Loading...
HomeMy WebLinkAbout2155 A Stamped Eng400 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 Builders FirstSource (Arlington, WA). June 25,2025 Zhao, Xiaoming Pages or sheets covered by this seal: R88913343 thru R88913358 My license renewal date for the state of Washington is September 28, 2025. 4704805 CENTURY 2155-A WILLOW GLENN 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) 412 =3x4 =2x4 =3x4 =3x4 =2x4 1 2 6 5 7 3 8 4 11-10-0 1-0-0 -1-0-0 4-11-8 11-10-0 6-10 -8 6-10 -8 4-11-8 11-10-0 6-10 -8 6-10 -8 4-7-0 0-5-8 4-4-13 Scale = 1:47.6 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)25.0 Plate Grip DOL 1.15 TC 0.47 Vert(LL)-0.06 2-6 >999 240 MT20 185/148 TCDL 7.0 Lumber DOL 1.15 BC 0.42 Vert(CT)-0.13 2-6 >999 180 BCLL 0.0 *Rep Stress Incr YES WB 0.41 Horz(CT)0.01 5 n/a n/a BCDL 10.0 Code IRC2021/TPI2014 Matrix-SH Weight: 43 lb FT = 10% LUMBER TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 5-8-3 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (size)2=0-3-8, 5= Mechanical Max Horiz 2=119 (LC 9) Max Uplift 2=-57 (LC 8), 5=-43 (LC 12) Max Grav 2=562 (LC 1), 5=481 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/11, 2-3=-796/111, 3-4=-90/49, 4-5=-107/86 BOT CHORD 2-6=-189/685, 5-6=-189/685 WEBS 3-6=0/274, 3-5=-759/169 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) exterior zone and C-C Exterior(2E) -1-0-0 to 2-0-0, Interior (1) 2-0-0 to 11-8-4 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 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 5)Refer to girder(s) for truss to truss connections. 6)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 43 lb uplift at joint 5 and 57 lb uplift at joint 2. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply CENTURY 2155-A WILLOW GLENN R88913343A01Monopitch914704805Job Reference (optional) Builders FirstSource (Arlington, WA), Arlington, WA - 98223,Run: 8.83 S Jun 11 2025 Print: 8.830 S Jun 11 2025 MiTek Industries, Inc. Wed Jun 25 15:39:11 Page: 1 ID:Y?jdBLvmRKjgsQc1UtgAVEz2iMY-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f June 25,2025 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 =3x4 1 2 12 11 10 9 8 3 4 5 6 7 11-10-0 1-0-0 -1-0-0 11-10-0 11-10-0 11-10-0 4-7-0 0-5-8 4-4-13 Scale = 1:46.5 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)25.0 Plate Grip DOL 1.15 TC 0.15 Vert(LL)n/a -n/a 999 MT20 185/148 TCDL 7.0 Lumber DOL 1.15 BC 0.09 Vert(CT)n/a -n/a 999 BCLL 0.0 *Rep Stress Incr YES WB 0.03 Horz(CT)0.00 8 n/a n/a BCDL 10.0 Code IRC2021/TPI2014 Matrix-SH Weight: 45 lb FT = 10% LUMBER TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF No.2 OTHERS 2x4 HF No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (size)2=11-10-0, 8=11-10-0, 9=11-10-0, 10=11-10-0, 11=11-10-0, 12=11-10-0 Max Horiz 2=119 (LC 9) Max Uplift 2=-18 (LC 8), 8=-8 (LC 9), 9=-17 (LC 8), 10=-19 (LC 12), 11=-13 (LC 8), 12=-36 (LC 12) Max Grav 2=212 (LC 1), 8=58 (LC 1), 9=163 (LC 1), 10=186 (LC 1), 11=100 (LC 1), 12=326 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/11, 2-3=-207/112, 3-4=-142/83, 4-5=-117/81, 5-6=-83/71, 6-7=-51/57, 7-8=-44/33 BOT CHORD 2-12=-50/67, 11-12=-50/67, 10-11=-50/67, 9-10=-50/67, 8-9=-50/67 WEBS 3-12=-233/159, 4-11=-84/61, 5-10=-139/98, 6-9=-125/95 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) exterior zone and C-C Corner(3E) -1-0-0 to 2-0-0, Exterior(2N) 2-0-0 to 11-8-4 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 3)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4)All plates are 2x4 (||) MT20 unless otherwise indicated. 5)Gable requires continuous bottom chord bearing. 6)Gable studs spaced at 2-0-0 oc. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 9)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 8 lb uplift at joint 8, 18 lb uplift at joint 2, 36 lb uplift at joint 12, 13 lb uplift at joint 11, 19 lb uplift at joint 10 and 17 lb uplift at joint 9. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply CENTURY 2155-A WILLOW GLENN R88913344A02Monopitch Supported Gable 1 14704805 Job Reference (optional) Builders FirstSource (Arlington, WA), Arlington, WA - 98223,Run: 8.83 S Jun 11 2025 Print: 8.830 S Jun 11 2025 MiTek Industries, Inc. Wed Jun 25 15:39:13 Page: 1 ID:8mgdOOvC7W21h1tnH58PqWz2iLG-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f June 25,2025 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 =3x4 =2x4 =3x4 =3x4 =2x4 1 5 4 6 2 7 3 11-10-0 4-11-8 11-10-0 6-10-8 6-10-8 4-11-8 11-10-0 6-10-8 6-10-8 4-4-13 0-5-8 4-4-13 Scale = 1:43.2 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)25.0 Plate Grip DOL 1.15 TC 0.49 Vert(LL)-0.07 1-5 >999 240 MT20 185/148 TCDL 7.0 Lumber DOL 1.15 BC 0.45 Vert(CT)-0.15 1-5 >948 180 BCLL 0.0 *Rep Stress Incr YES WB 0.42 Horz(CT)0.01 4 n/a n/a BCDL 10.0 Code IRC2021/TPI2014 Matrix-SH Weight: 41 lb FT = 10% LUMBER TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 5-3-13 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (size)1=0-3-8, 4= Mechanical Max Horiz 1=116 (LC 9) Max Uplift 1=-25 (LC 8), 4=-43 (LC 12) Max Grav 1=485 (LC 1), 4=485 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-807/130, 2-3=-90/49, 3-4=-106/86 BOT CHORD 1-5=-194/697, 4-5=-194/697 WEBS 2-4=-774/174, 2-5=0/275 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) exterior zone and C-C Exterior(2E) 0-1-12 to 3-1-12, Interior (1) 3-1-12 to 11-8-4 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 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 5)Refer to girder(s) for truss to truss connections. 6)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 25 lb uplift at joint 1 and 43 lb uplift at joint 4. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply CENTURY 2155-A WILLOW GLENN R88913345A03Monopitch114704805Job Reference (optional) Builders FirstSource (Arlington, WA), Arlington, WA - 98223,Run: 8.83 S Jun 11 2025 Print: 8.830 S Jun 11 2025 MiTek Industries, Inc. Wed Jun 25 15:39:13 Page: 1 ID:0?sH57XOCJGI5Qa0XocNcBz2iLk-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f June 25,2025 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) 512 =3x4 =3x6 =4x5 =2x4 =3x6 =3x4 51 2 6 4 7 8 3 10-0-0 1-0-0 11-0-0 1-0-0 -1-0-0 5-0-0 5-0-0 5-0-0 10-0-0 0-3-0 0-3-0 0-3-0 10-0-0 4-9-0 9-9-0 4-9-0 5-0-0 2-9-13 0-5-8 2-6-8 Scale = 1:42 Plate Offsets (X, Y):[2:0-0-2,0-0-10], [2:0-0-3,0-8-6], [4:0-0-2,0-0-10], [4:0-0-3,0-8-6] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)25.0 Plate Grip DOL 1.15 TC 0.28 Vert(LL)-0.02 4-6 >999 240 MT20 185/148 TCDL 7.0 Lumber DOL 1.15 BC 0.25 Vert(CT)-0.04 4-6 >999 180 BCLL 0.0 *Rep Stress Incr YES WB 0.04 Horz(CT)0.01 4 n/a n/a BCDL 10.0 Code IRC2021/TPI2014 Matrix-SH Weight: 31 lb FT = 10% LUMBER TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF No.2 WEDGE Left: 2x4 HF No.2 Right: 2x4 HF 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=0-3-8, 4=0-3-8 Max Horiz 2=-28 (LC 13) Max Uplift 2=-29 (LC 12), 4=-29 (LC 13) Max Grav 2=481 (LC 1), 4=481 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/16, 2-3=-605/121, 3-4=-605/121, 4-5=0/16 BOT CHORD 2-6=-48/490, 4-6=-48/490 WEBS 3-6=0/225 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) exterior zone and C-C Exterior(2E) -1-0-0 to 2-0-0, Interior (1) 2-0-0 to 5-0-0, Exterior(2R) 5-0-0 to 8-0-0, Interior (1) 8-0-0 to 11-0-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 5)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 29 lb uplift at joint 2 and 29 lb uplift at joint 4. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply CENTURY 2155-A WILLOW GLENN R88913346B01Common114704805Job Reference (optional) Builders FirstSource (Arlington, WA), Arlington, WA - 98223,Run: 8.83 S Jun 11 2025 Print: 8.830 S Jun 11 2025 MiTek Industries, Inc. Wed Jun 25 15:39:13 Page: 1 ID:vJ9e47?DF_2ufFUKlnHH8Cz2iL8-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f June 25,2025 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) 512 =4x5 =2x4 =3x6 =4x6 =2x4 =2x4 =3x6 =3x4 =4x5 712 10 9 8 6 11 12 53 4 9-9-0 1-0-0 10-9-0 1-3-0 -1-3-0 4-9-0 4-9-0 5-0-0 9-9-0 0-3-0 9-9-0 4-9-0 9-6-0 4-9-0 4-9-0 2-9-13 0-6-12 0-5-8 0-3-8 0-3-8 1-11 -3 2-2-11 0-3-13 2-6-8 Scale = 1:42 Plate Offsets (X, Y):[2:0-0-10,0-1-11], [3:0-5-0,0-1-4], [4:0-1-4,0-2-0], [5:0-5-0,0-1-4], [6:0-1-0,0-1-8] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)25.0 Plate Grip DOL 1.15 TC 0.12 Vert(LL)-0.01 6-8 >999 240 MT20 185/148 TCDL 7.0 Lumber DOL 1.15 BC 0.33 Vert(CT)-0.02 6-8 >999 180 BCLL 0.0 *Rep Stress Incr YES WB 0.02 Horz(CT)0.01 6 n/a n/a BCDL 10.0 Code IRC2021/TPI2014 Matrix-SH Weight: 42 lb FT = 10% LUMBER TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF No.2 OTHERS 2x4 HF 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=0-3-8, 6=0-3-8 Max Horiz 2=-27 (LC 13) Max Uplift 2=-32 (LC 12), 6=-29 (LC 13) Max Grav 2=489 (LC 1), 6=468 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/16, 2-3=-594/111, 3-4=-521/135, 4-5=-513/135, 5-6=-587/111, 6-7=0/16 BOT CHORD 2-10=-57/486, 9-10=-57/486, 8-9=-57/486, 6-8=-57/486 WEBS 4-9=0/113, 3-10=0/68, 5-8=0/70 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) exterior zone and C-C Exterior(2E) -1-0-0 to 2-0-0, Interior (1) 2-0-0 to 5-0-0, Exterior(2R) 5-0-0 to 8-0-0, Interior (1) 8-0-0 to 11-0-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4)Gable studs spaced at 2-0-0 oc. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 32 lb uplift at joint 2 and 29 lb uplift at joint 6. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply CENTURY 2155-A WILLOW GLENN R88913347B02Common114704805Job Reference (optional) Builders FirstSource (Arlington, WA), Arlington, WA - 98223,Run: 8.83 S Jun 11 2025 Print: 8.830 S Jun 11 2025 MiTek Industries, Inc. Wed Jun 25 15:39:13 Page: 1 ID:VpaDjLn?xyFgyFyp3wyXHwz2iK7-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f June 25,2025 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) 512 =3x4 =3x4 =4x5 =2x4 =3x6 =3x4 5 1 6 4 972 8 3 9-7-8 1-0-0 10-7-8 4-7-8 4-7-8 5-0-0 9-7-8 0-3-0 9-7-8 4-7-8 4-7-8 4-9-0 9-4-8 2-9-13 0-7-6 0-5-8 2-6-8 Scale = 1:42 Plate Offsets (X, Y):[1:0-1-12,0-1-3], [4:0-0-2,0-0-10], [4:0-0-3,0-8-6] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)25.0 Plate Grip DOL 1.15 TC 0.29 Vert(LL)-0.02 4-6 >999 240 MT20 185/148 TCDL 7.0 Lumber DOL 1.15 BC 0.25 Vert(CT)-0.04 4-6 >999 180 BCLL 0.0 *Rep Stress Incr YES WB 0.04 Horz(CT)0.01 4 n/a n/a BCDL 10.0 Code IRC2021/TPI2014 Matrix-SH Weight: 31 lb FT = 10% LUMBER TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF No.2 WEDGE Right: 2x4 HF No.2 SLIDER Left 2x4 HF No.2 -- 2-5-1 BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (size)1=0-3-8, 4=0-3-8 Max Horiz 1=-31 (LC 17) Max Uplift 1=-10 (LC 12), 4=-29 (LC 13) Max Grav 1=394 (LC 1), 4=476 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-3=-573/135, 3-4=-583/123, 4-5=0/16 BOT CHORD 1-6=-51/469, 4-6=-51/469 WEBS 3-6=0/210 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) exterior zone and C-C Exterior(2E) 0-1-8 to 3-1-8, Interior (1) 3-1-8 to 4-9-0, Exterior(2R) 4-9-0 to 7-9-0, Interior (1) 7-9-0 to 10-9-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 5)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 10 lb uplift at joint 1 and 29 lb uplift at joint 4. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply CENTURY 2155-A WILLOW GLENN R88913348B03Common214704805Job Reference (optional) Builders FirstSource (Arlington, WA), Arlington, WA - 98223,Run: 8.83 S Jun 11 2025 Print: 8.830 S Jun 11 2025 MiTek Industries, Inc. Wed Jun 25 15:39:13 Page: 1 ID:GGyX7q3M3WhBl1NHYKtSrGz2iL3-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f June 25,2025 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) 512 =3x4 =4x5 =2x4 =3x4 51 2 6 4 7 8 3 10-0-0 1-0-0 11-0-0 1-0-0 -1-0-0 5-0-0 5-0-0 5-0-0 10-0-0 5-0-0 5-0-0 5-0-0 10-0-0 2-9-13 0-5-8 2-6-8 Scale = 1:40.1 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)25.0 Plate Grip DOL 1.15 TC 0.28 Vert(LL)-0.02 4-6 >999 240 MT20 185/148 TCDL 7.0 Lumber DOL 1.15 BC 0.23 Vert(CT)-0.04 4-6 >999 180 BCLL 0.0 *Rep Stress Incr YES WB 0.04 Horz(CT)0.01 4 n/a n/a BCDL 10.0 Code IRC2021/TPI2014 Matrix-SH Weight: 29 lb FT = 10% LUMBER TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF 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=0-3-8, 4=0-3-8 Max Horiz 2=-28 (LC 13) Max Uplift 2=-29 (LC 12), 4=-29 (LC 13) Max Grav 2=481 (LC 1), 4=481 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/16, 2-3=-605/121, 3-4=-605/121, 4-5=0/16 BOT CHORD 2-6=-48/490, 4-6=-48/490 WEBS 3-6=0/225 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) exterior zone and C-C Exterior(2E) -1-0-0 to 2-0-0, Interior (1) 2-0-0 to 5-0-0, Exterior(2R) 5-0-0 to 8-0-0, Interior (1) 8-0-0 to 11-0-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 5)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 29 lb uplift at joint 2 and 29 lb uplift at joint 4. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply CENTURY 2155-A WILLOW GLENN R88913349C01Common514704805Job Reference (optional) Builders FirstSource (Arlington, WA), Arlington, WA - 98223,Run: 8.83 S Jun 11 2025 Print: 8.830 S Jun 11 2025 MiTek Industries, Inc. Wed Jun 25 15:39:14 Page: 1 ID:62UMnmM6eiIsidd2t0pnD1z2iJN-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f June 25,2025 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) 512 =4x5 =3x4 =2x4 =2x4 =3x4 =4x6 =2x4 =3x4 =2x4 =2x4 =3x4 =4x5 512 6 4 11 12 3 10-0-0 1-0-0 11-0-0 1-0-0 -1-0-0 5-0-0 5-0-0 5-0-0 10 -0-0 5-0-0 5-0-0 5-0-0 10 -0-0 2-9-13 0-5-8 0-3-8 0-3-8 1-11 -3 2-2-11 0-3-13 2-6-8 Scale = 1:40.1 Plate Offsets (X, Y):[2:0-1-0,0-1-12], [3:0-1-4,0-2-0], [4:0-1-0,0-1-12] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)25.0 Plate Grip DOL 1.15 TC 0.11 Vert(LL)-0.01 4-6 >999 240 MT20 185/148 TCDL 7.0 Lumber DOL 1.15 BC 0.20 Vert(CT)-0.03 4-6 >999 180 BCLL 0.0 *Rep Stress Incr YES WB 0.04 Horz(CT)0.01 4 n/a n/a BCDL 10.0 Code IRC2021/TPI2014 Matrix-SH Weight: 43 lb FT = 10% LUMBER TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF No.2 OTHERS 2x4 HF 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=0-3-8, 4=0-3-8 Max Horiz 2=-27 (LC 17) Max Uplift 2=-29 (LC 12), 4=-29 (LC 13) Max Grav 2=481 (LC 1), 4=481 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/16, 2-3=-605/123, 3-4=-605/122, 4-5=0/16 BOT CHORD 2-6=-54/515, 4-6=-54/515 WEBS 3-6=0/203 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) exterior zone and C-C Exterior(2E) -1-0-0 to 2-0-0, Interior (1) 2-0-0 to 5-0-0, Exterior(2R) 5-0-0 to 8-0-0, Interior (1) 8-0-0 to 11-0-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4)Gable studs spaced at 2-0-0 oc. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 29 lb uplift at joint 2 and 29 lb uplift at joint 4. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply CENTURY 2155-A WILLOW GLENN R88913350C02Common114704805Job Reference (optional) Builders FirstSource (Arlington, WA), Arlington, WA - 98223,Run: 8.83 S Jun 11 2025 Print: 8.830 S Jun 11 2025 MiTek Industries, Inc. Wed Jun 25 15:39:14 Page: 1 ID:tPYgAx46kqjVHheNqvNc6Uz2iIS-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f June 25,2025 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) 512 =3x6 =2x4 =4x5 =3x10 =2x4 =3x6 1 7 2 8 6 129 53 10 11 4 19-3-8 1-0-0 -1-0-0 1-0-0 20-3-8 4-7-2 9-7-12 4-7-2 14 -2-14 5-0-10 19-3-8 5-0-10 5-0-10 9-7-12 9-7-12 9-7-12 19-3-8 4-9-0 0-5-8 4-5-12 Scale = 1:60.9 Plate Offsets (X, Y):[2:Edge,0-0-6], [6:Edge,0-0-6] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)25.0 Plate Grip DOL 1.15 TC 0.34 Vert(LL)-0.16 6-8 >999 240 MT20 185/148 TCDL 7.0 Lumber DOL 1.15 BC 0.75 Vert(CT)-0.33 6-8 >680 180 BCLL 0.0 *Rep Stress Incr YES WB 0.20 Horz(CT)0.04 6 n/a n/a BCDL 10.0 Code IRC2021/TPI2014 Matrix-SH Weight: 66 lb FT = 10% LUMBER TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 4-4-13 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (size)2=0-5-8, 6=0-5-8 Max Horiz 2=50 (LC 12) Max Uplift 2=-41 (LC 12), 6=-41 (LC 13) Max Grav 2=870 (LC 1), 6=870 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/16, 2-3=-1433/152, 3-4=-1082/92, 4-5=-1082/92, 5-6=-1433/152, 6-7=0/16 BOT CHORD 2-8=-93/1264, 6-8=-94/1264 WEBS 4-8=0/510, 5-8=-388/126, 3-8=-388/125 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) exterior zone and C-C Exterior(2E) -1-0-0 to 2-0-0, Interior (1) 2-0-0 to 9-7-12, Exterior(2R) 9-7-12 to 12-7-12, Interior (1) 12-7-12 to 20-3-8 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 5)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 41 lb uplift at joint 2 and 41 lb uplift at joint 6. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply CENTURY 2155-A WILLOW GLENN R88913351D01Common414704805Job Reference (optional) Builders FirstSource (Arlington, WA), Arlington, WA - 98223,Run: 8.83 S Jun 11 2025 Print: 8.830 S Jun 11 2025 MiTek Industries, Inc. Wed Jun 25 15:39:14 Page: 1 ID:mRJca7KHoHNWJwlQZpFYTvz2iI7-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f June 25,2025 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) 512 =3x4 =4x5 =3x4 1 112 18 17 16 15 14 13 12 10 2019 3 9 84 75 6 19 -3-8 1-0-0 -1-0-0 1-0-0 20 -3-8 9-7-12 9-7-12 9-7-12 19-3-8 19 -3-8 4-9-0 0-5-8 4-5-12 Scale = 1:59.4 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)25.0 Plate Grip DOL 1.15 TC 0.12 Vert(LL)n/a -n/a 999 MT20 185/148 TCDL 7.0 Lumber DOL 1.15 BC 0.08 Vert(CT)n/a -n/a 999 BCLL 0.0 *Rep Stress Incr YES WB 0.04 Horz(CT)0.00 10 n/a n/a BCDL 10.0 Code IRC2021/TPI2014 Matrix-SH Weight: 70 lb FT = 10% LUMBER TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 OTHERS 2x4 HF 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=19-3-8, 10=19-3-8, 12=19-3-8, 13=19-3-8, 14=19-3-8, 15=19-3-8, 16=19-3-8, 17=19-3-8, 18=19-3-8 Max Horiz 2=50 (LC 12) Max Uplift 2=-15 (LC 8), 10=-17 (LC 