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HomeMy WebLinkAboutTRUSS DRAWINGS CLASSROOMS 4 - 23-00332 - Madison Jr High - Addition400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 MiTek, Inc. 232248-B 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: R79578686 thru R79578702 Madison Jr. High Classrooms 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 =7x8 =4x12 =5x6 =M18AHS 7x10 =6x6 =3x4 =3x4 =M18AHS 6x12 =5x6 =4x4 =3x8 =6x6 =3x4 16 15 14 13 12 11 10 9 1 18 2 3 4 5 6 19 78 17 0-5-8 0-5-8 5-5-12 28-5-2 5-5-12 5-11-4 5-5-12 17 -2-3 5-9-4 11-8-7 5-9-4 22-11-7 5-9-4 34-2-6 0-3-4 34-2-6 5-5-12 22-7-15 5-5-12 11-4-15 5-6-0 33-11-2 5-9-4 17-2-3 5-9-4 28-5-2 5-11-4 5-11-4 5-0-0 3-0-0 3-0-0 3-0-0 2-0-0 5-0-0 Scale = 1:60.1 Plate Offsets (X, Y):[3:0-3-0,Edge], [5:0-2-12,0-3-4], [6:0-3-8,0-1-8], [12:0-6-0,Edge], [14:0-4-8,Edge], [15:0-3-8,0-2-0] 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 0.83 Vert(LL)-0.60 13 >677 240 MT20 220/195 (Roof Snow = 40.0)Lumber DOL 1.15 BC 0.61 Vert(CT)-0.90 13-14 >451 180 M18AHS 169/162 TCDL 12.0 Rep Stress Incr YES WB 0.94 Horz(CT)0.16 10 n/a n/a BCLL 0.0 *Code IRC2018/TPI2014 Matrix-AS BCDL 8.0 Weight: 169 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 BOT CHORD 2x4 DF 2400F 2.0E WEBS 2x4 DF Stud *Except* 15-1:2x4 DF No.2, 17-16:2x6 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 6-10, 5-11 REACTIONS (size)10=0-2-12, 16=0-5-8 Max Horiz 16=-181 (LC 8) Max Uplift 10=-302 (LC 9), 16=-299 (LC 8) Max Grav 10=2055 (LC 1), 16=2022 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-3639/1033, 2-4=-6372/1576, 4-6=-5655/1365, 6-7=-103/73, 7-8=0/0, 7-10=-303/101, 1-16=-1961/516, 1-17=0/0 BOT CHORD 15-16=-316/441, 13-15=-1534/5729, 11-13=-1638/6372, 10-11=-893/3524, 9-10=0/0 WEBS 6-10=-3814/931, 2-15=-1599/453, 1-15=-969/3901, 2-14=-576/2224, 3-14=-899/290, 3-13=-228/717, 4-13=-231/136, 4-12=-799/235, 5-12=-74/451, 5-11=-2324/588, 6-11=-215/1101 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 30-2-6, Corner (3) 30-2-6 to 34-2-6 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 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 at joint(s) 10. 9)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 302 lb uplift at joint 10 and 299 lb uplift at joint 16. 10)This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 11)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 Classrooms R79578686A1Flat441232248-B Job Reference (optional) Sunpro Corporation, Lindon, UT - 84042,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Mon Nov 27 13:33:23 Page: 1 ID:jaRUS?3KSoVOo5xWEIKNyeyynj0-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 =7x8 =5x8 =5x5 =M18AHS 7x10 =6x6 =3x4 =3x4 =M18AHS 6x12 =5x6 =4x4 =3x8 =5x6 =3x6 16 15 14 13 12 11 10 9 1 18 2 3 4 5 6 19 78 17 0-5-8 0-5-8 5-5-1 28-1-13 5-5-1 5-10-9 5-5-1 17-0-3 5-8-9 11-7-2 5-8-9 22-8-12 5-10-1 33-11-14 0-3-4 33-11-14 5-5-1 22 -5-4 5-5-1 11-3-10 5-6-13 33-8-10 5-8-9 17 -0-3 5-8-9 28 -1-13 5-10 -9 5-10 -9 5-0-0 3-0-0 3-0-0 3-0-0 3-0-0 2-0-0 5-0-0 Scale = 1:61.4 Plate Offsets (X, Y):[3:0-3-0,0-3-4], [5:0-3-0,0-3-4], [6:0-3-8,0-1-8], [10:0-3-0,0-3-4], [12:0-6-0,Edge], [14:0-4-12,Edge], [15:0-3-8,0-2-8] 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 0.74 Vert(LL)-0.64 13 >631 240 MT20 220/195 (Roof Snow = 40.0)Lumber DOL 1.15 BC 0.94 Vert(CT)-0.96 13-14 >421 180 M18AHS 169/162 TCDL 12.0 Rep Stress Incr YES WB 0.95 Horz(CT)0.20 10 n/a n/a BCLL 0.0 *Code IRC2018/TPI2014 Matrix-AS BCDL 8.0 Weight: 168 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 *Except* 3-5:2x4 DF 1800F 1.6E BOT CHORD 2x4 DF 1800F 1.6E *Except* 16-14:2x4 DF No.2 WEBS 2x4 DF Stud *Except* 17-16:2x6 DF No.2, 15-1:2x4 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 6-10, 5-11 REACTIONS (size)10= Mechanical, 16=0-5-8 Max Horiz 16=-181 (LC 8) Max Uplift 10=-301 (LC 9), 16=-297 (LC 8) Max Grav 10=2042 (LC 1), 16=2009 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-3585/1023, 2-4=-6294/1563, 4-6=-5605/1358, 6-7=-103/73, 7-8=0/0, 7-10=-308/103, 1-16=-1951/516, 1-17=0/0 BOT CHORD 15-16=-314/439, 13-15=-1519/5649, 11-13=-1625/6294, 10-11=-898/3534, 9-10=0/0 WEBS 6-10=-3815/936, 2-15=-1590/452, 1-15=-960/3853, 2-14=-572/2200, 3-14=-897/290, 3-13=-229/721, 4-13=-236/137, 4-12=-770/229, 5-12=-72/439, 5-11=-2262/575, 6-11=-212/1083 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 29-11-14, Corner (3) 29-11-14 to 33-11-14 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)Bearings are assumed to be: Joint 16 DF No.2 crushing capacity of 625 psi. 8)Refer to girder(s) for truss to truss connections. 9)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 301 lb uplift at joint 10 and 297 lb uplift at joint 16. 