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HomeMy WebLinkAboutTRUSS DRAWINGS COMMONS - 23-00332 - Madison Jr High - Addition400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 MiTek, Inc. 232248-A My license renewal date for the state of Utah is March 31, 2025. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. Pages or sheets covered by this seal: R79577445 thru R79577455 Madison Jr. High Commons Hernandez, Marcos November 28,2023 The truss drawing(s) referenced below have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Sunpro Corporation (Lindon, UT). Re: 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. 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) =3x6 =4x6 =3x6 =5x6 =3x6 =5x6 =3x6 =3x6 =4x5 52 51 50 49 48 47 46 4544 43 42 41 40 39 38 37 3635 34 33 32 31 30 29 28 27 1 2 3 4 5 6 7 8 910 11 12 13 14 15 16 17 1819 20 21 22 23 24 25 26 530-5-8 0-5-8 13-8-8 46-2-0 16 -0-0 32 -5-8 16-0-0 16-5-8 2-0-0 2-0-0 2-2-0 46-2-0 42-0-0 44-0-0 5-0-0 3-0-0 3-0-0 3-0-0 2-0-0 5-0-0 Scale = 1:78.7 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.15 TC 0.19 Vert(LL)n/a -n/a 999 MT20 220/195 (Roof Snow = 40.0)Lumber DOL 1.15 BC 0.08 Vert(TL)n/a -n/a 999 TCDL 12.0 Rep Stress Incr YES WB 0.13 Horiz(TL)0.01 27 n/a n/a BCLL 0.0 *Code IRC2018/TPI2014 Matrix-AS BCDL 8.0 Weight: 218 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 BOT CHORD 2x4 DF No.2 WEBS 2x4 DF Stud *Except* 52-53:2x6 DF No.2 OTHERS 2x4 DF Stud BRACING TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 6-0-0 oc bracing. REACTIONS (size)27=46-2-0, 28=46-2-0, 29=46-2-0, 30=46-2-0, 31=46-2-0, 32=46-2-0, 33=46-2-0, 34=46-2-0, 36=46-2-0, 37=46-2-0, 38=46-2-0, 39=46-2-0, 40=46-2-0, 41=46-2-0, 42=46-2-0, 43=46-2-0, 45=46-2-0, 46=46-2-0, 47=46-2-0, 48=46-2-0, 49=46-2-0, 50=46-2-0, 51=46-2-0, 52=46-2-0 Max Horiz 52=181 (LC 9) Max Uplift 27=-44 (LC 9), 28=-70 (LC 8), 29=-34 (LC 9), 30=-34 (LC 8), 31=-34 (LC 9), 32=-34 (LC 8), 33=-34 (LC 9), 34=-34 (LC 8), 36=-34 (LC 9), 37=-34 (LC 8), 38=-34 (LC 9), 39=-34 (LC 8), 40=-34 (LC 9), 41=-34 (LC 8), 42=-34 (LC 9), 43=-34 (LC 8), 45=-34 (LC 9), 46=-34 (LC 8), 47=-34 (LC 9), 48=-34 (LC 8), 49=-35 (LC 9), 50=-38 (LC 8), 51=-271 (LC 9), 52=-243 (LC 8) Max Grav 27=95 (LC 1), 28=271 (LC 1), 29=236 (LC 1), 30=241 (LC 1), 31=240 (LC 1), 32=240 (LC 1), 33=240 (LC 1), 34=240 (LC 1), 36=240 (LC 1), 37=240 (LC 1), 38=240 (LC 1), 39=240 (LC 1), 40=240 (LC 1), 41=240 (LC 1), 42=240 (LC 1), 43=240 (LC 1), 45=240 (LC 1), 46=240 (LC 1), 47=240 (LC 1), 48=240 (LC 1), 49=239 (LC 1), 50=243 (LC 1), 51=346 (LC 19), 52=242 (LC 11) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-13/27, 2-3=-13/27, 3-4=-13/27, 4-5=-13/27, 5-6=-13/27, 6-7=-13/27, 7-8=-13/27, 8-9=-13/27, 9-11=-13/27, 11-12=-13/27, 12-13=-13/27, 13-14=-13/27, 14-15=-13/27, 15-16=-13/27, 16-17=-13/27, 17-18=-13/27, 18-20=-13/27, 20-21=-13/27, 21-22=-13/27, 22-23=-13/27, 23-24=-13/27, 24-25=-13/27, 25-26=-13/27, 26-27=-86/73, 1-52=-417/522, 1-53=0/0 BOT CHORD 51-52=-322/410, 50-51=-86/112, 49-50=-86/112, 48-49=-86/112, 47-48=-86/112, 46-47=-86/112, 45-46=-86/112, 43-45=-86/112, 42-43=-86/112, 41-42=-86/112, 40-41=-86/112, 39-40=-86/112, 38-39=-86/112, 37-38=-86/112, 36-37=-86/112, 34-36=-86/112, 33-34=-86/112, 32-33=-86/112, 31-32=-86/112, 30-31=-86/112, 29-30=-86/112, 28-29=-86/112, 27-28=-43/59 WEBS 2-51=-203/93, 3-50=-210/73, 4-49=-207/65, 5-48=-208/65, 6-47=-208/64, 7-46=-208/64, 8-45=-208/64, 9-43=-208/64, 11-42=-208/64, 12-41=-208/64, 13-40=-208/64, 14-39=-208/64, 15-38=-208/64, 16-37=-208/64, 17-36=-208/64, 18-34=-208/64, 20-33=-208/64, 21-32=-208/64, 22-31=-208/64, 23-30=-209/65, 24-29=-204/66, 25-28=-226/76, 1-51=-559/446, 26-28=-73/88 NOTES 1)Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=3.0psf; h=20ft; Ke=0.90; Cat. III; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) 0-2-12 to 12-2-12, Exterior (2) 12-2-12 to 34-0-4, Corner (3) 34-0-4 to 46-0-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 Job Truss Truss Type Qty Ply Madison Jr. High Commons R79577445D1Flat Supported Gable 1 1232248-A Job Reference (optional) Sunpro Corporation, Lindon, UT - 84042,Run: 8.93 S 8.63 Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Mon Nov 27 13:00:22 Page: 1 ID:tAx_m17hELQOmbM1ddB?jryyUUW-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f Continued on page 2 November 28,2023 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 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)TCLL: ASCE 7-16; Pf=40.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.1; Rough Cat C; Fully Exp.; Ce=0.9; Cs=1.00; Ct=1.00 4)Provide adequate drainage to prevent water ponding. 5)All plates are 3x4 MT20 unless otherwise indicated. 6)Gable requires continuous bottom chord bearing. 7)Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 8)Gable studs spaced at 2-0-0 oc. 9)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10)* 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. 11)All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 12)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 243 lb uplift at joint 52, 44 lb uplift at joint 27, 271 lb uplift at joint 51, 38 lb uplift at joint 50, 35 lb uplift at joint 49, 34 lb uplift at joint 48, 34 lb uplift at joint 47, 34 lb uplift at joint 46, 34 lb uplift at joint 45, 34 lb uplift at joint 43, 34 lb uplift at joint 42, 34 lb uplift at joint 41, 34 lb uplift at joint 40, 34 lb uplift at joint 39, 34 lb uplift at joint 38, 34 lb uplift at joint 37, 34 lb uplift at joint 36, 34 lb uplift at joint 34, 34 lb uplift at joint 33, 34 lb uplift at joint 32, 34 lb uplift at joint 31, 34 lb uplift at joint 30, 34 lb uplift at joint 29 and 70 lb uplift at joint 28. 13)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. 