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HomeMy WebLinkAboutTRUSS SPECS - 21-00434 - 1268 Stone Dr - New SFR.PDFMiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville, CA 95661 Telephone 916-755-3571 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 BMC West-Idaho Falls, ID. August 13,2021 Baxter, David Pages or sheets covered by this seal: R67618315 thru R67618337 My license renewal date for the state of Idaho is May 31, 2023. Idaho COA: 853 21-079417T 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. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general 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. MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville, CA 95661 512 =3x6 =5x6 =5x6 =3x10 =3x4 =3x10 =3x10 =5x6 =5x8 =3x10 =3x10 =3x4 =3x10 =5x6 =5x6 =3x6 2112 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 23 22 20 4943 5251193 453942 48 5044 1841754640 6 16 7 15 41 47 8 14 9 13 10 12 11 1-2-0 -1-2-0 1-2-0 39-2-0 6-2-4 38-0-0 6-2-4 6-2-4 6-2-0 25-2-0 6-2-0 19-0-0 6-7-12 12-10 -0 6-7-12 31-9-12 9-0-0 19-0-0 9-0-0 28 -0-0 10-0-0 38-0-0 10-0-0 10-0-08-8-100-4-18-3-1Scale = 1:70.3 Plate Offsets (X, Y):[5:0-3-0,0-3-0], [17:0-3-0,0-3-0], [25:0-3-0,0-3-0], [30:0-4-0,0-3-0], [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)35.0 Plate Grip DOL 1.15 TC 0.09 Vert(LL)n/a -n/a 999 MT20 220/195 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 0.42 Horz(CT)0.01 20 n/a n/a BCDL 7.0 Code IRC2018/TPI2014 Matrix-SH Weight: 250 lb FT = 20% LUMBER TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF-N 1800F 1.6E BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF-N 1800F 1.6E WEBS 2x4 DF Stud/Std *Except* 30-11,8-30,14-30:2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF-N 1800F 1.6E OTHERS 2x4 DF Stud/Std BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. JOINTS 1 Brace at Jt(s): 39, 40, 42, 45, 46, 48 REACTIONS (lb/size)2=278/38-0-0, 20=278/38-0-0, 22=274/38-0-0, 23=78/38-0-0, 24=186/38-0-0, 25=335/38-0-0, 26=200/38-0-0, 27=100/38-0-0, 28=196/38-0-0, 29=205/38-0-0, 30=215/38-0-0, 31=205/38-0-0, 32=196/38-0-0, 33=100/38-0-0, 34=200/38-0-0, 35=335/38-0-0, 36=186/38-0-0, 37=78/38-0-0, 38=274/38-0-0 Max Horiz 2=-148 (LC 11) Max Uplift 2=-60 (LC 6), 20=-66 (LC 7), 22=-89 (LC 11), 23=-2 (LC 11), 24=-38 (LC 11), 25=-78 (LC 11), 26=-78 (LC 11), 28=-70 (LC 11), 29=-61 (LC 11), 30=-15 (LC 10), 31=-63 (LC 10), 32=-68 (LC 10), 33=-5 (LC 10), 34=-80 (LC 10), 35=-76 (LC 10), 36=-40 (LC 10), 37=-6 (LC 10), 38=-89 (LC 10) Max Grav 2=279 (LC 23), 20=279 (LC 24), 22=274 (LC 1), 23=79 (LC 24), 24=187 (LC 24), 25=340 (LC 24), 26=200 (LC 24), 27=101 (LC 24), 28=196 (LC 1), 29=209 (LC 24), 30=215 (LC 1), 31=209 (LC 23), 32=196 (LC 1), 33=101 (LC 23), 34=200 (LC 23), 35=340 (LC 23), 36=187 (LC 23), 37=79 (LC 23), 38=274 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/35, 2-3=-162/75, 3-4=-133/102, 4-6=-88/149, 6-7=-25/156, 7-8=-25/153, 8-9=-27/113, 9-10=-41/134, 10-11=-56/154, 11-12=-56/150, 12-13=-41/110, 13-14=-27/83, 14-15=-25/128, 15-16=-8/117, 16-18=-88/115, 18-19=-133/51, 19-20=-143/13, 20-21=0/35 BOT CHORD 2-38=-37/134, 37-38=-37/134, 36-37=-37/134, 34-36=-47/154, 33-34=-47/154, 32-33=-47/154, 31-32=-47/154, 29-31=-47/154, 28-29=-47/136, 27-28=-47/136, 26-27=-47/136, 24-26=-47/136, 23-24=0/88, 22-23=0/88, 20-22=0/88 WEBS 11-30=-173/0, 5-44=-226/118, 43-44=-145/83, 35-43=-239/126, 25-49=-239/132, 49-50=-145/89, 17-50=-226/123, 35-42=-126/1, 8-42=-123/0, 14-48=-123/2, 25-48=-126/2, 8-41=-65/72, 40-41=-27/56, 39-40=-27/55, 30-39=-27/55, 30-45=-27/72, 45-46=-27/72, 46-47=-27/74, 14-47=-65/77, 10-39=-178/90, 31-39=-181/89, 9-40=-178/83, 32-40=-169/85, 33-41=-71/23, 7-42=-190/89, 34-42=-188/88, 6-43=-168/76, 36-44=-147/63, 4-37=-60/20, 3-38=-229/109, 12-45=-178/90, 29-45=-181/89, 13-46=-178/83, 28-46=-169/87, 27-47=-71/7, 15-48=-190/88, 26-48=-188/86, 16-49=-168/76, 24-50=-147/61, 18-23=-60/16, 19-22=-229/110 NOTES 1)Unbalanced roof live loads have been considered for this design. Job Truss Truss Type Qty Ply R67618315A01Common Supported Gable 1 121-079417T Job Reference (optional) Builders FirstSource (Idaho Falls, ID), Idaho Falls, ID - 83402,Run: 8.43 S Jul 29 2021 Print: 8.430 S Jul 29 2021 MiTek Industries, Inc. Fri Aug 13 18:01:58 Page: 1 ID:0?ycVfr?Duha3c9x12AUCez_7iU-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f Continued on page 2 August 13,2021 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general 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. MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville, CA 95661 2)Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Exterior(2E) -1-2-0 to 2-7-10, Interior (1) 2-7-10 to 15-0-0, Exterior(2R) 15-0-0 to 23-0-0, Interior (1) 23-0-0 to 35-4-6, Exterior(2E) 35-4-6 to 39-2-0 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 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 1.5x4 MT20 unless otherwise indicated. 5)Gable requires continuous bottom chord bearing. 6)Gable studs spaced at 2-0-0 oc. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 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 60 lb uplift at joint 2, 76 lb uplift at joint 35, 15 lb uplift at joint 30, 78 lb uplift at joint 25, 66 lb uplift at joint 20, 63 lb uplift at joint 31, 68 lb uplift at joint 32, 5 lb uplift at joint 33, 80 lb uplift at joint 34, 40 lb uplift at joint 36, 6 lb uplift at joint 37, 89 lb uplift at joint 38, 61 lb uplift at joint 29, 70 lb uplift at joint 28, 78 lb uplift at joint 26, 38 lb uplift at joint 24, 2 lb uplift at joint 23 and 89 lb uplift at joint 22. 10)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2. 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. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply R67618315A01Common Supported Gable 1 121-079417T Job Reference (optional) Builders FirstSource (Idaho Falls, ID), Idaho Falls, ID - 83402,Run: 8.43 S Jul 29 2021 Print: 8.430 S Jul 29 2021 MiTek Industries, Inc. Fri Aug 13 18:01:58 Page: 2 ID:0?ycVfr?Duha3c9x12AUCez_7iU-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general 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. MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville, CA 95661 512 =3x10 =5x8 =5x10 =3x4 =5x6 =5x8 =3x4 =5x10 =5x8 =3x10 91 2 12 17 18 11 19 20 10 8 1613 73 4 6 1514 5 1-2-0 -1-2-0 1-2-0 39-2-0 6-2-4 38-0-0 6-2-4 6-2-4 6-1-6 25-1-6 6-1-6 19 -0-0 6-8-5 12-10-10 6-8-5 31 -9-12 9-0-0 28 -0-0 9-0-0 19-0-0 10-0-0 10-0-0 10-0-0 38-0-08-8-100-4-18-3-1Scale = 1:70.3 Plate Offsets (X, Y):[2:0-10-0,0-0-6], [3:0-4-0,0-3-0], [7:0-4-0,0-3-0], [8:0-10-0,0-0-6], [10:0-5-0,0-3-0], [11:0-4-0,0-3-0], [12:0-5-0,0-3-0] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)35.0 Plate Grip DOL 1.15 TC 0.54 Vert(LL)-0.39 11-12 >999 360 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.82 Vert(CT)-0.56 11-12 >807 240 BCLL 0.0 *Rep Stress Incr YES WB 0.28 Horz(CT)0.17 8 n/a n/a BCDL 7.0 Code IRC2018/TPI2014 Matrix-SH Wind(LL)0.15 11-12 >999 240 Weight: 171 lb FT = 20% LUMBER TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF-N 1800F 1.6E BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF-N 1800F 1.6E WEBS 2x4 DF Stud/Std *Except* 11-5,11-6,11-4:2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF-N 1800F 1.6E BRACING TOP CHORD Structural wood sheathing directly applied or 2-9-13 oc purlins. BOT CHORD Rigid ceiling directly applied or 7-7-2 oc bracing. WEBS 1 Row at midpt 6-11, 4-11 REACTIONS (lb/size)2=1957/0-5-8, 8=1957/0-5-8 Max Horiz 2=-148 (LC 15) Max Uplift 2=-391 (LC 10), 8=-391 (LC 11) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/36, 2-4=-3990/764, 4-5=-2481/588, 5-6=-2481/588, 6-8=-3990/764, 8-9=0/36 BOT CHORD 2-8=-771/3575 WEBS 5-11=-249/1476, 6-11=-965/337, 6-10=-74/635, 7-10=-551/260, 4-11=-965/337, 4-12=-74/635, 3-12=-551/260 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=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Exterior(2E) -1-2-0 to 2-7-10, Interior (1) 2-7-10 to 15-2-6, Exterior(2R) 15-2-6 to 22-9-10, Interior (1) 22-9-10 to 35-4-6, Exterior(2E) 35-4-6 to 39-2-0 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 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 = 7.0psf. 5)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 391 lb uplift at joint 2 and 391 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 R67618316A02Common4121-079417T Job Reference (optional) Builders