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HomeMy WebLinkAbout2090 A Stamped 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 Builders FirstSource (Arlington, WA). July 24,2025 Zhao, Xiaoming Pages or sheets covered by this seal: R89378635 thru R89378646 My license renewal date for the state of Washington is September 28, 2025. 4768514 CENTURY 2090-A 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) 5 12 =3x10 =4x5 =4x5 =2x4 =3x4 511 1 6 4 7 109 2 8 3 8-2-0 1-0-0 9-2-0 3-7-0 3-7-0 4-7-0 8-2-0 3-7-0 3-7-0 4-7-0 8-2-0 2-7-11 0-10 -8 0-5-8 2-4-7 Scale = 1:29.8 Plate Offsets (X, Y):[1:0-3-8,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 0.45 Vert(LL)-0.01 4-6 >999 240 MT20 185/148 (Roof Snow = 25.0)Lumber DOL 1.15 BC 0.17 Vert(CT)-0.03 4-6 >999 180 TCDL 7.0 Rep Stress Incr YES WB 0.04 Horz(CT)0.00 4 n/a n/a BCLL 0.0 *Code IBC2021/TPI2014 Matrix-P BCDL 10.0 Weight: 28 lb FT = 10% LUMBER TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF No.2 SLIDER Left 2x6 DF No.2 -- 1-11-9 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= Mechanical, 4=0-5-8 Max Horiz 1=-29 (LC 19) Max Uplift 1=-6 (LC 14), 4=-30 (LC 15) Max Grav 1=385 (LC 21), 4=511 (LC 22) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-3=-451/101, 3-4=-449/85, 4-5=0/29 BOT CHORD 1-6=-16/323, 4-6=-16/323 WEBS 3-6=0/196 NOTES 1)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) 0-0-0 to 3-0-0, Interior (1) 3-0-0 to 3-7-0, Exterior(2R) 3-7-0 to 6-7-0, Interior (1) 6-7-0 to 9-2-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 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; IBC 1607.11.2 minimum roof live load applied where required. 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 19.0 psf or 2.00 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 6 lb uplift at joint 1 and 30 lb uplift at joint 4. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply CENTURY 2090-A R89378635A01Common414768514Job 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. Thu Jul 24 16:21:37 Page: 1 ID:5bmRvCSvLDkSOZgPeBy1payuq_n-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f July 24,2025 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 =3x6 =2x4 =2x4 =3x6 =4x6 =2x4 =3x6 =2x4 =2x4 =3x6 =4x5 1 52 6 4 14111312 3 9-2-0 1-0-0 10-2-0 1-0-0 -1-0-0 4-7-0 4-7-0 4-7-0 9-2-0 4-7-0 4-7-0 4-7-0 9-2-0 2-7-11 0-5-8 0-3-8 0-3-8 1-9-2 2-0-10 0-3-13 2-4-7 Scale = 1:40 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 25.0 Plate Grip DOL 1.15 TC 0.16 Vert(LL)-0.01 2-6 >999 240 MT20 185/148 (Roof Snow = 25.0)Lumber DOL 1.15 BC 0.17 Vert(CT)-0.02 2-6 >999 180 TCDL 7.0 Rep Stress Incr YES WB 0.04 Horz(CT)0.01 4 n/a n/a BCLL 0.0 *Code IBC2021/TPI2014 Matrix-SH BCDL 10.0 Weight: 39 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=0-5-8 Max Horiz 2=25 (LC 14) Max Uplift 2=-28 (LC 14), 4=-29 (LC 15) Max Grav 2=565 (LC 21), 4=572 (LC 22) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/29, 2-3=-581/117, 3-4=-576/117, 4-5=0/29 BOT CHORD 2-6=-51/454, 4-6=-51/454 WEBS 3-6=0/183 NOTES 1)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 4-7-0, Exterior(2R) 4-7-0 to 7-7-0, Interior (1) 7-7-0 to 10-2-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 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; IBC 1607.11.2 minimum roof live load applied where required. 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live load of 19.0 psf or 2.00 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)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 28 lb uplift at joint 2 and 29 lb uplift at joint 4. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply CENTURY 2090-A R89378636A02Common114768514Job 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. Thu Jul 24 16:21:38 Page: 1 ID:Woc7x6jmdUzZViCaHkLfZjyupz8-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f July 24,2025 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 =4x5 =2x4 =3x6 1 5 2 6 4 7 8 3 10-0-0 1-0-0 -1-0-0 1-0-0 11-0-0 5-0-0 10-0-0 5-0-0 5-0-0 5-0-0 10-0-0 5-0-0 5-0-0 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 25.0 Plate Grip DOL 1.15 TC 0.43 Vert(LL)-0.03 2-6 >999 240 MT20 185/148 (Roof Snow = 25.0)Lumber DOL 1.15 BC 0.31 Vert(CT)-0.05 2-6 >999 180 TCDL 7.0 Rep Stress Incr YES WB 0.04 Horz(CT)0.01 4 n/a n/a BCLL 0.0 *Code IBC2021/TPI2014 Matrix-SH BCDL 10.0 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 14) Max Uplift 2=-29 (LC 14), 4=-29 (LC 15) Max Grav 2=610 (LC 21), 4=610 (LC 22) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/29, 2-3=-645/121, 3-4=-645/121, 4-5=0/29 BOT CHORD 2-6=-48/490, 4-6=-48/490 WEBS 3-6=0/225 NOTES 1)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 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; IBC 1607.11.2 minimum roof live load applied where required. 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 19.0 psf or 2.00 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)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 2090-A R89378637B01Common514768514Job 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. Thu Jul 24 16:21:38 Page: 1 ID:TSGJxcyh8JMsHd9EvEA6qjyupyr-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f July 24,2025 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 =3x6 =2x4 =2x4 =3x6 =4x8 =2x4 =3x6 =2x4 =2x4 =3x6 =4x5 1 52 6 4 11 12 3 10-0-0 1-0-0 -1-0-0 1-0-0 11-0-0 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):[2:0-1-0,0-1-8], [4:0-1-0,0-1-8] 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 0.16 Vert(LL)-0.01 4-6 >999 240 MT20 185/148 (Roof Snow = 25.0)Lumber DOL 1.15 BC 0.20 Vert(CT)-0.03 4-6 >999 180 TCDL 7.0 Rep Stress Incr YES WB 0.04 Horz(CT)0.01 4 n/a n/a BCLL 0.0 *Code IBC2021/TPI2014 Matrix-SH BCDL 10.0 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=0-5-8, 4=0-5-8 Max Horiz 2=27 (LC 14) Max Uplift 2=-30 (LC 14), 4=-30 (LC 15) Max Grav 2=611 (LC 21), 4=611 (LC 22) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/29, 2-3=-631/117, 3-4=-631/117, 4-5=0/29 BOT CHORD 2-6=-49/492, 4-6=-49/492 WEBS 3-6=0/200 NOTES 1)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 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; IBC 1607.11.2 minimum roof live load applied where required. 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live load of 19.0 psf or 2.00 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)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 30 lb uplift at joint 2 and 30 lb uplift at joint 4. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply CENTURY 2090-A R89378638B02Common114768514Job 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. Thu Jul 24 16:21:39 Page: 1 ID:feXBWdvFYbJfFmhQ1J5eXNyupxc-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f July 24,2025 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 =4x8 =2x4 =3x4 =4x5 =3x4 =3x4 =2x4 =4x8 =4x5 71 2 10 9 8 6 1611 151253 13 14 4 20-8-0 1-0-0 21-8-0 1-0-0 -1-0-0 5-1-1 10-4-0 5-1-1 15-5-1 5-2-15 20-8-0 5-2-15 5-2-15 6-9-6 13-8-11 6-11-5 20-8-0 6-11-5 6-11-5 5-0-7 0-6-8 4-10 -3 Scale = 1:62.1 Plate Offsets (X, Y):[2:Edge,0-1-10], [2:0-2-11,Edge], [6:Edge,0-1-10], [6:0-2-11,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 0.46 Vert(LL)-0.07 8-10 >999 240 MT20 185/148 (Roof Snow = 25.0)Lumber DOL 1.15 BC 0.45 Vert(CT)-0.14 6-8 >999 180 TCDL 7.0 Rep Stress Incr YES WB 0.12 Horz(CT)0.04 6 n/a n/a BCLL 0.0 *Code IBC2021/TPI2014 Matrix-SH