14)This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply Madison Jr. High Commons R79577445D1Flat Supported Gable 1 1232248-A Job Reference (optional) Sunpro Corporation, Lindon, UT - 84042,Run: 8.93 S 8.63 Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Mon Nov 27 13:00:22 Page: 2 ID:tAx_m17hELQOmbM1ddB?jryyUUW-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) =3x6 =7x10 =M18AHS 6x12 =4x10 =4x10 =7x8 =M18AHS 12x20 =4x4 =3x6 =7x8 =M18AHS 12x20 =4x6 =3x8 =7x8 =5x8 =7x8 =4x6 16 15 14 13 12 11 10 9 18 19 1 2 3 4 5 6 7 8 170-5-8 0-5-8 6-4-10 6-10-2 6-4-10 19-10-13 6-4-10 32-11-9 6-6-6 46-2-0 6-8-2 26-6-15 6-8-2 13-6-3 6-8-2 39-7-10 0-5-8 46-2-0 6-2-10 45-8-8 6-4-10 32-9-13 6-4-10 19-9-1 6-8-2 26-5-3 6-8-2 13 -4-7 6-8-2 39-5-14 6-8-6 6-8-6 5-0-0 1-1-8 1-10 -8 3-0-0 3-0-0 2-0-0 5-0-0 Scale = 1:80.5 Plate Offsets (X, Y):[2:0-3-8,0-2-0], [3:0-4-0,0-4-8], [5:0-4-0,0-4-8], [7:0-4-0,0-4-8], [8:0-3-0,0-4-0], [10:0-3-8,0-1-8], [14:0-3-8,0-2-0], [15:0-5-4,0-3-4] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.15 TC 0.93 Vert(LL)-1.32 12-13 >415 240 MT20 220/195 (Roof Snow = 40.0)Lumber DOL 1.15 BC 0.99 Vert(CT)-1.99 12-13 >276 180 M18AHS 169/162 TCDL 12.0 Rep Stress Incr YES WB 0.96 Horz(CT)0.18 19 n/a n/a BCLL 0.0 *Code IRC2018/TPI2014 Matrix-AS BCDL 8.0 Weight: 509 lb FT = 20% LUMBER TOP CHORD 2x6 DF No.2 BOT CHORD 2x4 DF 2400F 2.0E *Except* 16-15:2x4 DF No.2 WEBS 2x4 DF Stud *Except* 8-9:2x4 DF 1800F 1.6E, 16-17:2x6 DF No.2, 7-9,15-1,14-2:2x4 DF No.2 OTHERS 2x6 DF No.2 BRACING TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 9-0-0 oc bracing. WEBS 1 Row at midpt 7-9, 6-10 REACTIONS (size)16=0-5-8, 19=0-5-6 Max Horiz 16=-174 (LC 10) Max Uplift 16=-806 (LC 9), 19=-811 (LC 9) Max Grav 16=4457 (LC 1), 19=4383 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-9553/2284, 2-4=-19041/4277, 4-6=-19043/4241, 6-8=-9572/2106, 9-18=-858/3970, 8-18=-858/3970, 1-16=-4376/1003, 1-17=0/0 BOT CHORD 14-16=-2371/9757, 12-14=-4333/19104, 10-12=-4282/19036, 9-10=-2118/9429 WEBS 7-9=-9538/2121, 2-15=-3679/877, 1-15=-2201/9970, 2-14=-1516/6707, 3-14=-2397/604, 3-13=-739/3177, 4-13=-1134/327, 4-12=-93/57, 5-12=0/242, 5-11=-3352/771, 6-11=-263/1416, 6-10=-6785/1520, 7-10=-510/2575, 8-19=-4833/1070 NOTES 1)2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc, 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Web connected as follows: 2x4 - 1 row at 0-9-0 oc. 2)All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3)Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=3.0psf; h=20ft; Ke=0.90; Cat. III; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) 0-2-12 to 4-2-12, Exterior (2) 4-2-12 to 41-6-12, Corner (3) 41-6-12 to 45-6-12 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 4)TCLL: ASCE 7-16; Pf=40.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.1; Rough Cat C; Fully Exp.; Ce=0.9; Cs=1.00; Ct=1.00 5)Provide adequate drainage to prevent water ponding. 6)All plates are MT20 plates unless otherwise indicated. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 9)Bearings are assumed to be: Joint 16 DF No.2 crushing capacity of 625 psi, Joint 19 DF No.2 crushing capacity of 625 psi. 10)Bearing at joint(s) 19 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 11)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 806 lb uplift at joint 16 and 811 lb uplift at joint 19. 12)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. 13)This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord. LOAD CASE(S) Standard 1)Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (lb/ft) Vert: 1-8=-179 (F=-75), 9-16=-16 Job Truss Truss Type Qty Ply Madison Jr. High Commons R79577446D2Roof Special 1 2232248-A Job Reference (optional) Sunpro Corporation, Lindon, UT - 84042,Run: 8.93 S 8.63 Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Mon Nov 27 13:00:25 Page: 1 ID:f?_J1xWW1?vR?Ll53i2VRpyyUog-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f November 28,2023 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) =4x10 =M18AHS 6x12 =M18AHS 7x14 =4x10 =4x10 =M18AHS 7x10 =M18AHS 7x14 =4x10 =4x10 =M18AHS 7x10 =M18AHS 7x14 =4x10 =4x10 =M18AHS 7x10 =8x8 =8x10 =4x10 16 15 14 13 12 11 10 9 18 19 1 2 3 4 5 6 7 8 170-5-8 0-5-8 6-4-10 6-10-2 6-4-10 19-10-13 6-4-10 32-11-9 6-6-6 46-2-0 6-8-2 26-6-15 6-8-2 13-6-3 6-8-2 39-7-10 0-5-8 46-2-0 6-2-10 45-8-8 6-4-10 32-9-13 6-4-10 19-9-1 6-8-2 26-5-3 6-8-2 13 -4-7 6-8-2 39-5-14 6-8-6 6-8-6 5-0-0 1-1-8 1-10 -8 3-0-0 3-0-0 2-0-0 5-0-0 Scale = 1:80.5 Plate Offsets (X, Y): [1:0-6-8,0-3-0], [2:0-3-8,0-2-0], [3:0-5-0,0-4-8], [4:0-3-8,0-2-0], [5:0-5-0,0-4-8], [6:0-3-8,0-2-0], [7:0-5-0,0-4-8], [10:0-3-8,0-2-0], [11:0-6-8,0-4-8], [12:0-3-8,0-2-0], [13:0-6-8,0-4-8], [14:0-3-8,0-2-0], [15:0-5-8,0-4-8], [18:0-5-0,0-1-0] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.15 TC 0.77 Vert(LL)-1.09 12-13 >501 240 M18AHS 169/162 (Roof Snow = 40.0)Lumber DOL 1.15 BC 0.62 Vert(CT)-1.64 12-13 >334 180 MT20 220/195 TCDL 12.0 Rep Stress Incr YES WB 0.92 Horz(CT)0.08 19 n/a n/a BCLL 0.0 *Code IRC2018/TPI2014 Matrix-AS BCDL 8.0 Weight: 574 lb FT = 20% LUMBER TOP CHORD 2x6 DF No.2 BOT CHORD 2x6 DF 2400F 2.0E *Except* 16-15:2x6 DF No.2 WEBS 2x4 DF Stud *Except* 8-9:2x4 DF 2400F 2.0E, 16-17:2x6 DF No.2, 7-9,15-1,14-2:2x4 DF No.2 OTHERS 2x6 DF No.2 BRACING TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 10-0-0 oc bracing. WEBS 1 Row at midpt 7-9, 6-10 REACTIONS (size)16=0-5-8, 19=0-5-8 Max Horiz 16=-171 (LC 10) Max Uplift 16=-749 (LC 9), 19=-755 (LC 9) Max Grav 16=4228 (LC 1), 19=4159 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-9290/2225, 2-4=-18574/4175, 4-6=-18571/4138, 6-8=-9297/2046, 9-18=-805/3733, 8-18=-805/3733, 1-16=-4084/940, 1-17=0/0 BOT CHORD 14-16=-2310/9489, 12-14=-4229/18635, 10-12=-4177/18564, 9-10=-2057/9160 WEBS 7-9=-9030/2001, 2-15=-3482/833, 1-15=-2111/9543, 2-14=-1480/6546, 3-14=-2263/574, 3-13=-718/3082, 4-13=-1072/313, 4-12=-93/57, 5-12=0/240, 5-11=-3253/749, 6-11=-247/1340, 6-10=-6630/1487, 7-10=-467/2389, 8-19=-4629/1027 NOTES 1)2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc, 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Web connected as follows: 2x4 - 1 row at 0-9-0 oc. 2)All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3)Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=3.0psf; h=20ft; Ke=0.90; Cat. III; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) 0-2-12 to 4-2-12, Exterior (2) 4-2-12 to 41-6-12, Corner (3) 41-6-12 to 45-6-12 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 4)TCLL: ASCE 7-16; Pf=40.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.1; Rough Cat C; Fully Exp.; Ce=0.9; Cs=1.00; Ct=1.00 5)Provide adequate drainage to prevent water ponding. 6)All plates are MT20 plates unless otherwise indicated. 7)All plates are 4x10 MT20 unless otherwise indicated. 