10)This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 11)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 Classrooms R79578687A2Flat111232248-B Job Reference (optional) Sunpro Corporation, Lindon, UT - 84042,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Mon Nov 27 13:33:25 Page: 1 ID:rAq5Sh28Ngiu0Ye5UoHMkjyynhl-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 =7x8 =5x8 =5x5 =M18AHS 7x10 =6x6 =3x4 =3x4 =M18AHS 6x12 =5x6 =4x4 =3x8 =5x6 =3x6 16 15 14 13 12 11 10 9 1 18 2 3 4 5 6 19 78 17 0-5-8 0-5-8 5-5-6 28-3-4 5-5-6 5-10-14 5-5-6 17-1-1 5-8-14 22-9-15 5-8-14 11-7-11 5-10-6 34 -1-10 0-3-4 34-1-10 5-5-6 11-4-3 5-5-6 22-6-7 5-7-2 33-10-6 5-8-14 28-3-4 5-8-14 17-1-1 5-10 -14 5-10 -14 5-0-0 3-0-0 3-0-0 3-0-0 3-0-0 2-0-0 5-0-0 Scale = 1:61.7 Plate Offsets (X, Y):[3:0-3-0,Edge], [5:0-3-0,0-3-4], [6:0-3-8,0-1-8], [10:0-2-12,0-2-12], [12:0-6-0,Edge], [14:0-4-12,Edge], [15:0-3-8,0-2-8] 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 0.75 Vert(LL)-0.65 13 >623 240 MT20 220/195 (Roof Snow = 40.0)Lumber DOL 1.15 BC 0.95 Vert(CT)-0.97 13-14 >415 180 M18AHS 169/162 TCDL 12.0 Rep Stress Incr YES WB 0.96 Horz(CT)0.20 10 n/a n/a BCLL 0.0 *Code IRC2018/TPI2014 Matrix-AS BCDL 8.0 Weight: 169 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 *Except* 3-5:2x4 DF 1800F 1.6E BOT CHORD 2x4 DF 1800F 1.6E *Except* 16-14:2x4 DF No.2 WEBS 2x4 DF Stud *Except* 17-16:2x6 DF No.2, 15-1:2x4 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 6-10, 5-11 REACTIONS (size)10= Mechanical, 16=0-5-8 Max Horiz 16=-181 (LC 8) Max Uplift 10=-302 (LC 9), 16=-299 (LC 8) Max Grav 10=2051 (LC 1), 16=2018 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-3616/1029, 2-4=-6349/1573, 4-6=-5654/1367, 6-7=-104/73, 7-8=0/0, 7-10=-309/104, 1-16=-1960/516, 1-17=0/0 BOT CHORD 15-16=-314/439, 13-15=-1528/5698, 11-13=-1635/6349, 10-11=-904/3565, 9-10=0/0 WEBS 6-10=-3845/941, 2-15=-1597/453, 1-15=-965/3884, 2-14=-575/2217, 3-14=-901/291, 3-13=-230/727, 4-13=-237/137, 4-12=-776/230, 5-12=-72/441, 5-11=-2280/578, 6-11=-213/1088 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 30-1-10, Corner (3) 30-1-10 to 34-1-10 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)Bearings are assumed to be: Joint 16 DF No.2 crushing capacity of 625 psi, Joint 10 DF 2400F 2.0E crushing capacity of 670 psi. 8)Refer to girder(s) for truss to truss connections. 9)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 302 lb uplift at joint 10 and 299 lb uplift at joint 16. 10)This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 11)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 Classrooms R79578688A3Flat111232248-B Job Reference (optional) Sunpro Corporation, Lindon, UT - 84042,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Mon Nov 27 13:33:25 Page: 1 ID:Zv09FYnO?QOErwopZ6tgiayyngo-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 =5x6 =4x5 =7x8 =4x12 =3x4 =4x12 =5x6 =M18AHS 7x10 =4x8 =1.5x4 =5x12 =5x12 =3x4 =4x8 =3x4 HGUS26 -2 HGUS26 -2 18 17 16 15 20 14 21 13 12 11 10 1 2 3 4 5 6 7 89 19 0-5-8 0-5-8 4-6-4 4-11-12 4-10-0 9-9-13 4-10-0 24-3-13 4-10 -0 29-1-13 4-10-0 14-7-13 4-10-0 19-5-13 4-11-13 34-1-10 0-3-4 34-1-10 4-8-4 9-9-13 4-8-8 33-10-6 4-10 -0 29-1-14 4-10-0 14-7-13 4-10-0 19-5-13 4-10-0 24-3-13 5-1-8 5-1-8 5-0-0 3-0-0 3-0-0 3-0-0 2-0-0 5-0-0 Scale = 1:60 Plate Offsets (X, Y):[4:0-3-0,0-3-0], [7:0-6-0,0-3-0], [14:0-5-0,0-5-0], [17:0-4-0,0-4-8] 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 0.95 Vert(LL)-0.57 14-15 >714 240 MT20 220/195 (Roof Snow = 40.0)Lumber DOL 1.15 BC 0.72 Vert(CT)-0.84 14-15 >482 180 M18AHS 169/162 TCDL 12.0 Rep Stress Incr NO WB 0.91 Horz(CT)0.12 11 n/a n/a BCLL 0.0 *Code IRC2018/TPI2014 Matrix-MSH BCDL 8.0 Weight: 394 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 *Except* 4-7:2x4 DF 1800F 1.6E BOT CHORD 2x6 DF 2400F 2.0E *Except* 18-17:2x6 DF No.2 WEBS 2x4 DF Stud *Except* 19-18:2x6 DF No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 2-5-3 oc purlins, except end verticals. BOT CHORD 10-0-0 oc bracing. REACTIONS (size)11= Mechanical, 18=0-5-8 Max Horiz 18=-178 (LC 4) Max Uplift 11=-594 (LC 5), 18=-561 (LC 4) Max Grav 11=3548 (LC 1), 18=3361 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-207/174, 2-3=-5707/1065, 3-5=-13709/2416, 5-6=-10639/1830, 6-8=-10639/1830, 8-9=0/0, 8-11=-261/54, 1-18=-244/54, 1-19=0/0 BOT CHORD 16-18=-1846/10198, 15-16=-1846/10198, 13-15=-2565/14425, 12-13=-1014/5855, 11-12=-1014/5855, 10-11=0/0 WEBS 2-17=-400/2512, 3-17=-5146/905, 3-16=0/169, 3-15=-748/3996, 4-15=-464/113, 5-15=-815/183, 5-14=-329/1916, 5-13=-4309/800, 6-13=-476/109, 7-13=-965/5444, 7-12=0/190, 7-11=-6595/1119, 2-18=-6217/1053 NOTES 1) 2)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, 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-6-0 oc. Web connected as follows: 2x4 - 1 row at 0-9-0 oc. 3)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. 4)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; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 5)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 6)Provide adequate drainage to prevent water ponding. 