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HomeMy WebLinkAbout818 Indiana Model-Roof Profiles-Sealed16023 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). February 5,2021 Liu, Xuegang Pages or sheets covered by this seal: I44679564 thru I44679609 My license renewal date for the state of Indiana is July 31, 2022. 21010072-A Indiana Model Q2 Custom Home-Roof Trusses 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 Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 9.512 =2x4 =3x6 =3x5 =4x5 =3x8 =4x6 =3x5 =3x8 =4x5 =3x5 =3x5 =3x5 =2x4 =4x5 =4x5 =4x8 1117 1615 14 13 12 10 24 91232 22188 7 3 21 6419205 0-11-0 34-8-0 0-11-0 -0-11-0 5-7-9 20-3-1 5-7-9 14-7-8 4-5-15 8-11-15 4-5-15 4-5-15 6-8-14 26-11-15 6-9-1 33-9-0 6-9-1 33-9-0 6-10-10 26-11-15 9-1-11 9-1-11 10-11-11 20-1-511-9-64-4-90-9-1311-6-0Scale = 1:74.8 Plate Offsets (X, Y):[4:0-3-4,0-2-0], [6:0-3-4,0-2-0], [10:0-5-6,Edge] 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 0.80 Vert(LL)-0.27 14-16 >999 240 MT20 197/144 TCDL 10.0 Lumber DOL 1.15 BC 0.99 Vert(CT)-0.57 14-16 >712 180 BCLL 0.0 Rep Stress Incr NO WB 0.50 Horz(CT)0.06 10 n/a n/a BCDL 10.0 Code IRC2018/TPI2014 Matrix-S Weight: 188 lb FT = 20% LUMBER TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 *Except* 17-2:2x4 SPF Stud SLIDER Right 2x6 SPF No.2 -- 4-3-12 BRACING TOP CHORD Structural wood sheathing directly applied or3-4-3 oc purlins, except end verticals, and2-0-0 oc purlins (5-3-14 max.): 4-6. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 8-14, 5-16, 5-14, 3-17 REACTIONS (size)10=0-5-8, 17=0-5-8 Max Horiz 17=-254 (LC 10) Max Uplift 10=-53 (LC 13), 17=-13 (LC 12) Max Grav 10=1795 (LC 1), 17=1471 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/40, 2-18=-151/111, 3-18=-110/133, 3-4=-1182/116, 4-19=-862/121, 5-19=-861/122, 5-20=-1104/145, 6-20=-1105/145, 6-21=-1363/123, 7-21=-1402/102, 7-8=-1593/80, 8-22=-1798/67, 22-23=-1969/64, 9-23=-2005/48, 9-24=-2160/45, 10-24=-2270/37, 10-11=0/14, 2-17=-231/91 BOT CHORD 16-17=-90/703, 15-16=-13/1071, 14-15=-13/1071, 13-14=0/1572, 12-13=0/1572, 10-12=0/1572 WEBS 4-16=-28/429, 6-14=0/540, 8-14=-653/175, 8-12=0/255, 5-16=-534/125, 5-14=-60/221, 3-16=-38/355, 3-17=-1376/0 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=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) exterior zone and C-C Exterior(2E) -0-11-0 to 4-5-15, Interior (1) 4-5-15 to 8-11-15, Exterior(2R) 8-11-15 to 16-4-3, Interior (1) 16-4-3 to 20-3-1, Exterior(2R) 20-3-1 to 27-7-5, Interior (1) 27-7-5 to 34-8-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)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)One RT7A USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 10 and 17. This connection is for uplift only and does not consider lateral forces. 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 1)Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (lb/ft) Vert: 1-2=-60, 2-4=-60, 4-6=-60, 6-21=-60, 11-24=-60, 10-17=-20 Trapezoidal Loads (lb/ft) Vert: 21=-60-to-7=-88, 7=-88-to-8=-101, 8=-101- to-22=-106, 22=-106-to-23=-122, 23=-122-to-9=-132, 9=-132-to-24=-150 Job Truss Truss Type Qty Ply Indiana Model Q2 Custom Home-Roof Trusses I44679564T01Piggyback Base Girder 1 121010072-A Job Reference (optional) Carter Components (Franklin), Franklin, IN - 46131,Run: 8.43 S Nov 30 2020 Print: 8.430 S Nov 30 2020 MiTek Industries, Inc. Thu Feb 04 14:29:59 Page: 1 ID:wo0YsdXmEm77al2vCiRZ1xzqY0W-Mock Me February 5,2021 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 Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 9.512 =3x8 =4x8 =8x10 =3x5 =2x4 =8x10 =8x10 =2x4 =4x8 =3x5 =3x8 =8x10 =8x10 =6x8 =8x10 =4x6 =3x5 =3x8 =6x8 1017 16 15 14 13 12 11 9 271 2621 8 7 22 18 19 20 2 3 623424255 10-4-0 0-11-0 34-8-0 2-7-13 20-3-1 2-0-3 8-11-15 4-2-13 13-2-11 4-4-9 17-7-4 6-3-4 26-6-5 6-11-12 6-11-12 7-2-11 33-9-0 2-9-9 20-4-13 6-1-8 26-6-5 6-11-12 6-11-12 7-2-11 33-9-0 10-7-8 17-7-411-11-154-4-90-9-138-1-1411-6-0Scale = 1:74.8 Plate Offsets (X, Y):[3:0-8-4,0-4-0], [6:0-8-4,0-4-0], [16:0-3-8,0-6-0], [20:0-4-8,0-3-4] 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 0.73 Vert(LL)-0.08 14-16 >999 240 MT20 197/144 TCDL 10.0 Lumber DOL 1.15 BC 0.20 Vert(CT)-0.15 14-16 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.44 Horz(CT)0.02 9 n/a n/a BCDL 10.0 Code IRC2018/TPI2014 Matrix-S Attic -0.04 14-16 >999 360 Weight: 327 lb FT = 20% LUMBER TOP CHORD 2x6 SPF No.2 BOT CHORD 1-1/2" x 11-7/8" VERSA-LAM® 1.7 2400 DF WEBS 2x4 SPF No.2 *Except* 17-1,3-18,4-19,3-19,19-5,20-6:2x4 SPF Stud BRACING TOP CHORD Structural wood sheathing directly applied or4-10-0 oc purlins, except end verticals, and2-0-0 oc purlins (5-0-9 max.): 3-6. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 2-16, 14-20, 13-20 JOINTS 1 Brace at Jt(s): 19, 20 REACTIONS (size)9=0-5-8, 17=0-5-8 Max Horiz 17=-242 (LC 8) Max Grav 9=1641 (LC 2), 17=1891 (LC 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-21=-1840/0, 21-22=-1774/0, 2-22=-1671/0, 2-3=-1102/0, 3-23=-1693/0, 4-23=-1692/0, 4-24=-1692/0, 24-25=-1692/0, 5-25=-1692/0, 5-6=-2118/0, 6-7=-1800/0, 7-8=-1907/0, 8-26=-2003/0, 26-27=-2074/0, 9-27=-2203/0, 9-10=0/36, 1-17=-1989/0 BOT CHORD 16-17=-182/225, 15-16=0/1412, 14-15=0/1412, 13-14=0/1404, 12-13=0/1618, 11-12=0/1618, 9-11=0/1618 WEBS 2-16=-129/317, 14-20=-135/666, 5-20=-139/211, 6-13=-46/476, 8-13=-390/171, 8-11=0/233, 2-18=-691/24, 18-19=-689/23, 19-20=-117/822, 1-16=0/1565, 3-18=0/167, 4-19=-267/79,3-19=0/992, 5-19=-531/0, 13-20=-244/469,6-20=-39/927 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=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) exterior zone and C-C Exterior(2E) 0-1-12 to 5-4-2, Interior (1) 5-4-2 to 8-11-15, Exterior(2R) 8-11-15 to 16-4-3, Interior (1) 16-4-3 to 20-3-1, Exterior(2R) 20-3-1 to 27-7-5, Interior (1) 27-7-5 to 34-8-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)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)Ceiling dead load (5.0 psf) on member(s). 2-18, 18-19, 19-20; Wall dead load (5.0psf) on member(s).2-16, 14-20 6)Bottom chord live load (40.0 psf) and additional bottom chord dead load (10.0 psf) applied only to room. 14-16 7)This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 9)Attic room checked for L/360 deflection. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply Indiana Model Q2 Custom Home-Roof Trusses I44679565T02Piggyback Base 4 121010072-A Job Reference (optional) Carter Components (Franklin), Franklin, IN - 46131,Run: 8.43 S Nov 30 2020 Print: 8.430 S Nov 30 2020 MiTek Industries, Inc. Thu Feb 04 14:30:01 Page: 1 ID:IcO7DTpNTkzioG4cT8EkRuzqXt6-Mock Me February 5,2021 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 Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 9.512 =3x8 =4x5 =8x10 =4x5 =2x4 =8x10 =8x10 =2x4 =4x8 =3x5 =3x8 =8x10 =8x10 =6x8 =8x10 =4x6 =3x5 =3x8 =6x8 1017 16 15 14 13 12 11 9 29 281 2721 8 7 22 18 19 20 262 3 623424255 10-4-0 0-11-0 34-8-0 2-7-13 20-3-1 2-0-3 8-11-15 4-2-13 13-2-11 4-4-9 17-7-4 6-3-4 26-6-5 6-11-12 6-11-12 7-2-11 33-9-0 2-9-9 20-4-13 6-1-8 26-6-5 6-11-12 6-11-12 7-2-11 33-9-0 10-7-8 17-7-411-11-154-4-90-9-138-1-1411-6-0Scale = 1:74.8 Plate Offsets (X, Y):[1:0-2-0,0-1-8], [3:0-8-4,0-4-0], [6:0-8-4,0-4-0], [16:0-3-8,0-6-0], [19:0-2-8,0-2-0], [20:0-4-4,0-3-4] 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 0.86 Vert(LL)-0.11 14-16 >999 240 MT20 197/144 TCDL 10.0 Lumber DOL 1.15 BC 0.27 Vert(CT)-0.19 14-16 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.92 Horz(CT)0.02 9 n/a n/a BCDL 10.0 Code IRC2018/TPI2014 Matrix-S Attic -0.06 14-16 >999 360 Weight: 327 lb FT = 20% LUMBER TOP CHORD 2x6 SPF No.2 BOT CHORD 1-1/2" x 11-7/8" VERSA-LAM® 1.7 2400 DF WEBS 2x4 SPF No.2 *Except* 17-1,3-18,4-19,3-19,19-5,20-6:2x4 SPF Stud BRACING TOP CHORD Structural wood sheathing directly applied or4-1-4 oc purlins, except end verticals, and2-0-0 oc purlins (4-4-5 max.): 3-6. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 2-16, 14-20 JOINTS 1 Brace at Jt(s): 19, 20 REACTIONS (size)9=0-5-8, 17=0-5-8 Max Horiz 17=-242 (LC 8) Max Grav 9=2230 (LC 25), 17=2064 (LC 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-21=-2065/0, 21-22=-2003/0, 2-22=-1895/0, 2-3=-1259/0, 3-23=-2011/0, 4-23=-2009/0, 4-24=-2010/0, 24-25=-2010/0, 5-25=-2010/0, 5-6=-2669/0, 6-26=-2112/0, 7-26=-2222/0, 7-8=-2541/0, 8-27=-2717/0, 27-28=-2875/0, 28-29=-2915/0, 9-29=-3048/0, 9-10=0/36, 1-17=-2222/0 BOT CHORD 16-17=-182/225, 15-16=0/1612, 14-15=0/1612, 13-14=0/1608, 12-13=0/2252, 11-12=0/2252, 9-11=0/2252 WEBS 2-16=-105/352, 14-20=-250/493, 5-20=-27/385, 6-13=-42/365, 8-13=-816/186, 8-11=0/222, 2-18=-766/26, 18-19=-764/24, 19-20=-130/1173, 1-16=0/1771, 3-18=0/183, 4-19=-274/80, 3-19=-1/1218, 5-19=-788/0, 13-20=-263/793, 6-20=-48/1194 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=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) exterior zone and C-C Exterior(2E) 0-1-12 to 5-4-2, Interior (1) 5-4-2 to 8-11-15, Exterior(2R) 8-11-15 to 16-4-3, Interior (1) 16-4-3 to 20-3-1, Exterior(2R) 20-3-1 to 27-7-5, Interior (1) 27-7-5 to 34-8-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)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)Ceiling dead load (5.0 psf) on member(s). 2-18, 18-19, 19-20; Wall dead load (5.0psf) on member(s).2-16, 14-20 6)Bottom chord live load (40.0 psf) and additional bottom chord dead load (10.0 psf) applied only to room. 14-16 7)This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 9)Attic room checked for L/360 deflection. LOAD CASE(S) Standard 1)Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (lb/ft) Vert: 1-3=-60, 3-6=-60, 6-26=-60, 10-29=-60, 16-17=-20, 14-16=-40, 9-14=-20, 2-18=-10, 18-19=-10, 19-20=-10 Drag: 2-16=-10, 14-20=-10 Trapezoidal Loads (lb/ft) Vert: 26=-150-to-7=-122, 7=-122-to-8=-113, 8=-113- to-27=-104, 27=-104-to-28=-88, 28=-88-to-29=-60 Job Truss Truss Type Qty Ply Indiana Model Q2 Custom Home-Roof Trusses I44679566T03Piggyback Base 1 121010072-A Job Reference (optional) Carter Components (Franklin), Franklin, IN - 46131,Run: 8.43 S Nov 30 2020 Print: 8.430 S Nov 30 2020 MiTek Industries, Inc. Thu Feb 04 14:30:04 Page: 1 ID:IcO7DTpNTkzioG4cT8EkRuzqXt6-Mock Me February 5,2021 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 Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 9.512 =3x5 =3x6 =3x5 =4x5 =3x8 =3x5 =3x5 =3x8 =4x5 =3x5 =3x5 =3x5 =2x4 =4x5 =4x5 =3x8 1117 16 15 14 13 12 10 91232 22188 7193 6420215 0-11-0 34-8-0 0-11-0 -0-11-0 5-7-9 20-3-1 5-7-9 14-7-8 4-4-3 8-11-15 6-7-3 26-10-5 4-7-11 4-7-11 6-10-11 33-9-0 6-8-15 26-10-5 6-10-11 33-9-0 9-1-11 9-1-11 10-11-11 20-1-511-9-64-4-90-9-1311-6-0Scale = 1:74.8 Plate Offsets (X, Y):[4:0-3-4,0-2-0], [6:0-3-4,0-2-0], [10:0-5-6,Edge] 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 0.63 Vert(LL)-0.27 14-16 >999 240 MT20 197/144 TCDL 10.0 Lumber DOL 1.15 BC 0.89 Vert(CT)-0.57 14-16 >712 180 BCLL 0.0 Rep Stress Incr YES WB 0.49 Horz(CT)0.06 10 n/a n/a BCDL 10.0 Code IRC2018/TPI2014 Matrix-S Weight: 188 lb FT = 20% LUMBER TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 *Except* 17-2:2x4 SPF Stud SLIDER Right 2x6 SPF No.2 -- 4-4-12 BRACING TOP CHORD Structural wood sheathing directly applied or3-9-8 oc purlins, except end verticals, and2-0-0 oc purlins (5-7-6 max.): 4-6. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 5-16, 5-14, 8-14, 3-17 REACTIONS (size)10=0-5-8, 17=0-5-8 Max Horiz 17=-254 (LC 10) Max Uplift 10=-29 (LC 13), 17=-10 (LC 12) Max Grav 10=1399 (LC 1), 17=1408 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/40, 2-18=-155/114, 18-19=-111/134, 3-19=-83/136, 3-4=-1116/115, 4-20=-811/119, 5-20=-810/119, 5-21=-992/139, 6-21=-994/138, 6-7=-1262/116, 7-8=-1391/72, 8-22=-1561/52, 22-23=-1562/33, 9-23=-1669/26, 9-10=-1774/21, 10-11=0/14, 2-17=-237/95 BOT CHORD 16-17=-86/676, 15-16=-8/991, 14-15=-8/991, 13-14=0/1275, 12-13=0/1275, 10-12=0/1275 WEBS 3-16=-38/322, 4-16=-27/401, 5-16=-466/121, 5-14=-128/177, 6-14=0/474, 8-14=-421/161, 8-12=0/245, 3-17=-1303/0 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=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) exterior zone and C-C Exterior(2E) -0-11-0 to 4-3-6, Interior (1) 4-3-6 to 8-11-15, Exterior(2R) 8-11-15 to 16-4-3, Interior (1) 16-4-3 to 20-3-1, Exterior(2R) 20-3-1 to 27-7-5, Interior (1) 27-7-5 to 34-8-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)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)One RT7A USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 17 and 10. This connection is for uplift only and does not consider lateral forces. 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 Indiana Model Q2 Custom Home-Roof Trusses I44679567T04Piggyback Base 2 121010072-A Job Reference (optional) Carter Components (Franklin), Franklin, IN - 46131,Run: 8.43 S Nov 30 2020 Print: 8.430 S Nov 30 2020 MiTek Industries, Inc. Thu Feb 04 14:30:06 Page: 1 ID:2bvJq40c29M55_qXVIUtgnzqXoz-Mock Me February 5,2021 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 Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 9.512 =4x6 =5x6 =4x6 =3x5 =3x5 =3x8 3158 57 56 55 54 53 52 51 50 49 48 47 46 45 44 43 4241 40 39 38 37 36 35 34 33 32 30 29 281 272 3 26 4 25 24523 6 22 7 21 8 20 910 11 12 13 14 15 16 17 1819 0-11-0 34-8-0 0-11-0 -0-11-0 11-3-3 20-3-1 8-11-15 8-11-15 13-5-15 33-9-0 33-9-011-9-64-4-90-9-1311-6-0Scale = 1:72.7 Plate Offsets (X, Y):[9:0-4-8,0-2-4], [19:0-4-8,0-2-4], [24:0-2-5,Edge], [49:0-3-0,0-3-0] 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 0.19 Vert(LL)n/a -n/a 999 MT20 197/144 TCDL 10.0 Lumber DOL 1.15 BC 0.12 Vert(CT)n/a -n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.08 Horz(CT)0.01 32 n/a n/a BCDL 10.0 Code IRC2018/TPI2014 Matrix-R Weight: 685 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*36-26,35-27,34-28,33-29,57-3:2x4 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.): 9-19. BOT CHORD Rigid ceiling directly applied or 6-0-0 ocbracing. WEBS 1 Row at midpt 14-47, 15-46, 16-45, 17-44, 18-43, 20-42, 21-40, 22-39, 13-48, 12-49, 11-50, 10-51, 8-52, 7-53, 6-54 REACTIONS (size)32=33-9-0, 33=33-9-0, 34=33-9-0, 35=33-9-0, 36=33-9-0, 37=33-9-0, 38=33-9-0, 39=33-9-0, 40=33-9-0, 42=33-9-0, 43=33-9-0, 44=33-9-0, 45=33-9-0, 46=33-9-0, 47=33-9-0, 48=33-9-0, 49=33-9-0, 50=33-9-0, 51=33-9-0, 52=33-9-0, 53=33-9-0, 54=33-9-0, 55=33-9-0, 56=33-9-0, 57=33-9-0, 58=33-9-0 Max Horiz 58=-261 (LC 10) Max Uplift 32=-192 (LC 9), 33=-132 (LC 8), 34=-7 (LC 12), 35=-36 (LC 13), 36=-29 (LC 13), 37=-31 (LC 13), 38=-30 (LC 13), 39=-31 (LC 13), 40=-39 (LC 13), 42=-9 (LC 8), 43=-43 (LC 10), 44=-7 (LC 8), 45=-11 (LC 9), 46=-6 (LC 8), 47=-7 (LC 8), 48=-7 (LC 9), 49=-9 (LC 9), 50=-8 (LC 8), 51=-29 (LC 10), 53=-41 (LC 12), 54=-31 (LC 12), 55=-30 (LC 12), 56=-31 (LC 12), 57=-36 (LC 9), 58=-41 (LC 13) Max Grav 32=289 (LC 22), 33=202 (LC 11), 34=108 (LC 22), 35=116 (LC 23), 36=108 (LC 23), 37=111 (LC 23), 38=110 (LC 23), 39=110 (LC 23), 40=108 (LC 23), 42=121 (LC 23), 43=143 (LC 24), 44=109 (LC 28), 45=107 (LC 28), 46=107 (LC 29), 47=106 (LC 1), 48=107 (LC 1), 49=107 (LC 29), 50=108 (LC 29), 51=136 (LC 24), 52=107 (LC 1), 53=116 (LC 22), 54=110 (LC 