FirstSource (Idaho Falls, ID), Idaho Falls, ID - 83402,Run: 8.43 S Jul 29 2021 Print: 8.430 S Jul 29 2021 MiTek Industries, Inc. Fri Aug 13 18:02:01 Page: 1 ID:ymqoSz6kImQ2fWmodRfosBz_7ob-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f August 13,2021 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general 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. MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville, CA 95661 512 =3x10 =5x8 =5x10 =3x4 =5x6 =5x8 =3x4 =5x10 =5x8 =3x10 1 2 11 16 17 10 18 19 9 8 12 15 3 7 4 61413 5 1-2-0 -1-2-0 6-2-4 6-2-4 6-2-4 38-0-0 6-1-6 25-1-6 6-1-6 19-0-0 6-8-6 31-9-12 6-8-6 12-10-10 9-0-0 28 -0-0 9-0-0 19 -0-0 10-0-0 10-0-0 10-0-0 38-0-08-8-100-4-18-3-1Scale = 1:67.9 Plate Offsets (X, Y):[2:0-10-0,0-0-6], [3:0-4-0,0-3-0], [7:0-4-0,0-3-0], [8:0-10-0,0-0-6], [9:0-5-0,0-3-0], [10:0-4-0,0-3-0], [11:0-5-0,0-3-0] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)35.0 Plate Grip DOL 1.15 TC 0.59 Vert(LL)-0.40 10-11 >999 360 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.84 Vert(CT)-0.56 10-11 >802 240 BCLL 0.0 *Rep Stress Incr YES WB 0.29 Horz(CT)0.17 8 n/a n/a BCDL 7.0 Code IRC2018/TPI2014 Matrix-SH Wind(LL)0.15 10-11 >999 240 Weight: 169 lb FT = 20% LUMBER TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF-N 1800F 1.6E BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF-N 1800F 1.6E WEBS 2x4 DF Stud/Std *Except* 10-5,10-6,10-4:2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF-N 1800F 1.6E BRACING TOP CHORD Structural wood sheathing directly applied or 2-8-3 oc purlins. BOT CHORD Rigid ceiling directly applied or 7-6-12 oc bracing. WEBS 1 Row at midpt 6-10, 4-10 REACTIONS (lb/size)2=1964/0-5-8, 8=1837/0-5-8 Max Horiz 2=157 (LC 14) Max Uplift 2=-392 (LC 10), 8=-353 (LC 11) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/38, 2-4=-3993/764, 4-5=-2486/556, 5-6=-2486/556, 6-8=-3996/774 BOT CHORD 2-8=-779/3603 WEBS 5-10=-254/1479, 6-10=-972/339, 6-9=-79/647, 7-9=-564/265, 4-10=-964/336, 4-11=-73/634, 3-11=-550/259 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=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Exterior(2E) -1-2-11 to 2-6-15, Interior (1) 2-6-15 to 13-7-8, Exterior(2R) 13-7-8 to 24-4-8, Interior (1) 24-4-8 to 33-11-10, Exterior(2E) 33-11-10 to 37-9-4 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 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 = 7.0psf. 5)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 392 lb uplift at joint 2 and 353 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 R67618317A03Hip1121-079417T Job Reference (optional) Builders FirstSource (Idaho Falls, ID), Idaho Falls, ID - 83402,Run: 8.43 S Jul 29 2021 Print: 8.430 S Jul 29 2021 MiTek Industries, Inc. Fri Aug 13 18:02:01 Page: 1 ID:Oj2MB4Ar5LPPVH6AVRnU6Byoy9m-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f August 13,2021 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general 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. MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville, CA 95661 512 2.512=4x12 =5x8 =4x5 =3x4 =1.5x4 =10x16 =5x10 =8x12 =2x4 =2x4 =5x8 =6x8 =3x10 1 11 10 92 15 12 17 14 3 8 13 4 716 5 6 1-2-0 -1-2-0 4-1-3 10-3-8 4-0-0 19-0-0 4-8-8 15-0-0 5-8-0 24-8-0 6-1-10 30-9-10 6-2-4 6-2-4 7-2-6 38-0-0 0-5-8 0-5-8 6-3-6 30-9-10 7-0-12 15-0-0 7-2-6 38-0-0 7-5-12 7-11-4 9-6-4 24-6-48-8-100-4-11-0-98-3-11-0-91-0-91-11-133-0-6Scale = 1:70.5 Plate Offsets (X, Y):[2:0-3-13,0-0-4], [3:0-4-0,0-3-0], [8:0-4-0,0-3-4], [9:0-10-0,0-0-6], [10:0-3-8,0-3-0], [12:0-3-4,0-4-8], [13:0-5-10,0-5-0] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)35.0 Plate Grip DOL 1.15 TC 0.94 Vert(LL)-0.82 13-14 >553 360 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.81 Vert(CT)-1.15 13-14 >394 240 BCLL 0.0 *Rep Stress Incr YES WB 0.50 Horz(CT)0.53 9 n/a n/a BCDL 7.0 Code IRC2018/TPI2014 Matrix-SH Wind(LL)0.41 13-14 >999 240 Weight: 194 lb FT = 20% LUMBER TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF-N 1800F 1.6E BOT CHORD 2x6 DF 1800F 1.6E or 2x6 DF SS *Except* 7-11:2x4 DF Stud/Std, 11-9:2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF-N 1800F 1.6E WEBS 2x4 DF Stud/Std *Except* 13-6,12-6,12-10:2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF-N 1800F 1.6E BRACING TOP CHORD Structural wood sheathing directly applied or 1-6-11 oc purlins. BOT CHORD Rigid ceiling directly applied or 7-1-4 oc bracing. REACTIONS (lb/size)2=1972/0-5-8, 9=1845/ Mechanical Max Horiz 2=157 (LC 14) Max Uplift 2=-394 (LC 10), 9=-355 (LC 11) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/41, 2-4=-7395/1456, 4-5=-5782/1025, 5-6=-5763/1096, 6-7=-4005/862, 7-9=-4071/764 BOT CHORD 2-14=-1447/6835, 13-14=-1205/6295, 12-13=-424/3145, 11-12=0/90, 7-12=-508/237, 10-11=-50/162, 9-10=-614/3646 WEBS 6-13=-691/3445, 6-12=-371/1044, 5-13=-380/180, 4-13=-943/334, 4-14=-90/480, 3-14=-365/202, 8-10=-518/153, 8-12=-293/179, 10-12=-580/3559 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=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Exterior(2E) -1-2-11 to 2-6-15, Interior (1) 2-6-15 to 13-7-8, Exterior(2R) 13-7-8 to 24-8-0, Interior (1) 24-8-0 to 34-1-10, Exterior(2E) 34-1-10 to 37-11-4 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 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)Refer to girder(s) for truss to truss connections. 6)Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 394 lb uplift at joint 2 and 355 lb uplift at joint 9. 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 R67618318A04Hip3121-079417T Job Reference (optional) Builders FirstSource (Idaho Falls, ID), Idaho Falls, ID - 83402,Run: 8.43 S Jul 29 2021 Print: 8.430 S Jul 29 2021 MiTek Industries, Inc. Fri Aug 13 18:02:01 Page: 1 ID:5K0Q27sIA3lZWfdhasjxhWyoy2P-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f August 13,2021 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general 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. MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville, CA 95661 512 2.512=4x12 =5x8 =4x5 =3x4 =10x16 =1.5x4 =7x8 =4x5 =3x4 =6x12 =2x4 =2x6 =5x8 =5x8 =3x10 1 12 11 10213 17 20 16 14 3 9 15 4 8 191875 6 1-2-0 -1-2-0 3-1-5 26-4-12 4-1-3 10-3-8 4-0-0 19-0-0 4-3-7 23-3-7 4-8-8 15-0-0 5-4-14 31 -9-10 6-2-4 6-2-4 6-2-6 38-0-0 0-5-8 0-5-8 4-0-0 19-0-0 5-6-10 31-9-10 6-2-6 38-0-0 7-0-12 15-0-0 7-3-0 26 -3-0 7-5-12 7-11-48-8-100-4-10-8-48-3-10-8-40-8-42-4-23-0-6Scale = 1:70.5 Plate Offsets (X, Y):[2:0-3-13,0-0-4], [3:0-4-0,0-3-0], [6:0-3-4,0-1-12], [9:0-4-0,0-3-0], [10:0-10-0,0-0-6], [11:0-3-8,0-2-8], [13:0-5-12,0-3-8], [15:0-5-10,0-5-0] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)35.0 Plate Grip DOL 1.15 TC 0.94 Vert(LL)-0.82 15-16 >552 360 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.80 Vert(CT)-1.16 15-16 >391 240 BCLL 0.0 *Rep Stress Incr YES WB 0.48 Horz(CT)0.53 10 n/a n/a BCDL 7.0 Code IRC2018/TPI2014 Matrix-SH Wind(LL)0.41 15-16 >999 240 Weight: 202 lb FT = 20% LUMBER TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF-N 1800F 1.6E BOT CHORD 2x6 DF 1800F 1.6E or 2x6 DF SS *Except* 8-12,12-10:2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF-N 1800F 1.6E WEBS 2x4 DF Stud/Std *Except* 11-13,6-15:2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF-N 1800F 1.6E BRACING TOP CHORD Structural wood sheathing directly applied or 1-6-15 oc purlins. BOT CHORD Rigid ceiling directly applied or 7-1-4 oc bracing. REACTIONS (lb/size)2=1972/0-5-8, 10=1845/ Mechanical Max Horiz 2=157 (LC 14) Max Uplift 2=-394 (LC 10), 10=-355 (LC 11) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/41, 2-4=-7407/1454, 4-5=-5753/1027, 5-6=-5739/1100, 6-7=-3433/689, 7-8=-3945/806, 8-10=-4139/764 BOT CHORD 2-16=-1445/6847, 15-16=-1206/6281, 14-15=-404/3167, 13-14=-540/3558, 12-13=0/86, 8-13=-333/148, 11-12=-75/399, 10-11=-642/3722 WEBS 6-14=-180/646, 11-13=-580/3370, 9-13=-320/163, 9-11=-382/126, 5-15=-381/182, 6-15=-722/3346, 3-16=-364/202, 4-16=-86/503, 4-15=-960/330, 7-14=-627/275, 7-13=-172/431 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=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Exterior(2E) -1-2-11 to 2-6-15, Interior (1) 2-6-15 to 13-7-8, Exterior(2R) 13-7-8 to 24-4-8, Interior (1) 24-4-8 to 34-1-10, Exterior(2E) 34-1-10 to 37-11-4 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 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)Refer to girder(s) for truss to truss connections. 