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HomeMy WebLinkAboutTLR 005 Seal Truss Drawings16023 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). August 20,2020 Liu, Xuegang Pages or sheets covered by this seal: I42503336 thru I42503365 My license renewal date for the state of Indiana is July 31, 2022. 20080136-A 5 Tallyns Ridge-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 Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 812 =4x8 =3x5 =3x5 =2x4 =3x5 =3x6 =5x6 =4x8 =3x6 =3x5 =4x8 =4x8 =5x6 =3x5 =3x8 =5x6 =3x5 1 2 18 17 16 15 24 14 13 12 11 10 3 19 23204 5 9 8622217 1-0-0 -1-0-0 1-0-0 36 -8-8 4-11-12 18 -11-12 4-11-12 23 -11-8 5-8-12 29 -8-4 6-0-4 35 -8-8 6-10 -4 14-0-0 7-1-12 7-1-12 5-10 -8 29 -8-4 6-0-4 35 -8-8 7-0-0 14 -1-12 7-1-12 7-1-12 9-8-0 23-9-1210-4-30-8-02-2-010-0-0Scale = 1:67.8 Plate Offsets (X, Y):[2:0-3-13,Edge], [6:0-3-12,0-2-0], [8:0-4-4,0-2-4], [10:0-3-0,0-1-12], [12:Edge,0-1-8], [13:0-3-8,0-1-8] 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 0.64 Vert(LL)-0.40 14-17 >999 240 MT20 197/144 TCDL 7.0 Lumber DOL 1.15 BC 0.96 Vert(CT)-0.63 14-17 >673 180 BCLL 0.0*Rep Stress Incr YES WB 0.30 Horz(CT)0.07 12 n/a n/a BCDL 10.0 Code IRC2018/TPI2014 Matrix-S Weight: 180 lb FT = 20% LUMBER TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 *Except* 4-18,12-10:2x4 SPF Stud SLIDER Left 2x4 SPF Stud -- 4-2-10 BRACING TOP CHORD Structural wood sheathing directly applied or 3-5-2 oc purlins, except end verticals, and 2-0-0 oc purlins (5-0-1 max.): 6-8. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 2-2-0 oc bracing: 14-17. WEBS 1 Row at midpt 4-17, 7-17, 7-14, 9-14 REACTIONS (size)2=0-3-8, 12=0-3-8 Max Horiz 2=205 (LC 11) Max Uplift 2=-100 (LC 12), 12=-88 (LC 13) Max Grav 2=1489 (LC 2), 12=1501 (LC 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/17, 2-3=-2111/112, 3-19=-2039/116, 19-20=-1967/120, 4-20=-1966/133, 4-5=-1675/123, 5-6=-1588/152, 6-21=-1330/171, 7-21=-1329/171, 7-22=-1228/155, 8-22=-1228/155, 8-9=-1544/141, 9-23=-1441/103, 10-23=-1570/88, 10-11=0/34, 10-12=-1397/120 BOT CHORD 2-18=-140/1744, 17-18=-140/1744, 16-17=-38/1333, 15-16=-38/1333, 15-24=-38/1333, 14-24=-38/1333, 13-14=-23/1249, 12-13=-25/70 WEBS 4-18=0/271, 4-17=-521/162, 6-17=-5/626, 7-17=-187/157, 7-14=-350/134, 8-14=-19/595, 9-14=-145/127, 9-13=-252/65, 10-13=0/1242 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=4.2psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) exterior zone and C-C Exterior(2E) -1-0-0 to 4-4-11, Interior (1) 4-4-11 to 14-0-0, Exterior(2R) 14-0-0 to 21-7-8, Interior (1) 21-7-8 to 23-11-8, Exterior(2R) 23-11-8 to 31-7-0, Interior (1) 31-7-0 to 36-8-8 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 6)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint 2 and 88 lb uplift at joint 12. 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 5 Tallyns Ridge-Roof Trusses I42503336APiggyback Base 16 120080136-A Job Reference (optional) Carter Components (Franklin), Franklin, IN - 46131,Run: 8.41 S May 22 2020 Print: 8.410 S May 22 2020 MiTek Industries, Inc. Thu Aug 20 06:20:38 Page: 1 ID:jk6MeWirAls0YGtHeSQWBpyyu2_-9DSQ19uZH90p6?IdKJcZnIkujfipA?mezgtZzZym1tw August 20,2020 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 812 =4x6 =3x5 =3x5 =2x4 =3x5 =3x6 =5x6 =4x8 =3x6 =3x5 =4x8 =4x8 =5x6 =3x5 =3x8 =5x6 =3x5 1 17 16 15 14 23 13 12 11 10 9 2 18 19 22 3 4 8 5 720216 1-0-0 36 -8-8 4-11-12 18 -11-12 4-11-12 23-11-8 5-8-12 29 -8-4 6-0-4 35 -8-8 7-1-12 7-1-12 6-10 -4 14 -0-0 5-10 -8 29 -8-4 6-0-4 35 -8-8 7-0-0 14-1-12 7-1-12 7-1-12 9-8-0 23 -9-120-8-02-2-010-0-0Scale = 1:64.4 Plate Offsets (X, Y):[1:0-3-13,Edge], [5:0-3-12,0-2-0], [7:0-4-4,0-2-4], [9:0-3-0,0-1-12], [11:Edge,0-1-8], [12:0-3-8,0-1-8] 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 0.64 Vert(LL)-0.40 13-16 >999 240 MT20 197/144 TCDL 7.0 Lumber DOL 1.15 BC 0.96 Vert(CT)-0.63 13-16 >673 180 BCLL 0.0*Rep Stress Incr YES WB 0.30 Horz(CT)0.07 11 n/a n/a BCDL 10.0 Code IRC2018/TPI2014 Matrix-S Weight: 179 lb FT = 20% LUMBER TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 *Except* 3-17,11-9:2x4 SPF Stud SLIDER Left 2x4 SPF Stud -- 4-2-10 BRACING TOP CHORD Structural wood sheathing directly applied or 3-5-2 oc purlins, except end verticals, and 2-0-0 oc purlins (5-0-1 max.): 5-7. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 2-2-0 oc bracing: 13-16. WEBS 1 Row at midpt 3-16, 6-16, 6-13, 8-13 REACTIONS (size)1=0-3-8, 11=0-3-8 Max Horiz 1=202 (LC 11) Max Uplift 1=-84 (LC 12), 11=-89 (LC 13) Max Grav 1=1444 (LC 2), 11=1502 (LC 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-2115/113, 2-18=-2044/116, 18-19=-1971/130, 3-19=-1971/134, 3-4=-1677/124, 4-5=-1590/153, 5-20=-1331/171, 6-20=-1331/172, 6-21=-1228/155, 7-21=-1229/155, 7-8=-1545/141, 8-22=-1442/103, 9-22=-1571/88, 9-10=0/34, 9-11=-1397/120 BOT CHORD 1-17=-142/1748, 16-17=-142/1748, 15-16=-39/1334, 14-15=-39/1334, 14-23=-39/1334, 13-23=-39/1334, 12-13=-23/1250, 11-12=-25/70 WEBS 3-17=0/274, 3-16=-525/164, 5-16=-5/627, 6-16=-187/157, 6-13=-351/134, 7-13=-19/596, 8-13=-145/127, 8-12=-252/65, 9-12=0/1243 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=4.2psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) exterior zone and C-C Exterior(2E) 0-0-0 to 5-4-11, Interior (1) 5-4-11 to 14-0-0, Exterior(2R) 14-0-0 to 21-7-8, Interior (1) 21-7-8 to 23-11-8, Exterior(2R) 23-11-8 to 31-7-0, Interior (1) 31-7-0 to 36-8-8 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 6)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 84 lb uplift at joint 1 and 89 lb uplift at joint 11. 7)This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply 5 Tallyns Ridge-Roof Trusses I42503337A1Piggyback Base 1 120080136-A Job Reference (optional) Carter Components (Franklin), Franklin, IN - 46131,Run: 8.41 S May 22 2020 Print: 8.410 S May 22 2020 MiTek Industries, Inc. Thu Aug 20 06:20:40 Page: 1 ID:rEPGNys?6lV9cFNnuh9ZDYyyu1n-WAGJ5tyi6hf5CmAb7sCkULRlSgP_rG?N7xaKfnym1tr August 20,2020 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 812 =3x5 =3x5 =3x6 =5x6 =3x6 =5x6 =5x6 1 2 60 59 58 57 56 55 54 53 52 51 5049 48 47 46 45 44 43 42 41 40 39 38 37 36 35 34 3 334 5 32 6 31 7 30 8 29 9 28 10 27 11 26 12 25 13 24 23141516171819202122 1-0-0 -1-0-0 1-0-0 36 -8-8 9-11-8 23 -11-8 11-9-0 35 -8-8 14-0-0 14-0-0 35 -8-810-4-30-8-02-2-010-0-0Scale = 1:67.8 Plate Offsets (X, Y):[2:0-2-13,0-0-3], [14:0-4-8,0-2-8], [23:0-4-8,0-2-8], [46:0-3-0,0-3-0] 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 0.09 Vert(LL)n/a -n/a 999 MT20 197/144 TCDL 7.0 Lumber DOL 1.15 BC 0.04 Vert(CT)n/a -n/a 999 BCLL 0.0*Rep Stress Incr YES WB 0.09 Horz(CT)0.00 34 n/a n/a BCDL 10.0 Code IRC2018/TPI2014 Matrix-S Weight: 285 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* 60-5,59-6,58-7,57-8,37-29,36-30,35-31:2x4 SPF Stud SLIDER Left 2x4 SPF Stud -- 1-6-4 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.): 14-23. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 13-52, 15-51, 16-50, 17-48, 18-47, 19-46, 20-45, 21-44, 22-43, 24-42 REACTIONS (size)2=35-8-8, 34=35-8-8, 35=35-8-8, 36=35-8-8, 37=35-8-8, 38=35-8-8, 39=35-8-8, 40=35-8-8, 41=35-8-8, 42=35-8-8, 43=35-8-8, 44=35-8-8, 45=35-8-8, 46=35-8-8, 47=35-8-8, 48=35-8-8, 50=35-8-8, 51=35-8-8, 52=35-8-8, 53=35-8-8, 54=35-8-8, 55=35-8-8, 56=35-8-8, 57=35-8-8, 58=35-8-8, 59=35-8-8, 60=35-8-8 Max Horiz 2=206 (LC 11) Max Uplift 2=-106 (LC 8), 34=-5 (LC 12), 35=-64 (LC 13), 36=-21 (LC 13), 37=-29 (LC 13), 38=-28 (LC 13), 39=-28 (LC 13), 40=-28 (LC 13), 41=-38 (LC 13), 43=-15 (LC 11), 44=-13 (LC 9), 45=-15 (LC 8), 46=-11 (LC 9), 47=-11 (LC 8), 48=-14 (LC 8), 50=-13 (LC 8), 51=-27 (LC 11), 52=-8 (LC 9), 53=-35 (LC 12), 54=-28 (LC 12), 55=-28 (LC 12), 56=-29 (LC 12), 57=-27 (LC 12), 58=-30 (LC 12), 59=-16 (LC 12), 60=-71 (LC 12) Max Grav 2=202 (LC 23), 34=127 (LC 1), 35=98 (LC 23), 36=103 (LC 1), 37=100 (LC 23), 38=101 (LC 23), 39=100 (LC 23), 40=100 (LC 23), 41=104 (LC 23), 42=99 (LC 29), 43=128 (LC 25), 44=101 (LC 28), 45=98 (LC 28), 46=99 (LC 1), 47=100 (LC 1), 48=99 (LC 29), 50=101 (LC 29), 51=134 (LC 25), 52=108 (LC 22), 53=99 (LC 22), 54=100 (LC 22), 55=100 (LC 22), 56=101 (LC 22), 57=99 (LC 22), 58=106 (LC 22), 59=83 (LC 28), 60=182 (LC 22) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/17, 2-3=-217/203, 3-4=-205/202, 4-5=-204/210, 5-6=-182/177, 6-7=-178/181, 7-8=-168/178, 8-9=-160/176, 9-10=-151/179, 10-11=-142/196, 11-12=-134/214, 12-13=-155/247, 13-14=-157/251, 14-15=-142/230, 15-16=-142/230, 16-17=-142/230, 17-18=-142/230, 18-19=-142/230, 19-20=-142/230, 20-21=-142/230, 21-22=-142/230, 22-23=-142/230, 23-24=-157/250, 24-25=-154/247, 25-26=-133/213, 26-27=-116/183, 27-28=-99/155, 28-29=-82/126, 29-30=-66/97, 30-31=-49/68, 31-32=-35/37, 32-33=0/34, 32-34=-116/56 BOT CHORD 2-60=-33/43, 59-60=-33/43, 58-59=-33/43, 57-58=-33/43, 56-57=-33/43, 55-56=-33/43, 54-55=-33/43, 53-54=-33/43, 52-53=-33/43, 51-52=-33/43, 50-51=-33/43, 49-50=-33/43, 48-49=-33/43, 47-48=-33/43, 46-47=-33/43, 45-46=-33/43, 44-45=-33/43, 43-44=-33/43, 42-43=-33/43, 41-42=-33/43, 40-41=-33/43, 39-40=-33/43, 38-39=-33/43, 37-38=-33/43, 36-37=-33/43, 35-36=-33/43, 34-35=-33/43 Job Truss Truss Type Qty Ply 5 Tallyns Ridge-Roof Trusses I42503338ABPiggyback Base Supported Gable 1 120080136-A Job Reference (optional) Carter Components (Franklin), Franklin, IN - 46131,Run: 8.41 S May 22 2020 Print: 8.410 S May 22 2020 MiTek Industries, Inc. Thu Aug 20 06:20:41 Page: 1 ID:v6pxW42PaMO1vZ0gHLw4Kiyyu1Y-WAGJ5tyi6hf5CmAb7sCkULRt6geTrJNN7xaKfnym1tr Continued on page 2 August 20,2020 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. WEBS 5-60=-132/90, 6-59=-64/36, 7-58=-76/46, 8-57=-73/43, 9-56=-74/45, 10-55=-73/44, 11-54=-74/44, 12-53=-72/51, 13-52=-82/24, 15-51=-107/54, 16-50=-74/29, 17-48=-72/30, 18-47=-72/27, 19-46=-72/27, 20-45=-72/30, 21-44=-74/29, 22-43=-101/42, 24-42=-72/4, 25-41=-77/54, 26-40=-74/44, 27-39=-73/44, 28-38=-74/45, 29-37=-73/44, 30-36=-77/42, 31-35=-61/57 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=4.2psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) exterior zone and C-C Corner(3E) -1-0-0 to 4-4-11, Exterior(2N) 4-4-11 to 14-0-0, Corner(3R) 14-0-0 to 19-7-12, Exterior (2N) 19-7-12 to 23-11-8, Corner(3R) 23-11-8 to 29-4-3, Exterior(2N) 29-4-3 to 36-8-8 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4)Provide adequate drainage to prevent water ponding. 