22), 55=112 (LC 22), 56=109 (LC 28), 57=113 (LC 22), 58=127 (LC 28) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 2-58=-138/101, 1-2=0/40, 2-3=-94/114, 3-4=-98/136, 4-5=-121/173, 5-6=-142/210, 6-7=-163/246, 7-8=-189/290, 8-9=-188/290, 9-10=-159/255, 10-11=-159/255, 11-12=-159/255, 12-13=-160/256, 13-14=-160/256, 14-15=-160/256, 15-16=-160/256, 16-17=-160/256, 17-18=-160/256, 18-19=-160/256, 19-20=-189/291, 20-21=-190/290, 21-22=-177/246, 22-23=-187/210, 23-24=-183/208, 24-25=-198/199, 25-26=-209/211, 26-27=-220/214, 27-28=-232/218, 28-29=-232/211, 29-30=-287/264, 30-31=0/40, 30-32=-239/163 Job Truss Truss Type Qty Ply Indiana Model Q2 Custom Home-Roof Trusses I44679568T05Piggyback Base Supported Gable 1 121010072-A Job Reference (optional) Carter Components (Franklin), Franklin, IN - 46131,Run: 8.43 S Nov 30 2020 Print: 8.430 S Nov 30 2020 MiTek Industries, Inc. Thu Feb 04 14:30:07 Page: 1 ID:mAcBwjuCPMx9IC9ka9OY8rzqXK8-Mock Me Continued on page 2 February 5,2021 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 Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. BOT CHORD 57-58=-202/220, 56-57=-202/220,55-56=-202/220, 54-55=-202/220, 53-54=-202/220, 52-53=-202/220, 51-52=-202/220, 50-51=-202/220, 49-50=-202/220, 48-49=-202/219, 47-48=-202/219, 46-47=-202/219, 45-46=-202/219, 44-45=-202/219, 43-44=-202/219, 42-43=-202/219, 41-42=-202/219, 40-41=-202/219, 39-40=-202/219, 38-39=-202/219, 37-38=-202/219, 36-37=-202/219, 35-36=-202/219, 34-35=-202/219, 33-34=-202/219, 32-33=-202/219 WEBS 14-47=-80/22, 15-46=-80/22, 16-45=-81/27,17-44=-82/23, 18-43=-135/69, 20-42=-94/25, 21-40=-81/56, 22-39=-83/47, 23-38=-83/46, 25-37=-84/47, 26-36=-82/46, 27-35=-86/49, 28-34=-81/41, 29-33=-128/99, 13-48=-80/23, 12-49=-81/26, 11-50=-82/23, 10-51=-140/55, 8-52=-80/2, 7-53=-89/57, 6-54=-84/47, 5-55=-83/46, 4-56=-86/47, 3-57=-66/48 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=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) exterior zone and C-C Corner(3E) -0-11-0 to 4-3-6, Exterior(2N) 4-3-6 to 8-11-15, Corner(3R) 8-11-15 to 14-2-5, Exterior(2N) 14-2-5 to 20-3-1, Corner(3R) 20-3-1 to 25-3-8, Exterior (2N) 25-3-8 to 34-8-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4)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)NA 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 Indiana Model Q2 Custom Home-Roof Trusses I44679568T05Piggyback Base Supported Gable 1 121010072-A Job Reference (optional) Carter Components (Franklin), Franklin, IN - 46131,Run: 8.43 S Nov 30 2020 Print: 8.430 S Nov 30 2020 MiTek Industries, Inc. Thu Feb 04 14:30:07 Page: 2 ID:mAcBwjuCPMx9IC9ka9OY8rzqXK8-Mock Me 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 Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 9.512 =2x4 =4x5 =2x4 =2x4 1 52 6 4 3 0-7-9 -0-7-9 0-7-9 10-7-0 4-11-12 4-11-12 4-11-12 9-11-7 9-11-74-5-80-4-114-4-0Scale = 1:35.9 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(CT)n/a -n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.08 Horz(CT)0.00 4 n/a n/a BCDL 10.0 Code IRC2018/TPI2014 Matrix-P Weight: 32 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 (size)2=9-11-7, 4=9-11-7, 6=9-11-7 Max Horiz 2=78 (LC 11) Max Uplift 2=-26 (LC 12), 4=-36 (LC 13) Max Grav 2=253 (LC 1), 4=253 (LC 1), 6=338 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/13, 2-3=-146/65, 3-4=-142/68, 4-5=0/13 BOT CHORD 2-6=-13/68, 4-6=-13/68 WEBS 3-6=-214/54 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=25ft; 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)NA 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 Indiana Model Q2 Custom Home-Roof Trusses I44679569PB01Piggyback8121010072-A Job Reference (optional) Carter Components (Franklin), Franklin, IN - 46131,Run: 8.43 S Nov 30 2020 Print: 8.430 S Nov 30 2020 MiTek Industries, Inc. Thu Feb 04 14:29:51 Page: 1 ID:ScSAfHW8TS?GybTie?wKVkzqY0X-Mock Me February 5,2021 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 Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 9.512 =4x5 1 9 2 14 13 12 11 10 8 3 7 4 6 5 0-7-9 -0-7-9 0-7-9 10-7-0 4-11-12 4-11-12 4-11-12 9-11-7 9-11-74-5-80-4-114-4-0Scale = 1:33.2 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 0.05 Vert(LL)n/a -n/a 999 MT20 197/144 TCDL 10.0 Lumber DOL 1.15 BC 0.03 Vert(CT)n/a -n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.05 Horz(CT)0.00 8 n/a n/a BCDL 10.0 Code IRC2018/TPI2014 Matrix-P Weight: 75 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 (size)2=9-11-7, 8=9-11-7, 10=9-11-7, 11=9-11-7, 12=9-11-7, 13=9-11-7, 14=9-11-7 Max Horiz 2=-78 (LC 10) Max Uplift 10=-53 (LC 13), 11=-26 (LC 13), 13=-27 (LC 12), 14=-53 (LC 12) Max Grav 2=113 (LC 1), 8=113 (LC 1), 10=188 (LC 20), 11=90 (LC 20), 12=99 (LC 22), 13=91 (LC 19), 14=188 (LC 19) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/13, 2-3=-74/67, 3-4=-63/71, 4-5=-62/116, 5-6=-62/116, 6-7=-50/62, 7-8=-69/49, 8-9=0/13 BOT CHORD 2-14=-34/106, 13-14=-34/106, 12-13=-34/106, 11-12=-34/106, 10-11=-34/106, 8-10=-34/106 WEBS 5-12=-94/18, 4-13=-73/74, 3-14=-141/158, 6-11=-72/74, 7-10=-141/159 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=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) exterior zone and C-C Corner(3E) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 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)NA 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 Indiana Model Q2 Custom Home-Roof Trusses I44679570PB02Piggyback1121010072-A Job Reference (optional) Carter Components (Franklin), Franklin, IN - 46131,Run: 8.43 S Nov 30 2020 Print: 8.430 S Nov 30 2020 MiTek Industries, Inc. Thu Feb 04 14:29:52 Page: 1 ID:E5f8ZFi9ARvQNkxfeo5oUTzqXKO-Mock Me February 5,2021 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 Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 9.512 612=3x5 =4x5 =3x5 =3x5 =3x5 =3x5 =3x8 1 2953 38 37 36 35 34 33 32 31 30 39 2 28 40 52 41514250 3 27 4349 4 26 44484547 5 25 46 6 24 7 23228 9 21 10 20 11 19 12 181314151617 0-11-0 32-6-0 0-11-0 -0-11-0 4-7-3 18-1-1 13-5-15 31-7-0 13-5-15 13-5-15 0-5-8 0-5-8 9-10-8 10-4-0 9-10-8 20-2-8 11-4-8 31-7-011-9-60-9-1311-6-04-11-4Scale = 1:72.3 Plate Offsets (X, Y):[38:0-2-8,0-1-4] 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 0.13 Vert(LL)n/a -n/a 999 MT20 197/144 TCDL 10.0 Lumber DOL 1.15 BC 0.07 Vert(CT)n/a -n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.10 Horz(CT)0.01 30 n/a n/a BCDL 10.0 Code IRC2018/TPI2014 Matrix-R Weight: 431 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*46-10,47-9,48-7,49-6,50-5,51-4,52-3,33-25,32-26,31-27:2x4 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.): 13-17. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 15-42, 14-43, 16-41, 18-40, 19-39, 20-37 REACTIONS (size)30=31-7-0, 31=31-7-0, 32=31-7-0, 33=31-7-0, 34=31-7-0, 35=31-7-0, 36=31-7-0, 37=31-7-0, 38=31-7-0, 39=31-7-0, 40=31-7-0, 41=31-7-0, 42=31-7-0, 43=31-7-0, 44=31-7-0, 45=31-7-0, 46=31-7-0, 47=31-7-0, 48=31-7-0, 49=31-7-0, 50=31-7-0, 51=31-7-0, 52=31-7-0, 53=31-7-0 Max Horiz 53=-229 (LC 10) Max Uplift 30=-53 (LC 9), 31=-101 (LC 13), 32=-5 (LC 12), 33=-35 (LC 13), 34=-30 (LC 13), 35=-30 (LC 13), 36=-29 (LC 13), 37=-36 (LC 13), 38=-59 (LC 8), 39=-38 (LC 13), 42=-14 (LC 8), 45=-42 (LC 12), 46=-85 (LC 9), 47=-30 (LC 12), 48=-31 (LC 12), 49=-29 (LC 12), 50=-39 (LC 12), 51=-8 (LC 13), 52=-124 (LC 12), 53=-142 (LC 8) Max Grav 30=195 (LC 22), 31=200 (LC 23), 32=91 (LC 29), 33=116 (LC 23), 34=110 (LC 23), 35=110 (LC 23), 36=110 (LC 23), 37=109 (LC 23), 38=59 (LC 11), 39=106 (LC 23), 40=130 (LC 24), 41=111 (LC 25), 42=109 (LC 28), 43=111 (LC 25), 44=136 (LC 25), 45=110 (LC 22), 46=193 (LC 22), 47=112 (LC 22), 48=110 (LC 22), 49=108 (LC 22), 50=120 (LC 22), 51=90 (LC 1), 52=221 (LC 22), 53=256 (LC 23) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 2-53=-181/76, 1-2=0/40, 2-3=-163/154, 3-4=-116/108, 4-5=-114/117, 5-6=-101/132, 6-7=-91/154, 7-8=-110/167, 8-9=-103/176, 9-10=-130/205, 10-11=-153/242,11-12=-180/286, 12-13=-141/217,13-14=-147/238, 14-15=-147/238,15-16=-147/238, 16-17=-147/238,17-18=-142/219, 18-19=-179/284,19-20=-154/244, 20-21=-131/205, 21-22=-104/169, 22-23=-110/160, 23-24=-89/141, 24-25=-77/119, 25-26=-88/97, 26-27=-94/87, 27-28=-133/122, 28-29=0/40, 28-30=-162/53 BOT CHORD 52-53=-134/150, 51-52=-117/135, 50-51=-122/140, 49-50=-121/138, 48-49=-121/139, 47-48=-121/139, 46-47=-121/137, 45-46=-126/142,44-45=-121/139, 43-44=-121/139,42-43=-121/139, 41-42=-121/139,40-41=-121/139, 39-40=-121/139,38-39=-116/139, 37-38=-103/121,36-37=-103/121, 35-36=-103/121, 34-35=-103/121, 33-34=-103/121, 32-33=-103/121, 31-32=-103/121, 30-31=-103/121 WEBS 15-42=-82/41, 14-43=-84/7, 12-44=-110/42, 11-45=-86/59, 10-46=-83/47, 9-47=-84/47, 7-48=-83/46, 6-49=-83/45, 5-50=-88/51, 4-51=-70/30, 3-52=-151/114, 16-41=-84/5, 18-40=-103/38, 19-39=-86/54, 20-37=-84/49, 21-36=-83/46, 23-35=-83/46, 24-34=-84/47, 25-33=-85/48, 26-32=-71/33, 27-31=-138/99 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=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) exterior zone and C-C Corner(3E) -0-11-0 to 4-3-6, Exterior(2N) 4-3-6 to 13-5-15, Corner(3E) 13-5-15 to 18-1-1, Corner(3R) 18-1-1 to 23-3-8, Exterior(2N) 23-3-8 to 32-6-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 Job Truss Truss Type Qty Ply Indiana Model Q2 Custom Home-Roof Trusses I44679571T06Piggyback Base Supported Gable 1 121010072-A Job Reference (optional) Carter Components (Franklin), Franklin, IN - 46131,Run: 8.43 S Nov 30 2020 Print: 8.430 S Nov 30 2020 MiTek Industries, Inc. Thu Feb 04 14:30:07 Page: 1 ID:EMAZ73vqAf30wMkw7svng2zqXK7-Mock Me Continued on page 2 February 5,2021 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 Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 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)Gable requires continuous bottom chord bearing. 7)Truss to be fully sheathed from one face or securelybraced 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 142 lb uplift at joint 53, 53 lb uplift at joint 30, 85 lb uplift at joint 46, 59 lb uplift at joint 38, 14 lb uplift at joint 42, 42 lb uplift at joint 45, 30 lb uplift at joint 47, 31 lb uplift at joint 48, 29 lb uplift at joint 49, 39 lb uplift at joint 50, 8 lb uplift at joint 51, 124 lb uplift at joint 52, 38 lb uplift at joint 39, 36 lb uplift at joint 37, 29 lb uplift at joint 36, 30 lb uplift at joint 35, 30 lb uplift at joint 34, 35 lb uplift at joint 33, 5 lb uplift at joint 32 and 101 lb uplift at joint 31. 11)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 46, 42, 43, 44, 45, 47, 48, 49, 50, 51, 52, 41, 40, 39. 12)This truss is designed in accordance with the 2018International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 13)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply Indiana Model Q2 Custom Home-Roof Trusses I44679571T06Piggyback Base Supported Gable 1 121010072-A Job Reference (optional) Carter Components (Franklin), Franklin, IN - 46131,Run: 8.43 S Nov 30 2020 Print: 8.430 S Nov 30 2020 MiTek Industries, Inc. Thu Feb 04 14:30:07 Page: 2 ID:EMAZ73vqAf30wMkw7svng2zqXK7-Mock Me 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 Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 9.512 612 =8x10 =4x5 =4x5 =2x4 =3x5 =3x8 =8x10 =4x6 =4x5 =5x10 =5x6 =5x10 =2x4 =3x5 =3x5 =2x4 =4x5 =4x5 =3x8 1 142 16 15 13 19 3 1217 20 24 4 18 112123 105 6 9 227 8 0-11-0 32-6-0 0-11-0 -0-11-0 2-3-3 20-4-4 3-1-15 13-5-15 4-7-3 18-1-1 5-2-0 10-4-0 5-2-0 5-2-0 5-4-12 25-9-0 5-10-0 31-7-0 0-5-8 0-5-8 3-3-11 13-7-11 4-8-8 5-2-0 5-6-8 25-9-0 5-2-0 10-4-0 5-10-0 31-7-0 6-6-13 20-2-811-9-60-9-1311-6-04-11-4Scale = 1:71.6 Plate Offsets (X, Y):[2:0-8-6,Edge], [6:0-1-4,0-1-12], [7:0-3-4,0-2-0], [13:0-5-6,Edge], [18:0-5-0,0-3-15] 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 0.98 Vert(LL)-0.21 18-19 >999 240 MT20 197/144 TCDL 10.0 Lumber DOL 1.15 BC 0.79 Vert(CT)-0.45 18-19 >835 180 BCLL 0.0 Rep Stress Incr YES WB 0.59 Horz(CT)0.40 13 n/a n/a BCDL 10.0 Code IRC2018/TPI2014 Matrix-S Weight: 178 lb FT = 20% LUMBER TOP CHORD 2x4 SPF No.2 *Except* 1-5:2x4 SP 2400F 2.0E BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 *Except* 11-15,4-18,19-4:2x4SPF Stud SLIDER Left 2x6 SPF No.2 -- 3-5-0, Right 2x6 SPF No.2 -- 3-8-11 BRACING TOP CHORD Structural wood sheathing directly applied, except 2-0-0 oc purlins (4-10-4 max.): 7-8. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 9-16, 6-17, 8-16 REACTIONS (size)2=0-5-8, 13=0-5-8 Max Horiz 2=-211 (LC 10) Max Uplift 2=-13 (LC 12), 13=-12 (LC 13) Max Grav 2=1321 (LC 1), 13=1313 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/6, 2-3=-3275/96, 3-20=-3170/102, 4-20=-3088/122, 4-21=-3054/27, 5-21=-3016/44, 5-6=-2962/62, 6-7=-1644/93, 7-22=-1239/93, 8-22=-1239/93, 8-9=-1311/184, 9-10=-1248/83, 10-23=-1334/47, 11-23=-1345/43, 11-24=-1486/19, 12-24=-1578/0, 12-13=-1668/0, 13-14=0/14 BOT CHORD 2-19=-177/2583, 18-19=-181/2598, 17-18=0/2644, 16-17=0/1101, 15-16=0/1193, 13-15=0/1193 WEBS 7-17=-1/773, 8-17=-37/605, 9-16=-285/138, 11-16=-324/123, 11-15=0/241, 6-18=-13/2403, 6-17=-2173/132, 4-18=-78/171, 4-19=0/197, 8-16=-269/290 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=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) exterior zone and C-C Exterior(2E) -0-11-0 to 4-3-6, Interior (1) 4-3-6 to 13-5-15, Exterior(2E) 13-5-15 to 18-1-1, Exterior(2R) 18-1-1 to 25-5-5, Interior (1) 25-5-5 to 32-6-0 zone;cantilever left and right exposed ; end vertical left andright exposed;C-C for members and forces & MWFRSfor reactions shown; Lumber DOL=1.60 plate gripDOL=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)Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6)One RT7A USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 2 and 13. This connection is for uplift only and does not consider lateral forces. 