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 10)All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 11)Bearing at joint(s) 19 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 12)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 749 lb uplift at joint 16 and 755 lb uplift at joint 19. 13)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. 14)This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord. LOAD CASE(S) Standard 1)Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (lb/ft) Vert: 1-8=-169 (F=-65), 9-16=-16 Job Truss Truss Type Qty Ply Madison Jr. High Commons R79577447D3Roof Special 1 2232248-A Job Reference (optional) Sunpro Corporation, Lindon, UT - 84042,Run: 8.93 S 8.63 Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Mon Nov 27 13:00:25 Page: 1 ID:f?_J1xWW1?vR?Ll53i2VRpyyUog-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f November 28,2023 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) =4x10 =M18AHS 6x12 =M18AHS 7x14 =4x10 =4x10 =M18AHS 7x10 =M18AHS 7x14 =4x10 =4x10 =M18AHS 7x10 =M18AHS 7x14 =4x10 =4x10 =M18AHS 7x10 =8x8 =8x10 =4x10 16 15 14 13 12 11 10 9 18 19 1 2 3 4 5 6 7 8 170-5-8 0-5-8 6-2-14 6-8-6 6-4-14 19-9-11 6-4-14 32-10-15 6-6-10 46-2-0 6-8-6 13-4-13 6-8-6 26-6-1 6-8-6 39-7-6 0-5-8 46-2-0 6-2-14 45-8-8 6-4-14 19-7-15 6-4-14 32-9-3 6-6-10 6-6-10 6-8-6 39-5-10 6-8-6 26-4-5 6-8-6 13-3-1 5-0-0 1-1-8 1-10 -8 0-5-8 0-5-8 2-6-8 3-0-0 2-0-0 5-0-0 Scale = 1:80.5 Plate Offsets (X, Y): [1:0-6-8,0-3-0], [2:0-3-8,0-2-0], [3:0-5-0,0-4-8], [4:0-3-8,0-2-0], [5:0-5-0,0-4-8], [6:0-3-8,0-2-0], [7:0-5-0,0-4-8], [10:0-3-8,0-2-0], [11:0-7-0,0-4-8], [12:0-3-8,0-2-0], [13:0-7-0,0-4-8], [14:0-3-8,0-2-0], [15:0-6-4,0-4-8], [18:0-5-0,0-1-0] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.15 TC 0.70 Vert(LL)-1.04 12-13 >528 240 M18AHS 169/162 (Roof Snow = 40.0)Lumber DOL 1.15 BC 0.59 Vert(CT)-1.56 12-13 >351 180 MT20 220/195 TCDL 12.0 Rep Stress Incr YES WB 0.99 Horz(CT)0.08 19 n/a n/a BCLL 0.0 *Code IRC2018/TPI2014 Matrix-AS BCDL 8.0 Weight: 574 lb FT = 20% LUMBER TOP CHORD 2x6 DF No.2 BOT CHORD 2x6 DF 2400F 2.0E *Except* 16-15:2x6 DF No.2 WEBS 2x4 DF Stud *Except* 8-9:2x4 DF 2400F 2.0E, 16-17:2x6 DF No.2, 15-1,14-2:2x4 DF No.2 OTHERS 2x6 DF No.2 BRACING TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 10-0-0 oc bracing. WEBS 1 Row at midpt 6-10, 7-9 REACTIONS (size)16=0-5-8, 19=0-5-8 Max Horiz 16=-171 (LC 10) Max Uplift 16=-692 (LC 9), 19=-699 (LC 9) Max Grav 16=3999 (LC 1), 19=3934 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-8632/2083, 2-4=-17550/3953, 4-6=-17584/3924, 6-8=-8797/1937, 9-18=-758/3519, 8-18=-758/3519, 1-16=-3864/891, 1-17=0/0 BOT CHORD 14-16=-2165/8821, 12-14=-4006/17609, 10-12=-3963/17578, 9-10=-1950/8668 WEBS 7-10=-438/2256, 2-15=-3302/793, 1-15=-1971/8902, 3-14=-2159/552, 2-14=-1420/6272, 4-13=-1026/303, 3-13=-695/2976, 5-12=0/233, 4-12=-68/48, 6-11=-231/1268, 5-11=-3052/705, 6-10=-6307/1417, 7-9=-8510/1888, 8-19=-4394/975 NOTES 1)2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc, 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Web connected as follows: 2x4 - 1 row at 0-9-0 oc. 2)All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3)Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=3.0psf; h=20ft; Ke=0.90; Cat. III; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) 0-2-12 to 4-2-12, Exterior (2) 4-2-12 to 41-6-12, Corner (3) 41-6-12 to 45-6-12 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 4)TCLL: ASCE 7-16; Pf=40.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.1; Rough Cat C; Fully Exp.; Ce=0.9; Cs=1.00; Ct=1.00 5)Provide adequate drainage to prevent water ponding. 6)All plates are MT20 plates unless otherwise indicated. 7)All plates are 4x10 MT20 unless otherwise indicated. 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 10)All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 11)Bearing at joint(s) 19 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 12)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 692 lb uplift at joint 16 and 699 lb uplift at joint 19. 13)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. 14)This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord. LOAD CASE(S) Standard 1)Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (lb/ft) Vert: 1-8=-159 (F=-55), 9-16=-16 Job Truss Truss Type Qty Ply Madison Jr. High Commons R79577448D4Roof Special 1 2232248-A Job Reference (optional) Sunpro Corporation, Lindon, UT - 84042,Run: 8.93 S 8.63 Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Mon Nov 27 13:00:26 Page: 1 ID:f?_J1xWW1?vR?Ll53i2VRpyyUog-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f November 28,2023 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) =4x10 =M18AHS 6x12 =M18AHS 7x10 =4x10 =M18AHS 7x14 =M18AHS 7x10 =4x10 =4x10 =M18AHS 7x14 =M18AHS 7x10 =4x10 =4x10 =4x10 =8x10 =4x1014 13 12 11 10 9 8 1617 1 2 3 4 5 6 7 15 0-7-4 46 -2-0 0-5-8 0-5-8 7-2-4 45-6-12 7-4-0 7-9-8 7-6-0 23-1-0 7-6-0 38-4-8 7-9-8 30 -10 -8 7-9-8 15-7-0 0-5-8 46-2-0 7-4-0 45 -8-8 7-6-0 30-7-0 7-6-0 15-3-8 7-9-8 38-4-8 7-9-8 23-1-0 7-9-8 7-9-8 5-0-0 1-1-8 1-10 -8 3-0-0 3-0-0 2-0-0 5-0-0 Scale = 1:80.5 Plate Offsets (X, Y): [1:0-6-8,0-3-0], [2:0-3-8,0-2-0], [3:0-5-0,0-4-8], [4:0-3-8,0-2-0], [5:0-5-0,0-4-8], [6:0-3-8,0-2-0], [9:0-3-8,0-2-0], [10:0-7-0,0-4-8], [11:0-3-8,0-2-0], [12:0-7-0,0-4-8], [13:0-3-8,0-3-8], [16:0-5-0,0-1-0] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.15 TC 0.72 Vert(LL)-1.04 11 >528 240 M18AHS 169/162 (Roof Snow = 40.0)Lumber DOL 1.15 BC 0.83 Vert(CT)-1.56 11 >352 180 MT20 220/195 TCDL 12.0 Rep Stress Incr YES WB 0.92 Horz(CT)0.10 17 n/a n/a BCLL 0.0 *Code IRC2018/TPI2014 Matrix-AS BCDL 8.0 Weight: 568 lb FT = 20% LUMBER TOP CHORD 2x6 DF No.2 BOT CHORD 2x6 DF 2400F 2.0E *Except* 14-12:2x6 DF No.2 WEBS 2x4 DF No.2 *Except* 14-15:2x6 DF No.2, 7-8:2x4 DF 2400F 2.0E, 9-6,13-2,12-3,11-4,10-5:2x4 DF Stud OTHERS 2x6 DF No.2 BRACING TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 10-0-0 oc bracing. WEBS 1 Row at midpt 5-9, 6-8 REACTIONS (size)14=0-5-8, 17=0-3-8 Max Horiz 14=-158 (LC 10) Max Uplift 14=-636 (LC 9), 17=-641 (LC 9) Max Grav 14=3777 (LC 1), 17=3703 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-9499/2270, 2-4=-17078/3839, 4-6=-15229/3394, 6-7=-699/161, 1-14=-3638/846, 1-15=0/0 BOT CHORD 13-14=-327/579, 11-13=-3490/15280, 9-11=-3839/17078, 8-9=-2138/9645 WEBS 8-16=-690/3241, 7-16=-690/3241, 6-9=-365/1973, 2-13=-3006/741, 1-13=-2123/9550, 3-12=-1761/475, 2-12=-1339/5892, 4-11=-508/200, 3-11=-466/1899, 5-10=-107/751, 4-10=-1953/470, 5-9=-5805/1313, 6-8=-9490/2097, 7-17=-4199/939 NOTES 1)2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Web connected as follows: 2x4 - 1 row at 0-9-0 oc. 2)All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3)Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=3.0psf; h=20ft; Ke=0.90; Cat. III; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) 0-2-12 to 4-2-12, Exterior (2) 4-2-12 to 41-6-12, Corner (3) 41-6-12 to 45-6-12 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 4)TCLL: ASCE 7-16; Pf=40.