9), 12=-37 (LC 13), 13=-15 (LC 13), 14=-24 (LC 13), 16=-24 (LC 12), 17=-15 (LC 12), 18=-37 (LC 12) Max Grav 2=204 (LC 1), 10=204 (LC 1), 12=294 (LC 26), 13=116 (LC 1), 14=191 (LC 26), 15=144 (LC 1), 16=191 (LC 25), 17=116 (LC 1), 18=294 (LC 25) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/16, 2-3=-71/55, 3-4=-44/48, 4-5=-35/68, 5-6=-52/98, 6-7=-52/98, 7-8=-35/68, 8-9=-44/46, 9-10=-56/45, 10-11=0/16 BOT CHORD 2-18=-21/52, 17-18=-21/52, 16-17=-21/52, 15-16=-21/52, 14-15=-21/52, 13-14=-21/52, 12-13=-21/52, 10-12=-21/52 WEBS 6-15=-106/0, 5-16=-146/61, 4-17=-94/44, 3-18=-211/95, 7-14=-146/60, 8-13=-94/44, 9-12=-211/95 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) exterior zone and C-C Corner(3E) -1-0-0 to 2-0-0, Exterior(2N) 2-0-0 to 9-7-12, Corner(3R) 9-7-12 to 12-7-12, Exterior(2N) 12-7-12 to 20-3-8 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4)All plates are 2x4 (||) MT20 unless otherwise indicated. 5)Gable requires continuous bottom chord bearing. 6)Gable studs spaced at 2-0-0 oc. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 9)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 15 lb uplift at joint 2, 17 lb uplift at joint 10, 24 lb uplift at joint 16, 15 lb uplift at joint 17, 37 lb uplift at joint 18, 24 lb uplift at joint 14, 15 lb uplift at joint 13 and 37 lb uplift at joint 12. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply CENTURY 2155-A WILLOW GLENN R88913352D02Common Supported Gable 1 14704805 Job Reference (optional) Builders FirstSource (Arlington, WA), Arlington, WA - 98223,Run: 8.83 S Jun 11 2025 Print: 8.830 S Jun 11 2025 MiTek Industries, Inc. Wed Jun 25 15:39:14 Page: 1 ID:L89vWvV3Va8X_3p6OlVq1sz2iHv-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f June 25,2025 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) 512 =4x8 =4x8 =3x6 =4x6 =8x12 =M18AHS 5x12 =3x6 =4x8 =4x8 1 10 11 9 12 13 8 7 15 6 5 14 16 17 2 4 3 19-3-8 4-7-12 14-3-8 4-7-12 9-7-12 5-0-0 5-0-0 5-0-0 19 -3-8 4-7-12 14-3-8 4-7-12 9-7-12 5-0-0 5-0-0 5-0-0 19 -3-8 0-5-8 4-5-12 Scale = 1:43.5 Plate Offsets (X, Y):[1:0-4-0,0-1-14], [2:0-2-0,0-1-8], [4:0-2-0,0-1-8], [5:0-4-0,0-1-14], [6:0-4-12,0-2-0], [8:0-6-0,0-4-8], [9:0-4-12,0-2-0] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)25.0 Plate Grip DOL 1.15 TC 0.91 Vert(LL)-0.20 8-9 >999 240 MT20 185/148 TCDL 7.0 Lumber DOL 1.15 BC 0.78 Vert(CT)-0.33 8-9 >695 180 M18AHS 169/162 BCLL 0.0 *Rep Stress Incr NO WB 0.61 Horz(CT)0.07 5 n/a n/a BCDL 10.0 Code IRC2021/TPI2014 Matrix-SH Weight: 171 lb FT = 10% LUMBER TOP CHORD 2x4 HF No.2 BOT CHORD 2x6 DF 2400F 2.0E WEBS 2x4 HF No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 2-4-13 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (size)1=0-5-8, 5=0-5-8 Max Horiz 1=-46 (LC 28) Max Uplift 1=-208 (LC 8), 5=-232 (LC 9) Max Grav 1=5430 (LC 2), 5=6020 (LC 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-11173/429, 2-3=-7908/311, 3-4=-7918/311, 4-5=-11678/450 BOT CHORD 1-9=-402/10152, 8-9=-402/10152, 6-8=-375/10620, 5-6=-375/10620 WEBS 3-8=-179/5797, 4-8=-3717/207, 4-6=-63/3058, 2-8=-3201/185, 2-9=-46/2652 NOTES 1)2-ply truss to be connected together with 10d (0.148"x3") nails as follows: Top chords connected as follows: 2x4 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-7-0 oc. Web connected as follows: 2x4 - 1 row at 0-9-0 oc, Except member 4-6 2x4 - 1 row 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)Unbalanced roof live loads have been considered for this design. 4)Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) exterior zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 5)All plates are MT20 plates unless otherwise indicated. 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 1 and 232 lb uplift at joint 5. 9)Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1152 lb down and 44 lb up at 2-4-4, 1119 lb down and 44 lb up at 4-4-4, 1119 lb down and 44 lb up at 6-4-4, 1119 lb down and 44 lb up at 8-4-4, 1119 lb down and 44 lb up at 10-4-4, 1119 lb down and 44 lb up at 12-4-4, 1119 lb down and 44 lb up at 14-4-4, and 1119 lb down and 44 lb up at 16-4-4, and 1119 lb down and 44 lb up at 17-2-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1)Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (lb/ft) Vert: 1-3=-64, 3-5=-64, 1-5=-20 Concentrated Loads (lb) Vert: 6=-1066 (B), 10=-1100 (B), 11=-1066 (B), 12=-1066 (B), 13=-1066 (B), 14=-1066 (B), 15=-1066 (B), 16=-1066 (B), 17=-1066 (B) Job Truss Truss Type Qty Ply CENTURY 2155-A WILLOW GLENN R88913353D03Common Girder 1 24704805 Job Reference (optional) Builders FirstSource (Arlington, WA), Arlington, WA - 98223,Run: 8.83 S Jun 11 2025 Print: 8.830 S Jun 11 2025 MiTek Industries, Inc. Wed Jun 25 15:39:15 Page: 1 ID:5wFMryKH4gyhudzru6AwrVz2iCz-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f June 25,2025 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) 512 =3x6 =2x4 =3x4 =4x5 =3x4 =3x4 =2x4 =3x6 712 10 15 16 9 8 6 1411 3 5 12 13 4 26-6-0 1-0-0 27-6-0 1-0-0 -1-0-0 6-5-6 13-3-0 6-5-6 19-8-6 6-9-10 6-9-10 6-9-10 26-6-0 8-7-2 17-6-9 8-11-7 8-11-7 8-11-7 26 -6-0 6-3-1 0-5-8 5-11 -12 Scale = 1:67.2 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)25.0 Plate Grip DOL 1.15 TC 0.55 Vert(LL)-0.23 8-10 >999 240 MT20 185/148 TCDL 7.0 Lumber DOL 1.15 BC 0.90 Vert(CT)-0.39 6-8 >808 180 BCLL 0.0 *Rep Stress Incr YES WB 0.16 Horz(CT)0.08 6 n/a n/a BCDL 10.0 Code IRC2021/TPI2014 Matrix-SH Weight: 91 lb FT = 10% LUMBER TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 3-1-8 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (size)2=0-5-8, 6=0-5-8 Max Horiz 2=-67 (LC 13) Max Uplift 2=-50 (LC 12), 6=-50 (LC 13) Max Grav 2=1209 (LC 2), 6=1209 (LC 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/16, 2-3=-2184/100, 3-4=-1987/93, 4-5=-1987/93, 5-6=-2184/100, 6-7=0/16 BOT CHORD 2-10=-84/1952, 8-10=0/1321, 6-8=-44/1952 WEBS 4-8=-18/759, 5-8=-410/148, 4-10=-18/759, 3-10=-410/148 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) exterior zone and C-C Exterior(2E) -1-0-0 to 2-0-0, Interior (1) 2-0-0 to 13-3-0, Exterior(2R) 13-3-0 to 16-3-0, Interior (1) 16-3-0 to 27-6-0 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 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 5)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 50 lb uplift at joint 6 and 50 lb uplift at joint 2. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply CENTURY 2155-A WILLOW GLENN R88913354E01Common914704805Job Reference (optional) Builders FirstSource (Arlington, WA), Arlington, WA - 98223,Run: 8.83 S Jun 11 2025 Print: 8.830 S Jun 11 2025 MiTek Industries, Inc. Wed Jun 25 15:39:15 Page: 1 ID:mFuuHZyHnyoHwl8D20gV1fz2iHK-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f June 25,2025 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) 512 =3x4 =4x5 =3x4 =3x4 1512 27 26 25 24 23 22 21 20 19 18 17 16 14 2928 3 13 4 12 5 11 6 10 7 9 8 26-6-0 1-0-0 27-6-0 1-0-0 -1-0-0 13-3-0 13-3-0 13-3-0 26-6-0 26-6-0 6-3-1 0-5-8 5-11 -12 Scale = 1:65.6 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)25.0 Plate Grip DOL 1.15 TC 0.10 Vert(LL)n/a -n/a 999 MT20 185/148 TCDL 7.0 Lumber DOL 1.15 BC 0.06 Vert(CT)n/a -n/a 999 BCLL 0.0 *Rep Stress Incr YES WB 0.07 Horz(CT)0.00 14 n/a n/a BCDL 10.0 Code IRC2021/TPI2014 Matrix-SH Weight: 108 lb FT = 10% LUMBER TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 OTHERS 2x4 HF 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=26-6-0, 14=26-6-0, 16=26-6-0, 17=26-6-0, 18=26-6-0, 19=26-6-0, 21=26-6-0, 22=26-6-0, 23=26-6-0, 24=26-6-0, 25=26-6-0, 26=26-6-0, 27=26-6-0 Max Horiz 2=-67 (LC 13) Max Uplift 2=-10 (LC 8), 14=-12 (LC 9), 16=-33 (LC 13), 17=-17 (LC 13), 18=-22 (LC 13), 19=-21 (LC 13), 21=-21 (LC 13), 23=-22 (LC 12), 24=-21 (LC 12), 25=-22 (LC 12), 26=-17 (LC 12), 27=-34 (LC 12) Max Grav 2=192 (LC 1), 14=192 (LC 1), 16=259 (LC 26), 17=134 (LC 1), 18=177 (LC 26), 19=164 (LC 1), 21=178 (LC 26), 22=149 (LC 1), 23=178 (LC 25), 24=164 (LC 1), 25=177 (LC 25), 26=134 (LC 1), 27=259 (LC 25) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/16, 2-3=-85/55, 3-4=-56/48, 4-5=-38/60, 5-6=-40/74, 6-7=-55/99, 7-8=-70/125, 8-9=-70/125, 9-10=-55/99, 10-11=-40/73, 11-12=-32/46, 12-13=-41/23, 13-14=-62/39, 14-15=0/16 BOT CHORD 2-27=-29/65, 26-27=-29/65, 25-26=-29/65, 24-25=-29/65, 23-24=-29/65, 22-23=-29/65, 21-22=-29/65, 19-21=-29/65, 18-19=-29/65, 17-18=-29/65, 16-17=-29/65, 14-16=-29/65 WEBS 8-22=-109/4, 7-23=-138/51, 6-24=-125/52, 5-25=-134/54, 4-26=-106/44, 3-27=-188/83, 9-21=-138/51, 10-19=-125/52, 11-18=-134/54, 12-17=-106/44, 13-16=-188/82 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) exterior zone and C-C Corner(3E) -1-0-0 to 2-0-0, Exterior(2N) 2-0-0 to 13-3-0, Corner(3R) 13-3-0 to 16-3-0, Exterior(2N) 16-3-0 to 27-6-0 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 3)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4)All plates are 2x4 (||) MT20 unless otherwise indicated. 