7)All plates are MT20 plates 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)Bearings are assumed to be: Joint 18 DF No.2 crushing capacity of 625 psi. 11)Refer to girder(s) for truss to truss connections. 12)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 594 lb uplift at joint 11 and 561 lb uplift at joint 18. 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)Use Simpson Strong-Tie HGUS26-2 (20-10d Girder, 6-10d Truss) or equivalent spaced at 4-3-0 oc max. starting at 15-10-0 from the left end to 20-1-0 to connect truss(es) to back face of bottom chord. 15)Fill all nail holes where hanger is in contact with lumber. LOAD CASE(S) Standard 1)Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (lb/ft) Vert: 1-8=-104, 8-9=-104, 10-18=-16 Concentrated Loads (lb) Vert: 20=-1420 (B), 21=-1420 (B) Job Truss Truss Type Qty Ply Madison Jr. High Classrooms R79578689A4Flat Girder 2 2232248-B Job Reference (optional) Sunpro Corporation, Lindon, UT - 84042,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Mon Nov 27 13:33:26 Page: 1 ID:poHzh7XLszfgkCOgY3_g49yyneX-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f N/A PLY-TO-PLY CONNECTION REQUIRES THAT AN APPROVED FACE MOUNT HANGER (SPECIFIED BY OTHERS) IS REQUIRED FOR LOADS REPORTED IN NOTES. FACE MOUNT HANGER SHALL BE ATTACHED WITH A MINIMUM OF 0.148"x 3" NAILS PER HANGER MANUFACTURER SPECIFICATIONS. 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 =3x8 =4x8 =1.5x4 =3x8 =3x6 6 5 4 1 7 2 8 3 6-11-9 6-11-9 6-11-9 13 -11-2 6-11-9 6-11-9 6-11-9 13 -11-2 3-0-0 Scale = 1:32.1 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 0.89 Vert(LL)-0.05 5 >999 240 MT20 220/195 (Roof Snow = 40.0)Lumber DOL 1.15 BC 0.31 Vert(CT)-0.09 5-6 >999 180 TCDL 12.0 Rep Stress Incr NO WB 0.58 Horz(CT)0.00 4 n/a n/a BCLL 0.0 *Code IRC2018/TPI2014 Matrix-AS BCDL 8.0 Weight: 66 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 BOT CHORD 2x4 DF No.2 WEBS 2x4 DF Stud BRACING TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 10-0-0 oc bracing. REACTIONS (size)4= Mechanical, 6= Mechanical Max Horiz 6=-89 (LC 6) Max Uplift 4=-132 (LC 7), 6=-131 (LC 6) Max Grav 4=873 (LC 1), 6=868 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-6=-808/406, 1-2=-1326/588, 2-3=-1326/588, 3-4=-813/378 BOT CHORD 5-6=-77/158, 4-5=-33/100 WEBS 1-5=-621/1321, 2-5=-877/485, 3-5=-535/1319 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) 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)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6)Refer to girder(s) for truss to truss connections. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 131 lb uplift at joint 6 and 132 lb uplift at joint 4. 8)This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 9)This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord. 10)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: 1-7=-104, 7-8=-116 (F=-12), 3-8=-104, 4-6=-16 Job Truss Truss Type Qty Ply Madison Jr. High Classrooms R79578690A5Flat31232248-B Job Reference (optional) Sunpro Corporation, Lindon, UT - 84042,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Mon Nov 27 13:33:26 Page: 1 ID:tP9DGRW5KMPyVuEIRexC?kyyneZ-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 6x8 =6x6 =3x4 =4x4 =M18AHS 6x8 =3x6 8 7 6 5 1 2 3 4 9 0-5-8 0-5-8 7-4-12 7-10-4 7-10-4 15 -8-8 0-3-4 15-8-8 7-7-0 15-5-4 7-10-4 7-10-4 5-0-0 3-0-0 3-0-0 3-0-0 2-0-0 5-0-0 Scale = 1:37.1 Plate Offsets (X, Y):[1:0-4-0,Edge], [3:0-3-4,0-2-12] 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)-0.06 7-8 >999 240 M18AHS 169/162 (Roof Snow = 40.0)Lumber DOL 1.15 BC 0.46 Vert(CT)-0.12 7-8 >999 180 MT20 220/195 TCDL 12.0 Rep Stress Incr YES WB 0.72 Horz(CT)0.02 6 n/a n/a BCLL 0.0 *Code IRC2018/TPI2014 Matrix-AS BCDL 8.0 Weight: 79 lb FT = 20% LUMBER TOP CHORD 2x4 DF 1800F 1.6E BOT CHORD 2x4 DF No.2 WEBS 2x4 DF No.2 *Except* 2-7:2x4 DF Stud, 9-8:2x6 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 2-8 REACTIONS (size)6= Mechanical, 8=0-5-8 Max Horiz 8=-181 (LC 8) Max Uplift 6=-163 (LC 9), 8=-160 (LC 8) Max Grav 6=945 (LC 1), 8=912 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-390/291, 2-3=-1500/717, 3-4=0/0, 3-6=-871/431, 1-8=-369/198, 1-9=0/0 BOT CHORD 7-8=-779/1500, 6-7=-95/157, 5-6=0/0 WEBS 2-7=-373/308, 3-7=-727/1427, 2-8=-1423/773 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) 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)Bearings are assumed to be: Joint 8 DF No.2 crushing capacity of 625 psi. 8)Refer to girder(s) for truss to truss connections. 9)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 163 lb uplift at joint 6 and 160 lb uplift at joint 8. 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. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply Madison Jr. High Classrooms R79578691A6Flat31232248-B Job Reference (optional) Sunpro Corporation, Lindon, UT - 84042,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Mon Nov 27 13:33:26 Page: 1 ID:ODbr26VTZ2H5tlf6txQzTXyynea-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 =3x4 =4x8 =1.5x4 LUS24 LUS24 LUS24 8 7 9 10 6 5 1 2 3 4 5-1-0 0-3-4 5-1-0 0-3-4 0-3-4 4-6-8 4-9-12 3-0-0 3-0-0 3-0-0 Scale = 1:31.1 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 0.32 Vert(LL)-0.04 6-7 >999 240 MT20 220/195 (Roof Snow = 40.0)Lumber DOL 1.15 BC 0.62 Vert(CT)-0.06 6-7 >930 180 TCDL 12.0 Rep Stress Incr NO WB 0.01 Horz(CT)0.00 6 n/a n/a BCLL 0.0 *Code IRC2018/TPI2014 Matrix-MP BCDL 8.0 Weight: 61 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 BOT CHORD 2x6 DF No.2 WEBS 2x4 DF Stud BRACING TOP CHORD Structural wood sheathing directly applied or 5-1-0 oc purlins, except end verticals. BOT CHORD 10-0-0 oc bracing. REACTIONS (size)6= Mechanical, 7= Mechanical Max Horiz 7=-86 (LC 4) Max Uplift 6=-272 (LC 5), 7=-365 (LC 4) Max Grav 6=1436 (LC 1), 7=1969 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 2-7=-264/82, 1-2=0/0, 2-3=-32/24, 3-4=0/0, 3-6=-264/57 BOT CHORD 7-8=0/0, 6-7=-75/67, 5-6=0/0 WEBS 2-6=-50/50 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 0-4-0 oc. Web connected as follows: 2x4 - 1 row at 0-9-0 oc. 2)All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3)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; cantilever left and right exposed ; end vertical left and right exposed; 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)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)Refer to girder(s) for truss to truss connections. 9)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 365 lb uplift at joint 7 and 272 lb uplift at joint 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. 11)Use Simpson Strong-Tie LUS24 (4-SD9112 Girder, 2- SD9212 Truss, Single Ply Girder) or equivalent spaced at 2-0-0 oc max. starting at 0-2-0 from the left end to 4-2-0 to connect truss(es) to front face of bottom chord. 12)Fill all nail holes where hanger is in contact with lumber. LOAD CASE(S) Standard 1)Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (lb/ft) Vert: 1-2=-104, 2-3=-104, 3-4=-104, 5-8=-16 Concentrated Loads (lb) Vert: 8=-936 (F), 9=-929 (F), 10=-930 (F) Job Truss Truss Type Qty Ply Madison Jr. High Classrooms R79578692A7Flat Girder 2 2232248-B Job Reference (optional) Sunpro Corporation, Lindon, UT - 84042,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Mon Nov 27 13:33:27 Page: 1 ID:tP9DGRW5KMPyVuEIRexC?kyyneZ-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) =4x12 =3x4 =7x8 =4x12 =5x6 =3x8 =5x8 =M18AHS 6x12 =3x4 =3x4 =5x8 =7x8 =3x4 12 11 10 9 8 7 14 1 15 2 3 4 5 16 6 130-1-12 0-7-4 0-5-8 0-5-8 6-5-9 20-1-12 6-3-13 6-11-1 6-9-1 26-10 -13 6-9-1 13-8-2 6-7-5 33-6-2 0-5-8 0-5-8 6-5-9 6-11-1 6-5-9 20-0-0 6-7-5 13-6-6 6-9-1 26-9-1 6-9-1 33-6-2 5-0-0 4-0-2 3-0-0 0-11 -14 2-0-2 3-0-0 2-0-0 5-0-0 Scale = 1:62.8 Plate Offsets (X, Y):[1:0-6-8,0-2-0], [3:0-4-0,0-3-4], [5:0-4-0,0-3-4], [6:Edge,0-1-8], [9:0-6-0,0-3-4], [10:0-3-8,0-1-8], [11:0-3-0,0-3-4] 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 0.94 Vert(LL)-0.55 9-10 >719 240 MT20 220/195 (Roof Snow = 40.0)Lumber DOL 1.15 BC 0.82 Vert(CT)-0.83 9-10 >473 180 M18AHS 169/162 TCDL 12.0 Rep Stress Incr YES WB 0.98 Horz(CT)0.18 7 n/a n/a BCLL 0.0 *Code IRC2018/TPI2014 Matrix-AS BCDL 8.0 Weight: 163 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 *Except* 1-3:2x4 DF 2400F 2.0E BOT CHORD 2x4 DF 2400F 2.0E *Except* 12-11:2x4 DF No.2 WEBS 2x4 DF Stud *Except* 7-5:2x4 DF No.2, 13-14:2x6 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 5-7, 4-8 WEBS 2 Rows at 1/3 pts 2-12 REACTIONS (lb/size)7=1965/ Mechanical, 12=2005/ Mechanical Max Horiz 12=-181 (LC 8) Max Uplift 7=-292 (LC 9), 12=-306 (LC 8) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-5789/1449, 3-4=-5848/1425, 4-5=-3963/947, 6-7=-305/104, 12-14=-340/122, 1-14=-314/124 BOT CHORD 11-12=-1078/3844, 10-11=-1078/3844, 9-10=-1501/5826, 8-9=-1468/5843, 7-8=-980/3917 WEBS 5-7=-4134/1013, 2-10=-542/2101, 3-10=-692/244, 4-8=-2032/519, 5-8=-148/869, 2-12=-4077/1011 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 29-4-6, Corner (3) 29-4-6 to 33-4-6 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 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)Refer to girder(s) for truss to truss connections. 8)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 292 lb uplift at joint 7 and 306 lb uplift at joint 12. 