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 Indiana Model Q2 Custom Home-Roof Trusses I44679572T07Piggyback Base 1 121010072-A Job Reference (optional) Carter Components (Franklin), Franklin, IN - 46131,Run: 8.43 S Nov 30 2020 Print: 8.430 S Nov 30 2020 MiTek Industries, Inc. Thu Feb 04 14:30:08 Page: 1 ID:n1MeJ4pVf7SKJU_wXI82XUzqXlM-Mock Me February 5,2021 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 Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 9.512 =2x4 =4x5 =2x4 =2x4 51 2 6 4 3 0-7-9 -0-7-9 0-7-9 3-11-0 1-7-12 1-7-12 1-7-12 3-3-7 3-3-71-9-130-4-111-8-5Scale = 1:24.5 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 0.04 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 0.01 Horz(CT)0.00 4 n/a n/a BCDL 10.0 Code IRC2018/TPI2014 Matrix-P Weight: 12 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 4-7-3 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (size)2=3-3-7, 4=3-3-7, 6=3-3-7 Max Horiz 2=30 (LC 11) Max Uplift 2=-13 (LC 12), 4=-17 (LC 13) Max Grav 2=102 (LC 1), 4=102 (LC 1), 6=108 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/13, 2-3=-54/31, 3-4=-54/34, 4-5=0/13 BOT CHORD 2-6=-6/28, 4-6=-6/28 WEBS 3-6=-67/23 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=25ft; 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)NA 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 Indiana Model Q2 Custom Home-Roof Trusses I44679573PB03Piggyback1121010072-A Job Reference (optional) Carter Components (Franklin), Franklin, IN - 46131,Run: 8.43 S Nov 30 2020 Print: 8.430 S Nov 30 2020 MiTek Industries, Inc. Thu Feb 04 14:29:54 Page: 1 ID:qfEtuOoF7WCc3BrYPu5aS3zqXlO-Mock Me February 5,2021 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 Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 9.512 =2x4 =4x5 =2x4 =2x4 51 2 6 4 3 0-7-9 -0-7-9 0-7-9 3-11-0 1-7-12 1-7-12 1-7-12 3-3-7 3-3-71-9-130-4-111-8-5Scale = 1:24.5 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 0.05 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 0.01 Horz(CT)0.00 4 n/a n/a BCDL 10.0 Code IRC2018/TPI2014 Matrix-P Weight: 17 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 4-7-3 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (size)2=3-3-7, 4=3-3-7, 6=3-3-7 Max Horiz 2=30 (LC 11) Max Uplift 2=-13 (LC 12), 4=-17 (LC 13) Max Grav 2=102 (LC 1), 4=102 (LC 1), 6=108 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/13, 2-3=-54/48, 3-4=-54/42, 4-5=0/13 BOT CHORD 2-6=-6/44, 4-6=-6/44 WEBS 3-6=-67/36 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=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) exterior zone and C-C Corner(3E) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 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)NA 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 Indiana Model Q2 Custom Home-Roof Trusses I44679574PB04Piggyback1121010072-A Job Reference (optional) Carter Components (Franklin), Franklin, IN - 46131,Run: 8.43 S Nov 30 2020 Print: 8.430 S Nov 30 2020 MiTek Industries, Inc. Thu Feb 04 14:29:55 Page: 1 ID:E5f8ZFi9ARvQNkxfeo5oUTzqXKO-Mock Me February 5,2021 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 Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 312 =3x5 =2x4 =2x4 1 2 4 3 0-11-0 -0-11-0 4-4-12 4-4-12 0-1-8 4-4-12 4-3-4 4-3-41-7-90-3-141-1-90-3-8Scale = 1:24.4 Plate Offsets (X, Y):[2:0-3-4,Edge] 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)-0.02 2-4 >999 240 MT20 197/144 TCDL 10.0 Lumber DOL 1.15 BC 0.17 Vert(CT)-0.03 2-4 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT)0.00 4 n/a n/a BCDL 10.0 Code IRC2018/TPI2014 Matrix-P Weight: 17 lb FT = 20% LUMBER TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF Stud BRACING TOP CHORD Structural wood sheathing directly applied or 4-4-12 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (size)2=0-3-8, 4=0-1-8 Max Horiz 2=36 (LC 9) Max Uplift 2=-39 (LC 8), 4=-10 (LC 12) Max Grav 2=236 (LC 1), 4=156 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/12, 2-3=-44/30, 3-4=-115/83 BOT CHORD 2-4=-15/16 NOTES 1)Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; 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 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3)Gable studs spaced at 2-0-0 oc. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)Bearing at joint(s) 4 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6)Provide mechanical connection (by others) of truss to bearing plate at joint(s) 4. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 39 lb uplift at joint 2 and 10 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. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply Indiana Model Q2 Custom Home-Roof Trusses I44679575M01Monopitch1121010072-A Job Reference (optional) Carter Components (Franklin), Franklin, IN - 46131,Run: 8.43 S Nov 30 2020 Print: 8.430 S Nov 30 2020 MiTek Industries, Inc. Thu Feb 04 14:29:41 Page: 1 ID:mu5lLvhXP7nZlaMS44aZyFzqXKP-Mock Me February 5,2021 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 Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 312 =3x5 =2x4 =2x4 1 2 4 3 0-11-0 -0-11-0 4-4-12 4-4-12 0-1-8 4-4-12 4-3-4 4-3-41-7-90-3-141-1-90-3-8Scale = 1:24.4 Plate Offsets (X, Y):[2:0-3-4,Edge] 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)-0.02 2-4 >999 240 MT20 197/144 TCDL 10.0 Lumber DOL 1.15 BC 0.17 Vert(CT)-0.03 2-4 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT)0.00 4 n/a n/a BCDL 10.0 Code IRC2018/TPI2014 Matrix-P Weight: 17 lb FT = 20% LUMBER TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF Stud BRACING TOP CHORD Structural wood sheathing directly applied or 4-4-12 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (size)2=0-3-8, 4=0-1-8 Max Horiz 2=36 (LC 9) Max Uplift 2=-39 (LC 8), 4=-10 (LC 12) Max Grav 2=236 (LC 1), 4=156 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/12, 2-3=-44/30, 3-4=-115/83 BOT CHORD 2-4=-15/16 NOTES 1)Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; 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 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)Bearing at joint(s) 4 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 4)Provide mechanical connection (by others) of truss to bearing plate at joint(s) 4. 5)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 39 lb uplift at joint 2 and 10 lb uplift at joint 4. 6)This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply Indiana Model Q2 Custom Home-Roof Trusses I44679576M02Monopitch7121010072-A Job Reference (optional) Carter Components (Franklin), Franklin, IN - 46131,Run: 8.43 S Nov 30 2020 Print: 8.430 S Nov 30 2020 MiTek Industries, Inc. Thu Feb 04 14:29:42 Page: 1 ID:2TemDRxvIwtG6HfkRREN4QzqYEB-Mock Me February 5,2021 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 Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 312 =3x5 =2x4 =3x5 =3x5 =2x4 1 2 6 5 7 3 4 0-11-0 -0-11-0 4-5-10 9-8-12 5-3-2 5-3-2 0-1-8 9-8-12 4-4-2 9-7-4 5-3-2 5-3-22-11-90-3-142-5-90-3-8Scale = 1:30 Plate Offsets (X, Y):[2:0-3-4,Edge] 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)-0.03 2-6 >999 240 MT20 197/144 TCDL 10.0 Lumber DOL 1.15 BC 0.30 Vert(CT)-0.06 2-6 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.36 Horz(CT)0.01 5 n/a n/a BCDL 10.0 Code IRC2018/TPI2014 Matrix-P Weight: 37 lb FT = 20% LUMBER TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 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. REACTIONS (size)2=0-3-8, 5=0-1-8 Max Horiz 2=76 (LC 9) Max Uplift 2=-48 (LC 8), 5=-26 (LC 12) Max Grav 2=445 (LC 1), 5=374 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/12, 2-7=-831/146, 3-7=-761/154, 3-4=-54/36, 4-5=-98/57 BOT CHORD 2-6=-212/771, 5-6=-212/771 WEBS 3-5=-808/201, 3-6=0/228 NOTES 1)Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) exterior zone and C-C Exterior(2E) -0-11-0 to 4-3-6, Interior (1) 4-3-6 to 9-7-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)Bearing at joint(s) 5 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 4)Provide mechanical connection (by others) of truss to bearing plate at joint(s) 5. 5)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 48 lb uplift at joint 2 and 26 lb uplift at joint 5. 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. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply Indiana Model Q2 Custom Home-Roof Trusses I44679577M03Monopitch10121010072-A Job Reference (optional) Carter Components (Franklin), Franklin, IN - 46131,Run: 8.43 S Nov 30 2020 Print: 8.430 S Nov 30 2020 MiTek Industries, Inc. Thu Feb 04 14:29:43 Page: 1 ID:mu5lLvhXP7nZlaMS44aZyFzqXKP-Mock Me February 5,2021 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 Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 312 =3x5 =5x8 1 2 4 3 0-11-0 -0-11-0 1-10-12 1-10-12 0-1-8 1-10-12 1-9-4 1-9-41-0-10-3-140-6-10-3-8Scale = 1:25.8 Plate Offsets (X, Y):[2:0-3-4,Edge], [3:1-2-15,0-3-0] 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 0.05 Vert(LL)0.00 2-4 >999 240 MT20 197/144 TCDL 10.0 Lumber DOL 1.15 BC 0.03 Vert(CT)0.00 2-4 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT)0.00 3 n/a n/a BCDL 10.0 Code IRC2018/TPI2014 Matrix-P Weight: 6 lb FT = 20% LUMBER TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF Stud BRACING TOP CHORD Structural wood sheathing directly applied or 1-10-12 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (size)2=0-3-8, 3=0-1-8 Max Horiz 2=17 (LC 9) Max Uplift 2=-35 (LC 8), 3=-1 (LC 12) Max Grav 2=141 (LC 1), 3=53 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/12, 2-3=-19/11, 3-4=0/34 BOT CHORD 2-4=-6/7 NOTES 1)Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; 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 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)Bearing at joint(s) 3 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 4)Provide mechanical connection (by others) of truss to bearing plate at joint(s) 3. 5)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1 lb uplift at joint 3 and 35 lb uplift at joint 2. 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)Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply Indiana Model Q2 Custom Home-Roof Trusses I44679578M04Monopitch1121010072-A Job Reference (optional) Carter Components (Franklin), Franklin, IN - 46131,Run: 8.43 S Nov 30 2020 Print: 8.430 S Nov 30 2020 MiTek Industries, Inc. Thu Feb 04 14:29:44 Page: 1 ID:m0P5kkI9wK_NYVDG?zFdc2zqYCR-Mock Me February 5,2021 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 Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 312 =3x5 =5x8 1 2 4 3 0-11-0 -0-11-0 1-10-12 1-10-12 0-1-8 1-10-12 1-9-4 1-9-41-0-10-3-140-6-10-3-8Scale = 1:25.8 Plate Offsets (X, Y):[2:0-3-4,Edge], [3:1-2-15,0-3-0] 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 0.05 Vert(LL)0.00 2-4 >999 240 MT20 197/144 TCDL 10.0 Lumber DOL 1.15 BC 0.03 Vert(CT)0.00 2-4 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT)0.00 3 n/a n/a BCDL 10.0 Code IRC2018/TPI2014 Matrix-P Weight: 7 lb FT = 20% LUMBER TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF Stud BRACING TOP CHORD Structural wood sheathing directly applied or 1-10-12 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (size)2=0-3-8, 3=0-1-8 Max Horiz 2=17 (LC 9) Max Uplift 2=-35 (LC 8), 3=-1 (LC 12) Max Grav 2=141 (LC 1), 3=53 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/12, 2-3=-19/11, 3-4=0/34 BOT CHORD 2-4=-6/7 NOTES 1)Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; 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 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3)Gable studs spaced at 2-0-0 oc. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)Bearing at joint(s) 3 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6)Provide mechanical connection (by others) of truss to bearing plate at joint(s) 3. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1 lb uplift at joint 3 and 35 lb uplift at joint 2. 8)This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 9)Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply Indiana Model Q2 Custom Home-Roof Trusses I44679579M05Monopitch1121010072-A Job Reference (optional) Carter Components (Franklin), Franklin, IN - 46131,Run: 8.43 S Nov 30 2020 Print: 8.430 S Nov 30 2020 MiTek Industries, Inc. Thu Feb 04 14:29:45 Page: 1 ID:MnM5xmHbcXKlN5U0pBjsxKzqYB9-Mock Me February 5,2021 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 Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 612 =3x8 =2x4 =2x4 1 2 4 3 0-11-0 -0-11-0 1-11-8 1-11-8 0-1-8 1-11-8 1-10-0 1-10-01-9-30-6-101-2-140-3-8Scale = 1:31.5 Plate Offsets (X, Y):[2:0-3-8,Edge] 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 0.05 Vert(LL)n/a -n/a 999 MT20 197/144 TCDL 10.0 Lumber DOL 1.15 BC 0.03 Vert(CT)n/a -n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT)0.00 4 n/a n/a BCDL 10.0 Code IRC2018/TPI2014 Matrix-P Weight: 10 lb FT = 20% LUMBER TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF Stud WEDGE Left: 2x4 SPF Stud BRACING TOP CHORD Structural wood sheathing directly applied or1-11-8 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (size)2=1-11-8, 4=1-11-8 Max Horiz 2=37 (LC 9) Max Uplift 2=-14 (LC 12), 4=-6 (LC 12) Max Grav 2=141 (LC 1), 4=59 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/13, 2-3=-68/36, 3-4=-45/89 BOT CHORD 2-4=-16/21 NOTES 1)Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) exterior zone and C-C Corner(3E) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3)Gable requires continuous bottom chord bearing. 4)Gable studs spaced at 1-4-0 oc. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)NA 7)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2. 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 Indiana Model Q2 Custom Home-Roof Trusses I44679580M06Monopitch Supported Gable 2 121010072-A Job Reference (optional) Carter Components (Franklin), Franklin, IN - 46131,Run: 8.43 S Nov 30 2020 Print: 8.430 S Nov 30 2020 MiTek Industries, Inc. Thu Feb 04 14:29:47 Page: 1 ID:mu5lLvhXP7nZlaMS44aZyFzqXKP-Mock Me February 5,2021 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 Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 612 =3x8 =2x4 =2x4 1 2 4 3 0-11-0 -0-11-0 1-11-8 1-11-8 0-1-8 1-11-8 1-10-0 1-10-01-9-30-6-101-2-140-3-8Scale = 1:25.9 Plate Offsets (X, Y):[2:0-3-8,Edge] 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 0.05 Vert(LL)0.00 2-4 >999 240 MT20 197/144 TCDL 10.0 Lumber DOL 1.15 BC 0.07 Vert(CT)0.00 2-4 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT)0.00 4 n/a n/a BCDL 10.0 Code IRC2018/TPI2014 Matrix-P Weight: 8 lb FT = 20% LUMBER TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF Stud WEDGE Left: 2x4 SPF Stud BRACING TOP CHORD Structural wood sheathing directly applied or1-11-8 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (size)2=0-5-8, 4=0-1-8 Max Horiz 2=37 (LC 9) Max Uplift 2=-14 (LC 12), 4=-6 (LC 12) Max Grav 2=144 (LC 1), 4=55 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/13, 2-3=-48/31, 3-4=-41/50 BOT CHORD 2-4=-16/17 NOTES 1)Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; 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 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)Bearing at joint(s) 4 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 4)Provide mechanical connection (by others) of truss to bearing plate at joint(s) 4. 5)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 14 lb uplift at joint 2 and 6 lb uplift at joint 4. 6)This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply Indiana Model Q2 Custom Home-Roof Trusses I44679581M07Monopitch4121010072-A Job Reference (optional) Carter Components (Franklin), Franklin, IN - 46131,Run: 8.43 S Nov 30 2020 Print: 8.430 S Nov 30 2020 MiTek Industries, Inc. Thu Feb 04 14:29:47 Page: 1 ID:zHoga?4NIVWWg4yW6KO632zqYA8-Mock Me February 5,2021 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 Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 312 9.5 12 =4x8 =2x4 =2x4 =2x4 =4x5 =2x4 1 32 9 8 7 4 5 6 0-11-0 -0-11-0 10-1-9 10-1-9 3-7-4 10-1-9 6-6-5 6-6-53-0-120-3-142-8-32-8-32-8-30-2-12-10-4Scale = 1:30.1 Plate Offsets (X, Y):[3:0-2-12,Edge] 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)0.05 3-8 >999 240 MT20 197/144 TCDL 10.0 Lumber DOL 1.15 BC 0.20 Vert(CT)-0.04 3-8 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.05 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 SP 2400F 2.0E 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 6-0-0 oc bracing. REACTIONS (size)2=0-3-8, 3=10-1-9, 6=10-1-9, 7=10-1-9, 8=10-1-9 Max Horiz 3=80 (LC 9) Max Uplift 2=-259 (LC 12), 3=-527 (LC 1), 6=-21 (LC 9), 7=-18 (LC 12), 8=-37 (LC 9) Max Grav 2=792 (LC 1), 3=235 (LC 12), 6=107 (LC 1), 7=123 (LC 1), 8=329 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/12, 2-3=-15/2, 3-4=-132/32, 4-5=-75/0, 5-6=-58/22 BOT CHORD 3-9=-83/3, 8-9=-83/3, 7-8=-81/3, 6-7=-35/27 WEBS 4-8=-220/173, 5-7=-107/84 NOTES 1)Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) exterior zoneand C-C Corner(3E) -0-11-0 to 4-3-6, Exterior(2N) 4-3-6to 9-6-2 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 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3)Gable studs spaced at 1-4-0 oc. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)Bearing at joint(s) 3 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 21 lb uplift at joint 6, 527 lb uplift at joint 3, 18 lb uplift at joint 7, 37 lb uplift at joint 8 and 259 lb uplift at joint 2. 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 Indiana Model Q2 Custom Home-Roof Trusses I44679582M08Monopitch2121010072-A Job Reference (optional) Carter Components (Franklin), Franklin, IN - 46131,Run: 8.43 S Nov 30 2020 Print: 8.430 S Nov 30 2020 MiTek Industries, Inc. Thu Feb 04 14:29:48 Page: 1 ID:W41_dbK2Vex7_gAG0OjjcGzqY7E-Mock Me February 5,2021 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 Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 312 9.5 12 =3x5 =2x4 =4x5 =2x4 1 2 5 6 7 3 4 0-11-0 -0-11-0 3-9-0 10-1-9 6-4-9 6-4-9 3-7-4 10-1-9 6-6-5 6-6-53-0-120-3-142-6-62-8-32-8-32-8-30-2-12-10-4Scale = 1:30.6 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 0.45 Vert(LL)-0.11 2-5 >721 240 MT20 197/144 TCDL 10.0 Lumber DOL 1.15 BC 0.47 Vert(CT)-0.22 2-5 >360 180 BCLL 0.0 Rep Stress Incr YES WB 0.09 Horz(CT)0.00 4 n/a n/a BCDL 10.0 Code IRC2018/TPI2014 Matrix-P Weight: 41 lb FT = 20% LUMBER TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF Stud 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. REACTIONS (size)2=10-1-9, 4=10-1-9, 5=10-1-9 Max Horiz 2=88 (LC 8) Max Uplift 2=-21 (LC 8), 4=-2 (LC 8), 5=-50 (LC 12) Max Grav 2=284 (LC 1), 4=81 (LC 3), 5=498 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/12, 2-6=-60/18, 6-7=-49/23, 3-7=-45/41, 3-4=-29/31 BOT CHORD 2-5=-34/18, 4-5=-46/25 WEBS 3-5=-383/199 NOTES 1)Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) exterior zone and C-C Exterior(2E) -0-11-0 to 4-3-6, Interior (1) 4-3-6 to 9-11-13 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 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 4)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 2 lb uplift at joint 4, 21 lb uplift at joint 2 and 50 lb uplift at joint 5. 5)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 4. 6)This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply Indiana Model Q2 Custom Home-Roof Trusses I44679583M09Monopitch2121010072-A Job Reference (optional) Carter Components (Franklin), Franklin, IN - 46131,Run: 8.43 S Nov 30 2020 Print: 8.430 S Nov 30 2020 MiTek Industries, Inc. Thu Feb 04 14:29:49 Page: 1 ID:lL7FeIr0NsM1fHzX1w?prKzqY6Z-Mock Me February 5,2021 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 Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 1012 =3x8 =4x6 =5x6 =4x5 =4x6 =3x8 21138 37 36 35 34 33 32 31 30 29 28 27 26 25 24 23 22 202 193 184 4039175 166157 148 139 1210 11 0-11-0 23-10-0 0-11-0 -0-11-0 11-5-8 22-11-0 11-5-8 11-5-8 22-11-010-8-50-10-410-4-14Scale = 1:64.7 Plate Offsets (X, Y):[7:0-2-8,0-2-4], [15:0-2-8,0-2-4], [22:0-4-12,0-1-8], [30:0-3-0,0-3-0], [38:0-4-12,0-1-8] 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 0.11 Vert(LL)n/a -n/a 999 MT20 197/144 TCDL 10.0 Lumber DOL 1.15 BC 0.07 Vert(CT)n/a -n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.12 Horz(CT)0.00 22 n/a n/a BCDL 10.0 Code IRC2018/TPI2014 Matrix-R Weight: 330 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*35-5,36-4,37-3,25-17,24-18,23-19:2x4 SPFStud 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 ocbracing. WEBS 1 Row at midpt 11-30, 10-31, 12-29 REACTIONS (size)22=22-11-0, 23=22-11-0, 24=22-11-0, 25=22-11-0,26=22-11-0, 27=22-11-0,28=22-11-0, 29=22-11-0,30=22-11-0, 31=22-11-0,32=22-11-0, 33=22-11-0,34=22-11-0, 35=22-11-0,36=22-11-0, 37=22-11-0, 38=22-11-0 Max Horiz 38=-207 (LC 10) Max Uplift 22=-44 (LC 9), 23=-105 (LC 13), 24=-9 (LC 13), 25=-37 (LC 13), 26=-32 (LC 13), 27=-32 (LC 13), 28=-44 (LC 13), 29=-4 (LC 13), 31=-7 (LC 12), 32=-43 (LC 12), 33=-32 (LC 12), 34=-32 (LC 12), 35=-38 (LC 12), 36=-6 (LC 13), 37=-114 (LC 12), 38=-76 (LC 8) Max Grav 22=180 (LC 19), 23=174 (LC 20), 24=101 (LC 1), 25=114 (LC 20), 26=111 (LC 20), 27=111 (LC 20), 28=112 (LC 20), 29=111 (LC 20), 30=224 (LC 13), 31=114 (LC 19), 32=111 (LC 19), 33=111 (LC 19), 34=111 (LC 19), 35=115 (LC 19), 36=101 (LC 1), 37=187 (LC 19), 38=206 (LC 20) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 2-38=-171/70, 1-2=0/41, 2-3=-160/145, 3-4=-112/100, 4-39=-107/100, 5-39=-92/105, 5-6=-94/120, 6-7=-84/133, 7-8=-82/143, 8-9=-106/176, 9-10=-133/224,10-11=-143/242, 11-12=-143/242,12-13=-133/224, 13-14=-106/176,14-15=-82/136, 15-16=-84/126,16-17=-61/100, 17-40=-55/76, 18-40=-71/71,18-19=-78/69, 19-20=-122/105, 20-21=0/41, 20-22=-149/42 BOT CHORD 37-38=-90/117, 36-37=-90/117, 35-36=-90/117, 34-35=-90/117, 33-34=-90/117, 32-33=-90/117, 31-32=-90/117, 30-31=-90/117,29-30=-90/117, 28-29=-90/117,27-28=-90/117, 26-27=-90/117,25-26=-90/117, 24-25=-90/117,23-24=-90/117, 22-23=-90/117 WEBS 11-30=-254/125, 10-31=-88/23, 9-32=-84/60, 8-33=-84/48, 6-34=-85/49, 5-35=-85/51, 4-36=-77/47, 3-37=-126/100, 12-29=-84/20, 13-28=-86/60, 14-27=-84/48, 16-26=-85/49, 17-25=-85/51, 18-24=-77/47, 19-23=-119/96 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=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) exterior zone and C-C Corner(3E) -0-11-0 to 4-3-6, Exterior(2N) 4-3-6 to 11-5-8, Corner(3R) 11-5-8 to 16-9-8, Exterior(2N) 16-9-8 to 23-10-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4)All plates are 2x4 MT20 unless otherwise indicated. 5)Gable requires continuous bottom chord bearing. 6)Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 7)Gable studs spaced at 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. Job Truss Truss Type Qty Ply Indiana Model Q2 Custom Home-Roof Trusses I44679584T01GECommon Supported Gable 1 121010072-A Job Reference (optional) Carter Components (Franklin), Franklin, IN - 46131,Run: 8.43 S Nov 30 2020 Print: 8.430 S Nov 30 2020 MiTek Industries, Inc. Thu Feb 04 14:30:00 Page: 1 ID:BTmu_xkQi2A8c251lD8GZuzqXKM-Mock Me Continued on page 2 February 5,2021 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 Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 9)NA 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 Indiana Model Q2 Custom Home-Roof Trusses I44679584T01GECommon Supported Gable 1 121010072-A Job Reference (optional) Carter Components (Franklin), Franklin, IN - 46131,Run: 8.43 S Nov 30 2020 Print: 8.430 S Nov 30 2020 MiTek Industries, Inc. Thu Feb 04 14:30:00 Page: 2 ID:BTmu_xkQi2A8c251lD8GZuzqXKM-Mock Me 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 Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 1012 =4x8 =4x5 =4x5 =2x4 =3x5 =6x10 =4x5 =3x5 =2x4 =4x5 =4x5 =4x8 1112 12 10 93 841413 75 6 0-11-0 23-10-0 0-11-0 -0-11-0 5-7-0 17-0-8 5-7-0 11-5-8 5-10-8 22-11-0 5-10-8 5-10-8 11-5-8 22-11-0 11-5-8 11-5-810-8-50-10-410-4-14Scale = 1:66.4 Plate Offsets (X, Y):[2:0-5-11,Edge], [10:0-5-11,Edge], [12:0-5-0,Edge] 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 0.32 Vert(LL)-0.31 10-12 >899 240 MT20 197/144 TCDL 10.0 Lumber DOL 1.15 BC 0.85 Vert(CT)-0.62 10-12 >444 180 BCLL 0.0 Rep Stress Incr YES WB 0.30 Horz(CT)0.03 10 n/a n/a BCDL 10.0 Code IRC2018/TPI2014 Matrix-S Weight: 105 lb FT = 20% LUMBER TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF 1650F 1.5E WEBS 2x4 SPF No.2 SLIDER Left 2x6 SPF No.2 -- 3-10-7, Right 2x6 SPFNo.2 -- 3-10-7 BRACING TOP CHORD Structural wood sheathing directly applied or 5-11-12 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (size)2=0-5-8, 10=0-5-8 Max Horiz 2=-189 (LC 10) Max Uplift 2=-3 (LC 12), 10=-3 (LC 13) Max Grav 2=972 (LC 1), 10=972 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/14, 2-3=-1078/45, 3-4=-893/70, 4-13=-838/55, 5-13=-820/62, 5-6=-723/98, 6-7=-723/98, 7-14=-820/62, 8-14=-838/55, 8-9=-893/70, 9-10=-1077/45, 10-11=0/14 BOT CHORD 2-12=-58/768, 10-12=0/740 WEBS 6-12=-26/640, 4-12=-282/183, 8-12=-282/183 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=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) exterior zone and C-C Exterior(2E) -0-11-0 to 4-3-6, Interior (1) 4-3-6 to 11-5-8, Exterior(2R) 11-5-8 to 16-7-14, Interior (1) 16-7-14 to 23-10-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)One RT7A USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 2 and 10. This connection is for uplift only and does not consider lateral forces. 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. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply Indiana Model Q2 Custom Home-Roof Trusses I44679585T08Common9121010072-A Job Reference (optional) Carter Components (Franklin), Franklin, IN - 46131,Run: 8.43 S Nov 30 2020 Print: 8.430 S Nov 30 2020 MiTek Industries, Inc. Thu Feb 04 14:30:09 Page: 1 ID:nrxw0WRUeot5wKOk0WY?6FzqXkZ-Mock Me February 5,2021 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 Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 1012 =4x8 =4x5 =4x5 =2x4 =3x5 =4x5 =6x10 =2x4 =4x5 =4x5 =4x8 1 2 10 9 83 741211 5 6 0-11-0 -0-11-0 5-10-8 22-11-0 5-7-0 17-0-8 5-7-0 11-5-8 5-10-8 5-10-8 11-5-8 22-11-0 11-5-8 11-5-810-8-50-10-410-4-14Scale = 1:66.4 Plate Offsets (X, Y):[2:0-5-11,Edge], [9:0-5-11,Edge], [10:0-5-0,Edge] 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)-0.31 9-10 >886 240 MT20 197/144 TCDL 10.0 Lumber DOL 1.15 BC 0.85 Vert(CT)-0.63 9-10 >437 180 BCLL 0.0 Rep Stress Incr YES WB 0.30 Horz(CT)0.03 9 n/a n/a BCDL 10.0 Code IRC2018/TPI2014 Matrix-S Weight: 104 lb FT = 20% LUMBER TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF 1650F 1.5E WEBS 2x4 SPF No.2 SLIDER Left 2x6 SPF No.2 -- 3-10-7, Right 2x6 SPFNo.2 -- 3-10-7 BRACING TOP CHORD Structural wood sheathing directly applied or 5-11-1 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (size)2=0-5-8, 9=0-5-8 Max Horiz 2=188 (LC 9) Max Uplift 2=-3 (LC 12) Max Grav 2=973 (LC 1), 9=916 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/14, 2-3=-1079/45, 3-4=-895/70, 4-11=-840/55, 5-11=-821/62, 5-6=-725/99, 6-12=-822/99, 7-12=-841/56, 7-8=-895/71, 8-9=-1079/45 BOT CHORD 2-10=-61/767, 9-10=0/743 WEBS 6-10=-27/641, 4-10=-282/183, 7-10=-285/185 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=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) exterior zone and C-C Exterior(2E) -0-11-0 to 4-3-6, Interior (1) 4-3-6 to 11-5-8, Exterior(2R) 11-5-8 to 16-7-14, Interior (1) 16-7-14 to 22-11-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)One RT7A USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 2. This connection is for uplift only and does not consider lateral forces. 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. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply Indiana Model Q2 Custom Home-Roof Trusses I44679586T09Common5121010072-A Job Reference (optional) Carter Components (Franklin), Franklin, IN - 46131,Run: 8.43 S Nov 30 2020 Print: 8.430 S Nov 30 2020 MiTek Industries, Inc. Thu Feb 04 14:30:10 Page: 1 ID:8urWLTJHSD4kBYTmnLM7ZezqXjQ-Mock Me February 5,2021 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 Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 1012 =3x5 =4x5 =4x5 =2x4 =3x5 =3x5 =4x5 =3x8 =4x6 =3x5 =2x4 =4x5 =4x5 =3x5 HUS26-2 1 16 2 13 12 11 10 9 83 741514 5 6 0-11-0 -0-11-0 5-8-12 22-11-0 5-8-12 17-2-4 5-8-12 11-5-8 5-8-12 5-8-12 5-8-12 17-2-4 5-8-12 11-5-8 5-8-12 5-8-12 5-8-12 22-11-010-8-50-10-410-4-14Scale = 1:68.2 Plate Offsets (X, Y):[2:0-2-11,0-0-4], [9:0-2-11,0-0-4] 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 0.21 Vert(LL)0.02 10-12 >999 240 MT20 197/144 TCDL 10.0 Lumber DOL 1.15 BC 0.16 Vert(CT)-0.04 10-12 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.15 Horz(CT)0.01 9 n/a n/a BCDL 10.0 Code IRC2018/TPI2014 Matrix-S Weight: 258 lb FT = 20% LUMBER TOP CHORD 2x4 SPF No.2 BOT CHORD 2x6 SPF No.2 WEBS 2x4 SPF No.2 *Except* 4-13,10-7:2x4 SPF Stud SLIDER Left 2x6 SPF No.2 -- 3-7-12, Right 2x6 SPF No.2 -- 3-7-12 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 (size)2=0-5-8, 9=0-5-8 Max Horiz 2=187 (LC 11) Max Uplift 2=-187 (LC 12), 9=-186 (LC 13) Max Grav 2=1239 (LC 1), 9=1198 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/18, 2-3=-1535/273, 3-4=-1441/303, 4-14=-1277/350, 5-14=-1260/354, 5-6=-1191/394, 6-15=-1260/395, 7-15=-1276/351, 7-8=-1491/328, 8-9=-1585/298 BOT CHORD 2-13=-238/1186, 12-13=-238/1186, 12-16=-170/1127, 11-16=-170/1127, 10-11=-170/1127, 9-10=-170/1127 WEBS 6-12=-402/1206, 4-12=-308/187, 4-13=0/208, 7-12=-357/151, 7-10=0/244 NOTES 1)2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. 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=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) exterior zone and C-C Exterior(2E) -0-11-0 to 4-3-6, Interior (1) 4-3-6 to 11-5-8, Exterior(2R) 11-5-8 to 16-7-14, Interior (1) 16-7-14 to 22-11-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)One RT7A USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 9 and 2. This connection is for uplift only and does not consider lateral forces. 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 USP HUS26-2 (With 4-16d nails into Girder & 4-16d nails into Truss) or equivalent at 11-9-8 from the left end to connect truss(es) to front face of bottom chord. 9)Fill all nail holes where hanger is in contact with lumber. 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, 6-9=-60, 2-9=-20 Concentrated Loads (lb) Vert: 16=-549 (F) Job Truss Truss Type Qty Ply Indiana Model Q2 Custom Home-Roof Trusses I44679587G01Common Girder 1 221010072-A Job Reference (optional) Carter Components (Franklin), Franklin, IN - 46131,Run: 8.43 S Nov 30 2020 Print: 8.430 S Nov 30 2020 MiTek Industries, Inc. Thu Feb 04 14:29:31 Page: 1 ID:6nnx7Mw0FnrViv2MuMynuzzqXLO-Mock Me February 5,2021 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 Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. =2x4 =3x5 =4x5 =2x4 JUS26 JUS26 4 5 6 3 1 2 5-0-0 5-0-010-0-410-0-4Scale = 1:59.8 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 0.36 Vert(LL)0.02 3-4 >999 240 MT20 197/144 TCDL 10.0 Lumber DOL 1.15 BC 0.37 Vert(CT)-0.05 3-4 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.22 Horz(CT)0.00 3 n/a n/a BCDL 10.0 Code IRC2018/TPI2014 Matrix-P Weight: 95 lb FT = 20% LUMBER TOP CHORD 2x4 SPF No.2 BOT CHORD 2x6 SPF No.2 WEBS 2x4 SPF No.2 BRACING TOP CHORD 2-0-0 oc purlins: 1-2, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 1-4, 2-3 REACTIONS (size)3=0-5-8, 4= Mechanical Max Horiz 4=-259 (LC 8) Max Uplift 3=-394 (LC 9), 4=-367 (LC 8) Max Grav 3=876 (LC 19), 4=747 (LC 20) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-550/631, 1-2=-131/142, 2-3=-141/154 BOT CHORD 4-5=-363/374, 5-6=-363/374, 3-6=-363/374 WEBS 1-3=-530/530 NOTES 1)2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. 