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HomeMy WebLinkAbout2090 B 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: R89379302 thru R89379311 My license renewal date for the state of Washington is September 28, 2025. 4768531 CENTURY 2090-B 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-B R89379302A01Common414768531Job 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 16:43:39 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-B R89379303A02Common114768531Job 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 16:43:40 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-B R89379304B01Common514768531Job 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 16:43:41 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-B R89379305B02Common114768531Job 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 16:43:41 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 =3x6 =2x4 =3x4 =4x5 =3x4 =3x4 =2x4 =3x6 71 2 10 9 8 6 1611 151253 1413 4 20-8-0 1-0-0 -1-0-0 1-0-0 21-8-0 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 0-5-8 4-9-3 Scale = 1:62.1 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 25.0 Plate Grip DOL 1.15 TC 0.47 Vert(LL)-0.07 8-10 >999 240 MT20 185/148 (Roof Snow = 25.0)Lumber DOL 1.15 BC 0.46 Vert(CT)-0.14 8-10 >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: 72 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 3-11-12 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 15) 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=0/29, 2-3=-1750/125, 3-4=-1501/115, 4-5=-1501/115, 5-6=-1750/125, 6-7=0/29 BOT CHORD 2-10=-70/1538, 8-10=-6/960, 6-8=-71/1538 WEBS 4-8=-11/586, 5-8=-411/115, 4-10=-11/586, 3-10=-411/115 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-B R89379306C01Common314768531Job 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 16:43:41 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 =4x5 =3x4 =3x4 1312 23 22 21 20 19 18 17 16 15 14 12 2524 113104 95 86 7 20-8-0 1-0-0 -1-0-0 1-0-0 21 -8-0 10-4-0 10-4-0 10-4-0 20-8-0 20-8-0 5-0-7 0-5-8 4-9-3 Scale = 1:60.6 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.11 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 0.05 Horz(CT)0.00 12 n/a n/a BCLL 0.0 *Code IBC2021/TPI2014 Matrix-SH BCDL 10.0 Weight: 78 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=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 15) Max Uplift 2=-14 (LC 10), 12=-16 (LC 11), 14=-24 (LC 15), 15=-21 (LC 15), 16=-21 (LC 15), 17=-23 (LC 15), 20=-23 (LC 14), 21=-21 (LC 14), 22=-21 (LC 14), 23=-25 (LC 14) Max Grav 2=178 (LC 20), 12=178 (LC 20), 14=188 (LC 1), 15=198 (LC 22), 16=240 (LC 22), 17=252 (LC 22), 19=149 (LC 1), 20=252 (LC 21), 21=240 (LC 21), 22=198 (LC 21), 23=188 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/29, 2-3=-68/40, 3-4=-47/39, 4-5=-46/52, 5-6=-47/74, 6-7=-56/101, 7-8=-56/101, 8-9=-47/74, 9-10=-46/47, 10-11=-35/22, 11-12=-49/23, 12-13=0/29 BOT CHORD 2-23=-23/54, 22-23=-23/54, 21-22=-23/54, 20-21=-23/54, 19-20=-23/54, 17-19=-23/54, 16-17=-23/54, 