BCDL 10.0 Weight: 74 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 4-0-9 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=54 (LC 18) Max Uplift 2=-43 (LC 14), 6=-43 (LC 15) Max Grav 2=979 (LC 21), 6=979 (LC 22) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/20, 2-3=-1703/122, 3-4=-1465/116, 4-5=-1465/116, 5-6=-1703/122, 6-7=0/20 BOT CHORD 2-10=-69/1485, 8-10=-6/942, 6-8=-69/1485 WEBS 4-8=-12/565, 5-8=-388/114, 4-10=-12/565, 3-10=-388/114 NOTES 1)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 10-4-0, Exterior(2R) 10-4-0 to 13-4-0, Interior (1) 13-4-0 to 21-8-0 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; IBC 1607.11.2 minimum roof live load applied where required. 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 19.0 psf or 2.00 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)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 43 lb uplift at joint 2 and 43 lb uplift at joint 6. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply CENTURY 2090-A R89378639C01Common314768514Job 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. Thu Jul 24 16:21:39 Page: 1 ID:IDo8bYFRjVzXEDP_Ev6RCVyupx9-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f July 24,2025 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 =3x10 =4x5 =3x4 =3x10 =3x4 1312 23 22 21 20 19 18 17 16 15 14 12 2524 113104 5 9 6 8 7 20-8-0 1-0-0 21-8-0 1-0-0 -1-0-0 10-4-0 10-4-0 10-4-0 20-8-0 20-8-0 5-0-7 0-6-8 4-10 -3 Scale = 1:60.6 Plate Offsets (X, Y):[2:Edge,0-1-2], [2:0-2-11,Edge], [12:Edge,0-1-2], [12:0-2-11,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 0.11 Vert(LL)n/a -n/a 999 MT20 185/148 (Roof Snow = 25.0)Lumber DOL 1.15 BC 0.06 Vert(CT)n/a -n/a 999 TCDL 7.0 Rep Stress Incr YES WB 0.06 Horz(CT)0.00 12 n/a n/a BCLL 0.0 *Code IBC2021/TPI2014 Matrix-SH BCDL 10.0 Weight: 80 lb FT = 10% LUMBER TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 OTHERS 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=20-8-0, 12=20-8-0, 14=20-8-0, 15=20-8-0, 16=20-8-0, 17=20-8-0, 19=20-8-0, 20=20-8-0, 21=20-8-0, 22=20-8-0, 23=20-8-0 Max Horiz 2=-54 (LC 19) Max Uplift 2=-13 (LC 10), 12=-15 (LC 11), 14=-26 (LC 15), 15=-20 (LC 15), 16=-21 (LC 15), 17=-22 (LC 15), 20=-23 (LC 14), 21=-21 (LC 14), 22=-20 (LC 14), 23=-28 (LC 14) Max Grav 2=178 (LC 20), 12=178 (LC 20), 14=187 (LC 1), 15=198 (LC 22), 16=240 (LC 22), 17=252 (LC 22), 19=149 (LC 21), 20=252 (LC 21), 21=240 (LC 21), 22=198 (LC 21), 23=187 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/20, 2-3=-71/41, 3-4=-47/40, 4-5=-46/53, 5-6=-47/74, 6-7=-56/101, 7-8=-56/101, 8-9=-47/74, 9-10=-46/47, 10-11=-36/22, 11-12=-52/24, 12-13=0/20 BOT CHORD 2-23=-22/53, 22-23=-22/53, 21-22=-22/53, 20-21=-22/53, 19-20=-22/53, 17-19=-22/53, 16-17=-22/53, 15-16=-22/53, 14-15=-22/53, 12-14=-22/53 WEBS 7-19=-109/0, 6-20=-212/53, 5-21=-200/54, 4-22=-160/51, 3-23=-140/72, 8-17=-212/53, 9-16=-200/54, 10-15=-160/51, 11-14=-140/71 NOTES 1)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 10-4-0, Corner(3R) 10-4-0 to 13-4-0, Exterior(2N) 13-4-0 to 21-8-0 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)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; IBC 1607.11.2 minimum roof live load applied where required. 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live load of 19.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 6)All plates are 2x4 (||) MT20 unless otherwise indicated. 7)Gable requires continuous bottom chord bearing. 8)Gable studs spaced at 2-0-0 oc. 9)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 11)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 13 lb uplift at joint 2, 15 lb uplift at joint 12, 23 lb uplift at joint 20, 21 lb uplift at joint 21, 20 lb uplift at joint 22, 28 lb uplift at joint 23, 22 lb uplift at joint 17, 21 lb uplift at joint 16, 20 lb uplift at joint 15 and 26 lb uplift at joint 14. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply CENTURY 2090-A R89378640C02Common Supported Gable 1 14768514 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. Thu Jul 24 16:21:39 Page: 1 ID:uShIgyrYPF0k_b4D2_zh9dyupwP-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f July 24,2025 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 =3x6 =3x6 =M18AHS 10x18 =4x6 =M18AHS 5x12 =3x6 =3x6 =4x8 1 10 11 9 12 13 8 7 14 6 5 15 16 17 18 1924 3 20-8-0 5-2-15 5-2-15 5-1-1 10-4-0 5-1-1 15-5-1 5-2-15 20 -8-0 5-1-1 10-4-0 5-1-1 15-5-1 5-2-15 5-2-15 5-2-15 20 -8-0 0-6-8 4-10 -3 Scale = 1:57.6 Plate Offsets (X, Y):[1:0-0-4,0-0-2], [2:0-2-0,0-1-8], [4:0-2-0,0-1-8], [5:0-0-4,0-0-2], [6:0-4-8,0-1-8], [9:0-4-8,0-1-8] 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 0.79 Vert(LL)-0.22 6-8 >999 240 MT20 185/148 (Roof Snow = 25.0)Lumber DOL 1.15 BC 0.64 Vert(CT)-0.35 6-8 >685 180 M18AHS 169/162 TCDL 7.0 Rep Stress Incr Yes WB 0.63 Horz(CT)0.08 5 n/a n/a BCLL 0.0 *Code IBC2021/TPI2014 Matrix-SH BCDL 10.0 Weight: 276 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 3-8-8 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=51 (LC 14) Max Uplift 1=-403 (LC 10), 5=-460 (LC 11) Max Grav 1=8752 (LC 3), 5=10039 (LC 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-17312/796, 2-3=-12149/570, 3-4=-12149/570, 4-5=-17480/804 BOT CHORD 1-9=-735/15667, 8-9=-735/15667, 6-8=-692/15821, 5-6=-692/15821 WEBS 3-8=-371/9015, 4-8=-5145/302, 4-6=-151/4497, 2-8=-4975/294, 2-9=-144/4359 NOTES 1)Special connection required to distribute bottom chord loads equally between all plies. 2)3-ply truss to be connected together as follows: Top chords connected with 10d (0.148"x3") nails as follows: 2x4 - 2 rows staggered at 0-9-0 oc. Bottom chords connected with 10d (0.131"x3") nails as follows: 2x6 - 3 rows staggered at 0-4-0 oc. Web chords connected with 10d (0.148"x3") nails as follows: 2x4 - 1 row at 0-9-0 oc, Except member 3-8 2x4 - 1 row at 0-4-0 oc. 3)All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 4)Wind: ASCE 7-16; Vult=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)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; IBC 1607.11.2 minimum roof live load applied where required. 6)Unbalanced snow loads have been considered for this design. 7)All plates are MT20 plates unless otherwise indicated. 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 10)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 403 lb uplift at joint 1 and 460 lb uplift at joint 5. 11)Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1726 lb down and 82 lb up at 2-0-12, 1726 lb down and 82 lb up at 4-0-12, 1726 lb down and 82 lb up at 6-0-12, 1726 lb down and 82 lb up at 8-0-12, 1726 lb down and 82 lb up at 10-0-12, 1726 lb down and 82 lb up at 12-0-12, 1726 lb down and 82 lb up at 14-0-12, 1726 lb down and 82 lb up at 16-0-12, and 1726 lb down and 82 lb up at 18-0-12, and 1733 lb down and 78 lb up at 20-0-12 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) Vert: 1-5=-20, 1-3=-64, 3-5=-64 Concentrated Loads (lb) Vert: 7=-1651 (B), 8=-1651 (B), 10=-1651 (B), 11=-1651 (B), 12=-1651 (B), 13=-1651 (B), 14=-1651 (B), 15=-1651 (B), 16=-1651 (B), 17=-1657 (B) Job Truss Truss Type Qty Ply CENTURY 2090-A R89378641C03Common Girder 1 34768514 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. Thu Jul 24 16:21:40 Page: 1 ID:B35Uio2S4fjk7NxZ_iVhw_yupbU-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f July 24,2025 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 =3x10 =2x4 =3x4 =3x4 =4x6 =3x6 =3x4 =5x6 =3x6 =3x6 =4x6 =3x4 =3x4 =2x4 =3x4 =3x4 =4x8 1 2 17 16 15 23 24 14 13 12 11 18 1022 3 9 214857 2019 6 40-1-4 1-0-0 -1-0-0 6-7-5 33 -5-10 6-7-5 13-7-11 6-7-5 20-3-0 6-7-5 26-10-5 6-7-10 40-1-4 7-0-6 7-0-6 7-11-3 32 -1-12 7-11-3 16-3-7 7-11-3 24 -2-9 7-11-8 40 -1-4 8-4-4 8-4-4 7-4-11 0-5-8 0-7-1 7-2-8 Scale = 1:84.7 Plate Offsets (X, Y):[2:Edge,0-0-2], [14:0-2-4,0-1-8], [15:0-1-8,0-1-8] 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 0.73 Vert(LL)-0.45 14-15 >999 240 MT20 220/195 (Roof Snow = 25.0)Lumber DOL 1.15 BC 0.86 Vert(CT)-0.73 14-15 >654 180 TCDL 7.0 Rep Stress Incr YES WB 0.46 Horz(CT)0.19 11 n/a n/a BCLL 0.0 *Code IBC2021/TPI2014 Matrix-SH BCDL 10.0 Weight: 170 lb FT = 10% LUMBER TOP CHORD 2x4 DF 1800F 1.6E BOT CHORD 2x4 DF 1800F 1.6E WEBS 2x4 HF No.2 SLIDER Right 2x4 HF No.2 -- 3-4-14 BRACING TOP CHORD Structural wood sheathing directly applied or 2-7-9 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (size)2=0-5-8, 11= Mechanical Max Horiz 2=82 (LC 14) Max Uplift 2=-104 (LC 10), 11=-70 (LC 11) Max Grav 2=1811 (LC 2), 11=1746 (LC 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/20, 2-3=-4312/284, 3-4=-4166/281, 4-6=-3260/272, 6-8=-3257/274, 8-9=-3998/296, 9-11=-4153/301 BOT CHORD 2-17=-219/4009, 15-17=-165/3352, 14-15=-80/2541, 12-14=-165/3334, 11-12=-228/3836 WEBS 6-14=-46/1092, 8-14=-818/155, 8-12=-22/573, 9-12=-231/125, 6-15=-45/1086, 4-15=-821/154, 4-17=-24/735, 3-17=-301/129 NOTES 1)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 3-0-2, Interior (1) 3-0-2 to 20-3-0, Exterior(2R) 20-3-0 to 24-3-2, Interior (1) 24-3-2 to 40-0-8 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 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; IBC 1607.11.2 minimum roof live load applied where required. 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 2.00 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 = 10.0psf. 7)Refer to girder(s) for truss to truss connections. 8)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 104 lb uplift at joint 2 and 70 lb uplift at joint 11. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply CENTURY 2090-A R89378642D01Common1014768514Job 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. Thu Jul 24 16:21:40 Page: 1 ID:px4B6bK?HKyljifTDbTdiFyupdh-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f July 24,2025 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 =3x6 =5x6 =5x6 =5x6 =5x6 =3x10 =4x5 1 2 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 23 22 21 20 3 19 4 18 5 17 6 16 7 154140814 9 13 10 12 11 40-1-4 1-0-0 -1-0-0 19-10-4 40 -1-4 20-3-0 20-3-0 40-1-4 7-4-11 0-5-8 0-7-1 7-2-8 Scale = 1:82.5 Plate Offsets (X, Y):[8:0-3-0,0-1-8], [14:0-3-0,0-1-8], [20:Edge,0-1-15], [20:0-3-6,Edge], [34:0-2-0,0-1-8] 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 0.16 Vert(LL)n/a -n/a 999 MT20 185/148 (Roof Snow = 25.0)Lumber DOL 1.15 BC 0.11 Vert(CT)n/a -n/a 999 TCDL 7.0 Rep Stress Incr YES WB 0.15 Horz(CT)0.00 20 n/a n/a BCLL 0.0 *Code IBC2021/TPI2014 Matrix-SH BCDL 10.0 Weight: 175 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=40-1-4, 20=40-1-4, 21=40-1-4, 22=40-1-4, 23=40-1-4, 24=40-1-4, 25=40-1-4, 27=40-1-4, 28=40-1-4, 29=40-1-4, 30=40-1-4, 31=40-1-4, 32=40-1-4, 33=40-1-4, 35=40-1-4, 36=40-1-4, 37=40-1-4, 38=40-1-4, 39=40-1-4 Max Horiz 2=82 (LC 14) Max Uplift 2=-16 (LC 10), 21=-40 (LC 15), 22=-9 (LC 15), 23=-19 (LC 11), 24=-18 (LC 15), 25=-15 (LC 11), 27=-17 (LC 15), 28=-21 (LC 11), 29=-17 (LC 15), 31=-18 (LC 14), 32=-20 (LC 10), 33=-18 (LC 14), 35=-15 (LC 14), 36=-18 (LC 10), 37=-19 (LC 14), 38=-12 (LC 10), 39=-39 (LC 14) Max Grav 2=223 (LC 21), 20=136 (LC 22), 