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=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 4)Provide adequate drainage to prevent water ponding. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)Refer to girder(s) for truss to truss connections. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 367 lb uplift at joint 4. 8)One RT7A USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 3. This connection is for uplift only and does not consider lateral forces. 9)This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 10)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11)Use USP JUS26 (With 4-10d nails into Girder & 4-10d nails into Truss) or equivalent spaced at 2-0-0 oc max. starting at 1-9-12 from the left end to 3-9-12 to connect truss(es) to front face of bottom chord. 12)Fill all nail holes where hanger is in contact with lumber. LOAD CASE(S) Standard 1)Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (lb/ft) Vert: 1-2=-60, 3-4=-20 Concentrated Loads (lb) Vert: 5=-439 (F), 6=-439 (F) Job Truss Truss Type Qty Ply Indiana Model Q2 Custom Home-Roof Trusses I44679588T10Flat Girder 1 221010072-A Job Reference (optional) Carter Components (Franklin), Franklin, IN - 46131,Run: 8.43 S Nov 30 2020 Print: 8.430 S Nov 30 2020 MiTek Industries, Inc. Thu Feb 04 14:30:11 Page: 1 ID:89NxvHWySSDJj9G1HQA6lDzqXj9-Mock Me February 5,2021 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 Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 1012 =3x6 =4x5 =4x5 =2x4 =3x5 =3x5 =3x5 =2x4 1 2 8 7 3 4 5 6 0-11-0 -0-11-0 5-7-8 11-5-8 5-10-0 5-10-0 0-2-8 11-8-0 5-10-0 5-10-0 5-10-0 11-8-010-8-50-10-40-3-80-3-810-1-610-4-14Scale = 1:62.4 Plate Offsets (X, Y):[2:0-3-11,0-0-3] 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 0.72 Vert(LL)-0.03 2-8 >999 240 MT20 197/144 TCDL 10.0 Lumber DOL 1.15 BC 0.32 Vert(CT)-0.07 2-8 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.46 Horz(CT)0.01 7 n/a n/a BCDL 10.0 Code IRC2018/TPI2014 Matrix-P Weight: 65 lb FT = 20% LUMBER TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 SLIDER Left 2x6 SPF No.2 -- 3-9-13 BRACING TOP CHORD Structural wood sheathing directly applied or6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 6-7 REACTIONS (size)2=0-5-8, 7= Mechanical Max Horiz 2=287 (LC 9) Max Uplift 7=-92 (LC 12) Max Grav 2=518 (LC 1), 7=503 (LC 19) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/14, 2-3=-544/11, 3-4=-368/41, 4-5=-222/129, 5-6=-175/187, 6-7=-191/150 BOT CHORD 2-8=-207/378, 7-8=-207/378 WEBS 4-7=-433/172, 4-8=0/287 NOTES 1)Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) exterior zone and C-C Exterior(2E) -0-11-0 to 4-3-6, Interior (1) 4-3-6 to 11-6-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)Refer to girder(s) for truss to truss connections. 4)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 92 lb uplift at joint 7. 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. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply Indiana Model Q2 Custom Home-Roof Trusses I44679589M10Monopitch2121010072-A Job Reference (optional) Carter Components (Franklin), Franklin, IN - 46131,Run: 8.43 S Nov 30 2020 Print: 8.430 S Nov 30 2020 MiTek Industries, Inc. Thu Feb 04 14:29:50 Page: 1 ID:gzpZhxWJh85T6?hrjietC0zqXjA-Mock Me February 5,2021 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 Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 9.512 612 =3x10 =5x6 =5x6 =3x5 =3x5 =4x5 =3x8 =3x5 =5x10 =5x6 =3x5 =5x8 =4x5 =3x5 =3x5 =4x8 17 16 15 1 2 21 20 19 18 1214 13 11 10330 927 428 29 8 5 6 7 0-11-0 -0-11-0 0-11-0 35-10-0 3-0-15 24-8-5 5-1-4 16-6-2 5-1-4 21-7-6 4-3-6 28-11-10 5-11-6 34-11-0 5-6-11 11-4-14 5-10-3 5-10-3 1-7-10 11-6-10 1-1-5 21-3-14 3-6-3 24-10-1 4-0-13 9-11-0 4-3-6 29-1-6 5-9-10 34-11-0 5-10-3 5-10-3 8-7-14 20-2-811-6-00-11-100-8-71-6-02-0-04-2-25-8-25-9-1411-6-01-6-01-6-00-6-02-0-0Scale = 1:72.3 Plate Offsets (X, Y):[2:0-7-3,Edge], [5:0-3-4,0-2-0], [11:0-4-8,Edge], [14:0-2-12,0-2-8], [18:0-4-12,0-2-8] 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 0.63 Vert(LL)-0.29 18-19 >999 240 MT20 197/144 TCDL 10.0 Lumber DOL 1.15 BC 0.80 Vert(CT)-0.62 18-19 >680 180 BCLL 0.0 Rep Stress Incr YES WB 0.52 Horz(CT)0.09 11 n/a n/a BCDL 10.0 Code IRC2018/TPI2014 Matrix-S Weight: 487 lb FT = 20% LUMBER TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 *Except* 22-17:2x4 SPF Stud WEBS 2x4 SPF No.2 *Except* 13-9,18-15,18-14:2x4 SPF Stud OTHERS 2x4 SPF Stud SLIDER Left 2x8 SP 2400F 2.0E -- 3-9-15, Right 2x4 SPF Stud -- 3-2-6 BRACING TOP CHORD Structural wood sheathing directly applied or 2-10-6 oc purlins, except 2-0-0 oc purlins (5-0-10 max.): 5-7. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 15-16,14-15. 10-0-0 oc bracing: 16-18 WEBS 1 Row at midpt 6-19, 6-18 REACTIONS (size)2=0-5-8, 11=0-3-8 Max Horiz 2=-179 (LC 10) Max Grav 2=1462 (LC 1), 11=1467 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/5, 2-3=-1874/55, 3-27=-1756/59, 4-27=-1700/82, 4-28=-1555/100, 5-28=-1534/141, 5-6=-1148/151, 6-7=-1223/148, 7-8=-2017/221, 8-29=-1939/109, 9-29=-2003/93, 9-30=-2324/59, 10-30=-2389/43, 10-11=-2474/42, 11-12=0/4 BOT CHORD 2-21=-16/1313, 20-21=-16/1313, 19-20=-16/1313, 18-19=0/1269, 16-17=0/0, 15-16=-111/0, 14-15=-3/6, 8-14=-277/155, 13-14=0/2077, 11-13=0/2081, 16-18=0/115, 7-18=-31/222 WEBS 4-21=0/177, 4-19=-284/150, 5-19=-4/586, 9-14=-691/68, 9-13=0/214, 6-19=-362/121, 6-18=-217/135, 15-18=0/139, 14-18=0/1211, 7-14=-148/962 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=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) exterior zone and C-C Exterior(2E) -0-11-0 to 4-3-6, Interior (1) 4-3-6 to 11-4-14, Exterior(2R) 11-4-14 to 16-6-2, Interior (1) 16-6-2 to 21-7-6, Exterior(2R) 21-7-6 to 26-9-12, Interior (1) 26-9-12 to 35-10-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4)Provide adequate drainage to prevent water ponding. 5)All plates are 2x4 MT20 unless otherwise indicated. 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)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 Indiana Model Q2 Custom Home-Roof Trusses I44679590T11Piggyback Base Structural Gable 2 121010072-A Job Reference (optional) Carter Components (Franklin), Franklin, IN - 46131,Run: 8.43 S Nov 30 2020 Print: 8.430 S Nov 30 2020 MiTek Industries, Inc. Thu Feb 04 14:30:13 Page: 1 ID:4L9_6vhjR8ZW?1Z8RfKnhmzqXdn-Mock Me February 5,2021 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 Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 9.512 612 =3x10 =5x6 =5x6 =2x4 =3x5 =3x5 =4x5 =3x8 =3x5 =2x4 =2x4 =5x10 =2x4 =5x6 =3x5 =2x4 =5x8 =4x5 =2x4 =3x5 =3x5 =4x8 17 16 15 1 2 21 20 19 18 1214 13 11 10326 923 424 25 8 5 6 7 0-11-0 -0-11-0 0-11-0 35-10-0 3-0-15 24-8-5 5-1-4 16-6-2 5-1-4 21-7-6 4-3-6 28-11-10 5-11-6 34-11-0 5-6-11 11-4-14 5-10-3 5-10-3 1-7-10 11-6-10 1-1-5 21-3-14 3-6-3 24-10-1 4-0-13 9-11-0 4-3-6 29-1-6 5-9-10 34-11-0 5-10-3 5-10-3 8-7-14 20-2-811-6-00-11-100-8-71-6-02-0-04-2-25-8-25-9-1411-6-01-6-01-6-00-6-02-0-0Scale = 1:76.2 Plate Offsets (X, Y):[2:0-7-3,Edge], [5:0-3-4,0-2-0], [11:0-4-8,Edge], [14:0-2-12,0-2-8], [18:0-4-12,0-2-8] 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 0.63 Vert(LL)-0.29 18-19 >999 240 MT20 197/144 TCDL 10.0 Lumber DOL 1.15 BC 0.80 Vert(CT)-0.62 18-19 >680 180 BCLL 0.0 Rep Stress Incr YES WB 0.52 Horz(CT)0.09 11 n/a n/a BCDL 10.0 Code IRC2018/TPI2014 Matrix-S Weight: 482 lb FT = 20% LUMBER TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 *Except* 22-17:2x4 SPF Stud WEBS 2x4 SPF No.2 *Except* 13-9,18-15,18-14:2x4 SPF Stud SLIDER Left 2x8 SP 2400F 2.0E -- 3-9-15, Right 2x4 SPF Stud -- 3-2-6 BRACING TOP CHORD Structural wood sheathing directly applied or 2-10-6 oc purlins, except 2-0-0 oc purlins (5-0-10 max.): 5-7. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 15-16,14-15. 10-0-0 oc bracing: 16-18 WEBS 1 Row at midpt 6-19, 6-18 REACTIONS (size)2=0-5-8, 11=0-3-8 Max Horiz 2=-179 (LC 10) Max Grav 2=1462 (LC 1), 11=1467 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/5, 2-3=-1874/55, 3-23=-1756/59, 4-23=-1700/82, 4-24=-1555/100, 5-24=-1534/141, 5-6=-1148/151, 6-7=-1223/148, 7-8=-2017/221, 8-25=-1939/109, 9-25=-2003/93,9-26=-2324/59, 10-26=-2389/43,10-11=-2474/42, 11-12=0/4 BOT CHORD 2-21=-16/1313, 20-21=-16/1313, 19-20=-16/1313, 18-19=0/1269, 16-17=0/0, 15-16=-111/0, 14-15=-3/6, 8-14=-277/155, 13-14=0/2077, 11-13=0/2081, 16-18=0/115, 7-18=-31/222 WEBS 4-21=0/177, 4-19=-284/150, 5-19=-4/586, 9-14=-691/68, 9-13=0/214, 6-19=-362/121, 6-18=-217/135, 15-18=0/139, 14-18=0/1211, 7-14=-148/962 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=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) exterior zone and C-C Exterior(2E) -0-11-0 to 4-3-6, Interior (1) 4-3-6 to 11-4-14, Exterior(2R) 11-4-14 to 16-6-2, Interior (1) 16-6-2 to 21-7-6, Exterior(2R) 21-7-6 to 26-9-12, Interior(1) 26-9-12 to 35-10-0 zone; cantilever left and rightexposed ; end vertical left and right exposed;C-C formembers 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 Indiana Model Q2 Custom Home-Roof Trusses I44679591T12Piggyback Base Structural Gable 5 121010072-A Job Reference (optional) Carter Components (Franklin), Franklin, IN - 46131,Run: 8.43 S Nov 30 2020 Print: 8.430 S Nov 30 2020 MiTek Industries, Inc. Thu Feb 04 14:30:15 Page: 1 ID:4L9_6vhjR8ZW?1Z8RfKnhmzqXdn-Mock Me February 5,2021 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 Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 1212 =6x12 =4x8 =2x4 =8x10 =4x8 =8x10 =2x4 =4x8 =6x10 HUS26 HUS26 HUS26 HUS26 HUS26 HUS26 HUS26 HUS26 HUS26 1 9 2 14 15 16 1117 18 19 1020 21 22 8 3 7 12 13 4 6 5 0-11-0 16-10-8 0-11-0 -0-11-0 3-10-2 11-9-14 3-10-2 7-11-12 4-1-10 4-1-10 4-1-10 15-11-8 5-1-8 10-6-8 5-5-0 15-11-8 5-5-0 5-5-09-3-111-1-159-1-11Scale = 1:62.6 Plate Offsets (X, Y):[10:0-4-0,0-4-12], [11:0-3-8,0-4-12] 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 0.94 Vert(LL)-0.08 10-11 >999 240 MT20 197/144 TCDL 10.0 Lumber DOL 1.15 BC 0.56 Vert(CT)-0.16 10-11 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.52 Horz(CT)0.02 8 n/a n/a BCDL 10.0 Code IRC2018/TPI2014 Matrix-S Weight: 224 lb FT = 20% LUMBER TOP CHORD 2x4 SPF No.2 *Except* 5-9:2x4 SPF 1650F 1.5E BOT CHORD 2x6 SP 2400F 2.0E WEBS 2x4 SPF No.2 *Except* 10-6,11-4:2x4 SPFStud SLIDER Left 2x8 SP 2400F 2.0E -- 3-0-9, Right 2x6 SPF No.2 -- 3-0-9 BRACING TOP CHORD Structural wood sheathing directly applied or 2-10-13 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (size)2=0-3-8, 8=0-3-8 Max Horiz 2=163 (LC 11) Max Uplift 2=-107 (LC 12), 8=-100 (LC 13) Max Grav 2=7037 (LC 1), 8=6680 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/11, 2-3=-6297/142, 3-12=-6234/150, 4-12=-6197/166, 4-5=-6014/265, 5-6=-5962/264, 6-13=-6163/166, 7-13=-6200/149, 7-8=-6270/141, 8-9=0/11 BOT CHORD 2-14=-95/4191, 14-15=-95/4191, 15-16=-95/4191, 11-16=-95/4191, 11-17=-36/3052, 17-18=-36/3052, 18-19=-36/3052, 10-19=-36/3052, 10-20=-38/4141, 20-21=-38/4141, 21-22=-38/4141, 8-22=-38/4141 WEBS 5-10=-180/4135, 6-10=-116/405, 5-11=-183/4266, 4-11=-120/357 NOTES 1)2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-6-0 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=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) exterior zone and C-C Exterior(2E) -0-11-0 to 4-1-1, Interior (1) 4-1-1 to 7-11-12, Exterior(2R) 7-11-12 to 13-2-2, Interior (1) 13-2-2 to 16-10-8 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 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)One RT7A USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 2 and 8. This connection is for uplift only and does not consider lateral forces. 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 USP HUS26 (With 14-16d nails into Girder & 6-16d nails into Truss) or equivalent at 1-0-12 from the left end to connect truss(es) to back face of bottom chord. 9)Use USP HUS26 (With 14-16d nails into Girder & 6-16d nails into Truss) or equivalent spaced at 2-0-0 oc max. starting at 2-1-4 from the left end to 15-0-12 to connect truss(es) to back face of bottom chord. 10)Fill all nail holes where hanger is in contact with lumber. 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, 5-9=-60, 2-8=-20 Concentrated Loads (lb) Vert: 14=-1370 (B), 15=-1370 (B), 16=-1370 (B), 17=-1370 (B), 18=-1370 (B), 19=-1370 (B), 20=-1370 (B), 21=-1370 (B), 22=-1371 (B) Job Truss Truss Type Qty Ply Indiana Model Q2 Custom Home-Roof Trusses I44679592G02Common Girder 1 221010072-A Job Reference (optional) Carter Components (Franklin), Franklin, IN - 46131,Run: 8.43 S Nov 30 2020 Print: 8.430 S Nov 30 2020 MiTek Industries, Inc. Thu Feb 04 14:29:37 Page: 1 ID:y0FwfgqRqWA?aHiaDuH8uazqXKE-Mock Me February 5,2021 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 Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 1212 =5x10 =4x5 =4x5 =3x8 =3x8 =4x6 =4x5 =8x10 =3x8 =3x8 =4x5 =4x5 =5x10 HUS26 HUS26 HUS26 HUS26 HUS26 HUS26 HUS26 HUS26HUS26 1 92 14 15 1316 1712 1118 19 10 20 21 8 73 64 5 0-11-0 18-0-0 0-11-0 -0-11-0 4-1-8 8-6-8 4-1-8 12-8-0 4-5-0 17-1-0 4-5-0 4-5-0 4-1-8 8-6-8 4-1-8 12-8-0 4-5-0 4-5-0 4-5-0 17-1-09-10-71-1-159-8-7Scale = 1:65.4 Plate Offsets (X, Y):[11:0-5-0,0-4-8] 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 0.57 Vert(LL)-0.05 10-11 >999 240 MT20 197/144 TCDL 10.0 Lumber DOL 1.15 BC 0.27 Vert(CT)-0.10 10-11 >999 180 BCLL 0.0 Rep Stress Incr Yes WB 0.49 Horz(CT)0.02 8 n/a n/a BCDL 10.0 Code IRC2018/TPI2014 Matrix-S Weight: 354 lb FT = 20% LUMBER TOP CHORD 2x4 SPF No.2 BOT CHORD 2x6 SP 2400F 2.0E WEBS 2x4 SPF No.2 *Except* 6-10,4-13:2x4 SPF Stud SLIDER Left 2x6 SPF No.2 -- 3-2-11, Right 2x6 SPF No.2 -- 3-2-11 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 (size)2=0-3-8, 8=0-3-8 Max Horiz 2=-174 (LC 10) Max Uplift 2=-133 (LC 12), 8=-194 (LC 13) Max Grav 2=6770 (LC 1), 8=7075 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/11, 2-3=-6513/176, 3-4=-6439/202, 4-5=-4536/240, 5-6=-4537/240, 6-7=-6478/235, 7-8=-6551/207, 8-9=0/11 BOT CHORD 2-14=-129/4324, 14-15=-129/4324, 13-15=-129/4324, 13-16=-129/4324, 16-17=-129/4324, 12-17=-129/4324, 11-12=-129/4324, 11-18=-89/4356, 18-19=-89/4356, 10-19=-89/4356, 10-20=-89/4356, 20-21=-89/4356, 8-21=-89/4356 WEBS 5-11=-266/5970, 6-11=-1852/198, 6-10=-73/2868, 4-11=-1801/161, 4-13=-21/2805 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 0-5-0 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=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) exterior zone and C-C Exterior(2E) -0-11-0 to 4-5-0, Interior (1) 4-5-0 to 8-6-8, Exterior(2R) 8-6-8 to 13-8-14, Interior (1) 13-8-14 to 18-0-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)One RT7A USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 2 and 8. This connection is for uplift only and does not consider lateral forces. 