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Home My WebLink AboutRoof Truss Engineering400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 MiTek, Inc. Re: The truss drawing(s) referenced below have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by The Truss Company (Sumner, WA). November 10,2025 Zhao, Xiaoming Pages or sheets covered by this seal: R91168028 thru R91168082 My license renewal date for the state of Washington is September 28, 2027. M-2196 2612/A/Gar LT-Roof 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) 6 12 =2x4 =2x4 =2x4 =2x4 =2x4 1 7 6 2 3 4 5 2-3-11 0-4-3 1-9-15 0-3-4 2-11-8 2-8-4 2-8-4 1-0-0 -1-0-0 2-11-8 2-11-8 Scale = 1:25.7 Plate Offsets (X, Y):[2:0-4-4,0-0-4] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.09 Vert(LL)n/a -n/a 999 MT20 185/148 (Roof Snow = 25.0)Lumber DOL 1.15 BC 0.05 Vert(CT)n/a -n/a 999 TCDL 8.0 Rep Stress Incr YES WB 0.03 Horz(CT)0.00 5 n/a n/a BCLL 0.0 *Code IRC2021/TPI2014 Matrix-MP BCDL 7.0 Weight: 12 lb FT = 20% LUMBER TOP CHORD 2x4 HF-N No.1/No.2 BOT CHORD 2x4 HF-N No.1/No.2 WEBS 2x4 DF Stud OTHERS 2x4 DF Stud BRACING TOP CHORD Structural wood sheathing directly applied or 2-11-8 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (size)2=2-11-8, 5=2-11-8, 6=2-11-8, 7=2-11-8 Max Horiz 2=45 (LC 9) Max Uplift 2=-21 (LC 12), 5=-3 (LC 9), 7=-34 (LC 12) Max Grav 2=231 (LC 19), 5=15 (LC 19), 6=54 (LC 5), 7=171 (LC 19) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/45, 2-3=-60/53, 3-4=-32/14, 4-5=-5/5, 4-6=-17/17 BOT CHORD 2-7=-29/33, 6-7=-18/28 WEBS 3-7=-150/115 NOTES 1)Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Partially Enclosed; MWFRS (envelope) exterior zone and C-C Corner(3E) zone; cantilever left and right exposed ; end vertical left and right exposed;C- C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3)TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL = 1.15 Plate DOL = 1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 6)Gable requires continuous bottom chord bearing. 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)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 21 lb uplift at joint 2, 3 lb uplift at joint 5, 34 lb uplift at joint 7 and 21 lb uplift at joint 2. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply 2612/A/Gar LT-Roof R91168028M06Monopitch Supported Gable 1 1M-2196 Job Reference (optional) The Truss Company (Sumner, WA), Sumner, WA - 98390,Run: 25.30 S Oct 2 2025 Print: 25.3.0 S Oct 2 2025 MiTek Industries, Inc. Fri Nov 07 17:22:01 Page: 1 ID:J8vVbx1WTr8Dl8ubWg?6vwyVAYx-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f November 10,2025 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) 6 12 =2x4 =2x4 =2x4 1 6 5 2 3 4 2-3-11 0-4-3 1-9-15 0-3-4 2-11-8 2-8-4 2-8-4 1-0-0 -1-0-0 2-11-8 2-11-8 Scale = 1:23.7 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.09 Vert(LL)0.00 6-9 >999 240 MT20 185/148 (Roof Snow = 25.0)Lumber DOL 1.15 BC 0.06 Vert(CT)-0.01 6-9 >999 180 TCDL 8.0 Rep Stress Incr YES WB 0.00 Horz(CT)0.00 2 n/a n/a BCLL 0.0 *Code IRC2021/TPI2014 Matrix-MP BCDL 7.0 Weight: 11 lb FT = 20% LUMBER TOP CHORD 2x4 HF-N No.1/No.2 BOT CHORD 2x4 HF-N No.1/No.2 WEBS 2x4 DF Stud BRACING TOP CHORD Structural wood sheathing directly applied or 2-11-8 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (size)2=0-5-8, 6= Mechanical Max Horiz 2=45 (LC 11) Max Uplift 2=-31 (LC 12), 6=-26 (LC 12) Max Grav 2=271 (LC 19), 6=167 (LC 19) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/45, 2-3=-50/37, 3-4=-12/0, 3-6=-131/40 BOT CHORD 2-6=-26/40, 5-6=0/0 NOTES 1)Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Partially Enclosed; MWFRS (envelope) exterior zone and C-C Exterior(2E) zone; cantilever left and right exposed ; end vertical left and right exposed;C- C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL = 1.15 Plate DOL = 1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 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 26 lb uplift at joint 6 and 31 lb uplift at joint 2. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply 2612/A/Gar LT-Roof R91168029M05Monopitch51M-2196 Job Reference (optional) The Truss Company (Sumner, WA), Sumner, WA - 98390,Run: 25.30 S Oct 2 2025 Print: 25.3.0 S Oct 2 2025 MiTek Industries, Inc. Fri Nov 07 17:22:01 Page: 1 ID:rUO_XDQDi_IYCCvxy55rltyVAYQ-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f November 10,2025 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) 6 12 =3x4 =2x4 =2x4 1 6 5 2 3 4 3-0-11 0-4-3 2-6-15 0-3-4 4-5-8 4-2-4 4-2-4 1-0-0 -1-0-0 4-5-8 4-5-8 Scale = 1:26.6 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.26 Vert(LL)-0.02 6-9 >999 240 MT20 185/148 (Roof Snow = 25.0)Lumber DOL 1.15 BC 0.20 Vert(CT)-0.04 6-9 >999 180 TCDL 8.0 Rep Stress Incr YES WB 0.00 Horz(CT)0.00 2 n/a n/a BCLL 0.0 *Code IRC2021/TPI2014 Matrix-AS BCDL 7.0 Weight: 16 lb FT = 20% LUMBER TOP CHORD 2x4 HF-N No.1/No.2 BOT CHORD 2x4 HF-N No.1/No.2 WEBS 2x4 DF Stud BRACING TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied. REACTIONS (size)2=0-5-8, 6= Mechanical Max Horiz 2=65 (LC 11) Max Uplift 2=-40 (LC 12), 6=-42 (LC 12) Max Grav 2=363 (LC 19), 6=268 (LC 19) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/47, 2-3=-89/64, 3-4=-13/0, 3-6=-209/73 BOT CHORD 2-6=-28/65, 5-6=0/0 NOTES 1)Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Partially Enclosed; MWFRS (envelope) exterior zone and C-C Exterior(2E) zone; cantilever left and right exposed ; end vertical left and right exposed;C- C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL = 1.15 Plate DOL = 1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 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 42 lb uplift at joint 6 and 40 lb uplift at joint 2. 9)This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply 2612/A/Gar LT-Roof R91168030M04Monopitch51M-2196 Job Reference (optional) The Truss Company (Sumner, WA), Sumner, WA - 98390,Run: 25.30 S Oct 2 2025 Print: 25.3.0 S Oct 2 2025 MiTek Industries, Inc. Fri Nov 07 17:22:01 Page: 1 ID:KD0DtBrASkjavb4fVyD3fGyVAXt-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f November 10,2025 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) 6 12 =2x4 =2x4 =2x4 =2x4 =2x4 1 7 6 2 3 4 5 3-0-11 0-4-3 2-6-15 0-3-4 4-5-8 4-2-4 4-2-4 1-0-0 -1-0-0 4-5-8 4-5-8 Scale = 1:27.2 Plate Offsets (X, Y):[2:0-4-4,0-0-4] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.09 Vert(LL)n/a -n/a 999 MT20 185/148 (Roof Snow = 25.0)Lumber DOL 1.15 BC 0.02 Vert(CT)n/a -n/a 999 TCDL 8.0 Rep Stress Incr YES WB 0.05 Horz(CT)0.00 6 n/a n/a BCLL 0.0 *Code IRC2021/TPI2014 Matrix-AS BCDL 7.0 Weight: 17 lb FT = 20% LUMBER TOP CHORD 2x4 HF-N No.1/No.2 BOT CHORD 2x4 HF-N No.1/No.2 WEBS 2x4 DF Stud OTHERS 2x4 DF Stud BRACING TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied. REACTIONS (size)2=4-5-8, 6=4-5-8, 7=4-5-8 Max Horiz 2=65 (LC 11) Max Uplift 2=-9 (LC 12), 6=-16 (LC 12), 7=-58 (LC 12) Max Grav 2=222 (LC 19), 6=136 (LC 19), 7=269 (LC 19) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/47, 2-3=-86/79, 3-4=-59/39, 4-5=-13/0, 4-6=-123/51 BOT CHORD 2-7=-32/44, 6-7=-28/44 WEBS 3-7=-236/191 NOTES 1)Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Partially Enclosed; MWFRS (envelope) exterior zone and C-C Corner(3E) zone; cantilever left and right exposed ; end vertical left and right exposed;C- C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3)TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL = 1.15 Plate DOL = 1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 6)Gable requires continuous bottom chord bearing. 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)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 9 lb uplift at joint 2, 16 lb uplift at joint 6, 58 lb uplift at joint 7 and 9 lb uplift at joint 2. 11)This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply 2612/A/Gar LT-Roof R91168031M03Monopitch Supported Gable 1 1M-2196 Job Reference (optional) The Truss Company (Sumner, WA), Sumner, WA - 98390,Run: 25.30 S Oct 2 2025 Print: 25.3.0 S Oct 2 2025 MiTek Industries, Inc. Fri Nov 07 17:22:01 Page: 1 ID:AXbugkZF0McRxPxyqnmMQCyVAVf-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f November 10,2025 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) 6 12 =2x4 =2x4 =2x4 =2x4 =2x4 1 6 5 2 3 4 2-6-11 0-4-3 2-0-15 0-3-4 3-5-8 3-2-4 3-2-4 1-0-0 -1-0-0 3-5-8 3-5-8 Scale = 1:24.8 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.14 Vert(LL)-0.01 6-11 >999 240 MT20 185/148 (Roof Snow = 25.0)Lumber DOL 1.15 BC 0.11 Vert(CT)-0.01 6-11 >999 180 TCDL 8.0 Rep Stress Incr YES WB 0.00 Horz(CT)0.00 2 n/a n/a BCLL 0.0 *Code IRC2021/TPI2014 Matrix-MP BCDL 7.0 Weight: 14 lb FT = 20% LUMBER TOP CHORD 2x4 HF-N No.1/No.2 BOT CHORD 2x4 HF-N No.1/No.2 WEBS 2x4 DF Stud OTHERS 2x4 DF Stud BRACING TOP CHORD Structural wood sheathing directly applied or 3-5-8 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (size)2=0-5-8, 6= Mechanical Max Horiz 2=52 (LC 11) Max Uplift 2=-34 (LC 12), 6=-31 (LC 12) Max Grav 2=302 (LC 19), 6=202 (LC 19) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/46, 2-3=-63/46, 3-4=-12/0, 3-6=-157/51 BOT CHORD 2-6=-24/48, 5-6=0/0 NOTES 1)Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Partially Enclosed; MWFRS (envelope) exterior zone and C-C Exterior(2E) zone; cantilever left and right exposed ; end vertical left and right exposed;C- C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3)TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL = 1.15 Plate DOL = 1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 6)Gable studs spaced at 2-0-0 oc. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 9)Refer to girder(s) for truss to truss connections. 10)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 31 lb uplift at joint 6 and 34 lb uplift at joint 2. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply 2612/A/Gar LT-Roof R91168032M07Monopitch Structural Gable 1 1M-2196 Job Reference (optional) The Truss Company (Sumner, WA), Sumner, WA - 98390,Run: 25.30 S Oct 2 2025 Print: 25.3.0 S Oct 2 2025 MiTek Industries, Inc. Fri Nov 07 17:22:01 Page: 1 ID:Km330pGVSB?l_phBV5q12RyVAXL-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f November 10,2025 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) 6 12 =2x4 =2x4 =2x4 1 6 5 2 3 4 2-6-11 0-4-3 2-0-15 0-3-4 3-5-8 3-2-4 3-2-4 1-0-0 -1-0-0 3-5-8 3-5-8 Scale = 1:24.7 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.14 Vert(LL)-0.01 6-9 >999 240 MT20 185/148 (Roof Snow = 25.0)Lumber DOL 1.15 BC 0.11 Vert(CT)-0.01 6-9 >999 180 TCDL 8.0 Rep Stress Incr YES WB 0.00 Horz(CT)0.00 2 n/a n/a BCLL 0.0 *Code IRC2021/TPI2014 Matrix-MP BCDL 7.0 Weight: 13 lb FT = 20% LUMBER TOP CHORD 2x4 HF-N No.1/No.2 BOT CHORD 2x4 HF-N No.1/No.2 WEBS 2x4 DF Stud BRACING TOP CHORD Structural wood sheathing directly applied or 3-5-8 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (size)2=0-5-8, 6= Mechanical Max Horiz 2=52 (LC 11) Max Uplift 2=-34 (LC 12), 6=-31 (LC 12) Max Grav 2=302 (LC 19), 6=202 (LC 19) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/46, 2-3=-63/46, 3-4=-12/0, 3-6=-157/51 BOT CHORD 2-6=-24/48, 5-6=0/0 NOTES 1)Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Partially Enclosed; MWFRS (envelope) exterior zone and C-C Exterior(2E) zone; cantilever left and right exposed ; end vertical left and right exposed;C- C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL = 1.15 Plate DOL = 1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 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 31 lb uplift at joint 6 and 34 lb uplift at joint 2. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply 2612/A/Gar LT-Roof R91168033M08Monopitch41M-2196 Job Reference (optional) The Truss Company (Sumner, WA), Sumner, WA - 98390,Run: 25.30 S Oct 2 2025 Print: 25.3.0 S Oct 2 2025 MiTek Industries, Inc. Fri Nov 07 17:22:01 Page: 1 ID:T91zjxsIMkd1q5mZEpC_OGyVAVH-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f November 10,2025 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) 4 12 =2x4 1 4 2 3 1-11-8 1-3-8 0-3-15 0-11 -12 1-0-0 -1-0-0 1-11-8 1-11-8 Scale = 1:18.9 Plate Offsets (X, Y):[2:0-0-6,Edge] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.07 Vert(LL)n/a -n/a 999 MT20 185/148 (Roof Snow = 25.0)Lumber DOL 1.15 BC 0.03 Vert(CT)n/a -n/a 999 TCDL 8.0 Rep Stress Incr YES WB 0.00 Horz(CT)0.00 3 n/a n/a BCLL 0.0 *Code IRC2021/TPI2014 Matrix-MP BCDL 7.0 Weight: 6 lb FT = 20% LUMBER TOP CHORD 2x4 HF-N No.1/No.2 BOT CHORD 2x4 HF-N No.1/No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 1-11-8 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (size)2=1-11-8, 3=1-11-8, 4=1-11-8 Max Horiz 2=34 (LC 8) Max Uplift 2=-44 (LC 8), 3=-16 (LC 12) Max Grav 2=215 (LC 19), 3=57 (LC 19), 4=26 (LC 5) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/29, 2-3=-27/20 BOT CHORD 2-4=-22/28 NOTES 1)Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Partially Enclosed; MWFRS (envelope) exterior zone and C-C Corner(3E) zone; cantilever left and right exposed ; end vertical left and right exposed;C- C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3)TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL = 1.15 Plate DOL = 1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 6)Gable requires continuous bottom chord bearing. 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)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 44 lb uplift at joint 2, 16 lb uplift at joint 3 and 44 lb uplift at joint 2. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply 2612/A/Gar LT-Roof R91168034J21Jack-Open Supported Gable 2 1M-2196 Job Reference (optional) The Truss Company (Sumner, WA), Sumner, WA - 98390,Run: 25.30 S Oct 2 2025 Print: 25.3.0 S Oct 2 2025 MiTek Industries, Inc. Fri Nov 07 17:22:00 Page: 1 ID:iEjVR5?GEdTh5YydkZt1C5yVATp-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f VERTICAL SUPPORT OF FREE END OF CHORD IS REQUIRED. November 10,2025 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) 4 12 =2x4 1 4 2 3 1-11-8 1-3-8 0-3-15 0-11 -12 1-0-0 -1-0-0 1-11-8 1-11-8 Scale = 1:18.9 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.09 Vert(LL)0.00 4-7 >999 240 MT20 185/148 (Roof Snow = 25.0)Lumber DOL 1.15 BC 0.13 Vert(CT)0.00 4-7 >999 180 TCDL 8.0 Rep Stress Incr YES WB 0.00 Horz(CT)0.00 2 n/a n/a BCLL 0.0 *Code IRC2021/TPI2014 Matrix-MP BCDL 7.0 Weight: 6 lb FT = 20% LUMBER TOP CHORD 2x4 HF-N No.1/No.2 BOT CHORD 2x4 HF-N No.1/No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 1-11-8 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (size)2=0-5-8, 4= Mechanical Max Horiz 2=29 (LC 8) Max Uplift 2=-42 (LC 8), 4=-10 (LC 9) Max Grav 2=215 (LC 19), 4=79 (LC 19) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/29, 2-3=-33/16 BOT CHORD 2-4=-10/16 NOTES 1)Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Partially Enclosed; MWFRS (envelope) exterior zone and C-C Exterior(2E) zone; cantilever left and right exposed ; end vertical left and right exposed;C- C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL = 1.15 Plate DOL = 1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 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 42 lb uplift at joint 2 and 10 lb uplift at joint 4. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply 2612/A/Gar LT-Roof R91168035J22Jack-Open 14 1M-2196 Job Reference (optional) The Truss Company (Sumner, WA), Sumner, WA - 98390,Run: 25.30 S Oct 2 2025 Print: 25.3.0 S Oct 2 2025 MiTek Industries, Inc. Fri Nov 07 17:22:00 Page: 1 ID:BipJDEDY_9k8GJK5oLCFwuyVATX-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f VERTICAL SUPPORT OF FREE END OF CHORD IS REQUIRED. November 10,2025 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) 612 =4x4 =4x4 =3x4 =3x8 =2x4 =4x10 =4x8 =6x8 =4x4 =M18AHS 3x12 =5x8 =2x4 =4x6 =5x6 =4x4 NAILED NAILED NAILED NAILED NAILED LUS24 NAILED NAILED NAILED NAILED NAILED 1 35 16 36 15 37 14 38 13 12 11 1039 40 41 42 43 44 2 923 763031 32 33 34 8294262725282435 2-3-7 0-5-15 0-11-5 9-5-10 1-5-11 21 -6-0 2-5-11 2-5-11 3-0-5 8-6-5 3-0-5 5-6-0 5-1-15 20 -0-5 5-4-12 14-10-6 1-2-4 1-2-4 0-3-4 1-5-8 0-2-12 1-8-4 0-3-4 1-11 -8 0-1-6 19-6-14 0-1-6 3-0-7 0-1-6 8-0-14 1-0-0 -1-0-0 1-6-8 9-7-6 1-11-2 21-6-0 2-5-9 7-11-9 2-5-9 5-6-0 2-11-2 2-11-2 4-7-3 19 -5-9 5-3-0 14-10-6 Scale = 1:43.9 Plate Offsets (X, Y):[3:0-1-12,0-2-0], [5:0-5-0,0-1-7], [6:0-5-12,0-2-0], [7:0-1-8,0-1-12], [10:0-2-8,0-2-8], [14:0-2-0,0-2-0] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.73 Vert(LL)-0.62 11-13 >413 240 MT20 185/148 (Roof Snow = 25.0)Lumber DOL 1.15 BC 1.00 Vert(CT)-0.86 11-13 >299 180 M18AHS 169/162 TCDL 8.0 Rep Stress Incr NO WB 0.86 Horz(CT)0.09 9 n/a n/a BCLL 0.0 *Code IRC2021/TPI2014 Matrix-MS BCDL 7.0 Weight: 183 lb FT = 20% LUMBER TOP CHORD 2x4 HF-N No.1/No.2 *Except* 6-8:2x4 DF 2400F 2.0E BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF-N 1800F 1.6E WEBS 2x4 DF Stud BRACING TOP CHORD Structural wood sheathing directly applied or 4-6-13 oc purlins, except 2-0-0 oc purlins (4-4-1 max.): 3-5, 6-8. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (size)2=0-5-8, 9=0-5-8 Max Horiz 2=25 (LC 14) Max Uplift 2=-314 (LC 10), 9=-266 (LC 11) Max Grav 2=2035 (LC 36), 9=1611 (LC 35) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/50, 2-3=-3433/555, 3-4=-3005/501, 4-5=-7055/1168, 5-6=-7785/1284, 6-7=-11303/1848, 7-8=-2865/459, 8-9=-3220/498 BOT CHORD 2-16=-474/3004, 15-16=-955/6017, 14-15=-955/6017, 13-14=-1813/11296, 11-13=-1456/9163, 10-11=-1456/9163, 9-10=-435/2864 WEBS 3-16=-162/1294, 5-14=-467/3028, 6-14=-5589/890, 6-13=-48/76, 7-13=-373/2309, 7-11=0/226, 7-10=-6393/1037, 8-10=-110/1119, 4-14=-195/1249, 4-16=-3318/541, 4-15=0/203 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 0-6-0 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=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Partially Enclosed; MWFRS (envelope) exterior zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 4)TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL = 1.15 Plate DOL = 1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 5)Unbalanced snow loads have been considered for this design. 