/126, 19-20=-26/23, 18-19=0/1137, 16-18=0/1137, 15-16=0/1383, 14-15=0/1383, 13-14=0/222 WEBS 22-24=-276/88, 5-21=0/756, 19-21=0/901, 7-21=-240/73, 7-19=-81/308, 8-19=-923/0, 8-18=0/336, 8-16=-165/102, 10-16=0/447,12-16=-354/102, 12-15=0/234,12-14=-1580/6, 2-24=-290/105,2-25=-20/325, 4-24=-1490/0, 4-22=0/1159 NOTES 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=15ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) exterior zone and C-C Exterior(2E) 0-0-0 to 4-4-13, Interior (1) 4-4-13 to 14-0-0, Exterior(2R) 14-0-0 to 20-2-11, Interior (1) 20-2-11 to 30-0-1, Exterior(2R) 30-0-1 to 36-2-12, Interior (1) 36-2-12 to 44-0-1 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 14 lb uplift at joint 25. 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. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply EPCON RT MASTERS-Haven A Sitting Room I52382609T10Piggyback Base 1 118030029-W Job Reference (optional) Carter Components (Franklin), Franklin, IN - 46131,Run: 8.53 S Apr 27 2022 Print: 8.530 S Apr 27 2022 MiTek Industries, Inc. Mon Jun 06 19:41:31 Page: 1 ID:BbomP1PnKS30QJfAQbKOq0y9Qd?-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f June 7,2022 16023 Swingley Ridge RdChesterfield, 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 Componentavailable 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. 812 =3x5 =4x8 =4x5 =3x6 =3x5 =4x5 =5x8 =5x6 =3x6 =2x4 =3x8 =3x8 =3x6 =5x6 =3x8 =3x6 =4x8 =2x4 =4x6 =3x6 12 1 20 19 18 17 16 15 14 13 11 2621 2 10222539 4 5 8236247 3-1-0 10-2-12 3-9-4 14-0-0 8-0-1 22-0-1 8-0-1 30-0-1 7-1-12 7-1-12 6-10-4 36-10-5 7-1-12 44-0-1 0-1-12 1-1-12 0-1-12 43-0-1 1-0-0 44-0-1 1-0-0 1-0-0 3-7-8 13-10-4 6-0-0 42-10-5 6-8-8 36-10-5 8-1-13 22-0-1 8-1-13 30-1-13 9-1-0 10-2-120-8-010-0-0Scale = 1:74.6 Plate Offsets (X, Y):[1:0-1-15,0-0-2], [5:0-3-12,0-2-0], [8:0-3-12,0-2-0], [10:0-3-2,0-1-12], [11:0-3-9,0-1-8] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.15 TC 0.79 Vert(LL)-0.14 19-20 >817 240 MT20 197/144 TCDL 10.0 Lumber DOL 1.15 BC 0.58 Vert(CT)-0.27 19-20 >415 180 BCLL 0.0 Rep Stress Incr YES WB 0.75 Horz(CT)0.05 12 n/a n/a BCDL 10.0 Code IRC2018/TPI2014 Matrix-S Weight: 226 lb FT = 20% LUMBER TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 *Except* 10-13:2x4 SPF Stud SLIDER Left 2x4 SPF Stud -- 1-3-7, Right 2x4 SPFStud -- 1-3-7 BRACING TOP CHORD Structural wood sheathing directly applied or 4-4-7 oc purlins, except 2-0-0 oc purlins (4-8-9 max.): 5-8. BOT CHORD Rigid ceiling directly applied or 10-0-0 ocbracing, Except:6-0-0 oc bracing: 19-20,18-19. WEBS 1 Row at midpt 5-18, 6-18, 6-14, 10-14, 10-12, 4-19 REACTIONS (lb/size)12=1340/0-3-8, 19=1908/0-4-15, 20=273/0-3-8 Max Horiz 20=154 (LC 9) Max Grav 12=1340 (LC 1), 19=1908 (LC 1), 20=319 (LC 25) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-461/0, 2-4=-25/269, 4-5=-401/59, 5-6=-307/60, 6-8=-1019/87, 8-10=-1357/64, 10-11=-302/5 BOT CHORD 1-20=0/345, 19-20=-110/132, 18-19=-221/141, 16-18=0/965, 14-16=0/965, 13-14=0/1286, 12-13=0/1286, 11-12=0/213 WEBS 5-18=-144/64, 6-18=-1030/0, 6-16=0/348, 6-14=-77/147, 8-14=0/394, 10-14=-366/103, 10-13=0/237, 10-12=-1470/1, 2-19=-344/126, 2-20=0/475, 4-19=-1474/0, 4-18=0/1147 NOTES 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=15ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) exterior zone and C-C Exterior(2E) 0-0-0 to 4-4-13, Interior (1) 4-4-13 to 14-0-0, Exterior(2R) 14-0-0 to 20-2-11, Interior (1) 20-2-11 to 30-0-1, Exterior(2R) 30-0-1 to 36-2-12, Interior (1) 36-2-12 to 44-0-1 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 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)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply EPCON RT MASTERS-Haven A Sitting Room I52382610T11Piggyback Base 1 118030029-W Job Reference (optional) Carter Components (Franklin), Franklin, IN - 46131,Run: 8.53 S Apr 27 2022 Print: 8.530 S Apr 27 2022 MiTek Industries, Inc. Mon Jun 06 19:41:31 Page: 1 ID:7zwWqjR1s3JjfcoZY0MswRy9Qcz-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f June 7,2022 16023 Swingley Ridge RdChesterfield, 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 Componentavailable 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. 812 =3x5 =4x6 =2x4 =4x8 =3x6 =3x5 =8x10 =3x6 =3x6 =2x4 =3x8 =3x8 =3x6 =5x6 =3x8 =3x5 =3x5 =3x6 =4x5 =4x6 =3x5 21 1 20 19 18 17 16 15 14 13 12 11 22 10 9 223 263 8 74245256 4-8-8 39-4-0 4-7-7 34-7-9 4-8-1 44-0-1 8-0-1 22-0-1 8-0-1 30-0-1 7-1-12 7-1-12 6-10-4 14-0-0 0-1-12 43-0-1 0-1-12 1-1-12 1-0-0 44-0-1 1-0-0 1-0-0 1-7-8 13-10-4 5-1-0 12-2-12 6-0-0 42-10-5 6-0-0 7-1-12 6-8-8 36-10-5 8-1-13 22-0-1 8-1-13 30-1-130-8-010-0-0Scale = 1:74.6 Plate Offsets (X, Y):[1:0-1-15,0-0-2], [4:0-2-8,0-2-12], [7:0-3-12,0-2-0], [11:0-3-9,0-1-8] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.15 TC 0.78 Vert(LL)-0.09 16-18 >999 240 MT20 197/144 TCDL 10.0 Lumber DOL 1.15 BC 0.54 Vert(CT)-0.21 16-18 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.83 Horz(CT)0.05 12 n/a n/a BCDL 10.0 Code IRC2018/TPI2014 Matrix-S Weight: 229 lb FT = 20% LUMBER TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 *Except* 2-20,10-13,10-12:2x4 SPF Stud SLIDER Left 2x4 SPF Stud -- 1-3-7, Right 2x4 SPF Stud -- 1-3-3 BRACING TOP CHORD Structural wood sheathing directly applied or 4-10-0 oc purlins, except 2-0-0 oc purlins (5-0-2 max.): 4-7. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 20-21,19-20. WEBS 1 Row at midpt 4-19, 5-18 REACTIONS (lb/size)12=1249/0-3-8, 19=1915/0-4-15, 21=357/0-3-8 Max Horiz 21=-154 (LC 8) Max Grav 12=1260 (LC 26), 19=1915 (LC 1), 21=399 (LC 25) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-191/103, 2-4=-10/378, 4-5=-94/82, 5-7=-908/97, 7-8=-1172/85, 8-10=-1424/55, 10-11=-233/0 BOT CHORD 1-21=0/125, 20-21=-61/183, 19-20=-61/183, 18-19=-60/160, 16-18=0/790, 14-16=0/790, 13-14=0/1081, 12-13=0/1117, 11-12=0/165 WEBS 2-21=-151/92, 2-20=0/227, 2-19=-480/104, 4-19=-1514/0, 4-18=0/949, 5-18=-1143/0, 5-16=0/344, 5-14=-35/234, 7-14=0/346, 8-14=-331/94, 8-13=0/187, 10-13=-34/94, 10-12=-1422/54 NOTES 1)Unbalanced roof live loads have been considered forthis design. 2)Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=15ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) exterior zone and C-C Exterior(2E) 0-0-0 to 4-4-13, Interior (1) 4-4-13 to 14-0-0, Exterior(2R) 14-0-0 to 20-2-11, Interior (1) 20-2-11 to 30-0-1, Exterior(2R) 30-0-1 to 36-2-12, Interior (1) 36-2-12 to 44-0-1 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 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)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply EPCON RT MASTERS-Haven A Sitting Room I52382611T12Piggyback Base 1 118030029-W Job Reference (optional) Carter Components (Franklin), Franklin, IN - 46131,Run: 8.53 S Apr 27 2022 Print: 8.530 S Apr 27 2022 MiTek Industries, Inc. Mon Jun 06 19:41:32 Page: 1 ID:bAUu13SfdNRaHmNl6jt5Sfy9Qcy-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f June 7,2022 16023 Swingley Ridge RdChesterfield, 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 Componentavailable 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. 812 =3x6 =4x6 =2x4 =5x10 =3x6 =3x8 =5x6 =3x6 =2x4 =3x8 =4x8 =3x6 =5x6 =3x8 =3x6 =5x10 =2x4 =4x6 =3x6 19 1 18 17 16 15 14 13 12 11 10 20 25 2 9212483 4 7225236 8-0-1 30-0-1 8-0-1 22-0-1 7-1-12 7-1-12 6-10-4 36-10-5 6-10-4 14-0-0 7-1-12 44-0-1 0-1-12 1-1-12 0-1-12 43-0-1 0-0-8 13-10-4 1-0-0 44-0-1 1-0-0 1-0-0 6-0-0 7-1-12 6-0-0 42-10-5 6-8-0 13-9-12 6-8-8 36-10-5 8-1-13 30-1-13 8-1-13 22-0-10-8-010-0-0Scale = 1:74.6 Plate Offsets (X, Y):[1:0-3-9,0-1-8], [4:0-3-0,0-0-8], [6:0-4-0,Edge], [7:0-3-0,0-0-8], [10:0-3-9,0-1-8] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.15 TC 0.84 Vert(LL)-0.08 13-15 >999 240 MT20 197/144 TCDL 10.0 Lumber DOL 1.15 BC 0.48 Vert(CT)-0.17 13-15 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.96 Horz(CT)0.03 11 n/a n/a BCDL 10.0 Code IRC2018/TPI2014 Matrix-S Weight: 217 lb FT = 20% LUMBER TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 *Except* 2-18,9-12:2x4 SPF Stud SLIDER Left 2x4 SPF Stud -- 1-3-7, Right 2x4 SPF Stud -- 1-3-7 BRACING TOP CHORD Structural wood sheathing directly applied or 5-2-5 oc purlins, except 2-0-0 oc purlins (5-7-14 max.): 4-7. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 18-19,17-18. WEBS 1 Row at midpt 2-17, 4-17, 5-17, 9-13,9-11 REACTIONS (lb/size)11=1108/0-3-8, 17=2127/0-4-15, 19=285/0-3-8 Max Horiz 19=154 (LC 9) Max Uplift 11=-2 (LC 13) Max Grav 11=1129 (LC 26), 17=2127 (LC 1), 19=343 (LC 25) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-165/127, 2-4=0/576, 4-5=0/385, 5-7=-739/114, 7-9=-1017/97, 9-10=-270/9 BOT CHORD 1-19=0/105, 18-19=-128/170, 17-18=-128/170, 15-17=-9/508, 13-15=-9/508, 12-13=0/1033, 11-12=0/1033,10-11=0/189 WEBS 2-19=-89/205, 2-18=0/251, 2-17=-521/100, 4-17=-652/52, 5-17=-1317/0, 5-15=0/335, 5-13=-20/387, 7-13=0/231, 9-13=-398/99, 9-12=0/239, 9-11=-1178/30 NOTES 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=15ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) exterior zone and C-C Exterior(2E) 0-0-0 to 4-4-13, Interior (1) 4-4-13 to 14-0-0, Exterior(2R) 14-0-0 to 20-2-11, Interior (1) 20-2-11 to 30-0-1, Exterior(2R) 30-0-1 to 36-2-12, Interior (1) 36-2-12 to 44-0-1 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 2 lb uplift at joint 11. 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. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply EPCON RT MASTERS-Haven A Sitting Room I52382612T13Piggyback Base 1 118030029-W Job Reference (optional) Carter Components (Franklin), Franklin, IN - 46131,Run: 8.53 S Apr 27 2022 Print: 8.530 S Apr 27 2022 MiTek Industries, Inc. Mon Jun 06 19:41:32 Page: 1 ID:3M2HFOSIOgZRvwyyfROK?sy9Qcx-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f June 7,2022 16023 Swingley Ridge RdChesterfield, 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 Componentavailable 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. 812 =3x5 =4x6 =2x4 =5x10 =3x5 =3x5 =4x5 =3x5 =5x10 =2x4 =4x6 =3x5 1 12 11 10 9 8 7 6 5 2 4 13 14 3 5-3-12 5-3-12 5-3-12 21-9-9 5-7-1 16-5-13 5-7-1 10-10-12 0-1-12 20-9-9 0-1-12 1-1-12 1-0-0 21-9-9 1-0-0 1-0-0 3-2-5 4-4-1 3-2-5 20-7-13 4-4-8 17-5-8 4-4-8 13-1-0 4-4-8 8-8-80-8-07-11-3Scale = 1:61.3 Plate Offsets (X, Y):[1:0-3-9,0-1-8], [5:0-3-9,0-1-8] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.15 TC 0.33 Vert(LL)-0.02 7-8 >999 240 MT20 197/144 TCDL 10.0 Lumber DOL 1.15 BC 0.33 Vert(CT)-0.05 7-8 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.52 Horz(CT)0.02 6 n/a n/a BCDL 10.0 Code IRC2018/TPI2014 Matrix-S Weight: 109 lb FT = 20% LUMBER TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF Stud *Except* 9-3,8-3,12-2,6-4:2x4 SPF No.2 SLIDER Left 2x4 SPF Stud -- 1-3-5, Right 2x4 SPF Stud -- 1-3-5 BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 ocbracing. REACTIONS (lb/size)6=872/0-3-8, 12=872/0-3-8 Max Horiz 12=121 (LC 9) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-136/72, 2-3=-815/42, 3-4=-815/42, 4-5=-136/72 BOT CHORD 1-12=0/66, 11-12=-3/734, 9-11=-15/723, 8-9=0/523, 7-8=0/723, 6-7=0/733, 5-6=0/66 WEBS 2-11=0/138, 2-9=-225/102, 3-9=-23/276, 3-8=-23/276, 4-8=-225/102, 4-7=0/138, 2-12=-927/0, 4-6=-927/0 NOTES 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=15ft; Cat.II; Exp B; Enclosed; MWFRS (envelope) exterior zoneand C-C Exterior(2E) -0-0-0 to 3-0-0, Interior (1) 3-0-0 to10-10-12, Exterior(2R) 10-10-12 to 13-10-12, Interior (1)13-10-12 to 21-9-9 zone; cantilever left and rightexposed ; 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)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)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. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply EPCON RT MASTERS-Haven A Sitting Room I52382613T14Common1118030029-W Job Reference (optional) Carter Components (Franklin), Franklin, IN - 46131,Run: 8.53 S Apr 27 2022 Print: 8.530 S Apr 27 2022 MiTek Industries, Inc. Mon Jun 06 19:41:33 Page: 1 ID:PnnJ9U65DmvZwTENTrNWKly9QdO-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f June 7,2022 16023 Swingley Ridge RdChesterfield, 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 Componentavailable 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. 812 =3x5 =5x6 =4x5 =3x5 =3x8 =5x6 =4x6 =3x5 =4x6 =5x6 =3x8 =3x5 =4x5 =5x6 =3x5 16 15 14 13 12 11 10 9 8 1 7 17 22 2 6 2118 3 519204 4-7-13 17-7-13 4-7-13 22-3-9 6-7-12 6-7-12 6-4-4 28-7-13 6-4-4 13-0-0 6-7-12 35-3-9 0-8-8 12-10-4 5-6-0 12-1-12 6-2-8 28-7-13 6-7-12 35-3-9 6-7-12 6-7-12 9-7-1 22-5-51-4-010-0-0Scale = 1:64.9 Plate Offsets (X, Y):[1:Edge,0-1-12], [3:0-3-12,0-2-0], [5:0-3-12,0-2-0], [7:Edge,0-1-12] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.15 TC 0.47 Vert(LL)-0.22 10-13 >999 240 MT20 197/144 TCDL 10.0 Lumber DOL 1.15 BC 0.95 Vert(CT)-0.49 10-13 >566 180 BCLL 0.0 Rep Stress Incr YES WB 0.27 Horz(CT)0.04 8 n/a n/a BCDL 10.0 Code IRC2018/TPI2014 Matrix-S Weight: 178 lb FT = 20% LUMBER TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 *Except* 16-1,8-7:2x4 SPF Stud BRACING TOP CHORD Structural wood sheathing directly applied or4-0-12 oc purlins, except end verticals, and2-0-0 oc purlins (5-9-2 max.): 3-5. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 2-2-0 oc bracing: 14-15. WEBS 1 Row at midpt 2-13, 4-13, 4-10, 6-10 REACTIONS (lb/size)8=1240/ Mechanical, 14=475/0-4-15, 16=1085/0-3-8 Max Horiz 16=162 (LC 9) Max Uplift 14=-24 (LC 12) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-1330/0, 2-3=-1102/0, 3-4=-812/27, 4-5=-988/44, 5-6=-1316/16, 6-7=-1566/0, 1-16=-1006/0, 7-8=-1172/0 BOT CHORD 15-16=-140/258, 14-15=0/1028, 13-14=0/1028, 10-13=0/970, 9-10=0/1224, 8-9=-16/142 WEBS 2-15=-111/71, 2-13=-318/104, 3-13=0/359, 4-13=-432/90, 4-10=-106/135, 5-10=0/427, 6-10=-337/105, 6-9=-82/87, 1-15=0/888, 7-9=0/1097 NOTES 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=15ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) exterior zone and C-C Exterior(2E) 0-1-12 to 3-8-2, Interior (1) 3-8-2 to 13-0-0, Exterior(2R) 13-0-0 to 17-11-14, Interior (1) 17-11-14 to 22-3-9, Exterior(2R) 22-3-9 to 27-3-8, Interior (1) 27-3-8 to 35-1-13 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 24 lb uplift at joint 14. 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. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply EPCON RT MASTERS-Haven A Sitting Room I52382614T15Piggyback Base 1 118030029-W Job Reference (optional) Carter Components (Franklin), Franklin, IN - 46131,Run: 8.53 S Apr 27 2022 Print: 8.530 S Apr 27 2022 MiTek Industries, Inc. Mon Jun 06 19:41:33 Page: 1 ID:fWqj2ZDl5X2HVrQ6UE2dBfy9QdF-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f June 7,2022 16023 Swingley Ridge RdChesterfield, 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 Componentavailable 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. 