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 USP HUS26 (With 14-16d nails into Girder & 6-16d nails into Truss) or equivalent spaced at 2-0-0 oc max. starting at 0-10-12 from the left end to 2-10-12 to connect truss(es) to back face of bottom chord. 9)Use USP HUS26 (With 14-16d nails into Girder & 6-16d nails into Truss) or equivalent spaced at 2-0-0 oc max. starting at 4-10-4 from the left end to 16-4-4 to connect truss(es) to back face of bottom chord. 10)Fill all nail holes where hanger is in contact with lumber. 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, 5-9=-60, 2-8=-20 Concentrated Loads (lb) Vert: 10=-1365 (B), 14=-1390 (B), 15=-1389 (B), 16=-1388 (B), 17=-1370 (B), 18=-1370 (B), 19=-1365 (B), 20=-1365 (B), 21=-1367 (B) Job Truss Truss Type Qty Ply Indiana Model Q2 Custom Home-Roof Trusses I44679593G03Common Girder 1 321010072-A Job Reference (optional) Carter Components (Franklin), Franklin, IN - 46131,Run: 8.43 S Nov 30 2020 Print: 8.430 S Nov 30 2020 MiTek Industries, Inc. Thu Feb 04 14:29:39 Page: 1 ID:QCpIt0q3bpIsCRHmncoNRnzqXKD-Mock Me February 5,2021 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 Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 1212 =3x5 =4x5 =5x6 =3x5 17130 29 28 27 26 25 24 23 22 21 20 19 18 162315 4 14 5 13 6 12 7 11 8 10 9 0-11-0 18-0-0 0-11-0 -0-11-0 8-6-8 8-6-8 8-6-8 17-1-0 17-1-09-10-71-1-159-8-7Scale = 1:59.2 Plate Offsets (X, Y):[24:0-3-0,0-3-0] 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 0.12 Vert(LL)0.00 29-30 >999 240 MT20 197/144 TCDL 10.0 Lumber DOL 1.15 BC 0.07 Vert(CT)0.00 29-30 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.14 Horz(CT)0.00 18 n/a n/a BCDL 10.0 Code IRC2018/TPI2014 Matrix-R Weight: 244 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*28-5,29-4,30-3,20-13,19-14,18-15:2x4 SPFStud 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 ocbracing. WEBS 1 Row at midpt 9-24 REACTIONS (size)18=17-1-0, 19=17-1-0, 20=17-1-0, 21=17-1-0, 22=17-1-0, 23=17-1-0,24=17-1-0, 25=17-1-0, 26=17-1-0,27=17-1-0, 28=17-1-0, 29=17-1-0,30=17-1-0 Max Horiz 30=-199 (LC 10) Max Uplift 18=-100 (LC 9), 19=-144 (LC 13), 20=-18 (LC 13), 21=-49 (LC 13), 22=-55 (LC 13), 23=-15 (LC 13), 25=-16 (LC 12), 26=-55 (LC 12),27=-49 (LC 12), 28=-17 (LC 12),29=-151 (LC 12), 30=-122 (LC 8) Max Grav 18=204 (LC 19), 19=181 (LC 20), 20=110 (LC 26), 21=118 (LC 20), 22=113 (LC 20), 23=118 (LC 20), 24=257 (LC 13), 25=120 (LC 19), 26=113 (LC 19), 27=119 (LC 19), 28=110 (LC 25), 29=195 (LC 10), 30=222 (LC 20) FORCES (lb) - Maximum Compression/MaximumTension TOP CHORD 1-2=0/45, 2-3=-29/58, 3-4=-155/155, 4-5=-85/96, 5-6=-82/131, 6-7=-91/192, 7-8=-127/265, 8-9=-142/295, 9-10=-142/295, 10-11=-127/265, 11-12=-91/193, 12-13=-65/130, 13-14=-70/89, 14-15=-135/133, 15-16=-30/58, 16-17=0/45, 2-30=-141/175, 16-18=-134/174 BOT CHORD 29-30=-100/107, 28-29=-100/107, 27-28=-100/107, 26-27=-100/107, 25-26=-100/107, 24-25=-100/107, 23-24=-100/107, 22-23=-100/107, 21-22=-100/107, 20-21=-100/107, 19-20=-100/107, 18-19=-100/107 WEBS 9-24=-352/144, 8-25=-93/32, 7-26=-87/88, 6-27=-89/79, 5-28=-83/76, 4-29=-134/132, 3-30=-228/187, 10-23=-91/31, 11-22=-87/88, 12-21=-89/79, 13-20=-83/76, 14-19=-126/132, 15-18=-202/159 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=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) exterior zone and C-C Corner(3E) -0-11-0 to 4-6-8, Exterior(2N) 4-6-8 to 8-6-8, Corner(3R) 8-6-8 to 13-10-8, Exterior(2N) 13-10-8 to 18-0-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 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 122 lb uplift at joint 30, 100 lb uplift at joint 18, 16 lb uplift at joint 25, 55 lb uplift at joint 26, 49 lb uplift at joint 27, 17 lb uplift at joint 28, 151 lb uplift at joint 29, 15 lb uplift at joint 23, 55 lb uplift at joint 22, 49 lb uplift at joint 21, 18 lb uplift atjoint 20 and 144 lb uplift at joint 19. 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 Indiana Model Q2 Custom Home-Roof Trusses I44679594T01SGECommon Supported Gable 1 121010072-A Job Reference (optional) Carter Components (Franklin), Franklin, IN - 46131,Run: 8.43 S Nov 30 2020 Print: 8.430 S Nov 30 2020 MiTek Industries, Inc. Thu Feb 04 14:30:00 Page: 1 ID:jJIGoIu4JghSTjSN79RHR3zqXzT-Mock Me February 5,2021 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 Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 1212 =5x10 =5x6 =5x6 =2x4 =4x5 =5x8 =2x4 =5x6 =5x6 =5x10 91 2 10 8 73 11 12 64 5 0-11-0 18-0-0 0-11-0 -0-11-0 4-1-8 8-6-8 4-1-8 12-8-0 4-5-0 4-5-0 4-5-0 17-1-0 8-6-8 8-6-8 8-6-8 17-1-09-10-71-1-159-8-7Scale = 1:59.9 Plate Offsets (X, Y):[10:0-4-0,0-3-4] 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 0.18 Vert(LL)-0.10 8-10 >999 240 MT20 197/144 TCDL 10.0 Lumber DOL 1.15 BC 0.57 Vert(CT)-0.21 8-10 >993 180 BCLL 0.0 Rep Stress Incr YES WB 0.13 Horz(CT)0.01 8 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 WEBS 2x4 SPF No.2 SLIDER Left 2x8 SP 2400F 2.0E -- 3-4-7, Right 2x8SP 2400F 2.0E -- 3-4-7 BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (size)2=0-3-8, 8=0-3-8 Max Horiz 2=174 (LC 11) Max Grav 2=738 (LC 1), 8=738 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/6, 2-3=-723/47, 3-11=-640/51, 4-11=-565/70, 4-5=-558/118, 5-6=-558/118, 6-12=-564/70, 7-12=-640/51, 7-8=-723/47, 8-9=0/6 BOT CHORD 2-10=-42/470, 8-10=0/422 WEBS 5-10=-85/447, 6-10=-178/163, 4-10=-178/163 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=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) exterior zone and C-C Exterior(2E) -0-11-0 to 4-3-14, Interior (1) 4-3-14 to 8-6-8, Exterior(2R) 8-6-8 to 13-8-14, Interior (1) 13-8-14 to 18-0-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 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 Indiana Model Q2 Custom Home-Roof Trusses I44679595T13Common3121010072-A Job Reference (optional) Carter Components (Franklin), Franklin, IN - 46131,Run: 8.43 S Nov 30 2020 Print: 8.430 S Nov 30 2020 MiTek Industries, Inc. Thu Feb 04 14:30:16 Page: 1 ID:7suePdlgEgQssMFQteAkfJzqXKK-Mock Me February 5,2021 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 Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 9.512 =3x10 =5x6 =5x6 =2x4 =3x5 =3x5 =4x5 =3x8 =3x5 =2x4 =2x4 =5x8 =2x4 =4x5 =3x5 =4x5 =3x5 =4x5 =4x5 =3x10 1215 14 13 11 1 2 19 18 17 16 10 253 24219 4 8 5 722236 0-11-0 -0-11-0 0-11-0 35-10-0 5-1-4 16-6-2 5-1-4 21-7-6 5-6-11 11-4-14 5-10-3 5-10-3 6-6-1 28-1-7 6-9-9 34-11-0 0-1-12 21-5-10 1-7-10 11-6-10 1-1-5 21-3-14 4-0-13 9-11-0 5-10-3 5-10-3 6-7-13 28-1-7 6-9-9 34-11-0 8-7-14 20-2-811-7-90-11-101-6-010-0-01-6-0Scale = 1:81.9 Plate Offsets (X, Y):[2:0-7-3,Edge], [5:0-3-4,0-2-0], [7:0-3-4,0-2-0], [11:0-7-3,Edge], [16:0-2-8,0-2-8] 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 0.77 Vert(LL)-0.35 16-17 >999 240 MT20 197/144 TCDL 10.0 Lumber DOL 1.15 BC 0.93 Vert(CT)-0.73 16-17 >575 180 BCLL 0.0 Rep Stress Incr YES WB 0.33 Horz(CT)0.08 11 n/a n/a BCDL 10.0 Code IRC2018/TPI2014 Matrix-S Weight: 197 lb FT = 20% LUMBER TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 *Except* 20-15:2x4 SPF Stud WEBS 2x4 SPF No.2 SLIDER Left 2x8 SP 2400F 2.0E -- 3-9-15, Right 2x6SPF No.2 -- 4-5-3 BRACING TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except 2-0-0 oc purlins (5-1-10 max.): 5-7. BOT CHORD Rigid ceiling directly applied or 10-0-0 ocbracing, Except:2-2-0 oc bracing: 16-17. WEBS 1 Row at midpt 6-17, 6-16 REACTIONS (size)2=0-5-8, 11=0-3-8 Max Horiz 2=-203 (LC 8) Max Uplift 2=-11 (LC 12), 11=-22 (LC 13) Max Grav 2=1461 (LC 1), 11=1465 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/5, 2-3=-1870/0, 3-21=-1753/3, 4-21=-1696/26, 4-5=-1557/75, 5-22=-1149/98, 6-22=-1149/98, 6-23=-1222/107, 7-23=-1222/107, 7-8=-1535/80, 8-9=-1659/36, 9-24=-1641/37, 24-25=-1647/19, 10-25=-1748/11,10-11=-1855/6, 11-12=0/5 BOT CHORD 2-19=-23/1310, 18-19=-23/1310, 17-18=-23/1310, 16-17=0/1263, 14-15=0/0, 13-14=0/24, 11-13=0/1319 WEBS 4-19=0/163, 4-17=-278/147, 5-17=0/583, 14-16=0/162, 7-16=0/610, 9-13=-141/84, 6-17=-345/127, 6-16=-220/141, 13-16=0/1331, 9-16=-225/165 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=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) exterior zone and C-C Exterior(2E) -0-11-0 to 4-3-6, Interior (1) 4-3-6 to 11-4-14, Exterior(2R) 11-4-14 to 18-9-2, Interior (1) 18-9-2 to 21-7-6, Exterior(2R) 21-7-6 to 28-11-10, Interior (1) 28-11-10 to 35-10-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)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)One RT7A USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 2 and 11. This connection is for uplift only and does not consider lateral forces. 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 Indiana Model Q2 Custom Home-Roof Trusses I44679596T14Piggyback Base 2 121010072-A Job Reference (optional) Carter Components (Franklin), Franklin, IN - 46131,Run: 8.43 S Nov 30 2020 Print: 8.430 S Nov 30 2020 MiTek Industries, Inc. Thu Feb 04 14:30:17 Page: 1 ID:hYsqQGX75LAAh81JiW2ujKzqXa6-Mock Me February 5,2021 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 Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 9.512 =3x10 =5x6 =5x6 =2x4 =3x5 =3x5 =4x5 =3x8 =3x5 =2x4 =2x4 =5x8 =2x4 =4x5 =3x5 =4x5 =3x5 =3x5 =3x5 =3x10 14 13 12 11 1 2 18 17 16 15 10 3 2423209 4 8 5 721226 0-11-0 -0-11-0 5-1-4 16-6-2 5-1-4 21-7-6 5-6-11 11-4-14 5-10-3 5-10-3 6-6-1 28-1-7 6-9-9 34-11-0 0-1-12 21-5-10 1-7-10 11-6-10 1-1-5 21-3-14 4-0-13 9-11-0 5-10-3 5-10-3 6-7-13 28-1-7 6-9-9 34-11-0 8-7-14 20-2-811-6-00-11-101-8-151-6-010-0-01-6-0Scale = 1:81.9 Plate Offsets (X, Y):[2:0-7-3,Edge], [5:0-3-4,0-2-0], [7:0-3-4,0-2-0], [11:0-7-3,Edge], [15:0-2-8,0-2-8] 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 0.77 Vert(LL)-0.35 15-16 >999 240 MT20 197/144 TCDL 10.0 Lumber DOL 1.15 BC 0.93 Vert(CT)-0.73 15-16 >574 180 BCLL 0.0 Rep Stress Incr YES WB 0.33 Horz(CT)0.08 11 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 *Except* 19-14:2x4 SPF Stud WEBS 2x4 SPF No.2 SLIDER Left 2x8 SP 2400F 2.0E -- 3-9-15, Right 2x6SPF No.2 -- 4-5-3 BRACING TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except 2-0-0 oc purlins (5-1-10 max.): 5-7. BOT CHORD Rigid ceiling directly applied or 10-0-0 ocbracing, Except:2-2-0 oc bracing: 15-16. WEBS 1 Row at midpt 6-16, 6-15 REACTIONS (size)2=0-5-8, 11= Mechanical Max Horiz 2=-202 (LC 8) Max Uplift 2=-11 (LC 12), 11=-10 (LC 13) Max Grav 2=1461 (LC 1), 11=1409 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/5, 2-3=-1871/0, 3-20=-1754/3, 4-20=-1697/26, 4-5=-1558/75, 5-21=-1150/98, 6-21=-1150/98, 6-22=-1223/108, 7-22=-1224/108, 7-8=-1537/80, 8-9=-1661/36, 9-23=-1645/38, 23-24=-1650/31, 10-24=-1751/11,10-11=-1860/6 BOT CHORD 2-18=-24/1311, 17-18=-24/1311, 16-17=-24/1311, 15-16=0/1264, 13-14=0/0, 12-13=0/24, 11-12=0/1323 WEBS 4-18=0/163, 4-16=-278/147, 5-16=0/584, 13-15=0/162, 7-15=0/612, 9-12=-140/85, 6-16=-346/127, 6-15=-220/141, 12-15=0/1336, 9-15=-228/165 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=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) exterior zone and C-C Exterior(2E) -0-11-0 to 4-3-6, Interior (1) 4-3-6 to 11-4-14, Exterior(2R) 11-4-14 to 18-9-2, Interior (1) 18-9-2 to 21-7-6, Exterior(2R) 21-7-6 to 28-11-10, Interior (1) 28-11-10 to 34-11-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 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 10 lb uplift at joint 11. 7)One RT7A USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 2. This connection is for uplift only and does not consider lateral forces. 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 Indiana Model Q2 Custom Home-Roof Trusses I44679597T15Piggyback Base 2 121010072-A Job Reference (optional) Carter Components (Franklin), Franklin, IN - 46131,Run: 8.43 S Nov 30 2020 Print: 8.430 S Nov 30 2020 MiTek Industries, Inc. Thu Feb 04 14:30:18 Page: 1 ID:hYsqQGX75LAAh81JiW2ujKzqXa6-Mock Me February 5,2021 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 Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 9.512Sheet Front1 Ply 7/16" 4x8 OSB =5x10 =5x6 =3x5 =5x6 =4x5 =3x8 =3x5 =5x8 =4x5 =3x5 =4x5 =3x5 =4x5 =6x10 14 13 12 11101 18 17 16 15 2 3 8584819 4 8 5 82 6 83 7 0-11-0 -0-11-0 5-1-4 16-6-2 5-1-4 21-7-6 5-6-11 11-4-14 5-10-3 5-10-3 6-9-9 34-11-0 6-6-1 28-1-7 0-1-12 21-5-10 1-7-10 11-6-10 1-0-6 21-3-14 4-0-13 9-11-0 5-10-3 5-10-3 6-7-13 28-1-7 6-9-9 34-11-0 8-8-14 20-3-811-6-00-11-101-8-151-6-010-0-01-6-0Scale = 1:72.9 Plate Offsets (X, Y):[2:Edge,0-0-0], [5:0-3-4,0-2-0], [6:0-2-0,Edge], [7:0-3-4,0-2-0], [15:0-2-8,0-2-8], [15:0-2-0,0-0-12], [17:0-3-0,0-3-0], [27:0-2-0,0-0-12] 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 0.95 Vert(LL)-0.35 15-16 >999 240 MT20 197/144 TCDL 10.0 Lumber DOL 1.15 BC 0.93 Vert(CT)-0.74 15-16 >565 180 BCLL 0.0 Rep Stress Incr YES WB 0.32 Horz(CT)0.12 11 n/a n/a BCDL 10.0 Code IRC2018/TPI2014 Matrix-MS Weight: 677 lb FT = 20% LUMBER TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 *Except* 19-14:2x4 SPF Stud WEBS 2x4 SPF No.2 OTHERS 2x4 SPF Stud *Except*20-6,22-23,26-24,27-28,32-30,35-33,42-43,52-50,53-54,56-57,59-60,61-62:2x4 SPF No.2 SLIDER Left 2x8 SP 2400F 2.0E -- 2-0-0, Right 2x6 SPF No.2 -- 1-6-0 BRACING TOP CHORD Structural wood sheathing directly applied,except2-0-0 oc purlins (5-1-11 max.): 5-7. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 2-2-0 oc bracing: 15-16. WEBS 1 Row at midpt 6-16, 6-15 REACTIONS (size)2=0-5-8, 11= Mechanical Max Horiz 2=191 (LC 11) Max Uplift 2=-12 (LC 12), 11=-10 (LC 13) Max Grav 2=1461 (LC 1), 11=1408 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/34, 2-3=-769/0, 3-81=-1767/16, 4-81=-1614/39, 4-5=-1560/75, 5-82=-1148/98, 6-82=-1148/98, 6-83=-1219/110, 7-83=-1219/110, 7-8=-1535/83, 8-9=-1660/39, 9-84=-1603/48, 84-85=-1611/41, 10-85=-1802/20, 10-11=-325/0 BOT CHORD 2-18=-131/1299, 17-18=-37/1299, 16-17=-37/1299, 15-16=0/1264, 13-14=0/0, 12-13=0/24, 11-12=0/1312 WEBS 4-18=0/97, 4-16=-269/151, 5-16=0/594, 13-15=0/169, 7-15=0/620, 9-12=-198/71, 6-16=-348/128, 6-15=-227/140, 12-15=0/1324, 9-15=-222/165 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=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) exterior zone and C-C Exterior(2E) -0-11-0 to 4-3-6, Interior (1) 4-3-6 to 11-4-14, Exterior(2R) 11-4-14 to 18-9-2, Interior (1) 18-9-2 to 21-7-6, Exterior(2R) 21-7-6 to 28-11-10,Interior (1) 28-11-10 to 34-11-0 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)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 studs spaced at 1-4-0 oc. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)Refer to girder(s) for truss to truss connections. 9)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 10 lb uplift at joint 11. 10)One RT7A USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 2. This connection is for uplift only and does not consider lateral forces. 