6)This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 7)Provide adequate drainage to prevent water ponding. 8)All plates are MT20 plates unless otherwise indicated. 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)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 266 lb uplift at joint 9 and 314 lb uplift at joint 2. 12)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 13)Use Simpson Strong-Tie LUS24 (4-10d Girder, 2-10d Truss) or equivalent at 11-0-12 from the left end to connect truss(es) to front face of bottom chord. 14)Fill all nail holes where hanger is in contact with lumber. 15)"NAILED" indicates 3-10d (0.148"x3") or 3-12d (0.148"x3.25") toe-nails per NDS guidlines. 16)Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 191 lb down and 65 lb up at 3-0-2, 216 lb down and 57 lb up at 4-0-12, 236 lb down and 63 lb up at 5-6-0, 216 lb down and 57 lb up at 6-11-4, 191 lb down and 65 lb up at 7-11-14, 97 lb down and 52 lb up at 11-5-4, 97 lb down and 52 lb up at 13-5-4, 154 lb down and 52 lb up at 15-5-4, and 171 lb down and 52 lb up at 17-5-4, and 107 lb down and 64 lb up at 19-5-14 on top chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply 2612/A/Gar LT-Roof R91168036A01California Girder 1 2M-2196 Job Reference (optional) The Truss Company (Sumner, WA), Sumner, WA - 98390,Run: 25.30 S Oct 2 2025 Print: 25.3.0 S Oct 2 2025 MiTek Industries, Inc. Fri Nov 07 17:21:53 Page: 1 ID:9vNSFVF7M3QJzqA4O11p4?yVACi-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f Continued on page 2 November 10,2025 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) 1)Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (lb/ft) Vert: 1-3=-66, 3-5=-66, 5-6=-66, 6-8=-66, 8-9=-66, 17-20=-14 Concentrated Loads (lb) Vert: 4=-167, 15=-53 (F), 24=-107, 25=-160, 27=-160, 28=-107, 30=-28, 31=-28, 32=-85, 33=-102, 34=-23, 35=-28 (F), 36=-57 (F), 37=-57 (F), 38=-28 (F), 39=-250 (F), 40=-28 (F), 41=-28 (F), 42=-30 (F), 43=-40 (F), 44=-30 (F) Job Truss Truss Type Qty Ply 2612/A/Gar LT-Roof R91168036A01California Girder 1 2M-2196 Job Reference (optional) The Truss Company (Sumner, WA), Sumner, WA - 98390,Run: 25.30 S Oct 2 2025 Print: 25.3.0 S Oct 2 2025 MiTek Industries, Inc. Fri Nov 07 17:21:53 Page: 2 ID:9vNSFVF7M3QJzqA4O11p4?yVACi-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) 4 12 =2x4 =2x4 =2x4 NAILED NAILED 7 3 1 2 3-6-0 1-5-15 0-3-15 Scale = 1:18.4 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.21 Vert(LL)-0.02 3-6 >999 240 MT20 185/148 (Roof Snow = 25.0)Lumber DOL 1.15 BC 0.19 Vert(CT)-0.03 3-6 >999 180 TCDL 8.0 Rep Stress Incr NO WB 0.00 Horz(CT)0.00 1 n/a n/a BCLL 0.0 *Code IRC2021/TPI2014 Matrix-MP BCDL 7.0 Weight: 10 lb FT = 20% LUMBER TOP CHORD 2x4 HF-N No.1/No.2 BOT CHORD 2x4 HF-N No.1/No.2 WEBS 2x4 DF Stud BRACING TOP CHORD Structural wood sheathing directly applied or 3-6-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (size)1=0-5-8, 3= Mechanical Max Horiz 1=33 (LC 9) Max Uplift 1=-24 (LC 6), 3=-38 (LC 10) Max Grav 1=231 (LC 16), 3=264 (LC 16) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-148/37, 2-3=-140/31 BOT CHORD 1-3=-16/126 NOTES 1)Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Partially Enclosed; MWFRS (envelope) exterior zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL = 1.15 Plate DOL = 1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3)Unbalanced snow loads have been considered for this design. 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 24 lb uplift at joint 1 and 38 lb uplift at joint 3. 8)"NAILED" indicates 3-10d (0.148"x3") or 3-12d (0.148"x3.25") toe-nails per NDS guidlines. 9)In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1)Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (lb/ft) Vert: 1-2=-66, 3-4=-14 Concentrated Loads (lb) Vert: 6=-39 (B), 7=-101 (B) Job Truss Truss Type Qty Ply 2612/A/Gar LT-Roof R91168037M02Jack-Closed Girder 1 1M-2196 Job Reference (optional) The Truss Company (Sumner, WA), Sumner, WA - 98390,Run: 25.30 S Oct 2 2025 Print: 25.3.0 S Oct 2 2025 MiTek Industries, Inc. Fri Nov 07 17:22:01 Page: 1 ID:JCzLsqm1nmO?Ag6O2dJQSZyVADK-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f November 10,2025 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) 4 12 =2x4 1 10 6 2 3 4 5 3-6-0 2-9-4 0-3-15 1-5-15 1-0-0 -1-0-0 3-6-0 3-6-0 2-10-10 6-4-10 Scale = 1:21.7 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.17 Vert(LL)-0.01 6-9 >999 240 MT20 185/148 (Roof Snow = 25.0)Lumber DOL 1.15 BC 0.17 Vert(CT)-0.02 6-9 >999 180 TCDL 8.0 Rep Stress Incr YES WB 0.00 Horz(CT)0.00 5 n/a n/a BCLL 0.0 *Code IRC2021/TPI2014 Matrix-MP BCDL 7.0 Weight: 14 lb FT = 20% LUMBER TOP CHORD 2x4 HF-N No.1/No.2 BOT CHORD 2x4 HF-N No.1/No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 3-6-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (size)2=0-5-8, 3=0-3-0, 4=0-1-8, 5= Mechanical, 6= Mechanical Max Horiz 2=83 (LC 8) Max Uplift 2=-41 (LC 8), 3=-64 (LC 12), 4=-38 (LC 8), 5=-11 (LC 8) Max Grav 2=291 (LC 19), 3=232 (LC 19), 4=131 (LC 19), 5=37 (LC 19), 6=54 (LC 19) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/26, 2-3=-98/45, 3-4=-43/24, 4-5=-10/9 BOT CHORD 2-6=-36/63 NOTES 1)Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Partially Enclosed; MWFRS (envelope) exterior zone and C-C Exterior(2E) zone; cantilever left and right exposed ; end vertical left and right exposed;C- C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL = 1.15 Plate DOL = 1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 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 at joint(s) 4. 9)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 11 lb uplift at joint 5, 41 lb uplift at joint 2, 64 lb uplift at joint 3 and 38 lb uplift at joint 4. 10)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3, 4. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply 2612/A/Gar LT-Roof R91168038J12Jack-Open 1 1M-2196 Job Reference (optional) The Truss Company (Sumner, WA), Sumner, WA - 98390,Run: 25.30 S Oct 2 2025 Print: 25.3.0 S Oct 2 2025 MiTek Industries, Inc. Fri Nov 07 17:21:59 Page: 1 ID:5fJ6cT?Wi8isok0GS3dip6yVAlu-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f November 10,2025 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) 412 =2x4 1 7 2 11 12 3 4 5 13 6 3-6-0 3-9-4 0-3-15 1-5-15 1-0-0 -1-0-0 3-6-0 3-6-0 5-10-10 9-4-10 Scale = 1:26.7 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.13 Vert(LL)-0.01 7-10 >999 240 MT20 185/148 (Roof Snow = 25.0)Lumber DOL 1.15 BC 0.12 Vert(CT)-0.01 7-10 >999 180 TCDL 8.0 Rep Stress Incr YES WB 0.00 Horz(CT)0.00 6 n/a n/a BCLL 0.0 *Code IRC2021/TPI2014 Matrix-MP BCDL 7.0 Weight: 18 lb FT = 20% LUMBER TOP CHORD 2x4 HF-N No.1/No.2 BOT CHORD 2x4 HF-N No.1/No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 3-6-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (size)2=0-5-8, 3=0-3-0, 4=0-1-8, 5=0-1-8, 6= Mechanical, 7= Mechanical Max Horiz 2=117 (LC 8) Max Uplift 2=-29 (LC 8), 3=-64 (LC 12), 4=-56 (LC 8), 5=-53 (LC 8), 6=-25 (LC 8) Max Grav 2=223 (LC 19), 3=215 (LC 19), 4=191 (LC 19), 5=183 (LC 19), 6=86 (LC 19), 7=53 (LC 5) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/21, 2-3=-156/73, 3-4=-105/48, 4-5=-63/30, 5-6=-22/22 BOT CHORD 2-7=-43/67 NOTES 1)Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Partially Enclosed; MWFRS (envelope) exterior zone and C-C Exterior(2E) -1-0-0 to 3-0-0, Interior (1) 3-0-0 to 3-7-8, Exterior(2R) 3-7-8 to 9-3-14 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL = 1.15 Plate DOL = 1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 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 at joint(s) 4, 5. 9)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 25 lb uplift at joint 6, 29 lb uplift at joint 2, 64 lb uplift at joint 3, 56 lb uplift at joint 4 and 53 lb uplift at joint 5. 10)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3, 4, 5. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply 2612/A/Gar LT-Roof R91168039J13Jack-Open 1 1M-2196 Job Reference (optional) The Truss Company (Sumner, WA), Sumner, WA - 98390,Run: 25.30 S Oct 2 2025 Print: 25.3.0 S Oct 2 2025 MiTek Industries, Inc. Fri Nov 07 17:21:59 Page: 1 ID:11Qs190mElyZ129eaUfAuXyVAls-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f November 10,2025 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) 412 =2x4 1 9 2 13 3 4 14 5 15 6 7 8 3-6-0 4-9-4 0-3-15 1-5-15 1-0-0 -1-0-0 3-6-0 3-6-0 8-10-10 12-4-10 Scale = 1:31 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.12 Vert(LL)0.01 9-12 >999 240 MT20 185/148 (Roof Snow = 25.0)Lumber DOL 1.15 BC 0.11 Vert(CT)-0.01 9-12 >999 180 TCDL 8.0 Rep Stress Incr YES WB 0.00 Horz(CT)0.00 8 n/a n/a BCLL 0.0 *Code IRC2021/TPI2014 Matrix-MP BCDL 7.0 Weight: 22 lb FT = 20% LUMBER TOP CHORD 2x4 HF-N No.1/No.2 BOT CHORD 2x4 HF-N No.1/No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 3-6-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (size)2=0-5-8, 3=0-3-0, 4=0-1-8, 5=0-1-8, 6=0-1-8, 7=0-3-0, 8= Mechanical, 9= Mechanical Max Horiz 2=152 (LC 8) Max Uplift 2=-18 (LC 8), 3=-64 (LC 12), 4=-56 (LC 8), 5=-56 (LC 8), 6=-57 (LC 8), 7=-39 (LC 8), 8=-10 (LC 8) Max Grav 2=218 (LC 1), 3=158 (LC 1), 4=161 (LC 19), 5=194 (LC 19), 6=197 (LC 19), 7=134 (LC 19), 8=34 (LC 19), 9=53 (LC 5) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/21, 2-3=-208/101, 3-4=-162/75, 4-5=-127/57, 5-6=-84/39, 6-7=-40/25, 7-8=-9/9 BOT CHORD 2-9=-50/70 NOTES 1)Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Partially Enclosed; MWFRS (envelope) exterior zone and C-C Exterior(2E) -1-0-0 to 3-0-0, Interior (1) 3-0-0 to 6-8-0, Exterior(2R) 6-8-0 to 12-3-14 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL = 1.15 Plate DOL = 1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 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 at joint(s) 4, 5, 6. 9)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 10 lb uplift at joint 8, 18 lb uplift at joint 2, 64 lb uplift at joint 3, 56 lb uplift at joint 4, 56 lb uplift at joint 5, 57 lb uplift at joint 6 and 39 lb uplift at joint 7. 10)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3, 4, 5, 6, 7. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply 2612/A/Gar LT-Roof R91168040J14Jack-Open 1 1M-2196 Job Reference (optional) The Truss Company (Sumner, WA), Sumner, WA - 98390,Run: 25.30 S Oct 2 2025 Print: 25.3.0 S Oct 2 2025 MiTek Industries, Inc. Fri Nov 07 17:21:59 Page: 1 ID:5fJ6cT?Wi8isok0GS3dip6yVAlu-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f November 10,2025 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) 412 =2x4 1 10 2 14 3 4 5 15 16 6 7 8 9 3-6-0 5-9-4 0-3-15 1-5-15 1-0-0 -1-0-0 3-6-0 3-6-0 11-10-10 15 -4-10 Scale = 1:35.3 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.12 Vert(LL)0.01 10-13 >999 240 MT20 185/148 (Roof Snow = 25.0)Lumber DOL 1.15 BC 0.11 Vert(CT)-0.01 10-13 >999 180 TCDL 8.0 Rep Stress Incr YES WB 0.00 Horz(CT)0.00 9 n/a n/a BCLL 0.0 *Code IRC2021/TPI2014 Matrix-MP BCDL 7.0 Weight: 26 lb FT = 20% LUMBER TOP CHORD 2x4 HF-N No.1/No.2 BOT CHORD 2x4 HF-N No.1/No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 3-6-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (size)2=0-5-8, 3=0-3-0, 4=0-1-8, 5=0-1-8, 6=0-1-8, 7=0-3-0, 8=0-1-8, 9= Mechanical, 10= Mechanical Max Horiz 2=186 (LC 8) Max Uplift 2=-6 (LC 8), 3=-64 (LC 12), 4=-56 (LC 12), 5=-56 (LC 8), 6=-57 (LC 8), 7=-56 (LC 8), 8=-52 (LC 8), 9=-25 (LC 8) Max Grav 2=218 (LC 1), 3=158 (LC 1), 4=130 (LC 1), 5=141 (LC 19), 6=191 (LC 19), 7=194 (LC 19), 8=180 (LC 19), 9=86 (LC 19), 10=53 (LC 5) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/21, 2-3=-261/128, 3-4=-214/103, 4-5=-180/85, 5-6=-145/66, 6-7=-106/48, 7-8=-62/29, 8-9=-22/22 BOT CHORD 2-10=-56/74 NOTES 1)Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Partially Enclosed; MWFRS (envelope) exterior zone and C-C Exterior(2E) -1-0-0 to 3-0-0, Interior (1) 3-0-0 to 9-6-12, Exterior(2R) 9-6-12 to 15-3-14 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL = 1.15 Plate DOL = 1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 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 at joint(s) 4, 5, 6, 8. 9)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 25 lb uplift at joint 9, 6 lb uplift at joint 2, 64 lb uplift at joint 3, 56 lb uplift at joint 4, 56 lb uplift at joint 5, 57 lb uplift at joint 6, 56 lb uplift at joint 7 and 52 lb uplift at joint 8. 10)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3, 4, 5, 6, 7, 8. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply 2612/A/Gar LT-Roof R91168041J15Jack-Open 1 1M-2196 Job Reference (optional) The Truss Company (Sumner, WA), Sumner, WA - 98390,Run: 25.30 S Oct 2 2025 Print: 25.3.0 S Oct 2 2025 MiTek Industries, Inc. Fri Nov 07 17:21:59 Page: 1 ID:5fJ6cT?Wi8isok0GS3dip6yVAlu-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f November 10,2025 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) 612 =4x6 =2x4 =4x10 =5x6 =4x8 =5x8 =3x4 =3x6 =M18AHS 3x12 =4x6 =3x4 =4x6 1 20 13 12 11 10 9 82 5 24 25 26 6 2721 28 29 30 31 7 3 22 23 4 2-11 -7 0-5-15 0-11-5 8-1-10 2-9-11 21-6-0 3-4-10 7-2-5 3-9-11 3-9-11 10-6-11 18 -8-5 1-10 -4 1-10 -4 0-3-4 2-1-8 0-2-12 2-4-4 0-3-4 2-7-8 0-1-6 18-2-14 0-1-6 6-8-14 0-1-6 4-4-7 1-0-0 -1-0-0 1-6-8 8-3-6 2-3-2 6-7-9 3-3-2 21 -6-0 4-7-3 18-1-9 4-3-2 4-3-2 5-3-0 13-6-6 Scale = 1:43.2 Plate Offsets (X, Y):[2:Edge,0-0-12], [3:0-5-0,0-1-4], [4:0-2-0,0-2-8], [5:0-6-0,0-2-0], [7:0-2-4,0-2-0], [8:Edge,0-1-0], [9:0-1-12,0-1-8] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.81 Vert(LL)-0.39 9-11 >660 240 MT20 185/148 (Roof Snow = 25.0)Lumber DOL 1.15 BC 0.80 Vert(CT)-0.63 9-11 >410 180 M18AHS 169/162 TCDL 8.0 Rep Stress Incr YES WB 0.57 Horz(CT)0.10 8 n/a n/a BCLL 0.0 *Code IRC2021/TPI2014 Matrix-AS BCDL 7.0 Weight: 92 lb FT = 20% LUMBER TOP CHORD 2x4 HF-N No.1/No.2 BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF-N 1800F 1.6E WEBS 2x4 DF Stud WEDGE Left: 2x4 SP No.3 Right: 2x4 SP No.3 BRACING TOP CHORD Structural wood sheathing directly applied, except 2-0-0 oc purlins (2-2-0 max.): 3-4, 5-7. BOT CHORD Rigid ceiling directly applied. WEBS 1 Row at midpt 6-9 REACTIONS (size)2=0-5-8, 8= Mechanical Max Horiz 2=33 (LC 16) Max Uplift 2=-240 (LC 12), 8=-230 (LC 13) Max Grav 2=1533 (LC 38), 8=1234 (LC 37) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/50, 2-3=-2597/448, 3-4=-3317/602, 4-5=-3681/663, 5-6=-4672/763, 6-7=-2182/376, 7-8=-2462/396 BOT CHORD 2-13=-370/2268, 12-13=-376/2277, 11-12=-705/4682, 9-11=-799/4562, 8-9=-328/2180 WEBS 3-13=-68/98, 3-12=-213/1274, 4-12=-211/1260, 5-12=-2388/293, 5-11=0/407, 6-11=0/345, 6-9=-2489/491, 7-9=-47/753 NOTES 1)Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Partially Enclosed; MWFRS (envelope) exterior zone and C-C Exterior(2E) -1-0-0 to 3-0-0, Exterior(2R) 3-0-0 to 7-2-5, Exterior(2E) 7-2-5 to 8-3-6, Interior (1) 8-3-6 to 14-8-5, Exterior(2R) 14-8-5 to 18-8-5, Exterior(2E) 18-8-5 to 21-6-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C- C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL = 1.15 Plate DOL = 1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 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)Refer to girder(s) for truss to truss connections. 10)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 230 lb uplift at joint 8 and 240 lb uplift at joint 2. 11)This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. 12)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 13)Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 297 lb down and 120 lb up at 4-0-15, 111 lb down and 69 lb up at 5-6-0, 297 lb down and 120 lb up at 6-7-14, 69 lb down and 81 lb up at 11-5-4, 100 lb down and 81 lb up at 13-5-4, 130 lb down and 81 lb up at 15-5-4, and 119 lb down and 34 lb up at 17-5-4, and 133 lb down and 97 lb up at 18-1-14 on top chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1)Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (lb/ft) Vert: 1-3=-66, 3-4=-66, 4-5=-66, 5-7=-66, 7-8=-66, 14-17=-14 Concentrated Loads (lb) Vert: 3=-213, 6=-31, 22=-52, 23=-213, 28=-61, 30=-106 Job Truss Truss Type Qty Ply 2612/A/Gar LT-Roof R91168042A02California11M-2196 Job Reference (optional) The Truss Company (Sumner, WA), Sumner, WA - 98390,Run: 25.30 S Oct 2 2025 Print: 25.3.0 S Oct 2 2025 MiTek Industries, Inc. Fri Nov 07 17:21:54 Page: 1 ID:N?El4s4v2Has8p2cN1FLbayVAln-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f November 10,2025 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) 612 =3x4 =3x8 =3x4 =4x6 =4x4 =4x6 =3x4 =3x4 =4x6 =4x6 =3x4 =3x4 =3x8 =3x4 1 13 12 11 10 22 9 2 3 8 23 24 25 26 27 5 6 28 29 30 31 7 4 3-6-15 0-5-15 4-1-11 21 -6-0 5-1-15 17 -4-5 5-4-12 12-2-6 6-9-10 6-9-10 2-6-4 2-6-4 0-3-4 2-9-8 0-5-7 3-2-15 0-1-6 16-10-14 1-0-0 -1-0-0 1-5-6 6-11-6 4-7-3 16 -9-9 5-3-0 12-2-6 4-7-2 21-6-0 5-6-0 5-6-0 Scale = 1:42 Plate Offsets (X, Y):[2:0-3-8,Edge], [2:Edge,0-2-4], [5:0-3-0,0-2-4], [9:0-3-8,Edge], [9:Edge,0-2-4], [13:0-2-0,0-1-8] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.56 Vert(LL)-0.18 12-13 >999 240 MT20 185/148 (Roof Snow = 25.0)Lumber DOL 1.15 BC 0.64 Vert(CT)-0.25 12-13 >999 180 TCDL 8.0 Rep Stress Incr YES WB 0.71 Horz(CT)0.06 9 n/a n/a BCLL 0.0 *Code IRC2021/TPI2014 Matrix-MS BCDL 7.0 Weight: 88 lb FT = 20% LUMBER TOP CHORD 2x4 HF-N No.1/No.2 BOT CHORD 2x4 HF-N No.1/No.2 WEBS 2x4 DF Stud SLIDER Left 2x4 DF Stud -- 1-6-0, Right 2x4 DF Stud -- 1-6-0 BRACING TOP CHORD Structural wood sheathing directly applied or 3-11-5 oc purlins, except 2-0-0 oc purlins (3-1-2 max.): 5-7. BOT CHORD Rigid ceiling directly applied or 9-4-14 oc bracing. REACTIONS (size)2=0-5-8, 9= Mechanical Max Horiz 2=44 (LC 16) Max Uplift 2=-157 (LC 12), 9=-179 (LC 13) Max Grav 2=1051 (LC 19), 9=1046 (LC 36) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/42, 2-4=-1512/305, 4-5=-2303/443, 5-6=-2744/496, 6-7=-1577/322, 7-9=-1788/336 BOT CHORD 2-13=-208/1313, 12-13=-337/2124, 10-12=-427/2744, 9-10=-252/1575 WEBS 4-13=-270/1795, 5-13=-1586/295, 6-10=-1273/190, 7-10=-44/530, 6-12=-182/110, 5-12=-178/673 NOTES 1)Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Partially Enclosed; MWFRS (envelope) exterior zone and C-C Exterior(2E) -1-0-0 to 3-0-0, Exterior(2R) 3-0-0 to 5-6-0, Exterior(2E) 5-6-0 to 6-11-6, Interior (1) 6-11-6 to 13-4-5, Exterior(2R) 13-4-5 to 17-4-5, Exterior(2E) 17-4-5 to 21-5-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C- C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL = 1.15 Plate DOL = 1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 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 179 lb uplift at joint 9 and 157 lb uplift at joint 2. 