5)All plates are 2x4 MT20 unless otherwise indicated. 6)Gable requires continuous bottom chord bearing. 7)Gable studs spaced at 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)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 10)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 5 lb uplift at joint 34, 106 lb uplift at joint 2, 71 lb uplift at joint 60, 16 lb uplift at joint 59, 30 lb uplift at joint 58, 27 lb uplift at joint 57, 29 lb uplift at joint 56, 28 lb uplift at joint 55, 28 lb uplift at joint 54, 35 lb uplift at joint 53, 8 lb uplift at joint 52, 27 lb uplift at joint 51, 13 lb uplift at joint 50, 14 lb uplift at joint 48, 11 lb uplift at joint 47, 11 lb uplift at joint 46, 15 lb uplift at joint 45, 13 lb uplift at joint 44, 15 lb uplift at joint 43, 38 lb uplift at joint 41, 28 lb uplift at joint 40, 28 lb uplift at joint 39, 28 lb uplift at joint 38, 29 lb uplift at joint 37, 21 lb uplift at joint 36 and 64 lb uplift at joint 35. 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 5 Tallyns Ridge-Roof Trusses I42503338ABPiggyback Base Supported Gable 1 120080136-A Job Reference (optional) Carter Components (Franklin), Franklin, IN - 46131,Run: 8.41 S May 22 2020 Print: 8.410 S May 22 2020 MiTek Industries, Inc. Thu Aug 20 06:20:41 Page: 2 ID:v6pxW42PaMO1vZ0gHLw4Kiyyu1Y-WAGJ5tyi6hf5CmAb7sCkULRt6geTrJNN7xaKfnym1tr 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 812 =4x5 =3x5 =3x5 =3x5 =3x6 =5x6 =4x8 =3x6 =3x5 =5x8 =5x8 =5x6 =4x5 =3x5 =5x6 1 21 20 19 18 60 17 1615 1413 12 11 10 9 2 55 56 59 3 4 8 5 757586 1-0-0 36 -8-8 4-11-12 18-11-12 4-11-12 23-11-8 5-8-12 29-8-4 6-0-4 35-8-8 7-1-12 7-1-12 6-10 -4 14-0-0 1-10-12 29-8-4 3-11-12 27-9-8 6-0-4 35-8-8 7-0-0 14-1-12 7-1-12 7-1-12 9-8-0 23-9-120-8-02-2-010-0-0Scale = 1:64.9 Plate Offsets (X, Y):[5:0-4-4,0-2-4], [7:0-4-4,0-2-4], [9:0-3-0,0-1-12] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.15 TC 0.44 Vert(LL)-0.36 17-20 >910 240 MT20 197/144 TCDL 7.0 Lumber DOL 1.15 BC 0.84 Vert(CT)-0.57 17-20 >585 180 BCLL 0.0*Rep Stress Incr YES WB 0.90 Horz(CT)0.04 16 n/a n/a BCDL 10.0 Code IRC2018/TPI2014 Matrix-S Weight: 292 lb FT = 20% LUMBER TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 *Except* 3-21,11-9:2x4 SPF Stud OTHERS 2x4 SPF Stud *Except* 22-23,24-25,30-31,32-33,36-37,38-39,40-41, 14-47:2x4 SPF No.2 SLIDER Left 2x4 SPF Stud -- 4-2-10 BRACING TOP CHORD Structural wood sheathing directly applied or 4-5-8 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 5-7. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 3-20, 6-17 REACTIONS (size)1= Mechanical, 11=8-2-8, 12=8-2-8, 13=8-2-8, 14=8-2-8, 15=8-2-8, 16=0-3-8 Max Horiz 1=202 (LC 11) Max Uplift 1=-80 (LC 12), 11=-216 (LC 30), 13=-16 (LC 13), 14=-213 (LC 18), 15=-15 (LC 1), 16=-314 (LC 18) Max Grav 1=1166 (LC 22), 11=79 (LC 29), 12=194 (LC 18), 13=1857 (LC 2), 14=-60 (LC 20), 15=336 (LC 18), 16=50 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-1635/106, 2-55=-1543/110, 55-56=-1491/124, 3-56=-1490/127, 3-4=-1186/117, 4-5=-1096/146, 5-57=-916/166, 6-57=-916/166, 6-58=-533/134, 7-58=-534/134, 7-8=-718/118, 8-59=0/313, 9-59=-14/259, 9-10=0/34, 9-11=-96/163 BOT CHORD 1-21=-136/1383, 20-21=-136/1383, 19-20=-79/781, 18-19=-79/781, 18-60=-79/781, 17-60=-79/781, 16-17=-216/44, 15-16=-216/44, 14-15=-216/44, 13-14=-216/44, 12-13=-37/42, 11-12=-37/42 WEBS 3-21=0/276, 3-20=-549/164, 5-20=0/361, 6-20=-36/389, 6-17=-582/112, 7-17=-12/193, 8-17=-15/1023, 8-13=-1490/96, 9-13=-237/72 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=4.2psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) exterior zone and C-C Exterior(2E) 0-0-0 to 5-4-11, Interior (1) 5-4-11 to 14-0-0, Exterior(2R) 14-0-0 to 21-7-8, Interior (1) 21-7-8 to 23-11-8, Exterior(2R) 23-11-8 to 31-7-0, Interior (1) 31-7-0 to 36-8-8 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4)Provide adequate drainage to prevent water ponding. 5)All plates are 2x4 MT20 unless otherwise indicated. 6)Gable 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 has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 9)Refer to girder(s) for truss to truss connections. 10)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 80 lb uplift at joint 1, 16 lb uplift at joint 13, 216 lb uplift at joint 11, 15 lb uplift at joint 15, 213 lb uplift at joint 14 and 314 lb uplift at joint 16. 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 5 Tallyns Ridge-Roof Trusses I42503339AB1Piggyback Base Structural Gable 1 120080136-A Job Reference (optional) Carter Components (Franklin), Franklin, IN - 46131,Run: 8.41 S May 22 2020 Print: 8.410 S May 22 2020 MiTek Industries, Inc. Thu Aug 20 06:20:41 Page: 1 ID:8k2DbY1MpmsND9hKsXQ21hyynjR-_NqiICzKs?nyqwlngZjz1ZzzL4n5aa0WLbKuBDym1tq August 20,2020 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 812 7.512 =3x8 =3x5 =3x5 =2x4 =3x5 =3x5 =3x5 =4x6 =3x8 =3x5 =3x5 =2x4 =3x5 1 2 13 12 11 10 9 3 84 714155 6 1-0-0 -1-0-0 6-5-9 13 -2-11 6-9-1 6-9-1 7-0-15 20 -3-9 7-5-15 27 -9-8 6-7-5 13 -4-7 6-9-1 6-9-1 6-11-3 20 -3-9 7-5-15 27 -9-89-10-00-8-00-4-89-5-12Scale = 1:65.4 Plate Offsets (X, Y):[2:0-3-13,Edge], [6:0-3-2,0-2-0], [9:0-2-4,0-1-8] 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 0.67 Vert(LL)-0.09 9-10 >999 240 MT20 197/144 TCDL 7.0 Lumber DOL 1.15 BC 0.56 Vert(CT)-0.21 9-10 >999 180 BCLL 0.0*Rep Stress Incr YES WB 0.19 Horz(CT)0.05 9 n/a n/a BCDL 10.0 Code IRC2018/TPI2014 Matrix-S Weight: 114 lb FT = 20% LUMBER TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 *Except* 4-13,8-10:2x4 SPF Stud SLIDER Left 2x4 SPF Stud -- 3-11-13 BRACING TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 4-11, 8-11 REACTIONS (size)2=0-3-8, 9=0-3-8 Max Horiz 2=172 (LC 9) Max Uplift 2=-66 (LC 12), 9=-57 (LC 13) Max Grav 2=1078 (LC 1), 9=1022 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/17, 2-3=-1457/70, 3-4=-1289/89, 4-14=-1043/109, 5-14=-997/111, 5-6=-941/136, 6-15=-936/137, 7-15=-1017/111, 7-8=-1052/108, 8-9=-1554/93 BOT CHORD 2-13=-94/1125, 12-13=-94/1125, 11-12=-94/1125, 10-11=-16/1250, 9-10=-16/1250 WEBS 4-13=0/282, 4-11=-446/150, 6-11=-31/690, 8-11=-566/164, 8-10=0/320 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=4.2psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) exterior zone and C-C Exterior(2E) -1-0-0 to 4-4-11, Interior (1) 4-4-11 to 13-2-11, Exterior(2R) 13-2-11 to 18-7-6, Interior (1) 18-7-6 to 27-7-12 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)All plates are 3x5 MT20 unless otherwise indicated. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 66 lb uplift at joint 2 and 57 lb uplift at joint 9. 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. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply 5 Tallyns Ridge-Roof Trusses I42503340BRoof Special 3 120080136-A Job Reference (optional) Carter Components (Franklin), Franklin, IN - 46131,Run: 8.41 S May 22 2020 Print: 8.410 S May 22 2020 MiTek Industries, Inc. Thu Aug 20 06:20:42 Page: 1 ID:dqwaflffKwd8pJiXpM?6t3yyuDg-SZO4VY_ydIvpS4KzEHECZmW4RTChJCIfaF3Rjfym1tp August 20,2020 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 812 7.512 =3x6 =3x5 =3x5 =2x4 =3x5 =3x5 =3x5 =4x6 =3x8 =3x5 =3x5 =2x4 =3x5 1 12 11 10 9 8 2 73 613144 5 6-9-1 6-9-1 6-5-9 13 -2-11 7-0-15 20 -3-9 7-5-15 27 -9-8 6-7-5 13 -4-7 6-9-1 6-9-1 6-11-3 20 -3-9 7-5-15 27 -9-80-8-00-4-89-5-12Scale = 1:65.4 Plate Offsets (X, Y):[1:0-3-13,Edge], [5:0-3-2,0-2-0], [8:0-2-4,0-1-8] 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 0.67 Vert(LL)-0.09 8-9 >999 240 MT20 197/144 TCDL 7.0 Lumber DOL 1.15 BC 0.56 Vert(CT)-0.21 8-9 >999 180 BCLL 0.0*Rep Stress Incr YES WB 0.19 Horz(CT)0.05 8 n/a n/a BCDL 10.0 Code IRC2018/TPI2014 Matrix-S Weight: 113 lb FT = 20% LUMBER TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 *Except* 3-12,7-9:2x4 SPF Stud SLIDER Left 2x4 SPF Stud -- 3-11-13 BRACING TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 3-10, 7-10 REACTIONS (size)1= Mechanical, 8=0-3-8 Max Horiz 1=-168 (LC 10) Max Uplift 1=-49 (LC 12), 8=-57 (LC 13) Max Grav 1=1023 (LC 1), 8=1023 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-1462/72, 2-3=-1293/91, 3-13=-1045/111, 4-13=-999/113, 4-5=-943/138, 5-14=-938/137, 6-14=-1018/111, 6-7=-1053/109, 7-8=-1556/93 BOT CHORD 1-12=-95/1130, 11-12=-95/1130, 10-11=-95/1130, 9-10=-16/1251, 8-9=-16/1251 WEBS 3-12=0/284, 3-10=-451/152, 5-10=-32/692, 7-10=-566/164, 7-9=0/320 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=4.2psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) exterior zone and C-C Exterior(2E) 0-0-0 to 5-4-11, Interior (1) 5-4-11 to 13-2-11, Exterior(2R) 13-2-11 to 18-7-6, Interior (1) 18-7-6 to 27-7-12 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)All plates are 3x5 MT20 unless otherwise indicated. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6)Refer to girder(s) for truss to truss connections. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 49 lb uplift at joint 1 and 57 lb uplift at joint 8. 8)This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply 5 Tallyns Ridge-Roof Trusses I42503341B1Roof Special 7 120080136-A Job Reference (optional) Carter Components (Franklin), Franklin, IN - 46131,Run: 8.41 S May 22 2020 Print: 8.410 S May 22 2020 MiTek Industries, Inc. Thu Aug 20 06:20:43 Page: 1 ID:KlXMl9mwz?tj0rTSPTBSHAyyuDW-SZO4VY_ydIvpS4KzEHECZmW4QTChJCIfaF3Rjfym1tp August 20,2020 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 812 7.512 =3x5 =3x5 =3x5 =5x6 =4x5 =4x6 =3x5 1 2 42 41 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 34 23225 2164320 7 19 8 18 9 17 10 16 11 15 12 14 13 1-0-0 -1-0-0 13 -2-11 13 -2-11 14 -6-13 27-9-8 27 -9-89-10-00-8-00-4-89-5-12Scale = 1:60.8 Plate Offsets (X, Y):[2:0-2-13,0-0-3], [13:0-2-6,0-2-4], [22:0-1-12,0-2-4], [35:0-3-0,0-3-0] 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 7.0 Lumber DOL 1.15 BC 0.04 Vert(CT)n/a -n/a 999 BCLL 0.0*Rep Stress Incr YES WB 0.07 Horz(CT)0.01 24 n/a n/a BCDL 10.0 Code IRC2018/TPI2014 Matrix-S Weight: 177 lb FT = 20% LUMBER TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 OTHERS 2x4 SPF No.2 *Except* 39-8,40-7,41-6,42-5,29-18,28-19,27-20,26-21 ,25-23:2x4 SPF Stud SLIDER Left 2x4 SPF Stud -- 1-6-4 BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 13-34, 12-35, 14-33 REACTIONS (size)2=27-9-8, 24=27-9-8, 25=27-9-8, 26=27-9-8, 27=27-9-8, 28=27-9-8, 29=27-9-8, 30=27-9-8, 31=27-9-8, 32=27-9-8, 33=27-9-8, 34=27-9-8, 35=27-9-8, 36=27-9-8, 37=27-9-8, 38=27-9-8, 39=27-9-8, 40=27-9-8, 41=27-9-8, 42=27-9-8 Max Horiz 2=172 (LC 11) Max Uplift 2=-42 (LC 8), 25=-53 (LC 13), 26=-17 (LC 13), 27=-27 (LC 13), 28=-26 (LC 13), 29=-26 (LC 13), 30=-26 (LC 13), 31=-26 (LC 13), 32=-33 (LC 13), 33=-8 (LC 13), 35=-14 (LC 12), 36=-35 (LC 12), 37=-27 (LC 12), 38=-28 (LC 12), 39=-27 (LC 12), 40=-31 (LC 12), 41=-12 (LC 12), 42=-79 (LC 12) Max Grav 2=175 (LC 20), 24=95 (LC 22), 25=195 (LC 20), 26=62 (LC 20), 27=107 (LC 20), 28=99 (LC 20), 29=99 (LC 20), 30=100 (LC 20), 31=99 (LC 20), 32=102 (LC 20), 33=100 (LC 26), 34=146 (LC 13), 35=104 (LC 19), 36=99 (LC 19), 37=100 (LC 19), 38=101 (LC 19), 39=98 (LC 19), 40=107 (LC 19), 41=75 (LC 1), 42=188 (LC 19) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/17, 2-3=-160/125, 3-4=-154/124, 4-5=-152/135, 5-6=-111/97, 6-43=-103/90, 7-43=-100/95, 7-8=-94/90, 8-9=-86/97, 9-10=-80/115, 10-11=-77/132, 11-12=-96/152, 12-13=-107/168, 13-14=-105/166, 14-15=-96/149, 15-16=-78/119, 16-17=-63/93, 17-18=-48/66, 18-19=-46/46, 19-20=-52/33, 20-21=-57/41, 21-22=-70/44, 22-23=-75/35, 23-24=-122/74 BOT CHORD 2-42=-60/120, 41-42=-60/120, 40-41=-60/120, 39-40=-60/120, 38-39=-60/120, 37-38=-60/120, 36-37=-60/120, 35-36=-60/120, 34-35=-60/120, 33-34=-60/120, 32-33=-60/120, 31-32=-60/120, 30-31=-60/120, 29-30=-60/120, 28-29=-60/120, 27-28=-60/120, 26-27=-60/120, 25-26=-60/120, 24-25=-60/120 WEBS 13-34=-134/68, 12-35=-77/30, 11-36=-74/50, 10-37=-73/44, 9-38=-74/44, 8-39=-73/43, 7-40=-77/47, 6-41=-59/31, 5-42=-133/99, 14-33=-74/23, 15-32=-75/49, 16-31=-73/42, 17-30=-74/42, 18-29=-72/42, 19-28=-73/42, 20-27=-77/44, 21-26=-50/30, 23-25=-136/78 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=4.2psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) exterior zone and C-C Corner(3E) -1-0-0 to 4-4-11, Exterior(2N) 4-4-11 to 13-2-11, Corner(3R) 13-2-11 to 18-6-11, Exterior(2N) 18-6-11 to 27-9-8 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4)All plates are 2x4 MT20 unless otherwise indicated. 5)Gable requires continuous bottom chord bearing. 6)Gable studs spaced at 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 5 Tallyns Ridge-Roof Trusses I42503342BBRoof Special Supported Gable 1 120080136-A Job Reference (optional) Carter Components (Franklin), Franklin, IN - 46131,Run: 8.41 S May 22 2020 Print: 8.410 S May 22 2020 MiTek Industries, Inc. Thu Aug 20 06:20:43 Page: 1 ID:hd5fRmPjfGyMoXQ8Cowpjqyyu_V-wlxSju?aOc1g3DvAo_lR6_3Pltg52gMppvp_G5ym1to Continued on page 2 August 20,2020 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 8)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 9)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 42 lb uplift at joint 2, 14 lb uplift at joint 35, 35 lb uplift at joint 36, 27 lb uplift at joint 37, 28 lb uplift at joint 38, 27 lb uplift at joint 39, 31 lb uplift at joint 40, 12 lb uplift at joint 41, 79 lb uplift at joint 42, 8 lb uplift at joint 33, 33 lb uplift at joint 32, 26 lb uplift at joint 31, 26 lb uplift at joint 30, 26 lb uplift at joint 29, 26 lb uplift at joint 28, 27 lb uplift at joint 27, 17 lb uplift at joint 26 and 53 lb uplift at joint 25. 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 5 Tallyns Ridge-Roof Trusses I42503342BBRoof Special Supported Gable 1 120080136-A Job Reference (optional) Carter Components (Franklin), Franklin, IN - 46131,Run: 8.41 S May 22 2020 Print: 8.410 S May 22 2020 MiTek Industries, Inc. Thu Aug 20 06:20:43 Page: 2 ID:hd5fRmPjfGyMoXQ8Cowpjqyyu_V-wlxSju?aOc1g3DvAo_lR6_3Pltg52gMppvp_G5ym1to 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 1012 =3x8 =4x5 =4x5 =2x4 =3x5 =3x5 =4x5 =3x5 =2x4 =4x5 =4x5 =3x8 1 9 13 2 12 11 10 8 14 73 4 6 5 1-0-0 22 -0-0 1-0-0 -1-0-0 5-1-4 15 -7-4 5-1-4 10-6-0 5-4-12 5-4-12 5-4-12 21-0-0 6-9-11 13-10 -13 7-1-3 7-1-3 7-1-3 21 -0-09-11-90-10-09-7-0Scale = 1:61.9 Plate Offsets (X, Y):[2:0-5-7,Edge], [8:0-5-7,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)-0.08 10-12 >999 240 MT20 197/144 TCDL 7.0 Lumber DOL 1.15 BC 0.48 Vert(CT)-0.13 8-10 >999 180 BCLL 0.0*Rep Stress Incr YES WB 0.19 Horz(CT)0.02 8 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 No.2 WEBS 2x4 SPF No.2 SLIDER Left 2x6 SPF No.2 -- 3-6-7, Right 2x6 SPF No.2 -- 3-6-7 BRACING TOP CHORD Structural wood sheathing directly applied or 5-8-15 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=-176 (LC 10) Max Uplift 2=-46 (LC 12), 8=-46 (LC 13) Max Grav 2=924 (LC 19), 8=924 (LC 20) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/17, 2-3=-1047/65, 3-4=-968/82, 4-5=-951/158, 5-6=-951/158, 6-7=-968/82, 7-8=-1047/65, 8-9=0/17 BOT CHORD 2-12=-70/821, 12-13=0/563, 11-13=0/563, 11-14=0/563, 10-14=0/563, 8-10=0/736 WEBS 5-10=-108/531, 6-10=-224/198, 5-12=-108/530, 4-12=-224/198 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=4.2psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) exterior zone and C-C Exterior(2E) -1-0-0 to 4-4-11, Interior (1) 4-4-11 to 10-6-0, Exterior(2R) 10-6-0 to 15-7-14, Interior (1) 15-7-14 to 22-0-0 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 has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 5)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 46 lb uplift at joint 2 and 46 lb uplift at joint 8. 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 5 Tallyns Ridge-Roof Trusses I42503343CCommon4120080136-A Job Reference (optional) Carter Components (Franklin), Franklin, IN - 46131,Run: 8.41 S May 22 2020 Print: 8.410 S May 22 2020 MiTek Industries, Inc. Thu Aug 20 06:20:43 Page: 1 ID:t0nFKLkH3tUO9qZXrgQNskyyu_3-wlxSju?aOc1g3DvAo_lR6_3M1tZI2fcppvp_G5ym1to August 20,2020 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 1012 =3x8 =4x5 =4x5 =3x5 =3x6 =3x5 =5x10 =5x10 =5x10 =3x5 =3x5 =6x12 =3x5 =4x5 =10x12 =4x5 =3x6 1 17 2 26 25 24 23 2221 20 19 18 1632 353428 1514330 13 27 31 364 123329 5 11 106 97 8 1-0-0 22 -0-0 1-0-0 -1-0-0 0-10-8 6-3-4 4-2-12 10 -6-0 5-1-4 15 -7-4 5-4-12 5-4-12 5-4-12 21-0-0 0-9-3 13 -10-13 1-2-6 13-1-10 4-10 -1 11-11-4 7-1-3 7-1-3 7-1-3 21 -0-09-11-90-10-09-7-0Scale = 1:68.8 Plate Offsets (X, Y):[2:0-5-7,Edge], [15:1-9-6,0-2-8], [16:0-3-11,0-0-2], [16:1-4-6,0-2-0] 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)-0.06 2-26 >999 240 MT20 197/144 TCDL 7.0 Lumber DOL 1.15 BC 0.34 Vert(CT)-0.13 2-26 >999 180 BCLL 0.0*Rep Stress Incr YES WB 0.10 Horz(CT)0.01 16 n/a n/a BCDL 10.0 Code IRC2018/TPI2014 Matrix-S Weight: 161 lb FT = 20% LUMBER TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 *Except* 5-27:2x4 SPF Stud OTHERS 2x4 SPF Stud *Except* 28-8:2x4 SPF No.2 SLIDER Left 2x6 SPF No.2 -- 3-6-7, Right 2x6 SPF No.2 -- 3-6-7 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. JOINTS 1 Brace at Jt(s): 27, 28, 33, 34 REACTIONS (size)2=0-3-8, 16=9-2-8, 18=9-2-8, 19=9-2-8, 20=9-2-8, 21=9-2-8, 22=9-2-8, 23=9-2-8, 24=0-3-8 Max Horiz 2=-173 (LC 10) Max Uplift 2=-48 (LC 12), 16=-6 (LC 9), 18=-67 (LC 13), 19=-43 (LC 13), 21=-58 (LC 13), 23=-23 (LC 13) Max Grav 2=573 (LC 1), 16=188 (LC 1), 18=157 (LC 20), 19=97 (LC 20), 20=78 (LC 19), 21=117 (LC 20), 22=355 (LC 1), 23=61 (LC 1), 24=131 (LC 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/17, 2-3=-550/50, 3-36=-456/64, 4-36=-375/66, 4-5=-426/119, 5-6=-377/120, 6-7=-336/151, 7-8=-341/193, 8-9=-119/151, 9-10=-108/129, 10-11=-100/109, 11-12=-67/81, 12-13=-80/64, 13-14=-86/39, 14-15=-90/34, 15-16=-135/60, 16-17=0/17 BOT CHORD 2-26=-73/413, 25-26=-37/245, 24-25=-37/245, 23-24=-37/245, 22-23=-38/196, 21-22=-52/110, 20-21=-52/110, 19-20=-52/109, 18-19=-52/109, 16-18=-47/103 WEBS 8-33=-268/0, 33-34=-294/0, 22-34=-332/0, 22-35=-40/56, 12-35=-34/48, 26-27=-89/322, 27-29=-116/341, 8-29=-148/407, 4-26=-173/171, 5-31=-61/6, 27-31=-79/28, 27-30=-79/23, 28-30=-88/40, 28-32=-87/17, 23-32=-92/35, 8-28=-47/45, 7-29=-81/57, 29-30=-14/27, 6-31=-31/36, 9-33=-70/27, 32-33=-58/48, 10-34=-48/25, 11-35=-106/77, 21-35=-99/69, 12-20=-48/11, 13-19=-79/54, 15-18=-110/94 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=4.2psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) exterior zone and C-C Exterior(2E) -1-0-0 to 4-4-11, Interior (1) 4-4-11 to 10-3-11, Exterior(2R) 10-3-11 to 15-7-14, Interior (1) 15-7-14 to 22-0-0 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)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)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 8)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 48 lb uplift at joint 2, 6 lb uplift at joint 16, 23 lb uplift at joint 23, 58 lb uplift at joint 21, 43 lb uplift at joint 19 and 67 lb uplift at joint 18. 