812 =3x5 =3x8 =4x5 =3x8 =3x5 =5x6 =2x4 =5x8 =4x5 =3x5 =6x8 =3x6 =5x6 =4x8 =3x5 =4x5 =5x6 =3x5 18 17 1613 12 11 10 9 15 1 814 19 25 2 7 20 24 3 4 62322215 1-6-11 14-6-11 3-0-12 13-0-0 3-3-8 9-11-4 7-8-14 22-3-9 6-7-12 6-7-12 6-4-4 28-7-13 6-7-12 35-3-9 0-2-8 10-1-12 1-3-3 14-4-15 3-0-1 13-1-13 3-1-12 22-5-5 4-10-10 19-3-9 6-2-8 28-7-13 6-7-12 35-3-9 9-11-4 9-11-41-4-01-4-01-0-010-0-0Scale = 1:75.8 Plate Offsets (X, Y):[4:0-2-0,Edge], [6:0-3-12,0-2-0], [8:Edge,0-1-12], [14:0-6-0,0-4-0], [15:0-2-12,0-2-8] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.15 TC 0.65 Vert(LL)-0.22 17-18 >534 240 MT20 197/144 TCDL 10.0 Lumber DOL 1.15 BC 0.63 Vert(CT)-0.44 17-18 >269 180 BCLL 0.0 Rep Stress Incr YES WB 0.33 Horz(CT)0.03 9 n/a n/a BCDL 10.0 Code IRC2018/TPI2014 Matrix-S Weight: 210 lb FT = 20% LUMBER TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 *Except* 17-15,18-1,9-8:2x4 SPF Stud BRACING TOP CHORD Structural wood sheathing directly applied or4-9-10 oc purlins, except end verticals, and2-0-0 oc purlins (6-0-0 max.): 4-6. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 5-15, 6-14, 7-11, 3-17 REACTIONS (lb/size)9=959/ Mechanical, 17=1578/0-4-15, 18=264/ Mechanical Max Horiz 18=162 (LC 9) Max Grav 9=959 (LC 1), 17=1578 (LC 1), 18=297 (LC 25) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-298/65, 2-3=-27/193, 3-4=-283/67, 4-5=-191/61, 5-6=-357/62, 6-7=-859/71, 7-8=-1166/17, 1-18=-287/61, 8-9=-895/21 BOT CHORD 17-18=-91/136, 16-17=-82/0, 15-16=-63/0,4-15=-70/219, 14-15=-25/345, 13-14=0/146,5-14=0/423, 11-13=0/137, 10-11=0/890,9-10=-18/135 WEBS 15-17=-115/130, 5-15=-900/25, 11-14=0/521, 6-14=-389/41, 6-11=0/422, 7-11=-384/94, 7-10=-7/154, 2-18=-54/217, 8-10=0/766, 2-17=-323/125, 3-17=-1077/0, 3-15=0/787 NOTES 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=15ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) exterior zone and C-C Exterior(2E) 0-1-12 to 3-8-2, Interior (1) 3-8-2 to 13-0-0, Exterior(2R) 13-0-0 to 17-11-14, Interior (1) 17-11-14 to 22-3-9, Exterior(2R) 22-3-9 to 27-3-8, Interior (1) 27-3-8 to 35-1-13 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)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. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply EPCON RT MASTERS-Haven A Sitting Room I52382615T16Piggyback Base 1 118030029-W Job Reference (optional) Carter Components (Franklin), Franklin, IN - 46131,Run: 8.53 S Apr 27 2022 Print: 8.530 S Apr 27 2022 MiTek Industries, Inc. Mon Jun 06 19:41:33 Page: 1 ID:7iO5FvENsrA87??I2xZsjsy9QdE-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f June 7,2022 16023 Swingley Ridge RdChesterfield, 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 Componentavailable 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. 812 =3x5 =3x6 =5x8 =3x5 =5x10 =2x4 =4x5 =3x5 =5x6 =6x8 =2x4 =2x4 =3x6 =5x6 =4x8 =3x5 =4x5 =4x5 =3x5 19 18 17 13 12 11 10 915 14 1 816 20 26 2 7 21 25 3 4 62423225 1-11-15 13-0-0 3-6-11 16-6-11 5-8-14 22-3-9 5-3-6 11-0-1 5-8-10 5-8-10 6-4-4 28-7-13 6-7-12 35-3-9 0-2-8 8-1-12 1-8-7 12-10-4 3-0-1 11-1-13 3-0-5 22-5-5 3-0-0 19-5-0 3-6-11 16-4-15 6-2-8 28-7-13 6-7-12 35-3-9 7-11-4 7-11-41-4-01-4-01-0-010-0-0Scale = 1:69.7 Plate Offsets (X, Y):[4:0-3-12,0-2-0], [6:0-3-12,0-2-0], [8:0-2-0,0-1-8], [14:0-2-8,0-2-12], [16:0-5-8,0-4-0] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.15 TC 0.46 Vert(LL)-0.09 18-19 >999 240 MT20 197/144 TCDL 10.0 Lumber DOL 1.15 BC 0.47 Vert(CT)-0.18 18-19 >525 180 BCLL 0.0 Rep Stress Incr YES WB 0.63 Horz(CT)0.03 9 n/a n/a BCDL 10.0 Code IRC2018/TPI2014 Matrix-S Weight: 212 lb FT = 20% LUMBER TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 *Except* 18-16,19-1,9-8:2x4 SPF Stud BRACING TOP CHORD Structural wood sheathing directly applied or4-5-9 oc purlins, except end verticals, and2-0-0 oc purlins (6-0-0 max.): 4-6. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 17-18,16-17. 1 Row at midpt 5-14 WEBS 1 Row at midpt 4-15, 6-14, 7-11 REACTIONS (lb/size)9=1076/ Mechanical, 18=1457/0-4-15, 19=267/ Mechanical Max Horiz 19=162 (LC 9) Max Grav 9=1076 (LC 1), 18=1457 (LC 1), 19=288 (LC 25) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-208/55, 2-3=-562/43, 3-4=-628/59, 4-5=-724/55, 5-6=-726/56, 6-7=-1041/68, 7-8=-1336/11, 1-19=-215/50, 8-9=-1013/16 BOT CHORD 18-19=-77/138, 17-18=-26/0, 16-17=-15/0, 3-16=-689/0, 15-16=-28/383, 14-15=-3/485, 13-14=0/105, 5-14=-334/79, 11-13=0/55, 10-11=0/1033, 9-10=-19/133 WEBS 2-18=-1251/71, 16-18=-465/56, 2-16=0/1013, 3-15=0/438, 4-15=-395/20, 4-14=-10/650, 11-14=0/727, 6-14=-136/61, 6-11=-2/332, 7-11=-378/92, 7-10=-24/154, 2-19=-74/141, 8-10=0/912 NOTES 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=15ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) exterior zone and C-C Exterior(2E) 0-1-12 to 3-8-2, Interior (1) 3-8-2 to 13-0-0, Exterior(2R) 13-0-0 to 17-11-14, Interior (1) 17-11-14 to 22-3-9, Exterior(2R) 22-3-9 to 27-3-8, Interior (1) 27-3-8 to 35-1-13 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)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. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply EPCON RT MASTERS-Haven A Sitting Room I52382616T17Piggyback Base 1 118030029-W Job Reference (optional) Carter Components (Franklin), Franklin, IN - 46131,Run: 8.53 S Apr 27 2022 Print: 8.530 S Apr 27 2022 MiTek Industries, Inc. Mon Jun 06 19:41:34 Page: 1 ID:buyTTEE?d8I?k9aUcf45G4y9QdD-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f June 7,2022 16023 Swingley Ridge RdChesterfield, 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 Componentavailable 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. 812 =2x4 =3x5 =5x8 =3x5 =6x8 =2x4 =4x5 =3x5 =5x6 =5x10 =2x4 =2x4 =3x6 =5x6 =3x10 =3x5 =4x5 =4x5 =3x5 19 18 17 13 12 11 10 915 14 1 816 20 26 2 7 21 25 3 4 62223245 3-8-14 22-3-9 3-11-15 13-0-0 4-3-6 9-0-1 4-8-10 4-8-10 5-6-11 18-6-11 6-4-4 28-7-13 6-7-12 35-3-9 0-2-8 6-1-12 1-0-5 22-5-5 3-0-1 9-1-13 3-0-0 21-5-0 3-8-7 12-10-4 5-6-11 18-4-15 5-11-4 5-11-4 6-2-8 28-7-13 6-7-12 35-3-91-4-01-4-01-0-010-0-0Scale = 1:67.5 Plate Offsets (X, Y):[4:0-3-12,0-2-0], [6:0-3-12,0-2-0], [8:0-2-0,0-1-8], [14:0-3-4,0-2-0], [16:0-5-8,0-4-0] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.15 TC 0.47 Vert(LL)-0.05 9-10 >999 240 MT20 197/144 TCDL 10.0 Lumber DOL 1.15 BC 0.42 Vert(CT)-0.10 9-10 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.57 Horz(CT)0.03 9 n/a n/a BCDL 10.0 Code IRC2018/TPI2014 Matrix-S Weight: 204 lb FT = 20% LUMBER TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 *Except* 18-2,18-16,16-2,11-14,19-1,9-8:2x4 SPF Stud BRACING TOP CHORD Structural wood sheathing directly applied or 4-3-13 oc purlins, except end verticals, and 2-0-0 oc purlins (5-7-10 max.): 4-6. BOT CHORD Rigid ceiling directly applied or 6-0-0 ocbracing. Except: 1 Row at midpt 5-14 WEBS 1 Row at midpt 4-15, 7-11 REACTIONS (lb/size)9=1135/ Mechanical, 18=1604/0-4-15, 19=62/ Mechanical Max Horiz 19=162 (LC 9) Max Uplift 19=-44 (LC 26) Max Grav 9=1135 (LC 1), 18=1604 (LC 1), 19=99 (LC 25) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-136/50, 2-3=-573/34, 3-4=-842/42, 4-5=-917/54, 5-6=-911/55, 6-7=-1133/65, 7-8=-1422/6, 1-19=-156/44, 8-9=-1073/13 BOT CHORD 18-19=-148/78, 17-18=-11/0, 16-17=0/18, 3-16=-755/0, 15-16=-36/416, 14-15=0/647, 13-14=0/58, 5-14=-317/78, 11-13=-12/23,10-11=0/1105, 9-10=-19/132 WEBS 2-18=-1346/44, 16-18=-526/26, 2-16=0/1094, 3-15=0/455, 4-15=-284/47, 4-14=-22/541, 11-14=0/842, 6-14=-85/281, 6-11=-29/217, 7-11=-376/90, 7-10=-32/153, 2-19=-65/250, 8-10=0/986 NOTES 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=15ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) exterior zone and C-C Exterior(2E) 0-1-12 to 3-8-2, Interior (1) 3-8-2 to 13-0-0, Exterior(2R) 13-0-0 to 17-11-14, Interior (1) 17-11-14 to 22-3-9, Exterior(2R) 22-3-9 to 27-3-8, Interior (1) 27-3-8 to 35-1-13 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 44 lb uplift at joint 19. 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. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply EPCON RT MASTERS-Haven A Sitting Room I52382617T18Piggyback Base 1 118030029-W Job Reference (optional) Carter Components (Franklin), Franklin, IN - 46131,Run: 8.53 S Apr 27 2022 Print: 8.530 S Apr 27 2022 MiTek Industries, Inc. Mon Jun 06 19:41:34 Page: 1 ID:35WrgaFdOSQsMJ9gAMbKpHy9QdC-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f June 7,2022 16023 Swingley Ridge RdChesterfield, 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 Componentavailable 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. 812 =2x4 =5x8 =3x10 =2x4 =5x10 =5x10 =3x5 =5x6 =5x10 =2x4 =2x4 =5x6 =4x8 =3x5 =4x5 =4x5 =3x5 17 16 15 11 10 9 8 14 13 12 1 7 18 23 62 2219 5320214 1-8-14 22-3-9 5-11-15 13-0-0 7-6-11 20-6-11 6-4-4 28-7-13 7-0-1 7-0-1 6-7-12 35-3-9 0-2-8 4-1-12 2-0-6 22-5-5 3-0-1 7-1-13 3-11-4 3-11-4 5-8-7 12-10-4 6-2-8 28-7-13 6-7-12 35-3-9 7-6-11 20-4-151-4-01-4-01-0-010-0-0Scale = 1:69.7 Plate Offsets (X, Y):[1:Edge,0-1-14], [3:0-3-12,0-2-0], [5:0-3-12,0-2-0], [7:0-2-0,0-1-8], [12:0-3-8,0-2-8] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.15 TC 0.65 Vert(LL)-0.10 12-13 >999 240 MT20 197/144 TCDL 10.0 Lumber DOL 1.15 BC 0.50 Vert(CT)-0.23 12-13 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.46 Horz(CT)0.06 8 n/a n/a BCDL 10.0 Code IRC2018/TPI2014 Matrix-S Weight: 196 lb FT = 20% LUMBER TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 *Except* 16-14,10-12,17-1,16-1,8-7:2x4 SPF Stud BRACING TOP CHORD Structural wood sheathing directly applied or4-1-9 oc purlins, except end verticals, and2-0-0 oc purlins (4-3-12 max.): 3-5. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 11-12,10-11. 1 Row at midpt 4-12 WEBS 1 Row at midpt 2-16, 3-13, 5-10, 6-10 REACTIONS (lb/size)8=1210/ Mechanical, 16=1791/0-4-15, 17=-201/ Mechanical Max Horiz 17=-162 (LC 8) Max Uplift 17=-251 (LC 26) Max Grav 8=1210 (LC 1), 16=1791 (LC 1), 17=21 (LC 9) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-15/594, 2-3=-1134/3, 3-4=-1088/9, 4-5=-1076/10, 5-6=-1255/14, 6-7=-1530/0, 1-17=-2/275, 7-8=-1148/0 BOT CHORD 16-17=-161/216, 15-16=-7/28, 14-15=0/41, 2-14=0/241, 13-14=-50/561, 12-13=0/852, 11-12=-19/0, 4-12=-412/115, 10-11=-72/8,9-10=0/1194, 8-9=-19/135 WEBS 2-16=-1958/0, 14-16=-51/559, 2-13=-7/443, 3-13=-116/108, 3-12=-43/434, 10-12=0/1061, 5-12=-75/718, 5-10=-203/80, 6-10=-361/96, 6-9=-50/140, 1-16=-516/61, 7-9=0/1075 NOTES 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=15ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) exterior zone and C-C Exterior(2E) 0-1-12 to 3-8-2, Interior (1) 3-8-2 to 13-0-0, Exterior(2R) 13-0-0 to 17-11-14, Interior (1) 17-11-14 to 22-3-9, Exterior(2R) 22-3-9 to 27-3-8, Interior (1) 27-3-8 to 35-1-13 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 251 lb uplift at joint 17. 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. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply EPCON RT MASTERS-Haven A Sitting Room I52382618T19Piggyback Base 1 118030029-W Job Reference (optional) Carter Components (Franklin), Franklin, IN - 46131,Run: 8.53 S Apr 27 2022 Print: 8.530 S Apr 27 2022 MiTek Industries, Inc. Mon Jun 06 19:41:35 Page: 1 ID:?Tec5GHtw3gZccJ3Hndouiy9QdA-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f June 7,2022 16023 Swingley Ridge RdChesterfield, 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 Componentavailable 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. 812 =3x6 =4x5 =3x8 =4x5 =5x8 =2x4 =4x8 =3x6 =3x8 =5x6 =3x5 =6x10 =5x8 =4x5 =3x5 =6x10 =2x4 =4x5 =2x4 20 19 18 13 12 111615 1417 1 10 2 21 2693 8 2522 74235246 0-3-2 22-6-11 1-11-4 1-11-4 2-6-0 31-1-13 3-0-13 5-0-1 4-7-13 17-7-13 4-7-13 22-3-9 4-1-12 35-3-9 6-1-2 28-7-13 7-11-15 13-0-0 0-1-12 31-3-9 1-11-4 1-11-4 3-0-0 8-1-13 3-2-9 5-1-13 4-0-0 35-3-9 4-8-7 12-10-4 8-8-13 31-1-13 9-6-11 22-4-151-4-01-4-01-0-010-0-0Scale = 1:66.3 Plate Offsets (X, Y):[4:0-3-12,0-2-0], [6:0-4-0,Edge], [12:0-4-8,0-2-12], [14:0-2-12,0-3-4], [17:0-6-0,0-2-8] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.15 TC 0.68 Vert(LL)-0.22 14-15 >999 240 MT20 197/144 TCDL 10.0 Lumber DOL 1.15 BC 0.73 Vert(CT)-0.45 14-15 >779 180 BCLL 0.0 Rep Stress Incr YES WB 0.88 Horz(CT)0.04 11 n/a n/a BCDL 10.0 Code IRC2018/TPI2014 Matrix-S Weight: 189 lb FT = 20% LUMBER TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 *Except* 18-3:2x4 SPF Stud WEBS 2x4 SPF Stud *Except* 15-3,15-4,15-5,14-5,12-14,8-14,8-12:2x4 SPF No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 3-10-14 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 4-6. BOT CHORD Rigid ceiling directly applied or 6-0-0 ocbracing. WEBS 1 Row at midpt 5-15, 5-14 REACTIONS (lb/size)11=-185/ Mechanical, 12=1668/0-3-8, 19=1949/0-4-15,20=-632/ Mechanical Max Horiz 20=162 (LC 9) Max Uplift 11=-199 (LC 25), 20=-632 (LC 1) Max Grav 11=-2 (LC 13), 12=1668 (LC 1), 19=1949 (LC 1), 20=53 (LC 9) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-46/653, 2-3=-791/0, 3-4=-1134/0, 4-5=-818/21, 5-6=-712/29, 6-7=-665/31, 7-8=-969/3, 8-9=0/420, 9-10=-22/438,1-20=-47/613, 10-11=-4/199 BOT CHORD 19-20=-158/153, 18-19=-29/18, 17-18=0/42, 3-17=-594/44, 15-17=-47/708, 14-15=0/835, 13-14=0/161, 7-14=0/236, 12-13=-11/8, 11-12=-27/21 WEBS 17-19=-575/23, 3-15=-43/232, 4-15=0/293, 5-15=-148/122, 5-14=-325/75, 12-14=0/330, 1-19=-621/60, 10-12=-339/60, 2-19=-1332/0, 2-17=0/1283, 8-14=0/489, 8-12=-1412/0, 9-12=-173/60 NOTES 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=15ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) exterior zone and C-C Exterior(2E) 0-1-12 to 3-8-2, Interior (1) 3-8-2 to 13-0-0, Exterior(2R) 13-0-0 to 17-11-14, Interior (1) 17-11-14 to 22-3-9, Exterior(2R) 22-3-9 to 27-3-8, Interior (1) 27-3-8 to 35-1-13 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 632 lb uplift at joint 20 and 199 lb uplift at joint 11. 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. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply EPCON RT MASTERS-Haven A Sitting Room I52382619T20Piggyback Base 1 118030029-W Job Reference (optional) Carter Components (Franklin), Franklin, IN - 46131,Run: 8.53 S Apr 27 2022 Print: 8.530 S Apr 27 2022 MiTek Industries, Inc. Mon Jun 06 19:41:35 Page: 1 ID:TfC_JcIWhNoQDmuFrV81Qwy9Qd9-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f June 7,2022 16023 Swingley Ridge RdChesterfield, 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 Componentavailable 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. 812 =3x5 =5x6 =4x5 =3x5 =3x8 =5x6 =3x6 =3x5 =3x6 =5x6 =3x8 =3x5 =3x5 =5x6 =2x4 15 14 13 12 11 10 9 8 1 7 16 21 2 6 2017 3 518194 4-7-13 17-7-13 4-7-13 22-3-9 6-7-12 6-7-12 6-4-4 28-7-13 6-4-4 13-0-0 6-7-12 35-3-9 0-1-12 31-3-9 4-0-0 35-3-9 6-2-8 12-10-4 6-7-12 6-7-12 8-8-8 31-1-13 9-7-1 22-5-51-4-010-0-0Scale = 1:64.9 Plate Offsets (X, Y):[1:Edge,0-1-12], [3:0-3-12,0-2-0], [5:0-3-12,0-2-0], [7:0-3-0,0-1-8] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.15 TC 0.55 Vert(LL)-0.16 10-13 >999 240 MT20 197/144 TCDL 10.0 Lumber DOL 1.15 BC 0.69 Vert(CT)-0.34 10-13 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.99 Horz(CT)0.03 8 n/a n/a BCDL 10.0 Code IRC2018/TPI2014 Matrix-S Weight: 176 lb FT = 20% LUMBER TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 *Except* 15-1,8-7,9-7:2x4 SPF Stud BRACING TOP CHORD Structural wood sheathing directly applied or4-1-7 oc purlins, except end verticals, and2-0-0 oc purlins (5-10-8 max.): 3-5. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 2-13, 4-13, 4-10 REACTIONS (lb/size)8=-64/ Mechanical, 9=1649/0-3-8, 15=1215/0-3-8 Max Horiz 15=162 (LC 9) Max Uplift 8=-154 (LC 25) Max Grav 8=21 (LC 9), 9=1649 (LC 1), 15=1215 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-1533/0, 2-3=-1269/42, 3-4=-950/65, 4-5=-770/65, 5-6=-1052/41, 6-7=0/405, 1-15=-1150/4, 7-8=-12/167 BOT CHORD 14-15=-141/247, 13-14=-6/1196, 10-13=0/930, 9-10=0/433, 8-9=-40/81 WEBS 2-14=-65/109, 2-13=-351/101, 3-13=0/378, 4-13=-96/158, 4-10=-433/78, 5-10=0/288, 6-10=0/501, 6-9=-1563/0, 1-14=0/1073, 7-9=-328/58 NOTES 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=15ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) exterior zone and C-C Exterior(2E) 0-1-12 to 3-8-2, Interior (1) 3-8-2 to 13-0-0, Exterior(2R) 13-0-0 to 17-11-14, Interior (1) 17-11-14 to 22-3-9, Exterior(2R) 22-3-9 to 27-3-8, Interior (1) 27-3-8 to 35-1-13 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 154 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)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply EPCON RT MASTERS-Haven A Sitting Room I52382620T21Piggyback Base 1 118030029-W Job Reference (optional) Carter Components (Franklin), Franklin, IN - 46131,Run: 8.53 S Apr 27 2022 Print: 8.530 S Apr 27 2022 MiTek Industries, Inc. Mon Jun 06 19:41:35 Page: 1 ID:Q2JkjIJmD_28T41eywBVWKy9Qd7-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f June 7,2022 16023 Swingley Ridge RdChesterfield, 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 Componentavailable 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. 812 =2x4 =4x5 =4x8 =4x5 =6x8 =2x4 =4x6 =3x5 =3x5 =3x6 =3x8 =5x6 =3x5 =5x6 =6x8 =4x5 =3x5 =6x8 =3x6 =4x8 =5x6 =2x4 22 21 20 13 12 1118171615 1 101419 2 3 23 27 9 4 26 8 5 724256 1-1-0 2-3-13 1-2-12 1-2-12 1-3-14 23-7-7 4-7-13 17-7-13 4-7-13 22-3-9 5-5-0 7-8-12 5-3-4 13-0-0 5-7-7 29-2-14 6-0-11 35-3-9 0-1-12 31-3-9 1-2-12 1-2-12 1-2-12 2-5-9 1-0-6 23-5-11 1-8-15 9-5-11 3-4-9 12-10-4 4-0-0 35-3-9 5-3-4 7-8-12 7-8-1 31-1-13 9-7-1 22-5-51-4-01-0-010-0-0Scale = 1:75.6 Plate Offsets (X, Y):[5:0-3-12,0-2-0], [7:0-3-12,0-2-0], [10:Edge,0-1-12], [14:0-5-8,0-4-0], [19:0-6-4,0-4-4] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.15 TC 0.51 Vert(LL)-0.18 15-16 >999 240 MT20 197/144 TCDL 10.0 Lumber DOL 1.15 BC 0.68 Vert(CT)-0.39 15-16 >967 180 BCLL 0.0 Rep Stress Incr YES WB 0.89 Horz(CT)0.10 11 n/a n/a BCDL 10.0 Code IRC2018/TPI2014 Matrix-S Weight: 203 lb FT = 20% LUMBER TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 *Except* 20-3:2x4 SPF Stud WEBS 2x4 SPF No.2 *Except* 4-18,22-1,21-1,11-10,12-10,21-2,21-19,19-2: 2x4 SPF Stud BRACING TOP CHORD Structural wood sheathing directly applied or 3-11-2 oc purlins, except end verticals, and 2-0-0 oc purlins (5-7-15 max.): 5-7. BOT CHORD Rigid ceiling directly applied or 10-0-0 ocbracing. Except: 1 Row at midpt 8-14 WEBS 1 Row at midpt 6-16, 6-15 REACTIONS (lb/size)11=-278/ Mechanical, 12=1891/0-3-8, 22=1187/0-3-8 Max Horiz 22=162 (LC 9) Max Uplift 11=-319 (LC 25) Max Grav 11=23 (LC 12), 12=1891 (LC 1), 22=1187 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-824/0, 2-3=-2128/22, 3-4=-1688/0, 4-5=-1329/32, 5-6=-1016/52, 6-7=-782/46, 7-8=-989/54, 8-9=-1032/28, 9-10=-27/652,1-22=-1130/0, 10-11=-14/330 BOT CHORD 21-22=-149/179, 20-21=-15/85, 19-20=0/57, 3-19=-32/255, 18-19=-91/1900, 16-18=0/1337, 15-16=0/982, 14-15=0/755, 13-14=0/139, 8-14=-380/0, 12-13=0/121, 11-12=-35/66 WEBS 3-18=-637/109, 4-18=0/238, 4-16=-462/96, 5-16=0/431, 6-16=-77/173, 6-15=-470/74, 7-15=-18/392, 8-15=-10/285, 12-14=-23/138, 9-14=0/723, 9-12=-1730/0, 1-21=0/825, 10-12=-535/55, 2-21=-1288/28, 19-21=-81/868, 2-19=-41/1329 NOTES 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=15ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) exterior zone and C-C Exterior(2E) 0-1-12 to 3-8-2, Interior (1) 3-8-2 to 13-0-0, Exterior(2R) 13-0-0 to 17-11-14, Interior (1) 17-11-14 to 22-3-9, Exterior(2R) 22-3-9 to 27-3-8,Interior (1) 27-3-8 to 35-1-13 zone; cantilever left andright exposed ; end vertical left and right exposed;C-Cfor 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 319 lb uplift at joint 11. 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. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply EPCON RT MASTERS-Haven A Sitting Room I52382621T22Piggyback Base 2 118030029-W Job Reference (optional) Carter Components (Franklin), Franklin, IN - 46131,Run: 8.53 S Apr 27 2022 Print: 8.530 S Apr 27 2022 MiTek Industries, Inc. Mon Jun 06 19:41:36 Page: 1 ID:MRRV8_L0lcJsiOB14KDzbly9Qd5-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f June 7,2022 16023 Swingley Ridge RdChesterfield, 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 Componentavailable 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. 812 =2x4 =4x5 =4x8 =4x5 =6x10 =2x4 =4x6 =4x6 =3x5 =3x5 =3x5 =5x6 =6x8 =2x4 =2x4 =5x6 =3x8 =3x5 =3x6 =5x6 =2x4 21 20 19 13 12 11 10171615 14 1 918 2 3 22 27 8 4 26 5 72324256 1-0-1 2-3-13 1-3-12 1-3-12 2-6-4 22-3-9 5-5-0 7-8-12 5-3-4 13-0-0 6-9-5 19-9-5 6-4-4 28-7-13 6-7-12 35-3-9 0-1-12 31-3-9 1-1-13 2-5-9 1-3-12 1-3-12 2-3-3 7-8-12 2-9-12 22-5-5 3-0-0 5-5-9 4-0-0 35-3-9 5-1-8 12-10-4 6-9-5 19-7-9 8-8-8 31-1-131-4-01-0-010-0-0Scale = 1:71.8 Plate Offsets (X, Y):[5:0-3-12,0-2-0], [7:0-3-12,0-2-0], [9:0-3-0,0-1-8], [14:0-2-12,0-2-4], [18:0-7-0,0-4-8] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.15 TC 0.60 Vert(LL)-0.12 11-12 >999 240 MT20 197/144 TCDL 10.0 Lumber DOL 1.15 BC 0.68 Vert(CT)-0.25 11-12 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.59 Horz(CT)0.12 10 n/a n/a BCDL 10.0 Code IRC2018/TPI2014 Matrix-S Weight: 193 lb FT = 20% LUMBER TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 *Except* 19-3:2x4 SPF Stud WEBS 2x4 SPF Stud *Except* 16-3,15-4,15-5,14-5,14-7,12-7,12-8,11-8:2x4 SPF No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 3-10-7 oc purlins, except end verticals, and 2-0-0 oc purlins (5-0-6 max.): 5-7. BOT CHORD Rigid ceiling directly applied or 10-0-0 ocbracing, Except:6-0-0 oc bracing: 13-14,12-13. 1 Row at midpt 6-14 WEBS 1 Row at midpt 5-14, 7-12, 8-11 REACTIONS (lb/size)10=-187/ Mechanical, 11=1788/0-3-8, 21=1199/0-3-8 Max Horiz 21=162 (LC 9) Max Uplift 10=-271 (LC 25) Max Grav 10=29 (LC 9), 11=1788 (LC 1), 21=1199 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-865/0, 2-3=-2178/26, 3-4=-1692/0, 4-5=-1348/38, 5-6=-963/40, 6-7=-953/40, 7-8=-1003/51, 8-9=-17/555, 1-21=-1145/0, 9-10=-23/278 BOT CHORD 20-21=-149/179, 19-20=-16/121, 18-19=0/69, 3-18=-34/271, 16-18=-91/1924, 15-16=0/1339, 14-15=0/1035, 13-14=-40/0, 6-14=-354/91, 12-13=-78/3, 11-12=0/364, 10-11=-42/76 WEBS 3-16=-654/111, 4-16=0/239, 4-15=-443/88, 5-15=0/495, 5-14=-182/52, 12-14=0/785, 7-14=-52/802, 7-12=-451/58, 8-12=0/548,8-11=-1665/0, 9-11=-450/48, 2-18=-46/1381,1-20=0/841, 2-20=-1358/34, 18-20=-79/915 NOTES 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=15ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) exterior zone and C-C Exterior(2E) 0-1-12 to 3-8-2, Interior (1) 3-8-2 to 13-0-0, Exterior(2R) 13-0-0 to 17-11-14, Interior (1) 17-11-14 to 22-3-9, Exterior(2R) 22-3-9 to 27-3-8,Interior (1) 27-3-8 to 35-1-13 zone; cantilever left andright exposed ; end vertical left and right exposed;C-Cfor 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 271 lb uplift at joint 10. 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. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply EPCON RT MASTERS-Haven A Sitting Room I52382622T23Piggyback Base 2 118030029-W Job Reference (optional) Carter Components (Franklin), Franklin, IN - 46131,Run: 8.53 S Apr 27 2022 Print: 8.530 S Apr 27 2022 MiTek Industries, Inc. Mon Jun 06 19:41:36 Page: 1 ID:qd?tMJLeWvRjKXmDe2kC7zy9Qd4-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f June 7,2022 16023 Swingley Ridge RdChesterfield, 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 Componentavailable 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. 812 =2x4 =4x5 =4x8 =5x6 =6x12 =2x4 =4x6 =4x6 =3x5 =3x5 =3x5 =5x6 =6x8 =2x4 =2x4 =5x6 =5x8 =3x5 =4x5 =5x6 =3x5 21 20 19 13 12 11 10171615 14 1 918 2 3 22 27 8 4 26 5 72324256 1-0-1 2-3-13 1-3-12 1-3-12 2-6-4 22-3-9 5-5-0 7-8-12 5-3-4 13-0-0 6-9-5 19-9-5 6-4-4 28-7-13 6-7-12 35-3-9 1-1-13 2-5-9 1-3-12 1-3-12 2-3-3 7-8-12 2-9-12 22-5-5 3-0-0 5-5-9 5-1-8 12-10-4 6-2-8 28-7-13 6-7-12 35-3-9 6-9-5 19-7-91-4-01-0-010-0-0Scale = 1:71.8 Plate Offsets (X, Y):[5:0-3-12,0-2-0], [7:0-3-12,0-2-0], [9:Edge,0-1-12], [14:0-2-12,0-2-4], [18:0-8-4,0-4-8] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.15 TC 0.59 Vert(LL)-0.10 15-16 >999 240 MT20 197/144 TCDL 10.0 Lumber DOL 1.15 BC 0.81 Vert(CT)-0.24 14-15 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.70 Horz(CT)0.15 10 n/a n/a BCDL 10.0 Code IRC2018/TPI2014 Matrix-S Weight: 195 lb FT = 20% LUMBER TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 *Except* 19-3:2x4 SPF Stud WEBS 2x4 SPF No.2 *Except* 4-16,12-14,21-1,10-9,2-18,20-1,20-2,20-18:2 x4 SPF Stud BRACING TOP CHORD Structural wood sheathing directly applied or 3-6-4 oc purlins, except end verticals, and 2-0-0 oc purlins (3-11-15 max.): 5-7. BOT CHORD Rigid ceiling directly applied or 10-0-0 ocbracing, Except:6-0-0 oc bracing: 12-13. 1 Row at midpt 6-14 WEBS 1 Row at midpt 7-12, 8-12 REACTIONS (lb/size)10=1400/ Mechanical, 21=1400/0-3-8 Max Horiz 21=162 (LC 9) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-1012/0, 2-3=-2564/2, 3-4=-2043/0, 4-5=-1706/15, 5-6=-1414/14, 6-7=-1404/15, 7-8=-1556/25, 8-9=-1802/0, 1-21=-1338/0, 9-10=-1337/0 BOT CHORD 20-21=-148/183, 19-20=-14/142, 18-19=0/79, 3-18=-30/294, 16-18=-71/2250, 15-16=0/1631, 14-15=0/1332, 13-14=0/20, 6-14=-348/92, 12-13=-41/26, 11-12=0/1421, 10-11=-19/139 WEBS 3-16=-683/109, 4-16=0/231, 4-15=-436/88,5-15=0/494, 5-14=-89/261, 12-14=0/1247,7-14=-44/794, 7-12=-190/93, 8-12=-338/95,8-11=-88/111, 9-11=0/1301, 2-18=-31/1621,1-20=0/990, 2-20=-1601/18, 18-20=-56/1044 NOTES 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=15ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) exterior zone and C-C Exterior(2E) 0-1-12 to 3-8-2, Interior (1) 3-8-2 to 13-0-0, Exterior(2R) 13-0-0 to 17-11-14, Interior (1) 17-11-14 to 22-3-9, Exterior(2R) 22-3-9 to 27-3-8, Interior (1) 27-3-8 to 35-1-13 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)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. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply EPCON RT MASTERS-Haven A Sitting Room I52382623T24Piggyback Base 3 118030029-W Job Reference (optional) Carter Components (Franklin), Franklin, IN - 46131,Run: 8.53 S Apr 27 2022 Print: 8.530 S Apr 27 2022 MiTek Industries, Inc. Mon Jun 06 19:41:37 Page: 1 ID:IpZFZfMGHDZaxhLPBlFRgAy9Qd3-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f June 7,2022 16023 Swingley Ridge RdChesterfield, 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 Componentavailable 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. 812 =3x5 =5x6 =4x5 =3x5 =3x8 =5x6 =3x6 =3x5 =3x6 =5x6 =3x8 =3x5 =4x5 =5x6 =3x5 15 14 13 12 11 10 9 8 1 7 16 21 2 6 2017 3 518194 4-7-13 17-7-13 4-7-13 22-3-9 6-7-12 6-7-12 6-4-4 28-7-13 6-4-4 13-0-0 6-7-12 35-3-9 6-2-8 28-7-13 6-2-8 12-10-4 6-7-12 35-3-9 6-7-12 6-7-12 9-7-1 22-5-51-4-010-0-0Scale = 1:63.9 Plate Offsets (X, Y):[1:Edge,0-1-12], [3:0-3-12,0-2-0], [5:0-3-12,0-2-0], [7:Edge,0-1-12] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.15 TC 0.48 Vert(LL)-0.20 10-13 >999 240 MT20 197/144 TCDL 10.0 Lumber DOL 1.15 BC 0.69 Vert(CT)-0.44 10-13 >954 180 BCLL 0.0 Rep Stress Incr YES WB 0.32 Horz(CT)0.05 8 n/a n/a BCDL 10.0 Code IRC2018/TPI2014 Matrix-S Weight: 178 lb FT = 20% LUMBER TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 *Except* 15-1,8-7:2x4 SPF Stud BRACING TOP CHORD Structural wood sheathing directly applied or3-8-8 oc purlins, except end verticals, and2-0-0 oc purlins (5-2-12 max.): 3-5. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 2-13, 4-13, 4-10, 6-10 REACTIONS (lb/size)8=1400/ Mechanical, 15=1400/0-3-8 Max Horiz 15=162 (LC 9) FORCES (lb) - Maximum Compression/MaximumTension TOP CHORD 1-2=-1798/0, 2-3=-1565/19, 3-4=-1194/46, 4-5=-1194/46, 5-6=-1565/19, 6-7=-1798/0, 1-15=-1333/0, 7-8=-1333/0 BOT CHORD 14-15=-140/251, 13-14=0/1416, 10-13=0/1263, 9-10=0/1416, 8-9=-16/144 WEBS 2-14=-105/74, 2-13=-321/104, 3-13=0/506, 4-13=-275/111, 4-10=-275/110, 5-10=0/506, 6-10=-321/104, 6-9=-105/74, 1-14=0/1291, 7-9=0/1291 NOTES 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=15ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) exterior zone and C-C Exterior(2E) 0-1-12 to 3-8-2, Interior (1) 3-8-2 to 13-0-0, Exterior(2R) 13-0-0 to 17-11-14, Interior (1) 17-11-14 to 22-3-9, Exterior(2R) 22-3-9 to 27-3-8, Interior (1) 27-3-8 to 35-1-13 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)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. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply EPCON RT MASTERS-Haven A Sitting Room I52382624T25Piggyback Base 1 118030029-W Job Reference (optional) Carter Components (Franklin), Franklin, IN - 46131,Run: 8.53 S Apr 27 2022 Print: 8.530 S Apr 27 2022 MiTek Industries, Inc. Mon Jun 06 19:41:37 Page: 1 ID:m07dn?Nv1XhRZrwblTmgDOy9Qd2-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f June 7,2022 16023 Swingley Ridge RdChesterfield, 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 Componentavailable 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. 812 =3x5 =5x6 =4x5 =3x5 =3x8 =5x6 =3x6 =3x5 =3x6 =5x6 =3x8 =3x6 =4x8 =2x4 =4x6 =3x6 16 15 14 13 12 11 10 8 9 1 22 17 7262118 5319204 4-7-13 17-7-13 4-7-13 22-3-9 6-7-12 6-7-12 6-4-4 13-0-0 6-10-4 29-1-13 7-1-12 36-3-9 0-1-12 35-3-9 1-0-0 36-3-9 6-0-0 35-1-13 6-2-8 12-10-4 6-7-12 6-7-12 6-8-8 29-1-13 9-7-1 22-5-51-4-00-8-010-0-0Scale = 1:70.7 Plate Offsets (X, Y):[1:Edge,0-1-12], [3:0-3-12,0-2-0], [5:0-3-12,0-2-0], [7:0-3-2,0-1-8], [8:0-3-9,0-1-8] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.15 TC 0.56 Vert(LL)-0.20 11-14 >999 240 MT20 197/144 TCDL 10.0 Lumber DOL 1.15 BC 0.70 Vert(CT)-0.43 11-14 >988 180 BCLL 0.0 Rep Stress Incr YES WB 0.49 Horz(CT)0.07 9 n/a n/a BCDL 10.0 Code IRC2018/TPI2014 Matrix-S Weight: 183 lb FT = 20% LUMBER TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 *Except* 7-10,16-1:2x4 SPF Stud SLIDER Right 2x4 SPF Stud -- 1-3-7 BRACING TOP CHORD Structural wood sheathing directly applied or 3-8-5 oc purlins, except end verticals, and 2-0-0 oc purlins (5-2-8 max.): 3-5. BOT CHORD Rigid ceiling directly applied or 10-0-0 ocbracing. WEBS 1 Row at midpt 2-14, 4-14, 4-11, 7-11, 7-9 REACTIONS (lb/size)9=1485/0-3-8, 16=1407/0-3-8 Max Horiz 16=-163 (LC 8) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-1807/0, 2-3=-1575/18, 3-4=-1202/46, 4-5=-1211/47, 5-7=-1596/17, 7-8=-333/0, 1-16=-1340/0 BOT CHORD 15-16=-131/252, 14-15=0/1424, 11-14=0/1275, 10-11=0/1461, 9-10=0/1461, 8-9=0/239 WEBS 2-15=-106/74, 2-14=-321/104, 3-14=0/510, 4-14=-283/109, 4-11=-267/113, 5-11=0/510, 7-11=-340/114, 7-10=0/214, 7-9=-1664/0, 1-15=0/1299 NOTES 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=15ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) exterior zone and C-C Exterior(2E) 0-1-12 to 3-9-5, Interior (1) 3-9-5 to 13-0-0, Exterior(2R) 13-0-0 to 18-1-10, Interior (1) 18-1-10 to 22-3-9, Exterior(2R) 22-3-9 to 27-5-3, Interior (1) 27-5-3 to 36-3-9 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 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)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply EPCON RT MASTERS-Haven A Sitting Room I52382625T26Piggyback Base 5 118030029-W Job Reference (optional) Carter Components (Franklin), Franklin, IN - 46131,Run: 8.53 S Apr 27 2022 Print: 8.530 S Apr 27 2022 MiTek Industries, Inc. Mon Jun 06 19:41:38 Page: 1 ID:?k91f4UYwIp98E6KnsRo4Hy9Qcv-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f June 7,2022 16023 Swingley Ridge RdChesterfield, 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 Componentavailable 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. 