10)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11)Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 79 lb down and 83 lb up at 11-5-4, 132 lb down and 83 lb up at 13-5-4, and 124 lb down and 78 lb up at 15-5-4, and 134 lb down and 97 lb up at 16-9-14 on top chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1)Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (lb/ft) Vert: 1-4=-66, 4-5=-66, 5-7=-66, 7-9=-66, 14-18=-14 Concentrated Loads (lb) Vert: 27=-9, 28=-62, 30=-59 Job Truss Truss Type Qty Ply 2612/A/Gar LT-Roof R91168043A03California11M-2196 Job Reference (optional) The Truss Company (Sumner, WA), Sumner, WA - 98390,Run: 25.30 S Oct 2 2025 Print: 25.3.0 S Oct 2 2025 MiTek Industries, Inc. Fri Nov 07 17:21:54 Page: 1 ID:sBo8IC5Xpbijlzdowlma7oyVAlm-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f November 10,2025 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) 612 =5x6 =3x4 =2x4 =4x8 =3x8 =2x4 =4x4 =4x8 =2x4 =3x4 =5x6 1 12 11 10 9 82 3 7 4 21 5 22 23 6 3-9-7 0-5-15 5-3-5 10-9-0 5-3-5 16 -0-5 5-5-11 5-5-11 5-5-11 21-6-0 3-2-4 3-2-4 0-3-4 3-5-8 0-1-6 6-0-7 0-1-6 15-6-14 1-0-0 -1-0-0 4-8-9 10-9-0 4-8-9 15 -5-9 5-11-2 5-11-2 5-11-2 21-6-0 Scale = 1:40.7 Plate Offsets (X, Y):[2:0-2-7,0-2-5], [4:0-4-8,0-1-4], [6:0-4-8,0-1-4], [8:0-2-7,0-2-5] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.51 Vert(LL)-0.13 11-12 >999 240 MT20 185/148 (Roof Snow = 25.0)Lumber DOL 1.15 BC 0.57 Vert(CT)-0.18 11-12 >999 180 TCDL 8.0 Rep Stress Incr YES WB 0.26 Horz(CT)0.05 8 n/a n/a BCLL 0.0 *Code IRC2021/TPI2014 Matrix-AS BCDL 7.0 Weight: 88 lb FT = 20% LUMBER TOP CHORD 2x4 HF-N No.1/No.2 BOT CHORD 2x4 HF-N No.1/No.2 WEBS 2x4 DF Stud SLIDER Left 2x4 DF Stud -- 1-6-0, Right 2x4 DF Stud -- 1-6-0 BRACING TOP CHORD Structural wood sheathing directly applied, except 2-0-0 oc purlins (3-8-7 max.): 4-6. BOT CHORD Rigid ceiling directly applied. REACTIONS (size)2=0-5-8, 8= Mechanical Max Horiz 2=43 (LC 16) Max Uplift 2=-188 (LC 12), 8=-155 (LC 13) Max Grav 2=1191 (LC 33), 8=1106 (LC 33) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/62, 2-4=-1644/312, 4-5=-2126/404, 5-6=-2126/404, 6-8=-1699/337 BOT CHORD 2-12=-235/1455, 11-12=-239/1453, 9-11=-246/1533, 8-9=-243/1542 WEBS 4-12=0/157, 4-11=-139/778, 5-11=-658/150, 6-11=-105/730, 6-9=0/170 NOTES 1)Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Partially Enclosed; MWFRS (envelope) exterior zone and C-C Exterior(2E) -1-0-0 to 3-0-0, Exterior(2R) 3-0-0 to 17-5-4, Exterior(2E) 17-5-4 to 21-5-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL = 1.15 Plate DOL = 1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 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 155 lb uplift at joint 8 and 188 lb uplift at joint 2. 10)This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. 11)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 12)Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 129 lb down and 83 lb up at 11-5-4, and 135 lb down and 83 lb up at 13-5-4, and 106 lb down and 98 lb up at 15-9-1 on top chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1)Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (lb/ft) Vert: 1-4=-66, 4-6=-66, 6-8=-66, 13-17=-14 Concentrated Loads (lb) Vert: 6=-22, 22=-59, 23=-65 Job Truss Truss Type Qty Ply 2612/A/Gar LT-Roof R91168044A04California11M-2196 Job Reference (optional) The Truss Company (Sumner, WA), Sumner, WA - 98390,Run: 25.30 S Oct 2 2025 Print: 25.3.0 S Oct 2 2025 MiTek Industries, Inc. Fri Nov 07 17:21:55 Page: 1 ID:KNLWVY69avqaN7C_USHpg?yVAll-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f November 10,2025 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) 612 =5x6 =3x4 =2x4 =3x4 =5x6 =3x4 =3x4 =2x4 =3x4 =5x6 91 12 27 28 11 10 82 73 2621 64 22 25 23 24 5 8-3-15 0-5-15 7-11 -15 9-10 -1 19-11-0 10-1-0 10-1-0 10-1-0 30-0-0 1-0-0 31-0-0 1-0-0 -1-0-0 7-4-8 15-0-0 7-4-8 22-4-8 7-7-8 7-7-8 7-7-8 30 -0-0 Scale = 1:56.4 Plate Offsets (X, Y):[2:0-2-7,0-2-5], [8:0-2-7,0-2-5] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.90 Vert(LL)-0.35 10-12 >999 240 MT20 185/148 (Roof Snow = 25.0)Lumber DOL 1.15 BC 0.77 Vert(CT)-0.49 10-12 >727 180 TCDL 8.0 Rep Stress Incr YES WB 0.22 Horz(CT)0.07 8 n/a n/a BCLL 0.0 *Code IRC2021/TPI2014 Matrix-AS BCDL 7.0 Weight: 122 lb FT = 20% LUMBER TOP CHORD 2x4 HF-N No.1/No.2 BOT CHORD 2x4 HF-N No.1/No.2 WEBS 2x4 HF-N No.1/No.2 *Except* 10-6,12-4:2x4 DF Stud SLIDER Left 2x4 DF Stud -- 2-0-0, Right 2x4 DF Stud -- 2-0-0 BRACING TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. REACTIONS (size)2=0-5-8, 8=0-5-8 Max Horiz 2=-91 (LC 13) Max Uplift 2=-200 (LC 12), 8=-200 (LC 13) Max Grav 2=1371 (LC 22), 8=1371 (LC 23) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/36, 2-4=-2155/366, 4-5=-1977/379, 5-6=-1977/379, 6-8=-2155/366, 8-9=0/36 BOT CHORD 2-12=-291/1918, 10-12=-97/1285, 8-10=-228/1868 WEBS 5-10=-133/797, 6-10=-521/227, 5-12=-133/797, 4-12=-521/227 NOTES 1)Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Partially Enclosed; MWFRS (envelope) exterior zone and C-C Exterior(2E) -1-0-0 to 3-0-0, Interior (1) 3-0-0 to 11-0-0, Exterior(2R) 11-0-0 to 19-0-0, Interior (1) 19-0-0 to 27-0-0, Exterior(2E) 27-0-0 to 31-0-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL = 1.15 Plate DOL = 1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 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, with BCDL = 7.0psf. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 200 lb uplift at joint 2 and 200 lb uplift at joint 8. 8)This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply 2612/A/Gar LT-Roof R91168045B09Common21M-2196 Job Reference (optional) The Truss Company (Sumner, WA), Sumner, WA - 98390,Run: 25.30 S Oct 2 2025 Print: 25.3.0 S Oct 2 2025 MiTek Industries, Inc. Fri Nov 07 17:21:56 Page: 1 ID:9JCJRKddoUMKE36POG?w4eyVA5m-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f November 10,2025 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) 3.3312 3.33 12 =3x6 =3x4 =3x4 =3x6 NAILED NAILED NAILED NAILED 1 2 6 7 8 9 3 10 4 5 3-6-0 0-5-15 3-2-5 0-2-1 5-5-5 2-4-14 7-10-3 5-3-4 5-3-4 1-9-10 -1-9-10 4-5-7 9-8-12 5-3-4 5-3-4 Scale = 1:29.6 Plate Offsets (X, Y):[2:0-0-5,0-0-13], [2:1-8-8,0-0-12], [3:0-0-12,5-2-5], [3:3-6-6,0-0-12] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.34 Vert(LL)-0.03 2-3 >999 240 MT20 185/148 (Roof Snow = 25.0)Lumber DOL 1.15 BC 0.00 Vert(CT)-0.03 2-3 >999 180 TCDL 8.0 Rep Stress Incr NO WB 0.00 Horz(CT)0.00 4 n/a n/a BCLL 0.0 *Code IRC2021/TPI2014 Matrix-MP BCDL 7.0 Weight: 22 lb FT = 20% LUMBER TOP CHORD 2x4 HF-N No.1/No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 5-3-4 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (size)2=0-4-12, 3=0-3-10, 4=0-1-13 Max Horiz 2=103 (LC 6) Max Uplift 2=-101 (LC 6), 3=-89 (LC 10), 4=-72 (LC 6) Max Grav 2=341 (LC 16), 3=265 (LC 16), 4=372 (LC 16) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/30, 2-3=-85/48, 3-4=-31/50, 4-5=-49/0 NOTES 1)Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Partially Enclosed; MWFRS (envelope) exterior zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL = 1.15 Plate DOL = 1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)Plates checked for a plus or minus 0 degree rotation about its center. 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)Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7)Provide mechanical connection (by others) of truss to bearing plate at joint(s) 4. 8)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 101 lb uplift at joint 2, 89 lb uplift at joint 3 and 72 lb uplift at joint 4. 9)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3, 4. 10)"NAILED" indicates 3-12d (0.148"x3.25") toe-nails per NDS guidlines. 11)In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1)Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (lb/ft) Vert: 1-5=-66 Concentrated Loads (lb) Vert: 8=-20 (F), 9=-5 (B) Job Truss Truss Type Qty Ply 2612/A/Gar LT-Roof R91168046JR04Corner Rafter 2 1M-2196 Job Reference (optional) The Truss Company (Sumner, WA), Sumner, WA - 98390,Run: 25.30 S Oct 2 2025 Print: 25.3.0 S Oct 2 2025 MiTek Industries, Inc. Fri Nov 07 17:22:01 Page: 1 ID:VE_FEV1P?34QfCkr8BAPQkyVAlr-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f November 10,2025 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) 4 12 =3x4 NAILED NAILED 1 8 9 4 2 3 5-0-0 1-9-4 0-3-15 0-3-8 1-0-0 -1-0-0 1-7-6 5-0-0 3-4-10 3-4-10 Scale = 1:23.3 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.17 Vert(LL)-0.02 4-7 >999 240 MT20 185/148 (Roof Snow = 25.0)Lumber DOL 1.15 BC 0.11 Vert(CT)-0.03 4-7 >999 180 TCDL 8.0 Rep Stress Incr YES WB 0.00 Horz(CT)0.00 2 n/a n/a BCLL 0.0 *Code IRC2021/TPI2014 Matrix-AS BCDL 7.0 Weight: 12 lb FT = 20% LUMBER TOP CHORD 2x4 HF-N No.1/No.2 BOT CHORD 2x4 HF-N No.1/No.2 BRACING TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. REACTIONS (size)2=0-5-8, 3= Mechanical, 4= Mechanical Max Horiz 2=49 (LC 8) Max Uplift 2=-47 (LC 8), 3=-32 (LC 12) Max Grav 2=305 (LC 19), 3=139 (LC 19), 4=66 (LC 5) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/30, 2-3=-75/36 BOT CHORD 2-4=-22/62 NOTES 1)Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Partially Enclosed; MWFRS (envelope) exterior zone and C-C Exterior(2E) zone; cantilever left and right exposed ; end vertical left and right exposed;C- C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL = 1.15 Plate DOL = 1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 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 32 lb uplift at joint 3 and 47 lb uplift at joint 2. 9)This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. 10)"NAILED" indicates 3-10d (0.148"x3") or 3-12d (0.148"x3.25") toe-nails per NDS guidlines. 11)In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1)Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (lb/ft) Vert: 1-3=-66, 4-5=-14 Concentrated Loads (lb) Vert: 8=1 (B), 9=-6 (B) Job Truss Truss Type Qty Ply 2612/A/Gar LT-Roof R91168047J08Jack-Open 2 1M-2196 Job Reference (optional) The Truss Company (Sumner, WA), Sumner, WA - 98390,Run: 25.30 S Oct 2 2025 Print: 25.3.0 S Oct 2 2025 MiTek Industries, Inc. Fri Nov 07 17:21:59 Page: 1 ID:VE_FEV1P?34QfCkr8BAPQkyVAlr-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f November 10,2025 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) 4 12 =3x4 1 9 5 2 3 4 5-0-0 2-9-4 0-3-15 1-11 -15 1-0-0 -1-0-0 1-4-10 6-4-10 5-0-0 5-0-0 Scale = 1:21.7 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.38 Vert(LL)-0.05 5-8 >999 240 MT20 185/148 (Roof Snow = 25.0)Lumber DOL 1.15 BC 0.33 Vert(CT)-0.08 5-8 >769 180 TCDL 8.0 Rep Stress Incr YES WB 0.00 Horz(CT)0.00 2 n/a n/a BCLL 0.0 *Code IRC2021/TPI2014 Matrix-AS BCDL 7.0 Weight: 16 lb FT = 20% LUMBER TOP CHORD 2x4 HF-N No.1/No.2 BOT CHORD 2x4 HF-N No.1/No.2 BRACING TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. REACTIONS (size)2=0-5-8, 3=0-3-0, 4= Mechanical, 5= Mechanical Max Horiz 2=83 (LC 8) Max Uplift 2=-55 (LC 8), 3=-72 (LC 12), 4=-17 (LC 8) Max Grav 2=371 (LC 19), 3=265 (LC 19), 4=58 (LC 19), 5=75 (LC 5) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/26, 2-3=-131/52, 3-4=-15/15 BOT CHORD 2-5=-62/114 NOTES 1)Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Partially Enclosed; MWFRS (envelope) exterior zone and C-C Exterior(2E) zone; cantilever left and right exposed ; end vertical left and right exposed;C- C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL = 1.15 Plate DOL = 1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 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 17 lb uplift at joint 4, 55 lb uplift at joint 2 and 72 lb uplift at joint 3. 9)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3. 10)This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply 2612/A/Gar LT-Roof R91168048J09Jack-Open 2 1M-2196 Job Reference (optional) The Truss Company (Sumner, WA), Sumner, WA - 98390,Run: 25.30 S Oct 2 2025 Print: 25.3.0 S Oct 2 2025 MiTek Industries, Inc. Fri Nov 07 17:21:59 Page: 1 ID:5fJ6cT?Wi8isok0GS3dip6yVAlu-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f November 10,2025 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) 4 12 =3x4 1 6 2 10 3 4 11 5 5-0-0 3-5-14 0-3-15 1-11 -15 1-0-0 -1-0-0 3-6-8 8-6-8 5-0-0 5-0-0 Scale = 1:24.6 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.36 Vert(LL)-0.05 6-9 >999 240 MT20 185/148 (Roof Snow = 25.0)Lumber DOL 1.15 BC 0.30 Vert(CT)-0.07 6-9 >827 180 TCDL 8.0 Rep Stress Incr YES WB 0.00 Horz(CT)0.00 5 n/a n/a BCLL 0.0 *Code IRC2021/TPI2014 Matrix-AS BCDL 7.0 Weight: 19 lb FT = 20% LUMBER TOP CHORD 2x4 HF-N No.1/No.2 BOT CHORD 2x4 HF-N No.1/No.2 BRACING TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. REACTIONS (size)2=0-5-8, 3=0-3-0, 4=0-1-8, 5= Mechanical, 6= Mechanical Max Horiz 2=108 (LC 8) Max Uplift 2=-47 (LC 8), 3=-83 (LC 12), 4=-47 (LC 8), 5=-20 (LC 8) Max Grav 2=312 (LC 19), 3=297 (LC 19), 4=163 (LC 19), 5=69 (LC 19), 6=75 (LC 5) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/21, 2-3=-132/61, 3-4=-58/26, 4-5=-18/17 BOT CHORD 2-6=-69/97 NOTES 1)Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Partially Enclosed; MWFRS (envelope) exterior zone and C-C Exterior(2E) zone; cantilever left and right exposed ; end vertical left and right exposed;C- C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL = 1.15 Plate DOL = 1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 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 at joint(s) 4. 9)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 20 lb uplift at joint 5, 47 lb uplift at joint 2, 83 lb uplift at joint 3 and 47 lb uplift at joint 4. 10)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3, 4. 11)This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply 2612/A/Gar LT-Roof R91168049J10Jack-Open 1 1M-2196 Job Reference (optional) The Truss Company (Sumner, WA), Sumner, WA - 98390,Run: 25.30 S Oct 2 2025 Print: 25.3.0 S Oct 2 2025 MiTek Industries, Inc. Fri Nov 07 17:21:59 Page: 1 ID:ZrtUqp?8TRqiPuaS0n8xLJyVAlt-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f November 10,2025 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) 6 12 =2x4 1 4 2 3 2-0-0 1-3-7 0-5-15 0-3-8 1-0-0 -1-0-0 0-11-2 0-11-2 1-0-14 2-0-0 Scale = 1:21.9 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.08 Vert(LL)0.00 4-7 >999 240 MT20 185/148 (Roof Snow = 25.0)Lumber DOL 1.15 BC 0.02 Vert(CT)0.00 4-7 >999 180 TCDL 8.0 Rep Stress Incr YES WB 0.00 Horz(CT)0.00 3 n/a n/a BCLL 0.0 *Code IRC2021/TPI2014 Matrix-MP BCDL 7.0 Weight: 5 lb FT = 20% LUMBER TOP CHORD 2x4 HF-N No.1/No.2 BOT CHORD 2x4 HF-N No.1/No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (size)2=0-5-8, 3= Mechanical, 4= Mechanical Max Horiz 2=27 (LC 12) Max Uplift 2=-19 (LC 12), 3=-13 (LC 18) Max Grav 2=185 (LC 19), 3=18 (LC 5), 4=25 (LC 5) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/40, 2-3=-47/74 BOT CHORD 2-4=-40/6 NOTES 1)Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Partially Enclosed; MWFRS (envelope) exterior zone and C-C Exterior(2E) zone; cantilever left and right exposed ; end vertical left and right exposed;C- C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL = 1.15 Plate DOL = 1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 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 19 lb uplift at joint 2 and 13 lb uplift at joint 3. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply 2612/A/Gar LT-Roof R91168050J16Jack-Open 5 1M-2196 Job Reference (optional) The Truss Company (Sumner, WA), Sumner, WA - 98390,Run: 25.30 S Oct 2 2025 Print: 25.3.0 S Oct 2 2025 MiTek Industries, Inc. Fri Nov 07 17:22:00 Page: 1 ID:3gWQMXkDkg8Os?DK?ImskgyVAop-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f November 10,2025 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) 6 12 =2x4 1 4 2 3 2-0-0 1-11 -7 0-5-15 1-5-15 1-0-0 -1-0-0 0-3-2 2-3-2 2-0-0 2-0-0 Scale = 1:21.2 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.08 Vert(LL)0.00 4-7 >999 240 MT20 185/148 (Roof Snow = 25.0)Lumber DOL 1.15 BC 0.02 Vert(CT)0.00 4-7 >999 180 TCDL 8.0 Rep Stress Incr YES WB 0.00 Horz(CT)0.00 3 n/a n/a BCLL 0.0 *Code IRC2021/TPI2014 Matrix-MP BCDL 7.0 Weight: 7 lb FT = 20% LUMBER TOP CHORD 2x4 HF-N No.1/No.2 BOT CHORD 2x4 HF-N No.1/No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (size)2=0-5-8, 3= Mechanical, 4= Mechanical Max Horiz 2=49 (LC 12) Max Uplift 2=-21 (LC 12), 3=-29 (LC 12) Max Grav 2=238 (LC 19), 3=79 (LC 19), 4=30 (LC 5) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/43, 2-3=-65/90 BOT CHORD 2-4=-36/34 NOTES 1)Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Partially Enclosed; MWFRS (envelope) exterior zone and C-C Exterior(2E) zone; cantilever left and right exposed ; end vertical left and right exposed;C- C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL = 1.15 Plate DOL = 1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 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 29 lb uplift at joint 3 and 21 lb uplift at joint 2. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply 2612/A/Gar LT-Roof R91168051J17Jack-Open 4 1M-2196 Job Reference (optional) The Truss Company (Sumner, WA), Sumner, WA - 98390,Run: 25.30 S Oct 2 2025 Print: 25.3.0 S Oct 2 2025 MiTek Industries, Inc. Fri Nov 07 17:22:00 Page: 1 ID:3gWQMXkDkg8Os?DK?ImskgyVAop-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f November 10,2025 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) 6 12 =2x4 3 1 2 2-0-0 0-11 -8 0-5-15 0-3-8 0-11-2 0-11-2 1-0-14 2-0-0 Scale = 1:20 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.02 Vert(LL)0.00 3-6 >999 240 MT20 185/148 (Roof Snow = 25.0)Lumber DOL 1.15 BC 0.02 Vert(CT)0.00 3-6 >999 180 TCDL 8.0 Rep Stress Incr YES WB 0.00 Horz(CT)0.00 1 n/a n/a BCLL 0.0 *Code IRC2021/TPI2014 Matrix-MP BCDL 7.0 Weight: 4 lb FT = 20% LUMBER TOP CHORD 2x4 HF-N No.1/No.2 BOT CHORD 2x4 HF-N No.1/No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (size)1= Mechanical, 2= Mechanical, 3= Mechanical Max Horiz 1=16 (LC 12) Max Uplift 2=-11 (LC 12) Max Grav 1=50 (LC 18), 2=41 (LC 18), 3=26 (LC 5) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-19/16 BOT CHORD 1-3=-16/6 NOTES 1)Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Partially Enclosed; MWFRS (envelope) exterior zone and C-C Exterior(2E) zone; cantilever left and right exposed ; end vertical left and right exposed;C- C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL = 1.15 Plate DOL = 1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3)Unbalanced snow loads have been considered for this design. 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)Refer to girder(s) for truss to truss connections. 8)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 11 lb uplift at joint 2. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply 2612/A/Gar LT-Roof R91168052J19Jack-Open 1 1M-2196 Job Reference (optional) The Truss Company (Sumner, WA), Sumner, WA - 98390,Run: 25.30 S Oct 2 2025 Print: 25.3.0 S Oct 2 2025 MiTek Industries, Inc. Fri Nov 07 17:22:00 Page: 1 ID:ZrtUqp?8TRqiPuaS0n8xLJyVAlt-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f November 10,2025 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) 6 12 =2x4 3 1 2 2-0-0 1-7-8 0-5-15 1-5-15 0-3-2 2-3-2 2-0-0 2-0-0 Scale = 1:21.2 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.06 Vert(LL)0.00 3-6 >999 240 MT20 185/148 (Roof Snow = 25.0)Lumber DOL 1.15 BC 0.06 Vert(CT)0.00 3-6 >999 180 TCDL 8.0 Rep Stress Incr YES WB 0.00 Horz(CT)0.00 1 n/a n/a BCLL 0.0 *Code IRC2021/TPI2014 Matrix-MP BCDL 7.0 Weight: 6 lb FT = 20% LUMBER TOP CHORD 2x4 HF-N No.1/No.2 BOT CHORD 2x4 HF-N No.1/No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (size)1= Mechanical, 2= Mechanical, 3= Mechanical Max Horiz 1=37 (LC 12) Max Uplift 1=-5 (LC 12), 2=-30 (LC 12), 3=-2 (LC 12) Max Grav 1=113 (LC 19), 2=84 (LC 19), 3=32 (LC 5) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-42/30 BOT CHORD 1-3=-53/40 NOTES 1)Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Partially Enclosed; MWFRS (envelope) exterior zone and C-C Exterior(2E) zone; cantilever left and right exposed ; end vertical left and right exposed;C- C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL = 1.15 Plate DOL = 1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3)Unbalanced snow loads have been considered for this design. 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)Refer to girder(s) for truss to truss connections. 8)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 5 lb uplift at joint 1, 30 lb uplift at joint 2 and 2 lb uplift at joint 3. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply 2612/A/Gar LT-Roof R91168053J20Jack-Open 1 1M-2196 Job Reference (optional) The Truss Company (Sumner, WA), Sumner, WA - 98390,Run: 25.30 S Oct 2 2025 Print: 25.3.0 S Oct 2 2025 MiTek Industries, Inc. Fri Nov 07 17:22:00 Page: 1 ID:11Qs190mElyZ129eaUfAuXyVAls-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f November 10,2025 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) 612 =5x6 =3x4 =2x4 =3x8 =4x6 =4x8 =3x4 =4x8 =3x4 =4x8 =3x4 =4x6 =3x4 =3x4 =5x6 12126 17 16 15 14 13 112 103 3427 4 28 730 8 31 32 33 9 6295 5-1-7 0-5-15 2-3-5 15-7-10 5-2-10 13 -4-5 5-9-11 30-0-0 8-1-11 8-1-11 8-6-11 24 -2-5 3-4-4 3-4-4 0-3-4 3-7-8 0-10 -12 4-6-4 0-3-4 4-9-8 0-1-6 23-8-14 0-1-6 8-8-7 0-1-6 12-10-14 1-0-0 31-0-0 1-0-0 -1-0-0 2-10 -8 15-9-6 3-7-3 23-7-9 4-1-2 12 -9-9 4-3-0 20-0-6 4-1-13 4-1-13 4-5-5 8-7-2 6-3-2 30-0-0 Scale = 1:58.2 Plate Offsets (X, Y):[2:0-2-7,0-2-5], [5:0-2-0,0-2-0], [6:0-4-0,0-1-4], [7:0-5-8,0-2-0], [9:0-2-8,0-2-0], [11:0-2-7,0-2-5], [16:0-1-8,0-1-8] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.51 Vert(LL)-0.26 13-15 >999 240 MT20 185/148 (Roof Snow = 25.0)Lumber DOL 1.15 BC 0.76 Vert(CT)-0.44 13-15 >815 180 TCDL 8.0 Rep Stress Incr YES WB 0.66 Horz(CT)0.11 11 n/a n/a BCLL 0.0 *Code IRC2021/TPI2014 Matrix-AS BCDL 7.0 Weight: 139 lb FT = 20% LUMBER TOP CHORD 2x4 HF-N No.1/No.2 BOT CHORD 2x4 HF-N No.1/No.2 WEBS 2x4 DF Stud SLIDER Left 2x4 DF Stud -- 2-0-0, Right 2x4 DF Stud -- 2-0-0 BRACING TOP CHORD Structural wood sheathing directly applied, except 2-0-0 oc purlins (2-11-7 max.): 5-6, 7-9. BOT CHORD Rigid ceiling directly applied. REACTIONS (size)2=0-5-8, 11=0-5-8 Max Horiz 2=52 (LC 16) Max Uplift 2=-206 (LC 12), 11=-244 (LC 13) Max Grav 2=1662 (LC 38), 11=1592 (LC 38) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/62, 2-4=-2518/450, 4-5=-2221/418, 5-6=-1923/408, 6-7=-2724/529, 7-8=-3439/609, 8-9=-2060/406, 9-11=-2354/419, 11-12=0/62 BOT CHORD 2-17=-323/2178, 16-17=-333/2426, 15-16=-483/3435, 13-15=-456/3137, 11-13=-284/2058 WEBS 4-17=-289/147, 5-17=-62/587, 6-17=-748/162, 6-16=-180/1197, 7-16=-1502/234, 7-15=-220/89, 8-15=-37/554, 8-13=-1340/220, 9-13=-67/856 NOTES 1)Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Partially Enclosed; MWFRS (envelope) exterior zone and C-C Exterior(2E) -1-0-0 to 3-0-0, Interior (1) 3-0-0 to 3-11-13, Exterior(2R) 3-11-13 to 13-1-1, Exterior(2E) 13-1-1 to 15-9-6, Interior (1) 15-9-6 to 20-0-6, Exterior(2R) 20-0-6 to 27-0-0, Exterior(2E) 27-0-0 to 31-0-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL = 1.15 Plate DOL = 1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 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)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 206 lb uplift at joint 2 and 244 lb uplift at joint 11. 9)This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. 10)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11)Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 122 lb down and 76 lb up at 11-5-4, 128 lb down and 89 lb up at 13-1-1, and 130 lb down and 81 lb up at 21-11-4, and 82 lb down and 97 lb up at 23-7-14 on top chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1)Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (lb/ft) Vert: 1-5=-66, 5-6=-66, 6-7=-66, 7-9=-66, 9-12=-66, 18-22=-14 Concentrated Loads (lb) Vert: 6=-44, 29=-58, 32=-61 Job Truss Truss Type Qty Ply 2612/A/Gar LT-Roof R91168054B02California11M-2196 Job Reference (optional) The Truss Company (Sumner, WA), Sumner, WA - 98390,Run: 25.30 S Oct 2 2025 Print: 25.3.0 S Oct 2 2025 MiTek Industries, Inc. Fri Nov 07 17:21:55 Page: 1 ID:ymIJ0FelP5ibZsaunq2TQ2yVA8K-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f November 10,2025 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) 612 =5x6 =3x4 =2x4 =3x8 =4x6 =4x8 =3x4 =4x8 =3x4 =3x4 =4x6 =4x6 =3x4 =3x4 =5x6 1 12 17 16 15 14 13 112 3 10 342627428 7 29 30 8 31 32 33 9 65 5-9-7 0-5-15 2-3-5 14-3-10 2-6-10 12-0-5 7-1-11 30-0-0 8-6-11 22-10-5 9-5-11 9-5-11 4-0-4 4-0-4 0-3-4 4-3-8 0-10 -12 5-2-4 0-3-4 5-5-8 0-1-6 11-6-14 0-1-6 10-0-7 0-1-6 22-4-14 1-0-0 31-0-0 1-0-0 -1-0-0 1-5-2 11-5-9 2-10-8 14-5-6 3-7-3 22-3-9 4-3-0 18 -8-6 4-9-13 4-9-13 5-1-5 9-11-2 7-7-2 30-0-0 Scale = 1:58.3 Plate Offsets (X, Y):[2:0-2-7,0-2-5], [5:0-2-0,0-2-0], [6:0-4-0,0-1-4], [7:0-5-4,0-2-0], [9:0-2-0,0-1-12], [11:0-2-7,0-2-5], [16:0-1-12,0-1-8] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.59 Vert(LL)-0.22 13-15 >999 240 MT20 185/148 (Roof Snow = 25.0)Lumber DOL 1.15 BC 0.67 Vert(CT)-0.38 13-15 >938 180 TCDL 8.0 Rep Stress Incr YES WB 0.54 Horz(CT)0.10 11 n/a n/a BCLL 0.0 *Code IRC2021/TPI2014 Matrix-AS BCDL 7.0 Weight: 144 lb FT = 20% LUMBER TOP CHORD 2x4 HF-N No.1/No.2 BOT CHORD 2x4 HF-N No.1/No.2 WEBS 2x4 DF Stud SLIDER Left 2x4 DF Stud -- 2-0-0, Right 2x4 DF Stud -- 2-0-0 BRACING TOP CHORD Structural wood sheathing directly applied, except 2-0-0 oc purlins (3-4-10 max.): 5-6, 7-9. BOT CHORD Rigid ceiling directly applied. REACTIONS (size)2=0-5-8, 11=0-5-8 Max Horiz 2=59 (LC 16) Max Uplift 2=-208 (LC 12), 11=-259 (LC 13) Max Grav 2=1728 (LC 37), 11=1654 (LC 37) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/62, 2-4=-2647/453, 4-5=-2251/408, 5-6=-1909/400, 6-7=-2356/481, 7-8=-2788/542, 8-9=-2034/450, 9-11=-2344/457, 11-12=0/62 BOT CHORD 2-17=-316/2294, 16-17=-258/2052, 15-16=-393/2791, 13-15=-407/2739, 11-13=-303/2034 WEBS 4-17=-434/159, 5-17=-86/623, 6-17=-557/147, 6-16=-230/1160, 7-16=-1437/231, 7-15=-142/155, 8-15=-31/383, 8-13=-956/164, 9-13=-39/716 NOTES 1)Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Partially Enclosed; MWFRS (envelope) exterior zone and C-C Exterior(2E) -1-0-0 to 3-0-0, Interior (1) 3-0-0 to 5-5-11, Exterior(2R) 5-5-11 to 11-9-1, Exterior(2E) 11-9-1 to 14-5-6, Interior (1) 14-5-6 to 18-8-6, Exterior(2R) 18-8-6 to 27-0-0, Exterior(2E) 27-0-0 to 31-0-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL = 1.15 Plate DOL = 1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 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)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 208 lb uplift at joint 2 and 259 lb uplift at joint 11. 9)This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. 10)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11)Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 184 lb down and 102 lb up at 11-9-1, and 106 lb down and 31 lb up at 21-11-4, and 135 lb down and 97 lb up at 22-3-14 on top chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1)Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (lb/ft) Vert: 1-5=-66, 5-6=-66, 6-7=-66, 7-9=-66, 9-12=-66, 18-22=-14 Concentrated Loads (lb) Vert: 6=-99, 32=-101 Job Truss Truss Type Qty Ply 2612/A/Gar LT-Roof R91168055B03California11M-2196 Job Reference (optional) The Truss Company (Sumner, WA), Sumner, WA - 98390,Run: 25.30 S Oct 2 2025 Print: 25.3.0 S Oct 2 2025 MiTek Industries, Inc. Fri Nov 07 17:21:55 Page: 1 ID:3GbDlhovL4Lldr3O23nWSoyVA87-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f November 10,2025 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) 612 =4x6 =3x4 =2x4 =3x4 =5x6 =4x8 =4x4 =3x4 =4x4 =4x6 =3x8 =2x4 =3x4 =4x6 121 16 15 14 13 112 33310 3225 9 3126 4 27 28 29 6 7 30 8 5 6-2-7 0-5-15 6-3-7 12-11-10 6-8-3 6-8-3 8-5-11 30-0-0 8-6-11 21-6-5 4-8-4 4-8-4 0-3-4 4-11 -8 0-10 -15 5-10 -7 0-1-6 21-0-14 1-0-0 31-0-0 1-0-0 -1-0-0 2-4-6 13-1-6 3-7-3 20-11-9 4-3-0 17-4-6 4-3-13 30-0-0 4-7-5 25-8-3 5-3-0 10-9-0 5-6-0 5-6-0 Scale = 1:57.2 Plate Offsets (X, Y):[2:0-2-9,0-0-8], [6:0-1-12,0-2-12], [8:0-2-12,0-2-0], [11:0-2-9,0-0-8], [15:0-2-12,0-1-12] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.47 Vert(LL)-0.15 15-16 >999 240 MT20 185/148 (Roof Snow = 25.0)Lumber DOL 1.15 BC 0.51 Vert(CT)-0.29 13-15 >999 180 TCDL 8.0 Rep Stress Incr YES WB 0.50 Horz(CT)0.08 11 n/a n/a BCLL 0.0 *Code IRC2021/TPI2014 Matrix-AS BCDL 7.0 Weight: 141 lb FT = 20% LUMBER TOP CHORD 2x4 HF-N No.1/No.2 BOT CHORD 2x4 HF-N No.1/No.2 WEBS 2x4 DF Stud SLIDER Left 2x4 DF Stud -- 2-0-0, Right 2x4 DF Stud -- 2-0-0 BRACING TOP CHORD Structural wood sheathing directly applied, except 2-0-0 oc purlins (3-10-15 max.): 6-8. BOT CHORD Rigid ceiling directly applied. REACTIONS (size)2=0-5-8, 11=0-5-8 Max Horiz 2=-67 (LC 13) Max Uplift 2=-188 (LC 12), 11=-230 (LC 13) Max Grav 2=1337 (LC 36), 11=1486 (LC 35) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/36, 2-4=-2169/394, 4-5=-2079/425, 5-6=-2284/485, 6-7=-2092/429, 7-8=-1683/382, 8-9=-1924/390, 9-11=-2182/429, 11-12=0/62 BOT CHORD 2-16=-267/1885, 15-16=-169/1555, 13-15=-291/2088, 11-13=-304/1888 WEBS 4-16=-358/157, 5-16=-121/474, 5-15=-251/1506, 6-15=-1292/254, 7-15=-163/159, 7-13=-639/149, 8-13=-88/563, 9-13=-368/139 NOTES 1)Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Partially Enclosed; MWFRS (envelope) exterior zone and C-C Exterior(2E) -1-0-0 to 3-0-0, Interior (1) 3-0-0 to 6-9-0, Exterior(2R) 6-9-0 to 10-9-0, Exterior(2E) 10-9-0 to 13-1-6, Interior (1) 13-1-6 to 17-4-6, Exterior(2R) 17-4-6 to 25-6-5, Interior (1) 25-6-5 to 27-0-0, Exterior(2E) 27-0-0 to 31-0-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL = 1.15 Plate DOL = 1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 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)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 188 lb uplift at joint 2 and 230 lb uplift at joint 11. 9)This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. 10)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11)Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 138 lb down and 97 lb up at 20-11-14 on top chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1)Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (lb/ft) Vert: 1-5=-66, 5-6=-66, 6-8=-66, 8-12=-66, 17-21=-14 Concentrated Loads (lb) Vert: 30=-10 Job Truss Truss Type Qty Ply 2612/A/Gar LT-Roof R91168056B04California11M-2196 Job Reference (optional) The Truss Company (Sumner, WA), Sumner, WA - 98390,Run: 25.30 S Oct 2 2025 Print: 25.3.0 S Oct 2 2025 MiTek Industries, Inc. Fri Nov 07 17:21:56 Page: 1 ID:jaJmGoxRXms23h_ila?KxKyVA7x-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f November 10,2025 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) 612 =4x6 =3x4 =2x4 =3x4 =4x6 =3x8 =4x4 =3x4 =3x4 =4x4 =4x6 =3x8 =2x4 =3x4 =5x6 121 17 16 15 14 13 112 3 10 26 33 927 4 32 28 29 6 30 7 31 8 5 6-2-7 0-5-15 4-1-15 20-2-5 4-4-12 16 -0-6 5-6-0 5-6-0 6-1-10 11-7-10 9-9-11 30-0-0 5-4-4 5-4-4 0-3-4 5-7-8 0-2-15 5-10 -7 0-1-6 19-8-14 1-0-0 31-0-0 1-0-0 -1-0-0 1-0-6 11-9-6 3-7-3 19-7-9 4-3-0 16-0-6 5-0-11 30 -0-0 5-2-6 24-11-5 5-3-0 10-9-0 5-6-0 5-6-0 Scale = 1:57.2 Plate Offsets (X, Y):[2:0-2-9,0-0-8], [5:0-3-0,0-2-4], [8:0-2-8,0-2-0], [11:0-2-7,0-2-5] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.42 Vert(LL)-0.14 13-24 >999 240 MT20 185/148 (Roof Snow = 25.0)Lumber DOL 1.15 BC 0.54 Vert(CT)-0.26 13-24 >999 180 TCDL 8.0 Rep Stress Incr YES WB 0.56 Horz(CT)0.08 11 n/a n/a BCLL 0.0 *Code IRC2021/TPI2014 Matrix-AS BCDL 7.0 Weight: 150 lb FT = 20% LUMBER TOP CHORD 2x4 HF-N No.1/No.2 BOT CHORD 2x4 HF-N No.1/No.2 WEBS 2x4 DF Stud SLIDER Left 2x4 DF Stud -- 2-0-0, Right 2x4 DF Stud -- 2-0-0 BRACING TOP CHORD Structural wood sheathing directly applied, except 2-0-0 oc purlins (4-0-13 max.): 6-8. BOT CHORD Rigid ceiling directly applied. REACTIONS (size)2=0-5-8, 11=0-5-8 Max Horiz 2=-67 (LC 17) Max Uplift 2=-189 (LC 12), 11=-230 (LC 13) Max Grav 2=1332 (LC 36), 11=1558 (LC 35) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/36, 2-4=-2150/383, 4-5=-1827/366, 5-6=-1831/398, 6-7=-1894/416, 7-8=-1663/376, 8-9=-1924/380, 9-11=-2301/427, 11-12=0/62 BOT CHORD 2-17=-262/1865, 16-17=-262/1865, 15-16=-204/1783, 13-15=-232/1894, 11-13=-297/1993 WEBS 4-17=0/164, 4-16=-470/152, 5-16=-214/1314, 6-16=-1164/241, 7-13=-477/129, 8-13=-79/487, 7-15=-195/78, 6-15=-72/304, 9-13=-499/162 NOTES 1)Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Partially Enclosed; MWFRS (envelope) exterior zone and C-C Exterior(2E) -1-0-0 to 3-0-0, Interior (1) 3-0-0 to 6-9-0, Exterior(2R) 6-9-0 to 10-9-0, Exterior(2E) 10-9-0 to 11-9-6, Interior (1) 11-9-6 to 16-0-6, Exterior(2R) 16-0-6 to 24-2-5, Interior (1) 24-2-5 to 27-0-0, Exterior(2E) 27-0-0 to 31-0-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL = 1.15 Plate DOL = 1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 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)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 189 lb uplift at joint 2 and 230 lb uplift at joint 11. 9)This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. 