6)Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 394 lb uplift at joint 2 and 355 lb uplift at joint 10. 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 R67618319A05Hip1121-079417T Job Reference (optional) Builders FirstSource (Idaho Falls, ID), Idaho Falls, ID - 83402,Run: 8.43 S Jul 29 2021 Print: 8.430 S Jul 29 2021 MiTek Industries, Inc. Fri Aug 13 18:02:02 Page: 1 ID:4kz9JorTmsgsxXHDc2KwBCyoyBT-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f August 13,2021 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general 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. MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville, CA 95661 512 2.512=6x12 =5x8 =4x5 =3x4 =1.5x4 =MT20HS 10x12 =5x10 =4x8 =1.5x4 =8x12 =3x4 =5x6 =4x8 1 2 10 11 15 12 17 14 9 3 13 8 4 7 5 16 6 1-2-0 -1-2-0 3-7-13 33-4-1 3-9-7 9-11-11 4-0-0 19-0-0 4-7-15 38-0-0 5-0-5 15-0-0 5-3-4 24 -3-4 5-5-0 29-8-4 6-2-4 6-2-4 0-5-8 0-5-8 5-9-8 29-6-8 6-10 -14 15-0-0 7-7-10 8-1-2 8-5-8 38-0-0 8-9-0 23-9-08-8-100-4-18-3-13-0-6Scale = 1:69.8 Plate Offsets (X, Y):[2:0-5-9,Edge], [3:0-4-0,0-3-0], [9:0-3-0,0-3-0], [10:0-1-5,0-0-4] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)35.0 Plate Grip DOL 1.15 TC 0.95 Vert(LL)-0.81 13-14 >561 360 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.81 Vert(CT)-1.13 13-14 >399 240 MT20HS 165/146 BCLL 0.0 *Rep Stress Incr YES WB 0.51 Horz(CT)0.50 10 n/a n/a BCDL 7.0 Code IRC2018/TPI2014 Matrix-SH Wind(LL)0.41 13-14 >999 240 Weight: 199 lb FT = 20% LUMBER TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF-N 1800F 1.6E BOT CHORD 2x6 DF 1800F 1.6E or 2x6 DF SS WEBS 2x4 DF Stud/Std *Except* 13-6,12-6:2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF-N 1800F 1.6E BRACING TOP CHORD Structural wood sheathing directly applied or 1-6-7 oc purlins. BOT CHORD Rigid ceiling directly applied or 7-1-3 oc bracing. REACTIONS (lb/size)2=1972/0-5-8, 10=1845/ Mechanical Max Horiz 2=158 (LC 10) Max Uplift 2=-394 (LC 10), 10=-355 (LC 11) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/41, 2-4=-7393/1457, 4-5=-5783/1111, 5-6=-5764/1188, 6-7=-3903/875, 7-8=-3955/809, 8-10=-4281/858 BOT CHORD 2-14=-1449/6833, 13-14=-1227/6351, 12-13=-471/3140, 11-12=-625/3586, 10-11=-747/3887 WEBS 6-13=-707/3444, 6-12=-326/960, 7-12=-471/222, 8-12=-141/242, 8-11=-444/109, 9-11=-415/182, 5-13=-403/191, 3-14=-356/199, 4-14=-66/416, 4-13=-1001/343 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=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Exterior(2E) -1-2-11 to 2-6-15, Interior (1) 2-6-15 to 15-0-0, Exterior(2R) 15-0-0 to 22-9-10, Interior (1) 22-9-10 to 34-1-10, Exterior(2E) 34-1-10 to 37-11-4 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3)All plates are MT20 plates unless otherwise indicated. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 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)Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 394 lb uplift at joint 2 and 355 lb uplift at joint 10. 9)This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply R67618320A06Roof Special 1 121-079417T Job Reference (optional) Builders FirstSource (Idaho Falls, ID), Idaho Falls, ID - 83402,Run: 8.43 S Jul 29 2021 Print: 8.430 S Jul 29 2021 MiTek Industries, Inc. Fri Aug 13 18:02:02 Page: 1 ID:xpxPT2rLssmQ00bJuBL?SByoyE3-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f August 13,2021 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general 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. MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville, CA 95661 512 2.512=3x10 =5x8 =3x6 =3x6 =5x10 =5x8 =4x12 =1.5x4 =5x8 =4x8 =5x6 =3x6 101 2 9 1911 15 18 1214 8 3 13 7 4 6 16 17 5 1-2-0 -1-2-0 1-2-0 39-2-0 3-6-15 33-3-3 4-8-13 38 -0-0 5-3-4 24 -3-4 5-5-0 29-8-4 6-2-4 6-2-4 6-1-7 19-0-0 6-8-4 12-10-9 0-5-8 0-5-8 5-8-12 29-6-8 6-11-4 15 -0-0 7-7-4 8-0-12 8-5-8 38-0-0 8-9-12 23-9-128-8-100-4-18-3-13-0-6Scale = 1:72 Plate Offsets (X, Y):[2:0-3-0,0-1-8], [3:0-4-0,0-3-0], [8:0-3-0,0-3-0], [9:0-3-0,0-1-8], [11:0-5-12,0-3-0] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)35.0 Plate Grip DOL 1.15 TC 0.67 Vert(LL)-0.44 13-14 >800 360 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.77 Vert(CT)-0.63 13-14 >558 240 BCLL 0.0 *Rep Stress Incr YES WB 0.93 Horz(CT)0.31 11 n/a n/a BCDL 7.0 Code IRC2018/TPI2014 Matrix-SH Wind(LL)0.26 13-14 >999 240 Weight: 170 lb FT = 20% LUMBER TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF-N 1800F 1.6E BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF-N 1800F 1.6E WEBS 2x4 DF Stud/Std *Except* 12-5,12-7:2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF-N 1800F 1.6E BRACING TOP CHORD Structural wood sheathing directly applied or 2-4-4 oc purlins. BOT CHORD Rigid ceiling directly applied or 5-9-9 oc bracing. WEBS 1 Row at midpt 5-12 REACTIONS (lb/size)2=1410/0-5-8, 11=2516/0-5-8 Max Horiz 2=149 (LC 10) Max Uplift 2=-328 (LC 10), 11=-533 (LC 7) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/35, 2-4=-4729/1146, 4-5=-2838/694, 5-6=-833/279, 6-7=-876/234, 7-9=-987/1342, 9-10=0/37 BOT CHORD 2-14=-1150/4333, 13-14=-732/3155, 12-13=-189/1230, 11-12=-1299/1100, 9-11=-774/790 WEBS 3-14=-489/261, 4-14=-225/921, 4-13=-852/338, 5-13=-487/2096, 5-12=-881/395, 6-12=-483/223, 7-12=-653/2143, 7-11=-1942/572, 8-11=-466/284 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=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Exterior(2E) -1-2-11 to 2-6-15, Interior (1) 2-6-15 to 15-2-6, Exterior(2R) 15-2-6 to 22-9-10, Interior (1) 22-9-10 to 35-5-1, Exterior(2E) 35-5-1 to 39-2-11 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 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) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 328 lb uplift at joint 2 and 533 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. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply R67618321A07Roof Special 3 121-079417T Job Reference (optional) Builders FirstSource (Idaho Falls, ID), Idaho Falls, ID - 83402,Run: 8.43 S Jul 29 2021 Print: 8.430 S Jul 29 2021 MiTek Industries, Inc. Fri Aug 13 18:02:02 Page: 1 ID:8lbqPk3ioVvv2qbJzbkIgvyoyHe-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f August 13,2021 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general 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. MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville, CA 95661 512 2.5 12=4x12 =5x6 =3x4 =3x4 =1.5x4 =8x12 =5x8 =6x12 =1.5x4 =3x4 =3x6 =5x8 =1.5x4 1 2 11 10 15 14 12 3 13 9 4 8 165 7 6 1-2-0 -1-2-0 2-4-4 21 -4-4 3-9-7 9-11-11 4-0-0 19-0-0 5-0-5 15 -0-0 5-2-13 26-7-1 3-4-15 30 -0-0 6-2-4 6-2-4 0-5-8 0-5-8 6-2-8 21-2-8 6-10-13 15-0-0 7-7-11 8-1-3 8-9-8 30-0-08-8-100-4-13-8-11-8-138-3-11-8-131-8-131-3-83-0-6Scale = 1:60 Plate Offsets (X, Y):[2:0-2-0,Edge], [3:0-3-0,0-3-0], [13:0-6-0,0-3-9] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)35.0 Plate Grip DOL 1.15 TC 0.86 Vert(LL)-0.51 13-14 >697 360 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.88 Vert(CT)-0.73 13-14 >487 240 BCLL 0.0 *Rep Stress Incr YES WB 0.52 Horz(CT)0.39 10 n/a n/a BCDL 7.0 Code IRC2018/TPI2014 Matrix-SH Wind(LL)0.28 13-14 >999 240 Weight: 162 lb FT = 20% LUMBER TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF-N 1800F 1.6E BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF-N 1800F 1.6E *Except* 7-11:2x4 DF Stud/Std WEBS 2x4 DF Stud/Std *Except* 13-6,10-12,10-9:2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF-N 1800F 1.6E BRACING TOP CHORD Structural wood sheathing directly applied or 2-1-2 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-11 oc bracing. WEBS 1 Row at midpt 8-10 REACTIONS (lb/size)2=1577/0-5-8, 10=1449/0-5-8 Max Horiz 2=168 (LC 10) Max Uplift 2=-340 (LC 10), 10=-243 (LC 11) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/35, 2-4=-5408/1189, 4-5=-3701/746, 5-6=-3696/835, 6-7=-1899/464, 7-8=-1930/406, 8-9=-92/85, 9-10=-106/68 BOT CHORD 2-14=-1206/4958, 13-14=-982/4411, 12-13=-248/1780, 11-12=0/146, 7-12=-369/168, 10-11=0/60 WEBS 6-13=-606/2549, 6-12=-336/245, 10-12=-234/1015, 8-12=-103/772, 8-10=-1800/360, 5-13=-414/197, 3-14=-334/191, 4-14=-83/477, 4-13=-1009/343 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=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Exterior(2E) -1-2-11 to 1-9-5, Interior (1) 1-9-5 to 14-9-1, Exterior(2R) 14-9-1 to 23-2-15, Interior (1) 23-2-15 to 26-7-1, Exterior(2E) 26-7-1 to 29-10-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 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) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 340 lb uplift at joint 2 and 243 lb uplift at joint 10. 