812 =3x5 =3x5 =4x5 =3x5 1 13 12 11 10 9 8 7 2 6 3 5 14 15 4 0-5-3 26-11-0 13-0-5 26-5-13 13-5-8 13-5-8 26-11-08-11-150-0-48-8-3Scale = 1:58.2 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.15 TC 0.25 Vert(LL)n/a -n/a 999 MT20 197/144 TCDL 10.0 Lumber DOL 1.15 BC 0.17 Vert(TL)n/a -n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.15 Horiz(TL)0.00 7 n/a n/a BCDL 10.0 Code IRC2018/TPI2014 Matrix-S Weight: 96 lb FT = 20% LUMBER TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 OTHERS 2x4 SPF No.2 *Except* 13-2,8-6:2x4 SPF Stud BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 4-10 REACTIONS (lb/size)1=183/26-11-0, 7=183/26-11-0, 8=422/26-11-0, 9=300/26-11-0, 10=272/26-11-0, 12=300/26-11-0, 13=422/26-11-0 Max Horiz 1=-138 (LC 8) Max Uplift 8=-61 (LC 13), 9=-50 (LC 13), 12=-50 (LC 12), 13=-61 (LC 12) Max Grav 1=187 (LC 20), 7=183 (LC 1), 8=422 (LC 1), 9=306 (LC 26), 10=272 (LC 22), 12=306 (LC 25), 13=422 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-145/120, 2-3=-141/87, 3-4=-120/130, 4-5=-107/116, 5-6=-111/53, 6-7=-116/83 BOT CHORD 1-13=-44/98, 12-13=-44/98, 10-12=-44/98, 9-10=-44/98, 8-9=-44/98, 7-8=-44/98 WEBS 4-10=-187/0, 3-12=-239/95, 2-13=-305/117, 5-9=-239/95, 6-8=-305/117 NOTES 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=15ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) exterior zone and C-C Exterior(2E) 0-5-12 to 3-5-12, Interior (1) 3-5-12 to 13-5-14, Exterior(2R) 13-5-14 to 16-5-14, Interior (1) 16-5-14 to 26-5-15 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) 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)All plates are 2x4 MT20 unless otherwise indicated. 5)Gable requires continuous bottom chord bearing. 6)Gable studs spaced at 4-0-0 oc. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 50 lb uplift at joint 12, 61 lb uplift at joint 13, 50 lb uplift at joint 9 and 61 lb uplift at joint 8. 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. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply EPCON RT MASTERS-Haven A Sitting Room I52382626T27Valley1118030029-W Job Reference (optional) Carter Components (Franklin), Franklin, IN - 46131,Run: 8.53 S Apr 27 2022 Print: 8.530 S Apr 27 2022 MiTek Industries, Inc. Mon Jun 06 19:41:38 Page: 1 ID:PnnJ9U65DmvZwTENTrNWKly9QdO-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f June 7,2022 16023 Swingley Ridge RdChesterfield, 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 Componentavailable 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. 812 =3x5 =3x5 =4x5 =3x5 1 13 12 11 10 9 8 7 2 6 3 5 14 15 4 0-5-3 22-11-0 11-0-5 22-5-13 11-5-8 11-5-8 22-11-07-7-150-0-47-4-3Scale = 1:52.1 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.15 TC 0.16 Vert(LL)n/a -n/a 999 MT20 197/144 TCDL 10.0 Lumber DOL 1.15 BC 0.09 Vert(TL)n/a -n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.17 Horiz(TL)0.00 7 n/a n/a BCDL 10.0 Code IRC2018/TPI2014 Matrix-S Weight: 79 lb FT = 20% LUMBER TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 OTHERS 2x4 SPF Stud *Except* 10-4:2x4 SPF No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size)1=108/22-11-0, 7=108/22-11-0, 8=307/22-11-0, 9=338/22-11-0, 10=256/22-11-0, 11=338/22-11-0, 13=307/22-11-0 Max Horiz 1=117 (LC 9) Max Uplift 1=-7 (LC 8), 8=-44 (LC 13), 9=-55 (LC 13), 11=-55 (LC 12), 13=-44 (LC 12) Max Grav 1=122 (LC 20), 7=108 (LC 1), 8=307 (LC 1), 9=343 (LC 26), 10=256 (LC 1), 11=343 (LC 25), 13=307 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-115/94, 2-3=-128/73, 3-4=-117/111, 4-5=-109/97, 5-6=-99/46, 6-7=-93/54 BOT CHORD 1-13=-35/82, 11-13=-35/82, 10-11=-35/82, 9-10=-35/82, 8-9=-35/82, 7-8=-35/82 WEBS 4-10=-176/0, 3-11=-263/104, 2-13=-225/88, 5-9=-263/104, 6-8=-225/88 NOTES 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=15ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) exterior zone and C-C Exterior(2E) 0-5-12 to 3-5-14, Interior (1) 3-5-14 to 11-5-14, Exterior(2R) 11-5-14 to 14-5-14, Interior (1) 14-5-14 to 22-5-15 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) 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)All plates are 2x4 MT20 unless otherwise indicated. 5)Gable requires continuous bottom chord bearing. 6)Gable studs spaced at 4-0-0 oc. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 7 lb uplift at joint 1, 55 lb uplift at joint 11, 44 lb uplift at joint 13, 55 lb uplift at joint 9 and 44 lb uplift at joint 8. 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. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply EPCON RT MASTERS-Haven A Sitting Room I52382627T28Valley1118030029-W Job Reference (optional) Carter Components (Franklin), Franklin, IN - 46131,Run: 8.53 S Apr 27 2022 Print: 8.530 S Apr 27 2022 MiTek Industries, Inc. Mon Jun 06 19:41:38 Page: 1 ID:uzLhNq7j_41PYdpZ0Zulszy9QdN-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f June 7,2022 16023 Swingley Ridge RdChesterfield, 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 Componentavailable 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. 812 =3x5 =2x4 =2x4 =3x5 =2x4 =4x5 =2x4 =2x4 =3x5 1 9 8 7 6 5 2 4 1110 3 0-5-3 18-11-0 9-0-5 18-5-13 9-5-8 9-5-8 18-11-06-3-150-0-46-0-3Scale = 1:44.5 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.15 TC 0.26 Vert(LL)n/a -n/a 999 MT20 197/144 TCDL 10.0 Lumber DOL 1.15 BC 0.17 Vert(TL)n/a -n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.10 Horiz(TL)0.00 5 n/a n/a BCDL 10.0 Code IRC2018/TPI2014 Matrix-S Weight: 60 lb FT = 20% LUMBER TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 OTHERS 2x4 SPF Stud *Except* 7-3:2x4 SPF No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size)1=176/18-11-0, 5=176/18-11-0, 6=441/18-11-0, 7=206/18-11-0, 9=441/18-11-0 Max Horiz 1=-95 (LC 8) Max Uplift 6=-68 (LC 13), 9=-68 (LC 12) Max Grav 1=176 (LC 1), 5=176 (LC 1), 6=444 (LC 26), 7=206 (LC 1), 9=444 (LC 25) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-114/102, 2-3=-115/90, 3-4=-112/78, 4-5=-89/77 BOT CHORD 1-9=-28/67, 7-9=-28/67, 6-7=-28/67, 5-6=-28/67 WEBS 3-7=-150/0, 2-9=-325/125, 4-6=-325/125 NOTES 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=15ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) exterior zone and C-C Exterior(2E) 0-5-12 to 3-5-12, Interior (1) 3-5-12 to 9-5-14, Exterior(2R) 9-5-14 to 12-5-14, Interior (1) 12-5-14 to 18-5-15 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) 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 4-0-0 oc. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 68 lb uplift at joint 9 and 68 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. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply EPCON RT MASTERS-Haven A Sitting Room I52382628T29Valley1118030029-W Job Reference (optional) Carter Components (Franklin), Franklin, IN - 46131,Run: 8.53 S Apr 27 2022 Print: 8.530 S Apr 27 2022 MiTek Industries, Inc. Mon Jun 06 19:41:38 Page: 1 ID:uzLhNq7j_41PYdpZ0Zulszy9QdN-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f June 7,2022 16023 Swingley Ridge RdChesterfield, 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 Componentavailable 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. 812 =3x5 =2x4 =2x4 =4x5 =2x4 =2x4 =2x4 =3x5 1 8 7 6 5 42 109 3 0-5-3 14-11-0 7-0-5 14-5-13 7-5-8 7-5-8 14-11-04-11-150-0-44-8-3Scale = 1:38.7 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.15 TC 0.15 Vert(LL)n/a -n/a 999 MT20 197/144 TCDL 10.0 Lumber DOL 1.15 BC 0.10 Vert(TL)n/a -n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.08 Horiz(TL)0.00 5 n/a n/a BCDL 10.0 Code IRC2018/TPI2014 Matrix-S Weight: 45 lb FT = 20% LUMBER TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 OTHERS 2x4 SPF Stud BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size)1=107/14-11-0, 5=107/14-11-0, 6=326/14-11-0, 7=255/14-11-0, 8=326/14-11-0 Max Horiz 1=74 (LC 9) Max Uplift 6=-54 (LC 13), 8=-54 (LC 12) Max Grav 1=109 (LC 20), 5=107 (LC 1), 6=332 (LC 26), 7=255 (LC 1), 8=332 (LC 25) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-94/60, 2-3=-114/70, 3-4=-114/63, 4-5=-75/38 BOT CHORD 1-8=-16/54, 7-8=-16/54, 6-7=-16/54, 5-6=-16/54 WEBS 3-7=-174/0, 2-8=-252/98, 4-6=-252/98 NOTES 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=15ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) exterior zone and C-C Exterior(2E) 0-5-12 to 3-5-14, Interior (1) 3-5-14 to 7-5-14, Exterior(2R) 7-5-14 to 10-5-14, Interior (1) 10-5-14 to 14-5-15 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) 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 4-0-0 oc. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 54 lb uplift at joint 8 and 54 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. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply EPCON RT MASTERS-Haven A Sitting Room I52382629T30Valley1118030029-W Job Reference (optional) Carter Components (Franklin), Franklin, IN - 46131,Run: 8.53 S Apr 27 2022 Print: 8.530 S Apr 27 2022 MiTek Industries, Inc. Mon Jun 06 19:41:39 Page: 1 ID:uzLhNq7j_41PYdpZ0Zulszy9QdN-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f June 7,2022 16023 Swingley Ridge RdChesterfield, 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 Componentavailable 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. 812 =3x5 =4x5 =2x4 =3x5 1 4 3 65 2 0-5-3 10-11-0 5-0-5 10-5-13 5-5-8 5-5-8 10-11-03-7-150-0-43-4-3Scale = 1:32.9 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.15 TC 0.42 Vert(LL)n/a -n/a 999 MT20 197/144 TCDL 10.0 Lumber DOL 1.15 BC 0.21 Vert(TL)n/a -n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.07 Horiz(TL)0.00 3 n/a n/a BCDL 10.0 Code IRC2018/TPI2014 Matrix-P Weight: 30 lb FT = 20% LUMBER TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 OTHERS 2x4 SPF Stud BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size)1=218/10-11-0, 3=218/10-11-0, 4=365/10-11-0 Max Horiz 1=-53 (LC 8) Max Uplift 1=-10 (LC 12), 3=-17 (LC 13) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-121/49, 2-3=-121/44 BOT CHORD 1-4=-7/52, 3-4=-7/52 WEBS 2-4=-240/45 NOTES 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=15ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) exterior zone and C-C Exterior(2E) 0-5-12 to 3-5-12, Interior (1) 3-5-12 to 5-5-14, Exterior(2R) 5-5-14 to 8-5-14, Interior (1) 8-5-14 to 10-5-15 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) 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 4-0-0 oc. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 10 lb uplift at joint 1 and 17 lb uplift at joint 3. 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. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply EPCON RT MASTERS-Haven A Sitting Room I52382630T31Valley1118030029-W Job Reference (optional) Carter Components (Franklin), Franklin, IN - 46131,Run: 8.53 S Apr 27 2022 Print: 8.530 S Apr 27 2022 MiTek Industries, Inc. Mon Jun 06 19:41:39 Page: 1 ID:uzLhNq7j_41PYdpZ0Zulszy9QdN-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f June 7,2022 16023 Swingley Ridge RdChesterfield, 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 Componentavailable 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. 812 =2x4 =4x5 =2x4 =2x4 1 4 3 2 0-5-3 6-11-0 3-0-5 6-5-13 3-5-8 3-5-8 6-11-02-3-150-0-42-0-3Scale = 1:26.1 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.15 TC 0.14 Vert(LL)n/a -n/a 999 MT20 197/144 TCDL 10.0 Lumber DOL 1.15 BC 0.08 Vert(TL)n/a -n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horiz(TL)0.00 3 n/a n/a BCDL 10.0 Code IRC2018/TPI2014 Matrix-P Weight: 18 lb FT = 20% LUMBER TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 OTHERS 2x4 SPF Stud BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size)1=131/6-11-0, 3=131/6-11-0, 4=219/6-11-0 Max Horiz 1=32 (LC 9) Max Uplift 1=-6 (LC 12), 3=-10 (LC 13) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-73/33, 2-3=-73/33 BOT CHORD 1-4=-4/31, 3-4=-4/31 WEBS 2-4=-144/42 NOTES 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=15ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) exterior 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 4-0-0 oc. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 6 lb uplift at joint 1 and 10 lb uplift at joint 3. 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. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply EPCON RT MASTERS-Haven A Sitting Room I52382631T32Valley1118030029-W Job Reference (optional) Carter Components (Franklin), Franklin, IN - 46131,Run: 8.53 S Apr 27 2022 Print: 8.530 S Apr 27 2022 MiTek Industries, Inc. Mon Jun 06 19:41:39 Page: 1 ID:uzLhNq7j_41PYdpZ0Zulszy9QdN-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f June 7,2022 16023 Swingley Ridge RdChesterfield, 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 Componentavailable 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. 812 =3x5 =5x6 =3x6 =3x6 =3x6 =5x6 =3x5 1 23 22 21 2019 18 1716 15 14 13 12 1122429 25 28 103 4 952667278 0-5-3 38-9-8 10-11-9 38-4-5 11-4-12 11-4-12 16-0-1 27-4-13 38-9-87-7-60-0-47-3-11Scale = 1:67.7 Plate Offsets (X, Y):[4:0-4-4,0-2-4], [9:0-4-4,0-2-4] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.15 TC 0.17 Vert(LL)n/a -n/a 999 MT20 197/144 TCDL 10.0 Lumber DOL 1.15 BC 0.09 Vert(TL)n/a -n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.25 Horiz(TL)0.00 12 n/a n/a BCDL 10.0 Code IRC2018/TPI2014 Matrix-S Weight: 147 lb FT = 20% LUMBER TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 OTHERS 2x4 SPF No.2 *Except* 22-3,23-2,14-10,13-11:2x4 SPF Stud BRACING TOP CHORD Structural wood sheathing directly applied or6-0-0 oc purlins, except2-0-0 oc purlins (6-0-0 max.): 4-9. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size)1=100/38-9-8, 12=100/38-9-8, 13=304/38-9-8, 14=338/38-9-8, 15=281/38-9-8, 16=336/38-9-8, 18=312/38-9-8, 20=336/38-9-8, 21=281/38-9-8, 22=338/38-9-8, 23=304/38-9-8 Max Horiz 1=-116 (LC 8) Max Uplift 1=-13 (LC 8), 13=-44 (LC 13), 14=-55 (LC 13), 16=-11 (LC 9), 18=-1 (LC 8), 20=-10 (LC 8), 22=-55 (LC 12), 23=-44 (LC 12) Max Grav 1=116 (LC 20), 12=100 (LC 1), 13=304 (LC 1), 14=340 (LC 20), 15=284 (LC 26), 16=342 (LC 25), 18=312 (LC 1), 20=342 (LC 26),21=283 (LC 25), 22=339 (LC 19),23=304 (LC 1) FORCES (lb) - Maximum Compression/MaximumTension TOP CHORD 1-2=-117/107, 2-3=-122/88, 3-4=-113/114, 4-5=-81/102, 5-6=-81/102, 6-8=-81/102, 8-9=-81/102, 9-10=-100/99, 10-11=-90/49, 11-12=-84/60 BOT CHORD 1-23=-39/80, 22-23=-39/80, 21-22=-39/80, 20-21=-39/80, 18-20=-39/80, 16-18=-39/80, 15-16=-39/80, 14-15=-39/80, 13-14=-39/80, 12-13=-39/80 WEBS 9-15=-204/5, 8-16=-261/59, 6-18=-232/49, 5-20=-262/58, 4-21=-203/34, 3-22=-259/104, 2-23=-224/87, 10-14=-260/104, 11-13=-223/87 NOTES 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=15ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) exterior zone and C-C Exterior(2E) 0-5-12 to 4-4-5, Interior (1) 4-4-5 to 11-5-2, Exterior(2R) 11-5-2 to 16-10-15, Interior (1) 16-10-15 to 27-5-3, Exterior(2R) 27-5-3 to 32-11-0, Interior (1) 32-11-0 to 38-4-8 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) 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)All plates are 2x4 MT20 unless otherwise indicated. 6)Gable requires continuous bottom chord bearing. 7)Gable studs spaced at 4-0-0 oc. 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 13 lb uplift at joint 1, 11 lb uplift at joint 16, 1 lb uplift at joint 18, 10 lb uplift at joint 20, 55 lb uplift at joint 22, 44 lb uplift at joint 23, 55 lb uplift at joint 14 and 44 lb uplift at joint 13. 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. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply EPCON RT MASTERS-Haven A Sitting Room I52382632T33Roof Special 1 118030029-W Job Reference (optional) Carter Components (Franklin), Franklin, IN - 46131,Run: 8.53 S Apr 27 2022 Print: 8.530 S Apr 27 2022 MiTek Industries, Inc. Mon Jun 06 19:41:39 Page: 1 ID:TxjPtQVAhbx0mOhWLZy1dVy9Qcu-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f June 7,2022 16023 Swingley Ridge RdChesterfield, 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 Componentavailable 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. 812 =3x5 =3x5 =3x5 =4x5 =3x5 =3x5 =3x5 1 20 19 18 17 16 15 14 13 12 11 2 10 93 4 8 5 72122 6 0-5-3 34-9-8 16-11-9 34-4-5 17-4-12 17-4-12 34-9-811-7-70-0-411-3-11Scale = 1:70.2 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.15 TC 0.25 Vert(LL)n/a -n/a 999 MT20 197/144 TCDL 10.0 Lumber DOL 1.15 BC 0.16 Vert(TL)n/a -n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.13 Horiz(TL)0.01 11 n/a n/a BCDL 10.0 Code IRC2018/TPI2014 Matrix-S Weight: 138 lb FT = 20% LUMBER TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 OTHERS 2x4 SPF No.2 *Except* 20-2,12-10:2x4 SPF Stud BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 6-16, 5-18, 7-14 REACTIONS (lb/size)1=179/34-9-8, 11=179/34-9-8, 12=422/34-9-8, 13=284/34-9-8, 14=343/34-9-8, 16=255/34-9-8, 18=343/34-9-8, 19=284/34-9-8, 20=422/34-9-8 Max Horiz 1=-179 (LC 8) Max Uplift 1=-3 (LC 8), 12=-62 (LC 13), 13=-42 (LC 13), 14=-55 (LC 13), 18=-55 (LC 12), 19=-41 (LC 12), 20=-63 (LC 12) Max Grav 1=197 (LC 20), 11=179 (LC 1), 12=422 (LC 26), 13=284 (LC 1), 14=348 (LC 26), 16=282 (LC 22), 18=348 (LC 25), 19=284 (LC 1), 20=422 (LC 25) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-171/150, 2-4=-164/103, 4-5=-138/125, 5-6=-136/170, 6-7=-136/156, 7-8=-97/81, 8-10=-115/40, 10-11=-136/98 BOT CHORD 1-20=-64/131, 19-20=-64/131, 18-19=-64/131, 16-18=-64/131, 14-16=-64/131, 13-14=-64/131, 12-13=-64/131, 11-12=-64/131 WEBS 6-16=-203/32, 5-18=-265/104, 4-19=-216/87, 2-20=-307/118, 7-14=-265/103, 8-13=-216/87, 10-12=-307/118 NOTES 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=15ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) exterior zone and C-C Exterior(2E) 0-5-12 to 3-11-9, Interior (1) 3-11-9 to 17-5-2, Exterior(2R) 17-5-2 to 20-10-14, Interior (1) 20-10-14 to 34-4-8 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) 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)All plates are 2x4 MT20 unless otherwise indicated. 5)Gable requires continuous bottom chord bearing. 6)Gable studs spaced at 4-0-0 oc. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 3 lb uplift at joint 1, 55 lb uplift at joint 18, 41 lb uplift at joint 19, 63 lb uplift at joint 20, 55 lb uplift at joint 14, 42 lb uplift at joint 13 and 62 lb uplift at joint 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. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply EPCON RT MASTERS-Haven A Sitting Room I52382633T34Valley1118030029-W Job Reference (optional) Carter Components (Franklin), Franklin, IN - 46131,Run: 8.53 S Apr 27 2022 Print: 8.530 S Apr 27 2022 MiTek Industries, Inc. Mon Jun 06 19:41:40 Page: 1 ID:M9v3aA7MlNAG9mOlaGP_PAy9QdM-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f June 7,2022 16023 Swingley Ridge RdChesterfield, 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 Componentavailable 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. 812 =3x5 =3x5 =3x5 =4x5 =3x5 =3x5 1 19 18 17 1615 14 13 12 11 102 93 84 5 7 20 21 6 0-5-3 30-9-8 14-11-9 30-4-5 15-4-12 15-4-12 30-9-810-3-70-0-49-11-11Scale = 1:64.1 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.15 TC 0.16 Vert(LL)n/a -n/a 999 MT20 197/144 TCDL 10.0 Lumber DOL 1.15 BC 0.09 Vert(TL)n/a -n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.24 Horiz(TL)0.01 11 n/a n/a BCDL 10.0 Code IRC2018/TPI2014 Matrix-S Weight: 117 lb FT = 20% LUMBER TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 OTHERS 2x4 SPF Stud *Except* 15-6,17-5,14-7:2x4 SPF No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 6-15 REACTIONS (lb/size)1=104/30-9-8, 11=104/30-9-8, 12=309/30-9-8, 13=320/30-9-8, 14=334/30-9-8, 15=258/30-9-8, 17=334/30-9-8, 18=320/30-9-8, 19=309/30-9-8 Max Horiz 1=-158 (LC 8) Max Uplift 1=-22 (LC 8), 12=-46 (LC 13), 13=-46 (LC 13), 14=-54 (LC 13), 17=-54 (LC 12), 18=-46 (LC 12), 19=-46 (LC 12) Max Grav 1=132 (LC 20), 11=111 (LC 22), 12=310 (LC 26), 13=320 (LC 1), 14=339 (LC 26), 15=273 (LC 22), 17=339 (LC 25), 18=320 (LC 1), 19=310 (LC 25) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-161/129, 2-4=-153/103, 4-5=-137/106, 5-6=-124/150, 6-7=-122/136, 7-8=-101/67, 8-10=-110/53, 10-11=-122/72 BOT CHORD 1-19=-54/114, 18-19=-54/114, 17-18=-54/114, 15-17=-54/114, 14-15=-54/114, 13-14=-54/114, 12-13=-54/114, 11-12=-54/114 WEBS 6-15=-193/15, 5-17=-259/102, 4-18=-239/95, 2-19=-229/89, 7-14=-259/102, 8-13=-239/95, 10-12=-229/89 NOTES 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=15ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) exterior zone and C-C Exterior(2E) 0-5-12 to 3-5-2, Interior (1) 3-5-2 to 15-5-2, Exterior(2R) 15-5-2 to 18-6-1, Interior (1) 18-6-1 to 30-4-8 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; LumberDOL=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)All plates are 2x4 MT20 unless otherwise indicated. 5)Gable requires continuous bottom chord bearing. 6)Gable studs spaced at 4-0-0 oc. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 22 lb uplift at joint 1, 54 lb uplift at joint 17, 46 lb uplift at joint 18, 46 lb uplift at joint 19, 54 lb uplift at joint 14, 46 lb uplift at joint 13 and 46 lb uplift at joint 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. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply EPCON RT MASTERS-Haven A Sitting Room I52382634T35Valley1118030029-W Job Reference (optional) Carter Components (Franklin), Franklin, IN - 46131,Run: 8.53 S Apr 27 2022 Print: 8.530 S Apr 27 2022 MiTek Industries, Inc. Mon Jun 06 19:41:40 Page: 1 ID:M9v3aA7MlNAG9mOlaGP_PAy9QdM-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f June 7,2022 16023 Swingley Ridge RdChesterfield, 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 Componentavailable 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. 812 =3x5 =3x5 =4x5 =3x5 1 13 12 11 10 9 8 7 2 6 3 5 14 15 4 0-5-3 26-9-8 12-11-9 26-4-5 13-4-12 13-4-12 26-9-88-11-70-0-48-7-11Scale = 1:58 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.15 TC 0.25 Vert(LL)n/a -n/a 999 MT20 197/144 TCDL 10.0 Lumber DOL 1.15 BC 0.16 Vert(TL)n/a -n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.15 Horiz(TL)0.00 7 n/a n/a BCDL 10.0 Code IRC2018/TPI2014 Matrix-S Weight: 96 lb FT = 20% LUMBER TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 OTHERS 2x4 SPF No.2 *Except* 13-2,8-6:2x4 SPF Stud BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 4-10 REACTIONS (lb/size)1=181/26-9-8, 7=181/26-9-8, 8=418/26-9-8, 9=301/26-9-8, 10=271/26-9-8, 12=301/26-9-8, 13=418/26-9-8 Max Horiz 1=-137 (LC 8) Max Uplift 8=-61 (LC 13), 9=-50 (LC 13), 12=-50 (LC 12), 13=-61 (LC 12) Max Grav 1=185 (LC 20), 7=181 (LC 1), 8=418 (LC 1), 9=308 (LC 26), 10=271 (LC 22), 12=308 (LC 25), 13=418 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-144/119, 2-3=-140/86, 3-4=-120/130, 4-5=-107/116, 5-6=-111/53, 6-7=-116/82 BOT CHORD 1-13=-44/98, 12-13=-44/98, 10-12=-44/98, 9-10=-44/98, 8-9=-44/98, 7-8=-44/98 WEBS 4-10=-186/0, 3-12=-240/96, 2-13=-302/116, 5-9=-240/95, 6-8=-302/116 NOTES 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=15ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) exterior zone and C-C Exterior(2E) 0-5-12 to 3-5-12, Interior (1) 3-5-12 to 13-5-2, Exterior(2R) 13-5-2 to 16-5-2, Interior (1) 16-5-2 to 26-4-8 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) 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)All plates are 2x4 MT20 unless otherwise indicated. 5)Gable requires continuous bottom chord bearing. 6)Gable studs spaced at 4-0-0 oc. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 50 lb uplift at joint 12, 61 lb uplift at joint 13, 50 lb uplift at joint 9 and 61 lb uplift at joint 8. 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. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply EPCON RT MASTERS-Haven A Sitting Room I52382635T36Valley1118030029-W Job Reference (optional) Carter Components (Franklin), Franklin, IN - 46131,Run: 8.53 S Apr 27 2022 Print: 8.530 S Apr 27 2022 MiTek Industries, Inc. Mon Jun 06 19:41:40 Page: 1 ID:qMTRnV8_WhI7nwzy8zxDxOy9QdL-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f June 7,2022 16023 Swingley Ridge RdChesterfield, 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 Componentavailable 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. 812 =3x5 =3x5 =4x5 =3x5 1 13 12 11 10 9 8 7 2 6 3 5 1514 4 0-5-3 22-9-8 10-11-9 22-4-5 11-4-12 11-4-12 22-9-87-7-70-0-47-3-11Scale = 1:51.9 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.15 TC 0.17 Vert(LL)n/a -n/a 999 MT20 197/144 TCDL 10.0 Lumber DOL 1.15 BC 0.09 Vert(TL)n/a -n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.16 Horiz(TL)0.00 7 n/a n/a BCDL 10.0 Code IRC2018/TPI2014 Matrix-S Weight: 78 lb FT = 20% LUMBER TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 OTHERS 2x4 SPF Stud *Except* 10-4:2x4 SPF No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size)1=105/22-9-8, 7=105/22-9-8, 8=304/22-9-8, 9=338/22-9-8, 10=256/22-9-8, 11=338/22-9-8, 13=304/22-9-8 Max Horiz 1=-116 (LC 8) Max Uplift 1=-7 (LC 8), 8=-44 (LC 13), 9=-55 (LC 13), 11=-55 (LC 12), 13=-44 (LC 12) Max Grav 1=120 (LC 20), 7=105 (LC 1), 8=304 (LC 1), 9=344 (LC 26), 10=256 (LC 1), 11=344 (LC 25), 13=304 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-114/94, 2-3=-128/73, 3-4=-117/110, 4-5=-109/96, 5-6=-99/47, 6-7=-93/53 BOT CHORD 1-13=-35/82, 11-13=-35/82, 10-11=-35/82, 9-10=-35/82, 8-9=-35/82, 7-8=-35/82 WEBS 4-10=-176/0, 3-11=-264/104, 2-13=-223/87, 5-9=-264/104, 6-8=-223/87 NOTES 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=15ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) exterior zone and C-C Exterior(2E) 0-5-12 to 3-5-2, Interior (1) 3-5-2 to 11-5-2, Exterior(2R) 11-5-2 to 14-5-2, Interior (1) 14-5-2 to 22-4-8 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) 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)All plates are 2x4 MT20 unless otherwise indicated. 5)Gable requires continuous bottom chord bearing. 6)Gable studs spaced at 4-0-0 oc. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 7 lb uplift at joint 1, 55 lb uplift at joint 11, 44 lb uplift at joint 13, 55 lb uplift at joint 9 and 44 lb uplift at joint 8. 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. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply EPCON RT MASTERS-Haven A Sitting Room I52382636T37Valley1118030029-W Job Reference (optional) Carter Components (Franklin), Franklin, IN - 46131,Run: 8.53 S Apr 27 2022 Print: 8.530 S Apr 27 2022 MiTek Industries, Inc. Mon Jun 06 19:41:41 Page: 1 ID:qMTRnV8_WhI7nwzy8zxDxOy9QdL-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f June 7,2022 16023 Swingley Ridge RdChesterfield, 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 Componentavailable 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. 812 =3x5 =2x4 =2x4 =3x5 =4x5 =2x4 =2x4 =2x4 =3x5 1 9 8 7 6 5 42 1110 3 0-5-3 18-9-8 8-11-9 18-4-5 9-4-12 9-4-12 18-9-86-3-70-0-45-11-11Scale = 1:47.2 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.15 TC 0.25 Vert(LL)n/a -n/a 999 MT20 197/144 TCDL 10.0 Lumber DOL 1.15 BC 0.16 Vert(TL)n/a -n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.10 Horiz(TL)0.00 5 n/a n/a BCDL 10.0 Code IRC2018/TPI2014 Matrix-S Weight: 59 lb FT = 20% LUMBER TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 OTHERS 2x4 SPF Stud *Except* 7-3:2x4 SPF No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size)1=174/18-9-8, 5=174/18-9-8, 6=437/18-9-8, 7=209/18-9-8, 9=437/18-9-8 Max Horiz 1=-95 (LC 8) Max Uplift 6=-68 (LC 13), 9=-68 (LC 12) Max Grav 1=174 (LC 1), 5=174 (LC 1), 6=440 (LC 26), 7=209 (LC 1), 9=440 (LC 25) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-114/101, 2-3=-115/90, 3-4=-112/77, 4-5=-89/76 BOT CHORD 1-9=-28/67, 7-9=-28/67, 6-7=-28/67, 5-6=-28/67 WEBS 3-7=-151/0, 2-9=-323/124, 4-6=-323/124 NOTES 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=15ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) exterior zone and C-C Exterior(2E) 0-5-12 to 3-5-12, Interior (1) 3-5-12 to 9-5-2, Exterior(2R) 9-5-2 to 12-5-2, Interior (1) 12-5-2 to 18-4-8 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) 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 4-0-0 oc. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 68 lb uplift at joint 9 and 68 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. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply EPCON RT MASTERS-Haven A Sitting Room I52382637T38Valley1118030029-W Job Reference (optional) Carter Components (Franklin), Franklin, IN - 46131,Run: 8.53 S Apr 27 2022 Print: 8.530 S Apr 27 2022 MiTek Industries, Inc. Mon Jun 06 19:41:41 Page: 1 ID:qMTRnV8_WhI7nwzy8zxDxOy9QdL-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f June 7,2022 16023 Swingley Ridge RdChesterfield, 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 Componentavailable 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. 