10)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11)Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 158 lb down and 97 lb up at 19-7-14 on top chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1)Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (lb/ft) Vert: 1-5=-66, 5-6=-66, 6-8=-66, 8-12=-66, 18-22=-14 Concentrated Loads (lb) Vert: 31=-74 Job Truss Truss Type Qty Ply 2612/A/Gar LT-Roof R91168057B05California11M-2196 Job Reference (optional) The Truss Company (Sumner, WA), Sumner, WA - 98390,Run: 25.30 S Oct 2 2025 Print: 25.3.0 S Oct 2 2025 MiTek Industries, Inc. Fri Nov 07 17:21:56 Page: 1 ID:QmRzx1GNA3FDorYuql_gX0yVA7W-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f November 10,2025 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) 612 =5x6 =3x4 =2x4 =3x4 =3x4 =5x8 =4x6 =3x8 =3x6 =3x4 =2x4 =3x4 =5x6 101 15 14 30 13 12 11 92 83 24 29 25 4 7 26 28 5 27 6 6-7-7 0-5-15 5-5-15 24 -4-3 5-5-15 11-1-11 5-7-13 5-7-13 5-7-13 30-0-0 7-8-10 18-10 -5 6-0-4 6-0-4 0-3-4 6-3-8 0-1-6 18-4-14 0-1-6 11-8-7 1-0-0 31-0-0 1-0-0 -1-0-0 5-7-13 5-7-13 5-7-13 30-0-0 6-7-2 18-3-9 5-11-5 11-7-2 5-11-5 24-4-3 Scale = 1:56.1 Plate Offsets (X, Y):[2:0-2-7,0-2-5], [6:0-2-0,0-1-12], [9:0-2-7,0-2-5] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.77 Vert(LL)-0.20 13-14 >999 240 MT20 185/148 (Roof Snow = 25.0)Lumber DOL 1.15 BC 0.64 Vert(CT)-0.30 13-14 >999 180 TCDL 8.0 Rep Stress Incr YES WB 0.42 Horz(CT)0.10 9 n/a n/a BCLL 0.0 *Code IRC2021/TPI2014 Matrix-AS BCDL 7.0 Weight: 138 lb FT = 20% LUMBER TOP CHORD 2x4 HF-N No.1/No.2 *Except* 5-6:2x4 DF 2400F 2.0E BOT CHORD 2x4 HF-N No.1/No.2 WEBS 2x4 DF Stud *Except* 13-5:2x4 HF-N No.1/ No.2 SLIDER Left 2x4 DF Stud -- 2-0-0, Right 2x4 DF Stud -- 2-0-0 BRACING TOP CHORD Structural wood sheathing directly applied, except 2-0-0 oc purlins (4-2-11 max.): 5-6. BOT CHORD Rigid ceiling directly applied. WEBS 1 Row at midpt 5-13 REACTIONS (size)2=0-5-8, 9=0-5-8 Max Horiz 2=-69 (LC 17) Max Uplift 2=-195 (LC 12), 9=-196 (LC 13) Max Grav 2=1749 (LC 33), 9=1770 (LC 33) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/62, 2-4=-2679/372, 4-5=-2144/355, 5-6=-1834/355, 6-7=-2167/357, 7-9=-2714/375, 9-10=0/62 BOT CHORD 2-15=-276/2340, 14-15=-276/2340, 13-14=-159/1849, 11-13=-251/2345, 9-11=-251/2345 WEBS 4-15=0/141, 4-14=-579/163, 5-14=-19/519, 5-13=-146/267, 6-13=-50/485, 7-13=-605/172, 7-11=0/141 NOTES 1)Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Partially Enclosed; MWFRS (envelope) exterior zone and C-C Exterior(2E) -1-0-0 to 3-0-0, Interior (1) 3-0-0 to 5-7-13, Exterior(2R) 5-7-13 to 24-4-3, Interior (1) 24-4-3 to 27-0-0, Exterior(2E) 27-0-0 to 31-0-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL = 1.15 Plate DOL = 1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 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, with BCDL = 7.0psf. 8)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 195 lb uplift at joint 2 and 196 lb uplift at joint 9. 9)This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. 10)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11)Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 170 lb down and 97 lb up at 18-3-14 on top chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1)Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (lb/ft) Vert: 1-5=-66, 5-6=-66, 6-10=-66, 16-20=-14 Concentrated Loads (lb) Vert: 27=-86 Job Truss Truss Type Qty Ply 2612/A/Gar LT-Roof R91168058B06California11M-2196 Job Reference (optional) The Truss Company (Sumner, WA), Sumner, WA - 98390,Run: 25.30 S Oct 2 2025 Print: 25.3.0 S Oct 2 2025 MiTek Industries, Inc. Fri Nov 07 17:21:56 Page: 1 ID:8h2l1SOep8Wo?NJpQr90x7yVA7M-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f November 10,2025 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) 612 =5x6 =3x4 =2x4 =3x4 =3x4 =5x8 =4x6 =3x8 =4x6 =3x4 =2x4 =3x4 =5x6 101 15 14 13 12 11 92 83 3224 3125 743026 2927 5 28 6 7-3-7 0-5-15 5-0-10 17 -6-5 6-1-15 23-8-3 6-1-15 12-5-11 6-3-13 6-3-13 6-3-13 30-0-0 6-8-4 6-8-4 0-3-4 6-11 -8 0-1-6 17-0-14 0-1-6 13-0-7 1-0-0 31-0-0 1-0-0 -1-0-0 3-11-2 16 -11-9 6-3-13 6-3-13 6-3-13 30-0-0 6-7-5 23 -8-3 6-7-5 12-11-2 Scale = 1:56.3 Plate Offsets (X, Y):[2:0-2-7,0-2-5], [6:0-2-0,0-2-0], [9:0-2-7,0-2-5] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.80 Vert(LL)-0.18 14-15 >999 240 MT20 185/148 (Roof Snow = 25.0)Lumber DOL 1.15 BC 0.62 Vert(CT)-0.26 14-15 >999 180 TCDL 8.0 Rep Stress Incr YES WB 0.65 Horz(CT)0.11 9 n/a n/a BCLL 0.0 *Code IRC2021/TPI2014 Matrix-AS BCDL 7.0 Weight: 141 lb FT = 20% LUMBER TOP CHORD 2x4 HF-N No.1/No.2 BOT CHORD 2x4 HF-N No.1/No.2 WEBS 2x4 DF Stud *Except* 13-5:2x4 HF-N No.1/ No.2 SLIDER Left 2x4 DF Stud -- 2-0-0, Right 2x4 DF Stud -- 2-0-0 BRACING TOP CHORD Structural wood sheathing directly applied, except 2-0-0 oc purlins (4-2-1 max.): 5-6. BOT CHORD Rigid ceiling directly applied. REACTIONS (size)2=0-5-8, 9=0-5-8 Max Horiz 2=-76 (LC 13) Max Uplift 2=-202 (LC 12), 9=-199 (LC 13) Max Grav 2=1853 (LC 33), 9=1863 (LC 33) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/62, 2-4=-2879/358, 4-5=-2209/334, 5-6=-1833/334, 6-7=-2213/334, 7-9=-2892/359, 9-10=0/62 BOT CHORD 2-15=-288/2486, 14-15=-288/2486, 13-14=-135/1828, 11-13=-234/2496, 9-11=-234/2496 WEBS 4-15=0/192, 4-14=-728/187, 5-14=-42/435, 5-13=-175/241, 6-13=-73/443, 7-13=-755/193, 7-11=0/191 NOTES 1)Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Partially Enclosed; MWFRS (envelope) exterior zone and C-C Exterior(2E) -1-0-0 to 3-0-0, Interior (1) 3-0-0 to 7-1-1, Exterior(2R) 7-1-1 to 23-2-3, Interior (1) 23-2-3 to 27-0-0, Exterior(2E) 27-0-0 to 31-0-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL = 1.15 Plate DOL = 1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 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)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 202 lb uplift at joint 2 and 199 lb uplift at joint 9. 9)This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. 10)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11)Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 150 lb down and 92 lb up at 16-11-14 on top chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1)Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (lb/ft) Vert: 1-5=-66, 5-6=-66, 6-10=-66, 16-20=-14 Concentrated Loads (lb) Vert: 28=-66 Job Truss Truss Type Qty Ply 2612/A/Gar LT-Roof R91168059B07California11M-2196 Job Reference (optional) The Truss Company (Sumner, WA), Sumner, WA - 98390,Run: 25.30 S Oct 2 2025 Print: 25.3.0 S Oct 2 2025 MiTek Industries, Inc. Fri Nov 07 17:21:56 Page: 1 ID:vEXmjBUfwbXfycwLuXJuGpyVA7E-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f November 10,2025 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) 612 =5x6 =3x4 =2x4 =3x4 =3x4 =5x8 =4x8 =3x8 =4x6 =3x4 =2x4 =4x4 =5x6 101 15 14 13 12 11 92 83 24 30 292547 2826 5 27 6 7-11 -7 0-5-15 2-4-10 16 -2-5 6-9-15 23 -0-3 6-9-15 13-9-11 6-11-13 6-11-13 6-11-13 30-0-0 7-4-4 7-4-4 0-3-4 7-7-8 0-1-6 14-4-7 0-1-6 15 -8-14 1-0-0 31-0-0 1-0-0 -1-0-0 1-3-2 15 -7-9 6-11-13 6-11-13 6-11-13 30-0-0 7-3-5 23-0-3 7-3-5 14-3-2 Scale = 1:58.4 Plate Offsets (X, Y):[2:0-2-7,0-2-5], [5:0-3-12,0-2-4], [6:0-4-8,0-2-0], [9:0-2-7,0-2-5] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.88 Vert(LL)-0.20 14-15 >999 240 MT20 185/148 (Roof Snow = 25.0)Lumber DOL 1.15 BC 0.63 Vert(CT)-0.29 14-15 >999 180 TCDL 8.0 Rep Stress Incr YES WB 0.84 Horz(CT)0.12 9 n/a n/a BCLL 0.0 *Code IRC2021/TPI2014 Matrix-AS BCDL 7.0 Weight: 144 lb FT = 20% LUMBER TOP CHORD 2x4 HF-N No.1/No.2 BOT CHORD 2x4 HF-N No.1/No.2 WEBS 2x4 DF Stud *Except* 14-4,13-5,13-7:2x4 HF-N No.1/No.2 SLIDER Left 2x4 DF Stud -- 2-0-0, Right 2x4 DF Stud -- 2-0-0 BRACING TOP CHORD Structural wood sheathing directly applied, except 2-0-0 oc purlins (3-8-12 max.): 5-6. BOT CHORD Rigid ceiling directly applied. REACTIONS (size)2=0-5-8, 9=0-5-8 Max Horiz 2=-84 (LC 13) Max Uplift 2=-212 (LC 12), 9=-208 (LC 13) Max Grav 2=1922 (LC 33), 9=1926 (LC 33) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/36, 2-4=-3123/353, 4-5=-2337/323, 5-6=-1925/328, 6-7=-2332/323, 7-9=-3125/354, 9-10=0/36 BOT CHORD 2-15=-305/2694, 14-15=-305/2694, 13-14=-132/1929, 11-13=-224/2694, 9-11=-224/2694 WEBS 4-15=0/224, 4-14=-849/208, 5-14=-58/470, 5-13=-260/272, 6-13=-92/504, 7-13=-875/209, 7-11=0/223 NOTES 1)Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Partially Enclosed; MWFRS (envelope) exterior zone and C-C Exterior(2E) -1-0-0 to 3-0-0, Interior (1) 3-0-0 to 8-5-1, Exterior(2R) 8-5-1 to 21-10-3, Interior (1) 21-10-3 to 27-0-0, Exterior(2E) 27-0-0 to 31-0-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL = 1.15 Plate DOL = 1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 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)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 212 lb uplift at joint 2 and 208 lb uplift at joint 9. 9)This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. 10)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11)Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 178 lb down and 99 lb up at 15-7-14 on top chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1)Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (lb/ft) Vert: 1-5=-66, 5-6=-66, 6-10=-66, 16-20=-14 Concentrated Loads (lb) Vert: 27=-94 Job Truss Truss Type Qty Ply 2612/A/Gar LT-Roof R91168060B08California11M-2196 Job Reference (optional) The Truss Company (Sumner, WA), Sumner, WA - 98390,Run: 25.30 S Oct 2 2025 Print: 25.3.0 S Oct 2 2025 MiTek Industries, Inc. Fri Nov 07 17:21:56 Page: 1 ID:zC298ZUjN5_tQMmIFTIL7JyVA5x-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f November 10,2025 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) 612 =3x6 =2x4 =4x8 =3x8 =2x4 =4x10 =4x4 =2x4 =6x8 =M18AHS 4x12 =2x4 =4x10 =5x10 =2x4 =5x6 1 10 17 16 15 14 13 12 32 33 11 34 35 2 9 6 7 29 30 31 8 24 28325426275 4-5-7 2-3-5 16-11-10 3-11-5 10 -9-0 3-11-5 14 -8-5 4-1-15 25-6-5 4-4-12 21-4-6 4-5-11 30-0-0 6-9-11 6-9-11 2-8-4 2-8-4 0-3-4 2-11 -8 0-10 -12 3-10 -4 0-3-4 4-1-8 0-1-6 25-0-14 0-1-6 7-4-7 0-1-6 14 -2-14 1-0-0 31-0-0 1-0-0 -1-0-0 2-10-8 17-1-6 3-4-9 10 -9-0 3-4-9 14 -1-9 3-7-3 24-11-9 4-3-0 21-4-6 4-11-2 30-0-0 7-3-2 7-3-2 Scale = 1:56.5 Plate Offsets (X, Y):[2:0-6-4,0-0-8], [3:0-4-0,0-1-4], [5:0-5-0,0-1-4], [6:0-2-12,Edge], [8:0-6-12,0-2-4], [9:0-3-0,0-2-9], [12:0-2-4,0-2-0], [15:0-1-12,0-1-8], [16:0-3-0,0-1-8] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 1.00 Vert(LL)-0.37 12-14 >961 240 MT20 185/148 (Roof Snow = 25.0)Lumber DOL 1.15 BC 0.61 Vert(CT)-0.53 12-14 >685 180 M18AHS 169/162 TCDL 8.0 Rep Stress Incr NO WB 0.83 Horz(CT)0.07 9 n/a n/a BCLL 0.0 *Code IRC2021/TPI2014 Matrix-MS BCDL 7.0 Weight: 316 lb FT = 20% LUMBER TOP CHORD 2x4 HF-N No.1/No.2 BOT CHORD 2x6 DF SS WEBS 2x4 DF Stud BRACING TOP CHORD Structural wood sheathing directly applied or 4-3-7 oc purlins, except 2-0-0 oc purlins (2-5-6 max.): 3-5, 6-8. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size)2=2259/0-5-8, 9=3945/0-5-8 Max Horiz 2=44 (LC 10) Max Uplift 2=-365 (LC 10), 9=-679 (LC 11) Max Grav 2=2507 (LC 36), 9=4140 (LC 36) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-24=-4600/702, 3-24=-4392/705, 3-25=-5727/932, 4-25=-5727/932, 4-26=-5727/932, 26-27=-5727/932, 5-27=-5727/932, 5-28=-7766/1294, 6-28=-7793/1288, 6-7=-11695/1965, 7-29=-11695/1965, 29-30=-11695/1965, 30-31=-11695/1965, 8-31=-11695/1965, 8-9=-8293/1415 BOT CHORD 2-17=-597/4000, 16-17=-600/4000, 15-16=-1059/6852, 14-15=-1748/11052, 13-14=-1749/11048, 12-13=-1749/11048, 12-32=-1216/7407, 32-33=-1216/7407, 11-33=-1216/7407, 11-34=-1221/7463, 34-35=-1221/7463, 9-35=-1221/7463 WEBS 3-16=-393/2379, 4-16=-484/115, 5-16=-1686/319, 5-15=-618/3818, 6-15=-5396/926, 6-12=-190/1055, 7-12=-747/206, 8-12=-793/4988, 8-11=-46/538 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 0-6-0 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, Except member 7-12 2x4 - 2 rows staggered at 0-3-0 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=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Partially Enclosed; MWFRS (envelope) exterior zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 4)TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL = 1.15 Plate DOL = 1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 5)Unbalanced snow loads have been considered for this design. 6)This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 7)Provide adequate drainage to prevent water ponding. 8)All plates are MT20 plates unless otherwise indicated. 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)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 365 lb uplift at joint 2 and 679 lb uplift at joint 9. 12)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 13)Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 133 lb down and 50 lb up at 11-5-4, 123 lb down and 36 lb up at 13-5-4, 152 lb down and 62 lb up at 14-5-1, 335 lb down and 100 lb up at 21-11-4, and 347 lb down and 93 lb up at 23-11-4, and 73 lb down and 54 lb up at 25-3-1 on top chord, and 2142 lb down and 368 lb up at 21-6-12, 86 lb down at 21-11-4, 86 lb down at 23-11-4, and 510 lb down and 129 lb up at 25-11-4, and 71 lb down at 27-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1)Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (lb/ft) Job Truss Truss Type Qty Ply 2612/A/Gar LT-Roof R91168061B01California Girder 1 2M-2196 Job Reference (optional) The Truss Company (Sumner, WA), Sumner, WA - 98390,Run: 25.30 E Sep 7 2025 Print: 25.3.0 E Sep 7 2025 MiTek Industries, Inc. Mon Nov 10 15:54:53 Page: 1 ID:dkH9zxBYx2jajCEKOQvSSUyVAle-vsCgjMJRTlPLqw4UsWyzj_Vp?vtr_0CpUf5C?qyKW2o Continued on page 2 November 10,2025 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) Vert: 1-3=-66, 3-5=-66, 5-6=-66, 6-8=-66, 8-10=-66, 18-21=-14 Concentrated Loads (lb) Vert: 5=-68, 12=-2142 (F), 26=-64, 27=-111, 29=-266, 31=-291, 32=-73 (F), 33=-83 (F), 34=-510 (F), 35=-64 (F) Job Truss Truss Type Qty Ply 2612/A/Gar LT-Roof R91168061B01California Girder 1 2M-2196 Job Reference (optional) The Truss Company (Sumner, WA), Sumner, WA - 98390,Run: 25.30 E Sep 7 2025 Print: 25.3.0 E Sep 7 2025 MiTek Industries, Inc. Mon Nov 10 15:54:53 Page: 2 ID:dkH9zxBYx2jajCEKOQvSSUyVAle-vsCgjMJRTlPLqw4UsWyzj_Vp?vtr_0CpUf5C?qyKW2o 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) 3.3312 3.33 12 =3x6 =3x4 =3x4 =3x6 =3x4 NAILED NAILED NAILED NAILED NAILED NAILED 1 2 14 15 16 17 3 4 18 5 6 7 19 8 20 9 10 11 12 13 8-3-0 0-5-15 7-11 -5 0-1-13 7-2-1 1-10-8 9-0-10 2-3-15 11-4-9 2-4-14 13-9-6 2-4-14 16-2-4 2-4-14 18-7-1 2-4-14 23-4-12 2-4-14 20-11-15 2-5-12 25-10-8 7-0-5 7-0-5 1-9-10 -1-9-10 7-0-5 7-0-5 19-9-15 26-10 -4 Scale = 1:52.9 Plate Offsets (X, Y):[2:0-0-13,0-1-5], [2:2-3-12,0-0-12], [3:0-0-12,7-0-2], [3:4-8-15,0-0-12], [6:0-1-8,0-0-4] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.34 Vert(LL)-0.08 2-3 >999 240 MT20 185/148 (Roof Snow = 25.0)Lumber DOL 1.15 BC 0.00 Vert(CT)-0.11 2-3 >800 180 TCDL 8.0 Rep Stress Incr NO WB 0.00 Horz(CT)0.00 12 n/a n/a BCLL 0.0 *Code IRC2021/TPI2014 Matrix-MP BCDL 7.0 Weight: 46 lb FT = 20% LUMBER TOP CHORD 2x4 HF-N No.1/No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (size)2=0-4-12, 3=0-2-11, 4=0-3-10, 5=0-1-13, 7=0-1-13, 8=0-1-13, 9=0-1-13, 10=0-1-13, 11=0-1-13, 12=0-1-13 Max Horiz 2=268 (LC 6) Max Uplift 2=-71 (LC 6), 3=-128 (LC 10), 4=-57 (LC 6), 5=-64 (LC 6), 7=-65 (LC 6), 8=-65 (LC 6), 9=-65 (LC 6), 10=-65 (LC 6), 11=-62 (LC 6), 12=-51 (LC 6) Max Grav 2=405 (LC 1), 3=378 (LC 1), 4=139 (LC 1), 5=156 (LC 1), 7=159 (LC 1), 8=168 (LC 16), 9=233 (LC 16), 10=244 (LC 16), 11=221 (LC 16), 12=253 (LC 16) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/30, 2-3=-258/74, 3-4=-182/14, 4-5=-164/16, 5-7=-139/17, 7-8=-120/17, 8-9=-92/23, 9-10=-68/26, 10-11=-45/26, 11-12=-22/39, 12-13=-29/0 NOTES 1)Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Partially Enclosed; MWFRS (envelope) exterior zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL = 1.15 Plate DOL = 1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)Plates checked for a plus or minus 0 degree rotation about its center. 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)Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7)Provide mechanical connection (by others) of truss to bearing plate at joint(s) 3, 5, 7, 8, 9, 10, 11, 12. 8)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 71 lb uplift at joint 2, 128 lb uplift at joint 3, 57 lb uplift at joint 4, 64 lb uplift at joint 5, 65 lb uplift at joint 7, 65 lb uplift at joint 8, 65 lb uplift at joint 9, 65 lb uplift at joint 10, 62 lb uplift at joint 11 and 51 lb uplift at joint 12. 9)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3, 4, 5, 7, 8, 9, 10, 11, 12. 10)"NAILED" indicates 3-10d (0.148"x3") or 2-12d (0.148"x3.25") toe-nails per NDS guidlines. 11)In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1)Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (lb/ft) Vert: 1-13=-66 Concentrated Loads (lb) Vert: 15=-63 (B), 16=-5 (F), 17=-61 (F) Job Truss Truss Type Qty Ply 2612/A/Gar LT-Roof R91168062JR02Corner Rafter 1 1M-2196 Job Reference (optional) The Truss Company (Sumner, WA), Sumner, WA - 98390,Run: 25.30 S Oct 2 2025 Print: 25.3.0 S Oct 2 2025 MiTek Industries, Inc. Fri Nov 07 17:22:00 Page: 1 ID:oavuiu6oLCyR?HnB2Ao2DDyVAlk-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f November 10,2025 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) 4 12 =4x4 NAILED NAILED NAILED 1 8 9 10 4 2 3 8-0-0 1-9-4 0-3-15 0-3-8 1-0-0 -1-0-0 3-4-10 3-4-10 4-7-6 8-0-0 Scale = 1:23.3 Plate Offsets (X, Y):[2:0-2-2,Edge] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.33 Vert(LL)-0.09 4-7 >999 240 MT20 185/148 (Roof Snow = 25.0)Lumber DOL 1.15 BC 0.30 Vert(CT)-0.17 4-7 >565 180 TCDL 8.0 Rep Stress Incr YES WB 0.00 Horz(CT)0.00 2 n/a n/a BCLL 0.0 *Code IRC2021/TPI2014 Matrix-AS BCDL 7.0 Weight: 16 lb FT = 20% LUMBER TOP CHORD 2x4 HF-N No.1/No.2 BOT CHORD 2x4 HF-N No.1/No.2 BRACING TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. REACTIONS (size)2=0-5-8, 3= Mechanical, 4= Mechanical Max Horiz 2=49 (LC 8) Max Uplift 2=-46 (LC 8), 3=-28 (LC 12) Max Grav 2=315 (LC 19), 3=182 (LC 19), 4=105 (LC 5) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/30, 2-3=-99/50 BOT CHORD 2-4=-16/60 NOTES 1)Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Partially Enclosed; MWFRS (envelope) exterior zone and C-C Exterior(2E) zone; cantilever left and right exposed ; end vertical left and right exposed;C- C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL = 1.15 Plate DOL = 1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 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 28 lb uplift at joint 3 and 46 lb uplift at joint 2. 9)This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. 10)"NAILED" indicates 3-10d (0.148"x3") or 3-12d (0.148"x3.25") toe-nails per NDS guidlines. 