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 Indiana Model Q2 Custom Home-Roof Trusses I44679598T16Piggyback Base 1 121010072-A Job Reference (optional) Carter Components (Franklin), Franklin, IN - 46131,Run: 8.43 S Nov 30 2020 Print: 8.430 S Nov 30 2020 MiTek Industries, Inc. Thu Feb 04 14:30:19 Page: 1 ID:hYsqQGX75LAAh81JiW2ujKzqXa6-Mock Me February 5,2021 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 Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 9.512 612 =8x10 =4x8 =2x4 =3x5 =3x5 =3x5 =3x5 =6x8 =4x6 =6x8 =5x8 =2x4 =2x4 =8x12 =3x6 =3x5 =3x8 =3x8 =4x8 =5x6 =3x6 =3x8 =2x4 1 2 20 2125 3 4 24 22 26 23 27 5 6 7 19 18 17 16 15 14 13892810112912 0-11-0 -0-11-0 1-9-0 34-11-0 3-0-3 13-5-15 3-5-5 6-10-11 4-5-0 28-9-0 4-5-0 33-2-0 4-6-12 24-4-0 3-7-1 10-5-12 3-5-5 3-5-5 6-3-5 19-9-4 0-5-8 0-5-8 1-7-4 34-11-0 3-0-3 13-4-3 2-11-13 3-5-5 3-5-5 10-4-0 3-5-5 6-10-11 4-5-0 28-9-0 4-6-12 33-3-12 6-6-13 19-11-0 0-3-8 20-2-8 4-1-8 24-4-011-9-60-9-130-11-109-1-1211-6-04-11-44-11-44-2-89-1-12Scale = 1:78.2 Plate Offsets (X, Y): [2:0-8-6,Edge], [7:0-1-0,0-1-8], [8:0-6-0,0-1-12], [12:0-3-8,0-1-8], [13:0-4-0,0-1-12], [17:0-3-8,0-2-0], [18:0-3-8,0-1-8], [19:0-4-8,Edge], [21:0-1-12,0-1-0], [23:0-4-0,0-3-12] 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 0.88 Vert(LL)-0.54 20 >769 240 MT20 197/144 TCDL 10.0 Lumber DOL 1.15 BC 0.85 Vert(CT)-1.07 20 >387 180 BCLL 0.0 Rep Stress Incr YES WB 0.73 Horz(CT)0.72 15 n/a n/a BCDL 10.0 Code IRC2018/TPI2014 Matrix-S Weight: 185 lb FT = 20% LUMBER TOP CHORD 2x4 SPF No.2 *Except* 8-10,1-6:2x4 SP 2400F 2.0E BOT CHORD 2x4 SPF No.2 *Except* 19-15:2x4 SPF 1650F 1.5E WEBS 2x4 SPF Stud *Except* 22-8,7-23,7-22,17-13,22-19:2x4 SPF No.2, 19-8:2x4 SPF 1650F 1.5E SLIDER Left 2x6 SPF No.2 -- 2-3-13 BRACING TOP CHORD Structural wood sheathing directly applied or2-2-0 oc purlins, except end verticals, and2-0-0 oc purlins (2-2-0 max.): 8-13. BOT CHORD Rigid ceiling directly applied or 8-0-8 oc bracing. Except: 10-0-0 oc bracing: 19-21 WEBS 1 Row at midpt 7-22 REACTIONS (size)2=0-5-8, 15= Mechanical Max Horiz 2=296 (LC 12) Max Uplift 2=-26 (LC 12), 15=-32 (LC 9) Max Grav 2=1453 (LC 1), 15=1390 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/6, 2-3=-3234/331, 3-4=-3155/343, 4-26=-3612/375, 26-27=-3581/379, 5-27=-3496/394, 5-6=-3367/340, 6-7=-3279/364, 7-8=-1959/212, 8-9=-5754/454, 9-28=-5772/440, 10-28=-5772/440, 10-11=-5772/440, 11-29=-4939/262, 12-29=-4939/262, 12-13=-3397/178, 13-14=-1363/43, 14-15=-1391/29 BOT CHORD 2-25=-534/2444, 24-25=-541/2492, 23-24=-520/3129, 22-23=-405/2866, 21-22=-36/79, 20-21=0/8, 19-21=0/124, 9-19=-325/108, 18-19=-273/4939, 17-18=-189/3396, 16-17=-49/1081, 15-16=-9/37 WEBS 8-22=-525/100, 13-16=-439/68, 7-23=-396/2667, 7-22=-2236/404, 14-16=-46/1140, 5-23=-318/117, 4-25=-38/56, 4-24=0/640, 5-24=-73/50, 11-18=-629/125, 11-19=-224/918, 12-18=-160/1706, 12-17=-990/120, 13-17=-154/2555, 19-22=-217/2017, 8-19=-277/4451 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=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) exterior zone and C-C Exterior(2E) -0-11-0 to 4-3-6, Interior (1) 4-3-6 to 13-5-15, Exterior(2R) 13-5-15 to 20-10-3, Interior (1) 20-10-3 to 33-2-0, Exterior(2E) 33-2-0 to 34-9-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)Refer to girder(s) for truss to truss connections. 6)Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 32 lb uplift at joint 15. 8)One RT7A USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 2. This connection is for uplift only and does not consider lateral forces. 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 Indiana Model Q2 Custom Home-Roof Trusses I44679599T17Piggyback Base 2 121010072-A Job Reference (optional) Carter Components (Franklin), Franklin, IN - 46131,Run: 8.43 S Nov 30 2020 Print: 8.430 S Nov 30 2020 MiTek Industries, Inc. Thu Feb 04 14:30:21 Page: 1 ID:aUasKMUavtzpL6dHKA7QNrzqYu5-Mock Me February 5,2021 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 Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 9.512 612 =8x10 =4x8 =2x4 =3x5 =3x5 =3x5 =3x5 =6x8 =4x6 =4x5 =5x10 =6x10 =8x10 =2x4 =3x5 =12x16 =3x8 =3x8 =5x8 =5x6 =3x6 =3x8 =2x4 1 2 19 20 24 3 4 23 21 25 22 26 5 6 7 18 17 16 15 14 1389271028112912 0-11-0 -0-11-0 2-9-0 22-9-12 1-9-0 34-11-0 3-0-3 13-5-15 3-5-5 6-10-11 3-7-1 10-5-12 3-5-5 3-5-5 5-1-4 33-2-0 5-3-0 28-0-12 6-6-13 20-0-12 0-5-8 0-5-8 1-7-4 34-11-0 2-9-0 22-11-8 2-11-13 3-5-5 3-3-11 13-7-11 3-5-5 10-4-0 3-5-5 6-10-11 5-1-4 28-0-12 5-3-0 33-3-12 6-6-13 20-2-811-9-60-9-130-11-109-1-1211-6-04-11-44-11-44-2-89-1-12Scale = 1:72.2 Plate Offsets (X, Y):[2:0-8-6,Edge], [7:0-1-0,0-1-8], [8:0-3-4,0-2-0], [9:0-1-8,0-1-8], [12:0-3-8,0-1-8], [13:0-4-0,0-1-12], [17:0-3-8,0-2-8], [18:0-7-12,Edge], [20:0-4-3,Edge], [22:0-4-0,0-3-12] 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 0.88 Vert(LL)-0.50 19 >825 240 MT20 197/144 TCDL 10.0 Lumber DOL 1.15 BC 0.99 Vert(CT)-1.01 19 >414 180 BCLL 0.0 Rep Stress Incr YES WB 0.90 Horz(CT)0.74 15 n/a n/a BCDL 10.0 Code IRC2018/TPI2014 Matrix-S Weight: 728 lb FT = 20% LUMBER TOP CHORD 2x4 SPF No.2 *Except* 8-11,11-13:2x4 SPF 1650F 1.5E, 1-6:2x4 SP 2400F 2.0E BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF Stud *Except*21-8,21-9,20-18,18-12,17-13,7-22,7-21:2x4 SPF No.2, 20-9:2x4 SP 2400F 2.0E, 18-9:2x4 SPF 1650F 1.5E SLIDER Left 2x6 SPF No.2 -- 2-3-13 BRACING TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except end verticals, and 2-0-0 oc purlins (2-7-0 max.): 8-13. BOT CHORD Rigid ceiling directly applied or 2-2-0 ocbracing. WEBS 1 Row at midpt 7-21 WEBS 2 Rows at 1/3 pts 9-20 REACTIONS (size)2=0-5-8, 15= Mechanical Max Horiz 2=296 (LC 12) Max Uplift 2=-28 (LC 12), 15=-35 (LC 9) Max Grav 2=1449 (LC 1), 15=1385 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/6, 2-3=-3225/336, 3-4=-3145/348, 4-25=-3600/381, 25-26=-3569/385, 5-26=-3485/401, 5-6=-3355/346, 6-7=-3264/370, 7-8=-1875/205, 8-9=-1465/188, 9-27=-5168/312,10-27=-5168/312, 10-28=-5255/313,11-28=-5255/313, 11-29=-5255/313,12-29=-5255/313, 12-13=-3705/205,13-14=-1367/44, 14-15=-1396/29 BOT CHORD 2-24=-538/2437, 23-24=-545/2484, 22-23=-526/3121, 21-22=-411/2859, 20-21=-104/1229, 19-20=-2/16, 18-19=0/39, 10-18=-132/45, 17-18=-216/3705, 16-17=-51/1088, 15-16=-9/29 WEBS 8-21=-43/835, 9-21=-123/628, 9-20=-3973/355, 18-20=-264/3655, 12-18=-214/1669, 12-17=-944/137, 13-17=-178/2823, 13-16=-432/73, 7-22=-398/2673, 7-21=-2221/402, 5-22=-320/118, 4-24=-37/57, 4-23=0/638, 5-23=-75/50, 14-16=-48/1157, 9-18=-309/5188 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=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) exterior zone and C-C Exterior(2E) -0-11-0 to 4-3-6, Interior (1) 4-3-6 to 13-5-15, Exterior(2R) 13-5-15 to 20-10-3, Interior (1) 20-10-3 to 33-2-0, Exterior(2E) 33-2-0 to 34-9-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)Refer to girder(s) for truss to truss connections. 6)Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 35 lb uplift at joint 15. 8)One RT7A USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 2. This connection is for uplift only and does not consider lateral forces. 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 Indiana Model Q2 Custom Home-Roof Trusses I44679600T18Piggyback Base 4 121010072-A Job Reference (optional) Carter Components (Franklin), Franklin, IN - 46131,Run: 8.43 S Nov 30 2020 Print: 8.430 S Nov 30 2020 MiTek Industries, Inc. Thu Feb 04 14:30:22 Page: 1 ID:GxKVevXj0oBH1bkfS1d_SUzqYos-Mock Me February 5,2021 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 Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 9.512 612 =4x8 =4x5 =3x5 =3x5 =3x5 =3x5 =5x6 =3x10 =4x5 =4x8 =3x8 =5x6 =3x5 =3x5 =8x10 =3x5 =3x5 =3x5 =5x6 =3x5 =3x5 1 2 21 22 26 3 4 25 23 37 24 38 5 6 7 20 19 18 17 16 15 14 1389391040114112 0-11-0 -0-11-0 2-9-0 22-9-12 1-9-0 34-11-0 3-0-3 13-5-15 3-5-5 6-10-11 3-7-1 10-5-12 3-5-5 3-5-5 5-1-4 33-2-0 5-3-0 28-0-12 6-6-13 20-0-12 0-5-8 0-5-8 1-7-4 34-11-0 2-9-0 22-11-8 2-11-13 3-5-5 3-3-11 13-7-11 3-5-5 10-4-0 3-5-5 6-10-11 5-1-4 28-0-12 5-3-0 33-3-12 6-6-13 20-2-811-9-60-9-130-11-109-1-1211-6-04-11-44-11-44-2-89-1-12Scale = 1:71.2 Plate Offsets (X, Y):[2:0-2-13,0-1-2], [8:0-3-4,0-2-0], [13:0-4-0,0-1-12], [20:0-4-12,0-2-12] 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 0.80 Vert(LL)0.09 24-25 >999 240 MT20 197/144 TCDL 10.0 Lumber DOL 1.15 BC 0.50 Vert(CT)-0.19 24-25 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.78 Horz(CT)0.08 20 n/a n/a BCDL 10.0 Code IRC2018/TPI2014 Matrix-S Weight: 255 lb FT = 20% LUMBER TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF Stud *Except* 23-8,23-9,22-9,22-20,20-12,18-13,7-23:2x4 SPF No.2 OTHERS 2x4 SPF Stud *Except* 29-30:2x4 SPF No.2 SLIDER Left 2x6 SPF No.2 -- 2-3-13 BRACING TOP CHORD Structural wood sheathing directly applied or 2-4-0 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 8-13. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 9-22 REACTIONS (size)2=0-5-8, 15=11-11-8, 16=11-11-8, 17=11-11-8, 18=11-11-8, 19=11-11-8, 20=11-11-8 Max Horiz 2=296 (LC 12) Max Uplift 15=-97 (LC 28), 16=-42 (LC 13), 18=-104 (LC 8), 20=-183 (LC 12) Max Grav 2=878 (LC 28), 15=30 (LC 9), 16=219 (LC 1), 17=149 (LC 3), 18=285 (LC 29), 19=107 (LC 3), 20=1456 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/6, 2-3=-1793/226, 3-4=-1720/240, 4-37=-1790/240, 37-38=-1771/245, 5-38=-1687/260, 5-6=-1427/195, 6-7=-1346/219, 7-8=-658/109, 8-9=-485/111, 9-39=-169/1004, 10-39=-169/1004, 10-40=-168/964, 11-40=-168/964, 11-41=-168/964, 12-41=-168/964, 12-13=-41/293, 13-14=-18/144, 14-15=-20/112 BOT CHORD 2-26=-454/1364, 25-26=-459/1394, 24-25=-401/1541, 23-24=-280/1180, 22-23=-26/106, 21-22=-2/0, 20-21=0/26, 10-20=-176/45, 19-20=-292/72, 18-19=-292/72, 17-18=-64/29, 16-17=-64/29, 15-16=-8/8 WEBS 8-23=0/193, 9-23=-128/690, 9-22=-147/88, 20-22=-25/222, 12-20=-722/137, 12-18=-165/148, 13-18=-249/47, 13-16=-177/44, 7-24=-290/1293, 7-23=-1147/318, 5-24=-374/122, 4-26=-3/82, 4-25=0/191, 5-25=0/151, 14-16=-82/26, 9-20=-1314/249 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=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) exterior zone and C-C Exterior(2E) -0-11-0 to 4-3-6, Interior (1) 4-3-6 to 13-5-15, Exterior(2R) 13-5-15 to 20-10-3, Interior (1)20-10-3 to 33-2-0, Exterior(2E) 33-2-0 to 34-9-4 zone;cantilever left and right exposed ; end vertical left andright exposed;C-C for members and forces & MWFRSfor reactions shown; Lumber DOL=1.60 plate gripDOL=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 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)Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 183 lb uplift at joint 20, 97 lb uplift at joint 15, 104 lb uplift at joint 18 and 42 lb uplift at joint 16. 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 Indiana Model Q2 Custom Home-Roof Trusses I44679601T19Piggyback Base 1 121010072-A Job Reference (optional) Carter Components (Franklin), Franklin, IN - 46131,Run: 8.43 S Nov 30 2020 Print: 8.430 S Nov 30 2020 MiTek Industries, Inc. Thu Feb 04 14:30:23 Page: 1 ID:GxKVevXj0oBH1bkfS1d_SUzqYos-Mock Me February 5,2021 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 Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 9.512 =3x5 =2x4 =2x4 =5x6 =4x5 =2x4 =2x4 =3x5 1 72 10 9 8 6 11 12 3 5 4 0-7-9 -0-7-9 0-7-9 18-11-15 9-2-3 9-2-3 9-2-3 18-4-6 18-4-67-9-70-4-117-7-15Scale = 1:50.4 Plate Offsets (X, Y):[2:0-2-15,0-1-8], [6:0-2-15,0-1-8], [9:0-3-0,0-3-0] 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 0.29 Vert(LL)n/a -n/a 999 MT20 197/144 TCDL 10.0 Lumber DOL 1.15 BC 0.18 Vert(CT)n/a -n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.14 Horz(CT)0.00 6 n/a n/a BCDL 10.0 Code IRC2018/TPI2014 Matrix-S Weight: 66 lb FT = 20% LUMBER TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 OTHERS 2x4 SPF Stud *Except* 9-4:2x4 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 (size)2=18-4-6, 6=18-4-6, 8=18-4-6, 9=18-4-6, 10=18-4-6 Max Horiz 2=139 (LC 11) Max Uplift 8=-133 (LC 13), 10=-133 (LC 12) Max Grav 2=214 (LC 1), 6=214 (LC 1), 8=468 (LC 20), 9=207 (LC 22), 10=468 (LC 19) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/13, 2-11=-164/77, 3-11=-83/128, 3-4=-136/121, 4-5=-129/106, 5-12=-45/95, 6-12=-131/34, 6-7=0/13 BOT CHORD 2-10=-46/110, 9-10=-46/110, 8-9=-46/110, 6-8=-46/110 WEBS 4-9=-150/9, 3-10=-341/185, 5-8=-341/184 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=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) exterior zone and C-C Exterior(2E) 0-3-0 to 5-5-6, Interior (1) 5-5-6 to 9-10-1, Exterior(2R) 9-10-1 to 15-0-7, Interior (1) 15-0-7 to 19-5-2 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)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)NA 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 Indiana Model Q2 Custom Home-Roof Trusses I44679602PB05Piggyback6121010072-A Job Reference (optional) Carter Components (Franklin), Franklin, IN - 46131,Run: 8.43 S Nov 30 2020 Print: 8.430 S Nov 30 2020 MiTek Industries, Inc. Thu Feb 04 14:29:56 Page: 1 ID:6I1T70Ty8Zryjz24mTcBqdzqYu6-Mock Me February 5,2021 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 Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 9.512 =3x5 =5x6 =4x5 =3x5 1 152 26 25 24 23 22 21 20 19 18 17 16 14 3 13 4 12 2827511 6 10 7 9 8 0-7-9 -0-7-9 0-7-9 18-11-15 9-2-3 9-2-3 9-2-3 18-4-6 18-4-67-9-70-4-117-7-15Scale = 1:50.4 Plate Offsets (X, Y):[2:0-2-15,0-1-8], [14:0-2-15,0-1-8], [21:0-3-0,0-3-0] 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 0.06 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 0.13 Horz(CT)0.00 14 n/a n/a BCDL 10.0 Code IRC2018/TPI2014 Matrix-S Weight: 202 lb FT = 20% LUMBER TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 OTHERS 2x4 SPF Stud *Except* 21-8,22-7,23-6,20-9,19-10:2x4 SPF No.2 BRACING TOP CHORD Structural wood sheathing directly applied or6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (size)2=18-4-6, 14=18-4-6, 16=18-4-6, 17=18-4-6, 18=18-4-6, 19=18-4-6, 20=18-4-6, 21=18-4-6, 22=18-4-6, 23=18-4-6, 24=18-4-6, 25=18-4-6, 26=18-4-6 Max Horiz 2=139 (LC 11) Max Uplift 2=-19 (LC 8), 16=-58 (LC 13), 17=-21 (LC 13), 18=-30 (LC 13), 19=-36 (LC 13), 20=-17 (LC 13), 22=-21 (LC 12), 23=-35 (LC 12), 24=-31 (LC 12), 25=-21 (LC 12), 26=-59 (LC 12) Max Grav 2=137 (LC 20), 14=119 (LC 1), 16=207 (LC 20), 17=74 (LC 20), 18=117 (LC 20), 19=111 (LC 20), 20=110 (LC 20), 21=129 (LC 13),22=114 (LC 19), 23=109 (LC 19),24=117 (LC 19), 25=74 (LC 19),26=207 (LC 19) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/13, 2-3=-142/115, 3-4=-98/75, 4-27=-81/67, 5-27=-64/72, 5-6=-74/81, 6-7=-67/119, 7-8=-83/152, 8-9=-83/152, 9-10=-66/119, 10-11=-43/73, 11-28=-19/29, 12-28=-48/24, 12-13=-65/30, 13-14=-111/73, 14-15=0/13 BOT CHORD 2-26=-53/128, 25-26=-53/128, 24-25=-53/128, 23-24=-53/128, 22-23=-53/128, 21-22=-53/128, 20-21=-53/128, 19-20=-53/128, 18-19=-53/128, 17-18=-53/128, 16-17=-53/128, 14-16=-53/128 WEBS 8-21=-142/51, 7-22=-87/37, 6-23=-84/60, 5-24=-86/56, 4-25=-62/49, 3-26=-147/110, 9-20=-84/36, 10-19=-85/59, 11-18=-86/56, 12-17=-62/49, 13-16=-146/110 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=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) exterior zone and C-C Corner(3E) 0-3-0 to 5-5-6, Exterior(2N) 5-5-6 to 9-10-1, Corner(3R) 9-10-1 to 15-2-1, Exterior(2N) 15-2-1 to 19-5-2 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)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)NA 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 Indiana Model Q2 Custom Home-Roof Trusses I44679603PB06Piggyback1121010072-A Job Reference (optional) Carter Components (Franklin), Franklin, IN - 46131,Run: 8.43 S Nov 30 2020 Print: 8.430 S Nov 30 2020 MiTek Industries, Inc. Thu Feb 04 14:29:58 Page: 1 ID:7WAVU2Cpn82ClaV9rgQZP0zqXQC-Mock Me February 5,2021 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 Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 9.512 =4x5 =4x5 =3x8 =3x8 =4x5 =2x4 =3x10 17 16 15 14 13 12 11 10 1 2 9 2221188 3 7 4 619205 0-11-0 -0-11-0 5-1-4 16-6-2 5-1-4 21-7-6 5-8-7 11-4-14 6-6-1 28-1-7 5-8-7 5-8-7 6-9-9 34-11-0 5-8-7 5-8-7 5-10-3 11-6-10 6-7-13 28-1-7 6-9-9 34-11-0 9-11-0 21-5-1011-6-02-5-100-11-100-3-80-3-811-2-811-6-0Scale = 1:70.9 Plate Offsets (X, Y):[2:0-2-0,0-1-12], [4:0-3-4,0-2-0], [6:0-3-4,0-2-0], [10:0-7-3,Edge] 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 0.70 Vert(LL)-0.22 13-14 >999 240 MT20 197/144 TCDL 10.0 Lumber DOL 1.15 BC 0.70 Vert(CT)-0.47 13-14 >887 180 BCLL 0.0 Rep Stress Incr YES WB 0.25 Horz(CT)0.06 10 n/a n/a BCDL 10.0 Code IRC2018/TPI2014 Matrix-S Weight: 192 lb FT = 20% LUMBER TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 *Except* 17-2:2x4 SPF Stud SLIDER Right 2x6 SPF No.2 -- 4-5-3 BRACING TOP CHORD Structural wood sheathing directly applied or3-4-2 oc purlins, except end verticals, and2-0-0 oc purlins (5-6-14 max.): 4-6. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 8-13, 3-14, 5-14, 5-13 REACTIONS (size)10= Mechanical, 17=0-3-8 Max Horiz 17=-232 (LC 10) Max Uplift 10=-12 (LC 13), 17=-14 (LC 12) Max Grav 10=1390 (LC 1), 17=1456 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/40, 2-18=-1376/23, 3-18=-1189/46, 3-4=-1347/105, 4-19=-969/124, 5-19=-968/124, 5-20=-1044/133, 6-20=-1045/133, 6-7=-1327/111, 7-8=-1451/67, 8-21=-1609/45, 21-22=-1614/39, 9-22=-1715/19, 9-10=-1823/13, 2-17=-1399/45 BOT CHORD 16-17=-196/242, 15-16=-52/1004, 14-15=-52/1004, 13-14=0/1076, 12-13=0/1296, 11-12=0/1296, 10-11=0/1296 WEBS 4-14=-17/479, 6-13=-5/501, 8-13=-390/160, 8-11=0/245, 2-16=0/1032, 3-14=-146/143, 3-16=-292/40, 5-14=-355/127, 5-13=-202/153 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=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) exterior zone and C-C Exterior(2E) 0-11-12 to 6-2-2, Interior (1) 6-2-2 to 13-3-10, Exterior(2R) 13-3-10 to 20-7-14, Interior (1) 20-7-14 to 23-6-2, Exterior(2R) 23-6-2 to 30-10-6, Interior (1) 30-10-6 to 36-9-12 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)All plates are 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)Refer to girder(s) for truss to truss connections. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 12 lb uplift at joint 10. 8)One RT7A USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 17. This connection is for uplift only and does not consider lateral forces. 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 Indiana Model Q2 Custom Home-Roof Trusses I44679604T20Piggyback Base 9 121010072-A Job Reference (optional) Carter Components (Franklin), Franklin, IN - 46131,Run: 8.43 S Nov 30 2020 Print: 8.430 S Nov 30 2020 MiTek Industries, Inc. Thu Feb 04 14:30:26 Page: 1 ID:N3oB4ZwSfachyo5hMGVdrgzqXPG-Mock Me February 5,2021 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 Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 9.512 =3x8 =3x5 =3x5 =4x5 =3x8 =3x6 =3x5 =3x5 =3x5 =3x8 =4x5 =4x6 =3x5 =4x5 =3x10 30 29 28 27 26 25 24 23 22 2120 19 18 17 16 1514 13 12 11 1091 2 878683837 4 84 5 85 6 0-11-0 -0-11-0 5-1-4 16-6-2 5-1-4 21-7-6 5-8-7 11-4-14 6-6-1 28-1-7 5-8-7 5-8-7 6-9-9 34-11-0 0-0-14 11-6-10 0-7-10 22-1-4 5-8-7 5-8-7 5-9-5 11-5-12 6-0-3 28-1-7 6-9-9 34-11-0 9-11-0 21-5-102-5-100-11-1011-6-0Scale = 1:75.7 Plate Offsets (X, Y):[2:0-3-4,0-1-8], [4:0-3-4,0-2-0], [6:0-3-4,0-2-0], [7:0-2-4,0-2-4], [10:0-7-3,Edge], [22:0-2-2,0-1-8], [76:0-1-12,0-1-0] 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 0.45 Vert(LL)-0.16 21-24 >793 240 MT20 197/144 TCDL 10.0 Lumber DOL 1.15 BC 0.58 Vert(CT)-0.33 21-24 >388 180 BCLL 0.0 Rep Stress Incr YES WB 0.35 Horz(CT)0.01 10 n/a n/a BCDL 10.0 Code IRC2018/TPI2014 Matrix-MS Weight: 641 lb FT = 20% LUMBER TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 *Except* 30-2:2x4 SPF Stud OTHERS 2x4 SPF Stud *Except*31-5,33-34,37-35,40-38,41-42,44-43,46-45,16-50,14-51,57-55,58-59,61-62,64-65,66-67,68-69:2x4 SPF No.2 SLIDER Right 2x6 SPF No.2 -- 1-6-0 BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 4-6. BOT CHORD Rigid ceiling directly applied or 10-0-0 ocbracing. WEBS 1 Row at midpt 4-24, 6-21, 3-24, 5-24 REACTIONS (size)10=12-11-8, 11=12-11-8, 12=12-11-8, 13=12-11-8,14=12-11-8, 15=12-11-8,16=12-11-8, 17=12-11-8,18=12-11-8, 19=12-11-8, 20=0-3-8,24=11-7-8, 25=11-7-8, 26=11-7-8,27=11-7-8, 28=11-7-8, 29=11-7-8,30=11-7-8, 79=12-11-8 Max Horiz 30=-228 (LC 10) Max Uplift 10=-68 (LC 13), 11=-67 (LC 13), 12=-35 (LC 23), 19=-166 (LC 29), 20=-140 (LC 13), 25=-250 (LC 3), 27=-10 (LC 3), 28=-69 (LC 12),30=-41 (LC 13), 79=-68 (LC 13) Max Grav 10=326 (LC 29), 11=163 (LC 23), 12=55 (LC 13), 13=63 (LC 3), 14=39 (LC 3), 15=541 (LC 29), 16=52 (LC 3), 17=45 (LC 3), 18=87 (LC 3), 19=16 (LC 13), 20=197 (LC 29), 24=1045 (LC 1), 25=-71 (LC 13), 26=168 (LC 3), 27=-2 (LC 12), 28=328 (LC 22), 29=133 (LC 3), 30=294 (LC 1), 79=326 (LC 29) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/40, 2-83=-188/64, 3-83=-47/87, 3-4=-142/148, 4-84=-86/134, 5-84=-86/134, 5-85=-271/146, 6-85=-271/146, 6-7=-348/126, 7-8=-484/81, 8-86=-180/163,86-87=-186/157, 9-87=-362/137,9-10=-181/263, 2-30=-282/55 BOT CHORD 29-30=-202/223, 28-29=-202/223, 27-28=-104/146, 26-27=-104/146, 25-26=-104/146, 24-25=-104/146, 23-24=-32/238, 22-23=-32/238, 21-22=-32/238, 20-21=-32/209, 19-20=-32/209, 18-19=-32/209, 17-18=-32/209, 16-17=-32/209, 15-16=-32/209, 14-15=-32/209, 13-14=-32/209, 12-13=-32/209, 11-12=-32/209, 10-11=-32/209 WEBS 4-24=-285/50, 6-21=-100/94, 8-21=-39/255, 8-15=-532/0, 3-24=-124/117, 2-28=-92/115, 3-28=-265/72, 5-24=-502/48, 5-21=0/255 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=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) exterior zone and C-C Exterior(2E) 0-11-12 to 6-2-2, Interior (1) 6-2-2 to 13-3-10, Exterior(2R) 13-3-10 to 20-7-14, Interior (1) 20-7-14 to 23-6-2, Exterior(2R) 23-6-2 to 30-10-6, Interior (1) 30-10-6 to 36-9-12 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)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 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. Job Truss Truss Type Qty Ply Indiana Model Q2 Custom Home-Roof Trusses I44679605T21Piggyback Base Structural Gable 1 121010072-A Job Reference (optional) Carter Components (Franklin), Franklin, IN - 46131,Run: 8.43 S Nov 30 2020 Print: 8.430 S Nov 30 2020 MiTek Industries, Inc. Thu Feb 04 14:30:27 Page: 1 ID:5o_FtQgjHJI2mAFPRa5xpXzqXOJ-Mock Me Continued on page 2 February 5,2021 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 Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 8)Provide mechanical connection (by others) of truss tobearing plate capable of withstanding 41 lb uplift at joint 30, 69 lb uplift at joint 28, 68 lb uplift at joint 10, 166 lb uplift at joint 19, 35 lb uplift at joint 12, 67 lb uplift at joint 11, 250 lb uplift at joint 25, 10 lb uplift at joint 27, 140 lb uplift at joint 20 and 68 lb uplift at joint 10. 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 Indiana Model Q2 Custom Home-Roof Trusses I44679605T21Piggyback Base Structural Gable 1 121010072-A Job Reference (optional) Carter Components (Franklin), Franklin, IN - 46131,Run: 8.43 S Nov 30 2020 Print: 8.430 S Nov 30 2020 MiTek Industries, Inc. Thu Feb 04 14:30:27 Page: 2 ID:5o_FtQgjHJI2mAFPRa5xpXzqXOJ-Mock Me 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 Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 9.512 =2x4 =4x5 =2x4 =2x4 1 52 6 4 3 0-7-9 -0-7-9 0-7-9 9-6-5 4-5-6 4-5-6 4-5-6 8-10-12 8-10-124-0-80-4-113-11-0Scale = 1:34.1 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 0.32 Vert(LL)n/a -n/a 999 MT20 197/144 TCDL 10.0 Lumber DOL 1.15 BC 0.17 Vert(CT)n/a -n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.06 Horz(CT)0.00 4 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. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (size)2=8-10-12, 4=8-10-12, 6=8-10-12 Max Horiz 2=-71 (LC 10) Max Uplift 2=-24 (LC 12), 4=-33 (LC 13) Max Grav 2=229 (LC 1), 4=229 (LC 1), 6=302 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/13, 2-3=-130/59, 3-4=-127/64, 4-5=0/13 BOT CHORD 2-6=-12/61, 4-6=-12/61 WEBS 3-6=-191/52 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=25ft; 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)NA 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 Indiana Model Q2 Custom Home-Roof Trusses I44679606PB08Piggyback20121010072-A Job Reference (optional) Carter Components (Franklin), Franklin, IN - 46131,Run: 8.43 S Nov 30 2020 Print: 8.430 S Nov 30 2020 MiTek Industries, Inc. Thu Feb 04 14:29:58 Page: 1 ID:c8ccuZg5gqRfNt_ytypY9YzqXdo-Mock Me February 5,2021 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 Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 9.512 =4x5 1 9 2 14 13 12 11 10 8 3 7 64 5 0-7-9 -0-7-9 0-7-9 9-6-5 4-5-6 4-5-6 4-5-6 8-10-12 8-10-124-0-80-4-113-11-0Scale = 1:31.4 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 0.03 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 0.03 Horz(CT)0.00 8 n/a n/a BCDL 10.0 Code IRC2018/TPI2014 Matrix-P Weight: 64 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 (size)2=8-10-12, 8=8-10-12, 10=8-10-12, 11=8-10-12, 12=8-10-12, 13=8-10-12, 14=8-10-12 Max Horiz 2=71 (LC 11) Max Uplift 2=-1 (LC 8), 10=-43 (LC 13), 11=-30 (LC 13), 13=-31 (LC 12), 14=-43 (LC 12) Max Grav 2=96 (LC 1), 8=96 (LC 1), 10=148 (LC 20), 11=107 (LC 20), 12=91 (LC 22), 13=108 (LC 19), 14=148 (LC 19) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/13, 2-3=-72/55, 3-4=-57/38, 4-5=-58/77, 5-6=-59/79, 6-7=-43/33, 7-8=-61/39, 8-9=0/13 BOT CHORD 2-14=-31/65, 13-14=-31/65, 12-13=-31/65, 11-12=-31/65, 10-11=-31/65, 8-10=-31/65 WEBS 5-12=-63/14, 4-13=-85/65, 3-14=-111/95, 6-11=-84/59, 7-10=-111/86 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=25ft; 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)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)NA 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 Indiana Model Q2 Custom Home-Roof Trusses I44679607PB07Piggyback2121010072-A Job Reference (optional) Carter Components (Franklin), Franklin, IN - 46131,Run: 8.43 S Nov 30 2020 Print: 8.430 S Nov 30 2020 MiTek Industries, Inc. Thu Feb 04 14:29:58 Page: 1 ID:JmZgldNYlYnqNFVTzNm?ktzqXWR-Mock Me February 5,2021 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 Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 1212 =3x5 =4x5 =3x5 1 1528 27 26 25 24 23 22 21 20 19 18 17 16 142 3 13 4 12 5 112930 6 10 7 9 8 0-11-0 16-10-8 0-11-0 -0-11-0 7-11-12 7-11-12 7-11-12 15-11-8 15-11-89-3-111-1-159-1-11Scale = 1:53.6 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 0.07 Vert(CT)n/a -n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.12 Horz(CT)0.00 16 n/a n/a BCDL 10.0 Code IRC2018/TPI2014 Matrix-R Weight: 218 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*22-8,23-7,24-6,21-9,20-10:2x4 SPF No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 8-22 REACTIONS (size)16=15-11-8, 17=15-11-8, 18=15-11-8, 19=15-11-8, 20=15-11-8, 21=15-11-8, 22=15-11-8, 23=15-11-8, 24=15-11-8, 25=15-11-8, 26=15-11-8, 27=15-11-8, 28=15-11-8 Max Horiz 28=189 (LC 11) Max Uplift 16=-101 (LC 9), 17=-132 (LC 13), 18=-27 (LC 13), 19=-47 (LC 13), 20=-55 (LC 13), 21=-18 (LC 13), 23=-19 (LC 12), 24=-55 (LC 12), 25=-47 (LC 12), 26=-26 (LC 12), 27=-139 (LC 12), 28=-124 (LC 8) Max Grav 16=191 (LC 19), 17=161 (LC 11), 18=113 (LC 26), 19=115 (LC 20), 20=115 (LC 20), 21=117 (LC 20), 22=240 (LC 13), 23=118 (LC 19), 24=114 (LC 19), 25=116 (LC 19), 26=113 (LC 25), 27=176 (LC 10),28=210 (LC 20) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 2-28=-165/94, 1-2=0/45, 2-3=-145/138, 3-4=-92/97, 4-5=-83/120, 5-29=-80/172, 6-29=-66/182, 6-7=-116/257, 7-8=-132/291, 8-9=-132/291, 9-10=-116/257, 10-30=-66/182, 11-30=-80/172, 11-12=-65/119, 12-13=-75/81, 13-14=-124/116, 14-15=0/45, 14-16=-150/76 BOT CHORD 27-28=-93/100, 26-27=-93/100, 25-26=-93/100, 24-25=-93/100, 23-24=-93/100, 22-23=-93/100, 21-22=-93/100, 20-21=-93/100, 19-20=-93/100, 18-19=-93/100, 17-18=-93/100, 16-17=-93/100 WEBS 8-22=-347/127, 7-23=-92/35, 6-24=-88/91, 5-25=-87/83, 4-26=-86/90, 3-27=-99/99, 9-21=-90/34, 10-20=-89/91, 11-19=-86/83, 12-18=-87/90, 13-17=-94/98 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=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) exterior zone and C-C Corner(3E) -0-11-0 to 4-3-6, Exterior(2N) 4-3-6 to 7-11-12, Corner(3R) 7-11-12 to 13-3-12, Exterior(2N) 13-3-12 to 16-10-8 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)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)NA 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 Indiana Model Q2 Custom Home-Roof Trusses I44679608T02GECommon Supported Gable 1 121010072-A Job Reference (optional) Carter Components (Franklin), Franklin, IN - 46131,Run: 8.43 S Nov 30 2020 Print: 8.430 S Nov 30 2020 MiTek Industries, Inc. Thu Feb 04 14:30:02 Page: 1 ID:fgKGBHk2TMI?ECgEJwfV65zqXKL-Mock Me February 5,2021 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 Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 1212 =2x4 =3x6 =4x5 =4x5 =3x8 =4x5 =3x6 =2x4 1 710 9 8 62 11 14 531213 4 0-11-0 16-10-8 0-11-0 -0-11-0 3-11-13 3-11-13 3-11-13 15-11-8 3-11-15 7-11-12 3-11-15 11-11-11 7-11-12 7-11-12 7-11-12 15-11-89-3-111-1-159-1-11Scale = 1:57.3 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 0.27 Vert(LL)-0.08 8-9 >999 240 MT20 197/144 TCDL 10.0 Lumber DOL 1.15 BC 0.49 Vert(CT)-0.15 8-9 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.28 Horz(CT)0.01 8 n/a n/a BCDL 10.0 Code IRC2018/TPI2014 Matrix-S Weight: 85 lb FT = 20% LUMBER TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 *Except* 10-2,8-6:2x4 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. REACTIONS (size)8=0-3-8, 10=0-3-8 Max Horiz 10=189 (LC 11) Max Grav 8=690 (LC 1), 10=690 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/45, 2-11=-221/80, 3-11=-160/98, 3-12=-510/87, 4-12=-493/121, 4-13=-493/121, 5-13=-510/87, 5-14=-160/98, 6-14=-220/79, 6-7=0/45, 2-10=-272/89, 6-8=-272/90 BOT CHORD 9-10=-41/433, 8-9=0/376 WEBS 4-9=-85/400, 3-9=-157/150, 3-10=-458/4, 5-9=-158/150, 5-8=-458/4 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=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) exterior zone and C-C Exterior(2E) -0-11-0 to 4-3-6, Interior (1) 4-3-6 to 7-11-12, Exterior(2R) 7-11-12 to 13-2-2, Interior (1) 13-2-2 to 16-10-8 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)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 Indiana Model Q2 Custom Home-Roof Trusses I44679609T22Common2121010072-A Job Reference (optional) Carter Components (Franklin), Franklin, IN - 46131,Run: 8.43 S Nov 30 2020 Print: 8.430 S Nov 30 2020 MiTek Industries, Inc. Thu Feb 04 14:30:29 Page: 1 ID:l?OmNDFuRZoS_Imbcbyfd9zqXMG-Mock Me February 5,2021 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