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 5 Tallyns Ridge-Roof Trusses I42503344CBCommon Structural Gable 1 120080136-A Job Reference (optional) Carter Components (Franklin), Franklin, IN - 46131,Run: 8.41 S May 22 2020 Print: 8.410 S May 22 2020 MiTek Industries, Inc. Thu Aug 20 06:20:44 Page: 1 ID:99NBZgzCt5StXTlcnTBDVKyytuc-PyVqwE?D9w9XhNUMMiGgfBbXSHwcn79y2ZYYoYym1tn August 20,2020 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 1012 =4x8 =2x4 =3x6 =4x6 =4x5 =4x8 =3x6 =2x4 =4x8 LUS26 LUS26 LUS26 LUS26 LUS26 LUS26 LUS26 LUS26 LUS26 LUS26 1 10 11 129 8 13 714 15 16 6 17 18 5 42 3 5-4-12 5-4-12 5-1-4 10-6-0 5-1-4 15-7-4 5-4-12 21-0-0 5-1-4 10-6-0 5-1-4 15-7-4 5-4-12 21-0-0 5-4-12 5-4-120-10-09-7-0Scale = 1:67.8 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.15 TC 0.53 Vert(LL)-0.05 6-7 >999 240 MT20 197/144 TCDL 7.0 Lumber DOL 1.15 BC 0.68 Vert(CT)-0.09 6-7 >999 180 BCLL 0.0*Rep Stress Incr NO WB 0.34 Horz(CT)0.03 5 n/a n/a BCDL 10.0 Code IRC2018/TPI2014 Matrix-S Weight: 225 lb FT = 20% LUMBER TOP CHORD 2x4 SPF No.2 BOT CHORD 2x6 SPF No.2 WEBS 2x4 SPF No.2 *Except* 4-6,2-9:2x4 SPF Stud WEDGE Left: 2x10 SP 2400F 2.0E Right: 2x10 SP 2400F 2.0E 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)1=0-3-8, 5=0-3-8 Max Horiz 1=168 (LC 7) Max Uplift 1=-106 (LC 8), 5=-99 (LC 9) Max Grav 1=3136 (LC 1), 5=2893 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-3641/146, 2-3=-2451/181, 3-4=-2451/181, 4-5=-3627/145 BOT CHORD 1-10=-136/2617, 10-11=-136/2617, 11-12=-136/2617, 9-12=-136/2617, 8-9=-136/2617, 8-13=-136/2617, 7-13=-136/2617, 7-14=-58/2605, 14-15=-58/2605, 15-16=-58/2605, 6-16=-58/2605, 6-17=-58/2605, 17-18=-58/2605, 5-18=-58/2605 WEBS 3-7=-139/2766, 4-7=-1120/173, 4-6=0/1378, 2-7=-1136/173, 2-9=0/1397 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=4.2psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) exterior zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 106 lb uplift at joint 1 and 99 lb uplift at joint 5. 8)This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 9)Use Simpson Strong-Tie LUS26 (4-10d Girder, 3-10d Truss, Single Ply Girder) or equivalent spaced at 2-0-0 oc max. starting at 0-11-4 from the left end to 18-11-4 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: 1-3=-54, 3-5=-54, 1-5=-20 Concentrated Loads (lb) Vert: 8=-449 (B), 10=-452 (B), 11=-449 (B), 12=-449 (B), 13=-449 (B), 14=-449 (B), 15=-449 (B), 16=-449 (B), 17=-449 (B), 18=-449 (B) Job Truss Truss Type Qty Ply 5 Tallyns Ridge-Roof Trusses I42503345CGCommon Girder 1 220080136-A Job Reference (optional) Carter Components (Franklin), Franklin, IN - 46131,Run: 8.41 S May 22 2020 Print: 8.410 S May 22 2020 MiTek Industries, Inc. Thu Aug 20 06:20:45 Page: 1 ID:ii9Uif8EyBC8D3fyjlE7HUyyteu-PyVqwE?D9w9XhNUMMiGgfBbR8HrNn3Ry2ZYYoYym1tn August 20,2020 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 8 12 =2x4 =4x5 =2x4 =2x4 1 5 2 6 4 3 0-8-9 9-2-3 0-8-9 -0-8-9 4-2-13 8-5-10 4-2-13 4-2-13 8-5-103-3-130-4-73-2-5Scale = 1:29.7 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.15 TC 0.26 Vert(LL)n/a -n/a 999 MT20 197/144 TCDL 7.0 Lumber DOL 1.15 BC 0.15 Vert(CT)n/a -n/a 999 BCLL 0.0*Rep Stress Incr YES WB 0.05 Horz(CT)0.00 4 n/a n/a BCDL 10.0 Code IRC2018/TPI2014 Matrix-P Weight: 26 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=8-5-10, 4=8-5-10, 6=8-5-10 Max Horiz 2=58 (LC 11) Max Uplift 2=-36 (LC 12), 4=-43 (LC 13) Max Grav 2=196 (LC 1), 4=196 (LC 1), 6=285 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/12, 2-3=-97/81, 3-4=-94/73, 4-5=0/12 BOT CHORD 2-6=-11/46, 4-6=-11/46 WEBS 3-6=-179/112 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=4.2psf; 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 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)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 8)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 36 lb uplift at joint 2 and 43 lb uplift at joint 4. 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 5 Tallyns Ridge-Roof Trusses I42503346CPPiggyback17120080136-A Job Reference (optional) Carter Components (Franklin), Franklin, IN - 46131,Run: 8.41 S May 22 2020 Print: 8.410 S May 22 2020 MiTek Industries, Inc. Thu Aug 20 06:20:45 Page: 1 ID:?n_THOzpojAMq4j5d2_BUeymhji-t83C8a0rwDHOJX3YvPnvBP8g9hJpWbF6GDI5K_ym1tm August 20,2020 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 8 12 =2x4 =2x4 =2x4 =4x5 =2x4 =2x4 =2x4 =2x4 1 7 2 10 9 8 6 53 4 0-8-9 9-2-3 0-8-9 -0-8-9 4-2-13 8-5-10 4-2-13 4-2-13 8-5-103-3-130-4-73-2-5Scale = 1:29.7 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.15 TC 0.08 Vert(LL)n/a -n/a 999 MT20 197/144 TCDL 7.0 Lumber DOL 1.15 BC 0.06 Vert(CT)n/a -n/a 999 BCLL 0.0*Rep Stress Incr YES WB 0.04 Horz(CT)0.00 6 n/a n/a BCDL 10.0 Code IRC2018/TPI2014 Matrix-P Weight: 30 lb FT = 20% LUMBER TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 OTHERS 2x4 SPF Stud BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (size)2=8-5-10, 6=8-5-10, 8=8-5-10, 9=8-5-10, 10=8-5-10 Max Horiz 2=58 (LC 11) Max Uplift 2=-4 (LC 13), 6=-8 (LC 13), 8=-58 (LC 13), 9=-14 (LC 11), 10=-59 (LC 12) Max Grav 2=117 (LC 1), 6=117 (LC 1), 8=222 (LC 20), 9=49 (LC 13), 10=223 (LC 19) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/12, 2-3=-49/64, 3-4=-52/72, 4-5=-51/72, 5-6=-36/49, 6-7=0/12 BOT CHORD 2-10=-29/56, 9-10=-29/56, 8-9=-29/56, 6-8=-29/56 WEBS 3-10=-160/130, 4-9=-72/39, 5-8=-159/130 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=4.2psf; 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 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)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 8)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 4 lb uplift at joint 2, 8 lb uplift at joint 6, 59 lb uplift at joint 10, 14 lb uplift at joint 9 and 58 lb uplift at joint 8. 9)This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 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 5 Tallyns Ridge-Roof Trusses I42503347CPBPiggyback2120080136-A Job Reference (optional) Carter Components (Franklin), Franklin, IN - 46131,Run: 8.41 S May 22 2020 Print: 8.410 S May 22 2020 MiTek Industries, Inc. Thu Aug 20 06:20:45 Page: 1 ID:jiaFOp54RoQx1cU0C9AXulymhjY-t83C8a0rwDHOJX3YvPnvBP8jthLJWbM6GDI5K_ym1tm August 20,2020 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 412 =3x5 =5x8 =2x4 =3x5 51 2 6 4 107 98 3 1-0-0 -1-0-0 1-0-0 16-8-0 7-10-0 15 -8-0 7-10-0 7-10-0 7-10-0 15 -8-0 7-10-0 7-10-03-3-00-4-02-11-5Scale = 1:33.7 Plate Offsets (X, Y):[2:0-2-1,Edge], [4:0-2-1,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 0.77 Vert(LL)-0.09 2-6 >999 240 MT20 197/144 TCDL 7.0 Lumber DOL 1.15 BC 0.60 Vert(CT)-0.20 2-6 >946 180 BCLL 0.0*Rep Stress Incr YES WB 0.15 Horz(CT)0.02 4 n/a n/a BCDL 10.0 Code IRC2018/TPI2014 Matrix-S Weight: 42 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 3-3-12 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (size)2=0-3-8, 4=0-3-8 Max Horiz 2=-37 (LC 13) Max Uplift 2=-80 (LC 8), 4=-80 (LC 9) Max Grav 2=631 (LC 1), 4=631 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/16, 2-7=-1067/204, 7-8=-1003/207, 3-8=-993/218, 3-9=-993/218, 9-10=-1003/207, 4-10=-1067/204, 4-5=0/16 BOT CHORD 2-6=-136/948, 4-6=-136/948 WEBS 3-6=0/368 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=4.2psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) exterior zone and C-C Exterior(2E) -1-0-0 to 4-4-11, Interior (1) 4-4-11 to 7-10-0, Exterior(2R) 7-10-0 to 13-2-11, Interior (1) 13-2-11 to 16-8-0 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)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 5)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 80 lb uplift at joint 2 and 80 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 5 Tallyns Ridge-Roof Trusses I42503348DCommon3120080136-A Job Reference (optional) Carter Components (Franklin), Franklin, IN - 46131,Run: 8.41 S May 22 2020 Print: 8.410 S May 22 2020 MiTek Industries, Inc. Thu Aug 20 06:20:46 Page: 1 ID:JyzdiZCpBXacajaF_CN8wEyytih-LKdbLw1ThXPFwhekT7I8kchjt5Y2F0zFVt1fsQym1tl August 20,2020 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 412 =3x5 =4x5 =3x5 111 2 18 17 16 15 14 13 12 10 2019 3 9 4 8 5 7 6 1-0-0 -1-0-0 1-0-0 16 -8-0 7-10 -0 15 -8-0 7-10 -0 7-10 -0 15 -8-03-3-00-4-02-11-5Scale = 1:33.8 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 