11)In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1)Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (lb/ft) Vert: 1-3=-66, 4-5=-14 Concentrated Loads (lb) Vert: 8=1 (F), 9=-6 (F), 10=-46 (F) Job Truss Truss Type Qty Ply 2612/A/Gar LT-Roof R91168063J01Jack-Open 3 1M-2196 Job Reference (optional) The Truss Company (Sumner, WA), Sumner, WA - 98390,Run: 25.30 S Oct 2 2025 Print: 25.3.0 S Oct 2 2025 MiTek Industries, Inc. Fri Nov 07 17:21:58 Page: 1 ID:IPYpFcrsdRG6ROP21hRzbZyVAog-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f November 10,2025 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) 4 12 =3x6 =2x4 =4x6 =3x4 =2x4 1 6 5 2 3 10 4 2-9-4 0-3-15 2-2-0 2-3-15 8-0-0 5-8-1 5-8-1 2-2-0 2-2-0 0-3-7 2-5-8 0-0-11 6-5-5 1-0-0 -1-0-0 1-6-11 8-0-0 6-4-10 6-4-10 Scale = 1:27 Plate Offsets (X, Y):[2:0-3-0,Edge], [3:0-3-0,0-1-8] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.54 Vert(LL)-0.08 6-9 >999 240 MT20 185/148 (Roof Snow = 25.0)Lumber DOL 1.15 BC 0.59 Vert(CT)-0.11 6-9 >867 180 TCDL 8.0 Rep Stress Incr YES WB 0.15 Horz(CT)0.01 5 n/a n/a BCLL 0.0 *Code IRC2021/TPI2014 Matrix-AS BCDL 7.0 Weight: 30 lb FT = 20% LUMBER TOP CHORD 2x4 HF-N No.1/No.2 BOT CHORD 2x4 HF-N No.1/No.2 WEBS 2x4 DF Stud BRACING TOP CHORD Structural wood sheathing directly applied, except end verticals, and 2-0-0 oc purlins: 3-4. BOT CHORD Rigid ceiling directly applied. REACTIONS (size)2=0-5-8, 5= Mechanical Max Horiz 2=58 (LC 11) Max Uplift 2=-100 (LC 8), 5=-120 (LC 8) Max Grav 2=598 (LC 30), 5=524 (LC 30) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/33, 2-3=-618/154, 3-4=-24/33, 4-5=-144/48 BOT CHORD 2-6=-120/511, 5-6=-115/478 WEBS 3-6=-25/191, 3-5=-681/211 NOTES 1)Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Partially Enclosed; MWFRS (envelope) exterior zone and C-C Exterior(2E) zone; cantilever left and right exposed ; end vertical left and right exposed;C- C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL = 1.15 Plate DOL = 1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 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 100 lb uplift at joint 2 and 120 lb uplift at joint 5. 10)This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. 11)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 12)Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 283 lb down and 128 lb up at 6-5-6 on top chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1)Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (lb/ft) Vert: 1-3=-66, 3-4=-66, 5-7=-14 Concentrated Loads (lb) Vert: 10=-217 Job Truss Truss Type Qty Ply 2612/A/Gar LT-Roof R91168064J02Roof Special 3 1M-2196 Job Reference (optional) The Truss Company (Sumner, WA), Sumner, WA - 98390,Run: 25.30 S Oct 2 2025 Print: 25.3.0 S Oct 2 2025 MiTek Industries, Inc. Fri Nov 07 17:21:58 Page: 1 ID:3gWQMXkDkg8Os?DK?ImskgyVAop-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f November 10,2025 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) 412 =3x6 1 5 2 9 10 11 3 4 8-0-0 3-9-4 0-3-15 2-11 -15 1-0-0 -1-0-0 1-4-10 9-4-10 8-0-0 8-0-0 Scale = 1:26.7 Plate Offsets (X, Y):[2:0-1-10,Edge] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.99 Vert(LL)-0.28 5-8 >339 240 MT20 185/148 (Roof Snow = 25.0)Lumber DOL 1.15 BC 0.71 Vert(CT)-0.43 5-8 >222 180 TCDL 8.0 Rep Stress Incr YES WB 0.00 Horz(CT)0.01 2 n/a n/a BCLL 0.0 *Code IRC2021/TPI2014 Matrix-AS BCDL 7.0 Weight: 24 lb FT = 20% LUMBER TOP CHORD 2x4 HF-N No.1/No.2 BOT CHORD 2x4 HF-N No.1/No.2 BRACING TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. REACTIONS (size)2=0-5-8, 3=0-3-0, 4= Mechanical, 5= Mechanical Max Horiz 2=117 (LC 8) Max Uplift 2=-72 (LC 8), 3=-109 (LC 8), 4=-17 (LC 8) Max Grav 2=454 (LC 19), 3=396 (LC 19), 4=58 (LC 19), 5=120 (LC 5) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/21, 2-3=-189/84, 3-4=-15/15 BOT CHORD 2-5=-100/188 NOTES 1)Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Partially Enclosed; MWFRS (envelope) exterior zone and C-C Exterior(2E) -1-0-0 to 3-0-0, Interior (1) 3-0-0 to 3-8-0, Exterior(2R) 3-8-0 to 9-3-14 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL = 1.15 Plate DOL = 1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 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 17 lb uplift at joint 4, 72 lb uplift at joint 2 and 109 lb uplift at joint 3. 9)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3. 10)This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply 2612/A/Gar LT-Roof R91168065J03Jack-Open 3 1M-2196 Job Reference (optional) The Truss Company (Sumner, WA), Sumner, WA - 98390,Run: 25.30 S Oct 2 2025 Print: 25.3.0 S Oct 2 2025 MiTek Industries, Inc. Fri Nov 07 17:21:59 Page: 1 ID:bUy19Bjb_N0XEre7RaFdBSyVAoq-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f November 10,2025 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) 412 =4x4 1 7 2 11 12 13 3 4 5 6 8-0-0 4-9-4 0-3-15 2-11 -15 1-0-0 -1-0-0 4-4-10 12-4-10 8-0-0 8-0-0 Scale = 1:31 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.80 Vert(LL)-0.21 7-10 >444 240 MT20 185/148 (Roof Snow = 25.0)Lumber DOL 1.15 BC 0.57 Vert(CT)-0.36 7-10 >262 180 TCDL 8.0 Rep Stress Incr YES WB 0.00 Horz(CT)0.00 2 n/a n/a BCLL 0.0 *Code IRC2021/TPI2014 Matrix-AS BCDL 7.0 Weight: 28 lb FT = 20% LUMBER TOP CHORD 2x4 HF-N No.1/No.2 BOT CHORD 2x4 HF-N No.1/No.2 BRACING TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. REACTIONS (size)2=0-5-8, 3=0-3-0, 4=0-1-8, 5=0-1-8, 6= Mechanical, 7= Mechanical Max Horiz 2=152 (LC 8) Max Uplift 2=-61 (LC 8), 3=-119 (LC 8), 4=-56 (LC 8), 5=-32 (LC 8), 6=-4 (LC 8) Max Grav 2=406 (LC 19), 3=396 (LC 19), 4=191 (LC 19), 5=110 (LC 19), 6=13 (LC 19), 7=120 (LC 5) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/21, 2-3=-162/80, 3-4=-66/31, 4-5=-27/25, 5-6=-3/3 BOT CHORD 2-7=-101/158 NOTES 1)Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Partially Enclosed; MWFRS (envelope) exterior zone and C-C Exterior(2E) -1-0-0 to 3-0-0, Interior (1) 3-0-0 to 6-8-0, Exterior(2R) 6-8-0 to 12-3-14 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL = 1.15 Plate DOL = 1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 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 at joint(s) 4, 5. 9)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 4 lb uplift at joint 6, 61 lb uplift at joint 2, 119 lb uplift at joint 3, 56 lb uplift at joint 4 and 32 lb uplift at joint 5. 10)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3, 4, 5. 11)This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply 2612/A/Gar LT-Roof R91168066J04Jack-Open 3 1M-2196 Job Reference (optional) The Truss Company (Sumner, WA), Sumner, WA - 98390,Run: 25.30 S Oct 2 2025 Print: 25.3.0 S Oct 2 2025 MiTek Industries, Inc. Fri Nov 07 17:21:59 Page: 1 ID:Xt3oatlrV_GFU9oWZ?H5GtyVAoo-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f November 10,2025 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) 4 12 =5x8 =3x8 =4x8 =4x8 =2x4 HUS26 HUS26 HUS26 1 8 5 9 4 2 3 2-11 -15 0-3-15 3-8-14 8-0-0 4-3-2 4-3-2 Scale = 1:25 Plate Offsets (X, Y):[1:0-4-2,0-0-0], [2:0-4-0,0-1-12], [5:0-4-12,0-1-8] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.62 Vert(LL)-0.10 5-7 >898 240 MT20 185/148 (Roof Snow = 25.0)Lumber DOL 1.15 BC 0.81 Vert(CT)-0.15 5-7 >646 180 TCDL 8.0 Rep Stress Incr NO WB 0.86 Horz(CT)0.03 4 n/a n/a BCLL 0.0 *Code IRC2021/TPI2014 Matrix-MP BCDL 7.0 Weight: 37 lb FT = 20% LUMBER TOP CHORD 2x4 HF-N No.1/No.2 BOT CHORD 2x6 DF 2400F 2.0E WEBS 2x4 DF Stud BRACING TOP CHORD Structural wood sheathing directly applied or 2-5-7 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 2-4 REACTIONS (size)1=0-5-8, 4= Mechanical Max Horiz 1=75 (LC 7) Max Uplift 1=-357 (LC 6), 4=-359 (LC 10) Max Grav 1=2020 (LC 16), 4=2156 (LC 16) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-4290/723, 2-3=-64/36, 3-4=-148/33 BOT CHORD 1-5=-691/4019, 4-5=-691/4019 WEBS 2-5=-389/2430, 2-4=-4300/768 NOTES 1)Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Partially Enclosed; MWFRS (envelope) exterior zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL = 1.15 Plate DOL = 1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3)Unbalanced snow loads have been considered for this design. 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 357 lb uplift at joint 1 and 359 lb uplift at joint 4. 8)Use Simpson Strong-Tie HUS26 (14-10d Girder, 4-10d Truss, Single Ply Girder) or equivalent spaced at 2-0-0 oc max. starting at 2-0-12 from the left end to 6-0-12 to connect truss(es) to back face of bottom chord. 9)Fill all nail holes where hanger is in contact with lumber. 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: 1-3=-66, 1-4=-14 Concentrated Loads (lb) Vert: 5=-1032 (B), 8=-1220 (B), 9=-1092 (B) Job Truss Truss Type Qty Ply 2612/A/Gar LT-Roof R91168067M01Jack-Closed Girder 1 1M-2196 Job Reference (optional) The Truss Company (Sumner, WA), Sumner, WA - 98390,Run: 25.30 S Oct 2 2025 Print: 25.3.0 S Oct 2 2025 MiTek Industries, Inc. Fri Nov 07 17:22:01 Page: 1 ID:KNLWVY69avqaN7C_USHpg?yVAll-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f November 10,2025 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) 6 12 =3x4 1 4 2 3 2-0-0 2-7-7 0-5-15 1-5-15 1-0-0 -1-0-0 2-0-0 2-0-0 1-7-2 3-7-2 Scale = 1:21.1 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.17 Vert(LL)0.00 4-7 >999 240 MT20 185/148 (Roof Snow = 25.0)Lumber DOL 1.15 BC 0.14 Vert(CT)-0.01 4-7 >999 180 TCDL 8.0 Rep Stress Incr YES WB 0.00 Horz(CT)0.00 2 n/a n/a BCLL 0.0 *Code IRC2021/TPI2014 Matrix-MP BCDL 7.0 Weight: 9 lb FT = 20% LUMBER TOP CHORD 2x4 HF-N No.1/No.2 BOT CHORD 2x4 HF-N No.1/No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (size)2=0-5-8, 3= Mechanical, 4= Mechanical Max Horiz 2=71 (LC 12) Max Uplift 2=-21 (LC 12), 3=-46 (LC 12), 4=-15 (LC 12) Max Grav 2=292 (LC 19), 3=141 (LC 19), 4=60 (LC 19) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/46, 2-3=-117/165 BOT CHORD 2-4=-84/77 NOTES 1)Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Partially Enclosed; MWFRS (envelope) exterior zone and C-C Exterior(2E) zone; cantilever left and right exposed ; end vertical left and right exposed;C- C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL = 1.15 Plate DOL = 1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 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 46 lb uplift at joint 3, 21 lb uplift at joint 2 and 15 lb uplift at joint 4. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply 2612/A/Gar LT-Roof R91168068J18Jack-Open 3 1M-2196 Job Reference (optional) The Truss Company (Sumner, WA), Sumner, WA - 98390,Run: 25.30 S Oct 2 2025 Print: 25.3.0 S Oct 2 2025 MiTek Industries, Inc. Fri Nov 07 17:22:00 Page: 1 ID:3gWQMXkDkg8Os?DK?ImskgyVAop-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f November 10,2025 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) 612 =5x6 =3x4 =4x6 =3x4 =3x4 =3x4 =3x4 =M18AHS 3x12 =4x6 =3x4 =3x4 =5x6 101 14 13 12 11 92 3 8 5 27 28 29 30 31 626 3225 3324 3423 354 7 3-11 -7 0-5-15 5-9-11 30-0-0 5-9-11 5-9-11 9-2-5 24-2-5 9-2-5 15-0-0 3-4-4 3-4-4 0-3-4 3-7-8 0-1-6 6-4-7 0-1-6 23-8-14 1-0-0 31 -0-0 1-0-0 -1-0-0 5-6-7 23-7-9 5-6-7 11-10 -14 6-2-4 18 -1-2 6-3-2 30-0-0 6-3-2 6-3-2 Scale = 1:55.5 Plate Offsets (X, Y):[2:0-3-5,0-1-8], [4:0-2-0,0-1-12], [7:0-2-0,0-1-12], [9:0-3-5,0-1-8] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.77 Vert(LL)-0.38 13 >934 240 MT20 185/148 (Roof Snow = 25.0)Lumber DOL 1.15 BC 0.95 Vert(CT)-0.56 13-14 >632 180 M18AHS 145/140 TCDL 8.0 Rep Stress Incr YES WB 0.51 Horz(CT)0.16 9 n/a n/a BCLL 0.0 *Code IRC2021/TPI2014 Matrix-AS BCDL 7.0 Weight: 123 lb FT = 20% LUMBER TOP CHORD 2x4 HF-N No.1/No.2 BOT CHORD 2x4 HF-N No.1/No.2 WEBS 2x4 DF Stud SLIDER Left 2x4 DF Stud -- 2-0-0, Right 2x4 DF Stud -- 2-0-0 BRACING TOP CHORD Structural wood sheathing directly applied, except 2-0-0 oc purlins (2-4-8 max.): 4-7. BOT CHORD Rigid ceiling directly applied. WEBS 1 Row at midpt 5-14, 6-11 REACTIONS (size)2=0-5-8, 9=0-5-8 Max Horiz 2=-38 (LC 52) Max Uplift 2=-282 (LC 12), 9=-282 (LC 13) Max Grav 2=1684 (LC 33), 9=1684 (LC 33) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/62, 2-4=-2668/472, 4-5=-2347/453, 5-6=-4063/686, 6-7=-2347/453, 7-9=-2668/472, 9-10=0/62 BOT CHORD 2-14=-383/2345, 13-14=-650/3986, 11-13=-641/3986, 9-11=-346/2345 WEBS 4-14=-79/869, 5-14=-1837/336, 5-13=0/240, 6-13=0/240, 6-11=-1836/336, 7-11=-79/869 NOTES 1)Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Partially Enclosed; MWFRS (envelope) exterior zone and C-C Exterior(2E) -1-0-0 to 3-0-0, Exterior(2R) 3-0-0 to 11-5-9, Interior (1) 11-5-9 to 18-6-7, Exterior(2R) 18-6-7 to 27-0-0, Exterior(2E) 27-0-0 to 31-0-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL = 1.15 Plate DOL = 1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 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)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 282 lb uplift at joint 2 and 282 lb uplift at joint 9. 10)This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. 11)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 12)Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 82 lb down and 97 lb up at 6-4-2, 130 lb down and 81 lb up at 8-0-12, 129 lb down and 81 lb up at 10-0-12, 71 lb down and 81 lb up at 12-0-12, 69 lb down and 81 lb up at 14-0-12, 69 lb down and 81 lb up at 15-11-4, 71 lb down and 81 lb up at 17-11-4, 129 lb down and 81 lb up at 19-11-4, and 130 lb down and 81 lb up at 21-11-4, and 82 lb down and 97 lb up at 23-7-14 on top chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1)Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (lb/ft) Vert: 1-4=-66, 4-7=-66, 7-10=-66, 15-19=-14 Concentrated Loads (lb) Vert: 5=-3, 6=-3, 24=-61, 25=-60, 33=-60, 34=-61 Job Truss Truss Type Qty Ply 2612/A/Gar LT-Roof R91168069B16California11M-2196 Job Reference (optional) The Truss Company (Sumner, WA), Sumner, WA - 98390,Run: 25.30 S Oct 2 2025 Print: 25.3.0 S Oct 2 2025 MiTek Industries, Inc. Fri Nov 07 17:21:58 Page: 1 ID:oEBQRpWgPwOsKIaFdqmv_2yVA?R-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f November 10,2025 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) 612 =5x6 =4x4 =2x4 =5x8 =4x8 =2x4 =4x6 =5x8 =2x4 =4x4 =5x6 91 13 12 11 10 82 73 4 22 23 24 25 26 27 5 28 29 30 31 32 33 6 4-7-7 0-5-15 7-1-11 30-0-0 7-1-11 7-1-11 7-10-5 22-10-5 7-10 -5 15-0-0 4-0-4 4-0-4 0-3-4 4-3-8 0-1-6 7-8-7 0-1-6 22-4-14 1-0-0 31-0-0 1-0-0 -1-0-0 7-3-9 22-3-9 7-3-9 15 -0-0 7-7-2 30-0-0 7-7-2 7-7-2 Scale = 1:55.4 Plate Offsets (X, Y):[2:0-3-5,0-1-8], [4:0-3-12,0-2-0], [6:0-3-12,0-2-0], [8:0-3-5,0-1-8], [12:0-4-0,0-1-12] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.81 Vert(LL)-0.30 12-13 >999 240 MT20 185/148 (Roof Snow = 25.0)Lumber DOL 1.15 BC 0.96 Vert(CT)-0.42 12-13 >840 180 TCDL 8.0 Rep Stress Incr YES WB 0.30 Horz(CT)0.12 8 n/a n/a BCLL 0.0 *Code IRC2021/TPI2014 Matrix-AS BCDL 7.0 Weight: 123 lb FT = 20% LUMBER TOP CHORD 2x4 HF-N No.1/No.2 *Except* 4-6:2x4 DF 2400F 2.0E BOT CHORD 2x4 HF-N No.1/No.2 WEBS 2x4 DF Stud *Except* 12-4,12-6:2x4 HF-N No.1/No.2 SLIDER Left 2x4 DF Stud -- 2-0-0, Right 2x4 DF Stud -- 2-0-0 BRACING TOP CHORD Structural wood sheathing directly applied, except 2-0-0 oc purlins (2-10-9 max.): 4-6. BOT CHORD Rigid ceiling directly applied. REACTIONS (size)2=0-5-8, 8=0-5-8 Max Horiz 2=46 (LC 16) Max Uplift 2=-301 (LC 12), 8=-301 (LC 13) Max Grav 2=1818 (LC 33), 8=1818 (LC 33) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/62, 2-4=-2809/529, 4-5=-3554/691, 5-6=-3554/691, 6-8=-2809/529, 8-9=0/62 BOT CHORD 2-13=-426/2423, 12-13=-430/2416, 10-12=-384/2416, 8-10=-380/2423 WEBS 4-13=0/233, 4-12=-231/1324, 5-12=-1026/250, 6-12=-231/1324, 6-10=0/233 NOTES 1)Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Partially Enclosed; MWFRS (envelope) exterior zone and C-C Exterior(2E) -1-0-0 to 3-0-0, Exterior(2R) 3-0-0 to 13-0-13, Interior (1) 13-0-13 to 16-11-3, Exterior(2R) 16-11-3 to 27-0-0, Exterior(2E) 27-0-0 to 31-0-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL = 1.15 Plate DOL = 1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 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)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 301 lb uplift at joint 2 and 301 lb uplift at joint 8. 9)This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. 