9)This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 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 Classrooms R79578693A8Flat51232248-B Job Reference (optional) Sunpro Corporation, Lindon, UT - 84042,Run: 8.63 E Jan 26 2023 Print: 8.630 E Jan 26 2023 MiTek Industries, Inc. Mon Nov 27 17:42:42 Page: 1 ID:6ynvsyEkCozRh6pqyF0GROyyndd-b1LcAUy_59l6AoiAQUm6TZF9tciFztaoXH?UUNyEtth 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 =7x8 =5x8 =5x5 =M18AHS 7x10 =6x6 =3x4 =3x4 =M18AHS 6x12 =5x6 =4x4 =3x8 =5x6 =1.5x4 16 15 14 13 12 11 109 1 18 2 3 4 5 6 19 78 17 0-3-8 33-11-14 0-5-8 0-5-8 5-5-0 28-1-10 5-5-0 5-10-8 5-5-0 17-0-1 5-6-12 33-8-6 5-8-8 22-8-9 5-8-8 11-7-1 0-3-8 33-11-14 5-5-0 11-3-9 5-5-0 22-5-1 5-6-12 33-8-6 5-8-8 28-1-10 5-8-8 17 -0-1 5-10-8 5-10-8 5-0-0 3-0-0 3-0-0 3-0-0 2-0-0 5-0-0 Scale = 1:59.8 Plate Offsets (X, Y):[3:0-3-0,0-3-4], [5:0-3-0,0-3-4], [6:0-3-8,0-1-8], [10:0-3-0,0-3-4], [12:0-6-0,Edge], [14:0-4-12,Edge], [15:0-3-8,0-2-8] 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 0.74 Vert(LL)-0.64 13 >631 240 MT20 220/195 (Roof Snow = 40.0)Lumber DOL 1.15 BC 0.95 Vert(CT)-0.95 13-14 >421 180 M18AHS 169/162 TCDL 12.0 Rep Stress Incr YES WB 0.98 Horz(CT)0.20 10 n/a n/a BCLL 0.0 *Code IRC2018/TPI2014 Matrix-AS BCDL 8.0 Weight: 168 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 *Except* 3-5:2x4 DF 1800F 1.6E BOT CHORD 2x4 DF 1800F 1.6E *Except* 14-16:2x4 DF No.2 WEBS 2x4 DF Stud *Except* 15-1:2x4 DF No.2, 17-16:2x6 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 6-10, 5-11 REACTIONS (size)10= Mechanical, 16=0-5-8 Max Horiz 16=-158 (LC 10) Max Uplift 10=-299 (LC 9), 16=-295 (LC 8) Max Grav 10=2043 (LC 1), 16=2008 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-3581/1028, 2-4=-6287/1577, 4-6=-5591/1376, 6-7=0/0, 7-8=0/0, 1-16=-1950/511, 1-17=0/0 BOT CHORD 15-16=-252/369, 13-15=-1466/5641, 11-13=-1577/6287, 10-11=-868/3556, 9-10=0/0 WEBS 7-10=-267/89, 2-15=-1589/448, 3-14=-897/286, 2-14=-562/2196, 4-13=-236/133, 6-11=-210/1092, 6-10=-3955/965, 3-13=-221/722, 5-12=-69/437, 4-12=-778/225, 5-11=-2223/559, 1-15=-950/3849 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 29-11-14, Corner (3) 29-11-14 to 33-11-14 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)Bearings are assumed to be: Joint 16 DF No.2 crushing capacity of 625 psi. 8)Refer to girder(s) for truss to truss connections. 9)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 299 lb uplift at joint 10 and 295 lb uplift at joint 16. 10)This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 11)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 Classrooms R79578694A9Flat21232248-B Job Reference (optional) Sunpro Corporation, Lindon, UT - 84042,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Mon Nov 27 13:33:27 Page: 1 ID:ILTUkXaIcOVT2QyCb7WraIyyndB-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) =3x4 =5x6 =3x4 =3x4 =5x5 =5x6 =3x4 =3x4 =5x5 =5x6 =3x4 =3x4 =3x4 =1.5x4 14 13 12 11 10 9 8 1 2 3 16 4 17 5 6 7 15 0-5-8 0-5-8 5-5-7 5-10-15 5-5-7 17-1-5 5-5-7 28-3-11 5-8-15 22-10-4 5-8-15 11-7-14 5-7-15 33 -11-10 5-5-7 11-4-6 5-5-7 22-6-12 5-7-15 33 -11-10 5-8-15 28-3-11 5-8-15 17-1-5 5-10-15 5-10-15 5-0-0 3-0-0 3-0-0 3-0-0 2-0-0 5-0-0 Scale = 1:59.8 Plate Offsets (X, Y):[3:0-3-0,0-3-4], [5:0-3-0,0-3-4], [10:0-2-8,0-3-0], [12:0-2-8,0-3-0] 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 0.52 Vert(LL)n/a -n/a 999 MT20 220/195 (Roof Snow = 40.0)Lumber DOL 1.15 BC 0.42 Vert(TL)n/a -n/a 999 TCDL 12.0 Rep Stress Incr YES WB 0.17 Horiz(TL)0.00 8 n/a n/a BCLL 0.0 *Code IRC2018/TPI2014 Matrix-AS BCDL 8.0 Weight: 168 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 BOT CHORD 2x4 DF No.2 WEBS 2x4 DF Stud *Except* 15-14:2x6 DF No.2 BRACING TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 10-0-0 oc bracing. REACTIONS (size)8=33-8-2, 9=33-8-2, 10=33-8-2, 11=33-8-2, 12=33-8-2, 13=33-8-2, 14=33-8-2 Max Horiz 14=-158 (LC 10) Max Uplift 8=-40 (LC 9), 9=-105 (LC 9), 10=-94 (LC 9), 11=-100 (LC 9), 12=-105 (LC 9), 13=-131 (LC 9), 14=-89 (LC 8) Max Grav 8=274 (LC 1), 9=755 (LC 1), 10=655 (LC 1), 11=683 (LC 1), 12=670 (LC 1), 13=706 (LC 1), 14=299 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-130/104, 2-4=-45/36, 4-6=-15/25, 6-7=0/0, 1-14=-254/190, 1-15=0/0 BOT CHORD 13-14=-281/355, 11-13=-104/130, 9-11=-16/35, 8-9=-6/15 WEBS 7-8=-232/79, 2-13=-599/233, 3-12=-554/200, 2-12=-105/87, 4-11=-575/190, 6-9=-641/220, 6-8=-16/7, 3-11=-43/36, 5-10=-557/189, 4-10=-35/18, 5-9=-22/10, 1-13=-249/196 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 21-10-14, Corner (3) 21-10-14 to 33-10-14 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)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)Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 7)Gable studs spaced at 2-0-0 oc. 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9)* 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)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 94 lb uplift at joint 10, 89 lb uplift at joint 14, 40 lb uplift at joint 8, 131 lb uplift at joint 13, 105 lb uplift at joint 12, 100 lb uplift at joint 11 and 105 lb uplift at joint 9. 12)Non Standard bearing condition. Review required. 