0.12 Vert(LL)n/a -n/a 999 MT20 197/144 TCDL 7.0 Lumber DOL 1.15 BC 0.09 Vert(CT)n/a -n/a 999 BCLL 0.0*Rep Stress Incr YES WB 0.05 Horz(CT)0.00 10 n/a n/a BCDL 10.0 Code IRC2018/TPI2014 Matrix-S Weight: 52 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=15-8-0, 10=15-8-0, 12=15-8-0, 13=15-8-0, 14=15-8-0, 15=15-8-0, 16=15-8-0, 17=15-8-0, 18=15-8-0 Max Horiz 2=-37 (LC 13) Max Uplift 2=-43 (LC 8), 10=-47 (LC 9), 12=-40 (LC 13), 13=-8 (LC 9), 14=-16 (LC 13), 16=-17 (LC 12), 17=-8 (LC 8), 18=-40 (LC 12) Max Grav 2=179 (LC 1), 10=179 (LC 1), 12=287 (LC 1), 13=3 (LC 26), 14=125 (LC 26), 15=82 (LC 1), 16=125 (LC 25), 17=3 (LC 25), 18=287 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/15, 2-19=-43/22, 3-19=-20/44, 3-4=-31/60, 4-5=-24/69, 5-6=-35/91, 6-7=-34/90, 7-8=-24/66, 8-9=-31/58, 9-20=-3/34, 10-20=-34/6, 10-11=0/15 BOT CHORD 2-18=-14/42, 17-18=-14/42, 16-17=-14/42, 15-16=-14/42, 14-15=-14/42, 13-14=-14/42, 12-13=-14/42, 10-12=-14/42 WEBS 6-15=-60/0, 5-16=-88/70, 4-17=-11/20, 3-18=-197/152, 7-14=-88/70, 8-13=-11/20, 9-12=-197/152 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=4.2psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) exterior zone and C-C Corner(3E) -1-0-0 to 4-4-11, Exterior(2N) 4-4-11 to 7-10-0, Corner(3R) 7-10-0 to 13-2-11, Exterior (2N) 13-2-11 to 16-8-0 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)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)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 9)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 43 lb uplift at joint 2, 47 lb uplift at joint 10, 17 lb uplift at joint 16, 8 lb uplift at joint 17, 40 lb uplift at joint 18, 16 lb uplift at joint 14, 8 lb uplift at joint 13 and 40 lb uplift at joint 12. 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 5 Tallyns Ridge-Roof Trusses I42503349DBCommon Supported Gable 1 120080136-A Job Reference (optional) Carter Components (Franklin), Franklin, IN - 46131,Run: 8.41 S May 22 2020 Print: 8.410 S May 22 2020 MiTek Industries, Inc. Thu Aug 20 06:20:46 Page: 1 ID:VKgDa8XNb86ew1jdd5ti38yytiF-LKdbLw1ThXPFwhekT7I8kchu55g1F2WFVt1fsQym1tl August 20,2020 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 412 =5x8 =2x4 =8x10 =5x10 =8x10 =2x4 =5x8 HUS26 HUS26 HUS26 HUS26 HUS26 HUS26 HUS26 HUS26 1 7 11 12 6 13 14 5 8 9 10 42 3 3-6-3 11-4-3 3-6-3 7-10 -0 4-3-13 4-3-13 4-3-13 15-8-0 4-8-5 10 -2-2 5-5-14 5-5-14 5-5-14 15 -8-00-4-02-11-5Scale = 1:33.2 Plate Offsets (X, Y):[1:0-3-1,Edge], [5:0-3-1,Edge], [6:0-5-0,0-4-8], [7:0-5-0,0-4-8] 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 0.77 Vert(LL)-0.17 6-7 >999 240 MT20 197/144 TCDL 7.0 Lumber DOL 1.15 BC 0.82 Vert(CT)-0.31 6-7 >590 180 BCLL 0.0*Rep Stress Incr NO WB 0.92 Horz(CT)0.05 5 n/a n/a BCDL 10.0 Code IRC2018/TPI2014 Matrix-S Weight: 133 lb FT = 20% LUMBER TOP CHORD 2x4 SPF No.2 BOT CHORD 2x6 SP 2400F 2.0E WEBS 2x4 SPF Stud BRACING TOP CHORD Structural wood sheathing directly applied or 2-11-15 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (size)1=0-3-8, 5=0-3-8 Max Horiz 1=-32 (LC 28) Max Uplift 1=-339 (LC 4), 5=-271 (LC 5) Max Grav 1=4954 (LC 1), 5=4244 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-10164/676, 2-3=-10011/640, 3-4=-9694/610, 4-5=-9837/645 BOT CHORD 1-8=-642/9621, 8-9=-642/9621, 9-10=-642/9621, 7-10=-642/9621, 7-11=-389/6613, 11-12=-389/6613, 6-12=-389/6613, 6-13=-589/9306, 13-14=-589/9306, 5-14=-589/9306 WEBS 3-6=-225/3812, 4-6=-182/137, 3-7=-267/4257, 2-7=-203/128 NOTES 1)2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-4-0 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=4.2psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) exterior zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 339 lb uplift at joint 1 and 271 lb uplift at joint 5. 8)This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 9)Use Simpson Strong-Tie HUS26 (14-10d Girder, 4-10d Truss) or equivalent spaced at 2-0-0 oc max. starting at 1-3-8 from the left end to 14-0-0 to connect truss(es) to front 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: 1-3=-54, 3-5=-54, 1-5=-20 Concentrated Loads (lb) Vert: 6=-1003 (F), 8=-1040 (F), 9=-1003 (F), 10=-1003 (F), 11=-1003 (F), 12=-1003 (F), 13=-1003 (F), 14=-1003 (F) Job Truss Truss Type Qty Ply 5 Tallyns Ridge-Roof Trusses I42503350DGCommon Girder 1 220080136-A Job Reference (optional) Carter Components (Franklin), Franklin, IN - 46131,Run: 8.41 S May 22 2020 Print: 8.410 S May 22 2020 MiTek Industries, Inc. Thu Aug 20 06:20:46 Page: 1 ID:g8kQtanFUCElFOfgqsS_wMyyndJ-LKdbLw1ThXPFwhekT7I8kchju5VYFqxFVt1fsQym1tl August 20,2020 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 7.512 =3x5 =4x5 =4x5 =3x5 =3x8 =3x5 6 5 4 1 7 8 2 9 3 6-5-14 6-5-14 6-5-14 12-11-12 6-5-14 6-5-14 6-5-14 12-11-129-5-51-4-09-5-5Scale = 1:61.5 Plate Offsets (X, Y):[1:0-2-0,0-1-8] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.15 TC 0.42 Vert(LL)-0.04 4-5 >999 240 MT20 197/144 TCDL 7.0 Lumber DOL 1.15 BC 0.35 Vert(CT)-0.08 4-5 >999 180 BCLL 0.0*Rep Stress Incr YES WB 0.53 Horz(CT)0.01 4 n/a n/a BCDL 10.0 Code IRC2018/TPI2014 Matrix-S Weight: 65 lb FT = 20% LUMBER TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 *Except* 6-1,2-5:2x4 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 9-6-0 oc bracing. WEBS 1 Row at midpt 3-4 REACTIONS (size)4=0-2-0, 6= Mechanical Max Horiz 6=252 (LC 9) Max Uplift 4=-85 (LC 12), 6=-3 (LC 12) Max Grav 4=497 (LC 19), 6=469 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-6=-414/80, 1-7=-498/54, 7-8=-364/66, 2-8=-357/70, 2-9=-180/112, 3-9=-132/124, 3-4=-149/122 BOT CHORD 5-6=-376/342, 4-5=-193/395 WEBS 1-5=0/298, 2-5=0/263, 2-4=-466/152 NOTES 1)Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=4.2psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) exterior zone and C-C Exterior(2E) 0-1-12 to 5-6-7, Interior (1) 5-6-7 to 12-10-0 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 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 4)Refer to girder(s) for truss to truss connections. 5)Provide mechanical connection (by others) of truss to bearing plate at joint(s) 4. 6)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 3 lb uplift at joint 6 and 85 lb uplift at joint 4. 7)This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply 5 Tallyns Ridge-Roof Trusses I42503351EMonopitch10120080136-A Job Reference (optional) Carter Components (Franklin), Franklin, IN - 46131,Run: 8.41 S May 22 2020 Print: 8.410 S May 22 2020 MiTek Industries, Inc. Thu Aug 20 06:20:47 Page: 1 ID:cqy7JbhWX7lo_1D7tKcm5tyyti2-pWBzZG25SrX6YrCx1qqNGpD_7UyD_MDPkXnCPtym1tk August 20,2020 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 7.512 =3x6 =3x5 =3x5 =4x5 22 21 20 19 18 17 16 15 14 13 12 1 2 3 4 5 23 6 7 8 9 10 11 12-11-12 12-11-129-5-51-4-09-5-5Scale = 1:55.3 Plate Offsets (X, Y):[12:Edge,0-3-8] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.15 TC 0.37 Vert(LL)n/a -n/a 999 MT20 197/144 TCDL 7.0 Lumber DOL 1.15 BC 0.34 Vert(TL)n/a -n/a 999 BCLL 0.0*Rep Stress Incr YES WB 0.11 Horiz(TL)0.00 12 n/a n/a BCDL 10.0 Code IRC2018/TPI2014 Matrix-R Weight: 93 lb FT = 20% LUMBER TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x6 SPF No.2 *Except* 11-12:2x4 SPF No.2 OTHERS 2x4 SPF Stud *Except* 13-10,14-9,15-8,16-7:2x4 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 10-0-0 oc bracing. WEBS 1 Row at midpt 11-12, 10-13 REACTIONS (size)12=12-11-12, 13=12-11-12, 14=12-11-12, 15=12-11-12, 16=12-11-12, 17=12-11-12, 18=12-11-12, 19=12-11-12, 20=12-11-12, 21=12-11-12, 22=12-11-12 Max Horiz 22=252 (LC 9) Max Uplift 12=-62 (LC 11), 13=-39 (LC 12), 14=-17 (LC 9), 15=-32 (LC 12), 16=-25 (LC 12), 17=-26 (LC 12), 18=-24 (LC 12), 19=-33 (LC 12), 21=-370 (LC 9), 22=-279 (LC 10) Max Grav 12=66 (LC 8), 13=99 (LC 1), 14=107 (LC 19), 15=98 (LC 1), 16=101 (LC 19), 17=99 (LC 19), 18=99 (LC 19), 19=103 (LC 19), 20=102 (LC 1), 21=296 (LC 10), 22=449 (LC 9) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-22=-532/331, 1-2=-607/384, 2-3=-408/263, 3-4=-381/251, 4-5=-344/233, 5-23=-308/210, 6-23=-305/215, 6-7=-272/198, 7-8=-232/180, 8-9=-189/163, 9-10=-147/148, 10-11=-78/88, 11-12=-43/52 BOT CHORD 21-22=-109/137, 20-21=-109/137, 19-20=-109/137, 18-19=-109/137, 17-18=-109/137, 16-17=-109/137, 15-16=-109/137, 14-15=-109/137, 13-14=-109/137, 12-13=-109/137 WEBS 10-13=-137/129, 9-14=-74/69, 8-15=-72/69, 7-16=-74/65, 6-17=-72/58, 5-18=-73/69, 4-19=-73/71, 3-20=-74/65, 2-21=-246/368 NOTES 1)Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=4.2psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) exterior zone and C-C Corner(3E) 0-2-12 to 5-7-7, Exterior(2N) 5-7-7 to 12-10-0 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 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)All plates are 2x4 MT20 unless otherwise indicated. 4)Gable requires continuous bottom chord bearing. 5)Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 6)Gable studs spaced at 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 has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 9)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 279 lb uplift at joint 22, 62 lb uplift at joint 12, 39 lb uplift at joint 13, 17 lb uplift at joint 14, 32 lb uplift at joint 15, 25 lb uplift at joint 16, 26 lb uplift at joint 17, 24 lb uplift at joint 18, 33 lb uplift at joint 19 and 370 lb uplift at joint 21. 