812 =3x5 =2x4 =2x4 =4x5 =2x4 =2x4 =2x4 =3x5 1 8 7 6 5 2 4 9 10 3 0-5-3 14-9-8 6-11-9 14-4-5 7-4-12 7-4-12 14-9-84-11-70-0-44-7-11Scale = 1:38.5 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.15 TC 0.15 Vert(LL)n/a -n/a 999 MT20 197/144 TCDL 10.0 Lumber DOL 1.15 BC 0.10 Vert(TL)n/a -n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.08 Horiz(TL)0.00 5 n/a n/a BCDL 10.0 Code IRC2018/TPI2014 Matrix-S Weight: 45 lb FT = 20% LUMBER TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 OTHERS 2x4 SPF Stud BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size)1=104/14-9-8, 5=104/14-9-8, 6=323/14-9-8, 7=256/14-9-8, 8=323/14-9-8 Max Horiz 1=74 (LC 9) Max Uplift 6=-54 (LC 13), 8=-54 (LC 12) Max Grav 1=107 (LC 20), 5=104 (LC 1), 6=329 (LC 26), 7=256 (LC 1), 8=329 (LC 25) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-93/59, 2-3=-114/69, 3-4=-114/63, 4-5=-74/37 BOT CHORD 1-8=-16/54, 7-8=-16/54, 6-7=-16/54, 5-6=-16/54 WEBS 3-7=-175/0, 2-8=-250/98, 4-6=-250/98 NOTES 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=15ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) exterior zone and C-C Exterior(2E) 0-5-12 to 3-5-2, Interior (1) 3-5-2 to 7-5-2, Exterior(2R) 7-5-2 to 10-5-2, Interior (1) 10-5-2 to 14-4-8 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) 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 4-0-0 oc. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 54 lb uplift at joint 8 and 54 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. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply EPCON RT MASTERS-Haven A Sitting Room I52382638T39Valley1118030029-W Job Reference (optional) Carter Components (Franklin), Franklin, IN - 46131,Run: 8.53 S Apr 27 2022 Print: 8.530 S Apr 27 2022 MiTek Industries, Inc. Mon Jun 06 19:41:41 Page: 1 ID:qMTRnV8_WhI7nwzy8zxDxOy9QdL-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f June 7,2022 16023 Swingley Ridge RdChesterfield, 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 Componentavailable 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. 812 =2x4 =2x4 =2x4 =3x5 =2x4 =4x5 =2x4 1 7 6 5 2 98 43 0-5-3 10-9-8 2-4-15 6-7-4 3-9-2 10-4-5 4-2-5 4-2-5 10-9-82-9-120-0-42-6-1Scale = 1:29.2 Plate Offsets (X, Y):[3:0-2-8,0-1-13], [4:0-2-8,0-1-13] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.15 TC 0.23 Vert(LL)n/a -n/a 999 MT20 197/144 TCDL 10.0 Lumber DOL 1.15 BC 0.12 Vert(TL)n/a -n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.04 Horiz(TL)0.00 5 n/a n/a BCDL 10.0 Code IRC2018/TPI2014 Matrix-P Weight: 29 lb FT = 20% LUMBER TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 OTHERS 2x4 SPF Stud BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except 2-0-0 oc purlins (6-0-0 max.): 3-4. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size)1=149/10-9-8, 5=232/10-9-8, 6=183/10-9-8, 7=227/10-9-8 Max Horiz 1=-40 (LC 8) Max Uplift 7=-16 (LC 12) Max Grav 1=149 (LC 1), 5=232 (LC 1), 6=210 (LC 3), 7=227 (LC 25) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-182/28, 2-3=-207/51, 3-4=-137/50, 4-5=-214/44 BOT CHORD 1-7=-31/137, 6-7=-31/137, 5-6=-31/137 WEBS 4-6=-112/39, 2-7=-160/69 NOTES 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=15ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) exterior zone and C-C Exterior(2E) 0-5-12 to 3-5-12, Interior (1) 3-5-12 to 4-2-11, Exterior(2E) 4-2-11 to 10-4-8 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) 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)Gable studs spaced at 4-0-0 oc. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 16 lb uplift at joint 7. 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. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply EPCON RT MASTERS-Haven A Sitting Room I52382639T40Valley1118030029-W Job Reference (optional) Carter Components (Franklin), Franklin, IN - 46131,Run: 8.53 S Apr 27 2022 Print: 8.530 S Apr 27 2022 MiTek Industries, Inc. Mon Jun 06 19:41:41 Page: 1 ID:qMTRnV8_WhI7nwzy8zxDxOy9QdL-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f June 7,2022 16023 Swingley Ridge RdChesterfield, 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 Componentavailable 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. 812 =3x5 =2x4 =2x4 =2x4 =4x5 =2x4 =2x4 =3x5 1 72 10 9 8 6 3 5 11 12 4 0-8-9 15-2-13 0-8-9 -0-8-9 7-3-2 7-3-2 7-3-2 14-6-4 14-6-45-4-10-4-75-2-9Scale = 1:39.7 Plate Offsets (X, Y):[2:0-2-9,0-1-8], [6:0-2-9,0-1-8] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.15 TC 0.16 Vert(LL)n/a -n/a 999 MT20 197/144 TCDL 10.0 Lumber DOL 1.15 BC 0.09 Vert(CT)n/a -n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.09 Horz(CT)0.00 6 n/a n/a BCDL 10.0 Code IRC2018/TPI2014 Matrix-S Weight: 48 lb FT = 20% LUMBER TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 OTHERS 2x4 SPF Stud BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size)2=149/14-6-4, 6=149/14-6-4, 8=335/14-6-4, 9=251/14-6-4,10=335/14-6-4 Max Horiz 2=-82 (LC 10) Max Uplift 8=-56 (LC 13), 10=-56 (LC 12) Max Grav 2=149 (LC 1), 6=149 (LC 1), 8=340 (LC 26), 9=251 (LC 1), 10=340 (LC 25) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/14, 2-3=-110/63, 3-4=-115/75, 4-5=-114/71, 5-6=-88/40, 6-7=0/14 BOT CHORD 2-10=-19/59, 9-10=-19/59, 8-9=-19/59, 6-8=-19/59 WEBS 4-9=-173/0, 3-10=-256/100, 5-8=-256/100 NOTES 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=15ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) exterior zone and C-C Exterior(2E) 0-3-5 to 3-3-5, Interior (1) 3-3-5 to 8-0-1, Exterior(2R) 8-0-1 to 11-0-1, Interior (1) 11-0-1 to 15-8-12 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) 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 4-0-0 oc. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 56 lb uplift at joint 10 and 56 lb uplift at joint 8. 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. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply EPCON RT MASTERS-Haven A Sitting Room I52382640T41Piggyback17118030029-W Job Reference (optional) Carter Components (Franklin), Franklin, IN - 46131,Run: 8.53 S Apr 27 2022 Print: 8.530 S Apr 27 2022 MiTek Industries, Inc. Mon Jun 06 19:41:42 Page: 1 ID:IY1q?r9cH?Q_P4Y8ihSSUby9QdK-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f June 7,2022 16023 Swingley Ridge RdChesterfield, 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 Componentavailable 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. 812 =2x4 =2x4 =4x5 =2x4 51 2 6 4 3 0-8-9 -0-8-9 0-8-9 8-6-4 3-10-14 3-10-14 3-10-14 7-9-11 7-9-113-1-30-4-72-11-11Scale = 1:28.8 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.15 TC 0.24 Vert(LL)n/a -n/a 999 MT20 197/144 TCDL 10.0 Lumber DOL 1.15 BC 0.13 Vert(CT)n/a -n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.05 Horz(CT)0.00 4 n/a n/a BCDL 10.0 Code IRC2018/TPI2014 Matrix-P Weight: 24 lb FT = 20% LUMBER TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 OTHERS 2x4 SPF Stud BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size)2=200/7-9-11, 4=200/7-9-11, 6=281/7-9-11 Max Horiz 2=-46 (LC 10) Max Uplift 2=-13 (LC 12), 4=-19 (LC 13) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/14, 2-3=-96/45, 3-4=-96/45, 4-5=0/14 BOT CHORD 2-6=-5/43, 4-6=-5/43 WEBS 3-6=-183/44 NOTES 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=15ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) exterior zone and C-C Exterior(2E) 0-3-5 to 3-3-5, Interior (1) 3-3-5 to 4-7-13, Exterior(2R) 4-7-13 to 7-7-13, Interior (1) 7-7-13 to 9-0-4 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)Gable requires continuous bottom chord bearing. 5)Gable studs spaced at 4-0-0 oc. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 13 lb uplift at joint 2 and 19 lb uplift at joint 4. 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. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply EPCON RT MASTERS-Haven A Sitting Room I52382641T42Piggyback20118030029-W Job Reference (optional) Carter Components (Franklin), Franklin, IN - 46131,Run: 8.53 S Apr 27 2022 Print: 8.530 S Apr 27 2022 MiTek Industries, Inc. Mon Jun 06 19:41:42 Page: 1 ID:IY1q?r9cH?Q_P4Y8ihSSUby9QdK-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f June 7,2022 16023 Swingley Ridge RdChesterfield, 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 Componentavailable 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. 812 =6x12 =3x10 =3x6 =5x6 =4x5 =4x6 =4x5 =3x8 =3x6 =6x8HUS26HUS26HUS26HUS26HUS26NAILED NAILED LUS26 LUS26 NAILEDNAILED HUS26 HUS26 HUS26 HUS26 1 21 2220 23 1924 25 1826 271716 15 30 1431 32 13 33 34 12 28 29 11 1029 83 4 7 5 6 1-6-14 12-6-4 1-9-3 26-3-15 3-2-14 24-6-12 3-9-8 16-3-12 5-0-1 21-3-14 5-4-6 10-11-6 5-6-15 5-6-15 5-3-9 31-7-9 1-0-0 1-0-0 3-1-13 8-8-12 3-2-14 24-6-12 3-4-10 27-11-6 3-8-2 31-7-9 3-9-8 12-6-4 3-9-8 16-3-12 4-6-15 5-6-15 5-0-1 21-3-140-8-01-4-011-6-8Scale = 1:77.3 Plate Offsets (X, Y):[1:Edge,0-0-10], [1:0-3-1,0-8-13], [13:0-4-0,0-4-4] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.15 TC 0.47 Vert(LL)-0.04 1-20 >999 240 MT20 197/144 TCDL 10.0 Lumber DOL 1.15 BC 0.80 Vert(CT)-0.08 1-20 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.38 Horz(CT)0.01 18 n/a n/a BCDL 10.0 Code IRC2018/TPI2014 Matrix-S Weight: 630 lb FT = 20% LUMBER TOP CHORD 2x4 SPF No.2 BOT CHORD 2x6 SPF No.2 WEBS 2x4 SPF No.2 *Except* 12-11,13-11,2-19,2-20,9-14,9-13:2x4 SPF Stud WEDGE Left: 2x10 SP 2400F 2.0E BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 ocbracing. REACTIONS (lb/size)1=2208/0-3-8, 12=2520/0-3-8, 14=3310/0-3-8, 18=4724/0-3-8 Max Horiz 1=185 (LC 7) Max Grav 1=2208 (LC 1), 12=2534 (LC 22), 14=3310 (LC 1), 18=4724 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-2709/0, 2-4=-907/0, 4-5=0/1084,5-6=0/833, 6-7=0/807, 7-8=0/872, 8-9=0/749,9-11=-1313/0, 11-12=-1053/0 BOT CHORD 1-20=0/2142, 19-20=0/2142, 18-19=-370/0, 16-18=-860/0, 15-16=-708/0, 14-15=-615/0, 13-14=-21/94, 12-13=0/276 WEBS 6-16=-1035/0, 11-13=0/780, 2-19=-2369/0, 2-20=0/2599, 4-19=0/3660, 4-18=-2724/0, 5-18=-918/44, 5-16=-29/639, 7-16=-46/174, 7-15=-372/0, 8-15=-487/72, 8-14=-140/551, 9-14=-1782/0, 9-13=0/2655 NOTES 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 0-9-0 oc. Bottom chords connected as follows: 2x6 - 3 rows staggered at 0-5-0 oc. Web 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=15ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) exterior zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 5)All plates are 3x5 MT20 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 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)Use Simpson Strong-Tie HUS26 (14-10d Girder, 4-10d Truss) or equivalent spaced at 14-0-0 oc max. starting at 3-0-12 from the left end to 31-0-12 to connect truss(es) to front face of bottom chord. 9)Use Simpson Strong-Tie LUS26 (4-10d Girder, 3-10d Truss, Single Ply Girder) or equivalent spaced at 2-0-0 oc max. starting at 17-0-12 from the left end to 19-0-12 to connect truss(es) to front face of bottom chord. 10)Fill all nail holes where hanger is in contact with lumber. 11)"NAILED" indicates Girder: 3-10d (0.148" x 3") toe-nails per NDS guidelines. LOAD CASE(S) Standard 1)Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (lb/ft) Vert: 1-6=-60, 6-11=-60, 1-12=-20 Concentrated Loads (lb) Vert: 15=134 (F), 21=-1220 (F), 22=-939 (F), 23=-1056 (F), 24=-1115 (F), 25=-1190 (F), 26=127 (F), 27=74 (F), 28=161 (F), 29=161 (F), 30=134 (F), 31=-1380 (F), 32=-1380 (F), 33=-1380 (F), 34=-1386 (F) Job Truss Truss Type Qty Ply EPCON RT MASTERS-Haven A Sitting Room I52382642TG1Common Girder 1 318030029-W Job Reference (optional) Carter Components (Franklin), Franklin, IN - 46131,Run: 8.53 S Apr 27 2022 Print: 8.530 S Apr 27 2022 MiTek Industries, Inc. Mon Jun 06 19:41:42 Page: 1 ID:?0hSEuhCwWylhrvbHwEnGty9Qce-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f June 7,2022 16023 Swingley Ridge RdChesterfield, 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 Componentavailable 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. 812 =2x4 =3x5 =3x5 =4x5 =3x5 =3x5 =3x5 =4x5 =2x4 LUS26 LUS26 NAILED NAILED LUS26 9 108 11 12 7 13 14 6 1 2 3 4 5 4-2-8 8-8-8 4-6-0 4-6-0 4-6-0 13-2-7 0-1-2 13-2-7 4-2-8 8-8-8 4-4-14 13-1-5 4-6-0 4-6-010-1-101-4-010-1-10Scale = 1:67.2 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.15 TC 0.08 Vert(LL)-0.01 7-8 >999 240 MT20 197/144 TCDL 10.0 Lumber DOL 1.15 BC 0.18 Vert(CT)-0.02 7-8 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.10 Horz(CT)0.00 6 n/a n/a BCDL 10.0 Code IRC2018/TPI2014 Matrix-S Weight: 253 lb FT = 20% LUMBER TOP CHORD 2x4 SPF No.2 BOT CHORD 2x6 SPF No.2 WEBS 2x4 SPF No.2 *Except* 3-8,9-1,8-1:2x4 SPF Stud BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 5-6 REACTIONS (lb/size)6=359/0-2-11, 9=828/0-3-8 Max Horiz 9=232 (LC 5) Max Uplift 6=-498 (LC 8) Max Grav 6=595 (LC 15), 9=828 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-3=-980/0, 3-4=-536/103, 4-5=-144/79, 5-6=-117/36, 1-9=-787/0 BOT CHORD 8-9=-219/188, 7-8=-41/803, 6-7=-123/396 WEBS 3-8=0/435, 3-7=-593/0, 4-7=-172/535,4-6=-685/221, 1-8=0/712 NOTES 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 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Web 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=15ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) exterior zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 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 at joint(s) 6. 6)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 498 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)Use Simpson Strong-Tie LUS26 (4-10d Girder, 3-10d Truss, Single Ply Girder) or equivalent spaced at 6-0-0 oc max. starting at 4-0-12 from the left end to 12-0-12 to connect truss(es) to back face of bottom chord. 9)Fill all nail holes where hanger is in contact with lumber. 10)"NAILED" indicates Girder: 3-10d (0.148" x 3") toe-nails per NDS guidelines. LOAD CASE(S) Standard 1)Dead + Roof Live (balanced): Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads (lb/ft) Vert: 1-5=-60, 6-9=-20 Concentrated Loads (lb) Vert: 10=-277 (B), 11=-268 (B), 12=-79 (B), 13=136 (B), 14=334 (B) Job Truss Truss Type Qty Ply EPCON RT MASTERS-Haven A Sitting Room I52382643TG2Monopitch Girder 1 318030029-W Job Reference (optional) Carter Components (Franklin), Franklin, IN - 46131,Run: 8.53 S Apr 27 2022 Print: 8.530 S Apr 27 2022 MiTek Industries, Inc. Mon Jun 06 19:41:43 Page: 1 ID:?0hSEuhCwWylhrvbHwEnGty9Qce-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f June 7,2022 16023 Swingley Ridge RdChesterfield, 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 Componentavailable 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. 812 =3x5 =3x6 =5x6 =3x6 =3x6 =3x6 =5x6 =3x6 =3x5 71 70 69 68 67 66 65 64 63 62 61 605958 57 56 55 54 53 52 51 504948 47 46 45 44 43 42 41 40 39 38 37 361 352343334 325 316 307 298 289 2710 2611 2512131415161718192021222324 16-0-2 30-0-2 14-0-0 14-0-0 14-0-0 44-0-2 1-0-0 1-0-0 43-0-2 44-0-20-8-010-0-0Scale = 1:74.7 Plate Offsets (X, Y):[12:0-4-4,0-2-4], [25:0-4-4,0-2-4], [36:Edge,0-3-8] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.15 TC 0.09 Vert(LL)n/a -n/a 999 MT20 197/144 TCDL 10.0 Lumber DOL 1.15 BC 0.12 Vert(TL)n/a -n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.09 Horiz(TL)-0.01 38 n/a n/a BCDL 10.0 Code IRC2018/TPI2014 Matrix-R Weight: 698 lb FT = 20% LUMBER TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF Stud OTHERS 2x4 SPF No.2 *Except*67-6,68-5,69-4,70-2,41-31,40-32,39-33,38-35:2x4 SPF Stud BRACING TOP CHORD Structural wood sheathing directly applied or 10-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (10-0-0 max.): 12-25. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 25-47, 24-48, 23-50, 21-51, 20-52, 19-53, 18-54, 17-55, 16-56, 15-57, 14-58, 13-60, 12-61, 11-62, 26-46 REACTIONS (lb/size)38=217/42-0-2, 39=51/42-0-2, 40=120/42-0-2, 41=103/42-0-2, 42=108/42-0-2, 43=106/42-0-2, 44=107/42-0-2, 45=105/42-0-2, 46=113/42-0-2, 47=126/42-0-2, 48=114/42-0-2, 50=106/42-0-2, 51=106/42-0-2, 52=107/42-0-2, 53=107/42-0-2, 54=107/42-0-2, 55=107/42-0-2, 56=107/42-0-2, 57=106/42-0-2, 58=106/42-0-2, 60=114/42-0-2, 61=126/42-0-2, 62=113/42-0-2, 63=105/42-0-2, 64=107/42-0-2, 65=106/42-0-2, 66=108/42-0-2, 67=103/42-0-2, 68=120/42-0-2, 69=49/42-0-2, 70=219/42-0-2 Max Horiz 70=-157 (LC 8) Max Uplift 38=-60 (LC 9), 39=-127 (LC 8), 40=-8 (LC 12), 41=-21 (LC 13), 42=-15 (LC 13), 43=-16 (LC 13), 44=-15 (LC 13), 45=-21 (LC 13), 46=-6 (LC 13), 50=-3 (LC 9), 51=-1 (LC 8), 52=-1 (LC 8), 53=-1 (LC 9), 54=-1 (LC 8), 55=-1 (LC 8), 56=-1 (LC 9), 57=-1 (LC 9), 58=-3 (LC 8), 62=-6 (LC 12), 63=-21 (LC 12), 64=-15 (LC 12), 65=-16 (LC 12), 66=-15 (LC 12), 67=-21 (LC 12), 68=-10 (LC 13), 69=-144 (LC 9), 70=-80 (LC 8) Max Grav 38=274 (LC 19), 39=157 (LC 11), 40=125 (LC 26), 41=107 (LC 20), 42=108 (LC 26), 43=106 (LC 1), 44=107 (LC 26), 45=106 (LC 20), 46=113 (LC 1), 47=142 (LC 21), 48=114 (LC 1), 50=107 (LC 25), 51=107 (LC 26), 52=107 (LC 1), 53=107 (LC 25), 54=107 (LC 26), 55=107 (LC 26), 56=107 (LC 1), 57=106 (LC 25), 58=107 (LC 26), 60=114 (LC 1), 61=144 (LC 22), 62=113 (LC 1), 63=106 (LC 19), 64=107 (LC 25), 65=106 (LC 1), 66=108 (LC 25), 67=108 (LC 19), 68=125 (LC 25), 69=174 (LC 10), 70=290 (LC 20) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-71=-20/30, 1-2=-70/138, 2-4=-91/132, 4-5=-45/115, 5-6=-44/118, 6-7=-45/124, 7-8=-62/138, 8-9=-80/153, 9-10=-97/178, 10-11=-116/205, 11-12=-130/224, 12-13=-114/197, 13-14=-114/197, 14-15=-114/197, 15-16=-114/197, 16-17=-114/197, 17-18=-114/197, 18-19=-114/197, 19-20=-114/197, 20-21=-114/197, 21-23=-114/197, 23-24=-114/197, 24-25=-114/197, 25-26=-130/224, 26-27=-116/205, 27-28=-97/178, 28-29=-80/153, 29-30=-62/132, 30-31=-45/119, 31-32=-33/114, 32-33=-35/108, 33-35=-77/122, 35-36=-61/131, 36-37=-17/27 Job Truss Truss Type Qty Ply EPCON RT MASTERS-Haven A Sitting Room I52382644TGE1Piggyback Base Supported Gable 1 118030029-W Job Reference (optional) Carter Components (Franklin), Franklin, IN - 46131,Run: 8.53 S Apr 27 2022 Print: 8.530 S Apr 27 2022 MiTek Industries, Inc. Mon Jun 06 19:41:43 Page: 1 ID:yOpDfajTR7DTw93_OLHFLIy9Qcc-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f Continued on page 2 June 7,2022 16023 Swingley Ridge RdChesterfield, 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 Componentavailable 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. BOT CHORD 70-71=-110/79, 69-70=-101/70,68-69=-101/70, 67-68=-101/70, 66-67=-101/70, 65-66=-101/70, 64-65=-101/70, 63-64=-101/70, 62-63=-101/70, 61-62=-101/70, 60-61=-101/70, 58-60=-101/70, 57-58=-101/70, 56-57=-101/70, 55-56=-101/70, 54-55=-101/70, 53-54=-101/70, 52-53=-101/70, 51-52=-101/70, 50-51=-101/70, 48-50=-101/70, 47-48=-101/70, 46-47=-101/70, 45-46=-101/70, 44-45=-101/70, 43-44=-101/70, 42-43=-101/70, 41-42=-101/70, 40-41=-101/70, 39-40=-101/70, 38-39=-101/70, 37-38=-101/70 WEBS 25-47=-115/24, 24-48=-87/13, 23-50=-80/19,21-51=-80/17, 20-52=-80/17, 19-53=-80/17, 18-54=-80/17, 17-55=-80/17, 16-56=-80/17, 15-57=-80/17, 14-58=-80/19, 13-60=-87/12, 12-61=-117/24, 11-62=-86/22, 10-63=-79/36, 9-64=-80/32, 8-65=-80/32, 7-66=-81/32, 6-67=-79/32, 5-68=-87/28, 4-69=-97/74, 2-70=-152/47, 26-46=-86/22, 27-45=-79/37, 28-44=-80/32, 29-43=-80/32, 30-42=-81/32, 31-41=-79/32, 32-40=-87/28, 33-39=-92/69, 35-38=-150/42 NOTES 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=15ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) exterior zone and C-C Corner(3E) 0-1-12 to 3-4-2, Exterior(2N) 3-4-2 to 14-0-0, Corner(3R) 14-0-0 to 17-4-8, Exterior(2N) 17-4-8 to 30-0-2, Corner(3R) 30-0-2 to 33-4-10, Exterior (2N) 33-4-10 to 43-10-6 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)All plates are 2x4 MT20 unless otherwise indicated. 6)Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 7)Gable studs spaced at 1-4-0 oc. 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 3 lb uplift at joint 50, 1 lb uplift at joint 51, 1 lb uplift at joint 52, 1 lb uplift at joint 53, 1 lb uplift at joint 54, 1 lb uplift at joint 55, 1 lb uplift at joint 56, 1 lb uplift at joint 57, 3 lb uplift at joint 58, 6 lb uplift at joint 62, 21 lb uplift at joint 63, 15 lb uplift at joint 64, 16 lb uplift at joint 65, 15 lb uplift at joint 66, 21 lb uplift at joint 67, 10 lb uplift at joint 68, 144 lb uplift at joint 69, 80 lb uplift at joint 70, 6 lb uplift at joint 46, 21 lb uplift at joint 45, 15 lb uplift at joint 44, 16 lb uplift at joint 43, 15 lb uplift at joint 42, 21 lb uplift at joint 41, 8 lb uplift at joint 40, 127 lb uplift at joint 39 and 60 lb uplift at joint 38. 10)N/A 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. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply EPCON RT MASTERS-Haven A Sitting Room I52382644TGE1Piggyback Base Supported Gable 1 118030029-W Job Reference (optional) Carter Components (Franklin), Franklin, IN - 46131,Run: 8.53 S Apr 27 2022 Print: 8.530 S Apr 27 2022 MiTek Industries, Inc. Mon Jun 06 19:41:43 Page: 2 ID:yOpDfajTR7DTw93_OLHFLIy9Qcc-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f 16023 Swingley Ridge RdChesterfield, 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 Componentavailable 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. 812 =3x5 =3x5 =4x5 =3x5 35 34 33 32 3130 29 28 27 26 25 24 23 22 21 20 19 18 1 17 2 16 3 15 4 14 5 13 6 12 7 11 8 10 9 10-10-12 10-10-12 10-10-12 21-9-9 1-0-0 1-0-0 20-9-9 21-9-90-8-07-11-3Scale = 1:55.2 Plate Offsets (X, Y):[17:Edge,0-3-8], [30:0-1-13,0-1-8] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.15 TC 0.06 Vert(LL)n/a -n/a 999 MT20 197/144 TCDL 10.0 Lumber DOL 1.15 BC 0.08 Vert(TL)n/a -n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.14 Horiz(TL)0.00 19 n/a n/a BCDL 10.0 Code IRC2018/TPI2014 Matrix-R Weight: 247 lb FT = 20% LUMBER TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF Stud OTHERS 2x4 SPF Stud *Except*26-9,27-8,28-7,25-10,24-11:2x4 SPF No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 10-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (lb/size)19=173/19-9-9, 20=75/19-9-9, 21=114/19-9-9, 22=105/19-9-9, 23=106/19-9-9, 24=106/19-9-9, 25=114/19-9-9, 26=134/19-9-9, 27=114/19-9-9, 28=106/19-9-9, 29=106/19-9-9, 31=105/19-9-9, 32=114/19-9-9, 33=75/19-9-9, 34=173/19-9-9 Max Horiz 34=124 (LC 9) Max Uplift 19=-58 (LC 9), 20=-87 (LC 8), 21=-4 (LC 12), 22=-19 (LC 13), 23=-14 (LC 13), 24=-22 (LC 13), 27=-1 (LC 12), 28=-22 (LC 12), 29=-14 (LC 12), 31=-20 (LC 12), 32=-5 (LC 13), 33=-96 (LC 9), 34=-70 (LC 8) Max Grav 19=212 (LC 19), 20=143 (LC 20), 21=117 (LC 26), 22=109 (LC 20), 23=106 (LC 26), 24=107 (LC 26), 25=114 (LC 1), 26=168 (LC 22), 27=114 (LC 1), 28=107 (LC 25), 29=106 (LC 25), 31=109 (LC 19), 32=117 (LC 25), 33=151 (LC 10), 34=221 (LC 20) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-35=-18/18, 1-2=-58/97, 2-3=-72/98, 3-4=-41/87, 4-5=-44/93, 5-6=-61/108, 6-7=-78/122, 7-8=-98/145, 8-9=-109/162, 9-10=-109/162, 10-11=-98/145, 11-12=-78/119, 12-13=-61/104, 13-14=-44/90, 14-15=-34/85, 15-16=-63/92, 16-17=-52/93, 17-18=-16/17 BOT CHORD 34-35=-80/65, 33-34=-75/60, 32-33=-75/60, 31-32=-75/60, 29-31=-75/60, 28-29=-75/60, 27-28=-75/60, 26-27=-75/60, 25-26=-75/60, 24-25=-75/60, 23-24=-75/60, 22-23=-75/60, 21-22=-75/60, 20-21=-75/60, 19-20=-75/60, 18-19=-75/60 WEBS 9-26=-142/70, 8-27=-87/17, 7-28=-80/39, 6-29=-79/31, 5-31=-80/33, 4-32=-83/32, 3-33=-97/60, 2-34=-118/51, 10-25=-87/16, 11-24=-80/39, 12-23=-79/31, 13-22=-80/33, 14-21=-83/32, 15-20=-94/58, 16-19=-118/50 NOTES 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=15ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) exterior zone and C-C Corner(3E) 0-1-12 to 2-10-12, Exterior(2N) 2-10-12 to 10-10-12, Corner(3R) 10-10-12 to 13-10-12, Exterior(2N) 13-10-12 to 21-7-13 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)All plates are 2x4 MT20 unless otherwise indicated. 5)Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 6)Gable studs spaced at 1-4-0 oc. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1 lb uplift at joint 27, 22 lb uplift at joint 28, 14 lb uplift at joint 29, 20 lb uplift at joint 31, 5 lb uplift at joint 32, 96 lb uplift at joint 33, 70 lb uplift at joint 34, 22 lb uplift at joint 24, 14 lb uplift at joint 23, 19 lb uplift at joint 22, 4 lb uplift at joint21, 87 lb uplift at joint 20 and 58 lb uplift at joint 19. 9)N/A 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. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply EPCON RT MASTERS-Haven A Sitting Room I52382645TGE2Common Supported Gable 1 118030029-W Job Reference (optional) Carter Components (Franklin), Franklin, IN - 46131,Run: 8.53 S Apr 27 2022 Print: 8.530 S Apr 27 2022 MiTek Industries, Inc. Mon Jun 06 19:41:44 Page: 1 ID:mkbCCBAE2IYr0E7KFOzh1py9QdJ-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f June 7,2022 16023 Swingley Ridge RdChesterfield, 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 Componentavailable 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. 812 =5x6 =3x6 =3x6 =5x6 58 57 56 55 54 53 52 51 50 49 48 47 4645 44 43 4241 40 39 38 37 36 35 34 33 32 31 30 29 1 28 2 27 3 26 4 25 5 24 6 23 7 22 8 21 9 20 10 19 11 18121314151617 9-3-9 22-3-9 13-0-0 13-0-0 13-0-0 35-3-9 35-3-91-4-010-0-0Scale = 1:62.8 Plate Offsets (X, Y):[11:0-4-4,0-2-4], [18:0-4-4,0-2-4] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.15 TC 0.15 Vert(LL)n/a -n/a 999 MT20 197/144 TCDL 10.0 Lumber DOL 1.15 BC 0.08 Vert(TL)n/a -n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.09 Horiz(TL)0.00 29 n/a n/a BCDL 10.0 Code IRC2018/TPI2014 Matrix-R Weight: 590 lb FT = 20% LUMBER TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF Stud OTHERS 2x4 SPF No.2 *Except*53-6,54-5,55-4,56-3,57-2,33-24,32-25,31-26,30-27:2x4 SPF 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.): 11-18. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 18-39, 17-40, 16-41, 15-43, 14-44, 13-46, 12-47, 11-48, 10-49, 19-38 REACTIONS (lb/size)29=33/35-3-9, 30=89/35-3-9, 31=110/35-3-9, 32=106/35-3-9, 33=106/35-3-9, 34=107/35-3-9, 35=106/35-3-9, 36=107/35-3-9, 37=107/35-3-9, 38=109/35-3-9, 39=98/35-3-9, 40=109/35-3-9, 41=107/35-3-9, 43=107/35-3-9, 44=107/35-3-9, 46=107/35-3-9, 47=108/35-3-9, 48=99/35-3-9, 49=111/35-3-9, 50=106/35-3-9, 51=106/35-3-9, 52=108/35-3-9, 53=106/35-3-9, 54=107/35-3-9, 55=106/35-3-9, 56=110/35-3-9, 57=88/35-3-9, 58=31/35-3-9 Max Horiz 58=162 (LC 9) Max Uplift 29=-120 (LC 11), 30=-116 (LC 8), 31=-4 (LC 13), 32=-19 (LC 13), 33=-15 (LC 13), 34=-16 (LC 13), 35=-16 (LC 13), 36=-16 (LC 13), 37=-20 (LC 13), 38=-7 (LC 13), 41=-2 (LC 9), 43=-1 (LC 8), 44=-1 (LC 8), 46=-3 (LC 8), 49=-9 (LC 12), 50=-20 (LC 12), 51=-15 (LC 12), 52=-16 (LC 12), 53=-16 (LC 12), 54=-15 (LC 12), 55=-19 (LC 12), 56=-3 (LC 12), 57=-155 (LC 9), 58=-171 (LC 10) Max Grav 29=152 (LC 8), 30=174 (LC 20), 31=110 (LC 1), 32=108 (LC 20), 33=106 (LC 1), 34=107 (LC 26), 35=106 (LC 1), 36=107 (LC 26), 37=107 (LC 20), 38=110 (LC 26), 39=114 (LC 21), 40=109 (LC 26), 41=108 (LC 25), 43=107 (LC 1), 44=107 (LC 1), 46=108 (LC 26), 47=108 (LC 25), 48=118 (LC 22), 49=111 (LC 25), 50=106 (LC 1), 51=106 (LC 25), 52=108 (LC 1), 53=106 (LC 25), 54=107 (LC 1), 55=108 (LC 19), 56=110 (LC 1), 57=211 (LC 10), 58=202 (LC 9) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-58=-118/101, 1-2=-136/128, 2-3=-93/87, 3-4=-89/87, 4-5=-82/87, 5-6=-74/102, 6-7=-76/117, 7-8=-94/132, 8-9=-111/156, 9-10=-130/183, 10-11=-145/204, 11-12=-126/180, 12-13=-126/180, 13-14=-126/180, 14-15=-126/180, 15-16=-126/180, 16-17=-126/180, 17-18=-126/180, 18-19=-145/204, 19-20=-131/184, 20-21=-111/157, 21-22=-94/132, 22-23=-77/107, 23-24=-59/91, 24-25=-59/76, 25-26=-65/63, 26-27=-68/63, 27-28=-102/94, 28-29=-88/70 BOT CHORD 57-58=-74/79, 56-57=-74/79, 55-56=-74/79, 54-55=-74/79, 53-54=-74/79, 52-53=-74/79, 51-52=-74/79, 50-51=-74/79, 49-50=-74/79, 48-49=-74/79, 47-48=-74/79, 46-47=-74/79, 44-46=-74/79, 43-44=-74/79, 41-43=-74/79, 40-41=-74/79, 39-40=-74/79, 38-39=-74/79, 37-38=-74/79, 36-37=-74/79, 35-36=-74/79, 34-35=-74/79, 33-34=-74/79, 32-33=-74/79, 31-32=-74/79, 30-31=-74/79, 29-30=-74/79 Job Truss Truss Type Qty Ply EPCON RT MASTERS-Haven A Sitting Room I52382646TGE3Piggyback Base Supported Gable 1 118030029-W Job Reference (optional) Carter Components (Franklin), Franklin, IN - 46131,Run: 8.53 S Apr 27 2022 Print: 8.530 S Apr 27 2022 MiTek Industries, Inc. Mon Jun 06 19:41:45 Page: 1 ID:QbNbswj5CRLJYIeAy3oUuVy9Qcb-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f Continued on page 2 June 7,2022 16023 Swingley Ridge RdChesterfield, 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 Componentavailable 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. WEBS 18-39=-88/31, 17-40=-83/14, 16-41=-81/19,15-43=-80/17, 14-44=-80/17, 13-46=-81/19, 12-47=-81/15, 11-48=-91/30, 10-49=-84/25, 9-50=-80/36, 8-51=-80/31, 7-52=-81/32, 6-53=-79/31, 5-54=-80/32, 4-55=-80/32, 3-56=-82/29, 2-57=-116/78, 19-38=-83/23, 20-37=-80/36, 21-36=-80/32, 22-35=-80/32, 23-34=-81/32, 24-33=-79/31, 25-32=-80/32, 26-31=-82/29, 27-30=-104/71 NOTES 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=15ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) exterior zone and C-C Corner(3E) 0-1-12 to 3-7-9, Exterior(2N) 3-7-9 to 13-0-0, Corner(3R) 13-0-0 to 16-6-6, Exterior(2N) 16-6-6 to 22-3-9, Corner(3R) 22-3-9 to 25-9-15, Exterior (2N) 25-9-15 to 35-1-13 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)All plates are 2x4 MT20 unless otherwise indicated. 6)Gable requires continuous bottom chord bearing. 7)Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 8)Gable studs spaced at 1-4-0 oc. 9)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 171 lb uplift at joint 58, 120 lb uplift at joint 29, 2 lb uplift at joint 41, 1 lb uplift at joint 43, 1 lb uplift at joint 44, 3 lb uplift at joint 46, 9 lb uplift at joint 49, 20 lb uplift at joint 50, 15 lb uplift at joint 51, 16 lb uplift at joint 52, 16 lb uplift at joint 53, 15 lb uplift at joint 54, 19 lb uplift at joint 55, 3 lb uplift at joint 56, 155 lb uplift at joint 57, 7 lb uplift at joint38, 20 lb uplift at joint 37, 16 lb uplift at joint 36, 16 lbuplift at joint 35, 16 lb uplift at joint 34, 15 lb uplift at joint33, 19 lb uplift at joint 32, 4 lb uplift at joint 31 and 116 lbuplift at joint 30. 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. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply EPCON RT MASTERS-Haven A Sitting Room I52382646TGE3Piggyback Base Supported Gable 1 118030029-W Job Reference (optional) Carter Components (Franklin), Franklin, IN - 46131,Run: 8.53 S Apr 27 2022 Print: 8.530 S Apr 27 2022 MiTek Industries, Inc. Mon Jun 06 19:41:45 Page: 2 ID:QbNbswj5CRLJYIeAy3oUuVy9Qcb-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f 16023 Swingley Ridge RdChesterfield, 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 Componentavailable 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. 