15-16=-23/54, 14-15=-23/54, 12-14=-23/54 WEBS 7-19=-109/0, 6-20=-212/53, 5-21=-200/53, 4-22=-160/51, 3-23=-141/69, 8-17=-212/53, 9-16=-200/54, 10-15=-160/51, 11-14=-141/69 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 14 lb uplift at joint 2, 16 lb uplift at joint 12, 23 lb uplift at joint 20, 21 lb uplift at joint 21, 21 lb uplift at joint 22, 25 lb uplift at joint 23, 23 lb uplift at joint 17, 21 lb uplift at joint 16, 21 lb uplift at joint 15 and 24 lb uplift at joint 14. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply CENTURY 2090-B R89379307C02Common Supported Gable 1 14768531 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 16:43:41 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 =3x6 =2x4 =3x4 =4x5 =3x6 =3x4 =2x4 =3x6 1 7 17 2 10 9 8 6 11 16 531215 13 14 4 29-0-0 1-0-0 30-0-0 1-0-0 -1-0-0 7-0-14 14-6-0 7-0-14 21 -6-14 7-5-2 29-0-0 7-5-2 7-5-2 9-5-2 19-2-9 9-9-7 29 -0-0 9-9-7 9-9-7 6-9-5 0-5-8 6-6-0 Scale = 1:69.4 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 0.70 Vert(LL)-0.25 8-10 >999 240 MT20 185/148 (Roof Snow = 25.0)Lumber DOL 1.15 BC 0.74 Vert(CT)-0.43 6-8 >794 180 TCDL 7.0 Rep Stress Incr YES WB 0.19 Horz(CT)0.08 6 n/a n/a BCLL 0.0 *Code IBC2021/TPI2014 Matrix-SH BCDL 10.0 Weight: 112 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 3-7-5 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=73 (LC 14) Max Uplift 2=-53 (LC 14), 6=-53 (LC 15) Max Grav 2=1326 (LC 3), 6=1326 (LC 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/29, 2-3=-2451/87, 3-4=-2212/80, 4-5=-2211/80, 5-6=-2450/87, 6-7=0/29 BOT CHORD 2-10=-94/2200, 8-10=0/1459, 6-8=-28/2199 WEBS 4-8=-20/907, 5-8=-546/163, 4-10=-20/908, 3-10=-546/163 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 14-6-0, Exterior(2R) 14-6-0 to 17-6-0, Interior (1) 17-6-0 to 30-0-0 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, with BCDL = 10.0psf. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 53 lb uplift at joint 2 and 53 lb uplift at joint 6. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply CENTURY 2090-B R89379308D01Common2014768531Job 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 16:43:42 Page: 1 ID:BAJ9I51?8ws_NA85ZErZKeyuorj-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 =2x4 =3x4 =4x8 =3x4 =4x5 =2x4 =3x4 =2x4 =3x4 1 142 22 21 20 19 18 17 16 15 13 28 29 33 12 27 11 26 3 23 10 24 30 9 25 4 8323157 6 29-0-0 1-0-0 30 -0-0 1-0-0 -1-0-0 3-9-7 14-6-0 5-3-5 10-8-9 5-5-3 5-5-3 14-6-0 29-0-0 0-8-9 21-0-13 6-5-5 20-4-4 6-9-6 13 -10 -15 7-1-9 7-1-9 7-11-3 29-0-0 6-9-5 0-5-8 6-6-0 Scale = 1:71.3 Plate Offsets (X, Y):[2:0-1-14,0-1-8] 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 0.31 Vert(LL)-0.09 21-22 >999 240 MT20 185/148 (Roof Snow = 25.0)Lumber DOL 1.15 BC 0.52 Vert(CT)-0.18 21-22 >999 180 TCDL 7.0 Rep Stress Incr YES WB 0.53 Horz(CT)0.06 13 n/a n/a BCLL 0.0 *Code IBC2021/TPI2014 Matrix-SH BCDL 10.0 Weight: 128 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 3-9-11 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. JOINTS 1 Brace at Jt(s): 23, 