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 5 Tallyns Ridge-Roof Trusses I42503352EBMonopitch Supported Gable 1 120080136-A Job Reference (optional) Carter Components (Franklin), Franklin, IN - 46131,Run: 8.41 S May 22 2020 Print: 8.410 S May 22 2020 MiTek Industries, Inc. Thu Aug 20 06:20:47 Page: 1 ID:V8FVHa9MaoXPYs7Q6IIgduyythS-pWBzZG25SrX6YrCx1qqNGpD?qUyP_TjPkXnCPtym1tk August 20,2020 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 7.5 12 =3x5 =3x5 =2x4 =2x4 =2x4 =2x4 =2x4 =2x4 =2x4 =2x4 10 9 8 7 6 1 2 3 4 5 5-0-12 5-0-124-5-151-4-04-5-15Scale = 1:32.8 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 0.32 Vert(LL)n/a -n/a 999 MT20 197/144 TCDL 7.0 Lumber DOL 1.15 BC 0.18 Vert(TL)n/a -n/a 999 BCLL 0.0*Rep Stress Incr YES WB 0.08 Horiz(TL)0.00 6 n/a n/a BCDL 10.0 Code IRC2018/TPI2014 Matrix-R Weight: 26 lb FT = 20% LUMBER TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF Stud OTHERS 2x4 SPF Stud BRACING TOP CHORD Structural wood sheathing directly applied or 5-0-12 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (size)6=5-0-12, 7=5-0-12, 8=5-0-12, 9=5-0-12, 10=5-0-12 Max Horiz 10=113 (LC 9) Max Uplift 6=-25 (LC 9), 7=-21 (LC 12), 8=-16 (LC 12), 9=-127 (LC 9), 10=-88 (LC 10) Max Grav 6=48 (LC 19), 7=99 (LC 1), 8=102 (LC 1), 9=156 (LC 19), 10=154 (LC 9) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-10=-256/152, 1-2=-317/194, 2-3=-177/121, 3-4=-123/101, 4-5=-62/67, 5-6=-44/58 BOT CHORD 9-10=-55/71, 8-9=-55/71, 7-8=-55/71, 6-7=-55/71 WEBS 4-7=-81/104, 3-8=-75/106, 2-9=-158/257 NOTES 1)Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=4.2psf; 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)All plates are 2x4 MT20 unless otherwise indicated. 4)Gable requires continuous bottom chord bearing. 5)Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 6)Gable studs spaced at 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 has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 9)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 88 lb uplift at joint 10, 25 lb uplift at joint 6, 21 lb uplift at joint 7, 16 lb uplift at joint 8 and 127 lb uplift at joint 9. 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 5 Tallyns Ridge-Roof Trusses I42503353EB1Monopitch Supported Gable 1 120080136-A Job Reference (optional) Carter Components (Franklin), Franklin, IN - 46131,Run: 8.41 S May 22 2020 Print: 8.410 S May 22 2020 MiTek Industries, Inc. Thu Aug 20 06:20:47 Page: 1 ID:omiZKnRPwAZ?QYy2WLjIcyyyth4-pWBzZG25SrX6YrCx1qqNGpD?gU?r_TFPkXnCPtym1tk August 20,2020 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 1012 =3x6 =3x5 =4x5 =3x5 =3x6 1 13 2 20 19 18 17 16 15 14 12 3 11 4 10 5 9 21 2268 7 1-0-0 13 -1-0 1-0-0 -1-0-0 6-0-8 12 -1-0 6-0-8 6-0-8 12 -1-06-3-00-10-05-10-7Scale = 1:40.6 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 0.05 Vert(LL)n/a -n/a 999 MT20 197/144 TCDL 7.0 Lumber DOL 1.15 BC 0.03 Vert(CT)n/a -n/a 999 BCLL 0.0*Rep Stress Incr YES WB 0.08 Horz(CT)0.00 12 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* 17-7:2x4 SPF No.2 SLIDER Left 2x4 SPF Stud -- 1-8-0, Right 2x4 SPF Stud -- 1-8-0 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=12-1-0, 12=12-1-0, 14=12-1-0, 15=12-1-0, 16=12-1-0, 17=12-1-0, 18=12-1-0, 19=12-1-0, 20=12-1-0 Max Horiz 2=108 (LC 11) Max Uplift 2=-27 (LC 8), 12=-2 (LC 9), 14=-72 (LC 13), 15=-34 (LC 13), 16=-31 (LC 13), 18=-33 (LC 12), 19=-32 (LC 12), 20=-78 (LC 12) Max Grav 2=155 (LC 20), 12=153 (LC 1), 14=141 (LC 20), 15=93 (LC 20), 16=105 (LC 20), 17=105 (LC 13), 18=108 (LC 19), 19=92 (LC 1), 20=147 (LC 19) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/17, 2-3=-115/69, 3-4=-86/77, 4-5=-74/55, 5-21=-67/105, 6-21=-52/108, 6-7=-84/155, 7-8=-84/155, 8-22=-52/105, 9-22=-61/102, 9-10=-53/45, 10-11=-58/43, 11-12=-94/36, 12-13=0/17 BOT CHORD 2-20=-38/120, 19-20=-38/120, 18-19=-38/120, 17-18=-38/120, 16-17=-38/120, 15-16=-38/120, 14-15=-38/120, 12-14=-38/120 WEBS 7-17=-144/53, 6-18=-80/67, 5-19=-70/86, 4-20=-105/140, 8-16=-77/66, 9-15=-72/87, 10-14=-100/137 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=4.2psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) exterior zone and C-C Corner(3E) -1-0-0 to 4-4-11, Exterior(2N) 4-4-11 to 6-0-8, Corner(3R) 6-0-8 to 11-5-3, Exterior(2N) 11-5-3 to 13-1-0 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)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 has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 9)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 27 lb uplift at joint 2, 2 lb uplift at joint 12, 33 lb uplift at joint 18, 32 lb uplift at joint 19, 78 lb uplift at joint 20, 31 lb uplift at joint 16, 34 lb uplift at joint 15 and 72 lb uplift at joint 14. 10)This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply 5 Tallyns Ridge-Roof Trusses I42503354FBCommon Supported Gable 1 120080136-A Job Reference (optional) Carter Components (Franklin), Franklin, IN - 46131,Run: 8.41 S May 22 2020 Print: 8.410 S May 22 2020 MiTek Industries, Inc. Thu Aug 20 06:20:48 Page: 1 ID:aOIIHnM41X8DYEmezI47h_yytfu-HjlLmc2jD8fzA?n7bXLcp1mFeuNPjwZYyBWlxJym1tj August 20,2020 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 1012 =4x8 =5x6 =2x4 =4x8 1 5 2 6 4 127 118 9 10 3 1-0-0 13 -1-0 1-0-0 -1-0-0 6-0-8 6-0-8 6-0-8 12 -1-0 6-0-8 6-0-8 6-0-8 12 -1-06-5-90-10-05-10-7Scale = 1:42.6 Plate Offsets (X, Y):[2:Edge,0-0-13], [4:Edge,0-0-13] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.15 TC 0.41 Vert(LL)-0.01 4-6 >999 600 MT20 197/144 TCDL 7.0 Lumber DOL 1.15 BC 0.64 Vert(TL)-0.07 4-6 >999 600 BCLL 0.0*Rep Stress Incr NO WB 0.06 Horiz(TL)0.01 4 n/a n/a BCDL 10.0 Code IRC2006/TPI2002 Matrix-S Wind(LL)0.01 2-6 >999 240 Weight: 109 lb FT = 20% LUMBER TOP CHORD 2x6 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF Stud WEDGE Left: 2x4 SPF Stud Right: 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=0-3-8, 4=0-3-8 Max Horiz 2=128 (LC 6) Max Grav 2=713 (LC 1), 4=2395 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/22, 2-7=-815/0, 7-8=-793/0, 8-9=-743/0, 3-9=-621/0, 3-10=-462/0, 10-11=-743/0, 11-12=-1329/0, 4-12=-1541/0, 4-5=0/251 BOT CHORD 2-6=0/547, 4-6=0/547 WEBS 3-6=0/298 NOTES 1)2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x6 - 2 rows staggered at 0-8-0 oc. Bottom chords connected as follows: 2x4 - 1 row 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 7-05; 90mph; TCDL=4.2psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (low-rise) exterior zone and C-C Exterior (2) -1-0-0 to 4-4-11, Interior (1) 4-4-11 to 6-0-8, Exterior (2) 6-0-8 to 11-5-3, Interior (1) 11-5-3 to 13-1-0 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)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 7)Load case(s) 1 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. LOAD CASE(S) Standard 1)Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (lb/ft) Vert: 1-3=-54, 2-4=-20 Trapezoidal Loads (lb/ft) Vert: 3=-54-to-10=-195 (F=-141), 10=-195 (F=-141)- to-11=-458 (F=-404), 11=-458 (F=-404)-to-12=-513 (F=-459), 12=-513 (F=-459)-to-4=-556 (F=-502), 4=-556 (F=-502)-to-5=-654 (F=-600) Job Truss Truss Type Qty Ply 5 Tallyns Ridge-Roof Trusses I42503355FGCommon1220080136-A Job Reference (optional) Carter Components (Franklin), Franklin, IN - 46131,Run: 8.41 S May 22 2020 Print: 8.410 S May 22 2020 MiTek Industries, Inc. Thu Aug 20 06:20:48 Page: 1 ID:qYbmrNpek84fVFUWx?V1l0yyoBQ-HjlLmc2jD8fzA?n7bXLcp1m95uDsjxqYyBWlxJym1tj August 20,2020 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 3.33 12 =3x8 =4x5 2 5 1 3 4 1-2-7 -1-2-7 3-5-0 3-5-0 0-0-9 0-0-9 3-4-7 3-5-01-9-90-10-31-9-9Scale = 1:27 Plate Offsets (X, Y):[2:0-6-5,0-0-4] 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 0.12 Vert(LL)-0.01 2-5 >999 240 MT20 197/144 TCDL 7.0 Lumber DOL 1.15 BC 0.11 Vert(CT)-0.02 2-5 >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: 13 lb FT = 20% LUMBER TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 SLIDER Left 2x6 SPF No.2 -- 1-10-2 BRACING TOP CHORD Structural wood sheathing directly applied or 3-5-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (size)2=0-1-9, 4= Mechanical, 5= Mechanical Max Horiz 2=37 (LC 12) Max Uplift 2=-47 (LC 8), 4=-40 (LC 12) Max Grav 2=201 (LC 1), 4=79 (LC 1), 5=67 (LC 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-12/0, 2-3=-53/11, 3-4=-29/16 BOT CHORD 2-5=0/0 NOTES 1)Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=4.2psf; 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 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 4)Refer to girder(s) for truss to truss connections. 5)Provide mechanical connection (by others) of truss to bearing plate at joint(s) 2. 6)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 40 lb uplift at joint 4 and 47 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. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply 5 Tallyns Ridge-Roof Trusses I42503356J1Jack-Open 1 120080136-A Job Reference (optional) Carter Components (Franklin), Franklin, IN - 46131,Run: 8.41 S May 22 2020 Print: 8.410 S May 22 2020 MiTek Industries, Inc. Thu Aug 20 06:20:49 Page: 1 ID:KjyqIf5ZSvm_28seyUt7Nfyyo8U-lvJjzy3L_Snqn9MJ8FsrLEJPJIiOSO_hBrGJTlym1ti August 20,2020 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 6 12 =3x8 =4x5 2 5 1 3 4 0-8-0 -0-8-0 2-0-0 2-0-0 2-0-01-10-30-10-31-10-3Scale = 1:24.9 Plate Offsets (X, Y):[2:0-3-4,0-0-6] 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 0.05 Vert(LL)0.00 2-5 >999 240 MT20 197/144 TCDL 7.0 Lumber DOL 1.15 BC 0.04 Vert(CT)0.00 2-5 >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: 9 lb FT = 20% LUMBER TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 SLIDER Left 2x6 SPF No.2 -- 1-6-15 BRACING TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (size)2=0-1-8, 4= Mechanical, 5= Mechanical Max Horiz 2=39 (LC 12) Max Uplift 2=-4 (LC 12), 4=-35 (LC 12) Max Grav 2=116 (LC 1), 4=48 (LC 1), 5=40 (LC 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-11/0, 2-3=-45/17, 3-4=-32/19 BOT CHORD 2-5=0/0 NOTES 1)Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=4.2psf; 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)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 4)Refer to girder(s) for truss to truss connections. 5)Provide mechanical connection (by others) of truss to bearing plate at joint(s) 2. 6)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 4 lb uplift at joint 2 and 35 lb uplift at joint 4. 7)This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply 5 Tallyns Ridge-Roof Trusses I42503357J2Jack-Open 1 120080136-A Job Reference (optional) Carter Components (Franklin), Franklin, IN - 46131,Run: 8.41 S May 22 2020 Print: 8.410 S May 22 2020 MiTek Industries, Inc. Thu Aug 20 06:20:49 Page: 1 ID:Z_35KMcXK7Buikevz08Cdkyyo7p-lvJjzy3L_Snqn9MJ8FsrLEJQRIjZSO_hBrGJTlym1ti August 20,2020 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 4 12 =3x5 =3x5 =2x4 =2x4 2 5 1 3 4 0-8-0 -0-8-0 5-0-12 5-0-12 0-1-8 5-0-12 4-11-4 4-11-42-5-20-8-142-1-100-3-8Scale = 1:28.2 Plate Offsets (X, Y):[2:0-3-3,0-0-8] 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 0.35 Vert(LL)-0.04 2-5 >999 240 MT20 197/144 TCDL 7.0 Lumber DOL 1.15 BC 0.25 Vert(CT)-0.07 2-5 >842 180 BCLL 0.0*Rep Stress Incr YES WB 0.00 Horz(CT)0.00 5 n/a n/a BCDL 10.0 Code IRC2018/TPI2014 Matrix-P Weight: 18 lb FT = 20% LUMBER TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF Stud SLIDER Left 2x4 SPF Stud -- 2-6-11 BRACING TOP CHORD Structural wood sheathing directly applied or 5-0-12 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (size)2=0-1-8, 5=0-1-8 Max Horiz 2=62 (LC 9) Max Uplift 2=-36 (LC 8), 5=-26 (LC 12) Max Grav 2=220 (LC 1), 5=179 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-11/0, 2-3=-74/41, 3-4=-67/50, 4-5=-130/131 BOT CHORD 2-5=-28/31 NOTES 1)Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=4.2psf; 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)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 4)Bearing at joint(s) 5 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 5)Provide mechanical connection (by others) of truss to bearing plate at joint(s) 2, 5. 6)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 36 lb uplift at joint 2 and 26 lb uplift at joint 5. 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. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply 5 Tallyns Ridge-Roof Trusses I42503358PMonopitch15120080136-A Job Reference (optional) Carter Components (Franklin), Franklin, IN - 46131,Run: 8.41 S May 22 2020 Print: 8.410 S May 22 2020 MiTek Industries, Inc. Thu Aug 20 06:20:49 Page: 1 ID:W?LP8wsmr4H7Bjbv3s?bqfyyo6B-lvJjzy3L_Snqn9MJ8FsrLEJLnIgBSO_hBrGJTlym1ti August 20,2020 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 4 12 =3x5 =3x5 =2x4 =2x4 1 4 2 3 5-0-12 0-1-8 5-0-12 4-11-4 4-11-42-5-20-8-142-1-100-3-8Scale = 1:25.5 Plate Offsets (X, Y):[1:0-1-8,0-0-8] 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)-0.04 1-4 >999 240 MT20 197/144 TCDL 7.0 Lumber DOL 1.15 BC 0.25 Vert(CT)-0.07 1-4 >842 180 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 SLIDER Left 2x4 SPF Stud -- 2-6-11 BRACING TOP CHORD Structural wood sheathing directly applied or 5-0-12 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (size)1=0-1-8, 4=0-1-8 Max Horiz 1=65 (LC 9) Max Uplift 1=-14 (LC 8), 4=-27 (LC 12) Max Grav 1=182 (LC 1), 4=182 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-74/41, 2-3=-67/51, 3-4=-133/133 BOT CHORD 1-4=-28/31 NOTES 1)Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=4.2psf; 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)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 4)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. 5)Provide mechanical connection (by others) of truss to bearing plate at joint(s) 1, 4. 6)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 14 lb uplift at joint 1 and 27 lb uplift at joint 4. 7)This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply 5 Tallyns Ridge-Roof Trusses I42503359P1Monopitch1120080136-A Job Reference (optional) Carter Components (Franklin), Franklin, IN - 46131,Run: 8.41 S May 22 2020 Print: 8.410 S May 22 2020 MiTek Industries, Inc. Thu Aug 20 06:20:49 Page: 1 ID:0uA21Ox1ZcqsC?AmaHaiGjyyo3W-lvJjzy3L_Snqn9MJ8FsrLEJLaIgBSO_hBrGJTlym1ti August 20,2020 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 4 12 =3x5 =3x5 =5x10 =2x4 =3x5 =2x4 NAILED NAILED NAILED NAILED 2 7 9 6 1 3 4 8 5 0-8-0 -0-8-0 1-8-12 5-0-12 3-4-0 3-4-0 0-1-8 5-0-12 1-5-8 4-11-4 3-5-12 3-5-120-8-141-6-111-10-30-3-8Scale = 1:39.5 Plate Offsets (X, Y):[2:0-3-3,0-0-8], [4:0-5-0,0-1-13] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.15 TC 0.11 Vert(LL)-0.01 2-7 >999 240 MT20 197/144 TCDL 7.0 Lumber DOL 1.15 BC 0.12 Vert(CT)-0.01 2-7 >999 180 BCLL 0.0*Rep Stress Incr NO WB 0.06 Horz(CT)0.00 6 n/a n/a BCDL 10.0 Code IRC2018/TPI2014 Matrix-P Weight: 19 lb FT = 20% LUMBER TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF Stud SLIDER Left 2x4 SPF Stud -- 1-9-10 BRACING TOP CHORD Structural wood sheathing directly applied or 5-0-12 oc purlins, except end verticals, and 2-0-0 oc purlins: 4-5. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (size)2=0-1-8, 6=0-1-8 Max Horiz 2=45 (LC 5) Max Uplift 2=-42 (LC 4), 6=-39 (LC 5) Max Grav 2=221 (LC 1), 6=180 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-11/0, 2-3=-195/19, 3-4=-141/23, 4-8=-16/12, 5-8=-16/12, 5-6=-43/24 BOT CHORD 2-7=-29/133, 7-9=-25/140, 6-9=-25/140 WEBS 4-7=0/140, 4-6=-196/28 NOTES 1)Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=4.2psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) exterior zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 5)Bearing at joint(s) 6 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6)Provide mechanical connection (by others) of truss to bearing plate at joint(s) 2, 6. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 42 lb uplift at joint 2 and 39 lb uplift at joint 6. 8)This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 9)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 10)"NAILED" indicates 2-12d (0.148"x3.25") toe-nails per NDS guidlines. 11)In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1)Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (lb/ft) Vert: 1-4=-54, 4-5=-54, 2-6=-20 Concentrated Loads (lb) Vert: 9=-1 (B) Job Truss Truss Type Qty Ply 5 Tallyns Ridge-Roof Trusses I42503360P2Half Hip Girder 1 120080136-A Job Reference (optional) Carter Components (Franklin), Franklin, IN - 46131,Run: 8.41 S May 22 2020 Print: 8.410 S May 22 2020 MiTek Industries, Inc. Thu Aug 20 06:20:50 Page: 1 ID:j5IGidGzCvE1x9kygRZ1sQyyo35-lvJjzy3L_Snqn9MJ8FsrLEJPXIiJSO7hBrGJTlym1ti August 20,2020 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 10 12 =2x4 =2x4 =4x5 =2x4 1 4 3 2 0-4-2 4-7-11 1-11-11 4-3-8 2-3-13 2-3-13 4-7-111-11-70-0-41-7-12Scale = 1:25.5 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 7.0 Lumber DOL 1.15 BC 0.03 Vert(TL)n/a -n/a 999 BCLL 0.0*Rep Stress Incr YES WB 0.02 Horiz(TL)0.00 3 n/a n/a BCDL 10.0 Code IRC2018/TPI2014 Matrix-P Weight: 13 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 4-8-4 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (size)1=4-7-11, 3=4-7-11, 4=4-7-11 Max Horiz 1=-30 (LC 8) Max Uplift 1=-12 (LC 12), 3=-16 (LC 13) Max Grav 1=83 (LC 1), 3=83 (LC 1), 4=122 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-53/31, 2-3=-51/34 BOT CHORD 1-4=-7/24, 3-4=-7/24 WEBS 2-4=-74/41 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=4.2psf; 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)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 8)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 12 lb uplift at joint 1 and 16 lb uplift at joint 3. 9)This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply 5 Tallyns Ridge-Roof Trusses I42503361V1Valley1120080136-A Job Reference (optional) Carter Components (Franklin), Franklin, IN - 46131,Run: 8.41 S May 22 2020 Print: 8.410 S May 22 2020 MiTek Industries, Inc. Thu Aug 20 06:20:50 Page: 1 ID:yWCg22VNZF24MLuanvtNNozIeB8-D5s5BH4zlmvhPIxWiyN4uSrb4i2rBrzrQV?s?Bym1th August 20,2020 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 10 12 =2x4 =4x5 =2x4 =2x4 1 4 3 2 0-4-2 7-7-11 3-5-11 7-3-8 3-9-13 3-9-13 7-7-113-2-70-0-42-10-12Scale = 1:29.7 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.15 TC 0.17 Vert(LL)n/a -n/a 999 MT20 197/144 TCDL 7.0 Lumber DOL 1.15 BC 0.10 Vert(TL)n/a -n/a 999 BCLL 0.0*Rep Stress Incr YES WB 0.03 Horiz(TL)0.00 3 n/a n/a BCDL 10.0 Code IRC2018/TPI2014 Matrix-P Weight: 22 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)1=7-7-11, 3=7-7-11, 4=7-7-11 Max Horiz 1=-53 (LC 8) Max Uplift 1=-22 (LC 12), 3=-28 (LC 13) Max Grav 1=146 (LC 1), 3=146 (LC 1), 4=217 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-93/48, 2-3=-91/52 BOT CHORD 1-4=-13/43, 3-4=-13/43 WEBS 2-4=-131/60 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=4.2psf; 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)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 8)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 22 lb uplift at joint 1 and 28 lb uplift at joint 3. 