7)This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply R67618322A09Half Hip 4 121-079417T Job Reference (optional) Builders FirstSource (Idaho Falls, ID), Idaho Falls, ID - 83402,Run: 8.43 S Jul 29 2021 Print: 8.430 S Jul 29 2021 MiTek Industries, Inc. Fri Aug 13 18:02:03 Page: 1 ID:?HZ5RikPa01tn?G8jv20nQyoyfJ-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f August 13,2021 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general 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. MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville, CA 95661 512 =3x10 =5x8 =5x8 =3x4 =4x6 =5x8 =3x4 =4x5 =4x5 =1.5x4 1 16 17 18 19 2 11 10 9 8 12 3 7 15 4 6 1413 5 1-2-0 -1-2-0 6-2-4 6-2-4 6-1-6 25 -1-6 6-1-6 19-0-0 6-8-5 12-10 -10 4-10 -10 30-0-0 2-0-1 30-0-0 8-11-15 27-11-15 9-0-0 19-0-0 10-0-0 10-0-08-8-100-4-13-8-18-3-1Scale = 1:57.6 Plate Offsets (X, Y):[2:0-6-2,0-1-8], [3:0-4-0,0-3-0], [10:0-4-0,0-3-0], [11:0-4-0,0-3-4] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)35.0 Plate Grip DOL 1.15 TC 0.45 Vert(LL)-0.24 2-11 >999 360 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.71 Vert(CT)-0.40 2-11 >890 240 BCLL 0.0 *Rep Stress Incr YES WB 0.75 Horz(CT)0.08 8 n/a n/a BCDL 7.0 Code IRC2018/TPI2014 Matrix-SH Wind(LL)0.09 2-11 >999 240 Weight: 150 lb FT = 20% LUMBER TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF-N 1800F 1.6E BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF-N 1800F 1.6E WEBS 2x4 DF Stud/Std *Except* 10-5,10-6,10-4:2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF-N 1800F 1.6E BRACING TOP CHORD Structural wood sheathing directly applied or 3-5-6 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 6-10, 4-10 REACTIONS (lb/size)2=1577/0-5-8, 8=1449/0-5-8 Max Horiz 2=168 (LC 14) Max Uplift 2=-341 (LC 10), 8=-242 (LC 11) Max Grav 2=1577 (LC 1), 8=1457 (LC 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/38, 2-4=-3034/636, 4-5=-1498/369, 5-6=-1495/368, 6-7=-730/189, 7-8=-1528/261 BOT CHORD 2-9=-673/2700, 8-9=-52/52 WEBS 5-10=-123/713, 6-10=-52/379, 6-9=-1092/233, 4-10=-969/338, 4-11=-77/642, 3-11=-563/263, 7-9=-156/1302 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=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Exterior(2E) -1-2-11 to 1-9-5, Interior (1) 1-9-5 to 14-9-1, Exterior(2R) 14-9-1 to 23-2-15, Interior (1) 23-2-15 to 26-10-4, Exterior(2E) 26-10-4 to 29-10-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 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 = 7.0psf. 5)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 341 lb uplift at joint 2 and 242 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 R67618323A10Half Hip 6 121-079417T Job Reference (optional) Builders FirstSource (Idaho Falls, ID), Idaho Falls, ID - 83402,Run: 8.43 S Jul 29 2021 Print: 8.430 S Jul 29 2021 MiTek Industries, Inc. Fri Aug 13 18:02:03 Page: 1 ID:ki3uLM?yRBg9EVfsEapnjhyoz2n-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f August 13,2021 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general 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. MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville, CA 95661 512 =3x4 =3x4 =3x4 =4x5 =2x4 =2x4 1 2 30 29 28 27 26 25 24 23 22 21 20 19 18 17 31 3 4 5 6 7 8 16159 1410 1311 12 1-2-0 -1-2-0 7-0-0 26-0-0 19-0-0 19-0-0 26 -0-08-8-100-4-15-4-18-3-1Scale = 1:55 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)35.0 Plate Grip DOL 1.15 TC 0.40 Vert(LL)n/a -n/a 999 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.07 Vert(CT)n/a -n/a 999 BCLL 0.0 *Rep Stress Incr YES WB 0.16 Horz(CT)0.00 17 n/a n/a BCDL 7.0 Code IRC2018/TPI2014 Matrix-SH Weight: 160 lb FT = 20% LUMBER TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF-N 1800F 1.6E BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF-N 1800F 1.6E WEBS 2x4 DF Stud/Std OTHERS 2x4 DF Stud/Std *Except* 21-12:2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF-N 1800F 1.6E BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size)2=243/26-0-0, 17=22/26-0-0, 18=153/26-0-0, 19=203/26-0-0, 20=202/26-0-0, 21=182/26-0-0, 22=204/26-0-0, 23=195/26-0-0, 24=196/26-0-0, 25=196/26-0-0, 27=195/26-0-0, 28=202/26-0-0, 29=172/26-0-0, 30=266/26-0-0 Max Horiz 2=225 (LC 7) Max Uplift 2=-31 (LC 6), 17=-18 (LC 6), 18=-40 (LC 11), 19=-69 (LC 11), 20=-63 (LC 11), 22=-63 (LC 10), 23=-63 (LC 10), 24=-62 (LC 10), 25=-62 (LC 10), 27=-62 (LC 10), 28=-64 (LC 10), 29=-55 (LC 10), 30=-85 (LC 10) Max Grav 2=243 (LC 1), 17=27 (LC 18), 18=154 (LC 24), 19=203 (LC 1), 20=206 (LC 24), 21=182 (LC 1), 22=208 (LC 23), 23=195 (LC 1), 24=196 (LC 1), 25=196 (LC 23), 27=195 (LC 1), 28=202 (LC 23), 29=172 (LC 23), 30=266 (LC 23) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/35, 2-3=-201/48, 3-4=-151/27, 4-6=-118/33, 6-7=-104/43, 7-8=-90/83, 8-9=-88/124, 9-10=-103/165, 10-11=-117/206, 11-12=-131/245, 12-13=-131/245, 13-14=-117/207, 14-15=-102/155, 15-16=-103/125, 16-17=-82/101 BOT CHORD 2-30=-79/92, 29-30=-79/92, 28-29=-79/92, 27-28=-79/92, 25-27=-79/92, 24-25=-79/92, 23-24=-79/92, 22-23=-79/92, 21-22=-79/92, 20-21=-79/92, 19-20=-79/92, 18-19=-79/92, 17-18=-79/92 WEBS 12-21=-154/37, 11-22=-180/85, 10-23=-167/92, 9-24=-168/88, 8-25=-168/89, 7-27=-167/88, 6-28=-172/92, 4-29=-150/78, 3-30=-222/125, 13-20=-178/82, 14-19=-174/119, 15-18=-131/81 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=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner(3E) -1-2-0 to 1-10-0, Exterior(2N) 1-10-0 to 16-0-0, Corner(3R) 16-0-0 to 22-0-0, Exterior (2N) 22-0-0 to 22-10-4, Corner(3E) 22-10-4 to 25-10-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 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 1.5x4 MT20 unless otherwise indicated. 5)Gable requires continuous bottom chord bearing. 6)Gable studs spaced at 2-0-0 oc. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 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 31 lb uplift at joint 2, 18 lb uplift at joint 17, 63 lb uplift at joint 22, 63 lb uplift at joint 23, 62 lb uplift at joint 24, 62 lb uplift at joint 25, 62 lb uplift at joint 27, 64 lb uplift at joint 28, 55 lb uplift at joint 29, 85 lb uplift at joint 30, 63 lb uplift at joint 20, 69 lb uplift at joint 19 and 40 lb uplift at joint 18. 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 R67618324A11Common Supported Gable 1 121-079417T Job Reference (optional) Builders FirstSource (Idaho Falls, ID), Idaho Falls, ID - 83402,Run: 8.43 S Jul 29 2021 Print: 8.430 S Jul 29 2021 MiTek Industries, Inc. Fri Aug 13 18:02:04 Page: 1 ID:fW2Pvgut8iE2fcS6misl2sz_7G0-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f August 13,2021 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general 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. MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville, CA 95661 512 =4x12 =2x4 =5x6 =7x8 =3x6 =3x10 =2x4 =3x10 =2x4 =4x6 =4x8 =3x4 =7x8 =5x6 =2x4 =3x10 Special HJC26 LUS24 LUS24 LUS24 LUS24 1 15 2 30 22 21 3320 19 18 17 16 14 31 32 25 26 29 2723 3 13 4 24 28 5 126 7 11 8 10 9 1-2-0 33-10-0 1-2-0 -1-2-0 5-2-12 11-1-4 5-2-12 26 -9-7 5-2-12 21-6-12 5-2-12 16-4-0 5-10-9 32 -8-0 5-10-9 5-10-9 5-2-12 21-6-12 5-2-12 11-1-4 5-2-12 16-4-0 5-2-12 26 -9-7 5-10-9 32 -8-0 5-10-9 5-10-97-7-50-4-17-1-11Scale = 1:61.3 Plate Offsets (X, Y):[2:0-6-0,0-1-5], [3:0-3-0,0-3-4], [13:0-3-0,0-3-4], [17:0-4-0,0-4-8], [21:0-4-0,0-4-8] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)35.0 Plate Grip DOL 1.15 TC 0.77 Vert(LL)-0.30 19-20 >999 360 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.66 Vert(CT)-0.42 19-20 >924 240 BCLL 0.0 *Rep Stress Incr NO WB 0.79 Horz(CT)-0.11 2 n/a n/a BCDL 7.0 Code IRC2018/TPI2014 Matrix-SH Wind(LL)0.15 19-20 >999 240 Weight: 207 lb FT = 20% LUMBER TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF-N 1800F 1.6E BOT CHORD 2x6 DF 1800F 1.6E or 2x6 DF SS WEBS 2x4 DF Stud/Std OTHERS 2x4 DF Stud/Std BRACING TOP CHORD Structural wood sheathing directly applied or 2-3-5 oc purlins. BOT CHORD Rigid ceiling directly applied or 9-4-1 oc bracing. JOINTS 1 Brace at Jt(s): 23, 26, 27 REACTIONS (lb/size)2=2363/0-5-8, 14=1973/0-5-8 Max Horiz 14=129 (LC 8) Max Uplift 2=-508 (LC 8), 14=-407 (LC 9) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 9-10=-2777/587, 10-11=-2817/577, 11-12=-2854/570, 12-14=-4129/788, 14-15=0/42, 1-2=0/42, 2-4=-4938/976, 4-5=-4015/811, 5-6=-3964/820, 6-7=-2864/574, 7-8=-2803/578, 8-9=-2781/590 BOT CHORD 2-22=-824/4451, 20-22=-825/4443, 19-20=-578/3697, 18-19=-578/3697, 16-18=-778/3711, 14-16=-776/3713 WEBS 9-18=-362/1794, 6-24=-1458/401, 23-24=-1520/418, 18-23=-1551/427, 6-21=-224/992, 3-26=-831/270, 25-26=-848/275, 21-25=-858/284, 3-22=0/297, 18-27=-833/287, 27-28=-791/262, 12-28=-782/264, 12-17=-51/338, 13-17=-629/215, 13-16=0/183, 8-23=-139/66, 19-23=-93/55, 7-24=-20/58, 20-24=-28/153, 5-25=-25/18, 4-26=-46/20, 10-27=-63/38, 11-28=-24/4 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone; cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL=1.33 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 1.5x4 MT20 unless otherwise indicated. 