10)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11)Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 129 lb down and 97 lb up at 7-4-15, 106 lb down and 31 lb up at 8-0-12, 132 lb down and 83 lb up at 10-0-12, 116 lb down and 83 lb up at 12-0-12, 70 lb down and 83 lb up at 14-0-12, 70 lb down and 83 lb up at 15-11-4, 116 lb down and 83 lb up at 17-11-4, 132 lb down and 83 lb up at 19-11-4, and 106 lb down and 31 lb up at 21-11-4, and 129 lb down and 97 lb up at 22-7-1 on top chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1)Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (lb/ft) Vert: 1-4=-66, 4-6=-66, 6-9=-66, 14-18=-14 Concentrated Loads (lb) Vert: 22=-101, 23=-62, 24=-46, 31=-46, 32=-62, 33=-101 Job Truss Truss Type Qty Ply 2612/A/Gar LT-Roof R91168070B15California11M-2196 Job Reference (optional) The Truss Company (Sumner, WA), Sumner, WA - 98390,Run: 25.30 S Oct 2 2025 Print: 25.3.0 S Oct 2 2025 MiTek Industries, Inc. Fri Nov 07 17:21:58 Page: 1 ID:gkuVjMMWTwliGI4lMb1szIyVA?e-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f November 10,2025 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) 612 =5x6 =3x4 =2x4 =3x8 =5x6 =2x4 =3x8 =4x6 =5x6 =3x8 =2x4 =3x4 =5x6 111 15 14 13 12 102 3 9 84 628 29 27 30 26 3125 3224 335 7 5-3-7 0-5-15 6-6-5 21-6-5 6-6-5 15-0-0 8-5-11 30-0-0 8-5-11 8-5-11 4-8-4 4-8-4 0-3-4 4-11 -8 0-1-6 9-0-7 0-1-6 21 -0-14 1-0-0 31-0-0 1-0-0 -1-0-0 4-3-13 30-0-0 4-3-13 4-3-13 4-7-5 8-11-2 4-7-5 25-8-3 5-11-9 20-11-9 5-11-9 15-0-0 Scale = 1:55.8 Plate Offsets (X, Y):[2:0-2-7,0-2-5], [5:0-2-0,0-1-12], [7:0-2-0,0-1-12], [10:0-2-7,0-2-5] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.80 Vert(LL)-0.22 14 >999 240 MT20 185/148 (Roof Snow = 25.0)Lumber DOL 1.15 BC 0.60 Vert(CT)-0.30 12-14 >999 180 TCDL 8.0 Rep Stress Incr YES WB 0.82 Horz(CT)0.12 10 n/a n/a BCLL 0.0 *Code IRC2021/TPI2014 Matrix-AS BCDL 7.0 Weight: 135 lb FT = 20% LUMBER TOP CHORD 2x4 HF-N No.1/No.2 BOT CHORD 2x4 HF-N No.1/No.2 WEBS 2x4 DF Stud *Except* 15-6,12-6:2x4 HF-N No.1/No.2 SLIDER Left 2x4 DF Stud -- 2-0-0, Right 2x4 DF Stud -- 2-0-0 BRACING TOP CHORD Structural wood sheathing directly applied, except 2-0-0 oc purlins (3-3-15 max.): 5-7. BOT CHORD Rigid ceiling directly applied. REACTIONS (size)2=0-5-8, 10=0-5-8 Max Horiz 2=-53 (LC 13) Max Uplift 2=-269 (LC 12), 10=-269 (LC 13) Max Grav 2=1857 (LC 33), 10=1857 (LC 33) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/62, 2-4=-2892/475, 4-5=-2603/448, 5-6=-2272/432, 6-7=-2272/432, 7-8=-2603/448, 8-10=-2892/475, 10-11=0/62 BOT CHORD 2-15=-407/2500, 14-15=-425/2822, 12-14=-425/2822, 10-12=-354/2500 WEBS 4-15=-259/188, 5-15=-49/581, 6-15=-829/164, 6-14=0/207, 6-12=-829/164, 7-12=-49/581, 8-12=-259/188 NOTES 1)Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Partially Enclosed; MWFRS (envelope) exterior zone and C-C Exterior(2E) -1-0-0 to 3-0-0, Exterior(2R) 3-0-0 to 14-1-9, Interior (1) 14-1-9 to 15-10-7, Exterior(2R) 15-10-7 to 27-0-0, Exterior(2E) 27-0-0 to 31-0-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL = 1.15 Plate DOL = 1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 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)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 269 lb uplift at joint 2 and 269 lb uplift at joint 10. 9)This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. 10)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11)Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 129 lb down and 97 lb up at 9-0-2, 108 lb down and 67 lb up at 10-0-12, 132 lb down and 83 lb up at 12-0-12, 103 lb down and 83 lb up at 14-0-12, 103 lb down and 83 lb up at 15-11-4, 132 lb down and 83 lb up at 17-11-4, and 108 lb down and 67 lb up at 19-11-4, and 129 lb down and 97 lb up at 20-11-14 on top chord. The design/ selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1)Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (lb/ft) Vert: 1-5=-66, 5-7=-66, 7-11=-66, 16-20=-14 Concentrated Loads (lb) Vert: 24=-10, 25=-51, 26=-62, 28=-33, 29=-33, 31=-62, 32=-51, 33=-10 Job Truss Truss Type Qty Ply 2612/A/Gar LT-Roof R91168071B14California11M-2196 Job Reference (optional) The Truss Company (Sumner, WA), Sumner, WA - 98390,Run: 25.30 S Oct 2 2025 Print: 25.3.0 S Oct 2 2025 MiTek Industries, Inc. Fri Nov 07 17:21:57 Page: 1 ID:MIs8zjST8tJLmmrKTLBGQUyVA0p-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f November 10,2025 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) 612 =5x6 =4x4 =2x4 =3x8 =5x6 =2x4 =3x8 =4x6 =5x6 =3x8 =2x4 =4x4 =5x6 111 15 14 13 12 102 93 3324 322584 6 2928 3027 3126 75 5-11 -7 0-5-15 5-2-5 20-2-5 5-2-5 15 -0-0 9-9-11 30-0-0 9-9-11 9-9-11 5-4-4 5-4-4 0-3-4 5-7-8 0-1-6 10-4-7 0-1-6 19-8-14 1-0-0 31-0-0 1-0-0 -1-0-0 4-7-9 19-7-9 4-7-9 15 -0-0 4-11-13 30 -0-0 4-11-13 4-11-13 5-3-5 25 -0-3 5-3-5 10-3-2 Scale = 1:55.9 Plate Offsets (X, Y):[2:0-2-7,0-2-5], [5:0-2-0,0-2-4], [7:0-2-0,0-2-4], [10:0-2-7,0-2-5] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.53 Vert(LL)-0.22 14-15 >999 240 MT20 185/148 (Roof Snow = 25.0)Lumber DOL 1.15 BC 0.70 Vert(CT)-0.28 14-15 >999 180 TCDL 8.0 Rep Stress Incr YES WB 0.54 Horz(CT)0.12 10 n/a n/a BCLL 0.0 *Code IRC2021/TPI2014 Matrix-AS BCDL 7.0 Weight: 140 lb FT = 20% LUMBER TOP CHORD 2x4 HF-N No.1/No.2 BOT CHORD 2x4 HF-N No.1/No.2 WEBS 2x4 DF Stud SLIDER Left 2x4 DF Stud -- 2-0-0, Right 2x4 DF Stud -- 2-0-0 BRACING TOP CHORD Structural wood sheathing directly applied, except 2-0-0 oc purlins (3-8-0 max.): 5-7. BOT CHORD Rigid ceiling directly applied. REACTIONS (size)2=0-5-8, 10=0-5-8 Max Horiz 2=-61 (LC 13) Max Uplift 2=-257 (LC 12), 10=-257 (LC 13) Max Grav 2=1955 (LC 33), 10=1955 (LC 33) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/62, 2-4=-3092/460, 4-5=-2698/416, 5-6=-2312/405, 6-7=-2312/405, 7-8=-2698/416, 8-10=-3092/460, 10-11=0/62 BOT CHORD 2-15=-396/2680, 14-15=-328/2629, 12-14=-328/2629, 10-12=-336/2680 WEBS 4-15=-416/186, 5-15=-47/596, 6-15=-589/125, 6-14=0/113, 6-12=-589/125, 7-12=-47/596, 8-12=-416/187 NOTES 1)Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Partially Enclosed; MWFRS (envelope) exterior zone and C-C Exterior(2E) -1-0-0 to 3-0-0, Interior (1) 3-0-0 to 4-1-13, Exterior(2R) 4-1-13 to 25-10-3, Interior (1) 25-10-3 to 27-0-0, Exterior(2E) 27-0-0 to 31-0-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL = 1.15 Plate DOL = 1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 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)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 257 lb uplift at joint 2 and 257 lb uplift at joint 10. 9)This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. 10)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11)Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 158 lb down and 97 lb up at 10-4-2, 132 lb down and 83 lb up at 12-0-12, 137 lb down and 83 lb up at 14-0-12, 137 lb down and 83 lb up at 15-11-4, and 132 lb down and 83 lb up at 17-11-4, and 158 lb down and 97 lb up at 19-7-14 on top chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1)Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (lb/ft) Vert: 1-5=-66, 5-7=-66, 7-11=-66, 16-20=-14 Concentrated Loads (lb) Vert: 26=-74, 27=-62, 28=-67, 29=-67, 30=-62, 31=-74 Job Truss Truss Type Qty Ply 2612/A/Gar LT-Roof R91168072B13California11M-2196 Job Reference (optional) The Truss Company (Sumner, WA), Sumner, WA - 98390,Run: 25.30 S Oct 2 2025 Print: 25.3.0 S Oct 2 2025 MiTek Industries, Inc. Fri Nov 07 17:21:57 Page: 1 ID:BBi_gyKZkVwvy4VDJXUhTAyVA1_-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f November 10,2025 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) 612 =5x6 =4x4 =2x4 =3x4 =3x4 =M18AHS 5x8 =4x10 =3x8 =4x6 =3x4 =2x4 =4x4 =5x6 101 15 14 34 13 12 11 92 83 24 33 25 4 7 26 32 5 27 28 29 30 31 6 6-7-7 0-5-15 5-5-15 24 -4-3 5-5-15 11-1-11 5-7-13 5-7-13 5-7-13 30-0-0 7-8-10 18-10 -5 6-0-4 6-0-4 0-3-4 6-3-8 0-1-6 18-4-14 0-1-6 11-8-7 1-0-0 31-0-0 1-0-0 -1-0-0 5-7-13 5-7-13 5-7-13 30-0-0 6-7-2 18-3-9 5-11-5 11-7-2 5-11-5 24-4-3 Scale = 1:56.1 Plate Offsets (X, Y):[2:0-2-7,0-2-5], [5:0-5-0,0-2-4], [6:0-6-4,0-2-0], [9:0-2-7,0-2-5] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.86 Vert(LL)-0.23 13-14 >999 240 M18AHS 145/140 (Roof Snow = 25.0)Lumber DOL 1.15 BC 0.79 Vert(CT)-0.34 13-14 >999 180 MT20 185/148 TCDL 8.0 Rep Stress Incr YES WB 0.35 Horz(CT)0.12 9 n/a n/a BCLL 0.0 *Code IRC2021/TPI2014 Matrix-AS BCDL 7.0 Weight: 138 lb FT = 20% LUMBER TOP CHORD 2x4 HF-N No.1/No.2 *Except* 5-6:2x4 DF 2400F 2.0E BOT CHORD 2x4 HF-N No.1/No.2 WEBS 2x4 DF Stud *Except* 13-5:2x4 HF-N No.1/ No.2 SLIDER Left 2x4 DF Stud -- 2-0-0, Right 2x4 DF Stud -- 2-0-0 BRACING TOP CHORD Structural wood sheathing directly applied, except 2-0-0 oc purlins (2-11-15 max.): 5-6. BOT CHORD Rigid ceiling directly applied. WEBS 1 Row at midpt 5-13 REACTIONS (size)2=0-5-8, 9=0-5-8 Max Horiz 2=-69 (LC 13) Max Uplift 2=-270 (LC 12), 9=-269 (LC 13) Max Grav 2=2049 (LC 33), 9=2047 (LC 33) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/62, 2-4=-3265/461, 4-5=-2799/454, 5-6=-2369/440, 6-7=-2767/450, 7-9=-3255/460, 9-10=0/62 BOT CHORD 2-15=-403/2827, 14-15=-403/2827, 13-14=-298/2404, 11-13=-333/2816, 9-11=-333/2816 WEBS 4-15=0/140, 4-14=-465/217, 5-14=-43/477, 5-13=-231/144, 6-13=-17/498, 7-13=-512/212, 7-11=0/140 NOTES 1)Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Partially Enclosed; MWFRS (envelope) exterior zone and C-C Exterior(2E) -1-0-0 to 3-0-0, Interior (1) 3-0-0 to 5-7-13, Exterior(2R) 5-7-13 to 24-4-3, Interior (1) 24-4-3 to 27-0-0, Exterior(2E) 27-0-0 to 31-0-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL = 1.15 Plate DOL = 1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 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, with BCDL = 7.0psf. 9)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 270 lb uplift at joint 2 and 269 lb uplift at joint 9. 10)This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. 11)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 12)Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 170 lb down and 97 lb up at 11-4-15, 106 lb down and 31 lb up at 12-0-12, 137 lb down and 83 lb up at 14-0-12, 137 lb down and 83 lb up at 15-11-4, and 106 lb down and 31 lb up at 17-11-4, and 170 lb down and 97 lb up at 18-3-14 on top chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1)Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (lb/ft) Vert: 1-5=-66, 5-6=-66, 6-10=-66, 16-20=-14 Concentrated Loads (lb) Vert: 5=-86, 27=-101, 28=-67, 29=-67, 30=-101, 31=-86 Job Truss Truss Type Qty Ply 2612/A/Gar LT-Roof R91168073B12California11M-2196 Job Reference (optional) The Truss Company (Sumner, WA), Sumner, WA - 98390,Run: 25.30 S Oct 2 2025 Print: 25.3.0 S Oct 2 2025 MiTek Industries, Inc. Fri Nov 07 17:21:57 Page: 1 ID:xIRAENZctyfU2owMKbNh5byVA3F-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f November 10,2025 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) 612 =5x6 =4x4 =2x4 =3x4 =3x4 =5x8 =5x6 =3x8 =4x6 =3x4 =2x4 =4x4 =5x6 101 15 14 13 12 11 92 83 3424 3325 743226 3127 5 28 29 30 6 7-3-7 0-5-15 5-0-10 17 -6-5 6-1-15 23-8-3 6-1-15 12-5-11 6-3-13 6-3-13 6-3-13 30-0-0 6-8-4 6-8-4 0-3-4 6-11 -8 0-1-6 17-0-14 0-1-6 13-0-7 1-0-0 31-0-0 1-0-0 -1-0-0 3-11-2 16 -11-9 6-3-13 6-3-13 6-3-13 30-0-0 6-7-5 23 -8-3 6-7-5 12-11-2 Scale = 1:56.3 Plate Offsets (X, Y):[2:0-2-7,0-2-5], [5:0-3-12,0-2-8], [6:0-2-0,0-2-0], [9:0-2-7,0-2-5] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.83 Vert(LL)-0.21 14-15 >999 240 MT20 185/148 (Roof Snow = 25.0)Lumber DOL 1.15 BC 0.70 Vert(CT)-0.29 14-15 >999 180 TCDL 8.0 Rep Stress Incr YES WB 0.62 Horz(CT)0.12 9 n/a n/a BCLL 0.0 *Code IRC2021/TPI2014 Matrix-AS BCDL 7.0 Weight: 141 lb FT = 20% LUMBER TOP CHORD 2x4 HF-N No.1/No.2 BOT CHORD 2x4 HF-N No.1/No.2 WEBS 2x4 DF Stud *Except* 13-5:2x4 HF-N No.1/ No.2 SLIDER Left 2x4 DF Stud -- 2-0-0, Right 2x4 DF Stud -- 2-0-0 BRACING TOP CHORD Structural wood sheathing directly applied, except 2-0-0 oc purlins (3-10-11 max.): 5-6. BOT CHORD Rigid ceiling directly applied. REACTIONS (size)2=0-5-8, 9=0-5-8 Max Horiz 2=-76 (LC 13) Max Uplift 2=-236 (LC 12), 9=-236 (LC 13) Max Grav 2=2007 (LC 33), 9=2006 (LC 33) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/62, 2-4=-3186/393, 4-5=-2546/358, 5-6=-2115/355, 6-7=-2521/356, 7-9=-3177/391, 9-10=0/62 BOT CHORD 2-15=-348/2755, 14-15=-348/2755, 13-14=-204/2139, 11-13=-270/2745, 9-11=-270/2745 WEBS 4-15=0/192, 4-14=-682/216, 5-14=-55/415, 5-13=-230/151, 6-13=-31/467, 7-13=-719/213, 7-11=0/191 NOTES 1)Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Partially Enclosed; MWFRS (envelope) exterior zone and C-C Exterior(2E) -1-0-0 to 3-0-0, Interior (1) 3-0-0 to 7-1-1, Exterior(2R) 7-1-1 to 23-2-3, Interior (1) 23-2-3 to 27-0-0, Exterior(2E) 27-0-0 to 31-0-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL = 1.15 Plate DOL = 1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 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)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 236 lb uplift at joint 2 and 236 lb uplift at joint 9. 9)This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. 10)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11)Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 150 lb down and 92 lb up at 12-8-15, 112 lb down and 67 lb up at 14-0-12, and 112 lb down and 67 lb up at 15-11-4, and 150 lb down and 92 lb up at 16-11-14 on top chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1)Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (lb/ft) Vert: 1-5=-66, 5-6=-66, 6-10=-66, 16-20=-14 Concentrated Loads (lb) Vert: 5=-66, 28=-55, 29=-55, 30=-66 Job Truss Truss Type Qty Ply 2612/A/Gar LT-Roof R91168074B11California11M-2196 Job Reference (optional) The Truss Company (Sumner, WA), Sumner, WA - 98390,Run: 25.30 S Oct 2 2025 Print: 25.3.0 S Oct 2 2025 MiTek Industries, Inc. Fri Nov 07 17:21:57 Page: 1 ID:Ln0bb9nrBzTilpSs0RjRztyVA4G-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f November 10,2025 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) 612 =5x6 =4x4 =2x4 =3x4 =3x4 =5x8 =4x8 =3x8 =4x6 =3x4 =2x4 =4x4 =5x6 101 15 14 13 12 11 92 83 24 30 292547 2826 5 27 6 7-11 -7 0-5-15 2-4-10 16 -2-5 6-9-15 23 -0-3 6-9-15 13-9-11 6-11-13 6-11-13 6-11-13 30-0-0 7-4-4 7-4-4 0-3-4 7-7-8 0-1-6 14-4-7 0-1-6 15 -8-14 1-0-0 31-0-0 1-0-0 -1-0-0 1-3-2 15 -7-9 6-11-13 6-11-13 6-11-13 30-0-0 7-3-5 23-0-3 7-3-5 14-3-2 Scale = 1:58.4 Plate Offsets (X, Y):[2:0-2-7,0-2-5], [5:0-3-12,0-2-4], [6:0-4-8,0-2-0], [9:0-2-7,0-2-5] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.92 Vert(LL)-0.21 14-15 >999 240 MT20 185/148 (Roof Snow = 25.0)Lumber DOL 1.15 BC 0.66 Vert(CT)-0.30 14-15 >999 180 TCDL 8.0 Rep Stress Incr YES WB 0.84 Horz(CT)0.12 9 n/a n/a BCLL 0.0 *Code IRC2021/TPI2014 Matrix-AS BCDL 7.0 Weight: 144 lb FT = 20% LUMBER TOP CHORD 2x4 HF-N No.1/No.2 BOT CHORD 2x4 HF-N No.1/No.2 WEBS 2x4 DF Stud *Except* 14-4,13-5,13-7:2x4 HF-N No.1/No.2 SLIDER Left 2x4 DF Stud -- 2-0-0, Right 2x4 DF Stud -- 2-0-0 BRACING TOP CHORD Structural wood sheathing directly applied, except 2-0-0 oc purlins (3-7-9 max.): 5-6. BOT CHORD Rigid ceiling directly applied. REACTIONS (size)2=0-5-8, 9=0-5-8 Max Horiz 2=-84 (LC 17) Max Uplift 2=-223 (LC 12), 9=-223 (LC 13) Max Grav 2=1976 (LC 33), 9=1973 (LC 33) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/36, 2-4=-3233/365, 4-5=-2455/334, 5-6=-2018/336, 6-7=-2434/332, 7-9=-3222/363, 9-10=0/36 BOT CHORD 2-15=-326/2791, 14-15=-326/2791, 13-14=-155/2035, 11-13=-240/2780, 9-11=-240/2780 WEBS 4-15=0/224, 4-14=-839/210, 5-14=-60/465, 5-13=-309/188, 6-13=-70/549, 7-13=-867/210, 7-11=0/223 NOTES 1)Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Partially Enclosed; MWFRS (envelope) exterior zone and C-C Exterior(2E) -1-0-0 to 3-0-0, Interior (1) 3-0-0 to 8-5-1, Exterior(2R) 8-5-1 to 21-10-3, Interior (1) 21-10-3 to 27-0-0, Exterior(2E) 27-0-0 to 31-0-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL = 1.15 Plate DOL = 1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 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)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 223 lb uplift at joint 9 and 223 lb uplift at joint 2. 9)This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. 10)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11)Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 178 lb down and 99 lb up at 14-0-15, and 178 lb down and 99 lb up at 15-7-14 on top chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1)Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (lb/ft) Vert: 1-5=-66, 5-6=-66, 6-10=-66, 16-20=-14 Concentrated Loads (lb) Vert: 5=-94, 27=-94 Job Truss Truss Type Qty Ply 2612/A/Gar LT-Roof R91168075B10California11M-2196 Job Reference (optional) The Truss Company (Sumner, WA), Sumner, WA - 98390,Run: 25.30 S Oct 2 2025 Print: 25.3.0 S Oct 2 2025 MiTek Industries, Inc. Fri Nov 07 17:21:57 Page: 1 ID:sEp5YlkuRYdvRbtK_NAHUlyVA5c-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f November 10,2025 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) 612 =6x6 =3x4 =2x4 =4x10 =4x8 =2x4 =2x4 =3x8 =M18AHS 4x12 =4x4 =2x4 =4x8 =4x10 =2x4 =3x4 =6x6 NAILED LUS24 NAILED NAILED NAILED NAILED NAILED NAILED NAILED NAILED NAILED NAILED LUS24 NAILED 121 39 40 18 41 42 17 43 44 45 16 46 15 47 14 48 49 13 50 51 112 103 5 29 30 31 32 6 33 34 35 7 8 37 38 94362728 3-3-7 0-5-15 4-5-11 30 -0-0 4-5-11 4-5-11 5-1-12 9-7-7 5-1-12 25 -6-5 5-4-9 15-0-0 5-4-9 20-4-9 2-8-4 2-8-4 0-3-4 2-11 -8 0-1-6 25 -0-14 0-1-6 5-0-7 1-0-0 31-0-0 1-0-0 -1-0-0 4-7-0 9-7-7 4-7-0 24-11-9 5-4-9 15-0-0 5-4-9 20-4-9 4-11-2 30-0-0 4-11-2 4-11-2 Scale = 1:55.3 Plate Offsets (X, Y):[2:0-2-9,Edge], [4:0-4-12,0-1-4], [7:0-2-0,Edge], [9:0-4-12,0-1-4], [11:0-2-9,Edge], [14:0-1-12,0-1-8], [17:0-2-12,0-1-8] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.96 Vert(LL)-0.49 16 >726 240 MT20 185/148 (Roof Snow = 25.0)Lumber DOL 1.15 BC 0.91 Vert(CT)-0.73 16-17 >483 180 M18AHS 169/162 TCDL 8.0 Rep Stress Incr NO WB 0.71 Horz(CT)0.15 11 n/a n/a BCLL 0.0 *Code IRC2021/TPI2014 Matrix-MS BCDL 7.0 Weight: 270 lb FT = 20% LUMBER TOP CHORD 2x4 HF-N No.1/No.2 *Except* 4-7,7-9:2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF-N 1800F 1.6E BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF-N 1800F 1.6E WEBS 2x4 DF Stud SLIDER Left 2x4 DF Stud -- 2-0-0, Right 2x4 DF Stud -- 2-0-0 BRACING TOP CHORD Structural wood sheathing directly applied or 2-9-3 oc purlins, except 2-0-0 oc purlins (3-2-8 max.): 4-9. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (size)2=0-5-8, 11=0-5-8 Max Horiz 2=-31 (LC 49) Max Uplift 2=-595 (LC 10), 11=-595 (LC 11) Max Grav 2=3534 (LC 31), 11=3535 (LC 31) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/62, 2-4=-6274/1122, 4-5=-9274/1703, 5-6=-9274/1703, 6-8=-9275/1702, 8-9=-9275/1702, 9-11=-6275/1122, 11-12=0/62 BOT CHORD 2-18=-976/5593, 17-18=-976/5552, 16-17=-1873/10394, 14-16=-1873/10394, 13-14=-951/5553, 11-13=-951/5593 WEBS 4-18=-2/361, 4-17=-772/4215, 5-17=-1038/342, 6-17=-1249/259, 6-16=0/400, 6-14=-1248/259, 8-14=-1038/342, 9-14=-772/4216, 9-13=-2/361 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: 2x4 - 1 row at 0-7-0 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=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Partially Enclosed; MWFRS (envelope) exterior zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 4)TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL = 1.15 Plate DOL = 1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 5)Unbalanced snow loads have been considered for this design. 