812 =3x5 =3x5 =5x6 =3x6 =3x6 =5x6 =3x6 =3x5 59 58 57 56 55 54 53 52 51 50 49 48 4746 45 44 434241 40 39 38 37 36 35 34 33 32 31 30 29 1 2 2827 3 26 4 25 5 24 6 23 7 22 8 21 9 20 10 19 1811121314151617 9-3-9 22-3-9 13-0-0 13-0-0 14-0-0 36-3-9 36-3-91-4-00-8-010-0-0Scale = 1:63.8 Plate Offsets (X, Y):[11:0-4-4,0-2-4], [18:0-4-4,0-2-4], [29:Edge,0-3-8] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.15 TC 0.21 Vert(LL)n/a -n/a 999 MT20 197/144 TCDL 10.0 Lumber DOL 1.15 BC 0.10 Vert(TL)n/a -n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.09 Horiz(TL)0.00 31 n/a n/a BCDL 10.0 Code IRC2018/TPI2014 Matrix-R Weight: 593 lb FT = 20% LUMBER TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF Stud OTHERS 2x4 SPF No.2 *Except*54-6,55-5,56-4,57-3,58-2,34-24,33-25,32-26,31-28:2x4 SPF Stud BRACING TOP CHORD Structural wood sheathing directly applied or 10-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (10-0-0 max.): 11-18. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 18-40, 17-41, 16-43, 15-44, 14-45, 13-47, 12-48, 11-49, 10-50, 19-39 REACTIONS (lb/size)31=250/35-3-9, 32=22/35-3-9, 33=126/35-3-9, 34=102/35-3-9, 35=108/35-3-9, 36=106/35-3-9, 37=107/35-3-9, 38=106/35-3-9, 39=112/35-3-9, 40=118/35-3-9, 41=112/35-3-9, 43=106/35-3-9, 44=107/35-3-9, 45=107/35-3-9, 47=106/35-3-9, 48=111/35-3-9, 49=118/35-3-9, 50=113/35-3-9, 51=106/35-3-9, 52=106/35-3-9, 53=108/35-3-9, 54=106/35-3-9, 55=107/35-3-9, 56=107/35-3-9, 57=103/35-3-9, 58=149/35-3-9, 59=-48/35-3-9 Max Horiz 59=-163 (LC 8) Max Uplift 31=-5 (LC 12), 32=-86 (LC 13), 34=-19 (LC 13), 35=-15 (LC 13), 36=-16 (LC 13), 37=-15 (LC 13), 38=-21 (LC 13), 39=-5 (LC 13), 43=-3 (LC 8), 44=-1 (LC 8), 45=-1 (LC 8), 47=-4 (LC 8), 50=-9 (LC 12), 51=-20 (LC 12), 52=-15 (LC 12), 53=-16 (LC 12), 54=-16 (LC 12), 55=-15 (LC 12), 56=-19 (LC 12), 57=-6 (LC 13), 58=-170 (LC 9), 59=-257 (LC 10) Max Grav 31=260 (LC 19), 32=92 (LC 11), 33=126 (LC 1), 34=104 (LC 20), 35=108 (LC 1), 36=106 (LC 26), 37=107 (LC 1), 38=107 (LC 20), 39=112 (LC 26), 40=137 (LC 22), 41=112 (LC 26), 43=107 (LC 25), 44=107 (LC 1), 45=107 (LC 1), 47=107 (LC 26), 48=111 (LC 1), 49=144 (LC 22), 50=114 (LC 19), 51=106 (LC 25), 52=106 (LC 1), 53=108 (LC 25), 54=106 (LC 1), 55=107 (LC 25), 56=110 (LC 19), 57=107 (LC 25), 58=283 (LC 19), 59=222 (LC 9) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-59=-130/154, 1-2=-150/190, 2-3=-97/132, 3-4=-91/125, 4-5=-84/125, 5-6=-76/140, 6-7=-69/155, 7-8=-83/170, 8-9=-100/185, 9-10=-120/202, 10-11=-134/220, 11-12=-117/193, 12-13=-117/193, 13-14=-117/193, 14-15=-117/193, 15-16=-117/193, 16-17=-117/193, 17-18=-117/193, 18-19=-134/219, 19-20=-120/200, 20-21=-101/173, 21-22=-83/148, 22-23=-66/123, 23-24=-48/98, 24-25=-31/81, 25-26=-14/77, 26-28=-46/71, 28-29=-40/102, 29-30=-15/14 BOT CHORD 58-59=-67/48, 57-58=-67/48, 56-57=-67/48, 55-56=-67/48, 54-55=-67/48, 53-54=-67/48, 52-53=-67/48, 51-52=-67/48, 50-51=-67/48, 49-50=-67/48, 48-49=-67/48, 47-48=-67/48, 45-47=-67/48, 44-45=-67/48, 43-44=-67/48, 41-43=-67/48, 40-41=-67/48, 39-40=-67/48, 38-39=-67/48, 37-38=-67/48, 36-37=-67/48, 35-36=-67/48, 34-35=-67/48, 33-34=-67/48, 32-33=-67/48, 31-32=-67/48, 30-31=-67/48 WEBS 18-40=-110/26, 17-41=-86/15, 16-43=-81/19, 15-44=-80/17, 14-45=-80/17, 13-47=-80/20, 12-48=-85/15, 11-49=-117/25, 10-50=-87/25, 9-51=-79/36, 8-52=-80/31, 7-53=-81/32, 6-54=-79/31, 5-55=-80/32, 4-56=-80/32, 3-57=-81/30, 2-58=-151/85, 19-39=-85/21, 20-38=-80/37, 21-37=-80/32, 22-36=-80/32, 23-35=-81/32, 24-34=-78/32, 25-33=-87/28, 26-32=-66/58, 28-31=-153/26 NOTES 1)Unbalanced roof live loads have been considered for this design. Job Truss Truss Type Qty Ply EPCON RT MASTERS-Haven A Sitting Room I52382647TGE4Piggyback Base Supported Gable 1 118030029-W Job Reference (optional) Carter Components (Franklin), Franklin, IN - 46131,Run: 8.53 S Apr 27 2022 Print: 8.530 S Apr 27 2022 MiTek Industries, Inc. Mon Jun 06 19:41:45 Page: 1 ID:MzULHclLk2b1ncoZ3Tqyzwy9QcZ-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f Continued on page 2 June 7,2022 16023 Swingley Ridge RdChesterfield, 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 Componentavailable 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. 2)Wind: ASCE 7-16; Vult=115mph (3-second gust)Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=15ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) exterior zone and C-C Corner(3E) 0-1-12 to 3-7-9, Exterior(2N) 3-7-9 to 13-0-0, Corner(3R) 13-0-0 to 16-7-9, Exterior(2N) 16-7-9 to 22-3-9, Corner(3R) 22-3-9 to 25-11-2, Exterior (2N) 25-11-2 to 36-1-13 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 trussonly. 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)All plates are 2x4 MT20 unless otherwise indicated. 6)Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 7)Gable studs spaced at 1-4-0 oc. 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9)Provide mechanical connection (by others) of truss tobearing plate capable of withstanding 257 lb uplift at joint 59, 3 lb uplift at joint 43, 1 lb uplift at joint 44, 1 lb uplift at joint 45, 4 lb uplift at joint 47, 9 lb uplift at joint 50, 20 lb uplift at joint 51, 15 lb uplift at joint 52, 16 lb uplift at joint 53, 16 lb uplift at joint 54, 15 lb uplift at joint 55, 19 lb uplift at joint 56, 6 lb uplift at joint 57, 170 lb uplift at joint 58, 5 lb uplift at joint 39, 21 lb uplift at joint 38, 15 lb uplift at joint 37, 16 lb uplift at joint 36, 15 lb uplift at joint 35, 19 lb uplift at joint 34, 86 lb uplift at joint 32 and 5 lb uplift at joint 31. 10)N/A 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. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply EPCON RT MASTERS-Haven A Sitting Room I52382647TGE4Piggyback Base Supported Gable 1 118030029-W Job Reference (optional) Carter Components (Franklin), Franklin, IN - 46131,Run: 8.53 S Apr 27 2022 Print: 8.530 S Apr 27 2022 MiTek Industries, Inc. Mon Jun 06 19:41:45 Page: 2 ID:MzULHclLk2b1ncoZ3Tqyzwy9QcZ-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f 16023 Swingley Ridge RdChesterfield, 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 Componentavailable 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. 812 =3x5 =4x5 =3x5 1 132 22 21 20 19 18 17 16 15 14 12 3 11 2423 4 10 5 9 86 7 0-8-9 15-2-13 0-8-9 -0-8-9 7-3-2 7-3-2 7-3-2 14-6-4 14-6-45-4-10-4-75-2-9Scale = 1:37.9 Plate Offsets (X, Y):[2:0-2-9,0-1-8], [12:0-2-9,0-1-8] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.15 TC 0.03 Vert(LL)n/a -n/a 999 MT20 197/144 TCDL 10.0 Lumber DOL 1.15 BC 0.02 Vert(CT)n/a -n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.04 Horz(CT)0.00 12 n/a n/a BCDL 10.0 Code IRC2018/TPI2014 Matrix-S Weight: 121 lb FT = 20% LUMBER TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 OTHERS 2x4 SPF Stud BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size)2=103/14-6-4, 12=103/14-6-4, 14=152/14-6-4, 15=92/14-6-4,16=110/14-6-4, 17=109/14-6-4,18=86/14-6-4, 19=109/14-6-4,20=110/14-6-4, 21=92/14-6-4,22=152/14-6-4 Max Horiz 2=82 (LC 11) Max Uplift 2=-2 (LC 8), 14=-23 (LC 13), 15=-14 (LC 13), 16=-19 (LC 13), 17=-10 (LC 13), 19=-12 (LC 12), 20=-18 (LC 12), 21=-14 (LC 12), 22=-24 (LC 12) Max Grav 2=104 (LC 20), 12=103 (LC 1), 14=152 (LC 20), 15=92 (LC 1), 16=110 (LC 26), 17=110 (LC 26), 18=101 (LC 22), 19=110 (LC 25), 20=110 (LC 25), 21=92 (LC 1), 22=153 (LC 19) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/14, 2-3=-78/65, 3-4=-66/45, 4-5=-57/45, 5-6=-52/72, 6-7=-58/100, 7-8=-58/100, 8-9=-43/72, 9-10=-35/38, 10-11=-44/16, 11-12=-63/39, 12-13=0/14 BOT CHORD 2-22=-32/75, 21-22=-32/75, 20-21=-32/75, 19-20=-32/75, 18-19=-32/75, 17-18=-32/75, 16-17=-32/75, 15-16=-32/75, 14-15=-32/75, 12-14=-32/75 WEBS 7-18=-75/19, 6-19=-84/35, 5-20=-82/47, 4-21=-71/38, 3-22=-109/70, 8-17=-84/35, 9-16=-82/47, 10-15=-71/38, 11-14=-109/70 NOTES 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=15ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) exterior zone and C-C Corner(3E) 0-3-5 to 3-3-5, Exterior(2N) 3-3-5 to 8-0-1, Corner(3R) 8-0-1 to 11-0-1, Exterior(2N) 11-0-1 to15-8-12 zone; cantilever left and right exposed ; endvertical left and right exposed;C-C for members andforces & MWFRS for reactions shown; LumberDOL=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)All plates are 2x4 MT20 unless otherwise indicated. 5)Gable requires continuous bottom chord bearing. 6)Gable studs spaced at 1-4-0 oc. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 2 lb uplift at joint 2, 12 lb uplift at joint 19, 18 lb uplift at joint 20, 14 lb uplift at joint 21, 24 lb uplift at joint 22, 10 lb uplift at joint 17, 19 lb uplift at joint 16, 14 lb uplift at joint 15 and 23 lb uplift at joint 14. 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. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply EPCON RT MASTERS-Haven A Sitting Room I52382648TGE5Piggyback1118030029-W Job Reference (optional) Carter Components (Franklin), Franklin, IN - 46131,Run: 8.53 S Apr 27 2022 Print: 8.530 S Apr 27 2022 MiTek Industries, Inc. Mon Jun 06 19:41:46 Page: 1 ID:mkbCCBAE2IYr0E7KFOzh1py9QdJ-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f June 7,2022 16023 Swingley Ridge RdChesterfield, 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 Componentavailable 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. 812 =2x4 =2x4 =2x4 =2x4 =4x5 =2x4 =2x4 =2x4 71 2 10 9 8 6 3 5 4 0-8-9 -0-8-9 0-8-9 8-6-4 3-10-14 3-10-14 3-10-14 7-9-11 7-9-113-1-30-4-72-11-11Scale = 1:28.8 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.15 TC 0.07 Vert(LL)n/a -n/a 999 MT20 197/144 TCDL 10.0 Lumber DOL 1.15 BC 0.04 Vert(CT)n/a -n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.04 Horz(CT)0.00 6 n/a n/a BCDL 10.0 Code IRC2018/TPI2014 Matrix-P Weight: 46 lb FT = 20% LUMBER TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 OTHERS 2x4 SPF Stud BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size)2=118/7-9-11, 6=118/7-9-11, 8=208/7-9-11, 9=28/7-9-11, 10=208/7-9-11 Max Horiz 2=-46 (LC 10) Max Uplift 8=-29 (LC 13), 10=-29 (LC 12) Max Grav 2=118 (LC 1), 6=118 (LC 1), 8=208 (LC 1), 9=42 (LC 22), 10=208 (LC 19) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/14, 2-3=-48/57, 3-4=-48/75, 4-5=-47/77, 5-6=-36/46, 6-7=0/14 BOT CHORD 2-10=-22/64, 9-10=-22/64, 8-9=-22/64, 6-8=-22/64 WEBS 4-9=-73/21, 3-10=-153/133, 5-8=-153/133 NOTES 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=15ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) exterior zone and C-C Corner(3E) 0-3-5 to 3-3-13, Exterior(2N) 3-3-13 to 4-7-13, Corner(3R) 4-7-13 to 7-7-13, Exterior(2N) 7-7-13 to 9-0-4 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)Gable requires continuous bottom chord bearing. 5)Gable studs spaced at 1-4-0 oc. 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 29 lb uplift at joint 10 and 29 lb uplift at joint 8. 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. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply EPCON RT MASTERS-Haven A Sitting Room I52382649TGE6Piggyback2118030029-W Job Reference (optional) Carter Components (Franklin), Franklin, IN - 46131,Run: 8.53 S Apr 27 2022 Print: 8.530 S Apr 27 2022 MiTek Industries, Inc. Mon Jun 06 19:41:46 Page: 1 ID:mkbCCBAE2IYr0E7KFOzh1py9QdJ-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f June 7,2022 16023 Swingley Ridge RdChesterfield, 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 Componentavailable 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. 812 =3x5 =3x5 =3x5 =3x5 =8x10 =10x12 =3x10 =3x10 =6x8 =3x8 =3x8 =3x5 =4x5 =3x8 =3x5 =3x5 =3x5 =3x5 =3x5 =3x5 =3x6 1 35 34 33 32 31 30 29 28 2726 25 24 23 22 21 203641 2 40 34 37 42 5 19186 39 38 43 7 8 9 17 161045441511 1412 13 5-4-1 10-11-11 5-4-1 26-11-15 5-7-9 5-7-9 5-4-1 16-3-12 5-4-1 21-7-14 5-7-9 32-7-9 1-0-0 1-0-0 2-10-14 24-6-12 3-5-8 28-0-4 3-9-8 16-3-12 4-7-4 32-7-9 5-4-1 21-7-14 5-8-4 12-6-4 5-10-0 6-10-00-8-011-6-8Scale = 1:75 Plate Offsets (X, Y):[1:0-3-1,0-0-3], [5:0-5-0,0-2-8], [9:0-3-0,0-1-8], [20:0-1-10,0-0-14], [33:0-6-0,0-3-0] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.15 TC 0.40 Vert(LL)-0.02 24-26 >999 240 MT20 197/144 TCDL 10.0 Lumber DOL 1.15 BC 0.18 Vert(CT)-0.04 24-26 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.37 Horz(CT)0.00 22 n/a n/a BCDL 10.0 Code IRC2018/TPI2014 Matrix-S Weight: 377 lb FT = 20% LUMBER TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 *Except* 33-5,22-19:2x4 SPF Stud OTHERS 2x4 SPF Stud *Except* 36-12,37-11,29-38,30-9,41-14,42-15:2x4 SPF No.2 SLIDER Left 2x4 SPF Stud -- 3-3-14, Right 2x4 SPFStud -- 2-11-10 BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: 10-0-0 oc bracing: 24-26. WEBS 1 Row at midpt 13-26, 12-36, 14-41 JOINTS 1 Brace at Jt(s): 36, 37, 38, 39, 40, 41, 42, 43 REACTIONS (lb/size)22=1001/7-2-9, 23=52/0-3-8, 29=341/11-8-0, 30=268/11-8-0, 31=180/11-8-0, 32=67/11-8-0, 33=263/11-8-0, 34=41/11-8-0, 35=398/11-8-0 Max Horiz 35=-178 (LC 8) Max Uplift 22=-5 (LC 13), 29=-36 (LC 12), 32=-32 (LC 12), 34=-25 (LC 10), 35=-37 (LC 12) Max Grav 22=1001 (LC 1), 23=101 (LC 3), 29=341 (LC 1), 30=268 (LC 1), 31=180 (LC 1), 32=77 (LC 19), 33=263 (LC 1), 34=70 (LC 21), 35=401 (LC 25) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-3=-16/315, 3-5=0/200, 5-6=0/227, 6-7=0/218, 7-8=0/220, 8-9=-6/215, 9-10=-200/87, 10-11=-220/101, 11-12=-200/117, 12-13=-183/121, 13-14=-174/109, 14-15=-191/102, 15-16=-208/85, 16-17=-268/79, 17-19=-393/69, 19-20=-19/399 BOT CHORD 1-35=-189/40, 34-35=-276/118, 33-34=-277/118, 32-33=-145/136, 31-32=-145/136, 30-31=-145/136, 29-30=-152/136, 28-29=-152/136, 26-28=-152/136, 24-26=0/249, 23-24=-38/34, 22-23=-38/34, 20-22=-235/47 WEBS 5-33=-7/100, 33-40=-238/7, 39-40=-211/7, 9-39=-253/7, 9-38=0/346, 37-38=0/411, 36-37=0/393, 26-36=0/384, 13-26=-71/76, 26-41=-221/111, 41-42=-221/114, 42-43=-179/96, 17-43=-195/102, 17-24=-111/22, 19-24=0/318, 19-22=-915/53, 12-36=-26/12, 11-37=-65/34, 28-37=-53/32, 10-38=-146/41, 29-38=-228/31, 9-30=-288/0, 8-39=-97/22, 31-39=-140/2, 7-40=-79/34, 32-40=-58/47, 6-33=-100/28, 5-34=-94/9, 3-35=-286/87, 14-41=-6/6, 15-42=-50/22, 16-43=-7/20 NOTES 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=15ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) exterior zone and C-C Exterior(2E) 0-0-0 to 3-3-2, Interior (1) 3-3-2 to 16-3-12, Exterior(2R) 16-3-12 to 19-6-15, Interior (1) 19-6-15 to 32-7-9 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)All plates are 2x4 MT20 unless otherwise indicated. 5)Gable studs spaced at 1-4-0 oc. 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 5 lb uplift at joint 22, 36 lb uplift at joint 29, 32 lb uplift at joint 32, 25 lb uplift at joint 34 and 37 lb uplift at joint 35. 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. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply EPCON RT MASTERS-Haven A Sitting Room I52382650TSGE1Common Structural Gable 1 118030029-W Job Reference (optional) Carter Components (Franklin), Franklin, IN - 46131,Run: 8.53 S Apr 27 2022 Print: 8.530 S Apr 27 2022 MiTek Industries, Inc. Mon Jun 06 19:41:46 Page: 1 ID:i7jydtBUawoZGYHjNp?96Ey9QdH-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f June 7,2022 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