9)This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply 5 Tallyns Ridge-Roof Trusses I42503362V2Valley1120080136-A Job Reference (optional) Carter Components (Franklin), Franklin, IN - 46131,Run: 8.41 S May 22 2020 Print: 8.410 S May 22 2020 MiTek Industries, Inc. Thu Aug 20 06:20:50 Page: 1 ID:ngZxJ5a895oD5GMj79znd3zIeB2-D5s5BH4zlmvhPIxWiyN4uSrZGi1nBrhrQV?s?Bym1th August 20,2020 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 1012 =2x4 =4x5 =2x4 =2x4 31 4 2 0-4-2 10-7-11 4-11-11 10 -3-8 5-3 -13 5-3 -13 10 -7-114-5-70-0-44-1-12Scale = 1:36.4 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 0.37 Vert(LL)n/a -n/a 999 MT20 197/144 TCDL 7.0 Lumber DOL 1.15 BC 0.21 Vert(TL)n/a -n/a 999 BCLL 0.0*Rep Stress Incr YES WB 0.07 Horiz(TL)0.00 3 n/a n/a BCDL 10.0 Code IRC2018/TPI2014 Matrix-P Weight: 31 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)1=10-7-11, 3=10-7-11, 4=10-7-11 Max Horiz 1=-76 (LC 8) Max Uplift 1=-31 (LC 12), 3=-41 (LC 13) Max Grav 1=210 (LC 1), 3=210 (LC 1), 4=311 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-134/64, 2-3=-130/64 BOT CHORD 1-4=-18/61, 3-4=-18/61 WEBS 2-4=-188/68 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=4.2psf; 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)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 8)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 31 lb uplift at joint 1 and 41 lb uplift at joint 3. 9)This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply 5 Tallyns Ridge-Roof Trusses I42503363V3Valley1120080136-A Job Reference (optional) Carter Components (Franklin), Franklin, IN - 46131,Run: 8.41 S May 22 2020 Print: 8.410 S May 22 2020 MiTek Industries, Inc. Thu Aug 20 06:20:50 Page: 1 ID:M5uog3XFsAQfEpd9S1Q4?RzIeB5-D5s5BH4zlmvhPIxWiyN4uSrW4i?7Bq5rQV?s?Bym1th August 20,2020 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 1012 =3x5 =2x4 =2x4 =4x5 =2x4 =2x4 =2x4 =3x5 1 8 7 6 5 2 4 109 3 0-4-2 13 -7-11 6-5-11 13 -3-8 6-9-13 6-9-13 13 -7-115-8-70-0-45-4-12Scale = 1:41.8 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 0.13 Vert(LL)n/a -n/a 999 MT20 197/144 TCDL 7.0 Lumber DOL 1.15 BC 0.10 Vert(TL)n/a -n/a 999 BCLL 0.0*Rep Stress Incr YES WB 0.08 Horiz(TL)0.00 5 n/a n/a BCDL 10.0 Code IRC2018/TPI2014 Matrix-S Weight: 45 lb FT = 20% LUMBER TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 OTHERS 2x4 SPF Stud *Except* 7-3:2x4 SPF No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (size)1=13-7-11, 5=13-7-11, 6=13-7-11, 7=13-7-11, 8=13-7-11 Max Horiz 1=-99 (LC 8) Max Uplift 1=-20 (LC 8), 5=-1 (LC 9), 6=-116 (LC 13), 8=-116 (LC 12) Max Grav 1=100 (LC 20), 5=86 (LC 19), 6=296 (LC 20), 7=230 (LC 1), 8=296 (LC 19) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-102/79, 2-9=-121/106, 3-9=-52/116, 3-10=-52/111, 4-10=-117/100, 4-5=-86/49 BOT CHORD 1-8=-31/86, 7-8=-31/86, 6-7=-31/86, 5-6=-31/86 WEBS 3-7=-146/0, 2-8=-224/246, 4-6=-224/246 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=4.2psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) exterior zone and C-C Corner(3E) 0-4-13 to 5-9-9, Exterior(2N) 5-9-9 to 6-10-2, Corner(3R) 6-10-2 to 12-2-13, Exterior(2N) 12-2-13 to 13-3-7 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)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)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 8)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 20 lb uplift at joint 1, 1 lb uplift at joint 5, 116 lb uplift at joint 8 and 116 lb uplift at joint 6. 9)This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply 5 Tallyns Ridge-Roof Trusses I42503364V4Valley1120080136-A Job Reference (optional) Carter Components (Franklin), Franklin, IN - 46131,Run: 8.41 S May 22 2020 Print: 8.410 S May 22 2020 MiTek Industries, Inc. Thu Aug 20 06:20:51 Page: 1 ID:zKnylU7MYvTr_BING6HKxZzIeAL-D5s5BH4zlmvhPIxWiyN4uSrZqi1nBq1rQV?s?Bym1th August 20,2020 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. 1012 =3x5 =2x4 =2x4 =5x6 =4x5 =2x4 =2x4 =3x5 51 8 11 7 612 2 4 109 3 0-4-2 16 -7-11 7-11-11 16-3-8 8-3-13 8-3-13 16 -7-116-11-70-0-46-7-12Scale = 1:47.3 Plate Offsets (X, Y):[7:0-3-0,0-3-0] 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 0.17 Vert(LL)n/a -n/a 999 MT20 197/144 TCDL 7.0 Lumber DOL 1.15 BC 0.14 Vert(TL)n/a -n/a 999 BCLL 0.0*Rep Stress Incr YES WB 0.10 Horiz(TL)0.00 5 n/a n/a BCDL 10.0 Code IRC2018/TPI2014 Matrix-S Weight: 57 lb FT = 20% LUMBER TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 OTHERS 2x4 SPF Stud *Except* 7-3:2x4 SPF No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (size)1=16-7-11, 5=16-7-11, 6=16-7-11, 7=16-7-11, 8=16-7-11 Max Horiz 1=-122 (LC 10) Max Uplift 1=-8 (LC 8), 6=-138 (LC 13), 8=-138 (LC 12) Max Grav 1=169 (LC 20), 5=152 (LC 19), 6=449 (LC 20), 7=330 (LC 22), 8=450 (LC 19) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-125/97, 2-9=-125/110, 3-9=-66/130, 3-10=-66/130, 4-10=-118/110, 4-5=-103/70 BOT CHORD 1-8=-42/105, 8-11=-42/105, 7-11=-42/105, 7-12=-42/105, 6-12=-42/105, 5-6=-42/105 WEBS 3-7=-136/0, 2-8=-268/252, 4-6=-268/252 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=4.2psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) exterior zone and C-C Corner(3E) 0-4-13 to 5-9-9, Exterior(2N) 5-9-9 to 8-4-2, Corner(3R) 8-4-2 to 13-8-13, Exterior(2N) 13-8-13 to 16-3-7 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)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)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 8)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 8 lb uplift at joint 1, 138 lb uplift at joint 8 and 138 lb uplift at joint 6. 9)This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply 5 Tallyns Ridge-Roof Trusses I42503365V5Valley1120080136-A Job Reference (optional) Carter Components (Franklin), Franklin, IN - 46131,Run: 8.41 S May 22 2020 Print: 8.410 S May 22 2020 MiTek Industries, Inc. Thu Aug 20 06:20:51 Page: 1 ID:r61TbrAtc8zGTob8VyMG6PzIeAH-iIQTOd5cW31Y1SWiGguJRfOk16MTwHs_f9lPYeym1tg August 20,2020 PRODUCT CODE APPROVALSLATERAL BRACING LOCATIONIndicates location where bearings(supports) occur. Icons vary butreaction section indicates jointnumber where bearings occur.Min size shown is for crushing only.Indicated by symbol shown and/orby text in the bracing section of theoutput. Use T or I bracingif indicated.The first dimension is the plate width measured perpendicular to slots. Second dimension isthe length parallel to slots.Center plate on joint unless x, yoffsets are indicated.Dimensions are in ft-in-sixteenths.Apply plates to both sides of trussand fully embed teeth.1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI.2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered.3. Never exceed the design loading shown and never stack materials on inadequately braced trusses.4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties.5. Cut members to bear tightly against each other.6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1.7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1.8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication.9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber.10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection.11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements.12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified.13. Top chords must be sheathed or purlins provided at spacing indicated on design.14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted.15. Connections not shown are the responsibility of others.16. Do not cut or alter truss member or plate without prior approval of an engineer.17. Install and load vertically unless indicated otherwise.18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use.19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone is not sufficient.20. Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria.21.The design does not take into account any dynamic or other loads other than those expressly stated.Failure to Follow Could Cause PropertyDamage or Personal Injury (Drawings not to scale)© 2012 MiTek® All Rights ReservedMiTek Engineering Reference Sheet: MII-7473 rev. 5/19/2020edge of truss.from outside"16/1-0ICC-ES Reports:ESR-1311, ESR-1352, ESR1988ER-3907, ESR-2362, ESR-1397, ESR-3282JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISEAROUND THE TRUSS STARTING AT THE JOINT FARTHEST TOTHE LEFT.CHORDS AND WEBS ARE IDENTIFIED BY END JOINTNUMBERS/LETTERS.W 4 - 6 W3-6W3 - 7 W2-7W1-7C1-8 C5-6C6-7C7-8C4-5 C3-4C2-3C1-2TOP CHORD TOP CHORD 87654321BOTTOM CHORDSTOP CHORDSBEARING4 x 4PLATE SIZEThis symbol indicates the required direction of slots inconnector plates."16/1For 4 x 2 orientation, locateplates 0- 1"4/3PLATE LOCATION AND ORIENTATIONSymbolsNumbering SystemGeneral Safety Notes *Plate location details available in MiTek 20/20software or upon request.Industry Standards:ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction.DSB-89: Design Standard for Bracing.BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses.6-4-8WEBSTrusses are designed for wind loads in the plane of the truss unless otherwise shown.Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others.dimensions shown in ft-in-sixteenths