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.1; Rough Cat C; Fully Exp.; Ce=0.9; Cs=1.00; Ct=1.00 5)Provide adequate drainage to prevent water ponding. 6)All plates are MT20 plates unless otherwise indicated. 7)All plates are 4x10 MT20 unless otherwise indicated. 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 10)All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 11)Bearing at joint(s) 17 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 12)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 636 lb uplift at joint 14 and 641 lb uplift at joint 17. 13)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. 14)This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord. LOAD CASE(S) Standard 1)Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (lb/ft) Vert: 1-7=-149 (F=-45), 8-14=-16 Job Truss Truss Type Qty Ply Madison Jr. High Commons R79577449D5Roof Special 1 2232248-A Job Reference (optional) Sunpro Corporation, Lindon, UT - 84042,Run: 8.93 S 8.63 Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Mon Nov 27 13:00:26 Page: 1 ID:f?_J1xWW1?vR?Ll53i2VRpyyUog-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f November 28,2023 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) =4x4 =7x8 =7x8 =4x8 =M18AHS 7x10 =7x8 =4x4 =4x4 =M18AHS 8x12 =7x8 =4x5 =4x8 =7x8 =7x8 =4x6 14 13 12 11 10 9 8 16 17 1 2 3 4 5 6 7 150-5-8 0-5-8 7-4-0 7-9-8 7-6-0 23-1-0 7-6-0 38-4-8 7-9-8 46-2-0 7-9-8 30 -10 -8 7-9-8 15-7-0 0-5-8 46-2-0 7-4-0 45 -8-8 7-6-0 30-7-0 7-6-0 15-3-8 7-9-8 23-1-0 7-9-8 38-4-8 7-9-8 7-9-8 5-0-0 1-1-8 1-10 -8 0-5-8 0-5-8 2-6-8 3-0-0 2-0-0 5-0-0 Scale = 1:80.5 Plate Offsets (X, Y):[1:0-4-12,0-3-12], [2:0-3-8,0-2-0], [3:0-4-0,0-4-8], [5:0-4-0,0-4-8], [6:0-3-8,0-2-0], [7:0-3-0,0-4-0], [10:0-5-12,0-4-8], [12:0-4-8,0-4-8], [13:0-3-4,0-3-8] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.15 TC 0.64 Vert(LL)-0.97 11 >567 240 MT20 220/195 (Roof Snow = 40.0)Lumber DOL 1.15 BC 0.78 Vert(CT)-1.45 11 >378 180 M18AHS 169/162 TCDL 12.0 Rep Stress Incr YES WB 0.86 Horz(CT)0.08 17 n/a n/a BCLL 0.0 *Code IRC2018/TPI2014 Matrix-AS BCDL 8.0 Weight: 568 lb FT = 20% LUMBER TOP CHORD 2x6 DF No.2 BOT CHORD 2x6 DF 2400F 2.0E *Except* 14-12:2x6 DF No.2 WEBS 2x4 DF No.2 *Except* 7-8:2x4 DF 2400F 2.0E, 14-15:2x6 DF No.2, 9-6,13-2,12-3,11-4,10-5:2x4 DF Stud OTHERS 2x6 DF No.2 BRACING TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 10-0-0 oc bracing. WEBS 1 Row at midpt 5-9, 6-8 REACTIONS (size)14=0-5-8, 17=0-5-8 Max Horiz 14=-171 (LC 10) Max Uplift 14=-577 (LC 9), 17=-587 (LC 9) Max Grav 14=3542 (LC 1), 17=3485 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-8904/2138, 2-4=-15984/3594, 4-6=-14247/3172, 6-7=-827/197, 8-16=-643/3020, 7-16=-643/3020, 1-14=-3408/797, 1-15=0/0 BOT CHORD 13-14=-358/596, 11-13=-3313/14316, 9-11=-3632/15984, 8-9=-2004/8903 WEBS 6-9=-325/1786, 2-13=-2810/699, 1-13=-1996/8952, 3-12=-1640/449, 2-12=-1260/5517, 4-11=-468/192, 3-11=-439/1761, 5-10=-105/737, 4-10=-1834/446, 5-9=-5553/1260, 6-8=-8567/1902, 7-17=-3952/882 NOTES 1)2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc, 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Web connected as follows: 2x4 - 1 row at 0-9-0 oc. 2)All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3)Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=3.0psf; h=20ft; Ke=0.90; Cat. III; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) 0-2-12 to 4-2-12, Exterior (2) 4-2-12 to 41-6-12, Corner (3) 41-6-12 to 45-6-12 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 4)TCLL: ASCE 7-16; Pf=40.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.1; Rough Cat C; Fully Exp.; Ce=0.9; Cs=1.00; Ct=1.00 5)Provide adequate drainage to prevent water ponding. 6)All plates are MT20 plates unless otherwise indicated. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 9)All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 10)Bearing at joint(s) 17 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 11)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 577 lb uplift at joint 14 and 587 lb uplift at joint 17. 12)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. 13)This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord. LOAD CASE(S) Standard 1)Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (lb/ft) Vert: 1-7=-139 (F=-35), 8-14=-16 Job Truss Truss Type Qty Ply Madison Jr. High Commons R79577450D6Roof Special 1 2232248-A Job Reference (optional) Sunpro Corporation, Lindon, UT - 84042,Run: 8.93 S 8.63 Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Mon Nov 27 13:00:27 Page: 1 ID:f?_J1xWW1?vR?Ll53i2VRpyyUog-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f November 28,2023 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) =4x4 =7x8 =7x8 =4x8 =M18AHS 7x10 =7x8 =4x4 =4x4 =M18AHS 7x10 =7x8 =4x5 =4x8 =7x8 =7x8 =4x6 14 13 12 11 10 9 8 16 17 1 2 3 4 5 6 7 150-5-8 0-5-8 7-4-0 7-9-8 7-6-0 23-1-0 7-6-0 38-4-8 7-9-8 46-2-0 7-9-8 30 -10 -8 7-9-8 15-7-0 0-5-8 46-2-0 7-4-0 45 -8-8 7-6-0 30-7-0 7-6-0 15-3-8 7-9-8 23-1-0 7-9-8 38-4-8 7-9-8 7-9-8 5-0-0 1-1-8 1-10 -8 0-5-8 0-5-8 2-6-8 3-0-0 2-0-0 5-0-0 Scale = 1:80.5 Plate Offsets (X, Y):[1:0-4-8,0-3-8], [2:0-3-8,0-2-0], [3:0-4-0,0-4-8], [5:0-4-0,0-4-8], [6:0-3-8,0-2-0], [7:0-3-0,0-4-0], [10:0-5-0,0-5-0], [12:0-4-12,0-4-8], [13:0-3-8,0-3-8] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.15 TC 0.97 Vert(LL)-0.91 11 >606 240 MT20 220/195 (Roof Snow = 40.0)Lumber DOL 1.15 BC 0.73 Vert(CT)-1.36 11 >404 180 M18AHS 169/162 TCDL 12.0 Rep Stress Incr YES WB 0.80 Horz(CT)0.08 17 n/a n/a BCLL 0.0 *Code