5)Gable requires continuous bottom chord bearing. 6)Gable studs spaced at 2-0-0 oc. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 9)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 10 lb uplift at joint 2, 22 lb uplift at joint 23, 21 lb uplift at joint 24, 22 lb uplift at joint 25, 17 lb uplift at joint 26, 34 lb uplift at joint 27, 21 lb uplift at joint 21, 21 lb uplift at joint 19, 22 lb uplift at joint 18, 17 lb uplift at joint 17, 33 lb uplift at joint 16 and 12 lb uplift at joint 14. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply CENTURY 2155-A WILLOW GLENN R88913355E02Common Supported Gable 1 14704805 Job Reference (optional) Builders FirstSource (Arlington, WA), Arlington, WA - 98223,Run: 8.83 S Jun 11 2025 Print: 8.830 S Jun 11 2025 MiTek Industries, Inc. Wed Jun 25 15:39:15 Page: 1 ID:X3vLX6FyudxkQbY10mcMYxz2iGx-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f June 25,2025 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) 512 =3x6 =2x4 =3x4 =4x5 =3x4 =3x4 =2x4 =4x6 1 2 9 14 15 8 7 6 10 13 3 5 11 12 4 26-2-14 1-0-0 -1-0-0 6-5-6 13-3-0 6-5-6 19-8-6 6-6-8 26-2-14 6-9-10 6-9-10 8-7-2 17-6-9 8-8-5 26-2-14 8-11-7 8-11-7 6-3-1 0-5-8 0-6-13 5-11 -12 Scale = 1:67.2 Plate Offsets (X, Y):[6:0-3-0,0-0-1] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)25.0 Plate Grip DOL 1.15 TC 0.55 Vert(LL)-0.22 7-9 >999 240 MT20 185/148 TCDL 7.0 Lumber DOL 1.15 BC 0.90 Vert(CT)-0.38 2-9 >808 180 BCLL 0.0 *Rep Stress Incr YES WB 0.16 Horz(CT)0.08 6 n/a n/a BCDL 10.0 Code IRC2021/TPI2014 Matrix-SH Weight: 90 lb FT = 10% LUMBER TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF No.2 WEDGE Right: 2x4 HF No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 3-1-9 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (size)2=0-5-8, 6=0-2-6 Max Horiz 2=70 (LC 12) Max Uplift 2=-50 (LC 12), 6=-32 (LC 13) Max Grav 2=1205 (LC 2), 6=1139 (LC 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/16, 2-3=-2174/105, 3-4=-1977/98, 4-5=-1967/103, 5-6=-2158/108 BOT CHORD 2-9=-88/1942, 7-9=0/1311, 6-7=-52/1923 WEBS 4-7=-20/746, 5-7=-399/148, 4-9=-17/760, 3-9=-410/148 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) exterior zone and C-C Exterior(2E) -1-0-0 to 2-0-0, Interior (1) 2-0-0 to 13-3-0, Exterior(2R) 13-3-0 to 16-3-0, Interior (1) 16-3-0 to 26-1-11 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 5)Provide mechanical connection (by others) of truss to bearing plate at joint(s) 6. 6)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 50 lb uplift at joint 2 and 32 lb uplift at joint 6. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply CENTURY 2155-A WILLOW GLENN R88913356E03Common914704805Job Reference (optional) Builders FirstSource (Arlington, WA), Arlington, WA - 98223,Run: 8.83 S Jun 11 2025 Print: 8.830 S Jun 11 2025 MiTek Industries, Inc. Wed Jun 25 15:39:15 Page: 1 ID:uIEf8dWljOjc3_EFIO0WRaz2iGb-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f June 25,2025 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) 512 =4x8 =2x4 =3x4 =3x6 =4x5 =3x4 =2x4 =4x6 1 2 9 15 8 16 7 6 10 14 3 5 11 13 12 4 26-2-14 1-0-0 -1-0-0 6-5-6 13-3-0 6-5-6 19-8-6 6-6-8 26-2-14 6-9-10 6-9-10 8-7-2 17-6-9 8-8-5 26-2-14 8-11-7 8-11-7 6-3-1 0-5-8 0-6-13 5-11 -12 Scale = 1:67.2 Plate Offsets (X, Y):[6:0-3-0,0-0-1] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)25.0 Plate Grip DOL 1.15 TC 0.75 Vert(LL)-0.22 7-9 >999 240 MT20 185/148 TCDL 7.0 Lumber DOL 1.15 BC 0.99 Vert(CT)-0.43 2-9 >729 180 BCLL 0.0 *Rep Stress Incr NO WB 0.16 Horz(CT)0.08 6 n/a n/a BCDL 10.0 Code IRC2021/TPI2014 Matrix-SH Weight: 94 lb FT = 10% LUMBER TOP CHORD 2x4 DF 1800F 1.6E *Except* 4-6:2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF No.2 WEDGE Left: 2x4 SP No.3 Right: 2x4 HF No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 2-9-13 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (size)2=0-5-8, 6= Mechanical Max Horiz 2=3323 (LC 29) Max Uplift 2=-210 (LC 30), 6=-32 (LC 13) Max Grav 2=2623 (LC 29), 6=1172 (LC 30) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/16, 2-3=-5588/1357, 3-4=-5419/1533, 4-5=-2051/104, 5-6=-2244/109 BOT CHORD 2-9=-88/2168, 7-9=0/1388, 6-7=-53/2003 WEBS 4-7=-20/752, 5-7=-402/148, 4-9=-18/863, 3-9=-428/148 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) exterior zone and C-C Exterior(2E) -1-0-0 to 2-0-0, Interior (1) 2-0-0 to 13-3-0, Exterior(2R) 13-3-0 to 16-3-0, Interior (1) 16-3-0 to 26-2-2 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 5)Refer to girder(s) for truss to truss connections. 