5)Gable studs spaced at 2-0-0 oc. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 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 508 lb uplift at joint 2 and 407 lb uplift at joint 14. 9)This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 10)Use USP HJC26 (With 16-16d nails into Girder & 10d nails into Truss) or equivalent at 4-0-6 from the left end to connect truss(es) to back face of bottom chord. 11)Use Simpson Strong-Tie LUS24 (4-10d Girder, 2-10d Truss, Single Ply Girder) or equivalent spaced at 2-0-0 oc max. starting at 6-0-12 from the left end to 10-0-12 to connect truss(es) to back face of bottom chord. 12)Use Simpson Strong-Tie LUS24 (4-10d Girder, 2-10d Truss, Single Ply Girder) or equivalent at 11-11-4 from the left end to connect truss(es) to back face of bottom chord, skewed 0.0 deg.to the left, sloping 0.0 deg. down. 13)Fill all nail holes where hanger is in contact with lumber. 14)Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 116 lb down and 64 lb up at 4-0-12 on top chord. The design/selection of such connection device(s) is the responsibility of others. 15)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: 9-15=-84, 1-9=-84, 2-14=-14 Concentrated Loads (lb) Vert: 22=-12 (B), 29=-48 (B), 30=-203 (B), 31=-12 (B), 32=-12 (B), 33=-659 (B) Job Truss Truss Type Qty Ply R67618325B01Common Structural Gable 1 121-079417T Job Reference (optional) Builders FirstSource (Idaho Falls, ID), Idaho Falls, ID - 83402,Run: 8.43 S Jul 29 2021 Print: 8.430 S Jul 29 2021 MiTek Industries, Inc. Fri Aug 13 18:02:04 Page: 1 ID:vim9UPr?DTUd?GWeercTXPyowEE-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f August 13,2021 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general 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. MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville, CA 95661 512 =3x10 =5x6 =5x8 =3x4 =4x6 =3x10 =3x4 =5x8 =5x6 =3x10 91 2 12 11 10 8 1613 73 64 1514 5 1-2-0 -1-2-0 1-2-0 33-10-0 5-2-12 26-9-7 5-2-12 11-1-4 5-2-12 21-6-12 5-2-12 16-4-0 5-10-9 32 -8-0 5-10-9 5-10-9 6-4-0 22 -8-0 6-4-0 16 -4-0 10-0-0 32-8-0 10 -0-0 10 -0-07-7-50-4-17-1-11Scale = 1:61.3 Plate Offsets (X, Y):[2:0-6-2,0-1-8], [3:0-3-0,0-3-4], [7:0-3-0,0-3-4], [8:0-6-2,0-1-8], [10:0-4-0,0-3-0], [12:0-4-0,0-3-0] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)35.0 Plate Grip DOL 1.15 TC 0.47 Vert(LL)-0.23 11 >999 360 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.60 Vert(CT)-0.40 2-12 >964 240 BCLL 0.0 *Rep Stress Incr YES WB 0.74 Horz(CT)0.13 8 n/a n/a BCDL 7.0 Code IRC2018/TPI2014 Matrix-SH Wind(LL)0.11 2-12 >999 240 Weight: 148 lb FT = 20% LUMBER TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF-N 1800F 1.6E BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF-N 1800F 1.6E WEBS 2x4 DF Stud/Std BRACING TOP CHORD Structural wood sheathing directly applied or 3-2-2 oc purlins. BOT CHORD Rigid ceiling directly applied or 8-4-3 oc bracing. REACTIONS (lb/size)2=1695/0-5-8, 8=1700/0-5-8 Max Horiz 2=-129 (LC 15) Max Uplift 2=-340 (LC 10), 8=-342 (LC 11) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/36, 2-4=-3333/640, 4-5=-2110/504, 5-6=-2111/504, 6-8=-3331/638, 8-9=0/38 BOT CHORD 2-11=-636/2973, 8-11=-506/2971 WEBS 5-11=-210/1146, 6-11=-835/268, 6-10=-44/395, 7-10=-492/226, 4-11=-836/268, 4-12=-44/396, 3-12=-494/226 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=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Exterior(2E) -1-2-0 to 2-1-3, Interior (1) 2-1-3 to 13-0-13, Exterior(2R) 13-0-13 to 19-7-3, Interior (1) 19-7-3 to 30-7-8, Exterior(2E) 30-7-8 to 33-10-11 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 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 340 lb uplift at joint 2 and 342 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 R67618326B02Common2121-079417T Job Reference (optional) Builders FirstSource (Idaho Falls, ID), Idaho Falls, ID - 83402,Run: 8.43 S Jul 29 2021 Print: 8.430 S Jul 29 2021 MiTek Industries, Inc. Fri Aug 13 18:02:05 Page: 1 ID:vim9UPr?DTUd?GWeercTXPyowEE-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f August 13,2021 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general 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. MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville, CA 95661 512 =3x10 =5x6 =5x8 =3x4 =4x6 =3x10 =3x4 =5x8 =5x6 =3x10 1 2 11 10 9 8 14 13 3 7 4 6 1215 5 1-2-0 -1-2-0 5-2-12 11-1-4 5-2-12 26-9-7 5-2-12 21-6-12 5-2-12 16 -4-0 5-10-9 32-8-0 5-10-9 5-10-9 6-4-0 22-8-0 6-4-0 16-4-0 10-0-0 32-8-0 10 -0-0 10 -0-07-7-50-4-17-1-11Scale = 1:59.5 Plate Offsets (X, Y):[2:0-6-2,0-1-8], [3:0-3-0,0-3-4], [7:0-3-0,0-3-4], [8:0-6-2,0-1-8], [9:0-4-0,0-3-0], [11:0-4-0,0-3-0] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)35.0 Plate Grip DOL 1.15 TC 0.54 Vert(LL)-0.24 10-11 >999 360 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.63 Vert(CT)-0.41 8-9 >953 240 BCLL 0.0 *Rep Stress Incr YES WB 0.74 Horz(CT)0.13 8 n/a n/a BCDL 7.0 Code IRC2018/TPI2014 Matrix-SH Wind(LL)0.11 8-9 >999 240 Weight: 146 lb FT = 20% LUMBER TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF-N 1800F 1.6E BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF-N 1800F 1.6E WEBS 2x4 DF Stud/Std BRACING TOP CHORD Structural wood sheathing directly applied or 2-11-13 oc purlins. BOT CHORD Rigid ceiling directly applied or 8-3-8 oc bracing. REACTIONS (lb/size)2=1698/0-5-8, 8=1576/0-5-8 Max Horiz 2=136 (LC 14) Max Uplift 2=-341 (LC 10), 8=-302 (LC 11) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 5-6=-2117/511, 6-8=-3342/671, 1-2=0/36, 2-4=-3340/647, 4-5=-2117/511 BOT CHORD 2-10=-645/2979, 8-10=-558/3003 WEBS 5-10=-214/1150, 4-10=-836/268, 4-11=-44/396, 3-11=-494/226, 6-10=-845/271, 6-9=-50/411, 7-9=-509/232 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=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Exterior(2E) -1-2-0 to 2-1-3, Interior (1) 2-1-3 to 13-0-13, Exterior(2R) 13-0-13 to 19-7-3, Interior (1) 19-7-3 to 29-2-1, Exterior(2E) 29-2-1 to 32-5-4 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 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 341 lb uplift at joint 2 and 302 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 R67618327B03Common5121-079417T Job Reference (optional) Builders FirstSource (Idaho Falls, ID), Idaho Falls, ID - 83402,Run: 8.43 S Jul 29 2021 Print: 8.430 S Jul 29 2021 MiTek Industries, Inc. Fri Aug 13 18:02:05 Page: 1 ID:OEzgXpuyzuJQJU5Agv9e0XyowCu-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f August 13,2021 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general 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. MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville, CA 95661 512 =3x4 =1.5x4 =3x4 =3x4 =2x6 1 2 6 5 7 3 8 4 1-2-0 -1-2-0 5-9-14 12-5-8 6-7-10 6-7-10 5-9-14 12-5-8 6-7-10 6-7-105-11-150-4-15-6-5Scale = 1:40.7 Plate Offsets (X, Y):[2:0-3-0,0-1-8] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)35.0 Plate Grip DOL 1.15 TC 0.42 Vert(LL)-0.05 2-6 >999 360 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.26 Vert(CT)-0.09 2-6 >999 240 BCLL 0.0 *Rep Stress Incr YES WB 0.59 Horz(CT)0.01 5 n/a n/a BCDL 7.0 Code IRC2018/TPI2014 Matrix-SH Wind(LL)0.03 2-6 >999 240 Weight: 55 lb FT = 20% LUMBER TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF-N 1800F 1.6E BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF-N 1800F 1.6E WEBS 2x4 DF Stud/Std BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size)2=716/0-5-8, 5=585/0-5-8 Max Horiz 2=235 (LC 7) Max Uplift 2=-161 (LC 10), 5=-166 (LC 10) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/36, 2-3=-929/201, 3-4=-167/61, 4-5=-186/92 BOT CHORD 2-6=-194/762, 5-6=-194/762 WEBS 3-6=0/240, 3-5=-834/270 NOTES 1)Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Exterior(2E) -1-2-0 to 1-10-0, Interior (1) 1-10-0 to 8-0-13, Exterior(2R) 8-0-13 to 12-3-12 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 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)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 166 lb uplift at joint 5 and 161 lb uplift at joint 2. 