IRC2018/TPI2014 Matrix-AS BCDL 8.0 Weight: 568 lb FT = 20% LUMBER TOP CHORD 2x6 DF No.2 BOT CHORD 2x6 DF 2400F 2.0E *Except* 14-12:2x6 DF No.2 WEBS 2x4 DF No.2 *Except* 14-15:2x6 DF No.2, 13-2,12-3,11-4,10-5,9-6:2x4 DF Stud OTHERS 2x6 DF No.2 BRACING TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 10-0-0 oc bracing. WEBS 1 Row at midpt 6-8, 5-9 REACTIONS (size)14=0-5-8, 17=0-5-8 Max Horiz 14=-171 (LC 10) Max Uplift 14=-520 (LC 9), 17=-530 (LC 9) Max Grav 14=3314 (LC 1), 17=3260 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-8330/2013, 2-4=-14953/3370, 4-6=-13327/2971, 6-7=-747/181, 8-16=-604/2838, 7-16=-604/2838, 1-14=-3185/748, 1-15=0/0 BOT CHORD 13-14=-352/571, 11-13=-3112/13392, 9-11=-3408/14953, 8-9=-1881/8334 WEBS 6-8=-8048/1789, 2-13=-2620/658, 1-13=-1870/8374, 2-12=-1183/5161, 3-12=-1526/425, 3-11=-415/1648, 4-11=-430/184, 4-10=-1717/421, 5-10=-96/698, 5-9=-5187/1180, 6-9=-301/1678, 7-17=-3685/824 NOTES 1)2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc, 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Web connected as follows: 2x4 - 1 row at 0-9-0 oc. 2)All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3)Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=3.0psf; h=20ft; Ke=0.90; Cat. III; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) 0-2-12 to 4-2-12, Exterior (2) 4-2-12 to 41-6-12, Corner (3) 41-6-12 to 45-6-12 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 4)TCLL: ASCE 7-16; Pf=40.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.1; Rough Cat C; Fully Exp.; Ce=0.9; Cs=1.00; Ct=1.00 5)Provide adequate drainage to prevent water ponding. 6)All plates are MT20 plates unless otherwise indicated. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 9)All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 10)Bearing at joint(s) 17 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 11)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 520 lb uplift at joint 14 and 530 lb uplift at joint 17. 12)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. 13)This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord. LOAD CASE(S) Standard 1)Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (lb/ft) Vert: 1-7=-129 (F=-25), 8-14=-16 Job Truss Truss Type Qty Ply Madison Jr. High Commons R79577451D7Roof Special 1 2232248-A Job Reference (optional) Sunpro Corporation, Lindon, UT - 84042,Run: 8.93 S 8.63 Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Mon Nov 27 13:00:27 Page: 1 ID:f?_J1xWW1?vR?Ll53i2VRpyyUog-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f November 28,2023 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) =M18AHS 3x12 =8x10 =M18AHS 10x12 =4x12 =4x12 =7x8 =M18AHS 10x18 =4x4 =4x4 =7x8 =M18AHS 10x18 =4x8 =M18AHS 9x14 =7x8 =M18AHS 10x18 =4x6 16 15 14 13 12 11 10 9 18 19 1 2 3 4 5 6 7 8 170-5-8 0-5-8 6-3-13 6-9-5 6-3-13 19-8-7 6-3-13 32-7-10 6-5-9 39-1-3 6-7-5 26-3-13 6-7-5 13 -4-10 7-0-13 46-2-0 0-5-8 46-2-0 6-3-13 19-6-11 6-3-13 32 -5-14 6-7-5 39-1-3 6-7-5 13-2-14 6-7-5 26 -2-1 6-7-5 45-8-8 6-7-9 6-7-9 5-0-0 1-1-8 1-10 -8 3-0-0 3-0-0 2-0-0 5-0-0 Scale = 1:80.5 Plate Offsets (X, Y): [1:0-6-4,0-4-4], [2:0-3-8,0-2-0], [3:0-3-12,0-4-8], [5:0-3-8,0-4-8], [6:0-3-8,0-2-0], [7:0-4-0,0-4-8], [8:0-7-8,0-5-0], [9:Edge,0-2-0], [10:0-3-4,0-5-0], [14:0-3-8,0-2-0], [15:0-4-8,0-5-0], [16:0-5-8,Edge] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.15 TC 0.96 Vert(LL)-1.43 12-13 >384 240 MT20 220/195 (Roof Snow = 40.0)Lumber DOL 1.15 BC 0.85 Vert(CT)-2.15 12-13 >256 180 M18AHS 169/162 TCDL 12.0 Rep Stress Incr YES WB 0.94 Horz(CT)0.08 19 n/a n/a BCLL 0.0 *Code IRC2018/TPI2014 Matrix-AS BCDL 8.0 Weight: 289 lb FT = 20% LUMBER TOP CHORD 2x6 DF No.2 *Except* 3-5:2x6 DF 2400F 2.0E BOT CHORD 2x6 DF 2400F 2.0E *Except* 16-15:2x6 DF No.2 WEBS 2x4 DF Stud *Except* 8-9,16-17:2x6 DF No.2, 8-10,15-1:2x4 DF 2400F 2.0E, 14-2,10-6:2x4 DF No.2 OTHERS 2x6 DF No.2 BRACING TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 6-0-0 oc bracing. WEBS 1 Row at midpt 5-11, 6-10 REACTIONS (size)16=0-5-8, 19=0-5-8 Max Horiz 16=-171 (LC 10) Max Uplift 16=-434 (LC 9), 19=-444 (LC 9) Max Grav 16=2971 (LC 1), 19=2912 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-6500/1618, 2-4=-13011/2964, 4-6=-13093/2946, 6-8=-6845/1516, 9-18=-5/146, 8-18=-5/146, 1-16=-2870/675, 1-17=0/0 BOT CHORD 14-16=-1689/6638, 12-14=-3014/13053, 10-12=-2986/13088, 9-10=-200/778 WEBS 8-10=-1457/6530, 2-15=-2421/601, 1-15=-1496/6723, 2-14=-1044/4543, 3-14=-1570/423, 3-13=-530/2222, 4-13=-743/241, 4-12=-58/58, 5-12=0/219, 5-11=-2161/511, 6-11=-159/936, 6-10=-4504/1021, 7-10=-755/230, 8-19=-3386/759 NOTES 1)Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=3.0psf; h=20ft; Ke=0.90; Cat. III; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) 0-2-12 to 4-2-12, Exterior (2) 4-2-12 to 41-5-12, Corner (3) 41-5-12 to 45-5-12 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)TCLL: ASCE 7-16; Pf=40.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.1; Rough Cat C; Fully Exp.; Ce=0.9; Cs=1.00; Ct=1.00 3)Provide adequate drainage to prevent water ponding. 4)All plates are MT20 plates unless otherwise indicated. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 7)All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 8)Bearing at joint(s) 19 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 434 lb uplift at joint 16 and 444 lb uplift at joint 19. 10)This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 11)This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord. 12)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 + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (lb/ft) Vert: 1-8=-114 (F=-10), 9-16=-16 Job Truss Truss Type Qty Ply Madison Jr. High Commons R79577452D8Roof Special 2 1232248-A Job Reference (optional) Sunpro Corporation, Lindon, UT - 84042,Run: 8.93 S 8.63 Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Mon Nov 27 13:00:27 Page: 1 ID:f?