6)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 210 lb uplift at joint 2 and 32 lb uplift at joint 6. 7)Load case(s) 29, 30 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 8)Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) at 12-6-0 on top chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard Except: 29)User defined (1): Lumber Increase=2.00, Plate Increase=2.00 Uniform Loads (lb/ft) Vert: 1-4=-51, 4-6=-51, 2-15=-35, 15-16=-50, 6-16=-35 Concentrated Loads (lb) Vert: 12=-1385 Horz: 12=-3323 30)User defined (2): Lumber Increase=2.00, Plate Increase=2.00 Uniform Loads (lb/ft) Vert: 1-4=-51, 4-6=-51, 2-15=-35, 15-16=-50, 6-16=-35 Concentrated Loads (lb) Vert: 12=1385 Horz: 12=3323 Job Truss Truss Type Qty Ply CENTURY 2155-A WILLOW GLENN R88913357E04Common114704805Job Reference (optional) Builders FirstSource (Arlington, WA), Arlington, WA - 98223,Run: 8.83 S Jun 11 2025 Print: 8.830 S Jun 11 2025 MiTek Industries, Inc. Wed Jun 25 15:39:16 Page: 1 ID:Ok79Aj?LRNYW9UPfpyBbFpz2iDO-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f June 25,2025 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) 512 =3x4 =4x5 =3x4 =3x10 =3x4 1 2 26 25 24 23 22 21 20 19 18 17 16 15 14 27 3 13 4 12 5 11 6 10 97 8 26-2-14 1-0-0 -1-0-0 12-11-14 26-2-14 13-3-0 13-3-0 26-2-14 6-3-1 0-5-8 0-6-13 5-11 -12 Scale = 1:65.6 Plate Offsets (X, Y):[14:Edge,0-1-4], [14:0-3-0,Edge] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)25.0 Plate Grip DOL 1.15 TC 0.10 Vert(LL)n/a -n/a 999 MT20 185/148 TCDL 7.0 Lumber DOL 1.15 BC 0.06 Vert(CT)n/a -n/a 999 BCLL 0.0 *Rep Stress Incr YES WB 0.07 Horz(CT)0.00 14 n/a n/a BCDL 10.0 Code IRC2021/TPI2014 Matrix-SH Weight: 107 lb FT = 10% LUMBER TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 OTHERS 2x4 HF No.2 WEDGE Right: 2x4 HF 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=26-2-14, 14=26-2-14, 15=26-2-14, 16=26-2-14, 17=26-2-14, 18=26-2-14, 20=26-2-14, 21=26-2-14, 22=26-2-14, 23=26-2-14, 24=26-2-14, 25=26-2-14, 26=26-2-14 Max Horiz 2=70 (LC 12) Max Uplift 2=-9 (LC 8), 15=-38 (LC 13), 16=-16 (LC 13), 17=-22 (LC 13), 18=-21 (LC 13), 20=-22 (LC 13), 22=-22 (LC 12), 23=-21 (LC 12), 24=-22 (LC 12), 25=-17 (LC 12), 26=-34 (LC 12) Max Grav 2=193 (LC 1), 14=107 (LC 1), 15=258 (LC 26), 16=135 (LC 1), 17=177 (LC 26), 18=165 (LC 1), 20=178 (LC 26), 21=149 (LC 1), 22=178 (LC 25), 23=164 (LC 1), 24=177 (LC 25), 25=134 (LC 1), 26=259 (LC 25) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/16, 2-3=-86/52, 3-4=-57/45, 4-5=-40/58, 5-6=-38/71, 6-7=-53/97, 7-8=-68/123, 8-9=-68/123, 9-10=-53/97, 10-11=-38/71, 11-12=-33/43, 12-13=-40/22, 13-14=-63/41 BOT CHORD 2-26=-26/61, 25-26=-26/61, 24-25=-26/61, 23-24=-26/61, 22-23=-26/61, 21-22=-26/61, 20-21=-26/61, 18-20=-26/61, 17-18=-26/61, 16-17=-26/61, 15-16=-26/61, 14-15=-26/61 WEBS 8-21=-109/3, 7-22=-138/51, 6-23=-125/52, 5-24=-134/54, 4-25=-106/44, 3-26=-188/83, 9-20=-138/51, 10-18=-125/52, 11-17=-133/54, 12-16=-109/45, 13-15=-183/102 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) exterior zone and C-C Corner(3E) -1-0-0 to 2-0-0, Exterior(2N) 2-0-0 to 13-3-0, Corner(3R) 13-3-0 to 16-3-0, Exterior(2N) 16-3-0 to 26-2-14 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 3)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4)All plates are 2x4 (||) MT20 unless otherwise indicated. 5)Gable requires continuous bottom chord bearing. 6)Gable studs spaced at 2-0-0 oc. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 9)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 9 lb uplift at joint 2, 22 lb uplift at joint 22, 21 lb uplift at joint 23, 22 lb uplift at joint 24, 17 lb uplift at joint 25, 34 lb uplift at joint 26, 22 lb uplift at joint 20, 21 lb uplift at joint 18, 22 lb uplift at joint 17, 16 lb uplift at joint 16 and 38 lb uplift at joint 15. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply CENTURY 2155-A WILLOW GLENN R88913358E05Common Supported Gable 1 14704805 Job Reference (optional) Builders FirstSource (Arlington, WA), Arlington, WA - 98223,Run: 8.83 S Jun 11 2025 Print: 8.830 S Jun 11 2025 MiTek Industries, Inc. Wed Jun 25 15:39:16 Page: 1 ID:bUNspsrhMh7no7oROZ?s1Gz2iGA-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f June 25,2025 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 .