5)This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply R67618328B04Monopitch2121-079417T Job Reference (optional) Builders FirstSource (Idaho Falls, ID), Idaho Falls, ID - 83402,Run: 8.43 S Jul 29 2021 Print: 8.430 S Jul 29 2021 MiTek Industries, Inc. Fri Aug 13 18:02:05 Page: 1 ID:7Hk2wqSsnd5KGd6isrVEOlz_72O-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f August 13,2021 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general 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. MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville, CA 95661 512 =3x4 =1.5x4 =1.5x4 =1.5x4 =1.5x4 =1.5x4 =1.5x4 =1.5x4 =1.5x4 =2x4 =2x4 1 2 12 11 10 9 8 13 3 4 5 14 6 7 1-2-0 -1-2-0 12-0-0 12-0-0 12-0-05-9-100-4-15-4-1Scale = 1:39.8 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)35.0 Plate Grip DOL 1.15 TC 0.46 Vert(LL)n/a -n/a 999 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.07 Vert(CT)n/a -n/a 999 BCLL 0.0 *Rep Stress Incr YES WB 0.09 Horz(CT)0.00 8 n/a n/a BCDL 7.0 Code IRC2018/TPI2014 Matrix-SH Weight: 57 lb FT = 20% LUMBER TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF-N 1800F 1.6E BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF-N 1800F 1.6E WEBS 2x4 DF Stud/Std OTHERS 2x4 DF Stud/Std BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size)2=277/12-0-0, 8=76/12-0-0, 9=201/12-0-0, 10=213/12-0-0, 11=124/12-0-0, 12=369/12-0-0 Max Horiz 2=227 (LC 9) Max Uplift 2=-40 (LC 6), 8=-30 (LC 7), 9=-64 (LC 10), 10=-67 (LC 10), 11=-41 (LC 10), 12=-116 (LC 10) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/35, 2-3=-172/66, 3-4=-130/15, 4-5=-115/35, 5-6=-103/40, 6-7=-84/86, 7-8=-64/39 BOT CHORD 2-12=-86/108, 11-12=-86/108, 10-11=-86/108, 9-10=-86/108, 8-9=-86/108 WEBS 6-9=-174/103, 5-10=-179/148, 4-11=-117/93, 3-12=-296/225 NOTES 1)Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner(3E) -1-2-0 to 1-10-0, Exterior(2N) 1-10-0 to 8-10-4, Corner(3E) 8-10-4 to 11-10-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 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 1.5x4 MT20 unless otherwise indicated. 4)Gable requires continuous bottom chord bearing. 5)Gable studs spaced at 2-0-0 oc. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 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 30 lb uplift at joint 8, 40 lb uplift at joint 2, 64 lb uplift at joint 9, 67 lb uplift at joint 10, 41 lb uplift at joint 11 and 116 lb uplift at joint 12. 9)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2. 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 R67618329B05Monopitch Supported Gable 1 121-079417T Job Reference (optional) Builders FirstSource (Idaho Falls, ID), Idaho Falls, ID - 83402,Run: 8.43 S Jul 29 2021 Print: 8.430 S Jul 29 2021 MiTek Industries, Inc. Fri Aug 13 18:02:05 Page: 1 ID:yR5JAuWdNTsT_YZsC5cee0z_72I-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f August 13,2021 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general 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. MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville, CA 95661 512 =3x4 =3x4 =4x5 =3x4 1 13 2 23 22 21 20 19 18 17 16 15 14 12 24 25311 104 5 9 6 8 7 1-2-0 21-10-0 1-2-0 -1-2-0 10-4-0 20-8-0 10-4-0 10-4-0 20 -8-05-1-50-4-14-7-11Scale = 1:42.6 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)35.0 Plate Grip DOL 1.15 TC 0.08 Vert(LL)n/a -n/a 999 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.02 Vert(CT)n/a -n/a 999 BCLL 0.0 *Rep Stress Incr YES WB 0.05 Horz(CT)0.00 12 n/a n/a BCDL 7.0 Code IRC2018/TPI2014 Matrix-SH Weight: 89 lb FT = 20% LUMBER TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF-N 1800F 1.6E BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF-N 1800F 1.6E OTHERS 2x4 DF Stud/Std BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size)2=227/20-8-0, 12=227/20-8-0, 14=205/20-8-0, 15=194/20-8-0, 16=194/20-8-0, 17=205/20-8-0, 18=170/20-8-0, 19=205/20-8-0, 21=194/20-8-0, 22=194/20-8-0, 23=205/20-8-0 Max Horiz 2=84 (LC 14) Max Uplift 2=-55 (LC 6), 12=-59 (LC 7), 14=-63 (LC 11), 15=-62 (LC 11), 16=-62 (LC 11), 17=-65 (LC 11), 19=-66 (LC 10), 21=-62 (LC 10), 22=-62 (LC 10), 23=-64 (LC 10) Max Grav 2=227 (LC 1), 12=227 (LC 1), 14=205 (LC 24), 15=194 (LC 24), 16=194 (LC 1), 17=209 (LC 24), 18=170 (LC 1), 19=209 (LC 23), 21=194 (LC 1), 22=194 (LC 23), 23=205 (LC 23) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/35, 2-3=-92/52, 3-4=-65/60, 4-5=-45/80, 5-6=-45/115, 6-7=-52/157, 7-8=-52/157, 8-9=-45/115, 9-10=-45/73, 10-11=-46/33, 11-12=-64/29, 12-13=0/35 BOT CHORD 2-23=-15/87, 22-23=-15/87, 21-22=-15/87, 19-21=-15/87, 18-19=-15/87, 17-18=-15/87, 16-17=-15/87, 15-16=-15/87, 14-15=-15/87, 12-14=-15/87 WEBS 7-18=-142/0, 6-19=-181/92, 5-21=-167/92, 4-22=-166/88, 3-23=-178/106, 8-17=-181/92, 9-16=-167/92, 10-15=-166/88, 11-14=-178/106 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=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner(3E) -1-2-0 to 1-10-0, Exterior(2N) 1-10-0 to 7-4-0, Corner(3R) 7-4-0 to 13-4-0, Exterior(2N) 13-4-0 to 18-10-0, Corner(3E) 18-10-0 to 21-10-0 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 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 1.5x4 MT20 unless otherwise indicated. 5)Gable requires continuous bottom chord bearing. 6)Gable studs spaced at 2-0-0 oc. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 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 55 lb uplift at joint 2, 66 lb uplift at joint 19, 62 lb uplift at joint 21, 62 lb uplift at joint 22, 64 lb uplift at joint 23, 65 lb uplift at joint 17, 62 lb uplift at joint 16, 62 lb uplift at joint 15, 63 lb uplift at joint 14 and 59 lb uplift at joint 12. 10)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2. 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. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply R67618330C01Common Supported Gable 1 121-079417T Job Reference (optional) Builders FirstSource (Idaho Falls, ID), Idaho Falls, ID - 83402,Run: 8.43 S Jul 29 2021 Print: 8.430 S Jul 29 2021 MiTek Industries, Inc. Fri Aug 13 18:02:06 Page: 1 ID:hsPka0A?KGL0BAwn4xbG_byowCW-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f August 13,2021 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general 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. MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville, CA 95661 512 =3x6 =1.5x4 =5x6 =4x5 =3x4 =1.5x4 =3x6 1 2 8 7 6 9 12 3 5 10 11 4 1-2-0 -1-2-0 4-10-2 10-4-0 4-10-2 15-2-2 5-5-14 20-8-0 5-5-14 5-5-14 5-9-2 13-2-9 7-5-7 7-5-7 7-5-7 20-8-05-1-50-4-14-7-11Scale = 1:40.7 Plate Offsets (X, Y):[8:0-3-0,0-3-0] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)35.0 Plate Grip DOL 1.15 TC 0.31 Vert(LL)-0.10 6-7 >999 360 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.40 Vert(CT)-0.17 6-7 >999 240 BCLL 0.0 *Rep Stress Incr YES WB 0.25 Horz(CT)0.05 6 n/a n/a BCDL 7.0 Code IRC2018/TPI2014 Matrix-SH Wind(LL)0.05 6-7 >999 240 Weight: 82 lb FT = 20% LUMBER TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF-N 1800F 1.6E BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF-N 1800F 1.6E WEBS 2x4 DF Stud/Std BRACING TOP CHORD Structural wood sheathing directly applied or 4-4-2 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size)2=1125/0-5-8, 6=994/ Mechanical Max Horiz 2=93 (LC 14) Max Uplift 2=-231 (LC 10), 6=-192 (LC 11) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/38, 2-3=-1967/496, 3-4=-1657/451, 4-5=-1694/471, 5-6=-2022/524 BOT CHORD 2-7=-396/1727, 6-7=-428/1789 WEBS 4-7=-133/558, 5-7=-478/216, 4-8=-119/507, 3-8=-438/204 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=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Exterior(2E) -1-2-11 to 1-9-5, Interior (1) 1-9-5 to 7-4-0, Exterior(2R) 7-4-0 to 13-4-0, Interior (1) 13-4-0 to 17-7-4, Exterior(2E) 17-7-4 to 20-7-4 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 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)Refer to girder(s) for truss to truss connections. 