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 Classrooms R79578695A10Flat Supported Gable 1 1232248-B Job Reference (optional) Sunpro Corporation, Lindon, UT - 84042,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Mon Nov 27 13:33:28 Page: 1 ID:M2SRa6Ni3gp5zZ?uS_iJFDyync9-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 =7x8 =M18AHS 8x12 =4x8 =4x8 =7x8 =M18AHS 10x18 =M18AHS 8x12 =3x4 =3x6 =M18AHS 10x18 =3x4 =M18AHS 8x12 =3x6 14 13 12 11 10 9 8 5 6 18 717116234 15 0-5-8 0-5-8 4-0-2 23-5-3 4-1-14 27-7-2 4-7-2 32-2-4 6-2-2 6-7-10 6-3-14 19-5-1 6-5-10 13 -1-3 0-1-12 32-2-4 4-1-14 27-7-2 4-3-10 23-5-3 4-5-6 32-0-8 6-2-2 19-1-9 6-5-10 12-11-7 6-5-14 6-5-14 5-0-0 3-0-0 3-0-0 3-0-0 2-0-0 5-0-0 Scale = 1:57.1 Plate Offsets (X, Y):[1:0-4-12,Edge], [2:0-3-8,0-2-0], [12:0-3-8,0-2-0] 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 0.75 Vert(LL)-0.61 11-12 >628 240 MT20 220/195 (Roof Snow = 40.0)Lumber DOL 1.15 BC 0.99 Vert(CT)-0.92 11-12 >413 180 M18AHS 169/162 TCDL 12.0 Rep Stress Incr YES WB 0.92 Horz(CT)0.17 8 n/a n/a BCLL 0.0 *Code IRC2018/TPI2014 Matrix-AS BCDL 8.0 Weight: 170 lb FT = 20% LUMBER TOP CHORD 2x4 DF 2400F 2.0E *Except* 4-7:2x6 DF No.2 BOT CHORD 2x4 DF 2400F 2.0E *Except* 14-13:2x4 DF No.2 WEBS 2x4 DF Stud *Except* 7-8,13-1,12-2:2x4 DF No.2, 15-14:2x6 DF No.2, 7-9:2x4 DF 2400F 2.0E BRACING TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 6-0-0 oc bracing. WEBS 1 Row at midpt 5-9 REACTIONS (size)8=0-2-12, 14=0-5-8 Max Horiz 14=-182 (LC 8) Max Uplift 8=-804 (LC 9), 14=-350 (LC 9) Max Grav 8=3991 (LC 1), 14=2290 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-4534/1281, 2-5=-8117/2066, 5-6=-5565/1392, 6-7=-5565/1392, 7-8=-3926/1023, 1-14=-2228/607, 1-15=0/0 BOT CHORD 12-14=-1363/4632, 10-12=-2133/8146, 9-10=-2050/7899, 8-9=-57/120 WEBS 2-13=-1815/533, 1-13=-1231/4788, 2-12=-778/2875, 3-12=-1030/345, 3-11=-295/980, 4-11=-317/154, 7-9=-1621/6325, 5-10=-175/230, 4-10=-298/424, 5-9=-2761/707, 6-9=-1701/486 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 28-0-8, Corner (3) 28-0-8 to 32-0-8 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 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) 8 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 at joint(s) 8. 10)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 350 lb uplift at joint 14 and 804 lb uplift at joint 8. 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. 13)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: 1-17=-104, 7-17=-354 (F=-250), 8-14=-16 Job Truss Truss Type Qty Ply Madison Jr. High Classrooms R79578696B1Flat581232248-B Job Reference (optional) Sunpro Corporation, Lindon, UT - 84042,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Mon Nov 27 13:33:28 Page: 1 ID:kAUkAJ48s?a5OEH_D6kNSyyynZy-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 =7x8 =4x8 =5x8 =M18AHS 8x12 =1.5x4 =3x4 =3x8 =5x6 =3x4 =M18AHS 10x18 =M18AHS 6x8 =M18AHS 8x12 =4x5 16 15 14 13 12 11 10 6 7 20 89191182345 17 0-5-8 0-5-8 3-2-9 16-1-0 3-2-9 19-3-9 4-0-8 23-4-1 4-2-4 27 -6-4 4-5-8 31-11-12 6-1-10 12-10-7 6-3-6 6-8-14 0-3-4 31-11-12 6-1-10 25-3-6 6-1-10 12 -8-11 6-5-2 31 -8-8 6-5-2 19 -1-13 6-7-2 6-7-2 5-0-0 3-0-0 3-0-0 3-0-0 3-0-0 2-0-0 5-0-0 Scale = 1:58.4 Plate Offsets (X, Y):[1:0-4-8,Edge], [2:0-3-12,0-3-4], [5:0-2-8,Edge], [14:0-4-12,Edge], [15:0-2-4,0-1-8] 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 0.78 Vert(LL)-0.59 13-14 >644 240 MT20 220/195 (Roof Snow = 40.0)Lumber DOL 1.15 BC 0.96 Vert(CT)-0.89 13-14 >423 180 M18AHS 169/162 TCDL 12.0 Rep Stress Incr NO WB 0.93 Horz(CT)0.19 11 n/a n/a BCLL 0.0 *Code IRC2018/TPI2014 Matrix-AS BCDL 8.0 Weight: 167 lb FT = 20% LUMBER TOP CHORD 2x4 DF 2400F 2.0E *Except* 5-9:2x6 DF No.2 BOT CHORD 2x4 DF 2400F 2.0E WEBS 2x4 DF Stud *Except* 17-16:2x6 DF No.2, 15-1,7-11:2x4 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 7-11 REACTIONS (size)11= Mechanical, 16=0-5-8 Max Horiz 16=-182 (LC 8) Max Uplift 11=-818 (LC 9), 16=-355 (LC 9) Max Grav 11=4056 (LC 1), 16=2301 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-3=-7200/1884, 3-4=-7227/1893, 4-6=-8191/2085, 6-7=-6764/1691, 7-8=-118/70, 8-9=0/0, 8-11=-714/206, 1-16=-2234/612, 1-17=0/0 BOT CHORD 15-16=-319/455, 13-15=-2100/7877, 11-13=-2083/7961, 10-11=0/0 WEBS 2-15=-1821/536, 1-15=-1258/4860, 2-14=-736/2724, 3-14=-503/168, 5-13=-278/105, 6-12=-2008/557, 6-13=-386/255, 7-12=-524/2219, 7-11=-6150/1608, 4-13=-128/542, 4-14=-839/277 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 27-11-12, Corner (3) 27-11-12 to 31-11-12 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)Bearings are assumed to be: Joint 16 DF 2400F 2.0E crushing capacity of 670 psi. 8)Refer to girder(s) for truss to truss connections. 9)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 818 lb uplift at joint 11 and 355 lb uplift at joint 16. 