6)This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 7)Provide adequate drainage to prevent water ponding. 8)All plates are MT20 plates unless otherwise indicated. 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)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 595 lb uplift at joint 2 and 595 lb uplift at joint 11. 12)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 13)Use Simpson Strong-Tie LUS24 (4-10d Girder, 2-10d Truss) or equivalent spaced at 21-10-8 oc max. starting at 4-0-12 from the left end to 25-11-4 to connect truss (es) to back face of bottom chord. 14)Fill all nail holes where hanger is in contact with lumber. 15)"NAILED" indicates 3-10d (0.148"x3") or 3-12d (0.148"x3.25") toe-nails per NDS guidlines. 16)Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 115 lb down and 54 lb up at 4-8-15, 347 lb down and 93 lb up at 6-0-12, 335 lb down and 100 lb up at 8-0-12, 260 lb down and 100 lb up at 10-0-12, 240 lb down and 100 lb up at 12-0-12, 240 lb down and 100 lb up at 14-0-12, 240 lb down and 100 lb up at 15-11-4, 240 lb down and 100 lb up at 17-11-4, 260 lb down and 100 lb up at 19-11-4, 335 lb down and 100 lb up at 21-11-4, and 347 lb down and 93 lb up at 23-11-4, and 115 lb down and 54 lb up at 25-3-1 on top chord. The design/selection of such connection device(s) is the responsibility of others. Job Truss Truss Type Qty Ply 2612/A/Gar LT-Roof R91168076B17California Girder 1 2M-2196 Job Reference (optional) The Truss Company (Sumner, WA), Sumner, WA - 98390,Run: 25.30 S Oct 2 2025 Print: 25.3.0 S Oct 2 2025 MiTek Industries, Inc. Fri Nov 07 17:21:58 Page: 1 ID:7Zw5WfvdCH1F9JsCNxXNqqyVAoa-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f Continued on page 2 November 10,2025 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) LOAD CASE(S) Standard 1)Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (lb/ft) Vert: 1-4=-66, 4-9=-66, 9-12=-66, 19-23=-14 Concentrated Loads (lb) Vert: 15=-69 (B), 27=-291, 28=-266, 29=-191, 30=-171, 32=-171, 33=-171, 35=-171, 36=-191, 37=-266, 38=-291, 39=-64 (B), 40=-510 (B), 41=-83 (B), 42=-73 (B), 43=-69 (B), 44=-69 (B), 45=-69 (B), 46=-69 (B), 47=-69 (B), 48=-73 (B), 49=-83 (B), 50=-510 (B), 51=-64 (B) Job Truss Truss Type Qty Ply 2612/A/Gar LT-Roof R91168076B17California Girder 1 2M-2196 Job Reference (optional) The Truss Company (Sumner, WA), Sumner, WA - 98390,Run: 25.30 S Oct 2 2025 Print: 25.3.0 S Oct 2 2025 MiTek Industries, Inc. Fri Nov 07 17:21:58 Page: 2 ID:7Zw5WfvdCH1F9JsCNxXNqqyVAoa-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) 3.3312 3.33 12 =3x6 =3x4 =3x4 =3x6 =3x4 NAILED NAILED NAILED NAILED NAILED NAILED NAILED NAILED NAILED 1 2 14 15 16 17 3 4 18 5 6 19 7 8 20 21 9 10 22 11 23 12 13 8-3-0 0-5-15 7-11 -5 0-1-13 7-2-1 1-10-8 9-0-10 2-3-15 11-4-9 2-4-14 23-4-12 2-4-14 16-2-4 2-4-14 13-9-6 2-4-14 20 -11-15 2-4-14 18-7-1 2-5-12 25 -10 -8 7-0-5 7-0-5 1-9-10 -1-9-10 7-0-5 7-0-5 19-9-15 26-10-4 Scale = 1:56.3 Plate Offsets (X, Y):[2:0-0-13,0-1-5], [2:2-3-12,0-0-12], [3:0-0-12,7-0-2], [3:4-8-15,0-0-12], [7:0-1-8,0-0-4] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.34 Vert(LL)-0.08 2-3 >999 240 MT20 185/148 (Roof Snow = 25.0)Lumber DOL 1.15 BC 0.00 Vert(CT)-0.11 2-3 >800 180 TCDL 8.0 Rep Stress Incr NO WB 0.00 Horz(CT)0.00 12 n/a n/a BCLL 0.0 *Code IRC2021/TPI2014 Matrix-MP BCDL 7.0 Weight: 46 lb FT = 20% LUMBER TOP CHORD 2x4 HF-N No.1/No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (size)2=0-4-12, 3=0-2-11, 4=0-3-10, 5=0-1-13, 6=0-1-13, 8=0-1-13, 9=0-1-13, 10=0-1-13, 11=0-1-13, 12=0-1-13 Max Horiz 2=268 (LC 6) Max Uplift 2=-71 (LC 6), 3=-128 (LC 10), 4=-57 (LC 6), 5=-64 (LC 6), 6=-65 (LC 6), 8=-65 (LC 6), 9=-65 (LC 6), 10=-65 (LC 6), 11=-62 (LC 6), 12=-51 (LC 6) Max Grav 2=405 (LC 1), 3=378 (LC 1), 4=139 (LC 1), 5=156 (LC 1), 6=159 (LC 1), 8=168 (LC 16), 9=233 (LC 16), 10=244 (LC 16), 11=221 (LC 16), 12=253 (LC 16) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/30, 2-3=-258/74, 3-4=-182/14, 4-5=-164/16, 5-6=-139/17, 6-8=-120/17, 8-9=-94/23, 9-10=-68/26, 10-11=-49/26, 11-12=-24/39, 12-13=-29/0 NOTES 1)Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Partially Enclosed; MWFRS (envelope) exterior zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL = 1.15 Plate DOL = 1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)Plates checked for a plus or minus 0 degree rotation about its center. 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)Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7)Provide mechanical connection (by others) of truss to bearing plate at joint(s) 3, 5, 6, 8, 9, 10, 11, 12. 8)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 71 lb uplift at joint 2, 128 lb uplift at joint 3, 57 lb uplift at joint 4, 64 lb uplift at joint 5, 65 lb uplift at joint 6, 65 lb uplift at joint 8, 65 lb uplift at joint 9, 65 lb uplift at joint 10, 62 lb uplift at joint 11 and 51 lb uplift at joint 12. 9)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3, 4, 5, 6, 8, 9, 10, 11, 12. 10)"NAILED" indicates 3-10d (0.148"x3") or 2-12d (0.148"x3.25") toe-nails per NDS guidlines. 11)In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1)Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (lb/ft) Vert: 1-13=-66 Concentrated Loads (lb) Vert: 15=-63 (B), 16=-5 (F), 17=-61 (F) Job Truss Truss Type Qty Ply 2612/A/Gar LT-Roof R91168077JR01Corner Rafter 2 1M-2196 Job Reference (optional) The Truss Company (Sumner, WA), Sumner, WA - 98390,Run: 25.30 S Oct 2 2025 Print: 25.3.0 S Oct 2 2025 MiTek Industries, Inc. Fri Nov 07 17:22:00 Page: 1 ID:EogagHs793XqghYR86TRg_yVAoe-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f November 10,2025 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) 412 =4x4 1 8 2 12 3 13 14 4 5 6 7 8-0-0 5-9-4 0-3-15 2-11 -15 1-0-0 -1-0-0 8-0-0 8-0-0 7-4-10 15-4-10 Scale = 1:35.3 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.71 Vert(LL)-0.19 8-11 >503 240 MT20 185/148 (Roof Snow = 25.0)Lumber DOL 1.15 BC 0.52 Vert(CT)-0.34 8-11 >282 180 TCDL 8.0 Rep Stress Incr YES WB 0.00 Horz(CT)0.00 7 n/a n/a BCLL 0.0 *Code IRC2021/TPI2014 Matrix-AS BCDL 7.0 Weight: 32 lb FT = 20% LUMBER TOP CHORD 2x4 HF-N No.1/No.2 BOT CHORD 2x4 HF-N No.1/No.2 BRACING TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. REACTIONS (size)2=0-5-8, 3=0-3-0, 4=0-1-8, 5=0-1-8, 6=0-1-8, 7= Mechanical, 8= Mechanical Max Horiz 2=186 (LC 8) Max Uplift 2=-49 (LC 8), 3=-119 (LC 8), 4=-56 (LC 8), 5=-56 (LC 8), 6=-46 (LC 8), 7=-18 (LC 8) Max Grav 2=393 (LC 1), 3=321 (LC 19), 4=190 (LC 19), 5=194 (LC 19), 6=158 (LC 19), 7=61 (LC 19), 8=120 (LC 5) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/21, 2-3=-208/105, 3-4=-124/55, 4-5=-87/39, 5-6=-47/25, 6-7=-16/16 BOT CHORD 2-8=-107/149 NOTES 1)Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Partially Enclosed; MWFRS (envelope) exterior zone and C-C Exterior(2E) -1-0-0 to 3-0-0, Interior (1) 3-0-0 to 9-8-0, Exterior(2R) 9-8-0 to 15-3-14 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL = 1.15 Plate DOL = 1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 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 at joint(s) 4, 5, 6. 9)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 18 lb uplift at joint 7, 49 lb uplift at joint 2, 119 lb uplift at joint 3, 56 lb uplift at joint 4, 56 lb uplift at joint 5 and 46 lb uplift at joint 6. 10)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3, 4, 5, 6. 11)This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply 2612/A/Gar LT-Roof R91168078J05Jack-Open 2 1M-2196 Job Reference (optional) The Truss Company (Sumner, WA), Sumner, WA - 98390,Run: 25.30 S Oct 2 2025 Print: 25.3.0 S Oct 2 2025 MiTek Industries, Inc. Fri Nov 07 17:21:59 Page: 1 ID:bUy19Bjb_N0XEre7RaFdBSyVAoq-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f November 10,2025 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) 412 =4x4 =3x4 1 11 2 15 3 4 5 16 6 17 7 8 9 10 8-0-0 6-9-4 0-3-15 2-11 -15 1-0-0 -1-0-0 8-0-0 8-0-0 10 -4-10 18 -4-10 Scale = 1:41.2 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.71 Vert(LL)-0.19 11-14 >503 240 MT20 185/148 (Roof Snow = 25.0)Lumber DOL 1.15 BC 0.52 Vert(CT)-0.34 11-14 >282 180 TCDL 8.0 Rep Stress Incr YES WB 0.00 Horz(CT)-0.01 10 n/a n/a BCLL 0.0 *Code IRC2021/TPI2014 Matrix-AS BCDL 7.0 Weight: 36 lb FT = 20% LUMBER TOP CHORD 2x4 HF-N No.1/No.2 BOT CHORD 2x4 HF-N No.1/No.2 BRACING TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. REACTIONS (size)2=0-5-8, 3=0-3-0, 5=0-1-8, 6=0-1-8, 7=0-1-8, 8=0-1-8, 9=0-1-8, 10= Mechanical, 11= Mechanical Max Horiz 2=220 (LC 8) Max Uplift 2=-38 (LC 8), 3=-119 (LC 8), 5=-56 (LC 8), 6=-56 (LC 8), 7=-56 (LC 8), 8=-56 (LC 8), 9=-32 (LC 8), 10=-4 (LC 8) Max Grav 2=393 (LC 1), 3=301 (LC 1), 5=132 (LC 19), 6=178 (LC 19), 7=194 (LC 19), 8=194 (LC 19), 9=110 (LC 19), 10=13 (LC 19), 11=120 (LC 5) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/21, 2-3=-260/130, 3-5=-175/80, 5-6=-141/64, 6-7=-106/47, 7-8=-67/31, 8-9=-27/25, 9-10=-3/3 BOT CHORD 2-11=-114/151 NOTES 1)Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Partially Enclosed; MWFRS (envelope) exterior zone and C-C Exterior(2E) -1-0-0 to 3-0-0, Interior (1) 3-0-0 to 12-8-0, Exterior(2R) 12-8-0 to 18-3-14 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL = 1.15 Plate DOL = 1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 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 at joint(s) 5, 6, 7, 8, 9. 9)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 4 lb uplift at joint 10, 38 lb uplift at joint 2, 119 lb uplift at joint 3, 56 lb uplift at joint 5, 56 lb uplift at joint 6, 56 lb uplift at joint 7, 56 lb uplift at joint 8 and 32 lb uplift at joint 9. 10)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3, 5, 6, 7, 8, 9. 11)This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply 2612/A/Gar LT-Roof R91168079J06Jack-Open 2 1M-2196 Job Reference (optional) The Truss Company (Sumner, WA), Sumner, WA - 98390,Run: 25.30 S Oct 2 2025 Print: 25.3.0 S Oct 2 2025 MiTek Industries, Inc. Fri Nov 07 17:21:59 Page: 1 ID:Xt3oatlrV_GFU9oWZ?H5GtyVAoo-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f November 10,2025 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) 412 =4x4 =3x4 1 12 2 16 3 4 5 6 7 17 8 9 10 11 8-0-0 7-9-4 0-3-15 2-11 -15 1-0-0 -1-0-0 8-0-0 8-0-0 13-4-10 21-4-10 Scale = 1:45.5 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.71 Vert(LL)-0.19 12-15 >503 240 MT20 185/148 (Roof Snow = 25.0)Lumber DOL 1.15 BC 0.52 Vert(CT)-0.34 12-15 >282 180 TCDL 8.0 Rep Stress Incr YES WB 0.00 Horz(CT)-0.01 11 n/a n/a BCLL 0.0 *Code IRC2021/TPI2014 Matrix-AS BCDL 7.0 Weight: 40 lb FT = 20% LUMBER TOP CHORD 2x4 HF-N No.1/No.2 BOT CHORD 2x4 HF-N No.1/No.2 BRACING TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. REACTIONS (size)2=0-5-8, 3=0-3-0, 5=0-1-8, 6=0-1-8, 7=0-1-8, 8=0-1-8, 9=0-1-8, 10=0-1-8, 11= Mechanical, 12= Mechanical Max Horiz 2=254 (LC 8) Max Uplift 2=-26 (LC 8), 3=-119 (LC 8), 5=-56 (LC 8), 6=-56 (LC 8), 7=-56 (LC 8), 8=-56 (LC 8), 9=-56 (LC 8), 10=-46 (LC 8), 11=-18 (LC 8) Max Grav 2=393 (LC 1), 3=301 (LC 1), 5=130 (LC 1), 6=132 (LC 1), 7=165 (LC 19), 8=199 (LC 19), 9=199 (LC 19), 10=162 (LC 19), 11=63 (LC 19), 12=120 (LC 5) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/21, 2-3=-311/155, 3-5=-226/105, 5-6=-193/89, 6-7=-159/72, 7-8=-124/56, 8-9=-87/39, 9-10=-47/25, 10-11=-16/16 BOT CHORD 2-12=-120/155 NOTES 1)Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Partially Enclosed; MWFRS (envelope) exterior zone and C-C Exterior(2E) -1-0-0 to 3-0-0, Interior (1) 3-0-0 to 15-8-0, Exterior(2R) 15-8-0 to 21-3-14 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL = 1.15 Plate DOL = 1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 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 at joint(s) 5, 6, 7, 8, 9, 10. 9)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 18 lb uplift at joint 11, 26 lb uplift at joint 2, 119 lb uplift at joint 3, 56 lb uplift at joint 5, 56 lb uplift at joint 6, 56 lb uplift at joint 7, 56 lb uplift at joint 8, 56 lb uplift at joint 9 and 46 lb uplift at joint 10. 10)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3, 5, 6, 7, 8, 9, 10. 11)This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply 2612/A/Gar LT-Roof R91168080J07Jack-Open 2 1M-2196 Job Reference (optional) The Truss Company (Sumner, WA), Sumner, WA - 98390,Run: 25.30 S Oct 2 2025 Print: 25.3.0 S Oct 2 2025 MiTek Industries, Inc. Fri Nov 07 17:21:59 Page: 1 ID:3gWQMXkDkg8Os?DK?ImskgyVAop-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f November 10,2025 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) 3.3312 3.33 12 =3x6 =3x4 =3x6 =3x4 NAILED NAILED NAILED NAILED NAILED NAILED 1 2 12 3 4 13 5 6 7 14 8 15 9 10 11 6-1-8 0-5-15 5-9-13 0-2-1 3-7-11 2-3-15 5-11-10 2-3-15 15 -7-0 2-4-14 10 -9-5 2-4-14 8-4-8 2-5-12 13 -3-1 2-5-12 18-0-12 3-5-10 3-5-10 1-9-10 -1-9-10 3-5-10 3-5-10 15-8-11 19 -2-5 Scale = 1:46.9 Plate Offsets (X, Y):[2:0-0-13,0-0-13], [2:1-8-4,0-0-12], [3:0-0-12,3-3-14], [6:0-1-8,0-0-4] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.18 Vert(LL)-0.01 7-8 >999 240 MT20 185/148 (Roof Snow = 25.0)Lumber DOL 1.15 BC 0.00 Vert(CT)-0.01 7-8 >999 180 TCDL 8.0 Rep Stress Incr NO WB 0.00 Horz(CT)0.00 10 n/a n/a BCLL 0.0 *Code IRC2021/TPI2014 Matrix-MP BCDL 7.0 Weight: 32 lb FT = 20% LUMBER TOP CHORD 2x4 HF-N No.1/No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 3-5-10 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (size)2=0-4-12, 3=0-3-10, 4=0-1-13, 5=0-1-13, 7=0-1-13, 8=0-3-10, 9=0-1-13, 10=0-1-13 Max Horiz 2=195 (LC 6) Max Uplift 2=-56 (LC 6), 3=-76 (LC 10), 4=-64 (LC 6), 5=-65 (LC 6), 7=-66 (LC 6), 8=-65 (LC 6), 9=-60 (LC 6), 10=-55 (LC 6) Max Grav 2=262 (LC 16), 3=182 (LC 1), 4=156 (LC 1), 5=159 (LC 1), 7=180 (LC 16), 8=226 (LC 16), 9=197 (LC 16), 10=258 (LC 16) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/30, 2-3=-177/19, 3-4=-139/16, 4-5=-120/17, 5-7=-93/17, 7-8=-69/25, 8-9=-49/24, 9-10=-23/38, 10-11=-31/0 NOTES 1)Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Partially Enclosed; MWFRS (envelope) exterior zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL = 1.15 Plate DOL = 1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)Plates checked for a plus or minus 0 degree rotation about its center. 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)Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7)Provide mechanical connection (by others) of truss to bearing plate at joint(s) 4, 5, 7, 9, 10. 8)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 56 lb uplift at joint 2, 76 lb uplift at joint 3, 64 lb uplift at joint 4, 65 lb uplift at joint 5, 66 lb uplift at joint 7, 65 lb uplift at joint 8, 60 lb uplift at joint 9 and 55 lb uplift at joint 10. 9)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3, 4, 5, 7, 8, 9, 10. 10)"NAILED" indicates 3-10d (0.148"x3") or 2-12d (0.148"x3.25") toe-nails per NDS guidlines. 11)In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1)Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (lb/ft) Vert: 1-11=-66 Concentrated Loads (lb) Vert: 3=-8 (B) Job Truss Truss Type Qty Ply 2612/A/Gar LT-Roof R91168081JR03Corner Rafter 1 1M-2196 Job Reference (optional) The Truss Company (Sumner, WA), Sumner, WA - 98390,Run: 25.30 S Oct 2 2025 Print: 25.3.0 S Oct 2 2025 MiTek Industries, Inc. Fri Nov 07 17:22:00 Page: 1 ID:VE_FEV1P?34QfCkr8BAPQkyVAlr-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f November 10,2025 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) 4 12 =2x4 NAILED 1 8 4 2 3 3-6-0 1-9-4 0-3-15 0-3-8 1-0-0 -1-0-0 0-1-6 3-6-0 3-4-10 3-4-10 Scale = 1:23.3 Plate Offsets (X, Y):[2:0-0-2,Edge] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.14 Vert(LL)-0.01 4-7 >999 240 MT20 185/148 (Roof Snow = 25.0)Lumber DOL 1.15 BC 0.12 Vert(CT)-0.01 4-7 >999 180 TCDL 8.0 Rep Stress Incr YES WB 0.00 Horz(CT)0.00 2 n/a n/a BCLL 0.0 *Code IRC2021/TPI2014 Matrix-MP BCDL 7.0 Weight: 10 lb FT = 20% LUMBER TOP CHORD 2x4 HF-N No.1/No.2 BOT CHORD 2x4 HF-N No.1/No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 3-6-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (size)2=0-5-8, 3= Mechanical, 4= Mechanical Max Horiz 2=49 (LC 8) Max Uplift 2=-50 (LC 8), 3=-33 (LC 12) Max Grav 2=292 (LC 19), 3=123 (LC 19), 4=50 (LC 5) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/30, 2-3=-61/31 BOT CHORD 2-4=-22/56 NOTES 1)Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Partially Enclosed; MWFRS (envelope) exterior zone and C-C Exterior(2E) zone; cantilever left and right exposed ; end vertical left and right exposed;C- C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL = 1.15 Plate DOL = 1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 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 33 lb uplift at joint 3 and 50 lb uplift at joint 2. 9)"NAILED" indicates 3-10d (0.148"x3") or 3-12d (0.148"x3.25") toe-nails per NDS guidlines. 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: 1-3=-66, 4-5=-14 Concentrated Loads (lb) Vert: 8=1 (F) Job Truss Truss Type Qty Ply 2612/A/Gar LT-Roof R91168082J11Jack-Open 1 1M-2196 Job Reference (optional) The Truss Company (Sumner, WA), Sumner, WA - 98390,Run: 25.30 S Oct 2 2025 Print: 25.3.0 S Oct 2 2025 MiTek Industries, Inc. Fri Nov 07 17:21:59 Page: 1 ID:VE_FEV1P?34QfCkr8BAPQkyVAlr-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f November 10,2025 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 . W4-6 W3-6 W3- 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 .