21=330 (LC 1), 22=99 (LC 1), 23=185 (LC 22), 24=166 (LC 1), 25=165 (LC 22), 27=228 (LC 22), 28=243 (LC 22), 29=244 (LC 22), 30=155 (LC 1), 31=241 (LC 21), 32=241 (LC 21), 33=220 (LC 21), 35=161 (LC 1), 36=165 (LC 1), 37=188 (LC 21), 38=87 (LC 1), 39=350 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/20, 2-3=-95/63, 3-4=-67/50, 4-5=-44/59, 5-6=-39/70, 6-7=-38/80, 7-9=-58/103, 9-10=-71/121, 10-11=-82/138, 11-12=-82/133, 12-13=-71/111, 13-15=-58/93, 15-16=-38/60, 16-17=-31/42, 17-18=-28/24, 18-19=-41/13, 19-20=-67/43 BOT CHORD 2-39=-30/63, 38-39=-30/63, 37-38=-30/63, 36-37=-30/63, 35-36=-30/63, 33-35=-30/63, 32-33=-32/64, 31-32=-32/64, 30-31=-32/64, 29-30=-32/64, 28-29=-32/64, 27-28=-32/64, 25-27=-30/62, 24-25=-30/62, 23-24=-30/62, 22-23=-30/62, 21-22=-30/62, 20-21=-30/62 WEBS 11-30=-115/2, 10-31=-201/79, 9-32=-201/60, 8-33=-180/42, 7-35=-120/39, 6-36=-127/42, 5-37=-140/45, 4-38=-76/29, 3-39=-249/78, 12-29=-204/79, 13-28=-203/60, 14-27=-188/41, 15-25=-125/39, 16-24=-127/42, 17-23=-138/44, 18-22=-85/30, 19-21=-232/74 NOTES 1)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 3-0-2, Exterior(2N) 3-0-2 to 20-3-0, Corner(3R) 20-3-0 to 24-3-0, Exterior(2N) 24-3-0 to 40-1-4 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)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; IBC 1607.11.2 minimum roof live load applied where required. 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 6)All plates are 2x4 (||) MT20 unless otherwise indicated. 7)Gable requires continuous bottom chord bearing. 8)Gable studs spaced at 2-0-0 oc. 9)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. Job Truss Truss Type Qty Ply CENTURY 2090-A R89378643D02Common Supported Gable 1 14768514 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. Thu Jul 24 16:21:40 Page: 1 ID:jb0hweq9J7SIzcZ5wwATBByupbm-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f Continued on page 2 July 24,2025 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) 11)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 16 lb uplift at joint 2, 18 lb uplift at joint 31, 20 lb uplift at joint 32, 18 lb uplift at joint 33, 15 lb uplift at joint 35, 18 lb uplift at joint 36, 19 lb uplift at joint 37, 12 lb uplift at joint 38, 39 lb uplift at joint 39, 17 lb uplift at joint 29, 21 lb uplift at joint 28, 17 lb uplift at joint 27, 15 lb uplift at joint 25, 18 lb uplift at joint 24, 19 lb uplift at joint 23, 9 lb uplift at joint 22 and 40 lb uplift at joint 21. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply CENTURY 2090-A R89378643D02Common Supported Gable 1 14768514 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. Thu Jul 24 16:21:40 Page: 2 ID:jb0hweq9J7SIzcZ5wwATBByupbm-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f July 24,2025 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 =3x10 =2x4 =3x4 =3x4 =4x6 =3x6 =3x6 =5x6 =3x6 =3x6 =4x6 =3x4 =3x4 =2x4 =3x10 1112 17 16 15 24 25 14 13 12 10 18 23 3 9 2219 4 875 2120 6 40 -6-0 1-0-0 41-6-0 1-0-0 -1-0-0 6-7-5 33-5-10 6-7-5 13-7-11 6-7-5 26-10-5 6-7-5 20-3-0 7-0-6 7-0-6 7-0-6 40-6-0 7-11-3 24 -2-9 7-11-3 16-3-7 7-11-3 32 -1-12 8-4-4 8-4-4 8-4-4 40-6-0 7-4-11 0-5-8 7-2-8 Scale = 1:84.7 Plate Offsets (X, Y):[2:Edge,0-0-2], [10:Edge,0-0-2], [14:0-2-4,0-1-8], [15:0-2-4,0-1-8] 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 0.74 Vert(LL)-0.48 14-15 >999 240 MT20 220/195 (Roof Snow = 25.0)Lumber DOL 1.15 BC 0.86 Vert(CT)-0.77 14-15 >626 180 TCDL 7.0 Rep Stress Incr YES WB 0.47 Horz(CT)0.20 10 n/a n/a BCLL 0.0 *Code IBC2021/TPI2014 Matrix-SH BCDL 10.0 Weight: 168 lb FT = 10% LUMBER TOP CHORD 2x4 DF 1800F 1.6E BOT CHORD 2x4 DF 1800F 1.6E WEBS 2x4 HF No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 