10)This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 11)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: 1-19=-104, 8-19=-354 (F=-250), 8-9=-104, 10-16=-16 Job Truss Truss Type Qty Ply Madison Jr. High Classrooms R79578697B2Flat151232248-B Job Reference (optional) Sunpro Corporation, Lindon, UT - 84042,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Mon Nov 27 13:33:29 Page: 1 ID:kR?Al7IosDjhwr4GjAYMfXyynZh-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 =7x8 =M18AHS 8x12 =4x8 =4x10 =6x6 =3x4 =M18AHS 10x18 =5x6 =3x4 =5x5 =M18AHS 6x8 =7x8 =4x5 14 13 12 11 10 9 6 718 198171162345 15 0-5-8 0-5-8 3-1-14 16-2-12 3-1-14 19 -4-10 4-0-11 23-5-5 4-2-7 27 -7-13 4-5-11 32 -1-8 6-1-15 6-7-7 6-5-7 13 -0-14 0-1-12 32-1-8 6-1-15 19-1-2 6-5-3 31-11-12 6-5-7 25-6-9 6-5-7 12-11-2 6-5-11 6-5-11 5-0-0 3-0-0 3-0-0 3-0-0 2-0-0 5-0-0 Scale = 1:57 Plate Offsets (X, Y):[1:0-4-12,Edge], [2:0-3-8,0-2-0], [3:0-3-0,Edge], [5:0-2-12,0-1-12], [8:Edge,0-2-0], [9:0-4-8,Edge], [12:0-4-12,0-2-0] 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 0.83 Vert(LL)-0.61 11-12 >625 240 MT20 220/195 (Roof Snow = 40.0)Lumber DOL 1.15 BC 0.99 Vert(CT)-0.92 11-12 >413 180 M18AHS 169/162 TCDL 12.0 Rep Stress Incr NO WB 0.97 Horz(CT)0.19 9 n/a n/a BCLL 0.0 *Code IRC2018/TPI2014 Matrix-AS BCDL 8.0 Weight: 168 lb FT = 20% LUMBER TOP CHORD 2x4 DF 2400F 2.0E *Except* 5-8:2x6 DF No.2 BOT CHORD 2x4 DF 2400F 2.0E *Except* 14-13:2x4 DF No.2 WEBS 2x4 DF Stud *Except* 8-9,13-1,7-9:2x4 DF No.2, 15-14:2x6 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 7-9 REACTIONS (size)9=0-2-0, 14=0-5-8 Max Horiz 14=-182 (LC 8) Max Uplift 9=-803 (LC 9), 14=-359 (LC 9) Max Grav 9=3987 (LC 1), 14=2323 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-4616/1304, 2-4=-7401/1932, 4-6=-8353/2122, 6-7=-6870/1711, 7-8=-117/72, 8-9=-636/185, 1-14=-2262/616, 1-15=0/0 BOT CHORD 12-14=-1387/4716, 10-12=-2130/8143, 9-10=-1458/5530 WEBS 2-13=-1852/543, 1-13=-1258/4884, 2-12=-780/2891, 3-12=-533/178, 5-11=-277/105, 6-10=-2037/565, 6-11=-413/229, 7-10=-501/2143, 7-9=-6333/1646, 4-11=-128/541, 4-12=-828/266 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 27-11-12, Corner (3) 27-11-12 to 31-11-12 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) 9 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 at joint(s) 9. 10)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 359 lb uplift at joint 14 and 803 lb uplift at joint 9. 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. 13)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: 1-17=-104, 17-19=-354 (F=-250), 8-19=-104, 9-14=-16 Job Truss Truss Type Qty Ply Madison Jr. High Classrooms R79578698B3Flat41232248-B Job Reference (optional) Sunpro Corporation, Lindon, UT - 84042,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Mon Nov 27 13:33:29 Page: 1 ID:d0qyIxyIv7ft0InqRD1GN7yynYq-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) =3x4 =3x4 =3x4 =3x4 =5x6 =3x6 10 9 8 7 6 1 2 11 3 12 4 5 5-2-12 5-2-12 5-2-12 10-5-8 0-3-8 0-3-8 0-3-8 10 -5-8 4-11-4 10-2-0 4-11-4 5-2-12 3-0-0 Scale = 1:35.1 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 0.45 Vert(LL)-0.02 8-9 >999 240 MT20 220/195 (Roof Snow = 40.0)Lumber DOL 1.15 BC 0.25 Vert(CT)-0.03 8-9 >999 180 TCDL 12.0 Rep Stress Incr NO WB 0.50 Horz(CT)0.01 7 n/a n/a BCLL 0.0 *Code IRC2018/TPI2014 Matrix-AS BCDL 8.0 Weight: 52 lb FT = 20% LUMBER TOP CHORD 2x4 DF 2400F 2.0E BOT CHORD 2x4 DF No.2 WEBS 2x4 DF Stud *Except* 4-7:2x4 DF No.2 BRACING TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 8-0-0 oc bracing. REACTIONS (size)7=0-2-12, 9=0-2-12 Max Horiz 9=-89 (LC 8) Max Uplift 7=-140 (LC 7), 9=-112 (LC 6) Max Grav 7=915 (LC 1), 9=716 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 2-9=-238/127, 1-2=0/0, 2-3=-65/31, 3-4=-824/421, 4-5=0/0, 4-7=-859/419 BOT CHORD 9-10=0/0, 8-9=-325/824, 7-8=-32/98, 6-7=0/0 WEBS 3-8=-340/226, 3-9=-886/490, 4-8=-370/828 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) 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)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)All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 7)Provide mechanical connection (by others) of truss to bearing plate at joint(s) 7, 9. 8)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 140 lb uplift at joint 7 and 112 lb uplift at joint 9. 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. 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 + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (lb/ft) Vert: 1-2=-104, 2-3=-104, 3-4=-176 (F=-72), 4-5=-176 (F=-72), 6-10=-16 Job Truss Truss Type Qty Ply Madison Jr. High Classrooms R79578699C1Flat321232248-B Job Reference (optional) Sunpro Corporation, Lindon, UT - 84042,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Mon Nov 27 13:33:30 Page: 1 ID:tN1wbuIwmDe7rMm9R1WINYyynX5-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) =3x4 =3x4 =3x4 =3x4 =3x6 =1.5x410 9 8 7 6 1 2 11 3 12 4 5 5-1-6 5-1-6 5-1-6 10 -2-12 0-3-8 0-3-8 0-3-8 10-2-12 4-9-14 9-11-4 4-9-14 5-1-6 3-0-0 3-0-0 Scale = 1:35.1 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 0.42 Vert(LL)-0.01 8 >999 240 MT20 220/195 (Roof Snow = 40.0)Lumber DOL 1.15 BC 0.28 Vert(CT)-0.02 8-9 >999 180 TCDL 12.0 Rep