6)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 192 lb uplift at joint 6 and 231 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 R67618331C02Common2121-079417T Job Reference (optional) Builders FirstSource (Idaho Falls, ID), Idaho Falls, ID - 83402,Run: 8.43 S Jul 29 2021 Print: 8.430 S Jul 29 2021 MiTek Industries, Inc. Fri Aug 13 18:02:06 Page: 1 ID:vim9UPr?DTUd?GWeercTXPyowEE-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f August 13,2021 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general 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. MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville, CA 95661 5 12 =3x4 =1.5x4 =2x4 HUS26 1 4 3 2 4-0-0 4-0-02-0-10-4-12-0-1Scale = 1:24.3 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)35.0 Plate Grip DOL 1.15 TC 0.24 Vert(LL)-0.04 1-3 >999 360 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.59 Vert(CT)-0.05 1-3 >834 240 BCLL 0.0 *Rep Stress Incr NO WB 0.00 Horz(CT)0.00 3 n/a n/a BCDL 7.0 Code IRC2018/TPI2014 Matrix-P Wind(LL)0.02 1-3 >999 240 Weight: 16 lb FT = 20% LUMBER TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF-N 1800F 1.6E BOT CHORD 2x6 DF 1800F 1.6E or 2x6 DF SS WEBS 2x4 DF Stud/Std BRACING TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size)1=662/0-5-8, 3=673/ Mechanical Max Horiz 1=68 (LC 5) Max Uplift 1=-135 (LC 8), 3=-152 (LC 8) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-66/48, 2-3=-152/66 BOT CHORD 1-3=-22/17 NOTES 1)Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 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 capable of withstanding 135 lb uplift at joint 1 and 152 lb uplift at joint 3. 6)This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 7)Use Simpson Strong-Tie HUS26 (14-16d Girder, 4-16d Truss, Single Ply Girder) or equivalent at 2-0-12 from the left end to connect truss(es) to back face of bottom chord, skewed 0.0 deg.to the right, sloping 0.0 deg. down. 8)Fill all nail holes where hanger is in contact with lumber. 9)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: 1-2=-84, 1-3=-14 Concentrated Loads (lb) Vert: 4=-980 (B) Job Truss Truss Type Qty Ply R67618332CGJack-Closed Girder 1 121-079417T Job Reference (optional) Builders FirstSource (Idaho Falls, ID), Idaho Falls, ID - 83402,Run: 8.43 S Jul 29 2021 Print: 8.430 S Jul 29 2021 MiTek Industries, Inc. Fri Aug 13 18:02:07 Page: 1 ID:A78JTG0nqUCg300fFqTjNmz_7Ah-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f August 13,2021 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general 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. MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville, CA 95661 512 =3x4 =1.5x4 =1.5x4 =4x5 =1.5x4 =1.5x4 =1.5x4 =3x4 71 2 10 9 8 6 11 12 53 4 1-2-0 11-10-0 1-2-0 -1-2-0 5-4-0 10 -8-0 5-4-0 5-4-0 10-8-03-0-50-4-12-6-11Scale = 1:28.7 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)35.0 Plate Grip DOL 1.15 TC 0.09 Vert(LL)n/a -n/a 999 MT20 220/195 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 0.08 Horz(CT)0.00 6 n/a n/a BCDL 7.0 Code IRC2018/TPI2014 Matrix-SH Weight: 40 lb FT = 20% LUMBER TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF-N 1800F 1.6E BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF-N 1800F 1.6E OTHERS 2x4 DF Stud/Std BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size)2=263/10-8-0, 6=263/10-8-0, 8=306/10-8-0, 9=112/10-8-0, 10=306/10-8-0 Max Horiz 2=-48 (LC 15) Max Uplift 2=-71 (LC 6), 6=-74 (LC 7), 8=-95 (LC 11), 10=-96 (LC 10) Max Grav 2=263 (LC 1), 6=263 (LC 1), 8=307 (LC 24), 9=112 (LC 1), 10=307 (LC 23) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/37, 2-3=-63/62, 3-4=-51/116, 4-5=-51/116, 5-6=-63/50, 6-7=0/37 BOT CHORD 2-10=-8/69, 9-10=-8/69, 8-9=-8/69, 6-8=-8/69 WEBS 4-9=-103/1, 3-10=-254/203, 5-8=-254/203 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=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner(3E) -1-2-11 to 1-9-5, Exterior(2N) 1-9-5 to 2-4-0, Corner(3R) 2-4-0 to 8-4-0, Exterior(2N) 8-4-0 to 8-10-11, Corner(3E) 8-10-11 to 11-10-11 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4)Gable requires continuous bottom chord bearing. 5)Gable studs spaced at 2-0-0 oc. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 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 71 lb uplift at joint 2, 74 lb uplift at joint 6, 96 lb uplift at joint 10 and 95 lb uplift at joint 8. 9)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2, 6. 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 R67618333D01Common Supported Gable 1 121-079417T Job Reference (optional) Builders FirstSource (Idaho Falls, ID), Idaho Falls, ID - 83402,Run: 8.43 S Jul 29 2021 Print: 8.430 S Jul 29 2021 MiTek Industries, Inc. Fri Aug 13 18:02:07 Page: 1 ID:mVfJNEAPmiqJ?o?HytKm5CypAav-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f August 13,2021 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general 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. MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville, CA 95661 512 =3x10 =3x10 =4x5 =4x6 =7x8 =4x5 =3x10 =3x10 HUS26 HUS26 HUS26 HUS26 HUS26 10 1 9 8 7 11 6 12 13 5 2 4 3 1-11-8 7-3-8 1-11-8 5-4-0 3-4-8 3-4-8 3-4-8 10 -8-0 1-11-8 7-3-8 1-11-8 5-4-0 3-4-8 3-4-8 3-4-8 10 -8-00-4-12-6-11Scale = 1:29.1 Plate Offsets (X, Y):[2:0-0-0,0-0-0], [7:0-4-0,0-4-4] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)35.0 Plate Grip DOL 1.15 TC 0.41 Vert(LL)-0.10 6-7 >999 360 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.82 Vert(CT)-0.13 6-7 >913 240 BCLL 0.0 *Rep Stress Incr NO WB 0.48 Horz(CT)-0.04 1 n/a n/a BCDL 7.0 Code IRC2018/TPI2014 Matrix-SH Wind(LL)0.05 6-7 >999 240 Weight: 98 lb FT = 20% LUMBER TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF-N 1800F 1.6E BOT CHORD 2x6 DF 1800F 1.6E or 2x6 DF SS WEBS 2x4 DF Stud/Std *Except* 7-3:2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF-N 1800F 1.6E BRACING TOP CHORD Structural wood sheathing directly applied or 4-4-7 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size)1=4724/0-5-8, 5=5436/0-5-8 Max Horiz 5=38 (LC 27) Max Uplift 1=-935 (LC 8), 5=-1075 (LC 9) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 3-4=-6812/1348, 4-5=-9033/1772, 1-2=-9004/1768, 2-3=-6810/1348 BOT CHORD 1-8=-1592/8232, 7-8=-1592/8232, 6-7=-1635/8264, 5-6=-1635/8264 WEBS 4-6=-405/2176, 4-7=-2431/522, 3-7=-964/4905, 2-7=-2389/516, 2-8=-402/2155 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 0-2-0 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=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone; cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL=1.33 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 1075 lb uplift at joint 5 and 935 lb uplift at joint 1. 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 1-8-12 from the left end to 9-8-12 to connect truss(es) to back face of bottom chord. 10)Fill all nail holes where hanger is in contact with lumber. LOAD CASE(S) Standard 1)Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (lb/ft) Vert: 3-5=-84, 1-3=-84, 1-5=-14 Concentrated Loads (lb) Vert: 9=-1831 (B), 10=-1831 (B), 11=-1831 (B), 12=-1831 (B), 13=-1833 (B) Job Truss Truss Type Qty Ply R67618334D02Common Girder 1 221-079417T Job Reference (optional) Builders FirstSource (Idaho Falls, ID), Idaho Falls, ID - 83402,Run: 8.43 S Jul 29 2021 Print: 8.430 S Jul 29 2021 MiTek Industries, Inc. Fri Aug 13 18:02:07 Page: 1 ID:LSaMEwzOX?8GCiRmKYbrOTyovQR-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f August 13,2021 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general 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. MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville, CA 95661 3.54 12 =2x4 =1.5x4 =1.5x4 Special TJC37 Special TJC37 1 2 6 4 5 3 1-7-13 -1-7-13 5-6-6 5-6-6 5-6-62-5-10-4-11-11-10Scale = 1:31.3 Loading (psf)Spacing 1-11-4 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)35.0 Plate Grip DOL 1.15 TC 0.35 Vert(LL)-0.03 2-4 >999 360 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.18 Vert(CT)-0.06 2-4 >999 240 BCLL 0.0 *Rep Stress Incr NO WB 0.00 Horz(CT)0.00 4 n/a n/a BCDL 7.0 Code IRC2018/TPI2014 Matrix-P Weight: 20 lb FT = 20% LUMBER TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF-N 1800F 1.6E BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF-N 1800F 1.6E WEBS 2x4 DF Stud/Std BRACING TOP CHORD Structural wood sheathing directly applied or 5-6-6 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size)2=431/0-7-6, 4=210/ Mechanical Max Horiz 2=78 (LC 5) Max Uplift 2=-159 (LC 4), 4=-54 (LC 8) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/35, 2-3=-83/41, 3-4=-176/75 BOT CHORD 2-4=-22/17 NOTES 1)Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 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 capable of withstanding 54 lb uplift at joint 4 and 159 lb uplift at joint 2. 