2-7-6 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (size)2=0-5-8, 10=0-5-8 Max Horiz 2=-80 (LC 19) Max Uplift 2=-104 (LC 10), 10=-104 (LC 11) Max Grav 2=1821 (LC 2), 10=1821 (LC 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/20, 2-3=-4338/285, 3-4=-4192/282, 4-6=-3288/269, 6-8=-3288/269, 8-9=-4192/282, 9-10=-4338/285, 10-11=0/20 BOT CHORD 2-17=-216/4034, 15-17=-158/3377, 14-15=-77/2568, 12-14=-163/3377, 10-12=-218/4034 WEBS 6-14=-45/1102, 8-14=-839/154, 8-12=-25/733, 9-12=-301/129, 6-15=-45/1102, 4-15=-839/154, 4-17=-24/733, 3-17=-301/129 NOTES 1)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 3-0-10, Interior (1) 3-0-10 to 20-3-0, Exterior(2R) 20-3-0 to 24-3-10, Interior (1) 24-3-10 to 41-6-0 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; IBC 1607.11.2 minimum roof live load applied where required. 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 2.00 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 = 10.0psf. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 104 lb uplift at joint 2 and 104 lb uplift at joint 10. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply CENTURY 2090-A R89378644D03Common414768514Job 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. Thu Jul 24 16:21:41 Page: 1 ID:rkV13KIRvQGZ?BqTdve3Z8yupuW-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f July 24,2025 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 =3x6 =5x6 =5x6 =5x6 =5x6 =3x6 1 212 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 23 22 20 3 19 4 18 5 17 6 16 7 154241814 9 13 10 12 11 40 -6-0 1-0-0 41 -6-0 1-0-0 -1-0-0 20-3-0 20-3-0 20-3-0 40-6-0 40 -6-0 7-4-11 0-5-8 7-2-8 Scale = 1:82.5 Plate Offsets (X, Y):[8:0-3-0,0-1-8], [14:0-3-0,0-1-8], [36:0-2-0,0-1-8] 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 0.16 Vert(LL)n/a -n/a 999 MT20 185/148 (Roof Snow = 25.0)Lumber DOL 1.15 BC 0.11 Vert(CT)n/a -n/a 999 TCDL 7.0 Rep Stress Incr YES WB 0.15 Horz(CT)0.00 20 n/a n/a BCLL 0.0 *Code IBC2021/TPI2014 Matrix-SH BCDL 10.0 Weight: 176 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=40-6-0, 20=40-6-0, 22=40-6-0, 23=40-6-0, 24=40-6-0, 25=40-6-0, 26=40-6-0, 27=40-6-0, 29=40-6-0, 30=40-6-0, 31=40-6-0, 32=40-6-0, 33=40-6-0, 34=40-6-0, 35=40-6-0, 37=40-6-0, 38=40-6-0, 39=40-6-0, 40=40-6-0 Max Horiz 2=80 (LC 14) Max Uplift 2=-16 (LC 10), 20=-26 (LC 11), 22=-37 (LC 15), 23=-12 (LC 11), 24=-19 (LC 15), 25=-18 (LC 11), 26=-15 (LC 15), 27=-17 (LC 15), 29=-21 (LC 11), 30=-17 (LC 15), 32=-18 (LC 14), 33=-20 (LC 10), 34=-18 (LC 14), 35=-15 (LC 14), 37=-18 (LC 10), 38=-19 (LC 14), 39=-12 (LC 10), 40=-39 (LC 14) Max Grav 2=223 (LC 21), 20=223 (LC 22), 22=350 (LC 1), 23=87 (LC 1), 24=188 (LC 22), 25=165 (LC 1), 26=165 (LC 22), 27=228 (LC 22), 29=243 (LC 22), 30=244 (LC 22), 31=155 (LC 1), 32=244 (LC 21), 33=243 (LC 21), 34=228 (LC 21), 35=165 (LC 21), 37=165 (LC 1), 38=188 (LC 21), 39=87 (LC 1), 40=350 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/20, 2-3=-95/65, 3-4=-66/52, 4-5=-43/61, 5-6=-39/72, 6-7=-39/82, 7-9=-60/105, 9-10=-72/123, 10-11=-83/140, 11-12=-83/135, 12-13=-72/114, 13-15=-60/95, 15-16=-39/63, 16-17=-31/45, 17-18=-27/27, 18-19=-43/14, 19-20=-66/42, 20-21=0/20 BOT CHORD 2-40=-32/65, 39-40=-32/65, 38-39=-32/65, 37-38=-32/65, 35-37=-32/65, 34-35=-32/65, 33-34=-34/66, 32-33=-34/66, 31-32=-34/66, 30-31=-34/66, 29-30=-34/66, 27-29=-34/66, 26-27=-32/64, 25-26=-32/64, 24-25=-32/64, 23-24=-32/64, 22-23=-32/64, 20-22=-32/64 WEBS 11-31=-115/3, 10-32=-204/79, 9-33=-203/60, 8-34=-188/42, 7-35=-125/39, 6-37=-127/42, 5-38=-140/45, 4-39=-76/29, 3-40=-249/78, 12-30=-204/79, 13-29=-203/60, 14-27=-188/41, 15-26=-125/39, 16-25=-127/42, 17-24=-140/45, 18-23=-76/29, 19-22=-249/76 NOTES 1)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 3-0-10, Exterior(2N) 3-0-10 to 20-3-0, Corner(3R) 20-3-0 to 24-3-0, Exterior (2N) 24-3-0 to 41-6-0 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)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; IBC 1607.11.2 minimum roof live load applied where required. 