25, 27 REACTIONS (size)2=0-5-8, 13=8-9-8, 15=8-9-8, 16=8-9-8, 17=8-9-8, 18=8-9-8, 19=0-3-8 Max Horiz 2=73 (LC 14) Max Uplift 2=-57 (LC 14), 15=-35 (LC 15), 16=-1 (LC 15), 17=-45 (LC 15), 18=-107 (LC 15) Max Grav 2=1063 (LC 21), 13=257 (LC 1), 15=216 (LC 22), 16=76 (LC 1), 17=335 (LC 22), 18=558 (LC 22), 19=324 (LC 5) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/29, 2-3=-1921/90, 3-4=-1722/82, 4-5=-370/39, 5-6=-313/52, 6-7=-297/60, 7-8=-297/35, 8-9=-323/28, 9-10=-316/10, 10-11=-293/0, 11-12=-312/0, 12-13=-317/0, 13-14=0/29 BOT CHORD 2-22=-109/1687, 21-22=-42/1251, 19-21=-26/1435, 18-19=-26/1435, 17-18=0/274, 16-17=0/274, 15-16=0/274, 13-15=0/274 WEBS 4-25=-1196/54, 24-25=-1213/58, 23-24=-1218/60, 23-26=-1272/81, 26-27=-1338/106, 27-28=-1336/106, 18-28=-1395/120, 4-22=-4/465, 4-21=0/517, 21-23=-370/94, 3-22=-271/108, 6-24=-66/45, 5-25=-69/17, 7-26=-280/68, 8-27=-1/7, 9-28=-204/49, 10-17=-269/76, 11-16=-42/23, 12-15=-165/63 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 14-6-0, Exterior(2R) 14-6-0 to 17-6-0, Interior (1) 17-6-0 to 30-0-0 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)All plates are 2x4 (||) MT20 unless otherwise indicated. 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 57 lb uplift at joint 2, 107 lb uplift at joint 18, 45 lb uplift at joint 17, 1 lb uplift at joint 16 and 35 lb uplift at joint 15. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply CENTURY 2090-B R89379309D02Common Structural Gable 1 14768531 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 16:43:42 Page: 1 ID:qLmps13Z4ciXG6RwpXVvDxyuoQa-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 =5x6 =2x4 =4x5 =4x5 =5x6 WB =4x5 =2x4 =5x6 1 7 11 12 2 10 9 8 6 13 18 531417 15 16 4 29-0-0 1-0-0 30-0-0 1-0-0 -1-0-0 7-0-14 14-6-0 7-0-14 21 -6-14 7-5-2 29-0-0 7-5-2 7-5-2 9-5-2 19-2-9 9-9-7 29 -0-0 9-9-7 9-9-7 6-9-5 0-5-8 6-6-0 Scale = 1:69.4 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 0.83 Vert(LL)-0.31 8-10 >999 240 MT20 220/195 (Roof Snow = 25.0)Lumber DOL 1.15 BC 0.95 Vert(CT)-0.49 6-8 >697 180 TCDL 7.0 Rep Stress Incr NO WB 0.19 Horz(CT)0.14 6 n/a n/a BCLL 0.0 *Code IBC2021/TPI2014 Matrix-SH BCDL 10.0 Weight: 113 lb FT = 10% LUMBER TOP CHORD 2x4 DF 1800F 1.6E BOT CHORD 2x4 DF 1800F 1.6E WEBS 2x4 HF No.2 OTHERS 2x4 HF No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 2-9-7 oc purlins. BOT CHORD Rigid ceiling directly applied or 4-3-3 oc bracing. REACTIONS (size)2=0-5-8, 6=0-5-8 Max Horiz 2=-109 (LC 50) Max Uplift 2=-1318 (LC 48), 6=-1318 (LC 51) Max Grav 2=2274 (LC 33), 6=2274 (LC 34) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/29, 2-3=-4634/3128, 3-4=-3351/1574, 4-5=-3346/1570, 5-6=-4629/3123, 6-7=0/29 BOT CHORD 2-10=-2851/4268, 8-10=-2836/3599, 6-8=-2809/4290 WEBS 4-8=-77/949, 5-8=-546/215, 4-10=-73/948, 3-10=-546/212 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 14-6-0, Exterior(2R) 14-6-0 to 17-6-0, Interior (1) 17-6-0 to 30-0-0 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, with BCDL = 10.0psf. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1318 lb uplift at joint 2 and 1318 lb uplift at joint 6. 8)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 10-5-0 for 556.8 plf. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply CENTURY 2090-B R89379310D03Common Structural Gable 1 14768531 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 16:43:42 Page: 1 ID:cRDhbu2Nj6Lsuru4kkXWdRyuoUT-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 =4x5 =3x4 =3x4 1 172 31 30 29 28 27 26 25 24 23 22 21 20 19 18 16 32 33315414 5 13 6 12 7 11 8 10 9 29 -0-0 1-0-0 30 -0-0 1-0-0 -1-0-0 14-6-0 29-0-0 14-6-0 14-6-0 29 -0-0 6-9-5 0-5-8 6-6-0 Scale = 1:67.7 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.11 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 0.11 Horz(CT)0.00 16 n/a n/a BCLL 0.0 *Code IBC2021/TPI2014 Matrix-SH BCDL 10.0 Weight: 123 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=29-0-0, 16=29-0-0, 18=29-0-0, 19=29-0-0, 20=29-0-0, 21=29-0-0, 22=29-0-0, 23=29-0-0, 25=29-0-0, 26=29-0-0, 27=29-0-0, 28=29-0-0, 29=29-0-0, 30=29-0-0, 31=29-0-0 Max Horiz 2=73 (LC 14) Max Uplift 2=-8 (LC 10), 16=-11 (LC 11), 18=-26 (LC 15), 19=-20 (LC 15), 20=-21 (LC 15), 21=-21 (LC 15), 22=-22 (LC 15), 23=-21 (LC 15), 26=-22 (LC 14), 27=-21 (LC 14), 28=-21 (LC 14), 29=-21 (LC 14), 30=-20 (LC 14), 31=-28 (LC 14) Max Grav 2=179 (LC 20), 16=179 (LC 20), 18=200 (LC 1), 19=159 (LC 22), 20=170 (LC 1), 21=203 (LC 22), 22=239 (LC 22), 23=251 (LC 22), 25=151 (LC 27), 26=251 (LC 21), 27=239 (LC 21), 28=203 (LC 21), 29=170 (LC 1), 30=159 (LC 21), 31=200 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/29, 2-3=-86/47, 3-4=-63/46, 4-5=-49/56, 5-6=-37/70, 6-7=-46/84, 7-8=-61/110, 8-9=-76/136, 9-10=-76/136, 10-11=-61/110, 11-12=-46/84, 12-13=-34/58, 13-14=-34/31, 14-15=-39/18, 15-16=-61/25, 16-17=0/29 BOT CHORD 2-31=-32/70, 30-31=-32/70, 29-30=-32/70, 28-29=-32/70, 27-28=-32/70, 26-27=-32/70, 25-26=-32/70, 23-25=-32/70, 22-23=-32/70, 21-22=-32/70, 20-21=-32/70, 19-20=-32/70, 18-19=-32/70, 16-18=-32/70 WEBS 9-25=-111/9, 8-26=-211/50, 7-27=-199/52, 6-28=-163/51, 5-29=-129/52, 4-30=-123/49, 3-31=-149/72, 10-23=-211/50, 11-22=-199/52, 12-21=-163/51, 13-20=-129/52, 14-19=-123/49, 15-18=-149/71 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 14-6-0, Corner(3R) 14-6-0 to 17-6-0, Exterior(2N) 17-6-0 to 30-0-0 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)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 8 lb uplift at joint 2, 22 lb uplift at joint 26, 21 lb uplift at joint 27, 21 lb uplift at joint 28, 21 lb uplift at joint 29, 20 lb uplift at joint 30, 28 lb uplift at joint 31, 21 lb uplift at joint 23, 22 lb uplift at joint 22, 21 lb uplift at joint 21, 21 lb uplift at joint 20, 20 lb uplift at joint 19, 26 lb uplift at joint 18 and 11 lb uplift at joint 16. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply CENTURY 2090-B R89379311D04Common Supported Gable 1 14768531 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 16:43:43 Page: 1 ID:4H9wzA1gVIlnqxTwp51pDjyuoVn-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 .