_J1xWW1?vR?Ll53i2VRpyyUog-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f November 28,2023 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) =3x6 =6x10 =7x8 =4x10 =4x10 =7x8 =M18AHS 7x14 =4x4 =4x4 =7x8 =M18AHS 7x14 =4x6 =4x6 =7x8 =4x8 =3x4 18 17 16 15 14 13 12 11 10 1 2 3 204 21 5 22 6 7 89 190-5-8 0-5-8 6-4-6 32 -10-7 6-4-6 6-9-14 6-4-6 19-10-3 6-7-14 39 -6-6 6-7-14 13-5-13 6-7-14 26-6-1 6-7-10 46-2-0 0-3-4 46-2-0 6-4-6 19 -8-7 6-4-6 32-8-11 6-6-2 45-10-12 6-7-14 39 -4-10 6-7-14 13-4-1 6-7-14 26-4-5 6-8-2 6-8-2 5-0-0 3-0-0 3-0-0 3-0-0 2-0-0 5-0-0 Scale = 1:78.7 Plate Offsets (X, Y):[2:0-3-8,0-2-0], [3:0-4-0,0-4-8], [5:0-4-0,0-4-8], [7:0-4-0,0-4-8], [13:0-6-12,0-4-12], [15:0-6-12,0-4-12], [16:0-3-8,0-2-0], [17:0-3-0,0-4-8] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.15 TC 0.61 Vert(LL)-1.07 14-15 >514 240 MT20 220/195 (Roof Snow = 40.0)Lumber DOL 1.15 BC 0.67 Vert(CT)-1.60 14-15 >342 180 M18AHS 169/162 TCDL 12.0 Rep Stress Incr YES WB 0.97 Horz(CT)0.21 11 n/a n/a BCLL 0.0 *Code IRC2018/TPI2014 Matrix-AS BCDL 8.0 Weight: 574 lb FT = 20% LUMBER TOP CHORD 2x6 DF No.2 *Except* 3-5:2x6 DF 2400F 2.0E BOT CHORD 2x6 DF 2400F 2.0E *Except* 18-17:2x6 DF No.2 WEBS 2x4 DF Stud *Except* 18-19:2x6 DF No.2, 7-11,17-1,16-2:2x4 DF No.2 BRACING TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 10-0-0 oc bracing. WEBS 1 Row at midpt 7-11, 6-12 REACTIONS (size)11=0-5-8, 18=0-5-8 Max Horiz 18=179 (LC 9) Max Uplift 11=-652 (LC 9), 18=-623 (LC 9) Max Grav 11=3784 (LC 1), 18=3728 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-8485/2048, 2-4=-19672/4408, 4-6=-19815/4400, 6-8=-8653/1892, 8-9=0/0, 8-11=-354/105, 1-18=-3598/835, 1-19=0/0 BOT CHORD 16-18=-2149/8668, 14-16=-4490/19771, 12-14=-4460/19811, 11-12=-1921/8504, 10-11=0/0 WEBS 7-11=-8950/1991, 2-17=-3195/772, 1-17=-1947/8773, 2-16=-1559/6887, 3-16=-2383/602, 3-15=-1098/4809, 4-15=-1738/460, 4-14=-64/66, 5-14=0/215, 5-13=-4933/1117, 6-13=-387/1977, 6-12=-6954/1560, 7-12=-510/2596 NOTES 1)2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc, 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Web connected as follows: 2x4 - 1 row at 0-9-0 oc. 2)All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3)Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=3.0psf; h=20ft; Ke=0.90; Cat. III; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) 0-2-12 to 4-2-12, Exterior (2) 4-2-12 to 42-2-0, Corner (3) 42-2-0 to 46-2-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 4)TCLL: ASCE 7-16; Pf=40.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.1; Rough Cat C; Fully Exp.; Ce=0.9; Cs=1.00; Ct=1.00 5)Provide adequate drainage to prevent water ponding. 6)All plates are MT20 plates unless otherwise indicated. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 9)Bearings are assumed to be: Joint 18 DF No.2 crushing capacity of 625 psi, Joint 11 DF 2400F 2.0E crushing capacity of 670 psi. 10)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 652 lb uplift at joint 11 and 623 lb uplift at joint 18. 11)This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 12)This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord. LOAD CASE(S) Standard 1)Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (lb/ft) Vert: 1-20=-104, 20-22=-354 (F=-250), 8-22=-104, 8-9=-104, 10-18=-16 Job Truss Truss Type Qty Ply Madison Jr. High Commons R79577453D9Flat62232248-A Job Reference (optional) Sunpro Corporation, Lindon, UT - 84042,Run: 8.93 S 8.63 Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Mon Nov 27 13:00:28 Page: 1 ID:zEcxT01ZMinZ6iNJR9J2YNyyUmi-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f November 28,2023 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) =7x8 =8x10 =5x12 =4x10 =M18AHS 10x12 =7x8 =4x4 =4x4 =M18AHS 9x14 =7x8 =4x8 =4x12 =M18AHS 7x10 =M18AHS 6x8 16 15 14 13 12 11 10 9 1 2 3 4 5 6 78 170-5-8 0-5-8 7-3-12 7-9-4 7-5-12 38 -3-4 7-5-12 23-0-4 7-9-4 15-6-8 7-9-4 30 -9-8 7-10-12 46-2-0 0-3-4 46-2-0 7-5-12 30-6-0 7-5-12 15-3-0 7-7-8 45 -10 -12 7-9-4 38-3-4 7-9-4 23-0-4 7-9-4 7-9-4 5-0-0 3-0-0 3-0-0 3-0-0 2-0-0 5-0-0 Scale = 1:79.1 Plate Offsets (X, Y):[1:0-7-0,0-5-4], [2:0-3-8,0-2-0], [3:0-4-0,0-4-8], [5:0-4-0,0-4-8], [6:0-3-8,0-2-0], [10:Edge,0-4-0], [11:0-3-8,0-2-0], [12:0-6-12,Edge], [14:0-5-8,Edge], [15:0-3-0,0-2-8] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.15 TC 0.69 Vert(LL)-1.35 13 >406 240 MT20 220/195 (Roof Snow = 40.0)Lumber DOL 1.15 BC 0.80 Vert(CT)-2.02 13 >271 180 M18AHS 169/162 TCDL 12.0 Rep Stress Incr YES WB 0.97 Horz(CT)0.27 10 n/a n/a BCLL 0.0 *Code IRC2018/TPI2014 Matrix-AS BCDL 8.0 Weight: 284 lb FT = 20% LUMBER TOP CHORD 2x6 DF 2400F 2.0E *Except* 5-8:2x6 DF No.2 BOT CHORD 2x6 DF 2400F 2.0E WEBS 2x4 DF No.2 *Except* 10-6:2x4 DF 2400F 2.0E, 16-17:2x6 DF No.2, 15-2,14-3,13-4,12-5,11-6:2x4 DF Stud, 15-1:2x4 DF 1800F 1.6E BRACING TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 6-0-0 oc bracing. WEBS 1 Row at midpt 1-15, 4-12 WEBS 2 Rows at 1/3 pts 6-10, 5-11 REACTIONS (size)10=0-5-8, 16=0-5-8 Max Horiz 16=179 (LC 9) Max Uplift 10=-400 (LC 9), 16=-396 (LC 8) Max Grav 10=2773 (LC 1), 16=2740 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-6855/1689, 2-4=-12347/2794, 4-6=-11024/2459, 6-7=-210/90, 7-8=0/0, 7-10=-413/123, 1-16=-2617/626, 1-17=0/0 BOT CHORD 15-16=-361/538, 13-15=-2613/11034, 11-13=-2853/12347, 10-11=-1590/6964, 9-10=0/0 WEBS 6-10=-7120/1596, 2-15=-2140/553, 1-15=-1541/6865, 2-14=-993/4264, 3-14=-1248/365, 3-13=-362/1387, 4-13=-335/165, 4-12=-1398/355, 5-12=-73/582, 5-11=-4218/970, 6-11=-247/1436 NOTES 1)Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=3.0psf; h=20ft; Ke=0.90; Cat. III; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) 0-2-12 to 4-2-12, Exterior (2) 4-2-12 to 42-2-0, Corner (3) 42-2-0 to 46-2-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL: ASCE 7-16; Pf=40.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.1; Rough Cat C; Fully Exp.; Ce=0.9; Cs=1.00; Ct=1.00 3)Provide adequate drainage to prevent water ponding. 4)All plates are MT20 plates unless otherwise indicated. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 7)All bearings are assumed to be DF 2400F 2.0E crushing capacity of 670 psi. 8)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 400 lb uplift at joint 10 and 396 lb uplift at joint 16. 