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 6)All plates are 2x4 (||) MT20 unless otherwise indicated. 7)Gable requires continuous bottom chord bearing. 8)Gable studs spaced at 2-0-0 oc. 9)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. Job Truss Truss Type Qty Ply CENTURY 2090-A R89378645D04Common Supported Gable 1 14768514 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. Thu Jul 24 16:21:41 Page: 1 ID:HUPaEs_dA7mrBZyBGbefhSyupsL-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f Continued on page 2 July 24,2025 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) 11)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 16 lb uplift at joint 2, 18 lb uplift at joint 32, 20 lb uplift at joint 33, 18 lb uplift at joint 34, 15 lb uplift at joint 35, 18 lb uplift at joint 37, 19 lb uplift at joint 38, 12 lb uplift at joint 39, 39 lb uplift at joint 40, 17 lb uplift at joint 30, 21 lb uplift at joint 29, 17 lb uplift at joint 27, 15 lb uplift at joint 26, 18 lb uplift at joint 25, 19 lb uplift at joint 24, 12 lb uplift at joint 23, 37 lb uplift at joint 22 and 26 lb uplift at joint 20. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply CENTURY 2090-A R89378645D04Common Supported Gable 1 14768514 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. Thu Jul 24 16:21:41 Page: 2 ID:HUPaEs_dA7mrBZyBGbefhSyupsL-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f July 24,2025 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) =2x6 =5x6 =6x8 =2x4 4 3 1 2 1-10 -6 1-10 -6 1-10 -6 6-10 -0 Scale = 1:47.1 Plate Offsets (X, Y):[1:Edge,0-2-4] 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 0.75 Vert(LL)n/a -n/a 999 MT20 185/148 (Roof Snow = 25.0)Lumber DOL 1.15 BC 0.08 Vert(TL)n/a -n/a 999 TCDL 7.0 Rep Stress Incr NO WB 0.40 Horiz(TL)0.00 3 n/a n/a BCLL 0.0 *Code IBC2021/TPI2014 Matrix-P BCDL 10.0 Weight: 26 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 1-10-6 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 1-4, 1-3 REACTIONS (size)3=1-10-6, 4=1-10-6 Max Horiz 4=161 (LC 11) Max Uplift 3=-1647 (LC 35), 4=-1647 (LC 32) Max Grav 3=1655 (LC 36), 4=1655 (LC 39) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-1990/1657, 1-2=-362/328, 2-3=-50/49 BOT CHORD 3-4=-522/409 WEBS 1-3=-1690/2027 NOTES 1)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 (3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 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; IBC 1607.11.2 minimum roof live load applied where required. 4)Provide adequate drainage to prevent water ponding. 5)Gable requires continuous bottom chord bearing. 6)Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 7)Gable studs spaced at 2-0-0 oc. 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 10)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1647 lb uplift at joint 4 and 1647 lb uplift at joint 3. 11)This truss has been designed for a total drag load of 200 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-10-6 for 200.0 plf. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply CENTURY 2090-A R89378646P01Flat514768514Job 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. Thu Jul 24 16:21:41 Page: 1 ID:n2W4DmV2S8xw52nnm2TbuDyupvY-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f July 24,2025 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 .