6)This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 7)Use Simpson Strong-Tie TJC37 (4 nail, 30-90) or equivalent at 2-9-8 from the left end to connect truss(es) to front face of bottom chord, skewed 45.0 deg.to the left, sloping 0.0 deg. down. 8)Use Simpson Strong-Tie TJC37 (4 nail 90-150) or equivalent at 2-9-8 from the left end to connect truss(es) to back face of bottom chord, skewed 45.0 deg.to the right, sloping 0.0 deg. down. 9)Fill all nail holes where hanger is in contact with lumber. 10)Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 14 lb down and 27 lb up at 2-9-8, and 14 lb down and 27 lb up at 2-9-8 on top chord. The design/selection of such connection device(s) is the responsibility of others. 11)In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1)Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (lb/ft) Vert: 1-3=-81, 2-4=-14 Job Truss Truss Type Qty Ply R67618335HB1Diagonal Hip Girder 1 121-079417T Job Reference (optional) Builders FirstSource (Idaho Falls, ID), Idaho Falls, ID - 83402,Run: 8.43 S Jul 29 2021 Print: 8.430 S Jul 29 2021 MiTek Industries, Inc. Fri Aug 13 18:02:07 Page: 1 ID:7JrLbOf0Mmt8w9ZrsSw80yz_79s-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f August 13,2021 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general 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. MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville, CA 95661 5 12 =2x4 1 2 4 3 1-2-0 -1-2-0 4-0-0 4-0-0 4-0-02-5-100-4-12-0-1Scale = 1:22.8 Loading (psf)Spacing 1-11-4 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)35.0 Plate Grip DOL 1.15 TC 0.16 Vert(LL)-0.01 2-4 >999 360 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.08 Vert(CT)-0.02 2-4 >999 240 BCLL 0.0 *Rep Stress Incr YES WB 0.00 Horz(CT)0.00 3 n/a n/a BCDL 7.0 Code IRC2018/TPI2014 Matrix-P Weight: 13 lb FT = 20% LUMBER TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF-N 1800F 1.6E BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF-N 1800F 1.6E BRACING TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size)2=311/0-5-8, 3=130/ Mechanical, 4=25/ Mechanical Max Horiz 2=81 (LC 10) Max Uplift 2=-72 (LC 10), 3=-65 (LC 10) Max Grav 2=311 (LC 1), 3=130 (LC 1), 4=61 (LC 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/35, 2-3=-72/41 BOT CHORD 2-4=0/0 NOTES 1)Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Exterior(2E) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 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 capable of withstanding 65 lb uplift at joint 3 and 72 lb uplift at joint 2. 6)This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply R67618336J1Jack-Open 4 121-079417T Job Reference (optional) Builders FirstSource (Idaho Falls, ID), Idaho Falls, ID - 83402,Run: 8.43 S Jul 29 2021 Print: 8.430 S Jul 29 2021 MiTek Industries, Inc. Fri Aug 13 18:02:08 Page: 1 ID:fsmYpESkbEcimOBNogcwI9z_7A8-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f August 13,2021 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general 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. MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville, CA 95661 5 12 =2x4 1 2 4 3 1-2-0 -1-2-0 1-11-11 1-11-11 1-11-111-7-80-4-11-1-15Scale = 1:21 Loading (psf)Spacing 1-11-4 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)35.0 Plate Grip DOL 1.15 TC 0.08 Vert(LL)0.00 2-4 >999 360 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.02 Vert(CT)0.00 2-4 >999 240 BCLL 0.0 *Rep Stress Incr YES WB 0.00 Horz(CT)0.00 3 n/a n/a BCDL 7.0 Code IRC2018/TPI2014 Matrix-P Weight: 7 lb FT = 20% LUMBER TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF-N 1800F 1.6E BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF-N 1800F 1.6E BRACING TOP CHORD Structural wood sheathing directly applied or 1-11-11 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size)2=221/0-5-8, 3=47/ Mechanical, 4=13/ Mechanical Max Horiz 2=49 (LC 10) Max Uplift 2=-62 (LC 6), 3=-26 (LC 10) Max Grav 2=221 (LC 1), 3=47 (LC 1), 4=32 (LC 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/35, 2-3=-44/19 BOT CHORD 2-4=0/0 NOTES 1)Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Exterior(2E) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 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 capable of withstanding 62 lb uplift at joint 2 and 26 lb uplift at joint 3. 6)This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply R67618337J1AJack-Open 2 121-079417T Job Reference (optional) Builders FirstSource (Idaho Falls, ID), Idaho Falls, ID - 83402,Run: 8.43 S Jul 29 2021 Print: 8.430 S Jul 29 2021 MiTek Industries, Inc. Fri Aug 13 18:02:08 Page: 1 ID:U07p4HWVA4MrUJeX9xjKXQz_7A2-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f August 13,2021 PRODUCT CODE APPROVALSLATERAL BRACING LOCATIONIndicates location where bearings(supports) occur. Icons vary butreaction section indicates jointnumber where bearings occur.Min size shown is for crushing only.Indicated by symbol shown and/orby text in the bracing section of theoutput. Use T or I bracingif indicated.The first dimension is the plate width measured perpendicular to slots. Second dimension isthe length parallel to slots.Center plate on joint unless x, yoffsets are indicated.Dimensions are in ft-in-sixteenths.Apply plates to both sides of trussand fully embed teeth.1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI.2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered.3. Never exceed the design loading shown and never stack materials on inadequately braced trusses.4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties.5. Cut members to bear tightly against each other.6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1.7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1.8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication.9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber.10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection.11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements.12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified.13. Top chords must be sheathed or purlins provided at spacing indicated on design.14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted.15. Connections not shown are the responsibility of others.16. Do not cut or alter truss member or plate without prior approval of an engineer.17. Install and load vertically unless indicated otherwise.18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use.19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone is not sufficient.20. Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria.21.The design does not take into account any dynamic or other loads other than those expressly stated.Failure to Follow Could Cause PropertyDamage or Personal Injury (Drawings not to scale)© 2012 MiTek® All Rights ReservedMiTek Engineering Reference Sheet: MII-7473 rev. 5/19/2020edge of truss.from outside"16/1-0ICC-ES Reports:ESR-1311, ESR-1352, ESR1988ER-3907, ESR-2362, ESR-1397, ESR-3282JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISEAROUND THE TRUSS STARTING AT THE JOINT FARTHEST TOTHE LEFT.CHORDS AND WEBS ARE IDENTIFIED BY END JOINTNUMBERS/LETTERS.W 4 - 6 W3-6W3 - 7 W2-7W1-7C1-8 C5-6C6-7C7-8C4-5 C3-4C2-3C1-2TOP CHORD TOP CHORD 87654321BOTTOM CHORDSTOP CHORDSBEARING4 x 4PLATE SIZEThis symbol indicates the required direction of slots inconnector plates."16/1For 4 x 2 orientation, locateplates 0- 1"4/3PLATE LOCATION AND ORIENTATIONSymbolsNumbering SystemGeneral Safety Notes *Plate location details available in MiTek 20/20software or upon request.Industry Standards:ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction.DSB-89: Design Standard for Bracing.BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses.6-4-8WEBSTrusses are designed for wind loads in the plane of the truss unless otherwise shown.Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others.dimensions shown in ft-in-sixteenths