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)This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply Madison Jr. High Commons R79577454D10Flat321232248-A Job Reference (optional) Sunpro Corporation, Lindon, UT - 84042,Run: 8.93 S 8.63 Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Mon Nov 27 13:00:28 Page: 1 ID:zEcxT01ZMinZ6iNJR9J2YNyyUmi-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f November 28,2023 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) =3x6 =4x6 =3x6 =3x6 =3x6 =3x6 =3x6 54 53 52 51 50 49 48 4746 45 44 43 42 41 40 39 3837 36 35 34 33 32 31 30 2928 1 2 3 4 5 6 7 8 910 11 12 13 14 15 16 17 1819 20 21 22 23 24 25 2627 550-5-8 0-5-8 13-8-8 46-2-0 16 -0-0 32 -5-8 16-0-0 16-5-8 2-0-0 2-0-0 44-2-0 46-2-0 5-0-0 3-0-0 3-0-0 3-0-0 2-0-0 5-0-0 Scale = 1:78.7 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.15 TC 0.19 Vert(LL)n/a -n/a 999 MT20 220/195 (Roof Snow = 40.0)Lumber DOL 1.15 BC 0.33 Vert(TL)n/a -n/a 999 TCDL 12.0 Rep Stress Incr YES WB 0.13 Horiz(TL)0.01 27 n/a n/a BCLL 0.0 *Code IRC2018/TPI2014 Matrix-AS BCDL 8.0 Weight: 214 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 BOT CHORD 2x4 DF No.2 WEBS 2x6 DF No.2 *Except* 1-53:2x4 DF Stud OTHERS 2x4 DF Stud BRACING TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 10-0-0 oc bracing. REACTIONS (size)27=46-2-0, 28=46-2-0, 29=46-2-0, 30=46-2-0, 31=46-2-0, 32=46-2-0, 33=46-2-0, 34=46-2-0, 35=46-2-0, 36=46-2-0, 38=46-2-0, 39=46-2-0, 40=46-2-0, 41=46-2-0, 42=46-2-0, 43=46-2-0, 44=46-2-0, 45=46-2-0, 47=46-2-0, 48=46-2-0, 49=46-2-0, 50=46-2-0, 51=46-2-0, 52=46-2-0, 53=46-2-0, 54=46-2-0 Max Horiz 54=-158 (LC 10) Max Uplift 27=-27 (LC 1), 28=-63 (LC 3), 29=-12 (LC 8), 30=-38 (LC 8), 31=-33 (LC 8), 32=-34 (LC 8), 33=-34 (LC 8), 34=-34 (LC 8), 35=-34 (LC 8), 36=-34 (LC 8), 38=-34 (LC 8), 39=-34 (LC 8), 40=-34 (LC 9), 41=-34 (LC 8), 42=-34 (LC 9), 43=-34 (LC 8), 44=-34 (LC 9), 45=-34 (LC 8), 47=-34 (LC 9), 48=-34 (LC 8), 49=-34 (LC 9), 50=-34 (LC 8), 51=-35 (LC 9), 52=-38 (LC 8), 53=-275 (LC 9), 54=-241 (LC 8) Max Grav 27=6 (LC 8), 28=-10 (LC 8), 29=177 (LC 1), 30=262 (LC 1), 31=235 (LC 1), 32=241 (LC 1), 33=240 (LC 1), 34=240 (LC 1), 35=240 (LC 1), 36=240 (LC 1), 38=240 (LC 1), 39=240 (LC 1), 40=240 (LC 1), 41=240 (LC 1), 42=240 (LC 1), 43=240 (LC 1), 44=240 (LC 1), 45=240 (LC 1), 47=240 (LC 1), 48=240 (LC 1), 49=240 (LC 1), 50=240 (LC 1), 51=239 (LC 1), 52=243 (LC 1), 53=356 (LC 19), 54=228 (LC 11) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/0, 2-3=0/0, 3-4=0/0, 4-5=0/0, 5-6=0/0, 6-7=0/0, 7-8=0/0, 8-9=0/0, 9-11=0/0, 11-12=0/0, 12-13=0/0, 13-14=0/0, 14-15=0/0, 15-16=0/0, 16-17=0/0, 17-18=0/0, 18-20=0/0, 20-21=0/0, 21-22=0/0, 22-23=0/0, 23-24=0/0, 24-25=0/0, 25-26=0/0, 26-27=0/0, 1-54=-412/511, 1-55=0/0 BOT CHORD 53-54=-252/309, 52-53=0/0, 51-52=0/0, 50-51=0/0, 49-50=0/0, 48-49=0/0, 47-48=0/0, 45-47=0/0, 44-45=0/0, 43-44=0/0, 42-43=0/0, 41-42=0/0, 40-41=0/0, 39-40=0/0, 38-39=0/0, 36-38=0/0, 35-36=0/0, 34-35=0/0, 33-34=0/0, 32-33=0/0, 31-32=0/0, 30-31=0/0, 29-30=0/0, 28-29=0/0 WEBS 2-53=-203/92, 3-52=-210/73, 4-51=-207/65, 5-50=-208/65, 6-49=-208/64, 7-48=-208/64, 8-47=-208/64, 9-45=-208/64, 11-44=-208/64, 12-43=-208/64, 13-42=-208/64, 14-41=-208/64, 15-40=-208/64, 16-39=-208/64, 17-38=-208/64, 18-36=-208/64, 20-35=-208/64, 21-34=-208/64, 22-33=-208/64, 23-32=-209/65, 24-31=-203/63, 25-30=-230/71, 26-29=-131/40, 1-53=-565/460 NOTES 1)Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=3.0psf; h=20ft; Ke=0.90; Cat. III; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner (3) 0-2-12 to 12-2-12, Exterior (2) 12-2-12 to 34-2-0, Corner (3) 34-2-0 to 46-2-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 Job Truss Truss Type Qty Ply Madison Jr. High Commons R79577455D11Flat Supported Gable 1 1232248-A Job Reference (optional) Sunpro Corporation, Lindon, UT - 84042,Run: 8.93 S 8.63 Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Mon Nov 27 13:00:29 Page: 1 ID:6s_z3QdriMmbq3ppgL34SbyyUcv-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f Continued on page 2 November 28,2023 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 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)TCLL: ASCE 7-16; Pf=40.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.1; Rough Cat C; Fully Exp.; Ce=0.9; Cs=1.00; Ct=1.00 4)Provide adequate drainage to prevent water ponding. 5)All plates are 3x4 MT20 unless otherwise indicated. 6)Gable requires continuous bottom chord bearing. 7)Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 8)Gable studs spaced at 2-0-0 oc. 9)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10)* 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. 11)All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 12)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 63 lb uplift at joint 28, 241 lb uplift at joint 54, 27 lb uplift at joint 27, 275 lb uplift at joint 53, 38 lb uplift at joint 52, 35 lb uplift at joint 51, 34 lb uplift at joint 50, 34 lb uplift at joint 49, 34 lb uplift at joint 48, 34 lb uplift at joint 47, 34 lb uplift at joint 45, 34 lb uplift at joint 44, 34 lb uplift at joint 43, 34 lb uplift at joint 42, 34 lb uplift at joint 41, 34 lb uplift at joint 40, 34 lb uplift at joint 39, 34 lb uplift at joint 38, 34 lb uplift at joint 36, 34 lb uplift at joint 35, 34 lb uplift at joint 34, 34 lb uplift at joint 33, 34 lb uplift at joint 32, 33 lb uplift at joint 31, 38 lb uplift at joint 30 and 12 lb uplift at joint 29. 13)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. 14)This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply Madison Jr. High Commons R79577455D11Flat Supported Gable 1 1232248-A Job Reference (optional) Sunpro Corporation, Lindon, UT - 84042,Run: 8.93 S 8.63 Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Mon Nov 27 13:00:29 Page: 2 ID:6s_z3QdriMmbq3ppgL34SbyyUcv-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f LA T E R A L B R A C I N G L O C A T I O N In d i c a t e s l o c a t i o n w h e r e b e a r i n g s (s u p p o r t s ) o c c u r . I c o n s v a r y b u t re a c t i o n s e c t i o n i n d i c a t e s j o i n t nu m b e r / l e t t e r w h e r e b e a r i n g s o c c u r . Mi n s i z e s h o w n i s f o r c r u s h i n g o n l y . In d i c a t e d b y s y m b o l s h o w n a n d / o r by t e x t i n t h e b r a c i n g s e c t i o n o f t h e ou t p u t . U s e T o r I b r a c i n g if i n d i c a t e d . Th e f i r s t d i m e n s i o n i s t h e p l a t e wi d t h m e a s u r e d p e r p e n d i c u l a r to s l o t s . S e c o n d d i m e n s i o n i s th e l e n g t h p a r a l l e l t o s l o t s . Ce n t e r p l a t e o n j o i n t u n l e s s x , y of f s e t s a r e i n d i c a t e d . Di m e n s i o n s a r e i n f t - i n - s i x t e e n t h s . Ap p l y p l a t e s t o b o t h s i d e s o f t r u s s an d f u l l y e m b e d t e e t h . 