Stress Incr NO WB 0.34 Horz(CT)0.00 7 n/a n/a BCLL 0.0 *Code IRC2018/TPI2014 Matrix-AS BCDL 8.0 Weight: 51 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 BOT CHORD 2x4 DF No.2 WEBS 2x4 DF Stud BRACING TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 10-0-0 oc bracing. REACTIONS (size)7= Mechanical, 9=0-2-12 Max Horiz 9=-89 (LC 6) Max Uplift 7=-98 (LC 7), 9=-98 (LC 6) Max Grav 7=614 (LC 1), 9=614 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 2-9=-255/136, 1-2=0/0, 2-3=-68/32, 3-4=-604/315, 4-5=0/0, 4-7=-564/274 BOT CHORD 9-10=0/0, 8-9=-218/604, 7-8=-27/59, 6-7=0/0 WEBS 3-8=-245/178, 3-9=-631/365, 4-8=-273/630 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) 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)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)Bearings are assumed to be: Joint 9 DF No.2 crushing capacity of 625 psi. 7)Refer to girder(s) for truss to truss connections. 8)Provide mechanical connection (by others) of truss to bearing plate at joint(s) 9. 9)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 98 lb uplift at joint 7 and 98 lb uplift at joint 9. 10)This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 11)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 Classrooms R79578700C2Flat51232248-B Job Reference (optional) Sunpro Corporation, Lindon, UT - 84042,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Mon Nov 27 13:33:30 Page: 1 ID:cYzqV3u9MzbmWE7Iz_MU2gyynTl-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) =3x4 =3x4 =3x4 =3x4 =3x6 =1.5x4 6 5 4 1 7 2 8 3 5-1-6 5-1-6 5-1-6 10-2-12 5-1-6 5-1-6 5-1-6 10-2-12 3-0-0 3-0-0 Scale = 1:32.1 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 0.46 Vert(LL)-0.01 5 >999 240 MT20 220/195 (Roof Snow = 40.0)Lumber DOL 1.15 BC 0.32 Vert(CT)-0.02 5-6 >999 180 TCDL 12.0 Rep Stress Incr NO WB 0.39 Horz(CT)0.00 4 n/a n/a BCLL 0.0 *Code IRC2018/TPI2014 Matrix-AS BCDL 8.0 Weight: 52 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 BOT CHORD 2x4 DF No.2 WEBS 2x4 DF Stud BRACING TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 10-0-0 oc bracing. REACTIONS (size)4= Mechanical, 6=0-2-12 Max Horiz 6=-89 (LC 6) Max Uplift 4=-96 (LC 7), 6=-96 (LC 6) Max Grav 4=596 (LC 1), 6=596 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-6=-224/141, 1-2=-65/31, 2-3=-650/336, 3-4=-553/288 BOT CHORD 5-6=-239/650, 4-5=-26/56 WEBS 2-5=-256/187, 2-6=-686/390, 3-5=-300/686 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) 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)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)Bearings are assumed to be: Joint 6 DF No.2 crushing capacity of 625 psi. 7)Refer to girder(s) for truss to truss connections. 8)Provide mechanical connection (by others) of truss to bearing plate at joint(s) 6. 9)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 96 lb uplift at joint 4 and 96 lb uplift at joint 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. 11)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 Classrooms R79578701C3331232248-B Job Reference (optional) Sunpro Corporation, Lindon, UT - 84042,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Mon Nov 27 13:33:30 Page: 1 ID:xoVSteugDHpADu0apqunstyynWK-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) =3x4 =3x4 =3x4 =3x4 =3x6 =1.5x4 6 5 4 1 7 2 8 3 5-0-0 5-0-0 5-0-0 10-0-0 5-0-0 5-0-0 5-0-0 10-0-0 3-0-0 Scale = 1:29.8 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 0.44 Vert(LL)-0.01 5 >999 240 MT20 220/195 (Roof Snow = 40.0)Lumber DOL 1.15 BC 0.29 Vert(CT)-0.02 5-6 >999 180 TCDL 12.0 Rep Stress Incr NO WB 0.36 Horz(CT)0.00 4 n/a n/a BCLL 0.0 *Code IRC2018/TPI2014 Matrix-AS BCDL 8.0 Weight: 51 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.2 BOT CHORD 2x4 DF No.2 WEBS 2x4 DF Stud BRACING TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 10-0-0 oc bracing. REACTIONS (size)4=0-3-8, 6=0-3-8 Max Horiz 6=-89 (LC 6) Max Uplift 4=-95 (LC 7), 6=-95 (LC 6) Max Grav 4=582 (LC 1), 6=582 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-6=-219/139, 3-4=-540/283, 1-2=-64/31, 2-3=-620/324 BOT CHORD 5-6=-227/620, 4-5=-27/55 WEBS 2-5=-250/184, 2-6=-659/380, 3-5=-289/658 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) 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)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)All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 95 lb uplift at joint 4 and 95 lb uplift at joint 6. 8)This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 9)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 Classrooms R79578702C471232248-B Job Reference (optional) Sunpro Corporation, Lindon, UT - 84042,Run: 8.63 S Nov 1 2023 Print: 8.630 S Nov 1 2023 MiTek Industries, Inc. Mon Nov 27 13:33:31 Page: 1 ID:mJVrzm?lnEGGetT3eR1723yynUv-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f November 28,2023 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 .