1. A d d i t i o n a l s t a b i l i t y b r a c i n g f o r t r u s s s y s t e m , e . g . d i a g o n a l o r X - b r a c i n g , i s a l w a y s r e q u i r e d . S e e B C S I . 2. T r u s s b r a c i n g m u s t b e d e s i g n e d b y a n e n g i n e e r . F o r w i d e t r u s s s p a c i n g , i n d i v i d u a l l a t e r a l b r a c e s t h e m s e l v e s m a y r e q u i r e b r a c i n g , o r a l t e r n a t i v e T o r I b r a c i n g s h o u l d b e c o n s i d e r e d . 3. N e v e r e x c e e d t h e d e s i g n l o a d i n g s h o w n a n d n e v e r s t a c k m a t e r i a l s o n i n a d e q u a t e l y b r a c e d t r u s s e s . 4. P r o v i d e c o p i e s o f t h i s t r u s s d e s i g n t o t h e b u i l d i n g d e s i g n e r , e r e c t i o n s u p e r v i s o r , p r o p e r t y o w n e r a n d a l l o t h e r i n t e r e s t e d p a r t i e s . 5. C u t m e m b e r s t o b e a r t i g h t l y a g a i n s t e a c h o t h e r . 6. P l a c e p l a t e s o n e a c h f a c e o f t r u s s a t e a c h j o i n t a n d e m b e d f u l l y . K n o t s a n d w a n e a t j o i n t l o c a t i o n s a r e r e g u l a t e d b y A N S I / T P I 1 . 7. D e s i g n a s s u m e s t r u s s e s w i l l b e s u i t a b l y p r o t e c t e d f r o m t h e e n v i r o n m e n t i n a c c o r d w i t h A N S I / T P I 1 . 8. U n l e s s o t h e r w i s e n o t e d , m o i s t u r e c o n t e n t o f l u m b e r s h a l l n o t e x c e e d 1 9 % a t t i m e o f f a b r i c a t i o n . 9. U n l e s s e x p r e s s l y n o t e d , t h i s d e s i g n i s n o t a p p l i c a b l e f o r u s e w i t h f i r e r e t a r d a n t , p r e s e r v a t i v e t r e a t e d , o r g r e e n l u m b e r . 10 . C a m b e r i s a n o n - s t r u c t u r a l c o n s i d e r a t i o n a n d i s t h e r e s p o n s i b i l i t y o f t r u s s f a b r i c a t o r . G e n e r a l p r a c t i c e i s t o c a m b e r f o r d e a d l o a d d e f l e c t i o n . 11 . P l a t e t y p e , s i z e , o r i e n t a t i o n a n d l o c a t i o n d i m e n s i o n s i n d i c a t e d a r e m i n i m u m p l a t i n g r e q u i r e m e n t s . 12 . L u m b e r u s e d s h a l l b e o f t h e s p e c i e s a n d s i z e , a n d i n a l l r e s p e c t s , e q u a l t o o r b e t t e r t h a n t h a t s p e c i f i e d . 13 . T o p c h o r d s m u s t b e s h e a t h e d o r p u r l i n s p r o v i d e d a t s p a c i n g i n d i c a t e d o n d e s i g n . 14 . B o t t o m c h o r d s r e q u i r e l a t e r a l b r a c i n g a t 1 0 f t . s p a c i n g , o r l e s s , i f n o c e i l i n g i s i n s t a l l e d , u n l e s s o t h e r w i s e n o t e d . 15 . C o n n e c t i o n s n o t s h o w n a r e t h e r e s p o n s i b i l i t y o f o t h e r s . 16 . D o n o t c u t o r a l t e r t r u s s m e m b e r o r p l a t e w i t h o u t p r i o r a p p r o v a l o f a n e n g i n e e r . 17 . I n s t a l l a n d l o a d v e r t i c a l l y u n l e s s i n d i c a t e d o t h e r w i s e . 18 . U s e o f g r e e n o r t r e a t e d l u m b e r m a y p o s e u n a c c e p t a b l e e n v i r o n m e n t a l , h e a l t h o r p e r f o r m a n c e r i s k s . C o n s u l t w i t h p r o j e c t e n g i n e e r b e f o r e u s e . 19 . R e v i e w a l l p o r t i o n s o f t h i s d e s i g n ( f r o n t , b a c k , w o r d s a n d p i c t u r e s ) b e f o r e u s e . R e v i e w i n g p i c t u r e s a l o n e i s n o t s u f f i c i e n t . 20 . D e s i g n a s s u m e s m a n u f a c t u r e i n a c c o r d a n c e w i t h A N S I / T P I 1 Q u a l i t y C r i t e r i a . 21 . T h e d e s i g n d o e s n o t t a k e i n t o a c c o u n t a n y d y n a m i c o r o t h e r l o a d s o t h e r t h a n t h o s e e x p r e s s l y s t a t e d . Fa i l u r e t o F o l l o w C o u l d C a u s e P r o p e r t y Da m a g e o r P e r s o n a l I n j u r y ( D r a w i n g s n o t t o s c a l e ) © 2 0 2 3 M i T e k ® A l l R i g h t s R e s e r v e d Mi T e k E n g i n e e r i n g R e f e r e n c e S h e e t : M I I - 7 4 7 3 r e v . 1 / 2 / 2 0 2 3 ed g e o f t r u s s . fr o m o u t s i d e " 16 /1 -0 IC C - E S R e p o r t s : ES R - 1 9 8 8 , E S R - 2 3 6 2 , E S R - 2 6 8 5 , E S R - 3 2 8 2 ES R - 4 7 2 2 , E S L - 1 3 8 8 JO I N T S A R E G E N E R A L L Y N U M B E R E D / L E T T E R E D C L O C K W I S E AR O U N D T H E T R U S S S T A R T I N G A T T H E J O I N T F A R T H E S T T O TH E L E F T . CH O R D S A N D W E B S A R E I D E N T I F I E D B Y E N D J O I N T NU M B E R S / L E T T E R S . W 4 - 6 W3-6 W 3 - 7 W2-7 W1-7 C1-8 C5 - 6 C6 - 7 C7 - 8 C4-5 C3- 4 C2 - 3 C1 - 2 TOP CHORD TOP CHORD 8 7 6 5 4 3 2 1 BO T T O M C H O R D S TO P C H O R D S BE A R I N G 4 x 4 PL A T E S I Z E Th i s s y m b o l i n d i c a t e s t h e re q u i r e d d i r e c t i o n o f s l o t s i n co n n e c t o r p l a t e s . " 16 /1 Fo r 4 x 2 o r i e n t a t i o n , l o c a t e pl a t e s 0 - 2/1 PL A T E L O C A T I O N A N D O R I E N T A T I O N * Pl a t e l o c a t i o n d e t a i l s a v a i l a b l e i n M i T e k so f t w a r e o r u p o n r e q u e s t . In d u s t r y S t a n d a r d s : AN S I / T P I 1 : N a t i o n a l D e s i g n S p e c i f i c a t i o n f o r M e t a l P l a t e C o n n e c t e d W o o d T r u s s C o n s t r u c t i o n . DS B - 2 2 : D e s i g n S t a n d a r d f o r B r a c i n g . BC S I : B u i l d i n g C o m p o n e n t S a f e t y I n f o r m a t i o n , G u i d e t o G o o d P r a c t i c e f o r H a n d l i n g , I n s t a l l i n g , R e s t r a i n i n g & B r a c i n g o f M e t a l P l a t e C o n n e c t e d W o o d T r u s s e s . 6- 4 - 8 WE B S Tr u s s e s a r e d e s i g n e d f o r w i n d l o a d s i n t h e p l a n e o f t h e tr u s s u n l e s s o t h e r w i s e s h o w n . Lu m b e r d e s i g n v a l u e s a r e i n a c c o r d a n c e w i t h A N S I / T P I 1 se c t i o n 6 . 3 T h e s e t r u s s d e s i g n s r e l y o n l u m b e r v a l u e s es t a b l i s h e d b y o t h e r s . di m e n s i o n s s h o w n i n f t - i n - s i x t e e n t h s L Jo i n t I D ty p .